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RS_TIR_20211124_V3
STORMWATER SITE PLAN REPORT MEI LIN VIEW SHORT PLAT 1833 NE 12th Street Renton, Washington 98056 Accessor’s Parcel Number: 3119900160 Job #19-174 Revised November 8th, 2021 Revised August 11, 2021 Revised April 16, 2021 Revised January 21, 2021 February 18, 2020 Prepared for: Ideal Living, LLC 12005 NE 173rd Court Bothell, WA 98011 2102 East Main Ave, Suite 109, Puyallup, WA 98372 P.O. Box 1224, Puyallup, WA 98371 (253) 435-3699 / Fax (253) 446-3159 City staff included comments for clarity on pages 9, 10 and 12. red font comments denote corrections while purple font comments are staff notes. DEVELOPMENT ENGINEERING NJanders 12/20/2021 SURFACE WATER UTILITY JFarah 12/20/2021 “I hereby state that this Stormwater Site Plan drainage report, for the Mei Lin View Short Plat project has been prepared by me or under my supervision and meets the standard of care and expertise which is usual and customary in this community for professional engineers. I understand that the City of Renton does not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities prepared by me.” 3 TABLE OF CONTENTS 1.0. PROJECT OVERVIEW………………………………………………………………5-6 2.0. CONDITIONS AND REQUIREMENTS SUMMARY…………………………….6-15 3.0. OFF-SITE ANALYSIS ....................................................................................................15 4.0. FLOW CONTROL, LID AND W/Q FACILITY ANALYSIS AND DESIGN ..........15 5.0. CONVEYANCE SYSTEM ANALYSIS AND DESIGN ..............................................15 6.0. SPECIAL REPORTS AND STUDIES ..........................................................................15 7.0. OTHER PERMITS ..........................................................................................................15 8.0. CSWPP ANALYSIS AND DESIGN ..............................................................................16 9.0. BOND QUANTITIES, FACILITY SUMMARIES AND DECLARATION OF COVENANT ....................................................................................................................16 10.0 OPERATIONS AND MAINTENANCE MANUAL .....................................................16 APPENDIX A: Fig. 1 – TIR Worksheet Fig. 2 – Site Location Map Fig. 3 – Drainage Basin Maps and Drainage System Table Fig. 4 – Soils Maps Fig. 5 – Developed Basin Map Fig. 6 – Right-of-Way Area Map Fig. 7 - City of Renton Erosion Hazard Map Fig. 8 – King County IMap Drainage Complaints Map Fig. 9 – City of Renton Flow Control Application Map APPENDIX B: Operation & Maintenance Manual APPENDIX C: Fig. C1 - Pre-Developed Modeling Basin Map Fig. C2 – Developed Modeling Basin Map Fig. C3 – Full Project Mitigation WWHM Report Fig. C4 – WWHM Modeling Exhibit Fig. C5 – Flow Splitter Orifice Calculations Fig. C6 – Flow Splitter Analysis Fig. C7 – Pre-Existing Frontage WWHM Report Fig. C8 – Developed Frontage WWHM Report 4 Fig. C9 – Developed Frontage Plus Existing Asphalt WWHM Report Fig. C10 – Flow Splitter WWHM Report Fig. C11 - Conveyance Calculations Fig. C12 - Detention Tank Detail Fig. C13 - Tank Buoyancy Calculations Fig. C14 - Tightline Exemption Exhibits Fig. C15 – Contech Tank Design APPENDIX D: Construction Stormwater Pollution Prevention Plan (CSWPP) Bond Quantity Worksheet APPENDIX E: “Limited Geotechnical Engineering Letter” dated December 23, 2019 by Krazan & Associates, Inc. “Subsurface Exploration and Limited Geotechnical Engineering Services” report dated October 17, 2017 by Bergquist Engineering Services. 5 1.0 PROJECT OVERVIEW Existing Site: The site is located at 1833 NE 12th Street, Renton, Washington. The parcel number is 3119900160. The existing property is rectangular in shape, approximately 0.94 acres. The east ¼ of the parcel has been developed (single-family residence) and has slopes between 10 percent and 15 percent to the southwest. The house has been demolished; a driveway, lawn and landscaping remain. The west ¾ of the parcel is undeveloped, has slopes between 25 percent and 50 percent to the southwest, and ground cover consists of trees, brush, and grass. The site is bordered by NE 12 th Street to the north, Puget Sound Energy property to the west, and a single-family property to the south and east. Refer to Appendix A, Figure 2 Site Location Map. Refer to Appendix A, Figure 3 Drainage Basin Maps. The existing and proposed discharge flow paths from the site are shown on Figure 3. The existing discharge leaves the site and flows in a southwesterly direction. The flow is conveyed downhill in a heavily vegetated ravine and appears to discharge to a public 12- inch storm drain pipe (ID 702896). The pipe conveys flow to a Type 2 manhole (ID 133077). Flow continues in a series of public 36-inch storm drain pipes along the north side of NE Sunset Boulevard and enters a Type 2 catch basin (ID 133079). The length of travel from the site to the Type 2 catch basin is approximately 750 feet. Developed Site: The proposal is to divide the property into three individual lots. The remainder of the parcel west of the three proposed lots has steep slopes and will remain undeveloped. A 15-foot set back and 15-foot buffer is proposed between the three proposed lots and the steep slopes. The proposed development will include frontage improvements, sewer and domestic water services. A joint use driveway is proposed for Lots 1 and 2, and a separate driveway is proposed for Lot 3. The frontage drainage coarse flows southwesterly to the southernmost portion of the cul- de-sac where the existing sheet flow as well as the new impervious flow is captured and directed through a designed and model flow splitter device. This will direct the existing sheet flow to be routed to the original point of discharge. The calculated flows from the projected improvements will be route through the flow splitter and directed to the onsite stormwater system. The proposed discharge is conveyed to an on-site detention pipe and control structure. Flow continues in storm drain pipes and is discharged to an existing swale 30 feet downstream of the site. Flow is conveyed downhill to the west in the existing swale and is discharged to a depressed area. Flow from the depressed area drains to a public 36-inch storm drain pipe (ID 119239). The pipe conveys flow to the previously discussed Type 2 catch basin (ID 133079). The length of travel from the site to the Type 2 catch basin is approximately 650 feet. 6 Soils: According to Natural Resources Conservation Service data, the soil type for eastern portion of the parcel that is proposed to be developed is primarily Type InC, Indianola loamy sand, 5 to 15 percent slopes. According to NRCS, the soil type for the western portion of the parcel that is not proposed to be developed is primarily Type AkF, Alderwood and Kitsap soils, very steep. Refer to Appendix A, Figure 4 Soils Maps. According to the soils reports included in Appendix E, undocumented fill containing some debris and having relative densities ranging from very loose to medium dense was encountered to a depth of about 12 feet below ground surface. The fill was underlain by medium dense to very dense natural sands and very dense silt soils. The Developed site will require all top soil for lawn placement or growth to be A/B Top Soil 3-way mixture. 2.0 CONDITIONS AND REQUIREMENTS SUMMARY Stormwater design shall be in accordance with the 2017 City of Renton Surface Water Design Manual (the “Manual”). The site areas are described below. Refer to Appendix A, Figure 5 Developed Basin Map, Figure 5A Developed Modeling Basin Map and Figure 6 Right-of-Way Area Map. Impervious Areas Roofs = 3,765 sf All PGIS - Sidewalks/Roads/Driveways = 4,697 sf Pervious Areas Landscaping, Lawn = 10,756 sf Total = 19,218 sf Figure 1.1.2.A “Flow Chart for Determining Type of Drainage Review Required” is used to determine requirements based on the following new/replaced hard surface areas. Review of Figure 1.1.2.A indicates that a full drainage review is required. Core Requirement #1: Discharge at Natural Location Refer to Appendix A, Figure 3 - Drainage Basin Maps. The existing and proposed discharge flow paths from the site are shown. 7 The existing discharge leaves the site and flows in a southwesterly direction. The flow is conveyed downhill in a heavily vegetated ravine and appears to discharge to a public 12- inch storm drain pipe (ID 702896). The pipe conveys flow to a Type 2 manhole (ID 133077). Flow continues in a series of public 36-inch storm drain pipes along the north side of NE Sunset Boulevard and enters a Type 2 catch basin (ID 133079). The length of travel from the site to the Type 2 catch basin is approximately 750 feet. The proposed discharge is conveyed to on-site detention pipes and control structure. Flow continues in storm drain pipes and is discharged to an existing swale 30 feet downstream of the site. Flow is conveyed downhill to the west in the existing swale and is discharged to a depressed area. Flow from the depressed area drains to a public 36- inch storm drain pipe (ID 119239). The pipe conveys flow to the previously discussed Type 2 catch basin (ID 133079). The length of travel from the site to the Type 2 catch basin is approximately 650 feet. From Catch Basin #133079, flow is conveyed to the west under Interstate 405 in a 36- inch culvert. Flow continues in culverts to the west/southwest and discharges into a surface water facility east of Lake Washington Boulevard. Flow continues to the northwest in a series of culverts and surface water facilities and discharges into Johns Creek. Johns Creek flows to the northwest and discharges into Lake Washington approximately 3,300 feet downstream of the project site. Tightline exemption Documentation regarding compliance with Section 1.2.1 of the Manual is as follows: The proposed impervious surface is less than 19% of the existing basin. Per Section 1.2.1, Paragraph 2.c. of the Manual, the project is exempt from providing a tightline system. Refer to Appendix C – Figure C14 - Tightline Exemption Exhibits . Core Requirement #2: Offsite Analysis 1. Define and Map the Study Area The study area includes the area downstream of the project site for the entire flow path for a minimum flow path distance of one mile. 2. Resource Review A resource review was conducted to determine any potential problems offsite of the project site. The following resources were used in gathering information for the offsite analysis. City of Renton GIS maps King County IMap Drainage Complaint maps 8 3. Field Inspection A downstream field inspection was completed on April 15, 2021. The weather was sunny and 60 degrees. No precipitation had fallen in the previous 24 hours. Refer to Appendix A - Figure 3 Drainage Basin Maps. An existing 12-inch DI storm outfall and splash pad west of the end of NE 12 th Street was located during the topographic survey completed in December 2019. However, the outfall and splash pad were not visible during the field inspection due to thick and high blackberry bush growth. The existing swale that directs flow to the west was also not visible and was not walkable, due to the blackberry bush growth. Down the hill, an existing fence surrounds the existing surface water facility and heads east up the hill. The fence prevented inspection of the existing swale. An off-site analysis Drainage System Table (Reference 8-B) has been completed and is included in Appendix A, Figure 3. 4. Drainage System Description and Problem Descriptions Refer to Appendix A, Figure 3 Drainage Basin Map. As described previously, the proposed discharge from the project site will be conveyed to an on-site detention pipe and a control structure, prior to discharge from the site. The proposed flow control will protect downstream properties from increases in peak, duration, and volume of runoff generated by the proposed development. Flow continues to an existing swale 30 feet downstream of the site. Rock outfall protection is proposed at this discharge location to mitigate any erosion issues. Flow is conveyed downhill to the west in the existing swale and is discharged to the public storm drain system on the north side of NE Sunset Boulevard (approximately 650 downstream of the project site). At this location, the proposed discharge from the site converges with the natural drainage discharge path. A majority of the project site is within a high erosion hazard area. Refer to Appendix A, Figure 7 City of Renton Erosion Hazard Map. King County IMap data was reviewed to determine the existence of any potential drainage issues in the vicinity. Refer to Appendix A, Figure 8. Two drainage complaints were discovered. Both of the drainage complaints are located upstream of the project site and are not considered relevant. Core Requirement #3: Flow Control Facilities Refer to Appendix A, Figure 9 City of Renton Flow Control Application Map. The project site is located within the Peak Rate Flow Control Standard region. In order to comply with Section 1.2.2.2 of the Manual, the project will be using the flow control duration standard matching forested conditions. 9 Runoff from the project site will be conveyed to an on-site detention pipe and a control structure prior to discharge from the site. Refer to Appendix A, Figure 5 Developed Basin Map, for the developed target areas. The detention system was designed using WWHM 2012 design software. Refer to the calculations included in Appendix C. A 6-foot diameter CMP detention tank is proposed. Per City Standard Plan 235.00, detention tanks shall provide 6 inches of sediment dead storage. WWHM calculations indicate a required tank length of 102 feet. With a sediment dead storage cross-section area of 1.125 square feet, the sediment dead storage volume is 114.75 cubic feet. Refer to the Detention Tank Detail included in Appendix C – Figure C12. The live storage cross-section area is 27.149 square feet. An additional 4.5 linear feet of tank is required to make up for the storage volume lost due to sediment dead storage (4.5 * 27.149). A detention tank length of 106.5 linear feet is required (102 + 4.5 =106.5lf). Buoyancy Buoyancy calculations have been prepared and are included in Appendix C – Figure C13. The weight of the soil above the tank and the weight of the tank are greater than the buoyancy uplift force. A worse-case scenario was assumed where groundwater level is at the top of the tank and soils above the tank are not saturated. By Pass of Runoff from Non-targeted Surfaces By passing existing flows from NE 12th St south of road crown have been addressed in three separate manners, they are list below and demonstrated through out this report. - By pass number one is the collection of all flows east of the subject project identified in Appendix C – Figure C14 Tightline Exemption exhibit. All flows east of the proposed project will be collected by catch basin 31 and be conveyed to catch basin 23 where the flows will be dispersed at its natural discharge location. - By pass number two will collect all flows between western edge of catch basin 31 to the crown of the road westerly to the 240’ elevation line. This areas will be collected in catch basin number 27 where these flows are directed to the flow splitter basin number 29. Orifices have been sized based on the pre-existing flows of this area (0.067 AC), these flows can be viewed in Appendix C – Figure C7 Pre- Existing frontage Calcs. The 100-year flow return for this area (0.067 ac) is 0.06144 CFS. - The final area of bypass is 666 square feet directly west of the 240 elevation line this existing impervious surface will be collected in catch basin 23 and be conveyed to the natural discharge location. 30 30 26 28 10 Mitigation of Target and Non Targeted Surfaces Off Site All frontage improvements will be graded in a manner that will be conveyed by sheet flow to the constructed curb and gutter than conveyed through the designed gutter to catch basin 27 where the targeted frontage improvement impervious surfaces will be directed to the flow splitter basin number 29. Orifices have been sized based on the developed frontage flows only. These flow can be viewed in Appendix C – Figure C8 – Developed Frontage Calcs. The 100-year flow return for this area is 0.059643 CFS. Once these flows have been directed onsite through the flow splitter then it will enter the retention tank where these flows are combine with onsite flow which are required to meet flow control standards. Mitigation of Target Surfaces On Site POC#1 All PSIG surfaces and Roof Surface areas are conveyed to the proposed retention/detention system that is required to provide flow control for both the onsite and offsite targeted areas. The returned flows of the bypassed flow, pre-developed and developed site through the flow control devices are as followed: - Pre-developed: 0.093522 - Developed: 0.027819 Mitigation of Targeted and Non-Targeted Full Project As required by the City of Renton Stormwater Manual is flow from an off site existing surface enters the projects development stormwater system two Points of Compliance are required. The first Point of Compliance known as POC#1 as shown above factors in the offsite existing flow area as well as the full developed area with the first POC#1 being at the outlet of the projects detention facility. The second POC (POC#2) shall be located at the original point of compliance. In this model the POC#2 is the existing outlet is a gravel bed identified as #2 on the Drainage Control Plan Sheet 11 of the Civil Construction Plans. The bypassed flows out of Outlet #2 of the flow splitter have a pre-existing 100-year flow rate of 0.0551 CFS. This can be found in Appendix C – Figure C5 flow splitter analysis. As POC#2 is required to provide a passing return through the WWHM modeling software system. To achieve a passing POC#2 the Developed Site is required to over retain developed projected flows. With the over retention provided the new discharge rate at POC#2 at 100 year is 0.067821 CFS (Pre-Existing 0.093445 CFS) This fully passing WWHM model can be found in Appendix C – Figure C3 Full Project Mitigation WWHM Report. 26 28 staff has determined that only one point of compliance is required for the project and that the assessment and analysis of POC #2 is compliant with the RSWDM. 11 As demonstrated above the proposed full site development decreased the 0.508 ac basin flow area from 0.093445 CFS to 0.067821 CFS. Which is a decrease of 0.025624 CFS at Point of Compliance #2 Documentation regarding compliance with Section 1.2.3.2.E of the Manual is as follows: Per Section 1.2.3.2.E, some project runoff subject to flow control may bypass required onsite flow control facilities provided that all of the following conditions are met: 1. The point of convergence for runoff discharged from the bypassed target surfaces and from the project’s flow control facility must be within a quarter-mile downstream of the facility’s project site discharge point. Yes. The point of convergence is approximately 30 feet downstream of the project site discharge point. 2. The increase in the existing site conditions 100-year peak discharge from the area of bypassed target surfaces must not exceed 0.4 cfs. Yes. The bypassing target surfaces are 0.067 ac of impervious, WWHM calculations for the bypassing target areas are included in Appendix C –Figure C7 (100-year bypass calculations). The decrease in the 100-year peak discharge is 0.025624 cfs . 3. Runoff from the bypassed target surfaces must not create a significant adverse impact to downstream drainage systems, as determined by CED. The proposed flow control will protect downstream properties from increases in peak, duration, and volume of runoff generated by the proposed development. Rock outfall protection is proposed at the discharge locations to mitigate any erosion issues. 4. Water quality requirements applicable to the bypassed target surfaces must be met. Yes. The pollution-generating impervious surface area of the bypass area is 2,918 sf. This is less than the 5,000 sf threshold requiring water quality treatment. 5. Compensatory mitigation by a flow control has been provided. The proposed flow control facility design takes into account the bypassing target surface areas. Target and Non-Target Right-of-Way Areas Refer to Appendix A, Figure 6, Developed Modeling Basin Map. The target areas in the Right-of-Way are: Road / MOD: 0.032 ac Driveway / MOD: 0.017 ac Sidewalk / MOD: 0.013 ac A/B Lawn Flat: 0.034 ac Total 0.096 ac 12 The non-target area in the Right-of-Way is: Road / MOD: 0.067 ac WWHM calculations have been prepared for both the target (Appendix C – Figure C8) and non-target right-of-way (Appendix C - Figure C7) areas and are included in Appendix C. The mitigated flows are as follows: Return Period Non-Target Area Flow (cfs) Target Area Flow (cfs) 2-year 0.029747 0.027746 5-year 0.030777 0.035497 10-year 0.043243 0.040925 25-year 0.050364 0.048136 50-year 0.055829 0.053772 100-year 0.06144 0.059643 Both the target and non-target right-of-way areas flow to the proposed catch basin No. 27. A flow splitter structure has been designed with calculated orifice sized to bypass the non-targeted area flows and directs flows to the detention facility. This is demonstrated in great detail in Appendix C – Figures C5 and C6. Outlet #1 with an orifice size of 1.59” shall direct the flow of the targeted area, where as Outlet #2 has been calculated with an orifice size of 1.63” which directs the non-targeted flows to the original discharge location bypassing the onsite detention facility. Core Requirement #4: Conveyance System New pipe systems will be designed with sufficient capacity to convey and contain the 25- year peak flow. Conveyance calculations have been prepared and are included in Appendix C – Figure C11. The new private pipe outfall is estimated to have a discharge velocity of 2.97 fps. The new public pipe outfall is estimated to have a discharge velocity of 3.53 fps. The discharge velocity of the existing outfall is not known. Our judgment says use 5 fps to 10 fps to size the riprap outlet protection. The rock outfall pad was designed in accordance with Table 4.2.2.A and Figure 4.2.2.A of the City of Renton Surface Water Design Manual. Core Requirement #5: Construction Stormwater Pollution Prevention A construction stormwater pollution prevention plan is included in Appendix D. Core Requirement #6: Maintenance & Operations An Operation and Maintenance manual is included in Appendix B. 26 an analysis was not included but city staff concurs with the assessment. 13 Core Requirement #7: Financial Guarantees & Liability All required bonds will be obtained. Core Requirement #8: Water Quality Facilities The new and/or replaced pollution-generating target impervious surfaces associated with the project are as follows: Project Site: Driveways 2,010 sf Right-of-Way: Road 1,367 sf Road Replacement Sidewalks 572 sf Driveways 748 sf Total: 4,697 sf 4,697 sf is under the 5,000 sf threshold specified in Section 1.2.8 of the Manual. Therefore, meets the exemptions requirements for Exemption #1 Surface Area Exemptions as this project provides less than 5,000 SF of new or replaced PGIS and is less than ¾ acre of new PGPS that is not fully dispersed. Core Requirement #9: On-site BMP’s On-site BMP’s shall be assessed in accordance with Section 1.2.9.3 of the Manual. Small subdivision projects shall meet the requirements described in Section 1.2.9.3.2. 1. Evaluate the feasibility of full dispersion. According to Section C.2.1.1, a flow path segment of at least 100 feet in length must be available. A flow path segment is not available on the site due to physical site constraints. Full dispersion is not feasible. 2. Evaluate the feasibility of full infiltration. Refer to the “Limited Geotechnical Engineering Letter” dated December 23, 2019 prepared by Krazan & Associates, Inc. included in Appendix E. According to the geotechnical engineer, onsite stormwater infiltration is not feasible on the site due to the presence of fill with variable composition, the anticipated low permeability of the native soils, and the slope stability and erosion hazard of the existing steep slopes of Lot 3. This evaluation is consistent with Item 9 of Section C2.2.2 which requires the approval by a 14 geotechnical engineer for infiltration devices that direct overflow toward a slope steeper that 15 percent. Full infiltration is not feasible. 3. Evaluate the feasibility of limited infiltration. Per Section C.2.3, limited infiltration is considered infeasible where geotechnical evaluation is required when discharging towards slopes greater than 15 percent. As discussed previously, the geotechnical engineer does not consider onsite stormwater infiltration feasible. 4. Evaluate the feasibility of bioretention. Per Section C.2.6, infeasibility criteria #1, bioretention is considered infeasible where professional geotechnical evaluation recommends infiltration not be used due to reasonable concerns about erosion, slope failure, or down grading flooding. 5. Evaluate the feasibility of permeable pavement. Per Section C.2.7, permeable pavement is considered infeasible where geotechnical evaluation is required when discharging towards slopes greater than 15 percent. As discussed previously, the geotechnical engineer does not consider onsite stormwater infiltration feasible. 6. Evaluate the feasibility of basic dispersion. Per Section C2.4.1, paragraph 5, dispersion devices are not allowed with 50 feet of a steep slope hazard area, erosion hazard area or landslide hazard. Based on the evaluation of the geotechnical engineer, the site is considered a Landslide Hazard Area. Basic dispersion is not feasible. 7. Evaluate the feasibility of soil amendment BMP’s for new pervious surfaces. Soil amendment requirements for new pervious surfaces have been specified on the plans. The specified soil amendment BMP’s are consistent with the requirements of Section C.2.13. Special Requirement #1: Other Adopted Area-Specific Requirements The project site is located within the East Lake Washington – Renton drainage basin. There are no known additional requirements on the project from adopted basin plans. Special Requirement #2: Flood Hazard Area Delineation This core requirement is not applicable to the project. 15 Special Requirement #3: Flood Protection Facilities This core requirement is not applicable to the project. Special Requirement #4: Source Control This core requirement is not applicable to the project. Special Requirement #5: Oil Control This core requirement is not required under TDR Category #1. Special Requirement #6: Aquifer Protection Areas This core requirement is not applicable to the project. 3.0 OFF-SITE ANALYSIS Refer to the offsite analysis included in Section 2 of this report. 4.0 FLOW CONTROL, LID AND WATER QUALITY FACILITY ANALYSIS AND DESIGN Refer to the flow control analysis included in Section 2 of this report. The project results in 4,697 sf of new and/or replaced pollution generating target impervious surfaces, which is below the 5,000 sf water quality threshold. Thus exempt from water quality. Flow control has been provided for both onsite and off-site targeted areas. Both the project site and the right-of-way areas on their own are within the threshold. 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN New pipe systems will be designed with sufficient capacity to convey and contain the 25- year peak flow. Conveyance calculations have been prepared and are included in Appendix C Figure C11. 6.0 SPECIAL REPORTS AND STUDIES Refer to the following reports prepared for the project, included in Appendix E. “Limited Geotechnical Engineering Letter” dated December 23, 2019, prepared by Krazan & Associates, Inc. 16 “Subsurface Exploration and Limited Geotechnical Engineering Services” report dated October 17, 2017, prepared by Bergquist Engineering Services. 7.0 OTHER PERMITS City of Renton Engineering Plan approval. City of Renton Clearing and Grading permit. City of Renton Right-of-Way Use permit. 8.0 CSWPP ANALYSIS AND DESIGN A construction stormwater pollution prevention plan is included in Appendix D. 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT The Bond Quantity Worksheet is included in Appendix D, and will be updated prior to finalizing the SSP. Any required declaration of covenants will be provided. 10.0 OPERATIONS AND MAINTENANCE MANUAL An Operation and Maintenance manual is included in Appendix B. Report Prepared by: Jeff Brown, P.E. Company Engineer/Engineer-of-Record/Senior Design Engineer 19-174 TIR 8.11.21.docx Appendix A King County King County iMap Date: 10/14/2019 Notes: Vicinity Map The information included on this map has been compiled by King County staff from a variety of sources and is subject to changewithout notice. King County makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness,or rights to the use of such information. This document is not intended for use as a survey product. King County shall not be liablefor any general, special, indirect, incidental, or consequential damages including, but not limited to, lost revenues or lost profitsresulting from the use or misuse of the information contained on this map. Any sale of this map or information on this map isprohibited except by written permission of King County.± FIG 2 SITE LOCATION MAP PROJECT SITE 1,128188 City of Renton Print map Template This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. THIS MAP IS NOT TO BE USED FOR NAVIGATIONWGS_1984_Web_Mercator_Auxiliary_Sphere Notes None 01/22/2020 Legend 128 0 64 128 Feet Information Technology - GIS RentonMapSupport@Rentonwa.gov City and County Labels City and County Boundary Addresses Parcels Wetlands 2' Primary 2' Intermediate Renton Fire Hydrants Hydrants - Other System System Valves Opened Closed Control Valves Water Fittings Water Gravity Pipes Water Mains Mains - Other System Lateral Lines Domestic Fire Hydrant Irrigation Lift Stations Clean Outs Manholes Service Connections Wasterwater Taps Sanitary Sewer Fittings Lateral Lines Casings Pressurized Mains Renton Private Gravity Mains Renton Private KC Metro Manholes KC Pressurized Mains KC Gravity Mains Network Structures Access Riser Inlet Manhole Utility Vault Clean Out Unknown Control Structures Pump Stations Discharge Points Water Quality Detention Facilities Pond Tank Vault Bioswale Wetland Other 12 IN. SD 702896 TYPE 2 MH 133077 NATURAL DISCHARGE LOCATION 36 IN. SD 128435 12 IN. SD 162011 DRAINS TO SWALE EX. ROCK OUTFALL ITEM 1, FORM 8-B SWALE DRAINS TO DEPRESSION DEPRESSION DRAINS TO 36 IN. SD 119239 TYPE 2 CB 133079 36 IN. SD 128442 NATURAL DRAINAGE PATTERN FIG 3 DRAINAGE BASIN MAP PG 1 SEE BASIN MAP PG 2 EX. CURB CUT EX. FENCE EX. SWALE ITEM 2, FORM 8-B 2,257376 FIG 3 DRAINAGE BASIN MAP PG 2 This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. THIS MAP IS NOT TO BE USED FOR NAVIGATIONWGS_1984_Web_Mercator_Auxiliary_Sphere Notes 04/15/2021 Legend 256 0 128 256 Feet Information Technology - GIS RentonMapSupport@Rentonwa.gov City and County Labels Addresses Parcels City and County Boundary <all other values> Renton Renton Fire Hydrant Hydrants - Other System Control Valve Water Gravity Pipe Water Main Water Main - Other System Network Structures Access Riser Inlet Manhole Utility Vault Clean Out Unknown Control Structure Pump Station Discharge Point Water Quality Detention Facilities Pond Tank Vault Bioswale Wetland Other Surface Water Main Culvert Open Drains Virtual Drainline Facility Outline Private Network Structures Access Riser Inlet Manhole Clean Out Utility Vault Unknown Private Control Structure Private Pump Station Private Discharge Point Private Water Quality Private Detention Facilities Tank, No Stormwater Wetland, No; Natural Wetland, No Filter Strip, No Infiltration Trench, No Vault, No Pond, No; Pond, Unknown Bioswale, No Stormtech Chamber, No Other, No Private Pipe SEE DRAINAGE BASIN MAP PG 1 SEE DRAINAGE BASIN MAP PG. 3 2,257376 FIG 3 DRAINAGE BASIN MAP PG 3 This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. THIS MAP IS NOT TO BE USED FOR NAVIGATIONWGS_1984_Web_Mercator_Auxiliary_Sphere Notes 04/15/2021 Legend 256 0 128 256 Feet Information Technology - GIS RentonMapSupport@Rentonwa.gov City and County Labels Addresses Parcels City and County Boundary <all other values> Renton Renton Fire Hydrant Hydrants - Other System Control Valve Water Gravity Pipe Water Main Water Main - Other System Network Structures Access Riser Inlet Manhole Utility Vault Clean Out Unknown Control Structure Pump Station Discharge Point Water Quality Detention Facilities Pond Tank Vault Bioswale Wetland Other Surface Water Main Culvert Open Drains Virtual Drainline Facility Outline Private Network Structures Access Riser Inlet Manhole Clean Out Utility Vault Unknown Private Control Structure Private Pump Station Private Discharge Point Private Water Quality Private Detention Facilities Tank, No Stormwater Wetland, No; Natural Wetland, No Filter Strip, No Infiltration Trench, No Vault, No Pond, No; Pond, Unknown Bioswale, No Stormtech Chamber, No Other, No Private Pipe SEE DRAINAGE BASIN MAP PG. 2 JOHNS CREEK CITY OF RENTON SURFACE WATER DESIGN MANUAL 2017 City of Renton Surface Water Design Manual 12/12/2016 Ref 8-B-1 REFERENCE 8-B OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE CITY OF RENTON SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT #2 Basin: Subbasin Name: Subbasin Number: Date Symbol Drainage Component Type, Name, and Size Drainage Component Description Slope Distance from Site Discharge Existing Problems Potential Problems Observations of Field Inspector, Resource Reviewer, or Resident See map Type: sheet flow, swale, stream, channel, pipe, pond, flow control/ treatment/on-site BMP/facility Size: diameter, surface area drainage basin, vegetation, cover, depth, type of sensitive area, volume % ¼ ml = 1,320 ft. Constrictions, under capacity, ponding, overtopping, flooding, habitat or organism destruction, scouring, bank sloughing, sedimentation, incision, other erosion Tributary area, likelihood of problem, overflow pathways, potential impacts East Lake Washington- Renton Johns Creek 339 4/15/21 1 Ex. Rock Outfall 30 feet Thick/high blackberry bush growth prevented inspection of existing rock outfall and existing swale2Ex. Swale 30 feet to 550 feet Refer to Figure 3 Drainage Basin Map Pg.1 BeD BeD BeC AkF AmC KpD AmB AmB AgC AgC AgC KpB AgC AkF BeD AgC KpD AgCKpBKpBAgD EvC Bh BeC AgB KpB AgD UrEwC EvB AmC Or AgC BeC BeD BeD BeC AgC KpD BeC KpCKpB Sk AmC BeC UrBeCUr AgD KpB Ur AgC EvC KpC AgC OvD SkAgB AgB AgD EvC W OvD OvD No AgC AgD EvC RdC Sk KpB No AgC RdEAgCEvC BeC InC Bh BeD RdC AkF AgD BeD BhSm AgC RdE AgC AgDEvC Sh Sh PITS PyAgC AgD AgC EvC PITS EvB BeC OvC PITS EvB AgC InA AgD AgD Ur Bh AgC RdCEvCEvD AmB AmC AgD BeD EvC AkF AgD AgC Sm AgD AmC EvB AgD Sm AgC EwC PITSPu Bh Bh AgC KpD Tu AgC EvC EvC Ur RdC KpB RdCRdE W AgD AgD No AgB AgC No An AkF EvB InD AgD EvD InC SkBeC PITS Ur WBeC W BeD An EvC BeC Pc EvC Rh AmC BeCBeD BeD Ur BeC Ur W W Rh EvC AkF PITS AgD AmCPITS Wo Py Tu BeD EvB Py AmC Py An InC Ng AgC AgC W EvB AgD AgCWo Ur W Ur RdC Ur Ur EvC Rh Pc PyPy AgD AmC AgD MaRh Pc BeD Py Ng AmC Ng BeC AgC Rh AgD Py Ma PyRh RhRhPu Pu Ur Pu PITS BeD Rh EvC Py Wo Wo AgC Ma AgD AgB So Ng AgD Tu Py AgC AgC AgC AgC Ng Ur AgD Sk AmB AgB AgD PuUr Py Sk Ur No AgB MaBeC W AkFBeDPu Py No No AmC AgC EvC Ma Sk EvC AgB Py InC SkAmC AmC AgC AgB SkAgB PITS AgC No Pu AmB EvC PITS AmB AgB AkF AkF Ng AgD AgD AgB EvBAmB AmC AmC Wo Ng PITS Nk AgD SkNk SkAgB Ur AgD Wo AmC No AgD NoUr AgB Ur Br Py Os So EvB Ur Nk Wo AmB W Pc OsRe UrAmB Sk W AmC Tu No Pu AgD AmBAkFAgCNo UrPk AgB AgC Ur AmB NoAmC NoAmC AmB PITS UrSkAgCAgB AgC Re AgB W InC No AgC Wo EvC NoAmC Wo AgB AgB Ur Ng SkAmB ReOs AgCNo AgD No Ur No InC AgD EvC Tu AmB EvB AgD Pu InC EvCAmC NoEvC Ur EvB AkFBr Os AgD AmC AgB AgD AmBOs Os NoAmC Pk AkF No AmC EvC NoNo AgDBr AgBAgC AgBAmC Re Re KpBAmBNoPyPySkNgAgBEvC EvC Sk NoEvBNo Pu BrPuOsOsWo AmC PantherLake LakeYoungs LakeWashington B l ack Ri verGr e enR iverCeda rRiverDuwamish Wat erwa yUV167 UV900 UV515 UV169 UV900 UV167BN IncBN IncBBNNIInnccSSEE RReennttoonnIIss ss aa qq uuaahhRRdd S 2nd StS 2nd St RReennttoonnMMaapplleeVVaalllleeyyRRdd MMaapplleeVVaalllleeyyHHwwyy 110088tthhAAvveeSSEEMMaaiinnAAvveeSSMMaa rrttiinn LL KKiinnggJJrrWWaayySS SSWW SSuunnsseett BBllvvdd RRaaiinnii eerrAAvveeNNNE 3rd StNE 3rd St II--440055FFWWYYSW 43rd StSW 43rd St SSEE CCaarrrrRR dd NE 4th StNE 4th St SS GG rr aa dd yy WW aa yy SSEE RReennttoonn MMaappllee VVaalllleeyy RRddLLooggaannAAvveeNN SR 515SR 515PPaarrkkAAvveeNNBBeennssoonnDDrrSSSSuunnsseettBBllvvddNN OOaakkeessddaalleeAAvveeSSWWSSuunnsseettBBllvvddNN EE DDuuvvaallllAAvveeNNEESR 167SR 16711 4400tthh WWaayySSEEWWaatteerrss AA vv ee SS NNEE 2277tthh SStt HH oo uu sseerrWWaayyNN115566tthhAAvveeSSEEUUnniioonnAAvveeNNEE111166tthhAAvveeSSEESW 7th StSW 7th St PPuuggeettDDrrSSEERR ee nnttoonnAAvvee SS GGaarrddeennAAvveeNNSSWW 2277tthh SStt BBeennssoonnRRddSSWWiilllliiaammssAAvveeSSMMoonnrrooeeAAvveeNNEEII nntt eerr uurr bbaannAAvveeSS HHooqquuiiaammAAvveeNNEE8844tthhAAvveeSSSSEEPPeettrroovviittsskkyyRRdd SSoouutthhcceenn tt ee rr BB llvvddEEVVaalllleeyyHHwwyySShhaattttuucckkAAvveeSSRR aaiinniieerrAAvvee SS TTaallbboottRRddSSRRee nn tt oo nn AA vv ee SS116644tthhAAvveeSSEESE 208th StSE 208th St SSWWLLaannggssttoonnRRdd SE 72nd StSE 72nd St SE 128th StSE 128th St 112244tthhAAvveeSSEES 128th StS 128th St NNeewwccaassttllee WWaayy SS 221122tthh SStt SS 118800tthh SStt CCooaallCCrr eeeekkPPkkwwyySSEESW 41st StSW 41st St N 30th StN 30th St Ta y l o r P l NWTa y l o r P l NW114400tthhAAvveeSSEE112288tthhAAvveeSSEE111166tthhAAvveeSSEE6688tthhAAvveeSSSSEE 116688tthh SStt NE 12th StNE 12th St BB eeaaccoo nn AAvv ee SSFFoorreessttDDrr SSEE UUnniioonnAAvveeSSEESE 164th StSE 164th St NNiilleeAAvveeNNEE114488tthhAAvveeSSEESSEE MMaayy VVaalllleeyy RRdd SS EE 22 00 44 tthh WW aayySW 34th StSW 34th St SS EE JJ oo nn ee ss RR dd SE 144th StSE 144th StEEMMeerrcceerrWWaayy 114488tthhAAvveeSSEEWWMMeerrcceerrWWaayy115544tthhPPllSSEEEEddmmoonnddssAAvveeNNEEAAbbeerrddeeeennAAvveeNNEEWWeessttVVaalllleeyyHHwwyyEast Valley RdEast Valley Rd,§-405 ,§-405 Reference 15-C Renton City Limits Potential Annexation Area Groundwater Protection Area Boundary Aquifer Protection Area Zone 1 Aquifer Protection Area Zone 1 Modified Soil Type AgB AgC AgD AkF AmB AmC An BeC BeD Bh Br EvB EvC EvD EwC InA InC InD KpB KpC KpD Ma Ng Nk No Or Os OvC OvD PITS Pc Pk Pu Py RdC RdE Re Rh Sh Sk Sm So Tu Ur W Wo Date: 01/09/2014 0 1 2MilesµSoil Survey PROJECT SITE Fig 4 Soils Map 1 of 4 Soil Map—King County Area, Washington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/14/2019 Page 1 of 35261300526132052613405261360526138052614005261420526144052613005261320526134052613605261380526140052614205261440560610560630560650560670560690560710560730560750560770560790560810560830 560610 560630 560650 560670 560690 560710 560730 560750 560770 560790 560810 560830 47° 30' 12'' N 122° 11' 42'' W47° 30' 12'' N122° 11' 32'' W47° 30' 8'' N 122° 11' 42'' W47° 30' 8'' N 122° 11' 32'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 50 100 200 300 Feet 0 15 30 60 90 Meters Map Scale: 1:1,040 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. Fig 4 Soils Map 2 of 4 MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: King County Area, Washington Survey Area Data: Version 15, Sep 16, 2019 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 1, 2019—Jul 25, 2019 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—King County Area, Washington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/14/2019 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI AkF Alderwood and Kitsap soils, very steep 1.7 32.1% InC Indianola loamy sand, 5 to 15 percent slopes 3.7 67.9% Totals for Area of Interest 5.4 100.0% Soil Map—King County Area, Washington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/14/2019 Page 3 of 3 King County Area, Washington AkF—Alderwood and Kitsap soils, very steep Map Unit Setting National map unit symbol: 1hmsn Elevation: 50 to 800 feet Mean annual precipitation: 25 to 60 inches Mean annual air temperature: 48 to 52 degrees F Frost-free period: 160 to 220 days Farmland classification: Not prime farmland Map Unit Composition Alderwood and similar soils: 50 percent Kitsap and similar soils: 25 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Alderwood Setting Landform: Moraines, till plains Parent material: Basal till with some volcanic ash Typical profile H1 - 0 to 12 inches: gravelly ashy sandy loam H2 - 12 to 27 inches: very gravelly sandy loam H3 - 27 to 60 inches: very gravelly sandy loam Properties and qualities Slope: 25 to 70 percent Depth to restrictive feature: 24 to 40 inches to densic material Natural drainage class: Moderately well drained Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low (0.00 to 0.06 in/hr) Depth to water table: About 18 to 37 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Very low (about 2.