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24325 HIGHWAY 99.PDF11111111111111 11663 24325 HIGHWAY 99 ADDRESS: x //-Sl A TAX ACCOUNT/PARCEL BUILDING PERMIT (NEA COVENANTS (RECORDED) FOR: CRITICALAREAS: DETERMINATION: []Conditional Waiver El Study Required 2<aiver DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENTI RECORDED FOR: '0740g IN '0 m. wom" R, 301 0 70 M' PLANNING DATA CHECKLIST DATED: SCALED PLOT PLAN DATED: SEWER LID FEE $: LID #: SHORT PLAT FILE: LOT: BLOCK: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) #: SOILS REPORT DATED: STREET USE / ENCROACHMENT PERMIT #: WATER METER TAP CARD DATED: -t-1 16 Is , I 1 /10 OTHER: LATEMMI)STsTonnAStreet File Checklist.doc 0 1187069 f @�fA I�Mgps ..... . ........... �Fj ................ Jo t 0 A 7W 1962 k) -40 *00 ;0 -.-'o 021IR W29 .w N ci LAKE 2A'4 fit. -froa w p MWMMFMI� - i -, — — — —1 �i 71C-! 11 rP3 I Pane I of I ........................... . ............. BALLINGER ST �N PERMIT NO: 9985 'C' of Edmonds.. ity PERMIT EXPIRES .qrnv.q PERMIT C. 1 -6 -7 ('�_Mpbcu j6l�raul Address of Construction: 2 H 3 Z g5 q v49 61 1�-orooNM IJA '90024e LID#��(�� Property Tax Account Parcel No. Attach copies of all access and utility ea . sements �,�erified and Approved by Owner and/or Contractor:n�o,,Jcz Contractor License Building Permit co 1/- 0941 E] Single Family multi-Family'(No. of Units Commercial (No. of Units. Public Vj / i f DA e, 0 4! Invasion into City *Right -of Way: X Yes El No *RW Construction Permit# 100Iq - 0/9 5— Cross other "Private Property: El Yes No "Attach legal description and copy of recorded easement. z-/- to 5- OWMI rxAyactor signature and acknoi�ledgement statement: Date q��oi By signing for this permit I certify that I have read the City's public handout entitled 0 ide Sewer Specifications, and shall comply with all City requirements outlined therein. 2 CALL DIAL -A -DIG (1-800-44 1-'.'5555) BEFORE ANY EXCAVATION 2 0---ft 9 FOR INSPECTION CALL 425-771-0220 extension 13NUR 24 HOUR NOTICE REOUIRED FOR ALL INSPECTION REOUESTS FOR OFFICE USE ONLY .. .. .. .. .... Permit Fee$ & — Repair Fee $ Issued By I Trunk Charge $ Assessment Fee $ City Permit Surcharge Fee Date Issued: 101-7 Receipt No: 4:2 .4 Total Fees Paid $ 16 e,45Z .0 / NOTE: IF JOB SITE IS NOT READY FOR INSPECTION WHEN INSPECTOR ARRIVES A $45 RE -INSPECTION FEE WILL BE CHARGED. Job Site Ready YES NO —Date: Initial: — Partial Inspection: QV&K&�s —Date: InitiaI:_fM._/�fk Partial Inspection: ,RWtk- +e5�,AlaA Date: Z initial: TM FINAL INSPECTION APPROVED: Date: A (10 0 ic lnitial� (,T� Ast-&Mireet File. 1� PERMIT MUST BEPPP§TED ON 4 SITE t� White Copy: File Green Copy: Inspector Buff Copy: p 1, 1 L;temp;bldg,forms;sspennitjlg4/00 RECEIVED MAR 2 1 2008 CITY OF EDMONDS BUILDING DEPT. Grease Removal Equipment Application Business Name: _�4% e A A!� ra (-e,- -Date Submitted: Address: k�w Ci �_j tkko J_C, UjA_ -Suite No.:'M1,S9L&% Business Owner:.'u�qy%P 0CLVeJwf Mailing Address: Contact Person/Title: k I )jjjftP A PCA(_� 0_00�hq Phone: Days/Hours of Operation:_�'%_— _30 r? 0 Av-1 -a N A_�'7 eA Total Number of Meals Served Per Peak Hour (assume all seats filled): �?o NumberofSeats: Dining: /0* Lounge/Bar: Banquet Rooms:' Deck/Patio: Building Occupancy Permit Capacity: Health Dept Permit Capacity Inventory of Kitchen Equipment and Plumbing Fixtures for this Establishment: (Grills, burners, ovens,'h . oods, deep fat fryers, wok stations, soup kettles, sinks, pre -wash sinks, d1shw h. rs disposers, mop smk�l 9oo d a s, etc.) 4) e, Y6,LV4_,11±_4 A VsC.�iLA n Ve K,, What proportion, if any, of the dishware used is of the disposable type? 9 9 How is wqs$e oil/greasehandIed stored andyecycled/disp d? -15 ..-Ilhp Q NrCAA� 1),600MA h�,6 An4&to e4-- Estimate gallons of waste oil/grease produced per month: - -4er-l" If recycled, by whic4 company? How are vent hoods cleaned and where does the-zleaning waste go?, Contact the Pretreatment Technician at 425-672-5755 to discuss the type and size of equipmentyou must install, and then complete the appropriate accompanying worksheetfor either a Grease Interceptor or a Grease Trap. [Rev. F6. 20041 STREET FILE Grease Trap Sizing Worksheet e Facility Name: Fi-. LAJ s C --4 Address: �M OVAJr Suite No.: N 11 _SS44 aid,, • A Grease Trap plumbing permit is required ($165.00 fee). Contact the Pretreatment Technician (425-672-5755) if you have any questions and also to get signature approval on this form. • Dishwashers are not allowed to be connected to a Grease Trap. • Food disposers are not allowed in a facility served by a Grease Trap and must be disabled or removed. Solids must be screened out and placed in the solid waste container. Fixture Capacity in Cubic Inches (L x W x D x no. of sinks) Fixture Capacity in Gallons (Cu. In. - 231) Drainage Load (75% of Total Capacity) Flow Rate for a 2-Minute Drain Period #1 x X x c.i. 231 = _ gal. x .75 = gal. gpm. #2 x x x c.i. 231 = gal. x.75 = gal. ---.2= + 2 Rpm #3 x X X c.i. + 231 = _ gal. x .75 = gal. 2=—gpm #4 X x x c.i.. + 231 = _ gal. x .75 = gal. 2 = gpm Grease Trap #1 — Total drainage flows from maxi mum of 4 fixtures gpm #1 X x x c.i. 231 = - gal. x.75 = gal. 2 = gpm #2 x X x c.i. 231 = _ gal x.75 = gal. 2 = gpm #3 X x X c.i. 231 = gal. x.75 = gal. + 2 = gpm #4 x x x c.i. I + 231 = gal. I x.75 = gal. 2 =—gpm Grease Trap #2 — Total drainage flows from maximum of 4 fixtures gpm MINIMUM SIZE OF GREASE TRAP(S) REQUIRED gpm Number of Fixtures Connected to a Grease Trap 1 2 3 Grease Trap Size (in gpm) 20 25 35 Upsize for factors such as high volume dishwashing, high oil/grease content on menu, etc. ---------------------------------- (For City use only below this line) ----------------------------------------------- Remarks: Q-> Size Approved: 1A gpm Approved by: Date: retreatment Technician [Rev.Feb.2004] RECEI%MD APR 10 2008 CITY OF EDMONDS ENGINEEFUNG DIVISION FFIC IMPACT ANALYSItVREET WORK SHEET F/I I Name of Proposed Project: Al %/ Itq Ire J� Owner/Applicant: / I ,,I k /,n V ()a V-0 V% PA Nam& / ")A� 4a 9 9 Street/mailing A dress I / . Z e4—p 1AJ0— city State 2ip Telephone: VX — 9 WWU;t &(,j�17 A Applicant Contact Person: /,, 1', 14� /0 /- / Name ,)A.V1 )ZJ 9 Stroky ailing ddress ,�-c t, -Y/,�Ko city zip 9 Y 4�� _ ,State Telephone - Traffic Engineer who prepared the Traffic Impact Analysis: wilA - Firm Name Contact Name I - PROJECT DESCRIPTION a. Street address (if known): b. Location: c. Specify existing land use: d. Specify proposed type and size of develQpment: Z Telephone 0 r 1015. mi k 9s;') 4 (Attach a vicinity map and site plan) 141g e. When will the project begin construction and when will it be completed? _08 1,44log f Define proposed access locations: g. . Define proposed sight distance at site egress locatiGns: Pap-e I Five Vears After Opening LOS: With Project: Without Project: Note any assumptions/variations to standard analysis default values and justifications: 7. MITIGATION RECOMMENDATIONS State recommended measures and fees required to mitigate project specific traffic impacts. Traffic impact fee shall be calculated from the Edmonds Road Impact Fee Rate Study Table 4 (attached) and as identified in EC C 18.82.120, exce I as otherwise provided for independent fee I I ions in ECD 18.82.130. j a cu _.P_f SAENGROandWity ProjectsMA GuidelinesWraffimAnalyWork 9-04.&c PaRe 5 //Oos 6mo,) / mers Ah ol Ca*11W � 14n. IV e) U, A RECEIVED APR 10 2008 ENGINEMNG DMSION ,?-,A 3-Ls W"-A, v\ .1 dl� Materials Testing & Consulting, Inc. RECEIVED a April 6, 2005 APR 12 2005 Campbell Properties, L.L.C. PERMIT COUNTER Attn: Curt Campbell 24329 SR99 Edmonds, WA 98026 RE: Campbell Nelson -Nissan - - Permit #: 2004-0807 & 2004-0841, City of Edmonds Dear Mr. Campbell: Materials Testing & Consulting, -Inc. ("MTC") performed materials testing and special inspection on the above -referenced project. This letter is a statement declaring the actual work inspected was performed to the best of the inspector's knowledge in accordance with project plans, specifications, engineer revisions or approval and The International Building Code. We accept responsibility only for the work we inspected where a report was generated. The following work, to the best of our knowledge, was performed in accordance with the project drawings'and specifications and the International Building Code: * Earthwork * Reinforced Concrete + Structural Steel & Welding If you have any questions please feel free to call us at (360) 755-1990. Respectfully Submitted, MATERIALS TESTING & CONSULTING, INC. Niall P. Hackett Owner/President cc: Western Engineers Warren Lafdn Architects . Wilcox Construction of Edmonds_ Bellinqham� Office 1208 Bay Street, Suite 100 Bellingham, WA 98225 360-647-6061 ph 360-647-8111 fx Corporate Headquarters 777 Chrysler Drive Burlington, WA 98233 360-755-1990 ph 360-755-1980 fx www.mtc-inc.net Centralia Office 1710 Midway Court Centralia, WA 98531 360-330-7926 ph 360-330-7946 fx kDr-F RAMP ."C)CP SIGN ASPi4ALT DETAIL- - 91 -CONCRETE DFAIL- ..APPROVED By PLANNING- S R 1 0 4 C114E Fo N rt6v f 203.16' ir EXISTfW3 EWILDING I I-H I I I I I -------------------- - - ----- -------- rAt-7W 95.0 . 27 I T M ---- 'A---- C U) H� CL uj (Y- OL 2 3 r- T -- --------- TB EXP. JOINT 244TH S7REE T S.W. ------------ --------- -------------------------------------- --- ------------ N. 2 0 5 T H S T R E E T SITE FLAN CURB a PLANTE E)KTF;WPEC) CURS EuRp a PAMF--. C>UMF-.TER FLAN QUMF-5TER ELEV.- E45TFENCE Lu LL rQ _S: ll� �lj of Western Engineers Inc. SURVEYORS - PLANNERS --.ENGINEERS 13000 Highway 99 South 9 Everett, Washington 98204 (425) 356-2700 FAX (425) 356-2708 DETAILED STORM DRAINAGE STUDY for Campbell Nelson - Volkswagen 24329 - Highway 99 South Edmonds, WA. 98026 TAX ID.'s 00491100001602 00491100001608 00491100001701 00491100001702 00491100001709 PREPARED BY: Barry R Constant, PE REVIEWED BY: J. C. McDonnell, MS, PE JOB NO.:. 03-408-A CLIENT:. CaMpbeH-Nelson Volkswagen 24329 - Highway 99 South Edmonds, WA. 98026 Tel: (425) 315-8105 ISSUE DATE: September 25, 2003 REVISION DATE: March 31, 2004 . CONTRACTOR: . Wilcox Construction (425) 774-4185 E*ws 1 0/13/ RSCEIVF.D APR 2 9 2004 PER MIT COUNTER STREET FILE vi LAND LJ.c;F r.nNSULTANTS * CIVIL ENGINEERS' - LAND SURVEYORS * ENGINEERING CORPORATION W Western 'e Engineers nc. SURVEYORS -. PLANNERS - ENGINEERS 0 13000 Highway 99 South Everett, Washington 98204 (425) 356-2700 DETAILED STORM DRAINAGE STUDY for Campbell Nelson - Volkswagen 24329 - Highway 99 South Edmonds, WA. 98026 TAX ID.'s 00491100001602 00491100001608 00491100001701 00491100001702 00491100001709 PREPARED BY: Barry Constant, PE REVIEWED BY: C. McDonnell, MS, PE JOB NO.: 03-408-A CLIENT: Campbell -Nelson Volkswagen :24329 - Highway 99 South Edmonds, WA. 98026 Tel: (425) 315-8105 ISSUE DATE: September 25, 2003 REVISION DATE: March 31, 2004 0 CONTRACTOR: Wilcox Construction (425) 774-4185 FAX (425) 356-2708 RECEIVED APR 2 92004 PERMIT COUNTER LAND USE CONSULTANTS - CIVIL ENGINEERS LAND SURVEYORS - ENGINEERING CORPORATION Ll �j 0 0 a TABLE OF CONTENTS TAB CHAPTER PAGE # 1. DRAINAGE INFORMATION SUMMARY FORM 3 2. PROJECT PROPOSAL & SCOPE 5 3. EXISTING CONDITIONS 6 4. DEVELOPED SITE CONDITIONS 8 5. DETENTION DESIGN CRITERIA 9 6. SUMMARY OF HYDRAULIC ANALYSIS 12 7. DETENTION PIPE SIZING 13 8. DOWNSTREAM ANALYSIS 16 9. BASIN MAPS & RELATED REPORTS. 17 6 0 0 U, LJ ke 1. DRAINAGE P4FORMATION SUMMARY FORM Project Name: CAMPBELL NELSON VOLKSWAGEN Project Engineer: WESTERN ENGINEERING, INC. Project Applicant: Wilcox Construction, Inc.. Property TotalArea: 4.438Acres .2 -115' Project Development Area: Ges Number of Lots: 5 Summary Table: Basin Designation A: New Building Rooftop & Perimeter Type of Storage Proposed Approximate Storage Volume Soil types: Pre-developed:Runoff Rate Storm Event QLC-f-S) 2-year 0.026 10 year 0.064 100 year 0.179 Basin A is 1.22 acres. Underground Corrugated Metal Pipe 5,634cf Alderwood Post -developed Runoff Rate Before /after controlling Storm Event Q-CC—fS) 2-year 0.35/0.015 10 year 0.732 / 0.064 100 year 0.73/0.180 �03 zz- 3 1. DRAINAGE INFORMATION SUMMARY FORM (cont.) Basin Designation B: Re -paved Rear -Parking Area 1.05 Basin B shall be total area of �eracres Type of Storage Proposed Underground Corrugated Metal Pipe Approximate Storage Volume 4,581 ef Soil types Alderwood Pre -developed Runoff Rate Storm Event Q (cfs) 2-year 0.021 10 year 0.054 100 year 0.153 Post -developed Runoff Rate Before /after controlling Storm Event Q (cfs) 2-year 0.284/0.01 10 year 0.390 / 0.063 100 year 0.60/0.156 40 Type of water quality measure(s) proposed: I . Silt Fence around site perimeter. 2. Standard erosion control BMPs at building stage suchas mulch, seed, hay bales, sediment traps, TESC entrance to control construction runoff. 0 E 00 4 2. PROPOSED PROJECT The site is located in the City of Edmonds at 24329 - I-lighway 99 South in Section 3 1, Township 27N, Range 4E, W.M. in Snohomish County, WA. The site was historically developed as a retail car dealership, multiple auto repair and painting facilities and a wrecking yard operating on � the north half of the property. It is bordered on the north and northeast by State Route 104, on the west by Flighway 99 and on the south by 205th Street. To the west is commercial development along 205th Street. The south half of the property contains the new car dealership on the southwest quarter and the used car dealership on the south east quarter. The wrecking yard portion of the operation, north of the Volkswagen dealership, has been closed and the property has been placed in transition to other uses. The current proposal will add a second new dealership building with service bays, showrooms and offices to the easterly half of the 4.4 acres. The owner will re -grade the easterly exposed asphalt surfaces for future storage of new cars when the new dealership is built. Existing shop buildings and storage buildings will be modified or removed to make room for the new construction. The existing pavement and impervious surfaces in the development area will be demolished, the site will be re -graded and new surfaces will be placed. The parking area between the new building location and the existing dealership will also require re -grading to allow a smooth transition between the two buildings. The footprint of the new dealership building will impact a considerable area of surrounding impervious surface. Ae site will be sub -divided asfollows: a Developed Basin "A " will include 1. 22 acres of new building rooftop and peripheral asphalt removal A large CMP detention tank will be installed 'south of the new building to detain the runoff ftom the rooftop and �tributary re-developedparking surfaces. b. Developed Basin "B " will include the rear parkinglvehicle storage area to the north of the proposed building. 7he area has been expandedftom the previous 0. 93 acres to address the City's concern about existing tributary pavements to the immediate west of the Development Area that will not be reconstructed 7his adds about 0. 1 acres to the basin area. Rather than 0 treat them as Contributing Bypass, we have included the contributing area .in Detention. The additional distance has not been included in Tc computation however. 0 r_1 LA 2. PROPOSED PROJECT (cont) C. ne remaining 2.218 acres of existing Campbell -Nelson buildings and parking lots on the westerly half and along, the southerly frontage will remain outside the "Development Areas" and will not be impacted by the proposed construction.. 7he stormwater ftom these areas cannot be redirected into the proposed Detention Areas due to the Site elevation and therefore these previously developed areas will continue to drain as they have in the past. The accompanying civil plans have shown the limited stormdrain information regarding how the site is currently drained There are no good as- 0 builts available that map the downspout drains either on -site or at the city. Ae existing, Cambell-Nelson building appears to drain via certain Oil Separators directly to the south to the Public Storm drain system. The northwest portion of the site is draining to the west and is reported to tie into Highway 99 via some grassed swale areas along the west property line. These area drain away ftom the new development and are not considered in the analysis. 7he existing parking areas south of the new building development area are currently paved and will not be disturbed by the construction exceptfor utility trenches to be placed ftom the building to the street. These areas are excluded 40 ftom the Drainage analysis as has been agreed in previous discussions with the City. This is also consistent with the DOE Manual. EDMONDS DRAINAGE CODE REQUIREMENTS a; Edmonds current drainage requirements are as follows: I Six-month, 24-hour storm" means a 1.0-inch rainfall event over a 24-hour period with a SCS type IA rainfall distribution. 2. Two-year, 24-hour storm" means a 1.5-inch rainfall event over a 24-hour period with a SCS 1A rainfall distribution. 3. Ten-year, 24-hour storm" means a 2.0-inch rainfall event over a 24-hour period, with a SCS type IA rainfall distribution. 4. "One hundred -year, 24-hour storm" means a 3.0-inch, 24-hour rainfall event over a 24-hour. period with a S CS type I A rainfall distribution. b. All development sites less than one acre that discharge directly or indirectly to a stream shall be required to limit the peak rate of runoff to the predeveloped condition two- year, 24-hour design storm, while maintaining the predeveloped condition peak runoff rate for the I 0-year, 24-hour and I 00-year, 24-hour storms. C. All developments greater than or equal to one acre that discharge directly or indirectly to a stream shall be required to limit the peak rate of runoff to 50 percent of the predeveloped condition, two-year, 24-hour design stonn, while maintaining the predeveloped condition peak runoff rate for the I 0-year, 24- hour and I 00-year, 24-hour storms. 6 Ll 3. EXISTING CONDITIONS The site is 05-percent impervious by virtue of its historical use as a new car dealership and associated parking lot storage areas. The new proposal will be to construct a new showroom and office building, on the used car lot facility, displacing the current used car sales office. There will be a theoretical net loss of impervious surface if the parking lot areas are modified to address current City of Edmonds landscaping requirements. The existing site provides oil/water separators and storm drain lines to the surrounding properties, The pipe alignments are not visible from the surface and the discharge points are unknown. We do not know whether the site provides any existing detention forstormwater runoff but it seems unlikely. . To develop an accurate Drainage Analysis, we have broken down the 2.22- acre redevelopment area into two (2) drainage basins. The new building and the parking areas to the west, south and east will be considered Basin A, and comprises 1.22-acres. The rear parking lot will be considered as Basin B and its area is 1.03- acres, i ' ncluding a tributary portion of asphalt to the west. Each basin, based 'on elevations and drainage routing, will require a separate detention system. We propose to use underground pipes and their associated control structures to control all the storm drainage leaving the site, therefore maximizing all available land use for parking and car storage areas. Based upon current site grades and downstream property constraints, all storm drainage flows will drain into a new Type I catch basin located at the face of curb on 244 1h ST SW. Existing 8"storm drain to the nearest downstream catch basin will be upgraded to l2rinch diameter. Additional grade changes to the used car parking area are required based upon the desired finished floor elevation of the new structure. New water and sewer service will be provided as required by the City of Edmonds. An addition * of a sprinkler system in the new building will necessitate the construction of a new fire service connection, double detector check valve and vault, a pressure indicator valve and fire hydrant per Edmonds Standards. The proposed location for these structures will be just west of the main site access driveway. E 0 7 3. EXISTING CONDITIONS (cont.) 0 TOPOGRAPHY & SOILS Site topography consists of previously graded, minimal sloped areas surrounding the existing car dealership. Western Surveyors re -surveyed the entire site and.the immediate eastern area with a sloped area leading to a small rock wall. It is unknown how much fill was placed previously, where it was used and the compaction of the fill. During the re -grading process, we recommend that prior to fill placement the entire parking area is rolled & compacted to 90% of the existing soils Proctor value using as a baseline measurement ASTM D-1557 modified values. During re -grading and fill placement, soil lifts of 8-inches (maximum thickness) and roller compaction, to 90% of the fill Proctor value. At the location of the new building, including a 1: 1 prism outside the building footprint (minimum distance 15-feet), is recommended to be compacted to 95% of the proctor value for the existing and the fill soils, whichever is the higher value. The Snohomish County Soil Survey maps indicate the area is dominated by Alderwood- series Urban Complex on 2% to 8% slope. In this application, site soils are Alderwood series GSL, Hydrologic Class C, per the Snohomish County Soil Survey.� CN Assumed for Site = 81 for (based upon site coverage with pasture as required by the City of Edmonds. 0 0 0 4. SITE DEVELOPED SITE CONDITIONS Edmonds drainage code permits credit for existing impervious surfaces on the property. The detention calculations have been revised to take advantage of this credit. A. EXISTING CONDITIONS Assumption: Site is assumed 2nd Growth even though existing Site �Development predates the development of Drainage.Controls in Western Washington. Site Total Area = 4.438 acres includes 5 separate tax parcels. Site Development Areas: Basin "A" Building Envelope = 0.495 acres -Basin "A" Parking area Re -grades = 0.725 acres *Basin "B" Rear Parking areas = 1.03 acres Total Development Areas = 2.23 acres Assumed Pervious Area = 2.2 ac. CN = 8 1 (assumed) Assumed Impervious Area = 0.0 ac. CN = 98 (assumed) Alderwood Gravelly Sandy Loam; Hydrologic Group = C Developed CN Assumed for Site Undeveloped = 81 B. DEVELOPED CONDITIONS: Future Surface Area Distribution: Basin 'A' I . Rooftop Impervious 0.495 acres 2. Front Parking Lot 0.725 acres Subtotal Basin A 1.22 acres Basin 'B' I . Rear Parking Lot 0.93 acres 2. Tributary Pavements 0.10 acres Subtotal Basin B 1.03 acres Total Development Area 2.25 acres Storm Event Rainfall amounts (24 hour event): 2-year = 1.50" 1 0-year = 2. 00" 100-year = 3.00" 40 9 ILI 0 5. DETENTION DESIGN CRITERIA Detention will be provided to satisfy the 2-year, I 0-year and I 00-year storm event per the City of Edmonds storm drainage requirements (Sec. 18.30.060 (L) c.) and the Washington State 1992 Department of Ecology Manual (DOE). The Storm Drainage calculations are based upon the Santa Barbara Unit Hydrograph Method as described in the Storrnwater Management Manual for Puget Sound published by DOE in June 1991 (Ref 1). Rainfall intensity is determined according to the referenced DOE Manual Method using Isobaric Charts for Snohomish County. Hydrograph calculations and printouts are performed using the Waterworks Program by Engenious Systems, Inc. The storm selected was Type IA for Snohomish County as required by DOE standards. Concentration times were calculated based upon flows from the most distant point on the site (re -developed area only), to the proposed discharge point. Due to, the location and elevation differences in the re -development area, it was deemed necessary to divide the area into 2 basins to control the surface runoff, Basin A and B. Each basin will have a separate detention pipe system. Basin A: :Basin A will be described as the new building rooftop area (0.49� acre) and the parking areas to the west, south and east (0.725 acres). Total area for Basin A is 1.22 acres. Basin B shall be described as all of the surface area to the north of the new building to the northern property line (total area 1.00 acres). Please see exhibit map below describing basin location and flow paths of surface drainage. In Basin A, this area slopes from northwest to east in front of the new building (southern portion) and north to south at the eastern portion of Basin A. All proposed slopes 'are 0.5% to 2% around the new building. The rooftop runoff from the new building will enter the detention pipe structure directly, bypassing water quality -measures as specified in the Edmonds drainage code. The total amount of storm water runoff from the roof area has been accounted for in the detention pipe calculations. Basin A storm water runoff sheet flows across the asphalt parking area and into catch basin gratings then into the underground detention pipe located in front of the -new building (see construction plans). Water quality measures will be accomplished with Stormfilter catch basin devices prior to the detention pipe (see below). Both detention pipes are sized to accommodate the 100-year developed condition storm event. 10 U 0 5. DETENTION DESIGN CRITERIA (cont.) Basin B: Basin B shall be described as all of the surface area to the north of the new building to the northern property line, The beginning of the re -developed parking lot area, to the west, is at the old re -modeled car parts facility and then to the eastem� property line adjacent to Scotts Bar and Grill parking lot. This area comprises 1.03 areas (0.93 + 0.1 contributing) and slopes from west to east at approximately 5% (average). This flow is directed to the southeast comer of the site and enters an existing catch basin in the street and eventually flows into Lake Ballinger. Basin descriptions are provided on the computer reports for the design storms of interest, the 2-year, the 10-year and 100-year storms for undeveloped and developed cases, respectively. The criteria is as stated in Edmonds Code section 18.030.060 (L) (a.) Since the site is greater than I acre in size, the allowable release rates will match 50% of the undeveloped 2-year, the undeveloped 10-year and the undeveloped 100-year events, , respectively. Storm data is presented in tabular format on the following 41 pages with brief summaries and explanations of the results. Basin A Q 2-year Undeveloped = 0.03 cfs / 2 = 0.015 cfs Q I 0-year Undeveloped = 0.07 cfs �Q I 00-Year Undeveloped = 0. 