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HomeMy WebLinkAbout7423 204th St NE_PWD936_2026 (3) --- CONSTRUCTION PERMIT APPLICATION Community& Economic Development City of Arlington • 18204 59'� Avenue NE • Arlington, WA 98223 • Phone (360) 403-3551 CIVIL (TYPE 1) 71 GRADING/PAVING/DRAINAGE (TYPE 11) 71 RIGHT OF WAY(TYPE III) 71 TYPE I & II ONLY NEW DEVELOPMENT ✓❑ REDEVELOPMENT 71 Project Name: RPI ARLINGTON LLC - DRUG STORE Snohomish County Tax Parcel I.D. ##: 31051100305400, 31051100304100 Project Address/Location: 7421 & 7423 204TH STREET NE Description of Project SITE WORK FOR THE CONSTRUCTION OF THE DRUG STORE AND FUTURE RETAIL OWNER Name: RPI ARLINGTON LLC - MARTY JOU FLAS Address: 2618 2ND AVENUE City:SEATTLE State:WA Zi :98121 Phone:(206)321-7239 Email:MJOU FLAS@AOL.COM APPLICANT Name: BILL FORTUNATO - PACLAND - Seattle Address:1505 WESTLAKE AVENUE N., SUITE 305 City: SEATTLE State:WA Zi :98109 Phone:(206) 522-9510 Email: bfortunato@pacland.com ENGINEER Name: BILL FORTUNATO - PACLAND - Seattle Address:1505 WESTLAKE AVENUE N., SUITE 305 City: SEATTLE State:WA Zip:98109 Phone:(206) 522-9510 Email:bfortunato@pacland.com License #:37679 Expiration: 01/31/2018 CONTRACTOR Name: Buehner Construction Address:3158 S. Main Street City: Salt Lake City State:Utah Zip-84115 Phone 801-231-7711 Email:stu@bcinational.com License #:CC BuehnC1914MB Ex iration:07-02-2017 I, hereby certify that I have read and examined this application, City of Arlington Municipal Code, Standard Plan & Specifications. Performance of the proposed work shall follow all applicable laws and regulations. The owner/applicant shall assume full and complete responsibility for said work and shall be responsible for the acquisition and compliance of all applicable permits and/or authorizations which may include, but not limited to, Right of Way Permit, WSDW Hydraulic Project Approval (HPA), WSDOE Notice of Intent (NOI), National Pollutant Discharge Elimination System (NPDES), Army Corp.of Engineers Permits,the requirements of the Endangered Species Act,and the Forest Practices Application(FPA). Signature Print Name: Date: Page I t REVISED 10/2013 • CONSTRUCTION PERMIT APPLICATION Community& Economic Development City of Arlington • 18204 59t1i Avenue NE • Arlington, WA 98223 • Phone (360) 403-3551 Complete package constitutes all items. Only complete submittals will be accented. Civil -Submittal Requirements, Type I: la Complete Application; Construction Plans including cut/fill quantities; • 3 full size plan sets 22"x 34" ■ PDF file of the complete plan set ■ 1 full size set of landscape plans 22" x 34" O Marysville Utility plans if applicable (2 sets); Q Drainage Analysis including calculations and downstream analysis (3 sets) and (PDF file); Q Geotechnical Report(3 sets) and (PDF file); Q SEPA is required if 500 or more cubic yards of cut/fill is proposed (not required if included with a Land Use Permit); Grading cut/fill quantity:4500 ; Q Drafts of easement(s)dedication(s), and/or CAPE(s)for review; Q Construction Calculation Worksheet; Q NPDES Permit (if required); See Storm Water Drainage Report, New or Redevelopment Flowcharts Q Assurance Device will be required prior to Permit Issuance (Bond or Assignment of Funds); Q Plan Check Fee due at time of permit submittal. Gradina /Pavina/ Draina-ge Submittal Requirements, Type II: Complete Application; La Construction Plans including import/export quantities; • 3 full size plan sets 22"x 34" ■ PDF file of the complete plan set La Drainage Analysis including calculations and downstream analysis (3 sets) and (PDF file); l3 Geotechnical Report(3 sets) and (PDF file); La SEPA is required if 500 or more cubic yards of cut/fill is proposed (not required if included with a Land Use Permit); Grading cut/fill quantity:4500 ; La Construction Calculation Worksheet; La NPDES Permit (if required); See Storm Water Drainage Report, New or Redevelopment Flowcharts l3 Plan Check Fee due at time of permit submittal. Right of Way Submittal Requirements,Type III: l3 Complete Application; Q Construction Plans; Q Traffic Control Plan; O Road Closure Request; Temporary Erosion & Sediment Control (TESC) Plan; Certificate of Insurance with the City of Arlington named as Additional Insured; Q Assurance Device will be required prior to Permit Issuance (Bond or Assignment of Funds); Q Engineers Estimated Cost of Construction; $ 211,846.88 Q Permit fee due at time of permit issuance. Page 12 REVISED 10/2013 DRAFT RIGHT-OF-WAY DEDICATION DESCRIPTION RIGHT-OF-WAY DEDICATION AREA TRACT C,AND D, CITY OF ARLINGTON BOUNDARY LINE ADJUSTMENT FILE NO. 2013-58; AS RECORDED UNDER AUDITOR'S FILE NO. 201402215006,AND BEING A PORTION OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER AND OF THE SOUTHWEST QUARTER OF THE SOUTHEAST QUARTER,ALL IN SECTION 11 TOWNSHIP 31 NORTH, RANGE 5 EAST,W.M., IN SNOHOMISH COUNTY,WASHINGTON; SAID PORTION BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: TRACT D: THE SOUTH 8.5 FEET OF TRACT D OF CITY OF ARLINGTON BOUNDARY LINE ADJUSTMENT FILE NO. 2013-58 TRACT C: A STRIP OF LAND ALONG THE SOUTH PORTION OF TRACT C OF CITY OF ARLINGTON BOUNDARY LINE ADJUSTMENT FILE NO. 2013-58 DESCRIBED AS THE PORTION OF LAND LYING SOUTH OF THE 38.5 FOOT OFFSET OF THE CENTER LINE OF 204TH STREET NE. SITUATE IN THE CITY OF ARLINGTON, COUNTY OF SNOHOMISH, STATE OF WASHINGTON. EASEMENT AREA TOTALS 2524.60 SQUARE FEET. I I I I I i TRACT B I I I II I0 I I I I GD — — — 1 to I I I 0) 1 I I TRACT I � I I I � I I I I I I I�I I I uoouuoou� I I 1 C)c)1&11111 e I I - - - - - - OF — 0 WW DEBICAMON 00 ARLINGTON RPI BY., M.1, k DRAFT RIGHT—OF—WAY DEDICATION ARLINGTON, WA 1505 Westlake Ave.N. T(206)522-9510 Suite 305 F(206)522-8344 Seattle,WA 98109 —P.1-A-mn SCALE: 1" = 80' 05/09/2017 UTILITY SERVICE APPLICATION Community & Economic Development City of Arlington • 18204 591h Avenue NE•Arlington, WA 98223• Phone (360) 403-3551 Application for Lf Water 16 Sewer Permit Submittal Requirements: d Completed Application Form 16 Site Plan Depicting the Proposal or Civil Permit#TBD Project Site Address:7421 & 7423 204TH STREET N E Property Tax ID#.31051100305400, 31051100304100 Subdivision: n/a Occupancy: ❑ Single Family ❑ Duplex ❑ Multi-Family Lol Commercial ❑ Industrial ❑ Institutional Property Owner:RPI ARLINGTON LLC - MARTY JOUFLAS Address: 2618 2ND AVENUE CitySEATTLE StateWA Zip98121 Phone No: 206-321-7239 Email: MJOUFLAS@AOL.COM Contact Person: Bill Fortunato - PACLAND Seattle Address: 1505 Westlake Avenue N. Suite 305 CitySeattle StateWA Zip98109 Phone No: 206-522-9510 Email: bfortunato@pacland.com Give a brief description of your proposal and/or request:Water and sewer applications for the proposed drug store and future retail. Is there a onsite well? ❑ Yes M' No Is there a onsite septic? ❑ Yes 9 No Will a water meter be required? 9Yes ❑ No Water meter service size: 1"/2° Total square footage of Building: 14,622 sf/2,000 sf Lot/parcel size calculation: 96,869 sf Total square footage of impervious surface (parking lot, building,sidewalks etc.)74,179 sf I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above described property will be in accordance with the laws, rules and regulations of the State of Washington. Applicant's Signature Date Print Applicant's name Revised 03/2015 GEOTECHNICAL ENGINEERING REPORT ARLINGTON RETAIL DEVELOPMENT 7423 204T" STREET NE ARLINGTON, WASHINGTON Project No. 1767.01 March 9, 2017 Prepared for: PACLAND T - , s _ 7t `s. a;nr �► Jq > Prepared by: Z*I Pp erGeo Geoprofessional Consultants 19023 36t"Ave West, Suite D Lynnwood, WA 98036 Phone: 425.582.9928 1 zippergeo.com Zipp Geo Geoprofessional Consultants Project No. 1767.01 March 9, 2017 PACLAND 1505 Westlake Avenue North, Suite 305 Seattle, Washington 98109 Attention: Mr. Chris Dowd Subject: Geotechnical Engineering Report Arlington Retail Development 7423 204th Street NE Arlington, Washington Dear Mr. Dowd, In accordance with your request and written authorization, Zipper Geo Associates, LLC (ZGA) has completed the subsurface evaluation and geotechnical engineering report for the above-referenced project. This report presents the findings of the subsurface evaluation and geotechnical recommendations for the project. Our work was completed in general accordance with our Revised Proposal for Geotechnical Services(Proposal No. P16333)dated January 16,2017. Written authorization to proceed was provided by PACLAND on January 25, 2017. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report,or if we may be of further service, please contact us. Sincerely, Zipper Geo Associates, LLC c{W a a A. �0 y319117 0� �O of W Asy�� e G ,n s• x +r' 3/9/17 �rC+ 1783 ,P 38384 ed G$ON� °IFS 1 .1sl - sIONAU V" .u►MEs P. GEORG James P. Georgis, LG, LEG Robert A. Ross, PE Principal Principal Copies: Addressee(1) 19023 361h Ave West, Suite D I Lynnwood, WA 98036 1 Phone: 425.582.9928 1 zippergeo.com TABLE OF CONTENTS Page INTRODUCTION...........................................................................................................................................1 SITEDESCRIPTION.....................................................................................................................................1 PROJECT UNDERSTANDING.....................................................................................................................1 SUBSURFACECONDITIONS......................................................................................................................2 RegionalGeology.............................................................................................................................................2 SoilConditions.................................................................................................................................................2 GroundwaterConditions.................................................................................................................................3 Summary of Laboratory Testing......................................................................................................................3 CONCLUSIONS AND RECOMMENDATIONS............................................................................................4 General ..........................................................................................................................................................4 SitePreparation...............................................................................................................................................5 Structural Fill Materials and Preparation........................................................................................................7 UtilityTrenches...............................................................................................................................................9 TemporaryShoring........................................................................................................................................10 Temporary and Permanent Slopes................................................................................................................10 Seismic Design Considerations......................................................................................................................11 ShallowFoundations.....................................................................................................................................13 On-Grade Concrete Slabs..............................................................................................................................14 BackfilledRetaining Walls.............................................................................................................................15 Drainage Considerations...............................................................................................................................16 Infiltration Considerations.............................................................................................................................16 AsphaltPavements........................................................................................................................................18 CLOSURE...................................................................................................................................................19 FIGURES Figure 1—Site and Exploration Plan APPENDICES Appendix A—Subsurface Exploration Procedures and Logs Appendix B— Laboratory Testing Procedures and Results Cover Photo Credit:Google Earth 2017 GEOTECHNICAL ENGINEERING REPORT ARLINGTON RETAIL DEVELOPMENT 7423 204T" STREET NE ARLINGTON, WASHINGTON Project No. 1767.01 March 9, 2017 INTRODUCTION This report documents the surface and subsurface conditions encountered at the site and our geotechnical engineering recommendations for the proposed Arlington Retail Development. The project description,site conditions,and our geotechnical conclusions and design recommendations are presented in the text of this report. Supporting data including detailed exploration logs and field exploration procedures, results of laboratory testing, and other supporting information are presented as appendices. Our geotechnical engineering scope of services for the project included a literature review, site reconnaissance, subsurface exploration, laboratory testing, geotechnical engineering analysis, and preparation of this report. The subsurface evaluation consisted of completing three exploratory borings (B-1 through B-3) and two cone penetrometer tests (CPT-1 and CPT-2) across the site. The borings extended to depths of approximately 19 to 49 feet below the ground surface. The cone penetrometer tests extended to depths of approximately 18%to 50 feet below the ground surface. SITE DESCRIPTION The project site is located at the northwest corner of the intersection of Highway 9 and 204th Street NE in Arlington, Washington. The project site consists of two parcels totaling approximately 2.3 acres. An existing single-story cabinet shop is centrally located in the eastern parcel. Loading docks are located on the north and south sides of the cabinet shop and extend about 2%to 3 feet below grade.The area around the cabinet shop is primarily surfaced with crushed rock,with the exception of a slightly raised area(about 1 to 1%feet higher than surrounding grade) located in the western parcel,which is sparkly vegetated with weeds.The building appears to be serviced by underground water, sewer, and gas utilities and includes a stormwater system with catch basins. Topographically, the site appears generally level to gently sloping. The site is bordered to the east by Highway 9, to the south by 204th Street NE, to the west by an undeveloped grassy field with two small wood-framed sheds, and to the north by a developed lumber yard lot with a warehouse. PROJECT UNDERSTANDING We understand the project includes razing the existing cabinet shop and associated structures and constructing a new 14,622 square foot retail building centrally located in the eastern lot. We understand Page 1 Arlington Retail Development i p pe rG eo Project No. 1767.01 GeoprofessionalConsultants March 9, 2017 that the new building will be single-story construction with a concrete slab-on-grade floor. Given the relatively level nature of the site and surrounding vicinity, we have assumed that cuts and fills will be limited to about 3 feet. We expect that the project will include related improvements such as underground utilities, stormwater management infrastructure, and asphalt paving. We understand that stormwater infiltration is desirable for the project and is being considered in the western to northwestern portion of the site. We further understand that stormwater design for this project will be completed in general accordance with the Washington State Department of Ecology 2012 Stormwater Management Manual for Western Washington. Preliminary development features are shown on the enclosed Site and Exploration Plan, Figure 1. SUBSURFACE CONDITIONS Regional Geology We assessed the geologic setting of the site and surrounding vicinity by reviewing the Geologic Map of the Arlington West 7.5 minute quadrangle 1:24,000-scale,Snohomish County, Washington, U.S.Geological Survey, Map MF-1740, by J.P. Minard 1985.The geologic map indicates the site is underlain by Quaternary age Recessional Cutwash— Marysville Sand Member (Qvrm). The Marysville Sand Member is described as well-drained,stratified to massive outwash sand with some fine gravel and some areas of silt and clay. The soil conditions encountered in the boring and CPT explorations were generally consistent with the mapped geologic unit. Soil Conditions The subsurface evaluation for this project included three borings (B-1 through B-3) and two cone penetrometer tests (CPT-1 and CPT-2) completed around the proposed building location and near the proposed infiltration area. The borings extended to depths of approximately 19 to 49 feet below the ground surface. The cone penetrometer tests extended to depths of approximately 18%to 50 feet below the ground surface. The approximate exploration locations are shown on the enclosed Site and Exploration Plan, Figure 1. Soils observed in the borings were visually classified in general accordance with the Unified Soil Classification System. Descriptive logs of the subsurface explorations and the procedures utilized in the subsurface exploration program are presented in Appendix A. A generalized description of soil conditions encountered in the boring and CPT explorations is presented below. Please refer to the boring and CPT logs in Appendix A for a more detailed description of the conditions encountered at the exploration locations. The subsurface conditions encountered in the explorations were relatively consistent with respect to soil type and relative density. Borings B-1 and B-3 were completed in unpaved parking areas of the site and typically encountered about 2 inches of crushed rock surfacing. Below the crushed rock, the explorations generally encountered medium dense to very dense,sand with gravel to gravelly sand with trace to some silt to a depth Page 2 Arlington Retail Development i p pe rGeo Project No. 1767.01 Geoprofessional Consultants March 9, 2017 of about 10 to 11 feet. These deposits are interpreted as high energy, gravelly, glacial outwash deposits. Below a depth of 10 to 11 feet, the explorations encountered medium dense to dense sand deposits with trace to some silt and gravel to the total depth explored of approximately 50 feet below grade. These soils are interpreted are interpreted as lower energy, sandy,glacial outwash deposits. It should be noted that the medium dense to very dense nature of the upper 10 to 11 feet of the site soils affected the completion of the CPT tests. CPT-1 was initiated at the ground surface and encountered refusal conditions at a depth of about 7 feet. CPT-1A was completed by pre-drilling the CPT-1 location to a depth of about 11 feet, backfilling the borehole with sand,then completing the CPT-1A test from the ground surface through the sand backfill.As such,the upper 11 feet of the CPT-1A log is not representative of the native site soil conditions. CPT-1A encountered refusal at a depth of about 18% feet. CPT-2 was completed by first predrilling to a depth of about 12 feet, then initiating the test at the ground surface through the sand backfilled predrill hole. As such, the upper 12 feet of CTP-2 is not representative of the native site soil conditions. CPT-2 was completed to a depth of about 50 feet. Soil types and conditions can vary between explorations. The nature and extent of variations between the explorations may not become evident until construction. Stratification boundaries on the boring logs represent the approximate depth of changes in soil types, although the transition between materials may have been gradual. If variations become apparent during construction, it may be necessary to reevaluate the recommendations of this report Groundwater Conditions Groundwater was encountered in all three borings at the time of drilling. Groundwater monitoring wells were installed in all three borings to evaluate fluctuations in groundwater conditions over time. Groundwater was measured in monitoring wells B-1, B-2, and B-3 on March 1, 2017 at depths of approximately 13.95 feet, 15.82 feet, and 13.95 feet below the ground surface, respectively. Groundwater conditions should be expected to fluctuate due to variations in the amount of rainfall, runoff, and other factors not evident at the time the exploration was performed.Therefore, groundwater levels during construction or at other times in the life of the structure may vary from those indicated on the logs. Summary of Laboratory Testing Laboratory testing was completed on selected samples obtained from our explorations. Testing included moisture content, organic content, cation exchange capacity, grain size analyses, and a modified Proctor analysis. The results of moisture content testing are presented on the boring logs. The results of the remaining laboratory tests are presented in Appendix B. Moisture Content: Moisture content testing indicates in-situ moisture contents ranging from about 4 to 10 percent with an average of about 6 percent for samples obtained within the upper 12 feet of existing site grade. Page 3 Arlington Retail Development Project No. 1767.01 March 9, 2017 Organic Content: Organic content tests were completed on samples collected at depths of 5 feet,7%feet, and 12%feet for use in infiltration design and indicated relatively low organic content of 0.7 to 1.5 percent by weight. Cation Exchange Capacity: Cation exchange capacity tests were also completed on samples collected at depths of 5 feet, 7% feet, and 12% feet for use in infiltration design. Test results ranged from 2.8 to 3.1 milliequivalents per 100 milligrams (meq/100mg). Grain Size Analyses: Grain size analysis tests completed on samples from the upper 10 to 11 feet of the site soils indicated fines contents (silt and clay size particles passing a US No. 200 sieve) ranging from 3.9 to 5.6 percent with an average of about 4.8 percent. Grain size analysis tests completed on samples collected below the upper 10 to 11 feet of the site soils indicated fines contents ranging from 4.5 to 14.8 percent with an average of about 8 percent. Modified Proctor: A modified Proctor analysis was completed on a bulk samples collected from the upper 2 feet of boring B-3. The test indicates a maximum dry density of about 139.7 pcf at an optimum moisture content of about 6.9 percent. CONCLUSIONS AND RECOMMENDATIONS General Based on our subsurface exploration program and analysis, we conclude that the proposed development is feasible from a geotechnical standpoint, contingent on proper design and construction practices. Our analyses indicate the potential for liquefaction induced settlement due to ground vibrations associated with the 2012/2015 IBC design seismic event with a return period of 2,475 years. The shallow foundation recommendations presented herein assume that the levels of potential seismic settlement presented in Seismic Design Considerations section of this report(3 inch total and 1%inch differential over 50 feet) are considered acceptable, and that the conventional spread footing foundation system is designed to meet the Life Safety and Collapse Performance objectives of the 2012/2015 IBC. We understand that these levels of potential seismic settlement have been evaluated by the design team and owner and are considered acceptable. The proposed retail building location is roughly coincident with the existing cabinet shop building. We do not recommend supporting new foundations on existing undocumented fill soils. If fills are encountered within the proposed building area during the demolition of the existing building, such fills should be removed and the excavation thoroughly cleaned prior to backfill placement and/or construction. We recommend that any over-excavation of unsuitable fill soils extend outside the limits of the footings a distance equal to the depth of over-excavation. Page 4 Arlington Retail Development Project No. 1767.01 March 9, 2017 Geotechnical engineering recommendations for foundation systems and other earthwork related phases of the project are outlined below. The recommendations contained in this report are based upon the results of field and laboratory testing(which are presented in Appendices A and B), engineering analyses, and our current understanding of the proposed project. ASTM and Washington State Department of Transportation (WSDOT) specification codes cited herein respectively refer to the current manual published by the American Society for Testing & Materials and the current edition of the Standard Specifications for Road, Bridge, and Municipal Construction, (M41-10). Site Preparation Existing Structure Removal: The site is currently developed with a cabinet manufacturing building that is surrounded by areas of concrete flatwork and below grade loading docks. We recommend that any existing foundation elements that will be decommissioned, or other below grade structures (if encountered) be completely demolished and removed from the proposed development area. Existing Utility Removal: We recommend that abandoned underground utilities within the proposed building envelope be completely removed. Utility pipes outside the building envelope could be abandoned in place, provided they are fully grouted with controlled density fill (CDF) and the trench backfill is density tested to verify that it meets the compaction levels presented in the project specifications. Localized excavations made for removal of utilities or existing unsuitable trench backfill should be backfilled with structural fill as outlined in the following section of this report. Erosion Control Measures: Stripped surfaces and soil stockpiles are typically a source of runoff sediments. We recommend that silt fences, berms, and/or swales be installed around the downslope side of stripped areas and stockpiles in order to capture runoff water and sediment. If earthwork occurs during wet weather, we recommend that all stripped surfaces be covered with straw to reduce runoff erosion, whereas soil stockpiles should be protected with anchored plastic sheeting. Temporary Drainage: Stripping, excavation, grading, and subgrade preparation should be performed in a manner and sequence that will provide drainage at all times and provide proper control of erosion. The site should be graded to prevent water from ponding in construction areas and/or flowing into and/or over excavations. Exposed grades should be crowned,sloped,and smooth-drum rolled at the end of each day to facilitate drainage if inclement weather is forecasted. Accumulated water must be removed from subgrades and work areas immediately and prior to performing further work in the area. Equipment access may be limited and the amount of soil rendered unfit for use as structural fill may be greatly increased if drainage efforts are not accomplished in a timely manner. Clearing and Stripping: The site is primarily surfaced with crushed rock with a scattered weeds and grass in the western portion of the site. As such, extensive clearing, grubbing, and topsoil stripping activities are not anticipated. However, if topsoil or other organic rich soils are encountered they should be removed and utilized for non-structural landscape fill or be disposed of at a suitable off-site location. Any Page 5 Arlington Retail Development Project No. 1767.01 March 9, 2017 excavations that extend below finish grades should be backfilled with engineered fill as outlined subsequently in this report. Subgrade Preparation: Once site preparation is complete, all areas that are at design subgrade elevation or areas that will receive new structural fill should be compacted to a firm and non-yielding condition and to a compaction level of at least 95 percent of the maximum laboratory density(per ASTM D 1557)within the upper 12 inches. Some moisture conditioning of site soils may be required to achieve an appropriate moisture content for compaction within ±2 percent of the soils laboratory optimum moisture content. Our laboratory testing indicates that, at the time our explorations were completed, in-situ moisture contents of the surficial soils ranging from 4 to 10 percent with an average of about 6 percent for samples obtained within the upper 12%feet of existing site grades. These moisture contents are near the modified Proctor optimum moisture content of 6.9 percent determined in our laboratory. As a result, we expect that moisture conditioning of site soils during construction may be required to achieve suitable moisture contents (plus or minus two percent of optimum)for compaction in areas. Earthwork should be completed during drier periods of the year when soil moisture content can be controlled by aeration and drying if possible. If earthwork or construction activities take place during extended periods of wet weather, if will be difficult to achieve a firm, non-yielding surface and recommended compaction levels. In the event the exposed subgrade becomes unstable, yielding, or unable to be compacted due to high moisture conditions, we recommend that the materials be removed to a sufficient depth in order to develop stable subgrade soils that can be compacted to the minimum recommended levels. The severity of construction problems will be dependent, in part, on the precautions that are taken by the contractor to protect the subgrade soils. Once compacted, subgrades should be evaluated through density testing and, if possible, proof rolling with a loaded dump truck or heavy rubber-tired construction equipment weighing at least 20 tons to assess the subgrade adequacy and to detect soft and/or yielding soils. In the event that soft or yielding areas are detected during proof rolling, the upper 12 inches of subgrade should be scarified, moisture conditioned and re-compacted as necessary to obtain at least 95 percent of the maximum laboratory density(per ASTM D 557)and a firm,non-yielding condition. Those soils which are soft,yielding,or unable to be compacted to the specified criteria should be over-excavated and replaced with suitable on-site or imported material as recommended in the Structural Fill section of this report. Once subgrades are compacted, depending on the time of year, it may be desirable to protect prepared foundation and floor slab subgrades from wet weather. To protect stable subgrades, we recommend using crushed rock or crushed recycled concrete. The thickness of the protective layer should be determined at the time of construction and be based on the moisture condition of the soil and the amount of anticipated traffic. Freezing Conditions: If earthwork takes place during freezing conditions, all exposed subgrades should be allowed to thaw and then be compacted prior to placing subsequent lifts of structural fill. Alternatively, Page 6 Arlington Retail Development Project No. 1767.01 March 9, 2017 the frozen material could be stripped from the subgrade to expose unfrozen soil prior to placing subsequent lifts of fill or foundation components. The frozen soil should not be reused as structural fill until allowed to thaw and adjusted to the proper moisture content, which may not be possible during winter months. Structural Fill Materials and Preparation Structural fill includes any material placed below foundations and pavement sections, within utility trenches, and behind retaining walls. Prior to the placement of structural fill, all surfaces to receive fill should be prepared as previously recommended in the Site Preparation section of this report. Laboratory Testing: Representative samples of on-site and imported soils to be used as structural fill should be submitted for laboratory testing at least 4 days in advance of its intended use in order to complete appropriate laboratory testing. Re-Use of Site Soils as Structural Fill: Field and laboratory test data indicates that the native soils encountered on the site are generally suitable for reuse as structural fill from a compositional standpoint provided the soil is placed and compacted in accordance with the compaction recommendations presented in this report. However, based on drilling action some oversized material may be encountered in the upper 10 to 11 feet of the glacial outwash soils. Material greater than 3-inches in diameter should be removed from soils to be reused as structural fill. Site soils atthe time of our evaluation appeared to be neartheir laboratory determined optimum moisture content. Excavations completed during extended wet periods may encounter perched groundwater and as a result, drying of wet, over-optimum soils may be required for re-use of site soils as structural fill. Drying of over-optimum moisture soils may be achieved by scarifying or windrowing surficial materials during extended periods of dry weather. If encountered, soils which are dry of optimum may be moistened through the application of water and thorough blending to facilitate a uniform moisture distribution in the soil prior to compaction. We recommend that site soils used as structural fill have less than 4 percent organics by weight and have no woody debris greater than % inch in diameter. We recommend that all pieces of organic material greater than % inch in diameter be picked out of the fill before it is compacted. Any organic-rich soil derived from earthwork activities should be utilized in landscape areas or wasted from the site. Imported Structural Fill: Imported structural fill may be required for raising site grades or as replacement fill for unsuitable site soils. The appropriate type of imported structural fill will depend on the prevailing weather conditions. During extended periods of dry weather,we recommend imported fill,at a minimum, meet the requirements of Common Borrow as specified in Section 9-03.14(3) of the 2012 Washington State Department of Transportation,Standard Specifications for Road, Bridge, and Municipal Construction (WSDOT Standard Specifications). During wet weather, higher-quality structural fill might be required, as Common Borrow may contain sufficient fines to be moisture sensitive. During wet weather we Page 7 Arlington Retail Development Project No. 1767.01 March 9, 2017 recommend that imported structural fill meet the requirements of Gravel Borrow as specified in Section 9-03.14(1) of the WSDOT Standard Specifications. Pavement Subgrades: Any structural fill used within the upper one foot below pavement sections should have a minimum California Bearing Ratio(CBR) of 15 when compacted to a minimum of 95 percent of the modified Proctor maximum dry density. A CBR value of 15 is representative of the on-site soils and Common Borrow import fill, and has been used to develop our pavement section recommendations. Samples of proposed imported fill should be submitted for laboratory testing and approval prior to use. Moisture Content: The suitability of soil for use as structural fill will depend on the time of year, the moisture content of the soil, and the fines content(that portion passing the U.S. No. 200 sieve)of the soil. As the amount of fines increases, the soil becomes increasingly sensitive to small changes in moisture content. Soils containing more than about 5 percent fines cannot be consistently compacted to the appropriate levels when the moisture content is more than approximately 2 percent above or below the optimum moisture content (per ASTM D 1557). Optimum moisture content is that moisture content which results in the greatest compacted dry density with a specified compactive effort. Moisture content of fill at the time of placement should be within plus or minus 2 percent of optimum moisture content for compaction as determined by the ASTM D 1557 test method. Fill Placement: Structural fill should be placed in horizontal lifts not exceeding 10 inches in loose thickness. Each lift of fill should be compacted using compaction equipment suitable for the soil type and lift thickness. Compaction Criteria: Each lift of fill should be compacted to the minimum levels recommended in the table below based on the maximum laboratory dry density as determined by the ASTM D 1557 Modified Proctor Compaction Test. Structural fill placed in municipal rights-of-way should be placed and compacted in accordance with the jurisdiction codes and standards. We recommend that a geotechnical engineer be present during grading so that an adequate number of density tests may be conducted as structural fill placement occurs. In this way, the adequacy of the earthwork may be evaluated as it proceeds. RECOMMENDED SOIL COMPACTION LEVELS Location Minimum Percent Compaction* Stripped native subgrade soils, prior to fill placement(upper 12 inches) 95 All fill below building floor slabs and foundations 95 Upper 2 feet of fill below pavements 95 Pavement fill below two feet 92 Upper two feet of utility trench backfill 95 Utility trenches below two feet 92 Landscape Areas 90 * ASTM D 1557 Modified Proctor Maximum Dry Density Page 8 Arlington Retail Development Project No. 1767.01 March 9, 2017 Utility Trenches We recommend that utility trenching conform to all applicable federal, state, and local regulations, such as OSHA and WISHA, for open excavations. Trench excavation safety guidelines are presented in WAC Chapter 296-155 and WISHA RCW Chapter 49.17. Trench Dewatering: Groundwater was encountered in boring B-1 through B-3 at depth of 14 to 15 feet below existing grade at the time of our evaluation. We recommend that any excavations within groundwater seepage zones be undertaken only when suitable dewatering equipment and temporary excavation shoring are available, or where space is available to flatten the sidewalls. Temporary dewatering systems for trench excavations often consist of sumps and pumps within the excavation. The appropriate type of dewatering system, if needed, should be determined by the contractor based on the conditions encountered, and should be designed and maintained by the contractor. Utility Subgrade Preparation: We recommend that all utility subgrades be firm and non-yielding and free of all soils that are loose, disturbed,or pumping. Such soils should be removed and replaced, if necessary. If utility foundation soils are soft, we recommend that they be over-excavated 12 inches and replaced with crushed rock. All structural fill used to replace over-excavated soils should be compacted as recommended in the Structural Fill section of this report. In order to provide uniform support and a leveling course, we recommend that structures such as manholes and catch basins be underlain by at least 4 inches of crushed rock fill compacted to at least 90 percent of the modified Proctor maximum dry density as determined by the ASTM D 1557 test method. Bedding: We recommend that a minimum of 4 inches of bedding material be placed above and below all utilities or in general accordance with the utility manufacturer's recommendations and local ordinances. We recommend that pipe bedding consist of Gravel Backfill for Pipe Zone Bedding as specified in Section 9-03.12(3) of the WSDOT Standard Specifications. All trenches should be wide enough to allow for compaction around the haunches of the pipe, or material such as pea gravel should be used below the spring line of the pipes to eliminate the need for mechanical compaction in this portion of the trenches. If water is encountered in the excavations, it should be removed prior to fill placement. Trench Backfill: Materials, placement and compaction of utility trench backfill should be in accordance with the recommendations presented in the Structural Fill section of this report. We recommend that the initial lift thickness not exceed one foot unless recommended by the manufacturer to protect utilities from damage by compacting equipment. Light, hand operated compaction equipment may be utilized directly above utilities if damage resulting from heavier compaction equipment is of concern.The on-site soils are suitable for re-use as trench backfill provided the soil moisture permits compaction to the minimum recommended levels. The use of higher quality materials such as Gravel Borrow will be dependent on the prevailing weather and soil moisture conditions at the time. Page 9 Arlington Retail Development Project No. 1767.01 March 9, 2017 Temporary Shoring We recommend that temporary shoring systems be used where excavations will be located adjacent to existing foundations, property lines, roadways or utilities, or where ground loss could damage existing facilities. A trench box is one type of support system which might be used. The zone between the trench box and the excavation face should be backfilled as necessary to limit ground movements. As an alternate, braced or unbraced shoring of various types could be considered. The lateral soil pressures acting on temporary excavation support systems will depend on the ground surface configuration adjacent to the trench,and the amount of lateral movement which can occur as the excavation is made. For support systems that are free to yield at the top at least one-thousandth of the height of the excavation, soil pressures will be less than if movements are limited by such factors as wall stiffness or bracing. We recommend that yielding shoring systems be designed using equivalent fluid densities of 35 and 85 pounds per cubic foot(pcf)for horizontal ground surfaces and ground surfaces inclined at 1.5H: 1V above the horizontal, respectively. For non-yielding systems,we recommend that the shoring be designed for a uniform lateral pressure of 25H in pounds per square foot (psf), where H is the depth of the planned excavation in feet below a level ground surface. Similarly, for a ground surface inclined at 1.5H: 1V, we recommend that non-yielding shoring be designed for a uniform lateral pressure of 55H. The above recommended lateral soil pressures are based on a fully drained condition and do not include the effects of hydrostatic water pressures. In addition, the above values do not include the effects of surcharges (e.g., equipment loads, storage loads, traffic loads, or other surface loading). Hydrostatic water pressures and surcharge effects should be considered as appropriate. Temporary and Permanent Slopes Temporary excavation slope stability is a function of many factors, including: • The presence and abundance of groundwater; • The type and density of the various soil strata; • The depth of cut; • Surcharge loadings adjacent to the excavation; and • The length of time the excavation remains open. As the cut is deepened,or as the length of time an excavation is open,the likelihood of bank failure increases; therefore, maintenance of safe slopes and worker safety should remain the responsibility of the contractor, who is present at the site, able to observe changes in the soil conditions, and monitor the performance of the excavation. It is exceedingly difficult under the variable circumstances to pre-establish a safe and "maintenance-free" temporary cut slope angle. Therefore, it should be the responsibility of the contractor to maintain safe temporary slope configurations since the contractor is continuously at the job site, able to observe the Page 10 Arlington Retail Development Project No. 1767.01 March 9, 2017 nature and condition of the cut slopes, and able to monitor the subsurface materials and groundwater conditions encountered. Unsupported vertical slopes or cuts deeper than 4 feet are not recommended if worker access is necessary. The cuts should be adequately sloped,shored,or supported to prevent injury to personnel from local sloughing and spalling. The excavation should conform to applicable Federal, State, and Local regulations. According to Chapter 296-155 of the Washington Administrative Code(WAC),the contractor should make a determination of excavation side slopes based on classification of soils encountered at the time of excavation. Temporary cuts may need to be constructed at flatter angles based upon changes in soil moisture and groundwater conditions during construction. Adjustments to the slope angles should be determined by the contractor at that time. We recommend that all permanent cut or fill slopes constructed in native soils or with imported structural fill be designed at a 2H: 1V (Horizontal: Vertical) inclination or flatter. All permanent cut and fill slopes should be adequately protected from erosion both temporarily and permanently. If the slopes are exposed to prolonged rainfall before vegetation becomes established, the surficial soils will be prone to erosion and possible shallow sloughing. We recommend covering permanent slopes with a rolled erosion protection material, such as Jute matting or Curlex II, if vegetation has not been established by the regional wet season (typically November through May). Seismic Design Considerations The seismic performance of the development was evaluated relative to seismic hazards resulting from ground shaking associated with the Maximum Considered Earthquake Geometric Mean (MCEG) Peak Ground Acceleration and the Risk-Targeted Maximum Considered Earthquake (MCER) Ground Motion Response Acceleration in accordance with the 2012/2015 International Building Code(IBC). Conformance to the above criteria for seismic excitation does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur if a maximum considered earthquake occurs. The primary goal of the IBC seismic design procedure is to protect life and not to avoid all damage, since such design may be economically prohibitive. Following a major earthquake, a building may be damaged beyond repair,yet not collapse. Ground Surface Rupture: We evaluated the potential for seismic ground surface rupture at the site by reviewing the USGS Quaternary Fault Web Mapping Application. The mapping application indicates that there are no mapped Quaternary faults within 10 miles of the site. It is our opinion that the risk of ground surface rupture at the site is low. Landsliding: Based on the relatively level topography of the site and surrounding vicinity, the risk of earthquake-induced landsliding is low. Soil Liquefaction: Liquefaction is a phenomenon wherein saturated cohesionless soils build up excess pore water pressures during earthquake loading. Liquefaction typically occurs in loose soils, but may Page 11 Arlington Retail Development Zi pperGeo Project No. 1767.01 GeoprofessionalConsultants March 9, 2017 occur in denser soils if the ground shaking is sufficiently strong. ZGA completed a liquefaction analysis in general accordance with Section 1803.5.12 of the 2012/2015 IBC and Section 11.8.3 of ASCE 7-10. Specifically, our analysis used the following primary seismic ground motion parameters. • A Maximum Considered Earthquake Geometric Mean (MCEG) Peak Ground Acceleration of 0.4.2g, based on Figure 22-7 of ASCE 7-10. • A Modified Peak Ground Acceleration (PGAM) of 0.45g based on Site Class E, per Section 11.8.3 of ASCR7-10 (Site Class modification to MCEG without regard to liquefaction in accordance with Sections 11.4.7 and 20.3.1 of ASCE 7-10). • A Geometric Mean Magnitude of 6.74 based on 2008 USGS National Seismic Hazard Mapping Project deaggregation data for a seismic event with a 2% probability of exceedance in 50 years (2,475 year return period). Our liquefaction analysis was completed using the computer program LiquefyPro Version 5.8. Our analysis was based on CPT-2 completed to a depth of 50 feet on the south side of the proposed building and site specific laboratory tests. The approximate exploration location is shown on the enclosed Site and Exploration Plans, Figure 1. Our analysis indicates the potential for liquefaction from a depth of about 14 feet to 32 feet below the ground surface. Liquefaction Settlement: Based on our analyses,we estimate a total seismic settlement of approximately 3 inches. We estimate a differential seismic settlement of approximately 1% inches over a horizontal distance of 50 feet. Soil liquefaction may be expressed at the ground surface as sand boils,ground cracks, vertical settlements, and lateral displacements. However, given the presence of dense, non-liquefiable soils located above the water table, it is our opinion that the potential for surficial expression of soil liquefaction such as sand boils and ground cracking is low. IBC Seismic Design Parameters: Per the 2012/2015 IBC seismic design procedures and ASCE 7-10, the presence of liquefiable soils requires a Site Class definition of F. However, through reference to Sections 11.4.7 and 20.3.1 of ASCE 7-10, the IBC allows site coefficients Fa and F,to be determined assuming that liquefaction does not occur for structures with fundamental periods of vibration less than 0.5 seconds. Based on the results of the field evaluation, Site Class D may be used to determine the values of Fa and F in accordance with Sections 11.4.7 and 20.3.1 of ASCE 7-10. Code Used Site Classification 2012 International Building Code(IBC)1 F 2,3 Ss Spectral Acceleration for a Short Period 1.058g(Site Class B) S1 Spectral Acceleration for a 1-Second Period 0.411g(site Class B) Fa Site Coefficient for a Short Period 1.077(Site Class D) F Site Coefficient for a 1-Second Period 1.589(Site Class D) Page 12 Arlington Retail Development Zi pperGeo Project No. 1767.01 GeoprofessionalConsultants March 9, 2017 Code Used Site Classification Slays Maximum considered spectral response acceleration 1.139g(Site Class D) for a Short Period Smi Maximum considered spectral response acceleration f 0.654g(Site Class D) or a 1-Second Period Sos Five-percent damped design spectral response 0.760g(Site Class D) acceleration for a Short Period Sol Five-percent damped design spectral response 0.436g(Site Class D) acceleration for a 1-Second Period 1. In general accordance with the 201212015 International Building Code, Section 1613.3.2 and ASCE 7-10, Chapter 20. IBC Site Class is based on the average characteristics of the upper 100 feet of the subsurface profile. 2. The borings completed for this study extended to a maximum depth of 50 feet below grade. ZGA therefore determined the Site Class assuming that medium dense to dense alluvial soils extend to 100 feet as suggested by published geologic maps for the project area. 3. Per the 201212015 International Building Code, Section 1613.3.2 and ASCE 7-10, Chapter 20, any profile containing soils vulnerable to potential failure or collapse under seismic loading such as liquefiable soils. Shallow Foundations Based on our analyses, conventional spread footings will provide adequate support for the proposed building and retaining walls provided that the foundation subgrades are properly prepared. We anticipate that foundation subgrade soils will generally consist of medium dense to dense sandy gravel to gravelly sand with trace to some silt. Our analyses indicate the potential for liquefaction induced settlement due to ground vibrations associated with the IBC design seismic event with a return period of 2,475 years. The foundation recommendations presented below assume that the levels of potential seismic settlement presented in Seismic Design Considerations section of this report(3 inch total and 1% inch differential over 50 feet) are considered acceptable, and that the conventional spread footing foundation system is designed to meet the Life Safety and Collapse Performance objectives of the 2012/2015 IBC. We understand that these levels of potential seismic settlement have been evaluated by the design team and owner and are considered acceptable. The proposed retail building location is roughly coincident with the existing cabinet shop building. We do not recommend supporting new foundations on existing undocumented fill soils. If fills are encountered within the proposed building area during the demolition of the existing building, such fills should be removed and the excavation thoroughly cleaned prior to backfill placement and/or construction. We recommend that any over-excavation of unsuitable fill soils extend outside the limits of the footings a distance equal to the depth of over-excavation. Design recommendations for foundations for the proposed addition and related structural elements are presented in the following sections. Page 13 Arlington Retail Development Zi pperGeo Project No. 1767.01 GeoprofessionalConsultants March 9, 2017 Allowable Bearing Pressure: Continuous and isolated column footings bearing on medium dense to dense glacial outwash or structural fill placed and compacted in accordance with this report may be designed for a maximum allowable, net, bearing capacity of 3,000 psf. A one-third increase of the bearing pressure may be used for short-term transient loads such as wind and seismic forces. The above-recommended allowable bearing pressure includes a 3.0 factor of safety. Shallow Foundation Depth and Width: For frost protection, the bottom of all exterior footings should bear at least 18 inches below the lowest adjacent outside grade,whereas the bottoms of interior footings should bear at least 12 inches below the surrounding slab surface level. We recommend that all continuous wall and isolated column footings be at least 12 and 24 inches wide, respectively. Lateral Resistance: Resistance to lateral loads can be calculated assuming an ultimate passive resistance of 450 pcf equivalent fluid pressure (triangular distribution) and an ultimate base friction coefficient of 0.60. An appropriate safety factor (or load/resistance factors) should be included for calculating resistance to lateral loads. For allowable stress design,we recommend a minimum 1.5 safety factor. We recommend that passive resistance be neglected in the upper 18 inches of embedment. Estimated Static Settlement: Assuming the foundation subgrade soils are prepared in accordance with recommendations presented herein, we estimate that total and differential settlements will be less than 1 inch and % inch over a distance of about 50 feet, respectively. On-Grade Concrete Slabs Floor slabs for the proposed building may be supported on the medium dense to dense glacial outwash deposits or new structural fill placed in accordance with the recommendations provided in this report. Floor slabs should not be supported on existing fill soils. If unsatisfactory fills are encountered within the slab area, we recommend that the fill be removed and replaced. The following sections provide recommendations for on-grade floor slabs. Subgrade Preparation: Subgrades for on-grade slabs should be prepared in accordance with the Site Preparation and Structural Fill sections of this report. Capillary Break: To provide a capillary break, uniform slab bearing surface, and a minimum subgrade modulus of 150 pci,we recommend the on-grade slabs be underlain by a 5-inch thick layer of compacted, crushed rock meeting the requirements of WSDOT Standard Specification Section 9-03.9(3), Crushed Surfacing Top Course, with the modification of a maximum of 7 percent passing the U.S. No. 200 sieve. Vapor Retarder: From a geotechnical standpoint,a vapor barrier is not considered to be necessary for the proposed building. Where potential slab moisture is a concern or where moisture sensitive floor coverings are planned, we recommend using a puncture-resistant 10-mil thick product such as Stego Wrap, or an approved equivalent, that is classified as a Class A vapor retarder in accordance with ASTM E 1745. To Page 14 Arlington Retail Development Zi pperGeo Project No. 1767.01 GeoprofessionalConsultants March 9, 2017 avoid puncturing of the vapor barrier, construction equipment should not be allowed to drive over any vapor retarder material. Where pipes and other objects penetrate the barrier, we recommend taping these per the manufacturer's recommendations. We recommend the slab designer and slab contractor refer to ACI 302 and ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder/barrier. Backfilled Retaining Walls We anticipate that the project may include cast in place retaining walls for loading docks or landscape walls. Geotechnical design recommendations for retaining walls are provided below. Lateral Earth Pressures: The lateral soil pressures acting on backfilled retaining walls will depend on the nature and density of the soil behind the wall, and the ability of the wall to yield in response to the earth loads. Yielding walls (i.e. walls that are free to translate or rotate) that are able to displace laterally at least 0.001H, where H is the height of the wall, may be designed for active earth pressures. Non-yielding walls (i.e. walls that are not free to translate or rotate) should be designed for at-rest earth pressures. Non-yielding walls include walls that are braced to another wall or structure, and wall corners. Assuming that walls are backfilled and drained as described in the following paragraphs, we recommend that yielding walls supporting horizontal backfill be designed using an equivalent fluid density of 35 pcf (active earth pressure). Non-yielding walls should be designed using an equivalent fluid density of 50 pcf (at-rest earth pressure). Surcharge pressures due to sloping backfill,adjacent footings,vehicles,construction equipment,etc.must be added to these lateral earth pressure values. For traffic loads, we recommend using an equivalent two-foot soil surcharge of about 250 psf. For loading docks, point, continuous or evenly distributed loads above the dock will result in horizontal pressure on the wall. The appropriate loading conditions should be incorporated into the loading dock wall design, or we can provide surcharge criteria for loading conditions behind the loading dock wall, if requested. For yielding and non-yielding walls with level backfill conditions, we recommend that a uniformly distributed seismic pressure of 9H psf, where H is the height of the wall, be applied to the walls. The above equivalent fluid pressures are based on the assumption of no buildup of hydrostatic pressure behind the wall. If groundwater is allowed to saturate the backfill soils, hydrostatic pressures will act against a retaining wall; however, if the recommended drainage system is included with each retaining wall, we do not expect that hydrostatic pressures will develop. Lateral Earth Resistance: For recommended bearing capacities and lateral resistance parameters, refer to the Shallow Foundations section above. Page 15 Arlington Retail Development Project No. 1767.01 March 9, 2017 Drainage: Adequate drainage measures must be installed to collect and direct subsurface water away from subgrade walls. All backfilled walls should include a drainage aggregate zone extending two feet from the back of wall for the full height of the wall. The drainage aggregate should consist of material meeting the requirements of WSDOT 9-03.12(2) Gravel Backfill for Walls. A minimum 4-inch diameter, perforated PVC drain pipe should be provided at the base of backfilled walls to collect and direct subsurface water to an appropriate discharge point. We recommend placing a non-woven geotextile, such as Mirafi 140N, or equivalent, around the free draining backfill material. Wall drainage systems should be independent of other drainage systems such as roof drains. Drainage Considerations Surface Drainage: Final site grades should be sloped to carry surface water away from buildings and other drainage-sensitive areas. Additionally, site grades should be designed such that concentrated runoff on softscape surfaces is avoided. Any surface runoff directed towards softscaped slopes should be collected at the top of the slope and routed to the bottom of the slope and discharged in a manner that prevents erosion. Building Perimeter Footing Drains: We recommend that the building be provided with a footing drain system to reduce the risk of future moisture problems and the buildup of hydrostatic pressures. The footing drains should consist of a minimum 4-inch diameter, Schedule 40, rigid, perforated PVC pipe placed at the base of the heel of the footing with the perforations facing down. The pipe should be surrounded by a minimum of 6 inches of clean free-draining granular material conforming to WSDOT Standard Specification 9-03.12(4),Gravel Backfill for Drains. A non-woven filter fabric such as Mirafi 140N, or equivalent, should envelope the free-draining granular material. At appropriate intervals such that water backup does not occur,the drainpipe should be connected to a tightline system leading to a suitable discharge. Cleanouts should be provided for future maintenance. The tightline system must be separate from the roof drain system. Infiltration Considerations We understand that a below-grade stormwater infiltration system is being considered in the western to northwestern portion of the site. Preliminary information provided by PACLAND suggests that the infiltration system may have an invert on the order of 6 to 8 feet below grade. We further understand that stormwater design for this project will be completed in general accordance with the Washington State Department of Ecology 2012 Stormwater Management Manual for Western Washington (2012 Manual). Soil Considerations: The subsurface conditions encountered in the explorations were relatively consistent with respect to soil type and relative density and encountered two layers of glacial recessional outwash soils. In general,the upper 10 to 11 feet of the site soils consist of medium dense to very dense, sand with gravel to gravelly sand with trace to some silt. Below a depth of 10 to 11 feet,the explorations encountered medium dense to dense sand deposits with trace to some silt and gravel to the total depth explored of approximately Page 16 Arlington Retail Development Project No. 1767.01 March 9, 2017 50 feet below grade. Glacial recessional outwash soils are generally considered suitable for infiltration due to their low to moderate fines content and moderate to high permeability. Saturated Hydraulic Conductivity based on Soil Gradation: Volume 3, Section 3.3.6 of the 2012 Manual allows for the determination of the saturated hydraulic conductivity based on ASTM grain size analysis data provided the soils have not been glacially consolidated. The site recessional glacial outwash deposits have not been glacially consolidated. As such,we have determined saturated hydraulic conductivity rates for the upper and lower recessional outwash deposits based on ASTM grain size analysis. The saturated hydraulic conductivity rates presented below are considered long-term (design) rates and include the following correction factors: CFI=0.5; CFt=0.4; and CF,,=0.8. • Upper Recessional Outwash Deposit (upper 10 to 11 feet of site soils): 12 inches/hour • Lower Recessional Outwash Deposit (10 to 11 feet to groundwater): 6 inches/hour For sites where the lowest conductivity layer is within five feet of the base of the infiltration system, the lowest saturated hydraulic conductivity rate (6 inches/hour) should be used for design purposes. We understand that the design infiltration rate for a system is determined by multiplying the long-term (design) saturated hydraulic conductivity by the hydraulic gradient, and that the hydraulic gradient is a function of several design factors including the separation between the bottom of the facility and the seasonal high groundwater level,the depth of water in the facility, and the geometry of the facility. Seasonal High Groundwater: Groundwater was encountered in all three borings at the time of drilling. Groundwater monitoring wells were installed in all three borings to evaluate fluctuations in groundwater conditions over time. Groundwater was measured in monitoring wells B-1, B-2, and B-3 on March 1, 2017 at depths of approximately 13.95 feet, 15.82 feet, and 13.95 feet below the ground surface, respectively. Based on a March groundwater measurement date and the unusually high wet season precipitation proceeding the measurements, we anticipate that the measured groundwater depth is likely close to the seasonal high. Site elevations were not available at the time this report was prepared, we therefore recommend using a preliminary seasonal high groundwater depth of 14 feet below the finished floor elevation for the existing building for design purposes. ZGA will monitor groundwater conditions in the site wells to evaluate fluctuations in groundwater. Water Quality Treatment Characteristic of Receptor Soils: Soil requirements for water quality treatment considerations are presented under Site Suitability Criteria (SSC)4 and 6 in Volume 3, Section 3.3.7 of the 2012 Manual. Laboratory test results relative to water quality treatment characteristics are presented below. • Organic Content: SSC-6 requires a minimum organic content of 1 percent for treatment facilities. Organic content tests completed on samples collected from the upper glacial outwash deposit at depths of 5 and 7%feet had organic contents of 1.3 and 0.7 percent by weight. An organic content Page 17 Arlington Retail Development Zi pperGeo Project No. 1767.01 GeoprofessionalConsultants March 9, 2017 test completed on a sample collected from the lower glacial outwash deposit at depths of 12% feet had organic contents of 1.5 percent by weight. • Cation Exchange Capacity: SSC-6 requires a minimum Cation Exchange Capacity (CEC) of 5 milliequivalents/100grams dry soil. percent for treatment facilities.Tests completed on samples collected from the upper glacial outwash deposit at depths of 5 and 7%feet had CEC results of 2.8 and 2.9 milliequivalents/100grams. A test completed on a sample collected from the lower glacial outwash deposit at depths of 12%feet had a CEC result of 3.1 milliequivalents/100grams. Asphalt Pavements Pavement Life and Maintenance: It should be realized that asphaltic pavements are not maintenance- free. The following pavement sections represent our minimum recommendations for an average level of performance during a 20-year design life; therefore, an average level of maintenance will likely be required. A 20-year pavement life typically assumes that an overlay will be placed after about 12 years. Thicker asphalt, base, and subbase courses would offer better long-term performance, but would cost more initially. Conversely, thinner courses would be more susceptible to "alligator" cracking and other failure modes. As such, pavement design can be considered a compromise between a high initial cost and low maintenance costs versus a low initial cost and higher maintenance costs. The recommendations presented below are based on AASHTO Low-Volume Road Design methodologies as presented in the 1993 AASHTO Guide for Design of Pavement Structures. Traffic Design Values: No traffic loading was provided for this project. We have assumed relatively low traffic volumes. Soil Design Values: Pavement subgrade soils are anticipated to consist of on-site soils or, at a minimum, imported structural fill meeting the requirements of Common Borrow. Our analysis assumes the imported fill will have a minimum California Bearing Ration (CBR)value of 15. Recommended Pavement Sections: For standard-duty pavements (parking stalls), we recommend 2% inches of asphalt concrete over 4 inches of crushed rock base course. For heavy-duty pavements (main access drives, truck delivery routes, etc.), we recommend 3 inches of asphalt concrete over 6 inches of crushed rock base course. Materials and Construction: We recommend the following regarding asphalt pavement materials and pavement construction. • Subgrade Preparation and Compaction: Upper 12 inches of native stripped subgrade should be prepared in accordance with the recommendations presented in the Subgrade Preparation section of this report, and all fill should be compacted in accordance with the recommendations presented in the Structural Fill section of this report. Page 18 Arlington Retail Development Zi pperGeo Project No. 1767.01 GeoprofessionalConsultants March 9, 2017 • Asphalt Concrete: We recommend that the asphalt concrete conform to Section 9-02.1(4)for PG 58-22 or PG 64-22 Performance Graded Asphalt Binder as presented in the 2012 WSDOT Standard Specifications. We also recommend that the gradation of the asphalt aggregate conform to the aggregate gradation control points for %-inch mixes as presented in Section 9-03.8(6), HMA Proportions of Materials. • Base Course: We recommend that the crushed aggregate base course conform to Section 9- 03.9(3)of the WSDOT Standard Specifications. • Compaction and Paving: All base material should be compacted to at least 95 percent of the maximum dry density determined in accordance with ASTM D 1557. We recommend that asphalt be compacted to a minimum of 92 percent of the Rice (theoretical maximum) density or 96 percent of Marshall (Maximum laboratory) density. Placement and compaction of asphalt should conform to requirements of Section 5-04 of the 2012 WSDOT Standard Specifications CLOSURE The analysis and recommendations presented in this report are based, in part, on the explorations completed for this study. The number, location,and depth of the explorations were completed within the constraints of budget and site access so as to yield the information to formulate our recommendations. Project plans were in the preliminary stage at the time this report was prepared. We therefore recommend Zipper Geo Associates, LLC be provided an opportunity to review the final plans and specifications when they become available in order to assess that the recommendations and design considerations presented in this report have been properly interpreted and implemented into the project design. The performance of earthwork, structural fill,foundations, floor slabs, and pavements depend greatly on proper site preparation and construction procedures. We recommend that Zipper Geo Associates, LLC be retained to provide geotechnical engineering services during the foundation construction phases of the project. If variations in subsurface conditions are observed at that time, a qualified geotechnical engineer could provide additional geotechnical recommendations to the contractor and design team in a timely manner as the project construction progresses. This report has been prepared for the exclusive use of PACLAND, and its agents,for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Zipper Geo Associates, LLC reviews the changes and either verifies or modifies the conclusions of this report in writing. Page 19 I I Z Z'00 ,54 U4 t I 20.00' LEGEND N89'06'06"E N 89'06'' — — — — I — — — — B-1 BORING NUMBER AND CPT- 1 APPROXIMATE LOCATION I I B— 1 CPT-1 CONE PENETRATION TEST NUMBER AND 1 APPROXIMATE LOCATION I I I S1/2, SE1/4 Si SUBJ T TO P. ' RECO DED UND I I I I 1157 1 I I I II I II DRUGSTORE 00 14,622 SF LO B-2 N o Q I 2 ' N89'06'06"E 20' SANITARY ' CPT-2 50 B-3 20.02' MER EASEMENT TRAFFIC �1 1 ,\`? THE BENEFIT - I I I I I SIGNA POL- � I 1/2" BAR ( 1 \ N89°06'06 E EGIBLE CAP I 1 EASEMENT TO o 20.05' !I I P.U.D., A.F. NO. f 40 1 ACROSS - -- `J 9. 6, 6" r 1 �HEI OUTHERN ±10' I,. 5• ��CL-t T1�aCTS-- ------------ J / o TRAFFIC 1 I SIGNAL Lj F F VAULTS ` L=38.12' 40 0 20 40 ----- C'I1RR ,. R=25.00 RIGHT IN/RIGHT OUT SPEED LIMIT SIG 53010 20 E �87,22,10„ SCALE IN FEET N89`06'06"E G.T.E. VAULT ACCESS N8 06 06 E02, 140.57 2670.63' 204TH ST. NE N88`28'20"E 40.35' ARLINGTON RETAIL =LEPi N89°06'06"E 204TH STREET N.E. CONC. WALK-. S1/4 COR. FND. CON. MON. 7423 204th Street NE EXISTING FULL O 135.10' W/BRASS CAP IN CASE 9-1989 Arlington,Washington ACCESS CURB CURB SITE AND EXPLORATION PLAN CONC^WALK 1 TELE. VAULT �', � N310'20"E DATE:March 2017 Job No. 1767.01 Zipper Geo Associates,LLC FIGURE 19023 36th Ave.W.,Suite D Lynnwood,WA SHT.1 of 1 APPENDIX A SUBSURFACE EXPLORATION PROCEDURES AND LOGS APPENDIX A SUBSURFACE EXPLORATION PROCEDURES AND LOGS Field Exploration Description Our field exploration for this project included three borings and two cone penetrometer tests completed in February 2017. The approximate exploration locations are shown on the enclosed Site and Exploration Plan, Figure 1. The exploration locations were determined by measuring distances from existing site features with a fiberglass tape relative to preliminary Site Exhibit prepared by PACLAND dated December 21,2016. As such,the exploration locations should be considered accurate only to the degree implied by the means and methods used to define them. Soil Borings The borings were advanced using a truck-mounted drill rig operated by an independent drilling company (Environmental Drilling, Inc.)working under subcontract to ZGA. The borings were advanced using hollow stem auger drilling methods. A geologist from our firm continuously observed the borings, logged the subsurface conditions encountered, and obtained representative soil samples. All samples were stored in moisture-tight containers and transported to our laboratory for further evaluation and testing. Samples were obtained by means of the Standard Penetration Test at 2.5-to 5-foot intervals throughout the drilling operation. The Standard Penetration Test (ASTM D 1586) procedure consists of driving a standard 2-inch outside diameter steel split spoon sampler 18 inches into the soil with a 140-pound hammer free falling 30 inches. The number of blows required to drive the sampler through each 6-inch interval is recorded, and the total number of blows struck during the final 12 inches is recorded as the Standard Penetration Resistance,or"blow count" (N value). If a total of 50 blows are struck within any 6- inch interval,the driving is stopped and the blow count is recorded as 50 blows for the actual penetration distance. The resulting Standard Penetration Resistance values indicate the relative density of granular soils and the relative consistency of cohesive soils. The enclosed boring logs describes the vertical sequence of soils and materials encountered in the borings, based primarily upon our field classifications. Where a soil contact was observed to be gradational, our logs indicate the average contact depth. Where a soil type changed between sample intervals,we inferred the contact depth. Our logs also graphically indicates the blow count, sample type, sample number, and approximate depth of each soil sample obtained from the borings. Groundwater monitoring wells were installed in all three borings completed for this project to monitor fluctuations in groundwater levels over time. Cone Penetrometer Tests (CPTs) The exploratory probes were advanced with an electric cone penetrometer, using a truck- mounted probe rig operated by an independent firm working under subcontract to ZGA. Due to the presence of gravelly fill soils mantling the site, each probe location was predrilled with a solid stem auger to a depth of about 11 feet. An engineering geologist from our firm continuously observed the probes while electronic monitoring equipment in the probe rig automatically logged the subsurface conditions. After each probe was completed,the probehole was backfilled with a bentonite and water grout. Throughout the probing operation, soil and groundwater properties were measured at 5- centimeter depth intervals by means of the Cone Penetration Test (CPT) as per ASTM: D-3441. This testing procedure involves pushing a standard 1.5-inch diameter steel cone penetrometer into the soil with hydraulic rams. A cone penetrometer consists of a conical tip, a cylindrical sleeve, and a pressure transducer. As the penetrometer is pushed downward, the tip resistance, sleeve friction, and porewater pressure are measured electronically and plotted as a function of depth. Through interpretation,the resulting graphs can reveal soil types and groundwater levels, as well as the relative density of granular soils and the relative consistency of cohesive soils. The enclosed CPT graphs present the vertical plots of several soil properties and groundwater pressures measured by the cone penetrometer at each probe location. These graphs also depict the Standard Penetration Resistance (Nso) corresponding to each test interval, based on published conversion charts. The enclosed CPT Probe Logs describe the vertical sequence of soils encountered at each probe location, based primarily on interpretation of the CPT graphs and supported by correlation with logs of nearby borings. Boring Location: See Figure 1,Site and Exploration Plan Drilling Company: EDI,Inc. Bore Hole Dia.:6" Top Elevation: N/A Drilling Method: Hollow Stem Auger Hammer Type: Auto B-1 Date Drilled: 2/17/2017 Drill Rig: B-61 Truck Logged by_: BGF SOIL DESCRIPTION PENETRATION RESISTANCE(blows/foot) 1]3 U) J Standard Penetration Test o E The stratification lines represent the approximate boundaries z d o U - a Hammer Weight and Drop:between soil types. The transition may be gradual. Refer to r_ report text and appendices for additional information. U) � 2 m ~U) a) between (D 0 20 40 60 0 0 to 2 inches crushed rock(parking area) -----------------------------------------' Medium dense,moist,brown, SAND with gravel i-iill IIIIIIIII Illlii "1114rt 44444,11" ,11 1 r r r- IIIIIII 111111111 IIIIIII Medium dense,moist to wet, brown, SAND with ravel to g S-1 18 -1_7_1_777 77 T TTTTT TTTTTTT_ 26 gravelly SAND,some silt(Recessional Outwash) �1 1 1 IIiI 'JJJ���J 11.11111.11 IEEE_ . '.. IIIIIII IIIIIIIII IIII '.. IIIIIII IIIIIIIII IIIIIII : 5 III ii IIIIIII Dense,wet,brown, SAND with gravel,trace silt(Recessional s z 12 33 GSA Outwash) ..... III II II I IIII '.. 111111111 IIIIIIIII IIII 7yrt-trtrtrt rtrtrtrtrtt*tt t t-r r IIIIIII 111111111 IIII IIIIIII IIIIIIIII IIIIIII Medium dense,wet, brown-gray, sandy GRAVEL,trace to T r r� 777T S-3 12 � TTTT TTT rrTr{ 30 GSA some silt(Recessional Outwash) 11 1 1 1 III, II II, IIIII,II III11II1_!I . — '... 111i111 IIIIIIIII IIII '. __ ' IIIIIII 1111i1111 IIII 10 = Drill action smoother at approximately 11 feet ( PP Y ) ( IIIIIII IIIIIIIII IIII —_ IIIIIIIII IIIIIIIII IIII illlllll IIIIIIIII IIIIIII Medium dense,saturated, brown,SAND,trace silt T = 7rt r rtrt r r TTT r rrrrrr{ (Recessional Outwash) S-4 11 18 1 1 1 1 1 1 1 16 GSA '... IIIIIII IIIIIIIII ( IIIIIII ,T i 17 11 1 77 !7TTT T TTT 1 T =w - 1111i1 III III III III •'—_ . '-I-I-I-I-i-41 -1-�-1-L-1-1--�_ I--1--1-1-1-1 a- ,- — ( IIIIIII IIIIIIIII IIII i —'. IIIIIIIII IIIIIIIII IIII —'•: IIIIIIIII IIIIIIIII IIIIIII IIIIIIIII IIIIIIIII IIIIII Dense,saturated,brown, SAND,some gravel(Recessional = 11 t t_trtrtrt rtt t t t t tt t t t r Xt� t-t-r Outwash) S-5 18 : IMF 49 IIIIIIIII IIIIIIIII ( IIIIIII --1,77-7-777 777T7TTTT TTrTTTr ' IIIIII III � IIII � IIIIIII 20 IIIIIII IIIIIIIII IIiI IIIIIII IIIIIIIII IIiI IIIIIII IIIIIIIII IIIIIII ( IIIIIII I11111I11 IIII Medium dense,saturated, brown,SAND with gravel,some silt s-6 18 ++++ ++t+- (Recessional 1 1 11 n GSA (R i lOt Outwash) �... 1111I11 IIIIIIIII IIIII -: ��rt�rtrtrt rtrtrtrtrtrt*rtrt trrrrrr- 25 SAMPLE LEGEND GROUNDWATER LEGEND O % Fines(<0.075 mm) I2-inch O.D.split spoon sample ❑ Clean Sand O %Water(Moisture)Content 3-inch I.D.Shelby tube sample ® Bentonite Plastic Limit Liquid Limit Grout/Concrete Natural Water Content ® Screened Casing Arlington Drugstore TESTING KEY ❑ Blank Casing 7423 204th Street NE GSA=Grain Size Analysis V Groundwater level at Arlington, WA time of drilling(ATD)or 200W=200 Wash Analysis N on date of Date: FEB 2017 Project No.: 1767.01 Consol. =Consolidation Test N measurement. Zipper Geo Associates BORING Att.=Atterberq Limits B-1 19023 36th Ave. W, Suite D LOG; Lynnwood, WA Page 1 of 2 Boring Location: See Figure 1,Site and Exploration Plan Drilling Company: EDI,Inc. Bore Hole Dia.:6" Top Elevation: N/A Drilling Method: Hollow Stem Auger Hammer Type: Auto B-1 Date Drilled: 2/17/2017 Drill Rig: B-61 Truck Logged by_: BGF SOIL DESCRIPTION PENETRATION RESISTANCE(blows/foot) �3 U) J Standard Penetration Test o E The stratification lines represent the approximate boundaries z d o U - a Hammer Weight and Drop:between soil types. The transition may be gradual. Refer to r- report text and appendices for additional information. U) � 2 —° ~J) a) between (D 0 20 40 60 m 25 II III IIIIIIIII IIIIIII ' III II III 111E I 7I-1-i_I_� ������. .,J 7777T7 7 IIIIIIII IIIIIIIII IIIIIII ' Medium dense,saturated, brown,SAND,some silt S-7 18 rI 16 (Recessional Outwash) T IIIIIIII IIIIIIIII IIIIIII ' . IIIIIIII IIIIIIIII IIIIIII ' 30 IIIIIIII IIIIIIIII IIIIIII ' IIIIIIII IIIIIIIII IIIIIII ' . IIIIIIII IIIIIIIII IIIII IIIIIIII IIIIIIIII IIIII f rFfTl —77—17-7-7-77 77777 IIIIIIII IIIIIIIII IIIIIII ' Medium dense,saturated, brown,SAND,with silt !! 1 11 _ -. .- S-8 18 I I � � I I I I I 14 GSA (Recessional Outwash) IIIIII 11 II il111I ', 35 IIIIIIII II ( IIIII ' III IIII III ( IIIII ' I r. �_I I 1i77 _�.rtYYYY LL II i III IIIII ' Medium dense,saturated, brown,fine to medium SAND,trace III 1 _�. �__. T7TT_ ` 17 silt(Recessional Outwash) s s 18 L. J_. i 11 1 1111 , 11 II IIIIIII ' . III III IIIIIII ' 40 IIIIIIII Ills IIIII ''... --I—I—I-1—I—I --4-4-4-4 -44444 IIIIIII i IIIII IIIII ''... IIIIIII IIIIIIII IIIIIIII '... IIIIIIII IIIII IIIII '.. IIIIIII IIIII IIIII Medium dense,saturated, brown,fine to medium SAND,trace T rr-r 1 -I-T-r-r 77777 - silt(Recessional Outwash) S-10 11 18 Q 1a GSA II III IIII IIIIIII IIIII IIIIIIIII IIIIIII... '... IIIIIII IIIIIIIII IIIIIII IIIIIIII III � IIII � IIIIIII .''... 45 IIIIIIII IIIIIII II1111 IIIIIII IIIIIII ,.. IIII IIIIIIII IIIIIII ,.. IIII IIIIIII ( IIIII IIII Medium dense,saturated, brown,fine to medium SAND,trace T I I I I �y rt *trt t rt t-t silt(Recessional Outwash) S-11 11 1a I I I 1 I 1 11 1 1 1 18 IIIIIII ( IIIII Boring completed at 49 feet on 2/17/2017.Groundwater -7rr7 F- -1-1-177- 50 measured at 13.95 feet on 3-1-17.Well to ID:BIZ 339 SAMPLE LEGEND GROUNDWATER LEGEND O % Fines(<0.075 mm) I2-inch O.D.split spoon sample ❑ Clean Sand O %Water(Moisture)Content 3-inch I.D.Shelby tube sample ® Bentonite Plastic Limit Liquid Limit Grout/Concrete Natural Water Content ® Screened Casing Arlington Drugstore TESTING KEY ❑ Blank Casing 7423 204th Street NE GSA=Grain Size Analysis V Groundwater level at Arlington, WA time of drilling(ATD)or 200W=200 Wash Analysis N on date of Date: FEB 2017 Project No.: 1767.01 Consol. =Consolidation Test N measurement. Zipper Geo Associates BORING Att.=Atterberq Limits B-1 19023 36th Ave. W, Suite D LOG; Lynnwood, WA Page 2 of 2 Boring Location: See Figure 1,Site and Exploration Plan Drilling Company: EDI,Inc. Bore Hole Dia.:6" Top Elevation: N/A Drilling Method: Hollow Stem Auger Hammer Type: Auto B-2 Date Drilled: 2/17/2017 Drill Rig: B-61 Truck Logged by_: BGF SOIL DESCRIPTION PENETRATION RESISTANCE(blows/foot) 1]3 U) J Standard Penetration Test o E The stratification lines represent the approximate boundaries z d o U — a Hammer Weight and Drop:between soil types. The transition may be gradual. Refer to r_ report text and appendices for additional information. U) � 2 m ~U) a) between (D 0 20 40 60 0 ,2 to 3 inches weeds and gravelly sand N-----------------------------------------' Medium dense,moist,brown, SAND with gravel ill IIIIIIIII Illlii '.. IIIIIII IIIIIIIII IIIIIII Medium dense,moist,brown to dark brown, SAND with S-1 18 -1T7-1T77 7T-7 TTTTT TTTTTTT 27 gravel,some silt(Recessional Outwash) JJJ�L�J 11.11111.1L LLLL_ . '.. IIIIIII IIIIIIIII IIII '.. IIIIIII IIIIIIIII IIIIIII : 5 T III IIIIIIIII IIIIIII Medium dense,moist to wet, brown, SAND with sub angular S-2 I 18 19 GSA to rounded gravel,some silt(Recessional Outwash) 1 -1 +++++++++ +++-I-+ .... III IIIIIIIII IIII '.. IIIIIIIII IIIIIIIII IIII '.. IIIIIII '.. IIIIIII -� IIIIIII IIIIIII Medium dense,wet, brown with oxide mottling grading to S-3 T 18 rT r� TTTTTTT{ 25 GSA gray-brown,gravelly SAND,trace silt(Recessional Outwash) 11 ___ - iii.LL LLL I_Ii ! _ '... 1111111 II1111111 IIII __ ' IIIIIII IIIIiI111 ills 10 = -------------------------------------------- Drill action smoother at approximately 11 feet ( PP Y ) IIIIIIII IIIIIIIII IIII :• '—_•• -t-1111-f-f-f-t -+-i--t t t t.t...t t t t...t t- _. —_ IIIIIIIII IIIIIIIII IIII IIIIIIII IIIIIIIII IIIIIII Medium dense,wet to saturated,brown,SAND,trace silt T = 7 T Trt-T77TTT TTT TTTT { (Recessional Outwash) S-4 11 18 _ 1 I�1 rt 1s GSA — '... 1111111 IIIIIIIII IIIIIIII !TTTT�� �ii !iTTTT TTTI . ii 15 __ J 11 1-11-l 1 -I-i I-l--�-1-I 1-1 I I 41 I I ,- •:.'_�, .'y I I I I I I I I I I I I I I I I I I I I I - IIIIIII IIIIIIIII IIII � IIIIIIIIII IIIIIIIII IIIIIII IIIIIIIII IIIIIIII II M Loose,saturated,brown,fine to medium SAND,trace silt -tI ❑ �y y�rtrtrt rtrt t t t t t t t t t-t-r 1-r r (Recessional Outwash) S-5 18 ♦I 10 — ' IIIIIII IIIIIIIII IIIIIIII 1-II-177-1777 77777TTTT TTTTTl-T Boring completed at 19 feet on 2/17/2017.Groundwater 20 measured at 15.82 on 3-1-17.Well tag ID:BIZ 340 IIIIIIIII IIIIIIIII IIII IIIIIIIII IIIIIIIII IIII 4-4-I4-i44 F + I 4 4 I .. '.. IIIIIII IIIIIIIII IIIIIIII ' IIIIIIII IIIIIIIII IIII IIIIIIIII IIIIIIIII Illlii IIIIIIIII IIIIIIIII IIIIIII -: 1111111 11111111T rt11111T 125- SAMPLE LEGEND GROUNDWATER LEGEND O % Fines(<0.075 mm) I2-inch O.D.split spoon sample ❑ Clean Sand O %Water(Moisture)Content 3-inch I.D.Shelby tube sample ® Bentonite Plastic Limit Liquid Limit Grout/Concrete Natural Water Content ® Screened Casing Arlington Drugstore TESTING KEY ❑ Blank Casing 7423 204th Street NE GSA=Grain Size Analysis V Groundwater level at Arlington, WA time of drilling(ATD)or 200W=200 Wash Analysis N on date of Date: FEB 2017 Project No.: 1767.01 Consol. =Consolidation Test N measurement. Zipper Geo Associates BORING Att.=Atterberq Limits B-2 19023 36th Ave. W, Suite D LOG; Lynnwood, WA Page 1 of 1 Boring Location: See Figure 1,Site and Exploration Plan Drilling Company: EDI,Inc. Bore Hole Dia.:6 Top Elevation: N/A Drilling Method: Hollow Stem Auger Hammer Type: Auto B-3 Date Drilled: 2/17/2017 Drill Rig: B-61 Truck Logged by_: BGF SOIL DESCRIPTION PENETRATION RESISTANCE(blows/foot) �3 U) J Standard Penetration Test o E The stratification lines represent the approximate boundaries z d o U - a Hammer Weight and Drop:between soil types. The transition may be gradual. Refer to r_ report text and appendices for additional information. U) � ° m ~U) a) between (D 0 20 40 60 0 ,0 to 2 inches crushed rock(parking area) N-----------------------------------------' Medium dense,moist,brown, SAND with gravel ill IIIIIIIII IIIIII '.. IIIIIII IIIIIIIII IIIIIII Medium dense,wet, brown, ravel) SAND,trace to some silt gravelly S-1 I 10 477 7777 TTTTT TTTTl-1-1- 13 (Recessional Outwash) 1I I I I I I 1 IIIIIIIII I I I 11. 1111.11 LL11_ . '.. IIIIIII IIIIIIIII IIII '.. IIIIIII IIIIIIIII IIIIIII : 5 Ver dense,wet, brown to gray-brown, ravel) SAND to Y 9 Y gravelly S-2 12 I I I I I I I I I I I I I I I I I I I I 57 sandy GRAVEL,trace to some silt(Recessional Outwash) 4-+ -++-+++++++ +++4-+- '..... 111 III IIIIIIIII IIII IIIIIII IIIIIIIII IIII •� � I-1yrt-trtrtrt rtrty-tttt-tt ttrrr , , '.. IIIIIII IIIIIIIII IIIIIII Dense,wet,gray-brown t0 gray,sand GRAVEL,trace to T 9 Y 9 Y, Y S-3 I 18 1 1 1 1 f7 77TT T TT T TTTTI 36 some silt(Recessional Outwash) ', IIIII, II II, IIIII,II II1111_! . — '.. IIIIIII IIIIIIIII IIII '. 10 -------------------------------------------- (Drill action smoother at approximately 10 feet) _ — '.. IIIIIII IIIIIIIII IIII = IIIIIII IIIIIIIII IIII :• '—_•• -t-11-t ...1.i ­+-i--t t t t.t...t t t t...t t- _. —_ III '.. II IIIIIIIII IIII II IIIIIIIII IIIIIII Loose,wet to saturated,brown,SAND,trace silt(Recessional T = �� rt 7 rrt TTT r rrrrrr{ Outwash) s-a 11 18I 9 :•�..'�: IIII ) ) IIIIIIIII IIIIIIII =w 15 _J - IIIIII Illill � III I11 •'— '-I-I-I-I-i-41 1 a a 1� 1-1_ I--1--1-1-1-1 a- .- — 'IIIIIIIII IIIIIIII ' IIII I —'. IIIIIIIII IIIIIIIII IIII —'•: IIIIIIIII IIIIIIIII IIIIIII _ . IIIIIIIII IIIIIIIII IIIIIII Loose,saturated,brown, SAND trace silt(Recessional = �y y�rtrtrt t rt t t t t t t t t r r r r t-r Outwash) S-5 18 ♦1I 10 — ' IIIIIII IIIIIIIII IIIIIIII -177-1777 77777TTTT TTT-l-1-71- Boring completed at 19 feet on 2/17/2017.Groundwater 20 measured at 13.95 feet on 3-1-17.Well tag ID:BIZ 341 IIIIIIIII IIIIIIIII IIII IIIIIIIII IIIIIIIII IIII - 44-i-44 -F-I-1-44-I--l--4-+ 4 I .. '.. IIIIIII IIIIIIIII IIIIIIII IIIIIIIII IIIIIIIII IIII IIIIIIIII IIIIIIIII IIIIII IIIIIIIII IIIIIIIII IIIIIII -: 111111rt 44444 *rtrt rt 44'- 25 SAMPLE LEGEND GROUNDWATER LEGEND O % Fines(<0.075 mm) I2-inch O.D.split spoon sample ❑ Clean Sand O %Water(Moisture)Content 3-inch I.D.Shelby tube sample ® Bentonite Plastic Limit Liquid Limit Grout/Concrete Natural Water Content ® Screened Casing Arlington Retail TESTING KEY ❑ Blank Casing 7423 204th Street NE GSA=Grain Size Analysis V Groundwater level at Arlington, WA time of drilling(ATD)or 200W=200 Wash Analysis N on date of Date: FEB 2017 Project No.: 1767.01 Consol. =Consolidation Test N measurement. Zipper Geo Associates BORING Att.=Atterberq Limits B-3 19023 36th Ave. W, Suite D LOG; Lynnwood, WA Page 1 of 1 Zipper Geo Operator: Romanelli CPT Date/Time: 3/1/2017 8:13:31 AM Sounding: CPT-01 Location: Arlington Cone Used: DDG1263 Job Number: 1767.01 GPS Data:NO GPS Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type" SPT N" Qt TSF Fs/Qt(%) Pw PSI Zone: UBC-1983 60%Hammer 0 500 0 5 -8 6 0 12 0 80 0 i I I I I I I I I I I I I I I IIII I I I I I I ( I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 5 III II II II I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I 10 I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I 15IIII ( IIIIIII I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I 20 II IIIIII I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I Depth 25 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 111 1111111 1 1 1 1 1 1 1 (ft) II IIIIII I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I 30 T T Fi I T ITITIIIII ( I T I T I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I 35 II IIIIII I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I 40 77TT7 TI I -1T 171TIT1 ITI IT I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I 45 1 1 1 1 TTTTT I I I I T1 1 -1T IT ITITI 1-1 T 1 1T I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I 50 Maximum Depth=7.22 feet Depth Increment=0.164 feet ■1 sensitive fine grained ■4 silty clay to clay ■7 silty sand to sandy silt ■10 gravelly sand to sand ■2 organic material ■5 clayey silt to silty clay M 8 sand to silty sand ■11 very stiff fine grained(`) ■3 clay ■6 sandy silt to clayey silt ■9 sand ■12 sand to clayey sand(') 'Soil behavior type and SPT based on data from UBC-1983 Zipper Geo Operator: Romanelli CPT Date/Time: 3/1/2017 9:11:51 AM Sounding: CPT-01a Location: Arlington Cone Used: DDG1263 Job Number: 1767.01 GPS Data:NO GPS Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type" SPT N" Qt TSF Fs/Qt(%) Pw PSI Zone: U BC-1983 60%Hammer 0 500 0 5 -8 6 0 12 0 80 0 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I 5 IIII II IIII II I I I I I I I I I I I I I I I I I I I III I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I III I I I I I I I I I I I I I I I I I I I I I ( I I I I I I I I I I 10 — — — — — I I I I I I I I I I I IIIIIIII I I I I I I I TI 71171 � I 1 I I I I I I I I 1 I I I I 15IIII I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIII I I 20 II IIIIII I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I Depth 25 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 111 1111111 1 1 1 1 1 1 1 (ft) II IIIIII I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I 30 T T T Fi I T I IT I 1 1 1 1 7 71 T I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I 35 II IIIIII I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I 40 TTTTT TI I -1T 17ITITI 77 1-1TI IT I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I 45 I I I I— T T T T T I I I I T1-1 -1 T TITITI ITT1-1 T I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I I I I I I I I I I I IIIIIIIIIII I I I I I I I 50 Maximum Depth=18.54 feet Depth Increment=0.164 feet ■1 sensitive fine grained ■4 silty clay to clay ■7 silty sand to sandy silt ■10 gravelly sand to sand ■2 organic material ■5 clayey silt to silty clay ■8 sand to silty sand ■11 very stiff fine grained(`) ■3 clay ■6 sandy silt to clayey silt ■9 sand ■12 sand to clayey sand(') "Pre-drilled 11 ft 'Pre-drilled 11 ft 4 rlinnfnn Rcfoil 'Soil behavior type and SPT based on data from UBC-1983 Zipper Geo Operator: Romanelli CPT Date/Time: 3/1/2017 10:20:10 AM Sounding: CPT-02 Location: Arlington Cone Used: DDG1263 Job Number: 1767.01 GPS Data:NO GPS Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type" SPT N' Qt TSF Fs/Qt(%) Pw PSI Zone: U BC-1983 60%Hammer 0 500 0 5 -8 6 0 12 0 80 0 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I IIII I I I I I I I I I I I I I I I I I I I I I I I I IIII I I I I I I 5 II IIII II II I I I I I I I I I I I I I I I I IIIII I I I I I I I I I I I I I I I I I I I I I I I IIIII I I I I I I I I I I I I I I I I I I I I I I I IIIII I I I I I I I I I I I I I I I I I I I I I I IIII I I I I I I I 10 — — — — — — — — — I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I IIIII I I I I I I I I I I I I I I I I I I I I I I IIIII I I I I I I I I I I I I I I I I I I I I I I I I I IIIII I I I I I I I I 15III II II IIII I I I I I I I I I I I I I I I I I I IIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIII I I I I I I I I I I I I I I I I I I I I I I I I I IIIIII I I I I I I I I 20 — I I I I I I I I I I I I I I I I I I IIIIII III I I I I I I I I I I I I I I I I I I I I I I I I I IIIII III I I I I I I I I I I I I I I I I I I I I I I I IIIII I I I I I I I I I I I I I I I I I I I I I I I I IIIIII I I I I I I I I I I I I I I I I I I IIIIIIII I I I I I I I I I Depth 25 (ft) I I I I I I I I I I I I I I I I I I IIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIII I I I I I I I I I 30 III I I I I I I I I I I I I I I I I I I , IIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIII I I I I I I I I I I I I I I I I I I I I I I I I I I IIIIIIII I I I I I I I I I I I I I I I I I I IIIIIIII I I I I I I I I I 35 III I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 40 TTTT TI I -1T 1 IT I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 45 1 I I T T T T 1 1 1 1 TI 1 -1T TTTI— — TIT I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I III I I I I I 50 Maximum Depth=50.20 feet Depth Increment=0.164 feet ■1 sensitive fine grained ■4 silty clay to clay ■7 silty sand to sandy silt ■10 gravelly sand to sand ■2 organic material ■5 clayey silt to silty clay ■8 sand to silty sand ■11 very stiff fine grained(`) ■3 clay ■6 sandy silt to clayey silt ■9 sand ■12 sand to clayey sand(') "Pre-drilled 11 ft 'Pre-drilled 11 ft 4 rlinnfnn Rcfoil 'Soil behavior type and SPT based on data from UBC-1983 APPENDIX B LABORATORY TESTING PROCEDURES AND RESULTS APPENDIX B LABORATORY TESTING PROCEDURES AND RESULTS A series of laboratory tests were performed by ZGA during the course of this study to evaluate the index and geotechnical engineering properties of the subsurface soils. Descriptions of the types of tests performed are given below. Visual Classification Samples recovered from the exploration locations were visually classified in the field during the exploration program. Representative portions of the samples were carefully packaged in moisture tight containers and transported to our laboratory where the field classifications were verified or modified as required. Visual classification was generally done in accordance with ASTM D 2488. Visual soil classification includes evaluation of color, relative moisture content,soil type based upon grain size,and accessory soil types included in the sample. Soil classifications are presented on the exploration logs in Appendix A. Moisture Content Determinations Moisture content determinations were performed on representative samples obtained from the explorations in order to aid in identification and correlation of soil types. The determinations were made in general accordance with the test procedures described in ASTM D 2216. Moisture contents are presented on the exploration logs in Appendix A. Grain Size Analysis A grain size analysis indicates the range in diameter of soil particles included in a particular sample. Grain size analyses were performed on representative samples in general accordance with ASTM D 422. The results of the grain size determinations for the samples were used in classification of the soils, and are presented in this appendix. Cation Exchange Capacity Cation exchange capacity tests were performed on representative samples in general accordance with the SW-846 9091 test method. The results of the cation exchange capacity tests were used to evaluate the water quality treatment characteristics of potential infiltration system receptor soils, and are presented in this appendix. Organic Content Organic content tests were performed on representative samples in general accordance with ASTM D 2974. The results of the organic content tests were used to evaluate the water quality treatment characteristics of potential infiltration system receptor soils, and are presented in this appendix. Laboratory Maximum Density Test The laboratory maximum density represents the highest degree of density which can be obtained from a particular soil type by imparting a predetermined compaction effort. The test determines the "optimum" moisture content of the soil at the laboratory maximum density. The laboratory maximum density test was performed on a bulk sample of material in general accordance with ASTM: D-1557. The test result is shown in this appendix and presented as a curve where the soil dry density is compared to the moisture content. GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 2 80 C9 W �? 70 m W 60 LU Z LL F- 50 Z LU U W 40 LU a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES GRAVEL SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture(%) Fines(%) Description B-1 S-2 5.0 6.9 3.9 SAND with gravel, trace silt Project No.: 1767.01 PROJECT NAME: Zipper Geo Associates,LLC Geotechnical and Environmental Consultants DATE OF TESTING: 2/23/2017 Arlington Retail GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 W ?� 70 \'tI 60 LU Z 1.— 50 Z W tU W 40 W a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine ::h Medium Fine Silt Clay BOULDERS COBBLES GRAVEL FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines(%) Description B-1 S-3 7.5 4.9 4.9 Sandy GRAVEL, trace silt Project No.: 1767.01 PROJECT NAME: Zipper Geo Associates,LLC Geotechnical and Environmental Consultants DATEOFTESTING: 2/23/2017 Arlington Retail GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 W ?� 70 m 60 61 LU Z 1.— 50 Z W tU W 40 LU a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine ::h Medium Fine Silt Clay BOULDERS COBBLES GRAVEL FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines(%) Description B-1 S-4 12.5 17.4 5.7 SAND, some gravel, some silt Project No.: 1767.01 PROJECT NAME: Zipper Geo Associates,LLC Geotechnical and Environmental Consultants DATEOFTESTING: 2/23/2017 Arlington Retail GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 W ?� 70 m 60 LLI Z 1.— 50 Z W tU W 40 W a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine ::h Medium Fine Silt Clay BOULDERS COBBLES GRAVEL FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines(%) Description B-1 S-6 22.5 19.4 9.4 SAND with gravel, some silt Project No.: 1767.01 PROJECT NAME: Zipper Geo Associates,LLC Geotechnical and Environmental Consultants DATEOFTESTING: 2/23/2017 Arlington Retail GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 W ?� 70 m 60 LLI Z 1.— 50 Z W tU W 40 W a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine ::h--Nrs- Medium Fine Silt Clay BOULDERS COBBLES GRAVEL FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines(%) Description B-1 S-8 32.5 29.2 14.8 SAND, with silt Project No.: 1767.01 PROJECT NAME: Zipper Geo Associates,LLC Geotechnical and Environmental Consultants DATEOFTESTING: 2/23/2017 Arlington Retail GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 77 90 = 80 W ?� 70 m 60 LU Z M 1.— 50 Z W tU W 40 W a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine ::h--Nrs- Medium Fine Silt Clay BOULDERS COBBLES GRAVEL FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines(%) Description B-1 S-10 42.5 28.9 4.5 SAND, trace silt, trace gravel Project No.: 1767.01 PROJECT NAME: Zipper Geo Associates,LLC Geotechnical and Environmental Consultants DATEOFTESTING: 2/23/2017 Arlington Retail GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 W ?� 70 m 60 LU Z M 1.— 50 Z W tU W 40 W a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine ::h Medium Fine Silt Clay BOULDERS COBBLES GRAVEL FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines(%) Description B-2 S-2 5.0 6.4 5.6 SAND with gravel, some silt Project No.: 1767.01 PROJECT NAME: Zipper Geo Associates,LLC Geotechnical and Environmental Consultants DATEOFTESTING: 2/23/2017 Arlington Retail GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 W ?� 70 m 60 LU Z 1.— 50 Z W tU W 40 W a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine ::h--Nrs- Medium Fine Silt Clay BOULDERS COBBLES GRAVEL FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines(%) Description B-2 S-3 7.5 5.4 4.8 Gravelly SAND, trace fines Project No.: 1767.01 PROJECT NAME: Zipper Geo Associates,LLC Geotechnical and Environmental Consultants DATEOFTESTING: 2/23/2017 Arlington Retail GRAIN SIZE ANALYSIS Test Results Summary ASTM D 422 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 W ?� 70 m 60 LLI Z M 1.— 50 Z W tU W 40 W a 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine ::h Medium Fine Silt Clay BOULDERS COBBLES GRAVEL FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture (%) Fines(%) Description B-2 S-4 12.5 10.2 5.7 SAND, some silt, trace gravel Project No.: 1767.01 PROJECT NAME: Zipper Geo Associates,LLC Geotechnical and Environmental Consultants DATEOFTESTING: 2/23/2017 Arlington Retail Job No. 1767.01 LABORATORY Sample No. Bulk Sample Job Name Arlington Retail COMPACTION Location B-3 150 Date Tested 03.01.2017 CURVE De th / Elevation 0 to 2 ft. Test Results Compaction Size Test Standard ASTM D 1557 C aaoid 6-in. ..................... .......................................................... 145 Test No. Field Moist 2 3 4 Dry Density(lbs/cu.ft.) 135.1 129.2 129.4 Moisture Content(%) 8.8 12.5 3.9 140 Maximum Dry Density/Oversize Corrected(pcf) 135.5 139.7 Opt.Moisture Content/Oversize Corrected(%) 8.0 6.9 Oversize Fraction(%)/Sieve Used 16 3/4" 135 Sample Description: Comments: 130 125 U Q t 21 120 115 110 105 100 2,80 Zero Air Voids Curves For Various Specific Gravities 95 2.70 2.60 2.50 90 2.40 0 5 10 15 20 25 30 35 40 45 Moisture Content(%) Zipper Geo Associates,LLC 19023 36th Avenue West,Suite D Lynnwood,Washington 98036 (425)582-9928 Am Test Inc. Professional 13600 NE 126TH PL Analytical Suite C AP Services Kirkland, WA 98034 -0w (425) 885-1664 L A B o R A T o R I E s www.amtestlab.com ANALYSIS REPORT ZIPPERGEO ASSOCIATES Date Received: 02/23/17 19026 36TH AVE W Date Reported: 3/ 3/17 , WA Attention: BRYAN FOWLER Project Name: ARLINGTON RETAIL Project #: 1767.01 All results reported on an as received basis. AMTEST Identification Number 17-AO02490 Client Identification 13-2 ,S-2 Sampling Date 02/17/17, 10:00 Conventionals PARAMETER RESULT UNITS Q D.L. METHOD ANALYST DA Cation Exchange Capacity 2.8 meq/100g 0.5 SW-846 9081 AY �03/072/17 Organic Matter 1.3 % 0.1 ASTM D 2974 SW AMTEST Identification Number 17-AO02491 Client Identification 13-3 ,S-3 Sampling Date 02/17/17, 11:00 Conventionals PARAMETER RESULT UNITS Q D.L. EMETHOD ANALYST DATE Cation Exchange Capacity 2.9 meq/100g 0.5 SW-846 9081 JAY 03/01/17 Organic Matter 0.7 % 0.1 ASTM D 2974 SW 03/02/171 ZIPPERGEO ASSOCIATES Project Name: ARLINGTON RETAIL AmTest ID: 17-A002492 AMTEST Identification Number 17-A002492 Client Identification B-3 ,S-4 Sampling Date 02117/17, 11:10 Conventionals PARAMETER RESULT UNITS Q D.L. METHOD ANALYST DATE Cation Exchange Capacity 3.1 meq/100g 0.5 SW-846 9081 AY 03/01/17 Organic Matter 1.5 % 0.1 ASTM D 2974 SW 03/02/17 4; IYA,A/( Kathy Fu iel President c~�Y �� CONSTRUCTION PLAN REVIEW & INSPECTION FEE WORKSHEET Community&Economic Development Department City of Arlington . 18204 59th Avenue NE . Arlington WA 98223 . (360)403-3551 This form is to be completed and submitted with Type I , Type 11 Type III Construction Permit Application. 1) Based on permit type requested (Type I,Type II or Type III), complete the form as follows: . Type I permits complete all sections. . Type 11 permits complete as follows: - Grading Only-Complete Temporary Erosion and Sediment Control (TESC). - Stormwater Drainage Only-Complete the Temporary Erosion and Sediment Control and Stormwater Drainage Section for Public or Private . Type III permits complete the Temporary Erosion and Sediment Control (TESC). 2) The developer shall enter the quantities shown on the construction drawings into the Construction Calculation Worksheet. This document is used to determine the amount of plan reivew and inspection fees due to the city. 3) Excel will auto-calculate the relevant fields and subtotals throughout the document. Only the'Quantity'columns should be completed. 4) The summary page calculates the fees due at intake for Civil and Stormwater Drainage construction permits only. This does not include fees for Grading or those required by other departments or agencies. Grading fees are based on Cubic Yard Quantity and shall be calculated at time of permit submittal. Grading fees shall be paid at permit submittal. 5) If an item that is part of your project does not exist in the spreadsheet complete the Write-In-Items section with the item, quantity and associated unit cost. There are a few unit prices that are blank, please complete them accordingly. 6) Inspection fees shall be calculated for Private Development during the review process and shall be paid upon permit issuance. PLAN REVIEW& INSPECTION FEES PLAN REVIEW&INSPECTION FEE (6%of Project Value) $ GRADING FEE(4) (Cubic Yard ) $ Review fees due at time of submittal Total Review Fees Due $ An Assurance Device such as a Performance Bond or Assignment of Funds needs to be on file with the City of Arlington prior to permit issuance. The Assurance Device shall be 150% of the Construction Calculation Worksheet which are as follows: Road and Alley (Public) Stormwater Drainage and Grading (Public) Utilities (Public) Temporary Erosion and Sediment Control (Public and Private) ASSURANCE DEVICE Base Calculation of Performance Device $ 227,430.00 PERFORMANCE DEVICE 150% Amount Due $ 341,145.00 Base Calculation of Maintenance Device $ 211,846.88 MAINTENANCE DEVICE 20% Amount Due $ 42,369.38 1 CONSTRUCTION CALCULATION WORKSHEET TEMPORARY EROSION &SEDIMENT CONTROL Include Public Improvements &Private Development Description Unit Price Unit Quantity Cost Reference# Backfill &compaction-embankment $ 6.50 CY $ - Check dams $ 78.00 EACH $ - BMP C207 Catch Basin Protection $ 35.50 EACH 3 $ 106.50 Crushed surfacing 1 1/4" minus $ 18.00 TON 20 $ 360.00 WSDOT 9-03.9(3) Ditching $ 8.00 CY $ - Excavation-bulk $ 3.00 CY $ - Fence, silt $ 2.00 LF 550 $ 1,100.00 BMP C233 Fence,Temporary(NGPA) $ 2.00 LF 250 $ 500.00 Geotextile Fabric $ 2.50 SY $ - Hay Bale Silt Trap $ 0.50 EACH $ - Hydroseeding $ 4,200.00 ACRE 0.15 $ 630.00 BMP C120 Interceptor Swale/Dike $ 1.00 LF 300 $ 300.00 Jute Mesh $ 2.00 SY $ - BMP C122 Level Spreader $ 1.75 LF $ - Mulch, by hand, straw, 3"deep $ 3.00 SY $ - BMP C121 Mulch, by machine, straw, 2"deep $ 1.00 SY $ - BMP C121 Piping,temporary, CPP, 6" $ 12.50 LF $ - Piping,temporary, CPP, 8" $ 19.00 LF $ - Piping,temporary, CPP, 12" $ 24.00 LF $ - Plastic covering, 6mm thick, sandbagged $ 3.00 SY $ - BMP C123 Rip Rap, machine placed; slopes $ 50.00 CY $ - WSDOT 9-13.1(2) Rock Construction Entrance, 50'xl5'xl' $ 1,800.00 EACH $ - BMP C105 Rock Construction Entrance, 100'xl5'xl' $ 3,600.00 EACH 1 $ 3,600.00 BMP C105 Sediment pond riser assembly $ 3,050.00 EACH $ - BMP C241 Sediment trap, 5' high berm $ 21.00 LF 150 $ 3,150.00 BMP C240 Sed.trap, 5'high, riprapped spillway berm section $ 79.00 LF $ - BMP C240 Seeding, by hand $ 1.00 SY $ - BMP C120 Sodding, 1"deep, level ground $ 8.00 SY $ - BMP C120 Sodding, 1"deep, sloped ground $ 9.50 SY $ - BMP C120 TESC Supervisor $ 84.00 HR 20 $ 1,680.00 Water truck, dust control $ 130.00 HR 8 $ 1,040.00 BMP C140 WRITE-IN-ITEMS SUBTOTAL(TESC Only): $ 12,466.50 MOBILIZATION 10%: $ 1,246.65 CONTINGENCY 15%: $ 1,869.98 TOTAL: $ 15,583.13 CONSTRUCTION CALCULATION WORKSHEET STORMWATER DRAINAGE Public Private Public Improvements Private Development Description Unit Price Unit Quantity Cost Quantity Cost Access Road, Retention/Detention $ 26.00 SY $ - $ (CBs include frame and lid) Beehive $ 90.00 EACH $ $ CB Type 1 $ 1,650.00 EACH $ 7 $ 11,550.00 CB Type IL $ 1,850.00 EACH $ 1 $ 11850.00 CB Type 11, 48" Dia $ 2,550.00 EACH $ 2 $ 5,100.00 for additional depth over 4' $ 650.00 FT $ $ - CB Type 11, 54" Dia $ 2,700.00 EACH $ $ for additional depth over 4' $ 600.00 FT $ $ CB Type 11, 60" Dia $ 2,900.00 EACH $ $ for additional depth over 4' $ 750.00 FT $ $ - CB Type 11, 72" Dia $ 4,000.00 EACH $ $for additional depth over 4' $ 900.00 FT $ - $ - Through-curb Inlet Framework(Add) $ 550.00 EACH $ - $ - Cleanout, PVC,4" $ 200.00 EACH $ - $ - Cleanout, PVC, 6" $ 250.00 EACH $ - $ - Cleanout, PVC, 8" $ 300.00 EACH $ - 3 $ 900.00 Culvert, Box ft x ft $ - LS $ - $ - Culvert, PVC,4" $ 12.00 LF $ $ - Culvert, PVC, 6" $ 17.00 LF $ 232 $ 3,944.00 Culvert, PVC, 8" $ 19.00 LF $ 58 $ 1,102.00 Culvert, PVC, 12" $ 30.00 LF $ $ - Culvert, CMP, 8" $ 23.00 LF $ $ - Culvert, CMP, 12" $ 35.00 LF $ 978 $ 34,230.00 Culvert, CMP, 15" $ 42.00 LF $ $ - Culvert, CMP, 18" $ 47.00 LF $ $ Culvert, CMP, 24" $ 69.00 LF $ $ Culvert, CMP, 30" $ 100.00 LF $ $ Culvert, CMP, 36" $ 150.00 LF $ $ Culvert, CMP, 48" $ 194.00 LF $ $ Culvert, CMP, 60" $ 310.00 LF $ $ - Culvert, CMP, 72" $ 400.00 LF $ $ - Culvert, Concrete, 8" $ 36.00 LF $ $ - Culvert, Concrete, 12" $ 43.00 LF $ $ - Culvert, Concrete, 15" $ 52.00 LF $ - $ - Culvert, Concrete, 18" $ 55.00 LF $ - $ - Culvert, Concrete, 24" $ 85.00 LF $ - $ - Culvert, Concrete, 30" $ 136.00 LF $ $ - Culvert, Concrete, 36" $ 165.00 LF $ $ - Culvert, Concrete, 42" $ 196.00 LF $ $ Culvert, Concrete, 48" $ 210.00 LF $ $ Culvert, CPP, 6" $ 16.00 LF $ $ Culvert, CPP, 8" $ 22.00 LF $ $ Culvert, CPP, 12" $ 28.00 LF $ $ Culvert, CPP, 15" $ 34.00 LF $ $ Culvert, CPP, 18" $ 39.00 LF $ $ CONSTRUCTION CALCULATION WORKSHEET Culvert, CPP, 24" $ 49.00 LF $ - $ - Culvert, CPP, 30" $ 62.00 LF $ - $ - Culvert, CPP, 36" $ 69.00 LF $ - $ - Ditching $ 12.00 CY $ - $ - Flow Dispersal Trench (1,436 base+) $ 40.00 LF $ - $ - French Drain (3'depth) $ 39.00 LF $ - $ - Geotextile, laid in trench, polypropylene $ 5.00 SY $ - $ - Infiltration pond testing $ 125.00 HR $ - 4 $ 500.00 Mid-tank Access Riser, 48"dia, 6'deep $ 2,025.00 EACH $ - $ - Pipe, High Density Water Pipe(HDWP) $ 160.00 LF $ - $ - Pipe, C900 $ 90.00 LF $ - $ - Pond Overflow Spillway $ 18.00 Sy $ - $ - Restrictor/Oil Separator, 12" $ 1,500.00 EACH $ - $ - Restrictor/Oil Separator, 15" $ 1,550.00 EACH $ - $ - Restrictor/Oil Separator, 18" $ 1,680.00 EACH $ - $ - Riprap, placed $ 52.00 CY $ - $ - Tank End Reducer(36" Dia) $ 1,280.00 EACH $ - $ - Thru-Inlet at CB $ 150.00 EACH $ - $ - Trash Rack, 12" $ 320.00 EACH $ - $ - Trash Rack, 15" $ 325.00 EACH $ - $ - Trash Rack, 18" $ 350.00 EACH $ - $ - Trash Rack, 21" $ 375.00 EACH $ - $ - WRITE-IN-ITEMS Detention System $ 6.00 CIF $ - 9370 $ 56,220.00 Storm Treatment Vault $ 20,000.00 EACH $ - 1 $ 20,000.00 $ - 1 1 $ - $ - SUBTOTAL: $ - $ 135,396.00 MOBILIZATION 10%: $ - CONTINGENCY 15%: $ - TOTAL: $ - $ 135,396.00 CONSTRUCTION CALCULATION WORKSHEET GENERAL ITEMS Public Improvements Description Unit Price Unit Quantity Cost Backfill &Compaction-embankment $ 8.00 CY $ - Backfill &Compaction-trench $ 11.00 CY $ - Clear/Remove Brush, by hand (acre) $ 2,363.00 ACRE $ - Bollards-fixed $ 325.00 EACH $ - Bollards-removable $ 600.00 EACH $ - Clearing/Grubbing/Tree Removal $ 6,000.00 ACRE $ - Excavation -bulk $ 2.50 CY $ - Excavation -Trench $ 5.00 CY $ - Fencing, cedar, 6' high $ 25.00 LF $ - Fencing, chain link,4' $ 19.50 LF $ - Fencing, chain link, vinyl coated, 6'high $ 18.00 LF $ - Fencing, chain link, gate,vinyl coated, 20' $ 1,563.00 EACH $ - Fencing, split rail, 3'high $ 14.00 LF $ - Fill &compact-common barrow $ 27.00 CY $ - Fill &compact-gravel base $ 30.00 CY 125 $ 3,750.00 Fill &compact-screened topsoil $ 45.00 CY $ - Gabion, 12"deep, stone filled mesh $ 62.00 SY $ - Gabion, 18"deep, stone filled mesh $ 86.00 SY $ - Gabion, 36"deep, stone filled mesh $ 152.00 SY $ - Grading,fine, by hand $ 2.00 SY $ - Grading,fine,with grader $ 1.25 SY $ - Guard Post $ 90.00 EACH $ - Monuments $ 104.00 EACH $ - Sensitive Areas Sign $ 20.00 EACH $ - Sodding, 1"deep, sloped ground $ 10.00 SY $ - Topsoil Type A(imported) $ 30.00 CY $ - Traffic control crew(2 flaggers ) $ 98.00 HR 40 $ 3,920.00 Trail,4"chipped wood $ 9.00 SY $ - Trail,4"crushed cinder $ 10.00 SY $ - Trail,4"top course $ 9.50 SY $ - Wall, retaining, concrete $ 66.00 SF $ - Wall, rockery $ 13.00 SF $ - WRITE-IN-ITEMS Subtotal $ 7,670.00 CONSTRUCTION CALCULATION WORKSHEET STREET IMPROVEMENT Public Improvements Description Unit Price Unit Quantity Cost AC Grinding,4'wide machine< 1000sy $ 35.00 SY $ - AC Grinding,4'wide machine 1000-2000sy $ 8.50 SY $ - AC Grinding,4'wide machine>2000sy $ 2.50 SY $ - AC Removal/Disposal/Repair $ 60.00 SY 15 $ 900.00 Barricade, Type 1 $ 36.00 LF $ - Barricade Type II $ 25.00 LF $ - Barricade, Type III ( Permanent) $ 55.00 LF $ - Conduit, 2" $ 5.00 LF $ - Curb&Gutter, rolled $ 20.00 LF $ - Curb&Gutter,vertical $ 15.00 LF $ - Curb and Gutter, demolition and disposal $ 20.00 LF $ - Curb, extruded asphalt $ 5.00 LF $ - Curb, extruded concrete $ 4.50 LF $ - Guard Rail $ 30.00 LF $ - Sawcut, asphalt, 3"depth $ 3.50 LF 55 $ 192.50 Sawcut, concrete, per 1"depth $ 3.00 LF $ - Sealant, asphalt $ 2.00 LF $ - Shoulder, gravel,4"thick $ 11.00 SY $ - Sidewalk,4"thick $ 40.00 SY 665 $ 26,600.00 Sidewalk,4"thick, demolition and disposal $ 36.00 SY 230 $ 8,280.00 Sidewalk, 6"thick $ 45.00 SY 50 $ 2,250.00 Sidewalk, 6"thick, demolition and disposal $ 45.00 SY 14 $ 630.00 Signs $ - LS $ - Sign, Handicap $ 100.00 EACH $ - Striping, per stall $ 7.50 EACH $ - Street Light System $ - LS $ - Traffic Signal $ - LS $ - Traffic Signal Modification $ - LS $ - Striping,thermoplastic, (for crosswalk) $ 3.50 SF $ - Striping,4" reflectorized line $ 0.40 LF $ - AC Patching/Trenching Restoration $ 100.00 TON $ - Controlled Density Fill (CDF) $ 90.00 CY $ - WRITE-IN-ITEMS Traffic Control Devices(Cones and Signs) $ 2,500.00 LS 1 $ 2,500.00 $ - $ - Subtotal $ 41,352.50 CONSTRUCTION CALCULATION WORKSHEET STREET SURFACING/PAVEMENT Public Improvements Description Unit Price Unit Quantity Cost Asphalt Overlay, 1.5"AC $ 12.00 SY $ - Asphalt Overlay, 2"AC $ 15.00 SY $ - Asphalt Road 2", First 2500 SY $ 10.00 SY $ - Asphalt Road 2", Qty. over 2500SY $ 9.00 SY $ - Asphalt Road 3", First 2500 SY $ 15.00 SY $ - Asphalt Road 3", Qty. over 2500 SY $ 13.00 SY $ - Asphalt Road 5", First 2500 SY $ 22.00 SY $ - Asphalt Road 5", Qty. Over 2500 SY $ 22.00 SY $ - Asphalt Road 6", First 2500 SY $ 25.00 SY $ - Asphalt Road 6", Qty. Over 2500 SY $ 24.00 SY $ - Asphalt Treated Base,4"thick $ 14.00 SY $ - Gravel Base Course 2" $ 7.50 SY $ - Gravel Base Course 4" $ 15.00 SY $ - Gravel Base Course 6" $ 22.50 SY $ - Gravel Road,4" rock, First 2500 SY $ 15.00 SY $ - Gravel Road,4" rock, Qty. over 2500 SY $ 11.00 SY $ - Concrete Road, 5", no base, over 2500 SY $ 22.00 SY $ - Concrete Road, 6", no base, over 2500 SY $ 32.00 SY $ - Thickened Edge $ 11.00 LF $ - WRITE-IN-ITEMS $ - $ - $ - $ - $ - $ - Subtotal $ - CONSTRUCTION CALCULATION WORKSHEET WATER SYSTEM Public Improvements Description Unit Price Unit Quantity Cost Blowoff $ 1,800.00 EACH $ - Connection to Existing Water Main $ 2,000.00 EACH 6 $ 12,000.00 Ductile Iron Watermain,CL 52,6 Inch Dia $ 65.00 LF $ - Ductile Iron Watermain,CL 52,8 Inch Dia $ 85.00 LF $ - Ductile Iron Watermain,CL 52, 10 Inch Dia $ 103.00 LF $ - Ductile Iron Watermain,CL 52, 12 Inch Dia. $ 125.00 LF 285 $ 35,625.00 Gate Valve,6 inch Dia $ 250.00 EACH $ - Gate Valve,8 Inch Dia $ 380.00 EACH $ - Gate Valve, 10 Inch Dia $ 425.00 EACH $ - Gate Valve, 12 Inch Dia $ 500.00 EACH 2 $ 1,000.00 Fire Hydrant Assembly,with Guard Posts $ 3,000.00 EACH $ - Fire Hydrant Assembly,without Guard Posts $ 2,500.00 EACH 1 $ 2,500.00 Air-Vac,8 Inch Dia $ 6,000.00 EACH $ - Air-Vac,10 Inch Dia $ 7,500.00 EACH $ - Air-Vac, 12 Inch Dia $ 12,000.00 EACH $ - Pressure Reducing Valve Assembly,8 In. Dia $ 3,800.00 EACH $ - Pressure Reducing Valve Assembly, 10 In. Dia $ 4,200.00 EACH $ - Pressure Reducing Valve Assembly, 12 In. Dia $ 5,000.00 EACH $ - Valve Marker Post $ 350.00 EACH 1 $ 350.00 WRITE-IN-ITEMS Water Meters $ 2,500.00 EACH 4 $ 10,000.00 1'72"Domestic Water Lines $ 30.00 LF 80 $ 2,400.00 $ - $ - Subtotal $ 63,875.00 CONSTRUCTION CALCULATION WORKSHEET SANITARY SEWER Public Improvements Description Unit Price Unit Quantity Cost Connection to Existing Sewer Main $ - EACH $ - Clean Outs $ 500.00 EACH 3 $ 1,500.00 Grease Interceptor, 500 gallon $ 6,000.00 EACH $ - Grease Interceptor, 1000 gallon $ 10,000.00 EACH $ - Grease Interceptor, 1500 gallon $ 15,000.00 EACH $ - Side Sewer Pipe, PVC.4 Inch Dia $ 8.00 LF $ - Side Sewer Pipe, PVC. 6 Inch Dia $ 12.00 LF 90 $ 1,080.00 Sewer Pipe, PVC, 8 inch Dia $ 33.00 LF $ - Sewer Pipe, PVC, 12 Inch Dia $ 41.00 LF $ - Sewer Pipe, PVC, Inch Dia $ - LF $ - Lift Station (Entire System) $ - LS $ - Manhole,48 Inch Dia $ 3,000.00 EACH $for additional depth over 4 feet/per foot $ 532.00 FEET $ - Manhole, 54 Inch Dia $ 3,500.00 EACH $for additional depth over 4 feet/per foot $ 532.00 FEET $ - Manhole, 60 Inch Dia $ 3,700.00 EACH $for additional depth over 4 feet/per foot $ 532.00 FEET $ - Manhole, 72 Inch Dia $ 4,000.00 EACH $for additional depth over 4 feet/per foot $ 625.00 FEET $ - Manhole, 96 Inch Dia $ 5,000.00 EACH $for additional depth over 4 feet/per foot $ 625.00 FEET $ - Outside Drop $ - LS $ - Inside Drop $ - LS $ - Pipe, C-900 $ 90.00 LF $ - Pipe, High Density Water Pipe(HDWP) $ 160.00 LF $ - WRITE-IN-ITEMS $ - $ - $ - $ - Subtotal $ 2,580.00 CONSTRUCTION CALCULATION WORKSHEET LANDSCAPING &VEGETATION Include Public Improvements&Private Development Description Unit Price Unit Quantity Cost Street Trees $ 500.00 EACH 48 $ 24,000.00 Root Barrier EACH $ - Median Landscaping $ - LS $ - Right-of-Way Landscaping $ 5,000.00 LS 1 $ 5,000.00 Wetland Landscaping $ - LS $ - Private Landscaping $ 25,000.00 LS 1 $ 25,000.00 WRITE-IN-ITEMS $ - $ - $ - $ - Subtotal $ 54,000.00 SUBTOTAL OF ALL PAGES $ 169,477.50 MOBILIZATION 10%: $ 16,947.75 CONTINGENCY 15%: $ 25,421.63 GRANDTOTAL: $ 211,846.88 Arlington Drugstore 7423 204th St NE Arlington, Washington, 98223 Storm Drainage Report 9 � 1 1 1 1505 Westlake Ave. N T 206.522.9510 Suite 305 F 206.522.8344 Seattle, WA 98109 www.pacland.com RANKVIA VIA F RA1 ki GIST F'G���c A9�,n S�GIST S/OK /OAAL Prepared By. Chris Dowd Reviewed By.Luke Randles, P.E. Prepared:April 2017 RPI Drugstore Storm Drainage Report Arlington, Washington Section I Page EXECUTIVESUMMARY....................................................................................................................................................................3 DESIGNCRITERIA.............................................................................................................................................................3 PROPOSED DRAINAGE SYSTEM.....................................................................................................................................4 SECTION1-PROJECT OVERVIEW...................................................................................................................................................5 PROJECTDESCRIPTION....................................................................................................................................................5 SITELOCATION.................................................................................................................................................................5 SOILS..................................................................................................................................................................................6 SECTION 2-EXISTING CONDITIONS...............................................................................................................................................7 EXISTING SUB-BASINS......................................................................................................................................................7 EXISTING STORMWATER FACILITIES.............................................................................................................................7 SECTION3-DEVELOPED CONDITIONS..........................................................................................................................................8 DEVELOPEDSUB-BASINS................................................................................................................................................8 DEVELOPED STORMWATER FACILITIES........................................................................................................................8 SECTION 4-OFFSITE ANALYSIS.......................................................................................................................................................9 UPSTREAM ANALYSIS......................................................................................................................................................9 DOWNSTREAMANAYLSIS...............................................................................................................................................9 SECTION 5-CONDITIONS AND REQUIREMENTS.......................................................................................................................10 SECTION 6-HYDROLOGIC MODELING........................................................................................................................................13 EXISTING HYDROLOGY..................................................................................................................................................13 DEVELOPED SITE HYDROLOGY....................................................................................................................................13 FLOWCONTROL ANALYSIS...........................................................................................................................................14 WATERQUALITY SYSTEM.............................................................................................................................................14 SECTION 7-CSWPPP ANALYSIS AND DESIGN............................................................................................................................15 SECTION 8-SPECIAL REPORTS AND STUDIES............................................................................................................................18 SECTION9-OTHER PERMITS........................................................................................................................................................19 SECTION 10-OPERATIONS AND MAINTENANCE MANUAL.....................................................................................................20 APPENDICES: A-EXHIBITS B-PLANS C-OPERATIONS AND MAINTENANCE MANUAL D-GEOTECHNICAL REPORTS E- HYDROLOGIC MODELING CALCULATIONS PACLAND Project#10533005 Page 2 RPI Drugstore Storm Drainage Report Arlington, Washington Executive Summaty The proposed development is located at 7423 204t" St NE in Arlington, Washington. The site is bordered by SR 9 to the east, 240t" St NE to the south, two abandoned steel framed buildings to the west and a vacant lot to the north. The site is currently occupied by a cabinet store with associated gravel drive aisles and parking lot. The entire lot is approximately 2.23 acres in size. The project involves construction of a new drugstore building and coffee shop along with associated parking, vehicle display, drive aisles, drive through, landscaping, utilities, and storm drain facilities. The project site lies within the Portage Creek Subwatershed, which is part of the Stillaguamish Watershed. The property is zoned GC (General Commercial). The comprehensive plan for the site is also GC. Design Criteria: The City of Arlington uses Stormwater Management Manual (SWMMWW), 2012 Edition with 2014 amendments. Per the requirements of SWMMWW, both flow control and water quality mitigation will be required as a result of the proposed development. Table 1 Jurisdictional Requirements Peak Runoff Control: Match the pre-developed discharge rates from 50% of the 2-year peak flow up through the full 50-year peak flow Water Quality: 915t percentile, 24-hour runoff rate Conveyance Design: 25-year storm event PACLAND Project#10533005 Page 3 RPI Drugstore Storm Drainage Report Arlington, Washington Proposed Drainage System: The developed site shall be considered one sub-basin. A system of catch basins and underground storm drainage piping will collect stormwater runoff on the site and convey it to an open-bottom detention chamber network on the north side of the site. Prior to entering the detention system, runoff will be routed through Modular Wetland facilities to provide water quality treatment prior to infiltrating runoff. The detention chamber network will infiltrate up to the 100-year storm event on-site. See Section 6 for more detail about the proposed drainage system. PACLAND Project#10533005 Page 4 RPI Drugstore Storm Drainage Report Arlington, Washington OverviewSection I- Project Project Description The proposed development is located at 7423 204t" St NE in Arlington, Washington. The site is bordered by SR 9 to the east, 240t" St NE to the south, two abandoned steel framed buildings to the west and a vacant lot to the north. The site is currently occupied by a cabinet store with associated gravel drive aisles and parking lot. The entire lot is approximately 2.23 acres in size. The project involves construction of a new drugstore building and coffee shop along with associated parking, vehicle display, drive aisles, drive through, landscaping, utilities, and storm drain facilities. The proposed project will include the construction of an approximately 14,670 SF drugstore and a 2,000 SF coffee stand. The overall paved area will be approximately 1.41 AC. Site Location Ary portage i y J PROJECT SITE AP - — a 4,4 Figure 2 - Site Location Location: 7423 204 St NE, Arlington, WA 98223 Section/Township/Range: SE Quarter of Section 29, Township 31, Range 05 Parcel/Tax Lot(s): Eastern - 31051100304100 Western - 31052900405400 Size: 2.23 acres PACLAND Project#10533005 Page 5 RPI Drugstore Storm Drainage Report Arlington, Washington City, County, State: Arlington, Snohomish County, Washington Governing Agency: City of Arlington Design Criteria: 2012 Stormwater Management Manual for Western Washington (2014 Amendments) Drainage Basin: The project site is located within the Portage Creek Subwatershed which is part of the Stillaguamish Watershed. Soils Websoil Survey if Ot Soil M,I,n�.i y=not Inc v.i l�cl_ t tl S.,sc.ilc. _•^_ dk AN Figure 3 - Site Soils (USDA Web Soil Survey Map) The site is underlain entirely of Norma loam according to the USDA Natural Resource Conservation Service, Web Soil Survey for Snohomish County Area, Washington. Geotechnical Report The following information was gathered from a report created by Zipper Geo Associates, LLC. on March 9, 2017. Per the report, the site is underlain by well-drained Marysville Sand Member, stratified to massive outwash sand with some fine gravel and some areas of silt and clay. According to the report, the design rate for infiltration on site should be 6 inches/hour. This design rate was used to model the stormwater detention on this site. PACLAND Project#10533005 Page 6 RPI Drugstore Storm Drainage Report Arlington, Washington Section 2- Existing Conditions Existing Sub-basins The existing site consists of one sub-basin. The majority of stormwater on this site infiltrates into the ground. The existing grading of the site transports stormwater toward existing catch basins south of the existing building. Stormwater that lands in the northwest corner of the site sheet flows to the existing private street to the west of the property. The upstream and downstream analysis of this sub-basin will be described in more detail in Section 4. An exhibit showing the existing conditions is provided in Appendix A. Existing Stormwater Facilities There are four existing catch basins within the property that will be removed during construction. These catch basins do not tie into any storm system, and therefore infiltrate into the ground. The existing site does not provide any flow control or water quality facilities. The existing hydrology will be described in more detail in Section 6. PACLAND Project#10533005 Page 7 RPI Drugstore Storm Drainage Report Arlington, Washington Section 3- Developed Conditions Developed Sub-basins The developed basin is also considered one sub-basin and preserves the same drainage patterns as the existing site. However, the developed site will infiltrate 100% of the stormwater within the detention chamber network. The upstream and downstream analysis of these two sub- basins will be described in more detail in Section 4. An exhibit showing the developed conditions is provided in Appendix A. Developed Stormwater Facilities The developed property will implement a series of catch basins and storm pipes to collect and convey stormwater to the proposed detention chamber network located on the northern portion of the center drive aisle. More detail about the developed hydrology and stormwater facilities will be described in Section 6. PACLAND Project#10533005 Page 8 RPI Drugstore Storm Drainage Report Arlington, Washington Off-SiteSection 4- Analysis Upstream Analysis Minimal stormwater from adjacent properties will drain onto the project site. Any off-site run- on will be collected in landscape buffers along the perimeter of the site. Stormwater from the properties to the south will enter the municipal storm system before reaching the proposed project. There is minimal offsite tributary area contributing to the storm system. Downstream Analysis The proposed project will not contribute any stormwater downstream of the site. All the stormwater runoff on the site will be conveyed to the proposed detention chamber network for infiltration. Therefore, no downstream impacts will be created. PACLAND Project#10533005 Page 9 RPI Drugstore Storm Drainage Report Arlington, Washington ConditionsSection 5- and Requirements As required by the 2014 Stormwater Management Manual for Western Washington (SWMMWW), this project is subject to a full drainage review. Therefore, the storm drainage design for this project is required to comply with all ten (10) Minimum Requirements. The requirements have been met as follows: Minimum Requirement #1: Preparation of Stormwater Site Plans This project proposes to replace greater than 2,000 square feet of impervious surface; thus, Minimum requirement#1 applies and a Stormwater Site Plan must be prepared for review by the local jurisdiction. Response: This Storm Drainage Report has been prepared to address this requirement. Minimum Requirement #2: Construction Stormwater Pollution Prevention All erosion and sediment control measures shall be governed by the requirements of Department of Ecology's 2014 Stormwater Management Manual for Western Washington and the General Permit for Construction Stormwater. The twelve elements as identified in the manual and provided below will be incorporated into the TESC plans: Element 1: Preserve Vegetation/Mark Clearing Limits Element 2: Establish Construction Access Element 3: Control Flow Rates Element 4: Install Sediment Controls Element 5: Stabilize Soils Element 6: Protect Slopes Element 7. Protect Drain Inlets Element 8: Stabilize Channels and Outlets Element 9: Control Pollutants Element 10: Control De-watering Element 11: Maintain BMPs Element 12: Manage the Project Element 13: Protect Low Impact Development BMPs Response: Temporary Erosion and Sediment control plans will be prepared to address the elements identified. Since the project will result in greater than 1 acre of soil disturbance, a Stormwater Pollution Prevention Plan (SWPPP) will be prepared and coverage under the NPDES Construction Stormwater General Permit will be obtained prior to construction. See Section 8 of this report for a complete description of the construction and erosion control strategies being implemented. PACLAND Project#10533005 Page 10 RPI Drugstore Storm Drainage Report Arlington, Washington Minimum Requirement #3: Source Control of Pollution All known, available, and reasonable source control BMPs must be applied to all projects. Source control BMPs must be selected, designed, and maintained according to the 2014 SWMMWW. Response: Source control BMPs will be implemented according to the standards outlined in the 2014 SWMMWW. Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls Natural drainage patterns shall be maintained, and discharges from the project site shall occur at the natural location, to the maximum extent practicable. The manner by which runoff is discharged from the project site must not cause a significant adverse impact to downstream receiving waters and downgradient properties. All outfalls require energy dissipation. Response: The proposed drainage design is consistent with the existing site. The proposed development will store and infiltrate stormwater within its boundaries. The stormwater will not contribute to downstream waters due to this. Refer to Section 6 more detail about the existing and proposed drainage hydrology. Minimum Requirement #5: On-site Stormwater Management Projects shall employ On-site Stormwater Management BMPs in accordance with the following projects thresholds, standards, and lists to infiltrate, disperse, and retain stormwater runoff on- site to the extent feasible without causing flooding or erosion impacts. Response: The proposed system will implement on-site stormwater management BMPs per the 2014 SWMMWW. Minimum Requirement #6: Runoff Treatment Projects in which the total of effective, pollution-generating impervious surface (PGIS) is 5,000 SF or more in a threshold discharge area of the project require construction of stormwater treatment facilities. Projects in which the total of pollution-generating pervious surfaces (PGPS) is three-quarters (3/4) of an acre or more in a threshold discharge area, and from which there is a surface discharge in a natural or man-made conveyance system from the site also require treatment facilities. 91% of the runoff volume of an approved continuous runoff model will be required to be treated for water quality. Response: Water quality treatment facilities will be implemented per Volume V of the 2014 SWMMWW. Minimum Requirement #7: Flow Control Projects must provide flow control to reduce the impacts of stormwater runoff from hard surfaces and land cover conversions. The requirement below applies to projects that discharge stormwater directly, or indirectly through a conveyance system, into a fresh waterbody. PACLAND Project#10533005 Page 11 RPI Drugstore Storm Drainage Report Arlington, Washington Stormwater discharges shall match 50% of the pre-developed 2-year peak flow up to the full 50 -year peak flow. The pre-developed condition should match a forested land cover. Proper Flow Control BMPs shall be selected and designed according to the current SWMMWW. Response: The proposed site will direct all runoff via catch basins and storm pipes to a detention chamber network for infiltration. This detention chamber network will be able to accommodate for the required flows. Minimum Requirement #8: Wetlands Protection The thresholds identified in Minimum Requirement #6 and Minimum Requirement#7 shall also be applied for any discharge to wetlands. Response: There are no wetlands within the development area of the site. Minimum Requirement #9: Basin/Watershed Planning Projects may be subject to equivalent or more stringent minimum requirements for erosion control, source control, treatment, and operation and maintenance, and alternative requirements for flow control and wetlands hydrologic control as identified in Basin/Watershed Plans. Response: No known alternative requirements for flow control have been identified for this site. Minimum Requirement #10: Operation and Maintenance An operation and maintenance manual that is consistent with the provisions in the SWMMWW shall be provided for proposed stormwater facilities and BMPs, and the parties responsible for maintenance and operation shall be identified. Response: The Operations and Maintenance of the storm water management system is detailed in the Operations and Maintenance section of this report. PACLAND Project#10533005 Page 12 RPI Drugstore Storm Drainage Report Arlington, Washington HydrologicSection 6- . . - Existing Site Hydrology The existing site consists of one sub-basin. This sub-basin ranges from an elevation of about 129 in the southeast and slopes down to an elevation of 122 in the northwest corner. The majority of stormwater runoff infiltrates into the landscaping on site. The remaining runoff sheet flows toward the northwest corner of the site and on to the asphalt road to the west of the site. The pre-developed conditions for the project site area are shown in Table 3. An exhibit showing the existing conditions is provided in Appendix A. Table 3 Pre-Developed (Existing) Conditions Land Cover Area Concrete 0.14 AC Gravel 1.26 AC Landscape 0.42 AC Roof 0.41 AC Developed Site Hydrology The developed site will preserve the general configuration of the existing sub-basin, with runoff generally flowing from the southeast corner to the northwest corner. Stormwater on site will be collected by catch basins and conveyed to a detention chamber network for infiltration. Prior to infiltrating, stormwater will be treated using Modular Wetland water treatment structures. All stormwater on site will be treated and detained on site. Therefore, the existing drainage pattern is maintained. The post-developed conditions and peak runoff rates for the entire basin area are shown in Table 4. An exhibit showing the developed conditions is provided in Appendix A. The proposed grading and drainage plan is included in Appendix B. Table 4 Developed Conditions Condition Area Pavement (PGIS) 1.10 AC Concrete 0.23 AC Landscape 0.53 AC Roof 0.38 AC Flow Control Analysis The proposed design will implement a detention chamber network to store and infiltrate the stormwater to account for 50% of the pre-developed 2-year peak flow up to the full 50 -year PACLAND Project#10533005 Page 13 RPI Drugstore Storm Drainage Report Arlington, Washington peak flow. Information regarding sizing of stormwater detention, performed using WWHM, can be found in Appendix E. Table 5 Existing Flow Rates Storm Event Flow Rate (cfs) 2-year 0.078 5-year 0.12 10-year 0.15 25-year 0.20 50-year 0.24 100-year 0.28 Table 6 Developed Flow Rates Storm Event Flow Rate (cfs) 2-year 0 5-year 0 10-year 0 25-year 0 50-year 0 100-year 0 Water Quality System Runoff from pollutant-generating surfaces will be managed using Modular Wetland water treatment structures prior to entering the detention chamber network for infiltration. Per the SWMMWW, water quality treatment will be provided such that 91% of the runoff generated from pollutant-generating surfaces. Runoff generated from non-pollutant generating surfaces, has been routed directly to conventional detention systems. PACLAND Project#10533005 Page 14 RPI Drugstore Storm Drainage Report Arlington, Washington Section 7- CSWPPP Analysis and Design All erosion and sediment control measures shall be governed by the requirements Department of Ecology's 2014 Storm Water Management for Western Washington and the General Permit for Construction Storm Water. A National Pollutant Discharge Elimination System (NPDES) Permit will be obtained and a Stormwater Pollution Prevention Plan (SWPPP) will be prepared for this project. A temporary erosion and sedimentation control plan will be prepared to assist the contractor in complying with these requirements. The Erosion and Sediment Control (ESC) plan will be included with the construction plans. 1. Construction Sequence and Procedure The proposed development will include an erosion/sedimentation control plan designed to prevent sediment-laden run-off from leaving the site during construction. The erosion potential of the site is influenced by four major factors: soil characteristics, vegetative cover, topography, and climate. Erosion/sedimentation control is achieved by a combination of structural measures, cover measures, and construction practices that are tailored to fit the specific site. The contractor will be responsible for implementing the following erosion control and storm water management control measures. The contractor may designate these tasks to certain subcontractors as they see fit, but the ultimate responsibility for implementing these controls and ensuring their proper functioning remains with the contractor. The order of activities will be as follows. Phase 1 1. Prior to any construction work on the site, representatives from the City of Arlington must approve the storm water pollution prevention plan. 2. Mark clearing limits. 3. Install inlet protection to all existing catch basins. 4. Install temporary stabilized construction entrance. 5. Install perimeter silt fences, interceptor swales, etc. Protect existing and proposed infiltration areas. 6. Construct temporary sediment and infiltration pond. 7. Remove any existing structures that may be on site. 8. Protect and stabilize slopes. 9. Begin clearing and grubbing operations. Clearing and grubbing done from October 15t through April 30t" is authorized as long as there are erosion and sediment control measures. 10. Commence site grading. PACLAND Project#10533005 Page 15 RPI Drugstore Storm Drainage Report Arlington, Washington Phase 2 1. Disturbed areas of the site where construction activity has ceased for more than 7 days between May 1 and September 30 or 2 days between October 1 and April 30 shall be temporarily seeded and watered. 2. Install haul road. 3. Construct building pad and install concrete wash out area. 4. Construct permanent storm water facilities. Remove temporary sedimentation ponds. 5. Install utilities, underdrains, storm sewers, curbs and gutters. 6. Install inlet/outlet protection at the locations of all grate inlets, curb inlets, and at the ends of all exposed storm sewer pipes. 7. Install rip rap around outlet structures. 8. Prepare site for paving. Finalize pavement subgrade preparation. 9. Remove inlet protection around inlets and manholes no more than 48 hours prior to placing stabilized base course. 10. Install base material as required for pavement. Pave site. Do not pave over catch basins. 11. Complete final grading in non-parking areas and install permanent seeding and planting. 12. Remove silt fencing only after all paving is complete and exposed surfaces are stabilized. 13. Remove temporary construction exits only prior to pavement construction in these areas (These areas are to be paved last). The degree of erosion risk on the proposed project site is minimal. Slope across the site is minimal. Runoff will not travel at high velocities across the site and, therefore, will not cause noticeable erosion impacts. 2. Temporary Soil Stabilization Temporary stabilization practices for this project include: • Temporary seeding and planting of all unpaved areas using the hydro-mulching grass seeding technique. • Mulching exposed areas. • Installation of rolled erosion control products. Structural practices for this project include the following. Refer to the Erosion Control plans for specific locations and details: • Inlet protection using fiber fabric. • Outlet protection (velocity dissipation) using rip rap. • Perimeter protection using silt fences. • Stabilized construction entrance/exit points and staging area. • Temporary sediment basin. • Silt fence. • Interceptor swales. • Temporary storm drain riser. Daily inspection of the erosion control measures will be required during construction. Any sediment buildup shall be removed and disposed offsite at an appropriate disposal facility. PACLAND Project#10533005 Page 16 RPI Drugstore Storm Drainage Report Arlington, Washington Vehicle tracking of mud off-site shall be avoided. A gravel construction entrance/exit will be installed at a location to enter the site. The construction entrance/exit is a minimum requirement and may be supplemented if tracking of mud onto public streets becomes excessive. In the event that mud is tracked off site, it shall be swept and disposed of offsite on a daily basis. Because vegetative cover is the most important form of erosion control, construction practices must adhere to stringent cover requirements. More specifically, the contractor will not be allowed to leave soils open for more than 7 days between May 1st and September 30th and 2 days between October 1st and April 30t". Soils shall be stabilized at the end of the shift before a holiday or weekend if needed based on the weather forecast. Applicable practices include, but are not limited to, temporary and permanent seeding, sodding, mulching, plastic covering, and soil application of polyacrylamide. Soil stockpiles must be stabilized from erosion, protected with sediment trapping measures, and, where possible, be located away from storm drain inlets, waterways and drainage channels. 3. Temporary Sediment Control Pond Storm water shall be detained on-site during construction in a temporary sediment control pond and two temporary sediment ponds located in the southwest corner of the site. The contractor shall construct interceptor swales to keep storm water from leaving the site. The sediment ponds will need to adhere to all NPDES and SWPPP requirements. The DOE requires that temporary sediment ponds need to be designed to contain the 10-year developed event. The sediment ponds are sized to approximately 30% of the volume of the infiltration pond to provide for pre-settling. 4. Permanent Erosion Control and Site Restoration Upon completion of the project, areas of the site that are not stabilized with paving, rooftops, or landscaping as shown on the site plans will be protected with either grass, ground cover/plantings or existing vegetation as shown on the Landscape Plans. In general, storm runoff from the site will be collected by catch basins connected to a storm water quality structure and then flows into detention system. S. Inspection Sequence The construction site operator will periodically inspect its sites. Because our project disturbs more than one acre, a certified erosion and sediment control lead will be identified within the SWPPP. This individual will be present on site or on call at all times. 6. Control of Pollutants Other than Sediments Pollutants shall be controlled on the work site through the utilization of a centralized area for equipment, a concrete truck washout, and an area designated for temporary storage of debris and stockpiled materials. PACLAND Project#10533005 Page 17 RPI Drugstore Storm Drainage Report Arlington, Washington Section 8- Special Reports and Studies The following Special Reports and Studies were used or have been completed for this project: • Arlington Drugstore Traffic Impact Analysis - by Gibson Traffic Consultants, Inc. • FEMA FIRM Panel 392 dated November 8, 1999 • Geotechnical Engineering Report- by Zipper Geo Associates, LLC. PACLAND Project#10533005 Page 18 RPI Drugstore Storm Drainage Report Arlington, Washington Section • Other • ermits The following governmental approvals or permits will likely be required for this project: • City of Arlington SEPA Determination • City of Arlington Construction Permit • City of Arlington Plumbing Permit • City of Arlington Mechanical Permit • City of Arlington Fire Sprinkler and Fire Alarm Permit • Department of Ecology Construction Stormwater General Permit These permits will require approval by the City of Arlington or the Department of Ecology. PACLAND Project#10533005 Page 19 RPI Drugstore Storm Drainage Report Arlington, Washington Section 10- Operations and Maintenance Manual The owner or operator of the project shall be responsible for maintaining the stormwater facilities in accordance with local requirements. A manual detailing the operations and maintenance for all privately-maintained drainage facilities has been prepared and can be found in Appendix C. PACLAND Project#10533005 Page 20 RPI Drugstore Storm Drainage Report Arlington, Washington Appendix A - Exhibits PACLAND Project#10533005 Page 21 RPI Drugstore Storm Drainage Report Arlington, Washington NISVB-BnS ONLLSIX3 O VM'NOION1_WV X 3N 1S H140d CZ4L g1O1SOMO NOMN W W 6 8S I I ---- ■f�fEf■M'l�f�fEf■ I - �-f!■f�fff■f■� I I ■ ■ ■ I ; � I 3 i j W CO ■ Z U) ■ o � ■ I 7•L■ ■s-ff■a-■f���s��t�■sff�a-if I �'� - 1 i I 4 •U*-116Z'b M Oy rlebVK 6�7-',1,-.'.­',' j 1 O 4 133US 403 tlrf\191\wihyl'��N3VVY\S PACLAND Project#10533005 Page 22 RPI Drugstore Storm Drainage Report Arlington, Washington Neve-ens oaao,3n3a o ^ I: VM'" NO1JNlHV N , ► v v(� 3N 1S HL60Z MIZ x wwa .no nw wq«w, `'D Su '"+n'-in"•^' 3UM W NOMM-1klV W 6 kVMHJIH , U R -- ■f■f■f■-Hf■'fiffE■�-FE■f�f�E■fi � �S , R iW z IF-: z CO CIO v3i I �j M1 ■ F5 Q. 0 U � � i i it I quo z-��a w•n a.o Kaa-a+s veeoww•is wuayAwa,,weq�wt ao-co•noe\vewc�ran�x�uuz w�ac rai\u�wahM•e,ww\s PACLAND Project#10533005 Page 23 RPI Drugstore Storm Drainage Report Arlington, Washington Appendix 6 - Plans PACLAND Project#10533005 Page 24 RPI Drugstore Storm Drainage Report Arlington, Washington NVId 30VNI4HO WV ONI'3""`0 0 U7, VM'w.LoNrw 3l 1S H1bOZ CZ17Z wlrwl wa ep nn� Bwlsonw NOIONI-IUV U 3 6 kVMHJIH <R Tf U o .................... W w ^^ Iz LL I 1 I IN N I W aWl z - . $ a :1:::� i-� I I . .;:....::.. :.. ► > .. ;.::. ...: ------- --- ---------=--------------� ya �' .cc g Q a8�r�3 I I I I Hit HIM Egi @ s WISV-[wi Yo a `w�oilgpASJ10tVl IIAus wwt ar(\IM�^Il+w\elb+rr\S PACLAND Project#10533005 Page 25 RPI Drugstore Storm Drainage Report Arlington, Washington Appendix C - Operations and Maintenance Manual PACLAND Project#10533005 Page 26 RPI Drugstore Storm Drainage Report Arlington, Washington Maintenance Checklist for Catch Basins and Inlets Frequency Drainage v Problem Conditions To Check For Conditions That Should Exist System Feature M,S General Trash,debris,and Trash or debris in front of the No trash or debris located sediment in or on catch basin opening is blocking immediately in front of catch basin capacity by more than 10%. basin opening. Grate is kept clean and allows water to enter. M Sediment or debris(in the basin) No sediment or debris in the that exceeds 1/3 the depth from catch basin. Catch basin is the bottom of basin to invert of dug out and clean. the lowest pipe into or out of the basin. M,S Trash or debris in any inlet or Inlet and Outlet pipes free of pipe blocking more than 1/3 of trash or debris. its height. M Structural damage Corner of frame extends more Frame is even with curb. to frame and/or than 1/4 inch past curb face into top slab the street(if applicable). M Top slab has holes larger than 2 Top slab is free of holes and square inches or cracks wider cracks. than 1/4 inch(intent is to make sure all material is running into the basin). M Frame not sitting flush on top Frame is sitting flush on top slab,i.e.,separation of more than slab. 3/4 inch of the frame from the top slab. A Cracks in basin Cracks wider than 1/2 inch and Basin replaced or repaired walls/bottom longer than 3 feet,any evidence to design standards. of soil particles entering catch Contact a professional basin through cracks,or engineer for evaluation. maintenance person judges that structure is unsound. A Cracks wider than 1/2 inch and No cracks more than 1/4 inch longer than 1 foot at thejoint of wide at the joint of any inlet/outlet pipe or any inlet/outlet pipe. Contact a evidence of soil particles entering professional engineer for catch basin through cracks. evaluation. A Settlement/ Basin has settled more than 1 Basin replaced or repaired misalignment inch or has rotated more than 2 to design standards. inches out of alignment. Contact a professional engineer for evaluation. M,S Fire hazard of other Presence of chemicals such as No color,odor,or sludge. pollution natural gas,oil,and gasoline. Basin is dug out and clean. Obnoxious color,odor,or sludge noted. M,S Outlet pipe is Vegetation or roots growing in No vegetation or root clogged with inlet/outlet pipejoints that is growth present. vegetation more than 6 inches tall and less than 6 inches apart. PACLAND Project#10533005 Page 27 RPI Drugstore Storm Drainage Report Arlington, Washington Maintenance Checklist for Conve ance Systems (Pipes, Ditches and Swales) Frequency Drainage Problem Conditions To Check For Conditions That Should Exist System Feature M,S Pipes Sediment& Accumulated sediment that exceeds Pipe cleaned of all sediment and debris 20%of the diameter of the pipe. debris. M Vegetation Vegetation that reduces free All vegetation removed so water movement of water through pipes. flows freely through pipes. A Damaged Protective coating is damaged;rust is Pipe repaired or replaced. (rusted,bent, causing more than 50%deterioration or crushed) to any part of pipe. M Any dent that significantly impedes Pipe repaired or replaced. flow(i.e.,decreases the cross section area of pipe by more than 20%). M Pipe has major cracks or tears allowing Pipe repaired or replaced. groundwater leakage. M,S Open Trash&debris Dumping of yard wastes such as grass Remove trash and debris and Ditches clippings and branches into basin. dispose as prescribed by the Unsightly accumulation of County. nondegradable materials such as glass, plastic,metal,foam,and coated paper. M Sediment Accumulated sediment that exceeds Ditch cleaned of all sediment and buildup 20%of the design depth. debris so that it matches design. A Vegetation Vegetation(e.g.,weedy shrubs or Water flows freely through saplings)that reduces free movements ditches. Grassy vegetation of water through ditches. should be left alone. M Erosion Check around inlets and outlets for Find caused of erosion and damage to signs of erosion. Check berms for eliminated them. Then slopes slopes signs of sliding or settling. Action is should be stabilized by using needed where eroded damage over 2 appropriate erosion control inches deep and where there is measure(s);e.g.,rock potential for continues erosion. reinforcement,planting grass, compaction. PACLAND Project#10533005 Page 28 RPI Drugstore Storm Drainage Report Arlington, Washington Maintenance Checklist for Conveyance Systems (Pipes, Ditches and Swales) - continued A Rock lining Maintenance person can see native Replace rocks to design standard. out of place or soil beneath the rock lining. missing(if applicable) Varies Catch See Catch Basins Checklist. See Catch Basins Checklist. basins M,S Swales Trash&debris See above for Ditches. See above for Ditches. M Sediment See above for Ditches. Vegetation may need to be buildup replanted after cleaning. M Vegetation Grass cover is sparse and seedy or Aerate soils and reseed and not growing areas are overgrown with woody mulch bare areas. Maintain grass or overgrown vegetation. height at a minimum of 6 inches for best stormwater treatment. Remove woody growth, recontour,and reseed as necessary. M,S Erosion See above for Ditches. See above for Ditches. damage to slo es M Conversion by Swale has been filled in or blocked by If possible,speak with homeowner to shed,woodpile,shrubbery,etc. homeowner and request that incompatible swale area be restored. Contact use the County to report problem if not rectified voluntarily. A Swale does Water stands in swale or flow velocity A survey may be needed to check not drain is very slow. Stagnation occurs. grades. Grades need to be in 1- 5%range if possible. If grade is less than 1%underdrains may need to be installed. M,S Trash or litter Dumping of yard wastes such as grass Remove trash and debris and clippings and branches onto grounds. dispose as prescribed by the Unsightly accumulation of County. nondegradable materials such as glass, plastic,metal,foam,and coated paper. M,S Erosion of Noticeable rills are seen in landscaped Causes of erosion are identified Ground areas. and steps taken to slow Surface down/spread out the water. Eroded areas are filled, contoured,and seeded. A Trees Damage Limbs or parts of trees or shrubs that Trim trees/shrubs to restore and are split or broken which affect more shape. Replace trees/shrubs with shrubs than 25%of the total foliage of the severe damage. tree or shrub. M Trees or shrubs that have been blown Replant tree,inspecting for injury down or knocked over. to stem or roots. Replace if severely damaged. A Trees or shrubs which are not Place stakes and rubber-coated adequately supported or are leaning ties around young trees/shrubs over,causing exposure of the roots. for support. Comments: A = Annual (March or April, preferred) M = Monthly (see schedule) S = After major storms (use 1-inch in 24 hours as a guideline) PACLAND Project#10533005 Page 29 a M O D U L A R WETLANDS Inspection Guidelines for Modular Wetland System - Linear Inspection Summary Inspect Pre-Treatment, Biofiltration and Discharge Chambers —average inspection interval is 6 to 12 months. • (15minute average inspection time). o NOTE: Pollutant loading varies greatly from site to site and no two sites are the same. Therefore, the first year requires inspection monthly during the wet season and every other month during the dry season in order to observe and record the amount of pollutant loading the system is receiving. System Diagram 01 Pre-treatment Chamber Access to separation chamber G) Biofiltration Chamber and pre-filter cartridges Discharge Chamber Access to discharge chamber and orifice control Curb Inlet Individual Media Filters Pre-filter Cartridge ti i 0 ti 0 Vertical Underdrain Manifold Cartridge Housing rlQn .l Drain-Down Line aioMed iaGREEN XE D I AU Flow Control Riser O Outlet Pipe www.modularwetiands.com RPI Drugstore Storm Drainage Report Arlington, Washington WETLANDS Inspection Steps The core to any successful stormwater BMP maintenance program is routine inspections. The inspection steps required on the MWS Linear are quick and easy. As mentioned above the first year should be seen as the maintenance interval establishment phase. During the first year more frequent inspections should occur in order to gather loading data and maintenance requirements for that specific site. This information can be used to establish a base for long term inspection and maintenance interval requirements. The MWS Linear can be inspected though visual observation without entry into the system. All necessary pre-inspection steps must be carried out before inspection occurs, especially traffic control and other safety measures to protect the inspector and near-by pedestrians from any dangers associated with an open access hatch or manhole. Once these access covers have been safely opened the inspection process can proceed: • Prepare the inspection form by writing in the necessary information including project name, location, date &time, unit number and other info (see inspection form). • Observe the inside of the system through the access hatches. If minimal light is available and vision into the unit is impaired utilize a flashlight to see inside the system and all of its chambers. • Look for any out of the ordinary obstructions in the inflow pipe, pre-treatment chamber, biofiltration chamber, discharge chamber or outflow pipe. Write down any observations on the inspection form. • Through observation and/or digital photographs estimate the amount of trash, debris and sediment accumulated in the pre-treatment chamber. Utilizing a tape measure or measuring stick estimate the amount of trash, debris and sediment in this chamber. Record this depth on the inspection form. www.modularwetiands.com - L WETLANDS • NOTE: During the first few storms the water level in the outflow chamber should be observed and a 6" long horizontal watermark line drawn (using a large permanent marker) at the water level in the discharge chamber while the system is operating at 100% capacity. The diagram below illustrates where a line should be drawn. This line is a reference point for future inspections of the system.- Water Level Marks i Water Level Mark Using a permanent marker draw a 6 inch long horizontal line, as shown, at the higher water level in the MWS Linear discharge chamber. • Water level in the discharge chamber is a function of flow rate and pipe size. Observation of water level during the first few months of operation can be used as a benchmark level for future inspections. The initial mark and all future observations shall be made when system is at 100% capacity (water level at maximum level in pre-treatment chamber). If future water levels are below this mark when system is at 100% capacity this is an indicator that maintenance to the pre-filter cartridges may be needed. • Finalize inspection report for analysis by the maintenance manager to determine if maintenance is required. www.modularwetlands.com RPI Drugstore Storm Drainage Report Arlington, Washington WETLANDS Maintenance Indicators Based upon observations made during inspection, maintenance of the system may be required based on the following indicators: • Missing or damaged internal components or cartridges. • Obstructions in the system or its inlet or outlet. • Excessive accumulation of floatables in the pre-treatment chamber in which the length and width of the chamber is fully impacted more than 18". J G� r_ �1 Y� • Excessive accumulation of sediment in the pre-treatment chamber of more than 6" in depth. www.modularwetiands.com RPI Drugstore Storm Drainage Report Arlington, Washington WETLANDS Inspection Notes 1. Following maintenance and/or inspection, it is recommended the maintenance operator prepare a maintenance/inspection record. The record should include any maintenance activities performed, amount and description of debris collected, and condition of the system and its various filter mechanisms. 2. The owner should keep maintenance/inspection record(s) for a minimum of five years from the date of maintenance. These records should be made available to the governing municipality for inspection upon request at any time. 3. Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. 4. Entry into chambers may require confined space training based on state and local regulations. 5. No fertilizer shall be used in the Biofiltration Chamber. 6. Irrigation should be provided as recommended by manufacturer and/or landscape architect. Amount of irrigation required is dependent on plant species. Some plants may not require irrigation after initial establishment. www.modularwetiands.com RPI Drugstore Storm Drainage Report Arlington, Washington WETLANDS Inspection Notes 1. Following maintenance and/or inspection, it is recommended the maintenance operator prepare a maintenance/inspection record. The record should include any maintenance activities performed, amount and description of debris collected, and condition of the system and its various filter mechanisms. 2. The owner should keep maintenance/inspection record(s)for a minimum of five years from the date of maintenance. These records should be made available to the governing municipality for inspection upon request at any time. 3. Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. 4. Entry into chambers may require confined space training based on state and local regulations. 5. No fertilizer shall be used in the Biofiltration Chamber. 6. Irrigation should be provided as recommended by manufacturer and/or landscape architect. Amount of irrigation required is dependent on plant species. Some plants may not require irrigation after initial establishment. www.modularwetiands.com RPI Drugstore Storm Drainage Report Arlington, Washington V9 • M O D U L A R 00'� WETLANDS Maintenance Guidelines for Modular Wetland System - Linear Maintenance Summary o Remove Sediment from Pre-Treatment Chamber—average maintenance interval is 12 to 24 months. ■ (90 minute average service time). o Replace Pre-Filter Cartridge Media-average maintenance interval 12 to 24 months. ■ (90-95 minute per cartridge average service time). o Trim Vegetation-average maintenance interval is 6 to 12 months. ■ (Service time varies). System Diagram OPre-treatment Chamber O2 Biofiltration Chamber Access to separation chamber and pre-filter cartridge O3 Discharge Chamber Curb Inlet Individual Media Filters Prefilter Cartridge E u3L ti O � O Vertical Underdrain Manifold Cartridge Housing XD lond Drain-Down Line[3ioMediaGREEN IA Flow Control Riser OOutlet Pipe www.modularwetiands.com RPI Drugstore Storm Drainage Report Arlington, Washington Maintenance Overview V✓ETLANDS The time has come to maintain your Modular Wetland System Linear(MWS Linear). To ensure successful and efficient maintenance on the system we recommend the following. The MWS Linear can be maintained by removing the access hatches over the systems various chambers. All necessary pre-maintenance steps must be carried out before maintenance occurs, especially traffic control and other safety measures to protect the inspector and near-by pedestrians from any dangers associated with an open access hatch or manhole. Once traffic control has been set up per local and state regulations and access covers have been safely opened the maintenance process can begin. It should be noted that some maintenance activities require confined space entry. All confined space requirements must be strictly followed before entry into the system. In addition the following is recommended: • Prepare the maintenance form by writing in the necessary information including project name. location. date & time, unit number and other info (see maintenance form). • Set up all appropriate safety and cleaning equipment. • Ensure traffic control is set up and properly positioned. • Prepare a pre-checks (OSHA, safety, confined space entry) are performed. Maintenance Equipment Following is a list of equipment required for maintenance of the MWS Linear: • Modular Wetland Maintenance Form • Manhole hook or appropriate tools to access hatches and covers • Protective clothing. flashlight and eye protection. • 7/16" open or closed ended wrench. • Vacuum assisted truck with pressure washer. • Replacement BioMediaGREEN for Pre-Filter Cartridges if required (order from manufacturer). EEW www.modularwetiands.com RPI Drugstore Storm Drainage Report Arlington, Washington WETLANDS E. Reinstall media cages and fill with new media from manufacturer or outside supplier. Manufacturer will provide specification of media and sources to purchase. Utilize the manufacture provided refilling trey and place on top of cartridge. Fill trey with new bulk media and shake down into place. Using your hands slightly compact media into each filter cage. Once cages are full removed refilling trey and replace cartridge top ensuring bolts are properly tightened. Li Refilling trey for media replacement. Refilling trey on cartridge with bulk media. F. Exit pre-treatment chamber. Replace access hatch or manhole cover. 3. Biofiltration Chamber (middle vegetated chamber) A. In general, the biofiltration chamber is maintenance free with the exception of maintaining the vegetation. Using standard gardening tools properly trim back the vegetation to healthy levels. The MWS Linear utilizes vegetation similar to surrounding landscape areas therefore trim vegetation to match surrounding vegetation. If any plants have died replace plants with new ones: www.modularwetlands.com RPI Drugstore Storm Drainage Report Arlington, Washington WETLANDS Inspection Notes 1. Following maintenance and/or inspection, it is recommended the maintenance operator prepare a maintenance/inspection record. The record should include any maintenance activities performed, amount and description of debris collected, and condition of the system and its various filter mechanisms. 2. The owner should keep maintenance/inspection record(s) for a minimum of five years from the date of maintenance. These records should be made available to the governing municipality for inspection upon request at any time. 3. Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. 4. Entry into chambers may require confined space training based on state and local regulations. 5. No fertilizer shall be used in the Biofiltration Chamber. 6. Irrigation should be provided as recommended by manufacturer and/or landscape architect. Amount of irrigation required is dependent on plant species. Some plants may not require irrigation after initial establishment. www.modularwetiands.com RPI Drugstore Storm Drainage Report Arlington, Washington WETLANDS Inspection Form 0 Modular Wetland System, Inc. P. 760.433-7640 F. 760-433-3176 E. Info@modularwetlands.com www.modularwetlands.com RPI Drugstore Storm Drainage Report Arlington, Washington WETLANDS Maintenance Report 'O' O Modular Wetland System, Inc. P. 760.433-7640 F. 760-433-3176 E. lnfo(@modularwetiands.com www.modularwetiands.com RPI Drugstore Storm Drainage Report Arlington, Washington BI CLEAN Cleaning and Maintenance Report 11 E."RoK t—, Modular Wetlands System WCAW Project Name For Office Use Only Project Address (WW7wwd W _ Owner/Management Company Ofte personnel to complete section to Contact Phone{ ) — to Isfl. Inspector Name Date / ! Time AM/PM Type of Inspection ❑ Routine ❑ Follow Up ❑Complaint ❑Storm Storm Event in Last 72-hours? ❑ No ❑ Yes Weather Condition Additional Notes Condition of Media Operational Per Site GPS Coordinates Manufacturer/ Trash Foliage Sediment Total Debris 25/5Of75/100 Manufactures' Map# of Insert Description/Sizing Accumulation Accumulation Accumulation Accumulation (will be changed Specifications 75%) (If not,why?) Let: MWS Catch Basins Lon MWS Sedimentation Basin Media Filter Condition Plant Condition Drain Down Media Condition Discharge Chamber Condition Drain Down Pipe Condition Inlet and Outlet Pipe Condition Comments: 2972 San Luis Rey Road,Oceanside,CA 92058 P.760 433,7640 F.760 433.3176 rH�l Hlvv rlUJeu+rlU»3UUD raytj-+z RPI Drugstore Storm Drainage Report Arlington, Washington StormTech SC-310 Chamber Designed to meet the most stringent industry performance StormTech standards for superior structural integrity while providing designers with a cost-effective method to save valuable land Detention•Relenhon•Redwge and protect water resources.The StormTech system is designed Subsurface Stormwater Management' primarily to be used under parking lots thus maximizing land usage for commercial and municipal applications. WN-_ StormTech SC-310 Chamber (not to scale) • ACCEPTS 4'I100 mmI Nominal Chamber Specifications SCH 40 PIPE FOR OPTIONAL INSPECTION PORT Size(LxWxH) 85.4"x34.0"x16.0' (2170 x 864 x 406 mm) Chamber Storage 14.7 W(0.42 W) All, Minimum Installed Storage' 31.0 W(0.88 ml) 2'005 mmI )— 90 7-(2300 m1Dt —� 6' DIA.MAX f' Wei#M Its mm) SC-310 End Cap SC-310 Chamber 37.0 Ibs(16.8 kg) 85.4'I2170 mmI INSTILLED ►, Shipping 41 chambers/pallet 160 108 end caps/pallet td i I 18 pallets/truck �..—.,(.RNR I H.INSIALLLD CNA -S SiLM-ALL YROVIOC CHAMBERS SKALI MPETASTMP 2922`12'STANDARD THE LOAD FACTORS SPOFF OI+THE AASHTOIRFD SPECFICAIWN FOR POLYrn4YUNE WO COAAUGATED DRIDOL OLSIW SKCIFICA IaNS SLCfIDN IL12 FCH WALL STOiNNAIIER COLLECTION CHANNIERS.- LARnI AND WLLOADS WITH CONEbLHA+ION FOR IMPACT AND N1ILTIPLE KMCLE PKXNM. CRAMAAH W F:L GRAOkO 3C11.MCGREGA I L WfUNI,S•SSX FIALA CMPACr146IN SDJIn CHAMIMP &Is 10 RS%PROCTOR MNSIm SCE TNL 'MU,OF ACCLPIAI EFILLMAIEiiNLS- Typical Crass w->wIGLLAN CRUSHED.ANQIAR E'OIE SGl1O L!D CAP Section Detail AASH10 N2ne CatiaaI (not to scale) NO—OKNGEOf TILL PAKNLAI NIA1..1 N, N.�•• � .N.. IF(AM mmI(2AA0 mm1 y I I L« MAX -1 nv1 A.nI NK OLSIGNNIA GINEORV HLLR DETER1 I� f I Il�ITi l=11l l l-1 i,—.1 - -� -_ S'0m mm1 NK DESIGN EN(IIM:ERIS ME3PDNSItlLE FpN. n'(lsU mm�'+1.— —3A•INNmmi— 1:'I.VY met AryN,IW. LNGWING TIM RLDUIPW SLAHNG CAPACII Y l SUEGRADC SQS' �f�1 f'1�f•I TITS CROSS SLCTION DLIAILS gC RLGLS+LMLNIS NLCLSSANY I0S>IISFY 111L UDAU FAGIONS SPLCMW IN t• AA51110UiFU M 1N iI1c UaH SMIDOL OL SIGNSPEOFICAINJNS SLCiION 13.'IFpiLANIMANUJK LOADS U9NU S10HY IEC!•CwWSLN� PACLAND Project#10533005 Page 43 RPI Drugstore Storm Drainage Report Arlington, Washington SC-310 Cumulative Storage Voumes Per Chambw Storage Volume Per Chamber Assumes 40%Stone Porosity Calculations are Based Bare Chamber and Stone Upon a 6'(152 n1m)Stone Base Under the Chambers Chamber Stone Foundation Depth Storage in.(mm) Depth It"(W) 6(150) 12 1315) 18(460) rSystem in System Ch I Storage I e StamTe6h SC-310 14.?(0.4) 1 310(0.9) 35.?(1.0) F40.4(1.1) Rote,Storage volumes are in cubic teal per chamber.Assumes 40%porosity for the 28 711 14.70 0.416 31.00 0,878 stone plus the chamber volume. 27 686 14.70 0.416 30.21 0.855 Amount of Stone Per Chamber 26 68D Stone 14.70 0.416 29.42 0,833 Stone Foundation Depth 25 610 Cover 14.70 0-416 28.63 0.811 BNIGUSH Taal(CUBIC YAMS) r tY 10a 24 609 14.10 0 416 27.84 0.788 S1oralTech SC-310 2.1(1-5 yd) 2.7(1.9 ydl) 3.4(2.4 y(P) 23 584 14.70 0.41fi 27.05 0.766 22 559 14.70 0.416 26.26 0.748 METRIC IaLOGRAMS(EETEFm 150 mm 305 mm 460 mm 21 533 14.64 0-415 25.43 0.720 S1onsTech SC-310 1830(1.1 ml) 2490(15 ml) 2990 0.8 m0 20 508 14.49 0.410 24.54 0.696 Note:Assumes 6'(150 mm)ofstone above,and between chambers. 19 483 14.22 0.403 23.58 0.668 Veto=of Excaystion Per Chamber 18 45 13.68 0.387 22.47 0.636 Stone Foundation Depth __ 17 432 12. 0.3 2125(0.602) 6"(150 mm) 12"(305 mm) 18'(460 row) 16 406 12.17 17 0-34545 19.97 0.566 - 15 381 11.25 D.319 18.62 0.528 S1ormTech SC-310 12.9(2.2) 1 3.4(2.6) 3.8(2.9) 14 356 10.23 0290 17.22 0.488 Note:Volumes are in cubic yards(cubic meters)per chamber.Assumes 6'(150 mm) 13 330 9.15 0.260 15.78 0-447 0f separation between chamber rows and 18'(460 mm)of cover.The volume of 12 305 7.99(0.227) 14.29(0,425) excavation will vary as the depth of the cover increases. 11 279 6.78 0,192 12.77 0.362 10 254 5.51 0.156 11.22 0.318 STANDARD LIMITED WARRANTY OF STORNITECN LLC(-STORMMW):PRODUCTS c, .s ;AI TfiS LM.led War,arty 3PP1e6 6Utlty to tine S1v 74th 0-b6Te Wd HK iWe6 RiYiJ-dcunetl 9 229 4.19 0.119 9.64 0278 aY S o mToch aria saki to Iha a p v p c Tsar Ifhe'Pvchasn Tlx hambva and mdp ales 8 203 2.83 0-081 8.03 0227 are oale"wly refemad to as the•Prodlycla IBI The strwl ial.Iegrily d the Products then hstaked Hrglly m amo dance Met Storm7ach a 7 178 1,43 D 041 6.40 0,181 MNTn IrlstWWM i clnxtlms at the lme of hetailWiM,We Wenfinted lone Wrchaser agalne[ 6 152 0 4.74 0.134 delmit"malnwls and worktmen i ip In-(I)ynm hom IRA dace of pvdtase.Shodd a de- Ied appear In the I.Irrrrad Vlenanty Wiod,the Purchaser shall provide SlormTech with enIten 5 127 0 3.95 0.112 ft e e of Me alleged detect at SalrmTeon a capaaee heetlW Inns*Min ran(10)days of Me ol-ery al Me detest.Ti.no i-shall describe tho Wloged dst.0 n re-ble dN.ail. 4 102 Stone Foundation 0 3.16 O.D90 StonnTech agrees I,aupV/n pkxTmen s W those PyoduUe determined by 91nmTach to be defecdye,and covered by Otis Urrrted Wartam..The elppfy d mpisoem"pmduas 18 the sole 3 76 0 2 37 0-0T6c7 need/of ise Purchases for bma hn al this Lmilcd yV-ty,&I-T M liability specA curly 2 51 0 1.58 0,046 exit,riles the Cw rgrvlual anN'v inFl Bllatnn nl the r.!nrl= (C) THIS LIMITED WARRANTY 15 EXCLUSIVE.THERE ARE NO OTHER WARRANTIES WITH 1(25) 0 0.79(0.022) RESPECT TO THE PRODUCTS,EIctUDINO ND IMPLIED WARRANTIES OF MERCHANT-AMP OR OF FTTIESS FOR A PARTICULAR PURPOSE. Note:Add 0.79 cu.ft.(0.022 mJ)of storage for each additional (D) ,ri: mtM yr n.•,=;-, apply,to Itn Prnd�dl-nn the F w,d,-r tylM a-gle layer UNDER NO CIRCUMSTANCES,SHALL THE PRODUCTS BE INSTMAED IN A inch(25 mm)of stone foundation. MULTI-LATER CONFIOURATOK (E) No repteeuvath s of Slorr,Tech tas the aulhcney to change this United Waaamy h my manner at M eno-d the Lmlleo'ASrrarty Thm Untied Wananly dons not appy to any pstsan aster than to the Parchaaar (F) Urdq no pr -t-s Stall R.-T.],t table to the RaChaser or W any then party to,prod- uct kablity,claims.clams aasing f p iris design,ship"m or 1nstallaaon of the Prod1GIs.or Ito-at d Mt goods or s .--1.a ate mnchase and inslWlaEvn a1 the Products.Fat Mr,1 m,tu.!Wa-ty':.nvo'y.IIM F\rAi I,m,'.ha.rwtas.A in ar.-rrdan .1 al;te[ __.�:L T yin (GI THE LIMITED WARRANTY DOES NOT EXTEND TO INCIDENTAL,CONSEQUENTIAL,SPE- CIAL ON INDIRECT DAMAGES.STORMTECH SHALL NOT BE LIABLE FOR PENALTIES OR LIQUIDATED DAMAGES,INCLUDING LOSS OF PRODUCTION AND PROFITS.LABOR AND MATERIALS;OVERHEAD COSTS;OR OTHER LOSS OR EXPENSE INCURRED BY THE PURCHASER OR ANY THIRD PARTY,SPECIFICALLY EXCLUDED FROM LIMITED WAR- RANTY COVERAGE ARE DAMAGE TO THE PRODUCTS ARISING FROM ORDINARY WEAR AND TEAR;ALTERATION,ACCIDENT,MISUSE.ABUSE Oft NEGLECT;THE PRODUCTS BEING SUBJECTED TO VEHICLE TRAFFIC OR OTHER CONDITIONS WHICH ARE NOT PERMITTED BY STORMTECH'S WFUTfEN SPECIFICATIONS OR INSTALLATION INSTRUC- TIONS:FAILURE TO MAINTAIN THE MINIMUM GROUND COVERS SET FORTH IN THE INSTALLATION INSTRUCTIONS:THE PLACEMENT OF EAPROPER MATERIALS INTO THE PRODUCTS;FALURE OF THE PRODUCTS DUE TO IMPROPER SITING OR IMPROPER SIZING;OR ANY OTHER EVENT NOT CAUSED BY STORMTECH.THIS LIMITED WAR- HARTY REPRESENTS STORMTECH'S SOLE LIABILITY TO THE PURCHASER FOR CLAIMS RELATED TO THE PRODUCTS,WHETHER THE CLAIM IS BASED UPON CON- TRACT.TORT.OR OTHER LEGAL THEORY. 