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: B Hydric soil rating: No Description of Kitsap Setting Landform: Terraces Parent material: Lacustrine deposits with a minor amount of volcanic ash Map Unit Description: Alderwood and Kitsap soils, very steep---King County Area, Washington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/14/2019 Page 1 of 2 Fig 4 Soils Map 3 of 4 Typical profile H1 - 0 to 5 inches: ashy silt loam H2 - 5 to 24 inches: ashy silt loam H3 - 24 to 60 inches: stratified silt to silty clay loam Properties and qualities Slope: 25 to 70 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Moderately well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: About 18 to 36 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: High (about 11.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: C Hydric soil rating: No Data Source Information Soil Survey Area: King County Area, Washington Survey Area Data: Version 15, Sep 16, 2019 Map Unit Description: Alderwood and Kitsap soils, very steep---King County Area, Washington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/14/2019 Page 2 of 2 King County Area, Washington InC—Indianola loamy sand, 5 to 15 percent slopes Map Unit Setting National map unit symbol: 2t635 Elevation: 0 to 980 feet Mean annual precipitation: 30 to 81 inches Mean annual air temperature: 48 to 50 degrees F Frost-free period: 170 to 210 days Farmland classification: Prime farmland if irrigated Map Unit Composition Indianola and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Indianola Setting Landform: Eskers, kames, terraces Landform position (three-dimensional): Riser Down-slope shape: Linear Across-slope shape: Linear Parent material: Sandy glacial outwash Typical profile Oi - 0 to 1 inches: slightly decomposed plant material A - 1 to 6 inches: loamy sand Bw1 - 6 to 17 inches: loamy sand Bw2 - 17 to 27 inches: sand BC - 27 to 37 inches: sand C - 37 to 60 inches: sand Properties and qualities Slope: 5 to 15 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Somewhat excessively drained Capacity of the most limiting layer to transmit water (Ksat): High to very high (5.95 to 99.90 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 3.9 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 4s Hydrologic Soil Group: A Forage suitability group: Droughty Soils (G002XN402WA), Droughty Soils (G002XS401WA) Map Unit Description: Indianola loamy sand, 5 to 15 percent slopes---King County Area, Washington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/14/2019 Page 1 of 2 Fig 4 Soils Map 4 of 4 Hydric soil rating: No Minor Components Alderwood Percent of map unit: 8 percent Landform: Ridges, hills Landform position (two-dimensional): Shoulder Landform position (three-dimensional): Nose slope, talf Down-slope shape: Linear, convex Across-slope shape: Convex Hydric soil rating: No Everett Percent of map unit: 5 percent Landform: Kames, eskers, moraines Landform position (two-dimensional): Shoulder, footslope Landform position (three-dimensional): Crest, base slope Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No Norma Percent of map unit: 2 percent Landform: Depressions, drainageways Landform position (three-dimensional): Dip Down-slope shape: Concave, linear Across-slope shape: Concave Hydric soil rating: Yes Data Source Information Soil Survey Area: King County Area, Washington Survey Area Data: Version 15, Sep 16, 2019 Map Unit Description: Indianola loamy sand, 5 to 15 percent slopes---King County Area, Washington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/14/2019 Page 2 of 2 NE 12TH ST(PUBLIC RIGHT OF WAY)IN COMPLIANCE WITH CITY OF RENTON STANDARDSL. WALKERJ. BROWNH. JASTRZEMBSKIJ. BROWNG. HULSMANN08/06/2021MEI LIN VIEW1833 NE 12TH STRENTON, WA 98056A PORTION OF THE NW 1/4 OF THE NE 1/4 OF SECTION 08,TOWNSHIP 23 NORTH, RANGE 05 EAST, WILLAMETTE MERIDIANCITY OF RENTON, COUNTY OF KING, STATE OF WASHINGTONMEI LIN VIEWRoadGROUPAbbey2102 E MAIN AVE, SUITE 109 PUYALLUP, WA 98372P.O. Box 1224, Puyallup, WA 98371(253) 435-3699, Fax (253) 446-3159Abbey Road GroupLand DevelopmentServices Company, LLCPR20-000102 LUA20-000060 C21-000342 @ 2021 Abbey Road Group Land Development Services Company, LLC, Puyallup, WA All rights reserved.These drawings, plans, specifications and other documents, including those in electronic form, are owned by Abbey Road Group LandDevelopment Services Company, LLC and it retains all common law, statutory and other reserved rights, including copyrights.These drawings, plans, specifications and other documents cannot be copied, distributed, submitted to others (including governmentalagencies and lenders) without the express written consent of Abbey Road Group Land Development Services Company, LLC.CALL BEFORE YOU DIG (811)WWW.WASHINGTON811.COM21THE CONTRACTOR SHALL VERIFY THE LOCATIONOF ALL EXISTING UTILITIES PRIOR TO ANYCONSTRUCTION. AGENCIES INVOLVED SHALL BENOTIFIED WITHIN A REASONABLE TIME PRIOR TOTHE START OF CONSTRUCTION.CITY OF RENTON REDLINES 3.18.211HJ4/16/2021GHCITY OF RENTON REDLINES 5.24.212HJ5/27/2021GHCITY OF RENTON REDLINES 7.21.213HJ7/27/2021GHTED-40-4172 R-4172111" = 20'117,100 sf4,285 sfCROWN OF ROAD269 sf479 sf99 sf228 sf245 sf1,604 sf406 sf1,023 sf1,371 sf1,371 sfDEVELOPED CONDITONS BASIN MAPDEVELOPED CONDITONS BASIN MAPONSITE DEVELOPED CONDITIONS DRIVEWAYS: 2,010 SQ FT OR 0.046 ACROOFS: 3,765 SQ FT OR 0.086 ACA/B LAWN FLAT: 9,315 SQ FT OR 0.213 AC TOTAL BASIN: 15,090 SQ FT OR 0.345 ACOFFSITE DEVELOPED CONDITIONS EXISTING ROAD IMPERVIOUS: 2,918 SQ FT OR 0.067 ACPROPOSED ROAD IMPERVIOUS: 1,367 SQ FT OR 0.032 AC ROAD IMPERVIOUS SURFACE: 4,285 SQ FT OR 0.099 ACSIDEWALK: 572 SQ FT OR 0.013 AC DRIVEWAYS: 748 SQ FT OR 0.017 ACA/B LAWN FLAT: SQ FT OR 0.034 AC TOTAL BASIN: SQ FT OR 0.163AC SDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDFLOW SPLITTERPROPOSED CATCH BASINFIGURE 5 DEVELOPED BASIN MAP7,0461,441 2TH STIGHT OF WAY)IN COMPLIANCE WITH CITY OF RENTON STANDARDSL. WALKERJ. BROWNH. JASTRZEMBSKIJ. BROWNG. HULSMANN08/06/2021MEI LIN VIEW1833 NE 12TH STRENTON, WA 98056A PORTION OF THE NW 1/4 OF THE NE 1/4 OF SECTION 08,TOWNSHIP 23 NORTH, RANGE 05 EAST, WILLAMETTE MERIDIANCITY OF RENTON, COUNTY OF KING, STATE OF WASHINGTONRoadGROUPAbbey2102 E MAIN AVE, SUITE 109 PUYALLUP, WA 98372P.O. Box 1224, Puyallup, WA 98371(253) 435-3699, Fax (253) 446-3159Abbey Road GroupLand DevelopmentServices Company, LLCPR20-000102 LUA20-000060 C21-000342 @ 2021 Abbey Road Group Land Development Services Company, LLC, Puyallup, WA All rights reserved.These drawings, plans, specifications and other documents, including those in electronic form, are owned by Abbey Road Group LandDevelopment Services Company, LLC and it retains all common law, statutory and other reserved rights, including copyrights.These drawings, plans, specifications and other documents cannot be copied, distributed, submitted to others (including governmentalagencies and lenders) without the express written consent of Abbey Road Group Land Development Services Company, LLC.CALL BEFORE YOU DIG (811)WWW.WASHINGTON811.COM21THE CONTRACTOR SHALL VERIFY THE LOCATIONOF ALL EXISTING UTILITIES PRIOR TO ANYCONSTRUCTION. AGENCIES INVOLVED SHALL BENOTIFIED WITHIN A REASONABLE TIME PRIOR TOTHE START OF CONSTRUCTION.CITY OF RENTON REDLINES 3.18.211HJ4/16/2021GHCITY OF RENTON REDLINES 5.24.212HJ5/27/2021GHCITY OF RENTON REDLINES 7.21.213HJ7/27/2021GHTED-40-4172 R-4172111" = 20'11AREA TO BE CALCULATED AS BY PASSTHROUGH FLOW SPLITTER 2,918 SQ FT (0.067 AC) NON-TARGETED OFF-SITESDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDBY PASS CBBY PASS CBDEVELOPED BASIN CALCULATIONSBASIN CALCULATIONSSDSDSDSDSDFLOW SPLITTER2,918 sfAS DEFINED:2,918 SQ FT (0.067 AC) COLORED IN GREEN IS DEFINED BYALL EXISTING IMPERVIOUS SURFACES FLOWING IN TOCOLLECTION SYSTEM THAT WILL BE BY PASSEDTHROUGH THE FLOW SPLITTER AT EXISTING FLOW RATECONDITIONS.THIS IS DEFINED IN WWHM IN THE "DEVELOPEDCONDITIONS" AS SUBBASIN NAME "NON-TARGETED OFFSITE" WHICH IS DEFINED AS 0.067 AC OF ROADS / MOD2,687 sfAS DEFINED:2,687 SQ FT (0.062 AC) COLORED IN BLUE IS DEFINED BYALL NEW IMPERVIOUS SURFACES FLOWING IN TO THECOLLECTION SYSTEM. THIS BASIN ALSO CONTAINS 0.034AC OF A/B LAWN, MOD (AS REQUIRED BY RENTONSTORMWATER DESIGN MANUAL) AS MODELED IN WWHMFOR A TOTAL BASIN OF 0.096 AC (0.034 AC PERVIOUS AND0.062 AC IMPERVIOUS). THE IMPERVIOUS SURFACES FLOWIN TO THE SYSTEM AND ARE TREATED FOR WATERQUALITY AND FLOW CONTROL.THIS IS DEFINED IN WWHM IN THE "DEVELOPEDCONDITIONS" AS SUBBASIN NAME "DEVELOPEDFRONTAGE TARGETED" THE COMPONENTS CALCULATED IN THIS BASIN ARE ASFOLLOWED: ROAD/ MOD: 0.032 ACDRIVEWAYS / MOD: 0.017 ACSIDEWALKS / MOD: 0.013 ACA/B LAWN FLAT: 0.034 ACAREA TO BE CALCULATED AS OFFSITENEW IMPROVEMENTS 2,687 SQ FT (0.062 AC)AS DEFINED:5,775 SQ FT (0.132 AC) COLORED IN PINK IS DEFINED BYALL NEW IMPERVIOUS SURFACES FLOWING IN TO THECOLLECTION SYSTEM. THIS BASIN ALSO CONTAINS 0.213AC OF A/B LAWN, MOD (AS REQUIRED BY RENTONSTORMWATER DESIGN MANUAL) AS MODELED IN WWHMFOR A TOTAL BASIN OF 0.345 AC (0.213 AC PERVIOUS AND0.132 AC IMPERVIOUS). THE IMPERVIOUS SURFACES FLOWIN TO THE SYSTEM AND ARE TREATED FOR WATERQUALITY AND FLOW CONTROL.THIS IS DEFINED IN WWHM IN THE "DEVELOPEDCONDITIONS" AS SUBBASIN NAME "ONSITE TARGETED" THE COMPONENTS CALCULATED IN THIS BASIN ARE ASFOLLOWED: ROOF TOPS/ FLAT: 0.086 ACDRIVEWAYS / MOD: 0.046 ACA/B LAWN FLAT: 0.213 ACAREA TO BE CALCULATED AS ONSITENEW IMPROVEMENTS 5,775 SQ FT (0.132 AC)TOTAL BASIN FOR MODELINGTOTAL BASIN CALCULATED22,128 SQ FT (0.508 AC)22,128 sf22,128 SQ FT (0.508 AC) LEGENDDEVELOPED MODELING BASINSFIGURE - DEVELOPED MODELING BASIN MAP 6 1,128188 City of Renton Print map Template This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. THIS MAP IS NOT TO BE USED FOR NAVIGATIONWGS_1984_Web_Mercator_Auxiliary_Sphere Notes None 01/02/2020 Legend 128 0 64 128 Feet Information Technology - GIS RentonMapSupport@Rentonwa.gov City and County Labels City and County Boundary Addresses Parcels Erosion Hazard - High Renton Fire Hydrants Hydrants - Other System System Valves Opened Closed Control Valves Water Fittings Water Gravity Pipes Water Mains Mains - Other System Lateral Lines Domestic Fire Hydrant Irrigation Lift Stations Clean Outs Manholes Service Connections Wasterwater Taps Sanitary Sewer Fittings Lateral Lines Casings Pressurized Mains Renton Private Gravity Mains Renton Private KC Metro Manholes KC Pressurized Mains KC Gravity Mains Network Structures Access Riser Inlet Manhole Utility Vault Clean Out Unknown Control Structures Pump Stations Discharge Points Water Quality Detention Facilities Pond Tank Vault Bioswale Wetland Other Stormwater Mains Culverts PROJECT SITE Fig 7 COR Erosion Hazard Map King C ou n ty IM ap Dra inage Co mp lai nts Date: 1 /2/202 0 Notes: Th e infor matio n in clu de d on t his map has been comp ile d b y Kin g Count y staf f from a variety of source s an d is su bject to cha ng ewithout n otice. Kin g Co unt y makes no re present ations o r wa rra nties, exp re ss o r im plied , a s to accu ra cy, complet en ess, t ime lin ess,or rig hts to the use of such informa tion . This d ocu me nt is not intended for u se as a survey pr od uct. King Cou nty shall n ot be lia blefor a ny g en er al, sp ecial, indirect, incide ntal, o r conse qu en tial damag es including , but not limited to , lost revenu es or lo st profitsresulting from th e use or m isu se of t he info rmat ion cont aine d on this map . An y sale of this map or in formation o n t his map isprohibited except by written p er mission of King County.± Fig 8 King Co IMap Drainage Complaints Map PROJECT SITE Complaint 2003-0961 Description: Unknown Complaint 1988-0032 Description: Flooding Near Garage LakeDesire ShadyLake (MudLake) PantherLake LakeYoungs LakeWashington Bl a c kRi ver Gr eenRiv e r C edarRi verUV900 UV167 UV515 UV169 UV900 UV169 UV167BN IncBN IncBBNNIInnccSSEERReennttoonn II ssss aa qquuaahh RR dd RReennttoonnMMaappllee VVaalllleeyyRRdd MMaapplleeVVaalllleeyyHHwwyy 110088tthhAAvveeSSEESSWW SSuunnsseettBBllvvdd RRaaiinnii eerrAAvveeNNNE 3rd StNE 3rd St SW 43rd StSW 43rd St SS EE CCaarrrrRR dd NE 4th StNE 4th St SSEE RReennttoonn MMaappllee VVaalllleeyy RRddLLooggaannAAvveeNN SR 515SR 515PPaarrkkAAvveeNNOOaakkeessddaalleeAAvveeSSWWSSuunnsseettBBllvvddNN EE DDuuvvaallllAAvveeNNEEI-405 FWYI-405 FWY II--440055FFWWYYSR 167SR 167114400tthh WWaayySS EENNEE 2277tthh SStt 115566tthhAAvveeSSEEUUnniioonnAAvveeNNEE111166tthhAAvveeSSEESW 7th StSW 7th St N 8th StN 8th St PP uuggeettDDrrSSEE RR ee nnttoonnAAvvee SS SSWW 2277tthh SStt BBeennssoonnRRddSSWWiilllliiaammssAAvveeSSMMoonnrrooeeAAvveeNNEESE 128th StSE 128th St II nntt eerr uurr bbaannAAvveeSS HHooqquuiiaammAAvveeNNEE8844tthhAAvveeSSSSEEPPeett rr oovvii tt sskkyyRRddEEVVaalllleeyyHHwwyySE 192nd StSE 192nd St SE 60th StSE 60th St TTaallbboottRRddSSRRee nn tt oo nn AAvveeSS116644tthhAAvveeSSEESE 208th StSE 208th St SE 72nd StSE 72nd St RRaaiinniieerr AAvvee SS 111166tthhAAvveeSSEES 128th StS 128th St NNeewwccaassttllee WWaayy SS 221122tthh SStt SS 118800tthh SStt CCooaall CCrreeeekkPPkkwwyySSEESW 41st StSW 41st St 114400tthhAAvveeSSEE112288tthhAAvveeSSEE6688tthhAAvveeSSSSEE 116688tthh SStt NE 12th StNE 12th St BBee aa ccoonn AA vv ee SS FFoorreesstt DDrr SSEE SSEE 116644tthh SStt 114488tthhAAvveeSSEESSEE MMaayy VVaalllleeyy RRdd SS EE JJ oo nn ee ss RR dd SSEE 22 00 44 tthh WW aayySW 34th StSW 34th St SE 144th StSE 144th St 114488tthhAAvveeSSEE115544tthhPPllSSEELL aa kk ee WWaa sshhii nnggtt oonnBBll vvddNNEEddmmoonnddssAAvveeNNEEAAbbeerrddeeeennAAvveeNNEEEEMM eerrcceerrWWaayyWWeessttVVaalllleeyyHHwwyyEast Valley RdEast Valley Rd,§-405 ,§-405 ,§-405 µ0 1 2Miles Flow Control Application Map Reference 15-A Date: 01/09/2014 Flow Control Standards Peak Rate Flow Control Standard (Existing Site Conditions) Flow Control Duration Standard (Existing Site Conditions) Flow Control Duration Standard (Forested Conditions) Flood Problem Flow Unincorporated King County Flow Control Standards Renton City Limits Potential Annexation Area Fig 9 COR Flow Control Application Map PROJECT SITE Appendix B CITY OF RENTON SURFACE WATER DESIGN MANUAL 2017 City of Renton Surface Water Design Manual 12/12/2016 A-1 APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS This appendix contains the maintenance requirements for the following typical stormwater flow control and water quality facilities and on-site BMPs (ctrl/click the title to follow the link): No. 1 – Detention Ponds No. 2 – Infiltration Facilities No. 3 – Detention Tanks and Vaults No. 4 – Control Structure/Flow Restrictor No. 5 – Catch Basins and Manholes No. 6 – Conveyance Pipes and Ditches No. 7 – Debris Barriers (e.g., trash racks) No. 8 – Energy Dissipaters No. 9 – Fencing No. 10 – Gates/Bollards/Access Barriers No. 11 – Grounds (landscaping) No. 12 – Access Roads No. 13 – Basic Bioswale (grass) No. 14 – Wet Bioswale No. 15 – Filter Strip No. 16 – Wetpond No. 17 – Wetvault No. 18 – Stormwater Wetland No. 19 – Sand Filter Pond No. 20 – Sand Filter Vault No. 21 – Proprietary Facility Cartridge Filter Systems No. 22 – Baffle Oil/Water Separator No. 23 – Coalescing Plate Oil/Water Separator APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 12/12/2016 2017 City of Renton Surface Water Design Manual A-2 No. 24 – Catch Basin Insert (not allowed in the city for oil control) No. 25 – Drywell BMP No. 26 – Gravel Filled Infiltration Trench BMP No. 27 – Gravel Filled Dispersion Trench BMP No. 28 – Native Vegetated Surface/Native Vegetated Landscape BMP No. 29 – Perforated Pipe Connections BMP No. 30 – Permeable Pavement BMP No. 31 – Bioretention BMP No. 32 – RainWater Harvesting BMP No. 33 – Rock Pad BMP No. 34 – Sheet Flow BMP No. 35 – Splash Block BMP No. 36 – Vegetated Roof BMP No. 37 – Rain Garden BMP No. 38 – Soil Amendment BMP No. 39 – Retained Trees No. 40 – Filterra System No. 41 – Compost Amended Vegetated Filter Strip (CAVFS) No. 42 – Media Filter Drain (MFD) No. 43 – Compost-Amended Biofiltration Swale APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 12/12/2016 2017 City of Renton Surface Water Design Manual A-6 NO. 3 – DETENTION TANKS AND VAULTS MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Any trash and debris which exceed 1 cubic foot per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Trash and debris cleared from site. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to City personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where City personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Excessive growth of grass/groundcover Grass or groundcover exceeds 18 inches in height. Grass or groundcover mowed to a height no greater than 6 inches. Tank or Vault Storage Area Trash and debris Any trash and debris accumulated in vault or tank (includes floatables and non- floatables). No trash or debris in vault. Sediment accumulation Accumulated sediment depth exceeds 10% of the diameter of the storage area for ½ length of storage vault or any point depth exceeds 15% of diameter. Example: 72-inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than ½ length of tank. All sediment removed from storage area. Tank Structure Plugged air vent Any blockage of the vent. Tank or vault freely vents. Tank bent out of shape Any part of tank/pipe is bent out of shape more than 10% of its design shape. Tank repaired or replaced to design. Gaps between sections, damaged joints or cracks or tears in wall A gap wider than ½-inch at the joint of any tank sections or any evidence of soil particles entering the tank at a joint or through a wall. No water or soil entering tank through joints or walls. Vault Structure Damage to wall, frame, bottom, and/or top slab Cracks wider than ½-inch, any evidence of soil entering the structure through cracks or qualified inspection personnel determines that the vault is not structurally sound. Vault is sealed and structurally sound. Inlet/Outlet Pipes Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged inlet/outlet pipes Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. Access Manhole Cover/lid not in place Cover/lid is missing or only partially in place. Any open manhole requires immediate maintenance. Manhole access covered. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2017 City of Renton Surface Water Design Manual 12/12/2016 A-7 NO. 3 – DETENTION TANKS AND VAULTS MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Access Manhole (cont.) Locking mechanism not working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to remove One maintenance person cannot remove cover/lid after applying 80 lbs of lift. Cover/lid can be removed and reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. Large access doors/plate Damaged or difficult to open Large access doors or plates cannot be opened/removed using normal equipment. Replace or repair access door so it can opened as designed. Gaps, doesn't cover completely Large access doors not flat and/or access opening not completely covered. Doors close flat; covers access opening completely. Lifting rings missing, rusted Lifting rings not capable of lifting weight of door or plate. Lifting rings sufficient to lift or remove door or plate. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 12/12/2016 2017 City of Renton Surface Water Design Manual A-8 NO. 4 – CONTROL STRUCTURE/FLOW RESTRICTOR MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Structure Trash and debris Trash or debris of more than ½ cubic foot which is located immediately in front of the structure opening or is blocking capacity of the structure by more than 10%. No Trash or debris blocking or potentially blocking entrance to structure. Trash or debris in the structure that exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. No trash or debris in the structure. Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Sediment accumulation Sediment exceeds 60% of the depth from the bottom of the structure to the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section or is within 6 inches of the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section. Sump of structure contains no sediment. Damage to frame and/or top slab Corner of frame extends more than ¾ inch past curb face into the street (If applicable). Frame is even with curb. Top slab has holes larger than 2 square inches or cracks wider than ¼ inch. Top slab is free of holes and cracks. Frame not sitting flush on top slab, i.e., separation of more than ¾ inch of the frame from the top slab. Frame is sitting flush on top slab. Cracks in walls or bottom Cracks wider than ½ inch and longer than 3 feet, any evidence of soil particles entering structure through cracks, or maintenance person judges that structure is unsound. Structure is sealed and structurally sound. Cracks wider than ½ inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering structure through cracks. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Settlement/ misalignment Structure has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. Damaged pipe joints Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering the structure at the joint of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of inlet/outlet pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Ladder rungs missing or unsafe Ladder is unsafe due to missing rungs, misalignment, rust, cracks, or sharp edges. Ladder meets design standards and allows maintenance person safe access. FROP-T Section Damaged FROP-T T section is not securely attached to structure wall and outlet pipe structure should support at least 1,000 lbs of up or down pressure. T section securely attached to wall and outlet pipe. Structure is not in upright position (allow up to 10% from plumb). Structure in correct position. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2017 City of Renton Surface Water Design Manual 12/12/2016 A-9 NO. 4 – CONTROL STRUCTURE/FLOW RESTRICTOR MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED FROP-T Section (cont.) Damaged FROP-T (cont.) Connections to outlet pipe are not watertight or show signs of deteriorated grout. Connections to outlet pipe are water tight; structure repaired or replaced and works as designed. Any holes—other than designed holes—in the structure. Structure has no holes other than designed holes. Cleanout Gate Damaged or missing cleanout gate Cleanout gate is missing. Replace cleanout gate. Cleanout gate is not watertight. Gate is watertight and works as designed. Gate cannot be moved up and down by one maintenance person. Gate moves up and down easily and is watertight. Chain/rod leading to gate is missing or damaged. Chain is in place and works as designed. Orifice Plate Damaged or missing orifice plate Control device is not working properly due to missing, out of place, or bent orifice plate. Plate is in place and works as designed. Obstructions to orifice plate Any trash, debris, sediment, or vegetation blocking the plate. Plate is free of all obstructions and works as designed. Overflow Pipe Obstructions to overflow pipe Any trash or debris blocking (or having the potential of blocking) the overflow pipe. Pipe is free of all obstructions and works as designed. Deformed or damaged lip of overflow pipe Lip of overflow pipe is bent or deformed. Overflow pipe does not allow overflow at an elevation lower than design Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged inlet/outlet pipe Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. Metal Grates (If applicable) Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design standards. Trash and debris Trash and debris that is blocking more than 20% of grate surface. Grate free of trash and debris. footnote to guidelines for disposal Damaged or missing grate Grate missing or broken member(s) of the grate. Grate is in place and meets design standards. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Any open structure requires urgent maintenance. Cover/lid protects opening to structure. Locking mechanism not working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to remove One maintenance person cannot remove cover/lid after applying 80 lbs. of lift. Cover/lid can be removed and reinstalled by one maintenance person. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 12/12/2016 2017 City of Renton Surface Water Design Manual A-10 NO. 5 – CATCH BASINS AND MANHOLES MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Structure Sediment accumulation Sediment exceeds 60% of the depth from the bottom of the catch basin to the invert of the lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Sump of catch basin contains no sediment. Trash and debris Trash or debris of more than ½ cubic foot which is located immediately in front of the catch basin opening or is blocking capacity of the catch basin by more than 10%. No Trash or debris blocking or potentially blocking entrance to catch basin. Trash or debris in the catch basin that exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. No trash or debris in the catch basin. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). No dead animals or vegetation present within catch basin. Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Damage to frame and/or top slab Corner of frame extends more than ¾ inch past curb face into the street (If applicable). Frame is even with curb. Top slab has holes larger than 2 square inches or cracks wider than ¼ inch. Top slab is free of holes and cracks. Frame not sitting flush on top slab, i.e., separation of more than ¾ inch of the frame from the top slab. Frame is sitting flush on top slab. Cracks in walls or bottom Cracks wider than ½ inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that catch basin is unsound. Catch basin is sealed and is structurally sound. Cracks wider than ½ inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Settlement/ misalignment Catch basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. Damaged pipe joints Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering the catch basin at the joint of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of inlet/outlet pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2017 City of Renton Surface Water Design Manual 12/12/2016 A-11 NO. 5 – CATCH BASINS AND MANHOLES MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Inlet/Outlet Pipe (cont.) Damaged inlet/outlet pipe Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. Metal Grates (Catch Basins) Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design standards. Trash and debris Trash and debris that is blocking more than 20% of grate surface. Grate free of trash and debris. footnote to guidelines for disposal Damaged or missing grate Grate missing or broken member(s) of the grate. Any open structure requires urgent maintenance. Grate is in place and meets design standards. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Any open structure requires urgent maintenance. Cover/lid protects opening to structure. Locking mechanism not working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to remove One maintenance person cannot remove cover/lid after applying 80 lbs. of lift. Cover/lid can be removed and reinstalled by one maintenance person. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 12/12/2016 2017 City of Renton Surface Water Design Manual A-12 NO. 6 – CONVEYANCE PIPES AND DITCHES MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Pipes Sediment & debris accumulation Accumulated sediment or debris that exceeds 20% of the diameter of the pipe. Water flows freely through pipes. Vegetation/root growth in pipe Vegetation/roots that reduce free movement of water through pipes. Water flows freely through pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damage to protective coating or corrosion Protective coating is damaged; rust or corrosion is weakening the structural integrity of any part of pipe. Pipe repaired or replaced. Damaged pipes Any dent that decreases the cross section area of pipe by more than 20% or is determined to have weakened structural integrity of the pipe. Pipe repaired or replaced. Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Trash and debris cleared from ditches. Sediment accumulation Accumulated sediment that exceeds 20% of the design depth. Ditch cleaned/flushed of all sediment and debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to City personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where City personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Excessive vegetation growth Vegetation that reduces free movement of water through ditches. Water flows freely through ditches. Erosion damage to slopes Any erosion observed on a ditch slope. Slopes are not eroding. Rock lining out of place or missing (If applicable) One layer or less of rock exists above native soil area 5 square feet or more, any exposed native soil. Replace rocks to design standards. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 12/12/2016 2017 City of Renton Surface Water Design Manual A-40 NO. 28 – NATIVE VEGETATED SURFACE/NATIVE VEGETATED LANDSCAPE BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Trash and debris accumulated on the native vegetated surface/native vegetated landscape site. Native vegetated surface site free of any trash or debris. Vegetation Insufficient vegetation Less than two species each of native trees, shrubs, and groundcover occur in the design area. A minimum of two species each of native trees, shrubs, and groundcover is established and healthy. Poor vegetation coverage Less than 90% if the required vegetated area has healthy growth. A minimum of 90% of the required vegetated area has healthy growth. Undesirable vegetation present Weeds, blackberry, and other undesirable plants are invading more than 10% of vegetated area. Less than 10% undesirable vegetation occurs in the required native vegetated surface area. Vegetated Area Soil compaction Soil in the native vegetation area compacted. Less than 8% of native vegetation area is compacted. Insufficient vegetation Less than 3.5 square feet of native vegetation area for every 1 square foot of impervious surface. A minimum of 3.5 square feet of native vegetation area for every 1 square foot of impervious surface. Excess slope Slope of native vegetation area greater than 15%. Slope of native growth area does not exceed 15%. NO. 29 – PERFORATED PIPE CONNECTIONS BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Preventive Blocking, obstructions Debris or trash limiting flow into perforated pipe system or outfall of BMP is plugged or otherwise nonfunctioning. Outfall of BMP is receiving designed flows from perforated pipe connection. Inflow Inflow impeded Inflow into the perforated pipe is partially or fully blocked or altered to prevent flow from getting into the pipe. Inflow to the perforated pipe is unimpeded. Pipe Trench Area Surface compacted Ground surface over the perforated pipe trench is compacted or covered with impermeable material. Ground surface over the perforated pipe is not compacted and free of any impervious cover. Outflow Outflow impeded Outflow from the perforated pipe into the public drainage system is blocked. Outflow to the public drainage system is unimpeded. Outfall Area Erosion or landslides Existence of the perforated pipe is causing or exasperating erosion or landslides. Perforated pipe system is sealed off and an alternative BMP is implemented. