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10124 EDMONDS WAY.PDF
iiiiiiiiiiiiii 10992 10124 EDMONDS 0 TAX ACCOUNT/PARCEL NUMBER: Cam. do 4002M3i BUILDING PERMIT (NEW STRUCTURE): HIS COVENANTS (RECORDED) CRITICAL AREAS: DISCRETIONARY PERMIT DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED FOR: PLANNING DATA CHECKLIST DATED: SCALED PLOT PLAN DATED: OI SEWER LID FEE SHORT PLAT FILE: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) #: GEOTECH REPORT DATED: STREET USE / ENCROACHMENT PERMIT #: FOR: WATER METER TAP CARD DATED: DETERMINATION: ❑ Conditional Waiver ❑ Study Required ❑ Waiver ARM LID #: LOT:9 3-44 BLOCK: Z LATEMP\DSTs\Forms\.Street File Checklist.doc sit r FILE ... PLANNIN New Commercial / Mulffamily P_ �roiects' ° i SITE ADDRESS:. 012-t4movict 5 W a ZONING: USES)PROPOSED: Nfi veStuurant; ALLOWED?: ieS I. LEGAL NONCONFO ` - RMING LAND USE DETERMINATION ISSUED Y D IN ' CUP File: To Allow What Uses?. ( ) . ADB FILE #: OYC.v l �i 4�X1 'ng•-J PARKING: Use: No. Spaces Required: X (floor area, # employees, etc.) _ y.; Use: No. Spaces Required: X (floor area, # employees, etc.) _ Use: -' e: No. Spaces Required: X (floor area, # employees, etc.) _ Use: No. Spaces Required: i =_Y X (floor area, # employees, etc.) _ Total Required: Actual Provided: SETBACKS: ((,Wm"Ab wa� Rad a cent to Required ed Setback s E W 5 Front: ti b ' L494 Side: • 0 Side: 0 Rear: (5 � 'r Actual Setbacks: Front: N Le# Side: N Lt Side: I L Rear: N G i' Street map checked for additional setback required? Yes/(a -'° MAXIMUM FLOOR AREA: Maximum Allowed: V- f� (/ 7J -F�bO pt,+r Actual: rrt, of 1 0•i•-. BUILDING HEIGHT: any Maximum Allowed: Actual Height: N C/ o.: Modulation Allowed?: Modulation Height: w Datum Point: Datum Elevation: A Elevator Penthouse > 3 feet over height limit? If so,VAR# 0 =" LANDSCAPING: pp Matches ADB approved: c Bid Provided? Bond Amount (100% bid): z CRITICAL AREAS #: c� SEPA DETERMINATION: EiX41Vvl r SHORELINE REQUIRED?: �C�iVy►� ' m tl rpNaII rwt p✓vdN.cc. 914rG aA QHto, t'CL Girl'C�'j"Z, Continued ... kf gviwa h, am d AA,;10 Lv0Y1 n 9 �yvp�& t-y n Qv►r�v►am+- -tv EC -DC- (40.01 D• P> 1 Ahbrary\^PlandatNewComm.doc • l a 8 3 A*V D- I 1 Z58 C �{ ✓1'✓�-('(�✓twt9h la 5 -v-2g (-l-p a vv 3 dv�veway5 Iqq-A-nB_z )' � 5i n • la �s--�pB— (8q • t a $ q - A'b 6 - 3 9 A• d d i fi CV1 ! 12-� 0 d,e,I . 101g6-- cu- 54 ( c-slvadl'ng pwitvld wrl DATE: 10 I ti I ?i0 0.5' PLAN CHK#:O 5-• L+ NAME OF BUILDING PERMIT APPLICANT: 'M c, Dbn a I d 'S U 5A LI.C�• PROJECT DESCRIPTION: NSW 1%Al -PAt,i- tiv d,-t_,a -i n a _ n,t i',n4-Pnei W,aII Lo91c y V1 a GPIlt►hd �'�nI d dWytrh of - • ADB FILE #: OR DATE WAIVED: PLANS MATCH APPROVED PLAN: SUBDIVISION: / F LOT AGGREGATION REQUIRED?: d w z REDUCED SITE PLAN (8.SX11) PROVIDED FOR STREET FILE? F a w OTHER: a c Plan Review By: aL*VU 1 Al i b rary\^ P 1 an datNcwCo mm.d oc The City of Edmonds Side Sewer Drawing EASEMENT NO. ---------- ---------------- NEW CONSTRUCTION [:1 REPAIRS El LW NO___________________ - ASMT. NO. _____--____-_____ OWNER JOB ADDRESS_ _0 IJ -- ------ c�uKcKlns --- \Ab,j uJ .-J Lu uj CONTRACTOR-------------- ----_------------ -------- _ --------- ---------------_---------- - PERMIT NO - ---- --------------- , VIA LEGAL DESCRIPTION: LOT NO. --------------------------- ---------- BLOCK NO. I --------- fil. ------------------------------------------ I ------------------------------------------ .................................. - --------------------------------- NAME OF ADDITION ------------------------------------- 4%.t�y Pipe. Tbj_ucGF_b wl-rm 10 11 co Eb ma KI us WAS VAOUSE DEMOL-15HED I L 176, EL7MONDS WAY PWW-0001-11/75(REV.11/78) Approved: -PLQGGcj!) AS^mootAeo 'k DATE By APPLICATION The Cityof Edmonds :or SIDE SEWER P RMIT W NEW CONSTRUCTION [ REPAIRS .-j (51-,353a OWNER..�: a. e ..........61 Z-o7. ................................................... WADDRESS ..........G....----..OtV" o.v545.......... W -Y4 7..................... U L.L. V) 4p' I �� V `a d 11-k wi 1 5. clr St c� c-11-Vy LL.— AYl�I+ EASEMENT No ...................... CONTRACTOR---------�.°..G................. 5A�•kb............ �...... PERMIT Noc" 5� ..-...-... LEGAL DESCRIPTION: LOT No ................... ,. 4ZCK No. A(..E: " Z .(v? S" 40-?= Div. No.;. NAME OF ADDITION ... e { K--$7,0T�...... ........... ........... o..Y'. ��1.... SKe • c--- i y Rec --d 2 7 Yz'- Approved: t?itt EM« ;1 JAN 4 197f DATE .... ...... 1 � By --v"ITY OF EDMONDS CIVIC'CENTER—WATER-SEWER DEPARTMENT SIDE -SEWER PERMIT - C01 PROSPect 6-1107 when work is ready for inspection. (No -inspect bons Sat -day, Sunday or holidays.) N2 3 8.8 7 PA -ADDRESS ...........................................101.16. E.D.MONPS .... WAY ..... OWNER..---.... TPRUT..V;TTEA ....................................... : ...... CONTRACTOR BOB .-AkLIN BACKHOE SERVICE I ' .... w ................................................................. Perinission is granted �T VARY .. 4 .........19.1Q., for ........................ days toREPAIR,or CONNECT a side sewer ,with . -City Sewers in accordance with application'on file and governing ordinances. ATTENTION IS CALLED TO THE FOLLOWING: NOTE. -No. 1—The owners of the Property may obtain a Permit to construct sewer Inside property line. A licensed Side Sewer Contractor must be employed to construct side sewer in street area. Do not cover any Portion of sewer before it has been Inspected. No. 2—Obtain full information' regarding Ordinance 11.16.030 and Regulations governing side sewers when you get permit. No. 3—Top of side sewer must have at least 30 inches coverage at property line and 12 Inches Inside property line; minimum grad ol No bends In grade sharper than ys will be permitted. e of 2 o. NOTE No. 4—Trenches In street must be war et settled and surface of street restored to original condition. Contractors shall be responsible for failure due to improper work which May develop within one year of Completion. fl 0. 5--It is unlawful to alter or do any other work than Is provided for In the permit, or to do any work on the main sewer or its appur- tenances except to insert the pipe Into the wye. PLANNING DATA -- Signs -- STREET FILE Name: �� a S Date: Site Address: j p Plan Check #: BLD-2004 Project Description: Reduced Site Plan Provided: (YES / NO) Zoning: Comprehensive Plan Designation: �bK-,, Co v^L� Map Page: Corner Lot: (YES / NO) Flag Lot: (YES / NO) ADB File # (or date waived): TOTAL Area T of Sin ......:. Type of Sign Allowed in zone? Matrix conditions met? Allowed area per unit Unit TOTAL sign area allowed for this sign Proposed sign area Exam le P w/inte�na/ llu i/umination Yes, with conditions Yes 1 sq. li//inea/ . /tattached w l attached wall 41 square feet . ZO square feet Sign # 1 Sign #2 Sign #3 TOTAL Sign Area for TenanVSite Max Permitted:? t�i Previous Total: Proposed Total: n Sign Height Sign Type: �ctivw Max Permitted: i 1 �I Actual Height: Sign Type: Max Permitted: Actual Height: Sign Type: Max Permitted: Actual Height: Sin Lighting Sign Type: VA,,, Proposed: Allowed in Zone: Sign Type: Proposed: Allowed in Zone: PLANNING DATA -- Signs -- r ' • STREET FILE - ' n Colors Proposed: r- o Acceptable? S Requires ADB Approval? Si a Location if freestanding and 3-feet or over (unless a fence) meets setbacks? �Reqttirad Setbacks Street: 1 Side: Side: Rear: Act6al etGacks Street: r Side: Side: Rear: Landsca, i Por. Freestandi . : Signs Size: Location: Critical Areas Determination #: ❑ Study Required ❑ waiver ,Other R Plan Review By: CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771-0221 ri -- Website: www.ci.edmondsma.us DEVELOPMENT SERVICES DEPARTMENT Ih e 1 g90 Planning • Building • Engineering January 6, 2006 Manager McDonalds #4637 10124 Edmonds Way Edmonds, WA 98020 RE: Luminaire Bulb Brightness Dear Manager: GARY HAAKENSON MAYOR The City of Edmonds has received a complaint that the lamp used in a recent bulb replacement performed on your parking lot luminaire is of an intensity that creates a nuisance for nighttime drivers on SR 104. City staff has investigated the situation and has concluded that the brightness does pose a nuisance and can distract motorists in their driving. We request that in the spirit of corporate citizenship, you please replace the existing bulb with one of a lower wattage/candlepower, or install shades on the lamp, so that any potential hazards to traffic may be eliminated. If you have any questions, comments or concerns then please contact me at 425-771-0220. Thank you for your cooperation in this matter. Sincerely, WARD SIBREL Engineering Technician ECS/cmc S:\ENGR\ED\Letters\Mist Letters\I0124-SR 104-Luminaireyuif fft ftorated August 11, 1890 0 C`__a_.. n-- tt_t_.__.- i_._-- 01/08C9'1— 1 TPc �C- PAGE 1 TOTAL MAST-ACCT-TYPE COUNT -------------- ----- -- --- - 0 2 * i 1 511 • 2 9 3 9 * UMCNFOMT City of Edmonds Page 1 4 80 * 01/08/97 11:37 System Configuration 5 257 + Field ID Field Value 6 2 + -------------------- ------------------------------ 8 41 9 5 Section ID: ACCT-TYPE Account type codes and descriptions 10 2 + 01 Apartment - Multiple Unit 11 12 * 02 Hotel,Motel,Trailer Parks 03 Schools 12 9 + 04 Office Buildings —14 —1—a-- � 05 Commercial Buildings 15 6 06 Manufacturing & Indust. * � 1 07 Taverns, Service Stations 16 2 08 Laundry,Car Wash,Supermkt 17-------i2-1—+- 09 Hospitals —18 89— 19 39 * IJ \J 10 Nursing Homes 11 Churches, Sry Org - 3/4" 12 Churches, Sry Org - 1" 13 -"' Single Family Residence 0 14 ✓ Sewer Meter i 15 Other Special 16 Other 17 Sprinkler.- 18 ✓ Fire Meter 19 City Accounts -7 (0:o� T 0 rvN a� c CSt. 189v CITY OF EDMONDS 250 5TH AVENUE NORTH • EDMONDS, WA 98020 • 12061 771-0220 • FAX (206) 771-0221 COMMUNITY SERVICES DEPARTMENT Public Works • Planning • Parks and Recreation • Engineering Mailed 5/20/96 May 17, 1996 Manager McDonald's 10124 - Edmonds Way Edmonds, WA 98020 Subject: Maintenance of Bushes in Right -of -Wax Dear Sir or Ma'am: BARBARA FAHEY MAYOR We have received comments from some of your customers that new growth of some of the landscaping on your site near the entrances to Edmonds Way are restricting safe sight distance onto the roadway. Staff from the Engineering Division investigated and confirmed that the golden leaf juniper near your center access point does create a sight hazard. Please have this trimmed prior to June 3, 1996. If the bushes are not trimmed in a satisfactory manner, the Public Works Division crews will be directed to do the necessary trimming. If there are any questions, do not hesitate to contact me at 771-0220. Sincerely, Gordon C. Hyde Engineering Coordinator GCH/sf Q- ,! Wal er / • Incorporated August 11, 1890 • Sister Cities International — Hekinan, Japan rlm l J &Z c'-)O r? --0 3 Zq STORMWATER SITE PLAN MCDONALD'S REDEVELOPMENT EDMONDS, WA MARCH 28, 2013 REVISED: JUNE 12, 2013 REVISED: JULY 11, 2013 07////ZOP RPROVED BY ATEP ENGINEERING te:_ PREPARED FOR: HEET FILE City of Edmonds 121 — 51h Avenue North, Edmonds, WA 98020 Edmonds, WA 98020 Jeanie McConnell PREPARED BY: 11711 SE 8`h Street, Suite 303 Bellevue, Washington 98005 Phone (425) 453-9501 Fax (425) 453-8208 jtaflin@pacland.com Jenelle Taflin REVIEWED BY: Paul Manzer, P.E. RGSUB JUL 15 2013 BUILDING DEPARr1MENT CITY OF EDMONDS 7 1 11 TABLE OF CONTENTS SECTION PAGE PROJECTOVERVIEW...................................................................................................... 1 PROPOSED IMPROVEMENTS............................................................................................. 1 DESIGNCRITERIA........................................................................................................... 1 PROJECTLOCATION....................................................................................................... 2 MINIMUMREQUIREMENTS.......................................................................................... 3 EXISTINGCONDITIONS................................................................................................. 7 DEVELOPEDCONDITIONS............................................................................................8 OFFSITE ANALYSIS REPORT........................................................................................... 9 PERMANENT STORMWATER CONTROL PLAN............................................................ 10 EXISTING SITE HYDROLOGY........................................................................................... 10 DEVELOPED SITE HYDROLOGY....................................................................................... 10 HYDROLOGICMODELING............................................................................................. 10 FLOWCONTROL SYSTEM.............................................................................................. 11 WATER QUALITY SYSTEM.............................................................................................. 24 CONVEYANCE SYSTEM ANALYSIS AND DESIGN.................................................................. 28 CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN ........................... 30 SPECIAL REPORTS AND STUDIES................................................................................. 35 OTHERPERMITS........................................................................................................... 35 APPENDIX A GEOTECHNICAL REPORT AND ADDENDUM APPENDIX B OPERATION AND MAINTENANCE MANUAL McDonald's Redevelopment Stormwater Site Plan Edmonds WA PROJECT OVERVIEW PROPOSED IMPROVEMENTS The McDonald's Redevelopment project proposes to construct a new 4,270 SF restaurant building with a dual -throat drive-thru facility and an associated 40-stall parking lot on a 1.91-acre site at 10124 Edmonds Way in Edmonds, Washington (tax parcel numbers 006017-002-002-00,-003-01,-005-04, and -005, 01). The existing McDonald's restaurant will be demolished as part of this redevelopment. The property is currently zoned Neighborhood Business (BN) and holds the Comprehensive Plan Designation of Community ' Commercial located in the Westgate neighborhood between the" Westgate Corridor" and "Edmonds Way Corridor." DESIGN CRITERIA ' The City of Edmonds utilizes Chapter 18.30 of the Edmonds Community Development Code (ECDC) Stormwater Management and Exhibit "A" Stormwater Supplement. As this project involves greater than 1.0- acre of land disturbing activities (1.168 AC), the Large Site project requirements apply. Large Site projects are subject to the 2005 Washington State Department of Ecology Stormwater Management Manual for Western Washington (DOE Manual) drainage requirements. The project proposes to infiltrate 100% of the stormwater runoff upon oil control and water quality treatment. JURISDICTIONAL REQUIREMENTS A summary of the jurisdictional requirements for this site are included in Table 1, below. TABLE 1 1 I 1 PACLAND Jurisdictional Requirements Flow Control: Full retention of the 100-year/24-hour storm Water Quality Volume: N/A Water Quality Flow Rate: Per WWHM, adjusted for 15 min Downstream Analysis: Level 1: Ya mile downstream 50127036 Page 1 McDonald's Redevelopment Stormwater Site Plan Edmonds, WA I PROJECT LOCATION Py "q -'>' EDmu wF wds v � �4 1 $ b. y semovtn �' — $._ I �� _ E wpe sound f ekm"en Lake 215MP,S l y—_.Ra&� PInzSMet! 1 --a r I _.2160s,. '. _GMevan Clval. 1; tltn W9W SOW r ; I Yatan R6 ` $Pa.eyT In ( 1 �� �.-.2/7l1 St SW: _ -21?M W SIMIFi ■ 3 F i ! -a 716nWSW. � ,•—, D t �! Wq .1 Raylemcee ,I .. sa -i - rho 6*—Cu+"h Se .- le Cade R6- re ; `bnW - - i 'pmy 1 yy- .. M,-•7lMiWSW £ ' g 23Q�W 5W .� - ' 72T81 SW �,• �, 1 �.•. T i F To —9 r J I S. 9 aeYM W. ! Che.'Wh St —'71M 6111 2'— J'-72Mi E. �_ ._r.NOaWnRtl� 4,SI SW ; 1' -- _xz8T 316w- ".40073E i 71ff ft-W-- -r '1 w1 �- v_a zisnWsw, ..� .2i6m Wcwi "2760 r7Y'f 11 yesronPewcater. - as ..f y - MDewp ), - SheMDOAa, _. o4;k� j.. �I '1 I. ggy 7290,5tjL SE ENmenmry la P� _ f p _ 'F-`" le tSmIdY .war+n h g- 23M W 1 SW - _ _ �, !, _..,.n1aW5W 4 tGf w Wna W S P� PROJECT SITE 1_ d tee aorilpam a6. ,� � Y; i " _ y I. 1.Wdr—In II �y 5 Rdilpe Rona R6 item S.sN +a = . =ml x7W sw' - y 77emtSi tN Location: 10124 Edmonds Way in Edmonds, Washington Section/Township/Range: Section 36, Township 247N, Range 3W W.M. Parcel/Tax Lot: 006017-002-002-00,-003-01,-005-04, and -005, 01 Size: Approximately 1.91 acres with only 1.168 acres proposed to be disturbed City, County, State: Edmonds, Snohomish County, Washington Governing Agency: City of Edmonds Design Criteria: Chapter 18.30 of the Edmonds Community Development Code (ECDC) Stormwater Management and Exhibit "A" Stormwater Supplement and the 2005 WA State Department of Ecology Stormwater Management Manual Zoning: Neighborhood Business (BN) ACLAN D 50127036 1 1 17 LJ 1 I �1 Page 2 1 McDonald's Redevelopment Stormwater Site Plan Edmonds, WA Start[ Does the pro 'ject involve I- aere or more of land- disturbing activity'! No o Yes is the project part of a larger conrman plan of development or sale where the total disrobed area for the entire plan will total 1-acre or more of land disturbing activity? No Docs the Project involve one or more of the following: 2,000 square feet or more of new impervious surface, replaced impervious surface or new plus replaced impervious surface? OR 7,000 square feet of land -disturbing activity'? OR 50 cubic yards or more of cithcr grading, fill, or excavation as defined in Chapter 18.40.000 ECDC? Large Site Project: Read Chapter 3 and see Chapter 4 for requirements Does the project create or add 5.000 square feet of new impervious surraee, replaced impervious surface or new plus replaced imper•ious,urface'? OR Yes Convert'/. acre or more of native regetation to lawn or IaniLscaped area OR Through a combination of creating effective impervious surface and converted pervious surfaces, causes an increase of 0.1 cubic feet per second in the 100-year flow frequency from a threshold discharge area as estimated using an approved model? No I Ycs No Category l Small Site Project: Minor Site Project: Rend Chapter 3 and see Chapter 5 Read Chapter 3 and sec for icauiremcnts Chapter 6 for requirements ' Assumes the project in question meets applicability requircmcnts of ECDC 1It.30.030. Category 2 Small Site Project: Read Chapter 3 and see Chapter 5 for requirements PACLAND 50127036 Page 3 McDonald's Redevelopment Stormwater Site Plan Edmonds, WA I MINIMUM REQUIREMENTS As required by Chapter 18.30 of the Edmonds Community Development Code (ECDC) Stormwater Management including Exhibit "A" Stormwater Supplement and the 2005 WA State Department of Ecology Stormwater Management Manual, all 11 minimum requirements apply to the new and replaced impervious surfaces. The minimum requirements have been met as follows: Minimum Requirement #1: Preparation of Stormwater Site Plans All projects meeting the thresholds in Section 2.4 shall prepare a Stormwater Site Plan for local government review. The Stormwater Site Plan shall include the submittal requirements in the handout, reflect consideration of site planning and design measures intended to reduce project impact on stormwater quality and quantity, and must consider the use of LID approaches. Response: A stormwater site plan has been prepared for the development. The stormwater site plan includes the design drawings and this report. In terms of site planning, the existing project site layout has been redesigned to reduce the quantity of on - site impervious surface area by over 5,000 sf. In terms of stormwater management, the project will implement the use of infiltration trenches as a Low Impact Development (LID) technique for stormwater flow control, providing up to 100% infiltration of on -site stormwater runoff. Minimum Requirement #2: Construction Stormwater Pollution Prevention (SWPPP) All new development and redevelopment shall comply with Construction SWPPP Elements #1 through #12. Projects in which the new, replaced, or new plus replaced impervious surfaces total 2,000 square feet or more, or disturb 7,000 square feet or more of land must prepare a Construction SWPP Plan (SWPPP) as part of the Stormwater Site Plan. Each of the twelve elements must be considered and included in the Construction SWPPP unless site conditions render the element unnecessary and the exemption from that element is clearly justified in the narrative of the SWPPP. Response: The 12 elements of a SWPPP are addressed in the Construction SWPPP section of this report. A full Construction SWPPP will be prepared for the site before construction begins. Minimum Requirement #3: Source Control of Pollution All known, available and reasonable source control BMPs shall be applied to all projects. Source control BMPs shall be selected, designed, and maintained according to the manual. Response: Roof runoff will be kept separate from runoff from pollution -generating surfaces to the maximum extent possible. Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls Natural drainage patterns shall be maintained, and discharges from the project site shall occur at the natural location, to the maximum extent practicable. The manner by which runoff is discharged from the project site must not cause a significant adverse impact to downstream receiving waters and downgradient properties. All outfalls require energy dissipation. Response: It appears that the runoff from the project site discharges to the existing off -site, 36-inch municipal conveyance pipe within Edmonds Way. In the redeveloped condition, stormwater runoff will be infiltrated on -site after undergoing oil/water separation and water quality treatment. A connection will be provided to the existing off -site, 36-inch municipal conveyance pipe within Edmonds Way for use in emergency overflow situations only. PACLAND 50127036 Page 4 1 1 I F_ LEI McDonald's Redevelopment Stormwater Site Plan Edmonds WA Minimum Requirement #5: On -site Stormwater Management Projects shall employ On -site Stormwater Management BMPs to infiltrate, disperse, and retain stormwater runoff onsite to the maximum extent feasible without causing flooding or erosion impacts. Roof Downspout Control BMPs, functionally equivalent to those described in Chapter 3 of Volume III, and Dispersion and Soil Quality BMPs, functionally equivalent to those in Chapter 5 of Volume V, shall be required to reduce the hydrologic disruption of developed sites. Response: On -site stormwater management will take place through several key elements. Runoff from the parking lot area will be routed via catch basins and underground pipes to an oil/water separator followed by a water quality treatment facility prior to discharge to underground infiltration trench system for flow control. Runoff from the roof area will discharge directly to the underground infiltration trench system. Soil Quality BMPs will be implemented in landscaped areas to promote stormwater retention to the maximum extent practicable. Minimum Requirement #6: Runoff Treatment Thresholds The following require construction of stormwater treatment facilities (see Table 2.1): • Projects in which the total of effective, pollution -generating impervious surface (PGIS) is 5,000 square feet or more in a threshold discharge area of the project, or • Projects in which the total of pollution -generating pervious surfaces (PGPS) is three-quarters (3/4) of an acre or more in a threshold discharge area, and from which there is a surface discharge in a natural or man-made conveyance system from the site. ' Response: As this project contains greater than 5 parking stalls, initial oil control will be provided via downturned elbow structures at two upstream catch basins. The collected stormwater runoff will then be conveyed to a coalescing plate type oil/water separator. From there the runoff will be routed to a Storm Filter for water quality treatment. Finally, the treated runoff will be routed to an underground infiltration trench system for discharge to the subsoils below. Because the project site does not fall within the Greater lake Ballinger Watershed, phosphorus treatment is ' not required. Minimum Requirement #7: Flow Control ' Projects must provide flow control to reduce the impacts of stormwater runoff from impervious surfaces and land cover conversions. The requirement below applies to projects that discharge stormwater directly, or indirectly through a conveyance system, into a fresh water. Response: Flow control will be provided by means of an underground infiltration trench system. In an emergency overflow situation, discharge to the existing off -site municipal system within Edmonds Way will be provided. The trench was sized for the entire project area (including the off -site area to be redeveloped) ' using the Western Washington Hydrology Model 3 (WWHM3) program. Minimum Requirement #8: Wetlands Protection The requirements below apply only to projects whose stormwater discharges into a wetland, either directly ' or indirectly through a conveyance system. These requirements must be met in addition to meeting Minimum Requirement #6, Runoff Treatment. Response: No wetlands will be impacted as part of this project. Minimum Requirement #9: Basin/Watershed Planning Projects may be subject to equivalent or more stringent minimum requirements for erosion control, source control, treatment, and operation and maintenance, and alternative requirements for flow control and wetlands hydrologic control as identified in Basin/Watershed Plans. Basin/Watershed plans shall evaluate PACLAND 50127036 Page 5 McDonald's Redevelopment Stormwater Site Plan Edmonds, WA , and include, as necessary, retrofitting urban stormwater BMPs into existing development and/or ' redevelopment in order to achieve watershed -wide pollutant reduction and flow control goals that are consistent with requirements of the federal Clean Water Act. Standards developed from basin plans shall not modify any of the above minimum requirements until the basin plan is formally adopted and implemented by the local governments within the basin, and approved or concurred with by Ecology. Response: There are no Basin/Watershed Planning requirements applicable to this project. I Minimum Requirement #10: Operation and Maintenance An operation and maintenance manual that is consistent with the provisions in Volume V of this manual ' shall be provided for all proposed stormwater facilities and BMPs, and the party (or parties) responsible for maintenance and operation shall be identified. At private facilities, a copy of the manual shall be retained onsite or within reasonable access to the site, and shall be transferred with the property to the new owner. For public facilities, a copy of the manual shall be retained in the appropriate department. A log of ' maintenance activity that indicates what actions were taken shall be kept and be available for inspection by the local government: Response: An Operation and Maintenance Manual is included in Appendix B of this report. , Minimum Requirement #11: Financial Liability A performance bond shall be posted as a financial guarantee for required stormwater systems and BMPs I related to Construction Stormwater Pollution Prevention Plan for Large Site projects. Response: The necessary performance bond will be provided. PACLAND 50127036 Page 6 McDonald's Redevelopment Stormwater Site Plan Edmonds, WA EXISTING CONDITIONS The project site is located at 10124 Edmonds Way in Edmonds, Washington. The site is approximately 1.91 acres and is currently developed with a 3,455 square -foot McDonald's restaurant with PlayPlace structure, a single lane drive-thru facility, a 74-stall asphalt paved parking lot, and associated utility infrastructure. The densely wooded, steep slope area located behind the existing restaurant building will remain undisturbed. The site is generally rectangular in shape and is bordered to the north and south by commercial properties, to the west by residential property, and to the east by Edmonds Way (SR 104). It appears that stormwater runoff from the project site currently drains to a number of on -site catch basins that collect and convey the runoff to a closed, municipal conveyance system in Edmonds Way. The project site is located within the Edmonds Way Basin, a Direct Discharge Basin. See Figure 1 below. - _.. corm. 329r�Ofi0 PL N�'� [Bupmi, WP 9Bp10-JTJ2 I MCD EDMONDS PREDEVELOP£D -- AREAS PERVIOUS - 6,691 SF (0.16 AC) ' WERVIOUB - 44,197 SF (102 AC) POIS - 39,%3 SF Mal AC) • NPOIS - 4,604 8F MI AC) TOTAL ONSrrE SrTE AREA - 50.888 SF (tn AC) FIGURE 1: Existing Conditions coaaoi+. mR.`" i �,. .�%LOT LOt 3 / 4 LOt 5 —� !/ l00.00 i� °� acz c•ar I a 'sE..Bmc aa° PO BO% :BI PasosB % , rut an. w. RBox. REBUEii Of YCDp1.tp5 �a°ce%n� m I T i m I MOD EDMONDS �8 PREDEVELOPED OFFSRE AREAS i VA PERVIOUS - t398 SF (0.032 AC) � a; MOUN M - 3,208 SF (0.074 AC) I TOTAL OFFSRE AREA - 4.608e18F (0.108 AC) loo,00 I ati„y+ai 5 40'22'47' E 1a ram u a PR aoecaT a sa a aPnno.. I w Iw '1J001 T02Y0 MC 'PEST ,s.. s, wBpJO I .'n SOILS ' Per the Geotechnical Engineering Report by The Riley Group, Inc., dated May 4, 2012, the site is underlain by medium dense to dense silty sand. No groundwater seepage was encountered during the field investigations. ' PACLAND 50127036 Page 7 McDonald's Redevelopment Stormwater Site Plan Edmonds, WA I Per the Geotechnical Report Addendum — Onsite Infiltration Study — prepared by The Riley Group, Inc., dated November 14, 2012, a design infiltration rate of Y/hour was recommended for use in the infiltration trench system design. See Appendix A for the geotechnical reports. DEVELOPED CONDITIONS The McDonald's Redevelopment project proposes to construct a new 4,270 SF restaurant building with a dual -throat drive-thru facility and an associated 40-stall parking lot. The total impervious area upon completion will be approximately 5,052 SF less than the existing impervious surface coverage. On -site stormwater management will take place through several key elements. Runoff from the parking lot area will be routed via catch basins and underground pipes to an oil/water separator followed by a water quality treatment facility prior to discharge to underground infiltration trench system for flow control. Runoff from the roof area will discharge directly to the underground infiltration trench system. A connection will be provided to the existing off -site, 36-inch municipal conveyance pipe within Edmonds Way for use in emergency overflow situations only. See Figure 2 below. FIGURE 2: Developed Conditions ry ,u cc • w - o �e utumua DAn. -,.wr _ — • EDAAOPmB WAY-0 104) +sPn a Po orn ce'" .7 . An / li5n..•.en [DuoHO RA -2C- stx MCO EDMOWS DEVELOP® ONWM AREAS PEAVIOU8 - n743 Sr- (OV AC) BWVIOUS - 39,145 SF (0.90 AC) • PO1S - 34,934 8F (025 AC) • NPOB - 401 SF (0.10 AC) TOTAL ONWE SITE AREA - 50,888 8F W7 AC) VMS CARY K uor x' FA .11 MA 1.2A D•C'w DAP1 PD BD.r 362 r.0 an, •A caa24 ARE, .1 SUNYElE7 AABDYF FOiCk. M•ALL FDw[st 0' umaluns CD 'A — a MM EDMONaS $ DEVELOPED OFFSfrE AREA& PERVIOUS - t484 8F (0.034 AC) N DA43WKM - 3,122 8F (0.072 AC) TOTAL OFFOM AREA - AW6d SF MOMS AC) 100.0a fain= 5 40'22'47' E 11- aoe[PI N - ! 1 A 25CC] 10 P[ACC nCSt [DupgS, wA 9l020 PACLAND 50127036 Page 8 McDonald's Redevelopment Stormwater Site Plan Edmonds, WA OFFSITE ANALYSIS As described previously, stormwater runoff from the site currently discharges to the existing, 36-inch municipal conveyance pipe system within Edmonds Way. Figure 3 below illustrates the downstream path from the project site to the natural outfalI location — Puget Sound. Figure 3: Downstream_ Analysis Path In the redeveloped condition, stormwater runoff will be 100% infiltrated on -site, thereby completely mitigating the redevelopment impact. A connection will be provided to the existing off -site, 36-inch municipal conveyance pipe within Edmonds Way for use in emergency overflow situations only. PACLAND 50127036 Page 9 McDonald's Redevelopment Stormwater Site Plan Edmonds, WA PERMANENT STORMWATER CONTROL PLAN EXISTING SITE HYDROLOGY Please see Tables 2 and 3 below for a summary of the surface area make-up of the existing on -site and off -site areas to be disturbed. (The densely wooded, steep slope area located behind the existing restaurant building will remain undisturbed.) Table 2 Existing Conditions — On -Site Area (AC) Description Grade 0.909 PGIS (pavement) 2%-12% 0.105 Roof 0% 0.154 Landscape <33% Table 3 Existing Conditions — Off -Site Area (AC) Descri tion Grade 0.032 PGIS (pavement) 2%-12% 0.106 Landscape <33% DEVELOPED SITE HYDROLOGY Please see Tables 4 and 5 below for a summary of the surface area make-up of the developed on -site and off - site areas to be disturbed. Table 4 Developed Conditions — On -site Area (AC) Description Grade 0.802 PGIS 1 %-8% 0.096 Roof 0% 0.27 Landscape <33% Table 5 Developed Conditions — Off -site Area (AC) Description Grade 0.072 PGIS 1 %-8% 0.034 Landscape <33% HYDROLOGIC MODELING The hydrologic analysis for the project was performed using the computer -modeling program Western Washington Hydrology Model (WWMH3). The program effectively models pre -developed and post - developed runoff conditions using flow duration curves for a basin and a given area. PACLAND 50127036 Page 10 McDonald's Redevelopment Stormwater Site Plan Edmonds, WA FLOW CONTROL SYSTEM The proposed flow control facility was designed in accordance with the 2005 DOE Manual. Pre -developed conditions are modeled as forested. Figure 4: WWHM Location Map Snohomish II map uontrois ////----15 1711 Site Information Site NameJMCUIEdmonds j Address 1,Q_2-4 Edmands W9 City E-dmonds, WA Gage IEverett Precip Factor 0.86� 8 Show DOT Zones DOT Region: Isohyetal value T PACLAND 50127036 Page 11 McDonald's Redevelopment Stormwater Site Plan Edmonds, WA WWHM 3 output is provided below. Western Washington Hydrology Model PROJECT REPORT Project Name: MCD Edmonds_Infil_130701 Site Address: 10124 Edmonds Way City Edmonds, WA Report Date 7/1/2013 MGS Regoin Puget East Data Start 1939/10/1 Data End 2097/08/31 DOT Data Number: 03 WWHM3 Version: PREDEVELOPED LAND USE Name Predeveloped Bypass: No Groundwater: No Pervious Land Use Acres A B, Forest, Flat 1.274 Impervious Land Use Acres Element Flows To: Surface Interflow Groundwater Name Developed Bypass: No GroundWater: No Pervious Land Use Acres A B, Lawn, Flat .304 Impervious Land Use. Acres ROOF TOPS FLAT 0.096 PARKING FLAT 0.874 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 1, Gravel Trench Bed 1, PACLAND 50127036 Page 12 ' McDonald's Redevelopment Stormwater Site Plan Name Gravel Trench Bed 1 Bottom Length: 160ft. Bottom Width : 12ft. ' Trench bottom slope 1: 0.01 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer : 1.67 Pour Space of material for first layer : 0.33 Material thickness of second layer : 1.67 Pour Space of material for second layer : 0.33 ' Material thickness of third layer : 1.67 Pour Space of material for third layer 0.33 Infiltration On Infiltration rate 6 ' Infiltration saftey factor 0.5 Discharge Structure Riser Height: 5.1 ft. Riser Diameter: 18 in. Element Flows To: ' Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table ' Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) 0.000 0.044 0.000 0.000 0.000 0.056 0.044 0.001 0.000 0.133 0.111 0.044 0.002 0.000 0.133 ' 0.167 0.044 0.002 0.000 0.133 0.222 0.044 0.003 0.000 0.133 0.278 0.044 0.004 0.000 0.133 0.333 0.044 0.005 0.000 0.133 ' 0.389 0.044 0.006 0.000 0.133 0.444 0.044 0.006 0.000 0.133 0.500 0.044 0.556 0.044 0.007 0.008 0.000 0.000 0.133 0.133 0.611 0.044 0.009 0.000 0.133 0.667 0.044 0.010 0.000 0.133 0.722 0.044 0.011 0.000 0.133 0.778 0.044 0.011 0.000 0.133 0.833 0.044 0.012 0.000 0.133 0.889 0.044 0.013 0.001 0.133 0.944 0.044 0.014 0.000 0.133 1.000 0.044 0.015 0.000 0.133 1.056 0.044 0.015 0.000 0.133 ' 1.111 0.044 1.167 0.044 0.016 0.017 0.000 0.000 0.133 0.133 1.222 0.044 0.018 0.000 0.133 1.278 0.044 0.019 0.000 0.133 1.333 0.044 0.019 0.000 0.133 1.389 0.044 0.020 0.000 0.133 1.444 0.044 0.021 0.000 0.133 1.500 0.044 0.022 0.000 0.133 1.556 0.044 0.023 0.000 0.133 1.611 0.044 0.023 0.000 0.133 PAC LA N D 50127036 Edmonds, WA Page 13 IJ McDonald's Redevelopment Stormwater Site Plan Edmonds, WA 1.667 0.044 0.024 0.000 0.133 1.722 0.044 0.025 0.000 0.133 1.778 0.044 0.026 0.000 0.133 1.833 0.044 .0.027 0.000 0.133 1.889 0.044 0.027 0.000 0.133 1.944 0.044 0.028 0.000 0.133 2.000 0.044 0.029 0.000 0.133 2.056 0.044 0.030 0.000 0.133 2.111 0.044 0.031 0.000 0.133 2.167 0.044 0.032 0.000 0.133 2.222 0.044 0.032 0.000 0.133 2.278 0.044 0.033 0.000 0.133 2.333 0.044 0.034 0.000 0.133 2.389 0.044 0.035 0.000 0.133 2.444 0.044 0.036 0.000 0.133 2.500 0.044 0.036 0.000 0.133 2.556 0.044 0.037 0.000 0.133 2.611 0.044 0.038 0.000 0.133 2.667 0.044 0.039 0.000 0.133 2.722 0.044 0.040 0.000 0.133 2.778 0.044 0.040 0.000 0.133 2.833 0.044 0.041 0.000 0.133 2.889 0.044 0.042 0.000 0.133 2.944 0.044 0.043 0.000 0.133 3.000 0.044 0.044 0.000 0.133 3.056 0.044 0.044 0.000 0.133 3.111 0.044 0.045 0.000 0.133 3.167 0.044 0.046 0.000 0.133 3.222 0.044 0.047 0.000 0.13.3 3.278 0.044 0.048 0.000 0.133 3.333 0.044 0.048 0.000 0.133 3.389 0.044 0.049 0.000 0.133 3.444 0.044 0.050 0.000 0.133 3.500 0.044 0.051 0.000 0.133 3.556 0.044 0.052 0.000 0.133 3.611 0.044 0.053 0.000 0.133 3.667 0.044 0.053 0.000 0.133 3.722 0.044 0.054 0,000 0.133 3.778 0.044 0.055 0.000 0.133 3.833 0.044 0.056 0.000 0.133 3.889 0.044 0.057 0.000 0.133 3.944 0.044 0.057 0.000 0.133 4.000 0.044 0.058 0.000 0.133 4.056 0.044 0.059 0.000 0.133 4.111 0.044 0.060 0.000 0.133 4.167 0.044 0.061 0.000 0.133 4.222 0.044 0.061 0.000 0.133 4.278 0.044 0.062 0.000 0.133 4.333 0.044 0.063 0.000 0.133 4.389 0.044 0.064 0.000 0.133 4.444 0.044 0.065 0.000 0.133 4.500 0.044 0.065 0.000 0.133 4.556 0.044 0.066 0.000 0.133 4.611 0.044 0.067 0.000 0.133 4.667 0.044 0.068 0.000 0.133 PACLAND 50127036 Page 14 McDonald's Redevelopment Stormwater Site Plan Edmonds, WA 4.722 0.044 0.069 0.000 0.133 4.778 0.044 0.070 0.000 0.133 4.833 0.044 0.070 0.000 0.133 4.889 0.044 0.071 0.000 0.133 4.944 0.044 0.072 0.000 0.133 5.000 0.044 0.073 0.000 0.133 MITIGATED LAND USE ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.00024 5 year 0.000273 10 year 0.000289 25 year 0.000305 50 year 0.000316 100 year 0.000324 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Yearly Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1941 0.000 0.000 1942 0.000 0.000 1943 0.000 0.000 1944 0.000 0.000 1945 0.000 0.000 1946 0.000 0.000 1947 0.000 0.000 1948 0.000 0.000 1949 0.000 0.000 1950 0.000 0.000 1951 0.000 0.000 1952 0.000 0.000 1953 0.000 0.000 1954 0.000 0.000 1955 0.000 0.000 1956 0.000 0.000 1957 0.000 0.000 1958 0.000 0.000 1959 0.000 0.000 1960 0.000 0.000 1961 0.000 0.000 PACLAND 50127036 Page 15 McDonald's Redevelopment Stormwater Site Plan Edmonds, WA 1962 0.000 0.000 1963 0.000 0.000 1964 0.000 0.000 1965 0.000 0.000 1966 0.000 0.000 1967 0.000 0.000 1968 0.000 0.000 1969 0.000 0.000 1970 0.000 0.000 1971 0.000 0.000 1972 0.000 0.000 1973 0.001 0.000 1974 0.000 0.000 1975 0.000 0.000 1976 0.000 0.000 1977 0.000 0.000 1978 0.000 0.000 1979 0.000 0.000 1980 0.000 0.000 1981 0.000 0.000 1982 0.000 0.000 1983 0.000 0.000 1984 0.000 0.000 1985 0.000 0.000 1986 0.000 0.000 1987 0.000 0.000 1988 0.000 0.000 1989 0.000 0.000 1990 0.000 0.000 1991 0.0'00 0.000 1992 0.000 0.000 1993 0.000 0.000 1994 0.000 0.000 1995 0.000 0.000 1996 0.000 0.000 1997 0.000 0.000 1998 0.000 0.000 1999 0.000 0.000 2000 0.000 0.000 2001 0.000 0.000 2002 0.000 0.000 2003 0.000 0.000 2004 0.000 0.000 2005 0.000 0.000 2006 0.000 0.000 2007 0.000 0.000 2008 0.000 0.000 2009 0.000 0.000 2010 0.000 0.000 2011 0.000 0.000 2012 0.000 0.000 2013 0.000 0.000 2014 0.000 0.000 2015 0.000 0.000 2016 0.000 0.000 PACLAND 50127036 Page 16 McDonald's Redevelopment Stormwater Site Plan Edmonds, WA 2017 0.000 0.000 2018 0.000 0.000 2019 0.000 0.000 2020 0.000 0.000 2021 0.000 0.000 2022 0.000 0.000 2023 0.000 0.000 2024 0.000 0.000 2025 0.000 0.000 2026 0.000 0.000 2027 0.000 0.000 2028 0.000 0.000 2029 0.000 0.000 2030 0.000 0.000 2031 0.000 0.000 2032 0.000 0.000 2033 0.000 0.000 2034 0.000 0.000 2035 0.000 0.000 2036 0.000 0.000 2037 0.000 0.000 2038 0.000 0.000 2039 0.000 0.000 2040 0.000 0.000 2041 0.000 0.000 2042 0.000 0.000 2043 0.000 0.000 2044 0.000 0.000 2045 0.000 0.000 2046 0.000 0.000 2047 0.000 0.000 2048 0.000 0.000 2049 0.000 0.000 2050 0.000 0.000 2051 0.000 0.000 2052 0.000 0.000 2053 0.000 0.000 2054 0.000 0.000 2055 0.000 0.000 2056 0.000 0.000 2057 0.000 0.000 2058 0.000 0.000 2059 0.000 0.000 2060 0.000 0.000 2061 0.000 0.000 2062 0.000 0.000 2063 0.000 0.000 2064 0.000 0.000 2065 0.000 0.000 2066 0.000 0.000 2067 0.000 0.000 2068 0.000 0.000 2069 0.000 0.000 2070 0.000 0.000 2071 0.000 0.000 PACLAND 50127036 Page 17 McDonald's Redevelopment Stormwater Site Plan Edmonds, WA 2072 0.000 0.000 2073 0.000 0.000 2074 0.000 0.000 2075 0.000 0.000 2076 0.000 0.000 2077 0.000 0.000 2078 0.000 0.000 2079 0.000 0.000 2080 0.000 0.000 2081 0.000 0.000 2082 0.000 0.000 2083 0.000 0.000 2084 0.000 0.000 2085 0.000 0.000 2086 0.000 0.000 2087 0.000 0.000 2088 0.000 0.000 2089 0.000 0.000 2090 0.000 0.000 2091 0.000 0.000 2092 0.000 0.000 2093 0.000 0.000 2094 0.000 0.000 2095 0.000 0.000 2096 0.000 0.000 2097 0.000 0.000 2098 0.001 0.000 Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0006 0.0000 2 0.0005 0.0000 3 0.0004 0.0000 4 0.0003 0.0000 5 0.0003 0.0000 6 0.0003 0.0000 7 0.0003 0.0000 8 0.0003 0.0000 9 0.0003 0.0000 10 0.0003 0.0000 11 0.0003 0.0000 12 0.0003 0.0000 13 0.0003 0.0000 14 0.0003 0.0000 15 0.0003 0.0000 16 0.0003 0.0000 17 0.0003 0.0000 18 0.0003 0.0000 19 0.0003 0.0000 20 0.0003 0.0000 21 0.0003 0.0000 22 0.0003 0.0000 23 0.0003 0.0000 24 0.0003 0.0000 PACLAND 50127036 Page 18 McDonald's Redevelopment Stormwater Site Plan Edmonds, WA f 1 1 1 1 1 1 1 1 1 i 1 1 25 0.0003 0.0000 26 0.0003 0.0000 27 0.0003 0.0000 28 0.0003 0.0000 29 0.0003 0.0000 30 0.0003 0.0000 31 0.0003 0.0000 32 0.0003 0.0000 33 0.0003 0.0000 34 0.0003 0.0000 35 0.0003 0.0000 36 0.0003 0.0000 37 0.0003 0.0000 38 0.0003 0.0000 39 0.0003 0.0000 40 0.0003 0.0000 41 0.0003 0.0000 42 0.0003 0.0000 43 0.0002 0.0000 44 0.0002 0.0000 45 0.0002 0.0000 46 0.0002 0.0000 47 0.0002 0.0000 48 0.0002 0.0000 49 0.0002 0.0000 50 0.0002 0.0000 51 0.0002 0.0000 52 0.0002 0.0000 53 0.0002 0.0000 54 0.0002 0.0000 55 0.0002 0.0000 56 0.0002 0.0000 57 0.0002 0.0000 58 0.0002 0.0000 59 0.0002 0.0000 60 0.0002 0.0000 61 0.0002 0.0000 62 0.0002 0.0000 63 0.0002 0.0000 64 0.0002 0.0000 65 0.0002 0.0000 66 0.0002 0.0000 67 0.0002 0.0000 68 0.0002 0.0000 69 0.0002 0.0000 70 0.0002 0.0000 71 0.0002 0.0000 72 0.0002 0.0000 73 0.0002 0.0000 74 0.0002 0.0000 75 0.0002 0.0000 76 0.0002 0.0000 77 0.0002 0.0000 78 0.0002 0.0000 79 0.0002 0.0000 PACLAN D 50127036 Page 19 McDonald's Redevelopment Stormwater Site Plan Edmonds, WA 80 0..0002 0.0000 81 0.0002 0.0000 82 0.0002 0.0000 83 0.0002 0.0000 84 0.0002 0.0000 85 0.0002 0.0000 86 0.0002 0.0000 87 0.0002 0.0000 88 0.0002 0.0000 89 0.0002 0.0000 90 0.0002 0.0000 91 0.0002 0.0000 92 0.0002 0.0000 93 0.0002 0.0000 94 0.0002 0.0000 95 0.0002 0.0000 96 0.0002 0.0000 97 0.0002 0.0000 98 0.0002 0.0000 99 0.0002 0.0000 100 0.0002 0.0000 101 0.0002 0.0000 102 0.0002 0.0000 103 0.0002 0.0000 104 0.0002 0.0000 105 0.0002 0.0000 106 0.0002 0.0000 107 0.0002 0.0000 108 0.0002 0.0000 109 0.0002 0.0000 110 0.0002 0.0000 111 0.0002 0.0000 112 0.0002 0.0000 113 0.0002 0.0000 114 0.0002 0.0000 115 0.0002 0.0000 116 0.0002 0.0000 117 0.0002 0.0000 118 0.0002 0.0.000 119 0.0002 0.0000 120 0.0002 0.0000 121 0.0002 0.0000 122 0.0002 0.0000 123 0.0002 0.0000 124 0.0002 0.0000 125 0.0002 0.0000 126 0.0002 0.0000 127 0.0002 0.0000 128 0.0002 0.0000 129 0.0002 0.0000 130 0.0002 0.0000 131 0.0002 0.0000 132 0.0002 0.0000 133 0.0002 0.0000 134 0.0002 0.0000 PACLAND 50127036 Page 20 McDonald's Redevelopment Stormwater Site Plan Edmonds, WA 135 0.0002 0.0000 136 0.0002 0.0000 137 0.0002 0.0000 138 0.0002 0.0000 139 0.0002 0.0000 140 0.0002 0.0000 141 0.0002 0.0000 142 0.0002 0.0000 143 0.0002 0.0000 144 0.0002 0.0000 145 0.0002 0.0000 146 0.0002 0.0000 147 0.0002 0.0000 148 0.0002 0.0000 149 0.0002 0.0000 150 0.0002 0.0000 151 0.0002 0.0000 152 0.0002 0.0000 153 0.0002 0.0000 154 0.0002 0.0000 155 0.0002 0.0000 156 0.0001 0.0000 157 0.0001 0.0000 158 0.0001 0.0000 POC #1 The Facility PASSED The Facility PASSED. Flow(CFS) Predev Dev Percentage Pass/Fail 0.0001 3250 0 0 Pass 0.0001 3201 0 0 Pass 0.0001 3101 0 0 Pass 0.0001 2993 0 0 Pass 0.0001 2888 0 0 Pass 0.0001 2810 0 0 Pass 0.0001 2738 0 0 Pass 0.0001 2662 0 0 Pass 0.0001 2576 0 0 Pass 0.0001 2478 0 0 Pass 0.0001 2373 0 0 Pass 0.0001 2305 0 0 Pass 0.0001 2234 0 0 Pass 0.0001 2157 0 0 Pass 0.0001 2093 0 0 Pass 0.0001 2031 0 0 Pass 0.0002 1952 0 0 Pass 0.0002 1901 0 0 Pass 0.0002 1836 0 0 Pass 0.0002 1759 0 0 Pass 0.0002 1701 0 0 Pass 0.0002 1654 0 0 Pass 0.0002 1602 0 0 Pass PACLAND 50127036 Page 21 McDonald's Redevelopment Stormwater Site Plan Edmonds, WA 0.0002 1544 0 0 Pass 0.0002 1485 0 0 Pass 0.0002 1438 0 0 Pass 0.0002 1390 0 0 Pass 0.0002 1334 0 0 Pass 0.0002 1294 0 0 Pass 0.0002 1251 0 0 Pass 0.0002 1196 0 0 Pass 0.0002 1150 0 0 Pass 0.0002 1101 0 0 Pass 0.0002 1048 0 0 Pass 0.0002 1012 0 0 Pass 0.0002 974 0 0 Pass 0.b002 941 0 0 Pass 0.0002 909 0 0 Pass 0.0002 874 0 0 Pass 0.0002 827 0 0 Pass 0.0002 786 0 0 Pass 0.0002 760 0 0 Pass 0.0002 713 0 0 Pass 0.0002 670 0 0 Pass 0.0002 641 0 0 Pass 0.0002 615 0 0 Pass 0.0002 584 0 0 Pass 0.0002 555 0 0 Pass 0.0002 525 0 0 Pass 0.0002 493 0 0 Pass 0.0002 476 0 0 Pass 0.0002 453 0 0 Pass 0.0002 421 0 0 Pass 0.0002 397 0 0 Pass 0.0002 370 0 0 Pass 0.0002 347 0 0 Pass 0.0002 318 0 0 Pass 0.0002 298 0 0 Pass 0.0002 276 0 0 Pass 0.0002 257 0 0 Pass 0.0002 227 0 0 Pass 0.0002 192 0 0 Pass 0.0002 166 0 0 Pass 0.0002 137 0 0 Pass 0.0002 1b9 0 0 Pass 0.0002 86 0 0 Pass 0.0003 69 0 0 Pass 0.0003 49 0 0 Pass 0.0003 32 0 0 Pass 0.0003 15 0 0 Pass 0.0003 6 0 0 Pass 0.0003 6 0 0 Pass 0.0003 6 0 0 Pass 0.0003 6 0 0 Pass 0.0003 6 0 0 Pass 0.0003 6 0 0 Pass 0.0003 6 0 0 Pass 0.0003 6 0 0 Pass PAC LA N D 50127036 Page 22 11, McDonald's Redevelopment Stormwater Site Plan Edmonds, WA 0.0003 6 0 0 Pass 0.0003 6 0 0 Pass 0.0003 6 0 0 Pass 0.0003 6 0 0 Pass 0.0003 6 0 0 Pass 0.0003 6 0 0 Pass 0.0003 6 0 0 Pass 0.0003 6 0 0 Pass 0.0003 6 0 0 Pass 0.0003 5 0 0 Pass 0.0003 5 0 0 Pass 0.0003 5 0 0 Pass 0.0003 5 0 0 Pass 0.0003 5 0 0 Pass 0.0003 5 0 0 Pass 0.0003 4 0 0 Pass 0.0003 4 0 0 Pass 0.0003 4 0 0 Pass 0.0003 4 0 0 Pass 0.0003 4 0 0 Pass 0.0003 4 0 0 Pass 0.0003 4 0 0 Pass Water Quality BMP Flow and Volume for POC 1. On-line facility volume: 0.089 acre-feet On-line facility target flow: 0.01 cfs. Ad ' usted for 15 min: 0.1389 cfs. E- Water Quality Design Flow irate Off-line facility target flow: 0.0697 cfs. Adjusted for 15 min: 0.0788 cfs. r- Perind and Impind Changes No changes have been made. This program and accompanying documentation is provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions and/or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has been advised of the possibility of such damages. PACLAND 50127036 Page 23 McDonald's Redevelopment Stormwater Site Plan Edmonds, WA Facility Name Downstream Connection Facility Type I— Precipitation Applied to Facility ;:vep�r8tiorr APl>d tt� Fecify ;; Facility Bottom Elevation (ft) Facility Dimensions Trench Length Trench Bottom Width Effective Total Depth jc Bottom slope of Trench, Left Side Slope Right Side Slope. Gravel Trench Bed 1 Outlet 1 Outlet 2 Outlet 3 Gravel Trench/Bed Quick Trench I 10 -----i Material Layers for Layer 1 Thickness (ft) Layer 1 porosity , Layer 2 Thickness (ft) 17 Layer 2 porosity , Layer 3 Thickness (ft) # g Layer 3 porosity Infiltration IYES : f Measured Infiltration Rate (in/hr) 16 Infiltration Reduction Factor 0 5 —711 Use Wetted Surface Area (sidewalls) 1N0 -- Total Volume Infiltrated(acre-ft) 372.21 Total Volume Through Riser(acre-ft) 0 Outlet Structure Riser Height (ft) 51 rJ Riser Diameter(in) 55 J Riser Type Flat Notch Type Orifice Diameter Height OMax Number (In) (Ft) (cfs) 1 16 --H i 0 Jo o --j o Trench Volume at Riser Head (acre-ft) .014 Pond Increment 16.10 Show Pond Table Open Table Total Volume Through Facilit acre-ft 372.21 Percent Infiltrated 100 As can be seen in the WWHM output above, a 1601 x 12' W x 5' D infiltration trench is capable of infiltration 100% of the stormwater runoff from the redeveloped site. The project is proposing a 1601 x 12'W x 5'D infiltration trench, which meets the size required. WATER QUALITY SYSTEM As described previously, the project site is subject to oil control and water quality treatment requirements. Phosphorus control is not required. As provided in the WWHM output above, the water quality flow rate (adjusted for 15 min) is 0.1225 cfs. A 660 CPS oil/water separator unit is proposed, which provides up to 0.245 cfs (110 gpm). PACLAN D 50127036 Page 24 fr i McDonald's Redevelopment Stormwater Site Plan Edmonds, WA As shown in the CONTECH StormFilter Size and Cost Estimate below, we have the option of 9-18" or of 6-27" media filter cartridges, both of which are capable of handling the water quality flow rate. Because there is available drop in the stormwater conveyance system, 6-27" ZPG media filter cartridges will be used. IPACLAND 50127036 Page 25 McDonald's Redevelopment Stormwater Site Plan Edmonds, WA I C W NTECH• ENGINEERED SOLUTIONS Size and Cost Estimate Prepared by Chris Hass on July 1, 2013 MCD Edmonds — Stormwater Treatment System Edmonds, WA Information provided: • Structure ID Option 1 Option 2 • Total Area (acre) 1.28 1.28 • Impervious (acre) 1.17 1.17 • 15min adjusted WQ flow rate (cfs) 0.14 0.14 • Peak Flow (assumed max capacity) (cfs) 1.8 1.8 • Cartridge Height (inches) 18 27 • Flow rate per cartridge ( gpm) 7.5 11.25 • Drop required from inlet to outlet (feet) 2.3 3.05 Size and cost estimates: The StormFifter is a flow -based system, and is therefore sized by calculating the peak water quality flow rate associated with the design storm. The water quality flow rate was calculated by the consulting engineer using WWHM and was provided to Contech Engineered Solutions LLC for the purposes of developing this estimate. Structure water Approximate Cartridge Drop No. of System Estimated ID duality Depth Height Required Cartridges Size Cost Flow Option 1 0.14 6' 18" 2.3' 9 96"manhole $28 100- Option 2 0.14 6' 27" 3.05' 6 72"manhole Q;� The final system cost will depend on the actual depth of the units and whether extras like doors rather than castings are specified. The contractor is responsible for setting the manhole StormFilter and all external plumbing. Typically, the precast StormFilters have internal bypass capacities of 1.8 cfs. If the peak discharge off the site is expected to exceed this rate, we recommend placing a high -flow bypass upstream of the StormFilter system. Contech Engineered Solutions could provide our high -flow bypass, the StormGate, which provides a combination weir -orifice control structure to limit the flow to the StormFifter. The estimated cost of this structure is $4,000. The final cost would depend on the actual depth and size of the unit. 02012 Contech Engineered Solutions LLC 11835 NE Glenn Widing Dr., Portland OR 97220 Page 1 of 1 www.conteches.com Toll-free:800.548.4667 Fax:800.561.1271 TS•P027 PACLAND 50127036 Page 26 McDonald's Redevelopment Stormwater Site Plan Edmonds, WA : CamNTECH* ENGINEERED SOLUTIONS CONTECH Stormwater Solutions Inc. Engineer: Date Site Information Project Name Project State Project Location Drainage Area, Ad Impervious Area, Ai Pervious Area, Ap % Impervious Runoff Coefficient, Rc Water quality flow Peak storm flow Filter System Filtration brand Cartridge height Specific Flow Rate Flow rate per cartridge Determining Number of Cartridges for Flow Based Systems CRH 7/1/2013 MCD - Edmonds Washington Edmonds 1.28 ac 1.17 ac 0.11 92% 0.88 0.14 cfs 1.80 cfs StormFiiter 27 in 1.0 gpm/ft` 11.3 gpm SUMMARY Number of Cartridges 6 02006 CONTECH Stormwater Solutions contechstormwater.com 1 of 1 PACLAND 50127036 Page 27 McOona|d'm Redevelopment Sknmvvuter Site Plan Edmonds, WA CONVEYANCE SYGT0mANALYSIS AND DESIGN As shown in the VV\mHh»output below, the 100-year, 24-hour peak flow rate for the redeveloped 1.168 acres of disturbed land is 0.5719 cb. Flow Frequency 2 Year = 0'2436 S Year = 0'3196 10 Year = 0'3749 25 Year = 0'4497 60 Year = 0'5091 100 Year = 0'5719 In the main conveyance system, the proposed 12-inch diameter pipe atO.596 minimum slope is the most restrictive element. As demonstrated in the k4unning's cu|cu|udnn be|nvv this element can provide conveyance capacity upon 2.70dsflowing near full, which is more than enough capacity to handle the 100' year,24-hourpeakUovvhomthe 1.16G-acredisturbed area ofO.5719cLs. PACLAND §61ve For - |----'--------- --'----'--- /Pipe nn°rato vm / -----'-- | S16pe RA | Manning " �onu] rm&§e1etj@�� | ov;A,'of no'W in � /mumetm � / xelnm* fps 3.4895 / | | x°u ou 0.7854 . pem"ax in 37.mm1 Wetted Are" m 07742 Welted pmbna= in 32.7655 |or�iA"h"dius in 3.*025 U' /�erd RA 95.&333 ^ ---------------------------- �~~~�~~~~� 50127036 21 ____ Page 28 McDonald's Redevelopment Stormwater Site Plan Edmonds, WA 100-YEAR FLOOD/OVERFLOW CONDITION Review of the most recent FIRM maps indicates that the project site does not lie within the 100-year floodplain. The portion of FIRM containing the subject property is included below and indicates that the project site is located outside the 500-year floodplain. The stormwater system for this project has been designed to address all storm events, including the 100-year, 24-hour storm, in accordance with the design criteria described previously. The emergency overflow route will be into existing, municipal conveyance system within Edmonds Way. Figure 6: FEMA Map ZONE X I I I I 25 I I I I I J 1000 APPROXIMATE SCALE IN FEET' OF WOODWAY LEGEND 530308 Project Site I ,t Mm�r. -r.... Im ...-.. iBTH STREET a er raa v w r.,v wr • o... w _ +. rg wr ® ROOOw�Y NfAS W ZOw1 M � OT ER FLO MFAS el Iemyw w r� m,— 36 unocvnorto cwslu tWRI[R 0 &SH COUNTY ...... IORATED AREAS 5355M t I I I I f� W R.oC nrwm —^^--513•— w w. 0 0 TH. i..P anar <.w a. Pw.m anv.m....►�.ne.a loaG mm I m«tncta,rMR FaRrr o�.u« m. m,P eew na ,a.a cn..R.. nwm.m. Ye+en mq new Dean m.a..ue.eaem m tm m. m nw .. Fsm.le«tF,cl.ct �I1b11yt1(YI .Ewt.I.Um.IFlCpG In•Mrca PioRr.m IooG m.p e.«k tM FEMA Fl..E M.v 9t.n .1 Y.vnv m.c.M1m. O.Y PACLAND 50127036 Page 29 McDonald's Redevelopment Stormwater Site Plan Edmonds, WA CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN All erosion and sediment control measures shall be governed by the requirements of the City of Department of Ecology and the City of Edmonds. A temporary erosion and sedimentation control plan will be prepared to assist the contractor in complying with these requirements. The Erosion and Sediment Control (ESC) plan will be included with the construction plans. Element 1: Mark Clearing Limits • Prior to beginning land disturbing activities, including clearing and grading, all clearing limits, sensitive areas and their buffers, and trees that are to be preserved within the construction area shall be clearly marked, both in the field and on the plans, to prevent damage and offsite impacts. • Plastic, metal, or stake wire fence may be used to mark the clearing limits. • The duff layer, native top soil, and natural vegetation shall be retained in an undisturbed state to the maximum extent practicable. If it is not practicable to retain the duff layer in place, it should be stockpiled on -site, covered to prevent erosion, and replaced immediately upon completion of the ground disturbing activities. Element 2: Establish Construction Access - • Construction vehicle access and exit shall be limited to one route, if possible, or two for linear projects such as roadways where more than one access is necessary for large equipment maneuvering. • Access points shall be stabilized with a pad of quarry spalls or crushed rock prior to traffic leaving the construction site to minimize the tracking of sediment onto public roads. • Wheel wash or tire baths should be located on -site, if applicable. • If sediment is tracked off site, public roads shall be cleaned thoroughly at the end of each day, or more frequently during wet weather, if necessary to prevent sediment from entering waters of the state. Sediment shall be removed from roads by shoveling or pickup sweeping and shall be transported to a controlled sediment disposal area. Street washing will be allowed only after sediment is removed in this manner. • Street wash wastewater shall be controlled by pumping back onsite, or otherwise be prevented from !� discharging into systems tributary to state surface waters. Element 3: Control Flow Rates • Properties and waterways downstream from development sites shall be protected from erosion due to increases in the volume, velocity, and peak flow rate of stormwater runoff from the project site, as required by local plan approval authority. • Downstream analysis is necessary if changes in flows could impair or alter conveyance systems, stream Y Y g p Y banks, bed sediment or aquatic habitat. See Chapter 3 for offsite analysis guidance. • Where necessary to comply with Minimum Requirement #7, stormwater retention/detention facilities shall be constructed as one of the first steps in grading. Detention facilities shall be functional prior to construction of site improvements (e.g. impervious surfaces). • The local permitting agency may require pond designs that provide additional or different stormwater flow control if necessary to address local conditions or to protect properties and • Waterways downstream from erosion due to increases in the volume, velocity, and peak flow rate of stormwater runoff from the project site. • If permanent infiltration ponds are used for flow control during construction, these facilities should be J protected from siltation during the construction phase. PACLAND 50127036 Page 30 1 McDonald's Redevelopment Stormwater Site Plan Edmond s, ds, WA Element 4: Install Sediment Controls • Prior to leaving a construction site, or prior to discharge to an infiltration facility, stormwater runoff from disturbed areas shall pass through a sediment pond or other appropriate sediment removal BMP. Runoff from fully stabilized areas may be discharged without a sediment removal BMP, but must meet the flow control performance standard of Element #3, bullet #1. Full stabilization means concrete or asphalt paving; quarry spalls used as ditch lining; or the use of rolled erosion products, a bonded fiber matrix product, or vegetative cover in a manner that will fully prevent soil erosion. The Local Permitting Authority shall inspect and approve areas stabilized by means other than pavement or quarry spalls. • Sediment ponds, vegetated buffer strips, sediment barriers or filters, dikes, and other BMPs intended to trap sediment on -site shall be constructed as one of the first steps in grading. These BMPs shall be functional before other land disturbing activities take place. • Earthen structures such as dams, dikes, and diversions shall be seeded and mulched according to the timing indicated in Element #5. • BMPs intended to trap sediment on site must be located in a manner to avoid interference with the movement of juvenile salmonids attempting to enter off -channel areas or drainages, often during non - storm events, in response to rain event changes in stream elevation or wetted area. Element 5: Stabilize Soils • All exposed and unworked soils shall be stabilized by application of effective BMPs that protect the soil from the erosive forces of raindrop impact and flowing water, and wind erosion. • From October 1 through April 30, no soils shall remain exposed and unworked for more than 2 days. From May 1 to September 30, no soils shall remain exposed and unworked for more than 7 days. This condition applies to all soils on site, whether at final grade or not. These time limits may be adjusted by the local permitting authority if it can be shown that the average time between storm events justifies a different standard. • Soils shall be stabilized at the end of the shift before a holiday or weekend if needed based on the weather forecast. • Applicable practices include, but are not limited to, temporary and permanent seeding, sodding, mulching, plastic covering, soil application of polyacrylamide (PAM), the early application of gravel base on areas to be paved, and dust control. • Soil stabilization measures selected should be appropriate for the time of year, site conditions, estimated duration of use, and potential water quality impacts that stabilization agents may have on downstream waters or ground water. • Soil stockpiles must be stabilized from erosion, protected with sediment trapping measures, and when possible, be located away from storm drain inlets, waterways and drainage channels. • Linear construction activities, including right-of-way and easement clearing, roadway development, pipelines, and trenching for utilities, shall be conducted to meet the soil stabilization requirement. Contractors shall install the bedding materials, roadbeds, structures, pipelines, or utilities and re -stabilize the disturbed soils so that: • from October 1 through April 30 no soils shall remain exposed and unworked for more than 2 days; and • from May 1 to September 30, no soils shall remain exposed and unworked for more than 7 days. Element 6: Protect Slopes • Cut and fill slopes shall be designed and constructed in a manner that will minimize erosion. • Consider soil type and its potential for erosion. • Reduce slope runoff velocities by reducing the continuous length of slope with terracing and diversions, reduce slope steepness, and roughen slope surface. PACLAND 50127036 Page 31 McDonald's Redevelopment Stormwater Site Plan Edmonds, WA I • Off -site stormwater (run-on) shall be diverted away from slopes and disturbed areas with interceptor dikes and/or swales. Off -site stormwater should be managed separately from stormwater generated on the site. • At the top of slopes, collect drainage in pipe slope drains or protected channels to prevent erosion. Temporary pipe slope drains shall handle the peak flow from a 10 year, 24 hour event assuming a Type 1A rainfall distribution. Alternatively, the 10-year and 25-year, 1-hour flow rates indicated by an approved continuous runoff model, increased by a factor of 1.6, may be used. Consult the local drainage requirements for sizing permanent pipe slope drains. • Provide drainage to remove ground water intersecting the slope surface of exposed soil areas. • Excavated material shall be placed on the uphill side of trenches, consistent with safety and space considerations. • Check dams shall be placed at regular intervals within channels that are cut down a slope. • Stabilize soils on slopes, as specified in Element #5. Element 7: Protect Drain Inlets • All storm drain inlets made operable during construction shall be protected so that stormwater runoff shall not enter the conveyance system without first being filtered or treated to remove sediment. All approach roads shall be kept clean. All sediment and street wash water shall not be allowed to enter storm drains without prior and adequate treatment unless treatment is provided before the storm drain discharges to waters of the State. • Inlets should be inspected weekly at a minimum and daily during storm events. Inlet protection devices should be cleaned or removed and replaced when sediment has filled one-third of the available storage (unless a different standard is specified by the product manufacturer). Element 8: Stabilize Channels and Outlets • All temporary on -site conveyance channels shall be designed, constructed and stabilized to prevent erosion from the expected peak 10 minute velocity of flow from a Type 1A, 10- year, 24-hour frequency storm for the developed condition. Alternatively, the 10-year, 1-hour flow rate indicated by an approved continuous runoff model, increased by a factor of 1.6, may be used. • Stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent stream banks, slopes and downstream reaches shall be provided at the outlets of all conveyance systems. Element 9: Control Pollutants • All pollutants, including waste materials and demolition debris, that occur on -site shall be handled and disposed of in a manner that does not cause contamination of stormwater. Woody debris may be chopped and spread on site. • Cover, containment, and protection from vandalism shall be provided for all chemicals, liquid products, petroleum products, and non -inert wastes present on the site (see Chapter 173-304 WAC for the definition of inert waste). On -site fueling tanks shall include secondary containment. • Maintenance and repair of heavy equipment and vehicles involving oil changes, hydraulic system drain down, solvent and de -greasing cleaning operations, fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff must be conducted using spill prevention measures, such as drip pans. Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. Emergency repairs may be performed on - site using temporary plastic placed beneath and, if raining, over the vehicle. • Wheel wash or tire bath wastewater, shall be discharged to a separate on -site treatment system or to the sanitary sewer. PACLAND 50127036 Page 32 McDonald's R v I m ede a op ent Stormwater Site Plan Edmonds, WA j• Application of agricultural chemicals, including fertilizers and pesticides, shall be conducted in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Manufacturers' recommendations for application rates and procedures shall be followed. • BMPs shall be used to prevent or treat contamination of stormwater runoff by pH modifying sources. These sources include, but are not limited to, bulk cement, cement kiln dust, fly ash, new concrete washing and curing waters, waste streams generated from concrete grinding and sawing, exposed aggregate processes, and concrete pumping and mixer washout waters. Stormwater discharges shall not cause or contribute to a violation of the water quality standard for pH in the receiving water. ' • Construction sites with significant concrete work shall adjust the pH of Stormwater if necessary to prevent violations of water quality standards. Element 10: Control De -Watering • Foundation, vault, and trench de -watering water, which has similar characteristics to stormwater runoff at the site, shall be discharged into a controlled conveyance system prior to discharge to a sediment trap or sediment pond. Channels must be stabilized, as specified in Element #8. 11 1 1 1 I Clean, non -turbid de -watering water, such as well -point ground water, can be discharged to systems tributary to state surface waters, as specified in Element #8, provided the de -watering flow does not cause erosion or flooding of receiving waters. These clean waters should not be routed through a stormwater sediment pond. Highly turbid or otherwise contaminated dewatering water, such as from construction equipment operation, clamshell digging, concrete tremie pour, or work inside a cofferdam, shall be handled separately from stormwater. • Other disposal options, depending on site constraints, may include: 1) infiltration, 2) transport off -site in a vehicle, such as a vacuum flush truck, for legal disposal in a manner that does not pollute state waters, 3) Ecology -approved on -site chemical treatment or other suitable treatment technologies, 4) sanitary sewer discharge with local sewer district approval, if there is no other option, or 5) use of a sedimentation bag with outfall to a ditch or swale for small volumes of localized dewatering. Element 11: Maintain BMPs • All temporary and permanent erosion and sediment control BMPs shall be maintained and repaired as needed to assure continued performance of their intended function. All maintenance and repair shall be conducted in accordance with BMP specifications. • All temporary erosion and sediment control BMPs shall be removed within 30 days after final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment shall be removed or stabilized on site. Disturbed soil areas resulting from removal of BMPs or vegetation shall be permanently stabilized. Element 12: Manage the Project • Phasing of Construction - Development projects shall be phased where feasible in order to prevent soil erosion and, to the maximum extent practicable, the transport of sediment from the site during construction. Revegetation of exposed areas and maintenance of that vegetation shall be an integral part of the clearing activities for any phase. Clearing and grading activities for developments shall be permitted only if conducted pursuant to an approved site development plan (e.g., subdivision approval) that establishes permitted areas of clearing, grading, cutting, and filling. When establishing these permitted clearing and grading areas, consideration should be given to minimizing removal of existing trees and minimizing disturbance/compaction of native soils except as needed for building purposes. These permitted clearing and grading areas and any other areas required to preserve critical or sensitive areas, buffers, native growth protection easements, or tree retention areas as may be required by local jurisdictions, shall be delineated on the site plans and the development site. PACLAND 50127036 Page 33 McDonald's Redevelopment Stormwater Site Plan Edmonds, WA • Seasonal Work Limitations - From October 1 through April 30, clearing, grading, and other soil disturbing activities shall only be permitted if shown to the satisfaction of the local permitting authority that silt -laden runoff will be prevented from leaving the site through a combination of the following: 1. Site conditions including existing vegetative coverage, slope, soil type and proximity to receiving waters; and 2. Limitations on activities and the extent of disturbed areas; and 3. Proposed erosion and sediment control measures. Based on the information provided and/or local weather conditions, the local permitting authority may expand or restrict the seasonal limitation on site disturbance. The local permitting authority shall take enforcement action - such as a notice of violation, administrative order, penalty, or stop -work order under the following circumstances: • If, during the course of any construction activity or soil disturbance during the seasonal limitation period, sediment leaves the construction site causing a violation of the surface water quality standard; or • If clearing and grading limits or erosion and sediment control measures shown in the approved plan are not maintained. The following activities are exempt from the seasonal clearing and grading limitations: 1. Routine maintenance and necessary repair of erosion and sediment control BMPs; 2. Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil; and 3. Activities where there is one hundred percent infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. • Coordination with Utilities and Other Contractors - The primary project proponent shall evaluate, with input from utilities and other contractors, the stormwater management requirements for the entire project, including the utilities, when preparing the Construction SWPPP. Inspection and Monitoring - All BMPs shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. Site inspections shall be conducted by a person who is knowledgeable in the principles and practices of erosion and sediment control. The person must have the skills to 1) assess the site conditions and construction activities that could impact the quality of stormwater, and 2) assess the effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. • For construction sites one acre or larger that discharge stormwater to surface waters of the state, a Certified Erosion and Sediment Control Specialist shall be identified in the Construction SWPPP and shall be on -site or on -call at all times. Certification may be obtained through an approved training program that meets the erosion and sediment control training standards established by Ecology. Whenever inspection and/or monitoring reveals that the BMPs identified in the Construction SWPPP are inadequate, due to the actual discharge of or potential to discharge a significant amount of any pollutant, appropriate BMPs or design changes shall be implemented as soon as possible. • Maintaining an Updated Construction SWPPP - The Construction SWPPP shall be retained on -site or within reasonable access to the site. The SWPPP shall be modified whenever there is a significant change in the design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the state. The SWPPP shall be modified, if during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the SWPPP is ineffective in PACLAND 50127036 Page 34 IM D n I' G o a d s Redevelopment Stormwater Site Plan Edmonds, WA eliminating or significantly minimizing pollutants in stormwater discharges from the site. The SWPPP shall be modified as necessary to include additional or modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be completed within seven (7) calendar days following the inspection. SPECIAL REPORTS AND STUDIES Special reports and studies for this property include the following: • Geotechnical Engineering Report prepared by The Riley Group, dated May 4, 2012 • Pre -Renovation Hazardous Materials Survey prepared by The Riley Group, dated May 17, 2012 • Phase I Environmental Site Assessment prepared by The Riley Group, dated May 18, 2012 • Geotechnical Report Addendum — Onsite Infiltration Study prepared by The Riley Group, dated November 14, 2012 • Traffic Impact Analysis prepared by TENW, dated December 6, 2012 • Critical Areas Report prepared by The Riley Group, dated December 12, 2012 OTHER PERMITS The following City of Edmonds reviews/permits will be required for this project: • Design Review • Conditional Use Permit • Demolition Permit • Commercial Building Permit • Grease Interceptor Permit • Right -of -Way Use Permit • Side Sewer Permit • Mechanical and Plumbing Permit • Fire Alarm and Sprinkler System Permit • Sign Permit The following additional permits will be required for this project: • Notice of Intent, NPDES Permit Coverage Application (Department of Ecology) • Food Services Establishment Plan Review Application (Snohomish County) • Asbestos/Demolition Notification (Puget Sound Clean Air Agency) PACLAND 50127036 Page 35 McDonald s Redevelopment Stormwater Site Plan Edmonds, WA Appendix A Geotechnical Report and Addendum PACLAN D 50127036 Appendix i F11 1 a I 1 t 1, The Riley Group, Inc. GEOTECHNICAL ENGINEERING REPORT PREPARED BY: THE RILEY GROUP, INC. 17522 BOTHELL WAY NORTHEAST BOTHELL, WASHINGTON 98011 PREPARED FOR: MCDONALD'S USA, LLC 12131 113TH AVENUE NORTHEAST, SUITE 103 1\umL.AND9 WASHINGTON 98034 RGI PROJECT No. 2012-198 GEOTECHNICAL ENGINEERING REPORT PROPOSED EDMONDS MCDONALD'S 10124 E DMONDS W AY EDMONDS, WASHINGTON 98020 MAY 4, 2012 SERVING THE PACIFIC NORTHWEST Western Washington, Corporate Office Eastern Washington and Oregon Office 17522 Bothell Way Northeast 1838 South Washington Street Bothell, Washington 98011 Kennewick, Washington 99337 Phone 425.415.0551 4 Fay 425.415.0311 Phone 509.586.4840 • Fax 509.586 4863 www. riley-group. can 1 1 1 11 W, The Riley Grorrp, L:C. May 4, 2012 Mr. Brian Mattson McDonald's USA, LLC 12131 113th Avenue Northeast, Suite 103 Kirkland; Washington 98034 Subject: Geotechnical Engineering Report Proposed Edmonds McDonald's 10124 Edmonds Way Edmonds, Washington 98020 RGI Project No. 2012-198. Dear Mr. Mattson: As requested, The Riley Group, Inc. (RGI) has performed a Geotechnical Engineering Report (GER) for the above -referenced site. Our services were completed in accordance with our proposal PRP2012-125 dated April 13,, 2012 and authorized by McDonald's USA, LLC on April 19, 2012. The information in this GER is based on our understanding of the proposed construction and the soil and groundwater conditions encountered in the borings completed by RGI on the site on April 27, 2012. RGI recommends that you submit the project plans .and specifications for a general review so that we may confirm that the recommendations in this GER are interpreted and implemented properly in the construction documents. RGI also recommends that, a representative of our firm be on site during the. earthwork portions of the project construction to confirm that the soil and groundwater conditions are consistent with those that form the basis for the engineering recommendations in this GER. If you have any questions or.require additional information, please:contact us. Respectfully Submitted, THE R1LEv GROUP, W a s Co ar Eric L. Woods,, L G �'c+ 2 6 9,8 Project Geologist 0 Scl Geoq EPIC L. WOODS Ricky R. V Principal E SERVING THE PACIFIC NORTHWEST Western Washington, Corporate Office Easter Washington mil Oregon Office 17522 Bothell Way Northeast 1838 South Mashinglon Street Bothell, Washington 98011 Kennewick Washington 99337 P 425.415.0551 • F 425.415. 0311 P 509.586.4840 • F 509.5864863 irirm. riley-group. cony 1 Geotechnical Engineering Report ii May 4, 2012 Proposed Edmonds McDonald's RG1 Project No. 2012-198 TABLE OF CONTENTS EXCECUTIVESUMMARY.........................................................................................................................iii 1.0 INTRODUCTION............................................................................................................................... 1 2.0 PROJECT DESCRIPTION............................................................................................................... 1 3.0 FIELD EXPLORATION AND LABORATORY TESTING.......................................................... 1 3.1 FIELD EXPLORATION............................................................................................................................. 1 3.2 LABORATORY TESTING.........................................................................................................................2 4.0 SITE CONDITIONS........................................................................................................................... 2 4.1 SURFACE...............................................................................................................................................2 4.2 GEOLOGY..............................................................................................................................................2 4.3 SOILS..................................................................................................................................................... 2 4.4 GROUNDWATER.....................................................................................................................................2 4.5 SEISMIC CONSIDERATIONS....................................................................................................................3 4.6 GEOLOGIC HAZARD AREAS................................................................................................................... 3 5.0 DISCUSSION AND RECOMMENDATIONS................................................................................. 4 5.1 GEOTECHNICAL CONSIDERATIONS........................................................................................................4 5.2 EARTHWORK.........................................................................................................................................4 5.2.1 Erosion and Sediment Control.....................................................................................................4 5.2.2 Stripping.......................................................................................................................................5 5.2.3 Excavations.................................................................................................................................. 5 5.2.4 Site Preparation............................................................................................................................6 5.2.5 Structural Fill...............................................................................................................................6 5.3 FOUNDATIONS....................................................................................................................................... 8 5.3.1 Building Support ..........................................................................................................................8 5.3.2 Pole Sign Support .........................................................................................................................9 5.4 SLAB -ON -GRADE CONSTRUCTION....................................................................................................... 10 5.5 DRAINAGE........................................................................................................................................... 10 5.5.1 Surface.......................................................................................................................................10 5.5.2 Subsurface..................................................................................................................................10 5.6 UTILITIES.............................................................................................................................................10 5.7 PAVEMENTS.........................................................................................................................................11 6.0 ADDITIONAL SERVICES.............................................................................................................. 11 7.0 LIMITATIONS.................................................................................................................................12 LIST OF APPENDICES Figure1................................................................................................................... Site vicinity Map Figure 2............................................................................................. Geotechnical Exploration Plan Figure 3................................................................................................ Typical Footing Drain Detail Appendix A........................................................................ Field Exploration and Laboratory Testing THE RILEY GROUP, INC. Geotechnical Engineering Report iii May 4, 2012 Proposed Edmonds McDonald's RGI Project No. 2012-198 Executive Summary This Executive Summary should be used in conjunction with the entire Geotechnical Engineering Report (GER) for design and/or construction purposes. It should be recognized that specific details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. Section 7.0 should be read for an understanding of the report limitations. RGI's geotechnical scope of work included the advancement of nine borings to depths of 9 to 26.5 feet below existing ground surface (bgs). Based on the information obtained from our subsurface exploration, the site is suitable for development of the proposed project. The following geotechnical considerations were identified: Soil Conditions: The soils encountered during our field exploration include medium dense to dense silty sand with gravel to sand with silt and gravel. Fill soil was encountered in test borings B-1, B-6, and B-9 up to 5 feet deep. Groundwater: No groundwater seepage was encountered during our subsurface explorations. Foundations: Foundations for the proposed building can be supported on conventional spread footings bearing on medium dense to dense native soil or structural fill. Slab -on -grade: Slab -on -grade floors and slabs for the proposed building can be supported on medium dense to dense native soil or structural fill. Pavements: The following pavement sections are recommended: ➢ For heavy truck traffic areas: 3 inches of asphalt concrete (AC) over 8 inches of crushed rock base (CRB); ➢ For general parking areas: 2 inches of AC over 6 inches of CRB; and );;- For drive-thru areas: 5 inches of concrete over 6 inches of CRB. This Executive Summary is intended to be used in conjunction with the complete text of the GER. THE RILEY GROUP, INC. 1 I �i � f 'L 1 L F,11 1 1 I Ll 1 Geotechnical Engineering Report 1 May 4, 2012 Proposed Edmonds McDonald's RGI Project No. 2012-198 1.0 Introduction This Geotechnical Engineering Report (GER) presents the results of the geotechnical engineering services provided for the proposed McDonald's in Edmonds, Washington. The purpose of this GER is to assess subsurface conditions and provide geotechnical recommendations in support of the construction of a new McDonald's restaurant. Our scope of services included field explorations, laboratory testing, engineering analyses, and preparation of this GER. The recommendations in the following sections of this GER are based upon our current understanding of the proposed site development as outlined below. If actual features vary or changes are made, we should review them in order to modify our recommendations as required. In addition, RGI requests to review the site grading plan, final design drawings, and specifications, when available, to verify that our project understanding is correct and that our recommendations have been properly interpreted and incorporated into the project design and construction. 