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HomeMy WebLinkAboutTIR-4173AE2017-128 1 Prepared by: April 26, 2025 Anstey Engineering CIVIL ENGINEERING/CONSULTING 8627 NE 180th Street Bothell, Washington98011 Phone: (206) 303-7639 Fax: (425) 658-9203 E-mail: benansey@ansteyengineering.com STORM DRAINAGE TECHNICAL INFORMATION REPORT FOR SUNRIDGE TOWMHOMES II 1222XXSE PETROVITSKY RD RENTON, WA 98058 on PARCEL # 073900-0050 FOR: V Y Properties Inc DEVELOPMENT ENGINEERING msippo 05/15/2025 Surface Water Enginering jfarah 05/15/2025 AE2017-128 2 Technical Information Report (TIR) Table of Contents 2 1. Project Overview 4 - Predeveloped Site Conditions - Sensitive Area Map - Developed Condition - Soil Map - TIR Worksheet 2. Conditions and Requirements 14 Core Requirements 1-9 14 #1. Discharge at Natural Location #2. Off-Site Analysis #3. Flow Control #4. Conveyance System #5. Erosion and Sedimentation Control #6. Maintenance and Operation #7. Financial Guarantee and Liability #8. Water Quality #9. On-site BMPs Special Requirements 1-6 17 #1. Other Adopted Area Specific Requirements #2. Floodplain/Floodway Analysis #3. Flood Protection Facilities #4. Source Controls #5. Oil Control #6. Aquifer Protection Area 3. Offsite Analysis 18 Task 1 – Study Area Definition and Maps Task 2– Resource Review Task 3– Field Inspections Task 4 – Drainage System description Task 5 – Mitigation of Existing or Potential Problems 4. Flow Control, LID and WQ facility and Design 21 1.1 Existing Site Hydrology 1.2 Developed Site Hydrology 1.3 Performance Standards 1.4 Flow Control System 1.5 Water Quality 5. Conveyance System Analysis and design 23 AE2017-128 3 6. Special Reports – See Geotech Reports by GeoGroup NW 23 7. Other Permits 23 8. CSWPPP 23 9. Bond Quantity, Facility Summary & Declaration of Covenant 42 10. Operations and Maintenance 42 11. Conclusions 57 Appendix MWLSBS Details Geotechnical Report WWHM Report Bond Quantity AE2017-128 4 1. PROJECT OVERVIEW This storm drainage technical information report has been prepared to address the 2017 City of Renton Surface Water Design Manual (CORSWDM) for the proposed 2 typical townhome buildings for Sunridge Townhomes II located at 122XXX SE PETROVITSKY RD on Tax parcels # 073900-0050. The parcel is located between 122nd PL and 126th Ave at North Side of Petrovitsky RD in Renton. The Legal Description is: BENSON HEIGHTS, ADD S 260 FT OF W135.25 FT AS MEA ALG W LN THOF LESS RD in King County Washington. PREDEVELOPED SITE CONDITIONS The proposed project is located at the North of SE Petrovitsky RD, Renton, WA 98058. The property is (0.76 Acre) 33,027 square feet in area with 2078 sf of ROW; total 35105 sf area for proposed development. The property has no existing development, and covered with grass and trees. The South portion of site is almost flat. The site has 3.5% +/- moderate slope from NW corner toward SE corner. There are existing catch basins and storm drainage system under Petrovitsky RD on South of site, which is connected to main storm drainage system and draining to west. The existing lot drains from North to South to catch basins South of Site at Petrovitsky RD. The City of Renton Map shows that the site is not located in coal mine area, landslide, erosion hazard areas, or critical aquifer recharge area (see the City of Renton sensitive area map below). There is a big Soos Creek stream on the south of the site (about 391ft). This lot is in the Urban Growth Area. Drainage Basin = Soos Creek. Watershed = Duwamish - Green River. WRIA= Duwamish-Green (9). Existing covered area Total lot area (existing pervious area) (sf) 33,027 Total Ex. Impervious area coverage on site (%) 0% ROW (sf) 2,071 Access on east side (outside lot) 1,765 Total project area (sf) 36,863 AE2017-128 5 DEVELOPED SITE CONDITIONS The proposed project involves construction of 2 typical townhome buildings with 7,285 sf of new building, 2,340 sf of concrete walkways and 12,202 sf asphalt parking & drive. 1230 sf of asphalt access way outside lot will also add to impervious surface. The total proposed development will add 21,827 sf of hard surface or 68.77% impervious area of total 31740sf target area on lot; the remaining 9,913 sf will be landscaping. The total proposed pervious area is 9,913 sf; 31.23% of the lot. A total of 11 new residential units will be constructed. 2216 sf impervious and 1677 sf landscape will be added on ROW part of the project. Total 36,863 sf of area the project will be disturbed. Per CORSWDM 2017, after development the surface water from roof and impervious pavement will be routed to the detention vault and then through a Modular Wetlands Linear Stormwater Biofiltration System on the southwest corner of the site, then it will be drained to existing catch basin on SW corner and which is connected to storm drainage system under Petrovitsky RD to same natural location where site is draining now. The peak flow run-off after developments will be equal or less than pre-development conditions. AE2017-128 6 Proposed new replaced impervious are: Site Area = 33,027 sf (as per Topographic Survey) Dedicated ROW (9’-6”) = 1,287 sf Site Area (minus ROW) = 31,740 sf Area disturbed for access on east of site = 1,230 sf (outside lot) Existing ROW + Dedicated ROW + Access on east (ROW) = 3,893 sf Total Project Area disturbed = 36,863 sf PROPOSED HARD SURFACE Target area on lot (sf) (total minus dedicated ROW) 31,740 Buiding 1 (sf) 3,511 Buiding 2 (sf) 4,458 Walks (sf) 3,074 Asphalt Pavement (sf) 12,195 TOTAL PROPOSED IMPERVIOUS AREA on site (SF) 23,238 TOTAL PROPOSED IMPERVIOUS AREA on site (%) 73.2% Asphalt pavement on access at east (outside lot) 1,230.0 TOTAL PROPOSED IMPERVIOUS COVERAGE 24,468.0 Landscaping on site = 8,502 sf Landscape on ROW = 1,677 sf As the project result in more than 7000sf land disturbing activity and less than 50 acres of new impervious surface within a sub-basin or multiple sub-basins that are hydraulically connected, the project needs Full Drainage review (per Figure 1.1.2.A of the 2017 CORSWDM below). All nine core requirements in Section 1.2 and all six special requirements in Section 1.3 are applied per table 1.1.2 A of the 2017 CORSWDM. The site is larger than 22,000sf, so on-site BMP’s will be analyzed to determine the extent possible that they can be used to control stormwater runoff. Our analysis indicates that no BMPs are feasible on this site for impervious area. AE2017-128 7 AE2017-128 8 The soil survey map of Renton indicates that the site is underlain by Glacial Till. AE2017-128 9 Glacial Till is typically characterized by an unsorted, non-stratified mixture of clay, silt, sand, gravel, cobbles and boulders in variable quantities. These materials are typically dense and relatively impermeable. The poor sorting reflects the mixing of the materials as these sediments were overridden and incorporated by the glacial ice. Per Cobalt Geosciences, LLC (Cobalt) soil report, the soils are glacial till soil (very dense soil profile). This type of soil is generally relatively impervious and not recommended for full infiltration. See the soil report attached in the appendix of this report. TIR work sheet VY PROPERTIES LLC 206-351-9289 15012 SE 253RD PL COVINGTON, WA 98042 Ben Anstey, PE Anstey Engineering (206) 303-7639 SUNRIDGE 2 LUA:20-000039 23 North 05 East 28 VACANT LAND, Renton, WA 98058 X X X X X Feb 07, 2022 X Feb 07, 2022 AE2017-128 10 N/A NA Soos Creek Flow Control duration standard forested conditions & Enhanced Basic WQ AE2017-128 11 Alderwood Till Text 0-15% Moderate X X Level 1 None Matching forested 2 8/31/2018 LID On site TBD TBD AE2017-128 12 TRASH CONTROL ENCLOSURE Site is not in an Aquifer protection area. MWLSB System AE2017-128 13 X X X X X X X X X X X X X X X X X X MWLSB System X X VAULT AE2017-128 14 2. Conditions and Requirements Summary The project must comply with all nine core requirements per Section 1.2 and all six special requirements per Section 1.3 CORE REQUIREMENT #1 DISCHARGE AT THE NATURAL LOCATION The flows on this site after development will be routed to existing piped storm drainage system in under Petrovitsky RD same natural location as it is draining now under predevelopment conditions. CORE REQUIREMENT #2 OFFSITE ANALYSIS (Per 1.2.2) This is an urban area and the properties around are small and fully developed. There are no significant on or off-site flows on this property. No downstream drainage problems were observed. This site drains to the piped drainage systems in Petrovitsky RD. See Level One Downstream Analysis in section 3 CORE REQUIREMENT #3 FLOW CONTROL See section 4 Per flow control standards map of the 2017 CORSWDM below, the site is flow control duration standard (Forested Conditions). Per table 1.2.3.A, as there is no identified problem downstream, the site applies the Flow Control Duration Standard which matches the flow duration of predeveloped rates for forested (historical) site conditions over the range of flows extending from 50% of 2-year up to the full 50-year flow AND matches peaks for the 2- and10-year return periods. See section 4 for flow control Jun 06, 2023 AE2017-128 15 CORE REQUIREMENT #4 CONVEYANCE SYSTEM (Per 1.2.4): As the flows on this site are routed to the piped drainage system in Petrovitsky Road they are designed to match with pre-development and developed conditions; there is no significant conveyance systems needed except for 12” pipe between catch basins. The mitigated peak flow per WWHM is 0.1cfs and unretained bypass flow is 0.432 but 12” pipe at 0.5% can pass 2.8cfs. See more design details in section 5. AE2017-128 16 CORE REQUIREMENT #5 EROSION AND SEDIMENT CONTROL (Per 1.2.5) Temporary ESC measures will be required as there will be disturbance of the soil to construct the new buildings, parking lot and walkways, and clearing of the site. All of the flows from the site will flow onto South of the lot so no adjacent properties will be affected. A construction entrance and BMPs to trap the sediments on site and to avoid entering the drainage system under Petrovitsky RD should be provided. Not any other special requirements are needed. To prevent sediment transport and pollutant discharges as well as other impacts related to land-disturbing and construction activities, Erosion and Sediment Control (ESC) measures and Stormwater Pollution Prevention and Spill Control (SWPPS) measures that are appropriate to the project site must be applied through a comprehensive Construction Stormwater Pollution Prevention (CSWPP) plan. The Temporary Erosion and Sediment Control (TESC) plan has been prepared and included with Civil Construction Engineering plans. See section 8 for more details and TESC calculations/sizing. CORE REQUIREMENT #6 MAINTENANCE AND OPERATION Per 1.2.6, maintenance and operation of all drainage facilities is the responsibility of the applicant or property owner, except those facilities for which the City assumes maintenance and operation as described below and in RMC 4-6-030.M. Drainage facilities must be maintained and operated in accordance with the maintenance standards in Appendix A of this Manual, or other maintenance standards as approved by the City. See section 10 for A Maintenance and Operations manual for stormwater facilities CORE REQUIREMENT #7 FINANCIAL GUARANTEES AND LIABILITY Per 1.2.7, In accordance with RMC 4-6-030, CED shall require all persons constructing any surface water facilities (including flow control/water quality facilities, conveyance systems, erosion control, and road drainage), to post with the City of Renton a bond, assignment of funds or certified check. The applicant must also maintain liability insurance as described in this Core Requirement #7 The property owner will be responsible for a surety device and ensure that the project is constructed to the approved plans and drainage does not cause any problems. A Bond Quantity Worksheet is provided in section 9 of this report. CORE REQUIREMENT #8 WATER QUALITY FACILITIES Per 1.2.8., there is more than 5000sf of new pollution generating impervious area will be created, so special water quality treatment is necessary. As more than 50% of runoff from site drains to quality facility and site development is for multifamily use, so enhanced basin WQ will be designed and construction to install in line flow from site to drainage system per chapter 6 of CORSWDM 2017. The Modular Wetlands Linear Stormwater Biofiltration System will be used for WQ treatment to meet Enhanced basic WQ Treatment. AE2017-128 17 CORE REQUIREMENT #9 ON-SITE BMPS Per 1.2.9, on-site BMPs must be selected and applied according to the basic requirements, procedures, and provisions detailed in this section and the design specifications for each BMP in Appendix C, Section C.2. As the site is more than 22,000sf, Large Lot BMP Requirements is applied for this site per 1.2.9.2. (C.1.3.2 for Large Lot is applied) BMPs will be examined to see if they can control Stormwater on this site per C.1.3.2. C.2.1 Full Dispersion – Full dispersion from parking lot is not feasible as there is not enough forested area on site. Roof area is more than 7000 sf. A 100-foot vegetated/forest flow path is not available; therefore, full dispersion is not feasible. C.2.2 Full Infiltration – Not feasible as the soils are Glacial till per the geotechnical report dated April 20, 2009. C.2.3 Limited Infiltration – Not feasible due to till soil per the geotechnical report dated April 20, 2009.Due to limited area, slopes and poor soil. C.2.4 Basic Dispersion – There is no space to provide basic dispersion for all added impervious surfaces. Basic Dispersion is not feasible. C.2.6 Bioretention – is not feasible due to Bioretention Infeasibility Criteria List per C.2.6. Infiltration is not used due to till soils per Geotech report. C.2.7 Permeable Pavement – Permeable pavement is not feasible as per geotechnical recommendations. Above analysis indicates that no BMPs are feasible on this site for impervious area. Limited space and geotechnical recommendation with very minimal infiltration makes site to implement any on-site BMPs. Project has opted to implement LID performance flows for post development conditions. Special Requirements: #1. Other Adopted Area Specific Requirements (section 1.3.1) – none known #2. Flood Hazard Are Delineation (section 1.3.2) – site is not in a flood plane #3. Flood Protection Facilities (section 1.3.3) – No Flood Protection Facilities are required or proposed #4. Source Control (section 1.3.4) -The site is not a commercial site, so requirement is not applicable however as requirement # 3 Part E and special requirement # 5 an enhanced WQ system will be designed and installed on site. A enclosure structure will constructed to cover the trash bins. Any incidental flow from trash area is connected to sewer system #5. Oil Control (section 1.3.5) - The project is not classified as a high-use site (less AE2017-128 18 than 100 vehicles per 1000 square feet of gross building area) so the requirement does not apply. As the development is for multifamily and 12,195sf of pollution generation parking lot will be developed, an enhanced WQ system will be designed and installed on site. #6. Aquifer Protection Area (section 1.3.6) - This site is not in an Aquifer protection area. 3. Off-Site Analysis Offsite Analysis – Level One Downstream Analysis Task 1: Define and map the study area The properties to the North and West of this site have multifamily residences, and to East of this site are small single-family residences, which are fully developed and do not discharge any significant amount of runoff onto this site. South of site Petrovitsky RD has curbs and drainage system and Frontage of site will be developed to construct curbs and walk way which does not drain any significant run off to site. South side Petrovitsky RD and properties across road are lower than the site; do not discharge any significant amount of runoff onto this site. Task 2: Review all available information on the study area Using the King County iMap interactive tool, it was found that there is wetland/soos creek on south of SE Petrovistky Rd, approximate 250 ft from site south boundary at downstream. Stormwater runoff from site drains to south to SE Petrovistky Rd storm drainage system, after draining approximate 475 ft through close pipe system finally drains to outfall at wetland. As of now, there is no adverse impact at outfall and wetland due to stormwater drainage from site at pre-development conditions. After development a detention vault is designed to control the flow from site. The mitigated 100-year flow frequency will be less than pre-development. See attached WWHM report. So, it is concluded that development will not impose any harm to outfall at wetland and wetland itself. Water quality system will be installed before runoff discharge to drainage system. Task 3: Field Inspection There are no reported problems to be investigated. There will not be any destruction of aquatic habitat on-site or downstream. The site was visited on Aug31, 2018 and a 1/4- mile downstream investigation was made. As there are no signs of surface flow no problems were identified. The piped drainage systems flow south. Task 4: Drainage System Description and Problem Descriptions Per 2017 CORSWDM, the site after development is considered for flow control, WQ system will be installed before the connection to city drainage system. AE2017-128 19 For this site, underground stormwater detention vault and a Modular Wetlands Linear Stormwater Biofiltration System will be used. After development site will have total 24,468 sf of hard surfaces including 23,238 sf impervious surface on site and 1,230 sf off-site at access on east side and project is adding pollution generating surface. 