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2017 City of Renton Surface Water Design Manual 12/12/2016 A-43 NO. 32 – RAINWATER HARVESTING BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Preventive Insufficient storage volume No rain water in storage unit at the beginning of the rain season. Maximum storage available at the beginning of the rain season (Oct. 1). Collection Area Trash and debris Trash of debris on collection area may plug filter system Collection area clear of trash and debris. Filter Restricted or plugged filter Filter is partially or fully plugged preventing water from getting in to the storage unit. Filter is allowing collection water into storage unit. NO. 33 – ROCK PAD BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Trash and debris accumulated on rock pad site. Rock pad site free of any trash or debris. Rock Pad Area Insufficient rock pad size Rock pad is not 2 feet by 3 feet by 6 inches thick or as designed. Rock pad is 2 feet by 3 feet by 6 inches thick or as designed. Vegetation growth Vegetation is seen growing in or through rock pad. No vegetation within rock pad area. Rock Exposed soil Soil can be seen through the rock pad. Full thickness of the rock pad is in place, no soil visible through rock pad. NO. 34 – SHEET FLOW BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Trash and debris accumulated on the sheet flow site. Sheet flow site free of any trash or debris. Sheet flow area Erosion Soil erosion occurring in sheet flow zone. Soil erosion is not occurring and rills and channels have been repaired. Concentrated flow Sheet flow is not occurring in the sheet flow zone. Sheet flow area is regraded to provide sheet flow. NO. 35 – SPLASH BLOCK BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Site Trash and debris Trash and debris accumulated on the splash block. Splash block site free of any trash or debris. Splash Block Dislodged splash block Splash block moved from outlet of downspout. Splash block correctly positioned to catch discharge from downspout. Channeling Water coming off the splash block causing erosion. No erosion occurs from the splash block. Downspout water misdirected Water coming from the downspout is not discharging to the dispersal area. Water is discharging normally to the dispersal area. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 2017 City of Renton Surface Water Design Manual 12/12/2016 A-47 NO. 38 – SOIL AMENDMENT BMP MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Soil Media Unhealthy vegetation Vegetation not fully covering ground surface or vegetation health is poor. Yellowing: possible Nitrogen (N) deficiency. Poor growth: possible Phosphorous (P) deficiency. Poor flowering, spotting or curled leaves, or weak roots or stems: possible Potassium (K) deficiency. Plants are healthy and appropriate for site conditions Inadequate soil nutrients and structure In the fall, return leaf fall and shredded woody materials from the landscape to the site when possible Soil providing plant nutrients and structure Excessive vegetation growth Grass becomes excessively tall (greater than 10 inches); nuisance weeds and other vegetation start to take over. Healthy turf- “grasscycle” (mulch-mow or leave the clippings) to build turf health Weeds Preventive maintenance Avoid use of pesticides (bug and weed killers), like “weed & feed,” which damage the soil Fertilizer needed Where fertilization is needed (mainly turf and annual flower beds), a moderate fertilization program should be used which relies on compost, natural fertilizers or slow-release synthetic balanced fertilizers Integrated Pest Management (IPM) protocols for fertilization followed Bare spots Bare spots on soil No bare spots, area covered with vegetation or mulch mixed into the underlying soil. Compaction Poor infiltration due to soil compaction • To remediate compaction, aerate soil, till to at least 8-inch depth, or further amend soil with compost and re-till • If areas are turf, aerate compacted areas and top dress them with 1/4 to 1/2 inch of compost to renovate them • If drainage is still slow, consider investigating alternative causes (e.g., high wet season groundwater levels, low permeability soils) • Also consider site use and protection from compacting activities No soil compaction Poor infiltration Soils become waterlogged, do not appear to be infiltrating. Facility infiltrating properly Erosion/Scouring Erosion Areas of potential erosion are visible Causes of erosion (e.g., concentrate flow entering area, channelization of runoff) identified and damaged area stabilized (regrade, rock, vegetation, erosion control matting).For deep channels or cuts (over 3 inches in ponding depth), temporary erosion control measures in place until permanent repairs can be made Grass/Vegetation Unhealthy vegetation Less than 75% of planted vegetation is healthy with a generally good appearance. Healthy vegetation. Unhealthy plants removed/replaced. Appropriate vegetation planted in terms of exposure, soil and soil moisture. Noxious Weeds Noxious weeds Listed noxious vegetation is present (refer to current County noxious weed list). No noxious weeds present. APPENDIX A MAINTENANCE REQUIREMENTS FOR STORMWATER FACILITIES AND ON-SITE BMPS 12/12/2016 2017 City of Renton Surface Water Design Manual A-48 NO. 39 – RETAINED TREES MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Tree Dead or declining Dead, damaged, or declining Tree replaced per planting plan or acceptable substitute NO. 40 – FILTERRA SYSTEM MAINTENANCE COMPONENT DEFECT OR PROBLEM CONDITION WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED In addition to the specific maintenance criteria provided below, all manufacturer’s requirements shall be followed. Facility – General Requirements Life cycle Once per year, except mulch and trash removal twice per year Facility is re-inspected and any needed maintenance performed Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries, or paint Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Inlet Excessive sediment or trash accumulation Accumulated sediments or trash impair free flow of water into system Inlet should be free of obstructions allowing free distributed flow of water into system Mulch Cover Trash and floatable debris accumulation Excessive trash and/or debris accumulation Minimal trash or other debris on mulch cover. Mulch cover raked level. “Ponding” of water on mulch cover “Ponding” in unit could be indicative of clogging due to excessive fine sediment accumulation or spill of petroleum oils Stormwater should drain freely and evenly through mulch cover Proprietary Filter Media/ Vegetation Substrate “Ponding” of water on mulch cover after mulch cover has been maintained Excessive fine sediment passes the mulch cover and clogs the filter media/vegetative substrate Stormwater should drain freely and evenly through mulch cover. Replace substrate and vegetation when needed Vegetation Plants not growing or in poor condition Soil/mulch too wet, evidence of spill, incorrect plant selection, pest infestation, and/or vandalism to plants Plants should be healthy and pest free Media/mulch too dry Irrigation is required Plants absent Plants absent Appropriate plants are present Excessive plant growth Excessive plant growth inhibits facility function or becomes a hazard for pedestrian and vehicular circulation and safety Pruning and/or thinning vegetation maintains proper plant density. Appropriate plants are present. Structure Structure has visible cracks Cracks wider than ½ inch Evidence of soil particles entering the structure through the cracks Structure is sealed and structurally sound SECTION D.4 REFERENCE SECTION 12/12/2016 2017 City of Renton Surface Water Design Manual D-130 D.4.3 ESC AND SWPPS MAINTENANCE REPORTS CED may require a written record of all maintenance activities to be kept to demonstrate compliance with the Maintenance Requirements (Section D.2.4.4). A standard ESC Maintenance Report is provided on the next page and typical SWPPS Maintenance Reports follow. Copies of the ESC and SWPPS Maintenance Reports must be kept on site throughout the duration of construction. E S C M A I N T E N A N C E R E P O R T Performed By:___________________________ Date:___________________________ Project Name:___________________________ CED Permit #:___________________________ Clearing Limits Damage OK Problem Visible OK Problem Intrusions OK Problem Other OK Problem Mulch Rills/Gullies OK Problem Thickness OK Problem Other OK Problem Nets/Blankets Rills/Gullies OK Problem Ground Contact OK Problem Other OK Problem Plastic Tears/Gaps OK Problem Other OK Problem Seeding Percent Cover OK Problem Rills/Gullies OK Problem Mulch OK Problem Other OK Problem Sodding Grass Health OK Problem Rills/Gullies OK Problem Other OK Problem Perimeter Protection Including Silt Fence Damage OK Problem Sediment Build-up OK Problem Concentrated Flow OK Problem Other OK Problem BMP/Facility Protection Damage OK Problem Sedimentation OK Problem Concentrated Flow OK Problem Rills/Gullies OK Problem Intrusions OK Problem Other OK Problem Brush Barrier Damage OK Problem Sediment Build-up OK Problem Concentrated Flow OK Problem Other OK Problem D.4.3 ESC AND SWPPS MAINTENANCE REPORTS 2017 City of Renton Surface Water Design Manual 12/12/2016 D-131 Vegetated Strip Damage OK Problem Sediment Build-up OK Problem Concentrated Flow OK Problem Other OK Problem Construction Entrance Dimensions OK Problem Sediment Tracking OK Problem Vehicle Avoidance OK Problem Other OK Problem Wheel Wash Dimensions OK Problem Sed buildup or tracking OK . Problem Other OK Problem Construction Road Stable Driving Surf. OK Problem Vehicle Avoidance OK Problem Other OK Problem Sediment Trap/Pond Sed. Accumulation OK Problem Overtopping OK Problem Inlet/Outlet Erosion OK Problem Other OK Problem Catch Basin/Inlet Protection Sed. Accumulation OK Problem Damage OK Problem Clogged Filter OK Problem Other OK Problem Interceptor Dike/Swale Damage OK Problem Sed. Accumulation OK Problem Overtopping OK Problem Other OK Problem Pipe Slope Drain Damage OK Problem Inlet/Outlet OK Problem Secure Fittings OK Problem Other OK Problem Ditches Damage OK Problem Sed. Accumulation OK Problem Overtopping OK Problem Other OK Problem Outlet Protection Scour OK Problem Other OK Problem Level Spreader Damage OK Problem Concentrated Flow OK Problem Rills/Gullies OK Problem Sed. Accumulation OK Problem Other OK Problem Dewatering Controls Sediment OK Problem Dust Control Palliative applied OK Problem SECTION D.4 REFERENCE SECTION 12/12/2016 2017 City of Renton Surface Water Design Manual D-132 Miscellaneous Wet Season Stockpile OK Problem Other OK Problem Comments: Actions Taken: Problems Unresolved: D.4.3 ESC AND SWPPS MAINTENANCE REPORTS 2017 City of Renton Surface Water Design Manual 12/12/2016 D-133 Pollution Prevention Team Completed by: ______________________ Title: ______________________________ Date: ______________________________ Responsible Official: Title: ___________________________ Team Leader: Office Phone:____________________ Cell Phone #: ____________________ Responsibilities: _______________________________ _______________________________ _______________________________ (1) Title:____________________________ Office Phone: ____________________ Cell Phone #: ____________________ Responsibilities: _______________________________ _______________________________ _______________________________ (2) Title:____________________________ Office Phone: ____________________ Cell Phone #: ____________________ Responsibilities: _______________________________ _______________________________ _______________________________ D.4 REFERENCE SECTION 11/2/2016 2017 City of Renton Surface Water Design Manual D-134 Employee Training Completed by:______________________________________ Title:______________________________________________ Date: ______________________________________________ Describe the annual training of employees on the SWPPP, addressing spill response, good housekeeping, and material management practices. Training Topics 1.) LINE WORKERS Brief Description of Training Program/Materials (e.g., film, newsletter course) Schedule for Training (list dates) Attendees Spill Prevention and Response Good Housekeeping Material Management Practices 2.) P2 TEAM: SWPPP Implementation Monitoring Procedures D.4.3 ESC AND SWPPS MAINTENANCE REPORTS 2017 City of Renton Surface Water Design Manual 11/2/2016 D-135 List of Significant Spills and Leaks Completed by: Title: Date: List all spills and leaks of toxic or hazardous pollutants that were significant but are not limited to, release of oil or hazardous substances in excess of reportable quantities. Although not required, we suggest you list spills and leaks of non-hazardous materials. Description Response Procedure Date (month/day/ year) Location (as indicated on site map) Type of Material Quantity Source, If Known Reason for Spill/Leak Amount of Material Recovered Material No longer exposed to Stormwater (Yes/No) Preventive Measure Taken D.4 REFERENCE SECTION 12/12/2016 2017 City of Renton Surface Water Design Manual D-136 Potential Pollutant Source Identification Completed by: Title: Date: List all potential stormwater pollutants from materials handled, treated, or stored onsite. Potential Stormwater Pollutant Stormwater Pollutant Source Likelihood of pollutant being present in your stormwater discharge. If yes, explain D.4.3 ESC AND SWPPS MAINTENANCE REPORTS 2017 City of Renton Surface Water Design Manual 12/12/2016 D-137 Material Inventory Completed by: Title: Date: List materials handled, treated, stored, or disposed of at the project site that may potentially be exposed to precipitation or runoff. Material Purpose/Location Quantity (Units) Likelihood of contact with stormwater Past Spill or Used Produced Stored If Yes, describe reason Leak (indicate per week or year) Yes No Appendix C NE 12TH ST(PUBLIC RIGHT OF WAY)MONTEREY AVE NE EXISTING CONDITIONSIN COMPLIANCE WITH CITY OF RENTON STANDARDSL. WALKERJ. BROWNH. JASTRZEMBSKIJ. BROWNG. HULSMANN07/27/2021MEI LIN VIEW1833 NE 12TH STRENTON, WA 98056A PORTION OF THE NW 1/4 OF THE NE 1/4 OF SECTION 08,TOWNSHIP 23 NORTH, RANGE 05 EAST, WILLAMETTE MERIDIANCITY OF RENTON, COUNTY OF KING, STATE OF WASHINGTONRoadGROUPAbbey2102 E MAIN AVE, SUITE 109 PUYALLUP, WA 98372P.O. Box 1224, Puyallup, WA 98371(253) 435-3699, Fax (253) 446-3159Abbey Road GroupLand DevelopmentServices Company, LLCPR20-000102 LUA20-000060 C21-000342 @ 2021 Abbey Road Group Land Development Services Company, LLC, Puyallup, WA All rights reserved.These drawings, plans, specifications and other documents, including those in electronic form, are owned by Abbey Road Group LandDevelopment Services Company, LLC and it retains all common law, statutory and other reserved rights, including copyrights.These drawings, plans, specifications and other documents cannot be copied, distributed, submitted to others (including governmentalagencies and lenders) without the express written consent of Abbey Road Group Land Development Services Company, LLC.CALL BEFORE YOU DIG (811)WWW.WASHINGTON811.COM21THE CONTRACTOR SHALL VERIFY THE LOCATIONOF ALL EXISTING UTILITIES PRIOR TO ANYCONSTRUCTION. AGENCIES INVOLVED SHALL BENOTIFIED WITHIN A REASONABLE TIME PRIOR TOTHE START OF CONSTRUCTION.CITY OF RENTON REDLINES 3.18.211HJ4/16/2021GHCITY OF RENTON REDLINES 5.24.212HJ5/27/2021GHCITY OF RENTON REDLINES 7.21.213HJ7/27/2021GHTED-40-4172 R-4172031" = 20'EXISTING CONDITIONSPROFESSIONALLANDSURVEYOR 3666 sf7,100 sf15,090 sf***EXISTING IMPERVIOUS SURFACE666 SQ FT (0.015 AC) (SEE NOTE)OVERALL BASIN 22,128 SQ FT(0.508 AC)ONSITE BASIN 15,090 SQ FT(0.34641873 AC )OFFSITE BASIN 7,100 SQ FT (0.163 AC)AS DEFINED:22,128 SQ FT (0.508 AC) IS DEFINED BY ALL EXISTINGCONDITIONS OF THE BASIN DEFINED WITH IN THEOVERALL BASIN OUTLINED LINE TYPE AS SHOWN. THISBASIN CONTAINS 0.067 AC OF EXISTING IMPERVIOUSSURFACE DEFINED IN WWHM AS ROAD / MOD AND ALSO0.441 AC OF C, FOREST, MOD AS MODELED IN WWHM FORA TOTAL BASIN OF 0.508 AC. THE IMPERVIOUS SURFACESCURRENTLY FLOW WESTERLY AND ARE NOT TREATEDFOR WATER QUALITY AND FLOW CONTROL.THIS IS DEFINED IN WWHM IN THE "DEVELOPEDCONDITIONS" AS SUBBASIN NAME "PRE-EXISTINGCONDITIONS" THE COMPONENTS CALCULATED IN THIS BASIN ARE ASFOLLOWED: ROAD / MOD: 0.067 ACC, FOREST, MOD: 0.441 AC2,918 sfEXISTING IMPERVIOUS SURFACEREQUIED TO BE MODELED 2,918SQ FT (0.067 AC)22,128 sfBASIN NOTES: *** EXISTING SURFACE (666 SQ) CAN NOT BE MODELED BASED ONSHEET FLOW BYPASS.FIGUIRE C1 - PRE-DEVELOPMENT MODELING BASIN MAP 2TH STIGHT OF WAY)IN COMPLIANCE WITH CITY OF RENTON STANDARDSL. WALKERJ. BROWNH. JASTRZEMBSKIJ. BROWNG. HULSMANN08/06/2021MEI LIN VIEW1833 NE 12TH STRENTON, WA 98056A PORTION OF THE NW 1/4 OF THE NE 1/4 OF SECTION 08,TOWNSHIP 23 NORTH, RANGE 05 EAST, WILLAMETTE MERIDIANCITY OF RENTON, COUNTY OF KING, STATE OF WASHINGTONRoadGROUPAbbey2102 E MAIN AVE, SUITE 109 PUYALLUP, WA 98372P.O. Box 1224, Puyallup, WA 98371(253) 435-3699, Fax (253) 446-3159Abbey Road GroupLand DevelopmentServices Company, LLCPR20-000102 LUA20-000060 C21-000342 @ 2021 Abbey Road Group Land Development Services Company, LLC, Puyallup, WA All rights reserved.These drawings, plans, specifications and other documents, including those in electronic form, are owned by Abbey Road Group LandDevelopment Services Company, LLC and it retains all common law, statutory and other reserved rights, including copyrights.These drawings, plans, specifications and other documents cannot be copied, distributed, submitted to others (including governmentalagencies and lenders) without the express written consent of Abbey Road Group Land Development Services Company, LLC.CALL BEFORE YOU DIG (811)WWW.WASHINGTON811.COM21THE CONTRACTOR SHALL VERIFY THE LOCATIONOF ALL EXISTING UTILITIES PRIOR TO ANYCONSTRUCTION. AGENCIES INVOLVED SHALL BENOTIFIED WITHIN A REASONABLE TIME PRIOR TOTHE START OF CONSTRUCTION.CITY OF RENTON REDLINES 3.18.211HJ4/16/2021GHCITY OF RENTON REDLINES 5.24.212HJ5/27/2021GHCITY OF RENTON REDLINES 7.21.213HJ7/27/2021GHTED-40-4172 R-4172111" = 20'11AREA TO BE CALCULATED AS BY PASSTHROUGH FLOW SPLITTER 2,918 SQ FT (0.067 AC) NON-TARGETED OFF-SITESDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDBY PASS CBBY PASS CBDEVELOPED BASIN CALCULATIONSBASIN CALCULATIONSSDSDSDSDSDFLOW SPLITTER2,918 sfAS DEFINED:2,918 SQ FT (0.067 AC) COLORED IN GREEN IS DEFINED BYALL EXISTING IMPERVIOUS SURFACES FLOWING IN TOCOLLECTION SYSTEM THAT WILL BE BY PASSEDTHROUGH THE FLOW SPLITTER AT EXISTING FLOW RATECONDITIONS.THIS IS DEFINED IN WWHM IN THE "DEVELOPEDCONDITIONS" AS SUBBASIN NAME "NON-TARGETED OFFSITE" WHICH IS DEFINED AS 0.067 AC OF ROADS / MOD2,687 sfAS DEFINED:2,687 SQ FT (0.062 AC) COLORED IN BLUE IS DEFINED BYALL NEW IMPERVIOUS SURFACES FLOWING IN TO THECOLLECTION SYSTEM. THIS BASIN ALSO CONTAINS 0.034AC OF A/B LAWN, MOD (AS REQUIRED BY RENTONSTORMWATER DESIGN MANUAL) AS MODELED IN WWHMFOR A TOTAL BASIN OF 0.096 AC (0.034 AC PERVIOUS AND0.062 AC IMPERVIOUS). THE IMPERVIOUS SURFACES FLOWIN TO THE SYSTEM AND ARE TREATED FOR WATERQUALITY AND FLOW CONTROL.THIS IS DEFINED IN WWHM IN THE "DEVELOPEDCONDITIONS" AS SUBBASIN NAME "DEVELOPEDFRONTAGE TARGETED" THE COMPONENTS CALCULATED IN THIS BASIN ARE ASFOLLOWED: ROAD/ MOD: 0.032 ACDRIVEWAYS / MOD: 0.017 ACSIDEWALKS / MOD: 0.013 ACA/B LAWN FLAT: 0.034 ACAREA TO BE CALCULATED AS OFFSITENEW IMPROVEMENTS 2,687 SQ FT (0.062 AC)AS DEFINED:5,775 SQ FT (0.132 AC) COLORED IN PINK IS DEFINED BYALL NEW IMPERVIOUS SURFACES FLOWING IN TO THECOLLECTION SYSTEM. THIS BASIN ALSO CONTAINS 0.213AC OF A/B LAWN, MOD (AS REQUIRED BY RENTONSTORMWATER DESIGN MANUAL) AS MODELED IN WWHMFOR A TOTAL BASIN OF 0.345 AC (0.213 AC PERVIOUS AND0.132 AC IMPERVIOUS). THE IMPERVIOUS SURFACES FLOWIN TO THE SYSTEM AND ARE TREATED FOR WATERQUALITY AND FLOW CONTROL.THIS IS DEFINED IN WWHM IN THE "DEVELOPEDCONDITIONS" AS SUBBASIN NAME "ONSITE TARGETED" THE COMPONENTS CALCULATED IN THIS BASIN ARE ASFOLLOWED: ROOF TOPS/ FLAT: 0.086 ACDRIVEWAYS / MOD: 0.046 ACA/B LAWN FLAT: 0.213 ACAREA TO BE CALCULATED AS ONSITENEW IMPROVEMENTS 5,775 SQ FT (0.132 AC)TOTAL BASIN FOR MODELINGTOTAL BASIN CALCULATED22,128 SQ FT (0.508 AC)22,128 sf22,128 SQ FT (0.508 AC) LEGENDDEVELOPED MODELING BASINSFIGURE C-2 DEVELOPED MODELING BASIN MAP WWHM2012 PROJECT REPORT 19-174 Mei Lin - Full Stortmwater Model FIGURE C3 - FULL PROJECT MITIGATION WWHM REPORT 19-174 wwhm 11-23-2021 11/24/2021 7:44:22 AM Page 2 General Model Information Project Name:19-174 wwhm 11-23-2021 Site Name: Site Address: City: Report Date:11/24/2021 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2019/09/13 Version:4.2.17 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year Low Flow Threshold for POC2:50 Percent of the 2 Year High Flow Threshold for POC2:50 Year 19-174 wwhm 11-23-2021 11/24/2021 7:44:22 AM Page 3 Landuse Basin Data Predeveloped Land Use Overall Basin Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Mod 0.441 Pervious Total 0.441 Impervious Land Use acre ROADS MOD 0.067 Impervious Total 0.067 Basin Total 0.508 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 1 Gravel Trench Bed 1 19-174 wwhm 11-23-2021 11/24/2021 7:44:22 AM Page 4 Mitigated Land Use Onsite Basin Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Mod 0.213 Pervious Total 0.213 Impervious Land Use acre ROADS MOD 0.046 ROOF TOPS FLAT 0.086 Impervious Total 0.132 Basin Total 0.345 Element Flows To: Surface Interflow Groundwater Tank 1 Tank 1 19-174 wwhm 11-23-2021 11/24/2021 7:44:22 AM Page 5 Off-Site Basin Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Mod 0.034 Pervious Total 0.034 Impervious Land Use acre ROADS MOD 0.032 DRIVEWAYS MOD 0.017 SIDEWALKS MOD 0.013 Impervious Total 0.062 Basin Total 0.096 Element Flows To: Surface Interflow Groundwater Flow Splitter 1 Flow Splitter 1 19-174 wwhm 11-23-2021 11/24/2021 7:44:22 AM Page 6 Non-targeted Basin Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS MOD 0.067 Impervious Total 0.067 Basin Total 0.067 Element Flows To: Surface Interflow Groundwater Flow Splitter 1 Flow Splitter 1 19-174 wwhm 11-23-2021 11/24/2021 7:44:22 AM Page 7 Routing Elements Predeveloped Routing Gravel Trench Bed 1 Bottom Length:10.00 ft. Bottom Width:10.00 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:2 Pour Space of material for first layer:0.4 Material thickness of second layer:0 Pour Space of material for second layer:0 Material thickness of third layer:0 Pour Space of material for third layer:0 Discharge Structure Riser Height:1 ft. Riser Diameter:12 in. Orifice 1 Diameter:12 in.Elevation:0 ft. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.002 0.000 0.000 0.000 0.0222 0.002 0.000 0.582 0.000 0.0444 0.002 0.000 0.823 0.000 0.0667 0.002 0.000 1.009 0.000 0.0889 0.002 0.000 1.165 0.000 0.1111 0.002 0.000 1.302 0.000 0.1333 0.002 0.000 1.426 0.000 0.1556 0.002 0.000 1.541 0.000 0.1778 0.002 0.000 1.647 0.000 0.2000 0.002 0.000 1.747 0.000 0.2222 0.002 0.000 1.842 0.000 0.2444 0.002 0.000 1.932 0.000 0.2667 0.002 0.000 2.017 0.000 0.2889 0.002 0.000 2.100 0.000 0.3111 0.002 0.000 2.179 0.000 0.3333 0.002 0.000 2.256 0.000 0.3556 0.002 0.000 2.330 0.000 0.3778 0.002 0.000 2.401 0.000 0.4000 0.002 0.000 2.471 0.000 0.4222 0.002 0.000 2.539 0.000 0.4444 0.002 0.000 2.605 0.000 0.4667 0.002 0.000 2.669 0.000 0.4889 0.002 0.000 2.732 0.000 0.5111 0.002 0.000 2.793 0.000 0.5333 0.002 0.000 2.853 0.000 0.5556 0.002 0.000 2.912 0.000 0.5778 0.002 0.000 2.970 0.000 0.6000 0.002 0.000 3.026 0.000 0.6222 0.002 0.000 3.082 0.000 0.6444 0.002 0.000 3.137 0.000 19-174 wwhm 11-23-2021 11/24/2021 7:44:22 AM Page 8 0.6667 0.002 0.000 3.190 0.000 0.6889 0.002 0.000 3.243 0.000 0.7111 0.002 0.000 3.295 0.000 0.7333 0.002 0.000 3.346 0.000 0.7556 0.002 0.000 3.396 0.000 0.7778 0.002 0.000 3.446 0.000 0.8000 0.002 0.000 3.495 0.000 0.8222 0.002 0.000 3.543 0.000 0.8444 0.002 0.000 3.590 0.000 0.8667 0.002 0.000 3.637 0.000 0.8889 0.002 0.000 3.684 0.000 0.9111 0.002 0.000 3.730 0.000 0.9333 0.002 0.000 3.775 0.000 0.9556 0.002 0.000 3.819 0.000 0.9778 0.002 0.000 3.864 0.000 1.0000 0.002 0.000 3.907 0.000 1.0222 0.002 0.000 3.986 0.000 1.0444 0.002 0.001 4.092 0.000 1.0667 0.002 0.001 4.218 0.000 1.0889 0.002 0.001 4.357 0.000 1.1111 0.002 0.001 4.508 0.000 1.1333 0.002 0.001 4.669 0.000 1.1556 0.002 0.001 4.838 0.000 1.1778 0.002 0.001 5.011 0.000 1.2000 0.002 0.001 5.188 0.000 1.2222 0.002 0.001 5.366 0.000 1.2444 0.002 0.001 5.542 0.000 1.2667 0.002 0.001 5.716 0.000 1.2889 0.002 0.001 5.883 0.000 1.3111 0.002 0.001 6.044 0.000 1.3333 0.002 0.001 6.195 0.000 1.3556 0.002 0.001 6.336 0.000 1.3778 0.002 0.001 6.466 0.000 1.4000 0.002 0.001 6.583 0.000 1.4222 0.002 0.001 6.689 0.000 1.4444 0.002 0.001 6.784 0.000 1.4667 0.002 0.001 6.870 0.000 1.4889 0.002 0.001 6.950 0.000 1.5111 0.002 0.001 7.055 0.000 1.5333 0.002 0.001 7.139 0.000 1.5556 0.002 0.001 7.221 0.000 1.5778 0.002 0.001 7.302 0.000 1.6000 0.002 0.001 7.382 0.000 1.6222 0.002 0.001 7.461 0.000 1.6444 0.002 0.001 7.539 0.000 1.6667 0.002 0.001 7.616 0.000 1.6889 0.002 0.001 7.692 0.000 1.7111 0.002 0.001 7.767 0.000 1.7333 0.002 0.001 7.841 0.000 1.7556 0.002 0.001 7.915 0.000 1.7778 0.002 0.001 7.988 0.000 1.8000 0.002 0.001 8.059 0.000 1.8222 0.002 0.001 8.131 0.000 1.8444 0.002 0.001 8.201 0.000 1.8667 0.002 0.001 8.271 0.000 1.8889 0.002 0.001 8.340 0.000 1.9111 0.002 0.001 8.408 0.000 1.9333 0.002 0.001 8.476 0.000 19-174 wwhm 11-23-2021 11/24/2021 7:44:22 AM Page 9 1.9556 0.002 0.001 8.543 0.000 1.9778 0.002 0.001 8.610 0.000 2.0000 0.002 0.001 8.676 0.000 19-174 wwhm 11-23-2021 11/24/2021 7:44:22 AM Page 10 Mitigated Routing Tank 1 Dimensions Depth:6 ft. Tank Type:Circular Diameter:6 ft. Length:102 ft. Discharge Structure Riser Height:5 ft. Riser Diameter:24 in. Notch Type:Rectangular Notch Width:0.020 ft. Notch Height:0.650 ft. Orifice 1 Diameter:0.42 in.Elevation:0 ft. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed 1 Tank Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.000 0.000 0.000 0.000 0.0667 0.002 0.000 0.001 0.000 0.1333 0.004 0.000 0.001 0.000 0.2000 0.005 0.000 0.002 0.000 0.2667 0.005 0.001 0.002 0.000 0.3333 0.006 0.001 0.002 0.000 0.4000 0.007 0.001 0.003 0.000 0.4667 0.007 0.002 0.003 0.000 0.5333 0.008 0.002 0.003 0.000 0.6000 0.008 0.003 0.003 0.000 0.6667 0.008 0.004 0.003 0.000 0.7333 0.009 0.004 0.004 0.000 0.8000 0.009 0.005 0.004 0.000 0.8667 0.009 0.005 0.004 0.000 0.9333 0.010 0.006 0.004 0.000 1.0000 0.010 0.007 0.004 0.000 1.0667 0.010 0.008 0.004 0.000 1.1333 0.011 0.008 0.005 0.000 1.2000 0.011 0.009 0.005 0.000 1.2667 0.011 0.010 0.005 0.000 1.3333 0.011 0.011 0.005 0.000 1.4000 0.011 0.011 0.005 0.000 1.4667 0.012 0.012 0.005 0.000 1.5333 0.012 0.013 0.005 0.000 1.6000 0.012 0.014 0.006 0.000 1.6667 0.012 0.015 0.006 0.000 1.7333 0.012 0.015 0.006 0.000 1.8000 0.012 0.016 0.006 0.000 1.8667 0.013 0.017 0.006 0.000 1.9333 0.013 0.018 0.006 0.000 2.0000 0.013 0.019 0.006 0.000 2.0667 0.013 0.020 0.006 0.000 2.1333 0.013 0.021 0.007 0.000 2.2000 0.013 0.022 0.007 0.000 2.2667 0.013 0.022 0.007 0.000 19-174 wwhm 11-23-2021 11/24/2021 7:44:22 AM Page 11 2.3333 0.013 0.023 0.007 0.000 2.4000 0.013 0.024 0.007 0.000 2.4667 0.013 0.025 0.007 0.000 2.5333 0.013 0.026 0.007 0.000 2.6000 0.013 0.027 0.007 0.000 2.6667 0.014 0.028 0.007 0.000 2.7333 0.014 0.029 0.007 0.000 2.8000 0.014 0.030 0.008 0.000 2.8667 0.014 0.031 0.008 0.000 2.9333 0.014 0.032 0.008 0.000 3.0000 0.014 0.033 0.008 0.000 3.0667 0.014 0.034 0.008 0.000 3.1333 0.014 0.035 0.008 0.000 3.2000 0.014 0.035 0.008 0.000 3.2667 0.014 0.036 0.008 0.000 3.3333 0.014 0.037 0.008 0.000 3.4000 0.013 0.038 0.008 0.000 3.4667 0.013 0.039 0.008 0.000 3.5333 0.013 0.040 0.009 0.000 3.6000 0.013 0.041 0.009 0.000 3.6667 0.013 0.042 0.009 0.000 3.7333 0.013 0.043 0.009 0.000 3.8000 0.013 0.044 0.009 0.000 3.8667 0.013 0.045 0.009 0.000 3.9333 0.013 0.046 0.009 0.000 4.0000 0.013 0.046 0.009 0.000 4.0667 0.013 0.047 0.009 0.000 4.1333 0.013 0.048 0.009 0.000 4.2000 0.012 0.049 0.009 0.000 4.2667 0.012 0.050 0.009 0.000 4.3333 0.012 0.051 0.010 0.000 4.4000 0.012 0.052 0.010 0.000 4.4667 0.012 0.052 0.012 0.000 4.5333 0.012 0.053 0.015 0.000 4.6000 0.011 0.054 0.018 0.000 4.6667 0.011 0.055 0.021 0.000 4.7333 0.011 0.056 0.024 0.000 4.8000 0.011 0.056 0.028 0.000 4.8667 0.011 0.057 0.032 0.000 4.9333 0.010 0.058 0.036 0.000 5.0000 0.010 0.059 0.040 0.000 5.0667 0.010 0.059 0.406 0.000 5.1333 0.009 0.060 1.071 0.000 5.2000 0.009 0.061 1.927 0.000 5.2667 0.009 0.061 2.924 0.000 5.3333 0.008 0.062 4.020 0.000 5.4000 0.008 0.062 5.175 0.000 5.4667 0.008 0.063 6.349 0.000 5.5333 0.007 0.063 7.497 0.000 5.6000 0.007 0.064 8.581 0.000 5.6667 0.006 0.064 9.564 0.000 5.7333 0.005 0.065 10.41 0.000 5.8000 0.005 0.065 11.12 0.000 5.8667 0.004 0.065 11.69 0.000 5.9333 0.002 0.066 12.13 0.000 6.0000 0.000 0.066 12.50 0.000 6.0667 0.000 0.000 13.05 0.000 19-174 wwhm 11-23-2021 11/24/2021 7:44:22 AM Page 12 19-174 wwhm 11-23-2021 11/24/2021 7:44:22 AM Page 13 Flow Splitter 1 Bottom Length:10.00 ft. Bottom Length:10.00 ft. Depth:3.5 ft. Side slope 1:0 To 1 Side slope 2:0 To 1 Side slope 3:0 To 1 Side slope 4:0 To 1 Control Structure Splitter Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Primary(cfs)Secondary(cfs) 0.000 0.002 0.000 0.000 0.000 0.038 0.002 0.000 0.013 0.014 0.077 0.002 0.000 0.019 0.020 0.116 0.002 0.000 0.023 0.024 0.155 0.002 0.000 0.027 0.028 0.194 0.002 0.000 0.030 0.031 0.233 0.002 0.000 0.033 0.034 0.272 0.002 0.000 0.035 0.037 0.311 0.002 0.000 0.038 0.040 0.350 0.002 0.000 0.040 0.042 0.388 0.002 0.000 0.042 0.045 0.427 0.002 0.001 0.044 0.047 0.466 0.002 0.001 0.046 0.049 0.505 0.002 0.001 0.048 0.051 0.544 0.002 0.001 0.050 0.053 0.583 0.002 0.001 0.052 0.055 0.622 0.002 0.001 0.054 0.056 0.661 0.002 0.001 0.055 0.058 0.700 0.002 0.001 0.057 0.060 0.738 0.002 0.001 0.059 0.062 0.777 0.002 0.001 0.060 0.063 0.816 0.002 0.001 0.062 0.065 0.855 0.002 0.002 0.063 0.066 0.894 0.002 0.002 0.064 0.068 0.933 0.002 0.002 0.066 0.069 0.972 0.002 0.002 0.067 0.071 1.011 0.002 0.002 0.069 0.072 1.050 0.002 0.002 0.070 0.073 1.088 0.002 0.002 0.071 0.075 1.127 0.002 0.002 0.072 0.076 1.166 0.002 0.002 0.074 0.077 1.205 0.002 0.002 0.075 0.079 1.244 0.002 0.002 0.076 0.080 1.283 0.002 0.002 0.077 0.081 1.322 0.002 0.003 0.078 0.082 1.361 0.002 0.003 0.080 0.084 1.400 0.002 0.003 0.081 0.085 1.438 0.002 0.003 0.082 0.086 1.477 0.002 0.003 0.083 0.087 1.516 0.002 0.003 0.084 0.088 1.555 0.002 0.003 0.085 0.089 1.594 0.002 0.003 0.086 0.091 1.633 0.002 0.003 0.087 0.092 1.672 0.002 0.003 0.088 0.093 1.711 0.002 0.003 0.089 0.094 1.750 0.002 0.004 0.090 0.095 1.788 0.002 0.004 0.091 0.096 19-174 wwhm 11-23-2021 11/24/2021 7:44:22 AM Page 14 1.827 0.002 0.004 0.092 0.097 1.866 0.002 0.004 0.093 0.098 1.905 0.002 0.004 0.094 0.099 1.944 0.002 0.004 0.095 0.100 1.983 0.002 0.004 0.096 0.101 2.022 0.002 0.004 0.097 0.102 2.061 0.002 0.004 0.098 0.103 2.100 0.002 0.004 0.099 0.104 2.138 0.002 0.004 0.100 0.105 2.177 0.002 0.005 0.101 0.106 2.216 0.002 0.005 0.102 0.107 2.255 0.002 0.005 0.103 0.108 2.294 0.002 0.005 0.103 0.109 2.333 0.002 0.005 0.104 0.110 2.372 0.002 0.005 0.105 0.111 2.411 0.002 0.005 0.106 0.112 2.450 0.002 0.005 0.107 0.112 2.488 0.002 0.005 0.108 0.113 2.527 0.002 0.005 0.109 0.114 2.566 0.002 0.005 0.109 0.115 2.605 0.002 0.006 0.110 0.116 2.644 0.002 0.006 0.111 0.117 2.683 0.002 0.006 0.112 0.118 2.722 0.002 0.006 0.113 0.119 2.761 0.002 0.006 0.114 0.119 2.800 0.002 0.006 0.114 0.120 2.838 0.002 0.006 0.115 0.121 2.877 0.002 0.006 0.116 0.122 2.916 0.002 0.006 0.117 0.123 2.955 0.002 0.006 0.117 0.124 2.994 0.002 0.006 0.118 0.124 3.033 0.002 0.007 0.119 0.125 3.072 0.002 0.007 0.120 0.126 3.111 0.002 0.007 0.121 0.127 3.150 0.002 0.007 0.121 0.128 3.188 0.002 0.007 0.122 0.128 3.227 0.002 0.007 0.123 0.129 3.266 0.002 0.007 0.124 0.130 3.305 0.002 0.007 0.124 0.131 3.344 0.002 0.007 0.125 0.131 3.383 0.002 0.007 0.126 0.132 3.422 0.002 0.007 0.126 0.133 3.461 0.002 0.007 0.127 0.134 3.500 0.002 0.008 0.128 0.134 3.538 0.002 0.008 0.210 0.216 Discharge Structure Riser Height:3.5 ft. Riser Diameter:12 in. Orifice 1 Diameter:1.59 in.Elevation:0 ft. Element Flows To: Outlet 1 Outlet 2 Tank 1 Gravel Trench Bed 1 19-174 wwhm 11-23-2021 11/24/2021 7:44:23 AM Page 15 Gravel Trench Bed 1 Bottom Length:10.00 ft. Bottom Width:10.00 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:2 Pour Space of material for first layer:0.4 Material thickness of second layer:0 Pour Space of material for second layer:0 Material thickness of third layer:0 Pour Space of material for third layer:0 Discharge Structure Riser Height:1 ft. Riser Diameter:12 in. Orifice 1 Diameter:12 in.Elevation:0 ft. Element Flows To: Outlet 1 Outlet 2 Gravel Trench Bed Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.002 0.000 0.000 0.000 0.0222 0.002 0.000 0.582 0.000 0.0444 0.002 0.000 0.823 0.000 0.0667 0.002 0.000 1.009 0.000 0.0889 0.002 0.000 1.165 0.000 0.1111 0.002 0.000 1.302 0.000 0.1333 0.002 0.000 1.426 0.000 0.1556 0.002 0.000 1.541 0.000 0.1778 0.002 0.000 1.647 0.000 0.2000 0.002 0.000 1.747 0.000 0.2222 0.002 0.000 1.842 0.000 0.2444 0.002 0.000 1.932 0.000 0.2667 0.002 0.000 2.017 0.000 0.2889 0.002 0.000 2.100 0.000 0.3111 0.002 0.000 2.179 0.000 0.3333 0.002 0.000 2.256 0.000 0.3556 0.002 0.000 2.330 0.000 0.3778 0.002 0.000 2.401 0.000 0.4000 0.002 0.000 2.471 0.000 0.4222 0.002 0.000 2.539 0.000 0.4444 0.002 0.000 2.605 0.000 0.4667 0.002 0.000 2.669 0.000 0.4889 0.002 0.000 2.732 0.000 0.5111 0.002 0.000 2.793 0.000 0.5333 0.002 0.000 2.853 0.000 0.5556 0.002 0.000 2.912 0.000 0.5778 0.002 0.000 2.970 0.000 0.6000 0.002 0.000 3.026 0.000 0.6222 0.002 0.000 3.082 0.000 0.6444 0.002 0.000 3.137 0.000 0.6667 0.002 0.000 3.190 0.000 0.6889 0.002 0.000 3.243 0.000 0.7111 0.002 0.000 3.295 0.000 0.7333 0.002 0.000 3.346 0.000 19-174 wwhm 11-23-2021 11/24/2021 7:44:23 AM Page 16 0.7556 0.002 0.000 3.396 0.000 0.7778 0.002 0.000 3.446 0.000 0.8000 0.002 0.000 3.495 0.000 0.8222 0.002 0.000 3.543 0.000 0.8444 0.002 0.000 3.590 0.000 0.8667 0.002 0.000 3.637 0.000 0.8889 0.002 0.000 3.684 0.000 0.9111 0.002 0.000 3.730 0.000 0.9333 0.002 0.000 3.775 0.000 0.9556 0.002 0.000 3.819 0.000 0.9778 0.002 0.000 3.864 0.000 1.0000 0.002 0.000 3.907 0.000 1.0222 0.002 0.000 3.986 0.000 1.0444 0.002 0.001 4.092 0.000 1.0667 0.002 0.001 4.218 0.000 1.0889 0.002 0.001 4.357 0.000 1.1111 0.002 0.001 4.508 0.000 1.1333 0.002 0.001 4.669 0.000 1.1556 0.002 0.001 4.838 0.000 1.1778 0.002 0.001 5.011 0.000 1.2000 0.002 0.001 5.188 0.000 1.2222 0.002 0.001 5.366 0.000 1.2444 0.002 0.001 5.542 0.000 1.2667 0.002 0.001 5.716 0.000 1.2889 0.002 0.001 5.883 0.000 1.3111 0.002 0.001 6.044 0.000 1.3333 0.002 0.001 6.195 0.000 1.3556 0.002 0.001 6.336 0.000 1.3778 0.002 0.001 6.466 0.000 1.4000 0.002 0.001 6.583 0.000 1.4222 0.002 0.001 6.689 0.000 1.4444 0.002 0.001 6.784 0.000 1.4667 0.002 0.001 6.870 0.000 1.4889 0.002 0.001 6.950 0.000 1.5111 0.002 0.001 7.055 0.000 1.5333 0.002 0.001 7.139 0.000 1.5556 0.002 0.001 7.221 0.000 1.5778 0.002 0.001 7.302 0.000 1.6000 0.002 0.001 7.382 0.000 1.6222 0.002 0.001 7.461 0.000 1.6444 0.002 0.001 7.539 0.000 1.6667 0.002 0.001 7.616 0.000 1.6889 0.002 0.001 7.692 0.000 1.7111 0.002 0.001 7.767 0.000 1.7333 0.002 0.001 7.841 0.000 1.7556 0.002 0.001 7.915 0.000 1.7778 0.002 0.001 7.988 0.000 1.8000 0.002 0.001 8.059 0.000 1.8222 0.002 0.001 8.131 0.000 1.8444 0.002 0.001 8.201 0.000 1.8667 0.002 0.001 8.271 0.000 1.8889 0.002 0.001 8.340 0.000 1.9111 0.002 0.001 8.408 0.000 1.9333 0.002 0.001 8.476 0.000 1.9556 0.002 0.001 8.543 0.000 1.9778 0.002 0.001 8.610 0.000 2.0000 0.002 0.001 8.676 0.000 19-174 wwhm 11-23-2021 11/24/2021 7:44:23 AM Page 17 19-174 wwhm 11-23-2021 11/24/2021 7:44:23 AM Page 18 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.441 Total Impervious Area:0.067 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.247 Total Impervious Area:0.261 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.037647 5 year 0.05046 10 year 0.059762 25 year 0.072481 50 year 0.082681 100 year 0.093522 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.007896 5 year 0.01164 10 year 0.014689 25 year 0.01927 50 year 0.023268 100 year 0.027819 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.053 0.007 1950 0.048 0.008 1951 0.043 0.014 1952 0.026 0.006 1953 0.023 0.007 1954 0.031 0.007 1955 0.034 0.008 1956 0.035 0.008 1957 0.039 0.008 1958 0.028 0.007 19-174 wwhm 11-23-2021 11/24/2021 7:45:06 AM Page 19 1959 0.027 0.007 1960 0.045 0.010 1961 0.033 0.007 1962 0.022 0.006 1963 0.033 0.007 1964 0.035 0.007 1965 0.037 0.008 1966 0.028 0.006 1967 0.054 0.008 1968 0.046 0.007 1969 0.033 0.007 1970 0.035 0.007 1971 0.038 0.008 1972 0.043 0.009 1973 0.024 0.007 1974 0.039 0.007 1975 0.043 0.008 1976 0.035 0.007 1977 0.026 0.006 1978 0.037 0.007 1979 0.044 0.006 1980 0.071 0.009 1981 0.032 0.007 1982 0.054 0.010 1983 0.034 0.008 1984 0.027 0.006 1985 0.028 0.007 1986 0.043 0.009 1987 0.041 0.009 1988 0.026 0.007 1989 0.040 0.006 1990 0.095 0.010 1991 0.067 0.010 1992 0.032 0.007 1993 0.028 0.007 1994 0.024 0.006 1995 0.031 0.008 1996 0.064 0.012 1997 0.045 0.011 1998 0.033 0.007 1999 0.067 0.009 2000 0.035 0.008 2001 0.035 0.006 2002 0.039 0.009 2003 0.053 0.006 2004 0.059 0.052 2005 0.035 0.008 2006 0.035 0.007 2007 0.079 0.037 2008 0.081 0.050 2009 0.049 0.009 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0946 0.0522 2 0.0810 0.0503 3 0.0795 0.0365 19-174 wwhm 11-23-2021 11/24/2021 7:45:06 AM Page 20 4 0.0711 0.0137 5 0.0668 0.0121 6 0.0667 0.0105 7 0.0640 0.0103 8 0.0595 0.0097 9 0.0537 0.0096 10 0.0537 0.0096 11 0.0528 0.0094 12 0.0526 0.0094 13 0.0487 0.0090 14 0.0476 0.0089 15 0.0458 0.0089 16 0.0454 0.0087 17 0.0453 0.0087 18 0.0440 0.0082 19 0.0431 0.0080 20 0.0429 0.0080 21 0.0428 0.0077 22 0.0427 0.0077 23 0.0409 0.0077 24 0.0402 0.0076 25 0.0395 0.0076 26 0.0395 0.0076 27 0.0391 0.0075 28 0.0377 0.0075 29 0.0374 0.0075 30 0.0365 0.0075 31 0.0353 0.0074 32 0.0353 0.0074 33 0.0350 0.0073 34 0.0349 0.0073 35 0.0348 0.0073 36 0.0348 0.0072 37 0.0347 0.0071 38 0.0346 0.0071 39 0.0339 0.0071 40 0.0336 0.0071 41 0.0334 0.0070 42 0.0332 0.0070 43 0.0330 0.0070 44 0.0327 0.0069 45 0.0322 0.0069 46 0.0316 0.0068 47 0.0308 0.0067 48 0.0308 0.0067 49 0.0283 0.0066 50 0.0282 0.0066 51 0.0280 0.0065 52 0.0280 0.0065 53 0.0273 0.0064 54 0.0269 0.0064 55 0.0264 0.0064 56 0.0257 0.0064 57 0.0256 0.0062 58 0.0244 0.0061 59 0.0243 0.0061 60 0.0234 0.0060 61 0.0216 0.0057 19-174 wwhm 11-23-2021 11/24/2021 7:45:06 AM Page 21 19-174 wwhm 11-23-2021 11/24/2021 7:45:06 AM Page 22 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0188 3178 71 2 Pass 0.0195 2834 69 2 Pass 0.0201 2539 68 2 Pass 0.0208 2314 65 2 Pass 0.0214 2082 63 3 Pass 0.0220 1872 60 3 Pass 0.0227 1679 57 3 Pass 0.0233 1499 53 3 Pass 0.0240 1365 52 3 Pass 0.0246 1234 50 4 Pass 0.0253 1136 48 4 Pass 0.0259 1039 46 4 Pass 0.0266 940 44 4 Pass 0.0272 856 42 4 Pass 0.0279 760 39 5 Pass 0.0285 690 37 5 Pass 0.0291 619 33 5 Pass 0.0298 566 33 5 Pass 0.0304 522 32 6 Pass 0.0311 473 30 6 Pass 0.0317 433 29 6 Pass 0.0324 398 25 6 Pass 0.0330 357 24 6 Pass 0.0337 333 23 6 Pass 0.0343 297 20 6 Pass 0.0349 270 18 6 Pass 0.0356 246 17 6 Pass 0.0362 221 16 7 Pass 0.0369 196 11 5 Pass 0.0375 179 11 6 Pass 0.0382 164 11 6 Pass 0.0388 152 9 5 Pass 0.0395 138 9 6 Pass 0.0401 129 7 5 Pass 0.0408 116 6 5 Pass 0.0414 105 5 4 Pass 0.0420 98 4 4 Pass 0.0427 90 4 4 Pass 0.0433 77 4 5 Pass 0.0440 74 4 5 Pass 0.0446 65 4 6 Pass 0.0453 59 4 6 Pass 0.0459 51 4 7 Pass 0.0466 49 4 8 Pass 0.0472 46 4 8 Pass 0.0478 43 3 6 Pass 0.0485 40 3 7 Pass 0.0491 35 3 8 Pass 0.0498 32 2 6 Pass 0.0504 32 1 3 Pass 0.0511 31 1 3 Pass 0.0517 30 1 3 Pass 0.0524 30 0 0 Pass 19-174 wwhm 11-23-2021 11/24/2021 7:45:06 AM Page 23 0.0530 25 0 0 Pass 0.0537 25 0 0 Pass 0.0543 22 0 0 Pass 0.0549 22 0 0 Pass 0.0556 21 0 0 Pass 0.0562 20 0 0 Pass 0.0569 20 0 0 Pass 0.0575 19 0 0 Pass 0.0582 17 0 0 Pass 0.0588 17 0 0 Pass 0.0595 16 0 0 Pass 0.0601 13 0 0 Pass 0.0608 12 0 0 Pass 0.0614 12 0 0 Pass 0.0620 11 0 0 Pass 0.0627 11 0 0 Pass 0.0633 11 0 0 Pass 0.0640 11 0 0 Pass 0.0646 10 0 0 Pass 0.0653 10 0 0 Pass 0.0659 9 0 0 Pass 0.0666 9 0 0 Pass 0.0672 7 0 0 Pass 0.0678 7 0 0 Pass 0.0685 7 0 0 Pass 0.0691 6 0 0 Pass 0.0698 6 0 0 Pass 0.0704 6 0 0 Pass 0.0711 6 0 0 Pass 0.0717 5 0 0 Pass 0.0724 5 0 0 Pass 0.0730 5 0 0 Pass 0.0737 5 0 0 Pass 0.0743 5 0 0 Pass 0.0749 5 0 0 Pass 0.0756 5 0 0 Pass 0.0762 5 0 0 Pass 0.0769 4 0 0 Pass 0.0775 4 0 0 Pass 0.0782 4 0 0 Pass 0.0788 4 0 0 Pass 0.0795 4 0 0 Pass 0.0801 3 0 0 Pass 0.0807 3 0 0 Pass 0.0814 2 0 0 Pass 0.0820 2 0 0 Pass 0.0827 2 0 0 Pass 19-174 wwhm 11-23-2021 11/24/2021 7:45:07 AM Page 24 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. 