2.0 Project description The site is located at 10124 Edmonds Way in Edmonds, Washington. The approximate location of the site is shown on, Figure 1. The site is currently occupied by an existing McDonald's restaurant with an asphalt -paved parking lot. RGI understands that the existing building will be demolished and a new McDonald's building will be constructed in approximately the same location. The remainder of the site will be developed with asphalt -surfaced parking and drive-thru areas. At the time of preparing this GER, detailed site grading and building plans were not available for our review. Based on our experience with similar construction, we anticipate that the proposed building will be supported on perimeter walls with bearing loads of 1 to 2 kips per linear foot, and a series of columns with a maximum load up to 50 kips. Slab - on -grade floor loading of 250 pounds per square foot (psf) are expected. 3.0 Field Exploration and Laboratory Testing 3.1 FIELD EXPLORATION On April 27, 2012, RGI observed the drilling of nine test borings. At the time of the field exploration, a new site plan was not available. Borings B-3 through B-6 were drilled next to the existing building corners. Borings B-1, B-2, B-7, and B-8 were drilled in the existing drive-thru and parking areas. Boring B-9 was drilled next to the existing pole sign. After the test exploration was completed, RGI received a new site plan and the proposed McDonald's is moved to the east of the existing building along Edmonds Way. The approximate exploration locations are shown on Figure 2. Field logs of each exploration were prepared by a geologist who continuously observed the drilling. These logs included visual classifications of the materials encountered during drilling as well as our interpretation of the subsurface conditions between samples. The boring logs included in Appendix A represent an interpretation of the field logs and include modifications based on laboratory observation and analysis of the samples. THE RILEY GROUP, INC. Geotechnical Engineering Report 2 May 4, 2011 Proposed Edmonds McDonald 's RGI Project No. 2012-198 3.2 LABORATORY TESTING During the field investigation, a representative portion of each recovered sample was sealed in containers and transported to our laboratory for further visual and laboratory examination. Selected samples retrieved from the borings were tested for moisture content and grain -size analysis to aid in soil classification and provide input for the recommendations provided in this GER. The results and descriptions of the laboratory tests are enclosed in Appendix A. 4.0 Site Conditions 4.1 SURFACE The site is a rectangular -shaped parcel of land approximately 1.91 acres in size. The site is bound to the north and south by commercial properties, to the west by residential property, and to the east by Edmonds Way. The eastern portion of the site is currently occupied by an existing McDonald's restaurant with an asphalt -paved parking. The western portion of the site is an undeveloped slope. A rockery up to 10 feet tall exists near the middle of the site to separate the site into western and east halves. The proposed development will not affect the western portion of the site. All construction activities will be limited to the east of the rockery. The eastern portion of the site is relatively flat with an overall elevation difference of less than 5 feet. 4.2 GEOLOGY RGI reviewed the Geologic Map of the Edmonds East and Part of the West Quadrangles, Washington (Minard, 1983). The review indicates that the soil in the project vicinity is mapped as Vashon advanced outwash deposits (Map Unit Qva), which consist of light red - brown gravel and sand and light brown to gray silt and clay, moderately to well -sorted, well -stratified. This unit is overlain by Vashon Till (Qvt) which is mapped in the project vicinity. These descriptions are generally similar to the findings in our field exploration. 4.3 SOILS The encountered soil profile includes medium dense to dense silty sand with some gravel to sand with silt and gravel. Fill was encountered underlying the asphalt and extended to 3 to 5 feet in Borings B-1, B-6, and B-9. The fill consists of medium dense silty gravelly sand. More detailed descriptions of the subsurface conditions encountered are presented in the borings included in Appendix A. Sieve analysis was performed on two selected soil samples. Grain -size distribution curves are included in Appendix A. 4.4 GROUNDWATER Groundwater seepage was not encountered during our subsurface investigation. The groundwater level appears to be deeper than the termination depth of borings. It should be recognized that fluctuations of the groundwater table will occur due to seasonal variations in the amount of rainfall, runoff, and other factors not evident at the time the explorations were performed. In addition, perched water can develop within seams and layers contained in fill soils or higher permeability soils overlying less permeable soils 1 1 1 1 1 THE RILEY GROUP, INC. 1 1 I 1 Geotechnical Engineering Report 3 May 4, 2012 Proposed Edmonds McDonald's RGI Project No. 2012-198 following periods of heavy or prolonged precipitation. Therefore, groundwater levels during construction or at other times in the future may be higher or lower than the levels indicated on the logs. Groundwater level fluctuations should be considered when developing the design and construction plans for the project. 4.5 SEISNIIC CONSIDERATIONS Based on the 2009 International Building Code (IBC), RGI recommends the follow seismic parameters used for design: 2009 IBC Parameter Value Site Soil Site Latitude 47' 28.8" N Site Longitude 22' 5.11" W Short Period Spectral Response Acceleration, (percent g) 119.9 l -Second Period Spectral Response Acceleration, (percent g) 42 Seismic Coefficient, 1.02 Seismic Coefficient, 1.58 I. rvuie: in generai accoruance wnn me ZUUY USU, lame ibts.a.z. Itsu Ntte uass Is dasea on the average characteristics of the upper 100 feet of the subsurface profile. 2. Note: The 2009 IBC requires a site soil profile determination extending to a depth of 100 feet for seismic site classification. The current scope of our services does not include the required 100-foot soil profile determination. Borings extended to a maximum depth of 26.5 feet, and this seismic site class definition considers that similar soil continues below the maximum depth of the subsurface ' exploration. Additional exploration to deeper depths would be required to confirm the conditions below the current depth of exploration. Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength ' due to an increase in water pressure induced by vibrations from a seismic event. Liquefaction mainly affects geologically recent deposits of fine-grained sands that are below the groundwater table. Soils of this nature derive their strength from intergranular friction. The generated water pressure or pore pressure essentially separates the soil grains and eliminates this intergranular friction, thus reducing or eliminating the soil's strength. RGI reviewed the soil conditions encountered during field exploration and assessed the ipotential for liquefaction of the site's soil during an earthquake. Since the native soil is relatively dense silty sand and the groundwater level is low, in our professional opinion the potential of soil liquefaction during an earthquake event is minimal. 4.6 GEOLOGIC HAZARD AREAS Regulated geologically hazardous areas include erosion, landslide, earthquake, or other geological hazards. Based on the definition in the City of Edmonds Municipal Code, the slope in the western portion of the property is classified as erosion and potential landslide hazard area. On April 27, 2012, RGI performed a slope reconnaissance of the western slope. Much of the slope is covered with mature trees and heavy vegetation and the potential of soil THE RILEY GROUP, INC. r Geotechnical Engineering Report 4 May 4, 2012 , Proposed Edmonds McDonald's RGI Project No. 2012-198 erosion is low. Trees with curved trunks were observed on the slope. The curvature is consistent with surficial creep of the upper two to three feet of loose soils mantling the slope. Soil creep is a natural process and should not adversely impact the site. However, ' the loose soils mantling the slope may be susceptible to shallow debris flow failures during periods of extended rainfall. This project is limited in the previous developed footing print area. Based on our discussion with City of Edmonds on May 1, 2012, a critical area study is not required for this site. , 5.0 Discussion and Recommendations 5.1 GEOTECIINICAL CONSIDERATIONS Based on our explorations, the site is suitable for the proposed construction from a geotechnical standpoint. Foundations for the proposed building can be supported on conventional spread footings bearing on medium dense to dense native soil, existing fill, or new structural fill. Slab -on -grade and pavements can be similarly supported. The existing fill is likely to be encountered in the eastern portion of the proposed building and footing area, the fill (if encountered) should be evaluated by the geotechnical engineer. Detailed recommendations regarding the above issues and other geotechnical design considerations are provided in the following sections. These recommendations should be incorporated into the final design drawings and construction specifications. 5.2 EARTHwORK RGI expects that minor site grading would be needed for the proposed development. Due to the moisture sensitive nature of native soils, RGI recommends earthwork take place in the dryer summer months. 5.2.1 EROSION AND SEDIMENT CONTROL Potential sources or causes of erosion and sedimentation depend on construction methods, slope length and gradient, amount of soil exposed and/or disturbed, soil type, construction sequencing, and weather. The impacts on erosion -prone areas can be reduced by implementing an erosion and sedimentation control plan. The plan should be designed in accordance with applicable city and/or county standards. RGI recommends the following erosion control Best Management Practices (BMPs): ➢ Scheduling site preparation and grading for the drier summer and early fall months and undertaking activities that expose soil during periods of little or no rainfall ➢ Retaining existing vegetation whenever feasible ➢ Establishing a quarry spall construction entrance ➢ Installing siltation control fencing or anchored straw or coir wattles on the downhill side of work areas ➢ Covering soil stockpiles with anchored plastic sheeting THE RILEY GROUP, INC. Geotechnical Engineering Report 5 S S P May 4, 1012 Proposed Edmonds McDonald's RGI Project No. 2012-198 ➢ Revegetating or mulching exposed soils with a minimum 3 inch thickness of straw if surfaces will be left undisturbed for more than one day during wet weather or one week in dry weather ➢ Directing runoff away from exposed soils and slopes ' ➢ Minimizing the length and steepness of slopes with exposed soils and cover excavation surfaces with anchored plastic sheeting. (Graded and disturbed slopes should be tracked in place with the equipment running perpendicular to the slope contours so that the track marks provide a texture to help resist erosion and channeling. Some sloughing and raveling of slopes with exposed or disturbed soil should be expected) ' ➢ Decreasing runoff velocities with check dams, straw bales or coir wattles ➢ Confining sediment to the project site ' ➢ Inspecting and maintaining erosion and sediment control measures frequently. The contractor should be aware that inspection and maintenance of erosion control BMPs is critical toward their satisfactory performance. Repair and/or replacement ' of dysfunctional erosion control elements should be anticipated Permanent erosion protection should be provided by reestablishing vegetation using hydroseeding and/or landscape planting. Until the permanent erosion protection is established, site monitoring should be performed by qualified personnel to evaluate the effectiveness of the erosion control measures. Provisions for modifications to the erosion control system based on monitoring observations should be included in the erosion and sedimentation control plan. 5.2.2 STRIPPING Stripping efforts should include removal of pavements, vegetation, organic materials, and deleterious debris from areas slated for building, pavement, and utility construction. The boring locations encountered up to 5 inches of asphalt concrete. The asphalt should be removed under the proposed building or ground in place for new pavement areas. Deeper areas of stripping may be necessary in the landscape islands. 5.2.3 EXCAVATIONS All temporary cut slopes associated with the site and utility excavations should be adequately inclined to prevent sloughing and collapse. The site soils consist of medium dense to very dense native soils. Accordingly, for excavations more than 4 feet but less than 20 feet in depth, the temporary side slopes should be laid back with a minimum slope inclination of 1 H:1 V (Horizontal:Vertical). If there is insufficient room to complete the excavations in this ' manner, or excavations greater than 20 feet in depth are planned, using temporary shoring to support the excavations should be considered. For open cuts at the site, RGI recommends: ➢ No traffic, construction equipment, stockpiles, or building supplies are allowed at the top of cut slopes within a distance of at least 5 feet from the top of the cut ' THE RILEY GROUP, INC. Geotechnical Engineering Report Proposed Edmonds McDonald's 6 May 4, 2012 RGI Project No. 2012-198 ➢ Exposed soil along the slope is protected from surface erosion using waterproof tarps and/or plastic sheeting ➢ Construction activities are scheduled so that the length of time the temporary cut is left open is minimized ➢ Surface water is diverted away from the excavation ➢ The general condition of slopes should be observed periodically by a geotechnical engineer to confirm adequate stability and erosion control measures In all cases, however, appropriate inclinations will depend on the actual soil and groundwater conditions encountered during earthwork. Ultimately, the site contractor must be responsible for maintaining safe excavation slopes that comply with applicable OSHA or WISHA guidelines. 5.2.4 SITE PREPARATION RGI anticipates that some areas of loose or soft soil will be exposed upon completion of stripping and grubbing. Proofrolling and subgrade verification should be considered an essential step in site preparation. After stripping, grubbing, and prior to placement of structural fill, RGI recommends proofrolling building and pavement subgrades and areas to receive structural fill under the observation of RGI. These areas should be compacted to a firm and unyielding condition in order to achieve a minimum compaction level of 95 percent of the maximum dry density as determined by the American Society of Testing and Materials D1557-09 Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (ASTM D1557). Proofrolling and adequate subgrade compaction can only be achieved when the soils are within approximately f 2 percent moisture content of the optimum moisture content. Soils which appear firm after stripping and grubbing may be proofrolled with a heavy compactor, loaded double -axle dump truck, or other heavy equipment under the observation of a RGI representative. This observer will assess the subgrade conditions prior to filling. The need for or advisability of proofrolling due to soil moisture conditions should be determined at the time of construction. In wet areas it may be necessary to hand probe the exposed subgrades in lieu of proofrolling with mechanical equipment. Subgrade soils that become disturbed due to elevated moisture conditions should be overexcavated to reveal firm, non -yielding, non -organic soils and backfilled with compacted structural fill. In order to maximize utilization of site soils as structural fill, we recommend that the earthwork portion of this project be completed during extended periods of warm and dry weather if possible. If earthwork is completed during the wet season (typically November through May) it will be necessary to take extra precautionary measures to protect subgrade soils. Wet season earthwork will require additional mitigative measures beyond that which would be expected during the drier summer and fall months. 5.2.5 STRUCTURAL FILL Once stripping, clearing and other preparing operations are complete, cuts and fills can be made to establish desired building grades. Prior to placing fill, RGI recommends proofrolling as described above. 1 C 1 1 u THE RILEY GROUP, INC. 1 Geotechnical Engineering Report 7 8 8 P May 4, 2012 Proposed Edmonds McDonald's RGI Project No. 2012-198 ' RGI recommends fill below the foundation and floor slab, behind retaining walls, and below pavement and hardscape surfaces be placed in accordance with the following ' recommendations for structural fill. The structural fill should be placed after completion of site preparation procedures as described above. RGI recommends placing structural fill in lifts not exceeding 10 inches in loose thickness and thoroughly compacted to at least 95 percent of the maximum dry density as determined by the ASTM D1557. The suitability of excavated site soils and import soils for compacted structural fill use will depend on the gradation and moisture content of the soil when it is placed. As the amount of fines (that portion passing the U.S. No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and ' adequate compaction becomes more difficult or impossible to achieve. Soils containing more than about 5 percent fines cannot be consistently compacted to a dense, non -yielding condition when the moisture content is more than 2 percent above or below optimum. Optimum moisture content is moisture that results in the greatest compacted dry density with a specified compactive effort. Non -organic site soils are only considered suitable for structural fill provided that their ' moisture content is within about 2 percent of the optimum moisture level as determined by the ASTM D1557. Excavated site soils may not be suitable for re -use as structural fill depending on the moisture content and weather conditions at the time of construction. If soils are stockpiled for future reuse and wet weather is anticipated, the stockpile should be protected with plastic sheeting that is securely anchored. Even during dry weather, moisture conditioning (for example windrowing and drying) of site soils to be reused as ' structural fill may be required. Even during the summer, delays in grading can occur due to excessively high moisture conditions of the soils or due to precipitation. If wet weather ' occurs, the upper wetted portion of the site soils may need to be scarified and allowed to dry prior to further earthwork or may need to be wasted from the site. If on -site soils are or become unusable, it may become necessary to import clean, granular soils to complete site work that meet the grading requirements listed in Table 1 to be used as structural fill. Table 1 Structural Fill Gradation U.S. Sieve Size I Percent Passing 3 inches 100 No. 4 sieve 75 percent No. 200 sieve 5 percent * 'Based on minus 3/4 inch fraction. ' Prior to use, a RGI representative should observe and test all materials imported to the site for use as structural fill. Structural fill materials should be placed in uniform loose layers not exceeding 10 inches and compacted as specified in Table 2. The soil's maximum density and optimum moisture should be determined by ASTM D1557. THE RILEY GROUP, INC. Geotechnical Engineering Report Proposed Edmonds McDonald's May 4, 2012 RGI Project No. 2012-198 Table 2 Structural Fill Compaction ASTM D1557 Minimum Moisture Content Location Material Type Compaction Range Percentage Foundations On -site granular or approved 95 +2 -2 imported fill soils Retaining Wall Backflll On -site granular or approved 92 +2 -2 im orted fill soils Slab -on -grade On -site granular or approved 95 +2 -2 imported fill soils General Fill (non- On -site granular or approved 90 +3 -2 structural areas) imported fill soils Pavement — Subgrade On -site granular or approved 95 +2 -2 and Base Course imported fill soils Placement and compaction of structural fill should be observed by RGI. A representative number of in -place density tests should be performed as the fill is being placed to confirm that the recommended level of compaction is achieved. 5.3 FOUNDATIONS 5.3.1 BUILDING SUPPORT Following site preparation and grading, the proposed building foundation may be supported on conventional spread footings bearing on medium dense to dense native soil, existing fill, or structural fill. Existing fill may be encountered in the eastern portion of the proposed building footprint or parking lot. The fill should be evaluated by the geotechnical engineer. If unsuitable soils are encountered at footing subgrade, they should be overexcavated and backfilled with structural fill. Perimeter foundations exposed to weather should be at a minimum depth of 18 inches below final exterior grades. Interior foundations can be constructed at any convenient depth below the floor slab. Finished grade is defined as the lowest adjacent grade within 5 feet of the foundation for perimeter (or exterior) footings and finished floor level for interior footings. Table 3 Foundation Design Design Parameter ( Value Allowable Bearing Capacity 2,500 Friction Coefficient 0.25 Passive pressure (equivalent fluid pressure) 250 Minimum foundation dimensions Columns: 24 inches Walls: 16 inches I psf = pounds per square toot 2 pcf= pounds per cubic foot THE RILEY GROUP, INC. 1 Geotechnical Engineering Report 9 May 4, 2012 Proposed Edmonds McDonald's RGI Project No. 2012-198 The allowable foundation bearing pressures apply to dead loads plus design live load conditions. For short-term loads, such as wind and seismic, a 1/3 increase in this allowable capacity may be used. At perimeter locations, RGI recommends not including the upper 12 inches of soil in the computation of passive pressures because they can be affected by weather or disturbed by future grading activity. The passive pressure value assumes the foundation will be constructed neat against competent soil or backfilled with structural fill as described in Section 5.2.5 of this GER The recommended base friction and passive resistance value includes a safety factor of about 1.5. With spread footing foundations designed in accordance with the recommendations in this section, maximum total and differential post -construction settlements of 1 inch and '/2 inch, respectively, should be expected. 5.3.2 POLE SIGN SUPPORT ' It is RGI opinion that the pole sign can be supported on spread footing foundation following the recommendations in the above section. As an alternative, the pole sign can also be supported on either a 12- or 18-inch-diameter augercast pile or a drilled pier ' extended to a depth of approximately 10 feet. The pile capacities listed in Table 4 can be used for structural design and pile layout. 1 1 1 I Table 4 Augercast Pile Design Capacities (kips) Pile Diameter (inches) Compression Uplift Lateral* 12 18 30 10 3 70 30 7 L.611.161 I..0 Q bumub 1-1111.11 Iup ucll<rl.11ull. The above allowable capacities are provided with a safety factor, of 2. Full single pile capacities can be used if the pile spacing is, at least 3 pile diameters. For closer spacing, there will be a slight reduction in the allowable single pile capacity due to group effects. The amount of reduction will depend on the number of piles in the grouping and their spacing. RGI can provide this information, if required. The pressure used to inject the grout and construct the pile column will compress the soils immediately adjacent to the pile. As a result, the amount of grout needed to form the pile will be greater than the computed grout volume by 20 to 25 percent for estimating purposes. Also, the installation sequence should be such that the piles are constructed at a minimum spacing of 5 diameters. Once the grout has achieved its initial set, usually in 24 hours, installation between these locations can be completed. The auger should be extracted slowly and uniformly below a sufficient and constant head of grout. If the auger is extracted too quickly, the pile may neck down and soil may collapse into the pile, reducing its structural integrity. At a point along the injection line, the piling contractor should use a pressure gauge to monitor the grout pressure during construction. The amount of grout used in forming the pile should also be determined. THE RiLEY GROUP, INC. Geotechnical Engineering Report 10 May 4, 2012 Proposed Edmonds McDonald's RGI Project No. 2012-198 5.4 SLAB -ON -GRADE CONSTRUCTION Once site preparation has been completed as described in Section 5.2 Earthwork, suitable support for slab -on -grade construction should be provided. RGI recommends that the concrete slab be placed on medium dense native soil, existing fill, or structural fill. Immediately below the floor slab, RGI recommends placing a 4-inch-thick capillary break layer of clean, free -draining pea gravel, washed rock, or crushed rock that has less than 5 percent passing the U.S. No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slab. Where moisture by vapor transmission is undesirable, an 8 to 10 millimeter - thick plastic membrane should be placed on a 4-inch-thick layer of clean gravel or rock. For the anticipated floor slab loading, RGI estimates post -construction floor settlements of '/4- to '/z-inch. For thickness design of the slab subjected to point loading from storage racks, and recommends using a subgrade modulus () of 150 pounds per square inch per inch of deflection. 5.5 DRAINAGE 5.5.1 SURFACE Final exterior grades should promote free and positive drainage away from the building area. Water must not be allowed to pond or collect adjacent to foundations or within the immediate building area. For non -pavement locations, RGI recommends providing a minimum drainage gradient of 3 percent for a minimum distance of 10 feet from the building perimeter. In paved locations, a minimum gradient of 1 percent should be provided unless provisions are included for collection and disposal of surface water adjacent to the structure. 5.5.2 SUBSURFACE RGI recommends installing perimeter foundation drains, Typical details are shown on Figure 3. The foundation drains and roof downspouts should be tightlined separately to an approved discharge facility. Subsurface drains must be laid with a gradient sufficient to promote positive flow to a controlled point of approved discharge. 5.6 UTILITIES Utility pipes should be bedded and backfilled in accordance with American Public Works Association (APWA) specifications. For site utilities located within the right-of-ways, bedding and backfill should be completed in accordance with City of Edmond specifications. At a minimum, trench backfill should be placed and compacted as structural fill, as described in Section 5.2.5. Where utilities occur below unimproved areas, the degree of compaction can be reduced to a minimum of 90 percent of the soil's maximum density as determined by the referenced ASTM standard. As noted, onsite excavated soils without organics and silt can be used as backfill only if the soil is near the optimum moisture content. Imported structural fill should be used for trench backfill if the construction occurs in wet winter months. THE RILEY GROUP, INC. 1 1 1 1 I I 1 1 Geotechnical Engineering Report I I May 4, 2012 Proposed Edmonds McDonald's RGI Project No. 2012-198 5.7 PAVEMENTS Pavement subgrades should be prepared as described in section 5.2 of this GER and as discussed below. Regardless of the relative compaction achieved, the subgrade must be firm and relatively unyielding before paving. This condition should be verified by proofrolling with heavy construction equipment or hand probe by inspector. With the pavement subgrade prepared as described above, RGI recommends the following pavement sections for parking and drive areas paved with flexible asphalt concrete surfacing. ➢ For heavy truck traffic areas: 4 inches of asphalt concrete (AC) over 8 inches of crushed rock base (CRB) ➢ For general parking areas: 3 inches of AC over 6 inches of CRB The asphalt paving materials used should conform to the Washington State Department of Transportation (WSDOT) specifications for Hot Mix Asphalt Class '/2 inch and CRB surfacing ➢ For drive-thru areas: 5 inches of concrete over 6 inches of CRB Long-term pavement performance will depend on surface drainage. A poorly -drained pavement section will be subject to premature failure as a result of surface water infiltrating into the subgrade soils and reducing their supporting capability. For optimum pavement performance, surface drainage gradients of no less than 2 percent are recommended. Also, some degree of longitudinal and transverse cracking of the pavement surface should be expected over time. Regular maintenance should be planned to seal cracks when they occur. 6.0 Additional Services RGI is available to provide further geotechnical consultation throughout the design phase of the project. RGI should review the final design and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and incorporated into project design and construction. RGI is also available to provide geotechnical engineering and construction monitoring services during construction. The integrity of the earthwork and construction depends on proper site preparation and procedures. In addition, engineering decisions may arise in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of this scope of work. If these services are desired, please let us know and we will prepare a proposal. I THE RILEY GROUP, INC. Geotechnical Engineering Report 12 May 4, 2012 Proposed Edmonds McDonald's RGI Project No. 2012-198 7.0 Limitations This GER is the property of RGI, McDonald's USA, LLC, and their designated agents. Within the limits of the scope and budget, this GER was prepared in accordance with generally accepted geotechnical engineering practices in the area at the time this GER was issued. This GER is intended for specific application to the Proposed Edmonds McDonald's project at 10124 Edmonds Way in Edmonds, Washington, and for the exclusive use of McDonald's USA, LLC and its authorized representatives. No other warranty, expressed or implied, is made. Site safety, excavation support, and dewatering requirements are the responsibility of others. The scope of services for this project does not include either specifically or by implication any environmental or biological (for example, mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, RGI can provide a proposal for these services. The analyses and recommendations presented in this report are based upon data obtained from the test exploration performed onsite. Variations in soil conditions can occur, the nature and extent of which may not become evident until construction. If variations appear evident, RGI should be requested to reevaluate the recommendations in this GER prior to proceeding with construction. It is the client's responsibility to see that all parties to the project, including the designers, contractors, subcontractors are made aware of this GER in its entirety. The use of information contained in this GER for bidding purposes should be done at the contractor's option and risk. 1 f 11 L� 1 1 THE RILEY GROUP, INC. 0 n rK%S ■ L a a �' ar e +sue �■,t� �/- _ _ .+ '.,. _ „�; � + #. , t vue ber s Or 011L + ( + i ■ i y ; , c. ee .. ":� <• ■ ;. a si 1 ;7Q1P J,.' =Tank lit . ■.: 0�. - ;o T7Jr , k tf � Qb , of � � � .'t � f • r ■ fa. . k a * � .v �«�" �~ `• `. L f }. .,•: USGS, 1978, Edmonds West, Washington Approximate Scale: V=1000' USGS, 1981, Edmonds East, Washington 7.5-Minute Quadrangle 0 500 1000 2000 N The Riley Group, Inc. Proposed Edmonds McDonald's Figure 1 17522 Bothell WayNortheas Suite A RGI Project Number Date Drawn: � Site Vicinity Map Bothell, Washington 98011 2012-198 1 05/2012 191 Phone: 425.415.0551 ♦ Fax: 425.415.0311 Address: 10124 Edmonds Way, Edmonds, Washington 98020 a -9409 'Pwaw - - d 0 B-1 2Yfi V2 ® 15 B--2@ • . 15 � N b'9'41• W - - - - - - - - - - - - EDMONDS WAY tX5TM »E NW01A4TE . + . . .. -- ;. •� ' : ••'``+NEW �� - �ti'' �B-9�• ..,�. -.�,• .�:;� art MCDONALDS RESTAURANT E- • �.` 4967 B-5 l i 9!4' 1 I • q ;'ey4A q! 3,900 SQ..FT. 11,2 U4' MM M = i1v INS ® a b VMV* RXX ROOM* rWt Q5 = B-1 to B-9 Test Borings Performed by RGI on 04/27/12. Drawn from Freihelt & Ho Architects, Site Sketch - Option A. T The Riley Group, Inc. 17522 Bothell Way Northeast, Suite A Bothell, Washington 98011 Phone: 425.415.0551 ♦ Fax: 425.415.0311 12 M Snw&M—\ Approximate Scale: 1 "=40' Ito. 0 20 40 80 N Proposed Edmonds McDonald's Figure 2 RGI Project Number FDateDrawn: Geotechnical Exploration Plan2012-198 2012 Address: 10124 Edmonds Way, Edmonds, Washington 98020 Building Slab QO e .a a °• '40 ' X\/X\// A .. •.Compacted ° r... Structural r� Back Filter Fabric 4. 0 0 O �� ° ° a d' 0 \� ° A ° e d 4" Perforated Pipe 3/4" Washed Rock or Pea Gravel Not to Scale The Riley Group, Inc. Proposed Edmonds McDonald's I Figure # T ate17522 Bothell Way Northeast, Suite A RGI Project Number Typical Footing Drain DetailDrawn: Bothell, Washington 98011 2012-198 05/2012 Phone: 425.415.0551 ♦ Fax: 425.415.0311 Address: 10124 Edmonds Way, Edmonds, Washington 98020 Geotechnical Engineering P y Report May 4, 20/2 Proposed Edmonds McDonald's RGI Project No. 20/2-198 ' APPENDIX A ' FIELD EXPLORATION AND LABORATORY TESTING On April 27, 2012, RGI performed field explorations using a track -mounted drill rig. RGI explored subsurface soil conditions at the site by observing the drilling of nine borings to a maximum depth of 26.5 feet below existing grade. The boring locations are shown on Figure 2. The boring locations were approximately determined by measurements from existing property lines and paved roads. ' A geologist from our office conducted the field exploration and classified the soil conditions encountered, maintained a log of each test exploration, obtained representative soil samples, and observed pertinent site features. All soil samples were visually classified ' in accordance with the Unified Soil Classification System (USCS) described behind this page. Representative soil samples obtained from the explorations were placed in closed ' containers and taken to our laboratory for further examination and testing. As a part of the laboratory testing program, the soil samples were classified in our in house laboratory based on visual observation, texture, plasticity, and the limited laboratory testing described below. Moisture Content Determinations Moisture content determinations were performed in accordance with ASTM D2216-10 Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass (ASTM D2216) on representative samples obtained from the ' exploration in order to aid in identification and correlation of soil types. The moisture content of typical sample was measured and is reported on the boring logs. ' Grain Size Analysis I 1 A grain size analysis indicates the range in diameter of soil particles included in a particular sample. Grain -size analyses for the greater than 75 micrometer portion of the samples were performed in accordance with ASTM D422 Standard Test Methods for Particle -Size Analysis of Soils (ASTM D422) on five of the samples. THE RILEY GROUP, INC. Project Name: Proposed Edmonds McDonald's W goring No.: B-1 Project Number: 2012-198 Sheet 1 of 1 Client: McDonald's USA LLC Date(s) Drilled: 4/27/2012 Logged By: EW Surface Conditions: Asphalt Drilling Method(s): Hollow Stem Auger Drill Bit Size/Type: Total Depth of Borehole: 9 feet bgs Drill Rig Type: Rubber Track Drill Rig Drilling Contractor: Boretec Approximate n/a Surface Elevation: Groundwater Level Not Encountered ATD and Date Measured: Sampling Method(s): SPT Hammer Data: 140 lb, 30 in drop, rope and t cathead Borehole Backfill: Bentonite Chips Location: 10124 Edmonds Way, Edmonds, Washington 17522 Bothell Way NE, Bothell, WA 98011 1838 South Washington Street, Kennewick, WA 99337 Project Name: Proposed Edmonds McDonald's Boring No.: B-2 Project Number: 2012-198 Sheet 1 of 1 Client: McDonald's USA LLC W, Date(s) Drilled: 4/27/2012 Logged By: EW Surface Conditions: Asphalt Drilling Method(s): Hollow Stem Auger Drill Bit Sizerrype: Total Depth of Borehole: 9 feet bgs Drill Rig Type: Rubber Track Drill Rig Drilling Contractor: Boretec Approximate n/a Surface Elevation: Groundwater Level Not Encountered ATD and Date Measured: Sampling Method(s): SPT Hammer Data: 140 lb, 30 in drop, rope and cathead Borehole Backfill: Bentonite Chips Location: 10124 Edmonds Way, Edmonds, Washington 17522 Bothell Way NE, Bothell, WA 98011 1838 South Washington Street, Kennewick, WA 99337 Project Name: Proposed Edmonds McDonald's Boring No.: B-3 Project Number: 2012-198 Sheet 1 of 1 Client: McDonald's USA LLC T, Date(s) Drilled: 4/27/2012 Logged By: EW Surface Conditions: Asphalt Drilling Method(s): Hollow Stem Auger Drill Bit Size/Type: Total Depth of Borehole: 16.5 feet bgs Drill Rig Type: Rubber Track Drill Rig Drilling Contractor: Boretec Approximate n/a Surface Elevation: Groundwater Level Not Encountered ATD and Date Measured: Sampling Method(s): SPT Hammer Data: 140 lb, 30 in drop, rope and t cathead Borehole Backfill: Bentonite Chips F Location: 10124 Edmonds Way, Edmonds, Washington 17522 Bothell Way NE, Bothell, WA 98011 1838 South Washington Street, Kennewick, WA 99337 Project Name: Proposed Edmonds McDonald's goring No.: B-4 Project Number: 2012-198 Sheet 1 of 1 Client: McDonald's USA LLC dr, Date(s) Drilled: 4/27/2012 Logged By: EW Surface Conditions: Asphalt Drilling Method(s): Hollow Stem Auger Drill Bit Size/Type: Total Depth of Borehole: 16.5 feet bgs Drill Rig Type: Rubber Track Drill Rig Drilling Contractor: Boretec Approximate n/a Surface Elevation: Groundwater Level Not Encountered ATD and Date Measured: Sampling Method(s): SPT 140 lb, 30 in drop, rope and Hammer Data: cathead Borehole Backfill: Bentonite Chips Location: 10124 Edmonds Way, Edmonds, Washington 17522 Bothell Way NE, Bothell, WA 98011 1838 South Washington Street, Kennewick, WA 99337 Project Name: Proposed Edmonds McDonald's goring No.: B-5 Project Number: 2012-198 Sheet 1 of 1 Client: McDonald's USA LLC Date(s) Drilled: 4/27/2012 Logged By: EW Surface Conditions: Asphalt Drilling Method(s): Hollow Stem Auger Drill Bit Sizerrype: Total Depth of Borehole: 16.5 feet bgs Drill Rig Type: Rubber Track Drill Rig Drilling Contractor: Boretec Approximate n/a Surface Elevation: Groundwater Level Not Encountered ATD and Date Measured: Sampling Method(s): SPT Hammer Data: 140 lb, 30 in drop, rope and cathead Borehole Backfill: Bentonite Chips Location: 10124 Edmonds Way, Edmonds, Washington 17522 Bothell Way NE, Bothell, WA 98011 1838 South Washington Street, Kennewick, WA 99337 Project Name: Proposed Edmonds McDonald's K Boring No.: B-6 Project Number: 2012-198 Sheet 1 of 1 Client: McDonald's USA LLC Date(s) Drilled: 4/27/2012 Logged By: EW Surface Conditions: Asphalt Drilling Method(s): Hollow Stem Auger Drill Bit Size/Type: Total Depth of Borehole: 16.5 feet bgs Drill Rig Type: Rubber Track Drill Rig Drilling Contractor: Boretec Approximate n/a Surface Elevation: Groundwater Level Not Encountered ATD and Date Measured: Sampling Method(s): SPT Hammer Data: 140 lb, 30 in drop, rope and cathead Borehole Backfill: Bentonite Chips Location: 10124 Edmonds Way, Edmonds, Washington 17522 Bothell Way NE, Bothell, WA 98011 1838 South Washington Street, Kennewick, WA 99337 Project Name: Proposed Edmonds McDonald's goring No.: B-7 Project Number: 2012-198 Sheet 1 of 1 Client: McDonald's USA LLC Date(s) Drilled: 4/27/2012 Logged By: EW Surface Conditions: Asphalt Drilling Method(s): Hollow Stem Auger Drill Bit Size/Type: Total Depth of Borehole: 9 feet bgs Drill Rig Type: Rubber Track Drill Rig Drilling Contractor: Boretec Approximate n/a Surface Elevation: Groundwater Level Not Encountered ATD and Date Measured: Sampling Method(s): SPT Hammer Data : 140 lb, 30 in drop, rope and cathead Borehole Backfill: Bentonite Chips Location: 10124 Edmonds Way, Edmonds, Washington c� J m Ma w y a) o a 0)IY C w � DI Z. >. J ' G1 N G a-. N (0 U N > n E E E 3 v U n y w (n in U) n tY � 0 MATERIAL DESCRIPTION o spnalt 2.5 asphalt over crushed rock base SP-SM . Gray gravelly SAND with some silt, dense, moist 10.7% fines 32 T4� SP-SM . Reddish brown SAND with some silt, dense, moist to wet 5 Tan SAND with trace silt, medium dense, moist SP 22 Occasional 1/4" bed of silty sand with iron oxide staining 10.1 Becomes moist to wet 27 1 Contains interbeds of clean sand and silty sand 16.8 Boring terminated at 9.0 feet. No groundwater encountered. t0 L 20 30 The Riley Group, Inc. 17522 Bothell Way NE, Bothell, WA 98011 1838 South Washington Street, Kennewick, WA 99337 Project Name: Proposed Edmonds McDonald's W goring No.: B-8 Project Number: 2012-198 Sheet 1 of 1 . Client: McDonald's USA LLC Date(s) Drilled: 4/27/2012 Logged By: EW Surface Conditions: Asphalt Drilling Method(s): Hollow Stem Auger Drill Bit Size/Type: Total Depth of Borehole: 9 feet bgs Drill Rig Type: Rubber Track Drill Rig Drilling Contractor: Boretec Approximate n/a Surface Elevation: Groundwater Level Not Encountered ATD and Date Measured: Sampling Method(s): SPT Hammer Data : 140 lb, 30 In drop, rope and cathead Borehole Backfill: Bentonite Chips Location: 10124 Edmonds Way, Edmonds, Washington 17522 Bothell Way NE, Bothell, WA 98011 1838 South Washington Street, Kennewick, WA 99337 Project Name: Proposed Edmonds McDonald's /� goring No.: B-9 Project Number: 2012-198 Sheet 1 of 1 Client: McDonald's USA LLC Date(s) Drilled: 4/27/2012 Logged By: EW Surface Conditions: Asphalt Drilling Method(s): Hollow Stem Auger Drill Bit Sizerrype: Total Depth of Borehole: Drill Rig Type: Rubber Track Drill Rig Drilling Contractor: Boretec Approximate n/a Surface Elevation: Groundwater Level Not Encountered ATD and Date Measured: Sampling Method(s): Hammer Data: 140 lb, 30 in drop, rope and cathead [Borehole Backfill: Bentonite Chips Location: 10124 Edmonds Way, Edmonds, Washington 17522 Bothell Way NE, Bothell, WA 98011 1838 South Washington Street, Kennewick, WA 99337 Project Name: Proposed Edmonds McDonald's /"�- Key to Log of Boring Project Number: 2012-198 Client: McDonald's USA LLC Sheet 1 of 1 3 W Ma N e1 y IX o E c o 2 !t N Q N C/) J U � �. N w o N in in a IY � m a MATERIAL DESCRIPTION g COLUMN DESCRIPTIONS M Elevation (feet): Elevation (MSL, feet). © Recovery (%): Core Recovery Percentage is determined based on �21 Depth (feet): Depth in feet below the ground surface. a ratio of the length of core sample recovered compared to the 3 Sample Type: Type of soil sample collected at the depth interval cored interval length. shown. F71 USCS Symbol: USCS symbol of the subsurface material. B4 Sample ID: Sample identification number. 8 Graphic Log: Graphic depiction of the subsurface material 5 Sampling Resistance, blows/ft: Number of blows to advance driven encountered. sampler one foot (or distance shown) beyond seating interval 9� MATERIAL DESCRIPTION: Description of material encountered. using the hammer identified on the boring log. May include consistency, moisture, color, and other descriptive text. ® Moisture (%): Moisture, expressed as a water content. FIELD AND LABORATORY TEST ABBREVIATIONS CHEM: Chemical tests to assess corrosivity COMP: Compaction test CONS: One-dimensional consolidation test LL: Liquid Limit, percent MATERIAL GRAPHIC SYMBOLS ■ Asphaltic Concrete (AC) AF Silty SAND (SM) • ,_II Poorly graded SAND (SP) TYPICAL SAMPLER GRAPHIC SYMBOLS Shelby Tube (Thin -walled, fixed head) i Auger sampler Bulk Sample I�I3-inch-OD California w/ brass rings GENERAL NOTES CME Sampler Continuous Core Sampler Grab Sample '2.5-inch-OD Modified California w/ brass liners PI: Plasticity Index, percent SA: Sieve analysis (percent passing No. 200 Sieve) UC: Unconfined compressive strength test, Qu, in ksf WA: Wash sieve (percent passing No. 200 Sieve) N"...' i Poorly graded SAND with Silt (SP-SM) Pitcher Sample 2-inch-OD unlined split spoon (SPT) / Shelby Tube (Thin -walled, fixed head) OTHER GRAPHIC SYMBOLS Water level (at time of drilling, ATD) Water level (after waiting) Minor change in material properties within a stratum - Inferred/gradational contact between strata —?- Queried contact between strata 1: Sod classifications are based on the Unified Soil Classification System. Descriptions and stratum lines are interpretive, and actual lithologic changes may be gradual. Field descriptions may have been modified to reflect results of lab tests. 2: Descriptions on these logs apply only at the specific boring locations and at the time the borings were advanced. They are not warranted to be representative of subsurface conditions at other locations or times. The Riley Group, Inc. 17522 Bothell Way NE, Bothell, WA 98011 1838 South Washington Street, Kennewick, WA 99337 THE RILEY GROUP, INC. �. 17522 Bothell Way NE Bothell, WA 98011 PHONE: (425) 415-0551 FAX: (425) 415-0311 Ll GRAIN SIZE ANALYSIS - PROJECT TITLE Proposed EdmondsMcDonald's PROJECT NO. 2012-198 1 TECH/DATE ELW 04/30/12 WATER CONTENT (Delivered Moisture) Wt Wet Soil & Tare (gm) (wl) 327.80 Wt Dry Soi I & Tare (gm) (w2) 307.30 Weight of Tore (gm) (w3) 13.90 Weight of Water (gm) (w4=wl-w2) 20.50 Weight of Dry Soil (gm) (w5=w2-w3) 293.40 Moisture Content % w4/w5)" 100 6.99 % COBBLES % C GRAVEL % F GRAVEL % C SAND % M SAND % F SAND % FINES m % TOTAL D10 (mm) D30 (mm) D60 (mm) Cu Cc 100 % 90 80 P 70 A 60 S 50 S 40 1 30 N 20 G 10 0 0.00 0.00 1.53 1.53 27.57 58.90 10.46 100.00 0.075 0.2 0.35 4.7 1.5 12.0' 3.0' 2.6 2.9 1.5 1.(Y 0.76 0.59 0.375 #1( #2( #4( #6( #10( #20( PAN C 136 SAMPLE ID/TYPE B-9 SAMPLE DEPTH 10.01 Weight Of Sample (gm) Tare Weight (gm) (W6) Total Dry Weight (gm) SI EVE ANALYST S Cumulative Wt Ret Wt-Tare)(%Retained) % PASS +Tae t rwt ratw6i* 1 ooi (100-%ram) •1 1 11 1 11 11 11 •1 1 11 I IJ 11 11 •1 1 11 1 11 11 I1 •1 1 11 1 11 11 11 1 1 • • 1 11 11 1 11 1000 100 10 1 0.1 Grain size in millimeters DESCRIPTION SAND with some silt Descri otive Terms trace 0 to 5% little 5to 12% USCS SP-SM some 12 to 30% and 30 to 50% 307.30 13.90 293.40 cobbles coarse gravel coarse gravel coarse gravel coarse gravel coarse gravel Fi ne gravel 1 ne gravel `i ne gravel coarse sand nedium sand nedium sand 1ne sand `i ne sand :i ne sand ines At/clay 0.01 0.001 The Riley Group, Inc. THE RILEY GROUP, INC. 17522 Bothell Way NE Bothell, WA 98011 PHONE: (425) 415-0551 FAX: (425) 415-0311 IIASTM D 429' D 221RAIN 71 D 1 40. C ANALYSISZE . D 422. C 136 II PROJECT TITLE Proposed Edmonds McDonald's PROJECT NO. 2012-198 TECH/DATE ELW 04/30/12 WATER CONTENT (Delivered Moisture) Wt Wet Soil & Tare (gm) (wl) 249.70 Wt Dry Soi I & Tare (gm) (w2) 233.10 Weight of Tare (gm) (w3) 14.10 Weight of Water (gm) (w4--wl-w2) 16.60 Weight of Dry Soil (gm) (w5=w2-w3) 219.00 Moisture Content (%) (w4tw5) • 100 7.58 • COBBLES • C GRAVEL % F GRAVEL % C SAND • M SAND • F SAND • FINES • TOTAL D10 (mm) D30 (mm) D60 (mm) Cu Cc 0.00 12.Y 3.0" 2.6 2.0" 1.6 1.a 0.76' 0.50" 0.376 #4 #1C #2( #4( #6C 0.00 32.15 15.89 22.51 18.72 10.73 100.00 0.075 0.43 3 40.0 0.8 #10C #20C PA N 100 % 90 80 P 70 A 60 S 50 S 40 1 30 N 20 G 10 0 SAMPLE I D/TYPE B-7 1 1 '1, SAMPLE DEPTH 2.5! Weight Of Sample (gm) Tare Weight (gm) (W6) Total Dry Weight (gm) SI EVE ANALYST S Cumulative WtRet -Tare (%Retained) %PASS +Tara r gun rrtnuAr I not (1 nn-%rpt) 1 11 1 11 11 11 1000 100 10 1 0.1 Grain size in millimeters DESCRIPTION Gravelly SAND with some silt DescriativeTerms trace 0 to 5% little 5to12% USCS SP-SM some 12 to 30% and 30 to 50% 233.10 14.10 219.00 cobbles ooarse gravel ooarse gravel coarse gravel coarse gravel coarse gravel fi ne gravel fi ne gravel fi ne gravel coarse sand Tnedi um sand medium sand fi ne sand fi ne sand fine sand fines ilUday 0.01 0.001 11 The Riley Group, Inc. THE RILEY GROUP, INC. �. 17522 Bothell Way NE Bothell, WA 98011 PHONE: (425) 415-0551 FAX: (425) 415-0311 1 GRAIN SIZE ANALYSIS ASTM D A21 D 2217 D 11AA C 117 D PROJECT TITLE Proposed Edmonds McDonald's PROJECT NO. 2012-198 TECH/DATE ELW 04/30/12 WATER CONTENT (Delivered Moisture] Wt Wei Soil & Tare (gm) (wl) 371.70 Wt Dry Soil & Tare (gm) (w2) 336.90 Weight of Tare (gm) (w3) 13.90 Weight of Water (gm) (w4=wl-w2) 34.80 of Dry Soil (gm) (w5=w2-w3) 323.00 'Weight M of sture Content % w4/w5.100 10.77 COBBLES % C GRAVEL % F GRAVEL % C SAND % M SAND % F SAND % FINES % TOTAL D10 (mm) D30 (mm) D60 (mm) Cu Cc . 100 % 90 80 P 70 A 60 S 50 S 40 I 30 N 20 G 10 0 0.00 0.00 2.63 2.82 25.85 .59 8.11LE60 00.00 0.1 0.2 0.37 3.7 1.1 12.0 3.0 2.6 2.(7 1.6 1.a 0.75 0.50' 0.376 ffi #1( #2( #4( #6( #10( #20( PAN C 136 SAMPLE I D/TYPE B-5 SAMPLE DEPTH 5.0 Weight Of Sample(gm) Tare Weight (gm) (W6) Total Dry Weight (gm) Sl EVE ANALYST S Cumulative Wt Ret Wt-Tare (%Retained) % PASS +Tare r (wt rd/w6)' 1 oai (1 M%rF0 •1 - 1 11 1 11 11 11 •1 1 11 1 11 11 11 • 1 1 11 1 11 IJ 11 •1 1 IJ 1 11 11 11 . •1 11 11 11 1 11 1000 100 10 1 0.1 Grain size in millimeters DESCRIPTION Sand with some silt Descriptive Terms trace 0 to 5% little 5to 12% USCS SP-SM j some 12 to 30% and 30 to 50% cobbles ooarse gravel coarse gravel coarse gravel coarse gravel coarse gravel fine gravel fi ne gravel fi ne gravel coarse sand Ttedium sand nedi um sand i ne sand 1 ne sand `i ne sand `i nes iltlday 0.01 0.001 The Riley Group, Inc. THE RILEY GROUP, INC. 17522 Bothel I Way NE Bothell, WA 98011 PHONE: (425) 415-0551 FAX: (425) 415-0311 ASTM D 421, D 2217. D 1140. C 117. D 422. C 136 PROJECT TITLE Proposed Edmonds. McDomld's PROJECT NO. 2012-198 TECH/DATE ELW 04/30/12 WATER CONTENT (Delivered Moisture) Wt Wet Soil & Twe(gm) (wl) 285.70 Wt Dry Soi I & Tare (gm) (w2) 254.30 Weight of Tare (gm) (w3) 13.90 Weight of Water (gm) (w4=wl-w2) 31.40 Weight of Dry Soil (gm) (w5--w2-w3)1 240.40 Moisture Content (%) (w4tw5l*1001 13.06 % COBBLES % C GRAVEL % F GRAVEL % C SAND • M SAND • F SAND % FINES % TOTAL D10 (mm) D30 (mm) D60 (mm) Cu Cc 0.00 12.CM' 3.9' 2.5" 2.(Y' 1.5" UY, 0.76' 0.5Y' 0.376' #4 #1C #2C #4C #6C 0.00 10.40 7.28 23.67 33.99 24.67 100.00 #10C #20C PA N 100 % 90 80 P 70 A 60 S 50 S 40 I 30 N 20 G 10 0 11 SAMPLE I D/TYPE B-2 I I SAMPLE DEPTH 2.5' Weight Of Sample (gm) Tare Weight (gm) (W6) Total Dry Weight (gm) SI EVE ANALYSIS Cumulative Wt Ret -Tare (%Retained) % PASS +Toe ( (wt rettwW 1001 (100-%ret) 1000 100 10 1 0.1 Grain size in millimeters DESCRIPTION Silty SAND with traoegravel DescriptiveTerms trace 0 to 5% little 5to12% USCS SM some 12 to 30% and 30 to 50% 254.30 13.90 240.40 gobbles coarse gravel coarse gravel coarse gravel coarse gravel coarse gravel fi ne gravel fi ne gravel `i ne gravel coarse sand Tedium sand redi um sand fi ne sand fi ne said fi ne sand fi nes jIUday 0.01 0.001 1 1 The Riley Group, Inc. I 1 The Riley Group, Inc. November 14, 2012 Mr. Brian Mattson McDonald's USA, LLC 12131-1131h Avenue NE, Suite 103 Kirkland, WA 98034 Subject: Geotechnical Report Addendum — Onsite Infiltration Study Proposed Edmonds McDonald's 46-0084 t, 10124 Edmonds Way Edmonds, Was 98020 RGI Project No. 2012-198 References: 1. Geotechnical Engineering Report, Proposed Edmonds McDonald's., Project No. 2012-198, prepared by The Riley Group, Inc. dated May 4,.2012. 2.2010 Snohomish County Drainage a Manual Volume III Dear Mr. Mattson: As requested, The Riley Group, Inc. (RGI) is ;providing this letter summarizing our explorations and testing and recommendations for the design of' the proposed infiltration system at the site. RGI previously prepared the referenced geotechnical engineering report for the site development. Project Description Based on our review of the Conceptual Site Sketch prepared by Pac Land Engineering & Development Consulting Services on October 29, 2012, RGI understands that the onsite infiltration system will be located in the northeastern portion of the parking area. The proposed infiltration system includes an infiltration gallery and a rain garden. Figure 1 shows the proposed infiltration systems and our test pit locations. Subsurface Information On November 8, 2012, an RGI representative observed the excavation of five test pits and performed five infiltration tests. The infiltration tests were performed .at 6 feet below ground surface in Test Pit. TP-1 of the infiltration gallery area and at 12 inches in the Test Pits TP-2 to TP-5 at proposed rain garden area. The soils encountered at the infiltration depth were sand with trace of silt and gravel. No groundwater was encountered the test pits during our infiltration test. Field Infiltration and Laboratory Testing The field tests were performed in general accordance with the falling head percolation test procedure (Onsite Wastewater Treatment and Disposal Systems, EPA, 1980). The following table summarizes our infiltration test results: if SERVING THE PACIFIC NORTHWEST North Paget Sound, Corporate Office Eastern Washington and Oregon Office 17522 Bothell Way NE, Suite A 1838 South Washington Street Bothell, Washington 98011 Kennewick, Washington. 99337 Phone 425.415.0551 • Fax 425.415.0311 Phone 509.586.4840 • Fax 509.58.6.4863 www.riley-ghatp.corn Proposed Edmonds McDonald's Page 2 November 14, 2012 Edmonds, Washington RGI Project No. 2012-198 tTest DepthMeasured'Rate?(m%hrj 212 TP-1 6 26 TP-2 1 3 TP-3 1 7 TP-4 1 6 TP-5 1 9 The measured field infiltration rate was 26 inches per hour in TP-1 and from 3 to .9 inches per hour TP-2 to TP-5. The actual measured infiltration rates cannot be used directly for system design. Other factors need to be considered for actual design rate. In addition to field test, RGI also evaluated the infiltration rate based on ASTM gradation testing. The result of grain size analysis indicates that the D10 size of TP-1 was approximately 0.15 mm and 0.075mm in TP-2 to TP-5. Based on Reference 2, the long-term infiltration rate is estimated approximately 3 inches per hour for TP-1 and 1.5 inches per hour for TP-2 to TP-5.. System Design Recommendations Based on the soil and groundwater conditions, RGI recommends that a design infiltration rate of 3 -inches per hour be used for the infiltration gallery and 1.5 inches per hour for the rain garden. RGI recommends that an overflow to appropriate discharge be included in the system design. We trust the. information presented is sufficient for your current needs. If you have any questions regarding this letter report or require additional information, please call us at (425) 415-0551. Sincerely yours, THE RILEY GROUP, INC. McL.Woods, PIG. Project Geologist EWIRW + Ricky R. Wang, Ph.D., P.E. Principal Engineer Attachments: Figure 1. Infiltration Test Location Test Pit Logs Grain Size Analysis THE RILEY GROUP, INC. THE NORTHEASTERLY Ririr D:• WAY MARQ.4 FOR STATE Mr, 0. I04 IiES 4O• NORHTEASM; T OF CLNTERUNE_ FOR A COIJBINDED TOTAL RIGHT OF WAY WDTH Of W. BENCHMARK rFNL. care UM TOP cF .-C. MOH. w GlX e1TN u_IN VON. C;SE NAIL ,! N 4pZ2'47' W_- BASIS OF BEARINGS _ _ ELM- xD'O4 684.E9' ti DATUM - NM1W / ASFHALT ROADWAY . my ZX7 $ >q . �aa>-a � EYI: t4'-Mtgii�•�---•�•�—OGSiING=�'$QQ-��-�: a�a------mac ? o- walmus'ariu 8`-� - T[f FiC RL1/Qy�p \r rymCD AlMt FND. PK.NA4 StlTH ' u WASHER OFFS! '` Y 1 •l O' r• r W. -J ��. _ _ __ _bpi - - -- - :D:•e?.iF'.� ice. �•_-. CWr-'. •i. • y _ - _ _ _ _ _ _ , _ rtF1 � aQ i C 4. :1: r - a` -'-'I`' • sari•..: '� - TP-5 _ �.:(y. iNEW i `� �� " f TP-2' , At:euA - :—:.TP 3 : , • . ;• r �: pI !o .1. 3.j.:a�.•. f•.`•`` '�Ir i-•" :./• Cf. _ •rL •• b 1--.Jti I �� 11185 SF O' •I i ' -� ,' .. __ k7 LA�TF4�j - ,{' t .I'�, ( ",Il!•. of! e '( { I - ��+' •• ' e..- �� tI..I� - p- T fffffffiifffA�LbSED DMGM 5 C' •� TP-1 r•.•.•.•.-.•. •.•.•. •.•.•:•.T.•..�'.. •.:.p .° .r-:I .: .:. `.•. :4Y f�:I•.•. •: 1 N C AIX s', '� ° - i �• i ) e`r'�'���'>w.t"3t".!'\.. ". :!P^.ti �a�.''� '� �'4•+�l.` '�''+i l •'cis T`I•« 't7"o' -•r �, e 4R(i�� to " a AN ti c I c 19II me, t . I I' 1 =aim s i (• s � ; =� f j PA: HWrAY FFAIANC OR` JNFILTL �TIONE Pr••RCEL 1 AREA - 83.011 So. FT-_ •_.,__�.� TAX ACCOUNT H= CM`IO7-LJ2-1OC2-D0 — O MO 0=07-cc2-mrDl - i. T AC._ 6' GY.�Org IFA m =7 FENCE AREA ABOVE ROCK WALL PARCEL NOT SURVEYED AT THE 2 REOUiS'i OF MCDONALDS TAX ACCOUNT oo OS. 0510 � OGS-04 �COFPCRA710N- SOUTNYFSTcTiLY UDC7 OF NORTHEASTERLY = TP-1 to TP-5 Test Pits for Infiltration Test. Infiltration test was performed at 6`bgs in TP-1 and 12" bgs. in TP2 and TP-5. Approximate Scale: 1"=40' Drawn from PacLand, Conceptual Site Sketch, dated 10/29/12. 0 20 40 80 N The Riley Group, Inc. Proposed Edmonds McDonald's Figure 1 17522 Bothell Way Northeast, Suite A RGI Project Number Date Drawn: Bothell, Washington 98011 2012-198 I ltration Test Locations 11/2012 Phone: 425.415.0551 ♦ Fax: 425A15.0311 Address: 10124 Edmonds Way, Edmonds, Washington 98020 Logged By: ELW Date: 11/8/12 Test Pit No. Depth (ft) Soil Description Notes TP-1 Surface 4" Asphalt over 6" crushed rock base 1- 2.5 Reddish brown silty SAND with some gravel, dense, moist. 2.5 - 4 Brown SAND with some silt and gravel, dense, moist; occasional cobbles. 4 - 9.5 Gray SAND with trace silt and gravel, very dense, moist Infiltration test, 1.9% fines at 6' 5.2% moisture 3.7% fines at 8' 9.6% moisture 3.8% fines at 9' 8.1 % moisture Terminated at 9.5 feet. No groundwater encountered. TP-2 I Surface Wood chips 0-1 Brown SAND with some silt and gravel, 8.4% moisture dense, moist. (FILL) - 9.9% fines Terminated at 1 foot. No groundwater encountered. TP-3 Surface Wood chips 0-1 Brown SAND with some silt and gravel., 9.0% moisture dense, moist. (FILL) = 8.5% fines Terminated at 1 foot. No groundwater encountered. TP-4 Surface Wood chips 0-1 Brown silty SAND with gravel, 5.9% moisture dense, moist. (FILL) -14.4% fines Terminated at 1 foot. No groundwater encountered. TP-5 Surface Wood chips 0-1 Brown SAND with some silt and gravel, 7.2% moisture dense, moist. (FILL) - 10.10/6 fines Terminated at 1 foot. No groundwater encountered. Edmond's McDonald's I The Riley Group, Inc. -T 17522 BOTHELL WAY NE, SUITE A Test Pit Logs BOTHELL, WASHINGTON 98011 Address: 10124 Edmonds Way, Edmonds, Washington THE RILEY GROUP, INC. 17522 Bothell Way NE Bothell, WA 98011 PHONE: (425) 415-0551 , FAX: (425) 415-0311 GRAIN SIZE ANALYSIS ASTM D 421, D 2217, D 1140, C 117, D 422, C 136 PROJECT TITLE Proposed Edntouds McDonald's PROJECT NO. 2012-198 TECH/DATE ELW 11/8/12 WATER CONTENT (Delivered Moisture) Wt Wet Soil & Tare (gm) (wl) 670.20 Wt Dry Soil & Tare (gm) (w2) 637.90 Weight of Tare (gm) (w3) 14.00 Weight of Water (gm) (w4=wl-w2) 32.30 Weight of Dry Soil (gm) (w5=w2-w3) 623.90 Moisture Content (%) (w4/w5)•100 5.18 % COBBLES % C GRAVEL % F GRAVEL % C SAND % M SAND % F SAND % FINES % 'TOTAL D10 (mm) D30 (mm) D60 (mm) Cu Cc 0.00 12.0" 3.0" 2.5" 2.0" 1.5" 1.0" 0.75' 0.50' 0.375' #4 #1( #2( #4( #6( 6.48 6.65 1.59 24.28 59.08 1.92 100.00 0.17 0.24 0.42 2.5 0.8 #10( #20( PAN 100 % 90 80 P 70 A 60 S 50 S 40 1 30 N 20 G 10 0 SAMPLE ID/TYPE TP-1 SAMPLE DEPTH 6' Weight Of Sample (gm) Tare Weight (gm) (W6) Total Dry Weight (gm) SIEVE ANALYSIS Cumulative Wt Ret (Wt-Tare) (%Retained) ° PASS .LTarP rr. i reuwhl•tnm (100-%ret) 14.00 0.00 0.00 100.00 1.4.00 0.00 0.00 100.00 14.00 0.00 0.00 100.00 54.40 40.40 6.48 93.52 73.70 59.70 9.57 90.43 95.90 81.90 13.13 86.87 105.80 91.80 14.71 85.29 257.30 243.30 39.00 61.00 603.90 589.90 94.55 5.45 625.90 611.90 98.08 1.92 637.90 623.90 100.00 0.00 1000 100 10 l 0.1 Grain size in millimeters DESCRIPTION SAND with trace silt and gravel Descriptive Terms trace 0 to 5% little 5 to 12% USCS Sl, some 12 to 30% and 30 to 50% 637.90 14.00 623.90 :obbles :parse gravel :parse gravel :oarse gravel .oarse gravel ;oarse gravel ine gravel ine gravel ine gravel :oarse sand medium sand medium sand fine sand fine sand Fine sand fines ;ilt/clay 0.01 0:001 The Riley Group, Inc. THE RILEY GROUP, INC. .17522 Bothell Way NE Bothell, WA 98011 1 II PROJECT TITLE PROJECT, NO. TECH/DATE Wt Wet Soil & Tarc (gin) Wt Dry Soil & Tare (gm) Weight of Tare (gm) Weight of Water (gm) 'Weight of Dry Soil (gm) Moisture Content (%) GRAIN SIZE ANALYSIS ASTMD421,D2217,D1140,C117,D422,C136 Proposed Edmonds McDonald's 2012-198 ELW 11/08/12 (wl) 51170 (w2) 469.80 (w3) 14.00 (w4=wl-w2) 43.90 (w5=w2-w3) 455.80 1w4/w5)*100 9.63 ' i % COBBLES % C GRAVEL % F GRAVEL % C SAND % M SAND % F SAND % FINES % TOTAL D10 (mm) D30 (mm) D60 (mm) Cu 0.00 12.0' 3.0' 2.5' 2.0' 1.5' 1.01 0.75'' 0.56'' 0.375' #4 #1C #2C #4C 0.00 6.04 0.09 23.91 72.22 '3.73. 100:00 0.15 0.2 0.33 2.2 Cc I 0.8 I #6C #10C #20C PAN PHONE: (425) 415.0551 FAX: (425) 415-0311 SAMPLE ID/TYPE TP-1 SAMPLE DEPTH 8' tal Weight Of Sample* Used For Sieve Corrected -For Hy osco is Moistur Weight Of Sample; (gm) 469M Tare Weight (gm) 1.4.00 WG Total Dry Wei ht. m 455.80 SIEVE ANALYSIS Cumulative Wt Ret Wt-Tare (%Retained) % PASS +Tare t(wt mthvhl*1001 (100-01nret) 1.4.00 0.00 0.00 100.00 14.00 0.00 0.00 100.00 14.00 0.00 0.00 100.00 14.00 0:00 0.00 100.00 14.00 0.00 0.00 100.00 14.20 0.20 0.04 99.96 14.60 0.60 0.13 99.87 123.60 109.60 '24.05 75.95 424:60 .410.60 90.68 9.92 452.80 438.80 96.27 3.73 469.80 455.80 100.00 0.00 1000 too 10 1 0.1 MGrain siie in millimeters _ DESCRIPTION SAND with trace silt Descriptive Terms trace 0 to 5% little 5 to 12% USCS SP some 12 to 30% and 30 to 50% :obbles -oarse gravel :oarse gravel :oarse gravel :oarse.gravel :oarse gravel Fine gravel fine gravel Fine gravel :oarse sand medium sand medium sand Fine sand Fine sand fine sand Ines ;ilt/clay 0.01 0.001 The Riley Group, Inc. THE RILEY GROUP, INC. 17522 Bothell Way NE Bothell, WA 98011 PHONE: (425) 415-0551 FAX: (425) 415-0311 II ASTMD42GRAIN SIZE ANALYSIS 1.D217.D11 0.0 17.D422.C136 II PROJECT TITLE Proposed Edmonds McDonald's PROJECT NO. 2012-198 rECH/DATE ELW 11/08/12 WATER CONTENT (Delivered Moisture) Wt Wet Soil & Tare (gm) (wl) 553.60 Wt Dry Soil & Tare (gm) (w2) 513.10 Weight of Tare (gm) (w3) 14.00 Weight of Water (gm) (w4=wl-w2) 40.50 Weight of Dry Soil (gm) (w5=w2-w3) 499:10 Moisture Content % w4/w5 "100 8.11 % COBBLES 0.00 12.0" % C GRAVEL 6.61 3.0" % F GRAVEL 1.80 2.5" % C SAND 0.48 2.0" % M SAND 21.50 1.5" % F SAND 65.82. 1.0" % FINES 3.79 0.75" % TOTAL 100.00 0.50" 0.375" D10 (mm) 0.15 #4 D30 (mm) 0.21 #10 D60 (mm) 0.37 #26 Cu 2.5 #40 Cc 0.8 #60 #100 #200 PAN 100 % 90 80 P 70 A 60 S 50 S 40 I 30 N 20 G 10 0 SAMPLE ID/TYPE TP-1 SAMPLE DEPTH 9' tal Weight Of Sample Used For Sieve Corrected For Hy osco is M Weight Of Sample (gm) Tare Weight (gm) W6 Total Dry Weight 513.1( 14.00 499.1( SIEVE ANALYSIS Cumulative Wt Ret Wt-Tare (%Retained o PASS +Tare t(wl ret/wM0100l (100-0/,)ret) 1.4.00 0.00 0.00 100.00 1.4.00 0.00 0.00 100.00 14.00 0.00 0.00 100.00 47.00 33.00 6.61 93.39 54.00 40.00 8.01 91.99 56.00 42.00 8.42 91.58 58.40 44.40 8.90 91.10 165.70 151.70 30.39 69.61 457.80 443.80 88.92 11.08 494.20 480.20 96.21 3.79 513.10 499.10 100.00 0.00 1000 100 10 1 0.1 Grain size in millimeters DESCRIPTION SAND with trace silt and gravel Descriptive Terms trace 0 to 5% little 5 to 12% USCS SP some 12 to 30% and 30 to 50% :obbles :oarse gravel :oarse gravel :oarse gravel :oarse gravel :oarse gravel fine gravel Fine gravel fine gravel :oarse sand medium sand medium sand dine sand 'inc sand fine sand 'fines ;ilt/clay 0.01 0.001 The Riley Group, Inc. THE RILEY GROUP, INC. 17522 Bothell Way NE Bothell, WA 98011 GRAIN SIZE ANALYSIS ASTM D 421, D 2217, D 1140, C 1172 D 422, C 136 PROJECT TITLE Proposed. Edmonds Mi NO. 2012-198 �PROJECT ! TECH/DATE ELW 11/8/12 WATER CONTENT (Delivered Moisture) Wt Wet Soil & Tare (gm) (WI) Wt Dry Soil & Tare (gm) (w2) Weight of Tare (gm) (w3) Weight of Water (gm) (w4=wl-w2) Weight of Dry Soil (gm) (w5=w2-w3) Moisture.Content (%) (w4/w5)'100 % COBBLES % C GRAVEL % r GRAVEL % C SAND % M SAND % F SAND % PINES % TOTAL D10 (mm) D30 (mm) D60 (mm) Cu Cc too 0/0 90 80 P 70 A 60 S 50 S 40 1 30 N 20 G 10 0 0.06 6.32 17.98 8.61 28.61 28.65 9.85 100.00 0.075 6.3 1.4 18.7 0.9 PHONE: (425) 415-0551 FAX: (425) 415-0311 's SAMPLE ID/TYPE T11-2 SAMPLE DEPTH 1' 581.90 538.10 14.10 43.80 524.00 8.36 12.0' 3.0' 2:5' 2.0' 1.5' 1.0' 0.75' 0.50' 0.375' #4 #1C #2C #4C #6C #10C #20C PAN Weight Of.Sample (gm) 538.10 Tare Weight (gm) 14.10 W6 Total Dry Weight m 524.00 SIEVE ANALYSIS. Cumulative Wt Re[ Wt-Tart (%Retained) %PASS +Tare 1(wt redw6)•1001 (100-%ret) 1.4.10 0.00 6.00 100.00 L4.1.0 0.00 0.00' 100.00 14.10 0.00 0.00 100.00 47.20 33.10 6.32 93.68 99.60 85.50 16.32 83.68 141.40 127.30 24.29 75.71 186.50 172.40 32.90 67.10 336.40 322.30 61.51 M.49 463.50 449.40 85.76 14.24 486.50 472.40 90.15 9.85 538.10 524.00 100.00 0.00 1000 100 10 1 0.1 Grain size in millimeters DESCRIPTION SAND with some silt and gravel Descriptive Terms trace 0 to 5% little 5 to 12% USCS SP-SM some 12 to 30% and 30 to 50% cobbles coarse gravel coarse gravel coarse gravel coarse gravel coarse gravel line gravel line gravel fine gravel coarse sand medium sand medium sand Fine sand Fine sand Fine sand Fines iilt/clay 0.01 0.001 The Riley Group, Inc. THE RILEY GROUP, INC. 17522 Bothell Way NE Bothell, WA 98011 PHONE: (425) 415.0551 FAX: (425) 415-0311 IIASTMD41GRAIN SIZE 1.D2 ANALYSIS 17.D11 0 C17.D422.C136 II PROJECT TITLE PROJECT NO. CECH/DATE Pro posed Edmonds McDonald's 2012-198. ELW 11/8/12 WATER CONTENT (Delivered Moisture) Wt Wet Soil & Tare (gm) (wl) Wt Dry Soil & Tare (gm) (w2) Weight of Tare (gm) (w3) Weight of Water (gm) (w4=wl -w2) Weight of Dry Soil (gm) (w5=w2-w3) Moisture Content % w4/w5 -100 . 480.70 442.10 14.00 38.60 428.10 9.02 % COBBLES % C GRAVEL % F GRAVEL % C SAND % M SAND % F SAND % FINES % TOTAL D10 (nun) D30 (mm) D60 (mm) Cu Cc 12.0' 3.0' 2.5' 2.0' 1.5' 1.0' 0.75' 0.50' 0.375' & #1( #2( #4( #6( 0.00 15.79 14.04 8.41 28.54 24.69 8.53 100.00 0.1. 0.36 1.9 19..0 0.7 #10( #20( PAN 100 % 90 80 P 70 A 60 S 50 S 40 1 30 N 20 G 10 0 SAMPLE ID/TYPE TP-3 SAMPLE DEPTH 1' Weight Of Sample (gm) Tare Weight (gm) Total Dry Weight (am) Cumulative Wt Re Wt-Ta a (%Retained) PASS +Tare Uwt ret/w61•1001 (100-%ret) 14.00 0.00 0.00 100.00 14.00 0.00 0.00 100.00 14.00 0.00 0.00 100.00 81.60 67.60 15.79 84.21 102.30 88.30 20.63 79.37 141.70 127.70 29.83 70.17 177.70 163.70 38.24 61.76 299.90 285.90 66.78 33.22 389.50 375.50' 87.71 12.29 405.60 391.60 91.47 8.53 442.10 428.10 100.00 0.00 1000 100 10 1 0.1 Grain size in millimeters DESCRIPTION SAND with some silt and gravel Descriptive Terms trace 0 to 5% little 5 to 12% USCS SP-SM some 12 to 30% and 30 to 50% 442.10 14.00 428.10 :obbles :oarse gravel coarse gravel :oarse gravel :oarse gravel :oarse gravel fine gravel One gravel fine gravel :oarse sand nedium sand nedium sand ,'ine sand One sand One sand fines ;ilt/clay 0.01 0.001 The Riley Group, Inc. THE RILEY GROUP, INC. 17522 Bothell Way NE Bothell, WA 98011 It GRAIN SIZE E ASTM D.421, D 2217, D 11 PROJECT TITLE Proposed Edmonds.McDonald's PROJECT NO. 2012-198 'TECH/DATE ELW 41221 WATER CONTENT (Delivered Moisture) Wt Wet Soil & Tare (gm) (wl) 55730 Wt Dry Soil & Tare (gm) (w2) 527.00 Weight of Tare. (gm) (w3) 14:30 Weight of Water (gm) (w4=wl-w2) 30.30. Weight of Dry Soil (gm) (w5=w2-w3) 51236 Moisture Content M w4/w5 •100 5.91 % COBBLES % C GRAVEL 0.00 3.10 12.0' 3.0' _ % F GRAVEL 22.47 2.5' C SAND 10.81 2:0' % M SAND 26.39 1.5' % F SAND 22.84 1.0' % FINES 14.39 0.75' %- TOTAL 100.00 0.50' 0.375' D10 (mm) 0.075 #4 D30 (mm) D60 (mm) 0.2 0.35 ##10 #20 Cu 4.7 #40 Cc 1.5 #60 #100 #200 PAN 100 % 90 80 P 70 A60 S 50 S 40 1 30 N 20 G 10 0 PHONE: (425) 415-0551 FAX: (425) 415-0311 C 117. D 422. C 136 -SAMPLE ID/TYPE TP-4 SAMPLE DEPTH >' Weight Of Sample (gm) Tare Weight (gm) SIEVE ANALYSIS Cumulative Wt Ret Wt-Tare (%Retained) o PASS +Tare ((wi ret/wW1001 (100-%tct) 14.30 0.00 0.00 100.00 1.4.30 0.00 0.00 100.00 14.30 0.00 0.00 100.00 30.20 15.90 3.16 96.90 86.30 72.00 14.04 85.96 145.40 '131.10 25.57 74.43 ,200.80 186.50 36.38 63.62 336.10 311.80 62.77 37.23 431.80 417.50 81.43 18:57 453.20 438.90 85.61 14.39 527.00 512.70. 100.00 0.00 1000 100 10 1 0.1 Grain size in millimeters DESCRIPTION Silty SAND with some gravel Descriptive Terms trace 0 to 5% little 5 to 12% USCS SM some 12 to 30% And 30 to 50% 527.00 14.30 512.70 nibbles coarse gravel ;oarse gravel .oarse gravel :oarse gravel. -oarse gravel line. gravel fine•gravel fine gravel coarse sand medium sand medium sand fine sand fine sand fine sand :fines silt/clay 0.01 0.001 The Riley Group, Inc. THE RILEY GROUP, INC.. 17522 Bothell Way NE Bothell, WA 98011 PHONE: (425) 415-0551 FAX: (425) 415-0311 IIGRAIN SIZE ANALYSIS ASTMD421.D2 17.D11 0 C17.D422.C136 II PROJECT TITLE Proposed Edmonds McDonald's PROJECT NO. 2012-198 TECH/DATE ELW 11/8/12 WATER CONTENT (Delivered Moisture) Wt Wet Soil & Tare (gm) (wl) 633.70 Wt Dry Soil & Tare (gm) (w2) 592.00 Weight of Tare (gm) (w3) 14.20 Weight of Water (gm) (w4=wl-w2) 41.70 Weight of Dry Soil (gm) (w5=w2-w3) 577.80 Moisture Content % w4/w5 '100 7.22 % COBBLES 0.00 12.0' % C GRAVEL 6.63 3.0' % F GRAVEL 23.30 2.5' % C SAND 10.37 2.0' % M SAND 27.31 1.5' % F SAND 22.27 1.0' % FINES 10.12 0.75' % TOTAL 100.00 0.50' 0.375' D10 (mm) 0.075 #4 D30 (mm) 0.38 #1( D60 (mm) 2 #2( Cu 26.7 #4( Cc 1.0 #6( #10( #20( PAN 100 % 90 80 P 70 A 60 S 50 S 40 1 30 N 20 G 10 0 SAMPLE ID/TYPE SAMPLE DEPTH Weight Of Sample (gm) 592.00 Tare Weight (gm) 14.20 W6 Total Dry Weight 577.80 SIEVE ANALYSIS Cumulative Wt Ret Wt-Tare (%Retained) % PASS +Tare rtm. a-firtnnt (inn-%.,ret) 14.20 0.00 0.00 100.00 14.20 0.00 0.00 100.00 14.20 0.00 0.00 100.00 52.50 38.30 6.63 93.37 129.70 115.50 10.99 80.01 187.10 172.90 29.92 70.08 247.00, 232.80 40.29 59.71 404.80 390.60 67.60 32.40 513.00 498.80 86.33 13.67 533.50 519.30 89.88 10.12 592.00 577.80 100.00 0.00 1000 100 10 1 0.1 Grain size in millimeters DESCRIPTION SAND with some silt and gravel Descriptive Terms trace 0 to 5% little 5 to 12% USCS Sl)-,SM--J some 12 to 30% and 30 to 50% 0.01 -obbles -oarse gravel -oarse gravel coarse gravel xarse gravel :oarse gravel fine gravel fine gravel Fine gravel :oarse sand nedium sand nedium sand 'ine sand 'ine sand 'ine sand Ines ;ilt/clay 0.001 The Riley Group, Inc. McDonald's Redevelopment Stormwater Site Plan Edmonds, WA Appendix B Operation and Maintenance Manual PACLAND 50127036 Appendix McDonald's Redevelopment Stormwater Site Plan Edmonds, WA The owner or operator of the project shall be responsible for maintaining the stormwater facilities in accordance with local requirements. Proper maintenance is important for adequate functioning of the stormwater facilities. Operations and maintenance guidelines are provided below. PACLAN D 5012 7036 Appendix McDonald's n Redevelopment Stormwater Site Pla n a Edmonds, WA NO.2 — INFILTRATION FACILITIES Maintenance Defect or Problem Conditions When Maintenance Is Noodod Results Expected When Component Maintenance Is Performed Site Trash and debris Any trash and debris which exceed 1 cubic fool Trash and debris cleared from site. per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materiels removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other Ulan a surface oil film. Gressigroundcover Grass or groundcover exceeds 18 inches in Grass or grwndcover mowed to a height. height no greater than 6 Inches. Infiltration Pond, Top or Side Slopes of Dam, Berm or Rodent holes Any evidence of rodent holes if facility is acting as a dam or berm, or any evidence of water piping through dam or berm via rodent holes. Rodents removed or destroyed and dam or berm repaired. Embankment Tree growth Tree growth threatens integrity of dams, berms or Trees do not hinder facility slopes, does not allow maintenance access, or parformance or malntenanoo interferes with maintenance activity. If trees are activities. not a threat to dam, berm, or embankment integrity or not interfering with access or maintenance, they do not need to be removed. Erosion Eroded damage over 2 inches deep where cause Slopes slabiized using appropriate of damage is still present or where there is erosion control measures. If erosion potential for continued erosion, Any erosion Is occurring on compacted slope, a observed on a compacted slope_ licensed civil engineer should be consulted to resolve source of erosion. Settlement Any part of a dam, bens or embankment that has settled 4 Inches lower than the dosign olovatien. Top or side slope restored to design dimensions. If settlement is significant, a licensed civil engineer should be consulted to determine the cause of the settlement. Infiltration Pond, Tank, Vault, Trench, Sediment accumulation If two Inches or more sediment is present or a percolation Last indicates facility is working at at Facility Infiltrates as designed. or Small Basin less than 90% of design. Storage Area Infiltration Tank Structure Plugged air vent Any blockage of the vent- Tank or vault treaty vents_ Tank bent out of shape Any part of lanklplpe Is bent out of shape more than 10% of its design shape. Tank repaired or replaced to design. Gaps between sections, damaged A gap wider than %.inch at the joint of any tank sections or any evidence of soil parUdes entering No water or soil entering tank through joints or walls. joints or cracks or the tank at a joint or through a wail. tears In wall infiltration Vault Structure Damage to wall, frame, bottom, andlor Cracks wider then %-inch, any evidence of soil entering the structure through cracks or qualified Vault is sealed and structurally sound. top slab inspection personnel determines that the vault is not structurally sound. IPACLAND 50127036 Appendix F LJ McDonald's Redevelopment Stormwater Site Plan Edmonds, WA I NO.2 - INFILTRATION FACILITIES Maintenance Defect or Problem Conditions When Maintenance Is Needed Results Expected When Component Maintenance Is Performed Inlet/Outlet Pipes Sediment Sediment tiling 20% or more of the pipe. InleUoullel pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inleVoullel No trash or debris in pipes. pipes (includes floatables and non-floatables). Damaged CracM wfder than X Inch at the joint of the No cracks more than %.Inch wide at mletfoutfet pipes or any evidence of sod entering the joint of the inletloutlet pipe. at the joints of the Inletloudet pipes. Access Manhole Coverilid not in place Covadllid is missing of only partially In place. Manhole access covered_ Any open manholo requires Immodlato maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper loots. not working maintenance person with proper tools. Botts cannot be seated, Self-locking coverAkl does not worl- CoverAld difficult to One maintenance person cannot remove CoverAld can be removed and remove covarAid after applying 80 tbs of lift. reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs, misatlgnmettl, rus4 or cracks. Ladder meals design standards. Allows maintenance person safe access. Large access Damaged or difficult Large access doors or plates cannot be Replace or repair access door so it doorsfplate to open opened/removed using normal equipment, can opened as designed. Gaps, doesn't cover Large access doors not flat and/or access Doors dose flat and covers access completely opening not completely covered, opening completely. Lifting Rings missing, Lifting rings not capable of lifting weight of door I Ifil g rings sufficient to lift or rusted or plela. remove door or plate. infiltratlon Pond, Plugged Filter bag more than'12 U. Replace fitter bag or redesign Tank. Vauft, Trendy, system. or Small Basin Fitter Bags Inflltralion Pond, Sediment 6" or more of sediment has accumulated. Pre -settling occurs as designed Tank, Vault, Trench, accumulation or Small Basin Pra- settling Ponds and Vaults Infiltration Pond, Plugged High water level on upstream side of filter Rock filter replaced evaluate need Rock Filter remains for extended period of time or little or no tot filter and remove if not water flows through filler during heavy rain necessary. storms. Infiltration Pond Rodr missing Only one layer of rock exists above native soil in Spillway restored to design Emergency Overflow area five square feel or larger, or arty exposure of standards. Spillway native soil at the top of out flow path of spillway. Rip -rep on inside slopes need not be replaced. Tree growth Tree growth Impedes flow or threatens stability of Trees removed. spillway_ PACLAND 50127036 Appendix McDonald's Redevelopment Stormwater Site Plan Edmonds WA p , NO. 5— CATCH BASINS AND MANHOLES Main ananco Defoct or Problom Condition When Mainlananco is Needed Results Expected When Component Maintenance Is Performed Structure Sediment Sediment exceeds 50% of the depth from the Sump of catch basin contains no bottom of the catch basin to the Invert of the sediment. lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe Into or out of the catch basin. Trash and debris Trash or debris of more than 'A cubic toot which No Trash or debris blocking or is located immediately In front of the catch basin potentially blocking entrance to opening or is blocking capacity of the catch basin catch basin. by more than 10%. Trash or debris In tho catch basin that oxeoods No trash or dobrls In the catch basin. '/,i the depth from the bottom of basin to invert the lowest pipe Into or out of the basin. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within catch basin. gases (e.g., methane). Deposits of garbage exceeding 1 cubic foot in No condition present which would volume. attract or support the breeding of insects or rodents. Damage to frame Comer of frame extends more than Y. inch past Frame Is even with curb. and/or top stab curb face Into the street (if applicable). Top stab has holes larger than 2 square Inches or Top slab is free of holes and cracks, cracks wlderthan /.inch. Frame riot sitting flush on top stab, i.e., Frame is sitting flush on top slab, separation of more than % Inch of the frame from the top slab. Cracks in wails or Cracks wider than % Inch and longer than 3 feet, Catch basin Is sealed and bottom any evidence of sail particles entering catch structurally sound_ basin through cracks, or maintenance person judges that catch basin Is unsound. Cracks wider than % inch and longer than 1 foot No cracks more then 'la inch wide at at the joint of any InletJoutiet pipe or any evidence the joint of IrdeVoutlet pipe, of soil particles entering catch basin through cracks. Settlement/ Catch basin has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 Inches out of alignment. standards. Damaged pipo joints Cracks wider than 1Ylnch at tho joint of tho No cracks more than %-Inch wido at inteVoutet pipes or any evidence of sod entering the joint of irdetloudet pipes. the catch basin at the joint of the Inlet/outlet pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline. Concrete sluffles or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. IrdeVOutlet Pipe Sediment Sediment filing 20% or more of the pipe, Irdetloutlet pipes dear of sediment. accumulation Trash and debris Trash and debris accumulated in Inletfoutlet No trash or debris in pipes. pipes (includes floatables and non-floatables). Damaged Cracks wider than VAnch at the joint of the No cracks more then'/, -inch wide at inleUoutlet pipes or any evidence of soil entering the joint of the Inlet/outlet pipe. at the joints of the inlelloutlet pipes. PACLAND 50127036 Appendix McDonald's Redevelopment Stormwater Site Plan Edmonds, WA NO.5 - CATCH BASINS AND MANHOLES Maintenance Defoct or Problom Condition When Maintenance is Needed Results Expected When Component Maintenance Is Performed Metal Grates Unsafe grate opening Grate with opening wider then 71. inch. Grate opening meets design (Catch Basins) standards. Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s) of the grate. Grate Is in place and meets design Any open structure requires urgent standards. maintenance_ Manhole CoverA.Id CoverAtd not In place Coverfild Is missing or only partially In place. CoverAid protects opening to Any open structure requires urgent structure. maintenance. Locking mechanism Mechanism cannot be opened.by one Mechanism opens with proper tools. Not Working maintenance person with proper tools. Bolts cannot be seated, Self-locking coverAid does not work. CoverAid difficult to One maintenance person cannot remove CoverAlid can be removed and Remove eoverAld after appytng 80 tbs. of Ilft. relnstalted by one maintenance parson. PACLAN D 5012 7.036 Appendix McDonald's Redevelopment Stormwater Site Plan Edmonds, WA NO. 21— STORMFILTER (CARTRIDGE TYPE) Maintenanco Component Defect or Problem Condition When Maintenance Is Needed Results Expected When Maintenance is Performed Site Trash and debris Any trash or debris which impairs the function of Trash and debris removed from the facility. fatality. Contaminants and pollution Any evidence of contaminants or pollution such as oils, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Life cycle System has not been Inspected for three years, Facility Is re -Inspected and any needed maintenance performed. Vault Treatment Area Sediment on vault floor Greater than 2 inches of sediment. Vault is free of sediment. Sediment on top of Greater than '% Inch of sediment Vault Is free of sediment. cartridges Multiple scum lines above top of cartridges Thick or multiple scum lines above top of cartridges. Probably due to plugged canisters or underdrain manifold. Cause of plugging corrected, canisters replaced if necessary. Vault Structure Damage to wall. Frame, Bottom, and/or Top Slab Cracks wider than %-inch and any evidence of soil parficles entering the amicture through the cracks, or qualified Inspection personnel Vault replaced or repaired to design specifcations. determines the vault is not structurally sound. Baffles damaged Baffles corroding, cracking warping, and/or Repair or replace baffles to shovAng signs of failure as deters ined by specification_ maintenancefinspection person. Filter Media Standing water in vault 9 Itches or greater of stalle water in the vault for more than 24 hours following a rain event and/or No standing water In vault 24 hours after a rain event. overflow occurs frequently. Probably due to plugged fifter media. un derdrain or outlet pipe_ Short circuiting Flows do not properly enter filter cartridges. Flows go through filter media. Underdrains and Clean -Outs Sediment/debris Undardrains or clean -outs partially plugged or filled with sediment and/or debris. Undenirains and clean -outs free of sediment and debris. INe110utlet Pipe Sediment accumulefion Sediment filing 20% or more of the pipe. Inlettoutlet pipes clear of sedlment. Trash and debris Trash and debris accumulated In Inletfoutlet pipes (includes ffostabtes and non floatables)_ No trash or debris In pipes. Damaged Cracks wider than %-inch at the joint of the No cracks more than %-inch wide at inletJoutlet pipes or any evidence of sad entering at the joints of the inletloutlet pipes. the joint of the inlet/outlet pipe. Access Manholo CoverAid not in place Covedild is missing or only partially in place, Manhole access covered. Any open manhole requires Immediate maintenance. Locking mechanism not working Mechanism cannot be opened by one maintenance person with proper tools. Bolts Mechanism opens with proper tools, cannot be seated. Selfaocking coverAid does not work. CoverAid difficult to One maintenance person cannot remove CovefAdd can be removed and remove coverdid after applying 80 Ibs of lift. reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person sate access. Large access doors/plate Damaged or difficult to open Large aecass doors or plates cannot be operied/removed using normal equipment. Replace or repair access door so it can opened as designed. I PACLAN D 5012 7036 Appendix McDonald's Redevelopment Stormwater Site Plan Edmonds, WA NO. 21— STORMFILTER (CARTRIDGE TYPE) Maintenance Defect or Problem Condition When Maintenance Is Needed Results Expected When Component Maintenance is Performed Gaps, doesn't cover Large access doors not flat andlor access Doors dose flat and cover access completely opening not completely covered. opening completely. Lifting Rings missing, Lifting rings not capable of lifting weight of door Lifting rings sufficient to lift or rusted or plate. remove door or plate. PACLAND 50127036 Appendix McDonald's Redevelopment Stormwater Site Plan Edmonds, WA NO.23 — COALESCING PLATE OILIWATER SEPARATOR Maintenance Defect Condition When Maintenance is Noodled Results Expected When Component Maintenance Is Performed Site Trash and debris Any trash or debris which impairs the function of Trash and debris removed from the facility, tardily, Contaminants and Floating oil in excess of t inch in first chamber, No contaminants present other than pollution any oil in other chambers or other contaminants a surface oil film. of any type in any chamber. Vault Treatment Area Sediment accumulation in the Sediment accumulation of 6 inches or greater in the forebay. No sediment in the forebay. forebay Discharge water not Inspection of discharge water shows obvious Repair function of plates so effluent clear signs of poor water quality - effluent discharge Is dear, from vault shave thick visible sheen. Trash or debris Trash and debris accumulation In vault Trash and debris removed from accumulation (floatables and nor"oatabies)_ vault. Oil accumulation Oil accumulation that exceeds 1 Inch at the water No vtslbie oil depth on water and surface in the in the coalescing plate chamber. coalescing plates clear of oil. Coalescing Plates Damaged Plate media broken, deformed, cracked and/or Replace that portion of media pack showing signs of failure. or entire plate pack depending on severity of tsdure. Sediment Any sediment accumulation which Interferes with No sediment accumulation accumulation the operation of the coalescing plates. interfering with the coalescing Plates. Vault Structure Damage to Wall, Frame, Bottom, and/or Cracks wider than Yrinch and any evidence of soli particles entering the stricture through the Vault replaced or repaired to design specifications. Top Stab cracks. or maintonanco Inspection personnel determines that the vault is riot structurally sound. Baffles damaged Baffles corroding, cracking, warping andlor Repair or replace baffles to showing signs of failure as determined by specifications. maintanancelinspection person. Ventilation Pipes Plugged Any obstruction to the venliladon pipes. Ventilation pipes are clear. Shutoff Valve Damaged or inoperable Shutoff valve cannot be opened or dosed. Shutoff valve operates normally. Inlel/Outlet Pipe Sediment Sediment filing 20% or more of the pipe. In"outlet pipes dear of sediment. accumulation Trash and debris Trash and debris accumulated in Inlettoullet No trash or debris in pipes. pipes (includes floatables and non-floatables). Damaged Cracks wider than %finch at the joint of the inlet/outlet pipes or any evidence of sob entering No cracks more than wide at the joint of the Inlet/outlet pipe. at the joints of the inleVoutlet pipes. Access Manhole CoveMid not In place Cover/Ild is missing or only partially In place, Mardhofe access covered. Any open manhole requires Immediate maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. not working maintenance person with proper tools. Bolts cannot be seated, Self-locking cmmrAid does not work. CoverAid difficult to One maintenance person cannot remove Cover/id can be removed and remove coverAid after applying 60 Ibs of Ilft. reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. PACLAND 50127036 Appendix McDonald's Redevelopment , Stormwater Site Plan Edmonds, WA I NO.23 — COALESCING PLATE OILIWATER SEPARATOR Maintenance Defect Condition When Maintenance is Neoded Results Expected When Component Maintenance Is Performed Large access Damaged or difficult Large access doors or plates cannot be Replace or repair aoossa door so it doorsfplate to open openedfremoved using normal equipment. can opened as designed. Gaps, doesn't cover Large access doors not fiat andlor access Doors dose flat and cover access' completely opening not completely covered, opening completely, UNng Rings missing. Lifting rings not capable of IiPting weight of door Lifting rings sufficient to Ilft or rusted or plate. remove door or plats. f] PACLAND 50127036 Appendix , McDonald's Redevelopment Stormwater Site Plan Edmonds, WA NO.24 — CATCH BASIN INSERT Maintenance Defect or Problem Conditions When Maintenance Is Needed Results Expected When Component Maintenance is Performed Media Insert Visible Oil Vlslble oil sheen passing through media Media Inset replaced. Insert does not fit Flow gets into catch basin without going through All flow goes through media. catch basin properly media. Filter media plugged Fitter media plugged. Flow through filter media is normal. Oil absorbent media Media oil saturated. Oil absorbent media replaced. saturated Water saturated catch basin insert is saturated with water, which Insert replaced. no longer has the capacity to absorb. Service fife exceeded Regular interval replacement due to typical Media replaced at manufacturer's average life of media Insert product, typically one recommended Interval. month, Seasonal maintenance When storms occur and during the wet season. Remove, clean and replace or Install new insert after major storms, monthly during the wet season or at manufacturer's recommended Interval. PACLAN D 5012 7036 Appendix IC) '50 N if 0. MAW Z Olw/ 11.5rllvlele VO/904-0*9 1,05e—ArW o ca. s.