661sf of roof and 827 sf of walkway is provided with basic dispersion over required vegetated path. The runoff from the 22980 sf of roof and pavement will be controlled by routing it to the underground stormwater detention system to match or lower the peak discharge as compare to pre- development conditions, then flow through Modular Wetlands Linear Stormwater Biofiltration System for final water quality treatment and connect to the existing drainage system on the southwest of the site in Petrovitsky Road. Impervious walkway from ROW 2,216 sf will drain directly to the Petrovitsky Road and hence to city drainage system. A quarter mile downstream inspection was performed. The inspection concluded no visual impacts or potential problems will occur from the development of the subject site. Pre-development conditions, the downstream course consists of sheet flow onto the adjacent sidewalk and catch basins on the north side of SE Petrovitsky Road. The drainage crosses to the west through 12” Ø CMP for approximate 250-300ft before crossing the road through 12” Ø CP culvert which connects to 18” CMP to flow to outfall at 50’ south of Petrovitsky Road to a vegetated swale flowing south. The vegetated channel flows aproxiamte 270 ft to join at with Big Soos creek and the Green River watershed. There are no other significant on or off-site flows. The existing site drain to catch basins and city drainage system under Petrovitsky RD and after development will drain to same natural location with reduced flow frequency. AE2017-128 20 AE2017-128 21 Task 5: Mitigation of Existing or Potential Problems There are no known existing or potential drainage problems and / or water quality problems. 4. Flow Control, LID and WQ facility and design Part A: Existing Site Hydrology The lot is empty and covered with trees and grass, the storm water runoff flows from NE corner of site to South to Catch basins in Petrovitsky RD to drainage system under the Rd. The whole site has grass and trees; it is gently sloped with slope of 3.5%+/- down to South. The storm water runoff from North side currently dispersed across the entire site toward South and flows to existing catch basins and drainage system. There is no evidence of any other on-site flows going off-site. The site does not receive any significant off-site flows from the adjacent properties. The soil is glacial till. There no evidence of any existing erosion on site. - See Geotech Report in Appendix Exist Site Hydrology Basin 1 (on site + access on east) (Till Pasture) 32,970.0 sf 0.757 ac Basin 2 (ROW – for by pass) (Till Pasture) 2,805.0 sf 0.064 ac Basin 2 (ROW – for by pass) (Existing side walk imp.) 1,088.0 sf 0.025 ac TOTAL area 36,863.0 sf 0.846 ac Part B: Developed Site Hydrology 23,238sf plus 1230sf offsite for access way on east, total 24468 of hard surfaces development is constructed on site, a flow control facility will be constructed to match with existing site conditions for 2, 10 and 100-year run off. The surface run off from remaining 24468sf impervious surface will be routed to an underground stormwater detention system. 2216sf impervious and 1677 land scape area on ROW will drained to Petrovistky RD as bypass directly to city drainage system. Developed Site Hydrology Basin 1 – Impervious area 23,724.0 sf 0.545 ac Basin 1 - Pervious Area (With Soil Amendment) 9,913.0 sf 0.212 ac Basin 2 – Impervious area (ROW bypass) 2,346.0 sf 0.053 ac Basin 2 - Pervious Area (With Soil Amendment) (ROW) 1,547.0 sf 0.036 ac TOTAL area (Till Pasture) 36,863.0 sf 0.846 ac AE2017-128 22 Pre-development and mitigated flow frequencies are listed below, the detail design report WWHM is attached here. Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.037798 5 year 0.05589 10 year 0.069461 25 year 0.088462 50 year 0.103993 100 year 0.120733 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.031379 5 year 0.041015 10 year 0.048156 25 year 0.058078 50 year 0.066149 100 year 0.074826 As per WWHM report, 116’ (L)x22’(W)x5’(D) detention vault with 4’ riser height, 10,208 cu ft live storage is required. However, a detention tank with 7-feet depth is provided for maintenance requirements and as per COR standard detail, which will provide 2.5-feet deep (6325 cu ft) of dead storage. Part C: Performance Standards Per Section 1.2.9.1 B and C of 2017 CORSWDM, The project is opted to use the LID Performance Standards in lieu of the BMP selection as described in Sections 1.2.9.2 and 1.2.9.3. Stormwater discharges shall match developed discharge durations to pre- developed durations for the range of pre-developed discharge rates from 8% of the 2- year peak flow to 50% of the 2-year peak flow. Historical (Forest) site conditions are assumed as the predeveloped condition. See LID report on page 17 of WWHM report attached here. A Modular Wetlands Linear Stormwater Biofiltration System will be installed downstream of the detention system to provide Enhanced Basic water quality treatment for the site. Part D: Flow Control System BMPs were analyzed for their practicality for controlling site runoff. See On-site BMP infeasibility in Core Requirement #9. As per Core Requirement #3, a detention vault with control structure is designed as flow control system. See WWHM Report for design of Flow Control System. AE2017-128 23 Part E: Water Quality System: Since the site is more than 5000sf of new pollution generating area (13,425sf) will be created and high use site (multifamily buildings), Enhanced Basic water quality treatment is required. The water quality system will be designed and installed to remove fine sediments and residual oil for required flow rate. A Modular Wetlands Linear Stormwater Biofiltration System will be used for WQ treatment to meet Enhanced basic WQ treatment. No additional facilities will be necessary. See detail attached in appendix 5. Conveyance System Analysis and Design No special conveyance design is required as 12” pipe is adequate to take the water from the detention system structure to the existing drainage system and city drainage system under Pertovitsky Rd. Using manning equation Q= (1.49/n) AR 2/3 S ½ , The flow rate for 12” PVC pipe at slope S=0.5% is 27 cfs which is way more than for required mitigated flow 0.1 cfs with 100-year return period frequency. Also as per table 4.2.1.A1, 12’ dia pipe CB/MH to CB/MH is allowed up to 300ft length with 0.5 slope, the 12” pipe used for conveyance from detention tank to city drainage CB is max with Length of 46 LFT and slope is more than 0.5%. 6. Special Reports – See Geotech Report by Geo Group Northwest, Inc 7. Other Permits– As the project is multiple-family residence, a building Permit will be required. 8. CSWPP PLAN ANALYSIS AND DESIGN: In order to prevent erosion and trap sediment within the project site, the following BMPs will be used approximately as shown on the ESC plan and for unforeseen situations not included on plans. The CSWPP Supervisor is the responsible person who will oversee implementation and maintenance. Erosion and Sediment Control (ESC) Measures: The following ESC measures are required to minimize erosion and sediment transport offsite: 1. Clearing Limits: Limits of Disturbance will be marked by fencing or other means on the ground; this will be completed prior to land disturbing activity to protect vegetated areas which do not need to be disturbed with the proposed improvements. 2. Cover Measures: Straw, mulch or plastic will be used to cover the site or to provide immediate temporary/short term protection from erosion. 3. Perimeter Protection: A row of silt fence will be installed around perimeter; on the downstream of flow of the project area; this BMP was selected to provide perimeter AE2017-128 24 protection since site grades will not concentrate flows as site slopes are moderate. 4. Traffic Area Stabilization: A rocked construction entrance will be placed at the location of the driveway throughout construction. A stabilized construction entrance at exit is required to prevent the tracking sediment offsite. 5. Sediment Retention: The underground detention vault will be installed early and will be used as sedimentation trap during construction; it will help to ensure that no silt laden water leaves the site. A temporary sedimentation trap pond will be installed during construction of detentions vault. Also, Silt fence will be installed to trap the sediments on site within perimeter. Existing Catch basin on site and in Petrovitsky RD will be protected using inlet protection BMPs. This BMP was selected to prevent coarse sediment leaving site and from entering the storm drainage system. 6. Surface Water Collection: Interceptor swales/dikes and check dams will be installed to collect the surface runoff and then routed to sedimentation trap. Surface water collected in sedimentation trap will be discharged to drainage system only after ensuring the water is rid of sediments and/or will be pumped using filter bags. 7. Dewatering: Accumulated water in foundation areas, excavations, and utility trenches shall be removed and disposed of in a manner that does not pollute surface waters or cause downstream erosion or flooding. See "Dewatering Control," Section D.2.1.7 (p. D-66), for detailed specifications. 8. Dust Control: Dust control, if required, will be provided by water truck sprinkling over exposed dry and soils dust sources. 9. Flow Control: Not applicable since this is a small project site. 10. Control Pollutants: Refer to SWPPS Measures below. 11. Maintain BMPs: BMPs will be maintained by the CSWPP Supervisor or designee per the Renton Surface Water Design manual or DOE BMPs. All BMPs implemented on site must be maintained and repaired until after the site is completely stabilized in order to protect the function of the BMP in erosion control practice. 12. Manage Project:  Site grading shall be performed after the erosion and sediment control measures have been constructed.  Trenches shall be opened only immediately prior to installation of the stormwater conveyance pipes and the trenches should be backfilled immediately after any required testing or inspections of the installed pipes. Trenching spoils must be treated as other disturbed earthwork and measures should be taken to cover or otherwise stabilize the material, as required.  The Construction SWPPP plan shall be retained on-site or within reasonable access to the site at all times. The CSWPPP plan shall be modified to include any AE2017-128 25 additional or modified BMPs that are deemed necessary to manage erosion and sediment on the site. Revisions to the CSWPPP must be completed within seven days.  Report spillage or discharge of pollutants within 24-hours to the City of Renton. 13. Protect Low Impact Development BMPs: Amended Soils: the installation of amended soils should be completed at the end of the project to protect them from sedimentation and over compaction. Stormwater Pollution Prevention and Spill (SWPPS) Measures: The following SWPPS measures are required to prevent, reduce or eliminated the discharge of pollutants to onsite or adjacent stormwater systems from construction related activities. 1. Follow effective pollutant handling and disposal procedures: All pollutants, including waste materials and demolition debris that occur on-site during construction shall be handled and disposed to avoid any contamination of stormwater. This is necessary to protect site soils, downstream drainage and to comply with regulations. 2. Provide cover and containment for materials, fuel and other pollutants: This measure is necessary to protect onsite soils, drainage system and downstream natural waters from petroleum products, asphalt and concrete compounds, hazardous chemicals, etc. A designated safe area for storage and maintenance and refueling of construction equipment must be provided onsite and away from clear waters. 3. Manage the project site to maximize pollutant control and minimize pollutant sources: Control of pollutants other than sediments is the responsibility of the owner/CSWPP Supervisor. The oversight of subcontractors and laborer is important to keep the project on track with SWPPS and ESC measures. A CSWPP Supervisor /primary contact responsible for SWPPS and ESC issues and reporting, coordination with subcontractors and implementation of the CSWPP Plan should be identified before construction start. Refer to RCSWDM D.2.2.11 for more specific requirements. 4. Protect from spills and drips of petroleum products and other pollutants: Store petroleum products and other pollutants in safe place to avoid spills and drips. Use drip pans under parked equipment. Keep spill control kits on site. 5. Avoid overapplication or untimely application of chemicals and fertilizers: There is no need of application of chemicals and fertilizers during construction 6. Prevent or treat contamination of stormwater runoff by pH modifying sources: There is no source of pH on site, except concrete operations which is described in AE2017-128 26 concrete handling below. Concrete Handling will be implemented as the site includes concrete foundation, driveway and walks. Below measures will be taken from Design and Installation Specifications from RSWDM: 1. Assure that washout of concrete trucks, chutes, pumps, and internals is performed at an approved off-site location or in designated concrete washout areas. Do not wash out concrete trucks onto the ground, or into storm drains, open ditches, streets, or streams. Refer to BMP D.2.2.2 for information on concrete washout areas. 2. Return unused concrete remaining in the truck and pump to the originating batch plant for recycling. Do not dump excess concrete on site, except in designated concrete washout areas. 3. Wash off hand tools including, but not limited to, screeds, shovels, rakes, floats, and trowels into formed areas only. 4. Wash equipment difficult to move, such as concrete pavers in areas that do not directly drain to natural or constructed stormwater conveyances. 5. Do not allow washdown from areas, such as concrete aggregate driveways, to drain directly to natural or constructed stormwater conveyances. 6. Contain wash water and leftover product in a lined container when no formed areas are available. Dispose of contained concrete in a manner that does not violate ground water or surface water quality standards. 