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I I I I I I I I I I I I 1· I I I I I I ISSUED fOR PIERMIT DRAINAGE PLAN TECHNICAL INFORMATION REPORT Velmeir Retail Pharmacy Prepared for The Velmeir Companies 5757 West Maple Road West Bloomfield, Ml, 48322 January 9, 2013 1501 Fourth Avenue, Suite 1400 Seattle, WA 98101-1616 (206) 438-2700 Job No: 12943878 I I I I I\ I I I I I ,I I I I, I I , I I 11 I This document has been prepared under the supervision of a registered professional engineer. EXPIRES: o;/i6/i4:::J Date Signed: I / q / 1 ?> I I I I, ,, I I I I I I I I I I' I 1· I I CONTENTS l .O PROJECT OVERVIEW .................................................................................................................. 3 l . l EXISTING SITE ................................................................................................................. 3 1.2 PROPOSED PROJECT ...................................................................................................... 3 1.3 SO !LS ................................................................................................................................. 4 2.0 CONDITIONS AND REQUIREMENTS SUMMARY .................................................................. 4 3. 0 0 FFSITE AN ALYS IS ..................................................................................................................... 7 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN .............. 9 4.1 PART A-EXISTING SITE HYDROLOGY .................................................................... 9 4.2 PART B-DEVELOPED SITE HYDROLOGY ............................................................. 10 4.3 PART C -PERFORMANCE STANDARDS .................................................................. I 0 4.4 PART D -FLOW CONTROL SYSTEM ........................................................................ 11 4.5 PART E -WATER QUALITY SYSTEM ....................................................................... 12 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN ............................................................. 12 5. l EXISTING COLLECTION AND CONVEYANCE SYSTEM ....................................... 12 5.2 PROPOSED COLLECTION AND CONVEYANCE SYSTEM ........... , ......................... 13 6.0 SPECIAL REPORTS AND STUDIES .......................................................................................... 13 7 .0 0TH ER PERMITS ........................................................................................................................ 13 8.0 CONSTRUCTION STORMW ATER POLLUTION PREVENTION .......................................... 13 8.1 PART A-EROSION AND SEDIMENT CONTROL .................................................... 13 8.2 PART B -SPILL PLAN DESIGN ................................................................................... 15 9.0 BOND QUANTITIES, FACILITY SUMMARJES, AND DECLARATION OF COVENANT .. 15 IO.O OPERATIONS AND MAINTENANCE MANUAL .................................................................... 15 l l .O REFERENCES .............................................................................................................................. 22 January 2013 I I I I I I I I I I I I I I I I I I I TABLES TABLE I: EXISTING SITE CONDITIONS ............................................................................................... 3 TABLE 2: PROPOSED SITE CONDITIONS ............................................................................................ .4 TABLE 3: SITE CONDITION AREAS SUMMARY ................................................................................. 4 TABLE 4: KCRTS MODEL INPUTS ......................................................................................................... 9 TABLES: PEAKFLOWRATES ............................................................................................................. 10 TABLE 6: WETVAULT DIMENSIONS .................................................................................................. 12 FIGURES FIGURE I: TIR WORKSHEET FIGURE 2: SITE LOCATION MAP FIGURE 3: DRAINAGE BASINS, SUBBASINS AND SITE CHARACTERISTICS FIGURE 4: SOILS FIGURE 5: PROPOSED SITE CONDITIONS RELA VENT PROJECT DESIGN DRAWINGS APPENDICES APPENDIX A: DESIGN STORMWA TER CALCULATIONS APPENDIX B: OFFSITE ANALYSIS APPENDIX C: BOND QUANTITY WORKSHEET APPENDIX D: DECLARATION OF COVENANT ii January 2013 I I I I I ·I I I I I I I I I I I I I 1.0 PROJECT OVERVIEW The Velmeir Companies are planning to redevelop a 2.77 acre site located on the northwest comer of Southeast Carr Road and Benson Drive South in Renton. Vehicle access to the site under existing and proposed conditions is from Southeast Carr Road and Southeast l 74'h Street. Existing buildings on site are planned to be demolished and the site developed in two phases. Redevelopment for both Phases l and 2 are addressed in this report. The first phase would include grading and utility work for the entire site and construction of a 16,300 square foot retail building at the south side of the property. The proposed building would be a pharmacy with a drive-through and include 69 parking spaces. Phase 2 would include a retail fast food restaurant on the north side of the property. The proposed footprint of the retail fast food restaurant is 4,300 square feet. Flow control and water quality facilities for the proposed site have been developed to address stormwater runoff for the entire 2. 77 acre site. This drainage report was developed in accordance with the 2009 King County Surface Water Design Manual (SWDM) and the 2009 City of Renton Amendments to the SWDM, Chapter l and 2. The Technical Information Report Worksheet includes project-specific data and is presented as Figure l. The site is located in Southeast Renton, as shown on Figure 2: Site Vicinity Map. The existing site conditions are presented on Figure 3: Drainage Basins, Subbasins and Site Characteristics. 1.1 EXISTING SITE The site is presently developed with two commercial buildings, one approximately 30,000 square feet and one approximately 600 square feet, as shown on Figure 3. Land use consists of existing buildings, paved surfaces (vehicle driveways and parking), and a few small vegetated areas located at the southeast and northeast comers of the site. See Table l for a summary of the existing site conditions. The existing site slopes from east to west with slopes ranging from 2 to 9 percent. Stormwater from the existing site is collected using catch basins and is conveyed through storm drainage pipes by gravity to the southwest comer of the site, where it leaves the sites and enters the public storm drainage system comprised of ditches and drain lines. Presently, there are no detention or water quality treatment facilities on site. Table 1: Existing Site Conditions Condition Imnervious (acres\ Landscape Total Buildim! I Pavement (acres) (acres) Existinl! 0.70 I 2.02 0.05 2.77 1.2 PROPOSED PROJECT The proposed project improvements for Phases I and 2 are shown on Figure 5. The proposed land use represents the entire 2. 77-acre site and includes two buildings (pharmacy and future fast food restaurant), paved areas, and landscaping. The project will include new catch basin inlets, storm drainage pipes, flow control and water quality facilities, and relocated utilities. Building footprints, as well as areas of impervious and pervious surfaces for the proposed site conditions (Phases l and 2) are presented in Table ) January 2013 I I I I I I I I I ,, I I I I I I, I I I 2. The project design drawings present Phase I only, and the area where the future fast food retail building is planned will be temporarily seeded with grass. Table 2: Proposed Site Conditions Condition lmoervious facresl Landscape Total Buildim! Pavement (acres) (acres) Pharmacy 0.37 0.98 0.27 1.62 Future Fast Food 0.10 0.76 0.29 1.15 Total 0.47 1.74 0.56 2.77 Table 3 compares the existing and proposed condition for the site. Table 3: Site Condition Areas Summary Condition Imnervious facresl Landscape Total Percent Buildin!! Pavement (acres) (acres) Impervious Existing 0.70 2.02 0.05 2.77 98% Prooosed 0.47 1.74 0.56 2.77 80% 1.3 SOILS The geotechnical report (Terracon Consultants, Inc., October 2012) describes site soils from a depth of3 to 10.5 feet as brown silty sand with trace fine gravel (weathered glacial till, medium dense to dense). Soils below 10.5 feet to the limit of the borings consist of gray silty sand with a trace of fine gravel (unweathered glacial till, very dense). Based on the Soil Survey Area: King County Area, Washington (USDA NRCS, 2012), site soils are classified as Arents, Alderwood material, 6 to 15 percent slopes (AmC). The Alderwood series consists of moderately well drained, undulating to hilly soils that have dense, very slowly permeable glacial till at a depth of 20 to 40 inches; on uplands and terraces. See Figure 4: Soils. The well drained soils were likely removed during the previous development and current conditions are pavement and buildings founded on imported aggregate and pavement placed over glacial till. 2.0 CONDITIONS AND REQUIREMENTS SUMMARY A pre-application packet was submitted to the City of Renton for the proposed redevelopment project. The City's response related to surface water was documented in a Pre-Application Memorandum addressed to Rocale Timmons, Planner and prepared by Jan Illian, Plan Review, for the City of Renton on September 10, 2012. The memorandum stated that a drainage plan and drainage report will be required with the site plan application. The report shall comply with the 2009 King County SWDM and the 2009 City of Renton Amendments to the SWDM, Chapter I and 2. All core and any special requirements shall be contained in the report. 4 January 2013 I I I I ' I I I I I I I I ! I I The project falls under Full Drainage Review, per Section 1.1.2.3 of the City of Renton Amendment to the SWDM. For a full drainage review, demonstration of project compliance with the following requirements is necessary. Core Requirement #1: Discharge at the Natural Location Storm water runoff from the proposed project will discharge at the same location as present. Core Requirement #2: Offsite Analysis There is no surface water running onto the site; an upstream analysis does not apply. A Level I downstream analysis was completed for the project and is included in Section 3 of this report. Core Requirement #3: Flow Control Flow Control Facilities The area specific flow control requirements under Core Requirement #3 apply. Based on the City's flow control map, this site falls within the Flow Control Duration Standard, Forested Site Conditions. Flow Control BMPs According to Section 1.2.3 of the SWDM, all proposed projects, including redevelopment projects, must provide onsite flow control facilities or flow control BMPs, or both. Flow control BMP requirements are discussed in Section 1.2.3.3 (p-150) of the SWDM. The goal is to apply flow control BMPs to new and replaced impervious surfaces to the maximum extent practicable without causing flooding or erosion impacts. The minimum levels of application are specified in SWDM Section 5.2. Design and details for flow control BMPs are included in SWDM Appendix C. As defined in SWDM Section 5.2.1, this project is classified as a "non-subdivision project making improvements on an individual site/lot". The project is 2.77 acres in size and has more than 45% impervious area; therefore, "Large Lot High Impervious BMP Requirements apply," see SWDM Section 5.2.1.3. Full dispersion is detailed in Appendix C, Section C.2.1 and must be evaluated for all target impervious surface. According to Section 5.2.1.3 (!), the full dispersion requirement would be met if 45% of the site's 2.77 acres is fully dispersed (1.25 acres). Full dispersion for this site is not feasible. Per Section 5.2.1.3 (2), where full dispersion is not feasible or applicable, one or more BMPs must be implemented to achieve application of flow control BMPs to a practicable amount of site impervious area. The practicable amount is defined based on impervious surface coverage. The proposed impervious surface coverage for our site is 80%. For projects that will result in an impervious surface coverage of more than 65%, flow control BMPs must be applied to an impervious area equal to at least 10% of the site (0.28 acres) or 20% of the target impervious surface, whichever is less. For projects on large lots with high impervious surface coverage, target impervious surface shall include all new impervious surface together with any existing impervious surface added on or after January 8, 2001 (2009 SWDM, page 5-7 footnote). Target impervious surface for this site is 2.21 acres; 20% of the target impervious surface is 0.44 acres. Ten percent of the site (0.28 acres) is less than 20% of the target impervious surface (0.44 acres); therefore, flow control BMPs are to be applied to 0.28 acres. 