19-174 wwhm 11-23-2021 11/24/2021 7:45:07 AM Page 25 LID Report 19-174 wwhm 11-23-2021 11/24/2021 7:46:04 AM Page 26 POC 2 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #2 Total Pervious Area:0.441 Total Impervious Area:0.067 Mitigated Landuse Totals for POC #2 Total Pervious Area:0.247 Total Impervious Area:0.261 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #2 Return Period Flow(cfs) 2 year 0.037622 5 year 0.050424 10 year 0.059718 25 year 0.072425 50 year 0.082615 100 year 0.093445 Flow Frequency Return Periods for Mitigated. POC #2 Return Period Flow(cfs) 2 year 0.032032 5 year 0.040363 10 year 0.046361 25 year 0.054498 50 year 0.060976 100 year 0.067821 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #2 Year Predeveloped Mitigated 1949 0.053 0.038 1950 0.048 0.041 1951 0.043 0.028 1952 0.026 0.023 1953 0.023 0.025 1954 0.031 0.027 1955 0.034 0.029 1956 0.035 0.029 1957 0.039 0.033 1958 0.028 0.026 1959 0.027 0.027 19-174 wwhm 11-23-2021 11/24/2021 7:46:49 AM Page 27 1960 0.045 0.030 1961 0.033 0.030 1962 0.022 0.025 1963 0.033 0.028 1964 0.035 0.028 1965 0.037 0.034 1966 0.028 0.025 1967 0.054 0.039 1968 0.046 0.039 1969 0.033 0.033 1970 0.035 0.030 1971 0.038 0.032 1972 0.043 0.036 1973 0.024 0.023 1974 0.039 0.032 1975 0.043 0.034 1976 0.035 0.027 1977 0.026 0.027 1978 0.037 0.032 1979 0.044 0.038 1980 0.071 0.046 1981 0.032 0.033 1982 0.054 0.044 1983 0.034 0.034 1984 0.027 0.025 1985 0.028 0.033 1986 0.043 0.029 1987 0.041 0.042 1988 0.026 0.027 1989 0.040 0.034 1990 0.095 0.054 1991 0.067 0.041 1992 0.032 0.025 1993 0.028 0.024 1994 0.024 0.025 1995 0.031 0.029 1996 0.064 0.036 1997 0.045 0.034 1998 0.033 0.030 1999 0.067 0.055 2000 0.035 0.030 2001 0.035 0.034 2002 0.039 0.041 2003 0.052 0.034 2004 0.059 0.073 2005 0.035 0.030 2006 0.035 0.028 2007 0.079 0.054 2008 0.081 0.072 2009 0.049 0.041 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #2 Rank Predeveloped Mitigated 1 0.0949 0.0733 2 0.0807 0.0722 3 0.0795 0.0548 4 0.0709 0.0542 19-174 wwhm 11-23-2021 11/24/2021 7:46:49 AM Page 28 5 0.0669 0.0538 6 0.0667 0.0459 7 0.0640 0.0443 8 0.0593 0.0421 9 0.0538 0.0414 10 0.0537 0.0412 11 0.0527 0.0412 12 0.0525 0.0405 13 0.0487 0.0388 14 0.0477 0.0387 15 0.0457 0.0383 16 0.0453 0.0381 17 0.0453 0.0362 18 0.0440 0.0359 19 0.0430 0.0345 20 0.0429 0.0344 21 0.0428 0.0341 22 0.0427 0.0341 23 0.0409 0.0340 24 0.0401 0.0337 25 0.0395 0.0337 26 0.0394 0.0333 27 0.0391 0.0331 28 0.0376 0.0326 29 0.0374 0.0325 30 0.0365 0.0324 31 0.0353 0.0322 32 0.0353 0.0317 33 0.0350 0.0303 34 0.0348 0.0303 35 0.0348 0.0302 36 0.0347 0.0298 37 0.0347 0.0296 38 0.0346 0.0295 39 0.0340 0.0294 40 0.0336 0.0293 41 0.0334 0.0292 42 0.0331 0.0286 43 0.0329 0.0284 44 0.0327 0.0283 45 0.0322 0.0278 46 0.0315 0.0277 47 0.0308 0.0271 48 0.0307 0.0268 49 0.0283 0.0268 50 0.0282 0.0266 51 0.0280 0.0266 52 0.0279 0.0263 53 0.0273 0.0254 54 0.0269 0.0253 55 0.0264 0.0248 56 0.0257 0.0247 57 0.0257 0.0246 58 0.0244 0.0245 59 0.0243 0.0243 60 0.0234 0.0228 61 0.0216 0.0227 19-174 wwhm 11-23-2021 11/24/2021 7:46:49 AM Page 29 19-174 wwhm 11-23-2021 11/24/2021 7:46:49 AM Page 30 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0188 3183 1977 62 Pass 0.0195 2836 1731 61 Pass 0.0201 2543 1481 58 Pass 0.0207 2319 1285 55 Pass 0.0214 2084 1125 53 Pass 0.0220 1886 979 51 Pass 0.0227 1688 850 50 Pass 0.0233 1502 752 50 Pass 0.0240 1371 675 49 Pass 0.0246 1235 601 48 Pass 0.0253 1138 537 47 Pass 0.0259 1041 490 47 Pass 0.0265 946 433 45 Pass 0.0272 860 378 43 Pass 0.0278 761 349 45 Pass 0.0285 690 315 45 Pass 0.0291 621 281 45 Pass 0.0298 566 261 46 Pass 0.0304 524 240 45 Pass 0.0311 473 215 45 Pass 0.0317 433 203 46 Pass 0.0323 398 185 46 Pass 0.0330 359 167 46 Pass 0.0336 334 153 45 Pass 0.0343 299 139 46 Pass 0.0349 270 130 48 Pass 0.0356 244 122 50 Pass 0.0362 217 114 52 Pass 0.0369 196 106 54 Pass 0.0375 180 99 55 Pass 0.0381 164 94 57 Pass 0.0388 154 88 57 Pass 0.0394 139 83 59 Pass 0.0401 129 78 60 Pass 0.0407 117 71 60 Pass 0.0414 105 65 61 Pass 0.0420 98 53 54 Pass 0.0427 91 48 52 Pass 0.0433 76 45 59 Pass 0.0439 74 40 54 Pass 0.0446 67 36 53 Pass 0.0452 58 36 62 Pass 0.0459 51 33 64 Pass 0.0465 49 31 63 Pass 0.0472 46 30 65 Pass 0.0478 43 26 60 Pass 0.0485 41 26 63 Pass 0.0491 36 25 69 Pass 0.0497 33 24 72 Pass 0.0504 32 21 65 Pass 0.0510 31 18 58 Pass 0.0517 30 16 53 Pass 0.0523 28 16 57 Pass 19-174 wwhm 11-23-2021 11/24/2021 7:46:49 AM Page 31 0.0530 25 15 60 Pass 0.0536 25 13 52 Pass 0.0543 22 10 45 Pass 0.0549 22 8 36 Pass 0.0555 21 7 33 Pass 0.0562 20 6 30 Pass 0.0568 20 6 30 Pass 0.0575 19 6 31 Pass 0.0581 17 6 35 Pass 0.0588 17 6 35 Pass 0.0594 15 6 40 Pass 0.0601 13 6 46 Pass 0.0607 12 5 41 Pass 0.0613 12 5 41 Pass 0.0620 11 5 45 Pass 0.0626 11 5 45 Pass 0.0633 11 4 36 Pass 0.0639 11 4 36 Pass 0.0646 10 3 30 Pass 0.0652 10 3 30 Pass 0.0659 9 3 33 Pass 0.0665 9 3 33 Pass 0.0671 7 3 42 Pass 0.0678 7 3 42 Pass 0.0684 7 3 42 Pass 0.0691 6 2 33 Pass 0.0697 6 2 33 Pass 0.0704 6 2 33 Pass 0.0710 5 2 40 Pass 0.0717 5 2 40 Pass 0.0723 5 1 20 Pass 0.0729 5 1 20 Pass 0.0736 5 0 0 Pass 0.0742 5 0 0 Pass 0.0749 5 0 0 Pass 0.0755 5 0 0 Pass 0.0762 5 0 0 Pass 0.0768 4 0 0 Pass 0.0775 4 0 0 Pass 0.0781 4 0 0 Pass 0.0787 4 0 0 Pass 0.0794 4 0 0 Pass 0.0800 3 0 0 Pass 0.0807 3 0 0 Pass 0.0813 2 0 0 Pass 0.0820 2 0 0 Pass 0.0826 2 0 0 Pass 19-174 wwhm 11-23-2021 11/24/2021 7:46:49 AM Page 32 Water Quality Water Quality BMP Flow and Volume for POC #2 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. 19-174 wwhm 11-23-2021 11/24/2021 7:46:49 AM Page 33 LID Report 19-174 wwhm 11-23-2021 11/24/2021 7:46:49 AM Page 34 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. 19-174 wwhm 11-23-2021 11/24/2021 7:46:49 AM Page 35 Appendix Predeveloped Schematic 19-174 wwhm 11-23-2021 11/24/2021 7:46:50 AM Page 36 Mitigated Schematic 19-174 wwhm 11-23-2021 11/24/2021 7:46:51 AM Page 37 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 19-174 wwhm 11-23-2021.wdm MESSU 25 Pre19-174 wwhm 11-23-2021.MES 27 Pre19-174 wwhm 11-23-2021.L61 28 Pre19-174 wwhm 11-23-2021.L62 30 POC19-174 wwhm 11-23-20211.dat 31 POC19-174 wwhm 11-23-20212.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 11 IMPLND 2 RCHRES 1 COPY 501 COPY 502 DISPLY 1 DISPLY 2 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 2 Gravel Trench Bed 1 MAX 1 2 31 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 502 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 19-174 wwhm 11-23-2021 11/24/2021 7:46:52 AM Page 38 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 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 *** 2 ROADS/MOD 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 2 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 2 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 *** 2 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 2 400 0.05 0.1 0.08 19-174 wwhm 11-23-2021 11/24/2021 7:46:52 AM Page 39 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 2 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 2 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 11 0.441 RCHRES 1 2 PERLND 11 0.441 RCHRES 1 3 IMPLND 2 0.067 RCHRES 1 5 Basin 1*** PERLND 11 0.441 COPY 501 12 PERLND 11 0.441 COPY 501 13 IMPLND 2 0.067 COPY 501 15 ******Routing****** RCHRES 1 1 COPY 502 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 COPY 502 OUTPUT MEAN 1 1 48.4 DISPLY 2 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 Gravel Trench Be-014 1 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 19-174 wwhm 11-23-2021 11/24/2021 7:46:52 AM Page 40 1 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.01 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 92 4 Depth Area Volume Outflow1 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.002296 0.000000 0.000000 0.022222 0.002296 0.000020 0.582526 0.044444 0.002296 0.000041 0.823815 0.066667 0.002296 0.000061 1.008964 0.088889 0.002296 0.000082 1.165051 0.111111 0.002296 0.000102 1.302567 0.133333 0.002296 0.000122 1.426890 0.155556 0.002296 0.000143 1.541218 0.177778 0.002296 0.000163 1.647631 0.200000 0.002296 0.000184 1.747577 0.222222 0.002296 0.000204 1.842107 0.244444 0.002296 0.000224 1.932019 0.266667 0.002296 0.000245 2.017928 0.288889 0.002296 0.000265 2.100326 0.311111 0.002296 0.000286 2.179611 0.333333 0.002296 0.000306 2.256112 0.355556 0.002296 0.000326 2.330102 0.377778 0.002296 0.000347 2.401814 0.400000 0.002296 0.000367 2.471446 0.422222 0.002296 0.000388 2.539170 0.444444 0.002296 0.000408 2.605133 0.466667 0.002296 0.000429 2.669467 0.488889 0.002296 0.000449 2.732287 0.511111 0.002296 0.000469 2.793694 0.533333 0.002296 0.000490 2.853781 0.555556 0.002296 0.000510 2.912628 0.577778 0.002296 0.000531 2.970309 0.600000 0.002296 0.000551 3.026891 0.622222 0.002296 0.000571 3.082435 0.644444 0.002296 0.000592 3.136996 0.666667 0.002296 0.000612 3.190624 0.688889 0.002296 0.000633 3.243365 0.711111 0.002296 0.000653 3.295262 0.733333 0.002296 0.000673 3.346354 0.755556 0.002296 0.000694 3.396678 0.777778 0.002296 0.000714 3.446267 0.800000 0.002296 0.000735 3.495153 0.822222 0.002296 0.000755 3.543364 0.844444 0.002296 0.000775 3.590928 0.866667 0.002296 0.000796 3.637871 0.888889 0.002296 0.000816 3.684215 0.911111 0.002296 0.000837 3.729983 0.933333 0.002296 0.000857 3.775197 0.955556 0.002296 0.000877 3.819875 0.977778 0.002296 0.000898 3.864037 1.000000 0.002296 0.000918 3.907700 19-174 wwhm 11-23-2021 11/24/2021 7:46:52 AM Page 41 1.022222 0.002296 0.000939 3.986027 1.044444 0.002296 0.000959 4.092914 1.066667 0.002296 0.000979 4.218089 1.088889 0.002296 0.001000 4.357634 1.111111 0.002296 0.001020 4.508916 1.133333 0.002296 0.001041 4.669727 1.155556 0.002296 0.001061 4.837972 1.177778 0.002296 0.001082 5.011559 1.200000 0.002296 0.001102 5.188347 1.222222 0.002296 0.001122 5.366155 1.244444 0.002296 0.001143 5.542781 1.266667 0.002296 0.001163 5.716051 1.288889 0.002296 0.001184 5.883877 1.311111 0.002296 0.001204 6.044324 1.333333 0.002296 0.001224 6.195691 1.355556 0.002296 0.001245 6.336599 1.377778 0.002296 0.001265 6.466081 1.400000 0.002296 0.001286 6.583688 1.422222 0.002296 0.001306 6.689593 1.444444 0.002296 0.001326 6.784704 1.466667 0.002296 0.001347 6.870786 1.488889 0.002296 0.001367 6.950578 1.511111 0.002296 0.001388 7.055363 1.533333 0.002296 0.001408 7.138985 1.555556 0.002296 0.001428 7.221354 1.577778 0.002296 0.001449 7.302534 1.600000 0.002296 0.001469 7.382586 1.622222 0.002296 0.001490 7.461562 1.644444 0.002296 0.001510 7.539512 1.666667 0.002296 0.001530 7.616481 1.688889 0.002296 0.001551 7.692512 1.711111 0.002296 0.001571 7.767642 1.733333 0.002296 0.001592 7.841908 1.755556 0.002296 0.001612 7.915344 1.777778 0.002296 0.001632 7.987979 1.800000 0.002296 0.001653 8.059844 1.822222 0.002296 0.001673 8.130966 1.844444 0.002296 0.001694 8.201370 1.866667 0.002296 0.001714 8.271081 1.888889 0.002296 0.001735 8.340120 1.911111 0.002296 0.001755 8.408509 1.933333 0.002296 0.001775 8.476268 1.955556 0.002296 0.001796 8.543417 1.977778 0.002296 0.001816 8.609972 2.000000 0.002296 0.001837 8.675952 2.022222 0.002296 0.001888 8.741373 END FTABLE 1 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL RCHRES 1 HYDR RO 1 1 1 WDM 1004 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1005 STAG ENGL REPL COPY 502 OUTPUT MEAN 1 1 48.4 WDM 502 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** 19-174 wwhm 11-23-2021 11/24/2021 7:46:52 AM Page 42 <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 3 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 MASS-LINK 16 RCHRES ROFLOW COPY INPUT MEAN END MASS-LINK 16 END MASS-LINK END RUN 19-174 wwhm 11-23-2021 11/24/2021 7:46:52 AM Page 43 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 19-174 wwhm 11-23-2021.wdm MESSU 25 Mit19-174 wwhm 11-23-2021.MES 27 Mit19-174 wwhm 11-23-2021.L61 28 Mit19-174 wwhm 11-23-2021.L62 30 POC19-174 wwhm 11-23-20211.dat 31 POC19-174 wwhm 11-23-20212.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 8 IMPLND 2 IMPLND 4 IMPLND 6 IMPLND 9 RCHRES 1 RCHRES 2 RCHRES 3 COPY 1 COPY 501 COPY 2 COPY 502 DISPLY 1 DISPLY 2 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Tank 1 MAX 1 2 30 9 2 Gravel Trench Bed 1 MAX 1 2 31 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 2 1 1 502 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 *** 8 A/B, Lawn, Mod 1 1 1 1 27 0 19-174 wwhm 11-23-2021 11/24/2021 7:46:52 AM Page 44 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 8 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 ********* 8 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 *** 8 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 8 0 5 0.8 400 0.1 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 8 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 8 0.1 0.5 0.25 0 0.7 0.25 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 8 0 0 0 0 3 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 2 ROADS/MOD 1 1 1 27 0 4 ROOF TOPS/FLAT 1 1 1 27 0 6 DRIVEWAYS/MOD 1 1 1 27 0 9 SIDEWALKS/MOD 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 2 0 0 1 0 0 0 4 0 0 1 0 0 0 6 0 0 1 0 0 0 9 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR 19-174 wwhm 11-23-2021 11/24/2021 7:46:52 AM Page 45 # - # ATMP SNOW IWAT SLD IWG IQAL ********* 2 0 0 4 0 0 0 1 9 4 0 0 4 0 0 0 1 9 6 0 0 4 0 0 0 1 9 9 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 *** 2 0 0 0 0 0 4 0 0 0 0 0 6 0 0 0 0 0 9 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 2 400 0.05 0.1 0.08 4 400 0.01 0.1 0.1 6 400 0.05 0.1 0.08 9 400 0.05 0.1 0.08 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 2 0 0 4 0 0 6 0 0 9 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 2 0 0 4 0 0 6 0 0 9 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Onsite Basin*** PERLND 8 0.213 RCHRES 2 2 PERLND 8 0.213 RCHRES 2 3 IMPLND 2 0.046 RCHRES 2 5 IMPLND 4 0.086 RCHRES 2 5 Off-Site Basin*** PERLND 8 0.034 RCHRES 1 2 PERLND 8 0.034 RCHRES 1 3 IMPLND 2 0.032 RCHRES 1 5 IMPLND 6 0.017 RCHRES 1 5 IMPLND 9 0.013 RCHRES 1 5 Non-targeted Basin *** IMPLND 2 0.067 RCHRES 1 5 ******Routing****** PERLND 8 0.213 COPY 1 12 IMPLND 2 0.046 COPY 1 15 IMPLND 4 0.086 COPY 1 15 PERLND 8 0.213 COPY 1 13 RCHRES 2 1 COPY 2 16 RCHRES 2 RCHRES 3 6 RCHRES 1 1 RCHRES 2 7 19-174 wwhm 11-23-2021 11/24/2021 7:46:52 AM Page 46 RCHRES 1 COPY 1 17 RCHRES 1 1 RCHRES 3 8 RCHRES 1 COPY 2 18 RCHRES 2 1 COPY 501 16 RCHRES 3 1 COPY 502 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 COPY 502 OUTPUT MEAN 1 1 48.4 DISPLY 2 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 Flow Splitter 1-012 2 1 1 1 28 0 1 2 Tank 1 1 1 1 1 28 0 1 3 Gravel Trench Be-013 1 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 3 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 3 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 5 0 0 0 0 0 0 0 0 2 2 2 2 2 2 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2 3 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.01 0.0 0.0 0.5 0.0 2 2 0.02 0.0 0.0 0.5 0.0 3 3 0.01 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 19-174 wwhm 11-23-2021 11/24/2021 7:46:52 AM Page 47 3 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 2 91 4 Depth Area Volume Outflow1 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.000000 0.000000 0.000000 0.066667 0.002945 0.000131 0.001236 0.133333 0.004142 0.000370 0.001748 0.200000 0.005044 0.000677 0.002141 0.266667 0.005791 0.001039 0.002472 0.333333 0.006436 0.001447 0.002764 0.400000 0.007009 0.001896 0.003028 0.466667 0.007526 0.002380 0.003270 0.533333 0.007997 0.002898 0.003496 0.600000 0.008430 0.003446 0.003708 0.666667 0.008831 0.004021 0.003909 0.733333 0.009204 0.004622 0.004099 0.800000 0.009552 0.005248 0.004282 0.866667 0.009878 0.005896 0.004456 0.933333 0.010184 0.006564 0.004625 1.000000 0.010472 0.007253 0.004787 1.066667 0.010743 0.007960 0.004944 1.133333 0.010999 0.008685 0.005096 1.200000 0.011240 0.009426 0.005244 1.266667 0.011467 0.010183 0.005388 1.333333 0.011682 0.010955 0.005527 1.400000 0.011885 0.011741 0.005664 1.466667 0.012076 0.012540 0.005797 1.533333 0.012256 0.013351 0.005928 1.600000 0.012426 0.014173 0.006055 1.666667 0.012586 0.015007 0.006180 1.733333 0.012736 0.015851 0.006302 1.800000 0.012877 0.016705 0.006422 1.866667 0.013008 0.017568 0.006540 1.933333 0.013132 0.018439 0.006656 2.000000 0.013246 0.019319 0.006770 2.066667 0.013352 0.020205 0.006882 2.133333 0.013451 0.021099 0.006992 2.200000 0.013541 0.021999 0.007100 2.266667 0.013623 0.022904 0.007207 2.333333 0.013698 0.023815 0.007312 2.400000 0.013766 0.024730 0.007416 2.466667 0.013826 0.025650 0.007518 2.533333 0.013879 0.026574 0.007619 2.600000 0.013924 0.027500 0.007719 2.666667 0.013963 0.028430 0.007817 2.733333 0.013994 0.029362 0.007914 2.800000 0.014018 0.030296 0.008010 2.866667 0.014036 0.031231 0.008105 2.933333 0.014046 0.032167 0.008199 3.000000 0.014050 0.033104 0.008291 3.066667 0.014046 0.034040 0.008383 3.133333 0.014036 0.034976 0.008473 3.200000 0.014018 0.035911 0.008563 3.266667 0.013994 0.036845 0.008652 3.333333 0.013963 0.037777 0.008740 3.400000 0.013924 0.038707 0.008827 3.466667 0.013879 0.039633 0.008913 3.533333 0.013826 0.040557 0.008998 3.600000 0.013766 0.041477 0.009083 3.666667 0.013698 0.042392 0.009166 3.733333 0.013623 0.043303 0.009249 3.800000 0.013541 0.044209 0.009331 3.866667 0.013451 0.045108 0.009413 19-174 wwhm 11-23-2021 11/24/2021 7:46:52 AM Page 48 3.933333 0.013352 0.046002 0.009494 4.000000 0.013246 0.046888 0.009574 4.066667 0.013132 0.047768 0.009653 4.133333 0.013008 0.048639 0.009732 4.200000 0.012877 0.049502 0.009810 4.266667 0.012736 0.050356 0.009888 4.333333 0.012586 0.051200 0.009965 4.400000 0.012426 0.052034 0.010775 4.466667 0.012256 0.052856 0.012696 4.533333 0.012076 0.053668 0.015203 4.600000 0.011885 0.054466 0.018136 4.666667 0.011682 0.055252 0.021402 4.733333 0.011467 0.056024 0.024936 4.800000 0.011240 0.056781 0.028691 4.866667 0.010999 0.057522 0.032627 4.933333 0.010743 0.058247 0.036712 5.000000 0.010472 0.058954 0.040916 5.066667 0.010184 0.059643 0.406081 5.133333 0.009878 0.060312 1.071930 5.200000 0.009552 0.060959 1.927805 5.266667 0.009204 0.061585 2.924283 5.333333 0.008831 0.062186 4.020479 5.400000 0.008430 0.062761 5.175928 5.466667 0.007997 0.063309 6.348996 5.533333 0.007526 0.063827 7.497659 5.600000 0.007009 0.064312 8.581535 5.666667 0.006436 0.064760 9.564740 5.733333 0.005791 0.065168 10.41935 5.800000 0.005044 0.065530 11.12937 5.866667 0.004142 0.065837 11.69513 5.933333 0.002945 0.066076 12.13807 6.000000 0.001000 0.066207 12.50588 END FTABLE 2 FTABLE 1 90 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.002296 0.000000 0.000000 0.000000 0.038889 0.002296 0.000089 0.013529 0.014218 0.077778 0.002296 0.000179 0.019133 0.020108 0.116667 0.002296 0.000268 0.023433 0.024627 0.155556 0.002296 0.000357 0.027058 0.028437 0.194444 0.002296 0.000446 0.030252 0.031793 0.233333 0.002296 0.000536 0.033139 0.034828 0.272222 0.002296 0.000625 0.035794 0.037618 0.311111 0.002296 0.000714 0.038266 0.040215 0.350000 0.002296 0.000803 0.040587 0.042655 0.388889 0.002296 0.000893 0.042782 0.044962 0.427778 0.002296 0.000982 0.044871 0.047157 0.466667 0.002296 0.001071 0.046866 0.049254 0.505556 0.002296 0.001161 0.048780 0.051265 0.544444 0.002296 0.001250 0.050621 0.053200 0.583333 0.002296 0.001339 0.052398 0.055067 0.622222 0.002296 0.001428 0.054116 0.056873 0.661111 0.002296 0.001518 0.055782 0.058623 0.700000 0.002296 0.001607 0.057399 0.060323 0.738889 0.002296 0.001696 0.058972 0.061976 0.777778 0.002296 0.001786 0.060504 0.063586 0.816667 0.002296 0.001875 0.061998 0.065156 0.855556 0.002296 0.001964 0.063457 0.066690 0.894444 0.002296 0.002053 0.064883 0.068188 0.933333 0.002296 0.002143 0.066278 0.069655 0.972222 0.002296 0.002232 0.067645 0.071091 1.011111 0.002296 0.002321 0.068985 0.072499 1.050000 0.002296 0.002410 0.070299 0.073880 1.088889 0.002296 0.002500 0.071589 0.075236 1.127778 0.002296 0.002589 0.072856 0.076568 1.166667 0.002296 0.002678 0.074101 0.077877 1.205556 0.002296 0.002768 0.075326 0.079164 1.244444 0.002296 0.002857 0.076532 0.080431 19-174 wwhm 11-23-2021 11/24/2021 7:46:52 AM Page 49 1.283333 0.002296 0.002946 0.077718 0.081678 1.322222 0.002296 0.003035 0.078887 0.082906 1.361111 0.002296 0.003125 0.080039 0.084116 1.400000 0.002296 0.003214 0.081174 0.085310 1.438889 0.002296 0.003303 0.082294 0.086486 1.477778 0.002296 0.003393 0.083398 0.087647 1.516667 0.002296 0.003482 0.084489 0.088793 1.555556 0.002296 0.003571 0.085565 0.089924 1.594444 0.002296 0.003660 0.086628 0.091041 1.633333 0.002296 0.003750 0.087678 0.092145 1.672222 0.002296 0.003839 0.088716 0.093235 1.711111 0.002296 0.003928 0.089741 0.094313 1.750000 0.002296 0.004017 0.090755 0.095379 1.788889 0.002296 0.004107 0.091758 0.096433 1.827778 0.002296 0.004196 0.092750 0.097476 1.866667 0.002296 0.004285 0.093732 0.098507 1.905556 0.002296 0.004375 0.094703 0.099528 1.944444 0.002296 0.004464 0.095664 0.100538 1.983333 0.002296 0.004553 0.096616 0.101539 2.022222 0.002296 0.004642 0.097559 0.102529 2.061111 0.002296 0.004732 0.098493 0.103511 2.100000 0.002296 0.004821 0.099417 0.104483 2.138889 0.002296 0.004910 0.100334 0.105445 2.177778 0.002296 0.004999 0.101242 0.106400 2.216667 0.002296 0.005089 0.102142 0.107346 2.255556 0.002296 0.005178 0.103034 0.108283 2.294444 0.002296 0.005267 0.103918 0.109213 2.333333 0.002296 0.005357 0.104795 0.110134 2.372222 0.002296 0.005446 0.105665 0.111048 2.411111 0.002296 0.005535 0.106527 0.111955 2.450000 0.002296 0.005624 0.107383 0.112854 2.488889 0.002296 0.005714 0.108232 0.113746 2.527778 0.002296 0.005803 0.109074 0.114631 2.566667 0.002296 0.005892 0.109910 0.115510 2.605556 0.002296 0.005982 0.110740 0.116382 2.644444 0.002296 0.006071 0.111563 0.117247 2.683333 0.002296 0.006160 0.112380 0.118106 2.722222 0.002296 0.006249 0.113192 0.118959 2.761111 0.002296 0.006339 0.113997 0.119805 2.800000 0.002296 0.006428 0.114797 0.120646 2.838889 0.002296 0.006517 0.115592 0.121481 2.877778 0.002296 0.006606 0.116381 0.122310 2.916667 0.002296 0.006696 0.117165 0.123134 2.955556 0.002296 0.006785 0.117943 0.123952 2.994444 0.002296 0.006874 0.118717 0.124765 3.033333 0.002296 0.006964 0.119485 0.125572 3.072222 0.002296 0.007053 0.120248 0.126375 3.111111 0.002296 0.007142 0.121007 0.127172 3.150000 0.002296 0.007231 0.121761 0.127964 3.188889 0.002296 0.007321 0.122510 0.128752 3.227778 0.002296 0.007410 0.123255 0.129535 3.266667 0.002296 0.007499 0.123995 0.130313 3.305556 0.002296 0.007589 0.124731 0.131086 3.344444 0.002296 0.007678 0.125463 0.131855 3.383333 0.002296 0.007767 0.126190 0.132619 3.422222 0.002296 0.007856 0.126913 0.133379 3.461111 0.002296 0.007946 0.127632 0.134135 END FTABLE 1 FTABLE 3 92 4 Depth Area Volume Outflow1 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.002296 0.000000 0.000000 0.022222 0.002296 0.000020 0.582526 0.044444 0.002296 0.000041 0.823815 0.066667 0.002296 0.000061 1.008964 0.088889 0.002296 0.000082 1.165051 0.111111 0.002296 0.000102 1.302567 0.133333 0.002296 0.000122 1.426890 0.155556 0.002296 0.000143 1.541218 19-174 wwhm 11-23-2021 11/24/2021 7:46:52 AM Page 50 0.177778 0.002296 0.000163 1.647631 0.200000 0.002296 0.000184 1.747577 0.222222 0.002296 0.000204 1.842107 0.244444 0.002296 0.000224 1.932019 0.266667 0.002296 0.000245 2.017928 0.288889 0.002296 0.000265 2.100326 0.311111 0.002296 0.000286 2.179611 0.333333 0.002296 0.000306 2.256112 0.355556 0.002296 0.000326 2.330102 0.377778 0.002296 0.000347 2.401814 0.400000 0.002296 0.000367 2.471446 0.422222 0.002296 0.000388 2.539170 0.444444 0.002296 0.000408 2.605133 0.466667 0.002296 0.000429 2.669467 0.488889 0.002296 0.000449 2.732287 0.511111 0.002296 0.000469 2.793694 0.533333 0.002296 0.000490 2.853781 0.555556 0.002296 0.000510 2.912628 0.577778 0.002296 0.000531 2.970309 0.600000 0.002296 0.000551 3.026891 0.622222 0.002296 0.000571 3.082435 0.644444 0.002296 0.000592 3.136996 0.666667 0.002296 0.000612 3.190624 0.688889 0.002296 0.000633 3.243365 0.711111 0.002296 0.000653 3.295262 0.733333 0.002296 0.000673 3.346354 0.755556 0.002296 0.000694 3.396678 0.777778 0.002296 0.000714 3.446267 0.800000 0.002296 0.000735 3.495153 0.822222 0.002296 0.000755 3.543364 0.844444 0.002296 0.000775 3.590928 0.866667 0.002296 0.000796 3.637871 0.888889 0.002296 0.000816 3.684215 0.911111 0.002296 0.000837 3.729983 0.933333 0.002296 0.000857 3.775197 0.955556 0.002296 0.000877 3.819875 0.977778 0.002296 0.000898 3.864037 1.000000 0.002296 0.000918 3.907700 1.022222 0.002296 0.000939 3.986027 1.044444 0.002296 0.000959 4.092914 1.066667 0.002296 0.000979 4.218089 1.088889 0.002296 0.001000 4.357634 1.111111 0.002296 0.001020 4.508916 1.133333 0.002296 0.001041 4.669727 1.155556 0.002296 0.001061 4.837972 1.177778 0.002296 0.001082 5.011559 1.200000 0.002296 0.001102 5.188347 1.222222 0.002296 0.001122 5.366155 1.244444 0.002296 0.001143 5.542781 1.266667 0.002296 0.001163 5.716051 1.288889 0.002296 0.001184 5.883877 1.311111 0.002296 0.001204 6.044324 1.333333 0.002296 0.001224 6.195691 1.355556 0.002296 0.001245 6.336599 1.377778 0.002296 0.001265 6.466081 1.400000 0.002296 0.001286 6.583688 1.422222 0.002296 0.001306 6.689593 1.444444 0.002296 0.001326 6.784704 1.466667 0.002296 0.001347 6.870786 1.488889 0.002296 0.001367 6.950578 1.511111 0.002296 0.001388 7.055363 1.533333 0.002296 0.001408 7.138985 1.555556 0.002296 0.001428 7.221354 1.577778 0.002296 0.001449 7.302534 1.600000 0.002296 0.001469 7.382586 1.622222 0.002296 0.001490 7.461562 1.644444 0.002296 0.001510 7.539512 1.666667 0.002296 0.001530 7.616481 1.688889 0.002296 0.001551 7.692512 1.711111 0.002296 0.001571 7.767642 19-174 wwhm 11-23-2021 11/24/2021 7:46:52 AM Page 51 1.733333 0.002296 0.001592 7.841908 1.755556 0.002296 0.001612 7.915344 1.777778 0.002296 0.001632 7.987979 1.800000 0.002296 0.001653 8.059844 1.822222 0.002296 0.001673 8.130966 1.844444 0.002296 0.001694 8.201370 1.866667 0.002296 0.001714 8.271081 1.888889 0.002296 0.001735 8.340120 1.911111 0.002296 0.001755 8.408509 1.933333 0.002296 0.001775 8.476268 1.955556 0.002296 0.001796 8.543417 1.977778 0.002296 0.001816 8.609972 2.000000 0.002296 0.001837 8.675952 2.022222 0.002296 0.001888 8.741373 END FTABLE 3 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 2 HYDR RO 1 1 1 WDM 1002 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1003 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL RCHRES 3 HYDR RO 1 1 1 WDM 1006 FLOW ENGL REPL RCHRES 3 HYDR STAGE 1 1 1 WDM 1007 STAG ENGL REPL COPY 2 OUTPUT MEAN 1 1 48.4 WDM 702 FLOW ENGL REPL COPY 502 OUTPUT MEAN 1 1 48.4 WDM 802 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 3 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 6 RCHRES ROFLOW RCHRES INFLOW END MASS-LINK 6 MASS-LINK 7 RCHRES OFLOW OVOL 1 RCHRES INFLOW IVOL END MASS-LINK 7 MASS-LINK 8 RCHRES OFLOW OVOL 2 RCHRES INFLOW IVOL END MASS-LINK 8 MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 19-174 wwhm 11-23-2021 11/24/2021 7:46:52 AM Page 52 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 MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 MASS-LINK 18 RCHRES OFLOW OVOL 2 COPY INPUT MEAN END MASS-LINK 18 END MASS-LINK END RUN 19-174 wwhm 11-23-2021 11/24/2021 7:46:52 AM Page 53 Predeveloped HSPF Message File 19-174 wwhm 11-23-2021 11/24/2021 7:46:52 AM Page 54 Mitigated HSPF Message File 19-174 wwhm 11-23-2021 11/24/2021 7:46:52 AM Page 55 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. 2005-2021; 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 PRE-DEVELOPED CONDITIONS = AC TOTAL DEVELOPED BASIN TOTAL PRE-DEVELOPED BASIN 0.508 AC FIGURE C4 - WWHM BASIN MODELING EXHIBITWWHM BASIN MODELING RoadGROUPAbbey2102 EAST MAIN AVE, SUITE 109 PUYALLUP, WA 98372P.O. Box 1224, Puyallup, WA 98371(253) 435-3699, Fax (253) 446-3159Abbey Road GroupLand DevelopmentServices Company, LLCDEVELOPED CONDITIONS 0.508 0.067 AC + 0.096 AC + 0.345 AC FIGURE C5 FLOW SPLITTER CALCULATIONSBASIN MODELING TO DETERMINE FLOWS IN TO FLOW SPLITTER TO DETERMINE THE TOTAL FLOW THAT ENTERS THE FLOW SPLITTER TWO METHODS OF CALCULATIONS HAVE BEEN PROVIDED. METHOD #1 THE BELOW CALCULATIONS WAS DERIVED BY RUNNING WWHM ON INDEPENDANT FOCUSED AREA BASIS. THIS RESULTED IN TWO SEPERATE REPORTS. THE RETURNED FLOWS THEN COMBINED TO CREATE THE FULL BASIN PROJECTED FLOW TO THE PROPOSED FLOW SPLITTER. THIS IS DEMONSTRATED BELOW: - PRE-EXISTING FRONTAGE CALCS. CONSITING OF 0.67AC OF EXISTING ASPHALT. THIS REPORT CAN BE FOUND IN APPENDIX C (FIGURE C7 - PRE-EXISTING FRONTAGE CALCS). THIS CALCULATION WAS USED TO DETERMINE THE AMOUNT OF FLOW THAT CAN PASS THROUGH THE FLOW SPLITTER AND DISCHARGE AT THE PRE-EXISTING DISCHARGE LOCATION. THIS CONDITIONS WAS MODELED AS FOLLOWED: 0.067 ac ROAD / MOD THE RETURNED FLOWS FOR THE PRE-EXISTING ASPHALT ARE AS FOLLOWED: 2 YEAR 0.029747 5 YEAR 0.03777 10 YEAR 0.043243 25 YEAR 0.050364 50 YEAR 0.055829 100 YEAR 0.06144 - DEVELOPED FRONTAGE CALCS. CONSISTED OF ONLY THE PROPOSED NEW FRONTAGE IMPROVEMENTS. THIS REPORT CAN BE FOUND IN APPENDIX C (FIGURE C8 - DEVELOPED FRONTAGE CALCS). THIS CALCULATION WAS USED TO DETERMINE THE AMOUNT OF FLOW THAT IS REQUIRED TO BE DIRECTED THROUGH THE FLOW SPLITTER TO THE ONSITE STORMWATER DESIGNED SYSTEM. THESE IMPROVEMENTS ARE AS FOLLOWED: 0.032 ac ROADS / MOD 0.017 ac DRIVEWAY / MOD 0.013 ac SIDEWALK / MOD 0.034 ac A/B LAWN / MOD THE RETURNED FLOWS FOR THE DEVELOPED FRONTAGE CALCS ARE AS FOLLOWED: 2 YEAR 0.027746 5 YEAR 0.035497 10 YEAR 0.040925 25 YEAR 0.048136 50 YEAR 0.053772 100 YEAR 0.059643 THE SUM OF THESE TWO RETURNS ARE AS FOLLOWED: STAGE PRE-EXISTING DEVELOPED TOTAL FLOW TO FLOW SPLITTER 2 year 0.0297 0.0277 0.0574 5 year 0.0378 0.03555 0.07335 10 year 0.0432 0.0409 0.0841 25 year 0.0504 0.0481 0.0985 50 year 0.0558 0.0538 0.1096 100 year 0.0614 0.0596 0.1210 METHOD #2 THE BELOW CALCULATIONS WERE DERIVED BY RUNNING WWHM ON A COMBINED FRONTAGE DEVELOPMENT BASIN WITH THE EXISTING ASPHALT INCLUDED. THIS REPORT CAN BE FOUND IN APPENDIX C (FIGURE C9 - DEVELOPED FRONTAGE PLUS EXISTING ASPHALT CALCS)THIS BASIN WAS MODELED AS SHOWN BELOW: 0.099 ac ROADS / MOD (0.067 ac OF EXISTING & 0.032 ac OF PROPOSED) 0.017 ac DRIVEWAY / MOD 0.013 ac SIDEWALK / MOD 0.034 ac A/B LAWN / MOD THE RETURNED FLOWS FOR THE DEVELOPED FRONTAGE CALCS ARE AS FOLLOWED: 2 YEAR 0.057603 5 YEAR 0.073282 10 YEAR 0.083994 25 YEAR 0.097950 50 YEAR 0.108671 100 YEAR 0.119686 COMPARISON OF METHOD #1 AND METHOD #2 STAGE METHOD #1 RETURNS METHOD #2 RETURNS 2 YEAR 0.0574 0.057603 5 YEAR 0.07335 0.073282 10 YEAR 0.0841 0.083994 25 YEAR 0.0985 0.097950 50 YEAR 0.1096 0.108671 100 YEAR 0.1210 0.119686 MODELED FLOW SPLITTER WITH DISCHARGE RATES MODELING FLOW SPLITTER ORIFICES UPON COMPARISON OF BOTH METHOD IT WAS DETERMINED TO SIZE BOTH FLOW SPLITTER ORIFICES BASED ON OVERALL FLOW RETURNS FROM THE WWHM FLOW SPLITTER TABLE AS WELL AS THE MODELED FLOW SPLITTER WITH DISCHARGE RATES TABLE. THESE TABLES ARE PROVIDED IN APPENDIX C (FIGURE C6 - FLOW SPLITTER ANALYSIS). AS PREVIOUSLY SHOWN THERE IS A SMALL DISCREPANCY BETWEEN METHOD #1 AND METHOD #2. THIS DISCREPANCY IS HAS BEEN DETERMINED TO BE AT THE POINT OF COMPLIANCE. IN THE SCREENSHOT OF MODELED FLOW SPLITTER WITH DISCHARGE RATES TABLE THE ANALYSISED FLOW FREQUENCY RETURNED A 2 YEAR COMBINED RATE OF 0.0574 CFS (THE TARGETED FLOW RATER FOR DETERMINING ORIFICE SIZING.) WHERE AS THE SAME MODELED DESIGNED SYSTEM PROVIDED A 2 YEAR COMBINED RETURN OF 0.057603 CFS. THIS MODELED REPORT CAN BE FOUND IN APPENDIX C (FIGURE C10 - FLOW SPLITTER FRONTAGE MODEL). ESSENTIALLY THE SAME REPORT PROVIDED TWO SEPARATE FLOW FREQUENCY RESULTS FOR THE SAME MODELED AREA. THE FOCUSED DISCHARGE RATE USED FOR THE FLOW SPLITTER FLOW FREQUENCY ALL OUTLET *MITIGATED ANALYSIS TABLE IS 2 YEAR 0.0574 CFS; WHICH RESULTS IN AN OVERALL FLOW FREQUENCY RETURN OF MITIGATED POC#1 OF A 2 YEAR 0.057603 CFS. NOW THAT THE FOCUS DISCHARGE RATE HAS BEEN IDENTIFIED A DETERMINATION OF WHAT THE ALLOTED DISCHARGE FOR EACH ORIFICE SHALL BE. THIS CAN BE DONE BY DETERMINING HOW MUCH FLOW WAS CONTRIBUTED BY THE TARGETED (PROPOSED IMPROVEMENTS) AND NON-TARGETED (EXISTING ASPHALT). THE NON-TARGETED 2 YEAR RETURN OF 0.0297 CFS WHEN DIVIDED BY THE TOTAL COMBINED RETURN OF 0.0574 CFS THE RESULT IS 0.517421603% THE TARGETED 2 YEAR RETURN OF 0.02777 CFS WHEN DIVIDED BY THE TOTAL COMBINED RETURN OF 0.0574 CFS THE RESULT IS 0.482578397%. *** ALL STAGES ARE CALCULATED IN THE STAGED FLOW ANALYSIS TABLE INCLUDED WITH APPENDIX C - FIGURE C6 FLOW SPLITTER ANALYSIS DOCUMENT. AFTER ALL STAGES HAVE BEEN CALCULATED EACH BASIN WAS AVERAGED INDIVIDUALLY THESE RESULTS ARE BELOW: - NOT TARGETED BASIN: 0.512445076% - TARGETED BASIN: 0.487554924% THESE PERCENTAGES SHOULD BE CONSISTENT WITH THE FLOW RETURNS OF THE ANALYZED MODEL FLOW FREQUENCY PROVIDED BY THE MODELED FLOW SPLITTER WITH DISCHARGE RATES. THESE PERCENTAGES ARE DEMONSTRATED BELOW AND ARE CONSISTENT WITH : THESE PRECENTAGE ALSO SHOULD BE CONSISTENT WITH THE FLOW SPLITTER DISCHARGE TABLE (WWHM). THESE COMPARISONS HAVE BEEN PROVIDED IN THE FLOW SPLITTER STAGED RETURNS TABLE LOCATED IN APPENDIX C - FIGURE C6 - FLOW SPLITTER ANALYSIS. THE AVERAGE RESULTS ARE LISTED BELOW AND ALSO ARE CONSISTANT WITH THE ORIGINAL BASIN RATIO: - NOT TARGETED BASIN: 0.512420784% - TARGETED BASIN: 0.487579216% NOW THAT WE HAVE A CONFIRMED RATIO FOR EACH FRONTAGE BASIN THE ENGINEERED HEIGHT OF THE RISER MUST BE DETERMINED. THIS WAS DETERMINED BY THE DOWNSTREAM STORMWATER FACILITY PROPOSED DESIGN AND CURRENT ELEVATION RESTRICTIONS. RISER HEIGHT HAS BEEN ENGINEERED AT 3.5-FEET (THIS CAN NOT BE ALTERED BASED ON SITE CONDITIONS). RISER DIAMETER SHALL BE 12" FOR BOTH OUTLETS. USING THE WWHM - FLOW SPLITTER TABLE (IN APP) DETERMINED THAT THE ORIFICE SIZES SHOULD RESULT IN AN ANALYZED 2 YEAR OF 0.0574 AND THE TWO ORIFICES SHOULD BE MODELED WITH A 48/52 RATIO. IN USING THIS METHODOLGY ORIFICE SIZES WERE DETERMINED TO BE AS FOLLOWED: OUTLET#1 (TO ONSITE SYSTEM): 1.59" OUTLET#2 (BY PASS) : 1.63" THESE ORIFICE SIZES MEET THE PROPER RATIO FOR BASIN AREA AS WELL AS THE FLOW RETURNS IN ALL ABOVE MENTION TABLES IN APPENDIX C - FIGURE C6 - FLOW SPLITTER ANALYSIS DOCUMENT. THIS CAN BE DEMONSTRATED IN THE FLOW SPLITTER MODEL LOCATED IN APPENDIX C - FIGURE 10. THE ENGINNEERED FLOW CONTROL IS ALSO DEMONSTATED IN THE 48" FLOW CONTROL DETAIL LOCATED ON THIS SHEET. 