Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
RS_TIR_Madueno Short Plat
Madueno Short Plat 19805 108TH AVENUE SE RENTON WA 98055 Final Technical Information Report Renton Permit Number: Prepared for: Jaswant Dhaliwal 2215 Morris Ave S Renton, WA 98055 Prepared by: Mainland Engineering Consultant Corporation 8363 128 St Surrey, BC V3W 4G1 Date: 2026-04-10 Avnash Banwait, P E. Table of Contents Section 1 – Project Overview .............................................................. 4 Section 2 – Conditions and Requirements Summary .......................... 12 Core Requirement #1: Discharge at the Local Location ...................................... 12 Core Requirement #2: Offsite Analysis .............................................................. 12 Core Requirement #3: Flow Control .................................................................. 12 Core Requirement #4: Conveyance System ....................................................... 12 Core Requirement #5: Construction stormwater Pollution Prevention .............. 13 Core Requirement#6: Maintenance and Operation ........................................... 13 Core Requirement#7: Financial Guarantees and Liability .................................. 13 Core Requirement#8: Water Quality ................................................................. 13 Core Requirement#9: On-site BMPs .................................................................. 13 Special Requirement #1: Other Adopted Area-Specific Requirements ........................................ 14 Special Requirement #2: Flood Hazard Area Delineation ............................................................. 14 Special Requirement #3: Flood Protection Facilities ..................................................................... 14 Special Requirement #4: Source Controls ..................................................................................... 14 Special Requirement #5: Oil Control ............................................................................................. 14 Special Requirement #6: Aquifer Protection Area ........................................................................ 14 Section 3 – Offsite Downstream Analysis .......................................... 15 Section 4 - Flow Control and Water Quality Facility Analysis and Design PART A – Existing Site Hydrology PART B – Developed Site Hydrology PART C – Performance Standards PART D- Flow Control System PART E- Water Quality System Section 5 – Conveyance System Analysis and Design Section 6- Special Reports and Studies Section 7- Other Permits Section 8 – CSWPPP Analysis and Design Section 9 – Facility Summaries, and Declaration of Covenant Section 10 – Operation and Maintenance Manual Figures Figure 1. TIR worksheet Figure 2. Site Plan Figure 3. West boundary of the site. Existing ditch connects to the culvert at Northwest corner of the site and east of 106th Ave. SE. Figure 4. Flows crossing the junction of SE 196 Ave. St and 106th Ave. SE. Figure 5. End of SE 196th St where the flows slope down the hill to North Fork Springbrook Creek. Figure 6. Flows west and passes under Talbot Rd S towards the wetland. Appendix A. Figure 1.1.2.A Flow Chart for Determining Type of Drainage Review Required B. Drainage Basin, complaints, downstream maps C. Geotechnical Investigation and NRCS soil map D. Tree Inventory and Arborist Report E. WWHM Reports F. Plans Section 1 – Project Overview The site is located at 19805 – 108th Avenue SE in Renton, Washington. The property consists of one rectangular parcel (No. 0522059078) with a total area of about 95,000 SF (2.20 acres) with 167 ft of frontage on 106th Ave SE and 108th Ave SE. The northeast corner of the property is developed with a single-family residence (constructed in 1944) and driveway. The site is nearly level to gently undulating with slopes less than 20 percent in magnitude and an overall topographic relief of less than 8 feet. The site is bordered to the North and South by single-family residences, to the East by 108th Avenue SE, and to the West by 106th Avenue SE. Currently the zoning code of the site is R-4 and is situated in a portion of the SE 1 4ൗ of the NW 1 4ൗ of section 05, Township 22 North, Range 05 East, Willamette Meridian. The site is located in the Black River Drainage Basin area. The proposed plan for subdivision contains 6 new single-family residences, a tree protection tract, and a stormwater tract. A public road is proposed on the North side of the lot to provide access from both 108th Ave and 106th Ave, but the gated concrete driveway approach at 108th Ave is only for fire truck access. Between the proposed roadway and the church parking lot a 3 ft landscaped strip is proposed to the North. All collected flows from the site goes to the drainage system along the eastern edge of 106th Ave SE in the current situation. Moreover, a small wall on the eastern edge of the site prevents any significant site flows from entering drainage system along 108th Ave SE. The geotechnical investigation prepared by Cobalt Geosciences states that the site is underlain by Vashon Glacial Till with groundwater encountered at shallow depths. Based on the report the underlying soils have low potential for liquefaction while the site is characterized to have “slight” to “moderate” erosion potential. However, the report assesses that this erosion potential can be decreased through landscaping and runoff control. The proposed plan includes 7,000 sf or more of land disturbing activity and 2,000 sf or more of new impervious surface and meets the requirements for Full Drainage Review (Appendix A-Figure 1.1.2.A Flow chart from City of Renton SWDM). Figure 1: TIR Worksheets P.1 Figure 1: TIR Worksheets P.2 Figure 1: TIR Worksheets P.3 Figure 1: TIR Worksheets P.4 Figure 1: TIR Worksheets P.5 Figure 1: TIR Worksheets P.6 Figure 2. Vicinity map Section 2 – Conditions and Requirements Summary Core and Special Requirements are listed below along with a discussion of their applicability to this project. This project meets the criteria for Full Drainage Review. Core Requirement #1: Discharge at the Natural Location Under existing conditions, onsite flows discharge to the drainage system in 106th Ave SE. A 12” storm pipe, ditches and culverts run along both sides of the 106th Ave SE. These systems then drain northwards towards SE 196th Street (approximately 600 ft downstream of site) and connect to a storm pipe running West along the North side of SE 196th Street. This pipe finally drains to the North Fork Springbrook Creek West of the end of the SE 196th Street. So, the discharge location will be maintained to the public storm drain. Under proposed conditions, the drainage pattern will remain the same. Onsite runoff for each lot will be directed to a storm pipe within the right-of-way and then to a Vault located on the West side of the parcel, East of 106th Ave SE. Overflow and discharge will be directed to the proposed drainage system. The flow then goes from the vault to the proposed storm main on the west side of 106th Ave SE. Core Requirement #2: Offsite Analysis Offsite flows come into the site are minimal as the surrounding lands and the property are essentially flat. Since 2002, there have been no drainage complaints within 0.25 miles downstream of the site. For details of the offsite downstream analysis refer to Section 3. Core Requirement #3: Flow Control According to Flow Control Application Map of City of Renton, the project site is subject to Flow Control Duration Standard. Located in the North Fork Springbrook Drainage Basin, the site follows the flow control standard with forested conditions. Section 4 includes the flow control design and calculations. Core Requirement #4: Conveyance System Roof downspout runoffs will be conveyed to the catch basins using short sections of 6” PVC storm drainpipes. Driveway/parking runoffs will be conveyed to the proposed drainage system using 12” PVC storm drainpipes. The capacity of the conveyance system is more than 100YR-24Hr peak flow event. Core Requirement #5: Construction stormwater Pollution Prevention The detailed TESC (Temporary Erosion and Sediment Control) plan and CSWPP (Construction stormwater pollution prevention plan) report are attached. Core Requirement#6: Maintenance and Operation Refer to Section 10 for standard maintenance practices for all on-site stormwater structures. Core Requirement#7: Financial Guarantees and Liability This project will concur with all financial guarantees and liabilities requirements of the City of Renton for projects of this nature. All Flow control/water quality facilities, conveyance systems, erosion control and road drainage will be covered by financial guarantees. Core Requirement#8: Water Quality Based on the proposed plan, the total area of the proposed public road and driveway is approximately 0.52 acres or 22,650 sf which means pollution-generating impervious surfaces are more than 5000 sf. Basic water quality treatment of the runoff from the site will be done in the Combined Detention/ Wet Vault. Core Requirement#9: On-site BMPs The proposed project has an average lot size of approximately 9,200 square feet; therefore, on-site stormwater management BMPs are required in accordance with the City of Renton Surface Water Design Manual (2022), including Small Subdivision Project BMP requirements. The project site is located within a Zone 1 Modified Aquifer Protection Area as identified on the applicable reference maps. In accordance with the 2022 SWDM, infiltration-based BMPs are restricted in this area due to the need to protect groundwater quality. A feasibility analysis was conducted to evaluate the applicability of on-site BMPs, including but not limited to infiltration, dispersion, permeable pavement, and bioretention. Based on the geotechnical investigation prepared by Cobalt Geosciences, the site is underlain by Vashon Glacial Till with shallow groundwater conditions. The soils are characterized as having very low permeability, and groundwater was encountered at shallow depths during subsurface exploration. These conditions preclude the use of infiltration-based BMPs due to insufficient vertical separation and poor infiltration capacity. In addition, site constraints such as limited available area, grading requirements, and the location of proposed infrastructure