5 January 2013 I I I I I I I I I I I I I I I I I Rain gardens, for limited site infiltration were selected (SWDM Appendix C.2.5). The design of this system is described in Section 4 of this report and calculations are presented in Appendix A. Core Requirement #4: Conveyance System New conveyance lines on site will be sized for the 25-year storm and evaluated using the I 00-year storm to demonstrate that overflow does not create or aggravate a severe flooding or erosion problem (SWDM Section 1.2.4.1). The connection to the downstream/offsite system was evaluated (see Section 3 of this report) to determine if backwater concerns exist in the downstream drainage system. The existing conveyance systems adequately convey existing storm flows and are not expected to experience an increase in flow characteristics as a result of the project. In fact, flows leaving the site are expected to decrease because there will be less impervious area and a detention facility is planned to be installed. SWDM Section 1.2.4.2 states that these systems do not need to be analyzed for conveyance capacity. Core Requirement #5: Erosion and Sediment Control Required erosion and sediment control (ESC) measures, as detailed in the King County Erosion and Sediment Control Standards and SWDM Section 1.2.5, will be incorporated into the project design, and implemented and maintained during the construction phase. Refer to Section 8 for the minimum ESC measures that the contractor will be required to implement. Temporary and permanent erosion and sediment control plans are shown on the project drawings. Core Requirement #6: Maintenance and Operations Drainage facilities at the project site will be privately maintained by the property owner in accordance with SWDM Appendix A: Maintenance Requirements for Flow Control, Conveyance and WQ Facilities. SWDM Appendix C includes maintenance requirements for Flow Control BMPs. These are described in Section IO of this document. Declaration of Covenant for Inspection and Maintenance ofStormwater Facilities and BMPs has been prepared, see Appendix C. Core Requirement #7: Financial Guarantees and Liability The property owner will be responsible for the construction of site facilities and restoration and site stabilization; as well as drainage defect and maintenance. The site will be privately maintained. Core Requirement #8: Water Quality The project provides water treatment using the Basic WQ treatment menu (SWDM Section 1.2.8.1, Table 1.2.3.B). A WQ vault is planned to be constructed within the project site to address water quality requirements. See Section 4 for a detailed description of water quality analyses and design. Special Requirement #1: Other Adopted Area-Specific Requirements Special drainage requirements are listed in SWDM Section 1.3. A State Environmental Policy Act (SEPA) determination will be submitted to the Department of Development and Environmental Services (ODES) under separate cover. Special requirement #I includes the following: 6 January 2013 I I I I I I I I I I I I I I I I I • Critical Drainage Areas (CDAs): Not applicable. The site is not within a CDA. • Master Drainage Plans (MDPs ): Not applicable. • Basin Plans (BPs ): Not applicable. • Salmon Conservation Plans (SCPs): Not applicable. • Stormwater Compliance Plans (SWCPs): Not applicable. • Lake Management Plans (LMPs): Not applicable. • Flood Hazard Reduction Plan Updates (FHRPs): Not applicable. • Shared Facility Drainage Plans (SFDPs): Not applicable. Special Requirement #2: Flood Hazard Area Delineation The project is not located within the 100-year flood plain; special requirement #2 does not apply. Special Requirement #3: Flood Protection Facilities This requirement does not apply to the proposed project. Special Requirement #4: Source Control Water quality source controls prevent rainfall and runoff water from coming into contact with pollutants, thereby reducing the likelihood that pollutants will enter public waterways and violate water quality standards or County stormwater discharge permit limits. A stormwater pollution prevention manual was prepared by King County for citizens, businesses, and industries to identify and implement source controls for activities that often pollute water bodies. Source control BMPs for this site will include permanent vegetation and soil stabilization to limit erosion of soil within landscaped areas. Remaining areas will receive permanent cover (pavement or buildings). Parking lots will be maintained to limit the amount of sediment and litter that could enter the onsite stormwater system and detention/water quality vault. The vault will be periodically inspected, maintained, and cleaned in order to minimize the chance for accumulated material within the vault to leave the site. Special Requirement #5: Oil Control No fueling is planned to occur on site, the site will not be used for vehicle maintenance, it is not considered a high use site. Oil control does not apply to this project. 3.0 OFFSITE ANALYSIS An offsite analysis as stipulated in the 2009 SWDM and the 2009 City of Renton Amendments requires a Level I analysis of the downstream system leaving the project site to be evaluated. The Level l analysis includes the following tasks: 7 January 2013 I I I I I I I I I I I I I I I I I • Task 1 -define and map the study area, o Task 2 -review resources, • Task 3 -inspect the study area, • Task 4 -describe the drainage system and its existing and predicted drainage and water quality problems, and Tasks I and 2 were completed using the City of Renton (COR) on-line mapping system to identify the study area and review existing storm drainage facilities on site and within the study area. The study area includes the project site and the downstream drainage system within V.. mile. The available mapping from the City and the topographic survey completed for the project indicate that there is no surface water running onto the site; therefore, no upstream analysis was conducted. For Tasks 3 and 4, a field inspection was performed by David Huang, PE of URS on December 11, 2012. The field inspection included observing the drainage system within the study area to identify and characterize drainage components and potential stormwater issues, such as erosion or flooding, for the existing and proposed site condition. During the site visit, the weather was intermittent rain with temperatures in the mid-40's. The site is currently developed and consists of a large paved parking area with two buildings. No stormwater detention or water quality facilities were found on site. During the Level 1 field visit and evaluation of the existing site, no drainage or water quality issues were found on site or within the study area. Supporting documents for the downstream analysis are included in Appendix B of this report. Documents include a map tracking the route of the downstream system leaving the site and the Off-site Analysis Drainage System Table from the 2009 SWDM describing the different drainage components in detail. Photos of the downstream drainage system are also provided in Appendix B. Two locations where stormwater could potentially discharge from the site were reviewed in the field. The first location is at the northwest portion of the site where storm water enters a catch basin (labeled as "I" on the Appendix B Map) and drains to a series of roadside ditches and culverts along the south side of SE 174'" Street. It was determined that this catch basin is located in the right-of-way, therefore, not located onsite. The flow path was followed and is described here and mapped for information only. The ditch segments are overgrown with vegetation and were observed to contain trash. There were no observations of scouring or erosion in the ditches or overtopping of the culverts during the field visit. The ditch- culvert flow drains into a piped system runnin~ along the south side of SE 174'" Street and crosses to the northwest comer of the intersection at SE 174' Street ( 103'• Avenue SE) and S 36 1 " Place before leaving the roadway to drain down a steep sloped area off the west side of 103'• Avenue SE. The system outfalls to a wooded area beyond the V.. mile flow path distance. Storm drainage along this flow route was observed to be consistent with the City's storm sewer mapping. The second location observed in the field is the southwest comer of the site. All site stormwater discharges to the southwest comer; either through a catch basin (labeled as "27" on the Appendix B Map, corresponding to about 98% of the site drainage area) or a 3-inch diameter pipe under the sidewalk (labeled as "29" on the Appendix B Map, corresponding to about 2% of the site drainage area). Consistent with City mapping, the catch basin connects to another catch basin located ufstream of a grass lined swale that runs around the NE comer of the intersection of SE Carr Road and 1061 Place SE. As for the 3-inch pipe under the sidewalk, it appears to connect to the catch basin at the upstream end of the swale. The downstream end of the swale empties into a culvert and catch basin and outfalls to a roadside ditch, where all are located on the east side of I 061 " Place SE. This portion of the system drains to a 12- inch concrete pipe (labeled as "36" on the Appendix B Map) connected to a catch basin located at the SE 8 January 2013 I I I I I I I I I I I I I I I I I I I corner of the intersection of SE J 74<h Street and 106th Place SE (labeled as "10" on the Appendix B Map). From this point, storrnwater joins the first leg of the downstream system along the south side of SE J 74<h Street, as described earlier. There were no observations of drainage or water quality issues during the downstream analysis, except that some of the ditches within the right-of-way were observed to be overgrown with vegetation and some litter had collected within them. No surface water from adjacent roadways bordering the site was observed to enter the site, as it was intercepted by sidewalk/curb and gutter conveying to catch basin and pipe system on Benson Drive SE which directs flow around the site. The proposed condition will include two buildings, parking areas and landscaping, as well as flow control and water quality treatment facilities. Peak surface water runoff flow rates for the proposed condition are anticipated to be reduced within in the downstream system as a result of the project. 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN 4.1 PART A-EXISTING SITE HYDROLOGY Refer to Section I, Figure 3, and Section 3 of this report, for the existing site conditions and hydrology. Site soils are described in Section I and shown on Figure 4. For this site, pre-developed hydrology is required to match forested site conditions; therefore, the entire site was modeled as forest for the pre-developed condition. Till soils were used for all model runs conducted for this report. For simplicity of presentation, model inputs for land cover for both the pre- developed and proposed sites are shown in Table 4. Hydrologic calculations are presented in Appendix A. Table 4: KCRTS Model Inputs Condition Imnervious (acres) Pervious Total Percent Buildin!! Pavement (acres) (acres) Imnervious Pre-Develooed 0 0 2.77 (forest) 2.77 0% Proposed 0.47 l.74 0.56 nandscaned\ 2.77 80% Flow rates for both the pre-developed/forested condition and the proposed/developed condition are shown in Table 5. 9 January 2013 I I I I I, I I ,, I I I I I I I I I Table 5: Peak Flow Rates Flow Frequency Pre-developed Proposed Return Period Peak Flow Rates Peak Flow Rates (cfs) (cfs) 2-vear 0.08 0.59 10-vear 0.13 0.70 25-vear 0.18 0.82 100-vear 0.22 1.16 4.2 PART B-DEVELOPED SITE HYDROLOGY Refer to Section I and Figure 5 of this report for the proposed/developed site conditions. Hydrology for the developed site was analyzed using contributing drainage areas, soils and land cover types associated with the proposed site conditions, see Section 4. l and Tables 2 and 3 for land use and flow rates for the proposed condition. KCRTS was used to evaluate the flow control facility (Section 4.4) and flow capacity requirements for new storm drainage pipes (Section 5). See hydrologic calculations presented in Appendix A for model results. 4.3 PART C-PERFORMANCE STANDARDS Performance standards and goals for this project are based on the SWDM, which requires conveyance system capacity standards, flow control facilities and BMPs, and basic water quality standards. 4.3.1 Area-Specific Flow Control Facility Standards Flow Control Duration Standard, Forested Site Conditions apply to the site for flow control/detention facilities. Flow control BMP requirements are described in the response to Core Requirement #3 in Section 2. 4.3.2 Conveyance System Capacity Standards According to the SWDM Section l .2.4. l, pipe system capacity standards are as follows: • Pipe systems will be designed to convey and contain the 25-year peak flow, assuming developed conditions for onsite tributary areas and existing conditions for offsite tributary areas. • Pipe system structures may overtop for runoff events that exceed the 25-year design capacity, provided that the overflow from a lOO-year event does not create or aggravate a severe flooding problem or severe erosion problem. Overflow occurring onsite for runoff events up to and including the I 00-year are required to discharge at the natural location for the project site. 4.3.3 Area-Specific Water Quality Standards In accordance with the S WDM Section 6.2.1, basic water quality standards apply and are as follows: 10 January 2013 I I I I I I I I I I I I I I I I I I I • The WQ design flow will be 60% of the developed two-year peak flow rate, as determined using the KCRTS model (See Appendix A for calculations). • A minimum of 95% of the annual average runoff volume in the time series will be treated. 4.3.4 Compensatory Storage Requirements The project site is not located within the 100-year floodplain; therefore, the project does not need to comply with the compensatory storage requirements of FEMA. 4.3.5 Source Control See the response to Special Requirement #4 in Section 2. 4.3.6 Oil Control Oil control requirements do not apply to this project. 4.4 PART D -FLOW CONTROL SYSTEM Flow Control -Detention Vault According to the City of Renton pre-application response dated September 13, 2012, the Flow Control Duration Standard Matching Forested Site Conditions is required for this project site. The King County SWDM language for this requirement is Conservation Flow Control Area (also referred to as Level 2 to historic site conditions). Table 1.2.3.A of the 2009 City of Renton SWDM Amendment states that if there is no problems identified downstream, then apply the Flow Control Duration Standard which matches the flow duration of pre-developed rates for forested (historic) site conditions over the range of flows extending from 50% of the 2-year up to the full 50-year flow. The KCRTS model was used to develop the size and volume of the detention facility. A Level 2 facility was sized according to the KCRTS user manual. A combined detention and water quality vault (wetvault) will be used for flow control and water quality treatment. The wetvault dimensions are presented in Table 4 (see Section 4.5). Flow control BMPs Flow Control BMPs are targeted for 0.28 acres (12,072 sf) as described in Section 2 of this document, entitled, Core Requirement #3: Flow Control. As described in the SWDM, flow control BMPs are intended to be used to the extent practicable. Rain gardens were selected as the flow control BMP for the project. Several rain gardens will be implemented onsite, as shown the project design drawings. With a minimum storage depth of 0.25 feet, the target volume for rain gardens is 3,020 cubic feet. Rain gardens to be constructed onsite will have minimum side slopes of 3 horizontal to I vertical (3: I) and minimum depths of one foot. Calculations are presented in Appendix A. Because of limited site area available and glacial till soils, the practicable volume available for rain gardens is 1,850 cf. 11 January 2013 I I I I I I I I I I I I I I I I I I I 4.S PART E-WATERQUALITY SYSTEM In accordance with the SWDM, Basic Water Quality treatment is required for this project. Water quality treatment will be accomplished using a combined detention and water quality vault, or wetvault. The water quality treatment volume was estimated using the SWDM Wetvault Sizing Worksheet and a mean annual storm (R) equal to 0.04 feet, according to SWDM Figure 6.4.1.A. The water quality treatment volume for the project site is 8,208 cubic feet ( cf). See Appendix A for calculations. Proposed ·storm water runoff will drain via gravity to a new wetvault located near the southeast comer of the site. Following treatment, discharge from the wetvault will be routed via gravity to the southeast comer of the site, where flow will discharge to the existing storm water system. The proposed wetvault location is shown on Figure 5: Proposed Site Conditions. The wetvault will be an on-line system, meaning that all flows from POIS areas will be routed through the vault. An internal baffie wall will be installed to separate the two planned cells. Per the SWDM, the baffle will extend one foot above the WQ design water surface elevation. The location of the wetvault and conveyance piping on the project site are shown on the project drawings. Wetvault dimensions are presented in Table 6. Table 6: Wetvault Dimensions Reauired Detention /Flow Control) Volume 43.272 cf Reauired Water Oualitv Volume 8,208 cf Total Vault Width 80 ft ( 4 rn, 20 ft wide each\ Total Vault Length 140 ft Detention Depth 3.9 ft Wet Pool Denth 0.8 ft Number of Cells 4 Sediment Storage 1 1.5 ft Additional Depth for Baffle and Freeboard 0.8 ft Total Vault Denth 7 ft I SWDM Chapter 6.4.2.2 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN S.I EXISTING COLLECTION AND CONVEYANCE SYSTEM The existing collection and conveyance system onsite is comprised of catch basins and storm drain lines connected to the offsite drainage system, as described in Section 3. The existing onsite drainage system will be demolished and a new system is planned for installation. The new system will connect to the existing system with the majority of site flows draining to the southwest, as in the current condition. 