20 Beaver Road,Suite 1(A Wethersfield I Connecticut 06109 860.529 818E 1868.892 2694 1 lax 866.328 8401 i tax 860-529-BM I wwn stormlech com Printed in U 5 A cos Copyright.Ail dgnts reserved.Stormiest I I C 2007 Printed on recycled paper 515-090508 PACLAND Project#10533005 Page 44 RPI Drugstore Storm Drainage Report Arlington, Washington Appendix D - Geotechnical Reports PACLAND Project#10533005 Page 45 RPI Drugstore Storm Drainage Report Arlington, Washington APPENDIX A SUBSURFACE EXPLORATION PROCEDURES AND LOGS Field Exploration Description Our field exploration for this project included three borings and two cone penetrometer tests completed in February 2017. The approximate exploration locations are shown on the enclosed Site and Exploration Plan, Figure 1. The exploration locations were determined by measuring distances from existing site features with a fiberglass tape relative to preliminary Site Exhibit prepared by PACLAND dated December 21,2016. As such,the exploration locations should be considered accurate only to the degree implied by the means and methods used to define them. Soil Borings The borings were advanced using a truck-mounted drill rig operated by an independent drilling company (Environmental Drilling,Inc.)working under subcontract to ZGA. The borings were advanced using hollow stem auger drilling methods. A geologist from our firm continuously observed the borings, logged the subsurface conditions encountered,and obtained representative soil samples. All samples were stored in moisture-tight containers and transported to our laboratory for further evaluation and testing. Samples were obtained by means of the Standard Penetration Test at 2.5-to 5-foot intervals throughout the drilling operation. The Standard Penetration Test (ASTfv1 D 1586) procedure consists of driving a standard 2-inch outside diameter steel split spoon sampler 18 inches into the soil with a 140-pound hammer free falling 30 inches. The number of blows required to drive the sampler through each 6-inch interval is recorded,and the total number of blows struck during the final 12 inches is recorded as the Standard Penetration Resistance,or"blow count"(N value). If a total of 50 blows are struck within any 6- inch interval,the driving is stopped and the blow count is recorded as 50 blows for the actual penetration distance. The resulting Standard Penetration Resistance values indicate the relative density of granular soils and the relative consistency of cohesive soils. The enclosed boring logs describes the vertical sequence of soils and materials encountered in the borings, based primarily upon our field classifications. Where a soil contact was observed to be gradational,our logs indicate the average contact depth. Where a soil type changed between sample intervals,we inferred the contact depth. Our logs also graphically indicates the blow count,sample type,sample number,and approximate depth of each soil sample obtained from the borings. Groundwater monitoring wells were installed in all three borings completed for this project to monitor fluctuations in groundwater levels over time. Cone Penetrometer Tests(CPTs) The exploratory probes were advanced with an electric cone penetrometer, using a truck- mounted probe rig operated by an independent firm working under subcontract to ZGA. Due to the presence of gravelly fill soils mantling the site,each probe location was predrilled with a solid PACLAND Project#10533005 Page 46 RPI Drugstore Storm Drainage Report Arlington, Washington stem auger to a depth of about 11 feet. An engineering geologist from our firm continuously observed the probes while electronic monitoring equipment in the probe rig automatically logged the subsurface conditions. After each probe was completed,the probehole was backfilled with a bentonite and water grout. Throughout the probing operation, soil and groundwater properties were measured at 5- centimeter depth intervals by means of the Cone Penetration Test (CPT)as per ASTM: D-3441. This testing procedure involves pushing a standard 1.5-inch diameter steel cone penetrometer into the soil with hydraulic rams. A cone penetrometer consists of a conical tip, a cylindrical sleeve,and a pressure transducer. As the penetrometer is pushed downward,the tip resistance, sleeve friction,and porewater pressure are measured electronically and plotted as a function of depth. Through interpretation,the resulting graphs can reveal soil types and groundwater levels, as well as the relative density of granular soils and the relative consistency of cohesive soils. The enclosed CPT graphs present the vertical plots of several soil properties and groundwater pressures measured by the cone penetrometer at each probe location. These graphs also depict the Standard Penetration Resistance (Nu)) corresponding to each test interval, based on published conversion charts. The enclosed CPT Probe Logs describe the vertical sequence of soils encountered at each probe location, based primarily on interpretation of the CPT graphs and supported by correlation with logs of nearby borings. PACLAND Project#10533005 Page 47 RPI Drugstore Storm Drainage Report Arlington, Washington Bonno Location See Figure 1,Site and Exploration Plan DN6na Comoanv EDI,Inc, Bore Hole D,a 6" Top Elevation N'A Dnlhna Method, Hollow Stem Auger Hammer Tvoe,Auto B_1 Date Dinfled 211 P2017 Drill Rio M1 Truck Looped by BGF SOIL DESCRIPTION PENETRATION RESISTANCE(blowvma) t�1 3 Standard Penetration Test �$ The stratification lines represent the approximate boundaries IL V '3 CL g A Hammer Weight and Drop' 4) between soil types. The transition may he gradual Refer to a F- report text and appendices for additional information rA e 0 0 20 40 60 to 0 0 to 2 inches crushed rock(parking area) ----------------------------------------- Medium dense,moist,brown,SAND with gravel Medium dense,moist to wet.brown,SAND with gravel to St I 1e Ze gravelly SAND,some silt(Recessional Outwash) 5 Dense,wet.brown.SAND with gravel,trace silt(Recessional s2 I u 1 ? u GSA Outwash) Medium dense,wet,brown-gray.sandy GRAVEL,trace to 5.3 I 12 }; so GSA some silt(Recessional Outwash) 10 = -------------------------------------------- (Drill action smoother at approximately 11 feel) Medium dense,saturated,brown,SAND.trace silt (RecessionalOutwash) ss a is GSA 15 Dense.saturated.brown.SAND.some gravel(Recessional T 1s ;_ 49 Outwash) 11 20 Medium dense,saturated,brown.SAND with gravel,some sift (RecessionalOutwash) sa I is n GSA 25 SAMPLE LEGEND GROUNDWATER LEGEND 0 %Fines(<0.075 min) I2-inch O D.split spoon sample ❑ Clean Sand O %Water(Moisture)Content 3-inch LD Shelby tube sample ® Benlonite Plastic Limit I--E) i Ligwd Limit GroulfConcmte Natural Water Content ® screened casing Arlington Drugstore TESTING KEY ❑ Blank Casing 7423 204th Street NE GSA=Grain Size Analysis T Groundwater level at Arlington, WA time of drilling(ATD)or 20OW=200 Wash Analysis on date of Date. FEB 2017 Project No 1767.01 Consol.-Consolidation Test V measurement. Zipper Geo Associates BORING B-� Ali.=Allerb era Limits 19023 36th Ave.W.Suite D LOG: Lynnwood.WA Page 1 of 2 PACLAND Project#10533005 Page 48 RPI Drugstore Storm Drainage Report Arlington, Washington Bonno Location See Figure 1.Site and Exploration Plan Dnllina Comoanv EDI,Inc, Bore Hole D,a 6" Top Elevation N/A Drilling Method, Hollow Stem Auger Hammer Two.Auto B_1 Date Drilled2/17/2017 Drill Rio "'I Truck Loaned by BGF SOIL DESCRIPTION PENETRATION RESISTANCE(hlowvfow) v t�t 3 ♦ Standard Penetration Test � co The stratificabon Imes represent the approximate boundanos a : g Hammer Weight and Drop n ' ro between sal types The transition may be gradual Refer to report text and appendices for additional information c ~ 0 0 20 40 60 m 25 r� Medium dense,saturated,brown.SAND,some silt (RecessionalOutwash) ar +s+e 30 i Ili I Medium dens e.saturated,brown.SAND.with silt sa I +n r -(;f fa GSA Outwash)(Recessional 1 35 I ' Medium dense,saturated,brown,fine to medium SAND.trace I sdt(Recess+onalOutwash) se +s n ftl4 40 lihiii hill Ill Medium denso,saturated,brown.fine to medium SAND.trace s-+e T 18 +s Silt(Recessional Outwash) Il I 5 i Medium dense,saturated,brown.fine to medium SAND.trace +e +e sill(Recessional Outwash) 1 rig Corr+ eted M feet on roundwater measured t lt3 51eet on 3.1.17.Well to ID BIZ 339 SAMPI FLEGFND GROUNDWATER LEGEND O %Fines(<0.075 mm) I2-Inch O D.split spoon sample ❑ Clean Sand O %Water(Moisture)Content 34nch LD Shelby tube sample ® Bentonite Plastic Limit I— ) Liquid Limit Groulfconcrete Natural Water Content ® screened casing Arlington Drugstore TESTING KEY ❑ Blank Casing 7423 204th Street NE GSA=Grain Size Analysis T_ Groundwater level at Arlington, WA Ume of drilling(ATD)or 20OW=200 Wash Analysis on date of Date FEB 2017 Project No 1767.01 Consol.-Consolidation Test measurement. Zipper Geo Associates BORING B-� AM=Atterbero Limits19023 36th Ave.W.Suite D LOG: Lynnwood.WA Page 2 of 2 PACLAND Project#10533005 Page 49 RPI Drugstore Storm Drainage Report Arlington, Washington Boring Location: See Figure 1.Site and Exploration Plan Dmmna Company:EDI.Inc, Bore Hole De, 6" Top Elevation N/A Dnlhna Method, Hollow Stem Auger Hammer Tyoe.Autn B_2 Date Drilled 2/17/2017 Drill Rio "I Truck Looped by BGF SOIL DESCRIPTION PENETRATION RESISTANCE it>towf.lootl t�t 3 Standard Penetrabon Test n The stratification lines represent the approximate boundaries d V g Hammer Weight and Drop y between sal types. The transition may be gradual Refer to 4) O report text and appendices for additional information u1 E Q to0 0 20 40 60 0 `,2 to 3 inches woods and gravelly sand ------------------------------------------- Medium dense,moist,brown,SAND with gravel P l Medium dense,moist,brown to dark brown,SAND with 8.1 T is n gravel.some silt(Recessional Outwash) 11 Medium dense,moist to wet.brown.SAND with sub angular Sa 1e 16 GM rounded gravel,some silt(Recessional Outwash) Medium dense,wet,brown with oxide mottling grading to 25 GSA gray-brown,gravelly SAND,trace silt(Recessional Outwash) 10 = ------------------------------------------- (Dnll action smoother at approximately 11 feet) Medium dense,wet to saturated.brown,SAND,trace silt i = 11 16 GSA (Recessional Ovtwash) _ 15 V Loose,saturated,brown,fine to medium SAND.trace silt S4 T rs ',= 10 (Recessional Clutwash) 11 — Boring completed at 19 feet on 211712017,Groundwater 20 measured at 15 82 on 3-1.17.Well tag ID BIZ 340 it 25 SAMPLE LEGEND GROUNDWATER LEGEND O %Fines(<0.075 min) I2-inch O D-split spoon sample ❑ Clean Sand O o Water(Moisture)Content 3-inch 1.0 Shelby tube sample ® Bentonite Plastic Limit I i Liquid Limit GmulfCoricrete Natural Water Content ® screened casing Arlington Drugstore TESTING KEY ❑ Blank Casing 7423 204th Street NE GSA=Grain Size Analysis T Groundwater level at Arlington, WA bme of drilling(ATD)or 20OW=200 Wash Analysis on date of Date. FEB 2017 Pro)ect No 1767.01 Consol.-Consolidation Test measurement. Zipper Geo Associates BORING B_2 AM=Alterbxra Limits 19023 36th Ave.W.Suite D LOG: Lynnwood.WA Page 1 of 1 PACLAND Project#10533005 Page 50 RPI Drugstore Storm Drainage Report Arlington, Washington Bonno Location See Figure 1,Site and Exploration Plan Dnll,na Comoanv EDI,Inc, Bore Hole Die 6 Top Elevation WA Dnll,na Mothod. Hollow Stem Auger Hammer Type,Auto B-3 Date Drilled 211 P2017 Dnll Rio. "'I Truck Loaned by BGF SOIL DESCRIPTION PENETRATION RESISTANCE(blowsifoot) rn J2 t�t 3 Standard Penetration Test . The stratification linos ropresont tho apprommato boundaries d s1 g t, Hammer Weight and Drop d m between soil types. The transition may be gradual Refer to ��a � F- report text and appendices for additional information N P 0 0 20 40 60 to 0 0 to 2 inches crushed rock(parking area) ---------------------------------------- Medium dense,moist,brown,SAND with gravel i Medium dense,wet,brown,gravelly SAND,trace to some silt (RecessionalOulwash) at w 13 5 T Very dense.wet,brown to gray-brown,gravelly SAND to s2 I u I aT sandy GRAVEL.trace to some silt(Recessional Outwash I 1 Dense,wet,gray-brown to gray.sandy GRAVEL,trace to ra some silt(Recessional Outwash) 36 —•. (Drill action smoother at approximately 10 feet) Loose,wet to saturated.brown,SAND,trace silt(Recessional s 4 T tr Outwash) 15 1 Loose,saturated,brown.SAND trace silt(Recessional T rs = to Outwash) 11 — Boring completed at 19 feet on 211712017,Groundwater 20 measured at 13 95 feet on 3-1-17 Well tag ID:BIZ 341 25 SAMPLE I FGFND GROUNDWATER LEGEND O %Fines(<0.075 mm) I2-Inch O D split spoon sample ❑ Clean Sand 0 %Water(Moisture)Content 3-inch I.D Shelby tube sample ® Bentonite Plastic Limit f-- ) Liquid Limit GroutlConcrete Natural Water Content ® Screenod casing Arlington Retail TESTING KEY ❑ Blank Casing 7423 204th Street NE GSA=Grain Size Analysis 7 Groundwater level at Arlington, WA time of drilling(ATD)or 20OW=200 Wash Analysis on date of Date. FEB 2017 Project No 1767.01 Consol.-Consolidation Test V measurement. Alt.=Alterbera Limits Zipper Geo Associates BORING 19023 36th Ave.W.Suite D LOG: B-3 Lynnwood.WA Page 1 of 1 PACLAND Project#10533005 Page 51 RPI Drugstore Storm Drainage Report Arlington, Washington Zipper Geo Operator. Romanelli CPT Date+Time: 3r1/20178:13:31 AM Sounding: CPT-01 Location:Arlington Cone Used: DDG1263 Job Number: 1767.01 GPS Data:NO GPS Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type' SPT N' Of TSF Fs/Ot(%) PIN PSI Zone:UBC-1983 60%Hammer 0 500 0 5 -8 6 0 12 0 80 0 5 T� 10 15 Depth 25 =-= =- -= = --- =- - -- - - - - -- - -- ------ (n) r r r r r r r r r r r r r r r �rrr..rrr r r 30 r r r 7":""r'"i'i"i"7" "'r' 7':""r""i ."T"i 7"f i f i i r i i 7 S i i"i:i"f i"r r r r r r i ...r r r r r . r r r r r r i r r r r r r i r i r i i r r.rrrrrr i r . r r r r 35 l-1 -- -f T 7-l_- l-1 - T- l-rl Ir il-,IT T' f7 40 1- ----P- .........- - ----r- -T--1-f1 'frr-.ti111 -rT-r-rl- 45 __ _ _ _ _ ___ _ _-. __ _ 7.7:71.1 T 77 17.1 _ 50 Maximum Depth-7.22 feet Depth Increment-0.164 feet ■1 sensitive fine grained ■4 silty clay to clay ■7 silty sand to sandy silt ■10 gravelly sand to sand ■2 organic material ■5 clayey silt to spry day 8 sand to silty sand ■11 very stiff fine grained(') ■3 clay ■6 sandy sin to clayey silt ■9 sand ■12 sand to clayey sand(') 'Soil behavior type and SPT based on data from UBC-1983 PACLAND Project#10533005 Page 52 RPI Drugstore Storm Drainage Report Arlington, Washington Zipper Geo Operator: Romanelli CPT Date/rime: 311120179:11:51 AM Sounding: CPT-01a Location:Arlington Cone Used: DDGt263 Job Number: 1767.01 GPS Data:NO GPS Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type' SPT N' Ot TSF FsiOt(%) Pw PSI Zone:UBC-1983 60%Hammer 0 500 0 5 -8 6 0 12 0 80 0 1111 1 1 1 1 I I I I I I I 1 1 ..11111 I I I ,11 111 1 1 1 1 1 1111 1 1 . 1 1 JI 1 � 10 11 1 1 1 1 1 1 1 1 1 1 1 . ."'�.—..W.15 I 1 1 1 1 1 J-J--'--' -�'1' J--'--1 _1_. J_ • ult. 1 Lar_\1 i I 1 I 1 1 1 1 1 I I 1 1 1 1 I 1 J_J_J__L_l_1_J_J_J_ 1-J_J__1. 1_1_1_J_LJ 1ILLrJJJJlI ,_L1J_l1J I I I I I I I 1 1 1 I I l I l I r 1 1 1 1 1 1 r l r 1 1 1 I 11 I 1 1 I 1 1 1 I I I 1 1 1 1 1 1 1 11.11111111 , 1 1 1 1 1 1 I • 1 . . . I . I I . . I 11 1 1 1 1 1 1 I I I.....1 I . I . r . 1 25 --,__1-1-I IlWM __i--I--i ---1;-1- _--_____ ------- - 1 1 1 1 1 1 1 I I I 1 1 I I I l I I r r 1 1 1 1 1 1 I 30 r I 1 r 7"1"-I-"i Y 1 1'-T-7-�--- 1"1" "r 7-r3 frrl".�7ir 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1.,1,111 1 1 1 I 1 1 1 , � � • 1 11 1 1 11 1 I I I I 11I.I..1.11 I I 1 I 1 1 , � � • 1 1 1 1 1 1 1 I I I I 11111 11.1.,11111 1 . 1 1 1 1 1 1 1 1 11 1 1 1 1 1 I ,1111..1111 I 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 11.1.,11111 r � 1 1 ,1 1 . II ...111 I . 35 i-i -�-i i-i-i- i-i-i--� s-�-i-r, rr1I.l 1irrl -rii4 I , I 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 , �1111..1111 1 1 r l I I 1 . 1 I . I 11 11 . 1111...1111 1 . 1 . 1 . 1 , I 1 1 1 . 1 . 1 1 1 1 1 1 1 1 1 1 1 1 , 11111111111 1 1 1 1 40 4-1-; rr:4444,r riti-r45 I I I r . I I I I I I I I III.II.Ir11 . I , I 1 1 1 . 1 . . 1 1 I , 1 1 1 1 1 1 1 1 1111.,r1111 1 1 1 1 . 1 1 I 1 1 1 1 11 I I 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 I 1 I 1 1 11 1 1 1 1 1 1 I 1 1 11 1 1 11 I I r 1 1 1 1 I 1 1 50 Maximum Depth-18.54 feet Depth Increment-0.164 feet ■1 sensitive fine grained ■4 silty clay to clay ■7 silty sand to sandy silt ■10 gravelly sand to sand ■2 organic material ■5 clayey silt to silty clay 8 sand to silty sand ■11 very stiff fine grained(') ■3 clay ■6 sandy silt to clayey silt ■9 sand ■12 sand to clayey sand(') 'Pre-drilled I lit 'Pre-drilled 11 It 1101.,,,.,,.o 'Soil behavior type and SPT based on data from UBC 1983 PACLAND Project#10533005 Page 53 RPI Drugstore Storm Drainage Report Arlington, Washington Zipper Geo Operator: Romanelli CPTDateMiime: 311J201710:20:10AM Sounding: CPT-02 Location:Arlington Cone Used: DDG1263 Job Number: 1767.01 GPS Data:NO GPS Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type' SPT N' Of TSF Fs/Ot(%) Pw PSI Zone:UBC-1983 60%Hammer 0 500 0 5 -8 6 0 12 0 80 0 5 10 i 15 i 1 1 Depth25 ---- - ------ ---- -- -- - - - --- —-- -- - -- -- (ft) i 1 1 30 7": "1"".""f"T"7"�"i' 7"i"".""f r"i"i 1 i i I•Yi ii.-.:17i i". i i"r'T'. 1 35 1':'i- --r-T-T-:-i- 1-:-i--- T-i l-il rT r fi.:I T r1r -rT 1-f7 i 40 1_ _ _ _ _T_ _1___ _1__. •.....rl rl 1 1 1 45 __ _ _ _ ___ 1 1 50 Maximum Depth-50.20 feet Depth Increment-0.164 feet ®1 sensitive fine grained 04 silty clay to clay 07 silty sand to sandy silt NIO gravelly sand to sand 2 organic material N 5 clayey silt to sllty day 8 sand to silty sand 0 11 very stiff fine grained(') 3 clay 0 6 sandy sift to clayey silt 9 sand N 12 sand to clayey sand(') •Pre-dneed I it •Pre-drilled I ti 'Soil behavior type and SPT based on data from UBC-1983 PACLAND Project#10533005 Page 54 RPI Drugstore Storm Drainage Report Arlington, Washington Appendix E - Hydrologic Model Calculations PACLAND Project#10533005 Page 55 RPI Drugstore Storm Drainage Report Arlington, Washington WWHM2012 PROJECT REPORT Project Name: Arlington Bartells WWHM Site Name: Site Address: City Report Date: 4/5/2017 Gage : Everett Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.20 Version Date: 2016/02/25 Version : 4 .2 .12 Low Flow Threshold for POC 1 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Flat 2.23 Pervious Total 2.23 Impervious Land Use acre Impervious Total 0 Basin Total 2.23 Element Flows To: Surface Interflow Groundwater MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No PACLAND Project#10533005 Page 56 RPI Drugstore Storm Drainage Report Arlington, Washington Pervious Land Use acre C, Lawn, Flat .53 Pervious Total 0.53 Impervious Land Use acre ROOF TOPS FLAT 0.38 SIDEWALKS FLAT 0.22 PARKING FLAT 1.1 Impervious Total 1.7 Basin Total 2.23 Element Flows To: Surface Interflow Groundwater Detention Chamber NetwDetention Chamber Netw Name : Detention Chamber Network Mitigated Bottom Length: 49.00 ft. Bottom Width: 49.00 ft. Trench bottom slope 1: 0 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer: 0.75 Pour Space of material for first layer: 0.4 Material thickness of second layer: 3.75 Pour Space of material for second layer: 0.84 Material thickness of third layer: 1 Pour Space of material for third layer: 0.4 Infiltration On Infiltration rate: 6 Infiltration safety factor: 1 Total Volume Infiltrated (ac-ft. ) : 386.494 Total Volume Through Riser (ac-ft. ) : 0 Total Volume Through Facility (ac-ft. ) : 386.494 Percent Infiltrated: 100 Total Precip Applied to Facility: 0 Total Evap From Facility: 0 Discharge Structure Riser Height: 4 .5 ft. Riser Diameter: 12 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table PACLAND Project#10533005 Page 57 RPI Drugstore Storm Drainage Report Arlington, Washington Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.055 0.000 0.000 0.000 0.0611 0.055 0.001 0.000 0.333 0.1222 0.055 0.002 0.000 0.333 0.1833 0.055 0.004 0.000 0.333 0.2444 0.055 0.005 0.000 0.333 0.3056 0.055 0.006 0.000 0.333 0.3667 0.055 0.008 0.000 0.333 0.4278 0.055 0.009 0.000 0.333 0.4889 0.055 0.010 0.000 0.333 0.5500 0.055 0.012 0.000 0.333 0. 6111 0.055 0.013 0.000 0.333 0. 6722 0.055 0.014 0.000 0.333 0.7333 0.055 0.016 0.000 0.333 0.7944 0.055 0.019 0.000 0.333 0.8556 0.055 0.021 0.000 0.333 0. 9167 0.055 0.024 0.000 0.333 0. 9778 0.055 0.027 0.000 0.333 1.0389 0.055 0.030 0.000 0.333 1.1000 0.055 0.033 0.000 0.333 1.1611 0.055 0.036 0.000 0.333 1.2222 0.055 0.038 0.000 0.333 1.2833 0.055 0.041 0.000 0.333 1.3444 0.055 0.044 0.000 0.333 1.4056 0.055 0.047 0.000 0.333 1.4667 0.055 0.050 0.000 0.333 1.5278 0.055 0.053 0.000 0.333 1.5889 0.055 0.055 0.000 0.333 1. 6500 0.055 0.058 0.000 0.333 1.7111 0.055 0.061 0.000 0.333 1.7722 0.055 0.064 0.000 0.333 1.8333 0.055 0.067 0.000 0.333 1.8944 0.055 0.069 0.000 0.333 1. 9556 0.055 0.072 0.000 0.333 2.0167 0.055 0.075 0.000 0.333 2.0778 0.055 0.078 0.000 0.333 2.1389 0.055 0.081 0.000 0.333 2.2000 0.055 0.084 0.000 0.333 2.2611 0.055 0.086 0.000 0.333 2.3222 0.055 0.089 0.000 0.333 2.3833 0.055 0.092 0.000 0.333 2.4444 0.055 0.095 0.000 0.333 2.5056 0.055 0.098 0.000 0.333 2.5667 0.055 0.101 0.000 0.333 2. 6278 0.055 0.103 0.000 0.333 2. 6889 0.055 0.106 0.000 0.333 2.7500 0.055 0.109 0.000 0.333 2.8111 0.055 0.112 0.000 0.333 2.8722 0.055 0.115 0.000 0.333 2. 9333 0.055 0.118 0.000 0.333 2. 9944 0.055 0.120 0.000 0.333 3.0556 0.055 0.123 0.000 0.333 3.1167 0.055 0.126 0.000 0.333 3.1778 0.055 0.129 0.000 0.333 3.2389 0.055 0.132 0.000 0.333 3.3000 0.055 0.135 0.000 0.333 3.3611 0.055 0.137 0.000 0.333 PACLAND Project#10533005 Page 58 RPI Drugstore Storm Drainage Report Arlington, Washington 3.4222 0.055 0.140 0.000 0.333 3.4833 0.055 0.143 0.000 0.333 3.5444 0.055 0.146 0.000 0.333 3. 6056 0.055 0.149 0.000 0.333 3. 6667 0.055 0.152 0.000 0.333 3.7278 0.055 0.154 0.000 0.333 3.7889 0.055 0.157 0.000 0.333 3.8500 0.055 0.160 0.000 0.333 3. 9111 0.055 0.163 0.000 0.333 3. 9722 0.055 0.166 0.000 0.333 4.0333 0.055 0.169 0.000 0.333 4.0944 0.055 0.171 0.000 0.333 4.1556 0.055 0.174 0.000 0.333 4.2167 0.055 0.177 0.000 0.333 4.2778 0.055 0.180 0.000 0.333 4.3389 0.055 0.183 0.000 0.333 4.4000 0.055 0.185 0.000 0.333 4.4611 0.055 0.188 0.000 0.333 4.5222 0.055 0.190 0.035 0.333 4.5833 0.055 0.191 0.254 0.333 4. 6444 0.055 0.192 0.572 0.333 4.7056 0.055 0.194 0.942 0.333 4.7667 0.055 0.195 1.318 0.333 4.8278 0.055 0.196 1.656 0.333 4.8889 0.055 0.198 1.921 0.333 4. 9500 0.055 0.199 2.101 0.333 5.0111 0.055 0.200 2.251 0.333 5.0722 0.055 0.202 2.382 0.333 5.1333 0.055 0.203 2.506 0.333 5.1944 0.055 0.204 2.624 0.333 5.2556 0.055 0.206 2.737 0.333 5.3167 0.055 0.207 2.846 0.333 5.3778 0.055 0.209 2.950 0.333 5.4389 0.055 0.210 3.051 0.333 5.5000 0.055 0.211 3.149 0.333 ANALYSIS RESULTS Stream Protection Duration Predeveloped Landuse Totals for POC #1 Total Pervious Area:2.23 Total Impervious Area:O Mitigated Landuse Totals for POC #1 Total Pervious Area:0.53 Total Impervious Area:1.7 Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) PACLAND Project#10533005 Page 59 RPI Drugstore Storm Drainage Report Arlington, Washington 2 year 0.074929 5 year 0.114943 10 year 0.145803 25 year 0.189956 50 year 0.226728 100 year 0.266943 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.075 0.000 1950 0.077 0.000 1951 0.068 0.000 1952 0.054 0.000 1953 0.045 0.000 1954 0.245 0.000 1955 0.096 0.000 1956 0.085 0.000 1957 0.105 0.000 1958 0.076 0.000 1959 0.076 0.000 1960 0.070 0.000 1961 0.133 0.000 1962 0.066 0.000 1963 0.108 0.000 1964 0.078 0.000 1965 0.065 0.000 1966 0.038 0.000 1967 0.077 0.000 1968 0.094 0.000 1969 0.228 0.000 1970 0.054 0.000 1971 0.085 0.000 1972 0.063 0.000 1973 0.059 0.000 1974 0.128 0.000 1975 0.052 0.000 1976 0.054 0.000 1977 0.045 0.000 1978 0.054 0.000 1979 0.150 0.000 1980 0.070 0.000 1981 0.055 0.000 1982 0.071 0.000 1983 0.122 0.000 1984 0.073 0.000 1985 0.089 0.000 PACLAND Project#10533005 Page 60 RPI Drugstore Storm Drainage Report Arlington, Washington 1986 0.209 0.000 1987 0.100 0.000 1988 0.052 0.000 1989 0.053 0.000 1990 0.070 0.000 1991 0.072 0.000 1992 0.055 0.000 1993 0.045 0.000 1994 0.050 0.000 1995 0.073 0.000 1996 0.125 0.000 1997 0.248 0.000 1998 0.046 0.000 1999 0.060 0.000 2000 0.045 0.000 2001 0.018 0.000 2002 0.068 0.000 2003 0.053 0.000 2004 0.090 0.000 2005 0.062 0.000 2006 0.166 0.000 2007 0.131 0.000 2008 0.184 0.000 2009 0.056 0.000 Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.2482 0.0000 2 0.2448 0.0000 3 0.2284 0.0000 4 0.2093 0.0000 5 0.1845 0.0000 6 0.1661 0.0000 7 0.1499 0.0000 8 0.1331 0.0000 9 0.1314 0.0000 10 0.1285 0.0000 11 0.1248 0.0000 12 0.1217 0.0000 13 0.1083 0.0000 14 0.1055 0.0000 15 0.0998 0.0000 16 0.0964 0.0000 17 0.0939 0.0000 18 0.0896 0.0000 19 0.0890 0.0000 20 0.0851 0.0000 21 0.0851 0.0000 22 0.0779 0.0000 23 0.0772 0.0000 24 0.0765 0.0000 25 0.0762 0.0000 26 0.0756 0.0000 27 0.0749 0.0000 28 0.0735 0.0000 PACLAND Project#10533005 Page 61 RPI Drugstore Storm Drainage Report Arlington, Washington 29 0.0731 0.0000 30 0.0719 0.0000 31 0.0714 0.0000 32 0.0704 0.0000 33 0.0702 0.0000 34 0.0699 0.0000 35 0.0684 0.0000 36 0.0680 0.0000 37 0.0657 0.0000 38 0.0651 0.0000 39 0.0628 0.0000 40 0.0624 0.0000 41 0.0597 0.0000 42 0.0594 0.0000 43 0.0562 0.0000 44 0.0550 0.0000 45 0.0548 0.0000 46 0.0540 0.0000 47 0.0539 0.0000 48 0.0539 0.0000 49 0.0538 0.0000 50 0.0533 0.0000 51 0.0527 0.0000 52 0.0523 0.0000 53 0.0517 0.0000 54 0.0499 0.0000 55 0.0457 0.0000 56 0.0454 0.0000 57 0.0454 0.0000 58 0.0452 0.0000 59 0.0448 0.0000 60 0.0381 0.0000 61 0.0180 0.0000 Stream Protection Duration POC #1 The Facility PASSED The Facility P, Flow(cfs) Predev Mit Percentage Pass/Fail 0.0375 19605 0 0 Pass 0.0394 16991 0 0 Pass 0.0413 14675 0 0 Pass 0.0432 12733 0 0 Pass 0.0451 10919 0 0 Pass 0.0470 9437 0 0 Pass 0.0489 8168 0 0 Pass 0.0508 7075 0 0 Pass 0.0528 6130 0 0 Pass 0.0547 5311 0 0 Pass 0.0566 4654 0 0 Pass 0.0585 4066 0 0 Pass 0.0604 3548 0 0 Pass 0.0623 3136 0 0 Pass 0.0642 2759 0 0 Pass PACLAND Project#10533005 Page 62 RPI Drugstore Storm Drainage Report Arlington, Washington 0.0661 2445 0 0 Pass 0.0681 2145 0 0 Pass 0.0700 1892 0 0 Pass 0.0719 1656 0 0 Pass 0.0738 1508 0 0 Pass 0.0757 1370 0 0 Pass 0.0776 1249 0 0 Pass 0.0795 1154 0 0 Pass 0.0814 1069 0 0 Pass 0.0833 1009 0 0 Pass 0.0853 949 0 0 Pass 0.0872 888 0 0 Pass 0.0891 825 0 0 Pass 0.0910 777 0 0 Pass 0.0929 733 0 0 Pass 0.0948 686 0 0 Pass 0.0967 648 0 0 Pass 0.0986 622 0 0 Pass 0.1006 603 0 0 Pass 0.1025 583 0 0 Pass 0.1044 562 0 0 Pass 0.1063 538 0 0 Pass 0.1082 508 0 0 Pass 0.1101 487 0 0 Pass 0.1120 473 0 0 Pass 0.1139 457 0 0 Pass 0.1158 440 0 0 Pass 0.1178 424 0 0 Pass 0.1197 410 0 0 Pass 0.1216 394 0 0 Pass 0.1235 380 0 0 Pass 0.1254 368 0 0 Pass 0.1273 353 0 0 Pass 0.1292 341 0 0 Pass 0.1311 333 0 0 Pass 0.1331 322 0 0 Pass 0.1350 313 0 0 Pass 0.1369 304 0 0 Pass 0.1388 293 0 0 Pass 0.1407 284 0 0 Pass 0.1426 276 0 0 Pass 0.1445 265 0 0 Pass 0.1464 257 0 0 Pass 0.1483 242 0 0 Pass 0.1503 234 0 0 Pass 0.1522 226 0 0 Pass 0.1541 212 0 0 Pass 0.1560 205 0 0 Pass 0.1579 195 0 0 Pass 0.1598 187 0 0 Pass 0.1617 177 0 0 Pass 0.1636 166 0 0 Pass 0.1656 160 0 0 Pass 0.1675 151 0 0 Pass 0.1694 146 0 0 Pass 0.1713 135 0 0 Pass 0.1732 128 0 0 Pass PACLAND Project#10533005 Page 63 RPI Drugstore Storm Drainage Report Arlington, Washington 0.1751 120 0 0 Pass 0.1770 111 0 0 Pass 0.1789 99 0 0 Pass 0.1808 85 0 0 Pass 0.1828 75 0 0 Pass 0.1847 63 0 0 Pass 0.1866 59 0 0 Pass 0.1885 56 0 0 Pass 0.1904 49 0 0 Pass 0.1923 42 0 0 Pass 0.1942 39 0 0 Pass 0.1961 37 0 0 Pass 0.1981 36 0 0 Pass 0.2000 30 0 0 Pass 0.2019 28 0 0 Pass 0.2038 26 0 0 Pass 0.2057 20 0 0 Pass 0.2076 16 0 0 Pass 0.2095 13 0 0 Pass 0.2114 8 0 0 Pass 0.2133 6 0 0 Pass 0.2153 5 0 0 Pass 0.2172 4 0 0 Pass 0.2191 4 0 0 Pass 0.2210 3 0 0 Pass 0.2229 3 0 0 Pass 0.2248 3 0 0 Pass 0.2267 3 0 0 Pass Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. LID Report LID Technique Used for Total Volumn Volumn Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volumn Volumn Volumn Water Quality Treatment Facility (ac-ft.) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Detention Chamber Network Miti N 351.84 N 99.96 Total Volume Infiltrated 351.84 0.00 0.00 99.96 0.00 0% No Treat. Credit Compliance with LID Standard 8 Duration Analysis Result = Passed Perind and Impind Changes No changes have been made. PACLAND Project#10533005 Page 64 RPI Drugstore Storm Drainage Report Arlington, Washington This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by Clear Creek Solutions, Inc. 2005-2017; All Rights Reserved. PACLAND Project#10533005 Page 65 Note: I. installation includes removal of stakes one year after Installation. 2.Adjust tree ties during establishment to Prune diseased and I 3 allow for growth. broken branches "Chainlock"or eayal I 3 2" 1adgepoI ine tree tree tie material (1" stakeS?J' Ion�driven I' width);nail or staple Into undisturb8d ground. tree tie to hold o Stain brown vertically, loop each For all trees tie around half tree within 4'of caving and 3'of water lines loosely to provide Century Products slack for trunk I - - _ - - _ - root barrier or approved growth 24"p _ - _ - - - - - - - - - "14.632.083 24"panels Water basin with 2"mulch Isnsto,I per manufacturers Paving I o p Paving Ur4llaoed planting pit 1/2 topsoil, 1/2 native soil, I .r v. 215 F 3 I Planting pit min, water thoroughly,fertilize a M twice size of root /,. OY L OM O Undisturbed soil i i j I i A A j TREE PLANTING DETAIL - i No Scale I - - - 5 SF i 215 SF 3 Prune diseased and I j 65 SF broken branches 165 SF Water basin with 2"mulch Coinp acted topsoil water thoroug fertilize as—Rd � { Plontln hole min. twice sze of root ball I 165 SF DRuGJ70fP 215 SF / 14,G71 SF 460 sF W SHRUB PLANTING DETAIL NOT A PART No Scale NOTES 65 sF 'I 111 Z I. 5ubgrades,including berms,to within I I/loth foot provided by I ,I General Contractor unless otherwise noted. i / © 2. 5ubgrade shall be scarified or rototilled if conditions recluire. Z 5. 4"depth 5-way topsoil or eoyal In all planting areas. I\ //!i I = ® T 4. Dewitt pro 5 filter fabric weed barrier(or equal)in all planting beds. 5. 2"minimum depth washed rock in all planting beds. j ii Z Z 6. All plant material shall be healthy,full and conform to American I I(o5 SF �! 215 SF = O Nursery and Landscape Association specifications. Z -7. Plant material or size or kind not available may be substituted - '- only with approval of Landscape Architect or Owner. I _ /i� 4io0 SF - -_I 0 8. All mass plantings shall have triangular spacing. I. Z ci 9. All tree pits shall be inspected to insure proper drainage. 3 1 Z 10. Positive drainage shall be maintained.Mound planting areas minimum 6". I 165 SF 11. Landscape Contractor shall maintain site until final Inspection and j 165 SF acceptance by Owner. 95 � 165 SF PLANT LIST I Z _ B L BOTANICAL/COMMON CONDITION 6 ,how >� 215 SF zk � Fraxinus pennsylvanica 'Cimmzam,l IS 2"Caliper 585 _ �� Q=mw Gimmaron Ash 165 SF 165 SF 95 SF Prvnvs cerosifero 'Thundercloud'/ IS 2"Caliper ggg Thurderclaud Plum I 365 SF 65 SF 4T5 SF oo \� 65 SF 165 SF Prunus s rruloto Kwanzan'/ 165 SF 385 SF 460 SF <Aonzan Cherry " -1 o Acer palmatum 'Sango Kaku'/ I 6'-'1' B8B ''! ' San o Kaku Japanese Ma le i! i / -! iEl F / Viburnum t.'Sprine Bouquet' / 31 5 gallon full 8 bushy p et Viburnum — I � o P Spring Bouquet OP S Irea x bum. 'Anthony Waterer./ 19 5 gallon full 8 bushy I _ _ — — _ _ SF�iIE _ — —— Anthony Waterer Bumald Spirea L — — — — — LEGTRIGAL _ _ —_ _ � F ® Thuja O. 'Emerald Green'/ 14 6' B8B - _EASEMENT= — — - — _ _ — — — - — —— - - —W c� W U 'w Emerald green arborvitae — — — — — — —SD—SD so se c_c—c—c A w o I ® Frunus L. 'Ott Luyken'/ II'I 21" full 8 bushy W Otto Lu k L y en aurel o Azelea Hind Crimson 53 2 gallon full 8 bushy 204T1-L ST. NE W Q Azelea Purple Splendor 42 2 gallon full 8 bushy U � Nandina ddmestica 'Moon Bay'/ 41 2 gallon full 8 bushy Z o Moon Bay Heavenly Bamboo NOTE Z E Q Cp Erica Garnea Ping Spangles/ 205 I gallon full 8 bushy AN AUTOMATIC IRRIGATION � >m Heather SYSTEM WILL BE INSTALLED L,4NDSG,4f=E PLAN o Liorop muscari/ 155 1 gallon full 8 bushy FOR ALL PLANTINGx AREAS. SCALE: 1''=20' Blue Lllyturf VEHICLE AREA SHADE Sheet LANDSCAPE PLAN kinnickirnnpk ylos wa-ursi/ 550 15 pots full VEHICLE AREA....................................................................45,515 SF S"pots REQUIRED 20% SHADED AREA........................9,163 SF NORTH 0 10' 20' 40' Sodded Lawn SHADED AREA PROVIDED............_......._......._.....,1,50 SF `Confirm all plant ctuantities I I I I I i TRACT B I I I II I0 I I I I GD — — — 1 to I I I 0) 1 I I TRACT I � I I I � I I I I I I I�I I I uoouuoou� I I 1 C)c)1&11111 e I I - - - - - - OF — 0 WW DEBICAMON 00 ARLINGTON RPI BY., M.1, k DRAFT RIGHT—OF—WAY DEDICATION ARLINGTON, WA 1505 Westlake Ave.N. T(206)522-9510 Suite 305 F(206)522-8344 Seattle,WA 98109 —P.1-A-mn SCALE: 1" = 80' 05/09/2017 SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. Amp" LlNuto"'kTON rum"'*' hr"m**AUu'o`bTu" RnE k¢ W PLN #338 DEVELOPMENT STANDARDS ARLINGTON, WA 98223 ZONING GC # MAXIMUM IMPERVIOUS SURFACE NONE a BUILDING SETBACKS SIDE YARD SETBACK FROM PUBLIC ROW 15, CITY OF ARLINGTON SETBACK FROM OPEN DRAINAGE FACILITY 15' o SETBACK FROM EASEMENT 5' TBACK FROM STREET(BUILDING OVER 10,000 SF) 25' [ R SETBACK FROM STREET(BUILDING UNDER 10,000 SF) 10' �� PORTAGE OWNER CIVIL ENGINEER DRAWING INDEX SCREENING 1 PROJECT LOCATIONS REAL PROPERTY INVESTORS PACLAND-SEATTLE SHEET NO. DRAWING TITLE SOUTHERN LOT LINE: TYPE C, INTERMITTENT SCREENING r o� o 204TH ST NE w z 2618 2ND AVENUE 1505 WESTLAKE AVE N, SUITE 305 CV-1.0 COVER SHEET EASTERN LOT LINE: TYPE C, INTERMITTENT SCREENING z = z SEATTLE, WA 98121 SEATTLE, WA 98109 CV-1.1 GENERAL NOTES NORTHERN LOT LINE: NOT REQUIRED(VACANT COMMERCIAL) ¢ (206) 321-7239 (206) 522-9510 CV-1.2 CITY OF ARLINGTON STANDARD NOTES WESTERN LOT LINE: TYPE C, INTERMITTENT SCREENING CONTACT: MARTY JOUFLAS CONTACT: BILL FORTUNATO, P.E. D-1.0 DEMOLITION AND ESC PLAN , o .. N ^ o LUKE RANDLES, P.E. C-1.0 HORIZONTAL CONTROL PLAN ROAD CLASSIFICATION18, C-1.1 SITE PLAN ' 2OOTH ST NE SURVEYING LANDSCAPE ARCHITECT C-1.2 PLAZA PLAN 204TH ST NE: MINOR ARTERIAL 201ST ST NE C-1.3 TRAFFIC CONTROL PLAN SR 9: HIGHWAY CASCADE SURVEYING&ENGINEERING, INC. MAIN STREET DESIGN C-2.0 GRADING AND DRAINAGE PLAN P.O. BOX 326 9402 TIDAL COURT C-3.0 UTILITY PLAN pTU c ARLINGTON, WA 98223 BAINBRIDGE ISLAND, WA 98110 C-3.1 SEWER PLAN AND PROFILE GENERAL NOTES y9 (360) 435-5551 (206)842-7886 C-3.2 WATER PLAN AND PROFILE ALERT TO CONTRACTOR �o44R 0 SANITARY SEWER DETAILS CONTACT: PHIL ABENROTH CONTACT: KEN LONEY, LA C-5. 9 C-6.0 STORM DRAINAGE DETAILS 1. SITE WORK FOR THIS PROJECT SHALL MEET OR EXCEED THE PROJECT z• � C-7.0 WATER DETAILS SPECIFIC SITE WORK SPECIFICATIONS AND CITY OF ARLNGTON ENGINEERING 8 4� ARCHITECT EROSION LEAD C-7.1 WATER DETAILS DESIGN AND DEVELOPMENT STANDARDS, WHICH ARE HEREBY REFERENCED C-7.2 WATER DETAILS ��rT11Y VICINITY MAP AS PART OF THESE PLANS. LANCE MUELLER&ASSOCIATES - L-1.0 LANDSCAPE PLAN NTS 130 LAKESIDE AVENUE, SUITE 250 - 2. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF SEATTLE, WA 98122 - THE EXISTING CONDITIONS. THESE PLANS DO NOT REPRESENT A DETAILED (206)325-2553 (XXX) XXX-XXXX SITE INFORMATION FIELD SURVEY. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELDS o CONTACT: HAROLD CHRISTENSEN CONTACT: XXXX CONDITIONS PRIOR TO BIDDING THE PROPOSED SITEWORK IMPROVEMENTS. IF WEST PARCEL CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER r LEGAL DESCRIPTION PARCEL NUMBER: 31051100305400 PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWORK WHICH WOULD ; GOVERNING AGENCY SITE DATA WEST PARCEL SITE ADDRESS: 7421 204TH STREET NE BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT EXISTING SURVEY, ALL THAT PORTION OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION CITY OF ARLINGTON TOTAL AREA = 96,869 SF(2.23 AC) CURRENT ZONING: GENERAL COMMERCIAL(GC) INCLUDING TOPOGRAPHY AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, 238 N OIYMPIC AVE BUILDING AREA = 16,671 SF 0 38 AC AIRPORT DISTRICT: C THEY SHALL HAVE MADE, AT THEIR OWN EXPENSE, A TOPOGRAPHIC SURVEY 11, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M., DESCRIBED AS FOLLOWS: ARLINGTON, WA 98223 ( ) SITE AREA: 29,979 SF(0.69 AC) BY A REGISTERED LAND SURVEYOR AND SUBMIT IT TO THE OWNER FOR COMMENCING AT THE SOUTHEAST CORNER OF SAID SUBDIVISION; THENCE S 89'06'06" W ALONG IMPERVIOUS SITE AREA = 74,179 SF(1.70 AC) USE CLASSIFICATION: 8.400 RENEW. 4 e THE SOUTH LINE THEREOF A DISTANCE OF 153.49 FEET; THENCE N 0'53'54"W A DISTANCE OF (360) 403-3551 LANDSCAPE AREA = 22,690 SF(0.53 AC) IMPERVIOUS AREA COVERAGE = 77% 3. CAUTION - NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICALLY 30.00 FEET TO THE NORTH MARGIN OF 204TH ST NORTHEAST PER AUDITOR'S FILE NUMBER EAST PARCEL 9406200675, RECORDS OF SNOHOMISH COUNTY, STATE OF WASHINGTON AND THE TRUE POINT LOT DIMENSIONS = 355' X 275' PARCEL NUMBER: 31051100304100 CAUTIONED THAT THE LOCATION OF EXISTING UTILITIES AS SHOWN ON THESE R, $g OF BEGINNING; THENCE S 89'06'06"W A DISTANCE OF 135.10 FEET; THENCE N 1'25'56"E A FILE NO BUILDING HEIGHT = 35' (MAX) SITE ADDRESS: 7423 204TH STREET NE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND, 0 DISTANCE OF 275.23 FEET; THENCE N 89'06'06"E A DISTANCE OF 95.52 FEET; THENCE S 0' CURRENT ZONING: GENERAL COMMERCIAL(GC) WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS 53'54"E A DISTANCE OF 162.00 FEET; THENCE S 22'08'55"E A DISTANCE OF 78.33 FEET; PLN 338 (ASSIGNED BY CITY OF ARLINGTON) AIRPORT DISTRICT: C NOT TO CALLLL RELIED THE APPROPRIATE AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL UTILITY COMPANY AT LEAST 48 HOURS E THENCE S 0'53'54" A DISTANCE OF 40.00 FEET TO THE TRUE POINT OF BEGINNING. SITE AREA: 66,895 SF(1.54 AC) BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. TOGETHER WITH AND SUBJECT TO EASEMENTS, COVENANTS, CONDITIONS, RESTRICTIONS AND USE CLASSIFICATION: 2.110 IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL "''' RESERVANS OF RECORD. EX ULITIES SITUATE M THE CITY OF ARLINGTON, COUNTY OF SNOHOMISH, STATE OF WASHINGTON. UTILITY PROVIDERS ABBREVIATIONS SHOO ONnTHESE PWLiANS ICH CONFLICT WITH THE PROPOSED IMPROVEMENTS ` FRO A $ o EAST PARCEL STORM AASHTO AMERICAN ASSOCIATION OF STATE FL FLOW LINE RD ROAD 4. ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY CODES ALL THAT PORTION OF SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER AND OF THE ARLINGTON CITY SEWER DEPARTMENT HIGHWAY AND TRANSPORTATION AND/OR UTILITY SERVICE COMPANIES SHALL BE PERFORMED PRIOR TO o SOUTHWEST QUARTER OF THE SOUTHEAST QUARTER, ALL IN SECTION 11, TOWNSHIP 32 NORTH, 154 W COX ST OFFICIALS FT FEET REQS REQUIREMENTS ANNOUNCED BUILDING POSSESSION AND THE FINAL CONNECTION OF o RANGE 5 EAST, DESCRIBED AS FOLLOWS: ARLINGTON, WA 98223 HDPE HIGH-DENSITY POLYETHYLENE S SOUTH SERVICES. � AMC ARLINGTON MUNICIPAL CODE COMMENCING AT THE SOUTH QUARTER CORNER OF SAID SECTION 11; THENCE S 89'06'06"W (360)403-3526 HORIZ HORIZONTAL SO STORM DRAIN ALONG THE SOUTH LINE OF THE SOUTHWEST QUARTER THEREOF A DISTANCE OF 153.49 FEET; ARCH ARCHITECTURAL 5. SITE WORK FOR THIS PROJECT SHALL BE CONSTRUCTED PER THE THENCE N 0'53'54"W A DISTANCE OF 30.00 FEET TO THE NORTH RIGHT-OF-WAY OF 204TH WATER ASTM AMERICAN SOCIETY FOR TESTING HP HIGH POINT SDR STANDARD DIMENSION RATIO APPROVED, SIGNED CONSTRUCTION PLANS. ELECTRONIC FILES SHALL NOT BE ARLINGTON CITY SEWER DEPARTMENT CONSIDERED CONSTRUCTION DOCUMENTS UNLESS SPECIFICALLY STATED AS o STREET NORTHEAST PER AUDITOR'S FILE NUMBER 9406200675, RECORDS OF SNOHOMISH 154 W COX ST AND MATERIALS HWY HIGHWAY SF SQUARE FEET SUCH AND HANDLED IN ACCORDANCE WITH THE BID DOCUMENTS. SIGNED W a COUNTY, STATE OF WASHINGTON AND THE TURE POINT OF BEGINNING; THENCE N 0'53'54" W A cc ARLINGTON, WA 98223 AVE AVENUE IE INVERT ELEVATION SS SANITARY SEWER PAPER PLANS SHALL TAKE PRECEDENCE OVER ELECTRONIC FILES. DISTANCE OF 40.00 FEET; THENCE N 22'06'55" W A DISTANCE OF 78.33 FEET; THENCE N O W � BMP BEST MANAGEMENT PRACTICE LP LOW POINT ST STREET 6. THE CONTRACTOR SHALL MAINTAIN A SET OF THE CONSTRUCTION PLANS F- O'S3'54"W A DISTANCE OF 162.00; THENCE N 89'O6'O6" E A DISTANCE OF 258.00 FEET TO (360)403-3526 Z Q c A POINT ON THE WESTERLY MARGIN OF STATE ROUTE 9; THENCE S 1'06' 10" W ALONG SAID SEA BW BOTTOM OF WALL MAX MAXIMUM SW SIDEWALK ON-SITE AT ALL TIMES WHILE CONSTRUCTION IS IN PROGRESS. C1V� 3 d MARGIN A DISTANCE OF 345.58 FEET TO A POINT 58.82 FEET NORTH OF, AS MEASURED ARLINGTON CITY SEWER DEPARTMENT 5 W PERPENDICULAR TO THE SOUTH LINE OF THE SOUTHWEST QUARTER OF THE SOUTHEAST 154 W COX ST CB CATCH BASIN MEP MECHANICAL/ELECIRICAL/PLUMBING TC TOP OF CURB Z QUARTER OF SIAD SECTION it, SAID POINT BEING THE BEGINNING OF A TANGENT CURVE TO ARLINGTON, WA 98223 CL CLASS MH MANHOLE TG TOP OF GROUND CONSTRUCTION DRAWING REVIEW THE RIGHT HAVING A RADIUS OF 25.00 FEET; THENCE ALONG THE ARC OF SAID CURVE ACKNOWLEDGMENT Z O (360)403-3526 CO CLEANOUT MIN MINIMUM TP TOP OF PAVEMENT Z 0j THROUGH A CENTRAL ANGLE OF 87'22'10" A DISTANCE OF 38.12 FEET; THENCE S 88'2$' 20" THIS PLAN HAS BEEN REVIEWED AND EVALUATED FOR GENERAL COMPLIANCE O N W A DISTANCE OF 40.35 FEET TO THE WEST LINE OF SAID SOUTHWEST QUARTER OF THE CY CUBIC YARDS MJ MECHANICAL JOINT TW TOP OF WALL WITH THE CITY OF ARLINGTON CODES AND ORDINANCES. CONFORMANCE OF THIS o� DESIGN WITH ALL APPLICABLE LAWS AND REGULATIONS IS THE FULL AND COMPLETE ('7 O SOUTHEAST QUARTER AND TO A POINT 35.00 FEET NORTH OF, AS MEASURED PERPENDICULAR PUGET SOUND ENERGY DIA DIAMETER MUTCD MANUAL ON UNIFORM TRAFFIC TYP TYPICAL RESPONSIBILITY OF THE LICENSED DESIGN ENGINEER. WHOSE STAMP AND SIGNATURE Z c Q V N TO, THE SOUTH LINE OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SAID APPEAR ON THIS SHEET. ACKNOWLEDGMENT OF CONSTRUCTION DRAWING REVIEW d 10885 N.E. 4TH STREET CONTROL DEVICES DOES NOT IMPLY CITY APPROVAL FOR CONSTRUCTION ACTIVITIES THAT REQUIRE r, SECTION 11; THENCE S 89'06'06"W PARALLEL WITH THE SOUTH LINE OF SIAD SOUTHEAST DR DRIVE VERT VERTICAL J BELLEWE, WA 9$OO4 OTHER COUNTY, STATE OR FEDERAL PERMIT REVIEW AND APPROVAL. THE PROPERTY QUARTER OF THE SOUTHWEST QUARTER A DISTANCE OF 20.05 FEET; THENCE S 3'10'20" W A (800) 562-1482 E EAST N NORTH W WEST OWNER AND LICENSED DESIGN ENGINEER SHALL BE RESPONSIBLE FOR THEcc ACQUISITION AND COMPLIANCE OF ALL APPLICABLE PERMITS AND/OR AUTHORIZATIONS Q DISTANCE OF 5.01 FEET TO A POINT 30.00 FEET NORTH OF THE SOUTH LINE OF SAID ESAL EQUIVALENT SINGLE-AXLE LOAD NTS NOT TO SCALE WA WATER WHICH MAY INCLUDE, BUT ARE NOT LIMITED TO, WSDFW HYDRAULIC PROJECT o SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER AS MEASURED PERPENDICULAR THERETO; NATURAL GAS APPROVAL(HPA), WSOOE NOTICE OF INTENT(N01), ANY CORP OF ENGINEERS FILL z THENCE S 89'06'06" W A DISTANCE OF 135.57 FEET TO THE TRUE POINT OF BEGINNING. PUGET SOUND ENERGY ESC EROSION AND SEDIMENT CONTROL PE POLYETHYLENE WSDOT WASHINGTON DEPARTMENT OF PERMITS AND THE REQUIREMENTS OF THE ENDANGERED SPECIES ACT. TOGETHER NTH AND SUBJECT TO EASEMENTS, COVENANTS, CONDITIONS,RESTRICTIONS AND 10885 N.E. 4TH STREET PUD PLANNED UNIT DEVELOPMENT TRANSPORTATION RESERVATIONS OF RECORD. BELLEVUE, WA 98004 EX EXISTING BY., SITUATE IN THE CITY OF ARLINGTON, COUNTY OF SNOHOMISH, STATE OF WASHINGTON. FFE FINISHED FLOOR ELEVATION PVC POLYVINYL CHLORIDE City Engineer N (800) 562-1482 DATE /1 THIS APPROVAL VALID FOR 18 MONTHS CV-i I.O 6i SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. J EROSION CONTROL NOTES SITE NOTES GRADING NOTES GENERAL UTILITY NOTES 1. ALL WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE MOST CURRENT 1. ALL WORK AND MATERIALS SHALL COMPLY WITH ALL CITY/COUNTY 1. THE SPOT ELEVATIONS INDICATED ON THIS PLAN REPRESENT THE DESIGN TOP 1. ALL IMPROVEMENTS SHALL MEET LOCAL, STATE DOT AND A.P.W.A. APPLICABLE LOCAL, STATE, AND FEDERAL STANDARDS. REGULATIONS AND CODES AND O.S.H.A. STANDARDS. OF PAVEMENT, UNLESS OTHERWISE NOTED. STANDARD SPECIFICATIONS. 2. THE CONTRACTOR SHALL BE RESPONSIBLE AT ALL TIMES FOR PREVENTING SILT-LADEN 2. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION 2. CONTRACTOR IS RESPONSIBLE FOR DEMOLITION OF EXISTING STRUCTURES 2. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION a RUNOFF FROM DISCHARGING FROM THE PROJECT SITE. FAILURE BY THE CONTRACTOR AND DIMENSIONS OF VESTIBULE, SLOPED PAVING,EXIT PORCHES, SIDEWALKS, INCLUDING REMOVAL OF ANY EXISTING UTILITIES SERVING THE STRUCTURE. AND DIMENSIONS OF VESTIBULE, SLOPED PAVING, EXIT PORCHES, SIDEWALKS, CAN RESULT IN A FINE. THE DESIGNATED TEMPORARY CONTACT PERSON NOTED ON RAMPS&TRUCK DOCKS, PRECISE BUILDING DIMENSIONS AND EXACT UTIUTIES ARE TO BE REMOVED TO THE RIGHT-OF-WAY. RAMPS AND TRUCK DOCKS, PRECISE BUILDING DIMENSIONS AND EXACT THIS PLAN MUST BE AVAILABLE FOR CONTACT BY TELEPHONE ON A 24 HOUR BASIS BUILDING UTILITY ENTRANCE LOCATIONS. 3. ALL UNSURFACED AREAS DISTURBED BY GRADING OPERATION SHALL RECEIVE BUILDING UTILITY ENTRANCE LOCATIONS. *z o THROUGHOUT CONSTRUCTION AND UNTIL THE PROJECT HAS BEEN COMPLETED AND 3. DIMENSIONS SHOWN REFER TO FACE OF CURB, FACE OF BUILDING OR TO 4 INCHES OF TOPSOIL. CONTRACTOR SHALL APPLY STABILIZATION FABRIC TO 3. REFER TO INTERIOR PLUMBING DRAWINGS FOR RE-IN OF ALL UTILITIES. 5 APPROVED BY THE GOVERNMENTAL AGENCY WITH JURISDICTION. THE CENTERLINE OF PAVEMENT STRIPING,UNLESS OTHERWISE NOTED. ALL SLOPES 3HAV OR STEEPER. CONTRACTOR SHALL STABILIZE DISTURBED 4. ALL ALL MATERIAL SHALL BE IN PLACE, AND COMPACTED BEFORE CL 3. THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION, MAINTENANCE, 4. ALL PAVED PARKING LOT AREAS WITHIN THE LIMITS OF IMPROVEMENTS AREAS WITH GRASS IN ACCORDANCE WITH LOCAL SPECIFICATION UNTIL A INSTALLATION OF PROPOSED UTILITIES. ¢ REPLACEMENT AND UPGRADING OF THESE ESC FACILITIES IS THE RESPONSIBILITY OF SHALL BE STANDARD DUTY PAVEMENT UNLESS OTHERWISE NOTED. HEALTHY STAND OF GRASS IS OBTAINED. 5. CONTRACTOR SHALL NOTIFY THE UTILITY AUTHORITIES INSPECTORS 72 THE CONTRACTOR FROM THE BEGINNING OF CONSTRUCTION UNTIL ALL CONSTRUCTION 5. CONTRACTOR SHALL PROVIDE A TEMPORARY TRAFFIC CONTROL PLAN FOR 4. ALL CUT AND FILL SLOPES SHALL BE CONSTRUCTED PER THE IBC CODE AND HOURS BEFORE CONNECTING TO ANY EXISTING LINE. i o IS COMPLETED AND APPROVED BY THE GOVERNMENTAL AGENCY WITH JURISDICTION THE CITY ENGINEER'S APPROVAL PRIOR TO ANY WORK WITHIN THE CITY APPLICABLE LOCAL REGULATION. ALL CUT AND FILL SLOPES SHALL BE 3:1 6. MINIMUM WATER AND SANITARY SEWER TRENCH WIDTH SHALL BE 2 FEET. o AND THE SITE IS STABILIZED. RIGHT-OF-WAY. OR FLATTER UNLESS OTHERWISE NOTED. 7. ALL UTILITIES SHOULD BE KEPT TEN(10')APART(PARALLEL) OR WHEN 4. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY 6. FIRE LANE STRIPING AROUND BUILDING PERIMETER AND ALONG ARE TRUCK 5. CONTRACTOR SHALL ASSURE POSITIVE DRAINAGE AWAY FROM BUILDINGS FOR CROSSING 18" VERTICAL CLEARANCE(OUTSIDE EDGE OF PIPE TO OUTSIDE FLAGGED AND INSPECTED BY THE LOCAL JURISDICTION PRIOR TO ANY CLEARING OR ACCESS WAYS SHALL BE INSTALLED AS PART OF THIS CONTRACT, IN ALL NATURAL AND PAVED AREAS AND SHALL GRADE ALL AREAS TO EDGE OF PIPE). CONSTRUCTION TAKING PLACE. DURING CONSTRUCTION, NO DISTURBANCE BEYOND THE ACCORDANCE WITH THE LOCAL CODE AND FIRE MARSHALL REQUIREMENTS. PRECLUDE PONDING OF WATER. 8. IN THE EVENT OF A VERTICAL CONFLICT BETWEEN WATERLINES, SANITARY £ w FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FLAGGING SHALL BE MAINTAINED 7. REFER TO BOUNDARY SURVEY FOR LEGAL DESCRIPTION, DIMENSIONS OF 6. ALL POLLUTANTS OTHER THAN SEDIMENT ON-SITE DURING CONSTRUCTION LINES, STORM LINES AND GAS LINE(EXISTING AND PROPOSED), THE BY THE OWNER AND/OR CONTRACTOR UNTIL ALL CONSTRUCTION IS APPROVED. PROPERTY LINES, BASIS Of BEARINGS&BENCHMARK INFORMATION. (SEE SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE SANITARY LINE SHALL BE DUCTILE IRON PIPE WITH MECHANICAL JOINTS AT `� ~ 5. THE EROSION AND SEDIMENTATION CONTROL FACILITIES SHOWN ON THIS PLAN ARE TO SHEET CS-1 CONTAMINATION OF STORMWATER. THE CONTRACTOR SHALL ADHERE TO ALL ) LEAST 10 FEET ON BOTH SIDES OF CROSSING, THE WATERLINE SHALL BE o BE CONSIDERED ADEQUATE BASIC REQUIREMENTS FOR THE ANTICIPATED SITE TERMS AND CONDITIONS AS OUTLINED IN THE GENERAL N.P.D.E.S. PERMIT FOR ° of 8. SEE SHEET C-1.1 FOR SITE DIMENSIONS. MECHANICAL JOINTS WITH APPROPRIATE THRUST BLOCKING AS REQUIRED TO � o CONDITIONS. DURING CONSTRUCTION, DEVIATIONS FROM THIS PLAN MAY BE NECESSARY 9. ALL ON-SITE PAINTED STRIPING SHALL BE DOUBLE COATED. SEPARATE STORMWATER DISCHARGE ASSOCIATED WITH CONSTRUCTION ACTIVITIES. PROVIDE A MINIMUM OF 18" CLEARANCE, MEETING REQUIREMENTS OF ANSI IN ORDER TO MAINTAIN WATER QUALITY. 7. PROPERTIES AND WATERWAYS DOWNSTREAM OF THE SITE SHALL BE 6. ALL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE INSPECTED BY THE COATS SHALL BE APPLIED NO SOONER THAN 4 HOURS APART. PROTECTED FROM EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY A21.10 AND ANSI 21.11 (AWWA C-151) (CLASS 50). Z CONTRACTOR ON A FREQUENT BASIS AND IMMEDIATELY AFTER EACH RAINFALL, AND (CONTRACTOR TO REFER TO PROJECT SPECIFICATIONS FOR ADDITIONAL AND PEAK FLOW RATE OF STORMWATER RUNOFF FROM PROJECT SITE. 9. LINES UNDERGROUND SHALL BE INSTALLED, INSPECTED AND APPROVED MAINTAINED AS NECESSARY TO INSURE THEIR CONTINUED FUNCTIONING. ALL SEDIMENT PAVING MARKING REQUIREMENTS.) 8. CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE GOVERNING CODES AND BEFORE BACKFILLING, o y MUST BE REMOVED FROM SILT FENCES, STRAW BALES, SEDIMENT PONDS, ETC. PRIOR 10. PARKING LOT STRIPING SHALL BE WHITE, 4" WIDTH, &DOUBLE COATED, BE CONSTRUCTED TO SAME. 10. CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH THE SPECIFICATIONS OF TO THE SEDIMENT REACHING 1/2 ITS MAXIMUM POTENTIAL DEPTH. UNLESS OTHERWISE NOTED. LIGHT POLE BASES TO BE PAINTED TRAFFIC 9. CONTRACTOR TO REMOVE UNSUITABLE SOILS LOCATED WITHIN THE BUILDINGS THE LOCAL AUTHORITIES WITH REGARD TO MATERIALS AND INSTALLATION OF 7. AT NO TIME SHALL CONCRETE, CONCRETE BYPRODUCTS, VEHICLE FLUIDS, PAINT, WHITE(DOUBLE COAT) SPLAY LINE OF THE FOOTINGS. THE WATER AND SEWER LINES. CHEMICALS, OR OTHER POLLUTING MATTER BE PERMITTED TO DISCHARGE TO THE 11. ALL DISTURBED AREAS ARE TO RECEIVE FOUR INCHES OF TOPSOIL, SEED, 10. FOR BOUNDARY AND TOPOGRAPHIC INFORMATION REFER TO PROJECT SURVEY. 11. ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY CODES is TEMPORARY OR PERMANENT DRAINAGE SYSTEM, OR TO DISCHARGE FROM THE PROJECT MULCH AND WATER UNTIL A HEALTHY STAND OF GRASS IS ESTABLISHED. 11. FOR LAYOUT INFORMATION REFER TO THE SITE PLAN AND HORIZONTAL AND/OR UTILITY SERVICE COMPANIES SHALL BE PERFORMED PRIOR TO SITE 12. ALL ISLANDS WITH CURB AND GUTTER SHALL BE LANDSCAPED. THOSE CONTROL PLAN. ANNOUNCED BUILDING POSSESSION AND THE FINAL CONNECTION OF SERVICE. 10 8. THE CONTRACTOR PERFORMING THE WORK SHALL MAINTAIN A SET OF THE APPROVED ISLANDS ARE TO HAVE 18"CURB AND GUTTER. ALL REMAINING ISLANDS 12. CONTRACTOR SHALL COORDINATE WITH ALL UTILITY COMPANIES FOR 4R M CONSTRUCTION DRAWINGS ON SITE AT ALL 11MES WHILE CONSTRUCTION IS IN ARE TO BE STRIPED AS SHOWN. INSTALLATION REQUIREMENTS AND SPECIFICATIONS. PROGRESS. 13, EXISTING STRUCTURES WITHIN CONSTRUCTION LIMITS ARE TO BE ABANDONED, STORM DRAINAGE NOTES 13. CONTRACTOR TO PROVIDE TRENCHING, BACKFILL, 2- 4"PVC SCHEDULE 40 " z 9. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR PERFORMING THE WORK TO REMOVED OR RELOCATED AS NECESSARY. ALL COST SHALL BE INCLUDED IN CONDUITS, AND PULLING WIRES FOR UNDERGROUND TELEPHONE SERVICE BASE BID. 1. EXISTING DRAINAGE STRUCTURES TO BE INSPECTED AND REPAIRED AS NEEDED, FROM EXISTING FACILITIES AS SHOWN ON PLANS. CONTRACTOR TO e (� OBTAIN ALL NECESSARY PERMITS FROM THE LOCAL JURISDICTION PRIOR TO °+s 14. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL RELOCATIONS, INCLUDING AND EXISTING PIPES TO BE CLEANED OUT TO REMOVE ALL SILT AND DEBRIS.. COORDINATE INSTALLATION AND POINT OF CONNECTION WITH UTILITY COMMENCING ANY WORK WITHIN THE PUBLIC RIGHT-OF-WAY. TIfM 10. THE CONTRACTOR PERFORMING THE WORK SHALL BE RESPONSIBLE FOR PROVIDING BUT NOT LIMITED TO, ALL UTILITIES, STORM DRAINAGE, SIGNS, TRAFFIC 2. IF ANY EXISTING STRUCTURES TO REMAIN ARE DAMAGED DURING PROVIDER. CONSTRUCTION IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO REPAIR SIGNALS&POLES, ETC. AS REQUIRED. ALL WORK SHALL BE IN 14. CONTRACTOR IS TO PROVIDE TRENCHING, CONDUIT, AND BACKFILL FOR ALL ADEQUATE TRAFFIC CONTROL AT ALL TIMES DURING CONSTRUCTION ALONGSIDE OR ti WITHIN ALL PUBLIC ROADWAYS. ACCORDANCE WITH GOVERNING AUTHORITIES SPECIFICATIONS AND SHALL BE AND/OR REPLACE THE EXISTING STRUCTURE AS NECESSARY TO RETURN IT TO UNDERGROUND POWER LINE AND VAULTS AS REQUIRED BY UTILITY 11. THIS APPROVED"TEMPORARY EROSION AND SEDIMENTATION CONTROL PLAN" MUST BE APPROVED BY SUCH. ALL COST SHALL BE INCLUDED IN BASE BID. EXISTING CONDITIONS OR BETTER. PROVIDER. POWER LINES AND POLES TO BE INSTALLED BY UTILITY yet IMPLEMENTED PRIOR TO ANY SITE WORK. SEE THE PLANS AND DETAILS FOR FURTHER 15. PYLON SIGNS SHALL BE CONSTRUCTED BY OTHERS. THE CONTRACTOR SHALL 3. STORM DRAINAGE PIPE WITH LESS THAN 2'-0" COVER SHALL BE CLASS IV PROVIDER. SEE SITE ELECTRICAL PLAN FOR SITE LIGHTING AND FOR aq� INFORMATION. INSTALL CONDUIT AND ELECTRICAL CIRCUIT BETWEEN THE PYLON SIGNS REINFORCED CONCRETE PIPE,OR APPROVED EQUAL TO SUSTAIN H-20 PRIMARY ELECTRIC SERVICE LOCATIONS. O AND THE LIGHTING PANEL. LOADING. 15. GAS PIPING SHOWN FOR COORDINATION ONLY. INSTALLATION OF THE GAS o 12. THE CONTRACTOR SHALL NOTIFY THE OWNER AND THE ENGINEER IN THE EVENT OR DISCOVERY OF POOR SOILS, GROUNDWATER OR DISCREPANCIES IN THE EXISTING 16. THE SIIEWORK CONTRACTOR SHALL CONNECT ALL LIGHTS WITHIN THE RETAIL 4. ALL ON-SITE STORM DRAINAGE PIPE SHALL BE SMOOTH WALLED INTERIOR, MAIN AND METER TO BE ACCOMPLISHED BY UTILITY PROVIDER. ay°ote CONDITIONS AS NOTED ON THE PLANS. STORE'S DEMISED AREA TO THE SECURITY CIRCUIT AS SHOWN ON THE MANUFACTURER'S VERIFICATION OF MANNING'S ROUGHNESS COEFFICIENT 13. MAXIMUM SLOPES SHALL BE 2:1 HORIZ:VERT FOR FILL SLOPES, AND 2:1 HORIZ:VERT ELECTRICAL PLAN. N=0.012 OR LESS. WATER NOTES FOR CUT SLOPES. 17. CURB RADII ADJACENT TO PARKING STALLS SHALL BE 2'. ALL OTHER CURB 5. PRECAST STRUCTURES MAY BE USED AT CONTRACTOR'S OPTION. 14. ROCKERIES OR OTHER RETAINING FACILITIES EXCEEDING 4'IN HEIGHT REQUIRE A RADII SHALL BE 10', UNLESS OTHERWISE NOTED. 6. ALL CATCH BASINS AND AREA DRAINS ARE TO BE SITUATED SUCH THAT THE 1. ALL CONSTRUCTION/INSTALLATION OF WATER MAINS SHALL BE DONE IN A a m SEPARATE PERMIT. 18. ALL VERTICAL CONSTRUCTION SHALL MAINTAIN 10'MINIMUM SEPARATION OUTSIDE EDGE OF GRATE FRAME IS AT TOE OF CURB OR FLOWLINE OF GUTTER SAFE, NEAT AND WORKMANLIKE MANNER, AND UNDER SUPERVISION BY UTILITY N 15. ALL AREAS DISTURBED DURING CONSTRUCTION WHERE PERMANENT LANDSCAPING WILL FROM OVERHEAD POWER LINES. CONTRACTOR TO NOTIFY ENGINEER (WHERE APPLICABLE). PROVIDER FORCES AT ALL TIMES. ALL SAFETY REQUIREMENTS FROM OSHA AND NOT BE PROVIDED WITHIN 60 DAYS SHALL BE HYDROSEEDED, OR OTHERWISE IMMEDIATELY IF CONFLICT EXISTS AND PRIOR TO CONSTRUCTION OF THE 7. CATCH BASIN INLET PROTECTION /EROSION CONTROL TO BE USED FOR ALL OTHER STATE REGULATING AGENCIES MUST BE MET. STABILIZED, AS REQUIRED. STRAW MULCHING OR PLASTIC SHEETING ARE ACCEPTABLE VERTICAL ELEMENT INCLUDING, BUT NOT LIMITED TO,LIGHT POLE BASES AND NEW INLETS. 2. WATER MAIN PIPE MATERIAL SHALL BE CLASS 52 DUCTILE IRON OR PVC PIPE LL ALTERNATIVES TO TEMPORARY HYDROSEEDING DURING PERIODS OF LOW GROWTH. TRAFFIC SIGNAL STANDARDS. 8. ALL STORM PIPE ENTERING STRUCTURES SHALL BE GROUTED TO ASSURE MEETING LOCAL REQUIREMENTS. POLYETHYLENE WRAP IS REQUIRED ON ALL �I 16. ALL AREAS DISTURBED DURING CONSTRUCTION WHERE PERMANENT LANDSCAPING WILL CONNECTION AT STRUCTURE IS WATERTIGHT. METALS. NOT BE PROVIDED WITHIN THE NUMBER OF DAYS SPECIFIED BELOW SHALL BE 9. ALL STORM SEWER MANHOLES IN PAVED AREAS SHALL BE FLUSH WITH 3. AN 18-INCH MINIMUM SEPARATION IS REQUIRED ON SERVICE TAPS ON A MAIN E HYDROSEEDED, OR OTHERWISE STABILIZED, AS REQUIRED. STRAW MULCHING OR PLASTIC PAVEMENT, AND SHALL HAVE TRAFFIC BEARING RING AND COVERS. LINE. N SHEETING ARE ACCEPTABLE ALTERNATIVES TO TEMPORARY HYDROSEEDING DURING MANHOLES IN UNPAVED AREAS SHALL BE 6" ABOVE FINISH GRADE. LIDS 4. CLASS 52 DUCTILE IRON MAY BE DIRECT TAPPED FOR 3/4 INCH AND 1-INCH v $ do PERIODS OF LOW GROWTH: SHALL BE LABELED"STORM SEWER". SIZE SERVICES. SADDLES SHALL BE USED ON ALL TAPS 1-1/4"- 2" = v I WEST OF THE CASCADE MOUNTAIN CREST 10. CONTRACTOR SHALL CONNECT ROOF DRAIN LEADERS AND FOOTING DRAINS TO DIAMETER IN ANY PUBLIC MAIN. DURING THE DRY SEASON (MAY 1 - SEPT. 30): 7 DAYS PROPOSED STORM DRAINS AS SHOWN. 5. ALL ELBOWS/BENDS ON WATER MAINS SHALL HAVE THRUST BLOCKS. $ 3 M o DURING THE WET SEASON OCTOBER 1 - APRIL 30: 2 DAYS 11. CONTRACTOR SHALL CONFIRM STRUCTURE CONSTRUCTABILITY WITH ( ) 6. A DEPTH OF 36"FROM FINISHED GRADE TO THE TOP Of THE WATER MAIN IS 0 17. SLOPE STABILIZATION. CUT AND ALL SLOPES SHALL BE CONSTRUCTED IN A MANNER MANUFACTURER PRIOR TO DELIVERY AND INSTALLATION. REQUIRED. PLACING WATER LINES SHALLOWER THAN 36"IS PROHIBITED. o THAT WILL MINIMIZE EROSION. ROUGHENED SOIL SURFACES ARE PREFERRED TO SMOOTH 7. ALL NEW PIPES MUST BE PROPERLY FLUSHED, PRESSURE TESTED, AND SURFACES. INTERCEPTORS SHOULD BE CONSTRUCTED AT THE TOP OF LONG, STEEP CHLORINATED BY THE CONTRACTOR, AND INSPECTED BY UTILITY PROVIDER SLOPES WHICH HAVE SIGNIFICANT AREAS ABOVE THAT CONTRIBUTE RUNOFF. SANITARY SEWER NOTES AND GOVERNMENTAL AGENCIES WITH JURISDICTION. CONCENTRATED RUNOFF SHOULD NOT BE ALLOWED TO FLOW DOWN THE FACE OF A 8. ALL BACKFLOW PREVENTION DEVICES(DOUBLE CHECK BACKFLOW PREVENTORS, CUT OR FILL SLOPE UNLESS CONTAINED WITHIN AN ADEQUATE CHANNEL OR PIPE 1. ALL CONSTRUCTION/INSTALLATION OF SANITARY SEWER MAINS SHALL BE DONE IN REDUCED PRESSURE BACKFLOW PREVENTORS,PRESSURE AND ATMOSPHERIC o SLOPE DRAIN. WHEREVER A SLOPE FACE CROSSES A WATER SEEPAGE PLANE, A SAFE, NEAT AND PROFESSIONAL MANNER, AND UNDER SUPERVISION OF CITY VACUUM BREAKERS, ETC.)MUST BE APPROVED BY THE UTILITY PROVIDER AND o d ADEQUATE DRAINAGE OR OTHER PROTECTION SHOULD BE PROVIDED. IN ADDITION, FORCES AT ALL TIMES. ALL SAFETY REQUIREMENTS FROM OSHA AND OTHER STATE GOVERNMENTAL AGENCIES WITH JURISDICTION. SLOPES SHOULD BE STABILIZED IN ACCORDANCE WITH ITEM (17)ABOVE. REGULATORY AGENCIES MUST BE MET. O W i 9. ALL NEW CONNECTIONS TO EXISTING WATER MAINS REQUIRE ISSUANCE OF A CA v, 18. STORM DRAIN INLET PROTECTION. ALL STORM DRAIN INLETS MADE OPERABLE DURING Z Q cn 2. THE MINIMUM SIZE FOR PUBLIC SEWER MAINS SHALL BE 8"DIAMETER. ALL PUBLIC WORKS PERMIT AND INSPECTION BY THE CITY OR GOVERNMENTAL 3 3 CONSTRUCTION SHALL BE PROTECTED SO THAT STORM WATER RUNOFF SHALL NOT o SANITARY SEWER PIPING SHALL BE SCHEDULE D3034 PVC OR EQUAL. MINIMUM PIPE AGENCIES WITH JURISDICTION PRIOR TO BACKFILLING. i ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE O DIAMETER FOR PRIVATE LATERALS IS 4"AND OF SCHEDULE D3034 PVC OR EQUAL. 10. BACKFLOW PREVENTION DEVICES SHALL BE CONSTRUCTED OF CORROSION it TREATED TO REMOVE SEDIMENT. it � Z 19. DUST ON THE SITE SHALL BE CONTROLLED PER LOCAL JURISDICTIONAL AIR QUALITY ALL SANITARY SEWER LATERALS MUST BE PROPERLY MARKED AT ENDS. RESISTANT MATERIALS. REQUIREMENTS. THE USE OF MOTOR OILS AND OTHER PETROLEUM BASED OR TOXIC 3. CONNECTIONS INTO THE EXISTING SANITARY SEWER MAINS REQUIRE ISSUANCE OF 11. EXTERNAL WATER METER AND BACKFLOW PREVENTION VAULTS SHALL BE In �- LIQUIDS FOR DUST SUPPRESSION OPERATIONS IS PROHIBITED. PUBLIC WORKS PERMIT AND INSPECTION BY THE LOCAL JURISDICTION PRIOR TO GASKETED IN AREAS OF HIGH GROUNDWATER OR NEAR STORMWATER Z BACKFILLING. MANAGEMENT FACILITIES AS REQUIRED BY THE UTILITY PROVIDER, CONTRACTOR O N_ 20. REFER TO PROJECT SPECIFICATIONS FOR SURFACE WATER POLLUTION PREVENTION W 0 4. ALL NEW SANITARY SEWER PIPES AND MANHOLES MUST BE THOROUGHLY CLEANED, TO CONFIRM. N Z PLAN (SWPPP)NARRATIVE. INSPECTED AND PRESSURE/VACUUM TESTED AS REQUIRED BY UTILITY PROVIDER N III M (� AND GOVERNMENTAL AGENCIES WITH JURISDICTION. ALL TESTS MUST BE WITNESSED z-cr_.1 i AND PASSED BY THE UTILITY PROVIDER AND GOVERNMENTAL AGENCIES WITH � JURISDICTION PRIOR TO PLACING INTO OPERATION. CONSTRUCTION DRAWING APPROVAL Q 0 5. THE CONTRACTOR SHALL PROVIDE TO THE UTILITY PROVIDER ANY GUARANTEE OR WARRANTY NORMALLY FURNISHED WITH THE PURCHASE OF ANY MATERIALS USED IN THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED CONNECTION WITH THE PROJECT AT HAND. PER THE CONDITIONS ON THE TILE SHEET. i BY, rn City Engineer, CITY OF ARLINGTON DA TE: 3 THIS APPROVAL VALID FOR 18 MONTHS 0 SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. CITY OF ARLINGTON TESC NOTES CITY OF ARLINGTON SANITARY SEWER NOTES CITY OF ARLINGTON WATER NOTES m 1. APPROVAL OF THE TEMPORARY EROSION/SEDIMENT CONTROL PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR i. ALL WORK SHALL BE IN ACCORDANCE WITH THE APPROVED PLANS, AND CURRENT EDITION OF THE 1. ALL WORK SHALL BE IN ACCORDANCE NTH THE APPROVED PLANS AND CURRENT EDITION � STORM DRAINAGE DESIGN. CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS. ANY CHANGES TO THE DESIGN REQUIRES CITY OF THE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS. ANY CHANGES TO THE 2. A TESC PLAN MEETING THE DOE STORM WATER MANAGEMENT MANUAL ADOPTED BY THE CITY SHALL BE SUBMITTED TO THE CITY APPROVAL. DESIGN REQUIRE CITY APPROVAL W FOR APPROVAL PRIOR TO ANY WORK ON THE SITE. AN APPROVED COPY MUST BE MAINTAINED ON-SITE AND BE READILY AVAILABLE 2. ALL MATERIALS SHALL CONFORM TO THE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS AND 2. ALL MATERIALS SHALL CONFORM TO THE CITY STANDARDS AND SPECIFICATIONS AND SHALL 1 s TO THE CITY INSPECTOR AT THEIR REQUEST. THE MATERIAL SUBMITTALS SHALL BE APPROVED BY THE CITY BEFORE SCHEDULING THE BE APPROVED BY THE CITY PRIOR TO DELIVERY TO THE JOB SITE. MATERIAL SUBMITTALS 3. THE TESC BMPS SHOWN ON THE PLAN MUST BE INSTALLED PRIOR TO ALL OTHER CLEARING AND GRADING ACTIVITIES, AND IN SUCH PRECONSTRUCTiON CONFERENCE AND BEFORE THE MATERIALS ARE DELIVERED TO THE JOB SITE. ARE REQUIRED AND MUST BE APPROVED PRIOR TO SCHEDULING A PRE-CONSTRUCTION A MANNER AS TO ENSURE THAT SEDIMENT-LADDEN WATER DOES NOT ENTER THE DRAINAGE SYSTEM,LEAVE THE SITE, OR VIOLATE ONCE THE MATERIALS ARE DELIVERED TO THE JOB SITE THE INSPECTOR WiLL DETERMINE IF THE CONFRERNCE. a APPLICABLE WATER QUALITY STANDARDS. MAINTENANCE, REPALCEMENT, AND UPGRADING OF THE TESC PLAN IS THE RESPONSIBILITY MATERIALS WERE MANUFACTURED TO MEET THE REQUIREMENTS OF THE CITY OF ARLINGTON 3. WATER MAINS SHALL BE CEMENT-LINED DUCTILE IRON PIPE CLASS 52 UNLESS OTHERWISE J U OF THE CONTRACTOR UNTIL ALL CONSTRUCTION IS COMPLETE AND APPROVED BY THE CITY. STANDARDS AND SPECIFICATIONS BEFORE THE MATERIALS CAN BE INSTALLED. APPROVED BY THE CITY. a 4. THE BOUNDARIES OF THE CLEARING LIMITS, SHOWN ON THE TESC PLAN, SHALL BE CLEARLY FENCED OR FLAGGED IN THE FIELD 3. ALL SEWER MAINS AND SIDE SEWER STUBS SHALL BE FIELD STAKED FOR GRADES AND ALIGNMENT 4. ALL SERVICE LOCATIONS SHALL BE FIELD APPROVED BY THE CITY PRIOR TO INSTALLATION. r` PRIOR TO STARTING CONSTRUCTION.NO DISTURBANCE BEYOND THE FENCED OR FLAGGED CLEARING LIMITS SHALL BE PERMITTED. BY A SURVEYOR PRIOR TO CONSTRUCTION. THE CONSTUCTION STAKES MUST SHOW THE STATION 5. IT IS THE CONTRACTOR'S RESPONSIBILITY TO LOCATE UNDERGROUND UTILITIES BY CALLING N THE FENCING AND/OR FLAGGING SHALL BE MAINTAINED BY THE CONTRACTOR FOR THE DURATION OF THE CONSTRUCTION PROJECT. AND OFFSET TO THE ALIGNMENT. ONE-CALL UNDERGROUND UTILITY LOCATOR(i-800-424-5555) 48 HOURS PRIOR TO 5. 114E TESC FACILITIES SHOWN ON THE PLANS ARE THE MINIMUM REQUIREMENTS FOR THE ANTICIPATED SITE CONSTRUCTION. DURING 4. THE CITY OF ARLINGTON WASTEWATER DIVISION SHALL BE NOTIFIED A MINIMUM OF 48 HOURS IN CONSTRUCTION. o THE CONSTRUCTION PERIOD, THESE TESC FACILITIES SHALL BE UPGRADED AND ADDED TO AS NEEDED, FOR UNEXPECTED STORM ADVANCE OF A TAP OR CONNECTION TO AN EXISTING SANITARY SEWER MAIN. THE INSPECTOR SHALL 6. ADEQUATE TRENCH SHEETING AND/OR SHORING SHALL BE PROVIDED BY THE CONTRACTOR EVENTS AND TO REFLECT CHANGED CONDITIONS, AS REQUIRED BY THE CITY. BE PRESENT AT THE TiME OF THE TAP OR CONNECTION. AS REQUIRED BY OSHA AND WISHA. 6. THE CONTRACTOR SHALL PROVIDE THE CITY A 24-HOUR EMERGENCY CONTACT PHONE NUMBER OF THE CONTRACTORS CERTIFIED 5. GRAVITY SEWERS, INCLUDING SIDE SEWERS, WITH 5 TO 14 FEET OF COVER SHALL BE PVC ASTM D 7, THE PIPE SHALL BE INSTALLED BY FOLLOWING THE FINISHED GRADE PROFILE WHEREVER EROSION CONTROL SUPERVISOR PRIOR TO STARTING CONSTRUCTION. 3034 SDR 35. GRAVITY SEWER MAINS NTH LESS THAN 5 FEET OR GREATER THAN 14 FEET OF POSSIBLE. THE DEPTH OF COVER SHALL BE TYPICALLY 36 INCHES(3 FEET), AND MAY BE ''N 7. THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE CONTRACTOR AND MAINTAINED AS NECESSARY TO ENSURE CONTINUED COVER SHALL BE DUCTILE IRON PIPE CLASS 52, OR C-900 PVC. IF DUCTILE IRON PIPE IS USED FOR UP TO 60 INCHES(5 FEET)WITH THE APPROVAL OF THE CITY ENGINEER. WATER MAINS FUNCTION AND OPERATION. SEWER, THE PIPE INTERIOR SHALL BE EPDXY COATED(NOT CEMENT-LINED). N M 8. BETWEEN OCTOBER 1 AND APRIL 30, DISTURBED AREAS THAT ARE TO BE LEFT UNWORKED FOR MORE THAN TWO(2)DAYS SHALL 6. PRE-CAST MANHOLES SHALL MEET THE REQUIREMENTS OF ASTM C-478. JOINTS SHALL BE RUBBER UNDER THE STATE(OR COUNTY)HIGHWAYS SHALL MEET THE MINIMUM COVER DEPTHS BE IMMEDIATELY COVERED BY MULCH, SOD OR PLASTIC COVERING. BETWEEN MAY 1 AND SEPTEMBER 30, DISTURBED AREAS THAT GASKETED AND GROUTED BOTH INSIDE AND OUTSIDE OF THE MANHOLE PER CITY OF ARLINGTON REQUIRED BY WSDOT(OR SNOHOMISH COUNTY). o 0 ARE TO BE LEFT UNWORKED FOR MORE THAN SEVEN 7 DAYS SHALL BE IMMEDIATELY COVERED BY SEEDING OR OTHER APPROVED STANDARDS AND SPECIFICATIONS. ALL LIFT HOLES CUT THROUGH THE WALLS OF THE MANHOLE 8. PIPE JOINT DEFLECTIONS SHALL NOT EXCEED ONE-HALF OF PIPE MANUFACTURERS ( ) RECOMMENDED MAXIMUM DEFLECTIONS. BENDS MAY BE REQUIRED TO MAINTAIN PROPER METHODS. SHALL BE GROUTED FROM THE INSIDE AND OUTSIDE OF THE MANHOLE TO BE WATERTIGHT. ADDITIONAL WATERPROOFING MAY BE REQUIRED. WATER MAIN ALIGNMENT WITHIN EASEMENTS OR PUBLIC RIGHT-OF-WAY. 9. SEDIMENT DEPOSITS SHALL BE REMOVED FROM ALL CATCH BASINS,PRE-TREATMENT/SEDIMENT POND, AND SEDIMENT TRAPS UPON 7, SIDE SEWER SERVICES SHALL BE PVC ASTM D 3034 SDR 35 WITH FLEXIBLE GASKETED JOINTS. SIDE 9• WATER MAIN SHALL NOT BE PLACED UNDER SIDEWALK, CURBS, GUTTERS, OR ANY REACHING A DEPTH OF 12 INCHES. PERMANENT STRUCTURES WITHOUT THE PRIOR APPROVAL OF THE CITY ENGINEER. , SEWER CONNECTIONS SHALL BE MADE BY A TAP TO AN EXISTING MAIN OR A TEE FROM A NEW 10, ANY PERMANENT RETENTION/DETENTION FACILITY USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE MAIN CONNECTED ABOVE THE SPRING LINE OF THE PIPE. WYES ARE NOT ALLOWED ON LINES 8" OR 10. NO CONNECTION TO THE CITY WATER SYSTEM IS ALLOWED UNTIL THE NEW CONSTRUCTION NECESSARY EROSION CONTROL MEASURES, SHALL PROVIDE ADEQUATE STORAGE CAPACITY, AND SHALL BE CLEANED OUT ENTIRELY LARGER. SIDE SEWERS CAN NOT BE INSTALLED UNDER DRIVEWAYS UNLESS APPROVED BY THE CITY PASSES PRESSURE AND PURITY TESTS, AND HAS BEEN APPROVED AND ACCEPTED BY THE ONCE THE SITE IS STABILIZED. IF THE PERMANENT FACILITY IS TO ULTIMATELY FUNCTION AS AN INFILTRATION SYSTEM, THE FACILITY CITY. INSPECTOR. SHALL NOT BE USED AS A TEMPORARY SETTLING BASIN. 8. ALL SEWER PIPE SHALL BE INSTALLED WITH A CONTINUOUS TRACER TAPE 24"-48"UNDER THE 11. PRIOR TO MAKING CONNECTIONS TO THE EXISTING SYSTEM, CONTRACTOR SHALL FIELD r 11. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, FAST GERMINATING GRASSES SHALL BE APPLIED AT AN VERIFY THE LOCATION, DEPTH AND MATERIAL OF EXISTING WATER MAINS AT THE POINT OF APPROXIMATE RATE OF 120 LBS PER ACRE. PROPOSED FINISHED SUBGRADE, OR AS DIRECTED BY THE CITY INSPECTOR. THE MARKER SHALL BE CONNECTION. U PLASTIC, NON-BIODEGRADABLE, METAL CORE, AND DETECTABLE, NTH BACKING MARKED "SEWER". 1T 12. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 3 9. SIDE SEWERS SHALL BE INSTALLED BY THE DEVELOPER AND COORDINATED FOR CLEARANCE WITH 12. ALL WATER LINES SHALL BE A MINIMUM OF 10 FEET HORIZONTAL CLEARANCE FROM oQ INCHES,OR 3,000 POUNDS PER ACRE. POWER, GAS, TELEPHONE,CABLE, AND OTHER UTILITIES. SIDE SEWERS SHALL BE A MINIMUM OF 10 SANITARY SEWERS. WHEN WATER LINES CROSS SEWER LINES, THE MINIMUM VERTICAL 4� ,$ 13. SOIL STOCKPILES SHALL BE STABILIZED WITHIN 24 HOURS. WHEN ACTIVELY WORKING WITH THE SOIL STOCKPILE, STABILIZATION BY FEET BEYOND PROPERTY LINES AND 5' BEYOND ANY EASEMENT. CLEARANCE SHALL BE 18 INCHES. R► d GROUND COVER BMPS SHALL OCCUR AT THE END OF EACH WORK DAY. 13. TO FILL THE MAIN FOR FLUSHING, PRESSURE AND PURITY TESTS, THE CONTRACTOR IS 10. THE SEWER PIPE SHALL BE INSTALLED STARTING FROM DOWNSTREAM OF THE POINT OF CONNECTION �. 14. STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE N THE EXISTING SEWER OR FROM A DESIGNATED STARTING POINT. THE SEWER PIPE SHALL BE REQUIRED TO USE AN APPROVED METER AND DCVA. THE HYDRANT SHALL REMAIN IN THE I pg�s DURATION OF THE PROJECT. ADDITIONAL MEASURES MAY BE REQUIRED TO INSURE THAT ALL PAVED AREAS ARE KEPT CLEAN FOR FULL OPEN POSITION TO PREVENT BACK-SIPHONAGE THROUGH THE DRAIN HOLE. AFTER TILT THE DURATION OF THE PROJECT. INSTALLED WITH THE BELL END UPSTREAM. SUCCESSFUL TESTING, THE CONTRACTOR WILL TIE INTO THE EXISTING SYSTEM, USING 11. ADEQUATE TRENCH SHEETING AND/OR SHORING SHALL BE PROVIDED BY THE CONTRACTOR AS 15. MAINTENANCE AND REPAIR OF TESL FACILITIES AND STRUCTURES SHALL BE CONDUCTED IMMEDIATELY UPON RECOGNITION OF A DISINFECTED SLEEVES AND SPOOL PIECES. PROBLEM OR WHEN 1 TESL MEASURES BECOME DAMAGED. REQUIRED BY OSHA AND WISHA. 14. THE CONTRACTOR SHALL CONTACT THE CITY FOR VALVE OPERATION. ONLY AUTHORIZED 12. TO PREVENT WATER OR DEBRIS FROM DISCHARGING INTO THE CITYS EXISTING SEWER SYSTEM, THE s 16. UPON COMPLETION OFF THE PROJECT, ALL BMPS SHALL BE REMOVED FROM THE SITE AND RIGHT OF WAY. IF BMPS ARE REQUIRED TO REMAIN IN PLACE FOR FURTHER PROTECTION, ARRANEMENTS FOR REMOVAL SHALL BE MADE REPRESENTATIVES OF THE CITY CAN OPERATE VALVES IN THE CITY WATER SYSTEM. p toM a CONTRACTOR SHALL INSTALL A PLUG IN THE CONNECTION MANHOLE OR AS DIRECTED BY THE CITY WITH THE CITY INSPECTOR. THE CONTRACTOR IS HEREBY NOTIFIED THAT, SINCE FILLING AND FLUSHING WILL BE DONE 15. INSPECTOR. THE PLUG SHALL NOT BE REMOVED UNTIL THE SEWER IS ACCEPTED THE CITY. THROUGH A CROSS-CONNECTION CONTROL DEVICE, LOW VELOCITY FLOWS MAY BE a r 13. ALL SEWER LINES SHALL MAINTAIN A MINIMUM OF 10 FEET HORIZONTAL CLEARANCCEE AND A MINIMUM � ENCOUNTERED. THEREFORE, EVERY ATTEMPT SHALL BE MADE TO KEEP THE PIPE CLEAN ADDITIONALOF 18 REQUIREMENTS EQUREMENTS AND S VERTICAL AALTERNATiVES NCE FROM WATER LINES. SEE STANDARDS AND SPECIFICATIONS FOR DURING INSTALLATION. THIS MAY INCLUDE SWABBING THE PIPE WITH CHLORINATED WATER. 16. THE CONTRACTOR SHALL PERFORM TEMPORARY SOIL EROSION AND SEDIMENTATION CITY OF ARLINGTON STORM DRAINAGE NOTES 14. PIPE BEDDING SHALL BE IN ACCORDANCE WITH THE CITY OF ARLINGTON STANDARD AND WSDOT CONTROL, DUST CONTROL, NOISE CONTROL, AND TRAFFIC CONTROL AS REQUIRED BY THE I STANDARD SPECIFICATIONS. 3/8-INCH MINUS MANUFACTURED CLEAN PEA GRAVEL IS THE REQUIRED CITY OR OTHER APPLICABLE AGENCIES. 1. ALL STORM DRAINAGE IMPROVEMENTS SHALL BE CONSTRUCTED IN ACCORDANCE NTH THESE APPROVED PLANS AND CITY BEDDING MATERIAL ALL PIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION. THIS SHALL 17. CUTTING AND PATCHING OF ROAD WAYS SHALL CONFORM TO THE REQUIREMENTS OF THE STANDARDS AND SPECIFICATIONS. ANY DEVIATION FROM THESE PLANS WILL REQUIRE PRIOR APPROVAL FROM THE OWNER, THE CITY INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION - N s RIGHT-OF-WAY PERMIT OF THE CITY OR OTHER APPLICABLE AGENCY. ENGINEER, AND OTHER APPROPRIATE PUBLIC AGENCIES. MATERIALS AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM 2. ALL PIPE MATERIALS SHALL MEET THE REQUIREMENTS OF THE CITY STANDARDS AND SPECIFICATIONS. ACCEPTABLE STORM GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WiLL BE SUPPORTED BY A UNIFORMLY DENSE DRAINAGE PIPE MATERIALS INCLUDE CONCRETE,PVC, HOPE, AND DUCTILE IRON. CORRUGATED METAL PIPES(GALVANIZED ALUMINUM UNYIELDING BASE. OR STEEL)ARE NOT ACCEPTED BY THE CITY. ALL PIPE JOINTS MUST HAVE GASKETS AND SHALL BE WATER TIGHT UNLESS 15. THE CONTRACTOR SHALL COMPACT TRENCH BACKFlLL WITHIN THE CITY RIGHT-OF-WAY TO AT LEAST OTHERWISE DIRECTED BY THE CITY. 90%MAXIMUM DRY DENSITY FROM THE BOTTOM OF THE TRENCH TO A DEPTH OF 3'BELOW THE 3. PIPE BEDDING MATERIAL SHALL BE 5/8-INCH MINUS CRUSHED GRAVEL FOR ALL PIPE TYPES, EXCEPT DUCiiLE IRON. BEDDING SURFACE. THE TRENCH BACKFlLL MUST BE COMPACTED TO AT LEAST 95%MAXIMUM DENSITY WITHIN E MATERIAL FOR DUCTILE IRON PIPE SHALL MEET THE REQUIREMENTS OF THE CITYS STANDARDS AND SPECIFICATIONS(CHAPTER 4). 3'OF THE SURFACE. ASPHALT MUST BE COMPACTED TO MEET THE REQUIREMENTS ON THE PLANS. N 4. ALL TRENCH BACKFlLL IN AREAS OF PAVEMENT OR STRUCTURAL LOADING SHALL BE COMPACTED TO AT LEAST 95%OF THE ALL COMPACTION TESTS ARE AT THE DEVELOPERS EXPENSE. '` ' MAXIMUM DRY DENSITY. ALL OTHER AREAS SHALL BE COMPACTED TO AT LEAST 90%OF MAXIMUM DRY DENSITY. $ 5. ALL PIPE SHALL BE PLACED ON STABLE EARTH. IF IN THE OPINION OF THE CITY INSPECTOR, THE EXISTING TRENCH FOUNDATION IS ®Q r` UNSATISFACTORY, THEN IT SHALL BE EXCAVATED BELOW GRADE AND BACKFILLED WITH GRAVEL BEDDING MATERIAL TO SUPPORT "r4 N THE PIPE. a 6. LOT DRAINAGE SYSTEMS, STUB-OUTS AND ANY DRAINS BEHIND THE SIDEWALK MUST BE INSTALLED AS REQUIRED PRIOR TO =»- SIDEWALK CONSTRUCTION. STUB-OUTS SHALL BE MARKED NTH A 2"X4"WITH 3 FEET VISIBLE ABOVE GRADE AND MARKED STORM". LOCATION AND DEPTH OF THESE INSTALLATIONS SHALL BE SHOWN ON THE AS-BUILT PLANS SUBMITTED TO THE CITY. 7. ALL CATCH BASINS SHALL BE TYPE 1 UNLESS OTHERWISE SHOWN ON THE PLANS AND APPROVED BY THE CITY. THE USE AND rn INSTALLATION OF INLETS IS DISCOURAGED. 8. ALL CATCH BASINS WITH A DEPTH OF 5 FEET(RIM TO INVERT) OR GREATER SHALL BE TYPE 2 CATCH BASINS EQUIPPED WITH 3/4-INCH DIAMETER SAFETY MANHOLE STEPS OR A MANHOLE LADDER PER CITY STANDARD DETAILS. W 8 9. ALL GRATES SHALL BE MARKED 'OUTFAU TO STREAM -DUMP NO POLLUTANTS". ALL SOLID COVER SHALL BE MARKED 'DRAIN". ALL cr a CATCH BASINS AND MANHOLES SHALL BE EQUIPPED WITH LOCKING FRAMES AND LIDS OR GRATES PER CITY STANDARD DETAILS. Q W O y 10. ALL GRATES LOCATED IN THE GUTTER FLOW LINE(INLET AND CATCH BASIN)SHALL BE DEPRESSED 0.1 FOOT BELOW PAVEMENT Z Q Z i1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL MANHOLE,INLET AND CATCH BASIN FRAMES AND GRATES/COVERS = O TO GRADE JUST PRIOR TO CURB INSTALLATION AND/PAVING. 12. ALL RETENTION/DETENTION FACILITIES SHALL BE INSTALLED AND IN OPERATION PRIOR TO, OR IN CONJUNCTION NTH, ALL ( Z CONSTRUCTION ACTIVITY, UNLESS OTHERWISE APPROVED BY THE CITY. Z CS J 13. DETENTiON/RETENTiON PONDS WITH SIDE SLOPES STEEPER THAN 3:1 OR WITH A MAXIMUM WATER DEPTH GREATER THAN 3 FEET N Z_ cc SHALL BE ENCLOSED WITH A VINYL COATED CHAIN LINK FENCE. H J Q M 14. BIO-FILTRATION SWALES AND/OR FILTER STRIPS SHALL BE CONSTRUCTED, BEDDED OR SEEDED AND IN OPERATION PRIOR TO, OR (�N ir LL SODDED IN CONJUNCTION NTH, ASPHALT PAVING. THE VEGETATION IN THE BIO-SWALE MUST BE WELL ESTABLISHED BEFORE PAVING Z Tt Q O i BEGINS. 15. STORM WATER RETENTION/DETENTION FACILITIES, STORM DRAINAGE PIPE AND CATCH BASINS SHALL BE FLUSHED AND CLEANED BY CONSTRUCTION DRAWING APPROVAL Cc THE DEVELOPER PRIOR TO THE CITYS ACCEPTANCE OF THE PROJECT. r` 16. WHEN INFILTRATION FACILITIES ARE CONSTRUCTED, COMPACTION OF SOIL IS NOT ALLOWED, AS THE DESIGN IS BASED ON NATURAL THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED U SOIL IN THE ORIGINAL LOCATION. VEHICLES SHALL NOT BE DRIVEN OVER THE INFILTRATION AREA DURING CONSTRUCTION. PER THE CONDITIONS ON THE TITLE SHEET. 17. IF THE CONTRACTOR ENCOUNTERS GROUNDWATER OR SOIL CONDITIONS DIFFERENT FROM THAT SHOWN IN THE PLANS DURING BY, o INFILTRATION SYSTEM INSTALLATION, THE CONTRACTOR SHALL NOTIFY THE CITY INSPECTOR. City Engineer, CITY OF ARLINGTON y DATE: THIS APPROVAL VALID FOR 18 MONTHS C Y`, -1.2 6i REFER TO SHEETS CV-t1 AND REFER TO CV-t0 FOR EROSION SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. CV-12 FOR GENERAL NOTES CONTROL.SPECIALIST \ I 310511-003-040-00SANITARY SEWER IsHED REMOVE EXISTING I I FND. 1/2" BAR & L--u EAST OF BUILDING LINE it DEMOLITION KEY NOTES I CONNECTION I I I ILLEGIBLE CAP POTHOLE...._--"" / I I I I i I LOCATION FORREMOVE / I I QA DEMOLISH EX. RETAINING WALL I ! S88°34'04"El SANITARY SEWER WATER VAULTEXISTREMOVE ING © REMOVE EX OVERHEAD POWER LINE, COORDINATE W/ 0.00' J ° - - - _ _ _ _ _ _ - - - _ _ _ _ -- - - - - - EXISTING FENCE TO BE UTILITY PROVIDER I --- I REMOVED ALONG .. .. - - ... . . . . . C COMPLETELY DEMOLISH EXISTING BUILDING AND ASSOCIATED r :.::i.. ?:ir:. r.' INE TO 's I I I NORTHERLY LPROPERTY O S .. ... . ... .....X....... R VAULT /�.(' I I I ¢ . .. .. . .. .. .. APPURTENANCES,INCLUDING BASEMENTS IN ACCORDANCE ssss-3§ ss:. .. .-, ass: E I LINE a A N NTH APPLICABLE CODES.DISCONNECT AND CAP EXISTING I . ' cRa......: " ' �... " ' I 1... .. .. ... ..... : .�. �10'UnLI7Y ASEMEN� I I "� � I EC DER A.F. .00�- ........... ............................................. 40029 I ( 3 UTILITIES AT THEIR MAIN LINE. CONTRACTOR SHALL REMOVE I : . :. .: :::..a:::.::'. :::. .:. ....................::.::::::.':.'.':.':. -w w.... ... . :. :::::::::::.:.'.:.'.-.':.'.:.'::.':^:...... I I �o ALL ASBESTOS CONTAINING BUILDING MATERIALS IN I 4:i�'i?:::}ii:?:?}:::}::( ?i}...................... ::::::............... 1. . .'.'. . :::::::. :. :::. :. ::::...................... ......:.r:. ::::. ::. ... _.:::':?:'I: :::( :::::::. ::::'::::':':::'::':':::':;::.':.. ...''...:.':.'.'. ).. 1. ... .. r.... 3 o ACCORDANCE WITH APPLICABLE CODE REQUIREMENTS. .............:::::::. :::.::'. :::. :::. . :r:::::::. . Ewsnrtc...... .........::::::::. .'::::.'.'.' ---- - ---- ::ir?:I': . i?:.';{(iC :('i:i:::'::'::':':'':':'.E :i r:ii?}:?rr}:i?:i`:...... ..::...iir'.-. .: -::..r.:'::::.:.::!:::...::. Bu�u G !:. -. .. . .'.:'r:.'..'.'..'.' :a . .:'. r.: ::. ::. :::::.'::.'.' I ..... ...........1...... . . .�. .^ :::::::. :::::::::.:::':: �..:.:::. . .................. :..:.:':.:: D DISCONNECT EXISTING ELECTRICAL SERVICES CAP AND :: .'. ::::.::.': .:::::... .. : :::. :. :. ::.'. :::. .::'::.':.'. O II I I / d x........... i ....... ................................i-.....::::::::. ::::.:'. :::.'. :::. .'.: ::.':.':.:':.'.':.'::; :•LOADING.:. ° I / PRESERVE FOR RECONNECTION I / r........................................._.......... ' is i:i:ii:.::11::.::. :.'...'......:. ..:..::::.. . ::::::.':.'.:.'.' °. .DocK.. Il I : :F: I I f f ............... I d I I .':.'.('.'.:'.'.'::::...................................'...... I I S7 2. �1,{41 r` N A r.......... ..... \... .. .. i \I .---aW- is i r:c: : :' :::.:::':':'r:'i�::rr rr: rr:rrr:r: ................(-ri:':''i :...<. / .. / ..QE DISCONNECT EXISTING WATER SERVICE CAP AND PRESERVE N / I I FOR RECONNECTION I / I 1 L'...' ::'.: v/.:iiii'rr:::?rr:::..:::. SUBJEC a g a 1 / / 1.':.'.' I i . .'::::.':::::.' P.u.D.I I I L ( i L:'.:'. I I j... .'.'.-.-r.'.':c:.:7"....................... EASE EtI1T I Q I ❑ o F DISCONNECT EXISTING GAS SERVICE CAP AND PRESERVE I (;: C -I--- "'/"""' " REC D I o o O FOR RECONNECTION / °••. . -- - r=----•� 1/ DEj q. ... :. i I NO.115 9�11I �3: I a © REMOVE EXISTING CATCH BASIN, INLET PROTECTION TO BE I !I ,/ \ t'. B / I \ I. 1 I I I I 0 I REMOVED UPON REMOVAL OF STRUCTURE 1 I / \ I FINISH FLOOR / 4 • EL.=123.74 i m I I/ � \ ;\.':.':: . ..I'..'.•'.•..... ;. C QH DISCONNECT EXISTING STORM DRAIN CAP AND PRESERVE 310511-003-041-00 i :{ii(C::{{4:::i'}r?: :i:{::......'.....::� II I I I I I J € U FOR RECONNECTION _ ...........................LL.. D I / III ro yI I . I. / II g QI REMOVE EX UTILITY POLE AND GUY WARE,COORDINATE WITH I II I I I \ 6. ::i::'i:; i:( i::('is:':}:?:'::; UTILITY PROVIDER I I .:: m. ° a : 66,887 SO.FT. J:'i:(C :::::?i: is{': :.... is?:i:::::F:{;: : ++ .I. I I l EXISTING 4"GAS LINE QJ DISCONNECT EX SANITARY SEWER AND PRESERVE FOR I / a G'riri:i ::: TO REMAIN. INTO I \ iiriii: I i. :........ r}r?:r:c:........:::. °r RECONNECTION. CONTRACTOR TO POTHOLE AND SURVEY i I I 1 FINISH FLOOR 1 \.I ///yi CONTRACTOR TO o4R uM ,..... .. o 4 EL-123.04 #. LOCATE/MARK SIZE, LOCATION AND INVERT ELEVATION. III 1 o I I 3.:. ///// ^t44 :'FI:':':':':'::':':''::::: ::::::::::::::':::::':: //kE LOCATION NORTH OF 6w 1 QK DEMOLISH EX SIDEWALK I 1 It/ o .1:::::: \ ,•° •* eLDc. -.i'::ivrr...........:i;ii::ii?:i'r:'i:' / LOCATION SHOWN ON III I :: : SURVEY. yy/ts © PROTECT EX UTILITY TO REMAIN el 1 I oM f' I .� ° FINISH i::' •� "1 I ".'b'� '. FLOOR a , III EL=123.32 LEGENDtl ... .. :.. .. II GAS X REMOVE EX. CONCRETE PAVEMENT � I I % \\ METER ►g�a� o III I / \\ y\ °.. VALVE l r:'::'f::::'ll:':Y:l:f:"Ill:::'ICK:':':':'(.':'}:':':':':'fT''.;: i I S.. d Th r - REMOVE EX.BUILDING u 1 \ y C I a o I I I I ZS,@7B S6.FT. \pa D FINISH oR I FR T °�rss 4 REMOVE EX. GRAVEL SURFACING 1 \ EL=t23.s4 Bo ryD�r I Bc. II 1 I I GF '� c+ PRL1, 1 . I I \ LOADING .:.::.....:.::::'.....':'. ..: STABILIZED CONSTRUCTION ENTRANCE p p WIDE SANITARY SEWER 4 I14 \ SEMENT TO THE qTY \ I D t{T i OF ................................................ \ R TEMPORARY A G70N A.F.NO.9110010456 .::':;;s G G u CATCH BASIN INLET PROTECTION \ ...G:..'.'. D R F. C SI NLE :. I .......... ..... iii:i'iii?: : :'ri::{':':-r:'::i'rriiii:C'::'iii_{c:':r::r:'r::'. -.'::.:::. :::. :. :::. :. :::. ::. t{ D-20 tt II \ o I N6.IIt CONSTRUCTION FENCE. WIDE EASEMENT FOR _ .. / .. .... .... ...... ::::.:...::':':.: .TOP 6" C S._CB=720.03�_:'. ::::'.:": 1 8 m� .'TOP CB I G _. .. / .\ 23.58 .. INV 6'PVC S<718.78 II ESS \ LIMITS OF DISTRUBANCE I A OAD RECORDED UNDER \ NK 6"PVC NROOF TOP)=72259. ...'. .'.'.' .' NV 6^PVC W.=118.73 1 III ' N I Ia- I v / / 2273 .INV.6 PVC E.<718.73 I I I I F LL.F.N0.8977200555 ........... :':.. ::::...'. .'..':.:'.:::':.::'...'..':::.'. 1 ....:. .... .......... . ......... ..................... .. D-zo CONSTRUCTION FENCE X / �''::':::':;':'::':':'::'':: ::':'::': . / ...:.::.... :::::.:..:'... ..:.'.':.'::.....:.. \ l 1 I I N .. ...._.......':.-.:'.'...::'.- \:'.:'.':::::.".`: .:'.'. :..::::': :'::::..:.. 2 DIA.CONC.VAULT W/STEEL;.:.'. ...................................... .. 2 / ......._....::.:'.'.'::............................ .. ..:... \':: . . GRATE W.WATER UT-OFF VALVE.:. .......................................... ........TOP CB=123.�..'._._.'.':.'.:'. ... _.... 1 1 ......................... SILT FENCE I ..................I:::i i:':':i4rr::ii::'i:i:4i �..:. ..::..: :::.:.:.. ........................ I 1 ........................................... D-20 / INV.a"PVC N.®122.43::.:':r:: I . .'.'. ::.':.•:.':..........:...::.:.:'.'.-.' .G:".`:.'::.:':::.:':.:'.' t' .' . ....:. ..... .:.. ::::' TRAM e I ':.':)::::'�..... p - - r:::.: \ SIGN. /I `............. ..... .: : : .............. 1 1 POLE A. .. ............................. ............. E: / .'.':::...'::..:.........::.'.'.'�:.':.'::.'.':.:':.':.':::.::.....':.'.:::..:•:...'...::.':.':.'. :.':.':.:'.'.':.'. . :.'::.'..::::::..:..::. TOP CB-123.50......... ........... ::.'..:::........:::. .'.......y.............. I 1 O :..:./'. :::*'' r::....:..:..:.'.:::':...._....'..:: ::.:INV7:8'PVC N.=12215::..:::.: _ ....',a.�:'.'::.':.'::.':': \ 1 ! 1 ..................... EARTHWORK QUANTITIES I ....... ..:....::::.:::...... ... a o. t.... ..'.::.:':::::::.:.:.. '..::.. ...... - ...............�..................... ..{� ..................................... \.........::::..:....:::::::::::.' s- I EARTHWORK VOLUMES SHOWN BELOW REPRESENT THE / Xi I " �� :::.:.::::::::...\:..:::':::..':::::':..::::....::'.......:::::. ...' ....................L........................t... m .::::: ::..:..:::.':::::.'..:::::::::.::.:.::..:::...:...:..::::::..:::::: ................................................. ........ ........ ."..... .. ./................... y............................. o DIFFERENCE BETWEEN FINISHED AND EXISTING GRADE � :............ N: :::::::'::::::::'::: ::'::'::'. GRAV.. .....>: d..'..:::..:..:....:..:::...:::: SURFACES WITH NO ADJUSTMENTS MADE FOR SURFACE I �Z:v :�.v`i:::.. ..::..:..: .........._............. .' r _FND.t/2"BAR& ci:'i:'::i'::'i :'::':.'i'': :'. :i :'::':;.:'.:'....... .. / w:::::....::'.'..:::...'..:. p. .':::..:ILLEGIBLE CAP ........... ..... ::::::::::::::::.'::.::::::.:(.'...'..:::::..:...:: .........:::.::'...:.:::::..:... c� .. ...........�m a........................ ....... .....................:: ::.:'::::..::•::...................:....::•. ...........:.:.:::..:..:::::.....✓..................../....................-.......... :.': o PREPARATION REQUIREMENTS OR SUBGRADES. THE VOLUMES v, ': ::::.:.:.gz S'z, Iy I I: : .:.::: �m �....:::'': :.: ::.;:::. . . .. .................................... ............ ,......................... .......................... ARE APPROXIMATE ONLY, AND ARE NOT TO BE USED FOR I ............. ......':::'::':::::::::::':::':::::...::: :� ........................ .':.'::.'. . .' F:.:: ::...:::::::.:...:..:::..:::.::...'...'....:::.::'...::.:.:::..::'::.::::.......1... ... ........................ ................................ ........ x. -.-.' ............................................. ..........N. I p:2D :::::.:.:::':.'..:.'::::: ::...........:...'::............/..... / BIDDING PURPOSES. /.:..:: ....... o: . ........:......::'..: .....:....:............::: .'::.-.::/::::.. .:.'..'.'..'::........:::::::.: V.% '77.r.-..'. :.'.'.':..-:.::'..:.a..:.iV89A6.0 '.:. ............. 5.01... . / 6.€ ........... rn -:: ::-..............�- -- ...- -.T -...:.'.:..-.. Q':..:::::..::::::r :i•r::: rc:::::':': cr:'rrr:r:::`rr:......:::i,�:. .:::........:::::.'.'..':.'.':.'.:'::::r r::::r::.i '•r:rrr:.r:'rir:..-..' I/ 3 CUT: 300 CY d , . .. �..:.:..:. :.:.:..::::::::::.':::.'.'::.': :: ::.':. :.:2Q.Ob.:::.'.::. ... y 3 1 I- - - Z o -.--__ ��� p. :.':.r.:. ."SET MAG NAIDB�-'::::.':'::.'::.'::':,":..:' .'::::::::.. ............... ................ 1 - o FILL: 4,500 CY � __ O ::WASHER LS.42868 "'----" - _ IR NET: 4,200 CY(FILL) - - - - _ - - _ - __ - _. OHP.... Y=OHP o - - - - - OHP- �� G H y HP OHP - _ -VHP / -�� .P.Y IL - 0- - -Nt'08'06 r=-13510 - N89°06'06"E - 1 5.5 w- c I Z 3 oC NC.WALIL•:..• +,•. •. .. _ ...'W.-�- .. .sD, <. R=25.00' I (sj'� W W-W- i cuRe O E i 4=87.22'10" -W 1 TOP SOLID LID CB=125.25 30.00' / / 3509, 7-oa�so LID q3=1za.ea EX SIDEWALK TO THE I ( O INV.8"PVC S=121.45 L / I Q Z GRAPHIC SCALE INV.8"PVC W.(CAPPED)=121.33 g np D LD CB=128.33 L SPEEDAJMIT SGN L L INV PVC S.124.89 g EAST TO REMAIN. I �- INV.8'P W.(OIL/WATER Q 20 0 10 20 40 80 / INV 8"PVC s.123.to / I / Z N _ _ STABILIZED CONSTRUCTION i NV 8"PVC E=122.99 0 153_49' / SE ARATOR)=722.54 /� -. O N Z 267D.63' INV.8"PVC N.-1121.38 J cw IN FEET ) \ NV.8"PVC 5.=121.63 G.T.E. VAULLTNTRANCE \ ( 140.5T / c J M i inch = 20 ft. 204TH ST NE_ I\ s� 4 GOR.�-S 55+-Ssa, -�, c N o� \_ ss-SS-SS IF-SS-SS-SS SS s-ss-ss-ss�--SS-SS-SS- FIND. CO MON. \ _ Q J i ss-ss sS! --ss-ss- -o- \ W/BRASS AP IN N \ J^ O TOP SOLID LID CB-124.75 o TOP ce=125.61 I \ CASE 9-31989 \ �i a , �- INV.8"PVC S-123.0s TOP CB=128.30 ( CONSTRUCTION DRAWING APPROVAL c In I I 70P B"PVC.72 INV.8"PVC 5.=12297 I N�V.e'PVC NW.=123.88 �� INV. PYC S.=125.78 Q Q .�. , INV.8"PVC N.=122.08 1 CURB INV.6 PVC N.=124.90 p, TOP SOLID LID CB=125.66 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED CONC i4ALK / TOP CB=12871 PER THE CONDITIONS ON THE TITLE SHEET. NC.WALK SE.COR.SSMH=128.17 C- / o � 4jEUEPHONE_VAULT /EJ1 1 � IN.8"PVC N.=125.38 BY.__Know what's below. - City Engineer, CITY OF ARLINGTON � ' �SS _gS � _� � SS-SS Sf y Call before you dig. i' / DATE' i 3 THIS APPROVAL VALID FOR 18 MONTHS 0 SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. m NOTE voMr-9Ee sm NOTES N a SrMLE TovTE 1.Pnt sM1all M1ave sulfiaeN stren9m and durabifry ) _ 1. Install tM1eends of the high-biIW Sift se s w Poem,IgNty upMo F_ 9FLF NdnIa1G nE-sEllOx Mm,GRAB, s4aPOST to support Nm hMe mmugh ma Ills of me pmlea. � TFN9eFsiXEM[iTµ OiEO to p(avenrsodment from fl I B amulk ma elks IN Nw RNn. � vt p posT, 2 -lIsNuso il apnmmxe wml BLndlk spesmslboNs s r ackxG nE-xvLGN bs(Mx GRAOEi: )A1M S01.3ITb) U -Sw MIN.TENS LE.STRENGTN.UV STAGII¢Ep i 16T fat APot�� ! 3.s01 Spiss.Nil ba placed In Iow spins D IocaNwts If o MITEPNL —�v Xrr cwl6'c° spNsas , 1eam PrgW mparaw m ten may 1m to m 4klletl unless the PrpjeU Doi—approves ma insNlNfioG. .T. VERMAI PoST-� OepTEltsE 4.1-1.1%,d,paretbl to mapped contour lines < b4 E sAC � d SEE NO E, _ aELF,Ldpalcnc-Mwa ce aw.GXwsr. 'Yn„ !�, O� � ,m+Mw.ro,NLESTXewm,uv srAelu4O �,� 13EVAT1lW. 6UIVGMTTesT4s ,;�' FENCEONSLOPE � �� •��`_ nLE Foa Nonv LT FENCE k. N' i Msp�2ecsnwl eiAlAVRp n N si r-a eeuuvar '' ;i: W M EPVAl10N NOTE NEaaAUN CAV N.wmM¢FdsnmsNW THE Gaallm. 1 Mat"-�G.UOVATION OA CE Y CONNiH Isd11DEnNTYP0.VETNYLEIkOq MT_iLOW3 ACrss MUST SE ACEOUATE TO - W.YPROPYtHEw1tl1.AMpsMLLw- asVEXTUNUENC—FLAWS. W 11ESN1TANf.GRAtl6E eMM .�. TVPICALEeTALLATN)N DETAIL � :� � (STEEL POSTS SNOMN Y / I� `POSs ! (Nvlrs4 s1EEt en PROTECTED �tl((JI� "°Tsar %j oo I Ns6TPiM¢ ' ^.s Ll�l�b uxw-dinc�— M.�lvoopda •• UC/ 7(II( k METRIC 6 G'� K $ Ir T9ARbsT ISTEFl PoSB SNpnNa A R4 L.4 tI33J vi GENnFICATE NG.osasea � J tEMnPGTEN0.00080p T"MI-SEGTION L+ FABmO S.«�ncny- HIGH VISIBILITY FENCE NI SILT FENCE r WORK STAN LA DARD PN Er1.10.10-01 AREA STANDARD PLAN 1-30.17-00 � AP a:lunaN smt ExpE ascnoxs LL eE - sNE r I of TaREEET � R TOPRAT VM M E6GP wi N pm sxuL Nor eE PucEo F IEolEtac ��_ � TsoMINsuM w aECTro N�+ar Mwnw�X++Mr�Mw °�� 4 sa �- IwoOFro5�6W,Wl �w.pnM°+aN MvwWa✓Tm+F� i� II \ C.a W4 pjs h HIGH VISIBILITY CONSTRUCTION FENCE SILT FENCE NTS L NTS qy�1 o�Ms NOTES i.size dreeMav Inlet Crete Davin(BNiD)br me sbrm water swaure ft v4N aervros. N 2.The BIGD shall hives WIi4o hal wnlietsyaldn(o Ill bypass) 37 3.The rsMsval syamm moat sAsv removal of ma sIGD wShout spilling Us, I^6 S coXetNd malbN4. �n 3 0.Polts,s malrNenelwe.ins M.—wlm Sta,sWl spepficmi.-1.311 s). F-LL P_IWf. 1 pRNn�wAre � �vr 1IVA • Qs"TEFRWeE': -nE+anNGIA�Nw � �,y----nam�EvksraTEM rrvP.l � W �Nerr.ANul>mae �" \ 4 -OVERFLOV(BYPASS a -J .._e0.0WIIW.ETeRATE PENCE Qi O O -TEED 3 V eElOetl tETGMn:GENCE_'' ONERRLWIeVP/68:(tYP.I O , O ° O W / P n ° p ��� valMwarw Z Q J ER N EEO7MINYlN M01liWG YEN( cnF�� / NYTmpIXMl6 ./.17 =VV Vi! 15 c STORM DRAIN IN PROTECTION r/O� Z h STANDARD PLAN 140.20-00 Z p V O £ nF 1 sx Z .r P N fA 0 P �N C7 N ir O J^Q CC W i CONSTRUCTION DRAWING APPROVAL Q 0 STORM DRAIN INLET PROTECTION THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED •Q PER THE CONDITIONS ON THE TITLE SHEET. o s NTS Y. a, City Engineer, CITY OF ARGNGTON c H DATE.• i THIS APPROVAL VALID FOR 18 MONTHS D-Z.O Gi SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. 1 I VEHICULAR ACCESS FND. 1/2" BAR & + ' m 1 POINT(2-WAY) ILLEGIBLE CAP SHARED ACCESS DRIVE II N tL1� S 8.34 04 E 0.00' N89`0 06"E A 55 ' - B 75'FROM SURVEY J N89 _'E - 258. 0_ s 2" BAR, I — M-— —— ——�(-—— —— 4RECORDE. REFERENCE POINT I7 �0 CAP I A �j 10'UTILITY EASEMENTR12, UNDER A.F.NO,N- 8304040029}} \ LEGEND I R5' o CONCRETE PAVEMENT I I I I 1 104' St/2,SEI/4 SECTION 11 CONCRETE SIDEWALK PAVEMENT 1 h SUBJECT TO r N EASEMENT LANDSCAPED AREA I I RECORDED 0:: UNDER A.F. NO.1157911 "\C- I CONCRETE CURB tI 1 I e 10 I �o 0 PROPERTY LINE - - I a k•-. '•I -77 A 4 SIGN PARKING STALLS PER ROW ® 1 1 low :`: : PEDESTRIAN PATH - t 1. I 1 O o 13 ; I z: M DRUGSTORE ,25' 19 3G' 30' 14,671 SF k, o 1 1 Ui 8 "to I' NI 1 d _ LEA I N s I . ACCESS To 301� g o S.R.9 = ry P z ,y t ,�••,-,: RESTRICTED } y, 129.33' FROM EAST 4 1 1 BOUNDARY G I � PROPERTY "�•'"'.•1 OF �b�t�t8 PROP tt \ �:, BY 30r WIDE SANITARY SEWER ' ' � --�•,-,•,I DOCUMENT t EASEMENT TO THE CITY OF \ 1M9�� - � y �,� Tp _ io RECORDED ARLINGTON A.F.N0.9110010458 r UNDER A.F. ` - -' NO.1140278 N rr■o ..✓ 92.81' 30'WIDE EASEMENT FOR - - N ' INGRESS,EGRESS,UTILITIES �J1 •�•,• ,v AND ROAD RECORDED UNDER •.8, .- -'. oci A.F.NO.8911200555 �1> � � � � � .�•.•.•.- �c 1 R10' VEHICULAR ACCESS t �- POINT(2-WAY) t' 9' rn 6 ©�, I I 99, 8 I I I R20' o � R10' 11 T \ N I I Opp N \ (( w 00 RV ['-'.`.I orn orNno 0d ©( 0°1 I� R10' R10' fND.1/2'BAR& 45' 6' a0 90' 0 1 o m' A'D• R22 L BLE C K of I :`:•:':":•: .�`: 10' LANDSCAPE.':Ig:" � �� � 9' m 75 FROM SURVEY BUFFER-- T a< - - o� : : : : : : 10'2 "E REFERENCE POINT c EXISTING ACCESS vT . . . . . . . . . . . . 6',• • l o 0 TO REMAIN 11717.1771771�1717_ - - 7* o 5 01' N 9°06 06"E . . . . . . . . . . . . �. r_ ' •T — 30' zi-.—. : . . . . . a 12 CONCRETE TRAIL-'-'•'•'•'-" #r:i z — : . . . .L�A§FiE+T-L.B:-42666- _,� �-4== :-- -� - _- z N 9.06'06 E t3557. L=38.12' 0(u vjj 4 'N A' 10 20 E A--- 22'10" rn 35'FROM SURVEY H VEHICULAR ACCESS POINT(2-WAY) 30.00' I o 30'RIGHT OF WAY 204TH ST. NE 35,09' REFERENCE POINT 5'LANDSCAPE >y� 5' FROM SURVEY Z STRIP RIGHT IN/OUT m m MINOR ARTERIAL REFERENCE POINT N — s—— — S FO V15:o 25 MPH 1+1057' 0 . +o�+ 189 06'06"E 2670 63' z aJ t VDNbb 2tI ZU L ON? Q N pp3 FND. CON. MON. �"M J W/BRASS CAP IN z-Q N GRAPHIC SCALE z CASE 9-1989 i zo 0 10 zo 4o so N � O CONSTRUCTION DRAWING APPROVAL Q O ( IN FEET ) o tD❑ THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED I inch = 20 YG o PER THE CONDITIONS ON THE TITLE SHEET. `o $ O Q BY, City Engineer, CITY OF ARLINGTON rn E o 1 DATE: 3 THIS APPROVAL VALID FOR 18 MONTHS Gi SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. I � I 1 C' VEHICULAR ACCESS I o POINT(2-WAY) SHARED ACCESS DRIVE- CONSTRUCTION KEY NOTES ' ____-__ .__________ —_-__ ____ __ _ ! a OA CEMENT CONCRETE TRAFFIC CURBi C A g ©TRASH ENCLOSURE, SEE ARCH PLANS FOR DETAILS f- 55' ° z 3,a © ADA STALL W/SIGN, SLOPE IN ADA STALLS AND LANDING I A J n RECORDED UNDER A.F.NO, C-&1 , ° UTILITY EASEMENT AREAS SHALL BE NOT MORE THAN 2%IN ANY DIRECTION. 1 N ' ' ' R12' 83o+oao029 _ QD STOP BAR I R40' O NO PARKING-LOADING ZONE RS' r o L o O TYPE 1 CEMENT CONCRETE DRIVEWAY APPROACH © CONCRETE SIDEWALK PAVEMENT I 104 _ 1 ::;LLJ SI/2,SE1/4 _-\ SECTION 11 ^ N SUBJECT TO d o o o OH TIE INTO EXISTING SIDEWALK I G EASEMENT w Z �I f RECORDED STOP SIGN 1 I ° UNDER A.F. $ o i I I NO.1157911 s8A o OJ PEDESTRIAN PLAZA,SEE C-1.1 I ' 10 ,1 OK CROSSWALK I Is `r A © LOADING RAMP. APPROXIMATE SLOPE OF 5% m e2 OM PATTERNED CONCRETE PAVEMENT I I � DRUGSTORE 6.5' 30'------,9' : :I: r I I 30'T 14.671 SF C o�R STD �n LEGEND 1 MAX HT. = 30.5' - x �8 e STANDARD DUTY ASPHALT C-8.1 I c-&1 CONCRETE PAVEMENT ,;1•' .; ;_, I I 12 I i I CONCRETE SIDEWALK PAVEMENT LANDSCAPED AREA ACCESS TO 1 S.R.9 _r 3,4 CONCRETE CURB 1' I {. . RESTRICTED a•. + C-8.0 I I BOUNDARY Q I'�--29.3' �--••''I PROPERTY PROPERTY LINE - - ` r BY 30�WIDE SANITARY SEWER C �-:•:•'I DOCUMENT SIGN i EASEMENT F. THE GTY OF . : : . . ; 70 RECORDED RUNGTON A.F.NO.9110010458 • - UNDER A.F. o 8 ® , '. • +f ILL•.-.'I NO.1140278 PARKING STALLS PER ROW 30'WIDE EASEMENT FOR INGRESS,EGRESS,UTRJTIES _`, PEDESTRIAN PATH ——————————— AND ROAD RECORDED UNDER K 6 :6 A.F.N0.8911200555 R10 R20 - 9' M PARKING DATA I ; oc oo oo I O REQUIRED PARKING(DRUGSTORE) �b> REQUIRED RATIO: 1/400 SF BUILDING AREA , 5�;� 9 0 O �r J boa N REQUIRED STALLS: 37 SPACES RHO' ' R10' '' S 0 R5' o PROVIDED PARKING R22' o o STANDARD STALLS: 59 ti AN ACCESSIBLE STALLS: 3 VEHICULAR ACCESS POINT(2-WAY) 6 3 TOTAL STALLS: 62 I . . . . 1, 30 -q-•—' — o — o STALL DIMENSIONS - — ••.•""'•�' ——— — a. STANDARD STALL: 9'X19' - c�1 T p '',w "•"` ---� — — — — — '/•y"� qd�.,r ,•., -..r..ir� 1. .+yi+�FR'.r'Y-?.. .+.+.+..i.r,..i. '�...+.:: 0 Z3 a LO " PARKING REQUIREMENTS H c F ' ,aI G MINIMUM PARKING REQUIRED 1 SPACE/400SF BUILDING EXISTING ACCESS I 4 204TH ST. NE SFO TO REMAIN g 14,671 SF X(1/400) = 37 STALLS _ VEHICULAR ACCESS POINT12-WAY __ oz�__ __ __ __ _ O ('3 REQUIRED —-- -- -- - 7RIGHT IN RIGHT OUT N Z PARKING PROVIDED = 62 STALLS PROVIDEDco N MAXIMUM COMPACT STALLS 20%OF STALLS o z ~ N Cc C N PARKING STALL DIMENSIONS �� Z dam'Q i REGULAR STALLS 19, X 9' z :3(� o COMPACT STALLS 15' X 8' ADA STALLS 8'WIDE, 5' ACCESS AISLE CONSTRUCTION DRAWING APPROVAL Q MINIMUM TREE SHADING 20%OF PARKING AREA O THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED o ❑ o PER THE CONDITIONS ON THE TITLE SHEET. zo o to RAoPHIC SCALE eo BY: o+ City Engineer, CITY OF ARLINGTON H DATE: j ( IN FEET THIS APPROVAL VALID FOR 18 MONTHS Cj�1�1 Gi 1 inch = 20 ft. SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. J Q ti H CO N J 7 U I Z U IR S LARGE DIAMETER QUARRY STONES d LARGE DIAMETER o 0 - -'zz QUARRY STONES 126.35 TYP ®,o 127.85, ( ) \ ?.` ACCENT RIVER ROCK w l BORDER -- _ ACCENT RIVER 6.35 _____ 127.90 SCORED CONCRETE/STAINED SCORED CONCRETE Y o c AND EXPOSED AGGREGATE -_ _ - (TYP.) 128.15 W 127.90 129.65 -� — �.T��,,,t✓ __" - w STAIRS(18" TREAD WITH 6" - --- I RISER TYP.) W BENCH *' --'--_ i 129.75 O yes TYP w I W W 128.15- 4 129.65 _ _ — _J 129.72 w w ENTRY CAPS(TYP.)� / EX 129.65 129.36 ENTRY CAPS AND STAIR BORDER s BENCH _ _ _ _ _ �— _ - — — — -129.58 - - - - - - - - -129.28- - - - - - - - — EX - - - - - - - I$ PLAN VIEW E o N 6 rn I r` O vi W Z < Id.. N O Z j < Y _CZ Q CE I O � � 8 N O z a SECTION VIEW Cl) N z 't C() III i CONSTRUCTION DRAWING APPROVAL Q ", GRAPHIC SCALE THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED 0L 5 0 2.5 5 10 20 PER THE CONDITIONS ON THE TITLE SHEET. .o BY: 0 rn IN FEET City Engine , CITY OF ARLINGTON ( ) er,N 1 inch = 5 fL DATE. / STORY PHOTOS THIS APPROVAL VALID FOR 18 MONTHS C-1.2 SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. REFER TO LJGd MNG DETAIL SHEETS FOR LIGHT SPECIFICATIONS I I m i VEHICULAR ACCESS POINT(2-WAY) SHARED ACCESS DRIVES 1 M 55 ►{ . . • I o_ ( f' 10'UTILITY EASEMENT r I i rj R12" RECORDED UNDER A.F.NO. •I04040029R4 o_R5' A104' S1/2,SEi/4SECTION 11BJE SUCT TO EASEMENT i I I E rr RECORDED o UNDER A.F. I I NO.1157911 10 is I1 I I . • . J � CONSTRUCTION KEY NOTES 1 I I I E DRUGSTORE 8.5' 19' 30, 19, 30' LED AREA/FLOOD LIGHT POLE I I I 14,671 SF I x y 1 I MAX HT. = 30.5' ©96"BOLLARD LED PATHWAY LUMINAIRE I I d © 42°BOLLARD LED PATHWAY LUMINAIRE A �' �•• I �, ss �e°� 4 D LED CANOPY LUMINAIRE OE LED SECURITY WALL MOUNT LIGHTS I I m06 1 ' ACCESS TO I ' 'I S.R.9 i {.. ' RESTRICTEDFROM EAST I J�Ado E D ;• BOUNDARY I 29.3' of T ' PROPERTY } :' BY AS WIDE SANITARY SEWER ' DOCUMENT c — EASEMENT TO THE CITY OF ; C io RECORDED ARLING70N q,F.N0.911 0 01 04 5 8 r UNDER A.F. I N 5 NO.1140278 I' 30'�WI. EASEMENT FOR \ a I < f. INGRESS,EGRESS,UTILITIES AND ROAD RECORDED UNDER m _—.- A.F.NO.1/11200555 o ' I RID' RIO R20' 9' ff z o 0 6 tI v N R10' 1 U RIO, 9 0 0 R5' I I .•.'UA ..: 4AmgD T O g : .� . . .: o 3 R22' I ; VEHICULAR ACCESS;•;•'•'•'•'•' ��•'• 3 I T ,POINT(2-WAY) . . I • . . . - - I I • . . . . . . . . . . c i o 0�0 O VEHICULAR ACCESS POINT(2-WAY) EXISTING ACCESS a.m 204TH ST. NE TO REMAIN (RIGHT IN/RIGHT OUT) O Z ,c O z qt M N .. n LL. i CONSTRUCTION DRAWING APPROVAL Q GRAPHIC SCALE THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED c 20 0 10 20 40 80 PER THE COND111ONS ON THE'TITLE SHEET. `o � BN City Engineer, CITY OF ARLINGTON c ( IN FEET ) 0 1 inch = 20 ft. DA 7E: 3 THIS APPROVAL VALID FOR 18 MONTHS Gi SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. • m N H . W O_ J S V — ! k i so' MAX H671=S30. ' . . 0 I i 5' 7t N a 12' t . !�} V & ACCESS �I j S.R.9 To O o w i I i RESTRICTED a 29.3' :' _OF FOUN ARYT I . . . . . . , .'.� PROPERTY 11 BY 1 30r WIDE SANITARY SEWER , !� s_ -t•••:•:I DOCUMENT EASEMENT TO THE qTY OF RECORDED +„ —__ ARLINGTON AF.NO.9113L0458 t UNDER A.F. m Imo_ NO.1140278 J C U 30'�WIOE EASEMENT FOR r ——————— I NGR AND ROAD ' RECORDED UNDER 6 • °o ---_ A.F.NO.8911200555 .• �� �` , ' � ©' J i IR11 0' II R10 R20 9' i I s , N R10' I _ �jo R10' `. 9 10 R5' o S m • :VEHICULAR ACCESS :•`• ;�:•: 1 R2 I• . . . . . . . .. . . . .POINT(2 WAY) o-'-i•.•.•.•.•.•.•.•.•.•.•. I ' 1 . . . . . . — — — — — . . 3 t. WORK ZONE. . . . . . . . . . . : : : : ' — — — o EXISTING ACCESS _ — D - — — TO REMAIN- —I— SIGN READS SIDEWALK —- CLOSED PAST THIS POINT am� SIGN READS SIDEWALK I I O CLOSED PAST THIS POINT CONSTRUCTION FENCE VEHICULAR ACCESS POINT(2-WAY) � � 204TH ST. NE -- -- -- -- - _ _- - (RIGHT IN/RIGHT OUT) -- 04 - - - -- -- -- -- -- - - -- -- ---�- yn E oc O O O � ❑ o O O o+ ^ Z a J �ZQ J 0 F-3 O �Z ONz OU Z dN Q IL LL a G CONSTRUCTION DRAWING APPROVAL a GRAPHIC SCALE THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED `o 20 0 70 20 40 $p PER THE CONDITIONS ON THE TITLE SHEET. BY: 0 City Engineer, CITY OF ARUNGTON ( IN FEET ) oI inch = 20 ft. DATE: 3 7741S APPROVAL VALID FOR 18 MONTHS th STRUCTURE TABLE SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. # TYPE RIM IE IN IE OUT I \\\ 1 I TC 121.5 O TYPE 2 CB 124.7 116.9 116.9 I ` 1 TP 121.0 1 IIII TC 126.0 TC 122.0 TP 125.5 1 11 1 1 G m O2 TYPE 2 CB 124.5 116.9 116.9 I I I TP 121.5 TC 124.6 it I I I O MODULAR WETLAND 122.8 118.6 117.3 I / TP 124.1 I I TC 124.4 I I 1 1 0 0 TYPE 1 CB 122.0 118.7 118.7 I \ TP 125.3 / TP 123.9 I IIII s TC 124.7 I 1 OS TYPE iL CB 123.8 120.8 120.8 - - - -- 7 2t -TP 124.2 TC 122.0 20 J SD SD SD SD SD SD o I I 1 z Os TYPE 1 CB 125.3 121.2 121.2 ' TP 121.5 20 s- 3 SS 3 s Ss -ass Ss s s ss ss ssssZir / ?A j I TC 124.8 I I Q TYPE i CB 124.6 -- 121.6 z 0 t / TP 124.3TYPE i CB124.5 -- 121.5 4 4 A0 TC 124.7 / Sz IML TC 122.5 1L TP 12TC2125.0 - TP 125.4\ i 20 TYPE i CB 121.8 118.8 118.8 I TP 124.8 I I I j 1 TP 121.0 { 21 TYPE 1 CB 123.8 120.8 120.8 I I 11 I O In I I /- �'TC 125.2 �1 TP 125.3 TP 125.5 TP 125.5 A ¶'126.0 �/ N N W-<w-w' I I 1 j 2z TYPE 1 CB 124.7 -- 121.7 I \ - --- TP 125.6 N TC 125.0 I I III I TP 124.7 / \ I I III I TC 125.7 ! 5 TP 124.5TC TP 125.2 TP 126.0j �^ TP 125.8 I 1 1 1 1 1 o i I I I TP'12561 TC 125.7 ---- -I - I I 1 I 012'S-1z3--�\ i TP 125.3 /TP 125.2 ---- j TC 125.8 22 1 I I I I o o PIPE TABLE i ,ti 1 TC 125.9 8 1 11 "ROL TP 1 25.3 IE 8"RDL 121.0 L I / A I TP 125.4 IE= 123.0 /8"ROL # DIA(IN) L(FT) SLOPE(FT/FT) MATERIAL I 1 I/ / \ TC 125.8 8"RDL / I = 1 I IIII 1 , � o ❑2 12 8 0.000 HOPE I / y \ \ ❑3 12 68 0.006 HOPE h i 1 / \\ \� I TONNECT RDL STORM DRUGSTORE A 1 CHAMBERS J j1 II ❑4 12 10 0.010 HOPE 14,671 SF �I 'I \` I/% All \ I TC 125.7 I TO 125.2 I ' �'?s, ❑5 12 196 0.010 HOPE I I \ I I TP 125.2 �I 1 1 TC 125.8 s 12 128 0.005 HOPE ' i I I I ` I FF 126.0 A I 1TC 125.8 TP 125.1 TP 1213 ❑ 'NI III I \\ 1 4 -t� ITP 125.3 7 12 80 0.005 HOPE ❑to 12 65 0.005 HOPE \\ I ' 1 j I \\ 11 j I � 1 I ❑ I I I II TP 125.3 20 1 12 1 10 0.010 HOPE I I I J TC 125.4 z1 12 272 0.007 HOPE 'I I TC 125.3 I to TP 125.4 TP 125.3 II ,ti5 III 1 I I TP 124.8 I / / IIII 22 12 141 0.006 HOPE I j I \ TC 125.3 TP 125.9 1/ 22 / j I I plod I / TP 124.8 A o III T � TC 126.0 126.0 126.0 A ^� o CONSTRUCTION KEY NOTES ° I' /� ,0 6"RDLJ -� m 125.5 - / I I I \ 19❑ - -- - - -- ---- 1 TP 125.3 I IIII ??8 ® 6"CANOPY DRAIN LINE. 1%MIN SLOPE. II \\ I I \\ TC 125.8 -- TP 125.9 I TP 125.4 I N I 1 1 IE= 123.0(MIN) \\ 1 \ TC 125.8 �� TP 125.3 TP 125.3 TC 125.6 �I a TP 125.5 III I N II \ L_ TP 125.15 TC 126.0 I I EARTHWORK QUANTITIES 'I I' \ TC 125.9 y TP ,25., TC 125.9 I _ // /I TC 124.6 TC 125.0 \\ TP 125.4 a / TP 125.4 I I 125// If I I I $g EARTHWORK VOLUMES SHOWN BELOW REPRESENT THE DIFFERENCE BETWEEN / I I I TC 124.7 TP 124.5 TC 125.8 / FTBCC 125.7 TC 125.9 I 1 I I 1 FINISHED AND EXISTING GRADE SURFACES WITH NO ADJUSTMENTS MADE FOR // / t241 TP 124.2 TP 125.3.- \ / 125.2 ITC 125.8 TP 125.4 TC 125.6 SURFACE PREPARATION REQUIREMENTS OR SUBGRADES. THE VOLUMES ARE / -/ o TP 125.3 TP 125.6 I 1 1 I I APPROXIMATE ONLY, AND ARE NOT TO BE USED FOR BIDDING PURPOSES. ' " I t sO 25.2 ( z1 I /� Sp 125.2 � TC 126.4 I 1 1 E CUT: 300 CY FILL: 4,500 CY NET: 4,200 CY(FILL) / o ( 1 o I] 7 TC 125.212 �'TP 125.9 IN / I TC 125.0 1 TC 125.4 Q st) ,p �I TP 125.2 _- / TC 126.2 0O 124.7, I / TP 124.5 \ - TP 125.E TP 125.7 ` ©Q TP 125.4 TP 125.0 _ LEGEND 124.2 ,ti TC 126.0 ---,24_ �- N ti° I I I TP 125.5 o EX. CONTOUR -----1Fx#----- TP 125.8 I TP 125.4 TC 125.8 ��-� TP 125.7 ° f2 -- N TC 125.8 / PROPOSED CONTOUR XXX Ati /------ TP 126.3_ -_ 12 TP 12TC 6*1 �'125.3 TP 125_3// /-_ TC 126.4 xxx.xz - TC 124.65 - - T- - - - - - - - --- TP 125.9 �/ `i SPOT ELEVATION I "T I TP 124.15 ��� TP 126.4 TP 126.45 - _ _ _ _ _ I- - - z (TP UNLESS OTHERWISE NOTED} - ___ _ = TP 126.75----___- _ _ - TR�Ic STORM DRAIN PIPE -SD- - ----- ----- - - -- - - - s-`-- - OHP slc�lAL- ROOF DRAIN LEADER ON oHP aHP _-- Ne-- f - P� --ONP OHP ---OHP -- -OHP , - - - __ - - - vAILrs lL i (6"PVC, 1%SLOPE -� ---�- �- - - -�? - _-TP 126.3_ -�''- - W o I (L�J W 3 UNLESS OTHERWISE NOTED) 1 6 sD s0 s0 G ��` ~Z 3 Q GRADING RIDGE - -RIDGE- - /w w OP SOLID LID CB=125.25 '/' �i / / ��' // p Z :y INV.8"PVC 5.=121.45 `L6 TP 1Z6.6 TO"NtOLLID PVCCB=128.84 1D0 INV.8'PVC W.(CAPPED)=121.33 TP 125.8 T9P S LID LID CB= 6.33 I SPEED QIMIT SIGN INV.8"VP W (OIL/WATER /' • GRADING VALLEY - -VALfEY- - / I J TC 125.$ / INV 8"PVC S=1 3.10 / I SERATOR)=122.54 / Z s �y- - ,n B�T2478�-- -- -- _ INV 8"PVC E.=1 2.99 61„- - - /-- .�- -- \ -- �� - Q V Q CHAMBER UNIT INV.8"PVC N=121.38 _ TP 126.1 204TH ST. NE Know what's below. O N :t DETENTION STORAGE NV.8"PVC S:,21.63 G.T.E. VAULT - \ \ Z N TC 126.1 Ss s ss Z_C Q N STORMWATER TREATMENT ----- - ss ss Ss _ Ss ss s T----ss ssl ss ss \ \ Cal l before youdig. z cv TOP CB=,25.81 I 1 \ M \ x ^ FACILITY ® SS 3S TOP SOLID LID C8=124.75 \ 1 \ J I\ Z `�- INV.8"PVC N.=123.06 I TOP cB=125.58 CONSTRUCTION DRAWING APPROVAL a a TYPE I CATCH BASIN ■ I rTO cSOLID ID INV.8"PVC S.=122.97 I INS INV.8"PVC N.=122.08 TOP SOLID LID CB=125.66 CLEANOUT TO GRADE(CO) _ I GRAPHIC SCALE LAN THE T HAS BEEN ON THE TITLE APPROVED THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED TYPE 11 CATCH BASIN © DETENTION DATA --- 1 , 20 0 10 20 40 80 0 DETENTION SURFACE AREA = 9,220 SF S ` I 8Y' DETENTION STORAGE REQUIRED = 9,220 CF ss ss SS-SS / I � �E,1, � city Engineer, CITY OF ARLINGTON H DETENTION STORAGE PROVIDED = 9,370 CF o 1 inch = 20 ft. DATE: iNUMBER OF UNITS = 49 THIS APPROVAL VALID FOR 18 MONTHS Cj-2 0 Gi KEY NOTES \ EXISTING SSMH SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. RIM = 120.31 IE=114.17 6" SANITARY SEWER TO QA CONNECT TO EX SEWER. CONTRACTOR TO POTHOLE I \ I � BE REMOVED EAST OF BUILDING 1 I I EXISTING SEWER AND SURVEY INVERT ELEVATION PRIOR C-5.0 \ I CONNECTION TO DEMOLITION OF EXISTING BUILDING. I \ I 11 g \ I EXISTING SSCO(2)TO REMAIN. IE= 118.06 t A \ III m gO CONNECT TO EX WATER I I ADJUST RIMS TO GRADE. EXISTING SSCO TO REMAIN. ! I I REVISE CO COVER TO TRAFFIC BEARING LID. ADJUST RIM TO GRADE. RELOCATE EX POWER POLE. COORDINATION WITH © SNOPUD TO CONFIRM POINT OF CONNECTION. I 1 REVISE CO COVER TO TRAFFIC BEARING LID. // 1 ( CONNECT TO EXISTING 6"WATER MAIN DO 6" ARE DEPARTMENT CONNECTION I STA 1+50.0 EX. 224 LF 6"SS® / / ; II 1 - 12"x6"REDUCER \ INSTALL SSCO ON 2.07 MIN 1 - 12"GATE VALVE o QE NEW ARE HYDRANT ASSEMBLY \ _ EXISTING 6" SS �, 12 \ / I CONTRACTOR TO CONTACT GAS �11D- F7 ? I COMPANY REGARDING THE LOCATION SD SD SD SD 56 SD D SD6° FIRE LINE POINT Of ENTRY. DDCVA INSIDE BUILDING I / ! OF EXISTING 4" GAS LINE S SS SS SS ss ss SsSs-SS /} 3 10'UTLITY EASEMEN� II IDOM WATER POINT OF ENTRY i I / I RECORDED UNDER AE Nd IRPPA INSIDE BUILDING SD SD / r -I 4oaooz9NEW IRRIGATION SERVICE ! _ =_ - NEW IRRIGATION SERVICEW W W --1-�-W I 1"IRRIGATIO/ 1"DOMESTIC CONNECTION SANITARY SEWER CLEANOUT I CALCULATED �- / N / 3 1 III /EXISTING SS 1 / NEW TRANSFORMER i ( 6"FIRE LINE I I IO 2"DOM WATER STUB. EXTEND 5 FEET FROM I IIE= 113.58 / � SANITARY SEWER / I I I I\L 1 = 122.5 I i t 11- 12"x6" TEE I I IPAVEMENT. CAP AND MARK. ti n POINT OF ENTRY j / 1 I I I I 1"DOM. METERi1/z,REDUCED PRESSURE BACKFLOW ASSEMBLY � 6"FDC MIN IE= 121.0 I I T / \ I SECn I oSUBJE POINT OF ENTRY I G PA D.l I I I o © PROPOSED 12" WATER MAIN I I 1 ! EAS.'EOT 1 o RECORD II it -- k 1 --------- ! 1 NO.E 5 0. 11 I ® CONNECT WATER MAIN / �' I ! 1 1 QN NEW TRANSFORMER I PROPOSED 12" WATER MAIN r o L II11 CAPOAND MARK I 1 III I / I € / N � 1 ! I I 70 LF 6" MIN SIE\ 113.9 2.0%UTILITY LEGEND I ; I " , ' \ , I DRUGSTORE \\'EXISTING 4"GAS% WATER LINE W C-74 I ss \ ; 14 671 SF j LINE TO REMAIN SANITARY SEWER LINE SS I I 1 \ 1 4 I cfi. 1111f-^ 0) \ I FFE = 126.00 I l l POWER LINE P `\ I 1 CALCULATED I \ T I N ///ii! \ I I EXISTING SS GAS LINE G IE= 112.47 'b, I I ���1 1 Q FIRE HYDRANT °a C 7.2 \ I I/I I I c' / j I i ARE DEPARTMENT CONNECTION C271 I I I % \\ I / 285 LF 12"WATER I I I „� POST INDICATOR VALVE ® !\\ \\ �\\\ LINE I I R_ II I_ THRUST BLOCK C27.1 / I !� o"Ilk �ET4ARrrT B \ \ I I POR WATER VALVE N C7 2 I \\ 30�W1D SANITARY SEWER \\ I D0� T I N EASEM T TO THE CITY OF \ /- I R I - 1 1\ I LTNGT A.F.NO,9110010458 �. Ut{ F. SANITARY SEWER CLEANOUT • N \ \ N4 pt .1 i 2 n WATER METER 30 WI EASEMENT FOR C-7 0 1I ORES EGRESS,unuTIES \ \ / D RO RECORDED UNDER r I 1 BACKFLOW PREVENTER ® A.F. o.69n - / I UTILITY XING J \ �!/ \ EXISTING 4"GAS / 12"SD IE= 121.32 \ \ UTILITY XING I I \,ILINE TO REMAIN GAS METER ® / 2"DOM = 123.0 --____ _ / \ 12" SD IE= 121.32 _ 1 1 I o DDCVA ® 1 ' 1 I I `6"FDC LINE IE= 123.0 - - N c-z0 I !� sD � 1jj1 co TELEPHONE -T / I T� // 1 SD SD\ I --I / I \\I / If Q a ^ ELECTRICAL TRANSFORMER I a o I ~a \ SD _ __- / \ j/ / / A T / I \ �j o a o m A 2"DOMESTIC m n 1"IRRIGATION D CONNECT TO EX. GAS ;A IG o 41 SEE CV-1.2 FOR CITY OF ARLINGTON STANDARD // o H 126SERVCE NOTES. SEE CV-1.1 FOR GENERAL NOTES. SEE C-3.1 --t - j M FOR SEWER PROFILES. C-3.2 FOR WATER LINE 1 f _ C E --- _ - TR4 CFFl - LU PROFILE _ -_- _-_-_-_ - - - - -_- -4HP - - - --- _ .. OHP SIGNAL- OH OHP OHP _ �? - G OHP VA01LT5 O Z Q 3 CONTRACTOR TO ADJUST MANHOLE RIMS AND GATE CONNECT TO EXISTING 12" I 3 Q VALVES OF EXISTING STRUCTURES TO FINISHED GRADE. 126. /W w w (// / ! / I g 1 - 12 GATE VALVE Q TOP SOLID LID CB=125.25 B TOP/SO LID C8=128.84 / / 1 INV.8"PVC 5.=121.45 a X ! y / EXISTING SSMH INV.8"PVC W.(CAPPED)-121.33 T9P LID LID CB=,26.33 SPEED!LIMIT SIGN INV. "PVC(OIL/WATER y / ! PVCINV.8"P W.(OIL/WATER t ! RIM = 124.83 // 123.1 INV 8"PVC E.'122.99 // / SE ARATOR)-122.54 // - - SI O CV Z p� _IE=110.13J 5 L INV.8"PVC Ns'2,.36 204TH ST. NE04 M G.T.E. VAULT \ \ �\ INV.8"PVC S.=121.63 ss ss SS Ss---U Z^Q ----- --SS SS S Ss -S`-\ \ Knowwharsbelow. _SS-SS TOP sa10 LID ce=1za.7s ss TOP CB=125.81 -- 11 \1 F CONSTRUCTION DRAWING APPROVAL3�1 Q ft-T-- INV.8"PVC N.-123.06 I TOP CB-125.58 Call before you dig 1 TOP CB=124.72 NV.8"PVC 5=122.97 I NV.8°PVC NW.=123.66 \\ NV.61`PVC S.=,25.78 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED GRAPHIC SCALE NV.8"PVC N:122.08 TOP SOLD LID CB=125.66- I \ INV.6 PVC N.=124.90 PER THE CONDITIONS ON THE TITLE SHEET. 20 o I 0 10 20 40 80 �'�" ___ SE.COR.SSMH=126.17< - / // TOP CB=12811 BY, INV.6"PVC N.=125.38 � Kp City Engineer, CITY Of ARLINOTON y IN FELT ccl-TELEPHONE VAULT .... -- -- \ DATE: j1 inch = 20 ft. THIS APPROVAL VALID FOR 18 MONTHS fn SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. Q m m � I I j EXISTING SSMH s RIM = 120.31 0 IE=114.17 6" SANITARY SEWER TO \ I BE REMOVED EAST OF BUILDING I \ I CONNECTION a \\ I EXISTING SSCO(2) TO REMAIN. IE= 118.06 t A m ADJUST RIMS TO GRADE. EXISTING SSCO TO REMAIN. / a REVISE CO COVER TO TRAFFIC BEARING LID. ADJUST RIM TO GRADE. 1 REVISE CO COVER TO TRAFFIC BEARING LID. / UTILITY LEGEND I ; STA 1+50.0 EX. 224 LF 6"SS® / \ SCO ON / WATER LINE W INSTALL S 1 I \ _ 2.0%MIN EXISTING 6" - SANITARY SEWER LINE SS I 1D o o C-5.0 I 0 0 SD SD+� SD SD 97 SD D SD D SD u' a /' 2+00 3100+05 7 \d POWER LINE P I I / I GAS LINE G i I \ So SD 1 // it W - W W W W —W N 1 3 + FIRE HYDRANT .R C-7.2 I I I h _ __________ _ I o I CALCULATED �� - - /___ I o wl FIRE DEPARTMENT CONNECTION 2 3 I II i ri EXISTING SS I / N NEW TRANSFC C-7.1 I IE= 113.58 1 SANITARY SEWER > I a€e POST INDICATOR VALVE ® I \ I - = 122.5 I POINT OF ENTRY I T FDC MIN IE= 121.0 I T m r THRUST BLOCK Cz'�1 I I / 1 / \� NT OF ENTRY I GWATER VALVE N I 1 1 I =_____==I -_ / Rp�� I r / / o4e� SANITARY SEWER CLEANOUT WATER METER BACKFLOW PREVENTER PROFILE KEY PLAN '" GAS METER ® H: 1"=20' DDCVA ® 3 V: TELEPHONE —T T � ELECTRICAL TRANSFORMER m �orj+s 130 ? PROPOSED GRADE EXISTING GRADE I �s 125 120 N — SEWER s g" SIDE — — N _ EXISTING — —_ 3 v 115 g — 6"SANITARY SEWER TO BE REMOVED EAST OF BUILDING CONNEC11ON Z SEE CV-1.2 FOR CITY OF ARLINGTON STANDARD W NOTES. SEE CV-1.1 FOR GENERAL NOTES. CL 110 O O a CONTRACTOR TO ADJUST MANHOLE RIMS AND GATE W VALVES OF EXISTING STRUCTURES TO FINISHED GRADE. z ZCL Qcr- W¢ z� 1:8 3 OOU 3m 8yy pw O p II _N �I.�cD (� Z I' OZ N OI—N ^w II NwMp7^ N.!OZw 0/^ N — Know what's below. 0+00 0+25 0+50 0+75 1+00 1+25 1+50 1+75 2+00 2+25 2+50 J^Q W Call before you dig. CONSTRUCTION DRAWING APPROVAL SIDE SEWER PROFILE a � � THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED GRAPHIC SCALE H: 1"=20' PER THE CONDITIONS ON THE TITLE SHEET. 20 0 10 20 40 80 V: 1"=5' 8N .,�.. City Engineer, CITY OF ARLINGTON rn ( DATE:IN FEET ) o 1 inch = 20 ft. THIS APPROVAL VALID FOR 18 MONTHS N i ci SECTION 11, TOWNSHIP 318, RANG 5 W, W.M. a G m 135 i fill / 1 CONNECT TO EXISTING 6"WATER MAIN / a I 1 - 12"x6"REDUCER PROPOSED GRADE 1 - 12" GATE VALVE 130 CONTRACTOR TO CONTACT GAS 7 ?8 COMPANY REGARDING THE LOCATION 3+ +05 I OF EXISTING 4"GAS LINE D EXISTING GRADE � � 3 I to'unuTY EASEMENT I I I RECOR-DED UNDER Y Nd• _ _ _ _ _ _ —w w —+-w�W w -_ i—w i o 1"IRRIGATIOI�`-NEW IRRIGATION SERVICE I a— _. EXISTING 12 Wg7�R MAIN 280E N 125 — _ — — — — — I /� I 1"DOMESTIC CONNECTION z°o PROPOSED 12" WATER MAIN 285LF I / N NEW TRANSFORMER / I 3 I 6"ARE LINE 1- 12"x6" TEE I I 120 T I T o / / 1` I �1"DOM. METER I.Z11 1 I ib o 0 I I 6 EA.D.I IpTI i I 2\a �r PROPOSED 12"WATER LINE ___- __ // / I NRE o00 i�Dt,I I o o / q o J EXISTING 12"WATER UNE �g — 1 PROPOSED 12"WATER MAIN I �a II II II �ZZ W /N I I O � O 1— � � mv�� OUQoo / Qd3 III me g O U Q N W W / I o�FN� Nz Naz NQZ oz / I o dN o 0+00 0+25 0+50 0+75 1+00 1+25 1+50 1+75 2+00 2+25 2+50 2+75 i \EXISTING 4" J I � LINENE TO REMAIN WATER MAIN PROFILE H: 1"=20' I 2 / if I t / 285 LF 12" WATER I / A.EI SI ib a . UTILITY LEGEND 1 I 1pIo = I ?s WATER LINE w C-7.4 I— — — — I P�apyydET� SANITARY SEWER LINE �COR C-5.0 I RE T N�� tE m POWER LINE P I pi its GAS LINE C-7.2 EXISTING 4"GAS FIRE HYDRANT \_/LINE TO REMAIN FIRE DEPARTMENT CONNECTION TRAfl Ia SIGN! POST INDICATOR VALVE ® III POLE " ��/ I \ 11 1 1 °O THRUST BLOCK c WATER VALVE o SANITARY SEWER CLEANOUTGAS MAR EIRE ME WATER METER BACKFLOW PREVENTER I MGAS METER ® — — —= TR IFFC W —_—_ OHP V. L OHP�OHP— W� J O Z DDCVA —T — — —I— — — — cNa TELEPHONE —T—T— �+' CONNECT TO EXISTING 12" WATER MAIN o S C 1 - 12"x12"TEE I f' i ELECTRICAL TRANSFORMER T ! 1 I / 1 - 12"GATE VALVE I Q O z N PROFILE KEY PLAN Z 3 Z z N L SCALE: 1' = 20" p N Know whaYs b@IOW. Z^Qcc FL C811 before you dig. i CONSTRUCTION DRAWING APPROVAL Q j THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED GRAPHIC SCALE PER THE CONDITIONS ON THE TITLE SHEET. __ 20 0 70 20 40 80 Br. SEE CV-1.2 FOR CITY OF ARLINGTON STANDARD City Engineer, CITY OF ARLINGTON N OTES. SEE CV-1.1 FOR GENERAL NOTES. DA TE.. ( FEET ) THIS APPROVAL VALID FOR 18 MONTHS C-3.2 1 inch = 20 ft. i 6i t 3"CG t3-t/2" I vm=i r — w STAINLESS STEEL 1:. TOP 3' ammnomr�v0000mvnOmno= CLAMP MIN COMPACTION S A 957 MAX DENSITY C3 FLEXIBLE o s r STAINLESS STEEL BOOT � B"ATION EXPANSION RING BACKFILL. . . . ,• MIN COMPACTION � 90%MAX DENSITY 0 RED REFLECTOR RED REFLECTOR O� A o n G ptmD 12" MIN I� N 5 o 2 OR 3 'PIPE ZONE MIN COMPACTION `J 90%MAX DENSITY °- o 1/2" GRADE 60 STEEL o REINFORCING BAR (ASTM A-515) fi' POLYPROYLENE ASTM.D4101 — MIN g, STEP.MEETS ASTM C-478 _ BEDDING mp w FOVNDATION MATERIAL ' MIN COMPACTION v SECTION A:A 4 AS REQUIRED �I i 907 MAXI DENSITY J 6° SECTION r SEE NOTE t ` > s. NOTES. z 1.ALL BACKFILL MATERIAL SHALL BE PLACED IN 4.COMPACTION TESTS SHALL BE AS.REQUIRED BY THE LIFTS NOT TO EXCEED 12 INCHES BEFORE CITY ENGINEER, BUT IN NO CASE LESS THAN 2 TESTS w dao ti COMPACTION UNLESS THE AUTHORIZED BY THE CITY TER OF THE EVERY AT200% OF OF TRENCH RENCNCH (ONE AT SUBGRADE AND JPyta1?I� NOS: ENGINEMATERIAL AND THE COMPACTING EQUIPMENT. S.IN-PLACE DENSITY AND MOISTURE CONTENT WILL BE PVC SIDE SEWER. FOR REMAINDER OF PVC SERVICE SEE SS-090.. 2.MECHANICAL COMPACTION OF BACK'FILL DETERMINED USING NUCLEAR METHOD, ASTM O2 8 p� ROMAC STYLE CB TAPPING SADDLE OR APPROVED EQUAL ON ALL PIPE. MATERIAL SHALL NOT BEGIN UNTIL THE DEPTH 2S,22-71_ 9 ME ATI� OF COMPACTED BACKFILL MATERIAL IS 2 FEET ��•p � y� .'7,lLLI clot � ABOVE THE TOP OF PIPE. B.LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM y NOTE 1CQRE-DRILLING WITH INSERT-A-TEE MAY ALSO BE USED ON ALL PIPE. ° MOISTURE c01dTEN7 WILL BE DETERMINED USING THE ..CORE DRILL EXISTING MAINLINE PIPE PER MFGS SPECIFICATIONS. 3.EACH LIFT SHALL BE MECHANICALLY COMPACTED MODIFIED PROCTOR METHOD IN ACCORDANCE WITH >. i. STEPS LOCATED IN RISER SECTIONS S11A4.L BE 6"_ TO THE REQUIRED DENSITY PRIOR TO PLACING ASTM p-1557. 35' MIN, 45'MAX, SUCCEEDING LIFTS OF 13ACKFILL MATERIAL, 7,BEDDING MATERIAL SHALL BE�` MINUS: ,ty inmov®n i arrt DEPARTMENT OF PUBLIC TOM wvnwm w arh. DEPARTMENT OF PUBLIC lI0RK8 L_` anE DEPARTMENT OF PUBLIC TORKS o STANDARD DETAIL ty ..R „n„�,,, STANDARD DETAIL NUMBER m�„ STANDARD DETAIL NUMBER STANDARD DETAIL NUMBER p4 b� STANDARD DETAIL G�Sy bASTANDARD DETAIL vp alb} MANHOLE LADDER STEP SS-050 v 4 NEW SERVICE ON EXISTING MAIN SS-100 �� TRENCH SECTION SS-"120 � axb� �LL MANHOLE LADDER STEP DETAIL NEW SERVICE ON EXISTING MAIN DETAIL 3 TRENCH SECTION DETAIL NTS NTS NTS ©Q x 0 T g 3 v n •) W J K O LLJQ Wr Dcoz CC off° W w ca (~'3Ncc CC Z^Q F- i a Z CONSTRUCTION DRAWING APPROVAL .Q o THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: 0 City Engineer, CITY OF ARLINGTON s DA TE: THIS APPROVAL VALID FOR 18 MONTHS C-5 0 Q Q U Duo AND C 0:E GRATE OR RING N4L+ `i_ AND COVER(GRATE O OR'. CENTERS BOTTOM ` _ ?" COVER SHALL BE LOCKING) 2°CI.R FACE WITH i'MIN r y4 REBAR ry ? COVER' 1"CLEARANCE (SEE NOTE 4) CO a.@, \ GReOE RING N NOM m Tb SLAB I RISERS,BRICKS(2 ROWS I-20 1 FRAME PAID GRATE(OR SOLID COVER), 4^ s MAX)OR GRACE RINGS ITI�•m ( 1 r C I ACCORDANCE INLET TO BE T=74RUCTED IN �E ll-L-1 CL SEE APPLICABLE STANDARD DETAILS A 6'OR 12' 1 It3 BM FOR 6' ACCORDANCE WITH RSTM C4]B&CB90 OA 24"DIA M":54':&60"TOP B / Q- UNLE55 OTHERWISE SHOWN ON THE PLANS gTEpB OR LADDER N / RISE6 2 j3 BAR FOR.19' OR NOTED IN THE STANDARD Z _ J SPECIFICATIONS ALL CONCRETE SHALL BE 48'OR 54" _ CUSS 4000. 12'MIN I�12-7AI�NI V 2 REINFORCING SHALL BE EQUIVALEM TO TYPICAL ORIENTATION '�1`z • ' I'- z WELDED WIRE FABRIC(WWF)HAVING A FDR �EjY AA_:.i MINIMUM AREA OF 012 SQUARE NCH PER n FOOT WWF SHALL COMPLY TO ASTM A493. I PRECAST 645E& 2 CUt U WWF SHALL NOT BE PLACED IN KNOCKOUTS. I I INTEGRAL RISER hP :�TCH BASIN STEP Q 2'X4'X8'SOLID BRICK USED FOR FINAL b (4H CB) k5 BARS O fi" d ADJUSTMENT TO GRADE,6'HIGH MAX.. 3. THE BOTTOM OF THE PRE-CAST BASE 8 (54 CB) REINFORCING(FCR PRE-CAST BASE& CEMERS BOTTOM FACE SECTION MAY BE ROUNDED. 8"So.CO) INTEGRAL RISER) 2p• WITH 1"MIN COVER _ 4 PRE-CPST BABES SHALL BE FURNISHED MORTAR 12'�(SKI CB) 015 SO IN./FT.E.W.(48"CB) f-1 ? WITH CUTOUT OR KNOCKOUTS KNOCKOUTS FILL ( ) 019 SO,IN./Fr.E W (54"CB) 10. SHALL HAVE A WALL THICKNESS OF C MIN, ( 025 SQ.IN/Fi.EW (60"CB) »`TOP SLP 1 ft_ll� Ltl U \ ALL PIPE SHALL BE INSTALLED IN FACTORY 024 54 IN/FI.EN (N2"CS): ELEV TpH PLAIN O PROVIDED KNOCKOUTS UNUSED KNOCKOUTS I 029 SO N/FT_E W (96'ND NEED NOT BE GROUTED IF WALL IS IFFT 6"° I oeee,e° DROP RUNG CATCH B SN STEP. INTACT '°`°`°'°' I'0`FOR 46".54"&60"CB °AI,L STEPS COPOYMER 5 KNOCKOUT OR CUTOUT HOLE SIZE IS EQUAL IN 2'0"FOR 72'&96'OR -06 BARS O]'CENTERS PROPYLENE KF TO PIPE OIfLS10E DIAMETER PLUS CATCH SEPARATE CAST-IN-PLACE BOTTOM FACE WITH 1' y BASIN WALL iHCKIN 5.KNOCKOUTS MAY BASE OR SEPARATE GRAVEL BACKFILL MIN COVER NOTES: BE ROUND OR"D"SHAPED AND MAY BE PRECAST BASE FOR FOUNDATIONS i.. PROPRIETARY(ITCH BASIN HANDHOLDS AND STEPS ME ACCEPTABLE, " RISER SECTION ON ALL 4 SIDES WITH MAXIMUM DIAMETER 4'MIN.COMPACTED DEPTH PROVIDED THAT THEY CONFORM TO SEC R,ASTM C478,AASHTO t` N OF 20" FOR PRECAST BASE ONLY M-199 AND MEET ALL WISHA REQUIREMENTS. y O �. �( O 6 THE MA%[MUM DEPTH FROM THE FINISHED 2. CATCH BASW STEP/HANDHOLD LEGS SHALL BE PARALLEL OR �V •1GC Cn GRACE TO ME PIPE INVERT IS 5'-0". 'FOR SEPARATE gPPROAMATELY RAMAT THE OPTION OF THE MANUFACTURER, \d CAST-IN-PLACE ONLY EXCEPT THAT ALL STEPS IN ANY CATCH BASIN SHALL BE SIMILM. q FO ] THE TAPER.ON THE SIDES OF THE 2 CLR PENETRATION OF OUTER WALL B1"A LEG IS PROHIBITED. L,Eypl PRE-CAST BASE SECTION AND RISER` REINFORCING STEEL NOTES• TMP O SECTION SHALL NOT EXCEED 1/2"PER 1. HANDHOLDS IN RISER OR ADJUSTMENT SECTION 3. HANDHOLDS AND STEPS SHALL HAVE"DROP'RUNGS AS SHOWN ON • FOOT, (FOR SEPARATE BASES ONLV) DETAIL OR PROTUBERANCES TO PREVENT SIDEWAYS SUP. 0.23 SQ IN/FT.E.W..(4S°CB) SHALL HAVE A 3"MINIMUM CLEARANCE,STEPS:IN 8, FRAME AND:OWE SHALL BE IN 0.19 SQ IN/Fi.E.W..(54'CB) CATCH BASIN SHALL HAVE 6'MINIMUM . SLAB OPENING MAY BE 24"X 20"OR 24'DIAM. ACCORDANCE WYM W500T/MWA 0.25 S0.IN:/Ff.E.W.(BO"CB) CLEARANCE.NO STEPS ME REQUIRED WHEN"B' z SPECIFICATIONS.MATING SURFACES SHALL IS 4'OR LESS.HANDHOLDS SHALL BE PLACED IN 20" S. AS M ACCEPTABLE ALTERNATIVE TO REBAR WELDED WIRE FABRIC N; 0.35 50.IN./FT.E.W.(]2"CB) frt - HAWK A MIN..AREA OF 012 SQUARE INCH PER FOOT MAY BE USED. A�WITH FINISHED TO ASSURE NON-ROCkINO FIT ALTERNATING GRADE MUM OR LEVELING BRICK O.J9 S0.IN.jFr.EW.(96"CB) - WITH ANY COVER POSITION: COURSE WITH A MINIMUM OF ONE OF TH OLD 1J 1 WELDED WIRE FABRIC SHALL COMPLY TO ASRA A497. G p li y BETWEEN ME LAST STEP AND TOP OF THE 96 TOP SLAB 4iY/ L�ii S. FRAME AND GRATE MAY BE INSTALLED WTIN FINISHED GRADE, 8. LADDERS OR STEPS SHALL EMEND TO WITHIN 16"OF BOTTOM QF V J fTANt'NE DOWN OR OAST INTO RISER. CATCH BASIN IF LADDERS ARE USED THEY SHALL BE STEEL 0"RING 2. MINIMUM SOIL BEARING STRENGTH SHALL EQUAL. REINFORCED COPOLYMER POLYPROPYLENE PLASTIC PER STD.DETAIL ° iC EDGE OF RISER OR BRICK SHALL NOT BE 3.SC0 POUNDS PER SOUME FOOT. SS-040 ° MORE THAN 2"FROM VERTICAL EDGE OF --. 3 MORTAR SHALL BE PLACED BETWEEN EACH LEVEL i CATCH BASIN WALL. OF ADJUSTING RINGS.TOP OF TOP SLAB,AND J, HANGING.LADDERS SHALL BE PERMANENTLY FASTENED AT TOP BY BOTTOM OF IRON WHO. HANGING ON STEP OR BY SOLTING OR EMBEDDING IN CONCRETE. a PRECAST BASE JOINT 4. SHALL BE EMBEDDED AT BOTTOM IN BASE. - PRE CAST BASE SECTION REQUIREMENTS. UNUSUAL 4 SEE THE RO'SPECIFIGAtiONS FOR:MORE B: ABDRgNAL 84FEIY FEATURES MAY BE REQUIRED.IN VERY DEEP OR -� EMS. I (AREAS R MEM AT THE TOP OF THE:BASE) STRUCTURES 'EY O nFF avaoBN'f OF PVRDC WORKS "010 RD DEtML a¢[ 08PM'lMIIfF OF FDBMC nDw'6 tY aun OOPAMA6NT of PDOMc nOBKs Gt g G1'L Og STANDARD.DETAIL D1 O u,toon STANDARD DETAIL mLIbIF STANDARD DETAIL NUMBER Av< wA/fIn STANDARD DETAIL NUMBER STANDARD DETAIL RuuBER a�L SD-020 ®; CATCH BASIN TYPE 2 ePrxAl CATCH HAStN LADDER,STEP. SD-050 dw c p o CATCH BASIN TYPE I �+ 0 48",54",60",72"&96" SD-040 �4 04 <AnBs trxBt Crxo2 AND TOP SLAB➢ETAIIS Ay,AP1g 0 f j6 �o 1 CATCH BASIN TYPE 1 DETAIL 2 CATCH BASIN TYPE 2 DETAIL 3 CATCH BASIN DETAIL NTS NTS NTSS ti B, /,. --------- -----1 - A 1 - A i_.. 3_T/2.:?_ I. ?B-1/4--R j FLL MIN G C ' A I J L J A O Vi I ( MATCH EXISTING.SLOPE 4 o a 4 2.0" B I A N 1 SECMN C a $ PLAN TOP VIEW SECTION&B IBAR NOALR MR) 3 39-1 6"R © MATERIAL USED SHALL BE +4 n ° < "�' DUCTILE IRON PER ASTM-A536, a 1 --- 7-�1010 1 1 2 '1. RADE BD 55-06,WITH1 L NORMAL BIIUMINDUS COALING. CS 1/B" TO BM SECRONA,11 UO 6.� Q IN BALLNG I S0.ALLOWS MR TWTO BE ED GRATE W B CASTING AI ALLOW FUR TWO M co N Li. SOCKET HEAD CM SCREWS.NO FRAME O`=� /j ////. • PART OF SCREW WILL PROTRUDE 7//C/%/�j//,//%// ABOVE GRATE.NOTES, //1/. / / (3, GRATE TO BE U6ED WITH FRAME TYPE I CURB k GUTTER' Q FOUNDRY NAME THIS SIM TO CURS W/ARROW MD(DI) ©LOCKING GRATE CASiED HOLEB SHN1 BE - /f/// SHOWN IN STD DETAIL SD-090. j^ FOR DUCTILE IRON SHALL BE EMBOSSED ON TOP OF CASTED TO ALLOW FOR TWO 5/B'DIA 4 GRATE SEATING:.O INTEGRAt1 .J j c GRATE WITH I/16 RECESSED LETTERS. STAINLESS STEEL SOCKET HEA6 CAP SCREWS CO SO THAT NO PART OF HEAD PROTRUDES r CAST PADS. (2) SEATING OF GRATE SHALL BE ACCOMPLISHED BY ONE OF ABOVE TOP OF CASING r 4 T THE FOLLOWING A 8 INTEGRALLY CAST PADS Q CAST POCKET LIFT HANDLE. Q F O S.MACHINE BOTTOM SURFACE OS GRATE TO SE USED WITH FRAME SHOWN IN N OUTSIDE A 17'DIA STANDARD DETAIL SD-09D. SECTION GC ® NON SKFD DIAMOND PATTERN APPRO%2 1/?xt zt/B"HIGH z O Q �N Z s 3 MATERIAL USED SHALL BE DUCTILE IRON PER ASTM-ABU, GRADE 80-55-66 All CASTB1fS SHLLL HAVE A BITUMINOUS COATING.CO M/J N •+li MI Ai 4 Ms 08PARTMBM of PmQ WORk9 STANDARD DETAIL diT Og urNleM A W.o DFPARTWFNT of PUBMC"N'S" STANDARp DETAIL O�SY AnAMAw o^e DSPARn6NT OF PUBLIC IIOm STANDARD DETAIL S Q O enn� iWr+I. TANDARD DETAIL NUMBER ®Mn. STANDARD DETAIL NIVER, .� Pmro. STANDARD DETAIL NUMBER L n. STANDARD GRATE CATCH BASIN INLET SD-0E0 Y�e' SOLID COVER SD-080 •�< evr�r TYPICAL FRAME AND GRATE INSTALLATION SD-090 F trio <rxDt CONSTRUCTION DRAWING APPROVAL EC •+trnogo f o r o Q c 0 o+ THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED 4 CATCH BASIN INLET DETAIL 5 SOLID COVER DETAIL 6 FRAME AND GRATE INSTALLATION DETAIL PER THE CONDITIONS ON THE TITLE SHEET. BY: rn NTS NTS NTS City Engineer, CITY OF ARLINGTON 3 DA TE., THIS APPROVAL VALID FOR 18 MONTHS C-6.0 i 05 2 0H t �o Q �... 1 PRESSURE REDUCING VALVE IF W - - n - = REQUIRED(SEE NOTE 4) S g A TIN+HOLE' z. 2 f- a -T- �, $ 3 RIGINT-gF-WAY 3°MIN m 3"MIN _ r �z4 a ti Fl OW z FLOW 3 J AIR GAP a BEE MOTE 1D � ��•� I ` ° Se. O si0€WAtx °:+A z W .<m Z II MIN CJ 1i of PLAN 30"MAX �G 2 - ELEVATION n a DRVEWAY 4.N DIRECTION OF FLOW' 2 MATERIAL LISP: m METER BOX N .WASHINESS STATE APPROVED DOUBLE CHECK VALVE ASSEMBLY INCLUDING TWO BRASS 84L VALVES AND 10' FOUR RESILIENT SEATED TEST COCKS. 8LYATIiUN uD D 1 PS�TP �IN NON TRAFFIC AREAS USE oo O FOR 3/4"TO I'ASSEMBLIES,USE A WO STATE MI 1324-12. Z 9 14". FOR I-1/4"TO 2"ASSEMBLIES.USE A MID STATE MSBOF 1730-t8,. IN TRAFFIC AREAS: NQM AND MATMAM A TRAFFIC LOADED BOX MUST BE USED AND LOCATION APPROVED BY THE CITY OF ARLINGTON PRIOR TO INSTALLATION. MATBZiALYJI° I� N OI 2"CC SERVICE SADDLE W/DOU%E STARLESS STEEL STRAP. - WATER O3 PROVIDE TWO UNIONS. 1 UL-FM LISTED WASHINGTON STATE APPROVED REDUCED:PRESSURE BACKFLOW ASSEMBLY INCLUDING TWO 3 kIN. SERVICE IF A OAYIJGHT ORNN CANNOT 8E PROVIDED THERE MUST BE q:.6"MIN LAYER OF TREE pFUINING GRAVEL BALL VALVES,AND TESTS:COCKS. j„ Q2 2"BALL VALVE CORPORATE STOP COMPRESSION WITH KEY FACING UP,MUELI.EN OR FORD.ONLY. O Ai THE BOTTOM OF BOX 2 INSULATED PROTECTIVE ENCLOSURE(HOT BOX)REQUIRED FOR OUTSIDE INSTALLATIONS. Q O OC 3 2'HOPE CTS CLASS ZOO HIGH SERVICE PIPE(280 PS1 RATING)WItM STAINLESS STEEL STIFFENER AND. OS -PNGLES MAY BE IN OR OUT OF BOX SO LONG AS SUFFICIENT ROOM S:ALLOWED Ri EACH ENO fOft THE PROTECTIVE ENCLOSURE MUST BE PROVIDED WITH.DRAINS AT BOTH ENDS OF THE BOTTOM SUFFICIENTLY CL 70 GAUGE COATED COPPER TRACER WIRE WRAPPED AROUND THE PIPE AND.ATTACHED ON BOTH ENDS: VALVE OPERATION AND OCVA REPAIR OR MAINTENANCE. SIZED TO PROVIDED FREE GRAVITY DRAINAGE OF MAXIMUM DISCHARGE OF RELIEF VALVE PORT(Y MIN), O O Q 2"COMPRESSION ANGLE METER BALL VALVE(LOCKABLE). WATER MAIN O3 9P ELBOW WITH A CLOSE NIPPLE AND UNION ON VERTICAL. Q METER(SIZE AS BHOWNI IN PLAN)SHALL BE INSTALLED BY CITY UTILITIES DIVISION AT OWNER'S EXPENSE. NOTES" CITY WILL INSTALL ADAPTERS AT BOTH ENDS OF METER IF THE METER 15 NOT 2', NOTES' 1. INSTALL ACCORDING TO MANUFACTURER'S SPECIFICATIONS, }a METER BOX SHALL BE MIDSTATES PLASTICS.(1]30-18)W/SOUR OI UO WITH 1 3/4"HOLE FOR TOUCH • 2. INSTALL ONLY IN HORIZONTAL CONFIGURATION,UNLESS APPROVED OTHERWISE BY OOY ENDINEER.. m , READ PAD('TAP). 1. INDIVIDUAL METERS ARE REQUIRED FOR EACH RESIDENTIAL OMIT UP TO AND INCLUDING TRIPLEXES.. 3. INSTALL TEST COCKS FACE UP OR TO ONE SIDE. .vie K il.� 2 SEE STANDARD DETAIL NO.W 040 FOR CONFIGURATION OF METER AND SERVICE CONNECTION. 4. INSTALL BRASS PLUGS IN All TE57 COCKS NOTES° S2 5 QT 2"ANGLE METER CHECK COUPLING(LOCKABLE). 1 ASSEMBLY REQUIRES CERTIFICATION UPON INSTALATIM AND RECERTIFICATION ANNUALLY,BY OWNER- 5. FOR 3f4"T0:1"ASSEMBLIES.US A MIDSTATES 1324 12. 8 COMPRESSION x FIPT ADAPTER WITH PLASTIC PLUG 3. METER AND PRESSURE REDUCING VALVE(PRV)LOCATIONS SHOWN IN THE PLAN ARE APPRO)OKATE. 6. FOR 1-1/4'TO 2'ASSEMBLIES.USE A MID STATE MI 1730-18. . FINAL LOCATIONS SHALL BE DETERMINED 8Y CITY INSPECTOR WRING CONSTRUCTION. 2 THE ENCLOSURE MUST BE INSTALLED QIJ A 4'THICK CONCRETE PAD. OOo L.7 Q EXTEND SERVICE PIPE 10'BEYOND PROPERTY LINE AND AN ADDITIONAL 5"BEYOND EASEMENT LINE. 7. ASSEMBLY REQUIRES CERTIFICATION UPON INSTALLATION AND RECERTIFICATION:ANNUALLY.' 3. AN ELECiTi1CPL OUTLET MUST BE PROVIDED. 4, A PRV IS'..REQUIRED:IF THE STATIC PRESSURE AT THE METER IS GREATER THAN 80 POUNDS..PER 8,, ALL MINIMUM CLEARANCES MUST BE MET.SEE STANDARD DETAIL NO,W-100. ,0 METER LENGTH BLANK STUB FOR.A 2"METER;W-17-1/4" SQUARE INCH(PSI). 9. ASSEMBLY'MAY BE INSTALLED INSIDE BUILDING IF MINIMUM CLEARANCES ARE MET AND APPROVED BY:CITY a, WARD POSTS SHALL BE INSTALLED IF.LOCATED IN A TRAFFIC AREA,. I' 5. METER BOXES SHALL NOT,BE INSTALLED:IN DRIVEWAY OR OTHER TRAFFIC,AREA UNLESS APPROVED'.BY. ENGINEER. iT 4'METER SETTER,FARO OR MUELLER. GUY ENGINEER. 5. ALL BRANCH CONNECTIONS SHALL 9E LOCATED ON THE DOWNSTREAM SIDE OF THE ASSEMBLY. t0.ALL BRANCH CONNECTIONS.SHALL BE LOCATED GOWN STREAM OF THE ASSEMBLY.ANY BRANCH P'ID A 12: BYPASSES.MUST BE HIGH BYPASS OR SIDE-BY SIDE WITH THE METER. 6. WHEN POSSIBLE CLUSTER METER BOXES AT PROPERTY LINES. CONNECTION ON THE SUPPLY SIDE OF THE ASSEMBLY MUST BE PROTECTED 13Y A SEPARATE.APPROVED BACKFLOW PREVENTION DEVICE A ays ➢IaFARTMBNT OP PUBLC 1FDRl(3 Lam ➢BPARTMBN7 M PUBLC 110RD3 aeurt DBARMWT UP PUJIMUC ORR5 StY O STANDARD DETAIL SZY O W STANDARD DETAIL ST O °1PT Dn'ARIWNT OF-Pi1BMC YOWY STANDARD DETML OSt OM, Npuu w STANDARD DETAIL STANDARD DETAILS o w 4raA.. STANDARD DETAILS dm,roAA STANDARD DETAILS an,ro,. STANDARD DETAILS NUMBER d« C+ NUMBER NUMBER NUMBER 2"AND SMALLER REDUCED PRESSURE BACKFLOW ASSEMBLY d °+ O W-O5O O DOUBLE CHECK VALVE ASSEMBLY r®e W-130 rP o; m NON-RESIDENTIAL WATER SERVICE rR o; "WATER METER INSTALLATION LOCATIONS W-070 r+ of u,ax W-O<J0 (RPBA)2"AND SMALLER +� s �Pxo'L <Pn0'; <<Noi (DCVA)FOR 2"AND SMALLER <tx0'T 3j�IY N 2" WATER SERVICE DETAIL WATER METER INSTALLATION DETAIL DOUBLE CHECK VALVE ASSEMBLY RPBA DETAIL 1 NTS 2 NTS NTS NTS ��' ��° 0 FUSION BONDED TYPE A BLOCKING J�?6 UNDISTURBED z a EPDXY COATED FOR 11'/F&22'A'VERTICAL BEN65 NATIVEn o SHACKLE RODS I VB I IS I d L GROUND COMPACTED GRANULAR 4 TURNBUCKLES >N # r6a adz 6 BACKFILL L PIPE Ak, 5 0 a 11 -01/4-STEEL t^ d ��- 6a" 30D 12 a!4 F LL UNBALAN�D GROSS C Wm PLUG ]a u - � 93 COMPACTED da t2' 30D a¢ CRANUTAR u i1 p BACKFILL z N . C ,. ° m FUSION BONDED EPDX COATED w YS - SHACKLE RODS `C $ 1 STEEL THRUST Q Q Q FI a, PLATE BLOCKING PER �✓ Q (TYP) I� STD DETAIL Q' $c 3 O �+P�� N0.W160. N PLUSiAiG1J M + ruJWGV HOR20WAL REND O f f 9 r• a S a 4 TURNBUCKLES / .. BACK FACE THRUST F T"YPE A / w BLOCK AREA REFERS •, L - TO THE BACKFACE OF x 0 19n5 1 BLOCK MEASURED IN t SQUARE FEET a d 3 v HOR12 fL OF PIPE AND „~ Y p I f P STEEL BLOCK PLATE rs ATE THRUM BLOCK DETAIL W n^A-nn TYPE B BLOCKMG a . < ,S li Of 7m PIPE EL a� FOR a5-VERTICAL BEN05 O 'P <q a M3 a L r^ / THRUST BLOCK AREA IN SQUARE FEET(SEE STD DETAIL NO W-165) NOTES: Ei pz Oz y ,N ° .�_ O Z y, SOIL RAN�'T GR COMPACT SAND COMPACT SAND&GRAVEL 1 LOCATION AND SIZE OF BLOCKING FOR PIPE URGER THAN 12'DIAMETER;AND FOR SOIL TYPES < 4 a 3 FIRM TY SAND x J m �v L I 9D• ts'BEND 11 1/4' DIFFERENT THAN SHOWN SHALL BE DETERMINED BY THE CITY ENGINEER. R W . F a A.^ z S/VJR1 90' 1t 14' Ii N� Fi1TNG BEND LEE CAP CR PLUG A 221/2 �Hp TEE CAP OR�PWG#42 1/2'BFNp lEB'CAP bR PLUG&221/9' 2 ALL BLOCKING FOR HORIZONTAL FITTINGS(POURED IN PUCE)SHALL BEM AGANST UNDISTURBED NATIVE ° / BErvO BEwD FND GROUND OR FILL MATERIAL COMPACTED TO 95X MAXIMUM DENSDY, H �� Bo.. g {y . _ v, '.•j a" T q2 T.T 29 rl 2t T. t B t. 3, ALL POURED THRUST BLOCKS SHALL BE BACKTILLED AFTER MINIMUM 1 DAY. PRESSURE TESTING$HALL O a R ]• sq .Is: sb La OCCUR AFTER CONCRETE HAS REACHED COMPRESSIVE STRENGTH Q'G). as + ..+ g B. ST.S Sly t5tl ttT &+ 8 :+ 8.8 &] a :5 4. ALL BLOCKING TO BE CONCRETE CL 3000-i(3000 PSI).. ° 4 c a y .S 1B8 16H i.5 2D # 1q0 8 q # N.a �. -.� f... AREAS bALCuuTEb b Ps 5T P �Rf AND a-'.MIN CbvfR M N 5 BLOCKING AGAINST OR SHALL BEAR AGAINST THE GREATEST FITTING SURFACE BOO POSSIBLE,BUT t ^ y -A SHALL NOT COVER OR ENCLOSE BELL ENDS,JOINT BOLTS OR GLANDS.ACCESS TO BOLTS AND GLANDS 1 ®IF ECOLOGY BLOCKS MAY BE USED IN U. SHALL BE PROVIDED. ° O 6 ALL HORIZONTAL BLOCKING THRUST AREAS SHALL BE CENTERED ON PIPE OF POURED-IN-PLACE BLOCKING FOR 5. 7. WHERE Aft THE BLOCKING BLOCKING IS REQUIREDPRIOR A POINT E CONNECTION TO AN EXISTING FITTINGS IN SHADED PORTION OF TABLE DIRECTED E TED THE BLOCKING.SHALL BE INSTALLED PRIpR TO CONNECTION WHENEVER POSSIBLE OR AS ) ONJ N RESTRAINED SEEJOINTS MUST BE USED. DIRECTED BY THE CITY ENGINEER. TYPE B Z 04 N FOR NOTES SEE STD DETAIL NO W-155 8. TEMPORARY BLOCKING.IF USED.SHALL.BE APPROVED BY THE CITY ENGINEER. FOR NOTES SEE STD:.DETAIL ND,W-/75 / SFY O ur+aIDN LMR:. DBPARTIBNT OR PUBLIC YDRZ9 STANDARD DETAIL 1tY a MN+ DBPART+�.'T OP PURLTC,roRBs STANDARD DETML STY 'NM,o At' A0n OBPNDA➢P PDBMC I AI STANDARD DETNI J n agVN. STANDARD PLANS ° �' wmnaA. STANDARD DETAILS W mm++L STANDARD DETAILS NUMBER NUMBER NUMBER p s74 THRUST BLOCK NT-1sU •®t P.+Pm THRUST BLOCK jy-1Ii�J r�? mm.as VERTICAL THRUST BLOKE CONSTRUCTION DRAWING APPROVALQ �trxo'Io rdtPxolo +trxo'to TYPE A&TYPE B W-17O THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. 5 THRUST BLOCK DETAIL 6��� THRUST BLOCK DETAIL VERTICAL THRUST BLOCK DETAIL BY 151 / \ City Engineer, CITY OF ARLINGTON 3 NTS / , NTS NTS DATE. THIS APPROVAL VALID FOR 18 MONTHS / Gi A VALVE 1101 UD SEE NOTE 5 SEE IaOTE..4 2`SQUARE 3'2r HIGH \; _- OPERATING NUT 1/3 TOTAL. Do LENGTH k�6- STEEL VALVE OPERATIONSE NG TE�^ EXTENSION SEE NOTES�� 1 AN0.2 l\ 1VALE BOXVERT¢ OF PIPE SEE NOTE 3 PLAN PLAY&BLOCKr +0G CONCRETETHRUST4/e SET SCREWBOCK wAX1/4' BOTTOMFACE \� MIN 7HICKNESS THRUST BLOCK ARA VALVE BR7R EXTENSION,. REFERS TO THE BOTTOMACE OF `\ S7E�LJGV I L�A'ABLOCKMASURED Iry SQUARE FEET t1' SOLIDSTEEL STOCKVALVE BOX'.CUSHIONtSPE' PLQc LNG NRit Vr'.T2VY.15'AND 9b�ERPCA:BRats 3/8'SET SCREW SQUARE SOCKETTRRLI SLTOR COMPACT SAND COMPACT SAND@ GRAM6FIRM Su2-1/4"INSIDEELEVATIONI ET^E1/ATION F—➢END ASi1END &u,A'6END 4StRYND&& VY BERg A59EW 4?2�A' 2-1/4'DEPTH(1/8"MIN WALL THICKNESS)D R s A VALVE BOX AND EX ENSION VALVE OPERATING NUT EXTENSION+ FABRICATED EPDXY FABRICATED STAINLESS STEELNOTE a o COATED TAPPING SLEEVE TAPPING SLEEVE 1. LOCATION AND S1ZE OF BLOCKING.FOR PIPE LARGER THAN 12"DIAMETER AND FOR$OIL TYPES' DIFFERENT THAN SHOWN SHALL BE DETERMINED BY THE CITY ENGINEER, NOTES: INSTALLED ON DI PIPE INSTALLED ON AC PIPE 2. ALL BLOCKING FOR VERTICAL FITTINGS(POURED IN PLACE)SHALL BEAR AGAINST UNDISTURBED NATIVE GROUND. i VALVE OPERATING NUT EXTENSIONS'ARE REQUIRED WHEN THE VALVE NUT IS MORE THAN THREE(3)FEET BELOW FINISHED GRADE EXTENSIONS ARE TO BE A MINIMUM OF ONE(1)FOOT LONG.ONLY ONE J. ALL POURED THRUST BLOCKS SHALL D COMPRESSIVE AFTER'MINIMUM. DAY;PRESSURE TESTING SHAM m OCCUR AFTER CONCRETE HAS REACHED COMPRESSIVE STRENGTH(1'c). EXTENSION WILL BE ALLOWED PER VALVE. � CJ 2 ALL VALVE OPERATING NUT EXTENSIONS ARE TO BE MADE OF STEEL,SIZED AS.NOTED,AND PANTED.WITH. A ALL BLOCKING SHALL BE CONCRETE CL 3000-1 (3000 Ps) TWO(2)COATS OF METAL FAINT, E� 5- AFTER INSTALLATION SHACKLE RODS&TURNBUCKLES SHALL BE CLEANED AND COATED WITH 2 COATS 3. VALVE BOXES SHALL BE CAST IRON..TWO PIECE UNITS,DESIGNED-WITH DEEP SKIRT(21)LIDS W/LUOS, NOTES: Ll OF ASPHALTIC VARNISH,ROYSTON ROYKOTE f6t2M OR APPROVED EQUAL.. EQUAL TO'RICH NO.W"AS MANUFACTURED BY RICH OR SATHERI 6. SHACKLE RODS SMALL BE FUSION BONDED EPDXY COATED ROUND MILD STEEL,ASTM A 36. 1. STAINLESS STEEL TPPRING TEES BHALL HAVE FULL CIRCLE SEA;: 4, 4'THICK CONCRETE PAD AROUND VALVE BOXES OUTSIDE Of PAVED AREAS. 2'+2'SQUARE AROUND 7 BLOCK NO AGANST FITTINGS SHALL BEAR AGAINST THE GREATEST FITTING SURFACE AREA POSSIBLE,BUT SINGLE VALVE.BOXES AND 4'v4'AROUND MULTPLE VALVE BOXES. 2 STEEL TAPPING TEES SHALL BE EPDXY COATED. SHALL NOT COVER OR ENCLOSE BELL ENDS JOINT BOLTS OR GLANDS REASONABLE ACCESS TO BOLTS 3. ALL TEES AND VALVES TO BE WATER TESTED BEFORE TAPPING. I'T0 l`n AND GLANDS SHALL BE PROVIDED. OX;�G MR1 STY a°T ➢PARTMBM OP PIIBAC♦ORKR STANDARD DETAIL tY g ant 08PARTYBNT OP PURUC YOBBA STANDARD DETAIL lty O ,nTau W L1K OBPAftnum 0P PU9DC➢m STANDARD DETAIL Y^ p o '' m�MAmTT STANDARD DETAILS NUMBER g STANDARD DETAILS NUMBER Q w p' STANDARD DETAILS NUMBER s.• +�q VERTICAL THRUST BLOCK TYPE.C w—175 ��! VALVE BOX AND W-190TAPPING SLEEVES W—�00 <rNat < gt OPERATING NUT EXTENSION f<pRgtO n THRUST BLOCK DETAIL 2 VALVE BOX DETAIL 3 TAPPING SLEEVES NTS NTS NTS ` REQUIRED PAVAEr ;SAWCUT(TP). RESTORATION PER R/W USE PERMIT SURFACE RESTORATION SURFACE PAVEMENT c 4- AS SPECIFIED(SEE SVRFACE 2 NOTE 3). H EXTERIOR WALL DI OR STEEL 13+ 36 FOR PIPE VIA.12"OR BMALLBR PIPE 45:FOR PIPE 01A OVER 12" MAX.DEPTH SHALL NOT EXCEED BI)` COMPACTED TRENCH SLEEVE BEAT NEAT UI(TTP.) n.. • WATERTIGHT HACKFILL(SEE NOTE 1): 5'MIN FLOOR Eo GRADE N I GO THRUST BLOCK .• PIPE BEDDING ZONE NOTES (SEE NOTE 2) d a 4 • CEMENT-LINED, 3 CD STRUCTURALFOOTLING DUCTILE IRON(CL52) v3i g FLANGE AND SPIGOT TRENCH STASIUZAVON —I— cl ® p PIECE(SEE PL(N MAEFRNL,IF AND WHEN CO - w <'A�a FOR PIPE DLAMETER) DIRECTED (SAME AS PIPE c x1 a 9f o � eeDI�NG). rn ,^ SEE g UNPAVED AREA PAVED AREA o 3 FOR GD.NiINUATION w �` 3 o WATER MAN._ •, FIELD LOK GASKETS/MEGALUG c NOTES: O REOUIRED ON ALL.JOINTS FROM VALVE 1. TRENCH BACKFILL SHALL BE: A,� / TO 90'BEAR THRUST BLOCKING L—'Z co �j SEE W-160 c PAVED AR GRANULAR SACKML AS APPROVED BY LOCAL AGENCY OR PER WSDOT. +y 9-03.9(3),OR COF,OR 5/6"MINUS CRUSHED SURFACING,OR APPROVED NATIVE MATERA. cR R� p MATERIAL LIST: COMPACTED TO 95R OF MAXIMUM DENSITY v SEE W-220 �24"A24'a4`CONCRETE PAD IN UNPAVED AREA r'^ UNPAVED ARM SELECTED GRANULAR MATERIAL WITH MAXIMUM DIMENSION OF e"PER 5 DO / FOR CONTINUATIONWB N C DOT 9-03.15,COMPACTED TO 90%OF MAXIMUM DENSITY Q (2)CAST IRON VALVE BOX AND EXTENSION PER STANDARD DETAIL NO.W-190 2. GRAVEL BACKIELL O FOR PIPE ZONE BEDDING SHALL BE SELECTED GRANULAR MATERIAL PER Q WSDOT VALVE WITH RESILIENT S 9-03.1 6' 2(3) WASHED SAND ,OR APPROVED SUITABLE EXCAVATED MATERIAL WITH w„ 3 GATE AT(MUELLER M&H OR APPROVED EQUAL), /R to O MAXIMUM DIM ,ENSIGN OF 1-1/2'COMPACTED TO"95%OF MAXIMUM DENSITY BY APPROVED v ©.MANUNE SIZE TEE WITH FLANGE HAND-HELD TOOLS. O N Z W�W 0 OY�y 6-D:1 P 3. EXCAVATE FOR THE PIPE BELL TO ENSURE UNIFORM SUPPORT FOR THE PIPE BARREL. E_ N V MEGALIIG 4. UNPAVED AREA SHALL BE RESTORED WITH 4"TOP SOIL,FERTILIZER AND SEED,OR AS I_N ICE ffQ SPECIFIED PAVEMENT RESTORATION SHALL BE DONE PER RIGHT-OF-WAY USE PERMIT,OR V AS SPECIFIED Jz y M Mre OAPAR'IWINXT OF PUBLR WI'm / g1t TrNn.9 STANDARD DETAIL p.,T DBPARTYAMf OF PUBAIC YOA65 -wvoa MA[ pgARTI®UT OP'PUBMC TryARS STANDARD DETAILS tit o srANDneD DETML tty O IS DETAL Q NDu9ER L „„INN,. STANDARD DETAILS NuuOER �a •� e�^T'+N STANDARD DETAILS wuMBER CONSTRUCTION DRAWING APPROVAL o �:p�oq FIRE LINE CONNECTION W-220 Y®,Z FIRE LINE UNDERGROUND {y-225 .®q �P-G7D v+ g •'P< g.�o FLOOR FLANGE DETAIL f<rNg'Io TYPICAL TRENCH DETAIL. THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED .o PER THE CONDITIONS ON THE TITLE SHEET. 4 FIRE LINE CONNECTION 5 FIRE LINE FLOOR FLANGE 6 TRENCH DETAIL BY. City Engineer, CITY OF ARLINGTON o DATE. NTS NTS NTS i a THIS APPROVAL VALID FOR iH MONTHS Cj�7+1 / Zi 5-i/4"MVO HYDRANT WOMB STD.DUTY LOCK INSTALLED PLUMB.SEE 'REQUIRED IN RURAL OR ISOLATED NOTE 1 LpCATIDNS IF REOUIREO BY CITY -� m ENfMNEE g 4 H S SEE NOTE 4 4 1/2' i.. ° 5("}. o L m PORT,SEEE NOTE NOTE 3 &� fw N 8 EAKAWAY DOLTS VALVE BM PER AND BREAKAWAY 3" SD PLAN W-190 'O w OPERA ING ROD SEE NOTE 9 COUPLING 2; 1&" I I S CONCRETE PM.: TAPPING TEE OR CONCRETE 7) V SEE NOTE 6 LENGTH VARIES(28'MIN) TAPPING lEE((i.) (SEE NOiE t). O MEGALUO RETAINER TWO LANE ROAD ON SIDE STREM Z GUWDS EBM#106 - OFFSET MARKER TO INDICATE WHICH WHERE THE NYpRPM IS WITHIN 20'OF W SIDE OF STREET HYDRANT IS ON, THE MAIN TRAVELED STREET.THE • I`" 4' 'e U I MARKER TO BE PLACED 4'TO 6'OFF MARKER 6 TO BE INSTALLED ON THAT 18, I— Of CENTERLINE MAIN STREET AND 4'TO 6'OFF THE CENIERUNE �2• ° •• a e:•• m SHACKLE RODS MIN. SEE NOTE 8 ° u..n•, •� UNOISNRBED 16'x16"x4 MAKER WJZKER EARTH CONC BLOCK. - 6"C€M€Mi LINED DIP B'RESIUEM SEAT..DALE: + e e 18" O 1/2 ON W.RESTRAINED JOINT VALVE(FlxMJ},MUEIlER;.AIH OR APPROVED EQUAL WASHED ROCK SEE NOTE T—I/2"MINUS g I ( $e _ EXPANSION JOINT •a -ay •,• ° +.• •: •., 4g MATERIAL NOTES: 1. HYDRANTS AND:ALL MATERIALS SHALL CONFORM TO AWWA STANDARDS AND SHMi DE OF STANDARD 3 g g (SEE NOTE 3) MANUFACTURE(M.H 929 RELUNT OR MUELLFR SUPER CENTURION.250 ONLY): N 2, THE CENTER OF THE HYDRANT SHALL BE 3'FROM FACE OF CURB.IF THERE IS NO CURB,THE CENTER OF ELEVATION PLAN O O MYORAM SHALL BE 3'FROM:MRHT OF'NAY AND A MINIMUM OF 5'FROM TRAVELED LANE ��a �. M 3- ONE 5'TO 4-1/2'PUMPER FORT W/N.SJ.AND STQRZ ADAPTER ASSEMBLY,PUMPER PORT TO BE FACING p STREET OR ROADWAY FOR THE FIRE ENGINE ACCESS $. I .I. \D, �E O 4. TWO 2-1/2'HOSE PORTSW/N.6T.AND 1-1/4'OPERATING NUTS, WD Vi+ ryy1 LANE �TF� C�t� LANE •�1 O 5. PF DE GUARD POSTS FOR VEHICULAR TRAFFIC PROTECTION IF REQU-1)BY CITY ENGNEER PER STD.DETAIL ryyR F�..I�E ROAD FIVE WRE RU/'W OFFSET WIRKER TO INDICATE WHICH OFFSET MARKER TO INDICATE.WHICH B- INSTALL 31x3'x4'CONCRETE PAD(WOO PSO.MOUND HYDRANT IN UNPAVED MCA$INCLUDING PLANTER SIDE DF STREET HYDRANT IS ON. SIDE OF STREET HYDRANT IS ON. STRIPS,COMPLETELY SURROUND HYDRANT W/FULL DEPTH OF CONCRETE PAD WITH 1/4"JOINT MATERLL MAKER TO BE PLACED 4"TO 6'OFF MARKER TO 6E PLACED a'TO 6"OFf BEFORE PLACING CONCRETE, OF BOTS OR PAINTED LANE D—ER. OF DOTS OR PAINTED LANE DMDER. LL�� T. HYDRANT RUN TO BE 6"CEMENT UNEO DUCTILE IRON PIPE 52 W RESTRAINED JOINTS(MEGAIOG U OR APPROVED EQUAL) HYDRANT RUN LONGER THPN BO FEETT SHALL BE BE DIA.OR LARGER B. %'GALV.SHACKLE RODS WITH ME EYE BOLTS AT BOTH ENDS REQUIRED FROM VALVE TO HYDRANT NOTE: 9- FIRE HYDRAN SHALL BE PAINTED WITH TWO COATS OF FROM GLOSS EOUIPMENT YELLOW'RUST-OLEUM" MAKER.TYPE Be AB STIMSONNE TWO WAY(BLUE) NOTES" TYPE PAINT t, CONCRETE SHALL BE CLASS 30OO:11I.MN. 10-INSTALL 24"X24VEQ CONCRETE PAD(SOQO:PSF)AROUND VALVE BOX AND 4@'xA8"R4'FOR MULTIPLE VANE BOXES IN UNPAVER AREA. 2. INSTALL t/a"EXPANSION JOINT MAIERIM.WITH FULL DEPTH OF:CONCRETE PAD AROUND HYDRANT.. � pIaARL1IalrerPupas INSia Q tY A.ow paeRn¢Nr m PUBLIC IroTI� STANDARD DETAIL l O 6iMDARU DETAIL �, VT IrR m�roW STANDARD DETAILS NUMBER au< Rmr++ STANDARD DETAILS gDMBER °a4 pISPARTIOM Or riR1WD rO8K6 04 t2 STANDARD pETML �e e e e° STANDARD DETAILS NUMBER ' T'i Q4 FIRS HYDRANT ASSEMBLY W-010 I'1RE HYDRANT MARKER W-015 (�J�►�d 1 BM rM.. tlNO'L CIN6 ( •?' \Tf of m FHtB HYDRANT CONCRETE PAD W-020 TIIY FIRE HYDRANT DETAILS 1 g 4 NTS w�qs e F LL o N DID 3 3ma N c N O 3 3 o W N 11 '^ OZQ V, 0 �cf)z off° o L ° cm9 w N zva 3: :^ i CONSTRUCTION DRAWING APPROVAL Q 0 o+ THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY. 0 City Engineer, CITY OF ARLINGTON t DA TE: THIS APPROVAL VALID FOR 18 MONTHS Cj-7.2 i FINAL JOINT MUST 1/2 x 4"FULL DEPTH BE SAW_CUT SAW-CUT OR LANE DRILL .2"MIN ASPHALT EXPANSION JOINT EVERT 1/2'R J UNOERIflNG GONCREFEN E 30' ALIGN EXPANSION JOINTS 5,5" 1'R IQ- EXISTING ASPHALOVE T WITf°1UJIOINT5 iN 411[YNEWAiKB (NP]DEEP 1/2••R 2% 'n. SLOY,ygt�, 6 I 1'q ES !- CONCRETE r-� 1?" 3 1/4-DEEP c EXISTING CEMENT�bjqDOE s. - 5 DUMMY JOINT a 1'R ` CONCRETE _" IS,C/C J d a CON C O 1/ ,JOMf i?' d DUMMY I D. d' a �- ', 16 a_MOM ASPHALT CONCRETE GM EMENT CRETE 5 c//e � q n a B,. B" D/W CUT 6.5' d q U ASPHALT CONCRETE(3"MIN) FINAL JOINT MUST REPLIC€MENT(PATCH TO BE 1" Be SAW-CUT THICKER THAN PREVIOUSLY EXISTED vqo oqq °°a aoao o o o a o°ooq. o o a o v o 1/2"x 1 1/27 FULL.DEPTH CURB GUTTER 1" Q E%PAMSON JOINT EVERY 30' SEE NOTE 9 1S. 1 d PLAN VIE1N5 h EXISTING ASPHALT CONCRETF '`' cDF TYPE E1:CURB TYPE E2 CURB m 5•TYPICAL I TYPICAL SECTION '= �TSEE NOTE]BELOW) O EXISTING ASPHALT CONCRETE OVER PREPARED GRADE it N, i/r 2% CEMENT CONCRE E DUMMY JOINT S10EWAM1 TYPE t CURB"GUTTER SEE STO DETAL 110 CEMENT CONCRETE 18"MIN) REPLACEMENT PATCH TO BE 1" FOUL JOINNTT MUSE THICKER THAN PREVIOUSLY EXISTED �.�//�/ - 2'CRUSHED SURFACING NOTES; BE SAW-CUT \: TOP COURSE,CUMPACTED: Y 2' 2-3/4" :2-3/4" O O ^_- TO.95M DENSITY 1, FORMS SHALL BE TRUE TO ONE AND GRADE AND SECURELY STAKED •f� /vf•�c� 7uiRin 2 DUMMY JOINTS SHALL BE PLACED 15 FEET ON CENTERS.DUMMY JOINTS SHALL BE 4/2`x 1-1/2". EXISTNG CEMENT'-+ • NOTS: T F9'IV L 3 THRU JOINTS SHALL BE PLACED ADJACENT TO CATCH S-NO, NUE AND AT POINTS OF TANGENCY ON O_ CONCRETE 12"• 4 CAP STREETS,ALLEY AND DRM1EWAY RETURNS.MAXIMUM SPACING SHALL BE 30 FT.PRE-MOLDED JOINT . 2' ~-'•: p O CO 1. SIDEWALKS SHALL BE A MINMIUM OF 4'THICK,AND SHALL BE CLASS 3000%CEMENT CONCRETE;WITH AIR FILLER SHALL SE 1/2"WIDE AND CONFORM TO AASHTO DESIGN M213: 1 .. ENTRAJNMENT(MIN 4.5%-MAX 6 S1G), • SSSE66 A:.ALL JOINTS SHALL BE CLEAN AND EOGEO.. --' ' 2. NLL EXPANSION JOINTS SHALL GENERALLY BE PLACED TO MATCH THOSE PLACED IN ADJACENT CURB.& .. GUTTER.WITH MAXIMUM SPACING OF WTEST,FINAL SPACING DETERMINATION SHALL BE DECIDED BY THE 5..CONCRETE SHALL BE CEMENT CONCRETE,CLASS 3000. ,' ': •• 2. INSPECTOR IN THE FIELD. 6. STEEL FORMS ONLY SHALL BE USED ON TANGENT SECTIONS.WOOD FORMS MAY BE USED ON CURVED x - Q27• 3. SUBCRADE SHALL BE COMPACTED TO NOT LESS THAN 95R OF MAXIMUM DENSITY: SECTIONS ID' li 8 I�iy NOTES: 4 SIDEWALK SHALL BE AT LEAST 6"THICK IN DRIVEWAYS. T. FINISH SHAH BE LIGHT BROOM FINISH. V y 1.AU.TRENCHES IN ROADWAY AREAS SHALL BE'BACKFILLED AND PATCHED WRH TEMPORARY 5. THE FINISHED SIDEWALK SHALL BE SPRAYED WITH A TRANSPARENT CORNS COMPOUND COVERED BYPE E-3 CURB 8. THE FINISHED CURB SHALL BE SPRAYED WITH!A TRANSPARENT COMMCAPoNG COMPOUND AND COVERED R. ASPHALT AT CRY EN END OF EACH WORK DAY;:UNLESS PERMISSION IS GRANTED TO W OTHERWISE WATERPROOF PAPER OR PLASTIC SHEET No 1}tE EVENT OF RAIN OR OTHER INCLEMENT WEATHER.CURING WATERPROOF PAPER BE PlM$TM MEMBRANE IN THE.EVENT OF RAW OR OTHER INCLEMENT WEATHER. BY THE CI3Y ENGINEER. THE SHALL BE FOR A MINIMUM OF 72 HOURS. CURING TIME SHALL BE A MINIMUM OF 72 HOURS. P ALL TEMPORARY PATCHES ON TRENCHES SHALL BE PERMANENTLY PATCHED WITHIN?WEEKS OF e ALL JOINTS SHALL BE CLEANED AND EDGED WITH AN EDGER HAVING A 1/4"RADIUS.: 9. ALL CURB AND GUTTER SHALL BE PLACED ON A:MIN OF 2-OF CRUSHED SURFACING TOP COURSE. TYPE E4 CURB COMPLETION OF WORK WITHIN THE ROADWAY AREA ] SIDEWALKS ARE TYPICALLY 5'WIDE,WIDER SIDEWALK MAY BE REQUIRED BY THE GHY,. 30:DUMMY JOINT I/2'z t 1/2"BETWEEN TYPE 1 CURB AND 6IJfTER AND THE SIOEWAUC. �. RY p. ax DBP,LR MNR F OF PUBWC IIODYS Mpa 4y 4 vrt DDPAMTMBB2 OF PDBWC 110RIf8 KY aN MAST M OF POBLIC"NO KY 4lwae W vs DVIBTMRY7 OP PUBWC YORPS Ys. \., srANDAWD D$ua ytY o oR quntYe4'. STANDARD DETAILS �Anu ED MBERHML y Am " mmnr STANDARD DETAIIS aTA4RDRnAa y °a ,M. >mi.4. STANDARD DETAILS STANNUMBEftDAR MAl1 MR mnm". STANDARD DETAILS NUMBCR D � o:R 9a . v4n.a ap®oi PAVEMENT PATCH R-14O a®•. m CEMENT CONCRETE SHIEWALE R-170 > CEMENT CONCRETE CURB AND R-1B0 ,®• CEMENT CONCRETE CURB R-210 c+xG'C �ctx t <nvp4 CUTTER TYPE 1 perxo'�o TYPE:S-1,E-2,E 3&E-4 �TIIA PAVEMENT PATCH DETAIL 2 CEMENT CONCRETE SIDEWALK DETAIL 3 CURB AND GUTTER DETAIL 4 CONCRETE CURB DETAIL NTS NTS NTS NTS Y W 2 SEE DETAIL 4 PARKiPK9 STALL GEOMETRY DETAIL BELOW /�. W r W v SEE SN Wxl W.R-210 FOR iTPIC4t PARMNG UW%Ir. 4a y 5. ffik >2 $ ¢ gF AVM HO LHOIB H LL C.. 2W A B C D E F G X I J X L Y R N T \ _ QS' &D T2.1 175 195 12 165 48A 45: OLD M &1 131 14 \ 5 O 95 134 275 195 It IM 47A 1Y: 45.0 29 DA 1 I 14 2i C 60 113 TtS 160 11 20 14 24 J ,I E H ]80 i83 ZJs 195 It PA 14 24 ZW% 2a+ �/y V' i 2Ls 320 - I2 t 24 14 24GO W(�IItI YJ 3 T1 ® Q �p AO 10.4 ] 26..5 1 NIS SUIT w 531 32a 0.1 M w I 95 NA 23.] P0.s Is 184 a40 aR 'I" CEMENT CONCRET E 23 28 BJ' � R�3U' 93 195 16] 14 2:3 H 4 I� SIDEWALK n YL 1 23.7 20.5. 15 2,D 14 24 ® 3 ON f T FRB V 160 18B £6.9 ?33 i6 33 M 21 76 cl� 12" / 12' 8A d3 1]0 163 18 1 810 A N 24 o Z' a n m r H 13D 135 M 204 22 14 24 z a V NO- 232 22.4 24 23 '4 24 2a 90 1 So 19A 19A 28 19.0 68 68 1 0 1$ 0 4 3 N x w " 9.5 93 194 19A 25 190 9 B3 2 Cn 80 0 150 ISO 32 SS 0 M 24 $@9 o ~ � 2 1/2"UP 2 H 24 w 130 13.0 18S 18S 3s 11 Ii �+ o V 18.0 IBA 200 2Q0 24 25 14 24 „1 rc�. ¢'v. cT CC OOC1 VR' CL. CURB TRANSITION DETAIL @ w o V/ s ¢ w p Z NOTES' � Q W I. � Q NOTES:MOTH MAY BE REOUIRED TO BE WIDER MOLITPLE UTILITY ONES ARE LOCATED - O WIDTH OF DRIVEWAY AT PROPERTY ONE. WITHIN THE AISLE CON... g 2. =COMPACT SPACE EACH SPACE SHALL BE IDENTIFIED BY PAINTING i/2"WIDE FULL DEPTHE%PANSION JOINT:. ''COMPACT'ON PAVEMENTq O3 FULL DEPTH EXPANSION JOINT IF iO IS 15'OR GREATER. 3. H-HANDICAP SPACE,SEE WASHINGTON STATE REGULATIONS FOR:BARRIER FREE FACILITIES. 5� " O DRNEWAI"TO BE SURFACED WITH ASPHALT OR CONCRETE 4. Y E HANDICAP VAN ACCESSIBLE SPACE,SEE WASHINGTON SEATS REGULATIONS FOR WRIER aJ. to FREE HANDICAP Z Z 5 DRIVEWAY CEMENT CONCRETE SHALL BE A MIN OF 6"THICK IN RESIDENTIAL AREAS,W THICK IN COMMERCIAL AREAS,AND IS TO BE PLACED ON A MINIMUM OF 2'CRUSHED SURFACING TOP COURSE �. L O COMPACTED TO D-MAXIMUM DENSITY. N ytY p 4"1 DBPARfIBNT OP PUBWC 10PA': $TANDAAD DETAIL DVADYMHNI'OF PUBWC YORNS STANDARD DETAIL y< - qMn m "1' DBPARYY2Nf bP PU9WC soT� STANDARD DETAIL STANDARD DETAILS NUMBER jm�.+am mmm" STANDARD DETAILS NUMBER o naL :.rnlm". STANDARD DETAILS NUMB ®4 " CEMENT CONCRETE DRIVEWAY APFRL3ACH R-`tiJ,30 ®_ 11. PARKING LOT DETAIL R-250 a®4 PLANTING STRIP BEHIND R-270 i� i '�crxpc TrPE a 4crxD�° °<rxpa s1DEWALx CONSTRUCTION DRAWING APPROVAL Q o THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. 5 DRIVEWAY DETAIL 6 PARKING LOT DETAIL PLANTING STRIP DETAIL BY L ITS NT$ IF NTS DAB City Engineer, CITY OF ARLINGTON C, THIS APPROVAL VALID FOR 18 MONTHS Cw�o N t � m PAVEMENT NOTES 12 t=- 1. MATERIAL THICKNESS IS COMPACTED DEPTH. APPLIES TO ALL SECTIONS. N a 2. SUITABLE ONSITE SOILS SHALL BE FREE OF DELETERIOUS MATERIALS AND MAY BE USED a - 3" ASPHALT: 1/2-INCH AGGREGATE MIX ( FOR SUBBASE PROVIDED SOILS MEET REQUIREMENTS IN THE PROJECTS SPECIFICATIONS. 8"PORTLAND CEMENT CONCRETE 4000 ,. 3. FOR PREPARATION OF PAVEMENT SUBGRADE, FILL PLACED WITHIN 12 INCHES OF FINISHED PER 2012 WSDOT 9-03.8(6), PG58-22 PSI COMPRESSIVE STRENGTH PER WSDOT o OR SUBGRADE ELEVATION IN FILL AREAS AND AT LEAST THE UPPER 8 INCHES OF SUBGRADE STD SPEC 9-03.1) IN ALL AREAS TO BE PAVED SHOULD BE COMPACTED TO AT LEAST 98%OF THE i JI PG 64-22 BINDER PER 2012 WSDOT 9-02.1(4) MATERIAL'S MAXIMUM STANDARD PROCTOR DRY DENSITY(ASTM D-698). FILL PLACED 2"CRUSHED ROCK BASE COURSE 6"CRUSHED AGGREGATE (WSDOT STD SPEC 9-03.9(3)) SE P BELOW THIS LEVEL SHOULD BE COMPACTED TO AT LEAST 95%OF THE MATERIAL'S rw No BASE COURSE 2012 MAXIMUM DRY DENSITY. WSDOT 9-SE 12" COMPACTED SUITABLE MATERIAL OR 4. AFTER PROOFROLLING WITH A LOADED TANDEM AXLE DUMP TRUCK AND REPAIRING DEEP + 'o STRUCTURAL FILL. UNSUITABLE NATIVE SUBGRADE DEFICIENCIES, THE ENTIRE SUBGRADE SHOULD BE SCARIFIED TO A DEPTH OF 12 ; MATERIAL SHALL BE OVEREXCAVATED INCHES AND UNIFORMLY COMPACTED TO AT LEAST 98%OF STANDARD PROCTOR. T' 12"COMPACTED SUITABLE AND REPLACED. SUBGRADE SHALL BE 5. CRUSHED BASE COURSE MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF SECTION ' MATERIAL OR STRUCTURAL FILL. PREPARED IN ACCORDANCE WITH THE 9-03.9(3), OF THE WSDOT STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE UNSUITABLE NATIVE MATERIAL PROJECT SPECIFICATIONS TO ACHIEVE CONSTRUCTION. SHALL BE OVEREXCAVATED AND 95%OF MAXIMUM DRY DENSITY(ASTM 6. ASPHALTIC SURFACE COURSE MIXTURES SHALL BE IN ACCORDANCE WITH SECTION REPLACED. SUBGRADE SHALL BE D1557) 9-02.1(4)OF THE WSDOT STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE o w PREPARED IN ACCORDANCE WITH CONSTRUCTION. THE MIXTURE SHALL HAVE A MINIMUM MARSHALL STABILITY OF 1,000 a o THE PROJECT SPECIFICATIONS TO NOTES: POUNDS, AND THE SURFACE COURSE SHOULD BE COMPACTED TO A MINIMUM OF 97% ACHIEVE 95%OF MAXIMUM DRY 1. CONCRETE SHALL BE FIBER REINFORCED, AIR ENTRAINED, WITH MARSHALL DENSITY(ASTM SPECIFICATION D 1559). DENSITY(ASTM D1557) A MINIMUM MODULUS OF RUPTURE(Mr)OF 600 PSI, A 4000 7. THE PORTLAND CEMENT CONCRETE PAVEMENT MIXTURE SHALL BE IN ACCORDANCE WITH , PSI 28 DAY STRENGTH, AND A 15-FOOT MAXIMUM JOINT AIR-ENTRAINED CONCRETE FOR PAVEMENT SECTIONS 9-03.1 OF THE WSDOT STANDARD SPACING SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION. THE MIXTURE SHALL BE 1 DESIGNED TO DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 4000 PSI AT 28 DAYS WITH =" STANDARD PAVEMENT SECTION HEAVY DUTY CONCRETE PAVEMENT SECTION A 4-INCH MAXIMUM SLUMP AND 5 TO 7%ENTRAINED AIR. 8. CONTRACTOR SHALL PROVIDE A PRIME COAT AND TACK COAT TO FACE OF CURB WHERE 1 TUTS TUTS CURB CONTACTS ASPHALT. C 9. PROOFROLLING SHOULD BE USED TO EVALUATE PAVEMENT SUBGRADE. i 10. THE RECOMMENDED PAVEMENT SECTIONS ARE BASED ON THE ASSUMPTION THAT THE gpTD SUBGRADE CONSISTS OF UNDISTURBED SOIL OR STRUCTURAL FILL AND THAT THE PAVEMENT WILL BE CONSTRUCTED DURING THE DRY SUMMER MONTHS. 12" REFLECTIVE ALUMINUM RESERVED LEGEND AND BORDER-GREEN PARKNG WHITE SYMBOL ON BLUE BACKGROUND n BACKGROUND- WHITE co ' TYPICAL AT ALL HANDICAP SPACES THIS SIGN TYPICAL AT ALL i� "VAN ACCESSIBLE" VAN PARKING SPACES , ACCESSIBLE PENALTY SIGN WITH WORDING AS REQUIRED BY STATE OR LOCAL LAW Z ALVANIZED"U"CHANNEL POST ' C> a �� �o G 4"DIA.SCH 40 GALVANIZED STEEL m v PIPE BOLLARD PAINTED OSHA YELLOW o o FILLED WITH CONCRETE io PAINT CONCRETE BLACK : - '2 o AFTER CURING cd ;�o AT ASPHALT LOCATIONS h 4000 PSI CONCRETE ® 3 M 3 of 0 o (T)PICAL) �°° � '—'I—IIII--IIIII�—;II,IIII--II—III�--II I II—IIII >•`' • °° eP•'--II CI II—�-II III—�—II III�—=_II III—�—II III—�=II III—=_II 1I1I==I1II—=1I 1I1I=I1 1111-= 1 i N W CL III—I = I—I— m 0- Q J = Z NOTE -1I1=1 1=1I1=1I1=1I=1I1=1 11=1I1=1I I i 1. LOCATE AT EDGE OF -III_, III=1 III_- I I=1 I I-1 I h I'- �3 III—III—I I—I PARKING SPACE a: 0 UNLESS ACCOMPANIED 1'-6" _ N BY"VAN"LETTERING Z 3'-0" C4 ACCESSIBLE PARKING SYMBOL ACCESSIBLE PARKING SIGN ��a a 3 NTS 4 TUTS CONSTRUCTION DRAWING APPROVAL cc o+ THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: 0 a City Engineer, CITY OF ARLINGTON c H DATE: Q 3 THIS APPROVAL VALID FOR 18 MONTHS C�8"1 Cree EdgeTM Series POLE LIGHTS LED Area/Flood Luminaire Product Description DA Mount The Cree EdgeTM Series has a slim,low profile design.Its rugged cast aluminum housing minimizes wind load requirements and features an integral,weathertight LED driver compartment and high performance aluminum heat sinks.Various mounting choices:Adjustable Arm,Direct Arm,Direct Arm Long,or Side Arm(details on page 21.Includes a leaf/debris guard. Applications:Parking lots,walkways,campuses,car dealerships,office complexes,and internal roadways T Performance Summary 27.1" (688mm) Patented NanoOptic°Product Technology Made in the U.S.A.of U.S.and imported parts 18.1" CRI:Minimum 70 CRI (460mm) NEMA®Photocell 9.0" Receptacle location CCT:4000K(+/-300K),5700K(+/-500K)standard (22ymm) (ordered as an option) Limited Warranty*:10 years on luminaire/10 years on Colorfast DeltaGuarde finish 2.1 Convenient, (53mm) Interlocking 'See http://lighting.tree.tom/warranty for warranty terms m ® Mounting oi 9 Method 3.9" .E ..A.. 30 (99mm) Accessories LED Count Dim.A" Weight Field-Installed (x10) Bird Spikes Backlight Control Shields 02 12.1"(306mm) 21 lbs.(10kg) XA-BRDSPK XA-20BLS-4 Hand-Held Remote -Four-pack 04 12.1"(306mm) 24 lbs.(11 kg) XA-SENSREM Unpainted stainless steel 06 14.1"(357mm) 271bs.(121og) -For successful implementation of the programmable multi-level option,a minimum of one hand-held remote is required 08 16.1"(408mm) 281bs.(13kg) 10 18.1"(459mm) 32 tbs.(15kg) 12 20.1"(510mml 34 tbs.(15kg) 14 22.1"(560mm) 37 tbs.(17kg) 16 24.1"(611mm) 41 lbs.(19kg) Ordering Information AA/DL/SA Mount-see page 22 for weight&dimensions Example:ARE-EDG-2M-AA-1 2-E-UL-SV-350 E LED Color Drive Product Optic Mounting" Count Series Voltage Options Current Options Ix10) ARE- 2M 3MB 4MP AA 02 E UL BK 350 DIM 0-10V Dimming PML Programmable Multi-Level, EDG Type II Type III Type IV Adjustable 04 Universal Black 35OmA -Control by others 20-40'Mounting Height Medium Medium Medium Arm 06 120-277V BZ 525 -Refer to Dimming spec sheet -Refer to PML spec sheet for 2MB w/BLS w/Partial DA OB UH Bronze 525mA for details details Type II 3MP BLS Direct Arm 70 Universal SV 700 -Can't exceed specified drive -Intended for downlight Medium Type III 5M DL 72 347-480V Silver 700mA current applications at 0°tilt w/BLS Medium Type Direct Long WH -Available F Fuse PML2 Programmable Multi-Level, 2MP w/Partial Medium Arm 74 White with 20- -Refer to ML spec sheet for 10-30'Mounting Height Type II BLS 5S 76 60 LEDs availability with ML options -Refer to PML spec sheet for Medium 4M Type -Available with UL voltage only details w/Partial Type IV Short -Available for U.S.applications -Intended for downlight BLS Medium only applications at 0°tilt 3M 4MB -When code dictates fusing, R NEMA®Photocell Receptacle Type III Type IV use time delay fuse -Intended for downlight Medium Medium HL Hi/Low(Dual Circuit Input) applications with maximum w/BLS -Refer to HL spec sheet for 45°tilt details -Photocell by others FLD- 25 70 N6 AA -Sensor not included -Refer to ML spec sheet for EDG 25°Flood 70°Flood NEMA® Adjustable ML Multi-Level availability with ML options 6 Arm -Refer to ML spec sheet for 40K 4000K Color Temperature 40 SN 70 40°Flood Sign Arm details -Minimum 70 CRI Side Arm -Intended for downlight -Color temperature per applications at 0°tilt luminaire -Available P Photocell with 20-60 -Refer to ML spec sheet for LEDs availability with ML options -Available with UL voltage only "Reference EPA and pole configuration suitability data beginning on page 19 NOTE:Price adder may apply depending on configuration C ul US0 Rev.Date:V409/20/2016 CREE US: lighting.cree.com/lighting T(800)236-6800 F(262)504-5415 Canada:www.cree.com/canada T (800)473-1234 F(8001 890-7507 CREE / WALL MOUNT LIGHTS Cree Edge TM `� LED Security Wall Mount Includes:SEC-EDG-WM IMPORTANT SAFEGUARDS INSTALLATION INST UCTIONS When using electrical equipment,basic safety precautions should always be INSTRUCTIONS D'IN ALLAT/ON followed including the following: READ AND FOLLOW ALL SAFETY INSTRUCTIONS 1. DANGER-Risk of shock-Disconnect power before installation. DANGER—Risque de choc—Couper Palimentation avant('installation. 2. When handling,hold luminaire on sides to prevent damage to the top screen or LED's. 3. This luminaire must be installed in accordance with the NEC or your local electrical code. If you are not familiar with these codes and requirements, consult a qualified electrician. Ce produit doit titre installe conformement a NEC ou votre code electrique local.Si vous n'etes pas familier avec ces codes et ces exigences, veuillez contacter un electricien qualifie. SAVE THESE INSTRUCTIONS FOR FUTURE REFERENCE TO INSTALL: 0 Mounting Box WALL MOUNTING STEP 1: IMPORTANT- If needed,the(2) Keyhole knockouts m located inside box may be removed, but are for ® alignment only.See Figure 2. Luminaire is to be 6x ® supported by(4)3/16"mounting holes.The Mounting o holes will accommodate a#10 bolt.Select appropriate m ® customer supplied mounting hardware for mounting surface.See Figure 2 and S. STEP 2: (4)Luminaire Mount Screws Place mounting box over junction box or conduit. If mounting over junction box a 2-1/2" Inspection knockout hole is included.See Figure 2 and 5. NOTE:See Figure 4 for minimum mounting box distance to achieve a required 3"clearance. (4)1/2"threaded holes STEP 3: For surface wiring(4)1/2"threaded holes are available. P(4) See Figure 2 and 5. oSTEP 4: o If mounting on a uneven surface, place a minimum of a 1/4"bead of high grade silicone on the black gasket encompassing the Inspection Knockout hole on the back of the mounting box.See Figure S. (4)Mounting ting Holes STEP 5' Holes (2)Keyhole Conduit If mounting over surface mounted conduit use the Knockouts Knockout knockout conduit openings located on the top, bottom, or sides of the luminaire. Knockouts can be removed by using a hammer or pliers.See Figure 3. © Conduit Knockouts STEP 6: Locations Before securing to wall mounting surface, make sure Luminaire Mount mounting box is level. Screws STEP 7: Secure mounting box to wall. STEP 8: For ease of installation, hook the(2)installation io support cable loops on the top screws of the mounting box. p(2)lnstallation les Wiring Knockout 1 of 2 C1321X01R0 Cree EdgeTM Series PATHWAY BOLLARD LIGHTS LED Pathway Luminaire Product Description Durable die-cast aluminum luminaire housing mounts directly to 4"(102mm)diameter pole(included) without visible mounting hardware for clean appearance.Pole mounts to rugged die cast aluminum internal flange secured by three 3/8"-16x6"anchor bolts with 1-1/4"hook(provided).Note:T45 Torx 3/8"socket required for head installation.Top mounted LEDs for superior optical performance and light control. Applications:Landscape,walk-ways and general site lighting Performance Summary Patented NanoOptic°Product Technology Made in the U.S.A.of U.S.and imported parts CRI:Minimum 70 CRI (254mm) CCT:4000K(+/-300K),5700K(+/-500K)standard 7. 7.0" Limited Warranty*:10 years on Luminaire/10 years on Colorfast DeLtaGuard®finish (177mm) 'See http://Iighting.cree.com/warranty for warranty terms Accessories A Field-Installed Upgrade Kit -Used for replacement of existing bollards with a bolt hole circle of 5.75"(146mm) XA-XBP8RSV )(A-XBP8RWH XA-XBPSRBK XA-XBP8RBZ 4.0" (102mm) Model Dim."W Weight* Landscape(POI 13"(330mm) 12.7 tbs.(5.8kgl Landscape(P11 18"(457mm) 13.3 tbs.(6.0kg1 Pathway(P3) 36"(914mm) 17.9 lbs.(8.1 kgl Pathway(P41 42"(1068mm) 18.6 tbs.(8.4kgl Pedestrian(P81 96"(2438mm) 28.4 tbs(12.9kg) 'Add 4.5 lbs.12.01,g)for 347-480V Ordering Information Example:PWY-EDG-2M-P0-02-E-UL-SV-350 PWY-EDG 02 E LED Color Drive Product Optic Mounting Count Series Voltage Options Current Options (x9) PWY-EDG 2M PO 02 E UL BK 350 F Fuse Type II 13"(330mm)landscape Universal Black 350mA -When code dictates fusing,use time delay fuse Medium P7 120-277V BZ 525 -Refer to ML spec sheet for availability with ML options 3M 18"(457mm)landscape UH* Bronze 525mA HL Hi/Low IDuat Circuit Input) Type III P3 Universal SV -Available with P1, -Available with UL voltage and 525mA driver current only Medium 36"(914mml pathway 347-480V Silver P3,P4,and P8 -Refer to HL spec sheet for details 5M P4 -Available with WH mounts only -Sensor not included Type V 42"(1067mm)pathway P3,P4,and P8 White TL Two-Level(175/525w/integrated sensor control) Medium PO mounts only -Available with 12 or 27 voltages only 5S 96"(2438mm)pedestrian 12 -Refer to TL spec sheet for details Type V Short 120V TL2 Two-Level(0/350 w/integrated sensor control) 27 -Available with 12 or 27 voltages only 277V -Refer to TL spec sheet for details TL3 Two-Level(0/525 w/integrated sensor contrail -Available with 12 or 27 voltages only -Refer to TL spec sheet for details WB Welded Base Plate -Standard on P8 mount option,available with P3 and P4 mount -Includes welded base cover 40K 4000K Color Temperature -Minimum 70 CRI -Color temperature per luminaire '347-480V utilizes magnetic step-down transformer.For input power for 347-480V,refer to the Electrical Data table C UI US M Rev.Date:V5 08/11/2016 CREE 'er"T", US: lighting.cree.com/lighting T(800)236-6800 F(262)504-5415 Canada:www.cree.com/canada T (800)473-1234 F(8001 890-7507 Cree Edge TM Series UNDER CANOPY LIGHTS LED Canopy Luminaire Product Description The Cree Edge Canopy Luminaire provides a slim,low profile solution for easily mounting below the canopy deck.Built with rugged cast aluminum,integral weathertight LED driver compartment and high performance heat sinks specifically designed for LED applications,this luminaire is available with direct, pendant or uptight mounting(details on page 2).The Adaptor Plate Kit accessory(XA-CLSB16)is required when mounting to solid surfaces.Includes leaf/debris guard. Applications:Petroleum canopies,medium-high bay general lighting and soffits - — Performance Summary DM Mount Patented NanoOptic®Product Technology Made in the U.S.A.of U.S.and imported parts CRI:Minimum 70 CRI (457m 57m m) CCT:4000K(+/-300K),5700K(+/-500K)standard Limited Warranty":10 years on Luminaire/10 years on Colorfast DeltaGuardo finish See http://tighting.cree.com/warranty for warranty terms 3.8" (96mm)Dia. 6.1" (156mm) 2.5"(64mm) Accessories Field-Installed ,.A„� Bird Spikes Fitting XA-BRDSPK XA-PSFTG Hand-Held Remote Pendant Mount Kits LED Count(x10) Dim."A" Weight XA-SENSREM XA-CLI2KIT**-12"(305mml 04 16.1 (408mml 32 Lbs.114.5kgl -For successful implementation of the programmable XA-CLI8KIT**-18"(457mml multi-Level option,a minimum of one hand-held remote is XA-CL22KIT**-22"(559mml 06 18.1 (459mml 34 Lbs.(15.4kgl required -Pendant height from ceiling surface to bottom of the Direct Mount Luminaires luminaire;mounting accessories or surface boxes will 08 16.1 (408mml 35 Lbs.115.9kgl Adaptor Plate Kit add to overall height XA-CLSB16** 3/4"Hook Adaptor 10 18.1 (459mml 39 Lbs.117.7kgl -For use when mounting Luminaire to solid surfaces XA-CLHOOK** 12 20.1 (51Omml 401bs.(18.1kg1 Pendant Mount Luminaires Leveler 14 22.1 (560mml 45 Lbs.(20.4kgl XA-PNDTLVL** 16 24.1"(611mml 46 Lbs.(20.9kgl -For 0-13'sloped ceilings Must specify color 20 28.1"(713mm) 52 Lbs.123.6kgl ** 24 32.1 (814mml 55 Lbs.(24.9kgl Ordering Information Example:CAN-EDG-lS-DM-04-E-UL-WH-350 CAN-EDO E LED Color Drive Product Optic Mounting Count Series Voltage Options Current Options (x10) CAN-EDO 1S SL DM 04* E UL BK 350 40K 4000K Color Temperature HL Hi/Low(Dual Circuit Input) Type I Short Sparkle Direct 06** Universal Black 350mA -Minimum 70 CRI -Refer to HL spec sheet for 3M Petroleum PO OS 120-277V BZ 525 -Color temperature per details Type III 15 Pendant 70 UH Bronze 525mA Luminaire -Sensor not included Medium 15°Flood UP 12 Universal SV -Available with DIM 0-10VDimming ML Multi-Level 5M 25 Uptight 74 347-480V Silver 40-160 LEDs -Control by others -Refer to ML spec sheet for Type V 25°Flood 34 WH 700 -Refer to Dimming spec sheet details Medium 40 76 347V White 700mA for details P Photocell 5S 40°Flood 20 -Available with -Can't exceed specified drive -Refer to ML spec sheet for Type VShort 70 24 40-60LEDs current availability with ML options PS 70°Flood F Fuse -Must specify UL or 34 Petroleum -Available with DM and UP voltage Symmetric mounts only PML Programmable MuLti-Level -Refer to ML spec sheet for -Refer to PML spec sheet availability with ML options for details -Available with UL voltage only -When code dictates fusing, use time delay fuse *Uses 80 LED size with two blanks in outside positions **Uses 100 LED size with two blanks in outside positions C& US � Rev.Date:V2 06/06/2016 CREE '677, US: lighting.cree.com/lighting T(800)236-6800 F(262)504-5415 Canada:www.cree.com/canada T (800)473-1234 F(8001 890-7507 MANW-LED-900 Construction: • Steel housing and chassis Type: • Diffuser is.10 extruded white acrylic J • Job Name: Accent bars and rings are extruded aluminum a Light Source: WALL SCONCE • LED • Dimming (0- 10v)to 10%Included Notes: • Keyhole slots left and right Z • Top and bottom white acrylic lens-standard • Optional photocell (21) increases fixture depth 1 1/2" J • Optional battery backup increases fixture depth 1 1/2" V • UL and CUL listed WET location • LED Components • Replaceable Module _ • CRI >80 Z • Universal 120/277 volt standard C • 5-Year Warranty on LED Components Z W a Height - 14"- 16"-20"-26"-38"-50" Shown with(B)cage • Width -9" ^�E Depth -5" DIMMA6LE � � LISTED � ORDERING INFORMATION ML Example: MANW-914-LED-B-U-21 W-3-Z1-WSA O� O Model Cage Voltage Lamping Kelvin Finish Diffuser Options MANW-914-UL) A U 120-277 21w LED/24501m 2 3000K B1 Satin Black WSA White Smooth Acrylic DIM LED dimming driver(0-10v) B 44000K Z1 Satin Bronze Dimming to 10%(Included) D 21w LED/24501m Z3 Text Bronze Optional Cage Accents MANW-916-LED (See Page2) E 21w LED/24501m Optional Optional 21 Photocell-Spedify voltage MANW-920-LED F 28w LED/32001m 3 3500K (See Price List) 01-120volt W1 Yolk 02-277 volt MANW-926-LED X 42w LED/49001m W2 Gloss White W3 Text White 29w LED/34121m B2 Text Black MANW-938-LED 32w LED/36751m T4 Shimmer Gray M13 Anod Silver T6 Pewter MANW-950-LED 29w LED/35291m W13 Pearl Beige Battery Backup Options 42w LED/49001m P2 Brushed Alum (Fixture depth increases by 1.5") P9 Brushed Nickel (MANW-914not available) M16 Antique Brass BB10 10 Watts(11701m)for 90-Minutes 28435 Industry Drive.,Valencia,California 91355 West Coast Sales:800-325-4448/661-257-0286•fax 800-323-2346/661-257-0201 L iqh t way East Coast Sales:866-350-0991•fax 866-490-5754 I rokwww.lightwayind.com•sales@lightwayind.com 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA98223 360-403-3551 Project Name: Arlington Drugstore Permit No.: 936 Review Date: 5/22/17 Contact: Phone No.: Review Phase: Report Date: Reviewing Dept.: CED Applicant: DWG Issue Date: # Rev. Dwg. or Add] Ref. Comment Response/Resolution City Spec. Ref. Approved 1. NEH DR Pg 14 Discuss details of detention chambers. How does the 49'x49'trench in WWHM output(2401 SF)compare to the system shown approx.2058 sf? Use information from Pg 44 to explain the volume comparison,show the square footage of the infiltration area as constructed and verify in WWHM that it will meet requirements. 2. NEH DR Pg 14 Describe make up of infiltration chambers(construction detail) 3. NEH DR Pg 14 Some areas appear to be leaving the site un-detained and untreated. How has that been accounted for? 4. NEH DR Pg 14 Details of chambers and wetland need to be discussed in text; size,rock,depth,width of trench,#needed 5. NEH DR Pg 14 Provide information regarding capacity of the modular wetlands,number needed,how it meets the requirement. 6. NEH DR Pg 14 Need to show what areas are going to treatment,verses what is going directly to the infiltration trenches. Provide hatched area map with square footage or sufficient discussion to explain what is going where. 7. NEH DR Pg 14 Is the second building planned to be stubbed directly into the infiltration trench? 8. NEH DR Pg 14 In general—clearly discuss and walk me through the work done between WWHM output and the design. How does your design equate to the volumes shown in the report? 9. NEH Plans D-1.0 Notes H,I,K are not shown anywhere on the plan sheet 10. NEH Plans D-1.0 Is the location of J where you want SS to be dislocated,or where the proposed line starts? 11. NEH Plans D-1.0 Stabilized construction entrance detail or WSDOT reference? 12. NEH Plans D-1.0 Should the fence to be removed be bold? Specify LF to be removed? Page 1 of 4 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA98223 360-403-3551 Project Name: Arlington Drugstore Permit No.: 936 Review Date: 5/22/17 Contact: Phone No.: Review Phase: Report Date: Reviewing Dept.: CED Applicant: DWG Issue Date: Dwg. or Add'I Ref. Comment Response/Resolution City Spec. Ref. Approved 13. NEH Plans C-1.0 Call outs for A,B,G,H are not shown on this page 14. NEH Plans C-1.1 Are pavement markings paint,or thermo plastic? No call out for directional arrows shown.Drive thru stop bar not called out. Will there be no parking signs installed,or is it going to be marked on the pavement somehow(fire lane)? 15. NEH Plans C-1.3 See WSDOT traffic control plan,sidewalk detour. Specify sign sizes. Sign the west corner at 67', Sidewalk closed ahead,cross here,because there isn't another crossing until highway 9. 16. NEH Plans C-1.4 Lighting plan detail sheets and specs not included. Is there a lighting diagram to show the parking lot lighting? I can't tell,but it seems like there are dark areas. 17. NEH Plans C-2.0 It appears most of the building runoff is being directed into the storm system prior to treatment. That means the treatment needs to include the volume form the building runoff. Any tee in that system needs to be a sweep clean out tee. Would it be better to route the canopy drain system around the building to discharge directly into the detention system? Clean outs need to be shown on all tees and corners. 18. NEH Plans C-2.0 Review corner just south of the trash area,I think the numbers need switched. 19. NEH Plans C-2.0 CB 5—pipe 6,based on slope and length,IE in= 120.56, below IE out at 120.8. 20. NEH Plans C-2.0 Northwest corner appears to be leaving site untreated and un-detained(see comment 3) 21. NEH Plans C-2.0 Provide all service stubs for second building,should not need to cut asphalt to install second building,all civil work should be done. Provide curb cuts for proposed drive lane for second building,do not want to cut new curb and asphalt. Page 2 of 4 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA98223 360-403-3551 Project Name: Arlington Drugstore Permit No.: 936 Review Date: 5/22/17 Contact: Phone No.: Review Phase: Report Date: Reviewing Dept.: CED Applicant: DWG Issue Date: Dwg. or Add'I Ref. Comment Response/Resolution City Spec. Ref. Approved 22. NEH Plans C-2.0 Provide details for detention structures,trench size,depth, rock,cover,#of units,volume required,details about how to install,profile and cross section if necessary to convey information to contractor. 23. NEH Plans C-2.0 Need details for treatment facility,specifications,type, depth,bottom elevation,configuration of in and out pipes,etc. 24. NEH Plans C-2.0 As shown some of the canopy drain is under the driving area with only 2 feet of cover on PVC pipe. Is this sufficient cover? 25. NEH Plans Specify type of lids for storm structures. 26. NEH Plans All civil for the second building should still be included, so the building can go in without disturbing the curb and asphalt. 27. FR Sewer C-3.0 A monitoring manhole will be required on the 6" side sewer service between the building and the sewer main per COA 5-1.17.#5 Manholes and clean-outs shall be set to grade following details SS-070 and SS-080.FR 28. FR Sewer C-3.0 Existing 6" side sewer service has known issues.I suggest applicant does field investigation to assure pipe has sufficient slope and does not have low points throughout(bellies).Contact the Wastewater Department for assistance in assessing pipe condition. 29. FR Sewer C-3.0 Any existing manholes that are altered during construction must be returned to City Standards. 30. FR Sewer C-3.0 Proposed 6" side sewer stub for empty adjacent lot is acceptable however I suggest an 8" line intersecting at a manhole so that if a food service provider is used they may connect to that line and install a grease vault while utilizing the same line for other units and buildings.Food service buildings are required to be monitored separately Page 3 of 4 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA98223 360-403-3551 Project Name: Arlington Drugstore Permit No.: 936 Review Date: 5/22/17 Contact: Phone No.: Review Phase: Report Date: Reviewing Dept.: CED Applicant: DWG Issue Date: Dwg. or Add] Ref. Comment Response/Resolution City Spec. Ref. Approved and this would also save future construction into finished pavement and/or concrete. 31. FR Sewer C-3.0 Manholes and clean-outs shall be set to grade following details SS-070 and SS-080. 32. GS Water All fittings to be"Mega-Lug"type restrained joint. COA Std.4-1.10&4-2.06 33. GS Water All bell gasket to be"Field Loc"Type. COA Std.4-1.10&4-2.06 34. GS Water Commercial water service line from main to meter shall be 2". COA Std.4-1.23 35. GS Water Fire Line DCVA to be located as close as possible to the point of connection,but not farther than 50'. 36. GS Water At the N.E. corner,the point of connection of the 6"DI. There will need to have a fully valved Hydrant Tee with a "Tie-Back"block. COA Std.4-1.18.This will keep the building in service when future expansion occurs and give the building the required hydrant coverage. 37. TC Fire C-3.0 Add fire hydrant and relocate FDC—see attached plan- Fire Comment 38. 39. 40. 41. Page 4 of 4 KEY NOTES \ EXISTING SSMH SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. RIM = 120.31 IE=114.17 6" SANITARY SEWER TO QA CONNECT TO EX SEWER. CONTRACTOR TO POTHOLE I \ I � BE REMOVED EAST OF BUILDING 1 I I EXISTING SEWER AND SURVEY INVERT ELEVATION PRIOR C-5.0 \ I CONNECTION 3 \ II III I TO DEMOLITION OF EXISTING BUILDING. I \ I I I g \ I LEXISTING SSCO(2)TO REMAIN. IE= 118.06 t A \ III m 8O CONNECT TO EX WATER I I RIMS TO GRADE. EXISTING SSCO TO REMAIN.CO COVER TO TRAFFIC BEARING LID. ADJUST RIM TO GRADE. RELOCATE EX POWER POLE. COORDINATION WITH © SNOPUD TO CONFIRM POINT OF CONNECTION. I 1 REVISE CO COVER TO TRAFFIC BEARING LID. // 1 ( CONNECT TO EXISTING 6"WATER MAIN DO 6" FIRE DEPARTMENT CONNECTION I STA 1+50.0 EX 2 / ; II 1 - 12"x6"REDUCER Relocate FDC P4� INSTALL SSCO ON Add fire hydran1 - 12"GATE VALVEQE NEW FIRE HYDRANT ASSEMBLY mac, _ EXISTING 6" SS �, �� 1 \ j I CONTRACTOR TO CONTACT GAS I COMPANY REGARDING THE LOCATION SD SD SD SD 5Pi SD D SD D SD 0 6" FIRE LINE POINT OF ENTRY. DDCVA INSIDE BUILDING I / ! OF EXISTING 4" GAS LINE Ts s ss ss ss ss ss ss s-ss ss-ss /�,r a 10'UTILITY EASEMEW II I I I m © 1"DOM WATER POINT OF ENTRY ( i I / I I RECORDED UNDER AF.Nd.I I I o RPPA INSIDE BUILDING SD SD / -I 4oaooz9 I OH NEW IRRIGATION SERVICE \ ( - ! W _ W _ W _.W -------_W W W W I NEW IRRIGATION SERVICE o W W W --1-�-W N I 1"IRRIGATIO 1"DOMESTIC CONNECTION QI SANITARY SEWER CLEANOUT I CALCULATED �- /_-- N / 3 I I I II I /EXISTING SS 1 / NEW TRANSFORMER i ( 6"FIRE LINE I 1 I O 2"DOM WATER STUB. EXTEND 5 FEET FROM II I CIE= 113.58 // �� SANITARY SEWER / I 1 I I ^ �L I = 122.5 I I I T R / I 1- 12"x6" TEE I I I PAVEMENT. CAP AND MARK. ti 05 POINT OF ENTRY j / 1 1 I o o \ - 1 1 1"DOM. METER'1/2, 'it, OK REDUCED PRESSURE BACKFLOW ASSEMBLY I �� I 6"FDC MIN IE= 121.0 I I T N / \ I sEcn I a i 1L I I o ! 1 SUBJE o w / F POINT OF ENTRY I G P.u.D.l I I I ° o © PROPOSED 12" WATER MAIN I I I ! EAS.EOT 1 o RECORD 1 1 -- k 1 --------- ! 1 NO.E 5 11 ® CONNECT WATER MAIN / �' I ! i 61 1 ! QN NEW TRANSFORMER II / \ ^ I 1 / \ I I � 1 PROPOSED 12" WATER MAIN r o L I111 CAPOAND MARK I 1 1 I I I / I I € / N i 1 ! I I 70 LF 2 IE\ 113.9 .0%MIN UTILITY LEGEND I ; I " , ' DRUGSTORE I \\'EXISTING 4"GAS WATER LINE W C-74 I ss \ ; 14 671 SF j LINE TO REMAIN SANITARY SEWER LINE ss I I 1 v� \ I 4 FFE 126.00 I cfi. //l !�(////.�^I � c-5.o I 1 � = 1 ii POWER LINE P `\ I 1 CALCULATED I \ T I N /// \ I I EXISTING SS GAS LINE G IE= 112.47 �, I I ���1 1 Q FIRE HYDRANT °a C 7.2 \ I I/I I I c' / j I i -17 FIRE DEPARTMENT CONNECTION 285 LF 12"WATER j 6"FDC / / nol Tb 4w� S POST INDICATOR VALVE ® !\\ \\ �\\\ LINE I I S_c. I_ Z THRUST BLOCK C27.1 / I !� \ "Ilk Ar __ - - - o"Y�LT4ARrrT B OFodA WATER VALVE N G7 2 1 \\ .)W1D SANITARY SEWER \\ I By, �wia EA. T TO THE CITY OF RLINGT AF.NO.9110010SANITARY SEWER CLEANOUT 1 P i 2 n 30 W EASEMENT FOR \ WATER METER � I cREs EGRESS,ununEs \ ��/ D RO RECORDED UNDER \ \ BACKFLOW PREVENTER ® A.F. o.69n - / I UTILITY XING J \ �!/ � EXISTING 4"GAS / 12"SD IE= 121.32 \ \ U11UTY XING I I \,ILINE TO REMAIN GAS METER ® / 2"DOM = 123.0 --____ _ / \ 12" SD IE= 121.32 o DDCVA ® 1 y /� 1 I I `6"FDC LINE IE= 123.0 - - N C-7.0 I /I SD 1 co TELEPHONE -T T- / I T // 1 SD SD a ^ ELECTRICAL TRANSFORMER I a o I Fa SD ID o // I I I ozm m A 2"DOMESTIC m n 1"IRRIGATION~ i-- D CONNECT TO EX. GAS ;A - a s SEE CV-1.2 FOR CITY OF ARLINGTON STANDARD // o H 12 SERVICE NOTES. SEE CV-1.1 FOR GENERAL NOTES. SEE C-3.1 y-t - j - - /' 1 M FOR SEWER PROFILES. C-3.2 FOR WATER LINE 1 f _ C E --- �4IFFl - a PROFILE _ -_- _-_-_-_ - - - - -_-_ - - - - --- _ .. OHP SIGNAL- OH OHP OHP _ S P� G OHP ._,/_ / ._ _. _. .- _..L -� VAOILTS O Z Q 3 CONTRACTOR TO ADJUST MANHOLE RIMS AND GATE ` sD T - CONNECT TO EXISTING 12" I 3 Q VALVES OF EXISTING STRUCTURES TO FINISHED GRADE. t 6' c \\ 1 - 12"x12" TEE Z /W w w (// / ! / I B 1 - 12"GATE VALVE Q TOP SOLID"PLID 121,45.25 B TOP/SO LID CB=128.84 1 INV.8•PVC 5.=121.45 a X ! y / EXISTING SSMH INV.8"PVC W.(CAPPED)-121.33 T9P LID LID CB=126.33 SPEED!LIMIT SIGN 8' "PVC(OIL/WATER y / ! INV.8"P W.OR)-1 2.54 t / RIM = 124.83 // IN W PVC 8"PVC E.-122.99 // / SE ARATOR)=122.54 // - - SI O CV Z p� co J 5 L INV.8"PVC Ns121.36 204TH ST. NE M G.T.E. VAULT \ \ a 04 INV.8"PVC S.=121.63 SS SS � SS SS SS---U Z^Q ----- --SS SS S SS -S`-\ \ Know whars below. -SS TOP salD LID cB=124.75 ss TOP CB=125.81 -- 11 \1 F CONSTRUCTION DRAWING APPROVAL Q ft-�-- INV.8"PVC N.=123.06 I TOP CB-125.58 TOP CE Call before you dig 1 TOP-=124.72 NV.8"PVC 5=122.97 I NV.8°PVC NW.=123.66 \\ NV.61`PVC S.=725.78 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED GRAPHIC SCALE NV.8"PVC N:722.08 TOP SOLID LID CB-125.66� I \ INV.6 PVC N.=124.90 PER THE CONDITIONS ON THE TITLE SHEET. � 20 0 10 20 40 80 �' ___ SE COR.SSMH=728.17 - / // TOP CB=128A1 8Y.• INV.6"PVC N.=195.38 � KD City Engineer, CITY Of ARLINOTON y IN FEET ccl-TELEPHONE VAULT .... / -- -- \ DATE: j1 inch = 20 ft. THIS APPROVAL VALID FOR 18 MONTHS fn tit L AM • C I Lr- Iq , � ors • E�,�= I 148- G ATE �Atv E lot err to OA Cs c •Y , ,� '•� � �. TEE AIL * � t T gift, � STD.:. yo * SKI'• 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA98223 360-403-3551 Project Name: Arlington Drugstore Permit No.: 936 Review Date: 5/22/17 Contact: Phone No.: Review Phase: Report Date: Reviewing Dept.: CED Applicant: DWG Issue Date: # Rev. Dwg. or Add] Ref. Comment Response/Resolution City Spec. Ref. Approved 1. NEH DR Pg 14 Discuss details of detention chambers. How does the Details of the chambers have been added to the 49'x49'trench in WWHM output(2401 SF)compare to plan set. The square footage of the bottom of the the system shown approx.2058 sf? Use information from chambers is 2,441 sf. Pg 44 to explain the volume comparison,show the square footage of the infiltration area as constructed and verify in WWHM that it will meet requirements. 2. NEH DR Pg 14 Describe make up of infiltration chambers(construction Details of the chambers have been added to the detail) plan set and appendix. 3. NEH DR Pg 14 Some areas appear to be leaving the site un-detained and The system has been sized for the undetained and untreated. How has that been accounted for? untreated area as if it is draining into the system. The north portion of the north driveway is on the adjoining property which is not being developed with our client's property. The access easement allows for construction of the access aisle but not utilities. The intent of the design is to capture as much of the runoff as possible. It is assumed the limited amount of un-captured runoff will drain to the north into the existing ditch on the east side of the existing driveway. The undetained area is less than 1,700 sf. 4. NEH DR Pg 14 Details of chambers and wetland need to be discussed in Details of the chambers have been added to the text; size,rock,depth,width of trench,#needed plan set and appendix. 5. NEH DR Pg 14 Provide information regarding capacity of the modular Details of the treatment system have been added to wetlands,number needed,how it meets the requirement. the plan set and appendix. 6. NEH DR Pg 14 Need to show what areas are going to treatment,verses The design has been revised to have all the roof what is going directly to the infiltration trenches. Provide drain areas by-pass the treatment system and enter hatched area map with square footage or sufficient the infiltration system. Exhibit Ex-3.0 has been discussion to explain what is going where. added to the storm report. 7. NEH DR Pg 14 Is the second building planned to be stubbed directly into A stub has been added the plans downstream of the the infiltration trench? treatment vaults. 8. NEH DR Pg 14 In general—clearly discuss and walk me through the In depth description added to Section 6 of the work done between WWHM output and the design. How storm report. Page 1 of 5 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA98223 360-403-3551 Project Name: Arlington Drugstore Permit No.: 936 Review Date: 5/22/17 Contact: Phone No.: Review Phase: Report Date: Reviewing Dept.: CED Applicant: DWG Issue Date: Dwg. or Add] Ref. Comment Response/Resolution City Spec. Ref. Approved does your design equate to the volumes shown in the report? 9. NEH Plans D-1.0 Notes H,I,K are not shown anywhere on the plan sheet The plans have been revised. H has been changed to a storm drain pipe removal note. Call out`I'has been added in multiple locations. Call out`K'has been added along 2041. 