1 NOTES 1 INLET PIPE IE: 237.80' 2 12" BYPASS STAND PIPE 3 NOT USED 4 HIGH FLOW BYPASS PIPE 5 ACCESS STEPS 6 12" PIPE TO WATER QUALITY FACILITY 7 RISER PIPE; TOP OF PIPE AT DESIGN ELEVATION FOR WATER QUALITY FLOWS 8 VANE GRATE LID 9 REMOVABLE "TEE" SECTION FOR CLEAN OUT 10 RISER PIPE ORIFICE SIZED FOR WATER QUALITY FLOWS 2 4 2 1 5 4 7 6 6 9 8 7 10 48" FLOW SPLITTER 12" STAND PIPE 12" STAND PIPE IE: 237.80' RIM: 242.17' ELEV. 241.30' IE: 237.80' ORIFICE ORIFICE IE: 237.80'2' MIN2' MIN1.59" 1.63" AND CALCULATED FLOW CONTROLRoadGROUP Abbey2102 EAST MAIN AVE, SUITE 109 PUYALLUP, WA 98372P.O. Box 1224, Puyallup, WA 98371(253) 435-3699, Fax (253) 446-3159Abbey Road GroupLand DevelopmentServices Company, LLC RoadGROUPAbbey2102 EAST MAIN AVE, SUITE 109 PUYALLUP, WA 98372P.O. Box 1224, Puyallup, WA 98371(253) 435-3699, Fax (253) 446-3159Abbey Road GroupLand DevelopmentServices Company, LLCFIGURE - FLOW SPLITTER ANALYSISC61 D=1.590640934 D=2.530135858 D=.5916079 1.49684856 D=0.35000 36.88 x 0.040587 OUTLET #1 ORIFICE ANALYSIS: MODELED ORIFICE SIZE IS 1.59" STAGE 0.350000' RESULTS: 1.590640934" ORIFICE D= D= D= D= 0.35000 36.88 x 0.042655 .5916079 1.5731164 2.659052037 1.630660001 OUTLET #2 ORIFICE ANALYSIS: MODELED ORIFICE SIZE IS 1.63" STAGE 0.350000' RESULTS: 1.630660001" ORIFICE D= D= D= D= 1.750000 36.88 x 0.095379 1.322875656 3.51757752 2.659038667 1.630655901 OUTLET #2 ORIFICE ANALYSIS: MODELED ORIFICE SIZE IS 1.63" STAGE 1.7500000' RESULTS: 1.630655901" ORIFICE D= D= D= D= 2.80000 36.88 x 0.120646 1.673320053 4.44942448 2.659039717 1.630656223 OUTLET #2 ORIFICE ANALYSIS: MODELED ORIFICE SIZE IS 1.63" STAGE 2.8000' RESULTS: 1.630656223" ORIFICE D= D= D= D= 3.50000 36.88 x 0.134886 1.870828693 4.97459568 2.659033239 1.630654236 OUTLET #2 ORIFICE ANALYSIS: MODELED ORIFICE SIZE IS 1.63" STAGE 3.5000' RESULTS: 1.630654236" ORIFICE D= D= D= D= 3.50000 36.88 x 0.128348 1.870828693 4.73343736 2.530128695 1.590637826 OUTLET #1 ORIFICE ANALYSIS: MODELED ORIFICE SIZE IS 1.59" STAGE 3.50000' RESULTS: 1.590637826" ORIFICE D= D= D= D= 2.80000 36.88 x 0.128348 1.673320053 4.23371336 2.530127666 1.590637503 OUTLET #1 ORIFICE ANALYSIS: MODELED ORIFICE SIZE IS 1.59" STAGE 2.80000' RESULTS: 1.590637826" ORIFICE D= D= D= D= 1.750000 36.88 x 0.090755 1.322875656 3.3470444 2.530127746 1.590637528 OUTLET #1 ORIFICE ANALYSIS: MODELED ORIFICE SIZE IS 1.59" STAGE 1.75000' RESULTS: 1.590637528" ORIFICE FLOW SPLITTER ORIFICE ANALYSIS OUTLET #1 OUTLET #2 STAGED FLOW ANALYSIS 19-174 MEI LIN FLOW ANALYSIS CALCULATION PRE-EXISTING FRONTAGE CONDITIONS ASPHALT ONLY FLOW RETURNS Total Impervious Area:0.067 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.029747 5 year 0.03777 10 year 0.043243 25 year 0.050364 50 year 0.055829 100 year 0.06144 Predeveloped Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.067 Total Pervious Area:0.034 Total Impervious Area:0.062 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.027746 5 year 0.035497 10 year 0.040925 25 year 0.048136 50 year 0.053772 100 year 0.059643 Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.034 Total Impervious Area:0.062 DEVELOPED FRONTAGE CONDITIONS ONLY NO PRE-EXISTING SURFACES FLOW RETURNS FRONTAGE DEVELOPED AREA PLUS EXISTING FRONTAGE ASPHALT AREA Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.057603 5 year 0.073282 10 year 0.083994 25 year 0.09795 50 year 0.108671 100 year 0.119686 Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.034 Total Impervious Area:0.129 FLOW SPLITTER WITH ONLY DEVELOPED FRONTAGE IMPROVEMENTS AND PRE- EXISTING ASPHALT AREASTotal Pervious Area:0.034 Total Impervious Area:0.129 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.057603 5 year 0.073282 10 year 0.083994 25 year 0.09795 50 year 0.108671 100 year 0.119686 Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.034 Total Impervious Area:0.129 FULL PRE-EXISTING CONDITIONS FLOW RETURNS Total Impervious Area:0.067 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.037647 5 year 0.05046 10 year 0.059762 25 year 0.072481 50 year 0.082681 100 year 0.093522 Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.441 Total Impervious Area:0.067 FLOW SPLITTER DISCHARGE TABLE (WWHM) MODELED FLOW SPLITTER WITH DISCHARGE RATES WWHM2012 PROJECT REPORT PRE-EXISTING FRONTAGE CONDITIONS ASPHALT ONLY FLOW RETURNS FIGURE C7 - PRE-EXISTING FRONTAGE CALCS default[0]11/1/2021 2:41:10 PM Page 2 General Model Information Project Name:default[0] Site Name:flow splitter Site Address: City:renton Report Date:11/1/2021 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2019/09/13 Version:4.2.17 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year default[0]11/1/2021 2:41:10 PM Page 3 Landuse Basin Data Predeveloped Land Use Existing frontage conditions Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS MOD 0.067 Impervious Total 0.067 Basin Total 0.067 Element Flows To: Surface Interflow Groundwater default[0]11/1/2021 2:41:10 PM Page 4 Mitigated Land Use Existing frontage conditions Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS MOD 0.067 Impervious Total 0.067 Basin Total 0.067 Element Flows To: Surface Interflow Groundwater default[0]11/1/2021 2:41:10 PM Page 5 Routing Elements Predeveloped Routing default[0]11/1/2021 2:41:10 PM Page 6 Mitigated Routing default[0]11/1/2021 2:41:10 PM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.067 Mitigated Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.067 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.029747 5 year 0.03777 10 year 0.043243 25 year 0.050364 50 year 0.055829 100 year 0.06144 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.029747 5 year 0.03777 10 year 0.043243 25 year 0.050364 50 year 0.055829 100 year 0.06144 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.038 0.038 1950 0.039 0.039 1951 0.022 0.022 1952 0.019 0.019 1953 0.023 0.023 1954 0.024 0.024 1955 0.028 0.028 1956 0.027 0.027 1957 0.028 0.028 1958 0.024 0.024 default[0]11/1/2021 2:41:40 PM Page 8 1959 0.027 0.027 1960 0.026 0.026 1961 0.025 0.025 1962 0.021 0.021 1963 0.026 0.026 1964 0.026 0.026 1965 0.029 0.029 1966 0.021 0.021 1967 0.034 0.034 1968 0.046 0.046 1969 0.027 0.027 1970 0.027 0.027 1971 0.033 0.033 1972 0.033 0.033 1973 0.022 0.022 1974 0.031 0.031 1975 0.033 0.033 1976 0.025 0.025 1977 0.025 0.025 1978 0.036 0.036 1979 0.044 0.044 1980 0.045 0.045 1981 0.028 0.028 1982 0.041 0.041 1983 0.034 0.034 1984 0.022 0.022 1985 0.028 0.028 1986 0.024 0.024 1987 0.038 0.038 1988 0.026 0.026 1989 0.040 0.040 1990 0.047 0.047 1991 0.042 0.042 1992 0.022 0.022 1993 0.028 0.028 1994 0.024 0.024 1995 0.026 0.026 1996 0.033 0.033 1997 0.026 0.026 1998 0.028 0.028 1999 0.059 0.059 2000 0.027 0.027 2001 0.034 0.034 2002 0.035 0.035 2003 0.035 0.035 2004 0.058 0.058 2005 0.023 0.023 2006 0.021 0.021 2007 0.054 0.054 2008 0.039 0.039 2009 0.042 0.042 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0594 0.0594 2 0.0578 0.0578 3 0.0544 0.0544 default[0]11/1/2021 2:41:41 PM Page 9 4 0.0471 0.0471 5 0.0457 0.0457 6 0.0455 0.0455 7 0.0440 0.0440 8 0.0422 0.0422 9 0.0417 0.0417 10 0.0408 0.0408 11 0.0402 0.0402 12 0.0393 0.0393 13 0.0385 0.0385 14 0.0384 0.0384 15 0.0376 0.0376 16 0.0365 0.0365 17 0.0353 0.0353 18 0.0350 0.0350 19 0.0343 0.0343 20 0.0343 0.0343 21 0.0338 0.0338 22 0.0332 0.0332 23 0.0330 0.0330 24 0.0329 0.0329 25 0.0327 0.0327 26 0.0307 0.0307 27 0.0291 0.0291 28 0.0285 0.0285 29 0.0284 0.0284 30 0.0280 0.0280 31 0.0279 0.0279 32 0.0278 0.0278 33 0.0277 0.0277 34 0.0274 0.0274 35 0.0271 0.0271 36 0.0269 0.0269 37 0.0268 0.0268 38 0.0268 0.0268 39 0.0260 0.0260 40 0.0258 0.0258 41 0.0258 0.0258 42 0.0257 0.0257 43 0.0256 0.0256 44 0.0255 0.0255 45 0.0248 0.0248 46 0.0247 0.0247 47 0.0247 0.0247 48 0.0245 0.0245 49 0.0242 0.0242 50 0.0242 0.0242 51 0.0238 0.0238 52 0.0233 0.0233 53 0.0226 0.0226 54 0.0224 0.0224 55 0.0219 0.0219 56 0.0218 0.0218 57 0.0216 0.0216 58 0.0214 0.0214 59 0.0211 0.0211 60 0.0210 0.0210 61 0.0194 0.0194 default[0]11/1/2021 2:41:41 PM Page 10 default[0]11/1/2021 2:41:41 PM Page 11 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0149 1401 1401 100 Pass 0.0153 1285 1285 100 Pass 0.0157 1166 1166 100 Pass 0.0161 1065 1065 100 Pass 0.0165 980 980 100 Pass 0.0169 901 901 100 Pass 0.0174 821 821 100 Pass 0.0178 739 739 100 Pass 0.0182 671 671 100 Pass 0.0186 610 610 100 Pass 0.0190 552 552 100 Pass 0.0194 509 509 100 Pass 0.0198 470 470 100 Pass 0.0203 435 435 100 Pass 0.0207 413 413 100 Pass 0.0211 373 373 100 Pass 0.0215 345 345 100 Pass 0.0219 326 326 100 Pass 0.0223 304 304 100 Pass 0.0227 279 279 100 Pass 0.0231 262 262 100 Pass 0.0236 246 246 100 Pass 0.0240 234 234 100 Pass 0.0244 221 221 100 Pass 0.0248 202 202 100 Pass 0.0252 191 191 100 Pass 0.0256 177 177 100 Pass 0.0260 168 168 100 Pass 0.0265 160 160 100 Pass 0.0269 151 151 100 Pass 0.0273 141 141 100 Pass 0.0277 132 132 100 Pass 0.0281 119 119 100 Pass 0.0285 113 113 100 Pass 0.0289 104 104 100 Pass 0.0294 98 98 100 Pass 0.0298 91 91 100 Pass 0.0302 84 84 100 Pass 0.0306 80 80 100 Pass 0.0310 76 76 100 Pass 0.0314 74 74 100 Pass 0.0318 70 70 100 Pass 0.0322 66 66 100 Pass 0.0327 63 63 100 Pass 0.0331 56 56 100 Pass 0.0335 54 54 100 Pass 0.0339 50 50 100 Pass 0.0343 46 46 100 Pass 0.0347 42 42 100 Pass 0.0351 41 41 100 Pass 0.0356 39 39 100 Pass 0.0360 36 36 100 Pass 0.0364 34 34 100 Pass default[0]11/1/2021 2:41:41 PM Page 12 0.0368 33 33 100 Pass 0.0372 30 30 100 Pass 0.0376 30 30 100 Pass 0.0380 28 28 100 Pass 0.0385 26 26 100 Pass 0.0389 23 23 100 Pass 0.0393 20 20 100 Pass 0.0397 19 19 100 Pass 0.0401 19 19 100 Pass 0.0405 18 18 100 Pass 0.0409 17 17 100 Pass 0.0413 16 16 100 Pass 0.0418 15 15 100 Pass 0.0422 15 15 100 Pass 0.0426 13 13 100 Pass 0.0430 13 13 100 Pass 0.0434 13 13 100 Pass 0.0438 11 11 100 Pass 0.0442 10 10 100 Pass 0.0447 10 10 100 Pass 0.0451 9 9 100 Pass 0.0455 7 7 100 Pass 0.0459 6 6 100 Pass 0.0463 4 4 100 Pass 0.0467 4 4 100 Pass 0.0471 3 3 100 Pass 0.0476 3 3 100 Pass 0.0480 3 3 100 Pass 0.0484 3 3 100 Pass 0.0488 3 3 100 Pass 0.0492 3 3 100 Pass 0.0496 3 3 100 Pass 0.0500 3 3 100 Pass 0.0505 3 3 100 Pass 0.0509 3 3 100 Pass 0.0513 3 3 100 Pass 0.0517 3 3 100 Pass 0.0521 3 3 100 Pass 0.0525 3 3 100 Pass 0.0529 3 3 100 Pass 0.0533 3 3 100 Pass 0.0538 3 3 100 Pass 0.0542 3 3 100 Pass 0.0546 2 2 100 Pass 0.0550 2 2 100 Pass 0.0554 2 2 100 Pass 0.0558 2 2 100 Pass default[0]11/1/2021 2:41:41 PM Page 13 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. default[0]11/1/2021 2:41:41 PM Page 14 LID Report default[0]11/1/2021 2:42:03 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. default[0]11/1/2021 2:42:03 PM Page 16 Appendix Predeveloped Schematic default[0]11/1/2021 2:42:03 PM Page 17 Mitigated Schematic default[0]11/1/2021 2:42:04 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 default[0].wdm MESSU 25 Predefault[0].MES 27 Predefault[0].L61 28 Predefault[0].L62 30 POCdefault[0]1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 IMPLND 2 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Existing frontage conditi 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 *** END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** default[0]11/1/2021 2:42:04 PM Page 19 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 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 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 2 ROADS/MOD 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 2 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 2 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 *** 2 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 2 400 0.05 0.1 0.08 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 2 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 2 0 0 END IWAT-STATE1 END IMPLND default[0]11/1/2021 2:42:04 PM Page 20 SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Existing frontage conditions *** IMPLND 2 0.067 COPY 501 15 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 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 default[0]11/1/2021 2:42:04 PM Page 21 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 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN default[0]11/1/2021 2:42:04 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 default[0].wdm MESSU 25 Mitdefault[0].MES 27 Mitdefault[0].L61 28 Mitdefault[0].L62 30 POCdefault[0]1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 IMPLND 2 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Existing frontage conditi 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 *** END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** default[0]11/1/2021 2:42:04 PM Page 23 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 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 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 2 ROADS/MOD 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 2 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 2 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 *** 2 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 2 400 0.05 0.1 0.08 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 2 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 2 0 0 END IWAT-STATE1 END IMPLND default[0]11/1/2021 2:42:04 PM Page 24 SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Existing frontage conditions *** IMPLND 2 0.067 COPY 501 15 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 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 default[0]11/1/2021 2:42:04 PM Page 25 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 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN default[0]11/1/2021 2:42:04 PM Page 26 Predeveloped HSPF Message File default[0]11/1/2021 2:42:04 PM Page 27 Mitigated HSPF Message File default[0]11/1/2021 2:42:04 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. 2005-2021; 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 DEVELOPED FRONTAGE ONLY NO EXISTING ASPHALT AREAS FIGURE C8 - DEVELOPED FRONTAGE CALCS default[0]11/1/2021 3:03:55 PM Page 2 General Model Information Project Name:default[0] Site Name:flow splitter Site Address: City:renton Report Date:11/1/2021 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2019/09/13 Version:4.2.17 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year MEI LIN default[0]11/1/2021 3:03:55 PM Page 3 Landuse Basin Data Predeveloped Land Use Proposed frontage conditions Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Mod 0.034 Pervious Total 0.034 Impervious Land Use acre ROADS MOD 0.032 DRIVEWAYS MOD 0.017 SIDEWALKS MOD 0.013 Impervious Total 0.062 Basin Total 0.096 Element Flows To: Surface Interflow Groundwater default[0]11/1/2021 3:03:55 PM Page 4 Mitigated Land Use Proposed frontage conditions Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Mod 0.034 Pervious Total 0.034 Impervious Land Use acre ROADS MOD 0.032 DRIVEWAYS MOD 0.017 SIDEWALKS MOD 0.013 Impervious Total 0.062 Basin Total 0.096 Element Flows To: Surface Interflow Groundwater default[0]11/1/2021 3:03:55 PM Page 5 Routing Elements Predeveloped Routing default[0]11/1/2021 3:03:55 PM Page 6 Mitigated Routing default[0]11/1/2021 3:03:55 PM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.034 Total Impervious Area:0.062 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.034 Total Impervious Area:0.062 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.027746 5 year 0.035497 10 year 0.040925 25 year 0.048136 50 year 0.053772 100 year 0.059643 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.027746 5 year 0.035497 10 year 0.040925 25 year 0.048136 50 year 0.053772 100 year 0.059643 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.035 0.035 1950 0.036 0.036 1951 0.022 0.022 1952 0.018 0.018 1953 0.022 0.022 1954 0.023 0.023 1955 0.026 0.026 1956 0.025 0.025 1957 0.026 0.026 1958 0.022 0.022 default[0]11/1/2021 3:04:26 PM Page 8 1959 0.025 0.025 1960 0.024 0.024 1961 0.023 0.023 1962 0.020 0.020 1963 0.024 0.024 1964 0.024 0.024 1965 0.028 0.028 1966 0.020 0.020 1967 0.034 0.034 1968 0.042 0.042 1969 0.025 0.025 1970 0.025 0.025 1971 0.031 0.031 1972 0.032 0.032 1973 0.020 0.020 1974 0.028 0.028 1975 0.030 0.030 1976 0.023 0.023 1977 0.023 0.023 1978 0.034 0.034 1979 0.041 0.041 1980 0.042 0.042 1981 0.026 0.026 1982 0.038 0.038 1983 0.031 0.031 1984 0.020 0.020 1985 0.026 0.026 1986 0.023 0.023 1987 0.036 0.036 1988 0.024 0.024 1989 0.037 0.037 1990 0.051 0.051 1991 0.041 0.041 1992 0.020 0.020 1993 0.026 0.026 1994 0.022 0.022 1995 0.024 0.024 1996 0.033 0.033 1997 0.025 0.025 1998 0.026 0.026 1999 0.055 0.055 2000 0.025 0.025 2001 0.032 0.032 2002 0.032 0.032 2003 0.033 0.033 2004 0.053 0.053 2005 0.021 0.021 2006 0.020 0.020 2007 0.050 0.050 2008 0.038 0.038 2009 0.039 0.039 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0550 0.0550 2 0.0535 0.0535 3 0.0515 0.0515 default[0]11/1/2021 3:04:26 PM Page 9 4 0.0503 0.0503 5 0.0423 0.0423 6 0.0422 0.0422 7 0.0411 0.0411 8 0.0407 0.0407 9 0.0391 0.0391 10 0.0382 0.0382 11 0.0377 0.0377 12 0.0372 0.0372 13 0.0363 0.0363 14 0.0355 0.0355 15 0.0351 0.0351 16 0.0343 0.0343 17 0.0338 0.0338 18 0.0331 0.0331 19 0.0330 0.0330 20 0.0324 0.0324 21 0.0322 0.0322 22 0.0318 0.0318 23 0.0313 0.0313 24 0.0305 0.0305 25 0.0303 0.0303 26 0.0284 0.0284 27 0.0276 0.0276 28 0.0264 0.0264 29 0.0263 0.0263 30 0.0259 0.0259 31 0.0258 0.0258 32 0.0257 0.0257 33 0.0257 0.0257 34 0.0254 0.0254 35 0.0252 0.0252 36 0.0251 0.0251 37 0.0249 0.0249 38 0.0249 0.0249 39 0.0248 0.0248 40 0.0240 0.0240 41 0.0239 0.0239 42 0.0238 0.0238 43 0.0238 0.0238 44 0.0237 0.0237 45 0.0230 0.0230 46 0.0230 0.0230 47 0.0229 0.0229 48 0.0228 0.0228 49 0.0226 0.0226 50 0.0224 0.0224 51 0.0224 0.0224 52 0.0221 0.0221 53 0.0215 0.0215 54 0.0209 0.0209 55 0.0204 0.0204 56 0.0203 0.0203 57 0.0203 0.0203 58 0.0200 0.0200 59 0.0198 0.0198 60 0.0196 0.0196 61 0.0180 0.0180 default[0]11/1/2021 3:04:26 PM Page 10 default[0]11/1/2021 3:04:26 PM Page 11 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0139 1378 1378 100 Pass 0.0143 1268 1268 100 Pass 0.0147 1145 1145 100 Pass 0.0151 1059 1059 100 Pass 0.0155 960 960 100 Pass 0.0159 891 891 100 Pass 0.0163 796 796 100 Pass 0.0167 719 719 100 Pass 0.0171 650 650 100 Pass 0.0175 586 586 100 Pass 0.0179 542 542 100 Pass 0.0183 497 497 100 Pass 0.0187 461 461 100 Pass 0.0191 432 432 100 Pass 0.0195 399 399 100 Pass 0.0199 365 365 100 Pass 0.0203 341 341 100 Pass 0.0207 317 317 100 Pass 0.0211 288 288 100 Pass 0.0215 273 273 100 Pass 0.0219 252 252 100 Pass 0.0223 236 236 100 Pass 0.0227 221 221 100 Pass 0.0231 208 208 100 Pass 0.0235 193 193 100 Pass 0.0239 178 178 100 Pass 0.0244 170 170 100 Pass 0.0248 162 162 100 Pass 0.0252 145 145 100 Pass 0.0256 138 138 100 Pass 0.0260 128 128 100 Pass 0.0264 122 122 100 Pass 0.0268 113 113 100 Pass 0.0272 106 106 100 Pass 0.0276 97 97 100 Pass 0.0280 91 91 100 Pass 0.0284 90 90 100 Pass 0.0288 83 83 100 Pass 0.0292 80 80 100 Pass 0.0296 73 73 100 Pass 0.0300 70 70 100 Pass 0.0304 66 66 100 Pass 0.0308 62 62 100 Pass 0.0312 62 62 100 Pass 0.0316 57 57 100 Pass 0.0320 50 50 100 Pass 0.0324 45 45 100 Pass 0.0328 43 43 100 Pass 0.0332 39 39 100 Pass 0.0336 36 36 100 Pass 0.0340 35 35 100 Pass 0.0344 34 34 100 Pass 0.0348 32 32 100 Pass default[0]11/1/2021 3:04:26 PM Page 12 0.0352 31 31 100 Pass 0.0356 28 28 100 Pass 0.0360 27 27 100 Pass 0.0364 24 24 100 Pass 0.0368 23 23 100 Pass 0.0372 21 21 100 Pass 0.0377 20 20 100 Pass 0.0381 19 19 100 Pass 0.0385 18 18 100 Pass 0.0389 18 18 100 Pass 0.0393 17 17 100 Pass 0.0397 17 17 100 Pass 0.0401 17 17 100 Pass 0.0405 16 16 100 Pass 0.0409 14 14 100 Pass 0.0413 13 13 100 Pass 0.0417 12 12 100 Pass 0.0421 11 11 100 Pass 0.0425 9 9 100 Pass 0.0429 8 8 100 Pass 0.0433 7 7 100 Pass 0.0437 7 7 100 Pass 0.0441 7 7 100 Pass 0.0445 7 7 100 Pass 0.0449 7 7 100 Pass 0.0453 7 7 100 Pass 0.0457 6 6 100 Pass 0.0461 6 6 100 Pass 0.0465 6 6 100 Pass 0.0469 6 6 100 Pass 0.0473 6 6 100 Pass 0.0477 5 5 100 Pass 0.0481 5 5 100 Pass 0.0485 5 5 100 Pass 0.0489 5 5 100 Pass 0.0493 5 5 100 Pass 0.0497 4 4 100 Pass 0.0501 4 4 100 Pass 0.0505 3 3 100 Pass 0.0510 3 3 100 Pass 0.0514 3 3 100 Pass 0.0518 2 2 100 Pass 0.0522 2 2 100 Pass 0.0526 2 2 100 Pass 0.0530 2 2 100 Pass 0.0534 2 2 100 Pass 0.0538 1 1 100 Pass default[0]11/1/2021 3:04:26 PM Page 13 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. default[0]11/1/2021 3:04:26 PM Page 14 LID Report default[0]11/1/2021 3:04:49 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. default[0]11/1/2021 3:04:49 PM Page 16 Appendix Predeveloped Schematic default[0]11/1/2021 3:04:49 PM Page 17 Mitigated Schematic default[0]11/1/2021 3:04:50 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 default[0].wdm MESSU 25 Predefault[0].MES 27 Predefault[0].L61 28 Predefault[0].L62 30 POCdefault[0]1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 8 IMPLND 2 IMPLND 6 IMPLND 9 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Proposed frontage conditi 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 *** 8 A/B, Lawn, 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 *** 8 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 ********* default[0]11/1/2021 3:04:50 PM Page 19 8 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 *** 8 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 8 0 5 0.8 400 0.1 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 8 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 8 0.1 0.5 0.25 0 0.7 0.25 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 8 0 0 0 0 3 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 2 ROADS/MOD 1 1 1 27 0 6 DRIVEWAYS/MOD 1 1 1 27 0 9 SIDEWALKS/MOD 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 2 0 0 1 0 0 0 6 0 0 1 0 0 0 9 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 2 0 0 4 0 0 0 1 9 6 0 0 4 0 0 0 1 9 9 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 *** 2 0 0 0 0 0 6 0 0 0 0 0 9 0 0 0 0 0 END IWAT-PARM1 default[0]11/1/2021 3:04:50 PM Page 20 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 2 400 0.05 0.1 0.08 6 400 0.05 0.1 0.08 9 400 0.05 0.1 0.08 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 2 0 0 6 0 0 9 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 2 0 0 6 0 0 9 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Proposed frontage conditions *** PERLND 8 0.034 COPY 501 12 PERLND 8 0.034 COPY 501 13 IMPLND 2 0.032 COPY 501 15 IMPLND 6 0.017 COPY 501 15 IMPLND 9 0.013 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 *** default[0]11/1/2021 3:04:50 PM Page 21 # - # 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 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 default[0]11/1/2021 3:04:50 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 default[0].wdm MESSU 25 Mitdefault[0].MES 27 Mitdefault[0].L61 28 Mitdefault[0].L62 30 POCdefault[0]1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 8 IMPLND 2 IMPLND 6 IMPLND 9 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Proposed frontage conditi 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 *** 8 A/B, Lawn, 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 *** 8 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 ********* default[0]11/1/2021 3:04:50 PM Page 23 8 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 *** 8 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 8 0 5 0.8 400 0.1 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 8 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 8 0.1 0.5 0.25 0 0.7 0.25 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 8 0 0 0 0 3 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 2 ROADS/MOD 1 1 1 27 0 6 DRIVEWAYS/MOD 1 1 1 27 0 9 SIDEWALKS/MOD 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 2 0 0 1 0 0 0 6 0 0 1 0 0 0 9 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 2 0 0 4 0 0 0 1 9 6 0 0 4 0 0 0 1 9 9 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 *** 2 0 0 0 0 0 6 0 0 0 0 0 9 0 0 0 0 0 END IWAT-PARM1 default[0]11/1/2021 3:04:50 PM Page 24 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 2 400 0.05 0.1 0.08 6 400 0.05 0.1 0.08 9 400 0.05 0.1 0.08 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 2 0 0 6 0 0 9 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 2 0 0 6 0 0 9 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Proposed frontage conditions *** PERLND 8 0.034 COPY 501 12 PERLND 8 0.034 COPY 501 13 IMPLND 2 0.032 COPY 501 15 IMPLND 6 0.017 COPY 501 15 IMPLND 9 0.013 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 *** default[0]11/1/2021 3:04:50 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 default[0]11/1/2021 3:04:50 PM Page 26 Predeveloped HSPF Message File default[0]11/1/2021 3:04:50 PM Page 27 Mitigated HSPF Message File default[0]11/1/2021 3:04:50 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. 2005-2021; 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 FRONTAGE DEVELOPED AREA PLUS EXISTING FRONTAGE ASPHALT AREA FIGURE C9 - DEVELOPED FRONTAGE PLUS EXISTING ASPHALT CALCS default[0]11/2/2021 10:04:56 AM Page 2 General Model Information Project Name:default[0] Site Name: Site Address: City: Report Date:11/2/2021 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2019/09/13 Version:4.2.17 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year MEI LIN default[0]11/2/2021 10:04:56 AM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Mod 0.034 Pervious Total 0.034 Impervious Land Use acre ROADS MOD 0.099 DRIVEWAYS MOD 0.017 SIDEWALKS MOD 0.013 Impervious Total 0.129 Basin Total 0.163 Element Flows To: Surface Interflow Groundwater default[0]11/2/2021 10:04:56 AM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Mod 0.034 Pervious Total 0.034 Impervious Land Use acre ROADS MOD 0.099 DRIVEWAYS MOD 0.017 SIDEWALKS MOD 0.013 Impervious Total 0.129 Basin Total 0.163 Element Flows To: Surface Interflow Groundwater default[0]11/2/2021 10:04:56 AM Page 5 Routing Elements Predeveloped Routing default[0]11/2/2021 10:04:56 AM Page 6 Mitigated Routing default[0]11/2/2021 10:04:56 AM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.034 Total Impervious Area:0.129 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.034 Total Impervious Area:0.129 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.057603 5 year 0.073282 10 year 0.083994 25 year 0.09795 50 year 0.108671 100 year 0.119686 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.057603 5 year 0.073282 10 year 0.083994 25 year 0.09795 50 year 0.108671 100 year 0.119686 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.073 0.073 1950 0.076 0.076 1951 0.044 0.044 1952 0.037 0.037 1953 0.045 0.045 1954 0.047 0.047 1955 0.055 0.055 1956 0.052 0.052 1957 0.054 0.054 1958 0.047 0.047 default[0]11/2/2021 10:05:26 AM Page 8 1959 0.052 0.052 1960 0.049 0.049 1961 0.048 0.048 1962 0.041 0.041 1963 0.050 0.050 1964 0.050 0.050 1965 0.057 0.057 1966 0.041 0.041 1967 0.068 0.068 1968 0.088 0.088 1969 0.052 0.052 1970 0.052 0.052 1971 0.063 0.063 1972 0.065 0.065 1973 0.042 0.042 1974 0.059 0.059 1975 0.063 0.063 1976 0.048 0.048 1977 0.048 0.048 1978 0.070 0.070 1979 0.085 0.085 1980 0.088 0.088 1981 0.055 0.055 1982 0.078 0.078 1983 0.065 0.065 1984 0.042 0.042 1985 0.054 0.054 1986 0.047 0.047 1987 0.074 0.074 1988 0.049 0.049 1989 0.077 0.077 1990 0.099 0.099 1991 0.083 0.083 1992 0.042 0.042 1993 0.053 0.053 1994 0.047 0.047 1995 0.050 0.050 1996 0.066 0.066 1997 0.051 0.051 1998 0.054 0.054 1999 0.114 0.114 2000 0.053 0.053 2001 0.066 0.066 2002 0.067 0.067 2003 0.068 0.068 2004 0.111 0.111 2005 0.044 0.044 2006 0.041 0.041 2007 0.105 0.105 2008 0.075 0.075 2009 0.081 0.081 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.1145 0.1145 2 0.1112 0.1112 3 0.1047 0.1047 default[0]11/2/2021 10:05:26 AM Page 9 4 0.0986 0.0986 5 0.0880 0.0880 6 0.0876 0.0876 7 0.0846 0.0846 8 0.0828 0.0828 9 0.0813 0.0813 10 0.0785 0.0785 11 0.0774 0.0774 12 0.0756 0.0756 13 0.0754 0.0754 14 0.0739 0.0739 15 0.0727 0.0727 16 0.0703 0.0703 17 0.0683 0.0683 18 0.0678 0.0678 19 0.0675 0.0675 20 0.0663 0.0663 21 0.0661 0.0661 22 0.0651 0.0651 23 0.0651 0.0651 24 0.0635 0.0635 25 0.0630 0.0630 26 0.0592 0.0592 27 0.0567 0.0567 28 0.0548 0.0548 29 0.0548 0.0548 30 0.0539 0.0539 31 0.0537 0.0537 32 0.0535 0.0535 33 0.0534 0.0534 34 0.0529 0.0529 35 0.0522 0.0522 36 0.0519 0.0519 37 0.0517 0.0517 38 0.0516 0.0516 39 0.0513 0.0513 40 0.0497 0.0497 41 0.0496 0.0496 42 0.0496 0.0496 43 0.0494 0.0494 44 0.0492 0.0492 45 0.0477 0.0477 46 0.0477 0.0477 47 0.0475 0.0475 48 0.0471 0.0471 49 0.0468 0.0468 50 0.0467 0.0467 51 0.0466 0.0466 52 0.0448 0.0448 53 0.0444 0.0444 54 0.0436 0.0436 55 0.0423 0.0423 56 0.0421 0.0421 57 0.0415 0.0415 58 0.0414 0.0414 59 0.0412 0.0412 60 0.0407 0.0407 61 0.0374 0.0374 default[0]11/2/2021 10:05:26 AM Page 10 default[0]11/2/2021 10:05:26 AM Page 11 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0288 1380 1380 100 Pass 0.0296 1267 1267 100 Pass 0.0304 1147 1147 100 Pass 0.0312 1057 1057 100 Pass 0.0320 967 967 100 Pass 0.0328 897 897 100 Pass 0.0336 806 806 100 Pass 0.0344 729 729 100 Pass 0.0353 660 660 100 Pass 0.0361 599 599 100 Pass 0.0369 550 550 100 Pass 0.0377 506 506 100 Pass 0.0385 470 470 100 Pass 0.0393 434 434 100 Pass 0.0401 409 409 100 Pass 0.0409 370 370 100 Pass 0.0417 345 345 100 Pass 0.0425 320 320 100 Pass 0.0433 302 302 100 Pass 0.0441 278 278 100 Pass 0.0449 259 259 100 Pass 0.0457 242 242 100 Pass 0.0466 232 232 100 Pass 0.0474 216 216 100 Pass 0.0482 205 205 100 Pass 0.0490 188 188 100 Pass 0.0498 172 172 100 Pass 0.0506 165 165 100 Pass 0.0514 158 158 100 Pass 0.0522 146 146 100 Pass 0.0530 139 139 100 Pass 0.0538 128 128 100 Pass 0.0546 122 122 100 Pass 0.0554 112 112 100 Pass 0.0562 105 105 100 Pass 0.0570 95 95 100 Pass 0.0578 89 89 100 Pass 0.0587 85 85 100 Pass 0.0595 81 81 100 Pass 0.0603 80 80 100 Pass 0.0611 75 75 100 Pass 0.0619 70 70 100 Pass 0.0627 67 67 100 Pass 0.0635 59 59 100 Pass 0.0643 57 57 100 Pass 0.0651 56 56 100 Pass 0.0659 51 51 100 Pass 0.0667 45 45 100 Pass 0.0675 43 43 100 Pass 0.0683 39 39 100 Pass 0.0691 37 37 100 Pass 0.0699 35 35 100 Pass 0.0708 33 33 100 Pass default[0]11/2/2021 10:05:26 AM Page 12 0.0716 32 32 100 Pass 0.0724 32 32 100 Pass 0.0732 31 31 100 Pass 0.0740 28 28 100 Pass 0.0748 26 26 100 Pass 0.0756 22 22 100 Pass 0.0764 20 20 100 Pass 0.0772 20 20 100 Pass 0.0780 19 19 100 Pass 0.0788 18 18 100 Pass 0.0796 17 17 100 Pass 0.0804 17 17 100 Pass 0.0812 17 17 100 Pass 0.0820 16 16 100 Pass 0.0829 15 15 100 Pass 0.0837 15 15 100 Pass 0.0845 13 13 100 Pass 0.0853 12 12 100 Pass 0.0861 12 12 100 Pass 0.0869 10 10 100 Pass 0.0877 9 9 100 Pass 0.0885 7 7 100 Pass 0.0893 6 6 100 Pass 0.0901 6 6 100 Pass 0.0909 6 6 100 Pass 0.0917 6 6 100 Pass 0.0925 6 6 100 Pass 0.0933 4 4 100 Pass 0.0941 4 4 100 Pass 0.0950 4 4 100 Pass 0.0958 4 4 100 Pass 0.0966 4 4 100 Pass 0.0974 4 4 100 Pass 0.0982 4 4 100 Pass 0.0990 3 3 100 Pass 0.0998 3 3 100 Pass 0.1006 3 3 100 Pass 0.1014 3 3 100 Pass 0.1022 3 3 100 Pass 0.1030 3 3 100 Pass 0.1038 3 3 100 Pass 0.1046 3 3 100 Pass 0.1054 2 2 100 Pass 0.1063 2 2 100 Pass 0.1071 2 2 100 Pass 0.1079 2 2 100 Pass 0.1087 2 2 100 Pass default[0]11/2/2021 10:05:26 AM Page 13 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. default[0]11/2/2021 10:05:26 AM Page 14 LID Report default[0]11/2/2021 10:05:48 AM Page 15 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. default[0]11/2/2021 10:05:48 AM Page 16 Appendix Predeveloped Schematic default[0]11/2/2021 10:05:49 AM Page 17 Mitigated Schematic default[0]11/2/2021 10:05:49 AM Page 18 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 default[0].wdm MESSU 25 Predefault[0].MES 27 Predefault[0].L61 28 Predefault[0].L62 30 POCdefault[0]1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 8 IMPLND 2 IMPLND 6 IMPLND 9 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 *** 8 A/B, Lawn, 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 *** 8 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 ********* default[0]11/2/2021 10:05:49 AM Page 19 8 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 *** 8 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 8 0 5 0.8 400 0.1 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 8 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 8 0.1 0.5 0.25 0 0.7 0.25 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 8 0 0 0 0 3 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 2 ROADS/MOD 1 1 1 27 0 6 DRIVEWAYS/MOD 1 1 1 27 0 9 SIDEWALKS/MOD 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 2 0 0 1 0 0 0 6 0 0 1 0 0 0 9 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 2 0 0 4 0 0 0 1 9 6 0 0 4 0 0 0 1 9 9 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 *** 2 0 0 0 0 0 6 0 0 0 0 0 9 0 0 0 0 0 END IWAT-PARM1 default[0]11/2/2021 10:05:49 AM Page 20 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 2 400 0.05 0.1 0.08 6 400 0.05 0.1 0.08 9 400 0.05 0.1 0.08 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 2 0 0 6 0 0 9 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 2 0 0 6 0 0 9 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 8 0.034 COPY 501 12 PERLND 8 0.034 COPY 501 13 IMPLND 2 0.099 COPY 501 15 IMPLND 6 0.017 COPY 501 15 IMPLND 9 0.013 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 *** default[0]11/2/2021 10:05:49 AM Page 21 # - # 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 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 default[0]11/2/2021 10:05:49 AM Page 22 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 default[0].wdm MESSU 25 Mitdefault[0].MES 27 Mitdefault[0].L61 28 Mitdefault[0].L62 30 POCdefault[0]1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 8 IMPLND 2 IMPLND 6 IMPLND 9 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 *** 8 A/B, Lawn, 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 *** 8 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 ********* default[0]11/2/2021 10:05:49 AM Page 23 8 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 *** 8 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 8 0 5 0.8 400 0.1 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 8 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 8 0.1 0.5 0.25 0 0.7 0.25 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 8 0 0 0 0 3 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 2 ROADS/MOD 1 1 1 27 0 6 DRIVEWAYS/MOD 1 1 1 27 0 9 SIDEWALKS/MOD 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 2 0 0 1 0 0 0 6 0 0 1 0 0 0 9 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 2 0 0 4 0 0 0 1 9 6 0 0 4 0 0 0 1 9 9 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 *** 2 0 0 0 0 0 6 0 0 0 0 0 9 0 0 0 0 0 END IWAT-PARM1 default[0]11/2/2021 10:05:49 AM Page 24 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 2 400 0.05 0.1 0.08 6 400 0.05 0.1 0.08 9 400 0.05 0.1 0.08 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 2 0 0 6 0 0 9 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 2 0 0 6 0 0 9 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 8 0.034 COPY 501 12 PERLND 8 0.034 COPY 501 13 IMPLND 2 0.099 COPY 501 15 IMPLND 6 0.017 COPY 501 15 IMPLND 9 0.013 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 *** default[0]11/2/2021 10:05:49 AM 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 default[0]11/2/2021 10:05:49 AM Page 26 Predeveloped HSPF Message File default[0]11/2/2021 10:05:49 AM Page 27 Mitigated HSPF Message File default[0]11/2/2021 10:05:49 AM 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. 