19 cfs Basin B Q 2-year Undeveloped 0.02 cfs / 2 = 0.01 cfs Q I 0-year Undeveloped 0.05 cfs Q I 00-Year Undeveloped 0. 15 cfs E 0 0 0 6. WATER QUALITY DESIGN CRITERIA Basin '.'All Water Quality Sizing Basin A, for water quality purposes, is further sub -divided into 2 sub -basin 0 areas to p roperly size the Storm Filter water quality devices. Sub -basin areas for Water Quality Area 1 (0.37 acre) and Water Quality Area 2 (0.37 acres). Tributary Area 1, drains into a Storm Filter (2-cartridge) catch basin and then into the detention pipe. Tributary Area 2 storm water runoff enters 2, type I catch basins, and flows into a manhole type Storm Filter Storm Manhole device (3-cartridge unit with only two (2) cartridges installed) and then into the detention pipe (see construction -drawings). These devices separate the oil from the water and most suspended sediments before it enters the detention pipe. After entering the detention system storm water is released from the control structure according to the calculated flows from Waterworks computer program (see below). This flow is directed to a manhole where it joins the runoff from Basin B and then to the southeast comer of the site and enters an existing catch basin in the street and eventually flows into Lake Ballinger (see civil drawings). 41 �During the 6-month water quality storm event, in Basin A for 1.22 acres, we calculate a total inflow of 3600 cubic feet of runoff at 0.21 cubic feet per second. In Tributary Area 1, 0.37 acres, total peak flow is estimated at 0.065 cfs with approx, 1050 cubic feet of runoff. Water quality for this amount calculates to a 2- cartridge Storm Filter system. In Tributary Area 2, 0.37 acres, total peak flow is estimated at 0.064 cfs with approx. 1036 cubic feet of controlled runoff Water qualityfior this amount area calculates to a 2-cartridge Storm Filter system. The remaining runoff, of 1300 cubic feet is from the roof top area and is not subject to water quality controls and can be diverted directly to the Detention System. Basin 4111" Water Quality Sizing Basin B, for water quality requirements, during storm events, runoff sheet, flows to the east into 2- Storm Filter catch basins devices (2- 3 cartridge units). In Basin B , for the 1.03 -acre area, total peak flow is estimated at 0. 179 cfs with approx� 2900 cubic feet of runoff. Water quality for this amount area calculates to a 6-cartridges. Based on the design to utilize 2 cartridge holders, a 3-cartridge unit will be,used in the north half of Basin B (see drawings) and a 3-cartridge unit will be used in the south half of Basin B (see drawings). After entering the detention .system;storm water is released from the control structure according to the calculated flows from Waterworks computer program (see below). 12 0 6. WATER QUALITY DESIGN CRITERIA 41 The Storm Filter Design: Ll :Basin A Basin "A" WQ flow = 0,23 cfs for 1.22 acres Sub -Basin DO. 5WQO I= 0.37 Acres WQ Flow (DO. 5WQO I)= 0.065 cfs #Filters 0.065/0.033 cfs= 1.97 Use 2 - cartridge filters Sub -Basin DO. 5WQ02= 0.39 Acres WQ Flow (DO. 5WQ02)= 0.07 cfs #Filters 0.064/0.033 cfs= 1.94 Use 2 to 3 - cartridge filters Basin B Basin "B" WQ flow 0. 10 cfs for 1. 03 acres Sub -Basin SF 1 0.58 Acres WQ Flow (SF 1) 0. 10 cfs #Filters 0.10/0.033 cfs 3.03 Use 3 - cartridge filters Sub -Basin SF2= 0.46 Acres WQ Flow (SF2)= 0,079 cfs #Filters 0.08/0.033 cfs 2.39 Use 3 - cartridge filters Storm Filters are approved by Washington DOE as a Best Management 41 Practice for treatment of stormwater runoff from paved surfaces. Upon request the Stormwater Management, Inc. will provide a detailed sizing report to verify the design of the Stormfilters. We have requested a design report to be attached as an exhibit �in the Appendices. a 61 A F_ I L 13 0 7. DETENTION HYDRAULIC RESULTS TABLE I (Basin A) HYD PEAK TWE VOL UME # RUNOF OF OF CONTRIBUTING STORMEVENT F. PEAK HYDRO AREA RATE (min-) (cf1A c Ft) ACRES (cfs) 1 0.026 660 1324 1.22 2 -year undeveloped 2 0.064 540 2677 1.22 10 -year undeveloped 3 0.179 490 5817 1.22 10 0 - year unde ve loped 4 0.347 480 5669 1 , -22 2 -year developed 5 0.476 480 78581 1.22 10 - year developed 6 0.732 480 12260 1.22 100 - year developed 7 0.015 1470 2243 1.22 2 -year release 8 0.064 1140 4277 10 - year release 9 0.180. 670 8634 1.22 100 - year release 11 0.064 .480 1036 0.37 WQ developed"M " 12 0.068 480 1101 0.37 WQ developed"SF2 " .13 0.210 480 3417 1.22 WQ developed "A" E 40 14 6 7. :DETENTION HYDRAULIC RESULTS (cont.) TABLE 2 (Basin B) HYD PEAK TIME VOL UME # RVN6F OF OF CONTRIBUTING STORMEVENT F PEAK HYDRO AREA RATE (Mim) (cf1A c Ft) ACRES (cls), 1 0.022 660 1177 1.03 2 - year undeveloped 2 0.055 540 2260 1.03 10 -year undeveloped 3 0.15� 490 4911 1.03 100 -year undeveloped 4 0.293 480 4786 1.03 2 -year developed 5 0.402 480 6634 1.03 10 -year developed 6 0.618 10350 1.03 100 -year developed 7 0.019 1460 1661 1.03 2 -year release 8 0.068 i 970 3483 1.03 10 —year release 9 0.158 630 7183 1.03 100 -year release 11 0.106 480 1631 0.58 6-mo. WQ storm, SF1 12 0.079 480 1290 0.46 6-mo. WQ storm, SF2 0 0 40 a 15 8. DETENTION PIEPE SIZING RESULTS 0 A. Basin A The enclosed appendices contain the computer results, which indicated the following required detention sizing: 0 e Detention pipe is equivalent to 160 If of 78" CNT at an approximate slope of 0.5%. Riser is a 12" pipe at invert elevation 408.00 ft A three -orifice outlet structure with a bottom orifice of 0,487 inches. Raise to 0.5 inches for maintenance & construction purposes. at elevation 399.50 ft. Outlet invert is 401.50 Second orifice 1.6934 inches (1-11/16") in diameter at elevation 407.00 ft Third orifice 2.18 inches (2�3/16") in diameter at elevation 407.50 ft Overflow at elevation 408.0 ft. Raise an additional 0.25 feet for construction purposes. Connecting manholes will be Type 11-54" diameter. Required Q-100 Volume = 5,634 cf Available Volume == 155 If of 84" (T-0") CMP @ 38.5 cf/ft = 5,967.0 cf 13 If of 54" SDMH @ 15.9 cf/ft = 206.7 ef 4 LF of 36" CMP @ 7.07 cf/ft = 28.0 cf Available Volume = 6,202 cf > 5,634 cf Therefore, Pipe is OKAY 41 Equivalent 160-LF of 84" pipe Basin A Emergency Overflow: The standard 12"-Riser / Standpipe will be provided in the new restrictor as an 0 emergency release point. According to Waterworks printout, for an 12" standpipe in the printout pages (at El = 408.2 ft), a Q-dev 100 = 0.732 cfs flow will overflow the riser at a spillway depth of 0.2 feet and will flow safely to the downstream channel, if the orifices are plugged. In conclusion, the proposed riser is adequate to safely release flows in excess Of the QIOO developed if necessary. If the Riser is raised 0.25 feet to ease construction of Orifice 3, the relationship will be adjusted accordingly, The Riser is properly sized to function as an emergency overflow. 0 do 16 Lj � 41 8. DETENTION PIPE SIZING RESULTS (CONT.) B. Basin 9 The enclosed appendices contain the computer results, which indicated the following required detention sizing (including a factor of safety. of 130% of required): 9 Detention pipe plus manholes is equivalent to 215 If of 66" CNIP at an approximate slope of 0.25%. * Riser is an 12" pipe at elevation 406.50 ft * A two -orifice outlet structure with a bottom orifice of 0.44 inches at elevation 390.15 ft. Per typical maintenance and operations standards this is increased to 0.5" minimum. Outlet Elevation = 401.15 o A second orifice 2.777 inches .(2-3/4) in diameter at elevation 405.65 ft * Connecting manholes will be Type H-54" diameter. Required Q-100 Volume = 4,654 cf Available Volume 200 LF of 66" CMP @ 23.8 cf/ft = 4,760 cf 20 LF of 54" SDMH @ 15.9 cf/ft = 318 cf 7 LF of 2411 Dia CMP @ 2.41 15 ef 8 LF of 36" CM# @ 7.0 cf/ft 56 cf Available Volume 5,1 49 cf > 4,654 cf Therefore, Pipe = OKAY 'Equivalent - 66"= 215 ef 5,108 cf Basin B Emergency Overflow: The standard 12"-Riser/Standpipe will be provided in the new restrictor as an emergency release point. According to Waterworks printout, for a 12" standpipe in the printout pages (at El = 406.50 ft), a Qdev100 = 0.60 cfs flow will overflow the riser at'a spillway elevation = 406.65 depth of 0. 15 feet and will flow safely to the downstream channel, if the orifices are plugged. In conclusion, the proposed riser is adequate to safely release flows in excess of the QIOO developed if necessary, It is properly sized to function as an emergency overflow. 17 0 9. DOWNSTREAM ANALYSES A. Offsite. Analysis A site reconnaissance was performed by Santhosh Moolayil of Western Engineers Inc. on August 26, 2003 to verify the downstream flow paths and observe any drainage problems downstream of the site. It was overcast with a temperature of around 65 degrees. The project site is currently developed with a few commercial building associated with a car sales dealership, No visible on -site problerns were observed at the time of the field observation. B. Upstream Analysis Based on the site reconnaissance and the topographic survey of the site, there is no upstream runoff entering the site. C. Downstream Analysis Please refer to the Downstream Analysis Map attached below for a detailed description of the downstream flow. Three downstream flow paths were identified for the project that converges approximately 200-feet from the site. 1). The western portion of the site drains towards the south into the existing storm drainage system on 244fl' St SW. 2). The area drains to the west and enters into a catch basin located on the. west side of the property and eventually drains toward the south through a closed pipe system. This system is connected to the existing storm drainage system on 240 St SW. 3). The back parking lot area draining to the east sheet gows across the site and enters the Precision Tune / Scott's Bar and Grill parking lot. This gradually flows to the southeast and enters into the existing storm drainag . e system on 244h St SW approximately 150-feet from the site. The storm drainage system on 244h St SW drains towards the east and eventually enters Lake Ballinger (approximately 1.0 miles east of the site). No visible drainage problems were observed at the time of field inspection. Site photos of the relevant structures are provided in Figures 9 through 14 in the Appendix. 18 � 0 0 10. BASIN MAPS & RELATED REPORTS. a Site Vicinity Map 0 . u Site Soils map c3 Hydrograph Analyses for Basin A o Hydrograph Analyses for Basin A c3 Downstream Photos a Drainage Basin Map 0 L3 Downstream Analysis Map u Grading Quantities u Site Te Map 0 L3 Stormfilter Sizing Hydrographs Water Quality) ci Stormfifter Design Report 0 u Sediment Trap Sizing per DOE a Crravity Wall Loading Calculations 0 LA 141 19 I* o Site Vicinity Map 20 0 0 0 0 0 0 0 0 0 0 AERIAL VICINITY MAP -a W,,l F";T 1 ......... ..... g A Ile r vo X. 14 14, , '-4 4, Western Engineers As too SURVEYORS PLANNERS - ENGINEERS 13000 Hwy 99 South, Everett, WA 98204 (425) 356-2700 + (425) 356-2708 (FAIP FIGURE 1. Campbell -Nelson Volkswagon Edmonds, WA SCALE: DATE: 7/10/03 CHECKED: JcM NONE JOB NUVMER: FTLE NAME: BY: JcM 03408A PHOT01 a 0 TopoZone - The Web's Topographic Map Page I of I 0 0 0 LIM 0 LIM 0 LIM 0 WON He= a moo, I'm Vimp .;UL V . na: U 1� N. 4f. 74 0 0.3 0.6 0.9 1.2 1.5 km MN GN 0 0.2 0 4 0.6 0.8 1 Mi Map center is UTM 10 548947E 5291908N (NAD27) Edmonds East quadrangle Projection is UTM Zone 10 NAD83 Datum MN=17.918 GN=-O. 483 http://www.topozone.com/print.asp?z=l O&n=5291908.00036986&e=548947.000000021 &... 9/23/2003 0 o Site Soils Map 21 ,X)IL SURVI-Y OF SN( 7 8 EDMONDS; gq� ke VN 10 i,pw Sf (IIE*0 so k L— fs mNr 1 f4 12 water capacity is low. Effective rooting depth is 20 to 40 inches. Runoff is rapid ', and the hazard of water erosion is high. A seasonal perched water table is at a depth of 18 to 36 inches from January to March. Springs or seep areas are common. The Everett soil is very deep and somewhat excessively drained. It formed in glacial outwash. Typically, the surface layer, where mixed to a depth of .about 6 inches, is very dark grayish brown gravelly sandy loam. The subsoil is dark brown very gravelly sandy loam about 12 inches thick. The upper part of the substratum is brown very gravelly loamy sand about 5 inches thick. The lower part to a depth of 60 inches or more is dark brown extremely gravelly sand. Permeability of the Everett soil is rapid. Available water capacity is low. Effective rooting depth is 60 inches or more. Runoff is rapid, and the hazard of water erosion is moderate. This unit is used mainly as woodland and for wildlife habitat. It is also used for urban development. Douglas -fir is the main woodland species on the Alderwood soil. On the basis of a 100-year site curve, the mean site index is 142. On the basis of a 50-year site curve, the mean site index is 108. The mean annual increment at culmination (CMAI) for Douglas -fir at age 65 is 146 cubic feet per acre. Douglas -fir is the main woodland species on the Everett soil. On the basis of a.100-year site curve, the mean site index is 141. On the, basis of a 50-year site curve, the mean site index is ill. The mean annual increment at culmination (CMAQ for Douglas -fir at age 65 is 146 cubic feet per acre. Among the trees of limited extent on this unit are western hemlock, western redcedar, and red alder. Among the common forest understory plants are salal, evergreen huckleberry, brackenfern, red huckleberry, common rose, and Oregon -grape. The main limitation for the harvesting of timber is steepness of slope. Slope restricts the use of wheeled and tracked equipment in skidding operations; cable yarding systems generally are safer and disturb the soils less. Harvesting systems that lift logs entirely off the ground reduce the disturbance of the protective layer of duff. Logging roads require suitable surfacing for year-round use. Rock for road construction is not readily available on this unit. Establishing plant cover on steep road cut and fill slopes reduces erosion. Steep yarding paths, skid trails, and firebreaks are subject to rilling and gullying unless adequate water bars are provided or they are protected by plant cover. Seedling mortality is the main limitation for the production of timber. Reforestation can be accomplished by planting Douglas -fir seedlings. If seed trees are present, natural reforestation of cutover areas by red alder occurs periodically, The high temperature and low moisture content of the Everett soil during the growing season cause high mortality of seedlings, especially Soil survey those on south- and southwest -facing slopes. When openings are made in the canopy, invading brushy plants, if not controlled, can delay the establishment of seedlings. Because the rooting depth is restricted by a cemented pan in the Alderwood soil, trees are subject to windthrow. The main limitations of the Alderwood soil for septic tank absorption fields and homesites are steepness of slope and a seasonal perched water table. Effluent from absorption fields flows laterally above the pan and can seep at the bottom of slopes. Drainage is needed if buildings with basements and crawl spaces are constructed. This soil sloughs readily when saturated. The main limitations of the Everett soil for septic tank absorption fields are steepness of slope and seepage. If the density of housing is moderate to high, community sewage systems are needed to prevent contamination of water supplies as a result of seepage from onsite sewage disposal systems. Road cuts tend to slough readily. To protect the soils in this unit from erosion during construction, disturbed areas need to be seeded and runoff should be controlled. This map unit is in capability subclass Vile. AlderTwood-Urban Ian co�mn �Iex 2 to 8 ercent s. 00 U it i� X till .1 i.� tslopes. is map unit is on till plains. AAA�!�W�! reas are irregular M_�shap and are 100 to 1,000 acres in size. The native vegetation is mainly conifers. Elevation is 50 to 550 feet. The average annual precipitation is about 40 inches, the average annual air temperature is about 50 degrees F, and the average frost -free season is 170 to 190 days. This unit is about 60 percent Alderwood gravelly sandy loam and about 25 percent Urban land. The components of this unit are so intricately intermingled that it was not practical to map them separately at the scale used. Included in this unit are smAll areas of McKenna and Norma soils and Terric Medisaprists in depressional areas and drainagew'ays on plains. Also included are small areas of soils that are very shallow over a hardpan; small areas of Everett, Indianola, and Ragnar soils on terraces and outwash plains; and soils that have a stony and bouldery surface layer. In uded areas make up about 15 percent of the tota VCg e. The Alderwood soil is moderately deep over a hardpan and is moderately well drained. It formed in glacial till. Typically, the surface layer is very dark grayish brown gravelly sandy loam about 7 inches thick. The upper part of the subsoil is dark yellowish brown and dark brown very gravelly sandy loam about 23 inches thick. The lower part is olive brown very gravelly sandy loam about 5 inches thick. A weakly cemented hardpan is at a depth of about 35 inches. Depth to the hardpan ranges from 20 to 40 inches. Permeability of the Alderwood soil is moderately rapid above the hardpan and very slow through it. Available water capacity is low. Effective rooting depth is 20 to 40 inches. Runoff is slow, and the hazard of water erosion Snohomish County Area, Washington 0 1-1 L F_ IL r] L is slight. A seasonal perched water table is at a depth of 18 to 36 inches from January to March. Urban land is areas that are covered by streets, buildings, parking lots, and other structures that obscure or alter the soils so that identification is not possible. The Alderwood soil in this unit is used mainly for parks, building sites, lawns, gardens, and woodland. The main limitations of the Alderwood soil for h6mesites and septic'tank absorption fields are the depth to the hardpan and.the seasonal perched water table. Onsite waste disposal systems often fail or do not function properly during periods of high rainfall. Drainage is needed if buildings with basements and crawl spaces are constructed. Topsoil needs to be Stockpiled during site preparation and subsequently used to cover the exposed material. Additions of fertilizer and peat are desirable prior to seeding grass for lawns. This map unit is in capability subclass lVe. 6—Aiderwood-Urban land complex, a to 15 percent slopes. This map unit is on till plains. Areas are irregular in shape and are 25 to 100 acres in size. The native vegetation is mainly conifers and hardwoods. Elevation is 50 to 550 feet. The average annual precipitation is about 40 inches, the average annual air temperature is about 50 degrees F, and the average frost -free season is 170 to 190 days. This unit is about 60 percent Alderwood gravelly sandy loam and about 25 percent Urban:land. The 'components of this unit are so intricately intermingled that it was not practical to map them separately afthe scale used. Included in this unit are small areas of Everett and Indianola soils on terraces and outwash plains, Kitsap soils on terraces and terrace escarpments, and Ragnar soils on outwash plains. Included areas make up about 15 percent of the total acreage. The Alderwood soil is moderately deep and moderately well drained. It formed in glacial till. Typically, the surface layer is very dark grayish brown gravelly sandy loam about 7 inches thick. The upper part of the subsoil is dark yellowish brown and dark brown very gravelly sandy loam about 23 inches thick. The lower part is olive brown very gravelly sandy loam about 5 inches thick. A weakly cemented hardpan is at a depth of about 35 inches. Depth to the hardpan ranges from 20 to 40 inches. Permeability of the Alderwood soil is moderately rapid above the hardpan and very slow through it. Available water capacity is low. Effective rooting depth is 20 to 40 inches. Runoff is slow, and the hazard of water erosion is slight. A seasonal perched water table is at a depth of 18 to Winches from January to March. Urban land consists of areas that are covered by streets, buildings, parking lots, and other structures that obscure or alter the soils so that identification is not Possible. The Alderwood soil in this unit is used. mainly for Parks, building sites, lawns, and woodland. 13 The main limitations of the Alderwood soil for homesites and septic tank absorption fields are the depth to the hardpari and wetness because of the seasonal perched water table. Drainage is needed if buildings with basements and crawl spaces are constructed. Onsite sewage disposal systems often fail or do not function properly during periods of high rainfall. Topsoil needs to be stockpiled during site preparation and subsequently used to cover the exposed underlying material. Additions of fertilizer and peat are desirable prior to seeding grass for lawns. this map unit is in capability subclass lVe. 7—Bellingham silty clay loam. This very deep, poorly drained soil is in depressional are'as. It formed in alluvium and lacustrine sediment. Areas are regular in shape and are about 2 to 25 acres in size. The native vegetation is mainly grass and sedges. Elevation is 50 to 800 feet. Slope is 0 to 3 percent. The average annual precipitation is about 45 inches, the average annual air temperature is about 50 degrees F, and the average frost -free season is 160 to 180 days. Typically, the surface layer is very dark gray silty clay loam about 9 inches thick. The subsoil to a depth of 60 inches or more is mottled, gray and olive silty clay. Included in this unit are small areas of Terric Medisaprists, very poorly drained organic soils, Norma soils along upland drainageways, Kitsap and Pastik soils on terraces, and Bellingham soils that have been drained. Included areas make up about 10 percent of the total acreage. Permeability of this Bellingham soil is slow. Available water capacity is high. Effective rooting depth is limited by a seasonal high water table that is at a depth of 0 to about 12 inches from November to June. Runoff is very slow, and the hazard of water erosion is slight. Ponding occurs from November to June. - This unit is used for pasture, woodland, urban development, and wildlife habitat. This unit is suited to pasture if the excess water on the surface is removed. Tile drains or open ditches can be used if suitable outlets are available. Grazing when the soil in this unit is. wet results in compaction of the surface layer, poor tilth, and reduced infiltration. Use of proper stocking rates, pasture rotation, and restricted grazing during wet periods helps to keep the pasture in good condition. Proper grazing practices, weed control, and fertilizer are needed for'maximum quality of forage. This unit is suited to red alder. On the basis of a 50- year site curve, the mean site index is 83. The mean annual increment at culmination (CMAI) for red alder at age 40 is 89 cubic feet per acre. Among the trees of limited extent on this unit are Douglas -fir, bigleaf maple, western redcedar, and western hemlock. Among the common forest understory plants are trailing blackberry, western swordfern, thimbleberry, salmonberry, and huckleberry. The main limitation for the harvesting of timber is soil wetness, which limits the use of equipment to. dry a Hydrographic Analyses For Basin A 22 0 3/31/04 11:46:35 am Western Surveyors Inc page 1 CAMPBELL-NELSON 0 0 0 r- 7 L-A BASIN A/ (3-25-04) BASIN SUMMARY BASIN ID: B002 NAME: 2-YEAR UNDEVELOPED SBUH METHODOLOGY TOTAL AREA ........ : 1.22 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE .... : TYPElA PERV IMP PRECIPITATION .... : 1.50 inches AREA..: 1.22 Acres 0.00 Acres TIME INTERVAL .... : 10.00 min CN .... : 81.00 0.00 TC .... : 72.80 min 0.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 190.00 ns:0.4000 p2yr: 1.50 s:0.0210, TcReach - Sheet L: 116.00 ns:0.4000 p2yr: 1.50 s:0.0700 PEAK RATE: 0.03 cfs VOL: 0.03 Ac-ft TIME: 960 min BASIN ID: B010 NAME: 10-YEAR UNDEVELOPED SBUH METHODOLOGY TOTAL AREA ....... : 1.22 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE .... : TYPEIA PERV IMP PRECIPITATION .... : 2.00 inches AREA..: 1.22 Acres 0.00 Acres TIME INTERVAL .... : 10.00 min CN .... : 81.00 0.00 TC .... : 72.80 min 0.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.06 cfs VOL: 0.06 Ac-ft TIME: 550 min BASIN ID: B100 NAME: 100-YEAR UNDEVELOPED SBUH METHODOLOGY TOTAL AREA ....... 1.22 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE .... TYPElA PERV IMP PRECIPITATION .... 3.00 inches AREA..: 1.22 Acres 0.00 Acres TIME INTERVAL .... 10.00 min CN .... : 81.00 0.00 TC .... : 72.80 min 0.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0'.15 cfs VOL: 0.13 Ac-ft TIME: 540 min BASIN ID: BDO02 NAME: 2-YEAR DEVELOPED SBUH METHODOLOGY TOTAL AREA ....... : 1.22 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE .... : TYPEIA PERV IMP PRECIPITATION .... : 1.50 inches AREA..: 0.00 Acres 1.22 Acres TIME INTERVAL.....: 10.00 min CN .... : 0.00 98.00 TC .... : 0.00 min 10.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.35 cfs VOL: 0.13 Ac-ft TIME: 480 min �j 3/31/04 11:46:35 am Western Surveyors Inc page 2 CAMPBELL-NELSON BASIN A/ (3-25-04) BASIN SUMMARY BASIN ID: BDO10 NAME: 10-YEAR DEVELOPED SBUH METHODOLOGY TOTAL AREA ....... : 1.22 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE .... : TYPElA PERV IMP PRECIPITATION .... : 2.00 inches AREA..: 0.00 Acres 1.22 Acres TIME INTERVAL .... : 10.00 min CN .... : 0.00 98.00 TC .... : 0.00 min 10.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.48 cfs VOL: 0.18 Ac-ft TIME: 480 min BASIN ID: BD100 NAME: 100-YEAR DEVELOPED SBUH METHODOLOGY TOTAL AREA ....... 1.22 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE .... TYPEIA PERV IMP PRECIPITATION .... 3.00 inches AREA..: 0.00 Acres 1.22 Acres TIME INTERVAL .... 10.00 min CN .... 0.00 98.00 TC .... 0.00 min 10.