7. Concrete Washout Area will be employed offsite. The developer is planning for washout of concrete trucks to be completed at an approved off-site location, since this is a small lot. Refer to RSDWM D.2.2.2 for specifications, details and maintenance standards. Refer to RSDWM D.2.2. for additional specifications, details and maintenance standards. Permanent Detention vault will be used as TESC “pond” for the project. The minimum TESC pond (dentation vault) area, dewatering orifice diameter, and emergency overflow riser diameter are calculated below for construction site, and compared to the proposed detention vault control structure to verify adequate TESC functionality. The TESC pond area was calculated for the project site using the 10-year storm event with the potential of work during the wet season (October 1 to April 30). Per Section D.2.1.5.2 of the 2017 Renton SWDM, the 10-year, 15-minute time step developed condition peak flow rate used for the TESC pond area sizing is Q10 = 0.32 cfs. The Q10 is calculated using WWHM continue hydraulic model for mitigated conditions without detention vault/flow control, which is very conservative. AE2017-128 27 TESC Pond Surface Area Calculation per D.2.1.5.2 TESC Pond minimum surface area, SA, is determined by the following equation: SA = 2080 sf per cfs * (Total Q10-developed) (page D-49, 2017 City of Renton SWDM) Where: SA = minimum TESC pond surface area (sf) Q10-developed = 10-year developed, 15-minute, peak flow (0.32 cfs) (without flow control) SAmin = 2080*0.32 = 666 sf The design bottom surface area of the proposed detention vault = 116x 22 = 2,552 square feet, enough to provide adequate erosion and sedimentation control. Principle Spillway (Riser Pipe ) The TESC concrete vault is designed with 1.0 feet of head. The riser pipe must pass the developed condition 10-year peak flow (0.32 CFS) using WWHM-2012 15-minute time steps. Using Figure 5.1.4.H (page 5-34 2017 Renton SWDM), for the 10-year peak flow the minimum riser pipe diameter is 10 inches. The proposed riser diameter for the sediment vault is 18 inches. Emergency Overflow Spillway The TESC concrete vault is designed to safely convey the developed condition 100-year 15-minute peak flow. Dewatering Orifice Determine the required area of the orifice, per D.2.1.5.2 COR SWDM 2017 𝐴𝑂 = 4.81(10-6)Ash0.5 where Ao = orifice area (square feet) As = pond surface area (square feet) = 666 sf h = head of water above orifice (height of riser in feet) = 3.5 ft T = dewatering time (24 hours) g = acceleration of gravity (32.2 feet/second2) Ao = 0.006 sf D = 24x (Ao /π)0.5 =1” (required minimum diameter, page D-50 2017 Renton SWDM) The minimum diameter for the perforated tubing connected to the dewatering orifice is 4”. AE2017-128 28 The detention vault as TESC pond provides adequate erosion and sediment control for the area. As per COR std 216.10, A 18-inch riser pipe with an overflow elevation of 3.5 feet above the bottom of the pond to be used, with a 1” diameter dewatering orifice provided during the clearing and grading phase. Size of Temporary Sedimentation Pond for Detention Vault construction: The ratio of total proposed impervious area on site to detention pond area is 3105/32974= 0.094, So By Same ratio Q10= 0.33 x 0.094= 0.03 cfs. SAmin = 2080*0.03 = 63 sf Install sediment tarp as per FIG.2.1.5.A with bottom of pond 10’x6.5’ with 5-feet depth. SWPPS plan is completed in conformance with Section 2.3.1.4 of the 2017 Renton SWDM. The Erosion Sedimentation Control Plan contains standard notes and notes establishing what materials and activities that will be allowed on the site. A person shall be designate by the contractor as the responsible representative in charge of erosion control and maintenance of all erosion control and stormwater pollution prevention facilities. Pollution-generating activities associated with construction and mitigation are listed below. 1. Storage and Handling of Liquids: Storage of liquid pollutants such as fuel will not be allowed on the site, no spill prevention report and/or clean up report is required. 2. Storage and Stockpiling: Storage of construction materials and wastes will be stored within a designated stockpile area. 3. Fueling: No fuel shall be stored on site. Fueling shall be filled by a fueling truck. 4. Vehicle and Equipment maintenance and repairs are not allowed on site, shall be done offsite. 5. Concrete Saw Cutting: Any concrete waste or waste from saw cutting or surfacing will be discharged to concrete waste designated tank/pool or a lined sump as specified in the notes. 6. Handling of pH Elevated Water: Handling of pH elevated water is specified on the Erosion Sedimentation Control Plan. 7. Application of Chemicals, Pesticides and Fertilizers: Application of agricultural chemicals, including fertilizers and pesticides, shall be conducted in a manner that it will not result in loss of chemical to stormwater runoff. Application rates and procedures shall be followed as per manufacturers’ recommendations. AE2017-128 29 AE2017-128 30 AE2017-128 31 AE2017-128 32 AE2017-128 33 AE2017-128 34 35 AE2017-128 AE2017-128 36 AE2017-128 37 AE2017-128 38 AE2017-128 39 AE2017-128 40 AE2017-128 41 AE2017-128 42 9. Bond Quantity, Facility Summary and Declaration of Covenant – See attached 10. Operations and Maintenance See below, AE2017-128 43 AE2017-128 44 AE2017-128 45 AE2017-128 46 AE2017-128 47 AE2017-128 48 AE2017-128 49 AE2017-128 50 AE2017-128 51 AE2017-128 52 AE2017-128 53 AE2017-128 54 AE2017-128 55 AE2017-128 56 AE2017-128 57 11. Conclusions – The proposed development with two multi-family residence buildings, walk ways and impervious parking lot can be developed per City standards and without changing the character of the site. A detention system with 116’ x 22’x 7’ detention tank and a control orifice of 0.625” Ø with a notch of 0.026’ x 0.6’ will provide level 2 flow control. A Modular Wetlands Linear Stormwater Biofiltration System will provide Enhanced Basic Water Quality Treatment. Appendix: MWLSB Details Geotech Report WWHM Report Bond Quantity PLAN VIEW ELEVATION VIEW RIGHT END VIEW STANDARD DETAIL STORMWATER BIOFILTRATION SYSTEM MWS-L-4-6-V-UG FOR PATENT INFORMATION, GO TO www.ContechES.com/IP LEFT END VIEW INSTALLATION NOTES SITE SPECIFIC DATA This is preliminary standard detail, See construction shop drawings for project specific details. Geotechnical Investigation Proposed Residential Development 122xx SE Petrovitsky Road Renton, Washington June 17, 2019 GEOTECHNICAL INVESTIGATION RENTON, WASHINGTON i Table of Contents 1.0 INTRODUCTION ............................................................................................................. 1 2.0 PROJECT DESCRIPTION .............................................................................................. 1 3.0 SITE DESCRIPTION ....................................................................................................... 1 4.0 FIELD INVESTIGATION ............................................................................................... 1 4.1.1 Site Investigation Program ................................................................................... 1 5.0 SOIL AND GROUNDWATER CONDITIONS .............................................................. 2 5.1.1 Area Geology ........................................................................................................ 2 5.1.2 Groundwater ........................................................................................................ 2 6.0 GEOLOGIC HAZARDS ................................................................................................... 3 6.1 Erosion Hazard .................................................................................................... 3 6.2 Seismic Hazard .................................................................................................... 3 7.0 DISCUSSION ................................................................................................................... 3 7.1.1 General................................................................................................................. 3 8.0 RECOMMENDATIONS .................................................................................................. 4 8.1.1 Site Preparation ................................................................................................... 4 8.1.2 Temporary Excavations ........................................................................................ 4 8.1.3 Erosion and Sediment Control.............................................................................. 5 8.1.4 Foundation Design ............................................................................................... 5 8.1.5 Stormwater Management ..................................................................................... 6 8.1.6 Slab-on-Grade ...................................................................................................... 7 8.1.7 Groundwater Influence on Construction .............................................................. 7 8.1.8 Utilities ................................................................................................................ 7 8.1.9 Pavements ............................................................................................................ 9 9.0 CONSTRUCTION FIELD REVIEWS ............................................................................ 9 10.0 CLOSURE ...................................................................................................................10 LIST OF APPENDICES Appendix A — Statement of General Conditions Appendix B — Figures Appendix C — Test Pit Logs GEOTECHNICAL INVESTIGATION RENTON, WASHINGTON June 17, 2019 1 PO Box 82243 Kenmore, WA 98028 cobaltgeo@gmail.com 206-331-1097 1.0 Introduction In accordance with your authorization, Cobalt Geosciences, LLC (Cobalt) has completed a geotechnical investigation for the proposed residential development located at 122xx SE Petrovitsky Road in Renton, Washington (Figure 1). The purpose of the geotechnical investigation was to identify subsurface conditions and to provide geotechnical recommendations for foundation design, stormwater management, earthwork, soil compaction, and suitability of the on-site soils for use as fill. The scope of work for the geotechnical evaluation consisted of a site investigation followed by engineering analyses to prepare this report. Recommendations presented herein pertain to various geotechnical aspects of the proposed development, including foundation support of the new buildings and new pavements. 2.0 Project Description The project includes construction of two multi-story, multi-unit residential buildings in the southern portion of the property. The buildings will have six units (north) and five units (north) for a total of 11 residential units. Parking areas will be located along the east property line and a drive lane will extend into the property and between the buildings from the west. Anticipated building loads are expected to be light to moderate and site grading will include cuts and fills on the order of 4 feet or less. Stormwater management will include infiltration devices, if feasible. We should be provided with the final plans when they become available. 3.0 Site Description The site is located at 122xx SE Petrovitsky Road in Renton, Washington (Figure 1). The property consists of one irregularly shaped parcel (No. 0739000050) with a total area of about 33,542 square feet. The site is undeveloped and vegetated with grasses, ferns, ivy, blackberry vines, Scotch Broom, and variable diameter deciduous trees. The site slopes gently downward from north to south at magnitudes of less than 10 percent and relief of about 8 feet. The site is bordered to the east, west, and north by commercial and residential developments and to the south by SE Petrovitsky Road. 4.0 Field Investigation 4.1.1 Site Investigation Program The geotechnical field investigation program was completed on May 30, 2019 and included excavating and sampling four test pits within the property for subsurface analysis. GEOTECHNICAL INVESTIGATION RENTON, WASHINGTON June 17, 2019 2 PO Box 82243 Kenmore, WA 98028 cobaltgeo@gmail.com 206-331-1097 The soils encountered were logged in the field and are described in accordance with the Unified Soil Classification System (USCS). A Cobalt Geosciences field representative conducted the explorations, collected disturbed soil samples, classified the encountered soils, kept a detailed log of the explorations, and observed and recorded pertinent site features. The results of the sampling are presented on the exploration logs enclosed in Appendix C. 5.0 Soil and Groundwater Conditions 5.1.1 Area Geology The site lies within the Puget Lowland. The lowland is part of a regional north-south trending trough that extends from southwestern British Columbia to near Eugene, Oregon. North of Olympia, Washington, this lowland is glacially carved, with a depositional and erosional history including at least four separate glacial advances/retreats. The Puget Lowland is bounded to the west by the Olympic Mountains and to the east by the Cascade Range. The lowland is filled with glacial and non-glacial sediments consisting of interbedded gravel, sand, silt, till, and peat lenses. The Geologic Map of King County, indicates that the site is underlain by Vashon Glacial Till. Vashon Glacial Till is typically characterized by an unsorted, non-stratified mixture of clay, silt, sand, gravel, cobbles and boulders in variable quantities. These materials are typically dense and relatively impermeable. The poor sorting reflects the mixing of the materials as these sediments were overridden and incorporated by the glacial ice. Explorations The test pits encountered 6 to 12 inches of topsoil and vegetation underlain by approximately 3.5 to 5.5 feet of loose to medium dense, silty-fine to medium grained sand with gravel (Fill and/or Weathered Glacial Till). These materials were underlain by dense to very dense, silty-fine to medium grained sand with gravel (Glacial Till), which continued to the termination depth of the explorations. 5.1.2 Groundwater Groundwater was not encountered in any of the explorations. There is a chance that perched groundwater may be encountered during late winter and early spring months. We anticipate that groundwater would be perched between fill or weathered till and underlying unweathered glacial till. Depths to groundwater would vary from about 3 to 6 feet below grades. Water table elevations often fluctuate over time. The groundwater level will depend on a variety of factors that may include seasonal precipitation, irrigation, land use, climatic conditions and soil permeability. Water levels at the time of the field investigation may be different from those encountered during the construction phase of the project. GEOTECHNICAL INVESTIGATION RENTON, WASHINGTON June 17, 2019 3 PO Box 82243 Kenmore, WA 98028 cobaltgeo@gmail.com 206-331-1097 6.0 Geologic Hazards 6.1 Erosion Hazard The Natural Resources Conservation Services (NRCS) maps for King County indicate that the site is underlain by Alderwood gravelly sandy loam (8 to 15 percent slopes). These soils would have a slight to moderate erosion potential in a disturbed state, depending on the slope magnitude. It is our opinion that soil erosion potential at this project site can be reduced through landscaping and surface water runoff control. Typically erosion of exposed soils will be most noticeable during periods of rainfall and may be controlled by the use of normal temporary erosion control measures, such as silt fences, hay bales, mulching, control ditches and diversion trenches. The typical wet weather season, with regard to site grading, is from October 31st to April 1st. Erosion control measures should be in place before the onset of wet weather. 6.2 Seismic Hazard The overall subsurface profile corresponds to a Site Class D as defined by Table 1613.5.2 of the 2015 International Building Code (2015 IBC). A Site Class D applies to an overall profile consisting of dense to very dense soils within the upper 100 feet. We referenced the U.S. Geological Survey (USGS) Earthquake Hazards Program Website to obtain values for SS, S1, Fa, and Fv. The USGS website includes the most updated published data on seismic conditions. The site specific seismic design parameters and adjusted maximum spectral response acceleration parameters are as follows: PGA (Peak Ground Acceleration, in percent of g) SS 138.10% of g S1 51.50% of g FA 1.00 FV 1.50 Additional seismic considerations include liquefaction potential and amplification of ground motions by soft/loose soil deposits. The liquefaction potential is highest for loose sand with a high groundwater table. The relatively dense soil deposits that underlie the site have a low liquefaction potential. 7.0 DISCUSSION 7.1.1 General The site is underlain by areas of fill along with weathered and unweathered glacial till. The proposed residential buildings may be supported on shallow foundation systems bearing on medium dense or firmer native soils and/or structural fill placed on suitable native soils. Local overexcavation of fill and/or loose soils may be necessary below proposed foundation elements. GEOTECHNICAL INVESTIGATION RENTON, WASHINGTON June 17, 2019 4 PO Box 82243 Kenmore, WA 98028 cobaltgeo@gmail.com 206-331-1097 We recommend utilizing dispersion devices (if feasible based on space), detention, permeable pavements, or rain gardens for stormwater management. The shallow soils are fine-grained and do not allow for widespread infiltration. 