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Home My WebLink AboutRS_414 Monroe Ave NE - TIR T ECHNICAL I NFORMATION R EPORT R ENTON M IXED-U SE D EVELOPMENT 1409 M ONROE A VENUE NE R ENTON, W ASHINGTON 98056 The Concept Group 4701 SW Admiral Way, Ste 353 ● Seattle, WA 98116 ● (206) 581-0853 Stormwater Technical Information Report Renton Mixed-Use Development 414 MONROE AVENUE NE RENTON, WASHINGTON 98056 REVISIONS September 10, 2024 Original Submission Developer/Owner Contact: DERAK SHANI; PREMIER SUNSET, LLC Address: 8151 SE 48TH ST; MERCER ISLAND, WA 98040 Phone: 206-919-1526 Email: DERAKSHANI@MSN.COM Professional Preparing TIR Name: Anna Nguyen, P.E. Company: The Concept Group Address: 4701 SW Admiral Way, Ste 353; Seattle, WA 98116 Phone: (206) 581-0853 Email: anna@conceptbusinessgroup.com I certify that this technical information report and all attachments were prepared either by me or my technical staff working directly under my supervision. Table of Contents SECTION 1: PROJECT OVERVIEW ............................................................................................................................................. 1 SITE INFORMATION .......................................................................................................................................................................... 1 GEOLOGIC SETTING ......................................................................................................................................................................... 2 EXISTING CONDITIONS...................................................................................................................................................................... 3 PROPOSED CONDITIONS ................................................................................................................................................................... 3 SECTION 2: CONDITIONS AND REQUIREMENTS ...................................................................................................................... 4 DESIGN STANDARDS ........................................................................................................................................................................ 4 CORE REQUIREMENT #1: DISCHARGE LOCATION AT NATURAL LOCATION ................................................................................................... 4 CORE REQUIREMENT #2: OFFSITE ANALYSIS ......................................................................................................................................... 4 CORE REQUIREMENT #3: FLOW CONTROL ........................................................................................................................................... 4 CORE REQUIREMENT #4: CONVEYANCE SYSTEM ................................................................................................................................... 4 CORE REQUIREMENT #5: EROSION AND SEDIMENT CONTROL .................................................................................................................. 4 CORE REQUIREMENT #6: MAINTENANCE AND OPERATIONS .................................................................................................................... 5 CORE REQUIREMENT #7: FINANCIAL GUARANTEES AND LIABILITY ............................................................................................................. 5 CORE REQUIREMENT #8: WATER QUALITY .......................................................................................................................................... 5 CORE REQUIREMENT #9: FLOW CONTROL BMP ................................................................................................................................... 5 SPECIAL REQUIREMENT #1: OTHER ADOPTED REQUIREMENTS ................................................................................................................. 5 SPECIAL REQUIREMENT #2: FLOOD HAZARD AREA DELINEATION.............................................................................................................. 5 SPECIAL REQUIREMENT #3: FLOOD PROTECTION FACILITIES .................................................................................................................... 5 SPECIAL REQUIREMENT #4: SOURCE CONTROL ..................................................................................................................................... 5 SPECIAL REQUIREMENT #5: OIL CONTROL ........................................................................................................................................... 5 SPECIAL REQUIREMENT #6 – AQUIFER PROTECTION AREA ...................................................................................................................... 5 SECTION 3: OFFSITE ANALYSIS ................................................................................................................................................ 