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.73 cfs VOL: 0.28 Ac-ft TIME: 480 min L A 0 0 3/31/04 11:46:35 am Western Surveyors Inc page 3 CAMPBELL-NELSON BASIN A/ (3-25-04) HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF, OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres 0.026 960 1394 cf 1.22 2 0.057 550 2677 cf 1.22 3 0.153 540 5817 cf 1.22 4 0.347 480 5669 cf 1.22 Se-Z 5 0.476 480 7858 cf 1.22 6 0.732 480 12260 cf 1.22 7 0.015 1470 2243 cf 1.22 8 0.064 1140 4277 cf 1.22 9 0.180 670 8634 Cf 1.22 11 0.210 480 3417 cf 1.22 12 OA65 480 1053 cf 0.38 13 0.068 480 1101 cf 0.39 14 0.160 480 2605 cf 0.93 0 El 0 1-1 L 3/31/04 11.:46:35 am Western Surveyors Inc page 4 CAMPBELL-NELSON BASIN A (3-25-04) STAGE STORAGE TABLE UNDERGROUND PIPE ID No. PIPE1 Description: Diameter: 7.00 ft. Length: 160.00 ft. Slope ... 0.0050 ft/ft upstr: dnstr: STAGE < ---- STORAGE ---- > STAGE < ---- STORAGE ---- > STAGE< ---- STORAGE ---- > STAGE < ---- STORAGE ---- > (f t) --- cf--- --Ac.Ft- (f t) ... cf --- -- Ac-Ft- (f t) --- c f --- -- Ac-Ft- (f t) --- cf --- -- Ac-Ft- 401.50 0.0000 0.0000 403.50 1077 0,0247 405.50 3190 0.0732 407.50 5261 0.1208 401.60 1.1108 0.0000 403.60 1171 0.0269 405.60 3301 0.0758 407.60 5348 0.1228 401.70 6.2562 0,0001 403.70 1267 0.0291 405.70 3412 0.0783 407.70 5432 0,1247 401.80 17.164 0.0004 403.80 1365 0,0313 405.80 3523 0.0809 407.80 5514 0,1266 401.90 35,079 0.0008 403.90 1464 0,0336 405.90 3633 0.0834 407.90 5591 0,1284 402.00 61,007 0.0014 404.00 1565 0.0359 406.00 3743 0.0859 408.00 5666 0,1301 402.10 95.802 0.0022 404.10 1667 0.038 3 406.10 3852 0.0884 408.10 5736 0.1317 402 .20 140.20 0.0032 404,20 1771 0.0407 406.20 3961 0,0909 408.20 5802 0.1332 402.30 194.87 0,0045 404.30 1876 0.0431 406.30 4069 0,0934 408.30 5863 0.1346 402.40 240.33 0.0055 404.40 1982 0.0455 406.40 4176 0.0959 408.40 5917 0.1358 402.50 294.82 0.0068 404.50 2089 0.0480 406.50 4282 0,0983 408.50 5963 0.1369 402.60 355.55 0.0082 404.60 2197 0.0504 406.60 4387 0.1007 408.60 6017 0.1381 402.70 421.43 0.0097 404.70 2305 0.0529 406.70 4490 0.1031 408.70 6062 0.1392 402.80 491.78 0.0113 404.80 2415 0,0554 406.80 4593 0.1054 408.80 6097 0.1400 402.90 566.09 0.0130 404.90 2524 0.0580 406.90 4694 0.1078 408.90 6123 0.1406 403.00 643.97 0.0148 405.00 2635 0.0605 407.00 4793 0.1100 409.00 6140 0.1410 403.10 725.10 0.0166 405.10 2745 0.0630 407.10 4891 0,1123 409.10 6151 0.1412 403.20 809.21 0.0186 405 .20 2856 0,0656 407.20 4987 0.1145 409.20 6156 0.1413 403.30 896.06 0.0206 405.30 2968 0.0681 407.30 5080 0.1166 409.30 6158 0.1414 403.40 985.43 0.0226 405.40 3079 0.0707 407.40 5172 0.1187 0 0 0 3/31/04 ll::46:35 am Western Surveyors Inc CAMPBELL-NELSON BASIN A (3-25-04) STAGE DISCHARGE TABLE page 5 COMBINATION DISCHARGE ID No. Combo Description: Structure: ORIFI Structure: Structure: Riserl Structure: Structure: STAGE <--DISCHARG87--> STAGE <--DISCHARGE --- > STAGE <--DISCHARGR --- > STAGE <--DISCHARGE---> (f t) --- CfS -- ------- (f t) --- cfs -- ------- (f t) ... cfs -- ------- (f t) --- cfs -- ------- 401.50 0,0000 --------------- 403.30 0,0086 405.10 0.0122 406.90 0.0150 401.60 0,0020 403.40 0.0089 405.20 0.0124 407.00 0.0151 401.70 0.0029 403.50 0.0091 405.30 0.0125 407.10 0.0398 401.80 0.0035 403.60 0.0093 405.40 0.0127 407.20 0,0502 401.90 0.0041 403.70 0,0095 405.50 0.0129 407.30 0.0581 402.00 0.0046 403.80 0.0098 405.60 0.0130 407.40 0,0649 402.10 0,0050 403.90 0.0100 405.70 0.0132 407.50 0,0708 402.20 0.0054 404.00 0.0102 405.80 0.0133 407.60 0.1169 402 .30 0.0058 404 .10 0.0104 405.90 0.0135 407.70 0 .1388 402.40 0.0061 404.20 0.0106 406.00 0.0137 407.80 0.1564 402 .50 0.0064 404.30 0.0108 406.10 0.0138 407 .90 0.1716 402.60 0,0068 404.40 0.0110 406.20 0,0140 408.00 0,1854 402.70 0.0071 404.50 0.0112 406.30 0.0141 408.10 0.5060 402.80 0.0073 404.60 0,01i3 406.40 0.0143 408.20 1.0809 402.90 0.0076 404.70 0.0115 406.50 0,0144 408.30 1.8211 403.00 0.0079 404.80 0.0117 406.60 0.0145 408.40 2.6232 403.10 0.0081 404.90 0.0119 406.70 0.0147 408.50 2.9155 403 .20 0.0084 405.00 0.0120 406.80 0.0148 0, 0 0 � 0 3/31/04 11:46:35 am Western Surveyors Inc page 6 CAMPBELL-NELSON BASIN A/- (3-25-04) STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. ORIF1 Description: Outlet Elev: 401.50 Diameter: 0.4871 in. Elev: 399.50 ft orifice Q,:) Elev: 407.00 ft Orifice 2 Diameter: 1.6934 in. 0-11/lo Elev: 407.50 ft Orifice 3 Diameter: 2.1797 STAGE <--DISCHARGR --- > STAGE <--DISCHARGE---> STAGE <--DISCHARGR ... > STAGE <--DISCHARGE --- > (f t) --- cfs -- ------- (f t) --- cfs -- ------- (f 0 ... CfS -- ------- (f 0 --- CfS -- ------- ---------- 401.50 0.0000 403.50 0.0091 405.50 0,0129 407.50 0.0708 402.00 0.0046 404.00 0.0102 406.00 0.0137 408.00 0.1854 402.50 0.0064 404.50 0.0112 406.50 0.0144 408.50 0.2413 403.00 0.0079 405.00 0,0120 407.00 0.0151 0 a 0 �j 0 0 3/31/04 11:46:35 am Western Surveyors Inc page 7 CAMPBELL-NELSON zA61N A/ (3-25-04) STAGE DISCHARGE TABLE RISER DISCHARGE ID No. Riserl Description: Riser Diameter (in): 12.00 elev: -,-408.;�r ft Weir Coefficient ... : 9.739 height: 409.00 ft Orif Coefficient ... : 3.782 increm: 0.10 ft STAGE <--DISCHARGE --- > STAGE <--DISCHARGE --- > STAGE <--DISCHARGE ... > STAGE <--DISCHARGH --- > (f t) --- CfS -- ------- (f t) --- CfS -- -------- (f t) --- CfS -- ------- (f t) --- efs -- ------- 408.00 0.0000 408.20 0.8711 408.50 2,6743 408.80 3.3827 408.00 0,0000 408.30 1.6003. 408.60 2.9295 408 .90 3.5879 408.10 0.3080 408.40 2.3919 408.70 3.1642 409.00 3.7820 11 0 0 0 U r 3/31/04 ll*:46:36 am Western Surveyors Inc page 8 CAMPBELL-NELSON BASIN A/'. (3-25-04) LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <.PEAK-> STORAGE < -------- DESCRIPTION --------- > (Cfs) (cfs) --id- --id- <-STAGE> id VOL (Cf) -------------- 2-YRAR DEVELOPED .......... 0.02 0.35 PIPSI Combo 406.93 7 4719.81 cf 10-YEAR DEVELOPED .......... 0.06 0.48 PIP81 Combo 407.39 8 5161.29 cf 100-YEAR DEVELOPED ........... 0.15 0.73 PIPEI Combo 407.96 9 5634,07 cf 0 a 0 0 0 u Hydrographic Analyses For Basin B 171 0 0 0 23 4/2/04 10:.0:34 am Western Surveyors Inc page CAMPBELL-NELSON VOLKSWAGEN DETENTION PIPE SIZING BASIN B REV.:�April 2,2004 BASIN SUMMARY BASIN ID: B002 NAME: 2-YEAR UNDEVELOPED SBUH METHODOLOGY TOTAL AREA ........ : 1.03 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE .... : TYPE1A PERV IMP PRECIPITATION .... : 1.50 inches AREA..: 1.03 Acres 0.00 Acres TIME INTERVAL .... : 10.00 min CN .... : 81.00 0.00 TC .... : 61.22 min 0.00 min ABSTRACTION�COEFF: 0.20 TcReach - Sheet L: 300.00 ns:0.4000 p2yr: 1.50 s:0.0360 TcReach - Shallow L: 52.00 ks:3.00 S:0.0364 PEAK RATE: 0.02 cfs VOL: 0.03 Ac-ft TIME: 660 min BASIN ID: B010 NAME: 10-YEAR UNDEVELOPED SBUH METHODOLOGY TOTAL AREA ........ : 1.03 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE .... : TYPE1A PERV IMP 0 PRECIPITATIO : N .... : 2.00 inches AREA..: 1.03 Acres 0.00 Acres TIME INTERVAL .... : 10.00 min CN .... 81.00 0.00 TC .... 47.79 min 0.00 min ABSTRACTIONICOEFF: 0.20 PEAK RATE: 0.06 cfs VOL: 0.05 Ac-ft TIME: 540 min BASIN ID: B100 NAME: 100-YEAR UNDEVELOPED SBUH METHODO LOGY TOTAL AREA ........ : 1.03 Acres BASEFLOWS: 0.00 cfs RAINFALL TYP E .... : TYPEIA PERV IMP PRECIPITATION .... : 3.00 inches AREA..: 1.03 Acres 0.00 Acres TIME INTERVAL .... : 10.00 min CN .... : 81.00 0.�00 TC .... : 41.79 min 0.00 min ABSTRACTION;COEFF: 0.20 PEAK RATE: 0.16 cfs VOL: 0.11 Ac-ft TIME: 490 min BASIN ID: BD,002 NAME: 2-YEAR DEVELOPED SBUH METHODOLOGY TOTAL AREA ....... 1.03 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE .... TYPE1A PERV IMP PRECIPITATION .... 1.50 inches AREA...: 0.00 Acres 1.03 Acres TIME INTERVAL .... 10.00 min CN .... : 0.00 98.00 TC .... : 0.00 min 10.00 min ABSTRACTION.;COEFF: 0.20 PEAK RATE. 0.29 cfs VOL: 0.11 Ac-ft TIME: 480 min L -A 0 � 0 4/2/04 10:0:34 am Western Surveyors Inc page 2 CAMPBELL-NELSON VOLKSWAGEN DETENTION PIPE SIZING BASIN B REV.:April 2,2004 BASIN SUMMARY BASIN ID: BDO10 NAME: 10-YEAR DEVELOPED SBUH METHODOLOGY TOTAL AREA..� ..... : 1.03 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE .... : TYPEIA PERV IMP PRECIPITATION .... : 2.00 inches AREA..: 0.00 Acres 1.03 Acres TIME INTERVAL .... : 10.00 min CN .... : 0.00 98.00 TC .... : 0.00 min 10.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: !0.40 cfs VOL: 0.15 Ac-ft TIME: 480 min BASIN ID: BD100 NAME: 100-YEAR DEVELOPED SBUH METHODOLOGY TOTAL AREA... ...... 1.03 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE .... : TYPE1A PERV IMP PRECIPITATION .... : 3.00 inches AREA..: 0.00 Acres 1.03 Acres TIME INTERVAL .... : 10.00 min CN .... : 0.00 98.00 TC .... : 0.00 min 10.00 min ABSTRACTION:COEFF: 0.20 PEAK RATE: 0.62 w cfs VOL: 0.24 Ac-ft TIME: 480 min BASIN ID: SF1 NAME: Water Quality Storm North SBUH METHODOLOGY TOTAL AREA ........ : 0.50 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE .... : TYPE1A PERV IMP PRECIPITATION .... : 0.99 inches AREA..: 0.00 Acres 0.50 Acres TIME INTERVAL .... : 10.00 min CN .... : 0.00 98.00 TC .... : 0.00 min 10.00 min ABSTRACTIONtOEFF: 0.20 PEAK RATE: 0.09 cfs VOL:. 0.03 Ac-ft TIME: 480 min BASIN ID: SF2 NAME: Water Quality Storm North SBUH METHODOLOGY TOTAL AREA ........ : 0.50 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE .... : tYPE1A PERV IMP PRECIPITATION .... : 0.99 inches AREA..: 0.00 Acres 0.50 Acres TIME INTERVAL .... : 10.00 min CN .... : 0.00 98.00 TC .... : 0.00 min 10.00 min ABSTRACTION7COEFF: 0.20 PEAK RATE: 0.09 cfs VOL: 0.03 Ac-ft TIME: 480 min 0 F -I L-A 4/2/04 10:0:34 am Western Surveyors Inc page 3 CAMPBELL-NELSON VOLKSWAGEN DETENTION PIPE SIZING BASIN B REV.':April 2,2004 HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RU14OFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres 0.922 660 1177 cf 1.03 2 O.D55 540 2260 cf 1.03 3 0.158 490 4911 cf 1.03 4 0..:293 480 4786 cf 1.Q3 5 0.402 480 6634 cf 1.03 6 O.-q618 480 10350 cf 1.03 7 0J019 1460 1661 cf 1.03 8 0. ;068 970 3483 cf 1.03 9 0.158 630 7183 cf 1.03 11 0.:;088 480 1424 cf 0.50 12 0.�088 480 1424 cf 0.50 41 E 0 0 0 56C 0 4/2/04 10:0:34 am Western Surveyors Inc page 4 CAMPBELL-NELSON VOLKSWAGEN DETENTION PIPE SIZING BASIN B REV. April 2,2004 STAGE STORAGE TABLE UNDERGROUND PIPE ID No. PIPE1 Description:. Diameter: 5.50 ft. Length: 215.00 ft. Slope ... 0.0025 ft/ft upstr: dnstr: STAGE < ---- STORAGE .... > STAGE < ---- STORAGE ---- > STAGS < ---- STORAGE ---- > STAGE < .... STORAGE .... > (f t) --- c f --- -- Ac-Ft- (f t) --- Cf --AC-Ft- (f t) --- cf --- -- Ac-Ft- (f t) --- cf --- -- Ac-Ft- 401.15 0.0000 0.0000 403.00 1222 0.0281 405.00 3517 0,0807 407.00 5099 0.1170 401.50 44.448 0.0010 403.50 1775 0.0407 405.50 4056, 0.0931 407.50 5108 0,1173 402.00 308.56 0.0071 404.00 2356 0.0541 406.00 4533 0,1041 402.50 721.52 0.0166 404.50 2943 0.0676 406.50 4904 0.1126 0 0 0 0 Q 4/2/04 10:;:0:34 am Western Surveyors Inc page 5 CAMPBELL-NELSON VOLKSWAGEN DETENTION PIPE SIZING BASIN B REV.: April 2,2004 STAGE STORAGE TABLE UNDERGROUND,PIPE ID No. PIPE2 Description: Diameter: 5.00 ft. Length: 255. P4ft. Slope ... �0.0025 ft/ft upstr: STAGE < .... STORAGH-75 STAGE < ---- STORA STAGE < ---- STORAGE .... > STAGE < ---- STORAGE ---- > S T 0 ®RA (f t) --- cf --- -- Ac-Ft- (f t) --- cf-- -Ft- (f t) --- cf --- -- Ac-Ft- (f t) --- cf--- --Ac-Ft- 1 0,0301 405.00 3768 0.0865 407.00 5007 0.1149 401.15 0.0000 0.0000 4 .. 401.50 42.295 0.0010 1914 0.0439 405.50 4305 0.0988 402.00 318.97 0.0073 of.00 2543 0,0584 406.00 4732 0.1086 402.50 763 .93 0.01751 404.50 3170 0.0728 406.50 4981 0.1143 L, 0 �j L7 A 4/2/04 10:0:34 am Western Surveyors Inc page 6 CAMPBELL-NELSON VOLKSWAGEN DETENTION PIPE SIZING BASIN B REV., April 2,2004 STAGE DISCHARGE TABLE COMBINATIONDISCHARGE ID No. Combo Description:. Structure: d RF1 Structure: Structure: Risel Structure: Structure: . STAGE <--DISCHARGE---> STAGE <--DISCHARGE ... > STAGE <--DISCHARGE --- > STAGE <--DISCHARGE ... > (ft) --- cfs-- --- (ft) --- cfs -- ------- (ft) --- CfS -- ------- (ft) ... CfS -- ------- 401.15 0.0000 402.60 0.0063 404.10 0.0090 405.60 0.0111 401.20 0.0012 402.70 0.0065 404.20 0.0092 405.70 '0.0314 401.30 0.0020 402.80 0,0067 404.30 0.0093 405.80 0.0463 401,40 0.0026 402.90 0,0069 404.40 0.0094 405.90 0.0566 401.50 0.0031 403.00 0.0071 404.50 0.0096 406.00 0,0650 401.60 0,0035 403.10 0.0073 404.60 0.0097 406.10 0,1077 401.70 0,0039 403 .20 0.0075 404 .70 0.0099 406.20 0.1401 401.80 .0.0042 403.30 0.0077 404,80 0,0100 406.30 0.1639 401.90 0,0045 403.40 0.0079 404.90 0.0101 406.40 0.1839 402.00 0.0048 403.50 0.0080 405.00 0.0103 406.50 0.2016 402.10 0.0051 403.60 0.0082 405,10 0,0104 406.60 0.5256 402.20 0.0054 403.70 0.0084 405.20 0.0105 406.70 1.1036 402.30 0.0056 403.80 0.0085 405.30 0.0107 406.80 1.8466 402.40 0.0059 403.90 0.0087 405.40 0.0108 406.90 2.6514 402.50 0.0061 404.00 0.0088. 405.50 0.0109 407.00 2.9461 0 7� 0 0 4/2/04 10:0:34 am Western Surveyors Inc page 8 CAMPBELL-NELSON VOLKSWAGEN DETENTION PIPE SIZING BASIN B REV.� April 2,2004 STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. ORF2 Description: Outlet Elev:, 401..15 Elev: 399.15 ft orifice Diameter: 0.4395 in. Elev: 405.65 ft Orifice 2 Diameter: 2.7773 in. STAGE <--DISCHARGE: --- > STAGE (--DISCHARGE --- > STAGE <--DISCHARGE --- > STAGE <--DISCHARGE ... > (f t) --- cfs -- --- (f t) --- CfS -- ------- (f t) --- cfs .. ....... (f t) --- CfS -- -------- 401.15 0.0000 403.00 0.0071 405.00 0,0103 407.00 0.2559 401.50 0,0031 403.50 0,0080 405.50 0,0109 402.00 0.0048 404.00 0.0088 406.00 0.1354 402.50 0.0061 404.50 0.0096 406.50 0.2051 F-1 L F_ I L r] L 0 0 -0 Ll 4/2/04 10:iO:34 am Western Surveyors Inc page 9 CAMPBELL-NELSON VOLKSWAGEN DETENTION PIPE SIZING BASIN B REV. April 2,2004 STAGE DISCHARGE TABLE RISER DISCHARGE ID No. Risel, Description:: Riser Diameter (in): 12.00 elev: 406.50 ft Weir Coeffidient ... : 9.739 height: 407.50 ft Orif Coeffidient ... : 3.782 increm: 0.10 ft STAGE <--DISCHARGE'---> STAGE <--DISCHARGE --- > STAGE <--DISCHARGE --- > STAGE <--DISCHARGE --- > (ft) --- cfs -- ------- (ft) --- cfs -- ------- (ft) ... cfs -- ------- (ft) -------------- --- CfS -- ------- 406.50 0.0000 406,70 0.8711 407,00 2.6743 407.30 3.3827 406.50 0.0000 406.80 1.6003 407.10 2.9295 407.40 3.5879 406,60 0.3080 406.90 2 .3919 407.20 3.1642 407.50 3.7820 0 41 0 0 le 4/2/04 10::0:36 am Western Surveyors Inc page 10 CAMPBELL-NELSON VOLKSWAGEN DETENTION PIPE SIZING BASIN B REV.�April 2,2004 LEVEL POOL TABLE'SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-5 STORAGH < -------- DBSCRIPTIOP --------- > (CfS) (cfs) --id- --id- <-STAGR> id VOL (Cf) 2-YEAR OUT ........ .... 0.01 0.29 PIPR1 ORF2 405.53 7 4088.58 Cf 10-YEAR OUT ....... .......... 0.06 0.40 PIPE1 ORF2 405.73 8 4273.92 cf 100-YEAR OUT ................. 0.16 0.62 PIPEI ORF2 406,16 9 4653.47 cf 0 0 0 0 0 9 0 u Downstream Photos 24 Is "d Op (A m � _0 0 Z., 0- 7- M r�l -0 C> r-- � U 0 0 0 E AERIAL TOPOGRAPHY NIAP Westem ngg neers -Inc. SURVEYORS PLANNERS - ENGINEERS 13000 Hwy 99 South, Everett, WA 98204 (425) 356-2700+(425) 356-2708 (FAX) FIGURE 1. Campbell -Nelson Volkswagon Edmonds, WA SCALE: DATE: 7/10/03 CHECKED: JCM NONE JOB NUMBER: FILE NAME: BY: JCM 03408A PHOT01 0 o Drainage Basin Map 22 S R 0 4 Z00.00, CO G M TO-B- TO 2 BIOCK HIGH ECOLOGY BIOCK WAL 41- �Fj-Id AC 4: 1 - 7 MOW %93 Ac J- 6- *F �Wo.09,AC r AMU-1 Aamm my ca ff-414.5 190 LIX TO IM AC losel mommlilm A�j - - - - - - - - - - - ,p - - - - - - - - - - I/- ---- ---- TRUWARY ARRA-Z o.so it 0 T - - - - - - - �T _A. a� TAP WO EX. "N 6d,.W, 1 4 4 T T R E E T S N. 2 ( 5 T H S T R E E T DRAINAGE BASIN MAP CAMPBELL NELSON I TO 2 &' ='o' mxw a w 4 SAA"UfSH CO._ I ALM CO R PAWM L07 0 0 0 0 9 wl 0 0 0 0 u Downstream Analysis Map 23 E o Grading Quantities 10 24 10 COMP-VOL-08-05-03.sdf [General]. Type=COMPOSITE Revision=l [TinProperties] Description=site: 03408a [site] SiteName=03408a [Strata] StrataName=VOL-CALCS-8-05-03 Siurfacel=egl Surface2=fg-8-05-03-wsr [statistics] NumpointSTOtal=1083 BoundingBOX=(10254.614973,7435.516788)-(10647.028437,7738.714431) M-inEasting=10254.614973 minNorthing=7435.516788 minElevation=-3.682730 MaXEasting=10647.028437 MaXNorthing=7738.714431 MaXElevation=3.866858 (jV umestatistics] o! 2 3'92-.*-4-M72'---- CU i tll =265 3. 480182J AL Net=271.61-06T Page 1 1* 10 0 a SITE Tc MAP 28 0 ASP ASPHAL �00F'AFM 1-0 49/ AC c —1 =0. MWM WW OW WA�" FF-414.5 m M EEL-/ Igo LIX L N I �P -416 ASPHALT ON 1. AC Co 0 0 0 0 5 ASPHALT 4SPHALl - - - - - - - - - - - /- =UTMY AM4,4 2 L =0.36 AV - A *�,,�Yx n I E( (T �414- -414- - 'w ASPHALT t423 -j -413- I - H,g _ _ S!4p I - - - -412- ASPHALT - - - - -4 - - --411- - Ln ______j- - - 10- --410- -4zl FH — -----409--- -40 -4',-rl'W 3775 -4 - - - - - - - - - - - - - - - - - wv - TYPE I S SD PROPOSED SEWER STUB SD- 40 9 PE I siy— T =409.19 YPE 9L S— d2 =405. 8 (�T=-4M.j— TAP INTO EX. MAW —S C 40 .3 .9 IB CO C W - 03.8 18"CONC E -403. C 0 .5 8 12"COIVC 5 =405.98 2 4 4 T H S T R E C, T�PE i =404.96 E T S W* 12 :'(S)=402.81 C) ON 05 --U:CON N =405.2 8'(W)=402.98 N. 2 015 T H S T R E E T 0 DRAINAGE. BASIN MAP aul ICONRT13BUTMING 'MuBm 1 10 2 BLOCK HIGH - ECOLOGY BLOM WALL .39 4 c 4 '(N I AC ASPW 3-Cm rep awmawl 6�93 Ac m kwe 0 ;eex BULDW MCMIGMT") r ASM4 AC *FIAMUL0.491 wj'acco LOT 1\\ N89'36-32W 95.00' MPOM NEW W Wk*r FF-414.5 CaV" CF EX. snaxnw 0 o Stormfilter Sizing Hydrographs (Water Quality) 0 29 & 9 0 4 CONRmumma "'B' Aw I AC Ac LW4 Sk -'o.=* kc Z MWWWAMW tf _f�W ARMU-n" AC Awn= wr ow M44W FF�KS WQI AM 0�37 &C' WATER QUAMTY BASIN MAP CAMPBELL NELSON 0 0 0 E a 0 0 0 4/14/04 11:42:21 am Western Surveyors Inc page I CAMPBELL-NELSON WATER QUALITY SUB -BASINS BASIN A (4-14-04) BASIN SUMMARY BASIN ID: DO.5WQ01 NAME: 6-MONTH WQ/BASIN AIWQI AREA SBUH METHODOLOGY TOTAL AREA ....... : 0.37 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE .... : TYPEIA PERV IMP PRECIPITATION .... : 0.99 inches AREA..: 0.00 Acres 0.37 Acres TIME INTERVAL .... : 10.00 min CN .... : 0.00 98.00 TC .... : 0.00 min 10.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.06 cfs VOL: 0.02 Ac-ft TIME: 480 min BASIN ' ID: DO.5WQ02 NAME: 6-MONTH WQ/ BASIN A WQ2 AREA SBUH METHODOLOGY TOTAL AREA ....... 0.37 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE .... TYPElA PERV IMP PRECIPITATION .... 0.98 inches AREA..: 0.00 Acres 0.37 Acres TIME INTERVAL .... 10.00 min CN .... : 0.00 98.00 TC .... : 0*.00 min 10.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.06 cfs VOL: 0.02 Ac-ft TIME: 480 min 0 4/14/04 11:42:21 am WATER QUALITY SUB -BASINS BASIN A (4-14-04) Western Surveyors Inc CAMPBELL-NELSON HYDROGRAPH SUMMARY page 2 PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres 6.826 960 5:394 ef 3 4 5 e.057 0.±53 6.941? 0.4?6 559 540 486 480 @6q7 ef 58±T Cf 5669 7858 Qf ±.22- -1.22- 1.22 6 :7 a 0.?32 e.ft5 9.064- 480 ±498 i±46 ±2268 Cf 224� Qf 4211 cf t.22 T.22 T.22 _4 11 9.189 0.065 67 9 480 8634 ef 1049 cf ±.22, 0.37 Eq-51A2 "Ll S-F 12 0.064 480 1036 cf 0.37 P) S 2_ 13 0.210 480 3417 cf 1.22 4Q 6aio Ll Ll �7 17M S R 1 0 4 107;7� 200�oo, for CONRTMVMG To"B" I TO 2 &OCK WH - ECCLOGY &OCK WALL MMAL) I AC T W"P. namew 493 Ac A10A BF) oo'�.08 Ic rAA) a= MUM (fiWWVAVMO ]DAM 11 \ RM Aftnz— \ wr V Wei 0.37 AC' Vow. ff EX V� ASRWY I TO 2 BLOCK HICH ECOLWY &XK WL omens imagoes A�j - NO - - - - - - - - - - - - - --- - - - - - - - - Ww AM JV38 - - - - - - - - - - - - - --- - - - - -- - - A - - - - - - - - - - - - - SWD - - - - - - - - - - SD PPOMID Wom sne 8VFM TAP WTO EX "?Is was, olo 2 4 4 T S T R E E T N. 2 0 5 T N S T R E E T KWO CD WATER QUAMTY BASIN MAP CAMPBELL NELSON a � 0 U El 41 0 4/14/04, 11:9:56 am Western Surveyors Inc page 1 CAMPBELL-NELSON VOLKSWAGEN STORMFILTER SIZING BASIN B REV. April 14,2004 BASIN SUMMARY BASIN ID: SF1 NAME: Water Quality Storm North SBUH METHODOLOGY TOTAL AREA ....... 0.58 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE .... TYPEIA PERV IMP PRECIPITATION .... 0.99 inches AREA..: 0.00 Acres 0.58 Acres TIME INTERVAL .... 10.00 min CN .... 0.00 98.00 TC .... 0.00 min 10.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.10 cfs VOL: 0.04 Ac-ft TIME: 480 min BASIN ID: SF2 NAME: Water Quality Storm North SBUH METHODOLOGY TOTAL AREA ....... : 0.46 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE .... : TYPE1A PERV IMP PRECIPITATION .... : 0.99 inches AREA..: 0.00 Acres 0.46 Acres TIME INTERVAL .... : 10.00 min CN .... : 0.00 98.00 TC .... : 0.00 min 10.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.08 cfs VOL: 0.03 Ac-ft TIME: 480 min r] 6 0 0 r] 4/14/04 11:9:56 am Western Surveyors Inc CAMPBELL-NELSON VOLKSWAGEN STORMFILTER SIZING BASIN B REV. April 14,2004 HYDROGRAPH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM RATE PEAK HYDRO Area cfs min. cf\AcFt Acres I e22 6-60 tt?? uf 2703 2 6.855 549 2269 ef 1.03 3 0.158 49e 4911 ef 1. 93 4 0.293 489 4?86 ef 1.03 5 0.402 4810 6634 ef i.(); 6 0.618 489 10399 ef 1.93 9 G.ei9 ±466 ±66± ef ±. 63 a 9.968 949 3483 ef 1.93- 9 () - i-Eis 620 :71-83 ef 1. 93 -1 11 0.100 480 1631 cf 0 . -5 8 Z:�7SW Ab 12 0.079 480 1290 cf 0.46 page 2 46 0 Ll u Stormfilter Design Report 0 30 October 2002 CONDITIONAL SHORT-TERM USE DESIGNATION for the StormFlIter Applicant: Stormwater Management, Inc., (SMI), Manufacturer and Vendor James H. Lenhart, PE, V.P. of Research and Development (Responsible Corporate Officer), (800) 548-4667 Address of Applicant: 12021-B NE Airport Way Portland, OR 97220 AgmIlcation Documents: January 29, 2002 Letter from Mr. Lenhart July 31, 2002 Letter from Mr. Lenhart January 2002 Report: "Stormwater Management StormFilter Interim Short -Term Use Application for Basic Treatment in Western Washington" August 1, 2002 Report: "Conditional Short Term Use Designation Addendum" Applicant's Use Level Reauest Interim short-term use designation for basic treatment in accordance with Ecology's 2001 Stormwater Manual (SMI January 29, 2002 letter) Applicant's Performance Claims A high expectation that the designs outlined in the conditional designation application will result in performance characteristics that will meet or exceed the water quality goals for basic treatment (and enhanced treatment) recently established by Ecology. (SMI July 31, 2002 letter) Ecolo-qv Decision: Based on SMI's application submissions and recommendations by the Technical Review Committee (TRC) Ecology is hereby issuing a Conditional Short - Term Use Designation for the SMI StormFilter as a Bask stormweter treatment for Total Suspended Solids (TSS) removal. This designation expires on December 31, 2004, unless extended by Ecology, and Is subject to the conditions specifled below. Technical Review Committee Findinia: The TRC finds sufficient evidence that SMI should be able to demonstrate, through additional laboratory and fleld testing, that the StormFliter can attain Ecology's Bask Treatment goals. Page 1 Point Listing made Thu Apr 29 09:14:55 2004 Drawing Nam 04488cs Project Nam ACADARCH Project Path: C:\SURVEY\DATA\04488\surveying\04488ldd\ Username: Phil Number Northing Easting Elevation Raw Desc Full Desc 1 10005.8529 9661.8707 0.00 LEAD/TACK LEAD/TACK 2 10000.0000 10000.0000 0.00 5' OIS MON 5' OIS MON 3 9874.3688 9997.8254 0.00 CALC CALC 4 9699.0715 9862.4420 0.00 CALC CALC 5 9647.6275 9822.7114 0.00 CALC CALC 6 9708.7514 9743.5668 0.00 CALC CALC 7 9760.1954 9783.2974 0.00 CALC CALC 100 10005.1544 9702.2246 0.00 TRAVPT TRAVPT 101 10009.2796 9462.9588 0.00 TRAVPT TRAVPT 102 9865.5037 10010.3502 0.00 TRAVPT TRAVPT 103 9673.1260 9873.3916 0.00 TRAVPT TRAVPT 104 9696.5634 9846.7428 0.00 TRAVPT TRAVPT 105 9672.6356 9793.1728 0.00 TRAVPT TRAVPT 106 9728.1691 9698.8507 0.00 TRAVPT TRAVPT 107 9800.4064 9585.5737 0.00 TRAVPT TRAVPT 108 10005.2404 9702.3457 0.00 TRAVPT TRAVPT 109 10009.2982 9462.8305 0.00 TRAVPT TRAVPT 110 9648.0263 9823.6726 0.00 106 106 ill 9648.0686 9823.5654 0.00 106 106 112 9698.9777 9862.8192 0.00 106 106 113 9709.2885 9743.7853 0.00 106 106 114 9760.0162 9783.9466 0.00 106 106 I* 0 0 is 0 - Page I of 1 I'- L-I F-1 L Findings of Fact: 1 . A StormFilter containing coarse perlite and laboratory -tested at 15 gallons per minute (gpm) averaged 79% TSS removal. The influent TSS consisted of sandy loam soil (45% by mass less than 50 microns). Testing was conducted at TSS concentrations up to 301 mg/L. 2. A StormFilter containing a coarse/fine perlite mix and laboratory -tested at 7.5 gpm averaged 71 % TSS removal. The influent TSS consisted of slit loam soil (85% by mass less than 50 microns). Testing was conducted at TSS concentrations up to 247 mg/L. 3. A StormFilter containing leaf compost (CSF) media and laboratory -tested at 15 gpm averaged 70% TSS removal. The influent TSS consisted of sediment composed mainly of silt (60%) and fine -to -medium sand (30%). 4. A StormFilter containing a coarse perlite and laboratory -tested at 7.5 gpm averaged 77% TSS removal. The TSS consisted of Sil-Co-Sil 106 ground silica (a product of U.S. Silica Corporation), with 70% by mass less than 50 microns, Testing was conducted at influent TSS concentrations up to 300 mg/L. 5. StormFilters containing CSF media and field-tested at 15 gpm averaged 73% TSS removal, based on a regression analysis combining field and laboratory data. Most TSS values were below 100 mg/L. 6. SMI provided a design manual, which includes information on selecting, sizing, constructing, and maintaining a StormFilter. 7. SMI provided a list of StormFilter installations in Washington State. 8. SMI provided other supporting information, such as media specifications and warranty Information. Conditions of this Designation: I . StormFilter systems containing CSF media, fine perlite, or coarse/fine pedite mix are approved for basic treatment at 7.5 gpm maximum flow rate per cartridge at the water quality design flow rate as identified by an acceptable runoff model. This approval applies to land uses where stormwater influent TSS concentrations are expected to be 300 mg/L or less and TSS particle sizes are expected to be similar to those tested. Because the vendor did not provide test results above 300 mg/L TSS, stormwater expected to exceed this concentration (based on land use) must be pretreated to reduce influent TSS concentrations to below 300 mg/L. CSF media can release low amounts of soluble nutrients so it should not be applied in nutrient sensitive discharge areas. 