8.0 Recommendations 8.1.1 Site Preparation Trees, shrubs and other vegetation should be removed prior to stripping of surficial organic-rich soil and fill. Based on observations from the site investigation program, it is anticipated that the stripping depth will be 6 to 18 inches. Deeper excavations will be necessary below large trees and in any areas underlain by undocumented fill materials. The native soils consist of silty-sand with gravel and sandy silt with gravel. These soils may be used as structural fill provided they achieve compaction requirements and are within 3 percent of the optimum moisture. Some of these soils may only be suitable for use as fill during the summer months, as they will be above the optimum moisture levels in their current state. These soils are variably moisture sensitive and may degrade during periods of wet weather and under equipment traffic. Imported structural fill should consist of a sand and gravel mixture with a maximum grain size of 3 inches and less than 5 percent fines (material passing the U.S. Standard No. 200 Sieve). Structural fill should be placed in maximum lift thicknesses of 12 inches and should be compacted to a minimum of 95 percent of the modified proctor maximum dry density, as determined by the ASTM D 1557 test method. 8.1.2 Temporary Excavations Based on our understanding of the project, we anticipate that the grading could include local cuts on the order of approximately 5 feet or less for foundation and utility placement. Excavations should be sloped no steeper than 1H:1V in medium dense native soils. If an excavation is subject to heavy vibration or surcharge loads, we recommend that the excavations be sloped no steeper than 1.5H:1V, where room permits. Temporary cuts should be in accordance with the Washington Administrative Code (WAC) Part N, Excavation, Trenching, and Shoring. Temporary slopes should be visually inspected daily by a qualified person during construction activities and the inspections should be documented in daily reports. The contractor is responsible for maintaining the stability of the temporary cut slopes and reducing slope erosion during construction. Temporary cut slopes should be covered with visqueen to help reduce erosion during wet weather, and the slopes should be closely monitored until the permanent retaining systems or slope configurations are complete. Materials should not be stored or equipment operated within 10 feet of the top of any temporary cut slope. Soil conditions may not be completely known from the geotechnical investigation. In the case of temporary cuts, the existing soil conditions may not be completely revealed until the excavation work exposes the soil. Typically, as excavation work progresses the maximum inclination of temporary slopes will need to be re-evaluated by the geotechnical engineer so that supplemental recommendations can be GEOTECHNICAL INVESTIGATION RENTON, WASHINGTON June 17, 2019 5 PO Box 82243 Kenmore, WA 98028 cobaltgeo@gmail.com 206-331-1097 made. Soil and groundwater conditions can be highly variable. Scheduling for soil work will need to be adjustable, to deal with unanticipated conditions, so that the project can proceed and required deadlines can be met. If any variations or undesirable conditions are encountered during construction, we should be notified so that supplemental recommendations can be made. If room constraints or groundwater conditions do not permit temporary slopes to be cut to the maximum angles allowed by the WAC, temporary shoring systems may be required. The contractor should be responsible for developing temporary shoring systems, if needed. We recommend that Cobalt Geosciences and the project structural engineer review temporary shoring designs prior to installation, to verify the suitability of the proposed systems. 8.1.3 Erosion and Sediment Control Erosion and sediment control (ESC) is used to reduce the transportation of eroded sediment to wetlands, streams, lakes, drainage systems, and adjacent properties. Erosion and sediment control measures should be implemented and these measures should be in general accordance with local regulations. At a minimum, the following basic recommendations should be incorporated into the design of the erosion and sediment control features for the site:  Schedule the soil, foundation, utility, and other work requiring excavation or the disturbance of the site soils, to take place during the dry season (generally May through September). However, provided precautions are taken using Best Management Practices (BMP’s), grading activities can be completed during the wet season (generally October through April).  All site work should be completed and stabilized as quickly as possible.  Additional perimeter erosion and sediment control features may be required to reduce the possibility of sediment entering the surface water. This may include additional silt fences, silt fences with a higher Apparent Opening Size (AOS), construction of a berm, or other filtration systems.  Any runoff generated by dewatering discharge should be treated through construction of a sediment trap if there is sufficient space. If space is limited other filtration methods will need to be incorporated. 8.1.4 Foundation Design The proposed residential buildings may be supported on shallow spread footing foundation systems bearing on undisturbed medium dense or firmer native soils or on properly compacted structural fill placed on the suitable native soils. If structural fill is used to support foundations, then the zone of structural fill should extend beyond the faces of the footing a lateral distance at least equal to the thickness of the structural fill. Depending on the location and finish floor elevations of new residences, some overexcavation may be required. Any fill will need to be removed below new footings and replaced with compacted structural fill as discussed above. For shallow foundation support, we recommend widths of at least 18 and 24 inches, respectively, for continuous wall and isolated column footings supporting the proposed structure. Provided that the GEOTECHNICAL INVESTIGATION RENTON, WASHINGTON June 17, 2019 6 PO Box 82243 Kenmore, WA 98028 cobaltgeo@gmail.com 206-331-1097 footings are supported as recommended above, a net allowable bearing pressure of 3,000 pounds per square foot (psf) may be used for design. A 1/3 increase in the above value may be used for short duration loads, such as those imposed by wind and seismic events. Structural fill placed on bearing, native subgrade should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. Footing excavations should be inspected to verify that the foundations will bear on suitable material. Exterior footings should have a minimum depth of 18 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Interior footings should have a minimum depth of 12 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. If constructed as recommended, the total foundation settlement is not expected to exceed 1 inch. Differential settlement, along a 25-foot exterior wall footing, or between adjoining column footings, should be less than ½ inch. This translates to an angular distortion of 0.002. Most settlement is expected to occur during construction, as the loads are applied. However, additional post-construction settlement may occur if the foundation soils are flooded or saturated. All footing excavations should be observed by a qualified geotechnical consultant. Resistance to lateral footing displacement can be determined using an allowable friction factor of 0.40 acting between the base of foundations and the supporting subgrades. Lateral resistance for footings can also be developed using an allowable equivalent fluid passive pressure of 275 pounds per cubic foot (pcf) acting against the appropriate vertical footing faces (neglect the upper 12 inches below grade in exterior areas). The allowable friction factor and allowable equivalent fluid passive pressure values include a factor of safety of 1.5. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A 1/3 increase in the above values may be used for short duration transient loads. Care should be taken to prevent wetting or drying of the bearing materials during construction. Any extremely wet or dry materials, or any loose or disturbed materials at the bottom of the footing excavations, should be removed prior to placing concrete. The potential for wetting or drying of the bearing materials can be reduced by pouring concrete as soon as possible after completing the footing excavation and evaluating the bearing surface by the geotechnical engineer or his representative. 8.1.5 Stormwater Management It is our opinion that infiltration of stormwater runoff utilizing trenches or drywells is not feasible due to the underlying soil conditions and likely groundwater conditions during the wet season. We performed a small-scale pilot infiltration test in TP-1 at a depth of 4 feet below grade. Following testing and application of correction factors for testing (0.5), site variability (0.33), and influent control (0.9), the infiltration rate was found to be 0.18 inches per hour. This is lower than what is considered feasible by the Washington State Department of Ecology. It may be feasible to utilize dispersion trenches with vegetated flowpaths for a portion of runoff from new impervious surfaces. Additional options for management include detention vaults, rain gardens, and permeable pavements for flow control. GEOTECHNICAL INVESTIGATION RENTON, WASHINGTON June 17, 2019 7 PO Box 82243 Kenmore, WA 98028 cobaltgeo@gmail.com 206-331-1097 We should be provided with the final stormwater plans to verify suitability of the location, type, and depth of any on-site management system. These recommendations should be considered preliminary and for discussion until the final design has been determined. We can update these recommendations and/or provide additional recommendations once an overall stormwater management plan has been developed. 8.1.6 Slab-on-Grade We recommend that the upper 12 inches of the existing fill and/or native soils within slab areas be re- compacted to at least 95 percent of the modified proctor (ASTM D1557 Test Method). Often, a vapor barrier is considered below concrete slab areas. However, the usage of a vapor barrier could result in curling of the concrete slab at joints. Floor covers sensitive to moisture typically requires the usage of a vapor barrier. A materials or structural engineer should be consulted regarding the detailing of the vapor barrier below concrete slabs. Exterior slabs typically do not utilize vapor barriers. The American Concrete Institutes ACI 360R-06 Design of Slabs on Grade and ACI 302.1R-04 Guide for Concrete Floor and Slab Construction are recommended references for vapor barrier selection and floor slab detailing. Slabs on grade may be designed using a coefficient of subgrade reaction of 180 pounds per cubic inch (pci) assuming the slab-on-grade base course is underlain by structural fill placed and compacted as outlined in Section 8.1. A minimum 6 inch thickness of pea gravel or 5/8 inch clean angular rock should be placed over the subgrade as a capillary break. A perimeter drainage system is recommended unless interior slab areas are elevated a minimum of 12 inches above adjacent exterior grades. If installed, a perimeter drainage system should consist of a 4 inch diameter perforated drain pipe surrounded by a minimum 6 inches of drain rock wrapped in a non-woven geosynthetic filter fabric to reduce migration of soil particles into the drainage system. The perimeter drainage system should discharge by gravity flow to a suitable stormwater system. Exterior grades surrounding buildings should be sloped at a minimum of one percent to facilitate surface water flow away from the building and preferably with a relatively impermeable surface cover immediately adjacent to the building. 8.1.7 Groundwater Influence on Construction Groundwater was not encountered in any of the explorations. We anticipate that perched groundwater could be encountered during construction if the work takes place during late winter to early spring. Any groundwater would be light in volume and likely within 3 to 6 feet of the ground surface. If groundwater is encountered, we anticipate that sump excavations and small diameter pumps systems will adequately de-water short-term excavations, if required. Any system should be designed by the contractor. We can provide additional recommendations upon request. 8.1.8 Utilities Utility trenches should be excavated according to accepted engineering practices following OSHA (Occupational Safety and Health Administration) standards, by a contractor experienced in such work. The contractor is responsible for the safety of open trenches. Traffic and vibration adjacent to trench GEOTECHNICAL INVESTIGATION RENTON, WASHINGTON June 17, 2019 8 PO Box 82243 Kenmore, WA 98028 cobaltgeo@gmail.com 206-331-1097 walls should be reduced; cyclic wetting and drying of excavation side slopes should be avoided. Depending upon the location and depth of some utility trenches, groundwater flow into open excavations could be experienced, especially during or shortly following periods of precipitation. In general, silty soils were encountered at shallow depths in the explorations at this site. These soils have low cohesion and density and will have a tendency to cave or slough in excavations. Shoring or sloping back trench sidewalls is required within these soils in excavations greater than 4 feet deep. All utility trench backfill should consist of imported structural fill or suitable on site soils. Utility trench backfill placed in or adjacent to buildings and exterior slabs should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. The upper 5 feet of utility trench backfill placed in pavement areas should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. Below 5 feet, utility trench backfill in pavement areas should be compacted to at least 90 percent of the maximum dry density based on ASTM Test Method D1557. Pipe bedding should be in accordance with the pipe manufacturer's recommendations. The contractor is responsible for removing all water-sensitive soils from the trenches regardless of the backfill location and compaction requirements. Depending on the depth and location of the proposed utilities, we anticipate the need to re-compact existing fill soils below the utility structures and pipes. The contractor should use appropriate equipment and methods to avoid damage to the utilities and/or structures during fill placement and compaction procedures. 8.1.9 Pavement Recommendations The near surface subgrade soils generally consist of silty sand with gravel and areas of sandy silt with gravel. These soils are rated as good for pavement subgrade material (depending on silt content and moisture conditions). We estimate that the subgrade will have a California Bearing Ratio (CBR) value of 10 and a modulus of subgrade reaction value of k = 200 pci, provided the subgrade is prepared in general accordance with our recommendations. We recommend that at a minimum, 12 inches of the existing subgrade material be moisture conditioned (as necessary) and re-compacted to prepare for the construction of pavement sections. Deeper levels of recompaction or overexcavation and replacement may be necessary in areas where fill and/or very poor (soft/loose) soils are present. Any soils that cannot be compacted to required levels and soils that have more than 40 percent fines by weight should be removed and replaced with imported structural fill. The subgrade should be compacted to at least 95 percent of the maximum dry density as determined by ASTM Test Method D1557. In place density tests should be performed to verify proper moisture content and adequate compaction. The recommended flexible and rigid pavement sections are based on design CBR and modulus of subgrade reaction (k) values that are achieved, only following proper subgrade preparation. It should be noted that subgrade soils that have relatively high silt contents will likely be highly sensitive to moisture conditions. The subgrade strength and performance characteristics of a silty subgrade material may be dramatically reduced if this material becomes wet. GEOTECHNICAL INVESTIGATION RENTON, WASHINGTON June 17, 2019 9 PO Box 82243 Kenmore, WA 98028 cobaltgeo@gmail.com 206-331-1097 Based on our knowledge of the proposed project, we expect the traffic to range from light duty (passenger automobiles) to heavy duty (delivery trucks). The following tables show the recommended pavement sections for light duty and heavy duty use. ASPHALTIC CONCRETE (FLEXIBLE) PAVEMENT LIGHT DUTY Asphaltic Concrete Aggregate Base* Compacted Subgrade* ** 2.5 in. 6.0 in. 12.0 in. HEAVY DUTY Asphaltic Concrete Aggregate Base* Compacted Subgrade* ** 3.5 in. 6.0 in. 12.0 in. PORTLAND CEMENT CONCRETE (RIGID) PAVEMENT Min. PCC Depth Aggregate Base* Compacted Subgrade* ** 6.0 in. 6.0 in. 12.0 in. * 95% compaction based on ASTM Test Method D1557 ** A proof roll may be performed in lieu of in place density tests The asphaltic concrete depth in the flexible pavement tables should be a surface course type asphalt, such as Washington Department of Transportation (WSDOT) ½ inch HMA. The rigid pavement design is based on a Portland Cement Concrete (PCC) mix that has a 28 day compressive strength of 4,000 pounds per square inch (psi). The design is also based on a concrete flexural strength or modulus of rupture of 550 psi. 9.0 Construction Field Reviews Cobalt Geosciences should be retained to provide part time field review during construction in order to verify that the soil conditions encountered are consistent with our design assumptions and that the intent of our recommendations is being met. This will require field and engineering review to:  Monitor and test structural fill placement and soil compaction  Observe bearing capacity at foundation locations  Monitor pavement subgrade conditions GEOTECHNICAL INVESTIGATION RENTON, WASHINGTON June 17, 2019 10 PO Box 82243 Kenmore, WA 98028 cobaltgeo@gmail.com 206-331-1097  Observe slab-on-grade preparation  Observe subsurface drainage systems  Observe excavation stability Geotechnical design services should also be anticipated during the subsequent final design phase to support the structural design and address specific issues arising during this phase. Field and engineering review services will also be required during the construction phase in order to provide a Final Letter for the project. 