further limit the feasibility of dispersion and other LID BMPs. Therefore, on-site BMPs that rely on infiltration are determined to be infeasible for this project. Stormwater management is instead provided through a combined detention and water quality wet vault designed in accordance with the 2022 SWDM. This approach ensures compliance with flow control and water quality treatment requirements while maintaining protection of groundwater resources. Existing vegetation within the designated Tree Tract (Native Growth Protection Area) will be preserved to the extent feasible, providing additional stormwater benefits such as interception and evapotranspiration. See Arborist report for details regarding the retained trees. Special Requirement #1: Other Adopted Area-Specific Requirements Master Drainage Plan: This project is not covered by a master drainage plan. Basin Plans: This project is not covered by a basin plan. Salmon Conversation Plans: This project is not covered by a Salmon Conversation Plan. Lake Management Plans: This project is not covered by a Lake Management Plan. Hazard Mitigation Plan: This project is not covered by a Hazard Mitigation Plan. Shared Facility Drainage Plans: This project does not propose to share drainage facilities with another project. Special Requirement #2: Flood Hazard Area Delineation This project is not located in a flood hazard area. Therefore, this requirement does not apply to this project. Special Requirement #3: Flood Protection Facilities This project does not rely on an existing flood protection facility, nor does it propose to modify or construct a new flood protection facility. Therefore, this requirement does not apply. Special Requirement #4: Source Controls Since this project is a single-family residential project, therefore there is no need for Source Controls. Special Requirement #5: Oil Control Since this project is a single-family residential project, therefore there is no need for Oil Control. Special Requirement #6: Aquifer Protection Area Although the site is located in zone 1 modified area, requirements for zone 1 are fulfilled for this project which is more conservative. Open facilities are not allowed in Zone 1 of the Aquifer Protection Area. Other areas may be required to incorporate liners for groundwater protection. A liner is required for facilities and conveyances handling untreated water that is in direct contact with the soil. However, this project does not use open conveyance systems and a Combined Detention/Wet Vault is designed for flow control and water quality treatment. On-site BMPs that rely on infiltration are prohibited as per the requirements for zone 1 and so this project does not make use of infiltration related on-site BMPs. Section 3 – Offsite Downstream Analysis For this project the Level 1 downstream analysis is required. The highest point of the site located on the East of the property has an elevation of 471 ft and it slopes to the West side at 2%. The site is spread across 2.20 acres and currently does not have a conveyance system prior to development. The site is placed in the North Fork Springbrook Creek Drainage Basin and Lower Green River sub- watershed. Refer to Appendix B for the Drainage Basin Map. Parcel numbers 0522059171 and 0522059013 had drainage complaints pertaining to the inadequacy of the existing culverts capacity to resolve local stormwater. Complaints information are checked in the King County IMap. These complaints were resolved, and no further complaints have been recorded since 2002. Refer to Appendix B for Drainage Complaints Map. Based on our site visit the site runoff is conveyed to the ditch running along the eastern side of 106th Ave SE. This ditch conveys the flows to the culvert located on the northwest corner of the property. Thereafter the water flows North along 106th Ave SE to the junction with SE 196th Street. The culvert continues West along SE 196th Street and discharges into the North Fork Springbrook Creek 1700 ft far from the site. This creek joins the South Fork Springbrook Creek and conveys the flows to Springbrook Creek. The creek continues to cross (approximately 1.25 miles far from the project site) Talbot Rd S and discharges water to the wetlands. Downstream Drainage Maps can be found in Appendix B. Figure 3. West of the site in 106th Ave SE. Existing Culvert Figure 4. Flows crossing the junction of 106th Ave. SE and SE 196 Ave. St. Figure 5. SE 196th St where the flows slope down the hill to North Fork Springbrook Creek. Approximately 1700ft east of North Fork Figure 6. Talbot Rd S towards the wetland Springbrook Creek Section 4 – Flow Control, Low Impact Development (LID) and Water Quality FACILITY ANALYSIS AND DESIGN PART A – Existing Site Hydrology As mentioned before, Flow Control design with forest condition is required since the site is in the North Fork Springbrook Creek Drainage Basin. The existing single -family residence was built in 1944 and will be completely removed from the site. The site is modeled using the historic (forested) site conditions for pre-developed basin. SeaTac gage, precipitation factor = 1. Total project area = 97,174 sf = 2.2308 acres Total impervious area = 2265 sf = 0.052 acres Total forested area = 94,909 sf = 2.1788 acres (Forest, Flat, soil group C) Return Period and Flows for predeveloped condition. POC#1 Return Period Flow(cfs) 2 Year 0.0726 5 Year 0.1127 10 Year 0.1413 25 Year 0.1790 50 Year 0.2081 100 Year 0.2380 PART B – Developed Site Hydrology Based on zoning code, maximum impervious area coverage in R-4 zone is 50%. See the following table and figures for more detail. Total project area = 2.2308 acres Total pervious area =1.1554 acres Total forest = 0.2248 acres Total lawn area = 0.9306 acres Total impervious area = 1.0754acres Total road areas = 0.3387 acres Total roof tops = 0.4752 acres Total driveways = 0.1007 acres Total Sidewalks = .0667 acres Total Pond area = .0941 acres Table 1. Summary of Developed Conditions Area (SF) Area (ACRES) Total lot area = 97,174 2.2308 Zone R-4 Max. 50% Impervious Area= 48,587 1.115 Impervious area calculation Area (SF) Area (ACRES) Storm Drain Tract (Pond) 4,100 0.0941 Public Road & Sidewalk 17,660 0.4054 Driveway 4,387 0.1007 Subtotal impervious area= 26,147 0.6002 Total allowable impervious area for lot 1 to 6 = 20,700 0.4752 Total Lot Area (SF) Impervious Area allowed (SF) Pervious Area (SF) Lot 1 9,214 3450 5764 Lot 2 9,214 3450 5764 Lot 3 9,214 3450 5764 Lot 4 9,214 3450 5764 Lot 5 9,214 3450 5764 Lot 6 9,214 3450 5764 Subtotal 55,284 20,700 34,584 Summary Area (SF) Area (ACRES) Total Impervious Area 46,845 1.0754 Total Pervious Area= 50,329 1.1554 Return Period and Flows for developed condition. POC#1 Return Period Flow (cfs) 2 Year 0.0381 5 Year 0.0700 10 Year 0.0955 25 Year 0.1325 50 Year 0.1632 100 Year 0.1965 PART C – Performance Standards The site is located in North Fork Springbrook Creek Drainage Basin and so is subjected to Flow Control Duration Standard (Forested Conditions) according to City of Renton Flow Control Application Map. Full Drainage Review Requirements apply to this project. Small Subdivision Project BMP requirements apply to this site. But the site is located in zone 1 modified protected area. Conveyance system is designed for 100-year flow. See Section 5 of this report for more information. PART D – Flow Control System As mentioned before, Small Subdivision Project BMP criteria apply to this project. Since a large native vegetation area in suitable location (the Tree Tract elevation is higher than other parts of the site) is not available in this site, full dispersion is not feasible. Cobalt Geosciences conducted a geotechnical investigation for this site and mentioned that they came across high groundwater during the test pits. Vashon Glacial Till was observed about 1.5 to 2.0 feet below the topsoil. This layer is relatively impermeable and dense and so infiltration related BMPs are not feasible because of the type of the soil. Therefore, full infiltration, limited infiltration, pervious pavement and rain garden are not feasible due to the existing soil characteristics. According to the geotechnical report the site is underlain by weathered and unweathered glacial till which is nearly impermeable and not conductive to infiltration of stormwater runoff. The groundwater is in shallow depth which preclude the suitability of the site for infiltration BMPs and there is inadequate clearance below any system and the observed groundwater. Hence, amended soils will not be used in the pervious areas in this project. According to the Arborist report, all trees in this site will be retained and protected except 3 trees (Tree #53, 54 and 75) near the proposed access road. Native vegetation will be replaced with existing impervious area inside the Tree Tract (approximately 600 square feet). Therefore, in the software the Tree Tract is modeled as till forest area. The dimension of the Combined Detention/Wet Vault is designed by WWHM 2012. A 19.64 feet x 214.06 feet x 8.5 feet (including the freeboard) Combined Detention/Wet Vault is sized for this site. The volume is based on the total runoff from mitigated public road, sidewalks and driveways. The flow from the Combined Detention/Wet Vault will be conveyed to a new catch basin located in the right-of-way of 106th Ave SE. For providing enough gravity outfall for the onsite Vault, there is a need to replace existing downstream city’s storm facilities which include replacing almost 580 ft storm drain pipes and replacing existing type I catch basins with new type II catch basins located at the West side of 106'h Ave SE. See attached civil drawings for more details. Appendix F contains complete WWHM reports. The following figures show the comparison between pre-developed and developed mitigated conditions at POC#1. Combined Detention/Wet Vault peak stages at 100-year peak stage = 0.1965 < 8’ OK. Flow Frequency Return Periods for Predeveloped and developed mitigated. POC #1. Return Period Predeveloped (cfs) Developed mitigated (cfs) 2 year 0.0726 0.0381 5 year 0.1127 0.0700 10 year 0.1413 0.0955 25 year 0.1790 0.1325 50 year 0.2081 0.1632 100 year 0.2380 0.1965 The Combined Detention/Wet Vault meets the requirements for Duration Flow Control (Forest existing condition) at POC#1. 