6 UPSTREAM ANALYSIS ....................................................................................................................................................................... 6 LEVEL 1 DOWNSTREAM ANALYSIS ...................................................................................................................................................... 7 SECTION 4 – FLOW CONTROL, LID AND WQ FACILITY ANALYSIS AND DESIGN ........................................................................ 9 WATER QUALITY ........................................................................................................................................................................... 10 FLOW CONTROL BMP SELECTION .................................................................................................................................................... 10 SECTION 5 – CONVEYANCE SYSTEM ANALYSIS AND DESIGN .................................................................................................. 11 SECTION 6 – SPECIAL REPORTS .............................................................................................................................................. 11 SECTION 7 – OTHER PERMITS ................................................................................................................................................ 11 SECTION 8 – CSWPP ANALYSIS AND DESIGN .......................................................................................................................... 12 ESC PLAN ANALYSIS AND DESIGN (PART A) ....................................................................................................................................... 12 CSWPP PLANS DESIGN (PART B) .................................................................................................................................................... 13 SECTION 9 – BOND QUANTITIES, FACILITIES SUMMARIES, AND DECLARATION OF COVENANT ............................................. 14 SECTION 10 – OPERATIONS AND MAINTENANCE .................................................................................................................. 15 Appendices Appendix A: Infiltration Report Appendix B: Drainage Calculations Appendix C: Civil Plan Set Appendix D: Maintenance Guidelines Renton Development –Technical Information Report September 2024 The Concept Group Page 1 SECTION 1: PROJECT OVERVIEW The property is located at 414 Monroe Avenue NE in the City of Renton, Washington. The site is currently developed with a commercial building and pavement parking lot. The project proposes to develop the site with a mixed-use building, with the existing structures to be demolished. Site Information Location: 414 Monroe Avenue NE Size: 15,625 sq. ft. City, County, State: Renton, King County, Washington Governing Agency: City of Renton Design Criteria: 2022 City of Renton Surface Water Design Manual 2021 King County Surface Water Manual Figure 1 – Vicinity Map / Site Location (Not-to-Scale) Drainage Basin The property lies within the East Lake Washington drainage basin. The property is fairly flat, with the general topography of the site slopes from southwest to northeast. Elevations on the site vary from a high point of 342 feet at the southeastern property line to 340.5 feet at the northwestern property line. Renton Development –Technical Information Report September 2024 The Concept Group Page 2 Figure 3 – Drainage Basin Map (Not-to-Scale) Geologic Setting The Soils Conservation Service (SCS) mapped the soils information in the project as predominately An, Arents (Everett). This type of soil is somewhat excessively drained, as confirmed by the field data from the infiltration test conducted by Concept Group on October 12, 2021. Figure 4 – Soils Map (Not-to-Scale) Project Location Project Location Renton Development –Technical Information Report September 2024 The Concept Group Page 3 Existing Conditions The site is currently developed with a commercial-use building. Most of the site is covered with hard surface with only a small strip of low growing vegetation along the northern property line. Existing impervious surface coverage is detailed in Table 1 below. Existing impervious to remain. Table 1: Existing Impervious Surfaces (SF) Structures/Buildings 6,060 Parking 9,300 Total 15,360 Proposed Conditions The applicant is proposing to develop the site with a mixed-use building. Projected project buildout of the lot area (impervious surface) is detailed in Table 2 below. Table 2a: On-site Proposed New Impervious Surfaces (SF) Roof & Enclosed Garage 6,736 Driveway & Parking 4,890 Walkway/Patio/Trash Enclosure 1,255 Total 13,042 Table 2b: Off-site Proposed New Impervious Surfaces (SF) Driveway 289 Sideway 1,244 Curb/Gutter 211 Asphalt (replacement) 640 Total 2,384 Renton Development –Technical Information Report September 2024 The Concept Group Page 4 SECTION 2: CONDITIONS AND REQUIREMENTS Design Standards The 2022 City of Renton Surface Water Design Manual, as adopted from the 2021 King County Surface Water Design Manual