2005-2021; 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 FIGURE C10 - FLOW SPLITTER MODEL FLOW SPLITTER WITH ONLY DEVELOPED FRONTAGE IMPROVEMENTS AND PRE- EXISTING ASPHALT AREAS default[0]11/2/2021 9:10:46 AM Page 2 General Model Information Project Name:default[0] Site Name: Site Address: City: Report Date:11/2/2021 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2019/09/13 Version:4.2.17 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year default[0]11/2/2021 9:10:46 AM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Mod 0.034 Pervious Total 0.034 Impervious Land Use acre ROADS MOD 0.099 DRIVEWAYS MOD 0.017 SIDEWALKS MOD 0.013 Impervious Total 0.129 Basin Total 0.163 Element Flows To: Surface Interflow Groundwater default[0]11/2/2021 9:10:46 AM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Mod 0.034 Pervious Total 0.034 Impervious Land Use acre ROADS MOD 0.099 DRIVEWAYS MOD 0.017 SIDEWALKS MOD 0.013 Impervious Total 0.129 Basin Total 0.163 Element Flows To: Surface Interflow Groundwater Flow Splitter 1 Flow Splitter 1 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.057603 5 year 0.073282 10 year 0.083994 25 year 0.09795 50 year 0.108671 100 year 0.119686 default[0]11/2/2021 9:10:46 AM Page 5 Routing Elements Predeveloped Routing default[0]11/2/2021 9:10:46 AM Page 6 Mitigated Routing Flow Splitter 1 Bottom Length:10.00 ft. Bottom Length:10.00 ft. Depth:3.5 ft. Side slope 1:0 To 1 Side slope 2:0 To 1 Side slope 3:0 To 1 Side slope 4:0 To 1 Control Structure Splitter Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Primary(cfs)Secondary(cfs) 0.000 0.002 0.000 0.000 0.000 0.038 0.002 0.000 0.013 0.014 0.077 0.002 0.000 0.019 0.020 0.116 0.002 0.000 0.023 0.024 0.155 0.002 0.000 0.027 0.028 0.194 0.002 0.000 0.030 0.031 0.233 0.002 0.000 0.033 0.034 0.272 0.002 0.000 0.035 0.037 0.311 0.002 0.000 0.038 0.040 0.350 0.002 0.000 0.040 0.042 0.388 0.002 0.000 0.042 0.045 0.427 0.002 0.001 0.044 0.047 0.466 0.002 0.001 0.046 0.049 0.505 0.002 0.001 0.048 0.051 0.544 0.002 0.001 0.050 0.053 0.583 0.002 0.001 0.052 0.055 0.622 0.002 0.001 0.054 0.056 0.661 0.002 0.001 0.055 0.058 0.700 0.002 0.001 0.057 0.060 0.738 0.002 0.001 0.059 0.062 0.777 0.002 0.001 0.060 0.063 0.816 0.002 0.001 0.062 0.065 0.855 0.002 0.002 0.063 0.066 0.894 0.002 0.002 0.064 0.068 0.933 0.002 0.002 0.066 0.069 0.972 0.002 0.002 0.067 0.071 1.011 0.002 0.002 0.069 0.072 1.050 0.002 0.002 0.070 0.073 1.088 0.002 0.002 0.071 0.075 1.127 0.002 0.002 0.072 0.076 1.166 0.002 0.002 0.074 0.077 1.205 0.002 0.002 0.075 0.079 1.244 0.002 0.002 0.076 0.080 1.283 0.002 0.002 0.077 0.081 1.322 0.002 0.003 0.078 0.082 1.361 0.002 0.003 0.080 0.084 1.400 0.002 0.003 0.081 0.085 1.438 0.002 0.003 0.082 0.086 1.477 0.002 0.003 0.083 0.087 1.516 0.002 0.003 0.084 0.088 1.555 0.002 0.003 0.085 0.089 1.594 0.002 0.003 0.086 0.091 1.633 0.002 0.003 0.087 0.092 1.672 0.002 0.003 0.088 0.093 1.711 0.002 0.003 0.089 0.094 default[0]11/2/2021 9:10:46 AM Page 7 1.750 0.002 0.004 0.090 0.095 1.788 0.002 0.004 0.091 0.096 1.827 0.002 0.004 0.092 0.097 1.866 0.002 0.004 0.093 0.098 1.905 0.002 0.004 0.094 0.099 1.944 0.002 0.004 0.095 0.100 1.983 0.002 0.004 0.096 0.101 2.022 0.002 0.004 0.097 0.102 2.061 0.002 0.004 0.098 0.103 2.100 0.002 0.004 0.099 0.104 2.138 0.002 0.004 0.100 0.105 2.177 0.002 0.005 0.101 0.106 2.216 0.002 0.005 0.102 0.107 2.255 0.002 0.005 0.103 0.108 2.294 0.002 0.005 0.103 0.109 2.333 0.002 0.005 0.104 0.110 2.372 0.002 0.005 0.105 0.111 2.411 0.002 0.005 0.106 0.112 2.450 0.002 0.005 0.107 0.112 2.488 0.002 0.005 0.108 0.113 2.527 0.002 0.005 0.109 0.114 2.566 0.002 0.005 0.109 0.115 2.605 0.002 0.006 0.110 0.116 2.644 0.002 0.006 0.111 0.117 2.683 0.002 0.006 0.112 0.118 2.722 0.002 0.006 0.113 0.119 2.761 0.002 0.006 0.114 0.119 2.800 0.002 0.006 0.114 0.120 2.838 0.002 0.006 0.115 0.121 2.877 0.002 0.006 0.116 0.122 2.916 0.002 0.006 0.117 0.123 2.955 0.002 0.006 0.117 0.124 2.994 0.002 0.006 0.118 0.124 3.033 0.002 0.007 0.119 0.125 3.072 0.002 0.007 0.120 0.126 3.111 0.002 0.007 0.121 0.127 3.150 0.002 0.007 0.121 0.128 3.188 0.002 0.007 0.122 0.128 3.227 0.002 0.007 0.123 0.129 3.266 0.002 0.007 0.124 0.130 3.305 0.002 0.007 0.124 0.131 3.344 0.002 0.007 0.125 0.131 3.383 0.002 0.007 0.126 0.132 3.422 0.002 0.007 0.126 0.133 3.461 0.002 0.007 0.127 0.134 3.500 0.002 0.008 0.128 0.134 3.538 0.002 0.008 0.210 0.216 Discharge Structure Riser Height:3.5 ft. Riser Diameter:12 in. Orifice 1 Diameter:1.59 in.Elevation:0 ft. Element Flows To: Outlet 1 Outlet 2 default[0]11/2/2021 9:10:46 AM Page 8 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.034 Total Impervious Area:0.129 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.034 Total Impervious Area:0.129 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.057603 5 year 0.073282 10 year 0.083994 25 year 0.09795 50 year 0.108671 100 year 0.119686 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.057603 5 year 0.073282 10 year 0.083994 25 year 0.09795 50 year 0.108671 100 year 0.119686 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.073 0.073 1950 0.076 0.076 1951 0.044 0.044 1952 0.037 0.037 1953 0.045 0.045 1954 0.047 0.047 1955 0.055 0.055 1956 0.052 0.052 1957 0.054 0.054 1958 0.047 0.047 default[0]11/2/2021 9:11:17 AM Page 9 1959 0.052 0.052 1960 0.049 0.049 1961 0.048 0.048 1962 0.041 0.041 1963 0.050 0.050 1964 0.050 0.050 1965 0.057 0.057 1966 0.041 0.041 1967 0.068 0.068 1968 0.088 0.088 1969 0.052 0.052 1970 0.052 0.052 1971 0.063 0.063 1972 0.065 0.065 1973 0.042 0.042 1974 0.059 0.059 1975 0.063 0.063 1976 0.048 0.048 1977 0.048 0.048 1978 0.070 0.070 1979 0.085 0.085 1980 0.088 0.088 1981 0.055 0.055 1982 0.078 0.078 1983 0.065 0.065 1984 0.042 0.042 1985 0.054 0.054 1986 0.047 0.047 1987 0.074 0.074 1988 0.049 0.049 1989 0.077 0.077 1990 0.099 0.099 1991 0.083 0.083 1992 0.042 0.042 1993 0.053 0.053 1994 0.047 0.047 1995 0.050 0.050 1996 0.066 0.066 1997 0.051 0.051 1998 0.054 0.054 1999 0.114 0.114 2000 0.053 0.053 2001 0.066 0.066 2002 0.067 0.067 2003 0.068 0.068 2004 0.111 0.111 2005 0.044 0.044 2006 0.041 0.041 2007 0.105 0.105 2008 0.075 0.075 2009 0.081 0.081 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.1145 0.1145 2 0.1112 0.1112 3 0.1047 0.1047 default[0]11/2/2021 9:11:17 AM Page 10 4 0.0986 0.0986 5 0.0880 0.0880 6 0.0876 0.0876 7 0.0846 0.0846 8 0.0828 0.0828 9 0.0813 0.0813 10 0.0785 0.0785 11 0.0774 0.0774 12 0.0756 0.0756 13 0.0754 0.0754 14 0.0739 0.0739 15 0.0727 0.0727 16 0.0703 0.0703 17 0.0683 0.0683 18 0.0678 0.0678 19 0.0675 0.0675 20 0.0663 0.0663 21 0.0661 0.0661 22 0.0651 0.0651 23 0.0651 0.0651 24 0.0635 0.0635 25 0.0630 0.0630 26 0.0592 0.0592 27 0.0567 0.0567 28 0.0548 0.0548 29 0.0548 0.0548 30 0.0539 0.0539 31 0.0537 0.0537 32 0.0535 0.0535 33 0.0534 0.0534 34 0.0529 0.0529 35 0.0522 0.0522 36 0.0519 0.0519 37 0.0517 0.0517 38 0.0516 0.0516 39 0.0513 0.0513 40 0.0497 0.0497 41 0.0496 0.0496 42 0.0496 0.0496 43 0.0494 0.0494 44 0.0492 0.0492 45 0.0477 0.0477 46 0.0477 0.0477 47 0.0475 0.0475 48 0.0471 0.0471 49 0.0468 0.0468 50 0.0467 0.0467 51 0.0466 0.0466 52 0.0448 0.0448 53 0.0444 0.0444 54 0.0436 0.0436 55 0.0423 0.0423 56 0.0421 0.0421 57 0.0415 0.0415 58 0.0414 0.0414 59 0.0412 0.0412 60 0.0407 0.0407 61 0.0374 0.0374 default[0]11/2/2021 9:11:17 AM Page 11 default[0]11/2/2021 9:11:17 AM Page 12 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0288 1380 1380 100 Pass 0.0296 1267 1267 100 Pass 0.0304 1147 1147 100 Pass 0.0312 1057 1057 100 Pass 0.0320 967 967 100 Pass 0.0328 897 897 100 Pass 0.0336 806 806 100 Pass 0.0344 729 729 100 Pass 0.0353 660 660 100 Pass 0.0361 599 599 100 Pass 0.0369 550 550 100 Pass 0.0377 506 506 100 Pass 0.0385 470 470 100 Pass 0.0393 434 434 100 Pass 0.0401 409 409 100 Pass 0.0409 370 370 100 Pass 0.0417 345 345 100 Pass 0.0425 320 320 100 Pass 0.0433 302 302 100 Pass 0.0441 278 278 100 Pass 0.0449 259 259 100 Pass 0.0457 242 242 100 Pass 0.0466 232 232 100 Pass 0.0474 216 216 100 Pass 0.0482 205 205 100 Pass 0.0490 188 188 100 Pass 0.0498 172 172 100 Pass 0.0506 165 165 100 Pass 0.0514 158 158 100 Pass 0.0522 146 146 100 Pass 0.0530 139 139 100 Pass 0.0538 128 128 100 Pass 0.0546 122 122 100 Pass 0.0554 112 112 100 Pass 0.0562 105 105 100 Pass 0.0570 95 95 100 Pass 0.0578 89 89 100 Pass 0.0587 85 85 100 Pass 0.0595 81 81 100 Pass 0.0603 80 80 100 Pass 0.0611 75 75 100 Pass 0.0619 70 70 100 Pass 0.0627 67 67 100 Pass 0.0635 59 59 100 Pass 0.0643 57 57 100 Pass 0.0651 56 56 100 Pass 0.0659 51 51 100 Pass 0.0667 45 45 100 Pass 0.0675 43 43 100 Pass 0.0683 39 39 100 Pass 0.0691 37 37 100 Pass 0.0699 35 35 100 Pass 0.0708 33 33 100 Pass default[0]11/2/2021 9:11:17 AM Page 13 0.0716 32 32 100 Pass 0.0724 32 32 100 Pass 0.0732 31 31 100 Pass 0.0740 28 28 100 Pass 0.0748 26 26 100 Pass 0.0756 22 22 100 Pass 0.0764 20 20 100 Pass 0.0772 20 20 100 Pass 0.0780 19 19 100 Pass 0.0788 18 18 100 Pass 0.0796 17 17 100 Pass 0.0804 17 17 100 Pass 0.0812 17 17 100 Pass 0.0820 16 16 100 Pass 0.0829 15 15 100 Pass 0.0837 15 15 100 Pass 0.0845 13 13 100 Pass 0.0853 12 12 100 Pass 0.0861 12 12 100 Pass 0.0869 10 10 100 Pass 0.0877 9 9 100 Pass 0.0885 7 7 100 Pass 0.0893 6 6 100 Pass 0.0901 6 6 100 Pass 0.0909 6 6 100 Pass 0.0917 6 6 100 Pass 0.0925 6 6 100 Pass 0.0933 4 4 100 Pass 0.0941 4 4 100 Pass 0.0950 4 4 100 Pass 0.0958 4 4 100 Pass 0.0966 4 4 100 Pass 0.0974 4 4 100 Pass 0.0982 4 4 100 Pass 0.0990 3 3 100 Pass 0.0998 3 3 100 Pass 0.1006 3 3 100 Pass 0.1014 3 3 100 Pass 0.1022 3 3 100 Pass 0.1030 3 3 100 Pass 0.1038 3 3 100 Pass 0.1046 3 3 100 Pass 0.1054 2 2 100 Pass 0.1063 2 2 100 Pass 0.1071 2 2 100 Pass 0.1079 2 2 100 Pass 0.1087 2 2 100 Pass default[0]11/2/2021 9:11:17 AM Page 14 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. default[0]11/2/2021 9:11:17 AM Page 15 LID Report default[0]11/2/2021 9:11:39 AM Page 16 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. default[0]11/2/2021 9:11:39 AM Page 17 Appendix Predeveloped Schematic default[0]11/2/2021 9:11:40 AM Page 18 Mitigated Schematic default[0]11/2/2021 9:11:40 AM Page 19 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 default[0].wdm MESSU 25 Predefault[0].MES 27 Predefault[0].L61 28 Predefault[0].L62 30 POCdefault[0]1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 8 IMPLND 2 IMPLND 6 IMPLND 9 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 *** 8 A/B, Lawn, 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 *** 8 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 ********* default[0]11/2/2021 9:11:40 AM Page 20 8 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 *** 8 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 8 0 5 0.8 400 0.1 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 8 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 8 0.1 0.5 0.25 0 0.7 0.25 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 8 0 0 0 0 3 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 2 ROADS/MOD 1 1 1 27 0 6 DRIVEWAYS/MOD 1 1 1 27 0 9 SIDEWALKS/MOD 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 2 0 0 1 0 0 0 6 0 0 1 0 0 0 9 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 2 0 0 4 0 0 0 1 9 6 0 0 4 0 0 0 1 9 9 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 *** 2 0 0 0 0 0 6 0 0 0 0 0 9 0 0 0 0 0 END IWAT-PARM1 default[0]11/2/2021 9:11:40 AM Page 21 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 2 400 0.05 0.1 0.08 6 400 0.05 0.1 0.08 9 400 0.05 0.1 0.08 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 2 0 0 6 0 0 9 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 2 0 0 6 0 0 9 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 8 0.034 COPY 501 12 PERLND 8 0.034 COPY 501 13 IMPLND 2 0.099 COPY 501 15 IMPLND 6 0.017 COPY 501 15 IMPLND 9 0.013 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 *** default[0]11/2/2021 9:11:40 AM Page 22 # - # 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 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 default[0]11/2/2021 9:11:40 AM Page 23 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 default[0].wdm MESSU 25 Mitdefault[0].MES 27 Mitdefault[0].L61 28 Mitdefault[0].L62 30 POCdefault[0]1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 8 IMPLND 2 IMPLND 6 IMPLND 9 RCHRES 1 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Flow Splitter 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 *** 8 A/B, Lawn, 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 *** 8 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO default[0]11/2/2021 9:11:40 AM Page 24 <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 8 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 *** 8 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 8 0 5 0.8 400 0.1 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 8 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 8 0.1 0.5 0.25 0 0.7 0.25 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 8 0 0 0 0 3 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 2 ROADS/MOD 1 1 1 27 0 6 DRIVEWAYS/MOD 1 1 1 27 0 9 SIDEWALKS/MOD 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 2 0 0 1 0 0 0 6 0 0 1 0 0 0 9 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 2 0 0 4 0 0 0 1 9 6 0 0 4 0 0 0 1 9 9 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 *** 2 0 0 0 0 0 6 0 0 0 0 0 9 0 0 0 0 0 default[0]11/2/2021 9:11:40 AM Page 25 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 2 400 0.05 0.1 0.08 6 400 0.05 0.1 0.08 9 400 0.05 0.1 0.08 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 2 0 0 6 0 0 9 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 2 0 0 6 0 0 9 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 8 0.034 RCHRES 1 2 PERLND 8 0.034 RCHRES 1 3 IMPLND 2 0.099 RCHRES 1 5 IMPLND 6 0.017 RCHRES 1 5 IMPLND 9 0.013 RCHRES 1 5 ******Routing****** PERLND 8 0.034 COPY 1 12 IMPLND 2 0.099 COPY 1 15 IMPLND 6 0.017 COPY 1 15 IMPLND 9 0.013 COPY 1 15 PERLND 8 0.034 COPY 1 13 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 Flow Splitter 1-006 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 default[0]11/2/2021 9:11:40 AM Page 26 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 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 0.01 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 90 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.002296 0.000000 0.000000 0.000000 0.038889 0.002296 0.000089 0.013529 0.014218 0.077778 0.002296 0.000179 0.019133 0.020108 0.116667 0.002296 0.000268 0.023433 0.024627 0.155556 0.002296 0.000357 0.027058 0.028437 0.194444 0.002296 0.000446 0.030252 0.031793 0.233333 0.002296 0.000536 0.033139 0.034828 0.272222 0.002296 0.000625 0.035794 0.037618 0.311111 0.002296 0.000714 0.038266 0.040215 0.350000 0.002296 0.000803 0.040587 0.042655 0.388889 0.002296 0.000893 0.042782 0.044962 0.427778 0.002296 0.000982 0.044871 0.047157 0.466667 0.002296 0.001071 0.046866 0.049254 0.505556 0.002296 0.001161 0.048780 0.051265 0.544444 0.002296 0.001250 0.050621 0.053200 0.583333 0.002296 0.001339 0.052398 0.055067 0.622222 0.002296 0.001428 0.054116 0.056873 0.661111 0.002296 0.001518 0.055782 0.058623 0.700000 0.002296 0.001607 0.057399 0.060323 0.738889 0.002296 0.001696 0.058972 0.061976 0.777778 0.002296 0.001786 0.060504 0.063586 0.816667 0.002296 0.001875 0.061998 0.065156 0.855556 0.002296 0.001964 0.063457 0.066690 0.894444 0.002296 0.002053 0.064883 0.068188 0.933333 0.002296 0.002143 0.066278 0.069655 0.972222 0.002296 0.002232 0.067645 0.071091 1.011111 0.002296 0.002321 0.068985 0.072499 1.050000 0.002296 0.002410 0.070299 0.073880 1.088889 0.002296 0.002500 0.071589 0.075236 1.127778 0.002296 0.002589 0.072856 0.076568 1.166667 0.002296 0.002678 0.074101 0.077877 1.205556 0.002296 0.002768 0.075326 0.079164 1.244444 0.002296 0.002857 0.076532 0.080431 default[0]11/2/2021 9:11:40 AM Page 27 1.283333 0.002296 0.002946 0.077718 0.081678 1.322222 0.002296 0.003035 0.078887 0.082906 1.361111 0.002296 0.003125 0.080039 0.084116 1.400000 0.002296 0.003214 0.081174 0.085310 1.438889 0.002296 0.003303 0.082294 0.086486 1.477778 0.002296 0.003393 0.083398 0.087647 1.516667 0.002296 0.003482 0.084489 0.088793 1.555556 0.002296 0.003571 0.085565 0.089924 1.594444 0.002296 0.003660 0.086628 0.091041 1.633333 0.002296 0.003750 0.087678 0.092145 1.672222 0.002296 0.003839 0.088716 0.093235 1.711111 0.002296 0.003928 0.089741 0.094313 1.750000 0.002296 0.004017 0.090755 0.095379 1.788889 0.002296 0.004107 0.091758 0.096433 1.827778 0.002296 0.004196 0.092750 0.097476 1.866667 0.002296 0.004285 0.093732 0.098507 1.905556 0.002296 0.004375 0.094703 0.099528 1.944444 0.002296 0.004464 0.095664 0.100538 1.983333 0.002296 0.004553 0.096616 0.101539 2.022222 0.002296 0.004642 0.097559 0.102529 2.061111 0.002296 0.004732 0.098493 0.103511 2.100000 0.002296 0.004821 0.099417 0.104483 2.138889 0.002296 0.004910 0.100334 0.105445 2.177778 0.002296 0.004999 0.101242 0.106400 2.216667 0.002296 0.005089 0.102142 0.107346 2.255556 0.002296 0.005178 0.103034 0.108283 2.294444 0.002296 0.005267 0.103918 0.109213 2.333333 0.002296 0.005357 0.104795 0.110134 2.372222 0.002296 0.005446 0.105665 0.111048 2.411111 0.002296 0.005535 0.106527 0.111955 2.450000 0.002296 0.005624 0.107383 0.112854 2.488889 0.002296 0.005714 0.108232 0.113746 2.527778 0.002296 0.005803 0.109074 0.114631 2.566667 0.002296 0.005892 0.109910 0.115510 2.605556 0.002296 0.005982 0.110740 0.116382 2.644444 0.002296 0.006071 0.111563 0.117247 2.683333 0.002296 0.006160 0.112380 0.118106 2.722222 0.002296 0.006249 0.113192 0.118959 2.761111 0.002296 0.006339 0.113997 0.119805 2.800000 0.002296 0.006428 0.114797 0.120646 2.838889 0.002296 0.006517 0.115592 0.121481 2.877778 0.002296 0.006606 0.116381 0.122310 2.916667 0.002296 0.006696 0.117165 0.123134 2.955556 0.002296 0.006785 0.117943 0.123952 2.994444 0.002296 0.006874 0.118717 0.124765 3.033333 0.002296 0.006964 0.119485 0.125572 3.072222 0.002296 0.007053 0.120248 0.126375 3.111111 0.002296 0.007142 0.121007 0.127172 3.150000 0.002296 0.007231 0.121761 0.127964 3.188889 0.002296 0.007321 0.122510 0.128752 3.227778 0.002296 0.007410 0.123255 0.129535 3.266667 0.002296 0.007499 0.123995 0.130313 3.305556 0.002296 0.007589 0.124731 0.131086 3.344444 0.002296 0.007678 0.125463 0.131855 3.383333 0.002296 0.007767 0.126190 0.132619 3.422222 0.002296 0.007856 0.126913 0.133379 3.461111 0.002296 0.007946 0.127632 0.134135 END FTABLE 1 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES default[0]11/2/2021 9:11:40 AM Page 28 EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 1 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1001 FLOW ENGL REPL RCHRES 1 HYDR O 2 1 1 WDM 1002 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1003 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 3 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN default[0]11/2/2021 9:11:40 AM Page 29 Predeveloped HSPF Message File default[0]11/2/2021 9:11:40 AM Page 30 Mitigated HSPF Message File default[0]11/2/2021 9:11:40 AM Page 31 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. 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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 T:\PROJECTS FILES (ACTIVE)\19-174, Wang NE 12th Renton\DOCUMENTS\Drainage Report\Drainage Report 11.12.21\19-174 Conveyance BW Calcs 11.12.21.xlsPage 1Project:Job No.:Prepared by:Checked by:Revised:CONVEYANCE CALCULATIONS STORM FREQUENCY (YRS)RUNOFF COEFFICIENTSa b LAND COVERC2 1.58 0.58 Dense forest0.105 2.33 0.63 Light forest0.1510 2.44 0.64 Pasture0.2025 2.66 0.65 Lawns0.2550 2.75 0.65 Playgrounds0.30100 2.61 0.63 Gravel areas0.80Pavement and roofs0.90VALUES USED FOR THIS SPREADSHEET Open water (ponds, lakes, wetlands) 1.00P = 3.425a = 2.66 yearb = 0.6525YEAR STORM UNIFORM FLOW ANALYSIS METHOD "RATIONAL METHOD"Upstream Upstm Dwnstm Sub-basinUpstm CB Dnstm CB Rim elev. IE IE Description Area (Ac.) C C*A Sum(C*A)Tc (min)irIrQr (cfs)Pipe (in) Length (ft) n SlopeQf (cfs)Vf (fps)Qr/Qfq/Qfulld/DVr/VfN DepthVr (fps)Tt (min)CB 30 CB 23 246.73 235.09 1 0.06 0.90 0.057 0.057 6.300 0.804 2.734 0.155 12 191 0.014 0.0609 8.189 10.427 0.019 0.010 0.040 0.165 0.040 1.720 1.850CB 26 CB 28 238.00 237.80 2 0.10 0.78 0.057 0.057 6.300 0.804 2.734 0.155 12 40 0.014 0.0050 2.346 2.987 0.066 0.060 0.160 0.465 0.160 1.389 0.480CB 28 Tank 237.80 236.50 2 0.05 0.78 0.040 0.040 6.300 0.804 2.734 0.109 12 25 0.014 0.0520 7.564 9.631 0.014 0.010 0.040 0.165 0.040 1.589 0.262CB 28 CB 23 237.80 234.50 2 0.05 0.78 0.040 0.040 6.300 0.804 2.734 0.109 12 64 0.014 0.0516 7.533 9.591 0.014 0.010 0.040 0.165 0.040 1.582 0.674CB 23 Outlet234.50 233.2040.128 6.300 0.804 2.7340.349 12 34 0.014 0.0382 6.486 8.259 0.054 0.0500.143 0.428 0.143 3.531 0.160CB 6 CB 4232.00 231.8030.188 6.300 0.804 2.7340.514 12 40 0.014 0.0050 2.346 2.987 0.219 0.2100.311 0.750 0.311 2.240 0.298CB 4 Outlet231.80 231.0030.188 6.300 0.804 2.7340.514 12 69 0.014 0.0116 3.572 4.548 0.144 0.1400.255 0.653 0.255 2.967 0.388Sub Basin Imp SF Imp AC Perv SF Perv AC Total AC Imp C x ACPerv C x ACWeighted C0.900 0.25012751 0.063 0 0.000 0.06 0.057 0.000 0.9023628 0.083 802 0.018 0.10 0.075 0.005 0.7836172 0.142 3627 0.083 0.22 0.128 0.021 0.6641500 0.034 0 0.000 0.03 0.031 0.000 0.90Rational "C" Value Calculations by Sub-BasinMei Lin View SP19-174JMB11.12.21Page 1FIGURE C11 - CONVEYANCE CALCS Road GROUP Abbey 2102 EAST MAIN AVE, SUITE 109 PUYALLUP, WA 98372 P.O. Box 1224, Puyallup, WA 98371 (253) 435-3699, Fax (253) 446-3159 Abbey Road Group Land Development Services Company, LLC 19-174 MEI LIN VIEW - SHORT PLAT DETENTION TANK DETAIL (NOT TO SCALE) 6' CMP DETENTION PIPE IE: 237.50' IE: 237.00' 5' RISER IE: 232.00' DEAD STORAGE, (ORIFICE IE) IE: 231.50' (TANK IE) ADS ADS (DEAD STORAGE) = 1.125 SQ FT (LIVE STORAGE) = 27.149 SQ FTALS FIGURE C12 - DETENTION TANK DETAIL Road GROUP Abbey 2102 EAST MAIN AVE, SUITE 109 PUYALLUP, WA 98372 P.O. Box 1224, Puyallup, WA 98371 (253) 435-3699, Fax (253) 446-3159 Abbey Road Group Land Development Services Company, LLC 19-174 MEI LIN VIEW - SHORT PLAT (NOT TO SCALE) TANK BUOYANCY CALCULATIONS FIGURE C13 - TANK BUOYANCY CALCULATIONS WS = WT. OF SOIL = 3' DIA x 6' W x 120 lbs = -2,160 lbs. WP = WT. OF PIPE = (72" O, 14 GAUGE) = -81 lbs. FB = BUOYANT FORCE = 28.27 SQ FT x 62.4 = +1,764 lbs. -477 lbs. WS + WP > FB , NO BUOYANCY ISSUES FG 240.50' 237.50' WS FB WP 231.50' EAST END WEST END OF 6' O DETENTION TANK H ST T OF WAY) 4" Roof Drain line from Parcel 3343902561 4" Roof Drain line from Parcel 3343902560 Tributary Basin Calculations Roadway Surface and Driveways: 27,264.34 SQ FT Buildings Attached to Storm System: Parcel 3343902561: 2,367.91 SQ FT Parcel 3343902560: 1,420.95 SQ FT Total Area Draining to Facility ID No. FIT-02364: 31,053.20 SQ FT Proposed Impervious Surface: 5,824 SQ FT Percent of Existing Basin: 18.75% Note: The 18.75% is below the Discharge Requirement Located in 2016 KC Surface Water Design Manual Section 1.2.1 Discharge Requirement Exemption (C) with is 50% or Less of Existing Ruff Volume. ***Existing Basin and Outfall Doesn't Provide Flow Control. The Proposed Development does Provide Flow Control FIGURE C14 - TIGHTLINE EXEMPTION EXHIBITSRoadGROUPAbbey2102 EAST MAIN AVE, SUITE 109 PUYALLUP, WA 98372P.O. Box 1224, Puyallup, WA 98371(253) 435-3699, Fax (253) 446-3159Abbey Road GroupLand DevelopmentServices Company, LLC RoadGROUPAbbey2102 EAST MAIN AVE, SUITE 109 PUYALLUP, WA 98372P.O. Box 1224, Puyallup, WA 98371(253) 435-3699, Fax (253) 446-3159Abbey Road GroupLand DevelopmentServices Company, LLCNE 12TH ST (PUBLIC RIGHT OF WAY)MONTEREY AVE NE666 sf 7,100 sf 15,090 sf 2,918 sf 22,128 sf Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.441 Total Impervious Area:0.067 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.247 Total Impervious Area:0.261 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.037647 5 year 0.05046 10 year 0.059762 25 year 0.072481 50 year 0.082681 100 year 0.093522BASED ON A REDUCED BASIN AREA FOR THE PURPOSE OF PROVIDING ACCURATE DOCUMENTATION OF PROJECTED FLOWS FOR EXISTING AND DEVELOPED AREA. THE ABOVE IS THE PLAN SHOWS THE AREAS OF WHICH HAVE BEEN CALCULATED THROUGH WWHM. TABLE 1 SHOWS THE PRE-EXISTING CONDITIONS WITH FLOW RETURNS. THIS TABLE ALSO SHOWS THE DEVELOPED CONDITIONS WITH FLOW RETURNS. IN ACCORDANCE WITH RENTON STORMWATER MANUAL SECTION 1.2.1(1) & (2) EXEMPTIONS THE PROPOSED FLOW RETURNS PROVIDED PROVE THAT THIS PROJECT WILL DISCHARGE AT 100 YEAR PEAK DISCHARGE LESS THAN OR EQUAL TO 0.2 CFS UNDER EXISTING CONDITIONS AND WILL REMAIN LESS THAN 0.2 CFS UNDER THE DEVELOPED CONDITIONS. IN FACT AS PROVIDED IN TABLE 2 THE PROJECT REDUCES THE EXISTING FLOW BY 0.029167 AT 100 YEAR PEAK FLOW. EXEMPTION USED FOR THIS PROJECT IS LISTED AS 1.2.1(2)(C) c) The developed conditions runoff volume from the natural discharge area is less than 50% of the existing conditions runoff volume from other areas draining to the location where runoff from the natural discharge area enters the landslide hazard onto slopes steeper than 15%, AND the provisions of Discharge Requirement 1 are met. NATURAL DISCHARGE AREA HAS BEEN DEPICTED ON THE FIRST PAGE OF FIGURE C14 OF APPENDIX C. THIS PROJECT PROPOSED TO BE APPROXIMATELY 18% OF THE TOTAL DISCHARGE AREA VOLUME. ALL CONDITIONS OF EXEMPTIONS HAVE BEEN MET AND DEMONSTRATED . ***EXISTING IMPERVIOUS SURFACE 666 SQ FT (0.015 AC) (SEE NOTE) OVERALL BASIN 22,128 SQ FT (0.508 AC) ONSITE BASIN 15,090 SQ FT (0.34641873 AC ) OFFSITE BASIN 7,100 SQ FT (0.163 AC) EXISTING IMPERVIOUS SURFACE REQUIED TO BE MODELED 2,918 SQ FT (0.067 AC) TABLE 1 - WWHM PRE-DEVELOPED VS DEVELOPED FLOW RETURNS Flow Frequency Return Periods for Mitigated. POC #2 Return Period Flow(cfs) 2 year 0.032032 5 year 0.040363 10 year 0.046361 25 year 0.054498 50 year 0.060976 100 year 0.067821 1,128188 This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. THIS MAP IS NOT TO BE USED FOR NAVIGATIONWGS_1984_Web_Mercator_Auxiliary_Sphere Notes None 03/25/2021 Legend 128 0 64 128 Feet Information Technology - GIS RentonMapSupport@Rentonwa.gov City and County Labels Addresses Parcels City and County Boundary <all other values> Renton Network Structures Access Riser Inlet Manhole Utility Vault Clean Out Unknown Control Structure Pump Station Discharge Point Water Quality Detention Facilities Pond Tank Vault Bioswale Wetland Other Surface Water Main Culvert Open Drains Virtual Drainline Facility Outline Private Network Structures Access Riser Inlet Manhole Clean Out Utility Vault Unknown Private Control Structure Private Pump Station Private Discharge Point Private Water Quality Private Detention Facilities Tank, No Stormwater Wetland, No; Natural Wetland, No Filter Strip, No Infiltration Trench, No Vault, No Pond, No; Pond, Unknown Bioswale, No Stormtech Chamber, No Other, No Private Pipe Private Culvert Private Open Drains Private Facility Outline Flow Control BMP Fence Stormwater Ponds City of Renton Existing Storm Basin 1,128188 City of Renton Stormwater Tributary Basin This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. THIS MAP IS NOT TO BE USED FOR NAVIGATIONWGS_1984_Web_Mercator_Auxiliary_Sphere Notes All Stormwater Surfaces Draining to the Existing Outfall Structure 03/25/2021 Legend 128 0 64 128 Feet Information Technology - GIS RentonMapSupport@Rentonwa.gov City and County Labels Addresses Parcels City and County Boundary <all other values> Renton 2' Primary 2' Intermediate Network Structures Access Riser Inlet Manhole Utility Vault Clean Out Unknown Control Structure Pump Station Discharge Point Water Quality Detention Facilities Pond Tank Vault Bioswale Wetland Other Surface Water Main Culvert Open Drains Virtual Drainline Facility Outline Private Network Structures Access Riser Inlet Manhole Clean Out Utility Vault Unknown Private Control Structure Private Pump Station Private Discharge Point Private Water Quality Private Detention Facilities Tank, No Stormwater Wetland, No; Natural Wetland, No Filter Strip, No Infiltration Trench, No Vault, No Pond, No; Pond, Unknown Bioswale, No Stormtech Chamber, No Other, No Private Pipe Private Culvert Private Open Drains Private Facility Outline Flow Control BMP FIGURE 15 - CONTECH TANK DESIGN Appendix D 1 CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN (CSWPP) MEI LIN VIEW SHORT PLAT 1833 NE 12th Street Renton, Washington 98056 Accessor’s Parcel No. 3119900160 Job #19-174 June 16, 2021 Prepared for: Ideal Living, LLC 12005 NE 173rd Court Bothell, Washington 98011 2102 East Main Ave, Puyallup, WA 98372 P.O. Box 1224, Puyallup, WA 98371 (253) 435-3699 / Fax (253) 446-3159 3 TABLE OF CONTENTS I. ELEMENTS OF CONSTRUCTION CSWPP 1. Clearing Limits 4 2. Cover Measures 4 3. Perimeter Protection 4 4. Traffic Area Stabilization 5 5. Sediment Retention 5 6. Surface Water Collection 5 7. Dewatering Control 5 8. Dust Control 5 9. Flow Control 6 10. Control Pollutants 6 11. Protect Existing and Proposed Stormwater Facilities and On-site BMPs 6 12. Maintain Protective BMPs 6 13. Manage the Project 7 Appendix A Construction Stormwater Pollution Prevention BMPs 4 I. CONSTRUCTION CSWPP DEVELOPMENT AND IMPLEMENTATION Elements of Construction CSWPP 1. Clearing Limits The clearing limits will be marked as shown on the TESC Plan. Erect a 6-foot tall temporary chain-link fence at edge of 15-foot native growth protection tract buffer and additional 15-foot setback. Install warning signage regarding the risks of any disturbing vegetation or earth in the buffer or setback area. The following BMP’s are proposed: C.3.5: Mark Clearing Limits/Minimize Clearing 2. Cover Measures To stabilize exposed soils and materials stockpiled, measures such as temporary/permanent seeding, mulching, plastic covering, and dust control are proposed. Soils must not remain exposed and unworked for more than the time periods set forth below to prevent erosion. During the dry season (May 1 - Sept. 30): 7 days During the wet season (October 1 - April 30): 2 days Stabilize soils at the end of the shift before a holiday or weekend if needed based on the weather forecast. Stabilize soil stockpiles from erosion with plastic covering. The following BMPs are proposed: C.3.2: Mulching C.3.3: Nets and Blankets C.3.4: Plastic Covering C.3.10: Seeding 3. Perimeter Protection Sediment controls will be installed as shown on the TESC plan. The following BMPs are proposed: C.3.6: Silt Fence 5 C.3.9: Storm Drain Inlet Protection 4. Traffic Area Stabilization A stabilized construction entrance will be installed as shown on the TESC plan. The following BMPs are proposed: C.3.1: Stabilized Construction Entrance 5. Sediment Retention The site is small enough to be treated solely with perimeter protection. 6. Surface Water Collection The site is small enough to be treated solely with perimeter protection. 7. Dewatering Control Foundation and trench dewatering water that has similar characteristics to stormwater runoff at the site must be disposed of through one of the following options depending on site constraints: a. Transport offsite in a vehicle, such as a vacuum flush truck, for legal disposal in a manner that does not pollute surface waters. b. Discharge to the sanitary sewer with approval from King County and the City of Renton is there is no other option. c. Use of a sedimentation bag with outfall to a ditch or swale for small volumes of localized dewatering. The following BMP is proposed: C.3.15: Dewatering Control 8. Dust Control Dust control shall be implemented when exposed soils are dr y to the point that wind transport is possible and roadways, drainage ways, or surface waters are likely to be impacted. Water is the most common dust control used in the area. When using water for dust control, the exposed soils shall be sprayed until wet, but runoff shall not be generated by spraying. 6 9. Flow Control It is anticipated that the detention system and storm drainage system will be in place prior to completion of the proposed residential structures, and that flow control will be provided for the roof areas and driveways. 10. Control Pollutants Pollution control measures shall be used whenever there is a potential for the discharge to ground or surface water of any pollutants used on the site. Stormwater will be kept from coming in contact with pollutants, waste materials and demolition debris. All chemicals, liquid products, petroleum products, and other materials that have the potential to pose a threat to human health or the environment will be provided cover, containment, and protection from vandalism. Fertilizers and pesticides will be applied in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Manufacturer’s label requirements will be followed for application rates and procedures. Washout of concrete trucks is to be performed off-site. Concrete trucks are not to be washed out onto the ground, or into storm drains, open ditches, streets, or streams. Excess concrete is not to be dumped on site. Concrete spillage or concrete discharge to surface waters is prohibited. The following BMPs are proposed: C.3.16: Control of Other Pollutants 11. Protect Existing and Proposed Stormwater Facilities and On-site BMPs Protect all stormwater facilities and on-site BMPs and proposed stormwater facility and on-site BMP footprints from sedimentation through installat ion and maintenance of erosion and sediment control BMPs on portions of the site that drain into the BMPs/facilities. Stormwater facilities and on-site BMPs shall be restored to their fully functioning condition if they accumulate sediment during construction. 12. Maintain Protective BMPs Maintain and repair all temporary and permanent erosion and sediment control BMPs as needed to ensure continued performance of their intended function in accordance with BMP specifications. 8 Appendix A CSWPP BMPs CITY OF RENTON SURFACE WATER DESIGN MANUAL 2017 City of Renton Surface Water Design Manual 12/12/2016 C-109 C.3 CONSTRUCTION STORMWATER POLLUTION PREVENTION (CSWPP) MEASURES This section presents the specifications for the kinds of the ESC and SWPPS measures applicable to Simplified project sites as allowed by the City’s Construction Stormwater Pollution Prevention (CSWPP) Standards (Appendix D of the City of Renton Surface Water Design Manual). For projects in Simplified Drainage Review, these ESC measures may be used if no more than 1 acre of soil will be disturbed by the project. Other ESC measures may be allowed or required by CED if these are inappropriate for the project or fail to contain sediment on the project site. A description of other measures and a more detailed description of those included here can be found in the CSWPP Standards. Projects that disturb 1 acre or more of soil will require an ESC plan developed by a civil engineer under a Targeted Drainage Review. CSWPP: Intent of ESC and SWPPS Measures The intent of ESC measures is to prevent, to the maximum extent practicable, the transport of sediment and other construction-related pollutants to streams, wetlands, lakes, drainage systems, and adjacent properties during and after construction. Erosion of disturbed areas on construction sites can result in excessive sediment transport to adjacent properties and to surface waters. This sediment can result in major adverse impacts, such as flooding due to obstructed drainage ways, smothering of salmonid spawning beds, creation of algal blooms in lakes, and violation of State water quality standards for turbidity. In addition to sediment, SWPPS measures address other construction-related pollutants that can be generated by uncovered waste materials, stockpiles, and demolition debris; de-watering; maintenance and operation of heavy equipment; chemical spills; oil spills; placement of concrete; and application of fertilizers and pesticides. Such pollutants can be toxic to both fish and humans and may violate State water quality standards and the prohibited discharges section of RMC 4-6-030. Stabilization of the site after construction and prior to the wet season is also important to preventing these impacts. Organization of Section C.3 This section is organized as follows: • “Stabilized Construction Entrance,” Section C.3.1 • “Mulching,” Section C.3.2 • “Nets and Blankets,” Section C.3.3 • “Plastic Covering,” Section C.3.4 • “Mark Clearing Limits/Minimize Clearing,” Section C.3.5 • “Silt Fence,” Section C.3.6 • “Vegetated Strip,” Section C.3.7 • “Triangular Silt Dike,” Section C.3.8 • “Storm Drain Inlet Protection,” Section C.3.9 • “Seeding,” Section C.3.10 • “Sodding,” Section C.3.11 • “Interceptor Dikes and Swales,” Section C.3.12 • “Ditches,” Section C.3.13 • “Pipe Slope Drain,” Section C.3.14 • “Dewatering Control,” Section C.3.15 • “Control of Other Pollutants (SWPPS),” Section C.3.16 The above measures must be implemented as needed to prevent the discharge of sediment-laden water and other pollutants from the construction site. Proposed measures must be shown on the Small Site CSWPP plan required to be submitted with the Simplified Drainage Plans. Site-specific conditions during SECTION C.3 CONSTRUCTION STORMWATER POLLUTION PREVENTION (CSWPP) MEASURES 12/12/2016 2017 City of Renton Surface Water Design Manual C-110 construction may require additional measures as deemed necessary by CED. As noted in Section C.3 above, other ESC and/or SWPPS measures found in Appendix D of the SWDM may be needed or may be more appropriate for the project site as determined by CED. C.3.1 STABILIZED CONSTRUCTION ENTRANCE Purpose Construction entrances are stabilized to reduce the amount of sediment transported onto paved roads by motor vehicles or runoff by constructing a stabilized pad of quarry spalls at the entrances to construction sites. Application Construction entrances shall be stabilized wherever traffic will be leaving a construction site and traveling on paved roads or other paved areas within 1,000 feet of the site. Access and exits shall be limited to one route if possible, or two for linear projects such as roadway where more than one access/exit is necessary for maneuvering large equipment. For residential construction provide stabilized construction entrances for each residence in addition to the main subdivision entrance. Stabilized surfaces shall be of sufficient length/width to provide vehicle access/parking, based on lot size/configuration. Design and Installation Specifications 1. See schematic representation in Figure C.3.1.A. 2. A separation geotextile shall be placed under the spalls to prevent fine sediment from pumping up into the rock pad. The geotextile shall meet the following standards: Grab Tensile Strength (ASTM D4632) 200 lbs min. Grab Tensile Elongation (ASTM D4632) 30% max.