12 January 2013 I I I I I I I I I I I I I I I I I I I 5.2 PROPOSED COLLECTION AND CONVEYANCE SYSTEM Site stormwater will be collected via catch basin inlets and drain via gravity to the wetvault. Hydrology was completed for the developed site to determine the minimum pipe size for stormwater conveyance. Peak storm flows were estimated for the entire 2.77-acre developed site, see Table 3. The 25-year storm (0.82 cfs) and checked for the 100-year storm (l.16 cfs). Using Flow Master (Bentley, 2009), an 8-inch diameter PVC/HOPE pipe, with minimum slope of l percent, has a flow capacity of 1.6 cfs. Eight-inch diameter storm drain pipe will be used throughout the site. Calculations are included in Appendix A. 6.0 SPECIAL REPORTS AND STUDIES Other than the geotechnical report developed for the site (Terracon, 2012), no other reports or studies are known. 7.0 OTHER PERMITS Permits required for this project will be the standard permits associated with construction of new buildings, grading and drainage review. A general construction stormwater permit will be needed because the area to be disturbed is more than one acre. 8.0 CONSTRUCTION STORMWATER POLLUTION PREVENTION 8.1 PART A-EROSION AND SEDIMENT CONTROL A construction stormwater pollution prevention plan (CSWPPP) will be needed for the project. ESC plans (included in the Figures section) have been prepared to address the minimum requirements during construction, including temporary and permanent erosion controls. 8.1.1 Erosion and Sediment Control Measures The following categories of the ESC measures, as detailed in the King County Erosion and Sediment Control Standards (ESCS) and in compliance with the FOO requirements, will be incorporated into the design and construction of the project: • • Clearing Limits -Clearing limits will be installed at the edges of all critical area buffers . Cover Measures -Permanent cover measures in the form of placing topsoil, seeding, and mulching will be provided to protect all areas to be converted to grass areas. Permanent landscaped areas will receive topsoil, mulch, and permanent vegetation. Plastic sheeting may be used to cover stockpiles and slopes during construction. 13 January 2013 I I I I I I I I I I I I I I I I I I I o Perimeter Protection -Perimeter protection to filter sediment from sheetwash will be located downslope of all disturbed areas and will be installed prior to upslope grading. Perimeter protection includes measures such as silt fences, fiber rolls, sand/gravel barriers, brush or rock filters and other methods. Perimeter protection will be provided by the combination of catch basin inserts and fiber rolls that are downgradient of planned disturbed areas. • Traffic Area Stabilization -In general, unsurfaced entrances, roads, and parking areas used by construction traffic will be stabilized to minimize erosion and tracking of sediment off site. Stabilized construction entrances will be installed as the first step in clearing and grading, if required. The existing site is paved and the entrances to the site are paved. o Sediment Retention -Protection of catch basins will be conducted using catch basin inserts installed at inlets that are likely to be impacted by sediment generated by the project. Sediment retention facilities will be installed prior to grading of contributing area. Existing and newly placed catch basin inserts will be placed during construction phasing to keep silt from entering the storm drainage system. They will be inspected frequently and cleaned out or replaced as needed to maintain their performance. o Surface Water Collection -Surface water from disturbed areas will be intercepted by catch basins with inserts. The wetvault will be one of the first BMPs installed and once installed will be used to provide treatment of construction stormwater. If required to meet surface water discharge standards, stormwater collected in a catch basin will be pumped to a Baker Tank for settlement. A sand filtration system may be used if needed to filter site storm water prior to discharge. o Dewatering Control -Excess water from excavations will be pumped as required to complete construction. If dewatering occurs from areas where the water has come in contact with new concrete, such as tanks, vaults, or foundations, the pH of the water must be monitored and must be neutralized prior to discharge. Water from excavations will be monitored also for turbidity and if turbidity exceeds surface water discharge standards, the water will be disposed of offsite or treated prior to discharge to the storm drain. • Dust Control -Preventative measures to minimize the wind transport of soil will be addressed by the use of a vacuum sweeper. A water truck capable of spraying water may be used to control dust. 8.1.2 ESC Performance and Compliance Provisions The minimum performance required of the ESC will be identified in the CSWPPP and address the following issues: o ESC Performance -ESC measures will be inspected regularly and following storms to evaluate their performance. 0 0 0 Flexible Compliance -Following inspection, if a BMP is found to be ineffective in controlling erosion or sediment, it will be replaced, repaired, and expanded as needed to effectively manage erosion and sediment within the site. Roads and Utilities Compliance-Vehicles leaving the site will be clean and will not track soil or debris onto public roads. Frequent sweeping of the project site will be needed. Alternative and Experimental Measures -the proposed work is fairly common as far as construction in King County goes; therefore, no experimental measures are anticipated. 14 January 2013 I I I I I I I I I I I I I I I I I I I 8.1.3 ESC Implementation Requirements The project will identify, install, and maintain required ESC measures consistent with the following requirements: o TESC Plan. • Wet Season Construction. • Construction within Critical Area Buffers, if applicable. • Maintenance. • Final Stabilization. • Consideration for Other Required Permits. 8.2 PART B-SPILL PLAN DESIGN The contractor's work will be performed in accordance with the requirements of a Spill Prevention Plan, to be submitted by the contractor. Addressing spill prevention is also a requirement of the SWPPP. 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT The Bond Quantity Worksheet is provided in Appendix C. A Declaration of Covenant for the Privately Maintained Flow Control, Water Quality Treatment Facilities and Flow Control BMPs is in process. 10.0 OPERATIONS AND MAINTENANCE MANUAL Properly maintained drainage facilities, water quality treatment systems, and flow control BMPs are important in prolonging the life of the facility as well as its effectiveness in managing stormwater and providing treatment. Drainage facilities onsite will be privately maintained in accordance with SWDM Appendix A: Maintenance Requirements for Flow Control, Conveyance and WQ Facilities. Drainage facilities will be inspected quarterly for sediment and debris accumulation and overall condition. Based on the condition of the facility during the quarterly inspection, repairs and cleaning will be conducted as needed. Inspection and cleaning will .be conducted annually. Operation and maintenance requirements and observation instructions for the drainage facilities onsite are presented on the following pages. These are referenced from SWDM Appendix A. 15 January 2013 I I I Al'l'ENDIX ,\ MAINTENANCE RE(JIJIREJ\.ffNTS Ft IR Ff.( I\V CC >NTRI II.. CONVEY ANCI:. A~D \\'(J FACILITIES I NO. 5 -CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance Is Needod Results Expected When Component Maintenance Is Performed Structure Sediment Sediment exceeds 60% of the depth from the Sump of catch basin contains no I bottom of the catch basin to the invert of the sediment. lowest pipe into or oul of the catch basin or is 'Mthin 6 inches of the invert of the ICM'Elsl pipe into or out of the catch basin. Trash and debris Trash or debris of more than ~ cubic foot which No Trash or debris blocking or I is located immediately in fronl of the catch basin potentially blocking entrance to opening or is blocking capacity of the catch basin catch basin. by more than 10%. Trash or debris in the catch basin that exceeds No trash or debris in the catch basin. I 1/3 the depth from lhe bottom of basin to invert the lowest pipe inlo or out of the baain. Oead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within catch basin. gasu (e.g .. methane). I Deposits of garbage exceeding 1 cubic foot in No condition present which would volume. attract or support the breeding of insects Of rodents. Damaoe to frame Comer of frame extends more than % inch past Frame is even with curb. I and/or lop slab curb face into the street (lf applicable). Top slab has holes larger than 2 square inches Of Top slab is free of holes and cracks. cracks wider than y. inch. Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab. I separation of more than % inch of the frame from the top slab. Cracks in walls o, Ctac:ks wider than Y.t inch and longer than 3 feet, Catch basin is sealed and bottom any evidence of soil particles entering cateh structurally sound. basin through cracks, or maintenance person I judges that catch basin is unsound. Cracks wider than Y.t inch and longer than 1 foot No cracks more than 'I• inch wide at al the joint of any inlet/outlet pipe or any evidence the joint of inlet/outlet pipe. of soil particles entering catch basin through I cracks. Settlement/ Catch basin has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 inches out of alignment. standards. Damaged pipe Joints Cracks wider than Y.r-inch at the joint of the No cracks more than 'h·inch wide at I inlel/outtat pipes or any evidence of soil entering the joint of inletfoutlet pipes. the catch basin at the joint of the inlet/outlet pipes. Con1aminants and My evidence of contaminants or pollulion Sllch Materials removed and disposed ot pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. I Source control BMPtl implemented it appropriate. No contaminants present other than a surface oil film. Inlet/Outlet Pipe Sediment Sediment filling 20% or more of the pipe. lnletfoutlet pipes dear of sediment. accumulation I Trash and debris Trash end debris accumulated in inletfoullel No trash or debris in pipes. pipes (inctudes ftoatables and non.noatablet). Damaged Cracks wider than Y..-ind, at the joint of the No cracks more than %,inch wide at inlel/oultel pipes or any evidence of soil entering the joint of the inletfoutlet pipe. I at the joinls of the inlet/outlet pipes_ I 20\l'J ~mfacc Waler 1)1..-sign M:11111:11 -1\ppc11Ji.-: 1\ l1912fltJ'J A-tJ I 16 January 2013 I I I I APPENDIX,\ M,\INTENANCE RE()lJJREMENTS FLOW Cl.>NTROL. CONVEYANCE. ANI> \\'(J FACIUTIES NO. 5 -CATCH BASINS AND MANHOLES I Maintenance Detect or Problem Condltlon When Maintenance ls Needed Resuhs Expected When Component Maintenance Is Performed Metal Grates Unsafe grate opening Grate with opening wider than 7/1 inch. Grate opening meets design (Catch Basins) standards. I Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and deblis. of grate surtace. footnote to guidelines tor disposal Damaged or miS$U1g Grate missing or broken member(s) of the grate. Grate is in place and meets design Any open structure requires urgent standards. I maintenance. Manhole Cover/Lid Cover/lid not in place Cover/lid ts missing or only partially in place. Covernid protects opening to Any open structure requires urgent structure. maintenance. I locking mechanism Mechanism cannot be opened by one Mechanism opens with proper toots. Not Working maintenance person with proper tools. Botts camol be aeeted. Self-locking coverllid doet1 not work. I Coverl1id difficult to One maintenance person cannot remove Cover/lid can be removed and Remo,e cover/lid after applying 80 lbs. of lift. reinstalled by one maintenance person. I I I I I I I I I ltW.:!IIO'J ;wo•, Surfr11.'\'." Wut\'."r lk:.ig11 Mrmuul -i\pp~·ndix A I 17 January 2013 I I I I APPENDIX A ~IAINTENANCI~ RE(Jl !IREMl!NTS Fl JR FUlW Cl INTR<IJ .. CONVEYANCE, AND W<) FACILITIES NO. 6 -CONVEYANCE PIPES AND DITCHES I Maintenance Defect or Problem CondlUons When Maintenance Is Needed Results Expected When Component Maintenance is Performed Pipes Sediment & debris Accumulated sediment or debcis that exceeds Water flows freely through pipes, I accumulation 20% of the diameter of the pipe. Vegetation/roots Vegetationtroots that reduce free movement of Water flows freely througl pipes. water through pipes. Contaminants and Any &viderice of contamlnanta or pollution such Materials removed and disposed of I pollution as oil. gasoline. concrete slurries or paint. accocding to applicable regu1ations. Source control BMPs implemented if appropriate. No contaminants present other ttian a surface oil film. Damage to protective ProtecUve coating is damaged; rust or corrosion Pipe repaired or replaced. I coating or cooosion is weakening the structural integrity of any part of pipe. Damaged Ariy dent that decreases the cross section area of Pipe repaired or replaced. pipe by more than 20% or is determined to have weakened structural integrity of the pipe. I Ditches Trash and debris Trash and debris exceeds 1 cubic fool per 1,000 Trash and debris cleared from square feet of ditch and slopes. ditches. Sediment Accumulated sediment that exceeds 20% of the Ditch cleaned/flushed of all sediment accumulation design depth. and debris so that it matches design. I Noxious weeds My noxiou& °' nuigance vegetation which may Noxiou& and nui&ance vegetation constitute a haZard to COUnty personnel Of the removed according to applieable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. I Contaminant, and Any evidence of cor,taminanls or pollution such Materials removed and disposed of Pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source contrOI BMPs implemented if appropriate. No contaminants I present other than a surface 011 film. Vegetation Vegetation that reduces free rllO'J&menl of water Water fla.w freely through ditches. through ditches. Erosion damage to My erosion observed on a ditch atope. Slopes are not eroding. I slOpeo Rock lining out of One layer or less of rock exists above native soil Replace rocks to design standards. place or missing (If area 5 square feet or more, any exposed native Applicable) soil. I I I I I :wm S111fa1:c Wa1c1 l)~·,ign Mamrn\ -Appendix,\ A-II I 18 January 2013 I I I I Al'l'ENIHX A MAINTENANCE RHJlJIREMENTS rl.tl\\' CllNTRtll .