sets forth the drainage requirements for this project. The project is subject to full drainage review. The nine (9) Core Requirements and five (5) Special Requirements of the SWM drainage requirements are detailed in this section. Table 3 provides a summary of the requirements. Core Requirement #1: Discharge Location at Natural Location Existing drainage patterns and topographic data available on King County’s GIS iMap website indicate that the runoff from the developed areas sheet flows west towards Monroe Ave NE. In the developed condition, stormwater will be routed to an on-site infiltration trench with overflows discharging to the public storm drain system along Monroe Ave NE, maintaining the natural location of discharge. Core Requirement #2: Offsite Analysis A Level 1 Offsite Analysis is provided in Section 3. Core Requirement #3: Flow Control Per the 2022 City of Renton Surface Water Design Manual 1.2.3.1, this project is located within the Peak Rate Flow Control Standard. Flow control is required to match the existing site conditions 2, 10, and 100-year peak rates. Core Requirement #4: Conveyance System The project does not propose a conveyance system, except for the overflow from the infiltration trench. Discharge from the site will be minimal; therefore, no conveyance analysis is provided. Core Requirement #5: Erosion and Sediment Control All erosion and sediment control measures shall be governed by the requirements of the City of Renton and the King County Surface Water Manual. An Erosion and Sedimentation Control plan has been prepared to assist the contractor in complying with these requirements and designed to prevent sediment-laden run-off from leaving the site during construction. Refer to Appendix C for Erosion Control plans and details. Table 3 - Jurisdictional Requirements Peak Run-off Control: Peak Rate Flow Control Water Quality: N/A – based on surface area exemption Conveyance: 25-year storm event Downstream Analysis: Level 1, ¼ mile Renton Development –Technical Information Report September 2024 The Concept Group Page 5 Core Requirement #6: Maintenance and Operations Maintenance and operation of all drainage facilities located within the private residential property is the responsibility of the applicant or property owner. Maintenance guidelines are discussed in Section 10 of this report. Core Requirement #7: Financial Guarantees and Liability Proposed BMP’s are privately owned and maintained. The project does not require financial guarantees. Core Requirement #8: Water Quality This project is exempt from Water Quality treatment as defined by Core Requirement #8 because it proposes less than 5,000 SF of pollution generating impervious surface. Core Requirement #9: Flow Control BMP Roof stormwater will be mitigated with an infiltration trench as discussed in Core Requirement #3. No other flow control BMP is used proposed for this project. Special Requirement #1: Other Adopted Requirements Based on available data at the time this report was prepared, there are no one Special Adopted Requirements for this project. Special Requirement #2: Flood Hazard Area Delineation Based on FEMA Flood Map #FM53033C0981G the project area is located in Zone X, a 500-year flood plain. Special Requirement #3: Flood Protection Facilities This project is exempt from Special Requirement #3 because it does not rely on an existing flood protection facility or proposed to modify/construct new protection facilities. Special Requirement #4: Source Control This project does not exceed the water quality requirement threshold; therefore, it is exempt from Special Requirement #4. Special Requirement #5: Oil Control This project is not defined as a high-use site per Chapter 1 of the 2022 City of Renton Surface Water Design Manual; therefore, it is exempt from Special Requirement #5. Special Requirement #6 – Aquifer Protection Area The site is not located within the City of Renton’s Aquifer Protection Areas; therefore, no special protection or BMP liners is required. Renton Development –Technical Information Report September 2024 The Concept Group Page 6 SECTION 3: OFFSITE ANALYSIS Upstream Analysis A site visit, aided by aerial topography from King County iMap and Google Earth was used in evaluating the upstream area. Runoff flows from east to west. Runoff from adjacent upstream parcels will not enter the site because the stormwater is collected in a closed pipe system and discharged directly to the public storm main located along Monroe Ave NE. Figure 5: Upstream Study Area Map (Not-to-Scale) Project Location Upstream conveyance system Upstream conveyance system Renton Development –Technical Information Report September 2024 The Concept Group Page 7 Level 1 Downstream Analysis A Level 1 downstream analysis was performed on July 24, 2024. Stormwater currently flows west towards Monroe Ave NE where it enters the 36” CMP storm main. Stormwater continues to flow south along Monroe Ave NE the 36” CMP closed-pipe system for approximately 1,600 ft to the intersection of