2. StorrnFilter systems shall be Installed in such a manner that flows exceeding 7.5 gpm per cartridge are bypassed around the system or will not resuspend treated sediments. StormFilter systems shall be designed in accordance with the performance goals in Ecology's 2001 Stormwater Manual and SMI's Product Design Manual Version 3.0 (April 2002), or most current edition, unless otherwise specified. The design, pre- treatment, land use application, and maintenance criteria in SMI's Design Manual must be closely followed. 3. The Storm Filter'shou Id be designed with a minimum of 2.3 feet of head differential between the invert of the inlet and the invert of the outlet. Backwater can be a problem if downstream hydraulic calculations are not performed properly. Backwater will reduce the hydraulic potential across the filter reducing flow rate through the cartridge. Backwater may also saturate media for long periods of time. Page 2 0 4. Excessive solids, hydrocarbon, and/or debris loading should be addressed by SMI during the design phase to assess if pretreatment is needed, and to determine appropriate inspection and maintenance frequency. Maintenance is crucial to the ongoing effectiveness of the StormFllter so detailed operation and maintenance guidelines must be prepared by SMI for each system. 5. A Quality Assurance Project Plan (QAPP) supporting General Use Level Designation (GULD) testing shall be submitted to Ecology by November 1, 2002. 6. Results of the GULD testing shall be submitted to Ecology by August 1, 2004. 7. This Conditional Short -Term Use designation expires December 31, 2004, unless extended by Ecology. Remaining Issues or Concems about this Technology I . The field data included with the application were given limited weight because they were combined with laboratory data, had low TSS influent values, represent older, no -longer -used system configurations, and/or appeared not to meet many protocol requirements. Most of the field data, however, were used for improving the technology. 2. In the QAPP, SMI should include testing of all media and media combinations they wish to market. Zeolite is commonly used in StormFilters, but no zeolite testing was included with the basic treatment application. 3. In the QAPP, SMI should better define maximum allowable influent TSS and oil concentrations (and any other pollutants that Interfere with system performance), above which pretreatment would be required. 4. In the Technology Evaluation Engineering Report (TEER), SMI should provide graphs showing capital (excluding shipping and installation) and O&M costs for a broad range of system sizes, say from I to 200 cartridges. 5. In the TEER, SMI should consider whether the StormFilter be also evaluated as an enhanced treatment and phosphorus and oil removal technology. Description of the Technolony: The Stormwater Management StormFiltero (StormFilter), a. flow -through stormwater filtration system, improves the quality of stormwater runoff from the urban environment by removing pollutants. The StormFilter is used to treat runoff from a wide variety of sites including, but not limited to: retail and commercial development, residential streets, urban roadways, freeways, and industrial sites such as shipyards, foundries, etc. OPERATION The StormF!Iter is typically comprised of a vault that houses 'rechargeable, media -filled, filter cartridges. Stormwater from storm drains is percolated through these media -filled cartridges, which trap particulates and may remove pollutants such as dissolved metals, nutrients, and hydrocarbons depending on the medium in the cartridge, During the filtering process, the StormFlIter system also removes surface scum and floating oil and grease. Once filtered through the media, the treated stormwater is directed to a collection pipe or discharged to an open channel drainage way. A bypass schematic for flows greater than the water quality design flow rate is shown in Figure 1. Page 3 rl 0 F- ]L MSCHARGE Figure 1. SMI StormFlIter Configuration with Bypass m STORidnarp WfrH #M FLOW 9 CONFIGUIUMN SCHEMATIC Page 4 MMACEMENT INC. STORMFILTER CONFIGURATIONS The StormFlIter Is offered in five basic configurations: precast, linear, catch basin, cast -in -place, and corrugated metal pipe form. The precast, linear, and catch basin models use pre - manufactured units to ease the design and Installation process; cast -in -place units are customized for larger flows and may be either uncovered or covered underground units. The corrugated metal pipe units can be customized to meet special site requirements. The typical precast StormFilter unit Is composed of three bays: the inlet bay, the filtration bay, and the outlet bay. Stormwater first enters the Inlet bay of the StormFilter vault through the inlet pipe. Stormwater in the inlet bay is then directed through the flow spreader, which traps some floatables, oils, and surface scum, and over the energy dissipater into the filtration bay where treatment will take place. Once in the filtration bay, the stormwater begins to pond and percolate horizontally through the media contained in the StormFllter cartridges. After passing through the media, the treated water in each cartridge collects In the cartridge's center tube from where it is directed into the outlet bay by an under drain manifold. The treated water in the outlet bay Is then discharged through the single outlet pipe to a collection pipe or to an open channel drainage way. In some applications where heavy grit loads are anticipated pretreatment by settling may be necessary. CH CK VALVE� mom GAsKET RLTER MEOIA CENTERTURE FLOAT SEAT MRUBBING REGULATOP . S UNMADRAMMANWOLD CARTRIDGE OPERATION . . . -- FLOAT opnow MONDARY FILIER ME&IA — INNER MEMi - UNDER-ORAIN MANIFOLD VAULT FIOOR FILTERED WATER CAST INTONAULT FLOOR Figure 2. The StormFilter Cartridge As the water level In the filtration bay begins to rise, stormwater enters the StormFllter cartridge. Stormwater in the cartridge percolates horizontally through the filter media and passes into the cartridge's center tube, where the float in the cartridge is in a closed (downward) position. As the water level in the filtration bay continues to rise, more water passes through the filter media and into the cartridge's center tube. The air in the cartridge is displaced by the water and purged from beneath the filter hood through the one-way check valve located in the cap. Once the center tube is filled with water (approximately 18 Inches deep), there Is enough buoyant force on the float to open Page 5 0 the float valve and allow the treated water to flow into the under drain manifold. As the treated water drains, it tries to pull in air behind it. This causes the check valve to close, initiating a siphon that draws polluted water throughout the full surface area and volume of the filter. Thus, the entire filter cartridge is used to filter water throughout the duration of the storm, regardless of the water surface elevation in the filtration bay. This continues until the water surface elevation drops to the elevation of the scrubbing regulators. At this point, the siphon begins to break and air is quickly drawn beneath the hood through the scrubbing regulators, causing energetic bubbling between the inner surface of the hood and the outer surface of the filter. This bubbling agitates and cleans the surface of the filter, releasing accumulated sediments on the surface, flushing them from beneath the hood, and allowing them to settle to the vault floor. ADJUSTABLE CARTRIDGE FLOW RATE Inherent to the design of the StormFilter is the ability to control the individual cartridge flow rate with an orifice control disk placed at the base of the cartridge. Depending on the treatment requirements and on the pollutant characteristics of the influent stream as specified in the SMI Design Manual, the flow rate may be adjusted through the filter cartridges. By decreasing the flow rate through the filter cartridges, the influent contact time with the media is increased and the water velocity through the system is decreased, thus increasing both the level of treatment and the solids removal efficiencies of the filters, respectively (de Ridder, 2002). For Additional Information: Applicant e-mail address: Contact Sean Darcy, seandastormwaterinc.com (800) 548-4667 or info(a-)stormwaterinc.com Applicant web link www.stormwaterinc.org Ecology web link: httv://www.ecy.wa.gov/programs/wq/stomiwater/new tech/ Ecology Contact: Stan Ciuba, P.E., Water Quality Program sciu461 (@ecy.wa.gov (360) 407-6435 Technical Review Committee: Mark Blosser, P.E., City of Olympia, TRC Chairperson, mblosser(aci.olymnia.wa.us (360) 753-8320 Page 6 �j �j �j a Sedim'ent Trap Sizing per DOE a. Basin "A" b. Basin "B" 31 F-]L 0 0 SILT TRAP SIZING & ANALYSIS Basin "A" Sediment Trap Sizing Calculations (per DOE 2001 SWMM) The proposed detention/ water quality pond will be utilized as the sediment pond. The total contributing area to the proposed sediment pond is approximately 1.22 acres. The sediment pond is sized for the developed 10-year / 24-hour design storm. Steps a. Discharge rate: Site Dev. Peak 10-Year Flow to Trap = 0.476 cfs Construction Area Tributary to Pond = 1.22 acres %Site to Trap 1.22 ac /2.25 ac 54% Surface Area (SA) SA = 1.2 Q10yr/24hr / Vsed SA = 1.2 x 0.476/ 0.00096 Where V sed is the settling velocity. SA 595 Sq Ft Pond L = 2 W L*W = 595 SF 2* WA2= 595 SF Top W 17.251 Top L 351 Surface Area 603.75 sf Minimum Depth @ 3: 1 = 2.0 Feet b. Sizing the De -watering Mechanism: (Riser pipe) The diameter shall be the minimum necessary to pass the pre -developed 10- yr/24-hr design storm. Use Figure 111.2.38 Riser inflow curves (DOE) to determine this diameter (h = one foot). Q (10yr/24hr pre.dev.) = 0.476 cfs Per figure 111.2.38 of the DOE manual, the minimum riser diameter is 12 inches to convey this flow rate. Due to the confined nature of this commercial property, and the extensive existing paving that will remain around the perimeter of the Basin "A" construction area, this Developer will install the Detention Pipe system early in the construction process to provide the required settling & surface area. The Detention Pipe will be cleaned when the risk of erosion has passed and placed into permanent operation. 155 If of 84" (71-011) CMP @ 38.5 cf/ft = 5,967.0 cf SA 7.0'x 155' 1,085 sf > 604 sf at mid depth Depth = 35 ' Volume = 5,967/2 2,983 cf 32 SIOLT TRAP SIZING & ANALYSIS (cont.) Basin "B" Sediment Trap Sizing Calculations (per DOE 2001 SWMM) The proposed detention/ water quality pond will be utilized as the sediment pond. The total contributing area to the proposed sediment pond is approximately 0. acres. The sediment pond is sized for the developed 10-year / 24-hour design storm. Steps a. Discharge rate: Site Q 10yr/24hr = 0.402 cfs Construction Area Tributary to Pond = 1.03 acres %Site to Trap 1.03 ac /2.25 ac = 45.8% Surface Area (SA) SA = 1.2 Q10yr/24hr / Vsed SA = 1.2 x 0.402/ 0,00096 Where V sed is the settling velocity. SA 502 Sq Ft Pond L = 2 W L*W = 502 SF 2*WA2= 502 SF Top W 16 Top L 32 Surface Area 512.0 sf Minimum Depth @ 3: 1 = 2.0 Feet b. Sizing the De -watering Mechanism: II. PRfNCIPAI, RISER (Riser pipg) The diameter shall be the minimum necessary to pass the pre -developed 10- yr/24-hr design storm. Use Figure lH.2.38 Riser inflow curves (DOE) to determine this diameter (h = one foot). Q (10yr/24hr pre.dev.) = 0.402 cfs Per figure HI.2.38 of the DOE manual, the minimum riser diameter is 12inches to convey this flow rate. Due to the confined nature of this commercial property, and the extensive existing paving that will remain around the perimeter of the Basin "A" construction area, this Developer will install the Detention Pipe system early in the construction process to provide the required settling & surface area. The Detention Pipe will be cleaned when the risk of erosion has passed and placed into permanent operation. 200 LF of 66" CMP @ 23.8 d/ft = 4,760 cf SA 5.5'x 200' 1, 100 sf > 5 12 sf at mid depth Depth = 2,75 > 2.0' Volume = 4,760 cf /2 2,983 cf 33 0 �m 0 0 0 7 2 5 4 .4-8 ---Mn�dmm 111011111 MONOMER FFA a p PAP 1011101111111l 05paPIN MENNINFA 29PASPI ,e 7MM FW Affjp A 3 1;e,000� PFIP A ;30;;;; --27 00000 ;;Wo i�� 24 000,00 fi r/J FAZYMA FOA 0 11 Wp� V11, All f1A FA A N 0 t ��w YZ 1, 711A F/A 0 PAP 9 10 W, Ap a 10 PF" 7119715WAN11111 PERSON MK21111 pp"0011 did 4� AV AV AN SO AV AFMMA�W �.ffi �AA1V111AW%J%911 011111 WERV11101421112 I V�Ad Neill A IPA A August 2001 Volume Construction Stormwater Pollution Prevention 4-103 0 0 Principal Spillway: Determine the required diameter for the principal spillway (riser pipe). The diameter shall be the minimum necessary to pass the pre -developed 10-year peak flow (Q10). Use Figure 4.28 to determine this diameter (h = 1 -foot). Note: A permanent control structure may be used instead of a temporary riser. Emergency Overflow Spillway: Determine the required size and design of the ernergency overflow spillway for the developed 100-year peak flow using the method contained in Volume III. Dewatering Orifice: Determine -the size of the dewatering orifice(s) (minimum I -inch diameter) using a modified version of the discharge equation for a vertical orifice and a basic equation for the area of a circular orifice.. Determine the required area of the orifice with the following equation: A, = A, (2 h) 0-' �. _5 0.6x360OTg where Ao orifice area (square feet) As. pond surface area (square feet) h head of water above orifice (height of riser in feet) T dewatering time (24 hours) 9 acceleration of gravity.(32.2 feet/second 2) Convert the required surface area to the required diameter D of the orifice: F�AL � -7 24x 13.54x�A The vertical, perforated tubing connected to the dewatering orifice must be at least' 2 inches larger in diameter than the orifice to improve flow characteristics. The size and number of perforations in the tubing should be large enough so that the tubing does not restrict flow. The orifice should control the flow rate. * Additional Design Specifications The pond shall be divided into two roughly equal volume cells by a permeable divider that will reduce turbulence while allowing movement of water between cells. The divider shall be at least one- half the height of the riser and a minimum of one -foot below the top of the riser. Wire -backed, 2- to 3-foot high, extra strength filter fabric supported by treated 4"x4"s can be used as a divider. Altemative I ly, staked straw bales wrapped with filter fabric (geotextile) may be used. If the. pond is more than 6 feet deep, a different mechanism must be proposed. A riprap embankmcnt is onc acccptablc mcthod of separation for deeper ponds. Other designs that satisfy the intent of 4-104 Volume l/ — Construction Stormwater Pollution Prevention August 2001 .0 u Gravity Wall Loading Calculations 34 117 T-7/ LQ 4Y L- Z ew 6 IF� — - FT VOY C WA !FXPIRES 09/11/ A-' 174V (..C- NIE;SAr*NORTH AMERICA, INC Nissm.Retail Environmental Design InNative Sign Program H. SITE PLAN AND COLOR RENDERINGS The following prowde a vWd representation of the prepared sobton. Campbell -Nelson Nissan (3872) Edmonds, WA 2/17/05 Xagrwj %S"; * TR t h i F I L E r_1 - c r f RECEIVED FEB 2 2 2005 PERMIT COUNTER A NISSAN NORTH AMERICA, INC :1111p Nissah Retail Environmental Design Initiative 11-4 Sign Program ME 11. SCHEDULE OF SIGNS The folloWng signs have been included in the solution. 1 171-411 1 3 IN I S AN ,& Channel Letters MW 30" NWIVI Channel Letters (Total of 2) Individual Channel Letters (45 sq.ft.) 28'-1/4" 2'. —CE M p ,& Channel Letters MW 24" DNIL Channel Letters (Total of 1) Individual Channel Letters (55.94 sq.ft.) Sir WAU (�D:N a Channel Letters vwf IV SoMm Clamal Uftm CraW of 1) Ind6i&W Chamd Leftm CILTS sq.&) r� I - 11.4. 1 11W [10 T& L [F=Z,^L .--. Channel Letters Filmeskodwo IF ExWm Chmnal Laftm Cratal ef 1) IndMdual Ghennal Leftm (10M nc�IQ U 7, ,,,� LNIK"ASAN. T M MwuCkw'.11 Thock - WWII MnAled RF.tPIV-5D FEB 2 2 2005 IpERMIT COUNTER ; I NISSAON NORTH AMERICA, INC Nissan Retail Environmental Design Initiative Sign Program 9.-9.. ---------- 25 Main Brand Sign 'OF 75sq. ft. Main Brand Sign (total of 1) 25'OAH r RSCSIV D Campbell -Nelson Nissan (3872) FEB 2 2 2005 Edmonds, WA 03/09104 . Page 3 PERMIT COUNTER tK C- It OS6 Z-f s 31. Yt X 7. Rs� elvl� D DATE RECEIVED PERMIT EXPIRES 41 //z / M=L� CITY OF EDMONDS ISE --I PERMIT ZONE NUMBER CONSTRUCTION PERMIT APPLICATION JOB SUITE/APT# ADDRESS ?_ 1/ 3 OWNER NAMEINAME OF BUSINESS PLAT NAME/SUBDIVISION NO. LOT NO. LID NO. L C?m pe.1 I /V e- OA 1( /vets LID FEE $ MAILING ADOFIESS U Lz 0 9 f PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP TESCP Approved RW Permit Required Street Use Permit Roq'd CITY f zip TELEPHONE EXISTING - PROPOSED Inspection Required Sidwalk Required [3 ?9'0 z t. I REQUIRED DEDIC ATION- FT - Underground WhIng required 11 NAME METER SIZE LINE SIZE NO. OF FIXTURES PRV REQUIRED YES13 NO 13 ADDRESS REMARKS z x OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROL/DRAINAGE 151,661 I-OCA-FleAl-5 F,10 CITY ZIP TELEPHONE KIWI NAME "a )3,e-r r)t w-e_oA,1 c- o JIL C 0 ENGINEERING REVIEWED BY QATEj aj. ADDRESS ,FIRE. REVIEWED BY DATE CITY ZIP TELEI�HO�E 3�$7'_ VARIANCE 6R-c SHORELIRE`bR AD ECTION INSP EO'D BOND POSTED STATE LICENSE NUMBER EXPIRATION. DATE CHECI(Eq.'BY�,-. Be_rry,vco7�7 e— AA f ONO A0 $ SEPA REVIEW,'. COMPLETE, EXIEMPI': SIGN AREA e,'� ALLOWED P ROPOSED HEIGHT AALLOWED PRO POSED PROPERTY -ICCOUNT P EL NO. t6 r W ,I 1000000� mik iw, pa^% EXP RESIDENTIAL PLUMBING MECH :LOT -COVERAGE o�;REQILIIREOSETBACKS (FT,)q g PROPOSED SETBACKS (FT) ,2rNEW COMPLIANCE OR, ALLOWED , PROPOSED FRONT SIDE, R RONT LIRSIDE REAR ADDITION MMERCIAL 13 CHANGE OF USE, r7 REMODEL 13 MULTIFAMILY IGN 06 PARKING REdD PROVJID D] LOT AREA,: 0 LAN N I N G EVIEWEP, DATE �Y 14 0-5 GRADING FENCE, REPAIR CYDS �REMAR 9 FT) OTHER r7 DEMOLISH TANK z GARAGE RETAINING WALL RE SP,R NKLER 1:1 CARPORT 0. ROCKERY 11.'FIRE,ALARM (rYPE OF USE, BUSINESS OR ACTIVITY) -EXPLAIN: CH EcKED BY 1*k oVbNSTRUCTIO iCODE, OC CUPANT C14 r la4-- GRO UP W NUMBER NUMBER OF DWELLING 1 AJA CRITICAL: - AREAS 6117- PECIAL INSPE T S ION AREA OCCUPANT 0 UNITS- NUMBER REQUIRED 'YE LOAD DESCRIBE WORK TO BE DONE % REMARKS z PROGREtS INSOEdTIONS-PER,�)V6d"108/FINAL INSPECTION REO'D 0 1 k Aft 62) SA i 6S-3 _C-e4s 04�' e- p YALLIATION i'* A,1 FEE Description Description FEE -Plan Check State Surcharge HEAT SOURCE GLAZING % -,'-LOT4LOPE % fni City Surchar ZBuildi 9. _W ge PLAN CHECK NO: VES ' T ' ED DATE ,Plumb�ing)) Mechanical THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO t: BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBUC a Grading M DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE k: SEPARATE PERMISSION. Engr. Review uj PERMIT APPLICATION: 180DAYS IL PERMIT LIMIT I YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS Engr. Inspection SEE BACK OF PINK PERMIT FOR MORE INFORMATION APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS Fire Review Plan Chk. Deposit N INTEREST, AGREES TO INDEMNIFY; DEFEND AND HOLD HARMLESS THE CITY OF a EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND Fire Inspection Receipt # ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY x FROM THE ISSUANCE OF THIS PERMIT ISSUANCE OF THIS PERMIT SHALL NOT BE 0 .j DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE Landscapelnsp. Total Amt. Due X0 NOR LIMIT IN ANY WAY THE CITYS ABILITY TO ENFORCE ANY ORDINANCE PROVISION.' Recording Fee Receipt # I HERE A KN D By C OWL GE THAT I I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION GIVEN IS CORRECT AND THAT' GIVEN IS CORRECT, AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF APPLICATION APPROVAL THE OWNER - I AGREE To COMPL THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- This application Is not a permit until signed by the CALL N D N HE K TION AND I Ol G T WOR TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED Building Official or his/her Deputy: and Feeiare paid, and LV; I N 10 LATION OF THE LABO R C IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt Is acknowledged In space provided. WORKMEN'S COMPENSATI S WORKMEN'S COMPENSAIP VAS�WE A�R*W 18.27. F SIGNAT E DATE FjFI SIGNATURE (OWNER DATE SAED (4 2 %1: i) f 1 4zm- 771-0220 ESD BY/ DATE ATTENTION Off 1333 JjR IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL 2.kA/y,/ A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI- ORIGINAL -FILE YELLOW -IN CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 PINK -OWNER GOLD -ASSESSOR 04/02 r%r%V_-C%e% 111-11 A Mr% %1^1 1 A MIIT 118 A WIIILII*� r' 0%0%r%1r-f% ibiTiNn "IA" Ila r_ IVED /21 f JV t PERMITEXPIRES USE PERMIT ZONE 0 CITY OF EDMONDS 7 NUMBER JOB SUITE/APT# CONSTRUCTION PERMIT APPLICATION ADD REnf4V OWNER NAME/NAAjf OF SINESS c, PLAT NAME/SUBDIVISION No. LOTAO. LID NO. uW MAILING ADDRESS TESCP Apprmed 13 PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP RW Permit Required 13 o 16W q 7 Street Use Permit Req'd tj zip TELEIPAONE EXISTING — PROPOSED Inspectlirk"yred 13 Sid"al 41putred 13 Un n REQUIRED DEDICATION— FT "delgZ d ;LO 19;4-71-?- ;. ; "'. id) 13 NAME METER SIZE LINE SIZE NO. OF F=URES PRV REQUIRED -A 0 z YES 13 NO 13 uj ADDRESS REMARKS z z OWNER/CpNTRACTOR RESPONSIBLE FOR EROSION CONTROL/bRAWAG'E�' 5 z W ?1%e1190b651 A110 CITY ZIP TELEPHONE rlf.pf-) Itj 0�,�j Nff CBL# ENGINEERING REVIEWED BY W ADDRESS 101,7 0 DATE......... . U.1 C NY ZIP TELEPHONE 0 u. 2Y VAR17�CE OR CU BOND STATE LICENSE NUMB . ER ECKE B SHORELINE OR ADB#j INSPECTION 'I OS REQ'D P TED 51YES" 'PNO SEPA REVIEW SIGN AREA HEIGHT -j PROPERTY TAX'ACCOUNT PARCEL NO. 0 0 &t ff'I 10600 COMPLETE EXEMPT ALLOWED PROPOSED ALLOWED PROPOSED 7 Ob I � -, 0 uj 0 q C 7.6 ;L- 7 0 14 0 A? 1;0 EXP I LO;T COVERAGE REQUIRED SETBACKS (Fr.) PROPOSED SETBACKS (IT) NEW RESIDENTIAL PLUMBING / MECH ALLOWED PROPOSED _;f.R19NT -SIDE -REAR FRONT QRSIDE REAR COMPLIANCE OR Yj r-4 I I z ADDITION COMMERCIAL 2 CHANGE OF USE 1 �tj z PARKi&G LOT AREA PLANNING REVIEWED BY DATE E] REMODEL U MULTIFAMILY, SIGN REQ'D-�] PROVIDED 0/-Tk)" FENCE k 9 0 REPAIR .'YDS X FT) RE A `,�k )k NNN DEMOLISH TANK 'OTHER 7— c GARAGE RETAINING WALL FIRE SPRINKLER z CARPORT J3 ROCKERY �. '_ I E1(FIREALARM- E (TYPE OF USE, BUSINESS OR ACTIVrry),, E LAIN: I I& CHEPKE6D E OF CONSTRUCTI OCCUPANT _AY ON CODE W 4� P(24 GROUP NUMBE NUMBER OF CRITICAL kym) 9 7 W5 -51 �ile 3 OF AREAS SPECIAL INSjECTION JAREA OCCUPANI 4 UNITS NUMBER REQUIRED LOAD, R DWELLING 0 STORIES I-.," I YES = DESCRI13E WORK TO BE DONE REMARKS PROGRESS INSPECTIONS PER. UBC,108/FINAL INSPECTION REO'D 5 >q k44�pM J, VALUATION $ h Description FEE Description FEE Plan Check state surcharge E GWIN? % LO J�LOW % Building Permit City Surcharge NO: VEsTE Plumbing Mechanical THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO 1= BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE Grading* SE RATE PERMISSION. PNI Engr. Review 11� uj PERMIT APPLICATION: 180 DAYS. IL PERMIT UM[r I YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS Engr. Inspection SEE BACK OF PINK PERMIT FOR MORE INFORMATION 'APPLICANT. ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS Fire Review Plan Chk. Deposit -1 7 5(-")- IN INTEREST, AGREES TO INDEMNIFX DEFEND AND HOLD HARMLESS THE CITY OF a EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND Fire Inspection Receipt # ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY FROM THE ISSUANCE OF THIS PERMIT ISSUANCE OF THIS PERMIT SHALL NOT BE DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE Landscapelnsp. Total Amt. Due 0 NOR LIMIT IN ANY WAY THE CITYS ABILITY TO ENFORCE ANY ORDINANCE PROVISION." x Recording Fee Receipt # I HEREBY ACKNOWLEDGE THAT I HAVE READ THISAPPLICATION; THAT THE INFORMATION GIVEN IS CORRECT, AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF APPLICATION APPROVAL THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- This application Is not a permit until signed by the TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED CALL Building OfficiiiiI or his/her Deputy:.and Fees are paid, and IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt Is acknowled6�d in space provided. WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. 1 Offlcl 8 S r. A DATE iPY!) 11 N IJRE SIGNATURE (bWNER O� AGEN DATE.$IGNED (425 -A /0 t 771-022.0 E ABED BY DATE ATTENTIO,N� E)ff 1333 IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING, OR STRUCTURE UNTIL A FINAL INSPECTION tHAS BEEN MADE ANRAPPROVAL OR A CERTIFI- ORIGINAL - FILE YELLOW - INSPECTOR CATE OF O&C60A:NC�+fAS BEEN GRANTED. UBC SECTION 109 PINK -OWNER GOLD -ASSESSOR 04/02 PRESS HARD -YOU ARE MAKING 5 COPIES . GREEN -ACCOUNTING ATE RECEIVEK ACPERMIT EXPIRES 19E PERMIT CITY OF EDMONDS ZONE NUMBERAW— JOB SUITE/AP�# CONSTRUCTION PERMIT APPLICATION ADDREW OWNER NAME/NAME OF BUSINESS (:�_4Mdet- aQ(2. LIZ- PLAT NAME/SUBDIVISION NO. LOT NO. 'LID NO. MAILING ADDRESS f LID FEE $ TESCP Approved PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP RW Permit R qu:red 0 4W 14 Street Use P:ffn t Rsq'd Inspection Required Sidewalk Required 13k REQUIRED DEDICATION__� FT I Underground CITY zip TELEPH46NE EXISTING — PROPOSED i ng 13 tr_?W!5`*Z req re NAME METER SIZE LINE SIZE NO. OF FIXTURES PRV REQUIRED YES 0 NO Z 8 IArOAI &Q4111= I 1 9 E ADDRESS REMARKS z z OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROLJORAINAGE CITY ZIP TELEPHONE sllftj aw4INV5 2= 1 11 NAME I.CPL # ENGINEERING REVIEWED BY, D T IC ADDRESS 0 A FIRE REVIEWED BY DATE CITY Z16 TELEP-H6NE 0 it -0 y lz .76 1 - m/ - &2_, 6,&, VARIANCE OR CU SHORELINE OR ADS# INSPECTION BOND STATE LICENSE NUMBIJI EXPIRATION DATE 9IECKED BY �RE POSTED he=o 4 2� OYES Q& 0 1 $ SEPA REVIEW SIGN AREA�l HEIGHT COUNT PARCEbNd. COMPLETE EXEMPT ALLOWED PROPOSED OWED PROPOSED PROPERTY TAX AC f ri NEW 13 PLUMBING MECH LOT COVERAGE REQUIRED SETBACKS (Fri- :PAOPOSED SETBACKS (FT.) RESIDENTIAL ALLOWED F 0 SIDE REAR FRONT PROPOSED R SIDE REAR 0 COMPLIANCE OR OT K ADDITION COMMERCIAL .,� �A NT ICY- no PC, z 1:1 CHANGE OF USE ' >,�Clc PARKINg-"' LOT AREA PLANNING, REVIEWED'BY TE REMODEL MULTIFAMILY [:1 SIGN REO'D I P9OVIDED FENCE REPAIR CYDS 13 ( — X —FT) REMIRKS DEMOLISH ^_�p o OTHER 0 - —A TANK RETAININGWALL GARAGE 64 -i F:RE SPRINKLER z CARPORT ROCKERY F RE ALARM Lo %Sffnirri (rYPE OF USE, BUS NESS uR AOTiV" EXPLAIN: rc CHECKED BY TYPO OF CONSTRUCTION CQQE OCCUPANT 0 �7 �4 9 06 W&A -7 z !I GROUP NUMBER NUMBER OF CRI rAl 1�� OF DWELLING AREAS 0;5 SPECIAL INSPECTION JAKtA OCCUPANT STORIES U NUMBER REQUIRED [] LOAD 0 Y�E DESCRIBE WORK TO BE DONE REMARKS PROGRESS INSPECTIONS PER'USC 108/FINAL INSPECTION REO'D MCI, �P A0 VALUATION Description .,;;�EE Description FEE Plan Check State Surcharge HEAT SOURCE GLAZING % LOT,SLOPE % 40� m City Surcharge ,Buildil4i if A 11"' ,er I "d PLAN CHEC�NO- VESTED DATE 'P ,-,IumbWg--* Base Fee Mechanical THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBUC 2 DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE Grading 3 SEPARATE PERMISSION. 