100-year peak inflow for developed condition is 0.1965 cfs. PART E — Water Quality System Combined Detention/Wet Vault Analysis Based on the WWHM, a Combined Detention/Wet Vault is designed for this project. It is sized to 19.64 feet wide x 214.06 feet long x 8.5 feet (including freeboard) deep to meet the requirements of minimum 8 feet live storage for detention, and minimum 0.5 feet freeboard above live storage and average 1.0 feet minimum sediment depth below the storage. An additional 4 feet dead storage added into the cell-1 based on the city of Renton standard. Since the Vault has only one opening at the south side the flow length to width ratio is 8:1. Water quality analysis provided in this page. This permanent pool of water improves the settling of particulate pollutions and ventilation is provided by 6 grates (min 4% of the Vault area) on top of the Vault structure to allow air contact. Sediment that has accumulated in the vault must be removed after construction in the drainage area is complete. Detention Vault Buoyancy / Uplift Assessment: Hydrostatic uplift analysis previously included in this report has been removed based on findings provided by the project Geotechnical Engineer. As documented in the geotechnical addendum prepared by Cobalt Geosciences, LLC (dated November 13, 2024) and supporting memorandum dated September 26, 2024, the site is underlain by dense glacial till with no presence of regional groundwater and only localized seasonal perched interflow conditions. The geotechnical evaluation concludes that: Buoyant uplift forces on the proposed concrete detention vault are anticipated to be minimal to negligible due to: o Dense native soils o Absence of persistent groundwater o Presence of soil cover and dead load above the vault Perimeter drainage provided around the vault will relieve perched water conditions, further mitigating any potential uplift effects Concrete vault systems, unlike lightweight structures, are not susceptible to buoyancy under these site conditions Additionally, it is noted that: Over 5 feet of compacted soil cover will be placed above the vault Subgrade conditions include dense to very dense till with limited vertical infiltration Based on the above, hydrostatic uplift calculations are not applicable for this project, and no additional anti-buoyancy design measures are required. Design and construction shall be carried out in accordance with the recommendations provided in the geotechnical memorandum Both geotechnical documents are attached below with the geotechnical report. Section 5 – Conveyance System Analysis and Design Precipitation P 25y = 3.4 inches; Precipitation P 100y = 3.9 inches; Time of concentration = 6.3 minutes. 25 year – 24-hour storm 100 year – 24-hour storm aR = 2.66 =2.61 bR = 0.65 =0.63 iR=(aR)(Tc)(-bR) = 2.66* 6.3 -0.65=0.804 =2.61*6.3 -0.63=0.819 IR=(iR)(PR) = 0.804*3.4=2.734 =0.819*3.9=3.192 Q=CIRA Impervious area (acres) Apply C= 0.9 Q25y (cfs) Q100y (cfs) Road Pavement 0.3387 0.83 0.97 Deck & Roof 0.4752 1.17 1.36 Driveway 0.1007 0.25 0.29 Sidewalk 0.0667 0.16 0.19 Pond 0.0941 0.23 0.27 Total 1.0754 2.63 3.07 Full pipes capacity based on Manning’s formula: Upstream Downstream Pipe size (in) Pipe slope % Manning’s n Full pipe capacity (cfs) Q 25y (cfs) Q 100y (cfs) Deck and Roof 12” SD main 6 1 0.012 0.608 1.17/6 1.36 6 / Total Vault 12 1 0.012 3.86 2.63 3.07 Based on the table above, the proposed 6-inch and 12-inch PVC pipes have sufficient capacity to convey runoff. Even under worst-case conditions, when the tank is full and overflowing, all pipes can still convey the 25-year, 24-hour peak runoff for the developed condition. The pipe from STM MH to CB#6 has a capacity of 2.64 cfs. The release rate from the vault, as modeled in WWHM, is 0.1964 cfs, which is well below the available pipe capacity. Rock Protection at Outfalls/Rock Lining Details: - At a minimum, all outfalls shall be provided with a rock splash pad except as specified below in Table 4.2.2.A The outfalls with a velocity at design flow less than 10 fps, a rock lining shall be required and for flows greater than 10 fps, an energy dissipator shall be required. Engineered energy dissipaters, including stilling basins, drop pools, hydraulic jump basins, baffle aprons and bucket aprons are required for outfalls with velocity at design flow greater than 20 fps. The Below attached is the design flow velocity calculation sheet for this project, which shows that the flow is around 4.5 fps at the outfall. As the Discharge Velocity at Design Flow is around 4.5fps for this project, Rock lining is required. So, we have proposed the Rock Lining at the outfall. The Rock lining details proposed for the project based on the details as per City of Renton Surface Water Design Manual. Section 6 — Special Reports and Studies Appendix C contains the Geotechnical Report prepared by Cobalt Geosciences, dated September 18, 2018 Appendix D contains Updated Tree Retention and Removal Report prepared by Earth Dance Design, dated April 12, 2022. Section 7 — Other Permits Other required permits: - Water connection permits. - Side sewer connection permit. - Building permits of the proposed residences. - City of Kent Right-of-Way use permit - Washington state department of ecology, NPDES stormwater general permit coverage - SOOS Creek water and sewer district development permits Section 8 — CSWPPP Analysis and Design As the proposed plans will impact more than 1 acre of land area, ESC PLAN ANALYSIS (PART A) AND SWPPS PLAN DESIGN (PART B) is applied as per the 2022 RSWDM. ESC PLAN ANALYSIS (PART A): - The purpose of ESC is to prevent to the maximum extent practicable, the transport of sediment to streams, wetlands, lakes, drainage systems, and adjacent properties during and following construction of a proposed project or other land disturbing activity. ESC plan of proposed project contains the below listed BMPs that prevent erosion and trap sediments within the project site. Location and details can be seen on the drawings Temporary Erosion and Sediment Control and SWPPS Plan. Some of the details have been added at the end of this section. 1. Clearing limits must be clearly marked with brightly colored tape or plastic or metal safety fencing on the ground as per the plan. If tape is used, it should be supported by vegetation or stakes, and should be about 3 to 6 feet high and highly visible. 2. Cover measures (temporary and permanent) shall be provided when necessary to protect disturbed areas. The intent of these measures is to prevent erosion by having as much area as possible covered during any period of precipitation. Cleared areas accepting sheet flow will be seeded and mulched. Mulch will be spread over all cleared areas of the site when they are not being worked. Mulch will consist of air-dried straw and chipped site vegetation. It needs to be maintained all the time during construction by the Developer/Contractor. No disturbance to the neighboring lots is also specified in the plans. 3. Perimeter Protection, silt fencing, as shown on drawings, will be placed along the Property line to filter the sediments from the sheet flow. Use of a silt fence reduces the transport of coarse sediment from a construction site by providing a temporary physical barrier to sediment and reducing the runoff velocities of overland flow. Any damage shall be repaired immediately. If the filter fabric (geotextile) has deteriorated due to ultraviolet breakdown, it shall be replaced. 4. A stabilized(rocked) construction entrance will be made at the entrance of the project site. The driveway will be constructed and graveled immediately. In our case, we are using part of the proposed road as stabilized entrance. The gravel on the proposed road to be maintained all the time till asphalt paving in place. 5. Surface water from the disturbed areas shall be routed through temporary swale with check dams leading to the detention vault to intercept and slow down the sediment laden water. 6. As per 2022 City of Renton SWDM, section D.2.1.5 and D.2.1.5.1, if the surface area less than 3 acres than the permanent facilities can be used as the temporary sedimentation facility. In our case, as the total site area is less than 3 acres, a sediment trap should be ok. However, we are proposing a Detention wet vault for this project and using it as a temporary sediment pond facility. Detention wet vault shall be constructed prior to grading. A 10-year peak flow using the approved model with 15- minute time steps shall be used for sediment pond, but the detention vault is already designed for 100-year. So, discharging the water to the city system directly from the vault is ok. From the Detention vault calculation output: - The detention vault calculation report is attached as an Appendix in this TIR. 7. Dewatering Control won’t be an issue for this project. As per the Geotechnical report, any runoff generated by dewatering discharge shall be treated through Detention vault (sediment pond). While during the construction of the detention vault, if at all there is a runoff generated by dewatering, discharge can be treated through sediment trap. The location and requirement of the sediment trap can be finalized as per the guidance from the CSWPP supervisor. 8. For dust control, water is the most common dust control used in the area. When required, the water should be sprayed on the exposed soils until its wet, but no runoff should be generated by spraying. Cut and fill slopes and stockpiles will be protected by plastic covers to prevent erosion. It will also control dust spreading in the air. 9. Stormwater pollution prevention (SWPPS) measures are required to prevent, reduce, or eliminate the discharge of pollutants to onsite or adjacent stormwater systems or watercourses from construction-related activities such as materials delivery and storage, onsite equipment fueling and maintenance, demolition of existing buildings and disposition of demolition materials and other waste, and concrete handling, washout and disposal. The measures taken to address this is described in SWPPS Plan Design (Part B). 