Monroe Ave NE and NE 2nd Street, beyond ¼ mile from the site. Refer to Figure 6 for the Downstream Study Area Map. Task 1 – Study Area Definition and Maps Figure 6: Downstream Study Area Map (Not-to-Scale) project location ¼ mile downstream flow direction Renton Development –Technical Information Report September 2024 The Concept Group Page 8 Task 2 – Resource Review A resource review was conducted to document existing and potential flooding and erosion problems. Based on this field inspection there appears to be no current significant erosion or capacity problems within a ¼ mile downstream of the property. • Other Offsite Reports: Per the stormwater map on King County’s iMap, there are no significant existing drainage or flooding problems within a ¼ mile downstream. • Wetlands Inventory: The project site is not located in or near a mapped wetland per the King County sensitive areas inventory maps. • Hazard Area and Landslide Area Maps: The project site is not located in or near a hazard or landside area per the King County sensitive areas inventory maps. Task 3 – Field Inspection The site is currently developed with a commercial-use building. Most of the site is covered with hard surface with only a small strip of low growing vegetation along the northern property line. The property is fairly flat, with the general topography of the site slopes from southwest to northeast. Elevations on the site vary from a high point of 342 feet at the southeastern property line to 340.5 feet at the northwestern property line. Task 4 – Drainage System Description and Problems Descriptions Based on this field inspection there appears to be no current significant erosion or capacity problems. Task 5 – Mitigation of Existing or Potential Problems No existing or potential flooding, capacity, or erosion problems were observed during the site visit requiring mitigation. Based on this field inspection and research of King County records; there are no apparent erosion or capacity problems within ¼ mile downstream of this project. Renton Development –Technical Information Report September 2024 The Concept Group Page 9 SECTION 4 – FLOW CONTROL, LID AND WQ FACILITY ANALYSIS AND DESIGN Per the 2022 City of Renton Surface Water Design Manual 1.2.3.1, this project is located within the Peak Rate Flow Control Standard. Flow control is required to match the existing site conditions 2, 10, and 100 year peak rates. Western Washington Hydrology Model The Western Washington Hydrology Model (WWHM) was used to analyze the pre and post developed runoff rates. Table 4 assumes the historical existing condition of forested land cover. Table 4 – Existing Conditions (ac) Forest Roof Driveway/Parking Sidewalk Total 0.299 0.0 0.0 0.0 0.299 Table 5 outlines the assumed developed conditions. Table 5 – Developed Conditions Target Surfaces (ac) Grass Roof Driveway/Parking Sidewalk Road 0.0 0.158 0.112 0.029 0.299 A 525 SF x 3’ deep infiltration trench is proposed to mitigate the on-site stormwater from the development. Table 6 summarizes the peak runoff rates at the point of compliance with the proposed infiltration facility. The peak flow rates for the 2-year, 10-year and 100-year in the developed condition does not exceed the pre-developed rates because the project proposes 100% on-site infiltration of the stormwater. Refer to Appendix B for the WWHM report showing the detention facility passing the peak runoff requirements. Table 6 –Peak Runoff Rates (cfs) Event Pre-Developed Developed 2-year 0.008 0.00 10-year 0.015 0.00 100-year 0.021 0.00 Dispersion/Infiltration Feasibility Evaluation Site soils are suitable for infiltration BMP’s. As previously discussed, an infiltration trench is proposed to mitigate the stormwater from the proposed development. Renton Development –Technical Information Report September 2024 The Concept Group Page 10 100-Year Flood/Overflow Condition Overflow from the infiltration trench will discharge directly into the storm drain located in Monroe Ave NE. Based on the availability of existing drainage information and the proposed infiltration BMP, the developed site will not create or aggravate existing downstream conditions. Water Quality This project is exempt from Water Quality requirements as defined by Core Requirement #8 based on the surface area exemption because only 4,890 square feet is pollution- generating impervious surface (PGIS). PGIS is defined as “an impervious surface considered to be a significant source of pollutants in surface and storm water runoff. Such surfaces include those subject to vehicular use or storage of erodible or leachable materials, wastes, or chemicals, and which receive direct rainfall or the run-on or blow-in of rainfall.” Non-metal rooftops are not considered PGIS; therefore, are not included in the PGIS area calculations. Water quality is not required for this project because the project does not create more than 5,000 sq ft of pollution generating impervious surfaces. Flow Control BMP Selection This project is required to provide on-site