10.0 Closure This report was prepared for the exclusive use of VY Properties, LLC and their appointed consultants. Any use of this report or the material contained herein by third parties, or for other than the intended purpose, should first be approved in writing by Cobalt Geosciences, LLC. The recommendations contained in this report are based on assumed continuity of soils with those of our test holes, and assumed structural loads. Cobalt Geosciences should be provided with final architectural and civil drawings when they become available in order that we may review our design recommendations and advise of any revisions, if necessary. Use of this report is subject to the Statement of General Conditions provided in Appendix A. It is the responsibility of VY Properties, LLC who is identified as “the Client” within the Statement of General Conditions, and its agents to review the conditions and to notify Cobalt Geosciences should any of these not be satisfied. Respectfully submitted, Cobalt Geosciences, LLC Original signed by: DRAFT ONLY – NOT FOR PERMITTING Phil Haberman, PE, LG, LEG Principal PH/sc APPENDIX A Statement of General Conditions Statement of General Conditions USE OF THIS REPORT: This report has been prepared for the sole benefit of the Client or its agent and may not be used by any third party without the express written consent of Cobalt Geosciences and the Client. Any use which a third party makes of this report is the responsibility of such third party. BASIS OF THE REPORT: The information, opinions, and/or recommendations made in this report are in accordance with Cobalt Geosciences present understanding of the site specific project as described by the Client. The applicability of these is restricted to the site conditions encountered at the time of the investigation or study. If the proposed site specific project differs or is modified from what is described in this report or if the site conditions are altered, this report is no longer valid unless Cobalt Geosciences is requested by the Client to review and revise the report to reflect the differing or modified project specifics and/or the altered site conditions. STANDARD OF CARE: Preparation of this report, and all associated work, was carried out in accordance with the normally accepted standard of care in the state of execution for the specific professional service provided to the Client. No other warranty is made. INTERPRETATION OF SITE CONDITIONS: Soil, rock, or other material descriptions, and statements regarding their condition, made in this report are based on site conditions encountered by Cobalt Geosciences at the time of the work and at the specific testing and/or sampling locations. Classifications and statements of condition have been made in accordance with normally accepted practices which are judgmental in nature; no specific description should be considered exact, but rather reflective of the anticipated material behavior. Extrapolation of in situ conditions can only be made to some limited extent beyond the sampling or test points. The extent depends on variability of the soil, rock and groundwater conditions as influenced by geological processes, construction activity, and site use. VARYING OR UNEXPECTED CONDITIONS: Should any site or subsurface conditions be encountered that are different from those described in this report or encountered at the test locations, Cobalt Geosciences must be notified immediately to assess if the varying or unexpected conditions are substantial and if reassessments of the report conclusions or recommendations are required. Cobalt Geosciences will not be responsible to any party for damages incurred as a result of failing to notify Cobalt Geosciences that differing site or sub-surface conditions are present upon becoming aware of such conditions. PLANNING, DESIGN, OR CONSTRUCTION: Development or design plans and specifications should be reviewed by Cobalt Geosciences, sufficiently ahead of initiating the next project stage (property acquisition, tender, construction, etc), to confirm that this report completely addresses the elaborated project specifics and that the contents of this report have been properly interpreted. Specialty quality assurance services (field observations and testing) during construction are a necessary part of the evaluation of sub-subsurface conditions and site preparation works. Site work relating to the recommendations included in this report should only be carried out in the presence of a qualified geotechnical engineer; Cobalt Geosciences cannot be responsible for site work carried out without being present. 10.2 PO Box 82243 Kenmore, WA 98028 cobaltgeo@gmail.com 206-331-1097 APPENDIX B Figures: Vicinity Map, Site Plan SITE N ProjectLocation Renton WASHINGTON VICINITY MAP FIGURE 1 Cobalt Geosciences, LLCP.O. Box 82243Kenmore, WA 98028 (206) 331-1097 www.cobaltgeo.com cobaltgeo@gmail.com Proposed Residential Development 122xx SE Petrovitsky Road Renton, Washington Cobalt Geosciences, LLCP.O. Box 82243Kenmore, WA 98028 (206) 331-1097 www.cobaltgeo.com cobaltgeo@gmail.com SITE PLAN FIGURE 2 N Proposed Residential Development 122xx SE Petrovitsky Road Renton, Washington TP-1 TP-4 TP-1 TP-2 TP-3 APPENDIX C Test Pit Logs PT Well-graded gravels, gravels, gravel-sand mixtures, little or no fines Poorly graded gravels, gravel-sand mixtures, little or no fines Silty gravels, gravel-sand-silt mixtures Clayey gravels, gravel-sand-clay mixtures Well-graded sands, gravelly sands, little or no fines COARSE GRAINED SOILS (more than 50% retained on No. 200 sieve) Primarily organic matter, dark in color, and organic odor Peat, humus, swamp soils with high organic content (ASTM D4427)HIGHLY ORGANIC SOILS FINE GRAINED SOILS (50% or more passes the No. 200 sieve) MAJOR DIVISIONS SYMBOL TYPICAL DESCRIPTION Gravels (more than 50% of coarse fraction retained on No. 4 sieve) Sands (50% or more of coarse fraction passes the No. 4 sieve) Silts and Clays(liquid limit lessthan 50) Silts and Clays (liquid limit 50 or more) Organic Inorganic Organic Inorganic Sands with Fines(more than 12%fines) Clean Sands (less than 5%fines) Gravels with Fines (more than 12% fines) Clean Gravels (less than 5% fines) Unified Soil Classification System (USCS) Poorly graded sand, gravelly sands, little or no fines Silty sands, sand-silt mixtures Clayey sands, sand-clay mixtures Inorganic silts of low to medium plasticity, sandy silts, gravelly silts, or clayey silts with slight plasticity Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays Organic silts and organic silty clays of low plasticity Inorganic silts, micaceous or diatomaceous fine sands or silty soils, elastic silt Inorganic clays of medium to high plasticity, sandy fat clay, or gravelly fat clay Organic clays of medium to high plasticity, organic silts Moisture Content Definitions Grain Size Definitions Dry Absence of moisture, dusty, dry to the touch Moist Damp but no visible water Wet Visible free water, from below water table Grain Size Definitions Description Sieve Number and/or Size Fines <#200 (0.08 mm) Sand -Fine -Medium -Coarse Gravel -Fine -Coarse Cobbles Boulders #200 to #40 (0.08 to 0.4 mm) #40 to #10 (0.4 to 2 mm) #10 to #4 (2 to 5 mm) #4 to 3/4 inch (5 to 19 mm) 3/4 to 3 inches (19 to 76 mm) 3 to 12 inches (75 to 305 mm) >12 inches (305 mm) Classification of Soil Constituents MAJOR constituents compose more than 50 percent, by weight, of the soil. Major constituents are capitalized (i.e., SAND). Minor constituents compose 12 to 50 percent of the soil and precede the major constituents (i.e., silty SAND). Minor constituents preceded by “slightly” compose 5 to 12 percent of the soil (i.e., slightly silty SAND). Trace constituents compose 0 to 5 percent of the soil(i.e., slightly silty SAND, trace gravel). Relative Density Consistency (Coarse Grained Soils) (Fine Grained Soils) N, SPT, Relative Blows/FT Density 0 - 4 Very loose 4 - 10 Loose 10 - 30 Medium dense 30 - 50 Dense Over 50 Very dense N, SPT, Relative Blows/FT Consistency Under 2 Very soft 2 - 4 Soft4 - 8 Medium stiff8 - 15 Stiff15 - 30 Very stiff Over 30 Hard Cobalt Geosciences, LLCP.O. Box 82243Kenmore, WA 98028(206) 331-1097 www.cobaltgeo.com cobaltgeo@gmail.com Soil Classification Chart Figure C1 Proposed Development 122xx SE Petrovitsky Road Renton, Washington Test Pit Logs Cobalt Geosciences, LLCP.O. Box 82243Kenmore, WA 98028 (206) 331-1097 www.cobaltgeo.com cobaltgeo@gmail.com Test Pit TP-1 Date: May 30, 2019 Contractor: Jim Depth: 10’ Elevation:Logged By: PH Checked By: SC Groundwater: None Material Description Moisture Content (%)PlasticLimit Liquid Limit 10 20 30 400 50 1 2 3 4 5 6 DCP Equivalent N-Value 7 8 9 10 Loose to medium dense, silty-fine to medium grained sand with gravel, mottled yellowish brown to grayish brown, moist. (Weathered Glacial Till) SM/ ML Dense to very dense, silty-fine to fine grained sand with gravel,grayish brown, moist. (Glacial Till) SM/ML End of Test Pit 10’ Topsoil/Grass Test Pit TP-2 Date: May 30, 2019 Contractor: Jim Depth: 8’ Elevation:Logged By: PH Checked By: SC Groundwater: None Material Description Moisture Content (%)PlasticLimit Liquid Limit 10 20 30 400 50 1 2 3 4 5 6 DCP Equivalent N-Value 7 8 9 10 Loose to medium dense, silty-fine to medium grained sand with gravel, mottled yellowish brown, moist. (Weathered Glacial Till) SM/ ML Dense to very dense, silty-fine to fine grained sand with gravel,grayish brown, moist. (Glacial Till) SM/ ML End of Test Pit 8’ Topsoil/Grass SM Loose to medium dense, silty-fine to medium grained sand with gravel, dark yellowish brown, moist. (Fill) Loose to medium dense, silty-fine to medium grained sand with gravel, dark yellowish brown, moist. (Fill) SM Proposed Development 122xx SE Petrovitsky Road Renton, Washington Test Pit Logs Cobalt Geosciences, LLCP.O. Box 82243Kenmore, WA 98028 (206) 331-1097 www.cobaltgeo.com cobaltgeo@gmail.com Test Pit TP-3 Date: May 30, 2019 Contractor: Jim Depth: 10’ Elevation:Logged By: PH Checked By: SC Groundwater: None Material Description Moisture Content (%)PlasticLimit Liquid Limit 10 20 30 400 50 1 2 3 4 5 6 DCP Equivalent N-Value 7 8 9 10 Loose to medium dense, silty-fine to medium grained sand with gravel,mottled yellowish brown to grayish brown, moist. (Weathered Glacial Till) SM/ ML Dense to very dense, silty-fine to fine grained sand with gravel,grayish brown, moist. (Glacial Till)SM/ ML End of Test Pit 10’ Topsoil/Grass Test Pit TP-4 Date: May 30, 2019 Contractor: Jim Depth: 8’ Elevation:Logged By: PH Checked By: SC Groundwater: None Material Description Moisture Content (%)PlasticLimit Liquid Limit 10 20 30 400 50 1 2 3 4 5 6 DCP Equivalent N-Value 7 8 9 10 Loose to medium dense, silty-fine to medium grained sand with gravel, mottled yellowish brown, moist. (Weathered Glacial Till) SM/ ML Dense to very dense, silty-fine to fine grained sand with gravel,grayish brown, moist. (Glacial Till) SM/ ML End of Test Pit 8’ Topsoil/Grass Loose to medium dense, silty-fine to medium grained sand with gravel, dark yellowish brown, moist. (Fill) SM WWHM2012 PROJECT REPORT Sunridge Townhomes 4/26/2025 4:15:02 PM Page 2 General Model Information WWHM2012 Project Name:Sunridge Townhomes Site Name: Site Address: City: Report Date:4/26/2025 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2023/01/27 Version:4.2.19 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year Sunridge Townhomes 4/26/2025 4:15:02 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Mod 0.757 Pervious Total 0.757 Impervious Land Use acre Impervious Total 0 Basin Total 0.757 Sunridge Townhomes 4/26/2025 4:15:02 PM Page 4 Basin 2 Bypass:No GroundWater:No Pervious Land Use acre C, Pasture, Mod 0.036 Pervious Total 0.036 Impervious Land Use acre SIDEWALKS FLAT 0.053 Impervious Total 0.053 Basin Total 0.089 Sunridge Townhomes 4/26/2025 4:15:02 PM Page 5 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Pasture, Mod 0.195 Pervious Total 0.195 Impervious Land Use acre ROOF TOPS FLAT 0.183 DRIVEWAYS FLAT 0.308 SIDEWALKS FLAT 0.071 Impervious Total 0.562 Basin Total 0.757 Sunridge Townhomes 4/26/2025 4:15:02 PM Page 6 Basin 2 Bypass:Yes GroundWater:No Pervious Land Use acre C, Pasture, Mod 0.036 Pervious Total 0.036 Impervious Land Use acre SIDEWALKS FLAT 0.053 Impervious Total 0.053 Basin Total 0.089 Sunridge Townhomes 4/26/2025 4:15:02 PM Page 7 Routing Elements Predeveloped Routing Sunridge Townhomes 4/26/2025 4:15:02 PM Page 8 Mitigated Routing Vault 1 Width:22 ft. Length:116 ft. Depth:5 ft. Discharge Structure Riser Height:4 ft. Riser Diameter:18 in. Notch Type:Rectangular Notch Width:0.026 ft. Notch Height:0.600 ft. Orifice 1 Diameter:0.625 in.Elevation:0 ft. Element Flows To: Outlet 1 Outlet 2 MWS 2 Vault Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.058 0.000 0.000 0.000 0.0556 0.058 0.003 0.002 0.000 0.1111 0.058 0.006 0.003 0.000 0.1667 0.058 0.009 0.004 0.000 0.2222 0.058 0.013 0.005 0.000 0.2778 0.058 0.016 0.005 0.000 0.3333 0.058 0.019 0.006 0.000 0.3889 0.058 0.022 0.006 0.000 0.4444 0.058 0.026 0.007 0.000 0.5000 0.058 0.029 0.007 0.000 0.5556 0.058 0.032 0.007 0.000 0.6111 0.058 0.035 0.008 0.000 0.6667 0.058 0.039 0.008 0.000 0.7222 0.058 0.042 0.009 0.000 0.7778 0.058 0.045 0.009 0.000 0.8333 0.058 0.048 0.009 0.000 0.8889 0.058 0.052 0.010 0.000 0.9444 0.058 0.055 0.010 0.000 1.0000 0.058 0.058 0.010 0.000 1.0556 0.058 0.061 0.010 0.000 1.1111 0.058 0.065 0.011 0.000 1.1667 0.058 0.068 0.011 0.000 1.2222 0.058 0.071 0.011 0.000 1.2778 0.058 0.074 0.012 0.000 1.3333 0.058 0.078 0.012 0.000 1.3889 0.058 0.081 0.012 0.000 1.4444 0.058 0.084 0.012 0.000 1.5000 0.058 0.087 0.013 0.000 1.5556 0.058 0.091 0.013 0.000 1.6111 0.058 0.094 0.013 0.000 1.6667 0.058 0.097 0.013 0.000 1.7222 0.058 0.100 0.013 0.000 1.7778 0.058 0.104 0.014 0.000 1.8333 0.058 0.107 0.014 0.000 1.8889 0.058 0.110 0.014 0.000 1.9444 0.058 0.113 0.014 0.000 2.0000 0.058 0.117 0.015 0.000 Sunridge Townhomes 4/26/2025 4:15:02 PM Page 9 2.0556 0.058 0.120 0.015 0.000 2.1111 0.058 0.123 0.015 0.000 2.1667 0.058 0.126 0.015 0.000 2.2222 0.058 0.130 0.015 0.000 2.2778 0.058 0.133 0.016 0.000 2.3333 0.058 0.136 0.016 0.000 2.3889 0.058 0.140 0.016 0.000 2.4444 0.058 0.143 0.016 0.000 2.5000 0.058 0.146 0.016 0.000 2.5556 0.058 0.149 0.016 0.000 2.6111 0.058 0.153 0.017 0.000 2.6667 0.058 0.156 0.017 0.000 2.7222 0.058 0.159 0.017 0.000 2.7778 0.058 0.162 0.017 0.000 2.8333 0.058 0.166 0.017 0.000 2.8889 0.058 0.169 0.018 0.000 2.9444 0.058 0.172 0.018 0.000 3.0000 0.058 0.175 0.018 0.000 3.0556 0.058 0.179 0.018 0.000 3.1111 0.058 0.182 0.018 0.000 3.1667 0.058 0.185 0.018 0.000 3.2222 0.058 0.188 0.019 0.000 3.2778 0.058 0.192 0.019 0.000 3.3333 0.058 0.195 0.019 0.000 3.3889 0.058 0.198 0.019 0.000 3.4444 0.058 0.201 0.020 0.000 3.5000 0.058 0.205 0.022 0.000 3.5556 0.058 0.208 0.025 0.000 3.6111 0.058 0.211 0.028 0.000 3.6667 0.058 0.214 0.031 0.000 3.7222 0.058 0.218 0.035 0.000 3.7778 0.058 0.221 0.039 0.000 3.8333 0.058 0.224 0.043 0.000 3.8889 0.058 0.227 0.047 0.000 3.9444 0.058 