10. NEH Plans D-1.0 Is the location of J where you want SS to be dislocated,or Per the comments on the utility plan,the existing where the proposed line starts? side sewer is shown as being replaced. 11. NEH Plans D-1.0 Stabilized construction entrance detail or WSDOT A WSDOT detail has been added to D-2.0. reference? 12. NEH Plans D-1.0 Should the fence to be removed be bold? Specify LF to The limits of the fence removal have been revised be removed? to show the beginning and end of the fence removal along with the linear foot. 13. NEH Plans C-1.0 Call outs for A,B,G,H are not shown on this page All notes have been added to the plan sheet per the comment. 14. NEH Plans C-1.1 Are pavement markings paint,or thermo plastic? No call The drive aisle on the west side of the Drug Store out for directional arrows shown.Drive thru stop bar not will been striped as a fire lane. All pavement called out. Will there be no parking signs installed,or is markings will be painted per Site Note#10 on it going to be marked on the pavement somehow(fire sheet CV-1.1 lane)? 15. NEH Plans C-1.3 See WSDOT traffic control plan, sidewalk detour. Plan has been revised and updated. Sign Specify sign sizes. Sign the west corner at 671h, Sidewalk specifications have been added as requested. closed ahead,cross here,because there isn't another crossing until highway 9. 16. NEH Plans C-1.4 Lighting plan detail sheets and specs not included. Is The lighting details and specs were provided as a there a lighting diagram to show the parking lot lighting? part of the package on 8-1/2 by 11 cut sheets. The I can't tell,but it seems like there are dark areas. spacing is similar to previous drug store developments. The lighting will be sufficient. Page 2 of 5 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA98223 360-403-3551 Project Name: Arlington Drugstore Permit No.: 936 Review Date: 5/22/17 Contact: Phone No.: Review Phase: Report Date: Reviewing Dept.: CED Applicant: DWG Issue Date: Dwg. or Add'I Ref. Comment Response/Resolution City Spec. Ref. Approved 17. NEH Plans C-2.0 It appears most of the building runoff is being directed The drainage from the building roofs and canopies into the storm system prior to treatment. That means the have been revised to be separate from the parking treatment needs to include the volume form the building lot drainage. Cleanouts have been added to all runoff. Any tee in that system needs to be a sweep clean bends and tees. A clean out schedule has been out tee. Would it be better to route the canopy drain added to the plan. system around the building to discharge directly into the detention system? Clean outs need to be shown on all tees and corners. 18. NEH Plans C-2.0 Review corner just south of the trash area,I think the Thank you! We have revised the spot elevation. numbers need switched. 19. NEH Plans C-2.0 CB 5—pipe 6,based on slope and length,IE in= 120.56, Correction added. below IE out at 120.8. 20. NEH Plans C-2.0 Northwest corner appears to be leaving site untreated and See response from comment 3. un-detained(see comment 3) 21. NEH Plans C-2.0 Provide all service stubs for second building,should not Stub added for roof run off. At this time the site need to cut asphalt to install second building,all civil plan for the future building is not set. We would work should be done. Provide curb cuts for proposed expect everything about the adjacent site plan to be drive lane for second building,do not want to cut new revised once a user is found for the property. curb and asphalt. Since we are not sure as to the user,we are 22. NEH Plans C-2.0 Provide details for detention structures,trench size,depth, A detail sheet(C-6.1)has been added to the plan rock,cover,#of units,volume required,details about how set for the detention system. to install,profile and cross section if necessary to convey information to contractor. 23. NEH Plans C-2.0 Need details for treatment facility,specifications,type, A detail has been added to the plan set(C-6.1)for depth,bottom elevation,configuration of in and out the treatment system. pipes,etc. 24. NEH Plans C-2.0 As shown some of the canopy drain is under the driving The canopy drains have been revised. The cover is area with only 2 feet of cover on PVC pipe. Is this more than two feet under the driving areas. sufficient cover? 25. NEH Plans I Specify type of lids for storm structures. Notes have been added to the structure table. Page 3 of 5 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA98223 360-403-3551 Project Name: Arlington Drugstore Permit No.: 936 Review Date: 5/22/17 Contact: Phone No.: Review Phase: Report Date: Reviewing Dept.: CED Applicant: DWG Issue Date: # Rev. Dwg. or Add] Ref. Comment Response/Resolution City Spec. Ref. Approved 26. NEH Plans All civil for the second building should still be included, Storm stubs have been added to the plans for the so the building can go in without disturbing the curb and future pad. asphalt. 27. FR Sewer C-3.0 A monitoring manhole will be required on the 6" side The manhole has been added to the 6"line just sewer service between the building and the sewer main north of the sewer connection to the Drug Store. per COA 5-1.17.#5 Manholes and clean-outs shall be set to grade following details SS-070 and SS-080.FR 28. FR Sewer C-3.0 Existing 6" side sewer service has known issues.I The pipe has been shown to be replaced. There is suggest applicant does field investigation to assure pipe a note on the plans to have the existing line has sufficient slope and does not have low points inspected and if it is determined the pipe is in throughout(bellies).Contact the Wastewater Department acceptable condition,it can be reused. for assistance in assessing pipe condition. 29. FR Sewer C-3.0 Any existing manholes that are altered during No existing manholes will be altered for the construction must be returned to City Standards. construction of the project. 30. FR Sewer C-3.0 Proposed 6" side sewer stub for empty adjacent lot is The suggestion is great. Since we don't know the acceptable however I suggest an 8" line intersecting at a user/users it is hard for us to justify the cost to manhole so that if a food service provider is used they upgrade the line and install an additional manhole may connect to that line and install a grease vault while on the existing sewer line. Hopefully we pad will utilizing the same line for other units and buildings.Food get a user in the coming months and we can design service buildings are required to be monitored separately the utilities to accommodate the future user this and this would also save future construction into finished morning. pavement and/or concrete. 31. FR Sewer C-3.0 Manholes and clean-outs shall be set to grade following The details have been added to drawing C-5.0 details SS-070 and SS-080. 32. GS Water All fittings to be"Mega-Lug"type restrained joint. Notes have been added to the plan sheet in the COA Std.4-1.10&4-2.06 lower left corner. 33. GS Water All bell gasket to be"Field Loc"Type. Notes have been added to the plan sheet in the COA Std.4-1.10&4-2.06 lower left corner. 34. GS Water Commercial water service line from main to meter shall The service size has been revised to provide a 2" be 2". service line with a 1"meter. COA Std.4-1.23 Page 4 of 5 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA98223 360-403-3551 Project Name: Arlington Drugstore Permit No.: 936 Review Date: 5/22/17 Contact: Phone No.: Review Phase: Report Date: Reviewing Dept.: CED Applicant: DWG Issue Date: Dwg. or Add'I Ref. Comment Response/Resolution City Spec. Ref. Approved 35. GS Water Fire Line DCVA to be located as close as possible to the The fire line DCVA has been revised to a vault point of connection,but not farther than 50'. located at the eastern portion of the site. 36. GS Water At the N.E. corner,the point of connection of the 6"DI. The connection has been revised per the comment There will need to have a fully valved Hydrant Tee with a along with the associated sketches. "Tie-Back"block. COA Std.4-1.18.This will keep the building in service when future expansion occurs and give the building the required hydrant coverage. 37. TC Fire C-3.0 Add fire hydrant and relocate FDC—see attached plan- Fire Hydrant has been added and FDC relocated. Fire Comment 38. 39. 40. 41. Page 5 of 5 SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. Arhm"LING"TU"' N roU*"" PmHm""Um ,"U�fmb*"'T%f,."**j"RE m N 4 N � � W PLN #338 s DEVELOPMENT STANDARDS ! o ARLINGTON, WA 98223 ZONING GC MAXIMUM IMPERVIOUS SURFACE NONE a. a t BUILDING SETBACKS SIDE YARD SETBACK FROM PUBLIC ROW 15' a. � CITY O F ARLINGTON 5'SETBACK FROM OPEN DRAINAGE FACILITY o 0 � SETBACK FROM EASEMENT 5' SETBACK FROM STREET(BUILDING OVER 10,000 SF) 25' P� CREEK OWNER CIVIL ENGINEER DRAWING INDEX SETBACK FROM STREET(BUILDING UNDER 10,000 SF) 10' {^ N 01� PORTAGE REAL PROPERTY INVESTORS PACLAND-SEATTLE SHEET NO. DRAWING TITLE SCREENING PROJECT LOCATION S %%%j 2618 2ND AVENUE 1505 WESTLAKE AVE N, SUITE 305 CV-1.0 COVER SHEET SEATTLE, WA 98121 SEATTLE, WA 98109 CV-1.1 GENERAL NOTES SOUTHERN LOT LINE: TYPE C, INTERMITTENT SCREENING a o 204TH ST NE , z =v z (206)321-7239 (206)522-9510 CV-1.2 CITY OF ARLINGTON STANDARD NOTES EASTERN LOT LINE: TYPE C, INTERMITTENT SCREENING Z CONTACT: MARTY JOUFLAS CONTACT: BILL FORTUNATO, P.E. D-1.0 DEMOLITION AND ESC PLAN NORTHERN LOT LINE: NOT REQUIRED(VACANT COMMERCIAL) a Q ¢ LUKE RANDLES, P.E. C-1.0 HORIZONTAL CONTROL PLAN WESTERN LOT LINE: TYPE C, INTERMITTENT SCREENING C-1.1 SITE PLAN a C-1.2 PLAZA PLAN SURVEYING LANDSCAPE ARCHITECT C-1.3 TRAFFIC CONTROL PLAN ROAD CLASSIFICATION 200TH ST NE CASCADE SURVEYING&ENGINEERING, INC. MAIN STREET DESIGN C-1.4 ILLUMINATION PLAN 204TH ST NE: MINOR ARTERIAL 201ST ST NE P.O. BOX 326 9402 TIDAL COURT C-2.0 GRADING AND DRAINAGE PLAN SR 9: HIGHWAY ARLINGTON, WA 98223 BAINBRIDGE ISLAND, WA 98110 C-3.0 UTILITY PLAN C-3.1 SEWER PLAN AND PROFILE y r y (360)435-5551 (206)842-7886 GENERAL NOTES D CONTACT: PHIL ABENROTH CONTACT: KEN LONEY, LA C-3.2 WATER PLAN AND PROFILE R�4 v C-5.0 SANITARY SEWER DETAILS ALERT TO CONTRACTOR ARCHITECT EROSION LEAD C-6.0 STORM DRAINAGE DETAILS C-7.0 WATER DETAILS 1. SITE WORK FOR THIS PROJECT SHALL MEET OR EXCEED THE PROJECT " - C-7.1 WATER DETAILS SPECIFIC SITE WORK SPECIFICATIONS AND CITY OF ARLINGTON ENGINEERING v�o LANCE MUELLER&ASSOCIATES - C-7.2 WATER DETAILS DESIGN AND DEVELOPMENT STANDARDS, WHICH ARE HEREBY REFERENCED 'p1p�tY VICINITY MAP 130 LAKESIDE AVENUE, SUITE 250 - C-8.0 PAVING AND SITE DETAILS AS PART OF THESE PLANS. r NTS SEATTLE, WA 98122 - C-8.1 PAVING AND SITE DETAILS (206) 325-2553 (XXX) XXX-XXXX L-1.0 LANDSCAPE PLAN 2. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF �- CONTACT: HAROLD CHRISTENSEN CONTACT: XXXX THE EXISTING CONDITIONS. THESE PLANS DO NOT REPRESENT A DETAILED zz e SITE INFORMATION FIELD SURVEY. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELD CONDITIONS PRIOR TO BIDDING THE PROPOSED SITEWORK IMPROVEMENTS. IF WEST PARCEL CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER I r LEGAL DESCRIPTION PARCEL NUMBER: 31051100305400 PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWORK WHICH WOULD + a GOVERNING AGENCY SITE DATA SITE ADDRESS: 7421 204TH STREET NE BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT EXISTING SURVEY, �oyj?s WEST PARCEL INCLUDING TOPOGRAPHY AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, ALL THAT PORTION OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION CITY OF ARLINGTON TOTAL AREA = 96,869 SF(2.23 AC) CURRENT ZONING: GENERAL COMMERCIAL(GC) AI ; 238 N OLYMPIC AVE BUILDING AREA = 16,671 SF(0.38 AC) AIRPORT DISTRICT: C THEY SHALL HAVE MADE, AT THEIR OWN EXPENSE, A TOPOGRAPHIC SURVEY 11, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M., DESCRIBED AS FOLLOWS: ARLINGTON, WA 98223 SITE AREA: 29,979 SF(0.69 AC) BY A REGISTERED LAND SURVEYOR AND SUBMIT IT TO THE OWNER FOR COMMENCING AT THE SOUTHEAST CORNER OF SAID SUBDIVISION; THENCE S 89'06'06" W ALONG IMPERVIOUS SITE AREA = 74,179 SF(1.70 AC) RENEW. N e THE SOUTH LINE THEREOF A DISTANCE OF 153.49 FEET; THENCE N O'53'54"W A DISTANCE OF (360) 403-3551 LANDSCAPE AREA = 22,690 SF(0.53 AC) USE CLASSIFICATION: 8.400 - N-s IMPERVIOUS AREA COVERAGE = 77% 3. CAUTION - NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICALLY i m 30.00 FEET TO THE NORTH MARGIN OF 204TH ST NORTHEAST PER AUDITOR'S FILE NUMBER EAST PARCEL g' 9406200675, RECORDS OF SNOHOMISH COUNTY, STATE OF WASHINGTON AND THE TRUE POINT LOT DIMENSIONS = 355' X 275' PARCEL NUMBER: 31051100304100 CAUTIONED THAT THE LOCATION OF EXISTING UTILITIES AS SHOWN ON THESE j OF BEGINNING; THENCE S 89'06'O6"W A DISTANCE OF 135.10 FEET; THENCE N 1'25'56"E A FILE NO BUILDING HEIGHT = 35'(MAX) SITE ADDRESS: 7423 204TH STREET NE PLANS IS BASED ON RECORDS THE VARIOUS UTILITY COMPANIES AND, LL DISTANCE OF 275.23 FEET; THENCE N 8906'O6"E A DISTANCE OF 95.52 FEET; THENCE S 0' CURRENT ZONING: GENERAL COMMERCIAL(GC) WHERE POSSIBLE, MEASUREMENTTSS TAKEN IN THE FIELD. THE INFORMATION IS 53'54"E A DISTANCE OF 162.00 FEET; THENCE S 22'08'55"E A DISTANCE OF 78.33 FEET; PLN 338 (ASSIGNED BY CITY OF ARLINGTON) AIRPORT DISTRICT: C MUST C NOT TO CALL RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS E_ THENCE S 0'53'54" A DISTANCE OF 40.00 FEET TO THE TRUE POINT OF BEGINNING. SITE AREA: 66,895 SF(1.54 AC) BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. TOGETHER WITH AND SUBJECT TO EASEMENTS,COVENANTS, CONDITIONS, RESTRICTIONS AND USE CLASSIFICATION: 2.110 IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL N RESERVATIONS EXISTING WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS THE CITY OF ARLINGTON, COUNTY OF SNOHOMISH, STATE OF WASHINGTON. UTILITY PROVIDERS ABBREVIATIONS SHOWN ON THESE PLANS SITUATE N ©� v N EAST PARCEL STORM AASHTO AMERICAN ASSOCIATION OF STATE FL FLOW LINE RD ROAD 4. ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY CODES �M ALL THAT PORTION OF SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER AND OF THE ARLINGTON CITY SEWER DEPARTMENT HIGHWAY AND TRANSPORTATION AND/OR UTILITY SERVICE COMPANIES SHALL BE PERFORMED PRIOR TO OFFICIALS SOUTHWEST QUARTER OF THE SOUTHEAST QUARTER, ALL IN SECTION 11, TOWNSHIP 32 NORTH, 154 W COX ST FT FEET REQS REQUIREMENTS ANNOUNCED BUILDING POSSESSION AND THE FINAL CONNECTION OF RANGE 5 EAST, DESCRIBED AS FOLLOWS: ARLINGTON, WA 98223 HDPE HIGH-DENSITY POLYETHYLENE S SOUTH SERVICES. COMMENCING AT THE SOUTH QUARTER CORNER OF SAID SECTION 11; THENCE S 89'06'06" W (360)403-3526 AMC ARLINGTON MUNICIPAL CODE 3 ALONG THE SOUTH LINE OF THE SOUTHWEST QUARTER THEREOF A DISTANCE OF 153.49 FEET; ARCH ARCHITECTURAL HORIZ HORIZONTAL SD STORM DRAIN 5. SITE WORK FOR THIS PROJECT SHALL BE CONSTRUCTED PER THE HP HIGH POINT SDR STANDARD DIMENSION RATIO APPROVED, SIGNED CONSTRUCTION PLANS. ELECTRONIC FILES SHALL NOT BE WATER THENCE N 0'53'54"W A DISTANCE OF 30.00 FEET TO THE NORTH RIGHT-OF-WAY OF 204TH WATER TON CITY SEWER DEPARTMENT ASTM AMERICAN SOCIETY FOR TESTING CONSIDERED CONSTRUCTION DOCUMENTS UNLESS SPECIFICALLY STATED AS ARLINSTREET NORTHEAST PER AUDITOR'S FILE NUMBER 9406200675, RECORDS OF SNOHOMISH AND MATERIALS HWY HIGHWAY SF SQUARE FEET COUNTY, STALE OF WASHINGTON AND THE TORE POINT OF BEGINNING; THENCE N O'53'54" W A 154 W COX ST SUCH AND HANDLED IN ACCORDANCE WITH THE BID DOCUMENTS. SIGNED W a ARLINGTON, WA 98223 AVE AVENUE IE INVERT ELEVATION SS SANITARY SEWER PAPER PLANS SHALL TAKE PRECEDENCE OVER ELECTRONIC FILES. (¢, i DISTANCE OF 40.00 FEET; THENCE N 22'O6'55" W A DISTANCE OF 78.33 FEET; THENCE N ti (360)403-3526 BMP BEST MANAGEMENT PRACTICE LP LOW POINT ST STREET 6. THE CONTRACTOR SHALL MAINTAIN A SET OF THE CONSTRUCTION PLANS F-W 0'53'54" W A DISTANCE OF 162.00; THENCE N 89'06'06" E A DISTANCE OF 258.00 FEET TO Z Q i A POINT ON THE WESTERLY MARGIN OF STATE ROUTE 9; THENCE S 1'06' 10" W ALONG SAID SEWER BW BOTTOM OF WALL MAX MAXIMUM SW ON-SITE AT ALL TIMES WHILE CONSTRUCTION IS IN PROGRESS.SIDEWALK (�( ru - z MARGIN A DISTANCE OF 345.58 FEET TO A POINT 58.82 FEET NORTH OF, AS MEASURED ARLINGTON CITY SEWER DEPARTMENT O _ W PERPENDICULAR TO THE SOUTH LINE OF THE SOUTHWEST QUARTER OF THE SOUTHEAST 154 W COX ST CATCH BASIN MfU' MECHANICAL/ELECTRICAL/PLUMBING TC TOP OF CURB w QUARTER OF SIAD SECTION 11, SAID POINT BEING THE BEGINNING OF A TANGENT CURVE TO73 , WA 98223 CL CLASS MH MANHOLE TG TOP OF GROUND CONSTRUCTION DRAWING REVIEW ARLINGTON THE RIGHT HAVING A RADIUS OF 25.00 FEET; THENCE ALONG THE ARC OF SAID CURVE ACKNOWLEDGMENT C)H (360)403-3526 CO CLEANOUT MIN MINIMUM TP TOP OF PAVEMENT Z O Z � THROUGH A CENTRAL ANGLE OF 87'22'10" A DISTANCE OF 38.12 FEET; THENCE S 8828' 20" THIS PLAN HAS BEEN REVIEWED AND EVALUATED FOR GENERAL COMPLIANCE O N C. W A DISTANCE OF 40.35 FEET TO THE WEST LINE OF SAID SOUTHWEST QUARTER OF THE ELECTRIC CY CUBIC YARDS MJ MECHANICAL JOINT TIN TOP OF WALL WITH THE CITY OF ARLINGTON CODES AND ORDINANCES. CONFORMANCE OF THIS N DESIGN WITH ALL APPLICABLE LAWS AND REGULATIONS IS THE FULL AND COMPLETE (o J O SOUTHEAST QUARTER AND TO A POINT 35.00 FEET NORTH OF, AS MEASURED PERPENDICULAR PUGET SOUND ENERGY DIA DIAMETER MUTCD MANUAL ON UNIFORM TRAFFIC TYP TYPICAL RESPONSIBILITY OF THE LICENSED DESIGN ENGINEER. WHOSE STAMP AND SIGNATURE (�N Q V N TO, THE SOUTH LINE OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SAID APPEAR ON THIS SHEET. ACKNOWLEDGMENT OF CONSTRUCTION DRAWING RENEW Z i Q d 10885 N.E. 4TH STREET CONTROL DEVICES i SECTION 11; THENCE S 89'06'06" W PARALLEL WITH THE SOUTH LINE OF SIAD SOUTHEAST BELLEVUE, WA 98004 DR DRIVE VERT VERTICAL DOES NOT IMPLY CITY APPROVAL FOR CONSTRUCTION ACTIVITIES THAT REQUIRE OTHER COUNTY, STATE OR FEDERAL PERMIT REVIEW AND APPROVAL. THE PROPERTY J QUARTER OF THE SOUTHWEST QUARTER A DISTANCE OF 20.05 FEET; THENCE S 3'10'20" W A (800)562-1482 E EAST N NORTH W WEST OWNER AND LICENSED DESIGN ENGINEER SHALL BE RESPONSIBLE FOR THE DISTANCE OF 5.01 FEET TO A POINT 30.00 FEET NORTH OF THE SOUTH LINE OF SAID NTS NOT TO SCALE ACQUISITION AND COMPLIANCE OF ALL APPLICABLE PERMITS AND/OR AUTHORIZATIONS Q .� ESAL EQUIVALENT SINGLE-AXLE LOAD WA WATER WHICH MAY INCLUDE, BUT ARE NOT LIMITED TO, WSDFW HYDRAULIC PROJECT rn SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER AS MEASURED PERPENDICULAR THERETO; NATURAL GAS PE POLYETHYLENE APPROVAL(HPA), WSDOE NOTICE OF INTENT(NOI), ANY CORP OF ENGINEERS FILL THENCE S 89'06'06" W A DISTANCE OF 135.57 FEET TO THE TRUE POINT OF BEGINNING. PUGET SOUND ENERGY ESC EROSION AND SEDIMENT CONTROL WSOOT WASHINGTON DEPARTMENT OF PERMITS AND THE REQUIREMENTS OF THE ENDANGERED SPECIES ACT. TOGETHER WITH AND SUBJECT TO EASEMENTS, COVENANTS, CONDITIONS, RESTRICTIONS AND 10885 N.E. 4TH STREET PUD PLANNED UNIT DEVELOPMENT TRANSPORTATION RESERVATIONS OF RECORD. BELLEVUE, WA 98004 EX EXISTING er: PVC POLYVINYL CHLORIDE City Engineer _ SITUATE IN THE CITY OF ARLINGTON, COUNTY OF SNOHOMISH, STATE OF WASHINGTON. (800) 562-1482 FFE FINISHED FLOOR ELEVATION i -,� DATE 3 THIS APPROVAL VALID FOR 18 MONTHS N SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. EROSION CONTROL NOTES SITE NOTES GRADING NOTES GENERAL UTILITY NOTES 1. ALL WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE MOST CURRENT 1. ALL WORK AND MATERIALS SHALL COMPLY WITH ALL CITY/COUNTY 1. THE SPOT ELEVATIONS INDICATED ON THIS PLAN REPRESENT THE DESIGN TOP 1. ALL IMPROVEMENTS SHALL MEET LOCAL, STATE DOT AND A.P.W.A. APPLICABLE LOCAL, STATE, AND FEDERAL STANDARDS. REGULATIONS AND CODES AND O.S.H.A.STANDARDS. OF PAVEMENT, UNLESS OTHERWISE NOTED. STANDARD SPECIFICATIONS. w W 2. THE CONTRACTOR SHALL BE RESPONSIBLE AT ALL TIMES FOR PREVENTING SILT-LADEN 2. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION 2. CONTRACTOR IS RESPONSIBLE FOR DEMOLITION OF EXISTING STRUCTURES 2. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION a RUNOFF FROM DISCHARGING FROM THE PROJECT SITE.FAILURE BY THE CONTRACTOR AND DIMENSIONS OF VESTIBULE, SLOPED PAVING, EXIT PORCHES, SIDEWALKS, INCLUDING REMOVAL OF ANY EXISTING UTILITIES SERVING THE STRUCTURE. AND DIMENSIONS OF VESTIBULE, SLOPED PAVING, EXIT PORCHES, SIDEWALKS, ? s CAN RESULT IN A FINE. THE DESIGNATED TEMPORARY CONTACT PERSON NOTED ON RAMPS&TRUCK DOCKS, PRECISE BUILDING DIMENSIONS AND EXACT UTILITIES ARE TO BE REMOVED TO THE RIGHT-OF-WAY. RAMPS AND TRUCK DOCKS, PRECISE BUILDING DIMENSIONS AND EXACT41 THIS PLAN MUST BE AVAILABLE FOR CONTACT BY TELEPHONE ON A 24 HOUR BASIS BUILDING U11UTY ENTRANCE LOCATIONS. 3. ALL UNSURFACED AREAS DISTURBED BY GRADING OPERATION SHALL RECEIVE BUILDING UTILITY ENTRANCE LOCATIONS. THROUGHOUT CONSTRUCTION AND UN11L THE PROJECT HAS BEEN COMPLETED AND 3. DIMENSIONS SHOWN REFER TO FACE OF CURB, FACE OF BUILDING OR TO 4 INCHES OF TOPSOIL. CONTRACTOR SHALL APPLY STABILIZATION FABRIC TO 3. REFER TO INTERIOR PLUMBING DRAWINGS FOR TiE-IN OF ALL UTILITIES. rc APPROVED BY THE GOVERNMENTAL AGENCY WITH JURISDICTION. THE CENTERLINE OF PAVEMENT STRIPING, UNLESS OTHERWISE NOTED. ALL SLOPES 3H:iV OR STEEPER. CONTRACTOR SHALL STABILIZE DISTURBED 4. ALL FILL MATERIAL SHALL BE IN PLACE, AND COMPACTED BEFORE 3. THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION, MAINTENANCE, 4. ALL PAVED PARKING LOT AREAS WITHIN THE LIMITS OF IMPROVEMENTS AREAS WITH GRASS IN ACCORDANCE WITH LOCAL SPECIFICATION UNTIL A INSTALLATION OF PROPOSED UTILITIES. ° REPLACEMENT AND UPGRADING OF THESE ESC FACILITIES IS THE RESPONSIBILITY OF SHALL BE STANDARD DUTY PAVEMENT UNLESS OTHERWISE NOTED. HEALTHY STAND OF GRASS IS OBTAINED. 5. CONTRACTOR SHALL NOTIFY THE UTILITY AUTHORITIES INSPECTORS 72 THE CONTRACTOR FROM THE BEGINNING OF CONSTRUCTION UNTIL ALL CONSTRUCTION 5. CONTRACTOR SHALL PROVIDE A TEMPORARY TRAFFIC CONTROL PLAN FOR 4. ALL CUT AND FILL SLOPES SHALL BE CONSTRUCTED PER THE IBC CODE AND HOURS BEFORE CONNECTING TO ANY EXISTING LINE. IS COMPLETED AND APPROVED BY THE GOVERNMENTAL AGENCY WITH JURISDICTION THE CITY ENGINEER'S APPROVAL PRIOR TO ANY WORK WITHIN THE CITY APPLICABLE LOCAL REGULATION. ALL CUT AND FILL SLOPES SHALL BE 3:1 6. MINIMUM WATER AND SANITARY SEWER TRENCH WIDTH SHALL BE 2 FEET. , AND THE SITE IS STABILIZED. RIGHT-OF-WAY. OR FLATTER UNLESS OTHERWISE NOTED. 7. ALL U11UTIES SHOULD BE KEPT TEN (10')APART(PARALLEL)OR WHEN 4. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY 6. FIRE LANE STRIPING AROUND BUILDING PERIMETER AND ALONG FIRE TRUCK 5. CONTRACTOR SHALL ASSURE POSITIVE DRAINAGE AWAY FROM BUILDINGS FOR CROSSING 18" VERTICAL CLEARANCE(OUTSIDE EDGE OF PIPE TO OUTSIDE ' FLAGGED AND INSPECTED BY THE LOCAL JURISDICTION PRIOR TO ANY CLEARING OR ACCESS WAYS SHALL BE INSTALLED AS PART OF THIS CONTRACT, IN ALL NATURAL AND PAVED AREAS AND SHALL GRADE ALL AREAS TO EDGE OF PIPE). CONSTRUCTION TAKING PLACE. DURING CONSTRUCTION, NO DISTURBANCE BEYOND THE ACCORDANCE WITH THE LOCAL CODE AND FIRE MARSHALL REQUIREMENTS. PRECLUDE PONDING OF WATER. 8. IN THE EVENT OF A VERTICAL CONFLICT BETWEEN WATERLINES, SANITARY FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FLAGGING SHALL BE MAINTAINED 7. REFER TO BOUNDARY SURVEY FOR LEGAL DESCRIPTION, DIMENSIONS OF 6. ALL POLLUTANTS OTHER THAN SEDIMENT ON-SITE DURING CONSTRUCTION LINES,STORM LINES AND GAS LINE(EXISTING AND PROPOSED), THE BY THE OWNER AND/OR CONTRACTOR UNTIL ALL CONSTRUCTION IS APPROVED. PROPERTY LINES, BASIS OF BEARINGS&BENCHMARK INFORMATION.(SEE SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE SANITARY LINE SHALL BE DUCTILE IRON PIPE WITH MECHANICAL JOINTS AT o 5. THE EROSION AND SEDIMENTATION CONTROL FACILITIES SHOWN ON THIS PLAN ARE TO SHEET CS-1) CONTAMINATION OF STORMWATER. THE CONTRACTOR SHALL ADHERE TO ALL LEAST 10 FEET ON BOTH SIDES OF CROSSING, THE WATERLINE SHALL BE o w a BE CONSIDERED ADEQUATE BASIC REQUIREMENTS FOR THE ANTICIPATED SITE 8. SEE SHEET C-1.1 FOR SITE DIMENSIONS. TERMS AND CONDITIONS AS OUTLINED IN THE GENERAL N.P.D.E.S. PERMIT FOR MECHANICAL JOINTS WITH APPROPRIATE THRUST BLOCKING AS REQUIRED TO o CONDITIONS. DURING CONSTRUCTION, DEVIATIONS FROM THIS PLAN MAY BE NECESSARY g, ALL ON-SITE PAINTED STRIPING SHALL BE DOUBLE COATED. SEPARATE STORMWATER DISCHARGE ASSOCIATED WITH CONSTRUCTION ACTIVITIES. PROVIDE A MINIMUM OF 18" CLEARANCE, MEETING REQUIREMENTS OF ANSI IN ORDER TO MAINTAIN WATER QUALITY. COATS SHALL BE APPLIED NO SOONER THAN 4 HOURS APART. 7. PROPERTIES AND WATERWAYS DOWNSTREAM OF THE SITE SHALL BE A21.10 AND ANSI 21.11 (AWWA C-151)(CLASS 50). T 6. ALL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE INSPECTED BY THE PROTECTED FROM EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY (CONTRACTOR TO REFER TO PROJECT SPECIFICATIONS FOR ADDITIONAL 9. LINES UNDERGROUND SHALL BE INSTALLED, INSPECTED AND APPROVED CONTRACTOR ON A FREQUENT BASIS AND IMMEDIATELY AFTER EACH RAINFALL, AND AND PEAK FLOW RATE OF STORMWATER RUNOFF FROM PROJECT SITE. MAINTAINED AS NECESSARY TO INSURE THEIR CONTINUED FUNCTIONING. ALL SEDIMENT PAVING MARKING REQUIREMENTS.) 8. CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE GOVERNING CODES AND BEFORE BACKFlLLING. o MUST BE REMOVED FROM SILT FENCES, STRAW BALES, SEDIMENT PONDS,ETC.PRIOR 10. PARKING LOT STRIPING SHALL BE WHITE, 4" WIDTH, &DOUBLE COATED, BE CONSTRUCTED TO SAME. 10. CONTRACTOR IS RESPONSIBLE FOR COMPLYING NTH THE SPECIFICATIONS OF TO THE SEDIMENT REACHING 1 2 ITS MAXIMUM POTENTIAL DEPTH. UNLESS OTHERWISE NOTED. LIGHT POLE BASES TO BE PAINTED TRAFFIC 9. CONTRACTOR TO REMOVE UNSUITABLE SOILS LOCATED WITHIN THE BUILDINGS THE LOCAL AUTHORITIES WITH REGARD TO MATERIALS AND INSTALLATION OF / WHITE(DOUBLE COAT) SPLAY LINE OF THE FOOTINGS. THE WATER AND SEWER LINES. 7. AT TIME SHALL CONCRETE, CONCRETE BYPRODUCTS, VEHICLE FLUIDS, PAINT, 11. ALL DISTURBED AREAS ARE TO RECEIVE FOUR INCHES OF TOPSOIL, SEED, 10. FOR BOUNDARY AND TOPOGRAPHIC INFORMATION REFER TO PROJECT SURVEY. 11. ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY CODES CHEMICALS, OR OTHER POLLUTING MATTER AND/OR PERMITTED TO DISCHARGE TO THE MULCH AND WATER UN11L A HEALTHY STAND OF GRASS IS ESTABLISHED. 11. FOR LAYOUT INFORMATION REFER TO THE SITE PLAN AND HORIZONTAL AND UTILITY SR EVICE COMPANIES L TEMPORARY OR PERMANENT DRAINAGE SYSTEM, OR TO DISCHARGE FROM THE PROJECT / MPANIS SHALL BE PERFORMED PRIOR TO r SITE. 12. ALL ISLANDS WITH CURB AND GUTTER SHALL BE LANDSCAPED. THOSE CONTROL PLAN. ANNOUNCED BUILDING POSSESSION AND THE FINAL CONNECTION OF SERVICE. o 8. THE CONTRACTOR PERFORMING THE WORK SHALL MAINTAIN A SET OF THE APPROVED ISLANDS ARE TO HAVE 18"CURB AND GUTTER. ALL REMAINING ISLANDS 12, CONTRACTOR SHALL COORDINATE NTH ALL UTILITY COMPANIES FOR 04 t CONSTRUCTION DRAWINGS ON SITE AT ALL TIMES WHILE CONSTRUCTION IS IN ARE TO BE STRIPED AS SHOWN. INSTALLATION REQUIREMENTS AND SPECIFICATIONS. PROGRESS. 13. EXISTING STRUCTURES WITHIN CONSTRUCTION LIMITS ARE TO BE ABANDONED, STORM DRAINAGE NOTES 13. CONTRACTOR TO PROVIDE TRENCHING, BACKFILL, 2- 4"PVC SCHEDULE 40 { 9. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR PERFORMING THE WORK TO REMOVED OR RELOCATED AS NECESSARY. ALL COST SHALL BE INCLUDED IN CONDUITS, AND PULLING WIRES FOR UNDERGROUND TELEPHONE SERVICE d� BASE BID. i. EXISTING DRAINAGE STRUCTURES TO BE INSPECTED AND REPAIRED AS NEEDED, FROM EXISTING FACILITIES AS SHOWN ON PLANS. CONTRACTOR TO °+ OBTAIN ALL NECESSARY PERMITS FROM THE LOCAL JURISDICTION PRIOR TO °+a 14. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL RELOCATIONS, INCLUDING AND EXISTING PIPES TO BE CLEANED OUT TO REMOVE ALL SILT AND DEBRIS.. COORDINATE INSTALLATION AND POINT Of CONNECTION WITH UTILITY �? COMMENCING ANY WORK WITHIN THE PUBLIC RIGHT-OF-WAY. T1tY 10, THE CONTRACTOR PERFORMING THE WORK SHALL BE RESPONSIBLE FOR PROVIDING BUT NOT LIMITED TO, ALL UTILITIES, STORM DRAINAGE, SIGNS, TRAFFIC 2. IF ANY EXISTING STRUCTURES TO REMAIN ARE DAMAGED DURING PROVIDER. ADEQUATE TRAFFIC CONTROL AT ALL TIMES DURING CONSTRUCTION ALONGSIDE OR SIGNALS&POLES, ETC. AS REQUIRED. ALL WORK SHALL BE IN CONSTRUCTION IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO REPAIR 14, CONTRACTOR IS TO PROVIDE TRENCHING, CONDUIT, AND BACKALL FOR ALL ACCORDANCE WITH GOVERNING AUTHORITIES SPECIFICATIONS AND SHALL BE AND/OR REPLACE THE EXISTING STRUCTURE AS NECESSARY TO RETURN IT TO UNDERGROUND POWER LINE AND VAULTS AS REQUIRED BY UTILITY WITHIN ALL PUBLIC ROADWAYS. � o 11. THIS APPROVED "TEMPORARY EROSION AND SEDIMENTATION CONTROL PLAN"MUST BE APPROVED BY SUCH. ALL COST SHALL BE INCLUDED IN BASE BID. EXISTING CONDITIONS OR BETTER. PROVIDER. POWER LINES AND POLES TO BE INSTALLED BY U11UTY IMPLEMENTED PRIOR TO ANY SITE WORK. SEE THE PLANS AND DETAILS FOR FURTHER 15. PYLON SIGNS SHALL BE CONSTRUCTED BY OTHERS. THE CONTRACTOR SHALL 3. STORM DRAINAGE PIPE WITH LESS THAN 2'-0" COVER SHALL BE CLASS IV PROVIDER. SEE SITE ELECTRICAL PLAN FOR SITE LIGHTING AND FOR a� INFORMATION. INSTALL CONDUIT AND ELECTRICAL CIRCUIT BETWEEN THE PYLON SIGN(S) REINFORCED CONCRETE PIPE, OR APPROVED EQUAL TO SUSTAIN H-20 PRIMARY ELECTRIC SERVICE LOCATIONS. j p 12. THE CONTRACTOR SHALL NOTIFY THE OWNER AND THE ENGINEER IN THE EVENT OR AND THE LIGHTING PANEL. LOADING. 15. GAS PIPING SHOWN FOR COORDINATION ONLY. INSTALLATION Of THE GAS , DISCOVERY Of POOR SOILS, GROUNDWATER OR DISCREPANCIES IN THE EXISTING 16. THE SITEWORK CONTRACTOR SHALL CONNECT ALL LIGHTS WITHIN THE RETAIL 4. ALL ON-SIZE STORM DRAINAGE PIPE SHALL BE SMOOTH WALLED INTERIOR, MAIN AND METER TO BE ACCOMPLISHED BY UTILITY PROVIDER. CONDITIONS AS NOTED ON THE PLANS. STORE'S DEMISED AREA TO THE SECURITY CIRCUIT AS SHOWN ON THE MANUFACTURER'S VERIFICATION OF MANNING'S ROUGHNESS COEFFICIENT 13. MAXIMUM SLOPES SHALL BE 2:1 HORIZ:VERT FOR FILL SLOPES, AND 2:1 HORIZ:VERT ELECTRICAL PLAN. N=0.012 OR LESS, YY FOR CUT SLOPES. 17. CURB RADII ADJACENT TO PARKING STALLS SHALL BE 2'. ALL OTHER CURB 5. PRECAST STRUCTURES MAY BE USED AT CONTRACTOR'S OPTION. WATER NOTES 14. ROCKERIES OR OTHER RETAINING FACILITIES EXCEEDING 4'IN HEIGHT REQUIRE A RADII SHALL BE 10', UNLESS OTHERWISE NOTED. 6. ALL CATCH BASINS AND AREA DRAINS ARE TO BE SITUATED SUCH THAT THE 1. ALL CONSTRUCTION/INSTALLATION OF WATER MAINS SHALL BE DONE IN A xlim a SEPARATE PERMIT. 18. ALL VERTICAL CONSTRUCTION SHALL MAINTAIN 10'MINIMUM SEPARATION OUTSIDE EDGE OF GRATE FRAME IS AT TOE OF CURB OR FLOWLINE OF GUTTER SAFE, NEAT AND WORKMANLIKE MANNER, AND UNDER SUPERVISION BY UTILITY N 15. ALL AREAS DISTURBED DURING CONSTRUCTION WHERE PERMANENT LANDSCAPING WILL FROM OVERHEAD POWER LINES. CONTRACTOR TO NOTIFY ENGINEER (WHERE APPLICABLE). PROVIDER FORCES AT ALL TIMES. ALL SAFETY REQUIREMENTS FROM OSHA AND NOT BE PROVIDED WITHIN 60 DAYS SHALL BE HYDROSEEDED, OR OTHERWISE IMMEDIATELY IF CONFLICT EXISTS AND PRIOR TO CONSTRUCTION OF THE 7. CATCH BASIN INLET PROTECTION /EROSION CONTROL TO BE USED FOR ALL OTHER STATE REGULATING AGENCIES MUST BE MET. STABILIZED, AS REQUIRED.STRAW MULCHING OR PLASTIC SHEETING ARE ACCEPTABLE VERTICAL ELEMENT INCLUDING, BUT NOT LIMITED TO,LIGHT POLE BASES AND NEW INLETS. 2. WATER MAIN PIPE MATERIAL SHALL BE CLASS 52 DUCTILE IRON OR PVC PIPE ALTERNATIVES TO TEMPORARY HYDROSEEDING DURING PERIODS OF LOW GROWTH. TRAFFIC SIGNAL STANDARDS. 8. ALL STORM PIPE ENTERING STRUCTURES SHALL BE GROUTED TO ASSURE MEETING LOCAL REQUIREMENTS. POLYETHYLENE WRAP IS REQUIRED ON ALL i6. ALL AREAS DISTURBED DURING CONSTRUCTION WHERE PERMANENT LANDSCAPING WILL CONNECTION AT STRUCTURE IS WATERTIGHT. METALS. NOT BE PROVIDED WITHIN THE NUMBER OF DAYS SPECIFIED BELOW SHALL BE 9. ALL STORM SEWER MANHOLES IN PAVED AREAS SHALL BE FLUSH WITH 3. AN 18-INCH MINIMUM SEPARATION IS REQUIRED ON SERVICE TAPS ON A MAIN HYDROSEEDED, OR OTHERWISE STABILIZED, AS REQUIRED. STRAW MULCHING OR PLASTIC PAVEMENT, AND SHALL HAVE TRAFFIC BEARING RING AND COVERS. LINE.SHEETING ARE ACCEPTABLE ALTERNATIVES TO TEMPORARY HYDROSEEDING DURING MANHOLES IN UNPAVED AREAS SHALL BE 6" ABOVE FINISH GRADE. LIDS 4. CLASS 52 DUCTILE IRON MAY BE DIRECT TAPPED FOR 3/4 INCH AND 1-INCH PERIODS OF LOW GROWTH: SHALL BE LABELED"STORM SEWER". SIZE SERVICES. SADDLES SHALL BE USED ON ALL TAPS i-1/4"- 2"WEST OF THE CASCADE MOUNTAIN CREST 10. CONTRACTOR SHALL CONNECT ROOF DRAIN LEADERS AND FOOTING DRAINS TO DIAMETER IN ANY PUBLIC MAIN.DURING THE DRY SEASON (MAY 1 - SEPT. 30): 7 DAYS PROPOSED STORM DRAINS AS SHOWN. 5. ALL ELBOWS/BENDS ON WATER MAINS SHALL HAVE THRUST BLOCKS. c6 DURING THE WET SEASON (OCTOBER 1 - APRIL 30): 2 DAYS ii. CONTRACTOR SHALL CONFIRM STRUCTURE CONSTRUCTABWIY WITH 6. A DEPTH OF 36"FROM FINISHED GRADE TO THE TOP OF THE WATER MAIN IS 17. SLOPE STABILIZATION. CUT AND FILL SLOPES SHALL BE CONSTRUCTED IN A MANNER MANUFACTURER PRIOR TO DELIVERY AND INSTALLATION. REQUIRED. PLACING WATER LINES SHALLOWER THAN 36"IS PROHIBITED. THAT WILL MINIMIZE EROSION. ROUGHENED SOIL SURFACES ARE PREFERRED TO SMOOTH 7. ALL NEW PIPES MUST BE PROPERLY FLUSHED,PRESSURE TESTED, AND SURFACES. INTERCEPTORS SHOULD BE CONSTRUCTED AT THE TOP OF LONG,STEEP CHLORINATED BY THE CONTRACTOR, AND INSPECTED BY UTILITY PROVIDER SLOPES WHICH HAVE SIGNIFICANT AREAS ABOVE THAT CONTRIBUTE RUNOFF. SANITARY SEWER NOTE+ CONCENTRATED RUNOFF SHOULD NOT BE ALLOWED TO FLOW DOWN THE FACE OF A SEWER fl NOTES AND GOVERNMENTAL AGENCIES WITH JURISDICTION. 0 8. ALL BACKFLOW PREVENTION DEVICES(DOUBLE CHECK BACKFLOW PREVENTORS, CUT OR FILL SLOPE UNLESS CONTAINED WITHIN AN ADEQUATE CHANNEL OR PIPE n 1. ALL CONSTRUCTION/INSTALLATION OF SANITARY SEWER MAINS SHALL BE DONE IN REDUCED PRESSURE BACKFLOW PREVENTORS, PRESSURE AND ATMOSPHERIC SLOPE DRAIN. WHEREVER A SLOPE FACE CROSSES A WATER SEEPAGE PLANE, VACUUM BREAKERS, ETC.)MUST BE APPROVED BY THE UTILITY PROVIDER AND ADEQUATE DRAINAGE OR OTHER PROTECTION SHOULD BE PROVIDED. IN ADDITION, A SAFE,NEAT AND PROFESSIONAL MANNER, AND UNDER SUPERVISION OF CITY ir a FORCES AT ALL TIMES. ALL SAFETY REQUIREMENTS FROM OSHA AND OTHER STATE GOVERNMENTAL AGENCIES WiTH JURISDICTION. SLOPES SHOULD BE STABILIZED IN ACCORDANCE WITH ITEM (17)ABOVE. REGULATORY AGENCIES MUST BE MET. O W 9. ALL NEW CONNECTIONS TO EXISTING WATER MAINS REQUIRE ISSUANCE OF A co 18. STORM DRAIN INLET PROTECTION. ALL STORM DRAIN INLETS MADE OPERABLE DURING 3 ro O CONSTRUCTION SHALL BE PROTECTED SO THAT STORM WATER RUNOFF SHALL NOT 2. THE MINIMUM SIZE FOR PUBLIC SEWER MAINS SHALL BE 8"DIAMETER. ALL PUBLIC WORKS PERMIT AND INSPECTION A THE CITY OR GOVERNMENTAL i SANITARY SEWER PIPING SHAH BE SCHEDULE D3034 PVC OR EQUAL. MINIMUM PIPE AGENCIES MATH JURISDICTION PRIOR TO BCKFILLING. 4, ENTER THE CONVEYANCE SYSTEM MATHOUT FIRST BEING FILTERED OR OTHERWISE z DIAMETER FOR PRIVATE LATERALS IS 4" AND OF SCHEDULE D3034 PVC OR EQUAL. 10. BACKFLOW PREVENTION DEVICES SHALL BE CONSTRUCTED OF CORROSION � TREATED TO REMOVE SEDIMENT. � O J Z w 19. DUST ON THE SITE SHALL BE CONTROLLED PER LOCAL JURISDICTIONAL AIR QUALITY ALL SANITARY SEWER LATERALS MUST BE PROPERLY MARKED AT ENDS. RESISTANT MATERIALS. REQUIREMENTS. THE USE OF MOTOR OILS AND OTHER PETROLEUM BASED OR TOXIC 3. CONNECTIONS INTO THE EXISTING SANITARY SEWER MAINS REQUIRE ISSUANCE OF 11. EXTERNAL WATER METER AND BACKFLOW PREVENTION VAULTS SHALL BE 0 LIQUIDS FOR DUST SUPPRESSION OPERATIONS IS PROHIBITED. PUBLIC WORKS PERMIT AND INSPECTION BY THE LOCAL JURISDICTION PRIOR TO GASKEIED IN AREAS OF HIGH GROUNDWATER OR NEAR STORMWATER Z O Q � BACKFILLING. MANAGEMENT FACILITIES AS REQUIRED BY THE UTILITY PROVIDER, CONTRACTOR O N Z a 20. REFER TO PROJECT SPECIFICATIONS FOR SURFACE WATER POLLUTION PREVENTION W 0 4. ALL NEW SANITARY SEWER PIPES AND MANHOLES MUST BE THOROUGHLY CLEANED, TO CONFIRM. F- J w PLAN (SWPPP)NARRATIVE. M Z h INSPECTED AND PRESSURE/VACUUM TESTED AS REQUIRED BY UTILITY PROVIDER Zcq Q W AND GOVERNMENTAL AGENCIES WiTH JURISDICTION. ALL TESTS MUST BE WITNESSED AND PASSED BY THE UTILITY PROVIDER AND GOVERNMENTAL AGENCIES WITH i JURISDICTION PRIOR TO PLACING INTO OPERATION. Q 0 5. THE CONTRACTOR SHALL PROVIDE TO THE UTILITY PROVIDER ANY GUARANTEE OR WARRANTY NORMALLY FURNISHED MATH THE PURCHASE OF ANY MATERIALS USED IN a CONNECTION WITH THE PROJECT AT HAND. i i3 a 3 CV-1.1 SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. F CITY OF ARLINGTON TESC NOTES CITY OF ARLINGTON SANITARY SEWER NOTES CITY OF ARLINGTON WATER NOTES m O M N i. APPROVAL OF THE TEMPORARY EROSION/SEDIMENT CONTROL PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR 1. ALL WORK SHALL BE IN ACCORDANCE WITH THE APPROVED PLANS, AND CURRENT EDITION OF THE i. ALL WORK SHALL BE IN ACCORDANCE WITH THE APPROVED PLANS AND CURRENT EDITION ! STORM DRAINAGE DESIGN. CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS. ANY CHANGES TO THE DESIGN REQUIRES CITY OF THE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS. ANY CHANGES TO THE W 2. A TESC PLAN MEETING THE DOE STORM WATER MANAGEMENT MANUAL ADOPTED BY THE CITY SHALL BE SUBMITTED TO THE CITY APPROVAL. DESIGN REQUIRE CITY APPROVAL. W FOR APPROVAL PRIOR TO ANY WORK ON THE SITE. AN APPROVED COPY MUST BE MAINTAINED ON-SITE AND BE READILY AVAILABLE 2. ALL MATERIALS SHALL CONFORM TO THE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS AND 2. ALL MATERIALS SHALL CONFORM TO THE CITY STANDARDS AND SPECIFICATIONS AND SHALL = s TO THE CITY INSPECTOR AT THEIR REQUEST. THE MATERIAL SUBMITTALS SHALL BE APPROVED BY THE CITY BEFORE SCHEDULING THE BE APPROVED BY THE CITY PRIOR TO DELIVERY TO THE JOB SITE. MATERIAL SUBMITTALS F �, 3. THE TESC BMPS SHOWN ON THE PLAN MUST BE INSTALLED PRIOR TO ALL OTHER CLEARING AND GRADING ACiIMTiES, AND IN SUCH PRECONSTRUCTION CONFERENCE AND BEFORE THE MATERIALS ARE DELIVERED TO THE JOB SITE. ARE REQUIRED AND MUST BE APPROVED PRIOR TO SCHEDULING A PRE-CONSTRUCTION �� ( z z A MANNER AS TO ENSURE THAT SEDIMENT-LADDEN WATER DOES NOT ENTER THE DRAINAGE SYSTEM, LEAVE THE SITE, OR VIOLATE ONCE THE MATERIALS ARE DELIVERED TO THE JOB SITE THE INSPECTOR WALL DETERMINE IF THE CONFRERNCE. N APPLICABLE WATER QUALITY STANDARDS.MAINTENANCE,REPALCEMENT, AND UPGRADING OF THE TESC PLAN IS THE RESPONSIBILITY MATERIALS WERE MANUFACTURED TO MEET THE REQUIREMENTS OF THE CITY OF ARLINGTON 3. WATER MAINS SHALL BE CEMENT-LINED DUCTILE IRON PIPE CLASS 52 UNLESS OTHERWISE OF THE CONTRACTOR UNTIL ALL CONSTRUCTION IS COMPLETE AND APPROVED BY THE CITY. STANDARDS AND SPECIFICATIONS BEFORE THE MATERIALS CAN BE INSTALLED., APPROVED BY THE CITY. £a a 4. THE BOUNDARIES OF THE CLEARING LIMITS, SHOWN ON THE TESC PLAN, SHALL BE CLEARLY FENCED OR FLAGGED IN THE FIELD 3. ALL SEWER MAINS AND SIDE SEWER STUBS SHALL BE FIELD STAKED FOR GRADES AND ALIGNMENT 4. ALL SERVICE LOCATIONS SHALL BE FIELD APPROVED BY THE CITY PRIOR TO INSTALLATION. hY'� PRIOR TO STARTING CONSTRUCTION. NO DISTURBANCE BEYOND THE FENCED OR FLAGGED CLEARING LIMITS SHALL BE PERMITTED. BY A SURVEYOR PRIOR TO CONSTRUCTION. THE CONSTUCTiON STAKES MUST SHOW THE STATION 5. IT IS THE CONTRACTOR'S RESPONSIBILITY TO LOCATE UNDERGROUND UTILITIES BY CALLING THE FENCING AND/OR FLAGGING SHALL BE MAINTAINED BY THE CONTRACTOR FOR THE DURATION OF THE CONSTRUCTION PROJECT. AND OFFSET TO THE ALIGNMENT. ONE-CALL UNDERGROUND UTILITY LOCATOR(1-800-424-5555) 48 HOURS PRIOR TO 5. THE TESL FACILITIES SHOWN ON THE PLANS ARE THE MINIMUM REQUIREMENTS FOR THE ANTICIPATED SITE CONSTRUCTION. DURING CONSTRUCTION. u' 4. THE CITY OF ARLINGTON WASTEWATER DIVISION SHALL BE NOTIFIED A MINIMUM OF 48 HOURS IN o 0 THE CONSTRUCTION PERIOD, THESE TESC FACILITIES SHALL BE UPGRADED AND ADDED TO AS NEEDED, FOR UNEXPECTED STORM ADVANCE OF A TAP OR CONNECTION TO AN EXISTING SANITARY SEWER MAIN. THE INSPECTOR SHALL 6. ADEQUATE TRENCH SHEETING AND/OR SHORING SHALL BE PROVIDED BY THE CONTRACTOR EVENTS AND TO REFLECT CHANGED CONDITIONS, AS REQUIRED BY THE CITY. BE PRESENT AT THE TiME OF THE TAP OR CONNECTION. AS REQUIRED BY OSHA AND WISHA. 6. THE CONTRACTOR SHALL PROVIDE THE CITY A 24-HOUR EMERGENCY CONTACT PHONE NUMBER OF THE CONTRACTORS CERTIFIED 5. GRAVITY SEWERS, INCLUDING SIDE SEWERS, WITH 5 TO 14 FEET OF COVER SHALL BE PVC ASTM D 7. THE PIPE SHALL BE INSTALLED BY FOLLOWING THE FINISHED GRADE PROFILE WHEREVER EROSION CONTROL SUPERVISOR PRIOR TO STARTING CONSTRUCTION. 3034 SDR 35. GRAVITY SEWER MAINS WiTH LESS THAN 5 FEET OR GREATER THAN 14 FEET OF POSSIBLE. THE DEPTH OF COVER SHALL BE TYPICALLY 36 INCHES(3 FEET), AND MAY BE *:N 7. THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE CONTRACTOR AND MAINTAINED AS NECESSARY TO ENSURE CONTINUED COVER SHALL BE DUCTILE IRON PIPE CLASS 52, OR C-900 PVC.IF DUCTILE IRON PIPE IS USED FOR UP TO 60 INCHES(5 FEET) WITH THE APPROVAL OF THE CITY ENGINEER. WATER MAINS FUNCTION AND OPERATION. SEWER, THE PIPE INTERIOR SHALL BE EPDXY COATED(NOT CEMENT-LINED). , 8. BETWEEN OCTOBER 1 AND APRIL 30,DISTURBED AREAS THAT ARE TO BE LEFT UNWORKED FOR MORE THAN TWO(2)DAYS SHALL UNDER THE STATE(OR COUNTY)HIGHWAYS SHALL MEET THE MINIMUM COVER DEPTHS 6. PRE-CAST MANHOLES SHALL MEET THE REQUIREMENTS OF ASTM C-478. JOINTS SHALL BE RUBBER c a BE IMMEDIATELY COVERED BY MULCH,SOD OR PLASTIC COVERING. BETWEEN MAY 1 AND SEPTEMBER 30, DISTURBED AREAS THAT GASKETED AND GROUTED BOTH INSIDE AND OUTSIDE OF THE MANHOLE PER CITY OF ARLINGTON REQUIRED BY WSDOT(OR SNOHOMISH COUNTY). " o ARE TO BE LEFT UNWORKED FOR MORE THAN SEVEN 7 DAYS SHALL BE IMMEDIATELY COVERED BY SEEDING OR OTHER APPROVED STANDARDS AND SPECIFICATIONS. ALL LIFT HOLES CUT THROUGH THE WALLS OF THE MANHOLE 8. PIPE JOINT DEFLECTIONS SHALL NOT EXCEED ONE-HALF OF PIPE MANUFACTURERS( ) SHALL BE GROUTED FROM THE INSIDE AND OUTSIDE OF THE MANHOLE TO BE WATERTIGHT. RECOMMENDED MAXIMUM DEFLECTIONS. BENDS MAY BE REQUIRED TO MAINTAIN PROPER { METHODS. ADDITIONAL WATERPROOFING MAY BE REQUIRED. WATER MAIN ALIGNMENT WITHIN EASEMENTS OR PUBLIC RIGHT-OF-WAY. 9. SEDIMENT DEPOSITS SHALL BE REMOVED FROM ALL CATCH BASINS, PRE-TREATMENT/SEDIMENT POND, AND SEDIMENT TRAPS UPON9. WATER MAIN SHALL NOT BE PLACED UNDER SIDEWALK,CURBS,GUTTERS, OR ANY t REACHING A DEPTH OF 12 INCHES. 7. SIDE SEWER SERVICES SHALL BE PVC ASTM D 3034 SDR 35 WITH FLEXIBLE GASKETED JOINTS. SIDE SEWER CONNECTIONS SHALL BE MADE BY A TAP TO AN EXISTING MAIN OR A TEE FROM A NEW PERMANENT STRUCTURES WITHOUT THE PRIOR APPROVAL OF THE CITY ENGINEER. 10. ANY PERMANENT RETENTION/DETENTION FACILITY USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WiTH THE MAIN CONNECTED ABOVE THE SPRING LINE OF THE PIPE. WYES ARE NOT ALLOWED ON LINES 8" OR 10, NO CONNECTION TO THE CITY WATER SYSTEM IS ALLOWED UNTIL THE NEW CONSTRUCTION NECESSARY EROSION CONTROL MEASURES, SHALL PROVIDE ADEQUATE STORAGE CAPACITY, AND SHALL BE CLEANED OUT ENTIRELY LARGER. SIDE SEWERS CAN NOT BE INSTALLED UNDER DRIVEWAYS UNLESS APPROVED BY THE CITY PASSES PRESSURE AND PURITY TESTS, AND HAS BEEN APPROVED AND ACCEPTED BY THE ONCE THE SITE IS STABILIZED. IF THE PERMANENT FACILITY IS TO ULTIMATELY FUNCTION AS AN INFILTRATION SYSTEM, THE FACILITY INSPECTOR. CITY. SHALL NOT BE USED AS A TEMPORARY SETTLING BASIN. 8. ALL SEWER PIPE SHALL BE INSTALLED WITH A CONTINUOUS TRACER TAPE 24"-48"UNDER THE i1. PRIOR TO MAKING CONNECTIONS TO THE EXISTING SYSTEM, CONTRACTOR SHALL FIELD 11. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED,FAST GERMINATING GRASSES SHALL BE APPLIED AT AN PROPOSED FINISHED SUBGRADE, OR AS DIRECTED BY THE CITY INSPECTOR. THE MARKER SHALL BE VERIFY THE LOCATION, DEPTH AND MATERIAL OF EXISTING WATER MAINS AT THE POINT OF APPROXIMATE RATE OF 120 LBS PER ACRE. PLASTIC,NON-BIODEGRADABLE, METAL CORE, AND DETECTABLE, WITH BACKING MARKED SEWER". CONNECTION. ; 12. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED,IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 3 12. ALL WATER LINES SHALL BE A MINIMUM OF 10 FEET HORIZONTAL CLEARANCE FROM 9. SIDE SEWERS SHALL BE INSTALLED BY THE DEVELOPER AND COORDINATED FOR CLEARANCE WITH o44� INCHES, OR 3,000 POUNDS PER ACRE. POWER, GAS, TELEPHONE, CABLE, AND OTHER UTILITIES. SIDE SEWERS SHALL BE A MINIMUM OF 10 SANITARY SEWERS. WHEN WATER LINES CROSS SEWER LINES, THE MINIMUM VERTICAL 13. SOIL STOCKPILES SHALL BE STABILIZED WATHIN 24 HOURS. WHEN ACTIVELY WORKING WiTH THE SOIL STOCKPILE, STABILIZATION BY FEET BEYOND PROPERTY LINES AND 5' BEYOND ANY EASEMENT. CLEARANCE SHALL BE 18 INCHES. d� GROUND COVER BMPS SHALL OCCUR AT THE END OF EACH WORK DAY. 10. THE SEWER PIPE SHALL BE INSTALLED STARTING FROM DOWNSTREAM OF THE POINT OF CONNECTION 13. TO ALL THE MAIN FOR FLUSHING, PRESSURE AND PURITY TESTS, THE CONTRACTOR IS 14. STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE r{,REQUIRED TO USE AN APPROVED METER AND DCVA. THE HYDRANT SHALL REMAIN IN THE ON THE EXISTING SEWER OR FROM A DESIGNATED STARTING POINT. THE SEWER PIPE SHALL BE �I�1Y DURATION OF THE PROJECT. ADDITIONAL MEASURES MAY BE REQUIRED i0 INSURE THAT ALL PAVED AREAS ARE KEPT CLEAN FOR INSTALLED WITH THE BELL END UPSTREAM. FULL OPEN POSITION TO PREVENT BACK-SIPHONAGE THROUGH THE DRAIN HOLE. AFTER THE DURATION OF THE PROJECT. SUCCESSFUL TESTING, THE CONTRACTOR WILL TiE INTO THE EXISTING SYSTEM,USING 11. ADEQUATE TRENCH SHEETING AND/OR SHORING SHALL BE PROVIDED BY THE CONTRACTOR AS } I 15. MAINTENANCE AND REPAIR OF TESC FACILITIES AND STRUCTURES SHALL BE CONDUCTED IMMEDIATELY UPON RECOGNITION OF A DISINFECTED SLEEVES AND SPOOL PIECES. PROBLEM OR WHEN THE TESC MEASURES BECOME DAMAGED. REQUIRED BY OSHA AND WISHA. 14. THE CONTRACTOR SHALL CONTACT THE CITY FOR VALVE OPERATION. ONLY AUTHORIZED 12. TO PREVENT WATER OR DEBRIS FROM DISCHARGING INTO THE CITYS EXISTING SEWER SYSTEM, THE 16. UPON COMPLETION OF THE PROJECT, ALL BMPS SHALL BE REMOVED FROM THE SIZE AND RIGHT OF WAY. IF BMPS ARE REQUIRED TO REMAIN IN PLACE FOR FURTHERREPRESENTATIVES OF THE CITY CAN OPERATE VALVES IN THE CITY WATER SYSTEM. CONTRACTOR SHALL INSTALL A PLUG IN THE CONNECTION MANHOLE OR AS DIRECTED BY THE CITY PROTECTION, ARRANEMENTS FOR REMOVAL SHALL BE MADE WITH THE CITY INSPECTOR. 15. ) q INSPECTOR. THE PLUG SHALL NOT BE REMOVED THE SEWER IS ACCEPTED THE CITY. , 13. ALL SEWER LINES SHALL MAINTAIN A MINIMUM OFF 1 10 THE CONTRACTOR IS HEREBY NOTIFIED THAT, SINCE FILLING AND FLUSHING WILL BE DONE 0 FEET HORIZONTAL CLEARANCCEE THROUGH A CROSS-CONNECTION CONTROL DEVICE LOW VELOCITY FLOWS MAY BE AND A MINIMUM g ENCOUNTERED. THEREFORE, EVERY ATTEMPT SHALL BE MADE TO KEEP THE PIPE CLEAN OF 18 INCHES VERTICAL CLEARANCE FROM WRIER LINES. SEE STANDARDS AND SPECIFICATIONS FOR DURING INSTALLATION. THIS MAY INCLUDE SWABBING THE PIPE WITH CHLORINATED WATER. o�ror ADDITIONAL REQUIREMENTS AND ALTERNATIVES. i6. THE CONTRACTOR SHALL PERFORM TEMPORARY SOIL EROSION AND SEDIMENTATION CITY OF ARLINGTON STORM DRAINAGE NOTES 14. PIPE BEDDING SHALL BE IN ACCORDANCE WITH THE CITY OF ARLINGTON STANDARD AND WSDOT CONTROL DUST CONTROL NOISE CONTROL, AND TRAFFIC CONTROL AS REQUIRED BY THE STANDARD SPECIFICATIONS. 3/8-INCH MINUS MANUFACTURED CLEAN PEA GRAVEL IS THE REQUIRED CITY OR OTHER APPLICABLE AGENCIES. 1. ALL STORM DRAINAGE IMPROVEMENTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THESE APPROVED PLANS AND CITY BEDDING MATERIAL. ALL PIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION. THIS SHALL 17. CUTTING AND PATCHING OF ROAD WAYS SHALL CONFORM TO THE REQUIREMENTS OF THE STANDARDS AND SPECIFICATIONS. ANY DEVIATION FROM THESE PLANS WILL REQUIRE PRIOR APPROVAL FROM THE OWNER, THE CITY INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION RIGHT-OF-WAY PERMIT OF THE CITY OR OTHER APPLICABLE AGENCY. g ENGINEER, AND OTHER APPROPRIATE PUBLIC AGENCIES. MATERIALS AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM 2. ALL PIPE MATERIALS SHALL MEET THE REQUIREMENTS OF THE CITY STANDARDS AND SPECIFICATIONS. ACCEPTABLE STORM GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED BY A UNIFORMLY DENSE ' o DRAINAGE PIPE MATERIALS INCLUDE CONCRETE,PVC,HOPE, AND DUCTILE IRON. CORRUGATED METAL PIPES(GALVANIZED ALUMINUM UNYIELDING BASE. 77] OR STEEL)ARE NOT ACCEPTED BY THE CITY. ALL PIPE JOINTS MUST HAVE GASKETS AND SHALL BE WATER TIGHT UNLESS 15. THE CONTRACTOR SHALL COMPACT TRENCH BACKFILL WITHIN THE CITY RIGHT-OF-WAY TO AT LEAST OTHERWISE DIRECTED BY THE CITY. 90%MAXIMUM DRY DENSITY FROM THE BOTTOM OF THE TRENCH TO A DEPTH OF 3'BELOW THE 3. PIPE BEDDING MATERIAL SHALL BE 5/8-INCH MINUS CRUSHED GRAVEL FOR ALL PIPE TYPES, EXCEPT DUCTILE IRON. BEDDING SURFACE. THE TRENCH BACKFlLL MUST BE COMPACTED TO AT LEAST 95%MAXIMUM DENSITY WITHIN o MATERIAL FOR DUCTILE IRON PIPE SHALL MEET THE REQUIREMENTS OF THE CITYS STANDARDS AND SPECIFICATIONS(CHAPTER 4). 3'OF THE SURFACE. ASPHALT MUST BE COMPACTED TO MEET THE REQUIREMENTS ON THE PLANS. 4. ALL TRENCH BACKFlLL IN AREAS OF PAVEMENT OR STRUCTURAL LOADING SHALL BE COMPACTED TO AT LEAST 95%OF THE ALL COMPAC110N TESTS ARE AT THE DEVELOPERS EXPENSE. i MAXIMUM DRY DENSITY. ALL OTHER AREAS SHALL BE COMPACTED TO AT LEAST 90%OF MAXIMUM DRY DENSITY. s 5. ALL PIPE SHALL BE PLACED ON STABLE EARTH.IF IN THE OPINION OF THE CITY INSPECTOR, THE EXISTING TRENCH FOUNDATION IS ®Q N UNSATISFACTORY, THEN IT SHALL BE EXCAVATED BELOW GRADE AND BACKFILLED WITH GRAVEL BEDDING MATERIAL TO SUPPORT CITY OF ARLINGTON ADA NOTES THE PIPE. 0 6. LOT DRAINAGE SYSTEMS,STUB-OUTS AND ANY DRAINS BEHIND THE SIDEWALK MUST BE INSTALLED AS REQUIRED PRIOR TO ADA NOTES: THE FOLLOWING NOTES SHALL APPLY TO HARDSCAPE FACILITIES WITHIN SIDEWALK CONSTRUCTION. STUB-OUTS SHALL BE MARKED WiTH A 2"X4"MATH 3 FEET VISIBLE ABOVE GRADE AND MARKED STORM". THE PUBLIC RIGHT-OF-WAY. LOCATION AND DEPTH OF THESE INSTALLATIONS SHALL BE SHOWN ON THE AS-BUILT PLANS SUBMITTED TO THE CITY. 1. UNLESS OTHERWISE SPECIFIED ON THE PLANS,OR DIRECTED BY THE CITY 0 7. ALL CATCH BASINS SHALL BE TYPE 1 UNLESS OTHERWISE SHOWN ON THE PLANS AND APPROVED BY THE CITY. THE USE AND ENGINEER, CROSS SLOPES OF SIDEWALKS SHALL BE NOMINAL 1.5%. CROSS INSTALLATION OF INLETS IS DISCOURAGED. SLOPES SHALL NOT BE LESS THAN 1%NOR EXCEED 2% 0 8. ALL CATCH BASINS WITH A DEPTH OF 5 FEET(RIM TO INVERT)OR GREATER SHALL BE TYPE 2 CATCH BASINS EQUIPPED WITH 2. MAXIMUM SLOPES SHOWN ON THE PLANS REPRESENT THE MAXIMUM (n 0 3/4- INCH DIAMETER SAFETY MANHOLE STEPS OR A MANHOLE LADDER PER CITY STANDARD DETAILS. ALLOWABLE SLOPES PERMITTED BY CURRENT ADA REQUIREMENTS. THE W W 9. ALL GRATES SHALL BE MARKED 'DUVALL TO STREAM -DUMP NO POLLUTANTS', ALL SOLID COVER SHALL BE MARKED 'DRAIN". ALL CONTRACTOR SHALL TAKE INTO CONSIDERATION CONSTRUCTION TOLERANCES ct F- i CATCH BASINS AND MANHOLES SHALL BE EQUIPPED WITH LOCKING FRAMES AND LIDS OR GRATES PER CITY STANDARD DETAILS. WHEN PLACING SIDEWALKS TO INSURE MAXIMUM SLOPES ARE NOT EXCEEDED. Gx 10. ALL GRATES LOCATED IN THE GUTTER FLOW LINE(INLET AND CATCH BASIN)SHALL BE DEPRESSED 0.1 FOOT BELOW PAVEMENT 3. COMPLETED SIDEWALKS OR OTHER HARDSCAPE ELEMENTS THAT EXCEED F-Z Q N LEVEL. MAXIMUM SPECIFIED SLOPES OR ARE LESS THAN MINIMUM SPECIFIED SLOPES '? Z z 11. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL MANHOLE, INLET AND CATCH BASIN FRAMES AND GRATES/COVERS SHALL BE REMOVED AND REPLACED BY THE CONTRACTOR AT THE O TO GRADE JUST PRIOR TO CURB INSTALLATION AND/PAVING. CONTRACTOR'S EXPENSE. ir Z F- W 12. ALL RETENTION/DETENTION FACILITIES SHALL BE INSTALLED AND IN OPERATION PRIOR TO,OR IN CONJUNCTION WITH, ALL Z 0 J CONSTRUCTION ACTIVITY, UNLESS OTHERWISE APPROVED BY THE CITY. o xt- 13. DETENTION/RETENTION PONDS WITH SIDE SLOPES STEEPER THAN 3:1 OR WITH A MAXIMUM WATER DEPTH GREATER THAN 3 FEET N cc o SHALL BE ENCLOSED WITH A VINYL COATED CHAIN LINK FENCE. F 0 J Z N cc M 14. BID-FILTRATION SWALES AND/OR FILTER STRIPS SHALL BE CONSTRUCTED, BEDDED OR SEEDED AND IN OPERATION PRIOR TO, OR N SODDED IN CONJUNCTION WITH, ASPHALT PAVING. THE VEGETATION IN THE BIO-SWALE MUST BE WELL ESTABLISHED BEFORE PAVING Q a i BEGINS. J 15. STORM WATER RETENTION/DETENTION FACILITIES, STORM DRAINAGE PIPE AND CATCH BASINS SHALL BE FLUSHED AND CLEANED BY Q V = THE DEVELOPER PRIOR TO THE CITYS ACCEPTANCE OF THE PROJECT. 16. WHEN INFILTRATTON FACILITIES ARE CONSTRUCTED, COMPACTION OF SOIL IS NOT ALLOWED, AS THE DESIGN IS BASED ON NATURAL SOIL IN THE ORIGINAL LOCATION. VEHICLES SHALL NOT BE DRIVEN OVER THE INFILTRATION AREA DURING CONSTRUCTION. i 17. IF THE CONTRACTOR ENCOUNTERS GROUNDWATER OR SOIL CONDITIONS DIFFERENT FROM THAT SHOWN IN THE PLANS DURING a INFILTRATION SYSTEM INSTALLATION, THE CONTRACTOR SHALL NOTIFY THE CITY INSPECTOR. _ 3 CV-1.2 N REFER TO SHEETS CV-1.1 AND REFER TO CV-1.0 FOR EROSION SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. CV-12 FOR GENERAL NOTES CONTROL SPECIALIST REMOVE EXISTING I I I jr I \ 310511-003-C POTHOLE �SHED IN FOR SANITARY SEWER LINE I f 1 a DEMOLITION KEY NOTES I FND. 1/2" BAR & SANIOTARYOSEWER REMOVE EXISTING / EAST OF BUILDING I REMOVAL FENCE I m � W ILLEGIBLE CAP _ __--- WATER VAU CONNECTION I I 1 I OA DEMOLISH EX. RETAINING WALL I - - O I I 8°34'0 „EJ B REMOVE EX OVERHEAD POWER LINE, COORDINATE W/ 0.00' J i i UTILITY PROVIDER I - - EXISTING FENCE TO BE N89°06 06'E � V F 95 / I I REMOVED ALONG I o 0 - - - / - - I 1 PROPERTY LINE TO < a © COMPLETELY DEMOLISH EXISTING BUILDING AND ASSOCIATED L -, era' / I I I NORTHERLY PROPERTY APPURTENANCES, INCLUDING BASEMENTS IN ACCORDANCE /' WA R VAULT I I I NTH APPLICABLE CODES. DISCONNECT AND CAP EXISTING ss-4ss ss-ss-ss-ss ss ss SS- -ss sS ss sS S E I I I I LINE(APPROX. 150 LF) I o 0 t GRAVEL �10'UnuTY ASEMENf,I ^ � UTILITIES AT THEIR MAIN LINE.CONTRACTOR SHALL REMOVE I I I J I ECOR aE o oza F.p1 I Go ALL ASBESTOS CONTAINING BUILDING MATERIALS IN m ACCORDANCE WITH APPLICABLE CODE REQUIREMENTS. I \� % w w 1a\ yD / ---- -- -- / E I I I 11 I o 0 QD DISCONNECT EXISTING ELECTRICAL SERVICES CAP AND I \\f I _ 2.UAPNlec - 13 PRESERVE FOR RECONNECIION I LOADING.: I r / i W w--�w w l I III QE DISCONNECT EXISTING WATER SERVICE CAP AND PRESERVE II Il I - _--/ `QO:K' :,'a,••' A I I / I I i f f I I I St/2 SEC RECONNECTION T11lI1{b 4 III 1 SUBJEPROPOSED DRUG STORE I11 Q II o0 wQ DISCONNECT EXISTING GAS SERVICE CAP AND PRESERVE L 11 EASEMEIIII FOR RECONNECTION D C FOOTPRINT(TYP.) D UN DE a R ( 3 o 0 © REMOVE EXISTING CATCH BASIN,INLET PROTECTION TO BE I / \ 1 / I I N0.1154 1I I REMOVED UPON REMOVAL OF STRUCTURE I �I / // \\ B FINISH FL R / /1 \� I it I I j QH REMOVE EXISTING STORM DRAIN PIPES IF ENCOUNTERED. • .6 I.. EL-1237 C 3\I I I I j I i i = I U 310 1-003-041-00 I REMOVE EX UTILITY POLE AND GUY WIRE, COORDINATE WITH o I I / O UTILITY PROVIDER I f jI I I \\ U' C-4. ` ' : PROPOSED DRUG STORE I I I FOOTPRINT(TYP.) I I I I 1/ / EXISTING 4"GAS LINE N I \ ♦ : 66,887 S0.FT. QJ EX SANITARY SEWER TO BE VIDEO INSPECTED. REPORT TO I I 1 \ I / TO REMAIN. p BE PROVIDED TO ENGINEER FOR REVIEW TO DETERMINE IF I I A \ i I I / EXISTING PIPE CAN BE REUSED. CONTRACTOR TO POTHOLE III II FINISH FLOOR I\ //'i CONTRACTOR TO 4Syt 07 I 1 / o I / / ^t LOCATE/MARK �+ AND SURVEY SIZE,LOCATION AND INVERT ELEVATION. I a // m I / I //� LOCATION NORTH OF OK DEMOLISH EX SIDEWALK li ; Ii h I BLDG. I I / // LOCATION SHOWN ON SURVEY. ??tN dQ� © PROTECT EX UTILITY TO REMAIN �\ % i oo y_ I NISH FLOOR L =123.32 I t LEGEND I I I �' B •� I LOCATION OF EXISTING 150 I I I I t I BEGIN FENCE REMOVAL �9 ', �n' GAS /I GALLON SEPTIC TANK. REMOVE EX. CONCRETE PAVEMENT I ' " I II I / \\ METER / CONTRACTOR TO DECOMMISSION / \ 4.'.. V��& •, / TANK PER SNOHOMISH COUNTY a I A.P T6 a . REMOVE EX. BUILDING �j� I / \\\ ��'�\ a. • C HEALTH REGULATIONS PRIORY I I I� I RE' IL�AT° I pr ro� •' FR T REMOVE EX. GRAVEL SURFACING I I �� EL. 123.94 R CERTIFICATION OF a Bo �R 4ps I i OF I I I DECOMMISSIONING TO OWNER. , PR STABILIZED CONSTRUCTION ENTRANCE I \ I WIDE SANITARY SEWER \\ H '; :^ \EOA9ING C3CIG I I �pv' I I D-2.0 I \ I EMENT TO THE CITY OF �R"� I A I GTON A,F.N0.911007O45g ; 0-2.o CATCH BASIN INLET PROTECTION tt \\ G G G I I u DtRtfF. TEMPORARY e ` •H \ ° TOP 2.8'ROUND C6=120.03 I N�.111 CONSTRUCTION FENCE. ry N I p WIDE EASEMENT FOR \ // \TOP CB=123.56 INV.6"PVC S.-118.78 I U LIMITS OF DISTRUBANCE / II I ESS,EGRESS UTILITIES \ TNV.4"PVC(ROOF TOP)=122.59 < INV.6"PVC W.=118.73 I I __A ROAD RECORDED UNDER \ f INV 6 PVC N.=12213 H • INV.6"PVC E.-118.73 3 / /! I I f I .NO.8911200555 D-20 CONSTRUCTION FENCE X / \ / \ H \_ _ O \\ GRATE w wAiER�OT-TFF/VA�L e I i TGP GB 123.,M _ O \ _ _ _ I TEMPORARY CONSTRUCTION FENCE TO BE NF D-2o SILT FENCE �- I I/ i \� INV.a"PVC N.-123 \ G 3 \ TOP CB=123.50 A //^'��0 �\ II ADJUSTED FOR RIGHT-OF-WAY(SIDEWALK) Le z / I yo / B INV,PVC N=122.15 _y� _ �' 3 I I WORK. CONTRACTOR TO COORDINATE NTH � N EARTHWORK QUANTITIES I t o _ \ X v CITY INSPECTORS � i I zoc4/ GRAVEL EARTHWORK VOLUMES SHOWN BELOW REPRESENT THE I M� \__ N DIFFERENCE BETWEEN FINISHED AND EXISTING GRADE I I I ���\ �/ AN O GRAVEL F // I 3 co SURFACES WITH NO ADJUSTMENTS MADE FOR SURFACE I I I g�4 -„/ > �� -`FND.1/2"BAR& / AV O m ur a ILLEGIBLE CAP PREPARATION REQUIREMENTS OR SUBGRADES, THE VOLUMES I y I �o gym = O ARE APPROXIMATE ONLY, AND ARE NOT TO BE USED FOR I 01 z > o r BIDDING PURPOSES. I /-- --------- 0 a `�\ N3°10�2D4E C I O \ ---- 5.01' //� 1\189°06'06"E31 oCUT: 300 CY - - - - - - - - SET MA NaL 8`------ �/ 20.05' �- ' - -� / i-- J TRI C Z FILL: 4,500 CY ---- WASHER L.S.42666 _ _ �, q NET: 4,200 CY(FILL) - - - - - - - - - - - -y a, o OHP ^oHP� _ o - - HP- -Qr- - oHP AILTS -+ OHP .- - _--GI.(� / OTC--� -9- --_X -.- � Q- - N89°06'06"E - 1 5.5 ' w- G \ L=38.12' I ~Z a d. . ..0 NC:WALI(.•:... .: ."W.. ".'SD -.$D". 'SD ..'.•. \ R=25.00' I E'3 W w W W- / CURB O E \ A=87°22'10" i N -V' / W-W 1 TOP SOLID LID C6=125.25 a 30.00' / v t / 35 09' Toop SOL/ LID C6=28.84 EX SIDEWALK TO THE I Z W GRAPHIC SCALE / INV. PVC S.121.45 L / 1 0 O Z "-I INV. W. CAPPED 121.33 T /5 LID LID CB-126.33 L PEED/UMIT SI INV' PVC S= u� EAST TO REMAIN. 20 0 10 20 ao so / N K ( )_ / Nv 8"PVC 5.=123.10 K K / K L L INV./8"P W.(oIL K /. I R / STABILIZED CONSTRUCTION / NV 8"PVC E.122.99 153349' f ARATOR)=122.54 i Z O `1L Z �-L -- O N- O 2670.63' INV.8"PVC N�1.38 ENTRANCE _ _N 140.5T Z Q E IN FEET ) N�\ INV.8"PVC S=121.63 G.T.E. VAULT-` 204TH ST NE \I Si` 4 COR.SS-s ss- --ss�a _0 M N i inch = 20 ft ___ SS-SS--ss SS-SS-SS- FND. CO MON. -- ss-ss- ss-ss-ss-ss T-- \ �I ss-ss SST--ss-�_SS_ �- t W/BRASS AP IN i\ o % o TOP CB=125.81 t TOP SOLID LID C6=124.75 \ CASE 9-,1989 \5 INV.8"PVC N-123.06 TOP CB=125.58 \ roP ce=1za.3o CONSTRUCTION DRAWING APPROVAL W / I TOP CB=124.72 INV.6"PVC S.-122.97 INV.8"PVC NW.123.66 Q �' INV.8"PVC N:12208 t \\ CURB INV PVC 5=I. . 0 c _ _ TOP SOLID LID CB-125.66 INV.a PVC N-124.90 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED _ PER THE CONDITIONS ON THE TITLE SHEET. t -'C NC.WALK G- CONC 1QALK I TOP INV.6"PVC�125.38 ____ SE.COR.SSMH-128.17 BY: _ \ I I City Engineer, CITY OF ARLINGTON Know whafs below. _� c-- SS TELEPHOW VAULT-SS SS ss ss-ss s� y Call before you dig. /' / °ATE' THIS APPROVAL VALID FOR 78 MONTHS D_1•0 N SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. ~ N ~ 2 g O m NOTE E anr. 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Im axx roR 00^II ITP.1 •C. -RecrAnouw OPwie sx0wm --nEmiEVAE eve1IXIIYP.I w BRES VAIN LE•s�iIWIIXP�,OE sACREpL F LL t. gwxaOP aRnTE ROIeeOVP.N168FPAP: � •' ottawee s % \ I Yppi� mOEPULLNnoHOF E BTABIDU RdA s vis lm�n...UM3s un:n s .e¢Owx%ErowrE«acE REciEo er mE ENwxEEA Niwwc, Z M FxIEREn 9� � ��EAE.a�iM1�E�oP I �.� ISOMETRIC VIEW Q m STABILIZED CONSTRUCTION ENTRANCE 4 Q r' �v¢ sips uaO o°rna��mvEc"�"meA«iwnaie"Twliiwi REouinveEnrs 0 3 o a � oWRPcowcwwxsL u� � 3 Y� aELaw�NeRAreoEwOE - --- Op -wERP:aYavRAsamr.l I - o a a u sim.iRv A � mA,aa t :Town I t PARTIAL PLAN VIEW OF BERM 3 n C W.MA — cuxm � ,SO,MTR,CVIEyV CNIiIPILP'1E xo aoOwe 3% NM i09GVE- .8/8� SEf1DNO POND ��� yM Q %•1'd SIOPE:xH:1V OR FlAiIER � ..� �•y W INLETOPRM DRAIN fi' %-r a wrEs sIEEPER ixAx aT:ry i—.a O'sEnuxOOEPTT �' i cc / - M18CELLANEOUB N STANDARD PLAN I.00.20+00 ssniNExi siow.� TYPICAL secrroR 3 arloTxo uxE - COMPOST BERM DETAIL EROSION CONTROL DETAILS Z Q —�o ISNsai r — u«noN % I`��� LWMn1lOINAL SEcnGN STANDARD PLAN I-80.10-02 Lv L i�esx.rEOKE sxEEr o' SLOP e10Ei°{;E�N mE ��RocxANo iTE ^+^^—• P�.cE« T Rome w Es.P ro�n.ow. w NA TEMPORARY SEDIMENT TRAP Z80 N ~ ZO STORM DRAIN INLET PROTECTION 4 STABILIZED CONSTRUCTION ENTRANCE Z co I �a co NTS NTS J^ LU a i CONSTRUCTION DRAWING APPROVAL Q 0 o+ THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. Q` / BY: rn City Engineer, CITY OF ARLINGTON y DATE." 3 THIS APPROVAL VALID FOR 18 MONTHS D-2.0 fN SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. VEHICULAR ACCESS FND. 1/2" BAR & A m o I I POINT(2-WAY) ILLEGIBLE CAP SHARED ACCESS DRIVE N W t I ADO S 8°34 4 E I z 0.00' N89° '06"E A 55 ' I B 75'FROM SURVEY 2' BAR, 1 -- -- �,-- -- - - - -- N896'E - 258. 0' M - - REFERENCE POINT ' U —N�— Z Z VO CAP c� • .�. . .' 10'UTIU Ty EASEMENT RECORDED UNDER A.F.NO. d d ( O LEGEND I rj R5' : .: : . 00CONCRETE PAVEMENT104' CONCRETE SIDEWALK PAVEMENT 1 r I ® ® ® ® mm ® ® � SUB SE1O ---�---• - SECTION 11 • - SUBJECT TO N .'.' .'.'.'.'.- O O P.U.D. LANDSCAPED AREA t' EASEMENT F UNDER A.F.. o w CONCRETE CURB ( I Pa —I_ _ - mm No sm NO.1157911 ° o o 0 PROPERTY LINE SIGN AL PARKING STALLS PEDESTRIAN P PER ROW _ ® I to �;-:�; 11 ( I No"n 13 ---------- I t DRUGSTORE li I z M 12.5" 19' 30' 19' EXISTING BUILDING ® ® ® ® ® ® I I I r30' 14 671 SF 1k. . I T � I .-t.•.•.•N � � o4��R� �. ro INI I al/ul\a rIVl7 ry/lUlr\ +� W > d u- ACCESS � FS i - I Z S.R.8 = � RESTRICTED70 �- FROM EAST 29.33' I I BOUNDARYINN :f PROPERTY '. BY 30�WIDE SANITARY SEWER ••.•�•••.••) DOCUMENT I EASEMENT TO THE CITY OF 4904 +� io RECORDED ARLINGTON A.F.NO.9110010458 ♦ ,' t UNDER A.F. y■� N0.1140278 0 .f.'.'.' 30'WIDE EASEMENT FOR i r� +.. 92.81' N INGRESS,EGRESS UTILITIES 1J1 6. k � AND ROAD RECORDED UNDER - - A.F.NO.8911200555 tJa - R10' VEHICULAR ACCESS rw I POINT(2-WAY) YN G R10' R20' 11 I I I N I I ZO" m N <= N R5, I $ N R10' I R10' 22'FND.1/2"BAR& : .�: ; :': 10'LANDSCAPE:': FROM SURVEY 10'2 "E REFERENCE POINT BUFFER. ■;, a . . . . . . . . . . . . . . . . . . u�. . . . . . . . . . . . . . . . . . . . . EXISTIN 0 REMAIN -i rTMi.`. .`. .'. .`. . . . ::g s'. — -r�o 5 01' N 9°06 06"E I:T T - t` 30 O SET�MAO t1AIL Q- — — — — — — — v CONCRETE TRAIL- :` :.:. 'iC z .*A>stErt-is'•d2sss' ' _ _ — — - - _ — — Z ZZ — —Ot ® — R=25.00' O Z Q O A' r^ 4 W - 30'RIGHT OF WAY 204TH ST. 1 VE 35 09'—�J H '22 10 i RE FROM SURVEY H 30.00' v z VEHICULAR ACCESS POINT(2-WAY) I m REFERENCE POINT 5' LANDSCAPE RIGHT IN OUT 5' FROM SURVEY Z W STRIP zm� MINOR ARTERIAL REFERENCE POINT - 10 F O O a+0 - -- -- ,+05— -- --�-- + . -15i. 25MPH - � -- -- -- 14->R, 7, -- - D Z � U Z18 06'06'E - 2670.63' J o Soz FND. COMMON O N O �;� W/BRASS CAP IN Z Q 0 GRAPHIC SCALE z CASE 9-1989 20 0 10 20 40 80 J^ O i CONSTRUCTION DRAWING APPROVAL Q O lo IN FEET O THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED I inch = 20 ft o PER THE CONDITIONS ON THE TITLE SHEET. BY, « O O City Engineer, CITY OF ARLINGTON rn DATE: 3 THIS APPROVAL VALID FOR 18 MONTHS C-1.0 V) STANDARD NOTES SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. REFER TO SHEET CV-1.1 FOR NOTES AND CV-1.2 FOR CITY OF I w ARLINGTON STANDARD NOTES I z VEHICULAR ACCESS m a 1 POINT(2-WAY) SHARED ACCESS DRIVE E t CONSTRUCTION KEY NOTES , W OA CEMENT CONCRETE TRAFFIC CURB -- >- - -- ©TRASH ENCLOSURE, SEE ARCH PLANS FOR DETAILS 55' M 11 J 03.8t © ADA STALL W/SIGN, SLOPE IN ADA STALLS AND LANDING aT'•' • •- 10'UTILITY EASEMENTa a e AREAS SHALL BE NOT MORE THAN 2%IN ANY DIRECTION. 1 i R30' - d RECORDED A.F.NO. @ STOP BAR R40 0 0_ o 0 O NO PARKING-LOADING ZONE(FIRE LANE)PER CITY OF I R5' tj L o 0 ARLINGTON STANDARDS. - QF TYPE 1 CEMENT CONCRETE DRIVEWAY APPROACH © CONCRETE SIDEWALK PAVEMENT I 104' I 51/2,sE1/4 SECTION 11 N i SUBJECT TO o o 0 11E INTO EXISTING SIDEWALK r ' G I EASEMENT m $ M ■ r RECORDED o w d I STOP SIGN I ' ' `. ' t UNDERsA.F. o QJ PEDESTRIAN PLAZA, SEE C-1.1 OK CROSSWALK © LOADING RAMP. APPROXIMATE SLOPE OF 5% 2 1 PATTERNED CONCRETE PAVEMENT E I g I M DRUGSTORE : ;8.5 3Q' +- ;� r:. . . 14,671 SF LEGEND I MAX HT. = 30.5 I x eSTANDARD DUTY ASPHALT I I 4 C-8.1 c s.t CONCRETE PAVEMENT i 12' '~ A CONCRETE SIDEWALK PAVEMENT LANDSCAPED AREA S.R.9 I � �C 3'4 CONCRETE CURB I I i : .` AccEss To i c-8.0 E 29.3' FROM EATST e I I E {•'`'` BOUNDARY pJ o�g . .. 1 PROPERTY LINE - - \ 1 rr 30�1WDE SANITARY SEWER DOCUMENT .�!M lr•� SIGN 1 EASEMENTOF TO 1HE CITY OF .". ' • _ y PROPER C RECORDED -___ _ARLINGTON A.F.N0.9110010458 ". '- I t UNDER A.F. 1 t N PARKING STALLS PER ROW ® I 30"WIDE EASEMENT FOR WGRESS,EGRESS,U71UTIES 6 kND ROAD RECORDED UNDER K - °D i PEDESTRIAN PATH - -t_ A.F.NO.8911200555 EXISTING BUILDING r� o a R10' R20' �I •:- _ N PARKING DATA �� 9 M (! �:,•°z. . <, x,. N r. K, .:,>. .. d tt REQUIRED PARKING(DRUGSTORE) REQUIRED RATIO: 1/400 SF BUILDING AREA9 O O cd REQUIRED STALLS: 37 SPACES RIO' R10' 5 0 RS' = PROVIDED PARKING STANDARD STALLS: 58 'VEHICULARA. .� .CC.ESS. . . . . . . . . . . . . . . . . : .`. . •:• ■ ■■ ` ;•;-;•;•;-;•;•;•;•;�•ti-1 91 •. :�1":• ACCESSIBLE STALLS: 3 ;POINT(2-WAY) --t- .. . TOTAL STALLS: 61 I _�. •. 30' �-.—. 2 — �: :`T — — o STALL DIMENSIONS - =• ---= •' •'• - STANDARD STALL: 9'X19' N D::.'::':, _ — — — — N o — ►—z Q z PARKING REQUIREMENTS H G F t G " 0 coZ z MINIMUM PARKING REQUIRED 1 SPACE/40OSF BUILDING EXISTING ACCESS ( '�p 204TH ST. NE o 14,671 SF X 1 400 = 37 STALLS TO REMAIN Z o E N (/ ) _ - VEHICULAR ACCESS POINTS2-WAY __ o2 __ _ __ __ __ __ -- -- -- z REQUIRED —-- -- - - - a PARKING PROVIDED = 61 STALLS PROVIDED RIGHT IN RIGHT OUT 8o - N_ N M co AXIMUM COMPACT STALLS 20%OF STALLS ��� O ~a cm th J PARKING STALL DIMENSIONS O z Q i REGULAR STALLS 19,X 9' z J a COMPACT STALLS 15, X 8' Q CONSTRUCTION DRAWING APPROVAL ADA STALLS 8'WIDE, 5' ACCESS AISLE 0 MINIMUM TREE SHADING 20%OF PARKING AREA THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED m GRAPHIC SCALE PER THE CONDITIONS ON THE TITLE SHEET. o o O 20 0 10 20 40 80 City Engineer, CITY OF ARLINGTON c DATE., 3 1111 FM I THIS APPROVAL VALID FOR 18 MONTHS G 1 inch = 20 ft 11 SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. � a � w c � w U O � a a d� r LARGE DIAMETER QUARRY STONES d,a o -- LARGE DIAMETER m W W W W W QUARRY STONES W W 126.35 W (TYP.) o o 127.85, o ACCENT RIVER ROCK a, BORDER zzzzz `ACCENT RIVER ROCK(TYP.) tt 6.35 I ., SCORED CONCRETE/STAINED 127.85 AND EXPOSED AGGREGATE J SCORED CONCRETE Y r __ 6` W (TYP.) o4R4o� &ry Ol la zz ZEEE `127.90, - - i a s ��,�s�'�yx. �'N '.%;�:• w .� w O w'rot W y,: 129.65 �Tt� TREAD WITH 6 STAIRS 18" .� RISER TYP.) BENCH -- -- i 129.75 O �s 128.15 129.65 W— — — — —1 129.72 Joy`g ea° - -- v ENTRY CAPS(TYP.) / EX BENCH 129.65 129.36 ENTRY CAPS AND STAIR BORDER $ - - - - 129.58 129.28 - - - - -EX - - - - - - - ""a - - - - - - - - - - - - - - - - - I g" PLAN VIEW a (V Q :• as r GO �03yy N ,� 'Y\ 3,'n J�~ Y O 'y. d � � M wj 3 OZQCL ('J I- N oz Zg 4 ONz Q M SECTION VIEW ZqQ W i CONSTRUCTION DRAWING APPROVAL Q GRAPHIC SCALE THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED = 5 0 2.5 5 10 20 PER THE CONDITIONS ON THE TITLE SHEET. i BY.• 0 IN FEET ) City Engineer, CITY OF ARUNGTON y 1 inch = 5 ft. DATE STORY PHOTOS THIS APPROVAL VALID FOR 18 MONTHS C-1.2 SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. N � O m � � W � W a g S � U 0 O I Foo - oo � r, r7 10'UTILITY EASEMENT RECORDEDDEDUNDER A.F.N0. R40' I 8304040029 N $ I o 0 R5' .- , > I I I I ® ® ® .1 I S1/2,SE1/4 SECTION 11 SUBJECT TO P.U.D. EASEMENT RECORDED I o r o UNDER A.F.NO.1157911 I M DRUGSTORE 8.5, 19'----30' I 19' I I o 30' 14,671 SF EXISTING BUILDING FOOTPRINT I �� MAX HT. = 30.5' 4 k 1 ' 12' I r I � a I T I oQt 6 II ACCESS TO S.R. I Z► ' 29.3' RESTRICTED FROM EAST 4 0 4 30'W10E SANITARY SEWER L- ® ®� I BOUNDARY OF PROPERTY I J J EASEMENT TO THE CITY OF I , BY DOCUMENT RECORDED ARUNGTON A.F.NO.9110010458 ��s UNDER A.F.NO.1140278 30'VADE EASEMENT FOR 6' I I INGRESS.EGRESS.URURES AND ROAD RECORDED UNDER I r A.F.N0.89112005U R10' '�J -• 3 IR I I I ac4 oor"'i \1R10' aim —'1 9' oz It Pom C R20' R10'I N SF2 �m>z - R10' S_9' R5' ♦� I ?sa �Z m A D +CN go I VEHICULAR ACCESS ti z< R22' POINT(2-WAY) — — — a EXISTING ACCESS I NARK ZONE 30'1 — — o — — — I — - - — — TO REMAIN — — _ - igl SIGN PER MUTCD n STANDARDSR 9-11 o SIGN PER MUTCD � 24" X 18" CONSTRUCTION FENCE VEHICULAR ACCESS POINT(2-WAY) ZO4 ST. Al— STANDARDS R 9-11A 24" X 12" o -- -- -- -- -- -- -- -- (RIGHT IN/RIGHT OUT) -- -- -- -- -- -- ---T— --- N O I i I � O O Q $ s N I 3ma 0 Lj �& " c El rn W " v Z cc O Z Q Z N 3 p o�0 N ONz U z^a LL a : Q i CONSTRUCTION DRAWING APPROVAL Q GRAPHIC SCALE. THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED G 30 0 15 30 60 120 PER THE CONDITIONS ON THE TITLE SHEET. BY. c FEET City Engineer, CITY OF ARLINGTON y 1 inch = 30 ft DATE: �1 n 3 THIS APPROVAL VALID FOR 18 MONTHS 6i SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. REFER TO UGHT1NG DETAIL SHEETS t FOR LKV-R'SPECIRCATKNJS I I I o m i I VEHICULAR ACCESS I I t POINT(2-WAY) SHARED ACCESS DRIVE o I w 4111 I II g I " 1 -- --�-- - - -- �� -- --- -- - I ¢ ¢ a a 1 I o 10'UTILITY EASEMENT ..®+ RECORDED UNDER A.F.NO. I \ 8304040029 R40' a i I R5 i I m A X I E E tt 104' S1/2,SE1/4 � 0 o SECTION 11 I w I 1 ® ® ® ® r ® ® ® SUBJECT TO `.M ® P.U.D. I p o w v RECORDED o o 1 i 7 ®i® ® ® 7 ® 0• `.'.�.'.:.: UNDER A.F. NO.1157911 � C V CONSTRUCTION KEY NOTES DRUGSTORE 6:5' tiq 30 --19, t '30' Q LED AREA/FLOOD LIGHT POLE I I I 14.671 SF ©96°BOLLARD LED PATHWAY LUMINAIRE I 1 MAX HT. = 30.5 © 42" BOLLARD LED PATHWAY LUMINAIRE I I 1 14 A Qp LED CANOPY LUMINAIRE I I I 1 12' I I I - "• ~ (JE LED SECURITY WALL MOUNT LIGHTS �, t ACCESS TO E LEGEND t :�:: =, STRICTED IQj t g 1 • E s•'(-.. FROM EAST i BOUNDARYOF ? CONCRETE PAVEMENT ) •.jai, _ :'a PROPERTY30 WIDE SANITARY SEWER - ': BY -•I•,•,•-I DOCUMENT EASEMENT TO 7HE qTY OF -•C m DOCUMENT n CONCRETE SIDEWALK PAVEMENT ARDNGTON A.F.NO.9110010458 RECORDED LANDSCAPED AREA ;•; , • , , :-: . . • 30'"ODE EASEMENT FOR N0.7140278 t UNDER A.F. INGRESS,EGRESS,UTILITIES , AND ROAD RECORDED UNDER r LL CONCRETE CURB A.F.No..911200sss ' J PROPERTY LINEcn E PARKING STALLS PER ROW ® 1 I I \ + a i R10' R20' 9' EXISTING BUILDING r 1 N oom N a N B g I 41®© 3 N t ' QsAu� o A �• •. t�£ 3Rv o R10' R10' 9 10 RV '- : ::'A ' R22' o rn I VEHICULAR ACCESSIt' :.•.•.•.`.•. . .•:•:`:•:-: s`t:-. -L'iI ;POINT(2-WAY) — 1: 30 �-. 4- — — — — - _ a — �. W t— f7r' Z Q 5 i ® ( F— 0— Z Z 0 V) EXISTING ACCESS VEHICULAR ACCESS POINT(2-WAY) - '� 204TH ST. NE o TO REMAIN (RIGHT IN/RIGHT OUT) - - -- -- -- -- - -- -- -- - - OZ Z Z --- -- - - -- -- - $�51 O �Q CONSTRUCTION DRAWING APPROVAL Q GRAPHIC SCALE THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED t 20 0 10 20 40 g0 PER THE CONDITIONS ON THE TITLE SHEET. 4 c BY., City Engineer, CITY OF ARLINGTON c ( IN FEET DATE., oI inch = 20 ft. 3 THIS APPROVAL VALID FOR 18 MONTHS ci qa u STRUCTURE TABLE SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. J # TYPE RIM IE IN IE OUT I \\ I TC 121.5 (D TYPE 2 CB* 124.7 116.3 116.3 v 1 TO 121.0 TC 126.0 1 TC 122.0 TP 125.5 I ( I I I R v°'i O2 TYPE 2 CB* 124.5 116.3 116.3 1 I I TO 121.5 ___ / TC 124.6 11 I 1 I ' Os MODULAR WETLAND 122.8 118.5 117.2 I - / TP 124.1 3 I I I I W w l ; / TC 124.4 I I III 0. Q TYPE 1 CB 122.0 118.6 118.6 \ TO 125.3 0 / TO 123.9 I I I 1 i s o� >r, - l? �\' // TC 124.7 I III c� O5 TYPE 1 CB 123.8 120.6 120.E I -- 2t rt - -- s• - - -- - - 7 2t -TP 124.2 TC 122.0 20 ', SD Sp SD SD SD SD I I I I I a a 5 Os TYPE 1 CB 125.3 121.2 121.2 1 / 1 4 5 / > TC 124.8 I ' I c) c1 TP 121.5 20 s ss s ss fss s s e-T- ss SS SS <' I 1M Q a��� ��� I O TYPE 1 CB 124.E -- 121.6 � j I I 3 3 2 ❑ t / --- - 6" RDL __ I I A TP 124.3 to TYPE 1 CB 124.5 -- 121.5 ` 0 �4 TC 124.7 / _-� --�- - WW w�_Irn\ TC 124.8 1 \ r- I----- ==->_== (g TP 124.3 I I I �� TO 124.2 __ _ A IE= 118.4 ---- TO 125.4 I 1 o 20 TYPE 1 CB 121.8 118.8 118.8 TP 121.0 TC 122.5 \ti TC 125.0 _ I I h / 3 9 I I i I " o 0 21 TYPE 1 CB 123.8 120.8 120.8 j I N TP 124.5 TC 125.8 TC 126.0 IE = 120 61 A TP 126.0 TC 125.2 �ti TP 125.3 TP 125.5 / i III 22 TYPE 1 CB 124.7 -- 121.7 I \ - TP 124.7 TP 125.6 I / I I 10 '` TC 125.0 I I I I TC 125.7 ® ® ® TC 126.0 f T TP 124.5 \ I 1 1 I I o o NOTE: I / t TP 125.2 TP 125.5 TO 126.0 TO 125.8 I 1 I P ASTERISK DENOTES SOLID LID; ALL OTHER I TC 125.6 TC 125.7 _ ! I / I I a TP 125.3 STRUCTURES SHALL HAVE OPEN GRATES ` / _ ss-123--�\ i TP 125.1 TP 125.2 TC 125.8 / 22 PIPE TABLE l� ' \ `� I PA _Im TC 125.99 B'RDL \ TC 125.8 H" RDLTO IE= 122.0 # DIA(IN) L(FT) SLOPE(FT/FT) MATERIAL I / / \ \ TP 125.3 IE= 121.0 IE= 122.06 A I 6 ❑2 12 8 0.000 HOPE CONNECT RDL DRUGSTORE 7 ❑a 12 68 0.006 HDPE 1 1 \ I TO STORM I 1 1 I 1 e \ I I CHAMBERS 4 12 10 0.010 HOPE I 1 'I I \ 1 14,671 SF I I �,ZS ❑ I I \ I I TC 125.7 1I ' I TP 125.2 li \ I TP 125.2 Y 1 ❑5 12 199 0.010 HDPE I I I I \ I FF 126.0 ITC 125.8 TP 125.1 TC 125.8 i/� l I I \ TP 125.3 Y TP 125.3 ❑s 12 128 0.005 HDPE \ 1�1 I / I \ IE= 122.22 A rt - -RIDGE - I I 11 llfk( zo�� \ I I I \ \ I 8 /ll sad ❑i 12 80 0.005 HDPE v I I I A TC 125.8 / �l/ >TO 1253 .. to 12 65 0.005 HDPE / ❑ ��I 20 12 10 0.010 HDPE II I 'I TP 125.4 I ' II ,ti5'> 1111 I 1 h T 2t 72 0.007 HDPE I P 124.8( to 1P I125.3 12 2 I `T� \ TC 125.3 T Q 12 141 0.006 HDPE I I I/ \ \ ' TP 124.8 IE= 123.00 A 126.0 TO 125.9 9 TC 126.0 �'I I I m I �1.. ~ IE= 122.49A 126.0 TP 125.5 I I I I `off a fig: / � � ( I I I CLEANOUT TABLE / 1 'I i vv 10 TP 125.3 1 i I I o�7s I \\ I I TC 125.9, 11 1 TC # TYPE IE I A A 125.8 TO 125.9 TP 125.4 I I I \I I\ \\ TC 125.8 �\ TP 125.3 ---o' - 1 i I 114 Oi CLEANOUT TO GRADE 117.85 I N \ II \ TP 125.3 \ TC 125.6 �I L- z TO 125.15\ TC 126.0 O2 CLEANOUT TO GRADE 120.80 / N_I I $ \\ TC 125.9 \ TP 125.1 > TC 125.9 TP 125'S / I / TC 124.6 TC 125.0 \ TP 125.4 �) \ TO 125.4 I zs CLEANOUT TO GRADE 118.38 / I \ / 12 9-RDL I / LL / TO 124.1 TC 124.7 TP 124.5 �TC 125.8 � � TC 125.711 I � LEGEND 4 CLEANOUT TO GRADE 120.57 // TP 124.2 TC 125.8 TC 125.6 { / O TO 125.3._ / TP 125.2 1 �} Q -1 -/ Qs TC 125.7 TP 125.3 TP 125.6 I I EX. CONTOUR ----- ----- E (: CLEANOUT TO GRADE 121.69 i /I SD BC 125.2 TC 126.4 a TC 125.9 10 TP 125 9 \ PROPOSED CONTOUR XXX ©CLEANOUT TO GRADE 121.95 ( / I © �-SD /Z/ TP 125.4 1z /� I \1 ` TC 124.7 TC 125.0 1 TC 125.4 ❑� SD _ _ / TC 126.2 \ SPOT ELEVATION xxx.xx a 0 CLEANOUT TO GRADE 122.01 /I TP 124.2 / TO 124.5 h TP 125.4 \- TP 125.0 - _ TO 125.6 / TP 125.7 I ,__ (TP UNLESS OTHERWISE NOTED) ©Q / \ �ti TC 126.0 --1z4_ 125.7 / % $�3 N O .° I I �� TP 125.5 - __,TC STORM DRAIN PIPE -►--�-+- 3 8 CLEANOUT TO GRADE 122.17 TP 125.2 0 i 1 TP 125.4 /?5 > TC 126.2 ° 3 / o O9 CLEANOUT TO GRADE 122.44 TP 125.8 TC 125.8 %y`2y TO 1p5.7 127\ /' ROOF DRAIN LEADER 1. -- N TC 125.8 0 / (6'PVC, 1%SLOPE -+---►- ---- TP 126.3_ o TC 126.1 TP 125.3 /' 'TC 126.4 10 CLEANOUT TO GRADE 122.58 _ �ti // 12 ` TP 125.6 125.3 ,-___/ - TO 125 9 I/ UNLESS OTHERWISE NOTED) t TC 124.65- - - T - - - - - - - 1 _�,� _ -- /' GRADING RIDGE - 11 CLEANOUT TO GRADE 122.70 N I Z o I I TO 124.15 �_ TP 126.4 i TP 126.45 TP 126.75----_--,- - = - - -__ - - 12 CLEANOUTTOGRADE 122.87 - oHP- GRADING VALLEY -VAttEY- - ac OH OHP OHP _ HP-- -"OHPCL OHP OHP OHP / W a -- --- - - - --> - ___ �- CHAMBER UNIT TP W LJ N _ - - - _= 126.3_ W - DETENTION STORAGE o 1 6 SD SD SD_G �� Z Q STORMWATER TREATMENT 3 OP SOLID LID CB=125.25 I// I // O FACILITY z ' NV.8"PVC 5.=121.45 1�0 TP 126.6 TO Nvo "PD ce 24.89 /`�9 TYPE I CATCH BASIN ■ 0 (� W • ® / INV.8"PVC W.(CAPPED)=121.33 TP 125.6 TQP' LID LID CB= 6.33 SPEED(LIMIT SIGN J INV.,g P C W.(OIL/WATER / TC 125.8 / INV 8"PVC S.=1 3.10 / / / INV 8"PVC E.=1 2.99 - /-- -- -- SE ARATOR)=122.54 /_ __ CLEANOUT TO GRADE(CO) \ NV.8"PVC N.=121.38 G.T.E. VAULT TP 126.1 \ \ TYPE II CATCH BASIN O Z N Know what's below. NV.8"PVC S.=121.63 TC 126.1 204TH ST. NE \, SS S SS N a ss ss-�- M Call before you dig. 95 S SS S� \ \ y 9 ss ss ss ss \\ \1 0 \\ EXISTING BUILDING ■® ® � ® ® ^ Q TOP 25.81 1 SS SS_TOP SOLID LID C8=124.75 INV.e"PVC N.=123.06 JJJ����jjjjjlll EARTHWORK QUANTITIES DETENTION DATA NV.8"PVC 5.=122.97 1 TOP C6=125.58 I a T^^ CONSTRUCTION DRAWING APPROVAL w TOP SOLID LID CB=125.66 GRAPHIC SCALE Q �+ THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED EARTHWORK VOLUMES SHOWN BELOW REPRESENT THE DIFFERENCE DETENTION SURFACE AREA = 2,441 SF 'c - q1 20 0 10 20 40 80 PER THE CONDITIONS ON THE TITLE SHEET. < BETWEEN FINISHED AND EXISTING GRADE SURFACES WITH NO DETENTION STORAGE REQUIRED = 10,805 CF 1 ADJUSTMENTS MADE FOR SURFACE PREPARATION REQUIREMENTS DETENTION STORAGE PROVIDED = 10,985 CF 1 8Y' OR SUBGRADES. THE VOLUMES ARE APPROXIMATE ONLY, AND ARE NUMBER OF UNITS = 49 SS Ss Ss ss IN FEET 1 City Engineer, CITY OF ARLINGTON i 1 N NOT TO BE USED FOR BIDDING PURPOSES. / 1 inch = 20 ft. DATE. i CUT: 300 CY FILL: 4,500 CY NET: 4,200 CY(FILL) THIS APPROVAL VALID FOR 18 MONTHS C-2,0 fN KEY NOTES I EXISTING SSMH SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. I I I RIM 11 120.31 MONITORING MANHOLE IE=114.17 6"SANITARY SEWER TO OA CONTRACTOR TO VIDEO INSPECT EXISTING SEWER AND I I CONNECT TO 8"FlRE PER COA 5-1.17. BE REMOVED EAST OF BUILDING I a SURVEY INVERT ELEVATION PRIOR TO DEMOLITION OF STA 0+50.0 HYDRANT LINE RIM = 125.2 CONNECTION I N EXISTING BUILDING. IF EXISTING SEWER IS ACCEPTABLE C-5.0 SSCO 6"SS 1 - 8"x6" TEE STA 1+50.0 IE OUT= 119.05(W) 3 I g o it CONNECT TO EXISTING 6" WATER MAIN (EAST) m TO ENGINEER, EXISTING SEWER WILL BE USED. I NEW 224 LF OF CAP END PER SSCO 6"SS IE IN = 119.15(S) V L OB CONNECT TO EX WATER I 6"SS 2.0% COA DETAIL W-1606'TEE 2- 12°xGATE VALVE I t z RELOCATE EX POWER POLE. COORDINATION WITH I I B 1 - 6"GATE VALVE I 3 © SNOPUD TO CONFIRM POINT OF CONNECTION. I s CD TO CONTACT GAS '� OD 6°FIRE DEPARTMENT CONNECTION I I A A H COMPANY REGARDING THE LOCATION I o a O NEW FIRE HYDRANT ASSEMBLY PER COA DETAILS W-010, W-015 I __ __ __ _ __ __ __ __ __ __ _ OF EXISTING 4"GAS LINE U AND W-020 SD SD SO SD SD SD SD SD SD i"IRRIGATION _ _ _ _ �� OF 6"FIRE LINE POINT OF ENTRY. ss SS-SS-SS-SS- 1- F 8"ARE HYDRANT LINE © DOM WATER POINT OF ENTRY 5 I I sD - - - - - - - 1- 12"x8" TEE RPBA INSIDE BUILDING PER COA DETAIL W-120 C-7.0 W W W W W W W W W N 6"FIRE LINE I o 0 OH NEW IRRIGATION SERVICE 5 I W D W W N ( p W � 1- 12"x6" TEE OI SANITARY SEWER CLEANOUT C-5.0 I I G NEW 23 LF OF I N 1-6" GATE VALVE 2" DOM WATER STUB. EXTEND 5 FEET FROM i I o 6"FDCI 6"SS®8.07 DDCVA IN VAULT PER COA O 0 LINE F 1"DOM. METER 76 0 o PAVEMENT. CAP AND MARK. I T STD DETAIL W-100 I m + a K REDUCED PRESSURE BACKFLOW ASSEMBLY I I 6"FDC 0 2"DOMESTIC sue ecT ro yya CALCULATED SANITARY SEWER CONNECTION EASEMENT O ( POINT OF ENTRY G P.U.D. I r © PROPOSED 12"WATER MAIN I I EXISTING 8"SS ,I ' IE= 121.83 I POINT OF ENTRY RECORDED G IE= 113.55 qmMIN IE= 121.0 No.1157911 OM CONNECT WATER MAIN I N CONNECT TO EXISTING SEWER PER ®I® PROPOSED 12"WATER MAIN I DETAIL 2 SHEET C-5.0 ON NEW TRANSFORMER I I I I I o L SSCO � m AP AND ARK 70 LF 6" SS® E 120.0 I I I g UTILITY LEGEND I I 2.0�MIN- - WATER LINE IN I SANITARY SEWER LINE ssA I DRUGSTORE p 3 EXISTING 4"GAS LINE TO REMAIN I 14,671 SF POWER LINE(2-4"PVC) P I I I o I 62 g FFE = 126.00 I GAS LINE G 2 I CALCULATED I MONITORING MANHOLE TO I o >- I �9TIft FIRE HYDRANT C_7 2 EXISTING SS BE INSTALLED UNDER I IE= 112.47 SEPARATE PERMIT I FIRE DEPARTMENT CONNECTION THRUST BLOCK F+ 2 I qua 282 LF 12" WATER m I I ACCESS TO 7 WATER VALVE N C 7.1 y l I F I I FRESTRCTED ROM IEAST I Je'B W CJLr I I SANITARY SEWER CLEANOUT 3 I (( h - . o I I PRBOUNDARY OPERTY C-5.O 301 NOD SANITARY SEWER CAP AND MARK \ I I I DOCUMENT i L 1 EASEME T TO THE CITY OF TELEPHONE&ELECTRIC I RECORDED SANITARY SEWER MANHOLE • ARLINGTO A.F.NO.9110010458 UNDER A.F. I -T Sp S C-5.0 CONDUITS I I No.11402711 WATER METER 1 2 Yn I 30'�WI EASEMENT FOR I F C-7.0 INGRESS�EGRESS,UTILITIES \ I LL BACKFLOW PREVENTER ® I AND ROAD RECORDED UNDER 4-J A. 0.8911---- p _ XING BLOWOFF ASSEMBLY LA 12"SO IIE uT121.32 3 \ UTILITY XING I I EXISTING 4"GAS C-7,1 LINE IN REMAIN 2"DOM = 123.0 � U2UDIE= 121.32 I GAS METER ® 1 I I 6"FDC LINE IE= 123.0 II N DCVA ® C 7.0 I o F SD \ SO SD N TELEPHONE(2- 4"PVC) T I o°' SD c ELECTRICAL TRANSFORMER Q I N I g o o I v 7 LF 12" WATER - A 3 EXISTING BUILDING ® ® ® ® I p 2°DOMESTIC N 2- 45'12"BENDS PROVIDE VERTICAL ENDS FOR MGAS AR z < 1"IRRIGATION, CONNECT TO EX. GASSERVICE ca / 31 LF 12" WATER I GRADE ADJUSTMENT IL I SEE CV-1.2 FOR CITY OF ARLINGTON STANDARD -I- � NOTES. SEE CV-1.1 FOR GENERAL NOTES. SEE C-3.1 I 1 - 10"X 12°TEE o j E FOR SEWER PROFILES. C-3.2 FOR WATER LINE I 1 - 12"CAP C _ - - - - - - - - PROFILE SIGNAL lop p OHP�OHP O 3 OH OHP OHP_ HP�OHP- _ P OHP 0 OHP _ OHP _- _ VAULTS W C �, rt ZQ - - - - - - - - - - - - - - ® W CONNECT TO WATER AT EXISTING 10"x12" CROSS �3 z w CONTRACTOR TO ADJUST MANHOLE RIMS AND GATE N ------�- sD sD sD c 2- 12"GATE VALVE Z VALVES OF EXISTING STRUCTURES TO FINISHED GRADE. N B C t W w I I i - 10"x12"REDUCER(NORTH) OIL w W TOP SOLID LID CB=125.25 TOPS LID CB-128.84 INV.W PVC S.=121.45 s N 1 - 10" X 10" TEE INV.8"PVC W.(CAPPED)=12L33 TOP S LID LID CB=128.33 SPEED LIMIT SIGN INV. "PVC 5=124.89 I Z O EXISTING SSMH INv a^Pvc 5=123.10 INV.8"P W.(OIL/WATER O N J S ARATOR)=122.54 INV 8"PVC E.=122.99 _ __ _ - _ N • ® _RIM = 124.83 -- -- -_ 204TH ST. NE I z co ^a IE=110.13 INV.8"PVC :12 _- $_ SS-----O 4 INV.8'PVC 5.=121.63 G.T.E. VAULT s S-SsSS-SS- J i SS SS Sstr i Know what'sbelOW 65 S5 TOP SOLD LD C6=124.75 o TOP CB-125.91 CONSTRUCTION DRAWING APPROVAL Q INV.8"PVC N.=123.08 TOP CB=125.58 ol Can before you dig. I TOP OB=124.72 INV.8"PVC S.=122.97 I INV.8"PVC NW.=123.66 TOP CB=128.30 INV.6'PVC S:125.711 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED GRAPHIC SCALE NV 8"PVC N:722.08 TOP SOLD LID CB=125.68 INV.6"PVC N.=124.90 PER THE CONDITIONS ON THE TITLE SHEET. / 20 0 10 20 40 80 SE.COR.SSMH=126.17 � TOP CB=128.11 BY., INV.6"PVC N.125.38 City Engineer, CITY OF ARUNGTON w ( 1N FEET TELEPHONEVAUIT .... �-- -- DA TE: FEET j1 inch= 20 ft. THIS APPROVAL VALID FOR 18 MONTHS Cj�3"O G SECTION ti, TOWNSHIP 318, RANGE 5 W, W.M. � O m a � Z EXISTING SSMH a� " RIM = 120.31 n 1 t MONITORING MANHOLE IE=114.17 6" SANITARY SEWER TO Z z ' i I CONNECT TO 8"FIRE PER COA 5-1.17. BE REMOVED EAST OF BUILDING I STA 0+50.0 HYDRANT LINE RIM = 125.2 CONNEC11ON < a SSCO 6"SS 1 - 8"x6" TEE STA 1+50.0 IE OUT= 119.05(W) CAP END PER SSCO 6" SS IE IN = 119.15 S m�� NEW 224 LF OF ( ) t COA DETAIL W-160 o 0 6" SS®2.07. UTILITY LEGEND I WATER LINE W _ I� N SANITARY SEWER LINE ss tSD-SD t 0 0 SD SD+00 SD SD SD gggfff m 2+00 3+00+05 POWER LINE(2-4"PVC) P I IRS— — — — — s it GAS LINE G 2 1 SDss W W W w vW w W W W w W w o FIRE HYDRANT FIRE DEPARTMENT CONNECTION 5,6 I I t C-71 NEW 23 LF OF o 6"FDC 1 6"SS®8.0%. T THRUST BLOCK ,�, 1 2 I 0 PROPOSED 8" WATER MAIN LINE � 1"I C-7.1 T 6"FDC ® ® v k WATER VALVE N 3 1 I CALCULATED I POINT OF ENTRY SANITARY SEWER G = C-7.1 t t EXISTING 8" SS '.I ' IE 121.83 1 POINT OF ENTRY21.0 SANITARY SEWER CLEANOUT CONNECTDETAIL 2 TO EXISTING SHEET Cn 5.OSEWER PER i MIN NEW TRANSFORMER I 1 I 60 s SANITARY SEWER MANHOLE 1 12 C-5.0 w•'1fT11Y �� WATER METER C_70 PROFILE KEY PLAN BACKFLOW PREVENTER H: 1"=20' BLOWOFF ASSEMBLY C) C 1 V: 1"=5' � D GAS METER DCVA 130 °?s TELEPHONE(2- 4"PVC) T PROPOSED GRADE 6"SANITARY SEWER TO ELECTRICAL TRANSFORMER EXISTING GRADE BE REMOVED EAST OF BUILDING N CONNECTION EXISTING BUILDING m 125 o 120 ' N EXISTING 6" SIDE SEWER®2%06 _ — _i_ 115 = 3 SEE CV-1.2 FOR CITY OF ARLINGTON STANDARD W NOTES. SEE CV-1.1 FOR GENERAL NOTES. J -- 110 W J � lL N CONTRACTOR TO ADJUST MANHOLE RIMS AND GATE I 0 W O ' VALVES OF EXISTING STRUCTURES TO FINISHED GRADE. za z Zir ZW�W�O II c�.� O Q U w� V U W ', ci 11 N N=�- II r-�00 oZcn� o�N ±W� N� II �waP O~ Z =0o W W U Z W M Know what's below. 0+00 0+25 0+50 0+75 1+00 1+25 1+50 1+75 2+00 2+25 2+50 Z 04 Q CL Call before you dig. �y i CONSTRUCTION DRAWING APPROVAL SIDE SEWER PROFILE a THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED - GRAPHIC SCALE H: 1"=20' PER THE CONDITIONS ON THE TITLE SHEET. Q 20 o io 20 ao so V: 1"=5' BY. 0 o+ City Engineer, Cltt OF ARLINGTON c f� N c IN FEET > DATE. i 1 inch= 20 ft THIS APPROVAL VALID FOR 18 MONTHS N SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. F=it ggqQQQ Z -a F l o I I o SS—SS SS � n `Le��, 5 c� £NpN � T T� T � T � T T � T T� T ME ?AmA II Z Z I � O$ as as as cis J PROVIDE VERTICAL BENDS FOR 0 ( S I GRADE ADJUSTMENT 1"DOM.METER a a o —1—sD 2"DOMESTIC w f I I o 282 LF 12" WATER PROPOSED 12" CONNECTION 3E o o b 7 LF 12" WATER WATER MAIN 2 - 45'12"BENDS o 0 I W _ _ — — — c w W ( N I I G G G W W W IN VAULT PER COA —� CONNECT TO EXISTING 6"WATER MAIN (EAST) o STD DETAIL W-100 _ 1 - 12"X 6"LEE o w I CONNECT TO WATER AT EXISTING J , a 10" X 12"CROSS 6"FIRE LINE 2- 12" GATE VALVE o 0 1 - 12"X 12"TEE 1 - 12" X 6" TEE 1 - 6"GATE VALVE i - 6" GATE VALVE 2- 12" GATE VALVE o c 1 - 10" X 12" REDUCER(SOUTH) I go IDEA OZIA+I��A+�i�a1A VID 2CA 91n N Ga d' �+- UTILITY LEGEND ��� �—_ z I oom�=W : o l o �n �d��od 1" IRRIGATION WATER LINE W I I I m'� <�o o mT ` �gm z� 8, 0 8"FIRE HYDRANT LINE 1 - 12" X8" TEE SANITARY SEWER LINE SS I r POWER LINE(2-4"PVC) P I I g i HIGHWAY 9 GAS LINE FIRE HYDRANT AN. FIRE DEPARTMENT CONNECTION 56 ��Pj1Y c-7.1 PROFILE KEY PLAN THRUST BLOCK C� 1 SCALE: 1' = 20" WATER VALVE N 3 Lt y C-7.1 SANITARY SEWER CLEANOUT 135 C-5.0 eyd..,t SANITARY SEWER MANHOLE C-5.0 WATER METER 12 PROPOSED GRADE C-7.0 BACKFLOW PREVENTER ® 130 EXISTING GRADE BLOWOFF ASSEMBLY 14 4 / g C-7.1 ` EXISTING 12"WATER LINE GAS METER ® — _ c DCVA T ® T C-7.o 125 = EXISTING 12" WATE TELEPHONE(2- 4"PVC) _ R MAW 280LF N ELECTRICAL TRANSFORMER — — — — — — N EXISTING BUILDING ® ® ® ® ® 120 PROPOSED 12" WATER MAIN 2821-F— 3 M PROPOSED 12"WATER UNE 3 O N r✓ .N- 0 p N v U c) II II II 30 U V Z O W Z O U Z 0�0.-i m Q^ W cL OO U N ONO J O N O ^J K Y U O W OZ 0� N�W N CW N OW N NJ�m+U O.^N- ,1 p gN Z" LL dN 11 d�zd�z d�z d�4mW�nav - „ �W /^O NN 5 W !n pU N c0 pV N:-pU N O 1--4 N W ROW 2 n 0+00 0+25 0+50 0+75 1+00 1+25 1+50 1+75 2+00 2+25 2+50 2+75 z z • a 0 Q WATER MAIN PROFILE o Cl Z o H: 1"=20' `3 N �J 1 Know what's what's below. V: 1"=5' a Call before you dig. i CONSTRUCTION DRAWING APPROVAL �( 0 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED GRAPHIC SCALE PER THE CONDITIONS ON THE TITLE SHEET. -- 20 0 10 20 40 80 BY. SEE CV-1.2 FOR CITY OF ARLINGTON STANDARD NOTES. SEE CV-1.1 FOR GENERAL NOTES. city Engineer, CITY of ARLNGTON DATE: /1 No ( IN 1 inch = 20 ft.1 THIS APPROVAL VALID FOR 18 MONTHS � 0 NOTES: 3"CG I MANHOLES TO BE CONSTRUCTED IN ACCOROANCE WITH 7,FOR DEPTHS OVER 25'MANHOLE BASE SLAB OESIGN AASHTO M-T49 tASTM 0 478)UNLESS OTHERWISE SHOWN SHALL BE DESIGNED BY A STRUCTURAL ENGINEER. J PLANS OR rvOTFO N STANDARD SPECIfICAT OHS. B.ALL INTERIOR AND EXTERIOR JOINTS TO BE GROUTED N Z,ALL REINFORCED CAST IN PUCE CONCRETE SHALL BE (SEE CROUT SPEC HGATNINS). GROUT TO BE 1/3" Y � ZO CLASS —0.NON-RBNFQRCED CONCRETE IN CHANNEL THICK MINIMUM AND.3'EACH SIDE OF JOINT MINIMUM. AND SHELF.SMALL BE CLASS 3.00D.ALL PRECASt THEY MUST BE INSPECTED PRKK2 TO B4GKFlLL. "'< O DID N CONCRETE SHALL.BE CUSS 4000 - 9.CORE DRILLING ONLY,HAMMERING KNO(]C©UTB WiLL N W 3 PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS. H NOT BE ALLOWED.KOR-N-SEAL fACTORY IN57N1ED 4.ALL RASE AIDWORCI G STEELSMALL. XE MINIMUM 00013 ARE ALLOWED. �• H- •• A • 8'.GASKETED CL' W YIELD STRENGTH THE fi BASE PSI AND 8E PLACED IN ME }O.MANHOLES 6''!'DEEP MUST BE FLAT TOPS. •� • CAST IRON LOCKING CAP CL WWLR HALF OF THE BASE WITH t'MINIMUM CLEARANCE. • • RING AND COVER S GO S EWIAL TO UT HwPE OSIZUTER Ts'-T6 E IS ELEVA SIZE B �•.••••• ••• • •� THAN PIP DA U U DIAMETER PLUS •• • • LABELED'SEWER" MANHOLE WALL RING AND COVER CLA55 4OR0 THICKNESS MAXIMUM SEE SS-G. PIPE SIZE IS T2"MR CONCRETE 3O• PAVED 4= = Q 4$"MWHOLE.2i'FOR t,D(DSTMENT SECiIDN RED REFLECTOR RED REFLECTOR 12• SURFACE 54"MgxHDLE A UNPAVEb AREAS MINIMUM DISTANCE £. w .+ 3 BETWEEN HOLES IS iN F•: CL CL 8'MEASURED ON THE 24 PAN L IN DES)THE. z _PRECAST CONE MECHANICAL PD o\\ LyS{ • -0F PIPE FLVO, .fm! (ECCENTRIC UNLESS' W FLG N OO 6:MANHOLE S. .. OTW:Rw15E SPECINED) :tHERNE.TYPE LY! O\ DEPENDS ON SIZES. NUMBERS OFRON DHOLES '•" - POLYFRDPYI.ENE GROUT ❑ O O FOR PIPES MANHOLE STEPS FEW SS-OSO O 0 O DESIGN AND PRE ' 48e OF.�• - ORCI GRADE(A STEEL WYE O SUPPLIER.NTE BE DVFO rU Ll SEE.MOLE 6 +• .RI TE POLYRROYLENEEI REINFORCING BAR(ASTM A-615) (SEE(RITE T) L�Ea�p O ANO WARRM'TE6 BY 3 STE THE MANHOLE O O O p48 SECAONS.. P MEETS ABTM M 410 g AREAS t 1 O O SECRON A-A PAVER MPX Hole 812E IS Tz' wl LADDER FOR 4➢"MANHOLE,24" P, GRoIA SEE SS 040 O W FOR 54"MANHOLE(SEE - NOTES 5&S ABOVE) SLOPE s 1/2`/FT(1YP) 12" 2 O O CONSTRUCT CHANNEL AND SHELF TO THE OROWN Of THE SEE NOTE 7 20' it P PIPE acw• af I �fA�. AaM4cs WL5IOE RFJNFORCING STEEL(FDA PRFfAST O :12W CAS WN�QNV'•RING AND CDVElt BASE WITH INTEGPK FOR P 0 4 50 IN/FT IN EACH DIRECiroA FOfl 40 QLYMPIO MSQ23 OR:gPPRQVED EQUAL. MORTAR MULCT ••� DW 0.19 SO Irv/FT IN EACH DIRECITON FOR 54'OW 9 [C • 'O I�++- 1..: PRECAST BASE YAM INTEGRAL RISER • •'• Cgj yO 5 CRUSHED SURFACING BASE CGURSE �y�n' lY7,rSJi{L V WTI.DEPTH COMPACTED TO MA. NOTES: d OF STANDARD DENSITY t. CLEAN-OUT PIPE.AND RATINGS:SHALL,BE ME SAME MATERIAL AS..THE SEWER.MAIN. 'SEPARATE CAST IN PVOE BgBE' SIDE ELEVATION 2. A SANITARY TEE..SWEEP.OR-STRAIGHT TEE IS NOT ACCEPTABLE. GAL SEBARATE PRECAST BABE Nall: 3. SEWER STUB WILL BE EXTENDED 90 IS NO PROPERTY LINE AND 5'BEYOND UTILITY EASEMENTS TO Av.`ORCING STEEL(FOR SEPARATE:BASE ONLY) 1.STEPS LOCATED IN RISER SECTIONS'SMALL BE 6". PREVENT DAMAGE TO CLEAN-OUT AND MINIMIZE CONFkACTS WITH OTHER UTILITIES WHEN SERVICE TO 02S SO M/FT IN EACH DIRECTED.FOR 48•dM,. BUILDING IS ACCOMPLISHED. D30 SO NJm IN EACH MRECTION FOR S4"OW ?:y Mnnvn LaMt. D6PARTNDNT a PDDMMO'WORKS SY L4us DFPARi'MWN'f OF PDDMC ROR89 �4us D8PARITIWNT OF PDRMC WORKS R STANDARD OCTAL S O SIANDARDDETAIL SR MrAvsn STANDARD BET p RR malnln STANDARD DETAIL NuueEa p nnlAAn STANDARD DETAIL NUMBER nM/Na STANDARD DETAIL NDMER n Pw:wc • nr:AMe s • • m_AAA S�' •p®'t MANHOLE TYPE[ S$-010 MANHOLE LADDER STEP SS-050 s H SEWER CLEANOUT S.S-0E0 fl gg 5 SANITARY SEWER MANHOLE 2 MANHOLE LADDER STEP DETAIL 3 SANITARY SEWER CLEANOUT NTS NTS NTS -STAINLESS STEEL :1 TOP 3` CLAMP- rn ry MIN MAX DE SIT n N S / 95%MAXI DENSITY � "a FLEXIBLE STAJNLESS STEEL BOOT EXPANSION RIND / BACKFIIL 11' MIN COMPACTION ' 90%MAX DENSITY • E A N •�. MA. IN j I MIN a 4 x m OR 3 PIPE ZONE 11 IM'QQMNk`1'TION, '� r / J.Mqk DENSITY06 c pi O 'el C MIN BEDDING' 3 a FOUNDATION MATERIAL I I MIN COMPACTION v Vl 4 AS REQUIRED II i 90%MAX DENSITY LF Tj a 1�cr_ a GF) za ru 3 f-3 t.ALL BA NOT TO(EXCEED SHALL BE PLACED IN Ii.COMPACTION R.BU SHALL BE AS REQUIRED BY THE. % LIFTS NOT TO UNLESS 12 INCHES BEFORE CITY ENGINEER.BUT IN NO CASE LESS THAN 2 rol r^ W ONGINEE D UNLESS AUTHORIZED BY THE CITY EVERT 50 FEET OF TRENCH(H). AT SUBGRDDE AWp 5 co I: Z ENGINEER NO TO THE CHARACTER OF THE ONE AT 56R OF TitENCH DEPTH {i NOTES( MATERIAL ANO THE COMPACTING EQUIPMENT. O W 5 D PLACE DENSITY AND MOISTURE CONTENT WILL BE W �1 PVC SIDE SEWER FOR REMAINDER OF PVC SERVICE SEE SS-.ODQ. 2 MECHANICAL COMPACTION OF BACK FlLL pETER MINEb USING NUCLEAR METHOD.ASiIA MATERIAL SMALL NOT BEGIN UNTIL THE DEPTH 2922-71. US, O2 ROMAL STYLE GB TAPPING..SADDLE OR APPROVED EQUAL ON ALL PIPE, OF COMPACTED RACKFLL MATERIAL IS 2 FEET z CORE-DRILLING WITH INSERT-A TEE MAY ALSO BE USED ON ALL PIPE. .ABOVE THE TOP OF PIPE. 6 LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM O N MOISTURE CONTENT WILL BE DETERMINED USING THE C 3.EAQH UFT SHALL BE MECHANICALLY COMPACTED' MODIFIED PROCTOR METHOD IN ACCORDANCE WITH L_ j O O CORE DRILL E%LM"ITNG MAINLINE PIPE PER MiG'S SPECIFICATIONS. TO THE REQUIRED DENSITY PRIOR TO PLACING ASTM D-1557. I- �1 Li 'SUCCEEDING LIFTS OF BACKFILL MATERIAL S 35 MIN.45'MA%. \,/N li N Q BEDDING MATERIAL SHALL 8E?A"MINUS. Z A j 1SY p ° BSP—ORNT OF PODLC WORKB STANDARD DETAIL ySY p nwmm� aw DKPARTDeM'Or PMRTdC WORKS STANDARD DETML :3 o<mA�f STANDARD DETAIL NUNBOR '1 mnli. STANDARD DETAIL NUMBERir AWmM CONSTRUCTION DRAWING APPROVAL Q o vptF®o� NEW SERVICE ON EXISTING MAIN SS-I00 v4 TRENCH SECTION SS-120 - (Q THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. 4 NEW SERVICE ON EXISTING MAIN 5 TRENCH SECTION DETAIL 8y City Engineer, CITY OF ARLINGTON o DATE NTS NTS . i THIS APPROVAL VALID FOR 18 MONTHS C-5•0 Gi FRAME&GRATE OR RING }4 BARS x FA COVER.(GEAO OR CENTERS BOTTOM ~ !n �.. COVER SHALL R LOOKING). zNP CWERWITH T'MIN <r 1'CLEARANCE ( NREOTE 4) m d A4DH \ GRADE RING W AA NOT • m TOP$LAB RISERS,BRICKS(2 ROWS ITT�HI�((•Yb��" ( TI L-IS 2 FRAME AND GRATE(ORSOLID COVER), 0"%3" 11.�F® I W W 'SEE APPLICABLE STANDARD DETAILS Y CONCRETE INLET TO BE CONSTRUCTED IN a L- MAX)OR GRgQE RINDS. —P ( 6•OR 12• 1 B3 Bpft FDR I, CI_ g ACCORDANCE WITH ASTM C4]8&C890 OR 24'DIA -L ,B..SA"&bb'TOP.STAB ,y / R15ER Y-�3 BAR FOR 12" UNLESS OTHERWISE SHOWN ON THE PLANS N a STEPS OR UDDER \ dL O OR NOTED IN THE STANDARD SPECIFICATIONS ALL CONCRETE SHALL BEOR CUSS 4000. 54 12"MIN 12'MIN CJ 2. REINFORCING SHALL BE EQUIVALENT TO TYPICAL ORIENTATION 'T�1" r� WELDED WIRE FABRIC(WINE)HAVING A � I FOR ACCESS ANO STEPS ^i.® �� id \� MINIMUM AREA OF 012 SQUARE INCH-PER II II 11�(��----�ry1� F00?WWF SHALL COMPLY TO ASTM A49]. '�' I I PRECAST BASE d[ 2TYR ^)m u N , J WWF SHALL NOT BE PLACED IN KNOCKOUTS. I I 6 (48"CB) INTEGRAL RISER TYP '.:�5 BARS 0 6 llAB�LQ CATCH.BASIN STEP d 2'X4"X8"SOLID BRICK USED FOR FINAL 8"(5a"CB ' ADJUSTMENT TO GRADE.6'HIGH MAX. J. THE BOTTOM OF THE PRE-CAST BASE ) : REINFORCING(FOR PRE-CAST BASE& CENTERS BOTTOM FACE tyz 12"ANI9� SECTION MAV BE ROUNDED. 8"(60"CB) r� 8 (]2"CB) INTEGRAL RISER) 2O^ WITH 1'MIN COVER 12 ANN r3a i PRE CAST BASES SHALL BE FURNISHED men T2�(96'CB) 015 9p IN,/FT,E.W.(48'CB} 0 O O s z WITH CUTONS OR KNOCKOUTS KNOCKOUTS H 019 Sol IN,/FT.LW (54"CB) rA0 'i ( 0 25 SO IN/FT.Ex(60"CO) m SNALL HAVE A WALL THICKNESS OF 2'MIN. ALL PIPE SHALL BE INSTALLED N FACTORY 026 SO-tN/FT,EW(]2"CB) ]>"TOP SLAB ELEYAilg4� PLAIN O O PROVIDED KNOCKOUTS.UNUSED KNOCKOUTS � 029 50 IN/FT.EW.(96"C8) NEED NOT BE GROUTED IF WALL IS LEFT D I DROP RI NG C TCH BegN STEP 1 INTACT. a o••°a°o^•°o•o•• '- f-O'F'OR-08".54"&60"CB 'ALL STEPS COPOLYMER ti� 5 KNOCKOUT OR CUTOUT HOLE SIZE I5 EOUAL IN 2 0"FOR 72"&96"CB 'b8 BARS ACE CENTERS PROPPLENE TO PIPE OUTSIDE DIAMETER PLUS CATCHSEPARATE CAST-IN-PUCE .."FACE WITH 1" BASIN WALL THICKNESS.KNOCKOUTS MAY BASE OR SEPARATE GRAVEL BACNIFILL IN COVER Nom: FOR FOUNDATIONS h BE ROUND OR`0"SHAPED AND MAY BE PRECAST RASE 1. PROPRIETARY CATCH BASIN HANDHOLDS AND STEPS ARE AGCEPTABIE, ^ CV RSER SCOT roN; ON ALL 4 SIDES WITH MAXIMUM DIAMETER 6"MIN COMPACTED DEPTH PROVIDED THAT THEY CONFORM TO SEC R.ASTM CA70,AASHTO OF 20" FOR PRECAST RASE ONLY M-199 AND MEET ALL WiSHA REQUIREMENTS. •y N O 6 THE MAXIMUM DEPTH FROM THE FINISHED 2. CATCH BASIN STEP/NANDHOID lEGS SHALL BE PARALLEL OR OT M1Z 2B* GRADE TO THE PIPE INVERT IS S-0". -FOR SEPARATE APPROXIMATELY RADIAL AT THE OPTION OF THE MANUFACTURER: CAST-IN-PLACE ONLY EXCEPT THAT ALL STEPS IN ANY CATCH BASIN SHALL BE SIMILAR. 1 y MVA ] THE TAPER ON THE SIDES OF THE 2"CLR PENETRATION OF OUTER WALL BY A LEG IS PRCHI&TED ,p O 1 PRE CAST BASE SECTION AND RISER NOi . iYP O REINFORCING STEEL I HANDHOLDS AND STEPS SHALL HAVE'DROP"RUNGS AS SHOWN ON FOOT. SHALL NOT EXCEED f/2"PER T HANDHOLDS IN RISER OR ADJUSTMENT"SECTION FOOT. (FOR SEPARATE BASES ONLY) I PM—LDS OR PROTUBERANCES TO PREVENT SIDEWAYS SLIP. 0.33 SO.IN/FT.E.W.(48"CB) SHALL HAVE A 3"MINIMUM CLEANPNCE.STEPS IN 8 FRAME AND GRATE SHALL BE IN D.19 50 IN./i'T.E.W..(I OB} CATCH BASIN SHALL HAVE 6'MINIMUM '4: SUB OPENING MAY BE 24"%20'OR 24"DIAM. ACCORDANCE WITH WSDOT/APWA 0.25 50.IN./Fi.E.W.(60"CB) CtEANANCE NO STEPS ARE REQUIRED WHEN"B" L. SPECIFICATIONS AUTING SVRFAGES SHALL 0.35 SO IN;/FT.EW-(]2"CB) IS 4'OR LESS.HANDHOLDS SHALL BE.PLACED IN }-.r20* S. AS AN ACCEPTASLE ALTERNATIVE TO REBAR,WELDED WIRE FABRIC W2• N < BE FINISHED TO ASSURE NON-ROCKING FIT 0.39 S0,IN./FT.EW.(98'CB) ALTERNATING GRADE RINGS OR LEVELING BRICK Tr-�-�-� HAVING A MIN,AREA OF 012 SQUARE INCH PER FOOT MAY BE:USED. WITH ANY COVER POSITION. COURSE WITH A MINIMUM OF ONE HANDHOLD l --- r WELDED WIRE FABRIC SHALL COMPLY TO ASTM A497- 3 e. BETWEEN THE LA5T STEP.0 TOP OF THE 96 iDP SU8 (� -� 9, FRAME AND GRATE MAY BE INSTAT,LED WITH FINISHED GRADE. 6: UDDERS OR STEPS SHALL EXTEND TO WITHIN 16"OF BOTTOM'CIF j FLANGE DOWN OR CAST INTO RISER. CATCH BASIN. IF UDDERS ARE USED THEY SHALL BE STEEL 10 EDGE OF RISER OR BRICK SHALL NOT BE RING 2, MINIMUM I3 pU POUND BEARING SQUARENGTH SNA1U_FOOT.. EQUAL REINFORCED COPOLYMER POLYPROPYLENE PLASTIC PER STD.DEfA1L n Ll a ° MORE THAN 2'FROM VERTICAL EDGE OF SS-04O CATCH BASIN WALL. ":` ",'.: 3. MORTAR SHALL BE.PUCEO BETWEEN FACx LEVEL x, HANGING UDDERS SHALL BE RRMPNENTLY FASTENED AT CR B, i OF TOJ OF I BE TOP OF iDP SLAB,AND HANGING ON STEP OR BY @ALONG OR IN BASE, IN CONCRETE. ps BOTTOM OF IRON RING ' a PRECAST BASE JOIN EACH SHALL BE EMBEDDED AT BOTTOM IN BASE. yy�� 4 DARD.SPEgFlCATIONS MR MORE g, uUNUSUAL TTSAFET R TUBES MAYBE REQUIRED IN VERY DEEP OR PRE CAST BASE SECTION REQUIREMENTS. .§.; (MEASUREMENT AT THE TOP OF THE BASE) DpAB}YWf W PUWfG�� �ITIJADAR .oavt4 � D�bRDI@NT OT PUBWO1NtaA6 Y 4Ma ➢PdR'fMQ:T OP PDBMC INRSSD DE1ML ySY 0 STANDARD DETAIL y'L OSTANDARD DETAILNaMBLRSTANDARD DETAIL w NHA,o STANDARD DETAILSD-020 v A: SD-040 v t � CATCH BASIN LADDER,STEP, SD-050 � n n •� "W CATCH BASIN TYPE 2 +tPxo'Io {<PNO'C0 48 54",60 72"&96" t4lNOKo AND TOP SLAB DIRTAHS Ya CATCH BASIN TYPE 1 DETAIL IIllA CATCH BASIN TYPE 2 DETAIL CATCH BASIN DETAIL 1 TUTS 2 TUTS TUTS 4 2C B F------ -- — --I - N m 2 Z'R 26-1/VR \ vl Ro Hal N - - _ - 6 I I MATCH EXISTING SLOPE rn - O � I '4 I. • � � a � r oN 4 2_D. B _I z. SEQiI01�1 ' v o 'n9 � � G TOP VIEW SELIMN� < OT 11 TOBAR 39-1 6'R • - v MATERIAL USED:SHALL BE ° 9 O 1 1 NORMAL 1 1 2"MIN 1-f 2" 1. GCE 6o-9D IRON P06 ASTM-AX16, 1/8' �I T6 BA$ CLEAR SECTriu.� BITUMINOUS COATING N .N a "ieMlAanD a d •. d "A a ie.. d ae CN �/� S 2. Imo— f 4, 8. \ ® NOGASTNG TO ALLOW EFOR RTTWO � VJ CC 0 F"-- S/W GO,STAINLESS STEEL / SECTION A A 1 SOCKET HEAD CAP SCREWS.NO FRAME O 1 1 1 J PART OF SCREW WILL PROTRUDE W Q ABOVE CRATE Z Q N NOTES: '� tjfff/ l f TO BE STDDDETNWITH�IFORAME TYPE I GURB&GUTTER 3 / Q FOUNDRY NAME,THIS SIDE TO CURB W/ARROW ANO(QI) ©LOCKING GRATE CASTED HOLES SHALL BE ! COQ FOR OUCi LE IRON SHOE BE EM8055E0 OM TOP OF CASTER TO ALLOW FOR TWO 6 /8'CIA f / CO Z GRATE WITH 1/16"RECESSED LETTERS. STAINLESS STEEL SOCKET.HEAD CAP SCREWS Q GRATE SEATING a INTEGRFLLY SO THAT NO PART OF HEAD PROTRUDES T CAST PADS. Z Q SEATING OF GRATE SHALL BE ACCOMPLISHED BY ONE OF ABOVE TOP OF CABTNG. I1Wj THE FOLLOMNG.A 8 INTEGRALLY CAST PADS- a. CAST POCKET UFT HANDLE Q O (1 1/2'x3/a xi/8� 9.MACHINE BOTTOM SURFACE (S GRATE TO BE USED WIIH FRAME SHOWN IN r N ® I2 D OUTSIDE A 17'DO. STANDARD DETAIL SD- O. APPRO% Vy2NIA 1 e HIGH Z IRON PER CRATE 80U85--06 AALL GASPNCSESHALL HAVE ASTM ASJB, / O(V Z z O BITUMINOUS COATING. M J c� N `J a C M 4MAUw T.:Kk DBAB'IY6NY M P08I.1C'PORk9 yY TTwNTAp Rrrt D6PARl'IIBII'DR PDUMC IIOB[6 SY W LTWT ODPARi1MM OP PUDYG DDWi3 O N y2 O STPNDARD DETAIL y 0 STANDARD DETAIL y O Y°w STANpARO DETAIL a •® .D TTMA4M STANDARD DETAIL NUMBER D iP e� «Mir• STANDARD DETAIL NUMBER 'H mA'n STANDARD DETAIL NUMBER _ �� STANDARD GRATE CATCH BASIN INLET SD-DSO v®'e' SOtiID COVER SD-OSO s�< a TYPICAL FRAME AND GRATE INSTAUATION SD-OJO Fes' j �<PNp40 *<FNo'Eo �tTnO'Lo CONSTRUCTION DRAWING APPROVAL a G O o+ THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED 4 CATCH BASIN INLET DETAIL SOLID COVER DETAIL 6 FRAME AND GRATE INSTALLATION 8Y. PER THE CONDITIONS ON THE TITLE SHEET. NTS NTS TUTS City Engineer, CITY OF ARLINGTON DA TE: 3 THIS APPROVAL VALID FOR 18 MONTHS Tri m m w H- � H- � z w a � �so ACCEPTABLE FILL MATERIALS:STORMTECH MC-3500 CHAMBER SYSTEMS o SITE SPECIFIC DATA z z PROJECT NUMBER 5300 ¢ ¢ AASHTO MATERIAL COMPACTION I DENSITY w t PRAlEc7 NAME ARUNG7IIN ORUSSfORF MATERIAL.LOCATION DESCRIPTION .y 8 ¢ CLASSIFICATIONS REQUIREMENT o rn PROJECT LOCATION ARLINGTON,IN °- a mw FILL.FlLL MATERIAL FOR LAVFE,T,STARTS M o SMIKTf1Rf 10 FROM THE FTECL ETO THE S0ITDM gNYSOILAMCXMgiEft1ALS.NATNE SOILS�OR PEM PREPAREPERSOEDESION ENGINEERS PUNS D OFF E AV M NTMORU VEOFINISHEO F1AgNEERB PlAlA3.CNECKPLAN$FOR PAYF.LffNr WA FA 1 TALLATIONS AN HA U U MGRAAY ABOVE NOXE THANT PAVEMENT SUBBAAE SUSGMDE REOIHREMENIS: MPTERIFLANDPREPA t T ON REgAREMmE-T a� 5;. NT QN D ° E lre WE BASED(CF) aOW RATE(6PSJ DRAN WMI LN�E AAReIITOMt BEGIN COM ACT ONS AFiFRN(AIDmm)OP b. DWB UI a„INrtW. LI. TER C GRA-VIELL•GRADED"sENUAGORE(V.TEMIMURE5.Gt6.% MATERMLOV R HE SENII3RPACHm. uuYY�� F,t,•,. STARTSFROMTHE OPOFTHEEMBEDMENT FINESORmORIENEDAGOREGAIE. ODMPACTADOTV-t AYBRSINi2-GWI mm) u0~i�. WMAIENT Mk A14WAOW(FT) •Y^ AMA9FOL0 STONEI LAYDY)-1 I OVETHE OR MAX FTSTOA 11N.-•PROCTORDENS TYFOR F"C pp e1 TO POF THE CFINJ9En.NOTE THAT PAVEMENT MOST PAVEMENTSLIBS9.SE MATERWS C%1BE USEDWLIEU A,TS�OMgy, WELL GNAOEOMATERIALAN-RFUTAIE N O g q PDX BYPASS REMAM(m!.��,m�y_F AIRMAC' 497 SUBRAEE MAY BE A-1 OFTHE C IAYER OFTHISLAYER. D--FOR PRIX'E-I AGptEGATE 3.ST7,A.dST E,565]S.ST,fiB,T.78.A.SS, MATERIu 3. PIPE BATA l:E. MINI MACIP? e,tD EA®EOMExr3roNE FlLL suflRow+wNGHe MVLET PIPE 17860 HOPE 11' e CHAMBERS FROM THE-INOAn NSIMEIW CLEAN.CRUSHED.ANGLA IAIDNE APSHTO M43` NO GOW+ADT NRI REGUREO: _--___-I IXIRE7 APE` y ^ N LAYER)TOTHE'C'LAYERAWIX BE HORS ..• iDUNOATgN 9TONfi:'.FILL BELOW CNPMSERG OUTLET PIPE II1,30 HOPE 12` - O O AASHTOMW+ PLArELOAwwarTIRFACLTO.ACwEVEAPLAT. PATENTED )�y� 5• �'-0' S" I A FR&A TIIE.SUBGRADE ua FOYNE Fom`IaOTTT LALtI elE,w,causwEG,ANaLAARar1NE S,A sURFACE.'• PRETREATMENT BI#`OTlGRON 9/SCHgRGE. PERAVt7ER �=10" �W� Ipj OFTNEc1AAMBER. tA�AREt PLANV/EW o PLF BENDTE RIM ELE1/ATION TzzsD T?1B(1 IzzsD LEFfENDV/EW - ,1 1. TAN�LI81EDA41HTO DESIONA'EI(N18AREFDRORADATIONSDl6T.THEETONE MUST pLSOBECLEM1 gN18NED,ANWIAR.Ft EXAMPIF.ASPEDAFIGIWNFOR346igiE WOUIO'STATE:•OLEAN.GRUSHED. SURFACE LOAD PARKWAY ()PEN PLANTER PARKWAY AWILWARON p O LIAR NO A(AASHT-)Si t 2 STDRMTECH CAMPACTION REDUIRFMENT3AREMETF0.i 0.L0CATIDN MATERMl3WHEN PLACED ANDCWNFACTEDINO•(YlDmm11M4%1 LIF13UBRlOM'O FIAL.COVERAOESWRH AVIBPATORYCd.IPACTGR, fRAME&COVER 36"x 36• NIA NIA LL. G. WHERE.INFLTRATIONSUREA MAY BECOMPROMI OOMPACTTON FOR STANOARDDESIGN LOAD CONDFNONS,AFIAITSURFACE MAYSEACxEVEOBVRAKING ONOPAGOING WOHOUTCOMPACHON EONPMENT.FORSPECW.LOAp DES GNS,LONTACT STORMIECN FOR COMPACTION REOWRELffNTB: WETUNOMMA AVOME(CYJ 117 �(B7A7RIT+N WY7LANOMEODt#LMWY Mf7H0D PER CTUL-1 PUNT ADS GEOSYNTNEIICS SOtTwW4WOVENGEOTEM LEALL AYER� YETI( GNEO ORIFICE SIZE 0A INCHES ESTABNSNMENT MICH C AROUND CLEAN,CRUSHED,ANGL STONEIN A-LA % RTEREDESGNENGINEER) ( P7.16' MfDR p w NOTES:PRELLMTNMtY,NO FAT UCITIT ON.. 4 PERIMETER SCONE it Ae A 41.. �� `t'e Is ) P k ty 11260 m V v MMxMmYIYYUYx AWM (SEE Wore S) 12 pA51IMIAMIN ,.- EXCAV n NWAW- © 4 E INSTALLATION NOTES. �P I - `- T�•� MAN.E3LOPED OR LnJETICAU - INCIOCTYALS REQUIRED TO OETLOAD AND INSTALL THE SYSIEM AND FLOW CONTROL ' (tt<B $ T CONTRACTOR TO PROVIDE ALL LABOR,.EOUIPNENT,MATERALS AND mml O APPURTENANCES IN ACCORDANCE WITH WS DRAWING AND.THE i�° ' ®'i _: 11&6D i MANUFACTURERS SPECIRCABONE UNLESS OTHERIWSE SiATEO.LN ���TO _ @y FACTURERS CONTRACT - II gp8 2.. UNIT MUST BE INSTALLED ON LEM BASE. MANUFACTURER •t' 117.E I _L DEPT OF TOEEDETERMINED $z D- 1 5'(tBB,AT)MIN `�' DYSIn:DESIGN ENOMEER 9'(230 mmI MIN gg RECOMMENDEA MINWUM 6 LEVEL ROCK B45F UNLESS SPECIFIED BY N g THE PROJECT ENGINEER CONTRACTOR 15 RESPONSIBLE 7O VERIFY BA s�A•�SA Ag�R r"`^�0D s�wAAOE sons 7 Ti'INND IrmI •-+r tauo mmlTVP 01 PROJECT ENGINEERS RECOMMENDED BASE SPEGfICARONS 1�7'-1" R ENDS (SEE NOTE a} (raDmmlMnl 3. ALL PIPES MUST B£FLUSH WITH INSIDE SURFACE OF CONCREM ���111111 m �. EtEuanoNV/EIG (PIPES CANNOT INTRUDE BE)'OND FZUSHJ; INVERT OF pUTFLOW PIPE W 1Af MUST BE FLUSH INTRUDE DISCHARGE CHAMBER RDO1R ALL 6AP5 �' 9 *FOR COVER DEPTHS GREATER THAN 8.0'(2.4 m)PLEASE CONTACT STORMTECH $�; AROUND PIPES SHALL BE SFAIF0 wATor RGHt WRIT A Nav-SNRiNK �TLLM A GROUT PER MANUFACTURERS STANDARD CONNECTION DETAIL AND SHALL. a 61 MEET OR EXCEED REGIONAL PIPE CONNEO7W$TANDARDS # CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECTING NOTES:. M PIPES INTERNAL BYPASS DISCLOSURE: TRfATI, FLOW(DES) D.D6O SS B CONTRACTOR RESPONSIBLE FOR INSTALLATION OF ALL RISERS THE DESIGN AND CAPACITY OF THE PEAK CONVEYANCE MM10 V BE REYYfWfD +. MC-35SB LNPMBER39NALL CONFORMTOTHEREDUREME OFASTN-1 NSR EFlCAnON FORPOLYPROPYIENE IPP)LORRUGATED WALL STORMM ATERCOLLEGRON CHAMBERS•. : �E MANHOLES,AND HATCHES.CON/RAC70R ID GROUT ALL MANROLES ANO (� OPFHATWG HFAO FT 2,6 AND APPROVED BY THE ENGINEER OF RECORD NGL S AT PEAk FLOW SHACL BE () 3. MOGEBo: SHu a s- CG 9 > AN ACnLEFORS'IRuciuRAL TH IAA tic CORRu TED WnLLSTORMW TE oLtE4TONLHAMBETLS':. HATCHES TO MATCH FASTED SURFACE UNLESS SPECIFIEDATHERWISE. AccEPTABLE FILL ATERIALS TABLE vE PRoviDEs ATERIAL LOCNION DESC QNB;GRAOATIMS,,AND T ANDFUMATSRML3. ASSESSED TO ENSURE NO UPSTREAM FLOODING. PEAK HGL AND$MISS q r 3. cnary REDuuEMFNr3 FORFDUNonr oN FOREDO y � 6. DRIP OR SPRAY IRRIGATION REWIRED ON ALL UN(I5.WIIH IEGF/AIIW. CAPACITY SHOWN ON DRAAPV ARE USED FOR GUIDANCE ONLY. PRETRE1WAR LOADING RATE( 3,T AIt 4. TH SITE DESIGN NEERSRESPON ORA59ESIHO THE BEAFtNG RESISTANCE IALLOWASLESEARINGCAPACTYIOFTHE SUBGRADE 6011:8 AND THE DEPTH OF FOUNDAnON STONE WATH E GENERAL NOTES WEIL"AREA LOADING RATE(6AW 1.0 C RSIOERATION ORTHERANGEOFEXPECTEOSOILMOSTUR CONOIOONS a 1. MNJUFACTURER TO PROVIDE ALL AIATFAMIS:UNLESS OTHERWISE NOTED mTAxat'rrc SAxvs. PROPR2TA4Y AND CO'GIE.: F PERIMETER BTONEMOST BE EXTENDED HOR20NTALLY TO THE EXCAVATION VALLFOR BOTH VERTIGAl PNOSLOPED IXCAVAHON WALLS: • mg flbrtClMACNOA NIE A' y MWS-L-4-6.33-V 5. CELAYERLIS PLACED.ANY SOILANATERIALLPfLSEPV.LEO IN IAYER'O'UPTOIHE FINISHED GRADE.MOST PAVEMENTSUBBN9E SDILSSANSE USEDTO.REPLACE THE IMTERIALREOUIREMENTS OF IAYERC €I 1.. .ALL DIMENSIONS,ELEVATIONS SPECE647/GNS AND CAPACITIES ARE SUPJECT TO Ly.,yam A yy R lean QA+ ORD'ATTHE SDE pF91GN ENGINEERSDISCR(TiON. SHEET CHANGE. FOR PROJECT SPECOC DRAWINGS DETAILING EXACT DIMENSIONS WEIGHTS y.NAaerT ra n.rwJm rtaNAnA•aon<u sts iR.wr L.+'U >CI6�1 1 STORM WA TER B10FILTRA T/ON SYSTEM 1 OF 1 AND AGCEssoms RASE cory AGr MAv FAG uRER F A aw+w A A Forcom eom aE STANDARD DETAIL vpjs 40° STORMTECH CHAMBER CROSS SECTION 2 MODULAR WETLAND DETAIL � god NTS NTS LL E DEM"CIN CHAMBERS TABLE v a' m -pa o DESCRIPTION CHAMBER NETWORK M N o BOTTOM EL 112.5 N MAX WS EL 117.0 3 TOP EL(INSIDE) 118.0 a o #OF UNITS 49 STORAGE VOL REO. 10,805 CF W STORAGE VOLUME 10,985 CF Z Q Q 3 13,205 CF i TOTAL VOLUME 8 F-3 w o 0 a N 0 J th i D 0 i CONSTRUCTION DRAWING APPROVAL Q 0 o+ THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY- 0 City Engineer, CITY OF ARLINGTON t DATE: 3 THIS APPROVAL VALID FOR 18 MONTHS Oii z 5� � CE61NC: J"8 d g �n� � INiEPoOn WAIL— Q -1/;� -PRESSURE REDUCING`VALVE If 24"MIN ZO Z REQUIRED(SEE NOTE q). \` (E1 b 3: 7'-2"MIN n TRIP HOLEir W MEN CC ARIGHT-QF-WAY 3'MIN io 3 N Y 5 F W Z 2 3 ��ATI�N 4 BEE NOTE 10 `U M9 SIDEWALf J z � MAT93TALL7ST: U i Tr 6) PLAIN Q 12 & n ELEVATION UL-FM LISTED SOFT SEATEDSAME CRIEWASHINGTON Si APPROVED DOUBLE CHECK DETECTOR VALVE ASSEMBLY WHICH L1 d ORNEWAY 4 MUST. INSTALLED IN THE SAME ORIENTATION FOR WHICH IT WAS APPROVED.ASSEMBLY TO METER RE LW- IN CUB,3/4'BRASS OR:COPPER BYPASS WITHEXTERNAL IN-LINE VALVES ANOG S/8"REMOTE METER.METER TO READ 2 ry IN CUBIC FEET,AND BE RBMOTED TO AN EXTERNAL WALL Of BURRING METER BOX.. m N W �. MERTt BO% (D WASHINGTON STATE APPROVED DOUBLE CHECK VALVE ASSEMBLY INCLUDING TWO BRASS BALL VALVES AND O2 UNI-FLANGE WITH SET SCREWS OR MJ.:FL ADAPTER WITH MEGALUG OR GALVANIZED SHACKLE TO MAIN WITH Id - FOUR RESILIENT SEATED TEST COCKS. TWO 3/4'RODS,OR MJ.RETAINER CWIDS FOR BOTH UPSTREAM AND DOWNSTREAM OF ASSEMBLY.. to co 54PoP �IN NON-TRAFFIC AREAS USE: S DUCTILE IRON PIPE(WED AS REQUIRED)CLASS 52, t O O T FOR 3/4"70 1"'ASSEMBLIES,USE A MID STATE MSBCF 1324-12.. O ZY g FOR 1-1/4°TO 2"ASSEMBUES,USE A MID'STATE MSOCF 1730-.11L TWO GALVANIZED ADJUSTABLE.PIPE SUPPORTS FOR 2-1/2"DIAMETER AND,LARGER PIPE. .�*�,c- 12" IN TRAFFIC AREAS NOTE AND MAI EJWY J OS A 4'MINIMUM FLOOR DRAIN OR WALL FOOTING DUN MUST BE PROVIDED M THE SAME RDQM. CURB A TRAFFIC LORDED BOX MUST BE USED AND LOCATION APPROVED BY THE CITY•OF MUNGRN PRIOR TO INSTALLATION ®FLUSHING CAPABILITIES MUST BE PROVIDED WITH A.2"FLUSHING LINE DOWNSTREAM OFASSEMBLT TO OUTSIDE t` N 2'CC SERVICE SADDLE W/DOUBLE STAINLESS STEEL STRAP'. 3'MIN WATER Q3 PROVIDE TWO.UNIONS. OR AN APPROVED INTERNAL DRAIN. PO .. ^O SERVICE IF A DAYLIGHT GRAIN CANNOT BE PROVIDED THERE MOST BE A BY MIN LAYER OF FREE DRAINING GRAVEL Q WHERE ASSEMBLY IS TO BE LOCATED ABOVE EXTERNAL GROUND LEVEL,ALL BENDS REQUIRED TO LOWER.INLET CD 2`BAIL VALVE CORPORATE STOP COMPRESSION WITH KEY FACING UP,MUELIER OR FORD ONLY. q AT THE BOTTOM.OF ep%. PIPE(TO PROVIDE REWIRED EXTERNAL GROUND COVER)SHALL BE FLANGE FITTINGS OR BE WITH HORIZONTAL AND VERTICAL THRUST RESTRAINTS. ILIA O W fl2'HOPE CTS CLASS 200 HIGH SERVICE PIPE(200 PSI RATING)WITH STAINLESS STEEL STIFFENER AND. Q ANGLES MAY BE RN OR OUT OF BOX SO LONG AS SUFFICIENT ROOM IS ALLOWED.AT EACH END FOR d 10 GAUGE COATED COPPER TRACER WIRE WRAPPED AROUND THE PIPE AND ATTACHED ON BOTH ENDS. VALVE OPERATION AND DCVA REPAIR OR MAINTENANCE: Q ALL WALL PENETRATIONS SHALL BE SEALED PER THE CURRENT BUILDING CODE O O `/✓T 2"COMPRESSION ANGLE METER BALL VALVE(LOCKABLE). WAITER:CLAW METER(SIZE AS SHOWN IN PLAN)SHALL BE INSTALLED BY CITY UTILITIES DIVISION AT OWNERS.EXPENSE. N41 T1. TEE AND GATE VALVE REOPIRE0 AT WATER MAIN. CITY WILL INSTALL ADAPTERS AT.BOTH ENDS OF METER IF THE METER 15 NOT 2".. i. INSTALL ACCORDING TO MANUFACTURER'S SPECIFICATIONS. +� NOTL'S 2. ASSEMBLY REQUIRES CERTIFICATION UPON INSTALLATION.AND RECERTIFICATION ANNUALLY AT OWNER'$ m ©METER BOX SHALL BE MIDSTATES PLASTICS.(1230-18)W/SOLID DI LID WITH 1 31C HOLE FOR TOUCH 2. INSTALL ONLY IN HORIZONTAL CONFIGURATION,UNLESS APPROVED OTHERWISE BY CITY ENGINEER: EXPENSE. READ PAD(TRP). i. INDIVIDUAL METERS ARE REQUIRED FOR EACH RESIDENTIAL UNIT UP TO AND INCLUDINGTRIPLEXES: 3. INSTALL TEST COCKS FACE UP OR TO ONE SIDE. ] 2"ANGLE METER CHECK COUPLING:LOCKABLE), 2 SEE STANDARD DETAIL NO.W-040 FOR CONROURATION OF METER AND SERVICE CONNECTION. 4: INSTALL BRASS PLUGS IN ALL TEST COCKS. 3 TEST COCKS ARE REQUIRED TO BE PLUGGED. Q ( 5: FOR 3/4"TO 1"ASSEMBLIES,USE A MIOSTATES 1324-12. b. MAXIMUM HEIGHT OF ASSEMBLY FROM FLOOR IS FIVE FEET UNLESS AN OSHA APPROVED PLATFORM IS COMPRESSION X fiPP ADAPTER WITH PLASTIC PLUG. 3. fi: FOR 1-I/4'METER AND PRESSURE REDUCING VALVE(PRV)LOCATIONS SHOWN IN THE PLAN ARE APPROXIMATE: TO 2"ASSEMBLIES USE A MID STATE MSBCF/730-I8. PROVIDED. . FINAL LOCATIONS SHALL BE DETERMINED.BY CITY INSPECTOR DURING CONSTRUCTION. 0 EXTEND SERVICE PIPf 10'BEYOND PROPERLY LADE AND AN ADDITIONAL S`BEYOND EASEMENT LINE. 7: ASSEMBLY REQUIRES CERTIFICATION UPON INSTALLATION AND RECERTIFICATION ANNUALLY. 5. ALL DIMENSIONS ARE MINIMUM CLEARANCE REOUIREMENTB:. 4 A PRV IS REQUIRED IF THE STATIC PRESSURE AT THE.METER IS:GREATER THAN BIG POUNDS PER:: 8; ALL MINIMUM CLEARANCES MUST BE MET SEE STANDARD DETAIL N0.W 100. SQUARE INCH(PSI) 6, FIRE DEPARTMENT PUMPER CONNECTION MUST BE DOWNSTREAM OF ASSEMBLY. �1D METER LENGTH BLANK STUB FOR:.A 2"METER,Wm 17-f/4"- : S. ASSEMBLY MAY BE INSTALLED INSIDE BUILDING:IF MINIMUM CLEARANCES ARE MET AND APPROVED BY:CITY .S MeA 2"METER SERER,FORD OR MUELLER. 5. METER BOXES SHALL NOT BE INSTALLED.IN DRIVEWAY OR OTHER TRAFFIC AREA UNLESS APPROVED BY ENGINEER.. 7 NEITHER OS&Y VALVE CAN BE USED AS A POST INDICATOR VALVE(THESE ARE ONLY.PART OF THE Cltt ENGINEER. 1D.ALL BRANCH CONNECTIONS..SHALL BE LOCATED DOWN STREAM OF THE ASSEMBLY.ANY BRANCH SACKFLOW ASSEMBLY), 12 Q BYPASSES MUST BE HIGH BYPASS FOR SIDE-BY SIDE WITH THE METER. 6 WHEN R0651BLE CLUSTER ME"BOXES AT PROPERTY LINES'.. CONNECTION SON THE SUPPLY SIDE OF THE ASSEMBLY MUST BE PROTECTED By SEPARATE APPROVED 8 THE ROOM SHOULD BE INSULATED PER THE CURRENT BUILDING CODE AND HEATED ILL BE AL FREEZING. BACKFLDW PREVENTION DEVICE. ONLY CONSTRUCTION MATERIALS THAT CAN WITHSTAND OCCASIONAL SUBMERGENCE WILL BE ALLOWED. WIS taK. SEWARTMANT W PUBLIC)!ARKS LarA WARTI MP W PUHI.IC AORYB SY O F;J�J�STTNOMMD.M.I'T"AILS D2xOM`wn STANDARD DETAIL 1'C O 401O1Ma A°I"T. DSPARTIRff aPUBMC AOP� STATAARD DETAIL 1'E O MW57ANDARDILS ° mrnF.A.. STANDARD DETAILS ° wn�ro. STANDARD DETAILS ° *+a�ro. STANDARD DETAILSNUBER NUMBER NWBER A"I2"ANDMALLER DOUBLE CHECK VALVE ASSEHBLV DtlUHLE CHECK DETECTOR.ASSfiMBLY-INSIDE �{T-12O WAR SERVICE W—OrJO �p<t�'S WATER TEETER INSTALLATION LOCATIONS w-070 °+<t = wrt � (DIVA)F(1R 2"AND SMALLER —�90 ��<r } (DCDA)2-1/2"AND LARGER SERVICES 2" WATER SERVICE DETAIL 2 WATER METER INSTALLATION DETAIL 3 DCVA VAULT 4 DCDA (INSIDE) NTS NTS NTS NTS f 2 I URONRBED o t NATIVE GROUUNCOMPA D CRANULLAAR " ~ SACKFUL.JJ g — FL PIPE PLATE STEEL '4.: LL 3• 3• AIR GAP UNBALANCED GROSS CROSS WITH PLUG ' I� w• o_ ... 12"MIN •• .': COMPACTED C' GRANULAR N 30"MAX SACKFUL Y y ' DIRECTION Di FLOW .. 1 LA STEEL THRUST f` PLATE E BLOCKING PER o Q ETAI CO 8"ATION No DW1w 3 N N ._ 08 PL.UGGEDTm L:'RIRi MAL EIMD L rj BACK FACE THRUST BLOCK AREA REFERS .. TO THE RAE&FACE OF pi MATERIAL.LIST BLOCK MEASURED IN R. UL-FM LISTED WASHINGTON STATE APPROVED REDUCED PRESSURE SACKFLOW ASSEMBLY INCLUOEdO TWO. _ SQUARE FEET - Q BALL VALVES AND TESTS COCKS O HOR%Z R OF PIPE AND t INSULATED PROTECTIVE ENCLOSURE(HOT BOX)REQUIRED FOR OUTSIDE INSTALLATIONS } 1/4'STEEL BLOCK N l`l THE PROTECTIVE ENCLOSURE MUST BE PROVIDED WITH DRAINS AT BOTH ENDS OF THE BOTTOM SUFFICIENTLY PLATE �AE� yy�y •.A1 '1' O' SIZE 0 TO PROVIDED FREE GRAVITY DRAINAGE OF MAXIMUM USC14ARGE OF RELIEF VALVE PORT IV MIN). M,& . ` �S IN DQ^TAM4 R(VSry j \J GO'ELBOW WITH CLOSE NIPPLE AND UNION ON VERTICAL. TIM 3 THRUST BLOCK AREA IN SQUARE FEET(SEE STD DETAIL NO W-165) NOTES: Q� BRAD 9LT W 3 SC1L CgAPACi SAND COAPRCT 5 h GRAVEL FIRM 9LTY SAND A1N 1. LOCATION AND SITE OF BLOCKING FOR PIPE URGER THAN tY DIAMETER AND FOR 307E TYPES / &1' NS'BEND tT 1/4' BP 4`N. BEND ti IlN' DIFFERENT THAN SHOWN SHALL BE DETERMINED BY THE CfTY ENGINEER. if W DTT 4-.96 TO,CAP CR'PWC s2 t(2'DEMO tCE CAP W PLUG 4 2]T/Y BO+D TTi cAP OR Muc a 2Y t/2' 2. ALL BLOCKING FOR HORIZONTAL FIRINGS(POURED IN PLACE)SHALL BEAR AGAINST UNDISTURBED NATIVENom Z BErvD BEN D GROUND OR FILL MATERIAL COMPACTED TO 95Y..MAXIMUM DENS" Z 1 ASSEMBLY REQUIRES CERTIFICATION'UPON INSTALLATION AND RECERTIFICATION ANNUALLY,BY OWNER. R e 1 04 ? 29 x I a I T R S. ALL POURED THRUST BLOCKS SHALL BE BACKFILLED AFTER MINIMUM T DAY. PRESSURE TESTING SHALL i] - 1 Rai fe uK.] ea b 2 A.T Is OCCUR AFTER CONCRETE HAS REACHED COMPRESSIVE STRENGTH(f c). ] W 2. THE ENCLOSURE MUST BE INSTALLED ON A.4"THICK CONCRETE PAD. °' 1 K o T A T : a t.0 4. ALL BENCHING TO BE CONCRETE CL EAOp 1(SOOT PSG). L� CALCULATED T P RE AND 3 C M CO �O WAIFANAIN 5..BLOCKING AGAINST FIRINGS SHALL REAR AGAINST THE GREATEST FITTING SURFACE AREA POSSIBLE.BUT �} 3. AN ELECTRICAL OUTLET MUST BE PROVIDED. SHALL NOT COVER OR ENCLOSE BELL ENDS.JOINT BOLTS ORGLANOS.ACCESS TO BOLTS AND GLANDS ®IF ECOLOGY BLOCKS MAY BE USED IN LIEU SHALL BE PROVIDED. 4. GUARD POSTS SHALL BE INSTALLED IF LOCATED IN A TRAFFIC AREA:. OF POURED-IN PLACE BLOCKING FOR 6. ALL HORIZONTAL BLOCKING THRUST AREAS SMALL 8E CENTERED ON PIPE. N '1 1 FIRINGS IN SHAPED PORTION OF TABLE 7. WHERE POURED-IN-PLACE BLOCKING 5 REWIRED AT A POINT OF CONNECTION TO AN EXISTING Ire O 5. ALL BRANCH CONNECTIONS SHALL BE LOCATED ON THE DOWNSTREAM SIDE OF THE ASSEMBLY, WATERMAIN.THE BLOCKING$HALL BE INSTALLED PRIOR TO CONNECTION WHENEVER POSSIBLE OR AS N - RESTRAINED JOINTS MUST BE USED. DIRECTED BY THE CRY ENGINEER. M FOR NOTES SEE STD DETAIL NO W-165: e..TEMPORARY BLOCKING.IF USED..SHALL BE APPROVED BY THE.CITY ENGINEER. E� Q n 1` •7T / L WW. DKPARTTRNT OP PUBLC ADBXS DHPARTIDBlT W POBNC AORKS TY AtMLWAO'' A•dIW DKPARDA DFLARING AILS Ar *R�t STANDARD DETAILS O STANDAftp DETAIL STANpARp DETAIL STANDARD DEt.VI STANDARD DETAILS NU Am mIMnI+. STANDARD PLANS REDUCED PRESSURE BACKFLOW ASSEMBLr CONSTRUCTION DRAWING APPROVALTHRUST:BLOCK(RPBA)2"AND SHALLER TM1T-I30 ++ THRUST BLOCK TY-1g0. W-165 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. a` / 5 RPBA DETAIL 6 THRUST BLOCK DETAIL 7 THRUST BLOCK DETAIL By, City Engineer, CITY OF ARLINGTON DATE. NTS NTS NTS THIS APPROVAL VALID FOR 18 MONTHS fN A VALVE BOX UD 14'x24"14"GONG PAD 3 ' FUSION BONDED TYPE A BLOCKING SEE NOTE 3 SEE-NOTE 4 2"SQUARE x 2°HIGH Q EPDXY COATED FOR 111"&'X 1ER`RCAL.BENDS �_ OPERATING NUT I•'I SHACKLE RODS I V8 I Is Id L tV zM5 w m '� _. 1/3 TOTAL _ CL '� wm: TLENGTH T N 4 TURNeUCKLES �. $ o G NUT_-\ EXTENSION SEE NOTES 36"FOR PIPE DIA 12"'ORSMALLER 4W FOR PIPE DIAXCEMAX DEPTHSHALL r OU8 30O TN - - VERTry VALVE BOXNOT EXCEED fiO"8 30O A/+ +`� OF PIPE 5EE NOTE 30&BLOCKI \THRUST 3 8'SEY SCREW o UBLOCK / � d CL FUSION BONDED ° A x I/4'EPDXY COATED RODS UN.�{AS TIF HRUBLOCTFOM FACE VALVE BOX EXTENSION MISSICKNESS 3 $.\ 4r- .(TYR) BOTTOM FACE PO 0 t0 SECTIONA•A BLOCK.MEASU »• b ( o"(��\ `\\ + \\\\\ \ ^ • • SQUARE FEET A '1"- SOUQ STEEL STOCK. _. :. VALVE BPX:.CWSHION I �o • ' 4 TURNBUCKLES / (' TYPE' &;oAnNG FpS tlrn'..-0.45•AMD 90'VEMICAt EFNos. 3/8'SET SCREW ® a e a \ III"' T TrG Il w. 'r v 5dL TIXM 5LT OR COMPACT SANG COMPACT SAND-k GRAVEL SQUARE SOCKET ®' •ao . •08 ate, FlTIMO BEND 43'BENO k.k 32tA' BEND 45ffiND R k 2?+tY BEAN 458END&@"Y?VY 2-1/4"INSIDE 2. 2-1/4•DEPTH 8 .try n N v • a,• 4 D eE 12 La)w EN1 tD 0 ti/B'MIN WALL THICKNESS) WATER MAIN p UN015{URBFfA EARTH N15 O 1 GRAVEL BACKFILL FOR GRAINS \ CI) a (ACC:'COURSE AGGREGATE GRADING' •/ � VALVE��(AND'. (� VALVE OPERATING ply � NO B PER WSDQT 9-031(3}C) �d � TTPE B BLOCKING ° N •T A O 0 FOR -46'VERRCAI BENDS � a ,y < CA i. LOCATION AND;STZE OF BLOCKING FOR PIPE URGER THAN 12"DIAMETER AND FOR SOIL TYPES' w VB b L e .. ,. ..a • � " �... DIFFERENT THAN SHOWN SHALL BE DETERMINED BY THE CRY ENGINEER: MAT Nf1TES, EIIfAL LiST• I 'T. ALL BLOGKINC.FOR VERTICAL FTTTINGS(POURED IN PLACE)SHALL BEAR AGAINST UNDISTURBED"NATIVE. C, t� GROUND. 1 BLOWOFF HYDRANT KUPFERLE FOUNDRY'178 LOCK TO BE SUPPLIED BY C"OF ° I. VALVE NUT,EXTENSIONS ARE REQUIRED WHEN THE VALVE NUT IS MORE THAN THREE E FEET O BRONZE TO RRON2E DESIGN.SERNCEARLE �:/ ARLINGTON. O �-Li lOW FlNISHEO GRADE, EXIENSN}NSARE TO BE A MINIMUM OF ONE'1 FOOT LONG.ONLY ONE �) F: m ` +. ° 3. ALL POURED THRUCT BLOHAS:`REACH BE OWKFILLEDMPRESIV AFTER MINIMUM i DAY.PRESSURE TESTING SHALL 88EE FROM ABOVE WITH OUTLET EXPOSED OR. 2" '��• n q rS � - . • 4" EIGTEVALVE WILL BE FILOWED PER VALVE N57 OUTLET LOCKWG CAP ON OPERATOR./ CAST IRON W-1 BOX AND EXTENSION PER ' J U 4 • °' • , a ° OCCUR AFTER CONCRETE NAB.REACHED COMPRE5SNE STRENGTH(f'c). � 5T0 DETAIL W-190 -. 2. ALL VALVE OPERATING NUT EXTENSIONS ARE TO BE MADE OF STEEL;SdED AS NOTED,AND PAINTED.WITH. - - '274. ALL BLOCIONG SHALL BE CONCRETE CL 3000-1 (3000 pq TWO(zj GOlGs OF METAL PAINT. 0'. 2'BNA55 9O'SEND 4D0 45 • ® (M GATE VALVE WITH RESILIENT SEAT +a ,a 8° s a S. AFTER INSTAI.IAt10N,BHACKLE RODS&TURNBUCKLES SHALL BE CLEANED AND COATED WRN 2 COATS a MMNUNE 52E TEE WITH 6`FLANGE 6.FLANGE X 2 OOMPANION F EQUAL)WITH A .F 3 VALVE BORES BHA1l-BE EAST IRON,TWO PIECE UNITS;OESI(RREO.WrtH'pEEP SKIRT(2'T L105 W/LUGS; • , '.. • i f: OF XSPHALTIC VARNLSH,ROYSSON ROYKOTE$fi12M OR APPROVED EQUAL. 8"FLANGE X 2"COMPANION FLANGE 't.. � EQUAL T6 RICH NO 9a0"AS MMUFACTUR€O BY RICH'OR BATHER: Q MID-STATES PLASTICS METER BOX MSBCF S '6: SHACKLE ROOB.:SHALL BE FUSION 80NDE0.EPDXY COATED ROUND MILD STEEL,ASIM A.36. q 4^THICK CONCRETE PAD AROUND VALVE BOXES OUTSIDE QF PAVED;AREAS. 2'x2'SQUARE AROUND 1730-16/W DI UO Yzl 2"HOPE HI MOL CL 200 C15 POLY PIPE W/2 T B. 7, BLOCKING AGAINST FITTINGS SHALL BEM AGANST THE GREATEST FITTING SURFACE AREA POSSIBLE,BUT SINGLE VALVE BOXES AND 4'K4'AROUND MULTIPLE VALVE BOXES. Q 2-1/2"CAR NATIONAL STANDARD THREAD, 4:/ 2"MP COMPRESSION ADAPTERS FOR NOTES SEE STD:DETAIL'N0.W-t7S SH NOT DOVER OR ENCLOSE BELL ENDS,JOINT BOLTS OR GLANDS REASONABLE ACCESS'TO BOLTS AND GLANDS SHALL BE PROVIDED. L:aw: ODPARIf�.T N PDBMC I/DRLS •rwwm Ir 4ar4. D6PARfl®71'OF PUWlC DORCi STANDARD DETAIL : Mb,OW Lm. DPND R.MPITDMCiAI q ANDARD 7BfETAI mmn STANDARD DETAILS mAIM+ STANDARD DETAILS m STANDARD F DETAILS STANDARD DEAIL n nrmn, STANDARD DETAILS S AKD RD DETAIL wan STANDARD DETALL tY 4u NUYIBER nv sm: NUMBER • ou+A4ia �� • mmA as ��. • 910'a VERTICAL THRUST BLOCK VALVE BOX AND •t �'':'_ W-170 s�e VERTICAL THRUST BLOCK TYPE:C W-175 • •. W-190 W—L80 TYPE A&TYPE +0� o !' O OPERATING NUT EXTENSION 2"BL0190FF A33RDABLV 1 VERTICAL THRUST BLOCK DETAIL 2 THRUST BLOCK DETAIL 3 VALVE BOX DETAIL 4 BLOWOFF ASSEMBLY NTS NTS NTS NTS 1 A04 � O 2 d � a� BUILDING. ' EXTERIOR WALL 01 OR STEEL 36"FOR PIPE DIA.12'OR SMALLER PIPE 48"FOR PIPE DIA,OVER 12" PLAIII PLAN MAX DEPTH SHALL NOT EXCEED 60' _ SLEEVE SEAL E MIN WATERTIGHT FLOOR': ------EE GOGRADE ,P } z IYi a I �THRUST BLOCK a w m 4 � CEMENT UNEO '• -'' d 0 STRUCTURAL ' r DUCTILE IRON(CLOT FOOTING. ) g$ 0 ® / FLANGE AND SPIGOT ,® ® _ // PIECE(SEE PUN C FOR PIPE DIAMETER) ELEVATION ELEVATION 0 5EE •� FOR OONTINUATION r , V rr STEEL FAWCAI'ED EPDXY FABRICATED STAINLESS STEEL WATER MAIN Lu GATED TAPPING SLEEVE TAPPING SLEEVE RFIELD OK EQUIRED O7J ATLL JOINTS FROM VALVE O Z '^ CN INSTALLED ON DI PIPE .INSTALLED ON AC PIPE TO 90'BEND THRUST BLOCKING V, 30 SEEW-160 (f� < J % MATERIAL LW: SEE W-220 jar`/� "x Z Q'24'A24'x4'CONCRETE PAD IN UNPAVED AREA FOR CONTINUATION Ede O r W Q:CAST IRON VALVE BOX AND EXTENSION PER STANDARD DETAIL NO.W-190 Q NOTES, Q.6"GATE VALVE WITH RESILIENT SEAT(MUELLER,MAH OR APPROVED EQUAL) Z O v/R Cc I STAINLESS STEEL TAPPING TEES SHALL NAVE FULL CIRCLE SEA.: Q,MAINUNE SIZE.TEE WITH FLANGE N2. STEEL TAPPING TEES SMALL BE EPDXY COATED. Q5 V.D.I.P. O/ N Z 3. ALL TEES AND VALVES TO BE WATER TESTED BEFORE.TAPPING. O MEGALUG V cmLL D Z�Q GLS .uN4.0 W L•r4. DBPAIRMIN?OF MET— STAN6ARD DETAI °' n 4° DBARNRN!OF t•NUC[DOES STANDAPD DETAIL STANDARD DETAILS NwlrlER NIA nAvr STANDARD DETAILS. NUMBER °O'A" 'T or rDevG tToeo STANDARD DETAL ° onM.. eMF AnunM STANDARD DETAILS NUMBm CONSTRUCTION DRAWING APPROVAL Q c P TAPPING SLEEVES W-200 'y • ME LINE CONNECTION W-220 @�� FIRE LINE UNDERGROUND W-225 o+ •a �� rito'I o FLOOR FLANGE DETAIL THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. a` 4 BY TAPPING SLEEVES 5 FIRE LINE CONNECTION D FIRE LINE FLOOR FLANGE G City Engineer, CITY OF ARLINGTON 3 NTS NTS NTS DATE: i THIS APPROVAL VALID FOR 18 MONTHS C�7•1 Lii � o mCAD a cn w � w a U Z 2 U U C Q d Q. O r r � ra oo.O O Z r N b O H- O 5 1//4"MW H/ORAE MORD STD.DUTY LOCK. W M INSTALLED PLUMB SEE �REQLTIREWDSIN RURAL OR ISOLATEDREDDIRED PAVEMENT NOTE iBAWCuT TYP. ENINEEIF REQUIRED BY Cf(Y Ap RESTORATION PER ( } ENGINEER $ MARKER $ p O R/W USE PERMIT SURFACE RESTORAROIN.. EXISTING PAVEMENT AS SPECIFIED(SEE SURFACE SEE NOTE 4 4-1/2"PUMPER NOTE 3J PORT,SEE NOTE 3 BREAkAWAY BOLTS VALVE SOX PER I g° AND 8RE 01ILY 3` STD PLAN W-190 OPERATING.ROU BEE NOTE 9 ° �1 COUPLING T COMPACTEDL(TRENCH NEAT LIE(TYP.) e CONCRETE PAD BACKFlLL(SEE NOTE I) CONCRETE PAD FLANGED TEFL 9R SEE NOTE B LENGTH VARIES(24"MIN). TAPPING TEE(FL) ° (SEE NOTE T) . MLA14DS SAA#1 R TWO LANE ROAD ON SIDE STREETS GiANDB€BAA QTO6. I•• •. . --- I OFFSET MARKER TO INDICATE WHICH WHERE THE HYDRANT IS WITHIN RO'OF 1B� ® SIDE OF STREET HYDRANT IS ON. THE MAIN TRAVELED STREET.THE PIPE BEDDING ZONE ''- i I MARKER TD BE PLACED 4"TO 6"OFF MARKER IS TO BE INSTALLED ON THAT �.2" ° _•• n" (SEE NOTES 2) —�.' OF CENIERUNE MAIN STREET AND 4"TO 6"OFF THE CENTERLINE .� $HACKLE RODS ®.. TRENCH STABILIZATION :��— UNDISTURBED MIN' SEE NOTE B MATERIAL,IF AND WNEN EARTH 16'xT6"xi" 6"RESIDENT SEAT GATE.. ° ° MARKER MARKER PIPE OO.+T8° CONC BLOCK 6 CEMENT LINED DIP :' ° ~ DIRECTED.{SAME A5 PIPE VALVE(FUMJ),MUELLER.MH °° $ o BEDDING). i/2 CY W/MJ RESTRAINED JOINT OR MPROVED"EOVAL ° ° p +" .EXPANSION JOINT n WASHED ROCK SEE NOTE] e ° MATERIAL •. •• m UNPAVED AREA PAVED AREA NOTES: 1/2 MINUS I (SEE NOTE 2) r 1. HYDRANTS AND ALL MATERIALS SHALL CONFORM TO AWWA STANDARDS AND SHALL BE OF STANDARD MANUFACTURE(M&H 929 RELIANT OR MUELLER SUPER CONTUSION 250 ONLY), ELEVATION PLAN 2, THE CENTER OF THE HYLIRANT SHALL BE 3'MOM FACE OF CUR&IF THERE IS NO CURB.THE CENTER OF HYDRANT SHALL BE 3'FROM RIGHT-OF-WAY AND A MINIMUM OF 5•FROM TRAVELED LANE. °u n 3. ONE TO ROADWAY PUMPER PORT W/N.S.T.AND STORZ ADAPTER ASSEMBLY.PUMPER PORT 70 BE FACING NOTES: STREET OR ROPAY FOR THE FIRE ENGINE ACCESS 1_ TRENCH HAS.—SHALL BE: 4, TWO 2-1/2"HOSE PORTS W/N.S.T.AND 1-1/4'OPERATING NUTS: .PAVED AREA:GRANULAR BACNflLL AS APPROVED BY LOCAL AGENCY OR PER WSDOT 5 PROVIDE GUARD POSTS FOR VEHICULAR TRAFFIC PROTECTION IF REQUIRED BY CITY ENGINEER PER STD, 9-039(3).OR CDF.OR 5/e"MINUS CRUSHED SURFACING,OR APPROVED NATIVE MATERIAL DETAIL W-030 FOUR LANE ROAD rt YG LME PMD COMPACTED TO RD%OF MAXIMUM DENSITY. OFFSET MARKER i0 INDICATE WHICH OFFSET MARKER TO INDICATE WHICH 'UNPAVED AREA:SELECTED GRANULAR MATERIAL WITH MAXIMUM DIMENSION:OF 6'PER S. INSTALL 3'x3'x4"CONCRETE PAD(300D pSl}MOUND HYORPNT IN UNPAVED AREAS INCLUDING PLANTER SIOE OF STREET HYDRANT B ON: SIDE OF STREET HYDRANT IS ON.: WEDOT 9-03.15.COMPACTED TO 907 OF MAXIMUM OENI STRIPS,COMPLETELY SURROUND HYDRANT W/FULL DEPTH OF:CONCRETE PAD WITH 1/4"JOINT MATERIAL MARKER TO BE PLACED 4"TO 6"OFF MARKER TO BE PLACED 4"TO 6"OFF BEFORE PLACING CONCRETE OF DOTS OR PAINTED LANE DIVIDER. OF DOTS OR PAINTED LANE DIVIDER. 2. GRAVEL BAACKFILL FOR PIPE ZONE BEDDING:'SHALL BE SELECTED GRANULAR MATERIAL PER �, HYDRANT-A'}IN TO BE 6"CEMENT LINED DUCTILE IRON PIPE CLASS S2 WITH RESTRAINED JOINTS fMEGALUG 6 MOOT 9-03.12(3),WASHED SANb OR APPROVED SUITABLE EXCAVATED MATERIAL WITH OR APPROVED EOVBE HYDRANT RUN LONUER THAN 60 FEET SHALL BE 8"RE OR EDLAR JOINTS :MAXIMUM DIMENSION OF 1-1/2"COMPACTED TO 95%OF MAXIMUM DENSITY BY APPROVED Y1 HAND-HELD TOOLS, 8. W GALV.SHACKLE RODS WITH THE EYE BOLTS AT BOTH ENDS REQUIRED FROM VALVE TO HYDRANT. NOTE: NOTES:. 3. EXCAVATE FOR THE PIPE BELL TO ENSURE UNIFORM SUPPORT FOR THE PIPE BARREL 9. FIRE HYDRANTS SHALL BE PAINTED WITH TWO COATS OF HIGH GLOSS EQUIPMENT YELLOW"RUST-OLEUM" MARKER:TYPE Be AS SOMSONI(E TWO WAY(BLUE) 1. CONCRETE SHALL BE CLASS 3000 PSI MIN. �u 4. UNPAVED.AREA SHALL BE RESTORED WITH 4•TOP SOIL,FERTILIZER AND SEED)OR AS TYPE PAINT. SPECIFIED. PAVEMENT RESTORATION SHALL BE DONE PER RIGHT-OF-WAY USE PERMIT,OR 2. INSTALL Ile EXPANSION JOINT MATERIAL WITH FULL DEPTH OF CONCRETE PAD:MOUND HYDRANT. AS SPECIFIED. 10.INSTALL 2V'x24"x4"CONCRETE PAD(3000 PSI)AROUND VALVE BOX AND 48'948"x4"FOR MULTIPLE VALVE BOXES IN UNPAVED AREA E qY �at4 D10?ARTITBNT OF PUBLIC WOW A aw.; MP4RTMeNT OP PUBLIC 10RK➢' •{Y Mr4uvF eaw DItPARI'MSNP OF FOBLIC Now •TY HPPNPF �fiA[ WAR'TNNEM OF POBMC BONDS l Or STANDARD DETAIL 1 O R.tea STANDARD DETAIL O STANDARD DETAIL 1 O STANDARD DETAIL 00 STANDARD DETAILS NUMBER ° �F wrnn+ STANDARD DETAILS NunIBER p °"T' NURSER IKwwD D pBWOWM rnAw: STANDARD DETAILS A,mis. STANDARD DETAILS o, n �•.. TYPICAL TRENCH DETAIL W-270 ��r ¢ °®° v �<t 6�0 .PYRE HYDRANT ASSEMBLY W—OlO ;P2 �a FIRE HYDRANT MARKER W—OT5 'a�tt �p'S FIRE HYDRANT CONCRETE PAD W—Q`�a N. tNcs Na a' m All TRENCH DETAIL FIRE HYDRANT DETAILS c NTS L NTS 3 v 3 0 N W Q 3 F-z CO 03 Q z �0`3Z t-u W oho 0 ZOO cc o zd��Q zj r\ i CL CONSTRUCTION DRAWING APPROVAL Q 0 151 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY., 0 City Engineer, CITY OF ARLINGTON iE DATE: THIS APPROVAL VALID FOR 18 MONTHS Cj�7"2 & FINAL JOWL MUST 1/2'x 4"FULL DEPTH t„R BE SAW-GUY SAW-CUT CR LANE DRILL 2"MIN ASPHALT 30' ALGN E%PANSION EXPANSION JOINT EVERYJONTS 5.5' 1/2"R J UNDERLYING CONCAETE CONCRETE &DUMMY JOINTS IN CURD V-GROpyE 1/9"R S(Op W E%I$TIN C WITH JOINTS IN SIDEWALK i DEEP a y r- , I E LEES �-� I•R V(A t C)-O UVE G D .I�. ,�.OPE . II-' CO N " (TIP) •.• N � EXSTINGOC � f A CDF 5 ^- ryp.. SMI.fY.1- 1"R 6' ~ F- N H. C, t2' DUMMYJOI//15 cMR AtLHLT/VCeETtOVER CQ%W CUHOInE[E 44 A. B" •.•.: f&`- J O D/w CUT ASK HM.T CONCRETE 1'V11 4 Fl ,IWpi MUST REPLACEMENT:PATCH TO BE 1" Q BW-CUT THICKER THAN PREVIOUSLY EXISTED g>sa'baa°e: ° °ao°o°a°o°o a o°o° -'1,• - Z Z . - CURB.&CURER a°° 1/2'X 1 1/2" FULL DEPTH. EXPANSION M. EVERY 30'.. SEE NOTED ' I_ -I CL d vim,. EXISTING HALT G041CREE Yr�s. cov s Twrcu TYPE Man TYPE E2 Q1RF1 0 0 r�z`.: '(SEE MOTE 7 I T BELOY!) TYPICALS�.TkIN O O EXISRNG ASPFIA CONCRETE OVER PREPARED DE GRA DUMMY J NT // COME N CONCRETE ZN -- SIDEWALK g•- TYPE 1 GURO.&GO - SEE$1D DETAIL R 110 CEMENT CONCRETE(5"MIN) ':.. REPLACEMENT PATCH TO BE FF1IMAL d[XRT A1O9T THICKER THAN PREVIOUSLY EXISTED 2`CRUSHED SURFACING NOTES; 6` r BE SAW_CFR TOP COURSE COMPACTED: ?" Y"' 2, E Jf4" TO 9SY.DEN$Itt a O O i. FORMS SHALL RE TRUE TO LINE AND GRADE AND SECURELY STAKED: F\ O TM.C& 2- DUMMY JO NT$SMALL BE PLACED 15 FEET ON CENTERS DUMMY JOINTS SHAlL BE t fY"v 1-1/2. i, ❑ O W EXISTING CEMENT •'_ SECMN �'1�`.. 3. THRU JOINTS SHALL BE PLACED ADJACENT TO CATCH BASINS.INLETS AND AT POINTS OF TPNGENCv ON ! W CONCRETE 12^ STREETS,AIUU.AND DRIVEWAY RETURNS.MAXIMUM SPACING SHALL BE 30 FT.PRE-MOLDED JOINT GOF 1. SIDEWALKS SHALL BE A MINIMUM OF.4'THICK:AMID SHALL BE CLASS 3000 CEMENT CONCRETE;WITH MR FILLER SNAL BE 1/2'WADE AMID CONFORM TO AASHTO DESIGN M213, It '-••' •Y"^ s`- ENTRMNMENT(MIN 4.57-MAX 6.5$). 16" 4. ALL JOINTS SHALL DE CLEANAMID EDGED. " 2. FULL EXPANSION JOIN($SHALL GENERALLY BE PLACED TO MATCH iH0$E PLACEp IN ADJACENT CURB& "'•+' ' ET ENi CONCRETF OV��� GRADE GUTTER,WITH MAXIMUM SPACING OF 30 FEET.FlMAL SPACING DETERMINATION'SHALL BE DECIDED BY THE 5. CONCRETE SHNJ.BE CEMENT CONCRETE,CLASS 3OW. INSPECTOR IN THE FIELD. 6. STEEL FORMS ONLY SHALL BE USED ON TANGENT SECTIONS.WOOD FORMS MAY SE:USED ON CURVED 3, SUBGRADE SHALL BE COMPACTED TO NOT LESS THAN 95%Of MAXIMUM DERSIIY, SEGTIONS 1D" ... 1 NOTES. 4. SIDEWALK SHALL BE AT LEAST 6'THICK IN DRIVEWAYS. 7- FINISH SHALL BE LIGHT BROOM FINISH. - U 5. THE FINISHED SIDEWALK SHALL BE SPRAYED WITH A TRANSPAI{ENT GORING COMPOUND COVERED EW TYPE E-3 CM 11 1" ac 1 ALL TRENCHES IN ROADWAY AREAS SHALL BE BAGKFlLLEDAND PATCHED WTIH TEMPORARY 8:THE FINISHED CURB SHALL BE SPRAYED WITH A TRANSPARENT GORING COMPOUND AND COVERED BY ASPHALT AT THE END OF EACH WORK DAY,UNLESS PERMISSION IS GRANTED TO DO OTHERWISE WATERPROOF PAPER OR PLASTIC SHEETING IN THE E'ENT OF RAfN OR OTHER INCLEMENT WEATHER•CURING WATERPROOF PAPER OR PLASTIC MEMBRANE IN THE.EVENT OF RAIN OR OTHER INCLEMENT WEATHER. BY THE CITY ENGINEER. TIME SHALL.BE FOR A MINIMUM Of 72 HOURS. CURING TIME SHALL BE A MINIMUM OF 72 HOURS. 2.ALL PATCH fl. ALL JOINTS SHALL BE CLEANED AND EDGED WITH AN MOM HAVING.A 1/4'RADIUS. 9, ALL CURB AND OMER.SHALL BE PLACED ON A.MIN OF 2'OF CRUSHED SURFACING TOP COURSE. TYPE E'4 CURB TEMPORARY HES ON TRENCHES SHALL BE PERMANENRY,PATCHED 2 WEEKS OF COMPLETION OF WORK WITHIN THE ROADWAY AREA. 7 SIDEWALKS ARE TYPICALLY 5'WIDE,WIDER SIDEWALK MAY BE REOUIRED BY THE CRY.. 10,,DUMMY.4OINT 1/0 N 1 1/2";BETWEEN TYPE 1 CURB AND GUTTER AND THE SIDEWALK. bi A wA[ DBPARTY6NT OF PDDMC 1N)R85 �MAA tlaPlR1LBNP OP PIIBLTC YORRS SIEi •{STANDARD DETAIL ySY O urowm'n' STANDARD DETAIL y STANDARD DETAILS STANDARD DETAILTAIL y O urlmrn W STANDARD DETAIL .a W/uANr. STANDARD DETAILS xuweu o '" AAA -mnvml STANDARD DETAILS NuMaER o a off Pnv+� STANDARD DETAILS NuwBER R-140O •®t CURBR-210 pt1A0�p PAVEMENT PATCH CEMENT CONCRETE SIDEWALK R`17O p<t CEMENTCONCRETEER IRB AND R-180 >Pt,FRpt TYPE s i,ENz, &E-4 !pG PAVEMENT PATCH DETAIL L CEMENT CONCRETE SIDEWALK DETAIL CURB AND GUTTER DETAIL 4 CONCRETE CURB DETAIL NTS NTS NTS NTS z 2 E BELO 4 W - PAWNG STALL GEC'MEW OETAI W + BELOW /� + + a. / --ME PUN ND.2.FOR TIME.PABpIG MIBM u+ w + + _ z 5 + j4 In lly AVM AD 1HDI4 2 �W A a C 0 E F C H 1 J A L M N N n d 1 \ 46 9.0 12'T 27S t9S 12 165 M 45 IBA 3.0 d4 Ill 14 \ �! 85 Il4 27. 19S 11 4JA N 494 2. 6.4 131 14 24 'W) C BD 113 225. 1s:0 11 2:0- 14 N y RAJ H ISO 18 2TS 19S It 2A 14 24 J y 2 Y.O.. 14 i} w o I J!/ DDt 9A tOF 7 20.5 16 1 .7 T3 24 SJ 14 d W a r Ra30 95 110 23] 2D5 ]5 5A9 C2. 6L7 15 Y6 9J 1. r� 9 3 O^ CEMENT -MACK 9A 4d i 6,] x 2.5 14 4 T R CV SIDEWALK' H 13D 1.0 23T 2A5 15 23 14 24 L$i ttNe V t6o 1&5 269 ?3.1 16 23 14 Nv�i r pRB 121 12' x C. xx T� AA 63 17v 10 18 t sl 5 14 z4 Z Z. o Wm. H 110 135 20.9 22 '14 24=4 16,0 1&6 zsz zc 24 s 14 24 9A 190 19.0 ID 19.o as 86 86 S D 0 IjA. 3 9D 19 191 190 5 D 0 14 g� 2 F. BA ISO 150 5 0 14 t/2'LIP H 13A T3.0 faS lm 25 11 14 O / V 16A 16A 100 ZO 24 '1 N V R=30' fCC CURB TRANSITION DETAIL o Q 4 2 j z NOTES. sQj ru NMFcC�, j AISLE MAY BE REDUwEED i0 BE WIDER IF MULTIPLE UTILITY LINES ARE LOCATED W /�F/� Z Oi WIDTH OF DRIVEWAY AT PROPERTY LINE... WITHIN THE MSLE CORRIDOR. >£ fA W Z C=COMPACT SPACE.EACH SPACE SHALL BE.IDENTIFIED BY PAINTING L+J @2 1/2'WIDE FULL DEPTH EXPANSION JOINT. COMPACT'ON PAVEMENT Q O EEE F- W On3 FULL DEPTH EXPANSION JOINT IF tO 15 IV OR GREATER: 3, H-HANOICAP SPACE,SEE WASHINGTON STATE REGULATIONS FOR.SWIM FREE FACILITIES, N V DRIVEWAY TO BE SURFACED WITH ASPHALT OR CONCRETE. FREE V-HANDICAP VAN ACCESSIBLE SPACE SEE WASHINGTON STATE REGUATONS FOR BARRIER /R FREE FACILRIES. O^,v- z DRIVEWAY CEMENT CONCRETE SHALL LA A MIN A 6"THICK IN RESIDENTIAL SURFACING IN THICK IN "1 J MERM AREAS.AND 1$TO BE PLACED ON A MINIMUM OF 2"CRUSHED SURFACING TOP COURSE N COMPACTED TO 95%MAXIMUM DEWS". N aAs DDP4RANNNT aP FGSUG'OR{5 STANDARD DETAIL 1YY O ' P 4.s'L NEPANP1pIAT OP POBMC NDRE6 STMNDARO DETAIL 1'iY ' NDI'dF(MeA7 OP PNeuC'DIO'JI STANDARD DETAIL J A Q z O N Arnvnol: STANDARD DETAILS NUMBER ° '" M' aausW= STANDARD DETAILS NUMBER ARC > oiN�. STANDARD DETAILS NUMBER CEMENT CONCRETE DRIVEWAY APPROACH R-23O >®,t Rm� PARIC[NG TAT DETAIL R-250 >�4 PLANTING SlW REHM R-270 a: a i TYPE z pc.Nes° <i,Ros° SIDEWALK CONSTRUCTION DRAWING APPROVAL Q THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. 5 DRIVEWAY DETAIL 6 PARKING LOT DETAIL PLANTING STRIP DETAIL BY' City Engineer, CITY OF ARLINGTON iE NTS NTS NTS DATE: p 3 THIS APPROVAL VALID FOR 18 MONTHS C-O.O fN W � � O PAVEMENT NOTES N W 1. MATERIAL THICKNESS IS COMPACTED DEPTH. APPLIES TO ALL SECTIONS. i a 2. SUITABLE ONSITE SOILS SHALL BE FREE OF DELETERIOUS MATERIALS AND MAY BE USED 3"ASPHALT: 1/2-INCH AGGREGATE MIX 8"PORTLAND CEMENT CONCRETE(4000 FOR SUBBASE PROVIDED SOILS MEET REQUIREMENTS IN THE PROJECTS SPECIFICATIONS. U PER 2012 T- 1 9-0CH 6,AGGREGATE 2 3. FOR PREPARATION OF PAVEMENT SUBGRADE, ALL PLACED WITHIN 12 INCHES OF FINISHED O PSI COMPRESSIVE STRENGTH PER WSDOT z z OR PG 64-22 BINDER PER 2012 WSDOT STD SPEC 9-03.1 SUBGRADE ELEVATION IN FILL AREAS AND AT LEAST THE UPPER 8 INCHES OF SUBGRADE J 9-021(4) ) IN ALL AREAS TO BE PAVED SHOULD BE COMPACTED TO AT LEAST 98%OF THE a 2"CRUSHED ROCK BASE COURSE MATERIAL'S MAXIMUM STANDARD PROCTOR DRY DENSITY(ASTM D-698). FILL PLACEDa3' 6" CRUSHED AGGREGATE (WSDOT STD SPEC 9-03.9(3)) BELOW THIS LEVEL SHOULD BE COMPACTED TO AT LEAST 957 OF THE MATERIAL'S MAXIMUM DRY DENSITY. \ BASE COURSE PER 2012 12" COMPACTED SUITABLE MATERIAL OR 4. AFTER PROOFROLLING WITH A LOADED TANDEM AXLE DUMP TRUCK AND REPAIRING DEEP WSDOT 9-03.9(3) STRUCTURAL FILL. UNSUITABLE NATIVE SUBGRADE DEFICIENCIES, THE ENTIRE SUBGRADE SHOULD BE SCARIFIED TO A DEPTH OF 12 0 0 12"COMPACTED SUITABLE MATERIAL SHALL BE OVEREXCAVATED INCHES AND UNIFORMLY COMPACTED TO AT LEAST 987 OF STANDARD PROCTOR. AND REPLACED. SUBGRADE SHALL BE 5. CRUSHED BASE COURSE MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF SECTION MATERIAL OR STRUCTURAL FILL. PREPARED IN ACCORDANCE WITH THE 9-03.9(3), OF THE WSDOT STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE G UNSUITABLE NATIVE MATERIAL a n N SHALL BE OVEREXCAVATED AND PROJECT SPECIFICATIONS TO ACHIEVE CONSTRUCTION. ; 95%OF MAXIMUM DRY DENSITY(ASTM 6. ASPHALTIC SURFACE COURSE MIXTURES SHALL BE IN ACCORDANCE WITH SECTION REPLACED. SUBGRADE SHALL BE D1557) 9-02.1(4)OF THE WSDOT STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE PREPARED IN ACCORDANCE WITH CONSTRUCTION. THE MIXTURE SHALL HAVE A MINIMUM MARSHALL STABILITY OF 1,000 THE PROJECT SPECIFICATIONS TO NOTES: POUNDS, AND THE SURFACE COURSE SHOULD BE COMPACTED TO A MINIMUM OF 97% ACHIEVE 95%OF MAXIMUM DRY 1. CONCRETE SHALL BE FIBER REINFORCED, AIR ENTRAINED, WITH MARSHALL DENSITY(ASTM SPECIFICATION D 1559). DENSITY(ASTM D1557) A MINIMUM MODULUS OF RUPTURE(Mr) OF 600 PSI, A 4000 7. THE PORTLAND CEMENT CONCRETE PAVEMENT MIXTURE SHALL BE IN ACCORDANCE WITH PSI 28 DAY STRENGTH, AND A 15-FOOT MAXIMUM JOINT AIR-ENTRAINED CONCRETE FOR PAVEMENT SECTIONS 9-03.1 OF THE WSDOT STANDARD SPACING o' SPECIFICA110NS FOR ROAD AND BRIDGE CONSTRUCTION. THE MIXTURE SHALL BE DESIGNED TO DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 4000 PSI AT 28 DAYS WITH STANDARD PAVEMENT SECTION HEAVY DUTY CONCRETE PAVEMENT SECTION A 4-INCH MAXIMUM SLUMP AND 5 TO 7%ENTRAINED AIR. 8. CONTRACTOR SHALL PROVIDE A PRIME COAT AND TACK COAT TO FACE OF CURB WHERE 1 NTS 2 NTS CURB CONTACTS ASPHALT. 9. PROOFROLLING SHOULD BE USED TO EVALUATE PAVEMENT SUBGRADE. 3 10. THE RECOMMENDED PAVEMENT SECTIONS ARE BASED ON THE ASSUMPTION THAT THE ; SUBGRADE CONSISTS OF UNDISTURBED SOIL OR STRUCTURAL FILL AND THAT THE o4S�R PAVEMENT WILL BE CONSTRUCTED DURING THE DRY SUMMER MONTHS. r ,p� 12" REFLECTIVE ALUMINUM RESERVED PARKING LEGEND AND BORDER- GREEN WHITE SYMBOL ON BLUE BACKGROUND n BACKGROUND- WHITE co TYPICAL AT ALL HANDICAP SPACES THIS SIGN TYPICAL AT ALL VAN ACCESSIBLE" VAN PARKING SPACES yb ACCESSIBLE PENALTY SIGN WITH WORDING AS REQUIRED BY STATE OR LOCAL LAW ALVANIZED"U"CHANNEL POST w oN a 4"DIA. SCH 40 GALVANIZED STEEL om al FILLED BOLLARD PAINTED OSHA YELLOW o a o FILLED WITH CONCRETE PAINT CONCRETE BLACK " AFTER CURING o AT ASPHALT LOCATIONS 0 4000 PSI CONCRETE in M a (TYPICAL) w —III—III—III—III—III= N C� '—III—I 1=1=1 III—I 11=111--1 1=I 11=1 -1_II—III=III—i —III=III—III—III—III= W 8" R III—III—III—III r. . III=1 =1 I I=1 =1 11= 0 W cn NOTE I �I I I I III I=1 1=1 11=1 =1 11=1 11=1 11=1 I i= Z a 3 a Z 1. LOCATE AT EDGE OF W PARKING SPACE UNLESS ACCOMPANIED V-6" N rL BY"VAN" LETTERING Z C7 N 3 O" C)J ACCESSIBLE PARKING SYMBOL 4 ACCESSIBLE PARKING SIGN a i NTS NTS CONSTRUCTION DRAWING APPROVAL Q 0 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY.• 0 o+ City Engineer, CITY OF ARLINGTON c H DATE: THIS APPROVAL VALID FOR 18 MONTHS C-81 Gi Note: I. installation includes removal of stakes one year after Installation. 2.Adjust tree ties during establishment to Prune diseased and I 3 allow for growth. broken branches "Chainlock"or equal I 3 2" 1adgepoI ine tree tree tie material (I" stakeS?J' Ion�driven I' width);nail or staple Into undisturb8d ground. tree tie to hold o Stain brown vertically, loop each For all trees tie around half tree within 4'of caving and 3'of water lines loosely to provide Century Products slack for trunk I growth 24"p - - _ - - _ - root barrier or approved _ - _ - - - - - - - - - 14.632.'7083 24"panels Water basin with 2"mulch Isnsto,I per manufacturers Paving I o p Paving Ur4llaoed planting pit 1/2 topsoil, 1/2 native soil, I .r v. 215 F 3 I Planting pit min, water thoroughly,fertilize a M twice size of root /,. OY L OM O Undisturbed soil i i i I / I A A j TREE PLANTING DETAIL - i No Scale I - - - 5 SF i 215 SF 3 Prune diseased and I j 65 SF broken branches 165 SF Water basin with 2"mulch Coinp acted topsoil water thoroug fertilize as req�d { Plontln hole min. twice sze of root ball I 165 SF i DRuGJ70fP 215 SF / 14,ll7 1 JF 460 SF Ld SHRUB PLANTING DETAIL % C I � No Scale NOT A PART _ I :I O NOTES OF SUBMITTAL 65 SF /' l I 6' IS) o I. 5ubgrade5,including berms,to within I I/loth foot provided by General Contractor unless otherwise noted.2. 5ubgrade shall be scarified or rototilled if conditions req Zuire. 81' 5. 4"depth 5-way topsoil or equal In all planting areas. T 4. Dewitt pro 5 filter fabric weed barrier(or equal)in all planting beds. 1� \ `\\ \ /j 5. 2"minimum depth washed rock in all planting beds. i ji Z Z 6. All plant material shall be healthy,full and conform to American I I(o5 SF �! 215 SF = O Nursery and Landscape Association specifications. Z -7. Plant material or size or kind not available may be substituted only with approval of Landscape Architect or Owner. I _ /i�/ -_I 0 8. All mass plantings shall have triangular spacing. I. Z 9. All tree pits shall be inspected to insure proper drainage. 3ci 1 Z 10. Positive drainage shall be maintained.Mound planting areas minimum 6". I 65 SF 11. Landscape Contractor shall maintain site until final Inspection and j 165 SF acceptance by Owner. 95 SF j ~l 65 SF PLANT LIST I B L BOTANICAL/COMMON CONDITION 215 SF zk � Fraxinus pennsylvanica 'Cimmzam'/ IS 2"Caliper g&B _ Q=mw Gimmaron Ash 105 SF 165 SF 95 Prunus cerasifera 'Thundercloud'/ IS 2"Caliper gqg � 365 SF 4T5 SF SF o \� 65 SF Thundercloud Plum/ o 16 65 5 SF 65 SF 1 SF o 385 SF 460 SF Prunus serrulata 'Kwanzan'/ 1p 2"Caliper BSB Kwanzan Cherry Acer polmatum '5ongo Koku'/ Bs B ! ' /i! //%/i '//i! % / /!/ //!j i' /! ' San o Koko Japanese mapleEl F / Viburnum t.'Sprine Bouquet' / 31 5 gallon full 4 bushy p et Viburnum r — — — — — — . -� j OP / o P Spring Bouquet S Irea x bum. 'Anthony Waterer./ 19 5 gallon full 8 bushy I _ _ — — _ _ SF�iIE __ — — — — — — — - w Anthony Waterer Bumald Spirea L — — — — — — — r LEGTfRIGAL _ _ —_ _ F ® Thuja 0. 'Emerald Green'/ 14 6' B8B - _EASEMENT= — — - — _ _ — — — - — —— - - —W c� W U 'w Emerald green arborvitae — — — — — — —SD—SD so se c_c—c—c A w o I ® Frunus L. 'Ott I Luyken'/ II'I 21" full d bushy Otto Lu k L W y en aurel o Azelea Hind Crimson 55 2 gallon full $ bushy 204T1-L ST. NE W Q Azelea Purple Splendor 42 2 gallon full $ bushy U � Nandina ddmestica 'Moon Bay'/ 41 2 gallon full S bushy Z o Moon Bay Heavenly Bamboo NOTE Z E -j Cp Erica Garnea Ping Spangles/ 205 I gallon full 8 bushy AN AUTOMATIC IRRIGATION � >m Heather SYSTEM WILL BE INSTALLED L,4NDSG,4f=E PLAN o Liorop muscari/ 155 1 gallon full $ bushy FOR ALL PLANTINGx AREAS. SCALE: 1''=20' Blue Lllyturf VEHICLE AREA SHADE Sheet LANDSCAPE PLAN kinnickirnnpk ylos wa-ursi/ 550 15 pots full VEHICLE AREA....................................................................45,515 SF S"pots REQUIRED 20% SHADED AREA........................9,163 SF NORTH 0 10' 20' 40' Sodded Lawn SHADED AREA PROVIDED............_......._......._.....,180 SF `Confirm all plant quantities Arlington Drugstore 7423 204th St NE Arlington, Washington, 98223 Storm Drainage Report 9 � 1 1 1 1505 Westlake Ave. N T 206.522.9510 Suite 305 F 206.522.8344 Seattle, WA 98109 www.pacland.com RANKVIA VIA F RA1 ki GIST F'G���c A9�,n S�GIST S/OK /OAAL Prepared By. Chris Dowd Reviewed By.Luke Randles, P.E. Prepared:April 2017 Revised:June 2017 RPI Drugstore Storm Drainage Report Arlington, Washington Section I Page EXECUTIVESUMMARY....................................................................................................................................................................3 DESIGNCRITERIA.............................................................................................................................................................3 PROPOSED DRAINAGE SYSTEM.....................................................................................................................................4 SECTION1-PROJECT OVERVIEW...................................................................................................................................................5 PROJECTDESCRIPTION....................................................................................................................................................5 SITELOCATION.................................................................................................................................................................5 SOILS..................................................................................................................................................................................6 SECTION 2-EXISTING CONDITIONS...............................................................................................................................................7 EXISTING SUB-BASINS......................................................................................................................................................7 EXISTING STORMWATER FACILITIES.............................................................................................................................7 SECTION3-DEVELOPED CONDITIONS..........................................................................................................................................8 DEVELOPEDSUB-BASINS................................................................................................................................................8 DEVELOPED STORMWATER FACILITIES........................................................................................................................8 SECTION 4-OFFSITE ANALYSIS.......................................................................................................................................................9 UPSTREAM ANALYSIS......................................................................................................................................................9 DOWNSTREAMANAYLSIS...............................................................................................................................................9 SECTION 5-CONDITIONS AND REQUIREMENTS.......................................................................................................................10 SECTION 6-HYDROLOGIC MODELING........................................................................................................................................13 EXISTING HYDROLOGY..................................................................................................................................................13 DEVELOPED SITE HYDROLOGY....................................................................................................................................13 FLOWCONTROL ANALYSIS...........................................................................................................................................14 WATERQUALITY SYSTEM.............................................................................................................................................14 SECTION 7-CSWPPP ANALYSIS AND DESIGN............................................................................................................................15 SECTION 8-SPECIAL REPORTS AND STUDIES............................................................................................................................18 SECTION9-OTHER PERMITS........................................................................................................................................................19 SECTION 10-OPERATIONS AND MAINTENANCE MANUAL.....................................................................................................20 APPENDICES: A-EXHIBITS B-PLANS C-OPERATIONS AND MAINTENANCE MANUAL D-GEOTECHNICAL REPORTS E- HYDROLOGIC MODELING CALCULATIONS PACLAND Project#10533005 Page 2 RPI Drugstore Storm Drainage Report Arlington, Washington Executive Summaty The proposed development is located at 7423 204t" St NE in Arlington, Washington. The site is bordered by SR 9 to the east, 240t" St NE to the south, two abandoned steel framed buildings to the west and a vacant lot to the north. The site is currently occupied by a cabinet store with associated gravel drive aisles and parking lot. The entire lot is approximately 2.23 acres in size. The project involves construction of a new drugstore building and coffee shop along with associated parking, vehicle display, drive aisles, drive through, landscaping, utilities, and storm drain facilities. The project site lies within the Portage Creek Subwatershed, which is part of the Stillaguamish Watershed. The property is zoned GC (General Commercial). The comprehensive plan for the site is also GC. Design Criteria: The City of Arlington uses Stormwater Management Manual (SWMMWW), 2012 Edition with 2014 amendments. Per the requirements of SWMMWW, both flow control and water quality mitigation will be required as a result of the proposed development. Table 1 Jurisdictional Requirements Peak Runoff Control: Match the pre-developed discharge rates from 50% of the 2-year peak flow up through the full 50-year peak flow Water Quality: 915t percentile, 24-hour runoff rate Conveyance Design: 25-year storm event PACLAND Project#10533005 Page 3 RPI Drugstore Storm Drainage Report Arlington, Washington Proposed Drainage System: The developed site shall be considered one sub-basin. A system of catch basins and underground storm drainage piping will collect stormwater runoff on the site and convey it to an open-bottom detention chamber network on the north side of the site. Prior to entering the detention system, runoff will be routed through Modular Wetland facilities to provide water quality treatment prior to infiltrating runoff. The detention chamber network will infiltrate up to the 100-year storm event on-site. See Section 6 for more detail about the proposed drainage system. PACLAND Project#10533005 Page 4 RPI Drugstore Storm Drainage Report Arlington, Washington OverviewSection I- Project Project Description The proposed development is located at 7423 204t" St NE in Arlington, Washington. The site is bordered by SR 9 to the east, 240t" St NE to the south, two abandoned steel framed buildings to the west and a vacant lot to the north. The site is currently occupied by a cabinet store with associated gravel drive aisles and parking lot. The entire lot is approximately 2.23 acres in size. The project involves construction of a new drugstore building and coffee shop along with associated parking, drive aisles, drive through, landscaping, utilities, and storm drain facilities. The proposed project will include the construction of an approximately 14,670 SF drugstore and possibly a 2,000 SF coffee stand for future development. The overall paved area will be approximately 1.41 AC. Site Location 117 it 'Valley ftr,ee's portage/49 E PROJECT SITE JR .- Figure 2 - Site Location Location: 7423 204 St NE, Arlington, WA 98223 Section/Township/Range: SE Quarter of Section 29, Township 31, Range 05 Parcel/Tax Lot(s): Eastern - 31051100304100 Western - 31052900405400 Size: 2.23 acres PACLAND Project#10533005 Page 5 RPI Drugstore Storm Drainage Report Arlington, Washington City, County, State: Arlington, Snohomish County, Washington Governing Agency: City of Arlington Design Criteria: 2012 Stormwater Management Manual for Western Washington (2014 Amendments) Drainage Basin: The project site is located within the Portage Creek Subwatershed which is part of the Stillaguamish Watershed. Soils Websoil Survey if Ot Soil M,I,n�.i y=not Inc v.i l�cl_ t tl S.,sc.ilc. _•^_ dk AN Figure 3 - Site Soils (USDA Web Soil Survey Map) The site is underlain entirely of Norma loam according to the USDA Natural Resource Conservation Service, Web Soil Survey for Snohomish County Area, Washington. Geotechnical Report The following information was gathered from a report created by Zipper Geo Associates, LLC. on March 9, 2017. Per the report, the site is underlain by well-drained Marysville Sand Member, stratified to massive outwash sand with some fine gravel and some areas of silt and clay. According to the report, the design rate for infiltration on site should be 6 inches/hour. This design rate was used to model the stormwater detention on this site. PACLAND Project#10533005 Page 6 RPI Drugstore Storm Drainage Report Arlington, Washington Section 2- Existing Conditions Existing Sub-basins The existing site consists of one sub-basin. The majority of stormwater on this site infiltrates into the ground. The existing grading of the site transports stormwater toward existing catch basins south of the existing building. Stormwater that lands in the northwest corner of the site sheet flows to the existing private street to the west of the property. The upstream and downstream analysis of this sub-basin will be described in more detail in Section 4. An exhibit showing the existing conditions is provided in Appendix A. Existing Stormwater Facilities There are four existing catch basins within the property that will be removed during construction. These catch basins do not tie into any storm system, and therefore infiltrate into the ground. The existing site does not provide any flow control or water quality facilities. The existing hydrology will be described in more detail in Section 6. PACLAND Project#10533005 Page 7 RPI Drugstore Storm Drainage Report Arlington, Washington Section 3- Developed Conditions Developed Sub-basins The developed basin is also considered one sub-basin and preserves the same drainage patterns as the existing site. However, the developed site will infiltrate 100% of the stormwater within the detention chamber network. The upstream and downstream analysis of these two sub- basins will be described in more detail in Section 4. An exhibit showing the developed conditions is provided in Appendix A. Developed Stormwater Facilities The developed property will implement a series of catch basins and storm pipes to collect and convey stormwater to the proposed detention chamber network located on the northern portion of the center drive aisle. More detail about the developed hydrology and stormwater facilities will be described in Section 6. PACLAND Project#10533005 Page 8 RPI Drugstore Storm Drainage Report Arlington, Washington Off-SiteSection 4- Analysis Upstream Analysis Minimal stormwater from adjacent properties will drain onto the project site. Any off-site run- on will be collected in landscape buffers along the perimeter of the site. Stormwater from the properties to the south will enter the municipal storm system before reaching the proposed project. There is minimal offsite tributary area contributing to the storm system. Downstream Analysis The proposed project will not contribute any stormwater downstream of the site. All the stormwater runoff on the site will be conveyed to the proposed detention chamber network for infiltration. Therefore, no downstream impacts will be created. PACLAND Project#10533005 Page 9 RPI Drugstore Storm Drainage Report Arlington, Washington ConditionsSection 5- and Requirements As required by the 2014 Stormwater Management Manual for Western Washington (SWMMWW), this project is subject to a full drainage review. Therefore, the storm drainage design for this project is required to comply with all ten (10) Minimum Requirements. The requirements have been met as follows: Minimum Requirement #1: Preparation of Stormwater Site Plans This project proposes to replace greater than 2,000 square feet of impervious surface; thus, Minimum requirement#1 applies and a Stormwater Site Plan must be prepared for review by the local jurisdiction. Response: This Storm Drainage Report has been prepared to address this requirement. Minimum Requirement #2: Construction Stormwater Pollution Prevention All erosion and sediment control measures shall be governed by the requirements of Department of Ecology's 2014 Stormwater Management Manual for Western Washington and the General Permit for Construction Stormwater. The twelve elements as identified in the manual and provided below will be incorporated into the TESC plans: Element 1: Preserve Vegetation/Mark Clearing Limits Element 2: Establish Construction Access Element 3: Control Flow Rates Element 4: Install Sediment Controls Element 5: Stabilize Soils Element 6: Protect Slopes Element 7. Protect Drain Inlets Element 8: Stabilize Channels and Outlets Element 9: Control Pollutants Element 10: Control De-watering Element 11: Maintain BMPs Element 12: Manage the Project Element 13: Protect Low Impact Development BMPs Response: Temporary Erosion and Sediment control plans will be prepared to address the elements identified. Since the project will result in greater than 1 acre of soil disturbance, a Stormwater Pollution Prevention Plan (SWPPP) will be prepared and coverage under the NPDES Construction Stormwater General Permit will be obtained prior to construction. See Section 8 of this report for a complete description of the construction and erosion control strategies being implemented. PACLAND Project#10533005 Page 10 RPI Drugstore Storm Drainage Report Arlington, Washington Minimum Requirement #3: Source Control of Pollution All known, available, and reasonable source control BMPs must be applied to all projects. Source control BMPs must be selected, designed, and maintained according to the 2014 SWMMWW. Response: Source control BMPs will be implemented according to the standards outlined in the 2014 SWMMWW. Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls Natural drainage patterns shall be maintained, and discharges from the project site shall occur at the natural location, to the maximum extent practicable. The manner by which runoff is discharged from the project site must not cause a significant adverse impact to downstream receiving waters and downgradient properties. All outfalls require energy dissipation. Response: The proposed drainage design is consistent with the existing site. The proposed development will store and infiltrate stormwater within its boundaries. The stormwater will not contribute to downstream waters due to this. Refer to Section 6 more detail about the existing and proposed drainage hydrology. Minimum Requirement #5: On-site Stormwater Management Projects shall employ On-site Stormwater Management BMPs in accordance with the following projects thresholds, standards, and lists to infiltrate, disperse, and retain stormwater runoff on- site to the extent feasible without causing flooding or erosion impacts. Response: The proposed system will implement on-site stormwater management BMPs per the 2014 SWMMWW. Minimum Requirement #6: Runoff Treatment Projects in which the total of effective, pollution-generating impervious surface (PGIS) is 5,000 SF or more in a threshold discharge area of the project require construction of stormwater treatment facilities. Projects in which the total of pollution-generating pervious surfaces (PGPS) is three-quarters (3/4) of an acre or more in a threshold discharge area, and from which there is a surface discharge in a natural or man-made conveyance system from the site also require treatment facilities. 91% of the runoff volume of an approved continuous runoff model will be required to be treated for water quality. Response: Water quality treatment facilities will be implemented per Volume V of the 2014 SWMMWW. Minimum Requirement #7: Flow Control Projects must provide flow control to reduce the impacts of stormwater runoff from hard surfaces and land cover conversions. The requirement below applies to projects that discharge stormwater directly, or indirectly through a conveyance system, into a fresh waterbody. PACLAND Project#10533005 Page 11 RPI Drugstore Storm Drainage Report Arlington, Washington Stormwater discharges shall match 50% of the pre-developed 2-year peak flow up to the full 50 -year peak flow. The pre-developed condition should match a forested land cover. Proper Flow Control BMPs shall be selected and designed according to the current SWMMWW. Response: The proposed site will direct all runoff via catch basins and storm pipes to a detention chamber network for infiltration. This detention chamber network will be able to accommodate for the required flows. Minimum Requirement #8: Wetlands Protection The thresholds identified in Minimum Requirement #6 and Minimum Requirement#7 shall also be applied for any discharge to wetlands. Response: There are no wetlands within the development area of the site. Minimum Requirement #9: Basin/Watershed Planning Projects may be subject to equivalent or more stringent minimum requirements for erosion control, source control, treatment, and operation and maintenance, and alternative requirements for flow control and wetlands hydrologic control as identified in Basin/Watershed Plans. Response: No known alternative requirements for flow control have been identified for this site. Minimum Requirement #10: Operation and Maintenance An operation and maintenance manual that is consistent with the provisions in the SWMMWW shall be provided for proposed stormwater facilities and BMPs, and the parties responsible for maintenance and operation shall be identified. Response: The Operations and Maintenance of the storm water management system is detailed in the Operations and Maintenance section of this report. PACLAND Project#10533005 Page 12 RPI Drugstore Storm Drainage Report Arlington, Washington HydrologicSection 6- . . - Existing Site Hydrology The existing site consists of one sub-basin. This sub-basin ranges from an elevation of about 129 in the southeast and slopes down to an elevation of 122 in the northwest corner. The majority of stormwater runoff infiltrates into the landscaping on site. The remaining runoff sheet flows toward the northwest corner of the site and on to the asphalt road to the west of the site. The pre-developed conditions for the project site area are shown in Table 3. An exhibit showing the existing conditions is provided in Appendix A. Table 3 Pre-Developed (Existing) Conditions Land Cover Area Concrete 0.14 AC Gravel 1.26 AC Landscape 0.42 AC Roof 0.41 AC Developed Site Hydrology The developed site will preserve the general configuration of the existing sub-basin, with runoff generally flowing from the southeast corner to the northwest corner. Stormwater on site will be collected by catch basins and conveyed to a detention chamber network for infiltration. Prior to infiltrating, stormwater will be treated using Modular Wetland water treatment structures. All stormwater on site will be treated and detained on site. Therefore, the existing drainage pattern is maintained. The post-developed conditions and peak runoff rates for the entire basin area are shown in Table 4. An exhibit showing the developed conditions is provided in Appendix A. The proposed grading and drainage plan is included in Appendix B. Table 4 Developed Conditions Condition Area Pavement (PGIS) 1.10 AC Concrete 0.23 AC Landscape 0.53 AC Roof 0.38 AC Flow Control Analysis The proposed design will implement a detention chamber network to store and infiltrate the stormwater to account for 50% of the pre-developed 2-year peak flow up to the full 50-year peak flow. The required storage calculated using WWHM is 10,800 CF. This requires a surface PACLAND Project#10533005 Page 13 RPI Drugstore Storm Drainage Report Arlington, Washington area of 2,401 SF for infiltration. The proposed design for the detention chamber system shows a surface area of 2,441 SF. There will be four rows of chambers being implemented in the design. The overall height of the chambers including the gravel below and above the chamber is 5.5 feet. For more information on the detention chamber details and plans, reference Appendix B. The developed flow requires information regarding sizing of stormwater detention, performed using WWHM, can be found in Appendix E. Table 5 Existing Flow Rates Storm Event Flow Rate (cfs) 2-year 0.078 5-year 0.12 10-year 0.15 25-year 0.20 50-year 0.24 100-year 0.28 Table 6 Developed Flow Rates Storm Event Flow Rate (cfs) 2-year 0 5-year 0 10-year 0 25-year 0 50-year 0 100-year 0 Water Quality System Runoff from pollutant-generating surfaces will be managed using Modular Wetland water treatment structures prior to entering the detention chamber network for infiltration. Per the SWMMWW, water quality treatment will be provided such that 91% of the runoff generated from pollutant-generating surfaces. Runoff generated from non-pollutant generating surfaces, has been routed directly to conventional detention systems. For more information on the modular wetland details and plans, reference Appendix B. PACLAND Project#10533005 Page 14 RPI Drugstore Storm Drainage Report Arlington, Washington Section 7- CSWPPP Analysis and Design All erosion and sediment control measures shall be governed by the requirements Department of Ecology's 2014 Storm Water Management for Western Washington and the General Permit for Construction Storm Water. A National Pollutant Discharge Elimination System (NPDES) Permit will be obtained and a Stormwater Pollution Prevention Plan (SWPPP) will be prepared for this project. A temporary erosion and sedimentation control plan will be prepared to assist the contractor in complying with these requirements. The Erosion and Sediment Control (ESC) plan will be included with the construction plans. 1. Construction Sequence and Procedure The proposed development will include an erosion/sedimentation control plan designed to prevent sediment-laden run-off from leaving the site during construction. The erosion potential of the site is influenced by four major factors: soil characteristics, vegetative cover, topography, and climate. Erosion/sedimentation control is achieved by a combination of structural measures, cover measures, and construction practices that are tailored to fit the specific site. The contractor will be responsible for implementing the following erosion control and storm water management control measures. The contractor may designate these tasks to certain subcontractors as they see fit, but the ultimate responsibility for implementing these controls and ensuring their proper functioning remains with the contractor. The order of activities will be as follows. Phase 1 1. Prior to any construction work on the site, representatives from the City of Arlington must approve the storm water pollution prevention plan. 2. Mark clearing limits. 3. Install inlet protection to all existing catch basins. 4. Install temporary stabilized construction entrance. 5. Install perimeter silt fences, interceptor swales, etc. Protect existing and proposed infiltration areas. 6. Construct temporary sediment and infiltration pond. 7. Remove any existing structures that may be on site. 8. Protect and stabilize slopes. 9. Begin clearing and grubbing operations. Clearing and grubbing done from October 15t through April 30t" is authorized as long as there are erosion and sediment control measures. 10. Commence site grading. PACLAND Project#10533005 Page 15 RPI Drugstore Storm Drainage Report Arlington, Washington Phase 2 1. Disturbed areas of the site where construction activity has ceased for more than 7 days between May 1 and September 30 or 2 days between October 1 and April 30 shall be temporarily seeded and watered. 2. Install haul road. 3. Construct building pad and install concrete wash out area. 4. Construct permanent storm water facilities. Remove temporary sedimentation ponds. 5. Install utilities, underdrains, storm sewers, curbs and gutters. 6. Install inlet/outlet protection at the locations of all grate inlets, curb inlets, and at the ends of all exposed storm sewer pipes. 7. Install rip rap around outlet structures. 8. Prepare site for paving. Finalize pavement subgrade preparation. 9. Remove inlet protection around inlets and manholes no more than 48 hours prior to placing stabilized base course. 10. Install base material as required for pavement. Pave site. Do not pave over catch basins. 11. Complete final grading in non-parking areas and install permanent seeding and planting. 12. Remove silt fencing only after all paving is complete and exposed surfaces are stabilized. 13. Remove temporary construction exits only prior to pavement construction in these areas (These areas are to be paved last). The degree of erosion risk on the proposed project site is minimal. Slope across the site is minimal. Runoff will not travel at high velocities across the site and, therefore, will not cause noticeable erosion impacts. 2. Temporary Soil Stabilization Temporary stabilization practices for this project include: • Temporary seeding and planting of all unpaved areas using the hydro-mulching grass seeding technique. • Mulching exposed areas. • Installation of rolled erosion control products. Structural practices for this project include the following. Refer to the Erosion Control plans for specific locations and details: • Inlet protection using fiber fabric. • Outlet protection (velocity dissipation) using rip rap. • Perimeter protection using silt fences. • Stabilized construction entrance/exit points and staging area. • Temporary sediment basin. • Silt fence. • Interceptor swales. • Temporary storm drain riser. Daily inspection of the erosion control measures will be required during construction. Any sediment buildup shall be removed and disposed offsite at an appropriate disposal facility. PACLAND Project#10533005 Page 16 RPI Drugstore Storm Drainage Report Arlington, Washington Vehicle tracking of mud off-site shall be avoided. A gravel construction entrance/exit will be installed at a location to enter the site. The construction entrance/exit is a minimum requirement and may be supplemented if tracking of mud onto public streets becomes excessive. In the event that mud is tracked off site, it shall be swept and disposed of offsite on a daily basis. Because vegetative cover is the most important form of erosion control, construction practices must adhere to stringent cover requirements. More specifically, the contractor will not be allowed to leave soils open for more than 7 days between May 1st and September 30th and 2 days between October 1st and April 30t". Soils shall be stabilized at the end of the shift before a holiday or weekend if needed based on the weather forecast. Applicable practices include, but are not limited to, temporary and permanent seeding, sodding, mulching, plastic covering, and soil application of polyacrylamide. Soil stockpiles must be stabilized from erosion, protected with sediment trapping measures, and, where possible, be located away from storm drain inlets, waterways and drainage channels. 3. Temporary Sediment Control Pond Storm water shall be detained on-site during construction in a temporary sediment control pond and two temporary sediment ponds located in the southwest corner of the site. The contractor shall construct interceptor swales to keep storm water from leaving the site. The sediment ponds will need to adhere to all NPDES and SWPPP requirements. The DOE requires that temporary sediment ponds need to be designed to contain the 10-year developed event. The sediment ponds are sized to approximately 30% of the volume of the infiltration pond to provide for pre-settling. 4. Permanent Erosion Control and Site Restoration Upon completion of the project, areas of the site that are not stabilized with paving, rooftops, or landscaping as shown on the site plans will be protected with either grass, ground cover/plantings or existing vegetation as shown on the Landscape Plans. In general, storm runoff from the site will be collected by catch basins connected to a storm water quality structure and then flows into detention system. S. Inspection Sequence The construction site operator will periodically inspect its sites. Because our project disturbs more than one acre, a certified erosion and sediment control lead will be identified within the SWPPP. This individual will be present on site or on call at all times. 6. Control of Pollutants Other than Sediments Pollutants shall be controlled on the work site through the utilization of a centralized area for equipment, a concrete truck washout, and an area designated for temporary storage of debris and stockpiled materials. PACLAND Project#10533005 Page 17 RPI Drugstore Storm Drainage Report Arlington, Washington Section 8- Special Reports and Studies The following Special Reports and Studies were used or have been completed for this project: • Arlington Drugstore Traffic Impact Analysis - by Gibson Traffic Consultants, Inc. • FEMA FIRM Panel 392 dated November 8, 1999 • Geotechnical Engineering Report- by Zipper Geo Associates, LLC. PACLAND Project#10533005 Page 18 RPI Drugstore Storm Drainage Report Arlington, Washington Section • Other • ermits The following governmental approvals or permits will likely be required for this project: • City of Arlington SEPA Determination • City of Arlington Construction Permit • City of Arlington Plumbing Permit • City of Arlington Mechanical Permit • City of Arlington Fire Sprinkler and Fire Alarm Permit • Department of Ecology Construction Stormwater General Permit These permits will require approval by the City of Arlington or the Department of Ecology. PACLAND Project#10533005 Page 19 RPI Drugstore Storm Drainage Report Arlington, Washington Section 10- Operations and Maintenance Manual The owner or operator of the project shall be responsible for maintaining the stormwater facilities in accordance with local requirements. A manual detailing the operations and maintenance for all privately-maintained drainage facilities has been prepared and can be found in Appendix C. PACLAND Project#10533005 Page 20 RPI Drugstore Storm Drainage Report Arlington, Washington Appendix A - Exhibits PACLAND Project#10533005 Page 21 RPI Drugstore Storm Drainage Report Arlington, Washington NISVB-BnS ONLLSIX3 O VM'NOION1_WV X 3N 1S H140d CZ4L g1O1SOMO NOMN W W 6 8S I I ---- ■f�fEf■M'l�f�fEf■ I - �-f!■f�fff■f■� I I ■ ■ ■ I ; � I 3 i j W CO ■ Z U) ■ o � ■ I 7•L■ ■s-ff■a-■f���s��t�■sff�a-if I �'� - 1 i I 4 •U*-116Z'b M Oy rlebVK 6�7-',1,-.'.­',' j 1 O 4 133US 403 tlrf\191\wihyl'��N3VVY\S PACLAND Project#10533005 Page 22 RPI Drugstore Storm Drainage Report Arlington, Washington Neve-ens oaao,3n3a o ^ I: VM'" NO1JNlHV N , ► v v(� 3N 1S HL60Z MIZ x wwa .no nw wq«w, `'D Su '"+n'-in"•^' 3UM W NOMM-1klV W 6 kVMHJIH , U R -- ■f■f■f■-Hf■'fiffE■�-FE■f�f�E■fi � �S , R iW z IF-: z CO CIO v3i I �j M1 ■ F5 Q. 0 U � � i i it I quo z-��a w•n a.o Kaa-a+s veeoww•is wuayAwa,,weq�wt ao-co•noe\vewc�ran�x�uuz w�ac rai\u�wahM•e,ww\s PACLAND Project#10533005 Page 23 RPI Drugstore Storm Drainage Report Arlington, Washington ." Nsve-ens a3dol30l3a o VM'NOIONnHV ? 3N 1S HUVOZ EZCL X :wow aoa ai «•o�w '�•„:+, "tnr 3wolsorm NOIONIUV LLl 6,kVMHJIH t I = ea -------------------— ---- ® i a I , 1 i 1 Z Z m�M C10 i 3 � N � I I e I � 1 I I I I I 1 I ----------- 1 1 1 � E s -.%k e-nu'rc wo 1-1-w loft"K fw\wA\ bw,wain\s PACLAND Project#10533005 Page 24 RPI Drugstore Storm Drainage Report Arlington, Washington Appendix 6 - Plans PACLAND Project#10533005 Page 25 RPI Drugstore Storm Drainage Report Arlington, Washington 1 w Mnd 3!DVMVW CM ONIOVUO VM'NOlONI-w'V 3N 1S HLVOS 6ZVL �.drw .wuwl .wn«.. �r1.Sa 3t101SIX14!(]NOlONr1HV U �� } El Y1 t_ I I 6,kVMHJIH 7 Z Id 0 1 e x Ye Ye ke O ke ye y°ke I A ke ke ' ryry A `AA7_t 7C I - y9 A 7C Y.I p Ye 1 I. _ ail •_ _- I fi. Ida cC . I_ ag ke - ° IW o0 (� 1 3 g .^.I Ric 3 ke a IV-*/Q Rik 1 '�� - k I I v> 1 iCR 1 Q y ~ I «A«a9 agtt «z kit N ye ye ye y°�y~�8k° ye k° Ifs ,i, I Fl 1 " kg le I 1 I © +O IQ 16 ` I p5 YIL k° 1_ry 1C 1 Y!Y: Y:7 A16 � e e_ AR �r Ye' �ke� ye Ye ke ke 761C Y. I E- 111B ke \ ^e e e t 1 F X'_ 1 O :r z W W g- :E] S 4O �avv®®aa 000000" _ _ ati.i II r- v'lo nw�ozlennlsowt\+�1»n•x+a ss��4.� +h�ls+w�z PACLAND Project#10533005 Page 26 RPI Drugstore Storm Drainage Report Arlington, Washington wulnWPu r4aTlLLMaJOl YLW I<w,q«LL WiY+Wi�Sb K�W W,W M.vab<NgaJYOw YMLOYOYh l.'JWW►urO VJUJWOfupNfMNOM9Ye MawoI,.00<,N WY4,<e Ni<,'r yrgq r .. . ao.00awo LL wr WYMI ►MULI Muva w NOIl?3S ssouo auvaNVIS O urrcFr000-� 11V0i11 Ifll RI MAIryO W.00�NO WI IYOILA7/.}$3p 711YJ MW A3M OAIB NVW3fY11 0".0Y9Y Z 3 o E S F 1Sv LLLL EEff F F2 �w iYSh� C pf m ��� 1L�o� o w o�� L- x F SS88 0 Cr CO a¢ rcY' agog o c. d o.o W 463 m3U i 9 U U Md CC WO33 E V 2.f o M J t lg W Z g Q �1 iE If O SLL a 110 U � a W rci d v N ;i, m 2 3 Q �w ww uow �x� CmJ �_ z " tj awe $o Va a � a5 o aIx we o W- m kVY o� m so ^ W �5g D)» w o " aye FS s LL w o S$ w U �¢ w 4 ffm 3 go may . yW J cc WS a p LL Z^< E Log Yoyi S ��' $ o W� kkff x aN <S G7 O Sa 11jw 'F W&VI n3 I x 3 5� ► z .;o i - a"-°w O G� W a C O 2n� li{ �•` n +� V w w p2 �" I a �$ �� m go �� nn � WO Ny3��y60 F ��w�YSW54 PACLAND Project#10533005 Page 27 RPI Drugstore Storm Drainage Report Arlington, Washington a �2 � �O 1p� O cc o $ -J IN 11 {;4I�<���, --- --------• C Ira U O N T — ' o ' a z e ° �x W 7�O fill o < a 33 91 O LL iv W Ui rz- UJ �i Z b4 N S < � PACLAND Project#10533005 Page 28 RPI Drugstore Storm Drainage Report Arlington, Washington Appendix C - Operations and Maintenance Manual PACLAND Project#10533005 Page 29 RPI Drugstore Storm Drainage Report Arlington, Washington Maintenance Checklist for Catch Basins and Inlets Frequency Drainage v Problem Conditions To Check For Conditions That Should Exist System Feature M,S General Trash,debris,and Trash or debris in front of the No trash or debris located sediment in or on catch basin opening is blocking immediately in front of catch basin capacity by more than 10%. basin opening. Grate is kept clean and allows water to enter. M Sediment or debris(in the basin) No sediment or debris in the that exceeds 1/3 the depth from catch basin. Catch basin is the bottom of basin to invert of dug out and clean. the lowest pipe into or out of the basin. M,S Trash or debris in any inlet or Inlet and Outlet pipes free of pipe blocking more than 1/3 of trash or debris. its height. M Structural damage Corner of frame extends more Frame is even with curb. to frame and/or than 1/4 inch past curb face into top slab the street(if applicable). M Top slab has holes larger than 2 Top slab is free of holes and square inches or cracks wider cracks. than 1/4 inch(intent is to make sure all material is running into the basin). M Frame not sitting flush on top Frame is sitting flush on top slab,i.e.,separation of more than slab. 3/4 inch of the frame from the top slab. A Cracks in basin Cracks wider than 1/2 inch and Basin replaced or repaired walls/bottom longer than 3 feet,any evidence to design standards. of soil particles entering catch Contact a professional basin through cracks,or engineer for evaluation. maintenance person judges that structure is unsound. A Cracks wider than 1/2 inch and No cracks more than 1/4 inch longer than 1 foot at thejoint of wide at the joint of any inlet/outlet pipe or any inlet/outlet pipe. Contact a evidence of soil particles entering professional engineer for catch basin through cracks. evaluation. A Settlement/ Basin has settled more than 1 Basin replaced or repaired misalignment inch or has rotated more than 2 to design standards. inches out of alignment. Contact a professional engineer for evaluation. M,S Fire hazard of other Presence of chemicals such as No color,odor,or sludge. pollution natural gas,oil,and gasoline. Basin is dug out and clean. Obnoxious color,odor,or sludge noted. M,S Outlet pipe is Vegetation or roots growing in No vegetation or root clogged with inlet/outlet pipejoints that is growth present. vegetation more than 6 inches tall and less than 6 inches apart. PACLAND Project#10533005 Page 30 RPI Drugstore Storm Drainage Report Arlington, Washington Maintenance Checklist for Conve ance Systems (Pipes, Ditches and Swales) Frequency Drainage Problem Conditions To Check For Conditions That Should Exist System Feature M,S Pipes Sediment& Accumulated sediment that exceeds Pipe cleaned of all sediment and debris 20%of the diameter of the pipe. debris. M Vegetation Vegetation that reduces free All vegetation removed so water movement of water through pipes. flows freely through pipes. A Damaged Protective coating is damaged;rust is Pipe repaired or replaced. (rusted,bent, causing more than 50%deterioration or crushed) to any part of pipe. M Any dent that significantly impedes Pipe repaired or replaced. flow(i.e.,decreases the cross section area of pipe by more than 20%). M Pipe has major cracks or tears allowing Pipe repaired or replaced. groundwater leakage. M,S Open Trash&debris Dumping of yard wastes such as grass Remove trash and debris and Ditches clippings and branches into basin. dispose as prescribed by the Unsightly accumulation of County. nondegradable materials such as glass, plastic,metal,foam,and coated paper. M Sediment Accumulated sediment that exceeds Ditch cleaned of all sediment and buildup 20%of the design depth. debris so that it matches design. A Vegetation Vegetation(e.g.,weedy shrubs or Water flows freely through saplings)that reduces free movements ditches. Grassy vegetation of water through ditches. should be left alone. M Erosion Check around inlets and outlets for Find caused of erosion and damage to signs of erosion. Check berms for eliminated them. Then slopes slopes signs of sliding or settling. Action is should be stabilized by using needed where eroded damage over 2 appropriate erosion control inches deep and where there is measure(s);e.g.,rock potential for continues erosion. reinforcement,planting grass, compaction. PACLAND Project#10533005 Page 31 RPI Drugstore Storm Drainage Report Arlington, Washington Maintenance Checklist for Conveyance Systems (Pipes, Ditches and Swales) - continued A Rock lining Maintenance person can see native Replace rocks to design standard. out of place or soil beneath the rock lining. missing(if applicable) Varies Catch See Catch Basins Checklist. See Catch Basins Checklist. basins M,S Swales Trash&debris See above for Ditches. See above for Ditches. M Sediment See above for Ditches. Vegetation may need to be buildup replanted after cleaning. M Vegetation Grass cover is sparse and seedy or Aerate soils and reseed and not growing areas are overgrown with woody mulch bare areas. Maintain grass or overgrown vegetation. height at a minimum of 6 inches for best stormwater treatment. Remove woody growth, recontour,and reseed as necessary. M,S Erosion See above for Ditches. See above for Ditches. damage to slo es M Conversion by Swale has been filled in or blocked by If possible,speak with homeowner to shed,woodpile,shrubbery,etc. homeowner and request that incompatible swale area be restored. Contact use the County to report problem if not rectified voluntarily. A Swale does Water stands in swale or flow velocity A survey may be needed to check not drain is very slow. Stagnation occurs. grades. Grades need to be in 1- 5%range if possible. If grade is less than 1%underdrains may need to be installed. M,S Trash or litter Dumping of yard wastes such as grass Remove trash and debris and clippings and branches onto grounds. dispose as prescribed by the Unsightly accumulation of County. nondegradable materials such as glass, plastic,metal,foam,and coated paper. M,S Erosion of Noticeable rills are seen in landscaped Causes of erosion are identified Ground areas. and steps taken to slow Surface down/spread out the water. Eroded areas are filled, contoured,and seeded. A Trees Damage Limbs or parts of trees or shrubs that Trim trees/shrubs to restore and are split or broken which affect more shape. Replace trees/shrubs with shrubs than 25%of the total foliage of the severe damage. tree or shrub. M Trees or shrubs that have been blown Replant tree,inspecting for injury down or knocked over. to stem or roots. Replace if severely damaged. A Trees or shrubs which are not Place stakes and rubber-coated adequately supported or are leaning ties around young trees/shrubs over,causing exposure of the roots. for support. Comments: A = Annual (March or April, preferred) M = Monthly (see schedule) S = After major storms (use 1-inch in 24 hours as a guideline) PACLAND Project#10533005 Page 32 a M O D U L A R WETLANDS Inspection Guidelines for Modular Wetland System - Linear Inspection Summary Inspect Pre-Treatment, Biofiltration and Discharge Chambers —average inspection interval is 6 to 12 months. • (15minute average inspection time). o NOTE: Pollutant loading varies greatly from site to site and no two sites are the same. Therefore, the first year requires inspection monthly during the wet season and every other month during the dry season in order to observe and record the amount of pollutant loading the system is receiving. System Diagram 01 Pre-treatment Chamber Access to separation chamber G) Biofiltration Chamber and pre-filter cartridges Discharge Chamber Access to discharge chamber and orifice control Curb Inlet Individual Media Filters Pre-filter Cartridge ti i 0 ti 0 Vertical Underdrain Manifold Cartridge Housing rlQn .l Drain-Down Line aioMed iaGREEN XE D I AU Flow Control Riser O Outlet Pipe www.modularwetiands.com RPI Drugstore Storm Drainage Report Arlington, Washington WETLANDS Inspection Steps The core to any successful stormwater BMP maintenance program is routine inspections. The inspection steps required on the MWS Linear are quick and easy. As mentioned above the first year should be seen as the maintenance interval establishment phase. During the first year more frequent inspections should occur in order to gather loading data and maintenance requirements for that specific site. This information can be used to establish a base for long term inspection and maintenance interval requirements. The MWS Linear can be inspected though visual observation without entry into the system. All necessary pre-inspection steps must be carried out before inspection occurs, especially traffic control and other safety measures to protect the inspector and near-by pedestrians from any dangers associated with an open access hatch or manhole. Once these access covers have been safely opened the inspection process can proceed: • Prepare the inspection form by writing in the necessary information including project name, location, date &time, unit number and other info (see inspection form). • Observe the inside of the system through the access hatches. If minimal light is available and vision into the unit is impaired utilize a flashlight to see inside the system and all of its chambers. • Look for any out of the ordinary obstructions in the inflow pipe, pre-treatment chamber, biofiltration chamber, discharge chamber or outflow pipe. Write down any observations on the inspection form. • Through observation and/or digital photographs estimate the amount of trash, debris and sediment accumulated in the pre-treatment chamber. Utilizing a tape measure or measuring stick estimate the amount of trash, debris and sediment in this chamber. Record this depth on the inspection form. www.modularwetiands.com - L WETLANDS • NOTE: During the first few storms the water level in the outflow chamber should be observed and a 6" long horizontal watermark line drawn (using a large permanent marker) at the water level in the discharge chamber while the system is operating at 100% capacity. The diagram below illustrates where a line should be drawn. This line is a reference point for future inspections of the system.