(woven) Puncture Strength (ASTM D6241) 495 lbs min. AOS (ASTM D4751) 20–45 (U.S. standard sieve size) 3. Do not use crushed concrete, cement, or calcium chloride for construction entrance stabilization because these products raise pH levels in stormwater and concrete discharge to surface waters of the State is prohibited. 4. Hog fuel (wood based mulch) may be substituted for or combined with quarry spalls in areas that will not be used for permanent roads. The effectiveness of hog fuel is highly variable, but it has been used successfully on many construction sites. It generally requires more maintenance than quarry spalls. Hog fuel is not recommended for entrance stabilization in urban areas. The inspector may at any time require the use of quarry spalls if the hog fuel is not preventing sediment from being tracked onto pavement or if the hog fuel is being carried onto pavement. Hog fuel is prohibited in permanent roadbeds because organics in the subgrade soils cause difficulties with compaction. 5. Fencing shall be installed as necessary to restrict traffic to the construction entrance. 6. Whenever possible, the entrance shall be constructed on a firm, compacted subgrade. This can substantially increase the effectiveness of the pad and reduce the need for maintenance. Maintenance 1. Quarry spalls (or hog fuel) shall be added if the pad is no longer in accordance with the specifications. 2. If the entrance is not preventing sediment from being tracked onto pavement, then alternative measures to keep the streets free of sediment shall be used. This may include street sweeping, an C.3.1 STABILIZED CONSTRUCTION ENTRANCE 2017 City of Renton Surface Water Design Manual 12/12/2016 C-111 increase in the dimensions of the entrance, or the installation of a wheel wash. If washing is used, it shall be done on an area covered with crushed rock, and wash water shall drain to a sediment trap or pond. 3. Any sediment that is tracked onto pavement shall be removed immediately by sweeping. The sediment collected by sweeping shall be removed or stabilized onsite. The pavement shall not be cleaned by washing down the street, except when sweeping is ineffective and there is a threat to public safety. If it is necessary to wash the streets, a small sump must be constructed. The sediment would then be washed into the sump where it can be controlled. Wash water must be pumped back onto the site and cannot discharge to systems tributary to surface waters. 4. Any quarry spalls that are loosened from the pad and end up on the roadway shall be removed immediately. 5. If vehicles are entering or exiting the site at points other than the construction entrance(s), fencing shall be installed to control traffic. SECTION C.3 CONSTRUCTION STORMWATER POLLUTION PREVENTION (CSWPP) MEASURES 12/12/2016 2017 City of Renton Surface Water Design Manual C-112 FIGURE C.3.1.A SCHEMATIC REPRESENTATION OF A STABILIZED CONSTRUCTION ENTRANCE C.3.2 MULCHING Purpose The purpose of mulching soils is to provide immediate temporary protection from erosion. Mulch also enhances plant establishment by conserving moisture, holding fertilizer, seed, and topsoil in place, and moderating soil temperatures. There is an enormous variety of mulches that may be used. Only the most common types are discussed in this section. Conditions of Use As a temporary cover measure, mulch should be used: 1. On disturbed areas that require cover measures for less than 30 days 2. As a cover for seed during the wet season and during the hot summer months 3. During the wet season on slopes steeper than 3H:1V with more than 10 feet of vertical relief. Design and Installation Specifications For mulch materials, application rates, and specifications, see Table C.3.2.A. Note: Thicknesses may be increased for disturbed areas in or near critical areas or other areas highly susceptible to erosion. •PER KING COUNTY ROAD DESIGN AND CONSTRUCTION STANDARDS (KCRDCS), DRIVEWAYS SHALL BE PAVED TO EDGE OF R-O-W PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. •IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE PAD. 12" MIN. THICKNESS PROVIDE FULL WIDTH OF INGRESS/EGRESS AREA IF A ROADSIDE DITCH IS PRESENT, INSTALL DRIVEWAY CULVERT PER KCRDCS GEOTEXTILE 4"- 8" QUARRY SPALLS R=25' MIN. 100' M I N . EXISTI N G R O A D 15' MI N. NOTES: C.3.2 MULCHING 2017 City of Renton Surface Water Design Manual 12/12/2016 C-113 Maintenance Standards 1. The thickness of the mulch cover must be maintained. 2. Any areas that experience erosion shall be re-mulched and/or protected with a net or blanket. If the erosion problem is drainage related, then the drainage problem shall be assessed and alternate drainage such as interceptor swales may be needed to fix the problem and the eroded area re-mulched. TABLE C.3.2.A MULCH STANDARDS AND GUIDELINES Mulch Material Quality Standards Application Rates Remarks Straw Air-dried; free from undesirable seed and coarse material 2″–3″ thick; 2–3 bales per 1000 sf or 2–3 tons per acre Cost-effective protection when applied with adequate thickness. Hand-application generally requires greater thickness than blown straw. Straw should be crimped to avoid wind blow. The thickness of straw may be reduced by half when used in conjunction with seeding. Wood Fiber Cellulose No growth inhibiting factors Approx. 25–30 lbs per 1,000 sf or 1,000–1,500 lbs per acre Shall be applied with hydromulcher. Shall not be used without seed and tackifier unless the application rate is at least doubled. Some wood fiber with very long fibers can be effective at lower application rates and without seed or tackifier. Compost No visible water or dust during handling. Must be purchased from supplier with Solid Waste Handling Permit. 2″ thick min.; approx. 100 tons per acre (approx. 800 lbs per cubic yard) More effective control can be obtained by increasing thickness to 3″. Excellent mulch for protecting final grades until landscaping because it can be directly seeded or tilled into soil as an amendment. Sources for compost are available from the King County Commission for Marketing Recyclable Materials at 206-296-4439. Hydraulic Matrices (Bonded Fiber Matrix [BFM]) This mulch category includes hydraulic slurries composed of wood fiber, paper fiber or a combination of the two held together by a binding system. The BFM shall be a mixture of long wood fibers and various bonding agents. Apply at rates from 3,000 lbs per acre to 4,000 lbs per acre and based on manufacturers recommendations The BFM shall not be applied immediately before, during or immediately after rainfall so that the matrix will have an opportunity to dry for 24 hours after installation. Application rates beyond 2,500 pounds may interfere with germination and are not usually recommended for turf establishment. BFM is generally a matrix where all fiber and binders are in one bag, rather than having to mix components from various manufacturers to create a matrix. BFMs can be installed via helicopter in remote areas. They are approximately $1,000 per acre cheaper to install. Chipped Site Vegetation Average size shall be several inches. 2″ minimum thickness This is a cost-effective way to dispose of debris from clearing and grubbing, and it eliminates the problems associated with burning. Generally, it should not be used on slopes above approx. 10% because of its tendency to be transported by runoff. It is not recommended within 200 feet of surface waters. If seeding is expected shortly after mulch, the decomposition of the chipped vegetation may tie up nutrients important to grass establishment. SECTION C.3 CONSTRUCTION STORMWATER POLLUTION PREVENTION (CSWPP) MEASURES 12/12/2016 2017 City of Renton Surface Water Design Manual C-114 C.3.3 NETS AND BLANKETS Purpose Erosion control nets and blankets are intended to prevent erosion and hold seed and mulch in place on steep slopes and in channels so that vegetation can become well established. In addition, some nets and blankets can be used to permanently reinforce turf to protect drainage ways during high flows. Nets are strands of material woven into an open, but high-tensile strength net (for example, jute matting). Blankets are strands of material that are not tightly woven, but instead form a layer of interlocking fibers, typically held together by a biodegradable or photodegradable netting (for example, excelsior or straw blankets). They generally have lower tensile strength than nets, but cover the ground more completely. Coir (coconut fiber) fabric comes as both nets and blankets. Conditions of Use Erosion control nets and blankets should be used: 1. For permanent stabilization of slopes 2H:1V or greater and with more than 10 feet of vertical relief. 2. In conjunction with seed for final stabilization of a slope, not for temporary cover. However, they may be used for temporary applications as long as the product is not damaged by repeated handling. In fact, this method of slope protection is superior to plastic sheeting, which generates high-velocity runoff. 3. For drainage ditches and swales (highly recommended). The application of appropriate netting or blanket to drainage ditches and swales can protect bare soil from channelized runoff while vegetation is established. Nets and blankets also can capture a great deal of sediment due to their open, porous structure. Synthetic nets and blankets may be used to permanently stabilize channels and may provide a cost-effective, environmentally preferable alternative to riprap. Design and Installation Specifications 1. See Figure C.3.3.A and Figure C.3.3.B for typical orientation and installation of nettings and blankets. Note: Installation is critical to the effectiveness of these products. If good ground contact is not achieved, runoff can concentrate under the product, resulting in significant erosion. 2. With the variety of products available, it is impossible to cover all the details of appropriate use and installation. Therefore, it is critical that the design engineer thoroughly consults the manufacturer’s information and that a site visit takes place in order to ensure that the product specified is appropriate. 3. Jute matting must be used in conjunction with mulch. Excelsior, woven straw blankets, and coir (coconut fiber) blankets may be installed without mulch. There are many other types of erosion control nets and blankets on the market that may be appropriate in certain circumstances. Other types of products will have to be evaluated individually. In general, most nets (e.g., jute matting) require mulch in order to prevent erosion because they have a fairly open structure. Blankets typically do not require mulch because they usually provide complete protection of the surface. 4. Purely synthetic blankets are allowed but shall only be used for long-term stabilization of waterways. The organic blankets authorized above are better for slope protection and short-term waterway protection because they retain moisture and provide organic matter to the soil, substantially improving the speed and success of re-vegetation. Maintenance Standards 1. Good contact with the ground must be maintained, and there must not be erosion beneath the net or blanket. C.3.3 NETS AND BLANKETS 2017 City of Renton Surface Water Design Manual 12/12/2016 C-115 2. Any areas of the net or blanket that are damaged or not in close contact with the ground shall be repaired and stapled. 3. If erosion occurs due to poorly controlled drainage, the problem shall be fixed and the eroded area protected. FIGURE C.3.3.A WATERWAY INSTALLATION FIGURE C.3.3.B SLOPE INSTALLATION •DO NOT STRETCH BLANKETS/MATTINGS TIGHT - ALLOW THE ROLLS TO MOLD TO ANY IRREGULARITIES. •SLOPE SURFACE SHALL BE SMOOTH BEFORE PLACEMENT FOR PROPER SOIL CONTACT. •ANCHOR, STAPLE, AND INSTALL CHECK SLOTS AS PER MANUFACTURER'S RECOMMENDATIONS. •AVOID JOINING MATERIAL IN THE CENTER OF THE DITCH. •LIME, FERTILIZE AND SEED BEFORE INSTALLATION. MIN.4" OVERLAP' MIN.6" OVERLAP SLOPE SURFACE SHALL BE SMOOTH BEFORE PLACEMENT FOR PROPER SOIL CONTACT STAPLING PATTERN AS PER MANUFACTURER'S RECOMMENDATION MIN. 2" OVERLAP LIME, FERTILIZE AND SEED BEFORE INSTALLATION. PLANTING OF SHRUBS, TREES, ETC. SHOULD OCCUR AFTER INSTALLATION DO NOT STRETCH BLANKETS/MATTINGS TIGHT - ALLOW THE ROLLS TO MOLD TO ANY IRREGULARITIES FOR SLOPES LESS THAN 3H:1V, ROLLS MAY BE PLACED IN HORIZONTAL STRIPS BRING MATERIAL DOWN TO A LEVEL AREA, TURN THE END UNDER 4" AND STAPLE AT 12" INTERVALS ANCHOR IN 6"x6" MIN. TRENCH AND STAPLE AT 12" INTERVALS STAPLE OVERLAPS MAX. 5' SPACING IF THERE IS A BERM AT THE TOP OF SLOPE, ANCHOR UPSLOPE OF THE BERM MIN. 6" OVERLAP SECTION C.3 CONSTRUCTION STORMWATER POLLUTION PREVENTION (CSWPP) MEASURES 12/12/2016 2017 City of Renton Surface Water Design Manual C-116 C.3.4 PLASTIC COVERING Purpose Plastic covering provides immediate, short-term erosion protection to slopes and disturbed areas. Conditions of Use 1. Plastic covering may be used on disturbed areas that require cover measures for less than 30 days. 2. Plastic is particularly useful for protecting cut and fill slopes and stockpiles. Note: The relatively rapid breakdown of most polyethylene sheeting makes it unsuitable for long-term applications. 3. Clear plastic sheeting may be used over newly-seeded areas to create a greenhouse effect and encourage grass growth. Clear plastic should not be used for this purpose during the summer months because the resulting high temperatures can kill the grass. 4. Due to rapid runoff caused by plastic sheeting, this method shall not be used upslope of areas that might be adversely impacted by concentrated runoff. Such areas include steep and/or unstable slopes. Note: There have been many problems with plastic, usually attributable to poor installation and maintenance. However, the material itself can cause problems, even when correctly installed and maintained, because it generates high-velocity runoff and breaks down quickly due to ultraviolet radiation. In addition, if the plastic is not completely removed, it can clog drainage system inlets and outlets. It is highly recommended that alternatives to plastic sheeting be used whenever possible and that its use be limited. Design and Installation Specifications 1. See Figure C.3.4.A for details. 2. Plastic sheeting shall have a minimum thickness of 0.06 millimeters. 3. If erosion at the toe of a slope is likely, a gravel berm, riprap, or other suitable protection shall be installed at the toe of the slope in order to reduce the velocity of runoff. FIGURE C.3.4.A PLASTIC COVERING TIRES, SANDBAGS, OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC SEAMS BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12" AND BE WEIGHTED OR TAPED TOE IN SHEETING IN MINIMUM 4"X4" TRENCH PROVIDE ENERGY DISSIPATION AT TOE WHEN NEEDED 10' MAX. 10' MAX. C.3.6 SILT FENCE 2017 City of Renton Surface Water Design Manual 12/12/2016 C-117 Maintenance Standards for Plastic Covering 1. Torn sheets must be replaced and open seams repaired. 2. If the plastic begins to deteriorate due to ultraviolet radiation, it must be completely removed and replaced. 3. When the plastic is no longer needed, it shall be completely removed. C.3.5 MARK CLEARING LIMITS/MINIMIZE CLEARING Purpose Minimizing clearing is the most effective method of erosion control. Undisturbed vegetation intercepts and slows rainwater. Plant roots hold soil in place, and dead vegetation on the ground acts as a mulch. Marking clearing limits around existing or proposed on-site BMP areas helps protect their infiltrative soil characteristics from construction activity. Applications Clearing limits shall be marked and clearing minimized on any site where significant areas of undisturbed vegetation will be retained or where existing or proposed BMP/facility areas require protection from construction activities. Design Specifications 1. Minimizing clearing should be incorporated into the site design. Clearing limits must be marked on the Small Site CSWPP plan. 2. On the ground, clearing limits must be clearly marked with brightly colored tape or plastic or metal safety fencing. If tape is used, it should be supported by vegetation or stakes, and should be about 3 to 6 feet high and highly visible. BMP/facility areas to be protected should be marked with brightly colored silt fence to add sedimentation protection. Equipment operators should be informed of areas of vegetation that are to be left undisturbed and BMP/facility areas that are to be protected. 3. The duff layer, native top soil, and natural vegetation shall be retained in an undisturbed state to the maximum extent practicable. If it is not practicable to retain the duff layer in place, it should be stockpiled on-site, covered to prevent erosion, and replaced immediately upon completion of the ground disturbing activities. Maintenance Fencing shall be inspected regularly and repaired or replaced as needed. C.3.6 SILT FENCE Purpose Use of a silt fence reduces the transport of coarse sediment from a construction site by providing a temporary physical barrier to sediment and reducing the runoff velocities of overland flow. Conditions of Use 1. Silt fence may be used downslope of all disturbed areas. 2. Silt fence is not intended to treat concentrated flows, nor is it intended to treat substantial amounts of overland flow. Any concentrated flows must be conveyed through the drainage system to a sediment trap or pond. SECTION C.3 CONSTRUCTION STORMWATER POLLUTION PREVENTION (CSWPP) MEASURES 12/12/2016 2017 City of Renton Surface Water Design Manual C-118 Design and Installation Specifications 1. See Figure C.3.6.A and Figure C.3.6.B for details. 2. The geotextile used must meet the standards listed below. A copy of the manufacturer’s fabric specifications must be available onsite. AOS (ASTM D4751) 30–100 sieve size (0.60–0.15 mm) for slit film 50–100 sieve size (0.30–0.15 mm) for other fabrics Water Permittivity (ASTM D4491) 0.02 sec-1 minimum Grab Tensile Strength (ASTM D4632) (see Specification Note 3) 180 lbs. min. for extra strength fabric 100 lbs. min. for standard strength fabric Grab Tensile Elongation (ASTM D4632) 30% max. (woven) Ultraviolet Resistance (ASTM D4355) 70% min. 3. Standard strength fabric requires wire backing to increase the strength of the fence. Wire backing or closer post spacing may be required for extra strength fabric if field performance warrants a stronger fence. 4. Where the fence is installed, the slope shall be no steeper than 2H:1V. 5. If a typical silt fence (per Figure C.3.6.A) is used, the standard 4 x 4 trench may not be reduced as long as the bottom 8 inches of the silt fence is well buried and secured in a trench that stabilizes the fence and does not allow water to bypass or undermine the silt fence. Maintenance Standards 1. Any damage shall be repaired immediately. 2. If concentrated flows are evident uphill of the fence, they must be intercepted and conveyed to a sediment trap or pond. 3. It is important to check the uphill side of the fence for signs of the fence clogging and acting as a barrier to flow and then causing channelization of flows parallel to the fence. If this occurs, replace the fence or remove the trapped sediment. 4. Sediment must be removed when the sediment is 6 inches high. 5. If the filter fabric (geotextile) has deteriorated due to ultraviolet breakdown, it shall be replaced. C.3.6 SILT FENCE 2017 City of Renton Surface Water Design Manual 12/12/2016 C-119 FIGURE C.3.6.A SILT FENCE FIGURE C.3.6.B SILT FENCE INSTALLATION AND MAINTENANCE 2"X2" BY 14 Ga. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED NOTE: FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOURS WHENEVER POSSIBLE JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS OR EQUIVALENT TO ATTACH FABRIC TO POSTS. FILTER FABRIC BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" TO 1-1/2" WASHED GRAVEL MINIMUM 4"x4" TRENCH 2"x4" WOOD POSTS, STEEL FENCE POSTS, REBAR, OR EQUIVALENT POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED 6' MAX.2' MIN.12" MIN. C.3.9 STORM DRAIN INLET PROTECTION 2017 City of Renton Surface Water Design Manual 12/12/2016 C-121 Design and Installation Specifications 1. TSDs must be made of urethane foam sewn into a woven geosynthetic fabric. 2. TSDs are triangular, 10 inches to 14 inches high in the center, with a 20-inch to 28-inch base. A 2-foot apron extends beyond both sides of the triangle along its standard section of 7 feet. A sleeve at one end allows attachment of additional sections as needed 3. Install TSDs with ends curved up to prevent water from flowing around the ends 4. Attach the TSDs and their fabric flaps to the ground with wire staples. Wire staples must be No. 11 gauge wire or stronger and shall be 200 mm to 300 mm in length. 5. When multiple units are installed, the sleeve of fabric at the end of the unit shall overlap the abutting unit and be stapled. 6. TSDs must be located and installed as soon as construction will allow. 7. TSDs must be placed perpendicular to the flow of water. 8. When used as check dams, the leading edge must be secured with rocks, sandbags, or a small key slot and staples. 9. When used in grass-lined ditches and swales, the TSD check dams and accumulated sediment shall be removed when the grass has matured sufficiently to protect the ditch or swale unless the slope of the swale is greater than 4 percent. The area beneath the TSD check dams shall be seeded and mulched immediately after dam removal. Maintenance Standards 1. Triangular silt dikes shall be monitored for performance and sediment accumulation during and after each runoff producing rainfall event. Sediment shall be removed when it reaches one half the height of the silt dike. 2. Anticipate submergence and deposition above the triangular silt dike and erosion from high flows around the edges of the dike/dam. Immediately repair any damage or any undercutting of the dike/dam. C.3.9 STORM DRAIN INLET PROTECTION Purpose Storm drain inlets are protected to prevent coarse sediment from entering storm drainage systems. Temporary devices around storm drains assist in improving the quality of water discharged to inlets or catch basins by ponding sediment-laden water. These devices are effective only for relatively small drainage areas. Conditions of Use 1. Protection shall be provided for all storm drain inlets downslope and within 500 feet of a disturbed or construction area, unless the runoff that enters the catch basin will be conveyed to a sediment pond or trap. 2. Inlet protection may be used anywhere at the applicant’s discretion to protect the drainage system. This will, however, require more maintenance, and it is highly likely that the drainage system will still require some cleaning. 3. The contributing drainage area must not be larger than one acre. SECTION C.3 CONSTRUCTION STORMWATER POLLUTION PREVENTION (CSWPP) MEASURES 12/12/2016 2017 City of Renton Surface Water Design Manual C-122 Design and Installation Specifications 1. There are many options for protecting storm drain inlets. Two commonly used options are filter fabric protection and catch basin inserts. Filter fabric protection (see Figure C.3.9.A) is filter fabric (geotextile) placed over the grate. This method is generally very ineffective and requires intense maintenance efforts. Catch basin inserts (see Figure C.3.9.B) are manufactured devices that nest inside a catch basin. This method also requires a high frequency of maintenance to be effective. Both options provide adequate protection, but filter fabric is likely to result in ponding of water above the catch basin, while the insert will not. Thus, filter fabric is only allowed where ponding will not be a traffic concern and where slope erosion will not result if the curb is overtopped by ponded water. Trapping sediment in the catch basins is unlikely to improve the water quality of runoff if it is treated in a pond or trap because the coarse particles that are trapped at the catch basin settle out very quickly in the pond or trap. Catch basin protection normally only improves water quality where there is no treatment facility downstream. In these circumstances, catch basin protection is an important last line of defense. It is not, however, a substitute for preventing erosion. The placement of filter fabric under grates is generally prohibited and the use of filter fabric over grates is strictly limited and discouraged. 2. It is sometimes possible to construct a small sump around the catch basin before final surfacing of the road. This is allowed because it can be a very effective method of sediment control. 3. Block and gravel filters, gravel and wire mesh filter barriers, and bag barriers filled with various filtering media placed around catch basins can be effective when the drainage area is 1 acre or less and flows do not exceed 0.5 cfs. It is necessary to allow for overtopping to prevent flooding. Many manufacturers have various inlet protection filters that are very effective in keeping sediment-laden water from entering the storm drainage system. The following are examples of a few common methods. a) Block and gravel filters (Figure C.3.9.C) are a barrier formed around an inlet with standard concrete block and gravel, installed as follows: • Height is 1 to 2 feet above the inlet. • Recess the first row of blocks 2 inches into the ground for stability. • Support subsequent rows by placing a 2 x 4 through the concrete block opening. • Do not use mortar. • Lay some blocks in the bottom row on their side for dewatering the pooled water. • Place cloth or mesh with ½ inch openings over all block openings. • Place gravel below the top of blocks on slopes of 2:1 or flatter. • An alternate design is a gravel donut. b) Gravel and wire mesh filters consist of a gravel barrier placed over the top of an inlet. This structure generally does not provide overflow. Install as follows: • Cloth or comparable wire mesh with ½ inch openings is placed over inlet. • Coarse aggregate covers the cloth or mesh. • Height/depth of gravel should be 1 foot or more, 18 inches wider than inlet on all sides. c) Curb inlet protection with a wooden weir is a barrier formed around an inlet with a wooden frame and gravel, installed as follows: • Construct a frame and attach wire mesh (½ inch openings) and filter fabric to the frame. • Pile coarse washed aggregate against the wire/fabric. • Place weight on frame anchors. C.3.9 STORM DRAIN INLET PROTECTION 2017 City of Renton Surface Water Design Manual 12/12/2016 C-123 d) Curb and gutter sediment barriers (Figure C.3.9.D) consist of sandbags or rock berms (riprap and aggregate) 3 feet high and 3 feet wide in a horseshoe shape, installed as follows: • Bags of either burlap or woven geotextile fabric, filled with a variety of media such as gravel, wood chips, compost or sand stacked tightly allows water to pond and allows sediment to separate from runoff. • Leave a “one bag gap” in the top row of the barrier to provide a spillway for overflow. • Construct a horseshoe shaped berm, faced with coarse aggregate if using riprap, 3 x 3 and at least 2 feet from the inlet. • Construct a horseshoe shaped sedimentation trap on the outside of the berm to sediment trap standards for protecting a culvert inlet. 4. Excavated drop inlet sediment traps are appropriate where relatively heavy flows are expected and overflow capability is needed. If emergency overflow is provided, additional end-of-pipe treatment may be required. Excavated drop inlets consist of an excavated impoundment area around a storm drain. Sediment settles out of the stormwater prior to enter the drain. Install according to the following specifications: a) The impoundment area should have a depth of 1 to 2 feet measured from the crest of the inlet structure. b) Side slopes of the excavated area must be no steeper than 2:1. c) Minimum volume of the excavated area should be 35 cubic yards. d) Install provisions for draining the area to prevent standing water problems. e) Keep the area clear of debris. f) Weep holes may be drilled into the side of the inlet. g) Protect weep holes with wire mesh and washed aggregate. h) Weep holes must be sealed when removing and stabilizing excavated area. i) A temporary dike may be necessary on the down slope side of the structure to prevent bypass flow. Maintenance Standards 1. Any accumulated sediment on or around inlet protection shall be removed immediately. Sediment shall not be removed with water, and all sediment must be disposed of as fill on site or hauled off site. 2. Any sediment in the catch basin insert shall be removed when the sediment has filled one-third of the available storage. The filter media for the insert shall be cleaned or replaced at least monthly. 3. Regular maintenance is critical for all forms of catch basin/inlet protection. Unlike many forms of protection that fail gradually, catch basin protection will fail suddenly and completely if not maintained properly. SECTION C.3 CONSTRUCTION STORMWATER POLLUTION PREVENTION (CSWPP) MEASURES 12/12/2016 2017 City of Renton Surface Water Design Manual C-124 FIGURE C.3.9.A FILTER FABRIC PROTECTION FIGURE C.3.9.B CATCH BASIN INSERT CATCH BASIN NOTE: ONLY TO BE USED WHERE PONDING OF WATER ABOVE THE CATCH BASIN WILL NOT CAUSE TRAFFIC PROBLEMS AND WHERE OVERFLOW WILL NOT RESULT IN EROSION OF SLOPES. GRATESTANDARD STRENGTH FILTER FABRIC NOTE: THIS DETAIL IS ONLY SCHEMATIC. ANY INSERT IS ALLOWED THAT HAS: •A MIN. 0.5 C.F. OF STORAGE, •THE MEANS TO DEWATER THE STORED SEDIMENT, •AN OVERFLOW, AND •CAN BE EASILY MAINTAINED. OVERFLOW GRATECATCH BASIN POROUS BOTTOM SOLID WALLS FILTER MEDIA FOR DEWATERING C.3.9 STORM DRAIN INLET PROTECTION 2017 City of Renton Surface Water Design Manual 12/12/2016 C-125 FIGURE C.3.9.C BLOCK AND GRAVEL CURB INLET PROTECTION 1.USE BLOCK AND GRAVEL TYPE SEDIMENT BARRIER WHEN CURB INLET IS LOCATED IN GENTLY SLOPING SEGMENT, WHERE WATER CAN POND AND ALLOW SEDIMENT TO SEPARATE FROM RUNOFF. 2.BARRIER SHALL ALLOW FOR OVERFLOW FROM SEVERE STORM EVENT. 3.INSPECT BARRIERS AND REMOVE SEDIMENT AFTER EACH STORM EVENT. SEDIMENT AND GRAVEL MUST BE REMOVED FROM THE TRAVELED WAY IMMEDIATELY. 2x4 WOOD STUD OVERFLOW WATER A A PLAN VIEW NTS SECTION A-A NTS BLOCK AND GRAVEL CURB INLET PROTECTION NTS CATCH BASIN COVER CURB INLET CONCRETE BLOCKS CATCH BASIN COVER CURB INLET CATCH BASIN BACK OF SIDEWALK CURB FACE 3/4" DRAIN GRAVEL (20 mm) WIRE SCREEN OR FILTER FABRIC POND HEIGHT WIRE SCREEN OR FILTER FABRIC 2x4 WOOD STUD (100x50 TIMBER STUD) 3/4" DRAIN GRAVEL (20 mm) NOTES: SECTION C.3 CONSTRUCTION STORMWATER POLLUTION PREVENTION (CSWPP) MEASURES 12/12/2016 2017 City of Renton Surface Water Design Manual C-126 FIGURE C.3.9.D CURB AND GUTTER BARRIER PROTECTION RUNOFF RUNOFF SPILLWAY 1.PLACE CURB-TYPE SEDIMENT BARRIERS ON GENTLY SLOPING STREET SEGMENTS, WHERE WATER CAN POND AND ALLOW SEDIMENT TO SEPARATE FROM RUNOFF. 2.SANDBAGS OF EITHER BURLAP OR WOVEN GEOTEXTILE FABRIC ARE FILLED WITH GRAVEL, LAYERED AND PACKED TIGHTLY. 3.LEAVE A ONE-SANDBAG GAP IN THE TOP ROW TO PROVIDE A SPILLWAY FOR OVERFLOW. 4.INSPECT BARRIERS AND REMOVE SEDIMENT AFTER EACH STORM EVENT. SEDIMENT AND GRAVEL MUST BE REMOVED FROM THE TRAVELED WAY IMMEDIATELY. GRAVEL FILLED SANDBAGS STACKED TIGHTLY DRAIN GRATE GUTTER CURB FACE CURB INLET SANDBAGS TO OVERLAP ONTO CURB BACK OF SIDEWALK PLAN VIEW NTS CURB AND GUTTER BARRIER NTS NOTES: C.3.10 SEEDING 2017 City of Renton Surface Water Design Manual 12/12/2016 C-127 C.3.10 SEEDING Purpose Seeding is intended to reduce erosion by stabilizing exposed soils. A well-established vegetative cover is one of the most effective methods of reducing erosion. Conditions of Use 1. Seeding shall be used throughout the project on disturbed areas that have reached final grade or that will remain unworked for more than 30 days. 2. At the City’s discretion, seeding without mulch during the dry season is allowed even though it will take more than seven days to develop an effective cover. Mulch is, however, recommended at all times because it protects seeds from heat, moisture loss, and transport due to runoff. 3. Prior to the beginning of the wet season, all disturbed areas shall be reviewed to identify which ones can be seeded in preparation for the winter rains. Disturbed areas shall be seeded within one week of the beginning of the wet season. A sketch map of those areas to be seeded and those areas to remain uncovered shall be submitted to the CED inspector. The CED inspector may require seeding of additional areas in order to protect surface waters, adjacent properties, or drainage facilities. 4. At final site stabilization, all disturbed areas not otherwise vegetated or stabilized shall be seeded and mulched. Design and Installation Specifications 1. The best time to seed is fall (late September to October) or in spring (mid-March to June). Irrigation is required during the first summer following installation if seeding occurs in spring or summer or during prolonged dry times of year. Areas may also be seeded during the winter months, but it may take additional spring seeding applications to develop a dense groundcover due to cold temperatures. The application and maintenance of mulch is critical for winter seeding. 2. To prevent seed from being washed away, confirm that all required surface water control measures have been installed. 3. The seedbed should not be compacted because soils that are well compacted will not vegetate as quickly or thoroughly. 4. In general, 10-20-20 N-P-K (nitrogen-phosphorus-potassium) fertilizer may be used at a rate of 90 pounds per acre. Slow-release fertilizers are preferred because they are more efficient and have fewer environmental impacts. It is recommended that areas being seeded for final landscaping conduct soil tests to determine the exact type and quantity of fertilizer needed. This will prevent the over- application of fertilizer. Disturbed areas within 200 feet of water bodies and wetlands must use slow- release low-phosphorus fertilizer (typical proportions 3-1-2 N-P-K). 5. The following requirements apply to mulching: a) Mulch is always required for seeding slopes greater than 3H:1V (see Section D.4.2.1). b) If seeding during the wet season, mulch is required. c) The use of mulch may be required during the dry season at the City’s discretion if grass growth is expected to be slow, the soils are highly erodible due to soil type or gradient, there is a water body close to the disturbed area, or significant precipitation is anticipated before the grass will provide effective cover. d) Mulch may be applied on top of the seed or simultaneously by hydroseeding. SECTION C.3 CONSTRUCTION STORMWATER POLLUTION PREVENTION (CSWPP) MEASURES 12/12/2016 2017 City of Renton Surface Water Design Manual C-128 6. Hydroseeding is allowed as long as tackifier is included. Hydroseeding with wood fiber mulch is adequate during the dry season. During the wet season, the application rate shall be doubled because the mulch and tackifier used in hydroseeding break down fairly rapidly. 