-v r 2 X Ll 97 our - ------------------ 9t ,Cxl::.r ell -"e:a. oe,!57;al-'l11A,14 RECERVED OCT 0 5 2005 ❑[-n11A1T ^^I l.f'rr- 1 g2D05 Z B,A.d n C a_ NIA/ G Fascia Board — "Eclipse". Sherman Williams SW 6166 alp -rigwT-%r* SW 6113 Interactive Cream Lily or J iUP�11 PUBL I*OR S DEPARTMENT, ENG I NEE D ' S ISTREET F , PPLICATIO� OR RIGHT-OF-UAY MNSTRHc IN PFRMiT THIS PERMIT MUST BE AVAILABLE AT TEIE JOB SITE FOR INSPECTION PURPOSES Applicant to Complete Parts A and B A, Permit to be issued to: ,4mes M , Pf�rl1f'. d, For Work at :(address or vicinity) 1,0 2 � `��7 �e1�/A aNd(S Type of Work to be done: r b (attach drawing when applicable) , Time Required -- Start: Owner: /tdrG Teo ®d q !1 4e5 7� Name�� Mailing Address City State Zip Contractor: J,+me5 M , xr I Name 7��4 ST" /..e Mailing A ress w,y City State Zip Finish: (p , 30,76 48 ,*z I- `? 2! c) Z. Telephone Number 2 2-3 0 /Jame SM PZ40c State License Number 6 ? -Z -/ 66? o Telephone Number ** NO WORK TO BEGIN PRIOR TO PERMIT ISSUANCE ** B, INDEMNITY: Applicant understands and by his signature to this application, agrees to hold the City of Edmonds harmless from any injuries, damages, or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the applicant or the City of Edmonds, or any of its departments or employees, including or not limited to the defense of any legal proceedings including defense costs, court costs, and attorney fees by reason of granting this permit. Upon issuance of this permit, the contractor is responsible for workmanship and materials for a period of one year following the final inspection and acceptance of the restoration by the Engineering Division. Funds held from the Security Deposit (estimated restoration fee) will be held until the final street patch is completed, at which time a debit or credit will be processed for issuance to the applicant. Work is subject to inspection and restoration in accordance with City Code. A 24-hour notice is required for inspection by Engineering. Call 775-2525, ext. 220. I understand that this permit must be available at the job site for inspection purposes at all times. _ a, A Signature : .;% dA Date: Owner o Agent r TO BE COMPLETED BY ISSUING AGENCY: Date Issued: Permit No.: 7 F' Fee: IK 06 Security Bond: Time Authorized: _ 2 O _zz _. APPROVED B _Date: (1 — / / I - ( Q.,.. , ...i ) c _. -7 0 . ,. ( —I ) ji7 To: C off Edlmosmds • C aanitSF Sarvlcas t?epartanent Baal ng-Piansning-ianglaaeerlaagr 1 2 1 -St6 Avanu® Mortfn a Zncl Floor Fdlmfoaadsr WA 9g02o Phc3on6: (426) 771-0220 FAX: (426) 771 -022-1 FAX C:C)Nf0 R PAG E From • (z-� Date Transmitted: `�L C? No_ of Pages: 2- r In iudlns cover Recipient's Fax Nca: 3 6 — 2� '-�9 % Hasa") Facsimile Equipment. Automatic✓C3roup 11 (2,3 mina.); Group 111. It thare atr® any prodlama during transmisslon or documanro are racelveed lncesrrmplatte. Please call (206) 771-0220 end arils; for c: rooeptlonvano/Paxaheai doo TRANSMISSION REPORT THIS DOCUMENT (REDUCED SAMPLE ABOVE) WAS SENT COUNT 2 sk>k�k SEND NO REMOTE STATION I.D. START TIME DURATION #PAGES COMMENT 1 360 297 7951 5-26-98 8:48AM 2'38" 2 -J TOTAL 0:02'38" 2 XEROX TELECOPIER 7020 - SHEET NUMBER 56 /W... r A..# I A I D Q C INTEFFIC CORRESPOND TREET FILE :.:... Jim Adams - Ci y ngineer. Gary McComas - `Fire Marshal Date_Nov-„`' SfiI1. Subject _ RE TWO REVIEW REQUESTS FOR CONSTRUCTION OF FONSEMERCFORITHEPARKING AL ATTACHED A LOT AT 10116 EDMONGN*BOARD ANDITHENHEARINGEEXAMINER. ARCHITECTURAL DESI PLEASE CALL ME ON X252 IF YOU HAVE ANY QUESTIONS. RECEIVED Npy 71985, �GIN�3tING� Susan Painter - Planning Division By VERBAL ORDERS DON'T GO TOPS © FORM 1232 LITHO IN u. s... I INTER-®FFICE CORRESPONDENCE "Jim Adams City Engineer / TO Bobby Mills - Public Works DATE November 7, 1986 j ary McComas Fire Marsnai s, •- . • SUBJECT ADB-100-85 CONSTRUCTION' OF COMMERCIAL PARKING LOT AT 10116 EDMONDS WAY (BN) HEARING DATE: DECEM'BER 4, 1985 PLEASE RESPOND WITH YOUR COMMENTS NO LATER THAN NOVEMBER 21, 1985.' THANKS. CITY OF EDMONDS APPLICATION to the ARCHITECTURAL DESIGN BOARD DATE Z44- FILE # Aj)6 ,- /DD -c SITE PLAN BUILDING PLANS (3): ELEVATIONS / LANDSCAPE PLAN V ENVIRONMENTAL DATA RECEIPT # SIGN EXHIBITS FEE f tACPT # # 1 PLAN MODIFICATIONS TO FILE NUMBER: HEARING DATE 8� OWNER/REPRESENTATIVE McDonalds Corporation / Randy Raddock PHONE 827_97nn ADDRESS 2700 Northup Way, Bellevue WA 98004 ZIP CODE ggnnL ARCHITECT/DESIGNER Ralph Gregory PHONE 747-9111 ADDRESS PROPERTY ADDRESS 10116 Edmonds Way, Edmonds WA ZONING BN LEGAL DESCRIPTION see attached page PLANS SUBMITTED FOR APPROVAL: 1. Building Plans - Preliminary Final Site Plan X Landscape Plan X X Elevations 2. Sign Elevations Site Plan x Landscape Plan X 3. Modification of previous approval EXISTING USE OF PROPERTY two businesses: beauty salon and real estate business DESCRIPTION OF PROPOSAL demolition of existing buildings, removal of concrete pad, redoing narking lot. addingplanters and rP ap vtng vhPrP nPraccarv_ APPROXIMATE DATE WORK WILL BEGIN ON PROJECT' 11/11/85 ESTIMATED TIME FOR COMPLETION OF WORK 12/13/85 RELEASE/HOLD HARMLESS AGREEMENT: The undersigned applicant, his heirs and.assigns, in consideration for the City processing the application agrees to release, indemnify, defend and hold the City.of Edmonds harmless from any and .all damages and/or claims for damages, including reasonable attorneys; fees, arising from any action or inaction of the City whenever such action or inaction is based in whole or in part upon false, misleading or incomplete information furnished by the applicant, his agents or employees. PERMISSION TO ENTER SUBJECT PROPERTY: The undersigned applicant grants his, her or its per- mission for public officials and the staff of the -City of Edmonds to enter the subject property for the purpose of inspection and posting attendant to this application. ��A&zl,. - Sign ur of Applicant) Ii11iER ®�I°ICE CORRESPONDENCE Jim Adams - City Engineer To Bobby Mills - Public Works DATE November 7, 1985 _ yrMcCamas=—F�i��Ma�h� CU-54-85 CONDITIONAL USE.PERMIT FOR CONSTRUCTION OF COMMERCIAL PARKING LOT AT 10116 EDMONDS WAY. (BN) HEARING DATE: DECEMBER 5, 1985 PLEASE RESPOND WITH YOUR COMMENTS NO LATER THAN _ NOVEMBER 21, 1985. THANKS. t 1] CITY OF EDMONDS File No 1.:L" 5_11 EDMONDS, WASHINGTON Date Fee 2 APPLICATION TO HEARING EXAMINER APO'S_ ✓ FOR CONDITIONAL USE PEKXIT Rect. No. HEARI C DATE /2 �----- McDonalds Corp./ 2700 Northup [Jay APPLICANT: Randy Radock ADDRESS Bellevue, WA 98004PHONE 827-9700 Indicate type or degree of interest in the property:owner OWNER: same as above ADDRESS PHONE LOCATION OF PROPERTY(ADDRESS) 10116 Edmonds Way, Edmonds WA 98020 LEGAL DESCRIPTION OF PROPERTY see attached sheet 7rx:c�:exxxx:e it :e�x:r x xxx�xx..-*xvexx:tx• ** * :t***:f*:C *:t*T.x':»7t7t7Cr.*=***�*�:::: To be completed by the Planning Division: Use Zone Legal description checked and approved by: Dace. VICINITY SKETCH: PLEASE SHOW BELOW A VICIN1 Y SKETCH AS PER EX.k:'•.?L_, INDICATING NORTH. Exa- Suib.mrwr RaoP?__zT_f' z 3 � � m Z i � o N � J O 1 sua�r-cr Pw Derr N CONDITIONAL USE itEQUESTED: building commercial narking lot _ DE=A7--:.0= ?RO?OSEO USAG': demolition of buildings, removal of concrete pad, addition of planters and -repaving where necessary, e :�nF.:'1r� oy App:-can-. N-nar .or resen�a• ve RELEAS_ FOLD HARMLESS ACRZ-:-M_':- ' The unders:Fned app:-can- his heirs and ass:ans, in con's•de:a__or. for :he City processing c`.e app'_ _ca::or. n agrees cc re?ease, inde:nn;--v, de and hold the Ci_y of Edmonds har--ess from ary and all danaaes ardlor ^?a:...= for -damages, including reasonable a:co=evs fees arisine from ar.•: ' ` atilt- - inac:ion of the Cicy whenever such action or inac_ion is based in w=ole or in oar: upon false. mis=eadinz or incoa:o?ece infornacian fu=4 she�4 -ne ap..ican-_. his agents or employees. PERXT.SSION TO ENTER SUBJECT PROPERTY The ur.aersi¢ned applicant grants his'. her or its oe:-mission for oubiic officials and the scat: of the C;cv of Edmonds cc enter the subjec: proper:v for the purpose of'insoeccion and nos ing accendan: cc this application. A .:car._. ot--ner or Reore nca -:•e 'wl Legal Description All of Lot 5, Block 2, Division No. 2 of Westgate Park, according to the plat thereof recorded in Vol. 13 of plats, Pages 40 and 41, Records of Snohomish County, Washington. Except that portion thereof described as follows: Beginning at the southwest corner of Lot 5; thence S 89046132" E along the south line of said Lot 5, a distance of 120.14 feet; thence N 49037'13" E along the southeasterly line of said Lot 5, a distance�of 180.92 feet; thence N 40022'47" W, a distance of 100.00 feet to an intersection with the northwesterly line of said Lot 5; thence S 49037'13" W along said northwesterly line a distance of 254.81 feet to an intersection with a curve from which intersection the radius point of said curve bears S 86042111" W; thence southerly along the arc of said curve to the right having . a radius of 535.08 feet and consuming a central angle of 02°57'00", an arc distance of 27.55 feet to a point of reverse curvature; thence southerly along the arc of a curve to the left having a radius of 712.66 feet and consuming a central angle of 00001'27", an arc distance of 0.30 feet to the point of beginning. ' And except that portion_ conveyed to the State of Washington for f highway by warranty deed recorded January 26, 1971,under recording no. 218193, situated in the County of Snohomish, State of Washington. CITY OF EDMONDS ENVIRONMENTAL ASSESSMENT n PROJECT NAME Mc tiAr05 i�r+�K�uv 16T DATE SUBMITTED 1.1 1 g The information on this form will be used to determine the effect of your action upon the environment of the City of Edmonds. Please answer each question as thoroughly as possible. 1. LAND • predominately Area 0.60 acres Soils Type sand and eravel Limitations Description of topography (; slope) flat on front developed portion._ Up to'50%slope on back undeveloped portion (to be left undev 1oppd) -NOTE: If grading or filling will Grading: Estimated cubic yards none exceed 500 cubic yards a grading and filling plan must be sub - Filling: Estimated cubic yards none mitted with the application. Estimated area to be paved (.including buildings) 50% Estimated area in open space (pervious surface) 50% 2. 4.ATEn StreaT - Estimated flow.(cubic feet per second) N/A Will stream be altered? If yes, to what degree? Other water Impact on storm drainage N/A Method of handling bo.dies? N/A runoff - Adjacent to shorelines zone? No. Within 200 feet of MHH14? No. 3. VEGETATIO'; Type and approximate number of trees 7 cedar trees and 8 fir trees Minimum diameter of trees to remain all % of trees to.be removed none Ground cover blackberries and dergrowth % to be removed none Proposed landscaping,. if any planters within parking lot 4. EXISTING LAND USE WITHIN 300 FEET RADIUS OF PROPOSED DEVELOPMENT: Single multi Vacant Family Family Commercial Other North X South X East X west X 5..CIRCULATION Estimated increase in auto trips daily 18o Availability of public transportation along Edmonds Wav 6. AREA OF IMPACT Neighborhood X City-wide Regional 7. EFFECT ON AIR QUALITY no significant change S. CHANGES IN NOISE. GENERATION no significant change ENVIRONMENTAL CHECKLIST Purpose of Checklist: The State Environmental Policy Act (SEPA), chapter 43.21C RCW. requires all governmental agencies to consider the environmental impacts of a proposal before making decisions. An environmental impact statement (EIS) must be prepared for all proposals with probable significant adverse. impacts on the quality of the environment. The purpose of this checklist is to provide information to help you and the agency identify impacts from your proposal (and to reduce or avoid impacts from the'proposal, if it can be done) and to help the agency decide whether an EIS is required. Instructions for Applicants: This environmental checklist asks you to describe some basic information about your proposal. Governmental agen- cies use .this checklist to determine whether the environmental impacts of your proposal are significant, requiring preparation of an EIS. Answer the questions briefly, with the most precise information known, or give the best de- scription you can. You must answer each question accurately and carefully, to the best of your knowledge. In most cases, you should be able to answer the questions from your own observations or project plans without the need to hire experts. if you really do not know the answer, or if a question does not apply to your proposal, write "do not know' or "does not ap- ply". Complete answers to the questions now may avoid unnecessary delays later. . Some questions ask about governmental regulations, such as zoning, shoreline, and landmark designations. Answer these questions if you can. If you have problems, the governmental agencies can assist you. The checklist questions apply to all parts of your proposal, even if you plan to do them over a period of time or on different parcels of land. Attach any additional information that will help describe your proposal or its environmental effects. The.agency to which you submit this checklist may ask you to explain your answers or provide additional in- formation reasonably related to determining if there may be significant adverse impact. Use of checklist for nonproject proposals: Complete this checklist for nonproject proposals, even though questions may be answered "does not apply." IN AD- DITION, complete the SUPPLEMENTAL SHEET FOR NONPROJECT ACTIONS (part D). For nonproject actions, the references in the checklist to the words "project," "applicant," and "property or site" should be read as "proposal," "proposer," and "affected geographic area," respectively. A.BACKGROUND 1. Name of proposed project, if applicable: Expansion of McDonald's parking lot 3. Name of applicant: McDonalds Corporation 3. Address and phone number of applicant and contact person: Randy Radock, 2700.Northup Way, Bellevue WA 98004 phone: (206)' 827-9700 4. Date checklist prepared: 5. Agency requesting checklist/11/85 City of Edmonds planning dept. 6.. Proposed timing or schedule (including phasing, if applicable): Begin approx. 11/11/85. To be completed approx. 12/13/85" 7. Do you have any plans for future additions, expansion, or further activity related to or connected with this proposal? If yes, explain. No. -1- S. List any environmental information you know about that has been prepared, or will be prepared, directly related to this proposal. None known. 9. Do you know whether applications are pending for governmental approvals of other proposals directly affecting the property covered by your proposal? If yes, explain. No. 10. List any government approvals or permits that will be needed for your proposal, if known. Conditional Use Permit, Architectural Design Board 11. Give brief, complete description of your proposal, including the proposed uses and the size of the project and site. There are several questions later in this checklist that ask you to describe certain aspects of your proposal. You'do not need to repeat those answers on this page. (Lead agencies may modify this form to include additional specific infor- mation on project description.) Parking area will be expanded from present parking lot on adjacent sit; to the northwest. Southwest portion of lot will be left undeveloped. Demolition of existing buildings, removal of concrete pad, addition of planters and repaving where necessary. 12. Location of the proposal. Give sufficient information for a person to understand the precise location of your pro- posed project, including a street address, if any, and section, township, and range, if known. If a proposal would occur over a range of area, provide the range or boundaries of the site(s). Provide a legal description, site plan, vicinity map, and topographic map, if reasonably available. While you should submit any plans required by the agency, you are not required to duplicate maps or detailed plans submitted with any permit applications related to this checklist. 10116 Edmonds Way, Edmonds, WA 98020 Located in Lot 5, Block 2, Division No. 2 of Westgate Park, Vol. 13 of plats, Pages 40 & 41, records of Snohomish County, Washington . TO BE COMPLETED BY APPLICANT 13. ENVIRONMENTAL ELEMENTS EVALUATION FOR AGENCY USE ONLY 1. Earth a. General description of the site (circle one): Flat, rolling, hilly, steep slopes, mountainous, other Northeasterly paved portion- flat; southwesterly undevel- oped portion sloping fairly steeply up toward back. b. What is the steepest slope on the site (approximate percent slope)? UP to Sop slope on undeveloped portion of site. -2- TO BE COMPLETED BY APPLICANT c. What general types of soils arc found .on the site (for example, clay, sand, gravel, peat, muck)? If you know the classification of agricultural soils, specify them and note any prime farmland. predominately sand and gravel. d. Are there surface indications or history of unstable soils in the immediate vicinity? If so. describe. Not to our knowledge. e. Describe the purpose, type, and approximate quantities of any filling or grading pro- posed. Indicate source of fill. No filling or grading is proposed. • f. Could erosion occur as a result of clearing, construction, or use'? If so, generally describe. No. g. About what percent of the site will be covered with impervious surfaces after project construction (for example, asphalt or buildings)? With addition of planters, impervious surfaces will change from about 55% to about 50% of entire site. h. Proposed measures to reduce or control erosion, or other impacts to the earth, if any: N/A EVALUATION FOR ACEvcN, USE ONLY 2 Air a. What types of emissions to the air would result from the proposal (i.e.. dust. automobile. odors, industrial wood smoke) during construction and when the project is completed? If any. generally describe and give approximate quantities if known. There will be.some dust and debris created during demolition. Long term- Auto -emissions will increase due to added traffic. b.:-Are there any off —site sources of emissions or odor that may affect, your proposal'? If so, generally describe. None known. c. Proposed measures to reduce or control emissions or other impacts to air, if any: None. -3- TO BE COMPLETED BY APPLICANT 3. Water a. Surface: EVALUATION FOR AGENCY USE ONLY 1) is there any surface water body on or in the immediate vicinity of the site (including year—round and seasonal streams, saltwater, lakes, ponds, wetlands)? if yes, describe type and provide names. If appropriate, state what stream or river it flows into. No. 2) Will the project require any work over, in, or adjacent to (within 200 feet) the described waters? If yes, please describe and attach available plans. N/A ' 3) Estimate the amount of fill and dredge material that would be placed in or removed from surface water or wetlands and indicate the area of the site that would be affected. In- dicate the source of fill material. N/A 4) . Will the proposal require surface water withdrawals or diversions? Give general de- scription, purpose, and approximate quantities if known. N/A 5) Does the proposal lie within a 100—year floodplain? if so, note location on the site plan. No. 6) Does the proposal involve any discharges of waste materials to surface waters? If so, describe the type of waste and anticipated volume of discharge. QM b. Ground: 1) Will ground water be withdrawn, or will water be discharged to ground water? Give general description, purpose, and approximate quantities if known. No. 2) Describe waste material that will be discharged into the ground from septic tanks or other sources, if any (for example: Domestic sewage; industrial, containing the following chemicals ...; agricultural; etc.). Describe the general size of the system, the number of such systems, the number of houses to be served (if applicable), or the number of animals or humans the system(s) are expected to serve. None. !sue • • TO BE COMPLETED BY APPLICANT EVALUATION FOR AGENCY USE ONLY c. Water Runoff (including storm water): 1) Describe the source of runoff (including storm water) and method of collection and disposal, if any (include quantities, if known). Where will this water flow? Will this water flow into other waters? If so, describe. A storm drainage system (as shown on improvement plans) will collect parking lot and undeveloped portion of site rupoff which will flow into existing storm drainage system along Edmonds Way (S.R. 104). 2) Could waste materials enter ground or surface waters? If so, generally describe. No. d. Proposed measures to reduce or control surface, ground, and runoff water impacts, if any: None. 4. Plants a. Check or circle types of vegetation found on the site: _ deciduous tree: al er, maple, aspen, other evergreen tree e a pine, other _ shrubs _ grass _ pasture _ crop or grain _ wet soil plants: cattail, buttercup, bullrush, skunk cabbage, other water plants: water lily, eelgrass, milfoil, other X other types of vegetation blackberries and undergrowth on undeveloped portion. b. What kind and amount of vegetation will be removed or altered? None will be removed. Vegetation will be added in new planter areas as shown on the landscape plan. c. List threatened br endangered species known to be on or near the site. None known. d. Proposed landscaping, use of native plants, or other measures to preserve or enhance vegetation on the site, if any: Vegetation on undeveloped portion of site will be preserved. 5. Animals a. Circle any birds and animals which have been observed on or near the site or are known to be on or near the site: None observed. birds: hawk, heron, eagle, songbirds, other: ....... mammals: deer, bear, elk, beaver, other: fish: bass, salmon, trout, herring, shellfish, other: . .................... :....... b. List any threatened or endangered species known to be on or near the site. None known. -5- • • TO BE COMPLETED BY APPLICANT c. Is the site part of a migration route? If so, explain. Because the site is surrounded by mostly there is little chance that -it falls in d. Proposed measures to preserve or enhance wildlife, if any: Again, because the site is surrounded by land, it is safe to assume that there is amount of wildlife on the property. developed land, a migration route. mostly developed no significant 6. Energy and Natural Resources a. What kinds of energj (electric. natural gas, oil, wood stove, solar) will be used to meet the completed project's energy needs? Describe whether it will be used for heating, manu- facturing, etc. None. b. Would your project affect the potential use of solar energy by adjacent properties? if so, generally describe. No. c. What kinds of energy conservation features are included in the plans of this proposal? List other proposed measures to reduce or control energy impacts, if any: N/A 7. Environmental Health a. Are there any environmental health hazards, including exposure to toxic chemicals, risk of fire and explosion, spill, or hazardous waste, that could occur as a result of this proposal? If so, describe. The risk of such accidents is limited to potential construction and demolition accidents. 1) Describe special emergency services that might be required. None. 2) Proposed measures to reduce or control environmental health hazards, if any: None. b. Noise 1) What types of noise exist in the area which may affect your project (for example: traffic, equipment, operation, other)? Edmonds Way, adjacent to the site is an arterial street with consequent noise volumes, which should not affect site. EVALUATION FOR AGENCY USE ONLY 2) What types and levels of noise would be created by or associated with the project on a short—term or a long—term basis (for example: traffic, construction, operation, other)? Indi- cate what hours noise would come from the site. Noise levels during.construction and building demolition will be intermittently high and limited to normal waking hours. After construction noise levels will be about the same as now. TO BE COMPLETED BY APPLICANT 3) Proposed measures to reduce or control noise impacts, if any: None needed. EVALUATION FOR AGENCY USE ONLY 8. Land and Shoreline Use a. What is the current use of the site and adjacent properties? Currently site is occupied by a beauty salon, a real estate business and parking. On one side is another beauty salon, McDonalds restaurant on the other, and single family residence in back. b. Has the site been used for agriculture? if so, describe. No. c. Describe any structures on the site. A building (beauty salon and real estate business) and a carport. d. Will any structures be demolished? If so, what? Yes, both building and carport will be demolished. Concrete pad will also be removed. e. What is the current zoning classification of the site? BN (Neighborhood Business). f. What is the current comprehensive plan designation of the site? High density residential. g. if applicable, what is the current shoreline master program designation of the site?. N/A h. Has any part of the site been classified as an "environmentally sensitive" area? If so, specify. No. i. Approximately how many people would reside or work in the completed project? None. j. Approximately how many people would the completed project displace? Two businesses. k. Proposed measures to avoid or reduce displacement impacts. if any: None. 1. Proposed measures to ensure the proposal is compatible with existing and projected land uses and plans, if any: Project complies with zoning and comprehensive plans. -7- TO BE COMPLETED BY APPLICANT 9. Housing a. Approximately. how many units would be provided, if any? Indicate whether high, mid- dle, or low—income housing. N/A b. Approximately how many units, if any, would be eliminated? Indicate whether high, middle, or low—income housing. N/A c. Proposed measures to reduce or control housing impacts, if any: N/A 10. Aesthetics a. What is the tallest height of any proposed structure(s), not including antennas; what is the principal exterior building material(s) proposed? No structures proposed. b. What views in the immediate vicinity would be altered or obstructed? None. c. Proposed measures to reduce or control aesthetic impacts, if any: None needed. 11. Light and Glare a. What type of light or glare will the proposal produce? What time of day would it mainly occur? Headlight at night from automobiles using parking lot. This already exists as is currently used as a parking lot. b. Could light or glare from the finished project be a safety hazard or. interfere with _views? No more than is presently existing. c. What existing off -site sources of light or glare may affect your proposal? None known. d. Proposed measures to reduce or control light and glare impacts, if any: None. 12. Recreation a. What. designated and informal recreational opportunities are in the immediate vicinity? N/A b. Would the proposed project displace any existing recreational uses? If so, describe. No. EVALUATION FOR AGENCY USE ONLY TO BE COMPLETED BY APPLICANT EVALUATION FOR AGENCY USE ONLY c. Proposed measures to rcduce.or control impacts on recreation, including recreation op- portunities to be provided by the project or applicant, if any: No impact. 13. Historic and Cultural Preservation a. Are there any places or objects listed on, or proposed for, national, state, or local preser- vation registers known to be on or next to the site? If so, generally describe. None known. b. Generally describe any landmarks or evidence of historic, archaeological, scientific, or cultural importance known to be. on or next .to the site. None known. c. Proposed measures to reduce or control impacts, if any: N/A 14. Transportation a. Identify public streets and hishways se: ping the site. and describe proposed access to the existing street system. Show on site plans. if any. Accessed directly from Edmonds Way and through adjacent McDonalds restaurant site. b. Is site currently served by public transit? 'If not. what is the approximate distance to the nearest transit stop'' Metro bus line #416 serves Edmonds Way and this site. c. How many parkins spaces would the completed pproject have? How many would the project eliminate'' Currently there are I parking spaces. The completed project will have 36 parking spaces. d. Will the proposal require any new roads or streets. or improvements to existing roads or streets, not including; driveways? If so. _enerally describe (indicate whether public or private). No. e. Will the project use (or occur in the immediate vicinity of) water• rail, or air transporta- tion? If so, generally describe. No f. How manv vehicular trips per day would be. generated by the completed project'? If known, indicate when peak volumes would occur. - Anproxir'ately 1`'30. additional. vehicular trigs. TO BE COMPLETED BY APPLICANT g. Proposed measures to reduce or control transportation impacts, if any: None needed. 15. Public Services a. Would the project result in an increased. need for public services (for example: fire pro- tection, police protection, health care, schools, other}? if so, generally describe. No. b. Proposed measures to reduce or control direct impacts on public services, if any. N/A EVALUATION FOR AGENCY USE ONLY 16. Utilities a. Circle utilities currently available at the site: electricity, natural gas, water, refuse serv- ice, telephone, sanitary sewer, septic system, other. All Of the mentioned utilities currently available, but will be discontinued— not needed. b. Describe the utilities that are proposed for the project, the utility providing the service, and the general construction activities on. the site or in the immediate vicinity which might be needed. No new utilities needed. C. SIGNATURE The above answers are true and complete to the best of my knowledee. I understand that the lead agency is lying on t to make its decision. Signature: lKrq ................................. Date Submitted ..!!.. +!,. J . .......... .................. —10— r CITY OF EDMONDS APPLICATION to the ARCHITECTURAL DESIGN BOARD REST FILEATE OWNER/REPRESENTATIVE �0 E /- o ADDRESS I (� !Z-C! A( 1 -.. r FILE # 4,96 SITE PLAN BUILDING PLANS (3): ELEVATIONS LANDSCAPE PLAN ENVIRONMENTAL DATA RECEIPT # �- SIGN EXHIBITS FE�y a_ RECPT F PLAN MODIFICATIONS TO FILE NUMBER: HEARING DATE ,� PHONE '7 % 4,,9 L1 ZIP CODE 7�';0 2-0 ARCHITECT/DESIGNER S j L C ��� /� 17/' � //�� PHONE �� --9% ACCRESS PROPERTY ADDRESS 'f D /11t D ���D -� ? "T �/ ZONING i (, LEGAL.DESCRIPTION igG L F Lc / 5,}-P> �. D, �� �vo L�F Gt�flS %L2i ,P /' ,i !%` i i� % _S l' itl /0 r� G� �! PLANS SUBMITTED FOR APPROVAL: 1. Building Plans - Preliminary v Final Site Plan Landscape Plan Elevations 2. Sign Elevations Site Plan Landscape Plan 3. Modification of previous approval EXISTING USE OF PROPERTY H A lfZ / L. C I DESCRIPTION OF PROPOSAL. /t''' /_ KC'!;'�f_S'-�,--2T APPROXIMATE DATE WORK WILL BEGIN ON PROJECT I (-) ESTIMATED TIME FOR COMPLETION OF WORK RELEASE/HOLD HARMLESS AGREEMENT: The undersigned applicant. his heirs and assigns, in consideration for the City processing the application agrees to release, indemnify, defend and hold the City of Edmonds harmless from any and all damages and/or claims for damages, including reasonable attorneys; fees, arising from any action or inaction of the City whenever such action or inaction is based in whole or in part upon false, misleading or incomplete information furnished by the applicant, his agents or employees. PERMISSION TO ENTER SUBJECT PROPERTY: The undersigned applicant grants his, her or its per- mission for public officials and the staff of the City of Edmonds to enter the subject property for the purpose of inspection and posting attendant to this application. (Signature of Applicant) 0 STREET FILE DATE: ��/8 MEMO TO: Building Division Community Development Department FROM: Engineering Division Public Works Department SUBJECT: FINAL INSPECTION PROJECT: FM k x (�o G.O111� t-4 > g w^--/ NOT APPROVED Q Engineering Divis' n BY: Water Division BY: Q Sewer Division BY: V * OERT&ATE OF INSL*n1N1% #TREET FILE ALLSTATE INSURANCE COMPANY _ OFFICE—NORTHBROOK, ILLINOIS 1;cCE Name and Address of Party to r 1977 Name and Address of Insured Whom this Certificate is Issued AUG J ROBERT AND BETTY HOLT DBA: MR. CITY OF EDMONDS ROBERTS AND ASSOCIATES ENGINEERING DEPARTMENT ggbljC +forks Dept, 10116 EDMONDS WAY CIVIC CENTER EDMONDS, WASHINGTON 98020 EDMONDS, WASHINGTON 98020 INSURANCE IN FORCE TYPE OF INSURANCE AND HAZARDS POLICY FORMS LIMITS OF LIABILITY POLICY NUMBER EXPIRATION DATE Workmen's Compensation STATUTORY Employers' Liability STANDARD $ PER ACCIDENT (Employer's Liability only) *Applies only in following state(s): Automobile Liability BASIC Bodily Injury Each Property Damage OWNED ONLY $ PERSON $ ACCIDENT $ ❑ NON -OWNED ONLY COMPRE- HENSIVE _70CCURRENCE HIRED ONLY GARAGE $ $ Bodily Injury and Property Damage (Single Limit) OWNED, NON -OWNED $ EACH ACCIDENT AND HIRED $ EACH OCCURRENCE General Liability ❑ SCHEDULE Bodily Injury Property Damage ® PREMISES—O.L.&T. $ EACH PERSON $ EACH ACCIDENT $ OPERATIONS—M.&C. $ EACH OCCURRENCE $ ELEVATOR � COMPRE- 0 PRODUCTS/ HENSIVE $ AGGREG. PROD. COMP. OPTNS. $ AGGREGATE OPERATIONS $ COMPLETED OPERATIONS PROTECTIVE(Inde- SPECIAL pendent Contractors) ❑ Endorsed to cover MULTI -PERIL F1 AGGREGATE PROTECTIVE $ contract between insured and AGGREGATE CONTRACTUAL $ Bodily Injury and Property Damage (Single Limit) — 50 785 548 DBO 3-3-78 $ EACH ACCIDENT $ 1,000,000 EACH OCCURRENCE — dated— $ AGGREGATE IT IS AGFEED THAT CANCELLATION OF THIS POLICY SHALL NOT BE EFFECTIVE AS TO THE INTERS OF THE PRINCIPAL NAMED ABOVE UNTIL THIRTY (30) DAYS AFTER A COPY OF THE NO ICE OF SUCH CAN ELLATION IS MAILED BY THE ALLSTATE INSURANCE COMP NY TO THE ADDRE S AS SHOWN ABOVE. policies identified above by number are in force on the date indicated below. With respect to a number entered under policy number, the type of insurance shown at its left is rce, but only with respect to such of the hazards, and under such policy forms, for which an "X" is entered, subject, however, to all the terms of the policy having reference thereto. limits of liability for such insurance are only as shown above. This Certificate of Insurance neither affirmatively nor negatively amends, extends, nor alters the coverage afforded by the policy or policies numbered in this Certificate. In the event of reduction of coverage or cancellation of said policies, the Allstate Insurance Company will make all reasonable effort to send notice of such reduction or cancellation to the certificate holder at the address shown above, bgg}I t{tg DI4s�tl>iLa:tigcffCoie�aatf��SCgL THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY D CO ERS NO RIGHTS UPON THE CERTIFICATE HOLDER. Date , 19� By Authorized Representative U454- IS (6-75) STREET FILE CITY of EDMONDS 200 Dayton Street • Edmonds, Washirir)ton 98020 • Telephone (206) 775-2525 Department of Public Works DATE: July 7, 1977 TO: Mr. John Wallace Office of the City Attorney 1411 Fourth Avenue Building Seattle, WA 98101 TRANSMITTING: Certificate of Insurance - Street Use Permit for Sign, 10116 Edmonds Way_- Robert Holt AS YOU REQUESTED: FOR YOUR FILE: FOR YOUR INFO: AS IVE DISCUSSED: FOR YOUR APPROVAL: REVIEW & CODITiENT : XX CONIbIENT & RETURN: , FOR APPROPRIATE ACTION: REMARKS: The attached certificate -of insurance has an expiration date of March 3, 1978. Is it acceptable to the City? The Engineering Division of Public Works is holding the permit application pending your decision. PUBLIC IVORKS DEPAR.TDIENT DIRECTOr OF PUBLIC WORKS WJN:lee Attachment • I,RTII±ICATE ALLSTATE INSURANCE COMPANY ress of Party to tificate is Issued CITY OF EDMOINDS ENGINEERING DEPARTIZNT CIVIC CENTER EDMONDS , WASIIINGTOIT 98020 OF INSUIWC&I _..._, HOME OFFICE —NOR ROOK, ILLINOIS 14A and'ALiess of Insured 1 INSURANCE IN FORCE Public rilurkS UeNt. ROBERT & BETTY HOLT DBA: III:. ROBERTS & ASSOCIATES 10116 ED11=S 14AY EDi iONDS , WASHINGTON 98020 TYPE OF INSURANCE AND HAZARDS POLICY FORAMS LIMITS OF LIABILITY POLICY NUMBER EXPIRATION DATE ftrkmen's Compensation STATUTORY Employers' Liability STANDARD $ PER ACCIDENT (Employer's Liability only) *Applies only in following state(s): Automobile Liability BASIC Bodily Injury Each Property Damage OWNED ONLY $ PERSON $ ACCIDENT $ NON -OWNED ONLY COMPRE- HENSIVE HIRED ONLY GARAGE $ OCCURRENCE $ Bodily Injury and Property Damage (Single Limit) El OWNED, NON -OWNED $ EACH ACCIDENT AND HIRED $ EACH OCCURRENCE General Liability SCHEDULE Bodily Injury Property Damage ® PREMISES—O.L.&T. $ EACH PERSON $ EACH ACCIDENT $ OPERATIONS—M.&C. $ EACH OCCURRENCE $ ELEVATOR ® COMPRE- PRODUCTS/ HENSIVE $ AGGREG. PROD. COMP. OPTNS. $ AGGREGATE. OPERATIONS $ COMPLETED OPERATIONS PROTECTIVE (Inde- SPECIAL pendent Contractors) Endorsed to cover MULTI -PERIL .. AGGREGATE PROTECTIVE $ contract between insured and AGGREGATE CONTRACTUAL 1 $ Bodily Injury and Property Damage (Single Limit) $ EACH ACCIDENT — $ 19000,000 EACH OCCURRENCE 07 785 548 DBO 3-3-78 dated__ _ $ AGGREGATE The policies identified above by number are in force on the dale indicated below. With respect to a number entered under policy number, the type of insurance shown at its left is in force, but only with respect to such of the hazards, and under such policy forms, for which an "X" is entered, subject, however, to all the terms of the policy having reference thereto. The limits of liability for such insurance are only as shown above. This Certificate of Insurance neither affirmatively nor negatively amends, extends, nor alters the coverage afforded by the policy or policies numbered in this Certificate. In the event of reduction of coverage or cancellation of said policies, the Allstate Insurance Company will make all reasonable effort to send notice of such reduction or cancellation to the certificate holder at the address shown above, but the Allstate Insurance Company assumes no responsibility for any mistake, or for failure to give such notice. THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. Date 7-1 19 77 BY Authorized Representative •F. n U • • STREET FIL CITY of EDMONDS 200 Dayton Street • Edmonds, Washington 98020 • Telephone (206) 775-2525 Department of Public Works DATE: July 6. 1977 TO: Wayne Tanaka Office of the City Attorney 1411 Fourth Avenue Building Seattle, WA 98101 TRANSMITTING: ENBERG STREET USE PERMIT - LIABILITY INSURANCE CERTIFICATE AS YOU REQUESTED: FOR YOUR FILE: FOR YOUR INFO: REVI EIV & COMr-LENT : xx AS IVE DISCUSSED: CONIMENT $ RETURN: FOR YOUR APPROVAL: FOR APPROPRIATE ACTION: REA,IARKS: Wayne: please check this out for proper coverage. WJN:lee PUBLIC tVORKS DEPARTMENT I! BY:� DIRECTOR OF PUBLIC WORKS STREET FILE *ERTIFICATE OF MAN# � uW rermf y ALLSTATE INSURANCE COMPANY HOME OFFICE- NORTH BROOK, ILLINOIS Name and Address of Party to RECEIVED Name and Address of Insured Is Whom this Certificate is Issued . CITY OF EDMONDS J U L .5 1977 ROBERT & BETTY HOLT DBA: ENGINEERING DEPARTMENT MR. ROBERTS & ASSOCIATES CIVIC CENTER Public Works Dept. 10116 EDMONDS WAY EDMONDS, WASHINGTON 98020 INSURANCE EDMONDS, WASHINGTON 98020 IN FORCE TYPE OF INSURANCE AND HAZARDS POLICY FORMS LIMITS OF LIABILITY POLICY NUMBER EXPIRATION DATE Workmen's Compensation STATUTORY Employers' liability STANDARD $ PER ACCIDENT (Employer's Liability only) *Applies only in following state(s): Automobile Liability BASIC Bodily Injury Each Property Damage OWNED ONLY $ PERSON $ ACCIDENT $ NON -OWNED ONLY COMPRE- HENSIVE —70CCURRENCE HIRED ONLY GARAGE $ $ Bodily Injury and Property Damage (Single Limit) OWNED, NON -OWNED $ EACH ACCIDENT AND HIRED $ EACH OCCURRENCE General Liability ❑ SCHEDULE Bodily Injury Property Damage X❑ PREMISES—O.L.&T. $ EACH PERSON $ EACH ACCIDENT $ OPERATIONS—M.&C. $ EACH OCCURRENCE $ ELEVATOR ® COMPRE- ® PRODUCTS/ HENSIVE $ AGGREG. PROD. COMP. OPTNS. $ AGGREGATE OPERATIONS $ COMPLETED OPERATIONS PROTECTIVE(Inde- SPECIAL pendent Contractors) Endorsed to cover MULTI -PERIL 0 AGGREGATE PROTECTIVE $ contract between insured and AGGREGATE CONTRACTUAL $ Bodily Injury and Property Damage (Single Limit) $ EACH ACCIDENT — $ 1,000,000 EACH OCCURRENCE 07 785 548 DBO 3--3-78 dated_ $ AGGREGATE policies identified above by number are in force on the date indicated below. With respect to a number entered under policy number, the type of insurance shown at its left is rce, but only with respect to such of the hazards, and under such policy forms, for which an "X" is entered, subject, however, to all the terms of the policy having reference thereto. limits of liability for such insurance are only as shown above. This Certificate of Insurance neither affirmatively nor negatively amends, extends, nor alters the coverage afforded by the policy or policies numbered in this Certificate. In the event of reduction of coverage or cancellation of said policies, the Allstate Insurance Company will make all reasonable effort to send notice of such reduction or cancellation to the certificate holder at the address shown above, but the Allstate Insurance Company assumes no responsibility for any mistake, or for failure to give such notice. THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION QNE*,AND C FER NO RIGHTS UP014 THE CERTIFICATE HOLDER. Date 7-1 , 19 77 Representative U454-15 (6-75) STREET FILE May 19, 1977 MEMO TO: Harve H. Harrison Mayor FROM: Leif R. Larson, P.E. Director of Public Works SUBJECT: STREET USE PERMIT APPLICATION FOR SIGN - ROBERT HOLT, 10116 EDMONDS WAY Referring to the attached site plan and sign diagram, the applicant wishes to place a business sign in a portion of the right-of-way between the back of the sidewalk and the property • line. The location will not cause interference with utilities or driveway site distances. The Amenities Design Board has approved the design of the face of the sign. It is recommended that the City Council approve the Street Use Permit Application. RHA:lee Attachments 0 SIM .0 FILSTREET E* `4 CITY OF EDMONDS ENGINEERING DEPARTMENT • 505 BELL STREET EDMONDS, WASHINGTON 98020 APPLICATION FOR STREET USE PERMIT Name of Applicant: 7�P�&E� Mailing dd! :mil/i.• • Telephone Number: 27Z--,6579'2 Date: RErFlvFn APR 2 5 1977 Public Works V*- Description of Public Place or Portion thereof desired to be used: (exhibit may be attached) Type of Use desired to be made of Public Place: �/"o 11C Ar If applicable, attach plans and specifications for any utility or structure to be erected • and/or maintained on the Public Place: TEMPORARY PERMIT: Unless otherwise designated herein, this permit is understood by applicant to be wholly of a temporary nature, that it vests no permanent right whatsoever. If the permitted use becomes dangerous or such structure shall become insecure or unsafe, or shall not be constructed, maintained or used in accordance with the provisions of this title, the same may be revoked and the structure and obstructions ordered removed by order of the City Engineer. If this application is'for a specified period of time, the terms of said application is: INDEMNITY: Applicant understands and by his signature to this application, agrees to hold the City of Edmonds harmless from any injuries, damages or claims of any kind or descrip- tion whatsoever, foreseen or unforeseen, that may be made against the applicant or the City of Edmonds, or any of its departments or employees, including but not limited to the defense of any legal proceedings including defense costs, court costs, and attorney fees by reason of granting this permit. In addition, applicant understands that the City shall be provided a certificate of insurance to indemnify and hold the City of Edmonds harmless from all claims and/or property damage, naming the City of Edmonds as an also insured. APPLICATION OF CHAPTER 6.40 OF THE EDMONDS CITY CODE: Applicant warrants that he has read, or had the opportunity to read, Chapter 6.40 of the Edmonds City Code, attached herewith, and understands that all terms of that Ordinance are incorporated herein as if set forth in full and this application and permit therefore are subject to the terms of that Chapter of the Edmonds City Code. cants Signa u e Date 11 / 7/74 rev. Ci vco'' Edmonds Engineering Department APPLICATION FOR STREET USE PERMIT „ Page 2 Approval (and Agreement, if applicable) of Abutting Property Owners: Signature Printed Name 1. Address Date DO NOT.WRITE BELOW THIS LINE (To be completed by Issuing Agency) City Council Approval (Attach Minute Entry): Permit Fee: Annual Fee: due January 1, 19 — April 13, 1977- menities Design Board Approval (if applicable) Attach Minute Entry: ADB-42- 77 Building Official Approval (if applicable): N/A Signature Date Provision for Indemnity: On file - Allstate Insurance Policy #07 785 548 DBO dated 7-1-77 Terms and Provision of Performance Bond, if applicable: Ordinance) N/A. PERMIT AUTHORIZATION BY CITY ENGINEER PERMIT NO. Remarks: azure 6-1977 (Reference 6.40.050 of applicable /-17, ae DATE 7-14-77 ,,11/7/74 rev. 06 CITY of EDMONDS 200 Dayton Street • Edmonds, Washington 98020 • Telephone (206) 775-2525 Department of Public Works June 15, 1977 Mr. Robert Holt 10116 Edmonds Way Edmonds, Washington 98020 Dear Mr. Holt: SUBJECT: STREET -USE PERMIT APPLICATION FOR SIGN IN RIGHT-OF-WAY The Edmonds City Council approved the application for a Street -Use Permit to install the sign in the public right- of-way at 10116 Edmonds Way, subject to approval of the plans and issuance of a Building Permit by the Building Official. The Street -Use Permit will be issued upon receipt of the certificate of insurance of indemnity. WJN:lee cc: Building Division I0 Yours very truly, SIGNED LEIF R. LARSON, P.E. Director of Public Works i JP TIFICAlt OF INMV . ALLSTATE INSURANCE COMPANY HOME OFFICE —NORTH BROOK, ILLIAL 6. 1977 Neland Address of Party to this Certificate is Issued CITY OF EDMONDS ENGINEERING DEPARTMENT CIVIC CENTER EDMONDS, WASHINGTON 98020 N ant!"A MMtof Insured ROBERT & BETTY AOLT DBA: .r Im. ROBERTS & ASSOCIATES 10116 EDMONDS WAY INSURANCE EDMONDS, WASIIINGTO:l 98020 IN FORCE TYPE OF INSURANCE AND HAZARDS POLICY FORMS LIMITS OF LIABILITY POLICY NUMBER EXPIRATION DATE Workmen's Compensation STATUTORY Employers' Liability STANDARD 1 $ PER ACCIDENT (Employer's Liability only) *Applies only in following state(s): Automobile Liability BASIC Bodily Injury ;. Each Property Damage DOWNED ONLY $ PERSON $ ACCIDENT $ NON -OWNED ONLY COMPRE- HENSIVE —70CCURRENCE HIRED ONLY GARAGE $ $ Bodily Injury and Property Damage (Single Limit) DOWNED, NON -OWNED D $ EACH ACCIDENT AND HIRED $ EACH OCCURRENCE eneral Liability SCHEDULE Bodily Injury Property Damage Now ® PREMISES—O.L.&T. $ EACH PERSON $ EACH ACCIDENT $ OPERATIONS—M.&C. $ EACH OCCURRENCE $ ELEVATOR ® COMPRE- $ AGGREG. PROD. COMP. OPTNS. $ PRODUCTS/ HENSIVE AGGREGATE. OPERATIONS $ COMPLETED OPERATIONS PROTECTIVE (I nde- SPECIAL pendent Contractors) Endorsed to cover contract between insured and MULTI -PERIL AGGREGATE PROTECTIVE $ AGGREGATE CONTRACTUAL $ Bodily Injury and Property Damage (Single Limit) $ EACH ACCIDENT $ 1,000,000 EACH OCCURRENCE 07 785 548 DBO 3-3-78 dated_ $ AGGREGATE Rlicies identified above by number are in force on the date indicated below. With respect to a number entered under policy number, the type of insurance shown at its left is e, but only with respect to such of the hazards, and under such policy forms, for which an '•X" is entered, subject, however, to all the terms of the policy having reference thereto. The limits of liability for such insurance are only as shown above. This Certificate of Insurance neither affirmatively nor negatively amends, extends, nor alters the coverage afforded by the policy or policies numbered in this Certificate. In the event of reduction of coverage or cancellation of said policies, the Allstate Insurance Company will make all reasonable effort to send notice of such reduction or cancellation to the certificate holder at the address shown above, but the Allstate Insurance Company assumes no responsibility for any mistake, or for failure to give such notice. THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. Date 7-1 BY �t 1 'a.�•� . Authorized Representative ADB-42-77 R01 T AND BETTY HOLT - Sign for MR. R05 S AND SOCIATES HAIR ST Edmonds May (BN) Mrs. Block stated this sign for the Holt's beauty shop was located • on Edmonds Way; the proposed sign location is out tor.rard the street. The landscaping in the parking lot was approved earlier. Mr. Westlin asked how high off the ground and Mr. Holt stated it was about 43 inches. Mrs. Block stated it is well within their allowable amount. They will need to get permission from the Engineering Department to install their sign, Mrs. Block added. MR. WESTLIN 11ADE THE. MOTION TO APPROVE THE SIGNAGE FOR ADB-42-77 AS A NICE COLOR AND GOOD LOOKING SIGN. MOTION SECONDED BY MR. SELVIDGE, MOTION CARRIED. ADB-32-77 ROGER C.-VERGIN, Site review for a Day Care Center at 7806-196h S.W.(R11H) Mr. Vergin was not present, but Mr. Larry Delvendahl appeared for the applicant. i•irs. Block stated this was for a clay care center, a duplicate to the one built in Bellingham. They did have to have a conditional use permit. Mrs. Block pointed out at the time of the Staff review with the Fire, Building, Engineering and Planning Departments, there was some concern expressed about the fact that there r,rould he people parking acid pulling off into the parking area anu turning around to get back out into 196th. It was tight if people were parking out in front; there Would not be sufficient "drop-off" area for this type of facility. The Staff recommendation was that the parking be reconfigured to allow adequate drop-off areas. fir. Delvendahl did not object to the Staff suggestions. He said the building would be for daytime use only, the latest at 6:30 p.m. The building is the exact same building as the one in Bellingham with the exception of some change in increased space area that did not change the building configuration. The setbacks and all else had been approved, and Mrs. Block stated that the Board at this tine shouldreview the parking situation. Mr. Latourell strongly recommended several speed control devices, speed bumps, through- out the area. Mrs. Block stated them r,.as also an apartment toward the rear %..ith parking exiting in the same direction, there were 42 parking spaces for a 28 unit building. 1.1r. Delvendahl said there were some dense trees which should be thinned. Ile also said there would be about 4 employees. fir. Latourell suggested building a barrier to divide traffic and mark it by arrows to avoid problems in turning around and dropping off; he then suggested a talk with a reliable landscape architect or nurseryman regarding trees and their removal. There were no obvious problems other- than the traffic situation. HR. SELVIDGE I.1ADE A 110TION FOR THE PRELIi1INARY APPROVAL OF THE DAY CAI)E CENTER, ADB-32-'77, WITH RECOi (ENDED REVISION Oil THE PAPKING EXITS AND DROP-OFF AREAS TO BE SUB'1ITTED FOR FINAL REVIEW. MOTION SECONDED BY MR. IWIGHT, AND MOTION CARRIED. ADB-37-77 11EYRING Ai'dD ASSOCIATES were again called and were not present for appearance. ADB-44-77 CITY OF F_Di1ONDS, STATE FISHERIES DEPA.RT1iFNT -.Three regulatory signs to control scuba%skin diving, fishing and boating over new underwater reef located at Dayton St. Beach and north breakwater of Port of Edmonds (PU) Mr. Rod Garretson, Director of Park Planning and Recreation in the Community Development Department of the City of Edmonds was present along with Vary Lou Mills, of the State Fisheries Department. A presentation of slides was shor•rn indicating the locations of the proposed signs. Mr. Garretson stated l;he State Fisheries Department wished to insure that an adequate supply of fish will be available for this pier and have begun construction of artificial reefs. The portions built thus far are located north of the north breakwater • of the port and immediately off Edmonds City Beach at Dayton Street. The State Fisheries Department wishes to ban fishing and scuba and skin diving at this location so that; (1) there will be a start of a good population of fish on this artificial reef and (2) because of studies within the artificial reef as to ho,;j marine life establishes itself and the population of fish thereof, AMENITIES DESIGN BOARD Page 6 - April 13, 1977 69 M STREET FILE -Ilovemher 9, 1976 MU10 TO: HARRY 1 11TUTT 11111I1_DUM OFFICIAL FRf11i: I_E I F R. L/iR`. Oil CITY Ei1G1 1111t SUBJECT: RUILDIIIG PFPHIT APPLICATION FQR RMUJ 1101_T AT 10116 EDMO!IDS MAY - 1`-5-66 Ue have the following comr.tents after review of the subject per•rdt: 1) C..00rdination of location of buihdinn a"ith utilitiPs is . the responsihility of the contractor. 2) Lot drainage to he contained on site or connected to City storm sealer. 3) Driveway Slope not to exceed M percent. 1Y C,onnection to sanitary sealer required. 5) 'Wi ri n(i service `to be. undergrounrled per attached Code. G) The le(9al description does not conform to the approved subdivision 5-66. 7) Show, parkins lot drains. 2) Show correct proporty lines and accurate dim(,nsions on a revised site plan. PEP111T ADPRFSS lCu MOWDS Ay -Y Da�'a-� • LFfAL DESCPIPT BUILDING PERMIT RF.VilEI'l - EENGIINEEPING DEPARTtIENT CIIECI; LIST Instruction: � � ` "'�` $01WIN&r Check Accuracy of I.enal fescription .. Check Against Assessor's Flan for Lenal Subdivision srmc Does it conform to City Approved Subdivisinn? ET FILE Revi erie r' s Initials — 1. This lot included in Suhdivision/plat No.: 2. Site. Inspection Trade on: It 3. What are ground water and soil conditions? LWIOS9 Open I,, OT . 4. Site Prainane Checked?--- 5. Storm. Sewer Avai1abi1ity: Sht._ _of.Tv!n. No. _ oj prect_ Roadside Ditch _ -�Q- 6. Grading F Final Contours:aftTlwa To Rij"I jm 7,. Septic Tank System Pesinn Ap)roved:. 8. Sanitary Sewer Pvai lahi 1 itv Sht . of ►>ti�q. P!o Project ..t. Side sewer availability: - 9.- Sanitary Sower Connection Fees 10. 1later Mains. A Fire Ihdrants (Indica.te Size.►lain)gMA Check Fire Dept,'s Comments —1�"-T 11. Sideaialks: (Site ins ection shows conditions of sidewalks as foil- 12. Curbs Curb Cuts/' F)riveriays Check driveways for safety, location, grade and width): _ TI �.i�rs I 13. Underground 11i ri nn: ,� - — Street Li nhts : ^ 1.4. Street Right -of -•ray A.I.ldq. setbacks: 4 Sht._ of official Street Map. P Existing Utility Easements? , Access F-asements: -_ NMI Z- 17. Site Plan checked for accuracy? II �I.�` to 18. Special Requirements listed in Memo to Bldg. Pept. �_mwvwo 19. Commercial F; Apt, Peouirements form completed?_ 20. Drawings are -is stamped ed F notations made?? -_ �) I �4► 21: All Items filled in on [;ldq. Permit Application? 22. Bonds posted for site work?' 23. R.i!1ht-of-rva,y `Invasion Permit reouired? COS—-- r3 J T� 44 �X1�i Z STeUgV� I wiu MeA 1CS � r t , STbRW'� s 2„I o4 40MON C* wa.Y xtsrilmwcw I-CCATI OW or IpboaLs PILY WaLL 101 eb W1 7 044 eo% OJT "r) T:Oaivs!WA-? To ' zmov rI tJ L0T C S w �Ttct ezuriD►visloN I I (S 1'74o V Gomm�CV�v �Iciv +es�a_ u '�� � >.r��c:�arre , � .aa.....y,..w'-K��..aryesin�rms�..,r.yw�xearyv.c.�e�vm � • ' • ,�, 171 l N., 'A ! 7'��R • a a, t to • M � S f 1 CDr�wVmYe+u+�Mb. _ __ - waa... wrY�w...a..._. r...r�. - - _ _-,r..wN� —_ ----_ _ _— - _ —� i �i • R7'- r I" �,.F-s�:r ����mY'�i�'4' t�Gf` 4�F `•<ti�E `, .: �� ,tom: ., �fsy '�%�� � �+.�.+� ,y- uj LL ui • 0 i ESTG TE 9 10 � s'Q 7 8 'o 1 R - PARK I P YM12 13 T 10 9 ATES 2 i ... .. 3 STREET�. FILE c 9 V. NO a 1 5 A , - 9�� EDMONDS WAY v y 14 15 19 0 10 3 13 16 6 1 1 I 12 Q 17 17 c' 12 B E R 0 U ST11 J .=1 1 e Ia O 10 19 16 13 3 I _ 9 ~ 20 6 Y ADO. 00 15 14 4 5 21 8 23_2 ND PROPOSED 5144 PLmvitIG AREA pAtZlcl � CURS • AAA StIVEv1At� Fps o�� R/w °Nord 111E ky SK.EIC1A FO R STZEEY USE PERM 1 T ��c.J- loll(. Evt1O► PS WAY FE, - --` -�,` N�A PRO � -. � ,;i.w.i - � r+���( 'K" a "r24._:.•^•t ,.;,.' ,--*c�.a-,.-.+.�rw., e��.^^.,.'4�*^.. _ mar - - ^S.. a . _ ,.a. S, NT dw ell Xtv- 1� _ �= _ a - - L_ yam_ - -� � V�•iti N/�"' •�F� _ � .P;'3' 1 �..// 11� i9J; ��F.� ,F..ra3w.., Iti �1 •� _ � �•- � .t�- t• �� 'j. �/: � � t� (,�. �`. :�. � _ r. Y.o t f� J� .�. �<`iJ4 ��1JL 1'J�G: � Gi" 1�1 1 'f �1 y/� � . T H �•, f � �� 1 �' ^I'�-g. �� '. ;k �s-.�:_ • /�.?+„a�/.i- �°" ��l\f �� � F�,��, ✓y ��i:! ..'.ice .I �j �lr` l�i•� 1 - �_ d� Comm No.: 130030.186 Project: McDonald'sf14637 Location: Edmonds, WA Code: 2009 IBC / ASCE 7-05 Designer: FCM Date: 10/9/2013 1:57:15 PM JOB INFORMATION Comm. No.: 130030.186 Project: McDonald'sM4637 Location: Edmonds, WA Building Code: 2009 IBC Loads Based On: ASCE 7-05 Designer: FCM Date: 30/9/2013 Doing Business As: LIC Road N.5) Knoxville, TN 17919.4013 LJC Ph. Ph.(865) 584-0999 584.099 Fax (865) SM-5213 www.slgaengineeccom — L d000 Iouis j. cortil p.e. OCT 15 2013 BUILDING F EPD OIMENT NDS STRUCTURAL CALCULATIONS FOR: McDonald's#4637 S:\Signs\2013 Signs\Engineering\Calculations\130030-186.xlsm Edmonds, WA STREET FILE Comm No.: 130030.186 ProJect: McDonald'sU4637 Location: Edmonds, WA Code: 2009IBC/ ASCE 7-05 Designer: FCM Date: 30/9/2013 1:57:18 PM WIND DATA Building Code 2009 IBC Importance Factor, i 1.0 Damping Ratio, 9 0.005 Wind Load Criteria ASCE 7-05 Directionality Factor, Kd 0.85 Natural Frequency, nl 0.00 Hz Wind Speed, V 85 mph Topography Factor, Ka 1.0 Gust Effect Factor, G 0.85 Exposure Category C Base Pressure, V(qjK,l 15.7 psf ASD Wind Load Factor, y 1.0 Notes: 1) wind pressures listed below hove already beer 299 N. Road Knoxville. TN 379394013 Ph. (965) 594-0999 LJC Fax(865)584.5213 www.sign-enginexcom louis j. Cortina, p.e. structural engineering DEFLECTION ANALYSIS Deflection Limit H/360 Deflection at 0.7•W Deflection Ratio multiplied by the ASD wind Load Factor, V. GEOMETRY INPUT 21 Loading values In chart below ore based upon overage X, values for each segment. Actual values are No. of Poles 1 No. of Footings 1 colculoted on hidden sheet using derived V-M equotions. Chart is provided for information purposes only. Section Location I Type Height [ Width Hark Ofhet Ift Area TcP Elev. Centrold K, Cr ind Support Pole loads Footing loads Trib. Factor Shear Moment Trib, Factor Shear Moment ft ft sq I s k- kips k-ft Base Singe Poe(Custom) 0.19 5.00 0.9 0.2 0.1 0.85 1.28 14.6 1.0 0.0 0.0 1.0 0.0 0.0 2 Single Pole (Custom) 8.67 5,00 43.4 8.9 4.5 0.85 1.53 17.3 1.0 0.8 3A 1.0 0.8 3.4 3 None 0.0 8.9 8.9 0.85 1.46 16.6 0.0 0.0 0.0 0.0 0.0 0.0 4 None 0.0 8.9 8.9 0.85 1.45 16.6 0.0 0.0 0.0 0.0 0.0 0.0 5 None 0.0 8.9 8.9 0.85 1.46 16.6 0.0 0.0 0.0 0.0 0.0 0.0 6 None 0.0 8.9 8.9 0.85 1.46 16.6 0.0 0.0 0.0 0.0 0.0 0.0 7 None 1 0.0 8.9 8.9 1 0.85 1 1.46 16.6 0.0 0.0 0.0 0.0 1 0.0 0.0 8 None 0.0 8.9 8.9 0.85 1.46 1 16.6 0.0 1 0.0 0.0 0.0 0.0 0.0 9 None 0.0 8.9 8.9 0.85 1.46 1 16.6 0.0 0.0 0.0 0.0 0.0 0.0 10 Top None 0.0 8.9 8.9 0.8S 1.46 1 16.6 0.0 0.0 0.0 0.0 0.0 0.0 Overall Height: 8.9 ft Summation based upon overages above. 0.8 3.4 0.8 3.4 Actual base reactions based upon V•M equatlons: 0.8 3.4 0.8 3.4 SUPPORT POLE DESIGN SUMMARY Base Ele Section Axis Required Strength Values (ASD) Allowable Strength Values (ASD) Unity Ratios Interaction Ratios Status V, I M, I T, P V K I T. I P. V,/V, M'/M` Tr/Tc P,/P, P•M P•M-V-T kips kl - kf kips kips ki - kip-Itki s 0.00 None Strong 0.8 3.4 0.8 4.4 0.0 0.0 0.0 0.0 0.0% 0.0% 0.0% 0.0% 0.0% 0.096 0.00 None Strong 0.8 3.4 0.8 4.4 0.0 0.0 0.0 0.0 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% -77 D.00 None Strong 0.8 3.4 0.8 4.4 0.0 0.0 0.0 0.0 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.00 None Strong 0.8 3.4 0.8 4.4 0.0 0.0 0.0 0.0 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% -41 0.00 None Strong 0.8 3.4 0.8 4.4 0.0 0.0 0.0 0.0 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0,00 None Strong 0.8 3.4 0.8 4.4 0.0 0.0 0.0 0.0 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0,00 None Strong 0.8 1 3.4 1 0.8 4.4 0.0 0.0 1 0.0 0.0 1 0.0% 1 0.0% 0.0% 0.0% 0.0% 0.0% 0.00 None Strong 0.8 3.4 1 0.8 4.4 0.0 0.0 0.0 0.0 1 D.0% 0.0% 1 0.0% 0.0% 0.0% 0.0% 0.00 None Strong 0.8 3.4 0.8 4.4 0.0 0.0 0.0 0.0 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.00 None Strong 0.8 3.4 0.8 4.4 0.0 0.0 0.0 0.0 0.0% 0.0% 1 0.0% 0.0% 0.0% 0.01% FI FMFNT DFSIGN LOCATIONS. LOADS AND DISPLACEMENTS Element Elev. Type V M, T P, 0.7•B 0.7•b Element Etev. Type V, M, T, P 0.710 0.7'6 Was k! - ki - ki s radians In kJ s I kip- !M-ft 1. kips Iradions in 1 0.00 1 Base Plate 0.8 3.4 1 0.8 1 4.4 0.0 1 0.0 1 3 1 0.00 1 MatchPlate 2 0.8 1 3.4 1 0.8 1 4.4 1 0.000 1 0.00 2 0.00 1 Match Plate 1 0.8 3.4 1 0.8 1 4.4 0.0 1 0.0 1 4 1 0.00 1 Torsion Tube 0.6 1 3.4 1 0.8 1 4.4 0.000 1 0.00 PLATE DESIGN SUMMARY Type Plate Dimensions Bolts Weld Status N B 0 t Number dp Nrds, B�dre Circle Diamete Material Embed in Caisson /Vertical Slab Embed in Size Gussets (n !n in 1n In In in in in in in Lj Rectangular Base Plate ❑ Circular Base Plate El Match Plate 1(Lower) ❑ Match Plate 1(Upper) Match Plate 2 (Lower) ❑ Match Plate 2 (Upper) FOUNDATION DESIGN SUMMARY Type Diamete Width hicknes length Depth Volume Reinforcing Status Cy Caisson ❑ Vertical Slab �Spread 6.00 3.00 3.00 2.00 46 at 12 in o.c. E.W.T&B OK S:\Signs\2013 Signs\Engineering\Calculations\330030-186.xism Comm No.: 130030.186 Project: McDonald'sN4637 Location: Edmonds, WA Code: 2009 1 BC / ASCE 7-05 Designer: FCM Date: 10/9/2013 1:57:19 PM FOUNDATION DESIGN Cnntina I n 11C Axial, Pa 4.4 k Moment, Me 3.4 k-ft Shear, V. 0.8 k Base Column to Footing Connection Type Fnntina and Snils Data Concrete Strength, f', 3000 psi Materials Class 5 Sign or Flagpole Yes Allowable Vertical Bearing Pressure 1500 psf Allowable Lateral Bearing Pressure 200 psf/ft Cnraael Fnntino Length/Width Ratio 2:1 Manual Design Yes Manual Design Width, B 6 ft Manual Design Length, L 3 ft Manual Design Depth, D 3 ft Selected Bar Size N6 Footing Design Status OK Load Case D+W Footing Weight 8.1 k Sign Weight 4.4 k Vertical Resisting Moment 18.8 k-ft Horizontal Resisting Moment 4.8 k-ft Total Resisting Moment 23.6 k-ft Overturning Moment 5.7 k-ft Eccentricity, a 0.5 ft Max. Soil Pressure, q (ksf) Of 1.33 ksf Minimum Overturning Factor of Safety 1.S Factor of Safety Against Overturning (Volume) 4.1 Factor of Safety Against Overturning (Shallow) 3.3 Concrete Strength, f r 3000 psi Minimum Thickness for Structural Plain Concrete Use 0.50 ft Required Reinforcing Type T&S Only Minimum Reinforcing Ratio Each Face 0.09% Minimum Reinforcing, k.,"," 0.39 sq in/ft Required Flexural Reinforcing, A, 0.00 sq in/ft Controlling Reinforcing, Al.,.q' d 0.39 sq In/ft 114 Bars @ 6 in O.C. 0.40 sq in/ft N5 Bars @ 8 In O.C. 0.47 sq in/ft N6 Bars @ 12 in O.C. 0.44 sq in/ft N7 Bars @ 18 in O.C. 0.40 sq in/ft N8 Bars @ 18 in O.C. 0.53 sq in/ft Spread Footing Design Summary Footing Width, B 6.00 ft S:\Signs\2013 Sig ns\Engineering\Calculations\130030.186.xI5m 0.6D+W 4.9 k 2.7 k 11.3 k-ft 4.8 k-ft 16.1 k-ft 5.7 k-ft 0.8 ft 1.12 ksf 1.0 �✓ 2.8 2.0 299N.e,TN arber 37919Road Rnozrille,TN 37919-4013 LJC Ph. (865)584 0999 Fac(865)594.5213 www.sign•engineercom louis j. cortina, p.e. struelurai engineering lAr Tnhto iRnd_2 -Allowable Foundation and Lateral Pressure Allowable Bearing Pressures Class of Materials Vertical lateral psf psf/R 1 Crystalline bedrock 12000 1200 2 Sedimentary and foliated rock 4000 400 3 Sandy gravel and/or gravel (GW and GP) 3000 200 Sand, silty sand, clayey sand, silty gravel and 2000 1S0 4 clayey gravel (SW, SP, SM, SC, GM and GC) Clay, sandy clay, silty clay, clayey silt, silt and 1500 1D0 S sandy silt (CL, MIL, MH and CH) Note: if structure is osign or flagpole, the lateral hearing pressure value from above has been doubted of left per t8C 1804.3.1 Note: if "Depth, D" exceeds "Minimum Thickness for Structural Plain Concrete Use" value, ACl 318 does not require any reinforcement in footing since an unreinforced section is sufficient to resist the flexural foods applied to the footing. However, office standard practice is to provide at minimum 0.18% in a spread footing with one-half distributed to the top and bottom faces of the footing. Comm No.: 130030.186 Project: McDonald'sp4637 Location: Edmonds, WA Code: 2009 IBC / ASCE 7-05 Designer: FCM Date: 10/9/2013 1:57:19 PM FOUNDATION DESIGN Footing Loads Axial, Pa 4.4 k Moment, Ma 3.4 k-ft Shear, V. 0.8 k Base Column to Footing Connection Type Footing and Soils Data Concrete Strength, f'. 3000 psi Materials Class 5 Sign or Flagpole Yes Allowable Vertical Bearing Pressure 1500 Psf Allowable Lateral Bearing Pressure 200 psf/ft Footing Length, L 3.00 ft Footing Depth, D 3.00 ft Estimated Volume 2.0 yd3 Selected Bar Size 96 Required Spacing 12 In o.c. 299 N. Road YN 3r9 Knorvllk, i7919-4013 e, LJC Ph. (865) 584,0999 Fax (865)584.5213 www.sign en fneer.com louis j. cortina, p.e. IBC Table 1804.2 - Allowable Foundation and Lateral Pressure Allowable Bearing Pressures Class of Materials Vertical Lateral Psf Psf/ft 1 Crystalline bedrock 12000 1200 2 Sedimentary and foliated rock 4000 400 3 Sandy gravel and/or gravel (GW and GP) 3000 200 4 Sand, silty sand, clayey sand, silty gravel and 2000 150 clayey gravel (SW, SP, SM, SC, GM and GC) 5 Clay, sandy clay, silty clay, clayey silt, silt and 1500 100 sandy silt (CL, MIL, MH and CH) Note: If structure is a sign or flogpole, the lateral bearing pressure value from above has been doubfed at left per IBC 1804.3.1 S:\Signs\2013 Signs\Engineering\Calculations\130030-186.xlsm 2�3 TENW Transportation Engineering NorthWest MEMORANDUM DATE: December 6, 2012 STREET FILE RECIEVED TO: Bertrand Hauss, P.E. City of Edmonds APR 01 2013 FROM: Chris Forster, P.E. DEVELOPMENT -SERVICES TENW COUNTER SUBJECT: Traffic Impact Analysis ,McDonald's - 10124 Edmonds Way — Edmonds, WA TENW Proiect No. 4661 This memorandum documents the traffic impact analysis completed for the proposed McDonald's - 10124 Edmonds Way project. This traffic analysis includes a trip generation estimate, traffic volume forecasts, site access operations analysis, collision history, and sight distance assessment. .Executive Summary. s� Proposal. The project i proposed to replace the existing 3,455 square foot (sf) McDonald's with drive - through with a new 4 sf McDonald's with drive -through. Site access would be provided at two of the existing site driveways: the existing West (full -access) driveway and the existing East driveway, which is proposed to remain signed as right -turn only for exiting traffic but be widened to allow entering traffic. The existing middle (full -access) site driveway would be eliminated as part of the proposed project. The project is expected to be completed and occupied in 2013. Trip Generation. The proposed project is estimated to generate 181 net new weekday daily trips, with 17 net new trips occurring during the weekday AM peak hour (9 entering, 8 exiting), and 12 net new trips during the weekday PM peak hour (6 entering, 6 exiting). Access Analysis. The existing site driveways are expected to operate at acceptable levels with the proposed project. No apparent safety issues exist at the proposed driveway locations based on available collision data and adequate sight distance is available at both driveways. Maintaining the right -turn only sign for traffic exiting at the proposed east driveway will help to ensure efficient driveway operations. Separate left- and right -turn lanes are not needed at either driveway to maintain acceptable LOS. Mitigation. Based on our findings, the proposed project would not have a significant adverse impact on the transportation system, and the driveways are expected to operate safely and efficiently. The payment of transportation impact fees will adequately mitigate project impacts by funding the project's fair share of the cost of the City of Edmond's planned transportation improvements. As shown on the City's Traffic Impact Analysis Worksheet, the calculated net impact fee for this project is $19,081 .15 ($46,997.55 proposed minus $27,916.40 existing). The worksheet will be provided with this Traffic Impact Analysis. , IIR Transportation Planning j Design j Traffic Impact & Operations . 816 - 61h Street South, Kirkland, WA 98033 1 Office (425) 889-6747 2 F Traffic Impact Analysis - McDonald's - 10124 Edmonds Way Introduction The following items are addressed in this traffic impact analysis: • Project description • " Trip generation • Traffic volume forecasts Site access analysis including: o LOS & Queues o Collision history o Intersection and stopping sighs distance Project Description The existing McDonald's is located at 101 2'4 Edmonds Way (SR-104) in Edmonds, Washington (see Figure 1). The project is proposed to replace the existing 3,455 square foot (sf) McDonald's with drive - through with a new 4,185 sf McDonald's with drive -through. Site access would be provided at two of the existing site driveways: the existing West (ful -access) driveway and the existing East driveway, which is proposed to remain signed as right -turn only for exiting traffic but be widened to allow entering traffic. The existing middle (full -access) site driveway would be eliminated as part of the proposed project. The project is expected to be completed and occupied in 2013. A preliminary site plan is provided in Figure 2. Trip Generation Estimates The weekday daily, AM, and PM peak hour trip generation estimates for the proposed McDonald's were based on the trip rates published in the Institute of Transportation Engineers (ITE) Trip Generation manual, 9th edition for land Use Code (LUC) 934 (Fast -Food with Drive -Through). The trip generation estimates for the existing cnd proposed McDonald's account for pass -by trips. Pass -by trips are trips that are made by vehicles that are already on the adjacent streets and make intermediate stops at the restaurant on route to a primary destination (i.e. on the way from work to home). The pass -by trips for the existing and proposed McDonald':i were based on methodology and studies documented in the ITE Trip Generation Handbook, 2nd Edition, 2004. The net new trips from the proposed development were calculated by subtracting the trips estimated from the existing McDonald's to be demolished from the proposed McDonald's. The net new weekday daily, AM, and PM peak hour trip generation estimates are summarized in Table 1 . The detailed trip generation calculations are included in Appendix A. TE N W December 6, 2012 Page 2 Traffic Impact Analysis - McDonald's - 10124 Edmonds Way N NOT TO SCALE Figure 1: Project Site Vicinity TEN W December 6, 2012 Page 3 Traffic Impact Analysis - McDonald's - 10124 Edmonds Way , N (i) NOT TO SCALE Note: Site plan provided by Pacland on 10/29/12. Figure 2: Preliminary Site Plan % TEN W December 6, 2012 Page 4 Traffic Impact Analysis - McDonald's - 10124 Edmonds Way Table 1 McDonald's Edmonds Trip Generation Summary Trips Generated, Time Period In Out Total . Weekday Daily Proposed McDonald's Less existing McDonald's Net New Weekday Daily Trips Weekday AM Peak Hour 519 519 1,038 -429 -428 -857 90 91 181 Proposed McDonald's 50 47 97 Less existing McDonald's -41 -39 -80 Net New AM Peak Hour Trips, 9 8 17 Weekday PM Peak Hour Proposed McDonald's 35 33 68 Less existing McDonald's -29 -27 -56 Net New PM Peak Hour Trips 6 6 12 As shown in Table 1, the proposed project is estimated to generate 181 net new weekday daily trips, with 17 net new trips occurring during the weekday AM peak hour (9 entering, 8 exiting), and 12 net new trips occurring during the weekday PM peak hour (6 entering, 6 exiting). Traffic Volumes Forecasts Weekday AM peak hour traffic counts were collected at the three existing site driveways on Thursday, November 15, 2012, and weekday PM peak hour traffic counts were collected at the site driveways on Wednesday, November 14, 2012 by All Traffic Data, Inc. The existing traffic volumes represent the highest hour between 7:00 and 9:00 AM and 4:00 and 6:00 PM. The 2012 existing AM and PM peak hour traffic volumes at the three existing site driveways are shown in Figure 3. The detailed traffic counts are summarized in Appendix B. It should be noted that the summary of the existing traffic volumes at the site driveways showed that the AM and PM peak hour volumes at the existing McDonald's were relatively consistent with the ITE-estimated trip generation for the existing site (within 10%). The trip generation credit for the existing site as shown in Appendix B was based on using the ITE rates. Year 2013 without -project baseline traffic volumes were estimated by applying a 2 percent annual growth rate to the existing through volumes on Edmonds Way and including trips associated with the Wa/greens — Edmonds Way pipeline project (as directed by the City). The future 2013 without -project AM and PM peak hour traffic volumes at the site driveways are shown in Figure 4. TE N W December 6, 2012 Page 5 Traffic Impact Analysis - McDonald's - 10124 Edmonds Way Edmonds Way/West Dwy 7(12 (15) 7) (2) (17)3 0 0 <-- 380(881) `tlmonds pr- 35 (25)) E �ay4 R t 1 (777) 559 3 (I2) (0) (3) (23) 31 -� s R Edmonds Way/Middle Dwy O) 0) (6) �' 4 (15) <— 401 (921) �- 12 (7) Edmond; Way (47) 13 T (781 564 ---> $ (9) (2) (22) (1) 1 $ Figure 3: Existing Peak Hour Traffic Volumes N NOT TO SCALE Edmonds Way/East Dwy '21 F 415 (934) Etlmon(1Way 4)1 --'4 R r (795) 587. 8 0 28 W (1) (25) s LEGEND © Existing Site Driveway t xx AM Peak Hour Traffic Volumes (XX) PM Peak Hour Traffic Volumes %9 TEN W December 6, 2012 Page 6 Traffic Impact Analysis - McDonald's - 10124 Edmonds Way Edmonds Way/West Dwy 7,(J67) 3 (15) (2) (17) 0 0 F 392 (899) `drtantls Af- 35 (25) E Way (27) 4 `4 r t 1 (797) 570-0- (2) (0) (3) (23) 31 --�k o f Edmonds Way/Middle Dwy 7(06)(0) (6) 4 (15) <— 413 (939) y 12 (7) Edrrgnds Way (47) 13 5f T (801) 575 () (2) (22) (1)1--A E N NOT TO SCALE Edmonds Way/East Dwy '2) F 427 (953) Ednwnds Way (14)1� (815) 599 —> - 0 28 8 (1) (25) 0 LEGEND ©* Existing Site Driveway I XX AM Peak Hour Traffic Volumes (XX) PM Peak Hour Traffic Volumes Figure 4: 2013 Without -Project Peak Hour Traffic Volumes %9TENW December 6, 2012 Page 7 Traffic Impact Analysis - McDonald's - 10124 Edmonds Way Based on the distribution of the existing site trips and volumes on Edmonds Way, the AM and PM peak hour net new and pass -by project trips were assigned to the two proposed site driveways. At the east driveway, the existing right -turn only sign for Exiting traffic was assumed to be maintained. Therefore, all left -turns exiting the site were assumed to use the west driveway. The total gross (net new plus pass -by) AM and PM peak hour trip assignments at the site driveways are shown in Figure 5. The numbers shown in Figure 5 do not account for credit for the existing McDonald's trips. Future 2013 with -project traffic volumes were estimated by removing the trips associated with the existing McDonald's (net and pass -by) and then adding the trip assignment (net and pass -by) from the proposed McDonald's to the year 2013 without -project volumes. The resulting 2013 with -project AM and PM peak hour traffic volumes at the two site driveways are shown in Figure b. %9 TEN W December 6, 2012 Page 8 Traffic Impact Analysis - McDonald's - 10124 Edmonds Way dmonds Way/West Dwy 7(2) 0 F -14 (-11) 46 �— (31) Ea vends Way ! ♦ 1 (-24)-31 3 (12) (2) (11) (29) 37 -� $ Figure 5: Project Trip Assignment %PTENW N NOT TO SCALE Edmonds Way/East Dwy 7 F 32 (20) K— 12 (8) EdrrwWs way (1) 2 -� 56 (41) g E LEGEND © Future Site Driveway xX AM Peak Hour Trip Assignment (97 in / 93 out) (xx) PM Peak Hour Trip Assignment (71 in / 66 out) Note: Project trips shown include all trips including pass -by trips and do not account for credit for the existing McDonald's December 6, 2012 Page 9 Traffic Impact Analysis - McDonald's - 10124 Edmonds Way N NOT TO SCALE Edmonds Way/West Dwy (�2) (0 ( 17 0) <— 3775(887 ) J 1 �R-46(31)) Edmonds Way 7) 4 --4 14 t I (792) 565-4- 3 (12) (2) (11) (29) 37 ---�k o U Edmonds Way/East Dwy '2) F 424 (950) 12 (8) famonds Way (14)1-_x (796) 580 56 '41) (1) 2'-4k $ f LEGEND © Future Site Driveway XX AM Peak Hour Traffic Volumes (XX) PM Peak Hour Traffic Volumes Figure 6: 2013 With -Project Peak Hour Traffic Volumes TEN W December 6, 2012 Page 10 ` Traffic Impact Analysis - McDonald's - 10124 Edmonds Way Site Access Analysis LOS/Queue Analysis The level of service (LOS) and queue analyses at the site driveways were conducted using the methodology and procedures outlined in the 2000 Highway Capacity Manua/ (HCM) Special Report 209, Transportation Research Board. The HCS2000software package was used to determine the reported LOS and queues. Level of service (LOS) serves as an indicator of the quality of traffic flow and degree of congestion at an intersection or roadway segment. It is a measure of vehicle operating speed, travel time, travel delays, and driving comfort. The LOS criteria for stop -controlled intersections are based on the delay reported for each movement and therefore do not represent the overall operations of the intersection. The reported queues are 95fh percentile queues. The estimated 95fh percentile queues are exceeded only 5 percent of the time during the analysis period. Tables 2 and 3 summarize the results of the LOS/queue analysis for 2012 existing and future 2013 conditions at the site driveways. The LOS and queue calculation sheets are included in Appendix C. Table 2 2012 AM and PM Peak Hour Site Access LOS and Queue Summary 2012 Existina Conditions Time Period / Site Driveway LOS' Delay (sec) Queue (ft)2 AM Peak # 1 Edmonds Way / West Driveway NB Shared Left -Right (exiting) C 17.4 <25' WB Left (entering) B 10.2 <25' #2 Edmonds Way / Middle Driveway NB Shared Left -Right (exiting) C 15.5 <25' WB Left (entering) A 9.8 <25' #3 Edmonds Way / East Driveway NB Right (exiting) B 11.9 <25' PM Peak # 1 Edmonds Way / West Driveway NB Shared Left -Right (exiting) C 19.6 <25' WB Left (entering) B 10.6 <25' #2 Edmonds Way / Middle Driveway NB Shared Left-Thru-Right (exiting) C 17.3 <25' WB Left (entering) A 9.6 <25' #3 Edmonds Way / East Driveway NB Right (exiting) B 11.9 <25' LOS = Level of Service, reported by movement for unsignalized intersections. 2 Queues are 95fh Percentile queues. <25' indicates 9511, Percentile queue statistically less than 1 vehicle % TEN W December 6, 2012 Page 11 Traffic Impact Analysis - McDonald's - 10124 Edmonds Way Table 3 Future 2013 AM and PM Peak Hour Site Access LOS and Queue Summary 2013 Without,Project 2013 With Proiect Delay Queue Delay Queue Time Period / Site Driveway, LOS' (sec) (ft)2 LOS' (sec) (ftp AM Peak # 1 Edmonds Way / West Driveway NB Shared Left -Right (exiting) WB Left (entering) #2 Edmonds Way / Middle Driveway NB Shared Left -Right (exiting) WB Left (entering) C 17.7 <25' C 20.2 <25' B 10.3 <25' B 10.4 <25' C 15.7 <25' -- -- -- A 9.8 <25' -- -- -- #3 Edmonds Way / East Driveway NB Right (exiting) B 12.0 <25' B 12.2 <25' WB Left (entering) -- -- -- A 9.9 <25' PM Peak # 1 Edmonds Way / West Driveway NB Shared Left -Right (exiting) C 20.2 <25' C 24.5 <25' WB Left (entering) B 10.7 <25' B 10.8 <25' #2 Edmonds Way / Middle Driveway NB Shared Left-Thru-Right (exiting) C 17.7 <25' -- -- -- WB Left (entering) A 9.6 <25' -- -- -- #3 Edmonds Way / East Driveway NB Right (exiting) B 12.1 <25' B 11.8 <25' WB Left (entering) -- -- -- A 9.8 <25' ' LOS = Level of Service, reported by movement for unsignalized intersections. 