10. Maintain and repair all temporary and permanent erosion and sediment control BMPs as needed to ensure continued performance of their intended function in accordance with BMP specifications and as directed by CSWPP Supervisor. SWPPS PLAN DESIGN (PART B): - The purpose of stormwater pollution prevention and spill control is to prevent, reduce, or eliminate the discharge of pollutants to onsite or adjacent stormwater systems or watercourses from construction-related activities such as materials delivery and storage, onsite equipment fueling and maintenance, demolition of existing buildings and disposition of demolition materials and other waste, and concrete handling, washout and disposal. Construction activities usually necessitate the onsite storage of earth-moving vehicles and provision for parking for contractors and employees. Parking and typical fueling and maintenance can result in fuel spills and dripping vehicular fluids. Construction practices often involve the use and storage of materials such as soil treatments, flocculant chemicals, toxic solvents and building materials, and caustic concrete materials that could cause negative impacts if allowed to leak, drip or otherwise escape into surface and ground waters or become airborne. A variety of strategies to prevent pollutants from entering stormwater runoff as described below shall be applied: - 1. Contractor shall conduct on-site meeting and ensure employees are following handling and waste disposal protocols of all pollutants that occur onsite, including waste materials, in a manner that does not cause contamination of stormwater. 2. For this project, no concrete washing area is permitted on the site to prevent the quality of the water. Washing of concrete trucks and heavy equipment to be done at the Batch plant only. Wash off hand tools including screeds, shovels, trowels etc. are limited on site only on the designated permitted area as described on the ESC plan. Temporary concrete washout area shall be minimum 10 feet x 10 feet as per the details shown on the ESC plan. Under the guidance of CSWPP supervisor, prefabricated concrete washout container can also be used. Prefabricated containers are resistant to damage and protect against spills and leaks. Companies offers regular maintenance and disposal of solid and liquid waste. 3. For this project, the waste material from the demolition of existing house should not be kept on-site and removed immediately. Handle and dispose cleaning waste material and demolition debris in a manner that does not cause contamination of water. 4. For this project, no Hazardous Materials of any type, are permitted to store on the site. 5. The proposed detention vault which we are using as a sedimentation pond, is effective at removing any particulate matter by gravity settling and discharge clear water to the city system post development. It has enough capacity as a detention sediment pond as per section D.2.1.5 and D.2.1.5.1 of 2022 City of Renton SWDM. If water is being released to the City system, contractor to make sure that the discharge water shall be regularly tested with the turbidity meter. The turbidity value of the discharged water from the project site shall always remain below 25 NTU, which is the benchmark set by the Washington State Department of Ecology. If the turbidity value is greater than the benchmark value of 25 NTU but less than 250 NTU, contractor to work under the directions of the CSWPP Supervisor as described in the section 1.2.5.2 of 2022 City of Renton SWDM. 6. The Geotech report suggests filtration is not feasible for this project, so stormwater filtration will not be done at this property. 7. The concrete washing and storage of chemicals and other hazardous material are not permitted on the site. Therefore, there will not be changing of the pH value of receiving water into detention pond due to these materials. 8. Onsite parking for construction equipment and contractor vehicles are limited for this project. The leaky vehicles are not permitted on-site. On-site parking is only allowed on the designated area of stabilized(rocked) construction. Contractor shall provide drip pans for fueling operations of heavy equipment and oil leaks. 9. The maintenance and repair of heavy equipment and vehicles on site are not permitted for this project. The changing conditions typical of construction sites call for frequent field adjustments of existing ESC and SWPPS measures or additional ESC and SWPPS measures in order to meet required performance. Immediate action will be needed to avoid severe impacts on the city storm system. Therefore, under CSWPP SUPERVISIOR careful attention must be paid to ESC and SWPPS performance and compliance. Since our project disturbs more than one acre of land, the CSWPP supervisor must be a Certified Professional in Erosion and Sediment Control or a Certified Erosion and Sediment Control Lead whose certification is recognized by the city. CSWPP SUPERVISIOR shall be responsible for: - The performance, maintenance, and review of ESC and SWPPS measures and for compliance with all permit conditions relating to CSWPP as described in the CSWPP Standards. They shall monitor the discharges from the project site into city storm system whenever runoff occurs from onsite activities and during storm events with the help of turbidity meter. They shall do timely inspection, provide guidance for maintenance and update of protective measures as necessary to effectively manage the project and ensure the success of protective ESC and SWPPS design and implementation. The purpose of maintaining protective BMPs is to provide continuous erosion and sediment control protection throughout the life of the project, and avoid sedimentation, soil compaction and contamination by other pollutants that would adversely affect surface runoff. Section 9 — Facility Summaries, and Declaration of Covenant P.1 Storm Facility P.2 Storm Facility Section 10 — Operation and Maintenance Manual The below storm drainage items require maintenance attention: The detention vault, the catch basins, and all storm conveyance lines. The following operation and maintenance guidelines are applicable for the proposed storm drainage system for this project. NUMBER 1 - DETENTION TANKS AND VAULTS Drainage System Feature Problem Conditions to Check For Results Expected When Maintenance is Performed Storage Area Plugged Air Vents One-half of the cross section of a vent is blocked at any point with debris and sediment Vents free of debris and sediment Debris and Sediment Accumulated sediment depth exceeds 10% of the diameter of the storage area for 1/2 length of storage vault or any point depth exceeds 15% of diameter. Example: 72-inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than ’/ length of tank. All sediment and debris removed from storage area. Joints Between Tank/Pipe Section Any crack allowing material to be transported into facility. All joint between tank /pipe sections are sealed Tank Pipe Bent Out of Shape Any part of tank/pipe is bent out of shape more than 10% of it’s design shape Tank/ pipe repaired or replaced to design. Vault Structure Damage to Wall, Frame, Bottom, and/or Top Slab Cracks wider than 1/2-inch and any evidence of soil particles entering the structure through the cracks, or maintenance inspection personnel determines that the vault is not structurally sound. Vault replaced or repaired to design specifications. Damaged Pipe Joints Cracks wider than 1/2-inch at the joint of ant inlet/outlet pipe or any evidence of soil particles entering the vault through the walls. No cracks more than1/4 -inch wide at the joint of the inlet/outlet pipe. Manhole Cover Not in Place Cover is missing or only partially in place. Any open manhole requires maintenance. Manhole is closed. Locking Mechanism Not Working Mechanism cannot be opened by one maintenance person with proper tools. Bolts into frame have less than 1/2 inch of thread (may not apply to self-locking lids.) Mechanism opens with proper tools. Cover Difficult to Remove One maintenance person cannot remove lid after applying 80lbs of lift. Intent is to keep cover from sealing off access to maintenance. Cover can be removed and reinstalled by one maintenance person. Ladder Rungs Unsafe King County Safety Office and/or maintenance person judges that ladder is unsafe due to missing rungs, misalignment, rust, or cracks. Ladder meets desig n standards allows maintenance person safe access. Large access doors/plate Gaps, Doesn’t Cover Completely Large access doors not flat and/or access hole not completely covered. Note however that grated doors are acceptable. Door closes flat and covers access hole completely. Lifting Rings Missing, Rusted Lifting rings no capable of lifting weight of door or lid. Lifting rings sufficient to remove lid. NUMBER 2 - CONTROL STRUCTURE/FLOW RESTRICTOR Drainage System Feature Problem Conditions to Check For Results Expected When Maintenance is Performed General Trash and Debris (Includes Sediment) Structural Damage Distance between debris build-up and bottom of orifice plate is less than 1-1/2 feet. All trash and debris removed. Structure is not securely attached to manhole wall and outlet pipe structure should support at least 1,000 lbs of up or down pressure Structure securely attached to wall and outlet pipe. Structure is not in upright position (allow up to 10% from plumb). Structure in correct position. Connections to outlet pipe are not watertight and show signs of rust. Connections to outlet pipe are water tight; structure repaired or replaced and works as designed. Any holes--other than designed holes--in the structure. Structure has no holes other than designed holes. Cleanout Gate Damaged or Missing Cleanout gate is not watertight or is missing. Gate is watertight and works as designed. Gate cannot be moved up and down by one maintenance person. Gate moves up and down easily and is watertight. Chain leading to gate is missing or damaged. Chain is in place and works as designed. Gate is rusted over 50% of its surface area. Gate is repaired or replaced to meet design standards. Orifice Plate Damaged or Missing Control device is not working properly due to missing, out of place, or bent orifice plate. Plate is in place and works as designed. Obstructions Any trash, debris, sediment, or vegetation blocking the plate. Plate is free of all obstructions and works as designed. Overflow Pipe Obstructions Any trash or debris blocking (or having the potential of blocking) the overflow pipe. Pipe is free of all obstructions and works as designed. Manhole See “Detention Tanks and Vaults” See “Detention Tanks and Vaults”. See “Detention Tanks and Vaults”. NUMBER 3 - CATCH BASINS Drainage System Feature Problem Conditions to Check For Results Expected When Maintenance is performed General Trash & Debris (Includes Sediment) Trash or debris of more than 1/2 cubic foot which is located immediately in front of the catch basin opening or is blocking capacity of the basin by more than 10% No Trash or debris located immediately in front of catch basin opening. Trash or debris (in the basin) that exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. No trash or debris in the catch basin. Trash or debris in any inlet or outlet pipe blocking more than 1/3 of its height. Inlet and outlet pipes free of trash or debris. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). No dead animals or vegetation present within the catch basin. Deposits of garbage exceeding 1 cubic foot in volume No condition present which would attract or support the breeding of insects or rodents. Structure Damage to Frame and/or Top Slab Corner of frame extends more than 3/4 inch past curb face into the street (If applicable). Frame is even with curb. Top slab has holes larger than 2 square inches or cracks wider than 1/4 inch (intent is to make sure all material is running into basin). Top slab is free of holes and cracks. Frame not sitting flush on top slab, i.e., separation of more than 3/4 inch of the frame from the top slab. Frame is sitting flush on top slab. Cracks in Basin Walls/ Bottom Cracks wider than 1/2 inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that structure is unsound. Basin replaced or repaired to design standards. Cracks wider than 1/2 inch and longer than 1 foot at the joint of any inlet/ outlet pipe or any evidence of soil particles entering catch basin through cracks. No cracks more than ¼ inch wide at the joint of inlet/outlet pipe. Sediment/ Misalignment Basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. Fire Hazard Presence of chemicals such as natural gas, oil and gasoline. No flammable chemicals present. Vegetation Vegetation growing across and blocking more than 10% of the basin opening. No vegetation blocking opening to basin. Vegetation growing in inlet/outlet pipe joints that is more than six inches tall and less than six inches apart. No vegetation or root growth present. Pollution Nonflammable chemicals of more than 1/2 cubic foot per three feet of basin length. No pollution present other than surface film. Catch Basin Cover Cover Not in Place Cover is missing or only partially in place. Any open catch basin requires maintenance. Catch basin cover is closed Locking Mechanism Not Working Mechanism cannot be opened by on maintenance person with proper tools. Bolts into frame have less than 1/2 inch of thread. Mechanism opens with proper tools. Cover Difficult to Remove One maintenance person cannot remove lid after applying 80 lbs. of lift; intent is keep cover from sealing off access to maintenance. Cover can be removed by one maintenance person. Ladder Ladder Rungs Unsafe Ladder is unsafe due to missing rungs, misalignment, rust, cracks, or sharp edges. Ladder meets design standards and allows maintenance person safe access. Metal Grates (If Applicabl e) Unsafe Grate Opening Grate with opening wider than 7/8 inch. Grate opening meets design standards. Trash and Debris Trash and debris that is blocking more than 20% of grate surface. Grate free of trash and debris. Damaged or Missing. Grate missing or broken member(s) of the grate. Grate is in place and meets design standards. NUMBER 4 -DEBRIS BARRIERS (E.G., TRASH RACKS) Drainage System Feature Problem Conditions to Check For Results Expected When Maintenance is Performed. General Trash and Debris Trash or debris that is plugging more than 20% of the openings in the barrier. Barrier clear to receive capacity flow. Metal Damaged/ Missing Bars. Bars are bent out of shape more than 3 inches. Bars in place with no bends more than 3/4 inch. Bars are missinq or entire barrier missing. Bars in place according to design. Bars are loose and rust is causing 50% deterioration to any part of barrier. Repair or replace barrier to design standards. NUMBER 5 - CONVEYANCE SYSTEMS (PIPES & DITCHES) Drainage System Feature Problem Conditions to Check For Results Expected When Maintenance is Performed Pipes Sediment & Debris Accumulated sediment that exceeds 20% of the diameter of the pipe. Pipe cleaned of all sediment and debris. Vegetation Vegetation that reduces free movement of water through pipes. All vegetation removed so water flows freely through pipes. Damaged Protective coating is damaged; rust is causing more than 50% deterioration to any part of pipe. Pipe repaired or replaced. Any dent that decreases the cross section area of pipe by more than 20%. Pipe repaired or replaced. Open Ditches Trash & Debris Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Trash and debris cleared from ditches. Sediment Accumulated sediment that exceeds 20 % of the design depth. Ditch cleaned/ flushed of all sediment and debris so that it matches design. Vegetation Vegetation that reduces free movement of water through ditches. Water flows freely through ditches. Erosion Damage to Slopes See “Ponds” Standard No. 1 See "Ponds" Standard No. 1 Rock Lining Out of Place or Missing (If Applicable). Maintenance person can see native soil beneath the rock lining. Replace rocks to design standards. NUMBER 6 - GROUNDS (LANDSCAPING) Drainage System Feature Problem Conditions to Check For Results Expected When Maintenance is Performed General Weeds (Nonpoisonous) Weeds growing in more than 20% of the landscaped area (trees and shrubs only). Weeds present in less than 5% of the landscaped area. Safety Hazard Any presence of poison ivy or other poisonous vegetation. No poisonous vegetation present in landscaped area. Trash or Litter Paper, cans, bottles, totaling more than 1 cubic foot within a landscaped area (trees and shrubs only) of 1,000 square feet. Area clear of litter. Trees and Shrubs Damaged Limbs or parts of trees or shrubs that are split or broken which affect more than 25% of the total foliage of the tree or shrub. Trees and shrubs with less than 5% of total foliage with split or broken limbs. Trees or shrubs that have been blown down or knocked over. Tree or shrub in place free of injury. Trees or shrubs which are not adequately supported or are leaning over, causing exposure of the roots. Tree or shrub in place and adequately supported; remove any dead or diseased trees. NUMBER 7 - WETVAULT Drainage System Feature Problem Conditions to Check For Recommended Maintenance to Correct Problem Vault Area Trash/ Debris Accumulation Trash and debris accumulated in vault, pipe or inlet/ outlet, (includes floatables and non- floatables}. Remove trash and debris from vault. Sediment Accumulation in Vault Sediment accumulation in vault bottom exceeds the depth of the sediment zone plus 6-inches. Remove sediment from vault. Ventilation Ventilation area blocked or plugged Remove or clear blocking material from ventilation area. A specified % of the vault surface area must provide ventilation to the vault interior (see p. 6- 82 for required %). Vault Structure Damage to Wall, Frame, Bottom, and/or Top Slab Cracks wider than 1/2-inch and any evidence of soil particles entering the structure through the cracks, or maintenance inspection personnel determines that the vault is not structurally sound. Vault replaced or repaired to design specifications. Damaged Pipe Joints Cracks wider than 1/2-inch at the joint of ant inlet/outlet pipe or any evidence of soil particles entering the vault through the walls. No cracks more than 1/4-inch wide at the joint of the inlet/outlet pipe. Baffles Damaged/Defective Baffles corroding, cracking, warping and/ or showing signs of failure as determined by maintenance/ inspection staff. Repair or replace baffles to specifications. Inlet/outlet Damaged Pipes lnlet/ outlet piping damaged or broken and in need of repair. Pipe repaired and/ or replaced. Trash/Debris Accumulation Trash and debris accumulated in pipe or inlet/outlet (includes floatables and non- floatables). Remove trash and debris Access Cover Damaged/ Not Working Cover cannot be opened or removed, especially by one person. Pipe repaired or replaced to proper working specifications. Access Ladder Damaged Ladder is corroded or deteriorated, not functioning properly, missing rungs, has cracks and/ or misaligned. Confined space warning sign missing. Ladder replaced or repaired to specifications and is safe to use as determined by inspection personnel. Replace sign warning of confined space entry requirements. NUMBER 8 — CATCH BASIN INSERTS Drainage System Feature Problem Conditions to Check For Results Expected When Maintenance is Performed Catch Basin Sediment Accumulation When sediment forms a cap over the insert media of the insert and/ or unit. No sediment cap on the insert media and it's unit. Trash and Debris Accumulation Trash and debris accumulates on insert unit creating a blockage/ restriction. Trash and debris removed from insert unit. Runoff freely flows into catch basin. Inspection Inspection of media insert is required. Effluent water from media insert is free of oils and has no visible sheen. Media Insert Water Saturated Catch basin insert is saturated with water, which no longer has the capacity to absorb. Remove and replace media insert Oil Saturated Media oil saturated due to petroleum spill that drains into catch basin. Remove and replace media insert. Service Life Exceeded Regular interval replacement due to typical average life of media insert product. Remove and replace media at regular intervals, depending on insert product. Appendix A. Figure 1.1.2.A Flow Chart for Determining Type of Drainage Review Required B. Drainage Basin, complaints, downstream maps C. Geotechnical Investigation and NRCS soil map D. Updated Tree Retention and Removal Report E. WWHM Reports F. Plans A. Figure 1.1.2.A Flow Chart for Determining Type of Drainage Review Required B. Drainage Basin, complaints, downstream maps Project site North Fork Springbrook Creek North Fork Springbrook Creek North Fork Springbrook Creek North Fork Springbrook Creek Cobalt Geosciences, LLC P.O. Box 82243 Kenmore, Washington 98028 Date: September 26, 2024 Project: Plat Job No.: Contractor: Location: 19805 108th Ave SE Weather: Clouds At your request and authorization, Cobalt Geosciences, LLC has