7. Areas to be permanently landscaped shall use soil amendments. Good quality topsoil shall be tilled into the top six inches to reduce the need for fertilizer and improve the overall soil quality. Most native soils will require the addition of four inches of well-rotted compost to be tilled into the soil to provide a good quality topsoil. Compost used should meet specifications in Reference Section 11-C. 8. The seed mixes listed below in Table C.3.10.A and Table C.3.10.B include recommended mixes for both temporary and permanent seeding. These mixes, with the exception of the wetland mix, shall be applied at a rate of 80 to 100 seeds per square foot. Wet sites should apply 120 to 150 seeds per square foot. Local suppliers should be consulted for information on current Pure Live Seed (PLS) rates and species specific seeds per pound in order to determine seed mix PLS pounds of seed per acre. The appropriate mix depends on a variety of factors, including exposure, soil type, slope, and expected foot traffic. Alternative seed mixes approved by the City may be used. TABLE C.3.10.A EROSION CONTROL SEED MIX Common Name/Latin Name % Species Composition Desired Seeds per Square Foot PLS pounds/Acre Spike bentgrass Agrostis exarata 6 9 0.1 California brome/Bromus carinatus 15 23 9.8 Tufted hairgrass/Deschampsia cespitosa 15 23 0.4 Blue wildrye/Elymus glaucus 18 27 10.7 California oatgrass/Danthonia californica 18 27 5.6 Native red fescue/Festuca rubra var. rubra 18 27 2.4 Meadow barley/Hordeum brachyantherum 10 15 7.7 TABLE C.3.10.B LANDSCAPING SEED MIX Common Name/Latin Name % Species Composition Desired Seeds per Square Foot PLS pounds/Acre Sideoats grama/Bouteloua curtipendula 20 30 6.8 California oatgrass/Danthonia californica 20 30 6.2 Native red fescue/Festuca rubra var. rubra 30 45 3.9 Prairie junegrass/Koeleria macrantha 30 45 0.8 Maintenance Standards for Seeding 1. Any seeded areas that fail to establish at least 80 percent cover within one month shall be reseeded. If reseeding is ineffective, an alternate method, such as sodding or nets/blankets, shall be used. If winter weather prevents adequate seed establishment and growth, this time limit may be relaxed at the discretion of the City when critical areas would otherwise be protected. 2. After adequate cover is achieved, any areas that experience erosion shall be re-seeded and protected by mulch. If the erosion problem is drainage related, the problem shall be fixed and the eroded area re- seeded and protected by mulch. 3. Seeded areas shall be supplied with adequate moisture, but not watered to the extent that it causes runoff. C.3.15 DEWATERING CONTROL 2017 City of Renton Surface Water Design Manual 12/12/2016 C-135 FIGURE C.3.14.A PIPE SLOPE DRAIN C.3.15 DEWATERING CONTROL Purpose To prevent the untreated discharge of sediment-laden water from dewatering of utility trenches, excavated areas, foundations, etc. Conditions of Use Dewatering control measures shall be used whenever there is a potential for runoff from dewatering of utility trenches, excavations, foundations, etc. Design Specifications 1. Foundation, vault, excavation, and trench dewatering water that has similar characteristics to stormwater runoff at the site shall be discharged into a controlled conveyance system prior to discharge to a sediment trap or sediment pond. Foundation and trench dewatering water that has similar characteristics to stormwater runoff at the site, must be disposed of through one of the following options depending on site constraints: a) Infiltration, b) Transport offsite in a vehicle, such as a vacuum flush truck, for legal disposal in a manner that does not pollute surface waters, c) Discharge to the sanitary sewer discharge with approval from King County and the City of Renton if there is no other option, or d) Use of a sedimentation bag with outfall to a ditch or swale for small volumes of localized dewatering. 2. Clean, non-turbid dewatering water, such as well-point ground water, may be discharged via stable conveyance to systems tributary to surface waters, provided the dewatering flow does not cause erosion or flooding of receiving waters. 3. Highly turbid or contaminated dewatering water shall be handled separately from stormwater. INLET AND ALL SECTIONS MUST BE SECURELY FASTENED TOGETHER WITH GASKETED WATERTIGHT FITTINGS DIKE MATERIAL COMPACTED 90% MODIFIED PROCTOR CPE PIPE (LINED OR UNLINED) OR EQUIVALENT INTERCEPTOR DIKE INTERCEPTOR DIKE PROVIDE RIPRAP PAD OR EQUIVALENT ENERGY DISSIPATION DISCHARGE TO A STABILIZED WATERCOURSE, SEDIMENT RETENTION FACILITY OR STABILIZED OUTLET STANDARD FLARED END SECTION 12" MIN. SECTION C.3 CONSTRUCTION STORMWATER POLLUTION PREVENTION (CSWPP) MEASURES 12/12/2016 2017 City of Renton Surface Water Design Manual C-136 C.3.16 CONTROL OF OTHER POLLUTANTS (SWPPS) Purpose To prevent the discharge of pollutants resulting from construction activities. SWPPS measures are not modified for Simplified sites; however, the scope and complexity may be lessened in accordance with the scope of the Simplified site project. Construction activity shall not allow pollutant discharge to surface waters or water resources. The measures listed below provide summary guidance on typical issues and associated BMPs. See Section D.2.2 in Appendix D for additional SWPPS information. The Small Site CSWPP plan is not complete if this section is not included in the planning and implementation of CSWPP for the Simplified Site project. Application Pollution control measures shall be used whenever there is a potential for the discharge to ground or surface water of any pollutants used on the site. Pollution Control Measures The following pollution control measures shall be implemented as applicable using activity-specific BMPs detailed in SWDM Appendix D (CSWPP Standards) and the King County Stormwater Pollution Prevention Manual (SPPM): 1. All pollutants, including waste materials, that occur onsite shall be handled and disposed of in a manner that does not cause contamination of stormwater. See Section D.2.2 in the CWSPP Standards and SPPM Activity Sheets A-8, A-11, A-12, A-16, A-17, A-22, A-29, A-38, and A-41. 2. Cover, containment, and protection from vandalism shall be provided for all chemicals, liquid products, petroleum products, and non-inert wastes present on the site (see Chapter 173-304 WAC for the definition of inert waste). Onsite fueling tanks shall include secondary containment. See Section D.2.2 in the CWSPP Standards and SPPM Activity Sheets A-2, A-3, A-4, A-6, A-8, and A-9. 3. Maintenance and repair of heavy equipment and vehicles involving oil changes, hydraulic system drain down, solvent and de-greasing cleaning operations, fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff must be conducted using spill prevention measures, such as drip pans. Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. Emergency repairs may be performed onsite using temporary plastic placed beneath and, if raining, over the vehicle. See Section D.2.2 in the CWSPP Standards and SPPM Activity Sheets A-13, A-17, and A-18. 4. Application of agricultural chemicals, including fertilizers and pesticides, shall be conducted in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Manufacturers’ recommendations for application rates and procedures shall be followed. See Section D.2.2 in the CWSPP Standards and SPPM Activity Sheets A-5, A-25, and A-26. 5. Measures shall be used to prevent or treat contamination of stormwater runoff by pH modifying sources. These sources include, but are not limited to, bulk cement, cement kiln dust, fly ash, new concrete washing and curing waters, waste streams generated from concrete grinding and sawing, exposed aggregate processes, and concrete pumping and mixer washout waters. Stormwater discharges shall not cause or contribute to a violation of the water quality standard for pH in the receiving water. See Section D.2.2 in the CWSPP Standards and SPPM Activity Sheets A-19, A-20, A-29, A-43, and A-44. 6. For full compliance with RMC 4-6-030 Drainage (Surface Water) Standards, the project may need to include measures for the permanent structures and features constructed under associated permits (e.g., C.3.16 CONTROL OF OTHER POLUTANTS (SWPPS) 2017 City of Renton Surface Water Design Manual 12/12/2016 C-137 permanent canopy requirement for permanent outdoor vehicle maintenance areas constructed under a building permit). See the SPPM for Activity Sheets describing issues and measures to address them. Common issues include: • Containment area planning for storage of liquid materials in stationary or portable tanks, storage of solid waste and food wastes including cooking grease, and to avoid pollutant spills to surface waters. See SPPM Activity Sheets A-2, A-3, A-7, and A-8. • Permanent canopy and paving requirements for permanent outdoor vehicle parking, maintenance and storage areas, and manufacturing or processing associated with metal products. See SPPM BMP Information Sheets #3 and #4 and Activity Sheets A-21 and A-31. Bond Quantity Worksheets CED Permit #:######## Unit Reference #Price Unit Quantity Cost Backfill & compaction-embankment ESC-1 6.50$ CY Check dams, 4" minus rock ESC-2 SWDM 5.4.6.3 80.00$ Each Catch Basin Protection ESC-3 35.50$ Each 1 35.50 Crushed surfacing 1 1/4" minus ESC-4 WSDOT 9-03.9(3)95.00$ CY Ditching ESC-5 9.00$ CY Excavation-bulk ESC-6 2.00$ CY Fence, silt ESC-7 SWDM 5.4.3.1 1.50$ LF 230 345.00 Fence, Temporary (NGPE)ESC-8 1.50$ LF 280 420.00 Geotextile Fabric ESC-9 2.50$ SY Hay Bale Silt Trap ESC-10 0.50$ Each Hydroseeding ESC-11 SWDM 5.4.2.4 0.80$ SY Interceptor Swale / Dike ESC-12 1.00$ LF Jute Mesh ESC-13 SWDM 5.4.2.2 3.50$ SY Level Spreader ESC-14 1.75$ LF Mulch, by hand, straw, 3" deep ESC-15 SWDM 5.4.2.1 2.50$ SY 550 1,375.00 Mulch, by machine, straw, 2" deep ESC-16 SWDM 5.4.2.1 2.00$ SY Piping, temporary, CPP, 6"ESC-17 12.00$ LF Piping, temporary, CPP, 8"ESC-18 14.00$ LF Piping, temporary, CPP, 12"ESC-19 18.00$ LF Plastic covering, 6mm thick, sandbagged ESC-20 SWDM 5.4.2.3 4.00$ SY 70 280.00 Rip Rap, machine placed; slopes ESC-21 WSDOT 9-13.1(2)45.00$ CY Rock Construction Entrance, 50'x15'x1'ESC-22 SWDM 5.4.4.1 1,800.00$ Each 1 1,800.00 Rock Construction Entrance, 100'x15'x1'ESC-23 SWDM 5.4.4.1 3,200.00$ Each Sediment pond riser assembly ESC-24 SWDM 5.4.5.2 2,200.00$ Each Sediment trap, 5' high berm ESC-25 SWDM 5.4.5.1 19.00$ LF Sed. trap, 5' high, riprapped spillway berm section ESC-26 SWDM 5.4.5.1 70.00$ LF Seeding, by hand ESC-27 SWDM 5.4.2.4 1.00$ SY 1250 1,250.00 Sodding, 1" deep, level ground ESC-28 SWDM 5.4.2.5 8.00$ SY Sodding, 1" deep, sloped ground ESC-29 SWDM 5.4.2.5 10.00$ SY TESC Supervisor ESC-30 110.00$ HR 8 880.00 Water truck, dust control ESC-31 SWDM 5.4.7 140.00$ HR 8 1,120.00 Unit Reference #Price Unit Quantity Cost EROSION/SEDIMENT SUBTOTAL:7,505.50 SALES TAX @ 10%750.55 EROSION/SEDIMENT TOTAL:8,256.05 (A) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR EROSION & SEDIMENT CONTROL Description No. (A) WRITE-IN-ITEMS Page 1 of 1 Ref 8-H Bond Quantity Worksheet SECTION II.a EROSION_CONTROL Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 5/28/2021 6 CED Permit #:######## 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 6.00$ CY Backfill & Compaction- trench GI-2 9.00$ CY 190 1,710.00 310 2,790.00 Clear/Remove Brush, by hand (SY)GI-3 1.00$ SY Bollards - fixed GI-4 240.74$ Each Bollards - removable GI-5 452.34$ Each Clearing/Grubbing/Tree Removal GI-6 10,000.00$ Acre Excavation - bulk GI-7 2.00$ CY Excavation - Trench GI-8 5.00$ CY 190 950.00 310 1,550.00 Fencing, cedar, 6' high GI-9 20.00$ LF Fencing, chain link, 4'GI-10 38.31$ LF Fencing, chain link, vinyl coated, 6' high GI-11 20.00$ LF Fencing, chain link, gate, vinyl coated, 20' GI-12 1,400.00$ Each Fill & compact - common barrow GI-13 25.00$ CY Fill & compact - gravel base GI-14 27.00$ CY Fill & compact - screened topsoil GI-15 39.00$ CY Gabion, 12" deep, stone filled mesh GI-16 65.00$ SY Gabion, 18" deep, stone filled mesh GI-17 90.00$ SY Gabion, 36" deep, stone filled mesh GI-18 150.00$ SY Grading, fine, by hand GI-19 2.50$ SY Grading, fine, with grader GI-20 2.00$ SY 900 1,800.00 Monuments, 3' Long GI-21 250.00$ Each Sensitive Areas Sign GI-22 7.00$ Each 2 14.00 Sodding, 1" deep, sloped ground GI-23 8.00$ SY Surveying, line & grade GI-24 850.00$ Day 1 850.00 Surveying, lot location/lines GI-25 1,800.00$ Acre Topsoil Type A (imported)GI-26 28.50$ CY Traffic control crew ( 2 flaggers )GI-27 120.00$ HR 16 1,920.00 Trail, 4" chipped wood GI-28 8.00$ SY Trail, 4" crushed cinder GI-29 9.00$ SY Trail, 4" top course GI-30 12.00$ SY Conduit, 2"GI-31 5.00$ LF Wall, retaining, concrete GI-32 55.00$ SF Wall, rockery GI-33 15.00$ SF SUBTOTAL THIS PAGE:7,244.00 4,340.00 (B)(C)(D)(E) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR STREET AND SITE IMPROVEMENTS Quantity Remaining (Bond Reduction) (B)(C) Page 1 of 3 Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 5/28/2021 CED Permit #:######## 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/SURFACING AC Grinding, 4' wide machine < 1000sy RI-1 30.00$ SY AC Grinding, 4' wide machine 1000-2000sy RI-2 16.00$ SY AC Grinding, 4' wide machine > 2000sy RI-3 10.00$ SY AC Removal/Disposal RI-4 35.00$ SY 240 8,400.00 Barricade, Type III ( Permanent )RI-5 56.00$ LF Guard Rail RI-6 30.00$ LF Curb & Gutter, rolled RI-7 17.00$ LF Curb & Gutter, vertical RI-8 12.50$ LF 155 1,937.50 Curb and Gutter, demolition and disposal RI-9 18.00$ LF Curb, extruded asphalt RI-10 5.50$ LF 60 330.00 Curb, extruded concrete RI-11 7.00$ LF Sawcut, asphalt, 3" depth RI-12 1.85$ LF 310 573.50 Sawcut, concrete, per 1" depth RI-13 3.00$ LF Sealant, asphalt RI-14 2.00$ LF 310 620.00 Shoulder, gravel, 4" thick RI-15 15.00$ SY Sidewalk, 4" thick RI-16 38.00$ SY 85 3,230.00 Sidewalk, 4" thick, demolition and disposal RI-17 32.00$ SY Sidewalk, 5" thick RI-18 41.00$ SY Sidewalk, 5" thick, demolition and disposal RI-19 40.00$ SY Sign, Handicap RI-20 85.00$ Each Striping, per stall RI-21 7.00$ Each Striping, thermoplastic, ( for crosswalk )RI-22 3.00$ SF Striping, 4" reflectorized line RI-23 0.50$ LF Additional 2.5" Crushed Surfacing RI-24 3.60$ SY HMA 1/2" Overlay 1.5" RI-25 14.00$ SY HMA 1/2" Overlay 2"RI-26 18.00$ SY HMA Road, 2", 4" rock, First 2500 SY RI-27 28.00$ SY HMA Road, 2", 4" rock, Qty. over 2500SY RI-28 21.00$ SY HMA Road, 4", 6" rock, First 2500 SY RI-29 45.00$ SY 360 16,200.00 HMA Road, 4", 6" rock, Qty. over 2500 SY RI-30 37.00$ SY HMA Road, 4", 4.5" ATB RI-31 38.00$ SY Gravel Road, 4" rock, First 2500 SY RI-32 15.00$ SY Gravel Road, 4" rock, Qty. over 2500 SY RI-33 10.00$ SY Thickened Edge RI-34 8.60$ LF SUBTOTAL THIS PAGE:31,291.00 (B)(C)(D)(E) Page 2 of 3 Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 5/28/2021 CED Permit #:######## 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 21.00$ SY 150 3,150.00 2" AC, 1.5" top course & 2.5" base course PL-2 28.00$ SY 4" select borrow PL-3 5.00$ SY 1.5" top course rock & 2.5" base course PL-4 14.00$ SY SUBTOTAL PARKING LOT SURFACING:3,150.00 (B)(C)(D)(E) LANDSCAPING & VEGETATION No. Street Trees LA-1 200.00$ EA 3 600.00 10 2,000.00 Median Landscaping LA-2 Right-of-Way Landscaping LA-3 5.00$ SY 140 700.00 Wetland Landscaping LA-4 SUBTOTAL LANDSCAPING & VEGETATION:1,300.00 2,000.00 (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:39,835.00 9,490.00 SALES TAX @ 10%3,983.50 949.00 STREET AND SITE IMPROVEMENTS TOTAL:43,818.50 10,439.00 (B)(C)(D)(E) Page 3 of 3 Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 5/28/2021 CED Permit #:######## Existing Future Public Private Right-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 26.00$ SY * (CBs include frame and lid) Beehive D-2 90.00$ Each Through-curb Inlet Framework D-3 400.00$ Each CB Type I D-4 1,500.00$ Each 1 1,500.00 3 4,500.00 CB Type IL D-5 1,750.00$ Each CB Type II, 48" diameter D-6 2,300.00$ Each 2 4,600.00 for additional depth over 4' D-7 480.00$ FT 5 2,400.00 CB Type II, 54" diameter D-8 2,500.00$ Each 1 2,500.00 for additional depth over 4'D-9 495.00$ FT 3 1,485.00 CB Type II, 60" diameter D-10 2,800.00$ Each for additional depth over 4'D-11 600.00$ FT CB Type II, 72" diameter D-12 6,000.00$ Each for additional depth over 4'D-13 850.00$ FT CB Type II, 96" diameter D-14 14,000.00$ Each for additional depth over 4'D-15 925.00$ FT Trash Rack, 12"D-16 350.00$ Each 2 700.00 Trash Rack, 15"D-17 410.00$ Each Trash Rack, 18"D-18 480.00$ Each Trash Rack, 21"D-19 550.00$ Each Cleanout, PVC, 4"D-20 150.00$ Each Cleanout, PVC, 6"D-21 170.00$ Each 3 510.00 Cleanout, PVC, 8"D-22 200.00$ Each Culvert, PVC, 4" D-23 10.00$ LF Culvert, PVC, 6" D-24 13.00$ LF 30 390.00 Culvert, PVC, 8" D-25 15.00$ LF 44 660.00 Culvert, PVC, 12" D-26 23.00$ LF Culvert, PVC, 15" D-27 35.00$ LF Culvert, PVC, 18" D-28 41.00$ LF Culvert, PVC, 24"D-29 56.00$ LF Culvert, PVC, 30" D-30 78.00$ LF Culvert, PVC, 36" D-31 130.00$ LF Culvert, CMP, 8"D-32 19.00$ LF Culvert, CMP, 12"D-33 29.00$ LF SUBTOTAL THIS PAGE:2,200.00 17,045.00 (B)(C)(D)(E) Quantity Remaining (Bond Reduction) (B)(C) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES Page 1 of 5 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 5/28/2021 3 4 1 12 8 6 191 129 CED Permit #:######## Existing Future Public Private Right-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 35.00$ LF Culvert, CMP, 18"D-35 41.00$ LF Culvert, CMP, 24"D-36 56.00$ LF Culvert, CMP, 30"D-37 78.00$ LF Culvert, CMP, 36"D-38 130.00$ LF 9 1,170.00 Culvert, CMP, 48"D-39 190.00$ LF Culvert, CMP, 60"D-40 270.00$ LF Culvert, CMP, 72"D-41 350.00$ LF 73 25,550.00 Culvert, Concrete, 8"D-42 42.00$ LF Culvert, Concrete, 12"D-43 48.00$ LF Culvert, Concrete, 15"D-44 78.00$ LF Culvert, Concrete, 18"D-45 48.00$ LF Culvert, Concrete, 24"D-46 78.00$ LF Culvert, Concrete, 30"D-47 125.00$ LF Culvert, Concrete, 36"D-48 150.00$ LF Culvert, Concrete, 42"D-49 175.00$ LF Culvert, Concrete, 48"D-50 205.00$ LF Culvert, CPE Triple Wall, 6" D-51 14.00$ LF Culvert, CPE Triple Wall, 8" D-52 16.00$ LF Culvert, CPE Triple Wall, 12" D-53 24.00$ LF Culvert, CPE Triple Wall, 15" D-54 35.00$ LF Culvert, CPE Triple Wall, 18" D-55 41.00$ LF Culvert, CPE Triple Wall, 24" D-56 56.00$ LF Culvert, CPE Triple Wall, 30" D-57 78.00$ LF Culvert, CPE Triple Wall, 36" D-58 130.00$ LF Culvert, LCPE, 6"D-59 60.00$ LF Culvert, LCPE, 8"D-60 72.00$ LF Culvert, LCPE, 12"D-61 84.00$ LF Culvert, LCPE, 15"D-62 96.00$ LF Culvert, LCPE, 18"D-63 108.00$ LF Culvert, LCPE, 24"D-64 120.00$ LF Culvert, LCPE, 30"D-65 132.00$ LF Culvert, LCPE, 36"D-66 144.00$ LF Culvert, LCPE, 48"D-67 156.00$ LF Culvert, LCPE, 54"D-68 168.00$ LF SUBTOTAL THIS PAGE:26,720.00 (B)(C)(D)(E) Page 2 of 5 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 5/28/2021 2 106 CED Permit #:######## Existing Future Public Private Right-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-69 180.00$ LF Culvert, LCPE, 72"D-70 192.00$ LF Culvert, HDPE, 6"D-71 42.00$ LF Culvert, HDPE, 8"D-72 42.00$ LF Culvert, HDPE, 12"D-73 74.00$ LF Culvert, HDPE, 15"D-74 106.00$ LF Culvert, HDPE, 18"D-75 138.00$ LF Culvert, HDPE, 24"D-76 221.00$ LF Culvert, HDPE, 30"D-77 276.00$ LF Culvert, HDPE, 36"D-78 331.00$ LF Culvert, HDPE, 48"D-79 386.00$ LF Culvert, HDPE, 54"D-80 441.00$ LF Culvert, HDPE, 60"D-81 496.00$ LF Culvert, HDPE, 72"D-82 551.00$ LF Pipe, Polypropylene, 6"D-83 84.00$ LF Pipe, Polypropylene, 8"D-84 89.00$ LF Pipe, Polypropylene, 12"D-85 95.00$ LF Pipe, Polypropylene, 15"D-86 100.00$ LF Pipe, Polypropylene, 18"D-87 106.00$ LF Pipe, Polypropylene, 24"D-88 111.00$ LF Pipe, Polypropylene, 30"D-89 119.00$ LF Pipe, Polypropylene, 36"D-90 154.00$ LF Pipe, Polypropylene, 48"D-91 226.00$ LF Pipe, Polypropylene, 54"D-92 332.00$ LF Pipe, Polypropylene, 60"D-93 439.00$ LF Pipe, Polypropylene, 72"D-94 545.00$ LF Culvert, DI, 6"D-95 61.00$ LF Culvert, DI, 8"D-96 84.00$ LF Culvert, DI, 12"D-97 106.00$ LF 35 3,710.00 Culvert, DI, 15"D-98 129.00$ LF Culvert, DI, 18"D-99 152.00$ LF Culvert, DI, 24"D-100 175.00$ LF Culvert, DI, 30"D-101 198.00$ LF Culvert, DI, 36"D-102 220.00$ LF Culvert, DI, 48"D-103 243.00$ LF Culvert, DI, 54"D-104 266.00$ LF Culvert, DI, 60"D-105 289.00$ LF Culvert, DI, 72"D-106 311.00$ LF SUBTOTAL THIS PAGE:3,710.00 (B)(C)(D)(E) Page 3 of 5 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 5/28/2021 34 109 CED Permit #:######## Existing Future Public Private Right-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 Items Ditching SD-1 9.50$ CY Flow Dispersal Trench (1,436 base+)SD-3 28.00$ LF French Drain (3' depth)SD-4 26.00$ LF Geotextile, laid in trench, polypropylene SD-5 3.00$ SY Mid-tank Access Riser, 48" dia, 6' deep SD-6 2,000.00$ Each 2 4,000.00 Pond Overflow Spillway SD-7 16.00$ SY Restrictor/Oil Separator, 12"SD-8 1,150.00$ Each Restrictor/Oil Separator, 15"SD-9 1,350.00$ Each Restrictor/Oil Separator, 18"SD-10 1,700.00$ Each Riprap, placed SD-11 42.00$ CY 5 210.00 Tank End Reducer (36" diameter)SD-12 1,200.00$ Each Infiltration pond testing SD-13 125.00$ HR Permeable Pavement SD-14 Permeable Concrete Sidewalk SD-15 Culvert, Box __ ft x __ ft SD-16 SUBTOTAL SPECIALTY DRAINAGE ITEMS:210.00 4,000.00 (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 Each Infiltration 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: (B)(C)(D)(E) Page 4 of 5 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 5/28/2021 3 10 CED Permit #:######## Existing Future Public Private Right-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:6,120.00 47,765.00 SALES TAX @ 10%612.00 4,776.50 DRAINAGE AND STORMWATER FACILITIES TOTAL:6,732.00 52,541.50 (B)(C)(D)(E) Page 5 of 5 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 5/28/2021 CED Permit #:######## 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 2,000.00$ Each 3 6,000.00 Ductile Iron Watermain, CL 52, 4 Inch Diameter W-2 50.00$ LF Ductile Iron Watermain, CL 52, 6 Inch Diameter W-3 56.00$ LF Ductile Iron Watermain, CL 52, 8 Inch Diameter W-4 60.00$ LF Ductile Iron Watermain, CL 52, 10 Inch Diameter W-5 70.00$ LF Ductile Iron Watermain, CL 52, 12 Inch Diameter W-6 80.00$ LF Gate Valve, 4 inch Diameter W-7 500.00$ Each Gate Valve, 6 inch Diameter W-8 700.00$ Each Gate Valve, 8 Inch Diameter W-9 800.00$ Each Gate Valve, 10 Inch Diameter W-10 1,000.00$ Each Gate Valve, 12 Inch Diameter W-11 1,200.00$ Each Fire Hydrant Assembly W-12 4,000.00$ Each Permanent Blow-Off Assembly W-13 1,800.00$ Each Air-Vac Assembly, 2-Inch Diameter W-14 2,000.00$ Each Air-Vac Assembly, 1-Inch Diameter W-15 1,500.00$ Each Compound Meter Assembly 3-inch Diameter W-16 8,000.00$ Each Compound Meter Assembly 4-inch Diameter W-17 9,000.00$ Each Compound Meter Assembly 6-inch Diameter W-18 10,000.00$ Each Pressure Reducing Valve Station 8-inch to 10-inch W-19 20,000.00$ Each WATER SUBTOTAL:6,000.00 SALES TAX @ 10%600.00 WATER TOTAL:6,600.00 (B)(C)(D)(E) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR WATER Quantity Remaining (Bond Reduction) (B)(C) Page 1 of 1 Ref 8-H Bond Quantity Worksheet SECTION II.d WATER Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 5/28/2021 CED Permit #:######## Existing Future Public Private Right-of-Way Improvements Improvements (D) (E) Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Clean Outs SS-1 1,000.00$ Each 3 3,000.00 Grease Interceptor, 500 gallon SS-2 8,000.00$ Each Grease Interceptor, 1000 gallon SS-3 10,000.00$ Each Grease Interceptor, 1500 gallon SS-4 15,000.00$ Each Side Sewer Pipe, PVC. 4 Inch Diameter SS-5 80.00$ LF Side Sewer Pipe, PVC. 6 Inch Diameter SS-6 95.00$ LF 70 6,650.00 35 3,325.00 Sewer Pipe, PVC, 8 inch Diameter SS-7 105.00$ LF Sewer Pipe, PVC, 12 Inch Diameter SS-8 120.00$ LF Sewer Pipe, DI, 8 inch Diameter SS-9 115.00$ LF Sewer Pipe, DI, 12 Inch Diameter SS-10 130.00$ LF Manhole, 48 Inch Diameter SS-11 6,000.00$ Each Manhole, 54 Inch Diameter SS-13 6,500.00$ Each Manhole, 60 Inch Diameter SS-15 7,500.00$ Each Manhole, 72 Inch Diameter SS-17 8,500.00$ Each Manhole, 96 Inch Diameter SS-19 14,000.00$ Each Pipe, C-900, 12 Inch Diameter SS-21 180.00$ LF Outside Drop SS-24 1,500.00$ LS Inside Drop SS-25 1,000.00$ LS Sewer Pipe, PVC, ____ Inch Diameter SS-26 Lift Station (Entire System)SS-27 LS SANITARY SEWER SUBTOTAL:6,650.00 6,325.00 SALES TAX @ 10%665.00 632.50 SANITARY SEWER TOTAL:7,315.00 6,957.50 (B)(C)(D)(E) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR SANITARY SEWER Quantity Remaining (Bond Reduction) (B)(C) Page 1 of 1 Ref 8-H Bond Quantity Worksheet SECTION II.e SANITARY SEWER Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 5/28/2021 1050 Planning Division |1055 South Grady Way – 6 th Floor | Renton, WA 98057 (425) 430-7200 Date: Name:Project Name: PE Registration No:CED Plan # (LUA): Firm Name:CED Permit # (U): 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)57,733.50$ Future Public Improvements Subtotal (c)-$ Stormwater & Drainage Facilities (Public & Private) Subtotal (d)(d)59,273.50$ (e) (f) Site Restoration Civil Construction Permit Maintenance Bond 23,401.40$ Bond Reduction 2 Construction Permit Bond Amount 3 Minimum Bond Amount is $10,000.00 1 Estimate Only - May involve multiple and variable components, which will be established on an individual basis by Development Engineering. 2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% will cover all remaining items to be constructed. 3 Required Bond Amounts are subject to review and modification by Development Engineering. * Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton. ** Note: All prices include labor, equipment, materials, overhead and profit. EST1 ((b) + (c) + (d)) x 20% -$ MAINTENANCE BOND */** (after final acceptance of construction) 8,256.05$ 57,733.50$ 145,873.75$ 8,256.05$ -$ 59,273.50$ -$ 154,129.80$ P (a) x 100% SITE IMPROVEMENT BOND QUANTITY WORKSHEET BOND CALCULATIONS 1/22/2021 Jeffrey M. Brown 21792 Abbey Road Group 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) (253)435-3699 jeff.brown@abbeyroadgroup.com Mei Lin View Short Plat ##-###### 1833 NE 12th Street 0311990-0160 FOR APPROVAL ######## P.O. Box 1224 Puyallup, WA 98371 Page 1 of 1 Ref 8-H Bond Quantity Worksheet SECTION III. BOND WORKSHEET Unit Prices Updated: 06/14/2016 Version: 04/26/2017 Printed 5/28/2021 Appendix E GE O T E C H N I C A L E N G I N E E R I N G • E NV I R ON M E N T AL E N GI N E E R I N G C O N S T R U C T I O N T E S T I N G & I N S P E C T I O N Offices Serving The Western United States 825 Center Street, Ste. A, Tacoma WA 98409 • (253) 939-2500; Fax (253) 939-2556 & A S S O C I A T E S , I N C . December 23, 2019 Project No. 062-19020 Abbey Road Group Land Development Services Company, LLC PO Box 1224 Puyallup, Washington 98371 Attn: Mr. Gil Hulsmann Gil.Hulsmann@AbbeyRoadGroup.com CEO - Director of Land Development Services 253-435-3699 (ext. 1510) RE: Limited Geotechnical Engineering Letter Proposed Short Plat Infiltration Feasibility Evaluation 1833 NE 12th Street Renton, WA Dear Mr. Hulsmann: This letter presents the results of our geotechnical engineering evaluation for onsite infiltration feasibility for the Proposed Short Plat project located at 1833 NE 12th Street in Renton, Washington. The scope of this limited geotechnical evaluation letter was based upon written authorization received via email on December 6, 2019, and in accordance with the conditions outlined in our Master Services Agreement with Abbey Road Group dated June 12, 2018. This limited geotechnical evaluation does not include any recommendations for the design or construction of structures or land improvements. Our services were exclusively for evaluation of infiltration feasibility for the site. Introduction We understand that the project will consist of subdivision of the existing property into three (3) building lots. We have been requested to evaluate available subsurface and site information and to provide our opinion and recommendations regarding stormwater infiltration feasibility. For our evaluation of infiltration feasibility, we have reviewed the report titled “Subsurface Exploration and Limited Geotechnical Engineering Services – Proposed Rankin Short Plat”, prepared by Bergquist Engineering Services (BES), dated October 17, 2017, and the undated, untitled site plan drawing prepared by Pittman Engineering, as well as local geologic resources. General Project and Site Description The project site is located at 1833 NE 12th Street in Renton, Washington. We understand that the proposed development will consist of the construction of residential dwellings on an approximately 0.95-acre parcel of land. The site is bounded by NE 12th Street to the north, residential properties to the south and east, and undeveloped land and Interstate 405 to the west. Lot 1 and Lot 2 slope down towards the southwest at gradients of about 10 to 15 percent. Lot 3 slopes down at a gradient of about 13 percent from elevation 243 feet at the northeast corner of this lot to elevation KA Project No. 062-19020 Proposed Short Plat Infiltration Feasibility Evaluation December 23, 2019 Page No. 2 Krazan & Associates, Inc. Offices Serving The Western United States 230 feet at the crest of the steep slope. From the crest of the slope, the ground surface slopes downward at an initial gradient of about 50 percent, reduces to a gradient of approximately 30 percent over the central portion of Lot 3, and then continues downward at a gradient of about 50 percent over the lower western third of the lot to elevation 150 feet at the southwestern corner of the site. We understand ground cover west of the crest of the steep slope of Lot 3 consists of trees and brush, with low grass covering the remainder of the site. Ground cover of Lot 1 and 2 consists of several trees, low grass, and some bare areas. GEOLOGY The Washington Division of Geology and Earth Resources Geologic Map classifies the site as Vashon glacial till consisting of gravelly sands and silts. The USDA Natural Resources Conservation Services (NRCS) Soil Survey of King County has mapped the site soils as belonging to the Indianola and Alderwood series. The Indianola series, mapped in the northeastern corner of the site, are glacial outwash soils comprised of gravelly sandy loam on 5 to 15 percent slopes. These soils are in Hydrologic Soil Class A, and exhibit low run-off, high infiltration, and slight to moderate erosion hazard. The remainder of the site is mapped as Alderwood and Kitsap series (AkF), which are classified as glacial till soils found on steep slopes that exhibit high run-off, low permeability, and severe erosion hazard. The Alderwood soils are in Hydrologic Soil Class B. These soils often exhibit a short term perched water condition as the groundwater tends to flow laterally to seeps at the bottom of the steep slopes. EXISTING SUBSURFACE CONDITIONS BES conducted one soil test boring to a depth of 51.5 feet below the existing ground surface (bgs), as well as five auger borings to a depth of 4 to 5 feet bgs within Lot 3. No field explorations were conducted on Lot 1 or Lot 2. The test boring was conducted within the northeastern portion of Lot 3, while the auger borings were excavated primarily along the crest of the steep slope. According to BES’ test boring log, undocumented fill containing some debris and having relative densities ranging from very loose to medium dense was encountered to a depth of about 12 feet bgs. The fill was underlain by medium dense to very dense natural sands and very dense (“hard”) silt soils to the explored depth of the test boring. BES indicated groundwater was not observed in the boring after its completion, but was recorded at a depth of 19 feet bgs about a month later in a pvc observation well installed within the boring. CONCLUSIONS AND RECOMMENDATIONS General In our opinion, from a geotechnical engineering perspective, an onsite stormwater infiltration system is not feasible on this site due to the presence of existing fill, the anticipated low permeability of the natural soils, and the slope stability and erosion hazard of the existing steep slopes on Lot 3. Existing fill was encountered up to a depth of 12 feet in Boring 1 conducted within Lot 3 by Bergquist Engineering Services, as well as in the auger borings conducted along the crest of the steep slope. The fill material was classified as being in predominantly a very loose to loose relative density, and debris was observed within the fill layer. Onsite infiltration systems are designed based on infiltration rates for native soil conditions. The variable composition and relative density of the existing fill soils are not suitable for consideration of an onsite infiltration system. We do not know if the fill material is present on Lot 1 and Lot 2 since to our knowledge subsurface explorations were not conducted for these lots. KA Project No. 062-19020 Proposed Short Plat Infiltration Feasibility Evaluation December 23, 2019 Page No. 3 Krazan & Associates, Inc. Offices Serving The Western United States Title 21A.06.415 of the King County Code defines Erosion Hazard Area as “an area underlain by soils that is subject to severe erosion when disturbed. These soils include, but are not limited to, those classified as having a severe to very severe erosion hazard according to the United States Department of Agriculture Soil Conservation Service, the 1990 Snoqualmie Pass Area Soil Survey, the 1973 King County Soils Survey or any subsequent revisions or addition by or to these sources such as any occurrence of River Wash (“Rh”) or Coastal Beaches (“Cb”) and any of the following when they occur on slopes inclined at fifteen percent or more:” A. The Alderwood gravelly sandy loam (“AgD”); B. The Alderwood and Kitsap soils (“AkF”); C. The Beausite gravelly sandy loam (“BeD” and “BeF”); D. The Kitsap silt loam (“KpD”); E. The oval gravelly loam (“OvD” and “OvF”; F. The Ragnar fine sandy loam (“RaD”); and G. The Ragnar-Indianola Association (“RdE”). Based on the USDA NRC’s classification of the portion of the site west of the steep slope crest as Alderwood and Kitsap series (AkF) with severe erosion potential and existing slopes greater than 15 percent, this portion of the site meets the criteria for an Erosion Hazard Area. Based on our review of the definition of Landslide Hazard Areas presented in Title 21A.06.680 of the King County Code, the site is considered a Landslide Hazard Area due to the existing slopes being greater than 15 percent and the presence of impermeable soils. The USDA NRC estimates the saturated permeability (Ksat) of the Alderwood and Kitsap series soils as ranging between 0.0 and 0.06 inches per hour. The glacial till below the densic stratum of the Alderwood series is generally considered weakly cemented and impermeable. Based on our review of the referenced report by BES, the plan drawing by Pittman, and the geologic information for the site, it is our opinion that the site is not feasibly for an onsite infiltration system. Project stormwater runoff will need to be directed to a controlled facility, such as the city stormwater system. Limitations This letter has been prepared for the exclusive use of Abbey Road Group Land Development Services Company, LLC and their design team, for the specific application to the subject site. Our conclusions are based on our review of the site and subsurface conditions as presented in the referenced report by Bergquist Engineering Services (BES) and the site plan drawing by Pittman Engineering, and on our interpretation of the current conditions only. If conditions are encountered that appear to be different than those described in the report by BES, we should be notified so that we may review and verify or modify our recommendations. This letter does not include any environmental site assessment for the presence or absence of hazardous and/or toxic materials in the soil, groundwater or atmosphere, or the presence of wetlands or other biological conditions. This letter also does not include any recommendations for design or construction of site improvements, including building foundations or pavement sections. The information presented herein is based upon professional interpretation using standard industry practices and engineering conservatism that