2 Queues are 951h Percentile queues. <25' indicates 95'" Percentile queue statistically less than 1 vehicle. The results of the unsignalized HCM LOS and queue analysis shown in Tables 2 and 3 show that the controlled movements at the site driveways currently operate at acceptable levels (LOS C or better) and would remain at acceptable levels (LOS C or oetter) during the AM and PM peak hours in 2013 without or with the proposed project. Project traffic would result in delay increases of less than 5 seconds per vehicle compared with existing/baseline driveway operations. The HCM results show 95th percentile queues that are all statistically less than 1 vehicle (25 feet), The results of the LOS and queue analysis indicate that separate exiting left- and right -turn lanes at the either driveway are not needed to maintain accepta.:)le operations. TEN W December 6, 2012 Page 12 Traffic Impact Analysis - McDonald's - 10124 Edmonds Way Collision Histo Based on collision data provided by the Washington State Department of Transportation (WSDOT), there were a total of three reported collisions that appear to have occurred at the existing McDonald's driveways on Edmonds Way within the most recent 3 year period (January 1, 2009 through December 31, 2011). All three collisions involved a northbound left -turn vehicle exiting the McDonald's middle driveway versus a through vehicle on Edmonds Way. Two of the three collisions involved through vehicles travelling westbound on Edmonds Way and one collision involved a through vehicle travelling eastbound on Edmonds Way. All 3 collisions occurred at the Middle Driveway which is being eliminated with this project. Since only 3 collisions have occurred at the McDonald's driveways over the most recent 3 year period (none of which occurred at the 2 proposed driveway locations) there does not appear to be a clear safety issue that needs to be addressed with this project. The collision data in the vicinity of the project site as provided by WSDOT is included in Appendix D. Sight Distance Intersection sight distances and stopping sight distances at the location of the proposed east and west driveways on Edmonds Way were field verified by TENW on November 15, 2012. Intersection sight distances were evaluated based on standards in the WSDOT Design Manua/section 1310.09. Stopping sight distances were evaluated based on standards in Design Manua/ section 1260.04. The posted speed limit on Edmonds Way at the project site is 35 miles per hour (mph). For this assessment we used a design speed of 40 mph. Intel -section Sight Distance For a 40 mph design speed on Edmonds Way, the recommended value for intersection sight distance was calculated to be 500 feet (Design Manua/ Exhibit 1310-27a). This assumes a vehicle making a left -turn from the site driveway and crossing 3 lanes (2 eastbound lanes and a center two-way left -turn lane). This is a conservative assumption since exiting left -turn vehicles will be able to use the center two-way left -turn lane as refuge and would typically only be required to cross 2 lanes. At the west driveway, we confirmed that over 500 feet of intersection sight distance is available looking to the east and to the west. Therefore, intersection sight distance standards are met at the west driveway. At the east driveway, over 500 feet of intersection sight distance is available looking to the west. Looking to the east, the available intersection sight distance was measured to be approximately 460 feet, limited by a horizontal curve in the vicinity of the intersection of Edmonds Way/ 1001h Ave W. Based on the current proposal to maintain the right -turn only sign for traffic exiting at the east driveway, the intersection sight distances at the east driveway are acceptable. If an occasional vehicle turns left from the east driveway, they would likely utilize the center two-way left -turn lane and would therefore not be required to yield to westbound through vehicles on Edmonds Way. Our evaluation of intersection sight distances assumes that no new sight obstructions will be placed within the sight triangles along the project frontage with the proposed project. Current views looking west and east on Edmonds Way from the proposed driveway locations are shown in the photos below. %9 TEN W December 6, 2012 Page 13 Traffic Impact Analysis -McDonald's - 10124 Edmonds Way View looking west from the McDonald's west driveway on Edmonds Way View looking east from the McDonald's west driveway on Edmonds Way TEN W December b, 2012 Page 14 Traffic Impact Analysis - McDonald's - 10124 Edmonds Way Stopping Sight Distance For a 40 mph design speed on Edmonds `Nay, the recommended value for "design" stopping sight distance is 305 feet per Design Manual Exhibit 1260-1 [Note: Since Edmonds Way is an existing roadway where the existing vertical and horizontal alignment is being retained, "existing" stopping sight distance standards could be used for this assessment. Per Design Manual Exhibit 1260-13, the recommended minimum value for "existing" stopping sight distance is 260 feet]. Based on our field observations, the available stopping sight distances on the eastbound and westbound approaches at both driveway locations exceed 305 feet. Therefore, stoppingsight distance standards are met at both driveways. Mitigation Based on our findings, the proposed project would not have a significant adverse impact on the tr o ation system, and the driveways are expected to operate safely and efficiently. The payment of ransportation impact fees will adequately mitigate project impacts by funding the project's fair share of the cost of the City of Edmond's planned transportation improvements. As shown on the City's Traffic Impact Analysis Worksheet, the calculated net impact fee for this project is $19,081 .15 ($46,997.55 proposed minus $27,916.40 existing). The worksheet will be provided with this Traffic Impact Analysis. If you have any questions regarding the information presented in this analysis, please call me at (206) 498- 5897 or email at forster@tenw.com. Appendices: A. Detailed Trip Generation Calculations B. Existing AM and PM Peak Hour Count Summaries C. Driveway LOS/Queue Calculations D. Collision Data cc: Jenelle Taflin, P.E., Pacland ,qI(e 40 I T .34 nJe�O -� 47 I -re c13 — 4270 s� #h•Z31s- _ ySZ. /0 27, `7/ (e • 4 0 y �e5s e.Xis�►ryj OZ,0, 03T TEN W December 6, 2012 Page 16 Traffic Impact Analysis - McDonald's - 10124 Edmonds Way Detailed Trip Generation Calculations McDonald's - Edmonds Trip Generation - Weekday Weekday Daily Trip Generation Directional Split Trip Trips Generated Land Use Area Units' ITE LUCZ In Out Rate In Out Total Proposed Use: Fast Food with Drive -Through 4,185 GFA 934 50% 50% 496.12 1,038 1,038 2,076 Passby 3 50% -519 -519 -1,038 Net Proposed Weekday Daily Trips = 519 519 1,038 Existing Use: Fast Food with Drive -Through 3,455 GFA 934 50% 50% 496.12 857 857 1,714 Passby 3 50% -428 -429 -857 Net Existing Weekday Daily Trips = 429 428 857 Net New Weekday Daily Trips = 90 91 181 Weekday AM Peak Hour Trip Generation Directional Split Trip Trips Generated Land Use Area Units' ITE LUCZ In Out Rate In Out Total Proposed Use: Fast Food with Drive -Through 4,185 GFA 934 51% 49% 45.42 97 93 190 Passby 3 49% -47 -46 -93 Net Proposed Weekday AM Peak Hour Trips = 50 47 97 Existing Use: Fast Food with Drive -Through 3,455 GFA 934 51% 49% 45.42 80 77 157 Passby 3 49% -39 -38 -77 Net Existing Weekday AM Peak Hour Trips = 41 39 80 Net New Weekday AM Peak Hour Trips = 9 8 17 Weekday PM Peak Hour Trip Generation Directional Split Trip Trips Generated Land Use Area Units ITE LUCZ In Out Rate In Out Total Proposed Use: Fast Food with Drive -Through 4,185 GFA 934 52% 48% 32.65 71 66 137 Passby 3 50% -36 -33 -69 Net Proposed Weekday PM Peak Hour Trips = 35 33 68 Existing Use: Fast Food with Drive -Through 3,455 GFA 934 52% 48% 32.65 59 54 113 Passby 3 50% -30 -27 -57 Net Existing Weekday PM Peak Hour Trips = 29 27 56 Net New Weekday PM Peak Hour Trips = 6 6 12 Notes: ' GFA is Gross Floor Area s ITE Trip Generation Manual, 9th Edition Land Use Code. Passby percent based on average of studies in the ITE Trip Generation Handbook, 2nd Edition, 2004. PM possby rates were used for Daily (no daily rates available). McDonalds Edmonds 121412012 TENW Project No. 46xx MOD Ed—d, - Try G—fim Edmmes - wedmy Traffic Impact Analysis - McDonald's - 10124 Edmonds Way APPENDIX B Existing AM and PM Peak Hour Count Data Edmonds McDonalds Existing Site Trip Generation Summary - AM Peak Hour Thursday - November 15, 2012 AM Peak Hour Interval Begin A West Driveway on Edmonds Way B Middle Driveway on Edmonds Way C East Driveway on Edmonds Way A + B + C Total Trips Hourly Totals In Out In Out In Out in Out Total 7:00 AM 15 1 2 7 0 8 17 16 33 7:15 AM 15 1 1 12 0 3 16 16 32 7:30 AM 29 3 3 7 0 5 32 15 47 7:45 AM 7 3 7 10 0 12 14 25 39 151 7:00 am - 8:00 am 8:00 AM 14 1 3 6 1 1 18 8 26 1" 7:15 am - 8:15 am 8:15 AM 17 0 2 11 0 4 19 15 34 146 7:30 am - 8:30 am 8:30 AM 18 2 3 11 0 8 21 21 42 141 7:45 am - 8:45 am 8:45 AM 16 1 2 1 9 1 6 19 1 16 35 137 8:00 am - 9:00 am Peak Hour 66 8 13 36 0 28 79_ 72 ". _ 1151-' Peak Houiris 7:00 a:m. - 8:00 a.m. . 74 49 1 28 Location A (Edmonds Way West Driveway) WB Left EB Right SIB Thru NB Left NB Thru NB Right 6 9 0 1 0 0 10 5 0 1 0 0 15 14 0 1 0 2 4 3 0 2 0 1 8 6 0 0 0 1 10 7 0 0 0 0 11 7 0 2 0 0 9 7 0 1 0 0 73 58 0 8 0 4 Location B (Edmonds Way Middle Driveway) WB Left EB Right SIB Thru NB Left NB Thru NB Right 1 1 0 1 0 6 1 0 0 3 0 9 3 0 0 5 0 2 7 0 0 4 0 6 2 1 0 2 0 4 2 0 0 8 0 3 3 0 0 6 0 5 2 0 0 7 1 1 21 2 0 36 1 36 Location C (Edmonds Way East Driveway) WB Left EB Right SIB Thru NB Left NB Thru NB Right 0 0 0 0 0 8 0 0 0 0 0 3 0 0 0 0 0 5 0 0 0 0 0 12 1 0 0 0 0 1 0 0 0 0 0 4 0 0 0 1 0 7 1 0 0 0 0 6 2 0 0 1 0 46 McDonalds Edmonds TENW Project No. 4661 ALW/CPF 12/5/2012 McD Edmonds Existing Trip Generation Summary Edmonds McDonalds Existing Site Trip Generation Summary - PM Peak Hour Wednesday - November 14, 2012 PM Peak Hour Interval Begin A West Driveway on Edmonds Way B Middle Driveway on Edmonds Way C East Driveway on Edmonds Way A + B + C Total Trips Hourly Totals In Out In Out In Out In Out Total 4_:00 PM _ 11 2 8 8 0 5 19 15 34 4:15 PM 9 1 1 10 0 5 _ 10 16 26 4.30 PM 18 4 0 1 0 6 18 11 29 4:45 PM 9 0 0 6 0 10 9 16 25 114 4:00_pm - 5:00 pm 5:00PM 15 3 4 6 0 5 19 14 33 113 4:15 pm - 5:15 pm_ 5:15 PM 14 1 0 0 9 0 5 14 14 28 115 _ 4:30 pm - 5:30 pm 5:30 PM 12 2 4 12 0 6 16 20 36 122 4:45 Pm - 5:45 pm 5.45 PM 10 1 1 5 0 3 11 9 20 117 5:00 pm - 6:00 pm Peak Hour 50 5 8 33 0 26 58 64 122xt, Peak Hour is 4:45 .m. - 5:45 p.m. 55 41 26 Location A (Edmonds Way West Driveway) WB Left EB Right SB Thru NB Left NB Thru NB Right 4 6 1 0 0 2 6 3 0 0 0 1 8 10 0 0 1 3 5 4 0 0 0 0 8 6 1 1 0 2 6 8 0 0 0 0 6 5 1 1 0 1 7 2 1 1 0 0 50 44 4 3 1 9 Location B (Edmonds Way Middle Driveway) WB Left EB Right SB Thru NB Left NB Thru NB Right 8 0 0 4 0 4 1 0 0 7 0 3 0 0 0 0 0 1 0 0 0 4 0 2 4 0 0 1 1 4 0 0 0 2 0 7 3 1 0 2 1 9 1 0 0 2 0 3 17 1 0 22 2 33 Location C (Edmonds Way East Driveway) WB Left EB Right SB Thru NB Left NB Thru NB Right 0 0 0 1 0 4 0 0 0 0 0 5 0 0 0 1 0 5 0 0 0 0 0 10 0 0 0 1 0 4 0 0 0 0 0 5 0 0 0 0 0 6 0 0 0 0 0 3 0 0 0 3 0 42 McDonalds Edmonds TENW Project No. 4661 ALW/CPF 12/5/2012 McD Edmonds Existing Trip Generation Summary Traffic Impact Analysis - McDonald's - 10124 Edmonds Way APPENDIX C Driveway LOS/Queue Calculations Traffic Impact Analysis - McDonald's - 10124 Edmonds Way 2012 Existing TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st TENW enc /Co. Date Performed 12/3/12 nal sis Time Period M Peak Intersection Jurisdiction Analysis Year 2 Existina AM Peak Project Description McDonalds Edmonds #4661 East/West Street: McDonalds West Dw North/South Street: Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 4 559 31 35 380 3 Peak -hour factor, PHF 0.66 0.66 0.66 0.78 0.78 0.78 Hourly Flow Rate veh/h 6 846 46 44 487 3 Proportion of heavy vehicles, PHv 2 -- 5 Median type Two Way Left Turn Lane RT Channelized? 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR U stream Signal 1 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 5 0 3 0 0 12 Peak -hour factor, PHF 0.67 0.67 0.67 0.60 0.60 0.60 Hourly Flow Rate (veh/h) 7 1 0 1 4 0 1 0 1 19 Proportion of heavy 0 1 0 1 0 0 1 0 1 0 ehicles, PHv Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 1 0 1 0 0 1 0 Configuration I I LTR LTR Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR Volume, v (vph) 6 44 11 19 apacity, cm (vph) 1070 737 301 762 /c ratio [Control 0.01 0.06 0.04 0.02 ueue length (95%) 0.02 0.19 0.11 0.08 Delay (s/veh) 8.4 10.2 17.4 9.8 LOS A 8 C A Approach delay (s/veh) -- -- 17.4 9.8 Approach LOS -- -- C A HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.1 f TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst TENW Intersection Edmonds Way/Middle Dw Agency/Co. Jurisdiction Date Performed 1213112 Analysis Year 2012 Existinq AM Peak Analysis Time Period AM Peak Project Description McDonalds Edmonds #4661 East/West Street: McDonalds Middle Dwy North/South Street: Intersection Orientation: East-West Stud Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 13 564 1 12 401 4 Peak -hour factor, PHF 0.67 0.67 0.67 0.77 0.77 0.77 Hourly Flow Rate (veh/h) 19 841 1 15 520 5 Proportion of heavy vehicles, PHv 3 -- -- 5 -- -- Median type Two Way Left Turn Lane RT Channelized? 0 0 Lanes 1 2 0 1 1 2 0 Configuration L T TR L T TR U stream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 13 0 23 1 0 0 Peak -hour factor, PHF 0.75 0.75 0.75 0.25 0.25 0.25 Hourly Flow Rate (veh/h) 17 0 30 4 0 0 Proportion of heavy ehicles, PHv 0 0 0 100 0 0 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 1 0 1 0 1 0 Configuration LTR LTR Control Delay, Queue Len th, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR Volume, v (vph) 19 15 47 1 4 Capacity, cm (vph) 1031 770 390 180 /c ratio 0.02 0.02 0.12 0.02 Queue length (95%) 0.06 0.06 0.41 0.07 Control Delay (s/veh) 8.6 9.8 15.5 1 25.5 LOS A A C D Approach delay (s/veh) -- -- 15.5 25.5 Approach LOS -- -- C D HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.If TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst TENW Agency/Co. Date Performed 1213112 Analysis Time Period AM Peak Project Description McDonalds East/West Street: McDonalds E Intersection Orientation: East- ehicle Volumes and Ad' Major Street Movement Volume veh/h 1 Peak -hour factor, PHF 0. Hourly Flow Rate veh/h 1 Proportion of heavy vehicles, PHv Median type RT Channelized? Lanes 1 Configuration L T Upstream Signal 0 Minor Street Northbound Movement 7 8 L T Volume veh/h 0 0 Peak -hour factor, PHF 0.58 0.58 Hourly Flow Rate veh/h 0 0 Proportion of heavy vehicles, PHv 0 0 Percent grade (%) 0 Flared approach N Storage 0 RT Channelized? Lanes 0 0 Configuration LR Control Delay, Queue Length, Level of Service Approach EB WB Movement 1 4 Lane Configuration L Volume, v (vph) 1 Capacity, cm (vph) 1019 /c ratio 0.00 Queue length (95%) 0.00 Control Delay (s/veh) 8.5 LOS A Approach delay (s/veh) -- -- pproach LOS -- -- Intersection Jurisdiction Analysis Year Edmonds #4661 ast Dw North/South Street: West Stud Period hrs : 0.25 ustments Eastbound 1 2 3 4 L T R L 587 0 0 67 0.67 0.67 0.77 876 0 0 3 -- -- 5 Two Way Left Turn Lane 0 2 Peak 5 T 415 0.77 538 HCS2000rm Copyright 0 2003 University of Florida, All Rights Reserved Version 4.1 f TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst TENW Agency/Co. Date Performed 121312012 Analysis Time Period PM Peak Intersection Jurisdiction Analysis Year 12 Existinq PM Peak Project Description McDona/ds Edmonds #4661 East/West Street: McDonalds West Dwy 7North/South Street: Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 27 777 23 25 881 15 Peak -hour factor, PHF 0.77 0.77 0.77 0.94 0.94 0.94 Hourly Flow Rate (veh/h) 35 1009 29 26 937 15 Proportion of heavy vehicles, PHv 1 -- -- 1 -- __ Median type Two Way Left Turn Lane RT Channelized? 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 2 0 3 17 2 67 Peak -hour factor, PHF 0.31 0.31 0.31 0.86 0.86 0.86 Hourly Flow Rate (veh/h) 6 0 1 9 19 2 77 Proportion of heavy vehicles, PHv 0 0 0 0 0 0 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 1 0 1 0 0 1 0 Configuration I I LTR I LTR Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR Volume, v (vph) 35 26 15 98 Capacity, cm (vph) 724 671 261 371 /c ratio 0.05 0.04 0.06 0.26 Queue length (95%) 0.15 0.12 0.18 1.04 Control Delay (s/veh) 10.2 10.6 19.6 18.2 LOS B B C C Approach delay (s/veh) -- -- 19.6 18.2 Approach LOS -- -- C C HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.11 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst TENW Agency/Co. Date Performed 1213112 Analysis Time Period PM Peak Project Description McDonalds Edmonds #4661 East/West Street: McDonalds Middle Dw Intersection Orientation: East-West Vehicle Volumes and Adjustments Major Street Eastbound Movement 1 2 L T Volume veh/h 47 781 Peak -hour factor, PHF 0.93 0.93 Hourly Flow Rate veh/h 50 839 Proportion of heavy ehicles, PHv 1 -- Median type RT Channelized? Lanes 1 2 Configuration L T U stream Signal 0 Minor Street Northboun Movement 7 8 L T Volume veh/h 9 2 Peak -hour factor, PHF 0.69 0.69 Hourly Flow Rate (veh/h) 13 2 Proportion of heavy vehicles, PHv 0 0 Percent grade (%) 0 Flared approach N Storage 0 RT Channelized? Lanes 0 1 Configuration LTR Control Delay, Queue Len th, Level of Service Approach EB WB Movement 1 4 Lane Configuration L L Volume, v (vph) 50 7 Capacity, cm (vph) 665 797 /c ratio 0.08 0.01 Queue length (95%) 0.24 0.03 Control Delay (s/veh) 10.9 9.6 LOS B A Approach delay (s/veh) 1 -- Approach LOS I-- -- Intersection Edmonds Way/Middle L Jurisdiction Analysis Year 2012 Existing PM Peak iNorth/South Street: • • Two Way Left Turn Lane i Southbound ..Southbound HCS2000TM Copyright ® 2003 University of Florida, All Rights Reserved Version 4.I f General Information TWO-WAY STOP CONTROL SUMMARY Site Information NW Intersection Jurisdiction 3/12 nalvsis Year Analyst TE Agency/Co. Date Performed 12/ Analysis Time Period PM Peak 12 Existina PM Peak Project Description McDonalds Edmonds #4661 East/West Street: McDonalds East Dw North/South Street: Intersection Orientation: East-West Stud Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 14 795 0 0 934 0 Peak -hour factor, PHF 0.93 0.93 0.93 0.90 0.89 0.89 Hourly Flow Rate (veh/h) 15 854 0 0 1049 0 Proportion of heavy vehicles, PHv 3 -- -- 5 -- -- Median type Two Way Left Turn Lane RT Channelized? 0 0 Lanes 1 2 0 0 2 0 Configuration L T T TR U stream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 1 0 25 0 0 8 Peak -hour factor, PHF 0.65 0.65 0.65 0.67 0.67 0,67 Hourly Flow Rate (veh/h) 1 0 38 0 0 11 Proportion of heavy vehicles, PHv 0 0 0 0 0 0 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 0 0 0 0 Configuration LR LR Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR LR Volume, v (vph) 15 39 11 Capacity, cm (vph) 653 557 503 /c ratio 0.02 0.07 0.02 Queue length (95%) 0.07 0.23 0.07 Control Delay (s/veh) 10.6 11.9 12.3 LOS B B B Approach delay (s/veh) -- -- 11.9 12.3 pproach LOS -- -- B B HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.1 f Traffic Impact Analysis - McDonald's - 10124 Edmonds Way 2013 Without Project ral Information TWO-WAY STOP CONTROL SUMMARY Site Information W Intersection urisdiction Analyst TEN Agency/Co. Date Performed 12/3 Analysis Time Period M Peak /12 IlAnalvsis Year 3 Without Project AM Project Description McDonalds Edmonds #4661 East/West Street: McDonalds West D North/South Street: Intersection Orientation: East-West Stud Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 4 570 31 35 392 3 Peak -hour factor, PHF 0.66 0.66 0.66 0.78 0.78 0.78 Hourly Flow Rate (veh/h 6 863 46 44 502 3 Proportion of heavy vehicles, PHv 2 -- -- 5 -- -- Median type Two WayLeft Turn Lane RT Channelized? 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 5 0 3 0 0 12 Peak -hour factor, PHF 0.67 0.67 0.67 0.60 0.60 0.60 HourlyFlow Rate veh/h 7 0 4 0 0 19 Proportion of heavy vehicles, PHv 0 0 0 0 0 0 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Control Delay, Queue Len th, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR Volume, v (vph) 6 44 11 19 Capacity, cm (vph) 1056 726 295 754 /c ratio 0.01 0.06 0.04 0.03 Queue length (95%) 0.02 0.19 0.12 0.08 Control Delay (s/veh) 8.4 10.3 17.7 9.9 LOS A 8 C A pproach delay (s/veh) -- -- 17.7 9.9 pproach LOS -- -- C A HCS2000TM Copyright 2003 University of Florida, All Rights Reserved Vernon 4.1 f TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst ENW Agency/Co. Date Performed AM 213112 Analysis Time Period Peak Project Description McDona/ds Edmonds #4661 East/West Street: McDonalds Middle Dw Intersection Orientation: East-West Vehicle Volumes and Adjustments Major Street Eastbound Movement 1 2 L T Volume veh/h 13 575 Peak -hour factor, PHF 0.67 0.67 Hourly Flow Rate (veh/h) 19 _T 858 Proportion of heavy ehicles, PHv 3 -- Median type RT Channelized? Lanes 1 2 Configuration L T Upstream Signal 0 Minor Street Northbound Movement 7 8 L T Volume veh/h 13 0 Peak -hour factor, PHF 0.75 0.75 Hourly Flow Rate veh/h) 17 0 Proportion of heavy vehicles, PHv 0 0 Percent grade (%) 0 Flared approach N Storage 0 RT Channelized? Lanes 0 1 Configuration LTR Control Delay, Queue Len th, Level of Service Approach EB WB Movement 1 4 Lane Configuration L L Volume, v (vph) 19 15 Capacity, cm (vph) 1017 759 /c ratio 0.02 0.02 Queue length (95%) 0.06 0.06 flay (s/veh) 8.6 9.8 A A delay (s/veh) -- -- LOS -- -- Intersection Jurisdiction Analysis Year orth/South Street: Ludy Period (hrs): 0.25 3 4 R L 1 12 0.67 0.77 1 15 -- 5 Two Way Left Turn Lane 0 0 1 TR L 9 10 R L 23 1 0.75 0.25 30 4 0 100 Northbound 7 8 9 LTR 47 383 0.12 0.42 15.7 C 15.7 C 3 Without Project AM Westbound 5 6 T R 413 4 0.77 0.77 536 5 0 2 0 T TR 0 Southbound 11 12 T R 0 0 0.25 0.25 0 0 0 0 0 N 0 0 1 0 L TR Southbound 10 11 12 L TR 4 175 0.02 0.07 26.1 D 26.1 D HCS2000TM Copyright C 2003 University of Florida, All Rights Reserved Version 4. It ral Information TWO-WAY STOP CONTROL SUMMARY Site Information W Intersection Jurisdiction /12Analysis Year Analyst TEN Agency/Co. Date Performed 12/3 Analysis Time Period M Peak Project Description McDonalds Edmonds #4661 East/West Street: McDonalds East Dwy Intersection Orientation: East-West Vehicle Volumes and Adjustments Major Street Eastbound Movement 1 2 L T Volume veh/h 1 599 Peak -hour factor, PHF 0.67 0.67 Hourly Flow Rate (veh/h) 1 894 Proportion of heavy vehicles, PHv 3 -- Median type RT Channelized? Lanes 1 2 Configuration L T U stream Signal 0 Minor Street Northbounc Movement 7 8 L T Volume veh/h 0 0 Peak -hour factor, PHF 0.58 0.58 Hourly Flow Rate veh/h) 0 0 Proportion of heavy vehicles, PHv 0 0 Percent grade (%) 0 Flared approach N Storage 0 RT Channelized? Lanes 0 0 Configuration LR Control Delay, Queue Len th, Level of Service Approach EB WB Movement 1 4 Lane Configuration L Volume, v (vph) 1 Capacity, cm (vph) 1005 /c ratio 0:00 Queue length (95%) 0.00 Control Delay (s/veh) 8.6 LOS A Approach delay (s/veh) -- -- Approach LOS -- -- Street: 3 4 R L 0 0 0.67 0.77 0 0 -- 5 Two WayLeft Turn Lane 0 0 0 E' �V 0 1 0 -0- 3 Without Project AM 5 6 T R 427 0 0.77 0.77 554 0 0 0 0 0 0 0 I 0 0 � .• • -0_ HCS2000TM Copyright 0 2003 University of Florida, All Rights Reserved Version 4. If TWO-WAY STOP CONTROL SUMMARY General Information ISite Information Analyst TENW Intersection Agency/Co. Jurisdiction Date Performed 12/3/2012 Analysis Year Analysis Time Period PM Peak Project Description McDonalds Edmonds #4661 East/West Street: McDonalds West Dw Intersection Orientation: East-West Vehicle Volumes and Adjustments Major Street Eastbound Movement 1 2 L T Volume veh/h 27 797 Peak -hour factor, PHF 0.77 0.77 Hourly Flow Rate (veh/h) 35 1035 Proportion of heavy 1 -- ehlcles, PHv Median type RT Channelized? Lanes 1 Configuration L Upstream Signal Minor Street Movement 7 L Volume veh/h 2 Peak -hour factor, PHF 0.3 Hourly Flow Rate (veh/h) 6 Proportion of heavy vehicles, P,,,, 0 RT Channelized? Lanes 0 Configuration Control Delay, Queue Len th, Level Approach EB Movement 1 Lane Configuration L Volume, v (vph) 35 Capacity, cm (vph) 712 /c ratio 0.05 Queue length (95%) 0.15 Control Delay (s/veh) 10.3 LOS 8 pproach delay (s/veh) -- pproach LOS -- 2 T 0 Northbound 8 T 0 0.31 0 0 0 N 0 1 LTR !rvice WB 4 L 26 656 0.04 0.12 10.7 8 South Street: Period (hrs): 0.25 3 4 R L 23 25 0.77 0.94 29 26 -- 1 Two Way Left Turn Lane 0 0 1 TR L 9 10 R L 3 17 0.31 0.86 9 19 0 0 13 Without Project PM .. 0 0 001 I 0 � Southbound - 0 - HCS2000TM Copyright C 2003 University of Florida, All Rights Reserved Version 4. If TWO-WAY STOP CONTROL SUMMARY General Information ISite Information i_a_____a: rr�__r_ �i_. ✓�crri_ n._... TENW IIIICIbUkAlUII urisdiction o. nalysis Year ormed E 12/3/12 Time Period PM Peak Project Description McDonalds Edmonds #4661 East/West Street: McDonalds Middle Dwv 7North/South Street: 3 Without Project PM Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 47 801 1 7 939 15 Peak -hour factor, PHF 0.93 0.93 0.93 0.89 0.89 0.89 Hourly Flow Rate veh/h) 50 861 1 7 1055 16 Proportion of heavy vehicles, PHv 1 -- -- 1 -- -- Median type Two Way Left Turn Lane RT Channelized? 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 9 2 22 6 0 6 Peak -hour factor, PHF 0.69 0.69 0.69 0.60 0.60 0.60 Hourly Flow Rate veh/h 13 2 31 9 0 9 Proportion of heavy vehicles, PHv 0 0 0 0 0 0 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration LTR I LTR Control Delay, Queue Len th, Level of Service pproach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR Volume, v (vph) 50 7 46 18 Capacity, cm (vph) 652 782 330 246 /c ratio 0.08 0.01 0.14 0.07 Queue length (95%) 0.25 0.03 0.48 0.23 Control Delay (s/veh) 11.0 9.6 17.7 20.8 LOS B A C C Approach delay (s/veh) -- -- 17.7 20.8 pproach LOS -- -- C C HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved Version 4. If TWO-WAY STOP CONTROL SUMMARY eral Information Site Information Analyst TENW Agency/Co. Date Performed 1213112 Analysis Time Period PM Peak Intersection Jurisdiction Analysis Year dmonds Way/East Dw 913 Without Project PM Project Description McDonalds Edmonds #4661 East/West Street: McDona/ds East Dwy North/South Street: Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 14 815 0 0 953 0 Peak -hour factor, PHF 0.93 0.93 0.93 0.90 0.89 0.89 Hourly Flow Rate (veh/h) 15 876 0 0 1070 0 Proportion of heavy vehicles, PHv 3 "" "" 5 -- Median type Two Way Left Turn Lane RT Channelized? 0 0 Lanes 1 2 0 0 2 0 Configuration L T T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 1 0 25 0 0 8 Peak -hour factor, PHF 0.65 0.65 0.65 0.67 0.67 0.67 Hourly Flow Rate (veh/h) 1 0 38 0 0 11 Proportion of heavy ehicles, PHv 0 0 0 0 0 0 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 1 0 0 0 1 0 0 0 Configuration I I LR LR Control Delay, Queue Len th, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR LR Volume, v (vph) 15 39 11 Capacity, cm (vph) 641 547 495 /c ratio 0.02 0.07 0.02 Queue length (95%) 0.07 0.23 0.07 Control Delay (s/veh) 10.8 12.1 12.4 LOS B B B pproach delay (s/veh) -- -- 12.1 12.4 pproach LOS -- -- B B HCS2000"' Copyright C 2003 University of Florida, All Rights Reserved Version 4.I f Traffic Impact Analysis - McDonald's - 10124 Edmonds Way 2013 With Project TWO-WAY STOP CONTROL SUMMARY General Information ISite Information Analyst TENW Intersection Agency/Co. Jurisdiction Date Performed 1213112 Analysis Year Analysis Time Period AM Peak 13 With Protect AM Peak 11 Project Description McDonalds Edmonds #4661 East/West Street: McDonalds West Dwy North/South Street: Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 4 565 37 46 377 3 Peak -hour factor, PHF 0.66 0.66 0.66 0.78 0.78 0.78 Hourly Flow Rate (veh/h) 6 856 56 58 483 3 Proportion of heavy vehicles, PHv 2 -- -- 5 -- -- Median type Two Way Left Turn Lane RT Channelized? 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal 1 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 24 0 13 0 0 12 Peak -hour factor, PHF 0.72 0.72 0.72 0.60 0.60 0.60 Hourly Flow Rate (veh/h) 33 0 18 0 0 19 Proportion of heavy vehicles, PHv 0 0 0 0 0 0 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Control Delay, Queue Len th, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR Volume, v (vph) 6 58 51 19 Capacity, cm (vph) 1073 724 288 764 /c ratio 0.01 0.08 0.18 0.02 Queue length (95%) 0.02 0.26 0.63 0.08 Control Delay (s/veh) 8.4 10.4 20.2 9.8 LOS A B C A Approach delay (s/veh) -- -- 20.2 9.8 pproach LOS -- -- C A HCS2000TM Copyright 0 2003 University of Florida, All Rights Reserved Version 4. If TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst TENW Agency/Co. Date Performed 1213112 Analysis Time Period AM Peak Project Description McDonalds Edmonds #4661 Intersection Jurisdiction Analysis Year With Project AM Peak 11 East/West Street: McDonalds East Dwy INorth/South Street: Intersection Orientation: East-West Stud Period hrs : 0.25 ehicle Volumes and Adjustments Ma'or Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 1 580 2 12 424 0 Peak -hour factor, PHF 0.67 0.67 0.67 0.77 0.77 0.77 Hourly Flow Rate (veh/h) 1 865 2 15 550 0 Proportion of heavy vehicles, PHv 3 -- '- 5 -- -- Median type Two Way Left Turn Lane RT Channelized? 0 0 Lanes 1 2 0 1 2 0 Configuration 1 L T TR L T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 0 0 56 0 0 2 Peak -hour factor, PHF 1 0.58 0.58 0.72 0.50 0.50 0.50 Hourly Flow Rate (veh/h) 0 0 77 0 0 4 Proportion of heavy 0 0 0 0 0 0 e Ic es, Hv Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 0 0 1 1 0 0 0 Configuration R LR Control Delay, Queue Len th, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R LR Volume, v (vph) 1 15 77 4 Capacity, cm (vph) 1009 754 576 729 /c ratio 0.00 0.02 0.13 0.01 Queue length (95%) 0.00 0.06 0.46 0.02 Control Delay (s/veh) 8.6 9.9 12.2 10.0 LOS A A 8 A pproach delay (s/veh) -- -- 12.2 1 10.0 pproach LOS -- -- 8 I A HCS2000T"'t Copyright © 2003 University of Florida, All Rights Reserved Version 4.11 TWO-WAY STOP CONTROL SUMMARY General Information ISite Information Analyst TENW Intersection Agency/Co. Jurisdiction Date Performed 121312012 Analysis Year Analysis Time Period PM Peak monds Way/West Dw 13 With Proiect PM Peak Project Description McDonalds Edmonds #4661 East/West Street: McDonalds West Dw North/South Street: Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 27 792 29 31 887 15 Peak -hour factor, PHF 0.77 0.77 0.77 0.94 0.94 0.94 Hourly Flow Rate veh/h 35 1028 37 32 943 15 Proportion of heavy vehicles, PHv 1 -- -- 1 -- -- Median type Two Way Left Turn Lane RT Channelized? 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal 1 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 12 2 11 17 2 67 Peak -hour factor, PHF 0.80 0.80 0.80 0.86 0.86 0.86 Hourly Flow Rate (veh/h) 14 2 1 13 19 2 1 77 Proportion of heavy vehicles, PHv 0 0 0 0 0 0 Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 1 0 1 0 1 0 1 0 Configuration LTR LTR Control Delay, Queue Len th, Level of Service Approach EB WB Northbound . Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR Volume, v (vph) 35 32 29 98 Capacity, cm (vph) 720 656 213 360 /c ratio 0.05 0.05 0.14 0.27 Queue length (95%) 0.15 0.15 0.46 1.09 Control Delay (s/veh) 10.3 10.8 24.5 18.7 LOS 8 8 C C pproach delay (s/veh) 1 24.5 18.7 pproach LOS I-- -- C C HCS2000TM Copyright (0 2003 University of Florida, All Rights Reserved Version 4. If TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st TENW enc /Co. Date Performed 1213112 nal sis Time Period PM Peak Intersection Jurisdiction Analysis Year ponds Way/East Dw 3 With Protect PM Peak Project Description McDona/ds Edmonds #4661 East/West Street: McDonalds East Dwy INorth/South Street: Intersection Orientation: East-West Stud Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 14 796 1 8 950 0 Peak -hour factor, PHF 0.93 0.93 0.93 0.89 0.89 0.89 Hourly Flow Rate (veh/h) 15 855 1 8 1067 0 Proportion of heavy vehicles, PHv 3 -- -- 5 Median type Two Way Left Turn Lane RT Channelized? 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal 1 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 0 0 41 0 0 8 Peak -hour factor, PHF 0.65 0.65 0.80 0.67 0.67 0.67 Hourly ourly Flow Rate (veh/h) 0 0 51 0 0 11 roportion of heavy rp,_I P 0 0 0 0 0 n IC es, HV Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 1 0 0 1 1 0 0 0 Configuration I I I R LR Control Delay, Queue Len th, Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R LR olume, v (vph) 15 8 51 11 Capacity, cm (vph) 643 761 581 496 /c ratio 0.02 0.01 0.09 0.02 Queue length (95%) 0.07 0.03 0.29 0.07 Control Delay (s/veh) 10.7 9.8 11.8 12.4 LOS B A B B pproach delay (s/veh) -- -- 11.8 12.4 pproach LOS -- -- B B HCS2000"rm Copyright CO 2003 University of Florida, All Rights Reserved Version 4.11 Traffic Impact Analysis - McDonald's - 10124 Edmonds Way APPENDIX D Collision Data a 8 ,? G 0 2-6/3- 0,72-? 7 STONE® RETAINING WALL SYSTEMS A CONTECH COMPANY Design Calculati*ons For RESUB JUL 18 2013 BUILDING DEPARWENT McDonald's CM OF EDWNDS Edmonds, Washington (Project No. 13-237) TREET FILE Project Date - 7/17/13 DMT KEYSTONE RETAINING WALL SYSTEMS, INC. • A CONTECH COMPANY 4444 West 78th Street Minneapolis, Minnesota 55435 800.747,8971 9 Tel. 952.897.1040 • Fax. 952.897.3858 www. kc3,stoncwalls. com //3 F am vusam STONE , Date: July 17, 2013 To: Jason Green - PacLand From: Dan Tir = Keystone Project No: 13-237 Project Name: McDonald's Proj Location: Edmonds, Washington Approximate Quantities DESIGN MEMORANDUM Original Proiect Information Units: English Reinforcement: Mirafl Wall Batter. Near Vertical Design: Rankine Cap Units: 4" Caps Max Hgt: 5' Wall Data Soil Reinforcement - Neat Quantity, add waste Wall Keystone Units I Length i Area ft Miragrid 3XT s i 170 Standard III (21) 1 192 700 I I 1 i � _ e � Total 192 700 170 0 0 0 BREAKDOWN including caps Area sf INFORMATION PROVIDED Standard 111(21) 700 Grading Plans: PacLand - 712013 Utility Plans: PacLand - 712013 Soils Report: The Riley Group, Inc. - 5✓4112 - - Specifications: Not Provided _ DESIGN PARAMETERS y Soil Properties: Reinforced Retained . Foundation c 32 - 120 30 - 120 30 - 120 Units Comments (psf and pcf) Granular Structural Fill (psf and pcf) SW/SP - Sand (psf and pcf) SW/SP - Sand Design Loads: Liveload: 250 psf _ Deadload: _ None Backslope: Level Seismic A: 0.35 g Other Design Considerations: Cbmpound Stability of Tiers: Not Applicable Global Stability/Slope Stability: By Others Design Notes: 1) PGA value calculated from 2009 IBC seismic factors provided in the site soils report. 2) Railing mounted within the Standard units shall not exceed 42 Inches. 3) Keystone Standard Ill units for this design shall be manufactured by Mutual Materials Inc., substitutes shall not be permitted. P'.164/l F-d" STONE AEiAININB WALL S15fWIIS RETAINING WALL DESIGN KeyWall_2012 Version 3.7.2 Build-16 Project: McDonald's Project No: 13-237 Case: Case I Design Method: Rankine-w/Batter (modifted.soil interface) Design Parameters Soil Parameters: Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type: Unit Fill: deg c asf 34 0 30 0 30 0 Sand, Silt or Clay Crushed Stone, 1 inch minus Date: 7;1712013 Designer: dmt 7 pefWIN 120 0 120 7 L- 6.SOa Seismic Design A=0.35 g, Kh(Eat)=0.192 , Kh(lnt)=0.385 , Kv=0.000 Minimum Design Factors of Safety (seismic are 75% of static) sliding: 1.50/1.13 pullout: 1.50/1.13 uncertainties: 1.50/1.13 overturning: 2.00/1.50 shear: 1.50/1.13 connection: 1.50/1.13 bearing: 2.00/1.50 bending: 1.50/1.13 Design Preferences Reinforcing Parameters: Mirafi AT Geogrids Tult RFcr RFd RFid LTDS F_S Tal Ci Cds 3XT 3500 1.58 1.10 1.05 1918 1.50 127912694 0.90 .0.90 Analysis: Case: Case I Sta. 0+50 Unit Type: Leveling Pad: Wall HI: Level Backf ll Surcharge: Standard 111211120.00 pcf Crushed Stone 3.00 ft Offset: 1.20 fi LL: 250 psf uniform surcharge Load Width: 100.00ft Wall Batter: 0.00 deg (Hinge Ht N/A) embedment: 0.67 ft DL: 0 psf uniform surcharge Load Width: 100.00fi Results: Slidine Overturning Bearin Shear Bending Factors of Safety: 3.1414.00 13.70117.82 20.58125.50 36.48112. 75 11.7012.98 Calculated Bearing Pressure: 497 / 388 / 381 psf Eccentricity at base: 0.00 11/0.18 ft Reinforcing: (ft & lbs/ft) Cale. Allow Ten Pk Conn Pullout Laver Height Length Tension Reinf. Tyne Tal Tel FS 1 1.33 6.5 1531506 3XT 127912694 ok 104211389 ok 6.4311.55 ok Reinforcing Quantities (no waste included): 3XT 0.72 sy/ft Date 7A 7/2013 Case 1 Page z pf 11 ® STONE xMOR WAU SMM RETAINING WALL DESIGN KeyWall_2012 Version 3.7.2 Build 16 Project: McDonald's Project No: 13-237 Case: Case 2 Design Method: Rankine-wlBatter (modified soil interface) . Design Parameters Soil Parameters: deg C psf 7 pef Reinforced Fill 32 0 120 Retained Zone 30 0 120 Foundation Soil 30 0 120 Reinforced Fill Type: Sand, Silt or Clay Unit Fill: Crushed Stone, 1 inch minus Date: 711712013 Designer: dmt Seismic Design A=0.35 g, Kh(Ext)=0.192 , Kh(Int)=0.385 , Kv=0.000 Minimum Design Factors of Safety (seismic are 75% of static) sliding: 1.50/1.13 pullout: 1.50/1.13 uncertainties: 1.50/1.13 overturning: 2.00/1.50 shear. 1.50/1.13 connection: 1.50/1.13 bearing: 2.00/1.50 bending: 1.50/1.13 Design Preferences Reinforcing Parameters: Mirafi XT Geogrids Tull RFcr RFd RFid LTDS F_S Tal Ci Cds 3XT 3500 1.58 1.10 1.05 1918 1.50 127912694 0.90 0.90 Analysis: Case: Case 2 Sta. 1+20 Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: Standard H1211120.00 pcf Crushed Stone 5.00ft Offset: 1.20 ft LL: 250 psf uniform surcharge Load Width: 100:00f1 Wall Batter: 0.00 deg (Hinge Ht N/A) embedment: 1.00 ft DL: 0 psf uniform surcharge Load Width: 100.00 fl Results. Sli ing Overturning Bearing Shear Bending Factors of Safety: 2.4612.53 6. 7616.83 13.90113.75 14.0217.09 10. 7612.89 Calculated Bearing Pressure: 76417041703 psf Eccentricity at base: 0.12 ft/0.48 ft Reinforcing: (ft & lbs/ft) Cale. Allow Ten Pk Conn Pullout Lave Height Lenh Tension Reinf. Type Tal Tel FS 2 3.33 6.5 1311435 3XT 127912694 ok 104211389 ok 4.98/1.20 ok 1 1.33 6.5 4081750 3XT 127912694 ok 128511713 ok 4.8712.12 ok Reinforcing Quantities (no waste included): 3XT 1.44 sy; ft Date 7117,2013 Case 2 Nge3 4 /f DETAILED CALCULATIONS Project: McDonald's Project No: 13-237 Case: Case.2 Design Method: Rankine-w/Batter (modified soil interface) Soil Parameters: 6 deg c psfy acf Reinforced Fill 32 0 120 Retained Zone 30 0 120 Foundation Soil 30 0 120 Leveling Pad: Crushed Stone Modular Concrete Unit: Standard III21 Depth: 1.75 ft In -Place Wt: 120 pcf Geometry Internal Stability External Stability (Horizontal geometry) (Horizontal geometry) Height: 5.00 ft Height: 5.00 JI BackSlope: Angle: 0.0 deg Angle: 0.00 deg Height: 0.00 ft Height: 0.00 fi Batter: 0.00deg Batter: 0.00deg Surcharge: Dead Load: 0.00 psf Dead Load: 0.00 psf Live Load: 250.00 psf Live Load: 250.00 psf Base width: 6.5 ft Earth Pressures: ka sin' sin1 a sin(a— S) 1 + , Internal External` = 32 deg 0 = 30 deg a = 90.00 deg a = 90,00 deg R = 0.00 deg p = 0.00 deg 6 = 0.00 deg 5 = 0.00 deg H = 5.00 8 ka = 0.307 ka = 0.333 Hinge Height:. Hinge Ht= Not applicable Date: 711712013 Designer: dmt I Date 7/17.2013 Case 2 Page V 411 I Reinforcing Parameters: Mirafi XT Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci cds 3XT 3500 1.58 1.10 1.05 ' 1918 1.50 127912694 0.90 0.90 Connection Parameters: Miraft XT Geogrids Frictional l Break Pt Frictional 2 3XT Tc1= Ntan(41.00).+ 1258 1950 Tc1= Ntan(5.50) +2765 Unit Shear Data Shear = N tan(40.00) Inter -Unit ShearShear = N tan(32.00) + 1500.00 Calculated Reactions For the "modified" design method, the back of the mass assumed to be vertical for calculation of resisting forces. effective sliding length = 6.50 ft . Pat 0.5H•(y•H•ka — 2c-,F4 Pq:— q•H•ka P%:= Pa-cos(6) Pch:= P •cos(6) Pe6, = Pa•sin(8) Pcl,:- PQ eink8) }� VsJ�,r ' Reactions are: Area Force Arm-x Arm-y Moment WI 1050.00 [0.875] 2.500 918.75 W3 2850.00 [4.125] 2.500 11756.25 ql 887.50 [4.725] 5.000 4193.44 Pa h 500.00 6.500 [1.667] -833.33 Pql h 416.67 6.500 [2.500] -1041.67 Sum V = 4787.50 Sum Mr = 16868.44 Sum H = 916.67 Sum Mo = -1875.00 Date 7/17/2013 Case 2. Pag.SO* // Calculate Sliding at Base For Sliding, Vertical Force = W 1+W2+W3+W4+W5+W6+qd The resisting force within the rein. mass , Rf 1 The resisting force at the foundation, Rf 2 The driving forces, Df, are the sum of the external earth pressures: Pa_h + Pgl_h + Pgd_h the Factor of Safety for Sliding is Rf 2/Df Calculate Overturning: Overturning moment: Mo = Sum Mo Resisting moment: Mr = Sum Mr Factor of Safety of Overturning: Mr/Mo = 3900 = N tan(32) = 2437 = N tan(30.00) = 2252 = 917 = 2.46 = -1875 = 12675 6.76 Date 7117.-2013 Case 2 Page & p f // Calculate eccentricity at base: with Surcharge / without Surcharge Sum Moments = 14993 / 10800 Sum Vertical = 4788/3900 Base Length = 6.50 e = 0.118 / 0.481 Calculate Ultimate Bearing based on shear: where: Nq = 18.40 Nc = 30.14 Ng = 22.40 (ref. Vesic(1973, 1975) eqns) Qult = 10627 psf Equivalent footing width, B' = L -2e = 6.26 / 5.54 Bearing pressure = sumVB' = 764 psf / 704 psf [bearing is greatest with liveload] Factor of Safety for bearing = Qult/bearing= 13.90 Calculate Tensions in Reinforcing: The tensions in the reinforcing layer, and the assumed load at the connection, is the vertical area supported by each respective layer, Sv.Column [7] is'2c sqrt(ka)'. Table of Results ppf [1] [2] (3] [4] [51 (6] [7] [8] 191 Laver Depth zi hl ka/rho Pa as+Pasd c (5+6)cos(d)-7 Ti 2 1.67 1.33 0.307/61 131 0 0 131 131 1 3.67 3.83 0.307/61 330 78 0 408 408 Calculate sliding on the reinforcing: , The shear value is the lessor of base -shear or inter -tout shear. [l] [21 [3] [4] 151 [6] [7] [8] Laver Depth zi N Li Cds T RF ka 2 1.67 950 4.75 0.90 1719 2253. 0.333 1 3.67 2090 4.75 0.90 1981 3157 0.333 [9] [10] [11] Pa Pas+Pasd DF 56 139 194 269 306 574 [10] Tcl 1042 1285 [12) FS 11.59 5.49 [l1] Tsc N/A N/A Date 7/17,2013 Case 2 Page *' &1j f Calculate pullout of each layer The FoS (R"IS*) of pullout is calculated as the individual layer pullout (" divided by the tension (Df) in that layer. The angle of the failure plane is: 29.00 degrees from vertical. [1] [2] [3] [4] [5] Laver D th zi Le SumV Ci 2 1.67 2.90 580 0.90 1 3.67 4.01 1765 0.90 Check Shear & Bending at each layer Bending on the top layer is the FOS of overturning of the Units (Most surcharge loads need to be moved back from the face) [1] [21 [3] [41 [5] [61 Laver Depth zi Si DM Pv RM 2 1.67 1.67 28 350 306 Seismic 1.67 1.67 106 350 306 1 3.67 2.00 66 560 837 Seismic 3.67 2.00 134 560 837 [6] [7] [$] Poi Ti FS PO 653 131 .4.98 1985 408 :. 4.87 [7] [8] 191 FS b DS RS FS Sh 10.76 51 1719 33.56 2.89 140 1719 12.29 . 12.60 141 1981 14.02 6.23 279 1981 7.09 0 Date 7A 7/2013 Case 2 Page 6 4 11 EXTERNAL STABILITY Horizontal Acceleration Vertical Acceleration Am= (1.45-A)A Kh(ext) = Am/2 Kh(int) = Am Inertia Force of the Face: Wls Inertia Forces of the soil mass: = 0.35g = O.00g = 0.385 = 0.192 = 0.385 = H x Wu x gamma = 1050.00 ppf W2s = H x (112/2 - face depth) * gamma =5.00x0.75x120.00 = 450.00 ppf Pif = W 1 * kh(ext) = 1050,00 x 0.192 = 202.13 Pir = W2s * kh(ext) = 86.62 Seismic Thrust, Pae D_Kae . =Kae - Ka = 0.467 - 0.333 = 0.134 Pae = 0.5 x gamma x sgr(H2) x D_Kae = 0.5 x 120.00 x sgr(5.00) x 0.134 = 200.40 Pae_h/2 = Pae x cos(delta)/2 = 100.20 Calculated Reactions For the "modified" design method, the back of the mass assumed to be vertical for calculation of resisting forces. effective sliding length = 6.50 fP Reactions for Seismic Calculations Area Force Arm-x Army Moment W1 1050.00 [0.875] 2.500 918.75 W3 2850.00 [4.1251 2.500 11756.25 Pa_h 500.00 6.500 [1.6671. -833.33 Pir 86.62 2.125 [2.5001 -216.56 Piif 202.13 0.875 [2,500] -505.31 Pae_h12 100.20 2.500 [3.000] -300.60 Sum Y = 3900.00 Sum Mr = 12675.00 Sum H = 888.95 Sum Mo = -1855.81 Date W17/2013 Case 2 page 7 4./1 Sliding Calculations Pa_h = 500.00 ppf Pae_h'2 = 100.20 ppf PIR = 288.75 ppf Resisting Forces, RF = (W 1 + W2) tan(phi) Foundation fill = 3900.00 x tan(30.00)=2251.67 FS = RF/(Pa h + Pae h/2 + P ir) = 2.53 Overturning Calculations Ove:ttuning moment: Mo = Sum Mo = -1856 Resisting Moments Mr = Sum Mr = 12675 Factor of Safety of Overturning = Mr/Mo = 6.83 Calculate eccentricity at base: Sum Moments = 10819 Sum Vertical = 3900 Base Length = 6.50 e = 0.476 Calculate, Ultimate Bearing based on shear: where: Nq = 18.40 Nc = 30.14 Ng = 22.40 (ref. Vesic(1973, 1975) egns) Qult = 9666 psf Equivalent footing width, B' = L -2e = 5.55 Bearing pressure = sumV/B' = 703 psf Factor of Safety for bearing = Qult/bearing = 13.75 INTERNAL STABILITY kh(int) = (1.45-A) A = (1.45 - 0.35) 0.35 = 0.385 Inertia Forces W 1 = 1.75 x 5.00 x 120.00 x kh int) = 404.25 ppf Wedge = Wedge x kh_int [for failure plane angle of 61.00deg.] = 831.46 x 0.38 = 320.11 ppf Dead Load = = 0.00 ppf Total Additional Internal Dynamic Loading 320.11 + 404.25 + 0.00 724.36 ppf Tension in Reinforcing Laver Le ( ft) Tension Dvn Tension Total Tension( ppf) FoS Pullout 2 2.90 131.10 304.10 435.20 1.20 1 4.01 329.79 420.26 750.05 2.12 Date 7/ 172013 Case 2 Page 10 #� it r ® STONE 6EWYIIsWPILSTSiEMS RETAINING WALL DESIGN . KeyWall_2012 Version 3.7.2 Build 16 Project: McDonald's Project No: 13-237 Case: Case 3 Design Method: Rankine-w/Batter (modified soil interface) Design Parameters Soil Parameters: deg c Of Retained Zone 30 0 Foundation Soil 30 0 Unit Fill: Crushed Stone, 1 inch minus 7 pcf 120 120 Seismic Design A=0.35 g, Kh(Ext)=0.192 , Kh(Int)=0.385 , Kv=0.000 Minimum Design Factors of Safety (seismic are 75% of static) sliding: 1.50/1.13 pullout: 1.50/1.13 uncertainties: overturning: 2.00/1.50 shear: 1.50/1.13 connection: bearing: 2.00/1.50 bending: 1.50/1.13 Design Preferences Analysis: Case: Case 3 Sta. 1+80 Unit Type: Standard 11121 / 120.00 pcf Leveling Pad: Crushed Stone Wall Ht: 2.33 ft Level Back.fill Offset: 1.20 ft Surcharge: LL: 250 psf uniform surcharge Load Width: 100.00 ft Results: Shaine Overturning Factors of Safety: 3.17/1.83 3.94/1.91 Calculated Bearing Pressure: 33613361432 psf Eccentricity at base: 0.22 ft/0.46 ft Date: 711712013 Designer: dmi 1.50/1.13 1.50/1.13 Wall Batter: 0.00 deg (Hinge Ht N/A) embedment: 0.67 -ft DL: 0 psf uniform surcharge Load Width: 100.00 R Bearing Shear Bending 14.91/10.12 N/A N/A Date 7172013 Case Page If 411 5'-0" 3'-10" I- r t T I 1 17-7 �T 3'-2" --M 8'-8„ j � Tr 1TT— -r �— SCALE: 3/8" = 1'-0" r> racsasf ktscE.*- i rOUNTER Customer: Date: Prepared By: utp m2ywbe—i—i m pdig Uoknuud-M.tkda ,anx DISTRIBUTED BY SIGN UP COMPANY MCDONALD'S 09/10/13 1 INI/ISU/RA/ISU 70021st Street Southwest Location: File Name: En AE/�SoNN PO Bwx 210 & S/BBMAA(ERS//MASEBU/LBERS 1�(800) n, 9888 - t-0.pc EDMONDS, WA 118753 - R6 - 10124 EDMONDS WAY, EDMONDSr WA -PROGRAM BOOK - 1 (soo &119888 • wwsv. ersonasi s.eom SIGN NUMBER 1 APR 01 2013 DEVELOPC ENT SERVICES T-0 1/2' 7-8 3/S— 3Sa® WHITE LED'S AS REOUIRED 7 —END RETAINER REMOVABLE t LED POWER SUPPLY T-AS REQUIRED 1 j NUTS WELDED TO INSIDE OFFRAME 083• ALUMINUM LED SUPPORT C-CHANNEL FRAME & LAMP DETAILB�MP DETAIL SCALE: 1 Y.' • 1'•0" T-0 112" 7-8 318" tfir--- ---- —--..�.-------' 6' MCD-UF OF .----ALUMINUM EXTRUSION Fo + 7/8' ELECTRICAL OUT HOLE 8/16' BOLT HOLES —a in'— PLAN VIEW SCALE: I W =1'-0' RESUB —6"— 8' MCD-UF & MCD-EF OF ALUMINUM EXTRUSION WHITE LED'S AS REQUIRED—; .118' CLEAR PAN -FORMED POLY. FACE W/ 2ND SURFACE SCREENED DECORATION I 063'ALUMINUMLED_ j SUPPORT C-CHANNEL i I DETAIL - CROSS SECTION A -A SCALE: 1 W • 1'.0' .nr CLEAR PNN FORMW Far. FACE WI Tat SURFACE SCREENEDDECORAnON r MCO•UF S MCD•EF OF i N.uMmuM ExmusioN DETAIL (10 SCALE: NTS Drive-Thru6" FRAME DETAIL: DESIGN FACTOR: TED MCD-UF & MCD-EF DF ALUMINUM EXTRUSION 1"FLAT ALUMINUM RETAINERS EXTERIOR FINISH: DUPONT CENTARI Exit ThankYou ThankYouU.L 5000 V3S36 BRONZE END RETAINER REMOVABLE FOR ACCESS APPROVED ELECTRICAL: 0.32 AMPS. 120 VOLTS SQUARE FEET: BOXED • 3.93 Welcome• ACTUAL • 3.71 FACE DETAIL: .118' CLEAR PAN -FORMED POLY. FACE W/ 2ND SURFACE SCREENED DECORATION: M PMS 485 RED - BACKGROUND GRAPHIC DETAIL .PMS 109 YELLOW -ARCHESAND ARROW SCALE: W- 1'.0" = WHITE - DIRECTIONAL COPY c••a•..: D.I.i e..p.,.a er rixc w.l..q. ..•.�,..a.r•a�mr au�.a<m.ra.onF DD1R•Vwe's& "comnF McDONALD'S 07/25/13 INUISUICM ��F�^ "mm16P'��a^MW..nie.8kg0Yui mzl xn z•a�n i/�Ni/ill/Y/oEiil/IQf/ii r'�wO•SD.S'1GI.O:IU EDMONDS, WA 118753 - R3.10124 EDMONDS WAY, EDMONDS, WA - PROGRAM BOOK - 1 lmol uYuu •..�y.mwiso.<.� NOTE:` -DESIGN CODES' !B,C -29PP ASC.E--.7-,05: tACI 318-.P§ AISC'- 13TH * EDITION AWS "WIND*;,SPEtb CiGUST �EXPOSURE C USE 3000 -PIER ;DEPTHS: 77..P,SI.CONCRETE' `COMPRESSIVE STRENGTH Q TRENGTHQ .;�c.)I_ `Akt-:MI4IMUMS.ALL: ;PIERS `T _ EXTE.N�*D.-7_6 STI'&�. DETERMINED bY;LOCAL.jURisDitnON. -TOP-J6E,SLOPED SUdHJHAT.. MOISTURE; CANNOT "A66m6L4TE.,, ELECTRICAL 'CONTRACTOR TO. ,PROVIDE INFORMATION -PNtCONDUITAND; ELECTRICAL .,,REOUIREMENTS.... MINIMUM ALLOWABLE LATERALSOIL-PBEARING PRESSURE, ' I0O'PSF/FT-'OF-DEP- TH!,,-k2: IkEMBtbMNT!DEPTH CAL 6660NS, (EMBEDMENT. --DEPTHS;: , -3MIN f,,-,CONCRE REINFORCEMENT"' _Dt"tidW- LOADS-, DERIVED:_ FROM .'-THESE CODES AND FORCES; If1 Ak iL SHED IF IV 7,1 FINISHED ':LANDSCAPED GRADE.,, _41 A H. TrT It A a:. , i '21 5 D LA. MOMENT :--*--��_',':_600. L8!4T- 434 W14. td 0:. 1'46;-VERTICALS., W/#3. 50 Ii27 * W (3) 0,1RIECTLONAL. - W/ : 0 ARCHES. .100 M P I .NOTE SLqPfq�� PH`,THAT?MOISTURE-, _F1564. GRADE' 36:' ,- ANCHOR" BOLTV.-Ti BLY,FROM THE :SIG IT,.'AiibhlldR BOLTS - NOTES: 06 ANCE IN ITH AISC t-SI.-SHALL, BE SHIPP.E 'WASHERS ALVANIZED (SUPPLIED; BY-iAFR�)'' HEAnEX..LEVELINGP NUT-,-�, (GALVANIZED) II 'GRA15E`,°S6-�HOT I DIPPED' A - GALVANIZED. ANCHOR Boa -TOP TO SHED'WATER- 27,)c2%I/47'PLATE -TOP OF PIERS SHALL.�BE:-�SLOPED SUCH THAT MOISTURE;- 6ANNOT�"AdCOMULATE.;` -:ANdHD,R!RODS. NUTS. AND -WASHERS"!;kAU':BEtHIPFSED., AS; 4i'A§SEM -bd`NOT'CUT`k4dHoR BOLTS;. AFTE . RANsTALLATibN'!-m,'p'6Lk _ELECTiRICAL CONDUITS .RED, JHkOLiGk"4OI=t lk"J� -BASE . LATE - . SLO PE-T'dVT'0,tH6 WATER 7_"N"E-R`.AL NOTEJS. . -THE FOLLOWING CODES. WERE.;USED_tN=DESIGN; .-IBC 20095 , .-ASCE.-'7-65 !L-ACI*3187;08., 7_AISC,'lj_tIi -.-AWS-.DIA WIND-,SPEED�: 100 MPH`. 3,Stdl EXP ,OSURE I'C *-DESIGN LOADS DERIVED; FROM '*EtE.'tdD&"AN6. Fdkdtt -�XY1. 1 11 � 1. .1 , , - - , J-�130'LBS l':__SkEAR`,'.--- 215-LBS ,-MOMENT.,_ t' , 60'0-:LB-F.T ALL, FOOTING, EXCAVATIONS ARETo 7_ .�'WARabF WATER.; AND. FOREIGN MA- TEWIP, EFOR. . EI- PLACING-, CONCRETE M.INIMUM ALLOWABLE;;LATERAL toiL` BEARING ;PRESSURE OF A OOPSF/fFT, SITE SOIL:CONUTIONS,TO:BE, CON FIRMED -.'BY: GEOTECHNICAL -- ENGINEER: iF'ASSUMtD-I!�O�*-CONDiTIONS,"ARE.'NOTfk!k .i�NT;'-;.FwkUAT16N'.SHALL!�bt-, DESIGNED BY.AILICENSEO 'STRUCTURAL ENGINEER -TAKING INTO ACCOUNT ACTUAL:-'§TE3OiL CONDITIONS'" -TOP IW.bABEDMENt.DERTH (EMBEDMENT::DEPTHS-SHOWN.ARE`FROM 'GRADE)' -ELECTRICAL 7 CONTRACTOR. TO PROVIDE INFORMATION'ON CONDUIT 'AND I;LECTRICAL , REOUIREMENTS: CONCRETE ALL•'f00TING5 SHALL; BEAR ON;FIRM :UNDISTURBED. RESIDUAL SOIL: AND/OR E'NGINEERED * -'EARTH. ITS: MAXIMUM0RY;bkNSITYlA§,,,'PER,`ASTM . 'D.6 . 987-301 (STAIN16AR6.006&01)'UNLESS: NOTED: OTHERWISE :_- -ALLY PIERS`TO:EXTEI415 W FlidSfb6iH_ A..'S!. DETERMINED!.. BY LOCAU JURISDICTION_ 1. .TOP,Orl-'PIER§�.Sk*4L,BE:'SL*OPED:'SQOi THAT MOISTURli'.CANNOT ACCUMULATE. NTH, M_C_ 0-56NA:66S.- CAST-IN-PLACE' CONCRETE SPECIFICATIONSSECTION, 2.13- A_ USE '0171':ADMIXTURES -SHALL: CONFORM JO; MCDON ALDSCAST :-'lk -,PL--A6e CONtRETE,',SPECiFICATION�-,SECTION-2:6'- -AIR: ENTRAIN MENT SHALL CONFORM - Wlt�i MCDdNXLbS,'.CAST- IN- PLACE-. CONCRE-TE"SPECiFICATION'SECTIONS'2.6'.-.A&2.13-7A-, -WATER tONTENT RATIO . SHALL %CONFORM TO MCDONALDS CAST- IN -PLACE -;CONCRETE`. SPEancmioN s; SEC TIOW_2.13-'A- -FOUNDATION ''COhCRETE:JO, BEJESTED* PER *.MCDONALDS CAST-1k.;7kACE4 CONCRETE"' SPECIFICATIONS, SECTION`, 3.4 ; -PROVIDE k,'IilNi'MUM '3"'iDFCOt4CRttE'C6VF-R OVER 7ALL':EMBEDDED. -REINFORCEMENT PLACEMENT SHALL, CONFORMt'JO,MCDONALDS _ CAST- I N- PLAcif, CONCRETE ', SPECIFICATION S-,.StCTiONS';12 & 15! -ANCHOR _BOLTSjT0 BE,*,SET.. IN ACCORDANCE WTWAISC'CODE OF STANDARD PRACTICE-' -DO - NOT--PLACEf.POLES � ON. CONCRETE- UNTIL- CONCRETE, HAS. CURED, PER- MCIJONALDS: CAST7 CONCRETE Tfan JN-PLACE, CONCR : q�TION; .`SECTION 3.1.17, E.' -m:tfdEL-. PIP E.: SECT-]O-N-.' X TM:.A'5'3_,OR,4i52 TYPE .E`GRADE 6 (Fy HSS,ROUND,i.SECTION:l . ASTM.A500 GRADE � ,-HSS,.,SOUA.pE/RECTANGULAR SECTIOt4S:-4STM`A5OORADE,'B (Fy, -6": 46kii) - I - ' " _ .. -CONNECTION BO`I.Tt'A3i5 -STEEL ANGLES, .4 CHANNELS.,, STRUCTURAL: SHAPES' AND, PLATES:*,, ASTM zA36"- .1 =REIkFORCEMENT GRADE 60' a._-NUTS-,�, `:`A5630H -OWA194--;2H,� -;-WASHERS:.',- '_AX :-USE HQT'DIPPEO. GALVANIZED *BOLTS. ANiIY* ''FASTENERS -ANCHOR RODS! NUM. AND WASHERS SHALL. BE, SHIPPED AS' AN 1 4613 _tIGN/UC.. AtSEJ Y'1`064 THE HTING,,MANUFACTURER NO FIELD-*HEAT]kG* TO BEND -STEEL SHALL'-. BE. ALLOWED WITHOUT ENGINEER , S! APPROVAL DO N UjT,,6CHOR:'BOLTS-AFMR'lt4t!AUAtO'N.,OF'POLE . -AFTER FTERqT C IN S . TALLkTION.'All. EXPOSEO 'STEEL SHALL BE_PAINTED -'WITH,'AN ENAMEL PAINTJO, INHIBIT, CORROSION. -ANY FIELD; SHALL- FIRST'BE--'VERIFIED; ;"BY:. ENGINEER AND PERFORMED IN.ACCORDANCE WITH AWS'Dl;l.,. -REFER: TO SIGN, MANUFACTURER:IDRAWINGS:.AN6y, INif RiUC-i'l-06N.S. FOR; ADDITIONAL.- INFORMATION. -CONTRACTOR, (INSTALLER) IS kiPO"BLt'. FOIRI.THE: MEANS. AND, ME11400S..W.'�ONSTRUCTI ON *,IN'REGARDS:. TO,JOBSI TE-. SAFETY.-. 'DETAILS : AND -STRUCTURAL MEMBERS NOT SHOWN.. DESIGNED BYJ0_THER-S- .=Alsl* MODIFICATIONS, ARE TO, BENERIFIED BY' AffftlVE1 APR 01 2013 DEVELOPMENT SERVIII COUNTER R o z 0 oza* 6 z SIGN NUMBER 2 APR 01 2013 DEVELOPMENT SERVICES COUNTER P. Customer: Location: CONTROL CONDUIT (DC) PLS) HATED NEXT TO 1UNDATION REAR OUANDRANT D OPF-1) D FUTURE) FRONT VIEW SCALE: 3/8" = V-0" END VIEW SCALE: 3/8" = V-0" m�l ,t ® 103.50 M TOP VIEW GRAPHIC DETAIL SCALE: 3/8" = V-0" SCALE: NOT TO SCALE Date: Prepared By: Note:Colm wtbe=wbm' m t1h Ancobnmed=PMSatkdmemCMIX DISTRIBUTED BY SIGN UP COMPANY MCDONALD'S 02/13/13 INI egiAlm Ifd—lo.-iomnm,pinupmi&d.c PMSmuh d.misi.wadneingwMbemade. 7oo:utStreet Southwest File Name: ce.v� PCB Eng: AEA90/V/q PO Box lto SIMMAKEBS//MAREB111WEBS W(to )own. SD 57201 EDMONDS, WA 118753 -10124 EDMONDS WAY, EDMONDS, WA -PROGRAM BOOK - 1 soo 943-9888 • www.p.personas s.eom I 10200 South Kedzle Avenue FLORIDAP�� ' � ��w `�` ... ._...___,_..___...INTERNATIONAL Evergreen Park, IL 60805 A Keyser Group Company 800.499.0400 1 708.499.0400 1 Fax 708.499.4620 OPF Installation Manual Manual O P F-4 For ALL service related issues — Please call Florida Plastics: 8:30am-5:00pm CST/6:30am-3:00pm PST: 800 — 499 - 0400 P/N:A740151961, REV: A 08/10/2011 • Table of Contents Introduction......................................................................................................................................3 GettingFamiliar with Terms........................................................................................................ 3 ProductDimensions & Weights........................................................................................................4 SafetyWarning.................................................................................................................................4 WiringAccess Points.........................................................................................................................5 ToolsRequired..................................................................................................................................5 SitePreparation................................................................................................................................6 Step1— Wire Routing: ............................................................................................................ 6 Step2 — Foundation(s):....................................................................................................... 7 ProductIdentification.......................................................................................................................8 Installation- Mechanical..................................................................................................................8 Step1—Pedestals: ....................................................................................................................... 8 Step2 —Column Mount(s)............................................................................................................ 9 Step3 —Top Tie Beam(s)............................................................................................................ 10 Step4—Rain Guard(s)................................................................................................................ 10 Step5 — Final Steps.................................................................................................................... 10 Installation— Electrical...................................................................................................................10 Power —"On Demand" (outdoor).............................................................................................. 10 Step 1- Validate Power Wire................................................................................................ 10 Step2 — Menu Board(s)......................................................................................................... 11 Step 3 — PreSell Board (if applicable).................................................................................... 11 Step4 — Validation................................................................................................................ 11 WiringSchematics..........................................................................................................................12 Power........................................................................................................................................ 12 OPF Outdoor Menu Board Parts Policy & Procedures...................................................................13 SignInstallation Warranty..............................................................................................................14 InstallationClose Out Form............................................................................................................15 APR 01 2013 DEVELOPMENT SERVICES COUNTER Page 2 of 15 P/N:A740151961, REV: A 08/10/2011 Introduction The OPF Drive Thru System is a triple dayparting menu board system that is used to display custom POP selections for your products. The system can be either a manual system or a motorized system. The systems consists of menu boards and presell boards. Since this product is energy efficient and powered by LED lighting, these boards must have 24 hour power (service). Getting Familiar with Terms OPF- 4 4 Column, Motorized, Menu Board OPF-1 1 Column, Motorized Presell Board Each system comes broken down into a pedestal assembly, triangular columns, top tie beam & rain caps and hardware kits. Optional items available are skirts, toppers and sides. Identification of the columns for the boards is critical to operation & service. Please note below the labels associated with each column. The Labeling is "Lane 1, Column 1= L1C111. APR 01 2013 DEVELOPMENT SERVICES COUNTER Page 3 of 15 P/N:A740151961, REV: A 08/10/2011 Product Dimensions & Weights Product Code Product Description Dims w/ Box Weight Weight Boxed A740454 OPF Hardware Kit (4 Column) 20x6x6 12 LBS A740154 OPF Hardware Kit (1 Column) 20x6x6 6 LBS A740151 OPF Triangle 72x27x25 135 LBS 145 LBS A740452 OPF Base (4 Column) 85X19X15 230 LBS 242 LBS A740456 OPF Tie -Beam (4 Column) 85x18x9 50 LBS 60 LBS A740453 OPF Rain Guard (4 Column) 105x26x4 18 LBS 25 LBS A740152 OPF Base (1 Column) 19x19x19 49 LBS 52 LBS A740156 OPF Tie -Beam (1 Column) 18x9x9 6 LBS 8 LBS A740153 OPF Rain Guard (1 Column) 25x29x5 4 LBS 6 LBS Safety Warning ALL INSTALLATION, SERVICE, AND MAINTENANCE MUST BE PERFORMED BY A QUALIFIED ELECTRICIAN ❑ This dayparting menu board is intended to be installed in accordance with the requirements of Article 600 of the National Electrical Code and/or other applicable local codes. This includes grounding and bonding of the menu board. ❑ Perform all installation, service, and maintenance in compliance with OSHA and local safety codes. ❑ Turnoff all power before installation or servicing this menu board system. Notify Florida Plastics (Customer Service @ 800-499-0400) immediately with any problems. Installation of this drive thru system has both mechanical and electrical work. Each discipline should work independently to complete their tasks. Steps will be noted if something is required from the other discipline prior to continuing. Electric access to the main menu board is not only through the center of the foundation base plate, but there are multiple other locations. Page 4 of 15 P/N:A740151961, REV: A 08/10/2011 Wiring Access Points A. ALL❑WA+hLE ebNDW-t 8 L❑cA"rf❑N AREA_.- �' Tools Required ladder 10' level 3' screw drivers (flat & Philips), magnetic bit holder small tip / flat blade screw driver (jewelers) wire striper wire tape (pulling) permanent marking pen 3/8" nut driver adjustable wrench box end wrenches — %"', 9/16",15/16" circuit tester seal tite whips conduit 14 AWG wire °�' ITI 24 APR 01 2013 DEVELOPMENT SERVICES COUNTER Page 5 of 15 P/N:A740151961, REV: A 08/10/2011 .3/4- POWER CONDUIT (m1n)) LTGHiS 120/1/60, 18 AMP, ON DIAt�. 14 AWO„ CONTRACTOR SUPPLIED 13�0/1 °AIINDPU, rtoN ilnY LIB 14. AiIC, �ONIRACTOR SUPPLIED 1-1/2' CONTROL'CONDUR 4-110% FOR AC/DC IIISTRIBUTION (BY CONTRACTOR) 120/1/60, A5' AMP CIRCUIT (ALVAYS ON) ELECTRICAL SERVICE PANEL '4' —I- CONTROL COMM (min) l' LANE 2; )! Q •:• A b 'FUTURE • �" OPF-4SH � SEE DITAIL.'1' 4., SET 2: 16' ,(2' PLS) LANE 1 [ ) 120/1/60�11 �OAM'fn AND 120/1/80, 10 AYP, ALW MON 14,AY/0; CONTRACTOR SUPPLIED i` CONIROL:CONDUR (min) —.3/4' POWER C010)UR'N LIGHTS '120/1/80, 16 AYP, ON Dt D 14 A.M. CONTRACTOR SUPPLIED :SEE DETAIL' SHEET 2 -'1- CONTROL 'CONDUIT ,(mil) !' NOTE: ' INFORMATION SHOWN 'SCHEMATICALLY' FIELDINSTALLATION WILL. VARY i 1' CONTROL OONDUR (intn), oi / j/ � nmmR PLW"= ON Im a IN MIll d m!D IfM 1�, I-RVMd=X /R AW vRAmO m M 'o "�" �" 00°" • ---- CONTROL ' (DC) ;vECV=T o s[r.Emw VIrM Host among. /f " ---N POWER; (AC) Eioouer nWar; F. aEsr 7 O 7 its anmM naa MYA7 000wmaw. A I MFASED FOR (SIOOUCIION P1W M 1 1pu�mmemt� qc TER ED®a am or WE Oa9 �•� �1 000 CONDUIT w�r'�""' • ,•ems a�.�.mm °r�i"o:. ►�v OPIND- moo, % �. Ivtmmfo Step 2 — Foundation(s): Validate anchor bolts/conduit areas shown below. 5/8" Anchoring bolts are to be used; variable pii placements dependent upon curb and site conditions APR O l 2013 Page 7 of 15 p/N:A740151961, REV: A DEVELOPMENT SERVICES 08/10/2011 COUNTER Product Identification Column Tie Beam Installation - Mechanical Step 1-Pedestals: 1. Presell pedestals can be installed prior to electrical work being completed. 2. Validate there are 2 conduits, W for power and 1" for control. Both conduits should fit within the base access area. If only the power conduit exists, please continue. 3. Fit (1) 5/8" nut over each anchor bolt, lay (1) 5/8" leveling plate over each nut. 4. Level the all (4) nuts; there is no access once the pedestal is down. 5. If the anchor bolts are too long (greater than 5'/:" above grade, they must be cut off. 6. While feeding all power cables up into the center post, place the pedestal base on the anchor bolts according to.the orientations shown below. a. PRESELL - It is critical that: the 6" hole pattern lays parallel to the viewing face and that the access hole is to the rear. b. MENU BOARD - ENSURE SELECTION OF MOUNTING HOLES IN PEDESTAL ALLOWS FOR PROPER SIGN SET BACK FROM ALL CURBS. 7. Install 5/8" - flat washer, lock washer and 2 top mounting nuts to each anchor bolt. 8. Firmly tighten the pedestal so it vion't slide — but do not over -tighten at this time. You will Come DaCK and 10CK the Dosition down once PreSell AttESS� HOLE IN EA — V ,HOLE'SPACING PARALLELJO VIMNIG FACE VEEVINGFACE you are completely assembled. FLAT WASHERLOCK WASHER 1=F� LEVELING PLATE Page 8 of 15 P/N:A740151961, REV: A 08/10/2011 Menu Board Rear View Step 2 -Column Mount(s) 1. The column's proper position is — light fixture facing the customer view, large center hole in post plate facing the rear. The columns are all identical at this point; once installed they become unique. 2. With column on a small angle, position the post tube into the hole in the pedestal base. 3. Slowly lift the triangular column upright so the pole slips into the pedestal. WATCH YOUR FINGERS! 4. Rotate the cabinet so that center hole is pointing to the rear of the pedestal and aligns from pedestal to column, if needed. 5. Locate the Pull Pins in the installation kit. Install the slip collar between the plate on the post and the bottom of the triangle. 6. Insert the pull pin from below the plate, pushing upwards until it engages with the slip collar. (it should "snap" in place). 7. Install (4) %:" x 2" long mounting screws with flat washers up from the bottom and place a lock washer and nut on top. 8. Hand tighten only. Flexibility must remain in the triangular cabinet until the next step. 9. Repeat for all Columns. RECEIVE® APR 01 2013 Page 9 of 15 P/N:A740151961, REV: A DEVELOPMENT SERVICES 08/10/2011 COUNTER Step 3 -Top Tie Beam(s) 1. Hold column firmly and rotate (either direction) so a flat face is now parallel to the rear of the unit. 2. Open the column door and using a ladder, remove the 3/8" x 3" long bolt and nut at the top of the column post. Save for reuse. Repeat for all columns. 3. Open box containing Top Tie Beam. 4. Install the top tie beam so that the tube on the tie beam enters into the post in the column, making sure the longer tab on the tie beam points to the rear of the unit. 5. Re -install the 3/8" x 3" long bolt / nut that was removed in 1 to secure the tie beam to the post. 6. Install the 2"d 3/8" x 3" long bolt j' nut that are provided in the install kit. 7. Clip the cable tie holding the (3) wire bundle at the center of the post. Feed the wires down thru the post, into the pedestal and out the vertical access hole. Be careful not to nick or cut the wiring. 8. Repeat for all Columns. Step 4 -Rain Guard(s) OPF-1 Rain Guard - pounds; OPF-4 Rain Guard -- pounds 1. Install the rain guard so the large vertical edge faces forward, towards the customer. 2. Position rain guard onto the two corner locating pins. 3. Install #10-32 x Y2" L screws and lock washers. (3) required for the PreSell, (12) required for the menu boards. Step 5 - Final Steps 1. Go back to the column mounting screws and tighten securely. Repeat for all Columns. 2. Finalize the work by leveling the pedestal(s) on the foundation. 3. If all conduits were within the foundation, plug any 7/8" hole on the with hole cap provided in install kit. 4. While standing on the back side of the menu board, place the label on the underneath side of the rain guard. S. Remove the blue shipping tape from each light panel. 6. Remove all the blue protective plastic for each door panel. Installation — Electrical The electrical requirements for this system consist of standard 110Vac power for the lighting ("On Demand. (See wiring schematic at end o11 document) Power - "On Demand" (outdoor) Step 1— Validate Power Wire 1. Validate the circuits are present: a. Lane 1 Menu Board - On Demand b. Lane 2 Menu Board —On Demand c. Presell—On Demand Page 10 of 15 P/N:A740151961, REV: A 08/10/2011 Step 2 — Menu Board(s) 1. Locate the two (2) 30" SOOW cables & the Switch Cover Plate Assembly in the installation kit. 2. With "On Demand" circuit now in the bottom pedestal, connect the SOOW cables & the switch to the "hot" on this circuit. (Refer to wiring diagram at the end of the document) 3. Send one cable to the left and one cable to the right. 4. Feed back into the vertical access holes the SOOW cables per column, routing them to the left and right horizontal access holes. S. With wire nuts, connect two columns to the end of the left SOOW cable and two columns to the end of the right SOOW cable. Cable manage all wires back into base. 6. Locate grounding strap from installation kit, ground the circuit. Inside the center access pedestal hole there is a stud, slip lug over stud and lock with #10 keps nut. Step 3 — PreSell Board (if applicable) 1.. With "On Demand" circuit now in the bottom pedestal, connect the SOOW to this circuit. 2. Ground the circuit inside the pedestal. Step 4 — Validation 1. Locate the breaker switch for the On Demand power circuit. 2. Turn on the switch. 3. Validate all lamps in all boards light. 4. Turn off the switch. S. Mount the remaining blank access plates, using (2) #10-32 x %:" L screws and lock washers, applying equal pressure to each screw. 6. Validate all triangles spin freely. APR 01 2013 DEVELOPMENT SERVICES COUNTER Page 11 of 15 P/N:A740151961, REV: A 08/10/2011 Wiring Schematics Power —,-a I aR \ • �R \ �IiF9tl Page 12 of 15 P/N:A740151961, REV: A 08/10/2011 OPF Outdoor Menu Board Parts Policy & Procedures As a contracted Outdoor Menu Board Sign Installer, you are required to purchase all parts from Florida Plastics International. Installing unauthorized parts into a Florida Plastics Outdoor Menu Board will void all installation and/or product warranties. Ordering Parts in Warranty • Sign Installer should call Florida Plastics at 800.499.0400 for a Return Authorization • Florida Plastics will generate a Call Tag to allow the Sign Installer to return defective part • Part(s) will be shipped to the Sign Installer ( may be shipped to the McDonald's restaurant directly if communicated at the time of the order) • Invoice sent to the Sign Installer • Sign Installer packages defective part, calls to schedule pickup • Defective part shipped back to Florida Plastics • Florida Plastics receives RA and part and credits Sign Installer account • If part received is not defective, the Sign Installer will be invoiced Ordering Non Warranty Parts • Call Florida Plastics at 800.499.0400 to order part or FAX PO to 708.499.4620 • Part(s) will be shipped to Sign Installer or contracted Service Provider (Part may be shipped to McDonald's restaurant directly if communicated at the time of the order) • Invoice for the non -warranty part(s) will be sent to Sign Installer or contracted Service Provider • Sign Installer or contracted Service Provider will invoice the restaurant directly for any associated labor, travel, parts charges. a APR 01 2013 DEVELOPMENT SERVICES COUNTER Page 13 of 15 P/N:A740151961, REV: A 08/10/2011 Sign Installation Warranty Warranty Statement Florida Plastics requires the authorized Sign Installer to provide a 60 day installation warranty from the date of installation. The warranty provides that the OPF Menu Board was installed according to the Florida Plastics guidelines as outlined in the Installation Manual using Florida Plastics approved parts and materials. Failure to install per instructions will result in Installer liability. In the event that additional work and/or parts are required to properly install the sign, all incurred costs will be the responsibility of the Installer. Spare Parts — see details on OPF Parts Policy & Procedures All parts must be provided by Florida Plastics. You may purchase an inventory of spare parts which will be credited as used and failed parts returned or You may order parts as needed from Florida Plastics. Installation Failure Cost Expectations If Florida Plastics receives a service call from a restaurant that is in the install warranty period, and determines that an on -site visit is needed, Florida Plastics will notify the Sign Company so that the service call can be dispatched to the original Sign Installer. If Florida Plastics responds to a service call and it is determined that the failure is the result of the installation workmanship and is within the warranty period of 60 days, the Sign Installer will reimburse Florida Plastics its actual labor costs, not to exceed $75 without prior authorization. The Sign Installer will also reimburse Florida Plastics actual travel costs up to $75 without prior authorization. Approval for all labor and travel expenses that exceed these caps will be requested of the Sign Installer, prior to any work being performed. Product Failure Cost Expectations During the warranty period, if it is determined that the failure is a product failure and not the result of the installation, Florida Plastics will reimburse the Sign Installer its actual labor costs, not to exceed $75 without prior authorization from Florida Plastics. Florida Plastics will also reimburse the Sign Installer actual travel costs up to $75 without prior authorization from Florida Plastics. All labor and travel expenses that exceed these caps must be pre -approved by Florida Plastics. Invoice must reference Florida Plastics initiated service call number. Page 14 of 15 P/N:A740151961, REV: A 08/10/2011 • Installation Close Out Form FLORIDAPLASTICS tozoerwee KarkIL Avenue &erygeen Park IL 60905 INTERNATIONAL 800.4994400179s.499.0400 I Fu 7ae.499 4em A XOM m Guc c«ern vmw.tstks rtU Installation Close Out Form Please complete one form for each location National Store # Installer Company Contact Contact Phone Address Contact Phone. Date of •Install Complete the folkrwing and FAX to Florida Plastics at 700.499.4020 Providing serial numbers is a McDonald's requirement for equipment reliability tracking. Lane 1 - Lane.2 MS Column t Serial 0 (Left side of LED assembly) MB Column 2 Serial (Left side of LED assembly) MBColumn J Serial (Left side of LED assembly) MB Column d Serial* (Left side of LED assembly) Preseil Column ti Serial 0 (Left side of LED assembly) In -Restaurant OIT (On Inside cover) Check the following item as completed to initiate the Installation Labor Warranty. Proper Inrstailatiorr of all the following components are Inaecordanco with Florida Plastics Installation Guide to assure tliai cacti component Is operating property ❑ Doors Secure & Flush ❑ Site Cleaned Up O Board Powers Up 6 Lights ❑ Trained Restaurant Contact ❑ Removed Equipment Disposed of Property 13 Columns Rotate Per Recipe (Automated Version Only) (Equipment removal vras requested and quoted.) ❑ Operations Manual Received by Restaurant Contact INSTALLER: By signing, I agree that the OPP Menu Board at the above location was Installed according to the Florida PlasUcs guldelines. I understand that failure to Install per Instructions Wit result In Installer liability. I also understand that In the event that .additional work Is required to properly Install the sign, all Incurred costs Wit be at my expense. Installer Name, Signature Prim Name RESTAURANT CONTACT. By signing, I agree that the Installation of the OPF Menu Board at the above location vas demonstrated by the Installer to be functioning property. The Installer has also provided me the Operations Manual and my Restaurant Contact eras trained on using the OIT. (OITfor automated version only) Restaurant! Contact Signature Print Nam Date APR O 1 2013 DEVELOPMENT SERVICES COUNTER Page 15 of 15 P/N:A740151961, REV: A 08/10/2011 SIGN NUMBER 3 APR 01 2013 DEVELOPMENT SERVICES COUNTER 00 M N Order HerIn e ■ .... � ._ .,�. .� �'.... ..� i.� ... - .�._ _. .. .. ... � r' , �y a Y: c:'?d:>,;a Y. ,✓s''6...°$: �� �'�r.<'*?9�at°: � �'z�'xs•. � yAe - 9'-4" FRONT VIEW SCALE: 1/4" = 1'-0" GRAPHIC DETAIL SCALE: 1/4" = 1'-0" MOLDED FIBERGLASS CANOPY TOP 1 ''/." X 1 %" X 1/8" SQUARE TUBE STEEL RIBS ALUMINUM LIGHT BOX FRAME 4-LAMP BALLAST 3/4" BLACK RIGID PVC BOARD LETTERS 6" X 6" X 18 GAUGE STEEL SWING ARM ATTACHMENT PLATES (SEE DETAIL) SPACING BRACKET 4MM ACM SKIN (2) 2" X 6" X 3/16" RECTANGULAR TUBES BASE PLATE (SEE DETAIL) r4"--i Q 1 1/4" X 16" X 4" PLATES -- --- I_ 7/8" HOLES 5/8" BOLTS i0 N ATTACHMENT PLATE DETAIL SCALE: 3/4" = 1'-O" L--11" 7'-0"� MOLDED FIBERGLASS CANOPY TOP 1 1/2" X 1 '''W X 1/8" SQUARE TUBE (4) 48" T12 FLUORESCENT LAMPS 3/4" BLACK RIGID PVC BOARD LETTERS 6" X 6" X 18 GAUGE STEEL SWING ARM HINGE 1" X 1" X 1/8" ALUMINUM ANGLE 2" X 6" X 3/16" ANGLE IRON SPEAKER/MICROPHONE BY OTHERS SPACING BRACKET SCREEN BY OTHERS 4MM ACM SKIN SPEAKERIMICROPHONE BY OTHERS (2) 2" X 6- X 3/16" RECTANGULAR TUBES 4" X 6" X 3/16" RECTANGULAR TUBE BASE PLATE (SEE DETAIL) 1 1 1/4" X 18" X 28" PLATE 1 '/2" HOLES 1 1/4" ANCHOR BOLTS J BASE PLATE DETAIL SCALE: 3/4" = 1'-0" SQUARE FOOTAGE: ACTUAL = 17.10 BOXED = 104.51 SIDE VIEW SCALE: 1/4" = 1'-0" FIBERGLASS CANOPY DETAIL DESIGN FACTOR: TBD FIBERGLASS CANOPY WITH STEEL TUBE _ _ AND_RIB-INTERNAL-STRUCTURE EXTERIOR FINISH: PAINT TO MATCH PMS 109 C YELLOW LIGHT LENS REMOVABLE FOR SERVICE U.L. APPROVED ELECTRICAL: 1.90 AMPS, 120 VOLTS BASE DETAIL DESIGN FACTOR: 90 MPH ALUMINUM ANGLE IRON STRUCTURE 4MM ACM SKIN EXTERIOR FINISH: SWING ARM - PAINT TO MATCH PMS 109 C YELLOW BASE - BONE WHITE SHROUD & POLE - DEEP CAVIAR U.L. APPROVED "ORDER HERE" LETTER DETAIL 3/4" BLACK RIGID PVC BOARD LETTERS W/ 1ST SURFACE VINYL DECORATION: =7725-15 BRIGHT YELLOW - "ORDER HERE" COPY =BLACK - COPY OUTLINE Customer: Date: Prepared By: Note: Colororstputmopnotheewwhenvuaingorprindngthivduwing.AllcoloesMmePMSorthedmtCMY[ �— DISTRIBUTED BY SIGN UP COMPANY MtDONALD'S 02/13/13 INI egoivrient if these colon ae ioconcn, plesse pmside the correct PMS vetch aid s revision to this drneing wM he male. A �RS0NN 700 215t Street Southwest File Name: E PO Box 210 Location: "� Watertown. SD 57201-0210 EDMONDS, WA 118753 -10124 EDMONDS WAY, EDMONDS, WA - PROGRAM BOOK _ $isNMAKEBs/,iyASEeui[aEAs 1(800) 843-9888 • www.personasigna.com NOTE:; NOTES: -DIESI914�:;'CODES' 'IBC2009 '. ' -,ASCE -7=05 j;AWS Dt *rw:SPEED -EXPOSURE z-USE 3000.P5! CONCRETE., COMPRESSIVE STRENGTH -PIER�.-'DEPTH�,"R,EQUIRED'-�ARE W'NIMUMS., ALL PIERS.'40:71EXTEND TO FROST;DEPTH',As'z DETERMINED -,BY OCAC �WRISDICTIQN."'. 'Z I�T0-bF PIERS SHALL BE tLOPEE),,: SUCH THAT MOISTURE,CANNOT ACCUMULATE: ELECTRICAL CONTRACTOR PROVIDE ,INFORMATION ',Ok',.�014 AND ELECTRICAL REQUIREMENTS;'�'l MINIMUM, ALLOWABLE. lbd 6F,*DEPTH -x2.% �T& Iw,-tM6ED . M , EC INT DEPTH ALCULAtIONS-'(EMBIEDMEhT,. IDE-PfHS': SHOWN ARE -`FROM 'GRA"dt)* 3."MI., dhETE%COVK,F0k REINFORCEMENT" .k.f� DESIGN LOADS DERIVED,, FROM THESE' C6DES-AND �'FORCESI �•SLOPE:-101?: TO, SHED WATER n -14',566',LB'-;F-,'-Tf rmm AXIAL LW2666 LBS SHEAR. FORCU":4.7, 2900. LBS,.,. , .MAXIMUMS 0 A RTURNI N G .'; M'OME k T. m�-42- * 1-41500' pi . LB� .AMMUMS'AT POLF.BASE;� .1 — 11 � . I .". 37 "MIN.. QVT�R:l 7-(i2) IVERTICALS 1, / #�3,. ff-612O jil" t. 'W/ (3) o TIES . 0�5' 36- HERE .ORDER' E CANOPY-100 MPH. NIS ' PIERS;•SHALL BE SLOP - 66A'THAT'iaSTUot-. CANNOTACCUMUCATE.z. ANIZED' BOLTS:,. --Fj5 . 54"GRADEI,-36 I i*ANCHOk BOLTS I �NCHIQR: 2OLTS:.-TO- BE - SET; IN Acco'RbAkE WiTil.`Alltt'• .,,CODE 0117,; STANDARD- PRACTICE' . sHIPPED;.AS: AN 'G' FAttLIRItR' 00; NOT CUT-ANCHbR-,�BOLTS A!71E;F!'�-, INSTALLATION -.OF. POLE: SLOTTED 'HOLE;� '- (GALVANIZED) GALVANIZED WASHERS (SUPPLIED `BY"MFR.)' HEAVY HEX LEVELING UT. (GALVANIZED) , GRADE .36 DIPPED: GALVANIZED .ANCHOR , BOLT - SLOPE ,TOP 10 SHED WATER NoTts'. tbpl.;&P& ' -�S4ALL 6E Sibp ---��U` THATMOISTURE , I 'CANNOT''A ' UM I . I I CC ULATE.- ANCHOR RODS., NUTSAND.WASHERS ,�-.,"S;HALL B'E,; SHIPPE` D 'AS . AN, TING MANUFACTURER. 00'NOT.'CUT.ANdk6R;aOLTS�AFTEk.ANSTALLATIoN'oF Qlk tLECTRICAL. CONDUITS' TED. THROUGH' HOLE IN:.BASE--,-PLATE - I j r 6"' J� SLOPE"TOP., TO SHED WATER "E'N"ER L N. O"TE-5- --:THE'FOLL6%NGODES�'� WERE USED IN DES ION:, = iBC:20091-1 -ASCE.7-06- '-AC3`3i8'-'68'!- -Alk13tW EDITION, --"AWS D1ll1, -WIND,SPEE ' D.100-MPH.3 SEC UST m-EXPOSURE*-C : -DESIGN LOADS.DERIVED FROM -THESE -CODES' ANDJORCES --AXIAL -,2600,LBS, -SHEAR'12900-LBS -MOMENT I 14,500 'LB -41' G EXCAVATIONS:ARE,TO�: BE: CLEAR. bF .WATER AND FOREIGN' -ALL SPTNI BEF. OREPLACING CONCRETE !NIMUM'.ALLOWABLE,. LATERAL. SOIL BEARING PRESSURE. -OF -ibbpse/Ft', :-SITE71§011 CbN0ITi6N*STO*� BE- CONFiRbi& Iii"GEOT.E. CHNICAL. ENGINEER. CF-ASSUME'D, SOIL. CON DI TI ONS'ARE -.NOT PRESENT. FOUNDATION *SHALL, BE DESIGNED BY. kOCENSED �STR:UCTURAL* ENGINEER TAKING*" INTO?, ACCOUNT -ACTUAL, *. .1- ` , .. S.ITE'-SOIL, CONDITIONS. -,,-,TOP.:,6 .1 OF'SOIL NE*GLifCTED'IN EMBEDMENT DEPTHCALCULATIONS :(EMBEDMENT. DEPTHS ;'SkOWN, ARE . FROM GRADE) LECTRiCAL O'N*-.C'ONDIT AiD* --.ELECTRICAL REbUIREMENTS.' CONCRETE:, -ALL-FOOTINGS SHALL BEAR- ON, FIRM,-- UNDI STLIPBED RESIDUALSOIL-, AND/OR ENGINEERED, EARTH FILL.: COMPACTED:' TO:118%,0F... ITSMAXI4UM'- DRY: 15ENSITY:AS`PEVASTM.D.698,-70:(STANDARD PROCTOR) UNLESS 7. NOTED ,OTHERWISE: "-ALL. PIERS, TO. E"XTEND 'TO 'FROS.T-" DEPTH .AS'DETERMINED BY. -LOCAL JURISDICTION !'.. - - TOP,OF.IPIE�vSHALBE*,SLOPED SUCH THAT MOISTURE -',CANNOT "ACCUMULATE.: 1: --'MIlkIlAbM.'CONCRETE. SIREN GTH'(rc).*SkOULD;'CONFORM-.WIN MCDONALDS' CAST-IN7'PLACE -CONCRETE SPECIFICATIONS •�SECTION 2.13-A "-USE'OF ADMIXTURES —SHALL —CONFORM. TO,.M�CDONALRS.CAST ,-I,N-P.LAt.t'. CONCRETE+: SPECIFICATION.' SECTION 2'6 �AIR,ENTRAINMENT SHALL CONFORM WITH MCDON ALDS CAST-�- IN PLACE, -CONCRETE-'SPECIFICATION SECTIONS•2.6-A &-2.13�A* 11 , .. .. :.— ;=#ATER CONTENT RATIO' SHALL'CONFORM,TO,MCDdNALDS*: :. :CAST -IN� PLACECONCRETE SPECIFICAnONS., SECTION 2.13-A BE � TESTED'PER - M CDONALDS CAST- IN 7. LACE FOUNDATION. CONCRETE jo. P". ,'COkrRETE. SPECIFICATIONS -.SECTION '3.14 `OF' R - OVER ALL * w-�PROVIDE�,A MINIMUM 3' qON!:RE!F..CQYE EMBEDDED STEEL: i- REINFORCEMENT* KACEM 64 T. - SH ALL - ON FORM'. TO 'MCDON ALDS. CAST -IN -PLACE -'CONCRETE SPECIFICATIONS, SECTIONS. 3.2: & '15. ANCHbR.BOLTS. TO' BE'SET. IN:*ACCORDANCE WITH. RISC -CODE: OF STANDARD PRACTICE .-DO NOT,PLACC POLES -ON CONCRETE':UNTIL CONCRETE MS'CURED�,PER MCDONALDS:CAST.IN=PLACE'CONCREtE. SPECIFICAnON;"SEcnoN:•3.11-:-E-s.. -STEEL - PIPE SECTION: ASIM A53 OR•A252 TYPE.E GRADE B 35k ; Si). rlbSROUND, SECTION:". 4ka Im., A500*.:GRADE'S. (Fy =m 42ksi) SECTIONS: . ASTM.A500 GRADE 8' -L'UNNUNIUN UULlZ:.,AJZ3. -.--STEEL ANGLESt CHANNELS, .STR66TiPAL�SHAPESAND..P"TES: WsTw A36, j. GRADE,60 ;'_NUTS- .r-44SHERS: A36 HOT'DIPPE'D: GALVANIZED BOLTS'� AND FASTENERS, _,-ANCHORERODS,' RUTS, 'AND, WASI-!ERS'SHALL.BE SHIPPE6w'At AN ASSEMBLY; Rdvl,JHE SIGN AIGHTING `MANUFACTURER, * '. .. NO. FIELD HEATING' TO „BEND "BEND STEEL' SHALL.BE. ALLOWED;WITHOUT ENGINEER'S APPROVAL:,, -760*40T.CUT ANC*iOR.,bOLTS:AFTER.'INSTALLATION.OF..* 061.i* 7-AFTER INSTALLATION, ALL: EXPOSED -STEEL SHALL BE,:PAINTED WITH,AN: ENAMEL.PAINT �TD INHIBIT CORROSION.' -ANY:FIELD WELDING' SHALL FIRST,'BE VERIFIED *BY'ENGINEER,AND 'PERFORMED' INJACCORDANCE -*ITH:AWS DI.I.- --REFER TO: SIGN'- MANUFACTURER. DRAWINGS AND -INSTRU , C - TIONSIFORI� .ADDITIONAL, lNF6`RMATI[ON. ---wCONTRACTOR (INSTALLER)"IS RESPONSIBLE,'FO9,; THE MEANS',�AND METHODS';OF �ONSTRQCTION IN, !REGARDS TO JOBSJTE.IISAFEtY;�-: `-DEUILS , AWSTRUCTUR . AL MEMBERS NOT:•SHOWN DESIGNM.BY-OTHERS ll�-To BE VERIFIED;: BY: AN*.- IEN NE -ANY moDinCATIONS'ARE GI ER. In"ECEIVED APR 01 2013 DEVELOPMENT SERVICES COUNTER Louis J. Cortina; P.E. 299 -N. Weisgarbei Road, Suite. 10 1, KnoxviUe, TN- 37919-4013 (865) 584-0999, Fax: (M) 504,52.13, E mail: L6uisb@mbiarch.c' lom January '24,2012 -Wes, Wilkens Persona P.O: Box 2.1'0 Watertow n, 5t6l Re: McOonala's Order 144e Canopy Project.�4o.: ". 1200.30.40. Dear Wes:. Aryour request and authorizAtion we,provided, a written testing protocol.to statically load 4 MdDonald's order here canopy with'an equivalent weight to:m'imic .1 00,moh wind loading. . Per your infor ' in ' atibn and photos, on January 6,.201'2 atest-in your facility: was performed. Theltesting setup and procedures were in general compliance with the Written protocols: The canopy was tested upright and inverted to mimic down draft -a' and uplift win&f6rces equivaleato 100 mph. :Jn both positions the canopy deflected approximately 31/2", When fully loaded and returned to the. briginal_.positibri-when .'unloaded: Based dfithe information t6vieWed,-.-itii.rnprofessional 6oini6n'thdtth6 composite fibergls&, and steel canopy can resist 100.mph wind forces;orwithstand-show loiding:6f 35 PSFide4tiately., Siricefelyj Louis KC final-P.E. j tina P E. LOW0. ortina, P.E. Louis Preside !S I GO.RTNA, .0 "Goes .18io MOW" ,_ F APR 01 2013 DEVELOPMENT SERVICES COUNTER McDonald's Order Here Canopy:Load Test Overview: This test Was performed in accordance with the.guiidelines-outlined in'the Michael. Brady, hnc. "McDonald's Order Here Canopy Protocol" document, dated December.20, 2011.. Location of Test: Persona, Inc. main production facility; WateitoWn, SD` Date of Test: January 6,1012 Weather/Temp Indoors - 75"F erature:Conditiions Personnel: .Wes Wilkens, Senior Staff Engineer Gary Saathoff, Production Supervisor Brad Seidell; Welder Les Rossman, Technical Sales Manager Photographs: IVED APR 01 2013 DEVELOPMENT SERVICES COUNTER Loading Deflection Readings Fully loaded — upright Fully loaded — inverted 46. sait bags of 50 Ibs: each —upright &, inverted tests Deflection Readings: Upright . Before Loading: 0" During loading 500#,increments: 500# : 0.625" 1000#-1.375" 1500# - 2.5" 20004 -.3.375" 2300# - 3.5W Load removed 0.1875"' Inverted Before_Loading: 0" During loading 500# increments: 500#='0:5"' 1000#-1.125" 1500# -. 2.25" 2000#,-.3.25" 2300# - 3.50" Load removed 0.125" APR 01 2013 DEVELOPMENT SERVICES COUNTER 6 Al F tt,� �r # r:... CES INK ASP, IMMVIOPASI: McDonald s Order Here. Ca nopy Load Test Protocol Louis J. Coftina, P.E. Michael. BradyInc., 299 N. Weisgarber Road Knoxville., TN 37919 December 20, 2011 APR 01 2013 DEVELOPMENT SERVICES COUNTER Background: McDonald's restaurants with drive thru windows employ a remote order here speaker/ microphone. This structure has a cantilever roof canopy to minimize rain exposure while the customer is placing a to go order with the vehicle window down. Structure Description: The order -here canopy is made of two steel tube columns, steel base plate, match plate, and a composite steel frame and fiberglass roof structure 8'-4" x 7'-0". Purpose of This Test: The steel column(s) can be calculated to determine stresses and deflections. The roof structure is a steel and fiberglass composite. This makes it difficult to easily calculate stresses and deflections and determine if this roof structure can support or withstand code required wind and or snow loads. Critical Loads: The shape of this canopy is a cantilever thin shell almost in the shape of a wing. The down force wind load, snow load, and uplift wind load would exert the greatest forces on this structure. Previous calculations calculated a down force wind load of 26 PSF for 100mph exposure C 2006 IBC Uplift was calculated at 34 PSF r- Suggested Testing: Physically load the canopy with an actual load. Take weight and deflection measurements, for both, a downward force and an upward force. In addition to the actual code forces, we recommend additional load be applied for a factor of safety. The testing load will be applied statically, but the actual wind load will be applied dynamically. We recommend applying: Downward: 26PSF x 1.33 (Factor of Safety) =35 PSF. Uplift: 34PSF x 1.25 (Factor of Safety) = 42.5 PSF - weight of canopy (500#) - 7.5PSF = 35 PSF om Procedure for'Downward Loading: • Erect canopy in the. upright position. • Column shall -be -braced (supported) approximatelyT-0 down from the match plate. The intent is: to load the roof structure. and not the column • Insta.Il dial gauge at edge of canopy. Set to -.zero • Begin loadingthe canopy with weighted bag maferial (mortar, cement, sand;, etc.) to an equivalent load' of 35 PSF. Total load 9'-4" x T-0" x 35 PSF= 2300# (verify weight with. independent scale) • Record deflection readings -at various loading increments (every,500#). • Bag material when installed shall be spaced out"to.sirriulate balanced uniform loading. .lf'cracking-of the fiberglass; creasing of any.structural members occur. STOP'THE'TESTI Record deflection result.and.load applied Jand remove load: • Continue loading until the 35 PSF is reached: hold the loading for 1 minute. • Document deflection results. • Unload the canopy in reverse order of loading. • After all load is removed, document deflection. reading. (See if canopy goes back to the. original. position). • Photograph and document set up and testing: RECEIVED APR 01 2013 DEVELOPMENT SERVICES COUNTER • Erect canopy in upside down ;position. • Column should be supported. and ,braced 1'-0 above canopy • Follow same procedures, as. up�igftcanopy. • Record -and. report results. 