• C<INVEYANCE. ,\Nil W(J 1:ACII.ITIES NO. 11 -GROUNDS (LANDSCAPING) I Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance Is Performed Site Trash or litter Any trash and debris wtiich exceed 1 cubic foot TraSh and debris cleared from site. per 1.000 square feet (lhis is about equal to the I amount or trash ii would take to flD up one standard size office garbage can). In general, there should be no visual evidence ol dumping. Noxious weeds Any noxious or nuisance vegetation whieh may Noxious and misance vegetation I constitute a hazard to County personnet or !he removed eccording to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or Pollution such Ma!erials removed and disposed of I potlution as oil, gasoline, concrete slurries or paint according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants ptesenl other than a sur1ace oil film. I Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed lo a height height no greater than 6 inches. Trees and Shrubs """'"' Any tree or limb of a tree identified as having a No hazard trees in lacil1ty. potential to fall and cause property damage or threaten human life. A hazard tree Identified by a qualified arborlst must be removed u soon I as possible. Damaged Limbs or parts ol trees or shrubs that are spl11 01 Trees and shrubs with less than 5% broken which affect more than 25% of the totol ot totol foliage with spbl or broken foliage cl the tree or shrub. bmbs. I Trees or shrubs that have been blown da.vn or No blown down vegetation or knocked over. knOcked over vegetation. Trees or shrubs free of injury. Trees or shrubs which are not adequately Tree or shrub in place and supported or ere leaning over, causing expoS,Ure edequalely supported; dead or I of the roots. diseased trees removed. I} I I I I I 11•J11tlfl(J :!1111') Smll~...-\\'111...-r l),...,ign M:mual-,\pp,:nJh ,\ A-I<• I 19 January 2013 I I I I APPENDIX A f\1AINTEN,\:,0:CE REQUIREMENTS FOR 1-'1.0\\' CONTROL. CONVEYANCE. AND W(J FACILITIES I N0.17-WETVAULT Maintenance Detect or Problem Condition When Maintenance Is Needed Results Expected When Component Maintenance Is Performed Site Trash and debris TraSh and debris accumulated on feci\1ty site. Traah and debria removed from I facility site. Treatment Area Trash and debri:1 Any trash and debris accumulated in vault No trash or debris in vault. (include, floatables and non-floatables). Sediment Sediment accumulation in vault bottom exceeds No sediment in vault I accumulation the depth of the sediment zone plus 6 inches. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gaSOline, concrete Slurries or paint. according to applicable regulations. Source control BMPs implemenled if I appropriate. No contaminants present other than a surface oil film. Vault Structure Damage to wall. Cracks wider than %-inch, any evidence of soil Vault is aealed and structurally frame, bottom. and/or entering the structure through aacks, vault does sound. top slab not retain water or qualified inspection personnel I delermines that the vault is not structurally sound. Baffles damaged Baffles corrcxling, cracking, warping and/or Repair a< replace baffles or wans to showing signs of failure or baffle cannot be specifications. removed. I Ventilation Ventilation area blocked or plugged. No redudion of ventilation area exists. Inlet/Outlet Pipe Sediment Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation I Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes (includes floatables and non.noatables). Damaged Cracks wider than ~inch at the joint of the No cracks more than Y .. inch wide at lnlet/outlel pipes or any evidence of soil entering the joint of the inlel/ouUet pipe. I at the )Oints of lhe inlet/outlet pipes. Gravity Drain Inoperable valve Valve will not open and dose. Valve opens and closes normally. Valve won't seal Valve does not seal completely. Valve completely seals closed. I Access Manhole Access cover/lid Access coverflid cannol be easily opened by one Access cover/lid can be opened by damaged or d1fficull lo person. Corrosion/deformation of coverflid. one person. open loeking meehanism Mechanism cannot be opened by one Mechanism opens with proper tools. not working maintenance person with proper tools. Bol1s I cannol be seated. Self-lockin~ coverflid does not """'· Cover/lid difficult to One maintenance person cannol remove Cover/lid can be removed and remove coverflid af1er applying 80 lbs of 11ft. reinstalled by one maintenance ""''°"· I Access doors/plate Large access doors not flat and/or access Doors close flat and covers access has gaps. doesn'l opening not completety covered. opening completely. cover completely I Lifting Rings missing, Lifting rings not capable of lifting weight of door lifting rings sufficient to lifl or rusted or plale. remove doof or plate. ladder rungs unsafe Missing rungs, mlsalignment, rust. or cracks. Ladder meets design standards. Allows maintenance person safe access. I I 2009 Surfol'C Water Design !\lunual -i\ppcnJi.1' A I 20 January 2013 I I I I I I I I I I I I I I I I I I I I C.2.5 RAIN GARDEN C.2.5.3 MAINTENA..'ICE INSTRUCTIONS FOR A RAIN GARDEN If the min gmden flow control B1v1P is proposed for a project. the foJJowiug maintenance and operation in.stmctions must be recorded ns an attaduuent to the required dednl'ntion of connnnt nod grnnt of ensemeut per Requirement 3 of Section C. I .3.3 (p. C-18). l11e llltent of these insmictions is to explain to funu·e property owners. the pwpose of the B!vIP nnd how it must be maintained and opernted. l11ese instmclions are intended to be a niinimum: ODES may require additional instmctions based on site-- specific conditions. Also. as the Cmmty gains more experience with the maintenance and operation of these BMPs. funrre updates to the instructions will be posted on King Coimty's Smface Water Design Afm111al website. D TEXT OF INSTRUCTIONS Your property contains a stormwater management flow control BMP (best management practice) called a "rain garden,· which was Installed to mitigate the stormwater quantity and quality Impacts of some or all of the Impervious or non-native pervlous surfaces on your property. Rain gardens, also known as "bloretentlon." are vegetated closed depressions or ponds that retain and filter stormwater from an area of Impervious surface or non-native pervlous surface. The sol! In the rein garden has been enhanced to encourage and support vigorous plant growth that serves to filter the water and sustain lnflltratlon capacity. Depending on sou conditions, rain gardens may have water ln them throughout the wet season and may overflow during major storm events. The size. placement. and design of the rain garden as depicted by the flow control BMP site plan and design details must be maintained and may not be changed without written approval either from the King County Water and Land Resources Division or through a future development permit from King County. Plant materlals may be changed to suit tastes. but chemical fertlllzers and pesticides must not be used. Mulch may be added and additional compost should be worked Into the soil over time. Rain gardens must be inspected annually for physical defects. After major storm events. the system should be checked to see that the overflow system Is working property. If erosion channels or bare spots ere evident. they should be stabmzed with soll, plant material. mulch. or landscape rock. A supplemental watering program may be needed the first year to ensure the long-term survival of the' rain garden's vegetation. Vegetation should be maintained as follows: 1) replace all dead vegetation as soon as possible: 2) remove fallen leaves and debris as needed: 3) remove all noxious vegetation when discovered; 4) manually weed without herbicides or pesticides: 5) during drought conditions. use mulch to prevent excess solar damage and water loss. 2009 Surfate Water Dtsign Manual-Appendix C l/9/2009 C-63 21 January 2013 I I I I I I I I I I I I I I I I I I I 11.0 REFERENCES City of Renton. Amendments to the King County Surface Water Design Manual. February 20 I 0. King County, Department of Natural Resources. King County, Washington. Surface Water Design Manual (SWDM). January 2009. King County, Department of Natural Resources. King County, Washington. King County Runoff Time Series(KCRTS) Model. January 2006. Terracon Consultants, Inc. Geotechnical Engineering Report. Proposed Pharmacy #69744 -Carr Road & Benson Drive South, Renton, Washington. October 2012. USDA Natural Resources Conservation Service. Soil Survey King County Area, Washington. July 2012. 22 January 2013 I I I I I I I I I I I I I I I I I I I KING COUNTY. WASHISGTON. SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner The Velmeir Companies Phone Wayne Shores (248)318-0593 Address 5757 West Maple Rd. West Bloomfield, Ml 48322 Project Engineer John VerPlank Company URS Corporation Phone (616)57 4-8500 Part 3 TYPE OF PERMIT APPLICATION CJ Landuse Services Subdivison I Short Subd. I UPD liiJ Building Services MIF I Commerical I SFR ~ Clearing and Grading CJ Right-of-Way Use CJ Other Part 5 PLAN AND REPORT INFORMATION Technlcal Information Report Type of Drainage Review @t Targeted (circle): Large Site Date (include revision dates): Date of Final: Part 6 ADJUSTMENT APPROVALS I Part 2 PROJECT LOCATION AND DESCRIPTION Project Name Velmeir Retail Pharmacy DOES Permit# --~=------ 23N Location Towns hip Range 05E Section __ 29 ___ _ Stte Address 10660 SE 176th St. Renton Pert 4 OTHER REVIEWS AND PERMITS CJ DFWHPA CJ COE404 CJ DOE Dam Safety CJ FEMA Floodplain CJ COE Wetlands CJ Other __ _ CJ Shoreline Management CJ Structural RockeryNaulU __ CJ ESA Section 7 Site Improvement Plan (Engr. Plans) Type (circle one): Full I Modified I Small Site Date (include revision dates): Date of Final: Type (circle one): Standard / Complex / Preapplication / Experimental/ Blanket Description: (include conditions in TIR Section 2) Date of A"'"'roval: :!009 Surface Water Design Manual l/9/2009 I I I I I I I I I I I I I I I I I I I Kl!-IG COUNTY. WASHINGTON. SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes / No Describe: Start Date: Completion Date: Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan : _..;S:..:o:..:o:..:s:..C=re:..:e""k'--------- Specisl District Overlays:----------------------- Drainage Basin: ...,...B_l_a_ck.,..-R_iv_e_r ________ _ Stormwater Requirements: ---------------------- Part 9 ONSITE AND ADJACENT SENSITIVE AREAS 0 River/Stream --------- 0 Lake 0 Wetlands _________ _ 1:1 Closed Depression -------- CJ Floodplain-----------0 Other ___________ _ Part 10 SOILS CJ Steep Slope --------- CJ Erosion Hazard -------- 0 Landslide Hazard ______ _ CJ Coal Mine Hazard------- 0 Seismic Hazard --------CJ Habitat Protection------- 1:! ---------- Soil Type Slopes Erosion Potential Arents/Alderwood 2-9% low 0 High Groundwater Table (w~hin 5 feet) 0 Sole Source Aqu~er D Other D Seeps/Springs 0 Additional Sheets Attached 2009 Slu"face Water Design Manual 2 1/9/2009 I I I I I I I I I I I I I I I I I I I KING COUNTY. WASHINGTON. SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE LIMITATION/ SITE CONSTRAINT liiJ Core 2 Offsite Analysis l:J Sensitive/Critical Areas liiJ SEPA l:J Other l:J l:J Additional Sheets Attached Part 12 TIR SUMMARY SHEET trvovide one TIR Summarv Sheet ...,.r Threshold Discharae Area) Threshold Discharge Area: (name or descriDtion) Core Requirements (all 8 apply) Discharoe at Natural Location Number of Natural Oischarae Locations: 1 Offsite Analysis Level: (.2J' 2 / 3 dated: Flow Control "Forested" Level: 1 / 2 / 3 or Exemption Number (incl. facilitv summarv sheet\ Small Site BMPs Conveyance System Spill containment located at: Erosion and Sediment Control ESC Site Supervisor: Contact Phone: After Hours Phone: Maintenance and Operation Responsibility: c. 1-'rivate J Public If Private, Maintenance LoQ ReQuired: Yes / No Financial Guarantees and Provided: Yes I No Liabilitv Water Quality Type: C Basic J Sens. Lake / Enhanced Basicm / Bog (include facility summary sheet) or Exemption NO. LandscaDe Manaciement Plan: Yes/ No Sneclal Reaulrements las annllcablel Area Specific Drainage Type: CDA I SDO I MOP/ BP/ LMP / Shared Fae. / None Reauirements Name: Floodplain/Floodvvay Delineation Type: Major / Minor / Exemption ~ 100-year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: Source Control Describe landuse: (comm./industrial landuse) Describe any structural controls: 2009 Surface Water Desitt11 I\lanual 3 1/9/1009 I I I I I I I I I I I I I I I I I I I KING COUNTY. WASHINGTON. SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Oil Control High-use Site: Yes .No Treatment BMP: Maintenance Agreement: Yes / No with whom? Other Dralnaae Structures Describe: Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION CJ Clearing Limits ll!J Stabilize Exposed Surfaces ll!l Cover Measures Iii Remove and Restore Temporary ESC Facilities W Perimeter Protection li!J Clean and Remove All Silt and Debris, Ensure IX! Traffic Area Stabilization Operation of Permanent Facilities ~ Sediment Retention CJ Flag Limits of SAO and open space Cl Surface Water Collection preservation areas CJ Other 0 Dewataring Control ll!l Dust Control CJ Flow Control Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summar; and Sketch) Flow Control Tvne/Oescriotion Water Oualitv Tv.-/Oescriction la Detention CJ Biofiltration CJ Infiltration ll!l Watpool CJ Regional Facility Cl Media Filtration CJ Shared Facility CJ Oil Control IX! Flow Control CJ Spill Control BMPs CJ Flow Control BMPs CJ Other CJ Other 2009 S1U'face Water De,;i~1 Manual 1/9/2009 • I I I I I I I I I I I I I I I I I I I KING COUNTY. WASHINGTON. SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS Cl Drainage Easement CJ Cast in Place Vault CJ Covenant CJ Retaining Wall CJ Native Growth Protection Covenant CJ Rockery > 4· High CJ Tract CJ Structural on Steep Slope CJ Other CJ Other Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Technical Information Report. To the best of my knowledge the information provided here is ZIP. ::AA ?fu / / q / /~ ed/D,/.µrt!:, 1009 SlU'face Water DesilU,l Manual 1'9/1009 \ ' • ! 0 • ~ ... t , .. "'"" "" S3ett>S\ STE Ii • • .SJB.,a, '"'"" . ; i ~ ~ • i .j' / .i q;.-1> ,! " -<? ., El ~,,..SE '" <>• ""' ' ... ~ ,.,, .. SE,,~.sr -· .. _ \ .. ,r, ¢ cd'~· .. ,. Rs&..-..-c II ,_ i • m • SpngGlfir10..V .a. g Core Corle, ~ ffad~JI "'"" ........ < • •• .! • •• ..... SE 17:ln:ISI @ -5 !J8 r -~,, !I! V.,Comouwy Pl.do< .... -Q ,_ ,_ ' ,. SE 'l~i:r,St (§) ' " i ';.-:-:;._ II:-:..::\ l -"' B sEC&w•Rd II El • • , ffl e SP<ngG"" e ~,;-.~ ,a, !I@) ii • ThoUPS 0 t •.. • m m @) . ' IO!lth PISf 11 c.ooau..., -~"'"~ --t;; o"' ? ~ ~ """""""' i ' ~ SE173n;1St 0 5' "'"~Sf ~ @ iii ; --· C..ndomlnt.tn> i ~ • ' ~ g ......... ~ le.,,.,,c-..- t ""' ·-EJSE;~Rd SE: 1761t1 s, e 11!!18. SE 1761ti S . 4:Sp'ngGl,,,i ""'""" j • ~ i • • r 200 0 'Ill 200 IFDGIIJIRIE 2: SDTIE LOCATION iViAP PHCfOIID RETAL ENGINEER OF RECORD Ul]fill GRAND IW'IOS. WI -........ Dr.SI: (111)51- ARCHITECT, 0~..Q~~ ~1- DEVB.OPmJ VELMEIR .. n M " --__ ._.,.,rAHHS -·-----:.-=-=- SEAL, REVISIONS/SUBWITTALS: PREAPPLICATION lilTC. 06/2,t/2012 DRAWING BY: ;o """' 08/2<t/2012 JOB NUMBER: 12943584 TTTl.E, VICINllY MAP SHEET NUMBER; '°""""'' NOT ISSUED FOR CONSTRUCTION ~ -----FIGURE 3 107 0 54 107 NA0_1983_HARN_StatePlane_Washington_ North_FIPS_ 4601 Feet -------------Existing Site Conditions Information Technology • GIS RentonMapSupport@Rentonwa.gov 12/08/2012 This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate , current, or otherwise reliable. THIS MAP IS NOT TO BE USED FOR NAVIGATION Legend 0 Parcels Structure • • • • • Celchbasin • Type 1 Celchbasln • Type1L Conaeta/Curt> Inlet· Type 4 Crop Inlet Cetchbasln -Type 2 MH Aa:essRi- UtiUly VatAI , Unknown Struclu<e Celchbasln • Type 1 Celchbasln • Type1L Conaele/Curt> Inlet • Type 4 Crop lnlel • Celchbasln • Type 2 MH AccessRi- UtiNly Vault • Claanoul • Other , Unknown Structure Calchbasin • Type 1 Catchbasln -Type 2 MH Control Structure O Renton Maintained e Prtvalely Maintained • Pump Station Outfall I' Renton Maintained Outfall I' Privately Maintained Outfall Fitting Intake o OUtfaH Notes Zoomed in 0 1: 1,287 City of &enton e Finance & IT Division - I I I I I I I I I I I I I I I I I I I 4r 26' 41· Soll Map-Klng Coun ty Area, Was hington FIGURE 4: SOILS 560400 560420 560460 560480 560500 Map Scale: 1:1,120 I prinllld on A site (8.5" x 11") ai-. ~ N A ---====-----=====Meters 60 0 10 20 40 ---===------======Feet 240 0 80 160 40 USDA Natu ra l Resources --Conservation Service Web Soil Survey Nationa l Cooperative Soil Survey 560520 560540 560560 12/8/2012 Page 1 of 3 4r 26' 48" 4r26' 41 " --- USQ.\ = --------------Soil Map-King County Area, Washington FIGURE 4: SOILS MAP LEGEND MAP INFORMATION Area of Interest (AOI) D Area of Interest (AOI) Soils D Soil Map Units Special Point Features c..:, Blowout IXI Borrow Pit * Clay Spot • Closed Depression X Gravel Pit Gravelly Spot @ Landfill A Lava Flow .i. Marsh or swamp .. Mine or Quarry ® Miscellaneous Water ® Perennial Water V Rock oUtcrop + Saline Spot Sandy Spot -=-Severely Eroded Spot ~ Sinkhole J> Slide or Slip " Sodlc Spot 5 Spoil Area 0 Stony Spot Natural Resources Conservation Service (I} Very Stony Spot t Wet Spot .. Other Special Line Features ~~ Gully 8 Short Steep Slope r..,...; Other -= PoliUcal Features o Cities Water Features ,.-.., Streams and canals Transportation ' ' :':'"'a Rails .-, Interstate Highways ""' US Routes b' ~ Major Roads r ~_) ~ Local Roads Map Scale: 1: 1, 120 if printed on A size (8.5" x 11 ") sheet. The soil surveys that comprise your AO! were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for accurate map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: UTM Zone 1 ON NA083 This product is generated from the USOA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Survey Area Data: King County Area, Washington Version 7, Jul 2, 2012 Date(s) aerial images were photographed: 7/24/2006 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Web Soil Survey National Cooperative Soil Survey 12/8/2012 Page 2 of 3 -- I I I I I I I I I I I I I I I I I I I Soil Map-King County Area, Washington FIGURE 4: SOILS ii/lap Unit legend Map Unit Symbol AgC Ame Totals for Area of Interest Natural Resources Conservation Service King County Area, Washington (WA633) Map Unit Name Acres in AOI Alderwood gravelly sandy loam, 6 to 15 percent slopes Arents, Alderwood material, 6 to 15 percent slopes Web Soil Suivey National Cooperative Soil Survey Percent of AOI 0.2 6.1 6.3 3.0% 97.0% 100.0% 12/8/2012 Page 3 of 3 I I I I I I I I I I I I I I I I I I I )WER 6 24'59'09 25.00' 10.90' ' ' -25' GAS 501250239 1ENTS 59158 ' ' ' ' ,- ' ' ' ' if ' ' ' ---- ---.__J lGRESS, ----- :!009170443 ~~, ~ 1-, 'U ttt-,J ,.. ' I l, ' \ ,~ I\ ·~I •1, ' ' ' -~=:i ,:: jJ:'- ---,.. -' \ ' ,_ ' ' ~ ' ' ' ' ' ' ' \ ASIN T " -~ ~ lNC E) ~~ i 7,,/ Ubl=-\ , lNCW) '/ ,1 ~ JJi\1 1 ' ~ 11 -----J 11,ron; ""'~IC111Av J --. ' -4 ---~ ' ~ \ ~ I ~', \~,,~-/:: ~~ i I ' I ' II •• r 1 I ' . I ' \U 1i ,- I ;, i ' ,- ' '. . ·--~-,» \ I /1 It , ; ·, . I . -, , ' ' ' I \ I / / I ! I II~ I ~ ./.v / : I \' ,I, \ \ lil i l \ fttrt.qd3i'sif / / 1· it' 1 UIZ J,J, / / . ~ t:nEIWL"' ' ' / . NG REQU1REO: 32 \ 1~~r / I I I ,,-" I I I lQ / I I ~ le:l.,RAG / ~ / / M;';U7-24-12 r, ' ' J I I / ,/ I I I -,1 / / ---' ' ' ' ' ! ' ·- ' .. ' ' ' I . ' ' ' ' ' f ' I ' I { FOUND RR SPII 7-19-12 ------IFffGURIE 5: . PROIPOSIEII> SOTIE CONDDTDOl\lS IPIHASIES 1 AND 2 ;JRECTPNAL NLY ~ W, w Grk b,1,n1d~rry 2; .60 , I'" / /~ '-._,Je-I 0, I ~ su I'R srnrn MANHOLE ,if'/ ----L . FOUNll REBAR/CAP · ~lJRIVEWAY RIM=397.78 · PACE LS #11691 ENTRANCE I.E.=388.13(8"PVC E) / 2 DROPS, 1 LUMI .l_ 8-01-12 ' s I.E.=387.78(8"PVC W) ~ ~,\, n,",i1rRnAD LA~ _Jl__ ___ -~------- ------------------NFTARY SEWER MANHOL I I I I I I I I I I I I I I I I I I I L - .... ~~---~!\ffe / -- 72 Lf Of 12" SCUl tD'E SlORM Pl'E O 0.5:ll: FOO~ Rt!Wl/CAP OP ~"""'-' J28 lf ore· sbi~~2 I 71r--7f SNt Pl'E O 0.51 , " , . r~~e.r '!"'ii:,''!i:"I,, ffE_J'':c~EJ 1 1~~~~:sJ .. IM.~:I; i/ Wii7',.._,I RII • ID.00' 12" NE IE...XXUX ~1 EXCEF1f1.1~Jl'_E~.qg.}CX I / "'t E>SEw!:f ~E~mx,c--++-1-J•~ ---,, 131 lf OF 12" SQ.II ~ SRel PFE O D.51 / (...==,, -~-] \ \ :l1 ·;. U. L L.l \ \ :, ) I~\-,' ' ' ' ' \ '.,_ ,. ' '• ~~~'~ 120)..rOF1.5"Tl'l'E'I(' COPfER WATER ~ / 4' 1M. ca' ~ •I [ITOf GRAtt, I RIii • JII0.75, : 12" SE IE• DX.XX/ / 12"WIE•~! : : i 1-1 I J.62 lf OF Jl" suk ta'E fR 0 T11 \ \ l • '·ell I 1 \ n \ ' ' 122 lf OF 1.J. SCU> ~ Sltlllf Pft. ~ OS ' // t PiWJi04D ~ IIETAB. ' 1 / (, (/, / \ 16,273' sf / ' ' ' 1 1.117.-C.. / mo QXP:llt. llfflM. P> p.&,,., REQIJIREI>. ,i . .....,-. .. ' ' ' / ' ' / ; i ( r14J ii OF 8" J 40 , Slfl./PFE O D.51 : ! : ---~1.iI? ____ -:,, ' ' ' ' 70lf~=-~ ~' """"'' . RIY•J'37.7~ LE.•388.lJ{B"r.t E) IE eYl8 oe{B"& SE} ------- :,(,. ~"""'---------V c:-cAR=R·-A= I.L=:l87.7a(8"PYC W) ----~r,,-~------= r\ U. --,s-E---"'°'"'"-"'"l-- ~••J,J:.~~,~ -r -------:,,w,m '"' ~., -----~_::::==-·0o I ,_.,, --,- \ Copyright @ 2012 URS Co'l)Oroticn, All Ri9ht* R-d I I I I I I I I I I I / l I \I I I ' I ' L ----I I ' I ' ·---_ J --1 • ~~-- ~~ . • I 11111111111 111 I I SITE UT1UTIES LEGEND ....., CA.TCH B\SIN CWNOIIT VALVE (WATER) • a Ii] • " ~ [i~l£W1ic=(l GIW'HC 8CN..E 0 • .. V8.M8R RETAIL PHAfflAACY ~~lHRIJ STOIE MUl!Bffi 10'l85 NVC CARR RD I. BENSON IR. R£NT~, \/A ffllECI' TYPE , tel --cs PlnET MllllBER 69744 DEVELOPER: • VELM EIR LOMPA NIES Porlriers In ~rmen1 :r .. -=:-.: -- ARCHITECl 0~..Q.l!.'L i:z...-_..__,_ 1:~ ENGINEER OF RECORD ~ GIIAND IW'IDS, Ml snas.....,11r,u (11,) U4-ISDO !EAL: REYISIONS/SUBMITTAL.S: PREAPPUCATION MTG. PRE-SCREEN MEETING 08/24/2012 12/27/2012 "' 5'IMC( W'1ER ... ----·-FEE • 100.00 IARaiJ D 1--------• 384.40 (ctvn.) ''""'' """' """'"""' ----~- 1. AU. TEXT & FEATURES SHOWN SCREENED AR[ EXISTING. m. STRUCTURES SHALL f£ LOCATED IN RELATION TO THE PROPOSED IMPRCNEMOOS 2. IJllLITIES SHC1fl'N WERE EITHER All.D 1..0CATED, OR TAKEN FROM EXISTING R£CORD/DESIGN DRAWINGS & AR£ SHOWN ACC()RIJNGLY, THE COh'TRACTOR stW.l ,,..,...,g. Al ehtvction• o,~ bORd on ,U,.\/0 es dotum C""'tou,. o,e iOuot,atoo at 1.0' mi ......... BM f1) 8-n;.,,ft, •00.968' ~C 8"' •rs,.,•. CONTOUR 0.,,IA l't:R GROU~O S.U~ PERFORlol[D IN JULY 2012, BY SITTS o!< HILL (><GINEERIN~ INC. EXERCISE CAUTION & AaD VERIFY REQUIRED LOCATIONS S'Wi't'Ft Br PRIOR TO EXCAVATION & CONSTRUCTION. am:, .a-ll!U .DIG!lmllllfD INC. --- DRAWING BY: El """' 08/24/2012 JOB NUMBER: 12943584 T!1lE, SITE UTILllY PLAN SHEET NUMBER: C2.2 3. MIN!IMI BURY DEPTH Of WATER LINE IS 5.5 FEET ~ .-.. - TO TOP OF PIPE. r:1i: = :!:oi"°': COMMENTS: NOT ISSUED FOR CONSTRUCTION II I I I I I I I I I I I I I I I I ii IL ----------- SN,l'f/Rf SEWER iWIHOU RlW•J7J.~ LL•~.J9(6'PYC NE) I.E.•J65.«{~ PIPE E) I.E.•36:>J2(8" P>'C W) D.CEP1DI J-HY P0W£R ~ £ASrlo!ENl #5664146 ""'"""'"' '"'"""""" 7-2(l.-12 C8#9 ', ',, AREA. • 910 Sf _{0.02 IC) S10Rhl CATCH BISlN Rlll•J74.1S 1.£.~Jn.56(('CQtC £) LE.•372 26(6"CONC 'II) 5.INTARY SEWER IWlfJOLE RIM•J70.63 LL=W..23(6"DI NE) I.L=:161.0J(a"M £) I.E.=J60.5J(12'PVC S) LE.=:l61.13{8"P!C ~ LADDER (Sf) '\ \J .r 7f2j\2 i CIA.\ot'RT ...J -L I.E. .. 357.36(1:t'COi'IC _C) _____ --==---------------- ---------------------=-~ ----=-------- Copyright C) 2012 URS Corpor<rtion, All Rights Re 99 rved ',,,~------- Jaj'~ / .------------... //1cef11 • f12 I ''<s, _______ _ ~ AREA • 10584 Sf __ I --- i (0.24 IC) RIii.OU! ""'' 1.1 le. ') I \ : i I ' I ' I ' I L . .---- ~ \g, "' , " f"OUND RR 51'1!(£ ~1 ii 7-19-12 0 7 ' I ' -----K ~ .. -- Rain Gardens ~~ . \ \ • /':::::c,, ~ GRAPHIC SCALE "' 0 ,s "' V8.M8R RETAIL PHARMACY ~~lHRII STORE taJllBER 10285 Nw'C CARR RD & BENSIJl DR. RENTI:tl, VA PRlECTTtfE • IEW --CSl'IDECf l'4Mll:R 69744 DEVELot't:tt: • VELMEIR LUMl'ANIES Portne<s In ~prnent --· _L_.._ __ -- ARCHITECT: 0~.£1!.'L mtr,_ ENGINEER OF RECORD ~ GRAND RAPIDS. Ml JeOSpar'l<,,Dr,SC (11•) 57....asoi:, SEAL= REVISJONS/SUBMITTAI.S: PREAPPLICATION MTG. PRE-SCREEN MEETING 08/24/2012 12/27/2012 I F .f .E. a 100.00 (ARCH.) I . a 384.40 (CIVIL), 1--------- _,.,.,g I All •l••otio"" o,e based '"' AA\/0 e,e -Contou,.. OfO ~lustrnted <JI 1.0· int_ .. BM f1) E"'""6on: ,oo.96/l' l<C BM "19.". CONTOUR OAT.._ PER GROUND SUFN(Y PERffiRl,l[O IN ..r.11.¥ 2012, BY SITTS olr f<l..l ENGIN[[l!lo;t: l~C """""-"' tlltfS • ll1Ll, ll/lallaOlNG ~ -~-..... b-nu. (e:,J "-N--ru (1115:1) •U-4f53' DRAWING BY: a DATB 08/24/2012 JOB NUMBER: 12943584 TITlE, DRAINAGE CONTROL PLAN SHEET NUMBER: CS. 1 COMMENTS: NOT ISSUED FOR CONSlRUCTION II I I I I I I I I I I I I I I I I I IL ,. -,:=,.,--140' -0· a· 10' -0" TOP SECTION ~ ~ 24" DIA. CL.£AR ACCESS W11li LADDER 2 / pt,cfS ' l ~ SEE Wa.D CONNECTION / DETAIL 6/C4.5, TYP. ~ l I I I I T I T I I I I ~ ~ --~-------------~ 16 I ------------r----- ·t···t [I -.. ii I -'-------------,1----------j----------{J-----·---~------------~-- 0 0 5" X 10' GRATED ACCESS PANEL ~ 24"ICAA. OPENING IN TOPI SECTION 20'-0" WIDE EACH @4WIDE ~ 80'0" TOTAL (Q) _j ) 5' X 10' GRATED ACCESS PANEL 0 " ->------------_,_ ------------l------------+------------+ ·--1--------. ., ·-1-------- I T I I I T J I T ~ ~ 10'-0" BASE SECTIOH STORM WATER QUALi,, vAULT WETVAULT SCAJ..E: 1/4•1'-o" TYPICAL 20' WIDE SECTION (4 SECTIONS NEEDED) 24" D~ BOLT DOWN FRAME ~ 3 77.0 & CO'IER MARKED "DR>lN" 0:. =::\ ~ DIA. RSERS ,s •i< EL 377.0 REQUIRED fl3H81- a• ,,,,- 24" DIA. HOLE 4=--::::ii. C. ~ ·-.1 ~~~~::-.·.~=] ;~ .;·:•:c;:c:·~ I~--~~-~" _.I. •·'"::'..[: ~o~. "J ... · ·'• ;-1.:.-.' .. ,·:l:2:'":, .~c;.".. TOP DETENTION STORAGE, El. 371.9 0.8 FT (0.5 FT MIN) 0 LJ 3.9FT ' -1·1 'I G6.l.VANIZED STffi. I.ADDER (2 ·.• . : PlJ,CES) ·. I IE XXX.XX i-.j SEE C/C4.5 TOP SEDIMENT STORAGE, El. 367.2 1 1 ; T.fl' * ~ .. 1 GROUT TO SLOPE. TOP WATER QUALITY STORAGE, EL 368 O.B FT , ; , -0 1 -... SLOP£ 0.5% MIN. SLOPE 1 % MIN. 1.5 FT f EL~ 365.7 ~1:_~~~r~~.;_-,, Orifice #1 EL. 368, dia. = 0.9in -.!... Orifice #2 EL 371, dia. = 2.4" Riser dia. = 18 in Cowi<;ht C) 2012 URS Corporotion, ...,. Righb Rnerved STORM WATER Qttttffi SE!;_TION SCALE: 1/4"-t'-O" ~ 4T-O" YAUtf-WETVAULT @ VB.MER RETAIL PHARMACY ~iJ_2731HRU STOIE t!llllB!R 10285 NYC CARR IW I, BENSON IR. RENT[}l, 'r/A AnECI' TYPE I tEW CEAl.n,<E; cs PlnECT Nlll!Bl:R 69744 DEVELOPER: • VELMEIR 1..uMrANIES Partners In Development --· -------- ARCHITECT= D~.£1!.'L !::.t'\r" ....... ·-1:,; ~ ENGINEER OF RECORD ~ GllAND RAPIDS, Ml Sl50 '--"'" Dr, a: (111),14-f151111 SEAL: RE.V!SIONS/SUBMITTALS: PRE-SCREEN MEETING 12/27/2012 DRAWING BY: ET DATE: 08/24/2012 JOS NUMBER: 12943584 '""' STORMWATER QUALllY VAULT DETAILS SHEET NUMBER: C4. 1 COMMENTS: NOT ISSUED FOR CONSTRUCTION I. I I I I I I I I I I I I I I I I 11 I AREAS & LAND USE Existing Site Pavement= Building= landscape= Total Developed Site Pharmacy Pavement= Building= Grass= Total (based on future ROW) Future Fast food Pavement= Building= Grass= Total (based on future ROW) Total site Pavement Building Grass Area (sn 88,112 30,600 2,000 120,712 Area (sf) 42,925 16,273 11,630 70,828 33,079 4,185 12,620 49,884 120,712 76,004 20,458 24,250 120,712 sf sf sf sf sf sf sf sf sf sf sf sf sf sf sf sf sf Area (ac) 2.02 ac 0.70 ac 0.05 ac 2.77 ac Area facj 0.99 ac 0.37 ac 0.27 ac 1.63 ac 0.76 ac 0.10 ac 0.29 ac 1.15 ac 2.77 ac Impervious Pervious Impervious Area 96,462 sf 24,250 sf 2.73 ac 0.05 ac 2.77 ac Rounded 1.7 ac 1.1 ac 2.8 ac 120,712 sf 98.3% 2.21 ac 0.56 ac 2.77 ac 1.7% 100.0% 1 of 15 80% 20% 100% I I I I I I I I I I I I I I I DETENTION & CONVEYANCE KCRTS file name= ren predeveloped forest condition tilt soils 2.n acres predeveloped file name for time series• ren-pre tlmestep • 1 hour S0%of 2 year SO year orifice flow rate• 4/3°1ower target effective storage del)th 0.0385 cfs 0.207 ch helght of orifice =3/4°eff depth developed site condition till soils impervious •2.21 ac grass= 0.56 ac file name for time series" re!HteY timestep • 1 hour DETENTION detention facility fil@ name" ren-det 0.05 ds "' 3.8 ft 2 of 15 file name• target.dur Sl!t the Arst Interval cutoff equal to 50 percent of 2-year. 0.04 Set !he Interval Size equal to (SO.year flow minus 50% 2-yur) I{# Cutoffs minusl) 0.004814 CONVEYANCE SIZE CONVEYANCE ELEMENTS FOR 25-YEAR STORM CHECK FOR EROSION DURING lOO•YEAR STORM Q25 0.82 QlOO 1.16 See Flow Master Output I I I D I I I I I I I I I I I I I detention size -Initially computer sizes a squ•re shaped vault as follows: L 93.03 W 93.03 A 8654.581 cf D Vo\ 43272.9 DETENTION (initial) w D V 93 ft 93 ft 5" 43245 cf WATER QUALITY (see n,Kt tab) [min" 8208 cf] 93. 93. 1. 8649 cf DETENTION (revised, rectangular with length to width of approM. 3:1) L 120ft 120ft w D V SELECTED OPTION "" 9.1 ft 43680 cf DETENTION {revised, rectangular with I en 1th) L 140 ft w• BO ft D 3.9 ft V 43680 cf .,. 1.8 ft 8640 ft 140 ft 8D. 0.8 ft 8960 ft • 80 ft width will be comprised of 4 in-line vaults at 20' width each SEO. STOR. + GROUT 1.9 ft 1.5 ft FREE80ARD 0.5 ft 0.5 ft 3 of 15 TOTAL DEPTH 13.3 ft 6.7 ft I •• I I I 1 .I I I I I I :I I •• I I I 4 of 15 Worksheet for Circular IPipe -2 Project Description Friction Method Manning Formula Solve For Full Flow Capacity Input Data Roughness Coefficient 0.010 Channel Slope 0.01000 fUft Normal Depth 0.67 ft Diameter 0.67 ft Discharge 1.59 ft3/s Results Discharge 1.59 ft3/s Normal Depth 0.67 ft Flow Area 0.35 ft' Wetted Perimeter 2.10 ft Hydraulic Radius 0.17 ft Top Width 0.00 ft Critical Depth 0.59 ft Percent Full 100.0 % Critical Slope 0.00906 fUft Velocity 4.52 fUs Velocity Head 0.32 ft Specific Energy 0.99 ft Froude Number 0.00 Maximum Discharge 1.71 fP/s Discharge Full 1.59 fP/s Slope Full 0.01000 fUft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headless 0.00 ft Average End Depth Over Rise 0.00 % Bentley Systems, Inc. Haestad Methods S~j:ltdlllMasler VSI {SELECTseries 1) [08.11.01.03] 12/10/2012 6:21:56 PM 27 Slemons Company Drive Sulla 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 I I I I I 'I I I I I I I I GVF Output Data Normal Depth Over Rise Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope 12/1012012 6:21:56 PM 5 of 15 Worlkshee~ 1for Circular !Pipe • 2 100.00 % Infinity ft/s Infinity ft/s 0.67 ft 0.59 ft 0.01000 ft/ft 0.00906 ft/ft Bentley Systems, Inc. Haestad Methods Sdll::::::!::fb~aster VSI (SELECTserlea 1) [08.11.01.03) 27 Siemons Company Drive Sulla 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 I I I :I I I I I I I I I I WATER QUALITY PGIS Area (Pollution generating impervious area) 15-minute timestep, flows 1.74 ac 75794.4 sf "50 Runoff Volume from Mean Annual Storm Wetpool Volume= 3x Runoff Volume 76000 sf 0.9 Impervious Area factor 0.04 Rainfall Factor 2736 cf 8208 cf 0.19 ac-ft 6 of 15 Note: The WQ design flow rate is defined as 60% of the developed two-year peak flow rule, as dctennined using the KCRTS model. 