prepared this report to discuss the detention pond design and construction. We understand that a thickened base was not installed as part of the vault to resist buoyancy. Normal concrete vault construction in areas where seasonal interflow may be present typically do not include a thickened concrete base beyond a typical slab and foundation. We have visited the site and observed that perimeter drainage will be placed partway up the vault to remove any groundwater that becomes perched on the denser till and in fill around the vault. Provided the drain is completed per plan and with our verification, the risk associated with buoyancy will be mitigated. Buoyancy is typically an issue with lightweight aluminum or other material cylindrical shaped detention systems. We also understand that there will be over 5 feet of soil cover compacted over the vault upon completion along with some dead storage. These factors indicate that uplift forces will be mitigated. Again, vaults are more apt to be affected by buoyancy if they consist of lightweight materials, not concrete. The structural engineer has also commented on buoyancy and uplift. Concrete vaults with some dead storage and soil cover typically do not experience issues unless in areas where there is regional persistent groundwater or under fully saturated conditions, neither of which are present at this site or area. Sincerely, Cobalt Geosciences, LLC Phil Haberman, PE, LG, LEG 2063311097; phil@cobaltgeo.com Cobalt Geosciences, LLC P.O. Box 1792 North Bend, WA 98045 www.cobaltgeo.com (206) 331-1097 November 13, 2024 Jassu Dhaliwal Elitehomes2015@outlook.com RE: Geotechnical Addendum Detention Vault 19805 108th Avenue SE Renton, Washington In accordance with your authorization, Cobalt Geosciences, LLC has prepared an addendum to discuss detention vault buoyancy. The site is underlain by glacial till which becomes denser with depth. There is a zone of seasonally perched groundwater (interflow) that develops at shallow depths on the denser till. Perched interflow and seepage from precipitation will accumulate at the base of the vault unless a perimeter drain is present at its base. We note that the plans indicate a drain around the vault at an elevation where drainage is possible (about half way up the vault). Below this level, all backfill will become saturated and remain saturated at most times during a typical year. Vertical infiltration in the dense till below vault will be minimal to nil. Since the soils are very dense and regional groundwater is not present, buoyant uplift forces are anticipated to be minimal to nil. Any base rock below foundation and slab areas of vault are anticipated to be saturated due to accumulation of precipitation and interflow that migrates through vault backfill. This zone is likely 4 to 6 inches thick. The underlying dense to very dense till below the rock will be moist to very moist but not saturated below the base rock and vault. Sincerely, Cobalt Geosciences, LLC 11/13/2024 Phil Haberman, PE, LG, LEG Principal WWHM2012 PROJECT REPORT Madueno 3/27/2026 12:24:33 AM Page 2 General Model Information WWHM2012 Project Name:Madueno Site Name:MADUENO SHORT PLAT Site Address:19805-108 AVE SE RENTON, WA, USA City:RENTON Report Date:3/27/2026 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2024/05/07 Version:4.2.19 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year Madueno 3/27/2026 12:24:33 AM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 2.1788 Pervious Total 2.1788 Impervious Land Use acre ROOF TOPS FLAT 0.029 DRIVEWAYS FLAT 0.023 Impervious Total 0.052 Basin Total 2.2308 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: POC 1 POC 1 Madueno 3/27/2026 12:24:33 AM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 0.2248 C, Lawn, Flat 0.9306 Pervious Total 1.1554 Impervious Land Use acre ROADS FLAT 0.3387 ROOF TOPS FLAT 0.4752 DRIVEWAYS FLAT 0.1007 SIDEWALKS FLAT 0.0667 POND 0.0941 Impervious Total 1.0754 Basin Total 2.2308 Element Flow Componants: Surface Interflow Groundwater Componant Flows To: Vault 1 Vault 1 Madueno 3/27/2026 12:24:33 AM Page 5 Routing Elements Predeveloped Routing Madueno 3/27/2026 12:24:33 AM Page 6 Mitigated Routing Vault 1 Width:19.63606873 ft. Length:214.0331492 ft. Depth:9 ft. Discharge Structure Riser Height:8 ft. Riser Diameter:18 in. Orifice 1 Diameter:0.550 in.Elevation:0 ft. Orifice 2 Diameter:1.390 in.Elevation:5.336 ft. Orifice 3 Diameter:0.820 in.Elevation:6.5145 ft. Element Outlets: Outlet 1 Outlet 2 Outlet Flows To: Vault Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.096 0.000 0.000 0.000 0.1000 0.096 0.009 0.002 0.000 0.2000 0.096 0.019 0.003 0.000 0.3000 0.096 0.028 0.004 0.000 0.4000 0.096 0.038 0.005 0.000 0.5000 0.096 0.048 0.005 0.000 0.6000 0.096 0.057 0.006 0.000 0.7000 0.096 0.067 0.006 0.000 0.8000 0.096 0.077 0.007 0.000 0.9000 0.096 0.086 0.007 0.000 1.0000 0.096 0.096 0.008 0.000 1.1000 0.096 0.106 0.008 0.000 1.2000 0.096 0.115 0.009 0.000 1.3000 0.096 0.125 0.009 0.000 1.4000 0.096 0.135 0.009 0.000 1.5000 0.096 0.144 0.010 0.000 1.6000 0.096 0.154 0.010 0.000 1.7000 0.096 0.164 0.010 0.000 1.8000 0.096 0.173 0.011 0.000 1.9000 0.096 0.183 0.011 0.000 2.0000 0.096 0.193 0.011 0.000 2.1000 0.096 0.202 0.011 0.000 2.2000 0.096 0.212 0.012 0.000 2.3000 0.096 0.221 0.012 0.000 2.4000 0.096 0.231 0.012 0.000 2.5000 0.096 0.241 0.013 0.000 2.6000 0.096 0.250 0.013 0.000 2.7000 0.096 0.260 0.013 0.000 2.8000 0.096 0.270 0.013 0.000 2.9000 0.096 0.279 0.014 0.000 3.0000 0.096 0.289 0.014 0.000 3.1000 0.096 0.299 0.014 0.000 3.2000 0.096 0.308 0.014 0.000 3.3000 0.096 0.318 0.014 0.000 3.4000 0.096 0.328 0.015 0.000 3.5000 0.096 0.337 0.015 0.000 3.6000 0.096 0.347 0.015 0.000 Madueno 3/27/2026 12:24:33 AM Page 7 3.7000 0.096 0.357 0.015 0.000 3.8000 0.096 0.366 0.016 0.000 3.9000 0.096 0.376 0.016 0.000 4.0000 0.096 0.385 0.016 0.000 4.1000 0.096 0.395 0.016 0.000 4.2000 0.096 0.405 0.016 0.000 4.3000 0.096 0.414 0.017 0.000 4.4000 0.096 0.424 0.017 0.000 4.5000 0.096 0.434 0.017 0.000 4.6000 0.096 0.443 0.017 0.000 4.7000 0.096 0.453 0.017 0.000 4.8000 0.096 0.463 0.018 0.000 4.9000 0.096 0.472 0.018 0.000 5.0000 0.096 0.482 0.018 0.000 5.1000 0.096 0.492 0.018 0.000 5.2000 0.096 0.501 0.018 0.000 5.3000 0.096 0.511 0.018 0.000 5.4000 0.096 0.521 0.032 0.000 5.5000 0.096 0.530 0.040 0.000 5.6000 0.096 0.540 0.046 0.000 5.7000 0.096 0.549 0.051 0.000 5.8000 0.096 0.559 0.055 0.000 5.9000 0.096 0.569 0.059 0.000 6.0000 0.096 0.578 0.062 0.000 6.1000 0.096 0.588 0.066 0.000 6.2000 0.096 0.598 0.069 0.000 6.3000 0.096 0.607 0.072 0.000 6.4000 0.096 0.617 0.074 0.000 6.5000 0.096 0.627 0.077 0.000 6.6000 0.096 0.636 0.085 0.000 6.7000 0.096 0.646 0.090 0.000 6.8000 0.096 0.656 0.094 0.000 6.9000 0.096 0.665 0.098 0.000 7.0000 0.096 0.675 0.102 0.000 7.1000 0.096 0.685 0.105 0.000 7.2000 0.096 0.694 0.108 0.000 7.3000 0.096 0.704 0.111 0.000 7.4000 0.096 0.714 0.114 0.000 7.5000 0.096 0.723 0.117 0.000 7.6000 0.096 0.733 0.120 0.000 7.7000 0.096 0.742 0.123 0.000 7.8000 0.096 0.752 0.125 0.000 7.9000 0.096 0.762 0.128 0.000 8.0000 0.096 0.771 0.131 0.000 8.1000 0.096 0.781 0.635 0.000 8.2000 0.096 0.791 1.540 0.000 8.3000 0.096 0.800 2.639 0.000 8.4000 0.096 0.810 3.772 0.000 8.5000 0.096 0.820 4.782 0.000 8.6000 0.096 0.829 5.546 0.000 8.7000 0.096 0.839 6.039 0.000 8.8000 0.096 0.849 6.488 0.000 8.9000 0.096 0.858 6.874 0.000 9.0000 0.096 0.868 7.240 0.000 9.1000 0.096 0.878 7.588 0.000 9.2000 0.000 0.000 7.920 0.000 Madueno 3/27/2026 12:24:33 AM Page 8 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:2.1788 Total Impervious Area:0.052 Mitigated Landuse Totals for POC #1 Total Pervious Area:1.1554 Total Impervious Area:1.0754 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.072561 5 year 0.112745 10 year 0.14125 25 year 0.178963 50 year 0.208101 100 year 0.238021 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.038055 5 year 0.069964 10 year 0.09553 25 year 0.132481 50 year 0.163183 100 year 0.196467 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.088 0.017 1950 0.098 0.063 1951 0.151 0.169 1952 0.055 0.016 1953 0.043 0.058 1954 0.060 0.040 1955 0.097 0.017 1956 0.083 0.074 1957 0.074 0.019 1958 0.070 0.036 Madueno 3/27/2026 12:24:58 AM Page 9 1959 0.059 0.043 1960 0.112 0.063 1961 0.058 0.065 1962 0.039 0.015 1963 0.052 0.049 1964 0.072 0.060 1965 0.053 0.059 1966 0.050 0.038 1967 0.108 0.060 1968 0.068 0.018 1969 0.065 0.043 1970 0.055 0.052 1971 0.065 0.019 1972 0.114 0.102 1973 0.055 0.061 1974 0.061 0.048 1975 0.091 0.018 1976 0.065 0.018 1977 0.020 0.012 1978 0.054 0.053 1979 0.031 0.013 1980 0.124 0.090 1981 0.050 0.019 1982 0.104 0.054 1983 0.078 0.041 1984 0.051 0.017 1985 0.029 0.015 1986 0.121 0.043 1987 0.113 0.061 1988 0.045 0.016 1989 0.032 0.016 1990 0.241 0.074 1991 0.138 0.106 1992 0.061 0.039 1993 0.055 0.014 1994 0.024 0.013 1995 0.076 0.068 1996 0.167 0.121 1997 0.137 0.105 1998 0.044 0.018 1999 0.142 0.090 2000 0.059 0.019 2001 0.023 0.010 2002 0.067 0.060 2003 0.089 0.017 2004 0.108 0.071 2005 0.080 0.016 2006 0.088 0.067 2007 0.181 0.106 2008 0.218 0.081 2009 0.116 0.051 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.2407 0.1687 2 0.2180 0.1208 3 0.1809 0.1060 Madueno 3/27/2026 12:24:58 AM Page 10 4 0.1675 0.1059 5 0.1512 0.1051 6 0.1419 0.1023 7 0.1382 0.0901 8 0.1369 0.0900 9 0.1238 0.0811 10 0.1212 0.0742 11 0.1157 0.0739 12 0.1140 0.0713 13 0.1126 0.0676 14 0.1119 0.0672 15 0.1082 0.0647 16 0.1082 0.0635 17 0.1043 0.0634 18 0.0981 0.0615 19 0.0972 0.0605 20 0.0906 0.0601 21 0.0888 0.0598 22 0.0877 0.0596 23 0.0876 0.0587 24 0.0834 0.0583 25 0.0805 0.0540 26 0.0783 0.0530 27 0.0761 0.0521 28 0.0739 0.0506 29 0.0719 0.0494 30 0.0701 0.0483 31 0.0677 0.0428 32 0.0675 0.0427 33 0.0650 0.0427 34 0.0649 0.0413 35 0.0647 0.0396 36 0.0612 0.0387 37 0.0609 0.0384 38 0.0600 0.0364 39 0.0591 0.0188 40 0.0588 0.0188 41 0.0585 0.0186 42 0.0554 0.0185 43 0.0550 0.0184 44 0.0547 0.0183 45 0.0546 0.0181 46 0.0540 0.0175 47 0.0531 0.0173 48 0.0520 0.0167 49 0.0509 0.0167 50 0.0498 0.0165 51 0.0496 0.0164 52 0.0452 0.0162 53 0.0438 0.0161 54 0.0432 0.0155 55 0.0391 0.0150 56 0.0321 0.0149 57 0.0314 0.0141 58 0.0294 0.0133 59 0.0242 0.0133 60 0.0230 0.0125 61 0.0202 0.0100 Madueno 3/27/2026 12:24:58 AM Page 11 Madueno 3/27/2026 12:24:58 AM Page 12 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0363 14914 12803 85 Pass 0.0380 13492 11961 88 