4 Information to. Document During. Test: Location of Test: Date:. Weather% Temperature Conditions: Personnel: Photographs: of Setting up tests During -tests Loading. Deflection readings Unloading Canopyafter tests information on: Dial gauge.used Material used to load canopy Deflection readings: Before.loading During loading 500# increments At full loading After load is removed Attached is a spec sheet on a type of dial gauge. Similar dial gauge is acceptable. Deflection.' range should be 47 to 6". Submitted by: Louis J.:Cortina, P.E. President Michael Brady Inc: 299 N. Weisgarber Road Knoxville, TN 37919 5 APR 01 2013 DEVELOPMENT SERVICES COUNTER G9618, Dial Height.Gauoe j :SHOP By CATEGORY SPECIHCAilONS hACHINES see larger Iman M111 M PURVEYORS OF FINE M7-�CHINERY� GO FAST 1NDE1( Espl!ilol 4iikk Oider INCent..YditrAccount: Log Ir 5 04 lim Your Pricet" $40.75 'In Stock' Add to Wish List ACCS1050609 and Related Items:: �--- - W4D a Hgdda`6* T20271'W Dial, inef Inside/OuMid 'Caliper with Ruler Calmer Blade Face .$2.50, .$24.95.. $159.195, Seiall Description This precision Dial Height Gouge provides accurate measurements to,6", with readings In 0.001", Increments. Features fine adjustment and lack, shockproof stainless steel construction and carbide tipped scriber. Case not Included;, I Seepage 685 of our 201.1 Grizzly Calalogil Dr kYauothra Ve See page 2.2 of out 2011 Metalworkirig Aciaisimlisl GRJZZLr5 Wit CATALOGS see similar Inetts In: > Home )-Measuring Tool :o GAuQasr Final pdois will . Irclude state sales tax faritems shipped to WA, MO, DrOA.,shipplhil dvuges foriterns.not shipped Oa truck rreight will be added a=!Mng to our Cftk hen to vkw L=2=!-c.o4*' You M6y Also Like 773 I V 01. 7-10OL- G9285DfgQAI Deotil Q9611 1?v-t0A=U §1qM9l[.UqdEM G9799 Space Block Set. .M8133 i- plaltal Scale Q.00qJ"RemlutJQ-3 Gouge Set - 190. DC.. $4-1.75 $43.115 $40,75 $4S.9S Plus. "S.?s Recently Viewed Items r) Cantle 6- n O C z m ORDER HERE CANOPY INSTALLATION INSTRUCTIONS: 1. GENERAL CONTRACTOR TO STAKESIGN LOCATION(S), ESTABLISH FINAL GRADE REQUIREMENTS AND DETERMINE THE SIGN ORIENTATION ON THE PROPERTY. 2. GENERAL CONTRACTOR TO EXCAVATE FOR CANOPY FOUNDATIONS (SEE FIG. 1), SETANCHOR BOLTS AND CONDUIT PER TEMPLATE INCLUDED. WITH PLATE & BOLT KIT POUR CONCRETE AND ALLOW TO CURE FOR 7 DAYS. 3. UNCRATE AND INSPECT ALL SIGN DISPLAY COMPONENTS. NOTIFY PERSONA OF ANY DAMAGE.• 4. PLACE LEVELING NUTS & WASHERS ON ANCHOR BOLTS (SEE ANCHOR BOLT DETAIL ON PG 2) AND LEVEL TEMPORARILY FOR FURTHER ADJUSTMENT LATER. 5. LIFT VERTICAL COLUMN INTO PLACE OVER ANCHOR BOLTS. INSTALL PAINTED PLATE COVERS (SEE SKETCH ON PG 2). THEN WASHERS AND NUTS OVER ANCHOR BOLTS. DOUBLE CHECK AND ADJUST FOR LEVEL IN ALL DIRECTIONS USING'LEVELING. NUTS. TIGHTEN ALL NUTS OVER'PLATE AND CRIMP THREADS ABOVE NUTS_ REMOVE LIFTING ANGLES FROM COLUMN.. 6. PULL PRIMARY ELECTRICAL WIRES & WIRES FOR CONFIRMATION ORDER DISPLAY (COD) & SPEAKERS UP INTO JUNCTION BOX ON STRUCTURAL -COLUMN, NEAR BASE. ENSURE WIRES ARE LABELED ACCORDINGLY COD & SPEAKERS TO BE INSTALLED BY OTHERS: 7. REMOVE ACCESS COVER FROM TOP OF BREAK -AWAY CLEARANCE ARM TO EXPOSE HINGED MOUNTING LOCATION. HOISTARM INTO POSITION USING STRAPS,'SCISSOR LIFT.OR MANUALLY ,(NOTE (NOTE: TWO.PEOPLE,NECESSARY TO ATTACH ARM). DO:NOT:,,�AT ANY T1ME;�LIFTBY,THE "QRDER'HERE" LETTERS;., , 8. LINE UP ARM WITH VERTICAL COLUMN MOUNTING HOLES. SUPPORT WEIGHT-OFARM WHILE ATTACHING BOLTS UNTILALLBOLTS ARE TIGHTENED. ATTACHMENT HARDWARE PACKAGE INCLUDED IN CRATE: 9. CHECK ARM MOTION AND'SPRING TENSION BY ROTATING ARM LOOKING FOR SMOOTH ARM OPERATION. SIMULATE MOTION BY ROTATING APPROXIMATELY 2-3 FEET AND RELEASING FOR IT TO RETURN BACK TO ITS STATIONARY POSITION Ate, AGAINST. COLUMN. 10. RE -INSTALL ACCESS COVERTO TOP;OF SWINGARM.. NOTE: ",ORDER HERE— z LETTERS ARE PRE -INSTALLED ON COVER.. 11. LIFT CANOPY ROOF ABOVE COLUMN/CLAD ASSEMBLY DROP ELECTRICAL WIRES THROUGH COLUMN AND SECURE CANOPY TOTOP OF COLUMN:WITH;SUPPLIED Q BOLTS. PULL WIRES'THROUGH TO JUNCTION BOkNEAR BASE OF COLUMN. co 12. INSTALL (4) 48" FLUORESCENT LAMPS (PACKAGED SEPARATELY) INTO g'-4- 17 # (2)6.X2'X3116' - RECTANGULAR TUBES REAR PANELS REMOVABLE „ FOR ACCESS• BOLT : IANCHOR . % DETAIL REMOVE LIFTING ANGLES & SEAL'HOLES._ ��-- REMOVABLE PANEL IN CANOPY _;' INSTALL BOTTOM FOR % LAMPS ACCESS TO LAMPS / INSTALL J .SWING ARM. SPEAKERS. (INSTALLED BY 9'=0' MANUFACTURE) COD � (INSTALLED BY Y t .MANUFACTURE) ELECTRICAL 1 1/4' X 48" ANCHOR BOLTS .(QTY 4) CANOPY FIXTURES. IF LICENSED TO 'DO SO, MAKE FINAL ELECTRICAL 'x • CONNECTIONS TO PRIMARY POWER: TEST FIRE FOR ILLUMINATION. s ._: 63 TIES. 13. REMOVE -LIFTING ANGLES FROM TOP OF CANOPY. REPLACE BOLTS AND 12" C/C' SILICONE HOLES TO ENSURE A WATERTIGHT SEAL. - • ,; '' T C/C AT TOP. 14. CHECK FOR 9'0" CLEARANCE HEIGHT FROM BOTTOM OF SWING ARM TO . (6) #5 BAR, PAVEMENT. ,,- - 7 =6' LONG 15._TOUCH UP ANY PAINT ON SIGN, BOLTS OR STRUCTURE AS REQUIRED. 16: CLEAN AREA. REMOVE SOIL&DISCARD INSTALLATION DEBRIS. I♦-36'—►� ACCORDINGLY OFF -PREMISE: 17. CONFIRMATION ORDER DISPLAY UNIT (COD) AND SPEAKER UNIT INSTALLATIONS TO BE COORDINATED BY PRODUCT MANUFACTURERS, ANCHOR.BOLT MOUNTING DETAIL NOT BY SIGN INSTALLER. !Ilil�LailC•I�I=Z•F_I 6" X 4' •X 3/16" RECTANGULAR TUBE HORIZONTAL BRACE NOTE: THE ANCHOR BOLTS & FOUNDATION HAVE.BEEN DESIGNED ASSUMING AVERAGE SOIL CONDITIONS OF.200 PSF AND 140,MPH.(3,SEC GUST) WINDSPEED. frig, Ij. McDONALDS -O �.ER HERE CANOPY CIS D MENT.IS FOR BIDDING. PURPOSES ONLY. ;SPECIFIC SITE CONDITIONS AND`EXACT INSTALLATION PROCEDURES MAY VARY.' C7oome Date: Prepared By: Halt;Caaarymmjrolama.nm.I�qapmmpmbmszaoybo�maiaa.pusam,dxm 1-. Tn MCDONALDS 10-29-10 MWRICM ►yam �,t t w m�a +v��m�a�n�oo^n,ffiaam�N4ma� jaution:� PAGE File o came VARIOUS 1 OF.2 ORDER; HERE CANOPY INSTALLATION REV 2 IF i DST COORDINATE. INSTALLATION. BONA CAN NOT BE HELD RESPONSIBLE FOR ANY VIOLATIONS OF THE sPECIFICATIOPis 7 SET FORTH IN THIS DOCUMENT. DISTRIBUTED BY SIGN UP COMPANY 700 21st STREET SOUTHWEST POBOX 210• WATERTOWN; SO "1-0210 m N u ELECTRICAL SPECIFICATIONS: 1. ILLUMINATION: COOL WHITE FLUORESCENT LAMPS 2. POWER SUPPLY. _(1) ELECTRONIC BALLAST 3. LOAD: CANOPY: 1.90 AMPS COD UNIT: TBD SPEAKER: TBD 4. CIRCUITS: (1) 20 AMP -120 VOLT THIS SIGN IS INTENDED TO BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS OF ARTICLE 600 OF THE NATIONAL ELECTRICAL CODE AND / OR APPLICABLE LOCAL CODES. THIS INCLUDES PROPER GROUNDING AND BONDING OF THE SIGN. *CRIMP THREADS ABOVE NUT ALUMINUM SHROUD BASE PLATE W/ PAINTED COVER LEVELING NUT AND WASHER CONCRETE FOOTING 1 1/4" 0 GRADE 36 GALVANIZED ANCHOR BOLT 48" LONG W/ 7" THREAD @ TOP & 2" THREAD @ BOTTOM; 3 NUTS & 3 WASHERS PER BOLT IM io w 3 O a NUT & WASHER *TACK NUT TO HOLD WASHER ANCHOR BOLT DETAIL -- 36" -- 1 1/4" ANCHOR BOLT _ \ (SEE DETAIL) • • b o CENTER LINE CONCRETE = . FOOTING FOUNDATION PLAN VIEW (— ---- 28" — — —� (6) #5 BAR T-6" LONG #3 TIES 12" C/C 3" C/C AT TOP 1 1/4" THICK 1 %- SLOTTED HOLES 11" 1 1/4" BOLTS 5" ELECTRICAL HOLE BASE PLATE DETAIL PAINTED BASE PLATE COVER MCDONALDSI ORDER HERE CANOPY THIS DOCUMENT IS FOR BIDDING PURPOSES ONLY. SPECIFIC SITE CONDITIONS AND EXACT INSTALLATION PROCEDURES MAY VARY. LUUMIler. Date: Propared BY: iiCY; Car.pr..ImlMmar. rwwyrpiryei<aa.Ieg aarsraaeRAeaedrat r� MCDONALDS 10-29-10 MWR/CM '''+'�1""'d.""'r *r'„"�'°'°rI°a"'°"*'rl"a+"Mw�rM.r r 7DISTRISITIMW21stST�BYSSIGN LOPOUTHW SCor�ANY File Name: Location: PAGE REV S7p7Na6 r1/wp8m Wm srm� �o i VARIOUS 2 OF 2 ORDER HERE CANOPY INSTALLATION 2 PO BOX 210 PhJ 1 800-&t3-9iEa IF PER990 DOES NNOOT COORDINATE INSTALLATION. CE&S-WA CAN NOT BE HELD RESPONSISLE FOR ANY VIOLATIONS OF THE SPECIFICATIONS SET FORTH IN THIS DOCUMENT. SIGN NUMBER 4 RECEIVE APR 01 2013 DEVELOPMENT SERVICES COUNTER i 2'-0" F V-115/8"� i I m a M 0 p J \ i C m I--, M " I 4 N ® I'm lovin' if M Cn `� / ao M o G w cj i 00 00 ccM Ch 00 Lc) _ •` � 5 a:^.., � "� rr a_ .ICv} y ''i•'i� 'f►Z",�.` '%-''','rty 04 r. ti 1 \ l 1 [to4' ,. L \ � ` y,y1L,R''�.) 1'.�r` A w�':��Js� 'a.'•.d ..qT `� �F` ".d . i4e`�4,'$Q4'`�171`.1� _, •'M1 bAwtic� " t, :;`",A, , ; �• �. ELEVATION NOTE: GRAPHIC SHOWN HERE IS,FOR T ILLUSTRATION PURPOSES ONLY. AC UAL SCALE: 3/4" = 1'4' GRAPHIC TO BE PROVIDED BY OTHERS. �— 2'-5 1 /2" 8" —, — 1'-11 5/8" 3 1/8" r 2'-0" r �Pl 1"X1/8"ALUMINUM ANGLE 1"X1/8"ALUMINUM ANGLE w FRAME DETAIL: 063"ALUMINUM SHROUD to 063"ALUMINUM SHROUD 8" SF FLUSH HINGE EXTRUSION - _ DESIGN FACTOR: TBD _ 8" SF FLUSH HINGE EXTRUSION 1 i"FLUSH HINGE RETAINER 1 '/2" RIGID HINGE RETAINER try~ EXTERIOR FINISH: ALUMINUM RACEWAYS COPY TRACK q CABINET - PMS 109 C YELLOW SHROUD - BONE WHITE R a COWL - B.M. 2130-20 DEEP CAVIAR CABINET HINGED FOR SERVICE 3" X 3/16" SQUARE TUBE AND FACE REPLACEMENT gg U.L. APPROVED ([ .090" CLEAR ACRYLIC FACE �a j ELECTRICAL: 1.10 AMPS, 120 VOLTS SQUARE FOOTAGE: (2) 60" COOL WHITE H.O. CABINET = 10.23 FLUORESCENTLAMPS STRUCTURE BOXED = 16.31 g SPACED 11 % C/C � PRESELL BOARD STRUTURE ACTUAL = 15.56 l70 N M I i; .040"ALUMINUM BACK ZD FACE DETAIL: .090" CLEAR ACRYLIC FACE WITH { I ELECTRICAL our PRovfsloN: 3630-22 BLACK VINYL APPLIED 1 ST ELECTRICAL OUT PROVISION: THRU HEYCO BUSHING SURFACE AND PRESELL GRAPHIC j THRU HEYCO BUSHING ISOMETRIC VIEW INSERTED BETWEEN ACRYLIC SCALE: 3/8" = V-0" FACE AND PRESELL BOARD. NOTE: GRAPHICS USED v ABOVE ARE FOR DISPLAY ONLYrACTUAL— — 2-LAMP ELECTRONIC BALLAST DISCONNECT SWITCH ) GRAPHICS MAY VARY. �` i "- 8" SF FLUSH HINGE EXTRUSION i S HINGE (ALONG LEFT SIDE ONLY) 00 ,n ., PRESELL BOARD I a, 1" X 1/8" ALUMINUM ANGLE 1" X 1/8" ALUMINUM ANGLE .090" CLEAR ACRYLIC FACE N 063"ALUMINUM COWL 1 I/V RIGID HINGE RETAINER 3" X 3/16" SQUARE TUBE BASE PLATE to BASE PLATE DETAIL FRAME & LAMP DETAIL CROSS SECTION A -A SCALE: NTS SCALE: 3/4" = V-0" SCALE: 3/4" = V-0" 8" SF FLUSH HINGE EXTRUSION BASE PLATE NUTSERT DISCONNECT SWITCH PLASTIC CHANNEL FOR PRESELL BOARD r 3" X 3/16" SQUARE TUBE %" X .080" ALUMINUM STRAP �p ■ ELECTRICAL OUT 3/4" X 8 '/z" X 8 1/2{ CV 7/8" SLOTTED HOLES oso" � DETAIL fV L CLEAR ACRYLIC FACE VHB TAPE 2" CENTER HOLE 1 '/." X 1/8' FLAT ALUMINUM STRAP DETAIL (1) cIp vn PLAN VIEW B-B L J BASE PLATE DETAIL DETAIL SCALE: 3/4" = V-0" L-5 1/2"— SCALE: 1" = V-0" SCALE: NTS Customer: Date: Prepared By: Note: calm output ombecurt wbearvin goep'intingrhirdmwiog.AUalmused=PMSoetiredoxnCMYB H DISTRIBUTED BY SIGN UP COMPANY MtDONALD'S 02/13/13 INI egidvalmIf&xcolonueinanen, pleat provide the corrmPUS road and arevisiontoties dnwingwill bemade. 7oo21stStreet Southwest I A ffl ocation: File Name: Eng: FT. ERS PO Box 210 L SIBNMAKEBS//MAREBB/LBEBS Watertown.(800)943-9 88-w-o www.personasigns.com EDMONDS, WA 118753 -10124 EDMONDS WAY, EDMONDS, WA -PROGRAM BOOK - 1(soo> ear-9ssa • www. eraonasi 9.eem .NOTE. . -_:DESIGN `,ODES: ASCE,7=05 ACI 3 18 �08 • AISC ' �.QTH, EDITION', AWSD1.1 WIND SPtED---166-.M I:f; SE(f�,GiAT' EXPOSURE: C. _6k: 3666 0I� d_ COMPRESSIVE ; CONCRETE COMPRE �,S`fkk&4:(f c) =PIER �DEPTHS�;REOUIRED'ARE * ' MINIMUMS ALL .'�PIERS? ;TO- ':EXTEND ,:-:TO: .FROST-qE,PTH4S ,DETERMINED BY;LOCAL ."SD`ICTICik" -.TOP' OF'PIERS SHALL BE ;SLOPED `SUCH ,THAT MOISTURE CANNOT ACCUMULATE. '7ELECTRICAL; CONTRACTOR 70!.PR0,Vl.,DE INFORMATION- ON COWDUIV`ANUIELECJRIq?�L :REQU0EMENTS;'.'.. MINIMUM ALLOWABLE LATERALS SOIL; BEARING PRESSURE 100.-PSF/FT OF DEPTH "T !;TOP . H',,CAL`C6cX�bisIs�,( N, EM .DEPTHS_�' SHOWN ARE FROM GRADE) 7.31 Mk: t6hcOETE;,b0"VE13 FOR REINFORCEMENT DESIGN -bESIGK L64DS",-DERIVED �FROM -*ESE'� CODES 'AND FORCES .:'AkIAL LOAD 440. LBS SHEAR .,FORCE 440 Libs :OVER,TUR-NII-4,G,�i.6M'ENT-'7.��;1,76 0 - _:LO4T SLOPE -_TOP ,.TO,SHED WATER' �AXIAL` .LOAD .,SHEAR FORCE SUMS. AT-' FINISHED 7lN6S.,,. ,ED.--.GRADE,. if 14 4 A LBS 10.LBS,*_. T � 1700 FT _It, ; :BASE`' 7 VERTICALS W/gIgi: TIES 2- P, TOP OF --PIERS SHALL',:BE °SLOPED;`SUCH „THAT' MOISTURE CANNOT ACCUMULATE:-. . -F155HbTi.4qIP,PEP,.G,�LYANIZED,,'BOLTS,.- .-- -GRADE.3&'ANCHOR .BOLTS _,kNCHORBOLTS'TO�:BE tlN §C CODE. OF- .STANDARD :-PRACTICE_ - OR -XisIb*�WASHERS,,SHALL BE SHIPPED 'AS'- �ANCH �:AOM'NOrs,- 'AN AtiM�BLY FR6M "�THEl�,Si6NAidATINd-*h�ANOF46-fURt'-R",.* ��:.NOT t::CUT,: 4INC40R,, BOLTS AFTER INSTALLATION ' 'i - I 11_ ANCHOR,:. .1111. -'s- - OF,�P�qq', ,') A" NOTES: el /2f ' HEIGHT.lOCK., NUT' (GALVAN`l`ZE6j!r7 14FAVY 14 � FY, NI IV GALVANIZED- WASHERS`, �p' . E MF ((SUPPLIED,'' -iY R. T HEAVY ;,HEX LEVELING NUT-- GRADE, 36HOT, DIPPED qfiLVANIZED ANCHOR BOLT'' .,2TOP TO SHEQWATEW kTs, 1.4 _TOP,OF. PIERS ;SHALL BE-',,,SLOPED-�SU CH-� THAT' MOISTURE, CANNOT �AtCU'M*'U-L'AfE,�"-.�-".'.". .ANCHOR'14.06SI NUTS,l,iAND !,:WASHERS .�SHALL BE SHIPPED AS , V, r, BE' AN,-,-ASstMbL' YFROM'� THE:: SiGN/OGH.ln"NdjMANUFACTURER _p.0.;NOT _-.CUT -,ANCHOR BOLTS AFTERlINST4,LLA.tIiON OF POLE ELECTRICAL CONDUITS -..FED . -THROUGH,, HOLE. IN ;BASE SLOPE"TOP-JO SHED WATER GE"NEE RA L _ � I , _ , - NO FOLLOWNDESIGN: -ACI'318-08 AJSC IRA', EDITION; MPH. 3'SEC' GUST �EXPOSURE-C -DESIGN tOAbS°DEj4VED'FkbM THESE. CODES `AND -FORCES -AXIAL '*71'440 LBS-�_ -m:SHEAR:_[.440.LBS-. :.. �-MOMENT- '.L+ 1700, Lb - FT, ALL -FOOTING EXCAVATIONS AREJO - BE- CLEAR OF WATER AND.,FOREIGN. MATTER: BEFORE: PLACING' CONCRETE.. MINIMUM ALLOWABLE AlLiOW48LIC, LATERAL: SOIL BEARING. PRESSURE OFFIOOPSF/F.T. TE !SOIL: CONDITION S`.TO SE:CONnRMED.'BY'GEOTECHNICAL ENQNEER., IF'ASSUMED -spiC.'coN.6moNs, ARE* N07 PRESEt4T.'.FOUNDAkTi6N%S ALi:'sEL DESIGNED BY, A:LICENSED -STRUCTURAL ENGINEER TAKING INTO .:ACd0UNTr'-' ACTUAL".SITE. SOIL- CONDITIONS'; -.TOP.6*'OF-;SO4L NEGLECTED W EMBEDMENT* DEPTH , CALCULAnohS. (tk4BLDMEkT':6tPiHS;SH6wN'AOE>eROM'GRADE) ' -ELECTRICAL CONTRACTOR .TO: PROVIDE. INFORMATION ON CONDUIT..zAND, ELECTRICAL REQUIREMENTS. _CONCRETE:. -�-BALL ".F'OOTIhG'SlltkALL'.B"E-AR':ON'-FIRM UNDISTURBED -RESIDUAL SOIL AND/OR. ENGINEERED. EARTH -FILL,. COMPACTED JO 98X,'OF- ITS-.MA)aMUM: DRYz'DENSITY:::*S OEk','ASTM,'fD"698��,70:(ST,ANDARCi-':PROCiOR),'tjhL!S§*.' NOTED; D-OTHERNSE.._ .-ALL PIERS'TOIEXTEND TO,FROST DEPTH DETERMINED. BY LOCAL, JURISDICTION. ' SH4LIL4E_SE6PE13 S6CH`THAT'Mli -TOP: OF PIERS MINIMUM 6OWeRETE STRENGTH OISTURECANNOT ACCUMULATE. SHOULD CONFORM WITH, MCDONALD * ' CAST�-IN-PLACE CONCRETE SPECIFICATIONS- SECTION 2.13A,,., .-USE'OF..-AE)MIX,TURES'.SHALL'COi4FORIvil *TO*. MCDONALDS',CASTIN-PLACE. CONCRETE; SPECIFICATION'SECTION 2.6...., .-AIR ENTRAINMENT SHALL'CONFORM,WITH MCDONALDS:CAST-IN46iCE CONCRETE' SPEC4FICATiON::SECTIONS:2.6-A'&-2.13Al. -WATER. CONTENT. RATIO,:SHALL-.CONFORM TO MCDONALDS CAST -IN- PLACE, CONCRETE: SPECI FICA TIONS' SECTION '2.113� A .rFOUNbATION CONCRETE. TO BE TESTED PER:.�MCDONALDS CAST-IN--LPLA CONCRETE SPECIFICATIONS' SECTION -1.114. -PROVIDE 4 NIMMUM 1".'OF' CONCRETE;COVER OVER ALL; EMBEDDED% STEEL., -REINFORCEMEJ,T PLACEMENT',SHALL ' *.CONFORM TO,MCDONALDS-- CAST3-PLACE CONCRETE SPECIFICATIONS SECTIONS -3.2 '&*15. -'ANCHOR BOLTS 10, BE: SET IN . ACCORDANCE WITH AISC CODE,: OF STANDARD. PRACTICE -DO. NOT. PLACE, POLES '- ON 'CONCRE ii UNTIL.CONCRETE HAS CURED PEW MCDON ALDS:C,kST- IN -PLACE CONCRETE.,SPECIFICATION, � SECTION 3.`If;c STEEL -STEEL PIPE E SECTION: ASTM : A53. OR A252' TYPE E GRADE-:,. B. JHSS ROUND StC'llb'Ni:, 'ASTM�'A&O GRAbE_ B.(Fy =..42ksi): -HSS SOUARE/RECTANGULAR SECTIONS. ASTM, A500 "GRADE B (Fy m'� *46ksi) [.� -CONNECTION: BOLTS,A325 -STEEL ANGLES, CHANNELS.': STRUCTURAL SHAPES -AND PLATES: ASTM.A36 ..-REINFORCEMENT: -GRADE 60, 7NUTSA563DH 'OR. A194-2H -,WASHtRS: .�, A36". USE. HOT. DIPPED' GALVANIZED, BOLTS, AND FASTENERS -ANCHOR . RODS; -NUTS.*.AND WASHERS -SHALL BE SHIPPED AS AlSlo A§SEMBLY'FRO'M _Tkt' S*IGN /1-16H TIN&'MANUFACTURER -NO FIELD HEATING ,TO, BEND. STEEL -SHALL'BE ALLOWED WITHOUT ENGINEER'S APPROVAL DO NOT- CUT- ANCHOR- BOLTS.AFTER INSTALLATION; OF,POLE .-AFTER' IN STALLATION."ALL EXPOSED * STEW� SHALL': BE" PAIN TE6 "TWIAN, ENAMEL PAINT TO INHIBIT CORROSION. -ANY'FIELD.-WE ING SHALL. FIRST BE 1.VERnED BY ENGINEER AND PERFORMED INI ACCORDANCE WITH AWS'DlA. 0 SIG 4 AtFER'i. ' ' -M'ANtIFAC URE'R.`bRAWIN-G'S A.iN_D-,INSTRUCllONS,- FOR. ADDITIONAL INFORMATION. -CoNtRAcim (iitfiLL&) IS RESPONSIBLE FORJHE MEANS: AND METHODS.,017-COkSTRUCTIOWIN -REGARDS. TO'jOBSITE SAFETY:(,-- - _ - . -DETAILS AND:STRUCTURAL MEMBERS NOT SHOWN .:DESIGNED. BY.OTH'ERS: MODIFICATIONS' ARE; TO BE -VERIFIED BY-i:ANI ENGINEER.' APR 01 2013 DEVELOPMENT SERVICES COUNTER SIGN NUMBER 5 APR 01 2013 DEVELOPMENT SERVICES COUNTER 15'-4" to 1 4'-11 7/16" 1t-1'-0"-1 4'-11 7/16" 11 co D �Iy� , TI ru Drive,lThru to Clearance 9 Well Clearance 9 Feet L r: ,-r. xr,t yK'Y , `+ty ^', T! �,'!: �� � f t a... iryt ry n 'Y,^: -. r ' T ,,a y, 'P-'.+*�1��'.T � '; � �§�, >r i> N r^Zi• a 15'-4" 4'-117/16"— ,V-0", 4'-117/16' F O i"a FRONT VIEW SCALE: 1/4" = 1'-0" Mn o -v O 0 Z Z m m Pv �m o w < GRAPHIC DETAIL m SCALE: 1/4" = 1'-0" 'ELEVATION SCALE: Yz�="1'4' .080" ALUMINUM CAP 314" ROUTED ALUMINUM LETTERS 18 GAUGE STEEL ARMS 14 GAUGE CHAIN END CAP BLACK ABS BAR 1/4"ALUMINUM PANEL 4MM ACM REVEAL 6" X 6" X 3/16" SQUARE TUBE 4MM ACM SKIN 1" X 1" X 1/8"ALUMINUM ANGLE .080" ALUMINUM SHROUD BASE PLATE 14" 1" X 14" X 14" PLATE 7/8" HOLES 2" CENTER HOLE "v o 3/4" ANCHOR BOLTS SCALE: 1" = 1'-0" t 10" POLE COVER DETAIL DESIGN FACTOR: TBD 4MM WHITE ACM POLE COVER .080" ALUMINUM CAP AND SHROUD EXTERIOR FINISH: POLE COVER & REVEALS - PRE -FINISHED BONE WHITE SHROUD AND BASE PLATE - MATCH B.M. 2130-20 DEEP CAVIAR CLEARANCE BAR DETAIL BLACK ACM PIPE W/ 7725-15 YELLOW VINYL STRIPES APPLIED TO 1ST SURFACE SQUARE FEET: BOXED = 163.56 ACTUAL = 20.22 r 9 " 1 .080" ALUMINUM CAP 3/4" ROUTED ALUMINUM LETTERS 18 GAUGE STEEL ARM HINGE 14 GAUGE CHAIN BLACK ABS BAR 1/4"ALUMINUM PANEL 4MM ACM REVEAL 6" X 6" X 3/16" SQUARE TUBE 1" X 1" X 1/8" ALUMINUM ANGLE 4MM ACM SKIN .080" ALUMINUM SHROUD BASE PLATE END VIEW SCALE: 1/4" = 1'-0" PANEL DETAIL 1/4"ALUMINUM-PANEL W/1STSURFACE-PAINT & VINYL DECO.: ® YELLOW DUPONT CENTARI 5000- BACK- GROUND, COPY & ARROW M 3630-22 BLACK - LANES SWING ARM DETAIL DESIGN FACTOR: TBD 18 GAUGE STEEL ARM WITH HINGE W/ 1ST SURFACE PAINTAND VINYL DECORATION: ® MATCH PMS 109 C YELLOW - SWING ARM �7725-12 BLACK VINYL - "CLEARANCE 9 FEET" COPY "DRIVE-THRU" LETTER DETAIL 3/4" ROUTED ALUMINUM LETTERS W/ 1ST SURFACE VINYL DECORATION: ®180-15 BRIGHT YELLOW (OPAQUE) - "DRIVE-THRU" COPY = BLACK - COPY OUTLINE Customer: Date: Prepared By: Note: Color output ma9 onnot p6ting dda Anrolortmedtot PM5orthe eloxetCMYK DISTRIBUTED BY SIGN UP COMPANY McDONALDrS 02/13/13 INI egWent.if Me colon are ineo"em, owe provide the eurra PMS muehend a tevition tothis dewing will be made. A7oo 21st Street Southwest Location: File Name: Eng: EASDNAN PO Box no I - � SIMMAKEAS//MAREBU/LOEHS 1(80 Wate;own, SD 57mt-wp EDMONDS, WA 118753 -10124 EDMONDS WAY, EDMONDS, WA -PROGRAM BOOK - � (soo 843-9888 • www.personasigns.com s.com NOTE:'., IBC_ 2609 ...AISC; 13TH'KIDIT.I.ON.. AWS Dl-.j._, . WIND -,SPEED -EXPOSURE d CONCIRETE�-� -DESIGN ',,A 6 S D E R' I' .'-'SL 0 P E. :T 0 P TO SHED W A TER - :=TOP. r r ' E COMPRESSIVE STRENGTH :'ARE, —MINIMUMS, ALL. OiEPSJO - EXTEI�D' TO F06Sf: btO'TH- .: ,JURISDICTION.. E: I SLOPED'.,tUCH'tHAT MOISTURE, CANNO'(,ktumUi=4:rtf'. IR :t6-.--.jpR6.,mDE (�' tORk.ATl_6W,.ON - WRbIJIT . ANDIL, 'ELECTRICA JERAL:,SOIL -.'BEARING PRESSURE DEPTH I= PSF/FT OF' DEPTH 1il. ,TED IN EM6fOkki6ALCLLXTIONS tEMBE6kRt66PTHS- 1DE ' ER FROM THESE CODES AND. FORCES _ 35. LBS AXIAL LOAD -m---'-960. -;SkEAR�,FdRC .79 OVERTURNING,,WOMENI mAximUms AT"Pob U.. ! � I - I I . I v its LANDSCAPED _,GRADE,,.�. Z, $'N ILL. TFF IT III TfT -i== _ a Lo -7 A .L . A 4; .Tj 127 W/ (3) Q 0 :5" I36!! - . t �: GATEWAY 1,O 0 M P H BE -SLOPED_=SUCHI. THAT *MOISTURE' R'BOLTS :TO BE ANCE 'VAtk.A`IS&. OF STANDARDS PRACTICE R'RODS._,kUTS, '-A'NDi'4ASHEpS.:$HALL,@E SHIPPM'AS' ;sIfMB_L�'_j`ROM ' si6h'AiGH-nN_G-.*M4IUFk6iURER 1, :jHE;f - ,MANUFACTURER r,.CUT'ANCHOR, BOLTS AFTER OF"POLE; -LOCK NU ,.1/2 HEIGHT 'HEAW.-,`kEk,:NQT T) G 6ALVANIZED). .GALVANIZED: WASHERS (SUPPLIED; BY,WFR.) HEAVY : HEX:LEVELING, W'T, (dAtVXNIiE6)' II ,,3/47'DIX ;GRADE ��55, HOT DIPPED GALVANIZED HOR BOLT II II ,TOP TO SHEP"WA W TER 47-�OLATt U, NbiCs: -TOP OF PIERS,SHALL BE. SLOPED SUCH -THAT' MOISTURE. A ' C 6T' 46COWC4TE° NN ANCHOR" RODS` NUTS, AND '.-'WASHERS '-SHALL BE SHIPPED AS FROM --JH MANURACTUREW. AW,X§§64611Y �R t_S'Ib'N' ANCHOR: 114STALCAtioN'bF`0_01LE�' D& NOT CUT 'ELECTRICAL .,CONDUITS '.FED THRqUqllf- HOLE 'IN -.,BASE PLATE L J JAI.5. F f ft- :,-..j.7—. � , , -.SLOP!t-16p. To SHE'D- WATER* GENERAL NQTES ,-THE -FO_LLO_WIN_d�CODES'WERE;USE6� IN DESIGN:- -ASCE'7-'Q5_ -40 -318-08" .-4'lkj3thTi6mo,N _AWS:Dl-1 I .-WIND, SPEEIJ.,'100,4PH::-3,SEC �1GUST -EXPOSURE C.,,, 'DESIGN LOADS DERIVED FIR -AXIAL - 060'LBS -SHEAR;-.1706- LAS�v' MOMENT 5500 IJB=FT ALL FOOTING tKCAYATIONS: ARE TO- BE CLEAR OFWATER AND. FOREIGN MATTER': BEFORE- PLACING. - CONCRETE �MINWLI'm-`A61LOVWILE LkTERAL,SOtL,BEkRING,'PRESStiRE, 'IObPSF ,-SITE'SOIL. CONDITIONS ib6'E;dOROOMtD'.SY;.CEOTECHNICAL ENGiRd0'._ '17-SOIL CONDITIONS - ARE -NOT PRESENT FOUNDATION - .SHALL BE ESI j��D BY, -AI-UCE14SED':tTRUCiURAL�'ENCINEE5'-fMlkG'..I.NTg,' CT _�qCp"T' t L -SITE !A SOIL.-*, CONDITIONS. rt S01 NEGLEC ' TEDAN,EMB I ED . M ENT -DE I P - T . H- _' CALCU ' LA"S P - HOWN "GhADE)' bM'ENT DE THS S JAE FROM. -ELECTRICAL `CON TRACTOR 1-7 JO`RROVIDEANFORMAIIOW ON',,*CONDUWAND' `ELECTRICAL,REQUI.R.EkiEt4tt." CONCRETE: I` -ALL FOOTINGS, SHALL-BEAR'ON,FIRM UNDISTURBED RESIDUAL: SOIL-.- 'ANb/OR ENGINEERED EARTH. FILL COMPAETED'TO 98�'OF ITS MAXIMUM ;D . RY�D I ENSITY . AS . PER-ASTM D 159V- 70 -(STAND4RD'.'OR6CTO'R).',tjgLt§§ - ' NOTED :?OTHERV6SE. - -_ALL',PIERS JO -tXTEND-, TO FROST DEPTH 'AS: DETERMINED) BY LOCAL'� •JORISDICTION. TOP, OF PIERS,SHALL. BE :SLOPED SUCH: THAT MOISTURE; CANNOT :ACCUMULATE: INI :CAST -';iN7 PLACE CONCRETE-w.SPE 'IFICATIONS sEcnbW2A3_A ,USE I OF ADMIXTURES I SH44.CONFORM IO'MCDO'NALOS'I'CAST-l. NPLACE 'CONCRETE-SPECIFICATION CONCRCTE,SPECIFICATION 'SECTION,.'2.6 --:: " ': v- '_ " - ' � - " " ' MR 'CONFORM TH..MCDONALDS CAST �IN:-.PLACE ENTRAINMENT -,,'SHALL' W ,CONCRETE. SPECIFICATION SECTiON5�:2.6'2A3-A '.--,WATER-'CONTENT, .'RATIO: 'SHALL':dONFORM,TO' mcbONALDSI . CAST-IN-P LACE. CON CRETE' SkCln. CATIONS',_SECTION. 2.137A -FOUNDATION ,CONCRETE TO BE, JESTED :PER: -MCD"DS CAS�T7!N�'PLACE: CONCRETE SPECIFICATION&'5ECTIoN 314-- . -PROVIDE Al �3. OF--COI`iCRETE - COVER, OVER.'ALL! EMBEDDED 'STEEL.-` REINFORCEMENT - PLACEMENT.'SRALL CONFORM ;TO MCDONALDS, CAST --rIN -PLACE��CONCRETE-.SPEt[FICATlOt4-S�.-SEC71ONSt 3.2 . & 3.5. -ANCHOWBOLTS.JO_BESFET IN,ACCORDANCE4.V4TH::AJSC."CODE,�OFL STANDARD 'PRACTICE * . ... ... -DO NOT. PLACE,. POLES ON CONCRETE UNTIL CONCRETE HAS-CURED`PER SEdTlOwfli'l-E., STEEL PIPE SECTION: ASTM A53j5k HSS.ROUND- SECTION: '0 GRADE-, B. (Fy, !7..42ksi). 7HSS_,.SOUA§E;.'RttfANGASTM A�50UL Aill SEqlIONS:ASTM .4500 GRADE-` -CONNECTION BOLTS-A325_ STEEL . AN GLES), CH AN NELS. ' STRUCTURAL,S"PES ANiD"PLATEs: -ASTm A36 ' , t ' - - ' - ..GRADE'_l'6O. .-NUTS:"' *A561(H OR',A19:4�'=2H - WASHERS:, A36,, -USE HOT IIJIPPED,IGALVAN1Z6'," BOLTS, AND FASTENERS -ANCHOR; RODS) NUTS. AN L BESHIPPED'*AS,AN AND ASSEMk-Y.-FROM" 'T"'HE"S'IGNAIGH TING MANU SHALL NO FIELD HEAnNG�Jb BEND STEEL SHALL. 8 1 E LLqWgq--WITHqUT ENGINEtR'S. APPROVAL L -DO NOT CUT,4NCHOR-'*BObt-4FfE INSTALLATION OF AFTERINSTAL'b0M: -BE"PAINTED-.VATH AN ALL EXPOSED -STEEL SHALL ENAMEL PAINT lT6'INHIBIT .CORROSI6N.!-,' " AN Y, FI WEiDING - SH ALL. FIRST!, BE VERIFIED :BY_ ENGINEER AND. P�gRF . QRMED`INAC . COR DANCE.,WITH -AWS-DI'll.- m ' ,REFER TO,SIGN'MANUFACTURER DRAWINGS' AND INSTRUCTIONS FOR �C> � ADUI TIO. N-AL. INFORM ATION- �CONTRACTOR. (INSfALLER) AS RESPONSIBL& FOR ITHE, MEANS: AND `METHODS,.bFICONSTRUCTION IWREGARDS .10: jOBSITE "SOETY-.'; -DETAILS AND- TRUCTURAL MEMBlERS:`NOtlSkOiAW OESIGNED_:BY :- OTHERS j :-ANY MOIDIFICA S i TO BE'VERIFMD,:.6*� AN `.ENGINEER -ARE RECEIVED o.v) V) APR 01 2013 DEVELOPMENT SERVICE JI_*� COUNTER SIGN NUMBER 6 APR 01 2013 DEVELOPMENT SERVICES COUNTER m M D M o � �y 09 o 0 z z I—' mCn o m C0 N 'v 1'-2-- r2"r 1'-5" o iL L FRAME DETAIL SCALE: 1" = 1'-0" FRAME DETAIL: DESIGN FACTOR: TBD 1 Y2" X 3/4" X .063" ALUMINUM C-CHANNEL FRAME .040" ALUMINUM SKINS EXTERIOR FINISH: BONE WHITE SQUARE FOOTAGE: BOXED = 6.60 ACTUAL = 5.49 FACE AREA = 2.13 r2"T-1'-5"1 J Please Name your payment ready 1 Yz' X V X 1 /8" ALUMINUM ANGLE 1/4"ALUMINUM PANEL .040"ALUMINUM SKIN 1 1/2"-T---i 1 1/2' X 1" X 1/8" ALUMINUM ANGLE 1/4" ALUMINUM PANEL .040" ALUMINUM SKIN 1 '/z' X 16 GAUGE STEEL TUBE 1 '/2" X 16 GAUGE STEEL TUBE .063"ALUMINUM C-CHANNEL .063"ALUMINUM C-CHANNEL FRAME FRAME CROSS SECTION A -A SCALE: 1" = 1'-0" "PLEASE HAVE YOUR PAYMENT READY" FACE DETAIL: 1/4" ALUMINUM PANEL W/ 1ST SURFACE PAINT AND VINYL DECORATION: M YELLOW DUPONT CENTARI 5000 - BACKGROUND 3630-22 BLACK - COPY GRAPHIC DETAIL SCALE: 3/4" = 1'-0" "THANK YOU" FACE DETAIL: 1/4" ALUMINUM PANEL W/ 1ST SURFACE PAINTAND VINYL DECORATION: YELLOW DUPONT CENTARI 5000 - BACKGROUND 3630-22 BLACK - LANES Customer: Date: Prepared By: Note: Colo ougwtmrynbbea�nW6es.e.ogorprinring hsMdsg. NaloroouduePMSa 6erloxs WYK DISTRIBUTED BYSIGN UP COMPANY McDONALD'S 02/13/13 INI equirAlm[fdnecolonueiownm,plewprovide� matPUSm2dandarcisiontoMdrswinga�9bemode. 7ao:istStreet Southwest File Name: En AENS5NNIbBOX 210 Location: g Watertown. SD 57201-0210 EDMONDS, WA 118753 -10124 EDMONDS WAY, EDMONDS, WA - PROGRAM BOOK _ S/6NMAKE/7S//MAGEB!//LOENS 1 (800) 843-9888 • www.personasigns.com BOLLARD SIGN INSTALLATION INSTRUCTIONS: �4 N v GRADE �— V-2- [— V-5" -� Please have your payment ready * m M v -� mO p�8 11 t• 01 ° F--' Q Y 6 Ce) Cn 1v m � ' FACE ATTACHED TO .040"ALUMINUM SHROUD & ALUMINUM C-CHANNEL FRAME I %"X I '/."X 16 GAUGE STEELTUBE (ATTACHED TO SIGN) 1. UNCRATE AND INSPECT SIGN. NOTIFY PERSONA OF ANY DAMAGE. 2. COORDINATE TO STAKE SIGN LOCATION(S), ESTABLISH FINAL GRADE REQUIREMENTS AND DETERMINE THE SIGN ORIENTATION ON THE PROPERTY WITH THE GENERAL CONTRACTOR. 3. AUGER A 12" DIAMETER HOLE, T DEEP (SEE FIG. 1), AND POUR CONCRETE FOUNDATION. NOTE: POLE IS CENTERED WITHIN POLE COVER, NOT OVERALL WIDTH OF SIGN. ENSURE AUGURED FOUNDATION LOCATION ALLOWS FOR PROPER SIGN SET BACK REQUIREMENTS. 4. CENTER JUSTIFY SUPPORT TUBE WITH AUGURED HOLE & INSERT INTO CONCRETE. 5. MAKE SURE THERE IS A LAYER OF CONCRETE BETWEEN BOTTOM OF SUPPORT TUBE & BOTTOM OF HOLE, SO SIGN DOES NOT SETTLE. 8. BRACE / SUPPORT SIGN TO KEEP IT LEVEL UNTIL CONCRETE HAS CURED. REMOVE BRACING ONCE CONCRETE HAS FULLY CURED. 9. TOUCH UP ANY PAINT ON SIGN, AS REQUIRED. 10. CLEAN AREA. REMOVE EXCESS SOIL & DISCARD INSTALLATION DEBRIS OFF -PREMISE. NOTE: THE FOUNDATION HASE BEEN DESIGNED ASSUMING AVERAGE SOIL CONDITIONS OF 200 PSF AND 140 MPH (3 SEC GUST) WINDSPEED. Thank You OTHER AVAILABLE FACES ° (VERIFY PLACEMENT ON PROPERTY FOR EACH < LA.)° . I c FACE OPTION - FACES CAN NOT BE SWITCHED LATER) n ,. . ' McDONALD'S BOLLARD SIGN '101 FOOTING DETAIL 12" 4'Z" OAH MODEL NOTIO COORDINATE IF INSTALLATION, INSTALLATION, PERSONA CAN NOT BE (FIG. 1 ) HELD RESPONSIBLE FOR ANY THIS DOCUMENT IS FOR BIDDING PURPOSES ONLY. EXACT INSTALLATION PROCEDURES MAY VARY BASED ON SITE SPECIFIC CONDITIONS. VIOLATIONS OF THE SPECIFICATIONS SET FORTH IN THIS DOCUMENT. Customer. Date: lPrcparedBr Note:CA".gm,6emn hm+w4.p*dgdbda 4Mco6nmcd-POwd d" 0171 r— DISTRIBUTED BY SIGN UP COMPANY McDONALD'S 10-1411 CM` iQh�` °`'° P�"`"'��`�iaP°6ma��"•�m'� ''°h`°'� p�c/�soHl� 70021ttSatetSoathweu PO Box 210 Watertown, SD 57201-0210 Location: p age File Name: Rev VARIOUS 1 OF 1 McDONALD'S BOLLARD SIGN INSTALLATION 2 SIONMAAEBSAAKA6f811/1BENS 1(800) 843-98M • "wpetswa_inc,com SIG S� # fir$ B JUL 03 2013 BUCITY OF EPDMONDNT } APR 01 2013 DEVELOPMENT SERVICES COUNTER m D M p Cm 0 :z 2E 1� M N _ �m o < 14'-0" M N I 5'-0 " e 5'-0 " I 9'-0 " f•1 �_ � r N� Al 7 JUL 0 3 2013 BUILDING DEPAR�J14tEENT SCALE: 3/8" = 1'-0" CITY OF EDWNDS Customer: Date: Prepared By: Note: co ootb,a .hw or &s AR.1mmoduaW.tkdou 0M � � � DISTRIBUTED BY SIGN UP COMPANY McDONALD'$ 02�13�12 �NI cgmoot[fdmwiommimmn,pkmpmv*tkoneclPMSmatchudimmnmdmduxmga-Mkma&.I` 70021st Street Southwest AgAgAIR PO Box 210 Watertown, SD 57201-0210 Location: File Name: E nS: EDMOND$, WA 118753 -10124 EDMOND$ WAY, EDMOND$, WA - PROGRAM BOOK - SIONNAMEAs/1MABEWILOEBs 1(800) 943-9888 - www.personasigns.com SIGN NUMBER 8 APR 01 2013 DEVELOPMENT SERVICES COUNTER 4'-0" .177" YELLOW PIGMENTED MODIFIED MOLDED ACRYLIC FACE/LETTER BODY lo o{ • i� { t°�' .063" ALUMINUM BACK I°1 i t i; a, LED POWER SUPPLY AS REQUIRED I t lot ,_. WHITE LED'S AS REQUIRED ici m m m r � O C7 -V cm N zm o Gw c� m cn Customer: Location: FRAME & LAMP DETAIL SCALE: 3/4" = V-0" GRAPHIC DETAIL SCALE: 3/4" = 1'-0" RETURNS PAINTED TO MATCH PMS 877 C SILVER (OPAQUE) ELECTRICAL OUT PROVISION: THRU BACK, NEAR POWER SUPPLY .177" YELLOW PIGMENTED MODIFIED MOLDED ACRYLIC FACE/LETTER BODY FLEXIBLE CONDUIT WHITE LED'S AS REQUIRED .063" ALUMINUM BACK MOUNTING HARDWARE AS REQUIRED COUNTERSUNK FASTENERS DRAIN HOLES —Z�1 d" I4-1 CROSS SECTION A -A SCALE: 3/4" = V-0" FRAME DETAIL: DESIGN FACTOR: TBD .177" FORMED YELLOW PIGMENTED (PMS 123 C) MODIFIED ACRYLIC FACE/LETTER BODY EXTERIOR FINISH: PAINTEDTO MATCH PMS 877 C SILVER (OPAQUE) INTERIOR FINISH: PAINTED STARBRIGHT WHITE (OPAQUE) .063" ALUMINUM BACK- PAINTED STARBRIGHT WHITE LETTER BODY REMOVABLE FOR SERVICE ACCESS U.L. APPROVED ELECTRICAL: 0.85 AMPS, 120 VOLTS SQUARE FOOTAGE: BOXED = 14.00 ACTUAL = 490 Date: Prepared By: Notc: C&—Tt..ywbrw.,1nkigor AOrnlanvud•rtPMS.tkdwutCMYBDISTRIBUTED BY SIGN UP COMPANY MCDONALD'S 02/13/13 INI u�a,ro��wPMs�me. m�m,.;�.vb<o AERSHNN' 7oo:tstStreetSouthwest 01 File Name: Www6 Eng: PO Box xio S/BNMAKEBS//MABEBB/LOEBS 1(t0rtown-SD 57:wwwP EDMONDS, WA 118753 -10124 EDMONDS WAY, EDMONDS, WA - PROGRAM BOOK - t soo) so3 9ssa • www.personasigns.com s.com INSTALLATIQN INSTRUCTIONS: 1, UNCRATE AND TEST LIGHT SIGN. NOTIFY PERSONA OF ANY DAMAGE. Z ESTABLISH POSITION OF SIGN WITH SITE PLAN AND/OR GC. 3. DRILL HOLE IN WALL FOR ELECTRICAL AS INDICATED ON PATTERN. 4. REMOVE FACE FOR MOUNTING ACCESS. S. LIFT SIGN INTO PLACE ON WALL AND DRILL MOUNTING HOLES IN SIGN BACK. MINIMUM OF (5) REQUIRED - PLACEMENT IS NOT CRITICAL. 6. SECURE WITH APPROPRIATE BOLTS; NOTE: 3/8" OVERSIZED (FENDER) WASHERS ARE REQUIRED ON INSIDE OF SIGN. SEE HARDWARE CHART (INSTALLER TO SUPPLY HARDWARE). ENSURE SIGN IS LEVEL & PLUMB. 1, SCREW FITTING ONTO CONDUIT CONNECTOR INSIDE ARCH. PULL CABLE THROUGH CONDUIT TO PRIMARY JUNCTION BOX LOCATION. INSTALLER TO MAKE FINAL ELECTRICAL CONNECTIONS TO PRIMARY POWER, IF LICENSED TO DO SO. 8. REPLACE FACE AND CLEAN SIGN. 9. CLEAN AREA & DISCARD INSTALLATION DEBRIS ACCORDINGLY OFF -PREMISE. GENERAL NOTES: 1. THE INSTALLER SHALL VERIFY ALL SITE CONDITIONS AND DIMENSIONS. 2. THE INSTALLER SHALL PROVIDE MOUNTING HARDWARE AS REQUIRED. 3. THE CUSTOMER'S BUILDING ENGINEER IS TO DETERMINE IF THE BUILDING STRUCTURE WILL SUPPORT THE SIGN. THE CUSTOMER H SHALL SUPPLY ANY ADDITIONAL STRUCTURE THAT IS REQUIRED ON OR BEHIND WALL. THIS SIGN IS INTENDED TO BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS OF ARTICLE 600 OF THE NATIONAL ELECTRICAL CODE AND / OR APPLICABLE LOCAL CODES. THIS INCLUDES PROPER GROUNDING AND BONDING OF THE SIGN. I - SIGN SIZE HEIGHT (H) WIDTH (W) AMPS 18" WALL ARCH 18" 21" 0.32 36" WALL ARCH 36" 43" 0.32 42" WALL ARCH 41 5/8" 48 7/16". 0.32 60" WALL ARCH 60" 72" 0.85 HARDWARE BUILDING CONSTRUCTION MASONRY WOOD METAUACM PLYWOODIEFIS 3/8" BOLTS THRU WALL X X X X 3/8" LAG BOLTS W/SHIEL X — — 3/8" LAG BOLTS X BLOCKMG AS REOuwED BY GC 3/8" TOGGLE BOLTS O1 y X X W so WHITE LED ILLUMINATION FACE ATTACHMENT: TINNERMAN CLIPS W/#8 SCREWS McDONALD'S WALL ARCHES INTERNAL PO WER SUPPLY THIS DOCUMENT IS FOR BIDDING PURPOSES ONLY. SPECIFIC SITE CONDITIONS AND EXACT INSTALLATION PROCEDURES MAY VARY. Custortter. Locatip8: Date: Prepared Sy: Note: CdKW"W"WbC avisare.iegr<prri�0Ylu.i� NaYn ad:llLSrhdm�M'[ McDONALD'S 10-26-11 MWR/CM q-WLIfd dd k� 40-P-*drdS kh'W. Pale Fite Name: Rev VARIOUS i OF i INTERNAL WALL ARCH INSTALLATION 2 WALL PRIMARY JUNCTION 4� BOX (BY OTHERS) LED POWER SUPPLY ELECTRICAL CONDUIT NOTICE: IF PERSONA DOES NOT COORDINATE INSTALLATION, PERSONA CAN NOT BE HELD RESPONSIBLE FOR ANY VIOLATIONS OF THE SPECIFICATIONS SET FORTH IN THIS DOCUMENT. AM9,95MANPO B Street1ou�51GN UP COMPANY SIONA/ANENS /Af=fffl//LDENS 1(900)Watert843wn, SD 5- www.IO 1(SOD) 8419888 • wwvrperaona-inc.com SIGN NUMBER 9 APR 01 2013 DEVELOPMENT SERVICES COUNTER 3'-9 3/8" o o M 8" Q, omam o L z z �-. -n _ Cn o ,M rn < `"' GRAPHIC DETAIL SCALE: 1 M." = 1'-0" "WELCOME" LETTER DETAILS 3/4"ALUMINUM LETTERS WITH 1ST SURFACE DECORATION: =7725-120 SILVER - "WELCOME" COPY =BLACK POWDERCOAT - OUTLINE SQUARE FOOTAGE: BOXED = 2.54 ACTUAL = 1.18 Z-10" 2'-0" 8" X 3" X 3/16" STEEL STRAP 1" X 1" X 1/8" ANGLE IRON MOUNTING BRACKET DETAILS SCALE: 3" = V-0" 3'-0" 3'-0" 3/4" 2" ---->I TWO MOUNTING BRACKETS INCLUDED IN THIS ITEM NUMBER IE— 3" 00 IE— 2" --A PLATE DETAILS SCALE: 3" = V-0" BRACKET DETAILS DESIGN FACTOR: TBD PVC BOARD 3/16" X 3" STEEL STRAP 1" X 1" X 1/8" ANGLE IRON ARM EXTERIOR FINISH -PAINTED PMS - DECORATION 877 C SILVER 5/16" HOLES PUNCHED IN ANGLE AND PLATE FOR MOUNTING 150" PIGMENTED PVC BOARD ►�i�l:I����iTZ��IB�I�IXi[iI:T�1LiL WINDOW POSITION SIGN DETAILS SCALE: 1 1 /2" = V-0" WINDOW POSITION SIGNS DETAIL DESIGN FACTOR: TBD .150" PIGMENTED PVC BOARD TO MATCH GREY FORD - MED DK PLATINUM WHITE SCREENED COPY 1 ST SURFACE 2.50 SQUARE FEET * BOTH WINDOW POSITION SIGNS ARE INCLUDED IN THIS ITEM. Customer: Date: Prepared By: Note: Color output ma nor be or tin thin All colors DISTRIBUTED BYSIGNUPCOMPANY MtDONALDrS 02/13/13 INI equivalent if there colon arc incorrect' plrut provide the corn PMS much and o revision a thin dnmiq will be made. 700215t Street Southwest File Name: Y B P En AEflSo/V/l PO Box 210 Location: g' Watertown. SD 57201-0210 EDMONDS, WA 118753 -10124 EDMONDS WAY, EDMONDS, WA - PROGRAM BOOK _ sisNMaKEns/iMasE9u�[oEBs 1 (800) 843-9888 • www.personasigns.com O co 00 9'-4 1/4" 8'-11" T-9 3/4" I i I I I I O0nA(khc - a - -------------------1----- --- ------------ ----1----------------- ! ----------------- QJ M M r7 � o _ O C M Z Z r-a M fi9 m CM G T AWNING FRAME DETAIL <V SCALE, '/2" = 1'-0" LED LIGHT BAR DETAIL SCALE: %" = 1'-0" GRAPHIC DETAIL SCALE: '/2" = 1'-0" T ALUMINUM TUBE ALUMINUM COVER BLACK RIGID PVC BOARD WELCOME" LETTERS � LIGHT BAR ASSEMBLY - (SEE LED LIGHT BAR DETAIL) MOUNTING PLATE LED POWER SUPPLY AS REQUIRED MOUNTING CLIP ALUMINUM LIGHT BAR WHITE LED'S AS REQUIRED HINGE MOUNTING HARDWARE AS REQUIRED ALUMINUM TUBE WALL SURFACE (VARIES) ALUMINUM COVER BLACK RIGID PVC BOARD "WELCOME" LETTERS ANGLE CLIP CLEAR POLY. LIGHT LENS LED POWER SUPPLY AS REQUIRED MOUNTING PLATES CROSS SECTION A -A SCALE: '/2" = 1'-0" 3 7/8"3 7/8"� 3/4" ` L 5/8`-1 1/4" X 4" x 3 7/8" ALUM. MOUNTING PLATES 3/8" HOLES 7/8" ELECTRICAL HOLE (1 PLATE ONLY) MOUNTING PLATE DETAILS SCALE: 1 1/2" = 1'-0" —18 1/4" AWNING DETAILS DESIGN FACTOR: TBD ALUMINUM TUBE FRAME ALUMINUM COVER ALUMINUM LIGHT BAR EXTERIOR FINISH: -AWNING COVER = PAINTED TO MATCH PMS 109 YELLOW 8t 7725-25 SUNFLOWER VINYL STRIPES -,AWNING FRAME - PAINTED TO MATCH PMS 109 C YELLOW LIGHT BAR = McDONALDS SILVER U.L. APPROVED DISCONNECT SWITCH LOCATED ON INSIDE OF LIGHT BAR ELECTRICAL: 0.86 AMPS, 120 VOLTS 34.18 SQUARE FEET "WELCOME" LETTER DETAILS RIGID PVC BOARD LETTERS WITH 1ST SURFACE VINYL DECORATION: 7725-120 SILVER - "WELCOME" COPY BLACK - COPY OUTLINE SQUARE FOOTAGE: BOXED = 2.54 ACTUAL = 1.18 Customer: ��1 pip C Date: f q Prepared Note: C"Imourymmrymmhautwh.,i-iig.pb, gadnwing.AIlrDI "Kd.PMS.d d—tCMYB DISTRIBUTED BY SIGN UP COMPANY McDONALDtS 06/27/1 1 RA equirkL if ti—alas ate 6rn pk-w pmrde themm PMS maxi and a mitiun m thu drawing wdl be made. 70021 st Street Southwest Item Number: MCD-112AWN-5 File Name: Revision: ffl FbVEZ 0bV PO Box 210 MCD-112AWNLEDLB-5 MCD 112"WELCOME YELLOW AWNING WITH LED LIGHT BAR SIO&MAKERSI1MADEBUILDERS Watertown, SD 1-0210 MCD-8RLWELCOME-5 - 1 (800) 843-9888 • www-.persona-inacom WELCOME LETTERS INSTALLATION INSTRUCTIONS: 1. UNCRATE AND INSPECT SIGN. NOTIFY PERSONA OF ANY DAMAGE. 2. CENTER JUSTIFY LETTERS ON TOP OF BUILDING TRELLIS OR AWNING LIGHT BAR. 3. FASTEN LETTERS TO TOP OF TRELLIS OR LIGHT BAR USING PROVIDED 1/41, X 20 NOW CORROSIVE FASTENERS; THREE REQUIRED (5116" MOUNTING HOLES ARE PROVIDED IN MOUNTING BASE OF LETTERS). 5. CLEAN AREA & DISCARD INSTALLATION DEBRIS OFF -PREMISE. 3/4' (PRC ROSIVE, UIRED SONA) McDONALD'S WELCOME LETTERS IF PERSONA DOESINOT COORDINATE INSTALLATION, PERSONA CAN NOT BE HELD RESPONSIBLE FOR ANY VIOLATIONS OF THE SPECIFICATIONS THIS DOCUMENT IS FOR BIDDING PURPOSES ONLY. EXACT INSTALLATION PROCEDURES MAY VARY BASED ON SITE SPECIFIC CONDITIONS. SET FORTH IN THIS DOCUMENT. 1. Customer: Date: Prepared By: Note.eo,.b...d,nPMSmmcdamCMxa DISTRIBUTED BY SIGN UPCOMPANY MCDONALD'S 10-14-10 CM quinka•Itthmcolo"'¢mmcryp1 prov*drcarcmPMSwuhmdircvisktoddsdmingwill benudr A��soN� B70021stStreetSouthwest Location: paw File Name: ox 210 or Rev Watertown, SD 57201-0210 �h VARIOUS 1 OF 1 McDONALD'S WELCOME LETTERS INSTALLATION 3 S/BNMAKENS11MAREBU/[BENS 1(800)843-9888•www.persona-inc.com E cb F - SECTION 36, TOWNSHIP 27N, RANGE 3W. W.M. //��� / Art �I A - 11.1 V ED R,`I t Lt-:{� ING t;-: THEASTE` I RIGHT OF WAY MARGIN >'-E=L' - STe c POU iE 41 n -F c M Q•� D 40' :.:.: c'. 4+GHT NJ4'^i OF CENTERLINE OF .... 0 :H OF 80'. MFINDED .. _iLi'dCHPAAFi'j'. �FND. CONC. MONIN CASE N1TH.- H 100 OF C(,NC. MON. M. CASE / _CVN41L _, -_ o..--�. 5_7 u._ _.. . ._.. ,.. --__ . u. F2-6UU'Jt� PLANc-ER / :�I _.` ��IS O n: '•- :. _ rE�TVMs-}_V,136 - - SIGiV NUMBER 1 - - I I-0 u. SIGN NUMBER 1 ._ _... _ EDMON 9 - - WAY(SR ) �_ �_-u- ._.-_..-- hSPHhLT POhCW'AY _ - - 5. " H _ f SIGN NUMBER 1 ss� •� 0--' -.-..,.-SIGN - . NUMBER 1 __.--..... C J T--- _ -.---„-_. -V - ER -., -w __ _ n uL 7 - M=,;,< IN _ �,, _30'9-Nw�I�� F u _ cn MH _. ter. PI MAIL wTH-. FF<_ET I, 7:'.9.7 _ .._ ,_.... _- c_ R •G. ✓ c f-.. WASyE ,r, l- .Irk%I_-rvl. 8�Q u - L1 M BE11(74MARI, ?.� 1: Pt SIGN NUMBER4" N W'�" CGRM1EP, OF CONC PAD CN POWER VAJLT 7 ELEV _ 7999t , 30.0' :- A X - - ...... PIANG SIGN NUMBER 3 I: /!Y1 „ s 17 6 SIGN NUMBER 2 zz �• 01.1 LLLLL LLLLL J J LLL L .� NEW LLLL } _/�� MCDONALD'S L L H / `J 45-97 LLLL Y/ 4270 SF LLLLL -- P 0 RENCHIAARK ( IN rEur ) "I" IN IOWA ON L tuch 20 rL FIRE HYDRANT P RIM = 3'2,6 ELEV. - 31E 05 INV _ 3D9.7 LEGEND. -Ixc r. PROPERTY UNE - - - ASPHALT PROPOSED TRAFFIC BARRIER CURB ..I PAWN' PROPOSED CONCRETE CURB AND GUTTER PROPOSED BUILDING .2 PROPOSED FIRE LANE STRIPING ,•� NUMBER OF PARKING STALLS DENOTES ADA STALLS .•I. - ADA/ENTRY SIGNAGE .. PROPOSED STANDARD DUTY PAVEMENT 0 SED HEAVY DUTY PAVEMENT •' SIGN NUMBER 8 SED CONCRETE PAVEMENT �' 3 SED CONCRETE SIDEWALK . _ SIGN NUMBER 9 SED LANDSCAPE AREA G.. • C -_ FFE 3, D.2G LLLL .:'J �' SITE G KG 1 ASPH Z -. w © U v U --c7.' LL A PAwnG -clo_. ® a H STANDARD DUTY ASPHALT PAVEMENT 1 ^� r� o . U' l •� 0-�.�'� ,t - j - f.-I C-1. .:I BO HEAVY DUTY ASPHALT PAVEMEN C-1. _ T SIGN NUMBER 9 __ O ,�U , •I - © CONCRETE PAVEMENT C-1. I S : ° .. ` _AI` :1 s SIGN NUMBER 9 ' r 3 2., '° SIGN NUMBER.6 ( OCONCRETE SIDEWALK C m. �n . - - - - O AT GRADE COLORED CONCRETE PEDESTRIAN 4 43 3' I O . . . . . . . . . . . . . . ( CROSSWALK AND RAISED PLAZA PA NG ,. _ -_ �I "' t '..- •, y I - - CONCRETE DRIVEWAY APPROACH.27 SIGN NUMBER - n Q C a• L , P111 3127 I BEE2.8 BUILDING GO CONCRETE CURB AND GUTTER 0�3 NI SIGN NUMR 3 D6, 0 ENCROACHES , ENCROACHES ui Li 1' r•-E.; %g._�',;_r r _� - `I= H TRAFFIC BARRIER CURB (TYP). 2.1 _ SIGN NUMBER 5 i AGCOUN: NO3 CK61G7-1:2-0(,-- A ' I• 1�_Ol;i''" : "•'+>.�0:; NEW 14' HIGH FREESTANDING SIGN WESTGATE PARK oR_.,r. : , AND A)61B7-Doz- .r_ o,-- -iC��1THWESIERLY LINE OF NOf•1HE 45TERL DIV. N0. 2 :oo' OF LOT, z, a AND a OJ POST MOUNTED ADA SIGN e LOT 1 'I LOT 2 LOT 3 LOT 4 LOT 5 LOT 6 FORACCESSIBLEACCESSIBLE PARKING SPACE SPACE SIZE.SEEDETAIL A D IW SYMBOL e -, ..--. ............ ..._.-_... -. - •-- _.-........, -� .-__ --- -� -- -- _-"_- O (-VAN--INDICATES VAN ACCESSIBLE SPACE) - I I K t S 40'22'47" E _ 300.00'ia'�E IY.AC' st�.�. AREA JRVE- =OCh 'NvL_ O CONCRETE WHEEL STOP NOT :_ -_ _ .. :•!OT S'JRVE'E_I AT ?•:E u-IF.GAN JEInr=ER ',H__- GILc3, GAPY rn - 1 _ PO ;:OX °,F2 1 REQUEST OF t!COL'IALDS p M °= OM TRASH ENCLOSUREO =4L_ A A,�._<'Ca ( Fz.LL Cli i, \Nh 95G^4 I COkPCF.A iIGN. ;N�Q' ��0 1.7 SITE DATA 3 E ON CITY OF EDMONDS CURB RAMP TYPE 6 Iz TOTAL PROPOSED LOT AREA: 83.015t SF (1.91t ACRES) BUILDING HEIGHT- MAX. 25 (EMC 16.45.020) in . 1 �00 EXISTING ROCK WALL TO REMAIN. On SUGGESTED MCDONALD'S ENTRY SIGNAGE LOCATION. TOTAL AREA OF DISTURBANCE: 50.900i SF (1.17f ACRES) BUILDING COVERAGE: MAX. 3 SF OF FLOOR AREA PER SF OF MID N I a, SIGNAGE TYPE AND LOCATION TO BE CONFIRMED BY LOT AREA (EMC 16.45.020) p, PROPOSED MCDONALD'S AREA: 4,270 SF _ THE SIGNAGE CONTRACTOR PRIOR TO INSTALLATION. al I a � MIN. # OF PARKING STALLS: 1 SPACE/200 SF CFA (EMC 17.50.020.8.11) tnl �o OO BYPASS LANE FOR FUTURE PLANNING FOR OPTIONAL 3RD SITE AREAS: '`<2 I L'' WINDOW. BUILDING AREA - 4.270 SF ( 5.1% OF 83,015 SF) PAINTED DIRECTIONAL ARROWS (TYP) LANDSCAPE AREA - 11,743 SF (14.2R OF 83,015 SF) MIN. STANDARD STALL DIMS. 8'-6'• x 16'-6' (EMC 1895. 020.1. A) OTHER IMPERVIOUS AREA: - 34,887 SF (42.0% OF 83.015 SF) I OS 4' WIDE SOLID WHITE STRIPE. (TYP.) UNIMPROVED PERVIOUS AREA - 32.115 SF (38.7% OF 83,015 SF) MIN. DRIVE AISLE* 24'-0' (EMC FIGURE te.t) I ,TPOR STANDARD PARKING STALLS ARE 8.5' X 16.5'. T 4' WADE SOLID WHITE STRIPE AT 45' x 18" SPACING, O.C. LANDSCAPING REQUIREMENTS MINIMUM 64 SF FOR PARKING LOT PLANTER 1 iQp•0Q' I O PROPOSED PARKING: o m e (T�)• AREAS (EMC 20.13.030) STANDARD STALLS: 32 STALLS - i-='= S 40'22'47" E OE, 5. R159C3 OU FIRE LANE STRIPING PER NOTE THIS SHEET. MAXIMUM 1.500 SF FOR PER PLANTER AREA � �-Sr�,>�;�_ Oa, 36, Ls +s907 ADA STALLS: 3 STALLS LARGE PULL-THRU STALLS: 5 STALLS FOR PARKING LOTS GREATER THAN 12,000 SF I O TWO 22'x10- DRIVE-THRU WAITING STALLS • TOTAL PARKING PROVIDED: 40 STALLS 1`22 REQUIRED) (EMC 20.13.030) TOTAL PARKING RATIO: 9.4 STALLS/1,000 SF SHADE TREES - t PER PLANTER AND/OR PER 150 SF OF PLANTER (EMC20.13.030) TYPICAL DIMENSIONS: PARKING STALLS: 8.5' X 16 5' PERMITTED SIGNS: WALL SIGN. PROJECTING SIGN, INDIVIDUAL LETTERS, ADA STALLS: 8.5' X 16.5' BLDG ID (EMC 20.60.020) LARGE PULL-THRU STALLS: 9.0' X 33.0' CONDITIONALLY PERMITTED SIGNS: MONUMENT, INTERNAL ILLUMINATION, READER BOARD, DRIVE AISLES: MIN. 24' BOXED CABINET, WALL GRAPHICS (PERMITTED ONLY PARKING ANGLE: 90 DEGREE AND 60 DEGREE THROUGH DESIGN REVIEW) (EMC 20.60.020) ZONING DESIGNATION: NEIGHBORHOOD BUSINESS (BN) NOT PERMITTED SIGNS: POLE, SANDWICH BOARDS (EMC 20 60.020) REQUIREMENTS PER CITY OF EDMONDS MUNICIPAL CODE (EMC): MAX WALL SIGN AREA 1 SF PER LINEAL FOOT OF ATTACHED WALL BUILDING SETBACK (EMC 16.45 020)- (EMC 20.60 030) BN ZONE FRONT SETBACK - 20' RS-8 ZONE FRONT SETBACK - 25' BN ZONE SIDE SETBACK - 0' RS-8 ZONE SIDE SETBACK 7 5' MAX FREESTANDING SIGN AREA 24 SF (SINGLE) OR 48 SF (GROUP) BN ZONE REAR SETBACK - 0' RS-8 ZONE REAR SETBACK 15' (EMC 20.60 045) R.O.W. DEDICATION/IMPROVEMENTS: NO R.O.W. DEDICATION REOUIRED MAX FREESTANDING SIGN HEIGHT: 14 FEET (EMC 20.60 045) 4' MIN WADE LANDSCAPE STRIP, 5' MIN WIDE SIDEWALK, REPLACE CURB & GUTTER FIRE LANE STRIPING, PAINTED YELLOW ON TOP AND SIDE OF CURB, EXTENDING THE LENGTH OF THE DESGINATED FIRE LANE. PAVEMENT NEXT TO THE CURB TO BE MARKED WITH MINIMUM 18' IN HEIGHT BLOCK LETTERING WITH MINIMUM 3' BRUSH STROKE LETTERING READING 'NO PARKING - FIRE LANE.' OW EXISTING POLE SIGN TO BE REMOVED O BLOCK RETAINING WALL WITH INTEGRATED 36- HIGH ALL DIMENSIONS SHOWN ARE RAILING (WALL HEIGHT = 4' MAX.) O EXISTING POWER POLE TO REMAIN. TO FACE OF CURB, UNLESS 0CITY OF EDMONDS CURB RAMP TYPE 2 2.15 2.2 OTHERWISE NOTED. CITY OF EDMONDS CURB RAMP TYPE 3 2.16 2.2 E C LEI V E , SEE SHEETS C-1.1, C-12, C-1.3 AND C-1.4 FOR SITE NOTES AND 0 DETAILS APR 01 2013 0 SEE SHEETS C-1.5 AND C-1.6 FOR DRIVE THRU PLANS DEVELOPMENT SERVICk111,1Wwr,ar8below. COUNTER Call before you dig. T �d'tY AQ NU wg � 3 g2� • N V� J5 D^ 3z LLI G 3 0 s Quj C-1.0 %c S n /G��L ��Js�P�7"rrsnl S ���t��A •. 5-hrvave-w Rtf ll "ik Boy �y APPBOVED AS NOTED BY ENGINEERING T Date:. - _.-7/z0ZBl3 �f— AI,L SIbNS St u- 6�-- QN p,4VitTI% ekWxC t fAQ 9'fl*LL hW-AW . rObtain Electrical Permit from abor& .Industries City of Edmonds Building Department R-k C,I�` JUL 03 2013 R��i 113 AReW CITY OF EDMONDS� CITY QE EDMONDS BUILDING DEPARTMENT WORK�Gl. ADDRESS OWNER APPROVED DATE: BLDG. OFFICIAL _ PERMIT NUMBER BUILDING DEPAR,TME CITY OF E MONDSNT APR 01 2013 DEVELOPMENT SERVICES COUNTER STREET FILE Reported collisions that occurred on SR 104 (Trip 26.27 to 26.40) from 2009 - 2011 UNDER 13 UNITED STATES CODE -SECTION 409 THIS DATA CANNOT BE USED IN DISCOVERY OR AS EVIDENCE AT TRIAL IN ANY ACTION FOR DAMAGES AGAINST THE WSDOT OR ANY JURISDICTION INVOLVED IN THE DATA SR SRMP DATE MOST SEVERE INJURY TYPE # [NJ #FAT #VEH #PEDAL JUNCTION RELATIONSHIP FIRST COLLISION TYPE / OBJECT STRUCK VEH 1 ACTION VEH 1 COMP DIR FROM VEH 1 COMP DIR TO VEH 2 ACTION VEH 2 COMP DIR FROM VEH 2 COMP DIR TO PEDCYCLIST ACTION (UNIT 2) 164 26.27 10/26/10 No Injury 0 0 2 At Driveway Entering at angle Making Left Turn Northeast Southeast Going Straight Ahead Southeast Northwest 104 26.27 04/28/10 No Injury 0 0 2 At Driveway Entering at angle Making Right Turn Northeast Northwest Going Straight Ahead Southeast Northwest 104 26.27 07/16/11 Possible Injury 2 0 4 Not at Intersection and Not Related From same direction - both going straight - one stopped - rear -end Going Straight Ahead Northwest Southeast Stopped for Traffic Northwest Vehicle Stopped 104 26.28 01/28/09 No Injury 0 0 2 At Driveway Entering at angle Making Left Turn Northeast Southeast Going Straight Ahead Northwest Southeast 104 26.31 12/02/09 Possible Injury 3 0 1 2 1 Intersection Related but Not at Intersection From same direction - both going straight - both moving - rear -end Going Straight Ahead Northwest Southeast 15lowing Northwest ISoutheast 104 26.33 04/12/10 Evident Injury 1 0 1 1 At Driveway Vehicle - Pecialcyclist Making Left Turn West North Xing or Entering Trafficway 104 26.34 06/02/11 Possible Injury 1 0 2 At Driveway Entering at angle 'i Making Left Turn Southwest Northwest Going Straight Ahead Southeast Northwest i 104 26.34 03/27/09 Possible Injury 2 0 2 At Driveway Entering at angle Making Left Turn Southwest Northwest Going Straight Ahead Northwest Southeast 104 26.34 05/08/11 No Injury 0 0 2 At Driveway Entering at angle Making Left Turn Southwest Northwest Going Straight Ahead Southeast Northwest 104 26.36 06/09/09 Possible Injury 2 0 2 At Driveway Entering at angle Making Right Turn Northeast Northwest Going Straight Ahead Southeast Northwest 104 26.37 10/07/10 No Injury 0 0 2 Intersection Related but Not at Intersection From same direction - all others Backing Northwest Vehicle Backing Stopped for Traffic Northwest Vehicle Stopped 104 26.38 01/05/10 Possible Injury 1 0 2 At Driveway lEntering at angle IMalking left Turn Southwest lNorthwest Going Straight Ahead lNorthwest Southeast Prepared by: WSDOT/STCDO/CDAB/MB *As of 1/1/2009 citizen reports are no longer 11/26/12 1 of 1 being captured (Report # begins with "C") DESIGN SPECIFICATIONS: REFER TO SIGN COMPANY'S DRAWINGS FOR MORE DETAILS. ALL DESIGNS, DETAILING FABRICATION AND CONSTRUCTION SHALL CONFORM TO: 2009 IBC ACI 318-08 AISC AMERICAN WELDING SOCIETY LOCAL BUILDING CODES & ORDINANCES CONCRETE: 3000 PSI @ 28 DAYS STEEL PIPE SECTION: ASTM A53 TYPE E GRADE B OR ASTM A252 GRADE 2 (Fy=35 KSI) HSS ROUND SECTION: ASTM A500 GRADE B (Fy=42 KSI) HSS SQUARE/RECTANGULAR SECTION: ASTM A500 GRADE B (Fy=46 KSI) ANCHOR BOLTS: ASTM F1554 GRADE 36 U.N.O. (ALTERNATES GRADE 55 & 105) CONNECTION BOLTS: ASTM A325 STEEL ANGLES, CHANNELS, STRUCTURAL SHAPES & PLATES ASTM A36 REINFORCING: GRADE 60 ASTM A615 PROVIDE A MINIMUM OF THREE INCHES OF CONCRETE COVER OVER EMBEDDED STEEL. THE CONTRACTOR (INSTALLER) IS RESPONSIBLE FOR THE MEANS & METHODS OF CONSTRUCTION IN REGARDS TO JOBSITE SAFETY. NO FIELD HEATING FOR BENDING OR CUTTING OF STEEL SHALL BE ALLOWED WITHOUT THE ENGINEER'S APPROVAL. WELDING ELECTRODES: E70XX ALLOWABLE SOIL BEARING PRESSURE A55UMED: 1500 P5F ASSUMED HORIZONTAL (PASSIVE PRESSURE) ASSUMED AT 200 PSF/FT OF DEPTH. ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED RESIDUAL SOIL AND/OR ENGINEERED EARTH. FILL COMPACTED TO 98% OF ITS MAXIMUM DRY DENSITY AS PER ASTM D 698-70 (STANDARD PROCTOR) UNLESS NOTED OTHERWISE. THE SOIL BEARING CAPACITY IS TO BE VERIFIED BY A GEOTECHNICAL ENGINEER PRIOR TO CONSTRUCTION. IF ALLOWABLE BEARING AND/OR LATERAL PRESSURE IS LESS THAN THE ABOVE ASSUMED AND/OR CALCULATED PRESSURES, THE ENGINEER SHOULD BE CONTACTED FOR RE-EVALUATION. EXCAVATION SHALL BE FREE OF L005E SOIL BEFORE POURING CONCRETE. WELDERS SHALL BE CERTIFIED FOR THE TYPE OF WELDING. ADEQUATELY BRACE POLE(S) UNTIL CONCRETE HAS SET UP FOR 14 DAYS. THIS ENGINEER DOES NOT WARRANT THE ACCURACY OF DIMENSIONS FURNISHED BY OTHERS. ALL EXPOSED STEEL SHALL BE PAINTED WITH AN ENAMEL PAINT TO INHIBIT CORROSION. THIS DESIGN IS FOR THE INDICATED ADDRESS ONLY, AND SHOULD NOT BE USED AT OTHER LOCATIONS WITHOUT WRITTEN PERMISSION OF THE ENGINEER. DESIGN OF DETAILS AND STRUCTURAL MEMBERS NOT SHOWN, BY OTHERS. RD KN N. WEISTENNES EE LJ SUITE 101 KNOXVILLE, iENNEuSEE 37919 PHONE: 865 584 0999 FAX: 865 584 5213 LOUIS J. CORTINA, P.E. cign .rgineenrg. swctw l engln nnp PROJECT. Edmonds, WA DRAWING TITLE: McDonald's #4637 5' 0" ��I■1IIo1■� �R10,T #5 VERTICAL BARS @ 16" O.C. 1 T FILL CELLS W/ #5 BARS SECTION THRU BASE WITH 3000 PSI CONCRETE OR GROUT. 5.. "�................. _. 6' -0" FRONT VIEW -8� VERTICAL BARS i" O.C. L 3'-0" I_ SIDE VIEW �` SPREAD FOUNDATION DRAWN . FCAIIeY I�HJSB ECKED BY: ICO130030.186 1DA 09/26/13 REV, 0 1 DATE REV. 1 1 10/09/13 * MANUFACTURER - PERSONA * 2009 IBC * 65 MPH WIND SPEED, EXPOSURE C * (1) FOOTING NOTES 1.) SEE MANUFACTURERS DRAWINGS FOR ADDITIONAL DETAIL AND DIMENSIONS. 2.) SIGN CABINET AND CONNECTION BY OTHERS. " BOND BEAM W/ #5 BAR E5 VERTICAL BARS / 1 > 16" O.C. RICK VENEER BY OTHERS " BOND BEAM W/ #5 BAR " CMU k5 VERTICAL BARS ✓/ STD. HOOK 5 SHOWN REQUIRED REINFORCEMENT #5 BAR VERT. AS REQ' D TO HOLD REBAR MATS IN PLACE (6) #6 S.W. T+B (3) #6 L.W. T-8 / ' \ DRAWING NO. 0 WIG. DRAWN BY FCM 9228 13 v Edmonds, 'ti-a GENERAL DESIGN NOTES 1. The following effective strength design parameters were assumed in the preparation of structural calculations for the Keystone retaining wall system: 0 c (psf) y (pcf) Soil Type Reinforced Soil 32° 0 120 Granular Structural Fill (Site soils may be approved by the site geotechnical engineer) Retained Soil 30' 0 120 Sand (SP, SP-SM, or SM) Foundation Soil 30' 0 120 Sand (SP, SP-SM, or SM) Soil types and design properties shall be confirmed by the Owner or its geotechnical engineer prior to wall construction. Keystone accepts no responsibility for the interpretation or verification of subsurface conditions. 2. The system has been evaluated for internal stability and simple external sliding and overturning. Refer to the design calculations for specific minimum factors of safety utilized for wall design. 3. The walls are designed to support the following maximum surcharge loadings: Live Load: 250 psf Backslope: Level Seismic - 0.35g 4. The wall foundation soils at each wall location shall be capable of safely supporting 750 psf or as indicated on the wall elevations without failure or excessive settlement. Local bearing capacity shall be confirmed by the site engineer. 5. The Contractor shall provide surface and subsurface drainage, grading, and erosion control during and after wall construction to avoid damage to the wall structure. 6. The Contractor is responsible for obtaining all permits and easements necessary for wall construction. The Contractor is responsible for protecting adjacent property from wall construction activities. Copyright 2013 Keystone Retaining Wall Systems, LLC Design is for Internal stability of the KEYSTONE wall structure only. External stability, including but not limited to foundation and slope stability Is the responsibility of the Owner. The design is based on the assumption that the materials within the retained mass, methods of construction, and quality of materials conform to KEYSTONE's specification for this project. This drawing Is being furnished for this specific project cnly. Any party accepting this document does so in confidence and agrees that it shall not be duplicated in whole or In part, nor disclosed to others without the consent of .Keystone Retaining Wall Systems, Inc No. Date Revision 'Keystone Standard III Units as manufactured by Mutual Materials Inc. Substitutes shall not be permitted. DRAWING INDEX Description Sheet No. Title Sheet 1 Site Plan 2 Wall Elevation 3 Typical Wall Section Details 4 Typical Standard III Unit Details 5 Specifications 6 By 17 STONE® fifTAlMIf�WAILS1ST9n6 A COYl ICY COYIAYr 4444 west 7M street PAnneapolis. MN 55435 952•897-1D40 I hdepb TIM �� �• �. Craig II QUALITY ASSURANCE PROVISIONS 1. Wall construction shall be monitored by a qualified Engineer to verify field conditions. If this work is not performed by the site geotechnical engineer, the geotechnical engineer shall be consulted in those matters pertaining to soil conditions and wall performance. 2. The foundaton soils at each wall location shall be inspected by the Engineer and any unsuitable soils or improperly compacted embankment material removed and replaced as directed by the Engineer prior to wall construction to provide adequate bearing capacity and minimize settlement. 3. All wall excavation and retained soils shall be inspected for groundwater conditions and any additional drainage provisions required In the field shall be incorporated into the wall construction as directed by the Engineer. 4. Wall backfill material shall be tested and approved by the Engineer for use in the reinforced soil zone meeting the minimum requirements of the approved design plans. 5. All soil backfill shall be tested by the Engineer for moisture, density, and compaction periodically (every 2' vertically, 100'-200' etc) meeting the minimum requirements of the approved design plans or project specifications. 6. Wall construction shall be periodically Inspected by the Engineer to ensure the geogrid reinforcement elevations and lengths are installed in accordance with the approved design plans. 7. All wall elevations, grades, and backslope conditions shall be verified by the Engineer in the field for conformance with the approved design plans. Any revisions to the structure geometry or design criteria shall require design modification prior to proceeding with construction. 4-SP06&U- t N SPreC-17 ON A SrtEc.T-s or g4gAIA41,V4 l tJ,g,LL c PjsT-eucn 01.1. �,Zf�EEi FILE RESUB JUL 18 2013 BUlLo4NQ DEPAR? M.ENT GMOF EDMONDS this engineering d WA ender my dived slrpety atn and that Professional Engheeronder tt; Designed By: DIVI Title: Title Sheet Date: 7117113 Chocked By: profit Project No: waahinrmon ` ? McDonald's 13-237 Edmonds, Washington Drawing No! 0Lr- 1 ZD/i? -403Z1 General Notes: 1. The Site Plan is for illustrative purposes only. It is reproduced from PacLand grading plan last dated 711/13. T.. NtAM r1i.1 . r,♦f h•; wAr nARrr: iOa •::A K-:'.tt '..: ,r.',. ,. rAMTEA:;_Rlr _ CE.••,'EIR'ME. .DR A : -SW-* �'^.:•','E,�. . To- OF tt.=r FAD `1 .80'. O —.. .._.- •. ..--'---''��-�--••-—_•.--"— 4rn �2�• - e SIE OF oc. •iiti 6i- - . E:3a. 89' .,,,.,._.K-._.-_._._,-s:.�-._._._-...._._�.r--__ x.. _..._.—_. ta-.-q—__...pC�h•M+YMP'�A•-M!•11y�-f@Fi t1%Y/_x��_,—a--�...—_x__.__,_r-... ._..--r.—C1i _...u. —s- .. ----n • m—a—u—.. CLJIV-IIJrtlLJ�7 41r f'1�r �sv-' JSi1�'0._T h(?- Y ({ ��.•�' _ S.N. SYAL lit �_r,-...__. - ____,,.--_._—_u BEV4'; m ST'WTr MN �z ace - N ..4 ----- _ Y • (• - °.4 . ` 'oi✓•�!�'!.sa.+srAlM9Pi + �+ 'e�r"'k�_ .i+a'•�ir ..y y, t_ A _ •t T 7' _- - •' ,. �- j`I r - J n» 1 _ b 1 a .1 P Ft .r•__._•.• l V t _�..� !s -�`I _/g7'.t rT T+, �1i (F�•• _ 'Aa .1,;.I u 'ra:• j(•• - if+{`!ti e`er ! •! I ' ( ��' id `♦ -;,\ - !•- f` litq3. r • ( �Li = `J_*•`_ __ -� : I I I f I +• o L. I • ` `�1�y t !`_� _v �- C: rj •:\\' 1 �, ` ILL r - ip A tY-•�•� w f 20*?0"- ei -s V.' ri LLLLL TV- . ® \XI *N.: . ~�r + MCDONALDeS / - ••.,•+_ - 4,770 SIF • r .', i _i -; •� •y.••s,, .o ,r`1 E rrE 31020 •_ LLLLL �'.1 LLL\ ,: T. •` e b • • "A A 1 ,rtl.,.. _. �.L cc t I _ , ..- t- L� ' e �' F' � I i. t e - 1 T c t e 7 � r h •. �•� - .� - I I' . 1 � qj hS.J O t 7. rat } I Q.e 7 t A't �+ CC � c .SIG �i �•J< `�' '!Ir. "`14 ;AL':•`�i M7RTM4+-1tRl• � e -�- r 2. !iY u Lot Lot / LO; LO. i LL '�' t :E;;1, ;q •.. r•. dF,'_:,:TF:- , OLE: .ri' Gv`.__ � 1 .��. .. <- �.-•.�.. `+�' Copyright 2013 Keystone Retaining Wall Systems. LLC Design is fcr irdernaI stability of the KzEYSTONE wall structure only. External No. Date stability, including but not limited to foundation and slope stability's the responsibility of the Owner. The design is based on the assumption that the materials with In the retained mass, methods of construction, and quality of materials conform tD KEYSTONE'S specification for this project This drawing Is being furnished for this speciric project only. Any party accepting this document does so in confidence and agrees that It shall not be duplicated in whole or In part, nor disclosed to others wdhoLd the consent of Keystone Retaining Watt systems, Inc. By STONE RETARiOlO 9UIll STSIEBS • corTecr corner 4444 West 78th Stneet Minneapolis, MN 55435 952.897-T040 I hereto prep I ;i laamws :+ Craig D. Vvering was my direct suRerAsbl1.and 0 aSional Engineer under the Designed By. Title: Dr , Site Plan Checked By. Project CDM McDonald's Scale: Edmonds, Washington No Scale z�1:- x `• li JUL 18 2013 BUILDING DEPARA1 CITY OF EDMhON Date: 7YI7Y 3 Project No: 13-237 Drawing No: 2 General Notes: + 1. The wall shall be constructed with KEYSTONE STANDARD III units using CD near vertical setback (1H:32V Batter). in 2. The design requires Mirafi 3XT soil reinforcements at the elevations shown. CB Type 1 Rim=308.25 F- 4" Drain Cleanout 12" IE (in/OUt)=305.25 r—TOW=309.00 BOW=307.33 6" WW Cross Beneath Wall Face Compacted Structural Shall be used BOW=305.33 to Backfill Pipe Trench at Wall Face Crossing. 4" Perforated Wall Drain Geogrid Gravity Wall 6.5' Geogrid Depth Depth (Feet) Legend: 3XT 4" Drain Cleanout Cut Geogrid around Cleanout as Necessary Top of Final Ground at Bottom of Wall J 4" Perforated Wall Drain TOW=307.67 BOW=302.67 to (Standard III Units - Near Vertical Setback) Distance Along Wall (Feet) 0 10 20 30 40 50 60 70 80 90 100 110 120 r olID CN Keystone Wall - Front Face Elevation �Ir + to + a w CB Type 1 I 1 TOW=307.67 Rim=306.50 to ; 12" IE(In/Out)=304.50 TOW=307.00 Cut Geogrid around Inlet TOW=307.67 4" Drain Glasnost — --3XT aQ 305.33 1.00 -------------------- --- C—BOW=305.33 j BOW=304.00---/ \ 2" Dom. Water Crossing Beneath Wall Face I BOW=302.67 I Top of Final Ground at Bottom of Wall A Steel sleeve is to be used at to protect the pipe 4" Perforated BOW=302.00 I ftd Wall Drain at the wall crossing. Geogrid 6.5' Geogrid Depth I Gravity Wall Depth (Feet) } (Standard III Units - Near Vertical Setback) Distance Along Wall (Feet) 120 130 140 150 160 170 180 190 200.-- 210 220 230 240 Copyright 2013 Keystone Retaining Wall Systems, LLC Ueegn is for Internal stability of the KEYSTUNE NHII strixture only. External No. Date Revision stability, Including but not limited to foundation and slope stability's: the responsibility of the Owner. ?he design is based on the assumplion that the materials within the retained mass, methods or construction, and duality of materials conform to KEYSTONE's specification for this project - This drawing is being furnished for this specific project only. Any party accepting this document does so in conlfdence and agrees that it shall not be duplicated in whole or in part, nor disclosed to others without the consent of Keystone Retaining Well Systems, Inc. �'" ,Est•, ; �°.., BUILDING DEPA -1 Keystone Wall -Front Face Elevation cmr OF EW" By I he r r<'-r"w4',l K thiryrngdoywaertt wur$t; Designed By: Title: Date: STONE® p,l,"a, ru liydirebtsuppwrdlonanQthat OMr Wall Elevation 7117113 i ar a dui c ad fission/ Engineer finder If* RETd 891ALLsarm lav, tithe Ofr tigg, Che�cedBy: Project: Project No: �W�IfCx COY.Mi ! .'.f CDM McDonald's 13-237 4444 West 78M street — • s Scale: Drawing No: Minneapolis, MN 55435 Craig ,�/ �. Edmonds, Washington 952-697-1040 . 6 1 • = 10• 3 42" High Max. Railing (As Required by Project Plans) 8" Low Permeable Soil Install Filter Fabric Between Soil and Drainage Aggregate Gently slope geogrid downward to avoid pavement base. Heavy Duty Asphalt (4") 5 Over 8" Crushed Surfacing Subgrade for pavement to be prepared in accordance with the site geotechnical recommendations. 33" Upper Layers of geogrid to be installed Compacted li in conjunction with the subgrade preparation. Fill Material grid Depth -------- ------------- Approximate Limits Limits l of Excavation - Reinforced Soil u� -71 Copyright 2013 Keystone Retairing Wall Systems, LLC Design is for internal stability of the KEYSTONE wall structure only. External stability, including but not limited to foundation and slope stability Is the responsibility of the Owner. The design is based on the assumption that the materials within the retained mass, methods of construction, and quality of materials conform to KEYSTONE's specification for this project. This drawing Is being furnished for this specific project only. Any party accepting this document does so in confidence and agrees that it shall not be duplicated in whole or in part. ror disclosed to others without the consent of ,Keystone Retaining Wah Systems. Inc. 4" Perforated Drainage Unreln rced Concrete or c Pipe Wrapped in Filter Crushed Stone Leveling Pad Fabric, Required. Foundation Soil QD m •c to Typical Wall Section Standard Unit - Near Vertical Setback E w See General Notes for Drainage Requirements No. Date Revision By General Notes: A geotextile filter fabric separator is required between the unit drainage material and site backfill soil in any application where freewater is expected upon the wall face such as in a detention pond or along waterways where the high water level may be above the bottom of wall. Use of filter fabric shall extend a minimum of 1 foot above the anticipated high water level. A fence, railing, guardrail or other protective barrier is typically required along the top of all walls as required by the site engineer and local codes. The choice, location, and compliance to local codes of the appropriate barrier system is the responsibility of the owner and its site engineer. R.O.W. Place Post in Center of 3- V-6" Standard Unit Void eystone Cap Unit — Non -Shrink Grout i eystone Standard Unit Post in Place 'I nit Drainage Fill (3/4" rushed Rock or Stone) Steel Fence or Railing 32 r Final Ground ai �- Existing Ground I / Keystone 4" Cap Unit Ef-n7 Geogrid J Fence Section & Plan Detail Standard III Unit - Near Vertical Setback Keystone Standard III Unit D JUL 18 201 BUILDIN OF E CfDMC* I heryfWy c--,1'`• `-IthisAnglneermg dod—was :• Designed By Title: Date: STONE® preq by,t dOrunr •rnydireUrr esr¢nandafMDIMT Typical Wall Section „17n3 duly tonal Engineer uiSder that, IawsY,bf the ' q CheBced By. pr,a— Project No: S£rA1Nl7& WALL S1Sr136 ., A cmrrrce r°°iA"I / CDM 13-237 McDonaldrs aaaa wear 780 street stale EdmondsWashington Drawing Ns Minneapolis, MN 55435 Craig / , P'y ,-' 952-897-1040 ,�,� -��� r" No Scale 4 Base Leveling Pad Notes: Standard III Unit Cap Unit CC) i constructed of crushed stone J— f i, 1. The leveling pad is to be Width: 18" Width: 18" 1 T -' Depth: Depth: 21" 10 1/2" or 2,000 psi± unreinforced Height 8" Height: 4- concrete *Weight 92 lbs; *Weight 45 lbs N 2.The base foundation is to be approved by the site geotechnical (2) - 4" Cap Units or 4" Cap Unit Standard III Elevation engineer prior to placement of the 6" Crushed Rock or — 8* or 16" (1) - 8" Cap Unit 8" Keystone leveling pad. Unreinforced Concrete Step IL Leveling Pad Unit Unit Face Elevation Note: 1. The leveling pad Is to be constructed of crushed stone or 2000 psi ± unreinforced concrete. W 1/2" x 5 1/4" 7 1/4" — Fiberglass Pins CN Note: Front Face 1. Secure all cap units with Keystone Front Face rr'Kapseal or equal. 0 Excavation --"q 0 01 a 0 Limits 6" Crushed Rock or Unreinforced Concrete Section 18" Leveling Pad lawn i� Standard III Unit/Base Pad Isometric Section View Leveling Pad Detail Top of Wall Steps Standard III Unit *Dimensions & Weight May Vary. Units manufactured by Mutual Materials Inc. only, substitutes are not permitted. *Dimensions May Vary by Region Additional Geogrid Overlap Extend Wall Height/ 4 Place Additional Pieces of Geogrid When Angle Exceeds 20* 3" of Soil Fill is Required Between Overlapping Geogrid for Proper 3" of Soil Fill is Required Between Anchorage (Typ.) H 14 Overlapping Geogrid for Proper Anchorage (Typ.) / = Y* Additional Drainage Fill — Extend Wall Height/ 2 /4 (Typ-) IA: Drainage Fill H 12 Note: UI . . . . . . Note: Note: 1. For pipes larger than 24", a concrete collar may be cast 1. Auger through geogrid layers. around pipe for ease of construction and appearance. 2. Backfill or concrete guardrail post in place. Saw Cut Units to Fit Within 112" of Pipe 0 Concrete Collar Control Joints to 3' Min. (if Applicable) as required Control Joint Cut Guardrail Post 41. Geogrid .7� .... .. .... 1. Check with manufacturer specifications on correct direction of orientation for -U geogrid to obtain proper strength. "—Geogrid is to be Placed on Level Backfill or Concrete — Backfill and Extended Over the Scour Protection as Required. 2. Corner units recommended for outside Fiberglass Pins. Place Next UniL Use Rip Rap or Concrete Slab Keystone Standard Unit H12 comers. Availability May Vary. Pull Grid Taut and BackfUl. in Outlet Area. Stake as required. 32t Geogrid Installation on Corners and Curves Grid & Pin Connection s Outlet Detail Typical Guardrail Detail Copyright 2013 Keystone Retaining; Wal: Systems, L-C A.401 , ry-- & Design is for internal statAriy of the KEYSTONE wall structure only. External No. Date Revision BY 1 h y c 3-eing'Ahant w#- Designed By: Title., Date: stability, including but not limited to foundation and slope stability is the red U I M ydsredi6ubawJion q"t DMT Typical Standard III Unit Details 7117/13 responsibility of the Owner. The design is based oil the assumption that the B dui 1W.Iftsa, ad Enginder rwer STONE I of in a W-1h "ect No: materials within the retained mass. methods of construction, and quality of checked By: Project: materials conform to KEYSTONE's specification for this pr4ect- wnwNT RUAMM 0 tr P%" - - - - - s � CDM McDonald's 13-237 This drawing is being furnished for this specific project only. Any party Ivy accepting this document does so in confidence and 891`98S 11hat It shall hcri be 4444 West 78th Street scale: Edmonds, Washington Drawing No: duplicated in whole or in part, nor disclosed to others willhout the Consent of ktnngapolis, MN 55435 Craig i;; & L k,2 !,V ,43hkoe Keystone Retaining Wall Systems, Inc. 952-897-1 D40 , No Scale 5 FOAL �C- ME -OMEN mommossomniimnllll UUMUM NNONEONE IS low, onus 1 11 no! MUM 0 an 8 on 0 so is M M 0 gel IN 0 son ■man No WWI =I, IMUMMOM MONSOON 0 son ONE I M SEE loommoni ANN i Mom 0 in■ 0 IMOMMEN, ME I ONES■ isommol ------- IMMONM MH I on 010101 no IN I !, ,son 0 MOORE n 1.01 so 101 000000 on 21%01100 VERSION lonommokinvou sommooll mommummy on Sol qmmomp qNsin OHIO Z_ NEI Q —41 OP SPECIFICATION GUIDELINES (Short Form) PART 1: GENERAL 1.01 DESCRIPTION A. Work includes furnishing and installing a KEYSTONE retaining wall to the lines and grades shown on the construction drawings and as specified herein. B. Work includes preparing foundation soil, furnishing and installing leveling pad, unit fill and backfill to the lines and grades shown on the construction drawings. . C. Work includes furnishing and installing all related materials required for construction of the retaining wall as shown on the construction drawings. 1.02 REFERENCE STANDARDS A. ASTM C1372 Specification for Segmental Retaining Wall Units B. ASTM D422 Particle Size Analysis C. ASTM D698 Laboratory Compaction Characteristics using Standard Effort. D. ASTM D1557 Laboratory Compaction Characteristics using Modified Effort E. ASTM D3034 Polyvinyl Chloride Pipe (PVC) F. ASTM D4318 Liquid Limit, Plastic Limit, Plasticity Index of Soils G. ASTM D4595 Tensile Properties of Geotextiles - Wide Width Strip H. ASTM D5262 Unconfined Tension Creep Behavior of Geotextiles 1. ASTM D6638 Connection Strength - Reinforcement/Segmental Units J. AASHTO M 252 Corrugated Polyethylene Drainage Pipe 1.03 QUALITY ASSURANCE A. Owner will be responsible for soil testing and inspection quality control during wall construction and earthwork operations. Contractor shall provide any quality control testing or inspection not provided by the Owner. Owner's quality assurance program does not relieve the contractor of responsibility for quality control and wall performance. PART 2: MATERIALS 2.01 DEFINITIONS A. Concrete Units - a KEYSTONE modular concrete facing unit, machine made from portiand cement, water and mineral aggregates. B. Structural Geogrid - a structural geogrid formed by a regular network of integrally connected tensile elements with apertures of sufficient size to allow interlocking with surrounding soil, rock, or earth and function primarily as reinforcement. C. Unit Drainage Fill - drainage aggregate which is placed within and immediately behind the modular concrete units. D. Reinforced Backfill - Compacted soil which is within the reinforced soil volume as shown on the plans. 2.02 KEYSTONE UNITS A. KEYSTONE wa!I units shall have a minimum 28-day compressive strength of 3,000 psi. Standard weight concrete shall have a maximum moisture absorption of 8% (6% in northern climates). 2.03 FIBERGLASS CONNECTING PINS A. Connecting pins shall be 1/2" diameter thermoset isopthalic polyester resin pultruded fiberglass reinforcement rods supplied by the unit manufacturer. 2.04 KEYSTONE KAPSEAL CONSTRUCTION ADHESIVE A. Material shall conform to ASTM 2339 and shall be supplied by the KEYSTONE unit supplier. 2.05 GEOGRID REINFORCEMENT A. Geogrid shall be the type as shown on the drawings having the property requirements described within the manufacturer's specifications and required by the design calculations. Copyright 2013 Keystone Retaining Wall Systems, LLC ( L Design is for internal stability of the KEYSTONE wall structure on!y. External No. Date Revision stability, including but not limited to foundation and slope stability is the responsibility of the Owner. The design is based on the assumption that the I l materials within the retained mass, methods of construction, and quality of r-1 materials conform to KEYSTON='s spedfication for this project This hawing Is being furnished -ir this specific project only. Any party BUILDING accepting this document does so in confidence and agrees that it shall not be duplicated In whole or in part, nor disclosed to others without fhe consent of Keystone Retaining wall Systems, Inc. 2.06 BASE LEVELING PAD MATERIAL A. Material shall consist of compacted crushed stone or unreinforced concrete as shown on the construction drawings. 2.07 UNIT DRAINAGE FILL A. Unit fill shall consist of clean 1" minus crushed stone or crushed gravel meeting the following gradation: Sieve Size % Passing 1 inch 100 3/4" 75-100 No. 4 0-10 No.50 0-5 2.08 REINFORCED BACKFILL A. Reinforced backfill shall be free of debris or organic material meeting the following gradation tested in accordance with ASTM D422: Sieve Size % Passing 2 inch 100 3/4" 75-100 No.40 0-60 No.200 0-15 B- The maximum aggregate size shall be limited to 3/4" unless field tests have been performed to evaluate potential strength reduction due to installation damage. C. Material can be site excavated material when the above requirements are met. Unsuitable soils for backfill (high plastic days or organic materials) shall not be used in the reinforced soil mass. D. Contractor shall submit reinforced fill sample and test results to the Architect/Engineer for approval prior to construction. 2.09 DRAINAGE PIPE A. When required, drainage pipe shall be perforated or slotted PVC pipe manufactured in accordance with ASTM D3034 or corrugated HDPE pipe manufactured in accordance with AASHTO M 252, unless otherwise specified. 2.10 GEOTEXTILE FILTER FABRIC A. When required, geotextile filter fabric shall be a 4.0 oz/sy, polypropylene, needlepunched nonwoven fabric, unless otherwise specified. PART 3: EXECUTION 3.01 EXCAVATION A. Contractor shall excavate to the lines and grades shown on the construction drawings. Contractor shall be careful not to disturb embankment and foundation materials beyond lines shown. 3.02 FOUNDATION SOIL PREPARATION A. Foundation soil shall be excavated as required for leveling pad dimensions shown on the construction drawings, or as directed by the Engineer. B. Unsuitable soils shall be removed and replaced with approved compacted material as directed by the Engineer C. Over -excavated areas shall be backfilled with approved compacted backfill material. By STAVE® i# � wig at'at�as ............. (D"T[C"COM..1 {Y 4444 west 76th street Minneapolis. MN 55435 952-4197-1040 3.03 BASE LEVELING PAD A. Leveling pad materials shall be placed upon an approved foundation as shown on the construction drawings to a minimum thickness of 6". B. Aggregate material shall be compacted to provide a dense, level surface on which to place the first course of modular units. Compaction shall be to 95% of Standard Proctor Density as determined in accordance with ASTM D698 or 92% Modified Proctor Density per ASTM D1557. For crushed rock, material shall be densely compacted as determined by visual observation. 3.04 UNIT INSTALLATION A. The first course of concrete modular wall units shall be carefully placed on the base leveling pad. Each unit shall be checked for level and alignment. B. Units are placed side by side for full length of wall alignment. Alignment may be done by means of a string line or offset from a base line. C. Install fiberglass connecting pins and fill all voids in and around the modular units with unit fill material. Tamp or rod unit fill to insure that all voids are completely filled. D. Sweep excess material from top of units and install the next course. Ensure that each course is completely unit filled, backfilled and compacted prior to proceeding to next course. E. Place each subsequent course ensuring that pins protrude into adjoining courses a minimum of 1". Two pins are required per unit. Pull each unit forward, away from the fill zone, locking against the pins in the previous course and back -fill as the course is completed. Repeat procedure to the extent of wall height. 3.05 GEOGRID INSTALLATION A. Geogrid shall be laid at the proper elevations and orientation as shown on the construction drawings or as directed by the Engineer. B. Correct orientation (roll direction) of the geogrid shall be verified by the contractor with the strongest direction placed perpendicular to the wall. C. Geogrid soil reinforcement shall be connected to the KEYSTONE wall units by placing the geogrid over fiberglass pins and laying the grid back on compacted fill. Place the next course of units over the geogrid. D. The geogrid shall be pulled taut to eliminate loose folds and pretension the reinforcement. Stake or secure back edge of geogrid prior to and during backfill and compaction. Geogrid shall be placed side by side with no gaps. 3.06 FILL PLACEMENT A. Backfill material shall be placed in 8" lifts and compacted to 95% of Standard Proctor density as determined in accordance with ASTM D698 or 92% Modified Proctor Density per ASTM D1557. The inplace moisture content shall not exceed the optimum moisture content as determined in accordance with ASTM D698 and be no lower than 3% below optimum moisture content B. Backfill shall be placed, spread and compacted in such a manner that minimizes the development of slack or loss of pretension of the geogrid. C. Only hand -operated compaction equipment shall be allowed within 3' of the back surface of the KEYSTONE units. D. Backfill shall be placed from the wall back towards the embankment to ensure that the geogrid remains taut E. Tracked construction equipment shall not be operated directly on the geogrid. A minimum backfill thickness of 6" is required prior to -operation of tracked vehicles over the geogrid. Turning of tracked vehicles should be kept to a minimum to prevent tracks from displacing the fill and damaging the geogrid. F. Rubber -tired equipment may pass over the geogrid reinforcement at slow speeds, (less than 10 mph.] Avoid sudden braking and sharp turning. G. At the end of each days operation, the Contractor shall grade the backfill away from the wall and direct runoff away from the wall face. The Contractor shall not allow surface runoff from adjacent areas to enter the wall construction site. 3.07 CAP INSTALLATION A. KEYSTONE Cap units shall be glued to underlying units. Apply KapSeal adhesive to top surface of unit below and place cap unit into position. Backfill and compact to finished grade with low Dermeabilitv soil. goy p at +f`iis engineering d"ment 4s tltrect .sion aqd that Designed By. Title: Specifications Date: ared y$e or Eder my sup" ad ficen refassional Enginedr undari DMT 7117/13 ofa S1�1e/ W-hi 'y Checked By: Profect Project NO: - ..- cDM McDonald's 13-237 Edmonds, Washington Scab: Drawing No: �' 47 No Scale 6 4,t Alt Zt 57, a L0 y � 0 CV 75 U 0 0 0 VICINITY MAP NOT TO SCALE CONSULTANTS CIVIL: PACLAND 11711 SE 8TH STREET SUITE 303 BELLEVUE, WA 98005 (425) 453-9501 CONTACT: JENELLE TAFLIN, P.E., LEED AP JASON GREEN ARCHITECT: CORE STATES GROUP 3401 CENTRELAKE DRIVE SUITE 430 ONTARIO, CA 91764 (909) 467-8907 CONTACT: ROBERT PREECE, AIA LANDSCAPE ARCHITECT: PACLAND 21911 76TH AVE W SUITE 208 EDMONDS, WA 98026 (425) 275-9808 CONTACT: SHAWN PARSONS, L.A. SURVEYOR: TIM HANSON AND ASSOCIATES, INC. 8255 CULTUS BAY ROAD CLINTON, WA 98236 (425) 822-7271 CONTACT: TIM HANSON, PLS C.E.S.C.L CONTRACTOR NOT YET SELECTED. C.E.S.C.L. TO BE PROVIDED UPON CONTRACTOR SELECTION. McDONALD'S USA, LLC NORTHWEST REGIONAL OFFICE 12131 113TH AVE NE SUITE 103 KIRKLAND, WA 98034 (425) 242-2420 CONTACT: BRIAN MATTSON EXISTING LEGEND - -:`I'----(J€'--- OVERHEAD POWER - -H -mm ----B'i'--TT - BURIED TELEPHONE (.......... GAS Iy;3..... ..... ..... ..... ..... FYI'_ .... ...... ..... MEDIAN LINE ..... ..... .... .SD..... ..... ..... .... ..... SD ..... ..... ..... STORM DRAIN ----�--- ----- SANITARY SEWER --`x '°' WATER -- YI...-----1`I... - YELLOW LINE B, BOLLARD 1: ,0,H, BUILDING OVERHANG B,S.UA_. BUILDING SETBACK LINE C.P, CATCH BASIN C.C. CLEAN OUT ' ,?,1. CONCRETE WALK n, N �van:ew,nnrma �:4�:rram,ser�., r+w,�wn,. ``'��aswnnas;m. � mre.�n - �. rn:s«.rmm,:s£ �"z•:.*�+n u:.mruwv.. �Sa us��,.mm u,�nas�r.�r, ,. ,�``.s �t .: � 12.p - mi- u• UTILITIES STORMWATER: CITY OF EDMONDS PUBLIC WORKS 121 5TH AVE N. EDMONDS, WA 98020 (425) 771-0220 x1338 CONTACT: JEANIE McCONNELL WATER/SANITARY SEWER: OLYMPIC VIEW WATER DISTRICT 8128 228TH ST SW EDMONDS, WA 98026 (425)` 774-7769 CONTACT: LYNNE DANIELSON FIRE DEPARTMENT: SHOHOMISH COUNTY FIRE DISTRICT 1 121 5TH AVE NORTH EDMONDS, WA 98020 (425) 775-7721 CONTACT: MIKE SMITH - FIRE INSPECTOR ELECTRICAL: SNOHOMISH COUNTY PUD 2320 CALIFORNIA STREET EVERETT, WA 98201 (425) 783-8272 CONTACT: NEW CONSTRUCTION_ GAS: PUGET SOUND ENERGY 13330 N. STONE AVE. SEATTLE, WA 98133 (206) 418-4237 CONTACT: PATTY NESS TELECOMMUNICATION: CENTURY LINK 8102 SKANSIE AVE GIG HARBOR, WA 98332 (253) 851-1250 CONTACT: DEAN JACOBSON TRANSPORTATION CITY OF EDMONDS PUBLIC WORKS 121 5TH AVE N. EDMONDS, WA 98020 (425) 771-0220 x1338 CONTACT: JEANIE McCONNELL PLANNING CITY OF EDMONDS - SENIOR PLANNER 121 5TH AVE N. EDMONDS, WA 98020 (425) 771-0220 CONTACT: KERNEN LIEN BUILDING CITY OF EDMONDS - BUILDING OFFICIAL 121 5TH AVE N. EDMONDS, WA 98020 (425) 771-0220 CONTACT: LEONARD YARBARRY (.11 DECIDUOUS E:G. EVERGREEN TREE F FIR TREE F..1. FIRE HYDRANT F.P, FLAG POLE G.A. GUY ANCHOR G'm' GAS METER ;.'. GAS VALVE H. HEMLOCK .(..` , IRRIGATION CONTROL VALVE _, LUMINAIRE MAIL BOX M.H. MANHOLE 0,D. ORDER DEVICE n,„„.�11 EDM011,DS, ,, SH GT 98020 SECTION''36, RANGE 3W. T0W1Nb'H1mtm-m`27P\j', s k` Wfro SURVEYOR NOTES 1. THERE IS NO OBSERVED EVIDENCE OF CURRENT EARTH MOVING, BUILDING CONSTRUCTION OR BUILDING ADDITIONS. 2. THERE ARE NO PROPOSED CHANGES IN STREET RIGHT OF WAY LINES. THERE IS NO OBSERVED EVIDENCE OF RECENT STREET OR SIDEWALK CONSTRUCTION OR REPAIRS. 3. THERE IS NO OBSERVED EVIDENCE OF SITE USE AS A SOLID WASTE DUMP, SUMP OR SANITARY LANDFILL. 4. THERE IS NO EVIDENCE OF WETLAND AREAS AS DELINEATED BY APPROPRIATE AUTHORITIES. 5. FURTHER SUBDIVISION OR REPLATTING IS NOT REQUIRED IN ORDER TO CONVEY THE SURVEYED PREMISES. 6. THE REAL ESTATE IN THE REVISED LEGAL DESCRIPTION IS THE SAME AS OR LIES ENTIRELY WITHIN THE RECORD LEGAL DESCRIPTION. 7. THE UTILITIES SHOWN HEREON, UNLESS SHOWN WITH SURFACE APPURTENANCES, ARE PER PUBLIC RECORD OR BASED ON PAINT STRIPING PROVIDED BY OTHERS. PRIOR TO ANY CONSTRUCTION AND/OR EXCAVATION, THEIR EXACT LOCATION SHOULD BE DETERMINED BY CALLING ONE -CALL LOCATE AT 1-800-424-5555. PROJECT BENCHMARK SNOHOMISH COUNTY GEOCODE BENCHMARK 2703V23 2" BRASS DISC MONUMENT IN CASE ON CENTERLINE OF 100TH AVE. W, 600' NORTH OF ITS INTERSECTION WITH STATE ROUTE 104 (EDMONDS WAY). ELEV. = 312.099 DATUM - NAVD88 ZONING - BN THE PROPERTY IS ZONED NEIGHBORHOOD BUSINESS, EXCEPT FOR THE REAR 60' OF PARCEL .2, WHICH IS ZONED RS-8. THE PROPERTIES ON BOTH SIDES OF THE SURVEYED PROPERTY ARE ZONED BN. THE PROPERTIES TO THE REAR OF THE SURVEYED PROPERTY ARE ZONED RS-8. BN SETBACKS: FRONT: 20' SIDE: 0' REAR: 0' MAX. HEIGHT: 25' RS-8 SETBACKS: FRONT: 25' SIDE: 7.5' REAR: 15' MAX. HEIGHT: 25' SITE DATA PROPOSED ON -SITE AREA PARCEL NUMBERS EXISTING USE PROPOSED USE ZONING DESIGNATION = 83,011 SF (f1.91 ACRES) 006107-002-002-00, 006107-002-003-01, 006107-002-005-04, & 006107-002-005-01 COMMERCIAL / RESTAURANT = COMMERCIAL / RESTAURANT NEIGHBORHOOD BUSINESS (BN) I.. P' POWER POLE I.; ..I'. POWER TRANSFORMER P.'v'. POWER VAULT R,0.W, RIGHT OF WAY S, L. SOIL LOG T.P.0.P. TRUE POINT OF BEGINNING T.P. TELEPHONE RISER "1-.'�, TRAFFIC SIGN v VALVE W.m' WATER METER W. V, WATER VALVE Y.D. YARD DRAIN �pS' SPOT ELEVATION .,u �.o".c���f.�r��•j�ruf%7 �,'ef���o1.3�3�a -Z>r1Y Petq-,,Aj ,ON7e�q 6,a-ree# M61 41 2�12 LEGAL DESCRIPTION BY SURVEYOR: PARCEL 1: THE NORTHEASTERLY 200 FEET OF LOTS 2, 3 AND 4, 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; EXCEPT THAT PORTION CONDEMNED BY STATE OF WASHINGTON FOR HIGHWAY PURPOSES BY DECREES ENTERED UNDER SUPERIOR COURT CASE NUMBERS 106843 AND 107146. PARCEL 2: ALL OF LOT 5, 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; EXCEPT THAT PORTION THEREOF DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWEST CORNER OF LOT 5; THENCE SOUTH 89'46'32" EAST ALONG THE SOUTH LINE OF SAID LOT 5, A DISTANCE OF 120.14 FEET; THENCE NORTH 49'37'13" EAST ALONG THE SOUTHEASTERLY LINE OF SAID LOT 5, A DISTANCE OF 180.92 FEET; THENCE NORTH 40'22'47" WEST, A DISTANCE OF 100.00 FEET TO AN INTERSECTION WITH THE NORTHWESTERLY LINE OF SAID LOT 5; THENCE SOUTH 49'37'13" WEST, ALONG SAID NORTHWESTERLY LINE, A DISTANCE OF 254.81 FEET TO AN INTERSECTION WITH A CURVE, FROM WHICH INTERSECTION THE RADIUS POINT OF SAID CURVE BEARS SOUTH 86'42'11" WEST; THENCE SOUTHERLY ALONG THE ARC OF SAID CURVE TO THE RIGHT HAVING A RADIUS OF 535.08 FELT AND CONSUMING A CENTRAL ANGLE OF 2'57'00", AN ARC DISTANCE OF 27.55 FEET TO A POINT OF REVERSE CURVATURE; THENCE SOUTHERLY ALONG THE ARC OF A CURVE TO THE LEFT HAVING A RADIUS OF 712.66 FEET AND CONSUMING A CENTRAL ANGLE OF 0'01'27", AN ARC DISTANCE OF 0.30 FEET TO THE POINT OF BEGINNING; AND EXCEPT THAT PORTION CONVEYED TO STATE OF WASHINGTON FOR HIGHWAY BY WARRANTY DEED RECORDED JANUARY 26, 1971 UNDER AUDITOR'S FILE NUMBER 2181893. ALL SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. ALSO KNOWN AS: THAT PORTION OF LOTS 2, 3, 4 AND 5, 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: COMMENCING AT THE SOUTHWEST CORNER OF SAID LOT 5; THENCE SOUTH 89'46'32" EAST ALONG THE SOUTH LINE OF SAID LOT 5, A DISTANCE OF 120.14 FEET; THENCE NORTH 49'37'13" EAST ALONG THE SOUTHEASTERLY LINE OF SAID LOT 5, A DISTANCE OF 180.92 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING NORTH 49'37'13" EAST ALONG SAID SOUTHEASTERLY LINE 260.97 FEET TO THE SOUTHWESTERLY MARGIN OF STATE ROUTE 104, ALSO KNOWN AS EDMONDS WAY, AS ESTABLISHED BY WARRANTY DEED RECORDED JANUARY 26, 1971 UNDER AUDITOR'S FILE NUMBER 2181893; THENCE NORTHERLY ALONG A CURVE TO RIGHT ON SAID SOUTHWESTERLY MARGIN, HAVING A RADIUS OF 640.00 FEET, A CENTRAL ANGLE OF 03'09'10", THE CENTER OF WHICH BEARS NORTH 46'28'03" EAST. AN ARC DISTANCE OF 35.22 FEET TO A POINT OF TANGENCY ON SAID MARGIN; THENCE NORTH 40'22'47" WEST ON SAID MARGIN AS ESTABLISHED BY DEED RECORDED UNDER AUDITOR'S FILE NUMBER 2181893 AND BY DECREES ENTERED UNDER SUPERIOR COURT CASE NUMBERS 106843 AND 107146, A DISTANCE OF 364.80 FEET TO THE NORTHWESTERLY LINE OF SAID LOT 2; THENCE SOUTH 49'37'13" WEST ALONG SAID NORTHWESTERLY LINE 190.00 FEET TO POINT ON THE SOUTHWESTERLY LINE OF THE NORTHEASTERLY 200.00 FEET OF SAID LOT 2; THENCE SOUTH 40'22'47" EAST ALONG THE SOUTHWESTERLY LINE OF THE NORTHEASTERLY 300.00 FEET OF LOTS 2, 3 AND 4 A DISTANCE OF 300.00 FEET TO THE NORTHWESTERLY LINE OF LOT 5; THENCE SOUTH 49'37'13" WEST ALONG SAID NORTHWESTERLY LINE 70.00 FEET TO A POINT THAT BEARS NORTH 40'22'47" WEST FROM THE TRUE POINT OF BEGINNING. THENCE SOUTH 40'22'47" EAST 100.00 FEET TO THE TRUE POINT OF BEGINNING. ALL SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. B,M.1,TT..,.. A.. � a 11 PRE' PZSE 1001AffJ101,41 Iff0,Q UWZMEM, Location i • '4C - -�:iiate®1f; -.