2-year 0.829 cfs WO flowrate (15-MIN) 0.50 cfs Elevation view Longitudinal· typically for pre-cast vault inside is grouted to achieve required slopes Section view total width half width 1/3 5% cross sectional slope depth of grout, min total length one third length 1% longitudinal slope two thirds length 0.5% longitudinal slope Grout will take up Sed storage above wall Total sed stor-+grout 20.00 10.00 0.50 ft 140.00 46.67 0.47 93.33 0.47 0.97 0.50 1.47 2/3 c,.-&.2.2 DESIG~ CRITERIA Wetpool Geometry S;um: 11~ ~1•.:.:ili,:,I for "'l"fponth (~,:,: S.:,·1iun (,A. 1.2. p. (,. 7 .l 1 .:,.:,111 for th.: li,11,m ing '"" mncU0,:11tlon,1 I. Crill'ri<>a J: ·1 h,: vtllmrnt duns:,• in tin: lir~t ,:,:II ,hall N 1111 u,,:mg,: of I foot. ll,:,;.1u...: nfth" \• ,har,'11 h<•U<ln\. th,: J.:plh nf'>C'llim,:111 ,1nrng,· n,:,·,1,:J ;1hn\,: th,: h,,11.,m nf1h,: ,i,k \\;111 i, roughly rm1-,.,11i,,nul to '-"'h wiJth 11,:,;u1Jing 1<> 1h,: ,,:h,:Jul.: \,,,;I.",: VflultWl<llh 1' 20' ,a 60' Se<11me111 Oa th lrom bouom ol s1do wnll 10· .. •• ,. ..... I ,. I I I I I I I I WETVAULT SIZING WORKSHEET Project name: Velmeir Retail Pharmacy METHODS OF ANALYSIS (see 6.4.2) Step 11 Determine volume factor f • Basic size f = __ 3 __ Consult WQ requirements(Section1.2.8) Step 21 Determine rainfall R for mean annual storm. Rainfall (R) __ o_.0_4_(feet) Requirad from Figure 6.4.1.A Step 31 Calculate runoff from mean annual storm V,= (0.9A,+ 0.25A,0 + 0.10A,,.0.01 A,,,) X R A,= tributary area of impervious surface 76,000 A,,• Atf = A,,,• R• V,• tributary area of till grass tributary area of till forest tributary area of outwash grass rainfall from mean annual storm volume of runoff from (sf) (sf) (sf) (sf) (ft) mean annual storm 2,736 (cf) Step 41 Calculate wetpool volume Vb= f Vr f= V,• v,. Volume factor 3 (unitless) volume cf runoff. mean annual storm 2,736 (cf} Volume of the wetpool 8,208 (cf) Step 51 Determine wetpool dimensions a) Determine geometry of first cell Volume in first cell (cf) Depth h 1st cell (minus sed. stor.) (ft) Determine horizontal xs-area at surface Atop• (sf) Find top dimensions by adjusting for shape geometrics Dimension of 1st cell: width (ft) length (ft) b) Determine geometry of second cell Volume in second cell (cf) Depth h of 2nd cell (ft) Determine xs-area at surface Atop• (sf) Dimension of 2nd cell: width Determine now Determine now Determine now Determine now From Step 2 From Step 1 From Step 3 Must be 25 -35% See Section 6.4.1.2 If square a take sqrt Must be 65 -75% See Section 6.4.1.2 7 of 15 I I I· I I I I I I I I I. I Dimension of 2nd cell; length (ft) If rectangular, short side= Geometry check: overall pond L : Wat mid depth = 3 : 1 Cell 1 length (mid-depth) (ft) Cell 2 length (mid-depth) (fl) Vault length • cell 1 + 2 (fl) Vault width (ft) Lmid: Wmid= Step 61 Design rest of vault (Section 6.4.2. 11 Internal baffle Inlet & Outlet Access Effective area (3.2.2.1) Note 5'X10" access, grating and corner vent holes Other Design Details (Sections 6.2.2. 6.2.3, and 6.2.4) Sequence of Facilities Setbacks Sideslopes, fencing, embankment SIZE SUMMARY: Surface area, change In elevation Vault width (ft) Vault length (ft) Surface area ( sf) Elevation change needed: (ft) 24 ft to match cell 1 8 of 15 I I I I: I I I I I I I I I I SECTIO~ 6..t WETPOOL FACiun· DF-<;IGNS FIGURE 6A.2.A WET\"AULT Access cover or door5 required. B See King County Road Standards for ....,,...,..,..,~•~e,ce,ifi,,,ca""'tio,cn"'s~foe.r,!'m:,a,:n,.h,:;o:,,le.,1'-'an~d;.l,;a~d,ode,ers"". ,-,-.,-,.+-.,._,,-,,,.. ventilation pipe ( 12~ min.) wetpool width frame, grate and --...... locking cover marked Ndrain~ (typ.) inlet L~- 25% to 35% of : wetpool volume . removable,.,.# baffle J_,._ .---tr--,J.C.,: f''-la_d_der A. A t~ I -+1-f'H-for vault$..: 1250 s.f. provide a 5' x 10' access door over lowest --------portion of vault L '---;--H-+.-1-"V' shaped 5' x 10' grat• over aecond bottom cell (may be provided by a grcted S' x 10' access door) wetpool depth 8'max. WQdesi nWS T ~- ..::::.:::'1· for WO vaults et ' OUTLET-I open pipe for wetvault only. See detetenuon vault for/ combined water quality/ detenhon vault outlet size to meat conveyance requirements (Ch.1) NOTE: capacity of outlet plpe designed to peak flow for conveyance r,,., cell sized fol : .. 3'min. ;: 2'min. 2" for combined WO and detention vaults j ~ =0______j bottom slope 0.5~2% ~-/ toward inlet end _/" average sediment storage 1' min. (first cell) 7'min. 4'min. SECTION A-A NTS gravity drain (if grade allows) place as low as grade allows but must be 6M min. above the base elevation of vault Walls or above sediment storage area bottom slope O.S.2% towards ouUet end of second cell (recommended) ~ -average t' sediment storage ·---------------·-:;;r··------. (first cell) 5% (min.) slope ~ trowel finish SECTION B-B NTS 9 of 15 l/9.l.:!009 .:!009 Surface Water D,e<,j~1 l\lanu.,l 6-88 I I I I I I I I I I I I I FLOW CONTROL BMPs flow Control BMPs (2009 SWOM, Section 5.2.1.3 Large Lot High Impervious BMP Requirements,page 5-9) > Project will result in Impervious surface coverage of 80%. > Full Dispersion is not feasible because there is not enough forested area available > Projects with impervious surface coverage greater than 65%, flow control BMPs must be applied to an impervious area equal to at least 10% of the site/lot or 20% of the target impervious surface, whichever is less. Area equal to 10% of the site/lot: 12,071.20 sf 0.28 acres Target impervious 96,462 sf 2.21 acres (For projects on large lots with high impervious surface coverage, target impervious surface shall include all new impervious surface together with any existing impervious surface added on or after January 8, 2001. See 2009 SWDM, page 5-7 footnote). 20% of Target Impervious 19,292.40 sf 0.44 acres I Minimum Impervious Area for Flow Control BMPs: 0.28 acres Potential BMPs Opt 1 Opt 2 Opt3 [USE] Opt4 OptS Opt6 Opt7 Limited Infiltration (infiltration trench: Appx. C, Section 2.3 Site soil in the area of the proposed flow control BMP is a loam, therefore SWDM states that for ever 1,000 sf of tributary impervious area, use 190 feet of trench. It Is assumed this is a 2 foot wide trend Tributary area (sf)= 12,071.20 Trench length (ft)= 2,293.53 Trench area (sf)= Widen Trench to (ft)= 20.00 Trench length (ft)= 229.3S (Approx.) Basic Dispersion Appx. C, Section 2.4 same as Limited infiltration in this case Rain Garden Runoff Source= Min. storage depth= Target Volume = Permeable Pavement not practical this site Rainwater Harvesting not practical this site Vegetated Roof not practical this site Reduced Impervious Surface Credit not applicable Native Growth Retention Credit not applicable Appx. C, Section 2.5 12,071.20 sf 0.25 ft 3,017.80 d Appx. C, Section 2.6 Appx. C, Section 2.7 Appx. C, Section 2.8 Appx. C, Section 2.9 Appx. C, Section 2.10 Any proposed connection fo roof downspouts to the drainage system must be via perforated pipe connection, see Appendix C, Section 2.11. 10 of 15 4,587.06 I I 1 I I I I I· I I I I I I I I C.2.5 C.2.5 RAllf <91\ifoEN RAIN GARDEN Rain gardens, also known as "bioretention," are excavated or otherwise formed depressions in the landscape that provide for storage, treatment, and infiltration of storm water runoff. The soil in the depression is enhanced to promote infiltration and plant growth. Plants adapted to wet conditions are planted in the enhanced soil. Figure C.2.5.A (p. C-61) shows a plan view and section ofa typical rain garden system. Applicable Surfaces Subject to the minimum design requirements and specifications in this section, rain gardens may be applied to any impervious surface such as a roof, driveway, parking area, road, or sidewalk, and to any non-native pervious surface such as a lawn, landscaped area, or pasture. Design Considerations Rain gardens may overflow occasionally in large storm events or more frequently if located in very poorly drained soils or areas with very high water tables. In very well-drained soils, water may drain too quickly to support water loving plants and ponding may be of short duration. Conditioning the soil in the rain garden with abundant compost will enhance the growth of plants and help the soil to more readily admit water. Operation and Maintenance See Section C.2.5.3 (p. C-63). C.2.5.1 MINIMUM DESIGN REQUIREMENTS All of the following requirements must be met in order for a rain garden to be applicable to a target impervious surface or new pervious surface: 1. A minimum water storage volume equivalent to 3 inches (0.25 feet) of runoff depth from the impervious surface area served is required. In other words, the volume in cubic feet shall equal 0.25 times the square footage of the impervious surface area served (see example calculation in Section C.2.5.2 below). For rain gardens serving new pervious surface, a minimum water storage volume equivalent to 0.5 inches (0.04 feet) of runoff depth is required. 2. The water storage area, containing the minimum required storage volume, shall be 12 inches deep at overflow and have side slopes no steeper than 3 horizontal to l vertical. The overflow point of the water storage area shall be at least 6 inches below any adjacent pavement area. The overflow point must be situated so that overflow does not cause erosion damage or unplanned inundation. 3. If a containment berm is used to form the water storage area, the berm must be at least 2 feet wide and 6 inches above the 12 inches of water depth. A catch basin or rock pad must be provided to release water when the pond's water level exceeds the 12 inches of water depth. The catch basin may discharge to the local drainage system or other acceptable discharge location via a 4-inch rigid pipe. The rock pad may be used with or without a constructed drainage system downstream. If a rock pad is used, it must be composed of crushed rock, 6-inches deep and 2 feet wide (perpendicular to flow) and must extend at least 4 feet or beyond the containment berm, whichever is greater. The rock pad must be situated so that overflow does not cause erosion damage or unplanned inundation. 4. Amended soil consisting of minimum of4 inches of compost tilled into the upper 12 inches of soil or 12 inches of imported sand/compost blend having 8 to 13% organic material by dry weight is required in the rain garden. Tilling and amending to greater depth is desirable. 5. Water tolerant plants such as those in Table C.2.5.A shall be planted in the pond bottom. Plants native to Western Washington are preferred. 2009 Surface Water Design Manual -Appendix C 1/9/2009 C-59 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) I I I I I I I I I I I I ·1 I I SECTION C.2 FLOW CONTROL BMPs 12 of 15 6. A minimum 5-foot setback shall be maintained between any part of a rain garden and any structure or property line. 7. Rain gardens are not allowed in critical area buffers or on slopes steeper than 20%. Rain gardens proposed on slopes steeper than 15% or within 50 feet of a steep slope hazard area or landslide hazard area must be approved by a geotechnical engineer or engineering geologist unless otherwise approved by the DDES staff geologist. 8. For sites with septic systems, rain gardens must be located downgradient of the primary and reserve drainfield areas. DDES permit review staff can waive this requirement if site topography clearly prohibits subsurface flows from intersecting the drainfield. 9. The rain garden must not create flooding or erosion impacts as determined by the DDES. If a rain garden is proposed near a landvlide hazard area, erosion hazard area, steep slope hazard area, or a slope steeper than 15%, DDES may require evaluation and approval of the proposal by a geotechnical engineer or engineering geologist. TABLE C.2.5.A WATER TOLERANT PLANTS Common Name Scientific Name Spacing (on center) Western mannagrass G/yceria occidentalis seed Velvetgrass Ho/cus mollis seed Shortawn foxtail Alopecurus aequalis seed Water foxtail A/opecurus geniculatus seed Spike rush Eleocharis spp. 4 inches Slough sedge Carex obnupta 6 inches or seed Sawbeak sedge Carex stipata 6 inches Sedge Carex spp. 6 inches Slender rush Juncus tenuis 6inches Water parsley Oenanthe sarmentosa 6inches Hardstem bulrush Scirpus acutus 6 inches Watercress Rorippa nasturtium-aquaticum 12 inches Small-fruited bulrush Scirpus microcarpus 12 inches C.2.5.2 EXAMPLE SIZING CALCULATION Runoff Source: 20-foot by 20-foot driveway Minimum Storage Required= 3 inches (0.25 feet) 1/912009 Storage Volume Needed = 20 feet x 20 feet x 0.25 feet = I 00 cubic feet Pond Design: Choosing a I foot depth with 3: 1 side slopes and a bottom area of 4 feet x IO feet provides a storage volume of 100 cubic feet. Note that if the soil percolation rate is 0.5 inches per hour, a pond /-foot deep will take 24 hours to drain when filled. Similarly, a small storm o/0.5 inches would produce a depth of about 3 inches and drain in 6 hours. 2009 Surface Water Design Manual -Appendix C C-60 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.corn) I I I I I I I I I I I I I I I I C.2.5 RAilil191\\foEN FIGURE C.2.5.A TYPICAL RAIN GARDEN (BIORETENTION POND) sheet flow ei<istirig_edge , of p8vement, ~ " • j ,., • ', F I ; > .0 C ·~--~, ~..., ,:, J ,, . ··:. 'o i. sheet flow ' . PLAN VIEW (not to scale) trees trees 2' wide grass filter strip ~ 12 11.maximum wa,ter depth ground cover \\•A,\l·,.,~·,1j,~,, '\•, ~· .., min.12" amended soil with 4" of compost BIOAETENTION AREA ) SECTION VIEW A-A (not to scale) 2009 Surface Water Design Manual -Appendix C C-61 '. ' 'i overflow to suitable surface discharge area 3:1 maximum slope 1/9/2009 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) I I J I I I I I I I I I I I I I jl I SECTION C.2 FLOW CONTROL BMPs 14 of 15 sheet flow 1/9/2009 FIGURE C.2.5.B TYPICAL RAIN GARDEN WITH CONTAINMENT BERM 2' wide grass filter strip ,\,V, ,, " ·,,' trees PLAN VIEW (not to scale) trees 2' wide top of vegetated berm 6" minimum freeboard from maximum ponding depth 2' minimum i.--~I top of vegetated berm ,, Y•,· 4• rigid pip8,outlet 3:1 maximum · 'to·storm system ............. slope /·•,,,, "'· -....:,,:.:...""',:.:.....:...~.....,..:...----'-'----,:-:':l<-,...r--.....: '' '' ',' '·~\ . / /, '· .• ,! ~ "/ I ground cover 1 12" maXimuril '' ·)Yater.deRth '· ... , ·~· :f. . , 1, 1 \,:;. I -mi/ 1'2" ,., ·-1:;. :aniende<t.:.-;. $Oil with 4~~ /-: Of COml)Ost .... ~:. catch basiri . with grate·: · ,.