- Water Level Marks i Water Level Mark Using a permanent marker draw a 6 inch long horizontal line, as shown, at the higher water level in the MWS Linear discharge chamber. • Water level in the discharge chamber is a function of flow rate and pipe size. Observation of water level during the first few months of operation can be used as a benchmark level for future inspections. The initial mark and all future observations shall be made when system is at 100% capacity (water level at maximum level in pre-treatment chamber). If future water levels are below this mark when system is at 100% capacity this is an indicator that maintenance to the pre-filter cartridges may be needed. • Finalize inspection report for analysis by the maintenance manager to determine if maintenance is required. www.modularwetlands.com RPI Drugstore Storm Drainage Report Arlington, Washington WETLANDS Maintenance Indicators Based upon observations made during inspection, maintenance of the system may be required based on the following indicators: • Missing or damaged internal components or cartridges. • Obstructions in the system or its inlet or outlet. • Excessive accumulation of floatables in the pre-treatment chamber in which the length and width of the chamber is fully impacted more than 18". J G� r_ �1 Y� • Excessive accumulation of sediment in the pre-treatment chamber of more than 6" in depth. www.modularwetiands.com RPI Drugstore Storm Drainage Report Arlington, Washington WETLANDS Inspection Notes 1. Following maintenance and/or inspection, it is recommended the maintenance operator prepare a maintenance/inspection record. The record should include any maintenance activities performed, amount and description of debris collected, and condition of the system and its various filter mechanisms. 2. The owner should keep maintenance/inspection record(s) for a minimum of five years from the date of maintenance. These records should be made available to the governing municipality for inspection upon request at any time. 3. Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. 4. Entry into chambers may require confined space training based on state and local regulations. 5. No fertilizer shall be used in the Biofiltration Chamber. 6. Irrigation should be provided as recommended by manufacturer and/or landscape architect. Amount of irrigation required is dependent on plant species. Some plants may not require irrigation after initial establishment. www.modularwetiands.com RPI Drugstore Storm Drainage Report Arlington, Washington WETLANDS Inspection Notes 1. Following maintenance and/or inspection, it is recommended the maintenance operator prepare a maintenance/inspection record. The record should include any maintenance activities performed, amount and description of debris collected, and condition of the system and its various filter mechanisms. 2. The owner should keep maintenance/inspection record(s)for a minimum of five years from the date of maintenance. These records should be made available to the governing municipality for inspection upon request at any time. 3. Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. 4. Entry into chambers may require confined space training based on state and local regulations. 5. No fertilizer shall be used in the Biofiltration Chamber. 6. Irrigation should be provided as recommended by manufacturer and/or landscape architect. Amount of irrigation required is dependent on plant species. Some plants may not require irrigation after initial establishment. www.modularwetiands.com RPI Drugstore Storm Drainage Report Arlington, Washington V9 • M O D U L A R 00'� WETLANDS Maintenance Guidelines for Modular Wetland System - Linear Maintenance Summary o Remove Sediment from Pre-Treatment Chamber—average maintenance interval is 12 to 24 months. ■ (90 minute average service time). o Replace Pre-Filter Cartridge Media-average maintenance interval 12 to 24 months. ■ (90-95 minute per cartridge average service time). o Trim Vegetation-average maintenance interval is 6 to 12 months. ■ (Service time varies). System Diagram OPre-treatment Chamber O2 Biofiltration Chamber Access to separation chamber and pre-filter cartridge O3 Discharge Chamber Curb Inlet Individual Media Filters Prefilter Cartridge E u3L ti O � O Vertical Underdrain Manifold Cartridge Housing XD lond Drain-Down Line[3ioMediaGREEN IA Flow Control Riser OOutlet Pipe www.modularwetiands.com RPI Drugstore Storm Drainage Report Arlington, Washington Maintenance Overview V✓ETLANDS The time has come to maintain your Modular Wetland System Linear(MWS Linear). To ensure successful and efficient maintenance on the system we recommend the following. The MWS Linear can be maintained by removing the access hatches over the systems various chambers. All necessary pre-maintenance steps must be carried out before maintenance occurs, especially traffic control and other safety measures to protect the inspector and near-by pedestrians from any dangers associated with an open access hatch or manhole. Once traffic control has been set up per local and state regulations and access covers have been safely opened the maintenance process can begin. It should be noted that some maintenance activities require confined space entry. All confined space requirements must be strictly followed before entry into the system. In addition the following is recommended: • Prepare the maintenance form by writing in the necessary information including project name. location. date & time, unit number and other info (see maintenance form). • Set up all appropriate safety and cleaning equipment. • Ensure traffic control is set up and properly positioned. • Prepare a pre-checks (OSHA, safety, confined space entry) are performed. Maintenance Equipment Following is a list of equipment required for maintenance of the MWS Linear: • Modular Wetland Maintenance Form • Manhole hook or appropriate tools to access hatches and covers • Protective clothing. flashlight and eye protection. • 7/16" open or closed ended wrench. • Vacuum assisted truck with pressure washer. • Replacement BioMediaGREEN for Pre-Filter Cartridges if required (order from manufacturer). EEW www.modularwetiands.com RPI Drugstore Storm Drainage Report Arlington, Washington WETLANDS E. Reinstall media cages and fill with new media from manufacturer or outside supplier. Manufacturer will provide specification of media and sources to purchase. Utilize the manufacture provided refilling trey and place on top of cartridge. Fill trey with new bulk media and shake down into place. Using your hands slightly compact media into each filter cage. Once cages are full removed refilling trey and replace cartridge top ensuring bolts are properly tightened. Li Refilling trey for media replacement. Refilling trey on cartridge with bulk media. F. Exit pre-treatment chamber. Replace access hatch or manhole cover. 3. Biofiltration Chamber (middle vegetated chamber) A. In general, the biofiltration chamber is maintenance free with the exception of maintaining the vegetation. Using standard gardening tools properly trim back the vegetation to healthy levels. The MWS Linear utilizes vegetation similar to surrounding landscape areas therefore trim vegetation to match surrounding vegetation. If any plants have died replace plants with new ones: www.modularwetlands.com RPI Drugstore Storm Drainage Report Arlington, Washington WETLANDS Inspection Notes 1. Following maintenance and/or inspection, it is recommended the maintenance operator prepare a maintenance/inspection record. The record should include any maintenance activities performed, amount and description of debris collected, and condition of the system and its various filter mechanisms. 2. The owner should keep maintenance/inspection record(s) for a minimum of five years from the date of maintenance. These records should be made available to the governing municipality for inspection upon request at any time. 3. Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. 4. Entry into chambers may require confined space training based on state and local regulations. 5. No fertilizer shall be used in the Biofiltration Chamber. 6. Irrigation should be provided as recommended by manufacturer and/or landscape architect. Amount of irrigation required is dependent on plant species. Some plants may not require irrigation after initial establishment. www.modularwetiands.com RPI Drugstore Storm Drainage Report Arlington, Washington WETLANDS Inspection Form 0 Modular Wetland System, Inc. P. 760.433-7640 F. 760-433-3176 E. Info@modularwetlands.com www.modularwetlands.com RPI Drugstore Storm Drainage Report Arlington, Washington WETLANDS Maintenance Report 'O' O Modular Wetland System, Inc. P. 760.433-7640 F. 760-433-3176 E. lnfo(@modularwetiands.com www.modularwetiands.com RPI Drugstore Storm Drainage Report Arlington, Washington BI CLEAN Cleaning and Maintenance Report 11 E."RoK t—, Modular Wetlands System WCAW Project Name For Office Use Only Project Address (WW7wwd W _ Owner/Management Company Ofte personnel to complete section to Contact Phone{ ) — to Isfl. Inspector Name Date / ! Time AM/PM Type of Inspection ❑ Routine ❑ Follow Up ❑Complaint ❑Storm Storm Event in Last 72-hours? ❑ No ❑ Yes Weather Condition Additional Notes Condition of Media Operational Per Site GPS Coordinates Manufacturer/ Trash Foliage Sediment Total Debris 25/5Of75/100 Manufactures' Map# of Insert Description/Sizing Accumulation Accumulation Accumulation Accumulation (will be changed Specifications 75%) (If not,why?) Let: MWS Catch Basins Lon MWS Sedimentation Basin Media Filter Condition Plant Condition Drain Down Media Condition Discharge Chamber Condition Drain Down Pipe Condition Inlet and Outlet Pipe Condition Comments: 2972 San Luis Rey Road,Oceanside,CA 92058 P.760 433,7640 F.760 433.3176 rH�l Hlvv rlUJeu+rlU»3UUD raytj-+D RPI Drugstore Storm Drainage Report Arlington, Washington !f L StormTdche VelenOrl•Relenlion•Water Quality StormTech MC-3500 Chamber Designed to meet the most stringent industry performance standards for superior struc- tural integrity while providing designers with a cost-effective method to save valuable land and protect water resources.The StormTech system is designed primarily to be used under parking lots thus maximiz- ing land usage for commercial and municipal applications. StormTech MC-MOO Chamber(not to scale) StormTech MC-3500 End Cap(not to scale) Nominal Chamcer Specifications Nominal End Cap Specifications Sin(L it W x H) 90'(2266 min)it 77'(1956 minl x 45'(1143 min) See(L x W x H) 25,7'(653 mm)x 75'(1905 mm)x 45'(1143 mm) Chamber Storage 109.9 ft'(3.11 m') End Cap Storage 14.91t'(0.42 m') Min.Installed Storage' 178.9 ft'(5.06 m') hlin.Installed Storage' 46.0 ft'(1.30 m') Weight 134 Itis(60.8 kill Weight 491Ds(222 kg) 'This assrm a mirimam of 12't305 mm)of scone able.9'(229 mm)of stem below 'This assumes a minimum 0112'r305mml of store above,9'(229 am)cr store below.9'(229 mm) clamters,T(229min)o1rossoacire and Amstuepurosfy. ruw spair N052mal 0 slorepeainow.and 40%stonepmusily Shipping 15 chamherslpenet 7 end caps+pallet 7 pa6elsRmck 2tr �Ise�min) 11+(I 4W .eo• `II6III Itlaa mml ft 1�3mm1 Il p w.o'iz2me mm� 2e.T —;es3mmt ee.krf2181 o1 AN3TALLED 1 J 1143 min i i I " PACLAND Project#10533005 Page 46 RPI Drugstore Storm Drainage Report Arlington, Washington Storage Volume Per Chamber/End Cap tt'(W) Amount of Stone Per Chamber Bate Chamber;End Cap and Stone Stone Foundation Depth Unit Volume-Slone Foundation ENGUSH Storage Depth in.(mm) tons(Yd'1 gin. 12 in. 15 hL 1810. 1t'Im') 9(229) 12(305) 15(381) 18(457)I MC3500 9.1{fi.4) _97(6.9) 10.4Q3) 11-1(7.8) End Cap 4.1(2.9) 43(3D) 4.5(3.2) 4.7(3.3) MC3500 Chamber I r M[rR1c►o(mT1 229 mm 805 mm 381 mm 457 mm MC3500 End Cap 1 14.9(0.42)'460(1133);47.7It35} 49A(1.40)151.1(145) MC3500 8220(4.9) 8831(5.3) 9443(5.6) 10054(6-0) NOTE:Assumes 40%porosity for the stare plus the chamberlend cap volume.End End Cap 3699(2 2) 39M(23) 4100(2.4) 4301(26) Cap volume assumes 6"(152mm)stone perimeter. NOTE Assumes 12'(305 mm)of stone above.and 9'(229 nfm)rowspacft and 6' (152mm)of perimeter stone in front of end caps. Volume of Excatratlon Per Chamber/End Cap in VIP(rim Stone Foundation Depth In.(mm) 9(229) 12(305) 15(381) 18(457) MC4500 12.4(9.5) 12.8(9.8) 13.3(10.2) 13.8(10.5) End Cap 4.1(3,1) 4.2(3 2) 4.4(3.3) 4.5(3.5) NOTE:Assumes 9'(229 mm)of separation between chamber rows.6'(152 mm)of perimeter in front of end caps.and 24"(610 mm)of cover.The volume of excavation will vary as depth of cover increases. General Cross Section CHAMBERS SHALL MEET ASTM F 2418'STANDARD CHAMBERS SHALL CUNFURM IU 11E ILUUINEMENIS OF SPECIFICATICN FOR PCIVPRLTPVLFNE IPPI CORRUGATED WALL STORMWATER COLLEC11DNCHAMBEI T ASTM F 2787'STANDA141)PRACTICE FOR STRUCTURAL OFSION OF THERNOPIASTIC CORRUOATFO WALL MC-35W CHAMBER STORNINATER COULCPON CIANBERS' NOMINAL 34.21NCH;1A mm-51-1 CLEAN, r COMPACTED FILL MATERIALS CRUSHED AND"LAR STONE IA ASHTO U13 Y3&N STCNE SIZES ALLOWED) NON-WOVEN GEOTEXTILE ALL PAVEMENT AROUND ANGULAR STOW 2-M� 1305 m,I 24.1B10-M BQµ m1 _ MIN' 45-11143mm1 B'MN. A2 mm1 ----- E Y 1220-1 MN. -3SW ETO CAP /V'Q10 mm1MN 1iBS8 mmI 42-I305 mm1 WIN SQLS NOTES T, THIS CROSS SECTION PROVIDES GENERAL INFORMATION FOR THE MC-3500 CHAMBER.STORMTECH MC-3500 CHAMBERS MUST BE DESIGNED AND INSTALLED IN ACCORDANCE WITH THE MC-35M DESIGN MANUAL AND Mic'moo CONSTRUCTION GUIDE, 2, PROPERLY INSTALLED MC.1500 CHAMBERS PROVIDE THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR EARTH AND LIVE LOADS WITH CONSIDERATION FOR IMPACT AND MULTIPLE PRESENCES. 3. PERIMETER STONE MUST ALWAYS BE BROUGHT UP EVENLY WITH BACKFILL OF BED.PERIMETER STONE MUST EXTEND HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH STRAIGHT OR SLOPED SIDEWALLS, 164 &cwmTech° Qniteft I•RA"Am.WAW aW Lry 'I Itirft7wm 0 UUTAW 70Invioad Road,Suite 3 1 Rocky Hill I Cannecl,zut 06067 860.529.81M 1888.892 2694 I tax 866128,840111 tax 860-529-8040 I www stormtech cam ADS"Terms and Conditions of Ware available on the ADS wobsife,www ads pipe com �. J Advanced Drainage Systems,the ADS logo.and the green stripe are registered trademarks of Advanced Drainage Systems. SlarmTece is a registered trademark of S1armTech,Inc The Green Building Council Member logo is a registered trademark of tho U.S.Green Building Council S150909 030014 Printed on recycled paper ®2014 Advanced Drainage Systems,Inc PACLAND Project#10533005 Page 47 RPI Drugstore Storm Drainage Report Arlington, Washington Appendix D - Geotechnical Reports PACLAND Project#10533005 Page 48 RPI Drugstore Storm Drainage Report Arlington, Washington APPENDIX A SUBSURFACE EXPLORATION PROCEDURES AND LOGS Field Exploration Description Our field exploration for this project included three borings and two cone penetrometer tests completed in February 2017. The approximate exploration locations are shown on the enclosed Site and Exploration Plan, Figure 1. The exploration locations were determined by measuring distances from existing site features with a fiberglass tape relative to preliminary Site Exhibit prepared by PACLAND dated December 21,2016. As such,the exploration locations should be considered accurate only to the degree implied by the means and methods used to define them. Soil Borings The borings were advanced using a truck-mounted drill rig operated by an independent drilling company (Environmental Drilling,Inc.)working under subcontract to ZGA. The borings were advanced using hollow stem auger drilling methods. A geologist from our firm continuously observed the borings, logged the subsurface conditions encountered,and obtained representative soil samples. All samples were stored in moisture-tight containers and transported to our laboratory for further evaluation and testing. Samples were obtained by means of the Standard Penetration Test at 2.5-to 5-foot intervals throughout the drilling operation. The Standard Penetration Test (ASTfv1 D 1586) procedure consists of driving a standard 2-inch outside diameter steel split spoon sampler 18 inches into the soil with a 140-pound hammer free falling 30 inches. The number of blows required to drive the sampler through each 6-inch interval is recorded,and the total number of blows struck during the final 12 inches is recorded as the Standard Penetration Resistance,or"blow count"(N value). If a total of 50 blows are struck within any 6- inch interval,the driving is stopped and the blow count is recorded as 50 blows for the actual penetration distance. The resulting Standard Penetration Resistance values indicate the relative density of granular soils and the relative consistency of cohesive soils. The enclosed boring logs describes the vertical sequence of soils and materials encountered in the borings, based primarily upon our field classifications. Where a soil contact was observed to be gradational,our logs indicate the average contact depth. Where a soil type changed between sample intervals,we inferred the contact depth. Our logs also graphically indicates the blow count,sample type,sample number,and approximate depth of each soil sample obtained from the borings. Groundwater monitoring wells were installed in all three borings completed for this project to monitor fluctuations in groundwater levels over time. Cone Penetrometer Tests(CPTs) The exploratory probes were advanced with an electric cone penetrometer, using a truck- mounted probe rig operated by an independent firm working under subcontract to ZGA. Due to the presence of gravelly fill soils mantling the site,each probe location was predrilled with a solid PACLAND Project#10533005 Page 49 RPI Drugstore Storm Drainage Report Arlington, Washington stem auger to a depth of about 11 feet. An engineering geologist from our firm continuously observed the probes while electronic monitoring equipment in the probe rig automatically logged the subsurface conditions. After each probe was completed,the probehole was backfilled with a bentonite and water grout. Throughout the probing operation, soil and groundwater properties were measured at 5- centimeter depth intervals by means of the Cone Penetration Test (CPT)as per ASTM: D-3441. This testing procedure involves pushing a standard 1.5-inch diameter steel cone penetrometer into the soil with hydraulic rams. A cone penetrometer consists of a conical tip, a cylindrical sleeve,and a pressure transducer. As the penetrometer is pushed downward,the tip resistance, sleeve friction,and porewater pressure are measured electronically and plotted as a function of depth. Through interpretation,the resulting graphs can reveal soil types and groundwater levels, as well as the relative density of granular soils and the relative consistency of cohesive soils. The enclosed CPT graphs present the vertical plots of several soil properties and groundwater pressures measured by the cone penetrometer at each probe location. These graphs also depict the Standard Penetration Resistance (Nu)) corresponding to each test interval, based on published conversion charts. The enclosed CPT Probe Logs describe the vertical sequence of soils encountered at each probe location, based primarily on interpretation of the CPT graphs and supported by correlation with logs of nearby borings. PACLAND Project#10533005 Page 50 RPI Drugstore Storm Drainage Report Arlington, Washington Bonno Location See Figure 1,Site and Exploration Plan DN6na Comoanv EDI,Inc, Bore Hole D,a 6" Top Elevation N'A Dnlhna Method, Hollow Stem Auger Hammer Tube,Auto B_1 Date Dinfled 211 P2017 Drill Rio M1 Truck Looped by BGF SOIL DESCRIPTION PENETRATION RESISTANCE(blowvma) 3 Standard Penetration Test $ The stratification lines represent the approximate boundaries IL V '3 g A Hammer Weight and Drop' 4) between soil types. The transition may he gradual Refer to a F- report text and appendices for additional information rA e 0 0 20 40 60 to 0 0 to 2 inches crushed rock(parking area) ----------------------------------------- Medium dense,moist,brown,SAND with gravel Medium dense,moist to wet.brown,SAND with gravel to St I 1e Ze gravelly SAND,some silt(Recessional Outwash) 5 Dense,wet.brown.SAND with gravel,trace silt(Recessional s2 I u 1 ? u GSA Outwash) Medium dense,wet,brown-gray.sandy GRAVEL,trace to 5.3 I 12 }; so GSA some silt(Recessional Outwash) 10 = -------------------------------------------- (Drill action smoother at approximately 11 feet) Medium dense,saturated,brown,SAND.trace silt (RecessionalOutwash) ss a is GSA 15 Dense.saturated.brown.SAND.some gravel(Recessional T 1s ;_ 49 Outwash) 11 20 Medium dense,saturated,brown.SAND with gravel,some sift (RecessionalOutwash) sa I is n GSA 25 SAMPLE LEGEND GROUNDWATER LEGEND 0 %Fines(<0.075 min) I2-inch O D.split spoon sample ❑ Clean Sand O %Water(Moisture)Content 3-inch LD Shelby tube sample ® Benlonite Plastic Limit I--E) i Ligwd Limit GroulfConcmte Natural Water Content ® screened casing Arlington Drugstore TESTING KEY ❑ Blank Casing 7423 204th Street NE GSA=Grain Size Analysis T Groundwater level at Arlington, WA time of drilling(ATD)or 20OW=200 Wash Analysis on date of Date. FEB 2017 Project No 1767.01 Consol.-Consolidation Test V measurement. Zipper Geo Associates BORING B-� Ali.=Allerb era Limits 19023 36th Ave.W.Suite D LOG: Lynnwood.WA Page 1 of 2 PACLAND Project#10533005 Page 51 RPI Drugstore Storm Drainage Report Arlington, Washington Bonno Location See Figure 1.Site and Exploration Plan Dnllina Comoanv EDI,Inc, Bore Hole D,a 6" Top Elevation N/A Drilling Method, Hollow Stem Auger Hammer Two.Auto B_1 Date Drilled2/17/2017 Drill Rio "'I Truck Loaned by BGF SOIL DESCRIPTION PENETRATION RESISTANCE(hlowvfow) v t�t 3 ♦ Standard Penetration Test � co The stratificabon Imes represent the approximate boundanos a : g Hammer Weight and Drop n ' ro between sal types The transition may be gradual Refer to report text and appendices for additional information c ~ 0 0 20 40 60 m 25 r� Medium dense,saturated,brown.SAND,some silt (RecessionalOutwash) ar +s+e 30 i Ili I Medium dens e.saturated,brown.SAND.with silt sa I +n r -(f fa GSA Outwash)(Recessional 1 35 I ' Medium dense,saturated,brown,fine to medium SAND.trace I sdt(Recess+onalOutwash) se +s n ftl4 40 lihiii hill Ill Medium denso,saturated,brown.fine to medium SAND.trace s-+e T 18 +s Silt(Recessional Outwash) Il I 5 i Medium dense,saturated,brown.fine to medium SAND.trace +e +e sill(Recessional Outwash) 1 rig Corr+ eted M feet on roundwater measured t lt3 51eet on 3.1.17.Well to ID BIZ 339 SAMPI FLEGFND GROUNDWATER LEGEND O %Fines(<0.075 mm) I2-Inch O D.split spoon sample ❑ Clean Sand O %Water(Moisture)Content 34nch LD Shelby tube sample ® Bentonite Plastic Limit I— ) Liquid Limit Groulfconcrete Natural Water Content ® screened casing Arlington Drugstore TESTING KEY ❑ Blank Casing 7423 204th Street NE GSA=Grain Size Analysis T_ Groundwater level at Arlington, WA Ume o1 drilling(ATD)or 20OW=200 Wash Analysis on date of Date FEB 2017 Project No 1767.01 Consol.-Consolidation Test measurement. Zipper Geo Associates BORING B-� AM=Atterbero Limits19023 36th Ave.W.Suite D LOG: Lynnwood.WA Page 2 of 2 PACLAND Project#10533005 Page 52 RPI Drugstore Storm Drainage Report Arlington, Washington Boring Location: See Figure 1.Site and Exploration Plan Dmmna Company:EDI.Inc, Bore Hole De, 6" Top Elevation N/A Dnlhna Method, Hollow Stem Auger Hammer Tyoe.Autn B_2 Date Drilled 2/17/2017 Drill Rio "I Truck Looped by BGF SOIL DESCRIPTION PENETRATION RESISTANCE it>towf.lootl t�t 3 Standard Penetrabon Test n The stratification lines represent the approximate boundaries d V g Hammer Weight and Drop y between sal types. The transition may be gradual Refer to 4) O report text and appendices for additional information u1 E Q to0 0 20 40 60 0 `,2 to 3 inches woods and gravelly sand ------------------------------------------- Medium dense,moist,brown,SAND with gravel P l Medium dense,moist,brown to dark brown,SAND with 8.1 T is n gravel.some silt(Recessional Outwash) 11 Medium dense,moist to wet.brown.SAND with sub angular Sa 1e 16 GM rounded gravel,some silt(Recessional Outwash) Medium dense,wet,brown with oxide mottling grading to 25 GSA gray-brown,gravelly SAND,trace silt(Recessional Outwash) 10 = ------------------------------------------- (Dnll action smoother at approximately 11 feet) Medium dense,wet to saturated.brown,SAND,trace silt i = 11 16 GSA (Recessional Ovtwash) _ 15 V Loose,saturated,brown,fine to medium SAND.trace silt S4 T rs ',= 10 (Recessional Clutwash) 11 — Boring completed at 19 feet on 211712017,Groundwater 20 measured at 15 82 on 3-1.17.Well tag ID BIZ 340 it 25 SAMPLE LEGEND GROUNDWATER LEGEND O %Fines(<0.075 min) I2-inch O D-split spoon sample ❑ Clean Sand O o Water(Moisture)Content 3-inch 1.0 Shelby tube sample ® Bentonite Plastic Limit I i Liquid Limit GmulfCoricrete Natural Water Content ® screened casing Arlington Drugstore TESTING KEY ❑ Blank Casing 7423 204th Street NE GSA=Grain Size Analysis T Groundwater level at Arlington, WA bme of drilling(ATD)or 20OW=200 Wash Analysis on date of Date. FEB 2017 Pro)ect No 1767.01 Consol.-Consolidation Test measurement. Zipper Geo Associates BORING B_2 AM=Alterbxra Limits 19023 36th Ave.W.Suite D LOG: Lynnwood.WA Page 1 of 1 PACLAND Project#10533005 Page 53 RPI Drugstore Storm Drainage Report Arlington, Washington Bonno Location See Figure 1,Site and Exploration Plan Dnll,na Comoanv EDI,Inc, Bore Hole Die 6 Top Elevation WA Dnll,na Mothod. Hollow Stem Auger Hammer Type,Auto B-3 Date Drilled 211 P2017 Dnll Rio. "'I Truck Loaned by BGF SOIL DESCRIPTION PENETRATION RESISTANCE(blowsifoot) rn J2 t�t 3 Standard Penetration Test . The stratification linos ropresont tho apprommato boundaries d s1 g t, Hammer Weight and Drop d m between soil types. The transition may be gradual Refer to ��a � F- report text and appendices for additional information N P 0 0 20 40 60 to 0 0 to 2 inches crushed rock(parking area) ---------------------------------------- Medium dense,moist,brown,SAND with gravel i Medium dense,wet,brown,gravelly SAND,trace to some silt (RecessionalOulwash) at w 13 5 T Very dense.wet,brown to gray-brown,gravelly SAND to s2 I u I aT sandy GRAVEL.trace to some silt(Recessional Outwash I 1 Dense,wet,gray-brown to gray.sandy GRAVEL,trace to ra some silt(Recessional Outwash) 36 —•. (Drill action smoother at approximately 10 feet) Loose,wet to saturated.brown,SAND,trace silt(Recessional s 4 T tr Outwash) 15 1 Loose,saturated,brown.SAND trace silt(Recessional T rs = to Outwash) 11 — Boring completed at 19 feet on 211712017,Groundwater 20 measured at 13 95 feet on 3-1-17 Well tag ID:BIZ 341 25 SAMPLE I FGFND GROUNDWATER LEGEND O %Fines(<0.075 mm) I2-Inch O D split spoon sample ❑ Clean Sand 0 %Water(Moisture)Content 3-inch I.D Shelby tube sample ® Bentonite Plastic Limit f-- ) Liquid Limit GroutlConcrete Natural Water Content ® Screenod casing Arlington Retail TESTING KEY ❑ Blank Casing 7423 204th Street NE GSA=Grain Size Analysis 7 Groundwater level at Arlington, WA time of drilling(ATD)or 20OW=200 Wash Analysis on date of Date. FEB 2017 Project No 1767.01 Consol.-Consolidation Test V measurement. Alt.=Alterbera Limits Zipper Geo Associates BORING 19023 36th Ave.W.Suite D LOG: B-3 Lynnwood.WA Page 1 of 1 PACLAND Project#10533005 Page 54 RPI Drugstore Storm Drainage Report Arlington, Washington Zipper Geo Operator. Romanelli CPT Date+Time: 3r1/20178:13:31 AM Sounding: CPT-01 Location:Arlington Cone Used: DDG1263 Job Number: 1767.01 GPS Data:NO GPS Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type' SPT N' Of TSF Fs/Ot(%) PIN PSI Zone:UBC-1983 60%Hammer 0 500 0 5 -8 6 0 12 0 80 0 5 T� 10 15 Depth 25 =-= =- -= = --- =- - -- - - - - -- - -- ------ (n) r r r r r r r r r r r r r r r �rrr..rrr r r 30 r r r 7":""r'"i'i"i"7" "'r' 7':""r""i ."T"i 7"f i f i i r i i 7 S i i"i:i"f i"r r r r r r i ...r r r r r . r r r r r r i r r r r r r i r i r i i r r.rrrrrr i r . r r r r 35 l-1 -- -f T 7-l_- l-1 - T- l-rl Ir il-,IT T' f7 40 1- ----P- .........- - ----r- -T--1-f1 'frr-.ti111 -rT-r-rl- 45 __ _ _ _ _ ___ _ _-. __ _ 7.7:71.1 T 77 17.1 _ 50 Maximum Depth-7.22 feet Depth Increment-0.164 feet ■1 sensitive fine grained ■4 silty clay to clay ■7 silty sand to sandy silt ■10 gravelly sand to sand ■2 organic material ■5 clayey silt to spry day 8 sand to silty sand ■11 very stiff fine grained(') ■3 clay ■6 sandy sin to clayey silt ■9 sand ■12 sand to clayey sand(') 'Soil behavior type and SPT based on data from UBC-1983 PACLAND Project#10533005 Page 55 RPI Drugstore Storm Drainage Report Arlington, Washington Zipper Geo Operator: Romanelli CPT Date/rime: 311120179:11:51 AM Sounding: CPT-01a Location:Arlington Cone Used: DDGt263 Job Number: 1767.01 GPS Data:NO GPS Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type' SPT N' Ot TSF FsiOt(%) Pw PSI Zone:UBC-1983 60%Hammer 0 500 0 5 -8 6 0 12 0 80 0 1111 1 1 1 1 I I I I I I I 1 1 ..11111 I I I ,11 111 1 1 1 1 1 1111 1 1 . 1 1 JI 1 � 10 11 1 1 1 1 1 1 1 1 1 1 1 . ."'�.—..W.15 I 1 1 1 1 1 J-J--'--' -�'1' J--'--1 _1_. J_ • ult. 1 Lar_\1 i I 1 I 1 1 1 1 1 I I 1 1 1 1 I 1 J_J_J__L_l_1_J_J_J_ 1-J_J__1. 1_1_1_J_LJ 1ILLrJJJJlI ,_L1J_l1J I I I I I I I 1 1 1 I I l I l I r 1 1 1 1 1 1 r l r 1 1 1 I 11 I 1 1 I 1 1 1 I I I 1 1 1 1 1 1 1 11.11111111 , 1 1 1 1 1 1 I • 1 . . . I . I I . . I 11 1 1 1 1 1 1 I I I.....1 I . I . r . 1 25 --,__1-1-I IlWM __i--I--i ---1;-1- _--_____ ------- - 1 1 1 1 1 1 1 I I I 1 1 I I I l I I r r 1 1 1 1 1 1 I 30 r I 1 r 7"1"-I-"i Y 1 1'-T-7-�--- 1"1" "r 7-r3 frrl".�7ir 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1.,1,111 1 1 1 I 1 1 1 , � � • 1 11 1 1 11 1 I I I I 11I.I..1.11 I I 1 I 1 1 , � � • 1 1 1 1 1 1 1 I I I I 11111 11.1.,11111 1 . 1 1 1 1 1 1 1 1 11 1 1 1 1 1 I ,1111..1111 I 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 11.1.,11111 r � 1 1 ,1 1 . II ...111 I . 35 i-i -�-i i-i-i- i-i-i--� s-�-i-r, rr1I.l 1irrl -rii4 I , I 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 , �1111..1111 1 1 r l I I 1 . 1 I . I 11 11 . 1111...1111 1 . 1 . 1 . 1 , I 1 1 1 . 1 . 1 1 1 1 1 1 1 1 1 1 1 1 , 11111111111 1 1 1 1 40 4-1-; rr:4444,r riti-r45 I I I r . I I I I I I I I III.II.Ir11 . I , I 1 1 1 . 1 . . 1 1 I , 1 1 1 1 1 1 1 1 1111.,r1111 1 1 1 1 . 1 1 I 1 1 1 1 11 I I 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 I 1 I 1 1 11 1 1 1 1 1 1 I 1 1 11 1 1 11 I I r 1 1 1 1 I 1 1 50 Maximum Depth-18.54 feet Depth Increment-0.164 feet ■1 sensitive fine grained ■4 silty clay to clay ■7 silty sand to sandy silt ■10 gravelly sand to sand ■2 organic material ■5 clayey silt to silty clay 8 sand to silty sand ■11 very stiff fine grained(') ■3 clay ■6 sandy silt to clayey silt ■9 sand ■12 sand to clayey sand(') 'Pre-drilled I lit 'Pre-drilled 11 It 1101.,,,.,,.o 'Soil behavior type and SPT based on data from UBC 1983 PACLAND Project#10533005 Page 56 RPI Drugstore Storm Drainage Report Arlington, Washington Zipper Geo Operator: Romanelli CPTDateMiime: 311J201710:20:10AM Sounding: CPT-02 Location:Arlington Cone Used: DDG1263 Job Number: 1767.01 GPS Data:NO GPS Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type' SPT N' Of TSF Fs/Ot(%) Pw PSI Zone:UBC-1983 60%Hammer 0 500 0 5 -8 6 0 12 0 80 0 5 10 i 15 i 1 1 Depth25 ---- - ------ ---- -- -- - - - --- —-- -- - -- -- (ft) i 1 1 30 7": "1"".""f"T"7"�"i' 7"i"".""f r"i"i 1 i i I•Yi ii.-.:17i i". i i"r'T'. 1 35 1':'i- --r-T-T-:-i- 1-:-i--- T-i l-il rT r fi.:I T r1r -rT 1-f7 i 40 1_ _ _ _ _T_ _1___ _1__. •.....rl rl 1 1 1 45 __ _ _ _ ___ 1 1 50 Maximum Depth-50.20 feet Depth Increment-0.164 feet ®1 sensitive fine grained 04 silty clay to clay 07 silty sand to sandy silt NIO gravelly sand to sand 2 organic material N 5 clayey silt to sllty day 8 sand to silty sand 0 11 very stiff fine grained(') 3 clay 0 6 sandy sift to clayey silt 9 sand N 12 sand to clayey sand(') •Pre-dneed I it •Pre-drilled I ti 'Soil behavior type and SPT based on data from UBC-1983 PACLAND Project#10533005 Page 57 RPI Drugstore Storm Drainage Report Arlington, Washington Appendix E - Hydrologic Model Calculations PACLAND Project#10533005 Page 58 RPI Drugstore Storm Drainage Report Arlington, Washington WWHM2012 PROJECT REPORT Project Name: Arlington Bartells WWHM Site Name: Site Address: City Report Date: 4/5/2017 Gage : Everett Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.20 Version Date: 2016/02/25 Version : 4 .2 .12 Low Flow Threshold for POC 1 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Flat 2.23 Pervious Total 2.23 Impervious Land Use acre Impervious Total 0 Basin Total 2.23 Element Flows To: Surface Interflow Groundwater MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No PACLAND Project#10533005 Page 59 RPI Drugstore Storm Drainage Report Arlington, Washington Pervious Land Use acre C, Lawn, Flat .53 Pervious Total 0.53 Impervious Land Use acre ROOF TOPS FLAT 0.38 SIDEWALKS FLAT 0.22 PARKING FLAT 1.1 Impervious Total 1.7 Basin Total 2.23 Element Flows To: Surface Interflow Groundwater Detention Chamber NetwDetention Chamber Netw Name : Detention Chamber Network Mitigated Bottom Length: 49.00 ft. Bottom Width: 49.00 ft. Trench bottom slope 1: 0 To 1 Trench Left side slope 0: 0 To 1 Trench right side slope 2: 0 To 1 Material thickness of first layer: 0.75 Pour Space of material for first layer: 0.4 Material thickness of second layer: 3.75 Pour Space of material for second layer: 0.84 Material thickness of third layer: 1 Pour Space of material for third layer: 0.4 Infiltration On Infiltration rate: 6 Infiltration safety factor: 1 Total Volume Infiltrated (ac-ft. ) : 386.494 Total Volume Through Riser (ac-ft. ) : 0 Total Volume Through Facility (ac-ft. ) : 386.494 Percent Infiltrated: 100 Total Precip Applied to Facility: 0 Total Evap From Facility: 0 Discharge Structure Riser Height: 4 .5 ft. Riser Diameter: 12 in. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table PACLAND Project#10533005 Page 60 RPI Drugstore Storm Drainage Report Arlington, Washington Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.055 0.000 0.000 0.000 0.0611 0.055 0.001 0.000 0.333 0.1222 0.055 0.002 0.000 0.333 0.1833 0.055 0.004 0.000 0.333 0.2444 0.055 0.005 0.000 0.333 0.3056 0.055 0.006 0.000 0.333 0.3667 0.055 0.008 0.000 0.333 0.4278 0.055 0.009 0.000 0.333 0.4889 0.055 0.010 0.000 0.333 0.5500 0.055 0.012 0.000 0.333 0. 6111 0.055 0.013 0.000 0.333 0. 6722 0.055 0.014 0.000 0.333 0.7333 0.055 0.016 0.000 0.333 0.7944 0.055 0.019 0.000 0.333 0.8556 0.055 0.021 0.000 0.333 0. 9167 0.055 0.024 0.000 0.333 0. 9778 0.055 0.027 0.000 0.333 1.0389 0.055 0.030 0.000 0.333 1.1000 0.055 0.033 0.000 0.333 1.1611 0.055 0.036 0.000 0.333 1.2222 0.055 0.038 0.000 0.333 1.2833 0.055 0.041 0.000 0.333 1.3444 0.055 0.044 0.000 0.333 1.4056 0.055 0.047 0.000 0.333 1.4667 0.055 0.050 0.000 0.333 1.5278 0.055 0.053 0.000 0.333 1.5889 0.055 0.055 0.000 0.333 1. 6500 0.055 0.058 0.000 0.333 1.7111 0.055 0.061 0.000 0.333 1.7722 0.055 0.064 0.000 0.333 1.8333 0.055 0.067 0.000 0.333 1.8944 0.055 0.069 0.000 0.333 1. 9556 0.055 0.072 0.000 0.333 2.0167 0.055 0.075 0.000 0.333 2.0778 0.055 0.078 0.000 0.333 2.1389 0.055 0.081 0.000 0.333 2.2000 0.055 0.084 0.000 0.333 2.2611 0.055 0.086 0.000 0.333 2.3222 0.055 0.089 0.000 0.333 2.3833 0.055 0.092 0.000 0.333 2.4444 0.055 0.095 0.000 0.333 2.5056 0.055 0.098 0.000 0.333 2.5667 0.055 0.101 0.000 0.333 2. 6278 0.055 0.103 0.000 0.333 2. 6889 0.055 0.106 0.000 0.333 2.7500 0.055 0.109 0.000 0.333 2.8111 0.055 0.112 0.000 0.333 2.8722 0.055 0.115 0.000 0.333 2. 9333 0.055 0.118 0.000 0.333 2. 9944 0.055 0.120 0.000 0.333 3.0556 0.055 0.123 0.000 0.333 3.1167 0.055 0.126 0.000 0.333 3.1778 0.055 0.129 0.000 0.333 3.2389 0.055 0.132 0.000 0.333 3.3000 0.055 0.135 0.000 0.333 3.3611 0.055 0.137 0.000 0.333 PACLAND Project#10533005 Page 61 RPI Drugstore Storm Drainage Report Arlington, Washington 3.4222 0.055 0.140 0.000 0.333 3.4833 0.055 0.143 0.000 0.333 3.5444 0.055 0.146 0.000 0.333 3. 6056 0.055 0.149 0.000 0.333 3. 6667 0.055 0.152 0.000 0.333 3.7278 0.055 0.154 0.000 0.333 3.7889 0.055 0.157 0.000 0.333 3.8500 0.055 0.160 0.000 0.333 3. 9111 0.055 0.163 0.000 0.333 3. 9722 0.055 0.166 0.000 0.333 4.0333 0.055 0.169 0.000 0.333 4.0944 0.055 0.171 0.000 0.333 4.1556 0.055 0.174 0.000 0.333 4.2167 0.055 0.177 0.000 0.333 4.2778 0.055 0.180 0.000 0.333 4.3389 0.055 0.183 0.000 0.333 4.4000 0.055 0.185 0.000 0.333 4.4611 0.055 0.188 0.000 0.333 4.5222 0.055 0.190 0.035 0.333 4.5833 0.055 0.191 0.254 0.333 4. 6444 0.055 0.192 0.572 0.333 4.7056 0.055 0.194 0.942 0.333 4.7667 0.055 0.195 1.318 0.333 4.8278 0.055 0.196 1.656 0.333 4.8889 0.055 0.198 1.921 0.333 4. 9500 0.055 0.199 2.101 0.333 5.0111 0.055 0.200 2.251 0.333 5.0722 0.055 0.202 2.382 0.333 5.1333 0.055 0.203 2.506 0.333 5.1944 0.055 0.204 2.624 0.333 5.2556 0.055 0.206 2.737 0.333 5.3167 0.055 0.207 2.846 0.333 5.3778 0.055 0.209 2.950 0.333 5.4389 0.055 0.210 3.051 0.333 5.5000 0.055 0.211 3.149 0.333 ANALYSIS RESULTS Stream Protection Duration Predeveloped Landuse Totals for POC #1 Total Pervious Area:2.23 Total Impervious Area:O Mitigated Landuse Totals for POC #1 Total Pervious Area:0.53 Total Impervious Area:1.7 Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) PACLAND Project#10533005 Page 62 RPI Drugstore Storm Drainage Report Arlington, Washington 2 year 0.074929 5 year 0.114943 10 year 0.145803 25 year 0.189956 50 year 0.226728 100 year 0.266943 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.075 0.000 1950 0.077 0.000 1951 0.068 0.000 1952 0.054 0.000 1953 0.045 0.000 1954 0.245 0.000 1955 0.096 0.000 1956 0.085 0.000 1957 0.105 0.000 1958 0.076 0.000 1959 0.076 0.000 1960 0.070 0.000 1961 0.133 0.000 1962 0.066 0.000 1963 0.108 0.000 1964 0.078 0.000 1965 0.065 0.000 1966 0.038 0.000 1967 0.077 0.000 1968 0.094 0.000 1969 0.228 0.000 1970 0.054 0.000 1971 0.085 0.000 1972 0.063 0.000 1973 0.059 0.000 1974 0.128 0.000 1975 0.052 0.000 1976 0.054 0.000 1977 0.045 0.000 1978 0.054 0.000 1979 0.150 0.000 1980 0.070 0.000 1981 0.055 0.000 1982 0.071 0.000 1983 0.122 0.000 1984 0.073 0.000 1985 0.089 0.000 PACLAND Project#10533005 Page 63 RPI Drugstore Storm Drainage Report Arlington, Washington 1986 0.209 0.000 1987 0.100 0.000 1988 0.052 0.000 1989 0.053 0.000 1990 0.070 0.000 1991 0.072 0.000 1992 0.055 0.000 1993 0.045 0.000 1994 0.050 0.000 1995 0.073 0.000 1996 0.125 0.000 1997 0.248 0.000 1998 0.046 0.000 1999 0.060 0.000 2000 0.045 0.000 2001 0.018 0.000 2002 0.068 0.000 2003 0.053 0.000 2004 0.090 0.000 2005 0.062 0.000 2006 0.166 0.000 2007 0.131 0.000 2008 0.184 0.000 2009 0.056 0.000 Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.2482 0.0000 2 0.2448 0.0000 3 0.2284 0.0000 4 0.2093 0.0000 5 0.1845 0.0000 6 0.1661 0.0000 7 0.1499 0.0000 8 0.1331 0.0000 9 0.1314 0.0000 10 0.1285 0.0000 11 0.1248 0.0000 12 0.1217 0.0000 13 0.1083 0.0000 14 0.1055 0.0000 15 0.0998 0.0000 16 0.0964 0.0000 17 0.0939 0.0000 18 0.0896 0.0000 19 0.0890 0.0000 20 0.0851 0.0000 21 0.0851 0.0000 22 0.0779 0.0000 23 0.0772 0.0000 24 0.0765 0.0000 25 0.0762 0.0000 26 0.0756 0.0000 27 0.0749 0.0000 28 0.0735 0.0000 PACLAND Project#10533005 Page 64 RPI Drugstore Storm Drainage Report Arlington, Washington 29 0.0731 0.0000 30 0.0719 0.0000 31 0.0714 0.0000 32 0.0704 0.0000 33 0.0702 0.0000 34 0.0699 0.0000 35 0.0684 0.0000 36 0.0680 0.0000 37 0.0657 0.0000 38 0.0651 0.0000 39 0.0628 0.0000 40 0.0624 0.0000 41 0.0597 0.0000 42 0.0594 0.0000 43 0.0562 0.0000 44 0.0550 0.0000 45 0.0548 0.0000 46 0.0540 0.0000 47 0.0539 0.0000 48 0.0539 0.0000 49 0.0538 0.0000 50 0.0533 0.0000 51 0.0527 0.0000 52 0.0523 0.0000 53 0.0517 0.0000 54 0.0499 0.0000 55 0.0457 0.0000 56 0.0454 0.0000 57 0.0454 0.0000 58 0.0452 0.0000 59 0.0448 0.0000 60 0.0381 0.0000 61 0.0180 0.0000 Stream Protection Duration POC #1 The Facility PASSED The Facility P, Flow(cfs) Predev Mit Percentage Pass/Fail 0.0375 19605 0 0 Pass 0.0394 16991 0 0 Pass 0.0413 14675 0 0 Pass 0.0432 12733 0 0 Pass 0.0451 10919 0 0 Pass 0.0470 9437 0 0 Pass 0.0489 8168 0 0 Pass 0.0508 7075 0 0 Pass 0.0528 6130 0 0 Pass 0.0547 5311 0 0 Pass 0.0566 4654 0 0 Pass 0.0585 4066 0 0 Pass 0.0604 3548 0 0 Pass 0.0623 3136 0 0 Pass 0.0642 2759 0 0 Pass PACLAND Project#10533005 Page 65 RPI Drugstore Storm Drainage Report Arlington, Washington 0.0661 2445 0 0 Pass 0.0681 2145 0 0 Pass 0.0700 1892 0 0 Pass 0.0719 1656 0 0 Pass 0.0738 1508 0 0 Pass 0.0757 1370 0 0 Pass 0.0776 1249 0 0 Pass 0.0795 1154 0 0 Pass 0.0814 1069 0 0 Pass 0.0833 1009 0 0 Pass 0.0853 949 0 0 Pass 0.0872 888 0 0 Pass 0.0891 825 0 0 Pass 0.0910 777 0 0 Pass 0.0929 733 0 0 Pass 0.0948 686 0 0 Pass 0.0967 648 0 0 Pass 0.0986 622 0 0 Pass 0.1006 603 0 0 Pass 0.1025 583 0 0 Pass 0.1044 562 0 0 Pass 0.1063 538 0 0 Pass 0.1082 508 0 0 Pass 0.1101 487 0 0 Pass 0.1120 473 0 0 Pass 0.1139 457 0 0 Pass 0.1158 440 0 0 Pass 0.1178 424 0 0 Pass 0.1197 410 0 0 Pass 0.1216 394 0 0 Pass 0.1235 380 0 0 Pass 0.1254 368 0 0 Pass 0.1273 353 0 0 Pass 0.1292 341 0 0 Pass 0.1311 333 0 0 Pass 0.1331 322 0 0 Pass 0.1350 313 0 0 Pass 0.1369 304 0 0 Pass 0.1388 293 0 0 Pass 0.1407 284 0 0 Pass 0.1426 276 0 0 Pass 0.1445 265 0 0 Pass 0.1464 257 0 0 Pass 0.1483 242 0 0 Pass 0.1503 234 0 0 Pass 0.1522 226 0 0 Pass 0.1541 212 0 0 Pass 0.1560 205 0 0 Pass 0.1579 195 0 0 Pass 0.1598 187 0 0 Pass 0.1617 177 0 0 Pass 0.1636 166 0 0 Pass 0.1656 160 0 0 Pass 0.1675 151 0 0 Pass 0.1694 146 0 0 Pass 0.1713 135 0 0 Pass 0.1732 128 0 0 Pass PACLAND Project#10533005 Page 66 RPI Drugstore Storm Drainage Report Arlington, Washington 0.1751 120 0 0 Pass 0.1770 111 0 0 Pass 0.1789 99 0 0 Pass 0.1808 85 0 0 Pass 0.1828 75 0 0 Pass 0.1847 63 0 0 Pass 0.1866 59 0 0 Pass 0.1885 56 0 0 Pass 0.1904 49 0 0 Pass 0.1923 42 0 0 Pass 0.1942 39 0 0 Pass 0.1961 37 0 0 Pass 0.1981 36 0 0 Pass 0.2000 30 0 0 Pass 0.2019 28 0 0 Pass 0.2038 26 0 0 Pass 0.2057 20 0 0 Pass 0.2076 16 0 0 Pass 0.2095 13 0 0 Pass 0.2114 8 0 0 Pass 0.2133 6 0 0 Pass 0.2153 5 0 0 Pass 0.2172 4 0 0 Pass 0.2191 4 0 0 Pass 0.2210 3 0 0 Pass 0.2229 3 0 0 Pass 0.2248 3 0 0 Pass 0.2267 3 0 0 Pass Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. LID Report LID Technique Used for Total Volumn Volumn Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volumn Volumn Volumn Water Quality Treatment Facility (ac-ft.) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Detention Chamber Network Miti N 351.84 N 99.96 Total Volume Infiltrated 351.84 0.00 0.00 99.96 0.00 0% No Treat. Credit Compliance with LID Standard 8 Duration Analysis Result = Passed Perind and Impind Changes No changes have been made. PACLAND Project#10533005 Page 67 RPI Drugstore Storm Drainage Report Arlington, Washington This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by Clear Creek Solutions, Inc. 2005-2017; All Rights Reserved. PACLAND Project#10533005 Page 68 toll -17 �\ \ MI 0 1 OB C_TlD'f�/vo CoMPA —vim — EXISTING SSMN KEY NOTES SEeTIoN 11, Towne 318, �►n�E 5 w, W.M. i 1 I RIM IE 11 120.31 MONITORING MANHOLE 6"SANITARY SEWER TO ® CONTRACTOR TO VIDEO INSPECT EXISTING SEWER AND 4 I I CONNECT TO 8"FIRE PER COA 5-1.17. BE REMOVED EAST OF BUILDING SURVEY INVERT ELEVATION PRIOR TO OEM( OF 0 STA 0+50.0 HYDRANT LINE RIM= 125.2 CONNECTION 3 G C-5.0 STA 1+50.0 EXISTING BUILDING. IF EXISTING SEWER IS ACCEPTABLE b SSCO 6"SS 1 - 8"x6"TEE IE OUT=119.05(W) CONNECT TO EXISTING 6"WATER MAIN(EAST) TO ENGINEER,EXISTING SEWER WILL BE USED. NEW 224 Lf OF CAP END PER SSCO 6"SS IE IN = 119.15(S) DETAIL W-160 1 - 12`x6" TEE OB CONNECT TO EX WATER 1 :� 6'SS®2.0% 2- 12"GATE VALVE w a z RELOCATE EX POWER POLE. COORDINATION WITH COA I I B 1 - 6`GATE VALVE I a © SNOPUD TO CONFIRM POINT OF CONNECTION. I I CONTRACTOR TO CONTACT GAS QD 6"FIRE DEPARTMENT CONNECTION A H COMPANY REGARDING THE LOCATION I Q Q O NEW FIRE HYDRANT ASSEMBLY PER COA DETAILS W-010, W-015 1 I __ A OF EXISTING 4'GAS LINE I z7a3 z7ai AND W-020 SD SD SD SD SD SD SD SD SD a a a 1"IRRIGATION Q 6'FIRE LINE POINT OF ENTRY. SS SS-sSSs-ss I - © 1"DOM WATER POINT OF ENTRY 5 ( - - - - - - - P 8"F12"A"➢RAlfF LINEQ�2 N m N RPBA INSIDE BUILDING PER COA DETAIL W-120 C-7.O I 1 SD W W W W WW 1- 12"x8" TEES' ^o w 1fw u 6"FlRE UNE NEW IRRIGATION SERVICE 1- 12`x6" TEE W Call out Tie back block SANITARY SEWER CLEANOUT 11 NEW 23 LF OF I N-0 2"DOM WATER STUB. EXTEND 5 FEET FROM 6"fDC 1 6"SS®8.0% DDCVA IN VAULT PER COA UNE f 1'EOM. STD DETAIL W-100PAVEMENT. CAP AND MARK. T REDUCED PRESSURE BACKFLOW ASSEMBLY I G o 2"DOMESTICPuo CT'roCALCULATED POINT OF ENTRY SANITARY SEWER CONNECTION EASEMENTo EXISTING 8"SS ,I IE= 121.83 1 POINT OF ENTRY RECORDED © PROPOSED 12"WATER MAIN I I UNDER A.F. IE= 113.55 p,,MIN IE 121.0 NO.1157911 QM CONNECT WATER MAIN 1 R CONNECT TO EXISTING SEWER PER 116 m li PROPOSED 12"WATER MAIN ® NEW TRANSFORMER i DETAIL 2 SHEET C-5.0 ' i I o L CAP D SSC UTILITY LEGEND '�` i I 70 LF�"SS® 0120.0 ARK I 2.0%MIN WATER LINE W I A I DRUGSTORE EXISTING 4"GAS I �Ra� 0 N SANITARY SEWER LINE SS I I SS LINE TO REMAIN I q 17 1 - POWER LINE(2-4"PVC) P I o 1 14, 1 �� GAS LINE 1 N ( FFE = 126.00 2 CALCULATED 1 MONITORING MANHOLE TO FIRE HYDRANT AK C-7.2 EXISTING SS BE INSTALLED UNDER IE= 112.47 SEPARATE PERMIT I 1�11j FIRE DEPARTMENT CONNECTIONC 7.1 i o THRUST BLOCK 282 LF 12"WATER V ACCESS TO r WATER VALVE N 3 I 1 I RESTRICTED Io 3 C-7.1 y x N ROM EAST d I I c� BOUNDARY w I 1 O I ( PROPERTY SANITARY SEWER CLEANOUT C-5.0 301 WiD SANITARY SEWER CAP AND MARK \ I 1 DOCUMENT ..^ 1 EASEM T TO THE CITY OF TELEPHONE&ELECTRIC RECORDED I - SANITARY SEWER MANHOLE C-5.0 I ARUNGT A.F.N0.9110010458 UNDER A.F. CONDUITS \ I I , I NO.1140278 WATER METER A rn I 30 1m EASEMENT FOR INGRES EGRESS,UTILITIES BACKFLOW PREVENTER ® ( AND ROAfl RECORDED UNDER V7 A.F. 0.8911"-"- O BLOWOFF ASSEMBLY C� a 12"SD E UTILITY 1211..32 3 1 UTILITY XING - 1 EXISTING 4"GAS C-71 LINE TO REMAIN 2"DOM= 123.0 12"SO IE= 121.32 M GAS METER ® 1 y I i 6`FDC LINE IE= 123.0 u4 1 y SD SD I a w DCVA ® C-7.0 a I I \ SD TELEPHONE(2- 4"PVC) 0. Sp- ELECTRICAL TRANSFORMER a { s 1cm.o J PROVIDE VERTICAL BENDS FOR 7 LF 12"WATER N I 1 -gym / GRADE ADJUSTMENT 2- 45'12"BENDS 2" EXISTING BUILDING s RZ DOMESTIC ag F / 3 GAs N MAR � �g 1"IRRIGATION, CONNECT TO EX. GAS I SERVICE o / 31 LF 12'WATER SEE CV-1.2 FOR CITY OF ARLINGTON STANDARD 6 N _ _ _ _ _ _ _ _ _H_ NOTES. SEE CV-1.1 FOR GENERAL NOTES. SEE C-3.1 a FOR SEWER PROFILES. C-3.2 FOR WATER LINE 1 N C - - - - - - - - - TRAFTIC - - - PROFILE ~ -� =c>- oHP SIGNAL OHP OH X 12"TEE - - - - _ _ -t� _ _ P - 0 H P _-. -- _'_._ - ._ - I OHP OHP C Z CONTRACTOR TO ADJUST MANHOLE RIMS AND GATE ----sue sD sD sD G B VALVES OF EXISTING STRUCTURES TO FINISHED GRADE. ,aTr. W W SOLID UD CB-125.25 n I TOP SO 1 UD CB-128.84 I �• INV.8"PVC S.-121.45 INV. PVC S.-124.89 N INV.8"PVC W.(CAPPED)=121.33 TOPS DUD CB=128.33 SPEED LIMIT SIGN EXISTING SSMH N 8`PVC 5=123.10 NV.8"P W.(gL/WATER - SE ARATgt)-122.54 _RIM= 124.83 I _-- �z;yam___ __ __ INV 8"PVC E.=122 99 61. �-- o L " -- IE=110.13 INV 8'PVC N.=121.38 204TH ST. NE CONNECT TO WATER AT EXISTING 10 2"CROSS N • INV.8"PVC S.=121.63 G.T.E. VAULT SS- Ss-^v I d i SS SS SS SS SS 1 " 1� KnowwhaYSbelOW. SS Ss TOP SOLID UD CB-12475 TOP CB-125.81 CONSTRUCTION DRAWING APPROVAL Q /► 1. INV.8'PVC N.:123.06 TOP CB=125.58 TOP CB=728.30 �Ia"before YOU d19. TOP CB-124.72 INV.8'PVC 5=122.97 INv.8'PVC NW.=123.86 INV.6"PVC 5.=125.78 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED INV.8"PVC N.=122.08 INV.6"PVC N.-124.90 PER THE CONDITIONS ON THE TITLE SHEET. GRAPHIC SCAT E TOP SOLID UD CB=125.66 20 10 20 40 80 SE COR.SSMH-126.17 INV.8' TOOC N8125.38 BY. Cp City Engineer, CITY OF ARONGTON DATE: IN TELEPHONE VANIT ram_ FEET � �" iN15 APPROVAL VALID FOR 18 MONTHS i 1 inch= 20 Yt" 0-3.0 <ii SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. m � � c aria v C I I ^ SS—SS r aE I yt'g I a T � T T T T T � T T � T T� T I N>ePN^ I I o G 11- --as as as as as PROVIDE VERTICAL BENDS FOR " a GRADE ADJUSTMENT i"DOM. METER �—SD— 2 DOMESTIC ^ 282 LF 12'WATER PROPOSED 12" CONNECTION No I 7 LF 12"WATER WATER MAIN o 8 0 i 2- 45'12°BENDS 1+00 z o N M G W W G G G W W W ^ s DDCVA IN VAULT PER COA CONNECT TO EXISTING 6"WATER MAIN(EAST) '- N — � i I STD DETAIL W-100 1 -12" X 6" TEE =� CONNECT TO WATER AT EXISTING 6"FIRE LINE 2- 12" GATE VALVE o 2' I 10" X 12"CROSS 1 - 12"X 6"TEE 1 - 6" GATE VALVE 1 - 12"X 12" TEE 1 - 6"GATE VALVE I 2- 12" GATE VALVE Z I 1 - 10" X 12"REDUCER(SOUTH) zc=cm ohm A n> z�z�v�Iq� �4 ` G>f9� ozom <z i'=T�tiac�TA c ,"IRRIGATION I�� UTILITY LEGEND I �` $� 4 ��� A 71 g T LINE WATER LINE W I I m j o 0 1 - 12"X 8" TEE SANITARY SEWER LINE o a POWER LINE(2-4"PVC) F I g i HIGHWAY 9 GAS LINE o ( � FIRE HYDRANT C-7.2 FIRE DEPARTMENT CONNECTION s• 56 PROFILE KEY PLAN 1r 12 SCALE: 1'= 20" THRUST BLOCK WATER VALVE SANITARY SEWER CLEANOUT 3 135 C-5.0 Op SANITARY SEWER MANHOLE i C-5.0 PROPOSED GRADE WATER METER C i o 130 BACKFLOW PREVENTER ® EXISTING GRADE, -ABLOWOFF ASSEMBLY LA C j,i _ _ EXISTING 12"WATER LINE GAS METER 0 — — — — 125 _ a� DCVA ® C-7.o _ EXISTING 12" WATER MAIN 28OLF TELEPHONE(2- 4"PVC) —' — — — — — — $ ELECTRICAL TRANSFORMER a —' — — — — •' � PROPOSED 12" WATER MAIN 2821-17 a3 oN EXISTING BUILDING 120 X N PROPOSED 12"WATER LINE o F Z W CR m Zip w � o Kj•J> N CJ O V + + S W pV �F'� OZ x.N- Z N I-iZ O ZZ N M NFU (n 17 W 0+00 0+25 0+50 0+75 1+00 1+25 1+50 1+75 2+00 2+25 2+50 2+75 e WATER MAIN PROFILE A &— V.. 1"=5 Know what's belOW. Call before YOU dig. CONSTRUCTION DRAWING APPROVAL THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. GRAPHIC SCALE li CV-1.2 fOR CITY OF ARLINGTON STANDARDBY'20 10 20 4A SO Clty Eng)neer, CfTY OF ARLINGTON ES. SEE CV-1.1 FOR GENERAL NOTES. DATE_ 1� ff��ff�� o. THIS APPROVAL VALID FOR 18 MONTHS C-3.2 i inch= 220)tL N SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. ARLINGTON DRUGST N N d H W W PLN #3387C> Cl U U Cl DEVELOPMENT STANDARDS o 0 0 A R L ,) 11 )%,_ y 8 2 2 3 ZONING GC MAXIMUM IMPERVIOUS SURFACE NONE ^ ^ ^ BUILDING SETBACKS SIDE YARD SETBACK FROM PUBLIC ROW 15' V C I T OF ARUNGTON SETBACK FROM OPEN DRAINAGE FACILITY 15' 0 0 0 cm) FROM EASEMENT 5' N M r� �pA SETBACK FROM STREET(BUILDING OVER 10,000 SF) 25' SETBACK FROM STREET(BUILDING UNDER 10,000 SF) 10' PORTAGE CREEK OWNER CIVIL ENGINEER DRAWING INDEX o 0 „ib r O REAL PROPERTY INVESTORS PACLAND-SEATTLE SHEET NO. DRAWING TITLE SCREENING o w z PROJECT LOCATION 2618 2ND AVENUE 1505 WESTLAKE AVE N, SUITE 305 CV-1.0 COVER SHEET SEATTLE, WA 98121 SEATTLE, WA 98109 CV-1.1 GENERAL NOTES SOUTHERN LOT LINE: TYPE C, INTERMITTENT SCREENING m o o 204TH ST NE Z =� Z (206) 321-7239 (206) 522-9510 CV-1.2 CITY OF ARLINGTON STANDARD NOTES EASTERN LOT LINE: TYPE C, INTERMITTENT SCREENING CONTACT: MARTY JOUFLAS CONTACT: BILL FORTUNATO, P.E. D-1.0 DEMOLITION AND ESC PLAN NORTHERN LOT LINE: NOT REQUIRED (VACANT COMMERCIAL) Q ¢ LUKE RANDLES, P.E. C-1.0 HORIZONTAL CONTROL PLAN WESTERN LOT LINE: TYPE C, INTERMITTENT SCREENING C-1.1 SITE PLAN C-1.2 PLAZA PLAN ROAD CLASSIFICATION a SURVEYING LANDSCAPE ARCHITECT Y C-1.3 TRAFFIC CONTROL PLAN I m 200TH ST NE CASCADE SURVEYING& ENGINEERING, INC. MAIN STREET DESIGN C-1.4 ILLUMINATION PLAN 204TH ST NE: MINOR ARTERIAL U 201ST ST NE P.O. BOX 326 9402 TIDAL COURT C-2.0 GRADING AND DRAINAGE PLAN SR 9: HIGHWAY ARLINGTON, WA 98223 BAINBRIDGE ISLAND, WA 98110 C-3.0 UTILITY PLAN (360) 435-5551 (206) 842-7886 C-3.1 SEWER PLAN AND PROFILE GENERAL NOTES C-3.2 WATER PLAN AND PROFILE 4PTo 5 CONTACT: PHIL ABENROTH CONTACT: KEN LONEY, LA y C-3.3 204TH STREET WATER REPLACEMENT ALERT TO CONTRACTOR C-5.0 SANITARY SEWER DETAILS ARCHITECT EROSION LEAD C-6.0 STORM DRAINAGE DETAILS 1. SITE WORK FOR THIS PROJECT SHALL MEET OR EXCEED THE PROJECT 6a C-7.0 WATER DETAILS SPECIFIC SITE WORK SPECIFICATIONS AND CITY OF ARLINGTON ENGINEERING dv�'io LANCE MUELLER &ASSOCIATES - C-7.1 WATER DETAILS DESIGN AND DEVELOPMENT STANDARDS, WHICH ARE HEREBY REFERENCED V711M e4° VICINITY MAP 130 LAKESIDE AVENUE, SUITE 250 - C-7.2 WATER DETAILS AS PART OF THESE PLANS. NTS SEATTLE, WA 98122 - C-8.0 PAVING AND SITE DETAILS (206) 325-2553 (XXX)XXX-XXXX C-8.1 PAVING AND SITE DETAILS 2. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF CONTACT: HAROLD CHRISTENSEN CONTACT: XXXX L-1.0 LANDSCAPE PLAN THE EXISTING CONDITIONS. THESE PLANS DO NOT REPRESENT A DETAILED FIELD SURVEY. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELD boa CONDITIONS PRIOR TO BIDDING THE PROPOSED SITEWORK IMPROVEMENTS. IF SITE INFORMATION CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER �►� LEGAL DESCRIPTION GOVERNING AGENCY SITE DATA WEST PARCEL PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWORK WHICH WOULD '',Y � BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT EXISTING SURVEY, u +a CITY OF ARLINGTON TOTAL AREA = 96,869 SF INCLUDING TOPOGRAPHY AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, �? WEST PARCEL AC PARCEL NUMBER: 0TH S 0 ALL THAT PORTION OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION ( •223 ) 7421 SITE ADDRESS: 421 204TH STREET NE THEY SHALL HAVE MADE, AT THEIR OWN EXPENSE, A TOPOGRAPHIC SURVEY 238 N OLYMPIC AVE 11, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M., DESCRIBED AS FOLLOWS: BUILDING AREA = 16,671 SF(0.38 AC) CURRENT ZONING: GENERAL COMMERCIAL(GC) BY A REGISTERED LAND SURVEYOR AND SUBMIT IT TO THE OWNER FOR ARLINGTON, WA 98223 IMPERVIOUS SITE AREA = 74,179 SF 1 REVIEW. s COMMENCING AT THE SOUTHEAST CORNER OF SAID SUBDIVISION; THENCE S 89'O6'O6" W ALONG (.70 AC) AIRPORT DISTRICT: C THE SOUTH LINE THEREOF A DISTANCE OF 153.49 FEET; THENCE N 0'53'54" W A DISTANCE OF (360) 403-3551 LANDSCAPE AREA = 22,690 SF(0.53 AC) SITE AREA: 29,979 SF(0.69 AC) 30.00 FEET TO THE NORTH MARGIN OF 204TH ST NORTHEAST PER AUDITOR'S FILE NUMBER IMPERVIOUS AREA COVERAGE = 77% USE CLASSIFICATION: 8.400 3. CAUTION - NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICALLY 9406200675, RECORDS OF SNOHOMISH COUNTY, STATE OF WASHINGTON AND THE TRUE POINT LOT DIMENSIONS = 355' X 275' CAUTIONED THAT THE LOCATION OF EXISTING UTILITIES AS SHOWN ON THESE OF BEGINNING; THENCE S 89'06'06"W A DISTANCE OF 135.10 FEET; THENCE N 1'25'56" E A FILE NO BUILDING HEIGHT = 35'(MAX) EAST PARCEL PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND, �LL DISTANCE OF 275.23 FEET; THENCE N 89'O6'O6" E A DISTANCE OF 95.52 FEET; THENCE S 0' PARCEL NUMBER: 31051100304100 WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS 11E DISTAN E A DISTANCE EE, THE FEET; THENCE S 2A'08'55 E A DISTANCE E 78.33 FEET; PLN #338 (ASSIGNED BY CITY OF ARLINGTON) SITE ADDRESS: 7423 204TH STREET NE NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR CURRENT ZONING: GENERAL COMMERCIAL(GC) MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS aTHENCE S O'53'54" A DISTANCE OF 40.00 FEET TO THE TRUE POINT OF BEGINNING. AIRPORT DISTRICT: C BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. TOGETHER WITH AND SUBJECT TO EASEMENTS, COVENANTS, CONDITIONS, RESTRICTIONS AND IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALLNRESERVATIONS OF RECORD. USE CSITE LASSIFICATION: Z6i8095 SF(1.54 AC) EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTSSITUATE IN THE CITY OF ARLINGTON, COUNTY OF SNOHOMISH, STATE OF WASHINGTON. UTILITY PROVIDERS ABBREVIATIONS SHOWN ON THESE PLANSEAST PARCEL STORM AASHTO AMERICAN ASSOCIATION OF STATE FL FLOW LINE RD ROAD 4. ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY CODESc,; ALL THAT PORTION OF SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER AND OF THE ARLINGTON CITY SEWER DEPARTMENT HIGHWAY AND TRANSPORTATION AND/OR UTILITY SERVICE COMPANIES SHALL BE PERFORMED PRIOR TO a SOUTHWEST QUARTER OF THE SOUTHEAST QUARTER, ALL IN SECTION 11, TOWNSHIP 32 NORTH, 154 W COX ST OFFICIALS FT FEET REQS REQUIREMENTS ANNOUNCED BUILDING POSSESSION AND THE FINAL CONNECTION OF RANGE 5 EAST, DESCRIBED AS FOLLOWS: ARLINGTON, WA 98223 HOPE HIGH-DENSITY POLYETHYLENE S SOUTH SERVICES. COMMENCING AT THE SOUTH QUARTER CORNER OF SAID SECTION 11; THENCE S 89'06'06" W (360) 403-3526 AMC ARLINGTON MUNICIPAL CODE HORIZ HORIZONTAL SD STORM DRAIN 5. SITE WORK FOR THIS PROJECT SHALL BE CONSTRUCTED PER THE ALONG THE SOUTH LINE OF THE SOUTHWEST QUARTER THEREOF A DISTANCE OF 153.49 FEET; ARCH ARCHITECTURAL o THENCE N 0'53'54" W A DISTANCE OF 30.00 FEET TO THE NORTH RIGHT-OF-WAY OF 204TH WATER HP HIGH POINT SDR STANDARD DIMENSION RATIO APPROVED, SIGNED CONSTRUCTION PLANS. ELECTRONIC FILES SHALL NOT BE ARLINGTON CITY SEWER DEPARTMENT ASTM AMERICAN SOCIETY FOR TESTING o CONSIDERED CONSTRUCTION DOCUMENTS UNLESS SPECIFICALLY STATED AS STREET NORTHEAST PER AUDITOR'S FILE NUMBER 9406200675, RECORDS OF SNOHOMISH 154 W COX ST AND MATERIALS HWY HIGHWAY SF SQUARE FEET SUCH AND HANDLED IN ACCORDANCE WITH THE BID DOCUMENTS. SIGNED W COUNTY, STATE OF WASHINGTON AND THE TURE POINT OF BEGINNING; THENCE N 0'53'54" W A fr ARLINGTON, WA 98223 AVE AVENUE IE INVERT ELEVATION SS SANITARY SEWER PAPER PLANS SHALL TAKE PRECEDENCE OVER ELECTRONIC FILES. N DISTANCE OF 40.00 FEET; THENCE N 22'06'55" W A DISTANCE OF 78.33 FEET; THENCE N O W (360) 403-3526 BMP BEST MANAGEMENT PRACTICE LP LOW POINT ST STREET 6. THE CONTRACTOR SHALL MAINTAIN A SET OF THE CONSTRUCTION PLANS H 3 O'53'54" W A DISTANCE OF 162.00; THENCE N 89'06' 06" E A DISTANCE OF 258.00 FEET TO Z i A POINT ON THE WESTERLY MARGIN OF STATE ROUTE 9; THENCE S 1'06' 10" W ALONG SAID SEWER BW BOTTOM OF WALL MAX MAXIMUM SW SIDEWALK ON-SITE AT ALL TIMES WHILE CONSTRUCTION IS IN PROGRESS. cf) ?� W Z MARGIN A DISTANCE OF 345.58 FEET TO A POINT 58.82 FEET NORTH OF, AS MEASURED ARLINGTON CITY SEWER DEPARTMENT W CB CATCH BASIN MEP MECHANICAL/ELECTRICAL/PLUMBING TC TOP OF CURB Z � PERPENDICULAR TO THE SOUTH LINE OF THE SOUTHWEST QUARTER OF THE SOUTHEAST 154 W COX ST w CONSTRUCTION DRAWING REVIEW = Q (n QUARTER OF SIAD SECTION 11, SAID POINT BEING THE BEGINNING OF A TANGENT CURVE TO ARLINGTON, WA 98223 CL CLASS MH MANHOLE TG TOP OF GROUND ACKNOWLEDGMENT THE RIGHT HAVING A RADIUS OF 25.00 FEET; THENCE ALONG THE ARC OF SAID CURVE (360) 403-3526 CO CLEANOUT MIN MINIMUM TP TOP OF PAVEMENT Z p W THROUGH A CENTRAL ANGLE OF 87'22'10"A DISTANCE OF 38.12 FEET; THENCE S 88.28' 20" THIS PLAN HAS BEEN REVIEWED AND EVALUATED FOR GENERAL COMPLIANCE o W A DISTANCE OF 40.35 FEET TO THE WEST LINE OF SAID SOUTHWEST QUARTER OF THE ELECTRIC CY CUBIC YARDS MJ MECHANICAL JOINT TW TOP OF WALL WITH THE CITY OF ARLINGTON CODES AND ORDINANCES. CONFORMANCE OF THIS O N Z > SOUTHEAST QUARTER AND TO A POINT 35.00 FEET NORTH OF, AS MEASURED PERPENDICULAR DESIGN wITH ALL APPLICABLE ED D AND REGULATIONS s IS THE FULL AND COMPLETE M J PUGET SOUND ENERGY DIA DIAMETER MUTCD MANUAL ON UNIFORM TRAFFIC TYP TYPICAL RESPONSIBIurY of THE LICENSED DESIGN ENGINEER. wLlosE STAMP AND SIGNATURE N T0, THE SOUTH LINE OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SAID APPEAR ON THIS SHEET. ACKNOWLEDGMENT OF CONSTRUCTION DRAWING REVIEW 10885 N.E. 4TH STREET CONTROL DEVICES DOES NOT IMPLY CITY APPROVAL FOR CONSTRUCTION ACTIVITIES THAT REQUIRE ^ It DR DRIVE VERT VERTICAL J i SECTION 11; THENCE S 89'O6'06" W PARALLEL WITH THE SOUTH LINE OF SIAD SOUTHEAST BELLEWE, WA 98004 OTHER COUNTY, STATE OR FEDERAL PERMIT REVIEW AND APPROVAL. THE PROPERTY QUARTER OF THE SOUTHWEST QUARTER A DISTANCE OF 20.05 FEET; THENCE S 310'20" W A (800) 562-1482 E EAST N NORTH W WEST OWNER AND LICENSED DESIGN ENGINEER SHALL BE RESPONSIBLE FOR THE DISTANCE OF 5.01 FEET TO A POINT 30.00 FEET NORTH OF THE SOUTH LINE OF SAID NTS NOT TO SCALE ACQUISITION AND COMPLIANCE OF ALL APPLICABLE PERMITS AND/OR AUTHORIZATIONS Q a SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER AS MEASURED PERPENDICULAR THERETO; ESAL EQUIVALENT SINGLE-AXLE LOAD WA WATER WHICH MAY INCLUDE, BUT ARE NOT LIMITED TO, WSDFW HYDRAULIC PROJECT NATURAL GAS PE POLYETHYLENE APPROVAL(HPA), WSDOE NOTICE OF INTENT(NOI), ANY CORP OF ENGINEERS FILL THENCE S 89'06'06" W A DISTANCE OF 135.57 FEET TO THE TRUE POINT OF BEGINNING. PUGET SOUND ENERGY ESC EROSION AND SEDIMENT CONTROL WSDOT WASHINGTON DEPARTMENT OF PERMITS AND THE REQUIREMENTS of THE ENDANGERED SPECIES ACT. i TOGETHER WITH AND SUBJECT TO EASEMENTS, COVENANTS, CONDITIONS, RESTRICTIONS AND 10885 N.E. 4TH STREET PUD PLANNED UNIT DEVELOPMENT TRANSPORTATION EX EXISTING er. o RESERVATIONS OF RECORD. BELLEVUE, WA 98004 PVC POLYVINYL CHLORIDE City Engineer SITUATE IN THE CITY OF ARLINGTON, COUNTY OF SNOHOMISH, STATE OF WASHINGTON. (800) 562-1482 FFE FINISHED FLOOR ELEVATION z DATE CV-1.0 j THIS APPROVAL VALID FOR 18 MONTHS vi SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. EROSION CONTROL NOTES SITE NOTES GRADING NOTES GENERAL UTILITY NOTES w w � N N m N N N 1. ALL WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE MOST CURRENT 1. ALL WORK AND MATERIALS SHALL COMPLY'NTH ALL CITY/COUNTY 1. THE SPOT ELEVATIONS INDICATED ON THIS PLAN REPRESENT THE DESIGN TOP 1. ALL IMPROVEMENTS SHALL MEET LOCAL, STATE DOT AND A.P.W.A. APPLICABLE LOCAL, STATE, AND FEDERAL STANDARDS. REGULATIONS AND CODES AND O.S.H.A. STANDARDS. OF PAVEMENT, UNLESS OTHERWISE NOTED. STANDARD SPECIFICATIONS. w z z 2. THE CONTRACTOR SHALL BE RESPONSIBLE AT ALL TIMES FOR PREVENTING SILT-LADEN 2. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION 2. CONTRACTOR IS RESPONSIBLE FOR DEMOLITION OF EXISTING STRUCTURES 2. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION a w w RUNOFF FROM DISCHARGING FROM THE PROJECT SITE. FAILURE BY THE CONTRACTOR AND DIMENSIONS OF VESTIBULE, SLOPED PAVING, EXIT PORCHES, SIDEWALKS, INCLUDING REMOVAL OF ANY EXISTING UTILITIES SERVING THE STRUCTURE. AND DIMENSIONS OF VESTIBULE, SLOPED PAVING, EXIT PORCHES, SIDEWALKS, > o Cl CAN RESULT IN A FINE. THE DESIGNATED TEMPORARY CONTACT PERSON NOTED ON RAMPS& TRUCK DOCKS, PRECISE BUILDING DIMENSIONS AND EXACT UTILITIES ARE TO BE REMOVED TO THE RIGHT-OF-WAY. RAMPS AND TRUCK DOCKS, PRECISE BUILDING DIMENSIONS AND EXACT THIS PLAN MUST BE AVAILABLE FOR CONTACT BY TELEPHONE ON A 24 HOUR BASIS BUILDING UTILITY ENTRANCE LOCATIONS. 3. ALL UNSURFACED AREAS DISTURBED BY GRADING OPERATION SHALL RECEIVE BUILDING UTILITY ENTRANCE LOCATIONS. z z z THROUGHOUT CONSTRUCTION AND UNTIL THE PROJECT HAS BEEN COMPLETED AND 3. DIMENSIONS SHOWN REFER TO FACE OF CURB, FACE OF BUILDING OR TO 4 INCHES OF TOPSOIL. CONTRACTOR SHALL APPLY STABILIZATION FABRIC TO 3. REFER TO INTERIOR PLUMBING DRAWINGS FOR TIE-IN OF ALL UTILITIES. < J J APPROVED BY THE GOVERNMENTAL AGENCY WITH JURISDICTION. THE CENTERLINE OF PAVEMENT STRIPING, UNLESS OTHERWISE NOTED. ALL SLOPES 3H:iV OR STEEPER. CONTRACTOR SHALL STABILIZE DISTURBED 4. ALL FILL MATERIAL SHALL BE IN PLACE, AND COMPACTED BEFORE a < a 3. THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION, MAINTENANCE, 4. ALL PAVED PARKING LOT AREAS WITHIN THE LIMITS OF IMPROVEMENTS AREAS WITH GRASS IN ACCORDANCE WITH LOCAL SPECIFICATION UNTIL A INSTALLATION OF PROPOSED UTILITIES. a a a REPLACEMENT AND UPGRADING OF THESE ESC FACILITIES IS THE RESPONSIBILITY OF SHALL BE STANDARD DUTY PAVEMENT UNLESS OTHERWISE NOTED. HEALTHY STAND OF GRASS IS OBTAINED. 5. CONTRACTOR SHALL NOTIFY THE UTILITY AUTHORITIES INSPECTORS 72 N w N THE CONTRACTOR FROM THE BEGINNING OF CONSTRUCTION UNTIL ALL CONSTRUCTION 5. CONTRACTOR SHALL PROVIDE A TEMPORARY TRAFFIC CONTROL PLAN FOR 4. ALL CUT AND FILL SLOPES SHALL BE CONSTRUCTED PER THE IBC CODE AND HOURS BEFORE CONNECTING TO ANY EXISTING LINE. IS COMPLETED AND APPROVED BY THE GOVERNMENTAL AGENCY WITH JURISDICTION THE CITY ENGINEER'S APPROVAL PRIOR TO ANY WORK WITHIN THE CITY APPLICABLE LOCAL REGULATION. ALL CUT AND FILL SLOPES SHALL BE 3:1 6. MINIMUM WATER AND SANITARY SEWER TRENCH WIDTH SHALL BE 2 FEET. AND THE SITE IS STABILIZED. OR FLATTER UNLESS OTHERWISE NOTED. 7. ALL UTILITIES SHOULD BE KEPT TEN 10' APART PARALLEL OR WHEN o 0 0 4. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY RIGHT LANE WAY. ( ) (PARALLEL) 6. FIRE LANE STRIPING AROUND BUILDING PERIMETER AND ALONG FIRE TRUCK 5. CONTRACTOR SHALL ASSURE POSITIVE DRAINAGE AWAY FROM BUILDINGS FOR CROSSING 18"VERTICAL CLEARANCE(OUTSIDE EDGE OF PIPE TO OUTSIDE �^ N M FLAGGED AND INSPECTED BY THE LOCAL JURISDICTION PRIOR TO ANY CLEARING OR ACCESS WAYS SHALL BE INSTALLED AS PART OF THIS CONTRACT, IN ALL NATURAL AND PAVED AREAS AND SHALL GRADE ALL AREAS TO EDGE OF PIPE). CONSTRUCTION TAKING PLACE. DURING CONSTRUCTION, NO DISTURBANCE BEYOND THE ACCORDANCE WITH THE LOCAL CODE AND FIRE MARSHALL REQUIREMENTS. PRECLUDE PONDING OF WATER. 8. IN THE EVENT OF A VERTICAL CONFLICT BETWEEN WATERLINES, SANITARY FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FLAGGING SHALL BE MAINTAINED 7. REFER TO BOUNDARY SURVEY FOR LEGAL DESCRIPTION, DIMENSIONS OF 6. ALL POLLUTANTS OTHER THAN SEDIMENT ON-SITE DURING CONSTRUCTION LINES, STORM LINES AND GAS LINE(EXISTING AND PROPOSED), THE o BY THE OWNER AND/OR CONTRACTOR UNTIL ALL CONSTRUCTION IS APPROVED. PROPERTY LINES, BASIS OF BEARINGS&BENCHMARK INFORMATION. (SEE SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE SANITARY LINE SHALL BE DUCTILE IRON PIPE WITH MECHANICAL JOINTS AT 1 z° a 5. THE EROSION AND SEDIMENTATION CONTROL FACILITIES SHOWN ON THIS PLAN ARE TO SHEET CS-1) CONTAMINATION OF STORMWATER. THE CONTRACTOR SHALL ADHERE TO ALL LEAST 10 FEET ON BOTH SIDES OF CROSSING, THE WATERLINE SHALL BE w BE CONSIDERED ADEQUATE BASIC REQUIREMENTS FOR THE ANTICIPATED SITE 8. SEE SHEET C-1.1 FOR SITE DIMENSIONS. TERMS AND CONDITIONS AS OUTLINED IN THE GENERAL N.P.D.E.S. PERMIT FOR MECHANICAL JOINTS WITH APPROPRIATE THRUST BLOCKING AS REQUIRED TO m^ o CONDITIONS. DURING CONSTRUCTION, DEVIATIONS FROM THIS PLAN MAY BE NECESSARY 9. ALL ON-SITE PAINTED STRIPING SHALL BE DOUBLE COATED. SEPARATE STORMWATER DISCHARGE ASSOCIATED WITH CONSTRUCTION ACTIVITIES. PROVIDE A MINIMUM OF 18" CLEARANCE, MEETING REQUIREMENTS OF ANSI COATS SHALL BE a IN ORDER TO MAINTAIN WATER QUALITY. BE APPLIED NO SOONER THAN 4 HOURS APART. PROTECTED FROM EROSION DUE TO INCREASES IN THE VOLUME, PROPERTIES AND WATERWAYS DOWNSTREAM OF THE SITE SHALL VELOCITY A21.10 AND ANSI 21.11 (AWWA C-151) (CLASS 50). 6. ALL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE INSPECTED BY THE (CONTRACTOR TO REFER TO PROJECT SPECIFICATIONS FOR ADDITIONAL , 9, LINES UNDERGROUND SHALL BE INSTALLED, INSPECTED AND APPROVED CONTRACTOR ON A FREQUENT BASIS AND IMMEDIATELY AFTER EACH RAINFALL, AND AND PEAK FLOW RATE OF STORMWATER RUNOFF FROM PROJECT SITE. MAINTAINED AS NECESSARY TO INSURE THEIR CONTINUED FUNCTIONING. ALL SEDIMENT PAVING MARKING REQUIREMENTS.) 8. CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE GOVERNING CODES AND BEFORE BACKFILLING. o MUST BE REMOVED FROM SILT FENCES, STRAW BALES, SEDIMENT PONDS, ETC. PRIOR 10. PARKING LOT STRIPING SHALL BE WHITE, 4" WIDTH, &DOUBLE COATED, BE CONSTRUCTED TO SAME. 10. CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH THE SPECIFICATIONS OF m TO THE SEDIMENT REACHING 1/2 ITS MAXIMUM POTENTIAL DEPTH. UNLESS OTHERWISE NOTED. LIGHT POLE BASES TO BE PAINTED TRAFFIC 9. CONTRACTOR TO REMOVE UNSUITABLE SOILS LOCATED WITHIN THE BUILDINGS THE LOCAL AUTHORITIES WITH REGARD TO MATERIALS AND INSTALLATION OF m m r 7. AT NO TIME SHALL CONCRETE, CONCRETE BYPRODUCTS, VEHICLE FLUIDS, PAINT, WHITE(DOUBLE COAT) SPLAY LINE OF THE FOOTINGS. THE WATER AND SEWER LINES. U CHEMICALS, OR OTHER POLLUTING MATTER BE PERMITTED TO DISCHARGE TO THE 11. ALL DISTURBED AREAS ARE TO RECEIVE FOUR INCHES OF TOPSOIL, SEED, 10. FOR BOUNDARY AND TOPOGRAPHIC INFORMATION REFER TO PROJECT SURVEY. 11. ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY CODES TEMPORARY OR PERMANENT DRAINAGE SYSTEM, OR TO DISCHARGE FROM THE PROJECT MULCH AND WATER UNTIL A HEALTHY STAND OF GRASS IS ESTABLISHED. 11. FOR LAYOUT INFORMATION REFER TO THE SITE PLAN AND HORIZONTAL AND/OR UTILITY SERVICE COMPANIES SHALL BE PERFORMED PRIOR TO SITE. 12. ALL ISLANDS PITH CURB AND GUTTER SHALL BE LANDSCAPED. THOSE CONTROL PLAN. ANNOUNCED BUILDING POSSESSION AND THE FINAL CONNECTION OF SERVICE. 8. THE CONTRACTOR PERFORMING THE WORK SHALL MAINTAIN A SET OF THE APPROVED ISLANDS ARE TO HAVE 18" CURB AND GUTTER. ALL REMAINING ISLANDS 12. CONTRACTOR SHALL COORDINATE WITH ALL UTILITY COMPANIES FOR �J�PTo CONSTRUCTION DRAWINGS ON SITE AT ALL TIMES WHILE CONSTRUCTION IS IN ARE TO BE STRIPED AS SHOWN. INSTALLATION REQUIREMENTS AND SPECIFICATIONS. 4oQs°oN PROGRESS. 13. EXISTING STRUCTURES WITHIN CONSTRUCTION LIMITS ARE TO BE ABANDONED, STORM DRAINAGE NOTES 13. CONTRACTOR TO PROVIDE TRENCHING, BACKFILL, 2- 4"PVC SCHEDULE 40 x . 9. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR PERFORMING THE WORK TO REMOVED OR RELOCATED AS NECESSARY. ALL COST SHALL BE INCLUDED IN CONDUITS, AND PULLING WIRES FOR UNDERGROUND TELEPHONE SERVICE 6 0 (r OBTAIN ALL NECESSARY PERMITS FROM THE LOCAL JURISDICTION PRIOR TO BASE BID. 1. EXISTING DRAINAGE STRUCTURES TO BE INSPECTED AND REPAIRED AS NEEDED, FROM EXISTING FACILITIES AS SHOWN ON PLANS. CONTRACTOR TO AND EXISTING PIPES TO BE CLEANED OUT TO REMOVE ALL SILT AND DEBRIS.. rs e4° COMMENCING ANY WORK WITHIN THE PUBLIC RIGHT-OF-WAY. 14. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL RELOCATIONS, INCLUDING COORDINATE INSTALLATION AND POINT OF CONNECTION W11H UTILITY 61?jlx 10. THE CONTRACTOR PERFORMING THE WORK SHALL BE RESPONSIBLE FOR PROVIDING BUT NOT LIMITED TO, ALL UTILITIES, STORM DRAINAGE, SIGNS, TRAFFIC 2. IF ANY EXISTING STRUCTURES TO REMAIN ARE DAMAGED DURING PROVIDER. ADEQUATE TRAFFIC CONTROL AT ALL TIMES DURING CONSTRUCTION ALONGSIDE OR SIGNALS&POLES, ETC. AS REQUIRED. ALL WORK SHALL BE IN CONSTRUCTION IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO REPAIR 14. CONTRACTOR IS TO PROVIDE TRENCHING, CONDUIT, AND BACKFILL FOR ALL WITHIN ALL PUBLIC ROADWAYS. ACCORDANCE WITH GOVERNING AUTHORITIES SPECIFICATIONS AND SHALL BE AND/OR REPLACE THE EXISTING STRUCTURE AS NECESSARY TO RETURN IT TO UNDERGROUND POWER LINE AND VAULTS AS REQUIRED BY UTILITY 11. THIS APPROVED "TEMPORARY EROSION AND SEDIMENTATION CONTROL PLAN" MUST BE APPROVED BY SUCH. ALL COST SHALL BE INCLUDED IN BASE BID. EXISTING CONDITIONS OR BETTER. PROVIDER. POWER LINES AND POLES TO BE INSTALLED BY UTILITY �IY`Roa 15. PYLON SIGNS SHALL BE CONSTRUCTED BY OTHERS. THE CONTRACTOR SHALL 3. STORM DRAINAGE PIPE WITH LESS THAN 2'-0"COVER SHALL BE CLASS IV PROVIDER. SEE SITE ELECTRICAL PLAN FOR SITE LIGHTING AND FORe� IMPLEMENTED PRIOR TO ANY SITE WORK. SEE THE PLANS AND DETAILS FOR FURTHER REINFORCED CONCRETE PIPE, OR APPROVED EQUAL TO SUSTAIN H-20 PRIMARY ELECTRIC SERVICE LOCATIONS. 9° INFORMATION. INSTALL CONDUIT AND ELECTRICAL CIRCUIT BETWEEN THE PYLON SIGN(S) 12. THE CONTRACTOR SHALL NOTIFY THE OWNER AND THE ENGINEER IN THE EVENT OR AND THE LIGHTING PANEL. LOADING. 15. GAS PIPING SHOWN FOR COORDINATION ONLY. INSTALLATION OF THE GAS �> DISCOVERY OF POOR SOILS, GROUNDWATER OR DISCREPANCIES IN THE EXISTING 16. THE SITEWORK CONTRACTOR SHALL CONNECT ALL LIGHTS WITHIN THE RETAIL 4. ALL ON-SITE STORM DRAINAGE PIPE SHALL BE SMOOTH WALLED INTERIOR, MAIN AND METER TO BE ACCOMPLISHED BY UTILITY PROVIDER. �'rorB CONDITIONS AS NOTED ON THE PLANS. STORE'S DEMISED AREA TO THE SECURITY CIRCUIT AS SHOWN ON THE MANUFACTURER'S VERIFICATION OF MANNING'S ROUGHNESS COEFFICIENT 13. MAXIMUM SLOPES SHALL BE 2:1 HORIZ:VERT FOR FILL SLOPES, AND 2:1 HORIZ:VERT ELECTRICAL PLAN. N=0.012 OR LESS. WATER NOTES FOR CUT SLOPES. 17. CURB RADII ADJACENT TO PARKING STALLS SHALL BE 2'. ALL OTHER CURB 5. PRECAST STRUCTURES MAY BE USED AT CONTRACTOR'S OPTION. 14. ROCKERIES OR OTHER RETAINING FACILITIES EXCEEDING 4' IN HEIGHT REQUIRE A RADII SHALL BE 10', UNLESS OTHERWISE NOTED. 6. ALL CATCH BASINS AND AREA DRAINS ARE TO BE SITUATED SUCH THAT THE 1. ALL CONSTRUCTION/INSTALLATION OF WATER MAINS SHALL BE DONE IN A e SEPARATE PERMIT. 18. ALL VERTICAL CONSTRUCTION SHALL MAINTAIN 10' MINIMUM SEPARATION OUTSIDE EDGE OF GRATE FRAME IS AT TOE OF CURB OR FLOWIJNE OF GUTTER SAFE, NEAT AND WORKMANLIKE MANNER, AND UNDER SUPERVISION BY UTILITY 15. ALL AREAS DISTURBED DURING CONSTRUCTION WHERE PERMANENT LANDSCAPING WILL FROM OVERHEAD POWER LINES. CONTRACTOR TO NOTIFY ENGINEER (WHERE APPLICABLE). PROVIDER FORCES AT ALL TIMES. ALL SAFETY REQUIREMENTS FROM OSHA AND NOT BE PROVIDED WITHIN 60 DAYS SHALL BE HYDROSEEDED, OR OTHERWISE IMMEDIATELY IF CONFLICT EXISTS AND PRIOR TO CONSTRUCTION OF THE 7. CATCH BASIN INLET PROTECTION /EROSION CONTROL TO BE USED FOR ALL OTHER STATE REGULATING AGENCIES MUST BE MET. STABILIZED, AS REQUIRED. STRAW MULCHING OR PLASTIC SHEETING ARE ACCEPTABLE VERTICAL ELEMENT INCLUDING, BUT NOT LIMITED TO, LIGHT POLE BASES AND NEW INLETS. 2. WATER MAIN PIPE MATERIAL SHALL BE CLASS 52 DUCTILE IRON OR PVC PIPE LL ALTERNATIVES TO TEMPORARY HYDROSEEDING DURING PERIODS OF LOW GROWTH. TRAFFIC SIGNAL STANDARDS. 8. ALL STORM PIPE ENTERING STRUCTURES SHALL BE GROUTED TO ASSURE MEETING LOCAL REQUIREMENTS. POLYETHYLENE WRAP IS REQUIRED ON ALL 16. ALL AREAS DISTURBED DURING CONSTRUCTION WHERE PERMANENT LANDSCAPING WILL CONNECTION AT STRUCTURE IS WATERTIGHT. METALS. NOT BE PROVIDED WITHIN THE NUMBER OF DAYS SPECIFIED BELOW SHALL BE 9. ALL STORM SEWER MANHOLES IN PAVED AREAS SHALL BE FLUSH WITH 3. AN 18-INCH MINIMUM SEPARATION IS REQUIRED ON SERVICE TAPS ON A MAIN HYDROSEEDED, OR OTHERWISE STABILIZED, AS REQUIRED. STRAW MULCHING OR PLASTIC PAVEMENT, AND SHALL HAVE TRAFFIC BEARING RING AND COVERS. LINE. SHEETING ARE ACCEPTABLE ALTERNATIVES TO TEMPORARY HYDROSEEDING DURING MANHOLES IN UNPAVED AREAS SHALL BE 6" ABOVE FINISH GRADE. LIDS 4. CLASS 52 DUCTILE IRON MAY BE DIRECT TAPPED FOR 3/4 INCH AND 1-INCH PERIODS OF LOW GROWTH: SHALL BE LABELED"STORM SEWER". SIZE SERVICES. SADDLES SHALL BE USED ON ALL TAPS 1-1/4" - 2" v m WEST OF THE CASCADE MOUNTAIN CREST 10. CONTRACTOR SHALL CONNECT ROOF DRAIN LEADERS AND FOOTING DRAINS TO DIAMETER IN ANY PUBLIC MAIN. a Q N 3 o DURING THE DRY SEASON (MAY 1 - SEPT. 30): 7 DAYS PROPOSED STORM DRAINS AS SHOWN. 5. ALL ELBOWS/BENDS ON WATER MAINS SHALL HAVE THRUST BLOCKS. 0 3 M DURING THE WET SEASON (OCTOBER 1 - APRIL 30): 2 DAYS 11. CONTRACTOR SHALL CONFIRM STRUCTURE CONSTRUCTABILITY WITH 6. A DEPTH OF 36" FROM FINISHED GRADE TO THE TOP OF THE WATER MAIN ISBE 17. SLOPE STABILIZATION. CUT AND FILL SLOPES SHALL BE CONSTRUCTED IN A MANNER MANUFACTURER PRIOR TO DELIVERY AND INSTALLATION. REQUIRED. PLACING WATER LINES SHALLOWER THAN 36" IS PROHIBITED. THAT WILL MINIMIZE EROSION. ROUGHENED SOIL SURFACES ARE PREFERRED TO SMOOTH 7. ALL NEW PIPES MUST BE PROPERLY FLUSHED, PRESSURE TESTED, AND SURFACES. INTERCEPTORS SHOULD BE CONSTRUCTED AT THE TOP OF LONG, STEEP CHLORINATED BY THE CONTRACTOR, AND INSPECTED BY UTILITY PROVIDER SLOPES WHICH HAVE SIGNIFICANT AREAS ABOVE THAT CONTRIBUTE RUNOFF. SANITARY SEWER NOTES CONCENTRATED RUNOFF SHOULD NOT BE ALLOWED TO FLOW DOWN THE FACE OF A AND GOVERNMENTAL AGENCIES WITH JURISDICTION. CUT OR FILL SLOPE UNLESS CONTAINED WITHIN AN ADEQUATE CHANNEL OR PIPE 8. ALL BACKFLOW PREVENTION DEVICES(DOUBLE CHECK BACKFLOW PREVENTORS, 0 1. ALL CONSTRUCTION/INSTALLATION OF SANITARY SEWER MAINS SHALL BE DONE IN REDUCED PRESSURE BACKFLOW PREVENTORS, PRESSURE AND ATMOSPHERIC a SLOPE DRAIN. WHEREVER A SLOPE FACE CROSSES A WATER SEEPAGE PLANE, VACUUM BREAKERS, ETC. MUST BE APPROVED BY THE UTILITY PROVIDER AND A SAFE, NEAT AND PROFESSIONAL MANNER, AND UNDER SUPERVISION OF CITY ADEQUATE DRAINAGE OR OTHER PROTECTION SHOULD BE PROVIDED. IN ADDITION, ) FORCES AT ALL TIMES. ALL SAFETY REQUIREMENTS FROM OSHA AND OTHER STATE GOVERNMENTAL AGENCIES WITH JURISDICTION. fr SLOPES SHOULD BE STABILIZED IN ACCORDANCE WITH ITEM (17) ABOVE. REGULATORY AGENCIES MUST BE MET. 9. ALL NEW CONNECTIONS TO EXISTING WATER MAINS REQUIRE ISSUANCE OF A W fA 18. STORM DRAIN INLET PROTECTION. ALL STORM DRAIN INLETS MADE OPERABLE DURING Z Q 3 2. THE MINIMUM SIZE FOR PUBLIC SEWER MAINS SHALL BE 8" DIAMETER. ALL PUBLIC WORKS PERMIT AND INSPECTION BY THE CITY OR GOVERNMENTAL 6n CONSTRUCTION SHALL BE PROTECTED SO THAT STORM WATER RUNOFF SHALL NOT 3: P i SANITARY SEWER PIPING SHALL BE SCHEDULE D3034 PVC OR EQUAL. MINIMUM PIPE AGENCIES WITH JURISDICTION PRIOR TO BACKFILLING. 5 w ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. DIAMETER FOR PRIVATE LATERALS IS 4" AND OF SCHEDULE D3034 PVC OR EQUAL. 10. BACKFLOW PREVENTION DEVICES SHALL BE CONSTRUCTED OF CORROSION Z Z w ALL SANITARY SEWER LATERALS MUST BE PROPERLY MARKED AT ENDS. RESISTANT MATERIALS. 2 19. DUST ON THE SITE SHALL BE CONTROLLED PER LOCAL JURISDICTIONAL AIR QUALITY REQUIREMENTS. THE USE OF MOTOR OILS AND OTHER PETROLEUM BASED OR TOXIC 3. CONNECTIONS INTO THE EXISTING SANITARY SEWER MAINS REQUIRE ISSUANCE OF 11. EXTERNAL WATER METER AND BACKFLOW PREVENTION VAULTS SHALL BE 0 O J N Q LIQUIDS FOR DUST SUPPRESSION OPERATIONS IS PROHIBITED. PUBLIC WORKS PERMIT AND INSPECTION BY THE LOCAL JURISDICTION PRIOR TO GASKETED IN AREAS OF HIGH GROUNDWATER OR NEAR STORMWATER Z p Z cr 20. REFER TO PROJECT SPECIFICATIONS FOR SURFACE WATER POLLUTION PREVENTION BACKFILLING. MANAGEMENT FACILITIES AS REQUIRED BY THE UTILITY PROVIDER, CONTRACTOR Q C,4 Z 0 PLAN (SWPPP) NARRATIVE. 4. ALL NEW SANITARY SEWER PIPES AND MANHOLES MUST BE THOROUGHLY CLEANED, TO CONFIRM. H Ch W J Z N INSPECTED AND PRESSURE/VACUUM TESTED AS REQUIRED BY UTILITY PROVIDER Z N% Q W AND GOVERNMENTAL AGENCIES WITH JURISDICTION. ALL TESTS MUST BE WITNESSED AND PASSED BY THE UTILITY PROVIDER AND GOVERNMENTAL AGENCIES WITH fr i JURISDICTION PRIOR TO PLACING INTO OPERATION. Q 0 5. THE CONTRACTOR SHALL PROVIDE TO THE UTILITY PROVIDER ANY GUARANTEE OR WARRANTY NORMALLY FURNISHED 'NTH THE PURCHASE OF ANY MATERIALS USED IN CONNECTION WITH THE PROJECT AT HAND. i 0 z CV-1.1 vi SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. CITY OF ARLINGTON TESC NOTES CITY OF ARLINGTON SANITARY SEWER NOTES CITY OF ARLINGTON WATER NOTES � ww M m = = O O 1. APPROVAL OF THE TEMPORARY EROSION/SEDIMENT CONTROL PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR 1. ALL WORK SHALL BE IN ACCORDANCE WITH THE APPROVED PLANS, AND CURRENT EDITION OF THE 1. ALL WORK SHALL BE IN ACCORDANCE WITH THE APPROVED PLANS AND CURRENT EDITION N N STORM DRAINAGE DESIGN. CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS. ANY CHANGES TO THE DESIGN REQUIRES CITY OF THE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS. ANY CHANGES TO THE 2. A TESC PLAN MEETING THE DOE STORM WATER MANAGEMENT MANUAL ADOPTED BY THE CITY SHALL BE SUBMITTED TO THE CITY APPROVAL. DESIGN REQUIRE CITY APPROVAL. w w FOR APPROVAL PRIOR TO ANY WORK ON THE SITE. AN APPROVED COPY MUST BE MAINTAINED ON-SITE AND BE READILY AVAILABLE 2. ALL MATERIALS SHALL CONFORM TO THE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS AND 2. ALL MATERIALS SHALL CONFORM TO THE CITY STANDARDS AND SPECIFICATIONS AND SHALL TO THE CITY INSPECTOR AT THEIR REQUEST. THE MATERIAL SUBMITTALS SHALL BE APPROVED BY THE CITY BEFORE SCHEDULING THE BE APPROVED BY THE CITY PRIOR TO DELIVERY TO THE JOB SITE. MATERIAL SUBMITTALS o Cl 3. THE TESC BMPS SHOWN ON THE PLAN MUST BE INSTALLED PRIOR TO ALL OTHER CLEARING AND GRADING ACTIVITIES, AND IN SUCH PRECONSTRUCTION CONFERENCE AND BEFORE THE MATERIALS ARE DELIVERED TO THE JOB SITE. ARE REQUIRED AND MUST BE APPROVED PRIOR TO SCHEDULING A PRE-CONSTRUCTION o 0 0 A MANNER AS TO ENSURE THAT SEDIMENT-LADDEN WATER DOES NOT ENTER THE DRAINAGE SYSTEM, LEAVE THE SITE, OR VIOLATE ONCE THE MATERIALS ARE DELIVERED TO THE JOB SITE THE INSPECTOR WILL DETERMINE IF THE CONFRERNCE. APPLICABLE WATER QUALITY STANDARDS. MAINTENANCE, REPALCEMENT, AND UPGRADING OF THE TESC PLAN IS THE RESPONSIBILITY MATERIALS WERE MANUFACTURED TO MEET THE REQUIREMENTS OF THE CITY OF ARLINGTON 3. WATER MAINS SHALL BE CEMENT-LINED DUCTILE IRON PIPE CLASS 52 UNLESS OTHERWISE OF THE CONTRACTOR UNTIL ALL CONSTRUCTION IS COMPLETE AND APPROVED BY THE CITY. STANDARDS AND SPECIFICATIONS BEFORE THE MATERIALS CAN BE INSTALLED. APPROVED BY THE CITY. a a a 4. THE BOUNDARIES OF THE CLEARING LIMITS, SHOWN ON THE TESC PLAN, SHALL BE CLEARLY FENCED OR FLAGGED IN THE FIELD 3. ALL SEWER MAINS AND SIDE SEWER STUBS SHALL BE FIELD STAKED FOR GRADES AND ALIGNMENT 4. ALL SERVICE LOCATIONS SHALL BE FIELD APPROVED BY THE CITY PRIOR TO INSTALLATION. o PRIOR TO STARTING CONSTRUCTION. NO DISTURBANCE BEYOND THE FENCED OR FLAGGED CLEARING LIMITS SHALL BE PERMITTED. BY A SURVEYOR PRIOR TO CONSTRUCTION. THE CONSTUCTION STAKES MUST SHOW THE STATION 5. IT IS THE CONTRACTOR'S RESPONSIBILITY TO LOCATE UNDERGROUND UTILITIES BY CALLING N w N THE FENCING AND/OR FLAGGING SHALL BE MAINTAINED BY THE CONTRACTOR FOR THE DURATION OF THE CONSTRUCTION PROJECT. AND OFFSET TO THE ALIGNMENT. ONE-CALL UNDERGROUND UTILITY LOCATOR (1-800-424-5555) 48 HOURS PRIOR TO 5. THE TESC FACILITIES SHOWN ON THE PLANS ARE THE MINIMUM REQUIREMENTS FOR THE ANTICIPATED SITE CONSTRUCTION. DURING 4. THE CITY OF ARLINGTON WASTEWATER DIVISION SHALL BE NOTIFIED A MINIMUM OF 48 HOURS IN CONSTRUCTION. o 0 0 THE CONSTRUCTION PERIOD, THESE TESC FACILITIES SHALL BE UPGRADED AND ADDED TO AS NEEDED, FOR UNEXPECTED STORM ADVANCE OF A TAP OR CONNECTION TO AN EXISTING SANITARY SEWER MAIN. THE INSPECTOR SHALL 6. ADEQUATE TRENCH SHEETING AND/OR SHORING SHALL BE PROVIDED BY THE CONTRACTOR EVENTS AND TO REFLECT CHANGED CONDITIONS, AS REQUIRED BY THE CITY. BE PRESENT AT THE TIME OF THE TAP OR CONNECTION. AS REQUIRED BY OSHA AND WISHA. 6. THE CONTRACTOR SHALL PROVIDE THE CITY A 24-HOUR EMERGENCY CONTACT PHONE NUMBER OF THE CONTRACTORS CERTIFIED 5. GRAVITY SEWERS, INCLUDING SIDE SEWERS, 'NTH 5 TO 14 FEET OF COVER SHALL BE PVC ASTM D 7. THE PIPE SHALL BE INSTALLED BY FOLLOWING THE FINISHED GRADE PROFILE WHEREVER EROSION CONTROL SUPERVISOR PRIOR TO STARTING CONSTRUCTION. 3034 SDR 35. GRAVITY SEWER MAINS WITH LESS THAN 5 FEET OR GREATER THAN 14 FEET OF POSSIBLE. THE DEPTH OF COVER SHALL BE TYPICALLY 36 INCHES(3 FEET), AND MAY BE ^ 7. THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE CONTRACTOR AND MAINTAINED AS NECESSARY TO ENSURE CONTINUED COVER SHALL BE DUCTILE IRON PIPE CLASS 52, OR C-900 PVC. IF DUCTILE IRON PIPE IS USED FOR o r o UP TO 60 INCHES(5 FEET) WITH THE APPROVAL OF THE CITY ENGINEER. WATER MAINS N d FUNCTION AND OPERATION. SEWER, THE PIPE INTERIOR SHALL BE EPDXY COATED (NOT CEMENT-LINED). m Z o 6. PRE-CAST MANHOLES SHALL MEET THE REQUIREMENTS OF ASTM C-478. JOINTS SHALL BE RUBBER UNDER THE STATE(OR COUNTY)HIGHWAYS SHALL MEET THE MINIMUM COVER DEPTHS p w 8. BETWEEN OCTOBER 1 AND APRIL 30, DISTURBED AREAS THAT ARE TO BE LEFT UNWORKED FOR MORE THAN TWO (2)DAYS SHALL m^a GASKETED AND GROUTED BOTH INSIDE AND OUTSIDE OF THE MANHOLE PER CITY OF ARLINGTON REQUIRED BY WSDOT(OR SNOHOMISH COUNTY). 0 0 O BE IMMEDIATELY COVERED BY MULCH, SOD OR PLASTIC COVERING. BETWEEN MAY 1 AND SEPTEMBER 30, DISTURBED AREAS THAT 8. PIPE JOINT DEFLECTIONS SHALL NOT EXCEED ONE-HALF OF PIPE MANUFACTURERS ARE TO BE LEFT UNWORKED FOR MORE THAN SEVEN (7)DAYS SHALL BE IMMEDIATELY COVERED BY SEEDING OR OTHER APPROVED STANDARDS AND SPECIFICATIONS. ALL LIFT HOLES CUT THROUGH THE WALLS OF THE MANHOLE RECOMMENDED MAXIMUM DEFLECTIONS. BENDS MAY BE REQUIRED TO MAINTAIN PROPER a METHODS. SHALL BE GROUTED FROM THE INSIDE AND OUTSIDE OF THE MANHOLE TO BE WATERTIGHT. WATER MAIN ALIGNMENT WITHIN EASEMENTS OR PUBLIC RIGHT-OF-WAY. 9. SEDIMENT DEPOSITS SHALL BE REMOVED FROM ALL CATCH BASINS, PRE-TREATMENT/SEDIMENT POND, AND SEDIMENT TRAPS UPON ADDITIONAL WATERPROOFING MAY BE REQUIRED. 9. WATER MAIN SHALL NOT BE PLACED UNDER SIDEWALK, CURBS, GUTTERS, OR ANY 7. SIDE SEWER SERVICES SHALL BE PVC ASTM D 3034 SDR 35 WITH FLEXIBLE GASKETED JOINTS. SIDE > o REACHING A DEPTH OF 12 INCHES. m SEWER CONNECTIONS SHALL BE MADE BY A TAP TO AN EXISTING MAIN OR A TEE FROM A NEW PERMANENT STRUCTURES WITHOUT THE PRIOR APPROVAL OF THE CITY ENGINEER. 10. ANY PERMANENT RETENTION/DETENTION FACILITY USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE MAIN CONNECTED ABOVE THE SPRING LINE OF THE PIPE. WYES ARE NOT ALLOWED ON LINES 8" OR 10. NO CONNECTION TO THE CITY WATER SYSTEM IS ALLOWED UNTIL THE NEW CONSTRUCTION 3 NECESSARY EROSION CONTROL MEASURES, SHALL PROVIDE ADEQUATE STORAGE CAPACITY, AND SHALL BE CLEANED OUT ENTIRELY LARGER. SIDE SEWERS CAN NOT BE INSTALLED UNDER DRIVEWAYS UNLESS APPROVED BY THE CITY PASSES PRESSURE AND PURITY TESTS, AND HAS BEEN APPROVED AND ACCEPTED BY THE Q Q U ONCE THE SITE IS STABILIZED. IF THE PERMANENT FACILITY IS TO ULTIMATELY FUNCTION AS AN INFILTRATION SYSTEM, THE FACILITY INSPECTOR. CITY. SHALL NOT BE USED AS A TEMPORARY SETTLING BASIN. 8. ALL SEWER PIPE SHALL BE INSTALLED WITH A CONTINUOUS TRACER TAPE 24"-48"UNDER THE 11. PRIOR TO MAKING CONNECTIONS TO THE EXISTING SYSTEM, CONTRACTOR SHALL FIELD 11. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, FAST GERMINATING GRASSES SHALL BE APPLIED AT AN PROPOSED FINISHED SUBGRADE, OR AS DIRECTED BY THE CITY INSPECTOR. THE MARKER SHALL BE VERIFY THE LOCATION, DEPTH AND MATERIAL OF EXISTING WATER MAINS AT THE POINT OF APPROXIMATE RATE OF 120 LBS PER ACRE. PLASTIC, NON-BIODEGRADABLE, METAL CORE, AND DETECTABLE, WITH BACKING MARKED 'SEWER". CONNECTION. J�PTo 12. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 3 9. SIDE SEWERS SHALL BE INSTALLED BY THE DEVELOPER AND COORDINATED FOR CLEARANCE WITH 12. ALL WATER LINES SHALL BE A MINIMUM OF 10 FEET HORIZONTAL CLEARANCE FROM o4ySRON INCHES, OR 3,000 POUNDS PER ACRE. POWER, GAS, TELEPHONE, CABLE, AND OTHER UTILITIES. SIDE SEWERS SHALL BE A MINIMUM OF 10 SANITARY SEWERS. WHEN WATER LINES CROSS SEWER LINES, THE MINIMUM VERTICAL 13. SOIL STOCKPILES SHALL BE STABILIZED WITHIN 24 HOURS. WHEN ACTIVELY WORKING WITH THE SOIL STOCKPILE, STABILIZATION BY FEET BEYOND PROPERTY LINES AND 5' BEYOND ANY EASEMENT. CLEARANCE SHALL BE 18 INCHES. GROUND COVER BMPS SHALL OCCUR AT THE END OF EACH WORK DAY. 13. TO FILL THE MAIN FOR FLUSHING, PRESSURE AND PURITY TESTS, THE CONTRACTOR IS 10ED FOR THE . THE SEWER PIPE SHALL BE INSTALLED STARTING FROM DOWNSTREAM OF THE POINT OF CONNECTION 14 DURASTABTION OFLIZED OTHE PROJECTS ADDITIONAL MEASURES MAY BE REQUIRED TONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE N INSURE NING FTHAT ALL U PAVED CTION AAREAS ND IARE NKEPT CLEAN FOR ON THE EXISTING SEWER OR FROM A DESIGNATED STARTING POINT. THE SEWER PIPE SHALL BE FUQLI OPEN RED TPOSITION O USE NTOPPREVENT BACK-SPHONAGE THROUPROVED METER AND DCVA. THE GH THE DRAIN HOLE.ANT SHALL INAFTER IN E THE DURATION OF THE PROJECT. INSTALLED WITH THE BELL END UPSTREAM. SUCCESSFUL TESTING, THE CONTRACTOR WILL TIE INTO THE EXISTING SYSTEM, USING 15. MAINTENANCE AND REPAIR OF TESC FACILITIES AND STRUCTURES SHALL BE CONDUCTED IMMEDIATELY UPON RECOGNITION OF A 11. ADEQUATE TRENCH SHEETING AND/OR SHORING SHALL BE PROVIDED BY THE CONTRACTOR AS DISINFECTED SLEEVES AND SPOOL PIECES. PROBLEM OR WHEN THE TESL MEASURES BECOME DAMAGED. REQUIRED BY OSHA AND KASHA. 12. TO PREVENT WATER OR DEBRIS FROM DISCHARGING INTO THE CITYS EXISTING SEWER SYSTEM, THE 14. THE CONTRACTOR SHALL CONTACT THE CITY FOR VALVE OPERATION. ONLY AUTHORIZED 16. UPON COMPLETION E THE PROJECT, ALL BMP5 SHALL BE REMOVED FROM THE SITE AND RIGHT OF WAY. IF BMPS ARE REQUIRED REPRESENTATIVES OF THE CITY CAN OPERATE VALVES IN THE CITY WATER SYSTEM. you CONTRACTOR SHALL INSTALL A PLUG IN THE CONNECTION MANHOLE OR AS DIRECTED BY THE CITY TO REMAIN IN PLACE FOR FURTHER PROTECTION, ARRANEMENTS FOR REMOVAL SHALL BE MADE WITH THE CITY INSPECTOR. THE CONTRACTOR IS HEREBY NOTIFIED THAT SINCE FILLING AND FLUSHING 15. , WILL BE DONE INSPECTOR. THE PLUG SHALL NOT BE REMOVED UNTIL THE SEWER IS ACCEPTED BY THE CITY. � LOW VELOCITY FLOWS MAY BE 13. ALL SEWER LINES SHALL MAINTAIN A MINIMUM OF 10 FEET HORIZONTAL CLEARANCE AND A MINIMUM THROUGH A CROSS-CONNECTION CONTROL DEVICE, i ENCOUNTERED. THEREFORE, EVERY ATTEMPT SHALL BE MADE TO KEEP THE PIPE CLEAN OF 18 INCHES VERTICAL CLEARANCE FROM WATER LINES. SEE STANDARDS AND SPECIFICATIONS FOR .� ADDITIONAL REQUIREMENTS AND ALTERNATIVES. DURING INSTALLATION. THIS MAY INCLUDE SWABBING THE PIPE WITH CHLORINATED WATER. s�?a Qqo CITY OF ARLINGTON STORM DRAINAGE NOTES 14. PIPE BEDDING SHALL BE IN ACCORDANCE WITH THE CITY OF ARLINGTON STANDARD AND WSDOT 16. THE CONTRACTOR SHALL CONTROL, UST CONTROL,PNOISE CONTROL, AND T EROSIONERFORM TEMPORARY SOIL TRAFFIC CONTROL AS REQUIRED BY THE STANDARD SPECIFICATIONS. 3/8-INCH MINUS MANUFACTURED CLEAN PEA GRAVEL IS THE REQUIRED CITY OR OTHER APPLICABLE AGENCIES. 1. ALL STORM DRAINAGE IMPROVEMENTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THESE APPROVED PLANS AND CITY BEDDING MATERIAL. ALL PIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION. THIS SHALL 17. CUTTING AND PATCHING OF ROAD WAYS SHALL CONFORM TO THE REQUIREMENTS OF THE s STANDARDS AND SPECIFICATIONS. ANY DEVIATION FROM THESE PLANS WILL REQUIRE PRIOR APPROVAL FROM THE OWNER, THE CITY INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION RIGHT-OF-WAY PERMIT OF THE CITY OR OTHER APPLICABLE AGENCY. ENGINEER, AND OTHER APPROPRIATE PUBLIC AGENCIES. MATERIALS AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM 2. ALL PIPE MATERIALS SHALL MEET THE REQUIREMENTS OF THE CITY STANDARDS AND SPECIFICATIONS. ACCEPTABLE STORM GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED BY A UNIFORMLY DENSE DRAINAGE PIPE MATERIALS INCLUDE CONCRETE, PVC, HOPE, AND DUCTILE IRON. CORRUGATED METAL PIPES(GALVANIZED ALUMINUM UNYIELDING BASE. OR STEEL) ARE NOT ACCEPTED BY THE CITY. ALL PIPE JOINTS MUST HAVE GASKETS AND SHALL BE WATER TIGHT UNLESS 15. THE CONTRACTOR SHALL COMPACT TRENCH BACKFILL WITHIN THE CITY RIGHT-OF-WAY TO AT LEAST LL OTHERWISE DIRECTED BY THE CITY. 90%MAXIMUM DRY DENSITY FROM THE BOTTOM OF THE TRENCH TO A DEPTH OF 3'BELOW THE 3. PIPE BEDDING MATERIAL SHALL BE 5/8-INCH MINUS CRUSHED GRAVEL FOR ALL PIPE TYPES, EXCEPT DUCTILE IRON. BEDDING SURFACE. THE TRENCH BACKFILL MUST BE COMPACTED TO AT LEAST 95%MAXIMUM DENSITY WITHIN E MATERIAL FOR DUCTILE IRON PIPE SHALL MEET THE REQUIREMENTS OF THE CITYS STANDARDS AND SPECIFICATIONS(CHAPTER 4). 3'OF THE SURFACE. ASPHALT MUST BE COMPACTED TO MEET THE REQUIREMENTS ON THE PLANS. 4. ALL TRENCH BACKFILL IN AREAS OF PAVEMENT OR STRUCTURAL LOADING SHALL BE COMPACTED TO AT LEAST 95%OF THE ALL COMPACTION TESTS ARE AT THE DEVELOPERS EXPENSE. MAXIMUM DRY DENSITY. ALL OTHER AREAS SHALL BE COMPACTED TO AT LEAST 90%OF MAXIMUM DRY DENSITY. a 5. ALL PIPE SHALL BE PLACED ON STABLE EARTH. IF IN THE OPINION OF THE CITY INSPECTOR, THE EXISTING TRENCH FOUNDATION IS a Q Y m ^ UNSATISFACTORY, THEN IT SHALL BE EXCAVATED BELOW GRADE AND BACKFILLED WITH GRAVEL BEDDING MATERIAL TO SUPPORT CITY OF ARLINGTON ADA NOTES N THE PIPE. 0 3 BE ci 6. LOT DRAINAGE SYSTEMS, STUB-OUTS AND ANY DRAINS BEHIND THE SIDEWALK MUST BE INSTALLED AS REQUIRED PRIOR TO ADA NOTES: THE FOLLOWING NOTES SHALL APPLY TO HARDSCAPE FACILITIES WITHIN SIDEWALK CONSTRUCTION. STUB-OUTS SHALL BE MARKED WITH A 2'X4"WITH 3 FEET VISIBLE ABOVE GRADE AND MARKED STORM". THE PUBLIC RIGHT-OF-WAY. LOCATION AND DEPTH OF THESE INSTALLATIONS SHALL BE SHOWN ON THE AS-BUILT PLANS SUBMITTED TO THE CITY. 1. UNLESS OTHERWISE SPECIFIED ON THE PLANS, OR DIRECTED BY THE CITY 3 7. ALL CATCH BASINS SHALL BE TYPE 1 UNLESS OTHERWISE SHOWN ON THE PLANS AND APPROVED BY THE CITY. THE USE AND ENGINEER, CROSS SLOPES OF SIDEWALKS SHALL BE NOMINAL 1.5% CROSS INSTALLATION OF INLETS IS DISCOURAGED. SLOPES SHALL NOT BE LESS THAN 1%NOR EXCEED 2%. 0 8. ALL CATCH BASINS WITH A DEPTH OF 5 FEET(RIM TO INVERT) OR GREATER SHALL BE TYPE 2 CATCH BASINS EQUIPPED WITH 2. MAXIMUM SLOPES SHOWN ON THE PLANS REPRESENT THE MAXIMUM 3/4- INCH DIAMETER SAFETY MANHOLE STEPS OR A MANHOLE LADDER PER CITY STANDARD DETAILS. ALLOWABLE SLOPES PERMITTED BY CURRENT ADA REQUIREMENTS. THE W W 9. ALL GRATES SHALL BE MARKED "OUTFALL TO STREAM -DUMP NO POLLUTANTS". ALL SOLID COVER SHALL BE MARKED 'DRAIN". ALL CONTRACTOR SHALL TAKE INTO CONSIDERATION CONSTRUCTION TOLERANCES H i CATCH BASINS AND MANHOLES SHALL BE EQUIPPED WITH LOCKING FRAMES AND LIDS OR GRATES PER CITY STANDARD DETAILS. WHEN PLACING SIDEWALKS TO INSURE MAXIMUM SLOPES ARE NOT EXCEEDED. 0 W O 3 10. ALL GRATES LOCATED IN THE GUTTER FLOW LINE (INLET AND CATCH BASIN) SHALL BE DEPRESSED 0.1 FOOT BELOW PAVEMENT 3. COMPLETED SIDEWALKS OR OTHER HARDSCAPE ELEMENTS THAT EXCEED Z Q Z LEVEL. MAXIMUM SPECIFIED SLOPES OR ARE LESS THAN MINIMUM SPECIFIED SLOPES cr) ?� Z w 11. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL MANHOLE, INLET AND CATCH BASIN FRAMES AND GRATES/COVERS SHALL BE REMOVED AND REPLACED BY THE CONTRACTOR AT THE 0 0 TO GRADE JUST PRIOR TO CURB INSTALLATION AND/PAVING. CONTRACTOR'S EXPENSE. = O 12. ALL RETENTION/DETENTION FACILITIES SHALL BE INSTALLED AND IN OPERATION PRIOR TO, OR IN CONJUNCTION WITH, ALL 0 CONSTRUCTION ACTIVITY, UNLESS OTHERWISE APPROVED BY THE CITY. Z O 0 J 13. DETENTION/RETENTION PONDS WITH SIDE SLOPES STEEPER THAN 3:1 OR WITH A MAXIMUM WATER DEPTH GREATER THAN 3 FEET O N Z cr 0 SHALL BE ENCLOSED WITH A VINYL COATED CHAIN LINK FENCE. Ch J Q M 14. BIO-FILTRATION SWALES AND/OR FILTER STRIPS SHALL BE CONSTRUCTED, BEDDED OR SEEDED AND IN OPERATION PRIOR TO, OR N M ILL SODDED IN CONJUNCTION WITH, ASPHALT PAVING. THE VEGETATION IN THE BIO-SWALE MUST BE WELL ESTABLISHED BEFORE PAVING Z_ It Q 0 i BEGINS. J i 15. STORM WATER RETENTION/DETENTION FACILITIES, STORM DRAINAGE PIPE AND CATCH BASINS SHALL BE FLUSHED AND CLEANED BY fr THE DEVELOPER PRIOR TO THE CITYS ACCEPTANCE OF THE PROJECT. Q a 16. WHEN INFILTRATION FACILITIES ARE CONSTRUCTED, COMPACTION OF SOIL IS NOT ALLOWED, AS THE DESIGN IS BASED ON NATURAL 0 SOIL IN THE ORIGINAL LOCATION. VEHICLES SHALL NOT BE DRIVEN OVER THE INFILTRATION AREA DURING CONSTRUCTION. i 17. IF THE CONTRACTOR ENCOUNTERS GROUNDWATER OR SOIL CONDITIONS DIFFERENT FROM THAT SHOWN IN THE PLANS DURING INFILTRATION SYSTEM INSTALLATION, THE CONTRACTOR SHALL NOTIFY THE CITY INSPECTOR. z CV-1.2 vi REFER TO SHEETS CV-1.1 AND REFER TO CV-1.0 FOR EROSION SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. CV-1.2 FOR GENERAL NOTES CONTROL SPECIALIST \ POTHOLE SHED REMOVE EXISTING I Ir N N LOCATION FOR SANITARY SEWER LINE END OF FENCE m z z DEMOLITION KEY NOTES I SANITARY SEWER REMOVE EXISTING / EAST OF BUILDING I REMOVAL N WATER VAU / CONNECTION 1 III OA DEMOLISH EX. RETAINING WALL © REMOVE EX OVERHEAD POWER LINE, COORDINATE W/ I I 0 004'0 "El UTILITY PROVIDER J N89 06 06 E _ EXISTING FENCE TO BE I 0 0 REMOVED ALONG C COMPLETELY DEMOLISH EXISTING BUILDING AND ASSOCIATED L - - I PROPERTY LINE TO O APPURTENANCES, INCLUDING BASEMENTS IN ACCORDANCE /' w R vnuL NORTHERLY PROPERTY I NTH APPLICABLE CODES. DISCONNECT AND CAP EXISTING A SS-�sSSSSGRA�L SSss ssssssy-ssssssss s ss ss-gg sg ss a a a 110'unLl7r ASEMEN� LINE(APPROX. 150 LF) UTILITIES AT THEIR MAIN LINE. CONTRACTOR SHALL REMOVE / _ IECORDED DER A.F. ALL ASBESTOS CONTAINING BUILDING MATERIALS IN I 1\ J // -w w- I 83 040029 I I N w N ACCORDANCE WITH APPLICABLE CODE REQUIREMENTS. ' \ o 0 ` \ EXISTING / ---- - - ---� E 13 I I I 0 0 0 QD DISCONNECT EXISTING ELECTRICAL SERVICES CAP ANDFLUG-- a / / // PRESERVE FOR RECONNECTION II I ••LOADING :. - / / ( III I 'r' QE DISCONNECT EXISTING WATER SERVICE CAP AND PRESERVE II Il I - __-// �,y , / D.0m. A k 113 W-1w_w 1 I I I FOR RECONNECTION I \ //' I " ;'• I j I I \ I I sect i } o d o / // I PROPOSED DRUG STORE I I 1 q \3 I suB E I I m Z QF DISCONNECT EXISTING GAS SERVICE CAP AND PRESERVE L I f f I I I EASE IE�T1 I w FOOTPRINT TYP. I M a FOR RECONNECTION 1 ' I D C ( ) RECORD DI INDE m ^ o © REMOVE EXISTING CATCH BASIN, INLET PROTECTION TO BE I / \ 1 / I 1 1 �1 /_ REMOVED UPON REMOVAL OF STRUCTURE I 11 /I // \ I B / 1 \ I FINISH FL OR I I V I 1 I �•a EL.=123.7 C 3\ QH REMOVE EXISTING STORM DRAIN PIPES IF ENCOUNTERED. I I I // \ \ I' I I 11 I I I I I m U 310 1-003-041-00 OI REMOVE EX UTILITY POLE AND GUY WIRE, COORDINATE WITH _ UTILITY PROVIDER I I 11 ' I \\ ma PROPOSED DRUG STORE Q FOOTPRINT(TYP.) I III �� 1/1/ EXISTING 4" GAS LINE 66,887 SQ.FT.J EX SANITARY SEWER TO BE VIDEO INSPECTED. REPORT TO I I 1 \ fz I I I / TO REMAIN. To BE PROVIDED TO ENGINEER FOR REVIEW TO DETERMINE IF FINISH FLOOR I�I \// CONTRACTOR TO Q�Jo EXISTING PIPE CAN BE REUSED. CONTRACTOR TO POTHOLE I I II EL.123.04 /// 1 4� Q AND SURVEY SIZE, LOCATION AND INVERT ELEVATION. I I I 1 o I 3 // ^7 LOCATE/MARK x �� LOCATION NORTH OF 6 e OK DEMOLISH EX SIDEWALK II I I I o \ 1 BLDG. I / LOCATION SHOWN ON © PROTECT EX UTILITY TO REMAIN I 11 0 \\ j 3 L SURVEY. �� ? .� ` NISH FLOOR I / I ,°..9: ..• :."•.!• =123.32 I I / , III LEGEND I j I o B LOCATION OF EXISTING 150 I //// 1 1 1 1 / .' / GALLON SEPTIC TANK. I I I BEGIN FENCE REMOVAL voa I / \ cns / CONTRACTOR TO DECOMMISSION I III �TQ��R REMOVE EX. CONCRETE PAVEMENT I \ METER TANK PER SNOHOMISH COUNTY 3 I I/ Ac EI SI 76 REMOVE EX. BUILDING �I I / \ ��\ C HEALTH DEPARTMENT I s.. I o z�,7e se.Fr. \. REGULATIONS PRIOR I I REC ICGIITf D I ` O \\ NII I f �� \ !y D n•. FINISH I I FRQ�EIA$T J6�`ritq REMOVE EX. GRAVEL SURFACING EL-123.94 CERTIFICATION OF Bo 4D¢IR 1 I \ P DECOMMISSIONING TO OWNER. s -aR dERT` I ? 4 I \ 'I \ H �'�' LOADING OCK: ' OF I 1 STABILIZED CONSTRUCTION ENTRANCE WIDE SANITARY SEWER tQ� Ep D-2.0 \ I EMENT TO THE CITY OF \ I I I U D[RIEA F. TEMPORARY I yy/ A I G70N A.f.NDOC 0.9110010458 \ _• (, • 3 I 0-2o CATCH BASIN INLET PROTECTION Q \I \ G G . H ° \ . 4 I N�.p,µd' CONSTRUCTION FENCE. TOP 2.6'ROUND CB=120.03 �, I ' :EASEMENT FOR \ // \TOP CB=123.56 INV.6"PVC S-118.78 1 EGRESS,UnLITIES 'INV.4"PVC ROOF TOP=122.59 INV.6"PVC W-118.73 1 1 I LIMITS OF DISTRUBANCE / -II ' Raeliioosss DER \\ / INK\"PVC N=122.13) H H NV.6"PVC E.=118.73 D-2.o CONSTRUCTION FENCE x / \ \\ STEEL GRATE W.WATER UT-F/VALVE 0-2.o SILT FENCE I\\ TOP CB=123.Z5 \ G 3 I \ INV.8"PVC N.�122.43 \ _ \� TEMPORARY CONSTRUCTION FENCE TO BE AF N I / \\ \ TOP CB=1z3.5^ A rl \ I ADJUSTED FOR RIGHT-OF-WAY(SIDEWALK) LE N EARTHWORK QUANTITIES ' I I B �°�� Na,\"°".=,22 3 I \ x WORK. INSPECTORS TO COORDINATE WITH a $ /� I �c4� GRAVEL 1 C \ / ' I� EARTHWORK VOLUMES SHOWN BELOW REPRESENT THE / y I P� oT \\__ - a, // I I I --///// / aQ V",3 DIFFERENCE BETWEEN FINISHED AND EXISTING GRADE I I I om�\ m $/^N O GRAVEL -- F _ 1 - / 3 I / / // / I 0 3 v SURFACES WITH NO ADJUSTMENTS MADE FOR SURFACE I I ' o�z / � y ---ILLEGIBLE 1/r BAR& �mm O O ILLEGIBLE CAP PREPARATION REQUIREMENTS OR SUBGRADES. THE VOLUMES I N I ym>z O O / { ARE APPROXIMATE ONLY, AND ARE NOT TO BE USED FOR �� nia _ BIDDING PURPOSES. I I I /--,rz-------_ 00 0 0 \��\ ( N3.10'2 E o CUT. 300 CY y - - - - - - T - - - - - - o \\\ o '---- 5.01' /'/ 20 05N89-06,06„E o �- y0� SET MAC NAItB�-- �' I- - z b FILL: 4,500 CY - -- WASHER L.S.4- ----' _ _- -/ TR�FIc NET: 4,200 CY(FILL) - - - - - - - - - - - -y �oHP- O - - HP- �M- - OHP SIG J NH HP OHP - H2-_ ="OFiP�x/ O W 3 - - - - -- - -N89Og'06£ �3510 - N89.06'06"E - 1 5.5 w- G L=38.12' I Z V o sD \ jC NC.WALIY.° W.. $DSD \ R=25.00' I (I I- W z _W / W-W w W- / cuR6 0 E i A=87"22'10" 1 � r / TOP SOLID LID CB=125.25 30.00' / / / 35 09' p I fr Z W INV. "PVC S.�121.45 L I J / Top LID CB=28.84 EX SIDEWALK TO THE 2 GRAPHIC SCALE / / L I O Z I y INV. K W.(CAPPED)=121.33 T91 S LID LID CB=126.33 K K PEEDiLIMIT SIG K L L INV.MI "W.(OIL K EAST TO REMAIN. I 0 Q v1 20 0 10 20 40 80 / INV 8"PVC S.123.10 / / Z / STABILIZED CONSTRUCTION / INV 8"PVC E.122.99 153_49' / SE ARATOR)=122.54 // Z O Z 6"E� 2670.63' INV.a PVC 71r-.38 ENTRANCE - -N T - - -\ - - ONJ O F \ 140.57' / \ G.T.E. VAULTS 1 ( IN FEET ) \ INV.8"PVC S-121.63 204TH ST NE Co� COR. N 1 inch = 20 It 41 \�-- � - I '� ss- s --- ss-ss-ss-ss s-SS-Ss-ssT-ss-ss-ss- FND. CO MO11 N ~ i SS-Ss ss -ss-ss-ss-ss-ss-�s- IS 1 W/BRASS AP IN o \\ J ^ a J TOP SOLID LID CB=124.75 TOP CB=12.06 I CASE 9-11989 \ O a 0' 1- NV.6"PVC N.=123.06 I TOP CB=125.58 1 TOP CB=1za.3o CONSTRUCTION DRAWING APPROVAL W / N I I 70P CB=124.72 INV.8"PVC 5.=122.97 INV.8"PVC NW-123.6fi \ Q rn \ INV. PVC S.=125.78 Q o 150 INV.8"PVC N=122.08 INV.6 PVC N:124.90 TOP SOLID LID CB=125.66 _ I \ CURB THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED c / 70P CB=128.11 PER THE CONDITIONS ON THE TITLE SHEET. -'C NC.WALK CONC •AALK / \--- 1 q1 INV.6"PVC N:125.38 BY, ¢` SE.COR.SSMH=126.17 � N _ 1 a, 1 City Engineer, CITY OF ARLINGTON KTIOW Wha1'S below. 45 TELEPHONE VAULT---SS- SSS SS SS SS S9; z Call before you dig. /' / DATE: 3 THIS APPROVAL VALID FOR 18 MONTHS D-1.0 v SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. � Q m- -NOTES_ Zz � NOTE _ _ xfs '� m o 0 .E— TIE Port sxell M1axe suxuent shergtM1 ana eurebiliry Am.NFM 11 RION of we Merl Vswilily sin rerce w P 1 slightly upsl— N N eIu o, srEEL naw Pose ,support tlw rence wmugM1 we lih of me Protect. � �� ant hwn floxln9 awuM iM1e mtls of the knce. ~ m E- Taalu x.:woop rosi, xaysF.aFarito" -\.�. a««eanea wtn swna,ra sPeElBFanoxs C _F nt _ son xlx rexE rA smEx<,mu s(wloc (M11 So a111. I / % iT co 3 sw_ rre rece0 ih Iw spots or knre zavon s If D t,. sw kE unless iro Protect E arms M1e sy�ee0 to -� ran rg'rleer approves me-n lalwn D > O O ' �_ ! r2anesL Pose aEo*Fx„a -� <. ww sll fencng Para klwmapped contour nea � U U U III / 11 E sELr a TIE-rrvLou x0 NIH criar !�2\ r sEE N OTE r U U U NAi vE spL �� Q Q Q d d d / ,Nor srE smErK.M.uV STPetuo I � M"x iEry f i i Eurvnox wxr sEo,�icis'/ L C, °` N Ih _- FENCE ON SLOPE szzz Pl TaattF Mara L ExcE / ry i«o'a"'LE rOxxcx v�sL,v '.f oPnx°E sEE su IDESIaaLO eouxov ELEVATON NOTE \.t ./. �`. m Z P O y hOM nox.WxIMIZE ms,wlxxo rNE ORpv Q N rw O xs",iO vv x[ssiui oPuwEcapR _. PRnNDAL INSTAtIATRW DEraL - / O o '�O^o ^. wTEEL Posts snows - _RE POS,o rr „PROTEGTEO 0��p�JQ fy Rralcny srt 0- _ e,.PE„wxnEm w ,ww.LxlBx srL. pr/ D xewa,E.ap AREA �, 0 U m „„paueMpr«,ae. ISOMETRIC L --1, ��r-w— INDRI/yet Posr 1 o�'� }F�.Jr N.lOUp -Q m TYPICALSELTON s Icnc --- 15Ayy+N� C U � � } NIGH VISIBILITY FENCE -----_ NIGH VISIBILITY O J m j SILT FENCE O L STANDARD PLAN TIO.10-01 /Y V / STANDARD PLAN 1.30.17-00 �,• axEneo mLow spots oa l"sw>ix�rs"reEi*oSCxs srvuL NOTE PucE `�Nlra � IS—T— HIGH VISIBILITY CONSTRUCTION FENCE SILT FENCE NTS L NTS g NOTES �COSmUC�LXeHfRCnVFnox 1.Size me BNM Inwl Grow Davy(BIGDI rer Ve swmr water Nmcwre x I ,e-vuIr.�, � � � wm service. � .vC oEPnl ovExElluw z.Txa alc0 mall n.ve a bvlx-w IlEllhw relies s 1—(overepw Fll—1 >v 3.TM ratrierel system mull allow removal of itre Bt60 wimpur spilling me a EManN.— µ rnlleden make 1 o� IN,m P BywTw+B ow / M a.PeRoml meirrtenarws in acrareanie with swnaere specifiwimn Bot 3lts). aswxexa,RaP epnoM : aarnTIN IDSPERIFOATION \ _ \ / °nisei E ` \ owvxxoEcw 11 _-mIM seers(rn�xoEP.t,or ST M aEanox as, aFa \\ sST Emlox P= o�8 FXn EFOFSFPRRA— / /// //// / uaST .(-aaE ry I—ION w sacr rxae�m.,Nl —F �` �_ ; SECTION OA I A 1 0lTMn.oIOEPi OElmlf,rPJ ' o REc,wap NamEaxpw _ RmIE EaTx( Pl Y ex�mm of P°ER' ° came Ess nux OxE TICKS H LL U SOIL rLpwayPA a DwpE�LL a eLow_areoEw i 6 DRrs°RE E°erne_hFFa xaxaE ills((FTI MINI`uraa`TM ,~Ec°Ns,xucnoxErv. Z N - SEW OR 4 EO ISOMETRIC VIEW spa--STABILIZED CONSTRUCTION ENTRANCE „aarz EM d a x SE— N 3 O \ o Raow cxnxxEl. oPSTArvpxxp.PEmFIcaTloxsacnox ao,.aln. 0 30 v - . PARTIAL PLAN VIEW OF BERM MP sN ER O xI SECTNINVEW MOICIWC VIEW c[a sea MFRIA`l� OR STORM DRAIN — coMPLE,E fxu x=t ePOR SLaPEs s,EEPERixnx a,.ry W j INLET PROTECTION I� t voR FwiiCR Eer.sobzt,":: N 3 STANDARD I=I-A TYPICAL SECTION 0.20-00 Dnouxo uxe MISCELLANEOUS COMPOST BERM DETAIL EROSION CONTROL DETAILS O z if J EEr x s orAsf STANDARD PLAN 1-80.10-02 ca LONGITUDINAL SECTION srvErr pox,Ix u':a°I""°,�wBEx,�E`o`�vrE Ro.K:No°i.`. AnvEEaRrxEx w.,iERIaL.Posisoox ca PP. Eo z W w uaM TEMPORARY SEDIMENT TRAPS" wwl^+-Pam^+^^^-•+T-+^^+a Q E— O Z t /I[ z p V ONz 3 STORM DRAIN INLET PROTECTION 4 STABILIZED CONSTRUCTION ENTRANCE z a o NTS NTS J ^ W i CONSTRUCTION DRAWING APPROVAL Q 0 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY. 0 City Engineer, CITY OF ARLINGTON I. s DATE: n 3 THIS APPROVAL VALID FOR 18 MONTHS Gi SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. I I VEHICULAR ACCESS FND. 1/2" BAr, I M N N POINT(2-WAY) ILLEGIBLE CAP SHARED ACCESS DRIVE II M N a II m Ak- AL S 8'34 04 E 55' w z z 0.00' N8910 6"E a w w N8946 E - 258. 0-N_ - - _ _ - REFERENCE PONT ? 0 0 1 10 U U U LL 'UTILITY EASEMENT I e _ N :I RECORDED UNDER A.F.NO. d d d N r„1 �.'.'.'. . . . . .'.'. . .'. 6304040029 I I O 'o e.. •'l'• N w N LEGEND I I I RV }j I I I CONCRETE PAVEMENT I S1/2,SE1/4 CONCRETE SIDEWALK PAVEMENT I I I r :-:-:• SECTION - .1 SUBJECT 1 T P1 I EASEMENT .m r LANDSCAPED AREA :. ' I REcotoeD m N z UNDER A.F. w Fi r. k-'•'`' NO.1157911 dj o CONCRETE CURB I I I � �I� m � o O PROPERTY LINE SIGN Alk '•'•'PARKING STALLS PER ROW ® I I I 10 v`t) I J 3 PEDESTRIAN PATH I I I o DRUGSTORE U EXISTING BUILDING m m m m m I n 125' 19' 30' 19' o 30' 14,671 SF k:.:.:. J�pR0 I"0 /\ ,J\/I, /� C. I � w > I NI 1 I.` C) < I I I I 1 I o Im 6 Z w ACCESS TI S.R.9 I 1 -�.•.- RESTRICTEL FROM EAST 29.33' I I . ro BOUNDARY �. 1 m -�.•.-..I PROPERTY BY J�?B Qqo AS WIDE SANITARY SEWER \ ' ' ' I' ,-�•:-:-:I DOCUMENT EASEMENT TO THE CITY OF \ 49�A , Tp _ RECORDED AR A.F.NO.9110010458 UNDER A.F. - �•'•'•' NO.1140278 N 8 r +wr o 92.81'.R WIDE EASEMENT FOR Q- N I INGRESS,EGRESS,UTILITIES tJ1 6. •> -k AND ROAD RECORDED UNDER A.F.NO.8911200555 Nr: Cp 6^ �. ... I R10' VEHICULAR ACCESS 0 I LL POINT(2-WAY) r `, 9' 0 6 6 o �.`-`-* 8 \ 1 I R10' R20' 99'Eoom R5'21m 9pm v r R10' I I ' A R10' FND.1/2"BAR 90' tA oN I I :.....:...:. .:.:.:.:.:.... .i. . . . R22' IBLE C °. �'m E N my o 75' FROM SURVEY ci - :o.• .:•10' LANDSCAPE.- Al .•: , '��" �' I � _<: : : : : : : . . . : : 4 o 10'2 "E REFERENCE POINT EXISTING ACCESS BUFFER.'o �. . . . . . . . . . . . . o n TO REMAIN �T T T`- 5 01' N 9'O6 06"E . . . 30' I :.:.: :LL: : LL:12 CONCRETE TRAIL:': : : •.�,� Z SET•MAO NAL AI. . . . — N -4: �. _- - - WA$F$R•L S 42666• N — — — N 9'Q6'D6 E 13�a.5Z L=38.12' c� ® R=25.00' O Z Q J 0 4 W 20 E 4 22'10" i 35' FROM SURVEY 30.00' 30'RIGHT OF WAY 204TH ST. NE 35.09'�`1 z VEHICULAR ACCESS POINT(2-WAY) REFERENCE POINT 5' LANDSCAPE ?>m 5'FROM SURVEY Z Z STRIP RIGHT IN/OUT - - - z; -- - - MINOR ARTERIAL REFERENCE POINT 0 O 0+�189 06'06"E 2670.63' - - - - 1+00 - - - 2+ Ay 25 MPH - 3+00 - - - - - - 141$M7' - - -- o D Z p C3 ;�§ O C4 Z_ J o Sc FND. CON. MON. M J Q H m,kz W/BRASS CAP IN I Z CVO Q O GRAPHIC SCALE CASE 9-1989 20 0 10 20 40 80 J ^ N i CONSTRUCTION DRAWING APPROVAL Q O 0 ( IN FEET ) ° THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED '— 1 inch = 20 ft. ❑ o PER THE CONDITIONS ON THE TITLE SHEET. 0 e 0BY.0 City Engineer, CITY OF ARLINGTON ° DATE: 3 THIS APPROVAL VALID FOR 18 MONTHS v STANDARD NOTES SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. REFER TO SHEET CV-1.1 FOR NOTES AND CV-1.2 FOR CITY OF I ARLINGTON STANDARD NOTES N VEHICULAR ACCESS N N N a o POINT(2-WAY) '��� SHARED ACCESS DRIVE E O CONSTRUCTION KEY NOTES � aww OA CEMENT CONCRETE TRAFFIC CURB A B > o 0 U U U TRASH ENCLOSURE, SEE ARCH PLANS FOR DETAILS D3'81 © ADA STALL W/SIGN, SLOPE IN ADA STALLS AND LANDING I I I o o A 55' 10'UTILITY EASEMENT d d d AREAS SHALL BE NOT MORE THAN 2%IN ANY DIRECTION. I ri R30' DvRECORD8304040029F.N0STOP BAR R4 aNO PARKING-LOADING ZONE (FIRE LANE)PER CITY Of R5' LARLINGTON STANDARDS.TYPE 1 CEMENT CONCRETE DRIVEWAY APPROACH116 CONCRETE SIDEWALK PAVEMENT I 104' S1/2,SE1/4 '• -`-`- SECTION 11 SUBJECT TO o r O o P.U.D. EASEMENT Q N w OH TIE INTO EXISTING SIDEWALK r I r- t ' G :•:•:- m�m z a, RECORDED I STOP SIGN ■■ UNDER A.F. m o S p O '.'.�.-.-. N0.1157911 0- PEDESTRIAN OJ PLAZA, SEE C-1.1 A OK CROSSWALK © LOADING RAMP. APPROXIMATE SLOPE OF 5% E „ 3 C 8.1 OM PATTERNED CONCRETE PAVEMENT I I "•`I`:`:`: U I I DRUGSTORE 8.5' 19' 30'�f 19' LL '30 l'.'. . o4�JORO 14,671 SF LEGEND I ' I �� MAX HT. 30.5_ 0) � LL C_81 STANDARD DUTY ASPHALT I I ' 14 ;:i:::::: Q 9yf�1A c2 CONCRETE PAVEMENT I I CONCRETE SIDEWALK PAVEMENT I ,LANDSCAPED AREA I I N !V� ACCESS TOP a,a CONCRETE CURB I I ' ,�,•;-, RESTRICTED �oLS C-8.0 E 29.3 FROM EAST o7 . . BOUNDARY BOUN �J ,tB PROPERTY LINE - - : I I PROPERTY ? I \ BY OI WIDE SANITARY SEWER ,I��,��� C •-•�•,-;•:I DOCUMENT SIGN 45EMENT TO THE CITY OF \ RECORDED NG70N A.F.N0.9110010458 !� UNDER A.F. N 8 ' .�.'.'.' NO.1140278 PARKING STALLS PER ROW ® I �,"�� ^„ G 30'ASS.E EASEMENT FOR \ i 1. ,. T N INGRESS,EGRESS,UTILITIES ,6, ', ',I AND ROAD RECORDED UNDER K °O PEDESTRIAN PATH �' I A.F.No.8911200555 I R10' r ' NN EXISTING BUILDING � � � � � • ' ' 0 �'•' '•1 �LL �� �� ` A m 6 :`:`:` •' a I R10' R20 yl g' If 11 b N PARKING DATA I I \ M tLL:•: ;� _ a K \ I a REQUIRED PARKING(DRUGSTORE) N oTN ^ REQUIRED RATIO: 1/400 SF BUILDING AREA 1 S m m y p m N 9' J 3 o I I ;a py � 05 10 R5' 0 3"Mv N REQUIRED STALLS: 37 SPACES R10' RIO' o. - BE 1 max. . . . . . . . . . . . . . 14mm.�. . . . . . . . . N PROVIDED PARKING : : .`. .� .`.`_`. . .`.`. . .`.`.`. .ma . ;:.:.:`: : :`: G •; R22' o STANDARD STALLS: 38 VEHICULAR ACCESS ���`' ' -' -' ' '•, ' ;�•:- 3 T ; La POINT(2-WAY) T _ ; : ; : ; TOTAL STALLS: 61 I '. 30' .—. . . . . . . . . . . . . . . . . . .`. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I I:`: . . . . . — Q- - - - STALL DIMENSIONS STANDARD STALL: 9'X19' P 4 p — i =—�-— — — H OW z Z PARKING REQUIREMENTS FNG GHVOJ coZ Z Q MINIMUM PARKING REQUIRED 1 SPACE/400SF BUILDING EXISACCESS I 'mm 204TH ST. NE o F 14,671 SF X 1 400 = 37 STALLS TO REMAIN Z W v (/ ) _ - VEHICULAR ACCESS POINT(2-WAY) REQUIRED -- - -- - - - - - �n-- - - - - -- PARKING PROVIDED = 61 STALLS PROVIDED RIGHT IN RIGHT OUT $off 0 N Z H MAXIMUM COMPACT STALLS 20%OF STALLS S O M J fA cq PARKING STALL DIMENSIONS ; Z ItQ i REGULAR STALLS 19, X 9' a COMPACT STALLS 15' X 8' Q ADA STALLS 8' WIDE, 5' ACCESS AISLE CONSTRUCTION DRAWING APPROVAL MINIMUM TREE SHADING 20%OF PARKING AREA O THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED c o o m GRAPHIC SCALE PER THE CONDITIONS ON THE TITLE SHEET. BY 20 0 10 20 40 80 Q City Engineer, CITY OF ARLINGTON DATE: j ( IN FEET THIS APPROVAL VALID FOR 18 MONTHS vi 1 inch = 20 ft SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. I rQ o � Zz U m o O � w w C ti O •iR � � N S U CD U oil 0 0 0 U U U v a - LARGE DIAMETER QUARRY STONES z°o 0 0 LARGE DIAMETER QUARRY STONES 126.35 (TYP.) N 127.85, m s •"L` ,y; '' C ACCENT RIVER ROCK 0- BORDER Y 'ACCENT RIVER I � / i w ROCK(TYP.) m U Y 3 6.35 127.90 �` U SCORED CONCRETE/STAINED 127.85 w \ \\ I SCORED CONCRETE YI D AND EXPOSED AGGREGATE \ (TYP.) T 128.15 127.90- / T w w / o 129.65 �77IM � STAIRS 18" TREAD WITH 6" RISER (TYP.) BENCH i 129.75— — O (TYP.) � � � w i .- - � - - - - 128.15 ' �— — — —129.65 — — — 129.72 sbJ�bys QOE�S 7 w w ENTRY CAPS (TYP.) / EX BENCH 129.65 129.36 ENTRY CAPS AND STAIR BORDER s - - - - -�-- - - - - -129.58 129.28 - - - - - — — EX - - - - — — — — — — — - — — �LL PLAN VIEW e BE y N a Q m 3 * W Z cr O uj I- � Z Q � � Z J i pT0 N zp (� Z ONZEr a SECTION VIEW 0 Co Z ZT Q LLJ i - - CONSTRUCTION DRAWING APPROVAL Q GRAPHIC SCALE THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED 5 0 2.5 5 10 20 PER THE CONDITIONS ON THE TITLE SHEET. i By. 0 ( � City Engineer, CITY OF ARLINGTON IN FEET 1 inch = 5 ft. DATE: STORY PHOTOS THIS APPROVAL VALID FOR 18 MONTHS C-1.2 SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. M N N m O O N N N H W W d W W U C> C> - I / T T I Q Q Q I I d d d o o 10'UTILITY EASEMENT N w N RECORDED UNDER A.F.NO. R40' 1 $ O 8304040029 R5 I o 0 0 ': I I N M I I I 104' I + I S1/2,SE1/4 SECTION 11 ^ N rSUBJECT TO P.U.D. EASEMENT RECORDED I o r 0 0 UNDER A.F.NO.1157911 m^a DRUGSTORE 8.5' 19' 30' 19' I T o 30' 14,671 SF MAX HT. 13 " I I I EXISTING BUILDING FOOTPRINT I = 30.5' I I I o o ci 12' I Q I 4�JRORO �� I I IRESTRICTED M ACCESS S.R.9 WIDE29.3' FROM EAST 3d MEN SANITARY SEWER I —BOUNDARY OF PROPERTY EASEMENT 70 THE CITY OF I I '� I BY DOCUMENT RECORDED ARLINGTON A.F.NO.911001045 I \ UNDER A.F.N0.1140278 bj711M 1 ' I \ I I I r------� ♦ I 30'WIDE EGRESS N7 FOR 6 INGRESS,EGRESS,UTILITIES AND ROAD RECORDED UNDER m I tiOp 7 A.F.NO.8911200555 R10' mm 1 I I 1 9, `♦ b I I a TR10' i� , ♦ I 1 a. L oz I a oom mfi,o \ R20' o1, a `♦ I �♦o <7 N m N n N ♦ I ��i ♦' R10' &', > X R10' 9' R5' ♦ I °ojB e� m� 1 VEHICULAR ACCESS xzIy< R22 0 1 L_ —I POINT(2-WAY) _ — g' I ` z EXISTING ACCESS I WORK ZONE 301 — — — TO REMAIN = __ 0 SIGN PER MUTCD ' N N STANDARDSR 9-11� o SIGN PER MUTCD 24" X 18" CONSTRUCTION FENCE VEHICULAR ACCESS POINT 2-WAY 2Q41 1"1 S I. NE STANDARDSR 9-11A ( ) 24" X 12" E - - - - - - -- - - -- - - - - (RIGHT -- - - - -- M o N O v I aQ Y a I V 3BE clr El o O I W I Z (2 W M 'a f a _ OW CQ J H �z O� z o� � t O ONZ U z4Q LL < i CONSTRUCTION DRAWING APPROVAL Q cr GRAPHIC SCALE THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED 30 0 15 30 60 120 PER THE CONDITIONS ON THE TITLE SHEET. c BY.. 0 -� City Engineer, CITY OF ARLINGTON c ( IN FEET ) L 1 inch = 30 ft. DATE: THIS APPROVAL VALID FOR 18 MONTHS 0 SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. 1 REFER TO LIGHTING DETAIL SHEETS I FOR LIGHT SPECIFICATIONS I I N VEHICULAR ACCESS I o 0 I N N N POINT(2-WAY) SHARED ACCESS DRIVE I > I U U U U � U Q Q Q o o 10'UTILITY EASEMENT 0 I I ri )7 - LED RECORDED UNDER A.F.NO.8304040029 R4OR5' AE 104' S1/2,SE1/4 0• • SECTION 11 m 2I rSUBJECT TOPU.D.E REASEMENT I ECORDED o :1.:. o � UNDER A.F. 0- •lmmmm •••�••-LL-• N0.1157911 I 10133 o U CONSTRUCTION KEY NOTESDRUGSTORE 8.5' —1s' 30'�+�1s'■■AREA/FLOOD LIGHT POLE I I 130 14.671 SF O I I I 1 � LL.�.�.�. ©96" BOLLARD LED PATHWAY LUMINAIRE I I MAX H T. = 30.5 4) © 42" BOLLARD LED PATHWAY LUMINAIRE I I I O 14 A Qp LED CANOPY LUMINAIRE I I 12' E LED SECURITY WALL MOUNT LIGHTS O I I 1 ... •'�••••- ACCES, n LEGEND I I 1 E , :�: FROM EAST �7Y°TB BOUNDARY O? :. OF I PROPERTY CONCRETE PAVEMENT I \ r BY 30'WIDE SANITARY SEWER 1 ` EASEMENT TO THE CITY OF \ -:•C •I RDOCUMENT ECORDED ,� 8 CONCRETE SIDEWALK PAVEMENT I ARLINGTON A,F.No 9110010458 DER UN A.F. N LANDSCAPED AREA I NGRESSD EGRESS,EASEMEUT IT ES \ � -00 . ..AND ROAD RECORDED UNDER -�? CONCRETE CURB I A.F.NO.8911200_, •• LL PROPERTY LINE - - I I LI PARKING STALLS PER ROW I I I 9 R10' M I I o R10' R20' N EXISTING BUILDING I ao \ 11 B 0 {`•`-`•I a $ I N oom N N B [ .I 3 N �omN A 0 3"Mv ci R10' I $om �A � o R10' BE 9 10 R5' :.:• .. �' R22 o A' : ' o . ca. . . . . ism a• •:.�::.:': rn I N I ';••VEHICULAR ACCESS POI v•'�T<...;:T . ;:T 6 -WAY) : :POINT(2 30' O 3 - - - - — — ,—� - - — —�.. - - � Za a I; I p� 0 O_ N EXISTING ACCESS VEHICULAR ACCESS POINT(2-WAY) n'm H Tim 204TH ST. NE I Z � � a TO REMAIN (RIGHT IN/RIGHT OUT) — — oZM y — — t�■ — 0 N Z Z 0 00 c) J ZojQ J a Ir — i CONSTRUCTION DRAWING APPROVAL Q GRAPHIC SCALE THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED 20 0 10 20 40 80 PER THE CONDITIONS ON THE TITLE SHEET. c BY.. 0 -� City Engineer, CITY OF ARLINGTON c ( IN FEET ) L 1 inch = 20 ft. DATE: THIS APPROVAL VALID FOR 18 MONTHS vi STRUCTURE TABLE SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. # TYPE RIM IE IN IE OUT I \\ I TC 121.5 a Oi TYPE 2 CB* 124.7 116.3 116.3 I TP 121.0 TC 126.0 1 I I TC 122.0 / I I I M O2 TYPE 2 CB* 124.5 116.3 116.3 I I TP 121.5 TP 125.5 _ // TC 124.6 II I I O3 MODULAR WETLAND 122.8 118.5 117.2 I / 1241 II / TC 124.4 I I I I a 4 TYPE 1 CB 122.0 118.6 118.6 \ O I TP 125.3 E / TP 123.9 I IIII C> ID \ _ /2 125 _ `� j TC 124.7 IIII o 0 0 O5 TYPE 1 CB 123.8 120.6 120.6 I 20 - - -- 2' >t - -- �- -- - - 7 21 -TP 124.2 IIII o 0 0 I z z z TC 122.0 O �� I I a < a Os TYPE 1 CB 125.3 121.2 121.2 I / 1 4 5 / TC 124.6 I J J J TO 121.5 20 s 3 ss 3 s ss-ass s s a SSSS ss +++��� /w 3 TP 124.1 I j 1 1 a Q TYPE 1 CB 124.6 -- 121.6 I i I I 2 _ / --- - 6" RDL-- -- I I TC 124.8 I W I o 10 TYPE 1 CB 124.5 -- 121.5 O 4 TC 124.7 r 3 w w w� TC 124.8 ,TO 124.3 I I I yN w N O 1 / TC 125.8 N\ I I O o 0 1 - - _ TP 124.3 TC 122.5 \ \ti TP 124.2 1 - / 1 TP 125.3 A IE= 118.42-===- - - TP 125.4 TC 125.0 IIII 20 TYPE 1 CB 121.8 118.8 118.8 I1 - I / 13 TP 124.5 IIII o 0 0 TP 121.0 4 I H TP 124.5 1 1 i I 21 TYPE 1 CB 123.8 120.8 120.8 I I /� 1 1 126.0 TC 126.0 IE = 12061 A 1 I W-�W-W_I I I I I y __ TC 125.2 1V / I I 1 TP 125.5 TP 125.6 a N / TC 125.2 I I 22 TYPE 1 CB 124.7 -- 121.7 I \ - - J TP 124.7 N I I I 1 TC 125.7 TC 126.0 ! i / TP 124.7 I 1 I I NOTE: I / i' I t it TO 125.2 TP 125.5 TP 126.0 I g / 1 I I 1 o 0 ASTERISK DENOTES SOLID LID; ALL OTHER I TC 125.6 1 i I TP 125.8 III z° 1 TC 125.7 I / IVI I IIII o w STRUCTURES SHALL HAVE OPEN GRATES I `' I __ I TP 125.1 I TP 125 2 - - ■ -=126.0"-- TP 125.3 / 22 V I IIII m o ' �tih I 7m1� � � � � m � jTC125.8 ❑ 1 � 1 � 1TC � 0- PIPE TABLE I �I // i I 1 iis:a a"RDL I / / \ TC 125.8 1 8" RDL IE= 122.0 1 # DIA(IN) L(FT) SLOPE(FT/FT) MATERIAL I / \ TP 125.3 1 1 6 1 I I IE = 121.0 E = 122.O6A I I I 11 ro 2 II 1 1111 me ❑2 12 14 0.000 HDPE ❑3 12 74 0.012 HDPE ,I ' \ 126.0 DRUGSTORE I 7 _ / I 1 m I a \ I '; o o ❑ 12 10 0.010 HDPE I �I I \\ I TC 125.7 14,671 SF 126.0- TIC 1 1 TP 125.2 ❑5 12 199 0.010 HDPE I I \\ 1 TP 125.2 FF 126.0 jIC 125.8 TP 125.3 m 1 TP 125.5 s 12 128 0.005 HDPE I"I III I c \ I I 126.0 ITP 125.3 ///1/�^� �� ❑ \ I I I to \ \ IE= 122.22 A I rt - -RIDGE - I i llIll 1Y � z►° I. R 7 12 80 0.005 HDPE \ \ II II II J I I \\ 1 1 j1 i 8 I 1II 26.0 12 65 0.005 HDPE 5 126.0 126.0 TCP 1125.5 10 1 1 Q TC 1254 I i' I I I II 20 12 10 0.010 HDPE II III y II I TC 125.3 I 1D TP 125.4 TP 125.3 22 1 i I ^ti I I I II 21 12 272 0.007 HDPE I I I I �� TP 124.8 //2� I / \ TC 125.3 TC 125.8 j I 1"6 V 22 12 141 0.006 HDPE I; �\ ; TP 124.8 IE= 123.00 A 126.0 TP 125.9 9 TC 126.0 +-�'I TP 125.3 I 126.0 126.0 IE= 122.49 A I, TP 125.5 CLEANOUT TABLE i li I /� �� 10 1 \ TP 125.3 1 # TYPE IE II \\\I I \ \ TC 125.8 125.8 --- TO 125.9 I 1 TP IC 125.4 I III I I \\ TC 125.8 ti TP 125.3 or-1 I I I Oi CLEANOUT TO GRADE 117.85 I N \ II \ TP 125.3 \ 125.8 TC 125.6 L- z 125.15� TC 126.0 V III e 0 CLEANOUT TO GRADE 120.80 / �I 11 61 \\ TC 125.9 \ \ 1P5.7 TP 125.1 �I `�> TC 125.9 TP 125.5 I I LEGEND TC 124.6 TC 125.0 TP 125.4 )� \ _ TP 125.4 0 CLEANOUT TO GRADE 118.38 / I I /I TP 1241 TC 124.7 TP 124.5 TC 125.8 V / \ TC 125.8 12 6 RDL 11 I EX. CONTOUR -----*X*----- ® TP 124.2 TP 125.3 / 125.4 'TP 125.3 TC 125.8 TC 125.6 CLEANOUT TO GRADE 120.57 TC 125.7 TP 125.3 TP 125.6 _ PROPOSED CONTOUR XXX ' 1 E OS CLEANOUT TO GRADE 121.69 I /I BC 125.2 TC 125.9 10 TC 126.4 1 SPOT ELEVATION xxx.xx © CLEANOUT TO GRADE 121.95 © \ TC 125.4 -SD 1 /\ / TP 125.4 1z /''TP 125.9 1 \\I (TP UNLESS OTHERWISE NOTED) �• z N TC 124.7 TC 125.0 \ TP 125.4 ❑7 Sp _ / TC 126.2 1 \ STORM DRAIN PIPE So $ CLEANOUT TO GRADE 122.01 /7iTP 124.2 / TO 124.5 �\_ TP 125.0 - __TP 125.E / TO 125.7 l - a / N, �ti \ TC 126.0 --1z4___ _.TC 125.7 / % ROOF DRAIN LEADER Q N3 8 CLEANOUT TO GRADE 122.17 ,° I " I I ��\ TP 125.5 _ - - / A /' (6" PVC, 1�SLOPE � - - -°- 0 NM O _ TIC 126.3 / TO 125.2 3 v n c17 /' I TP 125 8 TP 125.4 2S 5 / TC 126.2 ° + // UNLESS OTHERWISE NOTED) O9 CLEANOUT TO GRADE 122.44 TP 125.7 I \\ sz _ - TP 126.2_ '-- I a TC 125.8 TC 125.8 TP 125.7 ° 12 , - 10 CLEANOUT TO GRADE 122.58 - \Ly / ---- 6 TC 126.1 TP 125 3 TP 125-3 /^ _ I _�//' GRADING RIDGE -R D6E- - 'TC 126.4 126 TP 125.6 / , TP '25'9 / ' GRADING VALLEY - -VA+EY- - Z 3 TC124.65- - - T - - - - - - - � � a 11 CLEANOUT TO GRADE 122.70 ^T - - CHAMBER UNIT Q"o O I I TP 124.15 _ ___ TP 126.4 = TP 126.40 TP 126.60---_____- = - - -_ - - a 12 CLEANOUT TO GRADE 122.87 _ - ____-- -____ - -- _- - - - �-- - - - - - - OHP- J O 1 _ DETENTION STORAGE OH OHP OHP _ _ HE- -"OIiP P� --OH OHP -OHP -_- OHP !- / _T _ fr N - - -` - `_ - - -/? - _-TP 126.2_ - /2y�---=- - ��+= 8 - ��_- PRE-TREATMENT O W Q - - - 16\ sD sD sD w ISOLATOR ROW Z Q 0 N G �\ STORMWATER TREATMENT ® Q Z • /W w TOP SOLID LID CB=125.25 a I// 1 / I I // O FACILITY (J7 Z INV.8"PVC S.=121.45 ,tib TP 126.4 To"D uD CB-128.84 Z Q w • p / INV.8"PVC W.(CAPPED)=121.33 TO 125.8 T9P S LID LID CB= S.33 SPEED/LIMIT SIGN YjV. PVC S.124.89 N /1ry TYPE I CATCH BASIN fr= O � N I - - - -- f.�- - - INV.8 SE A AIO(GL�2.54 /�/ - • /�[ TC 125.8 / INV 8"PVC 5. 1 3.10 / / V m � e><t2>r78- -- /_INV 8"PVC E:1 z.s9 - _ _ /- _ _ ) CLEANOUT TO GRADE(CO) Q \ INV.8"PVC N.=121.38 G.T.E. VAULT TP 126.1 \ \ TYPE II CATCH BASIN O N - Z o Knowwhat's below. INV.8"PVC S.=121.63 - 204TH ST. NE \ \ -ss SS = TC 126.1 �< ss ss s o ss EXISTING BUILDING Call before you dig. N SS SS o SS TOPSCB=125.81 S I \ \ j ��TOP SOLID LID CB=124.75 INV.8"PVC N.-123.06 I TOP \I I \\ J ^ Z a INV.8"PVC 5.=122.97 INV .,... """" I CONSTRUCTION DRAWING APPROVAL EARTHWORK QUANTITIES DETENTION DATA Q TOP SOLID LID CB=125.66 GRAPHIC SCALE ¢ EARTHWORK VOLUMES SHOWN BELOW REPRESENT THE DIFFERENCE DETENTION SURFACE AREA = 2,645 SF G- THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED ,rt i BETWEEN FINISHED AND EXISTING GRADE SURFACES WITH NO DETENTION STORAGE REQUIRED = 8,712 CF --- 1 I m 20 0 10 20 40 80 PER THE CONDITIONS ON THE TITLE SHEET. V o ADJUSTMENTS MADE FOR SURFACE PREPARATION REQUIREMENTS DETENTION STORAGE PROVIDED = 8,766 CIF I BY.' OR SUBGRADES. THE VOLUMES ARE APPROXIMATE ONLY, AND ARE NUMBER OF UNITS = 49 ss ss ss ss / ( IN FEET ) City Engineer, CITY OF ARLINGTON NOT TO BE USED FOR BIDDING PURPOSES. 1 inch = 20 ft DATE, i CUT: 300 CY FILL: 4,500 CY NET: 4,200 CY(FILL) THIS APPROVAL VALID FOR 18 MONTHS C-2.0 cii KEY NOTES I EXISTING SSMH SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. I I RIM 1 120.31 MONITORING MANHOLE IE =114.17 6" SANITARY SEWER TO OA CONTRACTOR TO VIDEO INSPECT EXISTING SEWER AND I I CONNECT TO 8"FIRE PER COA 5-1.17. BE REMOVED EAST OF BUILDING I a SURVEY INVERT ELEVATION PRIOR TO DEMOLITION OF STA 0+50.0 HYDRANT LINE RIM = 125.2 CONNECTION I � w w EXISTING BUILDING. IF EXISTING SEWER IS ACCEPTABLE C-5 0 I II 1 - 8"x6" TEE STA 1+50.0 IE OUT= 119.05 W 3 M z z SSCO 6" SS ( ) I TO ENGINEER, EXISTING SEWER WILL BE USED. NEW 224 LF OF CAP END PER SSCO 6"SS O CONNECT TO EXISTING 6" WATER MAIN (EAST) m o 0 IEIN = 119.15 S = NN COA DETAIL W-160 1 - 12"x6" TEE OB CONNECT TO EX WATER I 6" SS®2.0% 2- 12" GATE VALVE 1 - 6"GATE VALVE I a w w RELOCATE EX POWER POLE. COORDINATION WITH I B 3 I © SNOPUD TO CONFIRM POINT OF CONNECTION. I I CONTRACTOR TO CONTACT GAS o 0 OD 6" FIRE DEPARTMENT CONNECTION A H 2 COMPANY REGARDING THE LOCATION 0 0 0 O NEW FIRE HYDRANT ASSEMBLY PER COA DETAILS W-010, W-015 I _ _ A OF EXISTING 4" GAS LINE I J J AND W-020 SD SD SD SD SD SD SD SD-SD- 6' FIRE LINE POINT OF ENTRY. I ss ssssssss o N N G 1" DOM WATER POINT OF ENTRY 5 I SD - - - - - - - - � 1- 12"x8" TEE 8" FIRE HYDRANT LINE 1"IRRIGATION I F �o 0 MI O RPBA INSIDE BUILDING PER COA DETAIL W-120 C-7.0 W W W w W W W W W W W W I o 0 0 H NEW IRRIGATION SERVICE I E 6" FIRE LINE W 1- 12'x6" TEE I SANITARY SEWER CLEANOUT 5 I I I D W W N W 1- 6" GATE VALVE C-5.0 G NEW 23 LF OF I 2" DOM WATER STUB. EXTEND 5 FEET FROM u I I o 6" FDCI 6" SS®8.07 T m DDCVA IN VAULT PER COA LINE F 1" DOM. METER o d PAVEMENT. CAP AND MARK. T STD DETAIL W-100 m z I a OK REDUCED PRESSURE BACKFLOW ASSEMBLY I 6" FDC 0 2" DOMESTIC sue ECT io w CALCULATED POINT OF ENTRY G P.U.D. m SANITARY SEWER CONNECTION EASEMENT o o' © PROPOSED 12" WATER MAIN I I EXISTING 8" SS ' IE= 121.83 I POINT OF ENTRY RECORDED IE= 113.55 MIN IE=121_0 UNDER A.F. OM CONNECT WATER MAIN I ti CONNECT TO EXISTING SEWER PER Im N No.1157s11 DETAIL 2 SHEET C-5.0 11 PROPOSED 12" WATER MAIN r o ON NEW TRANSFORMER I I I I o SSCO CAP AND MAR L N 3 U Y I I K I p A p tj UTILITY LEGEND I 70 LF 6" ss® IE= 120.0 WATER LINE W I 2.07 MIN I SANITARY SEWER LINE SS i I DRUGSTORE F o I oQ Ro �y EXISTING 4" GAS LINE TO REMAINSs ss I 4 POWER LINE (2-4" PVC) P I I I I 14,671 SF I I 6 0 I, 9! GAS LINE G 2 I I MONITORING MANHOLE TO I FFE = 126.00 o CALCULATED wwvrwv FIRE HYDRANT + C-7.2 I I EEXISTIN �� BE INSTALLED UNDER FIRE DEPARTMENT CONNECTION 5 6 l y I SEPARATE PERMIT 1 2 C-7.1 I"® I I boa THRUST BLOCK C-71 I 3 I I 282 LF 12" WATER CE95 TO S WATER VALVE 2 RESTRICTED- I -S'FROM EAST ? SANITARY SEWER CLEANOUT + w I I �. BOUNDARY OF PROPERTY y C-S.O 30'W1D SANITARY SEWER CAP AND MARK \ I I DBY OCUMENT I v m 8 17 SANITARY SEWER MANHOLE 1 I EASEME T TO THE CITY OF TELEPHONE&ELECTRIC I RECORDED I N N O-5.O ARLINGTO A.F.NO.9110010458 CONDUITS I UNDER A.F. 1,2 \ N0.1140278 WATER METER G-7O n I 30',WD EASEMENT FOR I CF INGRESSpEGRESS,UTILITIES F LL s BACKFLOW PREVENTER ® I AND ROAD RECORDED UNDER N I I .' A.F. o.8911- UTILITY XING o BLOWOFF ASSEMBLY 12" SD IE = 121.32 J \ UTILITY XING I EXISTING 4" GAS C-7.1 LINE TO REMAIN E GAS METER ® 2" DOM = 123.0 12" SD IE= 121.32 I y I 6"FDC LINE IE= 123.0 I I = N DCVA SD \ SD SD I I I a Q v m m I� TELEPHONE(2- 4" PVC) T T I o .a SD ",3 00 c1 ELECTRICAL TRANSFORMER I N m -■ " PROVIDE VERTICAL BENDS FOR I ' v c i T $p J 7 LF 12"WATER I N ;en - / GRADE ADJUSTMENT o 3 2- 45'12"BENDS EXISTING BUILDING ■ I No Az , / I GAS mA 2" DOMESTIC - 1" IRRIGATION, CONNECT TO EX. GAS MAR a SERVICE G /t 31 LF 12" WATER SEE CV-1.2 FOR CITY OF ARLINGTON STANDARD H_ M NOTES. SEE CV-1.1 FOR GENERAL NOTES. SEE C-3.1 j E - FOR SEWER PROFILES. C-3.2 FOR WATER LINE I I C - - - - - - - - - TRAFFIC W PROFILE I I _-I - - - - - - - - ___- - - - - - - - - OHP - _ A ~ -�- allOHP SIGNAL OHP- 2"X 12" TEE OHP 0 OHP OHP _ -W - VAULTS - - - _ _ Q W 3 OH OHP OHP- HP�OHP - P _- C j - z CONTRACTOR TO ADJUST MANHOLE RIMS AND GATE N �� SD sD sD G B I F j J r VALVES OF EXISTING STRUCTURES TO FINISHED GRADE. W I I = z IL W W TOP SOLID LID 121,45.25 a TOP SO I LID CB-128.84 I I I- N INV.8"PVC 5.=121.45 o I INV. "PVC S.=124.89 o V _• INV.8"PVC W.(CAPPED)=121.33 TOP S LID LID CB=126.33 -PEED LIMIT SIGN - INV.8"P C W.(OIL/WATER EXISTING SSMH NV 8"PVC S.=123.10 Q N Z J - - - - - - - - SE ARATOR)=122.54 _ _ _ M INV 8"PVC E.=122.99 ^ A I o -RIM 11 124.83 -- 2�4TH ST. I V E CONNECT TO WATER AT EXISTING 10"x12" CROSS 0 N ® IE=110.13 INV. 2** -- - Z ^ a Q G.T.E. VAULT O INV.8"PVC 5.=121.63 2 - 12" GATE VALVE ss � -SS- a 86 55 5s ss Ss -Ss sS s ss 1 - 10"x12" RED - - lr � Know what's below. o TOP CB=125.81 Q / TOP SOLID LID CB=124.75 I CONSTRUCTION DRAWING APPROVAL 0E- INV.8`PVC N.=123.06 'Dpp---III TOP CB=125.58 J 1. Call before you dig. I TOP CB=124.72 NV.8"PVC S.122.97 INV.8"PVC NW.=123.66 TOP CB=128.30 INV.6"PVC S=125.78 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED - GRAPHIC SCALE INV.8"PVC N-122.08 TOP SOLID LID C8=125.66 INV.6"PVC N.=124.90 PER THE CONDITIONS ON THE TITLE SHEET. N 20 0 10 20 40 80 SE.COR.SSMH=126.17 INV.6"PVC N.=125.36 TOP CB=128.11 BY. `\ ,/I1���' q\Cp City Engineer, CITY OF ARLINGTON ia IN FEET ) CCU TELEPHONF.111T .... / __ __ \ DATE, /� i 1 inch = 20 M THIS APPROVAL VALID FOR 18 MONTHS Cj-3.0 v SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. � N N m O O I I N N N I I d W W EXISTING SSMH p o 0 RIM = 120.31 IE=114.17 MONITORING MANHOLE 6" SANITARY SEWER TO z z z I I CONNECT TO 8" FIRE PER COA 5-1.17. BE REMOVED EAST OF BUILDING J J J I STA 0+50.0 HYDRANT LINE RIM = 125.2 CONNECTION STA 1+50.0 a II SSCO 6" SS 1 - 8"x6" TEE IE OUT= 119.05(W) CAP END PER SSCO 6"SS IE IN = 119.15 S NEW 224 LF OF COA DETAIL W-160 ( ) 6 SS 0 2.0% " ��^ UTILITY LEGEND WATER LINE W I SANITARY SEWER LINE SS 0 0 SD s[1+00 SD SD SD SD SD SD SD m N z s 2+00 3+00+05 m^ O POWER LINE (2-4" PVC) P I I — — — — — — — — — — —ss CA I o S GAS LINE .� G SD � }—W W Ww Ww Ww Ww W w FIRE HYDRANT C-7.2 I I v Tn I W W m FIRE DEPARTMENT CONNECTION C571 I I I NEW 23 LF OF I J m 1 2 I I PROPOSED 8"WATER MAIN 6" FDC I 6" SS 8.0% 1" i 0 U THRUST BLOCK C-71 LINE T I I I POINTT OF ENTRY ~ G o k 3 I CALCULATED SANITARY SEWER WATER VALVE C-7.1 I I I EXISTING 8" SS ' ' IE= 121.83 1 POINT OF ENTRY 3 I IE = 113.55 „ MIN IE= 121.0 o4pe SANITARY SEWER CLEANOUT C-5.0 y CONNECT TO EXISTING SEWER PER ■ I — — — 1 I�I I DETAIL 2 SHEET C-5.0 I NEW TRANSFORMER m SANITARY SEWER MANHOLE C-5.0 WATER METER - G' D 1 PROFILE KEY PLAN BACKFLOW PREVENTER H: 1"=20' BLOWOFF ASSEMBLY Ell C 71 V: 1"=5' GAS METERDCVA 3 ' TELEPHONE(2- 4" PVC) ' PROPOSED GRADE 6"SANITARY SEWER TO ELECTRICAL TRANSFORMER T EXISTING GRADE BE REMOVED EAST OF BUILDING CONNECTION EXISTING BUILDING 125 E M 120 (V w o — — — 11�M N EXISTING 6" SIDE SEWER 2% — — — `1 eBE c1r115 = SEE CV-1.2 FOR CITY OF ARLINGTON STANDARD M NOTES. SEE CV-1.1 FOR GENERAL NOTES. W 110 J ¢� CONTRACTOR TO ADJUST MANHOLE RIMS AND GATE O Z Q 0 o VALVES OF EXISTING STRUCTURES TO FINISHED GRADE. o ^ w N= w wa zr° w om v'ni� II O^� uoiwON� = O Q N • O+Z N O N t W t 0 II Woc5 Z Z ~O w w�wil.l O N Z Q Knowwhat'sbelOw. 0+00 0+25 0+50 0+75 1+00 1+25 1+50 1+75 2+00 2+25 2+50 Z It Q cr Call before you dig. ^ W i CONSTRUCTION DRAWING APPROVAL n W SIDE SEWER PROFILE Q THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED - GRAPHIC SCALE H: 1"=20' PER THE CONDITIONS ON THE TITLE SHEET. 20 0 10 20 40 80 V. 1"=5' BY.' 0 City Engineer, CITY OF ARLINGTON c L DATE: ( IN FEET 1 inch = 20 ft THIS APPROVAL VALID FOR 18 MONTHS C-3.1 i 0i SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. H W W I � o*�� I I ssss ss I£IN n I T T T� T I U U U NDA�° p I I PROVIDE VERTICAL BENDS FOR as as as as I U U U o GRADE ADJUSTMENT 1" DOM. METER a a a so— I I 2" DOMESTIC o 0 L82 LF 12" WATER PROPOSED 12" CONNECTION f o 0 7 LF 12" WATER WATER MAIN 2- 45'12" BENDS 1+0o 2 G J o 0 0 OF N M W IMF VF G W W Y W m G G G G G G i W W W , N — — —— �G� DDCVA IN VAULT PER COA o � o 0 F — — CONNECT TO EXISTING 6" WATER MAIN (EAST) Z 9 STD DETAIL W-100 _ 1 - 12"X 6" TEE w CONNECT TO WATER AT EXISTING - o = a 10" X 12" CROSS 6" FIRE LINE 2- 12" GATE VALVE o 0 S o 1 - 12" X 6" TEE 1 - 6" GATE VALVE a 1 - 12" X 12" TEE 1 - 6"GATE VALVE w o� 2- 12"GATE VALVE 1 - 10 X 12" REDUCER (SOUTH) I gm <f/i ZC A Om�Om;I AND O OOZoO is Oq. P. D�Cm� NA � In UTILITY LEGEND I �=T mop $ _��. o�No �a�eN mAomciyyoN 1" IRRIGATION � WATER LINE W I I I m��" Ktio o" ;boy y�u o~ 8"FIRE HYDRANT LINE i[ m J' 1 - 12" X 8" TEE U SANITARY SEWER LINE ss I I I POWER LINE (2-4" PVC) P HIGHWAY 9 �OTo GAS LINE G I 1 9 1 4oQ�s` e 2 FIRE HYDRANT g FIRE DEPARTMENT CONNECTION C5,6 2 PROFILE KEY PLAN THRUST BLOCK C1'�1 SCALE: 1' = 20" WATER VALVE N 3 3 SANITARY SEWER CLEANOUT 135 � SANITARY SEWER MANHOLE C-5.0 WATER METER 12 PROPOSED GRADE C-7.0 BACKFLOW PREVENTER ® 130 8 EXISIING GRADE BLOWOFF ASSEMBLY 71 \ e GAS METER ® EXISTING 12"WATER LINE . LL DCVA ® C_7 0 125 EXISTING TELEPHONE (2- 4"PVC) 12 WATER MAIN 280LF ELECTRICAL TRANSFORMER — — — — a Q 1 m PROPOSED 12" WATER MAIN 282LF p V v — — — o EXISTING BUILDING 120 gyp, N ANT _ PROPOSED 12"WATER LINE a+ O N W O N v U II II II 3 U W U W W W m 2 U W M/3 00ON UW O�NWII O¢N'Wor ZVz d WZz O OcVII W OO n U O S+ t +U + + U + iL F Z F O W O ¢� Z cJr1 0+00 0+25 0+50 0+75 1+00 1+25 1+50 1+75 2+00 2+25 2+50 2+75 CO Z Z • 0 Q • WATER MAIN PROFILE 0 N z a J H: 1"=20' 0 N i V: 1"=5' QIr Knowwhat's below. J ^ W a Call before you dig. i CONSTRUCTION DRAWING APPROVAL Q Q o THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED GRAPHIC SCALE PER THE CONDITIONS ON THE TITLE SHEET. 20 0 10 20 40 80 BY `o SEE CV-1.2 FOR CITY OF ARLINGTON STANDARD NOTES. SEE CV-1.1 FOR GENERAL NOTES. City Engineer, CITY OF ARLINGTON c DATE, L ( IN FEET 1 inch = 20 ft THIS APPROVAL VALID FOR 18 MONTHS C-3.2 i vi N01ES" 13'CC I 1. ANHOLES TO BE CONSTRUCTED IN ACC--Gl WON 7.FOR DEPTHS OVEN 25'MANHOLE BASE SUB DESIGN AASHTO M-199(ASTM C 478)UNLESS OTHERWISE SHOWN SHALL BE DESIGNED BY A STRUCTURAL ENGINEER. ON PLAINS OR NOTED IN STANDARD SPECIFICATIONS, 13-1/2- 1�, H 8.ALL INTERIOR AND EXTERIOR JOINTS TO BE GROUTED W W 2.ALL REI:ORC.CAST IN PULE CONCRETE SHAH BE (SEE GROUT SPECIRCAUONS). GROUT TO RE 1/2' Z N V) CLA SS 000.NON-REINFORCED CONCRETE IN CHANNEL THICK MINIMUM AND 3'EACH SIDE OF JOINT MINIMUM. m Z Z AND SHELF SHALL BE CLASS 3000.ALL PRECAST THEY MUST BE INSPECTED PRIOR TO BACKRLL. '_�a O O CONCRETE SHALL BE CUSS 4000. (n CIE. CIE.9-CORE DRILLING ONLY,HAMMERING KNOCKOUTS WILL 3.PRECAST BASES SMALL BE FURNISHED WITH CUTOUTS, NOT BE ALLOWED.KOR-N-SEAL FACTORY INSTALLED 4.ALL BASE REINFORCING STEEL SHALL HAYS A MINIMUM BOOTS ARE ALLOW.. • A YIELD STRENGTH OF WOOD PSI AND BE PLACED IN THE 1U.MANNOIES 5'-7'DEEP MUST BE FLAT TOPS. • • 6CPP�KETED W 2 2 UPPER HALF OF THE BASE WITH I'MINIMUM CLEARANCE. . . CAST E LARGER LOCKING d W W RING AND COVER `2 S.CUTplT HOLE SIZE IS ELEVATION ONE SIZE EQUAL TO PIPE OUTER 14'-18' ••• •• THAN PIPE DNA. U CD CD O CD DWAETER PLUS LABELED"SEWER' MPNROEE WALL RING AND COVER CLASS 4000 THICKNESS.NF%IMUM SEE 55-030 CONCRETE 30'SQ PAVED n PIPE SIZE IS 12'FOR RED REFLECTOR RED REFLFf". Z Z 2 48'�N£.24'FOR �," ADJUSTMENT SECTION A 12-� SURFACE ¢ Q SMIMD.DISTANCE 3 UNPAVED AREAS CD u CD BETWEEN HOLES IS 6'(NFASUREO ON THE = PLAN W W d INSIDE OF THE f�"_.. MANHOLE). _ MECHANICAL END 0 PRECAST CONE OF PIPE PLUG. \\\ (ECCENTRIC UNLESS WIT FLG p p N e.MANHOLE SIZE nL OTIERWISE SPECIFIED) CHERNE TYPE LJ DEPENDS ON S12E5, n \\\ LOCATION AND FOR PITS OF HOLES POLYPROPYLENE CROUT v O O O FOR PIPES.MANHOLE tc STEPS PER ENE v v o DESIGN AND SIZE ,Ig- - I/2'GRADE 60 STEEL WYE N M SHALL BE APPROVED SEE NOTE 6 REINFORCING BAD(ASTM A-615) (SEE NOTE 2) o vQSEw�o O WPRPANTED BY THE MANHOLE Q O O SUPPLIER. PRECAST RISER POLYPROYLFNE AST.D4101 SECTIONS STEP MEETS ASTM C-478 N SECTION A A PAVED AREAS I °�T o r o 0 A%.HOLEESIME IS IV' UDDER m\ Z CO GROUT SEE SS-040 N T•J JR 48" OE.24" .. ^d FIOTFS 5&6 ABOVE) SLOPE=i/2'/FT(TOP) 6"1 6 12" 3 O O O CONSTRUCT CHANNEL AND SHELF TO THE CROWN OF THE SEE NOTE 1 20' IL G PIPE REINFORCING STEEL(FOR PREGST O NI6 DE + 12"CAST IRON LOCIQNG RING AND COVER DA. BASE WITH INTEGRAL RISER)0.15 SO IN/R IN EACH DIRECTION FOR 48' MORTAR FILLET D14 0.19 SD 1N/R IN EACH OLYMPIG M1025 OR APPROVED EQUAL � 1` DIRECTION FOR 54'DIA. LY m ''m�ppj PRECAST BASE WITH INTEGRAL RISER C U Y CRUSHED SUNG BASE COURSE �. -o�s WIN O DEPTH CONDENSED TO MIN. NO�-OUT PIPE AND FIRINGS SHALL BE THE SAME MATERIAL AS THE SEWER MAIN. m OF DEPTH CO DENSITY � � U SEPARATE CAST IN PLACE BASE SIDE ELEVATION OR SEPARATE PRECAST BASE N�• 2. A SANITARY RE,SWEEP.OR STRAIGHT TEE IS NOT ACCEPTABLE. 3. SEWER STUB WILL BE EXTENDED 10'BEYOND PROPERTY LINE AND 5'BUONO UTILITY EASEMENTS TO REINFORCING STEEL(FOR SEPARATE BASE ONLY) I.STEPS LOCATED IN RISER SECTIONS SHALL BE 6-, PREVENT DAWGE TO CLEAN-OUT AND MINIMIZE CONFLICTS WITH OTHER UTILITIES WHEN SERVICE TO 0.23 1IN/R IN EACH DIRECTION FOR 0"DM BUILDING IS ACCOMPLISHED. 0.30 SO IN/R IN EACH DIRECTION FOR 54'OM AtY O oui•. BTWAW116AT OF POBYC KRIS STANDARD DETAIL �tY O AVW DSPARTI@NT OF PUBLIC WORAS STANDARD pETA1L �tY 0 aui DISPARTIWiT OF PUBLIC WORX6 STANpARp DETAIL "n1A+� STANDARD DETAIL NUMBER, ° e AMT Wnlna STANDARD DETAIL NUMBCR ° i° STANDARD DETAIL xuue[R q®o MANHOLE TYPE I SS-OlO v�4 .Wm." MANHOLE LADDER STEP SS-050 FR®o> n,w.m SEWER CLEANOUT SS-080 <lNGt <fNGt <lN Gt SANITARY SEWER MANHOLE MANHOLE LADDER STEP DETAIL SANITARY SEWER CLEANOUT NTS L NTS NTS STAINLESS STEEL Imo^ 8 TOP S N CWAP MIN COMPACTION 95%MAX DENSITY FLEXIBLE STAINLESS STEEL BOOT EXPANSION RING / BACKFILL r H IA MIN COMPACTION ' 90%MAX DENSITY • A / DMD O V / 12" ° m MIN d a Q m 5 2 OR O PIPE ZONE MIN COMPACTION N / A 90%MAX DENSITY 3 N E c1 / .. lifififiP 6' — — MIN BEDDING L 3 a FOUNDATION MATERIAL I I MIN COMPACTION (n AS REQUIRED II j 90%MAX DENSITY O SECTION w J N 0 3 NOTES* z Q w %O 1.ALL BACKRLL MATERAL SHALL BE PLACED IN 4.COMPACTION TESTS SHALL BE AS REQUIRED BY THE ca o LIFTS NOT TO EXCEED 12 INCHES BEFORE CITY ENGINEER,BUT IN NO CASE LESS THAN 2 TESTS W COMPACTION UNLESS AUTHORIZED BY THE CITY EVERY 200 FEET OF TRENCH(ONE AT SUBGRAOE AND Z ENGINEER DUE TO THE CHARACTER OF THE ONE AT 50R OF TRENCH DEPTH).NOTES: MATERIAL Z w r cr NES: MATERIAL AND THE COMPACTING EQUIPMENT. 1y W O5.IN-PLACE DENSITY AND MOISTURE CONTENT WILL BE Q O 1 PVC SIDE SEWER.FOR REMAINDER OF PVC SERVICE SEE SS-090. 2.MECHANICAL COMPACTION OF BACK FILL DETERMINED USING NUCLEAR METHOD,ASTM 0, MATERIAL SHALL NOT BEGIN UNTIL THE DEPTH STYLE 2922_71. W GO O2 ROMAC E CS TAPPING SADDLE OR APPROVED EQUAL ON ALL PIPE. OF COMPACTED BACKFILL MATERIAL IS 2 FEET Z O3 CORE-DRILLING WITH INSERT-A-TEE MAY ALSO BE USED ON ALL PIPE. ABOVE THE TOP OF PIPE. 6.LABORATORY MAXIMUM DRY DENS"AND OPTIMUM 0 N Z a) MOISTURE CONTENT WILL BE DETERMINED USING THE 3.EACH LIFT SHALL BE MECHANICALLY COMPACTED MODIFIED PROCTOR METHOD IN ACCORDANCE WITH1 O ®CORE DRILL EXISTING MAINLINE PIPE PER MFG'S SPECIFICATIONS. TO THE REQUIRED DENSITY PRIOR TO PLACING ASTM D-1557. J 5 ' SUCCEEDING LIFTS OF SACKPILL MATERIAL. " N O W MIN.45 MAX. T BEDDING MATERIAL SHALL BE Y"MINUS. cq Z � 1 A % 3ty O 41W D8PAR10®NF OF PUBLIC WORKS STANDARD DETAIL �tY O WADI DBPARTIBNT OF PUBLIC"0RC8 STANDARD DETAIL J ,` WnvWN STANDARD DETAIL NUMBER ° ° mnvN. STANDARD DETAIL NUMBER fr Z 9 NEW SERVICE ON EXISTING MAIN SS—I00 vp<t�t TRENCH SECTION SS—I2U CONSTRUCTION DRAWING APPROVAL Q Q THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. 4 NEW SERVICE ON EXISTING MAIN 5 TRENCH SECTION DETAIL BY City Engineer, CITY OF ARLINGTON ia DATE: NTS NTS THIS APPROVAL VALID FOR 18 MONTHS Lii Q Q O Dve FRAME&GRATE OR RING F4 BARS O 6' -` Q AMID COVER(GRATE OR CENTERS BOTTOM W W COVER SHALL BE LOCKING) 2"CLR FACE WRH 1'MIN ar )REW N N MDHOU TYR COVER 1"CLEARARNCE (S NOTE 4 m Z Z ,0 �/ GRADE LNG N d a \\ �'; TOP SIPB ' - RISERS.BRICKS(2 ROWS 5 24 5' H CE: Of W W FRAME AND GRATE(OF SOLID COVEfl). 20"%24' MAX)OR GRADE RINGS fTT11 I ) r, r C Of SEE APPLICABLE STANDARD OETALS; 1. CONCRETE INLET TO BE CONSTRUCTED IN OR 24'DIA LLLJ 5 2 6'OR 12 1-#3 BM FOR 6" O W Z Z ACCORDANCE WIN ASTM C478&C890 / 2-F3 BAR FOR 12' CL. W W UNLESS OTHERWISE SHOWN ON NE PLANS STEPS OR LADDER <PN / B� m ME OR NOTED IN THE STANDARD _ O mME SPECIFICATIONS.ALL CONCRETE SHALL BE 48"OR 54' ¢ U O O C1A55 4000. 2"MIN 12"MIN 2. REINFORCING SHALL BE EOUMI.ENT TO TYPICAL ORIENTATION wEl0E0 WIRE FARRIC(wWF)HAVING A F 1111L�111 \ dLR��N J MINIMUM AREA OF 0,12 SOARE INCH PER I PRECAST BASE& 2"CLR OR ACCE ,•P� Y II�� FOOT.WWF SHALL COMPLY TO ASTM A491. WWF SHALL NOT BE PLACED IN KNOCKOUTS. I INTEGRAL RISER TMP HARDHOLQ CATCH&SIN STEP ¢ Q 2'X4'XB'SOLID BRICK USED FOR FINAL 6"(48'CB) FS BARS O 6'• d CL d ADJUSTMENT TO GRADE.6'HIGH MAX. 3. THE 8070M OF THE PRE-CAST BASE B"(54'CB) REINFORCING(FOR PRE-CAST BASE& CENTERS BOTTOM FACE 12'MIN SECTION MAY BE ROUNDED. 8'(SO"CB) n n r INTEGRAL RISER) WITH i"MIN COVER 8'(72'CB) 0.15 SO.IN,/FT,E.W.(46'CB) 4. PRE-CAST BASES SHALL BE FURNISHED MORTAR 12'(96"CB) J I Iy y?II II m N N N WITH CUTOUTS OR KNOCKOUTS.KNOCKOUTS FILL 0.25 SO.IN/FT.E.W.(54'CB) LIIIL J111111 _ Q'O SHALL HAVE A WALL THICKNESS OF 2"MIN. 0.25 SIT.IN/FT.E.W.(60"CB) T'�� ft�A O O ALL PIPE SHALL BE INSTALLED IN FACTORY 0.24 SIT.IN/Ff.E.W.(J2"CB) ELEVAION� PLAN l7 (p n PROVIDED KNOCKOUTS.UNUSED KNOCKOUTS 0.29 SIT.IN/FT.E.W.(96"CB) O O O 1 NEED NOT BE GROUTED IF WALL IS LEFT 6'I °0 8'eoe PROP RUNG CATCH fl SITU S P o INTACT. I" t'-0"FOR W.54"&60'C8 'pLL STEPS COPOLYMER Z N M 5� 5. KNOCKOUT OR CUTOUT HOLE SIZE IS EQUAL MIN 2'-0"FOR 72"&96'CB -BO BARS O 1"CENTERS PROPYLENE TO PIPE OUTSIDE DIAMETER PLUS CATCH SEPARATE CAST-IN-PLACE MIN CM FACE WITH 1 f� BASN WALL THICKNESS.KNOCKOUTS MAY BASE OR SEPARATE GRAVEL BACNFlLL MIN COVER NOTES: BE ROUND OR'D"SHAPED AND MAY BE PRECAST BASE FOR FOUNDATIONS 1. PROPRIETARY CATCH BASIN HANDHOLDS AND STEPS ME ACCEPTABLE. RISER SECTION ON ALL 4 SLOES WITH MAXIMUM DIAMETER 6"MIN.COMPACTED DEPTH PRONGED THAT THEY CONFORM TO SEC.R.ASTM C418.AASHTO T� N OF 20'. FOR PRECAST BASE ONLY M-199 AND MEET ALL WISHA REQUIREMENTS. O p ti 6. THE MAXIMUM DEPTH FROM THE FINISHED 2. CATCH BASIN STEP/HANDHOLD LEGS SHALL BE PARALLEL OR 26^ u GRADE TO THE PIPE INVERT IS 5•-0'. 'FOR SEPARATE APPROXIMATELY RADIAL AT THE OPTION OF THE MANUFACTURER, a CAST-IN-PLACE ONLY IXCEPT THAT ALL STEPS IN ANY CATCH BASIN SHALL BE SIMILAR. d S�IE AM 1. THE TAPER ON THE SIDES OF THE 1"CLR PENETRATION OU ROHI N OF TER WALL BY A LEG IS PBITED. O `tyPl PRE-CAST BASE SECTION AND RISER NOTES. n }, HDHOS AND STEPS SHALL HAVE"DROP"RUNGS AS SHOWN ON SECTION SHAH NOT EXCEED I/2"PER REINFORCING STEEL 1. HANDHOLDS IN RISER OR ADJUSTMENT SECTION MDETAIL LO OR PROTUBERANCES TO PREVENT SIDEWAYS SLIP. FOOT. (FOR SEPARATE BASES ONLY) SHALL HAVE A 3'MINIMUM CLEANMCE.STEPS IN SHALL. 0.23 SIT.IN./R.E.W.(4B'CBJ CATCH BASIN SHA HAVE 6"MINIMUM B. FRAME AND GRATE SHALL BE IN 0.19 SQ.IN./I EW.(54"CO) CLEAWWCE.NO STEPS ME REQUIRED WHEN"B" 4. SLAB OR MAY BE 24'%20"OR 24'DAM. ACCORDANCE WIN WSDOT/APWA 0.25 SIT.IN./Fi.EW.(60'CB) SPECIFICATIONS.MATING SURFACES SHALL IS 4.OR LESS.HANDHOLDS SHALL BE PLACED IN 20' 5. AS AN ACCEPTABLE ALTERNATIVE TO REEM.WELDED WIRE FABRIC T BE FINISHED TO ASSURE NON-ROCKING FIT 0.35 SIT.IN./iT.E.W.(]2'CB) ALTERNATING GRADE RINGS OR LEVEUNG MICK rr LO x WIN ANY COVER POSITION. 0.39 50.IN/FT.EW.(B6'CB) COURSE WITH A MINIMUM OF ONE HMDHOLD LT�� HAVING A MIN.AREA OF 0.12 SQUARE INCH PER FOOT MAY BE USED. BETWEEN THE AST STEP AND TOP OF THE WELDED WINE FABRIC SHALL COMPLY TO ASTM A- 9. FRAME AND GRATE MAY BE INSTALLED WIN FINISHED GRADE. 96'TOP SLAB K L� 6. LADDERS OR STEPS SHALL EXTEND TO WITHIN 16"OF BOTTOM OF J U FLANGE DOWN OR CAST INTO RISER. CATCH BASIN. IF LADDERS ME USED THEY SHAH BE STEEL 2. MIrvIMUM SOIL BEARING STRENGTH SHALL EQUAL O"0"RING SSINOF40o ED COPOLYMER POLYPROPYLENE PLASTIC PER STD.DETAIL L 10.EDGE OF RISER OR BRICK SHALL NOT BE S,WO POUNDS PER SQUARE FOOT. MORE THAN 2"FROM VERTICAL EDGE OF __ 3. MORTAR SHALL RE PLACED BETWEEN EACH LEVEL CATCH BASIN WALL. OF ADJUSTING RINGS.TOP OF TOP SLAB.MO ], HMCING LADDERS SHALL BE PERMANENTLY FASTENED AT TOP BY BOTTOM OF IRON RIND. HANGING ON STEP OR BY BOLTING OR EMBEDDING IN CONCRETE. A PRECAST BASE JOINT EACH SHALL BE EMBEDDED AT BOTTOM IN BASE. PRE-CAST BABE SECTION 4, SEE THE STANDARD SPECIFICATIONS FOR MORE 8, ADDITIONAL SAFETY FEATURES MAY BE REQUIRED IN VERY DEEP OR REOUIREMENTS. UNUSUAL STRUCTURES. (MEASUREMENT AT THE TOP OF THE BASE) J�pT0 LASY 00 ors DBPARTNRNT OF DM RORKS STANDARD DETAIL Wptl DJlMRT-OF POOLED BROOKS STANDARD DETAIL G1t Op Aw DBPARITRM 0!PUBMC RORI:B STANDARD DETAIL fX�4FS°N 4. wmy STANDARD DETAIL NUMBER STANDARD DETAIL NIIYBFR wR wmy STANDARD DETAIL NUMBER 14 CATCH BASIN TYPE 2 II yg� ®= CATCH BASIN TYPE I SD-020 SD-040 ; CATCH BASIN LADDER,STEP, SD-050 d 48•', 54" 60••,72" &98" �+<rNOq° AND TOP SLAB DETAILS CATCH BASIN TYPE 1 DETAIL �� CATCH BASIN TYPE 2 DETAIL CATCH BASIN DETAIL NTS L NTS J NTS gyrS N g 11 IN 24' Lj B o a ---- ------- a8 ---- r- 1 2•-2'R LL MIN A -jr A r E ( I d 1 6 MATCH EXISTING SLOPE M I Ln f( N 11 n 0 10' 10' 2 4 Q x m N 0 . 303-0 e 2 SECTION B-B o PLAN TOP VIEW SECTION M 4,1 4,1 p 3/4 0R ALOR AL 1/e'c - �M:. P NOTE:TI O BF 39 i 6''R Q MATERIAL USED SHALL BE n _p O 1/2" OR aL Ii�Ii/ DUCTILE I 36 RON PER ASTM-A5 . - I-1/2"MIN 2 GRADE BO-55-06.WNiI • 0 � ' N /N" TO BAR = CLEAR BECKON BITUMINOUS COATING. 111 CL IT'_ 2 �I . \II A-A 6 LOCKING HOLES TO BE PRUNDED 1-3/4 GRATE -I 1 IN CASTING TO ALLOW FOR TWO //�� y♦ Er 5/5'OIA STAINLESS STEEL, LL 1 3 2 SOCKET HEAD CAP SCREWS.NO F2wE O Q /t SECTION A-A n / MOVE GRMREW WILL PROTRUDE 3 NOTES: ///i//�j/i/i (�E. Z Q2 p //j / ® GRATE TO BE USED WRH FRAME TYPE i CURB&CURER / j Cl) FOUNDRY NAME.THIS SIDE TO CURB W/ARROW AND(DI) ©LOCKING GRATE CASTED HOLESSTD DETAIL SHALL BE /j/// SHOWN IN S DETAIL SD-090. / w LLI FOR DUCTILE IRON SHALL BE EMBOSSED ON TOP OF LASTED TO ALLOW FOR TWO 5/8"DIA Z CRATE WITH 1/16"RECESSED LETTERS. STAINLESS STEEL SOCKET HEAD CAP SCREWS f //// © GRATE SEATING:B INTEGRALLY VJ j 50 THAT NO PART OF HEM PROTRUDES CAST PPDS. L 2) SEATING OF GRATE SHALL BE ACCOMPLISHED BY ONE OF ABOVE TOP OF CASTING. ir W THE FOLLOWING:A.8 INTEGRALLY CAST PARS 4 CAST POCKET LIFT HANDLE. (I-I/2"x3/4"xt/B').8.MACHINE BOTTOM SURFACE QS GRATE TO BE USED WITH FRAME SHOWN IN O W STANDARD DETAIL SD-090. SECTION CC ® NON-SKID DIAMOND PATTERN O OUTSIDE A 11'DM. AP-2-1/2"xi'x1/0"HIGH 2 1J MATERIAL USED SHALL BE DUCTILE IRON PER ASTM-A53B, O ^' Z GRADE 80-55-06.ALL CASTINGS SHALL HAVE A A`Y� O BITUMINOUS COMING. M -J N ` 5 J CC ` N }NY O RM D6PARTMBNT OF PUBMC'OR' TV Aw DBPAMIeNT OF PUBMC RG- TY AVW DDPMTM&YT OP PUBMC RORKS Z < O STANDARD RETAIL 1 O STANDARD DETML i O STANDARD QUAIL �l STANDARD DETAIL NUMBER ° 'P wmy STANDARD DETAIL NUYBER Q i wp,y STANDARD DETAIL NUMBER cr al ®; STANDARD GRATE CATCH BASIN INLET SD-060 SOLID COVER SD-080 ®< � TYPICAL FRAME AND GRATE INSTALLATION SD-090 j <rna�° <rnc2° 4<rx0'�° CONSTRUCTION DRAWING APPROVAL Q 0 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED CATCH BASIN INLET DETAIL SOLID COVER DETAIL FRAME AND GRATE INSTALLATION B PER THE CONDITIONS ON THE TITLE SHEET. 4 El o NTS NTS NTS City Engineer, CITY OF ARLINGTON iE DATE: 3 THIS APPROVAL VALID FOR 18 MONTHS O Gi Q M N N M O O N N N L1 W W U U U Z SITE SPECIFIC DATA o 0 0 ACCEPTABLE FILL MATERIALS:STORMTECH MC-3500 CHAMBER SYSTEMS 0 c/i z z z---- -- V c PROJECT NUMBER 5300 Q Q Q AASHTO MATERIAL COMPACTION/DENSITY w PRCVECT NAME ARLINGTON DRUGSTORE wETwIDMEDN C-> u cJi MATERIAL LOCATION DESCRIPTION m " 2/ VERTICAL _ MANNroIE Q ¢ Q CLASSIFICATIONS REQUIREMENT M7 < w PROJECT LOCATION ARLINGTON,AN uNDfROJArN .., CL FINAL—FILL MATERIAL FOR LAYER 0'STARTS y MANIFOLD pgTENlED GL it FROM THE TOP OF THEC LAYER TO THE BOTTOM ANY en—OX MATERIAL6 NATIVE GOALS OR PER PREPARE PERSTEDESIGNENGNEERS—S M 0 STRUCTURE ID ---- fPABFFI O OFFLEXISLEPAVEMENTORUNAVEUFIMSHEO ENGNEERS PLANS.CNECK PLANS FOR PAVEMENT WA PAVEDINSTALLATONSMAYHAVESTRNGEN 0 L) O U E TRfgryENT REDUIRED _1 n V00 AREA t GRADE gBO-NOTETHATPAVEMENTSUBBME SUBGRADE REQUIREMENTS MATERVIL AND PREPARATION REQUPEMENT'S. a LSJ MAYBE PART DF THE D LAYER. K a ; VOLUME BASED(CF) FLOW rEO(OF5) r I GRAIN DOWN LINE AASHM Mt1s BEGNCOMPACTIONS AFTER 2+'IBDO mmI OF a f INRWLFBI.FLLMATERIALFOR LAYFRC GRANULAR WEµ GRAOEO BOLIgGGREGATEMXi ES.�ME% A'1'q' MATERIAL OVER THE CHAMBERS IS REACHED j - O.M52 U OP OF THE EMBEDMENT FNES OR PROCESSED AGGREG— COMPACT AODROVAL LAYERS N12'(SBB mm) " w •- N M c srONEB1%aDLA'rtTnRTo 2."(cBDo mmIAgDVE THE DR MML Fri rQAMlN esx PRDcroR DEHB TY FDN F TRFAruENr HGL AUAAgNc(FT) NIA - _ FXTER lopTETIwT PAVEMENT sT PwvEMENrs BASE MATERwL BE usm rvL MSHro wa• WaL CRADEG MATEPIALANG 95%REAmE y �' d PFAK BYPASS RfOUlRfO(Cf5)-E APPLMJ&F PW 2.266 �- AIM BVBBASE MAY BE q PART OF THE C HAVER UBOF THIS uYER.3� U 3.SST d.A6T.9 5&sT,6.8T,BB.T,Te.B BB, DENSITY FOH PROCESSED AGGREGATE � s 0 HATER ALs. PIPE DATA LE MATERIAL DAME7fR EABEOMexT FILL SURROUN STONE MSMO�, INLET PIPE/ ITIED HOPE 17' _ J g CHAMBERS FROM ER STONE I'A' CLEAN,CRUSHED,ANGULAR STONE No cOFAPAGTbry REWIRm. 03 • ^ N uvERIrO THE'C•urER ABOVE. s•A INLET PIPET N/A N/A N/A PON GATON STONE FIµ BELOW CHAMBERS 4 WILED PA°E IT7J0 HOPE 77- - ~ 6-MIN 815E O H 0 A FROMTHESUBGRADEUPTOTHEF-TIBOTTOM) CLEAN.CNUSHEO,ANGULARSTONE MDI�rO MAD' LATE COMPACT OR ROIJ-TO AGHIeiE wFLwT g g9� OF THE CHAMBER. SURFACE.•• 7A y PRETRFATIEM BIORTRADON MSCNARCE r OUTLET POE /HINT PIPE ' LEFT END VIEW m N Z I.ptj PLEASE rvGTE: P RIM ELEVATION 122.80 122.80 12280 SEE NOTES SEE N07E5 C, 1. THEUSTEOMSHTOOESIGMnMSMEFORGRADATIONBONLT.THE STONE MUST ALSO BE CLEAN.CRUSHED.ANOULMM.FOR EXAMPLE.A SPECIFICATION FORM STON—LD STATE'."CLFAN.CRUSHEO, o PS SURFACE LOAD PARKWAY OPEN PUNTER PARKWAY PLAN VIEW D O O ANGULAR N0 1(MSNTO—)STONE". L STORMTECHCOMPACTIONRMUIREMENTSMEMETMR'A'LOGTIONMgTMR SWHENPIACEDANDCOMPACTEOINW(Y9]mml(NAX)LIRSUSINGTW MCOV GUMTHAVIBRATORYCOMPACTOR. Tw@ FRAME k COWR 030 N/A /24- 0- FO 9. WHERE INFILTINKTON SURFACES MAY BE COMPROMISED BY COMPACTION, R STANDARDOEMONL CONDITIONS,A FLAT SURFACEMI MAY BEACEVED BY RAKING OR DRAG WI GING THOUTCOMPACTION EWIPMENT.FOR SPECIAL LOAD DESIGNS.CONTACTSTORMMECN FOR COMPwCTON REWIREMENTs�� u 3 WENANOMEDm VOLUME(CY) 4.82 �iVEGETADON mgmgg WETLWDMEDA DFLIERY METHOD PER CONTRACT AGs aEosvNT aN.wovENGEDTexrILE ALL rE {D6scNED ; q3 C/L u4vaE C/L 7 �T s� y LAN CRUSHED rvEER) ORIFICE 52f(DR INCHES) 01.77" E Nr .. I z e g NOIES PRELIAMARY,NOT FOR CONSTRUCTION �. 133 o L� raNE LA FENMETER SI NE 172B0 M D B � ,NMI JT� LM (SEE More el - - 0 - -� �= tBOB mmIMw• (zL ) 1 e, INSTALLATION NOTES I 1{r�s1, ryt I 12'IxO mmI MIN 1 6 CB 1. CONTRACTOR 70 PROVIDE T ALL TABOR.ED INSTALL,HE SY TDAND U EXCAVATION wqµ p{($I'w APPURTENANCES REQUIRED 70 DANCED AND THIS ME SYSTEM AND FLOW CONTROL ICAN BE SLOPED OR VERncgtl u-) { 1 RISER 96 APPURTENANCES RJ ACCORDANCE WITH IH6 DRAWING AND THE It1Ae MANUFACTURERS SPECIFICATIONS NS UNLESS OTHERWISE STA/f0 M =; 4 MANUFACTURERS CONTRACT. I E N :.I . '"'T_'� a 5I 2. UNIT MUST BE INSTALLED ON LEVEL BASE MANUFACTURER __ �kj0 $ G RECOMMENDS A MINIMUM 6-LEVEL ROCK BASE UNLESS SPECIFIED BY E OUT I AI H F l_ A_ _ g: a THE PROJECT ENGINEER CONTRACTOR 15 RESPOA616 E TO VITRIFY 4 �Q RN DEPTH OF STONE TO BE DETERMINED PROJECT EN 4` GINEERS RECOMMENDED RASE SPECIFICATIONS -0 6- B•-0' B' B' - e'ItED mm)MN TrL- --I-L OlVIA i1 II I Lei T„R - - FI BY SITE DES GN ENGINEER IF 1230—)Mw ea�$ J ALL PIPES MUST BE FLUSH WITH INS/OE SURFACE OF CONCRETE yl�-7'-0 9'-0-� y,' R II^ E IPFES CANNOT INTRUDE BEYOND FLUSH). INVERT OF OUTFLOW PIPE y END CAP 3UBORAOE SOILS 123p nAnl Mir+ +�(-sa mm( tY lsw mm)TVP '�- MUST BE FLUSH WITH DISCHARGE CHAMBER ROOK. ALL CAPS d c S'`e (SEE NOTE+) t AROUND PIPES SHALL BE STALED WATER RIGHT W I A NON-SHRI ELEV/IT/ON V/EW RIGHT END VIEW d,I ti,LS Qb''g m d GROUT PER MANUFACTURERS STANDARD CONNECTION DETAIL AND SHALL 4R' *FOR COVER DEPTHS GREATER THAN 8.0'(2.4 m)PLEASE CONTACT STORMTECH F�: MEET OR EXCEED REGIONAL PIPE CONNECTION SrANDODS 4.. CONTRACTOR TO SUPPLY AND INSIALL ALL EVERNAL CONNECDNG 77/IS c2g �g PIPES. NOTES- 3 s ARN�HOLES�A RESPONSIBLE HATCCH ES FOR RNTPACIOH TOGROUT ALL RISERS ARNMOLES AND HATCHES 70 MATCH FINISHED SURFACE UNLESS SPECIFIED 07HERWM INTERNAL BYPASS DISCLOSURE: TRFATMW FLOW(CIS) 0.160 MC-351q Cw1MBER65HALL CONFORM TOTHE REQUIREMENTS OF ASTM F2At8"STANOAPO SPELIFCATON FOR POLYPROPYLENE(PPICdxRUGArep WALL STOPMWATER COLLFGTNJN CHAMBERS'. 6. DRIP OR SPRAY MRM47/OfJ REWIRED ON ALL UM75 WITH VFGEIARON' THE DESIGN AND CAPACITY Of THE PEAR CONVEYANCE METHOD TO Of RENEWED OPfRADNC HfAO F( _ _ 7. CONTRACTOR RESPONSIBLE FOR CONTAC71 M MODULAR WETLANDS FOR (I 3.7 W �{ 2. MC E DESIGN DIN ACGORGANCEWITH ASTM F087'ETANDMI PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATEDWALL STORMNATER COLLECTION CHAMBERS". AND APPROVED BY THEOUPSER OF RECORD. HGLS OPND ROW SHALL♦E y AROPER AV OT ACTIVATION MANUFACTURES WARRANTY IS SEEN WITH OUI () o RNP 'ACCEPTPBLE FILL MRTERwLS'TABLE ABOVE PROVIDES MATERIAL LOCATIONS.DESCRIPTIONS GRADATIONS.AND COMPACTION REQUIREMENTS FOR FOUNDATbN.EMBfOMENT,M'D FILL MATERIALS. �. ._ ASSESSED TO ENSURE NO UPSTREAM FLOODING PEAK HGL AND BYPASS PRETREATMENT LOADING RATE(GPM/SF) 1.9 �B PROPER ACRVATION BY A AKIOUTAR WERANOS RFPR£SEMA77VE. CAPACITY SHOWN ON DRAWING ARE USED FOR GUIDANCE ONLY. A THE SITE AFTON ENGINEERHNGEOF EIIPBLEFOR IL MOIFURECBEARING RESISTANCE ALLOWABLE BEARINGCPPACITY OF THE SUBGRADE SOILS M10 iHE0EPrH OF FOUNDATION STONE WITH ( ) II= GENERAL NOTES wnLANO MEDl4 tEDNc RATE(GPM/SF) I.D CONSIOEMTION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITbNS NE MUST BE EXTENDED NO—ONTAµY TO THE EXCAVATION WAµ FOR BCTHVERTICAL AND SLOPED EXCAVATION—FG _ � I. MANUFACIURER TO PRO YIDf ALL MATERIALS UNLESS ONERMSE NOTED . PROPRIE/ARY ANTI CONFIOENIlAL.' /.A 5. ONCELAYERC'ISPLACED.P1rvSOILIMATERIALCANBEPLACEDINLAVERYUPTOTHEFINISHEOGMOE.MOSTPAVEMENTSUSBASESOILSCANBEUSEDTOREPLACETHEMATERIALREQUIREMENTSOFLAYER'C' EE 2. ALL DIMENSIONS, � 'W?A` saF B�O�C�2dt1 CHANGE. FOR PROJECT SPECIFIC ORAWINCs DfTALING EXACT DINfNsION$WEIGHTS 1 1 STORMWATER BTOFIL TRATION SYSTEM OR'd AT THE SITE DESIGN ENGINEER'S DISCRETION. 1N ET 2A2A.NTA,2ALMY T,A2AnC AND ACCESSORIES PLEASE CONTACT MANUFACRTRER J 1 OF 1 AFLWterta ClWn n STANDARD DETAIL �m8 STORMTECH CHAMBER CROSS SECTION 2 MODULAR WETLAND NTS NTS LL E DETENTION CHAMBERS TABLE a M ^ DESCRIPTION CHAMBER NETWORKAT 0 3 M oBOTTOM OF ROCK EL 112.50 e BE BOTTOM OF CHAMBER EL 113.25 3 CHAMBER HEIGHT 3.75 0 TOP OF CHAMBER EL 117.00 a TOP OF ROCK EL 118.00 J i0 wQ 3 #OF UNITS 49 H Z Q STORAGE VOL. REQ. 8,712 CF C7 W W STORAGE VOLUME 8,766 CF 0 W z a ONZ 3 (� N i J INNN. Q O a H i CONSTRUCTION DRAWING APPROVAL Q 0 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. c BY.. 0 City Engineer, CITY OF ARLINGTON ia DATE: �+ 3 THIS APPROVAL VALID FOR 18 MONTHS vi s z � 2 GEIUNc d 2. t � u PRESSURE REDUCING VALVE IF lf\ 24'MIN W W o N L/1 REQUIRED(SEE NOTE 4) m Z Z 8 TRP HOLE (n CL. N 7'-2'MIN O O -- - - w RIGHT-OF-WAY 3"MIN 3"MIN 3 5 6'MIN FLOW CC P .\ iE 3 L 10 ] W 3 ;2"MIN 4 7 3 L1 W W z FLOW Oj 2 8 FLOOR > C> ID m 4$ - PLAN IL V O O a sEL NOTE to �� ELEVATION 5 ¢ ¢ ¢ SIDEWALK W I MATERIAL LIST: cJD cJ cJi PLAN ¢ ¢ ¢ 12 _ ELEVATION Q UL-FN LISTED SOFT SEATED WASHINGTON ST APPROVED DOUBLE CHECK DETECTOR VALVE ASSEMBLY WHICH CL CL CL DRIVEWAY 4 MUST BE INSTALLED IN THE SAME ORIENTATION FOR WHICH IT WAS APPROVED.ASSEMBLY TO INCLUDE:TEST MATERIAL LIST" COCKS,3/4'BRASS OR COPPER BYPASS WITH IN-LINE VALVES AND A 5/8"REMOTE METER.METER TO READ O Z IN CU81C FEET,AND BE REMOTED TO AN EXTERNAL WALL OF BUILDING METER BOX. N Z__ N METER BOX 22_�• Q WASHINGTIU STATE APPROVED DOUBLE CHECK VALVE ASSEMBLY INCLUDING TWO BRASS BALL VALVES AND Q TWO3/4GE WITH SET SCREWS OR MJ x R ADAPTER WITH REM AN OR DOWNSTREAM SHACKLE TO MAIN WITH 10' FOUR RESILIENT SEATED TEST COCKS. TWO 3/4"RODS,OR NJ RETAINER GLANDS FOR BOTH UPSTREAM AND DOWNSTREAM OF ASSEMBLY. LfJ LD n 3 PUNTR Q IN NON-TRAFFIC AREAS USE: O O O 1 STRIP O OR, IRON PIPE(SIZED AS REQUIRED)CLASS 52. N M FOR 3/4'TO 1'ASSEMBLIES,USE A MID STATE MSBCF 1324-12. D JWREI FOR 1-1/4"TO 2-ASSEMBLES,USE A MID STATE MSBCF 1730-18. Q TWO GALVANIZED ADJUSTABLE PIPE SUPPORTS FOR 2-1/2"DIAMETER AND LARGER PIPE. IN TRAFFIC AREAS:NOTES AND MATERIALS: A TRAFFIC OARED BOX MUST BE USED AND LOCATION APPROVED BY THE CITY CIF ARLINGTON PRIOR TO Q p 4'MINIMUM FLOOR DRAIN OR WALL FOOTING DRAIN MUST BE PROVIDED IN THE SAME ROOM. INSTALLATION. ©RUSHING CAPABILITIES MUST BE PRONGED WITH A 2"RUSHING LINE DOWNSTREAM OF ASSEMBLY TO OUTSIDE N O2"CC SERVICE SPDOLE W DOUBLE STAINLESS STEEL STRAP. WATER Q PROVIDE TWO UNIONS. OR AN APPROVED INTERNAL DRAIN. / 3'MIN. SERVICE ym„ ON ~ O O ©IF A DAYUGHT DRAIN CANNOT BE PROVIDED THERE MUST BE A 6"MIN LAYER OF FREE DRAINING GRAVEL Q WHERE ASSEMBLY IS TO BE LOCATED ABOVE EXTERNAL GROUND LEVEL ALL BENDS REWIRED TO LOWER INLET m Z pl 'O ?'BAIL VALVE CORPORATE STOP COMPRESSON WITH KEY FACING UP.MUELLER OR FORD ONLY. AT THE BOTTOM OF BOX. PIPE AND VETO PRUDE RTICAL THRUST UIIRREED EXTERNAL GROUND COVER)SHALL BE FLANGE FIRINGS OR BE WITH HORIZONTAL Q N W ;� J 2"HOPE CTS CLASS SOO HIGH SERVICE PIPE(200 PSI RATING)MM STAINLESS STEEL STIFFENER AND OS ANGLES MAY BE IN OR OUT OF BOX SO LONG AS SUFFICIENT ROOM IS ALLOWED AT EACH END FOR m^d 10 GAUGE COATED COPPER TRACER WIRE WRAPPED AROUND THE PIPE AND ATTACHED ON BOTH ENDS. VALVE OPERATION AND DENA REPAIR OR MAINTENANCE. OB ALL WALL PENETRATIONS SHALL BE SEALED PER THE CURRENT BUILDING CODE. I - -O (D 2'COMPRESSION ANGLE METER BALL VALVE(LOCKABLE). WATER MAIN NOTES: _ 0- O METER(SIZE AS SHOWN IN PLAN)SHALL BE INSTALLED BY CITY UTILITIES DIVISION AT OWNER'S EXPENSE, NOTES" 1, TEE AND GATE VALVE REQUIRED AT WATER MAIN. CITY WILL INSTALL ADAPTERS AT BOTH ENDS OF METER IF THE METER IS NOT 2". NOTES: 1. INSTALL ACCORDING TO MANUFACTURER'S SPECIFICATIONS. 2. ASSEMBLY REQUIRES CERTIFICATION UPON 1NSTAlUTX)N,AND RECERTIFICATION ANNUALLY AT OWNER'S 2. INSTALL ONLY IN HORIZONTAL CONFIGURATION,UNLESS APPROVED OTHERWISE BY CITY ENGINEER. iO METER BOX SHALL BE MIDSTATES PLASTICS(1730-18)W/SOLID DI LID WRAF 1 3/4'HOLE FOR TOUCH EXPENSE. T READ PAD(TRP) 1. INDNIOLAL METERS ARE REQUIRED FOR EACH RESIDENTIAL UNIT UP TO AND INCLUDING TRIPLEXES- 3. INSTALL TEST COCKS FACE UP OR TO ONE SIDE. m 4. INSTALL BRASS PLUGS IN ALL TEST COCKS. 3. TEST COCKS ME REWIRED TO BE PLUGGED. ] 2'ANGLE METER CHECK COUPLING(LOCKABLE). 2. SEE STANDARD DETAIL N0.W-040 FOR CONFlGUWITION OF METER AND SERVICE CONNECTION. 0 U Y O 5. FOR 3/4'TOO ASSEMBLIES.USE A MI MID STATE 132 SBCF 4. MAXIMUM HEIGHT OF ASSEMBLY ROM BOOR IS FIVE FEETUNLESS AN OSHA APPROVED PLATFORM IS 3 (� COMPRESSION x FIPT ADAPTER WTH PLASTIC PLUG. 3. METER AND PRESSURE REDUCING VALVE(PRY)LOCATIONS SHOWN IN THE PLAN ARE APPROXIMATE. 6. FOR 1-1/1'TO 2'ASSEMBLIES.USE A MID STATE MSBCF 1730-18. PROVIDED. m FINAL LOCATIONS SHALL BE DETERMINED BY CITY INSPECTOR DURING CONSTRUCTION. O EXTEND SERVICE PIPE 10'BEYOND PROPERTY LINE MID AN ADDITION&5'BEYOND EASEMENT LINE. ]. ASSEMBLY REQUIRES CERTIFICATION UPON INSTALLATION AND RECERTIFICATION ANNUALLY. 5. ALL DIMENSIONS ME MINIMUM CLEARANCE REQUIREMENTS. 4, A PRV IS REQUIRED IF THE STATIC PRESSURE AT THE METER IS GREATER THAN 80 POUNDS PER g. ALL MINIMUM CLEARANCES MUST BE MET.SEE STANDARD DETAIL NO.1-100. � METER LENGTH BLANK STUB FOR A 2'METER,W-17-1/4". SQUARE INCH(PSI). 9. ASSEMBLY MAY BE INSTALLED INSIDE BUILDING IF MINIMUM CLEARANCES ME MET AND APPROVED BY CITY 6, FIRE DEPARTMENT PUMPER CONNECTION MUST BE DOWNSTREAM OF ASSEMBLY. II 2'METER SETTER,FORD OR MUELLER. 5. METER BOXES SHALL NOT BE INSTALLED IN DRIVEWAY OR OTHER TRAFFIC AREA UNLESS APPROVED BY ENGINEER. 7. NEITHER 05&Y VALVE CAN BE USED AS A POST INDICATOR VALVE(THESE ARE ONLY PART OF THE CITY ENGINEER. 10.ALL BRANCH CONNECTIONS SHALL BE LOCATED DOWN STREAM!OF THE ASSEMBLY.ANY BRANCH BACKTLOW ASSEMBLY). O BYPASSES MUST BE HIGH BYPASS OR SIDE-BY SIDE WITH THE METER. 6. WHEN POSSIBLE CLUSTER METER BOXES AT PROPERTY ONES. CONNECTION ON THE SUPPLY SIDE OF THE ASSEMBLY MUST BE PROTECTED BY A SEPARATE APPROVED B. THE ROOM SHOULD BE INSULATED PER THE CURRENT BUILDING CODE HEATED U ABOVE FREEZING. BACKFIOW PREVENTION DEVICE. ONLY CONSTRUCTION MATERIALS THAT CAN WITHSTAND OCCASIONAL SUBMERGENCE WILL BE ALLOWED. }'Ty O eV.T DIfPARTMR,I'OF PUBIC DNO[B STANDARD DETAIL }SY O auT DBPARflIBiT OF PUBIC DORCfi STANDARD DETAIL 1T lu1 60<PARTDRNT OF PO-C BORRB STANDARD DETAIL }Ty O DI<PdR1ARNT OF PUBIC IORKS STANDARD DETAIL STANDARD DETAILS ° ° e.mYM. STANDARD DETAILS ° ew rvane STANDARD DETAILS ° ° Axt rvn�nea STANDARD DETAILS NUMBER NUMBER NVMBER NUMBER ®� c 2"AND SMALLER ®s v p ®,; m DOUBLE CHECK VALVE ASSEMBLY ®� .n.Nn DOUBLE CHECK DETECTOR ASSEMBLY-INSIDE W-120 '�<ING'SO NON-RESIDENTIAL WATER SERVICE W-050 '�XTN G,Lo WATER METER INSTALLATION LOCATIONS W-070 <tN6to (DCVA)FOR 2"AND SMALLER W-0R 7R<IrvG'T° (DCDA) 2-1/2" AND LARGER SERVICES 2" WATER SERVICE DETAIL 2 WATER METER INSTALLATION DETAIL 3 DCVA VAULT 4 DCDA (INSIDE) NTS NTS NTS NTS f � UNDISTURBED o NATIVE 2 GROVNO COMPACTED N 3 GRANULAR BACKFILL e Q PIPE n 1/4'STEEL ' "ry PAE 9 �u 3' 3' AIR GAP UNBALANCED CROSS CROSS WITH PLUG E 12".IN COMPACTED I 30'MAX GRANULAR - BACKFILL N DIRECTION OF FLOW PLAT STEEL � THRUST Q m PLATE BLOCKING PER o ELEVATION //�� NO-DETAIL 0 ''v E PLL1aGED TEE HORIZONTAL BEND fj BACK FACE THRUST - BLOCK AREA REFERS TO THE BACKFACE OF TT MATERIAL.LIST: BLOCK MEASURED IN v 1 UL-M LISTED WASHINGTON STATE APPROVED REDUCED PRESSURE BACKMOW ASSEMBLY INCLUDING TWO SQUARE FEET O BALL VALVES.AND TESTS COCKS. O 1} HORIZ Q OF PIPE AND T� 2 INSUTATED PROTECTIVE ENCLOSURE(HOT BOX)REQUIRED FOR OUTSIDE INSTALLATIONS. I 1/4'STEEL/ BLOCK O ME PROTECTIVE ENCLOSURE MUST BE PROVIDED WITH DRAINS AT BOTH ENDS OF THE BOROM SUFFICIENTLY PUT, K SIZED TO PROVIDED FREE GRAVITY DRAINAGE OF MAXIMUM BSCHMGE OF RELIEF VALVE PORT(2-MIN). PIPE&CO THRUST BLOCK DETAIL W O 9O ELBOW WITH A CLOSE NIPPLE AND UNION ON VERTICAL. T¢ O 3 THRUST BLOCK AREA IN SQUARE FEET(SEE STD DETAIL NO W-165) NOTES: Z Q J R.SILSITTY OR 1. LOCATION AND SIZE OF BLOCKING FOR PIPE LARGER THAN 12'DIAMETER MD FOR SOIL TYPES m SOL COPPACT SAND COMPACT SAND!CRAKL nRSLTo NO / tt 1/4 O tt t/c eQUO t1 1/4• DIFFERENT THAN SHOWN SHALL BE DETERMINED BY THE CITY ENGINEER. a W NOTES: FITwG BEND TEE CAP OR PWG a 22 t/a BEND TEE cAP ap PPLUG&22 I/2'f6STOiO TEE(.nPs01R PLUG&22 t/3' 2. AIL BLOCKING FOR HORIZONTAL FITTINGS(POURED IN PLACE)SHALL BEAR AGAINST UNDISTURBED NATIVE co Z BEND BExD a ND GROUND OR FILL MATERIAL COMPACTED TO 95%MAXIMUM DENSITY. Z I. ASSEMBLY REQUIRES CERTIFICATION UPON INSTALLATION MD RECERTIFICATION ANNUALLY,BY OWNER. ki < ]. 4. !.2 2a 2.1 t O 5. t. t. 3. ALL POURED THRUST BLOCKS SHALL BE BACKFI AFTER MINIMUM 1 DAY. PRESSURE TESTING SHALL P 8' t33 Ba A .] a.] w OCCUR AFTER CONCRETE HAS REACHED COMPRESSIVE STRENGTH(f'c). 2 O Q w 8' 233 18] I6.7 11. B.a 6a 8.8 6.J 8. 1.5 L 2. THE ENCLOSURE MUST BE INSTALLED ON A 4'THICK CONCRETE PPD. - 5]5 tsO 65 t e t e ]5 O tsO t4O 4. ALL BLOCKING TO BE CONCRETE CL 3000-1(300D PSI). r H ]AREAS CALCULATED Ox 300 P4 TEST PRESSURE AND 3'-0'MM COAFR OVER wATMiMAIN 5. BLOCKING AGAINST FITTINGS SHALL BEAR AGAINST THE GREATEST FITTING SURFACE AREA POSSIBLE.BUT Ln 3. AN ELECTRICAL OUTLET MUST BE PRWOM. SHALL NOT COVER OR ENCLOSE BELL ENDS,JOINT BOLTS OR GLANDS.ACCESS TO BOLTS AND GLANDS Z O M ®IF ECOLOGY BLOCKS MAY BE USED IN LIEU SHALL BE PROVIDED. LL 4. GUARD POSTS SHALL BE INSTALLED IF LOCATED IN A TRAFFIC AREA. OF POURED-IN-PLACE BLOCKING FOR 6. ALL HORIZONTAL BLOCKING THRUST AREAS SHALL BE CENTERED ON PIPE. N Z W 7. WHERE POURED-IN-PUCE BLOCKING 15 REQUIRED AT A POINT OF CONNECTION TO AN EXISTING O O S. ALL BRANCH CONNECTIONS SHALL BE LOCATED ON THE DOWNSTREAM SIDE OF THE ASSEMBLY. FITTINGS IN SHADED PORTION OF TABLE WATERMAI,THE BLOCKING SHALL BE INSTALLED PRIOR TO CONNECTION WHENEVER POSSIBLE OR AS N RESTRAINED JOINTS MUST BE USED. DIRECTED BY THE CITY ENGINEER. M FOR NOTES SEE STD DETAIL NO W-165 8. TEMPORARY BLOCKING.IF USED.SHALL BE APPROVED BY THE CITY ENGINEER. % Mw.Ly N DITPART96NT OF PUBIC IIOBI(8 STANDARD DETAIL }SY O N< D>BARTY@RT OI PUBIC DORAR STANDARD DETAIL STY ODPARTI®Y1'OF POBMC lIORBS 11TWIRI DETAIL a .�. mnvto STANDARD DETAILS ° ° wB wnvB. STANDARD PLANS xet PntnN STANDARD DETAILS Q j NUMBER NUMBER _ NUMBER CONSTRUCTION DRAWING APPROVAL REDUCED PRESSURE BACKFLOW ASSEMBLY THRUST BLOCK W-130 ®� Mlbom THRUST BLACK W-160 i®o= B.oa (RPBA) 2"AND SMALLER 'Atlry ,Uo -165 G <tNct THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. 5 RPBA DETAIL 6 THRUST BLOCK DETAIL THRUST BLOCK DETAIL BY City Engineer, CITY OF ARLINGTON z DATE, NTS NTS NTS THIS APPROVAL VALID FOR 18 MONTHS C-7•0 Lii A VALVE BOX LID 24'x24'x4'CONC.PAD 4 FUSION BONDED TYPE A BLOCKING SEE NOTE 3 2"SQUARE x 2'HIGH EPDXY COATED FOR 11114'&221/R'VERTICAL fiENDS tK SEE NOTE 4 OPERATING NUT W W SHACKLE RODS VB S d L ° _III 5 I m N N ( i 1/3 TOTAL T M p LENGTH II N 4 NRNBUCKLES i � �n „o k� o � n�- VALVE OPERATING NUT Yl o a Sp EXTENSION SEE NOTES 36'FOR PIPE DIA 12'OR d300III. e 2 1 AND 2 OVER 12 4�IODEPTHE SHALL `i ME 6' 300 3 1/• • - - VALVE BOX2%1 a ' SEE NOTE 38' 300 OF PIPE O O O 12' 300 11i s BLOCKCONCRETEi ?THRUSTBLOCK 3/8"SET SCREWpp ON BONDED COAtED ' U � BOTTOFACEMINDITIIICKNESS 3SHACKLE RODS ONO THRUST BLOC VALVE BO%EXTENSIONLLREFERS TO T o• °\// N DOBOTTOM FACEBECKON A'A BLOCK MEASU e8°a (• °°O SQUARE FEET A ® ® °° °°`°&08 � O O O ° 1" SOLID STEEL STOCK • VALVE BOX CUSHION ° I 3/8"SET SCREW r S •_I 4 TURNBUCKLES / TAPE'C'M.OGHRU PER 111/i, A IN 4S AND 80'VERTCAL LENDS \ °OgA a°p v°•e'\\ �\ TYPE A _I SML M,9LT DR CDMPACTISAND91 - -ACT SAND k GR SQUARE SOCKET ® 8 e 8\ q SAND AVEL 2-1/4'INSIDE '1• /C, FlTTING BEN01A5TfEND&&221n' BEND ASEEND& D&A,32rn' 2_1/4'DEPTH BEAD END N1 DDEAD END BENDWATER MAIN 2 UNDISTURBED EARTH p r 1 .1 1s 1" (1/8"MIN WALL THICKNESS) 1-7 GRAVEL BACKFILL FOR(MOANS m\ Z p1 (PC C COURSE AGGREGATE GRADING N [Y M n ARMS CA D LA EO ON 300 PSI TEST PRESSURE AND 3'-O'MIN COVER OVER wA ERMAIN VALVE BOX AND EXTENSION VALVE OPERATING NUT EXTENSION NO.5 PER WSDOT 9-03.1(3)C) m^a TTPE B BLOCKING NOTES 3 O O O SOR 45'V8 RICAL BENDS A'xi `D 0- VB d L 1. LOCATION AND SIZE OF BLOCKING FOR PIPE IARGER THAN 12'DIAMETER AND FOR SOIL TYPES o W k z W x z ° <° C � ° 'F DIFFERENT THAN SHOWN SHALL BE DETERMINED BY THE CITY ENGINEER. MATERIAL LIST' ?Y Sw,x, 2. ALL BLOCKING FOR VERTICAL FITTINGS(POURED IN PLACE)SHALL BEAR AGAINST UNDISTURBED NATIVE h a ° n GROUND. 1. VALVE OPERATING NUT EXTENSIONS ARE REQUIRED WHEN THE VALVE NUT IS MORE THAN THREE(3)FEET O 8 WOFF HYDRANT KUPFERLE FOUNDRY{]8 s LOCK TO BE SUPPUED BY Cltt OF T kk a BELOW FINISHED GRADE EXTENSIONS ARE TO BE A MINIMUM OF ONE 1 FOOT LONG.ONLY ONE BRONZE 10 BRONZE DESIGN SERVICEABLE ARLINGTON. m L� k� � - ° • 3. ALL POURED THRUST BLOCKS SHALL BE BACKFILLED AFTER MINIMUM 1 DAY.PRESSURE TESTING SHALL EXTENSION WILL BE ALLOWED PER VALVE () FROM ABOVE WITH OUTLET EXPOSED.2-1/2- 4 O' U _ OCCUR AFTER CONCRETE HAS REACHED COMPRESSIVE STRENGTH(Pc), NST OUTLET LOCKING CAP ON OPERATOR. O CAST IRON VALVE BOX AND EXTENSION PER J C Y ° 2. ALL VALVE OPERATING NUT EXTENSIONS ARE TO BE MADE OF STEEL,SIZED AS NOTED,AND PAINTED WITH STD DETAIL W-190 m LNJ 22 3 ° . 4. ALL BLOCKING SHALL BE CONCRETE CL 3000-1 (3000 qT). TWO(2)COATS OF METAL PAINT. Q. 2"BRASS�'BEND m L 6 300 45 A/. ° L OR 6"GATE VALVE OR RESIDENT SEAT Q Q V g• ° . ° 5. AFTER INSTALLATION,SHACKLE RODS&NRNBUCKLES SHALL BE CLEANED AND COATED WITH 2 COATS 3, VALVE BOXES SHALL BE CAST IRON,TWO PIECE UNITS,DESIGNED WITH DEEP SKIRT(2')LIOS W/LUGS, O3 MAINLINE SIZE TEE WITH 6'FLANGE 6'FLANGE X 2 OR APPROVED EQUAL)WITH A ' OF ASPHALTIC VARNISH,ROYSTON ROYKOTE/612M OR APPROVED EQUAL. EQUAL TO'RICH N0.940"AS MANUFACTURED BY RICH OR SATHER. 6"MNGE X T'COMPANION FLANGE t25 5 ° L S 6. SHACKLE RODS SHALL BE FUSION BONDED EPDXY COATED ROUND MILD STEEL,ASTM A 36. 4'THICK CONCRETE PAD MOUND VALVE BOXES OUTSIDE OF PAVED AREAS. 2'x2'SQUARE AROUND O MID -IS/W p�ICS METER BOX MSBCF Oe Z"HOPE HICOM MOIL CL 20 ADAPTERS POLY PIPE W/2 TYPE B 1 ]. BLOCKING AGAINST FITTINGS SHALL BEAR AGAINST THE GREATEST FIRING SURFACE AREA POSSIBLE,BU1 SINGLE VALVE BOXES AND 4'x4'AROUND MULTIPLE VALVE BOXES. O5 2-1/2'CAP NATIONAL STANDARD THREAD. "MO FOR NOTES SEE STD DETAIL NO.W-1]5 SHALL NOT COVER OR ENCLOSE BELL ENDS,JOINT BOLTS OR GLANDS REASONABLE ACCESS TO BOLTS AND GUNDS SHALL BE PROVIDED. ♦Ey °us mMIMBNP OP PDBWC wOR83 STANDARD DETAIL )t u DRPARTYBNT OP POW BORAS STANDARD DETAIL 1'fY O D&PAM'1®.T OF PU6IJC 11oRre STANDARD DETAIL Sty O 01"A DEPARMIYT OF PUBI2C TroeXs STANDARD DETAIL A+MiNM STANDARD DETAILS NUMBER Q Mw ^�/FUN STANDARD DETAILS NUMBER ° ° wn�nw STANDARD DETAILS NuueER ° �' °'" Nnl� STANDARD DETAILS NUMBER VERTICAL THRUST BLOCK VALVE BOX AND �8®or TYPE A&TYPE B W—I i() T'�Q VERTICAL THRUST BLOCK TYPE C W-175 ♦q®ot W_190 T'®= L' BL.WOFF ASSEHBLY W-180 �FN G'L �MNG'� LFNOS OPERATING NUT EXTENSION 411NG'C0 VERTICAL THRUST BLOCK DETAIL THRUST BLOCK DETAIL VALVE BOX DETAIL BLOWOFF ASSEMBLY NTS L NTS `� NTS NTS 1 O° BUILDING EXTERIOR WALL DI OR STEEL r u 36'FOR PIPE DIM. 12'OR SMALLER PIPE 48'FOR PIPE DIM.OVER 12' MAX.DEPTH SHALL NOT EXCEED 60' PLAN PLAN SLEEVE SEAL 5'MIN WATERTIGHT E m r7 FLOOR --EF GRADE F } uT I N w m THRUST BLOCK a w 4 © d Vu 3 STRUCTURAL CEMENT-LINED N / FOOTING DUCTILE IRON(CLOT) a E N ® FIANCE AND SPIGOT .. p. � p PIECE(SEE PLAN •v FOR PIPE DIAMETER) ELEVATION ELEVATION z v o� o O SEE W-225 ------- ` 3 FOR CONTINUATION n N STEEL FABRICATED EPDXY FABRICATED STAINLESS STEEL WATER MAIN W i COATED TAPPING SLEEVE TAPPING SLEEVE FIELD LOK GASKETS/MEGALUG REQUIRED ON ALL JOINTS FROM VALVE O W 3 INSTALLED ON DI PIPE INSTALLED ON AC PIPE TO 99 BEND THRUST BLOCKING � Z O SEE W-160 i MATERIAL LIST: a l�P� Z SEE W-220 A r Q 24'x24'x4"CONCRETE PM IN UNPAVED AREA CONTINUATION FA Q ZO Q LWLI O CAST IRON VALVE BOX AND EXTENSION PER STMDARD DETAIL NO.W-190 N NOTES O3 6'GATE VALVE WITH RESILIENT SEAT(MUELLER,M&H OR APPROVED EQUAL) Z 1. STAINLES S STEEL TAPPING TEES SHALL HAVE FULL CIRCLE SEAL. 4 MAINLINE SIZE TEE WITH FLANGE v LL 0NJ H N 2. STEEL TAPPING TEES SHALL BE EPDXY COATED. Q 6"D.I.P. AVE M 3. ALL TEES AND VALVES TO BE WATER TESTED BEFORE TAPPING- ©MEGALUG (V AY Q z � Q � Ty O Nrw OBPARTY6NT OF PUBWC 10RK6 �SY O u DBPARTM6M OF PUBLC wORLH STANDARD DETAIL a p p STANDARD DETAIL ,,,, Nn1/w. STANDARD DETAILS �t DEPARiM6M Of PUBLC WORKS STANDARD DETAIL Nn1n,. STANDARD DETAILS NUMBER Q wnn. STANDARD DETAILS Q j NUMBER NUMBER CONSTRUCTION DRAWING APPROVAL a+ Fgf�4 .+wo TAPPING SLEEVES W-200 s��2�t m FIRE LINE CONNECTION W-220 ®w M�1m,n FIRE LINE UNDERGROUND W-225 N T'P�4NO,t0 FLOOR FLANGE DETAIL THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. 4 TAPPING SLEEVES 5 FIRE LINE CONNECTION 6 FIRE LINE FLOOR FLANGE BY City Engineer, CITY OF ARLINGTON L NTS NTS NTS DATE: THIS APPROVAL VALID FOR 18 MONTHS C-7 1 v Q M N N M O O N N N H W W C1 W W U U U < 2 2 J J J U U U d d d 0 n f\ r N W N II) cD n O O O N M N m o I— O o 5-1/4 MVO HYDRANT MCGARD STD.DUTY LOCK Ol N[Y Z M INSTALLED PLUMS.SEE REQUIRED IN RURAL OR ISOLATED W RUIRED PAVEMENT WTONS IF REOLRREO BY CRY m^ItRESEQ � �(TYP) NOTE 1 LOTORATION PER ENGINEER KER 3 O O R/W USE PERMIT SURFACE RESTORATION EXISTING PAVEMENT ° AS SPECIFIED(SEE SURFACE SEE NOTE 4 4-1/2"PUMPER yy�� yy NOTE 3) PORT,SEE NOTE 3 °` .'`-N ° N f\\\fff \ BREAKAWAY BOLTS VALVE BOX PER g fff \\ \fff\\fff OPE BRNEAKAWWAAY 3. STD SEE NIAN WOTE 9-190 `— ° ° m fff 12•\ COUPLING 2- lT✓1 C U I CONCRETE PAD Q Q V COMPACTED TRENCH NEAT LINE(TYP.) BACKFILL(SEE NOTE I) CONCRETE PAD FLANGED TEE ° (SEE NOTE 1) SEE NOTE 6 LENGTH VARIES(24'MIN) TAPPING TEE(FL) ) MEGALUG RETAINER TWO LANE ROAD ON SIDE STREETS , GI-ANDS REM N105 ,•AI•• ' 18" OFFSET MARKER TO INDICATE WHICH WHERE THE HYDRANT IS WOHIN 20'OF I. ® SIDE OF STREET HYDRANT IS ON. THE MAIN TRAVELED STREET.THE PIPE BEDDING ZONE _ I \ MARKER TO BE PLACED 4'TO 6'OFF MAKER IS TO BE INSTALLED ON THAT 2, (SEE NOTES 2) I— OF CENT NUNE MAIN STREET AND 4'TO 6'OFF THE / CENTERLINE SHACKLE BOOS _I_ MIN. SEE NOTE 8 INr` •• TRENCH STABILI2ATON UNDISTURBED a, ' 18" MATERIAL,IF AND WHEN qE O.D.+18, I EARTI CONIC BLOCK6"CEMENT LINED DIP 6'RESILIENT SEAT GATE ° I MARKER 4, ' 4 •. , DIRECTED,(SAME AS PIPE .! VALVE(R MJ),MUELLER.MH o ° MARKER $ o BEDDING). 1/2 CY SEE RESTRAINED JOINT OR APPROVED EQUAL ° o p EXPANSION JOINT WASHED ROCK SEE NOTE T MATERIAL 1-1/2-MINUS UNPAVED AREA PAVED AREA NOTES p �I (SEE NOTE 2) 1. HYDRANTS AND ALL MATERIALS SHALL CONFORM TO AMA STANDARDS ANO SHALL BE OF STANDARD o 0 0 0 MANUFACTURE(MA:H 929 RECANT OR MUELLER SUPER CENTURION 250 ONLY). ll EUVAlMN PLAN 2. THE CENTER OF THE HYDRANT SHALL BE 3'FROM FACE OF CURB.IF THERE IS NO CURB.THE CENTER OF HYDRANT SHALL BE S FROM RIGHT-OF-WAY AND A MINIMUM OF 5'FROM TRAVELED LANE. NOTES: STREET OR ROAD WAY 4-1/2- WAY PUMPERWENGNE ACCESS. ADAPTER ASSEMBLY.PUMPER PONT TO BE FACING o 0 o I o 1. TRENCH BACKFILL SHALL BE: 4. TWO 2-1/2"HOSE PORTS W/N.S.T.AND 1-1/4-OPERATING NUTS. 'PAVED AREA:GRANULAR BACKFILL AS APPROVED BY LOCAL AGENCY,OR PER WSOOT 5. PROVIDE GUARD POSTS FOR VEHICULAR TRAFFIC PROTECTION IF REQUIRED BY CITY ENGINEER PER STD, 9-03.9(3).OR CDT,OR 5/8"MINUS CRUSHED SURFACING,OR APPROVED NATIVE MATERIAL DETAIL W-030. FOUR LANE ROAD FIVE LANE ROAD COMPACTED TO 95%OF MAXIMUM DENSITY. OFFSET MAKER TO INDICATE WHICH OFFSET MARKS TO INDICATE WHICH 'UNPAVED ARE1:SELECTED GRANULAR MATERIAL WITH MAXIMUM DIMENSION OF 6"PER 6. INSTALL 3'p3'x4'CONCRETE PAD(3000 PSI)AROUND HYDRANT IN UNPAVED AREAS INCLUDING PLANER SIDE OF STREET HYDRANT IS ON. SIDE OF STREET HYDRANT IS ON. WSOOT 9-03.15,COMPACTED TO 90%OF MAXIMUM DENSITY. STRIPS.COMPLETELY SURROUND HYDRANT W/FULL DEPTH OF CONCRETE PAD WITH 1/4-JOINT MATERIAL MAKER TO BE PLACED 4'TO 6'OFF MAKER TO BE PLACED 4'TO 6'OFF BEFORE PLACING CONCRETE. OF DOTS OR PAINTED LANE DIVIDER. OF DOTS OR PANTED LANE DIVIDER. N 8 2. GRAVEL RACXR L FOR PIPE ZONE BEDDING SHALL BE SELECTED GRANULAR MATERIAL PER Z. MYDRANT RUN TO BE 6'CEMENT LINED DUCTILE IRON PIE CLASS 52 WRH RESTRAINED JOINTS(MEGALUG WSDOT 9-03.1IO WASHED SAND,OR APPROVED SUITABLE EXCAVATED MATERIAL WITHN OF 1-I/2"COMPACTED TO 95%OF MAXIMUM DENSITY BY APPROVED OR APPROVED EQUAL).HYDRANT RUN LONGER THAN 50 FEET SHALL BE 8-DIA.OR LARGER. (n MIM HAND-HELD TOOLS. AXUM DIMENSION B. Y-CAM SHACKLE RODS WITH THE EYE BOLTS AT BOTH ENDS REQUIRED FROM VALVE TO HYDRANT. NOTE: NOTES: EXCAVATE FOR THE PIPE BELL TO ENSURE UNIFORM SUPPORT FOR THE PIPE BARREL. g. FIRE HYDRANT B SHALL BE PAINTED WITH TWO COATS OF HIGH GLOSS EQUIPMENT YELLOW'RUST-OLEUM' UNPAVED AREA SHALL BE RESTORED WITH 4-TOP SOIL,FERTILIZER AND SEED,OR AS TYPE PALM. MARKER:TYPE 88 A STIMSONITE TWO WAY(BLUE) 1. CONCRETE SHALL BE CLASS 3000 PSI MIN. LL SPEC RED. PAVEMENT RESTORATION SHALL BE DONE PER RIGHT-OF-WAY USE PERMIT,OR 10.INSTALL 2!'x24'x4'CONCRETE PAD(WOO P51)AROUND VALVE BOX AND 48'x48"xb'FOR MULTIPLE VALVE 2. INSTALL 1/4-EXPANSION JOINT MATERIAL WITH FULL DEPTH OF CONCRETE PAD AROUND HYDRANT. ' AS SPECIFIED. BOXES IN UNPAVED AREA E Ot,Dy NAT DBPAIRYR.T OF PUBWC yORAS STANDARD DETAIL GlTy O DRPARTMRNT OF PURLC 1TOR6 STANMRD DETAIL G3'Ey OA °M DRPARTMBNT OF PUBIJC ROR6 STANDARD DETAIL GlT OR, O1^T DRPARTIMMT OF PUBMC y01q'R STANDARD DETAIL nnv.. STANDARD DETAILS NUMBER Wnvrm. STANDARD DETAILS NUMBER Rn�rMN STANDARD DETAILS NuwBER mn�nw STANDARD DETAILS NUMBER M TYPICAL TRENCH DETAIL W-270 Fq®oA: FIRE HYDRANT ASSEMBLY W-010 G®o• FIRE HYDRANT MARKER W-015 vp®ot FIRE HYDRANT CONCRETE PAD W-020 w $ I LIN04 CIry GS CIXO'R tlNO'T 4 Q ¢ m TRENCH DETAIL 2 FIRE HYDRANT DETAILS . NTs NTS 3 3 0 N W d K fr 3 � Z J z (I � z Q z � ONz W N C7 N o= Q N z ' Q 3: i J a i CONSTRUCTION DRAWING APPROVAL Q 0 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. c BY.. 0 City Engineer, CITY OF ARLINGTON DATE: 3 THIS APPROVAL VALID FOR 18 MONTHS 0i FINAL JOINT MUST 1/2"x 4"NLL DEPTH SAW-CUT OR LINE DRILL 2•MIN ASPHALT EXPANSION JOINT EVERY BE SAW-CUT UNDERLYING CONCRETE CONCRETE 3D'.ALIGN EXPANSION JOINT 55• 1 2 R J &DUMMY JOINTS E CURB V-GROOVE 1/2"R 1"R Q EXISTING CONCRETE WITH JOINTS IN SIDEWALK 1/R4P"DEEP 2 X - 1"R S+ I.,442� �� fi I 1 N W CONCRETE 9 I R V1 DID 12' 3 S 2 1/.DEEP ° ° 1/2"x1-1/2 6• W W EXISTING CEMENT�..Yk !! CDF +Yp DUMMY JOINT 1"R LY IY CONCRETE �:, }'NV� E nA 15'C/C 6 6 r r e °DUMU tD 4 1/2 xc2c 12" OCISaNG ASPHALT CONCRETE OVER CEMENT CONQtE a a 6 18' D/W CIIT Se" d W W U CUJ U ASPHALT CONCRETE(3"MIN) ° FINAL JOINT MUST REPLACEMENT PATCH TO BE 1" O O O BE SAW-CUT THICKER THAN PREVIOUSLY EXISTED J J J 1/2•x 1 1/2• FULL DEPTH CURB O CUTTER EXPANSION JOINT EVERY 30' SEE NOTE 9 1 I d d d PUW VIEWS 12" 4- 1B• 0 c ASPHALT >rxr cDE TYPE E2 CURB CONCRETE N oD N ONCRETE TYPE E-1 C1RB s DPICAL TYPICAL SECRON 1/2'x 1 1/2" (SEE NOTE 7 BELOW) O O O EXISTING ASPHALT OONQtEiE IT VER PREPARED GRADE DUMMY JOIN 2x CEMENT CANCRE E SIDEWALK • N M TYPE 1 CURB GUTTE SEE STD DETAIL R-110 CEMENT CONCRETE(8"MIN) 1"i9l 1'R 1"R I•R REPLACEMENT PATCH TO BE t" FINAL JOINT MUST THICKER THAN PREVIOUSLY EXISTD 2"CRUSHED SURFACING NOTES:BE SAW-CUT TOP COURSE,COMPACTED 2" 2" 2-3/4• 6 2-3/4"TO 95%DENSITY 1. FORMS SHALL BE TRUE TO LINE AND GRACE AND SECURELY STAKED. Z TYPICAL SECI"I� 2. DUMMY JOINTS SHALL BE PLACED 15 FEET ON CENTERS.OWNY JOINTS SHALL BE 1/2"x t 1/2 Q N WEXISTING CEMENT ILCONCRETE 12 NOTES: 3. THRU JONTS SHALL BE PLACED ADJACENT TO CATCH BASINS.INLETS AND AT POINTS OF TANGENCY ON mCDF STREETS,ALLEY A'D DRIVEWAY RMRNS.MAXIMUM SPACING SHALL BE 30 FT.PRE-MOLDED JOINT1. SIDEWALKS SHALL BE A MINIMUM OF 4•THICK,AND SHALL BE CUSS 3d)0 CEMENT CONCRETE,WITH AIR IF-SHALL BE 1/2"WIIDE AIO CONFORM TO AASHIO DESIGN M213.ENTRAINMENT(MIN 4.5E-MAX 6.5%). 16"ALL JOIMS SHALL BE CLEW PNO EDGED.2. FULL EXPANSION JOINTS SHALL GENERALLY BE PLACED TO MATCH THOSE PLACED IN ADJACENT CURB h ED GRADE GUTTER,WTH MAXIMUM SPACING OF 30 FEET,FINAL SPACING DETERMINATION SHALL BE DECIDED BY THECONCRE E SHALL BE CEMEN CONCRE E.CUSS 3000. INSPECTOR IN THE FIELD. 6. STEEL FORMS ONLY SHALL BE USED ON TANGENT SECTIONS.WOOD FORMS MAY BE USED ON CURVED 3. SUBGRADE SHALL BE COMPACTED TO NOT LESS THAN 95%OF MAXIMUM DENSITY. SECTIONS. 10 m NOTES: 4. SIDEWALK SHALL BE AT LEAST 6"THICK IN DRIVEWAYS. T. FINISH SHALL BE LIGHT BROOM FINISH. C U y 1.ALL TRENCHES IN ROADWAY AREAS SHALL BE BACKFILLED AND PATCHED WITH TEMPORARY B. THE FINISHED CURB SHALL BE SPRAYED WITH A TRANSPARENT CURING COMPOUND AND COVERED BY 5. THE FINISHED SIDEWALK SHALL BE SPRAYED WITH A TRANSPARENT CURING COMPOUND COVERED BY TYPE E.51 CURB m ASPHALT AT THE END OF EACH WORK DAY,UNLESS PERMISSION IS GRANTED TO DO OTHERWISE WATERPROOF PAPER OR PLASTIC SHEETING IN THE EVENT OF RAIN OR OTHER INCLEMENT WEATHER.CURING ROOE PAPER OR PLASTIC MEMBRANE IN THE EVENT OF RAN OR OTHER INCLEMENT WEATHER. m L BY THE CITY ENGINEER. THE SHALL BE FOR A MINIMUM OF 72 HDDRS. CURING CURING TIME SHALL BE A MINIMUM OF 72 HOURS. Q Q V 2,ALL TEMPORARY PATCHES ON TRENCHES SHALL BE PERMANENTLY PATCHED WITHIN 2 WEEKS OF 6. ALL JOINTS$HALL BE CLEANED AND EDGED WITH AN EDGER HAVING A 1/4"RADIUS. 9. ALL CURB AND CURER SHALL BE PLACED ON A MIN OF 2"OF CRUSHED SURFACING TOP COURSE. TYPE E"4 CURB COMPLETION OF WORK WTMIN THE ROADWAY AREA. ). SIDEWALKS ARE TYPICALLY 5'WIDE,WIDER SIDEWALK MAY BE REWIRED BY THE CITY. 10.DUMMY JOINT I/2"x 1 1/2"BETWEEN TYPE 1 CURB AND GUTTER AND THE SIDEWALK. *F4tl__ DBPIR W urAnm n evR pRPIMf181VT OP PUBWC TOR64 UlPAR'191IDPf OP PUBWC IORCSSTANDARD DETAIL tigV O STANDARD DETAIL p1 O Mn ARD DETAIL LSOA, DI[PIRf1OP PUBWC TAI SIL STANDARD DETAILSNUNBCR D mm�+n STANDARD DETAILS NUMBCR nmAAv STANDARD DETAILS NuuBER nNny STANDARD DETAILS NBMBFAPAVEMENT PATCH R140 vC CEMENT CONCRETE SIDEWALK R-170 v CEMENT CONCRETE CORB AND R-18O v ; CEMENT CONCRETE CURBR-210 4)<Ilroto ♦t+x0'LO GUTTER TYPE 1 �LINGSO TYPE E-T,E-2,E-3 A,E-4 PAVEMENT PATCH DETAIL CEMENT CONCRETE SIDEWALK DETAIL CURB AND GUTTER DETAIL �� CONCRETE CURB DETAIL NTS L NTS 2 NTS NTS z " 2 ' PARKING STALL GEOMEiRY DETAIL C '� S1E s10 wAW xD.R-zw FOR tYHcx TYRIVIG urolR. a ��8 � � i Sa xym 3o NHDIa gg f IC 6 R gee m s 9G a � 2 �W A B c 0 E F G H �I �J X I Y N VN v - E 9.3% 45' 10 M7 M 19.5 12 UL5 48.0 45 Ifi.O 2.0 6.4 13.1 14 � 11 2.5 13.4 27.5 195 11 USS 17.0 M 45.0 2.0 6.4 11.1 14 24 t0 C B.0 IIb 22S 160 11 2.0 H 24 Y H 130 I8.] 