2 Engr. Review PERMIT APPUCATION: 1180DAYS ALI PERMIT LIMIT 1 YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS Engr. Inspect SEE BACK OF PINK PERMIT FOR MORE INFORMATION f 'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS Fire Review Plan Chk. Deposit IN INTEREST, AGREES TO INDEMNIFX DEFEND AND HOLD HARMLESS THE CITY OF a EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND Fire Inspection W Receipt # ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE Landscapeinsp. Total Amt. Due 0 ,I NOR LIMIT IN ANY WAY THE CITYS ABILITY TO ENFORCE ANY ORDINANCE PROVISION.- Recording Fee Receipt # I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION: THAT THE INFORMATION GIVEN IS CORRECT, AND THAT I AM THE OWNER. OR THE DULY AUTHORIZED AGENT OF APPLICATION APPROVAL THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- This application Is not a permit until signed by the TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED CALL Building Official or his/her Deputy: and Fees are paid, and IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt is acknowledged in space provided. WORKMEN'S COMPENSATI9.Ndt!V rNCE AND RCW 18.27. opql DATE SIG7/ (OWNER ORAGENT)/ DATE SIGNED (425) �'j M - 71.4 A 0 771-0220 AWASED E ATTENTION Off 1333 IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL kef—O& A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI- ORIGIN;I -FILE - YELLOW -INSPECTOR CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 PINK -OWNER - GOLD -ASSESSOR 09/03 PRi=qq wARn _vni I ARF MAKINn A PnPI1=_Q ,jTATE RECEIVE2�//� PERMIT EXPIRES CITY OF EDMONDS USE PERMIT ZONE NUMBER CONSTRUCTION PERMIT APPLICATION JOB SUITE/APT# A DDRES:a 9liv & OWNER NAMEMAME OF BUSINESS PLAT NAME/SUBDIVISION NO. LOT NO. LID NO. LID FEE $ MAILING ADDRESS PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP Ic", TESCP Approved 13 RW Permit Required 13 0 EXISTING — PROPOSED Street Use Permit Req'd [3 Inspection Required CI CITY zip TEIEPHONE Sidewalk Required E3 REQUIRED DEDICATION- FT Underground wiring require E3 NAME METER SIZE LINE SIZE NO. OF FIXTURES PRV REQUIRED 13 M L4_�r6,�jt Ate# YES 13 NO 13 E ADDRESS REMARKS z z x OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROUDRAINAGE 0 CITY ZIP TELEPHONE Q80 00 -/1x5 — = 6 NAME # _' T"k ENGINEERING REVIEWED BY ATE ADDRESS it 0 A 4 b, 9 FIRE REVIEWED 13Y DATE W CITY ZI P TELEPHONE . cc 0 -�1�6 '61 —7 14( �1-1&e; U. �,VARIANCEORCU SHORELINE OR AD INSPECTION REQ'D BOND POSTED STATE LICENSE NUMBER EXPIRATION DATE CHECKED IAY Vy fL6&,- 116 /0 YES 13NO $ 6 SEPA REVIEW,..., COMPLETE EXEMPT SIGN AREA` ALLOWED PROPOSED.- HEIGHT ."ALLOWED PROPOSED -j PROPERTY TAX ACCOUNT PARCEL NO I , EXP NEW 0 RESIDENTIAL., PLUMBING MECH LOT COVERAGE REOUIRED� SETBACKS (FT)' -PROPOSED SETBACKS (FT) ALLOWED PROPOSED - FRONT SIDE , REAR FRONT L/R SIDE REAR COMPLIANCE OR ADDITION COMMERCIAL 1:1 z CHANGE OF USE PARKING,, LOT AREA PLANNING, REVIEWED'BY DATE REMODEL 1:1 MULTIFAMILY SIGN REO'D PROVIDED GRADING, �, FENCE ., _, REPAIR ED 11 1 1. 1 . . I REMARKS CYDS ( X F1) OTHER DEMOLISH 13 TANK 11 13 GARAGE RETAINING WALL F RE S RINKLER 13 E] ME z L CARPORT ROCKERY APLARM (TYPE OF USE, BUSINESS OR ACTIVITY) EXPLAIN: x �E rk4L,!;?2,54 CHECKED BY TYPE OF CONSTRUCTION CV OCCUPANT AW 7. GROUP NUMBER NUMBER OF dRITICAL In 0 OF !DWELLING STORIES UNITS IN AREAS NUMBER SPECIAL INSPEdTION JAREA OCCUPANT LOAD REQUIRED [3 YES DESCRIBE WORK TO BE DONE REMARKS PROGRESS INSPECTIONS'PER UBC 408/FINAL INSPECTION REO'D VALUATION $ Description ;;,�,,�EE Description FEE Plan Check State Surcharge HEAT SOURCE GLAZING % LOT;�SLOPE % Building'.Le!mit City Surcharge PLAN CHE CK NO: VESTED DATE ,Plumbingl- Base Fee 4/— ezl�p Mechanical THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO I= BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC 2 Grading 3 DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE 1: SEPARATE PERMISSION. Engr. Review Lu PERMITAPPILICATION: ISO DAYS PERMIT LIMM I YEAR ' PROVIDED WORK IS STARTED WITHIN 180 DAYS Engr. Inspection I SEE BACK OF PINK PERMIT FOR MORE INFORMATION 'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS Fire Review Plan Chk. Deposit IN INTEREST, AGREES TO INDEMNIFY DEFEND AND HOLD HARMLESS THE CITY OF 9 EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND Fire Inspection Receipt # 9E C ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY FROM THE ISSUANCE OF THIS PERMIT ISSUANCE OF THIS PERMIT SHALL NOT BE Landscapelnsp. DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE Total Amt. Due 0 NOR LIMIT IN ANY WAY THE CITYS ABILITY TO ENFORCE ANY ORDINANCE PROVISION! Recording Fee Receipt # I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION APPLICATION APPROVAL GIVEN IS CORRECT; AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- This application Is not a permit until signed by the CALL TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED Building Official or his/her Deputy: and Fees are paid, and IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt Is acknowledged in space provided. WORKMEN'S COMPENSAT12��URANCE�RCW 18.27. OFXIALS SIGNATURE DATE (425) SIGNATURE (OWNER A E DATE SIGNED �A 7714J.111LA&W REL1fASkD /DATE ATTENTION Off 1333 IT IS UNLAWFUL TO USE OR OC�A BUILDING OR STRUCTURE UNTIL I A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI- ORIGINAL - FILE YELLOW - INSPECTOR CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 PINK - OWNER GOLD - ASSESSOR 09/03 PRESS HARD -YOU ARE MAKING 4 COPIES F-WAY CONSTRUCTION PERA41T A. Address or Vici B. Type of Work (be specific Issue Date: O\D 6S U, 06 00' Contact: C. Contractor: Nirifft"Address: ��b. �s6w_ U Phone: (_0 - State License oL-r- ioi m. -A, Liabili Insurance:' Bond:$ D. Building Permi4 (if applicable): Side 'Sewer Permit # (if applicable): E. ' El Commercial El Subdivision Multi�Fan�ii Sihile Family y 'INSPECTOR: F. �,,-PAVEMENT CUT: g] YES El NO CONCRETE CUT: YES NO EJ bity Project E] EUC (PUD, I VFRIZON, PSE, AT& T, OVWD) Other G. SIZE OF CUT 3 X M/ Al"I'LICANTTO IZEAI) ANI) Sl(;N INDEMNITY. Apbliea . ht un'derstandi"W his/her signatur'e to this tiplic ation hi�7she` hol,��"_ih�'-titof Edm . ond§ h . arml�ss ftom d a e a any k nd de tion whatsoever, foreseen or unforeseen, that may be made against the City 6f uri es, am g s or c' ims of i or scr' t�� lovees, Inc uding but not limited to the defense of any legal proceedings including defense'k Edmonds or an of its departmen r emp y costs ttor s yr 0 0 t g is p rmit. and a neyfee b eas n an in th e THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLL097NG THE FINAL INSPECTION AND ACCEPTAN CE OF THE WORK ESTIMATED RESTORATION FEES W!LL BE HELD UNTIL THE FINAL STREET PATCH IS COMPLETED BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDIT 97LL BE PROCESSED FOR ISSUANCE TO THE APPLICANT Traffic control and public safety shall be in accordance with City regulations as required by the City Engineer. Every flagger, -must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the required training in their possession. Restoration is to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or City - approved material prior to the e nd of the workday — NO EXCEPTIONS. Three sets of construct , ion drAwings.of propo sed work are required with the permit application. CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORK I.HAVEREAD THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS ANDACKNOWLEDGE THA PIMUST MAKE'THE PINK COPY OF THE PERMITA VAILABLE.ON SITE A TALL TIMES FOR INSPECTIONS - I - - .1 ,Ai,t� I x LoA_ -, (Contractor or. Agent) a Date: FOR CITY USE ONLY "JI Approved by_:'��.,, _z Right-of-way Fee: /610 Time Authorized: Void After 10, 11 0 Disruption Fee/Fund 111: Special Conditions: 44-filAt7*1&/ 15' 'Restoration Fee: PPM 0_J-TtJ 1,1.JJ1j-MS QL� U64Z9�0,'Total,,Fee: -7S`0,c4__ 6&5S1.Ajdz S fA kle)-T j2 Rupr �"X16A/AL Recteipt J, 1401 -WIZ i f#�AJ Issu4biZ th, At r1M - /5_7�T�kAL je &04- *117M UPON COMPLETION OF PERMITTED WORK9 AN ENGINEERING FINAL INSPECT ON IS REQUIRED PER CHAPTER 18.00 OF THE EDMONDS COMMUNITY DEVELOPMENT CODE� �Ph 425-771-02209 Ext. 1326),' FINAL A' 9YAL OF PERMITTED WORK. DATE: �,%SPector's Signature For inspection requirements see Enginkering Inspection Information handout. 9 DAMy Documents\Forms\Engnmg\ROWpermit_.doc rlicnLICK 4L;0nWoCt0rS InC. Job# 106135851 AU9LMt 9, 2004 Sheet 1/1 Rob Inglis 4 40 244th ST SW W 3r I e leol" �HANNEUZATION DEMCE SPACLNG MM 1&%R 50170 40 80 35145 30 25P-0 1 20 140 244th ST SW Notes: I - AD signs and spacing to conform to the MUTCD and City of Edmonds Traffic Control Specs. 3. Channelizing devices are 28" traffic cones, 4. AM signs are 48" x 48 - B/0 unless otherwise specified. 5. Mert affected residents and businesses. 6. Work area will be 33' N of C/L of 244 St SW & 506'E of C/L of HwV 99. 28' TRAFFIC CONE WORK AREA TRAFFIC FLOW ARROWBOARD FLAGGER SIGNAL LIGHT Im A R� 'win- I MO.: KIM NISSA —tA)P-SA e-Leq_�4iod R EE Ct If V E D 2003 EI)ITON IBC FEB 2 2 2005 iDMFNTS —RC-V /',5 ;OA/ )NI ANVEN - PERMIT COUNTER FILE m" WON sm SYSW" 7400 Hardem Awd Evemft, WA 98203 7- 13 VF PhoM 4Mr/6.W5 fflMftYNC=CM &;1MIMAj 1...,.4 ??OZ6 MWiNCOWU MOUNTING BAR DETAIL .31/32 ANGLE BRACKET DETAIL WALL WIREWAY INSTALL KIT 11-36-520-5017 KIT QUANTITIES ARE PER LETTER FN PART NO. DWG DESCRIPTION OTY 1 116119 ----- WIREWAY PU-974 A R 116120 ----- WIREWAY COVER PU-975 A R 3 ---------- #10 X 3/8 TR SCREW A R _j ----------------- 1/2- STIR. LIQUID TIGHT CONN A/R 51 ------------------ 12 GA WIRE A/R ----------------- 11/2- LIQUID TIGHT CONDUIT A/R I ----------------- I WIRE NUTS 2 8 ------------ ----jWIREWAY MOUNTING BAR A/R ----------------- 1.060 ALUM MOUNTING BRACKET 5 10 ----------------- 11/4- HARDWARE 11 ----------------- 3/8-16 X I' ms 4 12 ------------ 3 8 THREADED ROD 0 12 . LONG A/R 3/8" HARDWARE A/R R WATER PROOF BOX FOR POWER SUPPLY 4m 1151 ------------ ----------------------- LOUVER WIREWAY INSTALL KIT 11-36-520-5014 KIT QUANTITIES ARE PER LETTER FN PART NO. DWG DESCRIPTION 116119 PLI-974 WIREWAY -QT-y A/R 116120 PLI-975 WIREWAY COVER A/R 000000 !'� QU TIGHT FLEX A/R 000000 D 1/2; 4LT—RA-GRT- LIOUID TIGHT CONNECTOR A/R 1/2- 90- LIQUID TIGHT CONNECTOR A/R 072182 B043�9 SCR SD 10-16 X 1/2 HX WA TEK2 410 SS A/R 1.063 MOUNTING CLIP 5 1 00-40-720-0299 B03827 MS 3/8-16 X I HX 2A SS PLN 4 072116 803828 SCR TR 10 X 3T8 HX WA TT SS A/R _ WATERPROOF BOX FOR POWER SUPPLY A/R WIRE NUTS FOR 12GA WIRE 2 12 GA STRANDED WIRE A/R 00-18-600-0001 ----- NIPPLE, CHASE 1/2" STL GALV 1 I F=I 131/=' ' y's 2 L ANGLE BRACKET DETAIL E. 28-1 2 24w L'cmmp1b)(:N =H@i) A& Channel Lefters mw 24" DNL Channel Leftrs (roted of 1) Individual Channel Lamm (55.94 sq.t) LOUVER/WAI t WIRFWAY INqTAI I WIT PIU- I I nan, FN PART NO. . QW DESCRIPTION A 104047— 1/2- UOUID TIGHT FLEX B 104101 1/2- STRAJGHT LIOuiu TIGHT CONNECTO—R I --5j 104102 1/2- 90' UQUIO TIGHT CONNECTOR I- 0 119346 --- .063 MWOUN"FING C 26 E 116476 ----- 2 X 5 H 1 /8 MOUNTING BAR a F 020124 B[13a27 US 1/ -20 X A HX 2A SS PLN 13 G 107453 AOI M NUT HX STD 1/4-20 304 SSP04— 13 H 107702 A01751 WSHR FLAT TYP-13 1/4 RE G — 13 1 107704 A01772 WSHR LOCK SPRN. STO — 13 -- PLN 24 K 07218F— SCR �b 16-16 X i/2 HX WA TEK-2 4-10 Lb Z4 L 072115 B03828 SCR — 10 X_ HX WA YT SS ................. WIRENUTS FOR 18 GA VARE 24 N ------------ 18 GATRED AND WHITE) WIRE 30' .............. A/R -F 0 30- WIREWAY KIT PN- FN-'-i5A-RTNO. I DWG a5CRIPTIOb! OTY I P 5-6119_ PU-974 WIP 0 116120 --- PU-975 WIREWAY COVER-- T-7-3. R 118875 ADVANCE 80 WATr--POWER SUPPLY 2 803a27 MS 1 4-20 x i mx ?:8 SE PLN 107453 A01773 . 3 _W __ -u' mx t'I 1) 1 14-20 . S, P. 4 1 07702 A01751 REG SS REG PLN 4 V 107704 A01172 WSHRLOCK SPRNG 1/4 STD SS WEG —PLN 4 1 !Nj 107179 A01773 NUT HX STD i/z-i3 ALUM. pLN 4 X CRATE * A/R- Z-U/ Z-//,)Z- I 7N :.... 1 POWER SUPPLY- 1 POWER SUPPLY- STEP # 1 ATTACH FIRST & LAST LETTER OF EACH SET TO WIREWAY AND MOUNTING CLIPS TO BACK OF WIREWAY WITH 3/8- BOLTS PROVIDED. SET IN PLACE ON 2nd LOUVER UP FROM BOTTOM AND DETERMINE PLACEMENT PER ARTWORK. 2 POWER SUPPLIES TOTAL STEP #2 USING #10-1/2" SELF DRILLING SCREWS PROVIDED MATCHDRILL THROUGH MOUNTING CLIPS TO ATTACH WIREWAY TO SECOND LOUVER FROM BOTTOM. EDO Vwsion: 1.1 REk4't1VF-D .4 FES 2 2 2005 PERMIT COUNTER .r-ROUTE CONDUIT BEHIND VERTICAL LOUVER SUPPORT THEN THROUGH WALL TO STEP #3 AC:::t-!!!f�TEP #4 MAKE WIRING CONNECTIONS BY CONNECTING PRIMARY. .ATTACH UPPER CUP OF LETTER TO MATCHING LOUVER LIKE COLORED WIRES TOGEATHER. ATTACH UOUID AS IN STEP #2. NOTE- UPPER CLIP MAY NEED TIGHT CONNECTOR AND .1/2- CONDUIT AS SHOWN. �TO BE ROTATED 180' AND ATTACH TO UNDERSIDE ROUTE CONDUIT UP & BEHIND VER11CAL SUPPORT .OF LOUVER. ATTACH REMAINING LETTERS TO WIREWAY. AND THROUGH WALL To PRIMARY. SECURE 0z" CONDUIT TO VERTICAL SUPPORT AS REOUIRED. Li 1!4 r 1 POWER SUPPLY WIREWAY KIT 11-36-520-0553 FN' - LART NO. DWG QE�gRIPTIQN P 11 —6120 PLJ-974 VAREWAY 0 TI PLJ-975 WIREWAY COVER 10'-9" R T1-8875 ADVANCE 80 WATT POWER SUPPLY s 020124 B03827 :- 20 —11 MS 1 �4 2A SS PLN 2— T 107453 Vi 7-73 NUT HX STO 1/4-00 4 S PLN "0 S 2 U 107702 A01751 WSHR FLAT TYP-074 REI S§_ REG PLN 2 1 V1107704 A01772 WSHR LOCK SPRNC 1 /4 STI) SS REG PLN 2 I W1107179 A01773 SID 1/2-13 ALUM. Ali X I X1 UN I A/R INSTALL KIT WIREWAY MOUNT 11-36-520-0552 FN - PART NO. I QWG QESCRIPTIQN CITY I ----- ---------------------- ----------------- ----- I ------------------ --- -------------- I a R SCREW 7 1�2�UTOUID TIGHT CONN 2 ------------------ 12 GA WIRE -To- ----------------- 1/2- uouio nGHT Cd )NDUIT -To- 7 ----------------- WIRE NUTS 20 81 ------------------ WIREWAY MOURWRT'—W 4 9 ------------------ 060 ALUM M57N—TINGBRACKET- 28 1 -LO 1 4. HARDWARE 14 11 ------------ 3 8-16 X P US —28 12 -------- — ----- 3 8 THREADED ROD 0 12- LONG 13 ------------------ 3 8 HARDWARE 29 14 ----- -------------------- z—__ 15 ----- ----------------------- 2 1/2 MOUNTING BAR SPACING XIPS STEP # 1 ATTACH FIRST & LAST LETTER OF EACH SET TO WIREWAY. ATTACH MOUNTING CUPS TO BACK OF EACH LETTER WITH 3/8- BOLTS PROVIDED. ATTACH MOUNTING BARS TO BACK OF WIREWAY. DETERMINE PLACEMENT ON WALL AND DRILL HOLES AS REQUIRED. UNT WIREWAY AND LETTERS TO WALL ING 3/8- THREADED ROD AND HARDWARE OVIDED IN KIT. MAKE ELECTRICAL CONNECTIONS ) CONNECT POWER SUPPLY TO PRIMARY. 1/2- LIQUID TIGHT CONDUIT TO PRIMARY. P;:-] \-A /7 n 0 —1 POWER SUPPLY. WIREWAY KIT 11-36-520-0573 FN PART NO. —9 -P-W—G CITY I P Ti r, i 1 —QESCRIPTIQN PU-974 WIREWAY 9*-10" 0 116120 PU-975 WIREWAY COVER T- 1-0 R TF88-75 ADVANCE 80 WATT POWER SUPPLY I S 020124 B03827 MS 1/4-20 X I HX 2A SS PLN 2 107453 A01773 NUT HX STO 1 4-20 304 SS PLN 2 107702 A01751 WSHR Fl PLN 2 V T07704 A01772 WSHR LC Wi 2 w 107179 A01773 NUT HX btu 112-13 ALUM. PIN 2 1 xf I I CRATE INSTALL KIT WIREWAY MOUNT 11-36-520-n.579 FN PART NO. _Qa__ DESCRIPTION CITY I ------------ ---- ----------------------- --- ----------- ----- -------------------- ----------- 10 x 3 8 SCREW :: 6 4 ----------- -- ----- 1 2 STR' UOUID TIGHT CONN 2 - ----------- ----- 12 GA WIRE 20' 6 ----- ----- - =-IT2- LIQUID TIGHT CONOUll 10 7 ----------- ----- WIRE NUTS 20 8 ----------------- 1 VAREWAY MOUNTING BAR 3 3 --2 ��`060 ALUM MOUNTING BRACKET 28 10 ----------- HARDWARE 14 5 x 7 ms ?ffl8-;:!T-HREADED 248 12 -------- �-= - ----- ROD 0 12' LONG 17 13 ----------- ----- 3/8- HARDWARE 29 14 ----------- — -------- — ------------- 15 R EJSiv E E D FEB 2 2 2005 PERMIT COUNTER F=HCrNAM&AMU= r lbe-LL Alelsov BMY NWN SrGN SYSTFAS 7400 Hmdem Road Eva a! 1, WA 98203 7 y 3 ZCF P,4c,;,r;e- Phone: 425.776.8835 8MYNCIMCM f'gc'z 6 BB6414CONU ENFORMAWN MOM AS PROVWED & AMOM BY 0WINM / IAMUMD / ARCHnWr. F11; M, no � 12 WALL SIGN INSTALL Nissan Wall Sign Installation Instructions 1. Care should be taken in unloading of the Nissan signs to insure that the ACM materials are not damaged. Caution: ACM materials are susceptible to dcmoge due to impact forces or improper methods of handling. 2. Inspect the sign prior to unloading to insure that oil parts are received in an undamaged condition 3. In sped and test light sign upon delivery. Notif� your ImapPoint acconot m;mW i . ramediately ofany problems. DONOTUSETRXJCK GENERATOR TO TESTLIGHT SIGN 4 Ensure that wau will support sip. btagePoint provides several optIona for fitstenim (Set 78W) The msta0w Is responsiibic for 'clecting &c proper ftsteners and kstairig diat it i's installed in accordance with bnn~s approved drawin&L Sign must be installed Lmid and at custoonces desiredlocaticiL The installer is also responsible for providing any additional structuri: on orbeldrul the wall to enswe smick-11 integritY. 5. Drill boles in wall to accomodate the required fasteners and electrical connectiom Faffmir toPface /win 4ndidslel"as correedy wN kadio &-W to 9he sign —d aWprerew d- sfVfro- b9f-9PvPff1Y Uodw 6. open sip face carefully, to ensure tbat the ACM material mid oil= cornponcrit of'sigafhoc we not damaged. 7. linstall fiame to wall taking we to atip the electrical holes flor p3oM placement of'sip and electrical components. Ron electrical connection dirotigb wA and connect to sign. Electrical conduk to the sign must conform to the re*&C-cum Offt Xational Electrical Code. Pdor to wirin& consuh the install drawings to determine the wilre and amperage reiluired for die sip. Cue should be talocrt to insure diat the wire is sized P90POlY to &M the maximum voltW drop does not exceed 3 % Consuft imagePoitift installation department should you need assistance in determining die proper wire size. hisure that ft sip is properly wired and grounded per lmagcPohWs histallation Drawings. & Close sip face. 9. NO2F-- In order to haure a see histaffallon, do not tw 4ight &a sign twft the savior vickgenerwor Adalitionally. pkaw Lwzwe &a L& &uck fi— a nd body — V umdedpropedy Wore con &xtft a ny uourk on the sfvL tried correctly 10. Test liglit the sip to insure that it has been propaly wircil and is fi Doing 11. Remove eyebolts and replace whh 1/2- bofts provided. 12. Clem entire sign to include sign ficas and - 13. Clean Site ofall histallation dcluis and repair any dama to the site caused by die installation. MOUNTING HARDWARE MASOMM WOW MCIAt 1/2- DOLTS THROUGH WALL 1/2- LAG BOLTS (SHIELDED) >< 1/2- LAG BOLTS 1/2- TOGGIL (6) 1/2" Dik FOOM REOV C q W% p 6e-LL WeISOA�' zi3zly P,4Cir;e- A/�/,y '741 z 6 SPECIFICATIONS 1. AREA IN SO FT. 150 2. LUMENS. 46.000 3. LUMENS PER SO FT* 767 4. VOLTAGE: 110 VAG 5. TOTAL CONN. LOAD- 3.3 AMPS 6. CIRCUITS. 1-20 AMP 7. SIGN IS TO BE WIRED WITH 14 GAGE AWM 105C PER DIAGRAM ON BALLAST. ELECTRICAL LEADS To BE 12 GAGE MTW WtRF- SIGN MUST BE GROUNDED WITH 14 GAGE GREEN WIRE. 8. MATERIAL SPEC*r-ATIONS,* ALUMINUM SHAPES 6063-TS ALUMINUM SHEETS 3003-HI4 STEM SHAPES ASTM A36 STEEL SKEET ASTM A591 STEEL TUBE ASTM A5008 9. PANT SPEC**ICATIONS:- INTERIOR: PAINT WHITE EXTERIOR: AS NOTED to. MAXIMUM DESIGN WIND LOAD,. 110 MPH It. EST. WEIGI-ff OF CRATED SMW. 720 LBS EST. WEIGHT OF UNCRATED SIGN: 600 LOS 12. CRATED VOLUME OF SIGN: 124.4 CU FT V0 19 R 5 8411 V E D FEB 2 2 2005 PERMIT COUNTER SMY NEON SWN SYSTEMS 7400 Hm� &arett, WA 98203 Mww- 42&776.M5 BEPAYNCO77CM BERRYNCO85LS EDD Venlon: 1.1 7t�5 SF MBS PYLON 25'-0" is, 25'-0" 9'-9" 7'-0" 7'-8" 3'-10" 11 0 6" — 10 13/1 r SIGN SPECIFICATIONS — 1. LAMPS: (9) F84—Tl2 CW/HO (6) F72—T12 CW/HO 2. BALLASTS:(l) BA B AL 696 AT (1) BA 8 AL 496 AT (2) BA B AL 372 AT 3. VOLTAGE:120 VAC 4. TOTAL CONNECTED LOAD: 12.5 AMPS 5. CIRCUITS: (1) 20 AMP 6. WEIGHT — HEAD — 1200 LBS COLUMN (EA) — 1500 LBS. 7. SERVICE SIGN BY: HINGED FACE 4'—1 1/2" 16--6" 2'-3 5/8" V-5 112" S-3 5/8" 2*-0" 0 2'-1" — 0 V-0" I 3 tf 5cqf Le- RECOVVENIDED SlIECA-ly 1001— 'R G--IF AAC-E DR 6" ',AIC !El NG SOC�<ET W"ElIC-i, OL� V.1ACI DIRVER 1— 3'-5" STANDARD WIND LOAD HIGH WIND LOAD COMPLETE PACKAGE: COMPLETE PACKAGE: 1 SIGNHEAD 1 SIGNHEAD, 2 COLUMNS 2 COLUMNS I BASECOVER 1 BASECOVER I INSTALL KIT: P/N: 11-36-520-9153 1 INSTALL KIT: P/N: 11-36-520-9158 (8) 5/8--10 X 2-1/2- A325 MACHINE BOLTS (8) 3/4--10 X 2-1/2- A325 MACHINE BOLTS (8) 5/8- FLAT WASHERS (8) 3/4- FLAT WASHERS (2) HEYCO DOME PLUGS (2) HEYCO DOME PLUGS (2) LIFTING ANGLES 2- X 3" X 3/8" (2) LIFTING ANGLES 2" X 3" X 3/8" (12) WIRE NUTS (12) WIRE NUTS (1) INSTALL PRINT (1) INSTALL PRINT (1) WIRING DIAGRAM (OWG# A39199) (1) WIRING DIAGRAM (DWG# A39199) (8) SWL: 1-1/4" X 36"ANCHOR BOLT ASSEMBLY (8) HWL: 1-1/2" X 36"ANCHOR BOLT ASSEMBLY NMI 1-11111--1 1. REMOVE BASECOVER. 2. SUPPORT THE WEIGHT OF THE LENS WITH A BRACE. 3. REMOVE (2) SCREWS FASTENED INSIDE THE BOTTOM OF THE LENS, AND DETACH THE SPRING. 4 ' CAREFULLY REMOVE BRACE, ALLOWING LENS TO SLIDE OFF OF BRACKET. LIFT AND REMOVE EACH LENS. 5. REPEAT FOR TOP LENS IF NECESSARY. FOUNDATION TYPE: WINDLOAD: EXCAVATION: (PER FOOTING) CONCRETE: (PER FOOTING) X "Y" Z., VERTICAL SLAB 110 MPH 3.1 CU. YDS. 3.1 CU. YDS. 4'— 0" S-0" 7'-0" VERTICAL SLAB 140 MPH 3.9 CU. YDS. 3.9 CU. YDS. 4'-0' 3 1 —0" 8'-9" BLOCK 110 MPH 5.1 CU. Yos. 5.1 CU. YDS. 4'-0" 8'-6" 1 4'-0" BLOCK 140 MPH 7.8 CU. YDS. 7.8 CU. YDS. 5'— 3 lo'—o" 4'-0" CAISSON 110 MPH 2.0 CU. YDS. 2.0 CU. YDS. o3*—O" — — — 7'— 9 " CAISSON 140 MPH 2.6 CU. YDS. 2.6 CU. YDS. 1 03'-0" — — — 9'-9" CAL CONNECTION ING SIGNHEAD VINDLOAD IN USING: 2" ASTM—A325 BOLTS OAD )N USING: 2" ASTM—A325 BOLTS kll��D- JAN 2 6 IK`05 PERK41T COUNTEP MOM= NAM & AMUM CqwNplbe,LL 1%1e-1S0A1 SMY NEON SWN SYSTEMS 7400 Hmqeson Rwd &a-ett, WA "203 Phanc 425.776.8835 BERRYNCO77CM 8 z 6 BEMYWO M 3 EDO V-1on: 1.1 Nissan P . ylon Installation Instructions MBS - Ships in Three Pieces 1-�Care should betaken in unloading of the Nissan signs to insure that the ACM materials are not damaged. Caution: ACMmaterials are susceptible to damage due to impactforces or improper methods of handling. 2. Inspect the sign prior to unloading to insure that all parts are received in an undamaged condition 3. Inspect and test light sign upon delivery. DO NOT USE TRUCK GENERATOR TO TEST LIGHT SIGN. Additionally, in order to ensure a safe installation, please ensure that truck frame and body are grounded properly before conducting any work on the sign. Notify your ImagePoint account manager immediately of any problems. 4. ImagePoint provides several foundation designs to meet site conditions. The installer is responsible for selecting the proper foundation and insuring that it is installed in accordance with ImagePoint's approved drawings. The tops of the foundations must be at the same elevation +/- 111. Also, the grade around the sign base must be level and structurally able to support the sign base cover. If these conditions cannot be met, contact your ImagePoint account manager for further instruction. If the location for the foundation has been back -filled, do not proceed with excavation without conducting a soil test by a qualified engineer. 5. Installation of foundation must follow the set back and right-of-way. Notify your ImagePoint account manager immediately if location of sign will not meet local code. 6. The Nissan pylon signs require that the anchor bolts be installed at the correct distance and remain in -line with each other. Failuretoplace anchor bolts correctly will lead to damage to the sign and mayprevent the signfrom beingproperly installed 7. Utilize fixture provided by ImagePoint to ensure proper placement of the anchor bolts. Retain fixture for future Nissan installations. Failure to use a template may result in mis-aligned anchor bolts, which can will result in an improper installation. 8. Set Anchor Bolts utilizing the fixture insuring that the correct depth will extend from the cured concrete. Brace the anchor bolts and frame so that the bolts remain in place during the pouring of the concrete 9. Set conduit in place as shown on the install drawings (detail A). Underground electrical conduit to the sign must conform to the requirements of the National Electrical Code. Conduit must be below the finished grade by 12" for rigid metal conduit or 18" for non-metallic conduit under soil and a minimum of 24" below driveways, parking lots or any other paved surfaces. NOTE: Conduit must be of sufficient size to contain electrical supply leads. (see note 15 below) 10. All concrete utilized for foundations shall have a minimum compressive strength of 3000 psi conforming to ACI guidelines. Concrete shall be mixed and placed in accordance with ACI's "Recommended Practice for Measuring, Mixing, Transporting and Placing Concrete" (ACI 304). Job site mixing of concrete is never to be used in installing any ImagePoint sign. Concrete should cure a minimum of 7 days before installation of the sign. 11. Cautiously lift columns vertically to prevent damage and injury utilizing the top shipping stand and remove the bottom shipping stand prior to placing on the anchor bolts. Hand tighten the anchor bolts to hold the bottom of the columns in place. Remove the top shipping stands and brace the columns so they remain plumb. 12. Remove shipping stand from sign head and replace with lifting angles. Lift sign head high enough to be able to reach the face screws underneath. Remove screws from bottom panel of sign head to allow the face to open. Lift sign head, place over columns and make electrical connection to columns. Lower signhead onto columns aligning the guide rods on the columns with the holes in the head. Insure that all seams are in line and the radius portions of the sign head and column are in alignment. Secure the sign head to the columns using the mounting hardware included with the sign package. 13. Tighten all bolts after the column and sign heads have been properly aligned. 14. Adjust spring screw at bottom of lens to bring lens flush with bottom of sigh cabinet. 15. Install non -shrink grout under the base plates insuring that there are no voids or large air pockets. 