stormwater BMPs to the most extent feasible. • Dispersion – Full and Basic Dispersion BMP’s is not feasible because the existing condition of the site does not contain native vegetation that would provide the minimum required vegetative flow path. • Infiltration – Infiltration BMP’s is feasible for this project and is proposed to mitigate stormwater from the entire project. Lawn and Landscaped Areas The soil moisture holding capacity of new pervious surfaces must be protected in accordance with KCC 16.82.100 (F) and (G). KCC 16.82.100(F) requires that the duff layer or native topsoil be retained to the maximum extent practicable. KCC 16.82.100(G) requires soil amendment to mitigate for lost moisture holding capacity where compaction or removal of some or all of the duff layer or underlying topsoil has occurred. Soil amendment will be accomplished by tilling three inches of compost eight inches into disturbed soil in the areas of planting beds or by tilling two inches of compost eight inches into disturbed soil in the areas of lawn turf. Two to four inches of arborist wood chip, coarse bark mulch, or compost mulch shall be added to planting beds after final planting. Renton Development –Technical Information Report September 2024 The Concept Group Page 11 SECTION 5 – CONVEYANCE SYSTEM ANALYSIS AND DESIGN The project does not propose a conveyance system, except for the overflow from the infiltration trench. Discharge from the site will be minimal; therefore, no conveyance analysis is provided. SECTION 6 – SPECIAL REPORTS Limited Subsurface Sampling and Testing Report Environmental Associates, INC. July 30, 2019 SECTION 7 – OTHER PERMITS Building Permit Renton Development –Technical Information Report September 2024 The Concept Group Page 12 SECTION 8 – CSWPP ANALYSIS AND DESIGN ESC Plan Analysis and Design (Part A) All erosion and sediment control measures shall be governed by the requirements of the City of Renton and the King County Surface Water Manual. An Erosion and Sedimentation Control plan has been prepared to assist the contractor in complying with these requirements and designed to prevent sediment-laden run-off from leaving the site during construction. Refer to Appendix C for Erosion Control plans and details. The erosion potential of the site is influenced by four major factors: soil characteristics, vegetative cover, topography, and climate. Erosion/ sedimentation control is achieved by a combination of structural measures, cover measures, and construction practices that are tailored to fit the specific site. Construction Sequence and Procedure Prior to the start of any grading activity upon the site, all erosion control measures, including installation of a stabilized construction entrance, shall be installed in accordance with the construction documents. The best construction practice will be employed to properly clear and grade the site and to schedule construction activities. The planned construction sequence for the construction of the site is as follows: 1. Flag or fence clearing limits. 2. Install catch basin protection if required. 3. Grade and install construction entrance(s). 4. Install perimeter protection (silt fence, brush barrier, etc.). 5. Construct sediment ponds and traps. 6. Grade and stabilize construction roads. 7. Construct surface water controls (interceptor dikes, pipe slope drains, etc.) simultaneously with clearing and grading for project development. 8. Maintain erosion control measures in accordance with City of Renton and King County standards and manufacturer’s recommendations. 9. Relocate erosion control measures or install new measures so that as site conditions change the erosion and sediment control is always in accordance with the King County Erosion and Sediment Control Standards. 10. Cover all areas that will be unworked for more than seven days during the dry season or two days during the wet season with straw, wood fiber mulch, compost, plastic sheeting or equivalent. 11. Stabilize all areas that reach final grade within seven days. 12. Seed or sod any areas to remain unworked for more than 30 days. 13. Upon completion of the project, all disturbed areas must be stabilized and BMPs removed if appropriate. Trapping Sediment Structural control measures will be used to reduce erosion and retain sediment on the construction site. The control measures will be selected to fit specific site and seasonal conditions. The following items will be used to control erosion and sedimentation processes: Renton Development –Technical Information Report September 2024 The Concept Group Page 13 • Temporary gravel construction entrance • Filter fabric fences (Silt fences) • Ground cover measures such as straw cover and/or hydroseeding • Inlet protection Vehicle tracking of mud off-site shall be avoided. Installation of a gravel construction entrance will be installed at a location to enter the site. The entrances are a minimum requirement and may be supplemented if tracking of mud onto public streets becomes excessive. CSWPP Plans