2)S 193 II 20 11 21 w V 11.0 aS 320 226 12 20 11 24 Q 60, 9.0 10.1 23.7 20.I 1 I 5. 3.7 2.3 2.6 N W d a Y 9S II.(1 2T.7 20.5 IS 165 54.0 52 513 23 2.6 93 14 4 v, Q CEMENT CONCRETE C 6.0 9.J 19.5 187 N 23 14 24 to Yn N 3 O SIDEWALk H 130 15.0 0.7 20S 15 2.3 14TYPE I 24 N CURB V 16.0 18.5 N.9 M 16 2S 11 21 N v�-i o r 1'n 32 32 Clr 90 75 95 9.8 20.9 2D 22 1 D 61.0 60 56.5 2.5 .6 4B 14 ° C 8.0 8.] 17C 16.3 18 26 14 21 7 j J 4 _ Q] H LSD II.S A9 Z0.0 N 14 24 NOTES: v 160 16.6 M 2L4 21 2S 14 24 ° �' o '� IS _ NI 9.0 90 19.0 140 16 19D 88 EB 66 25 0 0 14 21 �� - ° a W v G1 WIDTH OF DRIVEWAY AT PROPERTY IJNE. 90 95 9.5 19.0 19D 25 19.0 83 63 L. 2.5 0 0 11 8.0 BA I5.0 15.0 22 25 0 M VI�o O 1/2-WIDE FULL DEPTH EXPANSION JOINT. H D3 LI 130 UL5 HIS 25 Y4 1 03 _ O y I80 Ifl0 M.0 Z0.0 11 25 24 pw �° OCI O FULL DEPTH EXPANSION JOINT IF O 15 15'OR GREATER. - o LY N �j Q VJ 11 ®DRIVEWAY l0 BE SURFACED WITH ASPHALT OR CONCRETE J 3°o J MM J Q DRNEWAY CEMENT CONCRETE SHALL BE A MIN OF 6"THICK IN RESIDENTIAL AREAS,8"THICK IN J 1R w LL Q / COMMERCML AREAS,AND IS TO BE PLACED ON A MINIMUM OF 2"CRUSHED SURFACING TOP COURSE U Q ,Z, COMPACTED TO 95C MAXIMUM DENSITY. g O ©PEDESTRIAN RAMP SHALL BE AM COMPLIANT. ].5%OR MITER RECOMMENDED FOR NOTES: _ W /Co Q Q N DESIGN/FORMWORK(8.3%MAX).THE PEDESTRLAN RAMP LENGTH IS NOT REQUIRED TO EXCEED 15 p v 7l / FEET(UNLESS OTHERWISE SHOWN IN THE CONTRACT PLANS). WHEN APPLYING THE 15-FOOT 1. AISLE WIDTH MAY BE REQUIRED TO BE WIDER IF MULTIPLE UTILITY UNES ARE LOCAUE W W MAXIMUM LENGTH.MEASURED FROM BACK OF SIDEWALK.THE RUNNING SLOPE OF THE PEDESTRIAN WITHIN THE AISLE CORRIDOR. Z RAMP IS ALLOWED TO EXCEED 5.3%. USE A SINGLE CONSTANT SLOPE FROM BOTTOM OF RAMP TO 2. C=COMPACT SPACE.EACH SPACE SHALL BE IDENOFIED BY PAINTING Z W W TOP OF RAMP TO MATCH INTO THE SIDEWALK OVER A HORIZONTAL DISTANCE OF 15 FEET 'COMPACT'ON PAVEMENT w LL = O r 3. H-HANDICAP SPACE,SEE WASHINGION STATE REGULATIONS FOR BARRIER FREE FACILITIES g N 4. V=HANDICAP VAN ACCESSIBLE SPACE,SEE WASHINGTON STATE REGULATIONS FOR BARRIER FREE FACILITIES. Z O V Q ONz Z o � HMJ Q N or OBPARTY6NT OP PUBWC TORKB SiAJ1MRp DETAIL T�SY O nA DRPeR1'IMNT OP PUBWC TORNB STANMRO DETAIL HY OA, °^T OBPARTYpNt 01 PUBLIC TOTTER STINDMI DETAIL Z Q V �rt 1MmT,. STANDARD DETAILS NUMBER o ° ,.n nn�2N. STANDARD DETAILS NUMBER J M. wnnN1 STANDARD DETAILS NuuBER Z CEMENT CONCRETE DRIVEWAY APPROACH R-230 v®Y ` PARKING LOT DETAIL R-250 •®r PLANTING STRIP BEHIND R-270 Ir > Ir k1z\L TYPE 2 4 o R o SIDEWALK Q / L+NG'L CINGS CONSTRUCTION DRAWING APPROVAL � 0 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. 5 DRIVEWAY DETAIL 6 PARKING LOT DETAIL PLANTING STRIP DETAIL BY City Engineer, CITY OF ARLINGTON NTS NTS NTS DATE: 3 THIS APPROVAL VALID FOR 18 MONTHS C-$O v Q M N N m O O PAVEMENT NOTES N N 1. MATERIAL THICKNESS IS COMPACTED DEPTH. APPLIES TO ALL SECTIONS. a w w 2. SUITABLE ONSITE SOILS SHALL BE FREE OF DELETERIOUS MATERIALS AND MAY BE USED J 3" ASPHALT: 1/2-INCH AGGREGATE MIX 8" PORTLAND CEMENT CONCRETE (4000 FOR SUBBASE PROVIDED SOILS MEET REQUIREMENTS IN THE PROJECTS SPECIFICATIONS. o Cl PER 2012 WSDOT 9-03.8 6, PG58-22 3. FOR PREPARATION OF PAVEMENT SUBGRADE, FILL PLACED WTHIN 12 INCHES OF FINISHED o 0 0 ( ) PSI COMPRESSIVE STRENGTH PER WSDOT z z z SUBGRADE ELEVATION IN FILL AREAS AND AT LEAST THE UPPER 8 INCHES OF SUBGRADE < < a OR PG 64-22 BINDER PER 2012 WSDOT STD SPEC 9-03.1 J J J 9-02.1(4) ) IN ALL AREAS TO BE PAVED SHOULD BE COMPACTED TO AT LEAST 98%OF THE a ¢ a MATERIAL'S MAXIMUM STANDARD PROCTOR DRY DENSITY(ASTM D-698). FILL PLACED 2" CRUSHED ROCK BASE COURSE 6" CRUSHED AGGREGATE (WSDOT STD SPEC 9-03.9(3)) BELOW THIS LEVEL SHOULD BE COMPACTED TO AT LEAST 95%OF THE MATERIAL'S o BASE COURSE PER 2012 MAXIMUM DRY DENSITY. � WSDOT 9-03.9(3) 12" COMPACTED SUITABLE MATERIAL OR 4. AFTER PROOFROLLING WITH A LOADED TANDEM AXLE DUMP TRUCK AND REPAIRING DEEP o 0 0 STRUCTURAL FILL. UNSUITABLE NATIVE SUBGRADE DEFICIENCIES, THE ENTIRE SUBGRADE SHOULD BE SCARIFIED TO A DEPTH OF 12 N M MATERIAL SHALL BE OVEREXCAVATED INCHES AND UNIFORMLY COMPACTED TO AT LEAST 98%OF STANDARD PROCTOR. 12" COMPACTED SUITABLE AND REPLACED. SUBGRADE SHALL BE S. CRUSHED BASE COURSE MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF SECTION MATERIAL OR STRUCTURAL ALL. PREPARED IN ACCORDANCE WITH THE 9-03.9(3), OF THE WSDOT STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE UNSUITABLE NATIVE MATERIAL PROJECT SPECIFICATIONS TO ACHIEVE CONSTRUCTION. SHALL BE OVEREXCAVATED AND 95%OF MAXIMUM DRY DENSITY(ASTM 6. ASPHALTIC SURFACE COURSE MIXTURES SHALL BE IN ACCORDANCE WITH SECTION o o 0 m N z M REPLACED. SUBGRADE SHALL BE D1557) 9-02.1(4) OF THE WSDOT STANDARD SPECIFICATIONS FOR ROAD AND BRIDGEW�'X PREPARED IN ACCORDANCE WITH CONSTRUCTION. THE MIXTURE SHALL HAVE A MINIMUM MARSHALL STABILITY OF 1,000 m THE PROJECT SPECIFICATIONS TO NOTES: o o ACHIEVE 95%OF MAXIMUM DRY 1. CONCRETE SHALL BE FIBER REINFORCED, AIR ENTRAINED, WITH POUNDS, AND THE SURFACE COURSE SHOULD 59 COMPACTED TO A MINIMUM OF 97% DENSITY(ASTM D1557) A MINIMUM MODULUS OF RUPTURE Mr OF 600 PSI, A 4000 MARSHALL DENSITY(ASTM SPECIFICATION D TMIX ( ) 7. THE PORTLAND CEMENT CONCRETE PAVEMENT MIXTURE SHALL BE IN ACCORDANCE WITH PSI 28 DAY STRENGTH, AND A 15-FOOT MAXIMUM JOINT AIR-ENTRAINED CONCRETE FOR PAVEMENT SECTIONS 9-03.1 OF THE WSDOT STANDARD SPACING SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION. THE MIXTURE SHALL BE m DESIGNED TO DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 4000 PSI AT 28 DAYS WITH lo 3 STANDARD PAVEMENT SECTION HEAVY DUTY CONCRETE PAVEMENT SECTION A 4-INCH MAXIMUM SLUMP AND 5 TO 7%ENTRAINED AIR. 8. CONTRACTOR SHALL PROVIDE A PRIME COAT AND TACK COAT TO FACE OF CURB WHERE 1 NTS NTS CURB CONTACTS ASPHALT. 9. PROOFROLLING SHOULD BE USED TO EVALUATE PAVEMENT SUBGRADE. 10. THE RECOMMENDED PAVEMENT SECTIONS ARE BASED ON THE ASSUMPTION THAT THE �PTo SUBGRADE CONSISTS OF UNDISTURBED SOIL OR STRUCTURAL FILL AND THAT THE PAVEMENT WILL BE CONSTRUCTED DURING THE DRY SUMMER MONTHS. �m`� d c , 12"- REFLECTIVE ALUMINUM RESERVED LEGEND AND BORDER - GREEN PARKING WHITE SYMBOL ON BLUE BACKGROUND BACKGROUND- WHITE TYPICAL AT ALL HANDICAP SPACES THIS SIGN TYPICAL AT ALL oa "VAN ACCESSIBLE" � VAN PARKING SPACES ACCESSIBLE JbJde Qqo 7 PENALTY SIGN WITH WORDING AS REQUIRED BY STATE OR LOCAL LAW „ s z ALVANIZED"U"CHANNEL POST C> - N N oN �LL �o 4"DIA. SCH 40 GALVANIZED STEEL m o PIPE BOLLARD PAINTED OSHA YELLOW E O o FILLED WITH CONCRETE ~N PAINT CONCRETE BLACK z AFTER CURING o AT ASPHALT LOCATIONS Q a $ a v m ^ 4000 PSI CONCRETE Q 3 M 0 a U. cli 3 (TYPICAL) rn '—II1=1I1=1I1=1II II1=1I1=1I1=1I1=1I1=11 �1=1 11=1 11=1 11=1 � —III—III—I 11=1 11=1 11= w I—III—III—III III-III-III-III-III= 3 NOTE I=1 II II I II =1I 1=1 1=1I=1 1=1 1=1I 1=1 1= 3 111 111-1 w Z 1. LOCATE AT EDGE OF — w PARKING SPACE = O UNLESS ACCOMPANIED 1'-6" 0 H v BY"VAN" LETTERING 0 3'-0" 0 N J Lu (� N If w ACCESSIBLE PARKING SYMBOL ACCESSIBLE PARKING SIGN z a i 3 NTS 4 NTS CONSTRUCTION DRAWING APPROVAL Q 0 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. c BY.. 0 City Engineer, CITY OF ARLINGTON ia DATE: 3 THIS APPROVAL VALID FOR 18 MONTHS C—$1 v Note: I. installation includes removal of stakes one o. a> year after installation. I a 2.AdJust tree ties I 3 during establishment to Prune diseased and broken branches allow for growth. 0 "Ghainlock"or equal a N tree tie material (I" 0 2" lodgepole ine tree z stoken Ion driven I' width);nail or staple Y Into undisturbed ground. tree tie to hold a o Stain brown I 3 vertically,loop each a .N For all trees tie around half tree within 4'of paving and w 3'of water lines: loosely to provide I" century Products slack for trunk I — — _ — — _ _ — — — — � 0 root barrier or approved growth — eoLual."114.632."1083 I I w 24''panels Water basin with 2"mulch Install per manufacturers Paving specs. Paving Unglazed planting pit I c 1/2 topsoil,1/2 native soil, I 215 F 3 I Planting pit min. war thoroughly,fertilize - c M twice size te of root aJ Y N \ Undisturbed soil /i �' - ° 0 -°oM I / j TREE PLANTING DETAIL 95 215 F i / No scale I 95 SF /i 215 SF 215 SF / une diseased and i %5 SF broken branches I 95 SF I�o5 SF Water basin with 2"mulch Got acted to soil 215 SF j wat�r thoroug� � _ fertilize as rect�d 95 SF Planting hole min. twice size of root ball I 165 SF / NOT A PART / ®Ru�s�oR 215 SF I UNDER �,� s 4(o0 SF �. SHRUB PLANTING DETAIL / I \ / I No 5aale SEPARATE NOTES PERMIT) 105 5F z I. 5ubgrade5,including berms,to within I I/loth foot provided by I / 3 G I I eneral Contractor unless otherwise noted. O 1 I ,tea Z 2. 5ub d grae shall be scarified or rototilled if conditions require. 0.J®� 3. 4"depth 3-way topsoil or equal In all planting areas. 215 SF COFFEE 13 / // Z IS) 4. Dewitt pro 5 filter fabric weed barrier(ore vol) in all Planting beds. i 3 p 0. p 9 I 2,��� / W 5. 2"minimum depth washed rock in all planting beds. � /- I � Z 7 Q 6. All plant material shall be healthy,full and conform to American lio5 SF /�/� 215 SF Nursery and Landscape Association specifications. Z 7. Plant material or size or kind not available may be substituted /_/ O only with approval of Landscape Architect or Owner. 4(00 SF - I 0 5. All mass plantings shall have triangular spacing. Z 9. All tree pits shall be inspected to insure proper drainage. I 215 SF "' 10. Positive drainage shall be maintained.Mound planting areas minimum 6". 1(05 SF / II. Landscape Contractor shall maintain site until Final Inspection and ICd5 SF I acceptance b Owner. 95 SF p y > 65 SF I 4 PLANT LIST I I 1 I I © k L BOTANICAL/COMMON allANTITY 51ZF CONDITION �08 >Z 215 SF HzNa Fraxinus pennsylvanica Gimmzam'/ IS 2"caliper Bog III I I(o5 SF 5 SF \ 3 � I N3m wGimmaro Ash 5 SF I65 SF Prunus fe Thundercloud'/ 15 475 SF 95 SF Thundercloud Plum/ 2"caliper ggg 305 SF 65 SF Prunus serrulata 'Kwanzan' 10 2"caliper ggg I65 SF 355 SF 460 SF Kwanzan Cherry o ^ Acer 0Imatum '5argo Kaku'/ 54B "/' /// ij i//� �i/i/ �i i- i-/// ///j i' // SF p 10 uOQ Songo Kaku Japanese Maple Viburnum t.'Spring Bouquet' / 57 5 gallon full 4 bushy Spring Bouquet Viburnum -- — — — + — i i,/ i /, /i i / i — / OP Spirea x bum. 'Anthony Waterer./ 19 5 gallon full 4 bushy �.__ _ _ — Y — = SC-UJE T— — — — —— — — � — — — — — — — Z w m Anthony Waterer Bumald Spirea L — — — — — — — ►� LECTRICAL _ EASEMENT_ ® Thu)a 0. 'Emerald Green'/ 14 6' B4B — — — — — — — _ _ — — — —w c� ^ U m' Emerald green arborvitae — — — — — — Sp Sp so Sv _�—c FBI W Prunus L. 'Otto Luyken'/ 11'1 21" full 4 bushy Otto Luyken Laurel [� W I I � ® Azeleo Hind Crimson 55 2 gallon full 4 bushy 204TN JT, NE 0 Azelea Purple Splendor 42 2 gallon — — — — — — — — Q g full 4 bushy — — — — — — — — — — — U �. N � 0 Nandina domestics 'Moon Bay'/ 41 2 gallon full 4 bushy z o �75 Moon Bay Heavenly Bamboo NOTE Z 1 Q o 0 Erica Cornea Ping Spangles/ 205 1 gallon full 4 bushy AN AUTOh1ATIG IRRIGATION w Heather SYSTEM WILL BE INSTALLED LAND&CAFE FLAN o Llorop mvscorl/ 155 1 gallon full 4 bushy FOR ALL PLANTINGx C AREAS. SALE: I''=20' Blue Lnyturf VEHICLE AREA SHADE Sheet PLAN Arctostaphylos uva-ursi/ 550 4"pots full VEHICLE AREA......................_... 46,131 SF kinnickinnik 0 pots ...._......._............_......._.... REOUIRED 20 o SHADED AREA....................9,026 SF NORTH O 10' 20' 40' Sodded Lawn SHADED AREA PROVIDED................................9,180 SF Confirm all plant q,uantitles Arlington Drugstore 7423 204th St NE Arlington, Washington, 98223 Storm Drainage Report 1 1505 Westlake Ave. N T 206.522.9510 Suite 305 F 206.522.8344 Seattle, WA 98109 www.pacland.com ANIC , - o I S CER '� A'pO,y, 'AFC STER�� �SSIOHAL F� � �SSIONAL EEG` d-7 Z1201 Prepared By. Chris Dowd Reviewed By.Luke Randles, P.E. Prepared:April 2017 Revised:June 2017 Revised:July 2017 RPI Drugstore Storm Drainage Report Arlington, Washington Section I Page EXECUTIVESUMMARY....................................................................................................................................................................3 DESIGNCRITERIA.............................................................................................................................................................3 PROPOSED DRAINAGE SYSTEM.....................................................................................................................................4 SECTION 1-PROJECT OVERVIEW...................................................................................................................................................5 PROJECT DESCRIPTION....................................................................................................................................................5 SITELOCATION.................................................................................................................................................................5 SOILS..................................................................................................................................................................................6 SECTION 2-EXISTING CONDITIONS...............................................................................................................................................7 EXISTING SUB-BASINS......................................................................................................................................................7 EXISTING STORMWATER FACILITIES.............................................................................................................................7 SECTION 3-DEVELOPED CONDITIONS..........................................................................................................................................8 DEVELOPED SUB-BASINS................................................................................................................................................8 DEVELOPED STORMWATER FACILITIES........................................................................................................................8 SECTION 4-OFFSITE ANALYSIS.......................................................................................................................................................9 UPSTREAMANALYSIS......................................................................................................................................................9 DOWNSTREAMANAYLSIS...............................................................................................................................................9 SECTION 5-CONDITIONS AND REQUIREMENTS.......................................................................................................................10 SECTION 6-HYDROLOGIC MODELING........................................................................................................................................13 EXISTING HYDROLOGY..................................................................................................................................................13 DEVELOPED SITE HYDROLOGY....................................................................................................................................13 FLOWCONTROL ANALYSIS...........................................................................................................................................14 WATER QUALITY SYSTEM.............................................................................................................................................14 SECTION 7-CSWPPP ANALYSIS AND DESIGN............................................................................................................................15 SECTION 8-SPECIAL REPORTS AND STUDIES............................................................................................................................18 SECTION9-OTHER PERMITS........................................................................................................................................................19 SECTION 10-OPERATIONS AND MAINTENANCE MANUAL.....................................................................................................20 APPENDICES: A-EXHIBITS B-PLANS C-OPERATIONS AND MAINTENANCE MANUAL D-GEOTECHNICAL REPORTS E-HYDROLOGIC MODELING CALCULATIONS PACLAND Project#10533005 Page 2 RPI Drugstore Storm Drainage Report Arlington, Washington Executive Summaty The proposed development is located at 7423 204t" St NE in Arlington, Washington. The site is bordered by SR 9 to the east, 240t" St NE to the south, two abandoned steel framed buildings to the west and a vacant lot to the north. The site is currently occupied by a cabinet store with associated gravel drive aisles and parking lot. The entire lot is approximately 2.23 acres in size. The project involves construction of a new drugstore building and coffee shop along with associated parking, vehicle display, drive aisles, drive through, landscaping, utilities, and storm drain facilities. The project site lies within the Portage Creek Subwatershed, which is part of the Stillaguamish Watershed. The property is zoned GC (General Commercial). The comprehensive plan for the site is also GC. Design Criteria: The City of Arlington uses Stormwater Management Manual (SWMMWW), 2012 Edition with 2014 amendments. Per the requirements of SWMMWW, both flow control and water quality mitigation will be required as a result of the proposed development. Table 1 Jurisdictional Requirements Peak Runoff Control: Match the pre-developed discharge rates from 50% of the 2-year peak flow up through the full 50-year peak flow Water Quality: 915t percentile, 24-hour runoff rate Conveyance Design: 25-year storm event PACLAND Project#10533005 Page 3 RPI Drugstore Storm Drainage Report Arlington, Washington Proposed Drainage System: The developed site shall be considered one sub-basin. A system of catch basins and underground storm drainage piping will collect stormwater runoff on the site and convey it to an open-bottom detention chamber network on the north side of the site. Prior to entering the detention system, runoff will be routed through Modular Wetland facilities to provide water quality treatment prior to infiltrating runoff. The detention chamber network will infiltrate up to the 100-year storm event on-site. See Section 6 for more detail about the proposed drainage system. PACLAND Project#10533005 Page 4 RPI Drugstore Storm Drainage Report Arlington, Washington SectionProjectOverview Project Description The proposed development is located at 7423 2041" St NE in Arlington, Washington. The site is bordered by SR 9 to the east, 240t" St NE to the south, two abandoned steel framed buildings to the west and a vacant lot to the north. The site is currently occupied by a cabinet store with associated gravel drive aisles and parking lot. The entire lot is approximately 2.23 acres in size. The project involves construction of a new drugstore building and coffee shop along with associated parking, drive aisles, drive through, landscaping, utilities, and storm drain facilities. The proposed project will include the construction of an approximately 14,670 SF drugstore and possibly a 2,000 SF coffee stand for future development. Site Location �yrryq+ C~ �i r PROJECT SITE I J Nebo Figure 2 - Site Location Location: 7423 204 St NE, Arlington, WA 98223 Section/Township/Range: SE Quarter of Section 29, Township 31, Range 05 Parcel/Tax Lot(s): Eastern - 31051100304100 Western - 31052900405400 Size: 2.23 acres City, County, State: Arlington, Snohomish County, Washington PACLAND Project#10533005 Page 5 RPI Drugstore Storm Drainage Report Arlington, Washington Governing Agency: City of Arlington Design Criteria: 2012 Stormwater Management Manual for Western Washington (2014 Amendments) Drainage Basin: The project site is located within the Portage Creek Subwatershed which is part of the Stillaguamish Watershed. Soils Websoil Survey •3 4Ir -. t ,all�W"- y�F i O f r Figure 3 - Site Soils (USDA Web Soil Survey Map) The site is underlain entirely of Norma loam according to the USDA Natural Resource Conservation Service, Web Soil Survey for Snohomish County Area, Washington. Geotechnical Report The following information was gathered from a report created by Zipper Geo Associates, LLC. on March 9, 2017. Per the report, the site is underlain by well-drained Marysville Sand Member, stratified to massive outwash sand with some fine gravel and some areas of silt and clay. According to the report, the design rate for infiltration on site should be 6 inches/hour. This design rate was used to model the stormwater detention on this site. PACLAND Project#10533005 Page 6 RPI Drugstore Storm Drainage Report Arlington, Washington Section • Conditions Existing Sub-basins The existing site consists of one sub-basin. The majority of stormwater on this site infiltrates into the ground. The existing grading of the site transports stormwater toward existing catch basins south of the existing building. Stormwater that lands in the northwest corner of the site sheet flows to the existing private street to the west of the property. The upstream and downstream analysis of this sub-basin will be described in more detail in Section 4. An exhibit showing the existing conditions is provided in Appendix A. Existing Stormwater Facilities There are four existing catch basins within the property that will be removed during construction. These catch basins do not tie into any storm system, and therefore infiltrate into the ground. The existing site does not provide any flow control or water quality facilities. The existing hydrology will be described in more detail in Section 6. PACLAND Project#10533005 Page 7 RPI Drugstore Storm Drainage Report Arlington, Washington Section 3 - Developed Conditions Developed Sub-basins The developed basin is also considered one sub-basin and preserves the same drainage patterns as the existing site. However, the developed site will infiltrate 100% of the stormwater within the detention chamber network. The upstream and downstream analysis of these two sub- basins will be described in more detail in Section 4. An exhibit showing the developed conditions is provided in Appendix A. Developed Stormwater Facilities The developed property will implement a series of catch basins and storm pipes to collect and convey stormwater to the proposed detention chamber network located on the northern portion of the center drive aisle. More detail about the developed hydrology and stormwater facilities will be described in Section 6. PACLAND Project#10533005 Page 8 RPI Drugstore Storm Drainage Report Arlington, Washington SectionOff-SiteAnalysis Upstream Analysis Minimal stormwater from adjacent properties will drain onto the project site. Stormwater from the properties to the south will enter the municipal storm system before reaching the proposed project. There is minimal offsite tributary area contributing to the storm system. Downstream Analysis The proposed project will not contribute any stormwater downstream of the site. All the stormwater runoff on the site will be conveyed to the proposed detention chamber network for infiltration. Therefore, no downstream impacts will be created. PACLAND Project#10533005 Page 9 RPI Drugstore Storm Drainage Report Arlington, Washington Section 5 - Conditions and Requirements As required by the 2014 Stormwater Management Manual for Western Washington (SWMMWW), this project is subject to a full drainage review. Therefore, the storm drainage design for this project is required to comply with all ten (10) Minimum Requirements. The requirements have been met as follows: Minimum Requirement #1: Preparation of Stormwater Site Plans This project proposes to replace greater than 2,000 square feet of impervious surface; thus, Minimum requirement#1 applies and a Stormwater Site Plan must be prepared for review by the local jurisdiction. Response: This Storm Drainage Report has been prepared to address this requirement. Minimum Requirement #2: Construction Stormwater Pollution Prevention All erosion and sediment control measures shall be governed by the requirements of Department of Ecology's 2014 Stormwater Management Manual for Western Washington and the General Permit for Construction Stormwater. The twelve elements as identified in the manual and provided below will be incorporated into the TESC plans: Element 1: Preserve Vegetation/Mark Clearing Limits Element 2: Establish Construction Access Element 3: Control Flow Rates Element 4: Install Sediment Controls Element 5: Stabilize Soils Element 6: Protect Slopes Element 7. Protect Drain Inlets Element 8: Stabilize Channels and Outlets Element 9: Control Pollutants Element 10: Control De-watering Element 11: Maintain BMPs Element 12: Manage the Project Element 13: Protect Low Impact Development BMPs Response: Temporary Erosion and Sediment control plans will be prepared to address the elements identified. Since the project will result in greater than 1 acre of soil disturbance, a Stormwater Pollution Prevention Plan (SWPPP) will be prepared and coverage under the NPDES Construction Stormwater General Permit will be obtained prior to construction. See Section 8 of this report for a complete description of the construction and erosion control strategies being implemented. PACLAND Project#10533005 Page 10 RPI Drugstore Storm Drainage Report Arlington, Washington Minimum Requirement #3: Source Control of Pollution All known, available, and reasonable source control BMPs must be applied to all projects. Source control BMPs must be selected, designed, and maintained according to the 2014 SWMMWW. Response: Source control BMPs will be implemented according to the standards outlined in the 2014 SWMMWW Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls Natural drainage patterns shall be maintained, and discharges from the project site shall occur at the natural location, to the maximum extent practicable. The manner by which runoff is discharged from the project site must not cause a significant adverse impact to downstream receiving waters and downgradient properties. All outfalls require energy dissipation. Response: The proposed drainage design is consistent with the existing site. The proposed development will store and infiltrate stormwater within its boundaries. The stormwater will not contribute to downstream waters due to this. Refer to Section 6 more detail about the existing and proposed drainage hydrology. Minimum Requirement #S: On-site Stormwater Management Projects shall employ On-site Stormwater Management BMPs in accordance with the following projects thresholds, standards, and lists to infiltrate, disperse, and retain stormwater runoff on- site to the extent feasible without causing flooding or erosion impacts. Response: The proposed system will implement on-site stormwater management BMPs per the 2014 SWMMWW. Minimum Requirement#6: Runoff Treatment Projects in which the total of effective, pollution-generating impervious surface (PGIS) is 5,000 SF or more in a threshold discharge area of the project require construction of stormwater treatment facilities. Projects in which the total of pollution-generating pervious surfaces (PGPS) is three-quarters (3/4) of an acre or more in a threshold discharge area, and from which there is a surface discharge in a natural or man-made conveyance system from the site also require treatment facilities. 91% of the runoff volume of an approved continuous runoff model will be required to be treated for water quality. Response: Water quality treatment facilities will be implemented per Volume V of the 2014 SWMMWW. Minimum Requirement #7: Flow Control Projects must provide flow control to reduce the impacts of stormwater runoff from hard surfaces and land cover conversions. The requirement below applies to projects that discharge stormwater directly, or indirectly through a conveyance system, into a fresh waterbody. PACLAND Project#10533005 Page 11 RPI Drugstore Storm Drainage Report Arlington, Washington Stormwater discharges shall match 50% of the pre-developed 2-year peak flow up to the full 50 -year peak flow. The pre-developed condition should match a forested land cover. Proper Flow Control BMPs shall be selected and designed according to the current SWMMWW. Response: The proposed site will direct all runoff via catch basins and storm pipes to a detention chamber network for infiltration. This detention chamber network will be able to accommodate for the required flows. Minimum Requirement #8: Wetlands Protection The thresholds identified in Minimum Requirement #6 and Minimum Requirement#7 shall also be applied for any discharge to wetlands. Response: There are no wetlands within the development area of the site. Minimum Requirement #9: Basin/Watershed Planning Projects may be subject to equivalent or more stringent minimum requirements for erosion control, source control, treatment, and operation and maintenance, and alternative requirements for flow control and wetlands hydrologic control as identified in Basin/Watershed Plans. Response: No known alternative requirements for flow control have been identified for this site. Minimum Requirement#10: Operation and Maintenance An operation and maintenance manual that is consistent with the provisions in the SWMMWW shall be provided for proposed stormwater facilities and BMPs, and the parties responsible for maintenance and operation shall be identified. Response: The Operations and Maintenance of the storm water management system is detailed in the Operations and Maintenance section of this report. PACLAND Project#10533005 Page 12 RPI Drugstore Storm Drainage Report Arlington, Washington Section 6 - Hydrologic Modeling Existing Site Hydrology The existing site consists of one sub-basin. This sub-basin ranges from an elevation of about 129 in the southeast and slopes down to an elevation of 122 in the northwest corner. The majority of stormwater runoff infiltrates into the landscaping on site. The remaining runoff sheet flows toward the northwest corner of the site and on to the asphalt road to the west of the site. The pre-developed conditions for the project site area are shown in Table 3. An exhibit showing the existing conditions is provided in Appendix A. Table 3 Pre-Developed(Existin ) Conditions Land Cover Area Concrete 0.14 AC Gravel 1.26 AC Roof 0.41 AC Landscape 0.45 AC Landscape (Off-Site) 0.23 AC Developed Site Hydrology The developed site will preserve the general configuration of the existing sub-basin, with runoff generally flowing from the southeast corner to the northwest corner. Stormwater on site will be collected by catch basins and conveyed to a detention chamber network for infiltration. Prior to infiltrating, stormwater will be treated using Modular Wetland water treatment structures. All stormwater on site will be treated and detained on site. Therefore, the existing drainage pattern is maintained. The post-developed conditions and peak runoff rates for the entire basin area are shown in Table 4. An exhibit showing the developed conditions is provided in Appendix A. The proposed grading and drainage plan is included in Appendix B. Table 4 Developed Conditions Condition Area Pavement (PGIS) 1.19 AC Concrete 0.12 AC Roof 0.44 AC Landscape 0.51 AC Landscape (Off-Site) 0.23 AC PACLAND Project#10533005 Page 13 RPI Drugstore Storm Drainage Report Arlington, Washington Flow Control Analysis The proposed design will implement a detention chamber network to store and infiltrate the stormwater to account for 50% of the pre-developed 2-year peak flow up to the full 50-year peak flow. The required storage calculated using WWHM is 8,712 CF. The proposed design for the detention chamber system shows a surface area of will provide a storage volume of 8,766 CF. There will be four rows of chambers being implemented in the design. The overall height of the chambers including the gravel below and above the chamber is 5.5 feet. For more information on the detention chamber details and plans, reference Appendix B. The developed flow requires information regarding sizing of stormwater detention, performed using WWHM, can be found in Appendix E. Table 5 Existing Flow Rates Storm Event Flow Rate (cfs) 2-year 0.08 5-year 0.13 10-year 0.16 25-year 0.21 50-year 0.25 100-year 0.30 Table 6 Developed Flow Rates Storm Event Flow Rate (cfs) 2-year 0 5-year 0 10-year 0 25-year 0 50-year 0 100- ear 0 Water Quality System Runoff from pollutant-generating surfaces will be managed using Modular Wetland water treatment structures prior to entering the detention chamber network for infiltration. Per the SWMMWW, water quality treatment will be provided such that 91% of the runoff generated from pollutant-generating surfaces. Per the WWHM output provided in Appendix E, the design water quality flow rate is 0.1452 CFS. The off-line rate is utilized due to the internal bypass component of the MWS, which allows flows exceeding the water quality rate to bypass the treatment chamber. Runoff generated from non-pollutant generating surfaces has been routed directly to the infiltration system. For more information on the modular wetland details and plans, reference Appendix B. PACLAND Project#10533005 Page 14 RPI Drugstore Storm Drainage Report Arlington, Washington Section 7 - CSWPPP Analysis and Design All erosion and sediment control measures shall be governed by the requirements Department of Ecology's 2014 Storm Water Management for Western Washington and the General Permit for Construction Storm Water. A National Pollutant Discharge Elimination System (NPDES) Permit will be obtained and a Stormwater Pollution Prevention Plan (SWPPP) will be prepared for this project. A temporary erosion and sedimentation control plan will be prepared to assist the contractor in complying with these requirements. The Erosion and Sediment Control (ESC) plan will be included with the construction plans. 1. Construction Sequence and Procedure The proposed development will include an erosion/sedimentation control plan designed to prevent sediment-laden run-off from leaving the site during construction. The erosion potential of the site is influenced by four major factors: soil characteristics, vegetative cover, topography, and climate. Erosion/sedimentation control is achieved by a combination of structural measures, cover measures, and construction practices that are tailored to fit the specific site. The contractor will be responsible for implementing the following erosion control and storm water management control measures. The contractor may designate these tasks to certain subcontractors as they see fit, but the ultimate responsibility for implementing these controls and ensuring their proper functioning remains with the contractor. The order of activities will be as follows. Phase 1 1. Prior to any construction work on the site, representatives from the City of Arlington must approve the storm water pollution prevention plan. 2. Mark clearing limits. 3. Install inlet protection to all existing catch basins. 4. Install temporary stabilized construction entrance. 5. Install perimeter silt fences, interceptor swales, etc. Protect existing and proposed infiltration areas. 6. Construct temporary sediment and infiltration pond. 7. Remove any existing structures that may be on site. 8. Protect and stabilize slopes. 9. Begin clearing and grubbing operations. Clearing and grubbing done from October 1" through April 30t" is authorized as long as there are erosion and sediment control measures. 10. Commence site grading. PACLAND Project#10533005 Page 15 RPI Drugstore Storm Drainage Report Arlington, Washington Phase 2 1. Disturbed areas of the site where construction activity has ceased for more than 7 days between May 1 and September 30 or 2 days between October 1 and April 30 shall be temporarily seeded and watered. 2. Install haul road. 3. Construct building pad and install concrete wash out area. 4. Construct permanent storm water facilities. Remove temporary sedimentation ponds. 5. Install utilities, underdrains, storm sewers, curbs and gutters. 6. Install inlet/outlet protection at the locations of all grate inlets, curb inlets, and at the ends of all exposed storm sewer pipes. 7. Install rip rap around outlet structures. 8. Prepare site for paving. Finalize pavement subgrade preparation. 9. Remove inlet protection around inlets and manholes no more than 48 hours prior to placing stabilized base course. 10. Install base material as required for pavement. Pave site. Do not pave over catch basins. 11. Complete final grading in non-parking areas and install permanent seeding and planting. 12. Remove silt fencing only after all paving is complete and exposed surfaces are stabilized. 13. Remove temporary construction exits only prior to pavement construction in these areas (These areas are to be paved last). The degree of erosion risk on the proposed project site is minimal. Slope across the site is minimal. Runoff will not travel at high velocities across the site and, therefore, will not cause noticeable erosion impacts. 2. Temporary Soil Stabilization Temporary stabilization practices for this project include: • Temporary seeding and planting of all unpaved areas using the hydro-mulching grass seeding technique. • Mulching exposed areas. • Installation of rolled erosion control products. Structural practices for this project include the following. Refer to the Erosion Control plans for specific locations and details: • Inlet protection using fiber fabric. • Outlet protection (velocity dissipation) using rip rap. • Perimeter protection using silt fences. • Stabilized construction entrance/exit points and staging area. • Temporary sediment basin. • Silt fence. • Interceptor swales. • Temporary storm drain riser. Daily inspection of the erosion control measures will be required during construction. Any sediment buildup shall be removed and disposed offsite at an appropriate disposal facility. PACLAND Project#10533005 Page 16 RPI Drugstore Storm Drainage Report Arlington, Washington Vehicle tracking of mud off-site shall be avoided. A gravel construction entrance/exit will be installed at a location to enter the site. The construction entrance/exit is a minimum requirement and may be supplemented if tracking of mud onto public streets becomes excessive. In the event that mud is tracked off site, it shall be swept and disposed of offsite on a daily basis. Because vegetative cover is the most important form of erosion control, construction practices must adhere to stringent cover requirements. More specifically, the contractor will not be allowed to leave soils open for more than 7 days between May 1st and September 30th and 2 days between October 1st and April 30t". Soils shall be stabilized at the end of the shift before a holiday or weekend if needed based on the weather forecast. Applicable practices include, but are not limited to, temporary and permanent seeding, sodding, mulching, plastic covering, and soil application of polyacrylamide. Soil stockpiles must be stabilized from erosion, protected with sediment trapping measures, and, where possible, be located away from storm drain inlets, waterways and drainage channels. 3. Temporary Sediment Control Pond Storm water shall be detained on-site during construction in a temporary sediment control pond and two temporary sediment ponds located in the southwest corner of the site. The contractor shall construct interceptor swales to keep storm water from leaving the site. The sediment ponds will need to adhere to all NPDES and SWPPP requirements. The DOE requires that temporary sediment ponds need to be designed to contain the 10-year developed event. The sediment ponds are sized to approximately 30% of the volume of the infiltration pond to provide for pre-settling. 4. Permanent Erosion Control and Site Restoration Upon completion of the project, areas of the site that are not stabilized with paving, rooftops, or landscaping as shown on the site plans will be protected with either grass, ground cover/plantings or existing vegetation as shown on the Landscape Plans. In general, storm runoff from the site will be collected by catch basins connected to a storm water quality structure and then flows into detention system. 5. Inspection Sequence The construction site operator will periodically inspect its sites. Because our project disturbs more than one acre, a certified erosion and sediment control lead will be identified within the SWPPP. This individual will be present on site or on call at all times. 6. Control of Pollutants Other than Sediments Pollutants shall be controlled on the work site through the utilization of a centralized area for equipment, a concrete truck washout, and an area designated for temporary storage of debris and stockpiled materials. PACLAND Project#10533005 Page 17 RPI Drugstore Storm Drainage Report Arlington, Washington Section 8 - Special Reports and Studies The following Special Reports and Studies were used or have been completed for this project: • Arlington Drugstore Traffic Impact Analysis - by Gibson Traffic Consultants, Inc. • FEMA FIRM Panel 392 dated November 8, 1999 • Geotechnical Engineering Report- by Zipper Geo Associates, LLC. PACLAND Project#10533005 Page 18 RPI Drugstore Storm Drainage Report Arlington, Washington Section ' Other • ermits The following governmental approvals or permits will likely be required for this project: • City of Arlington SEPA Determination • City of Arlington Construction Permit • City of Arlington Plumbing Permit • City of Arlington Mechanical Permit • City of Arlington Fire Sprinkler and Fire Alarm Permit • Department of Ecology Construction Stormwater General Permit These permits will require approval by the City of Arlington or the Department of Ecology. PACLAND Project#10533005 Page 19 RPI Drugstore Storm Drainage Report Arlington, Washington SectionI Operations • • Maintenance Manual The owner or operator of the project shall be responsible for maintaining the stormwater facilities in accordance with local requirements. A manual detailing the operations and maintenance for all privately-maintained drainage facilities has been prepared and can be found in Appendix C. PACLAND Project#10533005 Page 20 RPI Drugstore Storm Drainage Report Arlington, Washington Appendix A - Exhibits PACLAND Project#10533005 Page 21 RPI Drugstore Storm Drainage Report Arlington, Washington VM 11O1OW' V T �w■a, / ' 311E H1bOL CM K 9WO18Of1W MOIANI 1f W ---NOW-- 6�$ I 4 t■ _ c low ' ' I ■ ■ ■ ■ ' a ■ ■ , ■ 3 • I m Z ■ ■ I s ■ ; � o ■ _-- ■ ■ ■ ■ I ■ ■ ■ Fti, I ■sfa■! � I i I ; ' 1 PACLAND Project#10533005 Page 22 RPI Drugstore Storm Drainage Report Arlington, Washington _' _•:1 ' ' �nsve-errs®ao x r vM taio►��rvAil 311s Hi/Od C2vL .�.... mxuaonw NOlO1tlNV 6.VffiLHJH ---Nov* , r a �• 1 — - ff�fis��at��sas�s�fsf�fi4,Won" aw ' ii r r Joe • • ■ ■ 1� Z � 1 1 a � m ,p ► . / �f�fffffN�ff�ffi�N! 1 HffNfH�f ■af-s�� 1 � 1 1 1 , 1 1 Wf i �Y L M +�i�{1�1..q Ir I��rIG p{�'I.Y.iWZSyI�.\IiY.MY::L DIY• t i PACLAND Project#10533005 Page 23 RPI Drugstore Storm Drainage Report Arlington, Washington am is kLvw CAL W Nalcwww 6 AVMHJIH 1 1 ___ __ M � 1 I� I 1 � 1 I / � I 1 I u _ 1 - I 1 i 1 I 1 1 _ � I 1 I 1 1. 1 1 • i R i PACLAND Project#10533005 Page 24 RPI Drugstore Storm Drainage Report Arlington, Washington Appendix B - Plans PACLAND Project#10533005 Page 25 RPI Drugstore Storm Drainage Report Arlington, Washington "Will LIIITMiii � i € � t' I I G 9M � -------------- I Y P l : - ,• C :I`"[ 0 I- i .. m 1 • - a 1_ I �o tl9 ♦�� U `,... u I I i i = HIGHWAY 9 t • •® � e I �5 AR.Nf)Td101UK3t3T01le f r '�-j• N IALl1A0Tpl WA COMM ADD COWWI E PLAN _ �•-�i! \-r• y noo PACLAND Project#10533005 Page 26 RPI Drugstore Storm Drainage Report Arlington, Washington 1W3 A - - =R oIf� 3 ��jRf SQLi D I is ,ilia, Ilia, i m 19 is it Q is i rrn i zz P 'o t N l- vee = t11 Ali jaa 33 i I MUI.�fJt.=tti ..I.R aa> STANDARD CROSS SECTION w •...nu rwwn .Y _ _ _ rtFT• JfC�4D ■M PACLAND Project#10533005 Page 27 RPI Drugstore Storm Drainage Report Arlington, Washington •2 MIN .7 , p :All 1 1 = 414t �o 36 'iF r-;tt • �it $ � � o s � H n � _ Q PACLAND Project#10533005 Page 28 RPI Drugstore Storm Drainage Report Arlington, Washington Appendix C - Operations and Maintenance Manual PACLAND Project#10533005 Page 29 RPI Drugstore Storm Drainage Report Arlington, Washington Maintenance Checklist for Catch Basins and Inlets Frequency Drainage Problem Conditions To Check For Conditions That Should Exist System Feature M,S General Trash,debris,and Trash or debris in front of the No trash or debris located sediment in or on catch basin opening is blocking immediately in front of catch basin capacity by more than 10%. basin opening. Grate is kept clean and allows water to enter. M Sediment or debris(in the basin) No sediment or debris in the that exceeds 1/3 the depth from catch basin. Catch basin is the bottom of basin to invert of dug out and clean. the lowest pipe into or out of the basin. M,S Trash or debris in any inlet or Inlet and Outlet pipes free of pipe blocking more than 1/3 of trash or debris. its height. M Structural damage Corner of frame extends more Frame is even with curb. to frame and/or than 3/4 inch past curb face into top slab the street(if applicable). M Top slab has holes larger than 2 Top slab is free of holes and square inches or cracks wider cracks. than 1/4 inch(intent is to make sure all material is running into the basin). M Frame not sitting flush on top Frame is sitting flush on top slab,i.e.,separation of more than slab. 1/4 inch of the frame from the top slab. A Cracks in basin Cracks wider than 1/2 inch and Basin replaced or repaired walls/bottom longer than 3 feet,any evidence to design standards. of soil particles entering catch Contact a professional basin through cracks,or engineer for evaluation. maintenance person judges that structure is unsound. A Cracks wider than 1/2 inch and No cracks more than 1/4 inch longer than 1 foot at thejoint of wide at the joint of any inlet/outlet pipe or any inlet/outlet pipe. Contact a evidence of soil particles entering professional engineer for catch basin through cracks. evaluation. A Settlement/ Basin has settled more than 1 Basin replaced or repaired misalignment inch or has rotated more than 2 to design standards. inches out of alignment. Contact a professional engineer for evaluation. M,S Fire hazard of other Presence of chemicals such as No color,odor,or sludge. pollution natural gas,oil,and gasoline. Basin is dug out and clean. Obnoxious color,odor,or sludge noted. M,S Outlet pipe is Vegetation or roots growing in No vegetation or root clogged with inlet/outlet pipe joints that is growth present. vegetation more than 6 inches tall and less than 6 inches apart. PACLAND Project#10533005 Page 30 RPI Drugstore Storm Drainage Report Arlington, Washington Maintenance Checklist for Conveyance Systems (Pipes, Ditches and Swales) Frequency Drainage l Problem Conditions To Check For Conditions That Should Exist System Feature M,S Pipes Sediment& Accumulated sediment that exceeds Pipe cleaned of all sediment and debris 20%of the diameter of the pipe. debris. M Vegetation Vegetation that reduces free All vegetation removed so water movement of water through pipes. flows freely through pipes. A Damaged Protective coating is damaged;rust is Pipe repaired or replaced. (rusted,bent, causing more than 50%deterioration or crushed) to any part of pipe. M Any dent that significantly impedes Pipe repaired or replaced. flow(i.e.,decreases the cross section area of pipe by more than 20%). M Pipe has major cracks or tears allowing Pipe repaired or replaced. groundwater leakage. M,S Open Trash&debris Dumping of yard wastes such as grass Remove trash and debris and Ditches clippings and branches into basin. dispose as prescribed by the Unsightly accumulation of County. nondegradable materials such as glass, lastic,metal,foam,and coated paper. M Sediment Accumulated sediment that exceeds Ditch cleaned of all sediment and buildup 20%of the design depth. debris so that it matches design. A Vegetation Vegetation(e.g.,weedy shrubs or Water flows freely through saplings)that reduces free movements ditches. Grassy vegetation of water through ditches. should be left alone. M Erosion Check around inlets and outlets for Find caused of erosion and damage to signs of erosion. Check berms for eliminated them. Then slopes slopes signs of sliding or settling. Action is should be stabilized by using needed where eroded damage over 2 appropriate erosion control inches deep and where there is measure(s);e.g.,rock potential for continues erosion. reinforcement,planting grass, compaction. PACLAND Project#10533005 Page 31 RPI Drugstore Storm Drainage Report Arlington, Washington Maintenance Checklist for Conveyance Systems (Pipes, Ditches and Swales) - continued A Rock lining Maintenance person can see native Replace rocks to design standard. out of place or soil beneath the rock lining. missing(if applicable) Varies Catch See Catch Basins Checklist. See Catch Basins Checklist. basins M,S Swales Trash&debris See above for Ditches. See above for Ditches. M Sediment See above for Ditches. Vegetation may need to be buildup replanted after cleaning. M Vegetation Grass cover is sparse and seedy or Aerate soils and reseed and not growing areas are overgrown with woody mulch bare areas. Maintain grass or overgrown vegetation. height at a minimum of 6 inches for best stormwater treatment. Remove woody growth, recontour,and reseed as necessary. M,S Erosion See above for Ditches. See above for Ditches. damage to slo es M Conversion by Swale has been filled in or blocked by If possible,speak with homeowner to shed,woodpile,shrubbery,etc. homeowner and request that incompatible swale area be restored. Contact use the County to report problem if not rectified voluntarily. A Swale does Water stands in swale or flow velocity A survey may be needed to check not drain is very slow. Stagnation occurs. grades. Grades need to be in 1- 5%range if possible. If grade is less than 1%underdrains may need to be installed. M,S Trash or litter Dumping of yard wastes such as grass Remove trash and debris and clippings and branches onto grounds. dispose as prescribed by the Unsightly accumulation of County. nondegradable materials such as glass, plastic,metal,foam,and coated paper. M,S Erosion of Noticeable rills are seen in landscaped Causes of erosion are identified Ground areas. and steps taken to slow Surface down/spread out the water. Eroded areas are filled, contoured,and seeded. A Trees Damage Limbs or parts of trees or shrubs that Trim trees/shrubs to restore and are split or broken which affect more shape. Replace trees/shrubs with shrubs than 25%of the total foliage of the severe damage. tree or shrub. M Trees or shrubs that have been blown Replant tree,inspecting for injury down or knocked over. to stem or roots. Replace if severely damaged. A Trees or shrubs which are not Place stakes and rubber-coated adequately supported or are leaning ties around young trees/shrubs over,causing exposure of the roots. for support. Comments: A = Annual (March or April, preferred) M = Monthly (see schedule) S = After major storms (use 1-inch in 24 hours as a guideline) PACLAND Project#10533005 Page 32 F t] 1 M o D u l A R J WETLANDS Inspection Guidelines for Modular Wetland System - Linear Inspection Summary Inspect Pre-Treatment, Biofiltration and Discharge Chambers -average inspection interval is 6 to 12 months, • (15 minute average inspection time) NOTE: Pollutant loading varies greatly from site to site and no two sites are the same. Therefore, the first year requires inspection monthly during the wet season and every other month during the dry season in order to observe and record the amount of pollutant loading the system is receiving. System Diagram O1 Pre-treatment Chamber Access to separation chamber L2 Biofiltration Chamber and pre-filter cartridges GDischarge Chamber Access to discharge hamber and onfice control Cut Into! individux Media Fitun o4e-filter Camioge li 2 NertiW Uoderdrain 1 Menilold C�.negc Hous+rp �},�r1andD aim-Down Line `d ioMed is GRE E N MEDIA Flo*CDrdrat.Risr 03 outlet Pipe www.modularwetiands.com RPI Drugstore Storm Drainage Report Arlington, Washington WETLANDS Inspection Steps The core to any successful stormweter BMP maintenance program is roubne inspecbons. The inspection steps required on the MWS Linear are quick and easy. As mentioned above the first year should be seen as the maintenance interval establishment phase During the first year more frequent inspections should occur in order to gather loading data and maintenance requirements for that specific site This information can be used to establish a base for long term inspection and maintenance interval requirements. The MWS Linear can be inspected though visual observation without entry into the system. All necessary pre-inspecbon steps must be camed out before inspection occurs, especially traffic control and other safety measures to protect the inspector and near-by pedestrians from any dangers associated with an open access hatch or manhole Once these access covers have been safely opened the inspection process can proceed: • Prepare the inspection form by writing in the necessary information including project name, location, date & time. unit number and other info (see inspection form). • Observe the inside of the system through the access hatches. If minimal light is available and vision into the unit is impaired utilize a flashlight to see inside the system and all of its chambers. • Look for any out of the ordinary obstructions in the inflow pipe, pre-treatment chamber biofiltrafion chamber discharge chamber or outflow pipe. Write down any observations on the inspection form. • Through observation andlor digital photographs estimate the amount of trash. debns and sediment accumulated in the pre-treatment chamber Utilizing a tape measure or measuring stick estimate the amount of trash debris and sediment in this chamber Record this depth on the inspection form. www.modulatrwettands.com WETLANDS NOTE: During the first few storms the water level in the outflow chamber should be observed and a 6' long horizontal watermark line drawn (using a large permanent marker) at the water level in the discharge chamber while the system is operating at 100% capacity. The diagram below illustrates where a line should be drawn. This line is a reference point for future inspections of the system: Water Level goo Marks • � Water Level Mark Using a permanent marker draw a 6 inch long horzontal line, as shown, at the higher water level in the MWS Linear discharge chamber. • Water level in the discharge chamber is a function of flow rate and pipe size. Observation of water level during the first few months of operation can be used as a benchmark level for future inspections. The initial mark and all future observations shall be made when system is at 100% capacity (water level at maximum level in pre-treatment chamber). If future water levels are below this mark when system is at 100% capacity this is an indicator that maintenance to the pre-filter cartridges may be needed. • Finalize inspection report for analysis by the maintenance manager to determine if maintenance is required. www.modularrwetlands.com RPI Drugstore Storm Drainage Report Arlington, Washington WETLANDS Maintenance Indicators Based upon observations made during inspection maintenance of the system may be required based on the following indicators_ • Missing or damaged intemal components or cartridges • Obstructions in the system or its inlet or outlet. • Excessive accumulation of floatables in the pre-treatment chamber in which the length and width of the chamber is fully impacted more than 18- • Excessive accumulation of sediment in the pre-treatment chamber of more than 6' in depth t www.modularwetiands.com RPI Drugstore Storm Drainage Report Arlington, Washington WETLANDS Inspection Notes 1 Following maintenance and/or inspection it is recommended the maintenance operator prepare a maintenancelinspecbon record The record should include any maintenance acbvities performed, amount and description of debris collected, and condition of the system and its various filter mechanisms 2 The owner should keep maintenance/inspection record(s) for a minimum of five years from the date of maintenance_ These records should be made available to the governing municipality for inspection upon request at any time 3 Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements 4 Entry into chambers may require confined space training based on state and local regulations 5 No fertilizer shall be used in the Biofiltrabon Chamber. 6 Irrigation should be provided as recommended by manufacturer and/or landscape architect. Amount of irrigation required is,dependent on plant species Some plants may not require imgation after initial establishment, www.modularwetiands.com RPI Drugstore Storm Drainage Report Arlington, Washington WETLANDS Inspection Notes 1 Following maintenance and/or inspection it is recommended the maintenance operator prepare a main tenancelinspecton record The record should include any maintenance activities performed, amount and description of debris collected, and condition of the system and its various filter mechanisms The owner should keep maintenancelinspection record(s) for a minimum of five years from the date of maintenance. These records should be made available to the governing municipality for inspection upon request at any time 3 Transport all debrs, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements 4 Entry into chambers may require confined space training based on state and local regulations. 5 No fertilizer shall be used in the Biofiltration Chamber. 6 Irrigation should be provided as recommended by manufacturer and/or landscape architect. Amount of irrigation required is dependent on plant species Some plants may not require irrigation after initial establishment. www.modularwetlands.com RPI Drugstore Storm Drainage Report Arlington, Washington M O D U L A R i WETLANDS Maintenance Guidelines for Modular Wetland System - Linear Maintenance Summary Remove Sediment from Pre-Treatment Chamber-average maintenance interval is 12 to 24 months. • ( 10 minute average service lime). Replace Pre-Filter Cartridge Media-average maintenance interval 12 to 24 months. (10-16 minute per cartridge overage service time) Trim Vegetation -average maintenance interval is 6 to 12 months. • (Service time varies) System Dia-gram C► Pre-treatment Chamber C Biofiltration Chamber Access to separation chamber and pre-filter cartridge O Discharge Chamber Curb»:es lr&Adual*64 FOrm Rr4ier Cartridge ` r - ti / VerMa LOY)"drarr 02 �dp CaruaHoornq Narv/od 11 \BloMediaGREEN TIof�d Dram-Doan one MEDIA' r�`��r,`K�' � 3' oAet www.modularwetiands.com RPI Drugstore Storm Drainage Report Arlington, Washington M 0 0 0 L A R Maintenance Overview WETLANDS The time has come to maintain your Modular Wetland System Linear (MWS Linear). To ensure successful and efficient maintenance on the system we recommend the following The MWS Linear can be maintained by removing the access hatches over the systems various chambers. All necessary pre-maintenance steps must be tamed out before maintenance occurs especially traffic control and other safety measures to protect the inspector and nearby pedestrians from any dangers associated with an open access hatch or manhole Once traffic control has been set up per local and state regulations and access covers have been safely opened the maintenance process can begin. It should be noted that some maintenance activities require confined spare entry All confined space requirements must be strictly followed before entry into the system In addition the following is recommended' • Prepare the maintenance form by writing in the necessary information including project name, location date B time, unit number and other info(see maintenance form) • Set up all appropriate safety and cleaning equipment • Ensure traffic control is set up and properly positioned. • Prepare a pre-checks (OSHA, safety, confined space entry) are performed Maintenance Equipment Following is a list of equipment required for maintenance of the MWS Linear: • Modular Wetland Maintenance Form • Manhole hook or appropriate tools to access hatches and covers • Protective clothing. flashlight and eye protection • 1116" open or closed ended wrench • Vacuum assisted truck with pressure washer. • Replacement BiofvtediaGREEN for Pre-Filter Cartridges if required (order from manufacturer) V www.nwdularrwetiands.com RPI Drugstore Storm Drainage Report Arlington, Washington WETLANDS E. Reinstall media cages and fill with new media from manufacturer or outside supplier Manufacturer will provide specification of media and sources to purchase. Utilize the manufacture provided refilling trey and place on top of cartridge Fill trey with new bulk media and shake down into place Using your hands slightly compact media into each filter cage Once cages are full removed refilling trey and replace cartridge top ensuring bolts are properly tightened Refilling trey fu medle replacement Refilling trey un cartridge with b-IL media F Exit pre-treatment chamber Replace access hatch or manhole cover 3. Biofiltration Chamber (middle vegetated chamber) A. In general, the biofiltration chamber is maintenance free with the exception of maintaining the vegetation Using standard gardening tools properly trim back the vegetation to healthy levels. The MWS Linear utilizes vegetation similar to surrounding landscape areas therefore trim vegetation to match surrounding vegetation If any plants have died replace plants with new ones �i www.modularwetlands.com RPI Drugstore Storm Drainage Report Arlington, Washington M O D U L A 14 WETLANDS Inspection Notes t Following maintenance andlor Inspection, it is recommended the maintenance operator prepare a maintenancelinspection record The record should include any maintenance actrvlbes performed amount and description of debris collected and condition of the system and its vanous filter mechanisms 2 The owner should keep maintenancelrnspectron record(s) for a minimum of five years from the date of maintenance These records should be made available to the governing municipality for inspection upon request at any time. Transport all debris trash organics and sediments to approved facility for disposal in accordance with local and state requirements. 4 Entry Into chambers may require confined space training based on state and local regulations 5 No fertilizer shall be used in the B►ofiltrabon Chamber 6 Irngation should be provided as recommended by manufacturer -and/or landscape architect. Amount of irrigation required Is dependent on plant species. Some plants may not require irrigation after initial establishment. www.inodularwetlands.com RPI Drugstore Storm Drainage Report Arlington, Washington P WETLANDS Inspection Form 0 Modular Wetland System, Inc. P. 760.433-7640 F. 760-433-3176 E. InfoCmodularwetlands.com www.modularwetlands.com RPI Drugstore Storm Drainage Report Arlington, Washington WETLANDS Maintenance Report Modular Wetland System, Inc. P. 760.433-7640 F. 760-433-3176 E. I nfo,0modularwetlands.com www.modularwetlands.com RPI Drugstore Storm Drainage Report Arlington, Washington Cleaning and Maintenance Report n Bl*$ CLEAN Modular Wetlands S stem i1 p Lu Pra.ect hamL Fol Olrice Use Ort.t Project Awress _ Owne,!Menagem,"it::cr iCwy 011lc.PMpPa110 mrglN.�.lIINr M CIYItyC Phone I — b ull inspecxu Merle Date Tine AAA i Pr,1 t*^-of Inspc.caon ❑ Routine ❑FdIoN up ❑C.Mpurnl ❑stain, SPym Even!in lssl 72.h*As7 ❑ %c ❑ yes weeoler f:cfllr._Tl aroma:,roles Con0ltlon 0?Neia QPe+Aticral Pe SUE G1 '3 O;I."nalea Manulachwer Torah Fp-I2e '3001mml Total C*bns 29OW,50100 Manufecturm Map p c/nsW 1*3cy pion i.xinq A min lallw Arruimwi n o-.umulm4crl Ar umulakm IwO oe Cn"w l �S ih.,:Wm Illr•06 wnyrl Let MWS t.alah Basins MW& Sedlmentatinn Basin Media Pllty Corxitian Plant Drain Down M"Fi Condwr Discharge Chamtr- Coro Drain Down Pepe Corldrbon inlet aria OLbet Pipe Condition 'ommcrrs 2972 San Nis Rey RaW.Dro"(Je,GA 9W..A P 76L 433 7640 F 700 433,3176 rHk-L/AIvv rwjeu 1*1UD30VUD raye-�3 RPI Drugstore Storm Drainage Report Arlington, Washington StormTdche ilelentim•Retention•ft+aier Q7 W)fp StormTech MC-3500 Chamber Designed to meet the most stringent industry performance standards for superior struc- tural integrity while providing designers with a cost-effective method to save ! ` valuable land and protect water resources.The StormTech system is designed primarily to be used under parking lots thus maximiz- ing land usage for commercial and municipal applications. StormTech MC-35W Chambe►(not to score) StormTech MC-3500 End Cap(not to scale) Nominal Chamber Specifications Nominal End Cap Specifications SoitxWxH) 90'(2285mmlxR'(1956mmlx4(1143mm1 StM(LxWXH) 253-(653mm)x75'(1905mm1x45'(1143mml Chamber Stne 109.9111(3-11 ml) Erb Cap Storage 14.91P(0.42 m1) kha.Installed Storage' 176.9 it'I5.06 m') W.Installed Storage' 46.0 M(1.30 m1) we1gA1 134 Its(60.9 kg) Weight 49lbs(22.2 kill -This assrnes a mirim.im el 12'1305 mm1 id slona abam.9'(229 mm)cl U"Wow 'This asurma nernmlm•of 12'(305mn1 of gale aeays 0'(229 mml or ila w tolow.9'(229 rm1) rldMbin,4'(229 nut)al rw"inU,0040%s9mie amds3y. (no spaom28'1152 min)dAav pi mixer.and 40%9onrt vownly Snipping 15 cWtierupaM 7 and caps+pallet nr 7 pallelS!lfUCx (%.min) I¢yryYi II Y1 45P .Sa' )1 Ir143 mnl I11a9 min) IB63 mm BW(2ie4 1.1,11INSTALLED 45 tY' 1143 mini PACLAND Project#10533005 Page 46 RPI Drugstore Storm Drainage Report Arlington, Washington Storage Volume Per Chamber/End Cap H3 Trl Amount a1 Stone Per Chamber Bare Chamber;End Cap and Stone FNGLI&H Stone Foundation Depth Unit Volume—Stone foundation Weis(td9 In. 12 in. 15 In. 13ie. Storage Depth In.(mm) MC-3500 9.1(6A) 97(6.9) 10A(73) 11.1(7.81 IF(MI) 9(222) 112(305) 15(381) 18(4197( End Cap 4,1(2.9) 43(3,01 1.5(3.2) 4,7(33) MC-3500 Chamber 109 9(311)178.9(5 06)184.0(521)189.2(535) 194.3(5.5) MIMIC ko(m-1 929 man 305 min 331 all 4671n1e MC-3500 End Cap 149(0,42)46.0 0 33) 47 71t 35) 49.4(1.40)51.1(1.45) MC-350D 822014.9) 8831(5.3) 9443(5.61 10054(6.01 NO IE:Assumes 40%pona*for the slow pkAs the chamtwiend rap vohpne.End Ead Cap 3699{2 P) 3900(2.3) 4100(24) 4301(2 6) Cap vnrumc assumes V i 152mm)stone penmeter, NOTE.Assumes 12'(305 rem)of srone abDrM1.and 9'(229 mm)row spacwrp,and 6 j 152mm)of perbnetor stone in front of end caps Yoltete of Excawtlon Per ChatltbeyEad Cap In yd3(Mill Stone Foundation Depth in.(mm) 9PM 12(3115) 15(381) 19(457) MC-3500 124(9.5) 128(9.8) 13.3(102) 13.8(105) End Cap 41(3.11 4213,2) 4,4013) 4,5(35) NOTE Assumes 9'f 229 mm)of separation between chamber rows.6'(152 mm)of perimeter in front of and caps,and 24'(610 mm)of cover.The vowme of excavation wdf vary as depth of covw mcreases. General Cross Section CHAMWHS SHALL MEET ASTM F Nil•STANDARD CIIAMN.FG SHALL CONFORM to I HE REOUIICEMEl1i9 lY 9PEGIFICATIpN FOR POLYPROPYLENE iPPI CDRRUOATFD ASTMi27S SHALL DARD CONFORACT IHE KEOUIRA FOR MLNIS WALL SIOMMWATER COALECTON C HAMBEJtS' At DE K314 OF TIFNgPLASTC CCRRUC.ATED WALL MC,3500CHM6ER STOMWATER COLLECTION CHAMBERS' NDIMNAL 30.2 INCH rig mm-51—11 CLEAN. COIpACTED FILL MATERIALS CRUSHETI.AN0IAAR 9'TONE UASHI D MA3 03 A W SiCW_SUM-3 ALLMNE0) NON-WOVEN[3E01`Exmfr ALL -PAVE ENI AROUND ANGULAR Slow r--'iMw I i ' mm11 2r .". l elrX ml M.IN` g•MN r ITs¢1Mnl 1 t �I I 45-11143 Y IY2g mml MM. �MC1•U]ilL1 CAP o't72A 1195tl 1 '7•['rd rvl•INN suBDIv1DE saL., J NOTES 1. THIS CROSS SECTION PROVIDES GENERAL INFORMATION FOR THE MC-3500 CHAMBER STORMTECH MC-3500 CHAMBERS MUST BE DESIGNED AND INSTALLED IN ACCORDANCE WITH THE 1AC.350G DESIGN MANUAL AND MC-3500 CONSTRUCTION GUIDE, 2. PROPERLY INSTALLED MC-3500 CHAMBERS PROVIDE THE LOAD FACTORS SPECIFIED IN THE AASNTO LRFD BRIDGE OES61N SPECIFICATIONS FOR EARTH AND LIVE LOADS WITH CONSIDERATION FOR IMPACT AND MULTIPLE PRESENCES. 3. PERIMETER STONE MUST ALWAYS BE BROUGHT UP EVENLY WITH BACKFILL OF BED.PERIMETER STONE MUST EXTEND HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH STRAIGHT OR SLOPFD SIDEWALLS. 64 StormTech- Ta Arm" faile rkAYkAln•RAWIAI W Rprw Uui44 -9 NfvrsiLm aj 79Irmood Read,Swle 3 1 Rocky Hill 1 Connechcul 1 007 8100.529 818B 1888.892 2694 I fair 866-328,8401 1 tan 8%529-8040 1 w#w3l emisr ti Lunt ADS'TLYms and Conditions of Sale'are available nn the ADS wehstle,www.ads pipr,cam Aovark;ed Drainage Systerrs,the ADS logo and the green slr,pe are registered VadMFXS of ALwanced Drainage Syslelw. Stormlech'is a registered traoemark of S1em1Tech,hie The Green Building Counril Mel Ingo is a registeren trademark of Ihn U S.Gann Building CDuncil 5 1 50 9119 02014 Printed on recycled paper 4t 7011 AdvMncad Dmirotge SyMonts,Im.. PACLAND Project#10533005 Page 47 RPI Drugstore Storm Drainage Report Arlington, Washington Appendix D - Geotechnical Reports PACLAND Project#10533005 Page 48 RPI Drugstore Storm Drainage Report Arlington, Washington APPENDIX A SUBSURFACE EXPLORATION PROCEDURES AND LOGS Field Exploration Description Our field exploration for this project included three borings and two cone penetrometer tests completed in February 2017. The approximate exploration locations are shown on the enclosed Site and Exploration Plan, Figure 1. The exploration locations were determined by measuring distances from existing site features with a fiberglass tape relative to preliminary Site Exhibit prepared by PACLAND dated December 21,2016- As such,the exploration locations should be considered accurate only to the degree implied by the means and methods used to define them. Soil Borings The borings were advanced using a truck-mounted drill rig operated by an independent drilling company (Environmental Drilling,Inc.)working under subcontract to ZGA. The borings were advanced using hollow stem auger drilling methods. A geologist from our firm continuously observed the borings, logged the subsurface conditions encountered,and obtained representative soil samples. All samples were stored in moisture-tight containers and transported to our laboratory for further evaluation and testing. Samples were obtained by means of the Standard Penetration Test at 2.5-to 5-foot intervals throughout the drilling operation. The Standard Penetration Test (ASTM D 1586) procedure consists of driving a standard 2-inch outside diameter steel split spoon sampler 18 inches into the soil with a 140-pound hammer free falling 30 inches. The number of blows required to drive the sampler through each 6-inch interval is recorded,and the total number of blows struck during the final 12 inches is recorded as the Standard Penetration Resistance,or"blow count'(N value). If a total of 50 blows are struck within any 6- inch interval,the driving is stopped and the blow count is recorded as 50 blows for the actual penetration distance. The resulting Standard Penetration Resistance values indicate the relative density of granular soils and the relative consistency of cohesive soils. The enclosed boring logs describes the vertical sequence of soils and materials encountered in the borings, based primarily upon our field classifications. Where a soil contact was observed to be gradational,our logs indicate the average contact depth. Where a soil type changed between sample intervals,we inferred the contact depth. Our logs also graphically indicates the blow count,sample type,sample number,and approximate depth of each soil sample obtained from the borings. Groundwater monitoring wells were installed in all three borings completed for this project to monitor fluctuations in groundwater levels over time. Cone Penetrometer Tests(CPTs) The exploratory probes were advanced with an electric cone penetrometer, using a truck- mounted probe rig operated by an independent firm working under subcontract to ZGA. Due to the presence of gravelly fill soils mantling the site,each probe location was predrilled with a solid PACLAND Project#10533005 Page 49 RPI Drugstore Storm Drainage Report Arlington, Washington stem auger to a depth of about 11 feet. An engineering geologist from our firm continuously observed the probes while electronic monitoring equipment in the probe rig automatically logged the subsurface conditions. After each probe was completed,the probehole was backfilled with a bentonite and water grout. Throughout the probing operation, soil and groundwater properties were measured at 5- centimeter depth intervals by means of the Cone Penetration Test(CPT)as per ASTM: D-3441. This testing procedure involves pushing a standard 1.5-inch diameter steel cone penetrometer into the soil with hydraulic rams. A cone penetrometer consists of a conical tip, a cylindrical sleeve,and a pressure transducer. As the penetrometer is pushed downward,the tip resistance, sleeve friction,and porewater pressure are measured electronically and plotted as a function of depth. Through interpretation,the resulting graphs can reveal soil types and groundwater levels, as well as the relative density of granular soils and the relative consistency of cohesive soils. The enclosed CPT graphs present the vertical plots of several soil properties and groundwater pressures measured by the cone penetrometer at each probe location. These graphs also depict the Standard Penetration Resistance (N60) corresponding to each test interval, based on published conversion charts. The enclosed CPT Probe Logs describe the vertical sequence of soils encountered at each probe location, based primarily on interpretation of the CPT graphs and supported by correlation with logs of nearby borings. PACLAND Project#10533005 Page 50 RPI Drugstore Storm Drainage Report Arlington, Washington Bonno Location: See Figure 1,Site and Exploration Plan Drilhna Comoanv:EDI,Inc. Bore Hole Dia. 6" To Elevation: N/A Drilling Method: Hollow Stem Auger Hammer Type.Auto B-1 Date Drilled: 2117/2017 Dill gia "ll Truck Loaned by BGF SOIL DESCRIPTION PENETRATION RESISTANCE iblowenootl l�l r Standard Penetration Test c c . The stratification lines represent the approximate boundaries CL Hammer Weight and Drop: V a 4) between soil types. The transition may be gradual. Refer to report text and appendices for additional information, to P Q C9 0 20 40 60 to 0 \0 to 2 Inches crushed rock(parking area) ----------------------------------------- Medium dense,moist,brown,SAND with gravel Medium dense,moist to wet,brown,SAND with gravel to s.1 T is 2e gravelly SAND,some silt(Recessional Outwash) Il 5 ) Dense.wet.brown,SAND with gravel,trace silt(Recessional S-2 T is sa GSA Outwash) 11 Medium dense,wet,brown-gray,sandy GRAVEL,trace to s-3 t2 as GSA some silt(Recessional Oulwash) 10 -------------------------------------------- Drill action smoother at approximately 11 feet) Medium dense,saturated,brown,SAND.trace silt ;. t6 -,. _._ _�. _.. (Recessional Outwash) S.t 1s GSA : : ''unse,saturated,brown.SAND.some gravel(Recessional s-6 T 1B r;= 49 i-)-dwash) X. X. X,. T X ' Medium dense.saturated,brown,SAND with gravel,some silt s s I to { n csA (Recessional Outwash) 1 t 25 SAMPI F I FGFND GROUNDWATER LEGEND %Fines(<0.075 mm) I2-Inch O.D.split spoon sample Q Clean Sand O %Water(Moisture)Content 3-Inch I.D.Shelby tube sample ® Bentonite Plastic Limit I-- ) Liquid Limit Grouticoncrete Natural Water Content ® Screened Casing Arlington Drugstore TESTING KEY ❑ Blank Casing 7423 204th Street NE GSA=Grain Size Analysis Groundwater level at Arlington,WA time of drilling(ATD)or 200W=200 Wash Analysis _ on date of Date: FEB 2017 Project No.: 1767.01 Consol.=Consolidation Test measurement. Alt.=AtlerbergLlmtts Zipper Geo Associates BORING LOG: B 19023 36th Ave.W.Suite D -1 Lynnwood,WA PACLAND Project#10533005 Page 51 RPI Drugstore Storm Drainage Report Arlington, Washington Bonne Location* See Figure 1,Site and Exploration Plan Drilbna Comoanv:EDI,Inc. Bore Hole Dia.,6" Too Elevation. N/A Drilling Method: Hollow Stem Auger Hammer Type:Auto B-1 Date Drilled: 2/17/2017 Drill q B-61 Truck Loaned by- BGF SOIL DESCRIPTION PENETRATION RESISTANCE tblowaHoott l�l r 3A Standard Penetration Test -E The stratification lines represent the p approximate boundaries =a � m between soil types. The transition may be gradual. Refer to Q Hammer Weight and Drop: 3 H report text and appendices for additionaf information. rn E Q 0 0 20 40 60 m 25 : . [€€ Ili! i[ € ( IE IIi if ii 7 € ( ! ItF i€� il� ij € l if ji(j If l E ; IF Medium dense,saturated,brown,SAND,some silt (Recessional Oulwash Is (R ) - II F jij 3ij f€ ?j li 30 ! ! € li I iE Medium dense,saturated,brown.SAND,with silt u GSA(Recessional Outwash) 35 it Ij ji j Ijii i li €i j€€j I? i ;••€ jl€i j€i Medium dense.saturated,brown.fine to medium SAND.trace s-s is 7 ' ' '' '' ' ' ' rr T Ii€i i€ li i € sill(Recessional Outwash) 40 JiL 71€1 If F� EE Iji€ €€ Medium dense,saturated,brown,fine to medium SAND.trace s to t3 WAsilt(Recessional Oulwash) I is _ j 's 5 3fF 31F 3i ti li if Medium dense,saturated,brown,fine to medium SAND.trace T +•�e I :` F e s silt(Recessional Outwash) Boring completed at 49 feet on 2117/2017,Groundwater i€€ !€€€€I 0 measured at 13.95 feet on 3.1.17.Well to ID:BIZ 339 €j i !j€ `•. !j€ `•: !! !i`•: SAMPI F I EGEND GROUNDWATER LEGEND O %Fines(<0.075 mm) I2-Inch O.D.split spoon sample Q Clean Sand O %Water(Moisture)Content 3-Inch I.D.Shelby tube sample ® Bentonite Plastic Limit I-- ) Liquid Limit Grouticoncrete Natural Water Content ® Screened Casing Arlington Drugstore TESTING KEY ❑ Blank Casing 7423 204th Street NE GSA=Grain Size Analysis Groundwater level at Arlington,WA time of drilling(ATD)or 200W=200 Wash Analysis on date of Date: FEB 2017 Project No. 1767.01 Consol.=Consolidation Test measurement. Att.=Anerberg Limits Zipper Geo Associates BORING B-� 19023 36th Ave.W.Suite D LOG: Lynnwood,WA Page 2 of 2 PACLAND Project#10533005 Page 52 RPI Drugstore Storm Drainage Report Arlington, Washington Bonno Location: See Figure 1,Site and Exploration Plan Drilling Comoanv:EDI,Inc. Bore Hole Dias 6" Top Elevation: N/A Drilling Method: Hollow Stem Auger Hammer Type.Auto B-2 Date Drilled: 2/17/2017 Drill gift; B-61 Truck Loosed by- BGF SOIL DESCRIPTION PENETRATION RESISTANCE iblowan000 l�l z 3 ♦ Standard Penstrabon Test The stratification lines represent the p approximate boundaries z2 12L � Hammer Weight and Drop: V w cai between soil types. The transition may be graduaf Refer to Q ; f report text and appendices for additional information, to E Q (9 0 20 40 60 m 0 2 to 3 inches weeds and gravelly sand I----------------------------------------- Medium dense,moist,broom,SAND with gravel Medium dense,moist,brown to dark brown,SAND with st I to 2r gravel,some silt(Recessional Oulwash) 1 5 � Medium dense.moist to wet,brown,SAND with sub angular s 2 I to 19 GSA to rounded gravel.some silt(Recessional Outwash) 1 Medium dense,wet,brown with oxide mottling grading to 5-3 is zs GSA gray-brown,gravelly SAND,trace silt(Recessional Oulwash) 10 ------------------------------------------- (Dnll action smoother at approximately 11 feet) Medium dense,wet to saturated.brown,SAND,trace sill s-s I to is GSA (Recessional Outwash) 1 15 —' Loose,saturated,brown,fine to medium SAND.trace silt S T to to (Recessional Outwash) Il — Boring completed at 19 feet on 211 712 01 7.Groundwater 20 measured at 15-82 on 3.1.17.Well tag ID:BIZ 340 5 ulA P F l F. ND GROUNDWATER LEGEND 0 %Fines(<0.075 mm) I2-Inch O.D.split spoon sample Q Clean Sand O %Water(Moisture)Content 3-Inch I.D.Shelby tube sample ® Bentonite Plastic Limit I Liquid Limit Grouticoncrete Natural Water Content ® Screened Casing Arlington Drugstore TESTING KEY ❑ Blank Casing 7423 204th Street NE GSA=Grain Size Analysis Groundwater level at Arlington,WA time of drilling(ATD)or 20OW=200 Wash Analysis on date of Date: FEB 2017 Project No. 1767.01 Consol.=Consolidation Test measurement. All.=Atterbera Limits Zipper Geo Associates BORING 19023 36th Ave.W.Suite D LOG: B-2 Lynnwood,WA Page 1 of t PACLAND Project#10533005 Page 53 RPI Drugstore Storm Drainage Report Arlington, Washington Boring Location: See Figure 1,Site and Exploration Plan Drilhna Comoanv:EDI,Inc. Bore Hole Dia.,6 To Elevation: N/A Drilling Method: Hollow Stem Auger Hammer Type:Auto B-3 Date Drilled: 2117/2017 Drill a "l Truck Loaaed by- BGF SOIL DESCRIPTION PENETRATION RESISTANCE tblowsnooll sn l�l r Standard Penetration Test c c The stratification lines represent the approximate boundaries z a y between soil types. The transition may be gradual- Refer to &Q Hammer Weight and Drop: 3 report text and appendices for additional information. N P 0 0 20 40 60 m 1,0 to 2 inches crushed rock(parking area) ------------------------------------------- { Medium dense,moist,brown.SAND with gravel Medium dense wet,brown,gravelly SAND,trace to some silt 5•1 T 10 13 (Recessional Outwash) 1 5 Very dense,wet,brown to gray-brown,gravelly SAND to sz T 12 5? sandy GRAVEL,trace to some silt(Recessional Outwash) 11 - - Dense.wet,gray-brown to gray,sandy GRAVEL,trace to 5-3I 1s as some silt(Recessional Outwash) tp ------------------------------------------- (Drill action smoother at approximately 10 feet)Loose,wet to saturated.brown,SAND,Vote sill(Recessional s a I 19 � s Outwash) ,=e:.} 15 c i Loose,saturated,brown,SAND trace silt(Recessional s-6 1e ;— 10 Outwash) _ I = Boring completed at 19 feet on 211 712 01 7.Groundwater 20 measured at 13-95 feet on 3-1.17.Well tag ID:BIZ 341 5 uA PLF I F NOD GROUNDWATER LEGEND O %Fines(<0.075 mm) I2-Inch O.D.split spoon sample Q Clean Sand O %Water(Moisture)Content 3-Inch I.D.Shelby tube sample ® Bentonite Plastic Limit f--E) Liquid Limit GrouUConcrete Natural Water Content ® Screened Casing Arlington Retail TESTING KEY ❑ Blank Casing 7423 204th Street NE GSA=Grain Size Analysis Groundwater level at Arlington, WA time of drilling(ATD)or 20OW=200 Wash Analysis on date of Date: FEB 2017 P'oject`,o 1767.01 Consol.=Consolidation Test measurement. Att.=AtterbergLlmds Zipper Geo Associates BORING LOG: B 19023 36th Ave.W,Suite D -3 Lynnwood.V-IA PACLAND Project#10533005 Page 54 RPI Drugstore Storm Drainage Report Arlington, Washington Zipper Geo Operator: Romanelll CPT Dalefrome: 311/2017 8:13:31 AM Sounding CPT-01 Location: Arlington Cone Used: DDG1263 Jab Number: 1767.01 GPS Data:NO GPS Top Resistance Frictwn Ratio Pore Pressure Soil Behavior Type' SPT N' OI TSF Fsr'Ot(90} Pw PSI Zone:UBC.1983 60%Hammer 0 5I10 0 5 -8 6 0 12 0 80 n 1 1 I • 1 1 1 ; 5 •1•• •M• 1 1 •1 1 '1• 1 1 I 1 1 1 1 1 1 1 1 1 1 • 1 I 1 I I�1T7r I 1 1 � • 1 1 1 1 1 1 1 1 • 1 1 1 1 1 �i � 1 1 1 • 1 • 1 1 I 1 I •. 1 1 1 1 1 1 1 1 1 10 _�__ __I_ _�__•. _1_I_J_LJ �_•� I 1 1 •. 1 1 1 1 1 �•• I 1 I 1 I • 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1111 1.16J ll.l_rJJJ 111 _ll J_•l J- • 1 1 1 1 1 1 1 r 1 r 1 1 . 1 • 1 1 1 i 1 1 1 1•r l l r r 1 1 • 1 1 1 I 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1111 1 I I 1 1 1 1 1 I • 1 1 1 1 1 1 1 1 I 1 1 1 1 1 • 1 1 1 1 1 I 1 1 1 1 1 1 1 20 _ 1 _L_\_1_J_J_!_ J_J___.L _1__J_lJ I\•_ _J11 _1_JJ_ll_ • • �1 1 1 • • 1 1 1 1 1 1 1 1 1 1 r l 1 1 • • 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 • 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 • 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 r l r 1 1 • • 1 • 1 1 1 1 1 • 1 1 1 1 1 • . r 1 I . . . • • 1 1 1 • r Depth . _!____i_T_T___J_ _t Lt � 1 1 1 1 1 I --�--' I 1 1 1 ; I 1 1 1 1 1 1 • 1 1 ; 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 I 1 I 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 • • 1 1 1 I r 1 1 � 1 1 1 1 1 1 1 1....•.•� 1 1 1"i"i""i"f'T"7'�'i' r'T"1"1"f1 fi.'.".1TTTr .'7•r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 � • � . 1 � 1 1 1 • • 1 1 1 1 1 1 1 1 1 1 • 35 1 • I r r 1 1 r 1 . 1 -•_ r 1 1 1 1 r ' r l Ilr...•.rr r�--r-r-r-r-�-i--1" �-:--1- r rr-rl-r� rrrl�,ttr �-r--rrr-1 1 . 1 1 1 • • I 1 1 I � 1 1 I I l r r l � � . 1 rlrll • . I 1 1 1 1 1 1 I I � 1 1 1 � 1 • 1 ; ; 1 • 1 1 1 1 45 -r-•-„ r- -r.r • 1• 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 • 1 1 1 I � 1 1 1 1 1 I I I 1111 1 1 1 I 1 1 1 1 1 • . I . r 1 1 1 1 I 1 •1 1 1 1 r 1 . 1 1 1 � 1 � � �1..r.r r r.l • 1 r 50 Maximum Depth-7.22 feet Depth Increment-0.164 feet t sensitive fine grained 04 silty clay to clay 0 7 silty sand to sandy silt Nio gravelly sand to sand 2 organic material 0 5 clayey silt to shly clay 8 sand to silly sand ■11 very stiff fine grained('1 3 clay 0 6 sandy sill to clayey silt -3 9 sand 0 12 sand to clayey sand('1 'Soil behavior type and SPT based on data from UBC-1983 PACLAND Project#10533005 Page 55 RPI Drugstore Storm Drainage Report Arlington, Washington Zipper Geo Operator Romanelli CPT Date+Time: W120179:11:51 AM Sounding CPT-01a Location: Arlington Cone Used: DDG1263 Job Number: 1767.01 GPS Data:NO GPS Tlp Resistance Friction Ratio Pore Pressure Soil Behavior Type' SPT N' Of TSF FSrQt(%) Pw PSI Zone:UBC.1983 60%Hammer 0 500 0 5 -8 6 0 12 0 80 0 I 1 1 1 1 1 1 I 11..•1111 1 1 I 1 1 1. 1 1 1 1 1 1 1 1 . . I Il..,r••1.1 I . I r 1 11 1 I I I r 1 1 1 1 I r 1 1 I I 1 1 IIII.r•11 11 . . 11 1 1 1 1 1 1 1 1 I r 1 1 1 I r 1 1 . . I I 111.••..1 . 1 1 I I 1 1 1 5 .- M 1 •y. 1- -1• •1- 1• •1- 1 1 1 1 1 I 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 • 1 • 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 10 1 1 1 1. 1 I . I 1 r I . 1 I ��••r 1 1 1 1 . r . 1 I 1 1 I 1 1 I I• I 1 1 1 1 1 I I 1 1 I 1 1 1 1 1 1 1 1 1 1 1 7�� J_J-_1__1_.l.L_ _ J.J__.. _1.._J. J ,L 1 .1.1 J—♦/ 1 1 I 1 1• . 1 . 1 1 . 1 1 . 1 1 . 1 1 . 1 • 1 I I I 1 1 1 1 1 1 1 1 I 1 1 1 1 1 I 1 1 1 1 I 11 1 I 1 1 I 1 1 1 1 1 1 1 I 1 1 I 1 � • . r 1 i 1 1 1..•1 1 . 1 . 1 1 1 1 20 J_J_J_.1__l_L—J-J_J_ J_J_!_-L r-1-•.J-lJ 1...._.JJJJL -1_1J—l!J 1 1 I • . r 1 . . 1 . • 1 • • 1 1 1 1 ��r.•••I... 1 1 • I . 1 1 � • 1 1 1 1 1 1 1 1 1 1 1 1 1 i l l. • 1 I • 1 . �1 1 1..•.1 • 1 • 1 1 1 1 1 1 1 1 I • 1 • 1 1 • . 1 1 �I••.•••••1 1 1 1 r 1 1 I 1 1 I 1 1 1 1 1 1 • 1 1 i • I 1 1 1 I 1 1 1 1 1 1 1 1 1 � • 1 1 1 1 1 I 1 1 1 1 1 1 111 .11 1 1 1 1 • 1 • 1 1 1 1 1 1 1 � • 1 1 • 1 1 1 1 1 � • 1� • 1 . I 1 1 I • • . • • 1 1 1 . 1-1-11- 1 � .——_ —�1 ---�--—— Depth -----�-� i-7------1- I T --0l1-l -- � lei 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 I 1 I 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 • • 1. • I r 1 1 1 1 1 1 i l l 1 I.I•.•..I 1 3fj 1 :.."i" I •. . . 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 11 I 1 . I I I I I I I .1111 1 35 I . I r r 1 —1— r 1 1 1 1 1 � 1 1 I11.1.••11 r�--r-r-r-r-�-i--1- �-:--1- I rr-rT-r� rn���ttr �-r--rrr-1 • I 1 I � 1 1 I 11 1 1 1 1 •10 — — 1 — ' — 1 — ———— 1 1 ... I 1 I � • 1 1 1 1 1 1 1 1 I 1 1 I 1 1 1 � 1 111 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 45 -li - -r-�-�•__ - -•-r rr4 1• 1 � 1 1 1 1 • I r l 1 1 1 1 1 1 1 1 I111 / 1 1 1 1 � 1 1 1 1 1 111 1111 1 1 1 1 1 1 I 1 1 . . . • 1 1 1 I 1 . 1 I . 1 � 1 � � 11 1.1..•1.1 I I I � � I 50 Maximum Depth-18.54 feet Depth Increment-0.164 feet f sensitive fine grained 04 silty clay to clay 0 7 silty sand to sandy silt 0 10 gravelly sand to sand 2 organic material 0 5 clayey silt to slify Gay 8 sand to silly sand N 11 very stiff fine grained(') 3 clay 6 sandy silt to clayey silt i 9 sand 0 12 sand to clayey sand(') 'Pre-drilled t I ft 'Pre-dnlled I i it •Soil behavior type and SPT based on data from UBC-1983 PACLAND Project#10533005 Page 56 RPI Drugstore Storm Drainage Report Arlington, Washington Zipper Geo Operator: Romanelll CPT Dale+Tlme: 3/1/2017 10:20:10 AM Sounding CPT-02 Location: Arlington Cone Used: DDG1263 Job Number: 1767.01 GPS Data:NO GPS Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type* SPT N' at TSF Fs'Ot(%j Pw PSI Zone:UBC-1983 601/.Hammer 0 500 0 5 -8 6 0 12 0 80 0 1 I 1 1 1 1 1 I I t 11 1 I I I111 I111 1 1 1 I t I I l t r I I I I .III 11 1 1 1 1 1 1 1 1 1 1 1 I I t I II11 I . 1 1 1 1 1 1 1 1 1 1 I 1 1 I ..III I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1•1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 10 _�__L_._L_�_._�- L• _LLJ_ LI....J. 1 1 1 1 1 1 1 • 1 1 1 I I11111. 111 1 1 1 I 1 1 I II It1111�I 1 1 1 1 I 1 I 1 1 1 11 11 1 1 1..Ira I 1 1 1 1 1 1 1 1 1 1 1 11 1. l 1 1 1 1 1 1 1 I�� 11111 1 15 �_ r _l_�.L-'''--'- '-'-- .a_ .LJ ul-L�_u��L�r I 1 1 1 I I • • 1 20 L_a_J___ a_J-__ _ _I_ 4 IiLI -'1 1 1 1 1 •. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 L_1 1 1 1 1 . 1 _!_I_1_'_ !I C7CGth _____ ________ ' 1 1 1 r 1 1 I 1 1 1 1 1 1 I 1 1 I 1 I I 1 1 1 1 1 I 1 1 t 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 0 1 T" 1 f1 Trr ti41 i I I 1 1 1 I I 1 1 1 1 1 1 i 1 1 1 1 1 1 1 I I 1 1 1 • I • 1 1 r 1 1 I 1 1 1 1 9� _ I _ 1 1 1 i 1 1 1 1 l' •--1- r -(-7-1-1--1- 1-1--1--f r T-fl-f1 T fT 1-fTl 1 I I I . 1 1 1 1 I 1 1 1 I 1 I111.1 I 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .1r1 1 1 1 1 . 1 .�__I__r- -r-i- --1- �'�-�--r -r-r 4-r-1 -rr r4- 1 I 1 1 1 I I 1 1 I I I 1 1 1 1 • I 1 1 I 1 I 1 • 1 1 1 1 I I 1 1 45 I I 1 I i I 1 1 I 1 1 1 1 1 1 1 1 1 1 1 I I r 1 1 1 1 1 1 I I r r i i 1 1 1 I ; I So Maximum Depth.50.20 feet Depth Increment-0.164 feet 01 sensitive fine grained 04 silly clay to clay 07 silty sand to sandy silt Elo gravelly sand to sand 2 organic material 0 5 clayey silt to slly clay 8 sand to silty sand ■11 very stiff fine grained(*) 3 clay 0 6 sandy sill to clayey sill it 9 sand 0 12 sand to clayey sand(I 'Pre-drilled l l n 'Pre-dnlled I i It 'Soil behavior lype and SPT based on data from UBC-1983 PACLAND Project#10533005 Page 57 RPI Drugstore Storm Drainage Report Arlington, Washington Appendix E - Hydrologic Model Calculations PACLAND Project#10533005 Page 58 RPI Drugstore Storm Drainage Report Arlington, Washington WWHM2012 PROTECT REPORT PACLAND Project#10533005 Page 59 RPI Drugstore Storm Drainage Report Arlington, Washington General Model Information Protect Name- Arlington Drugstore Site Name. Arlington Drugstore Site Address. 7423 204th SI NE City' Arlington Report Date &3012017 Gage: Everett Data Start: 1948.10101 Data End 2009/09/0 Timestep 15 Minute Precip Scale- 1 20 Version Date. 2016'0215 Version- 4.2.12 POC Thresholds Low Flow Threshold for POC t 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year Ar-t.ip.nouprie„, 07DW17 9:4 02 AM Pace 1 PACLAND Project#10533005 Page 60 RPI Drugstore Storm Drainage Report Arlington, Washington Landuse Basin Data Predeveloped Land Use Basin t Bypass: No GrounclWater. No Pervious Land Use acre C. Forest, Flat 2.49 Pervious Total 249 Impervious Land Use acre Impervious Total 0 Basin Total 2.49 Element Flows To: Surface Interflow Groundwater A*notM nn,pNem 6/30-2017 9 Z f 09 AM Paw PACLAND Project#10533005 Page 61 RPI Drugstore Storm Drainage Report Arlington, Washington Mitigated Land Use Basin t Bypass No GroundWater No Pervious Land Use acre C. Lawn. Flat 0.51 C. Pasture, Flat 0.23 Pervious Total 074 Impervious Land Use acre ROOF TOPS FLAT 0.44 SIDEWALKS FLAT 012 PARKING FLAT 1 19 Impervious Total 1.75 Basin Total 249 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 1 Gravel Trench Bed I Af%tq o►nwpblom 6 JOh?01>'D 2 102 AM Paps A PACLAND Project#10533005 Page 62 RPI Drugstore Storm Drainage Report Arlington, Washington Routing Elements Predeveloped Routine AO"rpton DWSIOM W30,7017 9 21 02 A#1 P:qv 5 PACLAND Project#10533005 Page 63 RPI Drugstore Storm Drainage Report Arlington, Washington Mitigated Routing Gravel Trench Bed 1 Bottom Length 50.50 ft. Bottom Width: 50.001t. Trench bottom slope V. 0 To 1 Trench Lett side slope 0: 0 To 1 Trench rigght side slope 2' 0 To 1 Material thickness of first layer: 0.75 Pour Space of material far first layer: 0.4 Material thickness of second layer. 3.75 Pour Space of material for second layer, 0.84 Material thickness of third layer: 1 Pour Space of material for third layer: 0.4 Infiltration On Infiltration rate: 6 Infiltration safety factor: 1 Total Volume Infiltrated(ac ft.y 411.325 Total Volume Through Riser(ac-h.ff: 0 Total Volume Through Facility lac-ft.): 411.326 Percent Infiltrated: 100 Total Prec►p Applied to Facility- 0 Total Evap From Facility: 0 Discharge Structure Riser Height- 4 5 it. Riser Diameter: 12 in. Element Flows To: Oullet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet) Aree(ac.) Vofume(sc-ii.) gischarge(cfs)Infill(cfs) 0.0000 0.058 0.000 0.000 0.000 0,0611 0.058 0.001 0.000 0.350 0.1222 0.058 0.002 0.000 0.350 0.1833 0.058 0.004 0.000 0.350 0.2444 0.058 0.005 0 000 0.350 0.3056 0.058 0.007 0 000 0.350 0.3667 0.058 0.008 0 000 0-350 0.4278 0.058 0.009 0.000 0.350 0,4889 0.058 0.011 0 000 0.350 0.5500 0 058 0.012 0.000 0.350 0.6111 0.058 0.014 0 000 0.350 0.6722 0.058 0.015 0.000 0.350 0.7333 0.058 0.017 0 000 0.350 0.79" 0.058 0.020 0.000 0.350 0.8556 0.058 0.023 0 000 0.350 0.9167 0.058 0.025 0.000 0.350 0.9778 0.058 0.028 0.000 0.350 1.0389 0 058 0.031 0.000 0.350 11000 0.058 0.034 0.000 0.350 1.1611 0.058 0.037 0.000 0.350 1.2222 0.058 0.040 0.000 0.350 1.2833 0 058 0.043 0.000 0 350 1.3444 0 058 0.046 0.000 0.350 1.4056 0.058 0.049 0.000 0 350 •.i CIA ra n�►••�nm e,V11 � - .$ ,'%Oi I..'u,r. PACLAND Project#10533005 Page 64 RPI Drugstore Storm Drainage Report Arlington, Washington 1.4667 0 058 0.052 0.000 0.350 1.5278 0 058 0.055 0.000 0.350 1.5889 0 058 0.058 0.000 0.350 1.6500 0.058 0.061 0.000 0.350 1.7111 0 058 0.064 0.000 0.350 1.7722 0-058 0.067 0.000 0.350 1.8333 0 058 0.070 0.000 0.350 1.8944 0 058 0 073 0 000 0.350 1.9556 0 058 0.076 0.000 0.350 2.0167 0.058 0.079 0.000 0.350 2.0778 0-058 0.082 0.000 0.350 2.1389 0 058 0.085 0.000 0.350 2.2000 0 058 0.088 0.000 0.350 2.2611 0 058 0.091 0.000 0.350 2.3222 0-058 0.094 0.000 0.350 2.3833 0.058 0.097 0.000 0.350 2.4444 0.058 0.100 0.000 0.350 2.5056 0 058 0.103 0.000 0.350 2.5667 0 058 0.106 0.000 0.350 2.6278 0-058 0.109 0.000 0.350 2.6889 0 058 0.112 0.000 0.350 2.7500 0 058 0.115 0.000 0.350 2.8111 0.058 0.118 0.000 0.350 2.8722 0-058 0.121 0.000 0.350 2.9333 0 058 0.124 0.000 0.350 2,9944 0 058 0.127 0.000 0.350 3.0556 0.058 0.130 0.000 0.350 3.1167 0.058 0.133 0.000 0.350 3.1778 0-058 0.136 0.000 0.350 3.2389 0 058 0,139 0,000 0,350 3.3000 0.058 0.142 0.000 0.350 3.3611 0 058 0.145 0.000 0.350 3.4222 0.058 0.147 0.000 0.350 3.4833 0.058 0.150 0 000 0 350 35444 0 058 0.153 0.000 0.350 3.6056 0.058 0.156 0.000 0.350 3.6667 0.058 0.159 0.000 0.350 3.7278 0.058 0.162 0.000 0.350 3,7889 0.058 0.165 0.000 0.350 3.8500 0.058 0.168 0.000 0.350 3.9111 0.058 0.171 0.000 0.350 3.9722 0-058 0.174 0.000 0.350 4,0333 0 058 0.177 0 000 0.350 4.0944 0-058 0.180 0.000 0.350 4.1556 0 058 0.183 0.000 0.350 4.2167 0.058 0.186 0.000 0.350 4.2778 0 058 0.189 0.000 0.350 4.3389 0 058 0.192 0.000 0.350 4.4000 0.058 0.195 0.000 0.350 4.4611 0.058 0.198 0.000 0.350 4.5222 0-058 0.199 0.035 0.350 4.5833 0 058 0,201 0.254 0.350 4.6444 0-058 0.202 0.572 0.350 4.7056 0 058 0.204 0.942 0.350 4.7667 0 058 0.205 1.318 0.350 4.8278 0 058 0.207 1.656 0.350 4.8889 0.058 0.208 1.921 0.350 4.9500 0 058 0.209 2.101 0.350 Arlington Drugstore W30-7017 9 21 02 AM r,,n PACLAND Project#10533005 Page 65 RPI Drugstore Storm Drainage Report Arlington, Washington 5.0111 0 058 0.211 2.251 0.350 5.0722 0 058 0.212 2.382 0.350 5.1333 0 058 0.214 2.506 0.350 5.1944 0.058 0.215 2.624 0.350 5.2556 0 058 0.216 2.737 0.350 5.3167 0.058 0.218 2.846 0.350 5.3778 0 058 0.219 2.950 0.350 54389 0 058 0221 3 051 0.350 5.5000 0 058 0.222 3.149 0.350 Arington Drugstore W30-70t 7 9 21 02 AM Page 8 PACLAND Project#10533005 Page 66 RPI Drugstore Storm Drainage Report Arlington, Washington Analysis Results POC 1 + Predeveloped + tArtiga:ed Predeveloped Landuse Totals for POC 01 Total Pervious Area: 2.49 Total Impervious Area: 0 Mitigated Landuse Totals for POC 01 Total Pervious Area. 0.74 Total Impervious Area- 1.75 Flow Frequency Method: Log Pearson Type III 178 Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0083665 5 year 0.128345 10 year 0.162803 25 year 0.212103 50 year 0253162 100 year 0298065 Flow Frequency Return Periods for Mitigated POC #1 Return Period Flow(cfs) 2 year 0 5 yeai 0 10 year 0 25 year 0 50 year 0 100 year 0 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC$1 Year Predeveloped Mitigated 1949 0.084 0 000 1950 0.085 0 000 1951 0.076 0.000 1952 0.060 0.000 1953 0.051 0 000 1954 0.273 0-000 1955 0.108 0.000 1956 0.095 0.000 1957 0.118 0.000 1958 0.085 0.000 nr-tvw nitiplo", b'3MI s O 21 02 AM PMV 9 PACLAND Project#10533005 Page 67 RPI Drugstore Storm Drainage Report Arlington, Washington 1959 0.084 0.000 1960 0.079 0.000 1961 0.149 0 000 1962 0.073 0.000 1963 0.121 0.000 1964 0.087 0-000 1965 0.073 0 000 1966 0.043 0.000 1967 0.086 0.000 1968 0.105 0.000 1969 0.255 0.000 1970 0.060 0.000 1971 0.095 0.000 1972 0.070 0.000 1973 0.066 0.000 1974 0.143 0 000 1975 0.058 0 000 1976 0.060 0.000 1977 0.051 0.000 1978 0.060 0.000 1979 0.167 0 000 1960 0.076 0 000 1981 0.061 0 000 1962 0.080 0.000 1983 0.136 0.000 1984 0.082 0 000 1985 0.099 0 000 1986 0.234 0.000 1967 0.111 0.000 1988 0.058 0.000 1989 0.059 0.000 1990 0.078 0.000 1991 0.080 0.000 1992 0.061 0 000 1993 0 051 0.000 1994 0.056 0 000 1995 0.082 0.000 1996 0.139 0 000 1997 0.277 0 000 1998 0.051 0.000 1999 0.067 0.000 2000 0.050 0.000 2001 0.020 0.000 2002 0.076 0 000 2003 0.059 0.000 2004 0.100 0 000 2005 0,070 0 000 2006 0.186 0.000 2007 0.147 0.000 2008 0.20E 0 010 2009 0.063 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predevelooed and Miligatea POC. #i Rank Predeveloped IUttigated 1 02771 0.0101 2 0.2733 0.0000 3 0.2550 0.0000 PACLAND Project#10533005 Page 68 RPI Drugstore Storm Drainage Report Arlington, Washington 4 0.2337 0.0000 5 0.2060 0.0000 6 0.1855 0.0000 7 0.1674 0.0000 8 0.1486 0.0000 9 0.1468 0.0000 10 0.1435 0.0000 11 0 1394 00000 12 01359 0.0000 13 0.1209 0.0000 14 0.1178 0.0000 15 0,1115 0.0000 16 0.1077 0.0000 17 0.1049 0.0000 18 0.1001 0,0000 19 0.0994 0.0000 20 0,0951 0.0000 21 0.0950 0.0000 22 0.0870 0.0000 23 0.0862 0.0000 24 0.0855 00000 25 0.0851 00000 26 0.0844 0.0000 27 0.0836 0.0000 28 0.0821 0.0000 29 0.0817 00000 30 0.0803 0.0000 31 0.0797 0.0000 32 0.0786 0.0000 33 0,0784 00000 34 0.0780 0.0000 35 0.0764 0.0000 36 0.0759 0.0000 37 0,0734 00000 38 0.0726 0.0000 39 0.0701 0.0000 40 0.0697 0.0000 41 0,0666 00000 42 0.0663 0.0000 43 0.0628 0.0000 44 0.0614 0.0000 45 0.0612 0.0000 46 0,0603 0.0000 47 0.0602 0.0000 48 0.0601 0.0000 49 0.0601 0.0000 50 0.0595 00000 51 0.0588 0.0000 52 0.0584 0.0000 53 0.0577 0.0000 54 0.0557 0.0000 55 00510 0.0000 56 0.0507 0.0000 57 0.0507 0.0000 58 0.0505 0.0000 59 0.0500 0.0000 60 0.0425 0.0000 61 0.0201 00000 Arlington Drugstore &30,7017 9 21 51 AM Pape t t PACLAND Project#10533005 Page 69 RPI Drugstore Storm Drainage Report Arlington, Washington Arlington Drugstore W30-70t 7 9 21 51 AM Pape 12 PACLAND Project#10533005 Page 70 RPI Drugstore Storm Drainage Report Arlington, Washington Duration Flows The Facility PASSED Flowtcts) Predev Mit Percentage Pass,Fall 00418 20706 0 0 Pass 00440 18084 0 0 Pass 00461 14756 0 0 Pass 0.0482 12932 0 0 Pass 0.0504 11214 0 0 Pass 0.0525 9749 0 0 Pass 00546 8530 0 0 Pass 0.0568 7452 0 0 Pass 0.0589 6519 0 0 Pass 00610 5319 0 0 Pass 00632 4708 0 0 Pass 00653 4137 0 0 Pass 0.0674 3660 0 0 Pass 0.0696 3225 0 0 Pass 00717 2873 0 0 Pass 0.0739 2571 0 0 Pass 0.0760 2295 0 0 Pass 001,81 1904 0 0 Pass 00803 1681 0 0 Pass 00824 1526 0 0 Pass 00845 1400 0 0 Pass 0 0867 1282 0 0 Pass 00888 1188 0 0 Pass 00909 1106 0 0 Pass 00931 1009 0 0 Pass 00952 955 0 0 Pass 0.0973 896 0 0 Pass 00995 836 0 0 Pass 0 1016 786 0 0 Pass 0.1037 752 0 0 Pass 0.1059 700 0 0 Pass 0.1080 648 0 0 Pass 01101 623 0 0 Pass 0 1123 603 0 0 Pass 0 1144 586 0 0 Pass 01165 567 0 0 Pass 01187 543 0 0 Pass O.t 208 517 0 0 Pass 0.1229 494 0 0 Pass 0.1251 473 0 0 Puss 0.1272 459 0 0 Pass 0.1294 441 0 0 Pass 0.1315 427 0 0 Pass 0.1336 415 0 0 Pass 01358 401 0 0 Pass 0 1379 385 0 0 Pass 0.1400 368 0 0 Pass 0.1422 354 0 0 Pass 0 1443 342 0 0 Pass 0.1464 335 0 0 Pass 0.1486 323 0 0 Pass 0 1507 314 0 0 Pass 0.1528 309 0 0 Pass romu 13 PACLAND Project#10533005 Page 71 RPI Drugstore Storm Drainage Report Arlington, Washington 0.1550 296 0 0 Pass 0.1571 284 0 0 Pass 0,1592 277 0 0 Pass 0.1614 269 0 0 Pass 0.1635 260 0 0 Pass 0.1656 246 0 0 Pass 0.1678 236 0 0 Pass 0.1699 228 0 0 Pass 0.1720 212 0 0 Pass 0.1742 205 0 0 Pass 0.1763 195 0 0 Pass 0.1784 188 0 0 Pass 0.1806 179 0 0 Pass 0.1827 167 0 0 Pass 0.1849 162 0 0 Pass 0.1870 153 0 0 Pass 0.1891 146 0 0 Pass 0.1913 135 0 0 Pass 0.1934 129 0 0 Pass 0,1955 124 0 0 Pass 0.1977 114 0 0 Pass 0.1998 106 0 0 Pass 0.2019 91 0 0 Pass 0.2041 75 0 0 Pass 0.2062 64 0 0 Pass 0.2083 60 0 0 Pass 0.2105 57 0 0 Pass 0.2126 52 0 0 Pass 0.2147 43 0 0 Pass 0.2169 40 0 0 Pass 0.2190 37 0 0 Pass 0.2211 36 0 0 Pass 0.2233 32 0 0 Pass 0,2254 28 0 0 Pass 0.2275 26 0 0 Pass 0.2297 21 0 0 Pass 0.2318 16 0 0 Pass 0.2340 15 0 0 Pass 0.2361 8 0 0 Pass 0.2382 6 0 0 Pass 0.2404 5 0 0 Pass 0.2425 4 0 0 Pass 0.2446 4 0 0 Pass 0.2468 3 0 0 Pass 0.2489 3 0 0 Pass 0.2510 3 0 0 Pass 0.2532 3 0 0 Pass Arington Drugstore &30,7017 9 21 51 AM Page 14 PACLAND Project#10533005 Page 72 RPI Drugstore Storm Drainage Report Arlington, Washington Water Quality Water Quality BMP Flow and Volume for POC#t On-line facdlty volume 0 arse-feet On-line facility target flow 0 cis, Ad+usted for 15 rnrn: 0 cis OH-line facility target flow, 0 cis Adjusted for 15 min 0 cis, Af%tq ''Dupr le.n PACLAND Project#10533005 Page 73 RPI Drugstore Storm Drainage Report Arlington, Washington LID Report L[,T�mwp,. ,..�•.� r�Mi:�w•. .obm• umu.p�r .v.ler'LNOb PWOM -^n I lA raarmaro wwn Tenn r�►r.� .kwo k1uA wow 0 * Ttiamrwa W4Wram ml`s41 Tfsaw 'b'-f :)No crwpinaHn5.a Pnr_ Qrs>n tri Men.wyhalon ?7A al ]M n 71 9197area n Oo tfK Ca'"rha+n wMn t 0 D"an SsrQsrt 9a a17�to EOM nl +MM6 e Remo. Pacaw4 #j%rgta+Orupslo►n WD.7017 g 2 t 51 AM a Vv t h PACLAND Project#10533005 Page 74 RPI Drugstore Storm Drainage Report Arlington, Washington Model Default Modifications Total of 0 changes have been made. PERL NO Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. Annpta+Orupgo►o 6I30401 7 9 22 15 AM Papr 17 PACLAND Project#10533005 Page 75 RPI Drugstore Storm Drainage Report Arlington, Washington Appendix Predeveloped SchenTatic asin 1 .49ac PACLAND Project#10533005 Page 76 RPI Drugstore Storm Drainage Report Arlington, Washington Mitigated Schematic 1 Basin 1 .49ac SI ravel . . , rench Bed 1 Mmpta+DnMslons W30-701 7 9 22 15 AM Pape 19 PACLAND Project#10533005 Page 77 RPI Drugstore Storm Drainage Report Arlington, Washington Predeveloped UCl File Ao%rpta+Dn4slons y30.201 7 9 22 15 AM a ago 20 PACLAND Project#10533005 Page 78 RPI Drugstore Storm Drainage Report Arlington, Washington Mitigated UCl File 5AL WNHM4 .A del slmulation START to46 10 Cl F210 .1909 U9 In k IN IUTTRC UIJTPIIT LEVF1 i n RE_LIMi 0 RAJ" I UN13 SYSTEM I ENC GLOBAL FILES <File> <Uhf> <-----------File N4tat1---------------------------•' ' IfGM 2F Ariington Urugetore rdm NESSU 25 KitArlingtan Orugstare.MES 77 RILArlington Otumetare.LEl ci KLtArlington Urugsture.1.62 '0 POCArlington Drugstorel Wt ENrl F I La :PN JE07MHCZ INGRP IND£L? n0:]b P£RI.MD IG PULML 13 rMAIJQ' • IMPLHL 8 TMP•L be 11 RCHAFS I rffL 1 1 CGPY 501 DISFLY I END rNCRP END OPM ;£QtrF MCE riIs;I.V U1SrLY-114F':1 f - It----------Title----------->•••TAAN DIVL C,IG1 clLl ?YP DIG: rru Y9ND 1 Gravel Tter,-1, Ord I MAY. 3D r ENDS DISPLY-1NF01 EK DISPLY r,OPY ?1ME5>::N3tS 1 1 I,iPT !IP•H 1 1 ] 5a1 1 l END TIKEIERIES rNb COPY GE:NER OPCOOE 1 1 OPCD •.• END QPCODE FARM 1 / h ••• END PARM EHL GEWES P ERI.ND GEN-INFO -<PLS ><-------HAnt-------�HBLKS Unit-3Yst ants I'rinte: ••• f - ttaer t-sertea Eagl If"r ••• In a,a �•• 16 C. lawn, Flat 0 13 C. Pacturo, E,w GEN-INFO •00 Section FWATEP••• ACTIVITY <PLS > •••..•...•••• Att IVQ ,?6Ci10Ra ••....••• •.••...•...•..•.••• f - • ATW SNOW PNAT SED PET P1*G PQAL M.-TI, FEST NITP PMOS TRAC ••• 16 U D 1 U 0 C 0 0 V 0 0 0 14 <) p I n n 0 P 0 n n 0 Anmpto,+pOKMM 6M.2017 9 22 15 AAI Pop 21 PACLAND Project#10533005 Page 79 RPI Drugstore Storm Drainage Report Arlington, Washington END ACTIVITY PRINT-INFO <PLS > ................. Print-flags ••••......................." PIVL PYR 4 - 1 ATMP SNOW PWAT SED PST PAG PQAL MSTL PEST NITR PROS TRAC ••••••'•• 1 6 0 0 4 0 0 0 0 0 0 0 0 0 1 9 13 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags ••• 1 - 1 CSNO ATOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC KWT ••• 16 0 0 0 0 0 0 0 0 0 0 0 13 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-P1lRM2 <PLS > ?WATER input info: Part 2 ••• 1 - / '**FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 16 0 4.5 0 03 400 0.05 0.5 0.996 13 0 4.5 0.06 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > ?WATER input info: Part 3 ••• 1 - •••PETMAX PETMIN INFEXP INFILD DEEPER HASETP AGMETP 16 0 0 2 2 0 0 0 13 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 ••• 1 • 4 CEPSC UZSN NSUR INTFW IRC LZETP ••• 16 0.1 0.25 0.25 6 0.5 0.25 13 0.15 0.4 0.3 6 0.5 0.4 END PWAT-FARM PWAT-STATEI <PLS > ••• Initial conditions at start of ElmUlation ran from 1990 to end of 1992 Ipat 1-11-95) RUN 21 •'• i - f ••• CEPS BURS UZS IFUS LZS AGWS GWVS 16 0 0 0 0 2.5 1 0 13 0 0 0 0 2.5 1 0 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><-------Namv-------> Untt-systems Printer ••• 1 - 1 User t-series Engl Motr ••• in out ••• 4 ROOF TOPS/FLAT 1 1 1 27 0 8 SIDEWALKS/FLAT 1 1 1 21 0 11 PARKING/FLAT 1 1 1 27 0 END G£N-INFO ••• Section IAATER••• ACTIVITY <PLS > Active Sections •••••••••••►•►••.•••••.•••••• M - 1 ATMP SNOW IWAT SLD IWG IQAL ••' 4 0 0 1 0 0 0 0 0 1 0 0 0 11 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > •'•"••• Print-flags ••'••••• PIVL PYR t - 1 ATMP SNOW IWAT SLD ING IQAL ......'•• 4 0 0 4 0 0 0 1 9 8 0 0 4 0 0 0 1 9 Artmpton Drugstore W3070t 7 9 22 15 AM Page 22 PACLAND Project#10533005 Page 80 RPI Drugstore Storm Drainage Report Arlington, Washington 11 0 0 4 0 0 0 1 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags 1 - a CSNO RTOP VRS VNN RTLI 4 0 0 0 0 0 a 0 0 0 0 0 11 0 0 0 0 0 END IWAT-PARMI IWAT-PARM2 <PLS > IWATER input info: Part 2 ••• 4 - 1 '•• L9UR SLSUR NSUR RETSC 4 400 0.01 0.1 0.1 a 400 0.01 0.1 0.1 11 400 0.01 0.1 0.1 END IWAT-PARM: I WAT-PAR143 <PLS > IWATER input info: Pazt 3 "•• 1 - A ••*PETKAX PETH114 4 0 0 a 0 0 11 0 0 END TWAT-PARM3 THAT-STATE] <PLS > '•' initial condntnons at start of simulation 4 - t ••• BETS SURS 4 0 0 a 0 0 11 0 0 END IWAT-STATEI ENC IMPLND SCHEMATIC <-Source-> <--Ana--> <-Target-> KBLK •'• <Name> 1 <-factor-> <Name> 1 Tbli ••• Basin t••' PERLND 16 0.51 RCHRES 1 2 PERLND 16 0.51 RCHRES 1 3 PERLND 13 0.23 RCHRES 1 2 PERLND 13 0.23 RCHRES 1 3 IMPLND 4 0.44 RCHRES 1 5 IMPLND a 0.12 RCHRES 1 5 IMPLND 11 1.19 RCHRES 1 5 •••*••Routing*•***• PERLND 16 0.51 COPY 1 12 PERLND 13 0.23 COPY 1 12 IMPLND 4 0.44 COPY 1 15 IMPLND a 0.12 COPY 1 15 IMPLND 11 1.19 COPY 1 15 PERLND i6 0.51 COPY 1 13 PERLND 13 0.23 COPY 1 13 RCHRES i 1 COPY 501 17 ENC SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> ••• <Name> a <Name> A 4<-factor->stro <N&"> a 4 <Name> A 4 ••• COPY 501 OUTPUT KEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> c-Grp> <-Member-> ••• <Name> 4 <Name> a I<-factoz->atrg <Name> a I <Name> 1 a ••• EN0 NETWORK Arlington Drugstore W3070t 7 9 22 15 AM Pape 23 PACLAND Project#10533005 Page 81 RPI Drugstore Storm Drainage Report Arlington, Washington RCHRFS GEN-INFO RCHRES Nance Nexits Unit systems Printer 1 4<------------------><---> user T-series Engl 14etr LKFG in out ••' 1 Gravel Trench He-007 2 1 1 1 28 0 1 FND GEN-INFO ••• Section RC.4MS4•• ACTIVITY <PL9 > ►RRR►ffffffff Active Sections fffffffrfffRfJfffffffffffffff 0 - 1 HYFG ADFG CNFG HTFG SDFG GOFG OXFG NUFG PKFG PHFG ••• 1 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ••'+ffffffffRRfff Print-flags RRfRfeffu fRRfffRRR PIVL PYR 1 - 1 HYDR "CA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ••••••••• l 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARMI RCHRES Flags for each HYDR Section ••• 1 - 1 VC Al A2 A3 ODFVFG for each ••• ODGTFG for each FUNCT for each FG FG FG FG possible exit ••• possible exit possible exit I O 1 0 0 4 5 0 0 0 0 0 0 0 t) 2 2 2 2 2 END HYDR-PARMI HYDR-PARK.' 1 • 4 FTABNO LEN DELTH STCOR KS DBSO •+• <------><--------><--------><--------><--------><--------><--------> •+• I 1 0.01 0.0 0,0 O.5 0.0 END HYDR-PAR142 HYDR-1N1T KCHRES Initial conditions for each HYDR section ••• 1 - 1 ••• VOL Initial value of COLIND Initial value of OUTDGT •" 4c-ft for each possible exit for each possible exit <------><--------> <---><---><---><--><---> .•. <---><---><---><---><---> 1 0 4.0 5.0 0.0 0.0 0 0 0.0 0.0 0.0 0 0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 92 5 Depth Area Volume Outflow] Outflow2 Velocity Travel Time••' (it) (acres) (acre-ftl (cfs) 4cfel (ftlaecl Minutes)••• 0.000000 0,057966 0.000000 0.000000 0,000000 0.061111 0.057966 0.001427 0.000000 0.350694 0.122222 0.057966 0.002034 0.000000 0.350694 0.183333 0.057966 0.004251 0.000000 0,350694 0,244444 0.057966 0,005669 0.000000 0,350694 0.305556 0.057966 0.007085 0.000000 0,350694 0.366667 0.057966 0.008502 0.000000 0.350694 0.427778 0.057966 0.009919 0.000000 0.350694 0.4BB989 0.057966 0,011336 0,000000 0.350694 0,550000 0.057966 0,012753 0,000000 0.350694 0.611111 0.057966 0.014169 0,000000 0.350694 0.672222 0.057966 0.015586 0.000000 0,350694 0.133333 0.057966 0.017003 0.000000 0.350694 0.794444 0.057966 0.019979 0.000000 0,350694 0.855556 0.057966 0,022955 0,000000 0,350694 0.916667 0,057966 0.025930 0,000000 0.350694 0.977778 0.057966 0.029906 0.000000 0.350694 1.039889 0.057966 0,031881 0.000000 0.350694 1.100000 0.057966 0,034057 0.000000 0.350694 AAmpDon Drupslore W30r207 922-15 AM Pape 24 PACLAND Project#10533005 Page 82 RPI Drugstore Storm Drainage Report Arlington, Washington 1.161111 0.057966 0.037932 0,000000 0.350694 1.222222 0.057966 0,04000a 0.000000 0.350694 1.283333 0.057966 0.043784 0,000000 0:350694 1.344444 0.057966 0.046759 0.000000 0.350694 1.405556 0.057966 0,049735 0.000000 0.350694 1.466667 0.057966 0.052710 0.000000 0,350694 1.527778 0.057966 0.055686 0.000000 0.350694 1.583889 0,057966 0.058662 0.000000 0.350694 1.650000 0.057966 0.061637 0.000000 0.350694 1.711111 0.057966 0.064613 0.000000 0.350694 1.772222 0.057966 0.067588 0,000000 0,350694 1.833333 0.057966 0.070564 0,000000 0.350694 1.894444 0.057966 0.073540 0.000000 0.350694 1,955556 0.057966 0,076515 0.000000 0,350694 2.016667 0.057966 0.079491 0.000000 0.350694 2.077778 0.057966 0.082466 0.000000 0.350694 2.139889 0.057966 0.085442 0.000000 0.350694 2.200000 0.057966 0.090419 0.000000 0.350694 2,261111 0.057966 0.091393 0,000000 0.350694 2,322222 0.057966 0,094369 0.000000 0,350694 2.383333 0,057966 0.097344 0.000000 0.350694 2.444444 0.057966 0.100320 0.000000 0,350694 2.505556 0.057966 0.103295 0.000000 0,350694 2.566667 0.057966 0.106271 0.000000 0.350694 2.627778 0.057966 0,109247 0.000000 0,350694 2.698889 0.057966 0.112222 0.000000 0,350694 2,750000 0.057966 0.115198 0.000000 0.350694 2.811111 0.057966 0.118173 0.000000 0,350694 2.877222 0.057966 0.121149 0.000000 0.350694 2.933333 0.057966 0,124125 0.000000 0.350694 2.994444 0.057966 0.127100 0.000000 0.350694 3.055556 0.057966 0.130076 0.000000 0.350694 3.116667 0.057966 0.133051 0.000000 0,350694 3.117778 0.057966 0.136027 0.000000 0,350694 3.238889 0.057966 0 139003 0.000000 0,350694 3,100000 0.057966 0,141978 0.000000 0,350694 3.361111 0.057966 0.144954 0.000000 0.350694 3.422222 0.057966 0.147929 0.000000 0.350694 3.483333 0.057966 0,150905 0.000000 0.350694 3,544444 0,057966 0,153880 0,000000 0.350694 3.60S556 0,057966 0.156856 0,000000 0,350694 3.666667 0.057966 0.159832 0.000000 0.350694 3.727778 0.057966 0.162807 0.000000 0.350694 3.788889 0.057966 0.165793 0.000000 0.350694 3,850000 0.057966 0.160758 0.000000 0.350694 3.911111 0.057966 0.171734 0,000000 0.350694 3.972222 0.057966 0.174710 0.000000 0,350694 4.033333 0.057966 0.177685 0.000000 0.350694 4.094444 0.057966 0,190661 0.000000 0,350694 4.155556 0.057966 0,183636 0,000000 0.350694 4,216667 0.057966 0.186612 0.000000 0.350694 4.277778 0,057966 0.189588 0.000000 0,350694 4.338889 0.057966 0.192563 0.000000 0.350694 4.400000 0.057966 0.195539 0.000000 0.350694 4.461111 0.057966 0,190514 0.000000 0,350694 4.522222 0.057966 0,199931 0.035147 0,350694 4.583333 0.057966 0,201346 0,254292 0,350694 4.644444 O.OS7966 0.20276S 0.572643 0.350694 4.705556 0.057966 0.204182 0.942221 0.350694 4.166667 0.057966 0.205599 1.319080 0.350694 4.027770 0.057966 0.207016 1.655969 0.350694 4.888889 0.057966 0.208433 1.921105 0.350694 4.950000 0.057966 0.209850 2.101488 0,350694 5.011111 0.057966 0,211267 2.251735 0.350694 5.072222 0.057966 0.212684 2.382549 0,350694 5.133333 0.057966 0.214101 2.506546 0,350694 5,194444 0,057966 0.215518 2.624692 0,350694 5.255556 0.057966 0.216935 2.737743 0.350694 5.316667 0.057966 0.218352 2,846308 0.350694 5.377770 0.057966 0.219769 2.950802 0.350694 Arlington Drugstore 8730r2017 922-15 AM Page 25 PACLAND Project#10533005 Page 83 RPI Drugstore Storm Drainage Report Arlington, Washington -.438889 0.057966 0.221195 3.051074 0,350694 5.500000 0.057966 0.222602 1.149630 0.350694 5,561111 0.057966 0.226145 3.244442 0,350694 END FTAHLE 1 END FTAHLES EXT SOURCES <-Vnluma-> <Mvmbar> SsyxSgap<--Mult-->Tran <-Tarpat vaIs> <-Grp> <-Mvmber-> *•• <Name> 4 <Name> 4 tem strq<-factor->strg <Name> # # <Name> 4 # ••• WD.1 2 PREC ENGL 1.2 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1.2 INPLND 1 999 EXTNL PREC WD" 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP YID" 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETTNP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Mvmbvr-><--Mult-->Tran <-Volunv-> <Member> Toys Tgap And <Name> # <Name> 4 4<-factor->strg <Name> # <Namr> tom 3tr9 str9•10 RCHRES 1 HYDR RO I I 1 WDM 1000 FLOW ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1001 FLOW ENGL REPL RCHRES 1 HYDR O 2 1 1 WD" 1002 FLOW ENGL R£PL RCHRES I HYDR STAGE 1 1 I WD" 1003 STAG ENGL REPL COPY I OUTPUT MEAN 1 1 48 4 WDM 701 PLO"a £NCL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->," <Name> <Name> # #<-factor-> <Name> <Name> 4 4•60 MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 3 PERLND VWATER 1F140 0.093333 RCHRES INFLOW IVOL END MASS-LINK 3 MASS-LINK 5 IMPLND IWATER SURD 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 12 PERLND PWATER SURD 0.083333 COPY INPUT RM4 ENU MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT !LEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURD 0.083333 COPY INPUT MEAN END MASS-LINK 15 MASS-LINK 17 RCHRES OFLOW OVOL I COPY INPUT MEAN END MASS-LINK 17 ENU MASS-LINK END RUN Arlington Drugstore W3070t 7 9 22 15 AM Paps 26 PACLAND Project#10533005 Page 84 RPI Drugstore Storm Drainage Report Arlington, Washington Predeveloped HSPF Message File Ao%rpta+D*Uslons W30,201 7 9 22 15 AM Page 27 PACLAND Project#10533005 Page 85 RPI Drugstore Storm Drainage Report Arlington, Washington Mitigated HSPF Message Re A/„ropto^Drupstow &30-201 7 9 22►5 AM P i0.20 PACLAND Project#10533005 Page 86 RPI Drugstore Storm Drainage Report Arlington, Washington Disclaimer Leqal Nonce This program and accompanying documentation are provided'as-Is'without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User, Clear Creek Solutions Inc.and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, Including but not limited to Implied warranties of program and accompanying documentation, In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits,loss of business information, business interruption, and the like) arising out of the use of,or Inability to use this program even it Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages Software Copynght'�,by Clear Creek Solutions, Inc. 2005-2017:All Rights Reserved Clear Creek Solutions, Inc 6200 Capitol Blvd, Ste F Olympia WA. 98501 Toll Free 118661.943-0304 Local (360)943-0304 www.clearcreakwlulions.com J' I atop ofulwon tioo"r V 0 7?o li&1 P411111111 V PACLAND Project#10533005 Page 87 RPI Drugstore Storm Drainage Report Arlington, Washington WWHM2012 PROJECT REPORT PACLAND Project#10533005 Page 88 RPI Drugstore Storm Drainage Report Arlington, Washington General Model Information Protect Name- Arlington Drugstore WO Site Name. Arlington Drugstore WO Site Address 7423 2041h St NE City' Arlington Report Date &3012017 Gage. Everett Data Start- 1948.10101 Data End 2009/09/0 Tunestep 15 Minute Precip Scale- 1 20 Version Date. 2016'0215 Version- 4.2.12 POC Thresholds Low Flow Threshold for POC t 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year er.omc,nwpale-wo W)01?017 10-01):04 AM PACLAND Project#10533005 Page 89 RPI Drugstore Storm Drainage Report Arlington, Washington Landuse Basin Data Predeveloped Land Use Basin t Bypass: No GrounclWater. No Pervious Land Use acre C. Forest, Flat 2.12 Pervious Total 2.12 Impervious Land Use acre Impervoous Total 0 Basin Total 2.12 Element Flows To: Surface Interflow Groundwater A,%"wo-ntupsiafn wo V"."1 7 10-00.04 AM Now 7 PACLAND Project#10533005 Page 90 RPI Drugstore Storm Drainage Report Arlington, Washington Mitigated Land Use Basin 1 Bypass No GrounclWater No Pervious Land Use acre C. Pasture, Flat 0.23 C, Lawn, Flat 0.51 Pervious Total 074 Impervious Land Use acre ROOF TOPS FLAT 0.07 SIDEWALKS FLAT 012 PARKING FLAT 1.19 Impervious Total 1.38 Basin Total 212 Element Flows To: Surface Intertlow Groundwater AftpUr olualle-WO 6MO or r 10-00:05 nM PMV e PACLAND Project#10533005 Page 91 RPI Drugstore Storm Drainage Report Arlington, Washington Routing Elements Predeveloped Routine Amngto^Druattore WO &30.7017 10 0:05 AM P40y 5 PACLAND Project#10533005 Page 92 RPI Drugstore Storm Drainage Report Arlington, Washington Mitigated Routing Ao%r+p1on D"Wo►o WO y30.201 7 10 00 05 AM P40y 0 PACLAND Project#10533005 Page 93 RPI Drugstore Storm Drainage Report Arlington, Washington Analysis Results POC 1 .--o-....u...-W.0 ... :- + Predeveloped + Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 2.12 Total Impervious Area 0 Mitigated Landusse Totals for POC 01 Total Pervious Area. 0.74 Total Impervious Area- 1.38 Flow Frequency Method. Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(efs) 2 year 0 071233 5 year 0.109273 10 year 0.138611 25 year 0.180586 50 year 0215544 100 year 0 253775 Flow Frequency Return Periods for Mitigated POC #1 Return Period Flow(cfs) 2 year 0.807611 5 yeai 1 125763 10 year 1.363827 25 year 1.697372 50 year 1 970658 100 year 2266104 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC✓Y1 Year Predeveloped Mitigated 1949 0.071 0.929 1950 0.073 1.003 1951 0.065 0.913 1952 0.051 0 747 1953 0.043 1000 1954 0.233 1355 1955 0.092 0.931 1956 0.081 O A 15 1957 0.100 0.780 1958 0.072 2.019 ar.omc►nwpaleM w0 "01017 10-00:05 AM PMV 7 PACLAND Project#10533005 Page 94 RPI Drugstore Storm Drainage Report Arlington, Washington 1959 0.072 0.716 1960 0.067 0.784 1961 0.127 2.697 1962 0.062 0.847 1963 0.103 1.116 1964 0.074 0.561 1965 0.062 0.642 1966 0.036 0.670 1967 0 073 1.453 1968 0.089 0.832 1969 0,217 1.861 1970 0.051 0.620 1971 0.081 0.920 1972 OA60 1.199 1973 0.056 0.949 1974 0.122 1.170 1975 0.050 0 933 1976 0.051 0.617 1977 0.043 0.601 1978 0.051 0.452 1979 0.142 1 115 1980 0.067 0.646 1981 0.052 0.623 1982 0.068 0 606 1983 0.116 0.900 1984 0.070 0.779 1985 0.085 1.050 1986 0.199 1 131 1987 0.095 0.954 1968 0.049 0.754 1989 0.050 0.804 1990 0.066 0.602 1991 0.068 0 707 1992 0.052 0 763 1993 0 043 0.580 1994 0.047 0.621 1995 0.070 0.530 1996 0.119 0.867 1997 0.236 1.038 1998 0.043 1.065 1999 0.057 0.452 2000 0.043 1.650 2001 0.017 0.518 2002 0.065 0.502 2003 0.051 0.683 2004 0.085 1.430 2005 0.059 0.649 2006 0.158 0.872 2007 0.125 0.856 2008 0175 0.639 2009 0.053 0-655 Ranked Annual Peaks Ranked Annual Peaks for Predevelooed and Mitigated POC• V Rank Predeveloped Mitigated 1 02360 26966 2 0.2327 2 0185 3 0.2171 1 8611 .se-tetm nmilainn.Wo AM hour 0 PACLAND Project#10533005 Page 95 RPI Drugstore Storm Drainage Report Arlington, Washington 4 0.1989 1.6505 5 0.1754 1.4535 6 0.1579 1.4303 7 0.1425 1.3552 8 0.1265 1.1995 9 0.1250 1_1695 10 0.1221 1 1305 11 0 1187 1.1158 12 0.1157 1.1150 13 0.1029 1.0654 14 0.1003 1.0500 15 0.0949 1.0381 16 0.0917 1.0032 17 0.0893 1.0000 18 0.0852 0,9536 19 0,0846 0.9490 20 0,0809 0,9333 21 0.0809 0.9314 22 0.0741 0.9286 23 0,0734 0.9196 24 0.0728 0.9130 25 0.0725 0.8996 26 0.0719 0.8724 27 0.0712 0.8671 28 0.0699 0.8555 29 0.0695 0.8471 30 0.0684 0.8321 31 0.0679 0.8035 32 0.0669 0.7837 33 0,0668 0.7795 34 0.0664 0.7787 35 0.0651 0.7634 36 0.0647 0 7541 37 0,0625 07468 38 0.0618 0.7161 39 0.0597 07069 40 0.0593 0.6831 41 0.0567 0.6703 42 0.0564 0.6554 43 0.0534 0.6486 44 0.0523 0.6461 45 0.0521 0.6422 46 0.0513 0.6393 47 0.0512 0.6228 48 0.0512 0.6210 49 0.0511 0.6198 50 0.0507 0.6174 51 0.0501 0.6058 52 0.0497 0.6017 53 0.0492 0.6014 54 0.0474 0.5797 55 00434 0.5610 56 0.0432 0.5300 57 0.0431 0.5183 58 0.0430 0.5017 59 0.0426 0,4519 60 0.0362 0.4518 61 0.0171 0.4150 Arlington Drugstore WO &30,7017 10'01 28 AM Pager 9 PACLAND Project#10533005 Page 96 RPI Drugstore Storm Drainage Report Arlington, Washington Arlington Drugstore WO &30,7017 10 01 28 AM Pape 10 PACLAND Project#10533005 Page 97 RPI Drugstore Storm Drainage Report Arlington, Washington Duration Flows Flow(cfs) PrWev Mill Percentage PassiFeil 0.0356 19607 116847 595 Fail 0.0374 16989 111714 657 Fail 0,0393 14662 106858 728 Fad 0,0411 12731 102324 803 Fall 0.0429 10928 98046 897 Fail 0.0447 9437 94153 997 Fall 0.0465 8164 90817 1112 Fail 0.0483 7078 87502 1236 Fail 0.0502 6128 84357 1376 Fail 0.0520 5311 81470 1533 Fail 00538 4654 78775 1692 Fail 0,0556 4066 76166 1873 Fall 0.0574 3548 73694 2076 Fail 0.0592 3136 71332 2274 Fnil 0.0611 2757 69107 2506 Fall 0.0629 2447 66990 2737 Fail 0.0647 2145 64936 3027 Fall 0.0665 1892 62926 3325 Fall 0.0683 1656 60979 3682 Fail 0.0701 1508 59204 3925 Fail 0.0720 1370 57365 4187 Fall 0.0738 1249 55696 4459 Fall 0.0756 1154 54071 4685 Fall 0.0774 1069 52445 4905 Fall 0.0792 1009 50970 5051 F ail 0.0811 949 49472 5213 Fail 0.0829 888 48061 5412 Fall 00847 825 46585 5646 Fail 00865 777 45237 5822 Fan 0.0883 7,13 43868 5984 Fail 0.0901 686 42671 6220 Fail 0.0920 648 41451 6396 Fail 0.0938 622 40254 6471 Fail 0.0956 602 39077 6491 Fall 0.0974 583 37965 6512 Fail 0.0992 561 36896 6576 Fail 0.1010 538 35933 6678 Fail 01029 508 34949 6879 Fan 0.1047 489 33923 6937 Fail 0,1065 473 32982 6972 Fan 0.1083 457 32019 7008 Fall 0.1101 440 31163 7082 Fail 0.1119 424 30M 7153 Fad 01138 410 29517 7199 Fail 01156 394 28682 7279 Fail 01174 380 27870 7334 Fail 01192 368 27121 7369 F all 0.1210 353 26372 7470 Fail 0.1229 341 25645 7520 Fail 0.1247 333 24897 7476 Fail 0.1265 322 24212 7519 Fail 0.1283 313 23570 7530 Fail 0.1301 303 22907 7560 Fail 0.1319 293 22309 7613 Fail .- .1,. � „•i.- Nr 0130*117 1001 40 AM hnpi+ 1 I PACLAND Project#10533005 Page 98 RPI Drugstore Storm Drainage Report Arlington, Washington 0.1338 284 21731 7651 Fall 0.1356 276 21126 7654 Fall 0.1374 267 20576 7706 Fall 0.1392 257 20028 7792 Fail 01410 241 19545 8109 Fall 01428 234 19040 8136 Fail 0.1447 226 18521 8195 Fail 0.1465 212 18039 8508 Fail 0.1483 205 17567 8569 Fall 0.1501 195 17064 8750 F all 0.1519 187 16617 8886 Fall 0.1538 177 16185 9144 Fall 01556 166 15779 9505 Fail 01574 160 15366 9603 Fail 01592 150 14953 9968 Fail 01610 146 14581 9986 Fail 0.1628 135 14187 10508 Fall 01647 128 13845 10816 Fail 0.1665 121 13535 11185 Fall 0.1683 111 13169 11863 Fall 0.1701 99 12799 12928 Fail 0.1719 85 12463 14662 Fail 0.1737 75 12127 16169 Fall 01756 63 11809 18744 F-ail 0.1774 59 11529 19W Fall 01792 56 11233 20058 Fail 0.1810 49 10928 22302 Fall 0.1828 42 10660 25380 Fall 0.1846 40 10427 26067 Fall 0.1865 37 10140 27405 Fail 01883 36 9892 27477 Fall 0,1901 32 9642 30131 Fall 01919 28 9396 33557 Fail 0,11937 26 9159 35226 Fail 01956 20 8928 44640 Fall 0.1974 16 8695 54343 Fall 0.1992 13 8502 65400 Fall 0.2010 8 8269 103362 FAll 0,2028 6 8070 134500 Fail 0.2046 5 7875 157500 Fail 0.2065 4 7711 192775 Fail 0.2083 4 7533 188325 Fail 0.2101 3 7347 244900 Fall 0.2119 3 7140 238000 Fail 0.2137 3 6943 231433 Fail 0.2155 3 6785 226166 Fall The development has an increase in now durations from 1'2 Predeveloped 2 year now to the 2 year flow or more than a 10%increase from the 2 year to the 50 year flow, The development has an increase in now durations for more than 50%of the flows for the range of the duration analysis AraQtorr oil gblern aVQ 0130*117 10 01 20 AM Qapr 17; PACLAND Project#10533005 Page 99 RPI Drugstore Storm Drainage Report Arlington, Washington Water Ouality Water Quality BMP Flow and Volume for POC#1 Online factllty volume: 0 1873 acre-feet On-line facility target flow: 0 2572 cis Ad)lusted for 15 min., 02572 cis. ON-line facility target flow! 0.1452 cis. Adjusted for 15 min- 0 1452 cts. 40npt4 DwgNem tw OMO III Y 10 01 20 AM POW 13 PACLAND Project#10533005 Page 100 RPI Drugstore Storm Drainage Report Arlington, Washington LID Report 4#0 U ToW sown" w r tm� udao A. nAn rYj'Mb F11 om�111 'nat^nn•' M. Tbwph blur" 141urrw 101urm VA*QYM Troahme" Fsr uct7 N**~ ■d"rz*0 Taebd tact) titCll Cndl PACLAND Project#10533005 Page 101 RPI Drugstore Storm Drainage Report Arlington, Washington Model Default Modifications Total of 0 changes have been made. PERL NO Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. Ao%rgto+DrUiplo►e WQ FjI30.201 7 10 05,AO AM P we►s PACLAND Project#10533005 Page 102 RPI Drugstore Storm Drainage Report Arlington, Washington Appendix Predeveloped Schematic asin 1 .12ac PACLAND Project#10533005 Page 103 RPI Drugstore Storm Drainage Report Arlington, Washington Mitigated Schematic 1 1p .asin 12a Amngton Druattore WO &30-7017 10 0648 AM a Vv 17 PACLAND Project#10533005 Page 104 RPI Drugstore Storm Drainage Report Arlington, Washington Predeveloped UCl File AU?. 1-11.06AL MNMlM mcuel 11Nuln:iOfn START I946 10 G1 END N09 U9 ]a KIN FUTL-" VIJTPIIT LEVF1 9 0 RESUME 0 %JN 1 UN13 SYSTEM 1 EME GLOBAL FILES <File> eurf> c-_�_�-�FiJw Nemn------_•------------- .r_-__..•. KLM ZF. Ar1ingto-n urugutore A-. wxn NESSU 25 PreAtlington Drugstore 19O.1L�-` 27 PreArlington Dtugetare WQ.Lh1 28 PteArlington Grugstntw W9.1.6 30 POCArlington Drugetoro Wj1 dot FNI, F l tEi. Pli :EQUENCE INGRP IND£L7 QO,1t P£RLMD iD CC4Y 50l DTSPLY 1 END LNGRI END aPN AEQtIEt10E tit,-PLY D15PLV-1NF,j1 1 - 1•—--------Tit le-------->•••TRAN t1VL DIGi. FILL PYF GIG: FIL-n YFND 1 Basit, 1 MAX ! i0 CND DIsPLY-INrci ENo DI8£LY :10PY 11MESU IES 1 - 1 NPT NNJI 1 1 1 Sol I I END TINEPERIES FIRr COPY CtNER CfPCrt,E 1 f DPCD ••• END CPCODE FARM 1 ♦ F ••• ENU PARM EM GENER PCALND GEN-INF•_ •.PL3 ><-------flame-------.NBLKS unit-eyctems Printer ••• 1 - ♦ User t-ieriea Ergl Metz ••• Ln out ••• 1G :, F,2rrat. Flnl 1 1 1 1 }7 t ♦rNO Grx-1NPtt •-• oection �,NATEA-#- ACTTCITY <PLS .••••......•. Active 30ctione ••••....•.••••...••••••..••.• 1 - 1 ATMP SNOW PNAT SED PST PW5 PVAL NBTL PEST NITR FROIS TRAC ••• IG 6 0 1 0 r, u P 0 6 0 0 END ACT:YIIY PPINT-INFO [PLS > -•rrr••••••r•rr•• Print-tinge ••••••.r..r►.r••••••••r••••r. ?1VL PYR 1 - f ATMr- SM(ro PWAT SEC PVT PNG POAL MSTL PEST MIT;, PHOS TKAC •••- 1 END FAUrr-l.WC Ao%Ipto+Ompclore WO WDW 17 10 05'49 AM Paqv la PACLAND Project#10533005 Page 105 RPI Drugstore Storm Drainage Report Arlington, Washington 4AT-PAPFl1 <PLS > PWATER variable monthly parameter value flags ••• - t CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE 1NFC HWT ••• 10 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 ••• I - 4 •••FO.REST LLSN INFILT LSUR SLSUR KVARI r1WRC 10 0 4.5 0.08 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 ••• I - 4 •••PE;TMAX PETMIN INFEXP INFILD DEEPFR BASETP AGMETP 10 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 ••• I - 4 CEPSC UZ5N NSTIR INTFN IR.0 LZETP 10 0 2 0_5 0.35 6 0.5 0.7 END PWAT-PARM4 PWAT-STATEI <PLS > ••• Initial conditions at start of simulation ran from 1990 to end of 1992 1pat 1-11-95) RUN 21 ••• - 1 ••• CEPS SURS UZS IFWS LZS AGNS GWVS 10 0 0 0 0 2.5 1 0 END PWAT-STATEI END PERIM IMPLND GEN-INFO <PLS ><------Name-------> Unit-systems Printer ••• I - 4 User t-aeriea Engl Metz ••• in out ••• END GEN-INFO ••• Section IWATER*** ACTIVITY <PLS > ••••.......4• Active Sections ••••••••••*•.......•••••••••• I - / ATMP SNOW IWAT SLD IWG IQAL ••• END ACTIVITY PRINT-INFO <ILS > •*•*•... Print-flags •••••••• PIVL PYR 1 - / ATMP SNOX IWAT SLD IWG IQAL •...*.*.• END PRINT-INFO IWAT-PARM1 <PLS > INATER variable monthly parameter value :lags ••• / - I CSNO RTOP VRS VNN RTLI ••• END IWAT-PARM1 IWAT-PARM2 <FLS > iWATER input info: Part 2 ••• I - 1 •*• LSUR SLSUR NSL'R RETSC END TWAT-PARM2 IWAT-PARM3 <PLS > PWATER input info: Part 3 ••• I - 1 •••PETMAX PETMIN END IWAT-PARM3 IWAT-STATEI <PLS > ••• Initial conditions at start of simulation I - I ••• RETS SUPS END IWAT-STATEI Arlington Drugstore VM &30.7017 10,05'49 AM Page 19 PACLAND Project#10533005 Page 106 RPI Drugstore Storm Drainage Report Arlington, Washington END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK ••• <Name> I <-tact or-> <Name> I Tb11 ••• Basin 1••• PERLND 10 2-12 COPY 501 12 PERT-ND 10 7 11 COPY 501 l3 ••••••Routing••.... END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Trar. <-Target vols> <-Grp> <-Member-> ••• <Name> I <14wne> I I<-factoz->strg <Name> I I <Name> / i ••• COPY 501 OUTPUT :'!EAN 1 1 I8.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> ••• <Name> I <Name> I I<-factoz->atzg <Name> A / <Name> I i ••• END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer ••• I - 1<------------------><---> User T-aeries Engl Metz LKFG ••• In out ••• ENn GEN-INFO ••• Section RCHRES'•• ACTIVITY <PLS > ••'••++••+'•• Active Section? Rfff++++ffr♦fffffffR•+►+►++►R I - I HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG ••• END ACTIVITY PRINT-INFO <PLS > ••••+•'•'••'•"'• Print-flags •••••••••••••••••" PIVL PYR I - / HYDR ADCA CONS HEAT SED CQL OXRX NUTR PLNK PHCB PIVL PYR •••••'•'• END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section ••• - 1 VC Al A2 A3 ODFVFG for each ••' ODGTFG for each. FUNCT for each FC FG FC FO possible exit ••4 Possible exit possible exit . . . . . . . . . . . . . . ... END HYDR-PARM1 HYDR-PARM2 - I FTARNO LEN DELTH STCOR KS DBSO •'• <------><-------><--------><-------><--------><------^><--------> ••. END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section •+• I - f ••► VOL Initial value of COLIND Initial value of OUTDGT ••• ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> •.. <-^><---><---><^-><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS STABLES END FTABLES EXT SOURCES <-Volume-> <Member> Seys5gap<--Mu1t-->Tran <-Target vols> <-Grp> <-Member-> ••• <Name> I <Name> i tem strg<-factor->strg <Name> I I <Name> 1 1 ••• MDM 2 PREC ENGL 1.2 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1.2 1MPLNL• 1 999 EXTNL PREC Admgton Drugstore VYO W30.7017 10,05'49 AM Pape 20 PACLAND Project#10533005 Page 107 RPI Drugstore Storm Drainage Report Arlington, Washington WE-M 1 EVAP ENGL 0.'16 PERLND 1 99'1 EXTNL PETINP NLM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNI. PETINP ENL EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tqap Aad ••• <Name> f <Hamr' 1 #<-factor->F:rq <Name> i <Name> tvm Ftrq strq••• COPY 501 OUTPUT MEAN 1 1 48 4 WDM 501 FLOW ENGL REPL END EXT TARGETS PASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-.yember->••- <Name> <Name.> 1 i<-factor-> <Name> <Name> 1 1'•• MASS-LINK 12 PERLND PWATER SURD 0.083333 COPY INPUT MEAN END KASS-LINK 12 MASS-LINK 43 PERLND PNATER IFI4.') 0,083333 COPY INPUT MEAN END KASS-LINK 13 END MASS-LINK END RUN Arington Drugstore M &30.7017 10,05'49 AM Page 21 PACLAND Project#10533005 Page 108 RPI Drugstore Storm Drainage Report Arlington, Washington Mitigated UCl File 5AL WN4M4 .Adel simulation `;TART 1946 10 G1 END .009 U9 In k IN IUTT At Ug7P11T LrVF1 ) Q RE_!Ilti 0 %JN 1 UN17 SYSTEM I EME GLOBAL FILES <File> <Uhf> c-----�----File W+:rnn---------------------------•... IfDM �F Ariingto� uzugr=2oln K. w2n r4ESSU 25 KitArliugtan Dcugstjre NQ-M! 27 a ILArlington Dcua3t.:�re i+J0.1.61 'ci KltArlington Grugstese JQ .LGd JO POCArlington Rrugrtorn WJI Ut ENr Fite. INGRP IND£L3 00:11 PERLNU 0 PERL►tL I(% I14Putr f IMPLJ:L 0 IMPU•'e 11 CCPY 5n1 DiSP�Y 1 END fNGRP E1tG OFN szcuma! ❑15PLY DISFLY-INFOI - ----------T1tlo---------->•••T.RA4 P1VI. h h;l Y11.1 PYk r`iG: 7IL7 YRN11 1 Baata 1 MAY 1 Z g END DrSPLY-INrOl END DISPLY TIMESERIED 1 - 1 NCT W40 ••• 1 1 1 501 I 1 END 71N-1,F-PIF= ENG COIFY GENER OPCOOE I a CVCD •-• END oPCODE FARM 1 t 0 ♦46 END PARM END GE'NER PERLNG GEN-INTO <P1.3 ><-------Nsnm----NALOU; Unit-sysrom: rrintry ••• • - t User t-serlea Engi Metz `•• in out '•• li C. Pdet'-lre. Flee 1 1 1 1 27 C 16 C, Lawn, Ylac 1 1 1 1 77 O END GEN-INFO 114 Section PMtTEi+••• ACTIVITY <PLS > ...........'• AetiVG 5".CLlOh! •�•�•►►.••••••�••..••.•.•.••• - 4 AMP E40i► Pi1AT SEP PST Pik: PQAL NaTL :EST NITF PNCS THAC 13 Q 0 1 0 4 C 0 G 0 G 0 U 16 LND Aciivir1 Anmplpn OfU0610to WO fj oW17 10 05'49 AM paps 22 PACLAND Project#10533005 Page 109 RPI Drugstore Storm Drainage Report Arlington, Washington PRINT-INFO <PLS > ••••••••••••••••• Prant-flags •u......aaa.•...a........a.a PIVL PYR / - 4 ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PROS TRAC ......A" 13 0 0 4 0 0 0 0 0 0 0 0 0 l 9 16 0 0 4 0 0 0 0 0 0 0 0 0 l 9 END PRINT-INFO PWAT-PARN1 <PLS > PWATER variable monthly parameter value flags ••• 1 - 1 CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT ••' 13 0 0 0 0 0 0 0 0 0 0 0 16 0 0 3 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input into: Part 2 ••• 1 - 4 ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 13 0 4.5 0.06 400 0.05 0.5 0.996 16 0 4-5 0 03 400 0.05 0.5 0,996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 ••• / - 4 •••PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 13 0 0 2 2 0 0 0 16 0 0 2 1 0 0 C. END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 ••. 1 - 4 CEPSC UZSN NSUR iNTF1N IRC LYETP ••• 13 0.15 0.4 0.3 6 0.5 0.4 16 0.1 0.29 0.25 6 0.5 0.25 E"hID PWAT-PARM4 PWAT-STATE) <PLS > ••' Initial conditions at start of simulation ran from 1990 to end of 1992 Ipat 1-11-95) RUN 21 ••• 1 - 1 ••• CEPS SURS UZS IFWS LZS AGNS GWVS 13 0 0 0 0 2.5 1 0 16 0 0 0 0 2.5 1 0 END PWAT-STATi I END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer ••' 1 - / User t-series Engl Metr ••• in out ••• 4 ROOF TOPS/FLAT 1 1 1 27 0 8 SIDEWALKS/FLAT 1 1 1 27 0 11 PARKING/FLAT 1 l 1 27 0 END GEN-INFO ••• Section IWATER••' ACTIVITY <PLS > aa..........a Active Sections aa.......as....... ........a. - 1 ATMP SNOW IWAT SLD ING IQAL ••• 4 0 0 1 0 0 0 0 0 1 0 0 0 11 0 0 l 0 0 0 END ACTIVITY PRINT-INFO <ILS > •••" '•• Prar.t.-flags ••••"'• PIVL PYR / - 4 ATM? SN(Y4 IWAT SLD IWG IGAL ••••'•••• 4 0 0 4 0 0 0 1 9 9 0 0 4 0 0 0 1 9 11 0 0 4 0 0 0 1 9 END PRINT-INFO Arlington Drugstore WO W30,7017 10,05'49 AM Pape Ys PACLAND Project#10533005 Page 110 RPI Drugstore Storm Drainage Report Arlington, Washington 1NAT-PARMI <PLS > IWAT£R variable monthly parameter value !lags ••• 1 - 1 CSNO ATOP VR5 VNN RTLI ••• 4 0 0 0 0 0 8 0 0 0 0 0 11 O 0 0 0 0 END TWAT-PARMI INAT-PARM2 <PLS > TNATER input info: Part 2 ••• 1 - f ••• LSUR SLSUR NSUR RETSC 4 400 0.01 0.1 0 1 8 400 0-01 0.1 0.1 11 400 0.01 0.1 0 1 ENE, TWAT-PARM2 TWAT-PARM3 <PLS > WATER input info; Part 3 ••• ♦ - ♦ •••PETMAX PETNIN 4 0 0 E 0 0 I1 0 0 END INAT-PARM3 INAT-STATEI <PLS > ••• Initial conditions at start o1 simulation 1 - f ••' RETS SURS 4 0 0 8 0 0 11 0 0 END TWAT-STATEI ENL IMPLND SCHEMATIC <-Source-> <--Azea--> <-Target-> NBLK ••- <Name> 1 <-factor-> <Name> ♦ Tb11 •-• Basin 1--• PERLND 13 0.23 COPY 501 12 PERLND 13 0.23 COPY 501 13 PERLND 16 0.51 COPY 501 12 PERLND 16 0.51 COPY 501 13 IMPLND 4 0.07 COPY 501 IS IMPLND 8 0.12 COPY 501 15 IMPLND 11 1.19 COPY 501 15 ••"`•Routing"•`•- END SCH£MATIC NETWORK <-Volume-> <-Grp> <-,.ember-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> ••• <Name> ♦ <Name> 4 1<-factor->8trg <Naa1e> 1 1 <Name> ♦ 1 ••• COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vola> <-Grp> <-Member-> ••` <Name> 1 <Name> 1 Ic-factor->strg <Name - 1 ♦ <Name> 0 1 END NETWORK RCHRES GEN-LNFO RCHRES Name Nexlts Unit Systems Printer '•• 1 - 1<-----------------><--> User T-sodas Engl Matt LKFG ••• 1n out ••• E14D GEN-INFO ••' Section RCHRES••• ACTIVTTY Arlington Drugstote VM W30.7017 10,05'49 AM Pape 74 PACLAND Project#10533005 Page 111 RPI Drugstore Storm Drainage Report Arlington, Washington <PLS > •a►w►a►►r►•►. Activt Sections a.a••r•a►.rwww•rrr.aawww•••►► 1 - i HYFG ADFG CNFG HTFG SDFG GQFG OXFG NI1FG PKFG PHFG •`• END ACTIVITY PRINT-INFO <PLS > •r►wwwr•rr•wa•.w• Print-flags a w.•••►r•wwww••►a• PIVL PYR 1 - 1 HYDR ADCA CONS HEAT SED l30L OXRX NIITR PINK PHCB PTVL PYR •••**•`"" END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR SeeLlon •`• 1 - / VC Al A2 A3 ODFVFG for each ""* ODGTFG for each FUNCT for each FG FG FG FG possible exit ••" possible exit possible exit ► . . . . . . . • . . . . . •ww END HYDR-PARMI HYDR-FARM: - 1 FTAHNO LEN DELTH STCOR KS DB50 <------><--------><--------><--------><--------><--------><--------> •"• END HYDR-PAR142 KYDR-INIT RCHRES Initial conditions for each HYDR section ••• 1 - 1 ••• VOL Initial valua of COLIND Initial value of OtTDOT ••• ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><--><---> ... <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SSysSgap<--pult-->Trar. <-Target vols> <-Grp> <-Member-> ••• <Name> I <Name> / tem atrq<-factor->stro <Name> I i <Name> A i ••• NDM 2 PREC ENGL 1.2 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1.2 IMPLND 1 999 EXTNL PREC wDM 1 EVAP ENCL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> 'rsy3 Tqap And <Name> 1 <Name> 1 1<-factor->strq <Name> / <Name> ten strq str9••• COPY 1 OUTPUT MEAN 1 1 48.4 NDM 701 FLOW ENGL R£PL COPY 501 OUTPUT MEAN 1 1 48-4 NDM 801 FLOW ENGL REPL END EXT TARGETS MASS-LINK <V011Jfle> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->••• <Name> <Name> / #<-factor-> <Nmke> <Name> 1 i••• MASS-LINK 12 PERLND PNATER SURD 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFVO 0.093333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND 1KATER SURD 0.083333 COPY INPUT MEAN END MASS-LINK 15 EMU MASS-LINK END RUN Arlington Drugstore WO 6130.7017 10,05'49 AM papa 25 PACLAND Project#10533005 Page 112 RPI Drugstore Storm Drainage Report Arlington, Washington Predeveloped HSPF Message File Anmpton Orupclon WO 6 O.2017 10 O5•49 AM Pape M PACLAND Project#10533005 Page 113 RPI Drugstore Storm Drainage Report Arlington, Washington Mitigated HSPF Message Re Amrptan Orupclon WO 6 O.2017 10 O5•49 AM Paps 27 PACLAND Project#10533005 Page 114 RPI Drugstore Storm Drainage Report Arlington, Washington Disclaimer Leqal Nonce This program and accompanying documentation are provided'as-Is'vinthout warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User, Clear Creek Solutions Inc.and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, Including but not limited to Implied warranties of program and accompanying documentation, In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits,loss of business information, business interruption, and the like) arising out of the use of,or Inability to use this program even of Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages Software Copynght'�,by Clear Creek Solutions, Inc. 2005-2017:All Rights Reserved Clear Creek Solutions, Inc 6200 Capitol Blvd, Ste F Olympia WA. 98501 Toll Free 118661.943-0304 Local (360)943-0304 www.clearcreakwlulions.com Ie-tali►Rule/lnrn woo 47WI I to-fo-40 AM r q. y, PACLAND Project#10533005 Page 115 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA98223 \ 360-403-3551 Project Name: Arlington Drugstore Permit No.: 936 Review Date: 5/22/17 Contact: Phone No.: Review Phase: 3rd Round Report Date: Reviewing Dept.: CED Applicant: DWG Issue Date: Dwg. or Add] Ref, Comment Response/Resolution City S ec. Ref. Approved 1. NEH DR Pg 14 Discuss details of detention chambers. How does the Details of the chambers have been added to the YES 49'x49' trench in WWHM output(2401 SF)compare to plan set. The square footage of the bottom of the the system shown approx.2058 sf? Use information from chambers is 2,441 sf. Pg 44 to explain the volume comparison, show the square footage of the infiltration area as constructed and verify in WWHM that it will meet requirements. 2. NEH DR Pg 14 Describe make up of infiltration chambers(construction Details of the chambers have been added to the YES detail) plan set and appendix. 3. NEH DR Pg 14 Some areas appear to be leaving the site un-detained and The system has been sized for the undetained and YES untreated. How has that been accounted for? untreated area as if it is draining into the system. The north portion of the north driveway is on the adjoining property which is not being developed with our client's property. The access easement allows for construction of the access aisle but not utilities. The intent of the design is to capture as much of the runoff as possible. It is assumed the limited amount of un-captured runoff will drain to the north into the existing ditch on the east side of the existing driveway. The undetained area is less than 1,700 sf. 4. NEH DR Pg 14 Details of chambers and wetland need to be discussed in Details of the chambers have been added to the YES text;size,rock, depth,width of trench,#needed plan set and appendix. 5. NEH DR Pg 14 Provide information regarding capacity of the modular Details of the treatment system have been added to YES wetlands,number needed,how it meets the requirement. the plan set and appendix. Round 2-I can't locate the output from WWHM that specifies the 9 1%developed flow rate for treatment. Shown as(0.045 cfs?) Can you please provide? I get 0.3209 cfs from WWHM output. I believe the capacity of Rece Wed the unit shown is 0.060. When I went to the BIO Clean website to verify, 1 couldn't tell which of the specific JUL 2 6 Z017 products this is; Linear, Downspout, Wetland MOD? Please provide all necessary information for me to replicate design of treatment system. Page 1 of 6 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA 98223 360-403-3551 Project Name: Arlington Drugstore Permit No.: 936 Review Date: 5/22/17 Contact: Phone No.: Review Phase: V Round Report Date: Reviewing Dept.: CED Applicant: DWG Issue Date: # Rev. Dwg, or Add'I Ref. Comment Response/Resolution City Spec. Ref. Approved 6. NEH DR Pg 14 Need to show what areas are going to treatment, verses The design has been revised to have all the roof YES what is going directly to the infiltration trenches. Provide drain areas by-pass the treatment system and enter hatched area map with square footage or sufficient the infiltration system. Exhibit Ex-3.0 has been discussion to explain what is going where. added to the storm report. 7. NEH DR Pg 14 is the second building planned to be stubbed directly into A stub has been added the plans downstream of the YES the infiltration trench? treatment vaults. 8. NEH DR Pg 14 In general—clearly discuss and walk me through the In depth description added to Section 6 of the YES work done between W WHM output and the design. How storm report. does your design equate to the volumes shown in the report? 9. NEH Plans D-1.0 Notes H, I, K are not shown anywhere on the plan sheet The plans have been revised. H has been changed YES to a storm drain pipe removal note. Call out`I' has been added in multiple locations. Call out`K'has been added along 204". 10. NEH Plans D-1.0 Is the location of J where you want SS to be dislocated, or Per the comments on the utility plan,the existing YES where the proposed line starts? side sewer is shown as being replaced. 11. NEH Plans D-1.0 Stabilized construction entrance detail or WSDOT A WSDOT detail has been added to D-2.0. YES reference? 12. NEH Plans D-1.0 Should the fence to be removed be bold? Specify LF to The limits of the fence removal have been revised YES be removed? to show the beginning and end of the fence removal along with the linear foot. 13. NEH Plans C-1.0 Call outs for A, B,G,H are not shown on this page All notes have been added to the plan sheet per the YES Round 2—There are still call-outs on sheet C 1.0 but no comment. notes on sheet C1.0. Is this the intention? 14. NEH Plans C-1.1 Are pavement markings paint,or thermo plastic? No call The drive aisle on the west side of the Drug Store YES out for directional arrows shown. Drive thru stop bar not will been striped as a fire lane. All pavement called out. Will there be no parking signs installed,or is markings will be painted per Site Note#10 on it going to be marked on the pavement somehow(fire sheet CV-1.1 lane)? Round 2-Identify no parking sign locations and type of signs on plan set. Per 2015 IFC and AMC,Chapter 5 Page 2 of 6 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA98223 360-403-3551 Project Name: Arlington Drugstore Permit No.: 936 Review Date: 5/22/17 Contact: Phone No.: Review Phase: 3rd Round Report Date: Reviewing Dept.: CED Applicant: DWG Issue Date: # I Rev. Dwg. or Add'I Ref. Comment Response/Resolution City Spec. Ref. Approved 15. NEH Plans C-1.3 See WSDOT traffic control plan,sidewalk detour. Plan has been revised and updated. Sign YES Specify sign sizes. Sign the west corner at 67", Sidewalk specifications have been added as requested. closed ahead,cross here,because there isn't another crossing until highway 9. 16. NEH Plans C-1.4 Lighting plan detail sheets and specs not included. Is The lighting details and specs were provided as a YES there a lighting diagram to show the parking lot lighting? part of the package on 8-1/2 by I 1 cut sheets. The I can't tell,but it seems like there are dark areas. spacing is similar to previous drug store developments. The lighting will be sufficient. 17. NEH Plans C-2.0 It appears most of the building runoff is being directed The drainage from the building roofs and canopies YES into the storm system prior to treatment. That means the have been revised to be separate from the parking treatment needs to include the volume form the building lot drainage. Cleanouts have been added to all runoff. Any tee in that system needs to be a sweep clean bends and tees. A clean out schedule has been out tee. Would it be better to route the canopy drain added to the plan. system around the building to discharge directly into the detention system? Clean outs need to be shown on all tees and corners. 18. NEH Plans C-2.0 Review corner just south of the trash area, I think the Thank you! We have revised the spot elevation. YES numbers need switched. Round 2—Changes to the trash area have moved the spot elevation leader. 19. NEH Plans C-2.0 CB 5—pipe 6,based on slope and length, lE in= 120.56, Correction added. YES below IE out at 120.8. 20. NEH Plans C-2.0 Northwest corner appears to be leaving site untreated and See response from comment 3. YES un-detained(see comment 3) 21. NEH Plans C-2.0 Provide all service stubs for second building,should not Stub added for roof run off. At this time the site YES need to cut asphalt to install second building,all civil plan for the future building is not set. We would work should be done. Provide curb cuts for proposed expect everything about the adjacent site plan to be drive lane for second building, do not want to cut new revised once a user is found for the property. curb and asphalt. Since we are not sure as to the user,we are 22. NEH Plans C-2.0 Provide details for detention structures,trench size,depth, A detail sheet(C-6.1)has been added to the plan YES rock,cover,#of units, volume required,details about how set for the detention system. Page 3 of 6 18204 59th Avenue NE 4D REVIEW COMMENT FORM Arlington, WA 98223 360-403-3551 Project Name: Arlington Drugstore Permit No.: 936 Review Date: 5/22/17 Contact: Phone No.: Review Phase: 3rd Round Report Date. Reviewing Dept.: CED Applicant: DWG Issue Date Dwg. or Add'I Ref. Comment Response/Resolution City Spec. Ref. A roved to install,profile and cross section if necessary to convey information to contractor. Round 2—Provide rock equivalent in WSDOT Standard Specifications. Provide more lift elevations to clarify for the Contractor. See attached sketch. 23. NEH Plans C-2.0 Need details for treatment facility, specifications,type, A detail has been added to the plan set(C-6.1)for YES depth,bottom elevation,configuration of in and out the treatment system. pipes,etc. 24. NEH Plans C-2.0 As shown some of the canopy drain is under the driving The canopy drains have been revised. The cover is YES area with only 2 feet of cover on PVC pipe. Is this more than two feet under the driving areas. sufficient cover? 25. NEH Plans Specify type of lids for storm structures. Notes have been added to the structure table. YES 26. NEH Plans All civil for the second building should still be included, Storm stubs have been added to the plans for the YES so the building can go in without disturbing the curb and future pad. asphalt. 27. FR Sewer C-3.0 A monitoring manhole will be required on the 6" side The manhole has been added to the 6"line just YES sewer service between the building and the sewer main north of the sewer connection to the Drug Store. per COA 5-1.17.#5 Manholes and clean-outs shall be set to grade following details SS-070 and SS-080. FR 28. FR Sewer C-3.0 Existing 6" side sewer service has known issues. I The pipe has been shown to be replaced. There is YES suggest applicant does field investigation to assure pipe a note on the plans to have the existing line has sufficient slope and does not have low points inspected and if it is determined the pipe is in throughout(bellies). Contact the Wastewater Department acceptable condition, it can be reused. for assistance in assessing pipe condition. 29. FR Sewer C-3.0 Any existing manholes that are altered during No existing manholes will be altered for the YES construction must be returned to City Standards. construction of the project. Page 4 of 6 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA 98223 360-403-3551 Project Name: Arlington Drugstore Permit No.: 936 Review Date: 5/22/17 Contact: Phone No.: Review Phase: 3rd Round Report Date: Reviewing Dept.: CED Applicant: DWG Issue Date # Rev. Dwg. or F_kd_d'I Ref. Comment Response/Resolution City S ec. Ref. Approved 30. FR Sewer C-3.0 Proposed 6" side sewer stub for empty adjacent lot is The suggestion is great. Since we don't know the YES acceptable however I suggest an 8" line intersecting at a user/users it is hard for us to justify the cost to manhole so that if a food service provider is used they upgrade the line and install an additional manhole may connect to that line and install a grease vault while on the existing sewer line. Hopefully we pad will utilizing the same line for other units and buildings. Food get a user in the coming months and we can design service buildings are required to be monitored separately the utilities to accommodate the future user this and this would also save future construction into finished morning. pavement and/or concrete. 31. FR Sewer C-3.0 Manholes and clean-outs shall be set to grade following The details have been added to drawing C-5.0 YES details SS-070 and SS-080. 32. GS Water All fittings to be "Mega-Lug"type restrained joint. Notes have been added to the plan sheet in the Note not COA Std.4-1.10&4-2.06 lower left corner. located 3rd Round: Plan view adjusted. Note is in upper left corner. 33. GS Water All bell gasket to be "Field Loc"Type. Notes have been added to the plan sheet in the Note not COA Std.4-1.10&4-2.06 lower left corner. located 3rd Round: Plan view adjusted. Note is in upper left corner. 34. GS Water Commercial water service line from main to meter shall The service size has been revised to provide a 2" YES be 2". service line with a 1"meter. COA Std.4-1.23 35. GS Water Fire Line DCVA to be located as close as possible to the The fire line DCVA has been revised to a vault YES point of connection,but not farther than 50'. located at the eastern portion of the site. 36. GS Water At the N.E.corner,the point of connection of the 6" DI. The connection has been revised per the comment Call out There will need to have a fully valved Hydrant Tee with a along with the associated sketches. Tie-back "Tie-Back" block.COA Std.4-1.18.This will keep the block on building in service when future expansion occurs and 3RD Round: Tie-back note added plan give the building the required hydrant coverage. Page 5 of 6 18204 59th Avenue NE REVIEW COMMENT FORM Arlington, WA98223 360-403-3551 Project Name: Arlington Drugstore Permit No.: 936 Review Date: 5/22/17 Contact: Phone No.: Review Phase: 3rd Round Report Date: Reviewing Dept.: CED Applicant: DWG Issue Date: Dwg. or Add'I Ref. Comment Response/Resolution City _Spec. Ref. Approved 37. TC Fire C-3.0 Add fire hydrant and relocate FDC—see attached plan- Fire Hydrant has been added and FDC relocated. YES Fire Comment 38. NEH Standard Round 2 — There are 2 standard details that have been YES details updated,emailed to applicant 39. NEH I Cover CV-1.0 Change permit number to PWD#936 Revised/added to coversheet 40. NEH I Water C-3.1 Note N is cut off Plan revised. 41. NEH Water C-3.0 SW corner there is a call out 2"x12"Tee note that I think Plan has been corrected. Lines have been adjus' is left over from previous version to connect to new 12"main location. 2"domestic line for the west lot needs adjusted to connect to the new waterline location. Southern hydrant needs extended to new waterline location. Notes for new waterline(southern section)need updating. 42. NEH Water C-3.1 Clean out for SS 0+50 missing on profile Cleanout added to profile 43. NEH Water C3.2 Waterline profile needs updating 2+50 should show the Profile updated per redline. 8" fire hydrant line,the 1"domestic(irrigation)shown at 2+50 should be at 2+62 44. GT Water/Sewer C3.0 See Redlined plan—Domestic service 12"x 6"tee, 6" Plan updated per redline. Side sewer remains as a C-3.2 gate valve. Manhole at main, 8"side sewer 6" Page 6 of 6 SECTION 'H, TOWNSHIP M S, RANGE 5 W, W.M. AoHml'LlNu"m"l"mu*` N wUm"' RUGboom"TORE a g K K H U PWD#936 aWWu -U U OO DEVELOPMENT STANDARDS o a o ZZZZ ARLINGTON, WA 98223 ZONING GC a fL MAXIMUM IMPERVIOUS SURFACE NONE ¢a a a < ¢ a a gm � BUILDING SETBACKS <., SIDE YARD SETBACK FROM PUBLIC ROW 15' SETBACK FROM OPEN DRAINAGE FACILITY 5 CITY OF ARLINGTON ' o 0 0 0 dd SETBACK FROM EASEMENT 5' SETBACK FROM STREET(BUILDING OVER 10,000 SF) 25' SETBACK FROM STREET(BUILDING UNDER 10,000 SF) 10' ��� pORTPGE CREEK OWNER CIVIL ENGINEER DRAWING INDEX o N REAL PROPERTY INVESTORS PACLAND-SEATTLE SHEET NO. DRAWING TITLE SCREENING PROJECT LOCATION �- %%�/ 2618 2ND AVENUE 1505 WESTLAKE AVE N, SUITE 305 CV-1.0 COVER SHEET SEATTLE, WA 98121 SEATTLE, WA 98109 CV-1.1 GENERAL NOTES SOUTHERN LOT LINE: TYPE C, INTERMITTENT SCREENING o o 204TH ST NE Z 2� z (206)321-7239 (206) 522-9510 CV-1.2 CITY OF ARLINGTON STANDARD NOTES EASTERN LOT LINE: TYPE C, INTERMITTENT SCREENING z CONTACT: MARTY JOUFLAS CONTACT: BILL FORTUNATO, P.E. D-1.0 DEMOLITION AND ESC PLAN NORTHERN LOT LINE: NOT REQUIRED (VACANT COMMERCIAL) a ¢ Q ¢ LUKE RANDLES, P.E. C-1.0 HORIZONTAL CONTROL PLAN WESTERN LOT LINE: TYPE C, INTERMITTENT SCREENING C-1.1 SITE PLAN o N ll�^ o C-,.2 PLAZA PLAN ROAD CLASSIFICATION SURVEYING LANDSCAPE ARCHITECT C-1.3 TRAFFIC CONTROL PLAN 200TH ST NE CASCADE SURVEYING&ENGINEERING, INC. MAIN STREET DESIGN C-1.4 ILLUMINATION PLAN 204TH ST NE: MINOR ARTERIAL 201ST ST NE P.O. BOX 326 9402 TIDAL COURT C-2.0 GRADING AND DRAINAGE PLAN SR 9: HIGHWAY ARLINGTON, WA 98223 BAINBRIDGE ISLAND, WA 98110 C-3.0 UTILITY PLAN (360) 435-5551 (206)842-7886 C-3.1 SEWER PLAN AND PROFILE GENERAL NOTES y CONTACT: PHIL ABENROTH CONTACT: KEN LONEY, LA C-3.2 WATER PLAN AND PROFILE v C-3.3 204TH STREET WATER REPLACEMENT ALERT TO CONTRACTOR ARCHITECT EROSION LEAD C-5.0 SANITARY SEWER DETAILS C-6.0 STORM DRAINAGE DETAILS 1. SITE WORK FOR THIS PROJECT SHALL MEET OR EXCEED THE PROJECT C-7.0 WATER DETAILS SPECIFIC SITE WORK SPECIFICATIONS AND CITY OF ARLINGTON ENGINEERING +o LANCE MUELLER&ASSOCIATES - C-7.1 WATER DETAILS DESIGN AND DEVELOPMENT STANDARDS, WHICH ARE HEREBY REFERENCED VICINITY MAP 130 LAKESIDE AVENUE, SUITE 250 - C-7.2 WATER DETAILS AS PART OF THESE PLANS. NTS SEATTLE, WA 98122 C-8.0 PAVING AND SITE DETAILS (206)325-2553 (XXX)XXX-XXXX C-8.1 PAVING AND SITE DETAILS 2. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF ^ CONTACT: HAROLD CHRISTENSEN CONTACT: XXXX L-1.0 LANDSCAPE PLAN THE EXISTING CONDITIONS. THESE PLANS DO NOT REPRESENT A DETAILED yes FIELD SURVEY. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELD CONDITIONS PRIOR TO BIDDING THE PROPOSED SITEWORK IMPROVEMENTS. IF SITE INFORMATION CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER LEGAL DESCRIPTION GOVERNING AGENCY SITE DATA WEST PARCEL PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWORK WHICH WOULD WEST PARCEL PARCEL NUMBER: 31051100305400 BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT EXISTING SURVEY, v�?s ALL THAT PORTION OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION CITY OF ARLINGTON TOTAL AREA = 96,869 SF(2.23 AC) SITE ADDRESS: 7421 204TH STREET NE INCLUDING TOPOGRAPHY AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, 238 N OLYMPIC AVE BUILDING AREA = 16,671 SF(0.38 AC) CURRENT ZONING: GENERAL COMMERCIAL GC THEY SHALL HAVE MADE, AT THEIR OWN EXPENSE, A TOPOGRAPHIC SURVEY 11, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M., DESCRIBED AS FOLLOWS: ( ) BY A REGISTERED LAND SURVEYOR AND SUBMIT IT TO THE OWNER FOR ARLINGTON, WA 98223 IMPERVIOUS SITE AREA = 74,179 SF(1.70 AC) AIRPORT DISTRICT: C COMMENCING AT THE SOUTHEAST CORNER OF SAID SUBDIVISION; THENCE S 89'06'06" W ALONG REVIEW. m THE SOUTH LINE THEREOF A DISTANCE OF 153.49 FEET, THENCE N 0'53'54" W A DISTANCE OF (360)403-3551 LANDSCAPE AREA = 22,690 SF(0.53 AC) SITE AREA: 29,979 SF(0.69 AC) N s 30.00 FEET TO THE NORTH MARGIN OF 204TH ST NORTHEAST PER AUDITOR'S FILE NUMBER IMPERVIOUS AREA COVERAGE = 77% USE CLASSIFICATION: 8.400 3. CAUTION - NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICALLY ^ 9406200675, RECORDS OF SNOHOMISH COUNTY, STATE OF WASHINGTON AND THE TRUE POINT LOT DIMENSIONS = 355' X 275' CAUTIONED THAT THE LOCATION OF EXISTING UTILITIES AS SHOWN ON THESE OF BEGINNING; THENCE S 89'06'06"W A DISTANCE OF 135.10 FEET; THENCE N 1'25'56" E A FILE NO BUILDING HEIGHT = 35' (MAX) EAST PARCEL PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND, LL PARCEL NUMBER: 31051100304100 WHERE POSSIBLE,MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS DISTANCE OF 275.23 FEET; THENCE N 89'06'06"E A DISTANCE OF 95.52 FEET; THENCE S 0' PLN #338 (ASSIGNED BY CITY OF ARLINGTON) SITE ADDRESS: 7423 204TH STREET NE NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR 53'54"E A DISTANCE OF 162.00 FEET; THENCE S 22'08'55" E A DISTANCE Of 78.33 FEET; PWD #936 (ASSIGNED BY CITY OF ARLINGTON) CURRENT ZONING: GENERAL COMMERCIAL(GC) MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS THENCE S 0'53'54"A DISTANCE OF 40.00 FEET TO THE TRUE POINT OF BEGINNING. BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. o TOGETHER WITH AND SUBJECT TO EASEMENTS, COVENANTS, CONDITIONS, RESTRICTIONS AND AIRPORT DISTRICT: C IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL RESERVATIONS OF RECORD. SITE AREA: 66,895 SF(1.54 AC) EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SITUATE IN THE CITY OF ARLINGTON, COUNTY OF SNOHOMISH, STATE OF WASHINGTON. UTILITY PROVIDERS ABBREVIATIONS USE CLASSIFICATION: 2.110 SHOWN ON THESE PLANS ®Q q n �03 EAST PARCEL STORM AASHTO AMERICAN ASSOCIATION OF STATE FL FLOW LINE RD ROAD 4. ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY CODES ALL THAT PORTION OF SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER AND OF THE ARLINGTON CITY SEWER DEPARTMENT HIGHWAY AND TRANSPORTATION AND/OR UTILITY SERVICE COMPANIES SHALL BE PERFORMED PRIOR TO SOUTHWEST QUARTER OF THE SOUTHEAST QUARTER, ALL IN SECTION 11, TOWNSHIP 32 NORTH, 154 W COX ST FT FEET REQS REQUIREMENTS OFFICIALS ANNOUNCED BUILDING POSSESSION AND THE FINAL CONNECTION OF RANGE 5 EAST, DESCRIBED AS FOLLOWS: ARLINGTON, WA 98223 HDPE HIGH-DENSITY POLYETHYLENE S SOUTH SERVICES. COMMENCING AT THE SOUTH QUARTER CORNER OF SAID SECTION 11; THENCE S 89'06'06" W (360)403-3526 AMC ARLINGTON MUNICIPAL CODE ALONG THE SOUTH LINE OF THE SOUTHWEST QUARTER THEREOF A DISTANCE OF 153.49 FEET; ARCH ARCHITECTURAL HORIZ HORIZONTAL SD STORM DRAIN 5. SITE WORK FOR THIS PROJECT SHALL BE CONSTRUCTED PER THE WATER HP HIGH POINT SDR STANDARD DIMENSION RATIO APPROVED, SIGNED CONSTRUCTION PLANS. ELECTRONIC FILES SHALL NOT BE THENCE N 053'54" W A DISTANCE OF 30.00 FEET TO THE NORTH RIGHT-OF-WAY OF 204TH ARLINGTON CITY SEWER DEPARTMENT ASTM AMERICAN SOCIETY FOR TESTING c.i CONSIDERED CONSTRUCTION DOCUMENTS UNLESS SPECIFICALLY STATED AS o STREET NORTHEAST PER AUDITOR'S FILE NUMBER 9406200675, RECORDS OF SNOHOMISH AND MATERIALS HWY HIGHWAY SF SQUARE FEET 154 W COX ST SUCH AND HANDLED IN ACCORDANCE WITH THE BID DOCUMENTS. SIGNED W a COUNTY, STATE OF WASHINGTON AND THE TORE POINT OF BEGINNING; THENCE N 0'53'54" W A PAPER PLANS SHALL TAKE PRECEDENCE OVER ELECTRONIC FILES. a:ARLINGTON, WA 98223 AVE AVENUE IE INVERT ELEVATION SS SANITARY SEWER DISTANCE OF 40.00 FEET; THENCE N 22'O6'55" W A DISTANCE OF 78.33 FEET; THENCE N O W (360) 403-3526 BMP BEST MANAGEMENT PRACTICE LP LOW POINT ST STREET 6. THE CONTRACTOR SHALL MAINTAIN A SET OF THE CONSTRUCTION PLANS 0'53'54" W A DISTANCE OF 162.00; THENCE N 89'06' 06"E A DISTANCE OF 258.00 FEET TO H 3 o A POINT ON THE WESTERLY MARGIN OF STATE ROUTE 9; THENCE S i'06' 10" W ALONG SAID SEWER BW BOTTOM OF WALL MAX MAXIMUM SW SIDEWALK ON-SITE AT ALL TIMES WHILE CONSTRUCTION IS IN PROGRESS. ru MARGIN A DISTANCE OF 345.58 FEET TO A POINT 58.82 FEET NORTH OF, AS MEASURED ARLINGTON CITY SEWER DEPARTMENT CB CATCH BASIN MEP MECHANICAL/ELECTRICAL/PLUMBING TC TOP OF CURB Z W PERPENDICULAR TO THE SOUTH LINE Of THE SOUTHWEST QUARTER OF THE SOUTHEAST (�X O co 154 W COX ST CONSTRUCTION DRAWING REVIEW o QUARTER OF SIAD SECTION 11, SAID POINT BEING THE BEGINNING OF A TANGENT CURVE TO ARLINGTON, WA 98223 CL CLASS MH MANHOLE TG TOP OF GROUND a ACKNOWLEDGMENT 2 THE RIGHT HAVING A RADIUS Of 25.00 FEET; THENCE ALONG THE ARC OF SAID CURVE 6 � (360) 403-3526 CO CLEANOUT MIN MINIMUM TP TOP OF PAVEMENT Z p THROUGH A CENTRAL ANGLE OF 87'22'10" A DISTANCE OF 38.12 FEET; THENCE S 88'28' ZO" THIS PLAN HAS BEEN REVIEWED AND EVALUATED FOR GENERAL COMPLIANCE O(�Z W A DISTANCE OF 40.35 FEET TO THE WEST LINE OF SAID SOUTHWEST QUARTER OF THE CY CUBIC YARDS MJ MECHANICAL JOINT TW TOP OF WALL WITH THE CITY OF ARLINGTON CODES AND ORDINANCES. CONFORMANCE OF THIS o ELECTRIC DESIGN WITH ALL APPLICABLE LAWS AND REGULATIONS IS THE FULL AND COMPLETE _J N SOUTHEAST QUARTER AND TO A POINT 35.00 FEET NORTH OF, AS MEASURED PERPENDICULAR PUGET SOUND ENERGY DIA DIAMETER MUTCD MANUAL ON UNIFORM TRAFFIC TYP TYPICAL RESPONSIBILITY OF THE LICENSED DESIGN ENGINEER. WHOSE STAMP AND SIGNATURE Z Q V N TO, THE SOUTH LINE OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SAID 10885 N.E. 4TH STREET CONTROL DEVICES APPEAR ON THIS SHEET. ACKNOWLEDGMENT OF CONSTRUCTION DRAWING REVIEW SECTION 11; THENCE S 89'O6'O6" W PARALLEL WITH THE SOUTH LINE OF SIAD SOUTHEAST DR DRIVE VERT VERTICAL DOES NOT IMPLY CITY APPROVAL FOR CONSTRUCTION ACTIVITIES THAT REQUIRE i BELLEWE, WA 98004 OTHER COUNTY, STATE OR FEDERAL PERMIT REVIEW AND APPROVAL. THE PROPERTY J QUARTER OF THE SOUTHWEST QUARTER A DISTANCE OF 20.05 FEET; THENCE S 310'20" W A (800) 562-1482 E EAST N NORTH W WEST OWNER AND LICENSED DESIGN ENGINEER SHALL BE RESPONSIBLE FOR THE a: DISTANCE OF 5.01 FEET TO A POINT 30.00 FEET NORTH OF THE SOUTH LINE OF SAID NTS NOT TO SCALE ACQUISITION AND COMPLIANCE OF ALL APPLICABLE PERMITS AND/OR AUTHORIZATIONS Q ESAL EQUIVALENT SINGLE-AXLE LOAD WA WATER WHICH MAY INCLUDE,BUT ARE NOT LIMITED TO, WSDFW HYDRAULIC PROJECT SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER AS MEASURED PERPENDICULAR THERETO; NATURAL GAS APPROVAL(HPA), WSDOE NOTICE OF INTENT(NOI), ANY CORP OF ENGINEERS FILL z THENCE S 89'06'06" W A DISTANCE OF 135.57 FEET TO THE TRUE POINT OF BEGINNING. PUGET SOUND ENERGY ESC EROSION AND SEDIMENT CONTROL PE POLYETHYLENE WSDOT WASHINGTON DEPARTMENT OF PERMITS AND THE REQUIREMENTS OF THE ENDANGERED SPECIES ACT. TOGETHER WITH AND SUBJECT TO EASEMENTS, COVENANTS, CONDITIONS,RESTRICTIONS AND 10885 N.E. 4TH STREET PUD PLANNED UNIT DEVELOPMENT TRANSPORTATION RESERVATIONS OF RECORD. BELLEWE, WA 98004 EX EXISTING Br: o PVC POLYVINYL CHLORIDE City Engineer SITUATE IN THE CITY OF ARLINGTON, COUNTY OF SNOHOMISH, STATE OF WASHINGTON. (800) 562-1482 FFE FINISHED FLOOR ELEVATION yr DATE. C -1.0 j THIS APPROVAL VALID FOR 18 MONTHS v N SECTION 11, TOWNSHIP 318, RANG 5 W, W.M. EROSION CONTROL NOTES SITE NOTES GRADING NOTES GENERAL UTILITY NOTES N N O O N 1. ALL WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE MOST CURRENT 1. ALL WORK AND MATERIALS SHALL COMPLY WITH ALL CITY/COUNTY 1. THE SPOT ELEVATIONS INDICATED ON THIS PLAN REPRESENT THE DESIGN TOP 1. ALL IMPROVEMENTS SHALL MEET LOCAL,STATE DOT AND A.P.W.A. wCD APPLICABLE LOCAL, STATE, AND FEDERAL STANDARDS. REGULATIONS AND CODES AND O.S.H.A. STANDARDS. OF PAVEMENT,UNLESS OTHERWISE NOTED. STANDARD SPECIFICATIONS. - CS 2. THE CONTRACTOR SHALL BE RESPONSIBLE AT ALL TIMES FOR PREVENTING SILT-LADEN 2. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION 2. CONTRACTOR IS RESPONSIBLE FOR DEMOLITION OF EXISTING STRUCTURES 2. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION g RUNOFF FROM DISCHARGING FROM THE PROJECT SITE. FAILURE BY THE CONTRACTOR AND DIMENSIONS OF VESTIBULE,SLOPED PAVING, EXIT PORCHES, SIDEWALKS, INCLUDING REMOVAL OF ANY EXISTING U11UTIES SERVING THE STRUCTURE. AND DIMENSIONS OF VESTIBULE, SLOPED PAVING,EXIT PORCHES, SIDEWALKS, o s o 0 0 CAN RESULT IN A FINE. THE DESIGNATED TEMPORARY CONTACT PERSON NOTED ON RAMPS&TRUCK DOCKS,PRECISE BUILDING DIMENSIONS AND EXACT UTILITIES ARE TO BE REMOVED TO THE RIGHT-OF-WAY. RAMPS AND TRUCK DOCKS,PRECISE BUILDING DIMENSIONS AND EXACT 6 C' C' u THIS PLAN MUST BE AVAILABLE FOR CONTACT BY TELEPHONE ON A 24 HOUR BASIS BUILDING UTILITY ENTRANCE LOCATIONS. 3. ALL UNSURFACED AREAS DISTURBED BY GRADING OPERATION SHALL RECEIVE BUILDING UTILITY ENTRANCE LOCATIONS. o 0 0 0 THROUGHOUT CONSTRUCTION AND UNTIL THE PROJECT HAS BEEN COMPLETED AND 3. DIMENSIONS SHOWN REFER TO FACE OF CURB,FACE OF BUILDING OR TO 4 INCHES OF TOPSOIL CONTRACTOR SHALL APPLY STABILIZATION FABRIC TO 3. REFER TO INTERIOR PLUMBING DRAWINGS FOR TIE-IN OF ALL UTILITIES. z ¢z z z APPROVED BY THE GOVERNMENTAL AGENCY WITH JURISDICTION. THE CENTERLINE OF PAVEMENT STRIPING,UNLESS OTHERWISE NOTED. ALL SLOPES 3H:1V OR STEEPER. CONTRACTOR SHALL STABILIZE DISTURBED 4. ALL FILL MATERIAL SHALL BE IN PLACE, AND COMPACTED BEFORE 3. THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION, MAINTENANCE, 4. ALL PAVED PARKING LOT AREAS WITHIN THE LIMITS OF IMPROVEMENTS AREAS WITH GRASS IN ACCORDANCE WITH LOCAL SPECIFICATION UNTIL A INSTALLATION OF PROPOSED UTILITIES. ° REPLACEMENT AND UPGRADING OF THESE ESC FACILITIES IS THE RESPONSIBILITY OF SHALL BE STANDARD DUTY PAVEMENT UNLESS OTHERWISE NOTED. HEALTHY STAND OF GRASS IS OBTAINED. 5. CONTRACTOR SHALL NOTIFY THE UTILITY AUTHORITIES INSPECTORS 72 THE CONTRACTOR FROM THE BEGINNING OF CONSTRUCTION UNTIL ALL CONSTRUCTION 5. CONTRACTOR SHALL PROVIDE A TEMPORARY TRAFFIC CONTROL PLAN FOR 4. ALL CUT AND FILL SLOPES SHALL BE CONSTRUCTED PER THE IBC CODE AND HOURS BEFORE CONNECTING TO ANY EXISTING LINE. m t]OO NN IS COMPLETED AND APPROVED BY THE GOVERNMENTAL AGENCY WITH JURISDICTION THE CITY ENGINEER'S APPROVAL PRIOR TO ANY WORK WITHIN THE CITY APPLICABLE LOCAL REGULATION. ALL CUT AND FILL SLOPES SHALL BE 3:1 6. MINIMUM WATER AND SANITARY SEWER TRENCH WIDTH SHALL BE 2 FEET. AND THE SITE IS STABILIZED. OR FLATTER UNLESS OTHERWISE NOTED. 7. ALL UIIU71ES SHOULD BE KEPT TEN 10' APART PARALLEL OR WHEN o 0 0 0 RIGHT-OF-WAY. ( ) (PARALLEL) 4. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY 6. FIRE LANE STRIPING AROUND BUILDING PERIMETER AND ALONG ARE TRUCK 5, CONTRACTOR SHALL ASSURE POSITIVE DRAINAGE AWAY FROM BUILDINGS FOR CROSSING 18"VERTICAL CLEARANCE(OUTSIDE EDGE OF PIPE TO OUTSIDE FLAGGED AND INSPECTED BY THE LOCAL JURISDICTION PRIOR TO ANY CLEARING OR ACCESS WAYS SHALL BE INSTALLED AS PART OF THIS CONTRACT,IN ALL NATURAL AND PAVED AREAS AND SHALL GRADE ALL AREAS TO EDGE OF PIPE). CONSTRUCTION TAKING PLACE.DURING CONSTRUCTION,NO DISTURBANCE BEYOND THE ACCORDANCE WITH THE LOCAL CODE AND FIRE MARSHALL REQUIREMENTS. PRECLUDE PONDING OF WATER. 8. IN THE EVENT OF A VERTICAL CONFLICT BETWEEN WATERLINES, SANITARY r o N FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FLAGGING SHALL BE MAINTAINED 7. REFER TO BOUNDARY SURVEY FOR LEGAL DESCRIPTION, DIMENSIONS OF 6. ALL POLLUTANTS OTHER THAN SEDIMENT ON-SITE DURING CONSTRUCTION LINES, STORM LINES AND GAS LINE(EXISTING AND PROPOSED), THE BY THE OWNER AND/OR CONTRACTOR UNTIL ALL CONSTRUCTION IS APPROVED. PROPERTY LINES, BASIS OF BEARINGS&BENCHMARK INFORMATION.(SEE SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE SANITARY LINE SHALL BE DUCTILE IRON PIPE WITH MECHANICAL JOINTS AT o 5. THE EROSION AND SEDIMENTATION CONTROL FACILITIES SHOWN ON THIS PLAN ARE TO SHEET CS-1) CONTAMINATION OF STORMWATER. THE CONTRACTOR SHALL ADHERE TO ALL LEAST 10 FEET ON BOTH SIDES OF CROSSING, THE WATERUNE SHALL BE BE CONSIDERED ADEQUATE BASIC REQUIREMENTS FOR THE ANTICIPATED SITE 8, SEE SHEET C-1.1 FOR SITE DIMENSIONS. TERMS AND CONDITIONS AS OUTLINED IN THE GENERAL N.P.D.E.S.PERMIT FOR MECHANICAL JOINTS WITH APPROPRIATE THRUST BLOCKING AS REQUIRED TO z o CONDITIONS. DURING CONSTRUCTION, DEVIATIONS FROM THIS PLAN MAY BE NECESSARY 9. ALL ON-SITE PAINTED STRIPING SHALL BE DOUBLE COATED. SEPARATE STORMWATER DISCHARGE ASSOCIATED WITH CONSTRUCTION ACTIVITIES. PROVIDE A MINIMUM OF 18"CLEARANCE, MEETING REQUIREMENTS OF ANSI o o it IN ORDER TO MAINTAIN WATER QUALITY. 7. PROPERTIES AND WATERWAYS DOWNSTREAM OF THE SITE SHALL BE 6. ALL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE INSPECTED BY THE COATS SHALL BE APPLIED NO SOONER THAN 4 HOURS APART. PROTECTED FROM EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY LINES AND ANSI ND (AWWA INSTALLED, (CLASS 50). (CONTRACTOR TO REFER TO PROJECT SPECIFICATIONS FOR ADDITIONAL 9. LINES UNDERGROUND SHALL BE INSTALLED,INSPECTED AND APPROVED CONTRACTOR ON A FREQUENT BASIS AND IMMEDIATELY AFTER EACH RAINFALL, AND AND PEAK FLOW RATE OF STORMWATER RUNOFF FROM PROJECT SITE. MAINTAINED AS NECESSARY TO INSURE THEIR CONTINUED FUNCTIONING. ALL SEDIMENT PAVING MARKING REQUIREMENTS.) B. CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE GOVERNING CODES AND BEFORE BACKFILLING. o �° MUST BE REMOVED FROM SILT FENCES, STRAW BALES, SEDIMENT PONDS,ETC.PRIOR 10, PARKING LOT STRIPING SHALL BE WHITE, 4"WIDTH, &DOUBLE COATED, BE CONSTRUCTED TO SAME. 10. CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH THE SPECIFICATIONS OF TO THE SEDIMENT REACHING 1/2 ITS MAXIMUM POTENTIAL DEPTH. UNLESS OTHERWISE NOTED.LIGHT POLE BASES TO BE PAINTED TRAFFIC 9. CONTRACTOR TO REMOVE UNSUITABLE SOILS LOCATED WITHIN THE BUILDINGS THE LOCAL AUTHORITIES WITH REGARD TO MATERIALS AND INSTALLATION OF 7. AT NO TIME SHALL CONCRETE, CONCRETE BYPRODUCTS, VEHICLE FLUIDS, PAINT, WHITE(DOUBLE COAT) SPLAY LINE OF THE FOOTINGS. THE WATER AND SEWER LINES. g CHEMICALS, OR OTHER POLLUTING MATTER BE PERMITTED TO DISCHARGE TO THE 11. ALL DISTURBED AREAS ARE TO RECEIVE FOUR INCHES OF TOPSOIL, SEED, 10, FOR BOUNDARY AND TOPOGRAPHIC INFORMATION REFER TO PROJECT SURVEY. 11. ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY CODES TEMPORARY OR PERMANENT DRAINAGE SYSTEM, OR TO DISCHARGE FROM THE PROJECT MULCH AND WATER UNTIL A HEALTHY STAND OF GRASS IS ESTABLISHED. 11. FOR LAYOUT INFORMATION REFER TO THE SITE PLAN AND HORIZONTAL AND/OR UTILITY SERVICE COMPANIES SHALL BE PERFORMED PRIOR TO SITE. 12. ALL ISLANDS WITH CURB AND GUTTER SHALL BE LANDSCAPED. THOSE CONTROL PLAN. ANNOUNCED BUILDING POSSESSION AND THE FINAL CONNECTION OF SERVICE. 8. THE CONTRACTOR PERFORMING THE WORK SHALL MAINTAIN A SET OF THE APPROVED ISLANDS ARE TO HAVE 18"CURB AND GUTTER. ALL REMAINING ISLANDS 12. CONTRACTOR SHALL COORDINATE WITH ALL UTILITY COMPANIES FOR �4�1 CONSTRUCTION DRAWINGS ON SITE AT ALL TIMES WHILE CONSTRUCTION IS IN ARE TO BE STRIPED AS SHOWN. INSTALLATION REQUIREMENTS AND SPECIFICATIONS. PROGRESS. 13. EXISTING STRUCTURES WITHIN CONSTRUCTION LIMITS ARE TO BE ABANDONED, STORM DRAINAGE NOTES 13. CONTRACTOR TO PROVIDE TRENCHING,BACKFILL, 2- 4"PVC SCHEDULE 40 m 4 9. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR PERFORMING THE WORK TO REMOVED OR RELOCATED AS NECESSARY. ALL COST SHALL BE INCLUDED IN CONDUITS, AND PULLING WIRES FOR UNDERGROUND TELEPHONE SERVICE OBTAIN ALL NECESSARY PERMITS FROM THE LOCAL JURISDICTION PRIOR TO BASE BID. 1. EXISTING DRAINAGE STRUCTURES TO BE INSPECTED AND REPAIRED AS NEEDED, FROM EXISTING FACILITIES AS SHOWN ON PLANS. CONTRACTOR TO AND EXISTING PIPES TO BE CLEANED OUT TO REMOVE ALL SILT AND DEBRIS.. sa COMMENCING ANY WORK WITHIN THE PUBLIC RIGHT-OF-WAY. 14. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL RELOCATIONS, INCLUDING COORDINATE INSTALLATION AND POINT OF CONNECTION WITH UTILITY 10. THE CONTRACTOR PERFORMING THE WORK SHALL BE RESPONSIBLE FOR PROVIDING BUT NOT LIMITED T0, ALL UTILITIES, STORM DRAINAGE, SIGNS, TRAFFIC 2. IF ANY EXISTING STRUCTURES TO REMAIN ARE DAMAGED DURING PROVIDER. ADEQUATE TRAFFIC CONTROL AT ALL TIMES DURING CONSTRUCTION ALONGSIDE OR SIGNALS&POLES, ETC. AS REQUIRED. ALL WORK SHALL BE IN CONSTRUCTION IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO REPAIR 14. CONTRACTOR IS TO PROVIDE TRENCHING, CONDUIT, AND BACKFILL FOR ALL WITHIN ALL PUBLIC ROADWAYS. ACCORDANCE WITH GOVERNING AUTHORITIES SPECIFICATIONS AND SHALL BE AND/OR REPLACE THE EXISTING STRUCTURE AS NECESSARY TO RETURN IT TO UNDERGROUND POWER LINE AND VAULTS AS REQUIRED BY UTILITY APPROVED BY SUCH. ALL COST SHALL BE INCLUDED IN BASE BID. EXISTING CONDITIONS OR BETTER. PROVIDER. POWER LINES AND POLES TO BE INSTALLED BY U11UTY �S 11. THIS APPROVED "TEMPORARY EROSION AND SEDIMENTATION CONTROL PLAN"MUST BE IMPLEMENTED PRIOR TO ANY SITE WORK. SEE THE PLANS AND DETAILS FOR FURTHER 15. PYLON SIGNS SHALL BE CONSTRUCTED BY OTHERS. THE CONTRACTOR SHALL 3. STORM DRAINAGE PIPE WITH LESS THAN 2'-O"COVER SHALL BE CLASS IV PROVIDER. SEE SITE ELECTRICAL PLAN FOR SITE UGHTING AND FOR �y INFORMATION. INSTALL CONDUIT AND ELECTRICAL CIRCUIT BETWEEN THE PYLON SIGN(S) REINFORCED CONCRETE PIPE,OR APPROVED EQUAL TO SUSTAIN H-20 PRIMARY ELECTRIC SERVICE LOCATIONS. 12. THE CONTRACTOR SHALL NOTIFY THE OWNER AND THE ENGINEER IN THE EVENT OR AND THE LIGHTING PANEL LOADING. 15. GAS PIPING SHOWN FOR COORDINATION ONLY. INSTALLATION OF THE GAS o DISCOVERY OF POOR SOILS, GROUNDWATER OR DISCREPANCIES IN THE EXISTING 16. THE SITEWORK CONTRACTOR SHALL CONNECT ALL LIGHTS WITHIN THE RETAIL 4. ALL ON-SITE STORM DRAINAGE PIPE SHALL BE SMOOTH WALLED INTERIOR, MAIN AND METER TO BE ACCOMPLISHED BY UTILITY PROVIDER. rAj`ais CONDITIONS AS NOTED ON THE PLANS. STORE'S DEMISED AREA TO THE SECURITY CIRCUIT AS SHOWN ON THE MANUFACTURER'S VERIFICATION OF MANNING'S ROUGHNESS COEFFICIENT n? 13. MAXIMUM SLOPES SHALL BE 2:1 HORIZVERT FOR FILL SLOPES, AND 21 HORIZ:VERT ELECTRICAL PLAN, N=0.012 OR LESS. WATER NOTES FOR CUT SLOPES. 17. CURB RADII ADJACENT TO PARKING STALLS SHALL BE 2'. ALL OTHER CURB 5. PRECAST STRUCTURES MAY BE USED AT CONTRACTOR'S OPTION. 14. ROCKERIES OR OTHER RETAINING FACILITIES EXCEEDING 4'IN HEIGHT REQUIRE A RADII SHALL BE 10', UNLESS OTHERWISE NOTED. 6. ALL CATCH BASINS AND AREA DRAINS ARE TO BE SITUATED SUCH THAT THE 1. ALL CONSTRUCTION/INSTALLATION OF WATER MAINS SHALL BE DONE IN A SEPARATE PERMIT. 18. ALL VERTICAL CONSTRUCTION SHALL MAINTAIN 16 MINIMUM SEPARATION OUTSIDE EDGE OF GRATE FRAME IS AT TOE OF CURB OR FLOWUNE OF GUTTER SAFE, NEAT AND WORKMANLIKE MANNER, AND UNDER SUPERVISION BY UTILITY 15. ALL AREAS DISTURBED DURING CONSTRUCTION WHERE PERMANENT LANDSCAPING WILL FROM OVERHEAD POWER LINES. CONTRACTOR TO NOTIFY ENGINEER (WHERE APPLICABLE). PROVIDER FORCES AT ALL TIMES. ALL SAFETY REQUIREMENTS FROM OSHA AND G NOT BE PROVIDED WITHIN 60 DAYS SHALL BE HYDROSEEDED, OR OTHERWISE IMMEDIATELY IF CONFLICT EXISTS AND PRIOR TO CONSTRUCTION OF THE 7. CATCH BASIN INLET PROTECTION/EROSION CONTROL TO BE USED FOR ALL OTHER STATE REGULATING AGENCIES MUST BE MET. STABILIZED, AS REQUIRED. STRAW MULCHING OR PLASTIC SHEETING ARE ACCEPTABLE VERTICAL ELEMENT INCLUDING, BUT NOT LIMITED TO,LIGHT POLE BASES AND NEW INLETS. 2. WATER MAIN PIPE MATERIAL SHALL BE CLASS 52 DUCTILE IRON OR PVC PIPE ALTERNATIVES TO TEMPORARY HYDROSEEDING DURING PERIODS OF LOW GROWTH. TRAFFIC SIGNAL STANDARDS. 8. ALL STORM PIPE ENTERING STRUCTURES SHALL BE GROUTED TO ASSURE MEETING LOCAL REQUIREMENTS. POLYETHYLENE WRAP IS REQUIRED ON ALL lip- 16. ALL AREAS DISTURBED DURING CONSTRUCTION WHERE PERMANENT LANDSCAPING WILL CONNECTION AT STRUCTURE IS WATERTIGHT. METALS. NOT BE PROVIDED WITHIN THE NUMBER OF DAYS SPECIFIED BELOW SHALL BE 9. ALL STORM SEWER MANHOLES IN PAVED AREAS SHALL BE FLUSH WITH 3. AN 18-INCH MINIMUM SEPARATION IS REQUIRED ON SERVICE TAPS ON A MAIN HYDROSEEDED, OR OTHERWISE STABILIZED, AS REQUIRED.STRAW MULCHING OR PLASTIC PAVEMENT, AND SHALL HAVE TRAFFIC BEARING RING AND COVERS LINE. SHEETING ARE ACCEPTABLE ALTERNATIVES TO TEMPORARY HYDROSEEDING DURING MANHOLES IN UNPAVED AREAS SHALL BE 6"ABOVE FINISH(MADE. LIDS 4. CLASS 52 DUCTILE IRON MAY BE DIRECT TAPPED FOR 3/4 INCH AND 1-INCHPERIODS OF LOW GROWTH: SHALL BE LABELED"STORM SEWER". SIZE SERVICES. SADDLES SHALL BE USED ON ALL TAPS 1-1/4" - 2"WEST OF THE CASCADE MOUNTAIN CREST 10. CONTRACTOR SHALL CONNECT ROOF DRAIN LEADERS AND FOOTING DRAINS TO DIAMETER IN ANY PUBLIC MAIN.DURING THE DRY SEASON (MAY 1 -SEPT. 30): 7 DAYS PROPOSED STORM DRAINS AS SHOWN. 5. ALL ELBOWS/BENOS ON WATER MAINS SHALL HAS THRUST BLOCKS. 3 m N DURING THE WET SEASON (OCTOBER 1 - APRIL 30): 2 DAYS 11. CONTRACTOR SHALL CONFIRM STRUCTURE CONSTRUCTABILITY WITH 6. A DEPTH OF 36"FROM FINISHED GRADE TO THE TOP OF THE WATER MAIN IS N 17. SLOPE STABILIZATION. CUT AND FILL SLOPES SHALL BE CONSTRUCTED IN A MANNER MANUFACTURER PRIOR TO DELIVERY AND INSTALLATION. REQUIRED.PLACING WATER LINES SHALLOWER THAN 36"IS PROHIBITED. THAT WILL MINIMIZE EROSION.ROUGHENED SOIL SURFACES ARE PREFERRED TO SMOOTH 7. ALL NEW PIPES MUST BE PROPERLY FLUSHED, PRESSURE TESTED,AND SURFACES.INTERCEPTORS SHOULD BE CONSTRUCTED AT THE TOP OF LONG, STEEP �+ CHLORINATED BY THE CONTRACTOR, AND INSPECTED BY UTILITY PROVIDER - SLOPES WHICH HAVE SIGNIFICANT AREAS ABOVE THAT CONTRIBUTE RUNOFF. SANITARY SEWER NOTES AND GOVERNMENTAL AGENCIES WITH JURISDICTION. 3. CONCENTRATED RUNOFF SHOULD NOT BE ALLOWED TO FLOW DOWN THE FACE OF A 8 CUT OR FILL SLOPE UNLESS CONTAINED WITHIN AN ADEQUATE CHANNEL OR PIPE . ALL BACKFLOW PREVENTION DEVICES(DOUBLE CHECK BACKFLOW PREVENTORS, o SLOPE DRAIN.WHEREVER A SLOPE FACE CROSSES A WATER SEEPAGE PLANE, 1. ALL CONSTRUCTIONANSTALLA11ON OF SANITARY SEWER MAINS SHALL BE DONE IN REDUCED PRESSURE BACKFLOW PREVENTORS,PRESSURE AND ATMOSPHERIC o A SAFE,NEAT AND PROFESSIONAL MANNER, AND UNDER SUPERVISION OF CITY VACUUM BREAKERS, ETC.)MUST BE APPROVED BY THE UTILITY PROVIDER AND cc ADEQUATE DRAINAGE OR OTHER PROTECTION SHOULD BE PROVIDED.IN ADDITION, FORCES AT ALL TIMES. ALL SAFETY REQUIREMENTS FROM OSHA AND OTHER STATE GOVERNMENTAL AGENCIES WITH JURISDICTION. SLOPES SHOULD BE STABILIZED IN ACCORDANCE WITH ITEM(17)ABOVE. REGULATORY AGENCIES MUST BE MET. ®LIJ N 18. STORM DRAIN INLET PROTECTION. ALL STORM DRAIN INLETS MADE OPERABLE DURING 9. ALL NEW CONNECTIONS TO EXISTING WATER MAINS REQUIRE ISSUANCE OF A H Z Q co CONSTRUCTION SHALL BE PROTECTED SO THAT STORM WATER RUNOFF SHALL NOT 2. THE MINIMUM SIZE FOR PUBLIC SEWER MAINS SHALL BE 8"DIAMETER. ALL PUBLIC WORKS PERMIT AND INSPECTION BY THE CITY OR GOVERNMENTAL CA ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE SANITARY SEWER PIPING SHALL BE SCHEDULE D3034 PVC OR EQUAL MINIMUM PIPE AGENCIES WITH JURISDICTION PRIOR TO BACKFILLING. (�� O TREATED TO REMOVE SEDIMENT. DIAMETER FOR PRIVATE LATERALS IS 4"AND OF SCHEDULE D3034 PVC OR EQUAL 10. BACKFLOW PREVENTION DEVICES SHALL BE CONSTRUCTED OF CORROSION Z Z 19. DUST ON THE SITE SHALL BE CONTROLLED PER LOCAL JURISDICTIONAL AIR QUALITY ALL SANITARY SEWER LATERALS MUST BE PROPERLY MARKED AT ENDS. RESISTANT MATERIALS. ® O REQUIREMENTS. THE USE Of MOTOR OILS AND OTHER PETROLEUM BASED OR TOXIC 3. CONNECTIONS INTO THE EXISTING SANITARY SEWER MAINS REQUIRE ISSUANCE OF 11. EXTERNAL WATER METER AND BACKFLOW PREVENTION VAULTS SHALL BE F- --I PUBLIC WORKS PERMIT AND INSPECTION BY THE LOCAL JURISDICTION PRIOR TO GASKETED IN AREAS OF HIGH GROUNDWATER OR NEAR STORMWATER Z 0 tr t LIQUIDS FOR DUST SUPPRESSION OPERATIONS IS PROHIBITED. BACKFILLING. MANAGEMENT FACILITIES AS REQUIRED BY THE UTILITY PROVIDER,CONTRACTOR O 04 Z 20. REFER TO PROJECT SPECIFICATIONS FOR SURFACE WATER POLLUTION PREVENTION W $ PLAN(SWPPP)NARRATIVE. 