� ��� 1. )h�( ,h�lr �+'-! ;(lE'r, 'l ,.Fi , yy L 'y-;3n on C6 Approved Br 11 me Dept. cc►neaimmee 1! A foil Min verifieatla n SHEET INDEX CVR-1 COVER SHEET (CITY OF EDMONDS) CVR-2 CITY STANDARD NOTES D-1.0 DEMOLITION PLAN D-2.0 T.E.S.C. PLAN D-2.1 T.E.S.C. NOTES AND DETAILS D-2.2 T.E.S.C. DETAILS C-1.0 SITE IMPROVEMENT PLAN C-1.1 SITE AND PAVING NOTES AND DETAILS C-1.2 SITE DETAILS C-1.3 SITE DETAILS C-1.4 SITE DETAILS C-1.5 DRIVE—THRU PLAN C-1.6 DRIVE—THRU COORDINATE PLAN C-1.7 TRASH ENCLOSURE DETAILS C-1.8 SIGNAGE DETAILS C-1.9 SIGNAGE DETAILS C-2.0 GRADING AND DRAINAGE PLAN C-2.1 GRADING AND DRAINAGE NOTES AND DETAILS C-2.2 DRAINAGE DETAILS C-2.3 DRAINAGE DETAILS CVR-1 COVER SHEET (OVWSD) C-3.0 WATER PLAN (OVWSD) C-3.1 WATER NOTES AND DETAILS (OVWSD) C-3.2 WATER DETAILS (OVWSD) C-3.3 SANITARY SEWER PLAN (OVWSD) C-3.4 SANITARY SEWER NOTES AND DETAILS (OVWSD) C-3.5 SANITARY SEWER DETAILS (OVWSD) C-3.6 LIGHTING PLAN C-3.7 LIGHTING DETAILS L-1.0 LANDSCAPE PLAN L-2.0 LANDSCAPE/IRRIGATION DETAILS SHEET 1 OF 1 ALTA/ACSM LAND TITLE SURVEY NOTES SITE WORK FOR THIS PROJECT SHALL MEET OR EXCEED THE PROJECT SPECIFICATIONS, THE CITY OF EDMONDS STANDARD SPECIFICATIONS, AND THE A.P.W.A. STANDARDS WHICH ARE HEREBY REFERENCED AS PART OF THESE PLANS. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF THE EXISTING CONDITIONS. THE PLAN DOES NOT REPRESENT A DETAILED FIELD SURVEY. THE EXISTING CONDITIONS SHOWN ON THIS PLAN SHEET ARE BASED UPON THE SURVEY PREPARED BY TIM HANSON AND ASSOCIATES, INC., DATED SEPTEMBER 27, 2012. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELD CONDITIONS PRIOR TO BIDDING THE PROPOSED SITEWORK IMPROVEMENTS. IF CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWORK WHICH WOULD BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT EXISTING SURVEY, INCLUDING TOPOGRAPHY AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, HE SHALL HAVE MADE, AT HIS OWN EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR AND SUBMIT IT TO THE OWNER FOR REVIEW. CAUTION - NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATI Olmi OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND, WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THESE PLANS. Know what's below. Call before you di APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE:----+�GO �3�/---------- BY: --- --- -----------IO--------- CITY ENGINEERING DIVI N a.. a < ~ g — gg ~ — j a M = in; m V m :n ' 3 m 3 U V O Of F I--- a i �LLJ '3 . U p tt of W W l.l W • :r 0- 0- IF € I o Z z z ?# J J J Z a Iz'aaaaU —I a A a a- a a a mJ ;' w M M \ In to \ \ P0 \ Y' �f, N =rid co p: 0 0 0 O N n d � � al 2 D 00 0 Ln N U rn OP o LnL 1qr -q- �- LL. Ln 0 V rn 0 ®Z 04 0 W 00 ~ p J 'Q �' Z O W W o o ��� W p = Co o Imm Co nW o Qd'Cn O = <C�O T Z U H W i, I� W RESUB JUL 15 201' CVR-1 N O 0 cn 0 cn .3 a 0 N i a c3 i 0 E w c 0 Q c c- cn 0 CITY OF EDMONDS GENERAL NOTES: 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD PLANS AND DETAILS, THE FOLLOWING SPECIFICATIONS AND CODES, AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES, RULES AND REGULATIONS: • CURRENT INTERNATIONAL BUILDING CODE (IBC) 2010 • WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION • WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION) 2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS STANDARD DETAILS AND 2012 WSDOT STANDARD SPECIFICATIONS, UNLESS NOTED OTHERWISE. 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER CONSTRUCTION IS IN PROGRESS. 4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY. 5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL AS -BUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLETION AND ACCEPTANCE. A SET OF AS-BUIL T DRAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY FINAL PROJECT APPROVAL. 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. 7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS. ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARISE. 8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES. 10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS. 11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH THE RECOMMENDATIONS OF THIS REPORT. 12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT. 13. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL. IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED STRUCTURAL FILL PER GEOTECHNICAL REPORT. 14. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES. 15. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE TIGHTLINED TO THE STORM DRAIN SYSTEM WHERE INDICATED ON THE PLANS. 16. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER. 17. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE. 18. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS. 19. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION IN ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND STANDARDS. 20. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION CONTROL REQUIREMENTS. 21. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL. 22. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED. 23. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVATIONS SHOWN. 24. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% SLOPE FOR A MINIMUM DISTANCE OF 10 FEET. 25. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS, EXISTING BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED. 26. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL WATER SERVICE INTERRUPTIONS, HYDRANT SHUTOFFS, STREET CLOSURES OR OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL. 27. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO EXISTING UTILITIES SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES. 28. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING. 29. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS ARE INDICATED, LOCATIONS MAYBE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE AND CITY. 30. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES. 31. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE UTILITIES WITHIN THE BUILDING. 32. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. 33. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM. CITY OF EDMONDS CONSTRUCITON SEQUENCE NOTES: 1. SCHEDULE A PRE-CONSTRUCITON MEETING WITH CITY ENGINEERING DIVISION AT 425-771-0220, EXT. 1326. OBTAIN ALL REQUIRED PERMITS. CALL 24-HOURS IN ADVANCE FOR REQUIRED INSPECTIONS. 2. REVIEW ESC NOTES. 3. CALL FOR UTILITY LOCATES. 4. ESTABLISH LIMITS OF CLEARING AND GRADING. 5. INSTALL ESC MEASURES AND MAINTAIN DUST CONTROL. ESC MEASURES INCLUDE BUT ARE LIMITED TO CONSTRUCTION ENTRANCE, SILT FENCING, ORANGE CONSTRUCTION FENCE, CHAIN LINK FENCE AND INLET PROTECTION ON ALL EXISTING STORM DRAINAGE STRUCTURES. 6. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS CITY ENGINEERING INSPECTOR. (ALL TEMPORARY SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE IN PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING. EROSION AND SEDIMENTATION CONTROL PRACTICES AND/OR DEVICES SHALL BE MAINTAINED UNTIL PERMANENT VEGETATION IS ESTABLISHED.) 7. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES. 8. REMOVED ALL EXISTING FEATURES PER THE DEMOLITION PLAN. CONTRACTOR SHALL MAINTAIN ASPHALT DRIVES AND CONNECTIONS TO THE EXISTING SIDEWALK ALONG EDMONDS WAY FOR AS LONG AS POSSIBLE. 9. CLEAR, GRUB & ROUGH GRADE REMAINDER OF SITE. REVEGETATE DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SHALL BE STABILIZED PER EROSION CONTROL PLAN AND NOTES, SHEETS D-2.0, D-2.1, AND D-2.2) 10. START CONSTRUCTION OF BUILDING PAD AND STRUCTURES. 11. INSTALL PROPOSED STORM DRAINAGE SYSTEMS, UTILITIES AND OTHER SITE IMPROVEMENTS. 12. INSTALL INLET PROTECTION ON ALL NEW STORM DRAINAGE STRUCTURES. 13. INSTALL PROPOSED DRIVE-THRU, CURBING, AND ALL ABOVE GROUND FEATURES. 14. PAVE SITE. 15. STABILIZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR TO REVEGETATE OF ENTIRE SITE. 16. COMPLETE SITE GRADING AND INSTALL LANDSCAPING AND PERMANENT VEGETATION. 17. REMOVE ALL TEMPORARY SEDIMENT AND EROSION CONTROL DEVICES, ON; Y AFTER THE SITE IS DEEMED COMPLETELY STABILIZED BY THE INSPECTOR. Know what's below. Cal before you dig. RESUB JUL 15 2013 CITY OING F EDM�ONDS Rf.MENT APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: ----gar_"-��--------- B Y: --- -�-------- TY ENGINEERING DIVISION s' { � J J t Q . .�', 3 J w J Q H m LLJ � #m � W V Q Z 0 £ a- i ps z'z Q k Q E Q z z I < < s U U Q < U U Q a- o a I I I I F LA, d N I s N 0 r) O -4co I I` O O O z N � r7 � d 0 N O � N O\ w o `n [ .,,,va�'�.'�iif�h w 00 N V � T GO p z u N N si I- U- Ln 0 � rn 0 U) uj o ai ,-� CO ,-� cn m V, ® o W o� W 0 �- �� }. 4) p<Cz Z o W O z ac W 0 r Q O��d C) Io z W Q nQ Q � Cn IX N Q �-- �S Qso cn H W oc W - U CVR72 Q M 0 N 75 3 W 0 r'l ME 0 i c �3 a 0 i 0 U cn -a 0 E 0 Cp cn 0 IN SECTION 36, TOWNSHIP 27N, RANGE 3W.M. _,;� �,w i�:';G*N f'3m .� i ..i..�_ •i c WAY i`;:Ss'•*.ii..s>:4 141E i!OR' fHE'ASTmRL`� RIGHT OF WAY FOR r;.-;.,�-�,w_ �f��• . i.�>'i <,� i ��.Az�:".y € 10 Li`.`.. 4.0' �t'i%:iR3ifEASy�T�>ERLY O �Fi:. Z%1'.""i"E E�%?:;' `:"^i r f'HT Y i C•,.zt ') :Q' 4", F>•�f � N '�` !"`s,,,,,N xxwf(j�?'�"'it R ��c t�i(n� 5 kin-N.. . Ii i 3 0 i S1L RIGHT \il" WAY 3 WIDTH i'> %,•ii :,)?,s . i ...,. V Z..+' ? OF �:.•` _gg .�'FN . bC.eL•i)C. UUt.,s. .... ....... 3 :f..........................................."`< ....... .................._ ��;> .,...,............,......;\1.",�......�................„....y,.. \� ,.....,.....•,,,,,,,.....,-,....,..,..,..,,,..`.:,,»........,...........•••...............A; ..,....,.,.�.....»,,,,,,,,,.it...,....,....,.,....,..........,,.........t et 3>,�. ��. ..3i. .,<3 ,::>r ....... ..,,...,,,.,.,..., .,�„. ...,...cd ..,.........,..,.• *< >ai?" ;ti•.�.� w,.�: ,n, :> } .,', "-y,S (' �'•• ( .....,..........,,.,,"., ...,^^^„^„"..>„„...�..,w.:......-:,,..,,.,:»m,.........�,tti µBEARINGS ..,.....,.......,,..,..,,........,...?�a, _ �<: ,,,,.......,.,...,..,..,m,,,,,„,,.,.s w ;i �'it5 �^,i:" ...•... �,. �^4='� r`-s N..,.. NAI! �y �...........,,... ...,.....,........., Trvt`,Y R=600-90' ..... � ...M ,......., ^...,. y: �^; �q ft j;.= €k > t tlif ...... i.4. L•�. E L 'w.. "E Ss i.. >S,i. �,ri g..., R. DA: i-e',:3 ii. Dw84i .. „3. A 3 3 i:..ii 3 .................... ....." ......„..,...,....,..„ . f,,,,,,,,,,,,...,......,,.,,,,.,„......." ....... .. ..........,....,,,..,,,,,,. ,i�"2 .. ,..,....,„..,..,,.,,....,,..,_....,.,.....,. .,,,w. ..,.,....,...,..,,,.,.,,,..,,,,,,,,,,,,w ,,,,," ...,_,� ..,.,,, .,,,..,...,,..............,.,_........ �y ..,.,..,.....,....,.,,, .... H.,_",,,,,..,.•..,,,,.,,,,,.,....,.....,,... ,.,.," „„„..._.,.,,,..,,,.....,......." ..........,,...,,.,...,,,„,,,,.,....,..,..... E€A ..,,,w ,.,.,.........,�..,... ....... w „ ...................... ....... ....«.,..,.,„•. F: e1. rf •,.._ }•'o- E.,.+ li ��F4;:i1. mil ........... ......................�M F .z zp , E= zSL � 3 �......,.,..., ....._w. i.W ..,.,..�...,........., oi?...,.,„..,,,,,...,.....................? w.•,........,.......,,.................,.,,..y,E^ .........."......"............................,....,..,,.,,,.. .,"...,...,,...........,,.,,.., ... ..3M ..." ,............,.................... .at. ............,..,...�,..,., ,t i,. ......,,,...•.•.•...,.,.........^.........,:::,....••,.,......................:.....,.. .,.w ... .w..............,,,,.............:.":.....,.......................;zS..""",,,..,....,.,,.........,............••.^ ,.,ST pp,,.^""-:$e �,.•^""`'m t. RIM^^^ a.12A. il ^)AhiaVfA� f>*` i V 3016AS v i,iWlv CORNER OF' CONC, =SAD ON POVVERVAULT. ASPHALT I NOT f ;: F;. E, •'� t i � G Z ``i3 ,s '" I H, J E S C N I F i....i 'i � � 3 3 0„ S3 Y z �=�..=R,a, <�OR�,�ile �' 3 �.::zv.�.„..*�, G1�R r z � 22911 ?I L� API_ ';''.;� 33 ;��.�_.�'•OX _'562 :1 f-EDMONDS, N �4?A `�{;3�8`,�,.`u"'4`51 e� 2 FALL L CITY, Y, %4 8024 y x GENERAL DEMOLITION NOTES - 1. DEMOLITION NOTES ARE FOR CLARIFICATION ONLY AND ARE SHOWN FOR THE CONTRACTOR'S BENEFIT. THESE NOTES ARE NOT INTENDED TO BE COMPREHENSIVE. THE CONTRACTOR SHALL REMOVE OR RELOCATE ALL EXISTING ON —SITE IMPROVEMENTS NECESSARY TO ACCOMMODATE THE PROPOSED CONSTRUCTION. 2. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF THE EXISTING CONDITIONS. THE PLAN DOES NOT REPRESENT A DETAILED FIELD SURVEY. THE EXISTING CONDITIONS SHOWN ON THIS PLAN SHEET ARE BASED UPON THE SURVEY PREPARED BY TIM HANSON AND ASSOCIATES, INC., DATED SEPTEMBER 27, 2012. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELD CONDITIONS PRIOR TO BIDDING THE PROPOSED SITEWORK IMPROVEMENTS. IF CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWORK WHICH WOULD BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT EXISTING SURVEY, INCLUDING TOPOGRAPHY AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, HE SHALL HAVE MADE, AT HIS OWN EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR AND SUBMIT IT TO THE OWNER FOR REVIEW. 3. CAUTION — NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITIES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES AND EXISTING IMPROVEMENTS WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS ON THE PLANS. 4. CONTRACTOR IS TO REMOVE ALL EXISTING SURFACE IMPROVEMENTS AND DEBRIS WITHIN THE LIMITS OF WORK UNLESS OTHERWISE NOTED. ALL DEBRIS FOUND ON SITE SHALL BE DISPOSED OF IN ACCORDANCE WITH APPLICABLE STATE CODES. 5. CONTRACTOR TO PROTECT EXISTING FEATURES WHICH ARE TO REMAIN. 6. ABANDONED PIPES LOCATED OUTSIDE PROPOSED BUILDING PAD LIMITS WITH AN EXCESS OF 3' COVER MAY BE DECOMMISSIONED AND ABANDONED IN PLACE, PROVIDED THAT THESE ABANDONED UTILITIES ARE GROUTED AND CAPPED. EXISTING SUBSURFACE IMPROVEMENTS AND DEBRIS WITHIN THE PROPOSED BUILDING PAD AREA, INCLUDING 10' BEYOND FOUNDATIONS, SHALL BE REMOVED. 7. CONTRACTOR SHALL ADJUST ALL EXISTING MANHOLE RIMS, DRAINAGE STRUCTURES, VALVE BOXES, VAULT LIDS AND UTILITY ACCESS STRUCTURES TO FINISH GRADE WITHIN AREAS AFFECTED BY PROPOSED CONSTRUCTION. 8. SIDEWALK AND ASPHALT DRIVE SURFACES SHALL BE MAINTAINED TO THE MAXIMUM EXTENT POSSIBLE UP UNTIL THE POINT OF REPLACEMENT. 9. SAFE PEDESTRIAN TRAVEL SHALL BE MAINTAINED ALONG SIDEWALK THROUGHOUT PROJECT. REFER TO TRAFFIC CONTROL PLAN FOR TEMPORARY CLOSURE PLAN. GILES, ('3AR>i tQ PO BOSS 562 ALL CITY, WA 9802-4 PROPOSED INFILTRATION GALLERY PROTECTION NOTES: 1. THE PERMANENT INFILTRATION TRENCH FACILITY SHOULD NOT BE USED AS TEMPORARY SETTLING BASINS DURING CONSTRUCTION. 2. INITIAL FACILITY EXCAVATION SHALL BE CONDUCTED TO WITHIN 1—FOOT OF THE FINAL ELEVATION OF THE FACILITY FLOOR. EXCAVATE TO FINAL GRADE ONLY AFTER ALL DISTURBED AREAS IN THE UPGRADIENT PROJECT DRAINAGE AREA HAVE BEEN PERMANENTLY STABILIZED. 3. THE FINAL PHASE OF EXCAVATION SHALL REMOVE ALL ACCUMULATION OF SILT IN THE FACILITY BEFORE PUTTING IT IN SERVICE. 4. MINIMIZING COMPACTION OF NATIVE SOILS AT INFILTRATION TRENCH LOCATION IS CRITICAL TO AVOID FAILURE OF THE FINISHED FACILITY, SO PRESERVE UNCOMPACTED SOIL DURING CONSTRUCTION ACTIVITIES. EXCAVATION, SOIL PLACEMENT, OR SOIL AMENDMENT SHALL NOT BE ALLOWED DURING WET OR SATURATED CONDITIONS. EXCAVATION SHOULD BE PERFORMED BY MACHINERY OPERATING ADJACENT TO THE FACILITY AND NO HEAVY EQUIPMENT WITH NARROW TRACKS, NARROW TIRES, OR LARGE LUGGED, HIGH PRESSURE TIRES SHOULD BE ALLOWED ON THE BOTTOM OF THE FACILITY. IF MACHINERY MUST OPERATE IN THE FACILITY FOR EXCAVATION, LIGHT WEIGHT, LOW GROUND —CONTACT PRESSURE EQUIPMENT SHOULD BE USED AND THE FACILITY'S BASE SHALL BE SCARIFIED AT COMPLETION (IF NECESSARY) TO REFRACTURE THE SOIL TO A MINIMUM DEPTH OF 12 INCHES. 5. CONTRACTOR SHALL VERIFY DESIGN INFILTRATION RATE OF Y/HOUR PRIOR TO INSTALLATION OF INFILTRATION TRENCH. N 3',)' E, 016': 3 l's:i . •i.:i.:•O L)I`-jT NOS. . 006107-002--005-,-04 Ai',,110 006107—002-005 -U1 AR,E,A ABOVE IRO'C' WA: L NOT ;"I. ` Uf �'E �'ED AT 10 U1 STOF d Oi l li.L I 1 (,'O PORA flON. �b 'p 1 0 rf „, LS t s903. RV•AN ROE;~_;T N SR PATRICIA d 23001 102 ND PLACE WEST EDMONDS, WA 98020 ;.„.,�......:..... ^'�-._�,�................._•.••,,,.,,,.�,+: Vie•^At7 NAIL Si`I ii"i R.OX 15 BENCHMARK SE'LY F�ti�.i;r, 4sI' IN IOWA ON 3)' `'J gut I* I}it HYDRANT °`i :.%,. �;V ;':"=L�F . %�� G` CONC. WAI L CROSSES . RO.Pl U1 fv�t 3' C • 1i3.p.ONE:. FENCE w o z on ME : �;_ PROP. U N E 1 L 0 T C5 l iz 0 03 } y z 1 V) Z _ z. < u3 �TPOB SET 5/8" F �EBAR; Q few•; LS 1w0,3, I a I Know what's below. Call before you di LEGEND: arraruarrrnrarrrntarrrrrrantannrrautauurrarrau KEY NOTES: PROPERTY LINE SAWCUT LINE EXISTING CONCRETE CURB TO BE REMOVED EXISTING CONCRETE PAVEMENT, ASPHALT PAVEMENT AND CONCRETE SIDEWALK TO BE REMOVED OCOMPLETELY DEMOLISH EXISTING BUILDING AND 1 ASSOCIATED APPURTENANCES, INCLUDING BASEMENTS AND CANOPIES IN ACCORDANCE WITH APPLICABLE CODES. DISCONNECT AND CAP EXISTING UTILITIES. SEE MEP PLANS FOR CONNECTION LOCATIONS. CONTRACTOR SHALL REMOVE ALL ASBESTOS CONTAINING BUILDING MATERIALS IN ACCORDANCE WITH APPLICABLE CODES. SEE MEP PLANS NEW BUILDING CONNECTION LOCATIONS FOR UTILITIES TO BE REROUTED. O REMOVE EXISTING CONCRETE PAVEMENT, ASPHALT PAVEMENT AND/OR CONCRETE SIDEWALK (TYP). 30 REMOVE EXISTING CONCRETE CURB (TYP). (� REMOVE EXISTING TREES, SHRUBS, LANDSCAPING AND ROCK (TYP). OREMOVE EXISTING TRASH ENCLOSURE. RELOCATE EXISTING DUMPSTERS AND COMPACTOR TO NEW TRASH ENCLOSURE LOCATION PER THE SITE IMPROVEMENT PLAN, SHEET C-1.0. O6 REMOVE EXISTING LIGHT POLE AND BASE. CONTRACTOR TO REFER TO LIGHTING PLAN FOR NEW LIGHT POLE LOCATION AND REROUTE EXISTING POWER SUPPLY AS NECESSARY. O REMOVE OR RELOCATE EXISTING GAS, POWER, AND OTHER SERVICE CONNECTIONS. CONTRACTOR TO COORDINATE WITH UTILITY PURVEYOR FOR RELOCATION AND UTILITY MAIN CONNECTIONS. CONTRACTOR TO REFER TO MEP PLANS FOR BUILDING CONNECTION LOCATIONS. 0 REMOVE EXISTING STORM DRAINAGE STRUCTURE/PIPE. PLUG AND CAP AS NECESSARY AT ON —SITE STRUCTURE IF NOT REMOVED AND NEAREST DOWNSTREAM STRUCTURE IN CITY R.O.W. PER LOCAL CODE REQUIREMENTS. Og REMOVE EXISTING SANITARY SEWER CLEANOUT/PIPE. PLUG AND CAP AS NECESSARY PER LOCAL CODE AT PROPERTY LINE.. 10 REMOVE AND/OR RELOCATE EXISTING FLAG POLE, SIGN AND MENU BOARDS. 11 PRESERVE AND PROTECT EXISTING WALL TO REMAIN. 12 PRESERVE AND PROTECT EXISTING FENCE TO REMAIN. 13 PRESERVE AND PROTECT EXISTING POWER POLE AND TELEPHONE RISER TO REMAIN. 14 PRESERVE AND PROTECT EXISTING SHRUBS/TREES TO REMAIN. 15 PRESERVE AND PROTECT EXISTING UTILITIES TO REMAIN. ADJUST RIM TO GRADE. 16 SEE NOTE THIS SHEET FOR PROPOSED INFILTRATION GALLERY PROTECTION NOTES. RESUB JUL 15 2013 BUILDING DEPARWENT CITY OF EDMONDS APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: ---- !�,�_�1—-------- BY:----- —--------------- CIT ENGINEERING DIVISION Q N ~ af p O d\ � N J.0 O w 3, ,,r 1s;>.. E- U- ®Z N qqc W 000 Z 0 CL >_ 0) Q p <t z J O (L crj pz= � LU O O T CC I'— o 1 n�W O o Q d' ca Cc C-4dr0 M =) 0 0 w ir W D-1.0 T E 00 Qi _ I CD CV cli v -v �i 0 cV 0 0 0 r1, / cn .3 v 0 CV 0 / W 0 -Ev w c 0 ar c co v i :. SECTION 36, TOWNSHIP 27N, RANGE 3W. W.M. THE NORTHEASTERLY RIGHT OF WAY MARGIN FOR STATE ROUTE 104 LIES 40' NORHTEASTERLY OF CENTERLINE, FOR A COMBINDED MON. TOTAL RIGHT OF WAY WIDTH OF 80'. 'H - - - - - ML ML ML ML ML ML ML ML ML ML 'AL ML ML ?AL ML PLANTER \\'% TEMPORARY INLET - �, N 40`22'47" W - BASIS OF BEARINGS = - rT-PROTECTION-'O-BE- �o- - - �° 684.89' - --I PLACED ON NEAREST \ EXISTING D FLOWS ML ML ML ° ML ML ML-ML ML -DOWNSTREAM-C-ATCA H ML ML ul co BASIN NW OF THE SITE TO EDMO DS WAY ° 0 ASPHALT ROADWAY ALONG EDMONDS WAY. d` BASIN, A DIRECT a .-I IMfTS OF ss ss ss-e')- ss ss DI.SC� IARG�B.A IN�----ss ML- CD ML ML NL ML ML SAN. SvR. MH �CONC. CURB & GUTTER It -- RIM = 299.7 G -o- _INV.=_291.7 _ v _ _ _ _ �- - - - - - -. - - - - - - - - - - - - - - - - - - c c c--WASHER OFFSET _ _ _ _ _ _ / 8.00'; LS 18903. _ rni m SD c cn- _gin CURB DPO)N�(,� f CURB DROP - SET MAG NAIL WITH - - T - WASHER OF - - W-tia/y- v! -CURB DROP- -I-9d -Vd - �� - �. - -W / 1 _'° - �,';�`1r -1! d=-�- _ _ - - ASPHALT WALK - - - _ �� - - - 10' FOR HWY. PURPOSES _ - - - - - ^ - - - - - -10' FOR ROAD RIGHT OF - �,!- - e� __._®_®.o � - -oP_ - c�- �oP- - o.'° WAY. AF NO. 2181893_ -T_ - - T - - - UT- o PP� m(' ss oP ss 6T�' - - g8 -��asa 4-' ®1��r-sTa _° S.C.C, N0. 106843 & i07146TRpp €�----.ea ST-.--- uT ,ptT- 3T sT - - mmmmmwmo�l _ _ - HT sT a ST .. �- --°--,----ROW :i PLIZ s s SIGN I - r- -I- - _ - - r T_ � I I I IIOVERHEAD II 0 SIGN I ! I �. ` T I 22 -T I- T T 7 I 1 I II SIGN BENCHMARK s.� �1 - 9F /� -� ,PPROX. LOCA 10P I I ROCK CHECK I I I SIGN 0 , " PT '; ,�„ F/ 1 �F SIDE SE' JE� ! 1 I �k I I I I ! I I I I I � I I III I NW'LY CORNER OF CONIC. , ,� I I DAM (TYP m ` $"° ~, N I I I i t y- ( I I L TEMPORARY C AIILiNK ►!I; TEMPORR� I (ROCK!CHECK I PAD ON POWER VAULT. + I I RIP RAP I INTERCEPTO 1I 1. , I Imo- ►( ! i � FENCE. STRAW W_jTTLE f I`,/ DAM (TYPELEV. = 299.91 I PA e I �\OR�ARY INLET ! ! ! PER DETAIL 7 SHEET ! I i 1 SWALE (TYP ,! ASPHALT �,`� Ka'I ,I �� I �� ,,� L ! I 1 1 i V) I' _ U' _� - ) ( i I `SL PAVIh� ! sL I i j i I I I ( PF�IOTE(� ON-( ') - J C=2.2 TO BEI PLACED } I I I t `�� - - - - I s I;� ALONG CHAT LINK I,ri o , LIMITS OF �1 e ° / EXISTING SD FLOWS / s TEMPORARY INLET CLEARING AND `� / 1 lo" n O CB / TO EDMONDS �KAYP�tH \ i`r FENCE BETWEEN THE I"' �' PROTECTION (TYP) /=.rfa a T GRADING (TYP) 1'� RIM = 300.7 / BASIN, A DIRE(�TM = 303.6 ► PROPOSED_ I TE CEPTOR _ I t t YD � L=3 , 2� a E I , 4,. ° / u r ' TER FILLED, OUTLET DISCHA GE BASHER LEVEL = 299.6 \ L _ I N0T1 RB FILLED, NO OUTLET OBSERVED. I _ - SL A4 +►ND THE f1 d RIM = 309.4 =3''0 a1; a X x . t4° ° CONTROL STRUCTURE IS _ r _ _ _ - SIDEWA K ALONG INV = 306.4 I RIP RAP PA1 �, ., TEMPORARY INLET i I / ®I a b I PROTECTION TYP ON STREET SIDE OF MH �/ EDMONDS WAY ;TYP) ® I +I \ (TYP) / o II /I�` , II r _G/M =--•; --T=-®' -a- _-_a-a -1u°c CC�/ II= 1II , �fiI-= CONIC. CURB =_CU_�RIIB g � IT) T°) COSL MB I6-P ° -===--- _ - CON TRACTOff! LL PLANTER CW - SL PLACE SILT FENCE AT 12" D 8EDIMMT TRAP THE DRIP LINES OF " D I SPILLWAY III FLOOR ELEV. 307.6° ,I ,! �'"III! 'w II4 •,II1 III �II! ` / �(II 7 II( I!! ° 1 I! P '/8THE EXISNG TREES 1 IE=3Q1.0 L I RED L8"D :SEETO REMA[N. a aa I a 1 i -,- BENCHMARK FND. CONC. MON. TOP OF CONC. MON. IN CASE WITH ML h1L IN IJ,ON. CASE CU. NAIL -, - ELEV. = 309.04 R=600.0 _ �- DATUMN VD88 _ ---�- i ,�L SAN. SWR. MH L 1,1L / ML RIM = 312.4 �C5 STORM MH Iz ,'bjINV = 302.6 RIM = 311.4 i ci 12" ss ss ss ss amiss INV = 304.7-SE 16i-;-ss--I- -- ?AL -61L % �L -MI%nvv?4Ln1w ML A9L-?�r,t+ �iL ML ML . �i'_-h1 , --I io o NV = 302.8-N4r ,� IC0 P CBc ° N.G G GRADING (T1(((P)t V / dd FND. PK NAIL ',4nTH ��} -lo > lw RIM = 300.9 I _ n _ _ -m-CURB Vd ! W-Vd- !! !! I LL IIII)IIIi 1 iII ,II / ! r1 Q -- �! -_C-_ONICI _ WALK LAND§CARE PLAN oD �T� PLAY AREA ----1 SHEETT) ;�.0 FOR TOP OF SEDIMENT TRAP 302.5 EXISING BUILDING 1 II TS TOP kTER=301.5 10124 EDMONDS WAY TREEScnTO <REMAIN. CANOPY �7IIII I1II D�'E�.,� '�. 1T. TON=299.0 EEC CO 0 ° BOT EVA` sL ! I !! I /Y�SILT I TsTEMPORA w PADFENROCK CHECK Ld LU .- ¢LLJ � I' " - DAM (TYP / / I o2 III I P1 II I I !I e/ - _' _ _ ! I I I I I ✓ a ( � z O= CwI m I =1 = ® -I --i- ®I 0SL II 0",� 11 ��l/% /' m 1n POSTTII sL I- I y/ �o -1 1' . �.0.21 -{ �� TEMPORA°FfY INLET p ASPHA _ I fn c 18" D � j ,� ^, III ! I I I TRASH-- � ��F t1�t �� I- - ��� �' PROTECTION (TYP) f� � �A II�O TEMPORARY G CONC. WAI K ICV i w �f 1 I I I I , I AREA , _ zs'.I _ - = _ -1`= CONS�UET10N ENTRANCE o (r III I I -�•-"' � Q � I _-��-----=-- Q A` ` -306- °�� II I 1 I I I _ I PP o I �r s LB RIM = 306.8 IT z I II I I TEMPORARY ORANGE CONSTRUCTION -- FENCE (TYP) Ln _j 0 Q N o� � O o 0po0 U) N ¢'a• z�-'4' O :E 0 i 0 ¢ N z = N O 0 Li LOT I - - - - - - - L POT_ MENU _�- - - - - - - _ _ - - _ - _ _ � o ,.- - m� \ \Z ROCK TEMPORARY ORANGE WA ' ° CONSTRUCTION FENCE TYP I I I I ROCK WALL PARCEL 1 AREA = 83,011 SQ. FT.f LIMITS OF TAX ACCOUNT NOS. 006107-002-002-00 = 1.91 AC.+ CLEARING AND AND 006107-002-003-01 GRADING (TYP) AREA ABOVE ROCK WALL NOT SURVEYED AT THE _ REQUEST OF MCDONALDS V'YE-S TOE TE PA Rl`t` CORPORATION. - LINE OF NORTHEASTERLY DI V �p O. 2//-SOU-1HWESTERLY 200' OF LOTS 2, 3 AND 4 LOT 2 I LOT .s LOT 4 X X X X 6' CYCLONE FENCE X X X X X X X X - Y.% X X Y. X X X -X- X X X X s 4° -20/4 " 30- . 01 CORNER INACCESSIBLE; NOT SET. FORD, MORGAN / FISH, JENNIFER GILES, GARY GILES, GARY 22911 102ND PL W PO BOX 562 PO BOX 562 EDMONDS, WA 98020-5132 FALL CITY, WA 98024 � FALL CITY, WA 98024 SEQUENCE OF CONSTRUCTION: 1. SCHEDULE A PRE-CONSTRUCITON MEETING WITH CITY ENGINEERING DIVISION AT 425-771-0220, EXT. 1326. OBTAIN ALL REQUIRED PERMITS. CALL 24-HOURS IN ADVANCE FOR REQUIRED INSPECTIONS. 2. REVIEW ESC NOTES. 3. CALL FOR UTILITY LOCATES. 4. ESTABLISH LIMITS OF CLEARING AND GRADING. 5. INSTALL ESC MEASURES AND MAINTAIN DUST CONTROL. ESC MEASURES INCLUDE BUT ARE LIMITED TO CONSTRUCTION ENTRANCE, SILT FENCING, ORANGE CONSTRUCTION FENCE, CHAIN LINK FENCE AND INLET PROTECTION ON ALL EXISTING STORM DRAINAGE STRUCTURES. 6. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS CITY ENGINEERING INSPECTOR. (ALL TEMPORARY SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE IN PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING. EROSION AND SEDIMENTATION CONTROL PRACTICES AND/OR DEVICES SHALL BE MAINTAINED UNTIL PERMANENT VEGETATION IS ESTABLISHED.) 7. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES. 8. REMOVED ALL EXISTING FEATURES PER THE DEMOLITION PLAN. CONTRACTOR SHALL MAINTAIN ASPHALT DRIVES AND CONNECTIONS TO THE EXISTING SIDEWALK ALONG EDMONDS WAY FOR AS LONG AS POSSIBLE. 9. CLEAR, GRUB & ROUGH GRADE REMAINDER OF SITE. REVEGETATE DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SHALL BE STABILIZED PER EROSION CONTROL PLAN AND NOTES, SHEETS D-2.0, D-2.1, AND D-2.2) 10. START CONSTRUCTION OF BUILDING PAD AND STRUCTURES. 11. INSTALL PROPOSED STORM DRAINAGE SYSTEMS, UTILITIES AND OTHER SITE IMPROVEMENTS. 12. INSTALL INLET PROTECTION ON ALL NEW STORM DRAINAGE STRUCTURES. 13. INSTALL PROPOSED DRIVE-THRU, CURBING, AND ALL ABOVE GROUND FEATURES. 14. PAVE SITE. 15. STABILIZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR TO REVEGETATE OF ENTIRE SITE. 16. COMPLETE SITE GRADING AND INSTALL LANDSCAPING AND PERMANENT VEGETATION. 17. REMOVE ALL TEMPORARY SEDIMENT AND EROSION CONTROL DEVICES, ON; Y AFTER THE SITE IS DEEMED COMPLETELY STABILIZED BY THE INSPECTOR. PROPOSED INFILTRATION GALLERY PROTECTION NOTES: 1. THE PERMANENT INFILTRATION TRENCH FACILITY SHOULD NOT BE USED AS TEMPORARY SETTLING BASINS DURING CONSTRUCTION. 2. INITIAL FACILITY EXCAVATION SHALL BE CONDUCTED TO WITHIN 1-FOOT OF THE FINAL ELEVATION OF THE FACILITY FLOOR. EXCAVATE TO FINAL GRADE ONLY AFTER ALL DISTURBED AREAS IN THE UPGRADIENT PROJECT DRAINAGE AREA HAVE BEEN PERMANENTLY STABILIZED. 3. THE FINAL PHASE OF EXCAVATION SHALL REMOVE ALL ACCUMULATION OF SILT IN THE FACILITY BEFORE PUTTING IT IN SERVICE. 4. MINIMIZING COMPACTION OF NATIVE SOILS AT INFILTRATION TRENCH LOCATION IS CRITICAL TO AVOID FAILURE OF THE FINISHED FACILITY, SO PRESERVE UNCOMPACTED SOIL DURING CONSTRUCTION ACTIVITIES. EXCAVATION, SOIL PLACEMENT, OR SOIL AMENDMENT SHALL NOT BE ALLOWED DURING WET OR SATURATED CONDITIONS. EXCAVATION SHOULD BE PERFORMED BY MACHINERY OPERATING ADJACENT TO THE FACILITY AND NO HEAVY EQUIPMENT WITH NARROW TRACKS, NARROW TIRES, OR LARGE LUGGED, HIGH PRESSURE TIRES SHOULD BE ALLOWED ON THE BOTTOM OF THE FACILITY. IF MACHINERY MUST OPERATE IN THE FACILITY FOR EXCAVATION, LIGHT WEIGHT, LOW GROUND -CONTACT PRESSURE EQUIPMENT SHOULD BE USED AND THE FACILITY'S BASE SHALL BE SCARIFIED AT COMPLETION (IF NECESSARY) TO REFRACTURE THE SOIL TO A MINIMUM DEPTH OF 12 INCHES. 5. CONTRACTOR SHALL VERIFY DESIGN INFILTRATION RATE OF 3"/HOUR PRIOR TO INSTALLATION OF INFILTRATION TRENCH. 6 FSET 8.00 LS 18903. __ y -0 R.O.W. BENCHMARK SE'LY FACE OF "I" IN IOWA ON 6" CONC. WALL FIRE HYDRANT \_CB IS 0.2' SE'LY OF RIM = 312.6 PROP. LINE ELEV. = 316.05 INV = 309.7 -LIMITS OF CLEARING AND O~AAD MG (TYP) (�AViG LEGEND: 6" CONC. WALL CROSSES PROP. LINE C) e co e `3' CYCLONE ¢ FENCE ON j ¢ CONC. WALL CONTRACTOR SHALL PLACE z ORANGE cn O CONSTRUCTION L o PL CAT THE Cu DRPI LINES OF THE EXISTING TREES TO REMAIN. SEE LANDSCAPE r-PLAN• -SHEET L-1.0 FOR l TREES TO d REMAIN. C rn G) SAN. SINR. MH""' H- "' I \- TEMPORARY ORANGE IM = 312.7 I i CONSTRUCTION 6' CYCLONE IN = 306.5 � ®, FENCE TYP) FENCE LIMITS EOFCACIJES F 1z CLEAFffaG IAb -1 -6" CONC. WALL IS 0.8' NW'LY OF PARCEL 2 GRADING (TYP) I PROP. LINE I� TAX ACCOUNT NOS. 006107-002-005-04 I I# AND 006107-002-005-01 II I LOT 5 I LOT 6 I I -x x x I ' FND. 5/8" REBAR N 39' E, 0.6% I JONES C-96. AREA ABOVE ROCK WALL' NOT SURVEYED AT THE I a� REQUEST OF MCDONALDS ® CORPORATION. I f 0 t- J o 0 OWN z O I y1 ® U) z N � 1 0 0 � I Ld O ` I ':E 0 r`n n 0 g� ! co ¢NO r co 1: co < zLu oQ 1 I ® /-TPOB ® 11G .G01 1 Trmm'J'SET 5/8" REBAR; 0*22 47,E E I SET 5/8" REBAR; 09/85; LS 18903. I 09/85; LS 18903. I o' RYAN ROBERT N SR & PATRICIA A j 23001 102ND PLACE WEST I EDMONDS, WA 98020 L� I4 SEE SHEET D-2.1 AND D-22 FOR T.E.S.C. NOTES AND DETAILS GRAPHIC SCALE 0 10 20 40 IN FEET ) 1 inch = 20 ft PROPERTY LINE LIMITS OF CLEARING AND GRADING 0 0 0 0 0 TEMPORARY SILT FENCE E1.1 -2. TEMPORARY ORANGE 6 c o n c c CONSTRUCTION FENC -2• x x x TEMPORARY 5 CHAINLINK FENCE -2• TEMPORARY INLET E1.3 PROTECTION -2. TEMPORARY E1.2 Sclor,05AW CONSTRUCTION _2 1vom g ENTRANCE S#cc7" 1)1. o _ . - . - - - . - . _ TEMPORARY INTERCEPTOR 1 SWALE -2• Know what's below. Call before you dig. ® ROCK CHECK DAM 2 -2. ® RIP RAP PAD 3 -2. RESUB JUL 15 2013 BLIP-rTY OF EDMONDS T APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE:----'-��_ 23 2�13 ------ BY: CITY ENGINEERING DIVISION J J J Q _ CL W m FQ- in > O O V) of Z N CL w m g U W W Ld O IL 12 CL 0 0 0 Z Z Z Q J ¢ Q v Q ¢ IL 0- 0- d O O - .- 0 0 0 0 0 6 M i o Z co ~ cl 0 N ILt� d- O it W Ne �7 \ w w a] •-4 ao 2: LOAR S CA co cj M M z z Ln'�� „Ln a I-- U- en En ® N 0 �90 W Q co 0) � Z O Z Q 10z 0 o��< o w� W U cd nCtqcn • W `Z S H w O o nc w D-2.0 E a r2 r) 0 N 75 D 3 Li 0 N O 0 0 i cn a 0 0 cn 0 c 0 cn 0 SECTION 36, TOWNSHIP 27N, RANGE 3W. W.M. GENERAL EROSION CONTROL NOTES (PACLAND) 1. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF THE EXISTING CONDITIONS. THE PLAN DOES NOT REPRESENT A DETAILED FIELD SURVEY. THE EXISTING CONDITIONS SHOWN ON THIS PLAN SHEET ARE BASED UPON THE SURVEY PREPARED BY TIM HANSON AND ASSOCIATES, INC., DATED SEPTEMBER 27, 2012. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELD CONDITIONS PRIOR TO BIDDING THE PROPOSED SITEWORK IMPROVEMENTS. IF CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWORK WHICH WOULD BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT EXISTING SURVEY, INCLUDING TOPOGRAPHY AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, HE SHALL HAVE MADE, AT HIS OWN EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR AND SUBMIT IT TO THE OWNER FOR REVIEW. 2. CAUTION — NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND, WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THESE PLANS. 3. ALL WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE MOST CURRENT APPLICABLE LOCAL, STATE, AND FEDERAL STANDARDS. 4. THE CONTRACTOR SHALL BE RESPONSIBLE AT ALL TIMES FOR PREVENTING SILT —LADEN RUNOFF FROM DISCHARGING FROM THE PROJECT SITE. FAILURE BY THE CONTRACTOR CAN RESULT IN A FINE. THE DESIGNATED TEMPORARY EROSION AND SEDIMENT CONTROL CONTACT PERSON NOTED ON THIS PLAN MUST BE AVAILABLE FOR CONTACT BY TELEPHONE ON A 24 HOUR BASIS THROUGHOUT CONSTRUCTION AND UNTIL THE PROJECT HAS BEEN COMPLETED AND APPROVED BY THE GOVERNMENTAL AGENCY WITH JURISDICTION. C.E.S.C.L. CONTACT INFORMATION IS TO BE PROVIDED ON THE COVER SHEET UPON CONTRACTOR SELECTION. 5. THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT AND UPGRADING OF THESE ESC FACILITIES IS THE RESPONSIBILITY OF THE CONTRACTOR FROM THE BEGINNING OF CONSTRUCTION UNTIL ALL CONSTRUCTION IS COMPLETED AND APPROVED BY THE GOVERNMENTAL AGENCY WITH JURISDICTION AND THE SITE IS STABILIZED. 6. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED AND INSPECTED BY THE LOCAL JURISDICTION PRIOR TO ANY CLEARING OR CONSTRUCTION TAKING PLACE. DURING CONSTRUCTION, NO DISTURBANCE BEYOND THE FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FLAGGING SHALL BE MAINTAINED BY THE OWNER AND/OR CONTRACTOR UNTIL ALL CONSTRUCTION IS APPROVED. 7. THE EROSION AND SEDIMENTATION CONTROL FACILITIES SHOWN ON THIS PLAN ARE TO BE CONSIDERED ADEQUATE BASIC REQUIREMENTS FOR THE ANTICIPATED SITE CONDITIONS. DURING CONSTRUCTION, DEVIATIONS FROM THIS PLAN MAY BE NECESSARY IN ORDER TO MAINTAIN WATER QUALITY. 8. ALL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE INSPECTED BY THE CONTRACTOR ON A FREQUENT BASIS AND IMMEDIATELY AFTER EACH RAINFALL, AND MAINTAINED AS NECESSARY TO INSURE THEIR CONTINUED FUNCTIONING. ALL SEDIMENT MUST BE REMOVED FROM SILT FENCES, STRAW BALES, SEDIMENT PONDS, ETC. PRIOR TO THE SEDIMENT REACHING 1 /2 ITS MAXIMUM POTENTIAL DEPTH. 9. AT NO TIME SHALL CONCRETE, CONCRETE BYPRODUCTS, VEHICLE FLUIDS, PAINT, CHEMICALS, OR OTHER POLLUTING MATTER BE PERMITTED TO DISCHARGE TO THE TEMPORARY OR PERMANENT DRAINAGE SYSTEM, OR TO DISCHARGE FROM THE PROJECT SITE. 10. THE CONTRACTOR PERFORMING THE WORK SHALL MAINTAIN A SET OF THE APPROVED CONSTRUCTION DRAWINGS ON SITE AT ALL TIMES WHILE CONSTRUCTION IS IN PROGRESS. 11. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR PERFORMING THE WORK TO OBTAIN ALL NECESSARY PERMITS FROM THE LOCAL JURISDICTION PRIOR TO COMMENCING ANY WORK WITHIN THE PUBLIC RIGHT—OF—WAY. 12. THE CONTRACTOR PERFORMING THE WORK SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATE TRAFFIC CONTROL AT ALL TIMES DURING CONSTRUCTION ALONGSIDE OR WITHIN ALL PUBLIC ROADWAYS. 13. THIS APPROVED "TEMPORARY EROSION AND SEDIMENTATION CONTROL PLAN" MUST BE IMPLEMENTED PRIOR TO ANY SITE WORK. SEE THE PLANS AND DETAILS FOR FURTHER INFORMATION. 14. THE CONTRACTOR SHALL NOTIFY THE OWNER AND THE ENGINEER IN THE EVENT OR DISCOVERY OF POOR SOILS, GROUNDWATER OR DISCREPANCIES IN THE EXISTING CONDITIONS AS NOTED ON THE PLANS. 15. MAXIMUM SLOPES SHALL BE 3:1 HORIZ: VERT FOR FILL SLOPES, AND 3:1 HORIZ: VERT FOR CUT SLOPES. 16. RETAINING WALLS EXCEEDING 4' IN HEIGHT REQUIRE A SEPARATE PERMIT. 17. SLOPE STABILIZATION. CUT AND FILL SLOPES SHALL BE CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. ROUGHENED SOIL SURFACES ARE PREFERRED TO SMOOTH SURFACES. INTERCEPTORS SHOULD BE CONSTRUCTED AT THE TOP OF LONG, STEEP SLOPES WHICH HAVE SIGNIFICANT AREAS ABOVE THAT CONTRIBUTE RUNOFF. CONCENTRATED RUNOFF SHOULD NOT BE ALLOWED TO FLOW DOWN THE FACE OF A CUT OR FILL SLOPE UNLESS CONTAINED WITHIN AN ADEQUATE CHANNEL OR PIPE SLOPE DRAIN. WHEREVER A SLOPE FACE CROSSES A WATER SEEPAGE PLANE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHOULD BE PROVIDED. IN ADDITION, SLOPES SHOULD BE STABILIZED IN ACCORDANCE WITH ITEM (15) ABOVE. 18. STORM DRAIN INLET PROTECTION. ALL STORM DRAIN INLETS MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT STORMWATER RUNOFF SHALL NOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. Know what's below. Cal before you dig. JUL 15 2013 Bu011 of EDMONDS NT APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE:----1--------- BY:----- — — ----- CI ENGINEERING DIVISION \ k C ^ W k G W m Jr^ k ,^ Z V � uj L.1� Er � Z p W : } Of ` W D 0 U 3z U U Q I U a n- I n- a n- NN \ \ ! \ \ \ N 17 d c0 I� O O O N I d- Ln (0 O � N L ) O n W c n V II ^C W 0�;`` al"1111 �}t I 0 8 � 2 Q Ln " y 00 M M � Z d' L LnLa Nr r LL Ln 0 N rn t 0 u') o ai ,q M .-� cn m ®Z N Q I- ❑ �90 Lu Q O 0 W 0 W � Z 0 Q W ca () Z 0 r Q O W � 2 o� Q W W F— nW o < 5s° Q t C O z n � Q o U r W cli W D-2.1 00 rri M O N 7 w 0 N 0 0 0 LLJ 0 0 U 0 0 C" c c- cn C3 TEMPORARY INTERCEPTOR SWALE NOTES 1. SEED AND MULCH SHALL BE APPLIED WITHIN 5 DAYS OF DIKE CONSTRUCTION (SEE VEGETATION). 2. THE UPSLOPE SIDE OF THE DIKE SHALL PROVIDE POSITIVE DRAINAGE TO THE DIKE OUTLET. 3. NO EROSION SHALL OCCUR AT THE DIKE OUTLET. PROVIDE ENERGY DISSIPATION MEASURES AS NECESSARY. 4. SEDIMENT LADEN RUNOFF MUST BE RELEASED THROUGH A SEDIMENT TRAPPING FACILITY SUCH AS A POND, TRAP, OR SILT FENCE AS APPROPRIATE TO DRAINAGE AREA SIZE. 9• 1 qI nPF FI LTE 2'MINIMUM 0.5% SLOPE (MIN.) TO SEDIMENT TRAP TEMPORARY INTERCEPTOR SWAGE NTS SURFACE AREA DETERMINED AT TOP OF WEIR DIMENSIONS SHOWN ON PLAN 4' MIN. AT TOP OF WEIR 303.5' 1' MIN. OVERFLOW 302.5' 1' MIN. a 301.5' 1' MIN. 300.5' ��- 3.5'-5' �9 1.5' MIN. f FLAT BOTTOM — 299.0' GEOTEXTILE RIPRAP DISCHARGE TO 3/4"-1.5" WASHED GRAVEL 2"-4sp STABILIZED ROCK CONVEYANCE, OUTLET OR LEVEL SPREADER NOTE: TRAP MAY BE FORMED BY BERM OR BY PARTIAL OR COMPLETE EXCAVATION TEMPORARY SEDIMENT TRAP NTS SECTION 36, TOWNSHIP 27N, RANGE 3W. W.M. ROCK CHECK DAM NOTES 1. THE MAXIMUM SPACING BETWEEN THE DAMS SHALL BE SUCH THAT THE TOE OF THE UPSTREAM DAM IS AT THE SAME ELEVATION AS THE TOP OF THE DOWNSTREAM DAM. 2. ROCK CHECK DAMS SHALL BE CONSTRUCTED OF 2-TO 4-INCH DIAMETER ROCK. THE ROCK MUST BE PLACED BY HAND OR MECHANICAL PLACEMENT (NO DUMPING OF ROCK TO FORM DAM) TO ACHIEVE COMPLETE COVERAGE OF THE DITCH OR SWALE AND TO INSURE THAT THE CENTER OF THE DAM IS LOWER THAN THE EDGES. 3. LOG CHECK DAMS SHALL BE CONSTRUCTED OF 4- TO 6-INCH DIAMETER LOGS. THE LOGS SHALL BE EMBEDDED INTO THE SOIL AT LEAST 18 INCHES. 4. IN THE CASE OF GRASS -LINED DITCHES AND SWALES, CHECK DAMS SHALL BE REMOVED WHEN THE GRASS HAS MATURED SUFFICIENTLY TO PROTECT THE DITCH OR SWALE. THE AREA BENEATH THE CHECK DAMS SHALL BE SEEDED AND MULCHED IMMEDIATELY AFTER DAM REMOVAL. 5. CHECK DAMS SHALL BE CHECKED FOR SEDIMENT ACCUMULATION AFTER EACH SIGNIFICANT RAINFALL. SEDIMENT SHALL BE REMOVED WHEN IT REACHES ONE HALF OF THE ORIGINAL DAM HEIGHT OR BEFORE. (DOWNSTREAM VIEW) WATER FLOW Z-% 0 Of m Q Y z J z 0 0 b0 2' RECOMMENDED SPACING D=(100xH)/Z n to Z 00 /%I r A A I SPACING: THE BOTTOM OF THE UPSTREAM BERM SHOULD BE AT THE TOP OF THE NEXT DOWNSTREAM BERM. CHECK DAM SPACING SLOPE OF CHANNEL DISTANCE BETWEEN CHECK DAMS 0.5% 100' 1.5% 66.7' 2.0% 50' ROCK CHECK DAM 10'-0" MAX. NTS 4'-O" MIN. 1 4'-0" MIN. 7 - I [--a- —I •.v •— v v ..— . ".. v..- v. I-- v i..L.\TV— .\V .LV. TEMPORARY CHAINLINK FENCE NTS ABLE CONCRETE BLOCKS (TYP.) ' 6', UNLESS OTHERWISE NOTED ON PLANS 4', UNLESS _ F _ OTHERWISE NOTED ON t r PLANS END OF —/ � I INTERCEPTOR SWALE RIP RAP PAD PER WSDOT STANDARD SPECIFICATION 9-13.6 OUTLET PROTECTION DETAIL N TS ��.�, ,� - - ............. . .HE GHT OF POST . .......................... • SECURE FENCE:' .TEMPORARY ORAN GE CONSTRUCTION FENCI NTS BA co FL( TEMPORARY STRAW WATTLE DETAIL Know what's below. Call before you dig. NTS RESUB JUL 15 2013 DUCITTYNOF EDMONDSNT APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE:-----�L-----¢--�Z-�------- BY:_� - --------------------- CI Y ENGINEERING DIVISION � v CD 0 o ~ w 0 N �- L0 W C Y v \ I- Ld Ln 0 En m 41 0 M > ,-,Lnm ® N qqc W 0000 0<z J o W 3r. 0 aC c� E- � CO QO= W ��� O ,o no a q ca cli CC N Q LLI Q o z � 0 H W W cr a 00 '2 M N 75 (/i 0 0 0 i cn Cn c .3 a 0 0 U i cn c 0 CO c 0 c .m SECTION 36, TOWNSHIP 27N, RANGE 3 . W.M. F T Ez TER Ri :IIT uP 3i! wlii �Fz f`,T �� €TE .iiq € i `a ' NROe�xR '•EAS 'i.'Rt L `F 2•`£.. "? e �� "i'"�R''8, t 0 I%i 1DEDt t •I �..,^ &.:� �?'t� F3tiR€"; L.�4,a �t..EEi..s I..i .�:...��•,`' 1>:i? ., a::. i •:v 13,wi.. €: ,E...• t�,,• �??;. ' M1 3 C+ t F WAY 'NiNH �.K.,` - j _NCH' t h is �' >;�.5 `'t• F ^t Y ONO s € F,I�:.s. a,: a,ti i ;`'f,, (��`;`' !i' '?'3M 3 Yit;.... €i'3 �:: i.�€.t ° +^�. 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BASIS f I:A R j N c' �A�t';l �AD S .. .............».»v ,,, .¢ .,.» .... p €s".E ts. •� '�.M..w.. .............?�i ,..._._. .-�3L•• ��ED�OfVDS�UVAY_.,,�SR..�.1.©.�� � �^^� ,�. 3'$i��s � >d,:', •s� ASPHALT ROADWAY - - .. •t«3' # � S %,l c311,, 'F^� > ' ate". ••, nc .: rim �� W BENCHMARK , µ q [ Y, NVY'LY CORNER OF `.,�T � Pill, PAD QN1 POWER VAULT, 7.0 ASPHALT FIAMNG , s . .�:,, i4: g.J. g W W mow' f r i 1l• t:: z .- W C'4 0 .? r Cc »`, (D 0 �r C-A z (\I 0 I'd I-O#LO, MORGAN ,ir FISH, H, JENN1FER 22 911 102ND PL W EDMONDS, ` A 98020-5132 SITE DATA: TOTAL PROPOSED LOT AREA: 83,015f SF (1.91 f ACRES) TOTAL AREA OF DISTURBANCE: 50,900t SF (1.17f ACRES) PROPOSED MCDONALD'S AREA: 4,270 SF SITE AREAS: BUILDING AREA: = 4,270 SF ( 5.1 % OF 83,015 SF) LANDSCAPE AREA: = 11,743 SF (14.2% OF 83,015 SF) OTHER IMPERVIOUS AREA: = 34,887 SF (42.0% OF 83,015 SF) UNIMPROVED PERVIOUS AREA: = 32,115 SF (38.7% OF 83,015 SF) PROPOSED PARKING: STANDARD STALLS: 32 STALLS ADA STALLS: 3 STALLS LARGE PULL-THRU STALLS: 5 STALLS TOTAL PARKING PROVIDED: 40 STALLS (22 REQUIRED) TOTAL PARKING RATIO: 9.4 STALLS/1,000 SF TYPICAL DIMENSIONS: PARKING STALLS: 8.5' X 16.5' ADA STALLS: 8.5' X 16.5' LARGE PULL-THRU STALLS: 9.0' X 33.0' DRIVE AISLES: MIN. 24' PARKING ANGLE: 90 DEGREE AND 60 DEGREE ZONING DESIGNATION: NEIGHBORHOOD BUSINESS (BN) REQUIREMENTS PER CITY OF EDMONDS MUNICIPAL CODE (EMC): BUILDING SETBACK (EMC 16.45.020): BN ZONE FRONT SETBACK = 20' RS-8 ZONE FRONT SETBACK = 25' BN ZONE SIDE SETBACK = 0' RS-8 ZONE SIDE SETBACK = 7.5' BN ZONE REAR SETBACK = 0' RS-8.ZONE REAR SETBACK = 15' R.O.W. DEDICATION/IMPROVEMENTS: NO R.O.W. DEDICATION REQUIRED 4' MIN WIDE LANDSCAPE STRIP, 5' MIN WIDE SIDEWALK, REPLACE CURB & GUTTER GIII }L.Ema`s G�iR f'. IP1 BOX 562 FALL CITY, Y, WA 98024 BUILDING HEIGHT: MAX. 25' (EMC 16.45.020) BUILDING COVERAGE: MAX. 3 SF OF FLOOR AREA PER SF OF LOT AREA (EMC 16.45.020) MIN. # OF PARKING STALLS: 1 SPACE/200 SF GFA (EMC 17.50.020.B.11) MIN. STANDARD STALL DIMS: 8'-611' X 16'-6" (EMC 18.95.020.1.A) MIN. DRIVE AISLE: 24'-0" (EMC FIGURE 18.1) LANDSCAPING REQUIREMENTS: MINIMUM 64 SF FOR PARKING LOT PLANTER AREAS (EMC 20.13.030) MAXIMUM 1,500 SF FOR PER PLANTER AREA FOR PARKING LOTS GREATER THAN 12,000 SF (EMC 20.13.030) SHADE TREES = 1 PER PLANTER AND/OR PER 150 SF OF PLANTER (EMC20.13.030) PERMITTED SIGNS: WALL SIGN, PROJECTING SIGN, INDIVIDUAL LETTERS, BLDG ID (EMC 20.60.020) CONDITIONALLY PERMITTED SIGNS: MONUMENT, INTERNAL ILLUMINATION, READER BOARD, BOXED CABINET, WALL GRAPHICS (PERMITTED ONLY THROUGH DESIGN REVIEW) (EMC 20.60.020) NOT PERMITTED SIGNS: POLE, SANDWICH BOARDS (EMC 20.60.020) MAX WALL SIGN AREA: 1 SF PER LINEAL FOOT OF ATTACHED WALL (EMC 20.60.030) MAX FREESTANDING SIGN AREA: 24 SF (SINGLE) OR 48 SF (GROUP) (EMC 20.60.045) MAX FREESTANDING SIGN HEIGHT: 14 FEET (EMC 20.60.045) GILla S, (3ARY PO BOX 6 FAL!t I , :A 980d4 ilMG NAIL MITI» LS 1 W_ ,, PPR.OX BENCHMARK E:1.y F'tri'':*-: OF s:#>g IIN10WA ON E C C, Yf�i..L r 2` '_ FIR HY DR4,1 R 1 �M L:NI. ELEV. = 316.05 ASPHALTPROPOSED rKUrtn I T LIIVt TRAFFIC BARRIER CURB • a �� W y � W PROPOSED PROPOSED CONCRETE CURB AND GUTTER BUILDING q 20,0 .. = 5.2' A PROPOSED FIRE LANE STRIPING L W NUMBER OF PARKING STALLS f, L L L L L IDENOTES ADA STALLS 'LLLLL y ............"" 6" CONC. WALL ADA/ENTRY SIGNAGE J J X. CROSSES P:. OP LLLLL (� y IrE: PROPOSED STANDARD DUTY PAVEMENT 17.0' LLLLLLLLLL W A LLLL 25 0 W PROPOSED HEAVY DUTY PAVEMENT NEW LLLL LrENC- W . w= �:, ,8( ba:Q MNE € PROPOSED CONCRETE PAVEMENT OCDONALD'S LLLL > DIN C 0' C, WALL PROPOSED CONCRETE SIDEWALK 45_7 9 LLLLL LLLL PROPOSED LANDSCAPE AREA 4,270 SF FFE = 310.20 q q_ro LLLL LLLL W ' SITE KEYS ASPHALT x TAX AC - COUNT T NOS. 006107-.. 0 2-� '� 3 � ���Wzr4 AND 006107-002-0005-01 FIND-, 5<f 8"<<`•�t (�REB `<R AREA ALCOVE ROCCK WAIL .��.T SUR` 'E1 AT THE REQUEST OF Ey€#GrDONALD C 8RPORATION. 1c' a"> 1 w ice.+t•; >Jff8` R°,:.I:sApt4�r ,." E FIRE LANE STRIPING, PAINTED YELLOW ON TOP AND SIDE OF CURB, EXTENDING THE LENGTH OF THE DESGINATED FIRE LANE. PAVEMENT NEXT TO THE CURB TO BE MARKED WITH MINIMUM 18" IN HEIGHT BLOCK LETTERING WITH MINIMUM 3" BRUSH STROKE LETTERING READING "NO PARKING - FIRE LANE. ,8 vLfi LY OF PROP. LI.E LOT 6 1, N v €€ 0 R 1z ,-F d cj < z z 0 MCau. £• < c .� m uz �1 Y TPOD ,t R 0 taw•, LS i9 0,3. ALL DIMENSIONS SHOWN ARE TO FACE OF CURB, UNLESS OTHERWISE NOTED. SEE SHEETS C-1.1, C-1.27 C-1.3 AND C-1.4 FOR SITE NOTES AND DETAILS SEE SHEETS C-1.5 AND C-1.6 FOR DRIVE THRU PLANS SEE SHEET C-1.4 FOR TRAFFIC CONTROL PLAN OA STANDARD DUTY ASPHALT PAVEMENT 1 1 C-1.1 O HEAVY DUTY ASPHALT PAVEMENT C_1.1 OC CONCRETE PAVEMENT 2 C-1.1 O CONCRETE SIDEWALK 3 E2.13 OE AT GRADE COLORED CONCRETE PEDESTRIAN 4 CROSSWALK AND RAISED PLAZA PAVING C-1. O WSDOT TYPE 4 CONCRETE DRIVEWAY APPROACH F-8 1o0 02 OG CONCRETE CURB AND GUTTER F-1 02 C-1.3 O TRAFFIC BARRIER CURB (TYP). E2.110 C-. O NEW 14' HIGH FREESTANDING SIGN O POST MOUNTED ADA SIGN 4 C-1.1 OK ACCESSIBLE PARKING SPACE TYPICAL. SEE DETAIL FOR ACCESSIBLE PARKING SPACE SIZE, SIGN AND SYMBOL 4 ("VAN" -INDICATES VAN ACCESSIBLE SPACE) O CONCRETE WHEEL STOP 1 C-1. OM TRASH ENCLOSURE ON CITY OF EDMONDS CURB RAMP TYPE 6 2.20 2.22 C-1.4 C-1.4 OO EXISTING ROCK WALL TO REMAIN. PO SUGGESTED MCDONALD'S ENTRY SIGNAGE LOCATION. SIGNAGE TYPE AND LOCATION TO BE CONFIRMED BY THE SIGNAGE CONTRACTOR PRIOR TO INSTALLATION. OQ BYPASS LANE FOR FUTURE PLANNING FOR OPTIONAL 3RD WINDOW. O PAINTED DIRECTIONAL ARROWS (TYP) 2 SO 4" WIDE SOLID WHITE STRIPE, (TYP.) STANDARD PARKING STALLS ARE 8.5' X 16.5'. O 4" WIDE SOLID WHITE STRIPE AT 45'x18" SPACING, O.C. (TYP). O FIRE LANE STRIPING PER NOTE THIS SHEET. V TWO 22'x10' DRIVE-THRU WAITING STALLS WO EXISTING POLE SIGN TO BE REMOVED O BLOCK RETAINING WALL WITH INTEGRATED 36" HIGH 3 RAILING (WALL HEIGHT = 4' MAX.) C-1. O EXISTING POWER POLE TO REMAIN. O CITY OF EDMONDS CURB RAMP TYPE 3 E2.16 2.23 AA SAWCUT, MATCH AND SEAL JOINT BETWEEN NEW AND EXISTING ASPHALT PAVING WITH AR-4000 OR APPROVED EQUAL. CONTRACTOR TO MATCH EXISTING PAVEMENT THICKNESS AND RESTORE PAVEMENT PER SECTION 5, SHEET C-1.2. (now what's below. Call before you dia. APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: ----JUG"'"- 2��L3------- BY:---- ---------------- a UR CNT ENGINEERING DIVISION # _l Ld m V) •, € t Z a in , W M ME x cifC)Q ii W € W W Y e � a � g Z t 0€ Z f 0 p Z Z p Z Q U J U UU U IL I m \ / 0 $: O O O€ N : N 0 0 3' C0 O F Oy O 2 N � V) ' V E LO ❑ N g O � W N 0 0O II� 11� C W 7) axe!!!!7 ®Z N W 000 (L }. C) o -1 3: 0 > ca V V � 0 Z W0 W < a: �r N cl) 0 pz < o ,- 0 W 0 a: W U 2013 LLn N T op d z v- � N N a � ', o HU- u ! 0 U) rn 0 C-1.0 z CL ;- z W W O In IL 2 W F- V� 0 co 6 0 w i U) c 0 0 0 U i cn -0 0 E 0 01 >= cn 0 SITE NOTES 1. ALL WORK AND MATERIALS SHALL COMPLY WITH ALL CITY/COUNTY REGULATIONS AND CODES AND O.S.H.A. STANDARDS. 2. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF THE EXISTING CONDITIONS. THIS PLAN DOES NOT REPRESENT A DETAILED FIELD SURVEY. THE EXISTING CONDITIONS SHOWN ON THIS PLAN SHEET ARE BASED UPON THE SURVEY PREPARED BY TIM HANSON AND ASSOCIATES, INC., DATED SEPTEMBER 27, 2012. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELD CONDITIONS PRIOR TO BIDDING THE PROPOSED SITEWORK IMPROVEMENTS. IF CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWORK WHICH WOULD BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT EXISTING SURVEY, INCLUDING TOPOGRAPHY AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, HE SHALL HAVE MADE, AT HIS OWN EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR AND SUBMIT IT TO THE OWNER FOR REVIEW. 3. CAUTION - NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITIES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES AND EXISTING IMPROVEMENTS WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS ON THE PLANS. 4. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION AND DIMENSIONS OF VESTIBULE, SLOPED PAVING, EXIT PORCHES, SIDEWALKS, RAMPS & TRUCK DOCKS, PRECISE BUILDING DIMENSIONS AND EXACT BUILDING UTILITY ENTRANCE LOCATIONS. 5. DIMENSIONS SHOWN REFER TO FACE OF CURB, FACE OF BUILDING OR TO THE CENTERLINE OF PAVEMENT STRIPING, UNLESS OTHERWISE NOTED. 6. ALL PAVED PARKING LOT AREAS WITHIN THE LIMITS OF IMPROVEMENTS SHALL BE STANDARD DUTY ASPHALT PAVEMENT UNLESS OTHERWISE NOTED. 7. CONTRACTOR SHALL PROVIDE A TEMPORARY TRAFFIC CONTROL PLAN FOR THE CITY OF EDMONDS'S APPROVAL PRIOR TO ANY WORK WITHIN THE CITY RIGHT-OF-WAY 8. FIRE LANE STRIPING AROUND BUILDING PERIMETER AND ALONG FIRE TRUCK ACCESS WAYS SHALL BE INSTALLED AS PART OF THIS CONTRACT, IN ACCORDANCE WITH THE LOCAL CODE AND FIRE MARSHALL REQUIREMENTS. 9. REFER TO BOUNDARY SURVEY FOR LEGAL DESCRIPTION, DIMENSIONS OF PROPERTY LINES, BASIS OF BEARINGS & BENCHMARK INFORMATION. 10. ALL ON -SITE PAINTED STRIPING SHALL BE DOUBLE COATED. SEPARATE COATS SHALL BE APPLIED NO SOONER THAN 4 HOURS APART. (CONTRACTOR TO REFER TO PROJECT SPECIFICATIONS FOR ADDITIONAL PAVING MARKING REQUIREMENTS.) 11. PARKING LOT STRIPING SHALL BE WHITE, 4" WIDTH, & DOUBLE COATED, UNLESS OTHERWISE NOTED. LIGHT POLE BASES TO BE PAINTED TRAFFIC YELLOW (DOUBLE COAT) 12. ALL DISTURBED AREAS ARE TO RECEIVE TOPSOIL, SEED, MULCH AND WATER UNTIL A HEALTHY STAND OF GRASS IS ESTABLISHED AS SPECIFIED ON THE LANDSCAPE PLAN. COMPOST AMEND ALL EXPOSED SOILS PRIOR TO REVEGETATION OF ENTIRE SITE. 13. ALL ISLANDS WITH CURB SHALL BE LANDSCAPED. 14. EXISTING STRUCTURES WITHIN CONSTRUCTION LIMITS ARE TO BE ABANDONED, REMOVED OR RELOCATED AS NECESSARY. ALL COST SHALL BE INCLUDED IN BASE BID. 15. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL RELOCATIONS, INCLUDING BUT NOT LIMITED TO, ALL UTILITIES, STORM DRAINAGE, SIGNS, TRAFFIC SIGNALS & POLES, ETC. AS REQUIRED. ALL WORK SHALL BE IN ACCORDANCE WITH GOVERNING AUTHORITIES SPECIFICATIONS AND SHALL BE APPROVED BY SUCH. ALL COST SHALL .BE INCLUDED IN BASE BID. 16. EXISTING PYLON SIGNS SHALL BE PRESERVED AND PROTECTED. THE CONTRACTOR SHALL ENSURE INSTALLED CONDUITS AND ELECTRICAL CIRCUITS BETWEEN THE PYLON SIGN(S) AND THE LIGHTING PANEL IS PROPERLY CONNECTED. 17. CURB RADII ADJACENT TO PARKING STALLS SHALL BE 2', UNLESS OTHERWISE NOTED. GENERAL NOTES 1. ALL WORK IN THE CITY RIGHT-OF-WAY REQUIRES A RIGHT -OF WAY PERMIT FROM WASHINGTON DEPARTMENT OR TRANSPORATION. RsNd TltP-- 2. AFTER COMPLETION OF ALL ITEMS SHOWN ON THESE PLANS AND BEFORE ACCEPTANCE OF THE PROJECT, THE CONTRACTOR SHALL OBTAIN A 'PUNCH LIST" PREPARED BY THE CITY OF EDMONDS PUBLIC WORKS INSPECTOR DETAILING REMAINING ITEMS OF WORK TO BE COMPLETED. ALL ITEMS OF WORK SHOWN ON THESE PLANS SHALL BE COMPLETED TO THE SATISFACTION OF THE CITY PRIOR TO ACCEPTANCE OF THE PROJECT. 3. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE CITY OF EDMONDS PUBLIC WORKS CODE, ENGINEERING STANDARDS MANUAL, AND OTHER REFERENCED MANUALS OR DOCUMENTS. 4. A COPY OF THESE APPROVED PLANS, SPECIFICATIONS, AND DETAILS SHALL BE ON SITE DURING CONSTRUCTION. 5. ANY REVISIONS MADE TO THESE PLANS MUST BE REVIEWED AND APPROVED BY THE DEVELOPER'S ENGINEER AND THE CITY OF EDMONDS PRIOR TO ANY IMPLEMENTATION IN THE FIELD. THE CITY SHALL NOT BE RESPONSIBLE FOR ANY ERRORS AND/OR OMISSIONS IN THESE PLANS. 6. THE CONTRACTOR SHALL HAVE ALL UTILITIES VERIFIED ON THE GROUND PRIOR TO ANY CONSTRUCTION. CALL 811 OR 1-800-424-5555 (CALL BEFORE YOU DIG HOTLINE) AT LEAST 48 HOURS IN ADVANCE. CONTACT THE CITY OF EDMONDS PUBLIC WORKS INSPECTOR TO CONFIRM LOCATIONS OF CITY -OWNED TRAFFIC SIGNALS AND CONTROLS. THE APPLICANT AND APPLICANT'S ENGINEER SHALL BE CONTACTED IMMEDIATELY IF A CONFLICT EXISTS. 7. ANY STRUCTURE AND/OR OBSTRUCTION WHICH REQUIRE REMOVAL OR RELOCATION RELATING TO THIS PROJECT SHALL BE DONE SO AT THE DEVELOPER'S EXPENSE. 8. LOCATIONS OF EXISTING UTILITIES ARE APPROXIMATE. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE TRUE ELEVATIONS AND LOCATIONS OF HIDDEN UTILITIES. ALL VISIBLE ITEMS SHALL BE THE ENGINEER'S RESPONSIBILITY. 9. THE CONTRACTOR SHALL INSTALL, REPLACE, OR RELOCATE ALL SIGNS, AS SHOWN IN THE PLANS OR AS AFFECTED BY CONSTRUCTION. 10. ALL CONSTRUCTION SURVEYING FOR EXTENSIONS OF PUBLIC FACILITIES SHALL BE DONE UNDER THE DIRECTION OF A WASHINGTON STATE LICENSED PROFESSIONAL LAND SURVEYOR. 11. DURING CONSTRUCTION, ALL PUBLIC STREETS ADJACENT TO THIS PROJECT SHALL BE KEPT CLEAN OF ALL MATERIAL DEPOSITS RESULTING FROM ON -SITE CONSTRUCTION, AND EXISTING STRUCTURES SHALL BE PROTECTED AS DIRECTED BY THE CITY OF EDMONDS PUBLIC WORKS INSPECTOR. 12. CERTIFIED RECORD (AS -BUILT) DRAWINGS ARE REQUIRED TO BE SUBMITTED TO THE CITY PRIOR TO PROJECT ACCEPTANCE. CONTRACTOR TO PROVIDE DETAILED FIELD NOTES OF LOCATION AND ELEVATIONS OF ALL INSTALLED UTILITIES TO THE ENGINEER OF RECORD PRIOR TO FINAL INSPECTION. 13. A NPDES CONSTRUCTION STORMWATER GENERAL PERMIT & COVERAGE MAY BE REQUIRED BY THE DEPARTMENT OF ECOLOGY QUALITY FOR THIS PROJECT. CONTRACTOR TO CONTACT WASHINGTON DOE FOR MORE INFORMATION. 14. ANY DISTURBANCE OR DAMAGE TO CRITICAL AREAS AND ASSOCIATED BUFFERS, OR SIGNIFICANT TREES DESIGNATED FOR PRESERVATION AND PROTECTION SHALL BE MITIGATED IN ACCORDANCE WITH A MITIGATION PLAN REVIEWED AND APPROVED BY THE CITY OF EDMONDS COMMUNITY DEVELOPMENT DEPARTMENT. PREPARATION AND IMPLEMENTATION OF THE MITIGATION PLAN SHALL BE AT THE DEVELOPER'S EXPENSE. SECTION 36, TOWNSHIP 27N, RANGE 3W. W.M. PAVEMENT NOTES 1. MATERIAL THICKNESS IS COMPACTED DEPTH. APPLIES TO ALL SECTIONS. 2. SUITABLE ONSITE SOILS SHALL BE FREE OF DELETERIOUS MATERIALS AND MAY BE USED FOR SUBBASE PROVIDED SOILS MEET REQUIREMENTS IN THE PROJECT'S SPECIFICATIONS. 3. FOR PREPARATION OF PAVEMENT SUBGRADE, FILL PLACED WITHIN 12 INCHES OF FINISHED SUBGRADE ELEVATION IN FILL AREAS AND AT LEAST THE UPPER 8 INCHES OF SUBGRADE IN ALL AREAS TO BE PAVED SHOULD BE COMPACTED TO AT LEAST 95% OF THE MATERIAL'S MAXIMUM MODIFIED PROCTOR DRY DENSITY (ASTM D-1557) AND SHOULD BE NON -YIELDING. FILL PLACED BELOW THIS LEVEL SHOULD BE COMPACTED TO AT LEAST 95% OF THE MATERIAL'S MAXIMUM DRY DENSITY. 4. ALL COMPACTION SHALL BE IN ACCORDANCE WITH THE WSDOT STANDARD SPECIFICATIONS, SECTION 2-03.3(14)D. 5. IF ALTERNATIVE PAVEMENT SECTION WITH A.T.B. IS USED DURING CONSTRUCTION ANY FAILED AREAS THAT SHOW CRACKING UNDER EQUIPMENT SHOULD BE REPAIRED ONCE HEAVY CONSTRUCTION TRAFFIC HAS CEASED AND PRIOR TO PLACEMENT OF FINAL LIFT OF HMA PAVEMENT. 6. CRUSHED BASE COURSE MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF SECTION 9-03.9(3) OF THE LATEST EDITION OF THE WSDOT STANDARD SPECIFICATIONS. 7. ASPHALTIC SURFACE COURSE MIXTURES SHALL BE IN ACCORDANCE WITH SECTION 9-02 OF THE LATEST EDITION OF THE WSDOT STANDARD SPECIFICATIONS. THE MIXTURE SHALL HAVE A MINIMUM MARSHALL STABILITY OF 1,000 POUNDS, AND THE SURFACE COURSE SHOULD BE COMPACTED TO A MINIMUM OF 96% MARSHALL DENSITY (ASTM SPECIFICATION D 1559). 8. THE PORTLAND CEMENT CONCRETE PAVEMENT MIXTURE SHALL BE IN ACCORDANCE WITH CONCRETE FOR PAVEMENT SECTION 5-05 OF THE LATEST EDITION OF THE WSDOT STANDARD SPECIFICATIONS. THE MIXTURE SHALL BE DESIGNED TO DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 4000 PSI AT 28 DAYS WITH A 4 INCH MAXIMUM SLUMP. 9. CONTRACTOR SHALL PROVIDE A PRIME COAT AND TACK COAT TO FACE OF CURB WHERE CURB CONTACTS ASPHALT. 3" (STANDARD DUTY) 4" (HEAVY DUTY) 6" (STANDARD DUTY) 8" (HEAVY DUTY) HMA CLASS J" (WSDOT STD SPEC 5-04) CRUSHED SURFACING (WSDOT STD SPEC 9-03.9 (3)) SUBGRADE PREPARED IN ACCORDANCE WITH RECOMMENDATIONS OF THE GEOTECHNICAL REPORT, DATED MAY 4, 2012, PREPARED BY THE RILEY GROUP, INC. ON -SITE ASPHALT PAVEMENT 509 3 o00� a a C3 00 ;0 ' , Q� 1 - PORTLAND CEMENT CONCRETE WITH FIBERMESH (WSDOT STD SPEC 5-05) -CRUSHED SURFACING (WSDOT STD SPEC 9-03.9 (3)) xm x /x �/�\�SUBGRADE PREPARED IN ACCORDANCE WITH RECOMMENDATIONS CALI T REPORT, HE GEODATED MAY 4, 2012, PREPARED BY THE RILEY GROUP, INC. CEMENT CONCRETE PAVEMENT • tl•A �A tI �•�• • . 7-,4 • a Q" :'et 0 i3 E«}CS 0 'w�• c � Nc� � 0 0 - PORTLAND CEMENT CONCRETE (WSDOT STD SPEC 5-05) WITH BROOM FINISH -CRUSHED SURFACING (WSDOT STD SPEC 9-03.9 (3)) •�� ���I�` SUBGRADE PREPARED IN 1%z`/'<f ACCORDANCE WITH OF GEOOTE HNICALI REPORT,THE DATED MAY 4, 2012, PREPARED BY THE SEE DETAIL E2.13, SHEET RILEY GROUP, INC. C-1.3 FOR JOINT SPACING. CEMENT CONCRETE SIDEWALK (�_-z � in ALL ACCESSIBLE SIGNAGE SHALL BE BLUE WITH WHITE LETTERS. "U"-CHANNEL POST (2 _ LBS./FT.) USE 6" PIPE BOLLARD FILLED W/ CONCRETE AND PAINTED TRAFFIC YELLOW ONLY WHEN SIGN IS IN PAVED AREA OR SIDEWALK SLOPE TOP OF CONCRETE - PARKING STALL GRADE 3500 P.S.I. P.C. CONCRE RESERVED ALL SIGNS SHALL COMPLY WITH U.S. PARKING DEPARTMENT OF TRANSPORTATION, FEDERAL HIGHWAY ADMINISTRATION'S MANUAL OF UNIFORM TRAFFIC -�-- CONTROL DEVICES",LOCAL CODES AND AS SPECIFIED. MOUNT SIGNS TO POST ACCESSIBLE IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. O M BREAK AWAY CHANNEL POST WHEN PIPE BOLLARD IS NOT REQUIRED. POST MOUNTED ADA SIGN SYMBOL TO BE WHITE, DOUBLE COATED, MINIMUM STROKE WIDTH TO BE 3". Gk 24" MIN. ACCESSIBLE PARKING SYMBOL LOCATE AT EDGE OF PARKING SPACE UNLESS ACCOMPANIED BY "VAN" LETTERING CONCRETE WHEEL STOP DETAIL 1, SHEET C POST MOUNTED ADA SIGN PER DETAIL THIS SHEET AND LOCATION PER SHEET C-1.0. STANDARD 90' ACCESSIBLE SPACE CONCRETE WHEEL STOP PER DETAIL 1, SHEET C-1.2. NOTES: 1. SEE SITE PLAN FOR TOTAL LAYOUT. 2. THESE DETAILS ARE FOR REFERENCE AND DIMENSION CONTROL ONLY. 3. 8' MIN. ACCESS AISLE SHALL BE PLACED ON THE PASSENGER SIDE OF A VAN ACCESSIBLE SPACE. 4. ALL DIMENSI ONS ARE TO CENTERLINE OF STRIPE UNLESS OTHERWISE INDICATED. 5. ALL SIGNS SHALL COMPLY WITH U.S. DEPARTMENT OF TRANSPORTATION, FEDERAL HIGHWAY ADMINISTRATION'S "MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES", LOCAL CODES AND AS SPECIFIED. MOUNT SIGNS TO WALL IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. ACCESSIBLE PARKING N TS Know what's below. Call before you dig. APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: --- - W1--7-------- BY: ------------ - -- ------ CITY ENGINEERING DIVISION w 5; m m Iw 5 w ,gymm t V / U I I o U w 0' of w a I w w a a a- # z m i z€ 0 z a Q z Q 5 z? Q z i J U J J J a .a U I Q U a U a>¢ U a s o- 10- i � \ QFI d- - N t+7 ?�ao oo �o O I N r7 d- Ln P7 V CD r LLj N \ o Ln o W C w on Ln N U T 0pcn co p V_� Ln I- LL Ln 0 can rn 00 cD _J Q F_ ® N (� 0 W coo v 0 Z Q o 1 0 �W� W � Z= 0 O 0 ca Q z 0� W no Q t c - �aTO Z Q a. � � W LC W Q RESUB W JUL. 15 (;I-N OF: EDMONDS c -1 .1 910k,mcI 00M [o C M Z O \ It It 7 \ LLI a. O Ji Y Y UL Cc p Z CO0 - WIZ � W O LL oc 03 ¢[ r APPROVED FOR CONSTRUCTION I III CITY OF EDMONDS �,� what's Ueiow. R I I before you dia E CL cr) 12 c:) CNII 75 cr vi CD SECTION 36, TOWNSHIP 27N, RANGE 3W. W.M. CITY INSPECTION REQUIRED ON FORM DETECTABLE WARNING PATTERN AREA WORK PRIOR TO POUR SHALL BE A YELLOW. RAMP CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR. ACCESSIBLE RAMP SHALL BE POURED SEPARATELY EXPANSION JOINT FROM CURB AND GUTTER. 10' 1/2" X 4- EXPANSION JOINT MATERIAL DUMMY JOINT Bob - A B • ' - - - - - - - - - 0 - . . .... A. 4 A A4 MIN. MAX, 41 • 4 i4 A.: .1. . : . . .. . . .. PLAN A 1 3/8' 2 3/8' 6.0' 3V 6A' SIDEWALK A 4 v 4. B 5/s, 1 1/2- MIN MIN - 4 .,w 4 A A.. C 4: A •C 7/16- 3/4' 4 4- -4•44 A' 13 INSTALL a A A 1 /6 EXPANSION - - - - - - - - - - 'd - i MATERIAL TI) Id 6" PAVEMENT 4. 77-7-1 I A A -A A ELEVATION .% REMOVE AND REPLACEA A A. 4 A .4 CURB AND GUTTER 0 080 :LL DETAIL B 0 LL 2' MIN. 0 0000 :LL 0 0 4 0 LL CSTC 10' O.C. 51 r% :LL O.c _LL EXISTING" KAX ILL 4 :LL SIDEWALK SAW CUT ACP A MIN. b IDE RAMP _LL %D 11(TYPICAL) _L 6" 12 OF 2' FROM EDGE OF L PLAN GUTTER. 2.01 III -III -III -III -III -III dB-1 0 SAW CUT AS REQUIRED FULL DEPTH 1/2" EXPANSION 000 1-1/4'0 /4' 0 0 JOINT MATERIAL UOU 00 5' TO 10' 000 V WIDE TACTILE WARNING STRIP (TYPICAL) SEE DETAIL A NOMINAL DIMENSIONS F DETEC ABLE WARNING AIU9 PATTERNS (TRUNCATED 2% CDOMES) SEE DETAIL B 4 z 4 A 4. TRACTION GRID PATTERN 10 . .0 -.'A - ' A 4 4' MIN EA SIDE 4:- • A:. 4. F I -Mii - Li, A TACTILE WARNING TEXTURING A T rr-rrrrr-r-'- rr rrr*rr-r-rr, rr-r DETAIL A V (TYPICAL) SIDEWALK HuTTT -1 • A. f EXISTING NOTES: 2-- 5/8- MINUS CSTC 1. FORMS SHALL BE TRUE TO LINE AND GRADE AND SECURELY STAKED. 2. EXPANSION JOINTS SHALL BE PLACED ADJACENT UNDISTURBED EARTH OR TO CATCH BASINS. SECTION COMPACTED NATIVE MATERIAL NOTEi SAW CUT AS REQUIRED 3. EXPANSION JOINTS SHALL BE EVERY 10 FEET 2' MIN. UNLESS OTHERWISE SPECIFIED SAW CUT AND DUMMY JOINTS EVERY 5 FEET. BY ENGINEER 1. AT LOCATIONS WHERE NEW RAMPS ABUT EXISTING CURB, GUTTERS, PLANTER STRIPS, AND SIDEWALKS, CONSTRUCT 4. EXPANSION JOINTS SHALL HAVE 1/2- TO 5/8" WIDE 2"- 5/8" MINUS CSTC NEW RAMPS TO MATCH ADJACENT SURFACES, PREMOLDED JOINT FILLER. 5. CONCRETE SHALL BE CLASS 3- 3000PSI. 2, ALL CONCRETE SURFACES SHALL HAVE A LIGHT BROOM FINISH. 6. FINISH SHALL BE LIGHT BROOM. N 0 T E: 3, CONCRETE SHALL BE SPRAYED WITH A CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MOIST FOR 72 7. CURB SHALL BE SPRAYED WITH CLEAR CURING 1. CONCRETE SHALL BE CLASS 3- 3000PSI HOURS, COMPOUND OR SHALL BE COVERED AND KEPT MOIST 2. CONCRETE SHALL BE BROOM FINISHED FOR 72 HOURS. 4. DETECTABLE WARNING PATTERNS (TRUNCATED DOMES) SHALL BE REQUIRED ON ALL PUBLIC STREETS WITH A CURB 8. ALL SIDEWALKS POURED BEHIND CURB IN 3. SIDEWALK THICKNESS SHALL BE 5-1/2". RETURN AND PRIVATE STREETS SERVING FIVE OR MORE LOTS, TRACTION GRID (DIAMONDS) TO BE USED AS DRIVEWAY AREAS SHALL BE 6" THICK OVER 2" OF 4. SIDEWALK THICKNESS AT DRIVEWAYS SHALL BE 6" THICK. INDICATED, CSTC WITH SUBGRADE COMPACTED TO 95% MAXIMUM 5. CURB AND GUTTER SHALL BE POURED SEPARATELY FROM SIDEWALK DENSITY. 5. FOR NON -INTERSECTION CURB RAMPS ON PRIVATE PROPERTY, THE STANDARD DIAMOND PATTERN MAY BE USED AS 6. CONCRETE SHALL BE SPRAYED WITH CLEAR CURING COMPOUND INDICATED IN DETAIL A IN E. 2.22 OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS. THIS TYPE OF CURB SHALL ONLY BE USED TO 7. SAW CUT AND REMOVE ACP PAVEMENT A MIN. OF 2' FROM GUTTER REPLACE EXISTING VERTICAL CURBING FACE TO INSURE ADEQUATE COMPACTION OF ACP AND GUTTER SUBGRADE D 1�1.0-D -S F:.-. REVISIONS STAN DAR D D ETAI L REVISIONS REVISIONS APPROVED BY BATE APPROVED BY DATE - STANDARD DETAIL APPROVED BY DATE STANDARD DETAIL D. GEBERT 4/27/05 CONC. VERTICAL CURB D. GEBERT 4/27/05 CONCRETE SIDEWALK D, GEBERT 1/26/05 CURB RAMP TYPE 3 D, GEBERT 5/18/06 DATEDWG NO. D. GEBERT 04/2/07 D. GEBERT 06/27/05 7/24/01 SCALE NTS E2.10 DATE 7/24/01 SCALE NTS DWG NO. E2.13 g- DATE SCALE DWG NO. Est. 1890 mmmmmmmmmm= ',agd- i w30 R GEBERT - 04/2/07 7/24/LNTS E2.16 S tb IT, 2 4, 0"', CIUN, ........................................ E,1233K 10 v. OULARL.FACEO CENEhr,-'-'.0 HT TE' rGUMTER FAga OF 10VIR, 0 - 119. R IT, V2�7 ri, N % N W, D 0 a 0:1,11. FArd ................. f .......... .................. W, owm AOV0 RILUER ECak mm 1,tx,'mzmmf va, amm"m CEM11111,11, CGAIIIC�IFRETEx PED`E'� Filt CUFFIV, 1&AU%:N% 11", TO 24�. eAffi, E 9 w, II k I WWI ERE �-G'-1,1E?N11E1qaxe COMO T Wk F F �0,' C t I R1 5 CENIENT. CONCRETE ill il�cCURS : MOO UMR.. Q M �Ivuuik,�, On 'm P. n J .............. ..... ........... mr vw ma, JOINT.'PilkIkAll CE, EFIT00,11" RE-TEFEDEWRIANCUF19 A RD. ON, OMM 1 INS. FACE %* CIN't U. X. MQAOVW�'Ay i-1-23 _IF41 A I"R "4P CIL!11,1214T -f 40041 "ME E 11>�4 'T 11 FVI�ZN.1171 4GIF CU11"Re Xl� HOUM103"Ll7i CIEVIN If t ", I P 11�111\ TIRG FFIC: t\� UF mm , at I ft"', C' Calds-n-.10on � X N 4 tW.T$ cm FW*SH',%0h' OUMt,' MAN KiNINORS ,Z - ur % kmmm, Lip -AT F Rmclzal Z IJ1111101, _mll' Know what's below. - Call before you dig. RESUB JUIL 15 2013 EIUILDINQ DEPAF�.-MENT CITY OF EDMDNDS APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: ---- BY: CITY ENGINEERING DIVISION 0 0 Ld 0 04 L0 7) L)i NIJ mffp �0� C4 14 W 0 co 0) (L 0 < 3:: z rn o w O j < Wca z'r 0 Z W 0W cr_ M 0� cj) C, W W noq 1= 04 1-- O z 0 Cn a: W C-1.3 c. CD M I M N 5 a N O 0 W cn v c 3 0 C14 / U N O _0 uj c O 0 c cn 0 SECTION 36, TOWNSHIP 27N, RANGE 3W. W.M. .LL SIDE SLOPE LL1(iYP) .SEE NOTE 6 .SEE NOTE 6 LL L. LL. L L SEE DETAD a QTA cT%C DD1-S LLL LLL 0LL .SEE lO7TE 6 000000000000 0LL 00.0000000 0000o 0.0000 SIDE SLOPE LLL 1 0000000000 0000 LLL J- 0000000 _LL 6 V V REMOVE AND REPLACE B-1 <J DETECTABLE WARNING PATTERN AREA CURB AND GUTTER INSTALL MATERIAL (V) SHALL BE YELLOW, TRACTION GRID PATTERN TACTILE WARNING TEXTURING �a) A 1/2' DETAIL A RAMP ?� o A B 1-1/4LTAA /( /4' DETECTABLE WARNING PATTERNS \ (TRLMCATED DOMES) O 0 sD ao MIN. MAX 0 0 HL,acATI±± TILE sw' - • 6• 3 6• A 1 5/8' 2 3/8 PLAN NOMINAL DIMENSIONS fRAHP AT �" _ _ _ _ _ B 5/8' 1 1/2, ir \ C Raa- TRACTION GRID PATTERN ` ex aaE .� C 7/16' 3/4' �� TACTILE WARNING TEXTURING D 7/8, 1 7/16' _,=,,SUNRAM Dye „ DETAIL A �� S/W THWESS TO BE 5.5' ���' T -11 "M'"� AS pE°'a�' NYELEVATION 1/r PULL DEFT" CXPNMS OH JOW NATLraAL SECTI❑N B-1 DETAIL B CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR. ACCESSIBLE RAMP SHALL BE POURED SEPARATELY NOTES NOTE, FROM CURB AND GUTTER. 1. AT LOCATIONS WHERE NEW RAMPS ABUT EXISTING CURB, GUTTERS, PLANTER STRIPS, AND SIDEWALKS, CONSTRUCT NEW RAMPS TO MATCH ADJACENT SURFACES, 1. DETECTABLE WARNING PATTERNS SHALL BE YELLOW IN COLOR, SET AND SECURED IN CONCRETE, AND SHALL MEET THE DIMENSIONS AND SPACING SHOWN, 2. ALL CONCRETE SURFACES SHALL HAVE A LIGHT BROOM FINISH. 2. TACTILE WARNING TEXTURING SHALL BE DONE WITH AN EXPANDING METAL GRATE PLACED AND REMOVED FROM WET 3, CONCRETE SHALL BE SPRAYED WITH A CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT M❑IST FOR 72 CONCRETE TO LEAVE A DIAMOND PATTERN AS SHOWN, THE LONG AXIS OF THE DIAMOND PATTERN SHALL BE HOURS. PERPENDICULAR TO THE CURB, GROOVES SHALL BE 1/8' DEEP AND 1/4' WIDE 4. DETECTABLE WARNING PATTERNS (TRUNCATED DOMES) SHALL BE REQUIRED ON ALL PUBLIC STREETS WITH A CURB 3. ALL CONCRETE SURFACES SHALL HAVE A LIGHT BROOM FINISH, RETURN AND PRIVATE STREETS SERVING FIVE OR MORE LOTS. TRACTI❑N GRID (DIAMONDS) TO BE USED AS INDICATED, 4. DETECTABLE WARNING PATTERNS (TRUNCATED DOMES) SHALL BE REQUIRED ON ALL PUBLIC STREETS WITH A CURB 5, DETECTABLE WARNING PATTERNS SHALL BE YELLOW IN COLOR, SET AND SECURED IN CONCRETE, AND SHALL MEET THE RETURN AND PRIVATE STREETS SERVING FIVE OR MORE LOTS, TRACTI❑N GRID (DIAM❑NDS) TO BE USED AS INDICATED. DIMENSI❑NS AND SPACING SHOWN. 5, FOR N❑N-INTERSECTI❑N CURB RAMPS ON PRIVATE PROPERTY, THE STANDARD DIAMOND PATTERN MAY BE USED AS 6. FOR NON -INTERSECTION CURB RAMPS ON PRIVATE PROPERTY, THE STANDARD DIAM❑ND PATTERN MAYBE USED AS INDICATED IN DETAIL A. INDICATED IN DETAIL A. REVISIONS STANDARD DETAIL REVISIONS STANDARD DETAIL APPROVED BY DATE APPROVED BY DATE A GEBERT 03/24/05 CURB RAMP TYPE 6 D. GEBERT 03/24/05 RAMP DETAIL FOR TYPE 3 AND TYPE 4 RAMPS D. GEBERT 06/27/05 D, GEBERT 06/27/05 89 0 DATE 7/24/O1 SCALE NTS DWG NO. E2.20 '890-1 gg0 D. GEBERT 04/2/07 DATE 7/24/01 SCALE NTS DWG NO. 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E dURli � GLITTL�i. { =:L�15,€, } $EE:NOTE3 PLAN VIEW PLAN VIEW CE TYPE .,' ;tii„'� � r <€ rEz i TYPE.4 tvm!g ENTRANCE 9YPE.51{A'tL tVC07 BE:i1$ER FxLONCr A PEDESTRIAN ROUTE: 3 M< i,-rr n.•uxirn nriT.rr 'r'.i n f 4 f1" lfi' Y i `na B F S E 0. �E TRACT P:x:'*'� . ....... ..... ... ..... iwE l E ': - _ Pu fa,s�e xNtts:'a(Ti[t.«C -fi r MAX `� r. :sEE o NTI°AC7 _. ....:. ......... .......... .... ....... € £--}'P'^x€ ..:Rig a. x A£ t�3�a 'n la�3 S{: ... ... {,�?�z P E rw a rIUT'T �.:'..:: S c..w.."k�i,•oL2,.�`Si?1�`. ,ik,•} ,'f„ x?� I .3€�`.��' °A °: I.:::R;.i.,::.., I.. .¢: 1vCT1N I :( `d2" R,.(TYP.} I :. 112' MAX:: ar-- r- - O9 SEE CONTRACT.t PLANS DRI1A. {SEE NOTE.7) 'DRIVEWAY _.;tr 1 r< iIEPftE$$E(} .RAMP SECTION R € 1GURB & CUTTER SEE NOTE; 3 .... €-IT�I�£A ^L 'FE t ,• €,1}T _ "CEMENTCCNCRETE RIVEntAY_ ENTRANOE TYPE 4' PAY LIMIT ' a`"$ xa'x I�RIVEWAY PEr k 71,t�Dr'�:� D aaP .,C. 8 0:� (SEE NOTE 7) - °Y Ct ��aOCt�N�FiE'PE •f�-,,' �'� f :. PER STANDARD SPEC. 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TRAFFIG SAFM DRIiM StIQUENVALL ARRQW SIGN': *rl ".: TRANSPOIRTABL:E AiTTIEWPATi R F%IU(5'i PORTAOLR;CHANGEABLE MESSAGE SIGN PC RIGHT 1 MILE LANE:AHEAD O1.,C3I<1RI" ZO SEC 22.0 SEC ADVANCE OF LANE CLOSURE SIGNING. SINGLE-LANE.CLOSURE FORVULTI-LANE ROAPWA.YS: NOT TO SCALE raNotutu. a.wts._ '.F' U.Alu FRUJ:NU; .. TChi w I L) wb5HGv WoItI1ington Stott sakes essx ra.. ascArtue an.' I�t?PtiK#dTlicOi' 4Iftll%S}I&1CTDJ(101I aF Dore DAiE TRAFFIC 1I � PCtL; PLAN ixll t5 .#l,A•F$ '&Y n.r: nraw toeu=:s:r:. msw'anx. - - - - . Know what's below. Cal before you dig. RESUB JUL 15 2013 BU IC Y OF EDAMONDSNT APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE:-----'TI/L _231__�_%/-? --- BY:-----'-' ----------------- ---- CITY ENGINEERING DIVISION Q I- go m : Of, k LiJ W ''D 'Z) V, Of N 1LL L� i; ,LLJ /z U €, 0!: W x w � LLJ -?z c) e1 Z Z € Z= : Z Z € U Q Q Q 3 rM I n zt d- 5 L0 N O 0 O € .- N Lo (O I O O; O O: O O cD Ory CA 0 N O W \ O O W C _5 I- LLJ t• 4� Ln M 7 E/ M ®Z N W 0000 O Q Z rn VJ o w�O _I 0 co z 8 < �Woc W 'Z W O d: Q W w W CC 4T CO F- 5�z Q T O Cn W cr W C-1.4 i y W q, y W W � y W Nk W W y W W y y W . y y W y (. E 0- CD I M 0 T 75 3 cn 0 0 0 i co 04 0 0 v U) 0 E 0 0� cn 0 SECTION 36, TOWNSHIP 27N, RANGE 3W. W.M. SIDE BY SIDE DRIVE-THRU STANDARD C 1. SIDE BY SIDE DRIVE-THRU STANDARD C CURBING DETAILS: 1A DRIVE-THRU LANES BOUND BY CURB ON BOTH SIDES ARE TO BE 12'-0". LANES BOUND BY CURB ON ONE SIDE AND PAINTED STRIPING ON THE OTHER SIDE ARE TO BE A MIN. OF 10'-0". 1 B THE MIN. RADIUS FOR ALL INSIDE/DRIVER'S SIDE DRIVE-THRU CURBING IS 20'-0". 1 C PRIMARY LANE CURBING SHOULD BE AS STRAIGHT AS POSSIBLE. (LESS CURVING, THE BETTER). 1 D THE OVERALL LENGTH OF THE CURBED ISLAND SHOULD BE 35'-45'. THE LENGTH OF THE ISLAND FROM THE COD ALLOWS FOR THREE CARS IN THE SECONDARY LANE, TWO IN THE PRIMARY LANE AND ONE AT THE COMMITMENT POINT. 1 E THE ISLAND WIDTH SHOULD BE 11' AT THE WIDEST POIINT 1 F ENTRANCE LANE ENTERING THE SIDE BY SIDE DRIVE-THRU IS TO BE 22' IN WIDTH. 2. SIDE BY SIDE DRIVE-THRU STANDARD C PAVEMENT MARKINGS: 2A 6" WIDE YELLOW PAINT STRIPE TO BE PLACED AT THE CENTER OF THE DRIVE-THRU ENTRANCE AND EXIT. STRIPE STARTS AT DRIVE-THRU ENTRANCE AT THE EDGE OF CONCRETE PAVING AND STRIPE ENDS A THE DRIVE-THRU EXIT AT THE EDGE OF CONCRETE PAVING. 2B SINGLE -HEADED ARROW PAVEMENT MARKING. STANDARD STRIPING MARKINGS ARE 7' SHAFT AND 3' FOR THE ARROW HEAD. TIP OF ARROW HEAD TO BE LOCATED AT CENTER OF EACH LANE. 2C MERGE POINT IS LOCATED WHERE TWO VEHICLES LEAVING EACH COD SIMULATANEOUSLY WOULD MEET. THE MERGE POINT STRIPING IS TO BE LOCATED BY OFFSETTING THE INNER PRIMARY LANE BACK OF CURB 7.5' AND OFFSETTING THE OUTER LANE STRIPING 7.5'. AT THE INTERSECTION OF THESE OFFSETS, A 6" YELLOW STRIPE IS TO BE MARKED PERPENDICULAR TO THE OUTER LANE AS WELL AS THE INNER PRIIMARY LANE. 3. SIDE BY SIDE DRIVE-THRU STANDARD C EQUIPMENT POSITIONING FOR PRIMARY LANE: 3A MIN. 60'(+/-5') LINEAR DISTANCE BETWEEN THE CENTER LINE OF THE COD FACE AND THE CENTER LINE OF THE OPEN CASH BOOTH WINDOW AS MEASURED ALONG THE CENTER LINE OF THE LANE. THIS MAY ONLY BE INCREASED IN 20' INCREMENTS TO A MAX. OF 100'. 80' IS OPTIMAL. 3B THE CENTER OF THE PRIMARY MENU BOARD FOUNDATION IS TO BE 10.0' FROM THE CENTER THE COD FOUNDATION. 3C THE PRIMARY MENU BOARD SHOULD BE AT AN ANGLE BETWEEN 40' AND 50' ANGLE FROM A CAR POSITIONED AT THE COD TO MAXIMIZE SECOND CAR VIEWING. 3D AUGER "McDONALD'S ORDER HERE CANOPY" COD/CANOPY FOUNDATION TIGHT AGAINST BACK OF CURB. SEE MANUFACTURER/LOCAL SPECIFICATIONS FOR DETAILS. 3E A SINGLE BOLLARD SHOULD BE POSITIONED AT THE CORNER OF THE BUILDING ON THE DRIVE-THRU SIDE. IT SHOULD BE FLUSH AGAINST THE BUILDING AND FACE OF THE BOLLARD SHOULD BE TIGHT AGAINST THE BACK OF THE CURB. 3F AUGER DOUBLE "McDONALD'S GATEWAY" SIGN FOUNDATION TIGHT AGAINST BACK OF CURB. SEE MANUFACTURER/LOCAL SPECIFICATIONS FOR DETAILS. 3G THE DISTANCE BETWEEN THE TIP OF THE CURBED ISLAND AND THE CENTER LINE OF THE PRIMARY COD MUST BE A MIN OF 10'-0" AND A MAX. OF 15'-0". THIS MEASUREMENT IS TAKEN PARALLEL TO THE INSIDE CURB FACE OF THE PRIMARY LANE. 3H THE PRIMARY LANE DETECTOR LOOP SHOULD BE PERPENDICULAR TO THE CENTER OF THE PRIMARY COD. 4. SIDE BY SIDE DRIVE-THRU STANDARD C EQUIPMENT POSITIONING FOR SECONDARY LANE: F4-Al WHEN POSITIONING THE SECONDARY COD, THE DISTANCE BETWEEN THE TIP OF THE CURBED ISLAND AND THE CENTER LINE OF THE SECONDARY COD MUST BE A MIN. OF 11'-0" AND A MAX. OF 14'-0". THIS MEASUREMENT IS TAKEN ALONG THE CENTERLINE OF THE SECONDARY LANE WHILE FOLLOWING THE INSIDE CURB FACE. 4B WHEN THE SECONDARY COD IS LOCATED IN THE 11-14' RANGE, THE LOOP DETECTOR IS TO BE 2' FORWARD OF THE COD CENTER LINE WITH THE LOOP FACING FORWARD AND THE DETECTOR LOOP PERPENDICULAR TO THE SECONDARY COD WHEN POSSIBLE. 47C THE CENTER OF THE SECONDARY MENU BOARD FOUNDATION IS TO BE 10.0' FROM THE CENTER THE COD FOUNDATION. 4D AUGER "McDONALD'S ORDER HERE CANOPY" COD/CANOPY FOUNDATION TIGHT AGAINST BACK OF CURB. SEE MANUFACTURER/LOCAL SPECIFICATIONS FOR DETAILS. Efl THE SECONDARY MENU BOARD SHOULD BE AT AN ANGLE BETWEEN 30' AND 40' TO MAXIMIZE SECOND CAR VIEWING. SIDE BY SIDE DRIVE-THRU STANDARD C OPTIONAL FEATURES: 1. SIDE BY SIDE DRIVE-THRU STANDARD C OPTIONAL EQUIPMENT: A PRE-SELL BOARD MUST BE 30"-36" FROM FACE OF CURB. THIS IS MEASURED FROM THE CENTER OF THE PRE -SELL BOARD FOOTING TO THE CENTER OF THE COD FOOTING. THE DISTANCE BETWEEN THE PRIMARY COD AND PRE -SELL BOARD IS TO BE 30' AS MEASURED ALONG THE CENTER LINE OF THE LANE. THE ANGLE OF THE PRE -SELL BOARD SHOULD MAXIMIZE VISIBILITY TO THE THIRD CAR FROM COD. A"PLEASE HAVE YOUR PAYMENT READY" BOLLARD SIGN MUST BE 30" MIN. FROM FACE OF CURB AND 6' FROM THE BACK OF THE BUILDING. THIS IS MEASURED FROM THE MIDPOINT OF THE SIGN FACE. BOLLARD SIGN IS TO BE ORIENTATED AT AN ANGLE OF 30 DEGREES FROM THE CURB. DOUBLE "McDONALD'S GATEWAY" WITH "ANY LANE, ANY TIME" SIGN MUST BE A MIN. OF 1.5' FROM FACE OF CURB AT THE BEGINNING OF THE LANDSCAPE ISLAND. BOLLARD SIGN IS TO BE ORIENTED AT AN ANGLE OF 90' FROM THE CURB. REFER TO SHEET C-1.8 FOR INSTALLATION DETAILS. Know what's below. Call before you dig. APPROVED FOR CONSTRUCTION CITY- k OF EDMONDS DATE: ----T � - -1 2�4 M/ -3------- BY:-------- - ------------------- CITY ENGINEERING DIVISION C r < J Q J J ` wLj z �— inE W W Z N Of (� 2 > 0 Lu L^u i ^ik w LL LL ^ 3 p O 0 I p p eg Z J� Z J Z Z J J Z Q CL k a- l Q;d\OO IN \ j a N O M O O: O O .— N M d- U-) a z r tD O N ~ O N O W d �. M rr � CL 0-4 Ln O U) m 0 N o�®Z W 0 Z Q (L Z Q 0 W 3::0 J CL z Wa O = Z) a: 0O�mQ W0 p 'y F- 'Q a:N W d' � i W >_ Q � Z n m 0 � W RESUB JUL 15 2013 0- 0 M O N 5 U) 0 0 0 i c v C) c) i cn 0 0 cn 0 SECTION 36, TOWNSHIP 27N, RANGE 3W. W.M. I X Y PAVEMENT DESCRIPTION X Y PAVEMENT DESCRIPTION X Y PAVEMENT DESCRIPTION 18 -137.25' -24.55' TO BEGINNING OF BACK OF CURB ® 85.08' 4.42' TO BACK OF CURB AT CENTER OF RADIUS ® 73.08' 54.42' TO EDGE OF CONCRETE AT FRONT OF CURB 19 -137.25' -9.55' TO BACK OF CURB AT START OF RADIUS ® 85.08' -0.08' TO BACK OF CURB AT END OF RADIUS 69 -47.78' -12.58' TO MERGE LANE STRIPING AT FRONT OF CURB 2® -135.75' -9.55' TO BACK OF CURB AT CENTER OF RADIUS ® -67.50' -0.08' TO BACK OF CURB AT START OF RADIUS -47.78' -5.58' TO MERGE LANE STRIPING 23 21 -135.75' -8.05' TO BACK OF CURB AT END OF RADIUS 46 -67.50' 1.92' TO BACK OF CURB AT CENTER OF RADIUS 71 -45.16' 0.91' TO MERGE LANE STRIPING AT FRONT OF CURB 2© -130.80' -8.05' TO BACK OF CURB AT START OF RADIUS 47 -65.92' 3.14' TO BACK OF CURB AT END/START OF RADIUS © -108.32' 1.92' TO MERGE LANE STRIPING AT FRONT OF CURB 2© -130.80' -57.55' TO BACK OF CURB AT CENTER OF RADIUS ® -81.68' 10.92' TO BACK OF CURB AT END OF RADIUS -111.87' 1.92' TO MERGE LANE STRIPING COORDINATES 2� -111.63' -11.91' TO BACK OF CURB AT END/START OF RADIUS 49 -91.57' 10.92' TO BACK OF CURB AT START OF RADIUS ® -111.87' 11.92' TO MERGE LANE STRIPING X Y PAVEMENT DESCRIPTION 0 -105.82' 1.92' TO BACK OF CURB AT CENTER OF RADIUS N -107.40' 3.14' TO BACK OF CURB AT END/START OF RADIUS -114.50' 2.27' TO MERGE LANE STRIPING ❑1 -37.48' -0.08' TO BACK OF CURB AT START OF RADIUS 0 -106.16' -13.08' TO BACK OF CURB AT END OF RADIUS 51 -105.79' -0.08' TO BACK OF CURB AT END OF RADIUS 76 -129.25' 4.43' 1 TO MERGE LANE STRIPING AT FRONT OF CURB 02 -37.39' 19.92' TO BACK OF CURB AT CENTER OF RADIUS Q 24.68' -13.08' TO BACK OF CURB AT START OF RADIUS 5© 71.40' -0.58' TO EDGE OF CONCRETE AT FRONT OF CURB F3 -54.13' 8.97' TO BACK OF CURB AT END/START OF RADIUS F2_� 24.68' -37.58' TO BACK OF CURB AT CENTER OF RADIUS Q 71.40' -11.58' TO EDGE OF CONCRETE X Y EQUIPMENT DESCRIPTION ® -81.75' -9.08' TO BACK OF CURB AT CENTER OF RADIUS 0 40.60' -18.96' TO BACK OF CURB AT END/START OF RADIUS ® 70.40' -12.58' TO EDGE OF CONCRETE Q -24.56' 2.34' TO MIDPOINT OF BOLLARD SIGN ❑5 -81.87' 23.92' TO BACK OF CURB AT END OF RADIUS 3� 57.18' 0.42' TO BACK OF CURB AT CENTER OF RADIUS 5© 24.76' -12.58' TO EDGE OF CONCRETE AT FRONT OF CURB Q -57.09' 21.18' TO CENTER OF FOUNDATION OF MENU BOARD 1 © -91.57' 23.92' TO BACK OF CURB AT START OF RADIUS 31 57.18' -25.08' TO BACK OF CURB AT END OF RADIUS 56 -129.25' -7.57' TO EDGE OF CONCRETE AT FRONT OF CURB Q -64.85' 20.71' TO CENTER OF FOUNDATION OF CANOPY/COD UNIT 1 Q -91.57' -9.08' TO BACK OF CURB AT CENTER OF RADIUS N 115.08' -25.08' TO BACK OF CURB AT START OF RADIUS 57 -129.25' 20.26' TO EDGE OF CONCRETE Q -70.95' 5.43' TO CENTER OF FOUNDATION OF MENU BOARD 2 ® -111.74' 17.04' TO BACK OF CURB AT END/START OF RADIUS 3© 115.08' -14.58' TO BACK OF CURB AT CENTER OF RADIUS -128.33' 20.67' TO EDGE OF CONCRETE AT FRONT OF CURB 5 -80.00' 1.17' TO CENTER OF FOUNDATION OF CANOPVCOD UNIT 2 F9 -117.85' 24.95' TO BACK OF CURB AT CENTER OF RADIUS 3® 125.58' -14.58' TO BACK OF CURB AT END OF RADIUS 59 -128.41' 30.20' TO EDGE OF CONCRETE AT FRONT OF CURB Q -105.82' 1.92' TO CENTER OF FOUNDATION OF WELCOME POINT SIGN 10 -117.85' 14.95' TO BACK OF CURB AT END OF RADIUS 3Q 73.58' 53.92' TO BEGINNING OF BACK OF CURB © -129.25' 30.75' TO EDGE OF CONCRETE 7Q -98.91' 24.75' TO CENTER OF FOUNDATION OF PRE -SELL BOARD 11 -118.75' 14.95' TO BACK OF CURB AT START OF RADIUS 36 73.58' 68.92' TO BACK OF CURB AT START OF RADIUS 61 -129.25' 53.45' TO EDGE OF CONCRETE 121 -118.75' 24.95' TO BACK OF CURB AT CENTER OF RADIUS 3© 75.08' 68.92' TO BACK OF CURB AT CENTER OF RADIUS © -128.41' 54.00' TO EDGE OF CONCRETE AT FRONT OF CURB 13 -128.75' 24.95' TO BACK OF CURB AT END OF RADIUS 0 75.08' 70.42' TO BACK OF CURB AT END OF RADIUS © 30.58' 54.42' TO EDGE OF CONCRETE AT FRONT OF CURB 1® -128.75' 27.44' TO BACK OF CURB AT START OF RADIUS 3® 1 85.08' 70.42' TO BACK OF CURB AT START OF RADIUS ® 30.58' 69.92' TO EDGE OF CONCRETE 15 -124.25' 27.44' TO BACK OF CURB AT CENTER OF RADIUS ® 85.08' 65.92' TO BACK OF CURB AT CENTER OF RADIUS © 31.58' 70.92' TO EDGE OF CONCRETE 16 -123 30' 31 84' TO BACK OF CURB AT END OF RADIUS 41 89 58' 65 92' TO BACK OF CURB AT END OF RADIUS 66 72 me 70 92' TO EDGE OF CONCRETE h Know what's b@IOW. 17 -116.91' 30.46' TO BEGINNING OF BACK OF CURB ® 89.58' 4.42' TO BACK OF CURB AT START OF RADIUS 67 73.26' 69.74' TO EDGE OF CONCRETE AT FRONT OF CURB Call before you dig. APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE:-----���---�?--------- BY:----- --- -------------- CITY ENGINEERING DIVISION � Q N ~ � Ld O N \ d O;> a_ ; L _ O Lf) r7 0 8 oo OX 0 0 Ln N v Ql 00 0 LO Ln Ln L a F- LL Ln 0 � rn 4, 00 W M ,u)i fG =3 Z Q ® F- W 0 W o� 0 0 o) Q o 0 J < Z O Z - �W0 W Z Z O O �W U < MT cf) 0 <T0 j Z _ W ~ CC W W W RESUB > JUL 15 2013 C) DUNXINC CITY DMONDS t-1.6 6'-10" 3'-4" Ilk Id 5 CONCRETE SLAB W/ 6"X6"-2.9X2.9W.W.F. ;s OVER COMPACTED GRANULAR BASE COURSE' SEE DETAIL 7.' !' 4 .•rk. Fo +..' CD 04 4 Lu :.. uj CL c LINE OF FDN. BELOW, TYP. r Al <`x ij 26 M i NOTE: EXACT LOCATION OF TRASH ENCLOSURE ON SITE TO BE DETERMINED PER SHELL ARCHITECT. 6" 0 GALV. STEEL POST FILLED W/ CONCRETE. EMBED 3'-0" INTO CONCRETE FOOTING, TYPICAL. SEE DETAIL 8. CD PROVIDE AND INSTALL 1 1/2"0 X 6" PIPE SLEEVE 3. FOR EACH CANE BOLT AT FULL OPEN AND CLOSED POSITIONS, TYPICAL. N NOTE: EXTEND WATER AND ELECTRICAL LINES TO NEW LOCATION OF TRASH COMPACTOR. 2'-0" �. 2'-0" TRASH ENCLOSURE SCALE: 1 /4" = 1'-0" 0 20'-0" STEEL FRAME PAINTED GALVANIZED METAL DECKING METAL COLLAR TO FIT OVER 6"0 POST (GREASE AREA BETWEEN POST & HINGE) much-r— WELD TO FRAME �2" X 3" TRIM ANGLE TACK WELD TRIM ANGLE TO THIS SIDE ONLY. METAL COLLAR, TYP. HYDRAULIC GREASE FITTING WELD BOTTOM COLLAR DRILL AND TAP HOLE TO POST (TYP. 4 PLACES) TRASH ENCLOSURE - GATE HINGE DETAIL SCALE: 1 1 /2" = 1'-0 SECTION 367 TOWNSHIP 27N, RANGE 3W. W.M. /2" STEEL PLATE /2" BOLTS TO -RAME 3/4" CANE BOLT V/ 4" HOOK CANE BOLT DETAIL SCALE: 1 1 /2" = 1'-0 SLOPED GROUT CAP (TYP) 8" SPLIT FACE WALL. COLOR T MATCH BUILDIN( GALV. METAL DECK WITH TUBE STEEL FR AND BRACE. BOTH�HOLES FOR OPEN AND CLOSED POSITIONS) FOUNDATION BELOW (TYP.) TRASH ENCLOSURE FRONT ELEVATION SCALE: 1 /4" = 1'-0" SLOPED GROUT CAP 8" SPLIT FACE CMU WALL. COLOR TO MATCH BUILDING FOUNDATION BELOW L— TRASH ENCLOSURE NORTH ELEVATION SCALE: 1 /4" = 1'-0" 1" NIPPLE WELDED TO PLATE o I -00 COLLARS 3/4" CANE BOLT W/4" HOOK NOTE: SLOPE PAVEMENT TO FOLLOW LOT FOR DRAINAGE (SEE SITE PLAN) PAVEMENT (SEE SPECS.) 5" CONCRETE SLAB WITH HI -TECH FIBERS REINFORCMENT,SEE SHEET C3 SITE IMPROVEMENT PLAN FOR LOCATION 6" COMPACTED GRAVEL D/T AND TRASH CORRAL PAD DETAIL SCALE: 1 1 /2" = 1'-0 6" 0 STEEL GATE P( CONC. FILLED PAINTED GALVANIZEC METAL DECKING BOL• TO STEEL TUBE FORI 2 X 2 X 1 /4 STEEL FRAME W/ WELDED TYP. EA. GATE LEAF CONCRETE PAVEMENT d '. 1 • ' IA A: ® 4. I #5 ® 12" O.C. � A (8) #5 VERT • �• • ®. (3) #5 EA. WAY AT BOTTOM HOOPS ®` 3'-0" X 3'-O" SQ. POST DETAIL SCALE: 3/4" = 1'-0 CE GATE LEAF = 8'-4" (VERIFY) 2" FOUNDATION BELOW GATE LEAF DETAIL SCALE: 3/4" = 1'-0 T. 0. CMU 8'-0" MAX. EXTERIOR I F 'i:"1 I INTERIOR 8" CMU (SOLID GROUT) REINFORCING: ASTM A615, GR 60 VERTICAL-#5 @ 16" O.C. HORIZONTAL-(2) #5 ® TOP & BOTTOM AND ® 48" O.C. U •• J tN ?1. ,• r;., <<. 5" CONC SLAB W/ -' 6"X6" - 2.9X2.9 0 W.W.F. C) T. 0. GRADE 4 O'-O„ (2) #5 CONT. ® I SECTION DETAIL SCALE: 3/4" = 1'-0" Know what's below. Call before you dig. RESUB JUL 15 2013 BUILDING- OEoMONDS APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: ----� �3� �I��------- BY:------- ---- - - - - - - - - - - -- CITY ENGINEERING DIVISION ? i ■Z i W 5 /�/•yy•�� < W • W 2 W /� LLJ V/ V)4 �W/^� V / i LA.. /Wy IJ) '" <I U 0 w 2 W W n tZ IZ Z ¢ Z Z Z J J I J 8 J Q zU s � UU'UU a n o— 2 Q d to I N N ? p r7 0 mot• co t- O; O k 0 .- N n �t to co C) N '0 u J w 00 0 CD Ln rn w < M 7 d+ rN.En N M v, ® N Q ~ o W < O 00 0) W 0 WHO z W o CO 1 V♦ o O ��Q 0 U no�W a = N Z 0 W co W a: W CD a C-1.7 E 0- CD -4- r;-i I rl-) � C:) " - - � -5 D C31 3.1 -0 C/i CD r-) ME; r-) Li-i ___ Cn 01 A__ B:: a L__ M C%4 I-- r111 U :2 I'- Cn _0 S__ 0 E _C) Ld 1___1 = 0 .1 -11 KDn A= � C_ Cn C) - - i3i:__ . ____ . .. M SECTION 36, TOWNSHIP 27N, RANGE 3W. W.M. . - . . .... I . I -.1-1 11 I 1.1-1111 11 . 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I . . . .................... �_ 4:�� �,�:. -iiii�::�����:�:�����:�::��]��:�:� i1i:1i::i ,,,,,',_.qq...... .............. - - - �: . ... .... to - * :� . .. . : : :: !��111111111111111 ������ ::: ...... :..:. , __ ....... .1.. I � � I . ..]: .... . . _ I W - .... � .... � ... �,,�:s�: ::��:�]::Iij:i : ,,, . , ... , , . . .." , - 'N . ��::]�:���:���::�����:���...........,. ,_�i ALWAINUMLED. .. : (11AINTE0 DOPO! T GENTARI I ... .1. F. ;. ; 4�,*��::te�A . I , , , . :1 . .....,.��.-.-.�. - �...`.` .: L ...���� .. .. � D&AIL . ��_,.-,_� I .� 1111'..--.� - - ------' � t. i M:Mml� �:�.��,,.! "W1 ,K4*,4�4.4��=:;:sli4 1 :.�:��;�:: ::: . � :UPPORT C�CHANNE�L .. I :", '.. .. - �,,, ........,".- ............... - I ..."...... .. S ..............111. : �� 11�11,1,...,. -'. NZE) . . , .. . �. . ....... 6000 V35 36. BRO - - - I I . ...... I I I . . - . ... � .... I .. . I � I I . . . . . F96ME &_ LAMP DETAI 4V . . SCALE-: -1 �/4t` = V�0' I . . . I I . l T-0 1/2" 11 I XTRUSION . �. . OUTHOLE� SCALE: NTS -.-I.- -1 - .'�� 1: - - - - - - - I I - - - - I I 15110OV3536:61RONZE : , I rnmAuAiNEk kwoVASLE FORACCrESS. . � � . .1 . . � I . U.LAPPROVED **: * I I . .... ... . . , . � ELEf,TRIGAL� a32 AmFS,190. VOLTS: � - SOUARE FEE".r.: BPXEIDI%�13,93 .11 ACTL1AL,*=,3.71 . - 1, I rA C_& DE rA IL C-LEARPAN�F.C)P�NI�v.�bLy,.FAce�wI . .. 2ND:8 . � . URFAcr: SCkUNED DECORATIOR: i ORPM9495RED- BACKGROUND. . : . . :iiii�."i,�i...'iPM8.109 YELLOW- ARCHESAN!Di : , ARR . ow. � .... , . I =1WFf,,1Tt.-**6iRt&!6NAL COPY � . 11 ., �.. - , I � : ..� . . � ., . I I ''..., - � � , I , . � - _ --- �ftft I . DISTRIBUTED 0 SIM UP COMPANY 't, � '. �f,,S�xtSrww�." - , I I . I... .- . , , M �,.,6� X94 '01 .;:�,., .11 - I I , iprw�srjf , A f!.-�%.21; � I .1 . .. d'Al I 7 '. � A NO,— �: 'WN'ti-CUO I'll �.. . - ....... 11 . ,. . I . � . . . , . I V�lvw,*,!O M - . V4N*4f1q-e(kS11NWf$#VAFfi$ :1.�,16O)PA.I-.§,'�1681-��,W.i.,-r. .- - x0l . n I 1, . . . . . .. ...., _ . . I I � . I . I I I I 1. 1F-4�, � I I I 11 I I 11 I 11 I I f-9, - 1 - I . REIV10IIS LI-FrING. ,: I . I � . . .. � 1. ' I . .. . - I . . � ,5F I I � t. FROv1sio . I .A�,MQLES I.. � . . ..... �Tp, I I .. : - . I I-, � I I �.... , , , � . � �. - t I . _n(5 ; �� � . . .� -m- - __ 97,n-, - -7 :. 17 ,,... , � ii. ; ", n&W t: �, 1. 1. I -)[ . - , 8.A:, . , . ii,� , 1 . 11 I ., ID rf rl V QA: iy I I � I m q, T 'ij��: - , I I I . .. . . ; INSXALL�ZRW E-THRU' �'. ,. 1- ,", � i: '.�. ". .�*�*::�j --1.".*.."--'� . . : �i�i�i� !,O: ... ��; ....... �:...., .,.,.::;;:;.:... ...... ..,�....-....��:,.;.��.�..�.'i..�..%�1.1� " � , �.�!�]�;���]�]�]:������!���]�]���i�i ,:, 1i _ ' .�: �� , ., , ... ... .. - .1 .- � : . - .. .. .1 ... **' .. ,a . ., * .,,�� : ... � .... l� ,: ". ....... " I .... .... .... . . ., �- �4 795. wiffiw.. , I _1.1�1, ., I I - I OF 1-01`111.1,`l I ... z. . I 11-1 . -k 14 �mt "I ,. a R L RS (IN TALLE , ETrp_.... . . .. ... . .. ::: .* - . , ... . I = I I I A ::::�:�: 1 : :11aa , 111 -__1 I , . M�:i ___�_ _.1._.....,.0 , -, P I � ........ 1. ... I I . , �. I . A 11 � .... � . - . ... I � . I . .. � , I � . i* I" � . I,.. \ ... , - . . .. .:.. . �, :. . . ro xm � Tp !W P P LT 1 14 � i 1: %" - � .1 � I . .i I.- , ., I DOUBLEARM.GATEW4. I I . i 11 . I..." ." I t - , NOWCORR081VE SOLT Y . 8 . I . � ,� . I :: Ina fN_gTR(1r!-rI6ft , . - I I - . 1, I �11 1.� I i � I - :41 . mwr4 �� I ... %.. �,,,.,.,... ..'......... � . um", I . . �., , , I 1. I � � . 11 SEE. DETAIL XON PG 2 : I I I i. 1 , I I :: . ,� . , 1, Genen�:cbntraotof to Slake stri locagan(s), establish final grade requirenmtti and deterrmne. A ; �� . I I , � .. � I I t . 1. ,I \\_� . � � I . I I . on ih.4 ., - I . - - .. � . . , . I .. I Id * I I i � �* :1 I . 