<, BIORETENTION AREA SECTION VIEW A-A (not to scale) 2009 Surface Water Design Manual -Appendix C C-62 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) I I I I I I I I I I I I I I I I I l I C.2.5 RAI'-6191\'RDEN C.2.5.3 MAINTENANCE INSTRUCTIONS FOR A RAIN GARDEN If the rain garden flow control BMP is proposed for a project, the following maintenance and operation instructions must be recorded as an attachment to the required declaration of covenant and grant of easement per Requirement 3 of Section C.1.3.3 (p. C-18). The intent of these instructions is to explain to future property owners, the puipose of the BMP and how it must be maintained and operated. These instructions are intended to be a minimum; ODES may require additional instructions based on site- specific conditions. Also, as the County gains more experience with the maintenance and operation of these BMPs, future updates to the instructions will be posted on King County's Surface Water Design Manual website. IJ TEXT OF INSTRUCTIONS Your property contains a stormwater management flow control BMP (best management practice) called a "rain garden," which was installed to mitigate the stormwater quantity and quality impacts of some or all of the impervious or non-native pervious surfaces on your property. Rain gardens, also known as "bioretention," are vegetated closed depressions or ponds that retain and filter stormwater from an area of impervious surface or non-native pervious surface. The soil in the rain garden has been enhanced to encourage and support vigorous plant growth that serves to filter the water and sustain infiltration capacity. Depending on soil conditions, rain gardens may have water in them throughout the wet season and may overflow during major storm events. The size, placement, and design of the rain garden as depicted by the flow control BMP site plan and design details must be maintained and may not be changed without written approval either from the King County Water and Land Resources Division or through a future development permit from King County. Plant materials may be changed to suit tastes, but chemical fertilizers and pesticides must not be used. Mulch may be added and additional compost should be worked into the soil over time. Rain gardens must be inspected annually for physical defects. After major storm events, the system should be checked to see that the overflow system is working properly. If erosion channels or bare spots are evident, they should be stabilized with soil, plant material, mulch, or landscape rock. A supplemental watering program may be needed the first year to ensure the long-term survival of the rain garden's vegetation. Vegetation should be maintained as follows: 1) replace all dead vegetation as soon as possible; 2) remove fallen leaves and debris as needed; 3) remove all noxious vegetation when discovered; 4) manually weed without herbicides or pesticides; 5) during drought conditions, use mulch to prevent excess solar damage and water loss. 2009 Surface Water Design Manual -Appendix C 1/9/2009 C-63 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) -------------------Carr/Benson Velmeir Retail Pharmacy 0FF-8ITE ANALYSIS ][l)RAJNAGE SYSTEM TABLE SURFACE WATER DESIGN MANuAL, CORE lREQmREMENT #2 2 of9 Black River Watershed Basin: Subbasin Name: Subbasin Number: Symbol Drainage Drainage Slope Distance Existing Potential Observations of field Component Type, Component .from site Problems Problems inspector, resource Name. and Size -.. . reviewer. or resident . n see map Type: sheet Haw, -· drainage ba&in, vegetalicn. % Y. ml :c 1 .320 fl CCii&'bictio.15, under capacity. ponding, tribulaTy """'· tikelihcod al ~. 5tream, channel, pipe, ccver, dap111, type al sensitive ovem,pping, flooding. habitat or organism OV9fflow pat! IW8)'S, potential impacts pend; Size: diameter, anra, volume -· saiuring. bank sloughing. surface an,a sedimentation. incision. other erosion © t-5 'T'tfb 1. See Map See Map None None Sff:,;,'16'JT :,;,.1 .... ,.,,. """iK c.wmu,.,~ @ t' t,,~t.. ~ ~ 1• OtoY!1M,.£. 'To .,....., (),,'T u,,,-'7 h,lt, • .. ~F.-..._ @ (0110,'l-06 Pl-'T'-1/ i't:f47'A7'Z o,.J Otl8,,U,,U,,J/J •lbt,,ff, .i. "Pe/jtar./1/tJ'tj,J, . ® /1-" e,,,,J'-f71'E © ~~7 Ft..bi.J '· ltl&er FUH ~~..,., 'PCl/E;>lld 7> l>ffcrt (Q ~Al)SUi; t>J:-r~ VEbii:ft,, 'f'La,..J •1.1 !,JI,) V. • Ir Pe/1/l. .,._ c. 1-,,u,.~ . <:i) I-Z:' #&PE ~fE, ® ~D,J bV i.J,J V --?Yd..- ~oAOS102-~'R,tf J, -•ft ~S/-,P.~ ® I Fi" c.nP T7PE o,>,;,.,-z,J& ~II~ . ® C8 ~~b.il ~JC. .. ·If .. (,'i) I '8" {..(),J~ PI.PE. li1I C.6 C.Otue.l{erE, ~6/(;D/(. r.11.-• e.J1o10-,. '7 :s.; .J',. @ l8"coNt, P:Jfe ® ce, "6.U.....,, E, "ZNT,:;/tUlf... Fl\<J.lt. t:,;i,JD'L .,.,.,,J s. (!) 16" <.,o,JC, 1"1.PE. '~ ' , ,, JJll/2009 . .f ------------------- ·{ -~ Carr/Benson Velmeir Retail Pharmacy OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE SURFACE WATER DESIGN MANuAL, CORE REQUIREMENT #2 3 of9 Basin: Black River Watershed Subbasln Name: Subbasln Number: Symbol Drainage Drainage Component Type, Component Name. and Size Descrintion see map Type: sheet flow, swale, drainage basin, ....-... Slnlam, channel, pipe, cover, depth, type af sensithle pond; Size: diameter. an,a.volume surface area © c.e -ryfE 1(1) @ /8" co,Jc.. PIP/: ® C6 1'ff'E. 2. I lf'l>" ® 2.Lf" PJ.P~ @) C,{!, OR. M# @ 2-lf" f'I.IE. @ t.(!. dfl.. l"'ltt @ 2.1/'" PzP~ @ t:.6 di!. M# @ Z.,/., Pile @ C.~ Oil. MH @ C.I!, @) n,e, ~ 'b" nl'e i,<AJfl!/Z. sui W/Jrt,/(.. @ t8, oil. 1"1/.I Slope Distance Existing Potential from site Problems Problems di % '/.mt= 1,320 ft. caio11 idiui IS, undor capadly, ponding. owirtcpping, flaading. -or organism -· scouring, bani< sloughing. sedtmentatian. incision. ather srmion See Map See Map None None Y11 r1-ue . I/ ' It . ' ' ' Observations of field inspe, hi, , resource reviewer. or resident tributary area, likelihood al problam, . , -pa!l,wa,s. palential impaclli ,. f"· ·, '· r i /11··-I) 1&·&111' ,.._ • ..,.., t6 ,rr ""~ ·--'f'" ·ebO~ l,ooO et,,JO:Z.71MJ!. 0141, II' ~ MwAOLir 7'0 K.!:l'tO\/lf; '-"U LJt,1A6LE "Z'b Pe,11'1/E, l.:1£1) f/'lltJU.fq{llf; t.,S~ ON J,'fllfl!P St,ef';; t:AN•"".. -• ; ~ .. s,-,,e • ...-,w,.,,. r.,uA7/li,D ,s,-.1 t,Jt>OP8'() Af/811, e,Jlrl,h,IIT F:r,, I .... -ie .,., 11:elf•II& ~ 11• ,,,pj,µi,.. .. r _ .. 4oe · C_.N01 r7,#A' ,, .... ..,. ~1,..L,.@ I MA'/ t»NIJB&:r T• ,,re,1 ..,..,"'6c.e "1'6 ,2sPnlol!; L,'U> &.I -~U, Nllf $89 l>lll'fUST Pri'a o .. rFAi,1..,:/JI', '1o .sw,u.a-, J'f&l'I@ IJ9/2IJ09 I I en I 0 - I I I I I I I I I I I I· I I I I -~-----------------, Carr/Benson Velmeir Retail Pharmacy 0FF-8ITE ANALYSIS DRAINAGE SYSTEM TABLE SURFACE WATER DESIGN MANuAL, CORE lREQUIREMENT #2 4 of 9 Black River Watershed Basin: Subbasln Name: Subbasln Number: Symbol Drainage Drainage Slope Distance Existing Potential Observations of field Component Type, Component from site Problems Problems inspector, resource Name. and Size Desmntion .. reviewer, or resident ,we see map Type: sheet flow, swala, drainage basin, "Vegatatiui I, % ~ml= 1.320 ft. a,nslrictians. undet' capacity, ~. tributary rna. likelihoc<I al prablem. stream. channel, pipe, cover. dep1h. type al semiitiYe owrtapping, lloading. habila! or organism OY9tflcw pa11, .... ,., patentjal impads pond; Size: diametl!r. area.volume -· scouring, bank slougting, surface araa sedi111&1 I 1· 1. lnci&ion. other erasion ® .Swl>tl.E. {r/0,$!, ll.f.\C,£T'~ See Map See Map None None ""M->J 7""" ,., E;F,) ® IV' t,,fJ(.. P;.PE; ® t-1> @ /7,'' "'"" Pl:/>E; ~'3) /l.oAPS~Df; l>i:Tc.ff VEln?TA7Zl>N Orff-6!6.:'.."b_s~"f-:ZO,.., ® / "}.." ~/JC, Nlf; (,o,-,;leer) 1 IJ Cl!. t i~ @ ce '1, ' , I I, ' . 11912110!1 I I I I I I I I I I I I I I I I I I I 5of9 Stormwater discharges from northwest portion of site through catch basin and sheet flow down driveway. Storrnwater leaves site and enters roadside ditch on south side of SE 174 St, east of 106 Pl SE. Note debris/garbage in ditch and overgrown vegetation. Roadside ditch enters piped portion of downstream system at southeast comer of SE 174 SE. I I I I I I I I I I I I I I I I I I I 6 of9 Piped portion of downstream system continues along south side of SE 1741 St. Catch basin in lower right photo located at southeast comer of SE 174th St and S 361h Pl appears to be missing some bricks on interior side. Piped system crosses to northwest comer of SE 174 St and S 36 Pl and drains down steep slope off to the right side of the roadway in the right photo. I I I I I I I I I I I I I I I I I I I 7 of 9 Photo on left is looking back up at SE 174 St (and 103 Ave SE). The piped system is located in a grassed area on the west side of 103n1 Ave SE and is routed to the left of the photo down a steep s lope. Photo on the right is looking at bushes before drop off to steep s lope. Manhole covers for the piped system located on slope were not found . The downstream system appears to outfall into a wooded area beyond the Y. mile flowpath based on City of Renton GIS maps. I I I I I I I I I I I I I I I I I I I 8 of9 Stormwater discharges from southwest portion of site through catch basin and 3" pipe under sidewalk. Site discharge from upstream catch basin and 3" pipe appears to outfall to a grass lined swale. Connections from upstream components either the catch basin shown located upstream of a grass lined swale or outfalls to the swale directly were unable to be confirmed because catch basin cover could not be removed and pipe outfalls were not found. Note flow of water in swale. I I I I I I I I I I I I I I I I I I I 9 of9 Overgrown roadside ditch drains to first leg of the downstream system along south side of SE 174 St as shown above in Group Photo No. l through a catch ba sin located in southeast comer of SE 174th St and 1061h Pl SE . I I I APPENDIXC I BOND QUANTITY WORKSHEET I I I I I I I I I I I I I I I ~----~----------~--1 of 7 Site Improvement Bond Quantity Worksheet Ol'lglnal bond computllllona prepand by: Haine; O..: -----------PE Reglatl du., Numbef': Tel.I: -----------FlmlName : Addreu: ProjlctNo: _________ _ ROAD IMPROVEMENTS I DRAINAGE FACUTIES F».ANCIAL GUARANTEE REQUIREMENTS PERFORMANCE BOND .... PU8UC ROAD I DAAl*GE AMOUNT MAINTENANCEJDEFECT BOtilr , .. Slllblllzallon/Eroalon Sediment Control (ESC) I (A) Exlltlng Rlghl~-Way lmproYementa (8) Fut&n Public: Road lq,royemero & Drainage Fadlllles (C) Prtvate lrnpfownwtta (D) Construc:llon Boner Amount (A+B+C+D) • TOTAL (T) Malntanance/Defed Bond" Total NAME OF PERSON PREPARING BOND" REDUCTION: $ 1-:IODO -oD $ )!r~o~ -SO $ S1,lf,1't -'\\ $ '~JU.,t."\ -,j s t,%1..1.no-'l.i atilUII bond" ~ II $1000. (B+C)x 0.20· s n;,1s--"'" • • NOTE: The won! ixind" • UNd In thla docunent mww-, lnancial guaranlN acmpllble lo h City d Ran1on. .. NOTE: Al prica lneble labor, equlprnert meterlala. CMlhNd and prollt. Prices -from RS MNl1S dala actua1ed for .. 8Nllle - Of from loCII --It not R:Uded In the RS MNn1 dalabae. REQUIRED BOND* AMOUNTS ARE SUBJECT TO REVIEW AND MOOIFICATION BY ROSO Page 1 of 1 REF 8-H BOND QUANTITY WORKSHEET .xis Date: Unit prices updated: 2/12/02 Version: IJ22/02 Report Date: 1/19/2010 ------------------- ~~ '\l...tlV 2of7 Site Improvement Bond Quantity Worksheet I Unit t"T1QI Unit auant _--_--. ••• ITI-M"ii: Nn RAl*III & CompectiDn-llfflballunent Gl-1 $ 5.112 CY 10 IRAl*III& Compealon-nnch Gl-2 I 8 .53 CY --.,..._,.. Gl-3 s 0.36 SY Gl-4 8 ,878.18 Nff Excavallon -bulk Gl-5 1.50 CY = ·Tl9ndl Gl-8 4.06 CY --Gl-7 18.156 LF ,v ~..-~ ... ~·~ Gl-8 13.44 LF ~ -Gl-9 1,271.81 Each ·--. - ~ 01-1C 12.12 LF FIi & a:in.-:t -ccmmon t.row 01-11 $ 22.57 l.il' \0 " & compact -i,av9I baa u-1, I 25.48 l.iT 10 IFII & oampect. acr--s tDpeol IGl-1: $ 37.85 CY • C.1lal1:1a ~Z: d11p ..... a-llh GJ-1• $ 54.31 SY ' Gl-11 s 74.85 SY 8ebb,, 39 IACp; ltATII..., IMM GJ-11 $ 132.48 SY IGradlna, fine, -iw hand IGl-1, $ 2.02 SY fi . --IGl-11 $ 0.95 SY -IGI -11 s 135.13 E8dl IGI • 21 $ 2.88 Each ISoddina. 1· dMD, aloDed ground IGl -2' $ 7.48 SY ·~ . IGl•Z S 788.28 Dav ...... IGl-21 S 1,556.84 Aa9 , . \ IGl • 2• $ 85.18 HR .. IGI-21 s 7 .58 SY r--.--11 ... _ IGJ. 21 I 8 .33 SY .. IGI. z. s 8.19 SY IGI-2i I 44.18 SF IYVM, IOClllltY IGI-~ I 9 .49 ;:,to Page 2 af7 SU8TOTAL REF ~ BOND QUANTITY WORKSHEET .xis ~ .. Rlght~-Way l;QS1 S'9,'1.o +.te 0 .00 0 .00 0 .00 0.00 0.00 0.00 . ,,.. 0.00 0.00 2.'2.S,, o Mll: "1.S''t, 1o - ) '19\ , 1.S WIU 0.00 0 .00 o.oo J.:>.JQ 1T.UII 0 .00 0 .00 0.00 \ 11.~o 8,88 0.00 0.111. 0 .00 0 .00 0.00 0.00 0 .00 U,u,. g 'i,. 'lS' t:el1 -Future.--,.,,,,.. Quanllay CompleCad Roadlrnprowen.-lmpro--* llland Reduction)" &DralnageFadUU.. CIUanl,I coat --r:iu.n1 10 s '-. 'l • IUllll .,-~o IO l :s-. '\n .A.Ila "ilfO 0.00 0-00 0.00 L.. 00\::> S'O 'LJ) l,. 00 Ml& -, 000 0.00 'll5 'i"l.l\ bO .A.al 0.00 0.00 ao 'l.:US • ..,0 Q,111 1000 lo U\{,10 ... ICN1. S" l~c,.u-ll'-1 o.oo O.DC 0.00 ~ l0,\0 -7. n1'" 0.00 ., ", 0.00 0.00 ,~ Ill, "\O -~So 0.00 0 .00 0.00 0.00 o.oo 0 .00 0.00 U.w l'I\Jq S}V\· JS' o.ot- Quant. .~ Compiele Colt l,fl:" IS'.maal ~ 0.00 °l: I ',"l .. ~ Qi8I 0.00 0.00 't ooO , DO ct:911 Lfot.o ,..,.,.,. 0.00 O:Dll 0 .00 o.oo 1.1-S ')o, cit> 4'111 .,.., "l '4. l."t tMIII ,, 1q,lfO..,_ o.oo ll.00 o.oo l.t t""4, lO 4,GQ ., w't.0$' lh88 o.oo 0.00 '1. ~". c;,O 9:9111 0.00 0.00 0.00 0.00 o.ac 0.00 o.ac '\ I .,,,.,, O.DC ao,~ .......... Jo 100'2.. 10 0.00 0.00 0.IIl O.Dll O.Dll 0.00 0.00 O.Dll 0 .00 0.00 0.00 0.00 0 .00 o.oo o.oo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .00 o.oo o.oo o.oo 0.00 o.w 0.00 Unit prices updated: 2/12/02 Version:,4/22/02 Report Date: 1/19'2010 -------------------3 of 7 Site Improvement Bond Quantity Worksheet I Ul'ltl'IQI U nil Quant. ROADIMPROVEMl=IIT No. /11,C Grinding, 4' wide rnadn < 1IJOOIY Rl-1 $ 23.00 ,ry i,N; Gmmng, 4' wide madine 1~ZOOCJ Rl-2 $ 5.75 ,ry ',AC; GtlnOlng, 4' wide rnadn > 2000ly Rl-3 $ 1.38 SY ',AC;~ Rl-4 $ 41 .14 ,ry l.So Bantcade, 1YDe I Rl-5 $ 30.03 LF -·-, IYP8 Ill (Permanent} Rl-8 $ 45.05 LF Curb & Guitar, rDled RI-7 s 13.27 LF ~ & Gutter, Yef1IC:al Rl-8 $ 9 .89 LF Lt ,~ Cl.lb and Gutlar, den dlllol, aid CJIIDOUI Rl-9 $ 13.58 LF UR, extruded uptlllll Kl •H $ 2.44 Lf Cl.lb, extruded conawte Kl-11 $ 2.58 Lf Sewcut. aphal1, 3° depth RI· 1• $ 1.85 LF l. 4\" Sawalt. conc:rece. per 1 • CJIOVI Kl -1~ $ 1.89 LF Seeln.aptllllt Kl-1~ $ 0 .99 Lf , AC, ( -AC road uni pnce ) RI-H $ -,ry Shoulder, gravel, 4" thick Kl-1, $ 7.53 SY , 4° lhlck Kl-1, $ 30.52 ,ry 4• thk:k. demoltlol, and cam. Kl • 11 $ 27.73 SY b 5" thick KI-U 34.94 SY Sldewalk. 6" thick, demolltlcn and CWJDa Kl•2t 34.85 l:jT Sign. handlclp Kl ·2 85.28 t:a21 Slrl '*10,s,erm• Rl•Zi 5.82 Eadl 811'1 '*10, lhermoplatlc, ( for acwalk } Rl •Zi $ 2.38 SF ~ pa,g,4----"' -'"'" • 0 .<!11 Lt' Page3of7 SUBTOTAL REF 8-H BOND QUANTITY WORKSHEET .xis Ellilting future l"UDllc Prtvaa Right«---, Road lrnptowmab llnp,ovetMnla & Drainage faclll1'N \AJIII 1ouam.1 '-'051 auant. l.,Q5I 0.00 0.00 0 .00 0.00 0.00 0.00 0.00 0 .00 0.00 10 l.'IIIC.(JO fMXI Uo 10'1.1".oo 8,11 110 lh.n 't't"5"11"f.4n ..... o.oo 0 .00 0.00 0,IN o.oo 0.00 0.00 0 .00 0.00 't 0~ I.') S' 17:911 IS' l '+S',>5 HI 11.0l\ ,,,,s '1,1 - 0.00 0.00 0.00 0.00 0 .00 o.oo 0.00 0.00 0.00 s~,.bO ~ 0.00 0 .00 0.00 0 .00 0.00 0.00 0.00 0 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 " 111 , l'L. «'11117 ,o '2. "") 'l 1. .10 O.oo IL~.Y). ~ 0.00 O.oo O.w 0 .00 0 .00 0.00 o.oo 0.00 0.00 0 .00 't ~~,. ,,. 