4. ALL NEW SANITARY SEWER PIPES AND MANHOLES MUST BE THOROUGHLY CLEANED, TO CONFIRM. F- _1 Z INSPECTED AND PRESSURE/VACUUM TESTED AS REQUIRED BY UTILITY PROVIDER Z CCLtd AND GOVERNMENTAL AGENCIES WITH JURISDICTION. ALL TESTS MUST BE WITNESSED ^ (� AND PASSED BY THE UTILITY PROVIDER AND GOVERNMENTAL AGENCIES WITH JURISDICTION PRIOR TO PLACING INTO OPERATION. Q 5. THE CONTRACTOR SHALL PROVIDE TO THE UTILITY PROVIDER ANY GUARANTEE OR WARRANTY NORMALLY FURNISHED WITH THE PURCHASE OF ANY MATERIALS USED IN `c CONNECTION WITH THE PROJECT AT HAND. i CV-1.1 f%) SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. CITY OF ARLINGTON TESC NOTES CITY OF ARLINGTON SANITARY SEWER NOTES CITY OF ARLINGTON WATER NOTES N moos 1. APPROVAL OF THE TEMPORARY EROSION/SEDIMENT CONTROL PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR 1. ALL WORK SHALL BE IN ACCORDANCE WITH THE APPROVED PLANS, AND CURRENT EDITION OF THE 1, ALL WORK SHALL BE IN ACCORDANCE WITH THE APPROVED PLANS AND CURRENT EDITION w w o STORM DRAINAGE DESIGN. CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS. ANY CHANGES TO THE DESIGN REQUIRES CITY OF THE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS. ANY CHANGES TO THE c� 2. A TESC PLAN MEETING THE DOE STORM WATER MANAGEMENT MANUAL ADOPTED BY THE CITY SHALL BE SUBMITTED TO THE CITY APPROVAL. DESIGN REQUIRE CITY APPROVAL. a W W FOR APPROVAL PRIOR TO ANY WORK ON THE SITE. AN APPROVED COPY MUST BE MAINTAINED ON-SITE AND BE READILY AVAILABLE 2. ALL MATERIALS SHALL CONFORM TO THE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS AND 2. ALL MATERIALS SHALL CONFORM TO THE CITY STANDARDS AND SPECIFICATIONS AND SHALL '� z TO THE CITY INSPECTOR AT THEIR REQUEST. THE MATERIAL SUBMITTALS SHALL BE APPROVED BY THE CITY BEFORE SCHEDULING THE BE APPROVED BY THE CITY PRIOR TO DELIVERY TO THE JOB SITE. MATERIAL SUBMITTALS o 0 0 3. THE TESC BMPS SHOWN ON THE PLAN MUST BE INSTALLED PRIOR TO ALL OTHER CLEARING AND GRADING ACTIVITIES, AND IN SUCH PRECONSTRUCTION CONFERENCE AND BEFORE THE MATERIALS ARE DELIVERED TO THE JOB SITE. ARE REQUIRED AND MUST BE APPROVED PRIOR TO SCHEDULING A PRE-CONSTRUCTION o 0 0 0 A MANNER AS TO ENSURE THAT SEDIMENT-LADDEN WATER DOES NOT ENTER THE DRAINAGE SYSTEM, LEAVE THE SITE, OR VIOLATE ONCE THE MATERIALS ARE DELIVERED TO THE JOB SITE THE INSPECTOR WILL DETERMINE IF THE CONFRERNCE Q a APPLICABLE WATER QUALITY STANDARDS.MAINTENANCE,REPALCEMENT, AND UPGRADING OF THE TESC PLAN IS THE RESPONSIBILITY MATERIALS WERE MANUFACTURED TO MEET THE REQUIREMENTS OF THE CITY OF ARLINGTON 3. WATER MAINS SHALL BE CEMENT-LINED DUCTILE IRON PIPE CLASS 52 UNLESS OTHERWISE OF THE CONTRACTOR UNTIL ALL CONSTRUCTION IS COMPLETE AND APPROVED BY THE CITY. STANDARDS AND SPECIFICATIONS BEFORE THE MATERIALS CAN BE INSTALLED. APPROVED BY THE CITY. a a a a 4. THE BOUNDARIES OF THE CLEARING LIMITS, SHOWN ON THE TESC PLAN, SHALL BE CLEARLY FENCED OR FLAGGED IN THE FIELD 3. ALL SEWER MAINS AND SIDE SEWER STUBS SHALL BE FIELD STAKED FOR GRADES AND ALIGNMENT 4. ALL SERVICE LOCATIONS SHALL BE FIELD APPROVED BY THE CITY PRIOR TO INSTALLATION. PRIOR TO STARTING CONSTRUCTION. NO DISTURBANCE BEYOND THE FENCED OR FLAGGED CLEARING LIMITS SHALL BE PERMITTED. BY A SURVEYOR PRIOR TO CONSTRUCTION. THE CONSTUCTION STAKES MUST SHOW THE STATION 5. IT IS THE CONTRACTOR'S RESPONSIBILITY TO LOCATE UNDERGROUND UTILITIES BY CALLING AND OFFSET TO THE ALIGNMENT. N N THE FENCING AND/OR FLAGGING SHALL BE MAINTAINED BY THE CONTRACTOR FOR THE DURATION OF THE CONSTRUCTION PROJECT. ONE-CALL UNDERGROUND UTILITY LOCATOR(1-800-424-5555) 48 HOURS PRIOR TO 5. THE TESC FACILITIES SHOWN ON THE PLANS ARE THE MINIMUM REQUIREMENTS FOR THE ANTICIPATED SITE CONSTRUCTION. DURING 4. THE CITY OF ARLINGTON WASTEWATER DIVISION SHALL BE NOTIFIED A MINIMUM OF 48 HOURS IN CONSTRUCTION. o 0 0 0 THE CONSTRUCTION PERIOD, THESE TESC FACILITIES SHALL BE UPGRADED AND ADDED TO AS NEEDED,FOR UNEXPECTED STORM ADVANCE OF A TAP OR CONNECTION TO AN EXISTING SANITARY SEWER MAIN. THE INSPECTOR SHALL 6. ADEQUATE TRENCH SHEETING AND/OR SHORING SHALL BE PROVIDED BY THE CONTRACTOR EVENTS AND TO REFLECT CHANGED CONDITIONS, AS REQUIRED BY THE CITY. BE PRESENT AT THE 11ME OF THE TAP OR CONNECTION. AS REQUIRED BY OSHA AND WISHA. 6. THE CONTRACTOR SHALL PROVIDE THE CITY A 24-HOUR EMERGENCY CONTACT PHONE NUMBER OF THE CONTRACTORS CERTIFIED 5. GRAVITY SEWERS, INCLUDING SIDE SEWERS, WITH 5 TO 14 FEET OF COVER SHALL BE PVC ASTM D 7. THE PIPE SHALL BE INSTALLED BY FOLLOWING THE FINISHED GRADE PROFILE WHEREVER EROSION CONTROL SUPERVISOR PRIOR TO STARTING CONSTRUCTION. 3034 SDR 35. GRAVITY SEWER MAINS WITH LESS THAN 5 FEET OR GREATER THAN 14 FEET OF z POSSIBLE. THE DEPTH OF COVER SHALL BE TYPICALLY 36 INCHES(3 FEET), AND MAY BE 7. THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE CONTRACTOR AND MAINTAINED AS NECESSARY TO ENSURE CONTINUED COVER SHALL BE DUCTILE IRON PIPE CLASS 52, OR C-900 PVC. IF DUCTILE IRON PIPE IS USED FOR o o N i FUNCTION AND OPERATION. SEWER, THE PIPE INTERIOR SHALL BE EPDXY COATED (NOT CEMENT-LINED). UP TO 60 INCHES(5 FEET) WITH THE APPROVAL OF THE CITY ENGINEER. WATER MAINS o 6. PRE-CAST MANHOLES SHALL MEET THE REQUIREMENTS OF ASTM C-478. JOINTS SHALL BE RUBBER UNDER THE STAID(OR COUNTY)HIGHWAYS SHALL MEET THE MINIMUM COVER DEPTHS N 8. BETWEEN OCTOBER 1 AND APRIL 30, DISTURBED AREAS THAT ARE TO BE LEFT UNWORKED FOR MORE THAN TWO(2)DAYS SHALL BE IMMEDIATELY COVERED BY MULCH, SOD OR PLASTIC COVERING. BETWEEN MAY 1 AND SEPTEMBER 30, DISTURBED AREAS THAT GASKETED AND GROUTED BOTH INSIDE AND OUTSIDE OF THE MANHOLE PER CITY OF ARLINGTON REQUIRED BY WSDOT(OR SNOHOMISH COUNTY). o zo 0 7 DAYS SHALL BE IMMEDIATELY COVERED BY SEEDING OR OTHER APPROVED STANDARDS AND SPECIFICATIONS. ALL LIFT HOLES CUT THROUGH THE WALLS OF THE MANHOLE 8. PIPE JOINT DEFLECTIONS SHALL NOT EXCEED ONE-HALF OF PIPE MANUFACTURERS ARE TO BE LEFT UNWORKED FOR MORE THAN SEVEN ( ) SHALL BE GROUTED FROM THE INSIDE AND OUTSIDE OF THE MANHOLE TO BE WATERTIGHT. RECOMMENDED MAXIMUM DEFLECTIONS. BENDS MAY BE REQUIRED TO MAINTAIN PROPER METHODS. ADDITIONAL WATERPROOFING MAY BE REQUIRED. WATER MAIN ALIGNMENT WITHIN EASEMENTS OR PUBLIC RIGHT-OF-WAY. 9. SEDIMENT DEPOSITS SHALL BE REMOVED FROM ALL CATCH BASINS, PRE-TREATMENT/SEDIMENT POND, AND SEDIMENT TRAPS UPON 9. WATER MAIN SHALL NOT BE PLACED UNDER SIDEWALK, CURBS, GUTTERS, OR ANY 7. SIDE SEWER SERVICES SHALL BE PVC ASTM D P TO SDR XI WITH FLEXIBLE GASKEFR JOINTS. SIDE PERMANENT STRUCTURES WITHOUT THE PRIOR APPROVAL OF THE CITY ENGINEER. REACHING A DEPTH OF 12 INCHES. �- SEWER CONNECTIONS SHALL BE MADE BY A TAP TO AN EXISTING MAIN OR A TEE FROM A NEW 10. ANY PERMANENT RETENTION/DETENTION FACILITY USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE MAIN CONNECTED ABOVE THE SPRING LINE OF THE PIPE. WYES ARE NOT ALLOWED ON LINES 8' OR 10. NO CONNECTION TO THE CITY WATER SYSTEM IS ALLOWED UNTIL THE NEW CONSTRUCTION NECESSARY EROSION CONTROL MEASURES, SHALL PROVIDE ADEQUATE STORAGE CAPACITY, AND SHALL BE CLEANED OUT ENTIRELY LARGER. SIDE SEWERS CAN NOT BE INSTALLED UNDER DRIVEWAYS UNLESS APPROVED BY THE CITY PASSES PRESSURE AND PURITY TESTS, AND HAS BEEN APPROVED AND ACCEPTED BY THE ONCE THE SITE IS STABILIZED. IF THE PERMANENT FACILITY IS TO ULTIMATELY FUNCTION AS AN INFILTRATION SYSTEM, THE FACILITY CITY. INSPECTOR. SHALL NOT BE USED AS A TEMPORARY SETTLING BASIN. 8. ALL SEWER PIPE SHALL BE INSTALLED WITH A CONTINUOUS TRACER TAPE 24"-48"UNDER THE 11. PRIOR TO MAKING CONNECTIONS TO THE EXISTING SYSTEM, CONTRACTOR SHALL FIELD 11, WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, FAST GERMINATING GRASSES SHALL BE APPLIED AT AN PROPOSED FINISHED SUBGRADE, OR AS DIRECTED BY THE CITY INSPECTOR. THE MARKER SHALL BE VERIFY THE LOCATION, DEPTH AND MATERIAL OF EXISTING WATER MAINS AT THE POINT OF APPROXIMATE RATE OF 120 LBS PER ACRE. CONNECTION. PLASTIC, NON-BIODEGRADABLE, METAL CORE, AND DELECTABLE, WITH BACKING MARKED 'SEWER°. 12. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 3 9, SIDE SEWERS SHALL BE INSTALLED BY THE DEVELOPER AND COORDINATED FOR CLEARANCE WITH 12. ALL WATER LINES SHALL BE A MINIMUM OF 10 FEET HORIZONTAL CLEARANCE FROM INCHES, OR 3,000 POUNDS PER ACRE. POWER, GAS, TELEPHONE, CABLE, AND OTHER UTILITIES. SIDE SEWERS SHALL BE A MINIMUM OF 10 SANITARY SEWERS. WHEN WATER LINES CROSS SEWER LINES, THE MINIMUM VERTICAL 13. SOIL STOCKPILES SHALL BE STABILIZED WITHIN 24 HOURS. WHEN ACTIVELY WORKING WITH THE SOIL STOCKPILE, STABILIZATION BY FEET BEYOND PROPERTY LINES AND 5' BEYOND ANY EASEMENT. CLEARANCE SHALL BE 18 INCHES. GROUND COVER BMPS SHALL OCCUR AT THE END OF EACH WORK DAY. 10. THE SEWER PIPE SHALL BE INSTALLED STARTING FROM DOWNSTREAM OF THE POINT OF CONNECTION 13. TO FILL THE MAIN FOR FLUSHING, PRESSURE AND PURITY TESTS, THE CONTRACTOR IS 14. STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE N THE EXISTING SEWER OR FROM DESIGNATED STARTING POINT. THE SEWER PIPE SHALL BE REQUIRED TO USE AN APPROVED METER AND DCVA. THE HYDRANT SHALL REMAIN IN THE I +s DURATION OF THE PROJECT, ADDITIONAL MEASURES MAY BE REQUIRED TO INSURE THAT ALL PAVED AREAS ARE KEPT CLEAN FOR FULL OPEN POSITION TO PREVENT BACK-SIPHONAGE THROUGH THE DRAIN HOLE. AFTER 1?tr THE DURATION OF THE PROJECT. INSTALLED WITH THE BELL END UPSTREAM. REAM. SUCCESSFUL TESTING, THE CONTRACTOR WILL TIE INTO THE EXISTING SYSTEM, USING 15. MAINTENANCE AND REPAIR OF TESC FACILITIES AND STRUCTURES SHALL BE CONDUCTED IMMEDIATELY UPON RECOGNITION OF A 11. ADEQUATE TRENCH SHEETING AND/OR SHORING SHALL BE PROVIDED BY THE CONTRACTOR AS DISINFECTED SLEEVES AND SPOOL PIECES. ^ REQUIRED BY OSHA AND OSHA. PROBLEM OR WHEN THE TESC MEASURES BECOME DAMAGED. 12. TO PREVENT WATER OR DEBRIS FROM DISCHARGING INTO THE CITYS EXISTING SEWER SYSTEM, THE 14. THE CONTRACTOR SHALL CONTACT THE CITY FOR VALVE OPERATION. ONLY AUTHORIZED 9 16. UPON COMPLETION OF THE PROJECT, ALL BMPS SHALL BE REMOVED FROM THE SITE AND RIGHT OF WAY.IF BMPS ARE REQUIRED REPRESENTATIVES OF THE CITY CAN OPERATE VALVES IN THE CITY WATER SYSTEM. qyF o a TO REMAIN IN PLACE FOR FURTHER PROTECTION, ARRANEMENTS FOR REMOVAL SHALL BE MADE WITH THE CITY INSPECTOR. CONTRACTOR SHALL INSTALL A PLUG IN THE CONNECTION MANHOLE OR AS DIRECTED BY THE CITY 15. THE CONTRACTOR IS HEREBY NOTIFIED THAT, SINCE FILLING AND FLUSHING WILL BE DONE INSPECTOR. E PLUG SHALL NOT BE REMOVED UNTIL THE SEWER IS ACCEPTED THE CITY. r 13. ALL SEWER LINES SHALL MAINTAIN A MINIMUM Of 10 FEET HORIZONTAL CLEARANCCEE AND A MINIMUM THROUGH A CROSS-CONNECTION CONTROL DEVICE, LOW VELOCITY FLOWS MAY BE OF 18 INCHES VER11CAL CLEARANCE FROM ENCOUNTERED. THEREFORE,EVERY ATTEMPT SHALL BE MADE TO KEEP THE PIPE CLEAN w� ADDITIONAL REQUIREMENTS AND ALTERNATIVES. DURING LINES. SEE STANDARDS AND SPECIFICATIONS FOR DURING INSTALLATION. THIS MAY INCLUDE SWABBING THE PIPE WITH CHLORINATED WATER. 14. PIPE BEDDING SHALL BE IN ACCORDANCE WITH THE CITY OF ARLINGTON STANDARD AND WSDOT 16. THE CONTRACTOR SHALL PERFORM TEMPORARY SOIL EROSION AND SEDIMENTATION CITY OF ARLINGTON STORM DRAINAGE NOTES CONTROL, DUST CONTROL, NOISE CONTROL, AND TRAFFIC CONTROL AS REQUIRED BY THE STANDARD SPECIFICATIONS. 3/8-INCH MINUS MANUFACTURED CLEAN PEA GRAVEL IS THE REQUIRED CITY OR OTHER APPLICABLE AGENCIES. 1. ALL STORM DRAINAGE IMPROVEMENTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THESE APPROVED PLANS AND CITY BEDDING MATERIAL. ALL PIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION. THIS SHALL 17, CUTTING AND PATCHING OF ROAD WAYS SHALL CONFORM TO THE REQUIREMENTS OF THE $ STANDARDS AND SPECIFICATIONS. ANY DEVIATION FROM THESE PLANS MILL REQUIRE PRIOR APPROVAL FROM THE OWNER,THE CITY INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION - N N ENGINEER, AND OTHER APPROPRIATE PUBLIC AGENCIES. MATERIALS AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM RIGHT-OF-WAY PERMIT OF THE CITY OR OTHER APPLICABLE AGENCY. 2. ALL PIPE MATERIALS SHALL MEET THE REQUIREMENTS OF THE CITY STANDARDS AND SPECIFICATIONS. ACCEPTABLE STORM GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED BY A UNIFORMLY DENSE DRAINAGE PIPE MATERIALS INCLUDE CONCRETE, PVC, HDPE, AND DUCTILE IRON. CORRUGATED METAL PIPES(GALVANIZED ALUMINUM UNYIELDING BASE. OR STEEL)ARE NOT ACCEPTED BY THE CITY. ALL PIPE JOINTS MUST HAVE GASKETS AND SHALL BE WATER TIGHT UNLESS 15. THE CONTRACTOR SHALL COMPACT TRENCH BACKFILL WITHIN THE CITY RIGHT-OF-WAY TO AT LEAST OTHERWISE DIRECTED BY THE CITY. 90%MAXIMUM DRY DENSITY FROM THE BOTTOM OF THE TRENCH TO A DEPTH OF 3'BELOW THE 3. PIPE BEDDING MATERIAL SHALL BE 5/8-INCH MINUS CRUSHED GRAVEL FOR ALL PIPE TYPES, EXCEPT DUCTILE IRON. BEDDING SURFACE. THE TRENCH BACKFILL MUST BE COMPACTED TO AT LEAST 95%MAXIMUM DENSITY WITHIN MATERIAL FOR DUCTILE IRON PIPE SHALL MEET THE REQUIREMENTS OF THE CITYS STANDARDS AND SPECIFICATIONS(CHAPTER 4). 3'OF THE SURFACE. ASPHALT MUST BE COMPACTED TO MEET THE REQUIREMENTS ON THE PLANS. 4. ALL TRENCH BACKALLIN AREAS OF PAVEMENT OR STRUCTURAL LOADING SHALL BE COMPACTED TO AT LEAST 95%OF THE ALL COMPACTION TESTS ARE AT THE DEVELOPERS EXPENSE. MAXIMUM DRY DENSITY. ALL OTHER AREAS SHALL BE COMPACTED TO AT LEAST 90%OF MAXIMUM DRY DENSITY. 5. ALL PIPE SHALL BE PLACED ON STABLE EARTH. IF IN THE OPINION OF THE CITY INSPECTOR, THE EXISTING TRENCH FOUNDATION IS Q m ^ UNSATISFACTORY, THEN IT SHALL BE EXCAVATED BELOW GRADE AND BACKFILLED WITH GRAVEL BEDDING MATERIAL TO SUPPORT CITY OF ARLINGTON ADA NOTES o 3m N THE PIPE. 6. LOT DRAINAGE SYSTEMS, STUB-OUTS AND ANY DRAINS BEHIND THE SIDEWALK MUST BE INSTALLED AS REQUIRED PRIOR TO ADA NOTES: THE FOLLOWING NOTES SHALL APPLY TO HARDSCAPE FACILITIES WITHIN N SIDEWALK CONSTRUCTION. STUB-OUTS SHALL BE MARKED WITH A 2X4"WITH 3 FEET VISIBLE ABOVE GRADE AND MARKED STORM". THE PUBLIC RIGHT-OF-WAY. LOCATION AND DEPTH OF THESE INSTALLATIONS SHALL BE SHOWN ON THE AS-BUILT PLANS SUBMITTED TO THE CITY. 1. UNLESS OTHERWISE SPECIFIED ON THE PLANS, OR DIRECTED BY THE CITY 7. ALL CATCH BASINS SHALL BE TYPE 1 UNLESS OTHERWISE SHOWN ON THE PLANS AND APPROVED BY THE CITY. THE USE AND ENGINEER, CROSS SLOPES OF SIDEWALKS SHALL BE NOMINAL 1.5%. CROSS o INSTALLATION OF INLETS IS DISCOURAGED. SLOPES SHALL NOT BE LESS THAN 1%NOR EXCEED 2% 3 8. ALL CATCH BASINS NTH A DEPTH OF 5 FEET RIM TO INVERT OR GREATER SHALL BE TYPE 2 CATCH BASINS EQUIPPED NTH( ) 2. MAXIMUM SLOPES SHOWN ON THE PLANS REPRESENT THE MAXIMUM CID g 3/4- INCH DIAMETER SAFETY MANHOLE STEPS OR A MANHOLE LADDER PER CITY STANDARD DETAILS. ALLOWABLE SLOPES PERMITTED BY CURRENT ADA REQUIREMENTS. THE w U a 9. ALL GRATES SHALL BE MARKED "OUTFALL TO STREAM -DUMP NO POLLUTANTS". ALL SOLID COVER SHALL BE MARKED 'DRAIN". ALL CONTRACTOR SHALL TAKE INTO CONSIDERATION CONSTRUCTION TOLERANCES CATCH BASINS AND MANHOLES SHALL BE EQUIPPED WITH LOCKING FRAMES AND LIDS OR GRATES PER CITY STANDARD DETAILS. WHEN PLACING SIDEWALKS TO INSURE MAXIMUM SLOPES ARE NOT EXCEEDED. O LV O 10. ALL GRATES LOCATED IN THE GUTTER FLOW LINE(INLET AND CATCH BASIN) SHALL BE DEPRESSED 0.1 FOOT BELOW PAVEMENT 3. COMPLETED SIDEWALKS OR OTHER HARDSCAPE ELEMENTS THAT EXCEED (-Z Q Z LEVEL. MAXIMUM SPECIFIED SLOPES OR ARE LESS THAN MINIMUM SPECIFIED SLOPES Z i 11. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL MANHOLE, INLET AND CATCH BASIN FRAMES AND GRATES/COVERS SHALL BE REMOVED AND REPLACED BY THE CONTRACTOR AT THE O TO GRADE JUST PRIOR TO CURB INSTALLATION AND/PAVING. CONTRACTOR'S EXPENSE. Q 0 i 12. ALL RETENTION/DETENTION FACILITIES SHALL BE INSTALLED AND IN OPERATION PRIOR TO, OR IN CONJUNCTION WITH, ALL Zv CONSTRUCTION ACTIVITY, UNLESS OTHERWISE APPROVED BY THE CITY. Z C7 J = 13. DETENTION/RETENTION PONDS WITH SIDE SLOPES STEEPER THAN 3:1 OR WITH A MAXIMUM WATER DEPTH GREATER THAN 3 FEET ;4! SHALL N J Q SHALL BE ENCLOSED NTH A VINYL COATED CHAIN LINK FENCE. 14. BIO-FILTRATION SWALES AND/OR FILTER STRIPS SHALL BE CONSTRUCTED, BEDDED OR SEEDED AND IN OPERATION PRIOR TO, OR ('�N 1r LL N SODDED IN CONJUNCTION NTH, ASPHALT PAVING. THE VEGETATION IN THE 810-SWALE MUST BE WELL ESTABLISHED BEFORE PAVING Z Q i BEGINS. zi a 15. STORM WATER RETENTION/DETENTION FACILITIES, STORM DRAINAGE PIPE AND CATCH BASINS SHALL BE FLUSHED AND CLEANED BY o THE DEVELOPER PRIOR TO THE CITYS ACCEPTANCE OF THE PROJECT. Q U 0 16. MEN INFILTRATION FACILITIES ARE CONSTRUCTED, COMPACTION OF SOIL IS NOT ALLOWED, AS THE DESIGN IS BASED ON NATURAL SOIL IN THE ORIGINAL LOCATION. VEHICLES SHALL NOT BE DRIVEN OVER THE INFILTRATION AREA DURING CONSTRUCTION. i 17. IF THE CONTRACTOR ENCOUNTERS GROUNDWATER OR SOIL CONDITIONS DIFFERENT FROM THAT SHOWN IN THE PLANS DURING o INFILTRATION SYSTEM INSTALLATION, THE CONTRACTOR SHALL NOTIFY THE CITY INSPECTOR. a CV-1.2 SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. REFER TO SHEETS CV-1.1 AND REFER TO CV-1.0 FOR EROSION CV-1.2 FOR GENERAL NOTES CONTROL SPECIALIST \ 310511-003-< POTHOLE SHEo REMOVE EXISTING i it I N N r LOCATION FOR ILSANITARY SEWER LINE END OF FENCE D, z z DEMOLITION KEY NOTES I i END. 1/2" BAR & SANITARY SEWER REMOVE EXISTING / EAST OF BUILDING 1 ( REMOVAL I m LLEGIBLE CA,P --- WATER VAULT CONNECTION I III t= AU DEMOLISH EX. RETAINING WALL III " 3 '� O / II 8 00340 El / I I B REMOVE EX OVERHEAD POWER LINE, COORDINATE W J i g z ' / I UTILITY PROVIDER I N89°06 06 E �� / I EXISTING FENCE TO BE ��-, CD o g nr"F _ / I I (REMOVED ALONG I o a g o © ���- - - - / - - i < z z z COMPLETELY DEMOLISH EXISTING BUILDING AND ASSOCIATED L s' I I(PROPERTY LINE TO I g 5 3 APPURTENANCES, INCLUDING BASEMENTS IN ACCORDANCE / I NORTHERLY PROPERTY 16 ss-�Ss-SS-ss ss-ss SS-SS-SS / ss ss ss-Ss- W R VAULT / E I I I ' I I LINE APPROX. 150 LF a a CL a WITH APPLICABLE CODES. DISCONNECT AND CAP EXISTING I 1V UTILITY ASEMENt i I ( ) I r UTILITIES AT THEIR MAIN LINE. CONTRACTOR SHALL REMOVE II\ GRAVEL �^ -w w I n I ECOR E DER 29.F.NJ. ALL ASBESTOS CONTAINING BUILDING MATERIALS IN V I I ao n ACCORDANCE WITH APPLICABLE CODE REQUIREMENTS. E QD DISCONNECT EXISTING ELECTRICAL SERVICES CAP AND \t I �- eul�7Mc a• - / / PRESERVE FOR RECONNECTION V I ��r LOADIdc I / I / I ( III II / 7 Ir / \-w_1w__w I Jill I QE DISCONNECT EXISTING WATER SERVICE CAP AND PRESERVE �I \ ' _ - '101 e, °> p I FOR RECONNECTION y I \ /' I `' ' I I / I I / \ I i ' sEcn Nei 41 I ~ N QQ�ISS o ao / /// I PROPOSED DRUG STORE I I I 1 A / \a I SUBJEC i i a OF DISCONNECT EXISTING GAS SERVICE CAP AND PRESERVE L I 1 ' I I I I / ens IEyTI FOR RECONNECTION 1 ' I C FOOTPRINT(TYP.) / / REC I h z _ _ D t ' UNDERIt. © REMOVE EXISTING CATCH BASIN, INLET PROTEC11ON TO BE f // \ I / I i ' No.111941I1 `=e�� REMOVED UPON REMOVAL OF STRUCTURE I /I / // \\ B FINISH FL OR f i j I V EL-123.7 UH REMOVE EXISTING STORM DRAIN PIPES IF ENCOUNTERED. t I/ // \\ \\ `" C 3\I I I I I € c� V 310 1-003-041-00 I REMOVE EX UTILITY POLE AND GUY WIRE,COORDINATE WITH / / ' t \\ \ •r o /� ;I I J j O UTILITY PROVIDER I j j1 ' I It \\ v" PROPOSED DRUG STORE // 1 t t 11 \ U ° °•' ., a. 66,887 SQ.FT. FOOTPRINT(TYP.) I III I 1 j l/ EXISTING 4"GAS LINE r OJ EX SANITARY SEWER TO BE VIDEO INSPECTED. REPORT TO I I * I / BE PROVIDED TO ENGINEER FOR REVIEW TO DETERMINE IF I I I I I `\ / TO REMAIN. �p EXISTING PIPE CAN BE REUSED. CONTRACTOR TO POTHOLE I I I t' FINISH FLOOR \ //i l CONTRACTOR TO 4�yRo1 �i, I EL-123.04 I /// ' ! 44 AND SURVEY SIZE, LOCATION AND INVERT ELEVATION. I I I t o I I I //l�t�^� LOCATE/MARK I LOCATION NORTH OF 6« KO DEMOLISH EX SIDEWALK II I I1 0 \ I :~. ° BLDG. I I / / LOCA110N SHOWN ON w„o- 4 ! 1 I \\ SURVEY. ��171e1 © PROTECT EX UTILITY TO REMAIN wf I o I `7 I �� •: ' NISH FLOOR -123.32 I LOCATION OF EXISTING 150 3 I // I II LEGEND I j I o b.'.`�'• I I I / BEGIN FENCE REMOVAL ( I I I I cas /I GALLON SEPTIC TANK. I / III p�4 o I \ CONTRACTOR TO DECOMMISSION REMOVE EX. CONCRETE PAVEMENT '' I i i I /t \ METER / I / vnL� TANK PER SNOHOMISH COUNTY 3 I / AC 6 \ �\ HEALTH DEPARTMENT I� s..¢¢ REMOVE EX. BUILDING yI� I \ \\ C REGULATIONS PRIOR REETRITCID ' 24,Q79 S@.FT. r °e• I I FR 1MAII tltltltltltlAAAAAAST I b REMOVE EX. GRAVEL SURFACING j ��� I D. a_ EN'S143.94 R CERTIFICATION OF 3 I ' ao�yD4Rh 2/1jB ee° I DECOMMISSIONING TO OWNER. , OR (T( 4 O I \ ' WIDE SANITARY SEWER \ H \'OADiNG GCK: I �BrpI 1 ! STABILIZED CONSTRUCTION ENTRANCE I \ I MENT TO THE CITY OF \ I I REk Nr TEMPORARY I N s \ ° D-2.0 t A I GTON A.F.TH 911 001 04 5 8 G + ; e CATCH BASIN INLET PROTECTION \ .H" \ TOP 2.6'ROUND CB=120.03 ' "•p11� CONSTRUCTION FENCE, r s D-2.0 \ 4 INV.e"PVC 5=118.78 WIDE EASEMENT FOR TOP CB=123.56 LIMITS OF DISTRUBANCE m tl I ESS,EGRESS,UTILITIES \ t1V.4"PVC(ROOF TOP)=122.59 NV.6"PVC W.=178.73 I I I I ! ^^ / A OAD RECORDED UNDER \ Y IN\(6'PVC N-122.13 INV.B"PVC E.=118.73 t I I I I r w 1 NO.8911200555 / \ H H D-2.0 CONSTRUCTION FENCE X / \ / \ t I ! + 2'W. CONC.VAT T W/STEEL \ GRATE W.WATER UT- FF VALVE 3 I I \ TOP CB=123.45 TEMPORARY CONSTRUCTION FENCE TO BE nr D 20 SILT FENCE ----0-- I qI//' II \�\ r_ INV.8"PVC N.=122.43 -j \\\ G - -A ��'� I\� ADJUSTED FOR RIGHT-OF-WAY SIDEWALK �/ I Do // \ o 10,6*TPVCUN-122.is _ ��� WORK. CONTRACTOR TO COORDINATE WITH) EARTHWORK QUANTITIES i e ° �� __ i z=�//GRAVEL II � �� _ // "\\ CITY INSPECTORS EARTHWORK VOLUMES SHOWN BELOW REPRESENT THE 0 �\__ DIFFERENCE BETWEEN FINISHED AND EXISTING GRADE I f I $-"g $ o GRAVEL F SURFACES WITH NO ADJUSTMENTS MADE FOR SURFACE I I ' �8� -�/ >� N ---FND.1/2"BAR 0 0 m�n z N PREPARATION REQUIREMENTS OR SUBGRADES. THE VOLUMES ILLEGIBLE CAP ' N I � {' ARE APPROXIMATE ONLY, AND ARE NOT TO BE USED FOR ' �A _-� A BIDDING PURPOSES. I I // '� o_ -\\ N3'tOn;2D'E - - - - - - - - - - ---- 5.01' /� N89'06'06"E / rn T - -- o \ i' 20.05' 13: �' I Z CUT: 4,5 CY y _ ( ° SET MAG NAI'& - d FILL: 4,500CY( ) - - _ - - _ _ _ -__ _ - - - = = - aHP sc�1Fn� W p _ WASHER L.S.3 42666 ' U NET: 4,200 CY FILL - m -- OH _ 'a+P o HP VA LTS QH HP OFIP iki_ H2- W L_.N89° 'O6" - w- Z 38.12' I ° ..0 NC.•WAR: ...-,W.. .. _ ...• .. \ R=25.00' I I- _W / W-w. . W- / CURB 0 E i 0=87'22'10" I = W TOP SOLID LID CB=125.25 / / / I Z Cl a 30.00' 35 09' roP/soL LID C6=28.84 EX SIDEWALK TO THE INV. "PVC S.=121.45 L / I O Z GRAPHIC SCALE / / L y /N INV. K D (CAPPED)-121.33 T9P S D UD CB=126.33 PEED)LIMIT SIG L L ItIV. PVC s: K EAST TO REMAIN. I I- K K K INV.a P w.(aL/ d Q 20 0 10 20 40 80 i / INV e"PVC 5.=723.10 S ARATOR-122.54 / I N Z Z 1--II-� _ STABILIZED CONSTRUCTION / INV 8"PVC E.=122.99 _a 153.449' ! )- /_ �.. 4 6-E,- 2670.63' INV.8"PVC Na--1 147=721.38 - - ENTRANCE w 'T \ { 140.5T / O N ( IN FEET ) '��� INV.8'PVC 5.=121.83 G.T.E. VAULT-T 2Q4TH ST NF \\ S'A 4 COR.Ss s ss- -ss��• --0 C�N J E N I inch = 20 ft ��-_-- _ v ss-SS-SS-SS ss-SS -SS --ss-ss-ss- FND. CO MON. \ O -� u{--_ss-ss-ss-ss-ss-s-- t� I W/BRASS AP IN y \ 1� TOP SOLID LID CB=124.75 TOP N-123.81 I CASE 9-i1989 \ i - INV.8"PVC S-123.06 I i TOP CB=125.58 \\ TOP CB=128.30 I CONSTRUCTION DRAWING APPROVAL / N I TOP C6=124.72 INV.8'PVC S.122.97 INV.8"PVC NW.123.66 Q (V p INV.8'PVC N.=12208 \ INV. PVC S.=125.78 Q o+ TOP SOLD LID C8=125.66 _ I \ CURB INV.6 PVC N-124.90 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED -�CC.WALK SE.COR.SSMH=126.77 C CONC TOP CB=128 IWALK / PER THE CONDITIONS ON THE TITLE SHEET. 'o _- t � INC B"PVC N:125.3838 BY, s ` t City Engineer, CITY OF ARLINGTON Know what's below. ;T - I'SS TELEPHONE_VAULT-SS-SS SSS SS SSSS St q`\\ DA iE: 1 3 Cali before you dig. THIS APPROVAL VALID FOR 18 MONTHS IN SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. a NDTE fY0. 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I I I I VEHICULAR ACCESS FND. 1/2" BAR & A I z z w POINT(2-WAY) : ILLEGIBLE CAP SHARED ACCESS DRIVE I a a z Ro I AIL S 8 404 E 55' wzz � f 0.00' N89° 06"E - 75'FROM SURVEY a g ' _ N89 _E - 258. 0_M > 0 0 0 - REFERENCE POINT 2" BAR I -- �� `�-- -- - -- -- - - .•.•.• o 0 0 0 0o z z z z JO CAP � :' •.�:• 10'unuTY EASEMENr I I 1 I M y°, o.o...". • RECORD8304040029.F.NO. a a d d 0 G •'`'•'•''I D O O N N LEGEND I I I I R5 r. :. ..'•'- 11 :-: o000 CONCRETE PAVEMENT I 1 CONCRETE SIDEWALK PAVEMENT t I I r s SSUUBJ CNT 1TO h zo N EASEMENT LANDSCAPED AREA I I I �' UNDER A.F. ❑ N rr RECORDED _ CONCRETE CURB I t I� _ No.1157911 z o 'FF o 0 . 01 PROPERTY LINE SIGN AL I I ( 3 PARKING STALLS PER ROW o uy-) PEDESTRIAN PATH ----------® I ' Z ! DRUGSTORE :12 5" 19' -- 30 19' EXISTING BUILDING e I I F�, S C 1 I 14,671 SF '�-.... . ui I I I I to o s LLJ cn © z = W ------------- :►:=: rs: ACCESS TO pgoM !pra.\ S.R.9Q 9 RESTRICRTEDFRO ? ►Y ' I 1 .`.': �'—29.33 f ' - BOUND YT O oD F ` - PROPERTY ? \ BY 30�WIDE SANITARY SEWER ,•(•;-'-;I DOCUMENT EASEMENT TO THE GN OF \ A9 �,�.+. ip io RECORDED ( RUNGTON A.F.N0.9110010458 ; % ;IK - UNDER A.F. 30 �r+�*� �.E1N1SS0EEGRESS,EASEMENT FOR t '•� �a- 92.81' 'k',', N_ry INGR , UTILITIES AND ROAD RECORDED UNDER $ A.F.NO.8911200555 <JaCp � �� - .--.•1 ' v ( I R10' VEHICULAR ACCESS POINT(2-WAY) T " g' 7 1 I � ++ 1 8 � R10' 1 t { Tv, o :- i � P�� N N � 10 R5 E-:•:•:1 1 1 R10' I $U" R10' FND.1/2"BAR& 45' 6' 90 ' ' R22 h L BLE `V .10'LANDSCAPE: 'am .`. . . . . . . . . . . 3 9 a 75'FROM SURVEY 10'2 "E REFERENCE POINT EXISTING ACCESSJ BUFFER °� =r 6', to ' ;:;- _ TO REMAIN — ;•.-. 5 01' N 9'06 O6"E o =a i 1. t• O -SET-MAO NAIL — — — — — — o+ CONCRETE TRAIL-'-`:':•:':':':':':':`:•,:.�:_ z .*ASVtEf�•LS.-ds a — ti — — ��- — _— _— ". Z a 9.©6'D6 E. . .t3�a.57 .. L=38.12' a = �. Z / ® A' R=25.00' O Q J 0 35'FROM SURVEY 30 00' 30'RIGHT OF WAY 204TH ST. i E ��22 1 O" / VEHICULAR ACCESS POINT(2-WAY) Q 00 REFERENCE POINT 5'LANDSCAPE i �mq 5 FROM SURVEY fY STRIP RIGHT IN/OUT amp MINOR ARTERIAL REFERENCE POINT - -- ---��-- -- --�-- + o-o-- -- 25MPH - --- -- -- la r -- - - D Z � U y �18 O6'06"E - 2670.63' A J s ,a> NMI Zt ZU t 0ONZ N o= FND. CON. MON. t-CD J , W/BRASS CAP IN I Z C- Q r GRAPHIC SCALE J$ CASE 9-1989 a'95 20 0 10 20 40 80 Li CONSTRUCTION DRAWING APPROVAL Q tr -- o O rn ( IN FEET ) —"— o THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED i inch = 20 ft. a PER THE CONDITIONS ON THE TITLE SHEET. `o BY. o+ O O City Engineer, CITY OF ARLINGTON o HE DATE: THIS APPROVAL VALID FOR 18 MONTHS 01 STANDARD NOTES SECTION A, TOWNSHIP 318, RANGE 5 W, W.M. REFER TO SHEET CV-1.1 FOR NOTES AND CV-1.2 FOR CITY OF N ARLNGTON STANDARD NOTESm VEHICULAR ACCESS / N N N m o oPOINT(2-WAY) OSHARED ACCESS DRIVEO �CONSTRUCTION KEY NOTES A a � gv~i QA CEMENT CONCRETE TRAFFIC CURB g > o 0 0 U U U U UB TRASH ENCLOSURE, SEE ARCH PLANS FOR DETAILS �> :•;-: o 0 0 0 55' — M. a. .•.•.'.i J J J J 03'81 © ADA STALL W/SIGN, SLOPE IN ADA STALLS AND LANDING a 10,UTILITY EASEMENT d a d a AREAS SHALL BE NOT MORE THAN 2%IN ANY DIRECTION. 1 1 I R30' RECORDED 4D002 A.F,N0. OD STOP BAR N N R40' D rl o o w O NO PARKING-LOADING ZONE(FIRE LANE)PER CITY OF R5' L } o 0 0 0 ARLINGTON STANDARDS. 1 I I QF TYPE 1 CEMENT CONCRETE DRIVEWAY APPROACH 1 I I 116' © CONCRETE SIDEWALK PAVEMENT I 1 104 1 SECTIONSE1i4 ® 1 r. c� • - - • - SSU�BJ CT TO o P o 0 TIE INTO EXISTING SIDEWALK I ' G• • ECORDED N $ < QI STOP SIGN I 0 1 ® t UNDNO.111157911 o o o 11. QJ PEDESTRIAN PLAZA, SEE C-1.1 OK CROSSWALK © LOADING RAMP. APPROXIMATE SLOPE OF 5% D at ® PATTERNED CONCRETE PAVEMENT ! pC ' 0 "NO PARKING" FIRE LANE I DRUGSTORE 00 NOSE DOWN CURB I 1 I 30' 4�IT 14,671 SF MAX HT. = 30.5 LEGEND I I STANDARD DUTY ASPHALT I 1 I 1� ``� • -' �jQT�Ix CONCRETE PAVEMENT CONCRETE SIDEWALK PAVEMENT LANDSCAPED AREA I N ACCESSR 9 ToIF 11 1- 1 3,a E 29.3' ,• FROM(EAST O CONCRETE CURB I 1 BOUNDARY �s fig C-8.0 PROPERTY LINE — — 30�WIDE SANITARY SEWER \ yty,2,.,,;..- _ -�•••.•:I PROPERTY<n . . . . . . . . . BY r EASEMENT TO THE CITY OF `�'.: - ARLINGTON A•F.N0.9110010458 \ ° ` �^ , SIGN i C DOCUMENT RECORDED j.: - NO 1140278 ^-e G 30'WIOE EASEMENT FOR :I UNDER A.F. y un tt PARKING STALLS PER ROW ® 1 NGREss.EGRESS,uTILITIEs •� : : AND ROAD RECORDED UNDER K 6 '-. ,. A.F.NO.8911200555 PEDESTRIAN PATH ���®�®o®®a� ®� 0 ,a � � ® •. . . . . / LL a EXISTING BUILDING R10' �� A O . . . •' N e I R10 R20 ---1 9' PARKING DATA M REQUIRED PARKING(DRUGSTORE) REQUIRED RA110: 1/400 SF BUILDING AREA ��`;: 5 0 R5' Q 3mv REQUIRED STALLS: 37 SPACES R10' I - A R10' ' °. . � PROVIDED PARKING -:-:•.•.•. .•.•.•.-. •: •�•.•:•.•:•.•:•: G #, R22' STANDARD STALLS: 58 VEHICULAR ACCESS' :•, _ ; ACCESSIBLE STALLS: 3 0 rn3 I POINT(.2.-WAY) -O : 6 30".._TOTAL STALLS: 61 O :-POINT 2 — — — o STALL DIMENSIONS STANDARD STALL: 9'X19' - _ ik T'" — - - - _ a c D — — �-�-r I'� ;�44 zEj PARKING REQUIREMENTS H f:: : . :f:.:: , G H o coZ z 5 MINIMUM PARKING REQUIRED 1 SPACE/400SF BUILDING EXISTING ACCESS �� 204TH ST. NE 14,671 SF X(1/400) = 37 STALLS TO REMAIN _ VEHICULAR ACCESS POINTS2-WAY) __ og -_ __ __ __ __ Z REQUIRED - -- -- -- -" -- -- - - �RIGHT IN RIGHT OUT N z 0- PARKING PROVIDED = 61 STALLS PROVIDED $off N MAXIMUM COMPACT STALLS 20%OF STALLS �� Q ~C4 N PARKING STALL DIMENSIONS Roy N REGULAR STALLS 19, X 9' O o J^Q COMPACT STALLS 15'X 8' ADA STALLS 8'NODE, 5' ACCESS AISLE CONSTRUCTION DRAWING APPROVAL c( Q MINIMUM TREE SHADING 20%OF PARKING AREA Q THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED i ° GRAPHIC SCALE PER THE CONDITIONS ON THE TITLE SHEET. o O ° BN 20 0 10 20 40 BO City Engineer, CITY OF ARLINGTON c i ( DATE IN FEET ) THIS APPROVAL VALID FOR 18 MONTHS N 1 inch = 20 ft. SEC11ON 11, TOWNSHIP 31 S, RANGE 5 W, W.M. C 4 m O O N N n N Z 'gip d W W � g N Z¢ Z Z Z y d :!Ccd U U U U ¢ d • d did d n. r r r LARGE DIAMETER 000 � N � o'000 QUARRY STONES 10 `Z �IN M M -_ — w w LARGE DIAMETER 4, o $ o 126.35 Y QUARRY STONES w W p N ''s J 127.85, J J ACCENT RIVER ROCK w W W w WI y BORDER `ACCENT RIVER m ROCK(TYP.) d ° 6.35 127.90 SCORED CONCRETE/STAINED 127.85 '4I AND EXPOSED AGGREGATE J SCORED CONCRETE 7 �P w •,`3• J. (TYP.) 04`��tio w - 128.15 _ 127.90 ... - 129.65 •^ '� _ •., +.;;� _ _ '!'` STAIRS 18" TREAD WITH 6" • ( .e -�-- RISER TYP.) v BENCH i:....,.• : .:..' = 29.75 �s - - 128.15 J� J •L J' W W O m —�_129.65 — - 129.72 v ENTRY CAPS (TYP.)� / EX 129.65 129.36 ENTRY CAPS AND STAIR BORDER s BENCH _ _ _ _ _ _ - - — — — y 129.58 - — — — — — — — -129.28— — — — — — EX - - — - - - - - - - a� �LL PLAN VIEW M � m 'Y N "p g v r"e Z Q ^4 0 W a- L r Z Q o I- �i Q ONZ Q SECTION VIEW C,3 C.J CC Z 'T Q W � J � i CONSTRUCTION DRAWING APPROVAL Q w GRAPHIC SCALE THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED 5 0 2.5 5 10 20 PER THE CONDITIONS ON THE TITLE SHEET. `o BY: 0 IN FEET ) City Engineer, CITY OF ARLINGTON N - I inch = 5 ft. DATE. a STORY PHOTOS THIS APPROVAL VALID FOR 18 MONTHS cAr i SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. a o o v`5 V N N Z / J Z C J QQQQ IZ d d d oo 10' 55 — h n UTILITY EASEMENT RECORDED UNDER A.F.N0. `\ 1 R40 11 8304040029 I R5, o o I I 47, o000 2 I { I I I I J� ® ` I S1/2,SE1/4 SECTION 11 I N"'TTT 1 SUBECT TO P.U.D. EASEMENT RECORDED I 6 0 o UNDER A.F.NO.1157911 I i I L � I \z o I I I f DRUGSTORE 8.5' 191 30,—►I 19' I I o 30 14,671 SF I " I I I EXISTING BUILDING FOOTPRINT I �� MAX HT. = 30.5' I } gm 30' cn } = I �o4�t°�• � r I I ACCESS TO S.R.9 x I f 29.3 RESTRICTED FROM EAST _WIDE SANITARY SEWER BOUNDARY OF PROPERTY IEASEMENTTOTHECITY — IY DOCUMENT RECORDED ARLINGTONA.F.N0.9110010458 I UNDER A.F.NO.114027830'WIDE EASEMENT FOR INGRESS,EGRESS,UTILITIESD ROADRECORDEDUNDERA.F.N0R10' r�m� I odaEU 1R10o R10'I �F az R1R5'oo27 VEHICULAR ACCESS w� R2aL— _IPOINT(2-WAY) iv — 6_EXISTING ACCESS WORK ZONE IT1 — — — — — — 0 - - - - L - - - - - - N — — — TO REMAIN —— — — — — — — — — SIGN PER MUTCD n Sn STANDARDSR 9-it o SIGN PER MUTCD �� ~ 24" X 18" CONSTRUCTION FENCE VEHICULAR ACCESS POINT(2-WAY) ICp ST. NE STANDARDS R 9-11A 24" X 12" E -- - - -- -- -- -- -- -- (RIGHT IN/RIGHT OUT) -- -- -- -- -- - - -- ---(-- -- -' O O I $ ^• I as N O o w " 3 z N w z O o- N I" z< o' Cocc 0 0 p J U M Z CJ Q a j CONSTRUCTION DRAWING APPROVAL Q GRAPHIC SCALE THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED `o 30 0 15 30 60 120 PER THE CONDITIONS ON THE TITLE SHEET. BY: 0 City Engineer, CITY OF ARLINGTON ( IN FEET ) s 1 inch = 30 ft. OATE: f] THIS APPROVAL VALID FOR 18 MONTHS 0i SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. REFER TO LG MNG DETAIL SHEETS 1 � f a FOR LKKViT SPECIFICATIONS I I M N maoN VEHICULAR ACCESS — �- { .`.':•.���:-..:•:`'..•.:-.:.`.I III III I j Zr 0- �N0w POINT(2-WAY) SHARED ACCESS DRIVE ww O O U 55 TY EASEMENT RE10'UTILI CORDED UNDER A.F.N0, 8304040029 R40 p cl R5' A E : 104' S1/z SE1/4 SECTION 11 SUBJECT TO V �NoMzoJa o f-- P.U.D. I O N I I I EASEMENTUNDER A.F. ^z o I I ERECORDED II® ® N0.1157911 f ' CONSTRUCTION KEY NOTES DRUGSTORE k =LL i 30'—�T�19' �pT ® LED AREA/FLOOD LIGHT POLE I 14.671 SF I i f MAX HT. = 30.5' Q 96°BOLLARD LED PATHWAY LUMINAIRE I I I 1N © 42'BOLLARD LED PATHWAY LUMINAIRE 4 A i I 2?tet DO LED CANOPY LUMINAIRE i I I 12 EO LED SECURITY WALL MOUNT LIGHTS I I I ' © :.f_.;:': 2 I S A ACCESS TO LEGEND ; E ::=. BFROM OUNDASD RY CONCRETE PAVEMENT I ) aei' D3� :':1 PROPERTY 30 WIDE SANITARY SEWER BY EASEMENT TO THE CITY OF .'�`.`.'.i DOCUMENT CONCRETE SIDEWALK PAVEMENT ARUNGTON A.F.NO.9110010458 RECORDED UNDER•�• A.F.' '-• NO.1140278 ( ro LANDSCAPED AREA 30"WS,E EASEMENT FOR S, INGRES EGRESS,UTILITIES l LL S AND ROAD RECORDED UNDER CONCRETE CURB A.F.N0.8911200555 � � �"�� � � �� �..`� '• I PROPERTY LINE PARKING STALLS PER ROW o ® I II II I N T N oo \\\ 10 R20' EXISTING BUILDING R Nl N BUL11 0b o jj(�.::-.LL•::LL:-a 11 � I �� 0 R101 ' R10' 9j 10 R5' __ I# VEHICULAR ACCESS'•'- '•'- '•'•;•;Q+y • • • • • • -,• POINT(2-WAY) s. . . --- I — - - - = s — — — W v 3 f Z I .: o ° S�Q F N EXISTING ACCESS VEHICULAR ACCESS POINT(2-WAY) � � 204TH ST. NE s TO REMAIN (RIGHT IN/RIGHT OUT) — oil — —— Q N Z Z_ -- - -- - - -- -- -- — $;5 -- -- - - - - — -- - - -- - - co M Z=9Z O �Q J s Q j CONSTRUCTION DRAWING APPROVAL Q GRAPHIC SCALE THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED z 20 0 10 20 40 BO PER THE CONDITIONS ON THE TITLE SHEET. pq i 0 BY. c ( ) eer,City Engin , CITY OF ARLINGTON IN �� 0 1 inch = 20 ft. DATE: 3 THIS APPROVAL VALID FOR 18 MONTHS C-1 4. vi STRUCTURE TABLE SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. # TYPE RIM IE IN IE OUT \\ II TC121.5 O TYPE 2 CB* 124.7 116.3 116.3 I I 1P 121.0 I I i TC 126.0 1 I g n v - I TC 122.0 TO 125.5 CD CD N O2 TYPE 2 CB* 124.5 116.3 116.3 I TP 121.5 TC 124.6 r w w O O3 MODULAR WETLAND 122.8 118.5 117.2 I I AIL TP 124.1 3 11 l j I I w z z ,� TC 124.4 I I I I1 aw� wg Q TYPE 1 CB 122.0 118.E 118.6 I \ TP 125.3 / TP 123.9 1 IIII s z ' \ !� 2 7? v // TO124.2 IIII � 000 Qs TYPE 1 CB 123.8 120.E 120.6 1 20 - - - - zt >t - -- �= - - - - - � 21 TO 124.2 I TC 122.0�r SD SD SD SD SD TC 124.6 I V I I 5 s TYPE 1 CB 125.3 121.2 121.2 S 1 _�4 5 / 3 i TP 121.5 20 s I 3 ss �s z ss ass s- - ss-ss ss 2�, TP 124.1 O7 TYPE 1 CB 124.6 -- 121.6 I i l LJ _ / -- - - 6"RDL-I- __ I TC 124.8 1 1 I to TYPE 1 CB 124.5 -- 121.5 4 TC 124.7 r 3 ❑- -w-w w--�- TC 124.8. a TP 124.3 t ( 1 TC 125.8 r_ ----- - I9\ TP 124.3 TC 125.0 TC 122.5 1 ti TO 124.2 __I _ / 1 TP 125.3 I A IE= 118.4 ---- TP 125.4 / I 1 I n 20 TYPE 1 CB 121.8 118.8 118.8 TP 121.0 I� 1 TC 125.0 1 1 I I !�• 13 1P 124.5 i i i N o N M rn 2t TYPE 1 CB 123.8 120.8 120.8 I I �, N TP 124.5 / 1 126.0 TC i26.0 IE= 1206i A I I I w-- W-w' I I I I I y I A TC 125.2 ti N N / 1 TC 125.2 I I I 22 TYPE 1 CB 124.7 -- 121.7 IN \ - - ✓ TP 124.7 1 TP 125.5 TP 125.6 H I I I i z i 1 / \ TP 124.7 o TC 125.7 TC 126.0 5 I I NOTE: I / i I �� 1 ( TP 125.2 TP 125.5 TO 126.0 I I TP 125.8 I t i iy = o ASTERISK DENOTES SOLID LID; ALL OTHER I n TC 125.6 1 1 ns-1 z3-- I J TP 125.2 11m =126.0-- 22 I I I I o o o STRUCTURES SHALL HAVE OPEN GRATES `' I / \ j T�12®(® 1 ; N TC 125.7a _ _ _ /TIC 125 a /❑ 1 I I I PIPE TABLE /I \ I 1 TC 125.4 IE RDL I /� \ i i 1 1 TP 125.4 IE= 122.0 i 1 I I I # DIA(IN) L(FT) SLOPE(FT/FT) MATERIAL I I/ \ TC 125.8 1 1 8"RDL 1 � / // \\ N, TP 125.3 1 IE= 121.0 IE= 122.06 A 1 1:��) 2 12 14 0.000 HOPE I 1 1 \ 1 1 2 I N I 1 1 1 I ❑ ,26.D DRUGSTORE I� 7 /b II J 0 12 74 0.012 HOPE 1 11 I \ 1 1 1 12 10 0.010 HOPE I ; ;I \\ i i ; 14,671 SF 126.0 \ I ti TC 125.7 1 TP 125.2 I ?s, 1 1 \ I 1 1 TO 125.2 I TP 125.5 ❑5 12 199 0.010 HOPE I I I I / / \ i I j FF 126.0 ) , 1TC 125.8 TP 125.3 i TC 126.0 /i%l� 126.0 I1` 125.3 / ^7 6 12 128 0.005 HDPE I I I l I IE= 122.22 A 1 -I - -RIDGE - ////�III \ 4 - ; 1 /////>x X Q 12 80 0.005 HOPE \�\ j II \\ 1 ' , I 8 TC 126.0 1012 65 0.005 HOPE \ I I 126.0- -J 1 i 1P 125.5 5 I I 126.0 20 12 10 0.010 HOPE I I�/I TC 125.3 to TC 125.4 o TP11251.3 ❑ II 1 I TP 125.4 ,ti5 11111 .L 2t 12 272 0.007 HOPE III \ TP 124.8 I /' 22 II I I I TC i \ TC 125.3 125.8 I 22 12 141 0.006 HOPE I I I/ �\ \ TP 124.8 IE_ ,23.00 A 126.0 T' 125.9 9 1�TP 125.3 III' -7- 8 �� IE= 122.49 A TC 126.0 c' I ' I I r / �■ 126.0 126.0 TP 125.5 CLEANOUT TABLE i p 'i l /� �� 10 IIII °f``s �e� ---- I TC125.9, � 125.3 # TYPE IE I I\\ TC 125.8 125.8 TP 125.9 TP 125.4 \ TC 125.8 \ v TP 125.3 �r- I I �i CLEANOUT TO GRADE 117.85 I N \ 11 \\ ~ 125.8 TC 125.6 �I , z TP 125.3 _ TO 125.15 TC 126.0 III O2 CLEANOUT TO GRADE 120.80 / it �I \\ TC ,25.9 ` �� 125.7 TP 125.1 > TC 125.9 TP 125.5 I LEGEND TC 124.6 TC 125.0 TP 125.4 / - - TP 125.4 3 CLEANOUT TO GRADE 118.38 I I /I TC 124.7 TP 124.5 TC 125.8 \ / \ TC 125.8 12 6 RDL 11 I ___ // TO 124.1 TP 124.2 TP 125.3 _ / 125.4 'TP 125.3 TC 125.8 TC 125.6 ! EX. CONTOUR --�#----- ® CLEANOUT TO GRADE 120.57 / I N /I l OAN i - O TC 15.3 TP 125.3 1 TP 125.6 _ + PROPOSED CONTOUR XXX O5 CLEANOUT TO GRADE 121.69 i I Sp BC 125.2 TC 125.9 10 �125_9 I \ I SPOT ELEVA11ON xxx.xx� s \ TC 125.4 7 TP 125.4 1z TP UNLESS OTHERWISE NOTED z © CLEANOUT TO GRADE 121.95 ( ' u ❑ ❑7 SD- . O( // TC 126.2 ' \I STORM DRAIN PIPE -So TC 124.7 TC 125.0 \ TP 125.4 TP 125.0 - - TO 125.6 TP 125.7 CLEANOUT TO GRADE 122.01 /[TP 124.2 / TP 124.5 \_ / ROOF DRAIN LEADER aQ x < I / \ �ti TC 126.0 --124 __ _"TC 125.7 % 8 CLEANOUT TO GRADE 122.17 �" l I I \� TP 125.5 - - - / A I / (6"PVC, 1%SLOPE � ---►-- � �M 0 0 _ TC 126.3 / TP 125.2 3 7I v B TO 125 8 TP 125.4 ?S e TC 126.2 ° + �/ UNLESS OTHERWISE NOTED) O9 CLEANOUT TO GRADE 122.44 TP 125.7 TC 125.8 %'�2 TO 125.7 2 / /------ TP 126.2_ --�. \ N TO 125.3 -/ o _ 10 CLEANOUT TO GRADE 122.58 - \ti - - - - - 6 TC 126.1TC TP 125_3 / I %j GRADING RIDGE - -Rea- - 'TC 126.4 / 126 TP 125.6 / �' TP 125.9 -5 TC 124.65 - - T - - - - r - _/ / GRADING VALLEY -VALLEY- - Z 11 CLEANOUT TO GRADE 122.70 I " I TP 124.15 TP 126.4 i 1P 126.40 TP 126.60------ = _ - -_ - - N ,2 CLEANOUT TO GRADE 122.87 _ - - - - - __ -___ - - - -_� - - - - - GHP CHAMBER UNIT O s _ _ _ DETENTION STORAGE OH OHP OHP _ _ - OH OHP OHP ___. OHP W TP Pam- _ - / / ,, - --1- \ ISOLATOR ROWPRE-TREATMENT F- W cN'J '' I SD SD SD O \ Z Q Q STORMWAIER TREATMENT ® 3 TOP SOLID LID ce-125.2s I// / ! I ( // O FACILITY O Z c INV.8"PVC S.=121.45 �`0 TP 126.4 N TO'N� LID CB=128.84 9 ��O ® / INV.8"PVC W.(CAPPED)=121.33 TP 125•8 79P S D LID CB= 6.33 SPEED/LIMIT SIGN P;V' PVC 5.=124.89 y /°ry TYPE I CATCH BASIN ■ y - J - INV.8 P W.(OIL/WATER / a / TC 125.$ / INV 8"PVC S.=1 3.10 / I S ARATOR=122.54 / • �~ o 2lm1 - - =NV 8"PVC E.=1 zss - _ _ /__ _ __ > �i -_ CLEANOUT TO GRADE(CO) Z O(� 0 INV.8"PVC N,121.38 TP 126.1 A' \ TYPE II CATCH BASIN Q Know what's below. '^�- - INV.8"PVC S.=121.63 G.T.E. VAULT - TC 126.1 204TH ST. NE \\ -- i c J N Call before you dig. ��----- - ss-e ss ss s ss ss -----ss ss \n \ 0l ss ss �- EXISTING BUILDING �Q 0 j SS ---TOP SOLID LID CB=124.75 125.81 INV.W PVVCC NB 123.08 ' 1\ \I I \\ :^ Z FL INV.8"PVC S.=122.97 1 IN� =125.58 EARTHWORK QUANTITIES DETENTION DATA ^^ "^ ^ CONSTRUCTION DRAWING APPROVAL Q G 0 TOP SOLID LID CB=125.86 I GRAPHIC SCALE EARTHWORK VOLUMES SHOWN BELOW REPRESENT THE DIFFERENCE DETENTION SURFACE AREA = 2,645 SF THIS PLAN SHEET HAS BEEN RENEWED AND APPROVED C� BETWEEN FINISHED AND EXISTING GRADE SURFACES NTH NO DETENTION STORAGE REQUIRED = 8,712 CF 20 o to 20 4o ao PER THE CONDITIONS ON THE TITLE SHEET. o ADJUSTMENTS MADE FOR SURFACE PREPARATION REQUIREMENTS DETENTION STORAGE PROVIDED = 8,766 CF \ I BY, OR SUBGRADES. THE VOLUMES ARE APPROXIMATE ONLY, AND ARE NUMBER OF UNITS = 49 ss ss ss ss City Engineer, CITY OF ARLINGTON / ( IN FEET ) NOT TO BE USED FOR BIDDING PURPOSES. 1 inch = 20 Yt. DATE. i CUT: 300 CY FILL: 4,500 CY NET: 4,200 CY(FILL) THIS APPROVAL VALID FOR 18 MONTHS 1ii CONTRACTOR NOTES I EXISTING SSMH SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. RIM = 120.31 MONITORING MANHOLE 1. ALL FITTINGS TO BE"MEG-LUG" TYPE RETAINED IE=114.17 6"SANITARY SEWER TO JOINT PER COA STD. 4-1.10& 4.2.06 1 CONNECT TO 8"FIRE PER COA 5-1.17, BE REMOVED EAST OF BUILDING h 2. ALL BELL GASKET TO BE"FIELD LOC." TYPE STA 0+50.0 HYDRANT LINE RIM = 125.2 CONNECTION II w w PER COA STD 4-1.10& 4.-2.06 I I sSCO 6"SS 1 - 8"x6" TEE STA 1+50.0 IE OUT= 119.05(W) a CD z w NEW 224 LF OF CAP END PER SSCO 6" SS O CONNECT TO EXISTING 6" WATER MAIN(EAST) moo z IEIN = 119.15 S � aa - i - 12"x6" TEE W TIE-BACK BLOCK COA DETAIL W-160 F 1 6"SS®2.0% 2- 12" GATE VALVE t c KEY NOTES I e , - 6"GATE VALVE a 3 CONTRACTOR TO CONTACT GAS p o 0 0 OA CONTRACTOR TO VIDEO INSPECT EXISTING SEWER AND 4 A OF EXISTING 4" GAS LINE 2 COMPANY REGARDING THE LOCATION a o 0 0 SURVEY INVERT ELEVATION PRIOR TO DEMOLITION OF C-5 0 I A H Z z z Z g Q Q Q EXISTING BUILDING. IF EXISTING SEWER IS ACCEPTABLE TO ENGINEER, EXISTING SEWER WILL BE USED. ( SD SD so sD SD SD SD SD-SD a a a B CONNECT TO EX WATER I i"IRRIGATION \\\\ O -Ss SS-SS-Ss R18" FIRE HYDRANT LINE I eo u o o N RELOCATE EX POWER POLE. COORDINATION WITH -SD- TEE I o 0 0 0 © SNOPUD TO CONFIRM POINT OF CONNECTION. -W \ w w w w w w w w w w 1- 12"x8" w DDCVA IN VAULT PER COA g r M M QD 6"FIRE DEPARTMENT CONNECTION I W E STD DETAIL W-100 NEW FIRE HYDRANT ASSEMBLY PER COA DETAILS W-010, W-015 I I w N w 3 6"FIRE LINE Q I G NEW 23 LF OF i- 12"x6" TEE AND W-020 I o 6"FDCI 6" SS®8.OY. 1- 6" GATE VALVE I o N QF 6"FIRE LINE POINT OF ENTRY. I LINE F i" DOM. METER iD c� T 6" DOMESTIC CONNECTION I m ryrn 6"FDC 0 1- 12"x 6" TEE G 1"DOM WATER POINT OF ENTRY 5 I CALCULATED I IE- 12183 I SANITARY SEWER 1- 6"GATE VALVE I o o o O POINT OF ENTRY G RPBA INSIDE BUILDING PER COA DETAIL W-120 C-7.0 I I EXISTING 8" SS ') POINT OF ENTRY 1- 6" x 2"REDUCER QH NEW IRRIGATION SERVICE I 'IE= 1i3.55 MIN IE�121.0 ® � Np.1157911 I 5?CONNECT TO EXISTING SEWER PER - o (D SANITARY SEWER CLEANOUT C-5.0 I I DETAIL 2 SHEET C-5.0 I PROPOSED 12" WATER MAIN I o 4 N g W O 2" DOM WATER STUB. EXTEND 5 FEET FROM I ' I N L I PAVEMENT. CAP AND MARK. SSCO -4 KO REDUCED PRESSURE BACKFLOW ASSEMBLY I I I CAP AND MARK I © PROPOSED i2" WATER MAIN 70LF6" SMIN IE = 120.0 QM CONNECT WATER MAIN I A I i DRUGSTORE r N EXISTING 4"GAS LINE TO REMAIN I 4oQ��oe NO NEW TRANSFORMER ( ss 14 671 SF 1 I I FFE = 126.00 UTILITY LEGEND ( CALCULATED I EXISTING E I MONITORING MANHOLE TO BE INSTALLED UNDER WATER LINE W I I IE1= 112.47 SEPARATE PERMIT SANITARY SEWER LANE ss I�® I ! �~ 6 I y 1 POWER LINE(2-4"PVC) F I I 282 LF 12" WATER _ 1 ACCESS TO GAS LINEG 2 �X I I F RESTRICTED I �oXjfe Qa° FIR M FIRE HYDRANT Ak C-7.2 1 /° �� I BOUND RYT I ? w I oo OF AND MARK ® I I PROPERTY I N 8 30 WID SANITARY SEWER \ I I I DOCUMENT FIRE DEPARTMENT CONNECTION 5 6 EASEME T TO THE CITY OF TELEPHONED&ELECTRIC RECORDED N ry ARLINGTO A.F.N0.91100,0458 CONDUITS UNDER A.F. \ I�, I N0.1140278 THRUST BLOCK 1'2 I I �~ G-7.1 Y 30'�W� EASEMENT FOR FLL INGRESSpEGRESS.UTILITIES AND ROAD RECORDED UNDER WATER VALVE N 3 A.F. o.8911- C-7.1 UTILITY XING EXISTING 4"GAS 3 12"SO IE= 121.32- J \ UTILITY XING SANITARY SEWER CLEANOUT LINE TO REMAIN C-5.0 2"DOM = 123.0 12" SD IE= 121.32 I = SANITARY SEWER MANHOLE 6"FDC LINE IE 123.0 I I I SD a g i WATER METER C-7.0 0 \ s0 SD BACKFLOW PREVENTER ® 1 2 i m o" c I e I I 0 a M� I I g PROVIDE VERTICAL BENDS FOR 7 LF 12"WATER N BLOWOFF ASSEMBLY GRADE ADJUSTMENT o 3 2-45'12"BENDS �A 1 GAS 2"DOMESTIC z 1"IRRIGATION, CONNECT TO EX. GAS / o I MAR GAS METER ® DCVA ILI NEW FH SERVICE QGj 31 LF 12" WATER j C 7.0 N SEE SHEET C-3.3 - - - - - - j E M TELEPHONE(2- 4°PVC) -T I FOR 204TH C _ _ - - - - - - - - - W WATERMAIN - - - - - - - -- -___�- - - - - - - - - - - OHP s,c�LA C OHP OHP O ELECTRICAL TRANSFORMER ❑T - - - - - - - __ VAULTS _ 1 EXTENSION 0HP p OHP 0HP W N OH �nr OHP OHP P - -�--- � - C _ - - -1 - 12" 45'BEND - - -' - 3 EXISTING BUILDING _ - - - - - - - - = - - - - - -- ;,� ?� Z i w --sue- sD so B I =vv Z c N W W roP soup LAD ce=1z5. �^ I 1 - 12" 45'BEND I I 0 0 121 LF OF 12 WATER NV.8"PVC 5.=121.45 91 LF OF i2" WATER i 130 LF OF 12"WATER T"'`o L'^ Zj w INV.8`PVC W.(CAPPE) "'"" TOP S LID LID CBa128.33 SPEED L1MIT SIGN 15 LF OF,2"WAIER "P 4O LF CF 12 WATER ,... ? W.(tNl/WAILR EXISTING SSMH 1 - 6 X 12" TEE � IN B^PVC s=123.10 - O C-4 Z J - INV 8"PVC E.=122.99 SE ARATOR)=122.54 I�- - J p- _RIM = 124.83 1 - 6"GATE VALVE 5 ® -. 1-P.-.­1 8-rune-- 5H- -- - - - -- -- -- -- - -CO IE=110.13 Nv s"PVC N.=121.38 1 - 6" X 2" REDUCER //� CONNECT TO WATER AT EXISTING 10"x12"CROSS z" INV.a"PVC S.121.63 - - """ 204TH ST. NE 2 - 12" GATE VALVE ss ss------c^� I Z Know whaPs below. 5S ss ss s SS ss 6 -ss TOP s� ss ss ss i - 10"x12"REDUCER(SOUTH) � TOP SOLID LID CB 124.75 wv a^P1" u_ ,^" .__ i' CONSTRUCTION DRAWING APPROVAL Q Cali before you dig. LLL GRAPHIC SCALE T_ THIS PLAN SHEET SHEET HAS A BEENNS REVIEWED A DSHEPROVED o SEE CV-1.2 FOR CITY OF ARLINGTON STANDARD CONTRACTOR TO ADJUST MANHOLE RIMS AND GATE 20 0 10 20 40 80 NOTES. SEE CV-1.1 FOR GENERAL NOTES. SEE C-3.1 VALVES OF EXISi1NG SiRUCTURES TO FINISHED GRADE. BY, o FOR SEWER PROFILES. C-3.2 FOR WATER LINE City Engineer, CITY OF ARLINGTON y PROFILE DATE, c ( INFEET 1 inc = 20 Et. THIS APPROVAL VALID FOR 18 MONTHS i Gi SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. m 0- 0- N z U I d W w EXISTING SSMH - RIM = 120.31 {7 I I IE=11417 MONITORING MANHOLE 6" SANITARY SEWER TO CONNECT TO 8"FIRE PER COA 5-1.17. BE REMOVED EAST OF BUILDING I STA 0+50.0 HYDRANT LINE RIM = 125.2 CONNECTION SSCO 6" SS 1 - 8"x6" TEE STA 1+50.0" IE OUT= 119.05 (W) NEW 224 LF OF CAP END PER SSCO 6 SS IE IN = 119.15(S) ^ ^ ^ ^ COA DETAIL W-160 6"SS®2.0% Q0 0 0 0 UTILITY LEGEND -- WATER LINE W SANITARY SEWER LINE ss 0 0 ! --SSD- SD1+00 - sD .----- --- - --sD-- -sD-. - - -SD SD ---sD---------SD-- 2+00 3+00+05Ah ;,N\ POWER LINE(2-4"PVC) I o 0 FS—S Ss as GAS LINE G —---SD---- --- — — -- — — — _ _ — — — ^ o 2 I W W, Ww Ww Ww Ww W FIRE HYDRANT - o A6"FDCI ARE DEPARTMENT CONNECTION + C5,61 I I NEW 23 LF OF `1 1,2 I I N PROPOSED 8" WATER MAIN 6" SS®SA7THRUST BLOCK T s"FDc ® ®WAIER VALVE N I POINT OF ENTRY GEXISTING 8"SS �I PONITAOF ENTRYIE= 121.83 jIIEC = 113.55 - MIN IE= 121.0SANITARY SEWER CLEANOUT I CONNECT TO EXISTING SEWER PER ®SANITARY SEWER MANHOLE DETAIL 2 SHEET C 5.0 ( NEW TRANSFORMER C-5.0 w�.rolg �`S WATER METER G' D PROFILE KEY PLAN BACKFLOW PREVENTER H: 1"=20' BLOWOFF ASSEMBLY CA C 1 V. 1"=5' GAS METER ® a- 3 DCVA TELEPHONE(2- 4" PVC) —T — 130 PROPOSED GRADE 6" SANITARY SEWER TO ELECTRICAL TRANSFORMER BE REMOVED EAST OF BUILDING T EXISTING GRADE I $ CONNECTION m EXISTING BUILDING ems. 125 __ - PRO g — _ - - — — 120 -- -- ----- EXISTING 6" — N 115 -- --- _— -- — ----- ----- ----- -- i SEE CV-1.2 FOR CITY OF ARLINGTON STANDARD o NOTES. SEE CV-1.1 FOR GENERAL NOTES. W 110LU —I �- lL a CONTRACTOR TO ADJUST MANHOLE RIMS AND GATE CD O 3 n VALVES OF EXISTING STRUCTURES TO FINISHED GRADE. z Z Ir 3 G z �3 v 3W W L ZWg V1 QvO�U m�O Z mNO II O•-rn O,-v oiat- Z Q U NOZrZo°O Z Z y ® ¢N m II F N ¢O II ¢ tI ¢Z O z 3 I� 0 o W O CMV NN W F-W V1(n N N N W W U z W •+ N Know what's below. 0+00 0+25 0+50 0+75 1+00 1+25 1+50 1+75 2+00 2+25 2+50 Z`, aC Call before you dig. i CONSTRUCTION DRAWING APPROVAL SIDE SEWER PROFILE a � � THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED GRAPHIC .SCALEH: 1"=2O' PER THE CONDITIONS ON THE TITLE SHEET. 2-0 20 0 10 20 40 80 V. 1"=5' BY.. .o City Engineer, CITY OF ARLINGTON rn ( IN FEET ) DATE: i 1 inch = 20 ft. THIS APPROVAL VALID FOR 18 MONTHS i SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. o II I I mo � N A V O+ W Z 2 oaf I TY 9 i ? 000 �NN T T T T T T T T T T U U U U A ZI tOP ( I I PROVIDE VERTICAL BENDS FOR as as as as as ¢ ¢ ¢ ¢ U U U U GRADE ADJUSTMENT ¢ ¢ ¢ ¢ �sQ 2"DOM. SERV 282 LF 12" WATER PROPOSED 12" o o N 7 LF 12" WATER WATER MAIN 1"DOM. METER M1 2 - 45'12"BENDS ooao 1+QQ 2+00 c w 6" DOMESTIC CONNECTION w w w M1 zo N 1- 12"x 6"TEE' CONNECT TO EXISTING 6"WATER MAIN (EAST) 9 1- 6" GATE VALVE —1 - 12" X 6" TEE W/TIE-BACK BLOCK N CONNECT TO WATER AT EXISTING 1- 6" x 2" REDUCER o GATE VALVE = �N M1 z o 10" X 12" CROSS 6" FIRE LINE 2- 12" o 0 2- 12" GATE VALVE 1 - 12" X 6" TEE y 1 - 6" GATE VALVE 1 - 10" X 12" REDUCER(SOUTH) 1 - 6" GATE VALVE Is&a5d ozm <a+°imAay'a zc: UTILITY LEGEND _AA 9 o g.m } ooIDDCVA IN VAULT PER COA'D o f oz A Amo Ll T; STD DETAIL W-100 m i" IRRIGATION WATER LINE W ( I I T�� z 8"FIRE HYDRANT LINE ° 1 - 12" X 8" TEE SANITARY SEWER LINE SS � r POWER LINE(2-4"PVC) P HIGHWAY 9 GAS LINE m FIRE HYDRANT V't•d�1g FIRE DEPARTMENT CONNECTION CS'71 r� PROFILE KEY PLAN "' THRUST BLOCK i C� 1 L SCALE: V = 20" Qb�'gd WATER VALVE N C 7.1 �+R SANITARY SEWER CLEANGUT 135 4� SANITARY SEWER MANHOLE C WATER METER 1'2 PROPOSED GRADE C-7.0 BACKFLOW PREVENTER ® 130 °m EXISTING GRADE BLOWOFF ASSEMBLY Cf GAS METER ® EXISTING WATER LINE . DCVA ® C-7.0 125 _ u —A— — — — EXtSTING WATER MAIN 28OLF TELEPHONE(2- 4" PVC) T T— z ELECTRICAL TRANSFORMER Q Q1. EXISTING BUILDING PROPOSED 12" WATER M 120 AIN 282LF p 3 M1 - — PROPOSED 12" WATER LINE N � M1 M1 J U� II II Z II II c, w r2 a05 N CON FUW O � J N P= W G W WNWN� . M c>m+ O N N O W�NZ W NZ W Ni00U OU ¢ = dozQWZ .e &Ne�; j a. 0+00 0+25 0+50 0+75 1+00 1+25 1+50 1+75 2+00 2+25 2+50 2+75 Co Z o�0 a WATER MAIN PROFILE o C z a N I H: 1"=20' 06 N rc 0- Know what's below. Call before you dig. cc CONSTRUCTION DRAWING APPROVAL Q 3 0 o+ THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED a GRAPHIC SCALE PER THE CONDITIONS ON THE TITLE SHEET. 20 0 70 20 40 80 er. o SEE CV-1.2 FOR CITY OF ARLINGTON STANDARD NOTES. SEE CV-1.1 FOR GENERAL NOTES. city Engineer, CITY OF ARUNGTON ( DATE IN FEET ) . C-3.2 j i inch = 20 ft. THIS APPROVAL VALID FOR 18 MONTHS SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. 1 13 W 15 W ig Z z z moos _ � � iC z a w w W Q W o000 CONTRACTOR INSTALL NEW 12" WATER LINE I W z z z z ASSUMED 0 THREE(3) FEET SOUTH OF RIGHT-OF-WAY LINE. 1 W RIGHT-OF-WAY LINE CONTRACTOR TO HAVE RIGHT-OF-WAY STAKED PRIOR TO Z APPROXIMATE LOCATION OF CA N 72ND AVENUE NE INSTALLATION OF WATER 1 Z f t~p n h 706 LF OF 12" WATER J o o M o ASSUMED RIGHT-OF-WAY LINE Nv. - - � - - (CON'T TO EAST VIEW) END OF SURVEY LIMITS a � o N � � CONNECT TO EXISTING 12" WA 204TH ST. NE 1 1-12" 90'BEND 1-12'_GATE VALVE _ _ _ _CONTRACTOR TO REMOVE AND REPLACE EXISTING - - - - CONTRACTOR TO REPAIR _ _ _ _ _ _ _ _ _ - _ _ - CONTRACTOR TO REPAIR EXISTING 12"WA CURBS AS NECESSARY TO INSTALL WATER MAIN. EXISTING 5 FOOT SIDEWALK AS NECESSARY EXISTING 5 FOOT SIDEWALK AS NECESSARY i (FROM GIS) SAWCUT, PATCH AND PAVE TRENCH PER CITY OF ARI INGTON STANDARDS. _ _ ■ € '' 3 WATER LINE REPLACMENT 204TH - WEST o- SCALE: 1' = 20" t t ! ® o I - _PROPER r 301 WID SANITARY SEWER CAP AND MARK \ I I I ( DOCUMEN 1 EASEMEI T TO THE CITY OF TELEPHONE&ELECTRIC I RECORDS ARUNGTO A.F.NO.911001045a CONDUITS UNDER A. 1 30"WI EASEMENT FOR \ I F I I N0.7740 �. INGRE Ord S�jEGRES UTILITIES I 0 1 I AND ROeW RECOR,_DED UNDER to A.f. 0.8911" 1 UTILITY XING — — EXISTING 4" GAS P71� IjyJ 12"SO IE= 121.32 \ UTILITY XING LINE TO REMAIN I t i 2"DOM = 123.0 12"SO IE= 121.32 I t 6" FDC LINE IE= 123.0 SD L 1 - 12"X 12" TEE I ' su-a- c 2 - 12"GATE VALVES I o o m nSD ( z I Iq PROVIDE VERTICAL BENDS FOR g'do N s 7 LF 12" WATER o rB W i CONTRACTOR INSTALL NEW 12" WATER LINE I N I � � _ / GRADE ADJUSTMENT o 3 2- 45'12"BENDS �? ?� THREE(3)FEET SOUTH OF RIGHT-OF-WAY LINE. I "� 2"DOMESTIC N 1 CONTRACTOR TO HAVE RIGHT-OF-WAY STAKED PRIOR TO "2 3 a 1" IRRIGATION CONNECT TO EX. GAS / o W I INSTALLA1ION OF WATER LINE. I I ° I NEW FH SERVICE 4 / 31 LF 12" WATER m 1 706 LF OF 12" WATER g I FOR SSEE HEET C-3.3 (CON'T FROM WEST VIEW) WATERMAIN — __ _— _— —_ =�— — — — — — — — — — — TRAFFIC Z EXTENSION -_ WOHP SIGNAL f-LL J - - - OHP _ _ OHP- P OH �OHP_ P OHP OHP - —OHP _ VAULTS , Li _ —1 - 12"45'BEND 'a _ ® ® — - - - - — - - _ — — _ so w 1 - 12" 45'BEND ( a $ ~ fl w W w TOP sou'LIo ,B 12s. 91 LF OF 12"WATER I 130 LF OF 12" WATER a Q i TOP CB=123.37 'I CONNECT TO EXISTING 121 LF OF 12" WATER NV.8"PVC 5.=121.45 rna c i INV. "PVC N:120.22-'I 12° ILIA_ I IN, 8"PVC W.(CAPP ) "' -' TOP DUD CB=728.33 SPEED LIMIT SIGN 15 LF OF 12"WATER P 40 LF OF 12'WATER Q Q ••• W.1VIL/WAIGK 3 I IN 8 PVC S.=,20.57 •dEPHONE M.H. EXISTING SSMH 1 - 6" X 12" TEE INV 8"PVC S.-123.10 S ARATOR)=922.54 INV 8`PVC :122.99 __ __ __ __ _ �-{-• _ _ __CONTRACTOR TO REPAIR _ __ _RIM = 124.83 1 ___� __ 1 - 6" GATE VALVE - A' CONNECT TO WATER AT EXISTING 10"x12"CROSS EXISTING 5 FOOT SIDEWALK AS NECESSARY IE=110.13 INV.11""PVC S-121.38 i - 6" X 2"REDUCER 204TH ST. NE 2- 12"GATE VALVE 204TH ST. NE INV.8"PVG =,2,.63 I � � 123.32 I S SS SS SS = P -m --ss ss 1 - 10"x12"REDUCER (SOUTH) I.R.uD s 1os.a7—Q---sP ss ss —ss ss ss Ss ss ss ss s TOP SOLID LID CB=124.75 TOP CB=725.87 I I FLOWLINE W � ■ 0 _ �- I INV.8"PVC N.=193.08 .L?1 rno rc_"nc t" WATER LINE REPLACMENT 204TH - EAST w M (D LLi SCALE: 1' = 20" O Q i ZQ W CC UTILITY LEGEND C/3 Z WATER LINE w O WATER VALVE N 3 r- r N C-7.1 ® SANITARY SEWER LINE SS 3 Z O N a Q z 3 SANITARY SEWER CLEANOUT N POWER LINE(2-4"PVC) P C-5.0 N- Knowwhat'sbelow. GAS LINE G WATER METER . C1 0 Z n Q iJJ Call before you dig. 2 J i FIRE HYDRANT C-7.2 BACKFLOW PREVENTER ® CONSTRUCTION DRAWING APPROVAL Q FIRE DEPARTMENT CONNECTION a 5,6 BLOWOFF ASSEMBLY Ej 1 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED GRAPHIC SCALE C-7.1 PER THE CONDITIONS ON THE TITLE SHEET. 20 0 10 20 40 80 12 3 THRUST BLOCK C-71 DCVA ® C_7.0 SEE CV-1.2 FOR CITY OF ARLINGTON STANDARD BY. O NOTES. SEE CV-1.1 FOR GENERAL NOTES. City Engineer, CITY OF ARLINGTON N N ( IN FEET ) DATE: 1 inch = 20 ft. THIS APPROVAL VALID FOR 18 MONTHS Gi NDM' 13"CC t MANHOLES TO BE CONSTRUCTED IN ACCORDANCE WITH 7 FOR DEPTHS OVER 25'MANHOLE BASE SUB DESIGN AASHM M 1S9(ASTM C 478)UNLESS OTHERWISE SHOWN SHALL BE DESIGNED BY A STRUCTURAL ENGINEER. ON PLANS OR NOTED IN STANDARD 5PECINCATIONS 13-1/2" - V¢- O.ALL RGROUTi AND EXTERIOR JOINTS TO BE GROUTED -� - 44 LAO 2 ALL REINFORCED CAST N-RUN PUCE CONCRETE SHALL BE (BEE GROUT M AND 3l10N5). GROUT TO BE 1/II` Z 3 N VS CUBS 400E NCH-REINFORCED CONCRETE IN CHANNEL THICK MINIMUM AND 3'EACH SIDE OF JOINT MINRAUM. m Z Z W CONCRETE SHALL BE CLASS 3000 AAA PRECAST THEY MUST BE INSPECTED PRKXt TO BACNFILL. (An CONCRETE SHALL BE CUSS 6000 - rN� O O 3 PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS. D.CORE DRILLING ONLY HAMMERING KNQCKOOIB WILL N NOT BE ALLOWED,KID_N-SEAL FACTORY INSTPJIED 4 ALL BASE REINEDRCING STEEL SHALL HAVE A MINIMUM SOOTS ARE ALLOWED YIELD STRENGTH OF 80,000 FSI AND BE PUCE)IN THE •• A • 6"CASKETED- CC H H UPPER HALF OF THE BASE WTH 1' BE CLEARANCE.. tn.MANHOLEB$'Y DEEP R FLIT TOPS: .' •, CAP W Z Z CAST IN LOCKING a W W TIN AND COVER S.CUTOUT HOLE SIZE 5 EIF/ATION •.�,.. ONEE SIZE LARGEROVIVEIIEN PLUS EQUAL TO PIPE OUTER t4,_T - THAN PIPE CIA. LABELED"SEWER" MPNHDLE WALL RING AND COVER • • • •• CLASS oNc 4000 THiC SIZE M12'FOR SEE S$-OJD CONCRETE 3p"B PAVED PIPE SIZE IS 1T'FFO RED REFLECTOR RED REFLECTOR Z Z Z Z SURFACE S4, OD MANHOLE 24'FOR = ADJUSTMENT SECTION 12" Q ¢ ¢ Q ueIIMUM n srru4GE A ("'.. J UNPAVm AREAS NE�nnr,I1EEry HOLFs n T- 50EoF�TIDiEONTHE a PLAN t x z MECHANICK END.. m .- MANHOLE} ' . --PRECAST CONE OF PIPE PLUG. +yam.\pip• �` (ECCENTRIG UNLESS WITH FLO 6.MANHOLE GRE N ' pTHERWSE SPCCIFlED) CHERNE TYPE DEPENDS ON SAFm p ry LOCATION AND ,:, PpLWNRpPWENE GROUT :O O O O NUMBERS OF HOLE STEPC PER 55-050 D D FOR PIPES MANHOLE �• 1/2"GRADE BD STEEL GHT O N M M O DESIGN AND SIZE O SHALL APPROVED �� _ '" REINFORCING BAR(ASTM A-6T6) (SEE NOTE 2) C O ANDTHE 11MRNTED BY SEE NOTE 6 D O Q SUPPFUER�LE I PPECASi RISER POLYPROYLENE ASN D4101 FTC SEGhONB. STEP MEETS ASTM C 478' $ SECTION A A PAVED AREAS MAX.HOLE S12E IS 12" SEE SS-040 FOR40"MANHIXE,14 .. GROUT III N sI- FOR 54"MANHOLE(SEE sLOPE:_1/2/FT(ttP) � h� Z rv01E5 6&6 ABOVE) � 6• I 12° O O cw+sTRuci CHANNEL.AND BEE NOTE 1 2D' U i SHELF FO THE CROWN 6F THEPNE PIPE �• It NIBIOE REINFORCING STEEL(FOR PRECAST 0....RS " '� L0011W AND:WVRCM1 BASE WITH INR:ORAL ER)-01550 ON. IN EACH DIRECTION OLYMPIC M10 5 OR APPROVED EQUAL. IN/ DIRECTIONFOR 4C' ' MORTAR FlLLET Ow.0,19 SQ w/FT IN EACH pNREGT10N FOR 54"DLa S [C �� � l+_ 7MN-MIRCING WTEGRM.RISERDEPTHCOMDw:-6" "•'-. 6'MIN DEPTH COMPACTED TP.MMI. NOTES:kOF STANDARD DENSITY' I. CLEA4-OUT PIPE AND FRTINGS SHALL BE THE SAME MATERIAL AS.THE SEWER MAIN.OR ARATSEP n�PRN FLAGE MASSAST BA SIDE ELEVATION 2A SANITARY TEE..SWEEP.OR STRAIGHT TEE IS NOT ACCEPTABLE.3. SEWER:STUB WILL BE EXTENDED 10•BEYOND PROPERTY LINE AND 5'BEYOND UTILITY EASEMENTS TO STEEL(FOR SEPARATE BASE ONLY) I.STEPS LOCATED IN RISER SECTIONS SHALL BE 6'. PREVENT DAMAGE TO CLEAN OUT AND MINIMIZE CONFUCTS:WITH OTHER.UTILITIES WHEN SERVICE TO Ow SO ZrN EACH DIRECTION FOR 4C'Ow. BUILDING IS ACCOMPLISHED. D.SO IN/FT Iq EACH DIRECTION FOR 54'Ow uNam Ar t'IK DBPARTNBN'f OF IUBMC ROR%S •{Y A oM DEPARITYM1T OF I RGMC CORES SSY O Mlw�n W A wA. DpA81FIR1F OP IUBMC � STANDARD DETAIL 1TY O StAHpARD DETAIL 1 O M�1n N STANDARD DETAIL :STANDARD DETAIL NUMBER ° '" ..may... STANDARD DETAIL NUMBER ° vrAN/nq STANDARD DETAIL NugeER N m mA.Ra. m.,MMA: • maaAax v+tl�2 MANHOLE TYPE I 55-010 vgl.�i MANHOLE LADDER STEP SS-�5O �pt+ '� SET4ER CLEANOUT SS-OBO SANITARY SEWER MANHOLE 2 MANHOLE LADDER STEP DETAIL 3 SANITARY SEWER CLEANOUT NTS NTS NTS ^I STAINLESS STEEL. i TOP CLAMP MIN COMPACTION:. -:95%MA$E]ENBRY ��.a FLEXIBLE STAINLESS STEEL MOOT EXPANSION RING ! BACRFILI: MIN WMPAgnc N t 9Dx MAY'M"TY E .p z iZ. w $ I MIN ©a � 2 OR.�. PIKE 2QiE MINT COMPACTION CD =90x MAX DENSITY 3 �y N / u�NfNJi M N J - - A1ItI BE FOUNDATION MATERIAL I MIN COMPACTION 3 4 A5 REQUIRED �I 91Yh MAX DENSITY L____.,__J,� ff1 SUCT N W J a O W la- �ZQ W GO mV T.ALL BACKFlLL MATERIAL SHALL BE PLACED IN 4.COMPACTION TESTS SHALL BE AS REQUIRED BY THE LIFTS NOT TO EXCEED 12 INCHES BEFORE CITY ENGINEER,BUT IN NO CASE LESS THAN 2 TESTS \J CO COMPACTION UNLESS AUTHORIZED BY THE CTY EVERY 200FEET OF TRENCH(ONE AT SUBGRAGE AND �J) M �j ENGINEER DUE TO THE CHARACTER OF THE ONE AT 50%OF TRENCH DEPTH) {i c tom,y' MATERIAL AND THE COMPACTING EQUIPMENT. Q O W 5.IN-PLACE DENSITY AND EAR METHOD, CONTENT WILL BE w �i PVC SIDE SEWER.FOR REMAINDER OF PVC SERVICE SEE SS-0$0. 2 MECHANICAL COMPACTION OF BACK FILL DETERMINE USING NUCLEAR METH00 ASTM MATERIAL SMALL NOT BEGIN UNTIL THE DEPTH w Q2.RQMAC STYLE CB TAPPNG SADDLE OR APPROVED'EQUAL ON ALL PIPE OF COMPACTED BACKFILL MATERIAL 2922-7I. .IS 2 FEET ABOVE THE TOP OF PIPE 6.LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM Z .L. �.,CORE-DRIWNG WITH INSERT-A-TEE MAY ALSO BE USED ON All PIPE. MOISTURE CONTENT WILL BE DETERMINED USING THE CORE DRILL EXISTING w4NUNE PIPE PER MFG'S.BPEGFlCATIONS. OV(V Z COd. 3.EACH LIFT SHALL BE MECHANICALLY COMPACTED MODIFIED PROCTOR METHOD IN ACCORDANCE WITH TO �`JJ�L ®. - THE REQUIRED.DENSITY PRIOR TQ PLACING ASTM D-1557. (� INSUCCEEDING LIFTS OF BAGKFILL MATERPL Z IN r7 35'MIN,45'MAX. 7 BED 9¢'DING MATERIAL SHALL BE MINUS. N A L RAT D�ARMRAI'OF IUR7C 1R1R$9' Aas Q'k DERWWOUIF OF PURR,1R RKS STANDARD DETAIL Z STANDARD DETAIL srANNLMaENETAII GSFY�. .�mn nvns STANDARD DETAIL NUMBER Q � mm CONSTRUCTION DRAWING APPROVAL m m6seL Q o �q<F®o4 M•Ww NEW SERVICE ON EXISTING MAIN SS-100 t4tF®oi TRENCH SECTION SS-120 o+ THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. `o 4 NEW SERVICE ON EXISTING MAIN 5 TRENCH SECTION DETAIL 6Y: City Engineer, CITY OF ARLINGTON 3 NTS NTS DATE. THIS APPROVAL VALID FOR 18 MONTHS i Gi FRAME&GRATE OR RING ..L ti AND COVER(GRATE OR' ^CENTERS BOTTOM r 4 REBAR ~ N N h COVER SHALL SE LOCKING) 2"CLR FACE WRH 1"MIN y H(il a s lYP CVEk - 1^CLEARANCE (sEE NOTE 4) m Z Z EEC IW NOM: TOR BLAB f RISERS,BRICKS.(2 ROWS. �'{�Q" 1 1 FYI in 24" 5, � � " V FRAME AND GRATE(OR SOLID COVER), m MAX)OR GRADE RINGS. • SEE APPLICABLE STANDARD DETAILS tl CONCRETE INLET TO BE CONSTRUCTED IN -mF ACCORDANCE WITH ASTM C478 A C890 24" `T dR"54�FF1"TOP SILP `'� , d W L+rZ-I UNLESS OMERWISE SHOWN ON ME PLANS D " 'L�• I ' 6"OR 12` 1-13 BAR FOR 6 OR NOTED IN THE STANDARD rN ''OR S6F$ 2 13 BAR FOR 12" g Z SPECIFKCAll NS.ALL CONCRETE SHALL BE - S O O O ' S4" U U U U CLASS UNF 4000. 1tj�!- 2"iAIN 12�MIM� 2. REINFORCING.SHALL BE EOUWAVINT A TYPICAL ORIENTATION TT I O O O 0Q WELDED WIRE FABRIC(WWF)HAVING A I FOR A.CF55 AN � ERE MINIMUNWAREA OF 012 SQUARE INCH PER IUL_.._Jlll O sTEPs FOOT W F SHALL COMPLY TO ASTM A497. I I PRECAST BASE& ?ryp :HATCH BASIx STTC V V V CD WWF SHALL NOT BE PLACED IN KNOCKOUTS. I INTEGRAL RISER - -c Q Q Q 2"X4"X8"SOLID BRICK VSEO FOR FINAL 6 (4S'CB) k#WS RARS O 6" CLCLd 0- ADJUSTMENT TO GRADE,C HIGH MA50 3. ME BOTTOM DF THE PRE-CAST BASE B'(5v CB) REINFORCING(FOR PRE CAST BASE& CEERSBOTTOM FACESECTION MAY BE ROUNDED. 8y(60"CB)t INTEGRAL RISER) 20• ITH 1 MiN COVER w.[I B (n'e87 0.15 Bp IN./FT.E W (48'GB) h"N 1 a z \\\ 4. PRE-CAST BASES SHALL BE FURNISHED NOUN? iv 12�(9b CB) J Zv WITH CUTOUTS OR KNOCKOUTS.KNOCKOUTS FILL 019 S0 rv./FT_E W (Se CIO `w � q"L O O N N SHALL HAVE A WALL THICKNESS OF C MIN. 024 SQ IN/FT.E W (60 CB) L_l� ALL PIPE SHALL BE INSTALLED IN FACTORY 024 50 IN/Fi.EW(T?'CB) ELEVATION PLAN (O f` T PROMO®KNOCKOUTS,UNUSED KNOCKOUTS 0.29$0 IN/FT.E W (96 CS) O O O O NEED NOT BE GROUTED IF WALL IS LEFT o° ,°°°,° DROP RUNG GTOH B451N STEP N M M INTACT T'0 FOR 48 54"&60'OR "ALL STEPS COPOOYMEP 5� 5. KNOCKOUT OR CUTOUT HOLE SIZE IS EQUAL °°"_°"° 2'0 FOR 72 &BE'CB 16 BARS O 7"CENTERS PROPYLERE TO PIPE OUTSIDE DIAMETER PLUS CATCH. SEPARATE LAST-IN-PLACE BOTTOM FACE WITH 1" BASIN WALL THICKNESS.KNOCKOUTS MAY BASE OR SEPARATE GRAVEL BACKFILL MIN COVER NOTES; A BE ROUND OR'D"SHAPED.0 MAY BE PRECAST BASE FOR FOUNDATIONS 1. PROPRIETARY CATCH BASIN HANDHOLDS AND STEPS PRE ACCEPTABLE,. 2 RISER SECTIONj1 ON ALL 4 SIDES YAM MAXIMUM DIAMETER 9'MN,COMPACTED.DEPTH PROVIDED THAT THEY CONFORM TO SEC,R ASTM 0478,AASHTO t\ O N OF 20" FOR PREGST BASE ONLY M-i99 AND MEET ALL WISHA REQUIREMENTS. 6. ME MA%IMUM DEPTH FROM THE FINISHED 2 CATCH BASIN S7EP/HANDH6LD LEGS SHALL BE PARALLEL OR \O Z GRADE TO ME PIPE INVERT'IS 5'-0', FOR SEPARATE APPROXIMATELY RADIAL AT THE OPTION OF ME MANUFACTURER, N N) CAST-IN-PLACE ONLY EXCEPT THAT ALL STEPS IN ANY CATCH BASIN$HALL BE SIMILAR. N •MVO 7. THE TAPER ON ME SIDES OF THE M PENETRATION OF OUTER WALL BY A LEG IS PROHIBITED PRE CAST BASE SECTION AND RISER. REINFORCING STEEL �. SECTION SHALL NOT OEM 1/2"PER 3. HANDHD DS AND STEPS SHALL.HAVE DROP RUNGS AS SHOWN 04 O O 1. HANDHOLDS IN RISER IN ADJUSTMENT SECTION ^. FOOT; (TOR SEPARATE BASES ONLY) DETAIL OR PROTUBERANCES T0.PREVENT SIDEWAYS SLIP. it 0.23 SO IN./FT.EW..(48"CR) SHALL HAVE A 3"MI HAVE DLEANANLE.STEPS IN FRAME AND GRATE SHALL BE IN D.19 SD.IN./FT.E.W.(54"CB) GTCN BASIN SHALL HAVE 6'MINIMUM 4. $LAB OPENING MAV BE 24"%20"pR24"OtAM.. ACCORDANCE WIM WSDOT/APWA 0.25 B0 EW.(so"CB) CLEANANCE NO STEPS ARE kE0U1RED WHEN"B" • SPECIFlGBONS.MATING SURFACES SHALL IS 4'OR LESS HANDHOLDS SHALL BE PLACED IN 20" S. AS AN ACCEPTABLE ALTERNATIVE TO REBM WELDED WIRE fPHR10 F a.J6 sG IN./Fr.Ew.(72^cR) t-"I- 4a BE IT SHED t0 ASSURE NON-ROCKING Elf ALTERNATING GRAPE RNGS OR LEVELING:BRICK _ H4tiNG A MIN AREA OF 012 SQUARE INCH PER FtlOT MAY RE USED. 0.39 50.IN./FT.EW.(96"CO) O WITH ANY COVER POSITION. COURSE WITH A MINIMUM.OF ONE HMlONOLO WELDED WIRE FABRIC$HALL COMPLY TO A$I A487. BETWEEN THE LAST STEP AND TOP OF ME ' • 9. FRAME AND GRATE MAY BE INSTALLED WITH FINISHED GRADE. 96"TOP siAR. U B. LADDERS OR STEPS SHALL ARE TO THEY 46"OF BOTTOM OF n FLANGE DOWN OR CAST INTO RISER. REINFORCED BASIN. IF LADDERS ARE USED THEY PLASTIC BE STEEL + 2 MINIMUM SOIL BPERINSQUARENGM SHALL EQUAL 0"RING REINFORCED COPOLYMER POLYPROPYLENE PlA5TIC PER.5f0.OETpII, 10.EDGE OF RISER OR BRICK CAL NOT(ff J.300 POUNDS PER SQUARE FOOT. $S_p4O 11, _ MORE BAN 2'FROM VERTICAL EDGE OF 3, MORTAR S_BE PLACED BETEEN EACH LLVEL L� • CATCH BASIN WgLL. ]: NPNGING IADGER6 6NALL BE PERMANENTLY FASTENED AT TOP BY z OF ION RINGS.TOP OF TOP SLAB,AND BOTTOM o O f IRON IRON AMC HANGING ON STEP OR BY BOLTING OR EMBEDDING IN CONCRETE. v PRECAST BASE JOINT EACH SHALL BE EMBEDDED AT WTTDM IN BASE. PRE-CAST BASE SECTION 4. SEE MEMTUU6�D SPECIFICATIONS MR'MORE 8. ADDITIONAL SAFETY FEATURES MAY BE REQUIRED INVERY DEEP OR ry (MEASUREMENT AT ME TOP OF ME.BASE) UN05UPL STRUCTURES. 0 (+ tTY O vxeo W e axe �ARTWRAT OP PVTODO MILLS STANDARD DETAIL t O L AnL DRPdR11B4iT OT PUBLIC YOBiB v 4�G'LOX ! n MK roAl}eot. STANDARD DETAIL IT MOM ct 'WbY° STANDARD DETML t o "'°'�x `°"` TAB DA°P'PtBL101P01� sTANDARG DEuu 4 Qa e� WANX� STANDARD DETAIL nuMBER D x.WAWx STANDARD DETAIL NUMSFR x CATCR BASIN TYPE 2 SD-040 v®° I CATCH BASIN LADDER,STEP. $D-Drj0 Rw 3W CATCH BAstN TYPE I SD-020 4 a 'P o 48", 54",BO',72"&DB" P o <<xo'c <rxoi Olxo< AND TOP BIAR DETAHS CATCH BASIN TYPE 1 DETAIL CATCH BASIN TYPE 2 DETAIL CATCH BASIN DETAIL NTS L TUTS NTS FS �qy SOX i I I � g A I _ A 26-1/4"R 1-u I I E \ 'N" i I MATCH IDWTING..9LfIPE m I I L CZ, B SECTION Ld PLAN TOP y= SECTION B B f A 44 J/f• tt,NORMAL 1/B'R(rrP) � � NOTE: J9-t 8"R 3 O MATIERAIL DUCTILEE IRON DPER AS SMALL BE A TM-A•i36. .d ° ° - O i(8" 1 NOR- TO BAR �I 1 DO BITUMINOUS,R•.I1VI\ t 2 • i BIT MINOUSSCOATING� 4 a O LOCKING HOLES TO BE PR17JIDED GRATE ABIRMS TO ALLOW M 5/6"01 STAINLESS STEEL.TWO FRAME SISMON SOCKET HEAD CAP SCREWS,NO PAST OF SCREW WILL PROTRUDE O CO /f////%y/3'�///. ABOVE GRATE V NOTES. . !//f// / GRATE TO BE USED WITH FRAME H 3 ro %////� SHOWN IN STD DETAIL SO-090. ttPE 1 CURB h CURER LJJ p Q FOUNDRY NAME THIS SIDE O CURB W/ARROW AND(DI) QF LOCKING GRATE GSTEO NOTES SHALLL BE N MR DUCTILE IRON SHALL BE EMBOSSED OM TOP Or LASTED TO AELOW FOR lW0 5f6'pIA f / / CRATE SfpTING 8 INTEGRALLY GRATE WITH 1/1fi'RECESSED LETTERS STAINLESS STEEL 90CXU HEAD CAP$CREWS Co 50 THAT NO PART OE HEAD PROTRUDES CAST PADS' =C•!Z 2Q SEATING OF GRATE SHALL BE ACCOMPLISHED BY ONE OF ABOVE TOP OF CASTING. 4 THE FOLLOWING A 8 INTEGRALLY CAST PADS (�5 CAST POCKET UFi HANDLE Q F O w (1 1/2".3/41/8") 8.MACHINE BOTTOM SURFACE 5(J GRATE TO BE USED WITH FRAME SHOWN IN W .� OUTSIDE A 17'OIA. STANDARD DETAIL Sp-090� S1'ION C ® NON-SKID DWAOND-PATTERN. EL� to 3 MATERIAL USED SHALL BE DUCTILE IRON PER ASTM-AS86; APPROX 2-1/Yz11118'HIGH Z 1� r GRADE BD-ss-Ds.ALL QAsnNcs sHAu HAVE A OcmZ 3 �O BITUMINOUS COATING M J c N `J M G N tSY O lux TA D A OF POD DETAIL STANDARD DETAIL t'E O xrx T AN'DA OP POD LIONS STANDA9D DfiAIL t"CY O x LWR NYIR DA W PDN:N T AI STANDARD DETAtL z It J 1`Q O STANDARD DETAIL NUMBCR °o xm' STANDARD DETAIL __l �� A' Wdv+R STANDARD DETAIL uuxRER ex.xA STANDARD GRATE CATCH BASIN INLET SD-D6D f�Krfo$ wN,x SOLID COVER SD-08D vp<t�t' TYPICAL FRAME AND GRATE INSTALLATION SD-OSO CONSTRUCTION DRAWING APPROVAL �( 0 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED 0 4 CATCH BASIN INLET DETAIL 5 SOLID COVER DETAIL 6 FRAME AND GRATE INSTALLATION BY. PER THE CONDITIONS ON THE TITLE SHEET. o NTS NTS NTS City Engineer, CITY OF ARLINGTON o DATE: /� THIS APPROVAL VALID FOR 18 MONTHS C-6"0 � w w m o o N aw �4L� z rf ACCEPTABLE FILL MATERIALS:STORMTECH MC-3500 CHAMBER SYSTEMS o SITE SPECIFIC DATA z z z z � � �• PRLVEGT NOW&R sT(m q 5 � 5 AASHTO MATERIAL COMPACTION/DENSITY h PR/UfCT ANU£ AI&MYA(AV DRUGSTORE MEBBDAL owm _ WEMNAfkDW c:� U U U MATERIAL LOCATION DESCRIPTION BED E{ATWIF.YE ¢ q q q CLASSIFICATIONS REQUIREMENT ur PRfA7ECT LOEAIkI/ ARLAYOTOh;WA fNAmww" v a a 0- FROMTHI.:FILOFTHEID-1-ERTOTHEBTARTS 3,Q. STR(N07TIR£19 MV'�OID 11ERm E 40 FLEX LE PAVETHE'ORUNRTOTHESOTTOM ANYSDIUROCKMATERIPLS.NATIVE SOILS;OR PER' PREPARE FERSITEDESIGN ENGINEER6 PLANE. P "-' -_'� PDAREA4 r f� n 4c D ORFLEXIBLE PAYEME AT P UNWED 9N BHEO ENGINEER SUNK E RMUILANBFORvgVEMENT N1A PATEDAL AND PREPARATION NREQUI RMGEM V 1AfA7MfNT W]/Q AREA ®��e-� CFAADEABOVENOTETHATPAVEMEM SUBBASE SUBGRPAE RE-0UIREMENTB. MATERIALANDPREPAPATION REDUIREMEm3, a fi. s„: MAY SE PPRr OFTHED'LAYEft , ASW DOW DAT M 14S ATER OMPAGTIONSAFTEft24 LIWOm T :. §- ,^ INRIAL ALI,FILL MgTERIAL FOR LAYER'G: ORANUWt.WELL-0RgDE08pUAGGREG4TEMi%YURE$.VSYe h'Q Aa MgiERMLOVER THE CHgM IS REACNEd. Z�Z ';"' STARTSfROMTHETOPOFTHEEMSWMENT FYNESdA PPiOCESSW AGGREGATE OR CAMPACTADOMONALLAYFMIN12'I3Wmml 4 G£ 1REATWW 1M,l AMABABLE(fT) NIA U O &TONE(BLAYERIT024•IN.RRUAHOYETHE MAXLRT$TOANIN.EB"APROCTORDENS-FOR } PRE-ittTEB CARTRWE W iOPOFTHE CHgMePAROFTHEVI-AY e4FNT MGS'1'PAYNa1EN'r SUB WT.RTEPoN,S.CAN8E:9ES EN Ltl-L WELL GRADEp MAROMSSEDAG(REGATIVE N LB O I F .f 1ASHi0 Mna' o E: PfPIP&MASS R£OWRED ICES)-AF MPLMA81£ 2Ak yam. '., 6UB&43E MAYBEAPARTOFTHEO LAVER; OFTFe5UVr3L. 8;531:4, E8�U;eT, N,BB, DEHSRV FOR iR�IAUEL AEdiEOATE PIPE SATA L£- ALA7L411L DWM£/ER EMBEDMENT STONE FILL SDRROUNDINGTHE. NET PIPET 11880 BODE it ' 0 � B CNAMBERSFRDMTHE FOUNdATICN STONE('.N MEAN,ORUSHED.—IJLAR•STO1& NSNTO M43! 0040MRAC"REpHR�. qya LAY13tiT0 THE'CLAYERABOVE 3'A � 3 NET FIRE VIA N/A NIA __ FIDUNMTNNI8IAMIE:FILL BIYdW CHAABERS C. OUTLET PIPE r11,30 HOPE 12, -'I :� AISE ^O I= O A FROMTHESUBGMOE4FTOTHE FOOT(BOTTOM) :gP,1x.CM1MIW:NiGUTAABTOIAE V S Q AAENTGMAS' MTECON9ACI'OR ROLLTOAQSEVEAPEAT RyF N U G I THE CHAMBER 3,A $URFACF.. PRETREATMENT BIOBLraATTON P'SCRARGf T SEE AF F'ff£ NET PPE LEPTEND VIEW y Ln PLEASE NOTE:.. Ey AIM E1EYADON 1P280 12280 18880 om SEE AUTES �N 1 THE LISYEDAASHTOOESIGNATIONBAREFORGRADATIONSONLY THESTONEMUBTALBOBECLEANCRUSHWANWtgR.FOR EYAMPIE ASPECIFICA11gN F¢RA48TONE WOU STATE:'CLEAN,CRUSHW. E E 1� ANGULAR M0 ((A WOW3)STONE Ste¢ Bl/M1�F`ACE LOAD PARNIYAY OPEN PIANRF AWAY PLAN VIEW o O 2 STORMTEClI COMPACTIONREOUIREMENTSAREMET ORALOCATONMAIERWLBWNENPLACEOANDCOMPAGTEDINO'123Dmmy1MAXI UFTBUSMGTWOFWLLCOVEMOESVMHAMBRATORYWWACTOR. $$pE FRAME&COITR 030` NIA 111. U WHERE INPIL DN U M cT FO Sr OAD SIGN ldgO GONOR ONS ATLAT StIRFaCEMAY B£ACHIEV®B RNGNG:RdRA[fGING WITHO1rt COMPgctiIXJ Wu�MEHr.F vEcwlLOgo E rvs Act CRMT CH coMPACr N -uIRE.4ENrs fig. Tg� NVIAMDREDLA VOLUME(OF 982 ,. KWATTOV ADD OE NTH CS6o1T dNdOVENGEOTEXTIIEALL PAYEM S Z WEM40MEOM DELIVERY METHOD PER CONDUCT ARDANOG EAN CRASHED,PNGDLAR 5TONE INASBIAYER6 BT SITEDES(fiN ENdNEER,� 'y ORFAC£V&INk INCHES) 01.77` 172l� � , £ � fSTABUSHM£N( NOTES' lA1lI14RY,NOT FUR 1fFON MuuuMMu4uI IM W MNMMIMM,MN FERIMETERsrarvE LN I t Au rn bl n n nu ILL� l�,d,aAII.•',IP€�71C arAI� ti'w±"'" mvcnN.,mm, N` _L eaBmmfuud•.lz4m) -- s INSTALLATION NOTES � I �.� . } 117.80 TB B9B MM L] B S 5 TRACTOR TO PROND£ALL LABOR EOWPMEM M IERWLS AND 1 5• I,N xyA. EXCAVATION WALL O '�x 0' T COV . INCIV NTALS REWIRED TO OFFLOAD AND INSTALL THE SYSTEM ARID RON CONNVL I 7 ICArvME BLOPW oR VERrIGA41 i B. APPUTACILRCES S ACCORLMNCE UAL 5 O!NOWISE STATED RISER ' L{S mdY p ES MANuiAACTURERS CRAERC D RONS UNLESS OTHERWISE STATfiT N. d 2 UNIT MUST BE INSTALLED ON LEVEL BASE, MANUFACTURER A ji R RECOMMENDS A MINIMUM 6'LEVEL ROCK BASE UNLESS SPECFFIEQ BY E OUT x THE PROJECT ENGINEER CONTRACTOR TS RESPON5I8LE TO VERIFY DEPiHOP STONET(t BE DETERMINED g PROJECT MUST RUSAWTH IIASEUATAGYCATTONS 6- �1 C44 flY8n6DEsldN ExGMEERS'12Eu.Rv4yMW z >! 3 ALL PIPES MUST BE RUSH WITH uNslDf SURFACE OF LVNCRE7f Y-O B-D•. 11m M(AB0.I14ny MIN .II Iti E o Cnv 9uWRADE301LS 12aD m Mlx T1''ItSSlmml +5S"(BSBTmf TYP 9999 (RPf5 CANNOT INTRUDE BEYOND FLUSH) NVYERT Of WTROW PlPf :L► I 1 B ii (SEE NDTEAT MUST BE FLUSH WDH DISCHARGE CHAMBER FLOOR ALL GAPS ELEV/1T/ON VIEW RIGHT END VIEW .y$ AROUND PIPES SHALL BE SEALED WATER BGHT WAIN A NON-5HRNf. �,5+ g 3# CRWT PER AOINUFACTURERS STWW7O CONNECTNM'OUNL AND SHALL. �d 1 'FOR COVER DEPTHS GREATER.THAN 8.0'(2.4 m)PLEASE CONTACT STORMTECH gz MEET oR Everm RrmwL PIPE CONNECTLNN STA0409 dB qv° 94 CONTRACTOR W SUPPLY ANO INSTALL ALL EXTERNM CONNECTING 77iy PIPES. ¢ 5 CONTRACTOR RESPONSIfCE FOR INSTACLARON OF ALL RISERS, n NOTES: ,Y y SYi MANHOLES;AND HATCHES CONTRACMR TO GROUT ALL MANHOLES AND S HITCHES TO MATCH RNISHED SURFACE UNLESS SPECIRED OTHERIYISE INTERNAL BYPASS DISCLOSURE: TR64REM Row(CFS) O.ISO 4. MCa560CHAMBERS SHALL CONFORM T➢1HE REg4TNNEMENTS OF ABTM F]A18'STANDAND SPEGIFlCAt10N FOR PGLYPROPYIENEIPP7 GORRUOATED WAlI STORMWATER COLLECAON CHAMBERS'. i- B DRIP OR SPRAY IRRIGATION REOVYRED ON ALL UNITS WfTH KGETARON THE DESIGN AND CAPACITY OF THE PEAK CONVEYANCE MEW TO SE REWERED OPERADNG HEAD(FT) 3.7 S r .t 3 7 CONTRACTOR RESPONSIBLE FOR CONTACUNC MODULAR WETLANDS FOR McaspB HgMBER 8 E oEs G iN cdliogNCE WNn ASIT4 Fz>ar'SrqudMm vRACncE smUc'TURAIDE MA4 THEAEAOvLgSYiC CGRRyoATW welt srOR.Mw CGLt[cnoFi CHaAtBERs'. T: AND APPROVED BY THE ENGME£R OF RECaW. WA(S)AT PEAK FLOW SHALL BE a. •AccEvrgBI.E FILLMATERwLs•TABLE aaovE PRdv oESNwTEwALLocAndxS,D RIPTrwI.G TNNts;ANDC MCTIDNREWIREMe4T3FowwUN M,EE DWNTMO a� ACAVAT A OFUNIL MANUFACTURES WARRANTY IS VOIBNTIH OUT ( /.) I9 p�gDIA Tl} LL MgiERML3. tl F PROPER ACPVATION BYA Mo0UV4P WETLANDS RFPRfSEMADVE. ASSESSED TO ENSURE NO UPSTREAM f10001NC. PEMf 37GY AND BYPASS PRE(RFATMEM LOAONG.PAL£'GPM SF � 4. THES TE DESIGN ENON R RESPONS F` ASSESSINGTHE SEARINGRESISTANCE(ALLOWABLEBE MGCAPAGT)WTHESUBGRADESOIESANDTHEO.EPTHOFFOUNDATIONSTONEWITH p, 'f MElLIND AM LOABING RATE(GPM/SF) T.O GENERAL NOTES CAPACITY SHOWN ON DRAWING ARE USED FOR CUH.WNCE ONLY. CON$NERATION FORYHE RANGE OF E CTEO MOIL.WIMURE DONDN'IONS. ,a rho PENIMETERSTONEMLLSTSE E%TENDEDxowzONi LYTOTT UCAVAnONWw.1FgxBOiHVERTiCALAND3L DEXCAVATIGNWM" g 1 MLVUFRETURERTO.PROVIDE ALL MATERLAL.S UNLESS OTHERW15C NOTED, TTaFM1gO:aTII TTNrx PROPM£TARY ANDCONf10ENTWL: E+�. /� MWS-L-6-8-V-HC PSye "g 3. ONCE LAYER'C IS PLACED.ANYSOILIMATERIPL CAN BE PIACW IN LAYER9'MTO THE FINI6HED GRADE.MOST PAVEMENT BURBASE&OILS CAN BE U6EDT0 REPLACE THE MATERIAL REOUIREMENT59F tAYERT;: t= 2. ALL DIMENSIONS,ELEVATIONS SPECYFICADONS.AND CAPACITIES ARE SU£J£CT TO H.brst/m Bv.PIFM>4TE P' MGY.fry AYdIn.4R xTwos tils�Aw B'o glr��p�� d RMWNB wTRBxTs BE Fw.aRTM'ar`T""P""a°MWss"E'I°" LJ G STORMWATER BIOFILTR,q TION SYSTEM 8 OR'D'AT THESITE OEStGN ENOkIEFR'SDISCRETI4N. SHEET CHANGE, FOR PROJECT SPECIRC DR 6MAUFA:GETAIUNC EXACT DIMENSIONS WEIGHTS fztNgz ant quR a? - 1 OF 1 AND AGOE'SSOR'ES PLEASE 4'OIJTACT MANUFACTURER, BnsAls rearm n M Awl w 4cA IEIu xBMrt BE INBIp.' 8 —.—A-- �a4dLT,y4.E'rz4w53ttRKaABVaEv AFBrtam Com n STANDARD DETAIL J�7 qe4 STORMTECH CHAMBER CROSS SECTION MODULAR WETLAND i NTS L NTS LL �f >_ DEI'E"ON CHAMBERS TABLE a $ DESCRIPTION CHAMBER NETWORK ' 3 M 3 BOTTOM OF ROCK EL 113.30 BOTTOM OF CHAMBER EL 114.05 CHAMBER HEIGHT 3.75 3 o TOP OF CHAMBER EL 117.80 TOP OF ROCK EL 118.80 cr J N #OF UNITS 49 Z Q Q 3 CCl7� STORAGE VOL RED. 8,712 CF _CO STORAGE VOLUME 8,766 CF Z O ir ir H ONZ N Z�Q i J h 0 i CONSTRUCTION DRAWING APPROVAL Q 0 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. i BY. 0 City Engineer, CITY OF ARLINGTON L DA TE: /1 3 THIS APPROVAL VALID FOR 18 MONTHS 0i COUNG. J w PRESSURE REDUCING VALVE IF _ o ~ REQUIRED (SEE NOTE 4) 24:"MIN GO # TRIP HOLE '7'-2"MIN p p N 3 3 6":MIN }-- FLOW 5 3 RIGHT-OF-WAY 3"MIN io 3"MIN '51 W Z Z =x n �' 3. 3{2"MIN t 7 -.3: Lm eP rYA TO ] w W ... J oUT = _l -FJ"StIL.� _ F10W 1 8 R.a R S g U U CpD pU W L t .:SEE NOTE 70 ELEVATION 5: O O O g�^ AA SIDEWAB( z) PLAN MATERIAL LW: i C'J c3 11 et Q Q 12 _ ELEVATION Q UL-FM LISTED SOFT SEATED WASHINGTON.ST APPROVED DOUBLE CHECK DEFECTOR VALVE ASSEMBLY WHICH M1'd d Cl. CL DRIVEWAY 4 MUST BE INSTALLED IN THE SAME ORIENTATION FOR WHICH ITWAS APPROVED ASSEMBLY TO INCLUDE:TEST ^ 1„� ^ r MATEML Mr COCKS 3/4'BRASS OR COPPER BYPASS WITH IN-LINE VALVES AND A 5/&"REMOTE METER METER TO READ �n .- a 2 65< rIN CUBIC TEET AND SE REMUTED TO AN EXTERNAL WALL OF BUILDING METER BOX.?2-}, L M WASHINGTON STATE APPROVED D(7UBLE CHECK VALVE ASSEMBLY INCLUDING Two'BRASS BALL VALVES AND QZ UNI-FLANGE WITH SET SCREWS OR MJ X.FL ADAPTER WT)H MEGALUG OP.GALVANIZED SHACKLE TO MAIN WITH10POUR RESIDENT SEATED TEST COCKS. TWO A/4"-RODS OR MJ RETAINER GLANDS FOR BOTH UPSTREAM AND DOWNSTREAM OF ASSEMBLY. 'IN NON TRAFFIC AREAS USE: O O O O FOR 3/4"TO I"ASSEMBLIES,USE A MID STATE MSBCF 1324-12. d DUCTILE IRON PIPE(SIZED AS REQUIRED)CLASS 52. STRIP � T g. I FOR 1-1/4"TO 2"ASSEMBUES,USE A MID STATE MSBCT 1730-18, �4 TWO OALVANIZW ADJUSTABLE PIPE SUPPORTS FOR 2-1/Y'DIAMETER AND LARGER PIPE. IN TRAFFIC AREAS: A 4"MINIMUM FLOOR DRAIN ORWALL FOOTNG DRAIN MUST BE PROVIDED IN THE SAMEROOM. NOTES AND MATERIALS, URB A TRAFFIC LOADED BOX MUST BE USED AND LOCATION APPROVED BY THE CITY OF ARLINGTON PRIOR TO INSTALLATON. ©FLUSHING CAPABILITIES MUST BE PROVIDED WITH A 2"FLUSHING UNE DOWNSTREAM OF ASSEMBLY TO OUTSIDE ^ N OR AN APPROVED INTERNAL DRAIN 1' 3' 2°CC SERVICE SADDLE W/DOUBLE STAINLESS STEEL STRAP: MIN. WATER O PROVIDE TWO UNIONS. 2 2'BAIL VALVE CORPORATE STOP COMPRESSION WITH KEY FACING DP,.MVELLER OR.FARO ONLY. SERVICE O IF A DAYUGHT DRAIN CANNOT BE PROVIDED THERE MUST BE A 9'MIN LAYER OF FREE DRAINING GRAVEL (�7 WHERE ASSEMBLY IS TO BE LOCATED ABOVE EXTERNAL GROUND LEVEL,ALL BENDS REQUIRED TO LOWER INLET AT THE BOTTOM OF BOX.AT (TD PROVIDE REQVIRW EXTERNAL'ROUND COVER).SHALL BE FLANGE FITTINGS OR BE WITH HORIZONTAL AND VERTICAL THRUST RESTRAINTS. N H- 2`HOPE CTS CLASS 206 NIGH SERVICE PIPE(200 PSI RATING)WITH STAINLESS STEEL STIFFENER AND. .ANGLES MAY BE IN OR OUT OF BOX SO LONG AS SUFFICIENT ROOM R ALLOWED AT EACH END FOR \to I IQ GAUGE CARTED COPPER TRACER WIRE WRAPPED AROUND THE PIPE AND ATTACHED ON BOTH ENDS. VALVE OPERATION AND DCYA REPAIR W MAINTENANCE (eJ ALL WALL PENETRATIONS SHALL BE SEALED PER THE CURRENT BUILDING CODE. © 2_COMPRESSION ANGLE METER BALL VALVE(LOCKABLE). WATER MAIN c U METER(SIZE AS SHOWN IN PLAN)SHALL BE INSTALLED BY CITY UTILITIES DIVISION AT OWNER'S EXPENSE. NOM' 1.TEEEE AND GATE VALVE REQUIRED AT WATER MAIN, CTIY WILL INSTALL:ADAPTERS AT BOTH ENDS OF METER F THE METER IS NOT 2". �Ro 1. INSTALL ACCORDING TO MANUFACTURER'S SPECIFICATIONS. '. NOTES( 2 ASSEMBLY REQUIRES CERTIFICATION UPON INSTALLATION.AND RECERTIFICATION ANNUALLY AT OWNER'S �6 METER BOX SHALL BE:MIDSTATES'.PVSDCS..(i I3Q-i$)W/SODD DI LID WITH 1 3/4"HOLE FOR TOUCH 2. INSTALL ONLY IN HORIZONTAL CONFIGURATION,UNLESS MPRQYEO OTHERWISE BY CITY ENGINEER. EXPENSE.. READ PAD MP), 1 INDIVIDUAL METERS ARE REOUREO FOR EACH RESIDENTIAL.UNIT UP TO AND INCLUDING TRIPLEXES. -INSTALL TEST COCKS FACE UP OR TO ONE SIDE. CC • 0'¢±!-� T 2'ANGLE LIVER CHECK COUPLING(LOCKABLE), 2 SEE STANDARD DETAIL NO.W-040 FOR CONFIGURATION OF METER AND SERVICE CONNECTION. a. INSTALL BRASS PLUGS IN ALL TEST COCKS, 3. TEST COCKS ARE REQUIRED TO BE PLUGGED. •.+ V .$� Q 5. FOR 3/4'TOO -ASSEMBLIES. . E A MID 1324 CF 4 MAXIMUM HEIGHT OF ASSEMBLY FROM FLOOR T8 FIVE'FEET UNLESS AN OSHA APPROVED PLATFORM IS Q'8 COMPRESBION:X PIPT ADAPTER WITH PUBLIC PLUG: 3 METER AND PRESSURE REDUCING VALVE(ARV)LOCATIONS SHOWN IN THE PLAN ARE APPROXIMATE. 6. FOR 1-I/4'TO 2`ASSEMBLES.USE A NID STATE MSBCF i]30-18. PRONGED. FINAL 40CABON6 SHALL BE DETERMINED BY CITY INSPECTOR DURING CONSTRICTION. B EXTEND SERVICE PIPE IV BEYOND PROPERTY UNE AND AN ADDITIONAL 5 BEYOND EASEMENT LINE. T. ASSEMBLY REQUIRES CERTIFICATION UPON INSTALLATION AND RECERTIFICATION ANNUALLY, 6. ALL DIMENSIONS ARE MINIMUM CLEARANCE REQUIREMENTS'. METER LENGTH BLANK:STUB FY)R:A 2"METER;W=17-1/4'. SQUUARAR 4 A I REQUIRED If THE STATIC PRESSURE AT THE METER IS GREATER THAN ISO POUNDS PER & All MINIMUM CLEARANCES MST BE MET.SEE:STANDARD DETAIL NO W 100 10 E I NCH(PSI)' 9 ASSEMBLY MAY BE INSTAUED INSIDE BUILDING IF MINIMUM CLEARANCES ARE MET AND APPROVED BY CITY 6, FIRE DEPARTMENT PUMPERCONNECTION MUST RE DOWNSTREAM OF ASSEMBLY. ., 1I 2'METER SETTER;FORD ORMUELLER. 5. METER BOXES SHALL NOT BE INSTALLED IN DRIVEWAY OR:OTHER TRAFFIC AREA UNLESS APPROVED BY ENGINEER.: 7. NEITHER 0S&Y VALVE CAN BE USED..AS A POST INDICATOR VALVE(THESE ARE ONLY.PART OF THE CITY ENGINEER, 10.ALL BRANCH CONNECTIONS SHALL BE LOCATED DOWN STREAM OF THE ASSEMBLY.ANY BRANCH BACKFLGW ASSEMBLY). IZ BYPASSES MUST BE HIGH BYPASS OR SIDE-BY SIDE WITH THE METER. 6 WHEN POSSIBLE CLUSTER METER BOXES AT PROPERTY`LINES. CONNECTION ON THE SUPPLY SIDE OF THE ASSEMBLY MUST BE PROTECTED BYA SEPARATE APPROVED B. THE ROOK SHOULD BE INSULATED PER THE CURRENT BUILDING CODE AND HEATED TO ABOVE FREEZING: BACNFLOW PREVENTION DEVICE: ONLY CONSTRUCTION MATERIALS THAT CAN WITHSTAND OCCASIONAL SUBMERGENCE WILL BE ALLOWED. MlW W w Faux. D8f'AMYdNf W PUBLIC iNAAS e.as WPARx18N9'OP ftwa iFdm .mart: b"ARiTTdM'VF fVBWC ROPBb -w STANDARD DETAILS SrMIDUdD DETAI t'1 STANDARD DETAIL pt AS,,m�''W'PIMIC Roams STANDARD DETAIL 4 •` STANDARD DETAIL wmY STANDARD DETAILS vmn. STANDARD DETAILS -RpV+rt STANDARD DETAILS NUN(&R NIA�ER p1` NUMBER NUMBER 2• AND SMALLER DOUBLE CHECK VALVE ASSEMBLY � � DOUBLE CHECK DETECTOR ASSEMBLY-INSIDE W--1`20 osro.ea. rtr vn>.M omA, NON-RESIDENTIAL WATER SERVICE W-050 P • WATER METER INSTALLATION LOCATIONS W-070 p 3' (DCVA)FOR 2-AND SMALLER W-090 Tp a (DCDA) 2-L/2"AND LARGER SERVICES 2" WATER SERVICE DETAIL 2 WATER METER INSTALLATION DETAIL 3 DCVA VAULT 4 DCDA (INSIDE) NTS NTS NTS NTS I GROROUU TURBED n S. GND a 2 h COMPACTED -` 3 PIPE �..: :V DACKFILLR _ _.__ ut v,n GRAND P/USTEEL •, H LL AIR GAP UNBALANEED CRM CRI>raS IM111i.PLUG +�1 a i2`MIN COMPACTED E 30'MAN GRAN ULAR' �p " 64CKFlLL .- DIRECTION OF FLOW BLOCK ING `- 1/4"SLEET T I PLATE BLOCKING PER ELEVATION f� NO �D` 3 M CD PLJG=TEE' HORiZWALBEND f� A BACK FACE THRUST BLOCK AREA REFERS ^' TO THE BACKFACEOF ' MATOM LIST: '. BLOCK MEASURED IN O+ UL-FM LISTEb WA$HNGTON STATE APPROVEO REDUCED PRESSURE BACkMOW ASSEMBLY INCLUDING TWO SQUARE FEET '30 OO BALL VALVES.AND TESTS COCKS. 9h �']I �+ INSULATED PROTECTIVE ENCLOSURE.(HOT BOX)REQUIRED FOR OUTSIDE INSTALLATIONS. I 1/4"STEEL BLOCIZ K THE OF PIPE AND 4 'Y O THE PROTECTIVE ENCLOSURE MUST BE FRONDED WITH DPNNS AT BOTH ENDS OF THE BOTTOM SUFFICIENTLY I PLATE SIZED:TO PROVIDED FREE GRAVITY DRAINAGE OF MAXIMUM DISCHARGE Of RELIEF VALVE PORT(2-MIN)OIL . TEE pw a T9 C THRUST BLOGC DETAIL 90'ELBOW WITH A CLOSE NIPPLE.AND UNION,ON VERTICAL O THRUST BLOCK AREA IN SQUARE FEET(SEE STD DETAIL NOW 165) NWS: Z Q (n 3 5aL FIRM k SALT ND CAMPACi SaNO CWPAci SAND'&GRAKL 1, LOCATION AND SIZE OF BLOCKING FOR PIPE LARGER THAN 12'DIAMETER AND FOR SOIL TYPES E_3 Bo' 'SEND 45 SEND N I I as'REAP it 1 A' 61FFERENT THAN SHOWN SHALL BE DETERMINED BY THE CITY ENGINEER, f� i! j " iRiWG REND t¢_GA PLUG s xE t(]'X..TRc CAP CR A-&2Y I f INWC TEE CAP CA AUC k 02 p- 2 ALL BLOCKING FOR HORIZONTAL FITTINGS(POURED IN PLACE)SHALL BEAR AGAINST UNDISTURBED NATIVE � SANGROUND OR FILL MATERIAL OCMPACTED TO 95X MAXIMUM DENSITY. Z C 1. ASSEMBLY REQUIRES CERTIFICATION UPON INSTALLATION AND RECERTIFICATION ANNUALLY,BY OWNER- u s 1 9.A 4 'T R i �'O j 1.4 3. ALL POURED THRUST DLOCKS SHALL BE BACKFILLED AFTER MINIMUM I DAY. PRESSURE TESTING'.SHALL O t67 .] tt ,B.A i 63 6.3 5 OCCUR AFTER CON BETE HAS REACHED COMPRESSIVE STRENGTH(T'C) Q 2. THE ENCLOSURE MUST BE INSTALLED.ON A 4"THICK CONCRETE PAD: 13 35 tT5 a t 24 D Ta 1a a 4. ALL BLOCKING TO BE CONCRETE CL 3000-i(3O00-PSI) L AR 5 ALCIxA D DN PSI T P R D'a R' N C R'a 5 BLOCKING AGAINST FITTINGS SHALL BEAR AGAINST THE GREATEST FITTING SURFACE AREA POSSIBLE.BUT r +-' 3 AN ELECTRICAL OUTLET MUST BE PROVIDED. SHALL NOT OOVER'OR ENCLOSE BELL ENDS,JOINT BOLTS OR GLANDS ACCESS TO.BOLTS AND GLANDS z �y. SHALL BE PROVIDED. O CIF ECOLOGY BLOCKS MAY BE USED IN LIEU Ti L 4. GUARD POSTS SHALL BE INSTALLED IF LOCATED IN A TRAFFIC AREA, 6 ALL HORIZONTAL BLOCKING THRUST AREAS SHALL BE CENTERED ON PIPE O N Z OF POURED-IN�PIACE BLOCKING FOR ] WHERE POURED-IN-PLACE BLOCKING IS REWIRED AT A POINT OF CONNECTION TO AN EXISTING FRryNG5 IN'SHADED PORTION OF TABLE O 5. ALL BRANCH CONN€CTIONS SHALL.BE LOCATED ON THE DOWNSTREAM SIDE OF THE ASSEMBLY. WATERNAIN,THE BLOCKING SHALL BE INSTALLED PRIOR T9 CONNECTION WHENEVER:POSSIBLE OR AS N RESTRAINED JOINTS MUST BE USED DIRECTED BY THE CITY ENGINEER. ��`RRT���O J N FOR NOTES.SEE STD QUAIL NO W 1,65 6.TEMPORARY BLOCKING,IF USED.SHALL BE APPROVED BY THE CRY ENGINEER. cm Q / 9MIDW Pulux, �tlM DRPA1txIXNT OP PBBLTC 1mRls6 WmrA+• STANDARD DETAILS WV_STANDARD DETAA V, v O usKA W `WV DBPARt'YII'!T OP PLIBP TNIRKS STANWRp DEtul V � STANDARD DETAIL. � 01t NUI�ER °`" amna. STANDARD PLANS NNvaER. MN r wN;mN STANDARD DETAILS HOMIER. eAgf� REDUCED PRESSURE BACIQ DW ASSEMBLY CONSTRUCTION DRAWING APPROVAL '�• (RPSA)2" AND SMALLER W-130 sp�4. THRUST BLACK W-160' • THRUST BLOCK. G �rxe +xa'T +<fx6 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED :c PER THE CONDITIONS ON THE TITLE SHEET. 5 RPBA DETAIL 6 THRUST BLOCK DETAIL THRUST BLOCK DETAIL BY' o+ City Engineer, CITY OF ARLINGTON NTS NTS NTS DAB THIS APPROVAL VALID FOR 18 MONTHS / Lii A Q FUSION BONDED VALVE BOX LID 24"x24Tx4'CONC. PM - TYPE A BLOCKING SEE NOTE 3 2"SQUARE%2'HIGH EPDXY COATED FOR T1 f!°'&221E VERTICAL.BENDS SEE'NOTE 4 SHACKLE RODS VB. S 4 L , OPERATING NUT _ 4 (TYP a 2 �.. ., ° �fill•-"II -I III Z Z w m 1/3 TOTAL • 'I=II.. 5. - j U O N LENGTH 4 NRNBUCNLES VALVE OPERATING NUT <. w Z Z .EXTENSION SEE NOTES S B 36"FOR PIPE OIA 12'OR r. �- 4" NO 1T 4 f.. �1 1 AND 2 $MLALIER 411 FOE#PIPE D _ J +/• 1OVER 13"MAX.DEPTH SHALL c� 4 n• N - - " VALVE BOX NOT EXCEED 6f1` J09 'NIT,4 X° w - OVFPPIPE SEE NOTE 3 "a°�.x T2" 3DD ilf 4 4 &BLOCK I fn 1 g .A CONCRETE �o, ao1' tl BLOCK 3/8"SET SCREW 4°�t�/� x:Q 4 Q Q ° �.po. i i_d EL d a- a .FUSION BONDED _ 4' IA•1/4' q �/f EPDXY COATED BOTTOM FACE `� MIN THICKNESS 3 °e r SHACKLE RODS A5N THRUST BLOCK AREA VALVE BOX EXTENSION STEEL REFERS TO THE �) BOTTOM FACE Of ' SECTION A-A BLOCK MEASURED.IN SQUARE FEET A T' SOLID.STEEL STOCK ,• '+ e.� VALVE BOX CUSHION °• ; O O O O r 5 ; 4 TURNBUCRL£5' 3/8"SET SCREW ® ' N IJJ M / p TYPE"N RLDQU.NGBiGR 1.h'.Y1.h'.45'A!9 9D"4ERRSAL fLIDS \ a°r•°$ ? q� �\ ' A SQL S0.T OR —ACT 3" COMPACT 5w A QUVQ, SQUARE SOCKET DRU SLTY - 2-1/4'INSIDE f Rq FITING BEND 451]ENO A k.22�h'BENo 4S11pID&&PR�Jx' tR+A 459B1p A 8=Zh' 2-1/4`DENTIN H n O N e n w o 0 0 WATER MAIN UNDISTURBED EARTH j u 4 I (II8'MIN WALL THICKNESS) ?. N U GRAVEL COURSE LL FOR DRAWS \ J A O 306 T PRESSURE f-"MI (ACC COURSE AOGREGAT€GRADING UT f"O'Y ^ VALVE BOX AND EXTENSION VALVE OPERATING NUT EXTENSION NO.5 PER WSDGT 9-03.1(3)C) ^z TTPE 6.BLOCKING ` ° MOTIFS. O O a C> e i0R45'VERIN:N.BENDS ° ¢ VB 1. LOCATION AND SIZE OF BLOCKING FOR PIPE LARGER THAN 12'DIAMETER AND FOR SOIL TYPES a DIFFERENT THAN SHOWN SHALL BE DEFER INFO BT TH€CITY ENGINEER.M NOTES: 11", ^ k.N_ - �� 2: ALL BLOCKNG F06E VERTICAL FTTFINGS(POURED IN PUCE)SHALL:BEAR AGANST UNDISIURDED:NATIVE za - PROMOTE HYDRANT DESIOLE ERVNDRY('78 LOCK TO BE SUPPLIED BY'CTIY OF n_. n �.. GROUND, 1 BELOW FINISHED NUT EXTENSIONS ARE RE TOPE WHEN THE VALVE NUT 15 MORE THAN:THREE E FEET Q BELOW FINISHED GRADE. EXTENSIONS..PAE TO BE:A MINIMUM OF ONE i)FOOT LONG:ONLY ONEBRONZE TO BRONZE DESIGN.POSED.2 gRUNGTON. L.- ° 3. ALL POURED THR31ST BLOCKS'-SHALL BE BACKFILLED AFTER MINIMUM 1 DAY.PRESSURE TESTING SHALL ( LROM ABOVE WDH QUTLET EXPOSED 2-1/2'EXTENSION WILL BE ALLOWED PER VALVE.n OCCUR AFTER CONCRETE HAS REACHED COMPRESSIVE STRENGTH(!c). NST OUTLET LOCKING CAP ON OPERATOR, !.l CAST IRON VALVE BON AND EXTENSION PER ;STD DETAIL W-190 :?. TWO(2)VE OPERATING NUT EXTENSIONS ARE T0.BE MADE.Of STEEL,312ED k5 NOTEQ,AND.PAINTED.WITH 4, ALL B4r1CKING--SIaALL RE CONOREff CL 30DG-T (30D0 os). 2 2"BRASS.90'BENb4 ' ^ °' TWO(2)COATS OF METAL PAINT.a _ "GATE VALVE WRN RESWEM SEAT -g3OO +. y ' ' 8 _� °s 5:. AFTER INSTALLATION,SHACKLE RODS&TURNBUCKLES SHALL BE.CLEANED AND COATED WITH 2 COATS 3-.VALVE BOXES SHALL BE CAST IRON,TWO':PIECE.UNITS:OESIGNEO:WITH DEEP SKIRT(2)LIDS W/LUGS; MAINLINE SIZE TEE WITH B"FLANGE (MUELLER.M&H OR APPROVED EQUAE)WITH A ,. , . a. ,a a f OF ASPHALTIC VARNISH,ROYSTON POVKOTE#'012M OR APPROVED EQUAL. EQUAL TO"RICH NO.940'AS MANUFACTURED BY RICH OR SATHER: 6T FLANGE X 2'COMPANION FLANGE ��` MID-STATES PLASTICS METER BOX MSBGL E: SHACKLE RODS SHALL BE FUSION BONDED EPDXY COATED ROUND MILD STEEL ISTM A 39. 1730-18/W Ot LID. 2"HOPE HI MOLTIES 2 /0 O15 POLY PIPE W 2 4, 4"THICK CONCRETE PAD.AROUND VALVE BOXES OUTSIDE OF PAVED AREAS. 2 M2'SQUARE AROUND � 2'MIP COMPRESSION A N OAPlFRS '1 B 7. BLOCKING AGAINST FTTNNGS SHALL BEAR AGAINST THE GREATEST FITTING SURFACE AREA POSSIBLE,BUT SINGLE'VALVE BOXES AND:4'.4'AROUND MULTIPLE VALVE:ROXEB.. 2-1/2`CAP:NATIONAL STANDARD THREAD. FOR.NOTES SEE BID DETAIL 140.W-17S SHALL,NOT COVER OR ENCLOSE B€LL ENDS,JOINT BOLTS OR GLANDS REASONABLE ACCESS TO BOLTS AND GLANDS SHALL.BE PROVIDED. cam DA'dR11�i'1'OF PUT'i•OR<S n am D81•ABrMEPr RE PPBMG 11oR6 y,E xfuRsh ont B1Pd6'O�iT OP POBLTC[URL4 STANDARD DOWN. T �+1'. L oM DBPARI9RM OT PUBLIC 11O1RB8 STANDARD DETAIL 1t _ e STAN"DETAIL 1 STANDARD OETML I +a mmm STANDARD DETAILS MUMMR: O MA etwMe STANDARD DETAILS MUN6FR. ¢ Wm.o mnvme STANDARD DETAILS HUMREn '" erfia+ STANDARD DETAILS MUTER ;L VERTICAL THRUST BLOCK VALVE BOX AN.D W-170 • a VERTICAL THRUST BLOCK TYPE C W-175 ► • W-190 �; mM.M 2"BLOWOFF ASSEMBLY W-180 +�rAtl'I TYPE A&TYPE B ��o OPERATING NUT ERTENSION +<trttl'L - VERTICAL THRUST BLOCK DETAIL 2 THRUST BLOCK DETAIL 3 VALVE BOX DETAIL 4 BLOWOFF ASSEMBLY NTS NTS NTS NTS !is T a Y Oe O z @ BUILDING { C EXTERIOR WALL DI OR STEEL F LL 36"FOR PIPE DIA..12"OR SMAUkR. PIPE 4W FOR PIPE DM,OVER 12' MAX.DEPTH SHALL NOT EXCEED 60' Pl AN PLAN SLEEVE SEAL S'MIN WATERTIGHT` FLOOR —E GRADE r THRUST BLOCK ^ m e`-•L -`'' k O V STRUCTURAL " CEMENT-LINED 4 3 n y O FOOTING DUCTILE IRON(CL52). L E N g FLANGE AND SPIGOT PIECE(SEE PLAN N w FOR PIPE DIAMETER) A ] " ELEVATION ELEVATION 3. SEE W-225 7 FOR CONTINUATION CD O WATER MAIN W STEEL FABRICATED 9LOXY FABRICATED STAINLESS STEEL CDATED TAPPING SLEEVE TAPPING SLEEVE FIELD LOK GASKETS)MEGALuG Q REQUIRED ON ALL JOINTS FROM VALVE O W N INSTALLED ON DI PIPE INSTALLED ON AC PIPE TO 90'BEND THRUST BLOCKING 'Z Q SEE W-160 LL MATEIML r'^ Q ON LIST: SEE CONTIN co C (D 2^2e.4"CONCRETE PAD IN UNPAVED AREA FOR CONTINUATION O ✓T 0? CAST IRON VALVE BOX AND EXTENSION PER STANDARD DETAIL N0.W-190 LQL 0 Q y NOTES, (D 6'GATE VALVE WITH RESILIENT SEAT(MUELLER',M&H OR APPROVED EQUAL) O!R M w i STAINLESS STEEL TAPPING TEES SHALL HAVE FULL CIRCLE SEAL Q MAINLINE SIZE TEE WITH FLANGE C> 2. STEEL TAPPING TEE$SHALL BE EPDXY:COATED. Q 6"D.I.P. ♦,E J N �1�M/y� 34 ALL TEES AND VALVES TO BE WATER TESTED BEFORE LAPPING- �}V'MEGALUG \,/ N 4� Q Z^Q 3: / 111N.D a cam OlWARRR6N9'N rVBLE TDRRB J DSAR71®YT fM'POW1C 110R83 SiANDMDDETML STANDARD DETAIL MNp»a cam. DiPIRI'1DDVT OF PUBWG IIORLB MR aiaAw STANDARD DETAILS MUMItDT MP P ,NY.P STANDARD DETAILS NUMT1€R ct" en»m STANDARD DETAILS FARMED DETAIL < / Q,fW� MLW6ER. CONSTRUCTION DRAWING APPROVAL Q •e�• TAPPING SLEEVES" W-200 > s # FIRE LINE CONNECTION W-220 nPu sR FIRE LINE UNDERGROUND W-225 tRtl4 tl fjJXtllo FLOOR FLANGE DETAIL THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. .�• City Engineer, CITY OF ARLINGTON 4 TAPPING SLEEVES 5 FIRE LINE CONNECTION 6 FIRE LINE FLOOR FLANGE BY: 3 NTS NTS NTS DATE: J THIS APPROVAL VALID FOR 18 MONTHS / Iii 6 W W m O O N N Z C� w F U d W W J M :2 (N U U U U Q 4 Q Q ="+ d CL (1 fl O 1 n n t\ n N W N N \\\ 'e O O -O �i a, N1 5-1/4"MVO HYDRANT MCGARD STD.DUTY LOCK. N •. INSTALLED PLUMIEL SEE REQUIRED IN RURAL OR ISOLATED �k{ REQUIRED PAVEMENT' NOTE I yl � P•) LOGTKNIS IF REQUIRED.BY DUTY O RESTORtION.P£R ENGINEER MARKER O O a R/W USE PERMIT i e SURFACE RE9TORANON. E%45i1FIG PAVEMENT AS SPECIFlEO(SEE SURFACE SEE NOTE 4: 4-1 2"PUMPER w NOTE 3}. PORT SEE NOTE$ /\ BREAKAWAY BOBS VALVE BOX PER 8. AHD.BREAKAWAY 31 STD PLAN,W-120 ;-!- �� \ OPERATING ROD SEE NOTE 9 g' COUPLING 2. ra U I e CONCRETE PAD 18" t8,e COMPACTED TRENCH o S (SEE NOTE 1) T COMPACTED SEE NOTE I NEAT ONE(TYP) 'D k ( ) CONCRETE PAp ' FLANGED TEE FL r .... .. - SEE NOTE 6 LENGTH VARIES(24`MIN) TAPPING TEE(FL) �n�M,-'1 I1���C CTplG E! e MEGALUG RETAINER E��y LME� ON SM S RE..M a. GL M EBA4#TO6 OFFSET MARKER TO INDICATE WHICH WHERE THE HYDRANT IS WRNIN 20'OF nl r• 1B" 1 P ® SIDE OF STREET HYDRANT IS ON, THE MAIN TRAVELED STREET.THE PIPE BEDDING ZONE i MARKER TO BE PLACED 4"TO 6"OFF MARKER IS TO BE INSTALLED ON THAT a •r 4 • t. (SEE NOTES 2)' I— OF CENTERUNE MAIN STREET AND 4'TO 0.OFF THE 2 1.. CENTBRUNE „— SEE NOT Roos J MIN. SEE NOTE 6 TRENCH STABILRYATION UNDISTURHED rS"vT6"v4" WAKER e I I MARKER MATERIAL,IF AND WHEN EARTH 6`RESIDENT SEAT GATE 18" PIPE�QD:R..is- GONG T LOCK B CEMENT UNDO DIP 4" OIREC7E6.(SAME q5 PIPE VALVE(R%MJ),MUELLER,MH o 8. n a BEDDING}. i C1' W/LM RESTRAKD JOINT e °" `l'� WASHED ROCK SEE NOTE 7 OR MARQUEE EQUAL J✓ MATERI IL JOINT i MATERIAL 1 1/2 MINUS. (SEE NOTE 2) r � e • A UNPAVED AREA PAVED AREA N0 1. HYDRANTS AND ALL MATERIALS SHALL CONFORM TO AWWA STANDARDS AND SHALL BE OF STANOARD MANUFACTURE(MAH TON 929 RELIANT OR MUELLER-SUPER CENTURION 250 ONLY). 8"AT 2. THE CENTER DF THE HYDRANT SHALL BE 3'FROM FACE OF CURB.IF THERE IS NO Cl.".THE CENTER OF HYDRANT SHALL BE 3'FROM RG.HT-OF-WAY AND A NINIMUM OF 5'FROM TRAVELED LANE. 3. ONE 5"TO 4-1/2•PUMPER PORT W/N S.T.AND STOR2 ADAPTER ASSEMBLY.PUMPER PORT TO.BE FACING NQTM. STREET OR ROADWAY FOR THE FIRE ENGINE ACCESS. 1. TRENCH NACKFlLL SHALL BE: 4. TWO 2 1/2"HOSE PORTS W/N.S.T AND 1-1/4"OPERATING NUTS. •-PAVED AREA:GRANULAR BACKFILL AS APPROVED BY LOCAL AGENCY OR PER WSDOT S. PROVIDE CVARD POSTS FOR VEHICULAR TRAFFIC PROTECTION IF REQUIRED'BY CITY STD.ENGINEER PER 5 . 9-03.9(3),OR CUE.OR S/B"MINUS CRUSHED SURFACING.OR APPROVED NATNE.MATERIAL DETAIL W-U30. FOUR LANE PIM 1 iYL LANE RM <. COMPACTED TO 95%OF MAXIMUM DENSITY .i UNPAVED AEA:SELECTED GRANULAR MATERIAL WITHNA%IMUM.DIMENSION OF 6"PER fi. INSTALL 3'%3'X4"CONCRETE PAD(3000 PSI)AROUND HYDRANT IN UNPAVED AREAS INCLUDING PLANTER MARKER TO INDICATE WHICH OFFSET NADER TO INDICATE WHICH t1ER SIDE OF STREET HYDRANT 15 ON. S1DE OF STREET HYDRANT 15 ON. WSDOT 9-01AS,COMPACTED TO 9OX OF MAXIMUM DENSITY. STRIPS COMPLETELY SURROUND HYDRANT W/FULL DEPTH OF CONCRETE PAD.WITH 1/4"JOINT MATERIAL MANNER TO BE PLACED 4"TO 6'OFF rSR TO BE PLACED 4"70 6'OFF ' BEFORE PLACIN0%QSRETE. OF DOTS OR PAINTED LANE DMDEIR OF DOTS OR PANTED LANE DITAU L` 2. GRAVEL RACKFILL FOR PIPE ZONE BEDDING SHALL BE SELECTED GRANULAR MATERIAL.PER ?`Sp WSDOT 9-03.12(3).WASHED SAND;OR APPROVED SUITABLE EXCAVATED MATERAL WITH J. HYDRANT RUN TO BE 6"CEMENT UN£D DUCTILE IRON PIPE CLASS 52 WITH RESTRAINED JOINTS(MECALUG ry 5 OR APPROVED EQUAL) HYDRANT RUN LONGER THAN 50 FEET SHALL BE 8'DIA,OR URGER. .MAXIMUM DIMENSION OF 1 L/2"COMPACTED TO 95X OF MA%IMUN DENSITY BY APPROVED HAND-HELD TOOLS. ' & W CALV SHACKLE RODS WITH THE EYE DOLTS AT BOTH ENDS REQUIRED FROM VALVE TO FIYORP+`B. NOTE. NOTES:. mo 3:'EXCAVATE MR THE PIPE BELL TO ENSURE UNIFORM SUPPORT'FOR THE PIPE BARREL. g, RITE HYDRANTS SHALL BE PLANTED WITH TWO GOATS OF HIGH GLOSS EOUNMENI YELLOW'RUST-OLEUM• 4. UNPAVED AREA SHALL BE RESTORED WITH 4'TOP SOIL.FERTILIZER AND SEED,OR AS. TYPE PAINT. MARKER TYPE eB AD SoMSONITE M'O WAY(BLUE) 1. CONCRETE SHALL BE CLASS 3000 PSI MIN.. 'SSPPEC E. PAVEMENT RESTORATION SMALL RE DOME PER RIGHT-OF-WAY USE PERMIT,.OR tO.INSTALL 24"x24"x4'CONCRETE PAD(3000 PSI):'AROUND VALVE BOX ANp RB"x48"x4"FOR MULTIPLE VALVE 2. INSTALL 1/4"EXPANSION JOINT MATERIAL WITH FULL DEPTH OF CONCRETE PAD:AROUND HYDRANT. ' BOXES IN UNPAVED AREA, L.Nu DIVAeFMBBT a TRFBI2G B0� Ueu[ DRART11E T OF'PUBLIC 1RTBC6-uF.AmN LaM nsAAzTmN'OP pvm"so sTAwDARD DETAIL 'EY NMNa.." Lu1n. Dlp'ABTMBNT OP PDPMC'tTO STANDARD MEN y'FY AnUwvw pA�r M.. STANDARD DETAILS sru DMRR TAIL t o '�"'Q: MY„f„ STANDARD DETAtL5 sMNOABD DEmL o MR WnIDLNE STANDARD DETAILS nuMBEe wn�;mN, .STANDARD DETAILS �� MR Nlwu M,E NUMBER G G + G Lj a ti • rx �• TYPICAL,TRENCH DETAIL W-27O L�Q FIRE.HYDRANT ASSEMBLY W-010 v�l R FLEE HYDRANT MARKER W-015 •�,`�.+ [FIRE HYDRANT CONCRETE PAD W-020 N IT TRENCH DETAIL 2 FIRE HYDRANT DETAILS NTS NTS s 3 o W • Z Q J C�1 CO Q SF° tu O 04 Z Zia � i CONSTRUCTION DRAWING APPROVAL Q 0 o+ THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED •.mac PER THE CONDITIONS ON THE TITLE SHEET. BY.• 0 o+ City Engineer, CITY OF ARLINGTON DATE: 3 THIS APPROVAL VALID FOR iB MONTHS Gi HNAT-JOINT MUST 1/2"n 4"FULL DEPTH BE SAW-CUT SAW-CUT Oft LINE DRILL 2"MIN ASPHPLi EXPANSION JOINT EVERY UNDERLYING CONCRETE CONCCRETE 30,ALIGN EXPAWADN JOINT5 5.5" 1/2 R .Y R :Q k DUMIAY JOINTS W CURB V-CROGVE 1/2"R SL WNH JOINTS IN SIDEWALK ty1 EXISTINGO CONCRETE E �L;� 1 )DEEP 2 R 1'VIZ /SS +•� I'R \FS „ g N fw/l 1- 12• D' 4-SRO 4 __I Si3OPE vrs I-I GO O O N 3 J GOP Y ryS DUMMY JO NT µ 1"R �. + 1� W W O EXISTING CEMENT ., S• is,C C "- - V / ,.. t/2"n 1 1 3" � 12" d � '• ? d W W 5� 6° _ BMW ASPHALT CONCRETE OM CEMENTCOMM rDUMMY 2` e n 4 a ° 6 G g Blw CUT ASPHALT CONCRETE(3"MIN). a U U U m nNAL JOINT MUST 'REPLACEMENT PATCH TO BE 1" ; BE S0.W-CUT THICKER THAN PREVIOUSLY EXISTED °o°p°eO e4oOOOo , . 5.Q 4 Q Q ae000 e o ey4oyo a«4 Q b°0.0. t 1f2" FULL DEPT{ GURe.&GUTTER I, � e-- � : °:Q 6 4 4 E%PANSroN JOINT EVERY 30' $EE NOTE 9 l l i d d d d PLAN VIEWS. eoTic"REDTE'�"µT LI CDF TYPE E1:tlIRB TYPE E2 CURB C:j "Y .` 5" PCAI TYPICALSECIIM 1/2"n i tJ2' (SEE NOTE 7 BELOW} ,Ia7 O r r VAST M ASPIW,T CONCRETE OVER PREPARED GRADE GUMMY O NT �R SEMEW CONCRETE O O TYPE I CURB k GUTT 1 .-- SEE STE)DETAIL R-tin 0 CEMENT CONCRETE(B"MIN) •� 1'R: 1"R I"R 1"R REPLACEMENT PATCH i0 BE 1' �'' FINAL JOINT MUST THICKER THAN PROADUSLY EXISTED / 2"CRUSHED SURFACING NOTES: 8" 6- r N BE SAW-CUT TOP COURSE COMPACTED 2` 2` ?-3/4" 2-3/4" TO 93X DENSITY I. FORMS SHALL BE TRUE TO LINE AND GRADE AND SECURELY STAKED. _ ���f�em 2. DUMMY JOINTS SHALL.BE PLACED 15 FEET ON CENTERS DUMMY JOINTS SHALL BE 112'x EXISTING'CEMENT• _; ••' " 4WV FA.A• � � 3. THRU JOINTS SHALL BE PLACED ADJACENT TO CATCH BASINS,INLETS AN O AT POINTS OF TANGENCY ON .`_. •• ^Z CONCRETE 12 CDF STREETS ALLEY AND DRNEWAY RETURNS.MAXIMUM SPACING SHALL BE 30 R PRE-MOLDED JOINT T p O O t. SDE-S SWLLL BE A MINIMUM OF 4"THICK.AND SHALL BE CLASS a000.CEMENT CONCRETE,WITH AIR FILLER SHALL BE 1/2•WIIOE AND CONFORM TO-SHT0 DE5GN M213: {+ ?" ENTRAINMENT(MIN 4.51A.-MAX 6.5%). i6" 4. ALL JOINTS-SHALL BE CLEAN:AND EGGED. 2 FULL EXPANSION JOINTS SHALL GENERALLY BE PLACED TO MATCH THOSE PLACED W ADJACENT CURB& ElQST w CEMEIIT--I'- TE PREPARE GRADE GUTTER,WITH MAXIMUM SPACING OF 3D FEET,FINAL SPACING DETERMINATION SHALL BE DECIDED BY THE 5, CONCRETE SHALL BE CEMENT CONCRETE,CLASS 3000. INSPECTOR IN THE FIELD. S. STEEL NORMS ONLY SHALL BE USED ON TANGENT SECTIONS.WOW:FORMS MAY SE USED ON CURVED 3, SUBGRADE SHA13.BE COMPACTED i0 NOT LESS THAN 96R OF MAXIMUM DENSITY. SECTIONS. 1O" NOT€S: 4 SIDEWALK SHALL BE AT LEAST 6'THICK IN DRIVEWAYS. 7. FINISH SHALL BE UGHT BROOM FINISH, T ALL TRENCHES IN ROADWAY AREAS SHALL BE SACKFlLLED AND PATCHED-TEMPORARY 5 THE FINISHED SIDEWALK SHALL BE SPRAYED WITH A TRANSPARENT CURING COMPOUND COVERED BY 8. THE FNISHED CURB SHALL SE SPRAYED WITH A TRANSPARENT CURING COMPOUND AND COVERED BY TYPE E3 CM ASPHALT AT THE END OF EACH WORK DAY,UNLESS PERMISSION 1S GRANTED TO DO OTHERWISE WATERPROOF PAPER OR PLASTIC SHEETING iN THE EVENT OF RAIN OR OTHER INCLEMENT WEATHER.CURING WATERPROOF PAPER OR PLASTIC MEMBRANE IN THE EVENT OF RAIN OR OTHER INCLEMENT WEATHER. BY THE CITY ENGINEER. DME SHALL BE FOR A MINIMUM OF 12 HOURS. CURING TIME SHALLBE A MINIMUM OF 72 HOURS. 6. ALL JOINTS SHALL BE CLEWED AND EDGED WITH AN EDGER HAVING:A 1/4-RADIUS- 9. ALL CURB AND GUTTER SHALL BE PLACED ON A MIN OF 2"OF CRUSHED SURFACING TOP'COURSE. TYPE Ei CURB CO 2. O TEMPORARY PATCHES.ON THENCHES.SHALL BE.PERMANENRY PATCHED WRHIN 2 WEEKS OF COMPLETION OF WORK WITHIN THE ROPDWAY:ARU. - - >: SIDEWALKS ARE TYPICALLY 5'W10E.kADER SIDEWALK MAY BE REQUIRED BY THE COY.. 10:DUMMY JOINT 1/2"x 1 1/2"BERYEEN TYPE 1 CURB AND GUTTER AND THE SIDEWALK. Lan T18nR"Bw.PpDRTO 11pBY5 tan DBPL..w Mi'PDBD10 IIOPNB Lan M1PA6TY8N➢'OF PomJc iT0Em3. * °y aWwW Wnv.F STANDARD DETAILS STANIwaDEnTALL t. M�mtt an+� STANDARD DETAILS 9TANN NO AIL b�TYO tt -�,4I�N. STANDARD DETAILS �A Nu RD AIL t tt mm�W STANDARD. DETAILS >.TummA¢momoETUL a c�eaNT concxBrt R-210 TYPE E-1,E-2,E-3 TIE- PAVEMENT PATCH R-140 CEMENT CONCRETE CURB AND R-180 T 4 PAVEMENT PATCH DETAIL 2 CEMENT CONCRETE SIDEWALK DETAIL 3 CURB AND GUTTER DETAIL 4 CONCRETE CURB DETAIL NTS NTS NTS NTS z' z 4. PAMING STALL GEOMEMY DETAIL / SEE SIT RMN N8 R-210 FOR BRICl PAWING BOUT 6: . mg O '� 3 6 g..o AVM UO 1HDlB z > A B C D E F G N I J k l N N N a49f. 1 45 9,0 IZT 'IIS 193 12 15,5 /90 45' 4E0 ?0 6:{ 13.1 14 E 9A 13.6 2]5 19.5 11 16:5 U. 44 460 2A DI t31 14 24 "i�j�l _ o G SA I" ]2.5 1g0 11 20 14 24 g; H 1 13.0 1E3 1 27,51 9S 1 Ii 1 1 1 2.0 14 24 V 1 1. 1 225 I 320 I 22:6 1 12 20. 14 24 60• 90 104 23:7 20S 16 185 A Si' S1] 2S 2.6 9:3 14 W Q 95 IRA 23.T NS IS 18S 54A 52 51] 23 26 93 4 4 ® N m CEMENT CONCRETE ED 0.3 14.6 14.7 14 23 I{ 24 0< to �'+c 3 r SIDEWALK H 13.0 ISO 217 20.5 15 2.3 14 24 O TYwin V I60 185 ?6.9 1T3 16 23 14 24 _ V,�-n a N 7$ 95 I.0 to fi0 5E5 25 .6 14 T{ u'{ �.�xl I=yl N ED u 170 183 16 2:5 m H 13D 135 209 20U 22 14 24 ,I NOTES: V 1 16.6 2 3 K4 24 25 14 24 �� �J W 90 9A 19.0 19A ?b 19.0 fib Ee 66 2:5 g 0 14 24 y� ;•a V W �I WIDTH OF DRIVEWAY AT PROPERTY UK. �a 95 9S 19:0 1 A 5 19.0. 63 63. 2.5 D 0 14 4 4t o w O+ �} 60 BA IS.D 1E0 ZS 0 14 25vp 3 V 1/2'WIDE FULL DEPTH EXPANSYO JOINT H. ISa t30 tES. 1BS 25 25 PSI - � UJ d �] FULL DEPTH EAVN=N JOINT IF 1O IS 15'OR GREATER, Y T6A f0.0 2DA 20.0 N 8 DRNEWAY TO BE SURFACED WITH ASPHALT OR CONCAETE- g w a W Q DRIVEWAY CEMENT CONCRETE SHALL BE A MIN OF 6 THICK Ni RESIDENTIAL AREAS.8'THICK IN V Z Q IY MM RCW_AREAS AND IS T BE PLACED DR A M UM OF 2 CRUSHED SURFACING TOP COURSE V Q O COMPACTED TO 95%MAXIMUM DENSITY g E�z ONj V PEDESTRAN RAMP SHALL BE ADA COMPLIANT. 7.5%OR FLATTER RECOMMENDED FOR '� � T7 E CE51GN/FORMWORK(83%MAX)THE PEDESTRIAN RAMP LENGTH IS NOT REQUIRED TO EXCEED:15 p L p FEET(UNLESS OTHER4415E SHQWN IN TIE CONTFACT PlANS)..WHEN PPPLWMG THE 15-f00T I. AISLE WIDTH MAY RE REQUIRED TO BE MDER IF MULTIPLE UTILITY LINES ARE LOCATED L, N W1M LENGTH.MFASURm FROM BACK OF SIDEWALK.TIE RUNNNO SLOZ. THE PEOESIRMN WITHIN THE AISLE CORR100R. co RAMP IS ALLOWED TO EXCEED 83x USE A SINGLE CONSTANT SLOPE iROM BOTTOM OF RAMP TO N 2. C-COMPACT SPACE.EACH SPACE SHALL BE IDENTIFIED BY PAINTING' C TOP OF.RAMP TO MATCH INFO THE 50MALK OVER A HORIZONTAL DISTANCE OF 15 FEET. 'COMPACT'ON PAVEMENT 3. H-HANDICAP SPACE.SEE WASHINGTON STATE REGULATIONS FOR BARRIER FREE FACILITIES. 4; V-HANDICAP VAN ACCESSIBLE SPACE,SEE WASHINGTON STATE REGULATIONS,FOR BARRIER N FREE FACILITIES. Z V Q O cv J Q Nen N TY O M1AAW:P 1aP DbARflRM 0!LRRDD TIOFA5 STANBWD DETAIL When a Han DQAefl�IT W PDBLLC lIORYe STANDARD DETAIL YTY MBWW tt STANDARD DETAA tmW CiPAR'IIGBIP NPOBtJC'ITORE3 Z A Q 0 rW wArn> STANDARD DETAILS „MP°ER .tt Pmn.M STANDARD DETAILS Nuw6FJT ,`m4 WmrWL{.. STANDARD DETAILS NUIMER � y CEMENT'CONCRETE DRIVE#AY APPROACH R-230 v�a PJIRIaNG[AT D16TAIL R-25O .�+ PLANTING STRIP BEHIND R-`�']Q j R Jwc2° TYPE,2 +ttxa 4N°"1° SIDEWALK CONSTRUCTION DRAWING APPROVAL Q Q o o+ THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED SPER THE CONDITIONS ON THE TITLE SHEET. 5 DRIVEWAY DETAIL 6 PARKING LOT DETAIL PLANTING STRIP DETAIL BY rn City Engineer, CITY OF ARLINGTON N NTS NTS NTS DATE: THIS APPROVAL VALID FOR 18 MONTHS C-H.O N J 6 1' m PAVEMENT NOTES 1. MATERIAL THICKNESS IS COMPACTED DEPTH. APPLIES TO ALL SECTIONS. a W W ll_� 2. SUITABLE ONSITE SOILS SHALL BE FREE OF DELETERIOUS MATERIALS AND MAY BE USED s z 3" ASPHALT: 1/2-INCH AGGREGATE MIX FOR SUBBASE PROVIDED SOILS MEET REQUIREMENTS IN THE PROJECTS SPECIFICATIONS. 8"PORTLAND CEMENT CONCRETE(4000 o 0 0 PER 2012 WSDOT 9-03.8 6, PG58-22 3. FOR PREPARATION OF PAVEMENT SUBGRADE, FILL PLACED WITHIN 12 INCHES OF FINISHED o 0 0 0 O PSI COMPRESSIVE STRENGTH PER WSDOT SUBGRADE ELEVATION IN FILL AREAS AND AT LEAST THE UPPER 8 INCHES OF SUBGRADE a a a a OR PG 64-22 BINDER PER 2012 WSDOT STD SPEC 9-03.1 ) IN ALL AREAS TO BE PAVED SHOULD BE COMPACTED TO AT LEAST 98%OF THE 9-021(4) CL a 2"CRUSHED ROCK BASE COURSE MATERIAL'S MAXIMUM STANDARD PROCTOR DRY DENSITY(ASTM D-698). FILL PLACED BELOW THIS LEVEL SHOULD BE COMPACTED TO AT LEAST 95%OF THE MATERIAL'S 6"CRUSHED AGGREGATE (WSDOT STD SPEC 9-03.9(3)) MAXIMUM DRY DENSITY. Nam° BASE COURSE PER 2012 o WSDOT 9-03.9(3) 12" COMPACTED SUITABLE MATERIAL OR 4. AFTER PROOFROLLING WITH A LOADED TANDEM AXLE DUMP TRUCK AND REPAIRING DEEP STRUCTURAL FILL. UNSUITABLE NATIVE SUBGRADE DEFICIENCIES, THE ENTIRE SUBGRADE SHOULD BE SCARIFIED TO A DEPTH OF 12 0 0 0 0 MATERIAL SHALL BE OVEREXCAVATED INCHES AND UNIFORMLY COMPACTED TO AT LEAST 98%OF STANDARD PROCTOR. M M 12"COMPACTED SUITABLE AND REPLACED. SUBGRADE SHALL BE 5. CRUSHED BASE COURSE MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF SECTION MATERIAL OR STRUCTURAL FILL. PREPARED IN ACCORDANCE WITH THE 9-03.9(3), OF THE WSDOT STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE UNSUITABLE NATIVE MATERIAL PROJECT SPECIFICATIONS TO ACHIEVE CONSTRUCTION. ^ $ SHALL BE OVEREXCAVATED AND 95%OF MAXIMUM DRY DENSITY(ASTM 6. ASPHALTIC SURFACE COURSE MIXTURES SHALL BE IN ACCORDANCE WITH SECTION N 3 o REPLACED. SUBGRADE SHALL BE ) PREPARED IN ACCORDANCE WITH D1557 9-02.1(4)OF THE WSDOT STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE tr d CONSTRUCTION. THE MIXTURE SHALL HAVE A MINIMUM MARSHALL STABILITY OF 1,000 z o WTHE PROJECT SPECIFICATIONS TO NOTES: o o ACHIEVE 95%OF MAXIMUM DRY 1. CONCRETE SHALL BE FIBER REINFORCED, AIR ENTRAINED, WITH POUNDS, AND THE SURFACE COURSE SHOULD BE COMPACTED TO A MINIMUM OF 97% DENSITY(ASTM D1557) A MINIMUM MODULUS OF RUPTURE(Mr)OF 600 PSI, A 4000 MARSHALL DENSITY(ASTM SPECIFICATION D 15MI). ( 7. THE PORTLAND CEMENT CONCRETE PAVEMENT MIXTURE SHALL BE IN ACCORDANCE WITH PSI 28 DAY STRENGTH, AND A 15-FOOT MAXIMUM JOINT AIR-ENTRAINED CONCRETE FOR PAVEMENT SECTIONS 9-03.1 OF THE WSDOT STANDARD SPACING SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION, THE MIXTURE SHALL BE DESIGNED TO DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 4000 PSI AT 28 DAYS WITH STANDARD PAVEMENT SECTION 2 HEAVY DUTY CONCRETE PAVEMENT SECTION A 4-INCH MAXIMUM SLUMP AND 5 TO 7%ENTRAINED AIR. B. CONTRACTOR SHALL PROVIDE A PRIME COAT AND TACK COAT TO FACE OF CURB WHERE NTS NTS CURB CONTACTS ASPHALT. r 9. PROOFROLUNG SHOULD BE USED TO EVALUATE PAVEMENT SUBGRADE. 10. THE RECOMMENDED PAVEMENT SECTIONS ARE BASED ON THE ASSUMPTION THAT THE SUBGRADE CONSISTS OF UNDISTURBED SOIL OR STRUCTURAL FILL AND THAT THE PAVEMENT WILL BE CONSTRUCTED DURING THE DRY SUMMER MONTHS. d c a��tAJB 12 REFLECTIVE ALUMINUMT!!N RESERVED LEGEND AND BORDER-GREEN PARKING WHITE SYMBOL ON BLUE BACKGROUND BACKGROUND- WHITE °ao ' TYPICAL AT ALL HANDICAP SPACES ,5 THIS SIGN TYPICAL AT ALL �9a "VAN ACCESSIBLE" .� PARKING SPACES o ACCESSIBLE PENALTY SIGN WITH WORDING AS REQUIRED BY STATE OR LOCAL LAW w z ALVANIZED"U"CHANNEL POST ' CD G 4"DIA.SCH 40 GALVANIZED STEEL m o PIPE BOLLARD PAINTED OSHA YELLOW o o FILLED WITH CONCRETE E ~�- PAINT CONCRETE BLACK o ' AFTER CURING o AT ASPHALT LOCATIONS < $ 4 4000 PSI CONCRETE © m 3 o N (TYPICAL) a w I I I-I I I-I I I-I I I-I e III-i 11=III-III-�- N �- � '-III-i I I-I I_I-III - : � III-III-III-1 I I=1 I I-i I 1=1 I I-I!I-III-I -I 1=1 11=1 11=1 11=1 i 1= W a 1-I I I-1 11=1 I I : ° .r . ° I I I=1 I I=1 =1 I I=1 I f= 8"R . . 0 W m -111=111 =III- -III- - za Q NOTE -IIIIII� IIIIIIIIIll11111111IIIIII1IIII��IIII„II1= i 1. LOCATE AT EDGE OF co PARKING SPACEIII—I I O Q UNLESS ACCOMPANIED F. y rE BY"VAN"LETTERING Z 0 W 3'-0" CV Z M ACCESSIBLE PARKING SYMBOL ACCESSIBLE PARKING SIGN ? a a 1Z j 3 NTS 4 NTS CONSTRUCTION DRAWING APPROVAL Q THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. `v i BY: 0 City Engineer, CITY OF ARLINGiON y DATE: THIS APPROVAL VALID FOR 18 MONTHS Cj-8�1 N Note: I. installation includes removal of stakes one o. a> year after installation. I a 2.AdJust tree ties I 3 during establishment to Prune diseased and broken branches allow for growth. 0 "Ghainlock"or equal a N tree tie material (I" 0 2" lodgepole ine tree z stoken Ion driven I' width);nail or staple Y Into undisturbed ground. tree tie to hold a o Stain brown I 3 vertically,loop each a .N For all trees tie around half tree within 4'of paving and w 3'of water lines: loosely to provide I" century Products slack for trunk I — — _ — — _ _ — — — — � 0 root barrier or approved growth — eoLual."114.632."1083 I I w 24''panels Water basin with 2"mulch Install per manufacturers Paving specs. Paving Unglazed planting pit I c 1/2 topsoil,1/2 native soil, I 215 F 3 I Planting pit min. war thoroughly,fertilize - c M twice size te of root aJ Y N \ Undisturbed soil /i �' - ° 0 -°oM I / j TREE PLANTING DETAIL 95 215 F i / No scale I 95 SF /i 215 SF 215 SF / une diseased and i %5 SF broken branches I 95 SF I�o5 SF Water basin with 2"mulch Got acted to soil 215 SF j wat�r thoroug� � _ fertilize as rect�d 95 SF Planting hole min. twice size of root ball I 165 SF / NOT A PART / ®Ru�s�oR 215 SF I UNDER �,� s 4(oO SF �. SHRUB PLANTING DETAIL / � \ / No 5aale SEPARATE NOTES PERMIT) 105 5F z I. 5ubgrade5,including berms,to within I I/loth foot provided by I / 3 G I I eneral Contractor unless otherwise noted. O 1 I ,tea Z 2. 5ub d grae shall be scarified or rototilled if conditions require. 0.J®� 3. 4"depth 3-way topsoil or equal In all planting areas. 215 SF COFFEE 13 / // Z IS) 4. Dewitt pro 5 filter fabric weed barrier(ore vol) in all Planting beds. i 3 p 0. p 9 2,��� / W 5. 2"minimum depth washed rock in all planting beds. � /- I � Z 7 Q 6. All plant material shall be healthy,full and conform to American lio5 SF /�/� 215 SF 1 Nursery and Landscape Association specifications. Z 7. Plant material or size or kind not available may be substituted /_/ O only with approval of Landscape Architect or Owner. 4(00 SF - I 0 5. All mass plantings shall have triangular spacing. Z 9. All tree pits shall be inspected to insure proper drainage. I 215 SF "' 10. Positive drainage shall be maintained.Mound planting areas minimum 6". 1(05 SF / II. Landscape Contractor shall maintain site until Final Inspection and ICd5 SF I acceptance b Owner. 95 SF p y > 65 SF I 4 PLANT LIST I 1 I © k L BOTANICAL/COMMON allANTITY 51ZF CONDITION �08 >Z 215 SF HzNa Fraxinus pennsylvanica Gimmzam'/ IS 2"caliper 545 III I I(o5 SF 5 SF o \ 3 � I N3m wGimmaro Ash 5 SF I65 SF Prunus fe Thundercloud'/ 15 475 SF 95 SF Thundercloud Plum/ 2"caliper ggg 305 SF 65 SF Prunus serrulata 'Kwanzan' 10 2"caliper 54g I65 SF 355 SF 460 SF Kwanzan Cherry ^ Acer 0Imatum '5argo Kaku'/ 54B "/' /// ij i//� �i/i/ �i i- i-/// / / / p Songo Kaku Japanese Maple i! / i. / Viburnum t.'Spring Bouquet' / 57 5 gallon full 4 bushy Spring Bouquet Viburnum — p p OP Spirea ,, bum. 'Anthony Waterer./ Iq 5 gallon full 4 bushy I �.__ _ _ — Y — = SC-UJE T— — — — —— — — � — — — — — — — Z w m Anthony Waterer Bumald Spirea L — — — — — — — ►� F N EASEMENT_ ® Thu)a 0. 'Emerald Green'/ 14 6' B4B — — — — — — — _ _ — — — —w c� ^ U m' Emerald green arborvitae Prunus L. 'Otto Luyken'/ 11'1 21" full 4 bushy Otto Luyken Laurel [�W I I � ® Azeleo Hind Crimson 55 2 gallon full 4 bushy 204TN JT, NE 0 Azelea Purple Splendor 42 2 gallon — — — — — — — — Q g full 4 bushy — — — — — — — — — — — U �. N � 0 Nandina domestics 'Moon Bay'/ 41 2 gallon full 4 bushy z o �75 Moon Bay Heavenly Bamboo NOTE Z 1 Q o 0 Erica Cornea Ping Spangles/ 205 1 gallon full 4 bushy AN AUTOh1ATIG IRRIGATION w Heather SYSTEM WILL BE INSTALLED LAND&CAFE FLAN o Llorop mvscorl/ 155 1 gallon full 4 bushy FOR ALL PLANTINGx C AREAS. SALE: I''=20' Blue Lnyturf VEHICLE AREA SHADE Sheet PLAN Arctostaphylos uva-ursi/ 550 4"pots full VEHICLE AREA......................_... 46,131 SF kinnickinnik 0 pots ...._......._............_......._.... REOUIRED 20% SHADED AREA....................9,026 SF NORTH O 10' 20' 40' Sodded Lawn SHADED AREA PROVIDED................................9,180 SF Confirm all plant q,uantitles SECTION 'H, TOWNSHIP M S, RANGE 5 W, W.M. AoHml'LlNu"m"l"mu*` N wUm"' RUGboom"TORE a g K K H U PWD#936 aWWu -U U OO DEVELOPMENT STANDARDS o a o ZZZZ ARLINGTON, WA 98223 ZONING GC a fL MAXIMUM IMPERVIOUS SURFACE NONE ¢a a a < ¢ a a gm � BUILDING SETBACKS <., SIDE YARD SETBACK FROM PUBLIC ROW 15' SETBACK FROM OPEN DRAINAGE FACILITY 5 CITY OF ARLINGTON ' o 0 0 0 dd SETBACK FROM EASEMENT 5' SETBACK FROM STREET(BUILDING OVER 10,000 SF) 25' SETBACK FROM STREET(BUILDING UNDER 10,000 SF) 10' ��� pORTPGE CREEK OWNER CIVIL ENGINEER DRAWING INDEX o N REAL PROPERTY INVESTORS PACLAND-SEATTLE SHEET NO. DRAWING TITLE SCREENING PROJECT LOCATION �- %%�/ 2618 2ND AVENUE 1505 WESTLAKE AVE N, SUITE 305 CV-1.0 COVER SHEET SEATTLE, WA 98121 SEATTLE, WA 98109 CV-1.1 GENERAL NOTES SOUTHERN LOT LINE: TYPE C, INTERMITTENT SCREENING o o 204TH ST NE Z 2� z (206)321-7239 (206) 522-9510 CV-1.2 CITY OF ARLINGTON STANDARD NOTES EASTERN LOT LINE: TYPE C, INTERMITTENT SCREENING z CONTACT: MARTY JOUFLAS CONTACT: BILL FORTUNATO, P.E. D-1.0 DEMOLITION AND ESC PLAN NORTHERN LOT LINE: NOT REQUIRED (VACANT COMMERCIAL) a ¢ Q ¢ LUKE RANDLES, P.E. C-1.0 HORIZONTAL CONTROL PLAN WESTERN LOT LINE: TYPE C, INTERMITTENT SCREENING C-1.1 SITE PLAN o N ll�^ o C-,.2 PLAZA PLAN ROAD CLASSIFICATION SURVEYING LANDSCAPE ARCHITECT C-1.3 TRAFFIC CONTROL PLAN 200TH ST NE CASCADE SURVEYING&ENGINEERING, INC. MAIN STREET DESIGN C-1.4 ILLUMINATION PLAN 204TH ST NE: MINOR ARTERIAL 201ST ST NE P.O. BOX 326 9402 TIDAL COURT C-2.0 GRADING AND DRAINAGE PLAN SR 9: HIGHWAY ARLINGTON, WA 98223 BAINBRIDGE ISLAND, WA 98110 C-3.0 UTILITY PLAN (360) 435-5551 (206)842-7886 C-3.1 SEWER PLAN AND PROFILE GENERAL NOTES y CONTACT: PHIL ABENROTH CONTACT: KEN LONEY, LA C-3.2 WATER PLAN AND PROFILE v C-3.3 204TH STREET WATER REPLACEMENT ALERT TO CONTRACTOR ARCHITECT EROSION LEAD C-5.0 SANITARY SEWER DETAILS C-6.0 STORM DRAINAGE DETAILS 1. SITE WORK FOR THIS PROJECT SHALL MEET OR EXCEED THE PROJECT C-7.0 WATER DETAILS SPECIFIC SITE WORK SPECIFICATIONS AND CITY OF ARLINGTON ENGINEERING +o LANCE MUELLER&ASSOCIATES - C-7.1 WATER DETAILS DESIGN AND DEVELOPMENT STANDARDS, WHICH ARE HEREBY REFERENCED VICINITY MAP 130 LAKESIDE AVENUE, SUITE 250 - C-7.2 WATER DETAILS AS PART OF THESE PLANS. NTS SEATTLE, WA 98122 C-8.0 PAVING AND SITE DETAILS (206)325-2553 (XXX)XXX-XXXX C-8.1 PAVING AND SITE DETAILS 2. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF ^ CONTACT: HAROLD CHRISTENSEN CONTACT: XXXX L-1.0 LANDSCAPE PLAN THE EXISTING CONDITIONS. THESE PLANS DO NOT REPRESENT A DETAILED yes FIELD SURVEY. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELD CONDITIONS PRIOR TO BIDDING THE PROPOSED SITEWORK IMPROVEMENTS. IF SITE INFORMATION CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER LEGAL DESCRIPTION GOVERNING AGENCY SITE DATA WEST PARCEL PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWORK WHICH WOULD WEST PARCEL PARCEL NUMBER: 31051100305400 BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT EXISTING SURVEY, v�?s ALL THAT PORTION OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION CITY OF ARLINGTON TOTAL AREA = 96,869 SF(2.23 AC) SITE ADDRESS: 7421 204TH STREET NE INCLUDING TOPOGRAPHY AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, 238 N OLYMPIC AVE BUILDING AREA = 16,671 SF(0.38 AC) CURRENT ZONING: GENERAL COMMERCIAL GC THEY SHALL HAVE MADE, AT THEIR OWN EXPENSE, A TOPOGRAPHIC SURVEY 11, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M., DESCRIBED AS FOLLOWS: ( ) BY A REGISTERED LAND SURVEYOR AND SUBMIT IT TO THE OWNER FOR ARLINGTON, WA 98223 IMPERVIOUS SITE AREA = 74,179 SF(1.70 AC) AIRPORT DISTRICT: C COMMENCING AT THE SOUTHEAST CORNER OF SAID SUBDIVISION; THENCE S 89'06'06" W ALONG REVIEW. m THE SOUTH LINE THEREOF A DISTANCE OF 153.49 FEET, THENCE N 0'53'54" W A DISTANCE OF (360)403-3551 LANDSCAPE AREA = 22,690 SF(0.53 AC) SITE AREA: 29,979 SF(0.69 AC) N s 30.00 FEET TO THE NORTH MARGIN OF 204TH ST NORTHEAST PER AUDITOR'S FILE NUMBER IMPERVIOUS AREA COVERAGE = 77% USE CLASSIFICATION: 8.400 3. CAUTION - NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICALLY ^ 9406200675, RECORDS OF SNOHOMISH COUNTY, STATE OF WASHINGTON AND THE TRUE POINT LOT DIMENSIONS = 355' X 275' CAUTIONED THAT THE LOCATION OF EXISTING UTILITIES AS SHOWN ON THESE OF BEGINNING; THENCE S 89'06'06"W A DISTANCE OF 135.10 FEET; THENCE N 1'25'56" E A FILE NO BUILDING HEIGHT = 35' (MAX) EAST PARCEL PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND, LL PARCEL NUMBER: 31051100304100 WHERE POSSIBLE,MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS DISTANCE OF 275.23 FEET; THENCE N 89'06'06"E A DISTANCE OF 95.52 FEET; THENCE S 0' PLN #338 (ASSIGNED BY CITY OF ARLINGTON) SITE ADDRESS: 7423 204TH STREET NE NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR 53'54"E A DISTANCE OF 162.00 FEET; THENCE S 22'08'55" E A DISTANCE Of 78.33 FEET; PWD #936 (ASSIGNED BY CITY OF ARLINGTON) CURRENT ZONING: GENERAL COMMERCIAL(GC) MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS THENCE S 0'53'54"A DISTANCE OF 40.00 FEET TO THE TRUE POINT OF BEGINNING. BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. o TOGETHER WITH AND SUBJECT TO EASEMENTS, COVENANTS, CONDITIONS, RESTRICTIONS AND AIRPORT DISTRICT: C IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL RESERVATIONS OF RECORD. SITE AREA: 66,895 SF(1.54 AC) EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SITUATE IN THE CITY OF ARLINGTON, COUNTY OF SNOHOMISH, STATE OF WASHINGTON. UTILITY PROVIDERS ABBREVIATIONS USE CLASSIFICATION: 2.110 SHOWN ON THESE PLANS ®Q q n �03 EAST PARCEL STORM AASHTO AMERICAN ASSOCIATION OF STATE FL FLOW LINE RD ROAD 4. ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY CODES ALL THAT PORTION OF SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER AND OF THE ARLINGTON CITY SEWER DEPARTMENT HIGHWAY AND TRANSPORTATION AND/OR UTILITY SERVICE COMPANIES SHALL BE PERFORMED PRIOR TO SOUTHWEST QUARTER OF THE SOUTHEAST QUARTER, ALL IN SECTION 11, TOWNSHIP 32 NORTH, 154 W COX ST FT FEET REQS REQUIREMENTS OFFICIALS ANNOUNCED BUILDING POSSESSION AND THE FINAL CONNECTION OF RANGE 5 EAST, DESCRIBED AS FOLLOWS: ARLINGTON, WA 98223 HDPE HIGH-DENSITY POLYETHYLENE S SOUTH SERVICES. COMMENCING AT THE SOUTH QUARTER CORNER OF SAID SECTION 11; THENCE S 89'06'06" W (360)403-3526 AMC ARLINGTON MUNICIPAL CODE ALONG THE SOUTH LINE OF THE SOUTHWEST QUARTER THEREOF A DISTANCE OF 153.49 FEET; ARCH ARCHITECTURAL HORIZ HORIZONTAL SD STORM DRAIN 5. SITE WORK FOR THIS PROJECT SHALL BE CONSTRUCTED PER THE WATER HP HIGH POINT SDR STANDARD DIMENSION RATIO APPROVED, SIGNED CONSTRUCTION PLANS. ELECTRONIC FILES SHALL NOT BE THENCE N 053'54" W A DISTANCE OF 30.00 FEET TO THE NORTH RIGHT-OF-WAY OF 204TH ARLINGTON CITY SEWER DEPARTMENT ASTM AMERICAN SOCIETY FOR TESTING c.i CONSIDERED CONSTRUCTION DOCUMENTS UNLESS SPECIFICALLY STATED AS o STREET NORTHEAST PER AUDITOR'S FILE NUMBER 9406200675, RECORDS OF SNOHOMISH AND MATERIALS HWY HIGHWAY SF SQUARE FEET 154 W COX ST SUCH AND HANDLED IN ACCORDANCE WITH THE BID DOCUMENTS. SIGNED W a COUNTY, STATE OF WASHINGTON AND THE TORE POINT OF BEGINNING; THENCE N 0'53'54" W A PAPER PLANS SHALL TAKE PRECEDENCE OVER ELECTRONIC FILES. a:ARLINGTON, WA 98223 AVE AVENUE IE INVERT ELEVATION SS SANITARY SEWER DISTANCE OF 40.00 FEET; THENCE N 22'O6'55" W A DISTANCE OF 78.33 FEET; THENCE N O W (360) 403-3526 BMP BEST MANAGEMENT PRACTICE LP LOW POINT ST STREET 6. THE CONTRACTOR SHALL MAINTAIN A SET OF THE CONSTRUCTION PLANS 0'53'54" W A DISTANCE OF 162.00; THENCE N 89'06' 06"E A DISTANCE OF 258.00 FEET TO H 3 o A POINT ON THE WESTERLY MARGIN OF STATE ROUTE 9; THENCE S i'06' 10" W ALONG SAID SEWER BW BOTTOM OF WALL MAX MAXIMUM SW SIDEWALK ON-SITE AT ALL TIMES WHILE CONSTRUCTION IS IN PROGRESS. ru MARGIN A DISTANCE OF 345.58 FEET TO A POINT 58.82 FEET NORTH OF, AS MEASURED ARLINGTON CITY SEWER DEPARTMENT CB CATCH BASIN MEP MECHANICAL/ELECTRICAL/PLUMBING TC TOP OF CURB Z W PERPENDICULAR TO THE SOUTH LINE Of THE SOUTHWEST QUARTER OF THE SOUTHEAST (�X O co 154 W COX ST CONSTRUCTION DRAWING REVIEW o QUARTER OF SIAD SECTION 11, SAID POINT BEING THE BEGINNING OF A TANGENT CURVE TO ARLINGTON, WA 98223 CL CLASS MH MANHOLE TG TOP OF GROUND a ACKNOWLEDGMENT 2 THE RIGHT HAVING A RADIUS Of 25.00 FEET; THENCE ALONG THE ARC OF SAID CURVE 6 � (360) 403-3526 CO CLEANOUT MIN MINIMUM TP TOP OF PAVEMENT Z p THROUGH A CENTRAL ANGLE OF 87'22'10" A DISTANCE OF 38.12 FEET; THENCE S 88'28' ZO" THIS PLAN HAS BEEN REVIEWED AND EVALUATED FOR GENERAL COMPLIANCE O(�Z W A DISTANCE OF 40.35 FEET TO THE WEST LINE OF SAID SOUTHWEST QUARTER OF THE CY CUBIC YARDS MJ MECHANICAL JOINT TW TOP OF WALL WITH THE CITY OF ARLINGTON CODES AND ORDINANCES. CONFORMANCE OF THIS o ELECTRIC DESIGN WITH ALL APPLICABLE LAWS AND REGULATIONS IS THE FULL AND COMPLETE _J N SOUTHEAST QUARTER AND TO A POINT 35.00 FEET NORTH OF, AS MEASURED PERPENDICULAR PUGET SOUND ENERGY DIA DIAMETER MUTCD MANUAL ON UNIFORM TRAFFIC TYP TYPICAL RESPONSIBILITY OF THE LICENSED DESIGN ENGINEER. WHOSE STAMP AND SIGNATURE Z Q V N TO, THE SOUTH LINE OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SAID 10885 N.E. 4TH STREET CONTROL DEVICES APPEAR ON THIS SHEET. ACKNOWLEDGMENT OF CONSTRUCTION DRAWING REVIEW SECTION 11; THENCE S 89'O6'O6" W PARALLEL WITH THE SOUTH LINE OF SIAD SOUTHEAST DR DRIVE VERT VERTICAL DOES NOT IMPLY CITY APPROVAL FOR CONSTRUCTION ACTIVITIES THAT REQUIRE i BELLEWE, WA 98004 OTHER COUNTY, STATE OR FEDERAL PERMIT REVIEW AND APPROVAL. THE PROPERTY J QUARTER OF THE SOUTHWEST QUARTER A DISTANCE OF 20.05 FEET; THENCE S 310'20" W A (800) 562-1482 E EAST N NORTH W WEST OWNER AND LICENSED DESIGN ENGINEER SHALL BE RESPONSIBLE FOR THE a: DISTANCE OF 5.01 FEET TO A POINT 30.00 FEET NORTH OF THE SOUTH LINE OF SAID NTS NOT TO SCALE ACQUISITION AND COMPLIANCE OF ALL APPLICABLE PERMITS AND/OR AUTHORIZATIONS Q ESAL EQUIVALENT SINGLE-AXLE LOAD WA WATER WHICH MAY INCLUDE,BUT ARE NOT LIMITED TO, WSDFW HYDRAULIC PROJECT SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER AS MEASURED PERPENDICULAR THERETO; NATURAL GAS APPROVAL(HPA), WSDOE NOTICE OF INTENT(NOI), ANY CORP OF ENGINEERS FILL z THENCE S 89'06'06" W A DISTANCE OF 135.57 FEET TO THE TRUE POINT OF BEGINNING. PUGET SOUND ENERGY ESC EROSION AND SEDIMENT CONTROL PE POLYETHYLENE WSDOT WASHINGTON DEPARTMENT OF PERMITS AND THE REQUIREMENTS OF THE ENDANGERED SPECIES ACT. TOGETHER WITH AND SUBJECT TO EASEMENTS, COVENANTS, CONDITIONS,RESTRICTIONS AND 10885 N.E. 4TH STREET PUD PLANNED UNIT DEVELOPMENT TRANSPORTATION RESERVATIONS OF RECORD. BELLEWE, WA 98004 EX EXISTING Br: o PVC POLYVINYL CHLORIDE City Engineer SITUATE IN THE CITY OF ARLINGTON, COUNTY OF SNOHOMISH, STATE OF WASHINGTON. (800) 562-1482 FFE FINISHED FLOOR ELEVATION yr DATE. C -1.0 j THIS APPROVAL VALID FOR 18 MONTHS v N SECTION 11, TOWNSHIP 318, RANG 5 W, W.M. EROSION CONTROL NOTES SITE NOTES GRADING NOTES GENERAL UTILITY NOTES N N O O N 1. ALL WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE MOST CURRENT 1. ALL WORK AND MATERIALS SHALL COMPLY WITH ALL CITY/COUNTY 1. THE SPOT ELEVATIONS INDICATED ON THIS PLAN REPRESENT THE DESIGN TOP 1. ALL IMPROVEMENTS SHALL MEET LOCAL,STATE DOT AND A.P.W.A. wCD APPLICABLE LOCAL, STATE, AND FEDERAL STANDARDS. REGULATIONS AND CODES AND O.S.H.A. STANDARDS. OF PAVEMENT,UNLESS OTHERWISE NOTED. STANDARD SPECIFICATIONS. - CS 2. THE CONTRACTOR SHALL BE RESPONSIBLE AT ALL TIMES FOR PREVENTING SILT-LADEN 2. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION 2. CONTRACTOR IS RESPONSIBLE FOR DEMOLITION OF EXISTING STRUCTURES 2. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION g RUNOFF FROM DISCHARGING FROM THE PROJECT SITE. FAILURE BY THE CONTRACTOR AND DIMENSIONS OF VESTIBULE,SLOPED PAVING, EXIT PORCHES, SIDEWALKS, INCLUDING REMOVAL OF ANY EXISTING U11UTIES SERVING THE STRUCTURE. AND DIMENSIONS OF VESTIBULE, SLOPED PAVING,EXIT PORCHES, SIDEWALKS, o s o 0 0 CAN RESULT IN A FINE. THE DESIGNATED TEMPORARY CONTACT PERSON NOTED ON RAMPS&TRUCK DOCKS,PRECISE BUILDING DIMENSIONS AND EXACT UTILITIES ARE TO BE REMOVED TO THE RIGHT-OF-WAY. RAMPS AND TRUCK DOCKS,PRECISE BUILDING DIMENSIONS AND EXACT 6 C' C' u THIS PLAN MUST BE AVAILABLE FOR CONTACT BY TELEPHONE ON A 24 HOUR BASIS BUILDING UTILITY ENTRANCE LOCATIONS. 3. ALL UNSURFACED AREAS DISTURBED BY GRADING OPERATION SHALL RECEIVE BUILDING UTILITY ENTRANCE LOCATIONS. o 0 0 0 THROUGHOUT CONSTRUCTION AND UNTIL THE PROJECT HAS BEEN COMPLETED AND 3. DIMENSIONS SHOWN REFER TO FACE OF CURB,FACE OF BUILDING OR TO 4 INCHES OF TOPSOIL CONTRACTOR SHALL APPLY STABILIZATION FABRIC TO 3. REFER TO INTERIOR PLUMBING DRAWINGS FOR TIE-IN OF ALL UTILITIES. z ¢z z z APPROVED BY THE GOVERNMENTAL AGENCY WITH JURISDICTION. THE CENTERLINE OF PAVEMENT STRIPING,UNLESS OTHERWISE NOTED. ALL SLOPES 3H:1V OR STEEPER. CONTRACTOR SHALL STABILIZE DISTURBED 4. ALL FILL MATERIAL SHALL BE IN PLACE, AND COMPACTED BEFORE 3. THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION, MAINTENANCE, 4. ALL PAVED PARKING LOT AREAS WITHIN THE LIMITS OF IMPROVEMENTS AREAS WITH GRASS IN ACCORDANCE WITH LOCAL SPECIFICATION UNTIL A INSTALLATION OF PROPOSED UTILITIES. ° REPLACEMENT AND UPGRADING OF THESE ESC FACILITIES IS THE RESPONSIBILITY OF SHALL BE STANDARD DUTY PAVEMENT UNLESS OTHERWISE NOTED. HEALTHY STAND OF GRASS IS OBTAINED. 5. CONTRACTOR SHALL NOTIFY THE UTILITY AUTHORITIES INSPECTORS 72 THE CONTRACTOR FROM THE BEGINNING OF CONSTRUCTION UNTIL ALL CONSTRUCTION 5. CONTRACTOR SHALL PROVIDE A TEMPORARY TRAFFIC CONTROL PLAN FOR 4. ALL CUT AND FILL SLOPES SHALL BE CONSTRUCTED PER THE IBC CODE AND HOURS BEFORE CONNECTING TO ANY EXISTING LINE. m t]OO NN IS COMPLETED AND APPROVED BY THE GOVERNMENTAL AGENCY WITH JURISDICTION THE CITY ENGINEER'S APPROVAL PRIOR TO ANY WORK WITHIN THE CITY APPLICABLE LOCAL REGULATION. ALL CUT AND FILL SLOPES SHALL BE 3:1 6. MINIMUM WATER AND SANITARY SEWER TRENCH WIDTH SHALL BE 2 FEET. AND THE SITE IS STABILIZED. OR FLATTER UNLESS OTHERWISE NOTED. 7. ALL UIIU71ES SHOULD BE KEPT TEN 10' APART PARALLEL OR WHEN o 0 0 0 RIGHT-OF-WAY. ( ) (PARALLEL) 4. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY 6. FIRE LANE STRIPING AROUND BUILDING PERIMETER AND ALONG ARE TRUCK 5, CONTRACTOR SHALL ASSURE POSITIVE DRAINAGE AWAY FROM BUILDINGS FOR CROSSING 18"VERTICAL CLEARANCE(OUTSIDE EDGE OF PIPE TO OUTSIDE FLAGGED AND INSPECTED BY THE LOCAL JURISDICTION PRIOR TO ANY CLEARING OR ACCESS WAYS SHALL BE INSTALLED AS PART OF THIS CONTRACT,IN ALL NATURAL AND PAVED AREAS AND SHALL GRADE ALL AREAS TO EDGE OF PIPE). CONSTRUCTION TAKING PLACE.DURING CONSTRUCTION,NO DISTURBANCE BEYOND THE ACCORDANCE WITH THE LOCAL CODE AND FIRE MARSHALL REQUIREMENTS. PRECLUDE PONDING OF WATER. 8. IN THE EVENT OF A VERTICAL CONFLICT BETWEEN WATERLINES, SANITARY r o N FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FLAGGING SHALL BE MAINTAINED 7. REFER TO BOUNDARY SURVEY FOR LEGAL DESCRIPTION, DIMENSIONS OF 6. ALL POLLUTANTS OTHER THAN SEDIMENT ON-SITE DURING CONSTRUCTION LINES, STORM LINES AND GAS LINE(EXISTING AND PROPOSED), THE BY THE OWNER AND/OR CONTRACTOR UNTIL ALL CONSTRUCTION IS APPROVED. PROPERTY LINES, BASIS OF BEARINGS&BENCHMARK INFORMATION.(SEE SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE SANITARY LINE SHALL BE DUCTILE IRON PIPE WITH MECHANICAL JOINTS AT o 5. THE EROSION AND SEDIMENTATION CONTROL FACILITIES SHOWN ON THIS PLAN ARE TO SHEET CS-1) CONTAMINATION OF STORMWATER. THE CONTRACTOR SHALL ADHERE TO ALL LEAST 10 FEET ON BOTH SIDES OF CROSSING, THE WATERUNE SHALL BE BE CONSIDERED ADEQUATE BASIC REQUIREMENTS FOR THE ANTICIPATED SITE 8, SEE SHEET C-1.1 FOR SITE DIMENSIONS. TERMS AND CONDITIONS AS OUTLINED IN THE GENERAL N.P.D.E.S.PERMIT FOR MECHANICAL JOINTS WITH APPROPRIATE THRUST BLOCKING AS REQUIRED TO z o CONDITIONS. DURING CONSTRUCTION, DEVIATIONS FROM THIS PLAN MAY BE NECESSARY 9. ALL ON-SITE PAINTED STRIPING SHALL BE DOUBLE COATED. SEPARATE STORMWATER DISCHARGE ASSOCIATED WITH CONSTRUCTION ACTIVITIES. PROVIDE A MINIMUM OF 18"CLEARANCE, MEETING REQUIREMENTS OF ANSI o o it IN ORDER TO MAINTAIN WATER QUALITY. 7. PROPERTIES AND WATERWAYS DOWNSTREAM OF THE SITE SHALL BE 6. ALL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE INSPECTED BY THE COATS SHALL BE APPLIED NO SOONER THAN 4 HOURS APART. PROTECTED FROM EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY LINES AND ANSI ND (AWWA INSTALLED, (CLASS 50). (CONTRACTOR TO REFER TO PROJECT SPECIFICATIONS FOR ADDITIONAL 9. LINES UNDERGROUND SHALL BE INSTALLED,INSPECTED AND APPROVED CONTRACTOR ON A FREQUENT BASIS AND IMMEDIATELY AFTER EACH RAINFALL, AND AND PEAK FLOW RATE OF STORMWATER RUNOFF FROM PROJECT SITE. MAINTAINED AS NECESSARY TO INSURE THEIR CONTINUED FUNCTIONING. ALL SEDIMENT PAVING MARKING REQUIREMENTS.) B. CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE GOVERNING CODES AND BEFORE BACKFILLING. o �° MUST BE REMOVED FROM SILT FENCES, STRAW BALES, SEDIMENT PONDS,ETC.PRIOR 10, PARKING LOT STRIPING SHALL BE WHITE, 4"WIDTH, &DOUBLE COATED, BE CONSTRUCTED TO SAME. 10. CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH THE SPECIFICATIONS OF TO THE SEDIMENT REACHING 1/2 ITS MAXIMUM POTENTIAL DEPTH. UNLESS OTHERWISE NOTED.LIGHT POLE BASES TO BE PAINTED TRAFFIC 9. CONTRACTOR TO REMOVE UNSUITABLE SOILS LOCATED WITHIN THE BUILDINGS THE LOCAL AUTHORITIES WITH REGARD TO MATERIALS AND INSTALLATION OF 7. AT NO TIME SHALL CONCRETE, CONCRETE BYPRODUCTS, VEHICLE FLUIDS, PAINT, WHITE(DOUBLE COAT) SPLAY LINE OF THE FOOTINGS. THE WATER AND SEWER LINES. g CHEMICALS, OR OTHER POLLUTING MATTER BE PERMITTED TO DISCHARGE TO THE 11. ALL DISTURBED AREAS ARE TO RECEIVE FOUR INCHES OF TOPSOIL, SEED, 10, FOR BOUNDARY AND TOPOGRAPHIC INFORMATION REFER TO PROJECT SURVEY. 11. ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY CODES TEMPORARY OR PERMANENT DRAINAGE SYSTEM, OR TO DISCHARGE FROM THE PROJECT MULCH AND WATER UNTIL A HEALTHY STAND OF GRASS IS ESTABLISHED. 11. FOR LAYOUT INFORMATION REFER TO THE SITE PLAN AND HORIZONTAL AND/OR UTILITY SERVICE COMPANIES SHALL BE PERFORMED PRIOR TO SITE. 12. ALL ISLANDS WITH CURB AND GUTTER SHALL BE LANDSCAPED. THOSE CONTROL PLAN. ANNOUNCED BUILDING POSSESSION AND THE FINAL CONNECTION OF SERVICE. 8. THE CONTRACTOR PERFORMING THE WORK SHALL MAINTAIN A SET OF THE APPROVED ISLANDS ARE TO HAVE 18"CURB AND GUTTER. ALL REMAINING ISLANDS 12. CONTRACTOR SHALL COORDINATE WITH ALL UTILITY COMPANIES FOR �4�1 CONSTRUCTION DRAWINGS ON SITE AT ALL TIMES WHILE CONSTRUCTION IS IN ARE TO BE STRIPED AS SHOWN. INSTALLATION REQUIREMENTS AND SPECIFICATIONS. PROGRESS. 13. EXISTING STRUCTURES WITHIN CONSTRUCTION LIMITS ARE TO BE ABANDONED, STORM DRAINAGE NOTES 13. CONTRACTOR TO PROVIDE TRENCHING,BACKFILL, 2- 4"PVC SCHEDULE 40 m 4 9. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR PERFORMING THE WORK TO REMOVED OR RELOCATED AS NECESSARY. ALL COST SHALL BE INCLUDED IN CONDUITS, AND PULLING WIRES FOR UNDERGROUND TELEPHONE SERVICE OBTAIN ALL NECESSARY PERMITS FROM THE LOCAL JURISDICTION PRIOR TO BASE BID. 1. EXISTING DRAINAGE STRUCTURES TO BE INSPECTED AND REPAIRED AS NEEDED, FROM EXISTING FACILITIES AS SHOWN ON PLANS. CONTRACTOR TO AND EXISTING PIPES TO BE CLEANED OUT TO REMOVE ALL SILT AND DEBRIS.. sa COMMENCING ANY WORK WITHIN THE PUBLIC RIGHT-OF-WAY. 14. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL RELOCATIONS, INCLUDING COORDINATE INSTALLATION AND POINT OF CONNECTION WITH UTILITY 10. THE CONTRACTOR PERFORMING THE WORK SHALL BE RESPONSIBLE FOR PROVIDING BUT NOT LIMITED T0, ALL UTILITIES, STORM DRAINAGE, SIGNS, TRAFFIC 2. IF ANY EXISTING STRUCTURES TO REMAIN ARE DAMAGED DURING PROVIDER. ADEQUATE TRAFFIC CONTROL AT ALL TIMES DURING CONSTRUCTION ALONGSIDE OR SIGNALS&POLES, ETC. AS REQUIRED. ALL WORK SHALL BE IN CONSTRUCTION IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO REPAIR 14. CONTRACTOR IS TO PROVIDE TRENCHING, CONDUIT, AND BACKFILL FOR ALL WITHIN ALL PUBLIC ROADWAYS. ACCORDANCE WITH GOVERNING AUTHORITIES SPECIFICATIONS AND SHALL BE AND/OR REPLACE THE EXISTING STRUCTURE AS NECESSARY TO RETURN IT TO UNDERGROUND POWER LINE AND VAULTS AS REQUIRED BY UTILITY APPROVED BY SUCH. ALL COST SHALL BE INCLUDED IN BASE BID. EXISTING CONDITIONS OR BETTER. PROVIDER. POWER LINES AND POLES TO BE INSTALLED BY U11UTY �S 11. THIS APPROVED "TEMPORARY EROSION AND SEDIMENTATION CONTROL PLAN"MUST BE IMPLEMENTED PRIOR TO ANY SITE WORK. SEE THE PLANS AND DETAILS FOR FURTHER 15. PYLON SIGNS SHALL BE CONSTRUCTED BY OTHERS. THE CONTRACTOR SHALL 3. STORM DRAINAGE PIPE WITH LESS THAN 2'-O"COVER SHALL BE CLASS IV PROVIDER. SEE SITE ELECTRICAL PLAN FOR SITE UGHTING AND FOR �y INFORMATION. INSTALL CONDUIT AND ELECTRICAL CIRCUIT BETWEEN THE PYLON SIGN(S) REINFORCED CONCRETE PIPE,OR APPROVED EQUAL TO SUSTAIN H-20 PRIMARY ELECTRIC SERVICE LOCATIONS. 12. THE CONTRACTOR SHALL NOTIFY THE OWNER AND THE ENGINEER IN THE EVENT OR AND THE LIGHTING PANEL LOADING. 15. GAS PIPING SHOWN FOR COORDINATION ONLY. INSTALLATION OF THE GAS o DISCOVERY OF POOR SOILS, GROUNDWATER OR DISCREPANCIES IN THE EXISTING 16. THE SITEWORK CONTRACTOR SHALL CONNECT ALL LIGHTS WITHIN THE RETAIL 4. ALL ON-SITE STORM DRAINAGE PIPE SHALL BE SMOOTH WALLED INTERIOR, MAIN AND METER TO BE ACCOMPLISHED BY UTILITY PROVIDER. rAj`ais CONDITIONS AS NOTED ON THE PLANS. STORE'S DEMISED AREA TO THE SECURITY CIRCUIT AS SHOWN ON THE MANUFACTURER'S VERIFICATION OF MANNING'S ROUGHNESS COEFFICIENT n? 13. MAXIMUM SLOPES SHALL BE 2:1 HORIZVERT FOR FILL SLOPES, AND 21 HORIZ:VERT ELECTRICAL PLAN, N=0.012 OR LESS. WATER NOTES FOR CUT SLOPES. 17. CURB RADII ADJACENT TO PARKING STALLS SHALL BE 2'. ALL OTHER CURB 5. PRECAST STRUCTURES MAY BE USED AT CONTRACTOR'S OPTION. 14. ROCKERIES OR OTHER RETAINING FACILITIES EXCEEDING 4'IN HEIGHT REQUIRE A RADII SHALL BE 10', UNLESS OTHERWISE NOTED. 6. ALL CATCH BASINS AND AREA DRAINS ARE TO BE SITUATED SUCH THAT THE 1. ALL CONSTRUCTION/INSTALLATION OF WATER MAINS SHALL BE DONE IN A SEPARATE PERMIT. 18. ALL VERTICAL CONSTRUCTION SHALL MAINTAIN 16 MINIMUM SEPARATION OUTSIDE EDGE OF GRATE FRAME IS AT TOE OF CURB OR FLOWUNE OF GUTTER SAFE, NEAT AND WORKMANLIKE MANNER, AND UNDER SUPERVISION BY UTILITY 15. ALL AREAS DISTURBED DURING CONSTRUCTION WHERE PERMANENT LANDSCAPING WILL FROM OVERHEAD POWER LINES. CONTRACTOR TO NOTIFY ENGINEER (WHERE APPLICABLE). PROVIDER FORCES AT ALL TIMES. ALL SAFETY REQUIREMENTS FROM OSHA AND G NOT BE PROVIDED WITHIN 60 DAYS SHALL BE HYDROSEEDED, OR OTHERWISE IMMEDIATELY IF CONFLICT EXISTS AND PRIOR TO CONSTRUCTION OF THE 7. CATCH BASIN INLET PROTECTION/EROSION CONTROL TO BE USED FOR ALL OTHER STATE REGULATING AGENCIES MUST BE MET. STABILIZED, AS REQUIRED. STRAW MULCHING OR PLASTIC SHEETING ARE ACCEPTABLE VERTICAL ELEMENT INCLUDING, BUT NOT LIMITED TO,LIGHT POLE BASES AND NEW INLETS. 2. WATER MAIN PIPE MATERIAL SHALL BE CLASS 52 DUCTILE IRON OR PVC PIPE ALTERNATIVES TO TEMPORARY HYDROSEEDING DURING PERIODS OF LOW GROWTH. TRAFFIC SIGNAL STANDARDS. 8. ALL STORM PIPE ENTERING STRUCTURES SHALL BE GROUTED TO ASSURE MEETING LOCAL REQUIREMENTS. POLYETHYLENE WRAP IS REQUIRED ON ALL lip- 16. ALL AREAS DISTURBED DURING CONSTRUCTION WHERE PERMANENT LANDSCAPING WILL CONNECTION AT STRUCTURE IS WATERTIGHT. METALS. NOT BE PROVIDED WITHIN THE NUMBER OF DAYS SPECIFIED BELOW SHALL BE 9. ALL STORM SEWER MANHOLES IN PAVED AREAS SHALL BE FLUSH WITH 3. AN 18-INCH MINIMUM SEPARATION IS REQUIRED ON SERVICE TAPS ON A MAIN HYDROSEEDED, OR OTHERWISE STABILIZED, AS REQUIRED.STRAW MULCHING OR PLASTIC PAVEMENT, AND SHALL HAVE TRAFFIC BEARING RING AND COVERS LINE. SHEETING ARE ACCEPTABLE ALTERNATIVES TO TEMPORARY HYDROSEEDING DURING MANHOLES IN UNPAVED AREAS SHALL BE 6"ABOVE FINISH(MADE. LIDS 4. CLASS 52 DUCTILE IRON MAY BE DIRECT TAPPED FOR 3/4 INCH AND 1-INCHPERIODS OF LOW GROWTH: SHALL BE LABELED"STORM SEWER". SIZE SERVICES. SADDLES SHALL BE USED ON ALL TAPS 1-1/4" - 2"WEST OF THE CASCADE MOUNTAIN CREST 10. CONTRACTOR SHALL CONNECT ROOF DRAIN LEADERS AND FOOTING DRAINS TO DIAMETER IN ANY PUBLIC MAIN.DURING THE DRY SEASON (MAY 1 -SEPT. 30): 7 DAYS PROPOSED STORM DRAINS AS SHOWN. 5. ALL ELBOWS/BENOS ON WATER MAINS SHALL HAS THRUST BLOCKS. 3 m N DURING THE WET SEASON (OCTOBER 1 - APRIL 30): 2 DAYS 11. CONTRACTOR SHALL CONFIRM STRUCTURE CONSTRUCTABILITY WITH 6. A DEPTH OF 36"FROM FINISHED GRADE TO THE TOP OF THE WATER MAIN IS N 17. SLOPE STABILIZATION. CUT AND FILL SLOPES SHALL BE CONSTRUCTED IN A MANNER MANUFACTURER PRIOR TO DELIVERY AND INSTALLATION. REQUIRED.PLACING WATER LINES SHALLOWER THAN 36"IS PROHIBITED. THAT WILL MINIMIZE EROSION.ROUGHENED SOIL SURFACES ARE PREFERRED TO SMOOTH 7. ALL NEW PIPES MUST BE PROPERLY FLUSHED, PRESSURE TESTED,AND SURFACES.INTERCEPTORS SHOULD BE CONSTRUCTED AT THE TOP OF LONG, STEEP �+ CHLORINATED BY THE CONTRACTOR, AND INSPECTED BY UTILITY PROVIDER - SLOPES WHICH HAVE SIGNIFICANT AREAS ABOVE THAT CONTRIBUTE RUNOFF. SANITARY SEWER NOTES AND GOVERNMENTAL AGENCIES WITH JURISDICTION. 3. CONCENTRATED RUNOFF SHOULD NOT BE ALLOWED TO FLOW DOWN THE FACE OF A 8 CUT OR FILL SLOPE UNLESS CONTAINED WITHIN AN ADEQUATE CHANNEL OR PIPE . ALL BACKFLOW PREVENTION DEVICES(DOUBLE CHECK BACKFLOW PREVENTORS, o SLOPE DRAIN.WHEREVER A SLOPE FACE CROSSES A WATER SEEPAGE PLANE, 1. ALL CONSTRUCTIONANSTALLA11ON OF SANITARY SEWER MAINS SHALL BE DONE IN REDUCED PRESSURE BACKFLOW PREVENTORS,PRESSURE AND ATMOSPHERIC o A SAFE,NEAT AND PROFESSIONAL MANNER, AND UNDER SUPERVISION OF CITY VACUUM BREAKERS, ETC.)MUST BE APPROVED BY THE UTILITY PROVIDER AND cc ADEQUATE DRAINAGE OR OTHER PROTECTION SHOULD BE PROVIDED.IN ADDITION, FORCES AT ALL TIMES. ALL SAFETY REQUIREMENTS FROM OSHA AND OTHER STATE GOVERNMENTAL AGENCIES WITH JURISDICTION. SLOPES SHOULD BE STABILIZED IN ACCORDANCE WITH ITEM(17)ABOVE. REGULATORY AGENCIES MUST BE MET. ®LIJ N 18. STORM DRAIN INLET PROTECTION. ALL STORM DRAIN INLETS MADE OPERABLE DURING 9. ALL NEW CONNECTIONS TO EXISTING WATER MAINS REQUIRE ISSUANCE OF A H Z Q co CONSTRUCTION SHALL BE PROTECTED SO THAT STORM WATER RUNOFF SHALL NOT 2. THE MINIMUM SIZE FOR PUBLIC SEWER MAINS SHALL BE 8"DIAMETER. ALL PUBLIC WORKS PERMIT AND INSPECTION BY THE CITY OR GOVERNMENTAL CA ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE SANITARY SEWER PIPING SHALL BE SCHEDULE D3034 PVC OR EQUAL MINIMUM PIPE AGENCIES WITH JURISDICTION PRIOR TO BACKFILLING. (�� O TREATED TO REMOVE SEDIMENT. DIAMETER FOR PRIVATE LATERALS IS 4"AND OF SCHEDULE D3034 PVC OR EQUAL 10. BACKFLOW PREVENTION DEVICES SHALL BE CONSTRUCTED OF CORROSION Z Z 19. DUST ON THE SITE SHALL BE CONTROLLED PER LOCAL JURISDICTIONAL AIR QUALITY ALL SANITARY SEWER LATERALS MUST BE PROPERLY MARKED AT ENDS. RESISTANT MATERIALS. ® O REQUIREMENTS. THE USE Of MOTOR OILS AND OTHER PETROLEUM BASED OR TOXIC 3. CONNECTIONS INTO THE EXISTING SANITARY SEWER MAINS REQUIRE ISSUANCE OF 11. EXTERNAL WATER METER AND BACKFLOW PREVENTION VAULTS SHALL BE F- --I PUBLIC WORKS PERMIT AND INSPECTION BY THE LOCAL JURISDICTION PRIOR TO GASKETED IN AREAS OF HIGH GROUNDWATER OR NEAR STORMWATER Z 0 tr t LIQUIDS FOR DUST SUPPRESSION OPERATIONS IS PROHIBITED. BACKFILLING. MANAGEMENT FACILITIES AS REQUIRED BY THE UTILITY PROVIDER,CONTRACTOR O 04 Z 20. REFER TO PROJECT SPECIFICATIONS FOR SURFACE WATER POLLUTION PREVENTION W $ PLAN(SWPPP)NARRATIVE. 4. ALL NEW SANITARY SEWER PIPES AND MANHOLES MUST BE THOROUGHLY CLEANED, TO CONFIRM. F- _1 Z INSPECTED AND PRESSURE/VACUUM TESTED AS REQUIRED BY UTILITY PROVIDER Z CCLtd AND GOVERNMENTAL AGENCIES WITH JURISDICTION. ALL TESTS MUST BE WITNESSED ^ (� AND PASSED BY THE UTILITY PROVIDER AND GOVERNMENTAL AGENCIES WITH JURISDICTION PRIOR TO PLACING INTO OPERATION. Q 5. THE CONTRACTOR SHALL PROVIDE TO THE UTILITY PROVIDER ANY GUARANTEE OR WARRANTY NORMALLY FURNISHED WITH THE PURCHASE OF ANY MATERIALS USED IN `c CONNECTION WITH THE PROJECT AT HAND. i CV-1.1 f%) SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. CITY OF ARLINGTON TESC NOTES CITY OF ARLINGTON SANITARY SEWER NOTES CITY OF ARLINGTON WATER NOTES N moos 1. APPROVAL OF THE TEMPORARY EROSION/SEDIMENT CONTROL PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR 1. ALL WORK SHALL BE IN ACCORDANCE WITH THE APPROVED PLANS, AND CURRENT EDITION OF THE 1, ALL WORK SHALL BE IN ACCORDANCE WITH THE APPROVED PLANS AND CURRENT EDITION w w o STORM DRAINAGE DESIGN. CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS. ANY CHANGES TO THE DESIGN REQUIRES CITY OF THE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS. ANY CHANGES TO THE c� 2. A TESC PLAN MEETING THE DOE STORM WATER MANAGEMENT MANUAL ADOPTED BY THE CITY SHALL BE SUBMITTED TO THE CITY APPROVAL. DESIGN REQUIRE CITY APPROVAL. a W W FOR APPROVAL PRIOR TO ANY WORK ON THE SITE. AN APPROVED COPY MUST BE MAINTAINED ON-SITE AND BE READILY AVAILABLE 2. ALL MATERIALS SHALL CONFORM TO THE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS AND 2. ALL MATERIALS SHALL CONFORM TO THE CITY STANDARDS AND SPECIFICATIONS AND SHALL '� z TO THE CITY INSPECTOR AT THEIR REQUEST. THE MATERIAL SUBMITTALS SHALL BE APPROVED BY THE CITY BEFORE SCHEDULING THE BE APPROVED BY THE CITY PRIOR TO DELIVERY TO THE JOB SITE. MATERIAL SUBMITTALS o 0 0 3. THE TESC BMPS SHOWN ON THE PLAN MUST BE INSTALLED PRIOR TO ALL OTHER CLEARING AND GRADING ACTIVITIES, AND IN SUCH PRECONSTRUCTION CONFERENCE AND BEFORE THE MATERIALS ARE DELIVERED TO THE JOB SITE. ARE REQUIRED AND MUST BE APPROVED PRIOR TO SCHEDULING A PRE-CONSTRUCTION o 0 0 0 A MANNER AS TO ENSURE THAT SEDIMENT-LADDEN WATER DOES NOT ENTER THE DRAINAGE SYSTEM, LEAVE THE SITE, OR VIOLATE ONCE THE MATERIALS ARE DELIVERED TO THE JOB SITE THE INSPECTOR WILL DETERMINE IF THE CONFRERNCE Q a APPLICABLE WATER QUALITY STANDARDS.MAINTENANCE,REPALCEMENT, AND UPGRADING OF THE TESC PLAN IS THE RESPONSIBILITY MATERIALS WERE MANUFACTURED TO MEET THE REQUIREMENTS OF THE CITY OF ARLINGTON 3. WATER MAINS SHALL BE CEMENT-LINED DUCTILE IRON PIPE CLASS 52 UNLESS OTHERWISE OF THE CONTRACTOR UNTIL ALL CONSTRUCTION IS COMPLETE AND APPROVED BY THE CITY. STANDARDS AND SPECIFICATIONS BEFORE THE MATERIALS CAN BE INSTALLED. APPROVED BY THE CITY. a a a a 4. THE BOUNDARIES OF THE CLEARING LIMITS, SHOWN ON THE TESC PLAN, SHALL BE CLEARLY FENCED OR FLAGGED IN THE FIELD 3. ALL SEWER MAINS AND SIDE SEWER STUBS SHALL BE FIELD STAKED FOR GRADES AND ALIGNMENT 4. ALL SERVICE LOCATIONS SHALL BE FIELD APPROVED BY THE CITY PRIOR TO INSTALLATION. PRIOR TO STARTING CONSTRUCTION. NO DISTURBANCE BEYOND THE FENCED OR FLAGGED CLEARING LIMITS SHALL BE PERMITTED. BY A SURVEYOR PRIOR TO CONSTRUCTION. THE CONSTUCTION STAKES MUST SHOW THE STATION 5. IT IS THE CONTRACTOR'S RESPONSIBILITY TO LOCATE UNDERGROUND UTILITIES BY CALLING AND OFFSET TO THE ALIGNMENT. N N THE FENCING AND/OR FLAGGING SHALL BE MAINTAINED BY THE CONTRACTOR FOR THE DURATION OF THE CONSTRUCTION PROJECT. ONE-CALL UNDERGROUND UTILITY LOCATOR(1-800-424-5555) 48 HOURS PRIOR TO 5. THE TESC FACILITIES SHOWN ON THE PLANS ARE THE MINIMUM REQUIREMENTS FOR THE ANTICIPATED SITE CONSTRUCTION. DURING 4. THE CITY OF ARLINGTON WASTEWATER DIVISION SHALL BE NOTIFIED A MINIMUM OF 48 HOURS IN CONSTRUCTION. o 0 0 0 THE CONSTRUCTION PERIOD, THESE TESC FACILITIES SHALL BE UPGRADED AND ADDED TO AS NEEDED,FOR UNEXPECTED STORM ADVANCE OF A TAP OR CONNECTION TO AN EXISTING SANITARY SEWER MAIN. THE INSPECTOR SHALL 6. ADEQUATE TRENCH SHEETING AND/OR SHORING SHALL BE PROVIDED BY THE CONTRACTOR EVENTS AND TO REFLECT CHANGED CONDITIONS, AS REQUIRED BY THE CITY. BE PRESENT AT THE 11ME OF THE TAP OR CONNECTION. AS REQUIRED BY OSHA AND WISHA. 6. THE CONTRACTOR SHALL PROVIDE THE CITY A 24-HOUR EMERGENCY CONTACT PHONE NUMBER OF THE CONTRACTORS CERTIFIED 5. GRAVITY SEWERS, INCLUDING SIDE SEWERS, WITH 5 TO 14 FEET OF COVER SHALL BE PVC ASTM D 7. THE PIPE SHALL BE INSTALLED BY FOLLOWING THE FINISHED GRADE PROFILE WHEREVER EROSION CONTROL SUPERVISOR PRIOR TO STARTING CONSTRUCTION. 3034 SDR 35. GRAVITY SEWER MAINS WITH LESS THAN 5 FEET OR GREATER THAN 14 FEET OF z POSSIBLE. THE DEPTH OF COVER SHALL BE TYPICALLY 36 INCHES(3 FEET), AND MAY BE 7. THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE CONTRACTOR AND MAINTAINED AS NECESSARY TO ENSURE CONTINUED COVER SHALL BE DUCTILE IRON PIPE CLASS 52, OR C-900 PVC. IF DUCTILE IRON PIPE IS USED FOR o o N i FUNCTION AND OPERATION. SEWER, THE PIPE INTERIOR SHALL BE EPDXY COATED (NOT CEMENT-LINED). UP TO 60 INCHES(5 FEET) WITH THE APPROVAL OF THE CITY ENGINEER. WATER MAINS o 6. PRE-CAST MANHOLES SHALL MEET THE REQUIREMENTS OF ASTM C-478. JOINTS SHALL BE RUBBER UNDER THE STAID(OR COUNTY)HIGHWAYS SHALL MEET THE MINIMUM COVER DEPTHS N 8. BETWEEN OCTOBER 1 AND APRIL 30, DISTURBED AREAS THAT ARE TO BE LEFT UNWORKED FOR MORE THAN TWO(2)DAYS SHALL BE IMMEDIATELY COVERED BY MULCH, SOD OR PLASTIC COVERING. BETWEEN MAY 1 AND SEPTEMBER 30, DISTURBED AREAS THAT GASKETED AND GROUTED BOTH INSIDE AND OUTSIDE OF THE MANHOLE PER CITY OF ARLINGTON REQUIRED BY WSDOT(OR SNOHOMISH COUNTY). o zo 0 7 DAYS SHALL BE IMMEDIATELY COVERED BY SEEDING OR OTHER APPROVED STANDARDS AND SPECIFICATIONS. ALL LIFT HOLES CUT THROUGH THE WALLS OF THE MANHOLE 8. PIPE JOINT DEFLECTIONS SHALL NOT EXCEED ONE-HALF OF PIPE MANUFACTURERS ARE TO BE LEFT UNWORKED FOR MORE THAN SEVEN ( ) SHALL BE GROUTED FROM THE INSIDE AND OUTSIDE OF THE MANHOLE TO BE WATERTIGHT. RECOMMENDED MAXIMUM DEFLECTIONS. BENDS MAY BE REQUIRED TO MAINTAIN PROPER METHODS. ADDITIONAL WATERPROOFING MAY BE REQUIRED. WATER MAIN ALIGNMENT WITHIN EASEMENTS OR PUBLIC RIGHT-OF-WAY. 9. SEDIMENT DEPOSITS SHALL BE REMOVED FROM ALL CATCH BASINS, PRE-TREATMENT/SEDIMENT POND, AND SEDIMENT TRAPS UPON 9. WATER MAIN SHALL NOT BE PLACED UNDER SIDEWALK, CURBS, GUTTERS, OR ANY 7. SIDE SEWER SERVICES SHALL BE PVC ASTM D P TO SDR XI WITH FLEXIBLE GASKEFR JOINTS. SIDE PERMANENT STRUCTURES WITHOUT THE PRIOR APPROVAL OF THE CITY ENGINEER. REACHING A DEPTH OF 12 INCHES. �- SEWER CONNECTIONS SHALL BE MADE BY A TAP TO AN EXISTING MAIN OR A TEE FROM A NEW 10. ANY PERMANENT RETENTION/DETENTION FACILITY USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE MAIN CONNECTED ABOVE THE SPRING LINE OF THE PIPE. WYES ARE NOT ALLOWED ON LINES 8' OR 10. NO CONNECTION TO THE CITY WATER SYSTEM IS ALLOWED UNTIL THE NEW CONSTRUCTION NECESSARY EROSION CONTROL MEASURES, SHALL PROVIDE ADEQUATE STORAGE CAPACITY, AND SHALL BE CLEANED OUT ENTIRELY LARGER. SIDE SEWERS CAN NOT BE INSTALLED UNDER DRIVEWAYS UNLESS APPROVED BY THE CITY PASSES PRESSURE AND PURITY TESTS, AND HAS BEEN APPROVED AND ACCEPTED BY THE ONCE THE SITE IS STABILIZED. IF THE PERMANENT FACILITY IS TO ULTIMATELY FUNCTION AS AN INFILTRATION SYSTEM, THE FACILITY CITY. INSPECTOR. SHALL NOT BE USED AS A TEMPORARY SETTLING BASIN. 8. ALL SEWER PIPE SHALL BE INSTALLED WITH A CONTINUOUS TRACER TAPE 24"-48"UNDER THE 11. PRIOR TO MAKING CONNECTIONS TO THE EXISTING SYSTEM, CONTRACTOR SHALL FIELD 11, WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, FAST GERMINATING GRASSES SHALL BE APPLIED AT AN PROPOSED FINISHED SUBGRADE, OR AS DIRECTED BY THE CITY INSPECTOR. THE MARKER SHALL BE VERIFY THE LOCATION, DEPTH AND MATERIAL OF EXISTING WATER MAINS AT THE POINT OF APPROXIMATE RATE OF 120 LBS PER ACRE. CONNECTION. PLASTIC, NON-BIODEGRADABLE, METAL CORE, AND DELECTABLE, WITH BACKING MARKED 'SEWER°. 12. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 3 9, SIDE SEWERS SHALL BE INSTALLED BY THE DEVELOPER AND COORDINATED FOR CLEARANCE WITH 12. ALL WATER LINES SHALL BE A MINIMUM OF 10 FEET HORIZONTAL CLEARANCE FROM INCHES, OR 3,000 POUNDS PER ACRE. POWER, GAS, TELEPHONE, CABLE, AND OTHER UTILITIES. SIDE SEWERS SHALL BE A MINIMUM OF 10 SANITARY SEWERS. WHEN WATER LINES CROSS SEWER LINES, THE MINIMUM VERTICAL 13. SOIL STOCKPILES SHALL BE STABILIZED WITHIN 24 HOURS. WHEN ACTIVELY WORKING WITH THE SOIL STOCKPILE, STABILIZATION BY FEET BEYOND PROPERTY LINES AND 5' BEYOND ANY EASEMENT. CLEARANCE SHALL BE 18 INCHES. GROUND COVER BMPS SHALL OCCUR AT THE END OF EACH WORK DAY. 10. THE SEWER PIPE SHALL BE INSTALLED STARTING FROM DOWNSTREAM OF THE POINT OF CONNECTION 13. TO FILL THE MAIN FOR FLUSHING, PRESSURE AND PURITY TESTS, THE CONTRACTOR IS 14. STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE N THE EXISTING SEWER OR FROM DESIGNATED STARTING POINT. THE SEWER PIPE SHALL BE REQUIRED TO USE AN APPROVED METER AND DCVA. THE HYDRANT SHALL REMAIN IN THE I +s DURATION OF THE PROJECT, ADDITIONAL MEASURES MAY BE REQUIRED TO INSURE THAT ALL PAVED AREAS ARE KEPT CLEAN FOR FULL OPEN POSITION TO PREVENT BACK-SIPHONAGE THROUGH THE DRAIN HOLE. AFTER 1?tr THE DURATION OF THE PROJECT. INSTALLED WITH THE BELL END UPSTREAM. REAM. SUCCESSFUL TESTING, THE CONTRACTOR WILL TIE INTO THE EXISTING SYSTEM, USING 15. MAINTENANCE AND REPAIR OF TESC FACILITIES AND STRUCTURES SHALL BE CONDUCTED IMMEDIATELY UPON RECOGNITION OF A 11. ADEQUATE TRENCH SHEETING AND/OR SHORING SHALL BE PROVIDED BY THE CONTRACTOR AS DISINFECTED SLEEVES AND SPOOL PIECES. ^ REQUIRED BY OSHA AND OSHA. PROBLEM OR WHEN THE TESC MEASURES BECOME DAMAGED. 12. TO PREVENT WATER OR DEBRIS FROM DISCHARGING INTO THE CITYS EXISTING SEWER SYSTEM, THE 14. THE CONTRACTOR SHALL CONTACT THE CITY FOR VALVE OPERATION. ONLY AUTHORIZED 9 16. UPON COMPLETION OF THE PROJECT, ALL BMPS SHALL BE REMOVED FROM THE SITE AND RIGHT OF WAY.IF BMPS ARE REQUIRED REPRESENTATIVES OF THE CITY CAN OPERATE VALVES IN THE CITY WATER SYSTEM. qyF o a TO REMAIN IN PLACE FOR FURTHER PROTECTION, ARRANEMENTS FOR REMOVAL SHALL BE MADE WITH THE CITY INSPECTOR. CONTRACTOR SHALL INSTALL A PLUG IN THE CONNECTION MANHOLE OR AS DIRECTED BY THE CITY 15. THE CONTRACTOR IS HEREBY NOTIFIED THAT, SINCE FILLING AND FLUSHING WILL BE DONE INSPECTOR. E PLUG SHALL NOT BE REMOVED UNTIL THE SEWER IS ACCEPTED THE CITY. r 13. ALL SEWER LINES SHALL MAINTAIN A MINIMUM Of 10 FEET HORIZONTAL CLEARANCCEE AND A MINIMUM THROUGH A CROSS-CONNECTION CONTROL DEVICE, LOW VELOCITY FLOWS MAY BE OF 18 INCHES VER11CAL CLEARANCE FROM ENCOUNTERED. THEREFORE,EVERY ATTEMPT SHALL BE MADE TO KEEP THE PIPE CLEAN w� ADDITIONAL REQUIREMENTS AND ALTERNATIVES. DURING LINES. SEE STANDARDS AND SPECIFICATIONS FOR DURING INSTALLATION. THIS MAY INCLUDE SWABBING THE PIPE WITH CHLORINATED WATER. 14. PIPE BEDDING SHALL BE IN ACCORDANCE WITH THE CITY OF ARLINGTON STANDARD AND WSDOT 16. THE CONTRACTOR SHALL PERFORM TEMPORARY SOIL EROSION AND SEDIMENTATION CITY OF ARLINGTON STORM DRAINAGE NOTES CONTROL, DUST CONTROL, NOISE CONTROL, AND TRAFFIC CONTROL AS REQUIRED BY THE STANDARD SPECIFICATIONS. 3/8-INCH MINUS MANUFACTURED CLEAN PEA GRAVEL IS THE REQUIRED CITY OR OTHER APPLICABLE AGENCIES. 1. ALL STORM DRAINAGE IMPROVEMENTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THESE APPROVED PLANS AND CITY BEDDING MATERIAL. ALL PIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION. THIS SHALL 17, CUTTING AND PATCHING OF ROAD WAYS SHALL CONFORM TO THE REQUIREMENTS OF THE $ STANDARDS AND SPECIFICATIONS. ANY DEVIATION FROM THESE PLANS MILL REQUIRE PRIOR APPROVAL FROM THE OWNER,THE CITY INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION - N N ENGINEER, AND OTHER APPROPRIATE PUBLIC AGENCIES. MATERIALS AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM RIGHT-OF-WAY PERMIT OF THE CITY OR OTHER APPLICABLE AGENCY. 2. ALL PIPE MATERIALS SHALL MEET THE REQUIREMENTS OF THE CITY STANDARDS AND SPECIFICATIONS. ACCEPTABLE STORM GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED BY A UNIFORMLY DENSE DRAINAGE PIPE MATERIALS INCLUDE CONCRETE, PVC, HDPE, AND DUCTILE IRON. CORRUGATED METAL PIPES(GALVANIZED ALUMINUM UNYIELDING BASE. OR STEEL)ARE NOT ACCEPTED BY THE CITY. ALL PIPE JOINTS MUST HAVE GASKETS AND SHALL BE WATER TIGHT UNLESS 15. THE CONTRACTOR SHALL COMPACT TRENCH BACKFILL WITHIN THE CITY RIGHT-OF-WAY TO AT LEAST OTHERWISE DIRECTED BY THE CITY. 90%MAXIMUM DRY DENSITY FROM THE BOTTOM OF THE TRENCH TO A DEPTH OF 3'BELOW THE 3. PIPE BEDDING MATERIAL SHALL BE 5/8-INCH MINUS CRUSHED GRAVEL FOR ALL PIPE TYPES, EXCEPT DUCTILE IRON. BEDDING SURFACE. THE TRENCH BACKFILL MUST BE COMPACTED TO AT LEAST 95%MAXIMUM DENSITY WITHIN MATERIAL FOR DUCTILE IRON PIPE SHALL MEET THE REQUIREMENTS OF THE CITYS STANDARDS AND SPECIFICATIONS(CHAPTER 4). 3'OF THE SURFACE. ASPHALT MUST BE COMPACTED TO MEET THE REQUIREMENTS ON THE PLANS. 4. ALL TRENCH BACKALLIN AREAS OF PAVEMENT OR STRUCTURAL LOADING SHALL BE COMPACTED TO AT LEAST 95%OF THE ALL COMPACTION TESTS ARE AT THE DEVELOPERS EXPENSE. MAXIMUM DRY DENSITY. ALL OTHER AREAS SHALL BE COMPACTED TO AT LEAST 90%OF MAXIMUM DRY DENSITY. 5. ALL PIPE SHALL BE PLACED ON STABLE EARTH. IF IN THE OPINION OF THE CITY INSPECTOR, THE EXISTING TRENCH FOUNDATION IS Q m ^ UNSATISFACTORY, THEN IT SHALL BE EXCAVATED BELOW GRADE AND BACKFILLED WITH GRAVEL BEDDING MATERIAL TO SUPPORT CITY OF ARLINGTON ADA NOTES o 3m N THE PIPE. 6. LOT DRAINAGE SYSTEMS, STUB-OUTS AND ANY DRAINS BEHIND THE SIDEWALK MUST BE INSTALLED AS REQUIRED PRIOR TO ADA NOTES: THE FOLLOWING NOTES SHALL APPLY TO HARDSCAPE FACILITIES WITHIN N SIDEWALK CONSTRUCTION. STUB-OUTS SHALL BE MARKED WITH A 2X4"WITH 3 FEET VISIBLE ABOVE GRADE AND MARKED STORM". THE PUBLIC RIGHT-OF-WAY. LOCATION AND DEPTH OF THESE INSTALLATIONS SHALL BE SHOWN ON THE AS-BUILT PLANS SUBMITTED TO THE CITY. 1. UNLESS OTHERWISE SPECIFIED ON THE PLANS, OR DIRECTED BY THE CITY 7. ALL CATCH BASINS SHALL BE TYPE 1 UNLESS OTHERWISE SHOWN ON THE PLANS AND APPROVED BY THE CITY. THE USE AND ENGINEER, CROSS SLOPES OF SIDEWALKS SHALL BE NOMINAL 1.5%. CROSS o INSTALLATION OF INLETS IS DISCOURAGED. SLOPES SHALL NOT BE LESS THAN 1%NOR EXCEED 2% 3 8. ALL CATCH BASINS NTH A DEPTH OF 5 FEET RIM TO INVERT OR GREATER SHALL BE TYPE 2 CATCH BASINS EQUIPPED NTH( ) 2. MAXIMUM SLOPES SHOWN ON THE PLANS REPRESENT THE MAXIMUM CID g 3/4- INCH DIAMETER SAFETY MANHOLE STEPS OR A MANHOLE LADDER PER CITY STANDARD DETAILS. ALLOWABLE SLOPES PERMITTED BY CURRENT ADA REQUIREMENTS. THE w U a 9. ALL GRATES SHALL BE MARKED "OUTFALL TO STREAM -DUMP NO POLLUTANTS". ALL SOLID COVER SHALL BE MARKED 'DRAIN". ALL CONTRACTOR SHALL TAKE INTO CONSIDERATION CONSTRUCTION TOLERANCES CATCH BASINS AND MANHOLES SHALL BE EQUIPPED WITH LOCKING FRAMES AND LIDS OR GRATES PER CITY STANDARD DETAILS. WHEN PLACING SIDEWALKS TO INSURE MAXIMUM SLOPES ARE NOT EXCEEDED. O LV O 10. ALL GRATES LOCATED IN THE GUTTER FLOW LINE(INLET AND CATCH BASIN) SHALL BE DEPRESSED 0.1 FOOT BELOW PAVEMENT 3. COMPLETED SIDEWALKS OR OTHER HARDSCAPE ELEMENTS THAT EXCEED (-Z Q Z LEVEL. MAXIMUM SPECIFIED SLOPES OR ARE LESS THAN MINIMUM SPECIFIED SLOPES Z i 11. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL MANHOLE, INLET AND CATCH BASIN FRAMES AND GRATES/COVERS SHALL BE REMOVED AND REPLACED BY THE CONTRACTOR AT THE O TO GRADE JUST PRIOR TO CURB INSTALLATION AND/PAVING. CONTRACTOR'S EXPENSE. Q 0 i 12. ALL RETENTION/DETENTION FACILITIES SHALL BE INSTALLED AND IN OPERATION PRIOR TO, OR IN CONJUNCTION WITH, ALL Zv CONSTRUCTION ACTIVITY, UNLESS OTHERWISE APPROVED BY THE CITY. Z C7 J = 13. DETENTION/RETENTION PONDS WITH SIDE SLOPES STEEPER THAN 3:1 OR WITH A MAXIMUM WATER DEPTH GREATER THAN 3 FEET ;4! SHALL N J Q SHALL BE ENCLOSED NTH A VINYL COATED CHAIN LINK FENCE. 14. BIO-FILTRATION SWALES AND/OR FILTER STRIPS SHALL BE CONSTRUCTED, BEDDED OR SEEDED AND IN OPERATION PRIOR TO, OR ('�N 1r LL N SODDED IN CONJUNCTION NTH, ASPHALT PAVING. THE VEGETATION IN THE 810-SWALE MUST BE WELL ESTABLISHED BEFORE PAVING Z Q i BEGINS. zi a 15. STORM WATER RETENTION/DETENTION FACILITIES, STORM DRAINAGE PIPE AND CATCH BASINS SHALL BE FLUSHED AND CLEANED BY o THE DEVELOPER PRIOR TO THE CITYS ACCEPTANCE OF THE PROJECT. Q U 0 16. MEN INFILTRATION FACILITIES ARE CONSTRUCTED, COMPACTION OF SOIL IS NOT ALLOWED, AS THE DESIGN IS BASED ON NATURAL SOIL IN THE ORIGINAL LOCATION. VEHICLES SHALL NOT BE DRIVEN OVER THE INFILTRATION AREA DURING CONSTRUCTION. i 17. IF THE CONTRACTOR ENCOUNTERS GROUNDWATER OR SOIL CONDITIONS DIFFERENT FROM THAT SHOWN IN THE PLANS DURING o INFILTRATION SYSTEM INSTALLATION, THE CONTRACTOR SHALL NOTIFY THE CITY INSPECTOR. a CV-1.2 SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. REFER TO SHEETS CV-1.1 AND REFER TO CV-1.0 FOR EROSION CV-1.2 FOR GENERAL NOTES CONTROL SPECIALIST \ 310511-003-< POTHOLE SHEo REMOVE EXISTING i it I N N r LOCATION FOR ILSANITARY SEWER LINE END OF FENCE D, z z DEMOLITION KEY NOTES I i END. 1/2" BAR & SANITARY SEWER REMOVE EXISTING / EAST OF BUILDING 1 ( REMOVAL I m LLEGIBLE CA,P --- WATER VAULT CONNECTION I III t= AU DEMOLISH EX. RETAINING WALL III " 3 '� O / II 8 00340 El / I I B REMOVE EX OVERHEAD POWER LINE, COORDINATE W J i g z ' / I UTILITY PROVIDER I N89°06 06 E �� / I EXISTING FENCE TO BE ��-, CD o g nr"F _ / I I (REMOVED ALONG I o a g o © ���- - - - / - - i < z z z COMPLETELY DEMOLISH EXISTING BUILDING AND ASSOCIATED L s' I I(PROPERTY LINE TO I g 5 3 APPURTENANCES, INCLUDING BASEMENTS IN ACCORDANCE / I NORTHERLY PROPERTY 16 ss-�Ss-SS-ss ss-ss SS-SS-SS / ss ss ss-Ss- W R VAULT / E I I I ' I I LINE APPROX. 150 LF a a CL a WITH APPLICABLE CODES. DISCONNECT AND CAP EXISTING I 1V UTILITY ASEMENt i I ( ) I r UTILITIES AT THEIR MAIN LINE. CONTRACTOR SHALL REMOVE II\ GRAVEL �^ -w w I n I ECOR E DER 29.F.NJ. ALL ASBESTOS CONTAINING BUILDING MATERIALS IN V I I ao n ACCORDANCE WITH APPLICABLE CODE REQUIREMENTS. E QD DISCONNECT EXISTING ELECTRICAL SERVICES CAP AND \t I �- eul�7Mc a• - / / PRESERVE FOR RECONNECTION V I ��r LOADIdc I / I / I ( III II / 7 Ir / \-w_1w__w I Jill I QE DISCONNECT EXISTING WATER SERVICE CAP AND PRESERVE �I \ ' _ - '101 e, °> p I FOR RECONNECTION y I \ /' I `' ' I I / I I / \ I i ' sEcn Nei 41 I ~ N QQ�ISS o ao / /// I PROPOSED DRUG STORE I I I 1 A / \a I SUBJEC i i a OF DISCONNECT EXISTING GAS SERVICE CAP AND PRESERVE L I 1 ' I I I I / ens IEyTI FOR RECONNECTION 1 ' I C FOOTPRINT(TYP.) / / REC I h z _ _ D t ' UNDERIt. © REMOVE EXISTING CATCH BASIN, INLET PROTEC11ON TO BE f // \ I / I i ' No.111941I1 `=e�� REMOVED UPON REMOVAL OF STRUCTURE I /I / // \\ B FINISH FL OR f i j I V EL-123.7 UH REMOVE EXISTING STORM DRAIN PIPES IF ENCOUNTERED. t I/ // \\ \\ `" C 3\I I I I I € c� V 310 1-003-041-00 I REMOVE EX UTILITY POLE AND GUY WIRE,COORDINATE WITH / / ' t \\ \ •r o /� ;I I J j O UTILITY PROVIDER I j j1 ' I It \\ v" PROPOSED DRUG STORE // 1 t t 11 \ U ° °•' ., a. 66,887 SQ.FT. FOOTPRINT(TYP.) I III I 1 j l/ EXISTING 4"GAS LINE r OJ EX SANITARY SEWER TO BE VIDEO INSPECTED. REPORT TO I I * I / BE PROVIDED TO ENGINEER FOR REVIEW TO DETERMINE IF I I I I I `\ / TO REMAIN. �p EXISTING PIPE CAN BE REUSED. CONTRACTOR TO POTHOLE I I I t' FINISH FLOOR \ //i l CONTRACTOR TO 4�yRo1 �i, I EL-123.04 I /// ' ! 44 AND SURVEY SIZE, LOCATION AND INVERT ELEVATION. I I I t o I I I //l�t�^� LOCATE/MARK I LOCATION NORTH OF 6« KO DEMOLISH EX SIDEWALK II I I1 0 \ I :~. ° BLDG. I I / / LOCA110N SHOWN ON w„o- 4 ! 1 I \\ SURVEY. ��171e1 © PROTECT EX UTILITY TO REMAIN wf I o I `7 I �� •: ' NISH FLOOR -123.32 I LOCATION OF EXISTING 150 3 I // I II LEGEND I j I o b.'.`�'• I I I / BEGIN FENCE REMOVAL ( I I I I cas /I GALLON SEPTIC TANK. I / III p�4 o I \ CONTRACTOR TO DECOMMISSION REMOVE EX. CONCRETE PAVEMENT '' I i i I /t \ METER / I / vnL� TANK PER SNOHOMISH COUNTY 3 I / AC 6 \ �\ HEALTH DEPARTMENT I� s..¢¢ REMOVE EX. BUILDING yI� I \ \\ C REGULATIONS PRIOR REETRITCID ' 24,Q79 S@.FT. r °e• I I FR 1MAII tltltltltltlAAAAAAST I b REMOVE EX. GRAVEL SURFACING j ��� I D. a_ EN'S143.94 R CERTIFICATION OF 3 I ' ao�yD4Rh 2/1jB ee° I DECOMMISSIONING TO OWNER. , OR (T( 4 O I \ ' WIDE SANITARY SEWER \ H \'OADiNG GCK: I �BrpI 1 ! STABILIZED CONSTRUCTION ENTRANCE I \ I MENT TO THE CITY OF \ I I REk Nr TEMPORARY I N s \ ° D-2.0 t A I GTON A.F.TH 911 001 04 5 8 G + ; e CATCH BASIN INLET PROTECTION \ .H" \ TOP 2.6'ROUND CB=120.03 ' "•p11� CONSTRUCTION FENCE, r s D-2.0 \ 4 INV.e"PVC 5=118.78 WIDE EASEMENT FOR TOP CB=123.56 LIMITS OF DISTRUBANCE m tl I ESS,EGRESS,UTILITIES \ t1V.4"PVC(ROOF TOP)=122.59 NV.6"PVC W.=178.73 I I I I ! ^^ / A OAD RECORDED UNDER \ Y IN\(6'PVC N-122.13 INV.B"PVC E.=118.73 t I I I I r w 1 NO.8911200555 / \ H H D-2.0 CONSTRUCTION FENCE X / \ / \ t I ! + 2'W. CONC.VAT T W/STEEL \ GRATE W.WATER UT- FF VALVE 3 I I \ TOP CB=123.45 TEMPORARY CONSTRUCTION FENCE TO BE nr D 20 SILT FENCE ----0-- I qI//' II \�\ r_ INV.8"PVC N.=122.43 -j \\\ G - -A ��'� I\� ADJUSTED FOR RIGHT-OF-WAY SIDEWALK �/ I Do // \ o 10,6*TPVCUN-122.is _ ��� WORK. CONTRACTOR TO COORDINATE WITH) EARTHWORK QUANTITIES i e ° �� __ i z=�//GRAVEL II � �� _ // "\\ CITY INSPECTORS EARTHWORK VOLUMES SHOWN BELOW REPRESENT THE 0 �\__ DIFFERENCE BETWEEN FINISHED AND EXISTING GRADE I f I $-"g $ o GRAVEL F SURFACES WITH NO ADJUSTMENTS MADE FOR SURFACE I I ' �8� -�/ >� N ---FND.1/2"BAR 0 0 m�n z N PREPARATION REQUIREMENTS OR SUBGRADES. THE VOLUMES ILLEGIBLE CAP ' N I � {' ARE APPROXIMATE ONLY, AND ARE NOT TO BE USED FOR ' �A _-� A BIDDING PURPOSES. I I // '� o_ -\\ N3'tOn;2D'E - - - - - - - - - - ---- 5.01' /� N89'06'06"E / rn T - -- o \ i' 20.05' 13: �' I Z CUT: 4,5 CY y _ ( ° SET MAG NAI'& - d FILL: 4,500CY( ) - - _ - - _ _ _ -__ _ - - - = = - aHP sc�1Fn� W p _ WASHER L.S.3 42666 ' U NET: 4,200 CY FILL - m -- OH _ 'a+P o HP VA LTS QH HP OFIP iki_ H2- W L_.N89° 'O6" - w- Z 38.12' I ° ..0 NC.•WAR: ...-,W.. .. _ ...• .. \ R=25.00' I I- _W / W-w. . W- / CURB 0 E i 0=87'22'10" I = W TOP SOLID LID CB=125.25 / / / I Z Cl a 30.00' 35 09' roP/soL LID C6=28.84 EX SIDEWALK TO THE INV. "PVC S.=121.45 L / I O Z GRAPHIC SCALE / / L y /N INV. K D (CAPPED)-121.33 T9P S D UD CB=126.33 PEED)LIMIT SIG L L ItIV. PVC s: K EAST TO REMAIN. I I- K K K INV.a P w.(aL/ d Q 20 0 10 20 40 80 i / INV e"PVC 5.=723.10 S ARATOR-122.54 / I N Z Z 1--II-� _ STABILIZED CONSTRUCTION / INV 8"PVC E.=122.99 _a 153.449' ! )- /_ �.. 4 6-E,- 2670.63' INV.8"PVC Na--1 147=721.38 - - ENTRANCE w 'T \ { 140.5T / O N ( IN FEET ) '��� INV.8'PVC 5.=121.83 G.T.E. VAULT-T 2Q4TH ST NF \\ S'A 4 COR.Ss s ss- -ss��• --0 C�N J E N I inch = 20 ft ��-_-- _ v ss-SS-SS-SS ss-SS -SS --ss-ss-ss- FND. CO MON. \ O -� u{--_ss-ss-ss-ss-ss-s-- t� I W/BRASS AP IN y \ 1� TOP SOLID LID CB=124.75 TOP N-123.81 I CASE 9-i1989 \ i - INV.8"PVC S-123.06 I i TOP CB=125.58 \\ TOP CB=128.30 I CONSTRUCTION DRAWING APPROVAL / N I TOP C6=124.72 INV.8'PVC S.122.97 INV.8"PVC NW.123.66 Q (V p INV.8'PVC N.=12208 \ INV. PVC S.=125.78 Q o+ TOP SOLD LID C8=125.66 _ I \ CURB INV.6 PVC N-124.90 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED -�CC.WALK SE.COR.SSMH=126.77 C CONC TOP CB=128 IWALK / PER THE CONDITIONS ON THE TITLE SHEET. 'o _- t � INC B"PVC N:125.3838 BY, s ` t City Engineer, CITY OF ARLINGTON Know what's below. ;T - I'SS TELEPHONE_VAULT-SS-SS SSS SS SSSS St q`\\ DA iE: 1 3 Cali before you dig. THIS APPROVAL VALID FOR 18 MONTHS IN SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. a NDTE fY0. Np}EE M 0 N u• Tar nE pa+:hell haws adnaem atmxgw ana axrebllity ' +.Insren n»enm mine ngh mlDdro am re�m Palm al�nuv xwl°pa � 8 as / � xw T°pOXe+v�sm""em "s:iavuo Saran maNppercnm rents enmesh the Te o+mo prdea ; _ ` roPrewem sec xem r,om now es amN�m meamaol ma reR�. !// �. z rertmm -xmmn eamnanw wdn smrb.ea sneelnrnrona � e� eM1FPUa -- iRE �� frtx EbrE%RF10 3.Sd' Hell Ce deFee 1 spots ar sump lccexana.If d W W I b bw IgnP areas the renco may nose to Op !6 yy ­X, /T ETDxRYCIm)Dc. �41mE Hens the Pray Iflgttex apptOree tlN ndnlleimn. S O O O J InNa119J1 bnong pa2lbl b mappM c°nlaur lines. U U U U �_ I � " i � RTIGL Pom oEorsx+ao � Q Q Q Q II ®0 Z Z Z Z { _ It4 Q Q ( / - xAl uE \ "Ems s*airlemtuvsr�eo / 1� 1�• I� el�- ., etEYAnox pwrrr / FENCE ON SLOPE �, i f1i.II1+ATYIFeFC p S egelpKy EIEVMgN NOTE Is°Y � 2a.N U � O PeaNArtm .iR Ppr�vlt i ow,MEca -. rvwGg MBT SLLe OETAII. - / s,_ p Q o • ..PROTecTEo m ... •� i- .�' „wDorp�ts,eF � e�iEe�TMrtPasr .� a �� Is,[IBO�I SEeTSW` •.J • �)n�,Y�o{ soar Eva ajos. � �I .w�IfA N,Totl d' �O�Li MOOT VRNBILITT POKE HIGH VISIBILITY WRKs. /Y SILTFENCE STANDARD PLAN 1-10.1041 ARIA / y STANDARD PLAN 1.20.1740 sxssr+of t axsr �ew ue�wuurx+n roIr.EP o�rrENs`sE cweE Exouw+raxerxER sNen,or+sxee� I �_� ar m�DwFPOTeDN EDg�M �m:ce�Ep � `"r»>~a� 8RICE OEML � pw.e.+s .nwwnNs �'3-' AiWDPosts sxowx) HIGH VISIBILITY CONSTRUCTION FENCE 2 SILT FENCE NTS NTS ggg3 NorEs � '.,«,a U t.5'¢e Ilre Below IMet C ela DeNcs(BIGDI br Me amrm water eM1utlule N � wAl service. � t IFn OEmx OVFPFUOW 2.The BIGD Mad haxe a hdkan high Tow 4W SpS (meebw hype I { 3.Theme�a syaRm mart Yl°w removal°f Ma BIGD wllham splAirg be � t xs�Om�vnnox �n�� / / v: PACTEg NATNE W / /� sD'xlx.mP.l a.Pertorm mmmenatma m a�earlm wen srarwara spednwxon Bo+.alls7. � sswxFNrTRAP ammx - Pn DEPrx� -' //// // sirAroA nsaFicciFFmATrox —`"` cmx.unsr \ - y tca�iR°seuDs°aeWre+ln r FD T GEDTETTIIP R OIWW@Mu'tE. -TXph PSEE 9TANOAR08PE�N�TW ��uMIPELWGiWN /////// p � Va oRAIETn.4e {s— SECTION OA A 1 -o(Fn MIN.[ICCEP~ artEsvmm -PE".-FGRE DFmI mP.l 3 S REaaxauuR ORA*Es N `..�— REmlEvu s,•sTFx mP.l of H-x. ,.� OxuxATs. rua eE aepucEn rss Txw o _ E SdL ' ssmxExruro oseRls � ' � DNaavRrnAn I v(FT.) SPN5• • rlPr.l DErm Inw+nce Fuuveorx of .. D.. pucEcox.1— gco+Pxnu FOR soy ucREea,egREeaP»E,. a sra&uunax PBae—EDCE OP TxE EwsnxD ,slrn MINMUM �p�.._ • � ^' OR nee OPCCOT UBYD TIE xENU1NEER xiRFNCE M �: 9HOWd4ETnMiEDEwrE � Z D STABILIZED CONSTRUCTION ENTRANCE "p, DINJIMDETO SrA&IRE 1 uw � P°Im1�07u: MUN+Rr a _ Iri sPAus-mP.l � cuRse wxPasr N , PnRTMt.'PLAN VEYr m m"N V �' K W MA edlWl IAROFA Fen LWBiY 1 tlD.`11011I� NOMDRIC NEIY Rr 11.-- ,• �o NDTTtr$ixlE 9/4�.v bElR.WDIblA �� O � ! OAP"�IErDEREXGvnno� a STORM DRAIN ,t PI c z.r srsaaMsIETvFnxl:ry a LLLLLL INLET PROTECTION +I� + -vaeTnlxoomrx MI8CELLANE0Y6 N STANDARD PLAN 140.20-00 + rsEdMExrarauaE TYPIOALSECTIO" EROSION CONTROL DETAILS saaxD uxE COMPOST BEIMDETAR O Z Q J 3 NtEeD STANDARD PLAN 1-80.10-02 (� ,DF,s�ET (`J1R L� / LONOITUONULSEC110N Tg,+w=D rM—E SHEET 1"� FL E.OTFXnIEUNDERTHESPILLWAYp 5IDEII I@.IR MA PFrfaCn. m OVA!O TEMPORARY SEDIMENT T CDNrINUWe UYpi BEINEEN iNE GRA URODNAxo THE fMnrE ENttHEN MATERIAL tel�ismiabSM po, RAP al�.w�°+^^v+.°•^'^`^�*m+^'m^^ �0 N _ ONz O N STORM DRAIN INLET PROTECTION STABILIZED CONSTRUCTION ENTRANCE co o M ____ _-. — _-- _-._— -_ cc NTS NTS J n Q W i j CONSTRUCTION DRAWING APPROVAL Q o rn THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED z PER THE CONDITIONS ON THE TITLE SHEET. c 6Y. 0 o+ City Engineer, CITY OF ARLINGTON s n DATE: 3 THIS APPROVAL VALID FOR 18 MONTHS D�2e0 N SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. I I I I VEHICULAR ACCESS FND. 1/2" BAR & A I z z w POINT(2-WAY) : ILLEGIBLE CAP SHARED ACCESS DRIVE I a a z Ro I AIL S 8 404 E 55' wzz � f 0.00' N89° 06"E - 75'FROM SURVEY a g ' _ N89 _E - 258. 0_M > 0 0 0 - REFERENCE POINT 2" BAR I -- �� `�-- -- - -- -- - - .•.•.• o 0 0 0 0o z z z z JO CAP � :' •.�:• 10'unuTY EASEMENr I I 1 I M y°, o.o...". • RECORD8304040029.F.NO. a a d d 0 G •'`'•'•''I D O O N N LEGEND I I I I R5 r. :. ..'•'- 11 :-: o000 CONCRETE PAVEMENT I 1 CONCRETE SIDEWALK PAVEMENT t I I r s SSUUBJ CNT 1TO h zo N EASEMENT LANDSCAPED AREA I I I �' UNDER A.F. ❑ N rr RECORDED _ CONCRETE CURB I t I� _ No.1157911 z o 'FF o 0 . 01 PROPERTY LINE SIGN AL I I ( 3 PARKING STALLS PER ROW o uy-) PEDESTRIAN PATH ----------® I ' Z ! DRUGSTORE :12 5" 19' -- 30 19' EXISTING BUILDING e I I F�, S C 1 I 14,671 SF '�-.... . ui I I I I to o s LLJ cn © z = W ------------- :►:=: rs: ACCESS TO pgoM !pra.\ S.R.9Q 9 RESTRICRTEDFRO ? ►Y ' I 1 .`.': �'—29.33 f ' - BOUND YT O oD F ` - PROPERTY ? \ BY 30�WIDE SANITARY SEWER ,•(•;-'-;I DOCUMENT EASEMENT TO THE GN OF \ A9 �,�.+. ip io RECORDED ( RUNGTON A.F.N0.9110010458 ; % ;IK - UNDER A.F. 30 �r+�*� �.E1N1SS0EEGRESS,EASEMENT FOR t '•� �a- 92.81' 'k',', N_ry INGR , UTILITIES AND ROAD RECORDED UNDER $ A.F.NO.8911200555 <JaCp � �� - .--.•1 ' v ( I R10' VEHICULAR ACCESS POINT(2-WAY) T " g' 7 1 I � ++ 1 8 � R10' 1 t { Tv, o :- i � P�� N N � 10 R5 E-:•:•:1 1 1 R10' I $U" R10' FND.1/2"BAR& 45' 6' 90 ' ' R22 h L BLE `V .10'LANDSCAPE: 'am .`. . . . . . . . . . . 3 9 a 75'FROM SURVEY 10'2 "E REFERENCE POINT EXISTING ACCESSJ BUFFER °� =r 6', to ' ;:;- _ TO REMAIN — ;•.-. 5 01' N 9'06 O6"E o =a i 1. t• O -SET-MAO NAIL — — — — — — o+ CONCRETE TRAIL-'-`:':•:':':':':':':`:•,:.�:_ z .*ASVtEf�•LS.-ds a — ti — — ��- — _— _— ". Z a 9.©6'D6 E. . .t3�a.57 .. L=38.12' a = �. Z / ® A' R=25.00' O Q J 0 35'FROM SURVEY 30 00' 30'RIGHT OF WAY 204TH ST. i E ��22 1 O" / VEHICULAR ACCESS POINT(2-WAY) Q 00 REFERENCE POINT 5'LANDSCAPE i �mq 5 FROM SURVEY fY STRIP RIGHT IN/OUT amp MINOR ARTERIAL REFERENCE POINT - -- ---��-- -- --�-- + o-o-- -- 25MPH - --- -- -- la r -- - - D Z � U y �18 O6'06"E - 2670.63' A J s ,a> NMI Zt ZU t 0ONZ N o= FND. CON. MON. t-CD J , W/BRASS CAP IN I Z C- Q r GRAPHIC SCALE J$ CASE 9-1989 a'95 20 0 10 20 40 80 Li CONSTRUCTION DRAWING APPROVAL Q tr -- o O rn ( IN FEET ) —"— o THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED i inch = 20 ft. a PER THE CONDITIONS ON THE TITLE SHEET. `o BY. o+ O O City Engineer, CITY OF ARLINGTON o HE DATE: THIS APPROVAL VALID FOR 18 MONTHS 01 STANDARD NOTES SECTION A, TOWNSHIP 318, RANGE 5 W, W.M. REFER TO SHEET CV-1.1 FOR NOTES AND CV-1.2 FOR CITY OF N ARLNGTON STANDARD NOTESm VEHICULAR ACCESS / N N N m o oPOINT(2-WAY) OSHARED ACCESS DRIVEO �CONSTRUCTION KEY NOTES A a � gv~i QA CEMENT CONCRETE TRAFFIC CURB g > o 0 0 U U U U UB TRASH ENCLOSURE, SEE ARCH PLANS FOR DETAILS �> :•;-: o 0 0 0 55' — M. a. .•.•.'.i J J J J 03'81 © ADA STALL W/SIGN, SLOPE IN ADA STALLS AND LANDING a 10,UTILITY EASEMENT d a d a AREAS SHALL BE NOT MORE THAN 2%IN ANY DIRECTION. 1 1 I R30' RECORDED 4D002 A.F,N0. OD STOP BAR N N R40' D rl o o w O NO PARKING-LOADING ZONE(FIRE LANE)PER CITY OF R5' L } o 0 0 0 ARLINGTON STANDARDS. 1 I I QF TYPE 1 CEMENT CONCRETE DRIVEWAY APPROACH 1 I I 116' © CONCRETE SIDEWALK PAVEMENT I 1 104 1 SECTIONSE1i4 ® 1 r. c� • - - • - SSU�BJ CT TO o P o 0 TIE INTO EXISTING SIDEWALK I ' G• • ECORDED N $ < QI STOP SIGN I 0 1 ® t UNDNO.111157911 o o o 11. QJ PEDESTRIAN PLAZA, SEE C-1.1 OK CROSSWALK © LOADING RAMP. APPROXIMATE SLOPE OF 5% D at ® PATTERNED CONCRETE PAVEMENT ! pC ' 0 "NO PARKING" FIRE LANE I DRUGSTORE 00 NOSE DOWN CURB I 1 I 30' 4�IT 14,671 SF MAX HT. = 30.5 LEGEND I I STANDARD DUTY ASPHALT I 1 I 1� ``� • -' �jQT�Ix CONCRETE PAVEMENT CONCRETE SIDEWALK PAVEMENT LANDSCAPED AREA I N ACCESSR 9 ToIF 11 1- 1 3,a E 29.3' ,• FROM(EAST O CONCRETE CURB I 1 BOUNDARY �s fig C-8.0 PROPERTY LINE — — 30�WIDE SANITARY SEWER \ yty,2,.,,;..- _ -�•••.•:I PROPERTY<n . . . . . . . . . BY r EASEMENT TO THE CITY OF `�'.: - ARLINGTON A•F.N0.9110010458 \ ° ` �^ , SIGN i C DOCUMENT RECORDED j.: - NO 1140278 ^-e G 30'WIOE EASEMENT FOR :I UNDER A.F. y un tt PARKING STALLS PER ROW ® 1 NGREss.EGRESS,uTILITIEs •� : : AND ROAD RECORDED UNDER K 6 '-. ,. A.F.NO.8911200555 PEDESTRIAN PATH ���®�®o®®a� ®� 0 ,a � � ® •. . . . . / LL a EXISTING BUILDING R10' �� A O . . . •' N e I R10 R20 ---1 9' PARKING DATA M REQUIRED PARKING(DRUGSTORE) REQUIRED RA110: 1/400 SF BUILDING AREA ��`;: 5 0 R5' Q 3mv REQUIRED STALLS: 37 SPACES R10' I - A R10' ' °. . � PROVIDED PARKING -:-:•.•.•. .•.•.•.-. •: •�•.•:•.•:•.•:•: G #, R22' STANDARD STALLS: 58 VEHICULAR ACCESS' :•, _ ; ACCESSIBLE STALLS: 3 0 rn3 I POINT(.2.-WAY) -O : 6 30".._TOTAL STALLS: 61 O :-POINT 2 — — — o STALL DIMENSIONS STANDARD STALL: 9'X19' - _ ik T'" — - - - _ a c D — — �-�-r I'� ;�44 zEj PARKING REQUIREMENTS H f:: : . :f:.:: , G H o coZ z 5 MINIMUM PARKING REQUIRED 1 SPACE/400SF BUILDING EXISTING ACCESS �� 204TH ST. NE 14,671 SF X(1/400) = 37 STALLS TO REMAIN _ VEHICULAR ACCESS POINTS2-WAY) __ og -_ __ __ __ __ Z REQUIRED - -- -- -- -" -- -- - - �RIGHT IN RIGHT OUT N z 0- PARKING PROVIDED = 61 STALLS PROVIDED $off N MAXIMUM COMPACT STALLS 20%OF STALLS �� Q ~C4 N PARKING STALL DIMENSIONS Roy N REGULAR STALLS 19, X 9' O o J^Q COMPACT STALLS 15'X 8' ADA STALLS 8'NODE, 5' ACCESS AISLE CONSTRUCTION DRAWING APPROVAL c( Q MINIMUM TREE SHADING 20%OF PARKING AREA Q THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED i ° GRAPHIC SCALE PER THE CONDITIONS ON THE TITLE SHEET. o O ° BN 20 0 10 20 40 BO City Engineer, CITY OF ARLINGTON c i ( DATE IN FEET ) THIS APPROVAL VALID FOR 18 MONTHS N 1 inch = 20 ft. SEC11ON 11, TOWNSHIP 31 S, RANGE 5 W, W.M. C 4 m O O N N n N Z 'gip d W W � g N Z¢ Z Z Z y d :!Ccd U U U U ¢ d • d did d n. r r r LARGE DIAMETER 000 � N � o'000 QUARRY STONES 10 `Z �IN M M -_ — w w LARGE DIAMETER 4, o $ o 126.35 Y QUARRY STONES w W p N ''s J 127.85, J J ACCENT RIVER ROCK w W W w WI y BORDER `ACCENT RIVER m ROCK(TYP.) d ° 6.35 127.90 SCORED CONCRETE/STAINED 127.85 '4I AND EXPOSED AGGREGATE J SCORED CONCRETE 7 �P w •,`3• J. (TYP.) 04`��tio w - 128.15 _ 127.90 ... - 129.65 •^ '� _ •., +.;;� _ _ '!'` STAIRS 18" TREAD WITH 6" • ( .e -�-- RISER TYP.) v BENCH i:....,.• : .:..' = 29.75 �s - - 128.15 J� J •L J' W W O m —�_129.65 — - 129.72 v ENTRY CAPS (TYP.)� / EX 129.65 129.36 ENTRY CAPS AND STAIR BORDER s BENCH _ _ _ _ _ _ - - — — — y 129.58 - — — — — — — — -129.28— — — — — — EX - - — - - - - - - - a� �LL PLAN VIEW M � m 'Y N "p g v r"e Z Q ^4 0 W a- L r Z Q o I- �i Q ONZ Q SECTION VIEW C,3 C.J CC Z 'T Q W � J � i CONSTRUCTION DRAWING APPROVAL Q w GRAPHIC SCALE THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED 5 0 2.5 5 10 20 PER THE CONDITIONS ON THE TITLE SHEET. `o BY: 0 IN FEET ) City Engineer, CITY OF ARLINGTON N - I inch = 5 ft. DATE. a STORY PHOTOS THIS APPROVAL VALID FOR 18 MONTHS cAr i SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. a o o v`5 V N N Z / J Z C J QQQQ IZ d d d oo 10' 55 — h n UTILITY EASEMENT RECORDED UNDER A.F.N0. `\ 1 R40 11 8304040029 I R5, o o I I 47, o000 2 I { I I I I J� ® ` I S1/2,SE1/4 SECTION 11 I N"'TTT 1 SUBECT TO P.U.D. EASEMENT RECORDED I 6 0 o UNDER A.F.NO.1157911 I i I L � I \z o I I I f DRUGSTORE 8.5' 191 30,—►I 19' I I o 30 14,671 SF I " I I I EXISTING BUILDING FOOTPRINT I �� MAX HT. = 30.5' I } gm 30' cn } = I �o4�t°�• � r I I ACCESS TO S.R.9 x I f 29.3 RESTRICTED FROM EAST _WIDE SANITARY SEWER BOUNDARY OF PROPERTY IEASEMENTTOTHECITY — IY DOCUMENT RECORDED ARLINGTONA.F.N0.9110010458 I UNDER A.F.NO.114027830'WIDE EASEMENT FOR INGRESS,EGRESS,UTILITIESD ROADRECORDEDUNDERA.F.N0R10' r�m� I odaEU 1R10o R10'I �F az R1R5'oo27 VEHICULAR ACCESS w� R2aL— _IPOINT(2-WAY) iv — 6_EXISTING ACCESS WORK ZONE IT1 — — — — — — 0 - - - - L - - - - - - N — — — TO REMAIN —— — — — — — — — — SIGN PER MUTCD n Sn STANDARDSR 9-it o SIGN PER MUTCD �� ~ 24" X 18" CONSTRUCTION FENCE VEHICULAR ACCESS POINT(2-WAY) ICp ST. NE STANDARDS R 9-11A 24" X 12" E -- - - -- -- -- -- -- -- (RIGHT IN/RIGHT OUT) -- -- -- -- -- - - -- ---(-- -- -' O O I $ ^• I as N O o w " 3 z N w z O o- N I" z< o' Cocc 0 0 p J U M Z CJ Q a j CONSTRUCTION DRAWING APPROVAL Q GRAPHIC SCALE THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED `o 30 0 15 30 60 120 PER THE CONDITIONS ON THE TITLE SHEET. BY: 0 City Engineer, CITY OF ARLINGTON ( IN FEET ) s 1 inch = 30 ft. OATE: f] THIS APPROVAL VALID FOR 18 MONTHS 0i SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. REFER TO LG MNG DETAIL SHEETS 1 � f a FOR LKKViT SPECIFICATIONS I I M N maoN VEHICULAR ACCESS — �- { .`.':•.���:-..:•:`'..•.:-.:.`.I III III I j Zr 0- �N0w POINT(2-WAY) SHARED ACCESS DRIVE ww O O U 55 TY EASEMENT RE10'UTILI CORDED UNDER A.F.N0, 8304040029 R40 p cl R5' A E : 104' S1/z SE1/4 SECTION 11 SUBJECT TO V �NoMzoJa o f-- P.U.D. I O N I I I EASEMENTUNDER A.F. ^z o I I ERECORDED II® ® N0.1157911 f ' CONSTRUCTION KEY NOTES DRUGSTORE k =LL i 30'—�T�19' �pT ® LED AREA/FLOOD LIGHT POLE I 14.671 SF I i f MAX HT. = 30.5' Q 96°BOLLARD LED PATHWAY LUMINAIRE I I I 1N © 42'BOLLARD LED PATHWAY LUMINAIRE 4 A i I 2?tet DO LED CANOPY LUMINAIRE i I I 12 EO LED SECURITY WALL MOUNT LIGHTS I I I ' © :.f_.;:': 2 I S A ACCESS TO LEGEND ; E ::=. BFROM OUNDASD RY CONCRETE PAVEMENT I ) aei' D3� :':1 PROPERTY 30 WIDE SANITARY SEWER BY EASEMENT TO THE CITY OF .'�`.`.'.i DOCUMENT CONCRETE SIDEWALK PAVEMENT ARUNGTON A.F.NO.9110010458 RECORDED UNDER•�• A.F.' '-• NO.1140278 ( ro LANDSCAPED AREA 30"WS,E EASEMENT FOR S, INGRES EGRESS,UTILITIES l LL S AND ROAD RECORDED UNDER CONCRETE CURB A.F.N0.8911200555 � � �"�� � � �� �..`� '• I PROPERTY LINE PARKING STALLS PER ROW o ® I II II I N T N oo \\\ 10 R20' EXISTING BUILDING R Nl N BUL11 0b o jj(�.::-.LL•::LL:-a 11 � I �� 0 R101 ' R10' 9j 10 R5' __ I# VEHICULAR ACCESS'•'- '•'- '•'•;•;Q+y • • • • • • -,• POINT(2-WAY) s. . . --- I — - - - = s — — — W v 3 f Z I .: o ° S�Q F N EXISTING ACCESS VEHICULAR ACCESS POINT(2-WAY) � � 204TH ST. NE s TO REMAIN (RIGHT IN/RIGHT OUT) — oil — —— Q N Z Z_ -- - -- - - -- -- -- — $;5 -- -- - - - - — -- - - -- - - co M Z=9Z O �Q J s Q j CONSTRUCTION DRAWING APPROVAL Q GRAPHIC SCALE THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED z 20 0 10 20 40 BO PER THE CONDITIONS ON THE TITLE SHEET. pq i 0 BY. c ( ) eer,City Engin , CITY OF ARLINGTON IN �� 0 1 inch = 20 ft. DATE: 3 THIS APPROVAL VALID FOR 18 MONTHS C-1 4. vi STRUCTURE TABLE SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. # TYPE RIM IE IN IE OUT \\ II TC121.5 O TYPE 2 CB* 124.7 116.3 116.3 I I 1P 121.0 I I i TC 126.0 1 I g n v - I TC 122.0 TO 125.5 CD CD N O2 TYPE 2 CB* 124.5 116.3 116.3 I TP 121.5 TC 124.6 r w w O O3 MODULAR WETLAND 122.8 118.5 117.2 I I AIL TP 124.1 3 11 l j I I w z z ,� TC 124.4 I I I I1 aw� wg Q TYPE 1 CB 122.0 118.E 118.6 I \ TP 125.3 / TP 123.9 1 IIII s z ' \ !� 2 7? v // TO124.2 IIII � 000 Qs TYPE 1 CB 123.8 120.E 120.6 1 20 - - - - zt >t - -- �= - - - - - � 21 TO 124.2 I TC 122.0�r SD SD SD SD SD TC 124.6 I V I I 5 s TYPE 1 CB 125.3 121.2 121.2 S 1 _�4 5 / 3 i TP 121.5 20 s I 3 ss �s z ss ass s- - ss-ss ss 2�, TP 124.1 O7 TYPE 1 CB 124.6 -- 121.6 I i l LJ _ / -- - - 6"RDL-I- __ I TC 124.8 1 1 I to TYPE 1 CB 124.5 -- 121.5 4 TC 124.7 r 3 ❑- -w-w w--�- TC 124.8. a TP 124.3 t ( 1 TC 125.8 r_ ----- - I9\ TP 124.3 TC 125.0 TC 122.5 1 ti TO 124.2 __I _ / 1 TP 125.3 I A IE= 118.4 ---- TP 125.4 / I 1 I n 20 TYPE 1 CB 121.8 118.8 118.8 TP 121.0 I� 1 TC 125.0 1 1 I I !�• 13 1P 124.5 i i i N o N M rn 2t TYPE 1 CB 123.8 120.8 120.8 I I �, N TP 124.5 / 1 126.0 TC i26.0 IE= 1206i A I I I w-- W-w' I I I I I y I A TC 125.2 ti N N / 1 TC 125.2 I I I 22 TYPE 1 CB 124.7 -- 121.7 IN \ - - ✓ TP 124.7 1 TP 125.5 TP 125.6 H I I I i z i 1 / \ TP 124.7 o TC 125.7 TC 126.0 5 I I NOTE: I / i I �� 1 ( TP 125.2 TP 125.5 TO 126.0 I I TP 125.8 I t i iy = o ASTERISK DENOTES SOLID LID; ALL OTHER I n TC 125.6 1 1 ns-1 z3-- I J TP 125.2 11m =126.0-- 22 I I I I o o o STRUCTURES SHALL HAVE OPEN GRATES `' I / \ j T�12®(® 1 ; N TC 125.7a _ _ _ /TIC 125 a /❑ 1 I I I PIPE TABLE /I \ I 1 TC 125.4 IE RDL I /� \ i i 1 1 TP 125.4 IE= 122.0 i 1 I I I # DIA(IN) L(FT) SLOPE(FT/FT) MATERIAL I I/ \ TC 125.8 1 1 8"RDL 1 � / // \\ N, TP 125.3 1 IE= 121.0 IE= 122.06 A 1 1:��) 2 12 14 0.000 HOPE I 1 1 \ 1 1 2 I N I 1 1 1 I ❑ ,26.D DRUGSTORE I� 7 /b II J 0 12 74 0.012 HOPE 1 11 I \ 1 1 1 12 10 0.010 HOPE I ; ;I \\ i i ; 14,671 SF 126.0 \ I ti TC 125.7 1 TP 125.2 I ?s, 1 1 \ I 1 1 TO 125.2 I TP 125.5 ❑5 12 199 0.010 HOPE I I I I / / \ i I j FF 126.0 ) , 1TC 125.8 TP 125.3 i TC 126.0 /i%l� 126.0 I1` 125.3 / ^7 6 12 128 0.005 HDPE I I I l I IE= 122.22 A 1 -I - -RIDGE - ////�III \ 4 - ; 1 /////>x X Q 12 80 0.005 HOPE \�\ j II \\ 1 ' , I 8 TC 126.0 1012 65 0.005 HOPE \ I I 126.0- -J 1 i 1P 125.5 5 I I 126.0 20 12 10 0.010 HOPE I I�/I TC 125.3 to TC 125.4 o TP11251.3 ❑ II 1 I TP 125.4 ,ti5 11111 .L 2t 12 272 0.007 HOPE III \ TP 124.8 I /' 22 II I I I TC i \ TC 125.3 125.8 I 22 12 141 0.006 HOPE I I I/ �\ \ TP 124.8 IE_ ,23.00 A 126.0 T' 125.9 9 1�TP 125.3 III' -7- 8 �� IE= 122.49 A TC 126.0 c' I ' I I r / �■ 126.0 126.0 TP 125.5 CLEANOUT TABLE i p 'i l /� �� 10 IIII °f``s �e� ---- I TC125.9, � 125.3 # TYPE IE I I\\ TC 125.8 125.8 TP 125.9 TP 125.4 \ TC 125.8 \ v TP 125.3 �r- I I �i CLEANOUT TO GRADE 117.85 I N \ 11 \\ ~ 125.8 TC 125.6 �I , z TP 125.3 _ TO 125.15 TC 126.0 III O2 CLEANOUT TO GRADE 120.80 / it �I \\ TC ,25.9 ` �� 125.7 TP 125.1 > TC 125.9 TP 125.5 I LEGEND TC 124.6 TC 125.0 TP 125.4 / - - TP 125.4 3 CLEANOUT TO GRADE 118.38 I I /I TC 124.7 TP 124.5 TC 125.8 \ / \ TC 125.8 12 6 RDL 11 I ___ // TO 124.1 TP 124.2 TP 125.3 _ / 125.4 'TP 125.3 TC 125.8 TC 125.6 ! EX. CONTOUR --�#----- ® CLEANOUT TO GRADE 120.57 / I N /I l OAN i - O TC 15.3 TP 125.3 1 TP 125.6 _ + PROPOSED CONTOUR XXX O5 CLEANOUT TO GRADE 121.69 i I Sp BC 125.2 TC 125.9 10 �125_9 I \ I SPOT ELEVA11ON xxx.xx� s \ TC 125.4 7 TP 125.4 1z TP UNLESS OTHERWISE NOTED z © CLEANOUT TO GRADE 121.95 ( ' u ❑ ❑7 SD- . O( // TC 126.2 ' \I STORM DRAIN PIPE -So TC 124.7 TC 125.0 \ TP 125.4 TP 125.0 - - TO 125.6 TP 125.7 CLEANOUT TO GRADE 122.01 /[TP 124.2 / TP 124.5 \_ / ROOF DRAIN LEADER aQ x < I / \ �ti TC 126.0 --124 __ _"TC 125.7 % 8 CLEANOUT TO GRADE 122.17 �" l I I \� TP 125.5 - - - / A I / (6"PVC, 1%SLOPE � ---►-- � �M 0 0 _ TC 126.3 / TP 125.2 3 7I v B TO 125 8 TP 125.4 ?S e TC 126.2 ° + �/ UNLESS OTHERWISE NOTED) O9 CLEANOUT TO GRADE 122.44 TP 125.7 TC 125.8 %'�2 TO 125.7 2 / /------ TP 126.2_ --�. \ N TO 125.3 -/ o _ 10 CLEANOUT TO GRADE 122.58 - \ti - - - - - 6 TC 126.1TC TP 125_3 / I %j GRADING RIDGE - -Rea- - 'TC 126.4 / 126 TP 125.6 / �' TP 125.9 -5 TC 124.65 - - T - - - - r - _/ / GRADING VALLEY -VALLEY- - Z 11 CLEANOUT TO GRADE 122.70 I " I TP 124.15 TP 126.4 i 1P 126.40 TP 126.60------ = _ - -_ - - N ,2 CLEANOUT TO GRADE 122.87 _ - - - - - __ -___ - - - -_� - - - - - GHP CHAMBER UNIT O s _ _ _ DETENTION STORAGE OH OHP OHP _ _ - OH OHP OHP ___. OHP W TP Pam- _ - / / ,, - --1- \ ISOLATOR ROWPRE-TREATMENT F- W cN'J '' I SD SD SD O \ Z Q Q STORMWAIER TREATMENT ® 3 TOP SOLID LID ce-125.2s I// / ! I ( // O FACILITY O Z c INV.8"PVC S.=121.45 �`0 TP 126.4 N TO'N� LID CB=128.84 9 ��O ® / INV.8"PVC W.(CAPPED)=121.33 TP 125•8 79P S D LID CB= 6.33 SPEED/LIMIT SIGN P;V' PVC 5.=124.89 y /°ry TYPE I CATCH BASIN ■ y - J - INV.8 P W.(OIL/WATER / a / TC 125.$ / INV 8"PVC S.=1 3.10 / I S ARATOR=122.54 / • �~ o 2lm1 - - =NV 8"PVC E.=1 zss - _ _ /__ _ __ > �i -_ CLEANOUT TO GRADE(CO) Z O(� 0 INV.8"PVC N,121.38 TP 126.1 A' \ TYPE II CATCH BASIN Q Know what's below. '^�- - INV.8"PVC S.=121.63 G.T.E. VAULT - TC 126.1 204TH ST. NE \\ -- i c J N Call before you dig. ��----- - ss-e ss ss s ss ss -----ss ss \n \ 0l ss ss �- EXISTING BUILDING �Q 0 j SS ---TOP SOLID LID CB=124.75 125.81 INV.W PVVCC NB 123.08 ' 1\ \I I \\ :^ Z FL INV.8"PVC S.