0.231 0.052 0.000 4.0000 0.058 0.234 0.056 0.000 4.0556 0.058 0.237 0.265 0.000 4.1111 0.058 0.240 0.644 0.000 4.1667 0.058 0.244 1.131 0.000 4.2222 0.058 0.247 1.694 0.000 4.2778 0.058 0.250 2.306 0.000 4.3333 0.058 0.253 2.940 0.000 4.3889 0.058 0.257 3.567 0.000 4.4444 0.058 0.260 4.161 0.000 4.5000 0.058 0.263 4.697 0.000 4.5556 0.058 0.266 5.155 0.000 4.6111 0.058 0.270 5.526 0.000 4.6667 0.058 0.273 5.812 0.000 4.7222 0.058 0.276 6.033 0.000 4.7778 0.058 0.279 6.308 0.000 4.8333 0.058 0.283 6.527 0.000 4.8889 0.058 0.286 6.740 0.000 4.9444 0.058 0.289 6.946 0.000 5.0000 0.058 0.292 7.145 0.000 5.0556 0.058 0.296 7.340 0.000 5.1111 0.000 0.000 7.529 0.000 Sunridge Townhomes 4/26/2025 4:15:02 PM Page 10 MWS 2 MWS Model Number:MWS-L-4-6.5 Media Filter Rate (in/hr):25 Percent Filtered:100 Sunridge Townhomes 4/26/2025 4:15:02 PM Page 11 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.793 Total Impervious Area:0.053 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.231 Total Impervious Area:0.615 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.037798 5 year 0.05589 10 year 0.069461 25 year 0.088462 50 year 0.103993 100 year 0.120733 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.030614 5 year 0.038189 10 year 0.043285 25 year 0.049847 50 year 0.054836 100 year 0.059919 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.054 0.036 1950 0.053 0.036 1951 0.062 0.035 1952 0.028 0.023 1953 0.022 0.024 1954 0.030 0.025 1955 0.042 0.027 1956 0.040 0.029 1957 0.042 0.033 1958 0.032 0.025 Sunridge Townhomes 4/26/2025 4:15:22 PM Page 12 1959 0.028 0.023 1960 0.053 0.037 1961 0.033 0.032 1962 0.019 0.023 1963 0.031 0.027 1964 0.036 0.025 1965 0.035 0.029 1966 0.027 0.024 1967 0.059 0.035 1968 0.038 0.035 1969 0.034 0.030 1970 0.033 0.029 1971 0.037 0.032 1972 0.050 0.033 1973 0.026 0.023 1974 0.036 0.030 1975 0.048 0.034 1976 0.035 0.028 1977 0.018 0.026 1978 0.028 0.029 1979 0.029 0.032 1980 0.073 0.041 1981 0.029 0.031 1982 0.059 0.047 1983 0.036 0.031 1984 0.026 0.023 1985 0.022 0.029 1986 0.052 0.033 1987 0.052 0.036 1988 0.021 0.022 1989 0.021 0.023 1990 0.125 0.058 1991 0.075 0.045 1992 0.032 0.025 1993 0.026 0.020 1994 0.014 0.019 1995 0.035 0.027 1996 0.079 0.040 1997 0.058 0.051 1998 0.028 0.029 1999 0.078 0.046 2000 0.034 0.028 2001 0.022 0.031 2002 0.037 0.040 2003 0.052 0.032 2004 0.054 0.049 2005 0.041 0.030 2006 0.040 0.028 2007 0.100 0.056 2008 0.102 0.047 2009 0.057 0.036 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.1248 0.0577 2 0.1021 0.0564 3 0.0996 0.0505 Sunridge Townhomes 4/26/2025 4:15:22 PM Page 13 4 0.0786 0.0492 5 0.0776 0.0474 6 0.0747 0.0468 7 0.0729 0.0457 8 0.0621 0.0446 9 0.0592 0.0407 10 0.0586 0.0404 11 0.0582 0.0397 12 0.0567 0.0367 13 0.0543 0.0365 14 0.0536 0.0362 15 0.0531 0.0361 16 0.0529 0.0355 17 0.0521 0.0349 18 0.0519 0.0349 19 0.0518 0.0348 20 0.0500 0.0342 21 0.0480 0.0330 22 0.0422 0.0330 23 0.0421 0.0325 24 0.0411 0.0324 25 0.0401 0.0324 26 0.0397 0.0322 27 0.0376 0.0321 28 0.0368 0.0312 29 0.0367 0.0311 30 0.0362 0.0310 31 0.0357 0.0299 32 0.0357 0.0296 33 0.0353 0.0295 34 0.0352 0.0292 35 0.0347 0.0291 36 0.0345 0.0291 37 0.0335 0.0289 38 0.0334 0.0287 39 0.0328 0.0285 40 0.0323 0.0284 41 0.0319 0.0282 42 0.0311 0.0276 43 0.0300 0.0274 44 0.0290 0.0270 45 0.0288 0.0267 46 0.0281 0.0261 47 0.0280 0.0251 48 0.0280 0.0250 49 0.0276 0.0248 50 0.0273 0.0246 51 0.0262 0.0243 52 0.0258 0.0237 53 0.0255 0.0232 54 0.0225 0.0231 55 0.0218 0.0228 56 0.0217 0.0227 57 0.0214 0.0227 58 0.0211 0.0226 59 0.0193 0.0222 60 0.0176 0.0204 61 0.0143 0.0194 Sunridge Townhomes 4/26/2025 4:15:22 PM Page 14 Sunridge Townhomes 4/26/2025 4:15:22 PM Page 15 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0189 8260 7084 85 Pass 0.0198 7373 5302 71 Pass 0.0206 6560 4047 61 Pass 0.0215 5895 3208 54 Pass 0.0223 5322 2646 49 Pass 0.0232 4787 2233 46 Pass 0.0241 4295 1887 43 Pass 0.0249 3906 1620 41 Pass 0.0258 3536 1394 39 Pass 0.0266 3193 1204 37 Pass 0.0275 2896 1048 36 Pass 0.0284 2614 918 35 Pass 0.0292 2336 805 34 Pass 0.0301 2120 726 34 Pass 0.0309 1934 664 34 Pass 0.0318 1759 603 34 Pass 0.0327 1587 526 33 Pass 0.0335 1424 463 32 Pass 0.0344 1283 386 30 Pass 0.0352 1161 311 26 Pass 0.0361 1066 276 25 Pass 0.0369 981 236 24 Pass 0.0378 905 209 23 Pass 0.0387 830 189 22 Pass 0.0395 766 173 22 Pass 0.0404 683 157 22 Pass 0.0412 619 145 23 Pass 0.0421 572 134 23 Pass 0.0430 514 126 24 Pass 0.0438 468 114 24 Pass 0.0447 430 106 24 Pass 0.0455 381 95 24 Pass 0.0464 328 88 26 Pass 0.0473 292 79 27 Pass 0.0481 255 70 27 Pass 0.0490 218 56 25 Pass 0.0498 198 42 21 Pass 0.0507 171 35 20 Pass 0.0516 152 30 19 Pass 0.0524 131 27 20 Pass 0.0533 119 26 21 Pass 0.0541 107 18 16 Pass 0.0550 96 4 4 Pass 0.0559 85 3 3 Pass 0.0567 76 1 1 Pass 0.0576 67 1 1 Pass 0.0584 56 0 0 Pass 0.0593 42 0 0 Pass 0.0602 37 0 0 Pass 0.0610 36 0 0 Pass 0.0619 31 0 0 Pass 0.0627 26 0 0 Pass 0.0636 26 0 0 Pass Sunridge Townhomes 4/26/2025 4:15:22 PM Page 16 0.0645 26 0 0 Pass 0.0653 24 0 0 Pass 0.0662 23 0 0 Pass 0.0670 20 0 0 Pass 0.0679 20 0 0 Pass 0.0688 18 0 0 Pass 0.0696 17 0 0 Pass 0.0705 16 0 0 Pass 0.0713 15 0 0 Pass 0.0722 13 0 0 Pass 0.0730 11 0 0 Pass 0.0739 9 0 0 Pass 0.0748 8 0 0 Pass 0.0756 8 0 0 Pass 0.0765 8 0 0 Pass 0.0773 8 0 0 Pass 0.0782 7 0 0 Pass 0.0791 6 0 0 Pass 0.0799 6 0 0 Pass 0.0808 6 0 0 Pass 0.0816 6 0 0 Pass 0.0825 6 0 0 Pass 0.0834 6 0 0 Pass 0.0842 6 0 0 Pass 0.0851 6 0 0 Pass 0.0859 5 0 0 Pass 0.0868 5 0 0 Pass 0.0877 5 0 0 Pass 0.0885 5 0 0 Pass 0.0894 5 0 0 Pass 0.0902 5 0 0 Pass 0.0911 5 0 0 Pass 0.0920 5 0 0 Pass 0.0928 5 0 0 Pass 0.0937 4 0 0 Pass 0.0945 4 0 0 Pass 0.0954 4 0 0 Pass 0.0963 4 0 0 Pass 0.0971 4 0 0 Pass 0.0980 4 0 0 Pass 0.0988 4 0 0 Pass 0.0997 3 0 0 Pass 0.1006 3 0 0 Pass 0.1014 3 0 0 Pass 0.1023 2 0 0 Pass 0.1031 2 0 0 Pass 0.1040 2 0 0 Pass Sunridge Townhomes 4/26/2025 4:15:22 PM Page 17 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0.0284 acre-feet On-line facility target flow:0.0149 cfs. Adjusted for 15 min:0.0149 cfs. Off-line facility target flow:0.0094 cfs. Adjusted for 15 min:0.0094 cfs. Sunridge Townhomes 4/26/2025 4:15:22 PM Page 18 LID Report Sunridge Townhomes 4/26/2025 4:15:28 PM Page 19 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. Sunridge Townhomes 4/26/2025 4:15:28 PM Page 20 Appendix Predeveloped Schematic Sunridge Townhomes 4/26/2025 4:15:28 PM Page 21 Mitigated Schematic Sunridge Townhomes 4/26/2025 4:15:28 PM Page 22 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 Sunridge Townhomes.wdm MESSU 25 PreSunridge Townhomes.MES 27 PreSunridge Townhomes.L61 28 PreSunridge Townhomes.L62 30 POCSunridge Townhomes1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 11 PERLND 14 IMPLND 8 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 *** 11 C, Forest, Mod 1 1 1 1 27 0 14 C, Pasture, Mod 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 *** 11 0 0 1 0 0 0 0 0 0 0 0 0 14 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR Sunridge Townhomes 4/26/2025 4:15:28 PM Page 23 # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 11 0 0 4 0 0 0 0 0 0 0 0 0 1 9 14 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 *** 11 0 0 0 0 0 0 0 0 0 0 0 14 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 11 0 4.5 0.08 400 0.1 0.5 0.996 14 0 4.5 0.06 400 0.1 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 11 0 0 2 2 0 0 0 14 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 11 0.2 0.5 0.35 6 0.5 0.7 14 0.15 0.4 0.3 6 0.5 0.4 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 11 0 0 0 0 2.5 1 0 14 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 *** 8 SIDEWALKS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 8 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 8 0 0 4 0 0 4 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 8 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 Sunridge Townhomes 4/26/2025 4:15:28 PM Page 24 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 8 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 8 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 8 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 11 0.757 COPY 501 12 PERLND 11 0.757 COPY 501 13 Basin 2*** PERLND 14 0.036 COPY 501 12 PERLND 14 0.036 COPY 501 13 IMPLND 8 0.053 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 Sunridge Townhomes 4/26/2025 4:15:28 PM Page 25 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 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 <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 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 Sunridge Townhomes 4/26/2025 4:15:28 PM Page 26 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 Sunridge Townhomes.wdm MESSU 25 MitSunridge Townhomes.MES 27 MitSunridge Townhomes.L61 28 MitSunridge Townhomes.L62 30 POCSunridge Townhomes1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 14 IMPLND 4 IMPLND 5 IMPLND 8 RCHRES 1 RCHRES 2 COPY 1 COPY 501 COPY 601 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 MWS 2 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 601 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 *** 14 C, Pasture, Mod 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 *** 14 0 0 1 0 0 0 0 0 0 0 0 0 Sunridge Townhomes 4/26/2025 4:15:28 PM Page 27 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 14 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 *** 14 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 14 0 4.5 0.06 400 0.1 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 14 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 14 0.15 0.4 0.3 6 0.5 0.4 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 14 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 8 SIDEWALKS/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 8 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 8 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 *** Sunridge Townhomes 4/26/2025 4:15:28 PM Page 28 4 0 0 0 0 0 5 0 0 0 0 0 8 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 8 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 4 0 0 5 0 0 8 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 4 0 0 5 0 0 8 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 14 0.195 RCHRES 1 2 PERLND 14 0.195 RCHRES 1 3 IMPLND 4 0.183 RCHRES 1 5 IMPLND 5 0.308 RCHRES 1 5 IMPLND 8 0.071 RCHRES 1 5 Basin 2*** PERLND 14 0.036 COPY 501 12 PERLND 14 0.036 COPY 601 12 PERLND 14 0.036 COPY 501 13 PERLND 14 0.036 COPY 601 13 IMPLND 8 0.053 COPY 501 15 IMPLND 8 0.053 COPY 601 15 ******Routing****** RCHRES 1 1 RCHRES 2 6 RCHRES 1 COPY 1 16 RCHRES 2 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 *** Sunridge Townhomes 4/26/2025 4:15:28 PM Page 29 1 Vault 1 1 1 1 1 28 0 1 2 MWS 2 2 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 2 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 2 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 2 0 1 0 0 4 5 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 0.02 0.0 0.0 0.5 0.0 2 2 0.01 0.0 2.0 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 2 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 92 4 Depth Area Volume Outflow1 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.058586 0.000000 0.000000 0.055556 0.058586 0.003255 0.002499 0.111111 0.058586 0.006510 0.003533 0.166667 0.058586 0.009764 0.004328 0.222222 0.058586 0.013019 0.004997 0.277778 0.058586 0.016274 0.005587 0.333333 0.058586 0.019529 0.006120 0.388889 0.058586 0.022783 0.006610 0.444444 0.058586 0.026038 0.007067 0.500000 0.058586 0.029293 0.007496 0.555556 0.058586 0.032548 0.007901 0.611111 0.058586 0.035802 0.008287 0.666667 0.058586 0.039057 0.008655 0.722222 0.058586 0.042312 0.009009 0.777778 0.058586 0.045567 0.009349 0.833333 0.058586 0.048822 0.009677 0.888889 0.058586 0.052076 0.009994 0.944444 0.058586 0.055331 0.010302 1.000000 0.058586 0.058586 0.010600 Sunridge Townhomes 4/26/2025 4:15:28 PM Page 30 1.055556 0.058586 0.061841 0.010891 1.111111 0.058586 0.065095 0.011174 1.166667 0.058586 0.068350 0.011450 1.222222 0.058586 0.071605 0.011719 1.277778 0.058586 0.074860 0.011982 1.333333 0.058586 0.078114 0.012240 1.388889 0.058586 0.081369 0.012493 1.444444 0.058586 0.084624 0.012740 1.500000 0.058586 0.087879 0.012983 1.555556 0.058586 0.091134 0.013221 1.611111 0.058586 0.094388 0.013455 1.666667 0.058586 0.097643 0.013685 1.722222 0.058586 0.100898 0.013911 1.777778 0.058586 0.104153 0.014134 1.833333 0.058586 0.107407 0.014353 1.888889 0.058586 0.110662 0.014569 1.944444 0.058586 0.113917 0.014781 2.000000 0.058586 0.117172 0.014991 2.055556 0.058586 0.120426 0.015198 2.111111 0.058586 0.123681 0.015402 2.166667 0.058586 0.126936 0.015603 2.222222 0.058586 0.130191 0.015802 2.277778 0.058586 0.133446 0.015998 2.333333 0.058586 0.136700 0.016192 2.388889 0.058586 0.139955 0.016384 2.444444 0.058586 0.143210 0.016573 2.500000 0.058586 0.146465 0.016761 2.555556 0.058586 0.149719 0.016946 2.611111 0.058586 0.152974 0.017129 2.666667 0.058586 0.156229 0.017310 2.722222 0.058586 0.159484 0.017490 2.777778 0.058586 0.162738 0.017667 2.833333 0.058586 0.165993 0.017843 2.888889 0.058586 0.169248 0.018017 2.944444 0.058586 0.172503 0.018189 3.000000 0.058586 0.175758 0.018360 3.055556 0.058586 0.179012 0.018530 3.111111 0.058586 0.182267 0.018697 3.166667 0.058586 0.185522 0.018863 3.222222 0.058586 0.188777 0.019028 3.277778 0.058586 0.192031 0.019191 3.333333 0.058586 0.195286 0.019353 3.388889 0.058586 0.198541 0.019514 3.444444 0.058586 0.201796 0.020477 3.500000 0.058586 0.205051 0.022515 3.555556 0.058586 0.208305 0.025135 3.611111 0.058586 0.211560 0.028187 3.666667 0.058586 0.214815 0.031585 3.722222 0.058586 0.218070 0.035267 3.777778 0.058586 0.221324 0.039188 3.833333 0.058586 0.224579 0.043311 3.888889 0.058586 0.227834 0.047606 3.944444 0.058586 0.231089 0.052047 4.000000 0.058586 0.234343 0.056611 4.055556 0.058586 0.237598 0.265029 4.111111 0.058586 0.240853 0.644708 4.166667 0.058586 0.244108 1.131317 4.222222 0.058586 0.247363 1.694137 4.277778 0.058586 0.250617 2.306171 4.333333 0.058586 0.253872 2.939996 4.388889 0.058586 0.257127 3.567538 4.444444 0.058586 0.260382 4.161390 4.500000 0.058586 0.263636 4.696989 4.555556 0.058586 0.266891 5.155389 4.611111 0.058586 0.270146 5.526514 4.666667 0.058586 0.273401 5.812804 4.722222 0.058586 0.276655 6.033205 4.777778 0.058586 0.279910 6.308434 4.833333 0.058586 0.283165 6.527928 4.888889 0.058586 0.286420 6.740223 Sunridge Townhomes 4/26/2025 4:15:28 PM Page 31 4.944444 0.058586 0.289675 6.945984 5.000000 0.058586 0.292929 7.145781 5.055556 0.058586 0.296184 7.340103 END FTABLE 1 FTABLE 2 36 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.000260 0.000000 0.000000 0.000000 0.100000 0.000260 0.000029 0.000000 0.002007 0.200000 0.000260 0.000087 0.000000 0.004015 0.300000 0.000260 0.000173 0.000000 0.006022 0.400000 0.000260 0.000289 0.000000 0.008030 0.500000 0.000260 0.000433 0.000000 0.010037 0.600000 0.000260 0.000606 0.000000 0.012045 0.700000 0.000260 0.000808 0.000000 0.014052 0.800000 0.000260 0.001039 0.000000 0.016059 0.900000 0.000260 0.001299 0.000000 0.018067 1.000000 0.000260 0.001588 0.000000 0.020074 1.100000 0.000260 0.001905 0.000000 0.022082 1.200000 0.000260 0.002252 0.000000 0.024089 1.300000 0.000260 0.002627 0.000000 0.026097 1.400000 0.000260 0.003031 0.000000 0.028104 1.500000 0.000260 0.003464 0.000000 0.030111 1.600000 0.000260 0.003926 0.000000 0.032119 1.700000 0.000260 0.004417 0.000000 0.034126 1.800000 0.000260 0.004936 0.000000 0.036134 1.900000 0.000260 0.005485 0.000000 0.038141 2.000000 0.000260 0.006062 0.000000 0.040149 2.100000 0.000260 0.006669 0.000000 0.042156 2.200000 0.000260 0.007304 0.000000 0.044163 2.300000 0.000260 0.007968 0.000000 0.046171 2.400000 0.000260 0.008660 0.000000 0.048178 2.500000 0.000260 0.009382 0.000000 0.050186 2.600000 0.000260 0.010133 0.000000 0.052193 2.700000 0.000260 0.010912 0.000000 0.054201 2.800000 0.000260 0.011720 0.000000 0.056208 2.900000 0.000260 0.012558 0.000000 0.058215 3.000000 0.000260 0.013424 0.000000 0.060223 3.100000 0.000260 0.014319 0.000000 0.062230 3.200000 0.000260 0.015242 0.000000 0.064238 3.300000 0.000260 0.016195 0.000000 0.066245 3.400000 0.000260 0.017177 0.000000 0.068253 4.400000 0.000260 0.018187 6.000000 0.068253 END FTABLE 2 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 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 COPY 601 OUTPUT MEAN 1 1 48.4 WDM 901 FLOW ENGL REPL RCHRES 2 HYDR RO 1 1 1 WDM 1002 FLOW ENGL REPL RCHRES 2 HYDR O 1 1 1 WDM 1003 FLOW ENGL REPL RCHRES 2 HYDR O 2 1 1 WDM 1004 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1005 STAG ENGL REPL END EXT TARGETS MASS-LINK Sunridge Townhomes 4/26/2025 4:15:28 PM Page 32 <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 6 RCHRES ROFLOW RCHRES INFLOW END MASS-LINK 6 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 MASS-LINK 16 RCHRES ROFLOW COPY INPUT MEAN END MASS-LINK 16 END MASS-LINK END RUN Sunridge Townhomes 4/26/2025 4:15:28 PM Page 33 Predeveloped HSPF Message File Sunridge Townhomes 4/26/2025 4:15:28 PM Page 34 Mitigated HSPF Message File Sunridge Townhomes 4/26/2025 4:15:28 PM Page 35 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. 