Pass 0.0398 12175 11274 92 Pass 0.0415 11002 10506 95 Pass 0.0432 9924 9693 97 Pass 0.0450 9020 8943 99 Pass 0.0467 8211 8188 99 Pass 0.0484 7488 7298 97 Pass 0.0502 6817 6596 96 Pass 0.0519 6222 6049 97 Pass 0.0536 5728 5529 96 Pass 0.0554 5257 4992 94 Pass 0.0571 4836 4389 90 Pass 0.0588 4462 3829 85 Pass 0.0606 4126 3358 81 Pass 0.0623 3801 3018 79 Pass 0.0640 3493 2733 78 Pass 0.0658 3247 2432 74 Pass 0.0675 3003 2138 71 Pass 0.0693 2781 1967 70 Pass 0.0710 2573 1790 69 Pass 0.0727 2374 1595 67 Pass 0.0745 2165 1407 64 Pass 0.0762 1992 1288 64 Pass 0.0779 1831 1169 63 Pass 0.0797 1680 1110 66 Pass 0.0814 1548 1055 68 Pass 0.0831 1425 1008 70 Pass 0.0849 1305 956 73 Pass 0.0866 1200 901 75 Pass 0.0883 1105 824 74 Pass 0.0901 1027 716 69 Pass 0.0918 956 666 69 Pass 0.0936 899 594 66 Pass 0.0953 841 548 65 Pass 0.0970 788 510 64 Pass 0.0988 739 475 64 Pass 0.1005 692 437 63 Pass 0.1022 643 360 55 Pass 0.1040 582 305 52 Pass 0.1057 535 244 45 Pass 0.1074 489 220 44 Pass 0.1092 454 204 44 Pass 0.1109 407 178 43 Pass 0.1126 361 155 42 Pass 0.1144 331 128 38 Pass 0.1161 299 108 36 Pass 0.1179 270 95 35 Pass 0.1196 243 79 32 Pass 0.1213 220 58 26 Pass 0.1231 200 51 25 Pass 0.1248 169 43 25 Pass 0.1265 150 33 22 Pass Madueno 3/27/2026 12:24:58 AM Page 13 0.1283 135 24 17 Pass 0.1300 122 13 10 Pass 0.1317 106 5 4 Pass 0.1335 96 4 4 Pass 0.1352 86 4 4 Pass 0.1369 77 4 5 Pass 0.1387 63 4 6 Pass 0.1404 57 4 7 Pass 0.1421 47 4 8 Pass 0.1439 40 3 7 Pass 0.1456 36 3 8 Pass 0.1474 31 3 9 Pass 0.1491 28 3 10 Pass 0.1508 23 3 13 Pass 0.1526 18 2 11 Pass 0.1543 15 2 13 Pass 0.1560 13 2 15 Pass 0.1578 12 2 16 Pass 0.1595 11 1 9 Pass 0.1612 10 1 10 Pass 0.1630 9 1 11 Pass 0.1647 8 1 12 Pass 0.1664 8 1 12 Pass 0.1682 7 1 14 Pass 0.1699 6 0 0 Pass 0.1717 6 0 0 Pass 0.1734 6 0 0 Pass 0.1751 5 0 0 Pass 0.1769 5 0 0 Pass 0.1786 5 0 0 Pass 0.1803 4 0 0 Pass 0.1821 3 0 0 Pass 0.1838 3 0 0 Pass 0.1855 3 0 0 Pass 0.1873 3 0 0 Pass 0.1890 3 0 0 Pass 0.1907 3 0 0 Pass 0.1925 3 0 0 Pass 0.1942 3 0 0 Pass 0.1960 3 0 0 Pass 0.1977 3 0 0 Pass 0.1994 2 0 0 Pass 0.2012 2 0 0 Pass 0.2029 2 0 0 Pass 0.2046 2 0 0 Pass 0.2064 2 0 0 Pass 0.2081 2 0 0 Pass Madueno 3/27/2026 12:24:58 AM Page 14 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0.0383 acre-feet On-line facility target flow:0.0187 cfs. Adjusted for 15 min:0.0187 cfs. Off-line facility target flow:0.0141 cfs. Adjusted for 15 min:0.0141 cfs. Madueno 3/27/2026 12:24:58 AM Page 15 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. Madueno 3/27/2026 12:24:58 AM Page 16 Appendix Predeveloped Schematic Madueno 3/27/2026 12:24:58 AM Page 17 Mitigated Schematic Madueno 3/27/2026 12:24:59 AM Page 18 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 Madueno.wdm MESSU 25 PreMadueno.MES 27 PreMadueno.L61 28 PreMadueno.L62 30 POCMadueno1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 10 IMPLND 4 IMPLND 5 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Basin 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 10 C, Forest, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 10 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 10 0 0 4 0 0 0 0 0 0 0 0 0 1 9 Madueno 3/27/2026 12:24:59 AM Page 19 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 10 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 10 0 4.5 0.08 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 10 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 10 0.2 0.5 0.35 6 0.5 0.7 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 10 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 4 ROOF TOPS/FLAT 1 1 1 27 0 5 DRIVEWAYS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 4 0 0 1 0 0 0 5 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 4 0 0 4 0 0 4 1 9 5 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 4 0 0 0 0 0 5 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 4 400 0.01 0.1 0.1 5 400 0.01 0.1 0.1 Madueno 3/27/2026 12:24:59 AM Page 20 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 4 0 0 5 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 4 0 0 5 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 10 2.1788 COPY 501 12 PERLND 10 2.1788 COPY 501 13 IMPLND 4 0.029 COPY 501 15 IMPLND 5 0.023 COPY 501 15 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 Madueno 3/27/2026 12:24:59 AM Page 21 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN Madueno 3/27/2026 12:24:59 AM Page 22 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 Madueno.wdm MESSU 25 MitMadueno.MES 27 MitMadueno.L61 28 MitMadueno.L62 30 POCMadueno1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 10 PERLND 16 IMPLND 1 IMPLND 4 IMPLND 5 IMPLND 8 IMPLND 14 RCHRES 1 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Vault 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 10 C, Forest, Flat 1 1 1 1 27 0 16 C, Lawn, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** Madueno 3/27/2026 12:24:59 AM Page 23 10 0 0 1 0 0 0 0 0 0 0 0 0 16 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 10 0 0 4 0 0 0 0 0 0 0 0 0 1 9 16 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 10 0 0 0 0 0 0 0 0 0 0 0 16 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 10 0 4.5 0.08 400 0.05 0.5 0.996 16 0 4.5 0.03 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 10 0 0 2 2 0 0 0 16 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 10 0.2 0.5 0.35 6 0.5 0.7 16 0.1 0.25 0.25 6 0.5 0.25 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 10 0 0 0 0 2.5 1 0 16 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 4 ROOF TOPS/FLAT 1 1 1 27 0 5 DRIVEWAYS/FLAT 1 1 1 27 0 8 SIDEWALKS/FLAT 1 1 1 27 0 14 POND 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 4 0 0 1 0 0 0 5 0 0 1 0 0 0 8 0 0 1 0 0 0 14 0 0 1 0 0 0 END ACTIVITY Madueno 3/27/2026 12:24:59 AM Page 24 PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 4 1 9 4 0 0 4 0 0 0 1 9 5 0 0 4 0 0 0 1 9 8 0 0 4 0 0 0 1 9 14 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 4 0 0 0 0 0 5 0 0 0 0 0 8 0 0 0 0 0 14 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 4 400 0.01 0.1 0.1 5 400 0.01 0.1 0.1 8 400 0.01 0.1 0.1 14 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 4 0 0 5 0 0 8 0 0 14 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 4 0 0 5 0 0 8 0 0 14 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 10 0.2248 RCHRES 1 2 PERLND 10 0.2248 RCHRES 1 3 PERLND 16 0.9306 RCHRES 1 2 PERLND 16 0.9306 RCHRES 1 3 IMPLND 1 0.3387 RCHRES 1 5 IMPLND 4 0.4752 RCHRES 1 5 IMPLND 5 0.1007 RCHRES 1 5 IMPLND 8 0.0667 RCHRES 1 5 IMPLND 14 0.0941 RCHRES 1 5 ******Routing****** PERLND 10 0.2248 COPY 1 12 PERLND 16 0.9306 COPY 1 12 Madueno 3/27/2026 12:24:59 AM Page 25 IMPLND 1 0.3387 COPY 1 15 IMPLND 4 0.4752 COPY 1 15 IMPLND 5 0.1007 COPY 1 15 IMPLND 8 0.0667 COPY 1 15 IMPLND 14 0.0941 COPY 1 15 PERLND 10 0.2248 COPY 1 13 PERLND 16 0.9306 COPY 1 13 RCHRES 1 1 COPY 501 16 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 Vault 1 1 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.04 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 92 4 Depth Area Volume Outflow1 Velocity Travel Time*** Madueno 3/27/2026 12:24:59 AM Page 26 (ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.096482 0.000000 0.000000 0.100000 0.096482 0.009648 0.002596 0.200000 0.096482 0.019296 0.003671 0.300000 0.096482 0.028945 0.004496 0.400000 0.096482 0.038593 0.005192 0.500000 0.096482 0.048241 0.005805 0.600000 0.096482 0.057889 0.006359 0.700000 0.096482 0.067538 0.006868 0.800000 0.096482 0.077186 0.007342 0.900000 0.096482 0.086834 0.007788 1.000000 0.096482 0.096482 0.008209 1.100000 0.096482 0.106131 0.008610 1.200000 0.096482 0.115779 0.008992 1.300000 0.096482 0.125427 0.009360 1.400000 0.096482 0.135075 0.009713 1.500000 0.096482 0.144723 0.010054 1.600000 0.096482 0.154372 0.010384 1.700000 0.096482 0.164020 0.010703 1.800000 0.096482 0.173668 0.011013 1.900000 0.096482 0.183316 0.011315 2.000000 0.096482 0.192965 0.011609 2.100000 0.096482 0.202613 0.011896 2.200000 0.096482 0.212261 0.012176 2.300000 0.096482 0.221909 0.012449 2.400000 0.096482 0.231558 0.012717 2.500000 0.096482 0.241206 0.012979 2.600000 0.096482 0.250854 0.013236 2.700000 0.096482 0.260502 0.013489 2.800000 0.096482 0.270150 0.013736 2.900000 0.096482 0.279799 0.013979 3.000000 0.096482 0.289447 0.014218 3.100000 0.096482 0.299095 0.014453 3.200000 0.096482 0.308743 0.014684 3.300000 0.096482 0.318392 0.014912 3.400000 0.096482 0.328040 0.015136 3.500000 0.096482 0.337688 0.015357 3.600000 0.096482 0.347336 0.015575 3.700000 0.096482 0.356985 0.015790 3.800000 0.096482 0.366633 0.016002 3.900000 0.096482 0.376281 0.016211 4.000000 0.096482 0.385929 0.016418 4.100000 0.096482 0.395577 0.016622 4.200000 0.096482 0.405226 0.016823 4.300000 0.096482 0.414874 0.017022 4.400000 0.096482 0.424522 0.017219 4.500000 0.096482 0.434170 0.017414 4.600000 0.096482 0.443819 0.017606 4.700000 0.096482 0.453467 0.017796 4.800000 0.096482 0.463115 0.017985 4.900000 0.096482 0.472763 0.018171 5.000000 0.096482 0.482412 0.018356 5.100000 0.096482 0.492060 0.018538 5.200000 0.096482 0.501708 0.018719 5.300000 0.096482 0.511356 0.018898 5.400000 0.096482 0.521004 0.032340 5.500000 0.096482 0.530653 0.040484 5.600000 0.096482 0.540301 0.046365 5.700000 0.096482 0.549949 0.051231 5.800000 0.096482 0.559597 0.055484 5.900000 0.096482 0.569246 0.059315 6.000000 0.096482 0.578894 0.062832 6.100000 0.096482 0.588542 0.066103 6.200000 0.096482 0.598190 0.069175 6.300000 0.096482 0.607839 0.072083 6.400000 0.096482 0.617487 0.074850 6.500000 0.096482 0.627135 0.077496 6.600000 0.096482 0.636783 0.085371 6.700000 0.096482 0.646432 0.090341 6.800000 0.096482 0.656080 0.094595 Madueno 3/27/2026 12:24:59 AM Page 27 6.900000 0.096482 0.665728 0.098462 7.000000 0.096482 0.675376 0.102067 7.100000 0.096482 0.685024 0.105472 7.200000 0.096482 0.694673 0.108717 7.300000 0.096482 0.704321 0.111829 7.400000 0.096482 0.713969 0.114827 7.500000 0.096482 0.723617 0.117724 7.600000 0.096482 0.733266 0.120532 7.700000 0.096482 0.742914 0.123260 7.800000 0.096482 0.752562 0.125916 7.900000 0.096482 0.762210 0.128506 8.000000 0.096482 0.771859 0.131034 8.100000 0.096482 0.781507 0.635685 8.200000 0.096482 0.791155 1.540391 8.300000 0.096482 0.800803 2.639560 8.400000 0.096482 0.810451 3.772825 8.500000 0.096482 0.820100 4.781998 8.600000 0.096482 0.829748 5.546369 8.700000 0.096482 0.839396 6.039886 8.800000 0.096482 