16. Prior to wiring, consult the install drawings to determine the wire and amperage required for the sign. Care should be taken to insure that the wire is sized properly to insure that the maximum voltage drop does not exceed 3 %. Consult ImagePoint's installation department should you need assistance in determining the proper wire size. Insure that the sign is properly wired and grounded per ImagePoint's Installation Drawings. 17. Fasten sign face back into place. 18. Test light the sign to insure that it has been properly wired and is functioning correctly. 19. Remove the bolts from the lifting angles, apply a bead of sealant around the hole and install the caps supplied to insure that the sign stays weatherfight. 20. Install base cover per ImagePoint's installation instructions 21. Clean entire sign to include sign faces, cabinet, columns, and base cover. 22. Clean Site of all installation debris and repair any damage to the site caused by the installation. F 4 4 < 4 L 4 DETAIL "A" SWL: 01 1/4" x 36" AB 112-7065-9054 HWL: 01 1/2" x 36" AS 112-7065-9055 ELEC. BY INSTALLER AND TO IOCAL AND NAT'L CODE REOUIREMENTS FOR WEATHERRROOFING AND SWITCHES. (DO NOT RUN TO CENTER OF PLATE. NO ELECIRICAL ACCESS IN COLUMN.) LENS TENSION SPRING AND SCREW ADJUST AFTER ASSEMBLY TO FLUSH LENS TO SIGNHEAD. GROUT TO BE NON —SHRINK, PRE MIXED MASTER BUILDERS "EMBECO" GROUT OR APPROVED EQUAL .L: 0 X 0 X J/8 STEEL TUBE IWL: 8" x 8" x 1/2" STEEL TUBE 7'-Q" BOLT & ELECTRICAL SPACING DETAIL (CRITICAL TO FIT) C q , p 6e/_L We-ISOv Z1.32,cF ?,4ci-r;4. Alwy 47'7 i�; Lplmv^lr.�z t.-,,4 ? ? o z 6 7 JAN 2 61V 05 PERMIT COUNTER MRY NEON SWN SYSTEMs 7400 Hardeson Road Everett, WA 98203 Mmm' 425.776.883n BEWYNca77CM BEAWWO85L3 Ic HO 11C N" R, .)(0 v C, ( A C, ki 91 IV I I" I I 7 vI 34 li�� Pl� It 11 ;I L 7- ��Iljgw mt Ill, ;4 Calculation per UAC 1997 Evoosuume: � Wind Load: Datw Z70005 Design Wind rem p= a Job Name: 0-15 24.34,�-,,: Location: 7 15-20 25.94 Calculated By., STEVE PLOUGH 213-25 �-27,32-;, Wind Load C�w 25-30 30-40 30.0&� Overall Heiaht 40-60 60-80 35.13 ---WdT— -M-Wa-' 80-100 3Mn He'97— Pressure PSF Force Lb. C/L Heiggrt- TERM= t .00 73.02 1;50 109.53 B 0.00 -0.00, 0.00 0.00 C 0.00 0.00 0.00 D 0.00 0.00 E 0.00 0.0W 0.00 0. 00 Totals 73.02 109.53 12 (Moment Lb. -Ft total) X -- 36 X.6 X 1.33 in3 For Double Pole Sign) 1 1000 1 n Descrlptlo of Pipe-fteq4red Wall Lb. I FL S;;. W Option A 11�1/27: SCH 40 PIPE Z71&- , 03281: Option B Foundation Calculation SImle Pole Sign p- 0.07 Double Pole Sign P, 0.04 tF. 1.500. A- 2.34 x P 0.037 A-- 0.201 13 x (Depth) (LaL PSF) (FW WkM) (Fto. LWIP) 0.200 2-121 0.101 8.785 d- A --- f+--SQRT --f+- —4.3 6 x h d= 0.683 2 A Footina Olmentlons Width: 1.5 Lenght 1.5 D&e-* 0.683 0.056937 Ea. Footing I PSVMTotal Concrete Required #Ofsag-s,-- "615 05f /00/,S R eall-I'v E D FEB 2 2005 -s t �5,,v Are4 PERMIT COUNTER BEMY WON SWN SYSTEMS r p e, I-L IV e- 0-'v 74M Hwdeftn kwd '? 7 e4w*tt, WA 98203 z 1� 3 z CF P4C-;,r;e- PhoW 42&77&=5 DWYNCO77CM 71OZ6 OBOYNC0850 r.1 f LANE ASFH4LT APPROVED AS NOT�D GocoTer> ot,3 P��m 111, �:RING 4GIN :11�:� 'oo- Date: PROPOSED BUILDING (RECONnGUR 2 WDE C* PAWTOMATCH BLULL x EXI��NG BUILDING 9,0 0 900ROOM W-'2Fr-r-,FA -41S G 14� A T T .4 ASRKT F),k )A, ------- 40 S/W LA� r 00tj S-0 1p PW44'51*W 661.81r YA -t� ct 24! ISLE I fill K �m DEP T J�o I a I—= mm ja 24! BE - DIMAY (19) NEW CAR D FFi=414.5 mssm -0- ,11 ASWT f—tICCEM AVOW 5z E -10F Asp WYN em \��w. . - .... 4- �E SHRUDS 24! MW Mi 24! DMW 7 => 7 ,.4 Mx c,.4 AS%49 U RE6ulb 1VED FEB 2 2 2005 a PERMIT COUNTER -777 Lto a TOM I TO 2 BLM tfIGH EX FENCE-- . ECOW6 , BLOCI * WW z :5: In STA= 109STA= EL-40 APAR17" SUADW �,J 8 Cqv^pbe-LL Ale-I:So,,,v 2 4 4 T H, S R E E T S . W- P,4 c- ; r; e- W 2 0 5 L S T R E t T Ed;�IAII/Z, k.,,4 f90Z6 )t f x 4' La ECOLOGY BLOCIC (STO(X 2 WGH) ne-s ,5 e- �c e- BWV W-M SIGN SYSM 74M HmiWm Rwd &avtt, WA 99M 'A'al #,j -oil CITY OF EDMONDS WILDING DEPARTMENT WORK��167 ADDRES.3 �IVO� ADD OWNEP-�� A pp� PPHOV01. tv 2003 EDITION IBC wMAC AMENDMENTS RECF.- VED FEB 2 2 2005 I PERMIT COUNTER IL I I 'F -5a7 17 N2k SSW Zy1w 2-1r?W 2 84" I'l-61 2-ma 8427 2J"7 2-M 7 23M FJ 2JM 2 8#29 604 o I ZmAn s sw 17-614 . 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YCE a =3 a C=O CME -:Wz 4. ,7 - 27 zisv;p 7#JW Apw. . . . . . ... 17-424 .7-226 sine 2J&U 17-425 2j&T5 2J= 17-426 C51, 2-TM J*J7TJ* 17-42 2j2yj &Vm BIM am 17-132 7" 7-429 4M= 17- .0 AM 2 4W IT- .7-25 zw 11 - 17-Z?1 17-37 17-4 17 AW4 2J zims N- 23m Z 2-Ts" Bayo 433 17- 23-404 2-VW -221 $029 2-WW 2-W7 1�0 8=7 3C 2JY21 2-V17 AIN 8fro M17 2-V26 o 2-W7 2W5 17-IW_'7 197 -741 -D 7 -25 17-26 7 -2a 17-" 430 7-440 24011 17-4 Lj IL- 7-27 8" 24& 812V k -442 4 24011 37� j 24111 24OJ2 240,215 241 tow =17-314 -502 1 N17 17-282 8005 -4, 7-500 1117-7 AW B" 7" 917-11 wjo 1 WIR. 117-501 1 -4 17-51 IZ::fl 7_9 17-10 2429W s 8204 1 BOO 17-10 7920 17 1 7wo 17-12 q 24206 M4 "12 242f2 24stj s 7918 wy 24218 24210 2480 s 7914 17-7" 17- 0 4 7-495 17-49,5 17-4-1 242- 242" � 7 242M - 242JI 8115 17-490 0 17-4ag 24-VO 24J72 8105 17-4M 17--487 24313 7Y35 75W 8129 P 17-4a3 17�48- 8127 ti- 17-4-74 �17-465 17- - 1 ?-472- g7-476 =30=30CMUC=3 a OC=uE=o 0 C=3 0 Cm a Cm a C= a C= 0 C=3 0 C= a 0 oC=GC:3D DC=20C=oC=d 745 4,A kE ed NOV. 1998 SHEET 16 S STORM SEWER SYSTEM MAP Scale 1') '300' map, p ALISIS DOWMS XEAM At MAP GENERAL STRUCTURAL NOTES GENERAL: THE FOLLOWING STRUCTURAL NOTES ARE SUPPLEMENTARY AND ARE NOT INTENDED TO SUPERSEDE THE SPECIFICATIONS AND/OR DETAILS SHOWN ON THE DRAWINGS. CODE: ALL CONSTRUCTION SHALL CONFORM WITH THE INTERNATIONAL BUILDING CODE (IBC) 2003 EDITION. DESIGN LOADS: BASIC WIND SPEED 85 MPH (EXPOSURE C) SOIL 2000 PSF (DESIGN BEARING) 200 PCF PASSIVE SOIL PRESSURE CONCRETE: THE SELECTION OF MATERIALS FOR, AND THE MIXING AND PLACING OF ALL CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, 2003 EDITION. MATERIALS SHALL BE PROPORTIONED TO PRODUCE A DENSE, WORKABLE MIX HAVING A MAXIMUM SLUMP OF 4 INCHES, WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS -FREE SURFACE WATER. WATER -CEMENT RATIOS FOR VARIOUS CONCRETE STRENGTHS (fc) SHALL BE AS SHOWN BELOW. CONCRETE STRENGTHS SHALL BE VERIFIED BY STANDARD 28-DAY CYLINDER TESTS. A WATER REDUCING ADMIXTURE, CONFORMING TO I.B.C. SECTION 1903.6, SHALL BE USED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. AN AIR ENTRAINING AGENT, CONFORMING TO I.B.C. SECTION 1903.6, SHALL BE USED IN ALL CONCRETE MIXES FOR WORK WHICH IS EXPOSED TO EARTH OR WEATHER. THE AMOUNT OF ENTRAINED AIR SHALL BE 5 % +/- I% BY VOLUME. THE CONCRETE SHALL BE AS FOLLOWS: MAX. GALLONS OF WATER PER SACK MIN -SACKS MAX. GALLONS OF OF CEMENT WHEN OFCEMENT fc WATER PER SACK USING AIR PER SPECIAL (psi) OF CEMENT ENTRAINING AGENT CUB. YD INSP. 3000 6.0 5.5 5.5 NO STRUCTURALSTEEL: STRUCTURAL STEEL: SHALL BE ASTM A-36, Fy= 36,000 PSI EXCEPT PIPE SHAPES SHALL BE ASTM A501, FY=36,000 PSI, A-53, GRADE B, TYPE E OR S, Fy= 35,000 PSI AND TUBE SHAPES SHALL BE ASTM A500 GRADE B, Fy= 46,000 PSI. DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE "A.I.S.C. SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS". ALL BOLTS SHALL CONFORM TO THE LATEST ASTM SPECIFICATION A325, BOLTS 3/4-INCH DIAMETER UNLESS NOTED OTHERWISE. ALL WELDING SHALL CONFORM TO THE LATEST EDITION OF THE A.W.S. D1.1 "STRUCTURAL WELDING CODE". ALL WELDS SHALL BE 3/16" MINIMUM UNLESS OTHERWISE NOTED. WELDING ELECTRODES SHALL BE E70XX LOW HYDROGEN ELECTRODES FOR MANUAL SHIELDED METAL -ARC WELDING OR EQUAL ELECTRODE FOR OTHER WELDING PROCESSES. WELDED JOINTS SHALL CONFORM TO A.W.S. PREQUALIFIED JOINT DETAILS FOR WELDED CONSTRUCTION. ALL WELDING SHALL BE PERFORMED BY W.A.B.O. CERTIFIED WELDERS. ALL STRUCTURAL STEEL AFTER FABRICATION SHALL RECEIVE (1) SHOP COAT OF AN APPROVED PRIMER AND (1) FINISH COAT AFTER ERECTION. COLOR AND PAINT IN ACCORDANCE WITH OWNERS INSTRUCTIONS. FIELD BURNING OF HOLES IS NOT ALLOWED WITHOUT INSPECTION BY ENGINEER. PROVIDE WASHERS ON ALL BOLTED CONNECTIONS. ALL STEEL NOT EMBEDDED IN CONCRETE OR MASONRY TO RECEIVE ONE SHOP COAT OF AN APPROVED PRIMER PAINT, APPLY TWO COATS OF HEAVY ASPHALTIC PAINT TO ALL STEEL EXPOSED TO EARTH. -,;;,..MISCELLANEOUS: T RA TOR SHALL VERIFY ALL DIMENSIONS AND ALL CONDITIONS AT JOB SITE INCLUDING BUILDING AND SITE CONDITIONS BEFORE C COMMENCING WORK AND BE RESPONSIBLE FOR SAME. ALL DISCREPANCIES SHALL BE REPORTED TO THE ENGINEER BEFORE PROCEEDING m THEWORK. UNLESS, EXPRESSLY STIPULATED, NO ADDITIONAL ALLOWANCE WILL BE MADE IN THE CONTRACTOR AND/OR MANUFACTURER'S WITH R_ BY VIRTUE OF ERRORS, AMBIGUITIES AND/OR OMISSIONS WHICH SHOULD HANIE-BEEN-DISCOVERED DURING -THE PREPARATION OF -BID ZSTIMATE AND -DIRECTED TO THE ATTENTION - F TH 0 E ENGINEER IN A TIMELY MANNER. ANY ERRORS, AMBIGUITIES AND/OR OMISSIONS IN THE DRAWINGS OR SPECIFICATIONS SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY IN WRITING. NO WORK IS TO BE STARTED BEFORE CORRECTION IS MADE. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACINGS AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS HAVE BEEN INSTALLED. THE CONTRACTOR SHALL COORDINATE WITH THE BUILDING DEPARTMENT FOR ALL BUILDING DEPARTMENT REQUIRED INSPECTIONS. DO NOT SCALE DRAWINGS. USE ONLY WRITTEN DIMENSIONS. THE DETAILS SHOWN ARE TYPICAL AND SHALL BE USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOWN. VARIATIONS AND MODIFICATIONS TO WORK SHOWN ON THESE DRAWINGS SHALL NOT BE CARRIED OUT WITHOUT WRITTEN PERMISSION FROM THE ENGINEER. THIS DRAWING IS THE EXCLUSIVE PROPERTY OF THE ENGINEER AND CAN .BE REPRODUCED ONLY WITH THE PERMISSION OF THE ENGINEER, IN WHICH CASE THE REPRODUCTION MUST BEAR THEIR NAMES AS ENGINEER. .PREFABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MANUFACTURERS RECOMMENDATIONS. '20n Gwmw� m --a ;a 00 -A 0 rj, C14 rn ::o 1 1/2" 04 04 1 3'19 1/8" HSS 8x8x3/8 — - -� S--, 1 SIGN 3�-9 1) 3' SIGN ELEVATION- 1/4" = 1 �-O" 1 1/2" HSS TUBE STEEL *� �f Zb W�bl K7,7- PIPE PER ELEVATION I ) - (4) 1-1/4" 0 A.B. EMBED 36" INTO CONCRETE FOOTING. l'-5" x l-5" x 1" THICK BASE 1/411 DETAIL -01, SUBMIT ALL SPECIAL INSPECTION REPORTS TO CITY BUILDING INSPECTOR ON A WEEKLY BASIS LL. cl) :3 w 0 z �uu�w 02/07/05 EXPIRES 4 / 13,� m Z-m 0, Z 0 .j LLI Z Z j 4 j LU (j) CL 0. 720) N z 0 Lu 2 Z z 0 w co DATE: DRAWN BY: CHECKED BY: SCALE: A PROJECT NO: SHEET NQ 0"% A SW114, SE114 -S t EC.31) T.27N., R.4E, W.M. SNOHOMISH COUN7T WASHINGTON LEGE)VD (& MONUMENT 03 WATER METER (UNLESS NOTED OTHERWISE) C )Td TELEPHONE MANHOLE a is PROPOSED STORM DRAIN CATCH BASIN (CB) El @ STORM DRAIN CATCH BASIN (CB) 0 SANITARY SEWER MANHOLE 0 POWER POLE FIRE HYDRANT WA TER VAL VE WEILAND FLAG 0 EXISTING TREES WDF WOOD FENCE CLF CHAIN LINK FENCE TBR TO BE REMOVED UNGD UNDERGROUND SF SQUARE FEET EXISTING DRAINAGE PATTERN OHP OVER HEAD POWER _ss—ss— EXISTING SANITARY SEWER PROPOSED SANITARY SEWER VERTICAL CURB PROPOSED STORM DRAINAGE _o—so— EXISTING STORM DRAINAGE ---------- ----------- EXISTING WATER LINE w—w— PROPOSED WATER LINE PROPOSED PROPERTY LINE PROPERTY LINE —x—x—x—x—x— FENCE LINE IN\ EDGE OF PAVEMENT - - - - - - - - - - - - - - - - - - EASEMENT LINE ----------------------- ADJACENT BOUNDARY LINE PARCEL LINE rx-771 PROPOSED CONTOURS - - - - - - - - - - - - - - - - - - EXISTING INDEX CONTOURS ---------------------------------- EXISTING CONTOURS - - - - - - - - - - - - - - - - - - 9U)LDING SET84CK LINE (9SBL) R/w - - - - - - - - - - - - - - RIGHT-OF-WAY -c- CENTERLINE - - - - - - - - - - - - - - - - - - BUFFER - - - - - - - - - - - - - - - - - - NGPA PROPOSED ROAD WEILAND SIDEWALK PROPOSED ROCKERY NOTES: 1.) THIS SURVEY HAS BEEN PREPARED FOff THE EXCLUSIVE USE OF PARTIES WHOSE NAMES APPEAR HEREON ONLY, AND DOES NOT EXTEND TO ANY UNNAMED THIRD PARTIES WITHOUT EXPRESS RECERTIFICATION BY THE LAND SURVEYOR. 2.) BOUNDARY LINES SHOWN AND CORNERS SET REPRESENT DEED LOCATION, OWNERSHIP LINES MAY VARY. NO GUARANTEE OF OWNERSHIP IS EXPRESSED OR IMPLIED. 3.) THIS SURVEY WAS PERFORMED WITHOUT THE BENEFIT OF A TITLE REPORT AND DOES NOT PURPORT TO SHOW ALL EASEMENTS, RESTRICTIONS, RESERVATIONS, AND OCCUPATION WHICH MAY ENCUMBER TITLE TO OR USE OF THIS PROPERTY 4.) THE LOCATION OF UTILITIES AS SHOWN SERVING THE SUBJECT PROPERTY HAVE BEEN TAKEN FROM PUBLIC RECORDS. WE CANNOT CERTIFY TO THEIR ACCURACY ANDIOR COMPLETENESS. BEFORE COMMENCING CONSTRUCTION INVOLVING EXCAVATION OR REMOVAL OF EXISTING STRUCTURES, CALL A LOCATING SERVICE OR 1-800-424-5555 FOR VERIFICATION OF UNDERGROUND UTILITY LOCATIONS. N A_ 23AVIREET SW w E 104 ___T S 244TH STRIEET SW N 200TH STREET Al incTu LAKE BALLINgER SITE .CONS TR UCTION SEQ UENC- 1. ARRANGE AND ATTEND PRE-CONSTRUCrION MEETING WITH CITY OF EDMONDS ENGINEERING INSPECTOR. CALL THE ENGINEERING INSPECTION LINE (425 71-0220 EXT. 1326) TO ARRANGE FOR MEETING, 2. CALL 1-800-424-5555 FOR UTILITY LOCATION MARKINGS PRIOR TO STARTING CONSTRUCTION. J. REVIEW DEVELOPMENT APPROVAL STAN)ARDS FOR EROSION AND SEDIMENTATION CONTROL. 4. FLAG PROPERTY LINES AND CLEARING LIMITS. CALL FOR UTILITY LOCATES. 5. INSTALL ROCK CONSTRUCTION ENTRA�,E PER PLAN. INSTALL FILTRATION DEVICES ON DOWNSTREAM CATCH BASINS PRIOR TO CLEARING SITE. 6. INSTALL SITE SEDIMENT CONTROL WIT�, SILT FENCE ALONG THE EDGE OF CLEARING AT ANY POINT WHICH SLOPES TO OFFSITE PROPERTY DURING CONSTRUCTION. DETERMINE IN FIELD. �ETENTION PIPES AND OUTLET CULVERTS SHALL BE INSTALLED AT THIS TIME TO PROVIDE THE REQUIRED SILT CONTROL VOLUMES. NOTE. EXPOSED SITE SOILS SHALL BE S ABILIZED DAILY AS DESCRIBED IN THE TESC PLAN NOTES AND PRIOR TO LEAVING THE SITE FOR THE WEEKENDS. 7. REMOVE CONSTRUCTION DEBRIS FROJBUILDINGS FOUNDATIONS AND ASPHALT PAVING TO COUNTY APPROVED DUMP SITE. 8. ROUGH GRADE SITE PER GRADING PJN. PLACE SUBSURFACE ROCK LAYERS OVER SOILS AS SOON AS PRACTICAL, 9. CONTRACTOR SHALL PROVIDE PROPER DUST CONTROL MEASURES DURING CONSTRUCTION AS DIRECTED BY THE CITY INSPECTOR, 10. INSTALL SANITARY SEWER SERVICE, It E RESPECTIVE WATER UTILITIES AND THE REMAINING STORM CONVEYANCE PIPES AND BASINS, i i. REMOVE ALL ACCUMULATED, SILT IN E TWO (2) DETENTION SYSTEMS AND PLACE IN FULL OPERATION WHEN THE RISK OF SOIL EROSION IS PASSED. 12. INSTALL OTHER UTILITIES. I '�,TER SERVCES, ETC. 13. CONSTRUCT THE FOUNDATION OF MY tfUlLUINU -- INSTALL ROOF AND FOOTING DRAINS. 14. FINISH GRADE AND PAVE PARKING A�EA. 15. HYDROSEED, MULCH AND PLANT LA SCAPE. 16. BOTH DETENTION PIPES S�ALL BE EANED By VACTOR TRUCK AND FLUSHED PRIOR TO PLACEMENT INTO FULL OPERATION. 17. REMOVE REMAINING TE.S.C. IMPROV�fENTS AFTER THE RISK OF SOIL EROSION HAS PASSED & SITE HAS BEEN STABILIZED AND APPROVED BY THE CITY DEVELOPMENT INSPECTOR, NOTE, CONTRACTOR SHALL BE RESPONSPLE FOR LOCATION ALL EXISTING SEWER, WATER AND POWER UTILITIES WITHIN THE PROPOSED CONSTRUCTION AREA PRIOR TO 9 ARTING WORK. UTIL177 CONFLICT NOTE. - THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT, BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS AND 0 ALL.' 4 8 HOURS THEN 1-800-424-5555 SHALL INCLUDE CALLING UTILITY LOCATE @ POTHOL/NG ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. BITFORE YOU DILGT LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO 800-424-5555 VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT TO RESOLVE ALL PROBLEMS PRIOR KSMN SURVMRS, INC. TO PROCEEDING WITH CONSTRUCTION. REV. NO. I DESCRIPTION ,BENCHMARKS TBM /_h CUT SCRIBE IN CONCRETE- WALK M111 30' PERPENDICULAR TO EDGE OF ASPHALT VERTICAL DATUM 35.7' SW OF LIGHT POST ELEVA71ON = 412.84' BM SNOHOMISH CO UNTY POINT ID: GR31099-80 WSOOT BRASS DISK IN THE SOUTHWEST END OF WESTERLY CONCRETE SIDEWALK 0 THE VERTICAL DATUM INI`ERSECTION OF SR104 AND HIGHWAY 99 ELEVA77ON = 431.99 E OUIPMEATAiVD PROCEDURE METHOD OF SURVEY SURVEY PERFORMED BY FIELD. TRAVERSE INSTRUMENTATION LEICA TCRM-1105 ELECTRONIC TOTAL STATION PRECISION MEETS OR EXCEEDS STATE STANDARDS WAC 322-130-090 BASIS OF BEARING THE MONUMENTED CENTERLINE OF 847H AVE, AS THE BEARING OF N 0019'47' E, PER R.O.S., VOL. 26, P. 297, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. SHEETINDEX: SHEET 1 OF 8 .......... COVER SHEET SHEET 2 - - OF 8-.-.—..-.,.;-.-.-.GRAD1NG -AND T.E.S.C. PLAN -- SHEET 3 OF 8 .......... GRADING AND T.E.S.C. NOTES AND DETAILS SHEET 4 OF 8 .......... DRAINAGE PLAN SHEET 5 OF 8 .......... DRAINAGE NOTES AND DETAILS SHEET 6 OF 8 .......... UTILITY PLAN SHEET 7 OF 8 .......... DETAILS SHEET 8 OF 8 .......... DETAILS Resubmittall for Fire 0 F1 Hydraulic Calculations (Fire'Flow) El Cut Sheets El Fire Sprinkler El Fire Alarm Vother (describe) RECYCLING COORDINATOR - 11A V *4 IL4f L41V4 --71 STEVE FISHER Thank APPRIIVEa FOR CONSTRU ' Z_ I- C>- c9d- (3 -71, CI5--fNGINEER ENGINEERISURVEVOR.- WESTERN ENGINEERS, INC. 13000 HIGHWAY 99 SOUTH EVERETT, WA 98204 TELEPHONE 1: (425) 356-2700 FAX 1.- (425) 356-2708 CONTACT' JOHN C. MCDONNEL OW)VERSOFIATEREST- CAMNEL PROPERTIES, L.L,C. 24329 HWY. 99 EDMONDS, WA 98026 APPLICAATICOATACT. DRICO CONSTRUCTION. P.O. BOX 1430 MUKILTEO, WA 98275 MR. GALEN DRIES RECEIVED TEL.J(425) 745-9117 JUN - 4 2004 LEGAL DESCRIPTIOjV: PORTIONS OF LOTS 16 AND 17, LAKE MCALEER 5 ACRE TRACTS, AS PER PLAT RECOR PERMIT COUNTER IN VOLUME 5 OF PLATS, PAGE 48, RECORDS OF SNOHOMISH COUNTY WASHINGTON. UM THIS TOPOGRAPHIC SURVEY DOES NOT PURPORT TO BE AN ACTUAL BOUNDARY SURVEY. THE BOUNDARY WAS COMPUTED PER R.O.S., A.F. NO. 2360796. TAXACCOUATMO,(S). MEADDRESS., 49110000170100 24392 HWY 99 49110000170902 JUli 0 3 2004 EDMONDS, WA. 9a 49110000170209 49110000160804 WESTERN FNGINCE�S�', iNC.. 49110000160200 INITIALS DA TE EDMONDS FILE # D04-006 COVER SHEET (425) SAWe -41,, Wev-tern a I neers 356-2700 1 Ei 491L j Inc. 121137 ST;: LAND USE CONSULTANTS AL CIVIL ENGINEERS a LAND SURVEYORS ***13000 HWY 99 SOUTH, EVERETT, WA., 98204*** IRES 10/13/0� fi .1 IWA Mi ATE IN SW 1149 SE 114, SEC. 31, T.27N.j *R.4E, Y(,Af. SNOHOMISH COUNTYt WASHINGTON DWN. BY DA TE REV. BY DATE PROJECT MANAGER ICALE WRC 610 3 1 WSR 9125103 J. C. MCDONNELL ZRAWING FILENAME CHK. BY I F.B. NO. JOB NO. � '. '' QwT. NO. n"Z.41)OOA CC MAII� 1/1A j 77 r, — D n-q—Anfi—A 11." ^0 TESC DETAIL TABLE CLEARING LIMITS MULCH &IOR STRAW MA TTING STRAW BALE BUFFER ZONE INTERCEPTOR TRENCH W1 ROCK CHECK DAM & HAYBALES VEG PRESERVE NATIVE VEGETATION P �L PLASTIC COVER TEMPORARY CONSTRUCTION ENTRANCE S-F SIL T FENCE 0 C131 CATCH BASIN INSERT S W 114) SE 114 .31., T.27N, R.4E., W.M. t SEC SNOHOMISH COUA17Y WASHINGTON CENTER SECTION 31 C/) S R ol 14 N8 7"1 SCALE: 1 30' Imm loommommilillimmd 11 boom 1 0�' 0 30 60 Y WATER LINE CAStMOVt 100, PER AF# 838042 11 5' SEVER EASEMENT 11 PROPOSEd 6 1 0 - - - - - - - - - 15' SE WER EASEMENT CLEARING LIMITS E&6fdW6Z6dkl --\ NOT SHOWN SEE SHEET 4 AND x PER AF# 1588219 (TYPICAL) ASPHALT N 91 -1 0'26' x F 16 7.15, 0`4 TE=419.05 ___f _cv, 6", 417.1 X 'x =417.1 N X 8'CLF N P7* (( _; � � X _ �2_� 26��8'1 E W_ X X S .39 ['26 V so 4"(E)=418.71 SF Lo -1'('N)=418.67 50' SD I SD P3' 7AASPH T 7711�177 71-7-17717'7 c:d corne J=E=. N W_ luco / T\ C:) N ff' WATER LINE EASEM NT rR AF# 864187 0 0 / 7'11 5 7 7! 'Z_ -\4 - - - - - - - - - - - - - - - - - I - TESC.CONTRACTORN NQTB�i: ----------------------------- --------- 7- 0) NORTH LINE SOUTH 112 LOT 17 - - - - - - - - - EXISTING HOP 1. TEMPORARY CONSTRUCTION ENTRANCE SHALL BE 100' LONG. ) i I NORTV NE SDUTH 1�,? LDT I SHALL BE PER EDMONDS STANDARD DETAIL E1.2. rrT (F.19.R. III, - I I I 2. TEMPORARY CONSTRUCTION ENTRANCE �x No _77/_ I_Z_IZ�F 3. CONTRACTOR SHALL PROVIDE PROPER DUST CONTROL MEASURES AS Z-Z/--/ 417- 7x DIRECTED BY THE CITY INSPECTOR. Ln Fc EXISTING SIDL:WALI< DAMAOED UY CONTRACTOR 5IIALL Ur- REPLACED 4. x BOTTOM 6F PROPOSED AS DETERMINED BY CITY INSPECTOR. q�t:,lE=415.32 x 5. CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATION ALL EXISTING SEWER, ASPHALT BUILDING I FOOTING ASPHALT \ 117,10 17 ELEVATION VARIES WATER AND POWER UTILITIES WITHIN THE PROPOSED CONSTRUCTION AREA /412.5 MIN\ (r.8.R.) 4a 00 GP >< _41Gp MAX, PRIOR TO STARTING WORK. \_7 7\ 6. FOR INSTALLING DETENTION STURCTURES, SEE DRAINAGE PLAN SHEET 4. 1 , P-2 \L x x ' \ cl cl� x-l-'�17-A - FF=415.8 FF= 4 1 15 9 x 7 (T R P � ICZ TO RF REMOVED OR ABANDED IN PLACE. UTILITY NOTE: PIPE LOCATIONS WITHIN 244th STREET SW, ARE BASED UPON FIELD LOCATES PROVIDED BY "DIAL -A -DIG" DURING THE WEEK OF -MAY 20, 2004 Ill CALL 48 HO URS BEFORE YO U DIG 1-800-424-5555 E-1 11 4jq x IN 88*37'32, W 95,02' Q) Q� _K METAL COVERED STORAGE J. SLDPE AND SIDEVAL PROPOSED ECOLOGY BLOCK -EASEMENT 1717=Al A JZ% STORAGE NOT SHOWN SEE SHEL7 4 �ffR AF# 895814 & SHUV�ROC�ll (T. 4F\# 898629 ASPHA\LT�, ASPHALT -2rL CELLULAR TRANSMISSION TOWER G SHOWROOM FENCED - DO NOT DISTURB U-) NOTIFY ----- PHONECOMPANY EX C3, NO IMFO PRIOR TO ANY GRADING OR UTILITY -415'-- 6'CL N T)P INSTALLATIONS 414.4 OF 4 ON( �f I x 50' IL 'q]6 lx_ A' "PHAL! N (T B.R. I v- \1 I SILT FENCE ...... (TYPICAL) SHOWROOM USED x /X CAR SALES X ------ x (T.B.R.) co CD C6 AJPHAL�, FU CONSTRUCTION \-S ENTRANCE -'\ � _\ CONIC ASPHALT -rj _7 2 r ASPHALT ASPHA p N CC A 1 CZ Q I (T O.R. 3 EX WATER SERVICE C) ASSUMED (0) CD 6 p ___415- INSTALL DETENTION STRUCTURE t= STEPS -41,5- - -415 FOR SILT CO]yTROL IL 'H20 S ERATOR 4) ASPHALT,,, -414- 51 W TE E7V7414- - ASPHALT -414- __pE QQ) 1131 _SF- Lo Ln _k ASPHALT -413- -413- -- - - - - - - - - - - - - - - - - GRASS - - - - - --- %�_ - - - - _�: YALT - - - - ASPHALT -412- - - _409- co- (A 411- - -411 410- X _Iz-, PLAN -411 -410- - FLANTER _409- S/W FH wV 40 SD -S w co SD W W SD 8-e 4�r TYPE I (IL GRATE= 1. 1 'CONC(SW)=407.75 SD 12"CONC(S)=407.37 18"CONC(E)=404.70 S WV SD SD S SD SID SO GRATE=408.64 s -Ss -TYPLS� sS-SS-SS_sS_s SD SD -D TBM CUT SCRIBE IN CONCRETE WALK TYPE 1 18 " FM _Ss_SS_s S 30' PERPENDICULAR TO EDGE OF ASPHALT 2 4 4 T H S T Rr-'_ E, E T S W J. 1211 = 4 0 5. 6 GRATE= 409. 19 GRATE=407.56 cz) I TYPE41 # 8 =406.2 18 C W =403.8 12"(S)=405.4 35.7' SW OF LIGHT POST VFRTIrAl r)AT11M p ggi - - _&__44: =40J.8 8"(N)=405.3 SSMH RIM = 407.44' Gy;pA =404 96 PROPOSED ECOLOGY BLOCK NOT SHOWN SEE SHEEf I O� Ll M a', U c) �u c) C) z 8 kgl� rlNqV�l EX. PARKING CCORNER OF EX. STRUCTURE RF-CEIVED juN - 4 2004 PERMIT COUNTER RECYCLING COORDINATOR _IIIt 1, 1 - STEVE FISHER APPR.,0VF,D FO CITY, -ENGINEER rd m JDATE 'CTION /' 104 ItATIE r_LtVAUUPl = 'fIZ-O't Iz G UD.,V =-466.19' - - 11 " - ..... N 2 0 5 T H S T R E E T 12" 0 - 12,' ))=402.81 TAXACCOUATNO.(S). =ADDRESS.I C N)=405.2 INV. (E) = 400.03' - - E .1-21 - PRINci i�'J I /r_m CTION ENTRANCE PER EDMONDS DTL E1.2 GRADING Q UANTITIES: CUT: 2,390 Cu. Yds. FILL: 2,6 75 Cu. Yds. (GRADING QUANTITIES ARE ROUGH CALCULATIONS WHICH DO NOT ACCOUNT FOR SOIL SWELLING & SHRINKAGE.) 1.) CUT MAY BE SPREAD ON SITE WITH THE EXCEPTION OF THE DRAINFIELD & RESERVE AREAS. 2.) ANY SOIL REMOVED FROM THE SITE MUST BE HAULED TO A COUNTY APPROVED SITE. - 717-' 1 REV. NO. I DESCRIPTION EXPIRES 10/13/05 Western (425) 0 1 ,,qrvgygrs, 356-2700 If 0: ln-c. LAND USE CONSULTANTS CIVIL ENGINEERS o LAND SURVEYORS INITIALS I DATE I *** 13000 HWY 99 SOUTH * EVERETT * WA * 98204 *** q�iIIUUUUl1UlUU 24392 HWY 991 49110000170902 'YolA EDMONDS. WA. 98026 49110000170209 49110000160804 INC 49110000160200 EDm --Mg # D04-000 GRADING AND TESC PLAN CAMPBELL NELSO-N IN SW 114, SE 114, SEC. 31v T.27N. 4-0. w3f. .SNOHOMISH COUNTY, WASHINGTON DWN. BY DA TE RE V. BY DATE PROJECT MANAGER P.CALC WRC 6103103 5 CJ 5126104 J.C. MCDONNELL 1 30' DRAWING FILENAME CHK. B Y F.B. NO. JOB NO. T NO. 03403BASE.DWG icm 335-B 03-408-A of I .................... DEVELOPMENT --APPROVAL STANDARD FOR BROSION AND SEDI MENTATION CONTROL (ESC) A: ES4 MINIMUM REQUIREMEWS ALL ACTIV177ES NECESSITATING A CLEARING OR GRADING PERMIT AND ALL UTILITY PROJECTS I- CONSISTING OF MORE THAN 500 LINEAL FEET OF TRENCH EXCAVA71ON SHALL BE REQUIRED TO CONTROL EROSION AND SEDIMENT DURING CONSTRUCTION AND TO PERMANENTLY STABILIZE EXPOSED solL RESUL71NG FROM CONSTRUC71ON PROUECTS INVOLWNG A CRI77CAL AREA MAY ALSO REQUIRED TO COMPLY WITH ANY COMBINATION OF THE ESC MINIMUM REQUIREMENTS. COMPLANCE WILL BE DEMONSTRATED THROUGH THE IMPLEMENTA77ON OF AN APPROVED ESC PLAN ARE PROVIDED IN THE MANU4. THE PLAN MUST ADDRESS THE FOLLOWING REQUIREMENTS., I. ESC MINIMUM REQUIREMENT - CONSTRUC77ON ACCESS ROUTE CONSTRUCTION VEHICLE ACCESS SHALL BE, WHENEVER PR40CAL, LIMITED TO ONE ROUTE. ACCESS POINTS SHALL BE STABILIZED WITH QUARRY SPALLS OR CRUSHED ROCK To MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBLIC ROADS. IF SEDIMENT IS TRANSPORTED ONTO A ROAD SURFACE, THE ROADS SHALL BE CLEWED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA WITHIN 24 HOURS. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. Z ESC MINIMUM REQUIREMENT - STABILIZA77ON OF EXPOSED AREAS. ALL SOILS EXPOSED BY LAND DISTURBING ACTIWTIES SHALL BE STABILIZED BY SUITABLE APPLICATION OF LIMPS, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING, OR OTHER VEGET47ION, PLAS77C COVERING, OR MULCHING. ALL BMPS SHALL BE SELECTED, DESIGNED, AND MAINTAINED IN ACCORDANCE WITH THE MANUAL. THE EXPOSED SOILS SHALL BE STABILIZED ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN TWO DAYS FORM OCTOBER I THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS FORM MAY I THROUGH SEPTEMBER 30). J. ESC MINIMUM REQUIREMENT - PROTEC77ON OF ADJACENT PROPERTIES. ADJACENT PROPERIIES SHALL BE PROTECTED FORM SEDIMENT DEPOS177ON BY APPROPRL47E USE OF VEGETA77VE BUFFER STRIPS, SEDIMENT BARRIERS OR FILIERS, DIKES OR MULCHING, OR BY A COMBINATION OF THESE MEASURES AND OTHER AppRopRk47E BMpS. 4. ESC MINIMUM REQUIREMENT - MAINTENANCE. ALL EROSION AND SEDIMENT CONTROL BMPS SHALL BE REGULARLY INSPECTED AND MAINTAINED BY THE OWNER TO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL MAINIENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE WIT THE MANUAL. 5. ESC MINIMUM REQUIREMENT - OTHER BMPS. AS REQUIRED BY THE CITY, OTHER APPROPRI47E BMPS TO MITIGATE THE EFFECTS OF INCREASED RUNOFF SHALL BE APPLIED, 6. EROSION AND SEDIMENT CONIROL REQUIREMENT - UNDERGROUND UTILITY CONSTRUCTION. THE CONSTRUCTION OF UNDERGROUND U17LITY LINES SHALL SPECIFICALLY ADDRESS THE FOLLOWING. A. EROSION CONTROL FOR EXCAVATED AND STOCKPILED M4TERIALS, B. THE PLACEMENT OF EXCAVATED MATER14L WHERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES, C. TRENCH DEWA7ERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT PONDS, OR OTHER ACCEPTABLE MEANS, D. TRACKING AND SPILLING OF MATER14LS ON STREETS DUE TO HAULING, E. DAILY CLEANUP AND STREET MAINTENANCE. Z ADD177ONAL ESC MINIMUM REQUIREMENTS FOR LARGER DEVELOPMENTS. ALL NEW DEVELOPMENT AND REDEVELOPMENT THAT INCLUDES LAND DISTURBING AC7TWI7ES OF GREATER THAN, OR EQUAL TO, ONE ACRE IN ADDITION TO MEErING THE MINIMUM REQUIREMENTS SET FORTH ABOVE SHALL COMPLY WITH ESC REQUIREMENTS LISTED BELOW. 