0 .00 0.00 0.00 LCr 4-01. ~K o.oo 0.00 0.00 S'O \\~.60 0.00 0.00 o.w o.uu \$ O't.O, l} 8,11-lObl),Lf1 +.e9' 4bO't S1 .st~ Bond R.suctJon• Quant Complete Coat 0.00 0.00 0.00 0.00 0 .00 0 .00 0.00 0.00 0.00 0 .00 0.00 o.oo 0.00 o.oo 0 .00 0.00 0.00 0.00 0 .00 0 .00 o.uu 0.00 0 .00 o.uu 0.00 Unit prices updated: 2/12/02 Version : 4/22102 Report Date: 1/19/2010 ------------------- Site Improvement Bond Quantity Worksheet Existing Future f'ullllc Prtvala fUgtikf-wey Roadlmpow,.,..... lmpaVW11••• & Dralnlge Facl._ umt..-""" Und auant . I l,;OSt luuarl I ._ OLa't. cast IDnAn c:,, ... ..,,..,.., ... _ r4•0....&.a ,,; .... R.1t.••-• ·-' c-'ll""roc1ac.•o"""=~"--R.1..-,--.-• For KCRS '93, (addlllonal 2.5" bale) 8CICl RS-1 $ 3 .80 SY 0.00 0 .00 0.00 IN, OYenay, 1.5" AC ,~--$ 7 .39 SY 0.00 0.00 0.00 !AC. OYettay, 'Z' AC RS-~ $ 8.75 SY 0 .00 0.00 0 .00 !Al, Road. 'Z', 4• rock, Fnt2500 SY RS-4 $ 17.24 SY 0 .00 c.+1.., ., 1 ~'ii .O"f II.a 0 .00 IN, Road, 'Z', 4• rock, Qty. OY8I' 2500::iY RS-: $ 13.38 SY 0 .00 0.00 0 .00 IAC Road, 3", 4• 10C11. rTR ~ :n ·~-, ' 19.89 SY 0 .00 0.00 O.oc: IN, Road, 3", 4" rock, atv. OY8I' 2500 SY RS-, $ 15.81 SY 0 .00 0 .00 ... ,s .... 0.00 !Al, Road, 5", Fnt 2500 SY RS-e $ 14.57 SY .l} 11.0'\,~I ,4.118 S'\ ~S'~.l.l -·-· "l.~"--J.~ !Al, Road, 5", Qty. Over 2500 SY RS-ti ' 13.94 SY 0.00 0.00 I Ss-1 7 , .,O'i '51 o.811 ~ Road. 8", Arlt 2500 SY ~-1• $ 18.711 SY 0 .00 0 .00 0 .00 N.; Road, 8", Qlv. uver 2500 SY ,-.1 $ 111.12 SY 0 .00 0 .00 0.00 .....,,_ Tnllllld Bae, 4• lhlck fU> • 1, ' 9.21 SY 0.00 0 .00 0 .00 ur1IY9I ROall, 4• roc:a. Flrlt ;z:,oo 5Y ~s .,. $ 11 .41 SY o.oo o.w 0 .00 ~ Road, 4" ,oc:k, Qty. CMK 2500 SY M•1• $ 7.53 SY 0 .00 0 .00 0 .00 t'\iG Road, 5", no bae, CM1r 2500 SY ~S-1! $ 21 .51 SY 0 .00 0.00 0 .00 PCC Road, ti", no baa, fNfl 2500 SY r,<::i ·14 $ 21 .87 SY 1,£ '2. 4\ ., ... \ '1. .CMIQ o.oo 0 .00 1•·--~ ~-, ' "·-~ o.uu o.~ o.uu Plge4 of7 SUBTOTAL -t,n,b} ~ 4bll"'1 . b1 e:ee SI. oC,o , ''t o.ee, REF 8-H BOND QUANTITY WORKSHEET .xis 4 of7 Bond Rec1uc:t1on• Quant Complete Coat 0 .00 0 .00 0.00 o.oo 0.00 0.00 0 .00 O.uu 0 .00 0 .00 o.oo 0.00 0 .00 0 .00 0 .00 0.00 o.uu 0 .00 Unit prices updated: 2/12/02 Version: IJ22J02 Report Data: 1/19/2010 ------------------5 of7 Site Improvement Bond Quantity Worksheet I UOII t'nce UM [l~AJl,IAr-C tf"DD:"--·-......... Dl-·~o-I 1,,,, Aol:alS Road, M) 0-1 18.74 SY ll:iOIIIIIOS -IIXa:I 0-2 240.74 Each Bollardl-~ 0•3 452.34 Each (CS. Include frame and •11 IC8Twel 0-4 $1,..c,,.84 Each 1(.8 Type L D•5 1,433.59 cacn CB T-I , 48" dllmellr 0-8 2.033.57 ~ IUI depttlOYW4' 0-7 438152 FT CB Type II, 54• dlamlter 0 -8 2,192.54 Ead'I for dlpttlOYW4' 0-9 488.53 FT CB Type II, 80' c11me18r 0-10 S 2,;,t;1.fi2 ca:r1 for ...... depttl-4· 0-11 $ ~54 FT CB Tw,e U, 7'J:' dllmetar 0-12 $ 3.212.54 Ead'I for depth-·· 0-13 S 882.21 FT I•• lnlel FramNOrt (Add) 0-14 $ 3m.09 l:acll C1eanout. PVC , 4• 0-15 S 130.55 Eich P\IC,r 0-18 S 174.IIO Eich PVC ,r 0 -17 S 224 .19 Each ~PVc,4• 0-18 s 8.84 LF ~PVc.e· 0-19 s 12.60 LF ~ l"V\,, 8" 10-20 s 13.33 LF Cu1Yart. PVC, 12" 0-21 s 21.n LF l,;UIV9l"I CMP,8" 0-22 s 17.25 LF uav9l'l CMP, 12" 0-23 26.45 LF ll.,;UIV9l"I CMP, 15" 0-24 32.73 LF CulYart. CMP, 18" 0-25 37.74 LF Cu1Yart. CMP, 24• ID-26 53.33 LF CulYart. CMP' 30" 0-27 71 .45 LF ~CMP,38" 0-28 112.11 LF ICUIVWt, CMP, 48" 0-29 s 140.83 Lf t.U1Y9rt. CMP, 80' D-;,u S 235.4ti LF l,;UIYW'I, l.iMf", ,~ 1u-;,1 ~ -"U.OII Lt' Page5of7 SUBTOTAL REF 8-H BONO QUANTITY WORKSHEET .xis u uant. a !. ~ futul'eP'lallC ,.,._ Bond~· Rlgt'lt«-way Road lmproi,enwa lmpn,ve-nta &DralnageFadlltlla Quant. l,;OSl ·uuant. I.OSI uuarl. (.;OSI Complele Cost For Cui-I nncm , A.__ ol 4' --.....cl.,-.,. PllfDtald PVC• -price• ldld ._ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.w 0.00 '2.e>a. •, a:ee ' LDu .s --1 0.00 \1<>41-S'-P.IIU 0.00 0.00 0.00 0.00 D.Dll o.w O.uu 0.00 O.uu 0.00 O.w 0.00 o.oo 0 .00 o.oo 0 .00 0.00 O.DD o.uu 0.00 0.DD 0.00 0.DD 0.00 0.00 0.00 0.00 0.00 0.00 o.oo 0.00 o.uu 0.DD 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.oo O.oo 0.00 o.w o.w 0.00 o.w IJ.W 3)'4). l) 4.1»-20~}.5') 0.00- 0.00 0.00 0.00 0.00 I l'f\},S°I IIP.IIIIII 10 1.ollS,"7o .Q80 ,.<" •~1..,1_.,~a.uu 0.00 0.00 O.w 0.00 0.DD o.oo D.DD 0.00 0.DD O.oo o.oo 0.00 0.00 0.00 o.oo 0.00 O.w 0.00 0.00 0.00 o.w 0.00 0.00 IJ.w )") O'f>. 4fl e.e& 0.00 0.00 0 .00 0.00 0.00 o.uu o.uu 0.00 O.uu O.w 0.00 O.w o.oo 0 .IAI 0.00 0.ui; 0.00 0.00 0.00 0.0D 0.00 0.00 0.00 O.w o.oo 0.0D 0.00 0.00 0.0D 0.00 O.uu 0 .00 Unit prices updated: 2112/02 Version : 4/22Jrn Report Dall: 1/19/2010 - ------------------- Site Improvement Bond Quantity Worksheet ~ Future.--nn-. Right-of-way Road b11p10-.--lmpro¥9lllenta DRAINAGE CONTINUED & Drainage Facl- NO. Ulil i"J1C8 IJnil Quant. l..om: uuan. IAII uuan. Coat Ulllel1 Qlnerllla, 8" D•;3,j $ 21 .02 u-ll ~ ~ UIWi"I eoncr.c.. 12'" D-;s;, s 30.()5 LF ... 0 0 0 UIWl'I Concnilll, 15" D-34 s 37.34 LF 0 0 0 lt..UN9f1 Concnte .18" D-35 s 44.51 LF 0 0 0 ~ Concme. 24" D-38 s 81 .07 LF 0 0 0 ~ eona.te,"R" o -~, $ 104.18 LF 0 0 0 ~ '"°'1Clltlll, all" D-38 $ 137.83 LF 0 0 0 ICLWWI eona.te,42" 0·31111 $ 158.42 LF 0 0 0 ~ ~.4r D-40 $ 11li.94 LF 0 0 0 Culvlrt, (,pp. 8" D-41 s 10.70 LF 0 0 0 ~ CPP,8" D-42 s 18.10 LF 0 0 4\:'f' ,~z.1.so ,e UIWl"I CPP, 12" 0-4;1 s 20.70 u-f !'\~ -rz 91. 1. '\n -a O ,SS '5(,,,_!11 so .. Ul\l9l'I CPP, 15" 0•44 s 23.00 LF 0 0 0 ~ Q't', 18" 0•4C s 21.eo LF Cl 0 0 IU,WW\, Q't', 24• 0-48 s 38.80 u-0 0 0 ~ (.;t't', 30" 0-47 s 48.30 LF 0 0 0 µJMtt, CPP, 369 0-48 s 56.20 LF 0 0 0 IIAICnllll 0-49 s 8.08 ~,. 0 0 0 IHOW Dilpela Tl'Wldl (1 ,438 bae+) 10·:icJ s 25.99 LF Frandl Drain (3' aeov,1 0-51 s 22.80 LF 0 0 0 . aa In nnch. ~ 0-52 s 2.40 SY 0 0 0 lnlllrllilon pond ~ 0-53 $ 74.75 HR 0 0 0 ...,.. Accas Ra. 4r clla, 8' dNp 0-:)'I S 1,805.40 Each 0 0 0 ~ ov.tow sca-v 0-oc : 14.01 SY 0 0 0 .12" 0-Dt 1,045.19 Each 0 0 0 a~.,~ 1D·57 1,lM>.56 Each 0 0 0 RNlrlc*Jr,u1 .18" 0-58 $1,148.18 Each 0 0 0 ll'QPfllP, plac:ed 0•58 i 38.08 CY N '""'i, .• ~ ... 0 '" 5 14,.n. ..,, rTank End Reducar l3e" dllllnlw) 0-IIO 1,000.50 Each 0 ll 0 rTraeh Rack, 12" D-81 211.97 t:aerl 0 ll 0 rTraeh Rack, 15" D•IW ~ 237.V Each 0 0 0 rrrae11 Rack. 1r 0 -113 "1111.BB t:aCl1 0 0 0 I I .-t Nac:11, ~1 IU·-,~ ca.11 u u u Page8of7 SUBTOTAL :lJ~s.~n .. + 0 n1os-.,1..~ REF 8-H BOND QUANTITY WORKSHEET .xis 6of 7 llolld Redcldton· Quant. Co,npell Colt L ll ll ll C C ll C C Cl ll ll ll ll ll C ll 0 Cl 0 0 0 Cl C C C C C C C C I 0 Unit prices updated: 2112/02. Version: 4/'l2J02 Report Data: 1/1W2010 ------------------- Site Improvement Bond Quantity Worksheet t:ll.ang Fubn PuiMlc P'TtVala Right4-way Roadlmpro~ lmprow1M11ts & Drainage Fadlllm Unit t'l1CI Unit uuam. I nK.B luuanll I..OSt auan. cost P&RKINn •OT AURFACING Na. 2" AG, Z' lop c:o&ne rock & 4" bomlw PL-1 s 15.84 SY 0 0 0 2" AC, 1.5" IIDp coune & 2.5" bue cour, Pl..-2 s 17.24 SY 0 0 &'t\ ~~n:)s--, J_ o •• eelect barroW PL-3 s 4.55 SY 0 0 0 1.5" top c:o&ne ltdc & 2.5" i:.e COU1W PL-4 s 11.41 SY 0 0 0 _ ... , ~-,N-1 • ··-~ Such -dnNlllonlWa111r qudly ¥Uta.) Nn. I J • ..t. -.: ,-.,-.1 l\ •.Lt .... ~~ Wl-1 Leu etN Each (I,. 0 0.00 ,I t.. ..... 0000 .,.g.-. IWl-2 SY 0 D.DII oil( IWl-3 CY 0 o.oi: 0.00 WI-C LF 0 0.00 0.!Il P,ct, ll 1--" L\,,..,Jr. /:> _ _. __ Wl-5 ·~ FT 0 lo:x, I Sec:o 1tMI o.l](] Wl-8 0 0.00 o.oo Wl-7 0 0.00 0.00 Wl-8 0 o.oo 0.00 IWl•li 0 0.00 0.00 Wl-10 0 O.U\J 0.1](] SUBTOTAL 0.00 l~ootz l't.ect b&t~"~ ,ll.e>.e&- SUBTOTAL (SUM ALL PAGES): 2. ,,12 ~ . <f b e:ee l.j \I }"f • 5'" &:eO \)l.~_l\j·~ SO% CONTINGENCY & MOBILIZATION: i110,0<,f 0.00 ,~~o. 1i o.oo 1 •n:·•S1 .,;,.. GRANDTOTAL: 1'5''fo\, ;o o.oo S1 ~1"', C, } 0 .00 (71. ~:i-11.1tie COLUMN: B ' C I 'D Page 7ol7 REF 8-H BONO QUANTITY WORKSHEET.xis 7 of 7 Bond Reduction" Quant eon,pi.. Colt 0 0 0 0 0.00 0.00 0.00 0.00 0.IXI o.oo 0.00 0.00 0.00 D.llll 0.00 0.00 0.00 0.00 e Untt prices updated: 2112102 Veralon:4/22102 Report Daa: 1/19/2010 I I I APPEND IX D I DECLARATION OF COVENANT I I I I I I I I I I I I I I I ---------~ I I I I I I I I I I I I I I I I I I I I PLACEHOLDER RECORDlNG REQUESTED BY AND WHEN RECORDED MAIL TO: DECLARATION OF COVENANT FOR INSPECTION AND MAINTENANCE OF STORMWATER FACILITIES AND BMPS Grantor: -------------- Grantee: King County Legal Description: __________________________ _ Additional Legal(s) on :-------------------------- Assessor's Tax Parcel ID#:------------------------- IN CON SID ERA TION of the approved King County -----------permit for application No. _________ relating to the real property ("Property") described above, the Grantor(s), the owner(s) in fee of that Property, hereby covenants(covenant) with King County, a political subdivision of the state of Washington and its municipal successors in interest and assigns ("King County" and "the County", or "its municipal successor"), that he/she(they) will observe , consent to, and abide by the conditions and obligations set forth and described in Paragraphs I through I 0 Form Revised 12/12 /06 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) I I I I I I I I I I I I I I I I I I I below with regard to the Property, and hereby grants(grant) an easement as described in Paragraphs 2 and 3. Grantor(s) hereby grants(grant), covenants(covenant), and agrees(agree) as follows: l. The Grantor(s) or his/her(their) successors in interest and assigns ("Owners") shall at their own cost, operate, maintain, and keep in good repair, the Property's stormwater facilities and best management practices ("BMPs") identified in the plans and specifications submitted to King County for the review and approval of pennit(s) #: -------------. Stormwater facilities include pipes, swales, tanks, vaults, ponds, and other engineered structures designed to manage stonnwater on the Property. Stonnwater BMPs include dispersion and infiltration devices, native vegetated areas, permeable pavements, vegetated roofs, rainwater harvesting systems, reduced impervious surface coverage, and other measures designed to reduce the amount of stormwater runoff on the Property. 2. King County shall have the right to ingress and egress over those portions of the Property necessary to perform inspections of the stonnwater facilities and BMPs and conduct other activities specified in this Declaration of Covenant and in accordance with King County Code ("KCC") 9.04.120 or relevant municipal successor's codes as applicable. This right of ingress and egress, right to inspect, and right to perform required maintenance or repair as provided for in Section 3 below, shall not extend over those portions of the Property shown in Exhibit "A." 3. If King County determines that maintenance or repair work is required to be done to any of the stormwater facilities or BMPs, the Director of the Water and Land Resources Division or its municipal successor in interest ("WLR") shall give notice of the specific maintenance and/or repair work required pursuant to KCC 9.04.120 or relevant municipal successor's codes as applicable. The Director shall also set a reasonable time in which such work is to be completed by the Owners. If the above required maintenance or repair is not completed within the time set by the Director, the County may perform the required maintenance or repair, and hereby is given access to the Property, subject to the exclusion in Paragraph 2 above, for such purposes. Written notice will be sent to the Owners stating the County's intention to perform such work. This work will not commence until at least seven (7) days after such Form Revised 12/12/06 2 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com ) I I I I I I I I I I I I I I I I I I I notice is mailed. If, within the sole discretion of the WLR Director, there exists an imminent or present danger, the seven (7) day notice period will be waived and maintenance and/or repair work will begin immediately. 4. If at any time King County reasonably determines that a stonnwater facility or BMP on the Property creates any of the hazardous conditions listed in KCC 9.04.130 or relevant municipal successor's codes as applicable and herein incorporated by reference, the WLR Director or equivalent municipal successors official may take measures specified therein. 5. The Owners shall assume all responsibility for the cost of any maintenance or repair work completed by the County as described in Paragraph 3 or any measures taken by the County to address hazardous conditions as described in Paragraph 4. Such responsibility shall include reimbursement to the County within thirty (30) days of the receipt of the invoice for any such work performed. Overdue payments will require payment of interest at the current legal rate as liquidated damages. If legal action ensues, the prevailing party is entitled to costs or fees. 6. The Owners are hereby required to obtain written approval from the King County WLR Director prior to filling, piping, cutting, or removing vegetation ( except in routine landscape maintenance) in open vegetated stormwater facilities (such as swales, channels, ditches, ponds, etc.), or performing any alterations or modifications to the stormwater facilities and BMPs referenced in this Declaration of Covenant. 7 . Any notice or consent required to be given or otherwise provided for by the provisions of this Agreement shall be effective upon personal delivery , or three (3) days after mailing by Certified Mail , return receipt requested. 8. With regard to the matters addressed herein, this agreement constitutes the entire agreement between the parties , and supersedes all prior discussions , negotiations , and all agreements whatsoever whether oral or written. 9. This Declaration of Covenant is intended to protect the value and desirability of the real property described above, and shall inure to the benefit of all the citizens of King County and its Form Revised 12/12/06 3 You created this PDF from an application that is not licensed to print to novaPDF printer (http:/fwww.novapdf.com) I I I I I I I I I I I I I I I I I I I municipal successors and assigns . This Declaration of Covenant shall run with the land and be binding upon Grantor(s), and Grantor's(s') successors in interest, and assigns. 10. This Declaration of Covenant may be terminated by execution of a written agreement by the Owners and King County or the municipal successor that is recorded by King County in its real property records. Fonn Revised 12/12/06 4 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) I I I I I I I I I I I I I I I I I I I IN WITNESS WHEREOF, this Declaration of Covenant for the Inspection and Maintenance of Stormwater Facilities and BMPs is executed this __ day of ________ _, 20 __ . GRANTOR, owner of the Property GRANTOR, owner of the Property STATE OF WASHINGTON ) COUNTY OF KING )ss. On this day personally appeared before me: -------------------' to me known to be the individual(s) described in and who executed the within and foregoing instrument and acknowledged that they signed the same as their free and voluntary act and deed, for the uses and purposes therein stated Given under my hand and official seal this __ day of _________ , 20 . Form Revised 12/12/06 Printed name Notary Public in and for the State of Washington, residing at My appointment expires---------- 5 You created this PDF from an application that is not licensed to print to novaPDF printer {http://www.novapdf.com)