1. � I * the sign Oriente rn topedy, pt of to excaval OM �. I ... .1 � .. ,. . I .1 I t . I I � ... NSTAL SWINGARMI . . PROVID��',D',:�',TAR - � i ; I 2. General contrktor to excavale gateway.ioundation, and se� anchor bolts per tesnpWe I .: i, I I l : � 1 ' - JUSTIFY: N11 � AMSE . . - I I I��AsHtr,_-_-i. I lRdmIed iAh plattt & 1�611: kit, Pourcoqor6t� mcoMing to ongincernd drm�g OC-Ificubions. ; CENTER �� 1: . I : . 11 . I : - i . I - 11 I I i BANG,SAR & RDRIVE I i - . . I . ,5'npotc)�, I � .3.. Uncrate and Insom A sign diUpla� ci�rtpionl�.nts, Notly Posonot-of any clarnage, I;j I- THRWIETTERPTO .. - .. : :; .i . I I-. . . . I , 11 PRE-APPLIFIDMINYL ... 11 . 11 I I . * 00stionievellig nuts a prate waslIers fm isrt�hoiboits ig�.4;�:.-_�,,i,,',�,�ii>�,i�,�,,it-�,��,�,�!:O�.� 2� i I , , ., . - . . I . � I . . .. , � 1. ,I and lowdtompowily ktflnal. adfugtment latoit_* , 1. 11 . . 1. I, I � 'CLEARANC6.1..FEET'.. ; ii �� INSTALL.:DANQ.13AR .. �, . � 5:- Lilft VertIcat 0WMrt 6,ficlure over an�hir iiriaffs,., install plate. wastioia and nulsover aflohor. �11?�gl 1 � � cowpOTH �.105%1 i I .. . . . I � t � . (MOUINTINd HAWWAke 11 . I . I . I - .. I I , . I . I balts, Double chkk art adiust for I-eIiel in �9 directionsAmling 1��On6 nuts, Tighten g1l �, .1 �d. , . �.. 11 . I - . I . : I � .1 . P,ROVIDERSYPEIRSONNi - . � , . I .1 .1 .1 i 4, - put� ovar base.01416. 4 1 . . * � � I � - . . ,� ,. : � 1 6, RGif�o,jblfftingotbQislaii§:frd�6tai�bttbl�mn. Fill holes, p0th -da�f-sificone to,ansur-a a � � I 1 1. . 1 f I . . .1 1- I—. ... .,. ,. . I . I viwerript $&al; ,* . I I . I . I . I :1 � : ; . I 11 :1 ; I 1, Remove,access cover. from top of bireak-away.dearance affn to eypose hinged rrinunfing. . 11 1 I . i 11 . - I I I 11 � lo=Uon. Allachan'orit b0,6ore prick.&ge.fo�nd ineide accewroft'r f6r hi6e A PVC bMg- � +`-1, be , id . holes flasti1b bott=sliln of.swing enrl (ndts.are - t � � . � r.ipsfalisr6a%[6��,,b6t,ts,(provi ed)lnto , I � .. :, '.. .i . � .1 I � . � I 'I I w . .� �: I t elded on insWfj:%lkin to remNo eyebeilts), triftill'S. hooks into srriall oyqhci1ts..& piric-111 oR � I - X,311W. SQUARE: , '. � ., I . .. . I I . . . .1 ... .. .1 .. . I .. �,�.6 .I - I 1 . I . . I nnuallY,(jotw rninimurn of Wo 00ople . I � 1 .. . I . hook shut. . . � .. .. . I . . . .., � i TUSE * i I ,8. Heist arrOintoptositionvsing Oraps, srlisw Nt of M, � . 1 ,; I 1: necostary ID, attach ar'.m), . _ . � . ... � * * I � I � I 6� Lma �,p aym �mK*ivertica(Wwnn rnount: p6aw iq 1 , I . . . . ing 601os. $up 0&t of E� (M �whuo attl*chlri � I .1 .. ' � J: 1, , k. . .1 has Wen ive�ed and b 11, 6 1 ANCIAOR BOLT 1 butt miltj I �r� unit arm �!yibunlfi.h4*b,olt�ii�a�,�o..f�O��y I I ; I . I tight6nedagainsl ttrurtuml tube. If additional adIbstmenwarenecossary to level tho arm, j �' rPETAL �� I - . , . 1. 1. I . I , I lonson th'4 5 balls in the vertical structural tube &,thd 5 botts.in: the hinne rnechahihm; �'lacaied �, I . . . � I � � . I . . . . . A - , .. . . I _. - . . I : inS!�4ai�Ogi��.at;6e�grbv4j?);.Checkfiorlevt4,.ad,'-uit acrotdfng1y.:7ofque,aI1�Mng arrn : I . . . . � . . . � I I !L . I - I . 1. . . .1 , ,, . " .� , . e(sbollitsimiaAr ctunlf6boa* Oboltairt Inge �,$�3�_:`, U nd h ,,!��:_:!... bottS, to so itilbilof pees8ur . � � . � . .. .� . _ �,�:.?�7 PAVa4ENT , . . I � .. I . - Mj wl,!;!!!� : In- I I nitecNniiiin). , �.�-;:'.. I I ... . . a .:.,. . I I � � :: . . . I Check inlotion. and.spting tension in bot4 ar0fs: by fiota�ielg them 16 itsfabliSh fun0001 arrn , . , q � :,:.': :: ,... � .. .." - M.- � I . � � I , I .11. , ��- "'. .i. I .. ................. ...... - . . , . operettlom. Slrnulate rnollon by rotaffrig arms apprcl�lirriateI�. 12-16 Incliesi and raleasing -*,: i:.: - � . . .. . .. , . . . .. � �� , * � . � .. I , - . � - I 001`10 ?�. il libm to.relurti baCk 16 klintif stolti ONO Ppiitiiik ag&ot t W coli jmn�: N 0 to! t e n �1 an .1 � - I . .� 314"X.,39' . ,.:, .1.1, I . are, pr&�qi� andzhoW.d hot rieed adju8ront CMISC4 Perso na with. !�Iwe.s or P.Qncerml . . .. I - . , . .1 . . * . , . - _. ANCHOR 501�TS �JqTo-, I . ., I . I I . "I I I . . . 11-positronan'i "!oVnt'Ddv04hr67 letter! two jo�.fi�ft�d,dl%?,6rthe,.Pml�opplield vinyl* .. 1".. MITY 4). it, 1. . � 8 -M- r I.. . .1 " , �. .1 I � __ .. �. .. -.1. .. �_ � I 'EFERENCE ENGINZE -ZOOR -' �, N .� ,o',,.'),1s3stiq1.11 _AWING ,; ->R DEV1,1U1w. . . �� etters on j�� . - I .1 I , P . .... . .. '.. .of 'q ., . I : , I I : . I � e6ranc;4!b.fdbt"cdr))Xdtid:il,i'�.fron�fron�*.4�� kpn,�:I.X?%:�& � .: , . � ... . I . 11 I � ,� . . . * I I � . � - I . I I - . .. topof aft uslr�g V47x20.x1,*,V:Iorij nonkcarrosive bolts with nulsil,wil6fivs(tat� tobe � �:::�%::: � ��;ji� I I I �.. . � xx�:� I I .. . I I I I I . _. I I .1 I I I., 11 I I . . , , , 'doriald,41raidurts. , .. I � I _::�� pro,vided by instatier);,note:nuts &I�ashers must bec6bukam sideof cover.. Re-frIstall .1 � � � . . I � . I . , I .. � I . ,. i�i!i��:i��!i���I :httO'.Iiv��,�'W.t�!r5gna5,i(l,h§�bo.fyiirhi., I I . I � I . I I �. - I I sabeas 6&edcl top of.swingarm, usingorigin6f w6v,rholes. Repeat on,omeriuda. , j.j::;j::.�-�Xx� � . I �. I I . �. , I I I . .� �. .. �'. .. ''... I I 11 . � I � I . 1. I . - * : 1Z. 116te,6�� WO be . nj-har & 6hec k for darnage, 6tB1I:sfhd oyeboits from hardware l5aclkaq a .:n......_-, .11. I . - . � I .:::: .. Ah�i modift a Is an" jolts, �or . I h:.. -6 U6,,,m1d1baS&N6t 5, _hprl . I . I.. .... . .. , : .... : . ....... .. . � � I . I . ....... ..... ... I,,�. I tbronfi. fioloa:pr dud irt bxig-bx Install tho �a.Wtn nsim. for q0olts &I 66tient of bang- ........::,..: I . . * ..� I - -j, v� . .:%:;�::.�..:, I an ther -it at k e im wd by 'S" y:0 u wal 010MWIS IMSI � I I * , � . , . � I i , , �.�:'D,�%,AfA. �., . bar..�Mcunttfie 'S" hooks into ejal:loltS, OunithOln 6nd 011t th fiooks� shut �'�,�` ...., - I I , , . . I � . . .; ', � . .. �,* IM .. � �. . I . ..........:*a regi-.6tered slmctura:: tmgins�er anddo�urnentfod 6A .� koplietl�noi6vr wo. ,....... --��:: I ..... - . . _11 , . V . . . . , �,,n ... I I ,. .. .. - .1 - ... .... . , . ..... .. . � I.- 1. , . * - . I � . : �% I .0 'm excess ... ... � g . 1 Ambp . . :,� "i��:: :� ,,� ed pf M . 1 3. Hoist bang barwith chsiffis, hang; rn easure-for W-C' dle2ran ce to paverne tit arid ,trim v -- ,,:X .x.:.:.:.x:. :.�.: ....... �. I � � . . , . . . %;':4�:��:]:�:� . ,1 ... . ....- .. 11 ..... I � . . 1 h "is.,clorg, - �Iq f " j:., :, .. Ivy C.. .5. -, bog FA .. �q . ��. ... , ! :::: :.2 - I—— .- - . . - .. � , - 1, r -tmr.qhowdiot5�gbq -o s 0. fi e rivath 6D , . e �. tor jv, .be ri.w7T, ru Me ei�t . i��::..., . 0 - ....1.1.11` "h !ri, :11::i.,.- ..''.. I ,���.' , 1. �', ..� ... .1, ......., - : . I * .. . ,]���.�:, m9kiQ-9 1h � ......'. - IL 0 Lle - arslde.� .1 :: - .M TING DETA copy. Ensure all'S ........, � o ks: a �lnch d shut.. R6peM. 6n otfiL ......,�,-,]�ii�iiii.�. ,��:i:$iiliii�!�i�!$�_, �Pg� . -1. 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I � I . � , , Twit: I rl��-parcd TTSY� X,fit �,.�*,�.,j�d§�,�,�,�,.�'a.o�,��,�,;�;l�i�,,i�*,�i�-Iii&�-.41i��.i�A.."ki,4�.,�ll,lil't.��iK. : I I . DISM18070 0 sIGN URCMAMY. � I . , .. MOONA LD'S . . � , , , , : .1i�;�",!f.�?.,;i44,;�,.,i�:�.�:,�e,-:�.�'..�";6,..kp.,a.ix.,.i��,.��.�i��i.,��-m al,z'qlww, III& . . . : I I -1 64 2 1 CM . . 1. . . . . . I A �:l,olt..,.,. is B FA V)7 .71 � .,%M M".I�.*";�.t,,v,�§mz . . .......... ..- Ulusaiwi. li%',k�: . � . . I OF�1 VARIOVS I I I . I I . : 'I, , rll�. "'Am. � I : . I . I . . . I . . ... ��. . �. . � 11 . . ; 1. : : I $14eq . , DOUBLE ARM Qmmy INSTALLAtJON. : ANK.R$11X40X8&f19"9 � � . I T 1=1 :: : I . I . . I . � 1 I I 11 I T<;I,.,� ....... �.,J) 3--�,,,,t. .1j) 1 I Q ' "' � "' . . 1 (Rt) RAVMtis - �.'ro�w��,i$11_r ..... I .. .1 . . 0 .-.--..-...- - I --� DOUBLE ARM GATEWAY INSTALLATION SCALE: NTS I . � BASEPLATE. (SEC DETAIL) GRADE �. - - . � 1, � CONaRETE FOUNDATION' (DETERMINED. aY S1TE CONDITJON5i) . . * ANCHb_ R.. 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GTSE ,...,t) ,� 6fal�r . i, ,, _ �.,�N ,,�tj . �)PLAtiONZ * THPAWT,,,�,011.'A�((M', S THIS 0:0CU",ENT ISFQR BIDDING:PURPOSFS.0MY.* EXACT INSTAUATION PROCEDURES NAYVARY BASED O".31TE.; PF-CIFIC GONDITMNS, :'SVF0PTH1 TN80,1MIM9.14t . � . .. .. � I � � . . . � � I ..., . I . . - . - . I � . . . .. . . � .. . lw.� . . � I . . I I � . � . . � . � . . . I Cw.ft,*?V,:. )NtiN I pmpatcif BY: F_ *o�,�o ;; k'J'a I : . . . . . . � . . ... . �-, . ,,-�,;i2,-.,�.�;,W. &�;.i.. Mi � , ms-o,c�.,iWI,K : � I I Emm I DISMISUMOYMNUPCOTAPAMT . . . : = . - �,1�1 ,kgo.":..�!,� : M1;P0NAkD'$ 11_18-1� I CM I?i��,�.,..f�-.*"I:a,:"..ii,.,..,�"".: : I � F �"(11)nIv,ntok.�. . ,o.,�,.,re,,'w x.'I;ii,m,b� I � qo,;,� . 'i . I p A. . P .D'1§".,2j.61 � .. . .1 i . 1,,�. I 1. F r1A FffNlw . . I ,.IV. I .1 ff 1 S10,V,$1,4ffM$11,V,017r 1 . I W-�-,,�,,�-*:,;,*D 57r�1420 . VAR391US j ZOF2 DOUBLE ARM GAT11WAY INSTALLATION. _F_'�,` l"Ifig"", . I (NniF13-0.08 .: _.P�Awi�.isiglvllll; 1,6 .�,, ..... . : Fllo..Na-r� . � I . 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CS3nQra€ contractor to stake dgn locatlin(s), asnb1i,9h find Egrade reiluirements and. detormine.,hn.sEgsn - .. ,, .. . 9 I r r d to ekC€s4atldf . ii>1'si3khfatEdt3 t7r3 the, ,i e 1 , F# r a P I� v 2. �_ ells f:oaftditt t urrita#aans fx f, !),'and d Set G r-,. ei7L'7'i31 Contractor D B'SCCaU'�[9 Gc.£�0 f4 e a J I, � Sf: a J C3VI INN '&.. R PAb1 F S. t -nd<iEowitreurefor7da per template included with plafo & b"iYlt kit:. Pnur par3Cd'ate a ya ' 4t.1 � L . , SEA H 'S ?tLEfC7LY9a' ;3•.. I_ • d. 1 sign display components. �loti( �"ersorra oC . same f9. Lincaate arBfj?ns inspect all n5' Y.. 2 P S h Y <:<.,: • ,.. 11 ... I ,:i 7t=ve ' } ' ^ / ' � ,: �: ftf.if)..1i53- £�£.t.?3. L•3 i a. ,. p L .. anfl • to r.ash_tson.aa tGAcr ticE�s ... £. 4> e leveling nuts �. IG P�lac .'t f i 1 y�„ ...R+ ��� -a ':' n its : ent later. otr € o f K 1 a d tTn to I f In 1 it 3e3TTovga:bsgitstrvrcLs dt#£al.on.botli�Ti's�cinE?f cs(roavar.R�73�ovfs:CO:f.tWnnfimfat3csrF.?rEfr.<' p g {,.,..., :....:.':>': . ...._. ' : :. .._..; ; . . .d, }......... .. b nln-t3C3'C5'✓S' .- % llnta WoAIj5. ReTnvvfi mou i ' r' tl dQCf3S5 E'f£.CtT[C, bQ% tT#fi Cats to F>.Eatrc7EtioXcute 1 p.. t? 1i .. . & the GOl? eEcotrEra1 bex ttempn ar3?y}.. t length ht n Y m trait tat 1 E provided in: h € and tl n it) i3That t:a�s a t, Trim h f . rE " 3 a. t . o ,~ the o e'3 E3 1 t3 a 4t'f dU C du d �' C ME ....... . ,.::.... l . . F s f F. e. With routfn fhf: wires n . ItiCt?7t3gfF of Ihe'Ct7D.e€E<Gin�al.box in fE)e sign df. a , n 3ter1 a t. <: ».:,. d ... .:..'.: ' �� thTiti': INST:AI:€,1.FtP>✓1PS ::>.:? -- ': I . 1s ' 'f a ' e7exi, primary ri r Llnc i n 2 T I.4 _`A._ ,# Ei TTRS 7 �. over anchor tiolts.':Insia a s a e s afiE�U a at c Eu '' sir c r o LKtt vertical o R fu o r cYR n sow ra II 1 ! Wr sh d ut nch6e biat,s. P V REMOVABLE . t f T � ,. > base , all nuts SRSF? c a s LBsrn .e,relEn . n33ts..Ti iiten a in aild3ra tr n L7ottbla ctaeck and a d ust for level tJ 9 1 } t INSTALL PsT33IVVEL IBA CANt7P�1" , t , � AI eld. I ,: ; Oate, Remove fining provisions from column,. t ,. I ," 90TTONI TOR' I '}' S+� NCxARP-" t3} a, Nit prlrnary orecfdcai wires into jo nWon bax: Ra-EnstatE COD etactrlcal box &fiver. ; I A GCt SS TC3 LA��SPS" 11 "TAR,3, �',t� 8 e sJt.6 Wir' d�dta, $ ks to be instellt4tt b f a,f E a ttaIF3;.:GOt7 A if r5 A } ; 2}ri"X2"X3!1f" 9: Retttov�acresacovc�rPot4itFi oP.bf ekatb3.ri fancE3amt:tapxpQsF�.hin sdaraountirf IocatioEa: p Y.. ,. ,,.SPEAKERSI1. REGTANGIPi r a12 ...: r into position 3 arm �JCCeSS cover, HE•#!st arrrF in fltttachfnent t3ardtvF3 re acka f< can be fas#nd ins de P P S Tltt9YS INST ! LFr? €3Y 1, tt • s t '^flat n Ming sdreps so7ssot iFtt ar:iT•7artual,y (aiatrw R)In783i(3rn of iivp j�eap€ nec.as a3y+ a,E• a r) , :. MANUFACTURE 11 3 q, "n s'> i Sa `S f chili bDt .Ian i T t, a u rtwel 73ta arm While t€a E u-� r s ica.l dd unTR rt Dunn h Iee .a .. rd � L n,1 a m with re . P� � P 9 P € fie eda ii�Gut. . star crashers r�spi arrr# Ia�s 6eeri.levelied and all, rnaErntir3�.bolts are iTn y f€g t n g�... I FLz:AtZ fy �l �t:S 1 A Ct3i7' s �. -' 1 :' .. IY .. hnli .m.tE3e foci onlhe 5 s r #evelah : r s e are. necessary to a arm, s 1 tai tube: Et dljftlnnaf ad ustrtl rrs 73E3 et:e true u a d Y: . •.... ,.., .:. .. r t iitt5 dVvxt�t,J~ 3 R A �Sg IN STALLED. 9Y. „ S. LE . i._. t , ,.. _ 3 . S MANUFACTURE) tt vertfca[ stEucturai tube &the 6 bolts l;� the hing� n3eciTat#Ism (Iixcated 3ns£de the. arfFt a i cess coves .. Ghlsekfor lav+�l tad ust i�ccordl IV. Torque 611 siwing arise bolts tip �0 Ft11b:s of pressure (S:bolts j ? t � YSt tI lnctdll�Itorl Liebrss t.� .. i 1 . : ANCHOR BOLT - . . .. II .: ' �i ' "' ' into:stfaat:tural tube and 8 bou in.tiFltgs moplapnfsmj; 3M. GI3e ff`arm motion and spring tension by rotating the airM anti' eslabU . s rloollt armn, , , I 1 DETAIL E E. !I: , ---- " -. ELE&F .itt Celrim e1 "€ •'ii}IR hes n ralEsas3m o 3 o b a 3n arm a- xNT3at 2 c a d o e anon S rnulata 373oU IR roi 9 P Y.. P Y ! .is? 1 PP,VEhtlrt�lT e" X 4 Jf 3J78" ... - st a k€d � si tT s rirt sere re sill and 1tEsna ainst:coi33mn .tdota n o bacittQTtsstatlonar position P.9 P . Y P 9 RE "'f'/'tN LAf 4, f"siE 3 not heed adlyslm£ant<. Contact Parsond rralth issues ar �f�naerns.. Gheck fora minimum 476 :: ,:.;. ... t3Pt�.l�i7f2 t I t" .. 9t`- D Q T3me'Rf:-' - lea of a ei htfrorn hotto of trin arm t v c' ra" 9, m _,,#. .P„' . I ?,:,; ,' r-. 9:914 f48:.,.:._: lb :.. . .. ....:.Y rr, font ofarrnxxxxt• 6 f rl Pat arrTt elf e' and a / drram r 2 osit3aEi and trTaunt C3rdiyrlerfl fe ,ers 1 ror3 12, P q 9, - a>:: r: ANCHOR r3Ct C5 n3 i " I s !tort-: t tiE ,,, I,.11 3 (r#..:>;,).7tt73.I it€<.,.:::, ° „7..: In5tf3.tl 19tI91`ii:(I C� J:�EFI. & P33 Lis P'r) 1. .. _. - .' 1 :::: -:. W 4 : C3 { } : .. v ,l ,1 ' nu : wtisf s �B E 5 r of r.OriUSEWF fa4lts wEtft rPUt" & 4. asEicars (6all< irl b£?:Pr4J4.di4d by i. SLa 4t)r E)ql�, t�. i� - ;. ;: en bottr7rT7 Side cif cgver.; ReaEnstai€'aceE ss aDwea t4 tati•et,Swing arm,:'t -a `d b I tC inCi'3 ECF1G GtJi+it7iiil rdf t"1"';.. I r I aria I r t 3 I w s thrnu h.aa rAmn i r f: c 1 N d #n asserRbl d o eEec <.s Ire 1.,..1. ft taann as ubpve a ulm o a 9 N ' Y P P a>. # } . E< t IwtlJ '&'r• ;Rt. E*!'3 a , #'a..E i=[ rGf, -. €, LF Er €� . s ectlre canopy io`'top of :column with*sEspplled 1polts h a ;tifseessa,ry elet,ir#cal. cannactiaiis at. cs p :Rs P,. t ;t r , E Y �. base 4f coEufnn: :B °s:: . o sized to 14, trEstal# (148", ituarescent'famps (packaged.s parafefyj Enta.panopy tixtufes.: if authorized TIES: #3. € ' ake'I a electfkrat coFine6Eonsto Rma. v+_r at base'bi.s7 R• .Test lire for illumination. r2t?'S:a Cn R 1. g TY 9 11 s 12 cfe ;.. it©T( RtJ lets? back sett icQ anal: p. P F r f ( Iy ,.1 ATTE3 1 ismSLT & FCiLhtUA7ICL r,:. (If Hte it ht fl: in firtsure.31 w € ' uric SeF31 haie wK#i cigar 5. orF e +~tricvn EE3t1 rnv awns tom try of a a. 15 R f T' 9 n9 t7 3] (Sl #513,+�R H!AV� 1���i� l�E��-'t�hiElS t1SSE>th4lfl� sea#: . ... .. i ,-' _ 1.t 3 5 t > rf3' M S d: x , . t L ' ..Care tl n 3 d S R b . or,trli f'. ch E n tam, n o. fq.T u 1 U P 9. Y • " f3 I 'y rd rt3rRlSif xL. _._..:..; .: .;� ' : T.: O 6 L fVt3 AVERAGE S7€Lt t2b3plTkpN i�F2- - . . .. . .. .. hi � 4 .EJi . ��C UST Vat D tT(rt�;. ANp 1 C PH o � S , I 37 Clsa l ire , x#hove s>xc a1 # It 11 14-36 --Of . CONFIim M ATION ORDER DISPLAY. UNM(COO)AND SPEAKER OMIT INSTALLATIONS 7C1:3.Gt7i)ExkINdSPI if.#3YROP5liCT AtltlilPAiURKt5: NOT SY SIGNINSTALLEfi ANCIaIC N BOLTfT-�MOUNTING T)ETAIL. ' r- 1 1. kD_ r i ': i N arJ T 6RDI..`4TE WDOM: f CANOPY NS �TO°��.09a0 G,k'JtVQT� .. - . -: I1�.U. RESPUNiSIk,.EFORd04Y. ...' d k r4 $F. N I , 33' ..A 7 ,> ' .' : - �' 9 - R £DNS CJf .0 £; ....... \ 1. T T Q t . C ? 3» T. T}I I'V Tf.1:r C 7.FiK 'V FCE tt. CCi13f7#TfCJItii.,, �Fa r RY t3AStaE) pltt Sl'Ti„ SP F R MA`f t, 1 f gGEQCf i=S ` S biuLY Z XAGT E tdSTAi.t.,A,T Oft PR 6'1}rRPCIbE THIS 13C3CUE•rltrN'T1 ` FOR BIDDING: H� �. t#U E©334 SkGPiliP3 UN4PAfi9Y' t k, tatrar;r.,:d 4 tib>.,,z,il,,..XB°.Fa i»�i?frfx x CNTRI T :1 ific 1,rcL FtY' r.. ,1 tttl51 . ,E Y:,a> , .CUB'ti3rs. (. Y..: U tY; i!.. .: 4 ... ,:-..: . ? ...- t f r '*,' n..lrs sal „a?ss,tA:s 72 s. a}5';°nsP d rA ., st an. TC., t Is-4tti-. ..ti tus:6__ Mp3gR�,�tL� pI �Yyy-1'S-1;� Mltliir'g�)) -iVI'. t-.E1,R�tY Y,RA�,,% Rfb .. .. 3 Yl'3 i :.,. .'..". ,.: Tilt;tian7c;: - - .. _., ... ,. RIE3liF.kP'in j':'tAT,:+'tilf7ll.. #. d#;L - - -- Y 3 -" ]RAR:igRl 1OF2 ORDER HEREC:AiiNOPYINST'ALLATION Ray U$I .i�ir9EgSrpAaitcsFOcirraFJS: atwlar�}.lrai - Ik.., k-.i,;i, Q I;-i I rM O CV r tT ...a t O 0 Lli .B:: a 0 0 U to 0 0 c o £n a ORDER HERE CANOPY INSTALLATION SCALE: NTS 3Id" X 4T (CITY 4l ' LEGTR€CA. coNDUIT Tl9N9 . € Pie€ fCFi �#.� R ct�1. s T :S% i" :,�.� it ll`E FLUOR 1 ;It,�b,l31yf3AlATI®N . Gi3..l.V li L sT T R P#i , I3AL PC# fi�'SirP'PLM, $ ELF% a 2. Y1t () 3: LOA #,10AMPS ' 4; CIRCL1ITSs, t1) 26 AMP:-' 120 VOLT raALVaiANI " tf L 0 1 f 3 e1. ZEt3ANGN4'R .:yt`�eO�•. 314 ASHERS cbhr rr 111-11 FfiiJill+aG^ r 7 BL3 3/d"'21:GRAD3_36 Y 9Z 13(ltT M I� a` C, y�� R yP, 3': TOP NZ € if?i Aq I I : T -, `' i4 4.{ttti S. # is , . p p,� p a,� ASREr�. tE1tf� G V, r f ER.BOLT T.PCC >4><MU) NUT TO BOLT 3 mr ti.-i L1 VIA, EFH=�R ANCHOR SOLT OF -TAIL. 8. 3r41,, I HOR- /""�._,- i - .: ...�............ . - . . E .: Ykt: arc0 ti • Lu}aitb.rn' Yeti: U. }_ ,uF,`,: ks 3s a...li,m &,Wr Ielir;3tsy u.€3sv, du ttm.xdN>,fll'tY: a WIRiUUTEDD'Stii@3t!#sCOMPARY. 14IIW�1i; NALD_'S. 10 14'11 (+1i�FlJlenll aAf:,isn s. N.s as,An r., a:,fm>.«,,,< � AEA A u3 Ic TY!.c3 f 33 t 3 r U I RCV - 3i v 13 31 i ' •'t '�akiic;% 7 rh dd 5 EiC., i 7 f}aa3io:. # t�' �: SINAIifR S!/JS'�B�01711 0.1 I l/ARIouS I C' FA i�tcDONAL , PRE-5ELI Lli�lsRl3 ti+ESiRLLI11t(l�f �l 3: ! a grYtFiti .. »,3-•:q,',n r,3r .pIFss' i>+/ _1-%r'1AI A I nIc ooe 0CI I E2nAQn IK14ZTAI I ©TI(')Kl SCALE: NTS SECTION 36, TOWNSHIP 27N, RANGE.3W. W.M. ELECTRICAL SPECIFICATIONS, SPECIFICATION'S: I. ILLUMINATIOW. COOL WHITE I L ORI SCENT LAMPS 2 ,W"LY.,:(1)ELECTRONIC BALLAST 3 Iw_ _ CANC)PY: 1.;90A.MPS G�?D.UNIi"T. ,. I3I] SPEA@�ER;' TII3 t 1I IIT: 1I7 A1�i91x -.: f 2I3 VOLT , ... 1. 1 INTENDED NI7EI7Q I S A LImI INGC� CLAN THIS S.OI� .� 1 .Im N T. I� ACCORDANCE E 1 E REQUIREMENTS.. A. . Lt i I* (E iNATI iVJAL A1ITfI.TFI.C}. G 5±: T 0 CAL.. , Altlll.. CsR AP F'LIi.A I LEr L{3GAL'Gt3CliW'S. ELGTRI I PROPER GROU DING A BONDING -OF ` ' THE "� - 'Tl�IS,N�LI.:lI);*S i� Iti#f3 ONC}I C qP laliT aI�6 . Ci.OUBLENUT. I I ................. L.0: Q ALUMINUM.. Ia.. I 4 t °?m. w .' ---. .- (BASE, PLATE �., i ,. -N '� � W LEVELING NET 3 AND WASHER iA R. # ;. . CRElE: \+ :. ®m ��,. LLI B J ,:1 i 3 i:: i FO T NG .. �' . ...'... . _ . . . . .. . . .; . . �. Gd n:...... rL{� ry�> 111 114. O $% m .' GALVANIZED AfiJG�ICiR , «' .LL_................i I "... "I 1.I�i . .1 �. ,s. s" Li I�f . / 7 THREAD vtf TOP �.2: THF2EAU �.__. £, IE�I N UT _ .. . L3 TTl S 8 _.. _ - ......... .,>,_ :' 3 . cs : e: ; , 3 } .i........ .......... ... ........ . ::;:' :' .::::::.... I I } . ..: S R NUT &'WASHES+ .. }.. _. 1. - : ..:. i } Lt f I :, I • i�• A A T 'BOLT 1, C1 dImII3IIC O FROP+IT VIEW E I;} I j s r ,. rl I'tii r�IIER 1. . 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MENU BOARD INSTALLATION SCALE: NTS SIGN DETAILS PROVIDED FOR INFORMATIONAL PURPOSES ONLY. SIGNS AND FOUNDATIONS TO BE REVIEWED AND APPROVED UNDER A SEPARATE PERMIT BY OTHERS. Know what's below. Call before you dia. APPROVED CITY DATE: �) JUL 15 2013 �G�TaNYOF EDMONDSPAR � NSTRUCTION ONDS M 0 Z rD O L f , M N — O \ r, .- O •' W N a— O d- .: L : 4' ? M O i l..... W : CC G 'r5 V ': .,. . //�3� V ^ LL Y i.rF- Y :. . : R E Ln i� O i O . :: }P 00 Ql L a W M (/) O M 7 r-I - N +--I F N T-I U) M ®Z N EW o Cn E(L QJ O z < J 3: O W V W Z Z 0 WO CO O cc o Q W �W3: (a Q.4Tva < DNZ @<40 () (1� 0 V J IM: W =` .. CITY ENGINEERING\QIVISION mPM m SE3N D-1 M A R K ,. �T N3:�"LY CORNER OF CONC. ,t� PAD CIN PO?iER VAULT. IELEV. ASPHAL-I PAVINJ-;' 04 0 c 6, 7' SECTION 36, TOWNSHIP 27N, RANGE 3. W.M. tFNL.?. CONIC. C, Vil T Jb W I E A61, --S Tc+i, C,,4 ki EDMONDS WAYISR-1 4)----" z` -N vW '3 7.50 TW tZ06.-70-- TW 307.00 TW 307.25 TW 307.50: TW 308.50 T%1 30885 FND� P I < IN A! L �Ilil TH fj, C01,1C. CUNH 6: Lk -TW 307.00 TW 30 BW 303.50 6 0�_ W303.00- 305.00�',- BW -.308.85. 0 F -------- - B -3 7 0 BW-•30 .. .... 308.00 8.00% L'S 1H,90 - - - - - - - - --- MAG NAIL �,IVITH c -,`,",77 7,7 7 INASHER OFFSE00' P01 7- -310.30 PP A-1 310.30 R-OAV3ENCHMARK 302 X: MIT 303 F'- Y FACE OF I" IN IOWA ON 304 SD --ill"111=1111illililli-SD ViAlL u i :I I 1 310-70 310.20 CB 0.2' 5E'1"/' OF FIRE HYDRANT 24 ELFV. �-316.0!z PI?J 3-12J5I'R`0F, 1 309.65 1Nv "OD" (n -xrla 7A- [27] F9ZV .308: -501 C1 3: 310.10 30! .40 13 ;4V UPdE 3' C Y0 1 OHE oi,J < 001JC. INALL LLi 11al'i (MAX. 1.2') 4,270 SF 24 F 2.0% 7�7 FFE 310.20 310.10 L01, ( FT u% MAX. Q) T S!P 1- 1 Al - r) LLj __j PAVING 1% �' - @ j 308.50 P\ A-.... 0 zj u- -- - - - - - - - 3-09-. -15UU.4u o 6 309.62 --'Lli 309.62 F2-41 Ct u 1106 �7' I 308.85 4 00 5 1.1 % 309 ,2.5% m 1.25% 310.65 < 5)b 0 rn Mom 309.50 ul 3 0 8 \\50 15 3 N v C) 0T A r 11 S K. N "Iv d CD IS 1118' C7 A cy, < "-d 'SUF?',/EY1-D A'71' E NOS. I C T,C, D 0 Nl A I D S A!4) 0`L)c,107 --- 5,f I �1-01:,!(-)j-')�� fjc)jj Ci 11,1:� 3� 0 7,1- --12 6' ----------- CORNER INACCESSIDLE; EA S..--. 7 1 -1- TH7 NO PE7 "I/Er, A I N OT E I. FORD, MORGAN FISH, JENNIFER " AIL . L-mS-1, -F, LO LDS A 92911 1012NID PL W ID() '0 R p ("'R "'T! C"': -j 1 5 FAUL ITY, VVA 9309'� EDIviOND %NA Inc_) STRUCTURE SCHEDULE PIPE SCHEDULE # DESCRIPTION # DESCRIPTION # DESCRIPTION PIPE # DIAMETER LENGTH (FT.) SLOPE (FT./FT.) O CB TYPE 1 RIM = 309.45 12" IE = 306.45 (IN/OUT) 11 CB TYPE 2 WITH SOLID LID RIM = 303.50** 12" IE = 297.75 (IN/OUT) @ CONNECT TO EX. 36" SD MAIN WITH A TYPE 2 SADDLE MANHOLE WITH A SOLID LOCKING LID PER DETAIL 4, SHEET C-2.3. RIM = 299.00 EX. 36" IE = 291.90 f (OUT) NEW 12" IE = 293.90 f (IN) 1 1 12" CPEP 74 .016 12" D.I. 133 .006 F3 12" D.I. 59 .019 O CB TYPE 1 RIM = 308.25 12" IE = 305.25 (IN/OUT) 12 OIL/WATER SEPARATOR RIM = 303.30 12" IE = 297.72 (IN/OUT) 12" D.I. 142 .005 5 12" D.I. 90 .028 O CB TYPE 1 30650 RIM = . 12" IE = 304.50 (IN/OUT) 13 CONTECH STORMFILTER RIM = 303.20 12" IE (INLET) = 296.99 . 12" IE (OUTLET) = 29394 E 6 12" D.I. 62 .005 20 SDCO RIM = 310.70** 6" IE = 306.70 (IN/OUT) 17 1 6" CPEP 36 .010 R8 1 12" D.I. 64 .088 CB TYPE 1 RIM = 308.85 12" IE = 306.85 (IN/OUT) -1 Fg 12" CPEP 29 .072 CB TYPE 2 WITH SOLID LID RIM = 305.95 21 SDCO DIKA = 308 F)r, 10 12" CPEP 32 .006 12" IE = 293.85 (IN/OUT) 61 ir = 7n,) rR (IN/OUT) 12" CPEP5 006 CB TYPE 1 RIM = 308.25 15 CB TYPE 2 WITH SOLID LID SDCO 1_2 1 12" CPEP 5 .006 12" IE = 306.15 (IN/OUT) RIM = 304.80 RIM = 309.75 13 12" CPEP 15 CB TYPE 1 12" IE = 293.85 (IN/OUT) 6" IE = 296.98 (IN/OUT) .006 12" PERFORATED CPEP RIM = 305.65 F@- CB TYPE 2 WITH SOLID LID SDCO 14 (SEE DETAIL 1. SHEET C-2.3)1 80 .000 I 12" IE = 303.65 (IN/OUT) RIM = 304.00 - RIM = 304.41 1?" PFRFORATFD CPFP I -- I O CB TYPE 1 RIM = 307.00 6" IE = 304.40 (IN/OUT)_ 12,- IE 296.db �IN/UU 1) 1 6" IE 294.35 (IN) 6" IE = 295.60 (IN/OUT) I r7c, DETAIL 1. SHEET C-2.3) (SU-L- 'J'j uvu 8 4" FOOTING DRAIN CLEANOUT RIM = FINISH GRADE 16 12" CPEP 13 .000 @ CB TYPE 2 WITH SOLID LID RIM = 303.50 12" IE = 293.85 (TO INFILTRATION TRENCH) 12" IE = 297.35 (To EMERGENCY OVERFLOW) 17 12" CPEP 45 .037 CB TYPE 1 * WITH DOWNTURN ELBOW RIM = 305.95 12" IE = 303.35 (IN/OUT) 6" X 4" WYE CONNCETION 12" IE 303.53 (OUT)18 6" IE = 304.03 (IN) 12" CPEP 49 .037 19 - - 26 0 - - 6" FOOTING DRAIN CLEANOUT RIM = FINISH GRADE 201 I 6" CPEP (RDL) 67 .060 CB TYPE 1 RIM = 302.05 12" IE = 300.05 (IN/OUT) 21 1 6" CPEP (RDL) 95 .060 V8 CB TYPE 2 WITH SOLID LID RIM = 302.22 of * REFER TO DETAIL 4, SHEET 22 1 6" CPEP (RDL) 23 .060 1 12 It = /-Vn. /-I LIN OUT C-2.2 FOR DOWNTURN 231 1 6" CPEP (RDL) 13 .096 10 CB TYPE 1 ELBOW DETAIL. F i WITH DOWNTURN ELBOW SET LID 6" ABOVE GRADE 24 4" FOOTING DRAIN (PERF) I - .005 MIN. 0 m � RIM = 299.95 F2 6" FOOTING DRAIN (SOILD) .005 MR CROSSING TABLE UTIL 1 EL.* UTIL 2 EL.** CROSSING UTIL 1 (CROWN) UTIL 2 (INVERT) DELTA 6" SS 300.53 12" SD 305.21 4.68' 6* WA 303.33 12" SD 303.88 0.55' 2' WA 303.33 12" SD 303.83 0.50' CCD 69' SD (RDL) 297.20 12" SD 303.46 5.26' ALL UTILITY 1 ELEVATIONS ARE TO CROWN OF PIPE. 2 UTILITY 2 ALL UTILITY 2 ELEVATIONS ARE TO INVERT OF PIPE. 18" MIN. CLEARANCE, WATER / SAN. SEWER 6" MIN. CLEARANCE ALL OTHER CROSSINGS (D UTILITY 1 LEGEND: PROPERTY LINE EXISTING GRADE PROPOSED GRADE PROPOSED SPOT ELEVATION SLOPE ARROW TOP OF WALL BOTTOM OF WALL ROOF DRAIN LINE STORM DRAINAGE PIPE FOOTING DRAIN PIPE INFILTRATION TRENCH TYPE I CATCH BASIN TYPE 2 CATCH BASIN STORM DRAIN CLEANOUT CONTECH STORMFILTER OIL/WATER SEPARATOR /-310.5 ,,-2.0% TW BW RDL um=mm=mm=mSDmm=mm== (E4.2 2.y -FD- - �77777;. - wm - . ..... 2.y m 171 NEW AND REPLACED IMPERVIOUS AREAS LINE TYPE ON -SITE AREA OFF -SITE AREA 1. NON -REGULATED N/A N/A EXEMPT OR REGULATED REGULATED REGULATED 2. REPLACED 36,531 SF 1,727 SF 3. NEW (POST 1977) 2,614 SF 1,395 SF 4. TOTAL REGULATED IMPERVIOUS AREA 39,145 SF 3,122 SF 5. TOTAL AREA MITIGATED BY EXISTING STORMWATER MANAGEMENT SYSTEM(S) N/A N/A 6. REGULTAED AREA NOT YET MITIGATED N/A N/A 7. AREA PROPOSED TO BE MITIGATED BY LID TECHNIQUES 50,888 SF 4,606 SF 8. AREA PROPOSED TO BE MITIGATED THROUGH CONVENTIONAL SWM TECHNIQUES N/A N/A Know what's below. fl%l I I 12" IE = 297.95 IN OUT ca Fiefure yuu Ulu. - JUL 22 2013 BUILDING DEPARn4ENT 011Y OF EDMONDS IL I APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: ---- 7 BY: CITY ENGINEERING' DIVIt`ION F- Ld > n cn W Z) I Lj i LLJ z U) Of CD Ilt- I 1 Ell a- cn 5; t d=) Ld 0� [if Ld Ld Ld 0 0 1 0 III{Z li < Z < z z < < z < -j -i -i -i _j < j 0- < < < < Ln P, 0 0 0 i 0 0 i 0 0 z d - I N r-q o - j In d Q 0 C4 1*11 0 It 0 (wr W 0- Z I co pr) 0 r- c\j 0 Lf) (D 0 Ld !7,2+f �6 717211 m z z 0 C4 &W 0 00 W 0 0 < 3:: z 0 < Z �l V W cr) W z 0 z r Occ W CO < n <.t CO z <,-- C-4 E5 0 z 0 65 m zc) W ft 0 W < 0cr C-2.0 _ Q I 0 N 0 N 0 0 LJ i 0 0 U U) 0 c 0 c co 0 m SECTION 36, TOWNSHIP 27N, RANGE 3W. W.M. GRADING NOTES 1. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF THE EXISTING CONDITIONS. THE PLAN DOES NOT REPRESENT A DETAILED FIELD SURVEY. THE EXISTING CONDITIONS SHOWN ON THIS PLAN SHEET ARE BASED UPON THE SURVEY PREPARED BY TIM HANSON AND ASSOCIATES, INC., DATED SEPTEMBER 27, 2012. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELD CONDITIONS PRIOR TO BIDDING THE PROPOSED SITEWORK IMPROVEMENTS. IF CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWORK WHICH WOULD BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT EXISTING SURVEY, INCLUDING TOPOGRAPHY AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, HE SHALL HAVE MADE, AT HIS OWN EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR AND SUBMIT IT TO THE OWNER FOR REVIEW. CAUTION - NOTICE TO CONTRACTOR 2. THE CONTRACTOR IS SPECIFICALLY CAUTIONED AT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND, WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THESE PLANS. 3. THE SPOT ELEVATIONS INDICATED ON THIS PLAN REPRESENT THE DESIGN TOP OF PAVEMENT, UNLESS OTHERWISE NOTED. 4. CONTRACTOR IS RESPONSIBLE FOR DEMOLITION OF EXISTING STRUCTURES INCLUDING REMOVAL OF ANY EXISTING UTILITIES SERVING THE STRUCTURE. UTILITIES ARE TO BE REMOVED TO THE RIGHT-OF-WAY. 5. ALL UNSURFACED AREAS DISTURBED BY GRADING OPERATION SHALL RECEIVE 4 INCHES OF TOPSOIL. CONTRACTOR SHALL APPLY STABILIZATION FABRIC TO ALL SLOPES 3H:1 V OR STEEPER. CONTRACTOR SHALL STABILIZE DISTURBED AREAS WITH GRASS IN ACCORDANCE WITH LOCAL SPECIFICATION UNTIL A HEALTHY STAND OF GRASS IS OBTAINED. 6. ALL CUT AND FILL SLOPES SHALL BE CONSTRUCTED PER THE UBC CODE AND APPLICABLE LOCAL REGULATION. ALL CUT AND FILL SLOPES SHALL BE 3:1 OR FLATTER UNLESS OTHERWISE NOTED. 7. CONTRACTOR SHALL ASSURE POSITIVE DRAINAGE AWAY FROM BUILDINGS FOR ALL NATURAL AND PAVED AREAS AND SHALL GRADE ALL AREAS TO PRECLUDE PONDING OF WATER. 8. ALL POLLUTANTS OTHER THAN SEDIMENT ON -SITE DURING CONSTRUCTION SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE CONTAMINATION OF STORMWATER. THE CONTRACTOR SHALL ADHERE TO ALL TERMS AND CONDITIONS AS OUTLINED IN THE GENERAL N.P.D.E.S. PERMIT FOR STORMWATER DISCHARGE ASSOCIATED WITH CONSTRUCTION ACTIVITIES. 9. PROPERTIES AND WATERWAYS DOWNSTREAM OF THE SITE SHALL BE PROTECTED FROM EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FROM PROJECT SITE. 10. CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE GOVERNING CODES AND BE CONSTRUCTED TO SAME. 11. CONTRACTOR TO REMOVE UNSUITABLE SOILS LOCATED WITHIN THE BUILDINGS SPLAY LINE OF THE FOOTINGS. 12. FOR BOUNDARY AND TOPOGRAPHIC INFORMATION REFER TO PROJECT SURVEY. 13. FOR LAYOUT INFORMATION REFER TO THE SITE PLAN. STORM DRAINAGE NOTES 1. ALL WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE MOST CURRENT APPLICABLE LOCAL, STATE, AND FEDERAL STANDARDS. 2. EXISTING DRAINAGE STRUCTURES TO BE INSPECTED AND REPAIRED AS NEEDED, AND EXISTING PIPES TO BE CLEANED OUT TO REMOVE ALL SILT AND DEBRIS. 3. IF ANY EXISTING STRUCTURES TO REMAIN ARE DAMAGED DURING CONSTRUCTION IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO REPAIR AND/OR REPLACE THE EXISTING STRUCTURE AS NECESSARY TO RETURN IT TO EXISTING CONDITIONS OR BETTER. 4. STORM DRAINAGE PIPE WITH LESS THAN 2'-0" COVER SHALL BE DUCTILE IRON PIPE, OR APPROVED EQUAL TO SUSTAIN H-20 LOADING. 5. ALL ONSITE STORM DRAINAGE PIPE SHALL BE SMOOTH WALLED INTERIOR, MANUFACTURER'S VERIFICATION OF MANNING'S ROUGHNESS COEFFICIENT N=0.012 OR LESS. 6. PRECAST STRUCTURES MAY BE USED AT CONTRACTOR'S OPTION. 7. ALL CATCH BASINS AND AREA DRAINS ARE TO BE SITUATED SUCH THAT THE OUTSIDE EDGE OF GRATE FRAME IS AT TOE OF CURB OR FLOW LINE OF GUTTER (WHERE APPLICABLE). 8. CATCH BASIN INLET PROTECTION / EROSION CONTROL TO BE USED FOR ALL NEW INLETS. 9. ALL STORM PIPE ENTERING STRUCTURES SHALL BE GROUTED TO ASSURE CONNECTION AT STRUCTURE IS WATERTIGHT. 10. ALL STORM SEWER MANHOLES IN PAVED AREAS SHALL BE FLUSH WITH PAVEMENT, AND SHALL HAVE TRAFFIC BEARING RING AND COVERS. MANHOLES IN UNPAVED AREAS SHALL BE 6" ABOVE FINISH GRADE. LIDS SHALL BE LABELED "STORM SEWER". 11. CONTRACTOR SHALL CONNECT ROOF DRAIN LEADERS TO PROPOSED STORM DRAINS AS SHOWN. 12. BUILDING FOOTING DRAIN AND WALL DRAINAGE TO BE INSTALLED AND CONNECTED TO THE STORM SYSTEM DOWNSTREAM OF ON -SITE INFILTRATION SYSTEM. O �N O 1 1/8- TYP. BAR c Ii Ln 7/8" TYP. SLOT Q SLW.Ln* 10d ON dV1 J1 /4" 1 7, TOP VIEW HEIGHT CALCULATIONS FROM EXISTING GRADE QC � t95.80 (30720) DATUM POINT = +100.00 (311.40) AVERAGE GRADE _ -F9726 (308.66) FFE ELEV = i-98.80 (31020) MAX. ALLOWED BLDG ELEV = +12226 (333.66) ACTUAL MAX. BLDG ELEV = (333.53) HEIGHT CALCULATION EXHIBIT NTS d- R N 1/2- 115 ,511 SLOT DETAIL J lam: L SEE NOTE 1 1 #3 BAR HOOP 2 #3 BAR HOOPS #3 BAR EACH CORNER #3 BAR EACH SIDE - SEE DETAIL I �N 11" BOTTOM VIEW 7 1/4" FOR MACHINING 23 3/4" ato fD CLEARANCE M THIS BAR LACEHICK l� BARS 1 5 8"THICK R=7 1 4" 1 3 44 1 ��¢ II THIS AREA 8" / "3 4" BARS 1 3/8" THICK 23 1 2" THIS AREA LEVELING PADS 8 - 3/4" X 1 3/4" X 1/8" NOTES: 1. SLOT FORMED AND RECESSED FOR 5/8"-11 NC X 2" SOCKET HEAD (ALLEN HEAD) CAP SCREW. 2. GRATE SHALL BE CAST IRON PER ASTM A48 CLASS 30 UNLESS OTHERWISE SPECIFIED. CATCH BASIN FRAME & GRATE DETAIL NTS FRAME AND GRATE NOTES: SIDE VIEW 17 3/4" N N 3/4" 1 3/4" 17 1/2" END VIEW 1. CATCH BASINS SHALL BE CONSTRUCTED IN ACCORDANCE WITH ASTM C478 (AASHTO M 199) & C890 UNLESS OTHERWISE SHOWN ON PLANS OR NOTED IN THE WSDOT/APWA STANDARD SPECIFICATIONS. 2. AS AN ACCEPTABLE ALTERNATIVE TO REPAR, WELDED WIRE FABRIC HAVING A MIN. AREA OF 0.12 SQUARE INCHES PER FOOT MAY BE USED. WELDED WIRE FABRIC SHALL COMPLY TO ASTM A497 (AASHTO M 221). WIRE FABRIC SHALL NOT BE PLACED IN KNOCKOUTS. 3. ALL REINFORCED CAST -IN -PLACE CONCRETE SHALL BE CLASS 4000. 6" RISER SECTION 4. PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS. KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MIN. ALL PIPE SHALL BE INSTALLED IN FACTORY PROVIDED KNOCKOUTS. UNUSED KNOCKOUTS NEED NOT BE GROUTED IF WALL IS LEFT INTACT. 5. KNOCKOUT OR CUTOUT HOLE SIZE IS EQUAL TO PIPE OUTER DIAM. PLUS CATCH BASIN WALL THICKNESS. 6. ROUND KNOCKOUTS MAY BE ON ALL 4 SIDES, WITH MAX. DIAM. OF 20". KNOCKOUTS MAY BE EITHER ROUND OR "D" SHAPE. 7. THE MAX. DEPTH FROM THE FINISHED GRADE TO THE 12" RISER SECTION PIPE INVERT IS 5'-0". 8. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION AND RISER SECTION SHALL NOT EXCEED 1 /2"/FT. 9. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS AND MEET THE STRENGTH REQUIREMENTS OF FEDERAL SPECIFICATION RR-F-621D. MATING SURFACES SHALL BE FINISHED TO ASSURE NON -ROCKING FIT WITH ANY COVER POSITION. 10. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER. 11. FOR CATCH BASINS IN PARKING LOTS REFER TO WSDOT/APWA STANDARD DWG. B1-b. 12. EDGE OF RISER OR BRICK SHALL NOT BE MORE THAN 2" FROM PRECAST BASE SECTION VERTICAL EDGE OF CATCH BASIN WALL. (MEASUREMENT AT THE TOP OF THE BASE) #3 BAR EACH WAY TYPE I CATCH BASIN DETAIL NTS Know what's below. Cal before you dig. APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE:---�/ii l J�/j--------- BY:---- ---------------- CIT ENGINEERING DIVISION Cs � #JII¢-�~-� Q m i in w-mlcn V) A i m : L LEI i Z U�II-� ' s V 0 W W W ` I Z z -I -I J J �U a i a i e I i ) � 10-1 z,i O O O O O .i N ( r) --d- LO I� V CD o \ \ w n r N o L0 n 8 � 2 Ln rq y rn op d LnL Inca Ln 0 m t 00 LU M M Qj B En M U) J Q ® `OV r) Z o� W CL o0o 0) Q to 0 z o WHO z W0Z @) .�. W 0X a W Q !i W� a n � -� oc C) =)E)z <T0 6 z Q fi W (� RESUB z 0 JUL 15 2013 OQC CITY OF EDMONDS C-2.1 0- N ri- I I2 C) N T 75 7 c" 3 -v 0 N WW MODEL # 00775001 fN z 0 U w :: 00 V) z O 0 w V) Z■ M 0 SECTION 36, TOWNSHIP 27N, RANGE 3W. W.M. 3/4" SQUARES SPACED - 3/4" AS INDICATED - HT. 1 /8" i. 3 11 - F [3 ED � .3 2'-0" GRADE 1 1 /2" CLASS "G" ASPHALT O A 2" 0 MATERIAL AS APPROVED 1 8" RAISE FIBRE JOINT PACKING `CLASS "B" BY CITY ENGINEER (SEE / p NOTE 2 BELOW) 1/2" WIDE BORDER 1 45' (1/8") BEND CEMENT CONC. COLLAR Um 6" MIN i i� i i� �� i « 0 « �, GRAVEL BACKFILL „ PVC STORM PIP n « FOR DRAINS z i i �� i i BEDDING MATERIAL - 10 - - « o 00 �� /� �� /� (5/8" MINUS) 9" N w i i i CRUSHED PER COE f3 GEOTEXTILE °- i� MOD 9-03.16.A.2 8 3 4 N °i� �� i (SEE NOTE 2 2" � a FILTERFABRIC 0N" OR 6" MIN �i� i �� �i� i� �i� i BELOW) APPROVED EQUAL « p� tw, MIMgwfi�ll FOOTING PER = STRUCTURAL DRAWINGS 8 MIN 8 MIN 7» CEMENT CONC. BEDDING �- �� W SEE NOTE 1 TABLE 1: MAX. TRENCH PATCH PAY WIDTH 7 3/4 `c�_ '� 0 a 4" PERFORATED PVC _ _ DRAIN PIPE W/ NOTE: TRENCH DEPTH MAX PAY WIDTH 8» `' h , UTILITIES AS SHOWN PERFORATIONS DOWN 1. MAXIMUM WIDTH OF TRENCH AT TOP PIPE 15" « a ® 0.50% MINIMUM • 36" FOR PIPE UP TO AND INCLUDING 12" 1, - 4' 400) y ON PLANS SHALL BE « NOMINAL DIAMETER 4 - 10 60 i i LOCATED OUTSIDE THE ° 10' - 20' 72" _ _ _.__=________--_--- PLUG TO BE SEALED IN SAME SOIL BEARING LINE f • I.D. PLUS 18 FOR PIPE LARGER THAN 12 • � ' .� � , � • ,�� `� .� . � � MANNER AS MAIN STORM JOINTS OF THE BUILDING 18" NOMINAL DIAMETER CAST IRON RING & COVER MIN. 2. REFER TO CITY OF EDMONDS MODIFICATIONS TO DIVISION 9 OF WSDOT STANDARD SPECIFICATIONS. FOUNDATION L69p FOR MATERIAL GRADATION AND ADDITIONAL INFORMATION. 4 MIN.\__ 1 MIN. ___1. . • - I.• . ... . ,...•.,....I ,..,.,Ir1._1 ^AI nr' fncOf MrkI[Y'T\/ nrn A[T11 r% ,CCU CEMENT CONC. BEDDING 1 00 77 W%. r , 4• ! a, POLYPROPYLENE SAFETY STEP 12" O.C. (TYP) e i� i LADDER SHALL BE SECURED TO WALL OF CATCH BASIN STORM DRAIN CLEANOUT NTS 1% MINIMUM SLOPE GREEN )DENTS WATERTIGHT CONNECTION NOTES: 1) FOR ALL DEPTHS OF COVER LESS THAN TWO (2) FEET, PIPE MUST BE SCHEDULE 40 PVC. FOR DEPTHS OF COVER GREATER THAN TWO (2) FEET, FLEXIBLE PIPE MAY BE USED. 2) A WATERTIGHT CONNECTION SHALL BE MAINTAINED WITH ANY TRANSITION FROM SCHEDULE 40 PVC PIPE TO ANY OTHER PIPE TYPE. 3) THE DOWNSPOUT COLLECTOR DRAIN SHALL BE INSTALLED BEFORE THE DOWNSPOUTS ARE INSTALLED ON THE BUILDING. SITEWORK CONTRACTOR SHALL BE RESPONSIBLE FOR ALL WORK TO AND INCLUDING THE RODENT SCREEN. BUILDING CONTRACTOR SHALL BE RESPONSIBLE FOR THE CONNECTION AT THE POINT OF THE RODENT SCREEN. DOWNSPOUT COLLECTOR DETAIL NTS FOOTING DRAINAGE DETAIL a ova• a � •pa ,gyp •' '� � t.�+` • A ' • .. b ¢ `a� • ., .•d. ¢ REMOVABLE WATER x z U) TIGHT COUPLING 'a''" . 4t Q • T 10" DIA. DOWN -TURNED ELBOW ¢�Y LLI ,^ 04 K , a w R .b w Ld :.�~.p�. .,,p ••,�,^ ".s'�¢ ��.b `rid :.�. DOWN —TURN ELBOW DETAIL NTS Know what's below. Call before you d NTS APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: ---- BY: CI Y ENGINEERING DIVISION Q _j LLJ w I m cn voi m�•ow;w Of V) � F- � Ld W i w z Q Z Z; z A I U U U U I U �+ a s a a I a Qti d\ L0 N \ p I\�\I\�\ O € O .— p 0 0 0= 0 fl IN n d L0 t` �t£ 00 0 c 0 < uj W ,-� cn m ®Z N O (�0 00 J I�oO 0 Oaz W 0 <( �— vv W � O W W Z O cn W O m � Q Q nW o qj ca z 5 E z O <C cc I-- W 2 in Q or W RESUB JUL 15 2013 r a r7 0 cV r 75 +T -a c-D CD CV M FINISHED GRADE ♦ ♦ ♦ ♦ \\ �,'Q TOP OF ROCK TRENCH . �`" ? `> �•xxx— ELEVATION = 297.35 �.♦ �,C ar',� } BOTTOM OF ROCK TRENCHF� ELEVATION = 291.35 £,: • _ t� .. ;6;,; £� INFILTRATION TRENCH ROCK SHALL 12" CONFORM TO WSDOT SPECIFICATION 6 9-03.12(5)—GRAVEL BACKFILL FOR DRYWELLS AND PLACED IN 8" LIFTS AND COMPACTED PER SPECIFICATIONS -PIT—RUN SAND AND GRAVEL SUBBASE MIRAFI 180N FILTER FABRIC OR APPROVED EQUAL 1 — 12"0 PERFORATED CORRUGATED POLYETHYLENE PIPE PER AASHTO-252. SEE GRADING PLAN FOR PIPE FLOWLINE, LENGTH AND SLOPE. BACKFILL SHALL BE 1-1/2" — 3" DIAMETER WASHED ROCK WITH A MINIMUM 40% VOID RATIO MEETING THE FOLLOWING SPEC.: 100% PASS 6" 80 — 100% PASS 3" 0 — 10% PASS 1-1 /2" 0 — 2% PASS 1" 0 — 1% PASS #200 INFILTRATION PIPE AND TRENCH DETAIL OUTLET r so -UP: t ,k A; CEO INLET � OIJTLFT ., d I...,... } T2 11) MANHOLE 8TRUCTURE TO;5i.AB ACCi=tlS trF .E FRA1,4 E AAND : COVER —DETAIL PLAN VIEW G fAND.j FRa OUTI F. I RISER FLCsIhtKIT �2t\' CONTRACTOR TO GROUT TO FINISHEL GRADE GRAD. . IYINC/lit�SEn,S i 4 �..-'• a q ( FLOATe ALES STORMFILTE4Y ^9h.FFLE cARTRIDG 1,. /fir s IDd.LRT pp� IT FLCdwKIT' n o- L. Oi�tL1=T:siJP9 wu BLI. — J FL MORE=.O;JTLEb'�^,ISPR � �,• Wn'�1 �. V5z SECTION A-ASwan der SECTION 36, TOWNSHIP 27N, RANGE 3W. W.M. TOP SECTION No. 660-CPS-T 1,490 lbs. Wit, *OUTLET PIPE n Facet® CoaleE VAULT No. 660-CPS-B 8,500 lbs. Y 660-CPS 6- s'-0" -s- — - INLET PIPE With Sampling Tea By Others NTS ' J SCALE 3/8' - 1'-0' � :> 660-CPS �.>� � .� 660-CPS :. gac @'# * ^ �a,'E' [File Name:010-660CPS OIL WATER SEPARATOR PO Box 588, Auburn, Washington 98071-0588 = Issue Date: 2010 COALESCING -110 GPM ,, ,, , ,,,, ,,,,, ,,,,,,,, ,,m,,,,,,-,,, ,,,...,,,,,,,,,,,..,,,,,k Tel: (253) 839-3500 Fax: (253) 735-4201 www.uvauburn.com 01985-2010 Wdcastle Precast, Inc. T4]RhdFI1 T Fi TREATKIENTCAPACITY I STY LI=IS51i101N.WITH THE, AAXIK4UM. 072' NiAN:k6LE, STORmFILTE PEAK.W CARTRIDGE SELECTION STORM FILTER. DESIGN NOTES �716)iV LTF TI HE CAFiTliI t3E:SELECTION tVVD TF-1.E NUU13EROF CARTRI€ DES, TtiE`ST Ii3AiG? t1IR1JHOLE OF CARTRIDGES (7). VOLUJ AE SY5TEM IS ALS$O,i�iJAILi,BLE �k.7TH MAXitt4bi 1 7 CAi� TRIDG.EO. CAPAGiTY 13 1.5 C47S:, IF THE S:I a -a C0141DIT16NS EX EED IX CF3 AN. UPSTREAM BYPASS STRUCTURE 13. 2'9ITf11?jlz 1 opfW111' 2' 22.6: T9 2 FRAME AND COVER (DIAMETER VARIES.) N.T.S. x l 9GrOF 29tx'Yt 1 sett tf48?. SITE SPECIFIC DATA REOUI EMENT STRUCTURE ID, 13 VIq T I R itfALIT'G.F$-OW RATE (�)' ,10f33G1'S PEAK FLOW RATE MA) CFS RETURN PkERIOD bp Pita FLOW (FQ:: 1ba-YEAR A.OilyCARTRIDGES 'REQUIREb G' CART-RI€]GE FLOW RATE 11.25 MEDIA TYPE'(GSF' PERLITE, ZPG, GAS PHS) ZPG: PIPE. DATA.*.. I.E... N.IA,TERIAL DIAMETER INLET. PIPE 41 236 23 GPEP :- 2- INLET. PIPE 92 NIA NfA NIA OUTLET PIPET 29324 CPEP 12, RIM: ELEVATION ANT. Fx'LOTATION BALL437 WIDTli HEIGHT NIA: NIA: t4.QTES?SPF-CIAL REQUIREMENTS! `' P>=� EhJOlt�i'Ei� OF rTFC�iFtn 1 CLiNTECgl TKJ I'ROVIDr.ALL 8'AATERIAt.S:UNLcSS P40TE-D 4TH1ERWIS& r2 (RE C'E DIM T IM:i*NSIQNS (bfiAR ED dUiTi-i ARE: EF N ENSILSIVS. AC LI +! 2 i} K AL DIH�EhtS t7id 1sr`AY AR%_ 3 FDR,a".. GE'EIGIFIC ©3A4fllf $z y 1TH GIETdfiILE[J:4'AJLT DII41'EN510i�. AND P/El -ifTS, PLD�SE CONTACT YOUR Cam, NTECH ENGINEE=REL1 SfJWTIONS LLtREF tESENT.ATI�/E: rnuw.ca te�fiE5.egn1 4 ST�3Rfv1E^ILTfr32 iVtiZFt;F1'��ALIT'+f �?R4�*URE cE�f+�LI, �Er IE� a���t7F:GSANCE k°s�lTt't �;€;t, la�a1�9N':1]kT11 E4h113 �P+IFQ�€ATIt3N GtJAITAIiJE[J 11�€ TR'lla QRAV&'ING,: a STTQT)RE SHALL s€ETtiASHTCTG,e�J�1��E;RTlFt€COVER OF t5Ai9GROJNDrA'ER ELEJATIONAT;0l; F£lCA,. TiE . . p M .. t.. OUTLET PIPE INVERTELf"'u.�7`If79ti1..:KP�tCai1�E=Ef C'# , J2ECY�EtiL+'t•O GCSI�E"I%1'a1 t�.:;"I'IiAL Ci(�CatJ,"dE%tdA"1' ELEVATION.:,CASTING�l-iALL f�4E=ET• s�faSE�'I�L�.. _. . 4 v 1 is M t F 33A; � N id ' ' 9 ,. 8 T. R 5 AL d Afr A-Etlla.,.i2 VE P A � F C' f '. i~Ie.T�s�� �t i�l ���, Len 471 BSI .,.I � acd A.T Q R \ G. � �DEPTH t^G1�i,L 1,1 en G:IA.,.. Lt7'V fkN1E7SCt, . ,,>r�A.^41e��. CIAE. �L+IS BE741NCHF.S 17 LTER.leuE.DIA CCNTr1C3 71ME . S� TALL t3E AT LEAST 39 SECONDsa er 7 SPI GIFIC FLQLd ATE IS. Ei3lJAL. E LT.ThiY FILTIuFi TREATft«f Y.CPf' �,CITY. Npm) DIVIDED BY. THE FILTER CORTACT..SURFAGE AR.EA ziti l:� iNTrALLATION nTE8 1. r\114: SUt3-13A Ste, E3R GF€> ILL G i?Tk I, Af ii3:�3R JsE9 l-FLL� ity flCth $tiCtotl IdPd a1� ITE 3 I GIPIG f E IL,IV:Cii1<SI€3Ef T{C)f i.a t°ND 3HAL.L. BE; �aPECIFIE€} �`i ENGIi�EE� Lpw.RE:ti0R17. 2 CONTRAG, DR TO PROVIDE EQUIPMENT b1�ITH SUFFICIENT LIFTING AND REA H CAPACiTY TO LIFT AND w"7' THE ST{ RNIFILT'ER STRE.It;,TiJl�l (LIEi'li`/� OL3J'i"OHI=S I�ITLiIID-C11: 3. 60NTRACTOr i i 1NSTA€L JOINT SLANT Bri wr:64 ALL a7liU{" I Re" �"EL"T1C7Pv"s 4aN3� ASSE%ds131R S7i�CUC i liz%,5: V Y -0 RA F T4 FIB ILSFR pl, T�4L%. +4N01afi�}UT INL1=T P F� . �T �4 4 I � I t,� , �:R E,tJTIETR1�s'R�TU�..�T�RPFITE:E3I. la.PEYTHIG.AIs,CCTRC.GFT PR4I?G1*I�STL CCpNECTOT�T�i71A��TE�. HQ OUTLET. STUD ANIO S€ NO�i COLLAR IF OUTLET" PIPE IS LARGER THAN- 8 INCH:ES, CCNTRACTOR.TO RE.KI VE TH{E B,.INCH OiJTLET STUB aT WiCLDED IN OUT LINE. COUPLING BY FERMO OR EOUAL AND PROVIDED 6Y CONT.W&CT•t3s's 8, Gi�NTE3/4CTCkPi't°c� ii�C�,APP3iCigRlAi#=�i€,IA"�UIrES T°CR f%FiCtEtsT ��1RY�li)G�S e�RdiH� t�C]h1:57€�i:J>CilOhi�l=L/a'� 1"3�'SIO1rI.E�U°d�'iFF'. 72" 5—CARTRIDGE CONTECH STORMFILTER (STRUCTURE ID #13) NTS LClef qa� PROJECTED PLATE AREA = 444 Sq/ft MAXIMUM PROCESS FLOW = 415 GPM 6'-8" Top Section 6'-0- Vault UV Co. 2-332P, Galvanized Diamond Plate Cover ,irrrrr/rr/rr//r r/rrir/rrr/rrrr 45 \i\i\i\i\i\i i\i\T�\�\�\�\�\�\�\�\r�.rna ,r\i\i\i\i\i\i\i\i\i\i\i\i\i\i r\i\i\i\i\i\i\i\i\i\i\i\i\i\i• !6 1.O :///rrrr//// / rrrr//////////i• I I............+ ..............—.......... tit ............................. ...-......i PLAN VIEW 3/4' Dla. Lift Insert 4 Places In Top Section 1 1/2' Diu. Lift Hole Hold -Down 1 Each Side, 2 Sides For Coalescing Media TOP ELEVATION i INLET I.E. _ OUTLET I.E. Inlet Pipe 1 g With Sampling Tee ,' ,, - -Outlet Pipe By Others 0With Sampling Tee 0 O By Others t m :Y oul, N °30 -I Sediment Welr-/ I -Coalescing Media btl Retaining j SECTION AA Bade STRUCTURAL NOTES: INFORMATION NEEDED: 1. Concrete: 28 Day Compressive Strength fc- 7000 psi Top Of Separator Elevation: 2 Rebar. ASTM A-815 Grade 80 Inlet Pipe Size: 3. Mesh: ASTM A-185 Grade 65 Inlet Pipe Elevation: 4. Design: ACI-318-05 Building Code Outlet Pipe Size: ASTM C-890 'Minimum Structural Design Outlet Pipe Elevation: Loading For Underground Precast Concrete Water and Wastewater Structures BASIC DESIGN INFORMATION: 5. Loads: HS-20 Truck Wheel w/ 30% Impact Per AASHTO INFLUENT CHARACTERISTICS: Oil Specific Gravity. 0.88 GENERAL NOTES: Operating Temperature: 50' 1. All Baffles and Weirs To Be Precast Concrete Influent Oil Concentration: 100 ppm 2. Static Water Depth - 4' -W Mean OII Droplet Size: 130 Microns 3. Contractor to: 0.33 ft/min. Rise Rate Supply and Install All Piping do Sampling Tees Designed Per Washington State Department Of Ecology Grout In All Pipes 100X Fill With Clean Water Prior To 'Start -Up' Of System FLOW EFFLUENT COLLECTED Verify All BLockout Sizes and Locations RATE QUALITY SIZE 110 GPM 10 ppm 60 Micron SCALE 3/8' - 1'-0' CPS - 660 w\ 660-CPS �i` , a Utility Vault File Name: 01 0-660CPS OIL WATER SEPARATOR PO Box 588, Auburn, Washington 98071-0588 Issue Date: 2010 COALESCING -110 GPM Tel: (253) 839-3500 Fax: (253) 735-4201 www.uvauburn.eom ©1985-2010 Oldcastle Precast Inc �� 128 128.1 OIL/WATER SEPARATOR (STRUCTURE ID #12) GRADE RINGS 3" MIN. 12" MAX. w J m_ WATER TIGHT - JOINT (TYP) NTS —36"— „ —+ —12" 0 STANDRD SOLID LOCKING LID PER DISTRICT STANDARDS. TONGUE AND GROOVE JOINT BARREL HEIGHT VARIES �-' 12" CLEAN CRUSHED 10" ROCK 2 773-117111`-,k k k37, 12' 7 a �,,• fi A 4 4 COMPACTED OR UNDISTURBED 12" TYP. SOIL SADDLE MANHOLE rA NTS Know what's below. Call before you dig. APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE:-----23-f—/f�—�-------- BY: ------ -- ------ C TY ENGINEERING DIVISION s � J ~ H }� kk J k i Fa-• I— € YI.a .Y w /y� ,. • Z)k /�y� W M w m L '�^ V ' w �^ ; j w of ' U O w l w LLLj s3 d. O- yw, W O Z O Z 0 Z O Z Z U k J Q€ Q Q€ Q Q d 3 Q"t N s .- � N 0 O O 1 0 1 0 ■ el Zsi .— N M d to e i } M V (D N r N p Ui - L O • W C n Y v ' bl r�zt�i3���'��� • i11 v r�F ®� �n N UU W O � � O 00 CA O O J Q Z O <C W O V V I.I.I r^ V/ Z W Q W Z 2 0 cn �W� rW a Q � ca N Q Z 0 af Q � W RESU JUL 15 2013 BUILDING D EpARN EN Cim&n E Q N o N c m VICINITY MAP NOT TO SCALE CONSULTANTS CIVIL: PACLAND 11711 SE 8TH STREET SUITE 303 BELLEVUE, WA 98005 (425) 453-9501 CONTACT: JENELLE TAFLIN; P.E., LEED AP JASON GREEN ARCHITECT: CORE STATES GROUP 3401 CENTRELAKE DRIVE SUITE 430 ONTARIO, CA 91764 (909) 467-8907 CONTACT: ROBERT PREECE, AIA LANDSCAPE ARCHITECT. PACLAND 21911 76TH AVE W SUITE 208 EDMONDS, WA 98026 (425) 275-9808 CONTACT: SHAWN PARSONS, L.A. SURVEYOR: TIM HANSON AND ASSOCIATES, INC. 8255 CULTUS BAY ROAD CLINTON, WA 98236 (425) 822-7271 CONTACT: TIM HANSON, PLS C.E.S.C.L CONTRACTOR NOT YET SELECTED. C.E.S.C.L. TO BE PROVIDED UPON CONTRACTOR SELECTION. DEVELOPER McDONALD'S USA, LLC NORTHWEST REGIONAL OFFICE 12131 113TH AVE NE SUITE 103 KIRKLAND, WA 98034 (425) 242-2420 CONTACT: BRIAN MATTSON EXISTING LEGEND . KIP'. v i; u-,uno»wtIMP r i �+ Y unM 11 �r a a � n v i UTILITIES STORMWATER: CITY OF EDMONDS PUBLIC WORKS 121 5TH AVE N. EDMONDS, WA 98020 (425) 771-0220 x1338 CONTACT: JEANIE McCONNELL WATER/SANITARY SEWER: OLYMPIC VIEW WATER DISTRICT 8128 228TH ST SW EDMONDS, WA 98026 (425) 774-7769 CONTACT: LYNNE DANIELSON FIRE DEPARTMENT: SHOHOMISH COUNTY FIRE DISTRICT 1 121 5TH AVE NORTH EDMONDS, WA 98020 (425) 775-7721 CONTACT: MIKE SMITH - FIRE INSPECTOR ELECTRICAL/GAS: SNOHOMISH COUNTY PUD 2320 CALIFORNIA STREET EVERETT, WA 98201 (425) 783-8272 CONTACT: NEW CONSTRUCTION TELECOMMUNICATION: CENTURY LINK 8102 SKANSIE AVE GIG HARBOR, WA 98332 (253) 851-1250 CONTACT: DEAN JACOBSON TRANSPORTATION CITY OF EDMONDS PUBLIC WORKS 121 5TH AVE N. EDMONDS, WA 98020 (425) 771-0220 x1338 CONTACT: JEANIE McCONNELL PLANNING CITY OF EDMONDS - SENIOR PLANNER 121 5TH AVE N. EDMONDS, WA 98020 (425) 771-0220 CONTACT: KERNEN LIEN BUILDING CITY OF EDMONDS — BUILDING OFFICIAL 121 5TH AVE N. EDMONDS, WA 98020 (425) 771-0220 CONTACT: LEONARD YARBARRY 2 SECTION TOWNSHIP RANGE 3W. 1. THERE IS NO OBSERVED EVIDENCE OF CURRENT EARTH MOVING, BUILDING CONSTRUCTION OR BUILDING ADDITIONS. 2. THERE ARE NO PROPOSED CHANGES IN STREET RIGHT OF WAY LINES. THERE IS NO OBSERVED EVIDENCE OF RECENT STREET OR SIDEWALK CONSTRUCTION OR REPAIRS. 3. THERE IS NO OBSERVED EVIDENCE OF SITE USE AS A SOLID WASTE DUMP, SUMP OR SANITARY LANDFILL. 4. THERE IS NO EVIDENCE OF WETLAND AREAS AS DELINEATED BY APPROPRIATE AUTHORITIES. 5. FURTHER SUBDIVISION OR REPLATTING IS NOT REQUIRED IN ORDER TO CONVEY THE SURVEYED PREMISES. 6. THE REAL ESTATE IN THE REVISED LEGAL DESCRIPTION IS THE SAME AS OR LIES ENTIRELY WITHIN THE RECORD LEGAL DESCRIPTION. 7. THE UTILITIES SHOWN HEREON, UNLESS SHOWN WITH SURFACE APPURTENANCES, ARE PER PUBLIC RECORD OR BASED ON PAINT STRIPING PROVIDED BY OTHERS. PRIOR TO ANY CONSTRUCTION AND/OR EXCAVATION, THEIR EXACT LOCATION SHOULD BE DETERMINED BY CALLING ONE -CALL LOCATE AT 1-800-424-5555. PROJECT BENCHMARK SNOHOMISH COUNTY GEOCODE BENCHMARK 2703V23 2" BRASS DISC MONUMENT IN CASE ON CENTERLINE OF 100TH AVE. W, 600' NORTH OF ITS INTERSECTION WITH STATE ROUTE 104 (EDMONDS WAY). ELEV. = 312.099 DATUM - NAVD88 THE PROPERTY IS ZONED NEIGHBORHOOD BUSINESS, EXCEPT FOR THE REAR 60' OF PARCEL 2, WHICH IS ZONED RS-8. THE PROPERTIES ON BOTH SIDES OF THE SURVEYED PROPERTY ARE ZONED BN. THE PROPERTIES TO THE REAR OF THE SURVEYED PROPERTY ARE ZONED RS-8. BN SETBACKS: FRONT. 20' SIDE: 0' REAR: 0' MAX. HEIGHT: 25' RS-8 SETBACKS: FRONT: 25' SIDE: 7.5' REAR: 15' MAX. HEIGHT: 25' SITE DATA PROPOSED ON -SITE AREA PARCEL NUMBERS EXISTING USE PROPOSED USE ZONING DESIGNATION = 83,011 SF (t1.91 ACRES) = 006107-002-002-00, 006107-002-003-01, 006107-002-005-04, & 006107-002-005-01 = COMMERCIAL / RESTAURANT = COMMERCIAL / RESTAURANT = NEIGHBORHOOD BUSINESS (BN) OI'------OP---- OVERHEAD POWER ID. DECIDUOUS '. ', POWER POLE -E;T------ BURIED TELEPHONE E,G, EVERGREEN TREE i3.1. POWER TRANSFORMER f' C3............... GAS I��� FIR TREE :. v. POWER VAULT ML..... ...... ..... ..... ..... ML..... ..... ...... MEDIAN LINE FJ-L FIRE HYDRANT RO, W, RIGHT OF WAY .SD..... .....................SD................ STORM DRAIN FP. FLAG POLE S.L. SOIL LOG .__---SS'--W----SS---- SANITARY SEWER G.A. GUY ANCHOR T.P.0.B. TRUE POINT OF BEGINNING --- Ana ------- W----- WATER G.M. GAS METER T.R, TELEPHONE RISER ------YI..----- Y:..----- YELLOW LINE f.V. GAS VALVE I.S. TRAFFIC SIGN i. BOLLARD H. HEMLOCK v VALVE BUILDING OVERHANG LCI.v. IRRIGATION CONTROL VALVE W.mY WATER METER BUILDING SETBACK LINE L. LUMINAIRE W, WATER VALVE O.B. CATCH BASIN M.B. MAIL BOX Y.D. YARD DRAIN 0< CLEAN OUT M.H. MANHOLE `3 " SPOT ELEVATION C,W. CONCRETE WALK O,D. ORDER DEVICE LEGAL DESCRIPTION BY SURVEYOR: PARCEL 1: THE NORTHEASTERLY 200 FEET OF LOTS 2, 3 AND 4, 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; EXCEPT THAT PORTION CONDEMNED BY STATE OF WASHINGTON FOR HIGHWAY PURPOSES BY DECREES ENTERED UNDER SUPERIOR COURT CASE NUMBERS 106843 AND 107146. PARCEL 2: ALL OF LOT 5, 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; EXCEPT THAT PORTION THEREOF DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWEST CORNER OF LOT 5; THENCE SOUTH 89'46'32" EAST ALONG THE SOUTH LINE OF SAID LOT 5, A DISTANCE OF 120.14 FEET; THENCE NORTH 49'37'13" EAST ALONG THE SOUTHEASTERLY LINE OF SAID LOT 5, A DISTANCE OF 180.92 FEET; THENCE NORTH 40'22'47" WEST, A DISTANCE OF 100.00 FEET TO AN INTERSECTION WITH THE NORTHWESTERLY LINE OF SAID LOT 5; THENCE SOUTH 49'37'13" WEST, ALONG SAID NORTHWESTERLY LINE, A DISTANCE OF 254.81 FEET TO AN INTERSECTION WITH A CURVE, FROM WHICH INTERSECTION THE RADIUS POINT OF SAID CURVE BEARS SOUTH 86'42'11" WEST; THENCE SOUTHERLY ALONG THE ARC OF SAID CURVE TO THE RIGHT HAVING A RADIUS OF 535.08 FEET AND CONSUMING A CENTRAL ANGLE OF 2'57'00", AN ARC DISTANCE OF 27.55 FEET TO A POINT OF REVERSE CURVATURE; THENCE SOUTHERLY ALONG THE ARC OF A CURVE TO THE LEFT HAVING A RADIUS OF 712.66 FEET AND CONSUMING A CENTRAL ANGLE OF 0-01-27", AN ARC DISTANCE OF 0.30 FEET TO THE POINT OF BEGINNING; AND EXCEPT THAT PORTION CONVEYED TO STATE OF WASHINGTON FOR HIGHWAY BY WARRANTY DEED RECORDED JANUARY 26, 1971 UNDER AUDITOR'S FILE NUMBER 2181893. ALL SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. ALSO KNOWN AS: THAT PORTION OF LOTS 2, 3, 4 AND 5, 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: COMMENCING AT THE SOUTHWEST CORNER OF SAID LOT 5; THENCE SOUTH 89'46'32" EAST ALONG THE SOUTH LINE OF SAID LOT 5, A DISTANCE OF 120.14 FEET; THENCE NORTH 49'37'13" EAST ALONG THE SOUTHEASTERLY LINE OF SAID LOT 5, A DISTANCE OF 180.92 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING NORTH 49'37'13" EAST ALONG SAID SOUTHEASTERLY LINE 260.97 FEET TO THE SOUTHWESTERLY MARGIN OF STATE ROUTE 104, ALSO KNOWN AS EDMONDS WAY, AS ESTABLISHED BY WARRANTY DEED RECORDED JANUARY 26, 1971 UNDER AUDITOR'S FILE NUMBER 2181893; THENCE NORTHERLY ALONG A CURVE TO RIGHT ON SAID SOUTHWESTERLY MARGIN, HAVING A RADIUS OF 640.00 FEET, A CENTRAL ANGLE OF 03'09'10", THE CENTER OF WHICH BEARS NORTH 46'28'03" EAST. AN ARC DISTANCE OF 35.22 FEET TO A POINT OF TANGENCY ON SAID MARGIN; THENCE NORTH 40'22'47" WEST ON SAID MARGIN AS ESTABLISHED BY DEED RECORDED UNDER AUDITOR'S FILE NUMBER 2181893 AND BY DECREES ENTERED UNDER SUPERIOR COURT CASE NUMBERS 106843 AND 107146, A DISTANCE OF 364.80 FEET TO THE NORTHWESTERLY LINE OF SAID LOT 2; THENCE SOUTH 49'37'13" WEST ALONG SAID NORTHWESTERLY LINE 190.00 FEET TO POINT ON THE SOUTHWESTERLY LINE OF THE NORTHEASTERLY 200.00 FEET OF SAID LOT 2; THENCE SOUTH 40'2247" EAST ALONG THE SOUTHWESTERLY LINE OF THE NORTHEASTERLY 300.00 FEET OF LOTS 2, 3 AND 4 A DISTANCE OF 300.00 FEET TO THE NORTHWESTERLY LINE OF LOT 5; THENCE SOUTH 49'37'13" WEST ALONG SAID NORTHWESTERLY LINE 70.00 FEET TO A POINT THAT BEARS NORTH 40'22'47" WEST FROM THE TRUE POINT OF BEGINNING. THENCE SOUTH 40'22'47" EAST 100.00 FEET TO THE TRUE POINT OF BEGINNING. ALL SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. SHEET INDEX CVR-1 COVER SHEET *CVR-2 CITY STANDARD NOTES *D-1.0 DEMOLITION PLAN *D--2.0 T,E.S.C. PLAN *D-2.1 T.E.S.C, NOTES AND DETAILS *D-2.2 T.E<S.C. DETAILS *C-to SITE IMPROVEMENT PLAN *C-1,1 SITE AND PAVING NOTES AND DETAILS *C--1.2 SITE DETAILS *C--1.3 SITE DETAILS "C--1.4 SITE DETAILS *C-1.5 DRIVE-Ta{RU PLAN *C--1.6 DRIVE-THRU COORDINATE PLAN *C---1.7 TRASH ENCLOSURE DETAILS *C-1,8 SIGNAGE DETAILS *C-1.9 SIGNAGE DETAILS *C-2,0 GRADING AND DRAINAGE PLAN *C-2.1 GRADING AND DRAINAGE NOTES AND DETAILS *C-2.2 DRAINAGE DETAILS *C-2.3 - DRAINAGE DETAILS C-3.0 WATER PLAN C-3.1 WATER NOTES AND DETAILS C-3.2 WATER DETAILS C-3.3 SANITARY SEWER PLAN C-3.4 SANITARY SEWER NOTES AND DETAILS C-3.5 SANITARY SEWER DETAILS *C-18 LIGHTING FLAN *C--3.7 LIGHTING DETAILS *L-1,0 LANDSCAPE PLAN *L-2.0 LANDSCAPE/IRRIGATION DETAILS SHEET 1 OF 1 ALTA/ACSM LAND TITLE SURVEY *PLANS SUBMITTED FOR REVIEW UNDER A SEPARATE APPLICATION. • SITE WORK FOR THIS PROJECT SHALL MEET OR EXCEED THE PROJECT SPECIFICATIONS, THE CITY OF EDMONDS STANDARD SPECIFICATIONS, AND THE A.P.W.A. STANDARDS WHICH ARE HEREBY REFERENCED AS PART OF THESE PLANS. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF THE EXISTING CONDITIONS. THE PLAN DOES NOT REPRESENT A DETAILED FIELD SURVEY. THE EXISTING CONDITIONS SHOWN ON THIS PLAN SHEET ARE BASED UPON THE SURVEY PREPARED BY TIM HANSON AND ASSOCIATES, INC., DATED SEPTEMBER 27, 2012. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELD CONDITIONS PRIOR TO BIDDING THE PROPOSED SITEWORK IMPROVEMENTS. IF CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWORK WHICH WOULD BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT EXISTING SURVEY, INCLUDING TOPOGRAPHY AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, HE SHALL HAVE MADE, AT HIS OWN EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR AND SUBMIT IT TO THE OWNER FOR REVIEW. CAUTION - NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND, WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THESE PLANS. Know what's below. Cali before you d Ln 0 0 N rn 0 � M = F ®Z N W G30 0 0Qz W O W co6 -r wz— TWO= �W>n(D .' to _cm0 O Quo U H (A � cr W BUO Ty VDRNET E rM d 0 ' N c 3 0 SECTION 36, TOWNSHIP 27N, RANGE 3W.M. II«E NORTHEASTERLY RIGHT OF NAY MARGIN € OR STATE ROUTE a1£?II> 104 LIES 0' i�iktia�il".`��.�1%.. L £�>'ryi��,�tt�.I�LIN,E, . 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III z ad 3 .2.6 Y ail'" a I� 4°A i M« `? � a's R.O.W. p0111, M MIN I Vv"LY CORI`,41E'i OF CONC. � PAD ON POWFR VAULT. ELE\� = 299.91 ASPHALT PAVING I1 J 25 12 13 3 s .:°I w. —.--',-;ET MAG NAIL IMF H WASHER OFFSET 8,00' I. 8903. pp AGE iIN IOWA`` ON 5" CON ",. `v?ALL FIRE HYDRANT IS 0.", SE'LY r� ` CID ;I{ ,,., �y g° y I:;PC}I:. ELEV, = 316.05 lkiII'3�8g �` 3093. .�r`aA9 F LEGEND: 6" FIRE LINE FL qp, an oy I€ CD 2 DOMESTIC LINE DOM •�9 ; �p€a�Lm� . "v91 Lvoxr� awxo er 6 °............... yp,rWALL CROSSES PROP. 5/8" HOSE BIB LINE HB t�l CC SD �9'�y''''•,.?, r«,�i....-t,.«•,.. ?^•...k....,•,...�h...�.;"m; _.a,.^cl xx>x«<««eR<t««<� ..,A,:�•., ?3 r' �i ,,._{.�,,,,, .,,:.• t3,,......w.. ,.•T.., Sw-.k„en,... ........... ....R.,. ln,..�:m,.«S , Ew,..?,.,,'�'^'.",.._ •"7 t f...,..-•.. y p..,,,�,..•,,.. € .firm WALL. A R w � a � � �' _€ s g o a- 4 ;1s 3 T.0 A CF�WIT I' , 0061i�<'-002•,,.C�C��--�a 1 ,fit �' # € ���� 1 � '� ���° I' Iy '°,N I nc� Petit i11�,6'i€:3s�-002 "�=(i,�'''..' 3 °� m m �m " Fcf§t$>..".. a32 IL>i oaf°., i f I 3i INN uu -30C<5 Qa�g.H�hA�m, F> J )to-�eV $�Z; �� R I ME 1 AREA ABOVE RO _ K �NA L � 1 �- PARCEL EL 2 C*€ NOT I"Il tw�Yi_iq ,q f I23Ik.y TAX J £ � ............02- REQUEST OF `FCi..�•'i,Fi�`t9` LD P'3,i.•{a.�£'?i€ � w _ 8 ' a F -0k' Tro r sue.$ F �s'�>N� � ��fi;� r..,r $ xA�,�y� CORPORATION. O€�I�aF�,STI � 's> ° H> L L:4E ' Y ;'1C?R l Stk:FU.Y AND i�0610 7 002—#., 05-01 gg o� ,00 1A 4 S$ !S u Q4 v s L.si,}' ii ' '",CJ 3.'e. y .s r F,€ .8:�s 3 ,qua I 1 O � O "'E'e' sa�4 _ � 4:r, a:,,9 g ^p L O x" . p ��s LT �T ��M Cc�:' ,� � � � ,5 x �aG $ to�,y�O s7ma 3 $ 6J $ . ® csr<� s4�iiC ® ® ® ® ® ® ® ®°'$6`•'++>�3 �`1� v ® ® ® ® ;y1 f fSf, f% •^,'Yr�:�;; sf"iCl ah .Zi..F,diI1 CORNER ,`cJg S4's N 45.� �: �'3 a4.iKn\.n Fi °> iSSY � �ti��.<t�y%Co�9�'W,*� 3i` 39'ry> E. 0,6 , INACCESSIBLE; ;;��I~,•;vS C;.« 9& t�,i AR 'EA ABOVE' '_ :HOCK WALL NOT SET.M FORD., ?�91OT���.�N ,-Ih°+I-ly J�:"��N!�[�R f< f �,ILI�S, �>`��x� GII,..E�sq �.'t�4R : N I �t«IR ,SE 3'ED T THE A° 22911 11_ 2ND P! W PO BOX o.^62 PO BOX 5t62 1 _ REOLILIi31ODI�I ?.OLDS EDI�>ONDS, ta:WA98020�'"�< 32 FALL CITY, WA 9 024 � FALL CITY, WA 98024 � C�fRPOIzR s���IO Na „AFC WATER SCHEDULE O CONNECT NEW 2" DOMESTIC SERVICE TO �� ® CONNECT NEW 6 FIRE HYDRANT 17 1-6 90' BEND (MJ) `aA 121,11 EXISTING 6 D.I. WATER MAIN PER ASSEMBLY TO EXISTING 6 D.I. WATER WITH THRUST BLOCKING 441E DETAIL W-2, SHEET C-3.1. MAIN PER DETAIL W-7, SHEET C-3.2' 18 18 LF 6" CLASS 52 D.I. FIRE LINE1 CONTRACTOR TO VERIFY EXISTING WATER WITH: MAIN LOCATION PRIOR TO CONSTRUCTION 1 — 6" X 6" TEE (FL) 19 6" FIRE SERVICE ENTRY OF ANY PORTION OF PROPOSED WATER 1 — 6" GATE VALVE (FL X RJ) MAIN EXTENSION AND NOTIFY ENGINEER 1 — FIRE HYDRANT ASSEMBLY 20 5/8" HOSE BIB TO TRASH ENCLOSURE IMMEDIATELY OF ANY DISCREPANCIES. 10 LF 6" CLASS 52 D.I. CONNECTION (D 10 LF 2" COPPER DOMESTIC WATER THRUST BLOCKING 21 96 LF 5/8" POLY SERVICE TO HOSE 1 CONTRACTOR TO VERIFY EXISTING WATER CONNECTION IN TRASH ENCLOSURE 1 '�, ,•K 03 2" DOMESTIC WATER METER PER MAIN LOCATION PRIOR TO CONSTRUCTION DETAIL W-2, SHEET C-3.1. OF ANY PORTION OF PROPOSED WATER 22 EXISTING FIRE HYDRANT TO REMAIN s < SET 5/8" ;�F.t�AIIR; a� MAIN EXTENSION AND NOTIFY ENGINEER sT `/ 5' LS 18303. 4 O 2" DOUBLE CHECK ASSEMBLY PER DETAIL IMMEDIATELY OF ANY DISCREPANCIES. 23 ABANDON EXISTING SERVICE. EXPOSE W-14, SHEET C-3.2. AND CLOSE CORP STOP AT MAIN. �� g 10 LF 12 STEEL SLEEVE O CONTRACTOR TO CONFIRM METER SIZE Y € P, T; : , R R F AID Rif i I1 SR • � I � 0 182 LF 2 POLY DOMESTIC WATER CENTERED AT THE WALL CROSSING BEFORE ABANDONING ANY EXISTING 1 1 23?O'1 1121D PLACE �t;�IwST S © 2" DOMESTIC WATER SERVICE ENTRY CONNECT NEW 6" FIRE SERVICE LINE TO EXISTING 6" D.I. WATER MAIN PER DETAIL W-7, SHEET C-3.2. CONTRACTOR TO VERIFY EXISTING WATER MAIN LOCATION PRIOR TO CONSTRUCTION OF ANY PORTION OF PROPOSED WATER MAIN EXTENSION AND NOTIFY ENGINEER IMMEDIATELY OF ANY DISCREPANCIES. 10 11 LF 6 CLASS 52 D.I. FIRE LINE 11 POST INDICATOR VALVE 12 DOUBLE CHECK DETECTOR ASSEMBLY PER DETAIL W-12 AND W-13, SHEET 13 IR EPARTMENT CONNECTION 14 26 LF 6" CLASS 52 D.I. FIRE LINE 15 1-6" 90' BEND (MJ) WITH THRUST BLOCKING 16 147 LF 6" CLASS 52 D.I. FIRE LINE M ETER S. ® IRRIGATION POINT OF CONNECTION. UTILIZE EXISTING METER FOR ON —SITE IRRIGATION SYSTEM. 25 1PROPOSED EASEMENT NOTE FOR CONNECTIONS #1, #7, AND #8: CONTRACTOR TO VERIFY LOCATION OF THE EXISTING 36" STORM MAIN AND CONFIRM IF THRUST BLOCKING FOR WATER CONNECTIONS CAN BE ACHIEVED WITHOUT DISTURBING THE EXISTING 36" STORM MAIN PIPE. CONTRACTOR TO NOTIFY ENGINEER IMMEDIATELY OF ANY DISCREPANCIES. EDMONDS, WA 98020 I 0.8' NIVY' wY OF PROP. i IN 3 LOT 0 M C.) 1 i}y FT 5/8" REB R, i 9/ 8 5; LS 15903, y 1 UJI 4. APPROX. GAS, TELECOM AND POWER ENTRY. REFER TO MEP PLANS FOR EXACT LOCATIONS. CONTRACTOR TO COORDINATE WITH UTILITY PURVEYOR PRIOR TO CONSTUCTION FOR ON -SITE ROUTING AND CONNECTION TO THE EXISTING SERVICES. SEE SHEETS C-3.1, AND C-3.2 FOR WATER NOTES AND DETAILS. Know what's below. Call before you diq. WATER METER FIRE DEPARTMENT CONNECTION BEND/TEE WITH THRUST BLOCKING POST INDICATOR VALVE GATE VALVE 6" DOUBLE CHECK DETECTOR ASSEMBLY 2" DOUBLE CHECK DETECTOR ASSEMBLY FIRE HYDRANT ASSEMBLY tin NMM T W 0 Ln L in L a m C) CD co (n rn co W U) M � ,-� cn m N o®Z 0 w 00 0 <t z � 1 0 z W o O LLJ 0ca � , W Q C 2� =)E)Z Q 1— 0 I— W JUL 15 201 C-3.0 I/ Lim F_ Q .. E 0 _ i 0 N 3 O M 0 0 i cn c .3: v 0 i 0 U cn .a 0 c 0 cn SECTION 36, TOWNSHIP 27N, RANGE 3W. W.M. GENERAL UTILITY NOTES 1. ALL IMPROVEMENTS SHALL MEET LOCAL, STATE DOT AND A.P.W.A. STANDARD SPECIFICATIONS. 2. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF THE EXISTING CONDITIONS. THIS PLAN DOES NOT REPRESENT A DETAILED FIELD SURVEY. THE EXISTING CONDITIONS SHOWN ON THIS PLAN SHEET ARE BASED UPON THE SURVEY PREPARED BY TIM HANSON AND ASSOCIATES, INC., DATED SEPTEMBER 27, 2012. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELD CONDITIONS PRIOR TO BIDDING THE PROPOSED SITEWORK IMPROVEMENTS. IF CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWORK WHICH WOULD BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT EXISTING SURVEY, INCLUDING TOPOGRAPHY, AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, HE SHALL HAVE MADE, AT HIS OWN EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR AND SUBMIT IT TO THE OWNER FOR REVIEW. 3. CAUTION - NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITIES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES AND EXISTING IMPROVEMENTS WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS ON THE PLANS. 4. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION AND DIMENSIONS OF VESTIBULE, SLOPED PAVING, EXIT PORCHES, SIDEWALKS, RAMPS AND TRUCK DOCKS, PRECISE BUILDING DIMENSIONS AND EXACT BUILDING UTILITY ENTRANCE LOCATIONS. 5. REFER TO INTERIOR PLUMBING DRAWINGS FOR TIE-IN OF ALL UTILITIES. 6. ALL FILL MATERIAL SHALL BE IN PLACE, AND COMPACTED BEFORE INSTALLATION OF PROPOSED UTILITIES. 7. CONTRACTOR SHALL NOTIFY THE UTILITY AUTHORITIES INSPECTORS 72 HOURS BEFORE CONNECTING TO ANY EXISTING LINE. 8. MINIMUM WATER AND SANITARY SEWER TRENCH WIDTH SHALL BE 2 FEET. 9. ALL UTILITIES SHOULD BE KEPT TEN (10') APART (PARALLEL) OR WHEN CROSSING 18" VERTICAL CLEARANCE (OUTSIDE EDGE OF PIPE TO OUTSIDE EDGE OF PIPE). 10. IN THE EVENT OF A VERTICAL CONFLICT BETWEEN WATERLINES, SANITARY LINES, STORM LINES AND GAS LINE (EXISTING AND PROPOSED), THE SANITARY LINE SHALL BE DUCTILE IRON PIPE WITH MECHANICAL JOINTS AT LEAST 10 FEET ON BOTH SIDES OF CROSSING, THE WATERLINE SHALL BE MECHANICAL JOINTS WITH APPROPRIATE THRUST BLOCKING AS REQUIRED TO PROVIDE A MINIMUM OF 18" CLEARANCE, MEETING REQUIREMENTS OF ANSI A21.10 AND ANSI 21.11 (AWWA C-151) (CLASS 50). 11. LINES UNDERGROUND SHALL BE INSTALLED, INSPECTED AND APPROVED BEFORE BACKFILLING. 12. CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH THE SPECIFICATIONS OF THE LOCAL AUTHORITIES WITH REGARD TO MATERIALS AND INSTALLATION OF THE WATER AND SEWER LINES. 13. ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY CODES AND/OR UTILITY SERVICE COMPANIES SHALL BE PERFORMED PRIOR TO ANNOUNCED BUILDING POSSESSION AND THE FINAL CONNECTION OF SERVICE. 14. CONTRACTOR SHALL COORDINATE WITH ALL UTILITY COMPANIES FOR INSTALLATION REQUIREMENTS AND SPECIFICATIONS. 15. CONTRACTOR TO PROVIDE TRENCHING, BACKFILL, 2 - 4" PVC SCHEDULE 40 CONDUITS, AND PULLING WIRES FOR UNDERGROUND TELEPHONE SERVICE FROM EXISTING FACILITIES AS SHOWN ON PLANS. CONTRACTOR TO COORDINATE INSTALLATION AND POINT OF CONNECTION WITH UTILITY PROVIDER. 16. CONTRACTOR IS TO PROVIDE TRENCHING, CONDUIT, AND BACKFILL FOR ALL UNDERGROUND POWER LINE AND VAULTS AS REQUIRED BY UTILITY PROVIDER. POWER LINES AND POLES TO BE INSTALLED BY UTILITY PROVIDER. SEE SITE ELECTRICAL PLAN FOR SITE LIGHTING AND FOR PRIMARY ELECTRIC SERVICE LOCATIONS. 17. INSTALLATION OF THE GAS MAIN AND METER TO BE ACCOMPLISHED BY UTILITY PROVIDER. WATER NOTES 1. ALL CONSTRUCTION/INSTALLATION OF WATER MAINS SHALL BE DONE IN A SAFE, NEAT AND WORKMANLIKE MANNER, AND UNDER SUPERVISION BY UTILITY PROVIDER FORCES AT ALL TIMES. ALL SAFETY REQUIREMENTS FROM OSHA AND OTHER STATE REGULATING AGENCIES MUST BE MET. 2. WATER MAIN PIPE MATERIAL SHALL BE CLASS 52 DUCTILE IRON MEETING LOCAL REQUIREMENTS. 3. AN 18-INCH MINIMUM SEPARATION IS REQUIRED ON SERVICE TAPS ON A MAIN LINE. 4. ALL ELBOWS/BENDS ON WATER MAINS SHALL HAVE THRUST BLOCKS. 5. A DEPTH OF 36" FROM FINISHED GRADE TO THE TOP OF THE WATER MAIN IS REQUIRED. PLACING WATER LINES SHALLOWER THAN 36' IS PROHIBITED. 6. ALL NEW PIPES MUST BE PROPERLY FLUSHED, PRESSURE TESTED, AND CHLORINATED BY THE CONTRACTOR, AND INSPECTED BY UTILITY PROVIDER AND GOVERNMENTAL AGENCIES WITH JURISDICTION. 7. ALL BACKFLOW PREVENTION DEVICES (DOUBLE CHECK BACKFLOW PREVENTORS, REDUCED PRESSURE BACKFLOW PREVENTORS, PRESSURE AND ATMOSPHERIC VACUUM BREAKERS, ETC.) MUST BE APPROVED BY THE UTILITY PROVIDER AND GOVERNMENTAL AGENCIES WITH JURISDICTION. 8. ALL NEW CONNECTIONS TO EXISTING WATER MAINS REQUIRE ISSUANCE OF A PUBLIC WORKS PERMIT AND INSPECTION BY THE CITY OR GOVERNMENTAL AGENCIES WITH JURISDICTION PRIOR TO BACKFILLING. 9. BACKFLOW PREVENTION DEVICES SHALL BE CONSTRUCTED OF CORROSION RESISTANT MATERIALS. Know what's below. Call before you dia. APPROVED FOR CONSTRUCTION ,YMPIC VIEW WATER AND SEWER DISTRICT D ATE:-------------------- ENGINEERIG DIVISION a"1111111! m 0 m N O cn 00 M M in Ln L a Nr Itr �_U- Ln 0 rn V) M � ,--� cn m J_ ®Z C4 W � 0 O Q z r•� 3::W 0 Q � iSo z Zr Q o WO �Q Cn C� o W Z W 1- nQ�T(' O 55z Z <C -r- O WRESUB F- Q JUL 15 2013 cirr of EQ �os C- .1 :., SECTION 36, TOWNSHIP 27N, RANGE 3W. W.M. Know what's below. Call before you dia. APPROVED FOR CONSTRUCTION OLYMPIC VIEW WATER AND SEWER DISTRICT DATE: _-2-A, z------------------- BY: � ;l __. ENGINEERINI3' DIVISION on mi m 0 m N OV Moo p Ln Ln mot' L1n LLTCN n. (fin®N Z VU W 4p� (L >- cf) O®CzcQ J o��o aC a r W o I= 7- dC �W W Q�vO H a: cmz Q O W o oc W RESUB JUL 15 2013 BUILDING' �IF E�ON�S cn M SECTION 36, TOWNSHIP 27N, RANGE 3W. W.M =F. THEF^7i,r3"4•FFtEraS`I`E��L# RIGHT OF1'Jr`�'`€ €�>�t�i��Y€�°� r>�, STATE ROUTE �%;�..s 3H. £ I t); LI c-, d£'.�° �' �°rq l l'I''c:AS I � I� L.�r 3I'= €,<I:.:i'I-I'r;:R1111Q. ,> I�" q A � llRll (: E I 3a t•�+•�4 ��� �^^ 'y� WIDTH }�• �•�r° .w,��� Lw.s;���� 3=�°�. •. ,6."'i"i `. �`�.�fs=C,� �'{E.��i. #r F � F rI�„ #`"s€a:t3 £ � t' �itt'i F �tr3E..' { �"3 £w.}f�" it' �� >�`� ¢� s q•. �` >1:I ...., v w, w„ ,w„ c• »», » » TOP f3 E CGS 3'? a GU• YIN CASE 3 w °y} $.z# d s£l. CASE »,,..,. , ' t.I...».....................»w,,,w,.,w»„w,.d�..»»,,,,,...w................^..,,....>:....."..".•,..,..,.,.,...•.•.....,..,..,....�;;i.,.....,..w.t?z....,w....,..,.,,.,...P,i�,.,.,^,,..,,.,. ; IVII;3L�I�;� �� j» ,`�.� ,{�` ... ,> >> _ � �E^y�.�•3`)i{°y}w� ;�:��99 04q �"�;����n� N"""3'.l,e` L �' 2 '� f, �� Yi ..-- S L.) i S 4 #•`nt. 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I tL Syr'nx•�^a` ^•« .a.,,.,6�«°a` m, xc " r BENCHMARK NW L 3 W7,.>S"LS'<l t,`.3 l3F i✓i.flti�.•, 9b "#i PAD 0# POWER VAULT,e� £ Li ELEV° = 299,91 l �" A<a,`:TACT10 V PAVING FOR t � 12 d'l , °°;. ,.-`•^ a•xa eaa:,. oaw< rw:a u FD- au,:u weeew .saros - - o.0 - a•.ewe - - - ss:wrz wrap aar<u xm FD- - v.°vs - asw.0 r .wa .cx w:rw w,,,+ ,aac. ^s: ww ...< wxxa - - mvaxFD- w»ss •,<a: : wawa v w "u� k" x.,. Y'.. .. .:e wr ewese sze:: xv «« « �«eJ }, � m ( , I b �w a�I I «<, a �,,a .w n� ar,,..x<�r.<� � j�w � a arm w • w«. ww .w«< 1y «,� xeww< FL 6 � w 19 , o 0 0 1 15 C° 7 I'd I I I w s�-RDL,-�,w,a ,� - .A� j _ ,w w ww n a 3 1 �FD� - y � � 8 9 � 16 APPROX. GAS, TELECOM 17 f'f.DhR1X•.� POWER ENTRY. SEE F NOTE THIS SHEET FOR NEW ADDITIONAL INFORMATION MCDONALD'S is# < G 45-97 I I I 4,270 SF I� FFE = 310.20 r 0 1 I 1 T o P\ > mow. R4: I I I# c ,�yr�x. SD. S Cfxrti x w y `+•{ �»{^'' _V iw.^ � � � � ^'L ... ••..•• �rv.'r�w J"u3...w..,.,.3...� �,•�J�....,� ��.. �Ir,... •Y-"'�"'"�",�",'„.+''y y r-•_,,,.£, y..»,Y...,,C.....�...g... ROCK WAI '^J4..,.d...„-.C....t., k.,...~'�, Yg•"^� ,.,r--.y }^ 'y ,,,,.1»...,•• r"., t+"» 1£.."i�.• `, Y -^ y^ ,r'''^<^` C.. b y �+., { N: ROOK WAI..... PARCEL 3i4 ': 'aC».. AREA ,~.y#s M, is3,011 SQ. rm M•" M£ - J x,..:�... 3 . S i TAX ACCOUNT .,......., NOS, ; 1Gpw.w» t2»02 0 <91 ACS£Nn 3 aao M I V) Z AND 006107002_003 01 RIM = 312 7mat [N',NL_ 8R %0ta - .e< � F 1 AREA ABOVE ROCK ROC; WALL .. > $a 0 i SURVEYED s L_ .•t # THE PARCEL .",� A i 'i � w/ Iwo..... 2 c 3 REQUEST I I�{? ;Opl ' t TAX ACCOUNT NOS. 0061G �"..�002--005-�- 4 w1 ssZL AND 006'107-002-005-01 C� KS TV 7F PAW CORPORATION, w t<I.� iI`I•«i",:J a�:.t Iw f LINE 01W I'`.OR'f'rIE>r1S 'ITErtl. F D V NO2 200' OF LOTS 2, 3 AND 4 I L Ew:s' ;7 5s L O T 2 � 0 $ 33 ,5,... O T 4 L L 5 f m m m m m m m m m m m m m® m m m m m m m m m m _Sx.'} 5 Fs/a5ri •�E . i CORNER ��� �:a 1�s *N INACCESSIBLE; JGNE; ;9^AREA rROVE ROCK; WALL NOT SET. FOLD, MORGAN / AS11-I, JENNIIw'ER GILES, GAl` Y I f3ILE.S, GARY NOT SURVEYED AT THE 22911 €02ND PL, tit _ PO BOX 562 1 PCB BOX 562 � REQUEST OF fia CDONALDS EDMONDS, INN 0 020-51L6•2 FALL CITY, WA 98024 FALL CITY, WA 98024 COi:P0,?'aAiIOI'`e. SANITARY SEWER SCHEDULE EXISTING 6 SANITARY SEWER 14 9 LF 6" GW ® 2.0% MIN. STUB AT MAIN PER OLYMPIC ® 28 LF 6 WW ©2.0% MIN. WITH � A 5 LF 12" STEEL SLEEVE SANITARY SEWER CLEANOUT �>� VIEW WATER AND SEWER 15 . CENTERED UNDER PROPOSED RIM = 310.06 ��^may DISTRICT MAPS. CONTRACTOR c,, TO VERIFY SANITARY SEWER RETAINING WALL. I.E. = 301.30 STUB LOCATION, SIZE, AND ❑5 WYE CONNECTION AND TESTING 16 3 LF 6" GW ® 2.0% MIN. ELEVATION PRIOR TO TEE CLEANOUT PER DETAIL 2, 17 6" GREASE WATER ENTRY CONSTRUCTION OF ANY PORTION SHEET C-3.5. OF THE PROPOSED SANITARY RIM = 309.20 APPROX. I.E. = 301.40 SEWER SYSTEM. NOTIFY I.E. = 300.50 ENGINEER OF ANY " 1 a: �= fK����� DISCREPANCIES. 6 25 LF 6 WW ®2.0% MIN. � " APPROX. I.E. = 299.35t �7 _ ®' SANITARY SEWER CLEANOUT ;E�- Cj;�F; ��EIw3�,Y� e3£�':yo;:?`;<y�',,'S ��� �; RIM - 310.06 , t .... �:: �=��:� 3: �� �w t�;_y APPROX. 26 LF 6" SIDE 09/ K' Lz3 { � SEWER 2.0% MIN. I.E. = 301.00 CONTRACTOR TO VERIFY ® 2 LF 6" WW ® 2.0% MIN. SANITARY SEWER STUB 1 r�Yf3JFel RO�x�MRT N �' & PATRICIA LOCATION AND SLOPE PRIOR � 6" WASTE WATER ENTRY � 23.I.�����i���3 ���ACE 9 WEST LOCATION T APPROX. I.E. = 301.05 g TO CONSTRUCTION OF ANY PORT(ON OF THE PROPOSED 10 SANITARY SEWER SYSTEM. 11 NOTIFY ENGINEER OF ANY DISCREPANCIES. �3 NEW SANITARY SEWER 12 CLEANOUT ON EXISTING SIDE SEWER STUB AT PROPERTY LINE. 13 RIM = 310.06 I.E. = 299.90f CONTRACTOR TO VERIFY SANITARY SEWER STUB LOCATION, SIZE, AND ELEVATION PRIOR TO CONSTRUCTION OF ANY PORTION OF THE PROPOSED SANITARY SEWER SYSTEM. NOTIFY ENGINEER OF ANY 15 LF 6" GW © 2.0% MIN. SANITARY SEWER CLEANOUT RIM = 309.05 I.E. = 300.80 3 LF 6" GW ® 2.0% MIN. 2,000 GALLON GREASE INTERCEPTOR SINGLE VAULT SYSTEM, UTILITY VAULT 612-GA. NORTH RIM = 309.18 SOUTH RIM 309.38 IE (IN) = 301.10 IE (OUT) = 300.90 CONTRACTOR TO PROVIDE VENTING AS REQUIRED BY BY UNIFORM PLUMBING CODE. APPROX. GAS, TELECOM AND POWER ENTRY. REFER TO MEP PLANS FOR EXACT LOCATIONS. CONTRACTOR TO COORDINATE WITH UTILITY PURVEYOR PRIOR TO CONSTUCTION FOR ON -SITE ROUTING AND CONNECTION TO THE EXISTING SERVICES. SEE SHEETS C-3.4, AND C-3.5 FOR SANITARY SEWER NOTES AND DETAILS. SET IMAG NAIL WITH WASHER OFFSET 6.00' LS 18903. e. FACE O "I" IN IOWA ON " CON" y§BALL FIRE HYDRANT C£8 IS 0.2 S .'LY CE LIMA ew` 312,611R0, ...€ELEV. ..... 316.05 INV 309.7 6" CONC. bvALL C RGSSES PROP. €.,.INI:: IS NION'LY OF R"P. LIME V«,««w•r« '3::. O T Fs , 0 Al � �w Z mica I•;« L m, 0 00 'tck4Z z{,d 1 IS4 ,r--TPOB ® SET 5/ 8" RIrBAR; 09< 85; LS 19 03. q�t i Qfi IKxa `:U Know what's below. Call before you di LEGEND: 6" GREASE WASTE 6" WASTE WATER GREASE INTERCEPTOR SANITARY SEWER CLEANOUT/TEST TEE 6" GW 6" WW APPROVED FOR CONSTRUCTION OLYMPIC VIEW WATER AND SEWER DISTRICT DATE: __;7 /5 _ ENGINEERING VVISION #tug^ ,. ^i .01 +-q 00 2: CD c)T Ln NOTO p Ln Ln 3 d F- L,L M = � ®z N Q W 0 q9c Go D �0Qz [' 0�3i:0 cr �p �m� W ozz �WO= W O oc � Q CA E2W� �- Q d' co a:��Z O W � Z oc W CO RESUB JUL 15 2013 BUILDING DEPARCMENT cm&DW3 We a M 0 CV 0 N CN SECTION 36, TOWNSHIP 27N, RANGE 3W. W.M. GENERAL UTILITY NOTES 1. ALL IMPROVEMENTS SHALL MEET LOCAL, STATE DOT AND A.P.W.A. STANDARD SPECIFICATIONS. 2. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF THE EXISTING CONDITIONS. THIS PLAN DOES NOT REPRESENT A DETAILED FIELD SURVEY. THE EXISTING CONDITIONS SHOWN ON THIS PLAN SHEET ARE BASED UPON THE SURVEY PREPARED BY TIM HANSON AND ASSOCIATES, INC., DATED SEPTEMBER 27, 2012. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELD CONDITIONS PRIOR TO BIDDING THE PROPOSED SITEWORK IMPROVEMENTS. IF CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWORK WHICH WOULD BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT EXISTING SURVEY, INCLUDING TOPOGRAPHY, AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, HE SHALL HAVE MADE, AT HIS OWN EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR AND SUBMIT IT TO THE OWNER FOR REVIEW. 3. CAUTION - NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITIES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES AND EXISTING IMPROVEMENTS WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS ON THE PLANS. 4. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION AND DIMENSIONS OF VESTIBULE, SLOPED PAVING, EXIT PORCHES, SIDEWALKS, RAMPS AND TRUCK DOCKS, PRECISE BUILDING DIMENSIONS AND EXACT BUILDING UTILITY ENTRANCE LOCATIONS. 5. REFER TO INTERIOR PLUMBING DRAWINGS FOR TIE-IN OF ALL UTILITIES. 6. ALL FILL MATERIAL SHALL BE IN PLACE, AND COMPACTED BEFORE INSTALLATION OF PROPOSED UTILITIES. 7. CONTRACTOR SHALL NOTIFY THE UTILITY AUTHORITIES INSPECTORS 72 HOURS BEFORE CONNECTING TO ANY EXISTING LINE. 8. MINIMUM WATER AND SANITARY SEWER TRENCH WIDTH SHALL BE 2 FEET. 9. ALL UTILITIES SHOULD BE KEPT TEN (10') APART (PARALLEL) OR WHEN CROSSING 18" VERTICAL CLEARANCE (OUTSIDE EDGE OF PIPE TO OUTSIDE EDGE OF PIPE). 10. IN THE EVENT OF A VERTICAL CONFLICT BETWEEN WATERLINES, SANITARY LINES, STORM LINES AND GAS LINE (EXISTING AND PROPOSED), THE SANITARY LINE SHALL BE DUCTILE IRON PIPE WITH MECHANICAL JOINTS AT LEAST 10 FEET ON BOTH SIDES OF CROSSING, THE WATERLINE SHALL BE MECHANICAL JOINTS WITH APPROPRIATE THRUST BLOCKING AS REQUIRED TO PROVIDE A MINIMUM OF 18" CLEARANCE, MEETING REQUIREMENTS OF ANSI A21.10 AND ANSI 21.11 (AWWA C-151) (CLASS 50). 11. LINES UNDERGROUND SHALL BE INSTALLED, INSPECTED AND APPROVED BEFORE BACKFILLING. 12. CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH THE SPECIFICATIONS OF THE LOCAL AUTHORITIES WITH REGARD TO MATERIALS AND INSTALLATION OF THE WATER AND SEWER LINES. 13. ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY CODES AND/OR UTILITY SERVICE COMPANIES SHALL BE PERFORMED PRIOR TO ANNOUNCED BUILDING POSSESSION AND THE FINAL CONNECTION OF SERVICE. 14. CONTRACTOR SHALL COORDINATE WITH ALL UTILITY COMPANIES FOR INSTALLATION REQUIREMENTS AND SPECIFICATIONS. 15. CONTRACTOR TO PROVIDE TRENCHING, BACKFILL, 2 - 4" PVC SCHEDULE 40 CONDUITS, AND PULLING WIRES FOR UNDERGROUND TELEPHONE SERVICE FROM EXISTING FACILITIES AS SHOWN ON PLANS. CONTRACTOR TO COORDINATE INSTALLATION AND POINT OF CONNECTION WITH UTILITY PROVIDER. 16. CONTRACTOR IS TO PROVIDE TRENCHING, CONDUIT, AND BACKFILL FOR ALL UNDERGROUND POWER LINE AND VAULTS AS REQUIRED BY UTILITY PROVIDER. POWER LINES AND POLES TO BE INSTALLED BY UTILITY PROVIDER. SEE SITE ELECTRICAL PLAN FOR SITE LIGHTING AND FOR PRIMARY ELECTRIC SERVICE LOCATIONS. 17. INSTALLATION OF THE GAS MAIN AND METER TO BE ACCOMPLISHED BY UTILITY PROVIDER. SANITARY SEWER NOTES 1. ALL CONSTRUCTION/INSTALLATION OF SANITARY SEWER MAINS SHALL BE DONE IN A SAFE, NEAT AND PROFESSIONAL MANNER, AND UNDER SUPERVISION OF CITY FORCES AT ALL TIMES. ALL SAFETY REQUIREMENTS FROM OSHA AND OTHER STATE REGULATORY AGENCIES MUST BE MET. 2. THE MINIMUM SIZE FOR PUBLIC SEWER MAINS SHALL BE 8" DIAMETER. ALL SANITARY SEWER PIPING SHALL BE SCHEDULE D3034 PVC OR EQUAL. MINIMUM PIPE DIAMETER FOR PRIVATE LATERALS IS 4" AND OF SCHEDULE D3034 PVC OR EQUAL. ALL SANITARY SEWER LATERALS MUST BE PROPERLY MARKED AT ENDS. 3. CONNECTIONS INTO THE EXISTING SANITARY SEWER MAINS REQUIRE ISSUANCE OF PUBLIC WORKS PERMIT AND INSPECTION BY THE LOCAL JURISDICTION PRIOR TO BACKFILLING. 4. ALL NEW SANITARY SEWER PIPES AND MANHOLES MUST BE THOROUGHLY CLEANED, INSPECTED AND PRESSURE/VACUUM TESTED AS REQUIRED BY UTILITY PROVIDER AND GOVERNMENTAL AGENCIES WITH JURISDICTION. ALL TESTS MUST BE WITNESSED AND PASSED BY THE UTILITY PROVIDER AND GOVERNMENTAL AGENCIES WITH JURISDICTION PRIOR TO PLACING INTO OPERATION. 5. THE CONTRACTOR SHALL PROVIDE TO THE UTILITY PROVIDER ANY GUARANTEE OR WARRANTY NORMALLY FURNISHED WITH THE PURCHASE OF ANY MATERIALS USED IN CONNECTION WITH THE PROJECT AT HAND. Know what's below. Call before you dia. APPROVED FOR CONSTRUCTION ,YMPIC VIEW WATER AND SEWER DISTRICT DATE: __Zl6_/ 5------------------- 1 ENGINEERING D4V/ISION .mtEE71 �'* 2: LnN 01 CO �qp' Ln v. "r v Ln Ln r U- 1- ®� �n N W V U o W if>-� 00 � z 0 OQZ 3::d Q V J W ��j'j Q W W ■W O = O CO z W n�W o < D CO W � ` Z 0 W a:W RESUB JUL 15 2013 < BUILDING' DEPARCMENT 0"YCE"S. 3 V) m ^E A 2% Grout Both Sides ZI� + I + ��- I + - Precast Divider 0 771. Vent Pipes SEE PLUMBING PLANS " FOR CONTINUATION INLET IE=305.56 a COAT INTERIOR WITH COAL TAR EPDXY FLOOR THICKNESS = 1.25' 12" MINIMUM — COMPACTED PEA GRAVEL " NI Adjust To Grade- CONCRETE - PAD F PLAN VIEW �--Slot Both Sides ' Inspection Tee Typical °"`' —� I I.: Y>" K0R-N-SEAL J I I I' BOOT KOR-N-SEAL Tee or �1 . I I BOOT Dim » E» Water Depth ^ ie N 0 I , ` Grout All Around, Slot 2 Length Both Sides 1 Length 3 9 3 SECTION VIEW AA 2% SECTION 36, TOWNSHIP 27N, RANGE 3W. W.M. Contractor To Core Drill Or Knockout e Pi Hole In Field p Knockout Typical u o 1 N 1" Draft 1'-0" MrIrAll A 24"0 Locking Frame & Cover Air & Gas Tight, H2O LOAD CAPACITY 3 Places (2 Places On 577-GA) KOR-N-SEAL BOOT -- OUTLET IE=305.36 U 0 0 Gallon Capacity 600 800 1000 1500 _ `}:>>`< «I<>` 2500 'jti.;,....,. 3000 4000 5000 6000 7000 UV Co. Model No. 577-GA 577-GA - 4484 GA - 5106 GA - `>> "€€�-`<<"<>:;:: 612-GA 712-GA 712-GA - 814 GA 818-GA 818-GA n n Dim A 1 n 7 -0 r 11 7 -0 . n 9 -0 1 n 11 -2 <<';;;'�;;;=�3:;;;; 12 -8 1 n 13 -1 r » 13 -1 r " 15 -7 f n 19 -11 r u 19 -11 n n Dim B 1 n 4 -8 r n 4 -8 f » 5 -0 r » 5 -8 ' f— n %<N -y;« 6 8 3< ` r— n 8 0 1— n 8 0 1 n 9 -7 1 n 9 -11 f n 9 -11 Dim "C" 7'-0" 7'-0." 7'-2" 7'-2" a t " 8'-0" 8'-7" 8'-7" 10'-0 1/211 10'-5" 10'-5" n n Dim D 1 n 3 -7 r n 4 -8 r " 4 -2 f 4 -3n ?'<<_< 5 -6 1 /2 f » 5 -1 r 1r 6 -8 / » 7 -4 r » 7 -1 8'-0" fl » Water Depth Dim E f 11 3 -3 f f1 4 -4 1 11 3 -10 1— f1 ;„ <:: 4 9 f— n 4 8 6 f-3 fr f fl 6 -1 r— If 5 8 f 6 -7n Notes: 1. Concrete: 28 Day Compressive Strength f'c = 7000 psi 2. Rebar: ASTM A-615 Grade 60 3. Mesh: ASTM A-185 Grade 65 4. Design: ACI-318-02 Building Code ASTM C-857 "Minimum Structural Design Loading For Underground Precast Concrete Utility Structures 10 5. Loads: H-20 Truck Wheel w/ 30% Impact Per AASHTO 6. Fill w/ Clean Water Prior To Start -Up Of System 7. Contractor To Supply & Install All Piping & Sampling Tees 8. Gray Water Only, Black Water Shall Be Carried By Separate Side Sewer SCALE: NTS 2000 GALLON GREASE INTERCEPTOR NTS 0.33' MIN. GRADE 0.50' MIN. — SCREW IN CAP JOINT SEALANT 1" DEEP 1" STYROFOAM ALL AROUND 6" DIAMETER CLEANOUT (STRAIGHT "T" RISER) ------------ ------------- FROM GREASE INTERCEPTOR - 67' MIN STANDARD C.O. FRAME AND COVER. SET FRAME IN CEMENT GROUT. o" LO CEMENT CONCRETE CLASS 5 (1-1/2) OUTLET PIPE 6" MIN DIA.� FLOW DIRECTION TO SEWER DISCHARGE TEST TEE NTS Know what's below. Call before you F- tL Ln 0 oOOi 00 � U) M � 'N — N '� a� ,--� cn M fin® Z N J CO -O W ."- o � 0 Q 0 Q Z O � W 0 z DC °o= 0 oWc Co W o 3:: (i) !i W >_ Q ' no.1 0 x N 0 �C o O I-- T Q z a: W (f) RESUB JUL 15 2013 �ukniN Ct EDI�QNt i~ CV rri r� 0 CV 75 _1 ca c� .^G (J Lij = 3 v i 0 U N -0 S0 O E C O C7� Cn O SECTION 36, TOWNSHIP 27N, RANGE 3W. 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WALL CROSSES PROP 2. { 20.4 22.7 16.0 11 6 13. 13.1 13. 12. 10.8 9.0 _ -_ 3.0 20.2 16.78.7 r 15 u = 7.7 NEW s i ONCE - ; fry `" 17.4 15.6 1 1.2 12.1 11.3 0.5 0.5 1.7 10.9 9.3 o �+ MCDONALUS 1.1 10.9 10.6 13. �`s FENCEOIN -A IZ, .Nk C �C ,r "" i ��k 6.8 ,'6 •4 2 w < 1 45-97 Q+ 1-,- z:>�: 8.7 8.9 10.2 12.2 10.5 10.7 11.0 1 1.2 10.7 10. 6 11.0 9.9 .4 7.8 7.8 1 11.0 8. 4, 270 SF 1.5 10.5 8.8 7.8 i_ io � � 5.9 FFE = 310.20 6 5 { ;-'U 4.E .t`�3• A y}T AS 3 iTYL.. 3 .a:'e 0'•"• s% 7 8.7 1 1.6 9.9 9.6 11.8 17.7 15.3 1 1.2 9.4 10.0 10.2 .1 0 9.0 10.1 8.7 6.6 ,° PAWN `s " bI �3 1f ; 8.0 10. 17 8 5.9 14.4 9.4 8. 8 10.6 17.3 20.2 � < .5 8.5 .5 22.7 16.4 12.2 6 4 4.5 4.7 5.2 4.5 4.9 5.7 5.6 5.7 8.1 15.1 24.3 2 7.6 10.1 8.1 7.9 7.1 4.3 3.0 .0 6.2 7.6 1 1 19 8 11.9 23.1 9.9 7. 5 �,...f..., ..,�. i i ... .-.... �.i�....-n.� .:`.�L.... .. h... .,-.Y^-...j"_ f�} ) .. �i `1.....:� C,......:_... �,. ... {,..` r�_:.. W . _., . ,.E3.... xy:,£`,,ww'� ..Y �_ ;-r. _. .�.:;�- : ,_.�,...� �.. � .��. ..>,.._,.��...: s_". .6 18.9 21.5 22.9 19.0 11.5 7.4 6.1 6. 2.6 C 11 �'z mow` "F : `1 0 E f 'a E, UJ LOT 1 �€ ,<. Cy,w 2 h Al f A(p z AND AREA ABOVE ROCK WALL NOT SURVEYED) Al' THE REQUEST OF MCDON "IDS LOT .;� 3�1 L,rtG+Y'x!F fi' FISH,L€�t'YCi YI�.L�..:�`,a �.�'. wa... h if�f 220-11 102ND Pl- ft PO '•'4O -6 2 FALL CITY, VNIA 98024 NOTES, 1. THE F❑❑TCANDLE LEVELS AS SHOWN ARE BASED ON THE F❑LL❑WING CRITERIA. ANY SUBSTITUTI❑NS IN SPECIFIED FIXTURES OR CHANGES TO LAYOUT WILL AFFECT LIGHTING LEVELS SHOWN AND WILL NOT BE THE RESP❑NSIBILITY OF SECURITY LIGHTING, 2. THE C❑NTRIBUTI❑N OF THE METAL HALIDE S❑FFIT / BUILDING LIGHTING IS NOT REFLECTED ON THIS DRAWING, 3. DISTANCE BETWEEN READINGS 10' 4. FINAL ADJUSTMENTS TO AIMING ANGLE/DIRECTI❑N OF FIXTURES MAY BE REQUIRED TO ELIMINATE LIGHT TRESPASS OR GLARE ONTO ADJ❑INING PR❑PERTIES OR ROADWAYS. 5, F❑❑TCANDLE LEVELS SHOWN ARE MAINTAINED. MAINTENANCE FACTOR USED ON THIS DRAWING IS 0.75 ** - SPECIFY COLOR • <.. i pp R pps'1 i ...... 1.91 t it ..-#,- i ... i, Y? z:iiE;'sLY U4{'" () E21' R 3: :°. A:'-` 'FZLY i f a, 0, 7 T 2 .� 31 AND f�• 3 LOT 4 t 300 a zn e° 1 a..f LE' wp A R Y 4.f iw' 0. i r).f 62 * PROJECT WIND LOAD CRITERIA BASED ON: ASCE 7-10 WIND SPEEDS (3-SEC PEAK GUST MPH) 50 YEAR MEAN RECURRENCE INTERVAL. NOTE: ALL ASB FIXTURES TO BE INSTALLED TILTED AT A 30 DEGREE ANGLE UNLESS OTHERWISE SPECIFIED. THIS LIGHTING PATTERN REPRESENTS ILLUMINATION LEVELS CALULATED FROM LABORATORY DATA. TAKEN UNDER CONTROLLED CONDITIONS IN ACCORDANCE WITH ILLUMINATING ENGINEERING SOCIETY APPROVED METHODS. ACTUAL PERFORMANCE OF ANY MANUFACTURER'S LUMINAIRES MAY VARY DUE TO VARIATION IN ELECTRICAL VOLTAGE, TOLERANCE IN LAMPS, AND OTHER VARIABLE FIELD CONDITIONS. SEE SHEET C-3.7 FOR LIGHT POLE FOUNDATION DETAIL FIXTURE TYPE: SYMBOL gUANTRTY CONFIG QUANTITY BRACKETS QUANTITY EPA MOUNTING POLE TYPE: QUANTITY WIND LOAD* ALLOWED ASB-C-1000MH-**-MT °-0 16 DBL 8 TT-2A 8 6.28 25' SSP-5722-GL-**-TT (5") 8 90MPH 22.4 rti, •V �;! i '�i' f,.'i{'C..wFai FE' 4. 0 3.3 m, A� >':.�i;� .... ., °•Fc �d:L *,o. is'.:nJ maMhp° k.° { >° fi 1: 01 g ti ` ° aa�i:0e�" rVL-:y _I TAX ACCOUNT NOS. 006107-002-005 04 AND F{im, 5/f ` REBAF . .s~, "=1'. C-916. r AREA ABOVE ROCK t`t ALL -NOl S,.JCvEYED AT T3 UNLESS OTHERWISE SPECIFIED, ALL DIMENSIONS ARE IN INCHES NOTES - SCALE 1' = 20' 0' DATE NEXT ASSEMBLY REF. DRWGS. DRAWN BY LJ 01 /08/ 13 CHECKED BY APPROVED BY APPROVED BY FINISH APPROVED BY SHOP ORDER MATERIAL PROJECT NO. 0 O " �, s• aC�•r'� , h 934 ®4P®4IENIM Perfornance Designed Lighting Products f085 Johnson Dr., Buffalo Grave, Illinois 60089 I-800-544-4048 P❑INT-BY-P❑INT F❑❑TCANDLE PLOT FOR - McDONALD'S - EDMONDS WAY EDMONDS, WA DRAWING NUMBER 1PCP27036A PROP. L€" E LOT 6 ?a r 0 z ^; 3z; € � J_» f "' F<� .`c.:3 ` 4 3 A a-- ti f �i 5�::-.f,9 RE F3?AR, Y lid Al b LS 18003, L Tp Know what's below. Call before you dig. PAVED SURFACE READINGS Average Maximum Minimum Avg:Min Max:Min 11.5 25.9 4.0 2.87 6.47 PROPERTY LINE READINGS Average 2.9 Maximum 9.4 Minimum 0.1 Avg:Min 28.62 Max:Min 94.00 DATE: STRUCTION NDS CITY ENGINEERING\QIVISION r4 tii���a5 Ln Q 0 Ln CT C}0 6 EA Z Q LO LLn LL V- II- u LL. ®N Z 00 O < Z 0 0 O Q 0 pZ a W O Cl) O a: Q �W� h' ncCo= = T � Q00 J W 0 M W RESU JUL 15 2013 BUN.DING' DEPAR?,'AAENT F�- E C) N 5 c" J co a I t..OA U ` R PbUi 13AM- ."PLAN VIEW VIE A- . SCALEV SECTION 36, TOWNSHIP 27N, RANGE 3W. W.M. f 4 CE.CULA TIE EVEL-ING NUT �. ........ q POLE ANUO-ACTURER) LEVELI N! UI T 0 'ANCHOR BOLT " " ic,o": PLATS WASHFIR.. WITH1 XYHOLE,TO BE EMPEDDE1 )~O DATION TYPICAL LIGHTING POLE BASE DETAILS (NOT TO SCALE) CIRC U.LA R. TIC DETAIL SCALD X._',m VV... I Know what's below. Call before you dig. Cg APPROVE FOSTRUCTION CITY DMONDS DATE: m TY ENGINEERING DIVISION LRr < Q J �Q�F— Q=� ILd 5;in W;m V U) QE En� Of::) LLJ ( V • z LL /w y LL aiE /�^ v ' v 2 F 2 U O W W jLLI YY. �'• Q a Q � EE Q � et � .Q : J I U -� Q J I J U U J (� " a a d a d •� "� x r7 i r� r� � r� r� 0 \ Ln OHO.-� \ N \ \ \ ''''• O t 0 I O 0 O d- LO � V O ~ z N 0 \ Of N O Ld : LO o LL V W V on :=4 W 00 0 T o0 0 V"� iiga vv I-- u- Ln O ON L 0 M =3 A 'S F ,- �cnm ®� N 0 W co cf) 0 Q J o W � Z 00 W 0ca z W � ■p 00 r p � � Qn V W o Q �. u) Quo T w J oc W RESUB JUL 15 2013 BUILDING DEPARWEP! CITY f,�F ED� 1 FND. CONC. MON. LCIN CASE WITH U. NAIL DIVIDER PLANTER J� IHE NORTHEASTERLY RIGHT OF WAY MARGIN FOR STATE ROUTE BENCHMARK-���'�" FND. CONC. MON. 104 LIES 40 NORTTEASTERLY OF CENTERLINE, FOR A COMBINDED IN CASE WITH _ TOTAL RIGHT OF WAY WIDTH OF 80'. TOP OF CONC. MON. ML ML - ML ML ML ML ML ML ML ML ML ML ML ML ---ML---•-ML ML IN MOON. CASE CU. NAIL_ _. _ ----ML , -"-- PARC L 1 _ N 40 22 47 W •- BASIS OF BEARINGS ELEV. = 309.04 R--g00.00 _ _------�` • �� _ soya DATUM N VD88 x_..