8. ESC MINIMUM REQUIREMENT - DELINEATE CLEARING AND EASEMENT LIMITS. IN THE FIELD, MARK CLEARING LIMITS ANDIOR ANY EASEMENTS, SETBACKS, SENS117VEICRITICAL AREAS AND THE BUFFERS, TREES AND DRAINAGE COURSES. 9. ESC MINIMUM REQUIREMENT - SEDIMENT TRAPPING. PRIOR TO LEAWNG THE SITE, STORM WATER RUNOFF SHALL PASS THROUGH A SEDIMENT POND OR SEDIMENT TRAP, OR OTHER APPROPRI47E BYPS. SEDIMENT PONDS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS, AND OTHER BYPS INTENDED TO TRAP SEDIMENT ON -SITE SHALL BE CONSTRUCTED AS A FIRST SIEP IN GRADING THESE BMPS SHALL BE RJNC77ONAL BEFORE LAND DISTURBING ACTIOTIES TAKE PLACE. EARTHEN STRUCTURES, SUCH AS DAYS, DIKES, AND DIVERSIONS SHALL BE SEEDED AND MULCHED ACCORDING TO AN APPROVED TIMETABLE 12. ESC MINIMUM REQUIREMENT - STABIL12ATION OF TEMPORARY CONVEYANCE CHANNELS AND OUTLETS. ALL TEMPORARY ON -SITE CONVEYANCE CHANNELS SHALL BE DESIGNED, CONSTRUCTED AND STABILIZED To PREVENT EROSION FORM THE EXPECTED VELOCITY OF FLOW CONVEYANCE CHANNELS SHALL BE DESIGNED, CONSTRUCTED AND STABILIZED TO PREVENT EROSION FROM THE EXPECTED VELOCITY OF FLOW CONVEYANCE CHANNELS SHALL BE DESIGNED, CONSTRUCTED AND STABILIZED TO PREVENT EROSION FROM THE EXPECTED VELOCITY OF FLOW FORM A TWO-YFAR, 24 - HOUR FREQUENCY STORM FOR THE DEVELOPED CONDITION. SIABILDRON ADEQUATE TO PREVENT EROSION OF OUTLETS, ADUACENT STREW BANKS, SLOPES AND DOWNSTREAM REACHES SIIALL BE PROVIDED AT THE OUTLETS OF ALL CONVEYANCE SYSTEMS 13. ESC MINIMUM REQUIREMENT - STORY DRAIN INLET PROTEC770N. ALL STORM DRAIN INLETS MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT STORM WATER RUNOFF SHALL NOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. 14. ESC REQUIREMENT - REMOVAL OF TEMPOR4RY BMPS. ALL 7EMPORARY EROSION AND SEDIMENT CONTROL BMPS SHALL BE REMOVED WITHIN 30 DAYS AFIER nNAL SITE STABIUZ477ON IS ACHIEVED OR AFTER THE TEMPORARY BYPS ARE NO LONGER NEEDED TRAPPED SEDIMENT SHALL BE REMOVED OR STABILIZED ON SITE. DISTURBED SOIL AREAS REsUL77NG FORM REMOVAL SH4LL BE PERMANENTLY STABILIZED. 15. EROSION AND SEDIMENT CONTROL REQUIREMENT - DEWATERING CONS7RUCTION SITES. DEWATERING SYSTEMS SHALL DISCHARGE INTO A SEDIMENT TRAP OR SEDIMENT POND. 16. EROSION AND SEDIMENT CONTROL REQUIREMENT - CONTROL OF POLLUTION OTHER THAN SEDIMENT ON CONSTRUCTION SITES, ALL POLLUTANTS OTHER SEDIMENT THAT OCCUR ON SITE DURING CONSTRUCT70N SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE CONTAMINATION OF STORM WATER. 17. EROSION AND SEDIMENT CONTROL REQUIREMENT - FINICAL LIABILITY. PERFORMANCE BONDING, OR OTHER APPROPRIATE FINANCAL INSTRUMENTS, SHALL BE REQUIRED FOR ALL PROJECTS TO ENSURE COMPLIANCE WITH THE APPROVED EROSION AND SEDIMENT CONTROL PLAN. [ORD. 3013 1, 1995]. m � ENGINEER'S' CONSTRUCTION NOTES: 1. AREAS TO BE ROUGH -GRADED WIN FINISH GRADING TO FOLLOW NEAR PROJECT COMPLE710N ARE TO BE SEEDED KITH ANNUAL, PERENNIAL OR HYBRID RYE GRASS. THIS INCLUDES PERIMETER DIKES AND THE SEDIMENT BASIN EMBANKMENT. H YDROSEED PREFERRED. 2. IMMEDIATELY FOLLOKlNG FINISH GRADING, PERMANENT VEGETA71ON (CONSISTING OF RAPID, PERSISTENT AND LEGUME) MLL BE APPLIED. (MINIMUM 801 PER ACRE) THIS IS TO INCLUDE THE FOLLOKING: 20% ANNUAL, PERENNIAL OR HYBRID RYEGRASS 40% CREEPING RED FESCUE 40X WHITE CLOVER 3. STANDARD APPROVED FILL PLACEMENT GUIDELINES SHALL BE FOLLOWED, INCLUDING. VFGET4770N AND TOP SOIL (ORGANIC) REMOVAL PRIOR TO ANY FILL PLACEMENT. - SCARIFICA77ON OF EXIS77NG NA71VE SOIL PRIOR TO FILL PLACEMENT. - FILL PLACEMENT OF MAXIMUM 7HICKNESS OF 8m LOOSE LIFTS. - COMPACIIVE EFFORT AS REQUIRED TO ACHIEVE REQUIRED DENSfnCA 770N. - nLL MATERIAL SHALL BE FREE OF DEBRIS (ORGANIC, RUBBLE, ETC.), BE RELAIIVELY FREE DRAINING, HAVE A MAXIMUM PAR71CLE SIZE OF 6 INCHES IN 7HE LARGEST DIMENSION, AND CONFORM TO SPECIFIC REQUIREMENTS OF THE GRADING PERMIT AND ENGINEERING CONSTRAINTS. 4. AFTER EACH LIFT HAS BEEN SPREAD EVENLY, IT SHALL BE COMPAC7ED TO A MINIMUM OF 95% OF MAXIMUM DENSITY DETERMINED IN ACCORDANCE WTH ASTW D- 1557-70 (MODIFIED PROCTOR.) 5. THE SURFACE OF ALL SLOPES SHALL BE COMPACTED. THIS MAY BE ACCOMPLISHED By OVER -BUILDING THE SLOPES THEN CUT77NG BACK TO FINAL GRADES, OR BY RUNNING THE COMPACTOR OVER THE SLOPE AS EACH FILL LIFT IS BEING PLACED. ALL SLOPES SHALL BE COMPACIED BY THE END OF EACH WORK DAY 6. FIELD DENSITY 7ESTS KILL BE MADE BY A QUALIFIED SOILS ENGINEERING FIRM. DENSITY TESTS SHALL BE TAKEN AT OR dUST BELOW THE SURFACE AT 7HE FREQUENCY AND AT LOCAnONS DEIERMINED BY THE SOILS ENCINEERING ripm. MIEN THE TESTS INDICATE THAT THE DENSITY OF ANY LAYER OF FILL OR POR77ON THEREOF IS BELOW THE SPECIFIED DENSITY, THE PAR71CULAR SEC71ON SHALL BE REWORKED UNIIL THE REQUIRED DENSITY HAS BEEN OBTAINED. &jNf7ffiCWREETS ARE TO BE KEPT CLEAR OF DIRT AND DEBRIS DURING - 0 1. GENML NOTES: 1. LOCATION OF EXISTING UTILITIES AND IMPROVEMENTS SHOWN ARE APPROXIMATE ONLY. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO DETERMINE THE EXACT LOCATION(S) OF ALL THE UTILITIES AND IMPROVEMENTS TO AVOID DAMAGE AND DISTURBANCE. 2. ALL CONSTRUCTION SHALL CONFORM TO THE CURRENT WSDOT "STANDARD SPECIFICATIONS FOR MUNICIPAL PUBLIC WORKS CONSTRUCTION" AND STANDARD PLANS AS ADOPTED BY THE CITY OF EDMONDS AND ANY REQUIREMENTS ESTABLISHED AT CITY HEARINGS ON THIS SITE. 3. ALL CONSTRUCTION IS SUBJECT TO INSPECTION BY THE CITY OF EDMONDS. THE CONTRACTOR SHALL CALL THE ENGINEERING INSPECTION LINE (425-771-0220 EXT. 1326) 24 HOURS PRIOR TO SCHEDULE AN INSPECTION. 4. ALL WORK WITHIN THE SITE AND CITY RIGHT OF WAY SHALL BE SUBJECT TO THE INSPECTION OF THE CITY INSPECTOR. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL PERMITS FOR ROAD AND UTILITY CONSTRUCTION. 6. PROVIDE AND MAINTAIN TEMPORARY SEDIMENTATION AND COLLECTION FACILITIES TO INSURE THAT SEDIMENT -LADEN WATER DOES NOT ENTER THE NATURAL DRAINAGE SYSTEM. THESE FACILITIES MUST BE IN OPERATION PRIOR TO CLEARING AND GRADING, AND SATISFACTORILY MAINTAINED UNTIL CONSTRUCTION IS COMPLETE AND THE POTENTIAL FOR SITE EROSION HAS PASSED. 7. ALL STORM SEWER PI PE SHALL BE CONCRETE (CP), NON -REINFORCED, ASTM C-14; CORRUGATED METAL 14 GA. GALVANIZED, ASPHALT COATED TREATMENT I OR BETTER, MEETING AASHTO M036: N-12 ADS PIPE OR EQUAL (OR PVC ASTM D-3034) EXCEPT AS NOTED. 8. ROAD RESTORATION SHALL BE PER C17Y OF EDMONDS STANDARDS. 9. ALL ROOF DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM. 10. ALL ROOF DRAIN STUDS SHALL BE MARKED WITH A 2" X 4" POST SHOWING DEPTH AND MARKED "DRAINN. 11. ALL CATCH BASINS SHALL HAVE LOCKING LIDS AND VANED GRATES. 12. ALL TYPE I/ CATCH BASIN MANHOLES AND ALL INLETS, CATCH BASINS OUTSIDE OF THE PUBLIC'R/W SHALL HAVE LOCKING LIDS AND VANED GRATES. 13. STANDARD LADDER STEPS SHALL BE PROVIDED IN THE CATCH BASIN MANHOLES EXCEEDING 4 FEET DEEP. 14. ALL STRUCTURAL FILLS SHALL BE COMPACTED TO A MINIMUM DENSITY OF 95X OF MAXIMUM DENSITY By STANDARD PROCTOR TEST. EXCEPT WITHIN CITY RIGHT OF WAY. ALL ROW COMPACTION SHALL BE 959. 15. UTILITY TRENCH BACKFILLS SHALL BE COMPACTED TO 95 X RELATIVE COMPACTION UNDER ROADWAYS AND 90 X OUTSIDE ROADWAYS. EXCEPT WITH THE CITY RIGHT OF WAY. ALL COMPACTION SHALL BE 95X. 16- STORMWATER DETENTIONIRETENTION FACILITIES MUST BR FLUSHED AND CLEANED PRIOR TO ACCEPTANCE. 17. TEMPORARY SEDIMENTATION AND EROSION CONTROLS SHALL BE MAINTAINED FOR THE DURATION OF THE CONSTRUCTION. TYPICAL METHODS SHALL INCLUDE A TEMP. ROCK CONSTRUCTION ENTRANCE, CHANNELS FOR SURFACE RUNOFF, HAY BALES, SILT FENCE OR OTHER CONVENTIONAL METHODS. 18. ALL DISTURBED AREAS SHALL BE SEEDED WITH PERENNIAL GRASSES PROMPTLY UPON COMPLETION OF GRADING. 20. CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL MANHOLE, INLET AND CATCH BASIN FRAMES AND GRATE JUST PRIOR TO PAVING. 21. IN THE EVENT THAT FIELD CONDITIONS DIFFER FROM INFORMATION PRESENTED IN THESE PLANS, THE CONTRACTOR SHALL BE RESPONSIBLE TO CONTRACT THE ENGINEER FOR A FIELD CHANGE PRIOR TO CONSTRUCTION OF THE CONTESTED ITEM. BROSIONISILTATION COMM-: IT IS THE INTENT OF THIS TEMPORARY EROSION AND SILTA77ON CONTROL PLAN THAT STORY WATER RUNOFF BE CONTROLLED AT ALL 77MES TO PREVENT SOIL EROSION AND TO MAINTAIN WATER QUALITY. ANY AND ALL MEASURES NECESSARY TO DO SO SHALL BE EMPLOYED BY THE CONTRACTOR. I- REGARDLESS OF SITE, WEATHER, SOIL OR OTHER CONDITIONS, THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR ENSURING THAT EROSION DOES NOT OCCUR ON THE SITE AND THAT POLLUTED OR SILT -LADEN RUNOFF DOES NOT LEAVE THE SITE OR ENTER INTO ANY CREEK, STREAM, WMAND OR WATER BODY ON THE SITE. Z BEYOND THE MINIMUM REQUIREMENTS SHOWN ON THIS PLAN, THE CONTRACTOR SHALL BE RESPONSIBLE FOR SELECTING AND IMPLEMENTY4 APP OPRIATE MEINODS "BEST MANAGEMENT rt, PRAC710ES FOR STORY WAT R TREATMENT AND CONTROL THAT MEET QUIREMENTS OF BOTH THE WASHINGTON STATE DEPARTMENT OF ECOLOGY AND SNOHOMISH COUNTY. J. THE CONTRACTOR SHALL REPORT ALL WATER QUALITY CONCERNS AND ACTMTIES TO THE PROJECT ENGINEER AND TO CITY OF EDMONDS. IN THE EVENT THAT THE INSTALLED WAIER QUALITY CONTROL MEASURES ARE INEFFECTIVE AT CONTROLLING EROSION AND SILTA77oN, THE CONTRACTOR SHALL IMMEDIATELY REPORT TO AND CONSULT WITH THE PROJECT ENGINEER TO FIND AN APPROPRIATE REMEDY. ALL CONSTRUCTION ACTiVITIES, WITH THE EXCEP77ON OF EROSION AND SILTATION CONTROL MEASURES, SHALL CEASE UN71L SUCH TIME AS THE WA7ER QUALITY IS BROUGHT UNDER CONTROL. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR MONITORING WEATHER FORECASTS AND AN77CIPA77NG STORM ACTIVITY AND SHALL SCHEDULE ALL PROJECT ACTMTIES IN AN77CIPA77ON OF THE WEATHER. 5. ALL SUPPLIES AND MATERIALS NECESSARY FOR IMPLEMENTING Byps SHALL BE STORED ON S17E AND SHALL BE IMMEDIAIELY AVAILABLE FOR USE. SUCH SUPPLIES AND MATERIALS SHALL INCLUDE, BUT NOT BE LIMITED TO, STRAW BALES OR OTHER MULCHING MATERIAL, SILT FENCING AND STAKES, FILTER FABRIC, ETC. 6. DURING AND AFTER RUNOFF PRODUCING STORM EVENTS, CONTRACTOR SHALL MONITOR ALL EROSION CONTROL MEASURES AND SHALL PRIOR177ZE IMPLEMENTATION AND MAINTENANCE OF EROSION AND SILTA17ON CONTROL MEASURES ABOVE ALL OTHERS. FILTER FABRIC SECURED TO 21 X e, 14 GA. WIRE FABRIC EQUAL 2' X 2' WOOD OR EQUIVALENT- cu so- 20 U PLACE 3/4'-1,5' WASHED GRAVEL IN THE TRENCH AND ON BOTH SIDES OF FILTER FABRIC FENCE ON THE SURFACE, cu (u FILTER FABRIC MATERIAL IN CONTINOUS ROLLS. USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE, WIRE MESH SUPPORTj FEUE TO SUPPORT FILTER:FA IC. -------------- -------- BOTTOM 0 F FILTER MATERIAL 8' TO 12' r-1 UAV 2' X 2' WOOD POSTS OR EQUIVALENT 'CON TRAC TOR/DEVELOPER SHALL MAINTAIN AND REPLACE STRAW BALES TO INSURE PROPER EROSION CONTROL, CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN, ..c. I.T-Y RE I ION -APNOVED _T DATE STANDARD DETAIL FILTER FABRIC FENCE FILTRAVONSySTEMS 18904,990 DATE _1� - - 99 7/24/01 SCALE NTS Dwo No' Ell 1 " REBA? FOR BAG REMOVAL FROM INLET DUMP STRAP DEPTH=D LENGTH= WIDTH= DEPTH= QUANTITY= NOI- 7-0 SCALE FOAM 2 EA CH DUMP STRAPS EXPANSION RESTRAINT (114" NYLON ROPE, 2" FLAT WASHERS) BAG DETAIL 5' MIN. RADIUS, -4'-8' QUARRY SPAL�$ a'-1.2' MIN.. DEPTH �p p PROVIDE FULL WIDTH OF INGRESS/ EGRESS AREA TRACTOR SHALL. MAINTAIN TEMPORARY CONSTRUCTION ENTRANCE ING THE CONSTRUCTION PERIOD, ITY INSPECTION REQUIRED ON ALL EROSION CONTRO EASURES BEFORE WORK CAN BEGIN, REVI IONS Aemvu my- DATE STAN DAR D 0 ETAf L-" D. GEBERT 10/6/03 1890-19(30 DATE . . ............... NTS awo "o. iiiiiiiiiiiiiiiiii� Will 7/24401 CLEARING LIMITS FILTER FENCE WHERE APPLICABLE x WORK ZONE EXISTING 2' MIN. GRADE x q� 5 y7pjcALSEmcroffT ,VL: NOT (!)R TO SCALE RF.C:EIVED JUN - 4 2004 PERMIT COUNTER RECYCLING COORDINATOR STEVE FISHE DATE P _w_v_ - APP VED FOR rnmarRUCTION I Z, /.o 0 C CITOINIT ll�l ENGINEER DATE TAXA .01. 49110000170100 PfW�`i ILJ 243 9 1491100001709D2 EOMONDS, WA. 9802 49110000170209 JUN 0 3 2004 49110000160804 49110000160200 EDmor-Todur D04-000 McDo TESC NOTES AND WA V Wes ern (425) -DETAILS urveygrs, 356-2700 CAMWBELL PJIELSOAN C. IN SW 114, SE 114, SEC. 319 T.27]Vos R-0, W., GIST LAND USE CONSULTANTS SNOHOMISH COUNTYO WASHINGTON L CIVIL ENGINEERS LAND SURVEYORS DWN. BY DA TE REV. BY DATE PROJECT MANAGER SCALI I WRC 6103103 5 CJ EXPIRES 10/13/03- REV. DESCRIPTION -7 DA TE *,** 13000 HWY 99 SOUTH EVERETT * WA * 98204 5126104 J.C. MCDONNELL DRAWING FILENAME CHK. B Y F.B. NO. Jo B NO. -SHT. No. I - 03408ABASE.DWG ick 335-B 03-408-A 3 d SW 114, SE 114 , SEC.34 T27N., R.4E, W.M. CENTER SECTION 31 SNOHOMISH COUN7Y, WASHINGTON LLJ S 01 00 00 4 N)' Q) (_ ---,1V81'22'jo"W k� W .00 SCALE. 1 30' 11111110111 offilEffilffiliffillill WE Fo/� S 0 30 60 1 1 0�' 11 1 11 11 1 ---- - 11 0 4 3' WATER LINE EASEMENT _�_l - 11 100, SDMH f3 PER AF# 838042 TYPE 11-54'0 BENCHMARKS 5' SEVER EASEMENT N=7709.20 PER AF#ll . 736317 60' E= 10574.36 SPMH #2 RIM;=409,75 - - - - - - - 1 15' SEWER EASEMENT TYPE 11-5410 TBM NO TE: k x PER AF# 1588219 BLOCK WALL, TYR IE(SX)=401.65 N*7709.16 rh CUT SCRIBE IN CONCRETE WALK ASPHALT 81'10'26' V 167,15, x SEE DETAILS SHEET 5 E* 10581.86 %1) EXISTING WATER LL. 7 i -8LF-24 SD 0 0. oy. 30' PERPENDICULAR TO EDGE OF ASPHALT GRATE=419.05 X RIM=409.4 FEATURES 6,' 1 =405.11 VER77CAL DATUM 35.7' SW OF LIGHT POST IEI NOT SURVEYED �,Q=417.1 8'CLF 58�j E 20 ELEVA77ON = 412.84' A--' S)=417.1 x x �7245,� I W)=401.70 -,or� T Y,� DRAIN=40.39 81*14'26, 10;7.13 x x SD C) 4"(E)=418.71 x 50) SD Lo 4"(N)=418.67 L I SD ASPHALT Bmik SNOHOMISH COUNTY POINT ID: GP31099-80 I I TO DAYLIGHT, TYP MOT BRASS DISK IN THE SOUTHWEST END v i SD ALT OF WESTERLY CONCRETE SIDEWALK 0 THE INTERSECDON OF SR104 AND HIGHWAY 99 Ln VERTICAL DATUM k/ ELEVA 77ON 431.99 1 1 1 1 X, I I I 'I Lv)Fr_ WATER LINE EASEM NT #5 STORM FILTER- -0 ER AF# 864187 CBSF3 M 1 0 0 0 (3 CARTRIDGES) L CKING ID ;Q) N- 7601.7k OD N=7712.06 10525. PVq-PERF PIPE cl) 0 - - - - - - - - - - - - - - - - - - - - - _T .4 1� E= 10618.83 RIM=412.30 ci 1� f� \ 41 - - - - - - - - - - - - - 6#0 RIM=40Z 75 Z, I -PFHI - - - - - - - - - -- - - - - - - - - - - - - 7- ROOF DRAIN FOOTIN� DRAIN- - LAJ WCFRTH L1NEpR'bWd§eo bkDWT(pgCONF1GURATjoN) [�LS)=400.7)\ CL cl- DIRECT TO SDMH15 - IE=405.45 (OUT), (TYPICAL) �SLIO LAGaDU TH L 0 T 16 CD (BY PASS Z 'a CB#1 WA GUALITY) U) Ln 0i q Lri ui L STORM FILTER- -TF- 477-7* �j C) -417- L a z ow rK LANt - No PAWmo -7 z CBSF3 0) 1 1., - (3 CARTRIDGES) LL. _4� I Ln x 41 ROOF DRAIN -417 - - - - - - ASPHALT CB# 7 TYPE I N=7616.19 1� (TYPICAL� 15 3? Fft LAW -No E= 10618.35 x N=7615.99 RIM=407.75 E=10343 11 L5 S to - - x 6 C P(N)=413.8 170 R19=414.0 +E�=405.45 (PUT) QD 00 ASPHALT Oki 0 IE(S)=412.0 Mr)" BOTTObd\ i CONTRACTORS NOTES: OF 'PROPOSiD BUILDING\,FOOTING, 45LF-12"\SD 0 0.84 LX. PARAINC; LUI CB#3 so vs ELEVATION VARIES (3NVl 1. TEMPORARY CONSTRUCTION ENTRANCE SHALL BE 100' LONG. 'STORM FILTER 412.5 MIN - 410.5 MAX FF=415.8 FF=415.9 2. TEMPORARY CONSTRUCTION ENTRANCE SHALL BE PER EDMONDS STANDARD DETAIL E1.2. 1-1 19.VMPSTER (2 CARTRIDGE- -4 1 ct 3. CONTRACTOR SHALL PROVIDE PROPER DUST CONTROL MEASURES AS (SEE ARCHITI.CTURAL N 88,*37'32' W 95 .0 414, PROPOSED NEW CAR DEA�ERSHIP rv8L d I I I SHEET A-��.l FOR N=755 F-24 m SD 0 0.0% 1 SDMH #1 DIRECTED BY THE CITY INSPECTOR. SLOPE AND SIDEWAL-K 5.95 FF=414.5 EA SEME7N T - - SIZE & DE11AILS) E= 10335.89 SDMH f4 TYPE 11-54*0 ALL BE REPLACED � ; I - 6- PVC 0 �g MIN % - %': LOCKING LID 4. EXISTING- SIDEWALK DAMAGED BY CONTRACTOR SH PSR AF# 895814 RIA4=414.0 (RESTRICTO M zzk� SHOWROOM AF# 898629 H) AS DETERMINED BY CITY INSPECTOR. IE(S)=411.7 TYPE 11-54NO N=7601.67 A E= 10580.85 5. CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATION ALL EXISTING SEWER, ASPHALT,-, SPHAL T LOCKING LID A RIM=409.4 WATER AND POWER UTILITIES WITHIN THE PROPOSED CONSTRUCTION AREA G SHOWROOM N= 7601.70 CORNER OF IE(NE)=405, 10 I Co -0 E= 105 73.35 EX. STRUCTURE PRIOR TO STARTING WORK. ca RIM=409.75 I IE(N)1�401.15 EX CB, NO INFO (A -415 7 CL N TOP IE(W)=401.15 IL F ONC W1- 1 t z 1 TO 2 BLOCK HIGH ECOLOGY TYP -54 C( 50' 6- PVC-PERF IOIPE SDMH BLOCK WALL (TYPICAL) LOCKING\LID Lyl , I I NOTES: UTILITY NOTE; N=7471.4� FOOTING DRAINL TYPE 11-5410 CELLULAR TRANSMISSION TOWER 1) ALL PIPE 12*0 N-12 ADS OR rl E= 10352.77 DIRECT TO SD�HJ6 RESTRICTOR MH NOT 70 BE DSWRB PIPE LOCATIONS WITHIN 244th SHOWROOM RiM=414.0 N=7467.59 AS DIRECTED ON DRAWNGS STREET SW, ARE BASED UPON IE(N)=410.9 E= 10520.23 SDMH f6 IE(S)=404.39 RIM=412.40 Eo c) 2) DETEN71ON PIPE DETAILS ON SHEET5 -0- TYPE 4 FIELD LOCATES PROVIDED BY I OE=408.25 c� 11-5 0 AjPHALT\ IE(NE)=407.5 co "DIAL -A -DIG" DURING THE 1 IE(E)=40,1.50 I LOCKING LID LIJ 3) EXISTING SIDEWALK SHALL BE REPLACED IF IE(E)=402.32(36 Fi bo N=7467.17 Lo .7' DAMAGED DURING CONSTRUC WEEK OF MA Y 20, 2004 E= 10538.25 PON, OR AS CONC RIM=412.40 DETERMINED BY THE CITY INSPECTOR. ASPHALT I IE(N)=399.645 co EX WATER SERVICE, IE(SW)=401.40 FF=415.9 ASSUMED CD IE(S)=399.545 P C=: -7- 1 -415- --10 IE(W)=401.48 :j STEPS LF 12 ul- ACCESS MH SD @ 1 %9_1 CB#5 L H20 -95LF- 12" SDI D 1% 1 OOLf,--g- gD 0 1 Z S ERATOR TYPE I cia3 SD S cp ASPHAt-T,., COL.) N=7439.55 lf -1 -41,1 5' WA T17 TAIc" -F-L 14- lAl COL) _ta� I -414-, W W - ASPHALT _r-ETP4F# 881131 SDMH#9 __w________w_W_w Q) ASPHALT 41-48NO- T - -=-- -413- STORM-FILLa CB#4 TYPE I _413- - - - GRASS Ng�, WWi484 E;' -412- - - - `E= 10352e - RIM-4 1-3. 0 -411- Np- - 1E(WE)=407_.2 JI- - C [�, - - , �_ A E(V=A04_65- -41 cf) �LAN -411- - - PLANTER --410- _409- 406.95 Q Al V) Wv 406 SD sb SD S/w w vvIw w , " - - - I w Q 8B* W 3QA,4V TYPE I I =409,90 SO I III � GRA = 18"CONC(SW)=407.75 Wv 77��_ 12"CONC(S)=407.37 18"CONC(E)=404.70 - SID SD S) SD SD SD S s - SS __ w -4. T� GRATE=4 8.64 P�T s t SD SD C� SS-Ss-sS_s S" ss - SD TYPE 1 18" FM_ Ss 12,:'(N)=405.6 GRATE=409.19 8 CDVC W Qv �.8 SSMH RIM 4 TY�PE'1� 8"(�2=405.3 "co v S o 5- x =404.96 2 4 4 T-H _S T_R E E T S W 8 (W)=406.2 1 =40 1'. 8 (S)=405.4 N88*44'51 "W 661W_ 07.44' G 'Illt-ftV) 46e. 1 e' =402.81 1pil " ,, I -L2,YJS- N. 2 0 5 T H S T R E E T INV. (E) 400.03' 8 TW_)_=_4M2_78 CALL 48 HO URS BEFORE YO U DIG 1-800-424-5555 1�lr cn 21137' EXPIRES 10/1 0 z E= 10550.38 RIM=410.9 IE(W)=408.90 jut4 - 4 2tM CB#6 TYPE I N=7363.83 E= 10550.48 1 RECYCLING COORDINATOR RIM=402± IE(NE)=398.58 STEVE FISHER JDATE -------------- - 7- - APPMVID FOR CONSTRUCTION SD TYPE I DRI PER- Ss = .7R 12 3 .08 ,:'(S =3 EDM DS STANDARD 5 =398. 18 CI*Y' ENGINEER JDATE W�= D E2.27 I (W)=398.1 TAXACCOUATM(S SlYTE0DREV, LN -49110000170100 24392 H Y 991 49110000170902 EDMONDS,' W 98026 49110000170209 49110000160804 ESTERN ENGINEFR',, INC. 49110000160200 EDMO DRAINAGE PLAN ern (425) rveygrs., 356-2700 CAMPBELL INIEU-I, IC. IN SW 1/4, SE 1/4, SEC. 31s T-27N,t 8.0.1 W.M. ov Unurou rnTTP.Trry LAND USE CONSULTANTS CIVIL ENGINEERS o LAND SURVEYORS 13000 HWY 99 SOUTH EVERETT WA 98204 WAY I OWN. BY DA TE WRC 6103103 REV. BY DATE 5 CJ 5126104 PROJECT MANAGER J.C. MCDONNELL SCALE 11#1 = 30p REV. NO. DESCRIPTION INITIALS DA TE DRAWING FILENAME 03408ABASE.DWG CHK. BY icm F.B. NO. 335-8 JOB NO. 03-108-A SHT NO, � of, 4 of NGINEER "S NOTES 1. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY EARTHWORK QUANTITIES PRIOR TO BID SUBMITIAL. NO REPRESENTA17ON IS MADE IN THESE PLANS REGARDING THE CONSIRUC77ON SUITAJWL17Y OF ON -SITE SOILS OR THE FINAL CUTIFILL BALANCE. 2. �S-BUILT PLANS. THE CONTRACTOR SHALL KEEP 2 SETS OF PLANS ON -SITE AT ALL TIMES FOR RECORDING AS -BUILT INFORMATION. ONE SET SHALL BE RETURNED TO WESTERN ENGINEERS, INC. AT THE CoMpLEIION OF CONSTRUCTION AND PRIOR TO THE FINAL ACCEPTANCE OF THE WORK a THE CONTRACTORIOWNER SHALL N017FY WESTERN ENGINEERS, INC. AND THE CITY ENGINEER WHEN CONFLICTS OCCUR BETWEEN THE PLANS AND OBSERVED FIELD CONDITIONS. CONFLICTS SHALL BE RESOLVED WITH THE PROJECT ENGINEERS PRIOR TO PROCEEDING WITH CONSTRUCTION. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING AND PROTECTING ALL EXISTING UTILITIES PRIOR To BEGINNING CONSTRUCTION. LOCATIONS OF EXIS77NG UTILIIIES ARE SHOWN BASED UPON THE BEST AVAILABLE RECORDS AND ARE SUBJECT TO VARATIONS. FOR AID IN U77LITY LOCATIONS, = 1-800-424-5555. 5. SITE SOILS ARE CONSIDERED MOISTURE SENSITIVE AND ARE SUSCEPTIBLE TO DISTURBANCE BY CONSIRUC77ON EQUIPMENT, PARTICULARLY DURING WET WEATHER. THE GRADING CONTRACTOR SHALL TAKE ALL NECESSARY PRECAU17ONS TO LIMIT SURFACE DISTURBANCE AND TO PROTECT THE STE GRADING AREA FROM EXCESSIVE EROSION. 6 . AREAS TO RECEIVE FILL SHALL BE CLEARED OF ALL VEGETATION AND DELETERIOUS MATERAL. Z AREAS TO RECEIVE FILL SHALL BE PROOF ROLLED. ALL LOOSE OR SOFT AREAS SHAU BE REMOVED AND REPLACED WITH STRUCTURAL FILL. B. ALL FILL, MATERIALS SHALL BE FREE OF VEGEIATION AND DELETERIOUS MATERAL AND SHALL NOT CONTAIN ROCKS GREATER THAN SIX INCHES IN DIAMETER. 9. STRUCTURAL FILLS SHALL BE PLACED IN 6'�-Sm THICK LOOSE HORIZONTAL LIFTS AND SPREAD UNIFORMLY. AFTER EACH LIFT HAS BEEN PLACED AND SPREAD EVENLY, STRUCTURAL FILL SHALL BE COMPACTED TO A A41NIMUM OF 95X OF MAXIMUM DENSITY BY MODIFIED PROCTOR TEST (ASTM D-1557-70). 10. NON-STRUCTURAL FILL MAY BE COMPACTED TO 85-90X PROCTOR- 11. FIELD DENSITY TESTS SHALL BE MADE BY A QUALIFIED SOILS ENGINEER. DENSITY TESTS SHALL BE TAKEN AT OR JUST BELOW THE SURFACE OF THE FILL AT A LOC417ON AND FREQUENCY DETERMINED By THE SOILS ENGINEER. WHEN THE SOIL TESTS INDICATE THAT THE DENSITY OF ANY LAYER OF FILL OR ANY PORTION THEREOF IS BELOW THE SPECIFIED DENSITY, THE PARTICULAR SEC77ON SHALL BE REWORKED UN77L THE REQUIRED DENSITY HAS BEEN OBTAINED. OFFSET FRAME & LID SO THAT RESTRICTOR/POLLUTION DEVICE IS VISIBLE AT EDGE OF OPENING AND DIRECTLY OVER THE LADDER Af'-- 16" MAX -Eri SW 114 E 114 E .,S t S C-31., T-27Wr "E-) W-H- LEGEND: SNOHOMISH COUN7 WASHINGTON g CONE OR CHANNELIZING DEVICE m SOLID MANHOLE COVER MARKED NOTE: I "DRAIN" WITH LOCKING BOLTS z /,r- 1. FLASHING BEACON SHALL BE INSTALLED AT 01 r-TRUCK WITH !IM EL = -409.75'± EACH SIGN FOR NIGHT-TIME USE. NOTE "I FLASHING OR WORK AREA SHOWN TO INCLUDE FULL SCOPE I WITH z BEACON 2. DISTANCES MAY VARY AS APPROVED BY THE OF PROJECT. WORK AREA TO INCORPORATE <S> 6"MIN.SEPARATION ENGINEER. AREAS OF CONSTRUCTION AND ADJUSTED TO t 30" IMPACT TRAFFIC AS LITTLE AS POSSIBLE 3. FLAGGERS REQUIRED TO CONTROL TRAFFIC T% If T AM CALIVIPV UVILK�LUW tL = 4MOU ORIFICE #2 EL = 405.65, �"_STRAP OVERFLOW TO CB W) LIFT HANDLE .,-WATERTIGHT CLEANOUT/LIFT C .00 36"0 PIPE [E=401.15' 4 12" SD OUTLET PIPE IE=401.15 04 IN POLYPROPYLENE SAFETY---o' STEPS AND LADDER RESTRICTOR PLATE APPROPRIATELY SIZED ORIFICE CUT IN PLATE. MACHINE DRILLED, SHARP EDGED c%l ORIFICE DIA=0.44*. USE MINIMUM .4. D14=518", EL=399-15 STRAINER, SEE DETAIL ALL METAL PARTS SHALL BE STAINLESS STEEL OR EQUAL. rl' H RESTRICTOR DETAIL �,SDMH#4 WIT NO SCALE (BASIN B) PLAN - All zi 114 4 WHENEVER THE CONTRACTOR MUST INTERRUPT TRAFFIC FLOW TO ACCESS THE WORK SITE MAD WITH MATERIALS OR EQUIPMENT. z RIGHT LA TRUCT CL D N" WORK AREA IT: > < AHE > <9( it (t, w (W4-2 R) (W 20-5R) (W3209 1) 30" 300 COL) C_Q19 2.9 8' L IL L cOL) 9 5,0 2' _�T 88-33'4B" W 384.41' G- - - - - - 0 10. 0 1 FM 8 244TH STREET S.W. N. 1-05-TH STIMETT 4_41 ------------- TABLE A - '10 SIZE TO FIT F.R.O.P. TEE -2.5 5 2.5"- 1- MIN. GAP BETWEEN STRAPS R-1 1/2- 4 - 9"xtNxl2ga GALV, STRAPS 0 TACK WELD TO WRE MESH. G LID SECURE STRAINER TO F.R.O.P. TEE W/ GALV. # 6xl' SIEET METAL SCREWS, 2 PER STRAP. 2" CL. "B" ASPHALT (CQ.MPACTED DEPTH) (2 LIFrS REQUIRED) R lm 2" CRUSHED SURFACING TOP COURSE 112' x 112* x 1679a. (COMPACTED DEPTH) GALV, IRRE MESH TYPE 3 SOLID 129a GALV, BOTTOM PLATE 4" CRUSHED BASE COURSE TACK KLDED TO BOTTOM OF MESH. EXTRUDED CURB STRAINER DETAIL PARKING LOT PAVEMENT SECTION NO SCALE NO SCALE NOT TO SCALE SDMH#1 (TYPE 11-54") 108.5' SOLID LOCKING LID SOLI LOCKING LID SURFACE ELP/ATION ACCESS NOTES: /-S SDMH#2 (TYPE 11-54") 6" PV(;-jJtKj� tJIet_ 1-UU111VU UKAIN LUWilIVIV SDMH#3 0 O.5OX MIN. LOCATE IN GRAVEL BACKFILL. (TYPE 11-54") INSTALL F0077NG DRAIN AT EACH DETENTION PIPE'S LOWER ELEVATION. DET. SUMMARY CHART-STR.# 2A & 2B STORM LIVE STORAGE VOLUME (CF) RELEASE RAITE EVENT REQUIRED DESIGNED AS -BUILT REQUIRED DESIGNED AS -BUILT 2 31699 4,089 0.02 0.01 to 4.274 WOO OW5 0.06 4,654 it 0.15 0. SOLID LOCKING LID -1 t- 4" VENT 173.5' I I , .110 CONIRACTOR'S NOTEv SDMH, 4 1) DETENTION PIPE SHALL BE 66- ALUMINUM (TYPE 11-54") OR ALUMINIZED STEEL CMP. 2) 2' MINIMUM SEPARATION BETWEEN PIPES DETENTION STRUCTURE #2A & #2B NO SCALE SOLID LOCKING LID :� �-ACCESS IdH STORAGE PIPE 165'-7- (84-) DIA. CMP S = 0.005 6" PVC-PERF PIPE FooTING DRAIN LOCAT70N 0 0.50Z MIN. LOCATE IN GRAVEL BACKFILL. INSTALL FOOTING DRAIN AT (TYPE 11-54') DETEN77ON PIPE LOWER ELEVATION, APPROX. EL=402'.* DETENTION SUMMARY CHART-STR. #hll STORM LIVE STORAGE VOLUME (CF) RELEASE RATE EVENT REQUIRED DESIGNED AS -BUILT REQUIRED DESIGNED AS -BUILT 2 4,625 4,720 0.02 0.01 10 , 43 5,161 0.07 0.07 too 5,566 5,634 ji 0.19 1 0.19 1 JMAX. .) - TRAFFIC CONTROL PLAN SCALE: 1"=20' FRAME LOCKING LID "DRAIN") C U R B (MARKED 36" CMP RISER MOUNTED OVER 30" DIA. 8 SS BDLTS WITH ECCENTRIC OPENING r LOCKINGNUTS L CING CONCRETE REDUCING SLAB 12 MIN C COMPA C TED PIPE Bi 12" BEDDING (95,-.) 8" OR 12" MIN. GRANULAR BACKFILL (FOR SIZE SEE STD DWG 412B) R I� RISER. 36" DIA. MIN. S A 36" - SAME MATERIAL AN, AND GAGE AS TA TANK, WELDED OR FUSED TO TANK. 6" PVC PERF. PIPE ALL 1/4" R-3061- T6 ALUU... WELD ON 2" MAX S CHAIN,. 40OLB`,' LIFT GATE OR SHM GATE DETENTION TANK BOLT STD MH STEPS )R SHEAR ROD AND PZPE 12' 0. C. SIZED PER qTn Al PR ii-_^RoWi:T-6'-ALU-M. -'- 41 SECT ON W/CLOSED CELL NEOPRENE PER ASTM 1056-67 CHEMICAL RESISTANT (OM & GREASE), OZONE ACCESS MANHOLE DETAIL RESISTANT, 67- TO +2509 F SERVICE TEMP. NOT TO SCALE INVERT NEOPREn GASKET WEM GAN ASSEMBLY TO CAP LIFT GATE ASSEMBLY - OFFSET FRAME & LID SO THAT RESTRICTOR/POLLUTION DEVICE IS VISIBLE AT EDGE OF OPENING SOLID MANHOLE COVER MARKED AND DIRECTLY OVER THE LADDER "DRAIN* WITH LOCKING BOLTS J=� RIM EL = 412.4'± 16" MAX. 6"MIN.SEPARATION OVERFLOW EL = 408.25' ORIFICE #3 EL = 407.50'. 0=2.18" (2-3/16") ORIFICE #2 EL = 407.0', 0= 1.69" (1-11/16") STRAP OVERFLOW TO CB WALL (TYP.) --.--'--LIFT HANDLE QULILJ LuW\llliu LlLj WAYCOT111UT rM VAkln" SD"f 7 4 CONTRACTOR'S NOTE* (TYPE 11- 4") DETENTION PIPE SHALL BE 84" ALUMINUM OR ALUMINIZED STEEL CMP. DETENTION STRUCTURE #1 NO SCALE OR EQUAL SHALL MEAN ADS-N12 IF PRE SIZES ARE AVAILABLE FOOTING DRAINS SHALL BE DIRECTED TO THE OUTFALL SIDE OF THE CONTROL STRUCTURE (TIGHTLINE ONLY). 