=122.97 1 IN� =125.58 EARTHWORK QUANTITIES DETENTION DATA ^^ "^ ^ CONSTRUCTION DRAWING APPROVAL Q G 0 TOP SOLID LID CB=125.86 I GRAPHIC SCALE EARTHWORK VOLUMES SHOWN BELOW REPRESENT THE DIFFERENCE DETENTION SURFACE AREA = 2,645 SF THIS PLAN SHEET HAS BEEN RENEWED AND APPROVED C� BETWEEN FINISHED AND EXISTING GRADE SURFACES NTH NO DETENTION STORAGE REQUIRED = 8,712 CF 20 o to 20 4o ao PER THE CONDITIONS ON THE TITLE SHEET. o ADJUSTMENTS MADE FOR SURFACE PREPARATION REQUIREMENTS DETENTION STORAGE PROVIDED = 8,766 CF \ I BY, OR SUBGRADES. THE VOLUMES ARE APPROXIMATE ONLY, AND ARE NUMBER OF UNITS = 49 ss ss ss ss City Engineer, CITY OF ARLINGTON / ( IN FEET ) NOT TO BE USED FOR BIDDING PURPOSES. 1 inch = 20 Yt. DATE. i CUT: 300 CY FILL: 4,500 CY NET: 4,200 CY(FILL) THIS APPROVAL VALID FOR 18 MONTHS 1ii CONTRACTOR NOTES I EXISTING SSMH SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. RIM = 120.31 MONITORING MANHOLE 1. ALL FITTINGS TO BE"MEG-LUG" TYPE RETAINED IE=114.17 6"SANITARY SEWER TO JOINT PER COA STD. 4-1.10& 4.2.06 1 CONNECT TO 8"FIRE PER COA 5-1.17, BE REMOVED EAST OF BUILDING h 2. ALL BELL GASKET TO BE"FIELD LOC." TYPE STA 0+50.0 HYDRANT LINE RIM = 125.2 CONNECTION II w w PER COA STD 4-1.10& 4.-2.06 I I sSCO 6"SS 1 - 8"x6" TEE STA 1+50.0 IE OUT= 119.05(W) a CD z w NEW 224 LF OF CAP END PER SSCO 6" SS O CONNECT TO EXISTING 6" WATER MAIN(EAST) moo z IEIN = 119.15 S � aa - i - 12"x6" TEE W TIE-BACK BLOCK COA DETAIL W-160 F 1 6"SS®2.0% 2- 12" GATE VALVE t c KEY NOTES I e , - 6"GATE VALVE a 3 CONTRACTOR TO CONTACT GAS p o 0 0 OA CONTRACTOR TO VIDEO INSPECT EXISTING SEWER AND 4 A OF EXISTING 4" GAS LINE 2 COMPANY REGARDING THE LOCATION a o 0 0 SURVEY INVERT ELEVATION PRIOR TO DEMOLITION OF C-5 0 I A H Z z z Z g Q Q Q EXISTING BUILDING. IF EXISTING SEWER IS ACCEPTABLE TO ENGINEER, EXISTING SEWER WILL BE USED. ( SD SD so sD SD SD SD SD-SD a a a B CONNECT TO EX WATER I i"IRRIGATION \\\\ O -Ss SS-SS-Ss R18" FIRE HYDRANT LINE I eo u o o N RELOCATE EX POWER POLE. COORDINATION WITH -SD- TEE I o 0 0 0 © SNOPUD TO CONFIRM POINT OF CONNECTION. -W \ w w w w w w w w w w 1- 12"x8" w DDCVA IN VAULT PER COA g r M M QD 6"FIRE DEPARTMENT CONNECTION I W E STD DETAIL W-100 NEW FIRE HYDRANT ASSEMBLY PER COA DETAILS W-010, W-015 I I w N w 3 6"FIRE LINE Q I G NEW 23 LF OF i- 12"x6" TEE AND W-020 I o 6"FDCI 6" SS®8.OY. 1- 6" GATE VALVE I o N QF 6"FIRE LINE POINT OF ENTRY. I LINE F i" DOM. METER iD c� T 6" DOMESTIC CONNECTION I m ryrn 6"FDC 0 1- 12"x 6" TEE G 1"DOM WATER POINT OF ENTRY 5 I CALCULATED I IE- 12183 I SANITARY SEWER 1- 6"GATE VALVE I o o o O POINT OF ENTRY G RPBA INSIDE BUILDING PER COA DETAIL W-120 C-7.0 I I EXISTING 8" SS ') POINT OF ENTRY 1- 6" x 2"REDUCER QH NEW IRRIGATION SERVICE I 'IE= 1i3.55 MIN IE�121.0 ® � Np.1157911 I 5?CONNECT TO EXISTING SEWER PER - o (D SANITARY SEWER CLEANOUT C-5.0 I I DETAIL 2 SHEET C-5.0 I PROPOSED 12" WATER MAIN I o 4 N g W O 2" DOM WATER STUB. EXTEND 5 FEET FROM I ' I N L I PAVEMENT. CAP AND MARK. SSCO -4 KO REDUCED PRESSURE BACKFLOW ASSEMBLY I I I CAP AND MARK I © PROPOSED i2" WATER MAIN 70LF6" SMIN IE = 120.0 QM CONNECT WATER MAIN I A I i DRUGSTORE r N EXISTING 4"GAS LINE TO REMAIN I 4oQ��oe NO NEW TRANSFORMER ( ss 14 671 SF 1 I I FFE = 126.00 UTILITY LEGEND ( CALCULATED I EXISTING E I MONITORING MANHOLE TO BE INSTALLED UNDER WATER LINE W I I IE1= 112.47 SEPARATE PERMIT SANITARY SEWER LANE ss I�® I ! �~ 6 I y 1 POWER LINE(2-4"PVC) F I I 282 LF 12" WATER _ 1 ACCESS TO GAS LINEG 2 �X I I F RESTRICTED I �oXjfe Qa° FIR M FIRE HYDRANT Ak C-7.2 1 /° �� I BOUND RYT I ? w I oo OF AND MARK ® I I PROPERTY I N 8 30 WID SANITARY SEWER \ I I I DOCUMENT FIRE DEPARTMENT CONNECTION 5 6 EASEME T TO THE CITY OF TELEPHONED&ELECTRIC RECORDED N ry ARLINGTO A.F.N0.91100,0458 CONDUITS UNDER A.F. \ I�, I N0.1140278 THRUST BLOCK 1'2 I I �~ G-7.1 Y 30'�W� EASEMENT FOR FLL INGRESSpEGRESS.UTILITIES AND ROAD RECORDED UNDER WATER VALVE N 3 A.F. o.8911- C-7.1 UTILITY XING EXISTING 4"GAS 3 12"SO IE= 121.32- J \ UTILITY XING SANITARY SEWER CLEANOUT LINE TO REMAIN C-5.0 2"DOM = 123.0 12" SD IE= 121.32 I = SANITARY SEWER MANHOLE 6"FDC LINE IE 123.0 I I I SD a g i WATER METER C-7.0 0 \ s0 SD BACKFLOW PREVENTER ® 1 2 i m o" c I e I I 0 a M� I I g PROVIDE VERTICAL BENDS FOR 7 LF 12"WATER N BLOWOFF ASSEMBLY GRADE ADJUSTMENT o 3 2-45'12"BENDS �A 1 GAS 2"DOMESTIC z 1"IRRIGATION, CONNECT TO EX. GAS / o I MAR GAS METER ® DCVA ILI NEW FH SERVICE QGj 31 LF 12" WATER j C 7.0 N SEE SHEET C-3.3 - - - - - - j E M TELEPHONE(2- 4°PVC) -T I FOR 204TH C _ _ - - - - - - - - - W WATERMAIN - - - - - - - -- -___�- - - - - - - - - - - OHP s,c�LA C OHP OHP O ELECTRICAL TRANSFORMER ❑T - - - - - - - __ VAULTS _ 1 EXTENSION 0HP p OHP 0HP W N OH �nr OHP OHP P - -�--- � - C _ - - -1 - 12" 45'BEND - - -' - 3 EXISTING BUILDING _ - - - - - - - - = - - - - - -- ;,� ?� Z i w --sue- sD so B I =vv Z c N W W roP soup LAD ce=1z5. �^ I 1 - 12" 45'BEND I I 0 0 121 LF OF 12 WATER NV.8"PVC 5.=121.45 91 LF OF i2" WATER i 130 LF OF 12"WATER T"'`o L'^ Zj w INV.8`PVC W.(CAPPE) "'"" TOP S LID LID CBa128.33 SPEED L1MIT SIGN 15 LF OF,2"WAIER "P 4O LF CF 12 WATER ,... ? W.(tNl/WAILR EXISTING SSMH 1 - 6 X 12" TEE � IN B^PVC s=123.10 - O C-4 Z J - INV 8"PVC E.=122.99 SE ARATOR)=122.54 I�- - J p- _RIM = 124.83 1 - 6"GATE VALVE 5 ® -. 1-P.-.­1 8-rune-- 5H- -- - - - -- -- -- -- - -CO IE=110.13 Nv s"PVC N.=121.38 1 - 6" X 2" REDUCER //� CONNECT TO WATER AT EXISTING 10"x12"CROSS z" INV.a"PVC S.121.63 - - """ 204TH ST. NE 2 - 12" GATE VALVE ss ss------c^� I Z Know whaPs below. 5S ss ss s SS ss 6 -ss TOP s� ss ss ss i - 10"x12"REDUCER(SOUTH) � TOP SOLID LID CB 124.75 wv a^P1" u_ ,^" .__ i' CONSTRUCTION DRAWING APPROVAL Q Cali before you dig. LLL GRAPHIC SCALE T_ THIS PLAN SHEET SHEET HAS A BEENNS REVIEWED A DSHEPROVED o SEE CV-1.2 FOR CITY OF ARLINGTON STANDARD CONTRACTOR TO ADJUST MANHOLE RIMS AND GATE 20 0 10 20 40 80 NOTES. SEE CV-1.1 FOR GENERAL NOTES. SEE C-3.1 VALVES OF EXISi1NG SiRUCTURES TO FINISHED GRADE. BY, o FOR SEWER PROFILES. C-3.2 FOR WATER LINE City Engineer, CITY OF ARLINGTON y PROFILE DATE, c ( INFEET 1 inc = 20 Et. THIS APPROVAL VALID FOR 18 MONTHS i Gi SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. m 0- 0- N z U I d W w EXISTING SSMH - RIM = 120.31 {7 I I IE=11417 MONITORING MANHOLE 6" SANITARY SEWER TO CONNECT TO 8"FIRE PER COA 5-1.17. BE REMOVED EAST OF BUILDING I STA 0+50.0 HYDRANT LINE RIM = 125.2 CONNECTION SSCO 6" SS 1 - 8"x6" TEE STA 1+50.0" IE OUT= 119.05 (W) NEW 224 LF OF CAP END PER SSCO 6 SS IE IN = 119.15(S) ^ ^ ^ ^ COA DETAIL W-160 6"SS®2.0% Q0 0 0 0 UTILITY LEGEND -- WATER LINE W SANITARY SEWER LINE ss 0 0 ! --SSD- SD1+00 - sD .----- --- - --sD-- -sD-. - - -SD SD ---sD---------SD-- 2+00 3+00+05Ah ;,N\ POWER LINE(2-4"PVC) I o 0 FS—S Ss as GAS LINE G —---SD---- --- — — -- — — — _ _ — — — ^ o 2 I W W, Ww Ww Ww Ww W FIRE HYDRANT - o A6"FDCI ARE DEPARTMENT CONNECTION + C5,61 I I NEW 23 LF OF `1 1,2 I I N PROPOSED 8" WATER MAIN 6" SS®SA7THRUST BLOCK T s"FDc ® ®WAIER VALVE N I POINT OF ENTRY GEXISTING 8"SS �I PONITAOF ENTRYIE= 121.83 jIIEC = 113.55 - MIN IE= 121.0SANITARY SEWER CLEANOUT I CONNECT TO EXISTING SEWER PER ®SANITARY SEWER MANHOLE DETAIL 2 SHEET C 5.0 ( NEW TRANSFORMER C-5.0 w�.rolg �`S WATER METER G' D PROFILE KEY PLAN BACKFLOW PREVENTER H: 1"=20' BLOWOFF ASSEMBLY CA C 1 V. 1"=5' GAS METER ® a- 3 DCVA TELEPHONE(2- 4" PVC) —T — 130 PROPOSED GRADE 6" SANITARY SEWER TO ELECTRICAL TRANSFORMER BE REMOVED EAST OF BUILDING T EXISTING GRADE I $ CONNECTION m EXISTING BUILDING ems. 125 __ - PRO g — _ - - — — 120 -- -- ----- EXISTING 6" — N 115 -- --- _— -- — ----- ----- ----- -- i SEE CV-1.2 FOR CITY OF ARLINGTON STANDARD o NOTES. SEE CV-1.1 FOR GENERAL NOTES. W 110LU —I �- lL a CONTRACTOR TO ADJUST MANHOLE RIMS AND GATE CD O 3 n VALVES OF EXISTING STRUCTURES TO FINISHED GRADE. z Z Ir 3 G z �3 v 3W W L ZWg V1 QvO�U m�O Z mNO II O•-rn O,-v oiat- Z Q U NOZrZo°O Z Z y ® ¢N m II F N ¢O II ¢ tI ¢Z O z 3 I� 0 o W O CMV NN W F-W V1(n N N N W W U z W •+ N Know what's below. 0+00 0+25 0+50 0+75 1+00 1+25 1+50 1+75 2+00 2+25 2+50 Z`, aC Call before you dig. i CONSTRUCTION DRAWING APPROVAL SIDE SEWER PROFILE a � � THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED GRAPHIC .SCALEH: 1"=2O' PER THE CONDITIONS ON THE TITLE SHEET. 2-0 20 0 10 20 40 80 V. 1"=5' BY.. .o City Engineer, CITY OF ARLINGTON rn ( IN FEET ) DATE: i 1 inch = 20 ft. THIS APPROVAL VALID FOR 18 MONTHS i SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. o II I I mo � N A V O+ W Z 2 oaf I TY 9 i ? 000 �NN T T T T T T T T T T U U U U A ZI tOP ( I I PROVIDE VERTICAL BENDS FOR as as as as as ¢ ¢ ¢ ¢ U U U U GRADE ADJUSTMENT ¢ ¢ ¢ ¢ �sQ 2"DOM. SERV 282 LF 12" WATER PROPOSED 12" o o N 7 LF 12" WATER WATER MAIN 1"DOM. METER M1 2 - 45'12"BENDS ooao 1+QQ 2+00 c w 6" DOMESTIC CONNECTION w w w M1 zo N 1- 12"x 6"TEE' CONNECT TO EXISTING 6"WATER MAIN (EAST) 9 1- 6" GATE VALVE —1 - 12" X 6" TEE W/TIE-BACK BLOCK N CONNECT TO WATER AT EXISTING 1- 6" x 2" REDUCER o GATE VALVE = �N M1 z o 10" X 12" CROSS 6" FIRE LINE 2- 12" o 0 2- 12" GATE VALVE 1 - 12" X 6" TEE y 1 - 6" GATE VALVE 1 - 10" X 12" REDUCER(SOUTH) 1 - 6" GATE VALVE Is&a5d ozm <a+°imAay'a zc: UTILITY LEGEND _AA 9 o g.m } ooIDDCVA IN VAULT PER COA'D o f oz A Amo Ll T; STD DETAIL W-100 m i" IRRIGATION WATER LINE W ( I I T�� z 8"FIRE HYDRANT LINE ° 1 - 12" X 8" TEE SANITARY SEWER LINE SS � r POWER LINE(2-4"PVC) P HIGHWAY 9 GAS LINE m FIRE HYDRANT V't•d�1g FIRE DEPARTMENT CONNECTION CS'71 r� PROFILE KEY PLAN "' THRUST BLOCK i C� 1 L SCALE: V = 20" Qb�'gd WATER VALVE N C 7.1 �+R SANITARY SEWER CLEANGUT 135 4� SANITARY SEWER MANHOLE C WATER METER 1'2 PROPOSED GRADE C-7.0 BACKFLOW PREVENTER ® 130 °m EXISTING GRADE BLOWOFF ASSEMBLY Cf GAS METER ® EXISTING WATER LINE . DCVA ® C-7.0 125 _ u —A— — — — EXtSTING WATER MAIN 28OLF TELEPHONE(2- 4" PVC) T T— z ELECTRICAL TRANSFORMER Q Q1. EXISTING BUILDING PROPOSED 12" WATER M 120 AIN 282LF p 3 M1 - — PROPOSED 12" WATER LINE N � M1 M1 J U� II II Z II II c, w r2 a05 N CON FUW O � J N P= W G W WNWN� . M c>m+ O N N O W�NZ W NZ W Ni00U OU ¢ = dozQWZ .e &Ne�; j a. 0+00 0+25 0+50 0+75 1+00 1+25 1+50 1+75 2+00 2+25 2+50 2+75 Co Z o�0 a WATER MAIN PROFILE o C z a N I H: 1"=20' 06 N rc 0- Know what's below. Call before you dig. cc CONSTRUCTION DRAWING APPROVAL Q 3 0 o+ THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED a GRAPHIC SCALE PER THE CONDITIONS ON THE TITLE SHEET. 20 0 70 20 40 80 er. o SEE CV-1.2 FOR CITY OF ARLINGTON STANDARD NOTES. SEE CV-1.1 FOR GENERAL NOTES. city Engineer, CITY OF ARUNGTON ( DATE IN FEET ) . C-3.2 j i inch = 20 ft. THIS APPROVAL VALID FOR 18 MONTHS SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. 1 13 W 15 W ig Z z z moos _ � � iC z a w w W Q W o000 CONTRACTOR INSTALL NEW 12" WATER LINE I W z z z z ASSUMED 0 THREE(3) FEET SOUTH OF RIGHT-OF-WAY LINE. 1 W RIGHT-OF-WAY LINE CONTRACTOR TO HAVE RIGHT-OF-WAY STAKED PRIOR TO Z APPROXIMATE LOCATION OF CA N 72ND AVENUE NE INSTALLATION OF WATER 1 Z f t~p n h 706 LF OF 12" WATER J o o M o ASSUMED RIGHT-OF-WAY LINE Nv. - - � - - (CON'T TO EAST VIEW) END OF SURVEY LIMITS a � o N � � CONNECT TO EXISTING 12" WA 204TH ST. NE 1 1-12" 90'BEND 1-12'_GATE VALVE _ _ _ _CONTRACTOR TO REMOVE AND REPLACE EXISTING - - - - CONTRACTOR TO REPAIR _ _ _ _ _ _ _ _ _ - _ _ - CONTRACTOR TO REPAIR EXISTING 12"WA CURBS AS NECESSARY TO INSTALL WATER MAIN. EXISTING 5 FOOT SIDEWALK AS NECESSARY EXISTING 5 FOOT SIDEWALK AS NECESSARY i (FROM GIS) SAWCUT, PATCH AND PAVE TRENCH PER CITY OF ARI INGTON STANDARDS. _ _ ■ € '' 3 WATER LINE REPLACMENT 204TH - WEST o- SCALE: 1' = 20" t t ! ® o I - _PROPER r 301 WID SANITARY SEWER CAP AND MARK \ I I I ( DOCUMEN 1 EASEMEI T TO THE CITY OF TELEPHONE&ELECTRIC I RECORDS ARUNGTO A.F.NO.911001045a CONDUITS UNDER A. 1 30"WI EASEMENT FOR \ I F I I N0.7740 �. INGRE Ord S�jEGRES UTILITIES I 0 1 I AND ROeW RECOR,_DED UNDER to A.f. 0.8911" 1 UTILITY XING — — EXISTING 4" GAS P71� IjyJ 12"SO IE= 121.32 \ UTILITY XING LINE TO REMAIN I t i 2"DOM = 123.0 12"SO IE= 121.32 I t 6" FDC LINE IE= 123.0 SD L 1 - 12"X 12" TEE I ' su-a- c 2 - 12"GATE VALVES I o o m nSD ( z I Iq PROVIDE VERTICAL BENDS FOR g'do N s 7 LF 12" WATER o rB W i CONTRACTOR INSTALL NEW 12" WATER LINE I N I � � _ / GRADE ADJUSTMENT o 3 2- 45'12"BENDS �? ?� THREE(3)FEET SOUTH OF RIGHT-OF-WAY LINE. I "� 2"DOMESTIC N 1 CONTRACTOR TO HAVE RIGHT-OF-WAY STAKED PRIOR TO "2 3 a 1" IRRIGATION CONNECT TO EX. GAS / o W I INSTALLA1ION OF WATER LINE. I I ° I NEW FH SERVICE 4 / 31 LF 12" WATER m 1 706 LF OF 12" WATER g I FOR SSEE HEET C-3.3 (CON'T FROM WEST VIEW) WATERMAIN — __ _— _— —_ =�— — — — — — — — — — — TRAFFIC Z EXTENSION -_ WOHP SIGNAL f-LL J - - - OHP _ _ OHP- P OH �OHP_ P OHP OHP - —OHP _ VAULTS , Li _ —1 - 12"45'BEND 'a _ ® ® — - - - - — - - _ — — _ so w 1 - 12" 45'BEND ( a $ ~ fl w W w TOP sou'LIo ,B 12s. 91 LF OF 12"WATER I 130 LF OF 12" WATER a Q i TOP CB=123.37 'I CONNECT TO EXISTING 121 LF OF 12" WATER NV.8"PVC 5.=121.45 rna c i INV. "PVC N:120.22-'I 12° ILIA_ I IN, 8"PVC W.(CAPP ) "' -' TOP DUD CB=728.33 SPEED LIMIT SIGN 15 LF OF 12"WATER P 40 LF OF 12'WATER Q Q ••• W.1VIL/WAIGK 3 I IN 8 PVC S.=,20.57 •dEPHONE M.H. EXISTING SSMH 1 - 6" X 12" TEE INV 8"PVC S.-123.10 S ARATOR)=922.54 INV 8`PVC :122.99 __ __ __ __ _ �-{-• _ _ __CONTRACTOR TO REPAIR _ __ _RIM = 124.83 1 ___� __ 1 - 6" GATE VALVE - A' CONNECT TO WATER AT EXISTING 10"x12"CROSS EXISTING 5 FOOT SIDEWALK AS NECESSARY IE=110.13 INV.11""PVC S-121.38 i - 6" X 2"REDUCER 204TH ST. NE 2- 12"GATE VALVE 204TH ST. NE INV.8"PVG =,2,.63 I � � 123.32 I S SS SS SS = P -m --ss ss 1 - 10"x12"REDUCER (SOUTH) I.R.uD s 1os.a7—Q---sP ss ss —ss ss ss Ss ss ss ss s TOP SOLID LID CB=124.75 TOP CB=725.87 I I FLOWLINE W � ■ 0 _ �- I INV.8"PVC N.=193.08 .L?1 rno rc_"nc t" WATER LINE REPLACMENT 204TH - EAST w M (D LLi SCALE: 1' = 20" O Q i ZQ W CC UTILITY LEGEND C/3 Z WATER LINE w O WATER VALVE N 3 r- r N C-7.1 ® SANITARY SEWER LINE SS 3 Z O N a Q z 3 SANITARY SEWER CLEANOUT N POWER LINE(2-4"PVC) P C-5.0 N- Knowwhat'sbelow. GAS LINE G WATER METER . C1 0 Z n Q iJJ Call before you dig. 2 J i FIRE HYDRANT C-7.2 BACKFLOW PREVENTER ® CONSTRUCTION DRAWING APPROVAL Q FIRE DEPARTMENT CONNECTION a 5,6 BLOWOFF ASSEMBLY Ej 1 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED GRAPHIC SCALE C-7.1 PER THE CONDITIONS ON THE TITLE SHEET. 20 0 10 20 40 80 12 3 THRUST BLOCK C-71 DCVA ® C_7.0 SEE CV-1.2 FOR CITY OF ARLINGTON STANDARD BY. O NOTES. SEE CV-1.1 FOR GENERAL NOTES. City Engineer, CITY OF ARLINGTON N N ( IN FEET ) DATE: 1 inch = 20 ft. THIS APPROVAL VALID FOR 18 MONTHS Gi NDM' 13"CC t MANHOLES TO BE CONSTRUCTED IN ACCORDANCE WITH 7 FOR DEPTHS OVER 25'MANHOLE BASE SUB DESIGN AASHM M 1S9(ASTM C 478)UNLESS OTHERWISE SHOWN SHALL BE DESIGNED BY A STRUCTURAL ENGINEER. ON PLANS OR NOTED IN STANDARD 5PECINCATIONS 13-1/2" - V¢- O.ALL RGROUTi AND EXTERIOR JOINTS TO BE GROUTED -� - 44 LAO 2 ALL REINFORCED CAST N-RUN PUCE CONCRETE SHALL BE (BEE GROUT M AND 3l10N5). GROUT TO BE 1/II` Z 3 N VS CUBS 400E NCH-REINFORCED CONCRETE IN CHANNEL THICK MINIMUM AND 3'EACH SIDE OF JOINT MINRAUM. m Z Z W CONCRETE SHALL BE CLASS 3000 AAA PRECAST THEY MUST BE INSPECTED PRKXt TO BACNFILL. (An CONCRETE SHALL BE CUSS 6000 - rN� O O 3 PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS. D.CORE DRILLING ONLY HAMMERING KNQCKOOIB WILL N NOT BE ALLOWED,KID_N-SEAL FACTORY INSTPJIED 4 ALL BASE REINEDRCING STEEL SHALL HAVE A MINIMUM SOOTS ARE ALLOWED YIELD STRENGTH OF 80,000 FSI AND BE PUCE)IN THE •• A • 6"CASKETED- CC H H UPPER HALF OF THE BASE WTH 1' BE CLEARANCE.. tn.MANHOLEB$'Y DEEP R FLIT TOPS: .' •, CAP W Z Z CAST IN LOCKING a W W TIN AND COVER S.CUTOUT HOLE SIZE 5 EIF/ATION •.�,.. ONEE SIZE LARGEROVIVEIIEN PLUS EQUAL TO PIPE OUTER t4,_T - THAN PIPE CIA. LABELED"SEWER" MPNHDLE WALL RING AND COVER • • • •• CLASS oNc 4000 THiC SIZE M12'FOR SEE S$-OJD CONCRETE 3p"B PAVED PIPE SIZE IS 1T'FFO RED REFLECTOR RED REFLECTOR Z Z Z Z SURFACE S4, OD MANHOLE 24'FOR = ADJUSTMENT SECTION 12" Q ¢ ¢ Q ueIIMUM n srru4GE A ("'.. J UNPAVm AREAS NE�nnr,I1EEry HOLFs n T- 50EoF�TIDiEONTHE a PLAN t x z MECHANICK END.. m .- MANHOLE} ' . --PRECAST CONE OF PIPE PLUG. +yam.\pip• �` (ECCENTRIG UNLESS WITH FLO 6.MANHOLE GRE N ' pTHERWSE SPCCIFlED) CHERNE TYPE DEPENDS ON SAFm p ry LOCATION AND ,:, PpLWNRpPWENE GROUT :O O O O NUMBERS OF HOLE STEPC PER 55-050 D D FOR PIPES MANHOLE �• 1/2"GRADE BD STEEL GHT O N M M O DESIGN AND SIZE O SHALL APPROVED �� _ '" REINFORCING BAR(ASTM A-6T6) (SEE NOTE 2) C O ANDTHE 11MRNTED BY SEE NOTE 6 D O Q SUPPFUER�LE I PPECASi RISER POLYPROYLENE ASN D4101 FTC SEGhONB. STEP MEETS ASTM C 478' $ SECTION A A PAVED AREAS MAX.HOLE S12E IS 12" SEE SS-040 FOR40"MANHIXE,14 .. GROUT III N sI- FOR 54"MANHOLE(SEE sLOPE:_1/2/FT(ttP) � h� Z rv01E5 6&6 ABOVE) � 6• I 12° O O cw+sTRuci CHANNEL.AND BEE NOTE 1 2D' U i SHELF FO THE CROWN 6F THEPNE PIPE �• It NIBIOE REINFORCING STEEL(FOR PRECAST 0....RS " '� L0011W AND:WVRCM1 BASE WITH INR:ORAL ER)-01550 ON. IN EACH DIRECTION OLYMPIC M10 5 OR APPROVED EQUAL. IN/ DIRECTIONFOR 4C' ' MORTAR FlLLET Ow.0,19 SQ w/FT IN EACH pNREGT10N FOR 54"DLa S [C �� � l+_ 7MN-MIRCING WTEGRM.RISERDEPTHCOMDw:-6" "•'-. 6'MIN DEPTH COMPACTED TP.MMI. NOTES:kOF STANDARD DENSITY' I. CLEA4-OUT PIPE AND FRTINGS SHALL BE THE SAME MATERIAL AS.THE SEWER MAIN.OR ARATSEP n�PRN FLAGE MASSAST BA SIDE ELEVATION 2A SANITARY TEE..SWEEP.OR STRAIGHT TEE IS NOT ACCEPTABLE.3. SEWER:STUB WILL BE EXTENDED 10•BEYOND PROPERTY LINE AND 5'BEYOND UTILITY EASEMENTS TO STEEL(FOR SEPARATE BASE ONLY) I.STEPS LOCATED IN RISER SECTIONS SHALL BE 6'. PREVENT DAMAGE TO CLEAN OUT AND MINIMIZE CONFUCTS:WITH OTHER.UTILITIES WHEN SERVICE TO Ow SO ZrN EACH DIRECTION FOR 4C'Ow. BUILDING IS ACCOMPLISHED. D.SO IN/FT Iq EACH DIRECTION FOR 54'Ow uNam Ar t'IK DBPARTNBN'f OF IUBMC ROR%S •{Y A oM DEPARITYM1T OF I RGMC CORES SSY O Mlw�n W A wA. DpA81FIR1F OP IUBMC � STANDARD DETAIL 1TY O StAHpARD DETAIL 1 O M�1n N STANDARD DETAIL :STANDARD DETAIL NUMBER ° '" ..may... STANDARD DETAIL NUMBER ° vrAN/nq STANDARD DETAIL NugeER N m mA.Ra. m.,MMA: • maaAax v+tl�2 MANHOLE TYPE I 55-010 vgl.�i MANHOLE LADDER STEP SS-�5O �pt+ '� SET4ER CLEANOUT SS-OBO SANITARY SEWER MANHOLE 2 MANHOLE LADDER STEP DETAIL 3 SANITARY SEWER CLEANOUT NTS NTS NTS ^I STAINLESS STEEL. i TOP CLAMP MIN COMPACTION:. -:95%MA$E]ENBRY ��.a FLEXIBLE STAINLESS STEEL MOOT EXPANSION RING ! BACRFILI: MIN WMPAgnc N t 9Dx MAY'M"TY E .p z iZ. w $ I MIN ©a � 2 OR.�. PIKE 2QiE MINT COMPACTION CD =90x MAX DENSITY 3 �y N / u�NfNJi M N J - - A1ItI BE FOUNDATION MATERIAL I MIN COMPACTION 3 4 A5 REQUIRED �I 91Yh MAX DENSITY L____.,__J,� ff1 SUCT N W J a O W la- �ZQ W GO mV T.ALL BACKFlLL MATERIAL SHALL BE PLACED IN 4.COMPACTION TESTS SHALL BE AS REQUIRED BY THE LIFTS NOT TO EXCEED 12 INCHES BEFORE CITY ENGINEER,BUT IN NO CASE LESS THAN 2 TESTS \J CO COMPACTION UNLESS AUTHORIZED BY THE CTY EVERY 200FEET OF TRENCH(ONE AT SUBGRAGE AND �J) M �j ENGINEER DUE TO THE CHARACTER OF THE ONE AT 50%OF TRENCH DEPTH) {i c tom,y' MATERIAL AND THE COMPACTING EQUIPMENT. Q O W 5.IN-PLACE DENSITY AND EAR METHOD, CONTENT WILL BE w �i PVC SIDE SEWER.FOR REMAINDER OF PVC SERVICE SEE SS-0$0. 2 MECHANICAL COMPACTION OF BACK FILL DETERMINE USING NUCLEAR METH00 ASTM MATERIAL SMALL NOT BEGIN UNTIL THE DEPTH w Q2.RQMAC STYLE CB TAPPNG SADDLE OR APPROVED'EQUAL ON ALL PIPE OF COMPACTED BACKFILL MATERIAL 2922-7I. .IS 2 FEET ABOVE THE TOP OF PIPE 6.LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM Z .L. �.,CORE-DRIWNG WITH INSERT-A-TEE MAY ALSO BE USED ON All PIPE. MOISTURE CONTENT WILL BE DETERMINED USING THE CORE DRILL EXISTING w4NUNE PIPE PER MFG'S.BPEGFlCATIONS. OV(V Z COd. 3.EACH LIFT SHALL BE MECHANICALLY COMPACTED MODIFIED PROCTOR METHOD IN ACCORDANCE WITH TO �`JJ�L ®. - THE REQUIRED.DENSITY PRIOR TQ PLACING ASTM D-1557. (� INSUCCEEDING LIFTS OF BAGKFILL MATERPL Z IN r7 35'MIN,45'MAX. 7 BED 9¢'DING MATERIAL SHALL BE MINUS. N A L RAT D�ARMRAI'OF IUR7C 1R1R$9' Aas Q'k DERWWOUIF OF PURR,1R RKS STANDARD DETAIL Z STANDARD DETAIL srANNLMaENETAII GSFY�. .�mn nvns STANDARD DETAIL NUMBER Q � mm CONSTRUCTION DRAWING APPROVAL m m6seL Q o �q<F®o4 M•Ww NEW SERVICE ON EXISTING MAIN SS-100 t4tF®oi TRENCH SECTION SS-120 o+ THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. `o 4 NEW SERVICE ON EXISTING MAIN 5 TRENCH SECTION DETAIL 6Y: City Engineer, CITY OF ARLINGTON 3 NTS NTS DATE. THIS APPROVAL VALID FOR 18 MONTHS i Gi FRAME&GRATE OR RING ..L ti AND COVER(GRATE OR' ^CENTERS BOTTOM r 4 REBAR ~ N N h COVER SHALL SE LOCKING) 2"CLR FACE WRH 1"MIN y H(il a s lYP CVEk - 1^CLEARANCE (sEE NOTE 4) m Z Z EEC IW NOM: TOR BLAB f RISERS,BRICKS.(2 ROWS. �'{�Q" 1 1 FYI in 24" 5, � � " V FRAME AND GRATE(OR SOLID COVER), m MAX)OR GRADE RINGS. • SEE APPLICABLE STANDARD DETAILS tl CONCRETE INLET TO BE CONSTRUCTED IN -mF ACCORDANCE WITH ASTM C478 A C890 24" `T dR"54�FF1"TOP SILP `'� , d W L+rZ-I UNLESS OMERWISE SHOWN ON ME PLANS D " 'L�• I ' 6"OR 12` 1-13 BAR FOR 6 OR NOTED IN THE STANDARD rN ''OR S6F$ 2 13 BAR FOR 12" g Z SPECIFKCAll NS.ALL CONCRETE SHALL BE - S O O O ' S4" U U U U CLASS UNF 4000. 1tj�!- 2"iAIN 12�MIM� 2. REINFORCING.SHALL BE EOUWAVINT A TYPICAL ORIENTATION TT I O O O 0Q WELDED WIRE FABRIC(WWF)HAVING A I FOR A.CF55 AN � ERE MINIMUNWAREA OF 012 SQUARE INCH PER IUL_.._Jlll O sTEPs FOOT W F SHALL COMPLY TO ASTM A497. I I PRECAST BASE& ?ryp :HATCH BASIx STTC V V V CD WWF SHALL NOT BE PLACED IN KNOCKOUTS. I INTEGRAL RISER - -c Q Q Q 2"X4"X8"SOLID BRICK VSEO FOR FINAL 6 (4S'CB) k#WS RARS O 6" CLCLd 0- ADJUSTMENT TO GRADE,C HIGH MA50 3. ME BOTTOM DF THE PRE-CAST BASE B'(5v CB) REINFORCING(FOR PRE CAST BASE& CEERSBOTTOM FACESECTION MAY BE ROUNDED. 8y(60"CB)t INTEGRAL RISER) 20• ITH 1 MiN COVER w.[I B (n'e87 0.15 Bp IN./FT.E W (48'GB) h"N 1 a z \\\ 4. PRE-CAST BASES SHALL BE FURNISHED NOUN? iv 12�(9b CB) J Zv WITH CUTOUTS OR KNOCKOUTS.KNOCKOUTS FILL 019 S0 rv./FT_E W (Se CIO `w � q"L O O N N SHALL HAVE A WALL THICKNESS OF C MIN. 024 SQ IN/FT.E W (60 CB) L_l� ALL PIPE SHALL BE INSTALLED IN FACTORY 024 50 IN/Fi.EW(T?'CB) ELEVATION PLAN (O f` T PROMO®KNOCKOUTS,UNUSED KNOCKOUTS 0.29$0 IN/FT.E W (96 CS) O O O O NEED NOT BE GROUTED IF WALL IS LEFT o° ,°°°,° DROP RUNG GTOH B451N STEP N M M INTACT T'0 FOR 48 54"&60'OR "ALL STEPS COPOOYMEP 5� 5. KNOCKOUT OR CUTOUT HOLE SIZE IS EQUAL °°"_°"° 2'0 FOR 72 &BE'CB 16 BARS O 7"CENTERS PROPYLERE TO PIPE OUTSIDE DIAMETER PLUS CATCH. SEPARATE LAST-IN-PLACE BOTTOM FACE WITH 1" BASIN WALL THICKNESS.KNOCKOUTS MAY BASE OR SEPARATE GRAVEL BACKFILL MIN COVER NOTES; A BE ROUND OR'D"SHAPED.0 MAY BE PRECAST BASE FOR FOUNDATIONS 1. PROPRIETARY CATCH BASIN HANDHOLDS AND STEPS PRE ACCEPTABLE,. 2 RISER SECTIONj1 ON ALL 4 SIDES YAM MAXIMUM DIAMETER 9'MN,COMPACTED.DEPTH PROVIDED THAT THEY CONFORM TO SEC,R ASTM 0478,AASHTO t\ O N OF 20" FOR PREGST BASE ONLY M-i99 AND MEET ALL WISHA REQUIREMENTS. 6. ME MA%IMUM DEPTH FROM THE FINISHED 2 CATCH BASIN S7EP/HANDH6LD LEGS SHALL BE PARALLEL OR \O Z GRADE TO ME PIPE INVERT'IS 5'-0', FOR SEPARATE APPROXIMATELY RADIAL AT THE OPTION OF ME MANUFACTURER, N N) CAST-IN-PLACE ONLY EXCEPT THAT ALL STEPS IN ANY CATCH BASIN$HALL BE SIMILAR. N •MVO 7. THE TAPER ON ME SIDES OF THE M PENETRATION OF OUTER WALL BY A LEG IS PROHIBITED PRE CAST BASE SECTION AND RISER. REINFORCING STEEL �. SECTION SHALL NOT OEM 1/2"PER 3. HANDHD DS AND STEPS SHALL.HAVE DROP RUNGS AS SHOWN 04 O O 1. HANDHOLDS IN RISER IN ADJUSTMENT SECTION ^. FOOT; (TOR SEPARATE BASES ONLY) DETAIL OR PROTUBERANCES T0.PREVENT SIDEWAYS SLIP. it 0.23 SO IN./FT.EW..(48"CR) SHALL HAVE A 3"MI HAVE DLEANANLE.STEPS IN FRAME AND GRATE SHALL BE IN D.19 SD.IN./FT.E.W.(54"CB) GTCN BASIN SHALL HAVE 6'MINIMUM 4. $LAB OPENING MAV BE 24"%20"pR24"OtAM.. ACCORDANCE WIM WSDOT/APWA 0.25 B0 EW.(so"CB) CLEANANCE NO STEPS ARE kE0U1RED WHEN"B" • SPECIFlGBONS.MATING SURFACES SHALL IS 4'OR LESS HANDHOLDS SHALL BE PLACED IN 20" S. AS AN ACCEPTABLE ALTERNATIVE TO REBM WELDED WIRE fPHR10 F a.J6 sG IN./Fr.Ew.(72^cR) t-"I- 4a BE IT SHED t0 ASSURE NON-ROCKING Elf ALTERNATING GRAPE RNGS OR LEVELING:BRICK _ H4tiNG A MIN AREA OF 012 SQUARE INCH PER FtlOT MAY RE USED. 0.39 50.IN./FT.EW.(96"CO) O WITH ANY COVER POSITION. COURSE WITH A MINIMUM.OF ONE HMlONOLO WELDED WIRE FABRIC$HALL COMPLY TO A$I A487. BETWEEN THE LAST STEP AND TOP OF ME ' • 9. FRAME AND GRATE MAY BE INSTALLED WITH FINISHED GRADE. 96"TOP siAR. U B. LADDERS OR STEPS SHALL ARE TO THEY 46"OF BOTTOM OF n FLANGE DOWN OR CAST INTO RISER. REINFORCED BASIN. IF LADDERS ARE USED THEY PLASTIC BE STEEL + 2 MINIMUM SOIL BPERINSQUARENGM SHALL EQUAL 0"RING REINFORCED COPOLYMER POLYPROPYLENE PlA5TIC PER.5f0.OETpII, 10.EDGE OF RISER OR BRICK CAL NOT(ff J.300 POUNDS PER SQUARE FOOT. $S_p4O 11, _ MORE BAN 2'FROM VERTICAL EDGE OF 3, MORTAR S_BE PLACED BETEEN EACH LLVEL L� • CATCH BASIN WgLL. ]: NPNGING IADGER6 6NALL BE PERMANENTLY FASTENED AT TOP BY z OF ION RINGS.TOP OF TOP SLAB,AND BOTTOM o O f IRON IRON AMC HANGING ON STEP OR BY BOLTING OR EMBEDDING IN CONCRETE. v PRECAST BASE JOINT EACH SHALL BE EMBEDDED AT WTTDM IN BASE. PRE-CAST BASE SECTION 4. SEE MEMTUU6�D SPECIFICATIONS MR'MORE 8. ADDITIONAL SAFETY FEATURES MAY BE REQUIRED INVERY DEEP OR ry (MEASUREMENT AT ME TOP OF ME.BASE) UN05UPL STRUCTURES. 0 (+ tTY O vxeo W e axe �ARTWRAT OP PVTODO MILLS STANDARD DETAIL t O L AnL DRPdR11B4iT OT PUBLIC YOBiB v 4�G'LOX ! n MK roAl}eot. STANDARD DETAIL IT MOM ct 'WbY° STANDARD DETML t o "'°'�x `°"` TAB DA°P'PtBL101P01� sTANDARG DEuu 4 Qa e� WANX� STANDARD DETAIL nuMBER D x.WAWx STANDARD DETAIL NUMSFR x CATCR BASIN TYPE 2 SD-040 v®° I CATCH BASIN LADDER,STEP. $D-Drj0 Rw 3W CATCH BAstN TYPE I SD-020 4 a 'P o 48", 54",BO',72"&DB" P o <<xo'c <rxoi Olxo< AND TOP BIAR DETAHS CATCH BASIN TYPE 1 DETAIL CATCH BASIN TYPE 2 DETAIL CATCH BASIN DETAIL NTS L TUTS NTS FS �qy SOX i I I � g A I _ A 26-1/4"R 1-u I I E \ 'N" i I MATCH IDWTING..9LfIPE m I I L CZ, B SECTION Ld PLAN TOP y= SECTION B B f A 44 J/f• tt,NORMAL 1/B'R(rrP) � � NOTE: J9-t 8"R 3 O MATIERAIL DUCTILEE IRON DPER AS SMALL BE A TM-A•i36. .d ° ° - O i(8" 1 NOR- TO BAR �I 1 DO BITUMINOUS,R•.I1VI\ t 2 • i BIT MINOUSSCOATING� 4 a O LOCKING HOLES TO BE PR17JIDED GRATE ABIRMS TO ALLOW M 5/6"01 STAINLESS STEEL.TWO FRAME SISMON SOCKET HEAD CAP SCREWS,NO PAST OF SCREW WILL PROTRUDE O CO /f////%y/3'�///. ABOVE GRATE V NOTES. . !//f// / GRATE TO BE USED WITH FRAME H 3 ro %////� SHOWN IN STD DETAIL SO-090. ttPE 1 CURB h CURER LJJ p Q FOUNDRY NAME THIS SIDE O CURB W/ARROW AND(DI) QF LOCKING GRATE GSTEO NOTES SHALLL BE N MR DUCTILE IRON SHALL BE EMBOSSED OM TOP Or LASTED TO AELOW FOR lW0 5f6'pIA f / / CRATE SfpTING 8 INTEGRALLY GRATE WITH 1/1fi'RECESSED LETTERS STAINLESS STEEL 90CXU HEAD CAP$CREWS Co 50 THAT NO PART OE HEAD PROTRUDES CAST PADS' =C•!Z 2Q SEATING OF GRATE SHALL BE ACCOMPLISHED BY ONE OF ABOVE TOP OF CASTING. 4 THE FOLLOWING A 8 INTEGRALLY CAST PADS (�5 CAST POCKET UFi HANDLE Q F O w (1 1/2".3/41/8") 8.MACHINE BOTTOM SURFACE 5(J GRATE TO BE USED WITH FRAME SHOWN IN W .� OUTSIDE A 17'OIA. STANDARD DETAIL Sp-090� S1'ION C ® NON-SKID DWAOND-PATTERN. EL� to 3 MATERIAL USED SHALL BE DUCTILE IRON PER ASTM-AS86; APPROX 2-1/Yz11118'HIGH Z 1� r GRADE BD-ss-Ds.ALL QAsnNcs sHAu HAVE A OcmZ 3 �O BITUMINOUS COATING M J c N `J M G N tSY O lux TA D A OF POD DETAIL STANDARD DETAIL t'E O xrx T AN'DA OP POD LIONS STANDA9D DfiAIL t"CY O x LWR NYIR DA W PDN:N T AI STANDARD DETAtL z It J 1`Q O STANDARD DETAIL NUMBCR °o xm' STANDARD DETAIL __l �� A' Wdv+R STANDARD DETAIL uuxRER ex.xA STANDARD GRATE CATCH BASIN INLET SD-D6D f�Krfo$ wN,x SOLID COVER SD-08D vp<t�t' TYPICAL FRAME AND GRATE INSTALLATION SD-OSO CONSTRUCTION DRAWING APPROVAL �( 0 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED 0 4 CATCH BASIN INLET DETAIL 5 SOLID COVER DETAIL 6 FRAME AND GRATE INSTALLATION BY. PER THE CONDITIONS ON THE TITLE SHEET. o NTS NTS NTS City Engineer, CITY OF ARLINGTON o DATE: /� THIS APPROVAL VALID FOR 18 MONTHS C-6"0 � w w m o o N aw �4L� z rf ACCEPTABLE FILL MATERIALS:STORMTECH MC-3500 CHAMBER SYSTEMS o SITE SPECIFIC DATA z z z z � � �• PRLVEGT NOW&R sT(m q 5 � 5 AASHTO MATERIAL COMPACTION/DENSITY h PR/UfCT ANU£ AI&MYA(AV DRUGSTORE MEBBDAL owm _ WEMNAfkDW c:� U U U MATERIAL LOCATION DESCRIPTION BED E{ATWIF.YE ¢ q q q CLASSIFICATIONS REQUIREMENT ur PRfA7ECT LOEAIkI/ ARLAYOTOh;WA fNAmww" v a a 0- FROMTHI.:FILOFTHEID-1-ERTOTHEBTARTS 3,Q. STR(N07TIR£19 MV'�OID 11ERm E 40 FLEX LE PAVETHE'ORUNRTOTHESOTTOM ANYSDIUROCKMATERIPLS.NATIVE SOILS;OR PER' PREPARE FERSITEDESIGN ENGINEER6 PLANE. P "-' -_'� PDAREA4 r f� n 4c D ORFLEXIBLE PAYEME AT P UNWED 9N BHEO ENGINEER SUNK E RMUILANBFORvgVEMENT N1A PATEDAL AND PREPARATION NREQUI RMGEM V 1AfA7MfNT W]/Q AREA ®��e-� CFAADEABOVENOTETHATPAVEMEM SUBBASE SUBGRPAE RE-0UIREMENTB. MATERIALANDPREPAPATION REDUIREMEm3, a fi. s„: MAY SE PPRr OFTHED'LAYEft , ASW DOW DAT M 14S ATER OMPAGTIONSAFTEft24 LIWOm T :. §- ,^ INRIAL ALI,FILL MgTERIAL FOR LAYER'G: ORANUWt.WELL-0RgDE08pUAGGREG4TEMi%YURE$.VSYe h'Q Aa MgiERMLOVER THE CHgM IS REACNEd. Z�Z ';"' STARTSfROMTHETOPOFTHEEMSWMENT FYNESdA PPiOCESSW AGGREGATE OR CAMPACTADOMONALLAYFMIN12'I3Wmml 4 G£ 1REATWW 1M,l AMABABLE(fT) NIA U O &TONE(BLAYERIT024•IN.RRUAHOYETHE MAXLRT$TOANIN.EB"APROCTORDENS-FOR } PRE-ittTEB CARTRWE W iOPOFTHE CHgMePAROFTHEVI-AY e4FNT MGS'1'PAYNa1EN'r SUB WT.RTEPoN,S.CAN8E:9ES EN Ltl-L WELL GRADEp MAROMSSEDAG(REGATIVE N LB O I F .f 1ASHi0 Mna' o E: PfPIP&MASS R£OWRED ICES)-AF MPLMA81£ 2Ak yam. '., 6UB&43E MAYBEAPARTOFTHEO LAVER; OFTFe5UVr3L. 8;531:4, E8�U;eT, N,BB, DEHSRV FOR iR�IAUEL AEdiEOATE PIPE SATA L£- ALA7L411L DWM£/ER EMBEDMENT STONE FILL SDRROUNDINGTHE. NET PIPET 11880 BODE it ' 0 � B CNAMBERSFRDMTHE FOUNdATICN STONE('.N MEAN,ORUSHED.—IJLAR•STO1& NSNTO M43! 0040MRAC"REpHR�. qya LAY13tiT0 THE'CLAYERABOVE 3'A � 3 NET FIRE VIA N/A NIA __ FIDUNMTNNI8IAMIE:FILL BIYdW CHAABERS C. OUTLET PIPE r11,30 HOPE 12, -'I :� AISE ^O I= O A FROMTHESUBGMOE4FTOTHE FOOT(BOTTOM) :gP,1x.CM1MIW:NiGUTAABTOIAE V S Q AAENTGMAS' MTECON9ACI'OR ROLLTOAQSEVEAPEAT RyF N U G I THE CHAMBER 3,A $URFACF.. PRETREATMENT BIOBLraATTON P'SCRARGf T SEE AF F'ff£ NET PPE LEPTEND VIEW y Ln PLEASE NOTE:.. Ey AIM E1EYADON 1P280 12280 18880 om SEE AUTES �N 1 THE LISYEDAASHTOOESIGNATIONBAREFORGRADATIONSONLY THESTONEMUBTALBOBECLEANCRUSHWANWtgR.FOR EYAMPIE ASPECIFICA11gN F¢RA48TONE WOU STATE:'CLEAN,CRUSHW. E E 1� ANGULAR M0 ((A WOW3)STONE Ste¢ Bl/M1�F`ACE LOAD PARNIYAY OPEN PIANRF AWAY PLAN VIEW o O 2 STORMTEClI COMPACTIONREOUIREMENTSAREMET ORALOCATONMAIERWLBWNENPLACEOANDCOMPAGTEDINO'123Dmmy1MAXI UFTBUSMGTWOFWLLCOVEMOESVMHAMBRATORYWWACTOR. $$pE FRAME&COITR 030` NIA 111. U WHERE INPIL DN U M cT FO Sr OAD SIGN ldgO GONOR ONS ATLAT StIRFaCEMAY B£ACHIEV®B RNGNG:RdRA[fGING WITHO1rt COMPgctiIXJ Wu�MEHr.F vEcwlLOgo E rvs Act CRMT CH coMPACr N -uIRE.4ENrs fig. Tg� NVIAMDREDLA VOLUME(OF 982 ,. KWATTOV ADD OE NTH CS6o1T dNdOVENGEOTEXTIIEALL PAYEM S Z WEM40MEOM DELIVERY METHOD PER CONDUCT ARDANOG EAN CRASHED,PNGDLAR 5TONE INASBIAYER6 BT SITEDES(fiN ENdNEER,� 'y ORFAC£V&INk INCHES) 01.77` 172l� � , £ � fSTABUSHM£N( NOTES' lA1lI14RY,NOT FUR 1fFON MuuuMMu4uI IM W MNMMIMM,MN FERIMETERsrarvE LN I t Au rn bl n n nu ILL� l�,d,aAII.•',IP€�71C arAI� ti'w±"'" mvcnN.,mm, N` _L eaBmmfuud•.lz4m) -- s INSTALLATION NOTES � I �.� . } 117.80 TB B9B MM L] B S 5 TRACTOR TO PROND£ALL LABOR EOWPMEM M IERWLS AND 1 5• I,N xyA. EXCAVATION WALL O '�x 0' T COV . INCIV NTALS REWIRED TO OFFLOAD AND INSTALL THE SYSTEM ARID RON CONNVL I 7 ICArvME BLOPW oR VERrIGA41 i B. APPUTACILRCES S ACCORLMNCE UAL 5 O!NOWISE STATED RISER ' L{S mdY p ES MANuiAACTURERS CRAERC D RONS UNLESS OTHERWISE STATfiT N. d 2 UNIT MUST BE INSTALLED ON LEVEL BASE, MANUFACTURER A ji R RECOMMENDS A MINIMUM 6'LEVEL ROCK BASE UNLESS SPECFFIEQ BY E OUT x THE PROJECT ENGINEER CONTRACTOR TS RESPON5I8LE TO VERIFY DEPiHOP STONET(t BE DETERMINED g PROJECT MUST RUSAWTH IIASEUATAGYCATTONS 6- �1 C44 flY8n6DEsldN ExGMEERS'12Eu.Rv4yMW z >! 3 ALL PIPES MUST BE RUSH WITH uNslDf SURFACE OF LVNCRE7f Y-O B-D•. 11m M(AB0.I14ny MIN .II Iti E o Cnv 9uWRADE301LS 12aD m Mlx T1''ItSSlmml +5S"(BSBTmf TYP 9999 (RPf5 CANNOT INTRUDE BEYOND FLUSH) NVYERT Of WTROW PlPf :L► I 1 B ii (SEE NDTEAT MUST BE FLUSH WDH DISCHARGE CHAMBER FLOOR ALL GAPS ELEV/1T/ON VIEW RIGHT END VIEW .y$ AROUND PIPES SHALL BE SEALED WATER BGHT WAIN A NON-5HRNf. �,5+ g 3# CRWT PER AOINUFACTURERS STWW7O CONNECTNM'OUNL AND SHALL. �d 1 'FOR COVER DEPTHS GREATER.THAN 8.0'(2.4 m)PLEASE CONTACT STORMTECH gz MEET oR Everm RrmwL PIPE CONNECTLNN STA0409 dB qv° 94 CONTRACTOR W SUPPLY ANO INSTALL ALL EXTERNM CONNECTING 77iy PIPES. ¢ 5 CONTRACTOR RESPONSIfCE FOR INSTACLARON OF ALL RISERS, n NOTES: ,Y y SYi MANHOLES;AND HATCHES CONTRACMR TO GROUT ALL MANHOLES AND S HITCHES TO MATCH RNISHED SURFACE UNLESS SPECIRED OTHERIYISE INTERNAL BYPASS DISCLOSURE: TR64REM Row(CFS) O.ISO 4. MCa560CHAMBERS SHALL CONFORM T➢1HE REg4TNNEMENTS OF ABTM F]A18'STANDAND SPEGIFlCAt10N FOR PGLYPROPYIENEIPP7 GORRUOATED WAlI STORMWATER COLLECAON CHAMBERS'. i- B DRIP OR SPRAY IRRIGATION REOVYRED ON ALL UNITS WfTH KGETARON THE DESIGN AND CAPACITY OF THE PEAK CONVEYANCE MEW TO SE REWERED OPERADNG HEAD(FT) 3.7 S r .t 3 7 CONTRACTOR RESPONSIBLE FOR CONTACUNC MODULAR WETLANDS FOR McaspB HgMBER 8 E oEs G iN cdliogNCE WNn ASIT4 Fz>ar'SrqudMm vRACncE smUc'TURAIDE MA4 THEAEAOvLgSYiC CGRRyoATW welt srOR.Mw CGLt[cnoFi CHaAtBERs'. T: AND APPROVED BY THE ENGME£R OF RECaW. WA(S)AT PEAK FLOW SHALL BE a. •AccEvrgBI.E FILLMATERwLs•TABLE aaovE PRdv oESNwTEwALLocAndxS,D RIPTrwI.G TNNts;ANDC MCTIDNREWIREMe4T3FowwUN M,EE DWNTMO a� ACAVAT A OFUNIL MANUFACTURES WARRANTY IS VOIBNTIH OUT ( /.) I9 p�gDIA Tl} LL MgiERML3. tl F PROPER ACPVATION BYA Mo0UV4P WETLANDS RFPRfSEMADVE. ASSESSED TO ENSURE NO UPSTREAM f10001NC. PEMf 37GY AND BYPASS PRE(RFATMEM LOAONG.PAL£'GPM SF � 4. THES TE DESIGN ENON R RESPONS F` ASSESSINGTHE SEARINGRESISTANCE(ALLOWABLEBE MGCAPAGT)WTHESUBGRADESOIESANDTHEO.EPTHOFFOUNDATIONSTONEWITH p, 'f MElLIND AM LOABING RATE(GPM/SF) T.O GENERAL NOTES CAPACITY SHOWN ON DRAWING ARE USED FOR CUH.WNCE ONLY. CON$NERATION FORYHE RANGE OF E CTEO MOIL.WIMURE DONDN'IONS. ,a rho PENIMETERSTONEMLLSTSE E%TENDEDxowzONi LYTOTT UCAVAnONWw.1FgxBOiHVERTiCALAND3L DEXCAVATIGNWM" g 1 MLVUFRETURERTO.PROVIDE ALL MATERLAL.S UNLESS OTHERW15C NOTED, TTaFM1gO:aTII TTNrx PROPM£TARY ANDCONf10ENTWL: E+�. /� MWS-L-6-8-V-HC PSye "g 3. ONCE LAYER'C IS PLACED.ANYSOILIMATERIPL CAN BE PIACW IN LAYER9'MTO THE FINI6HED GRADE.MOST PAVEMENT BURBASE&OILS CAN BE U6EDT0 REPLACE THE MATERIAL REOUIREMENT59F tAYERT;: t= 2. ALL DIMENSIONS,ELEVATIONS SPECYFICADONS.AND CAPACITIES ARE SU£J£CT TO H.brst/m Bv.PIFM>4TE P' MGY.fry AYdIn.4R xTwos tils�Aw B'o glr��p�� d RMWNB wTRBxTs BE Fw.aRTM'ar`T""P""a°MWss"E'I°" LJ G STORMWATER BIOFILTR,q TION SYSTEM 8 OR'D'AT THESITE OEStGN ENOkIEFR'SDISCRETI4N. SHEET CHANGE, FOR PROJECT SPECIRC DR 6MAUFA:GETAIUNC EXACT DIMENSIONS WEIGHTS fztNgz ant quR a? - 1 OF 1 AND AGOE'SSOR'ES PLEASE 4'OIJTACT MANUFACTURER, BnsAls rearm n M Awl w 4cA IEIu xBMrt BE INBIp.' 8 —.—A-- �a4dLT,y4.E'rz4w53ttRKaABVaEv AFBrtam Com n STANDARD DETAIL J�7 qe4 STORMTECH CHAMBER CROSS SECTION MODULAR WETLAND i NTS L NTS LL �f >_ DEI'E"ON CHAMBERS TABLE a $ DESCRIPTION CHAMBER NETWORK ' 3 M 3 BOTTOM OF ROCK EL 113.30 BOTTOM OF CHAMBER EL 114.05 CHAMBER HEIGHT 3.75 3 o TOP OF CHAMBER EL 117.80 TOP OF ROCK EL 118.80 cr J N #OF UNITS 49 Z Q Q 3 CCl7� STORAGE VOL RED. 8,712 CF _CO STORAGE VOLUME 8,766 CF Z O ir ir H ONZ N Z�Q i J h 0 i CONSTRUCTION DRAWING APPROVAL Q 0 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. i BY. 0 City Engineer, CITY OF ARLINGTON L DA TE: /1 3 THIS APPROVAL VALID FOR 18 MONTHS 0i COUNG. J w PRESSURE REDUCING VALVE IF _ o ~ REQUIRED (SEE NOTE 4) 24:"MIN GO # TRIP HOLE '7'-2"MIN p p N 3 3 6":MIN }-- FLOW 5 3 RIGHT-OF-WAY 3"MIN io 3"MIN '51 W Z Z =x n �' 3. 3{2"MIN t 7 -.3: Lm eP rYA TO ] w W ... J oUT = _l -FJ"StIL.� _ F10W 1 8 R.a R S g U U CpD pU W L t .:SEE NOTE 70 ELEVATION 5: O O O g�^ AA SIDEWAB( z) PLAN MATERIAL LW: i C'J c3 11 et Q Q 12 _ ELEVATION Q UL-FM LISTED SOFT SEATED WASHINGTON.ST APPROVED DOUBLE CHECK DEFECTOR VALVE ASSEMBLY WHICH M1'd d Cl. CL DRIVEWAY 4 MUST BE INSTALLED IN THE SAME ORIENTATION FOR WHICH ITWAS APPROVED ASSEMBLY TO INCLUDE:TEST ^ 1„� ^ r MATEML Mr COCKS 3/4'BRASS OR COPPER BYPASS WITH IN-LINE VALVES AND A 5/&"REMOTE METER METER TO READ �n .- a 2 65< rIN CUBIC TEET AND SE REMUTED TO AN EXTERNAL WALL OF BUILDING METER BOX.?2-}, L M WASHINGTON STATE APPROVED D(7UBLE CHECK VALVE ASSEMBLY INCLUDING Two'BRASS BALL VALVES AND QZ UNI-FLANGE WITH SET SCREWS OR MJ X.FL ADAPTER WT)H MEGALUG OP.GALVANIZED SHACKLE TO MAIN WITH10POUR RESIDENT SEATED TEST COCKS. TWO A/4"-RODS OR MJ RETAINER GLANDS FOR BOTH UPSTREAM AND DOWNSTREAM OF ASSEMBLY. 'IN NON TRAFFIC AREAS USE: O O O O FOR 3/4"TO I"ASSEMBLIES,USE A MID STATE MSBCF 1324-12. d DUCTILE IRON PIPE(SIZED AS REQUIRED)CLASS 52. STRIP � T g. I FOR 1-1/4"TO 2"ASSEMBUES,USE A MID STATE MSBCT 1730-18, �4 TWO OALVANIZW ADJUSTABLE PIPE SUPPORTS FOR 2-1/Y'DIAMETER AND LARGER PIPE. IN TRAFFIC AREAS: A 4"MINIMUM FLOOR DRAIN ORWALL FOOTNG DRAIN MUST BE PROVIDED IN THE SAMEROOM. NOTES AND MATERIALS, URB A TRAFFIC LOADED BOX MUST BE USED AND LOCATION APPROVED BY THE CITY OF ARLINGTON PRIOR TO INSTALLATON. ©FLUSHING CAPABILITIES MUST BE PROVIDED WITH A 2"FLUSHING UNE DOWNSTREAM OF ASSEMBLY TO OUTSIDE ^ N OR AN APPROVED INTERNAL DRAIN 1' 3' 2°CC SERVICE SADDLE W/DOUBLE STAINLESS STEEL STRAP: MIN. WATER O PROVIDE TWO UNIONS. 2 2'BAIL VALVE CORPORATE STOP COMPRESSION WITH KEY FACING DP,.MVELLER OR.FARO ONLY. SERVICE O IF A DAYUGHT DRAIN CANNOT BE PROVIDED THERE MUST BE A 9'MIN LAYER OF FREE DRAINING GRAVEL (�7 WHERE ASSEMBLY IS TO BE LOCATED ABOVE EXTERNAL GROUND LEVEL,ALL BENDS REQUIRED TO LOWER INLET AT THE BOTTOM OF BOX.AT (TD PROVIDE REQVIRW EXTERNAL'ROUND COVER).SHALL BE FLANGE FITTINGS OR BE WITH HORIZONTAL AND VERTICAL THRUST RESTRAINTS. N H- 2`HOPE CTS CLASS 206 NIGH SERVICE PIPE(200 PSI RATING)WITH STAINLESS STEEL STIFFENER AND. .ANGLES MAY BE IN OR OUT OF BOX SO LONG AS SUFFICIENT ROOM R ALLOWED AT EACH END FOR \to I IQ GAUGE CARTED COPPER TRACER WIRE WRAPPED AROUND THE PIPE AND ATTACHED ON BOTH ENDS. VALVE OPERATION AND DCYA REPAIR W MAINTENANCE (eJ ALL WALL PENETRATIONS SHALL BE SEALED PER THE CURRENT BUILDING CODE. © 2_COMPRESSION ANGLE METER BALL VALVE(LOCKABLE). WATER MAIN c U METER(SIZE AS SHOWN IN PLAN)SHALL BE INSTALLED BY CITY UTILITIES DIVISION AT OWNER'S EXPENSE. NOM' 1.TEEEE AND GATE VALVE REQUIRED AT WATER MAIN, CTIY WILL INSTALL:ADAPTERS AT BOTH ENDS OF METER F THE METER IS NOT 2". �Ro 1. INSTALL ACCORDING TO MANUFACTURER'S SPECIFICATIONS. '. NOTES( 2 ASSEMBLY REQUIRES CERTIFICATION UPON INSTALLATION.AND RECERTIFICATION ANNUALLY AT OWNER'S �6 METER BOX SHALL BE:MIDSTATES'.PVSDCS..(i I3Q-i$)W/SODD DI LID WITH 1 3/4"HOLE FOR TOUCH 2. INSTALL ONLY IN HORIZONTAL CONFIGURATION,UNLESS MPRQYEO OTHERWISE BY CITY ENGINEER. EXPENSE.. READ PAD MP), 1 INDIVIDUAL METERS ARE REOUREO FOR EACH RESIDENTIAL.UNIT UP TO AND INCLUDING TRIPLEXES. -INSTALL TEST COCKS FACE UP OR TO ONE SIDE. CC • 0'¢±!-� T 2'ANGLE LIVER CHECK COUPLING(LOCKABLE), 2 SEE STANDARD DETAIL NO.W-040 FOR CONFIGURATION OF METER AND SERVICE CONNECTION. a. INSTALL BRASS PLUGS IN ALL TEST COCKS, 3. TEST COCKS ARE REQUIRED TO BE PLUGGED. •.+ V .$� Q 5. FOR 3/4'TOO -ASSEMBLIES. . E A MID 1324 CF 4 MAXIMUM HEIGHT OF ASSEMBLY FROM FLOOR T8 FIVE'FEET UNLESS AN OSHA APPROVED PLATFORM IS Q'8 COMPRESBION:X PIPT ADAPTER WITH PUBLIC PLUG: 3 METER AND PRESSURE REDUCING VALVE(ARV)LOCATIONS SHOWN IN THE PLAN ARE APPROXIMATE. 6. FOR 1-I/4'TO 2`ASSEMBLES.USE A NID STATE MSBCF i]30-18. PRONGED. FINAL 40CABON6 SHALL BE DETERMINED BY CITY INSPECTOR DURING CONSTRICTION. B EXTEND SERVICE PIPE IV BEYOND PROPERTY UNE AND AN ADDITIONAL 5 BEYOND EASEMENT LINE. T. ASSEMBLY REQUIRES CERTIFICATION UPON INSTALLATION AND RECERTIFICATION ANNUALLY, 6. ALL DIMENSIONS ARE MINIMUM CLEARANCE REQUIREMENTS'. METER LENGTH BLANK:STUB FY)R:A 2"METER;W=17-1/4'. SQUUARAR 4 A I REQUIRED If THE STATIC PRESSURE AT THE METER IS GREATER THAN ISO POUNDS PER & All MINIMUM CLEARANCES MST BE MET.SEE:STANDARD DETAIL NO W 100 10 E I NCH(PSI)' 9 ASSEMBLY MAY BE INSTAUED INSIDE BUILDING IF MINIMUM CLEARANCES ARE MET AND APPROVED BY CITY 6, FIRE DEPARTMENT PUMPERCONNECTION MUST RE DOWNSTREAM OF ASSEMBLY. ., 1I 2'METER SETTER;FORD ORMUELLER. 5. METER BOXES SHALL NOT BE INSTALLED IN DRIVEWAY OR:OTHER TRAFFIC AREA UNLESS APPROVED BY ENGINEER.: 7. NEITHER 0S&Y VALVE CAN BE USED..AS A POST INDICATOR VALVE(THESE ARE ONLY.PART OF THE CITY ENGINEER, 10.ALL BRANCH CONNECTIONS SHALL BE LOCATED DOWN STREAM OF THE ASSEMBLY.ANY BRANCH BACKFLGW ASSEMBLY). IZ BYPASSES MUST BE HIGH BYPASS OR SIDE-BY SIDE WITH THE METER. 6 WHEN POSSIBLE CLUSTER METER BOXES AT PROPERTY`LINES. CONNECTION ON THE SUPPLY SIDE OF THE ASSEMBLY MUST BE PROTECTED BYA SEPARATE APPROVED B. THE ROOK SHOULD BE INSULATED PER THE CURRENT BUILDING CODE AND HEATED TO ABOVE FREEZING: BACNFLOW PREVENTION DEVICE: ONLY CONSTRUCTION MATERIALS THAT CAN WITHSTAND OCCASIONAL SUBMERGENCE WILL BE ALLOWED. MlW W w Faux. D8f'AMYdNf W PUBLIC iNAAS e.as WPARx18N9'OP ftwa iFdm .mart: b"ARiTTdM'VF fVBWC ROPBb -w STANDARD DETAILS SrMIDUdD DETAI t'1 STANDARD DETAIL pt AS,,m�''W'PIMIC Roams STANDARD DETAIL 4 •` STANDARD DETAIL wmY STANDARD DETAILS vmn. STANDARD DETAILS -RpV+rt STANDARD DETAILS NUN(&R NIA�ER p1` NUMBER NUMBER 2• AND SMALLER DOUBLE CHECK VALVE ASSEMBLY � � DOUBLE CHECK DETECTOR ASSEMBLY-INSIDE W--1`20 osro.ea. rtr vn>.M omA, NON-RESIDENTIAL WATER SERVICE W-050 P • WATER METER INSTALLATION LOCATIONS W-070 p 3' (DCVA)FOR 2-AND SMALLER W-090 Tp a (DCDA) 2-L/2"AND LARGER SERVICES 2" WATER SERVICE DETAIL 2 WATER METER INSTALLATION DETAIL 3 DCVA VAULT 4 DCDA (INSIDE) NTS NTS NTS NTS I GROROUU TURBED n S. GND a 2 h COMPACTED -` 3 PIPE �..: :V DACKFILLR _ _.__ ut v,n GRAND P/USTEEL •, H LL AIR GAP UNBALANEED CRM CRI>raS IM111i.PLUG +�1 a i2`MIN COMPACTED E 30'MAN GRAN ULAR' �p " 64CKFlLL .- DIRECTION OF FLOW BLOCK ING `- 1/4"SLEET T I PLATE BLOCKING PER ELEVATION f� NO �D` 3 M CD PLJG=TEE' HORiZWALBEND f� A BACK FACE THRUST BLOCK AREA REFERS ^' TO THE BACKFACEOF ' MATOM LIST: '. BLOCK MEASURED IN O+ UL-FM LISTEb WA$HNGTON STATE APPROVEO REDUCED PRESSURE BACkMOW ASSEMBLY INCLUDING TWO SQUARE FEET '30 OO BALL VALVES.AND TESTS COCKS. 9h �']I �+ INSULATED PROTECTIVE ENCLOSURE.(HOT BOX)REQUIRED FOR OUTSIDE INSTALLATIONS. I 1/4"STEEL BLOCIZ K THE OF PIPE AND 4 'Y O THE PROTECTIVE ENCLOSURE MUST BE FRONDED WITH DPNNS AT BOTH ENDS OF THE BOTTOM SUFFICIENTLY I PLATE SIZED:TO PROVIDED FREE GRAVITY DRAINAGE OF MAXIMUM DISCHARGE Of RELIEF VALVE PORT(2-MIN)OIL . TEE pw a T9 C THRUST BLOGC DETAIL 90'ELBOW WITH A CLOSE NIPPLE.AND UNION,ON VERTICAL O THRUST BLOCK AREA IN SQUARE FEET(SEE STD DETAIL NOW 165) NWS: Z Q (n 3 5aL FIRM k SALT ND CAMPACi SaNO CWPAci SAND'&GRAKL 1, LOCATION AND SIZE OF BLOCKING FOR PIPE LARGER THAN 12'DIAMETER AND FOR SOIL TYPES E_3 Bo' 'SEND 45 SEND N I I as'REAP it 1 A' 61FFERENT THAN SHOWN SHALL BE DETERMINED BY THE CITY ENGINEER, f� i! j " iRiWG REND t¢_GA PLUG s xE t(]'X..TRc CAP CR A-&2Y I f INWC TEE CAP CA AUC k 02 p- 2 ALL BLOCKING FOR HORIZONTAL FITTINGS(POURED IN PLACE)SHALL BEAR AGAINST UNDISTURBED NATIVE � SANGROUND OR FILL MATERIAL OCMPACTED TO 95X MAXIMUM DENSITY. Z C 1. ASSEMBLY REQUIRES CERTIFICATION UPON INSTALLATION AND RECERTIFICATION ANNUALLY,BY OWNER- u s 1 9.A 4 'T R i �'O j 1.4 3. ALL POURED THRUST DLOCKS SHALL BE BACKFILLED AFTER MINIMUM I DAY. PRESSURE TESTING'.SHALL O t67 .] tt ,B.A i 63 6.3 5 OCCUR AFTER CON BETE HAS REACHED COMPRESSIVE STRENGTH(T'C) Q 2. THE ENCLOSURE MUST BE INSTALLED.ON A 4"THICK CONCRETE PAD: 13 35 tT5 a t 24 D Ta 1a a 4. ALL BLOCKING TO BE CONCRETE CL 3000-i(3O00-PSI) L AR 5 ALCIxA D DN PSI T P R D'a R' N C R'a 5 BLOCKING AGAINST FITTINGS SHALL BEAR AGAINST THE GREATEST FITTING SURFACE AREA POSSIBLE.BUT r +-' 3 AN ELECTRICAL OUTLET MUST BE PROVIDED. SHALL NOT OOVER'OR ENCLOSE BELL ENDS,JOINT BOLTS OR GLANDS ACCESS TO.BOLTS AND GLANDS z �y. SHALL BE PROVIDED. O CIF ECOLOGY BLOCKS MAY BE USED IN LIEU Ti L 4. GUARD POSTS SHALL BE INSTALLED IF LOCATED IN A TRAFFIC AREA, 6 ALL HORIZONTAL BLOCKING THRUST AREAS SHALL BE CENTERED ON PIPE O N Z OF POURED-IN�PIACE BLOCKING FOR ] WHERE POURED-IN-PLACE BLOCKING IS REWIRED AT A POINT OF CONNECTION TO AN EXISTING FRryNG5 IN'SHADED PORTION OF TABLE O 5. ALL BRANCH CONN€CTIONS SHALL.BE LOCATED ON THE DOWNSTREAM SIDE OF THE ASSEMBLY. WATERNAIN,THE BLOCKING SHALL BE INSTALLED PRIOR T9 CONNECTION WHENEVER:POSSIBLE OR AS N RESTRAINED JOINTS MUST BE USED DIRECTED BY THE CITY ENGINEER. ��`RRT���O J N FOR NOTES.SEE STD QUAIL NO W 1,65 6.TEMPORARY BLOCKING,IF USED.SHALL BE APPROVED BY THE CRY ENGINEER. cm Q / 9MIDW Pulux, �tlM DRPA1txIXNT OP PBBLTC 1mRls6 WmrA+• STANDARD DETAILS WV_STANDARD DETAA V, v O usKA W `WV DBPARt'YII'!T OP PLIBP TNIRKS STANWRp DEtul V � STANDARD DETAIL. � 01t NUI�ER °`" amna. STANDARD PLANS NNvaER. MN r wN;mN STANDARD DETAILS HOMIER. eAgf� REDUCED PRESSURE BACIQ DW ASSEMBLY CONSTRUCTION DRAWING APPROVAL '�• (RPSA)2" AND SMALLER W-130 sp�4. THRUST BLACK W-160' • THRUST BLOCK. G �rxe +xa'T +<fx6 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED :c PER THE CONDITIONS ON THE TITLE SHEET. 5 RPBA DETAIL 6 THRUST BLOCK DETAIL THRUST BLOCK DETAIL BY' o+ City Engineer, CITY OF ARLINGTON NTS NTS NTS DAB THIS APPROVAL VALID FOR 18 MONTHS / Lii A Q FUSION BONDED VALVE BOX LID 24"x24Tx4'CONC. PM - TYPE A BLOCKING SEE NOTE 3 2"SQUARE%2'HIGH EPDXY COATED FOR T1 f!°'&221E VERTICAL.BENDS SEE'NOTE 4 SHACKLE RODS VB. S 4 L , OPERATING NUT _ 4 (TYP a 2 �.. ., ° �fill•-"II -I III Z Z w m 1/3 TOTAL • 'I=II.. 5. - j U O N LENGTH 4 NRNBUCNLES VALVE OPERATING NUT <. w Z Z .EXTENSION SEE NOTES S B 36"FOR PIPE OIA 12'OR r. �- 4" NO 1T 4 f.. �1 1 AND 2 $MLALIER 411 FOE#PIPE D _ J +/• 1OVER 13"MAX.DEPTH SHALL c� 4 n• N - - " VALVE BOX NOT EXCEED 6f1` J09 'NIT,4 X° w - OVFPPIPE SEE NOTE 3 "a°�.x T2" 3DD ilf 4 4 &BLOCK I fn 1 g .A CONCRETE �o, ao1' tl BLOCK 3/8"SET SCREW 4°�t�/� x:Q 4 Q Q ° �.po. i i_d EL d a- a .FUSION BONDED _ 4' IA•1/4' q �/f EPDXY COATED BOTTOM FACE `� MIN THICKNESS 3 °e r SHACKLE RODS A5N THRUST BLOCK AREA VALVE BOX EXTENSION STEEL REFERS TO THE �) BOTTOM FACE Of ' SECTION A-A BLOCK MEASURED.IN SQUARE FEET A T' SOLID.STEEL STOCK ,• '+ e.� VALVE BOX CUSHION °• ; O O O O r 5 ; 4 TURNBUCRL£5' 3/8"SET SCREW ® ' N IJJ M / p TYPE"N RLDQU.NGBiGR 1.h'.Y1.h'.45'A!9 9D"4ERRSAL fLIDS \ a°r•°$ ? q� �\ ' A SQL S0.T OR —ACT 3" COMPACT 5w A QUVQ, SQUARE SOCKET DRU SLTY - 2-1/4'INSIDE f Rq FITING BEND 451]ENO A k.22�h'BENo 4S11pID&&PR�Jx' tR+A 459B1p A 8=Zh' 2-1/4`DENTIN H n O N e n w o 0 0 WATER MAIN UNDISTURBED EARTH j u 4 I (II8'MIN WALL THICKNESS) ?. N U GRAVEL COURSE LL FOR DRAWS \ J A O 306 T PRESSURE f-"MI (ACC COURSE AOGREGAT€GRADING UT f"O'Y ^ VALVE BOX AND EXTENSION VALVE OPERATING NUT EXTENSION NO.5 PER WSDGT 9-03.1(3)C) ^z TTPE 6.BLOCKING ` ° MOTIFS. O O a C> e i0R45'VERIN:N.BENDS ° ¢ VB 1. LOCATION AND SIZE OF BLOCKING FOR PIPE LARGER THAN 12'DIAMETER AND FOR SOIL TYPES a DIFFERENT THAN SHOWN SHALL BE DEFER INFO BT TH€CITY ENGINEER.M NOTES: 11", ^ k.N_ - �� 2: ALL BLOCKNG F06E VERTICAL FTTFINGS(POURED IN PUCE)SHALL:BEAR AGANST UNDISIURDED:NATIVE za - PROMOTE HYDRANT DESIOLE ERVNDRY('78 LOCK TO BE SUPPLIED BY'CTIY OF n_. n �.. GROUND, 1 BELOW FINISHED NUT EXTENSIONS ARE RE TOPE WHEN THE VALVE NUT 15 MORE THAN:THREE E FEET Q BELOW FINISHED GRADE. EXTENSIONS..PAE TO BE:A MINIMUM OF ONE i)FOOT LONG:ONLY ONEBRONZE TO BRONZE DESIGN.POSED.2 gRUNGTON. L.- ° 3. ALL POURED THR31ST BLOCKS'-SHALL BE BACKFILLED AFTER MINIMUM 1 DAY.PRESSURE TESTING SHALL ( LROM ABOVE WDH QUTLET EXPOSED 2-1/2'EXTENSION WILL BE ALLOWED PER VALVE.n OCCUR AFTER CONCRETE HAS REACHED COMPRESSIVE STRENGTH(!c). NST OUTLET LOCKING CAP ON OPERATOR, !.l CAST IRON VALVE BON AND EXTENSION PER ;STD DETAIL W-190 :?. TWO(2)VE OPERATING NUT EXTENSIONS ARE T0.BE MADE.Of STEEL,312ED k5 NOTEQ,AND.PAINTED.WITH 4, ALL B4r1CKING--SIaALL RE CONOREff CL 30DG-T (30D0 os). 2 2"BRASS.90'BENb4 ' ^ °' TWO(2)COATS OF METAL PAINT.a _ "GATE VALVE WRN RESWEM SEAT -g3OO +. y ' ' 8 _� °s 5:. AFTER INSTALLATION,SHACKLE RODS&TURNBUCKLES SHALL BE.CLEANED AND COATED WITH 2 COATS 3-.VALVE BOXES SHALL BE CAST IRON,TWO':PIECE.UNITS:OESIGNEO:WITH DEEP SKIRT(2)LIDS W/LUGS; MAINLINE SIZE TEE WITH B"FLANGE (MUELLER.M&H OR APPROVED EQUAE)WITH A ,. , . a. ,a a f OF ASPHALTIC VARNISH,ROYSTON POVKOTE#'012M OR APPROVED EQUAL. EQUAL TO"RICH NO.940'AS MANUFACTURED BY RICH OR SATHER: 6T FLANGE X 2'COMPANION FLANGE ��` MID-STATES PLASTICS METER BOX MSBGL E: SHACKLE RODS SHALL BE FUSION BONDED EPDXY COATED ROUND MILD STEEL ISTM A 39. 1730-18/W Ot LID. 2"HOPE HI MOLTIES 2 /0 O15 POLY PIPE W 2 4, 4"THICK CONCRETE PAD.AROUND VALVE BOXES OUTSIDE OF PAVED AREAS. 2 M2'SQUARE AROUND � 2'MIP COMPRESSION A N OAPlFRS '1 B 7. BLOCKING AGAINST FTTNNGS SHALL BEAR AGAINST THE GREATEST FITTING SURFACE AREA POSSIBLE,BUT SINGLE'VALVE BOXES AND:4'.4'AROUND MULTIPLE VALVE:ROXEB.. 2-1/2`CAP:NATIONAL STANDARD THREAD. FOR.NOTES SEE BID DETAIL 140.W-17S SHALL,NOT COVER OR ENCLOSE B€LL ENDS,JOINT BOLTS OR GLANDS REASONABLE ACCESS TO BOLTS AND GLANDS SHALL.BE PROVIDED. cam DA'dR11�i'1'OF PUT'i•OR<S n am D81•ABrMEPr RE PPBMG 11oR6 y,E xfuRsh ont B1Pd6'O�iT OP POBLTC[URL4 STANDARD DOWN. T �+1'. L oM DBPARI9RM OT PUBLIC 11O1RB8 STANDARD DETAIL 1t _ e STAN"DETAIL 1 STANDARD OETML I +a mmm STANDARD DETAILS MUMMR: O MA etwMe STANDARD DETAILS MUN6FR. ¢ Wm.o mnvme STANDARD DETAILS HUMREn '" erfia+ STANDARD DETAILS MUTER ;L VERTICAL THRUST BLOCK VALVE BOX AN.D W-170 • a VERTICAL THRUST BLOCK TYPE C W-175 ► • W-190 �; mM.M 2"BLOWOFF ASSEMBLY W-180 +�rAtl'I TYPE A&TYPE B ��o OPERATING NUT ERTENSION +<trttl'L - VERTICAL THRUST BLOCK DETAIL 2 THRUST BLOCK DETAIL 3 VALVE BOX DETAIL 4 BLOWOFF ASSEMBLY NTS NTS NTS NTS !is T a Y Oe O z @ BUILDING { C EXTERIOR WALL DI OR STEEL F LL 36"FOR PIPE DIA..12"OR SMAUkR. PIPE 4W FOR PIPE DM,OVER 12' MAX.DEPTH SHALL NOT EXCEED 60' Pl AN PLAN SLEEVE SEAL S'MIN WATERTIGHT` FLOOR —E GRADE r THRUST BLOCK ^ m e`-•L -`'' k O V STRUCTURAL " CEMENT-LINED 4 3 n y O FOOTING DUCTILE IRON(CL52). L E N g FLANGE AND SPIGOT PIECE(SEE PLAN N w FOR PIPE DIAMETER) A ] " ELEVATION ELEVATION 3. SEE W-225 7 FOR CONTINUATION CD O WATER MAIN W STEEL FABRICATED 9LOXY FABRICATED STAINLESS STEEL CDATED TAPPING SLEEVE TAPPING SLEEVE FIELD LOK GASKETS)MEGALuG Q REQUIRED ON ALL JOINTS FROM VALVE O W N INSTALLED ON DI PIPE INSTALLED ON AC PIPE TO 90'BEND THRUST BLOCKING 'Z Q SEE W-160 LL MATEIML r'^ Q ON LIST: SEE CONTIN co C (D 2^2e.4"CONCRETE PAD IN UNPAVED AREA FOR CONTINUATION O ✓T 0? CAST IRON VALVE BOX AND EXTENSION PER STANDARD DETAIL N0.W-190 LQL 0 Q y NOTES, (D 6'GATE VALVE WITH RESILIENT SEAT(MUELLER',M&H OR APPROVED EQUAL) O!R M w i STAINLESS STEEL TAPPING TEES SHALL HAVE FULL CIRCLE SEAL Q MAINLINE SIZE TEE WITH FLANGE C> 2. STEEL TAPPING TEE$SHALL BE EPDXY:COATED. Q 6"D.I.P. ♦,E J N �1�M/y� 34 ALL TEES AND VALVES TO BE WATER TESTED BEFORE LAPPING- �}V'MEGALUG \,/ N 4� Q Z^Q 3: / 111N.D a cam OlWARRR6N9'N rVBLE TDRRB J DSAR71®YT fM'POW1C 110R83 SiANDMDDETML STANDARD DETAIL MNp»a cam. DiPIRI'1DDVT OF PUBWG IIORLB MR aiaAw STANDARD DETAILS MUMItDT MP P ,NY.P STANDARD DETAILS NUMT1€R ct" en»m STANDARD DETAILS FARMED DETAIL < / Q,fW� MLW6ER. CONSTRUCTION DRAWING APPROVAL Q •e�• TAPPING SLEEVES" W-200 > s # FIRE LINE CONNECTION W-220 nPu sR FIRE LINE UNDERGROUND W-225 tRtl4 tl fjJXtllo FLOOR FLANGE DETAIL THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. .�• City Engineer, CITY OF ARLINGTON 4 TAPPING SLEEVES 5 FIRE LINE CONNECTION 6 FIRE LINE FLOOR FLANGE BY: 3 NTS NTS NTS DATE: J THIS APPROVAL VALID FOR 18 MONTHS / Iii 6 W W m O O N N Z C� w F U d W W J M :2 (N U U U U Q 4 Q Q ="+ d CL (1 fl O 1 n n t\ n N W N N \\\ 'e O O -O �i a, N1 5-1/4"MVO HYDRANT MCGARD STD.DUTY LOCK. N •. INSTALLED PLUMIEL SEE REQUIRED IN RURAL OR ISOLATED �k{ REQUIRED PAVEMENT' NOTE I yl � P•) LOGTKNIS IF REQUIRED.BY DUTY O RESTORtION.P£R ENGINEER MARKER O O a R/W USE PERMIT i e SURFACE RE9TORANON. E%45i1FIG PAVEMENT AS SPECIFlEO(SEE SURFACE SEE NOTE 4: 4-1 2"PUMPER w NOTE 3}. PORT SEE NOTE$ /\ BREAKAWAY BOBS VALVE BOX PER 8. AHD.BREAKAWAY 31 STD PLAN,W-120 ;-!- �� \ OPERATING ROD SEE NOTE 9 g' COUPLING 2. ra U I e CONCRETE PAD 18" t8,e COMPACTED TRENCH o S (SEE NOTE 1) T COMPACTED SEE NOTE I NEAT ONE(TYP) 'D k ( ) CONCRETE PAp ' FLANGED TEE FL r .... .. - SEE NOTE 6 LENGTH VARIES(24`MIN) TAPPING TEE(FL) �n�M,-'1 I1���C CTplG E! e MEGALUG RETAINER E��y LME� ON SM S RE..M a. GL M EBA4#TO6 OFFSET MARKER TO INDICATE WHICH WHERE THE HYDRANT IS WRNIN 20'OF nl r• 1B" 1 P ® SIDE OF STREET HYDRANT IS ON, THE MAIN TRAVELED STREET.THE PIPE BEDDING ZONE i MARKER TO BE PLACED 4"TO 6"OFF MARKER IS TO BE INSTALLED ON THAT a •r 4 • t. (SEE NOTES 2)' I— OF CENTERUNE MAIN STREET AND 4'TO 0.OFF THE 2 1.. CENTBRUNE „— SEE NOT Roos J MIN. SEE NOTE 6 TRENCH STABILRYATION UNDISTURHED rS"vT6"v4" WAKER e I I MARKER MATERIAL,IF AND WHEN EARTH 6`RESIDENT SEAT GATE 18" PIPE�QD:R..is- GONG T LOCK B CEMENT UNDO DIP 4" OIREC7E6.(SAME q5 PIPE VALVE(R%MJ),MUELLER,MH o 8. n a BEDDING}. i C1' W/LM RESTRAKD JOINT e °" `l'� WASHED ROCK SEE NOTE 7 OR MARQUEE EQUAL J✓ MATERI IL JOINT i MATERIAL 1 1/2 MINUS. (SEE NOTE 2) r � e • A UNPAVED AREA PAVED AREA N0 1. HYDRANTS AND ALL MATERIALS SHALL CONFORM TO AWWA STANDARDS AND SHALL BE OF STANOARD MANUFACTURE(MAH TON 929 RELIANT OR MUELLER-SUPER CENTURION 250 ONLY). 8"AT 2. THE CENTER DF THE HYDRANT SHALL BE 3'FROM FACE OF CURB.IF THERE IS NO Cl.".THE CENTER OF HYDRANT SHALL BE 3'FROM RG.HT-OF-WAY AND A NINIMUM OF 5'FROM TRAVELED LANE. 3. ONE 5"TO 4-1/2•PUMPER PORT W/N S.T.AND STOR2 ADAPTER ASSEMBLY.PUMPER PORT TO.BE FACING NQTM. STREET OR ROADWAY FOR THE FIRE ENGINE ACCESS. 1. TRENCH NACKFlLL SHALL BE: 4. TWO 2 1/2"HOSE PORTS W/N.S.T AND 1-1/4"OPERATING NUTS. •-PAVED AREA:GRANULAR BACKFILL AS APPROVED BY LOCAL AGENCY OR PER WSDOT S. PROVIDE CVARD POSTS FOR VEHICULAR TRAFFIC PROTECTION IF REQUIRED'BY CITY STD.ENGINEER PER 5 . 9-03.9(3),OR CUE.OR S/B"MINUS CRUSHED SURFACING.OR APPROVED NATNE.MATERIAL DETAIL W-U30. FOUR LANE PIM 1 iYL LANE RM <. COMPACTED TO 95%OF MAXIMUM DENSITY .i UNPAVED AEA:SELECTED GRANULAR MATERIAL WITHNA%IMUM.DIMENSION OF 6"PER fi. INSTALL 3'%3'X4"CONCRETE PAD(3000 PSI)AROUND HYDRANT IN UNPAVED AREAS INCLUDING PLANTER MARKER TO INDICATE WHICH OFFSET NADER TO INDICATE WHICH t1ER SIDE OF STREET HYDRANT 15 ON. S1DE OF STREET HYDRANT 15 ON. WSDOT 9-01AS,COMPACTED TO 9OX OF MAXIMUM DENSITY. STRIPS COMPLETELY SURROUND HYDRANT W/FULL DEPTH OF CONCRETE PAD.WITH 1/4"JOINT MATERIAL MANNER TO BE PLACED 4"TO 6'OFF rSR TO BE PLACED 4"70 6'OFF ' BEFORE PLACIN0%QSRETE. OF DOTS OR PAINTED LANE DMDEIR OF DOTS OR PANTED LANE DITAU L` 2. GRAVEL RACKFILL FOR PIPE ZONE BEDDING SHALL BE SELECTED GRANULAR MATERIAL.PER ?`Sp WSDOT 9-03.12(3).WASHED SAND;OR APPROVED SUITABLE EXCAVATED MATERAL WITH J. HYDRANT RUN TO BE 6"CEMENT UN£D DUCTILE IRON PIPE CLASS 52 WITH RESTRAINED JOINTS(MECALUG ry 5 OR APPROVED EQUAL) HYDRANT RUN LONGER THAN 50 FEET SHALL BE 8'DIA,OR URGER. .MAXIMUM DIMENSION OF 1 L/2"COMPACTED TO 95X OF MA%IMUN DENSITY BY APPROVED HAND-HELD TOOLS. ' & W CALV SHACKLE RODS WITH THE EYE DOLTS AT BOTH ENDS REQUIRED FROM VALVE TO FIYORP+`B. NOTE. NOTES:. mo 3:'EXCAVATE MR THE PIPE BELL TO ENSURE UNIFORM SUPPORT'FOR THE PIPE BARREL. g, RITE HYDRANTS SHALL BE PLANTED WITH TWO GOATS OF HIGH GLOSS EOUNMENI YELLOW'RUST-OLEUM• 4. UNPAVED AREA SHALL BE RESTORED WITH 4'TOP SOIL.FERTILIZER AND SEED,OR AS. TYPE PAINT. MARKER TYPE eB AD SoMSONITE M'O WAY(BLUE) 1. CONCRETE SHALL BE CLASS 3000 PSI MIN.. 'SSPPEC E. PAVEMENT RESTORATION SMALL RE DOME PER RIGHT-OF-WAY USE PERMIT,.OR tO.INSTALL 24"x24"x4'CONCRETE PAD(3000 PSI):'AROUND VALVE BOX ANp RB"x48"x4"FOR MULTIPLE VALVE 2. INSTALL 1/4"EXPANSION JOINT MATERIAL WITH FULL DEPTH OF CONCRETE PAD:AROUND HYDRANT. ' BOXES IN UNPAVED AREA, L.Nu DIVAeFMBBT a TRFBI2G B0� Ueu[ DRART11E T OF'PUBLIC 1RTBC6-uF.AmN LaM nsAAzTmN'OP pvm"so sTAwDARD DETAIL 'EY NMNa.." Lu1n. Dlp'ABTMBNT OP PDPMC'tTO STANDARD MEN y'FY AnUwvw pA�r M.. STANDARD DETAILS sru DMRR TAIL t o '�"'Q: MY„f„ STANDARD DETAtL5 sMNOABD DEmL o MR WnIDLNE STANDARD DETAILS nuMBEe wn�;mN, .STANDARD DETAILS �� MR Nlwu M,E NUMBER G G + G Lj a ti • rx �• TYPICAL,TRENCH DETAIL W-27O L�Q FIRE.HYDRANT ASSEMBLY W-010 v�l R FLEE HYDRANT MARKER W-015 •�,`�.+ [FIRE HYDRANT CONCRETE PAD W-020 N IT TRENCH DETAIL 2 FIRE HYDRANT DETAILS NTS NTS s 3 o W • Z Q J C�1 CO Q SF° tu O 04 Z Zia � i CONSTRUCTION DRAWING APPROVAL Q 0 o+ THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED •.mac PER THE CONDITIONS ON THE TITLE SHEET. BY.• 0 o+ City Engineer, CITY OF ARLINGTON DATE: 3 THIS APPROVAL VALID FOR iB MONTHS Gi HNAT-JOINT MUST 1/2"n 4"FULL DEPTH BE SAW-CUT SAW-CUT Oft LINE DRILL 2"MIN ASPHPLi EXPANSION JOINT EVERY UNDERLYING CONCRETE CONCCRETE 30,ALIGN EXPAWADN JOINT5 5.5" 1/2 R .Y R :Q k DUMIAY JOINTS W CURB V-CROGVE 1/2"R SL WNH JOINTS IN SIDEWALK ty1 EXISTINGO CONCRETE E �L;� 1 )DEEP 2 R 1'VIZ /SS +•� I'R \FS „ g N fw/l 1- 12• D' 4-SRO 4 __I Si3OPE vrs I-I GO O O N 3 J GOP Y ryS DUMMY JO NT µ 1"R �. + 1� W W O EXISTING CEMENT ., S• is,C C "- - V / ,.. t/2"n 1 1 3" � 12" d � '• ? d W W 5� 6° _ BMW ASPHALT CONCRETE OM CEMENTCOMM rDUMMY 2` e n 4 a ° 6 G g Blw CUT ASPHALT CONCRETE(3"MIN). a U U U m nNAL JOINT MUST 'REPLACEMENT PATCH TO BE 1" ; BE S0.W-CUT THICKER THAN PREVIOUSLY EXISTED °o°p°eO e4oOOOo , . 5.Q 4 Q Q ae000 e o ey4oyo a«4 Q b°0.0. t 1f2" FULL DEPT{ GURe.&GUTTER I, � e-- � : °:Q 6 4 4 E%PANSroN JOINT EVERY 30' $EE NOTE 9 l l i d d d d PLAN VIEWS. eoTic"REDTE'�"µT LI CDF TYPE E1:tlIRB TYPE E2 CURB C:j "Y .` 5" PCAI TYPICALSECIIM 1/2"n i tJ2' (SEE NOTE 7 BELOW} ,Ia7 O r r VAST M ASPIW,T CONCRETE OVER PREPARED GRADE GUMMY O NT �R SEMEW CONCRETE O O TYPE I CURB k GUTT 1 .-- SEE STE)DETAIL R-tin 0 CEMENT CONCRETE(B"MIN) •� 1'R: 1"R I"R 1"R REPLACEMENT PATCH i0 BE 1' �'' FINAL JOINT MUST THICKER THAN PROADUSLY EXISTED / 2"CRUSHED SURFACING NOTES: 8" 6- r N BE SAW-CUT TOP COURSE COMPACTED 2` 2` ?-3/4" 2-3/4" TO 93X DENSITY I. FORMS SHALL BE TRUE TO LINE AND GRADE AND SECURELY STAKED. _ ���f�em 2. DUMMY JOINTS SHALL.BE PLACED 15 FEET ON CENTERS DUMMY JOINTS SHALL BE 112'x EXISTING'CEMENT• _; ••' " 4WV FA.A• � � 3. THRU JOINTS SHALL BE PLACED ADJACENT TO CATCH BASINS,INLETS AN O AT POINTS OF TANGENCY ON .`_. •• ^Z CONCRETE 12 CDF STREETS ALLEY AND DRNEWAY RETURNS.MAXIMUM SPACING SHALL BE 30 R PRE-MOLDED JOINT T p O O t. SDE-S SWLLL BE A MINIMUM OF 4"THICK.AND SHALL BE CLASS a000.CEMENT CONCRETE,WITH AIR FILLER SHALL BE 1/2•WIIOE AND CONFORM TO-SHT0 DE5GN M213: {+ ?" ENTRAINMENT(MIN 4.51A.-MAX 6.5%). i6" 4. ALL JOINTS-SHALL BE CLEAN:AND EGGED. 2 FULL EXPANSION JOINTS SHALL GENERALLY BE PLACED TO MATCH THOSE PLACED W ADJACENT CURB& ElQST w CEMEIIT--I'- TE PREPARE GRADE GUTTER,WITH MAXIMUM SPACING OF 3D FEET,FINAL SPACING DETERMINATION SHALL BE DECIDED BY THE 5, CONCRETE SHALL BE CEMENT CONCRETE,CLASS 3000. INSPECTOR IN THE FIELD. S. STEEL NORMS ONLY SHALL BE USED ON TANGENT SECTIONS.WOW:FORMS MAY SE USED ON CURVED 3, SUBGRADE SHA13.BE COMPACTED i0 NOT LESS THAN 96R OF MAXIMUM DENSITY. SECTIONS. 1O" NOT€S: 4 SIDEWALK SHALL BE AT LEAST 6'THICK IN DRIVEWAYS. 7. FINISH SHALL BE UGHT BROOM FINISH, T ALL TRENCHES IN ROADWAY AREAS SHALL BE SACKFlLLED AND PATCHED-TEMPORARY 5 THE FINISHED SIDEWALK SHALL BE SPRAYED WITH A TRANSPARENT CURING COMPOUND COVERED BY 8. THE FNISHED CURB SHALL SE SPRAYED WITH A TRANSPARENT CURING COMPOUND AND COVERED BY TYPE E3 CM ASPHALT AT THE END OF EACH WORK DAY,UNLESS PERMISSION 1S GRANTED TO DO OTHERWISE WATERPROOF PAPER OR PLASTIC SHEETING iN THE EVENT OF RAIN OR OTHER INCLEMENT WEATHER.CURING WATERPROOF PAPER OR PLASTIC MEMBRANE IN THE EVENT OF RAIN OR OTHER INCLEMENT WEATHER. BY THE CITY ENGINEER. DME SHALL BE FOR A MINIMUM OF 12 HOURS. CURING TIME SHALLBE A MINIMUM OF 72 HOURS. 6. ALL JOINTS SHALL BE CLEWED AND EDGED WITH AN EDGER HAVING:A 1/4-RADIUS- 9. ALL CURB AND GUTTER SHALL BE PLACED ON A MIN OF 2"OF CRUSHED SURFACING TOP'COURSE. TYPE Ei CURB CO 2. O TEMPORARY PATCHES.ON THENCHES.SHALL BE.PERMANENRY PATCHED WRHIN 2 WEEKS OF COMPLETION OF WORK WITHIN THE ROPDWAY:ARU. - - >: SIDEWALKS ARE TYPICALLY 5'W10E.kADER SIDEWALK MAY BE REQUIRED BY THE COY.. 10:DUMMY JOINT 1/2"x 1 1/2"BERYEEN TYPE 1 CURB AND GUTTER AND THE SIDEWALK. Lan T18nR"Bw.PpDRTO 11pBY5 tan DBPL..w Mi'PDBD10 IIOPNB Lan M1PA6TY8N➢'OF PomJc iT0Em3. * °y aWwW Wnv.F STANDARD DETAILS STANIwaDEnTALL t. M�mtt an+� STANDARD DETAILS 9TANN NO AIL b�TYO tt -�,4I�N. STANDARD DETAILS �A Nu RD AIL t tt mm�W STANDARD. DETAILS >.TummA¢momoETUL a c�eaNT concxBrt R-210 TYPE E-1,E-2,E-3 TIE- PAVEMENT PATCH R-140 CEMENT CONCRETE CURB AND R-180 T 4 PAVEMENT PATCH DETAIL 2 CEMENT CONCRETE SIDEWALK DETAIL 3 CURB AND GUTTER DETAIL 4 CONCRETE CURB DETAIL NTS NTS NTS NTS z' z 4. PAMING STALL GEOMEMY DETAIL / SEE SIT RMN N8 R-210 FOR BRICl PAWING BOUT 6: . mg O '� 3 6 g..o AVM UO 1HDlB z > A B C D E F G N I J k l N N N a49f. 1 45 9,0 IZT 'IIS 193 12 15,5 /90 45' 4E0 ?0 6:{ 13.1 14 E 9A 13.6 2]5 19.5 11 16:5 U. 44 460 2A DI t31 14 24 "i�j�l _ o G SA I" ]2.5 1g0 11 20 14 24 g; H 1 13.0 1E3 1 27,51 9S 1 Ii 1 1 1 2.0 14 24 V 1 1. 1 225 I 320 I 22:6 1 12 20. 14 24 60• 90 104 23:7 20S 16 185 A Si' S1] 2S 2.6 9:3 14 W Q 95 IRA 23.T NS IS 18S 54A 52 51] 23 26 93 4 4 ® N m CEMENT CONCRETE ED 0.3 14.6 14.7 14 23 I{ 24 0< to �'+c 3 r SIDEWALK H 13.0 ISO 217 20.5 15 2.3 14 24 O TYwin V I60 185 ?6.9 1T3 16 23 14 24 _ V,�-n a N 7$ 95 I.0 to fi0 5E5 25 .6 14 T{ u'{ �.�xl I=yl N ED u 170 183 16 2:5 m H 13D 135 209 20U 22 14 24 ,I NOTES: V 1 16.6 2 3 K4 24 25 14 24 �� �J W 90 9A 19.0 19A ?b 19.0 fib Ee 66 2:5 g 0 14 24 y� ;•a V W �I WIDTH OF DRIVEWAY AT PROPERTY UK. �a 95 9S 19:0 1 A 5 19.0. 63 63. 2.5 D 0 14 4 4t o w O+ �} 60 BA IS.D 1E0 ZS 0 14 25vp 3 V 1/2'WIDE FULL DEPTH EXPANSYO JOINT H. ISa t30 tES. 1BS 25 25 PSI - � UJ d �] FULL DEPTH EAVN=N JOINT IF 1O IS 15'OR GREATER, Y T6A f0.0 2DA 20.0 N 8 DRNEWAY TO BE SURFACED WITH ASPHALT OR CONCAETE- g w a W Q DRIVEWAY CEMENT CONCRETE SHALL BE A MIN OF 6 THICK Ni RESIDENTIAL AREAS.8'THICK IN V Z Q IY MM RCW_AREAS AND IS T BE PLACED DR A M UM OF 2 CRUSHED SURFACING TOP COURSE V Q O COMPACTED TO 95%MAXIMUM DENSITY g E�z ONj V PEDESTRAN RAMP SHALL BE ADA COMPLIANT. 7.5%OR FLATTER RECOMMENDED FOR '� � T7 E CE51GN/FORMWORK(83%MAX)THE PEDESTRIAN RAMP LENGTH IS NOT REQUIRED TO EXCEED:15 p L p FEET(UNLESS OTHER4415E SHQWN IN TIE CONTFACT PlANS)..WHEN PPPLWMG THE 15-f00T I. AISLE WIDTH MAY RE REQUIRED TO BE MDER IF MULTIPLE UTILITY LINES ARE LOCATED L, N W1M LENGTH.MFASURm FROM BACK OF SIDEWALK.TIE RUNNNO SLOZ. THE PEOESIRMN WITHIN THE AISLE CORR100R. co RAMP IS ALLOWED TO EXCEED 83x USE A SINGLE CONSTANT SLOPE iROM BOTTOM OF RAMP TO N 2. C-COMPACT SPACE.EACH SPACE SHALL BE IDENTIFIED BY PAINTING' C TOP OF.RAMP TO MATCH INFO THE 50MALK OVER A HORIZONTAL DISTANCE OF 15 FEET. 'COMPACT'ON PAVEMENT 3. H-HANDICAP SPACE.SEE WASHINGTON STATE REGULATIONS FOR BARRIER FREE FACILITIES. 4; V-HANDICAP VAN ACCESSIBLE SPACE,SEE WASHINGTON STATE REGULATIONS,FOR BARRIER N FREE FACILITIES. Z V Q O cv J Q Nen N TY O M1AAW:P 1aP DbARflRM 0!LRRDD TIOFA5 STANBWD DETAIL When a Han DQAefl�IT W PDBLLC lIORYe STANDARD DETAIL YTY MBWW tt STANDARD DETAA tmW CiPAR'IIGBIP NPOBtJC'ITORE3 Z A Q 0 rW wArn> STANDARD DETAILS „MP°ER .tt Pmn.M STANDARD DETAILS Nuw6FJT ,`m4 WmrWL{.. STANDARD DETAILS NUIMER � y CEMENT'CONCRETE DRIVE#AY APPROACH R-230 v�a PJIRIaNG[AT D16TAIL R-25O .�+ PLANTING STRIP BEHIND R-`�']Q j R Jwc2° TYPE,2 +ttxa 4N°"1° SIDEWALK CONSTRUCTION DRAWING APPROVAL Q Q o o+ THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED SPER THE CONDITIONS ON THE TITLE SHEET. 5 DRIVEWAY DETAIL 6 PARKING LOT DETAIL PLANTING STRIP DETAIL BY rn City Engineer, CITY OF ARLINGTON N NTS NTS NTS DATE: THIS APPROVAL VALID FOR 18 MONTHS C-H.O N J 6 1' m PAVEMENT NOTES 1. MATERIAL THICKNESS IS COMPACTED DEPTH. APPLIES TO ALL SECTIONS. a W W ll_� 2. SUITABLE ONSITE SOILS SHALL BE FREE OF DELETERIOUS MATERIALS AND MAY BE USED s z 3" ASPHALT: 1/2-INCH AGGREGATE MIX FOR SUBBASE PROVIDED SOILS MEET REQUIREMENTS IN THE PROJECTS SPECIFICATIONS. 8"PORTLAND CEMENT CONCRETE(4000 o 0 0 PER 2012 WSDOT 9-03.8 6, PG58-22 3. FOR PREPARATION OF PAVEMENT SUBGRADE, FILL PLACED WITHIN 12 INCHES OF FINISHED o 0 0 0 O PSI COMPRESSIVE STRENGTH PER WSDOT SUBGRADE ELEVATION IN FILL AREAS AND AT LEAST THE UPPER 8 INCHES OF SUBGRADE a a a a OR PG 64-22 BINDER PER 2012 WSDOT STD SPEC 9-03.1 ) IN ALL AREAS TO BE PAVED SHOULD BE COMPACTED TO AT LEAST 98%OF THE 9-021(4) CL a 2"CRUSHED ROCK BASE COURSE MATERIAL'S MAXIMUM STANDARD PROCTOR DRY DENSITY(ASTM D-698). FILL PLACED BELOW THIS LEVEL SHOULD BE COMPACTED TO AT LEAST 95%OF THE MATERIAL'S 6"CRUSHED AGGREGATE (WSDOT STD SPEC 9-03.9(3)) MAXIMUM DRY DENSITY. Nam° BASE COURSE PER 2012 o WSDOT 9-03.9(3) 12" COMPACTED SUITABLE MATERIAL OR 4. AFTER PROOFROLLING WITH A LOADED TANDEM AXLE DUMP TRUCK AND REPAIRING DEEP STRUCTURAL FILL. UNSUITABLE NATIVE SUBGRADE DEFICIENCIES, THE ENTIRE SUBGRADE SHOULD BE SCARIFIED TO A DEPTH OF 12 0 0 0 0 MATERIAL SHALL BE OVEREXCAVATED INCHES AND UNIFORMLY COMPACTED TO AT LEAST 98%OF STANDARD PROCTOR. M M 12"COMPACTED SUITABLE AND REPLACED. SUBGRADE SHALL BE 5. CRUSHED BASE COURSE MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF SECTION MATERIAL OR STRUCTURAL FILL. PREPARED IN ACCORDANCE WITH THE 9-03.9(3), OF THE WSDOT STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE UNSUITABLE NATIVE MATERIAL PROJECT SPECIFICATIONS TO ACHIEVE CONSTRUCTION. ^ $ SHALL BE OVEREXCAVATED AND 95%OF MAXIMUM DRY DENSITY(ASTM 6. ASPHALTIC SURFACE COURSE MIXTURES SHALL BE IN ACCORDANCE WITH SECTION N 3 o REPLACED. SUBGRADE SHALL BE ) PREPARED IN ACCORDANCE WITH D1557 9-02.1(4)OF THE WSDOT STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE tr d CONSTRUCTION. THE MIXTURE SHALL HAVE A MINIMUM MARSHALL STABILITY OF 1,000 z o WTHE PROJECT SPECIFICATIONS TO NOTES: o o ACHIEVE 95%OF MAXIMUM DRY 1. CONCRETE SHALL BE FIBER REINFORCED, AIR ENTRAINED, WITH POUNDS, AND THE SURFACE COURSE SHOULD BE COMPACTED TO A MINIMUM OF 97% DENSITY(ASTM D1557) A MINIMUM MODULUS OF RUPTURE(Mr)OF 600 PSI, A 4000 MARSHALL DENSITY(ASTM SPECIFICATION D 15MI). ( 7. THE PORTLAND CEMENT CONCRETE PAVEMENT MIXTURE SHALL BE IN ACCORDANCE WITH PSI 28 DAY STRENGTH, AND A 15-FOOT MAXIMUM JOINT AIR-ENTRAINED CONCRETE FOR PAVEMENT SECTIONS 9-03.1 OF THE WSDOT STANDARD SPACING SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION, THE MIXTURE SHALL BE DESIGNED TO DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 4000 PSI AT 28 DAYS WITH STANDARD PAVEMENT SECTION 2 HEAVY DUTY CONCRETE PAVEMENT SECTION A 4-INCH MAXIMUM SLUMP AND 5 TO 7%ENTRAINED AIR. B. CONTRACTOR SHALL PROVIDE A PRIME COAT AND TACK COAT TO FACE OF CURB WHERE NTS NTS CURB CONTACTS ASPHALT. r 9. PROOFROLUNG SHOULD BE USED TO EVALUATE PAVEMENT SUBGRADE. 10. THE RECOMMENDED PAVEMENT SECTIONS ARE BASED ON THE ASSUMPTION THAT THE SUBGRADE CONSISTS OF UNDISTURBED SOIL OR STRUCTURAL FILL AND THAT THE PAVEMENT WILL BE CONSTRUCTED DURING THE DRY SUMMER MONTHS. d c a��tAJB 12 REFLECTIVE ALUMINUMT!!N RESERVED LEGEND AND BORDER-GREEN PARKING WHITE SYMBOL ON BLUE BACKGROUND BACKGROUND- WHITE °ao ' TYPICAL AT ALL HANDICAP SPACES ,5 THIS SIGN TYPICAL AT ALL �9a "VAN ACCESSIBLE" .� PARKING SPACES o ACCESSIBLE PENALTY SIGN WITH WORDING AS REQUIRED BY STATE OR LOCAL LAW w z ALVANIZED"U"CHANNEL POST ' CD G 4"DIA.SCH 40 GALVANIZED STEEL m o PIPE BOLLARD PAINTED OSHA YELLOW o o FILLED WITH CONCRETE E ~�- PAINT CONCRETE BLACK o ' AFTER CURING o AT ASPHALT LOCATIONS < $ 4 4000 PSI CONCRETE © m 3 o N (TYPICAL) a w I I I-I I I-I I I-I I I-I e III-i 11=III-III-�- N �- � '-III-i I I-I I_I-III - : � III-III-III-1 I I=1 I I-i I 1=1 I I-I!I-III-I -I 1=1 11=1 11=1 11=1 i 1= W a 1-I I I-1 11=1 I I : ° .r . ° I I I=1 I I=1 =1 I I=1 I f= 8"R . . 0 W m -111=111 =III- -III- - za Q NOTE -IIIIII� IIIIIIIIIll11111111IIIIII1IIII��IIII„II1= i 1. LOCATE AT EDGE OF co PARKING SPACEIII—I I O Q UNLESS ACCOMPANIED F. y rE BY"VAN"LETTERING Z 0 W 3'-0" CV Z M ACCESSIBLE PARKING SYMBOL ACCESSIBLE PARKING SIGN ? a a 1Z j 3 NTS 4 NTS CONSTRUCTION DRAWING APPROVAL Q THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. `v i BY: 0 City Engineer, CITY OF ARLINGiON y DATE: THIS APPROVAL VALID FOR 18 MONTHS Cj-8�1 N Note: I. installation includes removal of stakes one o. a> year after installation. I a 2.AdJust tree ties I 3 during establishment to Prune diseased and broken branches allow for growth. 0 "Ghainlock"or equal a N tree tie material (I" 0 2" lodgepole ine tree z stoken Ion driven I' width);nail or staple Y Into undisturbed ground. tree tie to hold a o Stain brown I 3 vertically,loop each a .N For all trees tie around half tree within 4'of paving and w 3'of water lines: loosely to provide I" century Products slack for trunk I — — _ — — _ _ — — — — � 0 root barrier or approved growth — eoLual."114.632."1083 I I w 24''panels Water basin with 2"mulch Install per manufacturers Paving specs. Paving Unglazed planting pit I c 1/2 topsoil,1/2 native soil, I 215 F 3 I Planting pit min. war thoroughly,fertilize - c M twice size te of root aJ Y N \ Undisturbed soil /i �' - ° 0 -°oM I / j TREE PLANTING DETAIL 95 215 F i / No scale I 95 SF /i 215 SF 215 SF / une diseased and i %5 SF broken branches I 95 SF I�o5 SF Water basin with 2"mulch Got acted to soil 215 SF j wat�r thoroug� � _ fertilize as rect�d 95 SF Planting hole min. twice size of root ball I 165 SF / NOT A PART / ®Ru�s�oR 215 SF I UNDER �,� s 4(o0 SF �. SHRUB PLANTING DETAIL / I \ / I No 5aale SEPARATE NOTES PERMIT) 105 5F z I. 5ubgrade5,including berms,to within I I/loth foot provided by I / 3 G I I eneral Contractor unless otherwise noted. O 1 I ,tea Z 2. 5ub d grae shall be scarified or rototilled if conditions require. 0.J®� 3. 4"depth 3-way topsoil or equal In all planting areas. 215 SF COFFEE 13 / // Z IS) 4. Dewitt pro 5 filter fabric weed barrier(ore vol) in all Planting beds. i 3 p 0. p 9 I 2,��� / W 5. 2"minimum depth washed rock in all planting beds. � /- I � Z 7 Q 6. All plant material shall be healthy,full and conform to American lio5 SF /�/� 215 SF Nursery and Landscape Association specifications. Z 7. Plant material or size or kind not available may be substituted /_/ O only with approval of Landscape Architect or Owner. 4(00 SF - I 0 5. All mass plantings shall have triangular spacing. Z 9. All tree pits shall be inspected to insure proper drainage. I 215 SF "' 10. Positive drainage shall be maintained.Mound planting areas minimum 6". 1(05 SF / II. Landscape Contractor shall maintain site until Final Inspection and ICd5 SF I acceptance b Owner. 95 SF p y > 65 SF I 4 PLANT LIST I I 1 I I © k L BOTANICAL/COMMON allANTITY 51ZF CONDITION �08 >Z 215 SF HzNa Fraxinus pennsylvanica Gimmzam'/ IS 2"caliper Bog III I I(o5 SF 5 SF \ 3 � I N3m wGimmaro Ash 5 SF I65 SF Prunus fe Thundercloud'/ 15 475 SF 95 SF Thundercloud Plum/ 2"caliper ggg 305 SF 65 SF Prunus serrulata 'Kwanzan' 10 2"caliper ggg I65 SF 355 SF 460 SF Kwanzan Cherry o ^ Acer 0Imatum '5argo Kaku'/ 54B "/' /// ij i//� �i/i/ �i i- i-/// ///j i' // SF p 10 uOQ Songo Kaku Japanese Maple Viburnum t.'Spring Bouquet' / 57 5 gallon full 4 bushy Spring Bouquet Viburnum -- — — — + — i i,/ i /, /i i / i — / OP Spirea x bum. 'Anthony Waterer./ 19 5 gallon full 4 bushy �.__ _ _ — Y — = SC-UJE T— — — — —— — — � — — — — — — — Z w m Anthony Waterer Bumald Spirea L — — — — — — — ►� LECTRICAL _ EASEMENT_ ® Thu)a 0. 'Emerald Green'/ 14 6' B4B — — — — — — — _ _ — — — —w c� ^ U m' Emerald green arborvitae — — — — — — Sp Sp so Sv _�—c FBI W Prunus L. 'Otto Luyken'/ 11'1 21" full 4 bushy Otto Luyken Laurel [� W I I � ® Azeleo Hind Crimson 55 2 gallon full 4 bushy 204TN JT, NE 0 Azelea Purple Splendor 42 2 gallon — — — — — — — — Q g full 4 bushy — — — — — — — — — — — U �. N � 0 Nandina domestics 'Moon Bay'/ 41 2 gallon full 4 bushy z o �75 Moon Bay Heavenly Bamboo NOTE Z 1 Q o 0 Erica Cornea Ping Spangles/ 205 1 gallon full 4 bushy AN AUTOh1ATIG IRRIGATION w Heather SYSTEM WILL BE INSTALLED LAND&CAFE FLAN o Llorop mvscorl/ 155 1 gallon full 4 bushy FOR ALL PLANTINGx C AREAS. SALE: I''=20' Blue Lnyturf VEHICLE AREA SHADE Sheet PLAN Arctostaphylos uva-ursi/ 550 4"pots full VEHICLE AREA......................_... 46,131 SF kinnickinnik 0 pots ...._......._............_......._.... REOUIRED 20 o SHADED AREA....................9,026 SF NORTH O 10' 20' 40' Sodded Lawn SHADED AREA PROVIDED................................9,180 SF Confirm all plant q,uantitles SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. ARLNGTON I DRUGSTORE � W W W m Z Z Z w N N N N Z H W W W O C K H H H U F'WD#936 aWWW � DEVELOPMENT STANDARDS 00000 = ZZZZ ZONING GC J J J J J A����� T WA 98223 MAXIMUM IMPERVIOUS SURFACE NONE a a a a a BUILDING SETBACKS c_, rtz:� T SIDE YARD SETBACK FROM PUBLIC ROW 15' y'i�. I If O �® O \\\\\ SETBACK FROM OPEN DRAINAGE FACILITY 15' o 0 0 0 0 SETBACK FROM EASEMENT 5' z r� o p1 SETBACK FROM STREET(BUILDING OVER 10,000 SF) 25' DRAWING INDEX SETBACK FROM STREET(BUILDING UNDER 10,000 SF) 10' CREEK OWNER CIVIL ENGINEER o N 01^� PORTAGE SHEET NO. DRAWING TITLE m cF d I REAL PROPERTY INVESTORS PACLAND-SEATTLE CV-1.0 COVER SHEET SCREENING m z PROJECT LOCATIONS�jj j 2618 2ND AVENUE 1505 WESTLAKE AVE N, SUITE 305 CV-1.1 GENERAL NOTES � SEATTLE, WA 98121 SEATTLE, WA 98109 SOUTHERN LOT LINE: TYPE C, INTERMITTENT SCREENING m o 0 0 0 CV-1.2 CITY OF ARLINGTON STANDARD NOTES - 204TH ST NE w w (206) 321-7239 (206) 522-9510 D-1.0 DEMOLITION AND ESC PLAN EASTERN LOT LINE: TYPE C, INTERMITTENT SCREENING - 0- CONTACT: MARTY JOUFLAS CONTACT: BILL FORTUNATO, P.E.a Q NORTHERN LOT LINE: NOT REQUIRED (VACANT COMMERCIAL)LUKE RANDLES, P.E. D-2.0 EROSION DETAILS C-1.0 HORIZONTAL CONTROL PLAN WESTERN LOT LINE: TYPE C, INTERMITTENT SCREENING C-1.1 SITE PLAN ' o SURVEYING LANDSCAPE ARCHITECT P.O. BOX 326 9402 TIDAL COURT C-2.0 GRADING AND DRAINAGE PLANc-1.2 PLAZA PLAN ROAD CLASSIFICATION m C-1.3 TRAFFIC CONTROL PLAN m m 200TH ST NE CASCADE SURVEYING& ENGINEERING, INC. MAIN STREET DESIGN C-1.4 ILLUMINATION PLAN 204TH ST NE: MINOR ARTERIAL U 201ST ST NE SR 9: HIGHWAY ARLINGTON, WA 98223 BAINBRIDGE ISLAND, WA 98110 C-3.0 UTILITY PLAN c (360) 435-5551 (206) 842-7886 C-3.1 SEWER PLAN AND PROFILE GENERAL NOTES PTO 5� CONTACT: PHIL ABENROTH CONTACT: KEN LONEY, LA C-3.2 WATER PLAN AND PROFILE 9� C-3.3 204TH STREET WATER REPLACEMENT ALERT TO CONTRACTOR . c C-5.0 SANITARY SEWER DETAILS x . €� 1. SITE WORK FOR THIS PROJECT SHALL MEET OR EXCEED THE PROJECT ARCHITECT EROSION LEAD C-6.0 STORM DRAINAGE DETAILS 6a =e C-6.1 STORM DRAINAGE DETAILS SPECIFIC SITE WORK SPECIFICATIONS AND CITY OF ARLINGTON ENGINEERING +o LANCE MUELLER &ASSOCIATES - C-7.0 WATER DETAILS DESIGN AND DEVELOPMENT STANDARDS, WHICH ARE HEREBY REFERENCED �bl`�T� VICINITY MAP 130 LAKESIDE AVENUE, SUITE 250 C-7.1 WATER DETAILS AS PART OF THESE PLANS. NTS SEATTLE, WA 98122 C-7.2 WATER DETAILS (206) 325-2553 (XXX)XXX-XXXX C-8.0 PAVING AND SITE DETAILS 2• THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF CONTACT: HAROLD CHRISTENSEN CONTACT: XXXX C-8.1 PAVING AND SITE DETAILS THE EXISTING CONDITIONS. THESE PLANS DO NOT REPRESENT A DETAILED L-1.0 LANDSCAPE PLAN FIELD SURVEY. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELD CONDITIONS PRIOR TO BIDDING THE PROPOSED SITEWORK IMPROVEMENTS. IF CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER LEGAL DESCRIPTION GOVERNING AGENCY SITE DATA SITE INFORMATION PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWORK WHICH WOULD WEST PARCEL BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT EXISTING SURVEY, WEST PARCEL INCLUDING TOPOGRAPHY AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, ALL THAT PORTION OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION CITY OF ARLINGTON TOTAL AREA = 96,869 SF(2.23 AC) PARCEL NUMBER: 31051100305400 THEY SHALL HAVE MADE, AT THEIR OWN EXPENSE, A TOPOGRAPHIC SURVEY 11, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M., DESCRIBED AS FOLLOWS: 238 N OLYMPIC AVE BUILDING AREA = 16,671 SF(0.38 AC) SITE ADDRESS: 7421 204TH STREET NE TH TH A REGISTERED LAND SURVEYOR AND SUBMIT IT TO THE OWNER FOR ARLINGTON, WA 98223 IMPERVIOUS SITE AREA = 74,179 SF 1 CURRENT ZONING: GENERAL COMMERCIAL(GC) COMMENCING AT THE SOUTHEAST CORNER OF SAID SUBDIVISION; THENCE S 89'06'06" W ALONG (.70 AC) REVIEW. THE SOUTH LINE THEREOF A DISTANCE OF 153.49 FEET; THENCE N 0'53'54" W A DISTANCE OF (360) 403-3551 LANDSCAPE AREA = 22,690 SF(0.53 AC) AIRPORT DISTRICT: C - 30.00 FEET TO THE NORTH MARGIN OF 204TH ST NORTHEAST PER AUDITOR'S FILE NUMBER IMPERVIOUS AREA COVERAGE = 77% SITE AREA: 29,979 SF(0.69 AC) 3. CAUTION - NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICALLY 9406200675, RECORDS OF SNOHOMISH COUNTY, STATE OF WASHINGTON AND THE TRUE POINT LOT DIMENSIONS = 355' X 275' USE CLASSIFICATION: 8.400 CAUTIONED THAT THE LOCATION OF EXISTING UTILITIES AS SHOWN ON THESE OF BEGINNING; THENCE S 89'06'06"W A DISTANCE OF 135.10 FEET; THENCE N 1'25'56" E A FILE NO BUILDING HEIGHT = 35'(MAX) PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND, EAST PARCEL WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS DISTANCE OF 275.23 FEET; THENCE N 89'06'06" E A DISTANCE OF 95.52 FEET; THENCE S 0' PLN #338 (ASSIGNED BY CITY OF ARLINGTON) PARCEL NUMBER: 31051100304100 NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR 53'54" E A DISTANCE OF 162.00 FEET; THENCE S 22'08'55 E A DISTANCE OF 78.33 FEET; PWD #936 (ASSIGNED BY CITY OF ARLINGTON) SITE ADDRESS: 7423 204TH STREET NE MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS THENCE S 0'53'54" A DISTANCE OF 40.00 FEET TO THE TRUE POINT OF BEGINNING. CURRENT ZONING: GENERAL COMMERCIAL(GC) BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. TOGETHER WITH AND SUBJECT TO EASEMENTS, COVENANTS, CONDITIONS, RESTRICTIONS AND AIRPORT DISTRICT: C IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL RESERVATI^I SITUATE NONS OF RECORD.THE CITY OF ARLINGTON, COUNTY OF SNOHOMISH, STATE OF WASHINGTON. UTILITY PROVIDERS ABBREVIATIONS SITE AREA: 66,895 SF(1.54 AC) EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS a USE CLASSIFICATION: 2.110 SHOWN ON THESE PLANS a Q Y a EAST PARCEL STORM AASHTO AMERICAN ASSOCIATION OF STATE FL FLOW LINE RD ROAD 4. ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY CODES 0 3 v o ALL THAT PORTION OF SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER AND OF THE ARLINGTON CITY SEWER DEPARTMENT HIGHWAY AND TRANSPORTATION AND/OR UTILITY SERVICE COMPANIES SHALL BE PERFORMED PRIOR TO e SOUTHWEST QUARTER OF THE SOUTHEAST QUARTER, ALL IN SECTION 11, TOWNSHIP 32 NORTH, 154 W COX ST OFFICIALS FT FEET REQS REQUIREMENTS ANNOUNCED BUILDING POSSESSION AND THE FINAL CONNECTION OF RANGE 5 EAST, DESCRIBED AS FOLLOWS: ARLINGTON, WA 98223 HOPE HIGH-DENSITY POLYETHYLENE S SOUTH SERVICES. COMMENCING AT THE SOUTH QUARTER CORNER OF SAID SECTION 11; THENCE S 89'06'06" W (360) 403-3526 AMC ARLINGTON MUNICIPAL CODE HORIZ HORIZONTAL SD STORM DRAIN 5. SITE WORK FOR THIS PROJECT SHALL BE CONSTRUCTED PER THE ALONG THE SOUTH LINE OF THE SOUTHWEST QUARTER THEREOF A DISTANCE OF 153.49 FEET; ARCH ARCHITECTURAL o THENCE N 0'53'54" W A DISTANCE OF 30.00 FEET TO THE NORTH RIGHT-OF-WAY OF 204TH WATER HP HIGH POINT SDR STANDARD DIMENSION RATIO APPROVED, SIGNED CONSTRUCTION PLANS. ELECTRONIC FILES SHALL NOT BE ARLINGTON CITY SEWER DEPARTMENT ASTM AMERICAN SOCIETY FOR TESTING o CONSIDERED CONSTRUCTION DOCUMENTS UNLESS SPECIFICALLY STATED AS STREET NORTHEAST PER AUDITOR'S FILE NUMBER 9406200675, RECORDS OF SNOHOMISH 154 W COX ST AND MATERIALS HWY HIGHWAY SF SQUARE FEET SUCH AND HANDLED IN ACCORDANCE WITH THE BID DOCUMENTS. SIGNED W COUNTY, STATE OF WASHINGTON AND THE TURE POINT OF BEGINNING; THENCE N 0'53'54" W A fr ARLINGTON, WA 98223 AVE AVENUE IE INVERT ELEVATION SS SANITARY SEWER PAPER PLANS SHALL TAKE PRECEDENCE OVER ELECTRONIC FILES. N DISTANCE OF 40.00 FEET; THENCE N 22'06'55" W A DISTANCE OF 78.33 FEET; THENCE N O W (360) 403-3526 BMP BEST MANAGEMENT PRACTICE LP LOW POINT ST STREET 6. THE CONTRACTOR SHALL MAINTAIN A SET OF THE CONSTRUCTION PLANS H 3 O'53'54" W A DISTANCE OF 162.00; THENCE N 89'06' 06" E A DISTANCE OF 258.00 FEET TO Z i A POINT ON THE WESTERLY MARGIN OF STATE ROUTE 9; THENCE S 1'06' 10" W ALONG SAID SEWER BW BOTTOM OF WALL MAX MAXIMUM SW SIDEWALK ON-SITE AT ALL TIMES WHILE CONSTRUCTION IS IN PROGRESS. cf) ?� W Z MARGIN A DISTANCE OF 345.58 FEET TO A POINT 58.82 FEET NORTH OF, AS MEASURED ARLINGTON CITY SEWER DEPARTMENT W CB CATCH BASIN MEP MECHANICAL/ELECTRICAL/PLUMBING TC TOP OF CURB Z � PERPENDICULAR TO THE SOUTH LINE OF THE SOUTHWEST QUARTER OF THE SOUTHEAST 154 W COX ST w CONSTRUCTION DRAWING REVIEW = Q (n QUARTER OF SIAD SECTION 11, SAID POINT BEING THE BEGINNING OF A TANGENT CURVE TO ARLINGTON, WA 98223 CL CLASS MH MANHOLE TG TOP OF GROUND ACKNOWLEDGMENT THE RIGHT HAVING A RADIUS OF 25.00 FEET; THENCE ALONG THE ARC OF SAID CURVE (360) 403-3526 CO CLEANOUT MIN MINIMUM TP TOP OF PAVEMENT Z p W THROUGH A CENTRAL ANGLE OF 87'22'10"A DISTANCE OF 38.12 FEET; THENCE S 88.28' 20" THIS PLAN HAS BEEN REVIEWED AND EVALUATED FOR GENERAL COMPLIANCE o W A DISTANCE OF 40.35 FEET TO THE WEST LINE OF SAID SOUTHWEST QUARTER OF THE ELECTRIC CY CUBIC YARDS MJ MECHANICAL JOINT TW TOP OF WALL WITH THE CITY OF ARLINGTON CODES AND ORDINANCES. CONFORMANCE OF THIS O N J > SOUTHEAST QUARTER AND TO A POINT 35.00 FEET NORTH OF, AS MEASURED PERPENDICULAR DESIGN WITH ALL APPLICABLE LAWS AND REGULATIONS IS THE FULL AND COMPLETE `R PUGET SOUND ENERGY DIA DIAMETER MUTCD MANUAL ON UNIFORM TRAFFIC TYP TYPICAL RESPONSIBILITY OF THE LICENSED DESIGN ENGINEER. WFi05E STAMP AND SIGNATURE v (V � U N TO, THE SOUTH LINE OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SAID APPEAR ON THIS SHEET. ACKNOWLEDGMENT OF CONSTRUCTION DRAWING REVIEW 10885 N.E. 4TH STREET CONTROL DEVICES DOES NOT IMPLY CITY APPROVAL FOR CONSTRUCTION ACTIVITIES THAT REQUIRE � DR DRIVE VERT VERTICAL J i SECTION 11; THENCE S WEO6'06" W PARALLEL WITH THE SOUTH LINE THENCE SIAD SOUTHEAST BELLEVUE, WA 98004 OTHER COUNTY, STATE OR FEDERAL PERMIT REVIEW AND APPROVAL. THE PROPERTY QUARTER OF THE SOUTHWEST QUARTER A DISTANCE OF 20.05 FEET; THENCE S 310'20" W A (800) 562-1482 E EAST N NORTH W ,NEST OWNER AND LICENSED DESIGN ENGINEER SHALL BE RESPONSIBLE FOR THE DISTANCE OF 5.01 FEET TO A POINT 30.00 FEET NORTH OF THE SOUTH LINE OF SAID NTS NOT TO SCALE ACQUISITION AND COMPLIANCE OF ALL APPLICABLE PERMITS AND/OR AUTHORIZATIONS Q a+ SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER AS MEASURED PERPENDICULAR THERETO; ESAL EQUIVALENT SINGLE-AXLE LOAD WA WATER WHICH MAY INCLUDE, BUT ARE NOT LIMITED TO, WSDFW HYDRAULIC PROJECT NATURAL GAS PE POLYETHYLENE APPROVAL(HPA), WSDOE NOTICE OF INTENT(NOI), ANY CORP OF ENGINEERS FILL THENCE S 89'06'06" W A DISTANCE OF 135.57 FEET TO THE TRUE POINT OF BEGINNING. PUGET SOUND ENERGY ESC EROSION AND SEDIMENT CONTROL WSDOT WASHINGTON DEPARTMENT OF PERMITS AND THE REQUIREMENTS OF THE ENDANGERED SPECIES ACT. i TOGETHER WITH AND SUBJECT TO EASEMENTS, COVENANTS, CONDITIONS, RESTRICTIONS AND 10885 N.E. 4TH STREET PUD PLANNED UNIT DEVELOPMENT TRANSPORTATION o EX EXISTING er. RESERVATIONS OF RECORD. BELLEVUE, WA 98004 PVC POLYVINYL CHLORIDE City Engineer SITUATE IN THE CITY OF ARLINGTON, COUNTY OF SNOHOMISH, STATE OF WASHINGTON. (800) 562-1482 FFE FINISHED FLOOR ELEVATION z DATE CV-1.0 j THIS APPROVAL VALID FOR 18 MONTHS vi SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. EROSION CONTROL NOTES SITE NOTES GRADING NOTES GENERAL UTILITY NOTES N N N m H 0 0 0 N N N N f Z W W W O 1. ALL WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE MOST CURRENT 1. ALL WORK AND MATERIALS SHALL COMPLY'NTH ALL CITY/COUNTY 1. THE SPOT ELEVATIONS INDICATED ON THIS PLAN REPRESENT THE DESIGN TOP 1. ALL IMPROVEMENTS SHALL MEET LOCAL, STATE DOT AND A.P.W.A. � � � - APPLICABLE LOCAL, STATE, AND FEDERAL STANDARDS. REGULATIONS AND CODES AND O.S.H.A. STANDARDS. OF PAVEMENT, UNLESS OTHERWISE NOTED. STANDARD SPECIFICATIONS. w z z z 2. THE CONTRACTOR SHALL BE RESPONSIBLE AT ALL TIMES FOR PREVENTING SILT-LADEN 2. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION 2. CONTRACTOR IS RESPONSIBLE FOR DEMOLITION OF EXISTING STRUCTURES 2. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION a w w w RUNOFF FROM DISCHARGING FROM THE PROJECT SITE. FAILURE BY THE CONTRACTOR AND DIMENSIONS OF VESTIBULE, SLOPED PAVING, EXIT PORCHES, SIDEWALKS, INCLUDING REMOVAL OF ANY EXISTING UTILITIES SERVING THE STRUCTURE. AND DIMENSIONS OF VESTIBULE, SLOPED PAVING, EXIT PORCHES, SIDEWALKS, > z CAN RESULT IN A FINE. THE DESIGNATED TEMPORARY CONTACT PERSON NOTED ON RAMPS& TRUCK DOCKS, PRECISE BUILDING DIMENSIONS AND EXACT UTILITIES ARE TO BE REMOVED TO THE RIGHT-OF-WAY. RAMPS AND TRUCK DOCKS, PRECISE BUILDING DIMENSIONS AND EXACT o 0 0 0 U U U U U THIS PLAN MUST BE AVAILABLE FOR CONTACT BY TELEPHONE ON A 24 HOUR BASIS BUILDING UTILITY ENTRANCE LOCATIONS. 3. ALL UNSURFACED AREAS DISTURBED BY GRADING OPERATION SHALL RECEIVE BUILDING UTILITY ENTRANCE LOCATIONS. o 0 0 0 0 THROUGHOUT CONSTRUCTION AND UNTIL THE PROJECT HAS BEEN COMPLETED AND 3. DIMENSIONS SHOWN REFER TO FACE OF CURB, FACE OF BUILDING OR TO 4 INCHES OF TOPSOIL. CONTRACTOR SHALL APPLY STABILIZATION FABRIC TO 3. REFER TO INTERIOR PLUMBING DRAWINGS FOR TIE-IN OF ALL UTILITIES. z z z z z a < a < a J J J J J APPROVED BY THE GOVERNMENTAL AGENCY WITH JURISDICTION. THE CENTERLINE OF PAVEMENT STRIPING, UNLESS OTHERWISE NOTED. ALL SLOPES 3H:iV OR STEEPER. CONTRACTOR SHALL STABILIZE DISTURBED 4. ALL FILL MATERIAL SHALL BE IN PLACE, AND COMPACTED BEFORE a ¢ a ¢ a 3. THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION, MAINTENANCE, 4. ALL PAVED PARKING LOT AREAS WITHIN THE LIMITS OF IMPROVEMENTS AREAS WITH GRASS IN ACCORDANCE WITH LOCAL SPECIFICATION UNTIL A INSTALLATION OF PROPOSED UTILITIES. a a a REPLACEMENT AND UPGRADING OF THESE ESC FACILITIES IS THE RESPONSIBILITY OF SHALL BE STANDARD DUTY PAVEMENT UNLESS OTHERWISE NOTED. HEALTHY STAND OF GRASS IS OBTAINED. 5. CONTRACTOR SHALL NOTIFY THE UTILITY AUTHORITIES INSPECTORS 72 0 THE CONTRACTOR FROM THE BEGINNING OF CONSTRUCTION UNTIL ALL CONSTRUCTION 5. CONTRACTOR SHALL PROVIDE A TEMPORARY TRAFFIC CONTROL PLAN FOR 4. ALL CUT AND FILL SLOPES SHALL BE CONSTRUCTED PER THE IBC CODE AND HOURS BEFORE CONNECTING TO ANY EXISTING LINE. m N 0p N O (]0 0 N O IS COMPLETED AND APPROVED BY THE GOVERNMENTAL AGENCY WITH JURISDICTION THE CITY ENGINEER'S APPROVAL PRIOR TO ANY WORK WITHIN THE CITY APPLICABLE LOCAL REGULATION. ALL CUT AND FILL SLOPES SHALL BE 3:1 6. MINIMUM WATER AND SANITARY SEWER TRENCH WIDTH SHALL BE 2 FEET. AND THE SITE IS STABILIZED. OR FLATTER UNLESS OTHERWISE NOTED. 7. ALL UTILITIES SHOULD BE KEPT TEN 10' APART PARALLEL OR WHEN d o 0 0 0 0 4. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY RIGHT-OF-WAY.WAY. ( ) (PARALLEL) 5. CONTRACTOR SHALL ASSURE POSITIVE DRAINAGE AWAY FROM BUILDINGS FOR z 6. FIRE LANE STRIPING AROUND BUILDING PERIMETER AND ALONG FIRE TRUCK CROSSING 18"VERTICAL CLEARANCE(OUTSIDE EDGE OF PIPE TO OUTSIDE FLAGGED AND INSPECTED BY THE LOCAL JURISDICTION PRIOR TO ANY CLEARING OR ACCESS WAYS SHALL BE INSTALLED AS PART OF THIS CONTRACT, IN ALL NATURAL AND PAVED AREAS AND SHALL GRADE ALL AREAS TO EDGE OF PIPE). CONSTRUCTION TAKING PLACE. DURING CONSTRUCTION, NO DISTURBANCE BEYOND THE ACCORDANCE WITH THE LOCAL CODE AND FIRE MARSHALL REQUIREMENTS. PRECLUDE PONDING OF WATER. 8. IN THE EVENT OF A VERTICAL CONFLICT BETWEEN WATERLINES, SANITARY z FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FLAGGING SHALL BE MAINTAINED 7. REFER TO BOUNDARY SURVEY FOR LEGAL DESCRIPTION, DIMENSIONS OF 6. ALL POLLUTANTS OTHER THAN SEDIMENT ON-SITE DURING CONSTRUCTION LINES, STORM LINES AND GAS LINE(EXISTING AND PROPOSED), THE ^ o N BY THE OWNER AND/OR CONTRACTOR UNTIL ALL CONSTRUCTION IS APPROVED. PROPERTY LINES, BASIS OF BEARINGS&BENCHMARK INFORMATION. (SEE SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE SANITARY LINE SHALL BE DUCTILE IRON PIPE WITH MECHANICAL JOINTS AT v z° a 5. THE EROSION AND SEDIMENTATION CONTROL FACILITIES SHOWN ON THIS PLAN ARE TO SHEET CS-1) CONTAMINATION OF STORMWATER. THE CONTRACTOR SHALL ADHERE TO ALL LEAST 10 FEET ON BOTH SIDES OF CROSSING, THE WATERLINE SHALL BE o BE CONSIDERED ADEQUATE BASIC REQUIREMENTS FOR THE ANTICIPATED SITE 8. SEE SHEET C-1.1 FOR SITE DIMENSIONS. TERMS AND CONDITIONS AS OUTLINED IN THE GENERAL N.P.D.E.S. PERMIT FOR MECHANICAL JOINTS WITH APPROPRIATE THRUST BLOCKING AS REQUIRED TO m z o CONDITIONS. DURING CONSTRUCTION, DEVIATIONS FROM THIS PLAN MAY BE NECESSARY g. ALL ON-SITE PAINTED STRIPING SHALL BE DOUBLE COATED. SEPARATE STORMWATER DISCHARGE ASSOCIATED WITH CONSTRUCTION ACTIVITIES. PROVIDE A MINIMUM OF 18" CLEARANCE, MEETING REQUIREMENTS OF ANSI a IN ORDER TO MAINTAIN WATER QUALITY. 7. PROPERTIES AND WATERWAYS DOWNSTREAM OF THE SITE SHALL BE PROM AND ANSI M O 18" C ARAN (CLASS 50). COATS SHALL BE APPLIED NO SOONER THAN 4 HOURS APART. 6. ALL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE INSPECTED BY THE (CONTRACTOR TO REFER TO PROJECT SPECIFICATIONS FOR ADDITIONAL PROTECTED FROM EROSION DUE W INCREASES IN THE VOLUME, VELOCITY 9, LINES UNDERGROUND SHALL BE INSTALLED, INSPECTED AND APPROVED CONTRACTOR ON A FREQUENT BASIS AND IMMEDIATELY AFTER EACH RAINFALL, AND AND PEAK FLOW RATE OF STORMWATER RUNOFF FROM PROJECT SITE. MAINTAINED AS NECESSARY TO INSURE THEIR CONTINUED FUNCTIONING. ALL SEDIMENT PAVING MARKING REQUIREMENTS.) 8. CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE GOVERNING CODES AND BEFORE BACKFILLING. o MUST BE REMOVED FROM SILT FENCES, STRAW BALES, SEDIMENT PONDS, ETC. PRIOR 10. PARKING LOT STRIPING SHALL BE WHITE, 4" WIDTH, &DOUBLE COATED, BE CONSTRUCTED TO SAME. 10. CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH THE SPECIFICATIONS OF m TO THE SEDIMENT REACHING 1/2 ITS MAXIMUM POTENTIAL DEPTH. UNLESS OTHERWISE NOTED. LIGHT POLE BASES TO BE PAINTED TRAFFIC 9. CONTRACTOR TO REMOVE UNSUITABLE SOILS LOCATED WITHIN THE BUILDINGS THE LOCAL AUTHORITIES WITH REGARD TO MATERIALS AND INSTALLATION OF m m r 7. AT NO TIME SHALL CONCRETE, CONCRETE BYPRODUCTS, VEHICLE FLUIDS, PAINT, WHITE(DOUBLE COAT) SPLAY LINE OF THE FOOTINGS. THE WATER AND SEWER LINES. U CHEMICALS, OR OTHER POLLUTING MATTER BE PERMITTED TO DISCHARGE TO THE 11. ALL DISTURBED AREAS ARE TO RECEIVE FOUR INCHES OF TOPSOIL, SEED, 10. FOR BOUNDARY AND TOPOGRAPHIC INFORMATION REFER TO PROJECT SURVEY. 11. ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY CODES TEMPORARY OR PERMANENT DRAINAGE SYSTEM, OR TO DISCHARGE FROM THE PROJECT MULCH AND WATER UNTIL A HEALTHY STAND OF GRASS IS ESTABLISHED. 11. FOR LAYOUT INFORMATION REFER TO THE SITE PLAN AND HORIZONTAL AND/OR UTILITY SERVICE COMPANIES SHALL BE PERFORMED PRIOR TO SITE. 12. ALL ISLANDS PITH CURB AND GUTTER SHALL BE LANDSCAPED. THOSE CONTROL PLAN. ANNOUNCED BUILDING POSSESSION AND THE FINAL CONNECTION OF SERVICE. 8. THE CONTRACTOR PERFORMING THE WORK SHALL MAINTAIN A SET OF THE APPROVED ISLANDS ARE TO HAVE 18" CURB AND GUTTER. ALL REMAINING ISLANDS 12. CONTRACTOR SHALL COORDINATE WITH ALL UTILITY COMPANIES FOR �J�PTo CONSTRUCTION DRAWINGS ON SITE AT ALL TIMES WHILE CONSTRUCTION IS IN ARE TO BE STRIPED AS SHOWN. INSTALLATION REQUIREMENTS AND SPECIFICATIONS. 4oQs°oN PROGRESS. 13. EXISTING STRUCTURES WITHIN CONSTRUCTION LIMITS ARE TO BE ABANDONED, STORM DRAINAGE NOTES 13. CONTRACTOR TO PROVIDE TRENCHING, BACKFILL, 2- 4"PVC SCHEDULE 40 9. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR PERFORMING THE WORK TO REMOVED OR RELOCATED AS NECESSARY. ALL COST SHALL BE INCLUDED IN CONDUITS, AND PULLING WIRES FOR UNDERGROUND TELEPHONE SERVICE 6 0 (r BASE BID. 1. EXISTING DRAINAGE STRUCTURES TO BE INSPECTED AND REPAIRED AS NEEDED, FROM EXISTING FACILITIES AS SHOWN ON PLANS. CONTRACTOR TO OBTAIN ALL NECESSARY PERMITS FROM THE LOCAL JURISDICTION PRIOR TO AND EXISTING PIPES TO BE CLEANED OUT TO REMOVE ALL SILT AND DEBRIS.. COMMENCING ANY WORK WITHIN THE PUBLIC RIGHT-OF-WAY. 14. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL RELOCATIONS, INCLUDING COORDINATE INSTALLATION AND POINT OF CONNECTION NTH UTILITY �rnx 10. THE CONTRACTOR PERFORMING THE WORK SHALL BE RESPONSIBLE FOR PROVIDING BUT NOT LIMITED TO, ALL UTILITIES, STORM DRAINAGE, SIGNS, TRAFFIC 2. IF ANY EXISTING STRUCTURES TO REMAIN ARE DAMAGED DURING PROVIDER. ADEQUATE TRAFFIC CONTROL AT ALL TIMES DURING CONSTRUCTION ALONGSIDE OR SIGNALS&POLES, ETC. AS REQUIRED. ALL WORK SHALL BE IN CONSTRUCTION IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO REPAIR 14. CONTRACTOR IS TO PROVIDE TRENCHING, CONDUIT, AND BACKFILL FOR ALL WITHIN ALL PUBLIC ROADWAYS. ACCORDANCE WITH GOVERNING AUTHORITIES SPECIFICATIONS AND SHALL BE AND/OR REPLACE THE EXISTING STRUCTURE AS NECESSARY TO RETURN IT TO UNDERGROUND POWER LINE AND VAULTS AS REQUIRED BY UTILITY 11. THIS APPROVED "TEMPORARY EROSION AND SEDIMENTATION CONTROL PLAN" MUST BE APPROVED BY SUCH. ALL COST SHALL BE INCLUDED IN BASE BID. EXISTING CONDITIONS OR BETTER. PROVIDER. POWER LINES AND POLES TO BE INSTALLED BY UTILITY IMPLEMENTED PRIOR TO ANY SITE WORK. SEE THE PLANS AND DETAILS FOR FURTHER 15. PYLON SIGNS SHALL BE CONSTRUCTED BY OTHERS. THE CONTRACTOR SHALL 3. STORM DRAINAGE PIPE WITH LESS THAN 2'-0"COVER SHALL BE CLASS IV PROVIDER. SEE SITE ELECTRICAL PLAN FOR SITE LIGHTING AND FOR INFORMATION. INSTALL CONDUIT AND ELECTRICAL CIRCUIT BETWEEN THE PYLON SIGN(S) REINFORCED CONCRETE PIPE, OR APPROVED EQUAL TO SUSTAIN H-20 PRIMARY ELECTRIC SERVICE LOCATIONS. 12. THE CONTRACTOR SHALL NOTIFY THE OWNER AND THE ENGINEER IN THE EVENT OR AND THE LIGHTING PANEL. LOADING. 15. GAS PIPING SHOWN FOR COORDINATION ONLY. INSTALLATION OF THE GAS DISCOVERY OF POOR SOILS, GROUNDWATER OR DISCREPANCIES IN THE EXISTING 16. THE SITEWORK CONTRACTOR SHALL CONNECT ALL LIGHTS WITHIN THE RETAIL 4. ALL ON-SITE STORM DRAINAGE PIPE SHALL BE SMOOTH WALLED INTERIOR, MAIN AND METER TO BE ACCOMPLISHED BY UTILITY PROVIDER. CONDITIONS AS NOTED ON THE PLANS. STORE'S DEMISED AREA TO THE SECURITY CIRCUIT AS SHOWN ON THE MANUFACTURER'S VERIFICATION OF MANNING'S ROUGHNESS COEFFICIENT 13. MAXIMUM SLOPES SHALL BE 2:1 HORIZ:VERT FOR FILL SLOPES, AND 2:1 HORIZ:VERT ELECTRICAL PLAN. N=0.012 OR LESS. WATER NOTES FOR CUT SLOPES. 17. CURB RADII ADJACENT TO PARKING STALLS SHALL BE 2'. ALL OTHER CURB 5. PRECAST STRUCTURES MAY BE USED AT CONTRACTOR'S OPTION. 14. ROCKERIES OR OTHER RETAINING FACILITIES EXCEEDING 4' IN HEIGHT REQUIRE A RADII SHALL BE 10', UNLESS OTHERWISE NOTED. 6. ALL CATCH BASINS AND AREA DRAINS ARE TO BE SITUATED SUCH THAT THE 1. ALL CONSTRUCTION/INSTALLATION OF WATER MAINS SHALL BE DONE IN A e SEPARATE PERMIT. 18. ALL VERTICAL CONSTRUCTION SHALL MAINTAIN 10' MINIMUM SEPARATION OUTSIDE EDGE OF GRATE FRAME IS AT TOE OF CURB OR FLOWIJNE OF GUTTER SAFE, NEAT AND WORKMANLIKE MANNER, AND UNDER SUPERVISION BY UTILITY 15. ALL AREAS DISTURBED DURING CONSTRUCTION WHERE PERMANENT LANDSCAPING WILL FROM OVERHEAD POWER LINES. CONTRACTOR TO NOTIFY ENGINEER (WHERE APPLICABLE). PROVIDER FORCES AT ALL TIMES. ALL SAFETY REQUIREMENTS FROM OSHA AND NOT BE PROVIDED WITHIN 60 DAYS SHALL BE HYDROSEEDED, OR OTHERWISE IMMEDIATELY IF CONFLICT EXISTS AND PRIOR TO CONSTRUCTION OF THE 7. CATCH BASIN INLET PROTECTION /EROSION CONTROL TO BE USED FOR ALL OTHER STATE REGULATING AGENCIES MUST BE MET. STABILIZED, AS REQUIRED. STRAW MULCHING OR PLASTIC SHEETING ARE ACCEPTABLE VERTICAL ELEMENT INCLUDING, BUT NOT LIMITED TO, LIGHT POLE BASES AND NEW INLETS. 2. WATER MAIN PIPE MATERIAL SHALL BE CLASS 52 DUCTILE IRON OR PVC PIPE LL ALTERNATIVES TO TEMPORARY HYDROSEEDING DURING PERIODS OF LOW GROWTH. TRAFFIC SIGNAL STANDARDS. 8. ALL STORM PIPE ENTERING STRUCTURES SHALL BE GROUTED TO ASSURE MEETING LOCAL REQUIREMENTS. POLYETHYLENE WRAP IS REQUIRED ON ALL 11E 16. ALL AREAS DISTURBED DURING CONSTRUCTION WHERE PERMANENT LANDSCAPING WILL CONNECTION AT STRUCTURE IS WATERTIGHT. METALS. NOT BE PROVIDED WITHIN THE NUMBER OF DAYS SPECIFIED BELOW SHALL BE 9. ALL STORM SEWER MANHOLES IN PAVED AREAS SHALL BE FLUSH WITH 3. AN 18-INCH MINIMUM SEPARATION IS REQUIRED ON SERVICE TAPS ON A MAIN HYDROSEEDED, OR OTHERWISE STABILIZED, AS REQUIRED. STRAW MULCHING OR PLASTIC PAVEMENT, AND SHALL HAVE TRAFFIC BEARING RING AND COVERS. LINE. SHEETING ARE ACCEPTABLE ALTERNATIVES TO TEMPORARY HYDROSEEDING DURING MANHOLES IN UNPAVED AREAS SHALL BE 6" ABOVE FINISH GRADE. LIDS 4. CLASS 52 DUCTILE IRON MAY BE DIRECT TAPPED FOR 3/4 INCH AND 1-INCH PERIODS OF LOW GROWTH: SHALL BE LABELED"STORM SEWER". SIZE SERVICES. SADDLES SHALL BE USED ON ALL TAPS 1-1/4" - 2"WEST OF THE CASCADE MOUNTAIN CREST 10. CONTRACTOR SHALL CONNECT ROOF DRAIN LEADERS AND FOOTING DRAINS TO DIAMETER IN ANY PUBLIC MAIN.DURING THE DRY SEASON (MAY 1 - SEPT. 30): 7 DAYS PROPOSED STORM DRAINS AS SHOWN. 5. ALL ELBOWS/BENDS ON WATER MAINS SHALL HAVE THRUST BLOCKS.DURING THE WET SEASON (OCTOBER 1 - APRIL 30): 2 DAYS 11. CONTRACTOR SHALL CONFIRM STRUCTURE CONSTRUCTABILITY WITH 6. A DEPTH OF 36" FROM FINISHED GRADE TO THE TOP OF THE WATER MAIN IS U 0 17. SLOPE STABILIZATION. CUT AND FILL SLOPES SHALL BE CONSTRUCTED IN A MANNER MANUFACTURER PRIOR TO DELIVERY AND INSTALLATION. REQUIRED. PLACING WATER LINES SHALLOWER THAN 36" IS PROHIBITED. THAT WILL MINIMIZE EROSION. ROUGHENED SOIL SURFACES ARE PREFERRED TO SMOOTH 7. ALL NEW PIPES MUST BE PROPERLY FLUSHED, PRESSURE TESTED, AND SURFACES. INTERCEPTORS SHOULD BE CONSTRUCTED AT THE TOP OF LONG, STEEP CHLORINATED BY THE CONTRACTOR, AND INSPECTED BY UTILITY PROVIDER SLOPES WHICH HAVE SIGNIFICANT AREAS ABOVE THAT CONTRIBUTE RUNOFF. SANITARY SEWER NOTES CONCENTRATED RUNOFF SHOULD NOT BE ALLOWED TO FLOW DOWN THE FACE OF A AND GOVERNMENTAL AGENCIES WITH JURISDICTION. CUT OR FILL SLOPE UNLESS CONTAINED WITHIN AN ADEQUATE CHANNEL OR PIPE 8. ALL BACKFLOW PREVENTION DEVICES(DOUBLE CHECK BACKFLOW PREVENTORS, 00 1. ALL CONSTRUCTION/INSTALLATION OF SANITARY SEWER MAINS SHALL BE DONE IN REDUCED PRESSURE BACKFLOW PREVENTORS, PRESSURE AND ATMOSPHERIC a SLOPE DRAIN. WHEREVER A SLOPE FACE CROSSES A WATER SEEPAGE PLANE, VACUUM BREAKERS, ETC. MUST BE APPROVED BY THE UTILITY PROVIDER AND A SAFE, NEAT AND PROFESSIONAL MANNER, AND UNDER SUPERVISION OF CITY ADEQUATE DRAINAGE OR OTHER PROTECTION SHOULD BE PROVIDED. IN ADDITION, ) FORCES AT ALL TIMES. ALL SAFETY REQUIREMENTS FROM OSHA AND OTHER STATE GOVERNMENTAL AGENCIES WITH JURISDICTION. fr SLOPES SHOULD BE STABILIZED IN ACCORDANCE WITH ITEM (17) ABOVE. REGULATORY AGENCIES MUST BE MET. 9. ALL NEW CONNECTIONS TO EXISTING WATER MAINS REQUIRE ISSUANCE OF A W fA 18. STORM DRAIN INLET PROTECTION. ALL STORM DRAIN INLETS MADE OPERABLE DURING Z Q 3 2. THE MINIMUM SIZE FOR PUBLIC SEWER MAINS SHALL BE 8" DIAMETER. ALL PUBLIC WORKS PERMIT AND INSPECTION BY THE CITY OR GOVERNMENTAL U) CONSTRUCTION SHALL BE PROTECTED SO THAT STORM WATER RUNOFF SHALL NOT 3: P i SANITARY SEWER PIPING SHALL BE SCHEDULE D3034 PVC OR EQUAL. MINIMUM PIPE AGENCIES WITH JURISDICTION PRIOR TO BACKFILLING. 5 w ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. DIAMETER FOR PRIVATE LATERALS IS 4" AND OF SCHEDULE D3034 PVC OR EQUAL. 10. BACKFLOW PREVENTION DEVICES SHALL BE CONSTRUCTED OF CORROSION Z Z w ALL SANITARY SEWER LATERALS MUST BE PROPERLY MARKED AT ENDS. RESISTANT MATERIALS. 2 19. DUST ON THE SITE SHALL BE CONTROLLED PER LOCAL JURISDICTIONAL AIR QUALITY REQUIREMENTS. THE USE OF MOTOR OILS AND OTHER PETROLEUM BASED OR TOXIC 3. CONNECTIONS INTO THE EXISTING SANITARY SEWER MAINS REQUIRE ISSUANCE OF 11. EXTERNAL WATER METER AND BACKFLOW PREVENTION VAULTS SHALL BE 0 O J N Q LIQUIDS FOR DUST SUPPRESSION OPERATIONS IS PROHIBITED. PUBLIC WORKS PERMIT AND INSPECTION BY THE LOCAL JURISDICTION PRIOR TO GASKETED IN AREAS OF HIGH GROUNDWATER OR NEAR STORMWATER Z p Z cr 20. REFER TO PROJECT SPECIFICATIONS FOR SURFACE WATER POLLUTION PREVENTION BACKFILLING. MANAGEMENT FACILITIES AS REQUIRED BY THE UTILITY PROVIDER, CONTRACTOR Q C,4 Z 0 PLAN (SWPPP) NARRATIVE. 4. ALL NEW SANITARY SEWER PIPES AND MANHOLES MUST BE THOROUGHLY CLEANED, TO CONFIRM. f- Ch W J Z N INSPECTED AND PRESSURE/VACUUM TESTED AS REQUIRED BY UTILITY PROVIDER Z N% Q W AND GOVERNMENTAL AGENCIES WITH JURISDICTION. ALL TESTS MUST BE WITNESSED AND PASSED BY THE UTILITY PROVIDER AND GOVERNMENTAL AGENCIES WITH fr i JURISDICTION PRIOR TO PLACING INTO OPERATION. Q 0 5. THE CONTRACTOR SHALL PROVIDE TO THE UTILITY PROVIDER ANY GUARANTEE OR WARRANTY NORMALLY FURNISHED 'NTH THE PURCHASE OF ANY MATERIALS USED IN CONNECTION WITH THE PROJECT AT HAND. i 0 z CV-1.1 vi SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. CITY OF ARLINGTON TESC NOTES CITY OF ARLINGTON SANITARY SEWER NOTES CITY OF ARLINGTON WATER NOTES w w w � m 0 0 0 N 1. APPROVAL OF THE TEMPORARY EROSION/SEDIMENT CONTROL PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR 1. ALL WORK SHALL BE IN ACCORDANCE WITH THE APPROVED PLANS, AND CURRENT EDITION OF THE 1. ALL WORK SHALL BE IN ACCORDANCE WITH THE APPROVED PLANS AND CURRENT EDITION N N N z � w w w o CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS. ANY CHANGES TO THE DESIGN REQUIRES CITY OF THE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS. ANY CHANGES TO THE STORM DRAINAGE DESIGN. Q 2. A TESC PLAN MEETING THE DOE STORM WATER MANAGEMENT MANUAL ADOPTED BY THE CITY SHALL BE SUBMITTED TO THE CITY APPROVAL. DESIGN REQUIRE CITY APPROVAL. w z z z FOR APPROVAL PRIOR TO ANY WORK ON THE SITE. AN APPROVED COPY MUST BE MAINTAINED ON-SITE AND BE READILY AVAILABLE 2. ALL MATERIALS SHALL CONFORM TO THE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS AND 2. ALL MATERIALS SHALL CONFORM TO THE CITY STANDARDS AND SPECIFICATIONS AND SHALL N TO THE CITY INSPECTOR AT THEIR REQUEST. THE MATERIAL SUBMITTALS SHALL BE APPROVED BY THE CITY BEFORE SCHEDULING THE BE APPROVED BY THE CITY PRIOR TO DELIVERY TO THE JOB SITE. MATERIAL SUBMITTALS J C> ID C> z o 0 0 0 U U U U U 3. THE TESC BMPS SHOWN ON THE PLAN MUST BE INSTALLED PRIOR TO ALL OTHER CLEARING AND GRADING ACTIVITIES, AND IN SUCH PRECONSTRUCTION CONFERENCE AND BEFORE THE MATERIALS ARE DELIVERED TO THE JOB SITE. ARE REQUIRED AND MUST BE APPROVED PRIOR TO SCHEDULING A PRE-CONSTRUCTION o 0 0 0 0 A MANNER AS TO ENSURE THAT SEDIMENT-LADDEN WATER DOES NOT ENTER THE DRAINAGE SYSTEM, LEAVE THE SITE, OR VIOLATE ONCE THE MATERIALS ARE DELIVERED TO THE JOB SITE THE INSPECTOR WILL DETERMINE IF THE CONFRERNCE. z z z z z APPLICABLE WATER QUALITY STANDARDS. MAINTENANCE, REPALCEMENT, AND UPGRADING OF THE TESC PLAN IS THE RESPONSIBILITY MATERIALS WERE MANUFACTURED TO MEET THE REQUIREMENTS OF THE CITY OF ARLINGTON 3. WATER MAINS SHALL BE CEMENT-LINED DUCTILE IRON PIPE CLASS 52 UNLESS OTHERWISE J J J J J U U U U U Q Q Q Q Q OF THE CONTRACTOR UNTIL ALL CONSTRUCTION IS COMPLETE AND APPROVED BY THE CITY. STANDARDS AND SPECIFICATIONS BEFORE THE MATERIALS CAN BE INSTALLED. APPROVED BY THE CITY. a a a a a 4. THE BOUNDARIES OF THE CLEARING LIMITS, SHOWN ON THE TESC PLAN, SHALL BE CLEARLY FENCED OR FLAGGED IN THE FIELD 3. ALL SEWER MAINS AND SIDE SEWER STUBS SHALL BE FIELD STAKED FOR GRADES AND ALIGNMENT 4. ALL SERVICE LOCATIONS SHALL BE FIELD APPROVED BY THE CITY PRIOR TO INSTALLATION. o PRIOR TO STARTING CONSTRUCTION. NO DISTURBANCE BEYOND THE FENCED OR FLAGGED CLEARING LIMITS SHALL BE PERMITTED. BY A SURVEYOR PRIOR TO CONSTRUCTION. THE CONSTUCTION STAKES MUST SHOW THE STATION 5. IT IS THE CONTRACTOR'S RESPONSIBILITY TO LOCATE UNDERGROUND UTILITIES BY CALLING AND OFFSET TO THE ALIGNMENT. p o o N o THE FENCING AND/OR FLAGGING SHALL BE MAINTAINED BY THE CONTRACTOR FOR THE DURATION OF THE CONSTRUCTION PROJECT. ONE-CALL UNDERGROUND UTILITY LOCATOR (1-800-424-5555) 48 HOURS PRIOR TO 5. THE TESC FACILITIES SHOWN ON THE PLANS ARE THE MINIMUM REQUIREMENTS FOR THE ANTICIPATED SITE CONSTRUCTION. DURING CONSTRUCTION. `l 4. THE CITY OF ARLINGTON WASTEWATER DIVISION SHALL BE NOTIFIED A MINIMUM OF 48 HOURS IN o 0 0 0 0 THE CONSTRUCTION PERIOD, THESE TESC FACILITIES SHALL BE UPGRADED AND ADDED TO AS NEEDED, FOR UNEXPECTED STORM ADVANCE OF A TAP OR CONNECTION TO AN EXISTING SANITARY SEWER MAIN. THE INSPECTOR SHALL 6. ADEQUATE TRENCH SHEETING AND/OR SHORING SHALL BE PROVIDED BY THE CONTRACTOR Z EVENTS AND TO REFLECT CHANGED CONDITIONS, AS REQUIRED BY THE CITY. BE PRESENT AT THE TIME OF THE TAP OR CONNECTION. AS REQUIRED BY OSHA AND WISHA. 6. THE CONTRACTOR SHALL PROVIDE THE CITY A 24-HOUR EMERGENCY CONTACT PHONE NUMBER OF THE CONTRACTORS CERTIFIED 5. GRAVITY SEWERS, INCLUDING SIDE SEWERS, 'NTH 5 TO 14 FEET OF COVER SHALL BE PVC ASTM D 7. THE PIPE SHALL BE INSTALLED BY FOLLOWING THE FINISHED GRADE PROFILE WHEREVER EROSION CONTROL SUPERVISOR PRIOR TO STARTING CONSTRUCTION. 3034 SDR 35. GRAVITY SEWER MAINS WITH LESS THAN 5 FEET OR GREATER THAN 14 FEET OF z POSSIBLE. THE DEPTH OF COVER SHALL BE TYPICALLY 36 INCHES(3 FEET), AND MAY BE 7. THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE CONTRACTOR AND MAINTAINED AS NECESSARY TO ENSURE CONTINUED COVER SHALL BE DUCTILE IRON PIPE CLASS 52, OR C-900 PVC. IF DUCTILE IRON PIPE IS USED FOR UP TO 60 INCHES(5 FEET) WITH THE APPROVAL OF THE CITY ENGINEER WATER MAINS m d o . FUNCTION AND OPERATION. SEWER, THE PIPE INTERIOR SHALL BE EPDXY COATED (NOT CEMENT-LINED). m z o UNDER THE STATE(OR COUNTY)HIGHWAYS SHALL MEET THE MINIMUM COVER DEPTHS p o M 8. BETWEEN OCTOBER 1 AND APRIL 30, DISTURBED AREAS THAT ARE TO BE LEFT UNWORKED FOR MORE THAN TWO (2)DAYS SHALL 6. PRE-CAST MANHOLES SHALL MEET THE REQUIREMENTS OF ASTM C-478. JOINTS SHALL BE RUBBER m GASKETED AND GROUTED BOTH INSIDE AND OUTSIDE OF THE MANHOLE PER CITY OF ARLINGTON REQUIRED BY WSDOT(OR SNOHOMISH COUNTY). o zo S o BE IMMEDIATELY COVERED BY MULCH, SOD OR PLASTIC COVERING. BETWEEN MAY 1 AND SEPTEMBER 30, DISTURBED AREAS THAT 8. PIPE JOINT DEFLECTIONS SHALL NOT EXCEED ONE-HALF OF PIPE MANUFACTURERS ARE TO BE LEFT UNWORKED FOR MORE THAN SEVEN (7)DAYS SHALL BE IMMEDIATELY COVERED BY SEEDING OR OTHER APPROVED STANDARDS AND SPECIFICATIONS. ALL LIFT HOLES CUT THROUGH THE WALLS OF THE MANHOLE RECOMMENDED MAXIMUM DEFLECTIONS. BENDS MAY BE REQUIRED TO MAINTAIN PROPER U METHODS. SHALL BE GROUTED FROM THE INSIDE AND OUTSIDE OF THE MANHOLE TO BE WATERTIGHT. WATER MAIN ALIGNMENT WITHIN EASEMENTS OR PUBLIC RIGHT-OF-WAY. 9. SEDIMENT DEPOSITS SHALL BE REMOVED FROM ALL CATCH BASINS, PRE-TREATMENT/SEDIMENT POND, AND SEDIMENT TRAPS UPON ADDITIONAL WATERPROOFING MAY BE REQUIRED. g. WATER MAIN SHALL NOT BE PLACED UNDER SIDEWALK, CURBS, GUTTERS, OR ANY 7. SIDE SEWER SERVICES SHALL BE PVC ASTM D 3034 SDR 35 WITH FLEXIBLE GASKETED JOINTS. SIDE > o REACHING A DEPTH OF 12 INCHES. PERMANENT STRUCTURES WITHOUT THE PRIOR APPROVAL OF THE CITY ENGINEER. m SEWER CONNECTIONS SHALL BE MADE BY A TAP TO AN EXISTING MAIN OR A TEE FROM A NEW J 10. ANY PERMANENT RETENTION/DETENTION FACILITY USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE MAIN CONNECTED ABOVE THE SPRING LINE OF THE PIPE. WYES ARE NOT ALLOWED ON LINES 8" OR 10. NO CONNECTION TO THE CITY WATER SYSTEM IS ALLOWED UNTIL THE NEW CONSTRUCTION 3 NECESSARY EROSION CONTROL MEASURES, SHALL PROVIDE ADEQUATE STORAGE CAPACITY, AND SHALL BE CLEANED OUT ENTIRELY LARGER. SIDE SEWERS CAN NOT BE INSTALLED UNDER DRIVEWAYS UNLESS APPROVED BY THE CITY PASSES PRESSURE AND PURITY TESTS, AND HAS BEEN APPROVED AND ACCEPTED BY THE Q Q U ONCE THE SITE IS STABILIZED. IF THE PERMANENT FACILITY IS TO ULTIMATELY FUNCTION AS AN INFILTRATION SYSTEM, THE FACILITY INSPECTOR. CITY. SHALL NOT BE USED AS A TEMPORARY SETTLING BASIN. 8. ALL SEWER PIPE SHALL BE INSTALLED WITH A CONTINUOUS TRACER TAPE 24"-48"UNDER THE 11. PRIOR TO MAKING CONNECTIONS TO THE EXISTING SYSTEM, CONTRACTOR SHALL FIELD 11. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, FAST GERMINATING GRASSES SHALL BE APPLIED AT AN PROPOSED FINISHED SUBGRADE, OR AS DIRECTED BY THE CITY INSPECTOR. THE MARKER SHALL BE VERIFY THE LOCATION, DEPTH AND MATERIAL OF EXISTING WATER MAINS AT THE POINT OF APPROXIMATE RATE OF 120 LBS PER ACRE. PLASTIC, NON-BIODEGRADABLE, METAL CORE, AND DETECTABLE, WITH BACKING MARKED 'SEWER". CONNECTION. J�PTo 12. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 3 9. SIDE SEWERS SHALL BE INSTALLED BY THE DEVELOPER AND COORDINATED FOR CLEARANCE WITH 12. ALL WATER LINES SHALL BE A MINIMUM OF 10 FEET HORIZONTAL CLEARANCE FROM ogc�RON INCHES, OR 3,000 POUNDS PER ACRE. POWER, GAS, TELEPHONE, CABLE, AND OTHER UTILITIES. SIDE SEWERS SHALL BE A MINIMUM OF 10 SANITARY SEWERS. WHEN WATER LINES CROSS SEWER LINES, THE MINIMUM VERTICAL 13. SOIL STOCKPILES SHALL BE STABILIZED WITHIN 24 HOURS. WHEN ACTIVELY WORKING WITH THE SOIL STOCKPILE, STABILIZATION BY FEET BEYOND PROPERTY LINES AND 5' BEYOND ANY EASEMENT. CLEARANCE SHALL BE 18 INCHES. GROUND COVER BMPS SHALL OCCUR AT THE END OF EACH WORK DAY. 13. TO FILL THE MAIN FOR FLUSHING, PRESSURE AND PURITY TESTS, THE CONTRACTOR IS 10ED FOR THE . THE SEWER PIPE SHALL BE INSTALLED STARTING FROM DOWNSTREAM OF THE POINT OF CONNECTION 14 DURASTABTION OFLIZED OTHE PROJECTS ADDITIONAL MEASURES MAY BE REQUIRED TONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE N INSURE NING FTHAT ALL U PAVED CTION AAREAS ND IARE NKEPT CLEAN FOR ON THE EXISTING SEWER OR FROM A DESIGNATED STARTING POINT. THE SEWER PIPE SHALL BE FUQLI OPEN RED TPOSITION O USE NTOPPREVENT BACK-SPHONAGE THROUPROVED METER AND DCVA. THE GH THE DRAIN HOLE.ANT SHALL INAFTER IN E THE DURATION OF THE PROJECT. INSTALLED WITH THE BELL END UPSTREAM. SUCCESSFUL TESTING, THE CONTRACTOR WILL TIE INTO THE EXISTING SYSTEM, USING 15. MAINTENANCE AND REPAIR OF TESC FACILITIES AND STRUCTURES SHALL BE CONDUCTED IMMEDIATELY UPON RECOGNITION OF A 11. ADEQUATE TRENCH SHEETING AND/OR SHORING SHALL BE PROVIDED BY THE CONTRACTOR AS DISINFECTED SLEEVES AND SPOOL PIECES. PROBLEM OR WHEN THE TESC MEASURES BECOME DAMAGED. REQUIRED BY OSHA AND KASHA. 14. THE CONTRACTOR SHALL CONTACT THE CITY FOR VALVE OPERATION. ONLY AUTHORIZED 16. UPON COMPLETION OF THE PROJECT, ALL BMPS SHALL BE REMOVED FROM THE SITE AND RIGHT OF WAY. IF BMPS ARE REQUIRED 12. TO PREVENT WATER OR DEBRIS FROM DISCHARGING INTO THE CITYS EXISTING SEWER SYSTEM, THE THE CONTRACTOR OF THE CITY CAN OPERATE VALVES IN THE CITY WATER SYSTEM. TO REMAIN IN PLACE FOR FURTHER PROTECTION, ARRANEMENTS FOR REMOVAL SHALL BE MADE WITH THE CITY INSPECTOR. CONTRACTOR SHALL INSTALL A PLUG IN THE CONNECTION MANHOLE OR AS DIRECTED BY THE CITY 15. THE CONTRACTOR IS HEREBY NOTIFIED THAT, SINCE FILLING AND FLUSHING WILL M.DONE INSPECTOR. THE PLUG SHALL NOT BE REMOVED UNTIL THE SEWER IS ACCEPTED CE THE CITY. THROUGH A CROSS-CONNECTION CONTROL DEVICE, LOW VELOCITY FLOWS MAY BE 13. ALL SEWER LINES SHALL MAINTAIN A MINIMUM ER LINES. FEET HORIZONTAL CLEARANCE AND TI MINIMUM ENCOUNTERED. THEREFORE, EVERY ATTEMPT SHALL BE MADE TO KEEP THE PIPE CLEAN OF 18 INCHES VERTICAL CLEARANCE FROM WATER LINES. SEE STANDARDS AND SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS AND ALTERNATIVES. DURING INSTALLATION. THIS MAY INCLUDE SWABBING THE PIPE WITH CHLORINATED WATER. THE CONTRACTOR SHALL PERFORM TEMPORARY SOIL EROSION AND SEDIMENTATION CITY OF ARLINGTON STORM DRAINAGE NOTES 14. PIPE BEDDING SHALL BE IN ACCORDANCE WITH THE CITY OF ARLINGTON STANDARD AND WSDOT 16. CONTROL, DUST CONTROL, NOISE CONTROL, AND TRAFFIC CONTROL AS REQUIRED BY THE STANDARD SPECIFICATIONS. 3/8-INCH MINUS MANUFACTURED CLEAN PEA GRAVEL IS THE REQUIRED CITY OR OTHER APPLICABLE AGENCIES. 1. ALL STORM DRAINAGE IMPROVEMENTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THESE APPROVED PLANS AND CITY BEDDING MATERIAL. ALL PIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION. THIS SHALL 17. CUTTING AND PATCHING OF ROAD WAYS SHALL CONFORM TO THE REQUIREMENTS OF THE s STANDARDS AND SPECIFICATIONS. ANY DEVIATION FROM THESE PLANS WILL REQUIRE PRIOR APPROVAL FROM THE OWNER, THE CITY INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION RIGHT-OF-WAY PERMIT OF THE CITY OR OTHER APPLICABLE AGENCY. ENGINEER, AND OTHER APPROPRIATE PUBLIC AGENCIES. MATERIALS AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM 2. ALL PIPE MATERIALS SHALL MEET THE REQUIREMENTS OF THE CITY STANDARDS AND SPECIFICATIONS. ACCEPTABLE STORM GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED BY A UNIFORMLY DENSE DRAINAGE PIPE MATERIALS INCLUDE CONCRETE, PVC, HOPE, AND DUCTILE IRON. CORRUGATED METAL PIPES(GALVANIZED ALUMINUM UNYIELDING BASE. OR STEEL) ARE NOT ACCEPTED BY THE CITY. ALL PIPE JOINTS MUST HAVE GASKETS AND SHALL BE WATER TIGHT UNLESS 15. THE CONTRACTOR SHALL COMPACT TRENCH BACKFILL WITHIN THE CITY RIGHT-OF-WAY TO AT LEAST LL OTHERWISE DIRECTED BY THE CITY. 90%MAXIMUM DRY DENSITY FROM THE BOTTOM OF THE TRENCH TO A DEPTH OF 3'BELOW THE 3. PIPE BEDDING MATERIAL SHALL BE 5/8-INCH MINUS CRUSHED GRAVEL FOR ALL PIPE TYPES, EXCEPT DUCTILE IRON. BEDDING SURFACE. THE TRENCH BACKFILL MUST BE COMPACTED TO AT LEAST 95%MAXIMUM DENSITY WITHIN a MATERIAL FOR DUCTILE IRON PIPE SHALL MEET THE REQUIREMENTS OF THE CITYS STANDARDS AND SPECIFICATIONS(CHAPTER 4). 3'OF THE SURFACE. ASPHALT MUST BE COMPACTED TO MEET THE REQUIREMENTS ON THE PLANS. 4. ALL TRENCH BACKFILL IN AREAS OF PAVEMENT OR STRUCTURAL LOADING SHALL BE COMPACTED TO AT LEAST 95%OF THE ALL COMPACTION TESTS ARE AT THE DEVELOPERS EXPENSE. ^i MAXIMUM DRY DENSITY. ALL OTHER AREAS SHALL BE COMPACTED TO AT LEAST 90%OF MAXIMUM DRY DENSITY. a 5. ALL PIPE SHALL BE PLACED ON STABLE EARTH. IF IN THE OPINION OF THE CITY INSPECTOR, THE EXISTING TRENCH FOUNDATION IS a Q Y o UNSATISFACTORY, THEN IT SHALL BE EXCAVATED BELOW GRADE AND BACKFILLED WITH GRAVEL BEDDING MATERIAL TO SUPPORT CITY OF ARLINGTON ADA NOTES THE PIPE. 0 3 BE 0 6. LOT DRAINAGE SYSTEMS, STUB-OUTS AND ANY DRAINS BEHIND THE SIDEWALK MUST BE INSTALLED AS REQUIRED PRIOR TO ADA NOTES: THE FOLLOWING NOTES SHALL APPLY TO HARDSCAPE FACILITIES WITHIN SIDEWALK CONSTRUCTION. STUB-OUTS SHALL BE MARKED WITH A 2'X4"WITH 3 FEET VISIBLE ABOVE GRADE AND MARKED STORM". THE PUBLIC RIGHT-OF-WAY. LOCATION AND DEPTH OF THESE INSTALLATIONS SHALL BE SHOWN ON THE AS-BUILT PLANS SUBMITTED TO THE CITY. 1. UNLESS OTHERWISE SPECIFIED ON THE PLANS, OR DIRECTED BY THE CITY 3 7. ALL CATCH BASINS SHALL BE TYPE 1 UNLESS OTHERWISE SHOWN ON THE PLANS AND APPROVED BY THE CITY. THE USE AND ENGINEER, CROSS SLOPES OF SIDEWALKS SHALL BE NOMINAL 1.5% CROSS INSTALLATION OF INLETS IS DISCOURAGED. SLOPES SHALL NOT BE LESS THAN 1%NOR EXCEED 2%. 0 8. ALL CATCH BASINS WITH A DEPTH OF 5 FEET(RIM TO INVERT) OR GREATER SHALL BE TYPE 2 CATCH BASINS EQUIPPED WITH 2. MAXIMUM SLOPES SHOWN ON THE PLANS REPRESENT THE MAXIMUM 3/4- INCH DIAMETER SAFETY MANHOLE STEPS OR A MANHOLE LADDER PER CITY STANDARD DETAILS. ALLOWABLE SLOPES PERMITTED BY CURRENT ADA REQUIREMENTS. THE W W 9. ALL GRATES SHALL BE MARKED "OUTFALL TO STREAM -DUMP NO POLLUTANTS". ALL SOLID COVER SHALL BE MARKED 'DRAIN". ALL CONTRACTOR SHALL TAKE INTO CONSIDERATION CONSTRUCTION TOLERANCES H i CATCH BASINS AND MANHOLES SHALL BE EQUIPPED WITH LOCKING FRAMES AND LIDS OR GRATES PER CITY STANDARD DETAILS. WHEN PLACING SIDEWALKS TO INSURE MAXIMUM SLOPES ARE NOT EXCEEDED. 0 W O 3 10. ALL GRATES LOCATED IN THE GUTTER FLOW LINE (INLET AND CATCH BASIN) SHALL BE DEPRESSED 0.1 FOOT BELOW PAVEMENT 3. COMPLETED SIDEWALKS OR OTHER HARDSCAPE ELEMENTS THAT EXCEED z Q z LEVEL. MAXIMUM SPECIFIED SLOPES OR ARE LESS THAN MINIMUM SPECIFIED SLOPES cr) ?� z w 11. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL MANHOLE, INLET AND CATCH BASIN FRAMES AND GRATES/COVERS SHALL BE REMOVED AND REPLACED BY THE CONTRACTOR AT THE 0 0 TO GRADE JUST PRIOR TO CURB INSTALLATION AND/PAVING. CONTRACTOR'S EXPENSE. = O 12. ALL RETENTION/DETENTION FACILITIES SHALL BE INSTALLED AND IN OPERATION PRIOR TO, OR IN CONJUNCTION WITH, ALL 0 CONSTRUCTION ACTIVITY, UNLESS OTHERWISE APPROVED BY THE CITY. Z O 0 z 13. DETENTION/RETENTION PONDS WITH SIDE SLOPES STEEPER THAN 3:1 OR WITH A MAXIMUM WATER DEPTH GREATER THAN 3 FEET O N z cr 0 SHALL BE ENCLOSED WITH A VINYL COATED CHAIN LINK FENCE. Ch J Q M 14. BIO-FILTRATION SWALES AND/OR FILTER STRIPS SHALL BE CONSTRUCTED, BEDDED OR SEEDED AND IN OPERATION PRIOR TO, OR N M ILL SODDED IN CONJUNCTION WITH, ASPHALT PAVING. THE VEGETATION IN THE BIO-SWALE MUST BE WELL ESTABLISHED BEFORE PAVING z_ It Q 0 i BEGINS. J i 15. STORM WATER RETENTION/DETENTION FACILITIES, STORM DRAINAGE PIPE AND CATCH BASINS SHALL BE FLUSHED AND CLEANED BY fr THE DEVELOPER PRIOR TO THE CITYS ACCEPTANCE OF THE PROJECT. Q a 16. WHEN INFILTRATION FACILITIES ARE CONSTRUCTED, COMPACTION OF SOIL IS NOT ALLOWED, AS THE DESIGN IS BASED ON NATURAL 0 SOIL IN THE ORIGINAL LOCATION. VEHICLES SHALL NOT BE DRIVEN OVER THE INFILTRATION AREA DURING CONSTRUCTION. i 17. IF THE CONTRACTOR ENCOUNTERS GROUNDWATER OR SOIL CONDITIONS DIFFERENT FROM THAT SHOWN IN THE PLANS DURING INFILTRATION SYSTEM INSTALLATION, THE CONTRACTOR SHALL NOTIFY THE CITY INSPECTOR. z CV-1.2 vi REFER TO SHEETS CV-1.1 AND REFER TO CV-1.0 FOR EROSION SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. CV-1.2 FOR GENERAL NOTES CONTROL SPECIALIST POTHOLE REMOVE EXISTING I j Ir \ LOCATION FOR SHED SANITARY SEWER LINE END OF FENCE m z z z DEMOLITION KEY NOTES I u REMOVE EXISTING EAST OF BUILDING I o 0 o N SANITARY SEWER - _ WATER VAU / I REMOVAL N N N z OA DEMOLISH EX. RETAINING WALL I I - CONNECTION 8'34'0 E1 3 1 IIII iwww � © REMOVE EX OVERHEAD POWER LINE, COORDINATE W/ I I 0.00' ) > z UTILITY PROVIDER N89'O6 06 E _ EXISTING FENCE TO BE I o 0 0 0 REMOVED ALONG 0 0 0 0 0 ��- - - - - - - PROPERTY LINE TO z z z z z © COMPLETELY DEMOLISH EXISTING BUILDING AND ASSOCIATED L ,,' I I a < a < a APPURTENANCES, INCLUDING BASEMENTS IN ACCORDANCE /' w R vnuL NORTHERLY PROPERTY J J J J J U U U U U A ss-assSsSsssss ssssss ssSsSsss s ss ss-ss sg ss �E I I LINE(APPROX. 150 LF) I a a a a a NTH APPLICABLE CODES. DISCONNECT AND CAP EXISTING y- �Q 10'unLlTr ASEMEN� UTILITIES AT THEIR MAIN LINE. CONTRACTOR SHALL REMOVE II GRAVEL / _ I I RECORDED DER A.F.Np, I o 7 ALL ASBESTOS CONTAINING BUILDING MATERIALS IN I \ J // -w W_ , L I 83 040029 I I I Q o o N N o ACCORDANCE WITH APPLICABLE CODE REQUIREMENTS. ( \ eulS¶Niac- QD DISCONNECT EXISTING ELECTRICAL SERVICES CAP AND I - - a; / / // I I I I I I z° N M PRESERVE FOR RECONNECTION II I I ••LOADING.:. / / ( III -r' DISCONNECT EXISTING WATER SERVICE CAP AND PRESERVE II Il I - DOCK. A I W�w_w QE \ I I I I I I z FOR RECONNECTION I \ ��' I I I I \ I I SE/n ItI } d PROPOSED DRUG STORE I I q \3 I suB E I I m Z QF DISCONNECT EXISTING GAS SERVICE CAP AND PRESERVE L I f f I I I EASE IE�TI I Q FOOTPRINT TYP. I N FOR RECONNECTION I ' I D C ( ) RECORD DI ILINDE m m Z o © 11 0- REMOVE EXISTING CATCH BASIN, INLET PROTECTION TO BE I �I /_ REMOVED UPON REMOVAL OF STRUCTURE B IIII V \ I � FINISH FL OR I I I rn / / // \ \ a EL-123.7 C 3\ I I I I I I T m T Q QH REMOVE EXISTING STORM DRAIN PIPES IF ENCOUNTERED. I I I�' // \ \ I' q I I II I IIII 1 m 310 1-003-041-00 OI REMOVE EX UTILITY POLE AND GUY WIRE, COORDINATE WITH UTILITY PROVIDERma PROPOSED DRUG STORE II / \ a t FOOTPRINT(TYP.) I III �� 1/// EXISTING 4° GAS LINE 66,887 SQ.FT. QJ EX SANITARY SEWER TO BE VIDEO INSPECTED. REPORT TO I I 1 \ fz I BE PROVIDED TO ENGINEER FOR REVIEW TO DETERMINE IF R I�I \// CONTRACTOR TO Q�Jo EXISTING PIPE CAN BE REUSED. CONTRACTOR TO POTHOLE I I II EL.123.04 FINISH FLOO I 4� �d AND SURVEY SIZE, LOCATION AND INVERT ELEVATION. I I I 1 0o I 3 ///�/ ^t LOCATE/MARK x �� I I / µl LOCATION NORTH OF 6 e OK DEMOLISH EX SIDEWALK II I I I o \ 1 BLDG. I / LOCATION SHOWN ON ��`'ir I I II SURVEY. VTIIM °` © PROTECT EX UTILITY TO REMAIN �\ YI o p,\ I NISH FLOOR 3 I L \� I 0/ I :°.. S 1 ,.•.. =123.32 I I / , III LEGEND I j I o B LOCATION OF EXISTING 150 I I III 14 `j.' / GALLON SEPTIC TANK. BEGIN FENCE REMOVAL It I CONTRACTOR TO DECOMMISSION I / �\ GAS I I III I REMOVE EX. CONCRETE PAVEMENT III I \ METER a / I I / III / \ :°. ,: a / TANK PER SNOHOMISH COUNTY 4 3 I / AG EK1 Tb REMOVE EX. BUILDING III / \ �'\ HEALTH DEPARTMENT I� S. GITfI z�,�7e se.Fr. \ D C FINISH REGULATIONS PRIOR I I I FR h'1 D REMOVE EX. GRAVEL SURFACING EL.=123.94 CERTIFICATION OF BOprND�R 4 I I I \ .P i. + DECOMMISSIONING TO OWNER. s _aRpdE4r� I \ 'I H \LOADING OCK: ' BY I I I STABILIZED CONSTRUCTION ENTRANCE WDE SANITARY SEWER Q4 Ep D-2.0 \ I EMENT TO THE CITY OF \ I I I U D[RIEANT F. TEMPORARY I yy/ A I G70N A.f,N0.9110010458 \ 04_" G • 3 I 0-2o CATCH BASIN INLET PROTECTION 13 \I \ G G .H ° \ . 4 I N�.plµd' CONSTRUCTION FENCE. TOP 2.6'ROUND CB=120.03 EASEMENT FOR \ /� \TOP CB=123.56 INV.6"PVC 5.=118.78 EGRESS,UTILITIES 'INV.4"PVC ROOF TOP-122.59 INV.6"PVC W.=118.73 I I I LIMITS OF DISTRUBANCE / III ' RECORDED U DER \\ / NK\"PVC N.=122.13) H H INV.6"PVC E.=118.73 D-2.0 CONSTRUCTION FENCE X Q 0-2.o I I \\ \ \ \ \ IAWATG ON T / STEEL GRA ER VALVE2 SILT FENCE TOP CB=123.Z5 INV.8"PVC 3I N-122.43 \ _ TEMPORARY CONSTRUCTION FENCE TO BE AF m I / \\ \ roP cB=1z3. A �'�Irl\�\ II ADJUSTED FOR RIGHT-OF-WAY(SIDEWALK) LE / yo // I B 0�� INV\ "PVC N.=122. i'/ ? I I WORK. CONTRACTOR TO COORDINATE WITH EARTHWORK QUANTITIES ,� I �co� GRAVEL CITY INSPECTORS a o EARTHWORK VOLUMES SHOWN BELOW REPRESENT THE / y I p� 1 oT � __ DIFFERENCE BETWEEN FINISHED AND EXISTING GRADE I I $m \ m $ N O cRAVEL - _ I - / 3 I / / / / I 0 3 BE o SURFACES WITH NO ADJUSTMENTS MADE FOR SURFACE I I ' o�� �� / � y �� ��FND.1/Y BAR& F �/ N �mm O O ILLEGIBLE CAP o+ PREPARATION REQUIREMENTS OR SUBGRADES. THE VOLUMES I N I 5 ymai O O ARE APPROXIMATE ONLY, AND ARE NOT TO BE USED FOR I �� - nia BIDDING PURPOSES. I I / - ?�-------_ 00 0 0 ( N3'10'20�`E o 5.01' 20 CUT: 300 CY y 056,06„E a�/ �/ o �� y0� SET MAC NAIL&_ b FILL: 4,500 CY ----- WASHER L.S.42666 ----' _ _- - i- �� TR�FFIC NET: 4,200 CY(FILL) - - - - - - - - - - - -y HP- �M- - OHP vnJLis J NH HP Ow O W 3 - - - - -- - -NWOb-O6"£ �3510" - N89°06'06"E - 1 5.5 w- c L=38.12' I Z U 5D � • \ � j C NC.WALIY.° ..'W.. $D SD \ R=25.00' I (� LLI z _W / W-W W W- / CURB O E i A=87'22'10" I � U) r / TOP SOLID LID CB=125.25 30.00' / / / 35 09'�` I fr Z W INV. "PVC 5.=121.45 L a J / TOP/SOL LID CB=28.84 EX SIDEWALK TO THE 2 GRAPHIC SCALE / / L I O Z I y INV. K W.(CAPPED)=121.33 T(9P S LID LID CB=126.33 K K PEEDAiMIT SIG K L L INV.BVP "W.(OIL K EAST TO REMAIN. I 0 Q v1 20 0 10 20 40 80 / IN e"PVC S.123.10 / / Z / STABILIZED CONSTRUCTION / INV 8"PVC E.122.99 153_49' / SE ARATOR)=122.54 Z Q Z 6"E, 2670.63' INV.8 PVC N�121.38 ENTRANCE -\ - - ONJ O \ 140.57' / \ G.T.E. VAULTS 1 ( IN FEET ) INV.8"PVC S-121.63 204TH ST NE S� 4 COR. N 1 inch = 20 It N ��-- _ I ss- s ss -8 5--0 --- ss-ss-ss-ss s-SS-SS-SST-ss-ss-ss- FND. CO MON. z N ~ iss-SS ss - ss-ss-ss-ss-ss-�s- Is I W/BRASS AP IN o \\ J ^ a J TOP SOLID LID CB=124.75 TOP N-123.81 I CASE 9-11989 \ O a 0'1- INV.8"PVC N.=123.06 I TOP 8"PVC.58 \ TOP CB=1z8.30 CONSTRUCTION DRAWING APPROVAL W / N I I TOP 8-PVC.72 INV.8"PVC 5.=122.97 INV.8"PVC NW.:123.6fi \ Q rn \ INV. PVC 5.=125.78 Q o • INV.8"PVC N=122.08 INV.6 PVC N:124.90 a+ O TOP SOLID LID CB=125.66 _ I \ CURB THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED c / TOP CB=128.11 PER THE CONDITIONS ON THE TITLE SHEET. -'C NC.WALK CONC •AALK / \--- 1 q1 INV.6"PVC N:125.38 BY.' ¢` SE.COR.SSMH=126.17� � � N _ 1 a, 1 City Engineer, CITY OF ARLINGTON T{T10W W1181'S below. 4S TELEPHONE VAULT-SS SS SSS SS SS SS S� z Call before you dig. /' / °ATE, 3 THIS APPROVAL VALID FOR 18 MONTHS vi SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. m Z Z Z w NOTE NOTES O O O N A.TOP nE Pas[sxell M1axe sulnuent she,gtM1 antl tlurebiliry Am.NFM RION d be highNskllily sill%.k P 1 sligNlly upsl— N W W W col PnoF sL r xw Post ,support tlb(sire IM1mu,h me"h of me Prefect .Fl —,R S eC hwn fl 9 muM iM1e eMs of the knce. E rAaL wM b d-SPPc1BLitlenB U x.x wopD PosT, sorxx rexs le smaxorx uv si'alixrxEEn &Sa I)ARRR rEwai \ / xArtn AX _ / O elwloc 3 SPX IRRRJ ih 1.aspolslor sump«axons If shlawno° ME ME ME z �_ ! raancx.PDsr aEOrsxr,a <. mb all tencng Parak kmappM contour nea U O Cl O Cl J I 1 E U P. U U U U xore I 4 4 \ I _ — sle ME Th.uv /�E I O O O O O l ti i 1 r��� aurvsnox vow rNsxlcOis C, Z \ _ FENCE ON SLOPE 8, LI Oz0E l iMOH�oLMNGEry SFEyasutt LT F " �- aPeCEID.sTON YpTMA191A j O • IDESIwatO muHDAxv ELEVATNRI NOTE AeNIxlxE msrwbrxo r,ORO O Iw FLU�yu9 PP�CMIUNSiio AVME uA0Eor NvnEssru+i owwoEcapn .. -.. Px TYPICAL INSTALIATNNa OETAIL - / / Post O cm) O '.. POsrssl, oOR EL ��. a PROTECTED q&db- sE 0- `�i 0� V vawa0uxwrw�pr,�d4-�. SEE xo,E�- Q„ witXO MOM55RN: r M ���//�^'`�^��` srea reon Posr BAe/ Post l �� 1IL 7A,,,,I n.zoa0 m m TYPICA-ECTION P ICALI _ � C HIGH VISIBILITY FENCE HIGH VISIBILITY N J m i. SILT PENCE m L /WORK STANDARD PU1N 1'10.70-07 /Y U AREA STANDARD Irv-nc��_g ).a ggpp��attg �� ISOMETRIC 5 � FE Nx l.ow srois ox lFsw>ix�TsxD[i*o,�is OH—Or e[cucE D—PDsrs srvpvm BPLIT—i — rymol HIGH VISIBILITY CONSTRUCTION FENCE SILT FENCE NTS L NTS g NOTES �C05mUC��ERGVAnoN 1.Size V,e BMDW Inkl Grob Owl(BIGOT br ibe sbml wafer Nmcwre x I ,e-vuIrL�, � � � win aeP,iDe. � .vn DEPm ovExPlluw z.Txa B1cD snM1 n.ye a ODIx-b nbl*now relief svabm toyereCw Cvpaaal P°A1„p uyAnox _ _ // >P 3.TM Ietrierel system mull allow removal of itre St60 wimopl illing me c EaAN.— µ InlledeD make 1 MIMT IN. 1) sp P Bywxw+B ow / x a.PeRoml meiMename in acmreanle with sbnaerC specifiwimn BDt 3lts). sawxaxa mw eonoM a aarnTIN IDSP-RROAipON \ v j3IRN E \ Dw,xADE oaA 11 _-,nix sEE•s(ra,oEP.X OF M aEPrlPx ao, a"` sEDFIDx P= EE RO.osMa durEP ii` %i SECTNNI OA I A 1 olMn.EACEPr oEPnitrnJ ' f'� Y (M .x.Pon �u ORATE sEoxsxr-..—IS \�� r _ -nscrurouu sxov.N _\ sstnlEvu sysrOA mPI SNESEvmm OF EXPOSED soE v x Exs xo nF IRI MS 0X EGNNErviNAxcE m lJ/ a I �'�- / A LsvaEmER 'Ox ISOMETRIC VIEW Q m STA81LIZED CONSTRUCTION ENTRANCEO.N d Q Y m a o `\ srABaa OF SNCARD SPECSAno ICx I—OF FRI.— RaExrs TA Q 3 m 3 a oG o wE o - - — _. eELow wLE,DnArE DF,npE- -ovExaowayPAaamP.I __—__�__ _� o Raow DrvAxxEL ..�� ImhS a, ePAus°F-irP.inY �; c—E COMPOsr PARTIAL PLAN VIEW OF BERM -IDE w qi_ sX En PO tt r � SELTNNIVEW MOICIWCVEW c x P s OR STORM DRAIN _ Pon sl.OPEs a:lT; nF1 1V N INLET PROTECTION I� r-S Pons Es rvo PwnER a..EXaszi11 3 STANDARD PLAN 11 40.20-00 ORouxD uxE ERGS ON CONTROL DETAILS TYPICAL SECTION 1 COMPOST BERM DETAIL /OFaF� Z Q J { Sucnnax x s onAeE STANDARD PLAN 1-60.10-02 ca V LONG AL ....M. �a caxrlx urEx eEmB�r[x rX�N cuSunoO�aluo TMExanvE EaN'rxEx nwrEnlu POsr socx SXEET M w NO E LL C=+,aaNlx.9R6 Fo Z W I.Ya su o.mw..mws�...nar O C, uaD TEMPORARY SEDIMENT TRAPEs. Q N Z t 9 Z Q STORM DRAIN INLET PROTECTION STABILIZED CONSTRUCTION ENTRANCE O N M o Z A NTS NTS J ^ Q w a i CONSTRUCTION DRAWING APPROVAL Q 0 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. c BY." 0 City Engineer, CITY OF ARLINGTON is DA TE, n 3 THIS APPROVAL VALID FOR 18 MONTHS 0i SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. VEHICULAR ACCESS FND. 1/2" BAr, I z z z w w w w POINT(2-WAY) ILLEGIBLE CAP SHARED ACCESS DRIVE II M m a a Z w w w Alk- AL I ti� I S 8.34 04 E II c�i 0.00' o r � r 55' wzzz — N89'�'06"E l w w w ��r N89 6"E - 258. 0' 75' FROM SURVEY > 0 0 0 0 - - - - - - ^ . . . REFERENCE POINT ¢ c co c co o 0 0 0 0 z z z z z ¢ ¢ ¢ ¢ ¢ I I � + ± J J J J J I I - - 10'UTILITY EASEMENT U U U U U 7n N RECORDED UNDER A.F.NO. d d d d d CV '.I � 6304040029 I LEGEND RV Cl I r. ..E. . . I �� CONCRETE PAVEMENT S1/2,SE1/4 CONCRETE SIDEWALK PAVEMENT I I I r �;•;•;• SECT ON 11 z . .I SUBJECT TO o I EASEMENT .m 2 LANDSCAPED AREA I I 1 1':' ' I REE�CORDnF. o N0.1157911 m m Z CONCRETE CURB 0 PROPERTY LINE SIGN Ak PARKING STALLS PER ROW ® I I I t o 0I J 3 PEDESTRIAN PATH I I I o ___________ I�Lp ` EXISTING BUILDING m m m m m m DRUGSTORE 30 I n 125' 19' 30' 19' o ' 14,671 SF k:.:.:.� J�PT0 0) o w 6 rr Z w ACCESS TI `TJ 1 S.R.9 I CTEL ' -�;•:•: 29.33' .. FROM EAST I I . BOUNDARY �. 1 -�.•.-.•I PROPERTY \ I: BY 30)WIDE SANITARY SEWER ,•�•,•;•;I DOCUMENT EASEMENT TO THE CITY OF \ 49�A �;.,, Tp _ Tn .' RECORDED ARLINGTON A.F.NO.9110010458 UNDER A.F. - �•'•'•' NO.1140278 N 8 ' r +�r o 92.81'GR WIDE EASEMENT FOR Q- �• N I INGRESS,EGRESS,UTILITIES tJ1 6: •� -F AND ROAD RECORDED UN�W8911200555 c6 N ..VEHICULAR ACCESSPOINT(2-WAY) \ 1 • o R10' R20' 99' it m N Gp \ N v� 10 R5 9 m © o I R10' I I fo;. . . . . . . . . . . . A R10' IND.1/z BAR& !- 45' 6' °° 90' x N 1 •i- R22'r�-Lr'- M °. 3 BE of .'.�. . . . . . . . . . . . . . . mi-. . . . . . . . . . . .':: 0 75' FROM SURVEY o I ? 10' LANDSCAPE. � s-- 9 b 10'2 "E REFERENCE POINT EXISTING ACCESS : : : : : BUFFER o . 8, ,•• Io 5 01' N 9'06 06"E TO REMAINT:'T % 'T . . . . . . . . . .12 CONCRETE TRAIL:. . . . . . . ,: Z . . . . . . . . . . . . . . . . . . . . . . . . . . . . .-4: 6• N — — — N r"-6 E 13�a.5Z V L=38.12' c� ® R=25.00' O Z Q J 0 4 W 20 E A 22.10" i 35' FROM SURVEY 30.00' 30'RIGHT OF WAY 204TH ST. NE 35.09'�`1 z VEHICULAR ACCESS POINT(2-WAY) REFERENCE POINT 5' LANDSCAPE ?>m 5'FROM SURVEY Z Z STRIP RIGHT IN/OUT — — — z; —— — — MINOR ARTERIAL REFERENCE POINT 0 O D+�189 06'06"E 2670.63' — — — — 1+00 — — — 2+ Ay 25 MPH - 3+00 - - - - - - 14�P19D7' - - -- o o Z p C3 ;�§ O N Z_ J o Sc FND. CON. MON. M J Q H m,kz W/BRASS CAP IN I Z N� Q O GRAPHIC SCALE CASE 9-1989 0- 20 0 10 20 40 80 J ^ N i CONSTRUCTION DRAWING APPROVAL Q O 0 ( IN FEET ) ° THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED '- 1 inch = 20 ft. ❑ o PER THE CONDITIONS ON THE TITLE SHEET. o O BY." City Engineer, CITY OF ARLINGTON ° DATE 3 THIS APPROVAL VALID FOR 18 MONTHS Cj-1 O v STANDARD NOTES SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. REFER TO SHEET CV-1.1 FOR NOTES AND CV-1.2 FOR CITY OF I a w w w ARLINGTON STANDARD NOTES z z z w VEHICULAR ACCESS N N N m o 0 o N 0 POINT(2-WAY) SHARED ACCESS DRIVE N N N z CONSTRUCTION KEY NOTES E wZZZ � R20'I A OA CEMENT CONCRETE TRAFFIC CURB I B > o 0 0 0 U U U U U TRASH ENCLOSURE, SEE ARCH PLANS FOR DETAILS o o o 55'� n ¢ ¢ ¢ ¢ ¢ J J J J J 3,4 © ADA STALL W/SIGN, SLOPE IN ADA STALLS AND LANDING a < a < a C-8.1 AREAS SHALL BE NOT MORE THAN 2%IN ANY DIRECTION. N 10'UTILITY EASEMENT a a a a a R30' p :. RECORD83o4o40029 F.NO. m\\\\\ D STOP BAR c° w O R4ri a [ �o o c� o O NO PARKING-LOADING ZONE (FIRE LANE) PER CITY OF I R5' � L }} o 0 0 0 0 ARLINGTON STANDARDS. I :`J: :` ` Z( TYPE 1 CEMENT CONCRETE DRIVEWAY APPROACH116 CONCRETE SIDEWALK PAVEMENT I 104' S1/2,SE1/4 z +•'�--`-`- SECTION 11 SUBJECT TO o F o OH TIE INTO EXISTING SIDEWALK RECORDED I STOP SIGN I '■■ 1/ UNDER A.F. m Z O O -.'.f N0.1157911 o O O OJ PEDESTRIAN PLAZA, SEE C-1.1 A OK CROSSWALK I N © LOADING RAMP. APPROXIMATE SLOPE OF 5% E „ 3 C 81 ® PATTERNED CONCRETE PAVEMENT "NO PARKING" FIRE LANE DRUGSTORE 85 19' 30'�f 19' ■ DO NOSE DOWN CURB I I '30' 14,671 SF LEGEND I I MAX HT. = 30.5' 2 C 81 STANDARD DUTY ASPHALT CONCRETE PAVEMENT C-a.1 rr CONCRETE SIDEWALK PAVEMENT ' N I �•`-`+` Access ro 0 LANDSCAPED AREA I i S.R.s 3,4 29.3 -•-.` FROM IEASDT . . . c-a.o CONCRETE CURB I I BOUNDARY OF w_ PROPERTY PROPERTY LINE — IOI WIDE SANITARY SEWER - �r,r�� I ` _•-•�•,•;•`I DBY OCUMENT 4SEMENT TO THE CITY OF C RECORDED NG70N A.F.NO.9110010458 UNDER A.F. N 8 SIGN No.I14oz7e ' : F`�r o rr�`, p it 30'WIDE EASEMENT FOR \ •. .T •i•:+:I N N PARKING STALLS PER ROW ® ANDRROAD EGRESS, RECORDEUTILITIES D UNDER K 6' ————— -00 A.F.NO.891120---- PEDESTRIAN PATH �] [� 1 •LL �.:.:..1 � EXISTING BUILDING I! I R10' r 11J """ A © R10' R20' PARKING DATA N K �\ y' 9' '� M v rr. . .I REQUIRED PARKING(DRUGSTORE) I N f a Q Y o REQUIRED RATIO: 1/400 SF BUILDING AREA I S m m p`�^ 9' J 3 N I I py � X 0 10 R5' 0 3Mv REQUIRED STALLS: 37 SPACES R10' R10' o+ + B :`.�� .`.`.`. . .`.`.`. .. . . . �m.�_ P PROVIDED PARKING R22' ° STANDARD STALLS: 58 VEHICULAR ACCESS I . ;�-.- a ACCESSIBLE STALLS: 3 p -; POINT(2-WAY) 6 + + r._ :.T . . . . . . . . . . . . . . . . . TOTAL STALLS: 61 . .`.`.`. . .`.`.`. .`.`.`. . .`.`.`. . .` fir;•;• 30' . . . . . . STALL DIMENSIONS Z T ——— —p �. . STANDARD STALL: 9'X19' P p — — — H O - — — � w Y' — z PARKING REQUIREMENTS H G F I G " z a w MINIMUM PARKING REQUIRED 1 SPACE/400SF BUILDING EXIST ACCESS '^m 204TH ST. NE o 14,671 SF X 1 400 = 37 STALLS TO REMAIN zmz" _ _ _ _ —— —— Z W v (/ ) _ — VEHICULAR ACCESS POINT(2-WAY o�� — — REQUIRED -- - -- — — — - - ' In-- - - - - -- PARKING PROVIDED = 61 STALLS PROVIDED RIGHT IN RIGHT OUT $off 0 N Z H MAXIMUM COMPACT STALLS 20%OF STALLS O ch J fA PARKING STALL DIMENSIONS ; Z ItQ i REGULAR STALLS 19, X 9' a COMPACT STALLS 15' X 8' Q ADA STALLS 8' WIDE, 5' ACCESS AISLE CONSTRUCTION DRAWING APPROVAL MINIMUM TREE SHADING 20%OF PARKING AREA O THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED m GRAPHIC SCALE PER THE CONDITIONS ON THE TITLE SHEET. c BY." 20 0 10 20 40 80 Q City Engineer, CITY OF ARLINGTON DATE: j ( IN FEET THIS APPROVAL VALID FOR 18 MONTHS 0i 1 inch = 20 ft. 11 SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. I rQ 'ao � ZZZN V m o 0 0 ro In d a d z oil O w z Z z Z O O O o U U U U U 0 0 0 0 0 Z Z Z Z Z U U U U U LARGE DIAMETER = QUARRY STONES Z —LARGE DIAMETER o 0 z QUARRY STONES w w r►��` m �y, a 126.35Y (TYP.)127.85, •"L` ,y; '' C ` ACCENT RIVER ROCK 0- > - �I BORDER Y / ACCENT RIVER I � ROCK(TYP.) m 6.35 127.9,0 SCORED CONCRETE/STAINED 127.85 w \ \\ I SCORED CONCRETE YI AND EXPOSED AGGREGATE \ TYP. S o w 128.15 127.90- % T w w / o 129.65 �7TiM STAIRS 18" TREAD WITH 6" _ ' i - RISER (TYP.) OBENCH ' i 129.75— — (TYP.) - 128.15' O -129.65 _ _ _ _ 129.72 w w ENTRY CAPS (TYP.) / EX BENCH 129.65 129.36 ENTRY CAPS AND STAIR BORDER s - - - - -�-- - - - - 129.58 129.28 - _ _ — _ — _ — EX - - - �LL PLAN VIEW E � Q m 0 3E N v * Lu Q LO Lu ^ !_ VJ Q Z - 5 Co Z Q F O F� Z Z �O (� T ONZcr Q SECTION VIEW N Z Q LLJ i - - - CONSTRUCTION DRAWING APPROVAL Q GRAPHIC SCALE THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED 5 0 2.5 5 10 20 PER THE CONDITIONS ON THE TITLE SHEET. 0 BY, ( � City Engineer, CITY OF ARLINGTON IN FEET _ 1 inch — 5 ft. DATE: r� STORY PHOTOS THIS APPROVAL VALID FOR 18 MONTHS —1.L SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. a � N N N � C m 0 0 0 N � Z C F H F U O w 2 2 2 d C> C> C> C> O O O O U U U U U T 2 2 2 2 2 / T y I J J J J J Y I U U U U U _ Q 4 t Q 4 D_ d D_ d D_ r o o 10'UTILITY EASEMENT m �7_ RECORDED UNDER A.F.NO. N oo N rn 8304040029 o O N o \\\\\ Rio I I R5' o o I I 000000 I I I I ■.. 1D4' I S1/2,SE1/4 SECTION 11 I z T1 SUBJECT TO P.U.D. EASEMENT RECORDED I o F o I I UNDER A.F.NO.1157911 I o z \N I I I I I I I boo h I a I I I I I I I DRUGSTORE 8.5' 19' 30' 19' I T Q 30' 14,671 SF 13 I I I EXISTING BUILDING FOOTPRINT I MAX HT. = 30.5' I I I o o ci 12' I Q I 4�JRORO �� I I I I � I I I M ACCESS TO S.R.9 Id I� g 29.3' RESTRICTED FROM EAST 30'W1DE SANITARY SEWER I —BOUNDARY OF PROPERTY EASEMENT A.F. THE CITY OF I I '� I BY DOCUMENT RECORDED ARLINGTON F.N0.911001045 I \ UNDER A.F.NO.1140278 �TTTA{ I I I z E5 IIT I I I �A r T------ EWIDE EASEMENT FOR 6 NGRS R10' � � I S,EGRESS A ADORECORDUDTLNDEESR A.F.N 891120055 m 1R10' 9,r— ma ♦ `♦♦ III II cL � R20' y',o " ' N 9' a R5' R10'1 > R10 L_ _ ACCESS R2' TN (2 z 0m yqt — — EXISTING ACCES WORK ZONE TO REMAIN — — —♦ ®` SIGN PER MUTCD STANDARDSR 9-11 2-WAY o SIGN PER MUTCD 24° X 18° CONSTRUCTION FENCE VEHICULAR ACCESS POINT C I NE:. STANDARDSR 9-11A ( ) 2Q4 1 W 24" X 12" - - - - - - -- - - (RIGHT IN/RIGHT OUT) 7 O O I Q a m o d 0 o I 0 3M o W Z M W I 'a � a _ OW CQ J ~ � O z � r) z o� � F— O ONZ U z4Q LL < i cr CONSTRUCTION DRAWING APPROVAL Q GRAPHIC SCALE THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED 30 0 15 30 60 120 PER THE CONDITIONS ON THE TITLE SHEET. c BY., 0 -� City Engineer, CITY OF ARLINGTON c ( IN FEET ) L 1 inch = 30 ft. DATE THIS APPROVAL VALID FOR 18 MONTHS 0 SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. 1 REFER TO LIGHTING DETAIL SHEETS l I I FOR LIGHT SPECIFICATIONS DO N N N j 0 0 0 N VEHICULAR ACCESS I N z POINT(2-WAY) SHARED ACCESS DRIVE I o 133 J C> ID C z I > o 0 0 0 2 2 2 2 2 m J J J J J U U U U U Q Q Q Q Q aaaaa o O 10'UTILITY EASEMENT 0 I I ri $aRECORDEDUNDERA.F.NO. \8044029 `� T', R4 O 0. : :. - •R5' � y A'. }} ZEE iD4 SI/2,SEI/4SECTION 11SUBJECT TOP.U.D., E EASEMENT m m Z OI :1.:. lmmmm NDERDA. o o O UNDER A.F. -•-� -•-• N0.1157911 I 10 • ' ' II I I o o U CONSTRUCTION KEY NOTES I I I 1 E DRUGSTORE 8.5 —is 30' pR0 ■■ _ QC RAN OA LED AREA/FLOOD LIGHT POLE I I 130' 14.671 SF I I I 1 LL.�. . . 6 , Iq ©96" BOLLARD LED PATHWAY LUMINAIRE I I MAX H T. = 30.5 4) © 42" BOLLARD LED PATHWAY LUMINAIRE I I I iq A Qp LED CANOPY LUMINAIRE I I 12' O LED SECURITY WALL MOUNT LIGHTS I I 1 •�'-+••- ACCESS 0 S.R.9 LEGEND ' I I 1 E :�:: RESTRICTED FROM BOU DARYT _ 1 . .1 OF I - . . . PROPERTY CONCRETE PAVEMENT I \ OF A WIDE SANITARY SEWERBY \ ... ♦�•`-`.'I RECORDED EASEMENT TO THE CITY OF _ �pDOCUMENT CONCRETE SIDEWALK PAVEMENT I ARLINGTON A,F.NO.9110010458 DER N8 NT FOR . . UN A.F. N LANDSCAPED AREA I N., SS 30 D EGRESS,EASEE E EUT IT ES F"•`•`.I I ' �Q AND ROAD RECORDED UNDER -� F LL CONCRETE CURB I A.F.NO.8911200555 PROPERTY LINE PARKING STALLS PER ROW I I R10' EXISTING BUILDING I ao \ 9 r I N oom N N B .I x�3 � I I N � �AmN � A � •'•' 0 3M o R10' BE R10' 9 10 R5' :.:• .. �, I o. �' 1 ..'. rv.....-.-.•...•.-.-.•...•.-. rn I VEHICULAR ACCESS`:`:":":`:`:":":"-` - - - N I "POINT(2-WAY) Ll '-- : : -- 30' . . . . . . . . . . . . f: : . . . . . �. . _ — � — - - O Z 3 - - - - — — ,—� - - - - — -- - -- � za a ® �� � � � I; I p� 0 O_ N EXISTING ACCESS VEHICULAR ACCESS POINT(2-WAY) n'm H T'm 204TH ST. NE I Z a TO REMAIN (RIGHT IN/RIGHT OUT) - - oZM y�8- - t�■ - 0 N Z Z 0 ooy 0 J Z ' Q J J a � — i CONSTRUCTION DRAWING APPROVAL Q GRAPHIC SCALE THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED 20 0 10 20 40 80 PER THE CONDITIONS ON THE TITLE SHEET. c BY.; 0 -� City Engineer, CITY OF ARLINGTON c ( IN FEET ) L 1 inch = 20 ft. DATE THIS APPROVAL VALID FOR 18 MONTHS vi STRUCTURE TABLE SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. # TYPE RIM IE IN IE OUT \ \ I TC 121.5 I \ I Illi Qi TYPE 2 CB* 124.7 116.3 116.3 I \" TP 121.0 \ IIII TC 126.0 TC 122.0 TP 125.5 O2 TYPE 2 CB* 124.5 116.3 116.3 I I '.\ TP 121.5 AL ___ - / TC 124.6 II III w w w o I 3 MODULAR WETLAND 122.8 118.5 117.2 / TP 124.1 3 1 I r I I I O / TC 124.4 I T III a w w w 4 TYPE 1 CB 122.0 118.6 118.6 I \ J Q I TP 125.3 / TP 123.9 I I I � \ _ /2 25 �_ j TC 124.7 IIII � 0000 O5 TYPE 1 CB 123.8 120.6 120.6 1 20 - - -- 2' >t - -- �- -- - - 7 2t -TP 124.2 I 1 I I o 0 0 0 0 I z z z z z TC122.0=5 � � � � � � � � So- �� ICI a « « s TYPE 1 CB 125.3 121.2 121.2 I / 1 4 5 / TC 124.1 I J J J J J / 3 TO 121.5 20 s 3 ss 3 s ss-ass s s ate- ssss ss TP 124.1 I I a < a < a Q TYPE 1 CB 124.6 -- 121.6 I i I I 2 6" RDL- - 1 I So TIC IINI oC ^ ^ ^ ^ 10 TYPE 1 CB 124.5 -- 121.5 4 TC 124.7 r TC 124.8 ,TO 124.3 1 I I m N w N 1 / TC125.8 N I I Do o N o r TP 124.3 TC 122.5 \ti TP 124.2 1 - / 1 TP 125.3 A IE= 118.42-===- - - TP 125.4 TC 125.0 IIII ^^ 20 TYPE 1 CB 121.8 118.8 118.8 II I i / I TP 124.5 1 1 0 0 0 0 0 TP121.0 4 I TC125.0 � 1 I I 3 I I tl IIII ZNrrr � �, 21 TYPE 1 CB 123.8 120.8 120.8 I /^ TP 124.5 1 126.0 TC 126.0 IE = 12061 22 1 I W-w_1 5.2 I I IITC 12 TP TP 125.6 TC 125.2 P 124.7TYPE 1 CB 124.7 121.7 w I I II/ TP 124.7 I I 1 I o TC 125.7 TC 126.0 ! i 1 1 NOTE: I / �� I t '`I TO 125.2 TP 125.5 TO 126.0 / I TO 125.8 / II I I I 1 I I m d ASTERISK DENOTES SOLID LID; ALL OTHER I TC 125.6 1 i V I I z a 1 TC 125.7 STRUCTURES SHALL HAVE OPEN GRATES I `' I __ I TP 125.1 I TP 125 2 - - -=126.0"-- TP 125.3 �tih I 16mI= 1 � mmmmr jTC125.8 ❑ 1i1 � oo �- PIPE TABLE I C I // i I 1 TP 125.4 IE RDL I / / \ TC 125.8 1 8° RDL IE= 122.0 # DIA(IN) L(FT) SLOPE(FT/FT) MATERIAL I / \ TP 125.3 1 6 1 I I 1 / / IE = 121.0 IE = 122.O6A I I I II � I /❑2 y r \ II 1 I111 m 12 2 e I ❑3 12 74 0.012 HDPE 126.0 DRUGSTORE I ❑ 12 10 0.010 HDPE I �I I \\ I TC 125.7 14,671 SF 126.0- 12 1 1 TP 125.2 I I \�'?s�^ ❑5 12 199 0.010 HDPE I I I \\ 1 TP 125.2 FF 126.0 jIC 125.8 TP 125.3 m 1 TP 125.5 s 12 128 0.005 HDPE I"I III I c \ I I 126.0 ITP 125.3 /�^t � ❑ \ I I I rn \ \ IE= 122.22 A I rt - -RIDGE - I i llIll 1Y � 1z, ° I. ❑7 12 80 0.005 HDPE \\ III I I \\ I 1 j 8 TC 126.0 \� I I I s \ 1 126.0 126.0 I II TP 125.5 ���^ 10 12 65 0.005 HDPE ❑ e 1 _ I I I I Q �TIIM \ I I J TC 125.4 20 12 10 0.010 HDPE II III TP 125.4 y I I / TC 125.3 I 1D TP 125.3 2❑t 12 272 0.007 HDPE I 1� I I �� TP 124.8 22 12 141 0.006 HDPE I I / �� 1 TP 124.8 IE= 123.00 A TC 125.3 TP 125.9 9 I TC 125.3 I I I 126.0 TC 126.0 � 125.3 IINI 2 126.0 126.0 IE= 122.49 A TP 125.5 CLEANOUT TABLE ; ° Ii I ��\ '° TP 125.3 # TYPE IE II \\\I I \ \ TC 125.8 125.8 --- TP 125.9 I TP 125.4 1 III I I \\ TC 125.8 ti TP 125.3 Oi CLEANOUT TO GRADE 117.85 I N \ II \ TP 125.3 125.8 TC 125.6 L- z TP 125.15� TC 126.0 V III e CLEANOUT TO GRADE 120.80 / �I j1 61 \\ TC 125.9 \ � 1P5.7 TP 125.1 0l �> TC 125.9 TP 125.5 I I LEGEND TC 124.6 TC 125.0 \ TP 125.4 19 _ TP 125.4 O3 CLEANOUT TO GRADE 118.38 / I I /I TP 1241 TC 124.7 TP 124.5 \ TC 125.8 V / \ TC 125.8 12 6 11 RDL I EX. CONTOUR -----*X*----- TP 124.2 TP 125.3 / 125.4 'TP 125.3 TC 125.8 TC 125.6 TC 125.7 ® CLEANOUT TO GRADE 120.57 AN - / TP 125.3 TP 125.6 _ PROPOSED CONTOUR XXX ' I y I Q -I - Q o ( CLEANOUT TO GRADE 121.69 I I I Sp BC1125.2 TC 125.9 ip TC 126.4 I \ SPOT ELEVATION xxxxx N Ili n s \ TC,25.4 -SID 7 TP 125.4 12 i'TP 125.9 TP UNLESS OTHERWISE NOTED z © CLEANOUT TO GRADE 121.95 ❑ � / I \I ( ) TC 124.7 TC 125.0 \ TP 125.4 ❑7 � Sp -- / TC 126.2 I \ STORM DRAIN PIPE �so� $ CLEANOUT TO GRADE 122.01 TP 124.2 / TO 124.5 \_ TP 125.0 - - __TP 125.6 / TO 125.7 l �_. a o / \ti \ TC,26.0 --1z4____ __.TC 125.7 / % ROOF DRAIN LEADER Q N 3 8 CLEANOUT TO GRADE 122.17 ,° I " I I �� TP 125.5 - / A / (6" PVC, 1%SLOPE o ❑ I TC 126.3 / TO 125.2 3 v U TP 125 8 TP 125.4 2S 5 / TC 126.2 ° + // UNLESS OTHERWISE NOTED) E�� a O9 CLEANOUT TO GRADE 122.44 TP 125.7 TC 125.8 ""2 TP 125.7 12 ---I a TC 125.8 ° ��/ ' GRADING RIDGE - -RB6E- - 10 CLEANOUT TO GRADE 122.58 - \7y /------ TP 126.2- I \ TC 126.1 TP 125.3 TP 125-3 / _ I _ / 'TC 126.4 126 TP 125.6 / / _ TP 125.9 / GRADING VALLEY - -Vk+EY- - Z 3 TC124.65 - - T - - - - - - - 11 CLEANOUT TO GRADE 122.70 ^T - - CHAMBER UNIT Q "o ❑ I I TP 124.15 _ __- TP 126.4 = TP 126.40 TO 126.60---_____- = - - -_ - - 12 CLEANOUT TO GRADE 122.87 _ - ____-- -____ - -- _- - - - �-- - - - - - - OHP- J O 1 _ DETENTION STORAGE a' OH OHP OHP _ _ HE- -"OIiP P� --OH OHP -OHP -_- OHP !- / _T _ fr -` -`�`_ -TP 126.2_ - /2y�---=- - ��+= 8 - ��_- PRE-TREATMENT O W Q - - - CID 16\ sD sD sD W \ ISOLATOR ROW Z Q 0 N G \\ STORMWATER TREATMENT ® Q Z • /w w TOP SOLID LID CB=125.25 a I// I / I I // O FACILITY (J7 Z INV.8"PVC S.=121.45 ,tib TP 126.4 TO^oL uD ce=l2a.a4 Z Q w • o / INV.9"PVC W.(CAPPED)=121.33 TP 125.6 T9P S LID LID CB= 6.33 SPEED/LIMIT SIGN p"V. PVC S:124.% N /1ry TYPE I CATCH BASIN = Q f.�- - - INV.8 SE AATOR)-1 2.54 /�/ - • TC 125.8 / INV 8"PVC 5.=1 3.10L / / V y B>rt2�/8- -- /_INV 8"PVC E:1 z.se - _ _ /- _ _ > CLEANOUT TO GRADE(CO) Q \ INV.8"PVC S-121.38 G.T.E. VAULT TP 126.1 \ \ TYPE II CATCH BASIN O N - Z o Know what's below. INV.8"PVC 5.=121.63 - 204TH ST. NE \ � \ -ss ss = TC 126.1 �< ss ss s o ss EXISTING BUILDING Z Q (� Call before you dig. ----- N SS SS o SS TOPSC8=125.a1 S I \ \ ^ TOP SOLID LID CB=124.75 \I \\ J I� Z �_ �- INV.a"PVC N.=123.06 a INV.8"PVC 5.=122.06 I I OP .,... "'"'� i CONSTRUCTION DRAWING APPROVAL EARTHWORK QUANTITIES DETENTION DATA a °a 70P SOLID LID CB=125.66 GRAPHIC SCALE ¢ EARTHWORK VOLUMES SHOWN BELOW REPRESENT THE DIFFERENCE DETENTION SURFACE AREA = 2,645 SF G- THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED ,rt i BETWEEN FINISHED AND EXISTING GRADE SURFACES WITH NO DETENTION STORAGE REQUIRED = 8,712 CF --- I I m 20 I tI 20 4o eo PER THE CONDITIONS ON THE TITLE SHEET. V o ADJUSTMENTS MADE FOR SURFACE PREPARATION REQUIREMENTS DETENTION STORAGE PROVIDED = 8,766 CIF I eY., OR SUBGRADES. THE VOLUMES ARE APPROXIMATE ONLY, AND ARE NUMBER OF UNITS = 49 Ss ss ss Ss / ( IN FEET ) City Engineer, CITY OF ARLINGTDN ia NOT TO BE USED FOR BIDDING PURPOSES. 1 inch = 20 ft DATE i CUT: 300 CY FILL: 4,500 CY NET: 4,200 CY(FILL) THIS APPROVAL VALID FOR 18 MONTHS Gi CONTRACTOR NOTES I EXISTING SSMH SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. RIM = 120.31 I I MONITORING MANHOLE 1. ALL FITTINGS TO BE"MEG-LUG" TYPE RETAINED IE =114.17 6" SANITARY SEWER TO JOINT PER COA STD. 4-1.10& 4.2.06 I 1 CONNECT TO 8"FlRE PER COA 5-1.17. BE REMOVED EAST OF BUILDING I a 2. ALL BELL GASKET TO BE "FIELD LOC." TYPE STA 0+50.0 HYDRANT LINE RIM - 125.2 CONNECTION II w u w 1 - 8%6" TEE STA 1+50.0 IE OUT= 119.05 W s Z Z Z w PER COA STD 4-1.10& 4.-2.06 SSCO 6" SS ( ) CAP END PER SSCO 6"SS CONNECT TO EXISTING 6" WATER MAIN (NORTH) m o 0 o N NEW224LFOF IEIN = 119.15(S) COA DETAIL W-160 11 - 12"x6" TEE W/TIE-BACK BLOCK L L o 6" SS®2.07 2- 12" GATE VALVEKEY i r r o z z z NOTES I B , - s" GATE VALVE I CONTRACTOR TO CONTACT GAS o ID 0 ID OA CONTRACTOR TO VIDEO INSPECT EXISTING SEWER AND 4 A 2 COMPANY REGARDING THE LOCATION o 0 0 SURVEY INVERT ELEVATION PRIOR TO DEMOLITION OF I A z z z z z C-5.0 H 0 0 OF EXISTING 4"GAS LINE I J J J J EXISTING BUILDING. IF EXISTING SEWER IS ACCEPTABLE I - - - - -- - -- - - -- - - -- - - - p p p p p TO ENGINEER, EXISTING SEWER WILL BE USED. SD SD SD SD SD SD SD SD SD a < a CL a Bess 1"IRRIGATION OD CONNECT TO EX WATER Ss SS SS Ss ss o _ RE 6" FIRE HYDRANT LINE m N co �., u•, rn I o 0 o N o so 1- 12"x8" TEE RELOCATE EX POWER POLE. COORDINATION WITH - - - - - - - - 0 0 0 0 0 0 © SNOPUD TO CONFIRM POINT OF CONNECTION. 1 ��W E W W W W W W W W W W W DDCVA IN VAULT PER COA N M u) QD 6" FIRE DEPARTMENT CONNECTION W 0 W STD DETAIL W-100 z D W N 6" FIRE LINE 1 W O NEW FIRE HYDRANT ASSEMBLY PER COA DETAILS W-010, W-015 I I AND W-020 G NEW 23 LF OF I n 1- 12"x6" TEE z FDC p N o 6"uNEI F 6" SS®8.0% 1" DOM. METER 1- 6" GATE VALVE I a o QF 6" FIRE LINE POINT OF ENTRY. I I I 1 - 2" TAP PER m z a G 1" DOM WATER POINT OF ENTRY 5 6" FDC T I COA W-050 T To o CALCULATED POINT OF ENTRY G ^L RPBA INSIDE BUILDING PER COA DETAIL W-120 C-7.0 I EXISTING E SS ' IE= 121.83 I SANITARY SEWER (DETAIL 1 C-7.0:Nr o 0 0 POINT OF ENTRY OED OH NEW IRRIGATION SERVICE 1 IE- 113.55 MIN IE=121_0 UNDER A.F. 57911 CONNECT TO EXISTING SEWER PER I� N�F No.1TER OI SANITARY SEWER CLEANOUT C-5.0 DETAIL 2 SHEET C-5.0 I PROPOSED 12" WATER MAIN >.o J 2" DOM WATER STUB. EXTEND 5 FEET FROM I 1 I II L o me O PAVEMENT. CAP AND MARK. I SSCO I 1 m m r OK REDUCED PRESSURE BACKFLOW ASSEMBLY I 1 I CAP AND MARK 0 U 70 LF 6" SS 0 %MIN IE= 120.0 I © PROPOSED 12" WATER MAIN A No OM CONNECT WATER MAIN I I DRUGSTORE EXISTING 4" GAS I �J�OTo I LINE TO REMAIN ON NEW TRANSFORMER I I I I 14,671 SF I 6 ' I, 9 � FFE = 126.00 1 >r 0) UTILITY LEGEND I I EXISTING CALCULATED' I MONITORING MANHOLE TO o TjTµ BE INSTALLED WATER LINE W I I IEI= 112.47 SEPARATE PERMIT UNDER SANITARY SEWER LINE SS POWER LINE(2-4" PVC) P 1 282 LF 12" WATER ACCESS 70 T• GAS LINE G N 1 I I I RESTRICTED �L FROM EAST ARE HYDRANT R C-7.2 w 1 I 1 BOUNDARY 5,6 I I PROPERTY I m$ OF ARE DEPARTMENT CONNECTION 30'WID SANITARY SEWER CAP AND MARK \ I I DBY OCUMENT LIN TO T TO THE CITY OF TELEPHONE&ELECTRIC RECORDED N N AR'30' A.F.NO.9110010458 1 CONDUITS I UNDER A.F. \ NO.1140278 THRUST BLOCK 1,2 1 I C-7.1 v 30'WI EASEMENT FOR F LL INGRESSpEGRESS,UTILITIES AND ROAD RECORDED UNDER WATER VALVE ►4 3 A.F. 0.8911- C-7.1 UTILITY XING I SANITARY SEWER CLEANOUT J EXISTING 4" GAS 12" SD IE = 121.32 \ F6� XING I LINE TO REMAIN E C-5.0 2" DOM = 123.0 IE= 121.32 1 SANITARY SEWER MANHOLE 1 I y 1 I LINE IE= 123.0 I C-5.0 ISD SD SD WATER METER C 17 0 \ SD- I 1 a Q v SD BACKFLOW PREVENTER ® I 1 I o a a 3 BE o PROVIDE VERTICAL BENDS FOR 7 LF 12"WATER rn 4 I 1 I ;6" N / GRADE ADJUSTMENT o 2- 45'12"BENDS 1 BLOWOFF ASSEMBLY __ 3 GAS m GAS METER ® z 2" DOMESTIC ;A 1" IRRIGATION, CONNECT TO EX. GAS / o I MAR 1 a NEW FH SERVICE G / 31 LF 12" WATER 1 DCVA ® C-7.0 I - _ _ _ _ _H Q M y SEE SHEET C-3.3 j E TELEPHONE(2- 4' PVC) I FOR 204TH C TRAFFIC W WATERMAN -_-_-_ J -�- OHP SIGNAL OHP�OHP 0 N ELECTRICAL TRANSFORMER ❑T - EXTENSION OHP 0 OHP OHP _ W - VAULTS - - - _ _ W co OH OHP off OHP P 1 - 12" 45'BEND - - - - - - ~ Z Q EXISTING BUILDING _ - =�  - _- _ - - - - - - � ?� Z ZvNi W �S� SD SD B 1 U) J w W W TOP SOLID LID CB=125.2 I 1 - 12" 45'BEND I 0 O r� INV.8"PVC S.=121.45 91 LF OF 12" WATER I 130 LF OF 12" WATER T^'`O L'^ Z r N INV.8"PVC W.(CAPPE) TOP S LID LID CB=126.33 SPEED LIMIT SIGN 15 LF OF 12" WATER "P 40 LF OF 12" WATER I v 0 C W.kUIL WAILK • EXISTING SSMH 1 - 2" TAP PER" - - INV 8"PVC 5.=123.10 & - - - - - -- - -" SE ARATOR)/122.54 I� __ _ _ __ 0 M J COA W-050 INv B"PVC E.=122.99 A' N ® -RIM 11 124.83 11 PVC NB - (DETAIL 1 C-7.0)LT 204TH ST. I V E CONNECT TO WATER AT EXISTING 10"x12" CROSS ^ 0 N IE=110.13 `NV.g"PVC N=121.38 _ 2 - 12" GATE VALVE ss ssti I Z ^ Q QO V.8"PVC S:121.63 -""-' "' -ss ss s 1 - 10"x12" REDUCER (SOUTH) i Know what's below. SS �SIS TOP SOLID LDS CB=124.75 Ss ss TOP CB=125.81 I CONSTRUCTION DRAWING APPROVAL 1. Call before you dig. �- I 'N. A"°^u_" ^` °I Q THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED GRAPHIC SCALE SEE CV-1.2 FOR CITY OF ARLINGTON STANDARD CONTRACTOR TO ADJUST MANHOLE RIMS AND GATE PER THE CONDITIONS ON THE TITLE SHEET. 0 20 o to 20 ao ao NOTES. SEE CV-1.1 FOR GENERAL NOTES. SEE C-3.1 VALVES OF EXISTING STRUCTURES TO FINISHED GRADE. eY.". FOR SEWER PROFILES. C-3.2 FOR WATER LINE City Engineer, CITY OF ARLINGTON ia ( IN FEET ) PROFILE DATE: i 1 inch = 20 ft THIS APPROVAL VALID FOR 18 MONTHS Cj-3"0 vi SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. a � N N N � C m 0 0 0 N I c r r 0 EXISTING SSMH > o 0 0 0 RIM = 120.31 UUUUU IE=114.17 MONITORING MANHOLE 6" SANITARY SEWER TO z z z z z I I CONNECT TO 8" FIRE PER COA 5-1.17. a < a < a BE REMOVED EAST OF BUILDING I STA 0+50.0 HYDRANT LINE RIM = 125.2 CONNECTION STA 1+50.0 IL a IL a IL I I SSCO 6" SS 1 - 8"x6" TEE IE OUT= 119.05(W) CAP END PER SSCO 6"SS IE IN = 119.15 S o 6 SS®2.0% NEW 224 LF OF COA DETAIL W-160 ( ) � " I o 0 0 0 0 0 UTILITY LEGEND I Z N M WATER LINE W l I ^ o SEWER LINE SS 1 0 0 SD So1+00 SD SD SD SD SD SD—SD— SANITARYm Z 2+00 3+00+05 0 POWER LINE (2-4" PVC) I — — — — — — — — — — — P I I o 0 0 GAS LINE G SD 0- FIRE W Ww Ww Ww Ww W w FIRE HYDRANT .� I W W m FIRE DEPARTMENT CONNECTION C571 I I I NEW 23 LF OF I J m 1 2 I PROPOSED 8"WATER MAIN 6" FDC 1 6" SS 08.07. 1. 1 p tj U THRUST BLOCK C-71 I LINE T I 1 - 8"x8" TEE W/ POINT OF ENTRY G WATER VALVE ►t 3 I CALCULATED TIE-BACK BLOCK SANITARY SEWER C-7.1 I EXISTING 8" SS ' ' IE= 121.83 POINT OF ENTRY SANITARY SEWER CLEANOUT + I I I IE= 113.55 „ MIN IE=121 0 m 4oQ � C-5.0 CONNECT TO EXISTING SEWER PER ■ I . j , m SANITARY SEWER MANHOLE • 1 I I DETAIL 2 SHEET C-5.0 I NEW TRANSFORMER I I III d C-5.0 �era tea°' WATER METER - PROFILE KEY PLAN BACKFLOW PREVENTER ® H: 1"=20' BLOWOFF ASSEMBLY Ell 4 V: 1"=5' C-7.1 GAS METER 3 DCVA EH 130 TELEPHONE(2- 4" PVC) ' PROPOSED GRADE 6"SANITARY SEWER TO ELECTRICAL TRANSFORMER T EXISTING GRADE BE REMOVED EAST OF BUILDING CONNECTION EXISTING BUILDING 125 — E a 120 EXISTING ' SIDE SEWER— — — — — 3BE 115 _ SEE CV-1.2 FOR CITY OF ARLINGTON STANDARD M NOTES. SEE CV-1.1 FOR GENERAL NOTES. W 110 J ¢� CONTRACTOR TO ADJUST MANHOLE RIMS AND GATE O Z Q 0 o VALVES OF EXISTING STRUCTURES TO FINISHED GRADE. o ^ W N L� ,n _ _ of r w • oU 3in +U w II N 6 II N NZ II cp 0 I— O/ Q N • pO Z N O N O 41 ±'� N O IZI ?Z Z v Z ® N II ¢ O II O II Q �Vm ¢(m �oWwoww ONZ Q N K N N K N U Z_ J Knowwhat'sbelOw. 0+00 0+25 0+50 0+75 1+00 1+25 1+50 1+75 2+00 2+25 2+50 Z It Q cr Call before you dig. ^ W i CONSTRUCTION DRAWING APPROVAL W SIDE SEWER PROFILE a THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED - GRAPHIC SCALE H: 1"=20' PER THE CONDITIONS ON THE TITLE SHEET. 20 0 10 20 40 80 V. 1"=5' BY." 0 City Engineer, CITY OF ARLINGTON c L DA TE: ( IN FEET 1 inch = 20 ft THIS APPROVAL VALID FOR 18 MONTHS C-3.1 i 0i SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. I I-fir � W W W _ m O o 0 N O A* } K H H H D.* ► SSSS SS I mm m m Z II£IN n I T T r" r T * T T T� T I U O O O O �a� I o0000 b> I I PROVIDE VERTICAL BENDS FOR as as as as I J J J J GRADE ADJUSTMENT I 282 LF 12" WATER PROPOSED 12" 2„ DOM. SERV m N w N " WATER MAIN I 7 LF 12 WATER 1" DOM. METER �n - - - ao 2- 45'12" BENDS 1+00 2+00 o 0 0 0 0 0 W G W I W m I I c c c G �----,-, 1 - 2" TAP PER w W z - - G G—G— COA W-0500 w o f o F — — CONNECT TO EXISTING 6" WATER MAIN NORTH; N I o (DETAIL i C-7.OR ( v - 1 - 12"X 6" TEE W/TIE-BACK BLOCK o Ix CONNECT TO WATER AT EXISTING o N 10" X 12" CROSS 2- 12" GATE VALVE m z o 6" FIRE LINE 2- 12"GATE VALVE 1 - 12" X 6" TEE y 1 - 6" GATE VALVE 1 - 10" X 12" REDUCER (SOUTH) 1 - 6" GATE VALVE I 'pZD�T�o I �2ooACnAAm o I 7� J m STD DETAIL W-100 1" IRRIGATION A mUTILITY LEGEND C U Y 3 WATER LINE I I I p o 8"FIRE HYDRANT LINE i[ m pJA 1 - 12" X8" TEE U SANITARY SEWER LINE ss I I I POWER LINE (2-4" PVC) P I I � I HIGHWAY 9 �OTo GAS LINE G I 1 9 1 4oQ�s`te 2 FIRE HYDRANT g v rsrs �' FIRE DEPARTMENT CONNECTION 5,6 C-7.1 PROFILE KEY PLAN THRUST BLOCK C1'�1 SCALE: 1' = 20" WATER VALVE N 3 C-7.1 SANITARY SEWER CLEANOUT 135 C-5.0 SANITARY SEWER MANHOLE 1 C-5.0 WATER METER 12 PROPOSED GRADE C-7.0 BACKFLOW PREVENTER ® 130 8 EXISTING GRADE g BLOWOFF ASSEMBLY GAS METER EXISTING WATER LINE ' LL ® — � 3 _ DCVA ® c 7•0 125 _ _ EXISTING WATER MAIN 280LF — — — — —o TELEPHONE (2- 4"PVC) T T _ ^i ELECTRICAL TRANSFORMER — — — — — a Q v m PRO EXISTING BUILDING 120 POSED 12" WATER MAIN 282LF p 3 BE p PROPOSED 12"WATER LINE �2 v U d II II II II 3 U 8 M o Z W C O S Z O W Z �Z c Z N o� W J O Z — J _ tp N I�_ W _ OU N O FO ZO O O N F=0 �'`1 }NU O W O2dNN N�W N�W N�W N`LW N r)p�c+jZ¢<N M ¢r`Z ¢�z ¢ iL c) ¢��<n¢�n II OW 0 3 NWNZW V NOU cp OU GO OU N'r OU N O�¢NW OW c Z Ir 0+00 0+25 0+50 0+75 1+00 1+25 1+50 1+75 2+00 2+25 2+50 2+75 CO Z Z • 0H � Q • WATER MAIN PROFILE 0 N z a J d H1 . : 1"=20' 0 N i V: 1"=5' QIr ]{nowwhat's below. J ^ W Call before you dig. i CONSTRUCTION DRAWING APPROVAL Q 0 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED GRAPHIC SCALE PER THE CONDITIONS ON THE TITLE SHEET. 20 0 10 20 40 80 BY." `o SEE CV-1.2 FOR CITY OF ARLINGTON STANDARD NOTES. SEE CV-1.1 FOR GENERAL NOTES. City Engineer, CITY OF ARLINGTON c DA TE: L ( IN FEET 1 inch = 20 ft THIS APPROVAL VALID FOR 18 MONTHS C-3.2 i vi SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. I � w Iw > N N N Z I C m 0 0 0 N Q N N N Z LliW W W O c - - o w z z z - a w w w > a ¢ > 0000 U U U U U QZ 2 2 2 2 CONTRACTOR INSTALL NEW 12" WATER LINE W a < a < a J J J J J U U U U U ASSUMED THREE(3) FEET SOUTH OF RIGHT-OF-WAY LINE. W a ¢ a ¢ a RIGHT-OF-WAY LINE CONTRACTOR TO HAVE RIGHT-OF-WAY STAKED PRIOR TO Z APPROXIMATE LOCATION OF CA INSTALLATION OF WATER LINE. N 72ND AVENUE NE W Z O O O O O ° ASSUMED RIGHT-OF-WAY LINE 827 LF OF 12" WATER ` J Z -- N M - - - - - - - - - - -(CON'T TO EAST VIEW) - - - - END OF SURVEY LIMITS - - _ YV - W- - - - - - - - - - - - - - - W W -. - 0 ^ oz N Q o F o CONNECT TO EXISTING 12" WA 204TH ST. NE 1 1-12 90'BEND - a _ 1-12 GATE VALVE - _ _ _ _CONTRACTOR TO REMOVE AND REPLACE EXISTING _ _ _ _ CONTRACTOR TO REPAIR _ _ _ CONTRACTOR TO REPAIR �- -EXISTING 12" WA CURBS AS NECESSARY TO INSTALL WATER MAIN. EXISTING 5 FOOT SIDEWALK AS NECESSARY EXISTING 5 FOOT SIDEWALK AS NECESSARY /- (FROM GIS) SAWCUT, PATCH AND PAVE TRENCH PER CITY � m � '� 0 OF ARI INGTON STANDARDS. ■ J 3 WATER LINE REPLACMENT 204TH - WEST - SCALE: 1' = 20" U ■ L - I PROPER 30'N1D SANITARY SEWER CAP AND MARK \ I I DBY OCUMEN o4�RORO yg EASEME T TO THE CITY OF TELEPHONE&ELECTRIC I RECORDE ARLINGTO A.F.NO.9110010458 CONDUITS UNDER A. I \ I NO.1140 �� n 30'WID EASEMENT FOR d c INGRESS�EGRESS,UTILITIES AND ROAD RECOR_DE_D UNDER N I ��•rS �o A F 0. 8911 UTILITY XING EXISTING 4" GAS �TjIM 12" SO IE= 121.32 \ F6� XING I LINE TO REMAIN W I 2" DOM = 123.0 IE = 121.32 > I I LINE IE= 123.0 t I z I I I I SD SD J I I \ SDI I I EL 'o Fd SD I c g m PROVIDE VERTICAL BENDS FOR 7 LF 12" WATER W I CONTRACTOR INSTALL NEW 12" WATER LINE I I I f m GRADE ADJUSTMENT o 3 2- 45'12" BENDS ?� THREE(3) FEET SOUTH OF RIGHT-OF-WAY LINE. I I 2"DOMESTIC ,. >z CONTRACTOR TO HAVE RIGHT-OF-WAY STAKED PRIOR TO A i A 1"IRRIGATION CONNECT TO EX. GAS WI INSTALLATION OF WATER LINE. I I o K d I NEW FH SERVICE / 31 LF 12" WATER I N e I' 827 LF OF 12" WATER f= I I n SEE SHEET C-3.3 - (CON'T FROM WEST VIEW) FOR 204TH - - - - - - - - - - W WATERMA N -_-- - _-_ _- _- ____�- - - - - - - - - - - TRAFFIC Z EXTENSION oHP OHP - - WOHP SIGNAL �LL J _ OHP 01 P HP OH unrl OHP- H - P OHP O _ - - _ =OHP 1_ 12" 45'BEND = yy - - - - - o U 0 ® SD La W 1 - 12" 45'BEND W W W TOP SOLID LID CB=125.2 I Q CB=123.37 INV.8"PVC 5=121.45 91 LF OF 12"WATER I 130 LF OF 12" WATER ------- TOP ' v INV. "PVC N.=120.22 INV.8"PVC W.(CAPPE) TOPS LID LID CB=126.33 SPEED LIMIT SIGN 15 LF OF 12" WATER P 40 LF OF 12" WATER a Q Y Q INV.8 PVC S:120.57 TELEPHONE M.H. EXISTING SSMH 1 - 2" TAP PER INV 8"PVC 5.=123.10 p W.1VIL/WAItR N SE ARATOR)=122.54 0 3 m ai L---CONTRACTOR TO REPAIR _ _ _ __ -RIM = 124.83 2r7 _ COA W-050 _- Nv 8"PVC E.=122.99 _ _ _ __ _ _ __ EXISTING 5 FOOT SIDEWALK AS NECESSARY IE=110.13 NV.8"B P C N.=12� (DETAIL 1 C-7.0) CONNECT TO WATER AT EXISTING 10"x12"CROSS NV.8"PVC S=121.63 -" ""-LT 204TH ST. NE 204TH ST. NE 2- 12" GATE VALVE SS-SS �, a =ioe.a2�v s ss ss ss ss ss ss -ss o ss s ss ss ss 1 - 10"x12" REDUCER (SOUTH) I .TR Z v TOP SOLID LID CB=124.75 TOP CB=125.81LO� W 0 __ (�- INV.8"PVC N.=173.Ofi .8 TnP ra-�o�co M WATER LINE REPLACMENT 204TH - EAST w a W SCALE: 1' = 20" fr V i Q o OzQ w UTILITY LEGEND 5 CO z jr Z WATER LINE W 3 0 W WATER VALVE N ® SANITARY SEWER LINE SS C-7.1 Z 9 SANITARY SEWER CLEANOUT 0 CV Z POWER LINE (2-4" PVC) P C-5.0 0 J M Knowwhat'sbelow. GAS LINE G WATER METER C�70 ^ W zC%AQ W Call before you dig. 2 J i FIRE HYDRANT �, p-7,2 BACKFLOW PREVENTER ® CONSTRUCTION DRAWING APPROVAL Q FIRE DEPARTMENT CONNECTION 5,6 BLOWOFF ASSEMBLY E:4 4 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED = - GRAPHIC SCALE C-7.1 C-7.1 PER THE CONDITIONS ON THE TITLE SHEET. It 0 20 0 10 20 40 80 THRUST BLOCK 3 1'2 DCVA ® 3 BY., O C 7.1 C-7.0 SEE CV-1.2 FOR CITY OF ARLINGTON STANDARD City Engineer, CITY OF ARLINGTON CV NOTES. SEE CV-1.1 FOR GENERAL NOTES. c DATE L ( IN FEET 1 inch = 20 ft THIS APPROVAL VALID FOR 18 MONTHS C-3.3 i vi NOIES" 13-CC I 1. ANNOLES TO BE CONSTRUCTED IN ACCGRDANCE WON 7.FOR DEPTHS OVEN 25'MANHOLE BASE SLAB DESIGN AASHTO M-199(ASTM C 478)UNLESS OTHERWISE SHOWN SHALL BE DESIGNED BY A STRUCTURAL ENGINEER. ON PLAINS OR NOTED IN STANDARD SPECIFICATIONS, 13-1/2- 1�, H 8.ALL INTERIOR AND EXTERIOR JOINTS TO BE GROUTED W W W 2.ALL REI:ORC.CAST IN PLACE CONCRETE SHAH BE (SEE GROUT SPECIRCAUONS). GROUT TO BE 1/2' US Z N N N H CS 000.NON-REINFORCED CONCRETE IN CHANNEL THICK MINIMUM AND 3'EACH SIDE OF JOINT MINIMUM. DIDZ Z Z W AND SHELF SHALL BE CLASS 3000.ALL PRECAST THEY MUST BE INSPECTED PRIOR TO BACKRLL. 'S a J O CD O (n CONCRETE SHALL BE CUSS 4000. (n d Cl. d 9-GORE DRILLING ONLY,HAMMERING KNOCKOUTS WILL Z 3.PRECAST BASES SMALL BE FURNISHED WITH CUTOUTS, NOT BE ALLOWED.KOR-N-SEAL FACTORY INSTALLED J—I H W W W co 4.ALL BASE REINFORCING SHALL HAYS A MINIMUM BOOTS STEEL ARE ALLOW.. • A • /TI4—ANTE YIELD STRENGTH OF WOOD PSI AND BE PLACED IN THE 1U.MANHOLES 5'-7'DEEP MUST BE RAT TOPS. • • 6CPP�KETEDJ W Z Z Z p UPPER HALF OF THE BASE WITH I'MINIMUM CLEARANCE. . CAST IRON LOCKING a W W W RING AND COVEN S.CUTplT HOLE SIZE IS ELEVATION ONE SIZE LARGER EQUAL TO PIPE ONTER 14'-18' ••• • •• THAN PIPE DIA, O ID O U O DWAETER PLUS LABELED"SEWER' MANROEE WALL RING AND COVER C1A55 4000 THICKNESS.NF%IMUM SEE 55-030 CONCRETE 30"SQ PAVED 0 PIPE SIZE IS 12'FOR RED REFLECTOR RED REFLFf". Z Z Z Z 2 48' N£.24'FOR m ADJUSTMENT SECTION A IZ- SURFACE ¢ Q ¢ Q r F� J J J J J SMIMDM DISTANCE 3 UNPAVED AREAS CD 4 CD 4 CD BETWEEN HOLES IS B-(MEASURED ON THE 24= PLAN W W W W W INSIDE OF THE MANHOLE). _ MECHANICAL END 0 TJ OF PIPE PLUG. m ^(ECCEEmc UNLESS N 0\0 N M) Ol e.MANHOLE SIZE nL OTIERWISE SPECIFIED) CH ERNE TYPE DEPENDS ON S12E5, n 0 0 N O LOCATION AND \\\\\ MUMBLES OF HOLES POLYPROPYLENE OR v O O O O O FOR PIPES.MANHOLE �„ STEPS PER SS-050 v v v 0 DESIGN AND SIZE ,Ig- - I/2'GRADE 60 STEEL ;oUT SHALL BE APPROVEDSEE NOTE 6REINFORCING BAR(ABTA A-615) (SEE N �2) v vQSEw�o O WPRPANTED BY THE MANHOLE Q O O SUPPLIER. PRECAST RISER POLYP AST.D4101 SECTIONS STEP MEETS ASTM C-478 Z T� p N_ SECTION A A PAVED AREAS - d � LADDER m = Z A%.No.SIZE IS IV' GROUT SEE SS-040 M JR 4B" OE.24" .. 2 O c NFI—5&6 ABOVE) �SEE SLOPE=i/2"/R(TOP) 6"1 6 12" 0 O O �O CONSTRUCT CHANNEL AND U L SHELF i0 THE CROWN OF THE SEE NOTE 1 20' IL G PIPE REINFORCING STEEL(FOR PRECAST O NI6 DE + 12"CAST IRON LOCIQNG RING AND COVER DA. BASE WITH INTEGRAL RISER)0.15 SO IN/R IN EACH DIRECTION FOR 48' MORTAR FILLET D14 0.19 SD 1N/fi IN EACH OLYMPIG M1025 OR APPROVED EQUAL � 1` DIRECTION FOR 54'DIA. LY m PRECAST BASE WITH INTEGRAL RISER C U Y CRUSHED SUNG BASE COURSE �. DIA._8" L-oA s WIN DEPTH CONDENSED TO MIN. NO -OUT PIPE AND FITTINGS SHALL BE THE SAME MATERIEL AS THE SEWER MAIN. m 54 DM.-8" 6" '-1' 1_95R OF STANDARD DENSITY � � U SEPARATE CAST IN PLACE BASE SIDE ELEVATION OR SEPARATE PRECAST BASE N=• 2. A SANITARY RE,SWEEP.OR STRAIGHT TEE IS NOT ACCEPTABLE. 3. SEWER STUB WILL BE EXTENDED 10'BEYOND PROPERTY LINE AND 5'BUONO UTILITY EASEMENTS TO REINFORCING STEEL(FOR SEPARATE BASE ONLY) I.STEPS LOCATED IN RISER SECTIONS SHALL BE 6-, PREVENT DAWGE TO CLEAN-OUT AND MINIMIZE CONFLICTS WITH OTHER UTILITIES WHEN SERVICE TO 0.23 1IN/R IN EACH DIRECTION FOR 0"DU BUILDING IS ACCOMPLISHED. 0.30 SO IN/FT IN EACH DIRECTION FOR 54'OM AtY Q oui•. BTTPAW116AT OF PUBLIC KRIS STANDARD DETAIL �tY O AVW DSPARTI@NT OF PUBLIC WORAS STANDARD DETAIL �tY 0 aui DBPARTIWNT OF PUBLIC WORX6 VARDARp DETAIL STANDARD DETAIL NUMBER ° ° AMT Wnlna STANDARD DETAIL Nu.e[R ° i° STANDARD DETAIL NUMBER q®o MANHOLE TYPE I SS-OlO v�4 MANHOLE LADDER STEP SS-O5O FR®o> II SEWER CLEANOUT SS-O$O <lNGt <fNGt <lN Gt (DANISTARY SEWER MANHOLE TANH MOLE LADDER STEP DETAIL �� SANITARY SEWER CLEANOUT NTS NTS NTS STAINLESS STEEL Imo^ 8 TOP S N CWAP MIN COMPACTION 95%MAX DENSITY FLEXIBLE STAINLESS STEEL BOOT EXPANSION RING / BACKFILL r H IA MIN COMPACTION ' 90%MAX DENSITY • A / E O ep / 12' a MIN a Q m n Q Y 2 � / 5 2 OR O ION. N PIPE ZONE MIN COMPACT / A 90%MAX DENSITYCD 3 y E 1 - - MIN BEDDING L E: a FOUNDATION MATERIAL I I MIN COMPACTION N AS REQUIRED II j 90%MAX DENSITY O SECTMN W J LL N 0 3 NOTE z Q w %O 1.ALL BACKFlLL MATERIAL SHALL BE PLACED IN 4.COMPACTION TESTS SHALL BE AS REQUIRED BY THE ca o LIFTS NOT TO EXCEED 12 INCHES BEFORE CITY ENGINEER,BUT IN NO CASE LESS THAN 2 TESTS W COMPACTION UNLESS AUTHORIZED BY THE CITY EVERY 200 FEET OF TRENCH(ONE AT SUBGRAOE ANDCO Z ENGINEER DUE TO THE CHARACTER OF THE ONE AT 50%OF TRENCH DEPTH). M� Z cr r NOTES: MATERIAL AND THE COMPACTING EQUIPMENT. 1y W O5.IN-PLACE DENSITY AND MOISTURE CONTENT WILL BE Q O 1 PVC SIDE SEWER.FOR REMAINDER OF PVC SERVICE SEE SS-090. 2.MECHANICAL COMPACTION OF BACK FILL DEERMINED USING NUCLEAR METHOD,ASTM Of MATERIAL SHALL NOT BEGIN UNTIL THE DEPTH MAN STYLE2922_71. W LO O2 RO CS TAPPING SADDLE OR APPROVED EQUAL ON ALL PIPE. OF AT COMPACTED BACKFILL MATERIAL IS 2 POET Z O CORE-DRILLING WITH INSERT-A-TEE MAY ALSO BE USED ON ALL PIPE. ABOVE THE TOP OF PIPE. 6.LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM 0 N Z a) MOISTURE CONTENT WILL BE DETERMINED USING THE 3.EACH LIFT SHALL BE MECHANICALLY COMPACTED MODIFIED PROCTOR METHOD IN ACCORDANCE WITH 1 O ®CORE DRILL EXISTING MANUNE PIPE PER MFG'S SPECIFICATIONS. TO THE REQUIRED DENSITY PRIOR TO PLACING ASTM D-1557. J 5 ' ' SUCCEEDING LIFTS OF BACKFILL MATERIAL. " N O 35 MIN.45 MAX. T BEDDING MATERIAL SHALL BE Y"MINUS. cq Z � 1 A % 3ty O 41W DBPAR'M81NF OF PUBLIC WORKS STANDARD DETAIL �tY O WADI DBPARi1eNT OF PUBLIC WORCS STANDARD DETAIL J ,` i° MIT WnvWN STANDARD DETAIL NUMBER ° ° mnvN. STANDARD DETAIL NUMBER Z 9 i CONSTRUCTION DRAWING APPROVAL Q Q ®= SS-100 .®t SS-120 NEW SERVICE ON EXISTING MAIN P c TRENCH SECTION O+ <lNGt <lNGt THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. 4 NEW SERVICE ON EXISTING MAIN 5 TRENCH SECTION DETAIL BY City Engineer, CITY OF ARLINGTON L1. NTS NTS DATE THIS APPROVAL VALID FOR 18 MONTHS Lii Q Q O Dve FRAME&GRATE OR RING F4 BARS O 6' -` Q AMID COVER(GRATE OR CENTERS BOTTOM W W W COVER SHALL BE LOCKING) T"CLR FACE WRH 1'MIN ar )KRAR N N N ~ ANDHOL TYP COVER 1"CLEARANCE (S NOTE 4 m Z Z Z N ,0 �/ GRADE RING N d a d 24' O Nam: TOP SLAB RISERS.BRICKS(2 ROWS [C U FRAME AND GRATE(OF SOLID COVER). 20"%24' q. MAX)OR GRADE RINGS fTT1 I r C CC - - - O SEE APPLICABLE STANDARD DETAILS 1. CONCRETE INLET TO BE CONSTRUCTED IN OR 24'DIA LLLJ 5 2 6'OR 12' 1-�3 BAR FOR 6" O W Z Z ZOf ACCORDANCE WIN ASTA C4]8&C890 / 2-13 BAR FOR 12' W W W W UNLESS OTHERWISE SHOWN ON NE PLANS STEPS OR LADDER <PN / B� m m m N OR NOTED IN THE STANDARD _ O j `m ME `m Z SPECIFICATIONS.ALL CONCRETE SHALL BE 48"OR 54' ¢ O O O O REASS 4000. 2"MIN 12"MIN U U U U U 2. REINFORCING SHALL BE EOUIVALENT TO TYPICAL ORIENTATION HT n1'- WELDED WIRE FABRIC I-)HAYING A F 11111L�111 \ dL Z Z Z Z Z MINIMUM AREA OF 0,12 SQ-INCH PER 2"CLR R��N n � n � n FOOT.WWF SHALL COMPLY TO ASTM A497. I PRECAST BASE& OR ACCE ,•0� WWF SHALL NOT BE PLACED IN KNOCKOUTS. I INTEGRAL RISER TMP H4HDHOLO CATCH&SIN STEP ¢ Q ¢ Q 2'X4"%8'SOLID BRICK USED FOR FINAL 6"(48'Cl) F5 BARB O 6" d CL d CL d ADJUSTMENT TO GRADE.6'HIGH MAX. }_ THE BOTTOM OF THEPRE-CAST BASE 8"(54'CB) REINFORCING(FOR PRE-CAST BASE& CENTERS BOTTOM FACE 12'MIN SECTION MAY BE ROUNDED. EC(INC CB) n n r r r INTEGRAL W RISER) WITH i"MIN COVER r-�I _ 8'(]2'CB) 0.15 8O.IN./Fi.E.W.(48'CB) -y 11T-MIN I�� �,r 1D��D m\\\\\ 4. PRE-CAST BASES SHALL BE FURNISHED MORTAR 1T'(96"CB) J I I•y �? I m N N N �D DO WITH cu. OR KNOCKOUTS.KNOCKOUTS FILL 0.19 SQ.IN/FT.E.W.(54'CB) [�LJ�� ((�� LIIIL J11111 w SHALL HAVE A WALL THICKNESS OF C MIN. 0.25 SO.IN/FT.E.W.(60"CB) ]2LNpSLABALL PIPE SHALL BE INSTPLLED IN FACTORY 0.24 S0.IN/Ff.EW.(J2"CB) SPLANU"PROVIDED KNOCKOUTS.UNUSED KNOCKOUTS 0.29 S0.IN/FT.EW.(DO"CB)NEED NOT BE GROUTED IF WALL IS LER6'I °oC8'eoeINTACT. I" 1'-0"FOR 48",54'&60•CB STEPSCOPOLYMER5. KNOCKOUT OR CUTOUT HOLE SIZE IS EOVAL MIN 2'-0"FOR]2"&96'CB -(f6 BARS O]"CENTERS PROPYLENETO PIPE OUTSIDE DIAMETER PLUS CATCH SEPARATE CAST-IN-PLACE BOTi01A FACE WITH I&SN WALL THICKNESS.KNOCKOUTS MAY RASE OR SEPARATE GRAVEL SACKFlLL MIN COVER NOTES: FOR FOUNDATIONSBE ROUND OR'D"SHAPED AND MAY BE PRECAST BABE 1. PROPMETARY CATCH BASIN HANDHOLDS AND STEPS ARE ACCEPTABLE.ON ALL 4 SIDES WITH MAXIMUM DIAMETER 6"MIN.COMPACTED DEPTH PRUNDED THAT THEY CONFORM TO SEC.R,ASTM C478.AASHTO n O N OF 20'. FOR PRECAST BASE ONLY M-199 AND MEET ALL WISHA REQUIREMENTS. p U Q p ti 6. THE MAXIMUM DEPTH FROM THE FINISHED 2. CATCH BASIN STEP/HANDNCUD LEGS SHALL BE PARALLEL OR O m\ L tT 26^ u GRADE TO THE PIPE INVERT IS 5'-0'. 'FOR SEPARATE APPROXIMATELY RADIAL AT THE OPTION OF THE MANUFACTURER, a DO CAST-IN-PLACE ONLY EXCEPT NAT ALL STEPS IN ANY CATCH BASIN SHALL BE SIMILAR. AM ]. THE TIMER ON THE SIDES OF THE 2"CLR PENETRATION OF OUTER WALL BY A LEG IS PROHIBITED. Z 3. HANDHOLDS AND STEPS SHALL HAVE"DROP"RUNGS AS SHOWN ON V o O O `tyPl PRE-CAST 848E SECTION AND RISER NOTT3. TT DE" OR PROTUBERANCES TO PREVENT SIDEWAYS SLIP. SECTION SHALL NOT EXCEED I/2"PER -REINFORCING STEEL 1. HANDHOLDS IN RISER OR ADJUSTMENT SECTION FOOT (FOR SEPARATE BASES ONLY) SHALL HAVE A 3'MINIMUM CLGNANCE.STEPS IN 0A.S0.IN./FT.E.W.(4B'CB) CATCH BASIN SHALL HAVE 6"MINIMUM B. FRAME AND CRATE SHALL APWA IN 0.19 SQ.IN./Fi.EW.(54"CO) CLEMAIICE.NO STEPS ARE REQUIRED WHEN"B' 9. SLAB OR MAY BE 24'%20"OR 24'GAM. SPEACCCIFICATIONS. WITH TINGWSD SURFACES 0.25 S0.IN./Fi.EW.I. CBJ SPECIFICATIONS.MATING SURFACES SHALL 18 4'OR LE55.HANDHOLDS SHALL BE PLACED IN 20' S. AS AN ACCEPTABLE ALTERNATIVE TO REBAR.WELDED WIPE FABRIC T BE FINISHED TO-RE NON-ROCKING FIT 0.39 SO.IN./FT.E.W.(]]'CB) ALTERNATING GRADE RINDS OR LEVEUNG MICK rr m x WITH ANY COVER POSITION. 0.39 50.IN/Ff.EW.(96'CB) COURSE WITH A MINIMUM OF ONE HANDHOLD LT�� HAVING A MIN.AREA OF 0.12 SQUARE INCH PER FOOT MAY BE USED. BETWEEN THE LAST STEP AND TOP OF THE WELDED Wllff FABRIC SHALL COMPLY TO ASTM A49J. 96'TOP SLAB 9. FRAME AND GRATE MAY BE INSTALLED WIN FINISHED GRADE. K L� 6. LADDERS OR STEPS SHALL MEND USED WITHIN 16'OF BOTTOM OF J U FLANGE DOWN OR CAST INTO RISER. CATCH BASIN. IF LADDERS ARE USED THEY SHAH BE STEEL 2. MINIMUM SOIL BEARING STRENGTH SHALL EOUAL O"0"RING SSINNO ED COPOLYMER POLYPROPYLENE PLASTIC PER STD.DETAIL L 10.EDGE OF RISER OR BRICK SHALL NOT BE S,J00 POUNDS PER SOUARE FOOT. MORE THAN 2"FROM VERRCAL EDGE OF __ 3. MORTAR SHALL BE PLACED BETWEEN EACH LEVEL o CATCH BASIN WALL OF ADJUSTING RINGS.TOP OF TOP SLAB.ANO ]. HANG (ADDERS SHALL BE PERMANENTLY FASTENED AT TOP BY BOTTOM OF IRON RING. TANTA G ON STEP OR BY BOLTING OR EMBEDDING IN CONCRETE. A PRECAST BASE JOINT EACH SHALL BE EMBEDDED AT BOTTOM IN BASE. PRE-CAST BASE SECTION a, SEE THE STANDARD BPECIFIGTIONS FOR MORE 8, ADDITIONAL SAFETY FEATURES MAY BE REQUIRED IN VERY DEEP OR REOUIREMENTS. UNUSUAL STRUCTURES. (MEASUREMENT AT THE TOP OF THE BASE) J�pTO LASY 00 ors DBPABTBBNT OF PUBLIC NORKS STANDARD DETAIL GSSY Op AM DePAATAWIT OF PUBLIC 1IOL5 STANDARD DETAIL G1t OpE7� AOFPUBLCSTANDARD DETAILSTANDARD DETAIL NUMBER wmy STANDARD DETAIL NIIYBER STANDARD DETAIL NUMBER m� CATCH BASIN TYPE 2 II yg� ®= CATCH BASIN TYPE 1 SD-020 ®L SD-QQQ ®; CATCH BASIN LADDER,STEP, SD-050<rrcoW° '�<fNG'{° 48•', 54'•, 60••,72" &96" �+<rNOq° AND TOP SLAB DETAILS �dW y6° �771A CATCH BASIN TYPE 1 DETAIL �� CATCH BASIN TYPE 2 DETAIL �z� CATCH BASIN DETAIL NTS L NTS J NTS _ B 24' JLj O F B A 2 z R I- �- I 26-1/4"N ` LL MIN L _J G 1 y •f A Y p � 1 6 MATCH E%(STING SLOPE I 2 I 10' 10' 4 Q a -------- ° Q My N - B O o 2 SECTION PLAN TOP VIF-_w BECKON B B SD a 3/4"NORMAL AL 1/8"c �M:. P NOTE: O OBF D CTLE USED SHALL BE n _p O I/2" ORAL Ii�Ii/ DUCTILE IRON PER ABTM-A536. - p -'7 1�I1It ( I-1/2"MIN 2 GRPOE 80-55-06,WIN • ° N /N" TO BAR = CLEAR BITUMINOUS COATING. CL II'_ 2 �I 1-3/4 • III BECKON A-A 6 LOCKING HOLES TO BE PROVDED GRATE -I 1 IN CASTING TO ALLOW FOR TWO /� y♦ f 5/5"Ola STAINLESS STEEL, LL 1 3 2 SOCKET HEAD CAP SCREWS.NO P2wE O Q /D SECTION A-A n /// ABOVE GRSCREW WILL PROTRUDE 3 NOTES: ///i//i�//i/i E. Z Q2 F- p //j /j / ® GRATE TO BE USED WITH FRAME WK i CURB&GUTTER / 111 FOUNDRY NAME,THIS SIDE TO CURB W/ARROW AND(DI) ©LOCKING GRATE CASTED HOLES SHALL BE /j/// SHOWN IN STD DETAIL SD-090. / LJJ LLI FOR DUCTILE IRON SHALL BE EMBOSSED ON TOP OF CASMD TO ALLOW FOR TWO 5/8'Dla Z CRAIE WITH 1/16"RECESSED LETTERS. STAINLESS STEEL SOCKET HEAD CAP SCREWS f //// © GRATE BEATING:B INTEGMLLY = VJ SO THAT NO PART OF HEAD PROTRU°EB CAST PADS. 2) SEATING OF GRATE SHALL BE ACCOMPLISHED BY ONE OF ABOVE TOP OF CASTING. W THE FOLLOWING:A.8 INTEGRALLY CAST PADS 4 CAST POCKET LIFT HANDLE. (I-I/2"x3/4"xt/B').B.MACHINE BOTTOM SURFACE QS GRATE TO BE USED WITH FRAME SHOWN IN O W STANDARD DETAIL SD-090. STCTION CC ® NON-SKID DIAMOND PATTERN O '- 1 OUTSIDE A 1]'DM. APPROX 2-1/2"xi'xt/B"HIGH ///�'L"'lll Q 2 1J MATERIAL USED SHALL BE DUCTILE IRON PER ASIM-P536, O ^' GRADE 80-55-06.ALL CASTINGS SHALL HAVE A A`Y� O BITUMINOUS COATING. `J -J 5 N `J JIL ` N ANY O RM DBPARTYBNT OF PUBLIC YORNs SV Aw DRPAMIeNT OF PUBLIC YORKs •CY AVW DSPARTY&YT OP PUBLC YORKS �( O STANDARD DETAIL 1 O STANDARD DETAIL i O STANDARD DETAIL �l cm STANDARD DETAIL NUMBER ° 'P wmy STANDARD DETAIL NUYBER Q i �� wp,y STANDARD DETAIL NUMBER IN a •®; uuow� STANDARD GRATE CATCH BASIN INLET SD-060 " G I SOLID COVER SD-080 •®; R TYPICAL FRAME AND GRATE INSTALLATION SD-090 j R<rNG�° <rNG2° CONSTRUCTION DRAWING APPROVAL Q 0 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED CATCH BASIN INLET DETAIL SOLID COVER DETAIL FRAME AND GRATE INSTALLATION BY PER THE CONDITIONS ON THE TITLE SHEET. NTS NTS NT$ City Engineer, CITY OF ARLINGTON G) iE DATE 3THIS APPROVAL VALID FOR 18 MONTHSE�i G C 4 .s p� E E E H C K ti H ti U O w z z z J ID ID ID ID m > o 0 0 0 SITE SPECIFIC DATA ACCEPTABLE FILL MATERIALS:STORMTECH MC-3500 CHAMBER SYSTEMS ° PROTECT NUABER 5300 (J N AASHTO MATERIAL COMPACTION I DENSITY w PR0,fCT NAME' ARLINcrON DRLGSfORf WERANDMEDW MATERIAL LOCATION DESCRIPTION ur YFRRW - - - -RED MANHOLE CLASSIFICATIONS REQUIREMENT G) PROJECT LOCAMN ARLINGTON.wA IAPF9p89N --„y;; FWAL FLL FILL MAT 1. FOR LAYER❑STARTS N O o E STRUCTURE pT /AAFDLD PATENTED FROM THE TOP OF THE c'IAYE0.t0 THE BOTNM SOLIROCK MATERIALS NAIVE SOLS,OR PER PREPARERER SOEDERIGNEA—FERSPIANS- M 0 "" PERIMETER - - - - - D OF FI.E%BEE PAVEMENT OR UNPAVED FINISHED ENGINEERS PLANS,CHECK PUNS FOR PAVEMENT WA PAVED INSTALLATIONS MAV HAVE BTR NGENT U U E GRADE ABOVE.NOTETRATPAVFMENTSUB F A SUBGRA❑EREOUIPEMfNTS MATERIAL AND PREPARATOM REQUIREMENTS. 44 TREATMENT REQUIRED T YUID AREA MAY BEPARTOFTHED'uYER O d E - m N N N L17 OI K - a WLUME LASED(CE) ROW BASED(GIPS) O O N o MA t9 n O n-3 BEGIN CO.MPACNONE AFTER M'(S00 mm)Oi Q _ OR/JN DOWN LINE \\\\\ INGUL FILL'F U MATERIAL FOR LATER C GRAWLARWELL-GRAOEDSOUAGGREGATEMI%TURES-6% MAIERAL OVER THE CHAMBERE E REACHED. f 0.1<52 If'1 - - - 00 STMRSFROMTHETCPOFTHEEMBEDMFNT FINES UP PROCESSED AGGREGATE COMPAMApOTRONAI.LAVERS N1Y1360 mm1 Q " TREATMENT HGL AVAILABLE(FT) 1//A c�i O O O O O 71 C STONE Y Y�TONOO❑Omm)pBOVETHE OR LBTSTOAMIN.RRIPROCTORDENSITYFOR F- ¢ —PRE FILTER NOTE THAT PAVEMENT Sr PAVLMERT SUBBASE MgTERwLS CAN BE USED IN LIEU PASHTO Maa' AEU GRADEDAwTERIAL AND B5%RMATIVE Un PEAK BYPASS REQUIRED(Cf5)-IF APPLICABLE 2766 I' CARTRIDGE TOP OF Ec eERry MOST 311BBASE MAY BEA PARTOFTHECLAYER. OFTHSLAYER. 3.J5T.dd6T SSS.ST"V A,T,TB..18% DEN5IN FOR PROCESSED AGGREGAT€ Q E B,1B MATERWLS- PIPE DATA LE MATERIAL D141AETER ENBE❑MErdT srONEFLLSURROUNDWGTHE EEY' NET PIPE 1 118.60 HDPE 12" - CHAMBERS FROM THE FOUNDATON STONE IA CLEAN CRUSHED,ANGULAR STONE PJSHNTMe3 NO COMPACT ON REQUIRED, d 3"iii"B = INLET PIPE 2 NIA NIA NIA UYE E THE C'LAVER ABOVE. S'e O / / / '„e ❑ I '"' POUNDAONd STONE:FILL BELOWCHAMBERE _ OUTLET PIPE 117,30 HDPE 12' 'I --- -- -- Y '^ fJ-� E. 6'MIN,BASE 1 A p A FROM THE SUBGRAOE IL TO IS FOOT BOTTOMI CLEAN.CRUSHED.pNGUUR STONE PASMO Me3' PUTS COMPACT ORRRFCLL TO ACHIEVEq FLAT OF THE CHAMBER. ( 3.d ACE. £G PRETREATMENT BIORLM4TIW DISCHARGE r O/IILEI Pif NET PIPE LEFT END VIEW m\ m SH PLEASE NOTE SErS[ RIM ELEVATION 122.80 122.80 122.80 W� '1110YEaS Q O 1 THE LISTED PASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY.THE STONE MUST ALSO BE CLE-CNUEHED.ANGULAR.FOR EXAMPLE.A SPECIFICATION FORM STONE WOULD STATE"CLEAN.CRUSHED. O C SURFACE LIMO PARKWAY OPEN PUNIER PARKWAY PLAN VIEW DO Z o ped O.A IAASHTO M141I STONE'. ¢ CD O TORMTECH COMPACT ION REQUIREMENTS ARE MET MR'A'LOOATION MATERMLS WHEN PLACED AND COMPACTED IN rQW—)AMA%)LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR FRAME&COVER /30' N/A /24' 3. WHERE WFILTRATON 5URFACES MAY BE COMPROMISED BYGOMPACTION,FOR STANDARD DESIGN LOAD CONDMONS.A FIAT SURFACE MAY BE ACHIEVED BV RAKING OR DRAGGING WNHOUTCOMPNCTION EQUIPMENT.FOR SVEgAL LOAD DESIGNS,CONTACT STORMTECH FOid CONPACRON REQUIREMENTS u3 & WFRANDMI VOLUME(Dr) 4.82 �,�WGETATION 4 v WE7LWDMfON DELNERY METHOD PER CONTRACT OSTNTHETICS601TNONw FNG %TLE Au ER(DESIGNED C/L 1lINAYE C/L PLAIN AROlMO CLEMd.CRUESEDANGULARSTONE IAV IGNE GNEERI _ S ( ) TAN ERs LAY rc ORIFICE SIZE LN4 INCHES /1.77" ESTABLISHMENT .. 6 NOTES PRELIMINARY.NOT FOR CONSIRUCIION. •�•� I NEON O PEwMfTEeERiTOS1ON) � CI I'� - mvm % - , 121.41 18.80_L (6B P;)NIN• uAml $ INSTALLATION NOTES PEAK HGL T J IS'ISBO mmI MIN —I———— L © 117.80 �) 1. CONTRACTOR TO PROWE ALL LABOR EQUIPMENT,MATERIALS AND I U E%CAVATON WA L pI INCIDENTALS REWIRED TO OFFLOAD AND INSTALL THE SYSTEM AND FLOW CORM qW ICgN BE SIDPEO OR VERT wl _ \I AS' F ,a TdSfN APPURTENANCES IN ACCORDANCE WITH THIS DRAWING AND THE (11Ap mm) MANUFACTURERS SPELTRCA7XNIS UNLESS OTHERWISE STATED/N MRUFACIURERS CONTRACT 61 E IN L- 2 UNIT MUST BE INSTALLED ON LEVEL LASE. MANUFACTURER TO T M RECOMMENDS A MINIMUM 6'LEM ROCK LASE UNESS SPECIFIED.BY -LK/f THE FROECT ENGINEER CONMC70R lS RESPONSTBLE TO VERIFY _ "• _ .Q`CJSON 'y DEPTHOFSTONETOSEDETERMNED § PROJECT ENGINEERS RECOMMENDED B45E SPECIFICATION'S 6 '-O 6' 8'-0 6• OA�' -I 1 171 L�)T - 1, - ev SREp FY �d 5(ISB mmIMIN _ T.-- u'L„I I�I:� I L - Fs cN exc xFFRalzwmml MlN eL 3. ALL NOT NIRV FLUSH INSIDE SURFACE OF CONCRETE. ~I�—Y-0' PIPES CANNOT IN1RU0£BEYOND RUSH) INVERT Of OUTFLOW PIPE END CARP� GU 0GRADNOT LS (n❑mm1 MIN ]r I1850 mnI � �1Y1-mml TVP �� MUST BE RUSH WITH DISCHARGE CHAMER FLOOR. ALL GAPS (SEE NOTE d ELEVATION VIEW RIGHT END VIEW AROUND PIPES SHALL m BE SEA WATER E WITH ANON-SHUN(IRON PER MANUFACTURERS STANDARD CONNMECTION Of7A4 AND SHALL 'FOR COVER DEPTHS GREATER THAN 8.0'(2.4 m)PLEASE CONTACT STORMTECH E�Q MEET OR EXCEED REC.l W ARE CONNECTION STANDARDS �Pyf B Qa° 4. CONTRACTOR TO SUPPLY AND INSTALL ALL EXTERNAL CONNECTING PIPES. NOTES' o 8R 5. CWIR4C70R RESPONSIBLE FOR INSTALLATION OF ALL RISERS, $I MMJHOLES AND HATCHES CONTRACTOR TO GROUT ALL MANHOLES AND _ HATCHES TO MATCH FINSNn SURFACE UNLESS SPECIFIED 07HEMSE INTERNAL BYPASS DISCLOSURE: TREATMENT FLOW ICES) 0.160 THE MCas6B CHAMBERS SHALL CONFORM-THE NEOUWS..MTS OF—'.IS'STANMRD SPECIFICATION FOR MLYPRORYLENE(PA)COMU KITED WALL ETORMWATER COLLECTION CHAMBERS'. 6. DRIP OR SPRAY IRRlG4NM REQUIRED ON ALL UNITS WITH VEGETATION DESIGN AND CAPACITY OF THE PEAT(CONVEYANCE METHOD TO Of REWEIVEO 7. CW721C7OR RESPONSIBLE FOR CONTACTING MODULAR WETLANDS FOR OPERATING HEAD(Fr) 3l MG356B CHgM1®ERSBHALL RE DESIGNED IN ACCORDANCE WRH ASTM F4T6T"STANOPAO PRACTICE FOR STRUCNRAL DESIGN OF THERMOFIASTC COMUGATEO WALLSiORMWATER COf1ECHON CNAMSERS" = AND APPROVED BY THE ENGINEER OF RECORD. HGLS AT PEAK ROW SHALL Bf AC17VA77ON OF UNIT. MANUFACTURES WARRANTY IS 4DlD WITIi QUT ABLE FILL MpreRWLS TABLE ABOVE PROVI❑ES MATERIAL LOCATIONS❑ESCRIPTIONS.GRA❑ATw'4A.COMPACTION REQUIREMENTS FOR FOUMATroN.EMBE❑MENT,AM FILL Ap ERIAIs. ASSESSED 70 ENS(ME NO UPSTREAM R00NNG PEAK Ha AND BYPASS PRETREATMENT LOADING RATE(GPM/SF) 7.9 PROPER ACTIVATION BY A MODULAR WfRAN05 RFPRESEMAI7VE e IRE SITE DESIGN ENGINEER 5RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE(ALLOWABLE BEARING CAPACITY)OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH o CAPACITY SHOW ON DRAWING ARE USED FOR GUIDANCE ONLY. CONSIOERATIONFORTHERANGEOF E%PECTED SOIL NOISTURECON❑NIONs. -- GENERAL NOTES wEruvO MEDIC LOADING RATE(cPM/sF) t-O 6. ONETERSTONEMUST BE EXIENDF➢HORMONTAUY rO THE E%CAvgnON WALL FOR BOTH VLRQCALANO SLOPED EtCAVAnory WALLS. '_„ I. MOUFACARER TO PROVIL7E ALL MATERIALS UNLESS OTNERWISE NOTED. PROPRILTARY,N.W CONFlOENTIAL: A MWS-L-6-8-VHC CELAYER'C'ISPLACE❑.MYSOIUMATERIALCANSEPLACE❑INUYERTYUITOTHEFINISHEDGMM MOST I—SMEYO'EMBASE SDILS CAN BE USED TO REPLACE THE MATERWL REQUIREMENTS OF LAYER-C' - Z. ALL DIMENSIONS FLE✓ATIONS,SPECIFM.AWAS AND CAPACITIES ARE SU&ECT 70 By iM2<K AS— B�O�C�ean STORMWA TER BIOFILTRA TION SYSTEM OR TY AT THE Srt DESIGN ENGINEER'S DISCRETION _ CHANCE. FOR PRO/EC(SPECIFIC DRAWS DE7Alf/NC EXACT DIMENSIONS WEIGHTS ieA�JOL>,eTi,Jra 1 OF 1 AND ACCESSORIES PLEASE CONTACT MANUFACTURER. A ForOeln Cmwmy I STANDARD DETAIL �m8 STORMTECH CHAMBER CROSS SECTION 2 MODULAR WETLAND01 - oo NITS NITS LL E 0 DEf MON CHAMBERS TABLE $ I m o DESCRIPTION CHAMBER NETWORK 4 a x GT; BOTTOM OF ROCK EL 113.30 ¢' BOTTOM OF CHAMBER EL 114.05 3 CHAMBER HEIGHT 3.75 0 TOP OF CHAMBER EL 117.80 TOP OF ROCK EL 118.80 W� J 3 #OF UNITS 49 Z Q fn W w STORAGE VOL. REQ. 8,712 CF CU w � Z STORAGE VOLUME 8,766 CF = jr jr �H � W Z (S Q O Z � N _ Z I Q cr cr J 0 i CONSTRUCTION DRAWING APPROVAL IX: 0 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. i BY." 0 City Engineer, CITY OF ARLINGTON iE DA TE: 3 THIS APPROVAL VALID FOR 18 MONTHS Gi s � 2 GEIUNc d 2. t � u PRESSURE REDUCING VALVE IF lf\ 24'MIN W W W 8 q REQUIRED(SEE NOTE 4) 0 7'-2'MIN V O O O N TRP HOLE 3 d d d W W W O RIGHT-OF-WAY 3"MIN 3"MIN 3 5 6'MIN FLOW Q CC CC U L W - O W 2 Z 2 = iE 3 10 ] 0 3 ;2"MIN 4 7 3 tl W W W y `E ME `ME E N _ FLOW Oj 2 8 9 RooR U U U O O W Puw SE ELEVanoN 5 0 0 0 0 0 4 SEE NOTE 10 -�-,I•� SIDEWALK 2 2 2 2 2 Q Q Q Q Q W I MATERULL LIST• U U U U U 11 PLAT( Q Q Q Q Q 12 _ ELEVATION Q UL-FN LISTED SDFi SEATED WASHINGTON ST APPROVED DOUBLE CHECK DETECTOR VALVE ASSEMBLY WHICH CL d CL d CL DRIVEWAY 4 MUST BE INSTALLED IN THE SAME ORIENTATION FOR WHICH IT WAS APPROVED.ASSEMBLY TO INCLUDE:TEST MATERIAL LIS COCKS,3/4'BRASS OR COPPER BYPASS WITH IN-LINE VALVES AND A 5/8"REMOTE METER.METER TO READ O Z IN CUBIC FEET,AND BE REMOTED TO AN EXTERNAL WALL OF BUILDING METER BOX. m\\\\\ METER BOX N W N MO O 22_�• Q WASHINGTIU STATE APPROVED DOUBLE CHECK VALVE ASSEMBLY INCLUDING TWO BRASS BALL VALVES AND Q TWO WITH SET SCREWS OR NJ x R ADAPTER WITH REGALM OR DOWNSTREAM SHACKLE TO MAIN WITH \\\ 10' FOUR RESILIENT SEATED TEST COCKS. TVO 3/4"RODS,OR MJ RETAINER GLANDS FOR BOTH UPSTREAM MD DOWNSTREAM OF ASSEMBLY. - cD n n (A 3 PIANTEP Q IN NON-TRAFFIC AREAS USE: O O O O O O 1 STRIP O3 WCTILE IRON PIPE(SIZED AS REQUIRED)CLASS 52. N M H MO FOR 3/4"TO 1'ASSEMBLIES,USE A MID STATE MSBCF 1324-12. Z D _ FOR 1-1/4"TO 2'ASSEMBLIES,USE A MID STATE MSBCF 1730-18. Q iW0 GALVANIZED ADJUSTABLE PIPE SUPPORTS FOR 2-1/2"DIAMETER AND LARGER PIPE. 12 IN TRAFFIC AREAS: NOTES AND MATERIALS: CURB A TRAFFIC LOADED BOX MUST BE USED AND LOCATION APPROVED BY THE CITY OF ARLINGTON PRIOR TO Q A 4'MINIMUM FLOOR DRAIN OR WALL FOOTING DRAIN MUST BE PRO TIED IN THE SAME ROOM. INSTAL1A11- ©FLUSHING CAPABILITIES MUST BE PRONGED WITH A 2"RUSHING LINE DOWNSTREAM OF ASSEMBLY TO OUTSIDE ^ CD N ,01 2"CC SERVICE SADDLE W/DOUBLE STAINLESS STEEL STRAP. 3'MIN. WATERL ICE Q PROVIDE TWO UNIONS. OR AN APPROVED INTERNAL DRAIN. p U O O ©IF A DAYUGHT DRAIN CANNOT BE PROVIDED THERE MUST BE A 6"MIN LAYER OF FREE DRAINING GRAVEL Q WHERE ASSEMBLY IS TO BE LOCATED ABOVE EXTERNAL GROUND LEVEL ALL BENDS REWIRED TO LOWER INLET m\O Z pt 'O 2"BAIL VALVE CORPORATE STOP COMPRESSION WITH KEY FACING UP.MUELLER OR FORD ONLY. PIPE(TO PROVIDE REQUIRED EXTERNAL GROUND COVER)SHALL BE FLANGE FIRINGS OR BE WITH HORIZONTAL Ot M ;� AT THE BOTTOM OF BOX. MD VERTICAL THRUST RESTRAINTS. O J 2"HDPE CTS CUSS SOD HIGH SERVICE PIPE(200 PSI RATING)WITH STAINLESS STEEL STIFFENER AND (S ANGLES MAY BE IN OR OUT OF BOX SO LONG AS SUFFICIENT ROOM IS ALLOWED AT EACH END FOR m\(n 10 GAUGE COATED COPPER TRACER WIRE WRAPPED AROUND THE PIPE AND ATTACHED ON BOTH ENDS. VALVE OPERATION AND DENA REPAIR OR MAINTENANCE. OB ALL WALL PENETRATIONS SHALL BE SEALED PER THE CURRENT BUILDING CODE. ZO O (D 2'COMPRESSION ANGLE METER BALL VALVE(LOCKABLE). WATER MAIN NOTES: O METER(SIZE AS SHOWN IN PUN)SHALL BE INSTALLED BY CITY MU-ITIES DMSION AT OWNER'S EXPENSE, NOTES" 1. TEE AND GATE VALVE REQUIRED AT WATER MAIN. CITY WILL INSTALL ADAPTERS AT BOTH ENDS OF METER IF THE METER IS NOT 2". NOTES: 1. INSTALL ACCORDING TO MANUFACTURER'S SPECIFICATIONS. 