- THE NORTHEASTERLY 200 FEET OF LOTS 2, 3 AND 4, BLOCK 2, DIVISION _ _ - _.,� - - - --x -x ,- x---- - -R---- -*--- - - -- -- -off---- ry ;� NO. 2 OF WESTGATE PARK, ACCORDING TO THE PLAT THEREOF, RECORDED 684 89' - ^ -r " ---- - ---�- - a '� ox q°� off- oo`' yo°' yo`ry yo`6 yoti yo"'' yoy`' +yo°' yo"' J yo`O' you' yob' / yoy' „�g'°' _ ML ---r --- SAN. SWR: MH IN VOLUME 13 OF PLATS, PAGES 40 AND 41, RECORDS OF SNOHOMISH � ,yo ,§ --I -t-ML RIM 312.4 COUNTY, WASHINGTON; ML ML ML ML ML ML ML ML-4- -ML ML ML -�--ML ML ---ML/--- ML ML-' ---- ML r STORM MH Iz ,' INV = 302.�6 EXCEPT THAT PORTION CONDEMNED BY STATE OF WASHINGTON FOR EDMONDS WAY o ASPHALT ROADWAY o� . " HIGHWAY PURPOSES BY DECREES ENTERED UNDER SUPERIOR COURT pp` 4,, nrj ^j / RIM = 311.4 I�, r 12 (STATE ROUTE 104) -ss ss SS-1- ss ss ss r SS SS Ss SS ss--.,�-� ss INV = 304.7-SE /In;----�. -ss SS sS•-- SS SS r SS SS sS sS - ML SS ML- ML ML --fi ML ML--/--ML ML ML ML -`-"�3"'> �M NV = 302.8-NW / Ip? .p CASE NUMBERS 106843 AND 1A7146. M_ ML fu�L ML ML FOND. PK NAIL WITH Flo / - --�-- " PARCEL 2: SAN. sWR. MH CNC. CURB & GUTTER (PUBLIC RIGHT OF WAY) Ve I / , ^� w 36 G RIM = 299.7 G -�---G G ---G ---G CB--G Gam_ --G -G -c ----G ----G----c-/- G ---G G WASHER OFFSET ,�,ylg G sp--'•- INV. = 291.7 RIM = 300.9 �p I J 8.00; LS 189p. / osl / Im-"�` ALL OF LOT 5, BLOCK 2, DIVISION NO. 2 OF WESTGATE PARK. ACCORDING o y o'O INV = 295.2 t� n,°aQ' o�O �`' ,/ y`' q. / s, / r CURB p OP -SET MA. AIL WITH asp_ qo,• Aq' ' �_ o_-,tio-cr, yob cn o sr, o -.�yo yo_c� yo- - - o c� r o lP�_ o / o CURB DRY 2 " WASHER OFFSET 8.00' TO THE PLAT THEREOF, RECORDED IN VOLUME 13 OF PLATS, PAGES 40 AND 6 41, RECORDS OF SNOHOMISH COUNTY, WASHINGTON; ry , �o w CURB DROP- . 1'--w- --- ° '� "_ °' y w-^----v,, ..�. i �.`� LS 18903. -,,,,. �.w-WV Ft q• °q- qq o 9 -w°.� o -- --w �. - - -w 10' FOR HWY. P PURPOSES OSES y ,�'�' �0 7-'h�a a a y h' -��'' 0' oP y'`-^� aP y - - -----e P"DPP 0 0' o 0 0' o 0 0 0 0� o 0 10 FOR ROAD RICH OF na " ,y0 q o " ASPHALT WALKy° y - P 0 oP-. �-oa WAY. AF NO. 2181893 - BT -B EXCEPT THAT PORTION THEREOF DESCRIBED AS FOLLOWS: SET 5/8 REBAR _-,,....BT _____-B �� , „ BT---� _ _BT=--� S.C.C, N0. 106843 & 107146 pp+ _ _ ,,. BT �T' aT / GT BEGINNING AT THE SOUTHWEST CORNER OF LOT 5• WITH CAP; LS 18903. C -ss ss ss N 40 22 47 W - - - - - - - _ fiR a-- -er BT BT BT BT �, - 364,•80, / r ^ _ _ _ _ -' - Q ,2 EG ICV� - LANDSCAPED AREA �'�' Ts R.O.W. , BENCHMARK THENCE SOUTH 8946'32" EAST ALONG THE SOUTH LINE OF SAID LOT 5, A WM _ o LANDSCAPED AREA oDISTANCE OF R.O.W. PV / ss T I GV / o� ®ICVB s" ° ' ` � �� 5E LY FACE OF "I" IN IOWA ON THENCE NORTH249 37'13"T;EAST ALONG THE SOUTHEASTERLY LINE OF SAID xo h v,1 O 3 6 CONC. WALL / ' - e o f SIGN s ,o' •.o' ^°' SIGN I 3x , B 29„5�GN APPROX. LOCATIO o� o's yo~' yo`y 1 yory� yo"'' 1 yoa' )yo°' yoy' yoy' ,,y' oy �o OVERHEAD 0 9 y �� ^� ?s CB IS 4.2 SELY OF FIRE HYDRANT LOT 5, A DISTANCE OF 18.0.92 FEET; BENCHMARK OF SIDE SEWER rb I 11 s i / 1 SIGN / 12' D ` RIM = 312.6 PROP. LINE ELEV. = 316.05 THENCE NORTH 40'22 47 VEST, A DISTANCE OF 100.00 FEET TO AN NW'LY CORNER OF CONC. PIT 27" F °' / 1 0 ��' rD I I INV = 309.7 INTERSECTION! WITH THE NORTHWESTERLY LINE OF SAID LOT 5; oQ i I y 1 �4 goy' jp yo 20» 1), THENCE SOUTH 49'37'13" WEST, ALONG SAID NORTHWESTERLY LINE, A PAD ON POWER VAULT. ry I ao I I 6� - - _ - - yDISTANCE OF 254.81 FEET' TO AN INTERSECTION WITH A CURVE FROM ELEV. = 299.91 •o- - � y '�-• y •�f -s � y � o ° q1' � a• � •,'�' ASPHALT o° 4» o ,a o o`' I ory oy' oa, oa. ��/ oy' oy' oy. 1 oy' oy' i 20 BSBL ^ v o oq o eSL y t WHICH INTERSECTION THE RADIUS POINT OF SAID CURVE BEARS x PAVING / y "�° SL® I f v W o'�' 1 0 ^� ASPHALT SOUTH 86'42'11" WEST; ,ov P 1 6" D x 1 / ss Ill) / y" ya h^ I,H y� m~ y yoq ho "�oil I ry PAVING y� THENCE SOUTHERLY :,ALONG THE ARC OF SAID CURVE TO THE RIGHT Is / CB MH i'n + �° y° I'n y° o°� R = G4U.00 x�� y�y x�° HAVING A RADIUS OF 535.08 FEET ;AND CONSUMING A CENTRAL ANGLE OF �p , oo a 10» o Cg , �n x x x x / x r 2'57'00% AN ARC DISTANCE OF 27.55 FEET TO A POINT OF REVERSE �� 3ot.8 RIM = 300.7 RIM = 303.6 I / 1 _ _ I r YD D = 03.09'� �°' o 0 14" D / WATER LEVEL = 299.6 ASPHALT - - - - o , �N CURVATURE; q 301 WATER FILLED, OUTLET NO OUTLET OBSERVED. ss - -PAVING: I yo1' I RIM = 309.4 L = 35.22 �' NOT OBSERVED I � -- - - - - - -- / x ., • / THENCE SOUTHERLY ALONG THE ARC OF A CURVE TO THE LEFT HAVING A \ » r INV = 306.4 I A! RADIUS OF 712.66 FEET AND CONSUMING A CENTRAL ANGLE OF 0'01'27" x-x ® 4 p / CONTROL STRUCTURE IS I I / o ry o , O O A o / y ti N STREET SIDE OF MH I o ° `� q I •,o' °?' by i �a`ti AN ARC DISTANCE OF 0.30 FEET TO THE POINT OF BEGINNING; z z O . 8" x�°� °'�� y`�' �( y°" / y°yy oy CO yo`O9 �o`O0 oy� I yoy� wJ y4 °'GONG CURB goq "��° 4c, "'0 1 �' x"'� V) o 302.2 _ _ _ _ - _ _ SL J 2 D AND EXCEPT THAT PORTION CONVEYED TO ST11TE OF WASHINGTON FOR . O e" D + / J y°a o MB PLANTER o�' l FP y / - i cn / , X O1 ! SL r CW PLANTER CW y o°. / / rn " HIGHWAY BY WARRANTY DEED RECORDED JANUARY 26 1971 UNDER w m V_ 11.1 1 q �, 6 CONC. WALL AUDITOR'S FILE NUMBER 2,181893. ® 12" D O / 53.1 c c 6. ' - oy' I I 4 CROSSES PROP. �� J I LOOR E V. = 307. I y 1 / '7" D » / n- w I .9 Ii . /(�^ LINE d' ALL SITUATE IN THE COUNTY OF SNOHOMISH, 'STATE OF WASHINGTON. 1 M Mco $" D `� . i / L // J �~ itCOVERED 0 you royo `y o` a ^� °qqJ Boa yo`' (I r �M �y�x 6 V � Ul O 303.1 1 iNry ( ^�o I° �/ GM o.s CONCRETE e x y -. _ - x I / "� i� m m N ALSO KNOWN AS. I- o o`v o`ti - o ° oq yy` I I ° �'--'- o LO CONC WALK LO ! o c�1 z = m M 10 D xy „�O PLAY AREA / ^ e r , " I „ 3 CYCLONE o i ¢ i EXISTING BUILDING II ^ ( / ^� Ts o 0 0 0 ,o a 1z �o rn <'00 THAT PORTION OF LOTS 2, 3, 4 AND 5, BLOCK 2, DIVISION NO. 2 OF O `O o / oy' / ° 1 10124 EDMONDS WAY c I yo / r s o e " xo b FENCE ON J ¢ o `� M ASPHALT / CANOPY 7 D y �, CONC. WALL WESTGATE PARK. ACCORDING TO THE PLAT THEREOF, RECORDED IN o • 7� D PAVING pc/ ,, o'°a 1 M R A = 3 455 SQ: FT I J ELEC• Go ® s �l ^y. �' w N VOLUME 13 OF 'PLATS. PAGES 40 AND 41, RECORDS OF SNOHOMISH j N oa` ` /�O �CONC. oIE� ' oq �o o a SL y ( ` y�6yx o a o COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: I- J O Q 4" D 3ayl` y / / o AD I s II o J �o ,�o �o ( i J Z COMMENCING AT THE SOUTHWEST CORNER OF SAID LOT 5; N N W - - A q / a / oy I l / I I w o THENCE SOUTH 89'46 32 EAST ALONG THE SOUTH LINE OF SAID LOT 5 A w c0 Z W y g oh °y / o°i' oy. / I I o f om' J •.o'°' I ASPHALT z o w ' > J ono a a �. ^� o e oA I CW 1 a ,� o / "' y DISTANCE OF 120.14 FEET; . z = cj Qp yy ' e• _ _ _ / SL �s 01I o�� / xyo' p , �41* .,'►1 ^ PAVING THENCE NORTH 49 37'13" EAST ALONG THE SOUTHEASTERLY LINE OF SAID cn cU v) ^,° " •POS SL / 0 1 .1• �0111''0 2'' o� /M ,�0 ASPHALT moo'' � 1 ^y' LOT S. A DISTANCE OF 18.0.92 FEET TO THE TRUE POINT OF BEGINNING; to 18" D oy, r TRASHY / / hj x"' �1 THENCE CONTINUING NORTH 4937'13" EAST ALONG SAID o w ! 1 / AREA O CONC. WALK !ICV PAVING 1 „ c.> W / ;, 29•1' - - - - -) os I J I ^ SOUTHEASTERLY'LINE 260,97 FEET TO THE SOUTHWESTERLY MARGIN OF Q 15" D\ °p �'� or 7 e �� I ,�4 0� e / / tit xy STATE ROUTE 104, ALSO KNOWN AS EDMONDS WAY, AS ESTABLISHED BY z _306- ® `° y`b oo°- °m�' `�o Pp I '° r '? BOH "�° o •y° q yo RIM 306.8 y a y e, o I •- to WARRANTY DEED RECORDED JANUARY 26, 1971 UNDER AUDITOR'S FILE o ' _ _ J " yo o s y�^' °' y` yN' �6• NUMBER 2181893; y L . P05>< MENU ^6 0'�' y N THENCE NORTHERLY ALONG A CURVE TO RIGHT ON SAID SOUTHWESTERLY yob' ^" e o ...,. ,` yN£'(NRV yt y� MARGIN. "HAAVING. A RADIUS OF 640.00 FEET A CENTRAL ANGLE OF y a ^� a I C E 0 o � 43 091 O THE EN R OF WHICH BEARS NORTH 46 28 03 EST AN ARC Z/ o� °qti oq• om• o • ,y C OR h ^�'``' ,y,,�'` ,y'` • / TE A y o y y y O�1 a. 0 „ / DISTANCE OF 3$.22 FEET TO A POINT OF TANGENCY ON SAID MARGIN; M O O a 1 's .a' ROCK WALL y�. 0 12 D THENCE NORTH 40.22*47" WEST ON SAID MARGIN' AS ESTABLISHED BY yoy oq' oq' oy. `'• �'` �'`' ?o �Nq X/ DEED RECORDED UNDER AUDITOR'S FILE NUMBER 2181893 AND BY M o } 9 I L 7" D 4, i tia;, t" DECREES ENTERED UNDER SUPERIOR COURT CASE NUMBERS 106843 AND o w y10 x • y� y1 �,y6 e a .� / 1;07146. A DISTANCE OF 3:64.80 FEET TO THE NORTHWESTERLY LINE' OF 3'n o " o �i� ^y �,•� xy y� Z Z SAID LOT 2; I M �y' ^'' ROCK WALL ^" �,�. S y x �.' x x x x x 0 ." O a o "' M� M� y PARCEL AREA = 83,01 1 SQ. FT.f y,� y�y y^y G) THENCE SOUTH 493713 WEST ALONG SAID NORTHWESTERLY LINE SAN. SWR. MH 1190.00 FEET TO POINT ON THE SOUTHWESTERLY LIE OF THE v o co � M 1.91 AC. t RIM = 312.7 NORTHEASTERLY 200,00 FEET OF SAID LOT 2; N z w o 6' CYCLONE INV = 306.5 BUILDING THENCE SOUTH 40'22'47" EAST ALONG THE SOUTHWESTERLY !LINE OF THE N O d' ENCROACHES NORTHEASTERLY 200.00 FEET OF LOTS 2, 3 AND 4 A DISTANCE OF 300.00 op" O cV THE AREA ABOVE THE ROCK WALLS IS AN FENCE 0.3' NW'LY r CONC. WALL FEET TO THE NORTHWESTERLY LINE OF LOT 5; cn AREA OF STEEP SLOPES, SOME OF WHICH IS 0.8' NW'L.Y OF THENCE SOUTH 49'37'13" WEST ALONG SAID NORTHWESTERLY LINE 70.00 m o 0 Z ARE GREATER THAN 4o%a IT CONTAINS PARCEL 2 PROP. LINE FEET TO A POINT THAT BEARS NORTH 40*22*47" WEST FROM THE TRUE A MIXTURE OF CONIFER AND DECIDUOUS POINT OF BEGINNING. m cV z TREES, RANGING IN SIZE FROM 4" TO MORE TAX ACCOUNT NOS. 006107-002-005-04 THENCE SOUTH 40'22'47" EAST 100.00 FEET TO THE TRUE POINT OF = c�i O o THAN 2Q". IT WAS NOT SURVEYED AT THE g t� + AND 006107-002-005-01 I BEGINNING. o 1YOVZOA7*0 fJ.�oq� REQUEST OF THE MCDONALD S CORPORATION. SOUTHWESTERLY LINE OF NORTHEASTERLY w .00. ,ua .9 200' OF LOTS 2, 3 AND 4 I ALL SITUATE IN THE COUNTY OF SNOHOMISH, `STATE OF WASHINGTON. ��r L.0r 2 .��r .� LVr 4 .��r � � Isar � TITLE NOTES TAX ACCNT. NO. 006107-002-002-00 TAX ACCNT. NO. 006107-002-003-01 TAX ACCNT NO. 006107-002-003-01 6' CYCLONE FF�NCE ZONED BN LEGAL DESCRIPTION AND TITLE INFORMATION ARE DERIVED ' FROM' x x x x x x x--- ----x x x x x x x x x x x x--- -x x x _ TAX ACCNT. NO. 006107-002-006-04 - W CHICAGO TITLE COMPANY 'ORDER NO. 5305854, SECOND REPORT, x x x x x 300.00� FND. 5/8" REBAR TAX ACCNT. NO. 006107-002�-005-01 A DATED MAY 4. �2012. CORNER S 40.22'47" E N 39' E. 0.6 ; ZONED RS-8 I n In '- INACCESSIBLE; JONES C-96. I O n co 1. REFERENCE EXCEPTIONS AND RESERVATIONS IN DEED RECORDED NOT SET. FORD, MORGAN /FISH, JENNIFER GILES, GARY GILES, GARY �, � © UNDER REC. NO. 403140. SEE THE FULL DOCUMENT FOR ALL OF THE 22911 102ND PL W PO BOX 562 PO BOX 562 :`� o 64 DETAILS. FALL CITY, WA 98024 I FALL CITY, WA 98024 ( � N <s 0), EDMONDS, WA 98020-5132 S.W.D. N0. 200610180454 S.W.D. N0. 200A10180454 `� 0 2. REFERENCE RIGHT TO MAKE SLOPES FOR CUTS AND FILLS AS S.W.D. NO. 200807110610 I S Z o DEDICATED IN THE ORIGINAL PLAT. SEE THE FULL DOCUMENT FOR ALL. OF t� THE DETAILS. LEGEND w `� >jr) ., w Z Z 3. SANITARY SEWER EASEMENT RECORDED UNDER REC. N0. 185$336 HAS TELEPHONE 0 THE AREA ABOVE THE ROCK WALLS IS AN 0 a g z BEEN PLOTTED. ---BT----- BT BURIED GENERAL NOTES � AREA OF STEEP SLOPES, SOME OF WHICH I M -j s o G------- G___ GAS ;'� O ARE GREATER THAN 40M IT CONTAINS cnn o w Cp 4. POWER EASEMENT RECORED UNDER REC. N0. 7806120236 DOES NOT ---ML-----ML--- MEDIAN LINE 1. THERE IS NO OBSERVED EVIDENCE OF CURRENT EARTH MOVING, CD h A MIXTURE OF CONIFER AND DECIDUOUS >-gn z Ix 3 CONTAIN A LEGAL DESCRIPTION SUFFICIENT TO DETERMINE ITS EXACT ___Op ----- Op--- OVERHEAD POWER BUILDING CONSTRUCTION OR BUILDING ADDITIONS. It TREES, RANGING IN SIZE FROM 4" TO MORE ' a Do LOCATION AND THEREFORE CANNOT BE PLOTTED. --- SD ----- SD --- - STORM DRAIN THAN 20". IT WAS NOT SURVEYED AT THE I --- SS ----- SS--- SANITARY SEWER 2. THERE ARE NO PROPOSED CHANGES IN STREET RIGHT OF WAY LINES. REQUEST OF THE MCDONALD'S CORPORATION. a z 5. REFERENCE CONDITIONAL USE PERMIT CUi-54-85 RECORDED UNDER Wy------- w WATER THERE IS NO OBSERVED EVIDENCE OF RECENT STREET OR SIDEWALK cn REC. NO. 8603130126. SEE THE FULL DOCUMENT FOR ALL OF THE DETAILS. B. BOLLARD CONSTRUCTION OR REPAIRS. I 14: B.O.H. BUILDING OVERHANG c `� 6. REFERENCE RESTRICTIONS IMPOSED TO MAINTAIN RIGHT OF WAY APPROACHES g,S,g,L. BUILDING SETBACK LINE 3. THERE IS NO OBSERVED ENDENCE OF SITE USE AS A SOLID WASTE TO HIGHWAY AS RECORDED UNDER REC. NO. 2181893. SEE THE FULL C.B. CATCH BASIN DUMP, SUMP OR SANITARY LANDFILL. I TPOB DOCUMENT FOR ALL OF THE DETAILS. C.O. CLEAN OUT C.W. CONCRETE WALK 4. THERE IS NO EVIDENCE OF WETLAND AREAS AS DELINEATED BY 100.00' 7. REFERENCE SURVEY RECORDED UNDER REC. NO. 7712210175. SEE THE D. DECIDUOUS TREE APPROPRIATE AUTHORITIES. FULL DOCUMENT FOR ALL OF THE DETAILS. E.G.. EVERGREEN TREE SET 5/8" REBAR; S 40.2247" E SET' 5/8" REBAR; F. FIR TREE 5. FURTHER SUBDIVISION OR REPLATTING IS NOT REQUIRED IN ORDER TO T09/85; LS 18903. (N 40-22'47" W) I 09/85, LIS 18903. 8. REFERENCE DECLARATION OF RESTRICTIVE CONTAINED IN DEED F.H. FIRE HYDRANT CONVEY THE SURVEYED PREMISES. I RECORDED UNDER REC. NO. 8602250256. SEE THE FULL DOCUMENT FOR F.P. FLAG POLE 10' TW AUL OF THE DETAILS. G.A. GUY ANCHOR 6. THE REAL ESTATE IN THE REVISED LEGAL DESCRIPTION IS THE SAME AS RYAN ROBERT N SR & PATRICIA A G.M. GAS METER OR LIES ENTIRELY WITHIN THE RECORD LEGAL DESCRIPTION. 23001 102ND PLACE WEST I N ZONING - BIN RS-� G.V. GAS VALVE CDI.C.V. IRRIGATION CONTROL VALVE 7. PARCELS 1 AND 2 ARE CN11G000S PARCELS, WITH NO GAPS NOR GORES EDMONDS, WA 98020 o M I.C.V.B. IRRIGATION CONTROL VALVE BOX BETWEEN THEM. S.W.D. NO.7711080098 THE PROPERTY IS ZONED NEIGHBORHOOD BUSINESS, EXCEPT FOR THE L. LUMINAIRE REAR 70' OF PARCEL 2. WHICH IS ZONED RS-8. THE PROPERTIES ON BOTH M.H. MANHOLE CERTIFICATE z SIDES OF THE SURVEYED PROPERTY ARE ZONED BN. THE PROPERTIES TO CCATE O.D. ORDER DEVICE 4 P.P. POWER POLE MERIDIAN -PLAT THE REAR OF THE SURVEYED PROPERTY ARE ZONED RS-8. P.T. POWER TRANSFORMER TO CHICAGO TITLE INSURANCE COMPANY; MCDONALD'S USA, LLC, A 3i: BN SETBACKS: FRONT: 20' p,V POWER VAULT . SIDE: 0' DELAWARE LIMITED LIABILITY COMPANY; MCDONALD S REAL ESTATE Q.C.D. QUIT CLAIM DEED COMPANY, A DELAWARE CORPORATION; AND MCDONALD'S CORPORATION, r REAR: 0' R.O.W. RIGHT OF WAY co A DELAWARE CORPORATION: ����� MAP p S.L. SOIL LOG r-, d= MAXIMUM HEIGHT: 25' S.W.D. STATUTORY WARRANTY DEED M THIS IS TO CERTIFY THAT THIS MAP OR PLAT AND THE SURVEY ON WHICH cv JUL l 5 2013 NOT TO SCALE T.P.O.B. TRUE POINT OF BEGINNING RS-8 SETi6ACKS: FRONT: 25 T.R. TELEPHONE RISER IT IS BASED WERE MADE IN ACCORDANCE WITH THE 2011 MINIMUM SIDE: 7.5� T.S. 'TRAFFIC SIGN STANDARD DETAIL REQUIREMENTS FOR ALTA/AGSM LAND TITLE SURVEYS, � REAR: 15' 13UILDING DEPAR44ENT V. VALVE JOINTLY ESTABLISHED AND ADOPTED BY ALTA AND NSPS, AND INCLUDES /� MAXIMUM HEIGHT: 25 p� r GTY OF EDMONDS GRAPHIC SCALE IN FEET W.M. WATER METER W.V. WATER VALVE Y.D. YARD DRAIN 400.0 SPOT ELEVATION 20' o' 10' 20' 40' NOTE: „ , THE UTILITIES SHOWN HEREON, UNLESS SHOWN 1 = 20 WITH SURFACE APPURTENANCES, ARE PER PUBLIC RECORD OR BASED ON PAINT STRIPING PROVIDED BY OTHERS. PRIOR TO ANY CONSTRUCTION AND/OR EXCAVATION, THEIR EXACT LOCATION SHOULD BE PROJECT BENCHMARK DETERMINED BY CALLING ONE -CALL LOCATE AT 1-800-424-5555. SOHOMISH CO-� NTY GEOCODEBENCHMARCENTERLINE PARKING 2N BRASS D SCUMONU ENT IN CASE ON ... OF 100TH AVE. W, 600' NORTH OF ITS INTERSECTION ' WITH STATE ROUTE 104 (EDMONDS WAY). THERE ARE 67 REGULAR PARKING STALLS • ELEV. = 312.099 AND 3 HANDICAP PARKING STALLS FOR A Y DATUM - NAVD88 TOTAL OF 70 PARKING STALLS. ITEMS 1. 2, 3, 4, 5, 6, 7, 7(B)(1), 8, 9, 110), 11(B), 13, 14, 16, 17, 18, 19 AND 20 OF TABLE A THEREOF. THE FIELD WORK WAS COMPLETED ON JULY 31. 2012. 17 . DATE: _`'_>��J L/ E. SIGNED 1I OTHY E HAN STATE OF WASHINGTON PROFESSIONAL LAND SURVEYOR CERTIFICATE NO. 18903 a_ 18QOA FLOOD ZONE DNO PORTIN OF THE SUBJECTESIGNATION WTHIN R=535.08' A SPECIAL FLOOD HAZARD AREAROPERTY AS DEFINEDCRIBED BY THE FEDERALHEREINEEMERGENCY L=27.55' MANAGEMENT AGENCY. THE PROPERTY LIES WITHIN ZONE X AREA OUTSIDE + " THE 500-YEAR FLOOD AREA- OF THE FLOOD INSURANCE RATE MAP D=2 57 00 IDENTIFIED AS MAP NUMBER 5306IC1315 E, PANEL NO. 1315 OF 1575, BEARING AN EFFECTIVE DATE OF NO.VEMBER 8. 1999. R=712.66' L=0.30' D=0'01'27" S.W. CORNER LOT 5 ALTA/AGSM LAND TITLE SURVEY AT 10124 EDMONDS WAY, EDMONDS, SNOHOMISH COUNTY, WASHINGTON 9 SM C U-L M* MY RO) Q CLMM WA 98M i(4 M-7271 vg mle I pim W 20' 36 27. 3 175. AUG. 2012 12011 ... . - 10 X 24 PRINUO ON NO, 1000H CLEARPRINT • VICINITY MAP NO SCALE 40°2214 " Ak N 4002241" E ' 100.02' U 20 ILI L�j LL)) O 14TH 5T 5W mu ;A' �, 10'-0" W-0" 51-0" 3All.�� I 4 q'-0" 1 I 4W. 226TH 5r 5W Ti'-0P I 4 4 4 5P 3 5'-O" SP-02 5 TE EXI5TING MGDONALD'S EXISTING I 252ND 5T SW PLAYPLAGE ' RE5TAURANTcn 5P-0a ju � I ;� o S•5' EXISTIN& I �, � p 104,U TRA5H SP-0 CORRAL F1 (N) 10 tI_ P-02 O m LEGEND - EXISTIN& CONSTRUCTION TO BE DEMOLISHED Zone Co Flag et ks uire Ac .PFi f Q;! ) AS NOTED EXISTING CONCRETE CURBING F nt "'' t %dull"� -ERING Sides NEw CONCRETE CURBING Rear Dade: � 1 � Z ,�..-�_ .�x..-..�.,. � - '; NEW CONCRETE PAVING Ot h Ot APPROVED BY PLANNING ht NEW STRIPIN& I 51TE LIGHT N 4002241" W 500.00, I PROJECT DATA -- I PROJECT ADRE55: 10124 EDMONDS WAY, EDMONDS, WA g8020 I� GOVERNING CODE: 2005 IBC, (INTERNATIONAL BUILDING CODE) AS ADOPTED BY o I THE CITY OF EDMONDS, WA z SITE AREA: 85,102 S.F. CONSTRUCTION TYPE: V-B (IB.C., EXISTING) EXISTING PARKING: -0 5 400224'1" W PARKIN& REQUIRED: 25 (1 PER 4 SEATS + I PER EMPLOYEE) 100.00' (BASED ON 46 SEATS AND 15 EMPLOYEES) SITE PLAN PROPOSED PARKING: 15 STALLS SCALE: 1" = 20'-0" ACCESSIBLE REQUIRED: 3 STALLS (BASED ON 73 STALLS PROPOSED) 0 5 10 20 40FT. A60E55IBLE PROVIDED: 5 STALLS (EXISTING) PROJECT ARCHITECT FIMMT4 HO ARCHITECTS, INC., P.S. I0g40 NE 55W PLACE, SUITE 202 SITE PLAN NOTES BELLEVUE, WA 1WO4 PHONE: (425) 627-2100 SP-0I GRAGK FILL THROUGHOUT LOT TO ENSURE SMOOTH FINISH. REGOAT ALL EXISTING ASPHALT WITH NEW CONTACT. JAMIE TRENDA SHERRI CRUENE15 ASPHALTIC, LAYER. REPAINT ALL EXISTING STRIPING PER SITE PLAN. PAINTS TO BE TRAFFIC YELLOW AT ALL DRIVE-THRU STRIPING AND TRAFFIC, WHITE AT PARKIN& STALL STRIPING (2 GOATS). RESTRIPE EXISTING BARRIER -FREE PARKING STALLS, AS SHOWN. PAINT INTERNATIONAL 516N OF ACCESSIBILITY AT EACH PROJECT MANAGER LDCORPORATION- NORTHWEST REGION BARRIER -FREE PARKING STALL. SEE DETAIL 2/SDI. VERIFY EXISTING PARKIN& AREAS TO BE NOT GREATER 10220 NE POINTS 0220 INTS DRIVE, SUITE 300 THAN 2% SLOPE IN ANY DIRECTION. PROVIDE NEW PARKING AREA DIRECTIONAL ARROWS. SEE DETAILS 1/501, E KIRKLAND, WA 98055 &/SDI, ?/SDI, q/5DI. A T. PHONE: (425) 62'1-gIOO yV� CONTACT: RICK PETERSON OL I T A E I P I L AI 4 I. (FIX111RE5 PER OWNER) VERIFY W/ MGDONALD'S PROJECT MANAGER IF BASES ARE REUSABLE. IF REPLACED, SEE DETAIL 8/SDI. SP-03 DEMOLISH OLD LIGHT POLE AND REPLACE WITH NEW POLE WITH DUAL HEAD LIGHT, SEE DETAIL 5/5DI. {; (FIXTURES PER OWNER). VERIFY W/ MGDONALOS PROJECT MANAGER IF BASES ARE REUSABLE. IF REPLACED, SEE DETAIL 8/501. 0 ACCESSIBLE PARKING SIGN GENERAL NOTES L` W w W I I 1. CONDUIT AND WIRING FOR ALL NEW & RELOCATED SIGNAGE ARE BY THE GENERAL CONTRACTOR.pq ¢ ¢ pqLl-U_ 2. BASES, ANCHOR BOLTS, CONDUIT, AND WIRING FOR ALL OTHER SIGNS ARE BY THE GENERAL CONTRACTOR, 3. 3/4' EMPTY CONDUIT TO LOCATIONS SHOWN AT THE LOT PERI- METER FOR LOT LIGHTING IS BY THE GENERAL CONTRACTOR. LIGHT- ING FIXTURES, BASES, POLES, CONDUIT, AND WIRING ARE BY THE OWNER/OPERATOR. 4. BASES FOR FLAGPOLES ARE BY THE GENERAL CONTRACTOR. ANCHOR z BOLTS ARE BY THE FLAGPOLE SUPPLIER. O H � z 5. PROPOSED UTILITIES ARE SHOWN IN SCHEMATIC ONLY. EXACT LOCATIONS SHALL BE DETERMINED TO ALLOW FOR THE MOST (4 ZZ ECONOMICAL INSTALLATION. Q V AW 6. THE CONTRACTOR SHALL COORDINATE WITH ALL UTILITY COMPANIES W uj TO DETERMINE EXACT POINT OF SERVICE CONNECTION AT EXISTING > UTILITY. REFER TO THE BUILDING ELECTRICAL AND PLUMBING W DRAWINGS FOR UTILITY SERVICE ENTRANCE LOCATIONS, SIZES, AND cz CIRCUITING. W Z Z 3 o a- 7. ALL ELEVATIONS SHOWN ARE IN REFERENCE TO THE BENCHMARK in o Ln 0 AND MUST BE VERIFIED BY THE GENERAL CONTRACTOR AT GROUNDBREAK. W F_ a A (\U \ S. FINISH WALK AND CURB ELEVATIONS SHALL BE 6' ABOVE FINISH 0 "' 0 -' PAVEMENT. W (U 9. ALL LANDSCAPE AREAS SHALL BE ROUGH GRADED TO 6' BELOW TOP OF ALL WALKS AND CURBS. FINISH GRADING, LANDSCAPING, AND SPRINKLER SYSTEMS ARE BY THE OWNER/OPERATOR. O� 10, LOT LIGHITNG CONCRETE FOOTINGS TO CONFORM WITH THE SOILS s REPORT RECOMMENDATIONS FOR THIS PARTICULAR SITE. 06Z p — chi REGISTERED ARCHITECT tv; _t CHARD 0. FREIHEIT � STATE OF WASHINGTON LIJz Wad E— 1 v PAVING SPECIFICATION (MINIMUM 3' TOTAL COMPACTED ASPHALT THICKNESS) p �o NOTE: MCDONALD'S ENGINEER RESERVES THE RIGHT TO REQUEST A COMPACTION Z TEST AND/OR A CORE SAMPLE. IF TESTS PROVE CORRECT, PER ABOVE (M SPECIFICATION, TESTS WILL BE AT THE EXPENSE OF McDONALD'S, < 00 OTHERWISE, G.C. WILL BE CHARGED, ❑ o Z 0 pti LOT LIGHTING RECOMMENDATION oc O ,N 3 A W A a Z ¢ 0 Z A w u z � W �> W M _ a- A PARKING INFORMATI❑N w TOTAL 65 9'-0" X 18'-6" 0 90' wI _ I- 3 � z 'Z-' 8 9'-0" X 20' 0 90' SPACES O w m z o- 73 = Z O ¢ oM w a w L) z H M V W z 0 Cu z J Ou a a x QA UTILITY INFORMATION a a w w SIZE TYPE LOCATION ~ LL_ LL- A A SANITARY SEWER EXISTING WATER EXISTING 0, ¢ STORM SEWER EXISTING W ¢ I I I I I I ELECTRIC EXISTING A GAS EXISTING SURVEY INF❑RMATI❑N A W STREET FILE W w W%-/ tU I I I I ZLD I LEGEND Q ¢ z LD ) . LOT LIGHT LP:30 � NOV 01 200-1 � Lj EXISTING ELEVATION --- v PROPOSED ELEVATION XXXX BUILDING DEPARTMENT �.;�"!� QP EDMONDS � (L A r a PLAN SCALD 1' = 20' Z o STREET ADDRESS z W 10124 EDMONDS WAY W CL W d. o 0! 3 o (� p L) p CITY STATE STATUS DATE BY EDMONDS WASHINGT❑N PRELIMINARY COUNTY PLAN CHECKED SN❑H❑MISH AS -BUILT I REGI❑NAL DWG. NO CORPORATE DWG, NO, 1 I I) I I� 1 i� I i 51Te-, TREET FILE S 8 NOV 01 2005 BUILDING DEPARTMENT CITY OF FDMONDS i i �7 �� �r� � f�zi�l I I H%�1� lZiOl 0- 00 0 CV 75 3 3 cri 0 SECTION 36, TOWNSHIP 27N, RANGE 3 . W.M. :5i 3:'w.`?1L S•:.[,F i. t'et t^< ^'x.c Y t` DI WAY , ,Fl.t•: x.. }: a i,?}'x. Sift 3 w. € OUTL' 'F _ f• :'•'CI i f:•4i= �::..5 %RUNE, RR A ;£11"31HFt O AY {^<�e Y-{k '�I {,�`3w,i '1F S, ..D _ .^.. f 3 a! H 3: i:,.3 <p i` ^..4 s..^, i.:'i;: iMF `"O 5f,, f�^ :i ik. € ...... ....... ".._ ..... ,�...w^,^,^..,,,,.."w,,.,..w".,...,,."+s�'€, FE ' x .... D\si' �=m <-. ,ei ii"`•. 3 s €;"'�` i.':r`x<5E k . , i l•: � .. }.. ......•..............w..w.w...,,.F»....,,,,,..,.,......,,,.,.,...w.,.,,,,.,.,, �i,j .^...^,.................,........,... .'§s,.,,,....,,,,,,...,,,.,,w...,..,..,...., .✓. ��.s.sF <:c.:lt,j.;,., x, r sy:.. .,. :. f fi: RANTER : ' is g : r ` ..,� ; 4 \ REV, c a � ^ ". ".. t ,,,,• S4 1C r. _j i' ._k.. ...». }: .<'�.u:�€�:; ,::. 1- ,,, I`�1E .". fl9.r. ..,,....,,,,,,, ,, .,,. ..,,,,.,,,... • >i .. y., "f. i"3 > "S ...E `"> F .F f, { a, " A pT3 g ;� t" z r. ,,,,,, ..w ....................w,ww ,. „ ri E S € I •, ,,., ,�€,,., ................,,,.,,,,. ,,,.,,..,,.,,,,,.,,,,,w........,.,,_w.,".w. ..,,.. >L '�s g x, .{ii�• i� " ,. .•,•'�3i1>,�s���,i €"'; >,:t 9 s t1�.....w.^,.,...,,w.",.,w........... .........,,,.,...w..,•,_,,."..w,.....,,.,. .,,,..., w,,..w..,...,,.,..,..,.,...._".,,,. ,,,.,...",.ww,w,....,,..,....,,,......,,..,w,.�g�.,..,".,,........^,,........" ..,......."..,,........^..",.,.^,..,,..... .zr`, ,•-••-^oaf€_.,`.,^ ;,F3,... i Srl:"..".,.."......................^.^^.,,^._.^...^..,_,...,.,,_,,,.v..,,, •k.........,,...,^....^^...w.,,...,,.,^.,.,..,_,...., ma<• ,.e•„" ,w EDMONDS"WAY„w�SR-1�4 . _.. ",. :r �4'. R} " _"2,4 ROADWAYS^^ �'>.: i'i,. i5, 3`o i„" v..,.r' e�k'<.)`r!.°., tii .. '^`�1`� ,.«a<a< ...wnwn ...,..,." w..»..w...v..<oo.».�..,.,."i'."«, 8„'" ff fk[ ,..' , .,.,.. `6'"w .,....,.,,n, R.o.<.aet.. vv».ww.w�,<..,,.<. «<a..w..,..,:,,:<,<,..,,. E w A 4 ffy" w ,me n, .`.kiE" a�R`,.vw.,,,....u.....,v,,,.a««< ,,, L" i 3k"� F .•.ki lam. ,,.M .f ,,...... . ,.., ,,,re •brie .^ .,<a .,,e.k .. i .t ,\... 5,dw 8 rlF4 e AA _ it - _�.-(', en .. AA w� .t «v a \ .,, e• •`�4'<` .. .M, i'.Z�.. >>..........,,.Pw D" .., ..,.. '�['� s C� ..Y., ww,.,,,.,keww,w A• ,. w ". . ( ..�,o,,,. .. .,,..� ..�.w. ..�", .. 1Tv .._.?'�€•� I<:,._ 3 f,J»-ci':ha!,..w.,, € w1 M±Ni-..,,,,,.,.... «<.,.."»„I^•et^"o �.,. 1E^ :. : � O �1 3�. Rplffi 2 t k�, . j ' W rT", ,,',, t:Ssst'-}> i' CORNER R O CON,,',, iVk 'q PAD ON f�OIA,�,ra AdUL3 ; / PAI T i W i W E 2 i ,: o t�. fF �ti Ek t to W z i_d W W W t ,yam 3m CD i13 \" i0 , 1 O ,a• o- i": il"C L. PAU':�z. €,.7 "<IN F' N '`Wl, iA'-,;l;?'•'�13 �.:.'i'o 22911 1€ 1=r .. .Y } ., i,,,o M gam,' � fi i...} ..• , ', aril"2 i 8 L. 2:.1.", 5 i i..i.2 r`e M i ; _? _ €'I >^ #s, WA 9 J;, 3;.'}.'t SITE DATA: TOTAL PROPOSED LOT AREA: 83,015f SF (1.91t ACRES) BUILDING HEIGHT: MAX. 25' (EMC 16.45.020) s5t5 £fiv�vT' C-,z� -2 ffe7t6fr0-0.C.r TOTAL AREA OF DISTURBANCE: 50,900t SF (1.17f ACRES) BUILDING COVERAGE: MAX. 3 SF OF FLOOR AREA PER SF OF LOT AREA (EMC 16.45.020) PROPOSED MCDONALD S AREA: 4,270 SF Zone ComerFlag_JJ SITE AREAS: MIN. # OF PARKING STALLS: 1 SPACE/200 SF GFA (EMC 17.50.020.8.11 ) �.r etb�cks Re uiretl Act l BUILDING AREA: LANDSCAPE AREA: = 4,270 = 11,743 SF ( 5.1 % OF SF (14.2% OF 83,015 83,015 SF) SF) MIN. STANDARD STALL DIMS: "' 8 -6 X 16 -6 (EMC 18.95.020.1.A) Front "ides OTHER IMPERVIOUS AREA: = 34,887 SF (42.0% OF 83,015 SF) MIN. DRIVE AISLE: 24'-0" (EMC FIGURE 181) . nti' UNIMPROVED PERVIOUS AREA: , = 32,115 SF (38.7% OF 83,015 SF) (Aher PROPOSED PARKING: LANDSCAPING REQUIREMENTS: MINIMUM 64 SF FOR PARKING LOT PLANTER IFlu bt _ _.,.a.._ - AREAS STANDARD STALLS: 32 STALLS (EMC 20.13.030)MAXIMUM 1,500 SF FOR PER PLANTER AREA ADA STALLS: 3 STALLS FOR PARKING LOTS GREATER THAN 12,000 SF LARGE PULL-THRU STALLS: 5 STALLS (EMC 20 13 030) TOTAL PARKING PROVIDED: 40 STALLS (22 REQUIRED) TOTAL PARKING RATIO: 9.4 STALLS/1,000 SF SHADE TREES = 1 PER PLANTER AND/OR PER 150 SF OF PLANTER (EMC20.13.030) TYPICAL DIMENSIONS: PARKING STALLS: 8.5' X 16.5' PERMITTED SIGNS: WALL SIGN, PROJECTING SIGN, INDIVIDUAL LETTERS, ADA STALLS: 8.5' X 16.5' BLDG ID (EMC 20.60.020) LARGE PULL-THRU STALLS: 9.0' X 33.0' DRIVE CONDITIONALLY PERMITTED SIGNS: MONUMENT INTERNAL ILLUMINATION, READER BOARD, AISLES: MIN. 24' PARKING ANGLE: 90 DEGREE AND 60 DEGREE BOXED CABINET, WALL GRAPHICS (PERMITTED ONLY THROUGH DESIGN REVIEW) (EMC 20.60.020) ZONING DESIGNATION: NEIGHBORHOOD BUSINESS (BN) NOT PERMITTED SIGNS: POLE, SANDWICH BOARDS (EMC 20.60.020) REQUIREMENTS PER CITY OF EDMONDS MUNICIPAL CODE (EMC): MAX WALL SIGN AREA: 1 SF PER LINEAL FOOT OF ATTACHED WALL BUILDING SETBACK (EMC 16.45.020): (EMC 20.60.030) BN ZONE FRONT SETBACK = 20' RS-8 ZONE FRONT SETBACK = 25' BN ZONE SIDE SETBACK = 0' RS-8 ZONE SIDE SETBACK = 7.5' MAX FREESTANDING SIGN AREA: 24 SF (SINGLE) OR 48 SF (GROUP) BN ZONE REAR SETBACK = 0' RS-8 ZONE REAR SETBACK = 15' (EMC 20.60.045) R.O.W. DEDICATION/IMPROVEMENTS: NO R.O.W. DEDICATION REQUIRED MAX FREESTANDING SIGN HEIGHT: 14 FEET (EMC 20.60.045) 4' MIN WIDE LANDSCAPE STRIP, 5' MIN WIDE SIDEWALK, REPLACE CURB & GUTTER T �s: P?c�',:isJsE' E 'iaF . �?�L €isJ 2?..,.'•€ss�.. E;;AND 0,06107-M)2005-01,11 qy� J`14 ia w ^.{.`3as M,� €v. b�..W:"R.fl AREA ABOVE RO'C�K 'vVA: U EYED AT THE REQUEST OF �CI?ON"\.LD tak..it PU ti.{.4 1 s.. f` w: LS . 80t0:). i 2 FIRE LANE STRIPING, PAINTED YELLOW ON TOP AND SIDE OF CURB, EXTENDING THE LENGTH OF THE DESGINATED FIRE LADE. PAVEMENT NEXT TO THE CURB TO BE MARKED WITH MINIMUM 18" IN HEIGHT BLOCK LETTERING WITH MINIMUM 3" BRUSH STROKE LETTERING READING "NO PARKING - FIRE LANE. MA,; {' t4 L VVITH LI i 5r'.459'103, ".r ,� ` 'i 3 .i" If HIR ;_ "i'3)RAN T :•ban ,"f ;.. I nL m tJf = t�1 4wi.0>.,i i k• =`�; a €9.7 LEGEND: TA P OVE \ PLANNING b PHA' ,;.. PROPOSED TRAFFIC BARRIER CURB ; ,`tz PROPOSED CONCRETE CURB AND GUTTER PROPOSED BUILDING PROPOSED FIRE LANE STRIPING - - - - - - - - NUMBER OF PARKING STALLS DENOTES ADA STALLSF& .. "•y,a . :.. •.:.. ADA ENTRY SIGNAGE -•- _ CROSSE7 :.> PRnPngFn STANnARn nIITY PA\/PAAPAIT OG CONCRETE CURB AND GUTTERF-10.12-02 W"'` a TRAFFIC BARRIER CURB (TYP). E2.10 1 O NEW 14' HIGH FREESTANDING SIGN POST MOUNTED ADA SIGN 4 C-1.1 0T Ko ACCESSIBLE PARKING SPACE TYPICAL. SEE DETAIL FOR `} ACCESSIBLE PARKING SPACE SIZE, SIGN AND SYMBOL 4 ("VAN" -INDICATES VAN ACCESSIBLE SPACE) 9° O CONCRETE WHEEL STOP 1 C-1. { M TRASH ENCLOSURE - o o} CITY OF EDMONDS CURB RAMP TYPE 6 2.20 2.22 C-1.4 C-1.4 UJ a , „ ff) Z: O EXISTING ROCK WALL TO REMAIN. (d3 SUGGESTED MCDONALD'S ENTRY SIGNAGE LOCATION. SIGNAGE 0 TYPE AND LOCATION TO BE CONFIRMED BY THE SIGNAGE CONTRACTOR PRIOR TO INSTALLATION. an ' OQ BYPASS LANE FOR FUTURE PLANNING FOR OPTIONAL 3RD s y\ . WINDOW. <z- PAINTED DIRECTIONAL ARROWS (TYP) 2 :3 1 OS 4" WIDE SOLID WHITE STRIPE, (TYP.) < STANDARD PARKING STALLS ARE 8.5' X 16.5'. _TPOB 04" WIDE SOLID WHITE STRIPE AT 45'x18" SPACING, O.C. (TYP). OU FIRE LANE STRIPING PER NOTE THIS SHEET. ® m , S;E":r `�" }? <€:y O TWO 22'x10' DRIVE-THRU WAITING STALLS u9/83,s Lei 18903. WO EXISTING POLE SIGN TO BE REMOVED ALL DIMENSIONS SHOWN ARE TO FACE OF CURB, UNLESS OTHERWISE NOTED, SEE SHEETS C-1.17C-1.21 C-1.3 AND C-1.4 FOR SITE NOTES AND DETAILS SEE SHEETS C-1.5 AND C-1.6 FOR DRIVE THRU PLANS SEE SHEET C-1.4 FOR TRAFFIC CONTROL PLAN O BLOCK RETAINING WALL WITH INTEGRATED 36" HIGH 3 RAILING (WALL HEIGHT = 4' MAX.) C-1. O EXISTING POWER POLE TO REMAIN. OZ CITY OF EDMONDS CURB RAMP TYPE 3 E2e16 2.23 AA SAWCUT, MATCH AND SEAL JOINT BETWEEN NEW AND EXISTING ASPHALT PAVING WITH AR-4000 OR APPROVED EQUAL. CONTRACTOR TO MATCH EXISTING PAVEMENT THICKNESS AND RESTORE PAVEMENT PER SECTION 5, SHEET C-1.2. (now what's below. Call before you dia. APPROVED FOR CONSTRUCTION CITY OF EDMONDS, j,�/�,� � % � 75 �ctcc DATE: __rt�,Z ����.--- B Y: ---------------- CITY ENGINEERING DIVISION p ? - 4me JF_- Lls> Q i m > €, € . ; m W OfD m cn k W N 33 (n W } Z � 1..1... 3 I..L U€ in W W W k { ^ ^ k 11 I� ppyy�� W Q > } { z Z 2 z Z ; Z I Z J J k J J k U I U U U i U " Q Q 0- Q Q r j Q s Pr) 0 d z Lr) N .- O O Or- N p O i O O O O fi } Lo M o 0 ai o 0 O � L,.1 I! o 0 N_ O L0 YLd X I� cc G W 5 _ .. . >MEN SITM N" 421, Q 0 U00 00 ..5}€ LU O N M a�'� _>N. � u7 m JUL 15 2013 WILDING DEPAAWENT CM OF EDMONDS z z C4 W 0 � o�® CL�C� ooa<z CL 3: 0 z oU° �® W a oWOX W W 0:o<'T� 0 00<00 I- W [i 0 W � CJ, RESUB JUL 15 2013 MON. 'H DIVIDER PLANTER R.O.W. Pv �� 1•:: 130 BENCHMARK NW'LY CORNER OF CONC. BOFT �: PAD ON POWER VAULT. ELEV. = 299.91 ASPHALT 1I PAVING I::;• t:; X X P �y Li I o `-' I Ln u)00Q z � w U) isi Q z w SECTION 367 TOWNSHIP 27N7 RANGE 3W.M. THE NORTHEASTERLY RIGHT OF WAY MARGIN FOR STATE ROUTE 104 LIES 40' NORHTEASTERLY OF CENTERLINE, FOR A COMBINDED . TOTAL RIGHT OF WAY WIDTH OF 80'. BENCHMARK FNDCONC. MON. ML ML ML ML- ML ML ML ML ML ML N 40'22'47" W - BASIS OF BEARINGS - - - - - - 684.89' - - - AL NIL-ML ML ML ML EDMOND-WAY SR-104) ML FORD, MORGAN / FISH, JENNIFER 22911 102ND PL W EDMONDS, WA 98020-5132 SITE DATA: TOTAL PROPOSED LOT AREA: 83,015t SF (1.91f ACRES) TOTAL AREA OF DISTURBANCE: 50,900f SF (1.17f ACRES) LO 06 PROPOSED MCDONALD'S AREA: 4,270 SF SITE AREAS: T BUILDING AREA: = 4,270 SF ( 5.1% OF 83,015 SF) LANDSCAPE AREA: = 11,728 SF (14.1% OF 83,015 SF) OTHER IMPERVIOUS AREA: = 34,902 SF (42.1% OF 83,015 SF) UNIMPROVED PERVIOUS AREA: = 32,115 SF (38.7% OF 83,015 SF) o_ c.' PROPOSED PARKING: STANDARD STALLS: 34 STALLS ADA STALLS: 2 STALLS -v LARGE PULL-THRU STALLS: 5 STALLS o TOTAL PARKING PROVIDED: 41 STALLS (22 REQUIRED) o TOTAL PARKING RATIO: 9.8 STALLS/1,000 SF o TYPICAL DIMENSIONS: PARKING STALLS: 8.5' X 16.5' rn ADA STALLS: 8.5' X 16.5' .3 LARGE PULL-THRU STALLS: 9.0' X 33.0' DRIVE AISLES: MIN. 24' PARKING ANGLE: 90 DEGREE AND 60 DEGREE --I- in ZONING DESIGNATION: NEIGHBORHOOD BUSINESS (BN) REQUIREMENTS PER CITY OF EDMONDS MUNICIPAL CODE (EMC): 0 E BUILDING SETBACK (EMC 16.45.020): w BN ZONE FRONT SETBACK = 20' RS-8 ZONE FRONT SETBACK = 25' BN ZONE SIDE SETBACK = 0' RS-8 ZONE SIDE SETBACK = 7.5' a, BN ZONE REAR SETBACK = 0' RS-8 ZONE REAR SETBACK = 15' c -cn r R.O.W. DEDICATION/IMPROVEMENTS: NO R.O.W. DEDICATION REQUIRED 4' MIN WIDE LANDSCAPE STRIP, 5' MIN WIDE SIDEWALK, REPLACE CURB & GUTTER m ML ML ML ML- tiL ASPHALT ROADWAY ML ML TOP OF CONC. MON. IN CASE WITH IN MON. CASE CU. NAIL ELEV. = 309.04 DATUM - NAVD88 ML I ML n4L R-6 -�� ,.,-SAN. SWR. MH RIM = 312.4 INV = 302.6 12" 3 Uttvr - SET MAG NAIL WITH 9 6" WASHER OFFSET 8.00' LS 18903. PP - - R.O.W. BENCHMARK SCLY FACE OF "I" IN IOWA ON 6" CONC. WALL FIRE HYDRANT CB IS 0.2' SE'LY OF �7_ RIM = 312.6 PROP. LINE L�16.05 INV = 309.7 GRAPHIC SCALE 0 10 20 40 ( IN FEET ) 1 inch = 20 ft. PROPERTY LINE - - PROPOSED TRAFFIC BARRIER CURB SPHALT 'AVING PROPOSED CONCRETE CURB AND GUTTER PROPOSED BUILDING PROPOSED FIRE LANE STRIPING - - - - - - - - NUMBER OF PARKING STALLS DENOTES ADA STALLS ADA/ENTRY SIGNAGE AL X: 6" CONC. WALL cRossEs PROP. PROPOSED STANDARD DUTY PAVEMENT LINE 1' L_L_L_L I -. � PROPOSED HEAVY DUTY PAVEMENT LLLLL_ " LLLL 25.0' ..1 0 PROPOSED CONCRETE PAVEMENT LLLL I 3' CYCLONE Q t L I FENCE ON ; � Q PROPOSED CONCRETE SIDEWALK YS LLLL nj V I CONC. WALL � Li LLLLI N I -z o PROPOSED LANDSCAPE AREA LLLLL 0000 L i SITE KEY:w W LLLL ® ASPHALT z LLLL A PAVING OA STANDARD DUTY ASPHALT PAVEMENT 1 C-1.1 BO HEAVY DUTY ASPHALT PAVEMEN C 11 1 CONCRETE PAVEMENT 2 U I .1 C-1.1 Q H • .1 O CONCRETE SIDEWALK 3TO -1 C ..�. ` OE AT GRADE COLORED CONCRETE PEDESTRIAN 4 .'.'.'.'.'.'.'.'.'..CID .'.'.`.�.'. ` X CROSSWALK AND RAISED PLAZA PAVING 3 . F-80.10-02 OF WSDOT TYPE 4 CONCRETE DRIVEWAY APPROACH _1.4 TAX ACCOUNT NOS. 006107-002-005-04 AND 006107-002-005-01 FND. 5/8" REBAR N 39' E, 0.6'; JONES C-96. AREA ABOVE ROCK WALL GILES, GARY GILES, GARY NOT SURVEYED AT THE PO BOX 562 iC JbL ® REQUEST OF MCDONALDS FALL CITY, WA 98024 ���E���}•�'_ pityof Ediboda BdUding0epartment 1 CITY OF PEDP NDS a BUILDING DVPARTMENT DFLBUILDING HEIGHT: MAX. 25' (EMC 16.45.020) `' - WORK Ol'� ath c6L _ ADDRESS ©�i wl S BUILDING COVERAGE: MAX. 3 SF OF FLOOR AREA PER SF OF I 1d OWNER 161 S LOT AREA (EMC 16.45.020) P��4u c" JG e�,g {itau �;�®r- APPROVED DATE: ID t MIN. # OF PARKING STALLS: 1 SPACE/200 SF GFA (EMC 17.50.020.6.11) DF (' /9/��j on .51"/moo BLDG. OFFICIAL MIN. STANDARD STALL DIMS: 8'-6" X 16'-6" (EMC 18.95.020.1.A) PERMIT NUMBER EMC FIGURE 18.1 ( ) MIN. DRIVE AISLE: 24'-0" bUl �� t�s ��� af)/ 3- zn � 1 LANDSCAPING REQUIREMENTS: MINIMUM 64 SF FOR PARKING LOT PLANTER ® 100.00, AREAS (EMC 20.13.030) SET 5/8" REBAR MAXIMUM 1,500 SF FOR PER PLANTER AREA 09/85; LS 18903. FOR, PARKING LOTS GREATER THAN 12,000 SF (EMC 20.13.030) SHADE TREES = 1 PER PLANTER AND/OR PER 150 SF OF PLANTER (EMC20.13.030) PERMITTED SIGNS. WALL SIGN, PROJECTING SIGN, INDIVIDUAL LETTERS, BLDG ID (EMC 20.60.020) CONDITIONALLY PERMITTED SIGNS: MONUMENT, INTERNAL ILLUMINATION, READER BOARD, BOXED CABINET, WALL GRAPHICS (PERMITTED ONLY THROUGH DESIGN REVIEW) (EMC 20.60.020) NOT PERMITTED SIGNS: POLE, SANDWICH BOARDS (EMC 20.60.020) MAX WALL SIGN AREA: 1 SF PER LINEAL FOOT OF ATTACHED WALL (EMC 20.60.030) MAX FREESTANDING SIGN AREA: 24 SF (SINGLE) OR 48 SF (GROUP) (EMC 20.60.045) MAX FREESTANDING SIGN HEIGHT. 14 FEET (EMC 20.60.045) F-10.12- 02 O CONCRETE CURB AND GUTTER 1. OH TRAFFIC BARRIER CURB (TYP). 2.10 6" CONC. WALL C-1. IS 0.8' NW'LY OF I „ PROP. LINE NEW 8 -8 HIGH BY 5 -0 WIDE MONUMENT SIGN ® O POST MOUNTED ADA SIGN KO ACCESSIBLE PARKING SPACE TYPICAL. SEE DETAIL FOR ACCESSIBLE PARKING SPACE SIZE, SIGN AND SYMBOL 4 LOT 6 ("VAN" -INDICATES VAN ACCESSIBLE SPACE) O CONCRETE WHEEL STOP 1 O TRASH ENCLOSURE �1� N Ln O CITY OF EDMONDS CURB RAMP TYPE 6 2.20 2.22 o o O EXISTING ROCK WALL TO REMAIN. 1:-7 U' 0z � 0bi pp SUGGESTED MCDONALD'S ENTRY SIGNAGE LOCATION. SIGNAGE W 1 o o <t TYPE AND LOCATION TO BE CONFIRMED BY THE SIGNAGE zo - CONTRACTOR PRIOR TO INSTALLATION. W :Eacn OQ BYPASS LANE FOR FUTURE PLANNING FOR OPTIONAL 3RD bj co co ¢ z WINDOW. z N ® PAINTED DIRECTIONAL ARROWS (TYP) Q z ® 11' OS 4" WIDE SOLID WHITE STRIPE, (TYP.) V',� 1 STANDARD PARKING STALLS ARE 8.5' X 16.5'. `` OT 4" WIDE SOLID WHITE STRIPE AT 45'x18" SPACING, O.C. (T a �TPOB OU FIRE LANE STRIPING PER NOTE THIS SHEET. !� O TWO 22'x10' DRIVE-THRU WAITING STALLS SET 5/8" R1890 �W EXISTING POLE SIGN TO BE REMOVED 09/85; LS 18903. O BLOCK RETAINING WALL WITH INTEGRATED 36" HIGH 3twmmll RAILING (WALL HEIGHT = 4' MAX.) ALL DIMENSIONS SHOWN ARE TO FACE OF CURB, UNLESS OTHERWISE NOTED. SEE SHEETS C-1.17C-12, C-1.3 AND C-1.4 FOR SITE NOTES AND DETAILS SEE SHEETS C-1.5 AND C-1.6 FOR DRIVE THRU PLANS SEE SHEET C-1.4 FOR TRAFFIC CONTROL PLAN UY EXISTING POWER POLE TO REMAIN. OwIn amssaw OZ CITY OF EDMONDS CURB RAMP TYPE 3 E2.16 2.2 C-1. -1. AA SAWCUT, MATCH AND SEAL JOINT BETWEEN NEW AND EXISTING ASPHALT PAVING WITH AR-4000 OR APPROVED EQUAL. CONTRACTOR TO MATCH EXISTING PAVEMENT THICKNESS AND RESTORE PAVEMENT PER SECTION 5, SHEET C-1.2. AB ELECTRIC VEHICLE CHARGING STATION CHARGE POINT MODEL CT4000 FAMILY. (now what's below. CaII before you APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: BY: CITY ENGINEERING DIVISION 6 to o 0 '- w co MO n N d to o It Or7t •-1 00 x 4 0 rn 00 0 Ln Ln Ln HLL Ln 0 Go 00 3 00 t V) M � in m ® O z N Q �w O J D O IL 0 'Q Z �- 0_53::0 Z � � W WOX W CO �aca� p nW cr o 03 1 z < r 0 .� w Q W WI_ W 1,�1c 01 2013 EVE"L.OPMENT SERVIr.F. C-1.0 a co r-) 00 r� 0 N N v Q 3 W 0 W SECTION 36, TOWNSHIP 27N, RANGE 3W.M. t ARGIN FOR STATE ROUTE A OVED B PLANNING 1 ON. - ! `. A� E_.`, TERLINE, FOR A, COMBI!' DED r OF C—N — — - -- — — - — -- — — ------id q DIVIDER „�. r,.•_ ��;. - f,al._ --rat_ —u� �----------- ;sL- -----' ---- ..._. _---...------...__._ I N P�I�"I. �`�`'`;rE} t _. .---------- ,�I_— —rep— r•�I - € LANTFR �7 OF DC ARINGi _ v<s.- \ �. _Ci ,'._).0 - - D,Al .—_ - -" .. __. L ML. r�l_ t-eL . i __ .... _....- ._ . .._ - 4!L-------- --- rril I_ 1,1_ AiL .ems r..,_ .,f,.-- -rdL-'—tdL-----...__----_._ _._.—. r;, ._..._ re-. -•--- � r`'•, .;, r= ;r ; F`-, i i K .D /'"' ,' A Y S TOR M M H i = / ri v ;('" _ - ,S -rSS SS � SS S.. --- ,�., ..n oS.-__.-.-___._.Sci__.....--•----'---..a---- __ _ -... ._.- aS-__._-._.._—cg-___._..._.....-SS-.._.- ____._��-.-.._. �S:i- oo-.--SS-___._______.._,.-aS_._.__-.-..__.-55---'----------S5---•---55-_-----iis !r`iV = iO4:7-_�:y:_—._._ ..-----ML—.—..— ML-- ------- .---'----'--__—.NI__---'---'------ti'.l- __—._.._..—ML----•------. '--------'---'---- —.... _. _-----.._.-_.------ .._.{......-.. Ir.,.`__--.,;�i•_ CJ I MFT r� -- _ -----„si. r„I_ tist .aIT01 - 302.8--N; aAN Sd��rZ. RIM = 299.7 c-__ __ _ _ :( _... -- - — _ - c'-----'-- .>-------- c'--•---1,cS-- - END PK 6'dl t 7.1 INV. = 291.7 2 3 €!ih = 300.9 3 2 1 -- ---r----__ . —G WASHER r 1= i r _ - ; r i G i u0 i - � L�K�.\\ ?\ \\t\.\,\\\`\\ �\\• ,__.m\\, .v,.- -:—. 8.00'; `L a-- —�0 Pmom ® — \ ,---_-_ --.Ea-- t -- - --- - r,-_ T ,CURB R_\�\W—VV \\ .iF"--- 1aFOR ROAD RIGHT F OP 0c_OP- �OPOP—aVAI. Nf Nn. 2i81fig-ET T T PP I ss JT- BT Lr1I e��q'c 131� ,s `.ANCSCAPED AREA ! GV I vEANDSCW. 5 SIGN ' - h �S OV 1OCON E,. , _ s RHEAD_rN\ tI€77- Y r3.5tDESE13 I 8 9 I I AD ON POWER /AI_'' R � ELEV. 299.91 1 2 ' _ \ I I I \ \ \ I INV = _ P � \� .. I I I I I I I I : _ N �� 2.0' PH r-' \�::: �= � '�a�':; i I � � �(- I I L ! I I i I �\; \ f 1 I I I I. �,� I I I I I I I L- I 7 I. I I I f'. I f I I\\:.a `�- — ,�.\\ I. I I I I / t\\;.....�\_/,1 €'AV!NC: _J (-) J U.J — ) r- U; 7 "> (n LJ T `T LJ v Q- .— I fn rI.J U) LA U C.) J _ I o�O U O 00 (n -7 (7) _N C� O 0 { G L 0 T' ' (1) LOT 22 L07_ . 1 —x-- m®¢•� m m ®® ® m m m m CORNER Qom? ��4_a`r<t;,4h 4 tr " #.... INACCESSIBLE; NOT SET, r c I rORD, MORGAN / FISH, , 1=NN1 - Fi`? (BILE`';, ( A'- 22911 102ND PL VJ EDMONDS WA 98020- S 1," 2 -ALL VVA 98 024 1. DEMOLITION NOTES ARE FOR CLARIFICATION ONLY AND ARE SHOWN FOR THE CONTRACTOR'S BENEFIT. THESE NOTES ARE NOT INTENDED TO BE COMPREHENSIVE. THE CONTRACTOR SHALL REMOVE OR RELOCATE ALL EXISTING ON -SITE IMPROVEMENTS NECESSARY TO ACCOMMODATE THE PROPOSED CONSTRUCTION. 2. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF THE EXISTING CONDITIONS. THE PLAN DOES NOT REPRESENT A DETAILED FIELD SURVEY. THE EXISTING CONDITIONS SHOWN ON THIS PLAN SHEET ARE BASED UPON THE SURVEY PREPARED BY TIM HANSON AND ASSOCIATES, INC., DATED SEPTEMBER 27, 2012. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELD CONDITIONS PRIOR TO BIDDING THE PROPOSED SITEWORK IMPROVEMENTS. IF CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWORK WHICH WOULD BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT EXISTING SURVEY, INCLUDING TOPOGRAPHY AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, HE SHALL HAVE MADE, AT HIS OWN EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR AND SUBMIT IT TO THE OWNER FOR REVIEW. 3. CAUTION - NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITIES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES AND EXISTING IMPROVEMENTS WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS ON THE PLANS. 4. CONTRACTOR IS TO REMOVE ALL EXISTING SURFACE IMPROVEMENTS AND DEBRIS WITHIN THE LIMITS OF WORK UNLESS OTHERWISE NOTED. ALL DEBRIS FOUND ON SITE SHALL BE DISPOSED OF IN ACCORDANCE WITH APPLICABLE STATE CODES. 5. CONTRACTOR TO PROTECT EXISTING FEATURES WHICH ARE TO REMAIN. 6. ABANDONED PIPES LOCATED OUTSIDE PROPOSED BUILDING PAD LIMITS WITH AN EXCESS OF 3' COVER MAY BE DECOMMISSIONED AND ABANDONED IN PLACE, PROVIDED THAT THESE ABANDONED UTILITIES ARE GROUTED AND CAPPED. EXISTING SUBSURFACE IMPROVEMENTS AND DEBRIS WITHIN THE PROPOSED BUILDING PAD AREA, INCLUDING 10' BEYOND FOUNDATIONS, SHALL BE REMOVED. 7. CONTRACTOR SHALL ADJUST ALL EXISTING MANHOLE RIMS, DRAINAGE STRUCTURES, VALVE BOXES, VAULT LIDS AND UTILITY ACCESS STRUCTURES TO FINISH GRADE WITHIN AREAS AFFECTED BY PROPOSED CONSTRUCTION. T' triVYr O _. __ ;, .._.,�. r:... 1 !,, SUPPLY AS NECESSARY. 200OF LTS 21 :5 AND O REMOVE OR RELOCATE EXISTING GAS, POWER, a AND LOT' 4>;I �- 0 +� 151L t + ' 6 7 OTHER SERVICE CONNECTIONS. CONTRACTOR TO COORDINATE WITH UTILITY PURVEYOR FOR RELOCATION AND UTILITY MAIN CONNECTIONS . CONTRACTOR TO FND. 5 /8" R(=:BAR 1 REFER TO MEP PLANS FOR BUILDING CONNECTION Iz LOCATIONS. ail" -'','._-A All `t(i'%�:. Rf"'X C WAi L. i Gil ES, ';!;RY Cl T Si_!F<',-C_`!;=_D �'. ( "iHE: 8O REMOVE EXISTING STORM DRAINAGE STRUCTURE/PIPE. 1 Pt Fr) 562 PLUG AND CAP AS NECESSARY PER LOCAL CODE. �,EQl I=ST OF MCDONA,LDS -ALL `_ I '-Y. `�'r^ 9802' Ci�RPOR�; T jO` d -- O REMOVE EXISTING SANITARY SEWER CLEANOUT PIPE. PLUG AND CAP AS NECESSARY PER LOCAL CODE. Lei �x I 1z f 10 REMOVE AND/OR RELOCATE EXISTING FLAG POLE, 14 ` <7 SIGN AND MENU BOARDS. 11 PRESERVE AND PROTECT EXISTING WALL TO REMAIN. "' Cam, Cb s' -1 4PRESERVE AND PROTECT EXISTING FENCE TO REMAIN. I t ,r == 1 13 PRESERVE AND PROTECT EXISTING POWER POLE AND TELEPHONE RISER TO REMAIN. PRESERVE AND PROTECT EXISTING SHRUBS/TREES TO REMAIN. i PRESERVE AND PROTECT EXISTING UTILITIES TO - 1010.001 ! 15 REMAIN. ADJUST RIM TO GRADE. SET 5/8" ;EBA.' <<���`�" `j„ 3. 109/1-r?�€:,,.,. • OWNER/CONTRACY011 IS RESPONSIBLE FOR EROSION CONTROL AND DAMAGE I I P'{AN ROBE_R.T N .: PATRICIA A. I j r ' P . N TECH � r 3U�7 I ! C�? Jf, f-�i_rll..r JIG_ .)T I �1i :-1 t�c.�l� hd., i"t.'.t l� L_` MONC ,, WA 980=;:1 ;' Ld BY ENGINEERINCaST ti P""'EET FILE - 4L. woP4 urvofiw- 7ff r s oemo AwmirRECERVED SOIc 74945, pafC6 onl pr-IVtrTr- 14W?e� ONLq APR 01 2013 JZ�� To CIVIL. p�G".( /�✓/7ull/2-W W7J COUNTER SEfIVICES Mf rl gal t OJA16 P�M rT d �ssouq o 'd 000NTER P9�0114t7 A0'1Z KW4—WrMM JUTA . 0 r7 � �DSloN ClllV'll2d 1. MCfJSU�'-� 70 8F s. � �® � 98LISlf�� I ag iz GI Vl L Aoxws- r ' Wt-Tlt ,vl,g-tM1i t3�1l.OrAl�i J��M1T ��1� 7v .:5 0V*Wt4ThI or oN artr- P Know what's below. ems- Call before you dig. < I I LtJ f- i I f- j W m m :D W cr U 0 ED la i O I I Z Z Z Q Q!a -I U J i U J U Q Q I Q 0- a a r ! \ i \ Ln oo, , N K) i d- O O i O z N M O Q F- O O W (V O 0 O «) W n d- r� I 0 N 75 a 3 0 0 0 w i a .3 0 0 N i 0 U) 0 E w i 0 a c c- cn i J SECTION 36, TOWNSHIP 27N, RANGE 3W.M. ,,,,„„....,.u.m...,.........................<?t.....................,...,,,,............,i�:w.'",. �::.,................_..............,...,c�<�,.....,.............u...,.,.........,..,.��sy .........,..,,,,,.,,,,.....a;i.. .........u,.uuuu....„...:u3i. @<3... ..........._..�..,......_.. .::a._ ...,,,.,,,.,........emu.._. • �;�.......................ffi, ................u.uu.,u,,,.u.,, ,,.YE? ,..u,�...,.....».§Zf........................................ . ; ,......,,,,,......u.......... ;?E ..,,..,.,,.....,.............. ............,.w,......................,..-......•..........,,,............. ..M.,..................,... . ....... .uu,,,,u,.,,.,...,.. u„.u.uu...uuu.,..uu..u....., .uu... ......u...u..uuuuuuu . w.. .....,v uuuuu..,. t .. u.u.u....,.u....,.,.,uuuuu... .. _..., �k....._ .......................W .. a.; _...__ .. .,w = y. _,.... ED ONDS- AR._..1U4)-; _ ._ ..... ,[' ..................... .F taj:"...,................................................,. 11 ,�yy. T)CT `GAIT.:c!LO'�:..oV.•.�.ofi:.ouT,•.L!f.:.w.:.�P:a:Env.:�_nu:.ou^..C.`r•���^y`',,']]l��I��n MI A k ITIA le% A 1/1TCn. I. ALL FLMN I IVIUJI DL FILAL II 11, 91\7VIwv.J Inn IL-1%I nL, I�L VI I I...., Iv Io. U-,1- 2. ALL PLANTS MUST BE CONTAINER GROWN OR BALLED AND BURLAPPED AS INDICATED IN THE PLANT LIST. 3. ALL TREES MUST BE STRAIGHT TRUNKED AND FULL HEADED AND MEET ALL REQUIREMENTS SPECIFIED. 4. ALL PLANTS ARE SUBJECT TO THE APPROVAL OF THE LANDSCAPE ARCHITECT BEFORE, DURING, AND AFTER NSTALLATION. 5. ALL TREES MUST BE GUYED OR STAKED AS SHOWN IN THE DETAILS. 6. ALL PLANTING AREAS MUST BE COMPLETELY MULCHED AS SPECIFIED. 7. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILnES AND SHALL AVOID DAMAGE TO ALL UTILITIES DURING THE COURSE OF THE WORK. LOCATIONS OF EXISTING BURIED UTILITY LINES SHOWN ON THE PLANS ARE EASED UPON BEST AVAILABLE INFORMATION AND ARE TO BE CONSIDERED APPROXIMATE. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO (1) VERIFY TEE LOCATIONS OF UTILITY LINES IN AND ADJACENT TO THE WORK AREA, (2) PROTECT ALL UTILITY LINES DURING THE CONSTRUCTION PERIOD, AND (3) RIPAIR ANY AND ALL DAMAGE TO UTILITIES, STRUCTURES, SITE APPURTENANCES, ETC. WHICH OCCURS AS A RESULT OF THE LANDSCAPE CONSTRUCTION. 8. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL QUANTITIES SHOWN ON THESE PLANS BEFORE PRICIN( THE WORK. PLANT MATERIAL QUANTITIES SHOWN ARE APPROXIMATE. 9. THE CONTRACTOR IS RESPONSIBLE FOR FULLY MAINTAINING ALL PLANTING (INCLUDING BUT NOT LIMITED TO: WATERING, SPRAYING, MULCHING, FERTILIZING, MOWING, ETC.) OF THE PLANTING AND LAWN AREAS FOR A PERIOD OF ONE YEAR FOLLOWING SUBSTANTIAL COMPIEIION. 10. THE CONTRACTOR SHALL COMPLETELY GUARANTEE ALL PLANT MATERIAL FOR A PERIOD AS DEFINED IN PLANING NOTE #9 ABOVE. THE CONTRACTOR SHALL PROMPTLY MAKE ALL REPLACEMENTS DURING THE NORMAL PLANTING SEASON. 11. AFTER BEING DUG AT THE NURSERY SOURCE, ALL TREES IN LEAF SHALL BE ACCLIMATED FOR TWO (2) WEEKI UNDER A MIST SYSTEM PRIOR TO INSTALLATION. 12. ANY PLANT MATERIAL WHICH DIES, TURNS BROWN, OR DEFOLIATES (PRIOR TO TOTAL ACCEPTANCE OF THE VNRK) SHALL BE PROMPTLY REMOVED FROM THE SITE AND REPLACED WITH MATERIAL OF THE SAME SPECIES, QUANTITY, AND SIZE AND MEETING ALL PLANT LIST °ECIFICATIONS. 13. STANDARDS SET FORTH IN "AMERICAN STANDARD FOR NURSERY STOCK" REPRESENT GUIDELINE SPECIFICATTOIS ONLY AND SHALL CONSTITUTE MINIMUM QUALITY REQUIREMENTS FOR PLANT MATERIAL. 14. ALL SHRUB, GROUND COVER AND SEASONAL COLOR ANNUAL PLANTING BEDS ARE TO BE COMPLETELY COVETED WITH 1-1/2" ROUND GRAVEL MULCH TO A MINIMUM DEPTH OF THREE INCHES. 15. SAFE, CLEARLY MARKED PEDESTRIAN AND VEHICULAR ACCESS TO ALL ADJACENT PROPERTIES MUST BE MAIN-AINED THROUGHOUT THE CONSTRUCTION PROCESS. 16. DURING THE GROWING SEASON ALL ANNUALS SHALL REMAIN IN A HEALTHY, VITAL CONDITION THROUGHOUT HE CONSTRUCTION PERIOD. 17. ALL PLANT MATERIALS QUANTITIES SHOWN ARE APPROXIMATE. CONTRACTOR SHALL BE RESPONSIBLE FOR CIMPLETE COVERAGE OF ALL PLANTING BEDS AT SPACING SHOWN GRAPHICALLY. 18. ALL LAWN AREAS ARE TO RECEIVE 4" OF TOPSOIL. ALL LANDSCAPE BED AREAS ARE TO RECEIVE 6" OF TOPSOIL. 19. ALL LANDSCAPED AREAS ARE TO BE WATERED VIA AUTOMATIC IRRIGATION SYSTEM. 20. INSTALL A WEED BARRIER IN ALL LANDSCAPE BED AREAS. 21. A 4"X6" CONCRETE HEADERBOARD (SEE LANDSCAPE & IRRIGATION DETAIL SHEET) SHALL BE INSTALLED BETWEEN ALL GRASSED AREAS (SOD OR HYDROSEED) AND LANDSCAPE PLANTING BEDS. ALSO, A CONCRETE HEADERBOARD SHALL BE INSTALLED BETWEEN GRAVELED OR ROCKED AREAS AS SHOWN ON THE PLAN. 22. PARKING LOT PLANTERS SHALL BE BERMED AT A 5:1 SLOPE. 23. THE CONTRACTOR IS ENCOURAGED TO COMPLETE TEMPORARY OR PERMANENT SEEDING OR SODDING IN STAGES FOR SOIL STABILIZATION AS AREAS ARE COMPLETED AFTER GRADING. �'1101IWl111_1I11vaOK01I*� ALL AREAS SUBJECT TO CLEARING AND GRADING THAT HAVE NOT BEEN COVERED BY IMPERVIOUS SURFACE, INCORPORATED INTO A DRAINAGE FACILITY OR ENGINEERED AS STRUCTURAL FILL OR SLOPE SHALL, AT PROJECT COMPLETION, DEMONSTRATE THE FOLLOWING: 1. A TOPSOIL LAYER WITH A MINIMUM ORGANIC MATTER CONTENT OF TEN PERCENT DRY WEIGHT IN PLANTING BEDS, AND 5% ORGANIC MATTER CONTENT IN TURF AREAS, AND A PH FROM 6.0 TO 8.0 OR MATCHING THE PH OF THE ORIGINAL UNDISTURBED SOIL. THE TOPSOIL LAYER SHALL HAVE A MINIMUM DEPTH OF EIGHT INCHES EXCEPT WHERE TREE ROOTS LIMIT THE DEPTH OF INCORPORATION OF AMENDMENTS NEEDED TO MEET THE CRITERIA. SUBSOILS BELOW THE TOPSOIL LAYER SHOULD BE SCARIFIED AT LEAST 4 INCHES WITH SOME INCORPORATION OF THE UPPER MATERIAL TO AVOID STRATIFIED LAYERS, WHERE FEASIBLE. 2. PLANTING BEDS MUST BE MULCHED WITH 2 INCHES OF ORGANIC MATERIAL. 3. QUALITY OF COMPOST AND OTHER MATERIALS USED TO MEET THE ORGANIC CONTENT REQUIREMENTS: A. THE ORGANIC CONTENT FOR ?PRE -APPROVED? AMENDMENT RATES CAN BE MET ONLY USING COMPOST THAT MEETS THE DEFINITION OF ?COMPOSTED MATERIALS? IN WAC 173-350-220. THIS CODE IS AVAILABLE ONLINE AT: HTTP: //WWW.ECY.WA.GOV/PROGRAMS/SWFA/FACILITIES/350.HTML THE COMPOST MUST ALSO HAVE AN ORGANIC MATTER CONTENT OF 35% TO 657., AND A CARBON TO NITROGEN RA110 BELOW 25:1. THE CARBON TO NITROGEN RATIO MAY BE AS HIGH AS 35:1 FOR PLANTINGS COMPOSED ENTIRELY OF PLANTS NATIVE TO THE PUGET SOUND LOWLANDS REGION. B. CALCULATED AMENDMENT RATES MAY BE MET THROUGH USE OF COMPOSTED MATERIALS AS DEFINED ABOVE; OR OTHER ORGANIC MATERIALS AMENDED TO MEET THE CARBON TO NITROGEN RATIO REQUIREMENTS, AND MEETING THE CONTAMINANT STANDARDS OF GRADE A COMPOST. THE RESULTING SOIL SHOULD BE CONDUCIVE TO THE TYPE OF VEGETATION TO BE ESTABLISHED. I V I IRRIGATION SYSTEM WILL BE DESIGN -BUILD. CONTRACTOR MUST OBTAIN A SEPARATE IRRIGATION PERMIT FROM THE CITY OF EDMONDS PUBLIC WORKS DEPARTMENT. p C7RO SSE 6" -;i: i t 0.a ' iaROP. PLANT SCHEDULE SYMBOL BOTANICAL/COMMON NAME SIZE/COMMENTS TREES J......... .............ACER RUBRUM f BOWHALL f / 2fCAL., SPECIMEN QUALITY, B&B, 10- 12f HT., 'BOWHALL' MAPLE BRANCHED ® 7', MATCHED SET - � CHAMAECYPARIS NOOTKATENSIS 'PENDULA'/ 8' MIN. HT., SPECIMEN QUALITY, B&B �R�j WEEPING ALASKAN CEDAR (7� 1 r PRUNUS COLUMNARGSARGENT CHERRY '/ 2HT AB�ANCHED ®5�T,SPECWN QUALITY m PYRUS CALLERYANA 'CHANTICLEER'/ 'CHANTICLEER' FLOWERING PEAR THUJA OCCIDENTALIS 'SMARAGD'/ EMERALD GREEN ARBORVITAE THUJA PLICATA 'FASTIGIATA'/ HOGAN CEDAR SHRUBS CALAMAGROS11S X ACUTIFLORA 'KARL FOERSTER'/ 'KARL FOERSTER' FEATHER REED GRASS EUONYMUS ALATA 'COMPACTA'/ DWARF WINGED EUONYMUS MAHONIA AQUIFOLIUM/ OREGON GRAPE PHOTINIA X FRASERI/FRASER'S PHOTINIA PINUS MUGO MUGHUS/MUGO PINE PRUNUS LAUROCERASUS 'OTTO LUYKEN'S'/ 'OTTO LUYKEN'S' LAUREL TAXUS X MEDIA 'DARK GREEN'/ 'DARK GREEN' SPREADING YEW VACCINUM OVATUM/ BOX BLUEBERRY GROUNDCOVER ARCTOSTAPHILOS UVA-URSI/ KINNIKINNICK COBBLESTONE1. JEODI ASTHUA CCIDTLIRNNICA'/ DANICA ARBORVITAE 2. (2Q PHALARIS ARUNDINACEA 'PICTA'/ A IGATED RIBBON GRASS (50% OF AREA IS TO BE PLANTED) COTONEASTER DAMMERI 'CORAL BEAUTY/ 'CORAL BEAUTY' COTONEASTER DESCHAMPSIA CAESPITOSA 'NORTHERN LIGHTS'/ 'NORTHERN LIGHTS' TUFTED HAIR GRASS FESTUCA OVINA GLAUCA 'ELIJAH BLUE'/ 'ELIJAH BI.UE' BLUE FESCUE GAULTHERIA SHALLON/SAAAL PENNISETUM ALOPECUROIDES 'HAMELN'/ 'HAMELN' FOUNTAIN GRASS EXISTING VEGETATION 2HT BI1kANCHED ® 5,'SPEC�IEN' QUALITY 5 GAL. CONT., 34 HT., FULL & BUSHY, MATCHED VARIETIES 6' MIN. HT., SPECIMEN QUALITY, B&B 5 GAL. CONT., 24" MI A k ITIA le% A 1/1TCn. I. ALL FLMN I IVIUJI DL FILAL II 11, 91\7VIwv.J Inn IL-1%I nL, I�L VI I I...., Iv Io. U-,1- 2. ALL PLANTS MUST BE CONTAINER GROWN OR BALLED AND BURLAPPED AS INDICATED IN THE PLANT LIST. 3. ALL TREES MUST BE STRAIGHT TRUNKED AND FULL HEADED AND MEET ALL REQUIREMENTS SPECIFIED. 4. ALL PLANTS ARE SUBJECT TO THE APPROVAL OF THE LANDSCAPE ARCHITECT BEFORE, DURING, AND AFTER NSTALLATION. 5. ALL TREES MUST BE GUYED OR STAKED AS SHOWN IN THE DETAILS. 6. ALL PLANTING AREAS MUST BE COMPLETELY MULCHED AS SPECIFIED. 7. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILnES AND SHALL AVOID DAMAGE TO ALL UTILITIES DURING THE COURSE OF THE WORK. LOCATIONS OF EXISTING BURIED UTILITY LINES SHOWN ON THE PLANS ARE EASED UPON BEST AVAILABLE INFORMATION AND ARE TO BE CONSIDERED APPROXIMATE. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO (1) VERIFY TEE LOCATIONS OF UTILITY LINES IN AND ADJACENT TO THE WORK AREA, (2) PROTECT ALL UTILITY LINES DURING THE CONSTRUCTION PERIOD, AND (3) RIPAIR ANY AND ALL DAMAGE TO UTILITIES, STRUCTURES, SITE APPURTENANCES, ETC. WHICH OCCURS AS A RESULT OF THE LANDSCAPE CONSTRUCTION. 8. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL QUANTITIES SHOWN ON THESE PLANS BEFORE PRICIN( THE WORK. PLANT MATERIAL QUANTITIES SHOWN ARE APPROXIMATE. 9. THE CONTRACTOR IS RESPONSIBLE FOR FULLY MAINTAINING ALL PLANTING (INCLUDING BUT NOT LIMITED TO: WATERING, SPRAYING, MULCHING, FERTILIZING, MOWING, ETC.) OF THE PLANTING AND LAWN AREAS FOR A PERIOD OF ONE YEAR FOLLOWING SUBSTANTIAL COMPIEIION. 10. THE CONTRACTOR SHALL COMPLETELY GUARANTEE ALL PLANT MATERIAL FOR A PERIOD AS DEFINED IN PLANING NOTE #9 ABOVE. THE CONTRACTOR SHALL PROMPTLY MAKE ALL REPLACEMENTS DURING THE NORMAL PLANTING SEASON. 11. AFTER BEING DUG AT THE NURSERY SOURCE, ALL TREES IN LEAF SHALL BE ACCLIMATED FOR TWO (2) WEEKI UNDER A MIST SYSTEM PRIOR TO INSTALLATION. 12. ANY PLANT MATERIAL WHICH DIES, TURNS BROWN, OR DEFOLIATES (PRIOR TO TOTAL ACCEPTANCE OF THE VNRK) SHALL BE PROMPTLY REMOVED FROM THE SITE AND REPLACED WITH MATERIAL OF THE SAME SPECIES, QUANTITY, AND SIZE AND MEETING ALL PLANT LIST °ECIFICATIONS. 13. STANDARDS SET FORTH IN "AMERICAN STANDARD FOR NURSERY STOCK" REPRESENT GUIDELINE SPECIFICATTOIS ONLY AND SHALL CONSTITUTE MINIMUM QUALITY REQUIREMENTS FOR PLANT MATERIAL. 14. ALL SHRUB, GROUND COVER AND SEASONAL COLOR ANNUAL PLANTING BEDS ARE TO BE COMPLETELY COVETED WITH 1-1/2" ROUND GRAVEL MULCH TO A MINIMUM DEPTH OF THREE INCHES. 15. SAFE, CLEARLY MARKED PEDESTRIAN AND VEHICULAR ACCESS TO ALL ADJACENT PROPERTIES MUST BE MAIN-AINED THROUGHOUT THE CONSTRUCTION PROCESS. 16. DURING THE GROWING SEASON ALL ANNUALS SHALL REMAIN IN A HEALTHY, VITAL CONDITION THROUGHOUT HE CONSTRUCTION PERIOD. 17. ALL PLANT MATERIALS QUANTITIES SHOWN ARE APPROXIMATE. CONTRACTOR SHALL BE RESPONSIBLE FOR CIMPLETE COVERAGE OF ALL PLANTING BEDS AT SPACING SHOWN GRAPHICALLY. 18. ALL LAWN AREAS ARE TO RECEIVE 4" OF TOPSOIL. ALL LANDSCAPE BED AREAS ARE TO RECEIVE 6" OF TOPSOIL. 19. ALL LANDSCAPED AREAS ARE TO BE WATERED VIA AUTOMATIC IRRIGATION SYSTEM. 20. INSTALL A WEED BARRIER IN ALL LANDSCAPE BED AREAS. 21. A 4"X6" CONCRETE HEADERBOARD (SEE LANDSCAPE & IRRIGATION DETAIL SHEET) SHALL BE INSTALLED BETWEEN ALL GRASSED AREAS (SOD OR HYDROSEED) AND LANDSCAPE PLANTING BEDS. ALSO, A CONCRETE HEADERBOARD SHALL BE INSTALLED BETWEEN GRAVELED OR ROCKED AREAS AS SHOWN ON THE PLAN. 22. PARKING LOT PLANTERS SHALL BE BERMED AT A 5:1 SLOPE. 23. THE CONTRACTOR IS ENCOURAGED TO COMPLETE TEMPORARY OR PERMANENT SEEDING OR SODDING IN STAGES FOR SOIL STABILIZATION AS AREAS ARE COMPLETED AFTER GRADING. �'1101IWl111_1I11vaOK01I*� ALL AREAS SUBJECT TO CLEARING AND GRADING THAT HAVE NOT BEEN COVERED BY IMPERVIOUS SURFACE, INCORPORATED INTO A DRAINAGE FACILITY OR ENGINEERED AS STRUCTURAL FILL OR SLOPE SHALL, AT PROJECT COMPLETION, DEMONSTRATE THE FOLLOWING: 1. A TOPSOIL LAYER WITH A MINIMUM ORGANIC MATTER CONTENT OF TEN PERCENT DRY WEIGHT IN PLANTING BEDS, AND 5% ORGANIC MATTER CONTENT IN TURF AREAS, AND A PH FROM 6.0 TO 8.0 OR MATCHING THE PH OF THE ORIGINAL UNDISTURBED SOIL. THE TOPSOIL LAYER SHALL HAVE A MINIMUM DEPTH OF EIGHT INCHES EXCEPT WHERE TREE ROOTS LIMIT THE DEPTH OF INCORPORATION OF AMENDMENTS NEEDED TO MEET THE CRITERIA. SUBSOILS BELOW THE TOPSOIL LAYER SHOULD BE SCARIFIED AT LEAST 4 INCHES WITH SOME INCORPORATION OF THE UPPER MATERIAL TO AVOID STRATIFIED LAYERS, WHERE FEASIBLE. 2. PLANTING BEDS MUST BE MULCHED WITH 2 INCHES OF ORGANIC MATERIAL. 3. QUALITY OF COMPOST AND OTHER MATERIALS USED TO MEET THE ORGANIC CONTENT REQUIREMENTS: A. THE ORGANIC CONTENT FOR ?PRE -APPROVED? AMENDMENT RATES CAN BE MET ONLY USING COMPOST THAT MEETS THE DEFINITION OF ?COMPOSTED MATERIALS? IN WAC 173-350-220. THIS CODE IS AVAILABLE ONLINE AT: HTTP: //WWW.ECY.WA.GOV/PROGRAMS/SWFA/FACILITIES/350.HTML THE COMPOST MUST ALSO HAVE AN ORGANIC MATTER CONTENT OF 35% TO 657., AND A CARBON TO NITROGEN RA110 BELOW 25:1. THE CARBON TO NITROGEN RATIO MAY BE AS HIGH AS 35:1 FOR PLANTINGS COMPOSED ENTIRELY OF PLANTS NATIVE TO THE PUGET SOUND LOWLANDS REGION. B. CALCULATED AMENDMENT RATES MAY BE MET THROUGH USE OF COMPOSTED MATERIALS AS DEFINED ABOVE; OR OTHER ORGANIC MATERIALS AMENDED TO MEET THE CARBON TO NITROGEN RATIO REQUIREMENTS, AND MEETING THE CONTAMINANT STANDARDS OF GRADE A COMPOST. THE RESULTING SOIL SHOULD BE CONDUCIVE TO THE TYPE OF VEGETATION TO BE ESTABLISHED. I V I IRRIGATION SYSTEM WILL BE DESIGN -BUILD. CONTRACTOR MUST OBTAIN A SEPARATE IRRIGATION PERMIT FROM THE CITY OF EDMONDS PUBLIC WORKS DEPARTMENT. p C7RO SSE 6" -;i: i t 0.a ' iaROP. PLANT SCHEDULE SYMBOL BOTANICAL/COMMON NAME SIZE/COMMENTS TREES J......... .............ACER RUBRUM f BOWHALL f / 2fCAL., SPECIMEN QUALITY, B&B, 10- 12f HT., 'BOWHALL' MAPLE BRANCHED ® 7', MATCHED SET - � CHAMAECYPARIS NOOTKATENSIS 'PENDULA'/ 8' MIN. HT., SPECIMEN QUALITY, B&B �R�j WEEPING ALASKAN CEDAR (7� 1 r PRUNUS COLUMNARGSARGENT CHERRY '/ 2HT AB�ANCHED ®5�T,SPECWN QUALITY m PYRUS CALLERYANA 'CHANTICLEER'/ 'CHANTICLEER' FLOWERING PEAR THUJA OCCIDENTALIS 'SMARAGD'/ EMERALD GREEN ARBORVITAE THUJA PLICATA 'FASTIGIATA'/ HOGAN CEDAR SHRUBS CALAMAGROS11S X ACUTIFLORA 'KARL FOERSTER'/ 'KARL FOERSTER' FEATHER REED GRASS EUONYMUS ALATA 'COMPACTA'/ DWARF WINGED EUONYMUS MAHONIA AQUIFOLIUM/ OREGON GRAPE PHOTINIA X FRASERI/FRASER'S PHOTINIA PINUS MUGO MUGHUS/MUGO PINE PRUNUS LAUROCERASUS 'OTTO LUYKEN'S'/ 'OTTO LUYKEN'S' LAUREL TAXUS X MEDIA 'DARK GREEN'/ 'DARK GREEN' SPREADING YEW VACCINUM OVATUM/ BOX BLUEBERRY GROUNDCOVER ARCTOSTAPHILOS UVA-URSI/ KINNIKINNICK COBBLESTONE1. JEODI ASTHUA CCIDTLIRNNICA'/ DANICA ARBORVITAE 2. (2Q PHALARIS ARUNDINACEA 'PICTA'/ A IGATED RIBBON GRASS (50% OF AREA IS TO BE PLANTED) COTONEASTER DAMMERI 'CORAL BEAUTY/ 'CORAL BEAUTY' COTONEASTER DESCHAMPSIA CAESPITOSA 'NORTHERN LIGHTS'/ 'NORTHERN LIGHTS' TUFTED HAIR GRASS FESTUCA OVINA GLAUCA 'ELIJAH BLUE'/ 'ELIJAH BI.UE' BLUE FESCUE GAULTHERIA SHALLON/SAAAL PENNISETUM ALOPECUROIDES 'HAMELN'/ 'HAMELN' FOUNTAIN GRASS EXISTING VEGETATION 2HT BI1kANCHED ® 5,'SPEC�IEN' QUALITY 5 GAL. CONT., 34 HT., FULL & BUSHY, MATCHED VARIETIES 6' MIN. HT., SPECIMEN QUALITY, B&B 5 GAL. CONT., 24" MIN. HEIGHT, FULL & BUSHY 5 GAL. CONT., 24" MIN. HEIGHT, FULL & BUSHY 5 GAL. CONT., 24" MIN. HEIGHT, FULL & BUSHY 36" MIN. HT., B&B, FULL & BUSHY 18-21" SPREAD, B&B, FULL & BUSHY 5 GAL. CONT., 24" MIN. HEIGHT, FULL & BUSHY 5 GAL. CONT., 24" MIN. SPREAD, FULL & BUSHY 5 GAL. CONT., 24" MIN. HEIGHT, FULL & BUSHY 1 1 GAL. CONT., PLANT @ 18" O.C. (3"-6" ROUND ROCK, 6" MINIMUM DEPTH) 1. 1 GAL. CONT., PLANT ® 36" O.C. 2. 1 GAL. CONT., PLANT ® 24" O.C. PLANT IN LIKE GROUPINGS WITH SMALLER HEIGHT MATERIAL NEAR THE EDGE OF THE PLANTING BED. 1 GAL. CONT., FULL & BUSHY, SPECIMEN QUALITY, PLANT ® 24" O.C. 5 GAL. CONT., PLANT ® 30" O.C. 1 GAL. CONT., PLANT ® 24" O.C. 1 GAL. CONT., PLANT ® 24" O.C. 1 GAL. CONT., PLANT ® 24" O.C. PRESERVE AND PROTECT, LOCATION AS SHOWN ON PLAN LANDSCAPE CALCULATIONS: 1. PARKING LOT LANDSCAPING TOTAL PARKING STALLS = 42 STALLS REQUIRED PARKING LOT LANDSCAPING (17.5 S.F./STALL) = 735 S.F. PROVIDED PARKING LOT LANDSCAPING = 1,200 S.F. 2. PARKING LOT TREES REQUIRED PARKING LOT LANDSCAPING = 735 S.F. REQUIRED PARKING LOT TREES (1 PER 150 S.F. OF REQ. LS) = 5 TREES PROVIDED PARKING LOT TREES = 5 TREES Know what's below. Call before you dig. AWR VED B`� I_ANNING _� - -Z - `�- -13 a. mi-v c vIn P� CITY OF EDMONDS i DIVISIONBY: - - - - - WCTY E�_GINEERING J I- ~ = �IW ,mom �`�w w I i V) i : : i c L k (� I Ld i 0 Ld i W w ZQZ ZZ Q '=#QIQaa�Q # J �./� . ! N k p O ; O O 0 0 C� inir N r4 d `n � v o F- Z N� N `- L1J N o LJO v v...22 G L 00 cV 2:O r, O rnoLO d N N Q41 Q1_ to N 0 0o Q � 00 ,~-I N � 0 rn E N (n W ® N W oO ( <C 0 Go 0) d 0 Z � W v�J 0 0 CL = W 0.. o a: 0 0 M< 0� U Wch <d'C M: N 0 E o [:� < 0 E Wcr W RESUB JUL 15 2013 BUILDING DEPARWENT C E_TT g� j _ D 2-7 U) 01 c 3 0 0 0 CJ -.o c 0 -00 i 0 C- U) 0 i m LANDSCAPE DETAILS HOSE WRAP WIRE AROUND STAKE TRUNK TWIST AND CUT ON INSIDE OF STAKE TYAST WIRE ® NOTES: 1. HOSE, REIFORCED RUBBER LOOP AND TWIST INTERLOCKED. - TIGHTEN WIRE 2• WIRE, 14 GA. GALV. WIRE DOUBLE STRAND; TWIST TO TIGHTEN. 3. STAKE, 2" X 2" WOOD PRE -STAINED DARK BROWN. SPACED EVENLY AROUND TREE OUTSIDE OF ROOTBALL o NOTCH STAKE FOR WIRE. 4. TAPER MULCH THICKNESS DOWN - �� TO TOP OF ROOT MASS. 1 N `V V 2 TIMES ROOT BALL OR ROOT BALL PLUS 30" TREE STAKING DETAIL NO SCALE a MULCH SHRUB �g O o O o O ROOT BALL Oo '- PLANTING SOIL SAUCER o HARD SURFACE I` NOTE FORM WATER SAUCER `-4 - AROUND PLANT TAPER SOIL AWAY FROM TOP OF ROOT MASS, ROOT BALL PLUS 12' SHRUB PLANTING DETAIL (1 GALLON AND GREATER)_ NO SCALE GROUND COVER PLANTING SOIL ROOT BALL 12" MULCH OR E.Q. TO PLANT SPACING HARD SURFACE 00 NOTE: TAPER MULCH I I THICKNESS DOWN TO TOP OF ROOT MASS. GROUND COVER DETAIL (4" POTS AND SMALLER NO SCALE 6" EXTRUDED CONCRETE CURBING PROVIDE 3500 P.S,I CON(RFTE r---2" MULCH LAWN FINISH CONCRETE HEADBOARD DETAIL NO SCALE SECTION 367 TOWNSHIP 27N, RANGE 3W. W.M. IRRIGATION DETAILS NOTE: FOR INSTALLATION OF POINT OF CONNECTION WITHIN A STRUCTURE REFER TO THE �— mL METER GENERAL CONTRACTOR AND MECHANICAL ENGINEER / CONTRACTOR. QUICK COUPUNG VALVE SET FLUSH WITH FINISH GRADE IN LAWN AREA 3" ABOVE SIDEWALKFINISH GRADE IN OTHER AREAS NOTE ALL FITTINGS TO BE GALV. CURB, ETC. / / FINISH GRADE LAWN AREAS PAINT ALL GALVANIZED PIPE WITH ONE COAT 12' MAX. CARBON ELASTIC PAINT / �t FINISH GRADE SHRUB AREAS e < • '+rr+ J ' + 12" ROUND PLASTIC BOX AND BOX AMETEK BOX AMETEK BOX AMETEK • C '++ '*' COVER ECONOMY TURF BOX 12" JUMBO BOX STANDARD BOX e STAINLESS STEEL CLAMP SIZE AND LENGTH AS REQUIRED QUICK I :'.: SCH. 80 PVC NIPPLE COUPLER TRIPPLE 3" PEA GRAVEL TFUNION `� DOUBLE CHECK SWING JOINT ELL ELBOW SCH. 40 PVC •" ' • SCH. 40 PVC STREET ELBOW UNTO UNION ELL 9 CO PVC SUPPLY 6" GATE UNE (SxSxT) SCH. 80 PVC NIPPLE SIZE AND P.V.C. 2 TEE FITTING LENGTH AS REQUIRED SUAVE VALVE �... " PEA AVE. 3" NIPPLE AND ELL -UNION 4-6'X6'X16' 2 CONCRETE BLOCK PEA GRAVEL SCH. 80 MALE ADAPTE 12' PVC SUPPLY LINE �-------------� MAINLINE---► / 8 12 (AS REQUIRED) SCH. 40 PVC STREET ELBOW 4" DIAMETER DRAIN UNE PRESSURE QUICK J POINT OF RUN TO DAY UGH T REDUCING COUPLING 1-1 2• PVC PIPE STAKE MIN. LONG OR CONNECTION BACKFLOW PREVENTER VALVE VALVE AS 14o ES S SITE REQUIRES TEST COCKS TO FACE UP FOR TESTING TO BE SET FOR FOR WINTERIZATION NOTE: USE TEFLON TAPE ON ALL THREADED FITTINGS +/- 70 PSI. BLOW-OUT AND CUT IN DETAIL PRESSURE TESTING TYPICAL QUICK COUPLING VALVE ASSEMBLY NO SCALE POINT OF CONNECTION NO SCALE INSTALLATION OF POINT OF CONNECTION OUTSIDE OF STRUCTURE PVC ( MINIMUM TWO TIMES THE DIAMETER / 18" 24" SLEEVE \ OF PIPE TO BE INSERTED INTO SLEEVE. f O-PLANTER f� MAIN OR LATERAL N1RE _ _ _ —_ = STUB -UP AND PLUG PLANTER —� PAVING WIRE SLEEVE (MINIMUM INCHES " DIAMETER.) CURB CURB BUILDING N. 18" 24" ENTRY L - WIRE SLEEVE — WIRE, MAIN OR LATERAL = SLEEVES . — — MAIN OR LATERAL pp44 CURB 24' 18' ` z © TYP. TYR O s SIDEWALK WIRE SLEEVE CURB LINE OF CURB CURB OR WALK PLANTING PAVING 4w . ;:. ter• •. � P/ "' • `' I RRIGATION FLAG �� ., . TAPE CLOSED • +. �. VERTICAL STUB -OUT :�':: ; : ` . ' •, MARKER PIPE •• . ?: OR 1. IRRIGATION WIRE TRkCH y "•. ;.! ` OR 2. METALIC TAPE O�\ \•\ "N Cl METALIC TAPE - +• RRIGATION WIRE PVC SLEEVE MAIN UNE OR LATERAL LINE PVC ELL TYPICAL SLEEVING DETAIL NO SCALE PLAN 8' 2-PLY RUBBER HOSE DOUBLE STRAND 12 GAUGE WIRE COVERED W 2-PLY RUBBER HOSE PAINTED FLUORESCENT ORANGE WHITE FLAGGING (TIP.) TREE WRAP 2 INCHES MULCH 4 INCH DEEP SAUCER 8' STEEL TEE POST BACKFlLL MIX UNDISTURBED SUBSOIL REMOVE BURLAP & ROPE FROM TOP 1/3 OF THE BALL NOTE: SEE LANDSCAPE NOTES FOR THE TYPE OF MULCH MATERIAL TO USE. TREE PLANTING ON SLOPE N.T.S. CUT BACK SLOPE TO PROVIDE A FLAT SURFACE FOR PLANTING EXISTING GRADE OR PROPOSED GRADE TYPICAL BUILDING WALL AUTOMATIC CONTROLLER ASSEMBLY TO BE WALL MOUNTED COMMON WIRE SHALL BE TIED INSIDE HOUSING WHEN REQUIRED ON - OFF SWITCH TO BE PROVIDED BY CONTRACTOR STRAIGHT CONDULET FOR WIRING CONNECTIONS USING HIRE NUTS ELECTRICAL CONDUIT TO INDEPENDENT SOURCE (CONTROL UNIT ELECTRICAL REQUIREMENTS: 115V., 60CYC, 2 AMPS MAX.) NOTES: 1. COMMON WIRE TO BE WHITE AND CONTROL WIRE TO BE BLACK IN COLOR. 2. NO SPLICES SHALL BE MADE BETWEEN CONTROLLER AND REMOTE CONTROL VALVE. 3. CONTROL WIRING SEQUENCE CORRESPONDS TO OPERATING SEQUENCE OF REMOTE CONTROL VALVES AND AUTOMATIC CONTROLLER UNIT STATION CONNECTION (SEE IRRIGATION PLAN FOR CORRECT VALVE SEQUENCE). SLEEVE FOR CONTROL WIRES PROVIDED BY GENERAL CONTRACTOR (2) ELECTRICAL TAPE - TAPE WIRINGS AT INTERVALS OF 10 FEET ON CENTER CONTROL WIRING (AWG OF TO CONTROL UNIT AT TERMINALS) 1 CONTROL WIRE TO EACH R.C.V. 1 CONTROL WIRE TO ALL R.C.V.'S TYPICAL AUTOMATIC CONTROLLER ASSEMBLY NO SCALE (WALL MOUNTED TYPE) J.R.-84 2 INCHES MULCH ( SEE LANDSCAPE NOTES FOR TYPE OF MULCH ) IF SHRUB IS B & B. THEN REMOVE BURLAP & ROPE FROM TOP 1/3 OF BALL BACKFlLL MIX UNDISTURBED SUBSOIL SHRUB PLANTING ON SLOPE N.T.S. • 6" OR ► ° AS NOTED ° W s SIDEWALK, CURB, ETC. FINISH GRADE SPRINKLER NOZZLE PVC TEE OR ELBOW (SxSxT) POP-UP ASSEMBLY III (INSTALLED 1' ABOVE II FINISH GRADE IN SCH. 40 PVC STREET ELBOW OPEN AREAS OR AS NOTED) SCH. 80 PVC NIPPLE (LENGHT AS REQUIRED) SCH. 40 PVC STREET ELBOW NOTE: 1, INSTALL HEAD FLUSH WITH TOP OF HARDSCAPE AT INTERSECTION AND CORNERS. 2. USE TEFLON TAPE ON ALL THREADED FITTINGS. TYPICAL SHRUB HEAD POP-UP ASSEMBLY NO SCALE 6' OR AS NOTED SIDEWALK, CURB, ETC. e e + e a ° I FINISH GRADE NO SCALE SPRINKLER NOZZLE POP-UP BODY ASSEMBLY (1/2' ABOVE FINISH GRADE) PVC SCH. 80 NIPPLE (LENGTH AS REQUIRED) ((SRxSxT) C TEE OR ELBOW LATERAL UNE (SIZE AS NOTED ON DRAWING) SCH. 40 PVC STREET ELBOWS NOTE: USE TEFLON TAPE ON ALL THREADED FITTINGS TYPICAL SHRUB HEAD ASSEMBLY ROUND PLASTIC BOX AND COVER. COVER MARKED: IRRI GATE + j ' +++++++ FINISH GRADE ++++ + ++++++'�q'P� +++++++ + + + + + + + 1 LAWN AREAS I ++++++++'++++++++++ FINISH GRADE + + + + + + SHRUB AREAS I HANDWHEEL 4vo 3. PVC SUPPLY LINE PEA GRAVEL (MIN. 2 CU. FT.) `�' • • GATE VALVE o PVC MALE 18" o - - .Q, ADAPTORS MIN 2• t o o c% NOTE: GATE VALVE SHALL BE INSTALLED IN SHRUB AREAS UNLESS OTHERWISE APPROVED. TYPICAL GATE VALVE DETAIL NO SCALE (3" AND SMALLER) SIDEWALK, CURB, ETC. (POP-UP TYPE) FINISH GRADE BOX TO BE PLACED AT RIGHT ANGLE TO SIDEWALK, CURB, ETC, HARDSCAPE EDGE 12" OR AS NOTED 12"X18" PLASTIC BOX AND COVER • WITH LOCK TOP ► s CURL TYPE EXPANSION LOOP (MIN 24') WATERPROOFED WIRE CONNECTION y . "......... ". CHRISTYS I.D. TAG (STANDARD), ...... + " NON -PRESSURE SECURE TO SOLENOID • LINE FITTING PIGTAIL FINISH GRADE 3 4' (v LAWN AREA PVC LINE PIPE FINISH GRADE SHRUB AREA - SOLENOID - 3 - p - o - - ° FLOW ADJUSTMENT . Mp q� TOPO VALVE q -o �8 *rpo PEA GRAVEL (MIN. 3 CU. FT.) 18' MIN. PVC SCH. 40 MALE ADAPTOR (TYP. 2 PLACES) PVC UNE PIPE PVC ELBOW PVC LINE PIPE PVC SUPPLY LINE RTRNG(SxSxT) COMMON WIRE NOTE- CONTROL WIRE 1. VALVES ARE TO BE INSTALLED IN SHRUB AREAS UNLESS OTHERWISE NOTED. 2. WHEN MORE THAN ONE VALVES IS LOCATED IN THE SAME AREA, PROVIDE A SPACE A MIN. OF 3 FEET APART. 3. USE TEFLON TAPE ON ALL THREADED FITTINGS. TYPICAL REMOTE CONTROL VALVE ASSEMBLY NO SCALE (STRAIGHT TYPE) LAWN utt . tftt FINISH GRADE MARLEX ELL SCH. 80 NIPPLE OR FUNNY PIPE MARLEX ELL PLANTING AREA RISER (POP-UP) DETAIL NO SCALE SPRINKLER NOZZLE POP-UP BODY ASSEMBLY MINSTALL 1/2' ABOVE FINISH ADE) ' PVC SHC. 80 NIPPLE SIZE i AS REQUIRED PVC SCH. 40 STREET ELBOW PVC SCH. 40 ELBOW 12" PVC TEE PVC SCH. 80 NIPPLE SIZE S x S x T AS REQUIRED IN FINAL OR ELBOW POSITION RIS SHALL BE AT A 45 DEGREE ANGLE / PVC SCH. 40 STREET ELBOW LATERAL LINE (SIZE AS NOTED ON DRAWING) NOTE: USE TEFLON TAPE ON ALL THREADED FITTINGS TYPICAL LAWN HEAD ASSEMBLY NO SCALE Know what's b@IOW. Call before you dia. —TYP. SUPPLY LINE PVC STREET ELBOW NISH GRADE HEAD POP-UP PVC LATERAL PVC 'T' OR M. PVC W/ 1/2' OUUTTLETNE SIZE) DRAIN VALVE 00 0 0 o,P_ o(_1 a o bGb PEA GRAVEL (TYP. 2 CU. FL) NOTE: CONTRACTOR TO VERIFY EXACT LOCATION AUTOMATIC DRAIN VALVE ASSEMBLY NO SCALE CITY ENGINEERING DIVLSION w m wmU) /� V / i Z# Qf k ry I2 /0 W i c� U I.i � LL W a- a L.L �?# ZIZZZ€Q J € Q J J > J Z Q �+9? ;UUUIUIU Q i Q Q Q Q EL I p 0 0 N 0 : � 0 d' 0 tD f 0 I� 0 N%n d 'LO F- Z cD N O 0 Ld N CL 00 O U.' U V) 91100FIFICAYR NO, pt� a{ :. .. i 3� %t/ C 00 N O 00 CT > +e N C a ,-q N C � a' E ,-4 N U) LLJ J 9W N �- W 0 IL p <C z Z O O 0 O I Z O W _ !i W nc) W �Tz Q 0 O Q W CC Q W VJ (� z RESUB Q J JUL 15 2013 13UH.DING DEPARWENT CITE OF EO7 64 9 • 9 4 5 Q 10 D' ,O,PD Q O//- -'%EP.A,047'0E O tp N 3 313 _� tQ' cQ• Z.5,1-1 �c To G �EX/S T Z¢ ,e&o. 97 1414 .. i'J1 _u .. _..�.._ .. I sy- S /E. 3 7. 8 �,vt�c. /a N�,�•1 Av.6Alr. Gd.9GL To .QE�o/n/Im ©f1 TlJrJ - G/T'9 Off fo✓JON©..s.f n�Y. A N "7t-d 1 . i 1� it FND. CONC. MON. THE NORTHEASTERLY RIGHT OF WAY MARGIN FOR STATE ROUTE IN CASE WITH 104 LIES 40' NORHTEASTERLY OF CENTERLINE, FOR A COMBINDED BENCHMARK FND. CONC. MON. LLUAL ULZ) -K1V 11'UN. CU. NAIL TOTAL RIGHT OF WAY WIDTH OF 80'. TOP OF CONC. MON. IN CASE WITH f DIVIDER ML ML ML ML ML ML ML ML ML ML ML ML ML ML ML --ML ML IN MON. CASE CU. NAIL._...--.---- ----ML , _._. PARCEL 1: ► » a ELEV. 309.04 (�-600.00 _-----""'`rr _ PLANTER _�- _ _ N 40 22 47 W -BASIS OF BEARINGS soh' _ DATUM -- N/�W88 _ x._..,..._.._ o, THE NORTHEASTERLY 200 FEET OF LOTS 2, 3 AND 4, BLOCK 2, DIVISION hx a ti y - --ti"- - _ ► o -" �' �•," - -^ - �- ? �-- ` o` - /"- " �o a -�` �- ry ��' NO. 2 OF WESTGATE PARK, ACCORDING TO THE PLAT THEREOF, RECORDED ti ti ti o �,11" o o �+ ,yo �o� yo �° / yo yo yo / yo yo / y� _ oML --y-- SAN. SWR: MH IN VOLUME 13 OF PLATS, PAGES 40 AND 41, RECORDS OF SNOHOMISH ML ML ML�c-- ML ML ML ML ML-�- ML ML ML -�--ML ML ML/----- ML ML�---- ML�`ML (L� RIM = 312.4 COUNTY, WASHINGTON; Z O EDMONDS WAY o ASPHALT ROADWAY O p90 /I STORM MH Iz ,'�� INV = 302.6 EXCEPT THAT PORTION CONDEMNED BY STATE OF WASHINGTON FOR O� P M p �� RIM = 311.4 I ' 12" HIGHWAY PURPOSES BY DECREES ENTERED UNDER SUPERIOR COURT ss---ry° Ss ss ss �� ss ss ss ss ss (STATE ROUTE 104)-Ss ss ss-a-- ss ss ss-1-- ss ss ss ss ss---�-Jss INV = 304.7-SE �I$�'=- ss CASE NUMBERS 106843 AND 107146. o NV - 302.8-NW ♦ i -P O ML-�c- ML SAN. SWR. MH At,L ML CONC. CURBL& GUTTER ML "'L-(PUBLIC RIGHT OF WAY) ML ML---I- ML ML -�--ML ML ML FND. PK NAIL IMTH-W OM - / _, " d" c RIM = 299.7 G-c G ---c c CB-c c� ---c c G V• c G -cam G -c // G WASHER OFFSET �R hlg G �W Sp-36 PARCEL 2: INV. = 291.7 RIM = 300.9 r- O 1 / 8.00% LS 189 3. / 'oMil Ir^�'�"� ALL OF LOT 5 BLOCK 2 DIVISION NO. 2 OF WESTGATE PARK ACCORDING g�o`O INV = 295.2 .°` No h rJl� CURB DROP o--�yo--sD yo o sn _-_ .�o yo°.'sD yoa- - URB - ,�o°' cn� o'`' > cn- Off' 2, `;�O CURB DR6P '� " SET MAG NAIL WITH TO THE PLAT THEREOF, RECORDED IN VOLUME 13 OF PLATS, PAGES 40 AND g WASHER OFFSET 8.00 41 RECORDS OF SNOHOMISH COUNTY WASHINGTON; _WV CURB oe' wA° CURB DROP -a w--a� --w- --°. o -w �"k- --w-�-,.�--w w-.-w -y� �oT-w-ah a----�--a �� w-^ --w �. �o �o--;x -w -w .`►-�. 7 .� 3 LS 18903. , SET 5/8" REBAR ti° o °' °' ti° o, -�- °ASPHALT WALK^° - o° o° 1° 10 FOR HWY. PURPOSES yo ,yo ' yo ' o o I o o °� o o ' 10 FOR ROAD RIGH OF -f--AP g PP 0 8t B • + » BT---QP BT�-.0 P OPT OPOP._ ">��i OP 5 OP"� _.�---- WITH CAP: LS 18903. C -ss ss ssN 40 22 47 W- -- .- - - _ S.C.C, N0. 106843 & 107146,E PP_ _ _eT� BT eT BT-�---BT -BT �T� _ BTWAY. AF N0. 218�1893st sT B EXCEPT THAT PORTION THEREOF DESCRIBED AS FOLLOWS: _ _ BEGINNING AT THE SOUTHWEST CORNER OF LOT 5; W PV _ _ - - - 364.80'// , . - - - `+ WM r Q LANDSCAPED AREA 12 �G 1C� r ICVB s'D LANDSCAPED AREA BENCHMARK " R.O. �'�• Ts R.O. THENCE SOUTH 89 46 32 EAST ALONG THE SOUTH LINE OF SAID LOT 5, A B SIGN) ° T I GV yoo' °,�. , ® I h s� SE LY FACE OF „ » DISTANCE OF 120.14 FEET; 0 0 0 o x N10 3 6 CONC. WALL I IN IOWA ON THENCE NORTH 493713 EAST ALONG THE SOUTHEASTERLY LINE OF SAID BENCHMARK a' a h h h' (SIGN o9 SIGN �^ s 3x , B 29" F APPROX. LOCATIOt�o s yo yo' { yo' yo' W yo to yo' yo' �oh o° OVERHEAD • ® o o ( '? CB IS 0.2 SELY OF FIRE HYDRANT LOT 5, A DISTANCE OF 18.0.92 FEET; PT 27" F OF SIDE SEWER I W t I I SIGN / 12" D ` s RIM = 312.6 PROP. LINE ELEV. = 316.05 THENCE NORTH 40'22'47" WEST, A DISTANCE OF 100.00 FEET TO AN NWLY CORNER OF CONC. oo• I { m ,� � INTERSECTION' WITH THE NORTHWESTERLY LINE OF SAID LOT 5• PAD ON POWER VAULT. ti s� I Q 1 { / �, �,• � o INV = 309.7 ELEV. = 299.91 ! sO'o- - -- { I o °o I - yo yo O 20" D THENCE SOUTH 49'3713 WEST, ALONG SAID NORTHWESTERLY LINE, A - ^s- 0 -�` v, o , o `' DISTANCE OF 254.81 FEET TO AN INTERSECTION WITH A CURVE FROM ASPHALT / o00 4" D ova ° °a o`' 1 0( o�h oa' oa' °h' oy� oy' I ohs oy� 1 20 BSBL v o°' o, oo' . y.�' 1 ' o, PAVING ! x"' SL ° / / I I. W �? - SL WHICH INTERSECTION THE RADIUS POINT OF SAID CURVE BEARS s" D / ss v yo I o, { �o. I I ASPHALT THENCEUTH BSOUTHERLY ALONG THE ARC OF SAID CURVE TO THE RIGHT hti h° I�ri m o° o ► "� o PAVING 0 130 . to• p / i ui o ° oh ,� °y m °ti 1 , ^°. ,y erg. O / os 30t 8 CB / RI MH \ 1� x� x� x� ! x� / xo 1 I R = 640.00 x� ono x� HAVING A RADIUS OF 535.08 FEET AND CONSUMING A CENTRAL ANGLE OF rn 0o 0 14„ D RIM = 300.7 / RIM = 303.6 I I { I YD D = 03�09'1 Q►► I 2'57'00", AN ARC DISTANCE OF 27.55 FEET TO A POINT OF REVERSE WATER LEVEL = 299.6 / ASPHALT CURVATURE; WATER FILLED OUTLET - - - - - t- _ ` o Dc 4( 301. NO OUTLET OBSERVED. ss _ I o1' I RIM = 309.4 ' x-x NOT OBSERVED I / _ _ _ _ - - ' PAVING I L = 35.22 / THENCE SOUTHERLY .ALONG THE ARC OF A CURVE TO THE LEFT HAVING A O O ® f D / CONTROL STRUCTURE IS �( h � / x I INV - 306.4 � I y, � r „ ti`' ON STREET SIDE OF MH o I r / \ I �' ! o o °, o ,y RADIUS OF 712.66 FEET AND CONSUMING A CENTRAL ANGLE OF 0 01 27 Z Z CO o'`' `O / / o a� I ,ti °• off' r' a AN ARC DISTANCE OF 0.30 FEET TO THE POINT OF BEGINNING; s i� xo o' off. yo "� / h' o o°j o'' 6°' 1 0� / °� °e'' o,• .o' o°'' �° yti g� 5 , X a D I // I I / �o°`"� �° CO - - -2! - - - -o� - - - �° o�°SL CONC. CURS yo ^� M / x I x� „ AND EXCEPT THAT PORTION CONVEYED TO STATE OF WASHINGTON FOR w DD " �' / / 3L I Cyr PLANTER CW MB PLANTER �o�' FP oh r // N2o D / " HIGHWAY BY WARRANTY DEED RECORDED J,4NUARY 26, 1971 UNDER O o / 0 12 D / 53.5' 11.1 6. • m I 6oi I y 6 CONC. WALL �� / 307.6' c I ° ( / . I CROSSES PROP. AUDITORS FILE NUMBER 2181893. 1 LOOR ELEV. = N I � ! o c� o oN s" o o.s I I 7" D "�� ti LINE d. J t$" D / L / / I °°a I�o� 009/ ° I �,�^� c0 ALL SITUATE IN THE COUNTY OF SNOHOMISH, .STATE OF WASHINGTON. J t` �`� / ;' COVERED °1 ! o0 o y moo. soh x N c0 w „ oti' + oti, r ,yti °^� °y. ( °y. iGM o.s II CONCRETE ( °°`0 xo o° _ x� ( I �y� 16 U En a N p to D xo o Cn Mp/ I PLAY AREA /�`- ^°o L�% CONC WALK , ry L4 r5 2 00 ALSO KNOWN AS: C ¢ cy) o ho i I EXISTING BUILDING II °^• ( / / Ts• 'o� 'os 02 °o y,° �o� 11126D r FENCECLONE J �o THAT PORTION OF LOTS 2 3 4 AND 5 'B 0 to ASPHALT / �° / I 10124 EDMONDS WAY o II CANOPY / . xoON _, ¢ O LOCK 2, DIVISION N0. 2 OF ~ O . 7� D / a I AR A = 3 455 SO; FT. I / ELec. co 0 7" D I �� ,�6 CONC. WALL w � O WESTGATE PARK, ACCORDING TO THE PLAT THEREOF, RECORDED IN w O Q ,� PAVING c� r yo°' I M f 0 1 04 VOLUME 13 OF `PLATS, PAGES 40 AND 41, RECORDS OF SNOHOMISH (n z N L oa` ^�� CONC. I a / so Ts SL I I ox Z Z 0 COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: �NJO Q ® 4"D30�., // / PAD 1 s II oR / o� o I 1 y�o OoOp0 CO WW Z " _ ,� / a ,� / o0 0 1 I °o I (no 7 Z COMMENCING AT THE SOUTHWEST CORNER OF SAID LOT 5• Z O -� o°° ak a ''°� ^�o.» / °a rn, /o .,• CW I�o �o�'� / °� ° i ASPHALT w O wciTHENCE SOUTH 89'46'32" EAST ALONG THE SOUTH LINE OF SAID LOT 5, A m 01 ^p Z °___/SL o.s 30 0 ,� �ti CC DISTANCE OF 120.14 FEET;. cn U (n �, . POS SL - �� oll �, x� O / ., ii PAVING 3 M (^� ! ^ THENCE NORTH 49 3T13" EAST ALONG THE SOUTHEASTERLY LINE OF SAID p 16" D O`'ry 0 1 .1' 0 11.1''0 2,. 01' / ,�� ASPHALT°°j '� .`O' (n w W TRASHY / / y LOT 5. A DISTANCE OF 180.92 FEET TO THE TRUE POINT OF BEGINNING; U I W / AREA u' CONC. WALK •ICV ,� PAVING x ® THENCE CONTINUING NORTH 49''3T13" EAST ALONG SAID U r 0Q.2s.1' - _ _ _ _ J ose / / 1 " ,�` SOUTHEASTERLY LINE 260,97 FEET TO THE SOUTHWESTERLY MARGIN OF Z -306" 10 o `� ° oy 3o PP / I w s!- r°�a , e °oti I o�� o`O� RIM = 306.8 / x�� STATE ROUTE 104 ALSO KNOWN AS EDMONDS WAY AS ESTABLISHED BY s _ _ ry _ BOH_ f _ J ,�o ^� ova °1� �S °o`? soy / ��.°i ^ro �ti �o �o ^o ( WARRANTY DEED RECORDED JANUARY 26, 1971 UNDER AUDITOR'S FILE 0o L PosT. MENU ° ^, ^� �6 NUMBER 2181$93; - _ _ _ _ _ _ _ - _ _ a o ® a- you' Rv ° a -y'��' THENCE NORTHERLY ALONG A CURVE TO RIGHT ON SAID SOUTHWESTERLY o _ o �N o ^ 0^1' I MARGIN, HAVING: A RADIUS OF 640.00 FEET, A CENTRAL ANGLE OF yo o^ O,06 you +�ooti yo°� yoo' yoh o00 _ Nc pEt\1`11111, h ��`'' �,�a o,�"'' ��a ` / 03'09*10", THE CENTER OF WHICH BEARS NORTH 46428'03" EAST. AN ARC ° f DISTANCE OF 35.22 FEET TO A POINT OF TANGENCY ON SAID MARGIN; .\ a o o CO ao W '� ,ya' ROCK WALL y'�a' y.,°1' o o y o s! 12„ D ('r1/ THENCE NORTH 402247 WEST ON SAID MARGIN AS ESTABLISHED BY 0 0 0 0 04 o y e "'° "'° ° o I .'� `��?o ��,°' =� DEED RECORDED. UNDER AUDITOR'S FILE NUMBER 2181893 AND BY 10 DECREES ENTERED UNDER SUPERIOR COURT CASE NUMBERS 106843 AND ce 3'n o o ti x3 L' �1ry ti y6 7" D• ^' s t7 1107146. A DISTANCE OF 364.80 FEET TO THE NORTHWESTERLY LINE OF F- .J II hey 1� ROCK WALL 1`y 1,�0 >>s �.� x"�`�' x"' yea Z Z SAID LOT 2: H N M' "�' PARCEL 1 AREA = 83,011 SQ. FT.f ��• O a N d• � � x - y� x x x �x � G") THENCE SOUTH 49'37'13" WEST ALONG SAID NORTHWESTERLY LIME v o rfi :� = 1.91 AC.t o SAN. SWUR. MH h�� 1i90.00 FEET TO POINT ON THE SOUTHWESTERLY LINE OF THE w Z O O 0 RIM = 312.7 NORTHEASTERLY 200.00 FEET OF SAID LOT 2; p p Q N d" 6' CYCLONE INV = 306.5 BUILDING THENCE SOUTH 40'22'47" EAST ALONG THE SOUTHWESTERLY !LINE OF THE Z 3 THE AREA ABOVE THE ROCK WALLS IS AN FENCE ENCROACHES NORTHEASTERLY 200.00 FEET OF LOTS 2, 3 AND 4 A DISTANCE OF 300.00 p „O (n AREA OF STEEP SLOPES, SOME OF WHICH 0.3' NWLY V CONC. WALL FEET TO THE NORTHWESTERLY LINE OF -LOT 5; 20 Z ARE GREATER THAN 4OX IT CONTAINS IS 0.8' NWLY OF THENCE SOUTH 49'37'13" WEST ALONG SAID NORTHWESTERLY LINE 70.0.0 :2 rn o A MIXTURE OF CONIFER AND DECIDUOUS PARCEL Z PROP. LINE FEET TO A POINT THAT BEARS NORTH 40'22'47" WEST FROM THE TRUE = N Z 6 TREES, RANGING IN SIZE --FROM 4" TO MORE ( POINT OF BEGINNING. THAN 20'.- IT WAS NOT SURVEYED AT THE TAX ACCOUNT NOS. 006107-002-005-04 THENCE SOUTH 40'22'47" EAST 100.00 FEET TO THE TRUE POINT OF w Qr TfJF''7'���,17'�>t.'' fl�q,� REQUEST OF THE MCDONALD'S CORPORATION. SOUTHWESTERLY LINE OF NORTHEASTERLY AND 006107-002-005-01 ( BEGINNING. P1 Y. J la 2 200' OF LOTS 2, 3 AND 4 ( ALL SITUATE IN THE COUNTY OF SNOHOMISH, 'STATE OF WASHINGTON. 1.1or 2 1.107, TITLE NOTES TAX ACCNT. NO. 006107-002-002-00 TAX ACCNT. NO. 006107-002-003-01 TAX ACCNT. NO. 006107-002-003-01 6' CYCLONE FENNCE ZONED BN . _ TAX ACCNT. NO. 006107-002-005-04 - Lv LEGAL DESCRIPTION AND TITLE INFORMATION ARE DERIVED FROM -x x x x x x x x x x x x x x x x x x x x x x x x---x x x CHICAGO TITLE COMPANY ORDER N0. 5305854, SECOND REPORT, • ' " ' FND, 5/8" REBAR TAX ACCNT. NO. 006107-002-005-01 CORNER 40 22 4 300.00 N 39' E. 0.6'; A DATED MAY 4, 2012. INACCESSIBLE; N 39* . 0.6. ZONED RS-8 I NOT SET. cb • co 1. REFERENCE EXCEPTIONS AND RESERVATIONS IN DEED RECORDED FORD, MORGAN / FISH, JENNIFER GILES, GARY GILES, GARY I o v � a UNDER REC. NO. 403140. SEE THE FULL DOCUMENT FOR ALL OF THE 22911 102ND PL W PO BOX 562 PO BOX 562 co :� (n O C,4 DETAILS. EDMONDS, WA 98020-5132 FALL CITY, WA 98024 I FALL CITY, WA 98024 I 1 N <= rn FOR CUTS AND FILLS AS S.W.D. NO. 200807110610 S.W.D. NO. 200610180454 S.W.D. NO. 200610180454 6 Z 1 2. DEDICATED IN REFERENCE I THE ORIGINAL PLATGHT TO MAKE ES SEE THE FULL DOCUMENT FOR ALL OF LEGEND I � � w .N THE DETAILS. %M - I w Z Z 3. SANITARY SEWER EASEMENT RECORDED UNDER REC. NO. 1858336 HAS --- BT------BT--- BURIED TELEPHONE GENERAL NOTES �- THE AREA ABOVE THE ROCK WALLS IS AN O 00 O O BEEN PLOTTED. ---G-------G--- GAS �' AREA OF STEEP SLOPES, SOME OF WHICH I co l; O M Z ARE GREATER THAN 4OX IT CONTAINS N'`' w O --- ML----- ML--- MEDIAN LINE 1. THERE IS NO OBSERVED EVIDENCE OF CURRENT EARTH MOVING, M � r7 w o 4. POWER EASEMENT RECORDED UNDER AEC. NO. 7806120236 DOES NOT BUILDING CONSTRUCTION OR BUILDING ADDITIONS. A MIXTURE OF CONIFER AND DECIDUOUS >- °0 Z w CONTAIN A LEGAL DESCRIPTION SUFFICIENT TO DETERMINE ITS EXACT ---OP-----OP--- OVERHEAD POWER " �,� � --- SD ----- SD---- STORM DRAIN I' TREES, RANGING IN SIZE FROM 4 TO MORE I Do �j LOCATION AND THEREFORE CANNOT BE PLOTTED. ---SS ----- SS--- SANITARY SEWER THAN 20 . IT WAS NOT SURVEYED AT THE 2. THERE ARE NO PROPOSED CHANGES IN STREET RIGHT OF WAY LINES. REQUEST OF THE MCDONALD'S CORPORATION. I z o ---W------- W---- WATER THERE IS NO OBSERVED EVIDENCE OF RECENT STREET OR SIDEWALK cn z 5. REFERENCE CONDITIONAL USE PERMIT CU-UMENT RECORDED UNDER B. BOLLARD CONSTRUCTION OR REPAIRS. �' REC. N0. 8603130126. SEE THE FULL DOCUMENT FOR ALL OF THE DETAILS. B.O.H. BUILDING OVERHANG I b d B.S.B.L. BUILDING SETBACK LINE 3. THERE IS NO OBSERVED EVIDENCE OF SITE USE AS A SOLID WASTE 6. REFERENCE RESTRICTIONS IMPOSED TO MAINTAIN RIGHT OF WAY APPROACHES C.B. CATCH BASIN DUMP, SUMP OR SANITARY LANDFILL. TO HIGHWAY AS RECORDED UNDER REC. NO. 2181893. SEE THE FULL C.O. CLEAN OUT I TPOB DOCUMENT FOR ALL OF THE DETAILS. C.W. CONCRETE WALK 4. THERE IS NO EVIDENCE OF WETLAND AREAS AS DELINEATED BY ' ! D. DECIDUOUS TREE APPROPRIATE AUTHORITIES. 100.00 7. REFERENCE SURVEY RECORDED UNDER AEC. N0. 7712210175. SEE THE E.G. EVERGREEN TREE " ► » " FULL DOCUMENT FOR ALL OF THE DETAILS. F. FIR SET 5/8 REBAR; S 40 22 47 E ET' �/$ REBAR; EE 5. FURTHER SUBDIVISION OR REPLATTING IS NOT REQUIRED IN ORDER TO T09/85; LS 18903. • . I 09/85; LS 18903. $. REFERENCE DECLARATION OF RESTRICTIVE CONTAINED IN! DEED F.H. FIRE THYDRANT CONVEY THE SURVEYED PREMISES. (N 40 22 47 W) F.P. FLAG POLE ( RECORDED UNDER REC. NO. 8602250256. SEE THE FULL DOCUMENT FOR G.A. GUY ANCHOR 6. THE REAL ESTATE IN THE REVISED LEGAL DESCRIPTION IS THE SAME AS 10 w ALL OF THE DETAILS. G.M. GAS METER OR LIES ENTIRELY WITHIN THE RECORD LEGAL DESCRIPTION. RYAN ROBERT N SR & PATRICIA A I Nto G.V. GAS VALVE 23001 102ND PLACE WEST ZONING - BN & RS-8 I.C.V. IRRIGATION CONTROL VALVE 7. PARCELS 1 AND 2 ARE CONTIGUOUS PARCELS, WITH NO GAPS NOR GORES EDMONDS, WA 98020 o t i I.C.V.B. IRRIGATION CONTROL VALVE BOX BETWEEN THEM. S.W.D. NO.771108009800 L. LUMINAIRE THE PROPERTY IS ZONED NEIGHBORHOOD BUSINESS, EXCEPT FOR THE M.H. MANHOLE REAR 70' OF PARCEL 2, WHICH IS ZONED RS-8. THE PROPERTIES ON BOTH O.D. ORDER DEVICE Z SIDES OF THE SURVEYED PROPERTY ARE ZONED BN. THE PROPERTIES TO CERTIFICATE P.P. POWER POLE MERIDIAN - PLAT THE REAR OF THE SURVEYED PROPERTY ARE ZONED RS-8. P.T. POWER TRANSFORMER TO CHICAGO TITLE INSURANCE COMPANY; MCDONALD'S USA, LLC, A BN SETBACKS: FRONT: 20' P.V. POWER VAULT Q.C.D. QUIT CLAIM DEED DELAWARE LIMITED LIABILITY COMPANY; MCDONALD'S REAL ESTATE - / SIDE: 0' R.O.W. RIGHT OF WAY COMPANY, A DELAWARE CORPORATION; AND MCDONALD'S CORPORATION, r � REAR: 0' S.L. SOIL LOG A DELAWARE CORPORATION: S.W.D. STATUTORY WARRANTY DEED M MAXIMUM HEIGHT: 25' NOT TO SCALE T.P.O.B. TRUE POINT OF BEGINNING THIS IS TO CERTIFY THAT THIS MAP OR PLAT AND THE SURVEY ON WHICH 0, Nc) # FILE K=z5u= T.R. TELEPHONE RISER IT IS BASED WERE MADE IN ACCORDANCE WITH THE 2011 MINIMUM / RS-8 SETBACKS: FRONT: 25 T.S. TRAFFIC SIGN STANDARD DETAIL REQUIREMENTS FOR ALTA/ACSM LAND TITLE SURVEYS, V)SIDE: 7.W 1 V. VALVE JOINTLY ESTABLISHED AND ADOPTED BY ALTA AND NSPS, AND INCLUDES !v REAR: 15' JUN 4 2013 GRAPHIC SCALE IN FEET W.M. WATER METER ITEMS 1, 2, 3, 4, 5, 6, 7, 7(B)(1), 8, 9, 11(A), 11(B), 13, 14, 16, 17, a +` MAXIMUM HEIGHT: 25' 18, 19 AND 20 OF TABLE A THEREOF. THE FIELD WORK WAS COMPLETED BUlLDINC3 DEPART -RENT W.V. WATER VALVE O' 'S� CITY OF EDMONDS 111101111111111111 Y.D. YARD DRAIN ON JULY 31, 2012. ,►oo� SPOT ELEVATION I .Dc� 20 0 10 20 40NOTE. DATE: _�_.?'�aJZ� ��FLOOD ZONE DESIGNATION cx. MCDONALD'S CORPQRATICJN �taY E. yq I ►> _ ' THE UTILITIES SHOWN HEREON, UNLESS SHOWN , NO PORTION OF THE SUBJECT PROPERTY DESCRIBED HEREIN LIES WITHIN 1 - 20 WITH SURFACE APPURTENANCES, ARE PER PUBLIC �` DF S R=535.08 A SPECIAL FLOOD HAZARD AREA AS DEFINED BY THE FEDERAL EMERGENCY RECORD OR BASED ON PAINT STRIPING PROVIDED SIGNED r _�_ _ ALTO/AC:SM LAND TITLE SURVEY AT BY OTHERS. PRIOR TO ANY CONSTRUCTION AND/OR TI OTHY E HAN N -1 L=27.55 MANAGEMENT AGENCY. THE PROPERTY LIES WOTHIN ZONE X AREA OUTSIDE TE MAP EXCAVATION, THEIR EXACT LOCATION SHOULD BE a �`/ D=2'57'00" IDENTHE TIFIED AS MAPONUMBER 5306 C1315 EOD AREA- OF THE . INSURANCE N0. 13 5 OFi575, 10124 EDMONDS WAY, STATE OF WASHINGTON PROJECT BENCHMARK DETERMINED BY CALLING ONE -CALL LOCATE AT PROFESSIONAL LAND SURVEYOR I BEARING AN EFFECTIVE DATE OF NOVEMBER 8, 1999. EDMONDS, SNOHOMISH COUNTY, WASHINGTON 1-800-424-5555. CERTIFICATE NO. 18903 18903O / F6/STE��' � / R--712.66' SNOHOMISH COUNTY GEOCODE BENCHMARK 2703V23 / �Al LAB L=0.30 2" BRASS DISC MONUMENT IN CASE ON CENTERLINE PARKING / D=0'01'27"TOM HANSON AND ASS9 OF 10STATE AVE. 60 NORTH OF ITS INTERSECTION am ajLTw BAY ROAD Col.WCK WAM ';(40) 822-727t . WITH STAA TE ROUTE 104 (EDMONDS WAY). THERE ARE 67 REGULAR PARKING STALLS ELEV. = 312.099 AND 3 HANDICAP PARKING STALLS FOR A DATUM - NAVD88 TOTAL OF 70 PARKING STALLS. S.W. CORNER LOT 5 SCALE 127 D�ATEPROM= No 1 " = 20' 36 27 3 175 U,G. 2012 12011 VICINITY MAP