36"0 PIPE IE=401.50' - ------ 4 12" SD OUTLET PIPE IE=401.50' IN �4 POLYPROPYLENE SAFETY----'/. RESTRICTOR PLATE APPROPRIATE1 STEPS AND LADDER z SIZED ORIFICE CUT IN PLATE. I lAAf%UlklC n011 I Cr% CUAM ORIFICE DIA=5/8 EL=399.5 PLAN ALL METAL PARTS SHALL BE STAINLESS STEEL OR EQUAL. r2_'�SDMH#7 WITH RESTRICTOR DETAIL )NO SCALE (BASINA) INITIALS I DATE CURB SPEED (MPH) .TAPER LENGTH (FT) CON4 SPACTNC- ALONQ TWER 07), -OFFSET WIDTH 10' 12' 25 1 100 120 25 30 150 180 30 35 200 240 35 40 270 320 40. 46 450 540 46 12fl MIN. ul- Lu 6 00 FOR ADDITIONAL LuLi INFORMA 77ON SEE EDMONDS STANDARD 0 L:"-, EL=405.5'1 DETAIL E.B.11 SHEET 8 C) 0 ---Fll=lll- lll�� ..... ..... I F61 IRMI I el I :�lc!�: 0 0 0 11 wou u 0 0 0 - 0 0 0 0 0 0 0 0 000000000000000000 IHEI I IEEI I 1 -1111 E4=401.4' 0000000000000 0 0 0 0 0 0 6 L UNDISTURBED NATIVE SOIL OR COMPACTED GRANULAR BASE, AS REQUIRED 16' EL 397.4* ROCKERY DETAIL NOT TO SCALE 1211 MIN. LL. DOT PROPERTY 12" MIN. 6 0 GRANULAR BACKFILL CW 6" PVC PERF. PIPE 0 0 0 0 0 0 Too 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 c 0 0 0 0 0 0 0 0 c 0 0 0 0 0 0 0 0 0 c) 0 0 0 0 0 0 0 FOR ADDITIONAL UNDISTURBED NATIVE SOIL OR INFORMA TION SEE RECEIVED JLIN�l - 4 2004 PERMIT COUNTER RECYCLING COORDINATOR �, q- STEVE FISHER APPROVED FOR CONS DATE COMPACTED GRANULAR BASE, AS EDMONDS STANDARD 1 REQUIRED DETAIL E.8.11 SHEET 8 CITY ltNGINEER PATE TAXACCOUATNO (S). S)TEAWRESS., ROCKERY DETA Pkil-i x ":,Aj NOT TO SCALE 49110000170100 24392 HWY 99 49110000170902 EDMONDS, WA'. 9 026 ,49110000170209 JUN 0 3 2004 49110000160804 49110000160200 C.. EDMONDS)"llfw # D04-006 DRAINAGE NOTES AND DETAILS Western (425) ,T Viyeyors, 356-2700 CAMPBELL NELSON I T c. IN SW 114 SE 114, SEC. 31, T.27N.0 R.4g., W.M. SNOHOMISH COUNTY* WASHINGTON LAND USE CONSULTANTS I DWN. BY DA TE REV. BY DATE PROJECT MANAGER SCALE CIVIL ENGINEERS LAND SURVEYORS WRC 6103103 5 CJ 5126104 J.C. MCDONNELL 13000 HWY 99 SOUTH EVERETT * WA * 98204 DRAWING FILENAME CHK. BY F.B. NO. JOB NO. ' . SHT NO. 03408ABASE.DWG J( 335-B 03-408-A of 8 SW114 SEC.31., T27N., R.-41E.j W.M. q SE 114 SCALE 1'-'-= 30' BEN 0 i �HMA n SNOHOMISH COUA17Y RIASHINGTOW CENTER SECTION 31 Lij S R 0 (z? 4 Q, IV8 22'jo "N/ .01 4�, L-LINE FOR SR 1104 3' WATER LINE EASEMENT 100, PER AF# 838042 5' SEVER EASEMENT PER AF# 11736317 60' CLF 15' SEWER EASEMENT PER AF# 1588219 BLOCK WALL, TYP, 11 1 I x SEE DETAILS SHEET 5 TBM IN CONCRETE WALK ASPHALT LL __j 8CLF 30' PERPENDICULAR TO EDGE OF ASPHALT I � 1. X 417.1 co 'CLF 9.05 1 1 6'�SE�) 4117; 8'CLF , = x x 35.7' SW OF LIGHT POST 1121 >< VERTICAL DATUM ELEVA77ON = 412.84' 1 1 = 9.39 X X x SD 4 E =418.71 50' SD LO 4"(N)=418.67 ASPHALT SD -80 >1 BM OHOMISH COUNTY POINT ID: GP31099 11 SN 1�0 WSDOT BRASS DISK IN THE SOUTHWEST END OF WESTERLY CONCRETE SIDEWALK 9 THE INTERSECTION OF SR104 AND HIGHWAY 99 VER71CAL DATUM ELEVA77ON 431.99 31 WATER LINE EASEM NT PER AF# 864187 rin No PT- - - - - - - - - - - - - - - - - - - - - - - - - - NT F- - - - - - - - --- - - - - - - - - - - - - - - - - -- 0) ZrFH NORTH LINEpR�*§eD b(AD*T(99C'ONFjGURATj0N) _lk"DUTH 1<2 LOT 16 r_rT - I -_ 71 SEWER -NOTES: (-, I --T'F= 477-7 - I S N) _NCLW_-_07MKWT_ - - F -ANITARY. -417-- nK LW NO PANWO -7 - - I - 418 1. CONTRACTOR SHALL NOTIFY OWNERS OF ALL AFFECTED UNDERGROUND Ln 41 x -417 - - - - - - ASPHALT UTILITIES FOR FIELD LOCATIONS THEIR FACILITIES. MLLAW - NO.LAWNO x 2. SIDE SEWERS SHALL BE PLACED ON UNDISTURBED SOIL. NATIVE MATERIAL ME LANE -NO E 6 CM 170 170, " CAN BE USED FOR BACKFILL PROVIDED SHARP ROCKS ARE KEPT OFF TH 0 170 (�D 00 ASPHALT PIPE DURING BACKFILL PLACEMENT. 1 11 0- "1 1�-, 1-1 1<1 q,\"; � -\,;; � v 7\ \7 (:� X GP EX. PARKING LOT C), 3. SIDE SEWERS SHALL BE INSTALLED ACCORDING TO CITY OF EDMONDS N j STANDARDS FOR SUCH INSTALLATION. z -j- I- I I I I -T- 4- 11 1 -1 1 1 1 FF=415.8 FF=415.9 4. SIDE SEWER STUBS ON EACH LOT SHALL BE MARKED WITH A 2"x4" LOCATION C, AT THE END WITH PORTION ABOVE GROUND PAINTED WHITE WITH BLACK .�_q PROPOSED NEW CAR DEA�ERSHIP AND PRESS TEST. S LETTERS LABELED "SEWER" WITH DEPTH. T.V. LDPE AND SIDEWALk- FF=414.5 EASEMENT N 5. ALL 4" DIA. CLEANOUTS TO BE RAISED TO GRADE WITH CAST IRON FRAME R AF# 895814 & qpo AND GRATE (LOCKING TYPE). I SHOWROOM 43 7rl# 898629 6 SS 0 4% MIN MECH. ROOM, SEE ARCH PLANS ASPHALT,, A 1-1 N%� I (CORNER 0 IF G SHOWROOM AT CROSSING: I So IE=41 . 7 30LF± I " )WATER SERVICE LINE I EX. STRUCTURE FO SC IF*=4ng-+ 26LF.4 6" Dil FIRE MAIN CONTRACTORS NOTJ.0 Li. -415' 'CL N TOP r-F--"\ �F V ONCI WALL Resubmittal for Fire 0 f< LICTION ENTRANCE SHALL BE 100' LONG. IL - -Ji 1 TO 2 BLOCK HIGH - ECOLOGY 1. TEMPORARY CONSTR 416- cd n Hydrau 2. TEMPORARY CONSTRUCTION ENTRANCE SHALL BE PER EDMONDS STANDARD DETAIL EI.2. 50, 45' BENDS BLOCK WALL (7YPICAL) I lic Calculations (Fire'Flow) WITHRUST BLOCW El Cut Sheets Icill) 3. CONTRACTOR SHALL PROVIDE PROPER DUST CONTROL MEASURES AS DIRECTED BY THE SHOWROOM 89LF± 6 DI FIRE MAIN El Fire Sprinkler CITY INSPECTOR. 9i 4. EXIS77NG SIDEWALK DAMAGED BY CONTRACTOR SHALL BE REPLACED AS DETERMINED BY 13LF-+ I Y2'44ATER SERVICE LINE I C) Fire Alarm CITY INSPECTOR. Iwo AIPHALT\ C) . V) - LLJ vother (describe) VAUt..cl- SEWER, WATER AND -k- 5. CONTRACTOR SHALL BE RESPONSIBLE FOR LOCA77ON ALL EXIS17NG STAR77NG WORK. OPOSED CONSTRUC77ON AREA PRIOR TO /h aqj�f POWER UTILITIES MTHIN THE PR CONC _4 1. 1 1 HHHHHEM 9 Cn 6. "FIRE LANE -NO PARKING" TEXT SHALL BE YELLOW, 12" HIGH AND SPACED EVERY 100 ISLE SHALL BE STRIPED MTH 4n WIDE YELLOW STRIPING. CA6 DRIVE N c) EX WATER SERVIC�E FF=415.9 1) 7- (an Thank i r= �bf(�z /C" Z AREA LIGHTING SHALL NOT ENCROACH INTO PARKING STALLS. ASSUMED - - 1� - _�_415 90' BENDS B. PARKED VEHICLES SHALL NOT ENCROACH INTO FIRE LANE. E E5 STEPS r= W/THRUST r= 11 IGHT STANDARDS TO Bi- C= &e C= 1463 16 115- BLOCKS 9. SEE ARCHITECTURAL PLANS FOR PARKING, CURB AND LANDSCAPE LAYOUT DESIGN AND OVED BY OTHERS FYP L H20 k 1� 11 1 1 - RPBA (In DIA) WIHOT BOX DIMENSIONS. k S ERATOR lcs� C-GA --SD SD SD SD CN Cu.) EDMONDS DET E7. 10 10. FIRE MAIN PIPES SHALL BE CL52 DUCTILE IRON. ASPHAL-T,,, 414- -414- �5' IWATER-LINE-E-ASrMi 4- W ww W, �,w II. SERVICE WATER PIPE SHALL BE TYPE K COPPER OR APPROVED EQUAL, PER EDMONDS ASPHALT W W W r= ASf T 1 O'x5' DDCV4 VAULT W1FDC AND PIV C= I I STD. DRAWING EZ6. ASPHALT C= PER EDMONDS DET E7.8 & E7.8.1 C= Y PAINT MARKING. CONTRACTOR TO FIELD VERIFY = 12. 244th ST. U77LITIES LOCATED B C= ,,-FDC (FIRE CONNECTOR) LOCATIONS, SEE UTILITY NOTE. GRASS LT r= C== P/V (POST INDICATOR VALVE) -412- - - - - - == C== -411- /____ �E_=, -4- UTILITY NOTE: PIPE LOCATIONS WITHIN 244th STREET SIN, ARE BASED UPON FIELD LOCATES PROVIDED BY "DIAL -A -DIG" DURING THE WEEK O_ MA Y 20, 2004 L Lam FIRE LANE STRIPING PER MUCTD RECEIVED JUN - 4 2004 PERMIT COUNTER RECYCLING COORDINATOR M PLANTER moons w P I b li - w MINN STEVE FISHER -48LF± 1 M T�SERWCF LW �7 -0 11 - TYPE I =409.90 SD APPROVED FOR C __G�R�A �T�=� 18"CONC�j�)=407.75 --air �j C�) 4% DATE ___� I'll �_s SD - SD GRATE=408 64 S SS SD SD - SD SD TYPE TYPE I C) FM SS _____TS91ATER7MM S-S S ss-ss S -SS-SS 11 FI)MON DET 7.6 6"GATE VALVE, TYP�� 1 = 3 .08 12,��JN)=405.6 GRATE=409.19 1) C�, =398. 18 CITY�'�GINEER PATE 2 4 4 T_ H S T_R E E T - S W 8 W)=406.2 18"C 12"(S)=405.4 TYPE FM `-FIRE HYDRAN �71 1�ws� &_4 8"(�2=405.3' SSMH RIM = 407.44' 11 ASSEMBLY 404.96 11 Ivoo ztq j 1 1.0 12' �466.16 _'k S - 02.81 - - e _,2' n JAA AtAVUJV1 IVV.L21. lW41ITZil).' N. 2 0 5 T H S T R E E T INV. (E) = 400.03' W = 2778 - M - - - - - - - SN 7011 nr)nnl 7M nn 9A 00 wv no FIRE LANE STRIPING SS CONNECTION PER EDMONDS STANDARD DETAIL E6.3, SEE SHEET 8, EST. IE= 401.2± REV. NO. I DESCRIPTION WATER LINE LOCATION JUN 0 3 2004 ff Qr 49110000170902 ONDS, - 'WA. (FIELD VERIFY) 49110000170209 49110000160804 VqESTERN B45 49110000160200EDMONDS Fjj JE # D04-001 """OWN" UTILITY PLAN 6stern (425) 356-2700 CAMPBEU INELSON IN SW 114, SE 114, SEC. 31, T.27N, X09# W,,Mp gNTnanurga r rTAT v wAqr4rATr_Tn)v LAND USE CONSULTANTS CIVIL ENGMEERS a LAND SURVEYORS 13000 HWY 99 SOUTH * EVERETT WA * 98204 8 DWN. BY DA TE WRC 6103103 REV. BY DATE 5 CJ 5126104 PROJECT MA NAGER J.C. MCDONNELL '' 11, �CA�E 30': DRAWING FILENAME 03408ABASE.DWG CHK. BY ic F.B. NO. 335-8 JOB NO. 03-408-A 6 �HT. NO;`:, of INITIALS DA TE GENERAL NOTES: _0 UJI CONCRETE CURB AND GUTTER 1 -) STORMFILTER BY STORMWATER MANAGEMENT INC., PORTLAND, OREGON (800-548-4667). 13R 16' VERTICAL CURB CTO MATCH 2.) CATCH BASIN MUST BE SET LEVEL. EXISTING CURBING) SHALL EXTEND PROVIDE SWALE, GRADE TO DRAIN x UJI VARIES. PER I TO END OF RADIUS, TO APPROVED SYSTEM. 1--o' REINFORCING BARS WITH 8" OUTLET 1) EXTERNAL PIPING AND COUPLINGS TO BE PROVIDED BY OTHERS. 0 CODE EXTRUDED CURB SHALL START COMPACTED SOIL OVER GEOTEXTILE MINIMUM 6" OVERLAP PIPE STUB 4.) FLEXIBLE COUPLING TO BE USED AT INLET & OUTLET. FERNCO OR ENGINEER APPROVED. AT END OF RADIUS (BY CONTRACTOR) (STD) 5-) STORMFILTER REQUIRES REGULAR MAINTENANCE. REFER TO OPERATION AND MAINTENANCE RADIAL FLOW MANUAL FOR DETAILS. RADIUS VARIES TRANSITION SLOPE SHALL 211:lv INLET GRATE CARTRIDGE (TYP) 6.) CATCH BASIN STORMFILTER STRUCTURAL SPECIFICATIONS: BE 1112 (TYP) 20,000 LB. w LOAD RATING: TYPE 2 CURB RAMP TYPI CONSTRUCTION: 1/4" STEEL PLATE Z .5' LONG RAMP MIN, E I CURB RAMP F r (SEE DETAIL E-2,15) 3' LONG RAMP MIN. GEOTEXTILE 0 UNIT WEIGHT: 1250 LB. (SEE DETAIL E-2,14) INLET GRATE: DUCTILE IRON �R 6 CL BACKFILL BEHIND WALL WITH 1 '-On n A n PERIMETER SLAB: REQUIRED (n MIN WIDTH OF CLEAN, WELL DRAINING -Noma SIDEWALK. GRANULAR FILL PER MANUFACTUREWS RECOMMENDATIONS The STORMWATER MANAGEMENT 1 ;.6 ROADWAY StormFilter' U.S. PATE 1FT I SURFACE NT No. 5,322,629, m �VV�VZ MIN 6*0 PERF RIGID DRAIN PIPE. SLOPE No. 5,707,527, No. 6,027,639, TO DRAIN AND CONNECT TO STORM DRAIN < No. 5,624,576, AND OTHER U.S. LACE 1' WIDE TACTILE A<-J SYSTEM. PROVIDE CLEANOUTS. < AND FOREIGN PATENTS PENDING V BEHIND START OF RAMP im CONCRETE CURB AND GUTTER !6 ;r u L Vi PLACE FULL DEPTH EXPANSION JOINT < BETWEEN C/G AND HIGH TRAFFIC LOAD GUTTER 4J IF WING AND C/G ARE NOT POURED AS ONE UNfT well Z� CURB/GUTTER AND WING FOR HIGH TRAFFIC A 2-0 SHY DISTANCE SHALL BE < LOAD GUTTER MAY BE POURED AS ONE UNIT. MAINTAINED BETWEEN BLOCK WALL UNDISTURBED NATIVE FULL DEPTH EXPANSION JOINTS SHALL -BE PLACED AND PRIVATE ACCESS ROAD SURFACE PE LFTING EYE (Typ) -.A . PIPE INLET STUB �DIAMOND PLATE COVER IF WIDTH OF OPENING. EXCEEDS 15', SOIL OR COMPACTED (OPTIONAL) GRANULAR BASE, AS EQ REQUIRED CATCH BASIN STORMFILTLR PLAN VIEW SCALE:NTS J4 a METAL LIFT RIN . G. TYP _0 ACP ACP METAL LIFT RING, TYP PERIMETER SLAB 1116- 1 OVERFLOW 3,000 PSI CONCRETE WEIR CREST� (BY CONTRACTOR) z kqm., 0.4 Nv UTO OUTSIDE OF RIM 0 SECTI13N A W-10 1/4" INSIDE RIM_jj INSIDE RIM INSIDE RIM 2'-4" 2'-4" 4'- 1 1/4" TO INSIDE - OF RIM 2-#4 REINFORCING BARS L 2-4 L 4 (BY CONTRACTOR) CONCRETE SHALL BE CLASS 3- 300OPSI ......... A -CONCRETE LONCRETLSMS "—EY 13LOC 4 [[=III C3 Lj NOTES: p J < FILTER CHAN113ER — CURB AND GUTTER SHALL BE POURED 1- GRAVITY BLOCK WALLS WITH GEOGRID REINFORCING MUST BE DESIGNED & STAMPED BY A STATE INLET LICENSED PROFESSIONAL ENGINEER. 2'-3 3/4" a. SEPARA TEL Y FROM THE - SIDEWALK, ASPHA T SURFACE. (2.3') < CITY INSPECTIO.N REQUIRED ON FORM WORK scum PRIOR T12 PDUR. 2- GRAVITY 13LOCK WALLS OVER 4'-0" IN HEIGHT AND/OR LOCATED IN A CRITICAL AREA OR u IJ 13AFFLE MEADOWDALE EARTH SUBSIDENCE LANDSLIDE HAZARD AREA, REQ 3-8 3/4 ag UIRE A BUILDING PERMIT & a MUST BE DESIGNED & STAMPED BY A STATE LICENSED PROFESSIONAL ENGINEER. w a. 5 VAIiIES OVERFLOW WEIR WITH FILTER REVISIONS FILTER CHAM CLEANO 1 5.1 TAN.DARD D ETAI L Ap"am lly- DATE ON 'D BER INLET/OUTLET CHA HAMBER OUTLET MBER FILTER CHAMBER LIT C s .".E. D. - V-5 1/2" _x WH 7RM I= DRMAY ACM 1 ..4 3'-10 1/4" D- GEBERT 10/6/03 REVJSI _N:� 11 AMT DOEWA* AMUCH) DAIT 6 STANDARD DETAIL z 8'-5 3/4" o DATE 4LE NO. /01 NTS E2.27 GRAVITY BLOCK WALL 7/24 OUTLET PIPE 18 0-1990 DATE SCALE STUB (STD) 4/11/03 NTS No' E 8.11 g EDMONDS DRIVEWAY ACCESS-E2.27 IN OVERFLOW WEIR 5 NO SCALE MONDS GRAVITY BLOCK WALL- E8.1 NO SCALE CATCH BASIN STORMFILTER SECTION VIEW SECTION VIEW 1 CLEANOUT OPENING CATCH BASIN STORMFILTER 1 SCALE: NTj 4 j SCALE: NTS 4 V) POSITION STEPS AND FRAME GENERAL NOTES: ADJACENT TO SIDE CARTRIDGE Lu GENERAL NOTES 1 -) STORMFioER BY STORMWATER MANAGEMENT INC., PORTLAND, OREGON (800-548-4667), TWO CARTRIDGES REINFORCING BARS WITH :1 MINIMUM 6" OVERLAP RADIAL FLOW 8" OUTLET 2.) CATCH BASIN MUST BE SET LEVEL. w 4 1.) STORMFILTER BY STORMWATER MANAGEMENT, PORTLAND, OREGON (503-240-3393). FOR PERIMETER SLAB-\ CARTRIDGE PIPE STUB (STD) 3-) EXTERNAL PIPING AND COUPLINGS TO BE PROVIDED BY OTHERS. (BY CONTRACTOR) 2.) ALL STCRMFILTERS REQUIRE REGULAR MAINTENANCE. REFER To OPERATION AND 4-) FLEXIBLE COUPLING TO BE USED AT INLET & OUTLET. FERNCO OR ENGINEER APPROVED. A MAINTEN4NCE GUIDELJNES FOR DETAILS. 5.) STORMFILTER REQUIRES REGULAR MAINTENANCE. REFER TO OPERATION AND MAINTENANCE 3.) PRECAST CONCRETE STRUCTURE TO BE CONSTRUCTED IN ACCORDANCE WITH MANUAL FOR DETAILS. ASTM C478 & C443. z 6.) CATCH BASIN STORMFILTER STRUCTURAL SPECIFICATIONS: 30" FRAME LOAD RATING: 20,000 LB. AC INLET AND OUTLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED By CONTRACTOR. n n CONSTRUCTION: 1/4" STEEL PLATE AND COVER (STD) ......... UNIT WEIGHT: 950 LB. CONE OR E SPECIFIED BY ENGINEER, IF REQUIRED BALLAST MATERIALS To BE PROWDED By CONTRACTOR. ............ INLET GRATE: DUCTILE IRON FLAT TOP 6-) PRECAST STORMFILTER EQUIPPED WITH 10-INCH PVC OUTLET STUB, AND AN INLET OPENING PERIMETER SLAB: REQUIRED Ln AT THE SPECIFIED LOCATDN, 0 7.) DETAIL REFLECTS DESIGN INTENT ONLY. ACTUAL DIMENSIONS AND CONFIGURA77ON OF STRUCTURE WILL BE SHOWN ON THE PRODUCTION SHOP DRAWING. ;U— -i u u SYMMETRICAL 2—CARTRIDGE CB 0 PRECAST MANHOLE STORMFILTER PLAN VIEW The STORMWATER MANAGEMENT I StormFilter" LIFTING EYE (TYP) SCALE: N.T.S U.S. PATENT No. 5,322,629, �i — No. 5,624,576, No. 5,707,527 Lr AND OTHER U.S. AND z STEP (TYP) FOREIGN PATENTS PENDING Z \-INLET PIPE 27-3/4" X 27-3/4"-.// INLET GRATE-/ .4* 27-3/4" X 27-3/4" The STORMWATER MANAGEMENT 4 SCUM BAFFLE SOLID LID STUB (OPTIONAL) SOLID LID StormFilte? U.S. PATENT No. 5,322,629, I < No. 5,707,527, No. 6,027,639, No. 5.624,576, AND OTHER U.S. RECIEZIVED� CATCH BASIN STORMFILTER PLAN VIEW Ljj X AND FOREIGN PATENTS PENDING z > SCALE: N.T.S. INLET PIPE LO BY CONTRACTOR; uz JUN - 4 2004 o6 Z SIZE AND LOCATION L3 Ld AS SPECIFIED 48" Z 0- PERMIT COUNTER /-OUTLET RISER Ld = U OVERFLOW (SEE DETAIL) U C) WEIR CREST < C2 d z TO OUTSIDE OF RIM u IE=406.95 �126' 0 OUTLET PIPE STUB L0 RECYCLING COORDINATOR PERIMETER SLAB § .1 I N cN 31000 PSI CONCRETE o (BY STORMWATER MGT. INC.) x INSIDE RIM INSIDE RIM INSIDE RIM (BY CONTRACTOR) TO INSIDE OF RIM (L -7 2'-4" 2'-4" 2-4 2'-4" 2-#4 REINFORCING BARS 12"o / 1 11 STEVE FISHER 0 UD G PMAT UD 4" LIDS & GRATES (BY CONTRACTOR) E=404.65 PATE 2'-3 3 /4" 2'-3 3/4* 2'-3 3/4*—1 2' 1 3 3/4' APPMV.'ED FOR CONSTRUCTION 1 11 -A r J r -US 3'0 441' 4 *4 6" 1 cd _'�'1/40"X3":7�1 1 11�2 T uj:e j Rs STEEL GUSSETT LTER < 8" TOPPING SLAB 1 u LO 2 1/4 AT MID -SPAN CHAMBER '-2 3/4" v) BY PRECASTER CLT�rENGINEER DATE TV INLET 2 TYP EACH SIDE --o UNDERDRAIN PIPE MANIFOLD SCUM--/ EIYACCOUATNO.(S). BAIILE rALL 48 HOUR' SffEAD,0WESS.- 3'-9" %_111 --I s I I � 6 PRECAST MANHOLE STORMFILTER 0"** 49110000170100 24392 HWY 99 0 t A N OUTLET RISER - ENLARGED VIEW 11110000170902 < SCALE: N.T.S EDMONDS, WA. 9qO26 SCALE: N-T-S BEFORE YO U DIG 49110000170209 JON 0 3 2004 VARIES OVERFLOW WEIR WITH - FILTER FILTER CHAMBER INLET/CUTLET CHAMBER FILTER CHAMBER CLEANOUT CHAMBER a 1-800-424-55 49110000160804 WESTERN ENGINEER 1, IMP OUTLET 55 49110000160200 V, 2'- 2'-5 1/2"- 2--t" __EDM TILE # D04-006 6'-8 1/2"— E PIPE CITY OF EDMOND DETAILS 8" OUTL T T es'ern (425) STUB (S D) F. M c CLEANOUT OPENING urvevo IN OVERFLOW WEIR co rs, 356-2700 CAla-iPBELL NELSOM A. m C. CATCH BASIN STORMFILTER SECTION VIEW CATCH BASIN STORMFILTER SECTION VIEW SCALEi N.T.S. S L �N... IN SW 114, SE 114, SEC. 31, T.27N.9 R-4F-s W.M. 21137 SNOHOMISH COUNTY, WASHINGTON 19 LAND USE CONSULTANTS v) ST Z A T PBLE IF I /CNAL DWN. BY DA TE REV. BY DATE PROJECT MANAGER SCALE CIVIL ENGINEERS LAND SURVEYORS .1 f WRC 6103103 5 CJ 5126104 J.C. MCDONNELL rREV. NO. DESCRIPTION INITIALS DA TE EXPIR DRAWING FILENAME CHK. B Y F.B. NO. JOB NO. SHT. NO. - 13000 HWY 910 SOUTH EVERETT * WA. * 98204 0 1 3408ABASE.DWG 335—B 03-408—A 71 of 8 1/4' RAKE PER FOOT FROM G ND RO UNI LEVEL 4' STURZ ADAPTER zo TRAFFIC SAFETY FEATURE. - BREAK OFF FLANGEj NUTS-\ t,j ACP AND BOLTS, EWALK BASE COURSE' INSTALL -CHECK VALVE 13N METER INSTALLAT113NS FOR NEW ]PROPERTY BUILDING CONSTRUCTION ONLY. DELETE CHECK VALVE FOR R.O.W. LINE METERS INSTALLED IN CONSTRUCTION WITH REPLACEMENT FINISHED .-.OF EXISTING WATER MAINI.S. GRADE AMR TO W�T' 40 HOSE CON CTION W ( Rtol AS 0 By FIRj 8M FITTING -------------------------------- VII-vr u, FL X FL T[E 7p� �j IF FIAMP 00UPUNG W. (E ,,.-CAST IRON ADJUSTABLE > 4SENSOR S112 W/ C3 31 x 31 x 3.5' THIC VALVE Ba TRPL u REMOTE READ. THE TRPL SHALL BE ;r CONCRETE PAD AROUND HYDRANT WEDGE VALVE I INSTALLED ON HATCH CLOSE TO HINGE NTS rTEE WITH FLANGED (D L - - - - - - - - - - - - - - - - - - - - - - - - - - - - RESTRAINED JOI :9 ------ CONNECTION FOR Q OR TIE RODS .0. 7 HYDRANT VALVE a,77; - LJJ ------ P. 0 01 -LW. HATCH) 1--ju -- :!==us -MIL 6* MINIMUM =4� 2 W\BLE LEAF L10 (MODEL LADDER PER APWA STD PLAN 441 ALIGN WITH HATCK 40M FUM 2N Q 181XI8,x EXTERIOR PLAN VIEW CONC. BS. FLANGED ONNECTION G) Aim u GENERAL NOTES: UNDISTURBED EARTH TI :TO HYDRANT CONNECTIO PIPE 1. ACCESSES BY L.W. HATCH: TYPE "0" ( HD-10 PEDESTRIAN LOAD; H-30 TRAFFIC LOAD) 1/2 CY WASHED 1-1/2' MINUS ROCK BE DUCTILE IRON CLASS 52. ANY FOR VACANT LOT (FUTURE USE> CURB STOP SHALL BE PLACED WITH SID' DRAIN. WITH FABRIC CLOTH AB13VE INTERMEDIATE JOINTS TO BE AT PROPERTY LINE AND LOCATION MARKED WITH PAINTED E OUTLET GUTTER RESTRAINED 2' X 4' WITH 'WATER' STENCILED ON IT. VAULT COVER GUTTER DRAIN SHALL CONNECT TO A DRY WELL OR CATCH BASIN. SENSOR SR2 Wrif 9WW RDOM READ SHALL BE INSTALLED IF EXISTING YOKE HAS N13 CURB STOP. 3K4LL K INSTMM ON A THRUST BLOCK DEPTH SHALL BE 18'. .3. DCDA MUST BE TESTED BY A CERTIFIED BACKFLOW ASSEMBLY TESTER. FOR Em 4. ALL TEST COCKS MUST BE PROVIDED WITH PCV PLUGS. INDOOR VERTICZ'IN'STA'LLATION MATE131AL Llaca` 5. A CITY APPROVED VALVE IS REQUIRED BETWEEN THE.SUPPLY MAIN AND THE VAULT. ALL 3/4' 13R.1'. SERVICE T13 BE TYPE 'K' SOFT COPPER TUBING, VAULT SIZES bomm7r pmoo k-TnM %JTTW rr TWQVAD INLET AND -COPPER (CTS>.GRIP OUTLET, NO HKHER THAN w TO CERM OF 02 ow Orr VALVE �0 I METER INSTALLED BY CITY r _j Zo ALL . VALVE CHECK VALVE G I N 0 T E S CEMENT LINED D.I. I (FORD OR MUELLER) WATERMAIN WITH TYPE 'K' SOFT COPPER TUBING OR HIGH MOLECULAR POLY PIPE (160 PSI). 1. HYDRANTS AND ALL MATERIALS TO BE IN ACCORDANCE WITH CITY OF EDMONDS TYTON TYPE JOINT TRACER WIRE SHALL BE WRAPPED AND TAPED TO POLY PIPE. APPROVED MATERIAL LISTINGS. ID Qp BRONZE CURB STOP WITH EIP THREAD. 2. HYDRANTS SET IN CONCRETE REQUIRES AN EXPANSION STRIP AROUND HYDRANT HYDRANT ON PRIVATE A UE 3/4' METER SETTER EQUAL T13 ANA, McDONALD AY20212WCDD3 BARREL. IN ADDITION, THE INSTALLATION OF THE RDS SET FORTH FOR THE INSTALLATION WITH ANGLE BALL VALVE WITH LOCK WINGS, CHECK VALVE, 12' TALL PROPERTY SHALL EQUAL OR EXCEED STANDA CITY OF EDMONDS. THIN INLET AND OUTLETi 'HORIZONTAL WITH DUAL PURPOSE CONNECTIONS OF PUBLIC FIRE HYDRANTS IN THE STEEL 3. PROVIDE FOR VEHICULAR TRAFFIC PROTECTION, @ 0 DOUBLE STRAP SADDLE REQUIRED WHEN TAPPING THIN STEEL 4. ALL HYDRANTS SHALL BE PROVIDED WITH (2) 2-1/2' HOSE NOZZLES AND PUMPER NOZZLE WITH 4' STORZ QUICK COUPLING ADAPTER. & MID -STATES PLASTIC METER BOX < MS 11 X IS X 12) WITH ' I 5. 4_1/2' NST STEAMER PORT SHALL FACE THE STREET OR ROADWAY FO R FIRE ENGINE ACCESS. F MS 11 X 18 DUCTILE LID WITH READER BRASS COMPRESSION FITTING 6. THREE 'FOOT MINIMUM CLEARANCE SHALL BE MAINTAINED AROUND HYDRAN . T OR ROCKERIES (ETC). PAINTED 2 X 4' WITH 'WATER' STENCILED ON IT WATER SERVICE TO HOUSE @ 1 WHEN PLACING LANDSCAPING 7. FIRE HYDRANTS SHALL BE PAINTED SAFETY YELLOW nI MIPT X CTS GRIP nL 14GA. WIRE TRACER (TAPED METER SIZE AND TYPE APPROXIMATE EQUIP DIMENSIONS MINIMUM INSIDE VAULT DIMENSIONS (EXCLUDES SIAMESE CONNECTION) A C D LENGTH WIDTH HEIGHT 4" X 3/4 2 ._9 1 . I 01-�6" 4'-3" 10'-0" 5'-0" 7#-0" 6" X 3/4 V-9" V-2" 0'-8" 11 '�Om 61-0" 71 -on Sm X 3/4" 4-'�-5" V-4" Ol-Sm V-4" 12'-0" 6.1-0#0 7 6 -Q" 100 X in 6'-0" V-8m O'-1 1 8'---.6' 14'-6" 7'-0"' 79-Ou 8, CONSTRUCt 3' X 31� X 3.5' THICK CONCRETE PAD AROUND HYDRANT PIPE. TO POLY. PIPE EVERY 10') NOTEt PVC PIPE SHALL NOT BE USED FOR WATER SERVICES ol LI) REVISIONS g Fpr* '-q f n N 5; STANDARD DETAIL APPROVED BY DATE STANDARD DETAIL APPROVED By DATE D, GEBERT 6/16/03 4 A GEBERT 6/16/03 FIRE HYDRANT ASSEMBLY 3/4"-1 WATER SERVICE INSTALLATION D, GEBERT 6/19/03 DATE SCALE DWO NO. L Dwo NO, DATE 7/24/01 ALE NTS E7.6 189 1- 990 NTS E7.1 _1990 7/24/01 Li z 120 ELECTRICAL OUTLET FOR HEAT TAPE. INSTALL HEAT TAPE FQR FREEZE PROTECTION IL REDUCED PRESSURE BACKFLOW ASSEMBLY (RPBA) lajo, 1,990 "4 CID CENTER BACKFLOW PREVENTER IN T EN 'G X, 0, 3" MIN. 1`7 17VISIONS STAN DAR D D ETAI L py D. GESERT 6/16/03 DOUBLE CHECK DETECTOR ASSEMBLf (II)MA)PUIMI ( MERCIALIMULTWAIMM D. GEBERT 10/6/0311DAW� WALE Dwa NO. E . 7/24/01 1 1 NTS I TRPL REMOTE Ld z Of III CL 0 ce- CL CASTIRON LOCKING LID LAMPHOLE COVER (EAST JORDAN IRON WORKS CO. (MODEL #: 00366008) L - 6" WYE AND 45' BEND 6" SIDE SEWER 6" TEE SLOPE- 2% MIN. TO L 50% MAX. POSS184E SEWER MAII LOCATION . . . . . . . . . . . . . . . . . . . . 22.5* OR 450 SEND ROMAC AND/OR FERNCO COUPLING N 0 T E: 22.50 OR POSSIBLE 1. IF SEWER LATERAL IS DAMAGED OR HAS 41 TO BE RELOCATED DURING CONSTRUCTION, 45" BEND SEWER'MAJ RELOCATE/REPAIR SEWER PIPE AND RECONNECT LOCATION USING A ROMAC AND/OR FERNCO COUPLING., 2.1 A CONCRETE/PVC ADAPTER SHALL BE USED TO CONNECT PVC TO CONCRETE. 3. INSPECTION OF WORK IS REQUIRED AND MUST' BE APROVED BY THE ENGINEER.ING DEPARTMENT. REVISIONS STANDARD D ETA I I 060PROVED Iff IMTE D.GEBERT ol/p..8/04 SIDE SEWER RELOCATION/139FAIR .............. DATE __l_$c= NTS' DWQ .3 4 elac 7 10AIn, IF RPDA USE SENSOR ig . l.. W. - I I .. - If - -]�: law R2'MMR W/ TRPL REMOTE READ. TRPL ENCLOSURE "HOT SHALL BE 11411171111''LIQ 12" MIN. 3" MIN. BOX" OR EQUAL ON SIDE Cill! 11)'i IF RPDA USE BOX WtH EASY ;Ovol, SENSOR 'D BY FIRE DEPT.) ACCESS FOR METElt SR"2MET&W/ TRPL 40 HOSE "ONNEGTION (AS REQ rl III umm PIPE TOP VIEW w I x 3/8' X 4- ANCHOR BOLTS in (DRAIN TO DRY WELL PER MANUFACTURER 9 OR CS) 4-4---- -0 12" MIN. r %DE 01 PVC PLUdS TEST COCKS WITH CONCRETE SLAB FINISHED' 0 LADDE A.P.W.A STD (PLAN #41) (4 R E Q'D) UNION EXTEN OUT AS REQUIRED (2000 PSI MIN.) z RESILIENT SEATED GRADE TO AU WITH HATCH OFF VALVES -SUPPORTS SHUT (2 REQ'D) FINISHED 2-0 0) GRADEE -\ z :: 4-4 QD vp F RAIN* V V Vp SEE NOTE 6 SLEEVE 0 FREE DRAINING (TYP-) 6x6-W2.9xW2-9 WWF (WELDED WIRE MIN. 12" CLEARANCES AROUND ADEQUATE GRAVITY DRAINAGE GRAVEL FABRIC) -'--'NCKFLOW PREVENTER-ALL SIDES, SYSTEM REQUIRED CONNECT TO ,,P AND BOTTOM W/APPROVED WATER METER 12" MIN. 5' MAX. AIR GAP IMMEDIATELY ADJACENT TO RPBA GROUND/FLOOR FLOW NOTE: SIDE VIEW ..TYPE K COPPER OR TO OWNERS ELECTRICAL PANEL. FRONT VIEW 1. APPROVED'REDUCED PRESSURE'BACKFLOW ASSEMB LY TO LAY HORIZONTAL ONLY. APPROVED EQUAL DIRECT BURIAL OR - IN- RIGID METER SIDE (SIZE AS REQ..) CONDUIT PER ELECTRICAL 2. 3. DESIGNED FOR BACK SIPHONAGE AND BACK PRESSURE. THOROUGHLY FLUSH LINES PRIOR TO INSTALLATION OF BACKFLOW PREVENTER. NOTES: PERMIT REQUIREMENTS. SIDE' VIEW 4. DO NOT INSTALL IN AN AREA SUBJECT TO FLOODI NG; 5, I MUST BE ACCESSIBLE. 1. PROVIDE C17Y APPROVED SUPPORT FOR DEVICES LARGER THAN .1 DIAMETER. PIPING AND 6. MUST BE PROTECTED FROM FREEZING CONDITIONS. 2. OWNER SHALL FURNISH, INSTALL AND MAINTAIN THE RPBA OR RPDA AND,ALL 7. THE BACKFLOW ASSEMBLY SHALL BE'A STATE APPROVED MODEL. A. PLUMBING PERMIT IS REQUIRED- PLEASE CONTACT LOCAL PLUMBING PERMIT CEN'rER. APPURTENANCES SHOWN ON THIS PLAN. 'PRIOR TO CITY WILL PROVIDE INSPECTION. INITIAL TEST OF THE RPBA OR RPDA 8, 9. *MUST BE TESTED AFTER INSTAL�ATION AND YEARLY THEREAFTER BY WASHINGTON STATE 3. ESTABLISHMENT OF WATER SERVICE WILL BE DONE BY A STATE CERTIFIED BAT TESTER CERTIFIED BACKFLOW ASSEMBLY TESTER. TEST RESULTS SHALL BE.SENT TO THE CITY 4. REDUCED PRESSURE BACKFLOW ASSEMBLIES SHALL BE STATE APPROVED DEVICES. OF EDMONDS.PUBLIC WORKS. 5. ANNUAL TESTING OF RPBA AND RPDA REQUIRED BY OWNER. -fteo* I a �19 9 a 6. DRAIN SHALL BE SIZED IN ACCORDANCE VVIltl AWWIA toKVZZ %,vI'4I4r-%IIUI4 FIGURE 6-8 (SEE STD DETAIL SHEET E 7.11.1) (ABOVE GROUND INSTALLATION ONLY) 7. ENCLOSURES SHALL BE LOCATED' ON PRIVATE PROPERTY. F; D M 'D 5, -C.1-TY I T. Y REVISIONS VISIONS STANDARD -DETAIL STANDARD D ETAI L APPROVED Illy DATE - REDUCED PRESSURE BACKFLOW ASSEMBLY VAND SMALLER ROVED VY_ DATE HOT BOX ASSEMBLY FOR REDUCED PRESSURE BACKFLOW ASSEMBLY (RPBA) A GEBERT 10/6/03 (RPBA) D. GEBERT 10/6/03 ANDRPDA DATE SCALE DWIC NO. DATE 6/1'6/03 SCALE NTS DWO NO. E 7.11 - 6/16/03 NTS E 7.10 > 7 %: Vol-r. %Inr-%.FN vrm_vr-Q U L APPROVED O.S.Y. MIN. (TYP) T-r- ir 11 2! 14 w 2 m tU % > K E 2 MINIMUM GRINNEL PIPE SADDLE p z ;0 XND s-rAND#258 OR EQUAL "t"t, RECEIVED U - J 4 2004 N a PERMIT COUNTER gig- --j m ii.a.); 2" 100 FLOOR DRAIN Q!j'o 0 0: :6: z 0,00:0004, RECYCLING COORDINATOR :0 0:0. 056-6 0:0:0 0 §:R::!-_: :00 0 ............ 0 0 0 0 0 04:: 6n -5/8" MINUS CSTC COMPACTED WASHED DRAIN ROCK STEVE FISHER TO 95% DENSITY I ACCESSES BY L.W. HATCH: TYPE wD* HD-10 PEDES TRIAN LOAD; H-30 TRAFFIC LOAD) APPROVED FOR CONSTRUCTIO WITH SIDE OUTLET GUTTER DRAIN. <�7 2. VAULT COVER GUTTER DRAIN SHALL CONNECT TO A DRY WELL OR CATCH BASIN. 51 11-re Z REV. NO. I DESCRIPTION INITIALS I DATE Im 7 CITY 01GINEER DATE CALL 48 HO URS TAXACCOUATNO.(S). PRIIN i JLI) SffEWDRESS.- 49110000170100 24392 HWY 99 BEFORE YO U DIG 49110000170902 JUN 0 3 2004 EDMONDS,' WA, 8026 49110000170209 1-800-424-5555 49110000160804 49110000160200EDmoj� WESTERN ENGINEFri I I FILE'�' D04-000 CITY OF EDMOND DETAILS A Western (425) I urvey-grs, 356-2700 I& CAMPBELL NELSWN C. IN SW 114, SE 114., SEC. 310 T.27N., 4.44 1 JYJ( LAND USE CONSULTANTS SNOHOMISH COUNTYO WASHINGTON DWN. BY DA TE REV. BY DATE PROJECT MANAGER SCALE CIVIL ENGINEERS e LAND SURVEYORS WRC 6103103 5 CJ 5126104 J.C. MCDONNIF11 I DRAWING FILENAME CHK. BY F.B. NO, JOB NO. �H T. NO. 13000 HWY 99 SOUTH * EVERETT * WA * 98204 03408ABASE.DWG L I 335-B 03-408-A 8 of I �l