2. ASSEMBLY REQUIRES CERTIFICATION UPON INSTALLATION.AND RECERTIFICATION ANNUALLY AT OWNER'S 2. INSTALL ONLY IN HORIZONTAL CONFIGURATION,UNLESS APPROVED OTHERWISE BY CITY ENGINEER. iO METER BOX SHALL BE MIDSTATES PLASTICS(1730-18)W/SOLID DI LID WITH 1 3/4-HOLE FOR TOUCH EXPENSE. T READ PAD(TRP) 1. INDNIDIML METERS ARE REQUIRED FOR EACH RESIDENTIAL UNIT UP TO AND INCLUDING TRIPLEXES- 3. INSTALL TEST COCKS FACE UP OR TO ONE SIDE. m 4. INSTALL BRASS PLUGS IN ALL TEST COCKS. 3. TEST COCKS ARE REWIRED TO BE PLUGGED. ] 2'ANGLE METER CHECK COUPLING(LOCKABLE). 2. SEE STANDARD DETAIL N0.W-040 FOR CONFlGUWITION OF METER AND SERVICE CONNECTION. 0 U Y O 5. FOR 3/4'TOO ASSEMBLIES.USE A MI MID STATE 132 SBCF 4. MAXIMUM HEIGHT OF ASSEMBLY ROM BOOR IS F E FEETUNLESS AN OSHA APPROVED PLATFORM IS 3 (� COMPRESSION x FIAT ADAPTER WITH PLASTIC PLUG. 3. METER AND PRESSURE REDUCING VALVE(ARV)LOCATIONS SHOWN IN THE PLAN ARE APPROXIMATE. 6. FOR 1-1/1'TO 2'ASSEMBLIES.USE A MID STATE MSBCF 1730-18. PROVIDED. m FINAL LOCATIONS SHALL BE DETERMINED BY CITY INSPECTOR DURING CONSTRUCTION. O EXTEND SERVICE PIPE 10'BEYOND PROPERTY LINE MG AN ADDITION&5'BEYOND EASEMENT LINE. T. ASSEMBLY REQUIRES CERTIFICATION UPON INSTALLATION AND RECERTIFICATION ANNUALLY. 5. ALL DIMENSIONS ME MINIMUM CLEARANCE REQUIREMENTS. 4. A PRV IS REQUIRED IF THE STATIC PRESSURE AT THE METER IS GREATER THAN 80 POUNDS PER g. ALL MINIMUM CLEARANCES MUST BE MET.SEE STANDARD DETAIL NO.1-100. � METER LENGTH BLANK STUB FOR A 2'METER,W-17-1/4". SQUARE INCH(PSI). 9. ASSEMBLY MAY BE INSTALLED INSIDE BUILDING IF MINIMUM CLEARANCES ME MET AND APPROVED BY CITY 6, FIRE DEPARTMENT PUMPER CONNECTION MUST BE DOWNSTREAM OF ASSEMBLY. II 2'METER SETTER,FORD OR MUELLER. 5. METER BOXES SHALL NOT BE INSTALLED IN DRIVEWAY OR OTHER TRAFFIC AREA UNLESS APPROVED BY ENGINEER. 7. NEITHER OS&Y VALVE CAN BE USED AS A POST INDICATOR VALVE(THESE ARE ONLY PART OF THE CITY ENGINEER. 10.ALL BRANCH CONNECTIONS SHALL BE LOCATED DOWN STREAM OF THE ASSEMBLY.ANY BRANCH BACKFLOW ASSEMBLY). O BYPASSES MUST BE HIGH BYPASS OR SIDE-BY SIDE WITH THE METER. 6. WHEN POSSIBLE CLUSTER METER BOXES AT PROPERTY ONES. CONNECTION ON THE SUPPLY SIDE OF THE ASSEMBLY MUST BE PROTECTED BY A SEPARATE APPROVED B. THE ROOM SHOULD BE INSULATED PER THE CURRENT BUILDING CODE HEATED TO ABOVE FREEZING. BACKFLOWC PREVENTION DEVICE. ONLY CONSTRUCTION MATERIALS THAT CAN WITHSTAND OCCASIONAL SUBMERGENCE WILL BE ALLOWED. }'Ty O eV.T DIfPARTMR,I'OF PUBLIC DODAS STANDARD DETAIL }SY O auT DRPARflLBiT OF PUBLIC I- STANDARD DETAIL 1T Tu1 DO<PARTDRNT OF PUBIC DEGRES STANDARD DETAIL }Ty O °V4 DI<PdR1ARNT OF PUBIC DORRS STANDARD DETAIL STANDARD DETAILS ° ° e.mYM. STANDARD DETAILS ° ew rvane STANDARD DETAILS ° ° Ax. rvn�nea STANDARD DETAILS NUMBER NUMBER NUMBER NUMBER ®� c 2"AND SMALLER ®s v p ®,; m DOUBLE CHECK VALVE ASSEMBLY ®� w..No DOUBLE CHECK DETECTOR ASSEMBLY-INSIDE W-120 '�<ING'SO NON-RESIDENTIAL WATER SERVICE W-050 p�FN G,LO WATER METER INSTALLATION LOCATIONS W-070 <tN6t� (DCVA)FOR 2"AND SMALLER W-0J0 7R<IrvG'T° (DCDA) 2-1/2" AND LARGER SERVICES 2" WATER SERVICE DETAIL 2 WATER METER INSTALLATION DETAIL 3 DCVA VAULT 4 DCDA (INSIDE) NTS NTS NTS NTS f � UNDISTURBED o NATIVE 2 GROVNO COMPACTED N 3 1 GRANULAR BACKFILL e I' Q PIPE n 1/4'STEEL ' "ry PLAE 9 �u 3' 3' AIR GAP UNBALANCED CROSS CROSS WITH PLUG ^Qf .saga• °APdyJJS$° - E 12"MIN COMPACTED I CD 30'MAX GRANULAR BACKFILL ^I DIRECTION OF FLOW STEEL � THRUST PLAT Q m PLATE BLOCKING PER oN ELEVATION /�� N0.W 6DIL o PLL7!'OGGED TEE HORIZONTAL BEND BACK FACE THRUST BLOCK AREA REFERS TO THE BACKFACE OF TT MATi3tL4L LLST: BLOCK MEASURED IN v 1 UL-FM LISTED WASHINGTON STATE APPROVED REDUCED PRESSURE BACKMOW ASSEMBLY INCLUDING TWO SQUARE FEET O BALL VALVES.AND TESTS COCKS. O 1} HORIZ Q OF PIPE AND '] T� 2 INSULATED PROTECTIVE ENCLOSURE(HOT BOX)REQUIRED FOR OUTSIDE INSTALLATIONS. I 1/4'STEEL/ BLOCK O ME PROTECTIVE ENCLOSURE MUST BE PROVIDED WITH DRAINS AT BOTH ENDS OF THE BOROM SUFFICIENTLY PUT, SIZED TO PROVIDED FREE GRAVITY DRAINAGE OF MAXIMUM DISCHARGE OF REUEF VALVE PORT(2'MIN). PIPE&CO THRUST BLOCK DETAIL W O 9O ELBOW WITH A CLOSE NIPPLE AND UNION ON VERTICAL. T¢ O 3 THRUST BLOCK AREA IN SQUARE FEET(SEE STD DETAIL NO W-165) NOTES: Z Q J R. SILT pt 1. LOCATION AND SIZE OF BLOCKING FOR PIPE LARGER THAN 12'DIAMETER MD FOR SOIL TYPES m SOL COPPACT SAND COMPACT SAND!CRAKL nRASLTo NO / tt t/4 o tt t/c aQuo t1 t/4• DIFFERENT THAN SHOWN SHALL BE DETERMINED BY THE Cltt ENGINEER. a W NOTES: FITwG BEND TEE CAP OR PWG a 22 t/a DENo TEE cAP ap PPLUG&22 I/2' D TEE(.nPs01R PLUG&22 t/3' 2. AIL BLOCKING FOR HORIZONTAL FITTINGS(POURED IN PLACE)SHALL BEAR AGAINST UNDISTURBED NATIVE co Z BEND BExD a ND GROUND OR FILL MATERIAL COMPACTED TO 95%MAXIMUM DENSITY. Z 1. ASSEMBLY REQUIRES CERTIFICATION UPON INSTALLATION MD RECERTIFICATION ANNUALLY,BY OWNER. Wx < ]. 4. 4.2 2a 2.1 t o 5. t. t. 3. ALL POURED THRUST BLOCKS SHALL BE BACKFILLED AFTER MINIMUM 1 DAY. PRESSURE TESTING SHALL P 8' t33 B4 A .] {.] 4] T.. 0 35 w OCCUR AFTER CONCRETE HAS REACHED COMPRESSIVE STRENGTH(f'c). 2 O Q w 8' 233 18] I6.7 f1. B.A 64 8.8 6.J 8. 1.5 L 2. THE ENCLOSURE MUST BE INSTALLED ON A 4'THICK CONCRETE PAD. - 5]5 tso 65 t e t e ]5 o tso too 4. ALL BLOCKING TO BE CONCRETE CL 3000-1(300D PSI). r H ]AREAS CALCULATED Ox 300 P4 TEST PRESSURE AND 3'-0'MM COAFR OVER wATQiMAN 5. BLOCKING AGAINST FITTINGS SHALL BEAR AGAINST THE GREATEST FITTING SURFACE AREA POSSIBLE.BUT Ln 3. AN ELECTRICAL OUTLET MUST BE PROVIDED. SHALL NOT COVER OR ENCLOSE BELL ENDS,JOINT BOLTS OR GI-ANDS.ACCESS TO BOLTS MD GLANDS Z O M ®IF ECOLOGY BLOCKS MAY BE USED IN LIEU SHALL BE PROVIDED. LL 4. GUARD POSTS SHALL BE INSTALLED IF LOCATED IN A TRAFFIC AREA. OF POURED-IN-PLACE BLOCKING FOR 6. ALL HORIZONTAL BLOCKING THRUST AREAS SHALL BE CENTERED ON PIPE. N Z W FITTINGS 7. WHERE POURED-IN-PLACE BLOCKING 15 REQUIRED AT A POINT OF CONNECTION TO AN EXISTING O O S. ALL BRANCH CONNECTIONS SHALL BE LOCATED ON THE DOWNSTREAM SIDE OF THE ASSEMBLY. IN SHADED PORTION OF TABLE WATERMAIN,THE BLOCKING SHALL BE INSTALLED PRIOR TO CONNECTION WHENEVER POSSIBLE OR AS N RESTRAINED JOINTS MUST BE USED. DIRECTED BY THE CM ENGINEER. M FOR NOTES SEE STD DETAIL NO W-165 8. TEMPORARY BLOCKING.IF USED.SHALL BE APPROVED BY THE CITY ENGINEER. % Mw.Cy N DITPART96NT OP PUBLIC tIOMS STANDARD DETAIL }SY O N< D>B'ARI9BNP OF,PUBLIC DORAR STANDARD DETAIL ♦Ty ODPARTI®Y1'OF PUBLIC ITORIS 1ITMIMPI DCTAIL J a .�. mnvto STANDARD DETAILS ° ° wB wnvB. STANDARD PLANS PntnN STANDARD DETAILS Q j NUMBER NUMBER _ NUMBER CONSTRUCTION DRAWING APPROVAL REDUCED PRESSURE BACKFLOW ASSEMBLY THRUST BLOCK W-130 ®� Mlbom THRUST BLACK W-160 i®o= B.oa (RPBA) 2"AND SMALLER 'Atlry ,Uo -165 Q <tNct THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. 5 RPBA DETAIL 6 THRUST BLOCK DETAIL THRUST BLOCK DETAIL BY City Engineer, CITY OF ARLINGTON z NTS NTS NTS DATE. THIS APPROVAL VALID FOR 18 MONTHS C-7°0 & A VALVE BOX LID 24'x24'x4'CONC.PAD ! FUSION BONDED TYPE A BLOCKING SEE NOTE 3 2"SQUARE x 2'HIGH VB EPDXY COATED FOR 111n'&221/s S d'VERTICAL RENDS \\t SEE NOTE 4 OPERATING NUT H SHACKLE RODS L 1/3 TOTAL III C To O O O N LENGTH T III CO N N co 6 Ce 4 NRNBUCKLES i � _- . o k� o - � U a u V VALVE OPERATING NUT O w Z Z Z = ? Sp / VY EMENSION SEE NOTES 36'FOR PIPE DIA 12'OR d - W LAJ ' i 300 IN. e 2 e/• �\ 1 AND 2 OVER 12 4�IODEPTHE SHALL d `i m `m Z IL, . I NOT EXCEED 6a' ¢ O O O O 300 1/z 2J 3 �/• - - VALVE BOX U U U U U . 8' ]00 22%z a6 a/• • `� OF PIPE�A SEE NOTE 3 i O O O O O ° ° 11�/• 64 4 ° &BLOCK Q ZQ Z¢ ZQ Z¢ 12' 300 p 1/1 I S _ \ U U U U n O CONCRETE .�\\� U J J J J J e b + . ?THRUST oo\\/j Q Q Q Q Q BLOCK 3/8"SET SCREW °° \ .[rFQ FUSION BONDED a G}1 4"CIA x 1/4" C EPDXY COATED T URB BOTTO BLOCK EA VALVE BOX EXTENSION M FACE `� MIN THICKNESS 3 _ SHACKLE RODS ONOO HRUST AR �LL REFERS TO THE `� o• n�//\ m N W N MO CO BOTTOM FAZE OF ( ) SECTION A-A BLOCK MEASURED IN O oti o°•°��\�\\� \\\\\ ' SQUARE FEET OD ° • - - 1" SOLID STEEL STOCK ° \�\� O O ClO O O • - VALVE BOX CUSHION ® O ° Z N M u0 3/8"SET SCREW (• ••S I 4 NRNBUCKLES / T1PE%'M.OG(INC FOR 11r/i,2 1%-AND 90'VERTICAL LENDS \ °OgA a°op v°•°'�\ �� TYKE A SML AN SELL OR COMPACTISAND g YACT SAND k R SQUARE SOCKET ® 8 e 8\ qSILLY SAND c AVEL 2-1/4'INSIDE '1• /C, FlTTING BEN0145EEN0&&221n' BEND lSEEND&&2tK BAND 459END&A:32rn' 2_t/4'DEPTH B t\ p N EAD fND ND D D DEAO6END BENo (1/8"MIN WALL THICKNESS) WATER MAIN 2 UNDISTURBED EARTH p U O O 4 GRAVEL BACKFILL FOR DRAINS m\O Z (ACC COURSE AGGREGATE GRADING Q n ARMS OA DLA ED ON 3DD PSI—1 PRES URE A«D r-D'Mln Dow O ER wA ERNAIn VALVE BOX AND EXTENSION VALVE OPERATING NUT EXTENSION No.s PER WSDOT 9-p3.,(3)c) 0 m z O TTPE B BLOCKING NOTES 3 O O FOR 45'VERTICAL BENDS �.{�A'xi `D�• VB I IS d L �/� 1. LOCATION AND SIZE OF BLOCKING FOR PIPE IARGER THAN 12'DIAMETER AND FOR SOIL TYPES Cp e 'F DIFFERENT THAN SHOWN SHALL BE DETERMINED BY THE CITY ENGINEER. NOTES: MATERIAL LIST' ^, a 2. ALL BLOCKING FOR VERTICAL FITTINGS(POURED IN PLACE)SHALL BEAR AGAINST UNDISTURBED NATIVE 4 ° GROUNO. 1. VALVE OPERATING NUT EMENSIONS ARE REQUIRED WHEN THE VALVE NUT IS MORE THAN THREE(3)FEET O BLOWOFF HYDRANT KUPFERLE FOUNDRY{78 6 LOCK TO BE SUPPUED BY Cltt OF T n u L" 1dk 4 BELOW FINISHED GRADE. EXTENSIONS ARE TO BE A MINIMUM OF ONE 1 FOOT LONG.ONLY ONE BRONZE 10 BRONZE DESIGN SERVICEMLE/ MLINGTON. (C m L� Oi" r F k� � - a • 3. ALL POURED THRUST BLOCKS SHALL BE BACKFILLED AFTER MINIMUM 1 DAY.PRESSURE TESTING SHALL EXTENSION WILL BE ALLOWED PER VALVE. () FROM ABOVE WITH OUTLET EXPOSED.2-1 2" O' U ° ° OCCUR AFTER CONCRETE HAS REACHED COMPRESSNE SITtENGTH(Yc), NST OUTLET LOCKING CAP ON OPERATOR. O CAST IRON VALVE BOX AND EXTENSION PER J C Y ° 2. ALL VALVE OPERATING NUT EXTENSIONS ARE TO BE MADE OF STEEL,SIZED AS NOTED,AND PAINTED WITH STD DETAIL W-190 m LNJ s2 y 4. ALL BLOCKING SHALL BE CONCRETE CL 3000-1 (3000 M;). TWO(2)COATS OF METAL PAINT. Q. 2"BRASS 90'BEND m L 6 300 15 .An e 8 OR 6"GATE VALVE WITH RESIDENT SEAT Q Q V 6 ° 5. AFTER NSTALLATION,SHACKLE RODS&NRNBUCKLES SHALL BE CLEANED AND COATED WITH 2 COATS 3, VALVE BOXES SHALL BE CAST IRON,TWO PIECE UNITS,DESIGNED WITH DEEP SKIRT(2')LIDS W/LUGS, O3 MANUNE SIZE TEE WITH 5'FLANGE (MUELLER.M&H OR APPROVED EQUAL)WITH A ' OF ASPHALTIC VARNISH,ROYSTON ROYKOTE/612M OR APPROVED EQUAL. EQUAL TO'RICH N0.940"AS MANUFACTURED BY RICH OR SATHER. 6'FLANGE X 2'COMPANION FLANGE t25 5 ° L S 6. SHACKLE RODS SHALL BE FUSION BONDED EPDXY COATED ROUND MILD STEEL,ASTM A 36. 4'THICK CONCRETE PAD MOUND VALVE BOXES OUTSIDE OF PAVED AREAS. 2'x2'SQUARE AROUND O 1730-/W p�ICS METER BOX MSBCF Oy 2"HOPE HICOM MOL CL 20 ADAPTERS POLY PIPE W/2 TYPE B 1 7. BLOCKING AGAINST FRPNGS SHALL BEAR AGAINST THE GREATEST FITTING SURFACE AREA POSSIBLE,BILL! SINGLE VALVE BOXES AND 4'x4'AROUND MULTIPLE VALVE BOXES. O5 2-1/2'CAP NATIONAL STANDARD THREAD. "MO FOR NOTES SEE STD DETAIL NO.W-175 SHALL NOT COVER OR ENCLOSE BELL ENDS,JOINT BOLTS OR GLANDS REASONABLE ACCESS TO BOLTS AND GUNDS SHALL BE PROVIDED. ♦Ey °us �ARI9IBNP OP PDBWC woms STANDARD DETAIL lrt w"I DRPARTYBNT OP PUBYC IIORCB STANDARD DETAIL 1'fT O °"° DAAR1Mm.`I'OF PUBMC wOR[S STANDARD DETAIL Sty O 01"A DEPANMNT 01 PUBI2C wORX3 STANDARD DETAIL »iNn1M STANDARD DETAILS NUMBER o STANDARD DETAILS NUMBER ° ° wn�nw STANDARD DETAILS NUMBER ° �' STANDARD DETAILS NUMBER VERTICAL THRUST BLOCK VALVE BOX AND T8®or TYPE A&TYPE B �� VERTICAL THRUST BLOCK TYPE c W-175 ♦q®ot {T'-190 a®= 2" BLOWOFF ASSEHBLY Tti-180 BAN G'L �FNG'� LFNOS OPERATING NUT EXTENSION 411NG'C0 VERTICAL THRUST BLOCK DETAIL THRUST BLOCK DETAIL VALVE BOX DETAIL BLOWOFF ASSEMBLY NTS L NTS `� NTS NTS 1 O° BUILDING EXTERIOR WALL DI OR STEEL r u 36'FOR PIPE DIA. 12'OR SMALLER PIPE 48'NR PIPE DIA.OVER 12' MAX.DEPTH SHALL NOT EXCEED 60' PLAN PLAN SLEEVE SEAL E 5'MIN WATERTIGHT O N FLOOR GRADE } ^I THRUST BLOCK a a m Q Y m 4 © u 3 55 STRUCTURAL CEMENT-LINED / FOOTING DUCTILE IRON(GIST) a O E ® FLANGE AND SPIGOT 1n'2 Cn p. p PIECE(SEE PLAN •v FOR PIPE DIAMETER) ELEVATION ELEVATION z v 0 o O SEE W-225 y FOR CONTINUATION n N STEEL FABRICATED EPDXY FABRICATED STAINLESS STEEL WATER MAN W i COATED TAPPING SLEEVE TAPPING SLEEVE FIELD LOK GASKETS/MEGALUG REQUIRED ON ALL JOINTS FROM VALVE O W 3 INSTALLED ON DI PIPE INSTALLED ON AC PIPE TO 99 BEND THRUST BLOCKING Z Q y O SEE W-160 VJ J_ i MATERIAL LIST: SEE W-220 Z VJ r Q 24'x24'x4"CONCRETE PM IN UNPAVED AREA CONTINUATION FA Q ZO Q LW,3 O CAST IRON VALVE BOX AND EXTENSION PER STMDMD DETAIL NO.W-190 N NOTES O3 6'GATE VALVE WITH RESILIENT SEAT(MUELLER,M&H OR APPROVED EQUAL) Z t 1. STAINLESS STEEL TAPPING TEES SHALL HAVE FULL CIRCLE SEAL, 4 MAINLINE SIZE TEE WITH FLANGE z LL 0 H N 2. STEEL TAPPING TEES SHALL BE EPDXY COATED. Q 6'D.I.P. M M 3. ALL TEES AND VALVES TO BE WATER TESTED BEFORE TAPPING. ©MEGALUG (V Q z � Q Ty O ava OBPARTY6NT OF PUBWC 10RA'S111TANDAl STY O u DBPARTMO T OF PUBLC wORX.H STANDARD DETAIL a p p NUMB DETAIL Nn1/w. STANDARD DETAILS �t °" DEPARiM6M OF PUBLC wORi(S STANDARD DETAIL Nn1n,. STANDARD DETAILS NUMBER c wnn. STANDARD DETAILS Q j NUMBER NUMBER CONSTRUCTION DRAWING APPROVAL TAPPING SLEEVES W-200 �'�<2�t m FIRE LINE CONNECTION NT-220 ®w N�1m,n FIRE LINE UNDERGROUND W-225 N 74fFN0,t0 FLOOR FLANGE DETAIL THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. 4 TAPPING SLEEVES 5 FIRE LINE CONNECTION 6 FIRE LINE FLOOR FLANGE DA TE, City Engineer, CITY OF ARLINGTON L NTS TUTS TUTS DA THIS APPROVAL VALID FOR 18 MONTHS Cj-7 1 CO Q m N N N m 0 0 0 N N 2 — CC W CC co CC CC (Y H H H U W 2 2 2 = CL w LJ w � J C> ID C> Z > O O O O U U U U U 2 2 2 2 2 Q Q Q Q Q J J J J J U U U U U Q Q Q Q Q CL CL CL CL CL 0 n f\ r n n m\D N N M) O1 \\\\D 8 n f\ OO .O O O O Z n p N o F o 5-1/4`MVO HYDRANT MCGARD STD.DUTY LOCK O1 Z I'OT INSTALLED PLUMB.SEE REQUIRED IN RURAL OR ISOLATED O (n REQUIRED PAVEMENT SAVCUT(T•P) NOTE 1 LOCATIONS IF REOUIREO BY CITY m Z 6RESTORATION PER ENGINEER R/W USE PERMIT MARKER O O SURFACE RESTORATION EXISTING PAVEMENT ° 0- AS SPECITED(SEE SURFACE SEE NOTE 4 4-1/2"PUMPER NOTE 3) PORT,SEE NOTE 3 f\\\fff \ BREAKAWAY BOLTS VALVE BOX PER g fff \\ \fff\\fff OPERATINGBREAKAWAY 3 STD NIAN OTE 9-1H0 m fff T2"\ COUPLING Q Q V COMPACTED TRENCH NEAT LINE(TYP.) CONCRETE PAD BACKFILL(SEE NOTE I) CONCRETE PAD FLANGED TEE FL ° (SEE NOTE i) SEE NOTE 6 LENGTH VARIES(24'MIN) TAPPING TEE(FL) MECALUG RETAINER TWO LANE ROAD ON SIDE STREETS , GI-ANDS REM N106 ,•AI•• ' 18" OFFSET MARKER INDICATE WHICH WHERE THE HYDRANT IS WITHIN 20'OF I. ® SIDE STREET H HYDRANT IS ON. THE AWN TRAVELED STREET,THE PIPE BEDDING ZONE _ \ MARKER R TO BE PLACED 4'TO 6'OFF MARKER IS TO BE INSTALLED THE 2, (SEE NOTES 2) �— OF CENTERLINE MAIN SWEET AND 4'TO 6'OFFFF iN / CENTERLINE I I SHACKLE R005 _I_ MIN. SEE NOTE 8 Nr` •• TRENCH STABILIZATION UNDISTURBED a, ' 18' MATERIAL,IF AND WHEN PE O.D.+18' I EARTH CONCBBLOCK 6"CEMENT LINED DIP 6-RESILIENT SEAT GATE ° I MARKER 4' ° 4 •. , DIRECTED,(SAME AS PIPE .! LVE(R MJ),MUELLER.MH o ° MARKER $ o BEDDING). 1/2 ClCY W/MJ RESTRAINED JOINT OR APPROVED EQUAL ° ° p EXPANSION JOINT WASHED ROCK SEE NOTE T 1/2 Cl MINUS MATERIAL UNPAVED AREA PAVED AREA NOTES: (SEE NOTE 2) 1. HYDRANTS AND ALL MATERIALS SHALL CONFORM TO AMA STANDARDS ANO SHALL BE OF STANDARD o 0 0 0 MANUFACTURE(MA:H 929 RELIANT OR MUELLER SUPER CENTURION 250 ONLY). ll EILEVAlMN PLAN 2. THE CENTER OF THE HYDRANT SHALL BE 3'FROM FACE OF CURB.IF THERE IS NO CURB.THE CENTER OF HYDRANT SHALL BE 3'FROM RIGHT-OF-WAY AND A MINIMUM OF 5'FROM TRAVELED LANE. STREET OR ROADWAY FOR FIRE W . AND THE ENS ACCESS.NDTES: 3 D PUMPER TORZ ADAPTER ASSEMBLY.PUMPER PORT TO BE FACING o 1. TRENCH BACKFILL SHALL BE: 4. TWO 2-1/V HOSE PORTS W/N.S.T.AND 1-1/4-OPERATING NUTS. PAVED AREA:GRANULAR BACKFILL AS APPROVED BY LOCAL AGENCY,OR PER WSOOT 5. PROVIDE GUARD POSTS FOR VEHICULAR TRAFFIC PROTECTION IF REQUIRED BY CITY ENGINEER PER STD, 9-03.9(E OR CDT,95%OR MAXI MINUS CRUSHED SURFACING,OR APPROVED NATME MATERIAL DETAIL W-030. FOUR LANE ROAD FIVE LANE ROAD COMPACTED TO 95R OF MAXIMUM DENSITY. OFFSET MARKER TO INDICATE WHICH OFFSET MARKS TO INDICATE WHICH 'UNPAVED AREA SELECTED GRANULAR MATERIAL WITH MAXIMUM DIMENSION OF 6"PER 6. INSTALL 3'p3'x4'CONCRETE PAD(3000 PSI)AROUND HYDRANT IN UNPAVED AREAS INCLUDING PLANTER SIDE OF STREET HYDRANT IS ON. SIDE OF STREET HYDRANT IS ON. WSOOT 9-03.15,COMPACTED TO 90%OF MAXIMUM DENSITY. STRIPS.COMPLETELY SURROUND HYDRANT W/FULL DEPTH OF CONCRETE PAD WITH 1/4-JOINT'MATERIAL MARKER TO BE PLACED 4'TO 6'OFF MARKER TO BE PLACED 4'TO 6'OFF BEFORE PLACING CONCRETE. OF DOTS OR PAINTED LANE DIVIDER. OF DOTS OR PANTED LANE DIVIDER. N 8 2. GRAVEL RACXR L FOR PIPE ZONE BEDDING SHALL BE SELECTED GRANULAR MATERIAL PER Z. HYDRANT RUN TO BE 6'CEMENT LINED DUCTILE IRON PIE CLASS 52 WITH RESTRAINED JOINTS(MEGALUG WSDOT 9-03.1SIO OF WASHED SAND,OR APPROVED SUITABLE EXCAVATED MATERIAL WITH OR APPROVED EQUAL).HYDRANT RUN LONGER THAN 50 FEET SHALL BE 8-DIA.OR LARGER. MAXIMUM DIMENSION Oi 1-I/2'COMPACTED TO 95R OF MAXIMUM DENSITY BY APPROVED HAND-HELD TOOLS. B. Y'CAM SHACKLE RODS WITH THE EYE BOLTS AT BOTH ENDS REQUIRED FROM VALVE TO HYDRANT. NOTE: NOM: EXCAVATE FOR THE PIPE BELL TO ENSURE UNIFORM SUPPORT FOR THE PIPE BARREL. g. FIRE HYDRANTS SHALL BE PAINED WITH TWO COATS OF HIGH GLOSS EQUIPMENT YELLOW'RUST-OLEUM' UNPAVED AREA SHALL BE RESTORED WITH 4-TOP SOIL,FERTILIZER AND SEED,OR AS TYPE PALM. MARKER:TYPE 88 AS STMSONRE TWO WAY(BLUE) 1. CONCRETE SHALL BE CLASS 3000 PSI MIN. LL SPEC RED. PAVEMENT RESTORATION SHALL BE DONE PER RIGHT-OF-WAY USE PERMIT,OR 10.INSTALL 2!'x24'x4'CONCRETE PAD(WOO P51)AROUND VALVE BOX AND 48'x48"xb'FOR MULTIPLE VALVE 2. INSTALL 1/4-EXPANSION JOINT MATERIAL WITH FULL DEPTH OF CONCRETE PAD AROUND HYDRANT. ' AS SPECIFIED. BOXES IN UNPAVED AREA E tqy avb DBPARTYR."1'OF PUBWC WORKS STANDARD DETAIL lTy O DRPARTMRNT DP PURLC iroRKS STANMRD DETAIL )'Ry O °^ DWPARTYWNT OF PUBTJC WORKS STANDARD DETAIL lT O O1^T DRPARTIMMT OF PUBMC WOIq'R STANDARD DETAIL STANDARD DETAILS NUMBER o A:W Rnv�. STANDARD DETAILS NUMBER MW Rmr>NA STANDARD DETAILS NuwBER °° ° Rn'nw STANDARD DETAILS NUMBER z F�t �+NM TYPICAL TRENCH DETAIL W-270 Fq®oR: r� FIRE HYDRANT ASSEMBLY W-010 G®o• FIRE HYDRANT MARKER W-015 vp®ot FIRE HYDRANT CONCRETE PAD W-020 w $ I LfNO'E <Iry GS �lNOt LIpB'T 71EH Q m AT TRENCH DETAIL 2 FIRE HYDRANT DETAILS NTs NTs 3 3 0 N W/A� d Of LL 3 � Z J z (I � z Q z � ONz W N N O- Q N z ' Q 3: i J a i CONSTRUCTION DRAWING APPROVAL Q 0 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. c BY., 0 City Engineer, CITY OF ARLINGTON DATE 3 THIS APPROVAL VALID FOR 18 MONTHS Cj-7 2 0i FINAL JOINT MUST 1/2"x 4"FULL DEPTH SAW-CUT OR LINE DRILL 2•MIN ASPHALT EXPANSION JOINT EVERY BE SAW-CUT UNDERLYING CONCRETE CONCRETE 3D'.ALIGN JOINTS IN JOINT 5.5• 1 2 R EXISTING ASPHALT &DUMMY JOINTS E CURB V_GROOVE i/2"R 3 1"R C WITH JOINTS IN SIDEWALK 1/4"DEEP L CONCRETE (GYP) 2% L "R Dgg2� 6• I 1•R W W W 1r 3 SJ 2 (1/vGROOVE'v DEEP ° -I �- i---'I S�oPE v"sli_I -' - 0 0 0 N d 2 �.Y 1/2•x1-1/2 6•° W W W O EXISTING CEMENT 1 CDF - �p pUTAMY JOINT R Q CY CY F CONCRETE �:, } >t nAS 15'C/C t •ti; 1/2"x t 1'2' 12" a ° d W W W EXISTING ASPHALT CONCRETE OVER CEMENT CONCRETE ouM 5•�/c z ° 6 D/W CUT n 6.5" 51 18' Q > O O O O ' JII-JII- U U U U U ° .. '...' O O O O O ASPHALT CONCRETE(3"MIN) 7f FINAL JOINT MUST REPLACEMENT PATCH TO BE 1" BE SAW-CUT THICKER THAN PREVIOUSLY EXISTED eaeeeaeaeaeaoeoeeee0oaeaeeoaeaeaeeeaeaeao e e o e e oaoo ooa 0000aa ' 1/2•x t 1/2" FULL DEPTH CURB O CUTTER U U U U U E%PANSroN JOINT EVERY 30' SEE NOTE 9 ' •" d d d d d r STING ASP PLAN YIEWS B d EXIHALT 4 m CONCRETE CDF TYPE E-1 aAtB TYPE E-2 CURB N\rn - H3 J�NF'7 5'TYPICAL TYPICAL SECRON O O N O 1/Y x t 1J2" (SEE NOTE]BELOW) - O t` - DO EXISTING ASPHILLT CONCRETE OVER PREPARED GRADE DUMMY JOINT 2% o O O - - - CEMENT CONCRETE SIDEWALK Z TYPE t CURB GUTTE SEE STD DETAIL R-110 CEMENT CONCRETE(8"MIN) 1"R 1"R 1"R I•R REPLACENENT PATCH TO BE"' FINAL JOINT MUST THICKER THAN PREVIOUSLY EXISTED 2"CRUSHED SURFACING NOTES: 6 t\ p N BE SAW-CUT TOP COURSE,COMPACTED 2" 2" 2-3/4" 6 2-3/4" p F O TO 95%DENSITY 1. FORMS SHALL BE TRUE TO LINE AND GRACE AND SECURELY STAKED. m N U o 2. DUMMY JOINTS SHALL BE PLACED 15 FEET ON CENTERS.DUMMY JOINTS SHALL BE 1/2"x t 1/2 ch m\ Z pT EXISTING CEMENT TYPICAL SELTIOH UM l m Z 1 NOTES: 3. THRU JOINTS SHALL BE PLACED ADJACENT TO CATCH BASINS.INLETS AND AT POINTS OF TANGENCY ON CONCRETE 12" J a?-,y CDF STREETS,ALLEY AND DRIVEWAY RETURNS.MAXIMUM SPACING SHALL BE 30 FT.PRE-MOLDED JOINT O •1. SIDEWALKS SHALL BE A MINIMUM OF 4 THICK,AND SHALL BE CUSS 3000 CEMENT CONCRETE,WITH AIR IF—SHALL BE 1/2'WADE AND CONFORM TO AASHTO DESIGN M213. U 0- l - ENTRAINMENT(MIN 4.5%-MAX 6.5%). 16" - 4. ALL JOINTS SHALL BE CLEAN AND EDGED. 2. FULL EXPANSION JOINTS SHALL GENERALLY BE PLACED TO MATCH THOSE PLACED IN ADJACENT CURB h ' EXISTING CEMENT CONCRETE OVER PREPARED GRADE GUTTER,WITH MAXIMUM SPACING OF 30 FEET,FINAL SPACING DETERMINATION SHALL BE DECIDED BY THE 5. CONCRETE SHALL BE CEMENTCONCRETE.CUSS 3000. INSPECTOR IN THE FIELD. 6. STEEL FORMS ONLY SHALL BE USED ON TANGENT SECTIONS.WOOD FORMS MAY BE USED ON CURVED 3. SUBGRADE SHALL BE COMPACTED 10 NOT LESS THAN 95%OF MAXIMUM DENSITY. SECTIONS. 1D" NOTES: 4. SIDEWALK SHALL BE AT LEAST 6-THICK IN DRIVEWAYS. T. FINISH SHALL BE LIGHT BROOM FINISH. C U y 1.ALL TRENCHES IN ROADWAY AREAS SHALL BE BACKFIUED AND PATCHED WITH TEMPORARY B. THE FINISHED CURB SHALL BE SPRAYED WITH A TRANSPARENT CURING COMPOUND AND COVERED BY �I11-/2 I 5. THE FINISHED SIDEWALK SHALL BE SPRAYED WITH A TRANSPARENT CURING COMPOUND COVERED BY TYPE E.SJ CURB m ASPHALT AT THE END OF EACH WORK DAY,UNLESS PERMISSION IS GRANTED TO DO OTHERWISE WATERPROOF PAPER OR MINIMUM SHEETING IN THE EVENT OF RAIN OR OTHER INCLEMENT WEATHER.CURING CWATERPURING PAPER OR PLASTIC MEMBRANE IN THE EVENT OF RAIN OR OTHER INCLEMENT WEATHER. m L BY THE CITY ENGINEER. TIME SHALL RE FOR A MINIMUM OF 72 HOURS. CURING TIME SHALL BE A MINIMUM OF 72 HOURS. Q Q V 2,ALL TEMPORARY PATCHES ON TRENCHES SHALL BE PERMANENTLY PATCHED WITHIN 2 WEEKS OF 6. ALL JOINTS SHALL BE CLEANED AND EDGED WITH AN EDGER HAVING A 1/4-RADIUS. 9. ALL CURB AND GUTTER SHALL BE PAGED ON A MIN OF 2"OF CRUSHED SURFACING TOP COURSE. TYPE E-4 CURB COMPLETION OF WORK WITHIN THE ROADWAY AREA. ). SIDEWALKS ARE TYPICALLY 5'WIDE,WIDER SIDEWALK MAY BE REWIRED BY THE COY. 10.DUMMY JOINT I/2"x 1 1/2"BETWEEN TYPE 1 CURB AND GUTTER AND THE SIDEWALK. .Ey O „Wm n nM DBPIRTYCYP OI PI]BWC MRCS ur,wm n evR pRPMM9®VT OP PUBWC IOR64 1#� ORPMR'191IDPf OP PUBWC IORCS Dl I, STANDARD DETAIL 1•EV O STANDARD DETAIL ANDARD DETML LSOp Dl[PIRf OT 10RX6STANDARD DETAIL STANDARD DETAILS xuueER 4% nminn STANDARD DETAILS NUMBER STANDARD DETAILS NuuBERSTANARD TAILS NBMBFAPAVMENT PATH R-14O s2 R CEMENT CONCRETE SIDEWALK R-170CEMENT CONCRETE CORE AND R-I$O ; CEMENT CONCRETE CURB R-ZIO GUTTER TYPE 1 �LING'LO• TYPE E-i.E-2.E-3&E-1 PAVEMENT PATCH DETAIL CEMENT CONCRETE SIDEWALK DETAIL ��� CURB AND GUTTER DETAIL CONCRETE CURB DETAIL NTS L NTS NTS NTS 2 2 4 PARKING STALL GEOMETRY DETAIL SEE SID PUN W.R-210 FOR 1YPICY PARIVH'LAYOUT. i B §�4 �a Ho H § t O Si xym 30 3HDIa ' N gg tiLL c 0 E F G H I J X I Y N VN _ E 8.3% 1 45' -0 Ml M 19.5 12 1IS 18.0 45 I8.0 20 6.4 13.1 "1 � v o- IS LI, M 1IS I 16.5 17.0 M 45.0 2.0 6.1 11.1 14 24 N C 6.0 11.3 21S 160 11 2.0 M 24 y 6 H 130 I8.] 2)S 193 II ;12 2.0 11 24 W Y� V Is.O 22.s 320 126 12zo 14 24 60• 9.0 t0.f 13.] 20.5 1 I . L. ILD a] .5 IS NIS 23 2.6 9CEMENT CONCRETE C 8.0 9.3 A,5 16] NR3 11 21 SIDEWALK H 130 15.0 0.] NIS 152.3 14CIT HERB V 16.0 18.5 N.9 M 162S 14 2490759.8 20.9 2D 22 1.0 2.5 .6 4B If P! �0-at 1,3D ITS A9 Z0.0 NI. 2S 14 24 714 24 � �- _ mNOTES: v 160 M.6 Y32 2L+ 212S 11 24 ° I _ N9.. 90 19.0 140 16 1Uo 25 0 0 11 21 - - oO a W O1 WIDTH OF DRIVEWAY AT PROPERTY LINE. 90 95 9.5 19.0 19D 25 19.0 83 63 B] 2.5 0 0 11 S� �i� /�y 6.0 BA I5.0 15.0 12 25 0 24 V 1/2"WIDE FULL DEPTH EXPANSION JOINT, H L3D 130 16S 165 O V I. I I20.0 20.0 11 25 24 pw rco CID O3 FULL DEPTH EXPANSION JOINT IF 0IS 15'OR GREATER. - LY QQ W J M a) CL ®DRIVEWAY TO BE SURFACED WITH ASPHALT OR CONCRETE 30 o J Q5 DRIVEWAY CEMENT CONCRETE SHALL BE A MIN OF 6"THICK IN RESIDENDA AREAS,B"THICK IN J ITS w LL Q / COMMERCML AREAS,AND IS TO BE PLACED ON A MINIMUM OF 2"CRUSHED SURFACING TOP COURSE U Q H COMPACTED TO 95%MAXIMUM DENSITY. g O W © /PEDESTRIAN RAMP SHALL BE AGA COMPLIANT, ].5%OR FLATTER RECOMMENDED FOR NOTES:� _ Q Q DESIGN/FORMWORK(8.3%MAX).THE PEDESTRAN NAMP LENGTH IS NOT REQUIRED TO EXCEED 15 p v 7r WN FEET(UNLESS OTHERWISE SHOWN IN THE CONTRACT PLANS)- WHEN APPLYING THE 15-FOOT 1. AISLE WIDTH MAY BE REQUIRED TO BE WIDER IF MULTIPLE UTILRY UNES ARE LOCATEII W MAXIMUM LENGTH.MEASURED FROM BACK OF SIDEWALK.THE RUNNING SLOPE OF THE PEDESTRIAN WITHIN THE AISLE CORRIDOR. Z RAMP IS ALLOWED TO EXCEED 5.3A USE A SINGLE CONSTANT SLOPE FROM BOTTOM OF RAMP TO 2. C=COMPACT SPACE,EACH SPACE SHALL BE IDENDFIED BY PAINTING Z Ww TOP OF RAMP TO MATCH INTO THE SIDEWALK OVER A HORIZONTAL DISTANCE OF 15 FEET. "COMPACT"ON PAVEMENT K LL = O r 3. H-HANDICAP SPACE,SEE WASHINGTON STATE REGULATIONS FOR BARRIER FREE FACILITIES g 4. V=-CAP VAN ACCESSIBLE SPACE,SEE WASHINGTON STATE REGULATIONS FOR BARRIER FREE FREE FACILITIES. Z O tJ co ONz z 0 Aye _ eM•, pBPARTYCUT OP PUBWC IORCS STANDARD DETAIL E'fY O nM DRPeR1'IMNT OP PUBWC IroRXS STANMRD DETAIL TY OA, n^T OBPARTYpNt OP PUBLIC IOREB STANDARD DETAIL Q ,! �aMn .Mmm�. STANDARD DETAILS xuuBER D ° ,.n nnMM. STANDARD DETAILS NUMBER J .. wnnx4 STANDARD DETAILS xuuBER Z d CEMENT CONCRETE DRIVEWAY APPROACH R-230 v ! ` PARKING LOT DETAIL R-250 2 PLANTING STRIP BEHIND R-270 .®i meo>a TYPE 2 ®. %®. / <ING'L <INGS stnEWALK CONSTRUCTION DRAWING APPROVAL Q Q o IL THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. 0 5 DRIVEWAY DETAIL 6 PARKING LOT DETAIL PLANTING STRIP DETAIL BY City Engineer, CITY OF ARLINGTON NTS NTS NTS DATE THIS APPROVAL VALID FOR 18 MONTHS Cj-$"O G Q m 0 0 0 N PAVEMENT NOTES NNNNZ � wwwo 1. MATERIAL THICKNESS IS COMPACTED DEPTH. APPLIES TO ALL SECTIONS. a w w w 2. SUITABLE ONSITE SOILS SHALL BE FREE OF DELETERIOUS MATERIALS AND MAY BE USED J Z FOR SUBBASE PROVIDED SOILS MEET REQUIREMENTS IN THE PROJECTS SPECIFICATIONS. o Cl 0 0 3" ASPHALT: 1/2-INCH AGGREGATE MIX 8" PORTLAND CEMENT CONCRETE (4000 3. FOR PREPARATION OF PAVEMENT SUBGRADE, FILL PLACED WTHIN 12 INCHES OF FINISHED o 0 0 0 0 PER 2012 WSDOT 9-03.8(6), PG58-22 PSI COMPRESSIVE STRENGTH PER WSDOT z z z z z SUBGRADE ELEVATION IN FILL AREAS AND AT LEAST THE UPPER 8 INCHES OF SUBGRADE a < a < a OR PG 64-22 BINDER PER 2012 WSDOT STD SPEC 9-03.1 J J J J J 9-02.1(4) ) IN ALL AREAS TO BE PAVED SHOULD BE COMPACTED TO AT LEAST 98%OF THE a < a < a MATERIAL'S MAXIMUM STANDARD PROCTOR DRY DENSITY(ASTM D-698). FILL PLACED a a a 2" CRUSHED ROCK BASE COURSE 6" CRUSHED AGGREGATE (WSDOT STD SPEC 9-03.9(3)) BELOW THIS LEVEL SHOULD BE COMPACTED TO AT LEAST 95%OF THE MATERIAL'S o m MAXIMUM DRY DENSITY. 0 0 N O BASE COURSE PER 2012 12" COMPACTED SUITABLE MATERIAL OR 4. AFTER PROOFROLLING WITH A LOADED TANDEM AXLE DUMP TRUCK AND REPAIRING DEEP WSDOT 9-03.9(3) STRUCTURAL FILL. UNSUITABLE NATIVE SUBGRADE DEFICIENCIES, THE ENTIRE SUBGRADE SHOULD BE SCARIFIED TO A DEPTH OF 12 d o 0 0 0 0 MATERIAL SHALL BE OVEREXCAVATED INCHES AND UNIFORMLY COMPACTED TO AT LEAST 98%OF STANDARD PROCTOR. Z 12" COMPACTED SUITABLE AND REPLACED. SUBGRADE SHALL BE S. CRUSHED BASE COURSE MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF SECTION MATERIAL OR STRUCTURAL ALL. PREPARED IN ACCORDANCE WITH THE 9-03.9(3), OF THE WSDOT STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE UNSUITABLE NATIVE MATERIAL PROJECT SPECIFICATIONS TO ACHIEVE CONSTRUCTION. SHALL BE OVEREXCAVATED AND 95%OF MAXIMUM DRY DENSITY(ASTM 6. ASPHALTIC SURFACE COURSE MIXTURES SHALL BE IN ACCORDANCE WITH SECTION o of D1557) 9-02.1(4) OF THE WSDOT STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE REPLACED. SUBGRADE SHALL BE m o z M � PREPARED IN ACCORDANCE WITH CONSTRUCTION. THE MIXTURE SHALL HAVE A MINIMUM MARSHALL STABILITY OF 1,000W�'xj'j m z THE PROJECT SPECIFICATIONS TO NOTES: o o a O ACHIEVE 95%OF MAXIMUM DRY 1. CONCRETE SHALL BE FIBER REINFORCED, AIR ENTRAINED, WITH POUNDS, AND THE SURFACE COURSE SHOULD 59 COMPACTED TO A MINIMUM OF 97% DENSITY(ASTM D1557) A MINIMUM MODULUS OF RUPTURE Mr OF 600 PSI, A 4000 MARSHALL DENSITY(ASTM SPECIFICATION D TMIX ( ) 7. THE PORTLAND CEMENT CONCRETE PAVEMENT MIXTURE SHALL BE IN ACCORDANCE WITH PSI 28 DAY STRENGTH, AND A 15-FOOT MAXIMUM JOINT AIR-ENTRAINED CONCRETE FOR PAVEMENT SECTIONS 9-03.1 OF THE WSDOT STANDARD SPACING SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION. THE MIXTURE SHALL BE m DESIGNED TO DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 4000 PSI AT 28 DAYS WITH Ins - 3 STANDARD PAVEMENT SECTION HEAVY DUTY CONCRETE PAVEMENT SECTION A 4-INCH MAXIMUM SLUMP AND 5 TO 7%ENTRAINED AIR. 8. CONTRACTOR SHALL PROVIDE A PRIME COAT AND TACK COAT TO FACE OF CURB WHERE 1 NTS NTS CURB CONTACTS ASPHALT. 9. PROOFROLLING SHOULD BE USED TO EVALUATE PAVEMENT SUBGRADE. 10. THE RECOMMENDED PAVEMENT SECTIONS ARE BASED ON THE ASSUMPTION THAT THE �PTo SUBGRADE CONSISTS OF UNDISTURBED SOIL OR STRUCTURAL FILL AND THAT THE PAVEMENT WILL BE CONSTRUCTED DURING THE DRY SUMMER MONTHS. 12" REFLECTIVE ALUMINUM RESERVED LEGEND AND BORDER - GREEN PARKING WHITE SYMBOL ON BLUE BACKGROUND BACKGROUND- WHITE TYPICAL AT ALL HANDICAP SPACES THIS SIGN TYPICAL AT ALL oa "VAN ACCESSIBLE" � VAN PARKING SPACES ACCESSIBLE JbJde Qqo 7 PENALTY SIGN WITH WORDING AS REQUIRED BY STATE OR LOCAL LAW „ s z ALVANIZED"U"CHANNEL POST C> - N N oN �LL �o 4"DIA. SCH 40 GALVANIZED STEEL m o PIPE BOLLARD PAINTED OSHA YELLOW o o FILLED WITH CONCRETE 0 o N PAINT CONCRETE BLACK AFTER CURING v m o AT ASPHALT LOCATIONS Q Y 0 4000 PSI CONCRETE 0 3 3BU (TYPICAL) III 11=1 1=1 11=1 �1=1 11=1 11=1 11=1 � —III—III—I 11=1 11=1 11= w I—III—III—III III-III-III-III-III= 3 Now I=1 II II I II =1I1=1 1=1I=1 1=1 1=1I1=1 1= � 3 111 111-1 1=1"- cn w Z 1. LOCATE AT EDGE OF — w PARKING SPACE = O UNLESS ACCOMPANIED 1'-6" 0 H v BY"VAN" LETTERING 0 3'-0" 0 N J N Lu N (7 w ACCESSIBLE PARKING SYMBOL ACCESSIBLE PARKING SIGN z a i 3 NTS 4 NTS CONSTRUCTION DRAWING APPROVAL Q 0 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. c BY., 0 City Engineer, CITY OF ARLINGTON ia D. 3 THIS APPROVAL VALID FOR 18 MONTHS C—$1 v Note: I. installation includes removal of stakes one o. a> year after installation. I a 2.AdJust tree ties I 3 during establishment to Prune diseased and broken branches allow for growth. 0 "Ghainlock"or equal a N tree tie material (I" 0 2" lodgepole ine tree z stoken Ion driven I' width);nail or staple Y Into undisturbed ground. tree tie to hold a o Stain brown I 3 vertically,loop each a .N For all trees tie around half tree within 4'of paving and w 3'of water lines: loosely to provide I" century Products slack for trunk I — — _ — — _ _ — — — — � 0 root barrier or approved growth — eoLual."114.632."1083 I I w 24''panels Water basin with 2"mulch Install per manufacturers Paving specs. Paving Unglazed planting pit I c 1/2 topsoil,1/2 native soil, I 215 F 3 I Planting pit min. war thoroughly,fertilize - c M twice size te of root aJ Y N \ Undisturbed soil /i �' - ° 0 -°oM I / j TREE PLANTING DETAIL 95 215 F i / No scale I 95 SF /i 215 SF 215 SF / une diseased and i %5 SF broken branches I 95 SF I�o5 SF Water basin with 2"mulch Got acted to soil 215 SF j wat�r thoroug� � _ fertilize as rect�d 95 SF Planting hole min. twice size of root ball I 165 SF / NOT A PART / ®Ru�s�oR 215 SF I UNDER �,� s 4(oO SF �. SHRUB PLANTING DETAIL / � \ / No 5aale SEPARATE NOTES PERMIT) 105 5F z I. 5ubgrade5,including berms,to within I I/loth foot provided by I / 3 G I I eneral Contractor unless otherwise noted. O 1 I ,tea Z 2. 5ub d grae shall be scarified or rototilled if conditions require. 0.J®� 3. 4"depth 3-way topsoil or equal In all planting areas. 215 SF COFFEE 13 / // Z IS) 4. Dewitt pro 5 filter fabric weed barrier(ore vol) in all Planting beds. i 3 p 0. p 9 2,��� / W 5. 2"minimum depth washed rock in all planting beds. � /- I � Z 7 Q 6. All plant material shall be healthy,full and conform to American lio5 SF /�/� 215 SF 1 Nursery and Landscape Association specifications. Z 7. Plant material or size or kind not available may be substituted /_/ O only with approval of Landscape Architect or Owner. 4(00 SF - I 0 5. All mass plantings shall have triangular spacing. Z 9. All tree pits shall be inspected to insure proper drainage. I 215 SF "' 10. Positive drainage shall be maintained.Mound planting areas minimum 6". 1(05 SF / II. Landscape Contractor shall maintain site until Final Inspection and ICd5 SF I acceptance b Owner. 95 SF p y > 65 SF I 4 PLANT LIST I 1 I © k L BOTANICAL/COMMON allANTITY 51ZF CONDITION �08 >Z 215 SF HzNa Fraxinus pennsylvanica Gimmzam'/ IS 2"caliper 545 III I I(o5 SF 5 SF o \ 3 � I N3m wGimmaro Ash 5 SF I65 SF Prunus fe Thundercloud'/ 15 475 SF 95 SF Thundercloud Plum/ 2"caliper ggg 305 SF 65 SF Prunus serrulata 'Kwanzan' 10 2"caliper 54g I65 SF 355 SF 460 SF Kwanzan Cherry ^ Acer 0Imatum '5argo Kaku'/ 54B "/' /// ij i//� �i/i/ �i i- i-/// / / / p Songo Kaku Japanese Maple i! / i. / Viburnum t.'Spring Bouquet' / 57 5 gallon full 4 bushy Spring Bouquet Viburnum — p p OP Spirea ,, bum. 'Anthony Waterer./ Iq 5 gallon full 4 bushy I �.__ _ _ — Y — = SC-UJE T— — — — —— — — � — — — — — — — Z w m Anthony Waterer Bumald Spirea L — — — — — — — ►� F N EASEMENT_ ® Thu)a 0. 'Emerald Green'/ 14 6' B4B — — — — — — — _ _ — — — —w c� ^ U m' Emerald green arborvitae Prunus L. 'Otto Luyken'/ 11'1 21" full 4 bushy Otto Luyken Laurel [�W I I � ® Azeleo Hind Crimson 55 2 gallon full 4 bushy 204TN JT, NE 0 Azelea Purple Splendor 42 2 gallon — — — — — — — — Q g full 4 bushy — — — — — — — — — — — U �. N � 0 Nandina domestics 'Moon Bay'/ 41 2 gallon full 4 bushy z o �75 Moon Bay Heavenly Bamboo NOTE Z 1 Q o 0 Erica Cornea Ping Spangles/ 205 1 gallon full 4 bushy AN AUTOh1ATIG IRRIGATION w Heather SYSTEM WILL BE INSTALLED LAND&CAFE FLAN o Llorop mvscorl/ 155 1 gallon full 4 bushy FOR ALL PLANTINGx C AREAS. SALE: I''=20' Blue Lnyturf VEHICLE AREA SHADE Sheet PLAN Arctostaphylos uva-ursi/ 550 4"pots full VEHICLE AREA......................_... 46,131 SF kinnickinnik 0 pots ...._......._............_......._.... REOUIRED 20% SHADED AREA....................9,026 SF NORTH O 10' 20' 40' Sodded Lawn SHADED AREA PROVIDED................................9,180 SF Confirm all plant q,uantitles SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. SITE REVISIONS: DATED 09/25/2017 WATER MAIN REVISIONS REMOVAL DRUGSTORE g � � N REMOVAL OF UTILITY AND SITE ARLINU"TON m a o o N IMPROVEMENTS TO WEST PARCEL 9 wzzz � PWD#936 W W O O O O DEVELOPMENT STANDARDS " C-) " 00000 ZZZZZ ARLINGTON, WA 98223 ZONING GC ¢ J U J U U U MAXIMUM IMPERVIOUS SURFACE NONE a < ¢ < a adrLaa o BUILDING SETBACKS ~ CITY OF ARLINGTON SIDE YARD SETBACK FROM PUBLIC ROW 15, 5~ SETBACK FROM OPEN DRAINAGE FACILITY 15 o 0 0 0 0 SETBACK FROM EASEMENT 5' N n SETBACK FROM STREET(BUILDING OVER 10,000 SF) 25' 61� PORTAGE CREEK OWNER CIVIL ENGINEER DRAWING INDEX SETBACK FROM STREET(BUILDING UNDER 10,000 SF) 10' REAL PROPERTY INVESTORS PACLAND-SEATTLE SHEET N0. DRAWING TITLE SCREENING s s PROJECT LOCATION� 2618 2ND AVENUE 1505 WESTLAKE AVE N, SUITE 305 CV-1.1 COVER SHEET CV-1.1 GENERAL NOTES SEATILE, WA 98121 SEATTLE, WA 98109 SOUTHERN LOT LINE: TYPE C, INIERMIITENT SCREENING �z M 204TH ST NE z z 2� z 206 321-7239 CV-1.2 CITY OF ARLINGTON STANDARD NOTES o 0 ( ) (206) 522-9510 D-1.0 DEMOLITION AND ESC PLAN EASTERN LOT LINE: TYPE C, INTERMITTENT SCREENING CONTACT: MARTY JOUFLAS CONTACT: BILL FORTUNATO, P.E. NORTHERN LOT LINE: NOT REQUIRED VACANT COMMERCIAL Q a D-2.0 EROSION DETAILS ( ) LUKE RANDLES, P.E. C-1.0 HORIZONTAL CONTROL PLAN WESTERN LOT LINE: TYPE C, INTERMITTENT SCREENING ^� SITE SURVEYING LANDSCAPE ARCHITECT C-1.2 PLAZALAN PLAN ROAD CLASSIFICATION y" U $ 2001H ST NE C-1.3 TRAFFIC CONTROL PLAN 201ST ST NE CASCADE SURVEYING&ENGINEERING, INC. MAIN STREET DESIGN C-1.4 ILLUMINATION PLAN 204TH ST NE: MINOR ARTERIAL P.O. BOX 326 9402 TIDAL COURT C-2.0 GRADING AND DRAINAGE PLAN SR 9: HIGHWAY ARLNGTON, WA 98223 BAINBRIDGE ISLAND, WA 98110 C-3.0 UTILITY PLAN t y (360) 435-5551 (206) 842-7886 C-3.1 SEWER PLAN AND PROFILE GENERAL NOTES CONTACT: PHIL ABENROTH CONTACT: KEN LONEY, LA C-3.2 WATER PLAN AND PROFILE 9< C-3.3 204TH STREET WATER REPLACEMENT ALERT TO CONTRACTOR ARCHITECT EROSION LEAD C-5.0 SANITARY SEWER DETAILS C-6.0 STORM DRAINAGE DETAILS 1. SITE WORK FOR THIS PROJECT SHALL MEET OR EXCEED THE PROJECT LANCE MUELLER &ASSOCIATES - C-6.1 STORM DRAINAGE DETAILS SPECIFIC SITE WORK SPECIFICATIONS AND CITY OF ARLINGTON ENGINEERING a%r VICINITY MAP 130 LAKESIDE AVENUE, SUITE 250 - C-7.0 WATER DETAILS DESIGN AND DEVELOPMENT STANDARDS, WHICH ARE HEREBY REFERENCED �AjTI(11 NTS SEATTLE, WA 98122 C-7.1 WATER DETAILS AS PART OF THESE PLANS. - C-7.2 WATER DETAILS (206) 325-2553 (XXX)XXX-XXXX C-8.0 PAVING AND SITE DETAILS 2. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF CONTACT: HAROLD CHRISTENSEN CONTACT: XXXX C-8.1 PAVING AND SITE DETAILS THE EXISTING CONDITIONS. THESE PLANS DO NOT REPRESENT A DETAILED L-1.0 LANDSCAPE PLAN FIELD SURVEY. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELD CONDITIONS PRIOR TO BIDDING THE PROPOSED SITEWORK IMPROVEMENTS. IF LEGAL DESCRIPTION SITE INFORMATION CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER GOVERNING AGENCY SITE DATA PRIOR TO INSTALLA11ON OF ANY PORTION OF THE SITEWORK WHICH WOULD WEST PARCEL WEST PARCEL BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT EXISTING SURVEY, ALL THAT PORTION OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SECTION CITY OF ARLINGTON TOTAL AREA = 96,869 SF(2.23 AC) PARCEL NUMBER: 31051100305400 INCLUDING TOPOGRAPHY AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, 11, TOWNSHIP 31 NORTH, RANGE 5 EAST, W.M., DESCRIBED AS FOLLOWS: 238 N OLYMPIC AVE BUILDING AREA = 16,671 SF(0.38 AC) SITE ADDRESS: 7421 204TH STREET NE THEY SHALL HAVE MADE, AT THEIR OWN EXPENSE, A TOPOGRAPHIC SURVEY ARLINGTON, WA 98223 ( CURRENT ZONING: GENERAL COMMERCIAL BY A REGISTERED LAND SURVEYOR AND SUBMIT IT TO THE OWNER FOR COMMENCING AT THE SOUTHEAST CORNER OF SAID SUBDIVISION; THENCE S 89'O6'06" W ALONG IMPERVIOUS SITE AREA = 74,179 SF 1.70 AC) (GC) THE SOUTH LINE THEREOF A DISTANCE OF 153.49 FEET; THENCE N 0'53'54" W A DISTANCE OF (360) 403-3551 LANDSCAPE AREA = 22,690 SF(0.53 AC) AIRPORT DISTRICT: C REVIEW. 30.00 FEET TO THE NORTH MARGIN OF 204TH ST NORTHEAST PER AUDITOR'S FILE NUMBER IMPERVIOUS AREA COVERAGE = 77% SITE AREA: 29,979 SF(0,69 AC) 3. CAUTION - NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICALLY 9406200675, RECORDS OF SNOHOMISH COUNTY, STATE OF WASHINGTON AND THE TRUE POINT LOT DIMENSIONS = 355' X 275' USE CLASSIFICATION: 8.400 CAUTIONED THAT THE LOCATION OF EXISTING UTILITIES AS SHOWN ON THESE OF BEGINNING; THENCE S 89'06'06"W A DISTANCE OF 135.10 FEET; THENCE N 1'25'56"E A FILE NO BUILDING HEIGHT = 35' (MAX) PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND, DISTANCE OF 275.23 FEET; THENCE N 8906'06" E A DISTANCE OF 95.52 FEET; THENCE S 0' EAST PARCEL WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS �r DISTANCE E A DISTANCE FEET, , THE FEET; THENCE S 22 OS'55"E A DISTANCE OF 78.33 FEET; PLN #338 (ASSIGNED BY CITY OF ARLINGTON) PARCEL NUMBER: 31051100304100 NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR o THENCE S OD3T4" A DISTANCE OF 40.00 FEET TO THE TRUE POINT OF BEGINNING. PWD #936 (ASSIGNED BY CITY OF ARLINGTON) SITE ADDRESS: 7423 204TH STREET NE MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS CURRENT ZONING: GENERAL COMMERCIAL(GC) BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. TOGETHER WITH AND SUBJECT TO EASEMENTS, COVENANTS, CONDITIONS, RESTRICTIONS AND OF RECORD.RESERVA11ONS AIRPORT DISTRICT: C IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL i SITUATE N THE CITY OF ARLINGTON, COUNTY OF SNOHOMISH, STATE OF WASHINGTON. UTILITY PROVIDERS ABBREVIATIONS SIZE AREA: 66,895 SF(1.54 AC) EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS v $ o USE CLASSIFICATION: 2.110 SHOWN ON THESE PLANS ® a EAST PARCEL STORM AASHTO AMERICAN ASSOCIATION OF STATE FL FLOW LINE RD ROAD 4. ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY CODES ® ® 3 o ALL THAT PORTION OF SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER AND OF THE ARLINGTON CITY SEWER DEPARTMENT HIGHWAY AND TRANSPORTATION a FT FEET REQS REQUIREMENTS AND/OR UTILITY SERVICE COMPANIES SHALL PERFORMED PRIOR TO SOUTHWEST QUARTER OF THE SOUTHEAST QUARTER, ALL IN SECTION 11, TOWNSHIP 32 NORTH, 154 W FINAL COX ST OFFICIALS ANNOUNCED BUILDING POSSESSION AND THE FINAL CONNECTION OF RANGE 5 EAST, DESCRIBED AS FOLLOWS: ARLINGTON, WA 98223 AMC ARLINGTON MUNICIPAL CODE HOPE HIGH-DENSITY POLYETHYLENE S SOUTH SERVICES. COMMENCING AT THE SOUTH QUARTER CORNER OF SAID SECTION 11; THENCE S 89'06'06" W (360) 403-3526 ALONG THE SOUTH LINE OF THE SOUTHWEST QUARTER THEREOF A DISTANCE OF 153.49 FEET; ARCH ARCHITECTURAL HOR12 HORIZONTAL SD STORM DRAIN 5. SITE WORK FOR THIS PROJECT SHALL BE CONSTRUCTED PER THE o THENCE N 0'53'54" W A DISTANCE OF 30.00 FEET TO THE NORTH RIGHT-OF-WAY OF 204TH WATER HP HIGH POINT SDR STANDARD DIMENSION RATIO APPROVED, SIGNED CONSTRUCTION PLANS. ELECTRONIC FILES SHALL NOT BE o ASTM AMERICAN SOCIETY FOR TESTING STREET NORTHEAST PER AUDITOR'S FILE NUMBER 9406200675, RECORDS OF SNOHOMISH ARLINGTON CITY SEWER DEPARTMENT CONSIDERED CONSTRUCTION DOCUMENTS UNLESS SPECIFICALLY STATED AS 154 W COX ST AND MATERIALS HWY HIGHWAY SF SQUARE FEET SUCH AND HANDLED IN ACCORDANCE WITH THE BID DOCUMENTS. SIGNED W COUNTY, STATE.0 WASHINGTON THENCE AND THE '55' POINT OF BEGINNING; THENCE N O'NCE N W A ARLINGTON, WA 98223 AVE AVENUE IE INVERT ELEVATION SS SANITARY SEWER PAPER PLANS SHALL TAKE PRECEDENCE OVER ELECTRONIC FILES. ir N DISTANCE OF 40.00 FEET; THENCE N 22'O6'S5" W A DISTANCE OF 78.33 FEET; THENCE N (360) 403-3526 SEWER BW BOTTOM OF WALL MAX MAXIMUM BMP BEST MANAGEMENT PRACTICE LP LOW POINT ST STREET SW SIDEWALK ON-SITE AT ALL TIMES WHILE CONSTRUCTION IS IN PROGRESS.6. THE CONTRACTOR SHALL MAINTAIN A SET OF THE CONSTRUCTION PLANS 0 Z Q 0'53'54" W A DISTANCE OF 162.00; THENCE N 89'06'06"E A DISTANCE OF 258.00 FEET TO i A POINT ON THE WESTERLY MARGIN OF STATE ROUTE 9; THENCE S V 06' 10" W ALONG SAID WW MARGIN A DISTANCE OF 345.58 FEET TO A POINT 58.82 FEET NORTH OF, AS MEASURED ARLINGTON CITY SEWER DEPARTMENT ~3 r PERPENDICULAR TO THE SOUTH LINE OF THE SOUTHWEST QUARTER OF THE SOUTHEAST 154 W COX ST CB CATCH BASIN MEP MECHANICAL/ELECTRICAL/PLUMBING TIC TOP OF CURB _ w QUARTER OF SIAD SECTION 11, SAID POINT BEING THE BEGINNING OF A TANGENT CURVE TO ARLINGTON, WA 98223 CL CLASS MH MANHOLE TG TOP OF GROUND CONSTRUCTION DRAWING REVIEW THE RIGHT HAVING A RADIUS OF 25.00 FEET; THENCE ALONG THE ARC OF SAID CURVE ACKNOWLEDGMENT �- Co THROUGH A CENTRAL ANGLE OF 87'22'10" A DISTANCE OF 38.12 FEET; THENCE S 88'28'20" (360) 403-3526 CO CLEANOUT MIN MINIMUM TP TOP OF PAVEMENT Z THIS PLAN HAS BEEN REVIEWED AND EVALUATED FOR GENERAL COMPLIANCE c W A DISTANCE OF 40.35 FEET TO THE WEST LINE OF SAID SOUTHWEST QUARTER OF THE ELECTRIC CY CUBIC YARDS MJ MECHANICAL JOINT TW TOP OF WALL Received WITH THE CITY OF ARLINGTON CODES AND ORDINANCES. CONFORMANCE OF THIS O N SOUTHEAST QUARTER AND TO A POINT 35.00 FEET NORTH OF, AS MEASURED PERPENDICULAR DESIGN WITH ALL APPLICABLE LAWS AND REGULATIONS IS THE FULL AND COMPLETE H N T0, THE SOUTH LINE OF THE SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER OF SAID PUGET SOUND ENERGY DIA DIAMETER MUTCD MANUAL ON UNIFORM TRAFFIC lYP TYPICAL AUG 1 0 2017 RESPONSIBILITY OF THE LICENSED DESIGN ENGINEER. WHOSE STAMP AND SIGNATURE C*4 V 10885 N.E. 4TH STREET CONTROL DEVICES APPEAR ON THIS SHEET. ACKNOWLEDGMENT OF CONSTRUCTION DRAWING REVIEW Q i SECTION 11; THENCE S 89'06'06" W PARALLEL WITH THE SOUTH LINE OF SAD SOUTHEAST BELLEWE, WA 98004 DR DRIVE VERT VERTICAL DOES NOT IMPLY CITY APPROVAL FOR CONSTRUCTION ACTIVITIES THAT REQUIRE QUARTER OF THE SOUTHWEST QUARTER A DISTANCE OF 20.05 FEET; THENCE S 310'20" W A N NORTH OTHER COUNTY. STATE OR FEDERAL PERMIT REVIEW AND APPROVAL. THE PROPERTY (800)562-1482 E EAST W WEST OWNER AND LICENSED DESIGN ENGINEER SHALL BE RESPONSIBLE FOR THE oDISTANCE OF 5.01 FEET TO A POINT 30.00 FEET NORTH OF THE SOUTH LINE OF SAID NTS NOT TO SCALE ACQUISITION AND COMPLIANCE OF ALL APPLICABLE PERMITS AND/OR AUTHORIZATIONS Q SOUTHEAST QUARTER OF THE SOUTHWEST QUARTER AS MEASURED PERPENDICULAR THERETO; NATURAL GAS ESAL EQUIVALENT SINGLE-AXLE LOAD WA WATER WHICH MAY INCLUDE, BUT ARE NOT LIMITED TO, WSDFW HYDRAULIC PROJECT - THENCE S 89'06'06"W A DISTANCE OF 135.57 FEET TO THE TRUE POINT OF BEGINNING. PUGET SOUND ENERGY ESC EROSION AND SEDIMENT CONTROL PE POLYETHYLENE APPROVAL(HPA), WSDOE NOTICE OF INTENT(NOI), ANY CORP OF ENGINEERS FILLWSOOT WASHINGTON DEPARTMENT OF PERMITS AND THE REQUIREMENTS OF THE ENDANGERED SPECIES ACT. TOGETHER WITH AND SUBJECT TO EASEMENTS, COVENANTS, CONDITIONS, RESTRICTIONS AND 10885 N.E. 4TH STREET PUD PLANNED UNIT DEVELOPMENT TRANSPORTATION RESERVATIONS OF RECORD. BELLEWE, WA 98004 EX EXISTING Y,B (� SITUATE IN THE CITY OF ARLINGTON, COUNTY OF SNOHOMISH, STATE OF WASHINGTON. (800)562-1482 FFE FINISHED FLOOR ELEVATION PVC POLYVINYL CHLORIDE �j City Engineer DATE: (gh',In 3 THIS APPROVAL VALID FOR 18 MONTHS N SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. EROSION CONTROL NOTES SITE NOTES GRADING NOTES GENERAL UTILITY NOTES m 9 9� T5� N� 1. ALL WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE MOST CURRENT 1. ALL WORK AND MATERIALS SHALL COMPLY WITH ALL CITY/COUNTY 1. THE SPOT ELEVATIONS INDICATED ON THIS PLAN REPRESENT THE DESIGN TOP 1. ALL IMPROVEMENTS SHALL MEET LOCAL, STATE DOT AND A.P.W.A. w APPLICABLE LOCAL, STATE, AND FEDERAL STANDARDS. REGULATIONS AND CODES AND O.S.H.A. STANDARDS. OF PAVEMENT, UNLESS OTHERWISE NOTED. STANDARD SPECIFICATIONS. j 2. THE CONTRACTOR SHALL BE RESPONSIBLE AT ALL TIMES FOR PREVENTING SILT-LADEN 2. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION 2. CONTRACTOR IS RESPONSIBLE FOR DEMOLITION OF EXISTING STRUCTURES 2. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION IN RUNOFF FROM DISCHARGING FROM THE PROJECT SITE. FAILURE BY THE CONTRACTOR AND DIMENSIONS OF VESTIBULE, SLOPED PAVING,EXIT PORCHES, SIDEWALKS, INCLUDING REMOVAL OF ANY EXISTING UTILITIES SERVING THE STRUCTURE. AND DIMENSIONS OF VESTIBULE, SLOPED PAVING, EXIT PORCHES, SIDEWALKS, s CAN RESULT IN A FINE. THE DESIGNATED TEMPORARY CONTACT PERSON NOTED ON RAMPS&TRUCK DOCKS, PRECISE BUILDING DIMENSIONS AND EXACT UTILITIES ARE TO BE REMOVED TO THE RIGHT-OF-WAY. RAMPS AND TRUCK DOCKS, PRECISE BUILDING DIMENSIONS AND EXACT a 0 0 5 c5 THIS PLAN MUST BE AVAILABLE FOR CONTACT BY TELEPHONE ON A 24 HOUR BASIS BUILDING UTILITY ENTRANCE LOCATIONS. 3. ALL UNSURFACED AREAS DISTURBED BY GRADING OPERATION SHALL RECEIVE BUILDING UTILITY ENTRANCE LOCATIONS. a c o o c THROUGHOUT CONSTRUCTION AND UNTIL THE PROJECT HAS BEEN COMPLETED AND 3. DIMENSIONS SHOWN REFER TO FACE OF CURB,FACE OF BUILDING OR TO 4 INCHES OF TOPSOIL CONTRACTOR SHALL APPLY STABILIZATION FABRIC TO 3. REFER TO INTERIOR PLUMBING DRAWINGS FOR TIE-IN OF ALL UTILITIES. erg' Zq APPROVED BY THE GOVERNMENTAL AGENCY WITH JURISDICTION. THE CENTERLINE OF PAVEMENT STRIPING, UNLESS OTHERWISE NOTED. ALL SLUES 3H:1V OR STEEPER. CONTRACTOR SHALL STABILIZE DISTURBED 4. ALL FILL MATERIAL SHALL BE IN PLACE, AND COMPACTED BEFORE a zza33 4 a ��aai 3. THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION,MAINTENANCE, 4. ALL PAVED PARKING LOT AREAS WITHIN THE LIMITS OF IMPROVEMENTS AREAS WITH GRASS IN ACCORDANCE WITH LOCAL SPECIFICATION UNTIL A INSTALLATION OF PROPOSED UTILITIES. REPLACEMENT AND UPGRADING OF THESE ESC FACILITIES IS THE RESPONSIBILITY OF SHALL BE STANDARD DUTY PAVEMENT UNLESS OTHERWISE NOTED. HEATHY STAND OF GRASS IS OBTAINED. 5. CONTRACTOR SHALL NOTIFY THE UTILITY AUTHORITIES INSPECTORS 72 ^ ^ ^ ^ ^ THE CONTRACTOR FROM THE BEGINNING OF CONSTRUCTION UNTIL ALL CONSTRUCTION 5. CONTRACTOR SHALL PROVIDE A TEMPORARY TRAFFIC CONTROL PLAN FOR 4. ALL CUT AND FILL SLOPES SHALL BE CONSTRUCTED PER THE IBC CODE AND HOURS BEFORE CONNECTING TO ANY EXISTING LINE. o c°pa N IS COMPLETED AND APPROVED BY THE GOVERNMENTAL AGENCY WITH JURISDICTION THE CITY ENGINEER'S APPROVAL PRIOR TO ANY WORK WITHIN THE CITY APPLICABLE LOCAL REGULATION. ALL CUT AND FILL SLOPES SHALL BE 3:1 6. MINIMUM WATER AND SANITARY SEWER TRENCH WIDTH SHALL BE 2 FEET. Z�� AND THE SITE IS STABILIZED. RIGHT-OF-WAY. OR FLATTER UNLESS OTHERWISE NOTED. 7. ALL UTILITIES SHOULD BE KEPT TEN(IC)APART(PARALLEL)OR WHEN o `8 ^o o 4. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY 6. FIRE LANE STRIPING AROUND BUILDING PERIMETER AND ALONG FIRE TRUCK 5. CONTRACTOR SHALL ASSURE POSITIVE DRAINAGE AWAY FROM BUILDINGS FOR CROSSING 18"VERTICAL CLEARANCE(OUTSIDE EDGE OF PIPE TO OUTSIDE FLAGGED AND INSPECTED BY THE LOCAL JURISDICTION PRIOR TO ANY CLEARING OR ACCESS WAYS SHALL BE INSTALLED AS PART OF THIS CONTRACT, IN ALL NATURAL AND PAVED AREAS AND SHALL GRADE ALL AREAS TO EDGE OF PIPE). CONSTRUCTION TAKING PLACE. DURING CONSTRUCTION, NO DISTURBANCE BEYOND THE ACCORDANCE WITH THE LOCAL CODE AND FIRE MARSHALL REQUIREMENTS. PRECLUDE PONDING OF WATER. 8. IN THE EVENT OF A VERTICAL CONFLICT BETWEEN WATERUNES, SANITARY FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FLAGGING SHALL BE MAINTAINED 7. REFER TO BOUNDARY SURVEY FOR LEGAL DESCRIPTION, DIMENSIONS OF 6. ALL POLLUTANTS OTHER THAN SEDIMENT ON-STE DURING CONSTRUCTION o N BY THE OWNER AND/OR CONTRACTOR UNTIL ALL CONSTRUCTION IS APPROVED. SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE LINES, STORM LINES AND GAS LINE(EXISTING AND PROPOSED), THE S o / PROPERTY LINES, BASIS OF BEARINGS&BENCHMARK INFORMATION. (SEE SANITARY LINE SHALL BE DUCTILE IRON PIPE WITH MECHANICAL JOINTS AT " 5. THE EROSION AND SEDIMENTATION CONTROL FACILITIES SHOWN ON THIS PLAN ARE TO CONTAMINATION OF STORMWATER. THE CONTRACTOR SHALL ADHERE TO ALL BE CONSIDERED ADEQUATE BASIC REQUIREMENTS FOR THE ANTICIPATED SITE SHEET CS-1) TERMS AND CONDITIONS AS OUTLINED IN THE GENERAL N.P.D,E.S. PERMIT FOR LEAST 10 FEET ON BOTH SIDES OF CROSSING, THE WATERLINE SHALL BE CONDITIONS. DURING CONSTRUCTION, DEVIATIONS FROM THIS PLAN MAY BE NECESSARY 8. SEE SHEET C-1.1 FOR SITE DIMENSIONS. TERMS ND DISCHARGE ASSOCIATED WITH CONSTRUCTION ACTIVITIES. MECHANICAL JOINTS NTH APPROPRIATE THRUST BLOCKING AS REQUIRED TO o IN ORDER TO MAINTAIN WATER QUALITY. 9. ALL S SHALL PAINTED STRIPING SHALL BE DOUBLE COATED. SEPARATE 7, PROPERTIES AND WATERWAYS DOWNSTREAM OF THE SITE SHALL BE PROVIDE A MINIMUM OF 18"CLEARANCE, MEETING REQUIREMENTS OF ANSI COATS SHALL BE APPLIED NO SOONER THAN 4 HOURS APART. A21.10 AND ANSI 21.11 (AWWA C-151 6. ALL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE INSPECTED BY THE (CONTRACTOR TO REFER TO PROJECT SPECIFICATIONS FOR ADDITIONAL PROTECTED FROM EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY )(CLASS 50). CONTRACTOR ON A FREQUENT BASS AND IMMEDIATELY AFTER EACH RAINFALL, AND AND PEAK FLOW RATE OF STORMWATER RUNOFF FROM PROJECT SITE. 9. LINES UNDERGROUND SHALL BE INSTALLED, INSPECTED AND APPROVED MAINTAINED AS NECESSARY TO INSURE THEIR CONTINUED FUNCTIONING. ALL SEDIMENT PAVING MARKING REQUIREMENTS.) 8. CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE GOVERNING CODES AND BEFORE BACKFILUNG. o MUST BE REMOVED FROM SILT FENCES, STRAW BALES, SEDIMENT PONDS, ETC. PRIOR 10. PARKING LOT STRIPING SHALL BE WHITE, 4" WIDTH, &DOUBLE COATED, BE CONSTRUCTED TO SAME. 10. CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH THE SPECIFICATIONS OF TO THE SEDIMENT REACHING 1/2 ITS MAXIMUM POTENTIAL DEPTH. UNLESS OTHERWISE NOTED. LIGHT POLE BASES TO BE PAINTED TRAFFIC 9. CONTRACTOR TO REMOVE UNSUITABLE SOILS LOCATED WITHIN THE BUILDINGS THE LOCAL AUTHORITIES WITH REGARD TO MATERIALS AND INSTALLATION OF 7. AT NO TIME SHALL CONCRETE, CONCRETE BYPRODUCTS, VEHICLE FLUIDS, PAINT, WHITE(DOUBLE COAT) SPLAY LINE OF THE FOOTINGS. THE WATER AND SEWER LINES. CHEMICALS, OR OTHER POLLUTING MATTER BE PERMITTED TO DISCHARGE TO THE ii. ALL DISTURBED AREAS ARE TO RECEIVE FOUR INCHES OF TOPSOIL, SEED, 10. FOR BOUNDARY AND TOPOGRAPHIC INFORMATION REFER TO PROJECT SURVEY. 11. ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY CODES TEMPORARY OR PERMANENT DRAINAGE SYSTEM, OR TO DISCHARGE FROM THE PROJECT MULCH AND WATER UNTIL A HEALTHY STAND OF GRASS IS ESTABLISHED. 11. FOR LAYOUT INFORMATION REFER TO THE SITE PLAN AND HORIZONTAL AND/OR UTILITY SERVICE COMPANIES SHALL BE PERFORMED PRIOR TO r SITE. 12. ALL ISLANDS WITH CURB AND GUTTER SHALL BE LANDSCAPED. THOSE CONTROL PLAN. ANNOUNCED BUILDING POSSESSION AND THE FINAL CONNECTION OF SERVICE. D 8. THE CONTRACTOR PERFORMING THE WORK SHALL MAINTAIN A SET OF THE APPROVED ISLANDS ARE TO HAVE 18"CURB AND GUTTER. AL REMAINING ISLANDS 12. CONTRACTOR SHALL COORDINATE WITH ALL UTILITY COMPANIES FOR �o e� CONSTRUCTION DRAWINGS ON SITE AT ALL 11MES WHILE CONSTRUCTION IS IN ARE TO BE STRIPED AS SHOWN. INSTALLATION REQUIREMENTS AND SPECIFICATIONS. PROGRESS. 13. EXISTING STRUCTURES WITHIN CONSTRUCTION LIMITS ARE TO BE ABANDONED, STORM DRAINAGE NOTES 13. CONTRACTOR TO PROVIDE TRENCHING, BACKFILL, 2- 4"PVC SCHEDULE 40 as 9. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR PERFORMING THE WORK TO REMOVED OR RELOCATED AS NECESSARY. ALL COST SHALL BE INCLUDED IN CONDUITS, AND PULLING WIRES FOR UNDERGROUND TELEPHONE SERVICE m� OBTAIN ALL NECESSARY PERMITS FROM THE LOCAL JURISDICTION PRIOR TO BASE BID. 1. EXISTING DRAINAGE STRUCTURES TO BE INSPECTED AND REPAIRED AS NERD, FROM EXISTING FACILITIES AS SHOWN ON PLANS. CONTRACTOR TO w'f. COMMENCING ANY WORK WITHIN THE PUBLIC RIGHT-OF-WAY. 14. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL RELOCATIONS,INCLUDING AND EXISTING PIPES TO BE CLEANED OUT TO REMOVE ALL SILT AND DEBRIS.. d`a 10. THE CONTRACTOR PERFORMING THE WORK SHALL BE RESPONSIBLE FOR PROVIDING 2. IF ANY EXISTING STRUCTURES TO REMAIN ARE DAMAGED DURING COORDINATE INSTALLATION AND POINT OF CONNECTION WITH UTILITY �TitY BUT NOT LIMITED T0, ALL UTILITIES, STORM DRAINAGE, SIGNS, TRAFFIC PROVIDER. ADEQUATE TRAFFIC CONTROL AT ALL TiMES DURING CONSTRUCTION ALONGSIDE OR SIGNALS&POLES, ETC. AS REQUIRED. ALL WORK SHALL BE IN CONSTRUCTION IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO REPAIR 14. CONTRACTOR IS TO PROVIDE TRENCHING, CONDUIT, AND BACKFILL FOR ALL WITHIN ALL PUBLIC ROADWAYS. ACCORDANCE WITH GOVERNING AUTHORITIES SPECIFICATIONS AND SHALL BE AND/OR REPLACE THE EXISTING STRUCTURE AS NECESSARY TO RETURN IT TO UNDERGROUND POWER LINE AND VAULTS AS REQUIRED BY UTILITY 11. THIS APPROVED"TEMPORARY EROSION AND SEDIMENTATION CONTROL PLAN`MUST BE APPROVED BY SUCH. ALL COST SHALL BE INCLUDED IN BASE BID. EXISTING CONDITIONS OR BETTER. PROVIDER. POWER LINES AND POLES TO BE INSTALLED BY UTILITY IMPLEMENTED PRIOR TO ANY SITE WORK. SEE THE PLANS AND DETAILS FOR FURTHER 15. PYLON SIGNS SHALL BE CONSTRUCTED BY OTHERS. THE CONTRACTOR SHALL 3. STORM DRAINAGE PIPE WITH LESS THAN 2'-0"COVER SHALL BE CLASS IV PROVIDER. SEE STE ELECTRICAL PLAN FOR SITE LIGHTING AND FOR INFORMATION. INSTALL CONDUIT AND ELECTRICAL CIRCUIT BETWEEN THE PYLON SIGN(S) REINFORCED CONCRETE PIPE, OR APPROVED EQUAL TO SUSTAIN H-20 PRIMARY ELECTRIC SERVICE LOCATIONS. 12. THE CONTRACTOR SHALL NOTIFY THE OWNER AND THE ENGINEER IN THE EVENT OR AND THE LIGHTING PANEL. LOADING. 15. GAS PIPING SHOWN FOR COORDINATION ONLY. INSTALLATION OF THE GAS DISCOVERY OF POOR SOILS, GROUNDWATER OR DISCREPANCIES IN THE EXISTING i6. THE SITEWORK CONTRACTOR SHALL CONNECT ALL LIGHTS WITHIN THE RETAIL 4. ALL ON-SITE STORM DRAINAGE PIPE SHALL BE SMOOTH WALED INTERIOR, MAIN AND METER TO BE ACCOMPLISHED BY UTILITY PROVIDER. CONDITIONS AS NOTED ON THE PLANS. STORE'S DEMISED AREA TO THE SECURITY CIRCUIT AS SHOWN ON THE MANUFACTURER'S VERIFICATION OF MANNING'S ROUGHNESS COEFFICIENT AA 13. MAXIMUM SLOPES SHALL BE 2:1 HORIZ:VERT FOR ALL SLOPES, AND 2:1 HORIZ:VERT ELECTRICAL PLAN. N=0.012 OR LESS. WATER NOTES FOR CUT SLOPES. 17. CURB RADII ADJACENT TO PARKING STALLS SHALL BE 2'. ALL OTHER CURB 5. PRECAST STRUCTURES MAY BE USED AT CONTRACTOR'S OPTION. 14. ROCKERIES OR OTHER RETAINING FACILITIES EXCEEDING 4'IN HEIGHT REQUIRE A RADII SHALL BE 10% UNLESS OTHERWISE NOTED. 6. ALL CATCH BASINS AND AREA DRAINS ARE TO BE SITUATED SUCH THAT THE 1. ALL CONSTRUCTION/INSTALLATiON OF WATER MAINS SHALL BE DONE IN A SEPARATE PERMIT. OUTSIDE EDGE OF GRATE FRAME IS AT TOE OF CURB OR FLOWLINE OF UTTER 18. ALL VERTICAL CONSTRUCTION SHALL MAINTAIN 10' MINIMUM SEPARATION SAFE, NEAT AND WORKMANLIKE MANNER, AND UNDER SUPERVISION BY UTILITY • 15. ALL AREAS DISTURBED DURING CONSTRUCTION WHERE PERMANENT LANDSCAPING TILL FROM OVERHEAD POWER LINES. CONTRACTOR TO NOTIFY ENGINEER (WHERE APPLICABLE). PROVIDER FORCES AT ALL TIMES. ALL SAFETY REQUIREMENTS FROM OSHA AND NOT BE PROVIDED WITHIN 60 DAYS SHALL BE HYDROSEEDED, OR OTHERWISE IMMEDIATELY IF CONFUCT EXISTS AND PRIOR TO CONSTRUCTION OF THE 7. CATCH BASIN INLET PROTECTION /EROSION CONTROL TO BE USED FOR ALL OTHER STATE REGULATING AGENCIES MUST BE MET. / c STABILIZED, AS REQUIRED. STRAW MULCHING OR PLASTIC SHEETING ARE ACCEPTABLE VERTICAL ELEMENT INCLUDING, BUT NOT LIMITED TO, LIGHT POLE BASES AND NEW INLETS. 2. WATER MAIN PIPE MATERIAL SHALL BE CLASS 52 DUCTILE IRON OR PVC PIPE ' LL ALTERNATIVES TO TEMPORARY HYDROSEEDING DURING PERIODS OF LOW GROWTH. TRAFFIC SIGNAL STANDARDS. 8. ALL STORM PIPE ENTERING STRUCTURES SHALL BE GROUTED TO ASSURE MEETING LOCAL REQUIREMENTS. POLYETHYLENE WRAP IS REQUIRED ON ALL 16. ALL AREAS DISTURBED DURING CONSTRUCTION WHERE PERMANENT LANDSCAPING WILL CONNECTION AT STRUCTURE IS WATERTIGHT. METALS. NOT BE PROVIDED WITHIN THE NUMBER OF DAYS SPECIFIED BELOW SHALL BE 9. ALL STORM SEWER MANHOLES IN PAVED AREAS SHALL BE FLUSH WITH HYDROSEEDED, OR OTHERWISE STABILIZED, AS REQUIRED. STRAW MULCHING OR PLASTIC PAVEMENT, AND SHALL HAVE TRAFFIC BEARING RING AND COVERS. 3. AN 18-INCH MINIMUM SEPARATION IS REQUIRED ON SERVICE TAPS ON A MAIN o, SHEETING ARE ACCEPTABLE ALTERNATIVES TO TEMPORARY HYDROSEEDING DURING MANHOLES IN UNPAVED AREAS SHALL BE 6" ABOVE FINISH GRADE. LIDS LINE. 4. CLASS 52 DUCTILE IRON MAY BE DIRECT TAPPED FOR 3/4 INCH AND 1-INCH PERIODS OF LOW GROWTH: SHALL BE LABELED "STORM SEWER". $ SIZE SERVICES. SADDLES SHALL BE USED ON ALL TAPS i-1/4"- 2" WEST OF THE CASCADE MOUNTAIN CREST 10. CONTRACTOR SHALL CONNECT ROOF DRAIN LEADERS AND FOOTING DRAINS TO DIAMETER IN ANY PUBLIC MAIN. � DURING THE DRY SEASON (MAY 1 - SEPT. 30): 7 DAYS PROPOSED STORM DRAINS AS SHOWN. 3 m DURING THE WET SEASON (OCTOBER 1 - APRIL 30): 2 DAYS 11. CONTRACTOR SHALL CONFIRM STRUCTURE CONSTRUCTABILITY WITH 5. ALL ELBOWS/BENDS ON WATER MAINS SHALL HAVE THRUST BLOCKS. 3 17. SLOPE STABILIZATION. CUT AND FILL SLOPES SHALL BE CONSTRUCTED IN A MANNER MANUFACTURER PRIOR TO DELIVERY AND INSTALLATION. 6. A DEPTH OF 36"FROM FINISHED GRADE TO THE TOP OF THE WATER MAIN IS �U THAT WILL MINIMIZE EROSION. ROUGHENED SOIL SURFACES ARE PREFERRED TO SMOOTH REQUIRED, PLACING WATER LINES SHALLOWER THAN 36"IS PROHIBITED. Q SURFACES. INTERCEPTORS SHOULD BE CONSTRUCTED AT THE TOP OF LONG, STEEP 7. ALL NEW PIPES MUST BE PROPERLY FLUSHED, PRESSURE TESTED, AND CHLORINATED BY AREAS ABOVE THAT CONTRIBUTE RUNOFF. CONCENTRATEDRUNOFFH SHOULD ACTOR, AND WHICH SIGNIFICANT BE ALLOWED TO FLOW DOWN THE FACE OF A SANITARY SEWER NOTES AND GGOVERNMENTALEAGENCES WITH JURISDCTIION.D BY UTILITY PROVIDER 3SLOPES o CUT OR FILL SLOPE UNLESS CONTAINED WITHIN AN ADEQUATE CHANNEL OR PIPE 1. ALL CONSTRUCTiON/INSTALLATION OF SANITARY SEWER MAINS SHALL BE DONE IN 8 REDUCED PRESSURE BACKFLOWALL BACKFLOW PREVENTION VIP EVE CES(DOUBLE CHECK ANTORS, PRESSURE AND ATMOSPHERIC a SLOPE DRAIN. WHEREVER A SLOPE FACE CROSSES A WATER SEEPAGE PLANE, A SAFE, NEAT AND PROFESSIONAL MANNER, AND UNDER SUPERVISION OF CITY W� ADEQUATE DRAINAGE OR OTHER PROTECTION SHOULD BE PROVIDED. IN ADDITION, VACUUM BREAKERS, ETC.)MUST BE APPROVED BY THE UTILITY PROVIDER AND a FORCES AT ALL TIMES. ALL SAFETY REQUIREMENTS FROM OSHA AND OTHER STATE SLOPES SHOULD BE STABILIZED IN ACCORDANCE WITH ITEM (17) ABOVE. REGULATORY AGENCIES MUST BE MET. GOVERNMENTAL AGENCIES WITH JURISDICTION. 0 w 3 18. STORM DRAIN INLET PROTECTION. ALL STORM DRAIN INLETS MADE OPERABLE DURING 9. ALL NEW CONNECTIONS TO EXISTING WATER MAINS REQUIRE ISSUANCE OF A Z Q 07 CONSTRUCTION SHALL BE PROTECTED SO THAT STORM WATER RUNOFF SHALL NOT 2. THE MINIMUM SIZE FOR PUBLIC SEWER MAINS SHALL BE 8" DIAMETER. ALL PUBLIC WORKS PERMIT AND INSPECTION BY THE CITY OR GOVERNMENTAL w w ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE SANITARY SEWER PIPING SHALL BE SCHEDULE D3034 PVC OR EQUAL. MINIMUM PIPE AGENCIES WITH JURISDICTION PRIOR TO BACKFILLING. DIAMETER FOR PRIVATE LATERALS IS 4"AND OF SCHEDULE D3034 PVC OR EQUAL. 10. BACKFLOW PREVENTION DEVICES SHALL BE CONSTRUCTED OF CORROSION CO TREATED TO REMOVE SEDIMENT. ALL SANITARY SEWER LATERALS MUST BE PROPERLY MARKED AT ENDS. RESISTANT MATERIALS. Z O 19. DUST ON THE SITE SHALL BE CONTROLLED PER LOCAL JURISDICTIONAL AIR QUALITY Q Z REQUIREMENTS. THE USE OF MOTOR OILS AND OTHER PETROLEUM BASED OR TOXIC 3. CONNECTIONS INTO THE EXISTING SANITARY SEWER MAINS REQUIRE ISSUANCE OF 11. EXTERNAL WATER METER AND BACKFLOW PREVENTION VAULTS SHALL BE F J LIQUIDS FOR DUST SUPPRESSION OPERATIONS IS PROHIBITED. PUBLIC WORKS PERMIT AND INSPECTION BY THE LOCAL JURISDICTION PRIOR TO GASKETED IN AREAS OF HIGH GROUNDWATER OR NEAR STORMWATER Z 0 O Q 20. REFER TO PROJECT SPECIFICATIONS FOR SURFACE WATER POLLUTION PREVENTION BACKFILLING. MANAGEMENT FACILITIES AS REQUIRED BY THE UTILITY PROVIDER, CONTRACTOR O N Z W PLAN (SVYPPP)NARRATIVE. 4. ALL NEW SANITARY SEWER PIPES AND MANHOLES MUST BE THOROUGHLY CLEANED, TO CONFIRM. H C)J Z INSPECTED AND PRESSURE/VACUUM TESTED AS REQUIRED BY U11UTY PROVIDER CV z d AND GOVERNMENTAL AGENCIES WITH JURISDICTION. ALL TESTS MUST BE WITNESSED Q AND PASSED BY THE U11UTY PROVIDER AND GOVERNMENTAL AGENCIES WITH Qty of Arlington Public Works i JURISDICTION PRIOR TO PLACING INTO OPERATION. Engineering Division o 5. THE CONTRACTOR SHALL PROVIDE TO THE UTILITY PROVIDER ANY GUARANTEE OR _Approved.,_Denled Q WARRANTY NORMALLY FURNISHED WITH THE PURCHASE OF ANY MATERIALS USED IN Approved wits Conditions Q CONNECTION WITH THE PROJECT AT HAND. gy ate IY j7 _ i 0 No changes authorized unless approved by the 3 City Engineer or designee CV-1.1 SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. W, P' J CITY OF ARLINGTON TESC NOTES CITY OF ARLINGTON SANITARY SEWER NOTES CITY OF ARLINGTON WATER NOTES N 1. APPROVAL OF THE TEMPORARY EROSION/SEDIMENT CONTROL PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR 1. ALL WORK SHALL BE IN ACCORDANCE WITH THE APPROVED PLANS, AND CURRENT EDITION OF THE 1. ALL WORK SHALL BE IN ACCORDANCE WITH THE APPROVED PLANS AND CURRENT EDITION W W F5 STORM DRAINAGE DESIGN. CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS. ANY CHANGES TO THE DESIGN REQUIRES CITY OF THE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS. ANY CHANGES TO THE DESIGN REQUIRE CITY APPROVAL. W Z Z z 2. A TESC PLAN MEETING THE DOE STORM WATER MANAGEMENT MANUAL ADOPTED BY THE CITY SHALL BE SUBMITTED TO THE CITY APPROVAL. n w w w fr FOR APPROVAL PRIOR TO ANY WORK ON THE SITE. AN APPROVED COPY MUST BE MAINTAINED ON-SITE AND BE READILY AVAILABLE 2. ALL MATERIALS SHALL CONFORM TO THE CITY OF ARLINGTON STANDARDS AND SPECIFICATIONS AND 2. ALL MATERIALS SHALL CONFORM TO THE CITY STANDARDS AND SPECIFICATIONS AND SHALL g N TO THE CITY INSPECTOR AT THEIR REQUEST. THE MATERIAL SUBMITTALS SHALL BE APPROVED BY THE CITY BEFORE SCHEDULING THE BE APPROVED BY THE CITY PRIOR TO DELIVERY TO THE JOB SITE. MATERIAL SUBMITTALS C-) '5 u u 3. THE TESC BMPS SHOWN ON THE PLAN MUST BE INSTALLED PRIOR TO ALL OTHER CLEARING AND GRADING ACTIVITIES, AND IN SUCH PRECONSTRUCTION CONFERENCE AND BEFORE THE MATERIALS ARE DELIVERED TO THE JOB SITE. ARE REQUIRED AND MUST BE APPROVED PRIOR TO SCHEDULING A PRE-CONSTRUCTION o 0 0 0 0 A MANNER AS TO ENSURE THAT SEDIMENT-LADDEN WATER DOES NOT ENTER THE DRAINAGE SYSTEM, LEAVE THE SITE, OR VIOLATE ONCE THE MATERIALS ARE DELIVERED TO THE JOB SITE THE INSPECTOR WILL DETERMINE IF THE CONRERNCE. z a ¢ a APPLICABLE WATER QUALITY STANDARDS. MAINTENANCE, REPALCEMENT, AND UPGRADING OF THE TESC PLAN IS THE RESPONSIBILITY MATERIALS WERE MANUFACTURED TO MEET THE REQUIREMENTS OF THE CITY OF ARLINGTON 3. WATER MAINS SHALL BE CEMENT-LINED DUCTILE IRON PIPE CLASS 52 UNLESS OTHERWISE OF THE CONTRACTOR UNTIL ALL CONSTRUCTION IS COMPLETE AND APPROVED BY THE CITY. a a a a a STANDARDS AND SPECIFICATIONS BEFORE THE MATERIALS CAN BE INSTALLED. APPROVED BY THE CITY. d a a a a 4. THE BOUNDARIES OF THE CLEARING LIMITS, SHOWN ON THE TESC PLAN, SHALL BE CLEARLY FENCED OR FLAGGED IN THE FIELD 3. ALL SEWER MAINS AND SIDE SEWER STUBS SHALL BE FIELD STAKED FOR GRADES AND ALIGNMENT 4. ALL SERVICE LOCATIONS SHALL BE FIELD APPROVED BY THE CITY PRIOR TO INSTALLATION. - - r- r- r_ PRIOR TO STARTING CONSTRUCTION. NO DISTURBANCE BEYOND THE FENCED OR FLAGGED CLEARING LIMITS SHALL BE PERMITTED. \\\\ BY A SURVEYOR PRIOR TO CONSTRUCTION. THE CONSTUCTION STAKES MUST SHOW THE STATION 5. IT IS THE CONTRACTOR'S RESPONSIBILITY TO LOCATE UNDERGROUND UTILITIES BY CALLING N ao N THE FENCING AND/OR FLAGGING SHALL BE MAINTAINED BY THE CONTRACTOR FOR THE DURATION OF THE CONSTRUCTION PROJECT. AND OFFSET TO THE ALIGNMENT. ONE-CALL UNDERGROUND UTILITY LOCATOR(1-800-424-5555) 48 HOURS PRIOR TO 5. THE TESC FACILITIES SHOWN ON THE PLANS ARE THE MINIMUM REQUIREMENTS FOR THE ANTICIPATED SITE CONSTRUCTION. DURING 4. THE CITY OF ARLINGTON WASTEWATER DIVISION SHALL BE NOTIFIED A MINIMUM OF 48 HOURS IN CONSTRUCTION. ^ ~ 0 0 0 0 0 ADVANCE OF A TAP OR CONNECTION TO AN EXISTING SANITARY SEWER MAIN. THE INSPECTOR SHALL 6. ADEQUATE TRENCH SHEETING AND/OR SHORING SHALL BE PROVIDED BY THE CONTRACTOR THE CONSTRUCTION PERIOD, THESE TESC FACILITIES SHALL BE UPGRADED AND ADDED TO AS NEEDED, FOR UNEXPECTED STORM BE PRESENT AT THE TIME OF THE TAP OR CONNECTION. / EVENTS AND TO REFLECT CHANGED CONDITIONS, AS REQUIRED BY THE CITY. 5. GRAVITY SEWERS, INCLUDING SIDE SEWERS, VW1H 5 TO 14 FEET OF COVER SHALL BE PVC ASTM D AS REQUIRED BY OSHA AND WISHA. 6. THE CONTRACTOR SHALL PROVIDE THE CITY A 24-HOUR EMERGENCY CONTACT PHONE NUMBER OF THE CONTRACTORS CERTIFIED 7. THE PIPE SHALL BE INSTALLED BY FOLLOWING THE FINISHED GRADE PROFILE WHEREVER EROSION CONTROL SUPERVISOR PRIOR CI STARTING CONSTRUCTION. 3034 SDR 35. GRAVITY SEWER MAINS WITH LESS THAN 5 FEET OR GREATER THAN 14 FEET OF POSSIBLE. THE DEPTH OF COVER SHALL BE TYPICALLY 36 INCHES(3 FEET), AND MAY BE o 7. THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE CONTRACTOR AND MAINTAINED AS NECESSARY TO ENSURE CONTINUED COVER SHALL BE DUCTILE IRON PIPE CLASS 52, OR C-900 PVC. IF DUCTILE IRON PIPE IS USED FOR UP TO 60 INCHES(5 FEET) WITH THE APPROVAL OF THE CITY ENGINEER. WATER MAINS FUNCTION AND OPERATION. SEWER, THE PIPE INTERIOR SHALL BE EPDXY COATED (NOT CEMENT-LINED). UNDER THE STATE (OR COUNTY)HIGHWAYS SHALL MEET THE MINIMUM COVER DEPTHS o fr 8. BETWEEN OCTOBER 1 AND APRIL 30, DISTURBED AREAS THAT ARE TO BE LEFT UNWORKED FOR MORE THAN TWO(2)DAYS SHALL 6. PRE-CAST MANHOLES SHALL MEET THE REQUIREMENTS OF ASTM C-478. JOINTS SHALL BE RUBBER 1 I BE IMMEDIATELY COVERED BY MULCH, SOD OR PLASTIC COVERING. BETWEEN MAY 1 AND SEPTEMBER 30, DISTURBED AREAS THAT GASKETED AND GROUTED BOTH INSIDE AND OUTSIDE OF THE MANHOLE PER CITY OF ARLINGTON 8. PIPE JOINT DEFLECTIONS SHHALLALL N uREQUIRED BY WSDOT(OR ISH COUNTY). o zo 0 STANDARDS AND SPECIFICATIONS ALL LIFT HOLES CUT THROUGH THE WALLS OF THE MANHOLE NOT EXCEED ONE-HALF OF PIPE MANUFACTURERS . ARE TO BE LEFT UNWORKED FOR MORE THAN SEVEN (7)DAYS SHALL BE IMMEDIATELY COVERED BY SEEDING OR OTHER APPROVED RECOMMENDED MAXIMUM DEFLECTIONS. BENDS MAY BE REQUIRED TO MAINTAIN PROPER METHODS. SHALL BE GROUTED FROM THE INSIDE AND OUTSIDE OF THE MANHOLE TO BE WATERTIGHT. WATER MAIN ALIGNMENT WITHIN EASEMENTS OR PUBLIC RIGHT-OF-WAY. ADDITIONAL WATERPROOFING MAY BE REQUIRED. 9. SEDIMENT DEPOSITS SHALL BE REMOVED FROM ALL CATCH BASINS, PRE-TREATMENT/SEDIMENT POND, AND SEDIMENT TRAPS UPON 7, SIDE SEWER SERVICES SHALL BE PVC ASTM D 3034 SDR 35 WITH FLEXIBLE GASKETED JOINTS. SIDE 9• WATER MAIN SHALL NOT BE PLACED UNDER SIDEWALK, CURBS, GUTTERS, ANY REACHING A DEPTH OF 12 INCHES. SEWER CONNECTIONS SHALL BE MADE BY A TAP TO AN EXISTING MAIN OR A TEE FROM A NEW PERMANENT STRUCTURES WITHOUT THE PRIOR APPROVAL OF THE CITY ENGINEER. w 10. ANY PERMANENT RETENTION/DETENTION FACILITY USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE MAIN CONNECTED ABOVE THE SPRING LINE OF THE PIPE. WYES ARE NOT ALLOWED LINES 8' OR 10. NO CONNECTION TO THE CITY WATER SYSTEM IS ALLOWED UNTIL THE NEW CONSTRUCTION NECESSARY EROSION CONTROL MEASURES, SHALL PROVIDE ADEQUATE STORAGE CAPACITY, AND SHALL BE CLEANED OUT ENTIRELY LARGER. SIDE SEWERS CAN NOT BE INSTALLED UNDER DRIVEWAYS UNLESS APPROVED BY THE CITY PASSES PRESSURE AND PURITY TESTS, AND HAS BEEN APPROVED AND ACCEPTED BY THE ONCE THE SITE IS STABILIZED. IF THE PERMANENT FACILITY IS TO ULTIMATELY FUNCTION AS AN INFILTRATION SYSTEM, THE FACILITY INSPECTOR. CITY. SHALL NOT BE USED AS A TEMPORARY SETTLING BASIN. 8. ALL SEWER PIPE SHALL BE INSTALLED WITH A CONTINUOUS TRACER TAPE 24"-48"UNDER THE 11. PRIOR TO MAKING CONNECTIONS THE EXISTING SYSTEM, CONTRACTOR SHALL FIELD 11. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, FAST GERMINATING GRASSES SHALL BE APPLIED AT AN PROPOSED FINISHED SUBGRADE, OR AS DIRECTED BY THE CITY INSPECTOR. THE MARKER SHALL BE VERIFY THE LOCATION, DEPTH ANDD MATERIAL OF EXISTING WATER MAINS AT THE POINT OF APPROXIMATE RATE OF 120 LBS PER ACRE. PLASTIC, NON-BIODEGRADABLE, METAL CORE, AND DETECTABLE, WITH BACKING MARKED 'SEWER". CONNECTION. � � 12. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 3 9, SIDE SEWERS SHALL BE INSTALLED BY THE DEVELOPER AND COORDINATED FOR CLEARANCE WITH 12. ALL WATER LINES SHALL BE A MINIMUM R 10 FEET HORIZONTAL CLEARANCE FROM INCHES, OR 3,000 POUNDS PER ACRE. SANITARY SEWERS. WHEN WATER LINES CROSS SEWER LINES, THE MINIMUM VERTICAL 13. SOIL STOCKPILES SHALL S STABILIZED WITHIN 24 HOURS. WHEN ACTIVELY WORKING WITH THE SOIL STOCKPILE, STABILIZATION BY POWER, GAS, TELEPHONE, CABLE, AND OTHER UTILITIES. SIDE SEWERS SHALL BE A MINIMUM OF 10 m CLEARANCE SHALL BE 18 INCHES. GROUND COVER BMPS SHALL OCCUR AT THE END OF EACH WORK DAY. FEET BEYOND PROPERTY LINES AND 5' BEYOND ANY EASEMENT. d$ 10. THE SEWER PIPE SHALL BE INSTALLED STARTING FROM DOWNSTREAM OF THE POINT Of CONNECTION 13. TO FILL THE MAIN FOR FLUSHING, PRESSURE AND PURITY TESTS, THE CONTRACTOR IS 14. STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE ON THE EXISTING SEWER OR FROM A DESIGNATED STARTING POINT. THE SEWER PIPE SHALL BE REQUIRED TO USE AN APPROVED METER AND DCVA. THE HYDRANT SHALL REMAIN IN THE DURATION OF THE PROJECT. ADDITIONAL MEASURES MAY BE REQUIRED TO INSURE THAT ALL PAVED AREAS ARE KEPT CLEAN FOR INSTALLED WITH THE BELL END UPSTREAM. FULL OPEN POSITION TO PREVENT BACK-SIPHONAGE THROUGH THE DRAIN HOLE. AFTER 771Y THE DURATION OF THE PROJECT, 11. ADEQUATE TRENCH SHEETING AND/OR SHORING SHALL BE PROVIDED BY THE CONTRACTOR AS SUCCESSFUL TESTING, THE CONTRACTOR WILL TIE INTO THE EXISTING SYSTEM, USING 15. MAINTENANCE AND REPAIR OF TESC FACILITIES AND STRUCTURES SHALL BE CONDUCTED IMMEDIATELY UPON RECOGNITION OF A REQUIRED BY OSHA AND W1SHA. DISINFECTED SLEEVES AND SPOOL PIECES. PROBLEM OR WHEN THE TESC MEASURES BECOME DAMAGED. 12. TO PREVENT WATER OR DEBRIS FROM DISCHARGING INTO THE CITYS EXISTING SEWER SYSTEM, THE 14. THE CONTRACTOR SHALL CONTACT THE CITY FOR VALVE OPERATION. ONLY AUTHORIZED 16. UPON COMPLETION OF THE PROJECT, ALL BMPS SHALL BE REMOVED FROM THE SITE AND RIGHT OF WAY. IF BMPS ARE REQUIRED CONTRACTOR SHALL INSTALL A PLUG IN THE CONNECTION MANHOLE OR AS DIRECTED BY THE CITY REPRESENTATIVES OF THE CITY CAN OPERATE VALVES IN THE CITY WATER SYSTEM. TO REMAIN IN PLACE FOR FURTHER PROTECTION, ARRANEMENTS FOR REMOVAL SHALL BE MADE WITH THE CITY INSPECTOR. INSPECTOR. THE PLUG SHALL NOT BE REMOVED UNTIL THE SEWER IS ACCEPTED BY THE CITY. 15. THE CONTRACTOR IS HEREBY NOTIFIED THAT, SINCE FILLING AND FLUSHING WILL BE DONE 13. ALL SEWER LINES SHALL MAINTAIN A MINIMUM OF 10 FEET HORIZONTAL CLEARANCE AND A MINIMUM THROUGH A CROSS-CONNECTION CONTROL DEVICE, LOW VELOCITY FLOWS MAY BE OF 18 INCHES VERTICAL CLEARANCE FROM WATER LINES. SEE STANDARDS AND SPECIFICATIONS FOR ENCOUNTERED. THEREFORE, EVERY ATTEMPT SHALL BE MADE TO KEEP THE PIPE CLEAN DURING INSTALLATION. THIS MAY INCLUDE SWABBING THE PIPE WITH CHLORINATED WATER. ADDITIONAL REQUIREMENTS AND ALTERNATIVES. CITY OF ARLINGTON STORM DRAINAGE NOTES 14. PIPE BEDDING SHALL BE IN ACCORDANCE WITH THE CITY OF ARLINGTON STANDARD AND WSDOT 16. THE CONTRACTOR SHALL PERFORM TEMPORARY SOIL EROSION AND SEDIMENTATION CONTROL, STANDARD SPECIFICATIONS. 3/8-INCH MINUS MANUFACTURED CLEAN PEA GRAVEL IS THE REQUIRED CITY OROTH R APPLICABLE NOISE CONTROL, AND TRAFFIC CONTROL AS REQUIRED BY THE ABLE AGENCIES. 1. ALL STORM DRAINAGE IMPROVEMENTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THESE APPROVED PLANS AND CITY BEDDING MATERIAL. ALL PIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION. THIS SHALL 17. CUTTING AND PATCHING OF ROAD WAYS SHALL CONFORM TO THE REQUIREMENTS OF THE STANDARDS AND SPECIFICATIONS. ANY DEVIATION FROM THESE PLANS WILL REQUIRE PRIOR APPROVAL FROM THE OWNER, THE CITY INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION RIGHT-OF-WAY PERMIT OF THE CITY OR OTHER APPLICABLE AGENCY. q N ENGINEER, AND OTHER APPROPRIATE PUBLIC AGENCIES. MATERIALS AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM 2. ALL PIPE MATERIALS SHALL MEET THE REQUIREMENTS OF THE CITY STANDARDS AND SPECIFICATIONS. ACCEPTABLE STORM GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED BY A UNIFORMLY DENSE g g DRAINAGE PIPE MATERIALS INCLUDE CONCRETE, PVC, HDPE, AND DUCTILE IRON. CORRUGATED METAL PIPES(GALVANIZED ALUMINUM UNYIELDING BASE. 15. THE CONTRACTOR SHALL COMPACT TRENCH BACKFILL WITHIN THE CITY RIGHT-OF-WAY TO AT LEAST ~w OR STEEL)ARE NOT ACCEPTED BY THE CITY. ALL PIPE JOINTS MUST HAVE GASKETS AND SHALL BE WATER TIGHT UNLESS OTHERWISE DIRECTED BY THE CITY. 90%MAXIMUM DRY DENSITY FROM THE BOTTOM OF THE TRENCH TO A DEPTH OF 3'BELOW THE WITHIN 3. PIPE BEDDING MATERIAL SHALL BE 5/8-INCH MINUS CRUSHED GRAVEL FOR ALL PIPE TYPES, EXCEPT DUCTILE IRON. BEDDING SURFACE. THE TRENCH BACKFILL MUST BE COMPACTED TO AT LEAST UI MAXIMUM DENSITY E MATERIAL FOR DUCTILE IRON PIPE SHALL MEET THE REQUIREMENTS OF THE CITYS STANDARDS AND SPECIFICATIONS(CHAPTER 4). 3'OF THE SURFACE. ASPHALT MUST BE COMPACTED TO MEET THE REQQUIREMENTS ON THE PLANS. 4. ALL TRENCH BACKFILL IN AREAS OF PAVEMENT OR STRUCTURAL LOADING SHALL BE COMPACTED TO AT LEAST 95%OF THE ALL COMPACTION TESTS ARE AT THE DEVELOPERS EXPENSE. z MAXIMUM DRY DENSITY. ALL OTHER AREAS SHALL BE COMPACTED TO AT LEAST 90%OF MAXIMUM DRY DENSITY. 5. ALL PIPE SHALL BE PLACED ON STABLE EARTH. IF IN THE OPINION OF THE CITY INSPECTOR, THE EXISTING TRENCH FOUNDATION IS ®® $ o CITY OF ARLINGTON ADA NOTES UNSATISFACTORY, THEN IT SHALL BE EXCAVATED BELOW GRADE AND BACKFILLED WITH GRAVEL BEDDING MATERIAL TO SUPPORT ® 3 THE PIPE. 0 6. LOT DRAINAGE SYSTEMS, STUB-OUTS AND ANY DRAINS BEHIND THE SIDEWALK MUST BE INSTALLED AS REQUIRED PRIOR TO ADA NOTES: THE FOLLOWING NOTES SHALL APPLY TO HARDSCAPE FACILITIES WITHIN SIDEWALK CONSTRUCTION. STUB-OUTS SHALL BE MARKED WITH A 274"WITH 3 FEET VISIBLE ABOVE GRADE AND MARKED STORM". THE PUBLIC RIGHT-OF-WAY. LOCATION AND DEPTH OF THESE INSTALLATIONS SHALL BE SHOWN ON THE AS-BUILT PLANS SUBMITTED TO THE CITY. 1. UNLESS OTHERWISE SPECIFIED ON THE PLANS, OR DIRECTED BY THE CITY 0 7. ALL CATCH BASINS SHALL BE TYPE 1 UNLESS OTHERWISE SHOWN ON THE PLANS AND APPROVED BY THE CITY. THE USE AND ENGINEER, CROSS SLOPES OF SIDEWALKS SHALL BE NOMINAL 1.57 CROSS INSTALLATION OF INLETS IS DISCOURAGED. SLOPES SHALL NOT BE LESS THAN 1%NOR EXCEED 2%. t-' 8. ALL CATCH BASINS NTH A DEPTH OF 5 FEET(RIM TO INVERT) OR GREATER SHALL BE TYPE 2 CATCH BASINS EQUIPPED WITH 2. MAXIMUM SLOPES SHOWN ON THE PLANS REPRESENT THE MAXIMUM co 8 3/4- INCH DIAMETER SAFETY MANHOLE STEPS OR A MANHOLE LADDER PER CITY STANDARD DETAILS. ALLOWABLE SLOPES PERMITTED BY CURRENT ADA REQUIREMENTS. THE W 9. ALL GRATES SHALL BE MARKED "OUTFALL TO STREAM -DUMP NO POLLUTANTS". ALL SOLID COVER SHALL BE MARKED DRAIN". ALL CONTRACTOR SHALL TAKE INTO CONSIDERATION CONSTRUCTION TOLERANCES ^ i CATCH BASINS AND MANHOLES SHALL BE EQUIPPED WITH LOCKING FRAMES AND LIDS OR GRATES PER CITY STANDARD DETAILS. WHEN PLACING SIDEWALKS TO INSURE MAXIMUM SLOPES ARE NOT EXCEEDED. LLJ �+ 10. ALL GRATES LOCATED IN THE GUTTER FLOW LINE(INLET AND CATCH BASIN) SHALL BE DEPRESSED 0.1 FOOT BELOW PAVEMENT 3. COMPLETED SIDEWALKS OR OTHER HARDSCAPE ELEMENTS THAT EXCEED Z Q N LEVEL. MAXIMUM SPECIFIED SLOPES OR ARE LESS THAN MINIMUM SPECIFIED SLOPES 65 3. Z W 11. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL MANHOLE, INLET AND CATCH BASIN FRAMES AND GRATES/COVERS SHALL BE REMOVED AND REPLACED BY THE CONTRACTOR AT THE z CONTRACTOR'S EXPENSE. L�x 0 TO GRADE JUST PRIOR TO CURB INSTALLATION AND/PAVING. ❑ 12. ALL RETENTION/DETENTION FACILITIES SHALL BE INSTALLED AND IN OPERATION PRIOR TO, OR IN CONJUNCTION WITH, ALL F- CONSTRUCTION ACTIVITY, UNLESS OTHERWISE APPROVED BY THE CITY. 13. DETENTION/RETENTION PONDS WITH SIDE SLOPES STEEPER THAN 3:1 OR WITH A MAXIMUM WATER DEPTH GREATER THAN 3 FEET N O d SHALL BE ENCLOSED WITH A VINYL COATED CHAIN LINK FENCE. M N `+ , BEDDED OR SEEDED AND IN OPERATION PRIOR TO, OR LL CC 14. BIO-FILTRATION SWALES AND/OR FILTER STRIPS SHALL BE CONSTRUCTED N SODDED IN CONJUNCTION WITH, ASPHALT PAVING. THE VEGETATION IN THE 810-SWALE MUST BE WELL ESTABLISHED BEFORE PAVING Z Q Q City oY Arlington Publk:Works N O i BEGINS. Engineering-)!Approved 15. STORM WATER RETENTION/DETENTION FACILITIES, STORM DRAINAGE PIPE AND CATCH BASINS SHALL BE FLUSHED AND CLEANED BY -Nn f� THE DEVELOPER PRIOR TO THE CITYS ACCEPTANCE OF THE PROJECT. a o. 16. WHEN INFILTRATION FACILITIES ARE CONSTRUCTED, COMPACTION OF SOIL IS NOT ALLOWED, AS THE DESIGN IS BASED ON NATURAL �Approvwi Condnditions iti �Date SOIL IN THE ORIGINAL LOCATION. VEHICLES SHALL NOT BE DRIVEN OVER THE INFILTRATION AREA DURING CONSTRUCTION. i 17. IF THE CONTRACTOR ENCOUNTERS GROUNDWATER OR SOIL CONDITIONS DIFFERENT FROM THAT SHOWN IN THE PLANS DURING No changes authorized oriless INFILTRATION SYSTEM INSTALLATION, THE CONTRACTOR SHALL NOTIFY THE CITY INSPECTOR. aPn°° by Ike o+ l:l[r Enginaat w dosi;�r� N CV-1.2 0 3 N REFER TO SHEETS CV-1.1 AND REFER TO CV-1.0 FOR EROSION SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. CV-1.2 FOR GENERAL NOTES CONTROL SPECIALIST REMOVE EXISTING j ; If I \ I 310511-003-t POTHOLE SHED LOCATION FOR END OF FENCE � � � �1 SANITARY SEWER LINE `- I / 1 I � DEMOLITION KEY NOTES I I FIND. EXISTING EAST OF BUILDING D. 1/2" BAR & SANITARY SEWER / I REMOVAL nv9 °us n1! ILLEGIBLE CAP ____--- WATER VAU - _ _ / CONNECTION 1 I I I I �A DEMOLISH EX. RETAINING WALL QB REMOVE EX OVERHEAD POWER LINE, COORDINATE W/ I 8004'0 "E) EXISTING UTILITY PROVIDER I N8906 06 E ___ _ /!! ' I I REMOVED FENCE 8E I Q Q -� - I PROPERTY LINE TO I zd zd © COMPLETELY DEMOLISH EXISTING BUILDING AND ASSOCIATED L � � 1 NORTHERLY PROPERTY z3 r3 APPURTENANCES,INCLUDING BASEMENTS IN ACCORDANCE As -�-�Ss�Ss-Ss-Ss-Ss-Ss Ss-SS sS ss-ss-ss-Ss-s W R VAULT, -SS-� / E I I I LINE(APPROX. 150 LF) I a a a a a WITH APPLICABLE CODES. DISCONNECT AND CAP EXISTING y- 10'UTILITY ASEMEN{1 , GRAVEL / I ECORDED DER A.F.Hd, ^< UTILITIES AT THEIR MAIN LINE. CONTRACTOR SHALL REMOVE 1 J / -W- ACCw B3 40029 III I o N g ALL ASBESTOS CONTAINING BUILDING MATERIALS IN I ' \ / ORDANCE WITH APPLICABLE CODE REQUIREMENTS. ! \\ I Exlsnrlc // - -- j E �/1 3 I j 1 DO DISCONNECT EXISTING ELECTRICAL SERVICES CAP AND Ivl I \i �- a . . ..: - PRESERVE FOR RECONNECTION I � J / 04cc:• :.: � / w'-'�cw- w I I I I I I I QE DISCONNECT EXISTING WATER SERVICE CAP AND PRESERVE II Il ' / r� ' A .� •'• A j I �' I / \ 1 ' I I I zo FOR RECONNECTION I I °� I I I j \\; I I �Bn 1 l I o o / I PROPOSED DRUG STORE I I I I q + I P.U.D. 1JE 1 1 Q m QF DISCONNECT EXISTING GAS SERVICE CAP AND PRESERVE L f I �� FOOTPRINT DRUG I I _ / I EA D of I I o FOR RECONNECTION I ' I D C • . ____ _ _ - I / I I UND,q,1 I o 0 © REMOVE EXIS111 TING CATCH BASIN,INLET PROTECTION TO BE f q f No.11s1 1 \\ ) \ I 11 I 1 1 1 _0 I � REMOVED UPON REMOVAL OF STRUCTURE \ I �• `: •• FlNISH FL OR I I �' / \ \ :4, ••.B"v.•°:•,• EL-123.7 O ' QH REMOVE EXISTING STORM DRAIN PIPES IF ENCOUNTERED. II I�' i \\ \\ �''` /// III 11 I I I .. 310 1-003-041-00 I lO REMOVE EX UTILITY POLE AND GUY WIRE, COORDINATE WITH I II I I \\ " o,; // 3I UTILITY PROVIDER I I \ 04 PROPOSED DRUG STORE I I II ' \ T• •' •� 68,887 s0.Fr. FOOTPRINT(TYP.) I I I �� l l l EXISTING 4"GAS LINE P QJ EX SANITARY SEWER TO BE VIDEO INSPECTED. REPORT TO I 1 1 \ K '' 1 I I I TO REMAIN. �� 0 BE PROVIDED TO ENGINEER FOR REVIEW TO DETERMINE IF I I I P \ FINISH FLOOR I I\I // i I CONTRACTOR TO o�41 �a EXISTING PIPE CAN BE REUSED. CONTRACTOR TO POTHOLE I I I' o I •''''• a EL-123.04 I ///i I ° AND SURVEY SIZE, LOCATION AND INVERT ELEVATION. I LLOCA11ON NORTH OF OCATE/MARK - I I I I \ \ BLDG. I a %IIII/1z LOCATION SHOWN ON `d QK DEMOLISH EX SIDEWALK II I I I h \ 1 °!..,•A•. I I IIII SURVEY. 1.. '• j s L I Tlir © PROTECT EX UTILITY TO REMAIN I o aL� I NISH FLOOR •'4 , III III B ° -12332 j LOCATION OF EXISTING 150 ; I // j 1 I I LEGEND 1 i I o 5 ... , I I BEGIN FENCE REMOVAL 1 GALLON SEPTIC TANK. �, / 1 ��M GAS / CONTRACTOR TO DECOMMISSION I I I I I REMOVE EX. CONCRETE PAVEMENT II \\\ e�• !` METER TANK PER SNOHOMISH COUNTY I I�// ' ACI ESd 110 I a I HEALTH DEPARTMENT Ic, ppI I REMOVE EX. BUILDING 2I I J \\ \\ •, C REGULATIONS PRIOR I I ' RE'T¢ICTED I «f 28,@79 S9.FT. FINISH ??YY�"''FF11R$N II � � D ' EL-123.aa � CERTIFICATION OF I eo NDT T I REMOVE EX.GRAVEL SURFACING 11 I •I r' DECOMMISSIONING TO OWNER. ; �, ' OR�FJE�T� .. u.PA�DING� CLICK- � I BY,, I I STABILIZED CONSTRUCTION ENTRANCE WIDE SANITARY SEWER H ,,..: ,. .' °." '.:•., 1.; D,`j`�1L,MIE T D-2.0 I \ I EMENT TO THE CITY OF \ •� I I ' R`^' TEMPORARY I GTON A.F.N0.9110010458 • G • 3 Ut{D .F. N 20 CATCH BASIN INLET PROTECTION I \\ G G H 4 TOP 2.6'ROUND CB-120.03 ' " pt CONSTRUCTION FENCE. L7 WIDE EASEMENT FOR \ i \TOP CB-123.56 INV.6"PVC S.-118.78 LIMITS OF DISTRUBANCE / I I I ESS,EGRESS,UTILITIES V.4"PVC(ROOF TOP).122.59 INV.6"PVC W.-118.73 I I III A OAD RECORDED UNDER \ INK\"PVC N.-t22.13 H H INV.8"PVC E.-118.73 ; .NO.8911200355 CONSTRUCTION FENCE I I I II 1 I I GRATE W.WATER V UT-TFF/VALVE G _ - TEMPORARY CONSTRUCTION FENCE TO BE AF 1\ TOP CB-123.35 -_ \ _ 3 0 0-2o SILT FENCE --0-- / I 1 \\\ INV.8"PVC N-122.43 p \\ - -A -- �I\� ' ADJUSTED FOR RIGHT-OF-WAY(SIDEWALK) `E �/ I �9J j/ 1 OB ppOJ O INv.,TOP PVC N-zi.s -- r - //'� 3 I \ WORK. KINSPECTORSOR TO COORDINATE WITH . a EARTHWORK QUANTITIES I z 'I / zo c? GRAVEL 1� EARTHWORK VOLUMES SHOWN BELOW REPRESENT THE / q I 1 \ O J Ai IR o " GRAVEL- DIFFERENCE - --_-�-_-1s+•-'-- / ,9 / S. " N BETWEEN FINISHED AND EXISTING GRADE ( I $ \ �/ NF SURFACES WITH NO ADJUSTMENTS MADE FOR SURFACE I I -�4 ��„/ a� - FND.BLE BAR a o ' g=� �m ILLEGIBLE CAP II o PREPARATION REQUIREMENTS OR SUBGRADES. THE VOLUMES I M I Q ARE APPROXIMATE ONLY, AND ARE NOT TO BE USED FOR I _ BIDDING PURPOSES. ' / - "------ - o �\ N3-10'2(SfE 3 I / \ ,,---- 5.01' ��� N89'O6'06"E o O_ o CUT: 300CY T -- - - - - T _ _ _ - - - o \ - 20.05� 3.1/ �' I FILL: 4,500 CY SET MAG NAI�d�-_--_-- - - - - - - _ 1 = ? o WASHER LS.42888 __ NET: 4,200 CY(FILL) _ - - - - - - - - - - 0 HP / - OHP - SA LTS W� _y �'� OHP _ 'OHP _= VA000LTS 0- jH� HP OHP - _ --OHS -�s�-s�-�5.� -- -i- - O Z Q v "E - 1 - - \ L=38.12' I - - - - -N 06 .5 w O C.WA 4•:, ' .."W.. 40. R=25.00' 13 W ..�. .. / / w / CURB % A=87'22'10" 1 Z -W w I C1 1125 2S L a 30.00� / L 35 09' roPPl!s LID CB-28.84 EX SIDEWALK TO THE I O Z w GRAPHIC SCALE 10 (CAPPED)-121.33 T9P S ID LID OB-128.33 K K EEDbmIT SIG K L L INV.8"VP w(CI K !� EAST TO REMAIN. j s H Q 20 0 10 20 40 80 �' _ / IN 8"PVC$.-123.10 / I SE ARATOR)-122.54 / I Z i / I STABILIZED CONSTRUCTION / IN v 8"PVC E.-122.99 153_49' ! _ _ _ /- - -4- O N Z Z 4.7a- ENTRANCE -M T \ ( 140.57' I o 6"E1- 2670. INV.8"PVC N.-121.38 G.T.E. VAULT-� 1 S'� 4 COR. \ N8g' ~ N ( IN FEET ) \\ , INV.8"PVC 5.-121.63 204-TH ST N� 1 �_.5 55�--ss n-O r.� N oc E N t inch = 20 ft. EXISTING SIDEWA \ SS-SS-SS-Ss - S-Ss-SS-SST -SS-Ss-SS- FND. CO NON. \ Z d Q J <r TO REMAIN WEST Ss--55 ss�---SS-SS--SS-ss-ss- W/BRASS AP IN 8 \ OF NEW ENTR - TOP soup LID ce-124.75 TOP N.-1z. I 11 CASE 9-11989 \ cc INV.8"PVC N.-123.08 1 TOP CB-125,58 \ TOP ce-tza.3o CONSTRUCTION DRAWING APPROVAL Q SEE SITE PLAN) 1 TOP CB-12472 INV.8'PVC S.-122.97 INV.8"PVC NW-123.66 \ INV. PVC S.-123.78 W THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED o i INV.8"PVC N..122.08 TOP SOLID LID CB-125.88 1 \ WRB INKS PVC N.-124.90 PER THE CONDITIONS ON THE TITLE SHEET. Q --C$NC.WALK __-- SE.COR.SSMH-128.17 C Ka CONIC iVALK TOP INV.6"PVC NB 125.38 BY: `4 LLS.,.Q. - / o --� \ 1 I City Eng(neer, CITY OF ARUNGTON Know what's below. ✓Ss� 1ELEPHONE VAULT-SS-SS- s Ss Ss SS-SS S� DATE: II 1 Call before you dig. / \ / o y g THIS APPROVAL VALID FOR 18 MONTHS D-1.0 3 SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. Its m99F5N NOTEE i.Pre1Nw NRve n,wWnl aVe,gM andtl �' ai�MM,Erule OmEMm�W enall�tEo /- iaAa ros a,NPo»Ma Mu tlxouYn Me Ab of Me Pmhal. ,I ��� - 'noaleMe�t eebm n kcm nwn�rounl lM eMe of tlro bnw. � � K K C wanay upLape BeDlowargnE-NnCN m.. rtNcaro OinN�iEMroNIE etge'r�1aiH W aiAeaREG. 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TEI..w,.y,I'oU � � S TYPICAL SECTION EAry '-- HI6N VISIBILITY PENCE HIGH VISIBILITY SILT FENCE Wg11K STANDARD PL1W I.10.10-01 STANDARD PLAN 1-30.77-00 MF a <n anweo rvrcE azcnow snw eEcweE exawl Tooe*»EA _ ,or,s»eer AM w,iEn rnobnwxo inwua» ---.s:n- E r GTgn ,xiowAiomsoAMwiia+*n�110Na e»uv NoreE PuceP •aa+r..a.Pw+..+r*...w+ BPNCE�fAA �aaANar ro.eeA,MewN.epMr IMaOR mare ermvAa HIGH VISIBILITY CONSTRUCTION FENCE SILT FENCE NTS L NTS I xorEs oa e' ",eE a +.smm.e.mw lm.laVaee Dsvlu/e r,Dl ro.me srom,,Memr.mldwan � PIM ! wn exvme. rPn DrPlerdwEav-� I.TM RIOD aMX nwe•wnXJn Ilgl.naw nINI aYMem lownbe wpawl. I1 \ / i "ow l A�LLe-,�I�Yn•Tw ra�x "� Fr nu '��of rr.+,D• . .- `,iY �W¢ sluNuaEaaun _i'p'. �nANOAwaPa�ilcAnoE ���,E��wE eaecnGY�iaxPaunou. / /.' ///// / � sh ���Sn'YP1 NE NY_ryb 3Y anAit nleana�. N'Al10MO (AJ aaffn cEPT um �T -IVNmON I—LL �E.roaE- PaM� � 1 aEnNibfµSEfBq �� � aN..Lwa.mA� i auuwYaPu�a- E , i� __ 9 larl oER+x nox oeoieat FOR awl vaoiHM� Obi �� ',M -IBOWaatTblAIEaENa! TAaWlATbN MwI THEE MECRTHE Emniar0 IEn wY XIECfBYCgOlAucllox ENTRANCE �E�yry Z NE�.. PpA � EOM`�EY��Wn£T.M ISDMETiIC VIEW Q 1 STABILIZED CONSTRUCTION ENTRANCE a o Seen eue aR e:A DloeaEemGnoN eecilox.'"sai.an EMI maPwwcNwxsL N3 oaE.rYN,mEiaRAn:oE�ace -m.EAnwnewAssmP.l ----� -- _� Ig�u3 aae . s •G � ,I, � ;' �---�L arnaemmorr CiAiiRIWTe nuATl uApwsa lEi+illy BERM OR PARn�1LOR I'�o aarN�N IeG1tTRIL VIEW 9j'O�'' R,TLIIRPdID.RAI ,.n �` 1 a a.NAR»T �. -� ; nON N•+'-P nCR NAPEaaN+V DN MTBI. ' 4 ..LET ROTECTIION ■•+�c EaR SLwcs sreEPeATNwarnry �" N STANDARDPLANI.IORO-00 t MISCELLANEOUS z-vaernwoErm t'.e'eFlnllEM BMRAOE TYPICAL SECTION 3 axaE COMPOST BERM DETAIL EROSION CONTROL DETAILS ��'O///��� Z J p -- uGnmN % r LONOINOINAL 8ECn011 STANDARD PLAN 1-80.70-03 w «� _._ xote aEA+RORAHr nirErlcE -�> N +aP+sllEEr E Z Z Rf/ �� ___AVPWYED OR INIICAlNN1 .. U�G1rINW 6unYFP e�YER THEME�Y�061aEµ0�'PRDNOEA oR CaMRueT wN;x e.� r HATNE EARi1RN ANTERVI Pr:E�M^—mTii� 2 l.J TEMPORARY SEDIMENT TRAP �+�..+�arr � �\' �O Z p CS STORM DRAIN INLET PROTECTION STABILIZED CONSTRUCTION ENTRANCE co cp o NTS NTS J INQ W s tr CONSTRUCTION DRAWING APPROVAL Q 0 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. BY: - 0 City Engineer, CITY OF ARLINGTON sDATE: 3 THIS APPROVAL VALID FOR 18 MONTHS D—n.O SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. I I J 1 I I VEHICULAR ACCESS FND. 1/2" BAR 8c I I POINT(2-WAY)I AL CAP SHARED ACCESS DRIVEAIL AD � m � � � ,��,404E 0.00' 55 r o F (L N89 'O6"E - t 2" BAR, I -- �-- -- - - _- N896"E - 258. 0_N_-_ __ 75'FROM SURVEY v VO CAP I 1 ..- REFERENCE POINT I � sg � V CV 10'UTUTY EASEMENT « ¢ 6 6 ri n °. °�, '°' RECORDED UNDER A.F.N0. d a • 8304040029 CLLEGEND RS'CONCRETE PAVEMENTCONCRETE SIDEWALK PAVEMENT . 1 r I : : : . , SS1cn SE1/4 ON 11 . . RECORED.k . . SIGN PARKING STALLS PER ROW I Io 1 �'•' :'�':':': o ® I Iqu 1 �I_ I _ __ __ _ I�� PEDESTRIAN PATH I '-0 13 1 '1 EXISTING BUILDING ( I I I z '30 DRUGSTORE 1p E 112.5'' 19' 30' 19' r 1 14,671 SF �' ' ' Ul Ul s D N VVV ''�•'•'•' W � I N ii z > I I I 1 1 13 JPylts �° I w m ?Ttx 1 u- I Z .. •','•' ACCESS TO �. I 1 11 S.R.9 �L. 29.33' RESTRICTED OD FROM EAST ,S BOUNDARY :Li: �. — — 1 30�W10E SANITARY SEWER . . . . . . . . . . I -OF PROPERTY EASEMENT TO THE CITY OF q9�A BY ARUN TON A.F.N0.9110010458 MJh *AY +Ir.r�r�, io .'I'.'.'.I DOCUMENT 1 r RECORDED UNDER A.F. 30 ,E EASEMENT FOR INGRESS.,EGRESS,UTILITIES AND ROAD RECORDED UNDER 6 1i' •'•'.' n ry d A..NO,8911200555 <JN CA I Rio' VEHICULAR ACCESS " '• I ' I POINT(2-WAY) r ' ' 9. 0 © ]] LL I I I 1 1'.'.•. � 8 � E I I I Rl`' R20'D �'•'•`.I I I I . , r N RV 1 I ��� Ai� N Q5 �� � 10 E:.:.:• $ o I �I3 Rj0 . . . . . . . . . . . . . . �m .D. . . . . . . . . � R10' — RID.1/2^BAR& � 45' 6' 90' of . . . . . . . . . . . . . .�.yi. . . - . . . . .. R322'L �C ..,j 9' " 10 LANDSCAPE .�m i.'. : I & _ ^, 75'FROM SURVEY EXISTING ACCESS BUFFER':: ""' 6'.>''' I� 10'2 "E REFERENCE POINT TO REMAIN ; • "I" —30, o M . : 5 Ot' N 9'06 O6"E NI I' 12'CONCRETE TRAIL: j; z 3Et���1u�Ng ' N •WASV(BR d.6.•d2 6 — — NOT A PART- — — — — — — EXISTING SIDEWALK _ t� ' — — — — — — — — i TO REMAIN — — — — +�"'�" - �" '+i LLW ® i .I N 9'G6' 6`E ;t35 57 L=38.12' O 3 % 0 R=25.)0' Z Q J z 35'FROM SURVEY 30.00' 30'RIGHT OF WAY �= 22'10" 3 O REFERENCE POINT VEHICULAR ACCESS POINT(2-WAY) I '0 204TH ST. NE 35.09'-�J F 5' L SNDDSPCAPE RIGHT IN/OUT - � � 5'FROM SURVEY I MINOR ARTERIAL Z �18 06'06"E 6670.63' -- - - 1+Da"- - - ---� - + 04 - - 15: 25 MPH _ REFERENCE POINT Q O O �v 5+��� �— -- 141SM7' �� -- D ZO� V FND. CON. MON. N Z Q o � 0 J N O W/BRASS CAP IN o f Z�Q j GRAPHIC SCALE J ^ NO I� CASE 9-1989 20 , 1I 20 . 8p € -- CONSTRUCTION DRAWING APPROVAL Q & ( IN FEET ) THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED g 1 inch = 20 it. o o PER THE CONDITIONS ON THE TITLE SHEET. o O BY: LA4.1,1 — CRY Engine, CITY OF ARLINGTON jDATE• APPROVAL THIS APPROVALL V VALID FOR 18 MONTHS SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. STANDARD NOTES 1 JJ 6 REFER TO SHEET CV-1.1 FOR NOTES AND CV-1.2 FOR CITY OF ARLINGTON STANDARD NOTES N `� 0 VEHICULAR ACCESS N N N Im 5 N POINT(2-WAY) :�O SHARED ACCESS DRIVE-1 CONSTRUCTION KEY NOTES ' E , I" R20' A QA CEMENT CONCRETE TRAFFIC CURB g Q TRASH ENCLOSURE, SEE ARCH PLANS FOR DETAILS 5 3 J 34 © ADA STALL W/SIGN, SLOPE IN ADA STALLS AND LANDING 1 A : :I: : : < a a C-8.1 ,'. . �,e. 10•UTLLITY EASEMENT AREAS SHALL BE NOT MORE THAN 2%IN ANY DIRECTION. I R30' �' 4. RECORDED UNDER A.F.N0. QD STOP BAR R p •'' Baoaoaooza o r N N N O O NO PARKING-LOADING ZONE(FIRE LANE)PER CITY OF I R5 L pp ARLINGTON STANDARDS. I 1 : J:; N M f F TYPE 1 CEMENT CONCRETE DRIVEWAY APPROACH it6 © CONCRETE SIDEWALK PAVEMENT I 1 104' ...I s1/2,sE1/4 Z � � � i sue T m O o (�H TIE INTO EXISTING SIDEWALK I r 0 EASEMENT RECORDED n v I.'.'.' UNDER A.F. STOP SIGN 1 0 Pa _I_ ; _ No.ns7an QJ PEDESTRIAN PLAZA, SEE C-1.1 0 CROSSWALK I I A N © LOADING RAMP. APPROXIMATE SLOPE OF 5% 1 1 PATTERNED CONCRETE PAVEMENT 1 I'-'•'• ON "NO PARKING"FIRE LANE I I DRUGSTORE 8:5' 19 30 19 QO NOSE DOWN CURB I I 30 14,671 SF I 4aa LEGEND I I I MAX HT. = 30.5' � t jr STANDARD DUTY ASPHALT {{ 771M C-8. 1 I I a: Q 1'. 7 ::I;: • . c e.t CONCRETE PAVEMENT CONCRETE SIDEWALK PAVEMENT I - N •�•-•-•- ACCESS TO T LANDSCAPED AREA I S.R.9 ..I� 3,4 1 E _ 29.3 ,, �1. •�.• FROM RESTRICTED e CONCRETE CURB 1 1OF BOUNDARY C-8.0 PROPERTY LINE - - aD7 N1DE SANITARY SEVER . RECORDED ARLIN TON A.F.N0.9110010458 t UNDER A.F. o SIGN i ' f ;I NO.1140278 _ q 30'N1DE EASEMENT FOR �'���'�"�•'� '�. Q g ...,> PARKING STALLS PER ROW ® INGREsA EGRESS,UnuTD Sp AND ROAD RECORDED UNDER - .: .:_� •:i. PEDESTRIAN PATH ---------- A.F. N0.8911200585 { LL EXISTING BUILDING r A (R10' � . . y ':'.;.;� PARKING DATA I �° RID' R2o 9 M 6 =< $K v . . .I r REQUIRED PARKING(DRUGSTORE) o REQUIRED RATIO: 1/400 SF BUILDING AREA , � �� 0 9' RS I ® 3 REQUIRED STALLS: 37 SPACES R1 0' PROVIDED PARKING .;.; a 'VEHICULAR ACCESS':':':':':':'•'•'•' �9 ' ' ' STANDARD STALLS: 58 I ��. . . . .•.•.•.•.•.•.•.. 3 ACCESSIBLE STALLS: 3 F- O •,POINT 2-WAY P Si o TOTAL STALLS: 61 T ( ) I•- j` 30 ;• -' — o I 1: 0' 0 . . . . . . . . . . . . . . -� ... STALL DIMENSIONS - — � 'T' .' ' ' W STANDARD STALL: 9'X19' DS2 — — — — — -- 43' - ., .. H z3 z PARKING REQUIREMENTS H G F o I G " o z MINIMUM PARKING REQUIRED 1 SPACE/400SF BUILDING EXISTING ACCESS ��� 204TH ST. NE 14,671 SF X (1/400) = 37 STALLS TO REMAIN VEHICULAR ACCESS POINTS2-WAY o4 -- -- -- -- 0O(~'f --- -- -- -- - -- ��-- - - -- -- - - �►RIGHT IN RIGHT OUT CV REQUIRED o PARKING PROVIDED = 61 STALLS PROVIDED o O NOT APART- N MAXIMUM COMPACT STALLS 20%OF STALLS ('�N cc N PARKING STALL DIMENSIONS EXISTING SIDEWALK $o Z Q d. TO REMAIN �`� i REGULAR STALLS 19' X 9' g COMPACT STALLS 15' X 8' ADA STALLS 8' WIDE, 5' ACCESS AISLE CONSTRUCTION DRAWING APPROVAL Q o+ MINIMUM TREE SHADING 20%OF PARKING AREA THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. GRAPHIC SCALE aY.- td1tmCa vmt , City Engineer, CITY OF ARLINGTON � 20 o to 20 ao 0 ao �DATE: //�(l1 y ii j ( IN FEET ) THIS APPROVAL VALID FOR 18 MONTHS L inch = 20 11; SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. � oo � W m � U � H O d W W W 0 0 0 0 I U V U U U Z Z Z Z C) UU UU ¢ ¢ ¢ ¢ ¢ 0 1 6. O- d ' w v LARGE D IAMEIvE R MARRY TONES W . W LARGE DIAMETER QUARRY STONESES ] ACCENT RIVER ROCK m r 126,35 (TYP.) y ti 127.85, 0 BORDER `ACCENT RIVER I CA m _a a ROCK(TYP.) �I .•• 127 90 85 SCORED CONCRETE/STAINED AND EXPOSED AGGREGATE } W SCORED CONCRETE �,•<'*:.i „�. (TYP.) o4dop ' r 128.15 W '' 127.90, STAIRS 18" TREAD WITH 6" RISER (TYP.) W W BENCH �� 'y~ = i 129.75 (� O w (TYP.) - - - - -'I, W W— W 128.15• 129.65 _ _ — — _j ' 129.72 v y ENTRY CAPS(TYP.)� / EX BENCH 129.65 129.36 129.58 ENTRY CAPS AND STAIR BORDER _ _ _ _ �— - - - - - - - - - -129.28- - - - - - - - - - - -EX - - - - - - - 'Ell PLAN VIEW E n _ rn_ I a Y©Q � 3 rn k a W Z O � Z < °' rF- >CO Q = = Z O 64 M SECTION VIEW NN ZVQ La i J � n. CONSTRUCTION DRAWING APPROVAL Q GRAPHIC SCALE THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED IL =E 5 0 2.5 5 10 20 PER THE CONDITIONS ON THE TITLE SHEET. er. �11Rv a - Q, City Engineer, CITY OF ARLINGTON ( IN FEET ) - 3 1 inch = 5 ft. DATE: R STORY PHOTOS �11 THIS APPROVAL VALID FOR 18 MONTHS C-1.2 SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. J y Q yIyJ W I1-,I d Z O 9 7Z8 F d W W W A C� CJ GJ U U J d J « a '+T I —— —�• — — 1_ : �5 10'UTILITY EASEMENT I ,�' \\\\ n RECORDED UNDER A.F.N0, N N rn iv 1 04040029 83 o 0 0 R40' I R5 o I I I ~. 104' 51/2,SE1/4 SECTION 11 1^ SUBJECT TO P.U.D. 1 EASEMENT RECORDED UNDER A.F.NO.1157911 p, � Z I O o 0 I II I i F I U I I 9 j I i I M DRUGSTORE 8.5, 1 s' 30'--I 19' 30' 14,671 SF T J EXISTING BUILDING FOOTPRINT I �� MAX HT. = 30.5' I r I 12' 1 a I r 9 I F � ACCESS TO S.R.9 29.3' I RESTRICTED FROM EAST II?? 30'WIDE SANITARY SEWER I BOUNDARY OF PROPERTY I ±I p^Brj EASEMENT TO THE CITY OF I ( I BY DOCUMENT RECORDED ��0 ARLINGTON A.F.NO.9110010458 I �� UNDER A.F.NO, 1140278 I ; 30'WADE EASEMENT FOR 6' I INGRESS,EGRESS,UTILITIES AND ROAD RECORDED UNDER r A.F.NO.8911200555 I R10' y 'IJ� ♦ , p \ �Nm ♦ 0 1 o; I I ooDp N �R10' R20' . � N god I R10'I $F� ">? R10' $ g' R5 g VEHICULAR ACCESS a R22' 8 0�� o POINT(2-WAY) _^ — 6'_ I — — — — — - $ 30'I O - - - N EXISTING - - - T I - - - - +- - - - -- w I gg o LL SIGN PER MUTCD SIGN PER MUTCD I ~ STANDARDSR 9-11 ° STANDARDS R 9-11A 24" X 18" CONSTRUCTION FE CE VEHICULAR ACCESS POINT(2-WAY) 204 ST. NE 24° X 12° o -- -- -- -- -- -- - - -- (RIGHT IN/RIGHT OUT) -- -- -- - - -- -- -- NOT A PART- O EXISTI SIDEWALK ` R O ®® TO REMAIN N �37t J 0 O d ° o Z W a. z 3 N Z Z 0�( NZ ZU M ^a iE 5 r 2 a CONSTRUCTION DRAWING APPROVAL a 0 GRAPHIC SCALE THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED 30 0 15 30 60 120 PER THE CONDITIONS ON THE TITLE SHEET. jBY: .ems City E t inch = 30 ft. CITY OF ARLINGTON L ( ngineer, DATE: FEET ) '8 111I 11 7 c THIS APPROVAL VALID FOR 18 MONTHS 3 SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. REFER uL�I�EOM slurs I FOR I VEHICULAR ACCESS K N N N = K (F= POINT(2-WAY) : SHARED ACCESS DRIVE AL I I a W w W --- — -- ZZ = � Z a ¢ ¢ ¢ a c� --55' 10'UTILITY EASEMENT ^ ^ ^ ^ o o RECORDED UNDER A.F.NO. I \ \\\ •,•,•,` O O N N O I 8304040029 d :E: o0000 R40 0 o I N •> n I R5' A I I I E E I ,04' S1/2,SE1/4 I o 1' SECTION 11 I I •:'. PUBD CT TO I o Z�Z a • RECORDED o O I I , .�••• E , , `•':k:':':' UNDER A.F. I V II I PA Im ; _ l m m N0.1157911 I ••L♦•••• I CONSTRUCTION KEY NOTES I i E DRUGSTORE 8.5' 1s' 30'--- I -'30' :•[•; I �o� 14.671 SF Q LED AREA/FLOOD LIGHT POLE I' I I I � I m I MAX HT. = 30.5' O 96" BOLLARD LED PATHWAY LUMINAIRE I to © 42"BOLLARD LED PATHWAY LUMINAIRE I I' I ' I I OD LED CANOPY LUMINAIRE , 12+ II I I ••I•-'.'• � I I I " © UE LED SECURITY WALL MOUNT LIGHTS I AccESS,n I 1 S.R.9 LEGENDRESTR BOUNDACTED RY EA FROM EAST IDOCUMENT CONCRETE PAVEMENT �13 1 BYOPERTY yy 1 - .`�'.•.'.I RECORDED I n m 30 WIDE SANITARY SEWER 1 DE EASEMENT TO THE UNDER CITY OF O UN A.F.A.F.8 CONCRETE SIDEWALK PAVEMENT LANDSCAPED AREA ARL1N TON A.F.N0.9110010458 ,$. SO'�W DE EASEMENT FOR \ , t...�• t.7n .L . INGRESS.EGRESS UTIDTIES i / g AND ROAD RECORDED UNDER {• •`1 .' CONCRETE CURB A.F.NO.8911200555 PROPERTY LINE - - I �' 6 O I I I R10' E PARKING STALLS PER ROW R10' R20' --1 9' EXISTING BUILDING C I I I I �� �� ° o R10' 9 I 10 R5' o I R10' . . . . . . . '• -- : : : : .. �. .'. . . . . . . . .'.`. . o R22' o l . . . 3 VEHICULAR ACCESS — ,POINT(2-WAY) 30' •:-d�. — Q- -- — --- — - v I: a I- _— _— - - -- -- - - — —� Z N w — Z 10 w ® I O Z Z Z I O EXISTING ACCESS VEHICULAR ACCESS POINT(2—WAY) 204TH ST. NE z 8 a Q TO REMAIN (RIGHT IN/RIGHT OUT) -- 04 -- -- - _ -- O-- - - - - - - - NZ ? - -- - - -- -- - -- -- mS - -- O QN: NOT A PART- Sc Z Q EXISTING SIDEWALK j TO REMAIN FL CONSTRUCTION DRAWING APPROVAL Q GRAPHIC SCALE THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED � 20 0 10 20 40 gp PER THE CONDITIONS ONI THE TITLE SHEET. BY: �,�f�poo Clty Engineer, CITY OF ARLINGTON IN FEET ) c 1 inch = 20 ft. DATE. THIS APPROVAL VALID FOR 18 MONTHS C-1.4 3 SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. \ I I I 1 STRUCTURE TABLE 3 \ III TYPE RIM IE IN JL2UL \ \ I I \\ I I TC 121.5 TC 126.0 i II i I i I � N N N � TP 121.0 I � � � C TYPE 2 CB* 124.7 116.3 116.3 TC 122.0 TP 125.5 - TC 124.6 ' I I I I WTP 121.5 TP 124.1 1 1 I I wzzTYPE 2 CB' 124.5 116.3 116.3 : 3 Ia W W W MODULAR WETLAND 122.8 118.5 117.2 I I / TC 124.4 18 2E N 1 � 11 s = 122.0 118.6 118.E \ TP 1245.3 9 / TP 123.9 TC 124.7 O TYPE 1 CB I ' > > -- �25 -- -- 21 -TP 124.2 III \ ?� `� -- 21 �'a - �� o0000 _ 5 g5a 0 TYPE 1 CB 123.8 120.6 120.6 1 20 - SD Sp SD , 9b SD TC 124.E I �, 1 �, � TC122.0Y / 1 4 5 / �? �TP124.1 IIII a Qa0' Qs TYPE 1 CB 125.3 121.2 121.2 TP 121.5 20 S� 3 ss 3 s 2 ss--ass S s -�- Ss-ss- ss ,r I ° 1 ❑2 1 / 6" RDL i TC 124.8 ^ O7 TYPE 1 CB 124.6 -- 121.6 �, 1 SD --- -�.- ^ - - -w-w w-�- TC 124.8 ,TP 124.3 1 1 o "i r _ - TP 124.3 TC 125.0 1 I 124.5 -- 121.5 � 4 4 TC 124.7 / TC 125.8 --=t=-- (g I I 0 to TYPE 1 CB t O TP 124.2 1 - / t I TP 125.3 j A IE = 118.4 ^-- TP 125.4 TP/ 13 Tp 124.5 1 i TC 122.5 - r zo TYPE 1 CB 121.8 118.8 118.8 TC 125.0 1 I I I w--1 w-w' I I I I I Q TP 121.0 II I TP 124.5 t 126.0 / III r O 1 __- ry 1 1 TC 126.0 IE = 120 61 A \ TC 125.2 I 123.8 120.8 120.8 I N /' TC 125.2 �\ 1 TO 125.5 TO 125.6 N n N / I 1 r 'b 21 TYPE 1 CB I N1 N I / \ TP 124.7 1 1 0 o _ /T" TP 124.7 1 1 TC 125.7 TC 126.0 ( / I III 1TYPE 1 CB 124.7 -- 121.7 I t I 1P 1252 TP 125.5 1 ' IA I I I/ TP 126.0 TP 125.8NOTE: C 125.6 1 __-- _ / I I 1 --- °O '6 ASTERISK DENOTES SOLID LID; ALL OTHER I I I TP 125.1 j 1 TP 125.2 6I /TP 125.3 125.8 / 22 I I I IIII o " STRUCTURES SHALL HAVE OPEN GRATES ` / n�123--` I t I� t TC 125.9� 8" RDL PIPE TABLE 1 TP 125.4 IE = 122.0 // \ I TC 125.8 1 1 / 3 ' I I / 8"RDL I 1 1 1 1 1 � # DIA(IN) L(FT) SLOPE(FT/FT) MATERIAL TP 125.3 IE= 121.0 IE = 122.06 A 6 / I I 1 I 1 I ❑2 12 14 0.000 HOPE �, , 126.0 DRUGSTORE JI 7, 1 ❑3 12 74 0.012 HOPE 11 I 1 1 1 126.0 I / I 11 I 14,671 SF , TP 125.2 Q 12 10 0.010 HOPE I 1 1 `\ j TC 125.7 t I , I TP 125T 125.8 .3 I TC 126.0 /ii� \\ I I ; TP 125.2 FF 126.0 11 125.3 T TP 125.5 ❑5 12 199 0.010 HOPE I I I 1 \ 126.0 - 1 ICI III I I y ��J IE= 122.22 A -Y - RIDGEh- s 12 128 0.005 HOPE I I \\ l I 8 TC 126.0 ❑7 12 80 0.005 HOPE I I I \\ 11 ' 126.0 _J I I II TP 125.5 III I I ❑5 w��' 126.0 I II I // 1111 to 12 65 0,005 HOPE I TC 125.4 I I I v III I TP 125.4 TP 125.3 I /.,ti I I 1 1 20 12 10 0.010 HOPE II I I 5j TC 125.3 1 to I /1 22 III ,/ IIII /1[ III TP 124.8 TO 125.8 1 2t 12 272 0.007 HOPE I I I �\ TC 124.3 TP 125.9 9 I TP 125.3 1 I j T TP 124.8 1E= 123.00 A 126.0 TC 126.0 1 I I Z 22 12 141 0.006 HOPE I / IE= 122.49 A TP 125.5 I 1 1 I 126.0 126.0 p�I A �\ 10 TP125.3 1 IIII CLEANOUT TABLE / III , \ 125 I I TC 125. 1 I \ \ \ TC 125.8 125.8 1- TP .9 TP 125.44 I I 1 N # TYPE IE I I I\\I 1\I \\ TC 125.8 \ TP 125.3 ---�I -�L- TP 125.15� TC 126.0 GRADE 117.85 I \ II \ TP 125.3 125.8 TO 125.6 61 TC 125.9 TP 125.5 I I LEGEND gga 1 CLEANOUT TOG \ _I TC 125.9 �� � 125.7 TP 125.1 _ _ TP 125.4 I I �5// 2 CLEANOUT TO GRADE 120.80 / TC 125.0 TP 125.4 19 12 6 RDL it 1 / EX. CONTOUR ---- / I/ TC 124.6 TC 124.7 TP 124.5 TC 125.8 TC 125.8 � TC 125.6 33 CLEANOUT TO GRADE 118.38 / I / TP 124.1 \ / 125 4 'TP 125.3 TC 125.8 TP 125.6 PROPOSED CONTOUR XXX / TP 124.2 TP 125.3, TP 125.3 ® CLEANOUT TO GRADE 120.57 / -- -/ TC 125.7 z 1 Qs TC 126.4' I SPOT ELEVATION xxX XX � BC 125.2 TC 125.9 10 / �TP 125.9 I \\1 (TP UNLESS OTHERWISE NOTED) � $ e OS CLEANOUT TO GRADE 121.69 I / § o © \ TC 125.4 '�---�� 7 TP 125�4 12 - / TC 126.2 I \l STORM DRAIN PIPE -+--�'�'•- ® a © CLEANOUT TO GRADE 121.95 I �/ I \ TP 125.4 ❑ -80 I _TP 125.6 ,, TC 124.7 TC 125.0 \ TO 125.0 / TP 125.7 ROOF DRAIN LEADER ® 3 I 0 CLEANOUT TO GRADE 122.01 /1TP 124.2 TP 124.5 ,ti TC 126.0 --1za____ - -_..TC 125.7 / /' (6"PVC, 1%SLOPE -"'- / TP 125.5 TP 125.2 / M S ti° I I I \ _ TC 126.3 12S e TC 126.2 ° 3 / UNLESS OTHERWISE NOTED) 8 CLEANOUT TO GRADE 122.17 TP 125.8 TP 125.4 // / - i I TO 125.7 ,\ TC 125.8 ^'2 TP 125.7 ° 12 //' GRADING RIDGE -RIDGE- - 9 CLEANOUT TO GRADE 122.44 _---- TC 125.8 _'ITC I - // - o - TP 126.2_ _ -- TC 126.1 TP 125_3 / 1L / _ 12�. �� TP 125.E TP 125.3 / �� TP 125.9 / GRADING VALLEY -VALLEY- - 10 CLEANOUT TO GRADE 122.58 _ / Z 7 TC 124.65 - - T TP 126.40 TP 126 60---- - - - - - CHAMBER UNIT TP 126.4 -- - _- - - - oHP- v 11 CLEANOUT TO GRADE 122.70 1 1 TP 124.15 - ___ _ - T - - - - - - y,-_� - DETENTION STORAGE WCL 12 CLEANOUT TO GRADE 122.87 - - - - - - oHP OHP ___ OHP - / - - - - - PRE-TREATMENT ® 1V� -3H \ ISOLATOR ROW Z Q i SO sD sD c �� STORMWATER TREATMENT Z Z O FACILITY o w---- I/ �I To N,OL LID CB=128.ea ti9 TYPE I CATCH BASIN O NOT APART- /w W TOP SOLID LID CB-125.25 ^tib TP 126.4 p.v. Pvc s.-124.89 INV.8"PVC S. 121.45 SPEED/LIMIT SIGN INV., P C W.(OIL/WATER 2 , EXISTING SIDEWALK INV.8"PVC W.(CAPPED)=121.33 TP 125.B T()P S LID LID CB- 6.33 I / / / ( ) ® TO REMAIN / TC 125.8 / INv e•Pvc'S-1 3.10� / -- - - SE ARATOR)�122.54 _/ -_ CLEANOUT TO GRADE CO Q / - - /_INV 8"PVC E.�7 2.99 �' - _ - \ ( Z --�-�-- - B'f2r7s-"- --__ TP 126.1 204TH ST. NE \ S \ ss TYPE II CATCH BASIN © f-N Q INV.8"PVC N.-121.38 G.T.E. VAULT - ss ('} NV.8"PVC S. 121.63 TC 126.1 S ss ss \ \ EXISTING BUILDING Z d Q (� Know what's below. SS s ss \ g \ tZ Z_ CBIlbeforeyoudig. `----- - SS-SS T---- 1 \ J N 25.81 SS SS TOP SOLID LID CB�124.75 SS INV.8"PVC N6 TOP B 1123.06 II \ 1, r ,^ '^ I \ Q ^ TOP CB-125.58 CONSTRUCTION DRAWING APPROVAL / INV.8"PVC S.-122.97 INS I EARTHWORK QUANTITIES DETENTION DATA TOP SOLID LID CB-125.66 GRAPHIC SCALE THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED <' 80 PER THE CONDITIONS ON THE TITLE SHEET. c � 20 0 10 20 40 EARTHWORK VOLUMES SHOWN BELOW REPRESENT THE DIFFERENCE DETENTION SURFACE AREA = 2,645 SF _ I BY: ..a BETWEEN FINISHED AND EXISTING GRADE SURFACES WITH NO DETENTION STORAGE REQUIRED 8,712 CF 1 I City Engineer, C TY OF AMIN— ADJUSTMENTS MADE FOR SURFACE PREPARATION REQUIREMENTS DETENTION STORAGE PROVIDED = 8,766 CIF _SS SSA ss SS / ( IN FEET ) DATE., �II`II1VI �f s OR SUBGRADES. THE VOLUMES ARE APPROXIMATE ONLY, AND ARE NUMBER OF UNITS = 1 inch = 20 ft. THIS APPROVAL VALID FOR 18 MONTHS H NOT TO BE USED FOR BIDDING PURPOSES. CUT: 300 CY FILL: 4,500 CY NET: 4,200 CY(FILL) CONTRACTOR NOTES I EXISTING SSMH SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. i. ALL FITTINGS TO BE"MEG-LUG" TYPE RETAINED I I I Mir- RIM 11120.31 MONITORING MANHOLE 6"SANITARY SEWER TO JOINT PER COA STD. 4-1.10& 4.2.06 I I CONNECT TO 8" FIRE PER COA 5-1.17. BE REMOVED EAST OF BUILDING 2. ALL BELL GASKET TO BE"FIELD LOC! TYPE STA 0+50.0 HYDRANT LINE RIM = 125.2 CONNECTION 1 - 8"x6" TEE STA 1+50.0 IE OUT= 119.05 W 3 CONNECT TO EXISTING 6" WATER MAIN NORTH PER COA STD 4-1.10& 4.-2.06 I I SSCO 6" SS ( ) CAP END PER SSCO 6" SS IE iN = 119.15 S (NORTH) n a n NEW 224 LF OF ( ) 1 - 12"x6"TEE W TIE-BACK BLOCK W W $ COA DETAIL W-160 KEY NOTES I s" ss®2.0% 2 - 12" GATE VALVE I g 1 - 6" GATE VALVE a w w W BLOW OFF a 5 I CONTRACTOR TO CONTACT GAS QA CONTRACTOR TO VIDEO INSPECT EXISTING SEWER AND 4 I ASSEMBLY A H 2 COMPANY REGARDING THE LOCATION SURVEY INVERT ELEVATION PRIOR TO DEMOLITION OF - I C-50 A __ __ _ __ __ _ _ __ __ __ _ OFEXISTiNG4" GAS LINE gg � 4za EXISi1NG BUILDING. IF EXISTING SEWER IS ACCEPTABLE I a a a a a SD SD SD SD SD SD SD SD SD i"IRRIGATION TO ENGINEER, EXISi1NG SEWER WILL BE USED. 1 n. a a a a SS SSsS-SSSS ^ ^ ^ r BO CONNECT TO EX WATER I 8"FIRE HYDRANT LINE I r N_ RE I NOT A PART I ,- 12"x8" TEE RELOCATE EX POWER POLE. COORDINATION NAlli © SNOPUD TO CONFIRM POINT OF CONNECTION. I W W W W W W W W W W w DSTD DETAIL W L OOER COA N M a DO 6"FIRE DEPARTMENT CONNECTION o NEW FIRE HYDRANT ASSEMBLY PER COA DETAILS W-010, W-015 I I D W W N W a 6"FIRE LINE QE T16 NEW 23 LF OF n 1- 12"x6" TEE I AND W-020 I p 6"FDC 1 6"SS®8.0% T 1- 6"GATE VALVE n 1" DOM. METER c F 6"FIRE LINE POINT OF ENTRY. LINE Ei/4 N I O I I T COAW-050 PER T iTO 1" DOM WATER POINT OF ENTRY 5 CALCULATED ENTRY - SANITARY SEWER G (DETAIL 1 C-7.0NrRPBA INSIDE BUILDING PER COA DETAIL W-120 C-7.0 EXISTING 8" SS IE -�2183 I POINT OF ENTRY oED I'aD•g3 UNDER A.F. OH NEW IRRIGATION SERVICE I IE = i13.55 MIN IE= 121.0 NO.1157911 5 CONNECT TO EXISTING SEWER PER I� N�, S PROPOSED 12 WATER MAIN I (D SANITARY SEWER CLEANOUT C-5.0 I DETAIL 2 SHEET C-5.0 I N 0 2" DOM WATER STUB. EXTEND 5 FEET FROM I L I 2 PAVEMENT. CAP AND MARK. I -� OK REDUCED PRESSURE BACKFLOW ASSEMBLY NOT A PART © PROPOSED 12" WATER MAIN I r M CONNECT WATER MAIN DRUGSTORE y 9: EXISTING 4" GAS LINE TO REMAIN NEW TRANSFORMER 14,671 SF UTILITY LEGEND - ' ; I ' WATER LINE W - - - --- SANITARY SEWER LINE SS POWER LINE(2-4"PVC) P I I 282 LF 12" WATER GAS LINE G Access TO S.R. .L. RESTRICTED 2 N I FROM EAST1 FIRE HYDRANT C-7.2 I �, I BOUNDARY OF W I g I PROPERTY 56 \ FIRE DEPARTMENT CONNECTION 30)ME SANITARY SEWER CAP AND MARK I I DOCUMENT EINGTO T TO THE CITY OF TELEPHONE&ELECTRIC I RECORDED I C-7.1 I ARLINGTO A.F.N0.9170010458 CONDUITS UNDER A.F. c� 1 2 \ I I N0.1140278 THRUST BLOCK � C-Z1 30''WD EASEMENT FOR I ,�.F I IINGRESsp EGRESS,UTILITIES AND ROAD RECORDED UNDER I .' WATER VALVE ►t C 71 A.F. o.ast UTILITY XING - - 3 12" SO IE= 121.32 J \ UTILITY XING I EXISTING 4" GAS SANITARY SEWER CLEANOUT LINE TO REMAIN 12"SDIE= 121.32 I e C-5.0 2"DOM = 123.0 6" FDC LINE IE= 123.0 N SANITARY SEWER MANHOLE C-5.0 I N I 1 so SD SD 3. I WATER METER 1 2 �� $ I BACKFLOW PREVENTER I�3 o N NOT A PART PROVIDE VERTICAL BENDS FOR 7 LF 12" WATER / 4 I I I ;0 GRADE ADJUSTMENT BLOWOFF ASSEMBLY I o 3 2- 45'12"BENDS C-7.1 _ a �� 2"DOMESTIC I I MAR GAS METER ® CONNECT TO EX. GAS o 3 i I NEW FH SERVICE raj 31 LF 12" WATER DCVA ® C-7.0 Q N SEE SHEET C-3.3 - j E - n TELEPHONE 2- 4" PVC -I FOR 20 A - - - - - - - - - - ( ) -' FOR 204 - - - - - - mAFFIC IN -�- - - - - OHP SIGNAL--OHP�OHP N ELECTRICAL TRANSFORMER _ _ _ P OHP _- - - - - - - - T - '. OHP OHP VAULTS Z � y _ = C - _1_ 12" 45'BEND - - , � Q i EXISTING BUILDING B 13 J z J ~ W W oP soup LID c6=12s.z 1 1 - 12" 45'BEND me c� L^^ ^^^ I I a' INV.8"PVC S-121.45 91 LF OF 12" W R 1 130 LF OF 12" WATER fn INV.8"PVC W.(CAPPE) TOP S LID LID CB�126.33 SPEED LIMIT SIGN 15 LF OF 12" WATER P 40 LF OF 12 WATER 2 W. VIL WAIE EXISTING SSMH 1 - 2" TAP PER INV B"PVC S.=123.10 sE ARATOR)/122.54 N Z J '* _RIM = 124.83 _ COA W-050 _ _ INV 8"PVC E.e122.99 _ __ __ _ _ - _I�__ _ _ _ -- J 61-® IE=110.13 ,.V.aBvvc -12� (DETAIL 1 C-7.0) CONNECT TO WATER AT EXISTING 10"x12" CROSS N INV.8"PVC 5.-121.63 - "' ""LT BLOW OFF 204TH ST. NE 2 - ,2" GATE VALVE SS-SS I v Q ASSEMBLY ss ss ss ss ss � -SS-SS s 1 - 10%12" REDUCER(SOUTH) t Know whaPsbelow. s5 55 . TOP CB-125.81 i CONSTRUCTION DRAWING APPROVAL 0� TOP SOLID LID CB=12475 I INV a"cvr a_.o...". € Cali before you dig. rn THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED GRAPHIC SCALE SEE CV-1.2 FOR CITY OF ARLINGTON STANDARD CONTRACTOR TO ADJUST MANHOLE RIMS AND GATE PER THE CONDITIONS ON THE TITLE SHEET. 0 20 o 10 20 ao eo NOTES. SEE CV-1.1 FOR GENERAL NOTES. SEE C-3.1 VALVES OF EXISTING STRUCTURES TO FINISHED GRADE. BY., o FOR SEWER PROFILES. C-3.2 FOR WATER LINE City Engineer, I OF AC� RLINGTON PROFILE DATE: SIIg11"7 C_30 3 1 inch IN FE 20)ft. THIS APPROVAL VALID FOR 18 MONTHS N SECTION 111, TOWNSHIP 318, RANGE 5 W, W.M. t8M �8 m6T59 d W W W EXISTING SSMH s CJ U U U U RIM = 120.31 � 55 J I I MONITORING MANHOLE 6" SANITARY SEWER TO z z o z z IE=114.17 CONNECT TO 8 BE REMOVED EAST OF BUILDING" FIRE PER COA 5-1.17. I HYDRANT LINE RIM = 125.2 a a a a STA 0+50.0 STA 1+50.0 CONNECTION a o a a a I I SSCO 6"SS 1 - 8"x6" TEE IE OUT= 119.05(W) r r r r r CAP END PER SSCO 6"SS IE IN = 119.15(S) N oo N NEW 224 LF OF s o o N o 6" 2 ®2.0% COA DETAIL W-160 oci000 UTILITY LEGEND I I WATERLINE W1 SANITARY SEWER LINE o o pt+00 2+00 3+00+05 d SD S SD SD SD SD SD SD SD o � b POWER LINE(2-4" PVC) F I I I SD GAS LINE a w w "'w 2 I I N FIRE HYDRANT Ilk C-7.2 I 56 I I I I w W � o FIRE DEPARTMENT CONNECTION + NEW 23 LF OF 91 U C-7.1 PROPOSED 8" WATER MAIN 6"�E I 6" SS®8.0% 1" I THRUST BLOCK C-71 I I 6" FDC T N r CALCULATED 1 - 8"x8" TEE W/ POINT OF ENTRY SANITARY SEWER p c 3 0 WATER VALVE H C-71 I TIE-BACK BLOCK IE = 121.83 p� EXISTING 8" SS 'I , ' POINT OF ENTRY 4`�a� �►r 3 I I IE= 113.55 qmMIN IE=121_0 SANITARY SEWER CLEANOUT C-5.0 I III CONNECT TO EXISTING SEWER PER • 1 I DETAIL 2 SHEET C-5.0 I NEW TRANSFORMER SANITARY SEWER MANHOLE C-5.0 I �P�jIK WATER METER • G';G q PROFILE KEY PLAN BACKFLOW PREVENTER ® BLOWOFF ASSEMBLY E:4 C-71 GAS METER 3 DCVA 130 TELEPHONE(2 - 4" PVC) PROPOSED GRADE 6" SANITARY SEWER TO ELECTRICAL TRANSFORMER EXISTING GRADE BE REMOVED EAST OF BUILDING ❑T CONNECTION P EXISTING BUILDING 125 _ gg1 rLL _- - - - - -4 ®0 v 120 r SEWER @ 2% EXISTING g„ SIDE 115 g SEE CV-1.2 FOR CITY OF ARLINGTON STANDARD NOTES. SEE CV-1.1 FOR GENERAL NOTES. W 110 LL °d CONTRACTOR TO ADJUST MANHOLE RIMS AND GATE VALVES OF EXISTING STRUCTURES TO FINISHED GRADE. 3 v ~Z 3 r Z Z N II ^ ^rn o Z Z ��WIy �� ^�* ���� O Q u�' �. /� N O al W tj Z O Z 00 =s O O II II ¢ CC II O W W Z N o N W H W ^ NNE NNE crcy�(� N 0+00 0+25 0+50 0+75 1+00 1+25 1+50 1+75 2+00 2+25 2+50 =^Q w Know .whafs below. Call before you dig. CONSTRUCTION DRAWING APPROVAL Q SIDE SEWER PROFILE ^ THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED L GRAPHIC SCALE H: 1"=2O' PER THE CONDITIONS ON THE TITLE SHEET. � 20 0 10 20 ao ao y: 1"=5' er. i City Engineer, CITY OF ARLINOTON o+ DATE: IIt{11�I /1 s ," THIS APPROVAL VALID FOR 18 MONTHS C-3.1 IN FET i I inch = 20 ft. N SECTION 11, TOWNSHIP 318, RANGE 5 W, W.M. In L W N W W W IY o SS SS SS- AQNonp T T T Z Q Q Z Q as I PROVIDE VERTICAL BENDS FOR GRADE ADJUSTMENT ¢ 4 4 a a a a a I o �s0 I N rn 0 282 LF 12"WATER PROPOSED 12" 2"DOM. SERV o o o I 4 I I I 7 LF 12" WATER WATER MAIN 1"DOM. METER o S o 0 0 2- 45'12"BENDS 1+00 2+00 I - - w---- - - ------ - - - R s 0 0 0 w 1 - 2" TAP PER � w W —w r, � N 0 COA W-050^ r (DETAIL i C-7.OR CONNECT TO EXISTING 6" WATER MAIN (NORTH, o 12" X 6"TEE W/TIE-BACK BLOCK 1?5 a p CONNECT TO WATER AT EXISTING o 2- 12" GATE VALVE o o I I 10"X 12"CROSS 6"FIRE LINE i - 6" GATE VALVE 1 - 12" X6" TEE 2- 12"GATE VALVE �( e 1 - 10" X 12"REDUCER(SOUTH) 1 - 6" GATE VALVE I<� oimo<'z?00�rA"� 'p DDCVA IN VAULT PER COA�� UTILITY LEGEND I `�� $ � NA� m, ,"IRRIGATION -��; oe� Np� STD DETAIL W-,00 Ix� I $To? 7N eDo ���^ I o" 8"FIRE HYDRANT LINE WATER LINE W I I o - > 1 - 12" X8" TEE SANITARY SEWER LINE ss I I r �y P C POWER LINE(2-4" PVC) P HIGHWAY 9 GAS LINE ARE HYDRANT FIRE DEPARTMENT CONNEC110N 56 PROFILE KEY PLAN C-71 J2 THRUST BLOCK 1 2 SCALE: 1' 20"= C-7.1 WATER VALVE ►� 3 C-7.1 SANITARY SEWER CLEANOUT 135 n SANITARY SEWER MANHOLE �F C-5.0 PROPOSED GRADE WATER METER 130 " BACKFLOW PREVENTER ® EXISTING GRADE BLOWOFF ASSEMBLY a 1 ` — EXISTING WATER LINE GAS METER ® _ — — — — — — — DCVA ® C-7.0 125 _ _ EXISTING WATER MAIN 28OLF o TELEPHONE(2- 4"PVC) —T T— — ELECTRICAL TRANSFORMER — — — < PROPOSED 12" WATER MAIN 282LF EXISTING BUILDING 120 o PROPOSED 12" WATER LINE ZZ FN II II II II w � r=� ZOZpw NNdi--<P--rs5N6 F �� WN Nx�X�O NII WOZJ F-z If O 3 J Z 0+00 0+25 0+50 0+75 1+00 1+25 1+50 1+75 2+00 2+25 2+50 2+75 Z z WATER MAIN PROFILE N g • cot M 04 V: 1"=5' Knowwhafsb@IOW. J a Call bf?fOIE you dig. CONSTRUCTION DRAWING APPROVAL cc i 7. THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED o PER THE CONDITIONS ON THE TITLE SHEET. GRAPHIC SCALE �umWl a SEE CV-1.2 FOR CITY OF ARLINGTON STANDARD BY, 10 20 40 80 City Engineer, CITY OF ARLING70N o NOTES. SEE CV FOR GENERAL NOTES. /14 117 DATE: THIS APPROVAL VALID FOR 18 MONTHS ( IN FEET ) 1 inch = 20 ft. WIN NOTE' s`cc I."HOLES TO BE CONSTRIICTEU N ACCORDANCE,WITH 7.FOR DEPTHS OVER 25'MANHOLE BASE SIAB.LESION J ON HID M-199 WM C 479)UNESS O1NTM15E SHOWN $NALL BE DESIGNED BY A MUC/URAL ENGINEER. 1 7 Q ON PUNS OR NOTES IN STANDARD SPECIRCAlONS. 13-1/2 7 8.ALL INTERIOR AND E%IERIOR JOINTS TO BE GR/2" ry ? lN.l 2:ALL REINFORCED CAST N PUCE CONCRETE SHALL BE (SEE CRdlf SPEpnfAMNS). GROUT t0 BE 1/2" CV54 4000.NON-REMFORCEO CONCRETE N CHANNEL THICK MINIMUM AND 3`EACH SIDE OF JOINT MINIMUM. N AND SHUS SHALL BE CLASS 3000.ALL PRECAST THEY MUST BE INSPECTED PRIOR TO BMWILL. N N N N CONCRETE SNAIL BE CUSS 4000. 9,CORE POLLING ONLY,HAMMERING KNOCKOUTS HILL S:PRECAST BASES SHALL BE FlWNKHED MATH CUTOUTS. NOT DE ALI.dYED,KOR-N-SEAL FACTORY INBfALLETI ••• 4.ALL BASE REINFORCNC STEEL SHALL HAVE A MNMUM Bd)is ARE ALLOWED. ~ 57� L'. A • 6'GASKETED H H_ F- YIELD STRENGTH OF 60,000 PSI AND BE%ACED IN THE 19.MANHOIE9 5'-7'DEEP MUST BE TUT TOPS. CAST IRON LOCKING CAP d W W W UPPER HALF OF THE BASE N1H I. M. CLEARANCE. �e�� CAS AND COVER S CUTOUT HdE SITE 5 ELCV' A I aNN ONE SIZEEQUAL TO WiCER erg g 2 UVYETER PUKE OUTER 14•-18 .� THAW PIPE.DLA. 5MANHOLE RALL F ND AND COVER LABELED*SEWER" CO U U U U IHICkNE9S MAXIMUM SEE 55-000 CLASS 1000 PIPE SIZE K 12"MR CON CWEIE 30" PAVED y---I�T��� A p O p p p ' 3 RED REFLECTOR WED REFLECTOR / I 1 11 M�AHHOLE 24'FOR � ADWSIA1ENi SECDON 12. SURFACE Yp��ILT�-�•A. `��------LWY Z¢ QJZ ,QZJ Z¢ Z MINIMUM dSTARCE .- A UNPAVED A Ai U CJ CJ U U BETWEEN HO ES K n B"(MEASURED ON ME 2• T` PLAN GL CL d a. 11 INSIDE OF ME �7T7HOLE)' _PRECAST CONE CAL ENnMANGLE SIZE (ECCENDOC UNLESS PLUG. \OTIN:RWKESPEpF1E0) . N 00 N�ENDATId9 OONSIZES, '^ _ TYPE \O\\\ NUMBERS OF HOLES t{ POLYPROPYLENE GAT - 1t7 tp I� I- OO FOR PIPES.MANHOLE IY.1 STEPS PER SS-050 �, O O O O O OESKDV AND AZE 48. S4• 1/2"GRADE 60 STEEL WYE °q p T'I ON t") � In AND WARRANTED ARPAOVY .j SEE NOTE B REINFORCING BAR(ASTM A-615) (SEE N07E 2) dE.'.D O ANO LBEAFR BE 3 THE MAM1q.E pp� W511T,EN SUPPLIER. o �P CSRKER STEP MEETS ASTM C-a7RED 1 p 4 LADDER SECTION" PAVED AREAS a" o F o MAX.NNE SIZE K 12• I GROUTSEE SS-D40 FOR 4H"MANHOLE,2e M F NXOR IES y ew ) v $LOPE-1/2"/FT(iYP) 9 i B" NZ -COHSTIdlM CNANIgL ARO 6 t 12" 1; O O O SHELF TO THE CMEL K THE SEE NOTE IPIPE 2Q• U PPE Y' mAAsE"`D"c-N a sm))IL,,r� o 12'CAST IRf7N LODQNG RING I1ND NE1t IN/FT IN EACH dRECOON'i0R'4H` OLYMPIC M1025 OR APPROVED.EQUAL MORTAR nI GM.0.19 SO IH/FT IN EACH DIRECTION FOR 54`DEL �.. PRECAST BASE WITH NTEONL RISER §°7 U CRUSHED SURFACING BASE COURSE /� 1. .:.::: B"MIN.DEPM COMPAGM,TO NN. NWS: ' 54 DA.-e` --la"�- _._Oj95x OF STANDATO DENSITY 1. CLEAN-OUT PIPE AND FITTINGS SHALL BE THE SAME MATERIAL AS THE SEWER MAIN. SEPARATE CAST IN PLACE BASE SIDE ELEVATION M SEPARATE PRECAST BASE '. 3. A SANITARY TEE,.SWEEP.OR STRAIGHT TEE K NOT ACCEPTABLE. S RENpORCNO STEEL(FOR SEPARATE BASE ONLY 3. SEWER STUB WILL BE EXTENDED 10'BEYOND PROPERTY UNE AND 5'BEYOND UTILITY EASEMENTS TO 0.23 SO IN/FT IN EACH DRECTION FOR a"DM 1.SIFPS LOCATED IN RISER SECTIONS SHALL BE 8'. PREVENT DAMAGE TO CLEAN-OUT AND MINIMIZE CONFUCTS WITH OTHER UTILITIES WHEN SERVICE TO O.SD SO IN/Fi IN FICN 01RECIION FON 64`DN BUILDING IS ACCOMPLISHED. 62FAR2MBT17 OP raw wow STANDARD DETAIL DAMNS R D�MRIRNB OP PUBLIC ROREB STANDARD DETAIN OP PUYDC WgtB STANDARD DEEML wm7w. STANDARD DETAIL NUMIER Nn,AN STANDARD DETAIL NUMBER mpv111F STANDARD DETAIL NMKR wm44ls ♦ MANHOLE TYPE 1 SS-010 •�• MANHOLE LADDER STEP SS-050 SETTER CLEANOUT SS-080 tw SANITA RY SEWER MANHOLE ,, MANHOLE LADDER STEP DETAIL SANITARY SEWER CLEANOUT 7 NTS NTS NTS i STAINLESS STEEL i TOP 1' CLAMP MIN COMPACTION 95%MAX DENSITY FLEXIBLE STAINLESS STEEL BOOT (- g EXPANSION RING // 1 BACKFILL H LL MIN COMPACTION 90%MAX DIENSITY RN �' E N A IN MIN Q $ ®® Y N / 5 2 DR O g a PIPE ZONE MIN COMPACTION 0 90%MAX DENSITY o T / • �E3I Q / B` - - MIN BEDDING O • FOUNDATION MATERIAL I I MIN COMPACTION N 4 AS REWIRED i j 90%MAX DENSITY O a. N � J SECT= Q i N am z j1N ALL BACKRILL MATERWL SHALL BE PLACED IN 4.COMPACTION TESTS SHALL BE AS REQUIRED BY THE L lv LIFTS NOT TO EXCEED 12 INCHES BEFORE CITY ENGINEER.BUT IN NO CASE LESS THAN 2 TESTS Z COMPACTION UNLESS AUTHORIZED BY THE CITY EVERY 2DO FEET OF TRENCH(ONE AT SUBGRADE AND '^ ENGINEER DUE TO THE CHARACTER OF THE ONE AT SOX OF TRENCH OEPTI1), VJ W )PVC S• MATERIAL AND THE COMPACTING K Fla M. A� O W Q PVC SHOE SEWER.FOR REMAINDER OF PVC SERVICE SEE SS-090. 2 MECHANICAL AL COMPAC110N OF BACK FlLL 5.IN-PLACE D04MY AND DETEERMIMINED USING NUCLEAR MOISTURE CONTENT TASTM WILL Lo}• H MATERIAL SHALL NOT BEGIN UNTIL THE DEPTH 2922-71. N O ROMAC STYLE CB TAPPING SADDLE OR APPROVED EOlM1 ON ALL PIPE, OF COMPACTED BACNFILL MATERIAL IS 2 FEET CORE-DRILLING WITH INSERT-A-TEE MAY ALSO BE USED ON ALL PIPE. ABOVE THE TOP OF PIPE. e.LABOIL1TgtY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT WILL BE DETERMINED USING THE coV! d' 3 EACH LIFT SHALL BE MECHWNOALLY COMPACTED MODIFIED PROCTOR METHOD IN ACCORDANCE WITH O M O O4 CORE GRILL E%1511N0 MAINLINE PIPE PER MfG'S SPECIFICATIONS. TO THC REGUNED DENSITY PRIOR TO PLACING ASTM D-1557. M N SUCCEEDING LIFTS OF BACKFlLL MATERUM_ N ib I+) O 35'MIN,IS'MA%, 7.BEDDING MATERIAL SHALL BE'b"MINUS. 5 E� j u1YAw Out WAR1'I�.T OP PUNEC RIDGE$ STAMM DETAIL t uwNvw aN[ OBAB17aMl OP PUBLIC vmn STANDARD DETAIL a NN Rmntw STANDARD DETAIL NUMBER m�araN STANDARD DETAIL NUMBER .4awe NN CONSTRUCTION DRAWING APPROVAL o • NEW SERVICE ON MaS'nNG MAIN SS-100 TRENCH SECTION SS-120 Q < THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED CD PER THE CONDITIONS ON THE TITLE SHEET. NEW SERVICE ON EXISTING MAIN TRENCH SECTION DETAIL BY City Engineer, CITY OF ARLINGTON d(DATE: ivin 3 NTS NTS THIS APPROVAL VALID FOR 18 MONTHS C-5 O N 5' 4' S" yy,,II LLIABJ P4 RARB O 8' .L f/l (n N H FRAME It GRIM OR RING CENTERS BOTTOM j- REBAR m Z Z W D p� ANDCOVER COVER(GAMED OR µ V1 Q Q O ANON COKR SHALL BE LOCKING) 2 CP COYER RH 1'MIN// -\ i-GARDE RULE (BEE NOTE 4) W T5 o / \\\ TOP SLAB RISERS.BRICKS(2 ROWS FT-+20' _L � I �� "%4 MAX`I OR GRACE RINGS },L�_I I 1-/3 MR FOR 6' FRAME ANO CRATE(OR BDl1D COVER). '` •'''= S.OR 1R' 2 3 8 T 5 1. CDNCRETE IN TO CONSTRUCTED IN OR 24"DA T Ao"T?La9 ` // BI$E@ 2-P3 BAR FOR 12' SEE APPLICABLE STKOARD DETAILS UCCOROeNCE WTNI ASBA C4IH&CH90 '1p STEPS OR LADDER - S UNLESS OTHERWISE SHOWN ON 1HE PLANS F U U V U V OR NOTED IN THE STANDARD 49'OR 54' 11'MIN_. SPECIFlG110N5:NA CONCRETE SHALL BE CUSS 400D. TYPICAL ORIENTATION 2. REINFORCING SIULL BE EOUMMENT TO FOR•^a'6<AND RE R___���{I INI�II WELDED WIRE FABRIC(WWF)HAVING A I I I 2"C R - _ _ " u u�e3 �N�x U U U MINIMUM AREA OF IC SQUAItE INCH PER PRECAST BABE A, TYP CATCH BASINNSST_EP--u ¢ ¢ ¢ Of 6 �E FOOT.WWF SFNLL COMPLY TO AS1M A49I. INTEGRAL RISER n _� WWF SHALL NOT K PLACED IN KNOCKOUTS. V((4B'CB)) P5 BARB B B• n t� n T- n 2 XI X8 SOLID BRICK USED FOR FINAL H"I(5A_CB) REINFORCING OR PPE-CAST BASE& CENTERS BOTTOM FACE \ CID ADJUSTMENT TO GRADE,H•HIGH MAX. 3. THE BOTTOM OF THE PRE-CAST BASE B"(SO'CB) INTEGRAL RISER) H WITH 1"MIN COVER ,,.•",�,. i'=- \\ SECTION MAY BE ROUNDED. _ •w1�u f(• 14 \\\\\B'(I2'CB) 0.15 BD.IN./Fr E.W.(48'CB) I--I--��T p p LOO--ILI� cp 4. PRE-CAST BASES SHALL BE NRNISHED MORE 12 (98"CB) 0.19 50 IN./FT. O w WITH CUTOUTS 0$R.NNOCNOUTS.KNOCKOUTS so.IN I024 SO IN/FT,E W.(I2"CB) ]2'TOP SUB ELEVATON SHALL MAVE A WALL THICKNESS OF 2"MIN. • STcALL PIPE SHAH BE INSTALLED IN FACTORY 022 SO.IN/FE.E W..(96• PROP RL C TC RCSP PROVIDED KNOCKOUTS.UNUSED.KNOCKOUT$ ,..q g . 8,sa •ALL STEPS COPLOYNfRNEED NOT GROIREO IF WEL y EF VIM FOR 46'.54'& CBNEED IN 2-0'FOR 72'&98'CB -PB 6ARS O J"CENTERS PROPYLENE BOTTOM FACE WBH i• 5. KNOCKOUT OR CUTOUT HOLE SIZE ISEOLAL SEPARATE CAST-IN-PLACE GRAVEL BACNFlLL MIN COVERTO PIPE OUTSIDE DWALTER PLUS GTCN BASE OR SEPARATE t. PROPRIETARY CATCH BASIH HKOHOLDS AND STEPS ARE AASKTO BLBASIN WALL THICKNESS.KNOCKOUTS LAY PRECAST BASE FOR N.COATIONS MPACTBE ROUND OR b'SHAPED AND MAY BE e'MIN.YAMPACTED DFPiH PROVIDED TOUT THEY CONFOPMTOSEC.R,ASNA GIB,AA9NT0 ON ALL 4 SIDES WITH MAXIMUM DAY BE FOR PRECAST BASE ONLY M-199 AND MEET ALL WISHA REQUIREMENTS. OF 20'. \ CIT 2. CATCH BASIN SiLP/HANDHOID LFOS SIIML BE PAPM.IEI OR MPRO%IMATELY MGAL AT THE OPTION OF THE MANUFACTURER. \N 8. THE Mq%IMUM DEPTH FROM THE FlNISHEO •FOR SEPAMTE EXCEPT THAT ALL STEPS IN ANY CATCH BASIN SHALL BE SIMILAR. CC4]] Tti PH. GRADE TO THE PIPE INVERT IS S'-O'. CAST-IN-PLACE ONLY 2'ClR PENETRATION OF OUTER WALL BY A lEC IS PAOHIBIIED. CD O V ,Q9Y I. THE TAPER ON THE SIDES OF THE �' 3. NARDHOlDS ARD STEPS SHALL VAVE'DROP'RUNGS AS SHOWN ON PRE-CAST BASE SECTION AND RISER REINFORCING STEEL 1. HANDHOLDS IN RISER OR ADJUSTMENT SECTION DETAIL OR PROTUBERPNCEB TO PREVENT SmEWAYS SLIP. SECOON SHALL NOT EXCEED 1/2•PER ((FOR SEPARATE BASES ONLY) SHALL HAVE A 3"MINM,U4 CLEANNICE.STEPS IN FOOT. G.23 50 IN./fi EW (4H'CB) 4. BLAB OPENING MAY BE 24'%20'OR 21'DAM. 0.19 SO IN/FT.EW (54"CS) CATCH BASIN SHALL HAVE G MINIMUM B. FRAME AND GRATE SHALL BE IN 0.28 50.IN/FT,E.W.((b"CB). CLEMANCE.NO STEPS ARE REQUIRED WHEN'B' y AS AN ACCEPTABLE ALIERNATIVE TO NEW,WELDED WIRE FABRIC R ACCORDARCE WITH WSDOT/APWA M 4'OR LE55.HANDHOLDS SNAIL BE PULED IN I-"t-10" - RAVING A MIN..AREA OF 0.12 SOUARE LNG/PER FOOT MAY BE USED. SPECIFICATIONS.IMBNG SURFACES SHALL 0.35 W.IN./FT E W (T2'CB) MTERNAH IT GRADE RINDS OR t£.EUNC BRIG( WELDED WIRE FABRIC SHALL COMPLY TO A"A497. Lam' Y WITH KY(.LIVER PoUS TgIJ ON-ROCKING PIT 0.]9 SO IN./FT EW.(98'CB) OUUR E WITH A MINIMUM OF ONE HANDHOLO BETWEEN THE UST STEP ANO LOP OF THE 96T_ B. LADDERS OR STEPS SNAIL EXTEND ro WITHIN 16"OF BOTTOM'OF s FINISHED GRACE, ETCH BASIN. IF UDDERS ARE USED THEY$WLL BE STEEL 9. FLANGE DOWN AT CAST BE I RIB13l.D WITH BEINPORCED COPMYMER POLYPROPYLENE PLASTIC PER STD.DETAIL 'n +S '0'RING 2. MINIMUM.SOIL BEARING STRENGTH SHALL EQUAL SS_`M" 3,300 POUNDS PER SQUARE FOOT. 10.EDGE Oi RISER OR BRN;N SHP11.NOT BE ]. HANGING LKDERS M BE PERMMIENTLY FASTENED AT TOP BY MORE THAN 2'FROM VERTICAL WOE OF S. MORTAR SHALL IN PULED BETWEEN EACH LEVEL NANGNG ON STEP OR BY BOLTING OR EYBmDING IN CONCRETE. CATCH BASIN WALL. TI OF KJUSTNC RINGS.TOP OF TOP BLAB,MW EACH SHALL BE EMSEDDED AT BOTTOM IN BASE. l\ _ BOTTOM OF IRON RING. PRECAST BASE JOINT SEE THE SIMIAN ARD SPECIFICATIONS FOR MORE B. ADDITIONAL SAFETY FEATURES MAY BE REQUIRED IN VERY DEW OR 0 Q REQUIREMENTS. UNUSUAL STRUCTURES. PRE-CAST BASE SECTION (MEASUREMENT AT THE TOP OF THE BASE) eM 4 �ARM+mR w wslx 11r srANDARD MAIL .ewe sTMmA ML a <p,nl. STANDARD DETAIL n °ErYt °q STANDARD DETAIL IHWRG Ke eRIWr STANDARD DETAIL wawCATCH BASIN LADDER,STEP. SD-050*pn:� SD-020 CATCH BASIN TYPE 2 SD-040 CATCH BASIN TYPE 1 4B",54",80",72"8 08" AND TOP 91AB DETAILS CATCH BASIN TYPE 1 DETAIL 2 CATCH BASIN TYPE 2 DETAIL 3 CATCH BASIN DETAIL 1 NTS TUTS NTS a 2 , B 24' I r I gg� 3_1/ Mi I 2H-1/4'R A I A 2'-2"R I MIN I I C i C � � •M J L ___ zI - MATCH EXISTING SIAPE CD N I 2-D. B _I 2 MTION C B • �.. Q NI4 / 1 3 4'NONMAL-- 1�•R(ryp) •` A-1 �39-t 8'R� T TO!N' ILE IMIJ DPER ASTMSHALL EA538.E 80-55-06.WITH -C1IN +i BITUMINOUS COATING. e W O r 1 2'NORMAL Q LOCKING HOLES TO BE PROVIDED ATE 2 TO BAR 1-3 4" 2 JI H IN CASTO TO NJ:OW FOR iW0 FRAME 14.4 1- 5/8"OA SrMNIESS STEE4 � 3 1 / PART OF iCREW YBLLrnPROTRUDE SEMON A-A /�//y////// /// ABOVE GRATE. {� Q 3 NOM / / Q GRATE TO BE M7 WITH FRAME TYPE 1 CURB&GUTTER Q 11 !i//! SHOWN w sro DETAIL SD-oBD. N 0 FOUNDRY NAME.TH15 SIDE TO CURB%ARROW AND(DI) �LOCKING GRATE CASTED HOLES SHALL BE m //!/ /�• /�F� / FOR DUCTILE IRON SHAH%EMBOSSED ON TOP OF CASTER TO-OW FOR TVro O/B'OIA / Q CASTE AEATINO:a INTEGRALLY R*• O W GRATE WITH 1/18'RECESSED LETTERS. STAINLESS STEEL SOCKET N C/P SCREWS CAST PADS. o Z SO THAT NO PART OF HEAD PROTRUDES ey.M.. W Q2 BGNNG OF GRATE SHALL GE ACCOMPLISHED BY ONE OF fn ABOVE TOP OF CASTING. 4Fnu (� CAST POCKET LIFT HANDLE. W THE FOLLOWING:X B INTEGRALLY CAST PADS y GMT TO BE USED WITH FRAME SHOWN IN JCT"Lay1N ClC ® NON-SNO DAMOND PATTERN (1-,/2'K3/4'xt/8').B.MACHINE 9070M SURFACE Q STANDARD DETAIL SD-090. APPRo%2-t/z••1•x1/B"HIGH E (n OUTSIDE A 17"OA. Q MA AL USED SMALL BE DUCTILE IRON PER ASTM-A5M, r GRACE 80-SS-06.ALL CASTINGS STALL HAVE A I/M� d' BITUMINOUS COATING. Fit OtrIRAtCIT AX Z WORMS SrA1DIAD DETAIL W rustic wno Am sruoARD DELNL STANDARD DETAIL xusetW srANDARM DETAIa eYA STANDARD DETAIL RU�9 d, STANDARD DETAIL xu91KW rwAwe TypICAL FRAME AND GRATE DNSTALIATION SD-090 isow COVER SD-O80 Aw CONSTRUCTION DRAWING APPROVAL Q STANDARD GRATE CATCH BASIN INLET SD-080 j *ow - - THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED FRAME AND GRATE INSTALLATION PER THE CONDITIONS ON THE TITLE SHEET. CATCH BASIN INLET DETAIL SOLID COVER DETAIL 6 TUTS Brgr,C A 5 City Engineer, CI7Y OF ARLINGTON NTS NTS DATE:�I4�� THIS APPROVAL VALID FOR 18 MONTHS C-6.0 c_ �i 0 3 L: J i p, N v°T WM � gN S 3o = SITE SPECIFIC DATA z z z z ACCEPTABLE FILL MATERIALS:STORMTECH MC-3500 CHAMBER SYSTEMS g AASHTO MATERIAL COMPACTION/DENSITY 1 ! PROWDI'% ARLRAiIFW ORMG571718' WWI _ -T NbM U MATERIAL LOCATION DESCRIPTION CLASSIFICATIONS REQUIREMENT N PROTEGE LOCATION 'W''N'4 '' LpmE&wAIN &D < < ¢ Q §§ PBypJI LWRFOD PA7ENIED d CL d 1 LL iB1Al FRl:FILL MAIFAW.FOR IAYERO STARTS PMPARE PER EN NTE OESIOp GWFERS PIANA Q a O. SIRUCRAF0 ____ PETR,bETER n r ^ Ir FROM TXE rov OFTNE'C UYEaionlfi eoTTOM ANY SgLROCN MAIEaMLS,NATIVE SOILS OR PFR U a TWARBNT REOUIRED. �1 N In 0 OFFLEXIBLEPAVEMENTORUNPAVED fMl-0 ENGNEER,B—O.CHECRPLANSFOR PAVEMfiNT WA RvAIIATNINBMI.YI BTRBAOENT ORAOEABOVE.NOTE THAT PAVEMfMBUBBASE SIIBGRAOE REQUIREMENTS MAe,.AND P ITAMJ.AREPAMTroN RE REgAREMENTA MAYBEPARTOFHRTY LAVER AABIRO LHm Lpa Ye O1BlLN GOWN llld $,au.'T {p 0p h1,Atl4 hi BEOW CWB�ACilIRIBAFTER W'(BW mn)Oi Q Y 3 0.1/.S� � r. O O O O O IMn1ALPRL:FILLMMRAl FOR1AYERC' GFAMAAOWELL-0RADEOBGAIAGGREGATEMMTINI0&O% 1MTERIAL OVERTNE CHAMBERSIB REACIkO: a uunn STARTS FROM THE TOP OF THE EMBfbL1ENi FINES OR PROCEBBm Ao0aE0AlE. GOMPACTADOMIONALIAYERSINIT(--) IWATIONT H&AVAtlA&E(M �y� PRC-AtUR t' V}. Y� N M •T I[') C SPORE PRON!TH TO PO T EEMS DIA TXE MAx LIF"TOANN.9O%PRGGTONDENMrYFOR 6 p�8MISS MVLM(L•FS)-rt APPI A%E Lm C1R/M1WA't£ ""• ,.F TOP OFTHELER)TO.N(w—T TPAVENENT BOBTPAVEMEM EUBBASEANTIBB—:CA.B B IBN AABHTO MI3' WELL GRAOE01MlERIN.PNOSS%aEIf1NA: F ' WPOFERAY BEA PARTOF TH LAAYE0. OFTXISIAYER. a�•4•�fi•�'B to eT BS,T.TB:B,BB, 11B18rTY FOR RIOCEEBED AOOREGATE g PRY[NTA LE. ANIFRNL WIIWTER V �� NAYEP1 RRET PPE! I1862 HDPE 12' ❑ PWNmNOIT STONES FILL 8URROUIIDWO THE AABMO WG` NO COMPACTION REWBiEO: ; B CNAAIBEaBFRONTN UNDATICN STONEpA' CLEAN.LRV&1E0.ANOULAR STONE yA RRET PPE2 NIA LAYER)OTHf CIA ERABOVE. E I IWNDATNW BTONB FILLBELOW CNMABERB AhBMTO MIS' 811RFAEE.,• ®� OUTLET PPE II7J0 NDPE l2• __.___-}I�u�� _�... A FROMTNENMMGEUPTOTI1E root IBOTTOMI GLPAN,dMYNPD,AN01AAlsTON[ PLATE COMPACT p(pOLLTOAtlUBVEARMT RRETRFATMEM BRIP$SmwN DISCHARGE OIFRET PPf ��wi.PPE LEFT END V/EW \ �' OF THE PAIAAAaEa. RIM Q.EMIfON 122.80 IY4B0 122M SEE M7IES SEE AV7ES 0, z o PLEASE NOTE; PLAN VIEW o C) I. THE LI8IEOAABNTO DESIOHAIpNBARE FGRGRRGRTM GNLY.IIE BTONEWSTALW OWCLEMJ,CRUIiL�,ANWLµ PORaAAMPlE,A9PECIFIGTION FORM9TONEWOULD STATE:Y:LEAN.CRUSHED �4g4 SURFACE LOAD RIRKMIC OPEN PUNTER PARKWAY AN—NO.4f—T0N43)BTONE•. R FRAME&CORER ALN" N/A RPP• 3. 9TOPMTECX COMPALTpN aF911IREMENiS ARE NOT FOR A'LOCNnpN MATERMLa WNENPLICEOMIe'OOYPACT�W Y tAtamMllMAxILIFTe WINO TWOFULL COVERAOE9 WRN A VRRATORY COMPACTOR S. MEW WFILTRATON SURFACES IMY BECOMPPOMIBEO BY COMPACTION,FOR BFMIGMOOESION LOA000NOnkINB,AFLAi BURFAfE 1MY BE ACHIEVEUBVWANING 0a 0aA0OINOWIOIOUr COMPACTON 1E' � ���(CV) /.g2 EQUIPMENT.FORSPECIALEOAIIOESIGNe,COMACT STOAMTECH FORCOMPACRON REOUMEMENTB. O INhhq'F I ¢t (E.^ sM WETIANONfOII DELhERY AWTN(10 PEROYBYIRAC7 CA O/E ESIABUSHMEW AOB GE09YNMEnCB 1NONWOVEN WOTEME— AYELIENT LAYER(DESIGNEG � ORRICE&ZE(O4 RL^ 1 01,77' MEOA � p ARGABI CIF+W.CRUSHE ANGgAR TONE IN ASBIAVERB BY 9RE DESIGN FNLNNEERI I N G wp,4 aua MA `s� ,� �AFOAMAPM ,� I118.80 �'' (xam) i I WAY Ha T "' vEa Mls¢�+o) �I nn+«I.'ol P F i ae. a.I I. al x I.- ',P� _L WW,Na1MIM MAA f'p�Hg INSTALLATION NOTES 117.80 fY pOBWMI)MW 455 r. Ln MCTOR ro FROME ALL LAW Eowr'",,U47ERWS AND ®F� WCIOEMALS REOUIRED TO OFFLOAD AND INSTALL THE SYSTEM AND FLOW C(MRRt1L ExCAVATRTI WALL_ R ap APPORTEWCE5 IN ACCORDVICY OUH RRS ORANRG'AND W RE& .• ICAN Be sLOPEO qe vERncALI L ■EEE 7 A01AVACRJRfRS S9EC6ICAlA7N5,LRNfSS OTNERNVSE STATED IN n II (ItAB mnl B @ L(WI/FACTURERS CONWr, y� q 2,, LOU MUST RE RISOILLED OI LEVEL 842'. 44AWACTURER RECOMMENDS A WNNNIM R-LEVEL ROCK RASE UNLESS SPWRM BY H'OUT THE PROAECT ENGINEER. CONTRACTOR IS RESAONSI&E TO'VERPv s 8-0 B• R O Fad �'. L OFPIII DFSTONE TO BE WTERMINED g/ g PRWr EOAUR5 RECO.MMENG4D 844E SPECIFC.IMAYS. S,-D• - - eY arn:OESB;R ENGWI?ER a(zaomml LnN -e#e 4 ALL PIPES MUST RE allSH WRH ASIDE SURFACE OF GGNCRf2: —�•.--Y-0•� �� �' vltmmml mN MCaEaB II- - - B' n'(+ammmll •D IY(90EmmIM �I M(YT U91 cBEYOND AMR ROM ALL ZIPS 0BNfE�W&W 9UBORADE SORESLEVATION VIEW d'p ENGCAP (GEE NOTE,1 (z.IDnnnl mN Q AROUND PIPES SHILL RE SFALEO WATER PONTPOIT WT H ANON-SNRWK GROUT PER 94AWACRWRS STAMM CONNECADV DETAIL AND SHLL AIR "FOR COVER DEPTHS GREATER THAN 8.0'(2.4 m)PLEASE CONTACT STORMTECH 1E�' '�OR OR 70D UMYWCO A IN cLL ALL N 5ttNdCO �771Y k F Q t. POTS W L LAV/KAC70R RESPlNSI&f FOR/NSTALUIN)N OF ALL RASE,PS NOTES: y mAwoIESND A mrCHES cavm4cmR ToGB7UT ALL MAWAXES AND INTERNAL BYPASS DISCLOSURE. MEAT.VENT FLOW(OS) o I60 6 H4TCHE5 TO 94TCH iRIK40 SURFACE UNLESS SPECIIFED OTHERWISE y ® G DRP OR SPR4Y WrA7KW REQUIRED ON ALL W#S 017H 6EOTAWN.. TEA:DE%W AW CAPACRy Of THE PEN'COAMANCE ME7NOD TO BE REVAMO OPERATWG HEAD(FT) J7 MC-SmO CHAMBEae SW.LL CONFORM TO THE PEQUIREMfiNT80F ASTM F2A19'eTPMDARD SPEGFN:ATION Fqi PoLYPROPYIENE(PP)COaRUOATED WAl18TORMWAIER COLLECTpN CHAMBERS. �, 7 CONTWWR RESPONSIDLE FOR CLWTACl/NG MfgIRM WETLANDS FOR AND APPRAW BY THE ENC/NEER OF RECORD HGL(S)AT PFAK FLOW SHILL BE GPM SF J.9 MW9fAm00<:HMIBER39HALL BE OEHNiNEp WACCORGANf.E WITX ASTM FITB]•BTANDWiO PRACTICE FOR BIaUQT1AtAL OF81g1 OFTHERMOPLASTICCORRUQATEO WALL BTORMWATm q]LIfCTION CHMMERS'. EI PROPRONOVARON IL AN MODULARESWARRANTY IS YSE AM OUT ASSEM TO ON DAA UPS/REU USED FOR PEW HORY BYPASS PRET4WMMLLOADW RATE( U ) iPBIE FlLL MANEPIN.3'TABLEABOVEPR IMSLMTERALLLOdnON6,GESCRIPR OaAGAnoW,M CMPACTIONREWIREMENTSFORFOUNWTRALEMB—D ,,ANOFILL LIATF.AIALe. 'Lb PROPER ACINA&W BYAARRRILAR Wc7UW5 REPRESENTAIM C4PACRY ShYMYN ON DRAWING ARE USED FOR G(RLkNLE ONLY. mr <. THESTEX.FFENGWEERMRESPONSIBLE FOR A98ESSWGTHE BEARINGIIESISTANCE IALLOWA&.E BEMINO GAPPCITYI OF TXE BUBGMOE SOILS AND DEPTH OF FOUNMnONSTONEWRH GENERAL NOTES WETLAND MEDM LOAOWG RATE(GPM/SF) I,0 eoNSIDE DEBIG PoRINERANGEof E%PECTFO R BENG BERRIONs. 1. MNY/FACTLWER Rl PROI, ALL M47ERW5/AtESS ORHRWSY NOTED. MrMn Am»m nMM PROAR£7ARY AW LXIN¢W£ARLM.• MWS-L-6-8-V-HC PER AB:NER srONE Must BE ExneNom Xoa zroRULY TO TXEEzcawAnon WALL FOR Born vERnca.ANosLOPED ExcAVAiroa wALLs. 2. ALL OWNSKwS ELEVATRAVSSPEG'67CAnM ANO CM+AXES ARE�S��T.M/B�J,Et�CT TO °- L01s°Parz ' .wnu.TGrN� Ba BTMAos Nr Bio�Clean STpRMWATER BIOf/LTRATION SYSTEM B. ONCE LAYEP'C IB PIACEO.ANYSGIIMATERIAL CAH BE PIACRDWIAVERbUPTO THE FlNIBNEO OMOE.MWTPAVEMEM9WBASE 9gL3 CAN BE WEDTO aEPLACE THE MATERMI.MOUIPEMEN199F lAYER'C C7/AIA'F, FOR PRCLWGT 9Y M DRAWINGS DET,UDW ENACT OWLEVSIONS R£IGMS IMX>.IA.IR IeTTJR 6MdFM rtuve R5T0E.AR OR ro'AT G19 DESIGN ENGINEr:R's DlscaETwN. sMEET AND AC=ORES PLEASE COMACT OANWACTURER• ` uT AsuP ABMSSBH MM'M�AM MLMBt MAIN— AFWtwm STANDARD DETAIL �ITE1 OF 1 MODULAR WETLAND �� � STORMTECH CHAMBER CROSS SECTION 2 NTS � ��� NTS • E DETEhMON CHAMBERS TABLE DESCRIPTION CHAMBER NETWORK BOTTOM OF ROCK EL 113.30 a BOTTOM OF CHAMBER EL 114.05 rn CHAMBER HEIGHT 3.75 9 $ TOP OF CHAMBER EL 117.80 W � N .J a. TOP OF ROCK EL 118.80 0 Z Q Q N #OF UNITS 49 �� j STORAGE VOL. RED. 8,712 CF Z STORAGE VOLUME 8,766 CF Z ONZ 3 o N Ir i CONSTRUCTION DRAWING APPROVAL Q a i THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED rn PER THE CONDITIONS ON THE TITLE SHEET. c BY.• -I-( " City Engineer, CITY OF ARLINGTON c DATE: �<<F 111 THIS APPROVAL VALID FOR 18 MONTHS C-61 rJi 0 L'n li. PRESSURE REDUCING VALVE IF � d'MIN l Ji OUTRP HOLE � -2 MINS6"MM 95 ZZpRIpHT-OF-WAY 3"MIN S"MIN 5' ~ W W F 63 2"NtN 4 7 3 w w FLOW 2 y�FLM ND EID � yerELEVATION zzzz,1 PIAIII MATERULLIST: v , � u¢ ¢ ¢ ¢ DRIVEWAY ELEVATION O1 UL-M L451Eo SOFT SEATED WASHINGTON ST APPROVED DOUBLE CHECK DETECTOR VALVE.ASSEMBLY WHICH C. 8- CL CL 4 MUSTBENSTALLEO M THE SAME OMENTATION FOR WHICH 1T WAS APPROVED.ASSEMBLY TO INCLUDE.TEST 2 MATERIAL LIST: COCKS,3/4"BRASS OR COPPER BYPASS WITH W INE VALVES PAID A S/B'REMOTE METER.METER TO READ METER BOX IN CUBIC FEET,ANDBERMOTEO TO AN EXTERNALWALL OF BUILDINGMETERBOX. 22-)' Q WASHINGTQN STATE APPROVED DOUBLE CHECK VALVE ASSEMBLY INCLUDING TWO BRASS BALL VALVES AND ON OFOUR RESILENT SEATED TEST COCKS. TWO 3/4'RODS,OR MJ RETAINER GIAHDS FOR BOTH UPSTREAM AND DOWNSTREAM OF ASSEMBLY. ,1G' Q UNI-FLANGE WITH SET SCREWS OR MJ K FL ADAPTER WITH MEGPLUG OR GAEVANI2ED SHACKLE TO 1WN WITH 00 P TR INNON-TRAFFIC AREAS USE: O O O O FOR 3/4"TO 1"ASSEMBLIES.USE A NO STATE MSBCF 1324-12. 0 DUCTILE TRIM PIPE(SIZED AS REQUIRED)CUSS 52" N M a 9 12, FOR 1-1/4"TO 2'ASSEMBLIES,USE A MID STATE MI 17M-18. 0 TWO GALVANIZED ADJUSTABLE PIPE SUPPORTS FOR 2-1/2"DIAMETER AND LARGER PIPE, NOTES AND MATER". EIB IN TRAFFIC AREAS: O A 4'MINIMUM FLOOR GRAIN OR WALL FOOTING DRAM MUST BE PROVIDED M THE SAME ROOM. A TRAFFIC LOADED B0X MUST BE USED AND LOCATION APPROVED BY THE CITY OF ARLINGTON PRIOR TO �y INSTALLATION. Q FLUSHING CAPABILITIES MUST BE PROVIDED WITH A 2"FLUSHING UNE DOWNSTREAM OF ASSEMBLY TO OUTSIDE ^ N L'J 2'CC SERVICE SADDLE W/DOUBLE STAINLESS STEEL STRAP. 3 PROVIDE TWO UNIONS, OR AN APPROVED INTERNAL DRAIN, O2 2'BALL VALVE CORPORATE STOP COMPRESSION WITH KEY FACING UP,MUELLER OR FORD ONLY. 3 MIN IF A DAYLIGHT BRAN CANNOT BE PROVIDED THERE MUST BE A 6"MIN LAYER OF FREE DRAINING GRAVEL (D WHERE ASSEMBLY IS TO BE LOCATED ABOVE EXTERNAL GROUND LEVEL.ALL SENDS REWIRED TO LOWER INLET N U OI ^AT THE BOTTOM OF BOX. PIPE(TO PROVIDE REWIRED EXTERNAL GROUND COVER)SHALL BE FLANGE FITTINGS OR BE WITH HORIZONTAL Q 2'HOPE CTS CLASS 200 HIGH SERVICE PIPE(290 PSI RATING)WITH STAINLESS STEEL STIFFENER AND V ANGLES MAY BE IN OR CUT OF BOX SO LONG AS SUFFICIENT ROOM IS ALLOWED AT EACH MD FOR AND VERTICAL THRUST RESTROJNTS. O �II GO 10 GAUGE COATED COPPER TRACER WIRE WRAPPED AROUND THE PIPE AND ATTACHED ON BOTH ENDS. VALVE OPERATION AND DCVA REPAIR OR MAINTENANCE. ALL WALL PENETRATIONS SHALL BE SEALED PER THE CURRENT BOLDING CODE. ? Z C7 O 2 COMPRESSION ANGLE METER BALL VALVE(LOCKABLE). WATER MAIN FF�WT����+ O O METER(SIZE AS SHOWN IN PLAN)SHALL BE INSTALLED BY CITY UDUTIES DIVISION AT OWNER'S EXPENSE. EIS 1. TEE AND GATE VALVE REWIRED AT WATER MAN. CITY WILL INSTALL ADAPTERS AT BOAR ENDS OF METER If THE METER IS NOT 2'. NOTES' 1. INSTALL ACCORDING TO MANUFACTURER'S SPECIFICATIONS. 2. INSTALL ONLY IN HORIZONTAL CONFIGURATION,UNLESS APPROVED OTHERWISE BY 2. ASSEMBLY REQUIRES CERTIFICATION UPON INSTALLATION.AND RECERTIFICATION ANNUALLY AT OWNER'S g METER BOX SHALL BE MIDSTATES PLASTICS(1730-18)W/SOLID DI LID WITH 1 3/1'HOLE FOR TOUCH DITTY ENGINEER. READ PM MP). i INOMWAL METERS ARE RECURRED FOR EACH RESIDENTIAL UNIT UP TO AND INCLUDING TTDPLEXES J. INSTALL TEST COCKS FACE UP OR TO ONE SIDE. EXPENSE, L� Q 2'ANGLE METER CHECK COUPLING(LOCKABLE). 2 SEE STANDARD DETAIL NO W-040 FOR CONFIGURATION OF METER AND SERVICE CONNECTION. 4. INSTALL RAMS 5 PLUGS IN ALL TEST COCKS. 3. TEST COCKS ARE REWIRED TO BE PLUGGED, COY U Lb O8 COMPRESSION N FIPT ADAPTER WITH PLASTIC FUJI 3 METER AND PRESSURE REDUCING YALVE(ARV)LOCATIONS SHOWN IN THE PLAN ARE APPROXIMATE. A FOR 3/4'TO I"ASSEMBLES.USE A MIDSTATES 1324-12. 4. MAXIMUM HEIGHT OF ASSEMBLY FROM FLOOR IS FIVE FEET UNLESS ML OSHA APPROVED PLATFORM IS S FINAL LOCATIONS SHALL BE DETERMINED BY CITY INSPECTOR WRING CONSTRUCTION. 8. FOR 1-1/4'TO 2 ASSEMBLIES,USE A MID STATE MSBCF 1730-18. PROVIDED, 9 EXTEND SERVICE PIPE 10'BEYOND PROPERTY LINE AND AN O ADDITIONAL 5'BEYOND EASEMENT LINE 7, ASSEMBLY REQUIRES CERTIFICATION UPON INSTALLATION AND RECERTIFICATION ANNUALLY,4. A PRV IS REQUIRED IF THE STATIC PRESSURE AT THE METER IS GREATER THAN 80 POUNDS PER 5: ALL DIMENSIONS ARE MINIMUM CLEARANCE REQUIREMENTS. U SQUARE INCH(PSI). 8 10 METER LENGTH BLANK STUB . ALL MINIMUM CLEARANCES MUST BE MET.SEE STANDARD DETAIL NO.W-10D.0 FOR q 2"METER,W.17-1/4'. 9. ASSEMBLY MAY BE INSTALLED INSIDE BUILDING IF MINIMUM CLEARANCES.ARE MET AND APPROVED BY CITY 6, FIRE DEPARTMENT PUMPER CONNECTION MUST BE DOWNSTREAM OF ASSEMBLY. 5. METER BOXES SHALL NOT BE INSTALLED IN ORNEWAY OR OTHER TRAFFIC AREA UNLESS APPROVED BY ENGINEER. 11 2"METER SETTER,FORD OR MUELLER. CITY ENGINEER. 7. R OS&Y VALVE CAN BE USED AS A POST INDICATOR VANE(THESE ARE ONLY PART OF THE T0.ALL SPAN CONNECTIONS SHALL BE LOCATED DOWN STREAM OF THE ASSEMBLY.ANY BRANCH BACKE BACNFIOW ASSE4BlY). 12 BYPASSES MUST BE HIGH BYPASS OR SIDE-BY SIDE WITH THE METER S. WHEN POSSIBLE CLUSTER METER BOXES AT PROPERTY ONES. CONNECTION ON THE SUPPLY SIDE OF THE ASSEMBLY MUST BE PROTECTED BY A SEPARATE APPROVED B THE ROOM SHOULD BE INSULATED PER THE CURRENT BUILDING CODE AND HEATED TO ABOVE FREEZING.B CONSTRUCTION PREVENTION DEVICE. ONLY CONSTRUCTION MATERIALS THAT CAN WITHSTAND OCCASIONAL SUBMERGENCE WILL BE ALLOWED. wwwM w AtA WASIBMHT OF pmx mm PwAs w wI[ UpAnlAlw MF Pumm from MWeiW w aW 00MB11CN'T a runic IRIQB INrAe w aw 01QAn1EBp7'd POWZC INRTB +nvl. STANDARD DETAILS i � wuur STANDARD DETAILS �A °Eru1 +mA+w STANDARD DETAILS srARDARD EMI' srANwro oeTAR om� a+w+ STANDARD DETAILS -1 s awAww 2'"AND SMALLER ww DOUBLE CUM VALVE ASSEMBLY W-O9O ew+� •f R NON-RESIDENTIAL WATER SERVICE W-050 EATER ME•TSR INSTALLATION LOCATIONS W-070 •*<ri+0 • (DCVA)FOR 2"AND SMALLER DOUBLE CHECK DETECTOR ASSEMBLY-INSIDE W-12O (DCDA)2-1/2"AND LARGER SERVICES �M 2" WATER SERVICE DETAIL 2 WATER METER INSTALLATION DETAIL 3 DCVA VAULT DCDA (INSIDE) 4 NTS NTS NTS NTS 3I1 H; NATIVE DS GROUND 3 __T 1 T COMPACTED � GRANULAR BM KFlLL DETSTEEL �PPIPE ' g g PU7E .b AIR GAP UNBALANfED CROSS CROSS WITH PLUG O 12'MN COMPACTED ¢ CV JO"MAX GRANULAR BACKFILL f I DIRECTION OF FLOW 1/4'STEEL THRUST T„ PUTS 6L. PER ®® R N ELEVATION STO DETAIL N0.W1 PLLom TEE g0 o NOMMINTAL 8M T r, BACK FACE THRUST t.., BLOCK AREA REFERS .t,`'. • G rn MATERIAL LIST: TO THE BACKFACE OF r BLOCK MEASURED M o UL-M LSTED WASHINGTON STATE APPROVED REDUCED PRESSURE BACNROW ASSEMBLY INCLUDING TWO SQUARE FEET 3 O BALL VALVES AND TESTS COCKS. IvFA +�'�' N OINSULATED PROTECTIVE ENCLOSURE(HOT BOX1 REQIRED FOR OUTSIDE INSTALLATIONS. (/' 1/4'STEEL BLOC R,OF PIPE AND ` THE PROTECTNE ENCLOSURE MUST BE PROM WITH DRAWS AT BOTH ENDS OF THE BOTTOM SUFFICIENTLY I PLATE SIZED TO PROVIDED FREE GRAVITY DRAINAGE OF Not DISCHARGE OF RELIEF VALVE PORT(2'MIN). ,& THRINST 0 0 rl 'AM j OJ 90'ELBOW WITH A CLOSE NIPPLE AND UNION ON VERTICAL. Tm N (3� THRUST BLOCK AREA IN SQUARE FEET(SEE STD DETAIL NO W-165) NOTES: E- W p SOIL flRM SK M CWPACT SAND -PACT SAPID k DRAWL 1(jvFn�t`"77jjQww aA�, N I. LOCATION ANO SIZE OF BLOCKING FOR PIPE LARGER THAN 12'DIAMETER AND FOR SOIL TYPES L / W u•BEND II 4• W ai'GENG Tt 1 a' IOW as'atm 1 I a' DIFTERMT THAN SHOWN S1gALL BE DETERMINED BY THE CITY ENGINEER. 1_ _ ( flT1MG BIND Y¢CAP OR PLUG a DI t/Y BEND 1FE CAP OR PLUG W 32 1/T BD1D IIL CM 9R RUG A TZ/ 2. ALL BLOCNNG kOR HORIZONTAL fR11N05((+pURED IN PLACE)SHALL BEAR AGAINST UNDISTURBED NATIVE t/� GROUND DR FILL LUTERIAL COMPACTED lO ni%MAXIMUM bENBTIY. VJ r I. ASSEMBLY REQUIRES CERTIFICATION UPON INSTALLATION AND RECERTIFICATION ANNUALLY,BY OWNER. - 1 3. ALL POURED TNWLIST BLOCKS SHALL BE BACNFlLLED AIRIER MMMIUM i DAY. PRESSURE TESTING SHALL T1 w I.> t OCCUR AFTER CONCRETE HAS REACHED COMPRESSOE STRENGTH ..2TC 2. THE ENCLOSURE MUST BE INSTALLED ON A 4'THICK CONCRETE PAD. L' 4.. ALL BLOCKING TO 8E CONCRETE CL 300D-i(300D PSO. 3. AN ELECTRICAL OUTLET MUST BE PROVIDED. 9.BLOCKING AGAINST FIRINGS SHALL BEER AGAINST THE GREATEST ANDS. SURFACE AREA POSSIBLE.BUT O 1. SHALL NOT COVER'OR ENCLOSE BELL ENDS JOINT BOLTS GREATEST TFITTI ACCESS TO BOLTS AND GLANDS �E ®IF ECOLOGY BLOCKS MAY BE USED M LIEU SNAIL BE PROVIDED N 4. GUARD POSTS SHALL BE INSTALLED IF LOCATED IN A TRAFFIC AREA. 1F POURED-IN-PLACE SLOE USING FOR 8. ML HpR120NTA1 BLDCNMG THRUST AREAS SHALL BE CENTERED ON PIPE iTT11NO3 IN SHADED PORTION OF TABLE 7. WHERE POURED B PLACE 13OM NO IS REWIRED AT A POINT OF CONNECTION TO AN EXISTING gG O S. ALL BRANCH CONNECTIONS SHALL BE LOCATED ON THE DOWNSTREAM SIDE OF THE ASSEMBLY. WATERNAN,THE BLOCKING SHALL BE INSTALLED PRIOR TO CONNECRON WHENEVER POSSIBLE OR AS CV RESTILVNEDJAINTS MUST BE USED. DIRECTED BY THE CRY ENGINEER. M 8. TEMPORARY BLOCKING,IF USED.SMALL BE APPROVED BY THE CITY ENGINEER. � FOR NOTES SEE STD DETAIL NO W-TSB % wNAww aw DpAnE1RM7 W PUNIX wow w o BtlWABImFT 0 POEER,INDI® DWAPn® W PORK wMI� J 1�STANDARD DETAI RNDAIm OETAK STANDARD DETAILS +nvw. STANDARD PLANS A+ w +W w A STANDARD DETAILS bTA mumm EL REDUCED PRESSURE BA ASSEMBLY ' +M.w xuMELW CONSTRUCTION DRAWING APPROVAL W-130 THRUST BLOCS THRUST BLOCS Q c • a (RPBA)2"AND SMALLER + W-16O ,..• W-165 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED j PER THE CONDITIONS ON THE �TITLE -SHEET. 151 RPBA DETAIL THRUST BLOCK DETAIL THRUST BLOCK DETAIL ar City Engineer, CI OF ARLINGTON 3 NTS NTS DATE 6 IIq 117 NTS THIS APPROVAL VALID FOR 18 MONTHS C�7•0 / N A VALVE BOX LID U'w20.•w4'CONC.PAO ! 4 FUSION BONDED TYPE A BLOCKING' SEE NOTE 3 SEE NOTE 4 2`SQUARE w 2`HIGH Q EPDXY COATED FOR 111/4'h 221/4'VERTICAL BENDS OPERATING NUT SHACKLE RODS VS a lrI 16 III m (TYP I I`s $5� W# _ +/3 TOTAL -1 — , 9 In CX "rv�f L" •' • LENGTH 7 III �j N LO 4 TURNBUCKLE 3 i p '6 k �a tF / VALVE OPERATING SW NUT W ~ 2 Z C Y' 2 6� E �w EXTENSION SEE NOTES J6'FOR PIPE DAL 12"OR O- W W �♦ `\ 1 ARO 2 SMALIDR 16`FOR PIPE OW Cf N 4' Jt10 _ - r. NOT3 2REXCEE MAX.DEPTH SHALLry 6` Jyy 'v. 1 VALVE BOX U V U V VERT yS.� SEE NOTE 3 • 6` JDO Ye M OF BLOCK 1 Z Z Z Z ' �• . tr BLOCK ¢ 4J J . + •q' 12 J00 J b CONCRETE 4 T1, A. . (R� ,• ° d BLOCK 3/6`SET SCREW •e ya \\�� a d 1 d d C • 4. FUSION BONDED BOTTOM FACE `� AINDTHICKNESS ] g,\�` h h h h EPDXY COATED • + THRUST BLOCK AREA VALVE BOX EXTENSION y�U, 9 SHACKLE RODS \ M7 01 REFERS TO THE •. 3,. (TYP) ACE OF BLOCK MMEASURED IN ®� S (• /``\ � n I\.W SOIANE FEET A /\ /\ i' SOLID STEEL STOOK p.e4 �\ O O O O • ' I� VALVE BOX CUSHION 3/8"SET SCREW ® ® $•��� "" N M V' In 5 • _I 4 TURNBUCKLES / APE 6L000ND Fpt 111P'.]4iK.4T NND y0'1ERTICAL 68QS op TYPE A '711 5qL FAA&Lr pl COMPAcr sA1R CpWAC1 sIJ10 a 01ANL \ '•O�r p a SQUARE SOCKET 2-i/4'INSIDE 0.19•S �{Rl` FITTING 6EN0 eb8EK0 s 121E DEAD 469EN0 t•V2TN 4698HD A,i 121/Y 2-1/A'DEPTH 6 h N (I/B'MIN WN1 MICkNE55) WATER MAIN 2 UNDISIWRBEO EARN O U O / DfT@IS ONAVEL BACKFILL FOR DRAINS O H A . (PCC COURSE AGORE6ATE GRAGRADINGb s r VALVE BOX AND 0111 TON VALVE OPERATING WLIf N N0.6 PER WSDOT a 03:1(3)C) o TYPE 6 BEGGAR. : . • � I•/ •` b CJ FOR U' TIC S N3 d L < e D 4. 1. LOCATION AN 'SIZE OF BLOCKING FOR PIPE LARGER THAN 72"DIAMETER AND FOR SOIL TYPES DIFFERENT N SHOWN SHALL BE DETERMINED BY THE CRY ENGINEER. NOTES: MATERIAL Mr: 14 2. ALL BLOCKING FOR VERTICAL FITTINGS(POURED IN PUCE)SHALL BEAR AGAINST UNDISTURBED NATIVE G + 1 BRONZE O BRONZE KU DESIGN FOUNDINY S76 LOCK 1b BE SUPPLIED BY CITY OF i GROUND. 1. VALVE OPERATING RUT. EXTENSI'ARE REQUIREDTOBE WHEN THE VALVE NO IS MORE THAN THREE(3)FEET O' BRONZE TO tRtON2E DESIGN SDIWCEAHLE gRUNCTON. b l� ° BELOW FIN SHED GRADE. EXTENSIONS NS ARE TO BE A MINIMUM OF ONE(1)FOOT LONG.ONLY ONE FROM WITH OUTLET X E EXPOSED.2-1 2" �, �V 'd • e 4 3. ALL POURED THRUST BLOCKS SHALL BE BACKFlLLED AFTER MINIMUM,DAY.PRESSURE TESTING SHALL EXTENSION WILL BE ALLOWED PER VALVE. A / U 03 N5f OUTLET LOCKING CAP ON OPERATOR. CAST NiON VALVE BOX AND Ll(TEN910N PER e a• OCCUR AFTER CONCRETE HAS REACHED COMPRESSIVE STRENGTH(Po)• STD DETNL W-190 a ?. ALL VALVE OPERATING NUT EXTENSIONS ARE TO BE MADE OF STEEL.SIZED AS NOTED,AND.PAINTED WITH 4, ALL BLOCKING SHALL BE CONCRETE CL 3000-1 (30DO Tni). TWO 2 COATS OF METAL PAINT. Q 2"BRASS.9D BEND () 0 6'DATE VALVE WITH RESILIENT SEAT Jpp 46 Jp ffi ' d 5. AFTER INSTALLATION,SHACKLE RODS A,TURNBUCKLES SHALL BE CLEANED AND COATED WITH 2 COATS 3. VALVE BOXES SHALL BE CAST IRON,TWO PIECE UNITS,DESIGNED WITH DEEP SKIRT(2')LOS W/LUGS. O MAINLINE SIZE TEE WRH 6'FLANGE (MUELLER,MRH OR APPROVED EQUAL)WIN A ,4 . OF ASPHALTIC VARNISH,ROYSTON ROYKOTE/612M OR APPROVED EQUAL. 6'FLANGE A 2"COMPANION FLANGE +. EQUAL TO'THIGH NO.946'AS MANUFACTURED BY RICH OR SAIHER. O MID-STATES PLASTICS METER BOX NSBCF 8. SHACKLE RODS SHALL BE FUSION BONDED EPDXY COATED ROUND MILD STEEL,ASNI A 36. 1730-IS/W DI LID. y 2"HOPE HI MOL CL 200 CTS POLY PIPE W/2 S I, 4. 4'THICK CONCRETE PAD AROUND VALVE BOXES OUTSIDE OF PAVED AREAS. 2'w2'SQUARE AROUND 2"NIP COMPRESSION ADAPTERS r TYPC B SINGLE VALVE BOXES AND 4'X4'AROUND MULTIPLE VALVE BOXES. 7. BLOCKING AGAINST OVER FITTINGS SHALL BELL ENDS.JOINT THE GREATEST ANDS SURFACE AREA POSSIBLE,8UT Q 2-1/2'CAP NATIONAL STANDARD THREAD. SHALL NOT COVER OR ENCLOSE BELL ENDS.JOINT BOLLS OR GLANDS REASONABLE ACCESS TO BOLTS FOR NOTES SEE STD DETAIL NO.W-175 AND GLANDS SMALL BE PROVIDED. ,wlwsw w gSPUNIMINT a POWC WON WwFow L w DBA%%IdW 4 PUBMC NlIQ STANDMD DETAIL w DLMBT1�Tf Of POwPC 11GFF1® STANDARD DETAE wRWsw w OAwJR1T RF pusuc wOR{6 STNBWRD DETAIL sTAxIMRo xmL wiwn.. STANDARD DETAILS wmn. STANDARD DETAILS •w wNnAr S0 TANDARD DETAILS Fn .an. STANDARD DETAILS x1wxR N� xwITFR w Ie 1w M.IM xIB1BER NUMwR VERTICAL THRUST BLOCK W-170 VERTICAL THRUST BLOCK TYPE C TN-I'75 C' ��� OPERATING NUT RRVALVE BOX NSNSION W-190 N.waww W-18O TYPE A B TYPE B 2"BLO1fOFF ASSSNRLY VERTICAL THRUST BLOCK DETAIL F� THRUST BLOCK DETAIL VALVE BOX DETAIL BLOWOFF ASSEMBLY 1 NTS L NTS NTS NTS - 4 BUILDING EXTERIOR WALL 01 OR STEEL " 36'FOR PIPE M.12`OR SMALLER PIPE ae"FOR PIPE DM.OVER 12" I ' MAN MAX,DEPTH SHALL NOT EXCEED rN" FILM SLEEVE SFIIL 3'MIN WATERTIGHT }( N GRADE a FLOOR I 1 �I THRUST BLOCKDot ®® m h G N 4 Q ® STRUCTURAL CEMENT-UNEO ® r g3 FOOTING DUCTILE IRON(CL52) a� � ® FLANGE AND SPIGOT PIECE(SEE PLAN p1 {lu FOR PIPE DIAMETER) ELEVAT ELEVATION °ION < mI SEE W-226 " 3 3 FOR CONTINUATION ' b CL STEEL FABRIGTW EPDXY FABRICATED STATNLMIS Siffi WATER MAIN FlELD LOAF CASKETS/MEGµUG COATED TAPPZHG SLEEVE TAPPING SLEEVE RFAUIR D ON ALL JONTS FROM VALVE E� N TO 9O BEND THRUST BLOCKING r W V! CD INSTAL DI LED ON PIPE INSTALLED ON AC PPE Q SEE W-160 Z J MATERM LW., SEE W-220 3 Dam Z 0 24'w24N4`CONCRETE PAD IN UNPAVED AREA FOR CONTINUATION WO CAST IRON VALVE BOX AND EXTENSION PER STANDARD DETAIL NO.W-190 NOM Q.6"DATE VALVE WRX RESILIENT SEAT(MUELLER,MAH OR APPROVED EQUAL)IF 1, STAINLESS STEEL TAPPING TEES SHALL HAVE FULL CIRCLE SEAL. 0 MAINLINE 512E TEE WITH FLANGE p 2. STEEL TAPPING TEES SNAG.BE EPDXY COATED, O 8` M 3. ALL TEES AND VALVES TO BE WATER TESTED BEFORE TAPPING. ©MEGALUG �Q N h _ w YS/REI�.T W Pw12O 16Rm STANDARD DETAIN Or P'mwSTANDARD DETAIL k�ART1�1T NN•POwIC xORO STANDARD DETA�II S w •�w STANDARD DETAILS RuxwR ,° xINMBEn .aww wmnw STANDARD DETAILS xuxlDR CONSTRUCTION DRAWING APPROVAL • Kw TAPPING SLEEVES w-200 FIRE LINE CONNECTION �'-220 • r~� FIRS LINE UNDERGROUND W-225 c FLOOR FLANGE DETAIL THIS PLAN SHEET THE ECONDITIONS ON TH E ETITLE SHEET. AND ROVED City CITY OF ARLINGTON TAPPING SLEEVES 5 FIRE LINE CONNEC NTS NTSTION 6 FIRE LINE FLOOR FLANGE DATE: (� I 4 3 NTS THIS APPROVAL VALID FOR 18 MONTHS C-7•1 NAi J Q �ZZO ~ M CC CC F C-) W Z = 2 E W W W Sc C3Z V U U U C.) U V U [L CL d CL CL N GOO N N O O O O O ZN IM sH I!) r O N r= O S-1//4"MVO HYDRANT WOW STD.DUTY LOCK INSTALLED PLUMS.SEE REQUIRED IN RURAL OR ISOLATED CD REQUIRED PAVENENTSAWC�m,P NOTE 1 LOCATIONS IF REQUIRED BY CITY CO Z 1 UTORATKIN PER ) ENGINEER MARKER O O R/W 115E PERMR U SURFACE RESTORATION EXISTING PAVENENi ° I L AS.SPECIREO(SEE SURFACE SEE NOTE 4 h1/2"PUMPER NOTE 3) PORT,SEE NOTE J N yy BREAKAWAY BOLTS VALVE BOX PER 8 S° AND BREAKAWAY 3' STD PLAN W-190 K C] 2'\\\ OOUPLINNG ROD SEE NOTE 9 U 2 TB" B" COMPACTED iRENCM I 8 CONCRETE PAD SACKFILL(SEE NOTE 1 NEAT LI E(IYP.) 8 •. CONCRETE PAD FLANGED TEE OR F (SEE NOTE I) SEE NOTE 6 LENGTH VARIES(24"MIN) TAPPING TEE(FL) MEGALUG RETAINER TWO LANE ROAD ON SIDE STREETr CIMIDS ERM#106 OFFSET MARKER TO INDICATE WHIC WHERE THE HYDRANT IS WITHIN 20'OF •°I•, 18' ® SIDE OF STREET FIYORAHf IS ON. THE MAIN TRAVELED STREET.THE PIPE BEDDING ZONE MARKER TO BE PLACED 4'TO 6'OFF MARKER IS TO BE INSTALLED ON THAT 2' ° ^ (SEE NOTES 2) I- OF CENTERLNE MAIN STREET AND 4'TO S"OFF THE CENTERLINE SHACKLE RODS I 9 M SEE NOTE B TRENCH STABILIZATION J '——I— J UNDISTURBED MB xT6"x4" ° MARKER 15' M4TEPIA".IF AND WHEN EARTH S'RESILIENT SEAT GATE $ S MARKER PIPE O.D.♦18" COW BLOCK 6"CEMENT UNEO DIP S d DIRECTED.(SAME AS PIPE 1/2 CY W/MJ RESTRAINED JOINT ORAPPROVED EOUALMUELLER,MH EXPANSION JOINT BEDDING), o ° WASHED ROCK SEE NOTE 7 KATERLALL ' C: 1-1/2"MINUS y py y (SEE NOTE Z) UNPAVED ARFA PAVED AREA IRI,4i e S S s 1. HYDRANTS AND ALL MATERIALS SHALL.CONFORM TO AWWA STMDAROS AND SHALL BE OF STANDARD MANUFACTURE(M&H 929 RELIANT OR MUELLER SUPER CENTURION 250 ONLY). FIN"ATM Km 2. THE CENTER OF THE HYDRANT SHALL BE 3'FROM FACE OF CURB.IF THERE IS NO CURB,THE CENTER OF HYDRANT SHALL BE 3'FROM RIGHT-OF-WAY AND A MINIMUM OF 5'FROM TRAVELED LANE, pp 3. ONE S'TO 4-1/2"PUMP PORT W/N.S.T.AND STORZ ADAPTER ASSEMBLY.PUMPER PORT TO BE FACING NOTES, STREET OR ROADWAY FOR TER IE FIRE ENGINE ACCESS. I. TRENCH BACKFILL SHALL BE: 4. TWO 2-1/2'HOSE PORTS W/N.S.T.AND 1-1/4"OPERATING NUTS. 9-0 PAVED3)),R CDFF,,OR 5/ULAR 8'CKFILL AS MINUS CRUSHE D SURFACING,OR APPROVED NATIVE BY LOCAL AGENCY,OR PER W MATERIAL 5. PRONOE CVARO POSTS FOR VEHICULAR TRAFFIC PROTECTION IF REQUIRED BY COY ENGINEER PER STD. FOUR LANE ROAD FIVE LANE'ROAD COMPACTED TO 95%OF MAXIMUM DENSITY. DETAIL W-030. S. INSTALL Sx3'x4'CONCRETE PAD(3000 PSI)AROUND HYDRANT IN UNPAVED AREAS INCLUDING PLANTER OFFSET MARKER TO INDICATE WHICH OFFSET MARKER TO INDICATE WHICH "UNPAVED AREA:SELECTED GRANULAR MATERIAL WITH MAXIMUM DIMENSION OF 8'PER SIDE OF STREET HYDRANT IS ON. SIDE OF STREET HYDRANT IS ON. WSDOT 9-03A5,COMPACTED TO SM OF MAXIMUM DENSITY. STRIPS.COMPLETELY SURROUND HYDRANT W/FULL DEPTH OF CONCRETE PAD PATH 1/4'JOINT MATERIAL MARKER TO BE PLACED 4'TO 6'OFF MARKER TO BE PLACED 4'TO 6'OFF BEFORE PIACINO CONCRETE OF DOTS OR PANTED LANE DIVIDER. OF DOTS OR PAINTED LANE DIVIDER. N 2. GRAVEL SACKFIL4 FOR PIPE ZONE DEMING SHALL BE SELECTED GRANULAR MATERIAL PER 7, HyORANT RUN TO BE 6'CEMENT UNE9 DUCTILE IRON PIPE CLASS 52 WITH RESTRAINED JQIMS(MEGMUO WSOOT 9-03Sp 3),WASHED'SAND,OR APPROVED SUITABLE EXCAVATED MATERIAL WITH `y N MAXIMUM DIMENSION OF 1-1/2'COMPACTED TO 95%OF MAXIMUM DENSITY BY APPROVED OR APPROVED EQUAL),HYDRANT RUN LONGER THAN 50 FEET SHALL BE B'DM.OR URGER. YYY HMO-HELD TOOLS. S. Y-GALV.SHACKLE RODS WITH THE EYE BOLTS AT BOTH ENDS REDUIREO FROM VALVE TO HYDRANT. NOTE. NOTES: 3. EXCAVATE FOR THE PIPE BELL TO ENSURE UNIFORM SUPPORT FOR THE PIPE BARREL. 9, FIRE HYDRANTS SHALL BE PANTED WITH TWO COATS OF HIGH GLOSS EQUIPMENT YELLOW'RUST-OLEUM' 1. CONCRETE SHALL BE CUSS 3000 PSI MIN. r LL 4. UNPAVED AREA SHALL BE RESTORED WITH 4'TOP SOIL,FCRTILf2ER AND SEED,OR AS. TYPE PAINT. MARKER:TYPE BB AB 1YlO WAY(BLUE) SPECIFIED. PAVEMENT RESTORATION SHALL BE DONE PER RIGHT-OF-WAY USE PERMIT,OR 10.INSTALL 2!"x2A'X4'CONCRETE PAD 3000 PSI AROUND VALVE BOX AND 48'X48'x4'FOR MULTIPLE VALVE 2. INSTALL 1/4'EXPANSION JOINT MATERIAL WITH FULL DEPTH OF CONCRETE PAD MOUND HYDRANT. AS SPECIFIED. ( ) BOXES IN UNPAVED AREA E wsw K.A MWA92fmIf a POBAC TAB" STMWRD DETAIL oWwW aw BIfARffLYB'ar PDEFJC NOKF SMNDAgD DQTAIL FIR n•ww .Ax DOARLfBMT @ PON10 BOMBS STANDAR9 OEMA AAAwsw ur WABTII MP tT POW WOW STANDARD DETAA $ •• WY•/� STANDARD DETAILS •• •nv. STANDARD DETAILS NUMBER STANDARD DETAILS IUNeM1 •MA+ STANDARD DETAILS z A•KA NM TYPICAL TRENCH DETAIL W-270 •� FIRE HYDRANT ABSEMBLY W-OIO E HYDRANT MARKER W-015 ME HYDRANT CONCRETE PM 1P-020 $ TRENCH DETAIL 2 FIRE HYDRANT DETAILS a NTS NTS s 3 0 a W 3 f'Z Q J w CC,)3 a 0 ZO 5va a N M N A / i CONSTRUCTION DRAWING APPROVAL Q 0 v+ THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE CONDITIONS ON THE TITLE SHEET. c BY., -I LMII 2 cCity Lngineer, CITY OF ARLINGTON DATE: 3 THIS APPROVAL VALID FOR 18 MONTHS C-7°2 V1 Iw J "I"x 1'FULL DEPTH 1"R Q FINAL JOINT MUST EXPANSION JgNT EVERY 5.5" SIOpf 6" 1'R BE JOINT MU T SAW-CUT OR uNE GRILL 2'MIN ASPWLLi 3G'.KIXN EXPANSION JOIN7 V-GROOVE 1/a'R UNDERLYING CONCRETE CONCRETE !DUMLIYJq NTS IN LURE 1•R .^aS Gam,VAM1IES _ O] '� p�p�, (/] WIM JOINTS IN s10EWN..K ( )DER Ell-� -III- 5L ICI ., N N EXISTING A9%iKT p CONCRETE V-SROGVE 12" 11"DER 6'p K H �YP> g. 1/2" I"R W Z Z Z cOF GUMMY JOINT `� f, a CL W W W EXISTING CENRT� C/C p VZZI ]3A 12" p G -� 18" 16' S O CONCRETE "f 1/2"x T 1/2" 1 2' d p ' WMMfg JOGIgT 8' � �D U U U V EIMM ASPHALT CONIMM OVER COVE ODNOM CC D/W CUT �� Z¢ z z 6 B < if, I� 0 0 0.9PNPLT CONCRETE(3" Q QQ Q itNgL JgNT MUST REPLACEMENT PATCH TO BE 1" ° I � � � � � BE SAW-CUT THICKEN MAN PREVIOUSLY E%ISlEO CURER CURER i" ;- 8 --1 1/2'x 1 1/2' FULL DEPTH SEE NOTE°9 I' EXPAMSN)N JOINT EVERY SD' V \\ \ Km FB^ TYPE E-2 CURB o o IrD O7 CI1R8 El �TYPE � In � n � aO 12' B' TYPICAL SEC-MN CD 0 0 0 0 EXISTING ASPHALT 1.5 COF 51 TYPICAL N M a Ln CONCRETE 1/2'x 1 1JT' tSEE NOTE]BELOW) UMMY JOINT 1-2-9.-- MC��BNCREh 1 DQSi>fIG ASP4IALT CONCRETE G OVER PREPARHI GRADE TYPE 1 tVRe L CU7TEP-� �., SEE SID DETNL R-110 \ 1"fl 1'R 1'R ZZ 1'R y ^ O N CEMENT CONCRETE(B"NIN) 6 6' 2-3/1" 4 p F O REPLACEMENT PATCH TO BE 1. 2'CRUSHED SURFACING NOTES" 2' 2' 2-3116- _ FIµgL JDIM MUST THICKR THAN PREVIOUSLY DUSTED TOP COURSE,COMPACTED M BE SAW-CUTO 95%DENSITY 1. FORMS SHAH BE TRUE TO LINE AND GRADE-0 SECURELY STAKED. www���c.m.e�Bw 2. GUMMY JOINTS SMALL BE PLACED 15 FEET ON CENTERS.DUMMY JOIInS SHALL BE 1/2'x:I-1/2". GD d 18p+1•+�s',fA°�, 3, THRU JONTS SHALL BE PLACED ADJACENT TO CATCH BASINS.INLETS AND AT POINTS OF TANGENCY ON p• EXISTING CEMENT NOiBS: STREETS ALLEY AND ORAI RETURNS,MAXIMUM SPACING SHML BE 30 FT.PRE-MOLDED JDIM CONCRETE 12'" � FILLER SHALL BE 1/2"WADE AND CONFOTW TO AASNTO DESIGN M213. ._ CDF 1. SIDEWALKS SHALL BE A MINIMUM OF!'THK:K,AND SHALL BE CUSS 3000 CEMENT CONCRETE,WITH NR ENTRNTMAENT(MIN 4.5%-MAX 6.5R). 1. ALL JOINTS SHALL BE CLEAN AND EDGED. !, *' a. NLL EXPANSION JOINTS SHALL GENERALLY BE PLACED TO MATCH THOSE PLACED W ADJACENT CURB k 5. CONCRETE SHALL BE CEMENT CONCRETE,CLASS SOW. L� rru.�a� OLRTR,WITH MAXIMUM SPACING OF]0 FEET•'NAL SPACING OETERNINATKKI SHALL BE DECIDED BY THE 110' •' �x- E. C m'`OVER PREPAm GRADE INSPECTOR IN THE FIELD. 6. STEEL FORKS ONLY SHALL BE USED ON TANGENT SECTIONS.WOOD FORMS MAY BE USED ON CURVED •. SS SECTIONS. J 3. SUBGRAOE SHALL BE COMPACTED TO NOT LESS TITIAN 96%OF MAXIMUM DENSITY. 7. FINISH SHALL BE LIGHT BROOM FINISH. Il-1/Y" �,g; 4. SIDEWALK SHALL BE AT LEAST 6'THICK IN DRIVEWAYS. 5. THE FINISHED CURB SHALL BE SPRAYED WITH A TRANSPARENT CURING COMPOUND AND GOKRED BY TYPE E3 Q1RB BY TRANSPMENT CURWATERPROOF PAPER OR PIAS7IC MEMBRANE IN THE EVENT OF RAIN OR OTHER INCLEMENT WEATHER. 1.ALL TRENCHES IN ROADWAY AREAS SHALL BE BACKFILLED AND PATCHED WRII TEMPORARY 5. THE FINFIRIROOF PAIPER OR AUl RUSTIC SYY FETING IN 7HEAEVENT O0 RAN CR LOTH RIINfLEMR THER.CURING CURING TINE SHALL BE A MINIMUM OF]2 HOUfl4. TM��ILfe. ASPHALT AT THE END OF EACH WORK DAY.UNLESS PERMISSION M GRANTED it DO OTHERWISE TIME SHALL eE FOR A MINIMUM Oi]2 HOURS. BY THE CITY ENGINEER B. ALL CURB AND GUTTER SHALL BE PLACED ON A MIN OF 2'OF CRUSHED SURFACING TOP COURSE. 6, ALL JOINTS SHALL BE CLEANED AND EDGED WITH AN EDGER WHO A 1/4'RADIUS. 10,DUMMY JOINT 1/2'x 1 1/2"BETWEEN TYPE I CURB AND gnTER AND THE SIDEWALK. 2.ALL TEMPORARY PATCHES ON TRENCHES SHALL BE PERMANEMtY PATCHED WITHIN 2 WEEKS OF ] SIDEVIF�(S ARE TYPICALLY 5'WIDE,WIDER SIDEWALK MAY BE REQUIRED BY THE CITY. COMPLETION OF WORk WITHIN THE ROADWAY AREA AweA°n ew DM"nwT or PUYMO ImIIBB STA DRETAR erQ•ABTBaxE oe PDw2c Trove MADEORETML Rmmw STANDARD DETAILS ' BIJc mllo n-l lDpAR(8BR L RMmw STANDARD DETAILSSTANDARDDETAILS BUYBDI CEMENT CONCRETE CURB R-210R-170 ♦ CEMENT CONCRETE CURB AND R-180 TYPE E-I.B-2,E-e&E-a *RtL��� CEMENT CONCRETE SIDEWALK GUTTER TYPE I CEMENT CONCRETE SIDEWALK DETAIL CURB AND GUTTER DETAIL 4 CONCRETE CURB DETAIL PATCH DETAIL 2 NTS NTS NTS &__PAVEMENT NTS 2 a _ � 4 PARKING STALL GBDWMY MAX / SEE SN PUNT 10 R-210 TOR 111%TA1 PIAIING IAT91T. 1 Y^ ■ E 6 AVM 30 LORA I It it LL �n Y TA+ A B C D E F G N I J % L M N N 1 45• BA 12] n3 1B5 12 1 4& IS 46A 20 EA T31 14 B. 134 1]3 193 I1 16S 17.0 N dB.'�°ti C BA ITS 3 IBA If 2.0 I/ N Q 4 v T D n. 32A 22A IY za M 1 a I W 60• 9.6 II.O 43. 40.5 1! 16.5 %0 54 SIC] 47 4:6 B.3 I/ 90 93 IB.S 1&T M CEMENT CONCRETE H IS I T ! Is 2.3 l4 31 .mR IN N TYPE I SIDEWALK V 1. 105 %.9 433 19 43 I! N e W } W cum 75' 9.0 14 � � & O B.O BA 1].0 I&J IB I II N QQ HI 13.0 I33 N9 30.0 22 i! 21 'yn. Y �� 8 W Q 1 6 232 4f.! 24 11 / w NOTES: 90 9.0 9: IBA TWO 9.0 as m 23 B U 11 g K 9 l A 1 1B. 1` 1 W Qj WIDTN OF DRIVEWAY AT PROPERTY LIVE. B.0 B. 50 0: 42 ♦yA� � H I30 13.0 I" IB.5 25 11 f4 ,,9....AII � "I �2 1/2'WIDE FULL DEPTH EXPANSION JOINT. V 18A 160 200 YY r 0 NLL DEPTH EXPANSION JOINT IF 1O IS 15'OR GREATER. O Z Q ©DRIVEWAY TO BE SURFACED WITH ASPHALT OR CONOREIE. Wi Q Q O.ORIVRWAY CEMENT CONCRETE SFMLL BE A MIN OF W THICK IN RESIDENTIAL AREAS,S'THICK IN COMMERCIAL AREAS•PNO IS TO BE PLACED ON A MINIMUM OF 2"CRUSHED SURFACING TOP COURSE COMPACTED TO 94%MAXIMUM DENSITY. 3 ©PEDESTRIAN RAMP SHALL BE AM COMPLIANT. 7.5%OR FU7hR RECOMMENDED FOR NOlESi W 0 DESX:N/':WA.M K(&3R AW().THE PEDESTRIAN RAMP LENGTH IS N01 REQUNiED TO EXCEED 15 1. MSLE WIDTH MAY BE REQUIRED TO BE WIDER F MULTIPLE UTILITY LINES ARE LOCATED FEET(UNLESS OTNERMSE SHOWN IN Zl CONTRACT PLANS). WHEN APPLYING THE 15-TOOT WITHIN THE AISLE CORRIDON. W MNtWUM IENGiH.MEASURED FROM BACK OF SIDEWAK,THE RUNNING SLOPE OF THE OF RAMP 2. C�COMPACT SPACE.EACH SPACE SHALL BE IDENTIFIED BY PAINIINO FJ Z RAMP IS ALLOWED TO EXCEED&3R. USE A SINGLE CONSTANT SLOPE FROM BOTTOM OF RAMP70 "COMPACT•ON PAVEMENT. 5$ H H TOP OF RAMP TO MATCH INTO TILE SIDEWALK OVER A HORIZONTAL DISTANCE OF 1S FEET. W ry HANDICAP SPACE.SEE WASHINGION STATE REGULATORS FOR BARRIER REE FACIl1IIFS. }. 4 V-HANDICAP VAN ACCESSIBLE SPACE,SEE WASHINGTON STATE REGULATIONS FOR HARRIER f5 FREE FACILITIES. Q !� N Kw M OOAITTIWVE 0•PUBMO RBB� DBNDAallum DIVIDE STAIpMD DETAL Nn w,R mARll� eomn�mMa STANDARD OFIAR .,WA. STANDARD DETAILS NUIBER MAMMIm DETAIL Rm%AB• STANDARD DETAILS YIRI9FR cc STANDARD DETAILS BMMER PLANTING EWA BEH@ID R-270 CEMENT CONCRETE DRDMWAY APPROACH g_2gO T. PARKING TAT DBEAIL R-250 R aroE11ALE CONSTRUCTION DRAWING APPROVAL Q "? 2 TYPE 2 rnG THIS PLAN SHEET REVIEWED ROVED PER THECOND CONDITIONS ON THE TITLE SHEET. PLANTING STRIP DETAIL aY: y PARKING LOT DETAIL City Engineer, CITY OF ARLINGTON DRIVEWAY DETAIL 6 7 NTS DATE: PROVAL1V C_pxo c (D- NTS NTS THISTHIS ApPROVA�VALID FOR 18 MONTHS O 0 J a � F599 �8 PAVEMENT NOTES wzzz = 1. MATERIAL THICKNESS IS COMPACTED DEPTH. APPLIES TO ALL SECTIONS. w �' 2. SUITABLE ONSITE SOILS SHALL BE FREE OF DELETERIOUS MATERIALS AND MAY BE USED s , FOR SUBBASE PROVIDED SOILS MEET REQUIREMENTS IN THE PROJECTS SPECIFICATIONS. c-' C-' 3"ASPHALT: 1/2-INCH AGGREGATE MIX 8" PORTLAND CEMENT CONCRETE(4000 3. FOR PREPARATION OF PAVEMENT SUBGRADE, FILL PLACED WITHIN 12 INCHES OF FINISHED o c o 0 0 PER 2012 WSDOT 9-03.8(6), PG58-22 PSI COMPRESSIVE STRENGTH PER WSDOT z z z z z OR PG 64-22 BINDER PER 2012 WSDOT SUBGRADE ELEVATION IN FILL AREAS AND AT LEAST THE UPPER 8 INCHES OF SUBGRADE STD SPEC 9-03.1) IN ALL AREAS TO BE PAVED SHOULD BE COMPACTED TO AT LEAST 98%OF THE ¢ a a ¢ a 9-02.1(4) MATERIAL'S MAXIMUM STANDARD PROCTOR DRY DENSITY(ASTM D-698). FILL PLACED ° 2"CRUSHED ROCK BASE COURSE BELOW THIS LEVEL SHOULD BE COMPACTED TO AT LEAST 95%OF THE MATERIAL'S ^ ^ ^ n 6" CRUSHED AGGREGATE (WSDOT STD SPEC 9-03.9(3)) 4~°N MAXIMUM DRY DENSITY. o o .- BASE COURSE PER 2012 12" COMPACTED SUITABLE MATERIAL OR \\\\ 4. AFTER PROOFROLLING WITH A LOADED TANDEM AXLE DUMP TRUCK AND REPAIRING DEEP o $ o 0 0 WSDOT 9-03.9(3) STRUCTURAL FILL. UNSUITABLE NATIVE SUBGRADE DEFICIENCIES, THE ENTIRE SUBGRADE SHOULD BE SCARIFIED TO A DEPTH OF 12 MATERIAL SHALL BE OVEREXCAVATED INCHES AND UNIFORMLY COMPACTED TO AT LEAST 98%OF STANDARD PROCTOR. 12"COMPACTED SUITABLE AND REPLACED. SUBGRADE SHALL BE 5. CRUSHED BASE COURSE MATERIALS SHALL CONFORM TO THE REQUIREMENTS OF SECTION MATERIAL OR STRUCTURAL FILL. PREPARED IN ACCORDANCE WITH THE 9-03.9(3), OF THE WSDOT STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE UNSUITABLE NATIVE MATERIAL PROJECT SPECIFlCA11ONS TO ACHIEVE CONSTRUCTION. r o v SHALL BE OVERTIVE MATED AND 95%OF MAXIMUM DRY DENSITY(ASTM 6. ASPHALTIC SURFACE COURSE MIXTURES SHALL BE IN ACCORDANCE WITH SECTION N REPLACED. SUBGRADE SHALL BE D1557) 9-02.1(4)OF THE WSDOT STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE PREPARED IN ACCORDANCE WITH CONSTRUCTION. THE MIXTURE SHALL HAVE A MINIMUM MARSHALL STABILITY OF 1,000 F b THE PROJECT SPECIFICATIONS TO NOTES: POUNDS, AND THE SURFACE COURSE SHOULD BE COMPACTED TO A MINIMUM OF 97% ACHIEVE 95%OF MAXIMUM DRY 1. CONCRETE SHALL BE FIBER REINFORCED, AIR ENTRAINED, WITH MARSHALL DENSITY(ASTM SPECIFICATION D 1559). DENSITY(ASTM D1557) A MINIMUM MODULUS OF RUPTURE(Mr)OF 600 PSI, A 4000 7. THE PORTLAND CEMENT CONCRETE PAVEMENT MIXTURE SHALL BE IN ACCORDANCE WITH PSI 28 DAY STRENGTH, AND A 15-FOOT MAXIMUM JOINT AIR-ENTRAINED CONCRETE FOR PAVEMENT SECTIONS 9-03.1 OF THE WSDOT STANDARD SPACING SPECIFICATIONS FOR ROAD AND BRIDGE CONSTRUCTION. THE MIXTURE SHALL BE DESIGNED TO DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 4000 PSI AT 28 DAYS WITH STANDARD PAVEMENT SECTION 2 HEAVY DUTY CONCRETE PAVEMENT SECTION A 4-INCH MAXIMUM SLUMP AND 5 TO 7% NED AIR. 8. CONTRACTOR SHALL PROVIDE A PRIME COATT AND AND TACK COAT TO FACE OF CURB WHERE q CURB CONTACTS ASPHALT. NTS NTS 9. PROOFROLLING SHOULD BE USED TO EVALUATE PAVEMENT SUBGRADE. 10. THE RECOMMENDED PAVEMENT SECTIONS ARE BASED ON THE ASSUMPTION THAT THE 0 SUBGRADE CONSISTS OF UNDISTURBED SOIL OR STRUCTURAL FILL AND THAT THE PAVEMENT WILL BE CONSTRUCTED DURING THE DRY SUMMER MONTHS. + 12" REFLECTIVE ALUMINUM RESERVED LEGEND AND BORDER- GREEN PARKIN. WHITE SYMBOL ON BLUE BACKGROUND I © BACKGROUND- WHITE • TYPICAL AT ALL HANDICAP SPACES THIS SIGN TYPICAL AT ALL w S� VAN ACCESSIBLE" PARKING SPACES +r�r ACCEAN SSIBLE v49e PENALTY SIGN WITH WORDING AS REQUIRED BY STATE OR LOCAL LAW Q ALVANIZED "U"CHANNEL POST / g Z r� 4"DIA. SCH 40 GALVANIZED STEEL o PIPE BOLLARD PAINTED OSHA YELLOW 0°w FILLED NTH CONCRETE E o o PAINT CONCRETE BLACK N o AFTER CURING a $ AT ASPHALT LOCATIONS ®® J 4000 PSI CONCRETE N 0 3 a (TYPICAL) ` -I I I-I I I-III-III-I III-III-III-III-I I- N o IIIII�IIIIIIIIII : .IIII�IIIIIIIIIIIIII�IIJIz Ii 11=I I_I -III I I I=1 I I i I=1TI= 6"R it III=ll I a� ZQ �=1 I I-III °' � � 3 Q o '-1 I I-I I=1 11=1 11=1 I=1 11=1 11=L=1 I I- Z NOTE1. LOCATE AT EDGE OF PARKING SPACE r w UNLESS ACCOMPANIED 1'-6" 0 BY"VAN"LETTERING Q 04 W 3'-0" F-c9 04 N ACCESSIBLE PARKING SYMBOL ACCESSIBLE PARKING SIGNCc 4 NTS CONSTRUCTION DRAWING APPROVAL Q NTS THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED rn PER'THEE"C'O'NDITIONS ON. THE TITLE.SHEET. t BY: �/6pWN Cybll(iF^� j City Engineer, CITY OF ARLINGTON c DATE:911�1/7 THIS APPROVAt VALID FOR 18 MONTHS C-81 0 3 Note: .i�s3�lotion includes removal of stakes one 8• year after Installation. I o 2.Adjust tree ties ; during establishment to rune dlseond and 0 allow for growth. roken rant es I o "Gholnlock"or equal I 3 0 2" lodgqe Ole ine tree tree tie material (I" z stak-- IongpdrI en 1' width);nail or staple 4 nto undisturb8d ground. hold h t tie e o o Stain brown t I a g vertically,loop each a y For all trees tie around half tree I a wlthln 4'of povin and w loosely r provide I" 3'of water lines: slack for trunk Gentur Products w root bCrriar or approved growth _ — — — — — — — — — — — — equal.'714'652.1055 24 in"ppanels Water dash with 2"mulch I Instedls per manufacturers Povin9 p s Paving suga ed planting pit --— — cle n 1/2 top oil,1/2 native soil, I 215 } 1 v Planttnq pit min. water tl5ioroughly,fertl llze 0 Y twice size of root .c Undisturbed soil TREE PLANTING DETAIL I F !i 215 SF No Scale 95 SF une diseased and 65 SF broken branches 165 SF .. Water basin with 2"mulch Com a ccl to soil I / O .I Act�r t(ioro'enly, / I fertilize as regd Planting holef , wlce min.Size o root ball I 165 SF 215 SF ; - I NOT A PART DRu�s roR (o�4, CJF 460 SF LIJ SHRUB PLANTING DETAIL (UNDER Na Scale I SEPARATE ,:,1 n- M NOTES PERMIT) 165 SF l 1 ' 01 o I. Subgrodes,including berms,to within I 1/I0th foot provided by15 General Contractor unless otherwise noted. 2. 5ubgrode,shall be scorifled or rototilled If conditions require. g lK Z <...: , 3. 4"depth 3-way topsoil or equal in all planting areas. 4. Dewitt pro 5 filter fabric woad barrier(or equal) In all planting beds. I W 5 2"minimum depth washed rock In all planting bads. z b. All plant materlal shall be healthy,Pull and conform to Amerlcan 165 SF Nursery and Landscape Associatlon specifications. I 215 Sr- = ® T Z 7. Plant material or size or kind not avallable may be substituted only wlth approval of Landscape Architect or Owner. 8. All mass plantings shall have triangular spacing. , // 460 SF z Q H 9. All tree pits shall be Inspected to insure proper drainage. 10. Positive drainage shall be maintained.Mound planting areas I.:.: minimum b". I 165 SF 11. Landscape Contractor shall maintain site until final Inspection and { j 165 SF acceptance by Owner. .'. I 95 SF 1. 165 SF L. ,.. PLANT LIST L BOTANICAL/COMMON `GlUANTIT"r 512E CONDITION ' �� �� �� •'...;�.,` � � i Fraxinus pennsylvanlca 'Cimmzam'/ IS 2"Caliper 545 1 215 SF azN Cimmaron Ash I \ 165 SF 165 SF ; b Prunus carosifero 'Thundercloud'/ 15 2"Caliber 545 I 365 SF 4�5 SF 95 Thundercloud Plum/ I 65 SF Prunus serrulata 'Kwanzan'/ 10 2"Caliper Bog 165 SF 165 r�F 165 SF o 385 SF 460 SF ;.I. Kwanzan Cherry Acar palmatum 'Sango Koku'/ b'-7' B4B Sango Kaku lapanesa Maple Viburnum t.Spring Bouquet' / 57 5 gallon full 4 bushy Spring Bouquet Viburnum — {— — / / / / i / / / / OP Spirea x bum. 'Anthony Waterer./ 9 5 gallon full 4 bushy _ _— —— _ — — — — — — — _ z w Anthony Waterer Bumald Spirea _ — _ — — ® Thuja O. 'Emerald Green' 14 b' B4B _ —EASEMENT_ — — -- — — _ _ _ _ — — —— — — W U 'w Emerald green arborvitae — — — — — — SD s° 5D SD -- c—c—c A F m O Prunus L. 'Otto Luyken'/ 117 21" full 4 bushy E I Otto Luyken Laurel I W ® Azelea Hlno crimson 55 2 gallon full 4 bushy NOT APART 1 204TH ST. w e — _ NE — — — — — — — x Q A ® Azelea Purple Splendor 42 2 gallon full 4 bushy Nondino domestica 'Moon Bay'/ 41 2 gallon full 4 bushy Z p Moon Bay Heavenly Bamboo NOTE z R AN AUTOMATIC IRRIGATION p HeathGarnea Ping Spangles/ 205 gallon full 4 bushy SYSTEM WILL BE INSTALLED LANDSCAPE PLAN G Lioropp muscarl/ 155 1 gallon full 4 bushy FOR ALL PLANTINGS AREAS. SCALE: 1"--20' Blue Lilyturf Sheet VEHICLE AREA SHADE LANDSCAPE PLAN Arctostaphylos uvo-ursl/ 550 4"pots full VEHICLE AREA ............... 45,131 SF / klnnlcklnnllk 18"pots ...................."..-.""......... D Sodded Lawn REQUIRE 20q SHADED AREA....................9,026 SF NORTH O 10' 20' 40' SHADED AREA PROVIDED............................9,180SF L g - *Confirm all plant quantities STANDARD NOTES SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. ' I Z REFER TO SHEET CV-1.1 FOR NOTES AND CV-1.2 FOR CITY OF I I w w w 5 ARLINGTON STANDARD NOTES I 0 VEHICULAR ACCESS 0 0 o N POINT(2-WAY) /�/ SHARED ACCESS DRIVE !� w w w o CONSTRUCTION KEY NOTES E , F R20'I AO CEMENT CONCRETE TRAFFIC CURB I B Q o 0 CD o a U U U U 3 TRASH ENCLOSURE, SEE ARCH PLANS FOR DETAILS �� m 55'� 3,4 © ADA STALL W/SIGN, SLOPE IN ADA STALLS AND LANDING I I I ° o C-a.1 AREAS SHALL BE NOT MORE THAN 2%IN ANY DIRECTION. 10'UTILITY EASEMENT a a a a a R30' RECORA.F.NO. 8304040029 D STOP BAR D a0 8 O R4re a0 - �o � c�loo O NO PARKING-LOADING ZONE(FIRE LANE)PER CITY OF I R5' e> L ARLINGTON STANDARDS. I : : : z°FO TYPE 1 CEMENT CONCRETE DRIVEWAY APPROACH 116CONCRETE SIDEWALK PAVEMENT I 104' - S1/2,SE7/4 Z 1 -•- ------ SECTION 11 7 SUBJECT TO o r o HO TIE INTO EXISTING SIDEWALK ' G EASEMENT rn Z . RECORDED o OI STOP SIGN I I I UNDER A.F. ro z p I I� I i '.•.�.".".- NO.1157911 o CD d JO PEDESTRIAN PLAZA, SEE C-1.1 KO CROSSWALK © LOADING RAMP. APPROXIMATE SLOPE OF 5% m � c 81 @ PATTERNED CONCRETE PAVEMENT I I I. 0 "NO PARKING' FIRE LANE I I I DRUGSTORE 0 = : 8.5'J 19' 30' 19' o 1 N OO NOSE DOWN CURB I I I 30' � pTc14,671 SF 4, ° o4aca � o LEGEND I I MAX HT. = 30.5x I 14 Q fT/Ix tea° C181 STANDARD DUTY ASPHALT - c s.1 CONCRETE PAVEMENT ©CONCRETE SIDEWALK PAVEMENT I 'LLr ' ' ' LANDSCAPED AREARE TR ;-;-• , - - • ; - - • , - : ' SRCE9s TO T 3,4 I I E 29.3' - -.-.•• FROM IEASDT •J- c-a.a CONCRETE CURB I I BOUNDARY OF �•``-.`I PROPERTY \ .'�. J�ai rt T BY PROPERTY LINE - - I D WIDE SANITARY SEWER , I Q �•;•;-;I DOCUMENT �AGTO NT TO THE CITY OF \ -LL- RECORDEUNDER A.F. ..RLINOTON A.F.N0.9110010458 I SIGN i i I 10!0 *� NO.1140278 o 30'�WIDE EASEMENT OR PARKING STALLS PER ROW ® I NGRESS,EGRESS,UT CITIES \ /6, . AND ROAD RECORDED UNDER K a° ____-- -____-- -____-- _---------� —! A.F.N0.8911200555 •- o Ig PEDESTRIAN PATH EXISTING BUILDING m m m m m ® R10' r 4� e I I w � R10 R20 6 . . PARKING DATA I I I �a \ M ILL:.;.., REQUIRED PARKING(DRUGSTORE) REQUIRED RATIO: 1 400 SF BUILDING AREA , ao g o / I I �p � 9 10 R5' I � 9i REQUIRED STALLS: 37 SPACES R10, A __ R10' 1 PROVIDED PARKING p — — — — — G R22' STANDARD STALLS: 58 VEHICULAR ACCESS ACCESSIBLE STALLS: 3 O -POINT(2-WAY) b:• __ TOTAL STALLS: 61 T I s'�"" " 30' N I -�0 . - -- — - ------- — �- - - - FL STALL DIMENSIONS - — — — — — — — — — STANDARD STALL: 9'X19' - -�-- o D N o Co < z PARKING REQUIREMENTS F ' T I G " Co z ° � z Q MINIMUM PARKING REQUIRED 1 SPACE/400SF BUILDING E NG A SS Imm 204TH ST. NE o o 14,671 SF X 1 400 = 37 STALLS TO REMAIN :mP H �n (/ ) VEHICULAR ACCESS POINTS2-WAY) - - oy __ _ _ _ _ _ _ _ _ -- -- -- -- Z p C� W REQUIRED —-- -- -- -- RIGHT IN RIGHT OUT O N Z H PARKING PROVIDED = 61 STALLS PROVIDED oo� MAXIMUM COMPACT STALLS 20%OF STALLS " PARKING STALL DIMENSIONS i REGULAR STALLS 19, X 9' O a COMPACT STALLS 15' X 8' Q i CCNS1I<:UC71GP, Df;,.4V1h3 P,1='1='I<gJVAL. o ADA STALLS 8'WIDE, 5' ACCESS AISLE MINIMUM TREE SHADING 20%OF PARKING AREA [HIS PLAN SWEET IAS, TEEN REVIENIED AND A,FPIZEiVFo j oIm GRAPHIC SCALE PIEf; TFllf rf)pI I:II TI;:II1IS�ON THE- TITI_F. SHIE[7. EI Y: 0 0 rn 20 0 10 20 40 80 ,�tl,�s I -, arr of �F,I�wcrnly c D,a a i ( IN FEET ) ._.._._.._.._.._.._.._.._.I,...`'_'..._ ..L.C;-Fi). Mrt)4,...... I v rF� ,a r , 20 ft. IL CONTRACTOR NOTES I EXISTING SSMH SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. 1. ALL FITTINGS TO BE"MEG-LUG" TYPE RETAINED I I I PoM-11417.31 MONITORING MANHOLE 6"SANITARY SEWER TO I Z JOINT PER COA STD. 4-1.10& 4.2.06 I I CONNECT TO 8"FIRE PER COA 5-1.17. BE REMOVED EAST OF BUILDING I o 2. ALL BELL GASKET TO BE "FIELD LOC." TYPE STA 0+50.0 HYDRANT LINE RIM = 125.2 CONNECTION I w w w s 1 - 8%6" TEE STA 1+50.0 IE OUT= 119.05 W PER COA STD 4-1.10& 4.-2.06 I SSCO 6" SS ( ) NEW 224 LF OF ( ) z z z w CAP END PER SSCO 6"SS CONNECT TO EXISTING 6" WATER MAIN (NORTH) a a a IE IN = 119.15 S Z 6"SS®2.0% COA DETAIL W-160 1 - 12"x6" TEE W/TIE-BACK BLOCK w w w o 5 2- 12" GATE VALVE F w KEY NOTES I B 1 - 6" GATE VALVE 3 I I m0000a CONTRACTOR TO CONTACT GAS I � c� OA CONTRACTOR TO VIDEO INSPECT EXISTING SEWER AND 4 z COMPANY REGARDING THE LOCATION o 0 0 SURVEY INVERT ELEVATION PRIOR TO DEMOLITION OF q I A 0 0 I z z z z z C-5 0 OF EXISTING 4"GAS LINE J J S EXISTING BUILDING. IF EXISTING SEWER IS ACCEPTABLE TO ENGINEER, EXISTING SEWER WILL BE USED. 0 0 SD s + SD SD -SD sD sD SD-SD111 °1 0o 9+00 3+00+05 1"IRRIGATION �B CONNECT TO EX WATER I - ss SS Ss-SS SS I r ^ ^ ^ ^ RELOCATE EX POWER POLE. COORDINATION WITH SD - - - - - - - - RE 8" FIRE HYDRANT LINE oo n rn 1- 12"x8" TEE © SNOPUD TO CONFIRM POINT OF CONNECTION. W W W W W W W W DDCVA IN VAULT PER COA I c N M I W W W o o o 0 0 OD 6" FIRE DEPARTMENT CONNECTION 1 - 8"x8" TEE W/ E STD DETAIL W-100 Z O NEW FIRE HYDRANT ASSEMBLY PER COA DETAILS W-010, W-015 I I TIE-BACK BLOCK D W W I IN 6" FIRE LINE G NEW 23 LF OF AND W-020 N 1- 12"x6" TEE z ^ N I o 6" FDCI 6"SS®8.0% 1- 6" GATE VALVE QF 6" FIRE LINE POINT OF ENTRY. F 1" DOM. METER 1 - 2" TAP PER E 4 I U z o 6" FDC© 1" DOM WATER POINT OF ENTRY 5 I I POINT OF ENTRY G o I COA W-050 T TO o RPBA INSIDE BUILDING PER COA DETAIL W-120 C-7.0 CALCULATE SANITARY SEWER ( " I z o EXISTING E SS IE= 120.83 I DETAIL 1 C-7.0;NT o o S QH NEW IRRIGATION SERVICE I IE= 113.55 , RMM N POINT OF ENTRY _ ® RUED I d UNDER A.F. _ N0.1157911 CONNECT TO EXISTING SEWER PER �, I m m QI SANITARY SEWER CLEANOUT C-5.0 I I DETAIL 2 SHEET C-5.0 I � PROPOSED 12" WATER MAIN O 2" DOM WATER STUB. EXTEND 5 FEET FROM I L I c PAVEMENT. CAP AND MARK. I I I I I m m QK REDUCED PRESSURE BACKFLOW ASSEMBLY I I o o © PROPOSED 12" WATER MAIN I I o QM CONNECT WATER MAIN I I I DRUGSTORE EXISTING 4" GAS QN I I I 14 671 SF I LINE TO REMAIN NEW TRANSFORMER I ko3�R oaf o �q< I I I I FFE = 126.00 `� II 14� y pis 9 UTILITY LEGEND l i l I o I� Q WATER LINE W I I I SANITARY SEWER LINE SS INS I I ° POWER LINE (2-4" PVC) P I I I I 282 LF 12" WATER ACCGAS LINE G I S.R.95 TO T y G I I I RESTRICTED 1 FIRE HYDRANT C-7.2 w I I �, I BOUNDARYT II OF FIRE DEPARTMENT CONNECTION � 5 6 30+MAD SANITARY SEWER \ ; I PROPERTY I N -9 I I DOCUMENT EASEME T F. THE CITY OF RECORDED I N N 6 G-7.1 ARLINGTO A.F.N0.9110010458 UNDER A.F. 1 2 \ Iltv__I_ _N0.L14927E - - - - - - ' ry8g --- I -_- THRUST BLOCK C-7.1 N 30'�Wl EASEMENT FOR INGRES$jEGRESS,UTLITIES F LL AND ROAD RECORDED UNDER I ' WATER VALVE N C 1 A.F. 0.8911200555 o I EXISTING 4" GAS SANITARY SEWER CLEANOUT \ I LINE TO REMAIN C-5.0 I SANITARY SEWER MANHOLE C-5.0 I N I I SD WATER METER 1,2 I �� SD -SD I I I aQ v ^ C-7.0 is -sD�� I �•,3 BACKFLOW PREVENTER I I I 0 NNE o BLOWOFF ASSEMBLY PROVIDE L GRADE ADJUSTMENT 7 LF 12"WATER o C-7.1 I m o 2- 45'12"BENDS GAS GAS METER ® p of CONNECT TO EX. GAS o MAR 3 I R. NEW FH SERVICE v / 31 LF 12" WATER =o DCVA -I- - - - - - - --� - - E Q - I � a TELEPHONE(2- 4"PVC) T T I "T _ _ _ - - - - - - - - W -I -�- - - - - - - - - OHP GNALC OHP�OHP fr i ELECTRICAL TRANSFORMER - - - - - - - - - - - - - - W vnuLrs _ _ _ _ _ _ Q W _ _ 3 OH OHP OHP HP OHP P OHP 0 C -1 - 12" 45'-BEND Z EXISTING BUILDING W' W - - - - Z z SD so B I Q Z J w y W W TOP sou D.ce- s. I 1 - 12" 45'BEND I Cc H - vc .=21.45 48 LF OF 12" WATER I 130 LF OF 12" WATER INV.8"PVC W.(CAPPED)=121.33 TOP S LID LID CB=126.33 SPEED LIMIT SIGN 15 LF OF 12" WATER "P 40 LF OF 12" WATER I Z Q • ? W.kt /WAIER EXISTING SSMH INV 8"PVC S:123.10 SE ARATOR)=122.54 INV 8"PVC E=122.99 _ _ _ -- - - 5H - CJ o � � _RIM = 124.83 -- 204TH ST. NE I z^ a IE=110.13 NV.8"PVC N.121.38 G.T.E. VAULT SS SSV.BTOP PVC SOLI=121.63- -_ SS SS- S n n N .._.._.._.. _r-ZJ s c Know what's before low. . 0 I NV R"TOP NB�nxroi S I, DI''r I \I .._'._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.. J SS SS LL n Ss Ss Ss CONNECT TO WATER AT EXISTING 10"x12"CROSS ._.._.._.._.._.._.._.._.._.._.._.._.._..__.._.. / D LID CB 124.75 INSTAI 119 Y19 TIFF I C.�NS TRUC710 1 <� 41-'-'-:OVAL. Q Ca I Y 9 THIS PI AN SHIEST HAS, N EN RE'VIEINIED A.IJD A,F'PI'CPJED GRAPHIC SCALE SEE CV-1.2 FOR CITY OF ARLINGTON STANDARD CONTRACTOR TO ADJUST MANHOLE RIMS AND GATE PER THE CCN DI[I:NS ON THE TITLE EHFFT 20 0 10 20 40 80 NOTES. SEE CV-1.1 FOR GENERAL NOTES. SEE C-3.1 VALVES OF EXISTING STRUCTURES TO FINISHED GRADE] EIY: FOR SEWER PROFILES. C-3.2 FOR WATER LINE arr of IF,I'wc niv L (i IN FEET ) PROFILE _._.._..__.._.._.._.._..__._.._._..___..___._.._.._...I inch = 20 ff~ oA IT_. ..1}'IG AIop;RLrJAL I/q(fD Fi)Fi 18 Mi)M1Il"CIS C-3.0 SECTION 11, TOWNSHIP 31 S, RANGE 5 W, W.M. N Z 7 I < e I zzzw� Ft N_ A + z _SS-SS ss i II a I I Y N I Q o 0 0 0¢ -T T T T T T U U U Uri �A m pAep I Z Z Z Z Z PROVIDE VERTICAL BENDS FOR as as as as J J S GRADE ADJUSTMENT 0 �282 LF 12" WATER PROPOSED 12" 2" DOM. SERV V Z^z z z 7 LF 12" WATER WATER MAIN o I 1" DOM. METER n co 0 2 - 45'12" BENDS o00 00 1+00 - - _ � — 2+00 ,. ZlogcN W G � W W I c c G 1 - 2" TAP PER w w w z COA W-050— o r o —— (DETAIL 1 C-7.OR CONNECT TO EXISTING 6" WATER MAIN (NORTH' zo 1 - 12" X 6" TEE W/TIE-BACK BLOCK o o 2 - 12" GATE VALVE z o CONNECT TO WATER AT EXISTING 10"x12"CROSS 6" FIRE LINE 1 - 6" GATE VALVE o a` INSTALL 12"x12" TEE 1 - 12" X 6" TEE o y 2- 12" GATE VALVE (NORTH AND EAST) 1 - 6" GATE VALVE UTILITY LEGEND I IDzy REMOVE EXISTING VALVE AND CAP/PLUG 10"AC(SOUTH) > I > AC MAIN IN 204TH TO REMAIN IN SERVICE PARALLEL TO m OziDDCVA IN VAULT PER COA; m NEW 12" DI ;A' STD DETAIL W-100 'z 1" IRRIGATION J € Y WATER LINE w I I o ja`z �?m \ I o 8" FIRE HYDRANT LINE m ��' 1 - 12" X 8"TEE O O U SANITARY SEWER LINE SS I I I POWER LINE(2-4" PVC) a I � I HIGHWAY 9 GAS LINE 2 FIRE HYDRANT w arrfs ya, FIRE DEPARTMENT CONNECTION 56 �6�Titfl C-7.1 PROFILE KEY PLAN THRUST BLOCK C�71 SCALE: 1' = 20" WATER VALVE N 3 C-7.1 SANITARY SEWER CLEANOUT 135 C-5.0 SANITARY SEWER MANHOLE 1 C-5.0 WATER METER 1'2 PROPOSED GRADE C 7.0 BACKFLOW PREVENTER ® 130 EXISTING GRADE BLOWOFF ASSEMBLY --- ----- ---- --- ----- ----- g GAS METER ® _ EXISTING WATER LINE ' LL 3 _ _ DCVA ® C_7p 125 EXISTING WATER MAIN -_ I E N TELEPHONE(2- 4" PVC) T ELECTRICAL TRANSFORMER — — — — — — — — — _ o EXISTING BUILDING 7 m PROPOSED 12" WATER MAIN 282LF 0 N N 120 o PROPOSED 12"WATER LINE U O O+ O ^ N N N c,y O c~i a II II II II C. c~i� m Z U M cD> O U Z O W Z p Z U Z 00 H N W1 0 J O u0"I T2 O tC VO N O ^J Y U O W 1 1J_ ¢ p Z J N N W C+V W W N W W N W -„�.�a'm t Z X N I.L ¢fnW� II ¢�Z ¢�Z ¢�Z ¢�Z ¢��tWn¢(n� II OW O 3 v~wv"zw v~ C. ocD v~aoS ��u �ok'¢�woW CO tr 0+00 0+25 0+50 0+75 1+00 1+25 1+50 1+75 2+00 2+25 2+50 2+75 co z z Q W O WATER MAIN PROFILE o N J J H: 1"=20' 08 N Know what's below. V: 1"=5' Z ^ Q cc Cal before you dig. i CONSTI?i_ICTICP, DR/0NINC; APPI<:C)VAL Q Q rtus II stu e_r tlas aeeld P;E'vIEINICo pldl:) A,FI>II Q GRAPHIC SCALE PFR r II: rcx,lln I1011IS 0I,I THI Tnl_e EHFFT 20 0 10 20 40 80 SEE CV-1.2 FOR CITY OF ARLINGTON STANDARD elr NOTES. SEE CV-1.1 FOR GENERAL NOTES. :lrr of F,I'wcrnly L ( IN FEET ) I inch = 20 ft. 1}'IG AI>F`RO'JA!_ VALID F.-i)R 18 fAi)M1Il"CIS -3.2 EXISTING 6" WATER u CONNECT TO EX ST I\1 C 6 " WATER MN (WEST) POINT OF 99 99 CONNECTION FOR 6" 1 12 X 6 TEE WATER 2 - 12" GATE VALVE I I 1 - 6 " CATE VALVE I CONTRACTOR TO CONTACT GAS COVPANY REGARDM THE LOCAT ON OF EX ST I\l C 4" GAS U N E s 99 I I I 1 RR GAT OH I I 899 H RE HYDRANT U NE i I 1 29 x8" TFE