0.849044 6.488029 8.900000 0.096482 0.858693 6.874657 9.000000 0.096482 0.868341 7.240422 9.100000 0.096482 0.877989 7.588384 END FTABLE 1 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 1 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1001 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 3 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN Madueno 3/27/2026 12:24:59 AM Page 28 END MASS-LINK 15 MASS-LINK 16 RCHRES ROFLOW COPY INPUT MEAN END MASS-LINK 16 END MASS-LINK END RUN Madueno 3/27/2026 12:24:59 AM Page 29 Predeveloped HSPF Message File Madueno 3/27/2026 12:24:59 AM Page 30 Mitigated HSPF Message File ERROR/WARNING ID: 238 1 The continuity error reported below is greater than 1 part in 1000 and is therefore considered high. Did you specify any "special actions"? If so, they could account for it. Relevant data are: DATE/TIME: 1958/ 8/31 24: 0 RCHRES : 1 RELERR STORS STOR MATIN MATDIF -1.651E-01 0.00000 0.0000E+00 0.00000 -2.299E-10 Where: RELERR is the relative error (ERROR/REFVAL). ERROR is (STOR-STORS) - MATDIF. REFVAL is the reference value (STORS+MATIN). STOR is the storage of material in the processing unit (land-segment or reach/reservior) at the end of the present interval. STORS is the storage of material in the pu at the start of the present printout reporting period. MATIN is the total inflow of material to the pu during the present printout reporting period. MATDIF is the net inflow (inflow-outflow) of material to the pu during the present printout reporting period. ERROR/WARNING ID: 238 1 The continuity error reported below is greater than 1 part in 1000 and is therefore considered high. Did you specify any "special actions"? If so, they could account for it. Relevant data are: DATE/TIME: 1967/ 8/31 24: 0 RCHRES : 1 RELERR STORS STOR MATIN MATDIF -6.175E-02 0.00000 0.0000E+00 0.00000 -2.153E-09 Where: RELERR is the relative error (ERROR/REFVAL). ERROR is (STOR-STORS) - MATDIF. REFVAL is the reference value (STORS+MATIN). STOR is the storage of material in the processing unit (land-segment or reach/reservior) at the end of the present interval. STORS is the storage of material in the pu at the start of the present printout reporting period. MATIN is the total inflow of material to the pu during the present printout reporting period. MATDIF is the net inflow (inflow-outflow) of material to the pu during the present printout reporting period. Madueno 3/27/2026 12:24:59 AM Page 31 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2026; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com 10 6 T H A V E S E 10 8 T H A V E S E CI T Y O F R E N T O N CI T Y O F K E N T 198TH ST SER25 ' - 0 " 10 6 T H A V E S E IN COMPLIANCE WITH CITY OF RENTON STANDARDS ABBREVIATIONS LEGAL DESCRIPTION 1 - SITE PLAN 2 - GRADING PLAN 3 - COMPOSITE UTILITY PLAN 4 - ROAD WORKS (198TH ST SE) - HORIZONTAL CONTROL PLAN 5 - ROAD SECTIONS - 198TH ST SE 6 - ROAD WORKS - 106 AVE SE 7 - ROAD WORK DETAILS 8 - STORM SEWER - 198TH ST SE - STATION 1+0.00 TO STATION 4+5.00 9 - STORM SEWER - 198TH ST SE - STATION 4+5.00 TO STATION 6+0.00 10 - STORM SEWER - 106 AVE SE - STATION 13+00.00 TO STATION 15+57.00 11 - STORM SEWER - 106 AVE SE - STATION 10+00.00 TO STATION 13+00.00 12 - DETENTION VAULT DETAILS 13 - EXISTING CONDITIONS 14 - TEMPORARY EROSION AND SEDIMENT CONTROL & SWPPS PLAN 15 - TEMPORARY EROSION AND SEDIMENT CONTROL DETAILS 16 - STORM SEWER DETAILS 17 - STREET LIGHTING PLAN 18 - STREET LIGHTING STANDARD DETAILS 19 - STREET LIGHTING (AGI CALCULATIONS) 20- PLANTING PLAN (L1) 21 - PLANTING NOTES/DETAILS (L2) 22 - IRRIGATION PLAN (L3) 23 - IRRIGATION NOTES/DETAILS (L4) APPROVED DRAWINGS FROM CITY OF KENT (NO.24-NO.33) 24 - COVER PAGE / SITE PLAN 25 - ROAD WORKS (1) - CITY OF KENT 26 - ROAD WORKS (2) - CITY OF KENT 27 - DETAILS(1) - CITY OF KENT 28 - DETAILS(2) - CITY OF KENT 29 - EROSION AND SEDIMENT CONTROL PLAN 30 - TESC DETAILS 31 - STREET LIGHT PLAN 32 - PLANTING PLAN 33 - PLANTING NOTES AND DETAILS APPROVED DRAWINGS FROM SOOS CREEK DISTRICT(NO.34-NO.42) 34 - SEWER PLAN, PROFILE & NOTES & VICINITY MAP 35 - CONSTRUCTION PROVISIONS 36 - MATERIALS AND SURFACE RESTORATIONS 37 - SEWER DETAILS 38 - WATER MAIN PLAN, NOTES & VICINITY MAP 39 - CONSTRUCTION PROVISIONS 40 - MATERIALS AND SURFACE RESTORATIONS 41 - WATER DETAILS 42 - WATER DETAILS SHEET INDEX SURVEY SURVEY BENCHMARK LEGEND PLAN SCALE. 1"=40' LEGEL DESCRIPTION BASIS OF BEARING VERTICAL DATUM SITE OWNER CIVIL ENGINEER SURVEYOR ARBORIST LANDSCAPE ARCHITECT SITE LOCATION SITE INFORMATION VICINITY MAP 0 20'40' 464.000 465.00 0 465.000 465. 0 0 0 466 . 0 0 0 466.000 466.000 4 6 7 . 0 0 0 4 6 3 . 5 0 0 464.500 465. 5 0 0 465.500 46 5 . 5 0 0 465.500 466.5 0 0 466 . 5 0 0 46 7 . 5 0 0 46 7 . 5 0 0 46 8 . 0 0 0 46 8 . 5 0 0 46 9 . 0 0 0 46 9 . 5 0 0 47 0 . 0 0 0 47 0 . 5 0 0 TYPICAL DETAIL OF TREE PROTECTION FENCE IN COMPLIANCE WITH CITY OF RENTON STANDARDS PORTION OF THE NORTHWEST 14, SECTION 5, TOWNSHIP 24 NORTH, RANGE 5 EAST. W.M. LEGAL DESCRIPTION ELEVATION INFORMATION ON THE PLAN PLAN SCALE. 1"=20' SURVEY SURVEY BENCHMARK SIDEWALK LETDOWN DETAIL - A 106TH AVE SE 106TH AVE SE TEMPORARY ASPHALT SIDEWALK LETDOWN DETAIL - B TEMPORARY ASPHALT SIDEWALK LETDOWN DETAIL - C 106TH AVE SE LEGEND 10 6 T H A V E S E 10 8 T H A V E S E (1) SECTION A-A 198TH ST SE 106TH AVE SE IN COMPLIANCE WITH CITY OF RENTON STANDARDS LEGAL DESCRIPTION SURVEY SURVEY BENCHMARK PLAN SCALE: 1" = 20' PORTION OF THE NORTHWEST 14, SECTION 5, TOWNSHIP 24 NORTH, RANGE 5 EAST. W.M. 10 6 T H A V E S E 10 8 T H A V E S E 106TH AVE SE 10 8 T H A V E S E 198TH ST SER25 ' - 0 " 10 6 T H A V E S E 464.000 465.000 465.000 465.0 0 0 466 . 0 0 0 466.000 46 7 . 0 0 0 4 6 3 . 5 0 0 464.500 465.5 0 0 46 5 . 5 0 0 465.500 466. 5 0 0 46 7 . 5 0 0 46 7 . 5 0 0 46 8 . 0 0 0 46 8 . 5 0 0 46 9 . 0 0 0 46 9 . 5 0 0 47 0 . 0 0 0 47 0 . 5 0 0 198TH ST SE 46 8 . 0 0 0 46 8 . 5 0 0 46 9 . 0 0 0 46 9 . 5 0 0 47 0 . 0 0 0 47 0 . 5 0 0 CURB RETURN #2 CURB RETURN #4CURB RETURN #3CURB RETURN #1 IN COMPLIANCE WITH CITY OF RENTON STANDARDS PORTION OF THE NORTHWEST 14, SECTION 5, TOWNSHIP 24 NORTH, RANGE 5 EAST. W.M.LEGAL DESCRIPTION ROAD WORKS PLAN - 198TH ST SE ROADWAYS NOTES ROAD WORKS PROFILE - 198TH ST SE CR#1 CR#3 CR#2 CR#4 SIDEWALK LETDOWN DETAIL 108TH AVE 0 20'40' SURVEY SURVEY BENCHMARK 198TH ST SE TYPICAL SECTION 198TH ST SE TYPICAL SECTION (1+00.00' TO 1+11.92') (1+28.16' TO 6+27.50') 198TH ST SE TYPICAL SECTION (6+58.00' TO 6+80.00') IN COMPLIANCE WITH CITY OF RENTON STANDARDS PORTION OF THE NORTHWEST 14, SECTION 5, TOWNSHIP 24 NORTH, RANGE 5 EAST. W.M. LEGAL DESCRIPTION SURVEY SURVEY BENCHMARK R 2 5 ' - 0 " 463.50 0 106TH AVE SE IN COMPLIANCE WITH CITY OF RENTON STANDARDS PORTION OF THE NORTHWEST 14, SECTION 5, TOWNSHIP 24 NORTH, RANGE 5 EAST. W.M. ROAD WORKS PROFILE - 106TH AVE LEGAL DESCRIPTION “” ROADWAYS NOTES ROAD WORKS PLAN - 106TH AVE 106TH AVE SE TYPICAL SECTION 106TH AVE SE TYPICAL SECTION 106TH AVE 0 20'40' SURVEY SURVEY BENCHMARK 106TH AVE SE TEMPORARY ASPHALT SIDEWALK LETDOWN DETAIL - B IN COMPLIANCE WITH CITY OF RENTON STANDARDS SURVEY SURVEY BENCHMARK IN COMPLIANCE WITH CITY OF RENTON STANDARDS SURVEY SURVEY BENCHMARK PORTION OF THE NORTHWEST 14, SECTION 5, TOWNSHIP 24 NORTH, RANGE 5 EAST. W.M. ONSITE STORM PROFILE - 198TH ST SE LEGAL DESCRIPTION ONSITE STORM PLAN - 198TH ST SE 10 6 T H A V E S E GENERAL NOTES: DRAINAGE NOTES: IN COMPLIANCE WITH CITY OF RENTON STANDARDS SURVEY SURVEY BENCHMARK PORTION OF THE NORTHWEST 14, SECTION 5, TOWNSHIP 24 NORTH, RANGE 5 EAST. W.M. ONSITE STORM PROFILE - 198TH ST SE LEGAL DESCRIPTION ONSITE STORM PLAN - 198TH ST SE 6' - 6 " . CONDITION OF APPROVAL STORM WATER CATCHMENTS CALCULATION - 198TH ST SE 1'- 0 " 1'- 0 " 10'-6" 2'-6" 8'-6" 2' - 0 " 8' - 0 " G G G G IN COMPLIANCE WITH CITY OF RENTON STANDARDS SURVEY SURVEY BENCHMARK LEGAL DESCRIPTION · · · · · · ” SURFACE WATER STANDARD PLAN NOTES: PORTION OF THE NORTHWEST 14, SECTION 5, TOWNSHIP 24 NORTH, RANGE 5 EAST. W.M. STORM SEWER PROFILE - 106TH AVE STORM SEWER PLAN - 106TH AVE SECTION A-A PLAN 106TH AVE SE G G G G G G G G IN COMPLIANCE WITH CITY OF RENTON STANDARDS SURVEY SURVEY BENCHMARK LEGAL DESCRIPTION PORTION OF THE NORTHWEST 14, SECTION 5, TOWNSHIP 24 NORTH, RANGE 5 EAST. W.M. STORM SEWER PROFILE - 106TH AVE DETAIL OF EXISTING CULVERT CONNECTION TO MANHOLE STORM SEWER PLAN - 106TH AVE DETAIL 'A' 106TH AVE SE 10 6 T H A V E S E 19'-8" TO MATCH WITH STRUCTURAL DRAWINGS 10 8 ' - 0 " T O M A T C H W I T H S T R U C T U R A L D R A W I N G S 5' - 0 " DETENTION VAULT - PLAN VIEW 9'- 6 " 1' - 0 " T O M A T C H W I T H ST R U C T U R A L D R A W I N G S 4' - 7 " 8" TO MATCH WITH STRUCTURAL DRAWINGS 1'-0" TO MATCH WITH STRUCTURAL DRAWINGS 19'-8" TO MATCH WITH STRUCTURAL DRAWINGS 1' - 0 " T O M A T C H W I T H ST R U C T U R A L D R A W I N G S 9'-11" 4'-11" 1' - 6 " 4'-0" TO MATCH WITH STRUCTURAL DRAWINGS 12 ' - 0 " T O MA T C H W I T H ST R U C T U R A L DR A W I N G S 1'-0" TO MATCH WITH STRUCTURAL DRAWINGS 2' - 0 " W A L L P I E R 2'- 0 " MI N . 6" DETENTION VAULT - (A-A) 1'-0" 13 ' - 0 ' ' DE P T H 6" DETENTION VAULT - (B-B) 1'-0"1'-0" CELL 1CELL 2 PL 1'-0"8" 1'-0" 13 ' - 0 " 19'-8'' DETENTION VAULT - (C-C) PL 9'- 0 " 6" 19'-8'' 12'-0"1'- 0 " 9'-11" 108'-0" 4'-11" 108'-0" 8" 4'- 0 " FLOW RESTRICTOR SEE DETAIL (FOR SPECIFICATION REFER TO STD PLAN 237.00 OF CITY OF RENTON.) SHOWN ON THIS SHEET PORTION OF THE NORTHWEST 14, SECTION 5, TOWNSHIP 24 NORTH, RANGE 5 EAST. W.M. IN COMPLIANCE WITH CITY OF RENTON STANDARDS LEGAL DESCRIPTION SURVEY SURVEY BENCHMARK IN COMPLIANCE WITH CITY OF RENTON STANDARDS PORTION OF THE NORTHWEST 14, SECTION 5, TOWNSHIP 24 NORTH, RANGE 5 EAST. W.M. LEGAL DESCRIPTION SURVEY SURVEY BENCHMARK SURVEYOR'S NOTES: DESCRIPTION: BASIS OF BEARING: BENCHMARKS: SURVEYED BY: 10 6 T H A V E S E 10 8 T H A V E S E CI T Y O F R E N T O N CI T Y O F K E N T x x x x x x xxxxx DETENTION VAULT ACT AS TEMPORARY SEDIMENT POND IN COMPLIANCE WITH CITY OF RENTON STANDARDS PORTION OF THE NORTHWEST 14, SECTION 5, TOWNSHIP 24 NORTH, RANGE 5 EAST. W.M.LEGAL DESCRIPTION EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES: CONSTRUCTION SEQUENCE: SURVEY SURVEY BENCHMARK LEGEND IN COMPLIANCE WITH CITY OF RENTON STANDARDS PORTION OF THE NORTHWEST 14, SECTION 5, TOWNSHIP 24 NORTH, RANGE 5 EAST. W.M. DITCH PROTECTION DETAIL SURVEY SURVEY BENCHMARK SWPPS NOTES: IN COMPLIANCE WITH CITY OF RENTON STANDARDS SURVEY SURVEY BENCHMARK