2005-2025; 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 WWHM2012 PROJECT REPORT WWHM MODEL FOR UNRETAINED FLOWS Sunridge Townhomes 10/19/2024 5:58:11 PM Page 2 General Model Information WWHM2012 Project Name:Sunridge Townhomes Site Name: Site Address: City: Report Date:10/19/2024 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2023/01/27 Version:4.2.19 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year Sunridge Townhomes 10/19/2024 5:58:11 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Mod 0.757 Pervious Total 0.757 Impervious Land Use acre Impervious Total 0 Basin Total 0.757 Sunridge Townhomes 10/19/2024 5:58:11 PM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Pasture, Mod 0.195 Pervious Total 0.195 Impervious Land Use acre ROOF TOPS FLAT 0.183 DRIVEWAYS FLAT 0.308 SIDEWALKS FLAT 0.071 Impervious Total 0.562 Basin Total 0.757 Sunridge Townhomes 10/19/2024 5:58:11 PM Page 5 Routing Elements Predeveloped Routing Sunridge Townhomes 10/19/2024 5:58:11 PM Page 6 Mitigated Routing Sunridge Townhomes 10/19/2024 5:58:11 PM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.757 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.195 Total Impervious Area:0.562 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.02254 5 year 0.036933 10 year 0.046188 25 year 0.057197 50 year 0.064823 100 year 0.071946 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.218539 5 year 0.276768 10 year 0.316411 25 year 0.367915 50 year 0.407391 100 year 0.447869 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.026 0.289 1950 0.031 0.300 1951 0.049 0.182 1952 0.015 0.154 1953 0.012 0.167 1954 0.019 0.179 1955 0.031 0.200 1956 0.025 0.197 1957 0.020 0.228 1958 0.022 0.181 Sunridge Townhomes 10/19/2024 5:58:31 PM Page 8 1959 0.019 0.182 1960 0.034 0.190 1961 0.019 0.194 1962 0.012 0.165 1963 0.016 0.188 1964 0.023 0.179 1965 0.015 0.233 1966 0.014 0.156 1967 0.035 0.263 1968 0.019 0.298 1969 0.019 0.210 1970 0.015 0.205 1971 0.017 0.242 1972 0.037 0.255 1973 0.017 0.149 1974 0.018 0.222 1975 0.026 0.250 1976 0.018 0.175 1977 0.003 0.182 1978 0.015 0.223 1979 0.009 0.305 1980 0.044 0.285 1981 0.014 0.228 1982 0.029 0.321 1983 0.024 0.257 1984 0.015 0.165 1985 0.009 0.224 1986 0.039 0.194 1987 0.034 0.299 1988 0.013 0.181 1989 0.009 0.227 1990 0.082 0.421 1991 0.043 0.321 1992 0.018 0.164 1993 0.017 0.140 1994 0.006 0.151 1995 0.025 0.201 1996 0.057 0.225 1997 0.044 0.214 1998 0.011 0.209 1999 0.048 0.426 2000 0.017 0.217 2001 0.003 0.233 2002 0.020 0.279 2003 0.030 0.224 2004 0.032 0.405 2005 0.024 0.189 2006 0.027 0.168 2007 0.062 0.379 2008 0.075 0.315 2009 0.035 0.277 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0816 0.4262 2 0.0752 0.4207 3 0.0617 0.4045 Sunridge Townhomes 10/19/2024 5:58:31 PM Page 9 4 0.0572 0.3788 5 0.0492 0.3213 6 0.0484 0.3211 7 0.0441 0.3152 8 0.0440 0.3051 9 0.0433 0.2999 10 0.0386 0.2988 11 0.0374 0.2980 12 0.0351 0.2894 13 0.0346 0.2848 14 0.0341 0.2788 15 0.0340 0.2770 16 0.0318 0.2633 17 0.0308 0.2571 18 0.0306 0.2550 19 0.0297 0.2503 20 0.0285 0.2425 21 0.0265 0.2328 22 0.0259 0.2328 23 0.0256 0.2281 24 0.0247 0.2279 25 0.0247 0.2267 26 0.0244 0.2245 27 0.0236 0.2244 28 0.0226 0.2240 29 0.0221 0.2229 30 0.0199 0.2217 31 0.0199 0.2167 32 0.0195 0.2140 33 0.0192 0.2104 34 0.0190 0.2086 35 0.0190 0.2049 36 0.0187 0.2015 37 0.0184 0.2003 38 0.0183 0.1972 39 0.0177 0.1943 40 0.0173 0.1936 41 0.0172 0.1896 42 0.0172 0.1893 43 0.0166 0.1876 44 0.0160 0.1822 45 0.0155 0.1822 46 0.0154 0.1816 47 0.0152 0.1813 48 0.0150 0.1807 49 0.0147 0.1790 50 0.0145 0.1789 51 0.0138 0.1748 52 0.0135 0.1681 53 0.0125 0.1666 54 0.0116 0.1650 55 0.0108 0.1649 56 0.0093 0.1639 57 0.0089 0.1558 58 0.0087 0.1543 59 0.0058 0.1513 60 0.0031 0.1489 61 0.0027 0.1401 Sunridge Townhomes 10/19/2024 5:58:31 PM Page 10 Sunridge Townhomes 10/19/2024 5:58:31 PM Page 11 Duration Flows The Duration Matching Failed Flow(cfs)Predev Mit Percentage Pass/Fail 0.0113 17075 113853 666 Fail 0.0118 15481 109981 710 Fail 0.0124 14070 106345 755 Fail 0.0129 12801 102859 803 Fail 0.0134 11569 99629 861 Fail 0.0140 10523 96485 916 Fail 0.0145 9571 93512 977 Fail 0.0151 8759 90624 1034 Fail 0.0156 8046 87822 1091 Fail 0.0161 7356 85213 1158 Fail 0.0167 6744 82604 1224 Fail 0.0172 6188 80037 1293 Fail 0.0178 5726 77620 1355 Fail 0.0183 5309 75353 1419 Fail 0.0188 4924 73171 1486 Fail 0.0194 4569 71032 1554 Fail 0.0199 4237 69043 1629 Fail 0.0205 3953 67075 1696 Fail 0.0210 3645 65214 1789 Fail 0.0215 3390 63332 1868 Fail 0.0221 3133 61536 1964 Fail 0.0226 2920 59867 2050 Fail 0.0232 2701 58156 2153 Fail 0.0237 2490 56552 2271 Fail 0.0243 2314 54991 2376 Fail 0.0248 2136 53451 2502 Fail 0.0253 1973 51975 2634 Fail 0.0259 1825 50606 2772 Fail 0.0264 1702 49258 2894 Fail 0.0270 1578 47954 3038 Fail 0.0275 1443 46670 3234 Fail 0.0280 1326 45430 3426 Fail 0.0286 1232 44211 3588 Fail 0.0291 1147 43056 3753 Fail 0.0297 1083 41965 3874 Fail 0.0302 1020 40853 4005 Fail 0.0307 947 39740 4196 Fail 0.0313 886 38650 4362 Fail 0.0318 824 37623 4565 Fail 0.0324 760 36682 4826 Fail 0.0329 725 35719 4926 Fail 0.0334 675 34778 5152 Fail 0.0340 623 33880 5438 Fail 0.0345 589 33024 5606 Fail 0.0351 549 32169 5859 Fail 0.0356 506 31377 6200 Fail 0.0362 469 30586 6521 Fail 0.0367 427 29837 6987 Fail 0.0372 388 29132 7508 Fail 0.0378 356 28404 7978 Fail 0.0383 328 27698 8444 Fail 0.0389 298 26993 9058 Fail 0.0394 270 26372 9767 Fail 0.0399 241 25731 10676 Fail Sunridge Townhomes 10/19/2024 5:58:31 PM Page 12 0.0405 218 25025 11479 Fail 0.0410 197 24405 12388 Fail 0.0416 173 23763 13735 Fail 0.0421 152 23185 15253 Fail 0.0426 130 22629 17406 Fail 0.0432 119 22095 18567 Fail 0.0437 104 21539 20710 Fail 0.0443 95 21023 22129 Fail 0.0448 83 20497 24695 Fail 0.0453 74 19992 27016 Fail 0.0459 69 19528 28301 Fail 0.0464 61 19090 31295 Fail 0.0470 53 18662 35211 Fail 0.0475 46 18272 39721 Fail 0.0481 39 17834 45728 Fail 0.0486 29 17410 60034 Fail 0.0491 25 17023 68092 Fail 0.0497 22 16602 75463 Fail 0.0502 20 16204 81020 Fail 0.0508 17 15836 93152 Fail 0.0513 14 15462 110442 Fail 0.0518 12 15100 125833 Fail 0.0524 8 14760 184500 Fail 0.0529 7 14418 205971 Fail 0.0535 7 14123 201757 Fail 0.0540 7 13783 196900 Fail 0.0545 6 13507 225116 Fail 0.0551 6 13233 220550 Fail 0.0556 6 12966 216100 Fail 0.0562 6 12696 211600 Fail 0.0567 6 12453 207550 Fail 0.0572 5 12138 242760 Fail 0.0578 5 11877 237539 Fail 0.0583 5 11597 231939 Fail 0.0589 5 11375 227500 Fail 0.0594 5 11092 221839 Fail 0.0600 5 10836 216720 Fail 0.0605 5 10581 211620 Fail 0.0610 4 10365 259125 Fail 0.0616 4 10130 253250 Fail 0.0621 3 9927 330900 Fail 0.0627 3 9734 324466 Fail 0.0632 3 9542 318066 Fail 0.0637 3 9347 311566 Fail 0.0643 3 9150 305000 Fail 0.0648 3 8958 298600 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. Sunridge Townhomes 10/19/2024 5:58:31 PM Page 13 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0.0286 acre-feet On-line facility target flow:0.015 cfs. Adjusted for 15 min:0.015 cfs. Off-line facility target flow:0.0095 cfs. Adjusted for 15 min:0.0095 cfs. Sunridge Townhomes 10/19/2024 5:58:31 PM Page 14 LID Report Sunridge Townhomes 10/19/2024 5:58:37 PM 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. Sunridge Townhomes 10/19/2024 5:58:37 PM Page 16 Appendix Predeveloped Schematic Sunridge Townhomes 10/19/2024 5:58:37 PM Page 17 Mitigated Schematic Sunridge Townhomes 10/19/2024 5:58:37 PM 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 Sunridge Townhomes.wdm MESSU 25 PreSunridge Townhomes.MES 27 PreSunridge Townhomes.L61 28 PreSunridge Townhomes.L62 30 POCSunridge Townhomes1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 11 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 *** 11 C, Forest, Mod 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 *** 11 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 ********* 11 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO Sunridge Townhomes 10/19/2024 5:58:37 PM Page 19 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 11 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 11 0 4.5 0.08 400 0.1 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 11 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 11 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 11 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 *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATE1 Sunridge Townhomes 10/19/2024 5:58:37 PM Page 20 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 11 0.757 COPY 501 12 PERLND 11 0.757 COPY 501 13 ******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 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 Sunridge Townhomes 10/19/2024 5:58:37 PM Page 21 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 END MASS-LINK END RUN Sunridge Townhomes 10/19/2024 5:58:37 PM 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 Sunridge Townhomes.wdm MESSU 25 MitSunridge Townhomes.MES 27 MitSunridge Townhomes.L61 28 MitSunridge Townhomes.L62 30 POCSunridge Townhomes1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 14 IMPLND 4 IMPLND 5 IMPLND 8 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 *** 14 C, Pasture, Mod 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 *** 14 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 ********* Sunridge Townhomes 10/19/2024 5:58:37 PM Page 23 14 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 *** 14 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 14 0 4.5 0.06 400 0.1 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 14 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 14 0.15 0.4 0.3 6 0.5 0.4 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 14 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 8 SIDEWALKS/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 8 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 8 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 8 0 0 0 0 0 END IWAT-PARM1 Sunridge Townhomes 10/19/2024 5:58:37 PM Page 24 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 8 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 4 0 0 5 0 0 8 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 4 0 0 5 0 0 8 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 14 0.195 COPY 501 12 PERLND 14 0.195 COPY 501 13 IMPLND 4 0.183 COPY 501 15 IMPLND 5 0.308 COPY 501 15 IMPLND 8 0.071 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 *** Sunridge Townhomes 10/19/2024 5:58:37 PM Page 25 # - # 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 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 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 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 Sunridge Townhomes 10/19/2024 5:58:37 PM Page 26 Predeveloped HSPF Message File Sunridge Townhomes 10/19/2024 5:58:37 PM Page 27 Mitigated HSPF Message File Sunridge Townhomes 10/19/2024 5:58:37 PM Page 28 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. 2005-2024; 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 1055 South Grady Way – 6 th Floor | Renton, WA 98057 (425) 430-7200 Date Prepared: Name: PE Registration No: Firm Name: Firm Address: Phone No. Email Address: Project Name: Project Owner: CED Plan # (LUA):Phone: CED Permit # (C):Address: Site Address: Street Intersection:Addt'l Project Owner: Parcel #(s):Phone: Address: Clearing and grading greater than or equal to 5,000 board feet of timber? Yes/No:NO Water Service Provided by: If Yes, Provide Forest Practice Permit #:Sewer Service Provided by: AddressAbbreviated Legal Description: BENSON HEIGHTS ADD S 260 FT OF W 135.25 FT AS MEAS ALG W LN THOF LESS RD PLat Block: 1 Plat Lot: 10 City, State, Zip VACANT LAND, Renton, WA 98058 15012 SE 253RD PL Additional Project OwnerStreet Intersection 21-000327 20-000039 206-351-9289 10/20/2024 Prepared by: FOR APPROVALProject Phase 1 admin@effectiveengineeringpllc.com Benjamin P. Anstey, PE 20614 Effective Engineering PLLC 8627 NE 180th Street, Bothell, WA 206-303-7639 SITE IMPROVEMENT BOND QUANTITY WORKSHEET PROJECT INFORMATION CITY OF RENTON CITY OF RENTON Phone Engineer Stamp Required (all cost estimates must have original wet stamp and signature) Clearing and Grading Utility Providers N/A Project Location and Description Project Owner Information SUNRIDGE II COVINGTON, WA 98042 073900-0050 VY PROPERTIES LLC Page 2 of 15 Ref 8-H Bond Quantity Worksheet SECTION I PROJECT INFORMATION Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 10/20/2024 10-20-2024 10.1% Total Estimated Construction Costs E A + B + C + D 375,797.72$ Estimated Civil Construction Permit - Construction Costs2 Stormwater (Drainage)C 224,665.66$ As outlined in City Ordinance No. 4345, 50% of the plan review and inspection fees are to be paid at Permit Submittal. The balance is due at Permit Issuance. Significant changes or additional review cycles (beyond 3 cycles) during the review process may result in adjustments to the final review fees. Roadway (Erosion Control + Transportation)D 151,132.07$ Water A -$ Wastewater (Sanitary Sewer)B -$ 2 All prices include labor, equipment, materials, overhead, profit, and taxes. City of Renton Sales Tax is: 1 Select the current project status/phase from the following options: For Approval - Preliminary Data Enclosed, pending approval from the City; For Construction - Estimated Data Enclosed, Plans have been approved for contruction by the City; Project Closeout - Final Costs and Quantities Enclosed for Project Close-out Submittal Page 3 of 15 Ref 8-H Bond Quantity Worksheet SECTION I PROJECT INFORMATION Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 10/20/2024 CED Permit #:21-000327 UnitReference #Price Unit Quantity Cost Backfill & compaction-embankment ESC-1 7.50$ CY Check dams, 4" minus rock ESC-2 SWDM 5.4.6.3 90.00$ Each 6 540.00Catch Basin Protection ESC-3 145.00$ Each 3 435.00Crushed surfacing 1 1/4" minus ESC-4 WSDOT 9-03.9(3)110.00$ CY Ditching ESC-5 10.50$ CY Excavation-bulk ESC-6 2.30$ CY 100 230.00 Fence, silt ESC-7 SWDM 5.4.3.1 5.00$ LF 475 2,375.00 Fence, Temporary (NGPE)ESC-8 1.75$ LF Geotextile Fabric ESC-9 3.00$ SY Hay Bale Silt Trap ESC-10 0.60$ Each 10 6.00HydroseedingESC-11 SWDM 5.4.2.4 0.90$ SY Interceptor Swale / Dike ESC-12 1.15$ LF 350 402.50Jute Mesh ESC-13 SWDM 5.4.2.2 4.00$ SY Level Spreader ESC-14 2.00$ LF Mulch, by hand, straw, 3" deep ESC-15 SWDM 5.4.2.1 2.90$ SY 1500 4,350.00Mulch, by machine, straw, 2" deep ESC-16 SWDM 5.4.2.1 2.30$ SY Piping, temporary, CPP, 6"ESC-17 13.75$ LF Piping, temporary, CPP, 8"ESC-18 16.00$ LF Piping, temporary, CPP, 12"ESC-19 20.50$ LF Plastic covering, 6mm thick, sandbagged ESC-20 SWDM 5.4.2.3 4.60$ SY 500 2,300.00 Rip Rap, machine placed; slopes ESC-21 WSDOT 9-13.1(2)51.00$ CY Rock Construction Entrance, 50'x15'x1'ESC-22 SWDM 5.4.4.1 2,050.00$ Each Rock Construction Entrance, 100'x15'x1'ESC-23 SWDM 5.4.4.1 3,675.00$ Each 1 3,675.00Sediment pond riser assembly ESC-24 SWDM 5.4.5.2 2,525.00$ Each 1 2,525.00Sediment trap, 5' high berm ESC-25 SWDM 5.4.5.1 22.00$ LF 80 1,760.00 Sed. trap, 5' high, riprapped spillway berm section ESC-26 SWDM 5.4.5.1 80.00$ LF Seeding, by hand ESC-27 SWDM 5.4.2.4 1.15$ SY Sodding, 1" deep, level ground ESC-28 SWDM 5.4.2.5 9.20$ SY Sodding, 1" deep, sloped ground ESC-29 SWDM 5.4.2.5 11.50$ SY TESC Supervisor ESC-30 125.00$ HR 150 18,750.00Water truck, dust control ESC-31 SWDM 5.4.7 160.00$ HR 60 9,600.00 Unit Reference #Price Unit Quantity Cost EROSION/SEDIMENT SUBTOTAL:46,948.50SALES TAX @ 10.1%4,741.80EROSION/SEDIMENT TOTAL:51,690.30 (A) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR EROSION & SEDIMENT CONTROL Description No. (A) WRITE-IN-ITEMS Page 4 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.a EROSION_CONTROL Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 10/20/2024 CED Permit #:21-000327 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost GENERAL ITEMS Backfill & Compaction- embankment GI-1 7.00$ CY Backfill & Compaction- trench GI-2 10.25$ CY Clear/Remove Brush, by hand (SY)GI-3 1.15$ SY Bollards - fixed GI-4 275.00$ Each Bollards - removable GI-5 520.00$ Each Clearing/Grubbing/Tree Removal GI-6 11,475.00$ Acre Excavation - bulk GI-7 2.30$ CYExcavation - Trench GI-8 5.75$ CY Fencing, cedar, 6' high GI-9 23.00$ LF Fencing, chain link, 4'GI-10 44.00$ LF Fencing, chain link, vinyl coated, 6' high GI-11 23.00$ LF Fencing, chain link, gate, vinyl coated, 20' GI-12 1,600.00$ Each Fill & compact - common barrow GI-13 28.75$ CY Fill & compact - gravel base GI-14 31.00$ CY Fill & compact - screened topsoil GI-15 44.75$ CY Gabion, 12" deep, stone filled mesh GI-16 74.50$ SYGabion, 18" deep, stone filled mesh GI-17 103.25$ SY Gabion, 36" deep, stone filled mesh GI-18 172.00$ SY Grading, fine, by hand GI-19 2.90$ SY 300 870.00 3000 8,700.00 Grading, fine, with grader GI-20 2.30$ SY Monuments, 3' Long GI-21 1,025.00$ Each Sensitive Areas Sign GI-22 8.00$ Each Sodding, 1" deep, sloped ground GI-23 9.25$ SY Surveying, line & grade GI-24 975.00$ Day 1 975.00 Surveying, lot location/lines GI-25 2,050.00$ Acre 0.75 1,537.50Topsoil Type A (imported)GI-26 32.75$ CY 90 2,947.50 Traffic control crew ( 2 flaggers )GI-27 137.75$ HR Trail, 4" chipped wood GI-28 9.15$ SY Trail, 4" crushed cinder GI-29 10.25$ SY Trail, 4" top course GI-30 13.75$ SY Conduit, 2"GI-31 5.75$ LF Wall, retaining, concrete GI-32 63.00$ SFWall, rockery GI-33 17.25$ SF 400 6,900.00 SUBTOTAL THIS PAGE:1,845.00 20,085.00 (B)(C)(D)(E) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR STREET AND SITE IMPROVEMENTS Quantity Remaining (Bond Reduction) (B) (C) Page 5 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 10/20/2024 CED Permit #:21-000327 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR STREET AND SITE IMPROVEMENTS Quantity Remaining (Bond Reduction) (B) (C) ROAD IMPROVEMENT/PAVEMENT/SURFACINGAC Grinding, 4' wide machine < 1000sy RI-1 34.50$ SY AC Grinding, 4' wide machine 1000-2000sy RI-2 18.25$ SY AC Grinding, 4' wide machine > 2000sy RI-3 11.50$ SY AC Removal/Disposal RI-4 40.00$ SY Barricade, Type III ( Permanent )RI-5 64.25$ LF Guard Rail RI-6 34.50$ LF Curb & Gutter, rolled RI-7 19.50$ LF 36 702.00Curb & Gutter, vertical RI-8 14.25$ LF 36 513.00 Curb and Gutter, demolition and disposal RI-9 20.50$ LF Curb, extruded asphalt RI-10 6.25$ LF Curb, extruded concrete RI-11 8.00$ LF 60 480.00 Sawcut, asphalt, 3" depth RI-12 3.00$ LF 36 108.00 Sawcut, concrete, per 1" depth RI-13 5.00$ LF Sealant, asphalt RI-14 2.25$ LF Shoulder, gravel, 4" thick RI-15 17.25$ SY Sidewalk, 4" thick RI-16 43.50$ SY 285 12,397.50 260 11,310.00Sidewalk, 4" thick, demolition and disposal RI-17 37.00$ SY 115 4,255.00 Sidewalk, 5" thick RI-18 47.00$ SY Sidewalk, 5" thick, demolition and disposal RI-19 46.00$ SY Sign, Handicap RI-20 97.00$ Each Striping, per stall RI-21 8.00$ Each 13 104.00 Striping, thermoplastic, ( for crosswalk )RI-22 3.50$ SF 720 2,520.00 Striping, 4" reflectorized line RI-23 0.55$ LF Additional 2.5" Crushed Surfacing RI-24 4.15$ SY HMA 1/2" Overlay 1.5" RI-25 16.00$ SYHMA 1/2" Overlay 2"RI-26 20.75$ SY HMA Road, 2", 4" rock, First 2500 SY RI-27 32.25$ SY HMA Road, 2", 4" rock, Qty. over 2500SY RI-28 24.00$ SY HMA Road, 4", 6" rock, First 2500 SY RI-29 51.75$ SY HMA Road, 4", 6" rock, Qty. over 2500 SY RI-30 42.50$ SY HMA Road, 4", 4.5" ATB RI-31 43.50$ SY Gravel Road, 4" rock, First 2500 SY RI-32 17.25$ SYGravel Road, 4" rock, Qty. over 2500 SY RI-33 11.50$ SY Thickened Edge RI-34 10.00$ LF SUBTOTAL THIS PAGE:17,975.50 14,414.00 (B)(C)(D)(E) Page 6 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 10/20/2024 CED Permit #:21-000327 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR STREET AND SITE IMPROVEMENTS Quantity Remaining (Bond Reduction) (B) (C) PARKING LOT SURFACING No.2" AC, 2" top course rock & 4" borrow PL-1 24.00$ SY 1500 36,000.00 2" AC, 1.5" top course & 2.5" base course PL-2 32.00$ SY 4" select borrow PL-3 5.75$ SY 1.5" top course rock & 2.5" base course PL-4 16.00$ SY SUBTOTAL PARKING LOT SURFACING:36,000.00 (B)(C)(D)(E) LANDSCAPING & VEGETATION No.Street Trees LA-1 Median Landscaping LA-2 Right-of-Way Landscaping LA-3Wetland Landscaping LA-4 SUBTOTAL LANDSCAPING & VEGETATION: (B)(C)(D)(E) TRAFFIC & LIGHTING No.Signs TR-1 Street Light System ( # of Poles)TR-2 Traffic Signal TR-3 Traffic Signal Modification TR-4 SUBTOTAL TRAFFIC & LIGHTING: (B)(C)(D)(E) WRITE-IN-ITEMS SUBTOTAL WRITE-IN ITEMS: STREET AND SITE IMPROVEMENTS SUBTOTAL:19,820.50 70,499.00 SALES TAX @ 10.1%2,001.87 7,120.40 STREET AND SITE IMPROVEMENTS TOTAL:21,822.37 77,619.40 (B)(C)(D)(E) Page 7 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 10/20/2024 CED Permit #:21-000327 Existing Future Public PrivateRight-of-Way Improvements Improvements (D) (E)Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost DRAINAGE (CPE = Corrugated Polyethylene Pipe, N12 or Equivalent) For Culvert prices, Average of 4' cover was assumed. Assume perforated PVC is same price as solid pipe.) Access Road, R/D D-1 30.00$ SY * (CBs include frame and lid) Beehive D-2 103.00$ Each Through-curb Inlet Framework D-3 460.00$ Each CB Type I D-4 1,725.00$ Each 11 18,975.00CB Type IL D-5 2,000.00$ EachCB Type II, 48" diameter D-6 3,500.00$ Each 3 10,500.00 for additional depth over 4' D-7 550.00$ FT CB Type II, 54" diameter D-8 4,075.00$ Each for additional depth over 4'D-9 570.00$ FT CB Type II, 60" diameter D-10 4,225.00$ Each for additional depth over 4'D-11 690.00$ FTCB Type II, 72" diameter D-12 6,900.00$ Each for additional depth over 4'D-13 975.00$ FT CB Type II, 96" diameter D-14 16,000.00$ Each for additional depth over 4'D-15 1,050.00$ FT Trash Rack, 12"D-16 400.00$ Each Trash Rack, 15"D-17 470.00$ EachTrash Rack, 18"D-18 550.00$ Each Trash Rack, 21"D-19 630.00$ Each Cleanout, PVC, 4"D-20 170.00$ Each Cleanout, PVC, 6"D-21 195.00$ Each 21 4,095.00 Cleanout, PVC, 8"D-22 230.00$ Each Culvert, PVC, 4" D-23 11.50$ LFCulvert, PVC, 6" D-24 15.00$ LFCulvert, PVC, 8" D-25 17.00$ LF Culvert, PVC, 12" D-26 26.00$ LF 175 4,550.00 Culvert, PVC, 15" D-27 40.00$ LF Culvert, PVC, 18" D-28 47.00$ LF Culvert, PVC, 24"D-29 65.00$ LFCulvert, PVC, 30" D-30 90.00$ LFCulvert, PVC, 36" D-31 150.00$ LF Culvert, CMP, 8"D-32 22.00$ LF Culvert, CMP, 12"D-33 33.00$ LF SUBTOTAL THIS PAGE:38,120.00 (B)(C)(D)(E) Quantity Remaining (Bond Reduction) (B)(C) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES Page 8 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 10/20/2024 CED Permit #:21-000327 Existing Future Public PrivateRight-of-Way Improvements Improvements (D) (E)Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Quantity Remaining (Bond Reduction) (B)(C) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES DRAINAGE (Continued)Culvert, CMP, 15"D-34 40.00$ LF Culvert, CMP, 18"D-35 47.00$ LF Culvert, CMP, 24"D-36 64.00$ LF Culvert, CMP, 30"D-37 90.00$ LFCulvert, CMP, 36"D-38 150.00$ LF Culvert, CMP, 48"D-39 218.00$ LF Culvert, CMP, 60"D-40 310.00$ LF Culvert, CMP, 72"D-41 400.00$ LFCulvert, Concrete, 8"D-42 48.00$ LFCulvert, Concrete, 12"D-43 55.00$ LF Culvert, Concrete, 15"D-44 89.00$ LF Culvert, Concrete, 18"D-45 100.00$ LF Culvert, Concrete, 24"D-46 120.00$ LF Culvert, Concrete, 30"D-47 145.00$ LFCulvert, Concrete, 36"D-48 175.00$ LFCulvert, Concrete, 42"D-49 200.00$ LF Culvert, Concrete, 48"D-50 235.00$ LF Culvert, CPE Triple Wall, 6" D-51 16.00$ LF Culvert, CPE Triple Wall, 8" D-52 18.00$ LF Culvert, CPE Triple Wall, 12" D-53 27.00$ LF Culvert, CPE Triple Wall, 15" D-54 40.00$ LFCulvert, CPE Triple Wall, 18" D-55 47.00$ LF Culvert, CPE Triple Wall, 24" D-56 64.00$ LF Culvert, CPE Triple Wall, 30" D-57 90.00$ LF Culvert, CPE Triple Wall, 36" D-58 149.00$ LF Culvert, LCPE, 6"D-59 69.00$ LF 520 35,880.00 Culvert, LCPE, 8"D-60 83.00$ LF 260 21,580.00Culvert, LCPE, 12"D-61 96.00$ LF 70 6,720.00Culvert, LCPE, 15"D-62 110.00$ LF Culvert, LCPE, 18"D-63 124.00$ LF Culvert, LCPE, 24"D-64 138.00$ LF Culvert, LCPE, 30"D-65 151.00$ LF Culvert, LCPE, 36"D-66 165.00$ LFCulvert, LCPE, 48"D-67 179.00$ LFCulvert, LCPE, 54"D-68 193.00$ LF SUBTOTAL THIS PAGE:64,180.00 (B)(C)(D)(E) Page 9 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 10/20/2024 CED Permit #:21-000327 Existing Future Public PrivateRight-of-Way Improvements Improvements (D) (E)Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Quantity Remaining (Bond Reduction) (B)(C) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES DRAINAGE (Continued)Culvert, LCPE, 60"D-69 206.00$ LF Culvert, LCPE, 72"D-70 220.00$ LF Culvert, HDPE, 6"D-71 48.00$ LF Culvert, HDPE, 8"D-72 60.00$ LF Culvert, HDPE, 12"D-73 85.00$ LFCulvert, HDPE, 15"D-74 122.00$ LFCulvert, HDPE, 18"D-75 158.00$ LF Culvert, HDPE, 24"D-76 254.00$ LF Culvert, HDPE, 30"D-77 317.00$ LF Culvert, HDPE, 36"D-78 380.00$ LF Culvert, HDPE, 48"D-79 443.00$ LFCulvert, HDPE, 54"D-80 506.00$ LFCulvert, HDPE, 60"D-81 570.00$ LF Culvert, HDPE, 72"D-82 632.00$ LF Pipe, Polypropylene, 6"D-83 96.00$ LF Pipe, Polypropylene, 8"D-84 100.00$ LF Pipe, Polypropylene, 12"D-85 100.00$ LFPipe, Polypropylene, 15"D-86 103.00$ LFPipe, Polypropylene, 18"D-87 106.00$ LF Pipe, Polypropylene, 24"D-88 119.00$ LF Pipe, Polypropylene, 30"D-89 136.00$ LF Pipe, Polypropylene, 36"D-90 185.00$ LF Pipe, Polypropylene, 48"D-91 260.00$ LF Pipe, Polypropylene, 54"D-92 381.00$ LFPipe, Polypropylene, 60"D-93 504.00$ LF Pipe, Polypropylene, 72"D-94 625.00$ LF Culvert, DI, 6"D-95 70.00$ LF Culvert, DI, 8"D-96 101.00$ LF Culvert, DI, 12"D-97 121.00$ LF Culvert, DI, 15"D-98 148.00$ LFCulvert, DI, 18"D-99 175.00$ LFCulvert, DI, 24"D-100 200.00$ LF Culvert, DI, 30"D-101 227.00$ LF Culvert, DI, 36"D-102 252.00$ LF Culvert, DI, 48"D-103 279.00$ LF Culvert, DI, 54"D-104 305.00$ LFCulvert, DI, 60"D-105 331.00$ LFCulvert, DI, 72"D-106 357.00$ LF SUBTOTAL THIS PAGE: (B)(C)(D)(E) Page 10 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 10/20/2024 CED Permit #:21-000327 Existing Future Public PrivateRight-of-Way Improvements Improvements (D) (E)Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Quantity Remaining (Bond Reduction) (B)(C) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES Specialty Drainage ItemsDitching SD-1 10.90$ CY Flow Dispersal Trench (1,436 base+)SD-3 32.00$ LF 10 1,756.00 French Drain (3' depth)SD-4 30.00$ LF Geotextile, laid in trench, polypropylene SD-5 3.40$ SY Mid-tank Access Riser, 48" dia, 6' deep SD-6 2,300.00$ EachPond Overflow Spillway SD-7 18.25$ SYRestrictor/Oil Separator, 12"SD-8 1,320.00$ Each Restrictor/Oil Separator, 15"SD-9 1,550.00$ Each Restrictor/Oil Separator, 18"SD-10 1,950.00$ Each Riprap, placed SD-11 48.20$ CY Tank End Reducer (36" diameter)SD-12 1,375.00$ EachInfiltration pond testing SD-13 143.00$ HRPermeable Pavement SD-14 Permeable Concrete Sidewalk SD-15 Culvert, Box __ ft x __ ft SD-16 SUBTOTAL SPECIALTY DRAINAGE ITEMS:1,756.00 (B)(C)(D)(E)STORMWATER FACILITIES (Include Flow Control and Water Quality Facility Summary Sheet and Sketch)Detention Pond SF-1 Each Detention Tank SF-2 Each Detention Vault SF-3 100,000.00$ Each 1 100,000.00Infiltration Pond SF-4 Each Infiltration Tank SF-5 Each Infiltration Vault SF-6 Each Infiltration Trenches SF-7 Each Basic Biofiltration Swale SF-8 Each Wet Biofiltration Swale SF-9 Each Wetpond SF-10 Each Wetvault SF-11 Each Sand Filter SF-12 Each Sand Filter Vault SF-13 Each Linear Sand Filter SF-14 Each Proprietary Facility SF-15 Each Bioretention Facility SF-16 Each SUBTOTAL STORMWATER FACILITIES:100,000.00 (B)(C)(D)(E) Page 11 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 10/20/2024 CED Permit #:21-000327 Existing Future Public PrivateRight-of-Way Improvements Improvements (D) (E)Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Quantity Remaining (Bond Reduction) (B)(C) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES WRITE-IN-ITEMS (INCLUDE ON-SITE BMPs)WI-1 WI-2 WI-3 WI-4 WI-5 WI-6 WI-7 WI-8 WI-9 WI-10 WI-11 WI-12 WI-13 WI-14 WI-15 SUBTOTAL WRITE-IN ITEMS: DRAINAGE AND STORMWATER FACILITIES SUBTOTAL:204,056.00 SALES TAX @ 10.1%20,609.66 DRAINAGE AND STORMWATER FACILITIES TOTAL:224,665.66 (B) (C) (D) (E) Page 12 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 10/20/2024 CED Permit #:21-000327 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E)Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Connection to Existing Watermain W-1 3,400.00$ Each Ductile Iron Watermain, CL 52, 4 Inch Diameter W-2 58.00$ LFDuctile Iron Watermain, CL 52, 6 Inch Diameter W-3 65.00$ LF Ductile Iron Watermain, CL 52, 8 Inch Diameter W-4 75.00$ LF Ductile Iron Watermain, CL 52, 10 Inch Diameter W-5 80.00$ LF Ductile Iron Watermain, CL 52, 12 Inch Diameter W-6 145.00$ LF Gate Valve, 4 inch Diameter W-7 1,225.00$ Each Gate Valve, 6 inch Diameter W-8 1,350.00$ Each Gate Valve, 8 Inch Diameter W-9 1,550.00$ Each Gate Valve, 10 Inch Diameter W-10 2,100.00$ Each Gate Valve, 12 Inch Diameter W-11 2,500.00$ Each Fire Hydrant Assembly W-12 5,000.00$ EachPermanent Blow-Off Assembly W-13 1,950.00$ Each Air-Vac Assembly, 2-Inch Diameter W-14 3,050.00$ Each Air-Vac Assembly, 1-Inch Diameter W-15 1,725.00$ EachCompound Meter Assembly 3-inch Diameter W-16 9,200.00$ Each Compound Meter Assembly 4-inch Diameter W-17 10,500.00$ Each Compound Meter Assembly 6-inch Diameter W-18 11,500.00$ EachPressure Reducing Valve Station 8-inch to 10-inch W-19 23,000.00$ Each WATER SUBTOTAL: SALES TAX @ 10.1% WATER TOTAL: (B) (C) (D) (E) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR WATER Quantity Remaining (Bond Reduction) (B)(C) Page 13 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.d WATER Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 10/20/2024 CED Permit #:21-000327 Existing Future Public PrivateRight-of-Way Improvements Improvements (D) (E)Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Clean Outs SS-1 1,150.00$ Each Grease Interceptor, 500 gallon SS-2 9,200.00$ Each Grease Interceptor, 1000 gallon SS-3 11,500.00$ Each Grease Interceptor, 1500 gallon SS-4 17,200.00$ Each Side Sewer Pipe, PVC. 4 Inch Diameter SS-5 92.00$ LF Side Sewer Pipe, PVC. 6 Inch Diameter SS-6 110.00$ LF Sewer Pipe, PVC, 8 inch Diameter SS-7 120.00$ LF Sewer Pipe, PVC, 12 Inch Diameter SS-8 144.00$ LF Sewer Pipe, DI, 8 inch Diameter SS-9 130.00$ LFSewer Pipe, DI, 12 Inch Diameter SS-10 150.00$ LF Manhole, 48 Inch Diameter SS-11 6,900.00$ Each Manhole, 54 Inch Diameter SS-13 6,800.00$ EachManhole, 60 Inch Diameter SS-15 7,600.00$ Each Manhole, 72 Inch Diameter SS-17 10,600.00$ Each Manhole, 96 Inch Diameter SS-19 16,000.00$ EachPipe, C-900, 12 Inch Diameter SS-21 205.00$ LF Outside Drop SS-24 1,700.00$ LS Inside Drop SS-25 1,150.00$ LSSewer Pipe, PVC, ____ Inch Diameter SS-26Lift Station (Entire System)SS-27 LS SANITARY SEWER SUBTOTAL: SALES TAX @ 10.1% SANITARY SEWER TOTAL: (B) (C) (D) (E) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR SANITARY SEWER Quantity Remaining (Bond Reduction) (B)(C) Page 14 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.e SANITARY SEWER Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 10/20/2024 1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200 Date: Name: Project Name: PE Registration No: CED Plan # (LUA): Firm Name:CED Permit # (C): Firm Address: Site Address: Phone No. Parcel #(s): Email Address:Project Phase: Site Restoration/Erosion Sediment Control Subtotal (a) Existing Right-of-Way Improvements Subtotal (b) (b)-$ Future Public Improvements Subtotal (c)21,822.37$ Stormwater & Drainage Facilities (Public & Private) Subtotal (d) (d)224,665.66$ (e) (f) Site Restoration Existing Right-of-Way and Storm Drainage Improvements Maintenance Bond 49,297.61$ Bond Reduction 2 Construction Permit Bond Amount 3 Minimum Bond Amount is $10,000.00 1 Estimate Only - May involve multiple and variable components, which will be established on an individual basis by Development Engineering. 2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% will cover all remaining items to be constructed. 3 Required Bond Amounts are subject to review and modification by Development Engineering. * Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton.** Note: All prices include labor, equipment, materials, overhead, profit, and taxes. EST1 ((b) + (c) + (d)) x 20% -$ MAINTENANCE BOND */** (after final acceptance of construction) 51,690.30$ -$ 224,665.66$ 51,690.30$ -$ 224,665.66$ -$ 276,355.95$ P (a) x 100% SITE IMPROVEMENT BOND QUANTITY WORKSHEET BOND CALCULATIONS 10/20/2024 Benjamin P. Anstey, PE 20614 Effective Engineering PLLC R ((b x 150%) + (d x 100%)) S (e) x 150% + (f) x 100% Bond Reduction: Existing Right-of-Way Improvements (Quantity Remaining)2 Bond Reduction: Stormwater & Drainage Facilities (Quantity Remaining)2 T (P +R - S) Prepared by: Project Information CONSTRUCTION BOND AMOUNT */** (prior to permit issuance) 206-303-7639 admin@effectiveengineeringpllc.com SUNRIDGE II 20-000039 VACANT LAND, Renton, WA 98058 073900-0050 FOR APPROVAL 21-000327 8627 NE 180th Street, Bothell, WA Page 15 of 15 Ref 8-H Bond Quantity Worksheet SECTION III. BOND WORKSHEET Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 10/20/2024