Design (Part B) Project does not require a CSWPPP since it proposes to disturb less than 1 acre of land. Renton Development –Technical Information Report September 2024 The Concept Group Page 14 SECTION 9 – BOND QUANTITIES, FACILITIES SUMMARIES, AND DECLARATION OF COVENANT BOND QUANTITY WORKSHEET Bond worksheets will be provided during the building permit phase, as needed. Renton Development –Technical Information Report September 2024 The Concept Group Page 15 SECTION 10 – OPERATIONS AND MAINTENANCE Maintenance and operations of all drainage facilities located within the private residential properties is the responsibility of the applicant or property owner. Proper maintenance is important for adequate functioning of the stormwater facilities. If it is unclear whether a problem exists, contact a Professional Engineer. Excerpts from the 2016 KCSWDM for maintenance guidelines are included in Appendix D. Renton Mixed-Use Development –Technical Information Report The Concept Group Appendices Appendix A Infiltration Report MEMORANDUM 4701 SW Admiral Way, Ste 353 ● Seattle, WA 98116 ● T 206.446.1291 ● www.ConceptBusinessGroup.com A NEW DIMENSION OF DESIGN PERCEPTION Date: October 29, 2021 To: City of Renton Public Works Department From: Anna Nguyen, P.E. Subject: Drainage Calculations & Subsurface Report Project Address: 414 Monroe Ave NE Geologic Setting The Geologic Map of King County - A Progress Report, by Derek B. Booth, Kathy A. Troost, and Aaron P. Wisher, published in March 2007 was referenced for the geologic and soil conditions of the project site. According to this publication, the surficial soil unit at the project site and its immediate vicinity is mapped as Vashon recessional outwash deposits (Qvr). Figure 1 –Geologic Map (Not-to-Scale) Small Scale Pilot Infiltration Test On October 12, 2021, we performed a field infiltration test. The test pit location is shown in Figure 2. The small-scale infiltration test was performed in accordance with the specifications provided in the 2016 King County Surface Water Design Manual. The test consists of excavating a test pit to the design bottom of the proposed infiltration facility (5 feet deep) with a minimum of 12 square feet bottom area. The test pit is then pre-soaked with at project location 414 Monroe Ave NE Page 2 of 4 T HE C ONCEPT G ROUP least 12 inches of water above the bottom for a period of 6 hours. At the end of pre-soak period, the pit is filled with 12 inches of water and a constant head is maintained for the constant head testing period of one hour. The volume of water per time unit needed to maintain 12 inches of constant head is recorded. The field infiltration rate is then calculated based on the final measured volume per time unit and the surface area of the hole. In addition, at the end of the constant head test, we shut the water off and measured the falling head infiltration rate by recording the drop in water level between regular time intervals. An additional test pit was excavated to a depth of 7 feet below the existing grade to verify the any presence of groundwater and soil conditions. Based on the surface area of the test hole, and the measured volume of water per hour needed to maintain the constant head, we calculate the measured infiltration rate of 20.0 inches per hour. Refer to the attached calculations for the correction factor determination. Groundwater/ Hydraulic Restrictive Layer This test was conducted during the wet-season. The soil investigation pit was excavated to a total depth of 7 FT. The subsurface exploration did not encounter a restrictive/hardpan clay layer or groundwater. Figure 2 - Soils Test Pit Location (Not-to-Scale) Infiltration test pit location 414 Monroe Ave NE Page 3 of 4 T HE C ONCEPT G ROUP Figure 3 - Soils Log (Not-to-Scale) Subsurface Soil Data A representative soil sample was collected near the grade of the proposed BMP bottom layer which was analyzed by Northwest Agricultural Consultants, Inc. on October 14, 2021. The soil characteristics are summarized in the attached lab results and Figure 3. Correction Factor The correction factor was calculated based on Table 3.9 of the DOE Stormwater Manual. Total Correction Factor (CFT) = CFv x CFm x CFt Where: CFv =0.9, site variability factor for wet-season testing CFm=0.9, degree of influent control to prevent siltation buildup CFt =0.5, test method for small-scale PIT test CFT= 0.9 x 0.9 x 0.5 = 0.41 Design Infiltration Rate = Measured Rate x Correction Factor = 20.0 x 0.41 = 8.2 inches/hour Limitations The conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soil and groundwater conditions encountered in the test pits are representative of subsurface conditions on the site. If the subsurface 414 Monroe Ave NE Page 4 of 4 T HE C ONCEPT G ROUP conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated soil conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking soil samples in test pits. Subsurface conditions can also vary between exploration locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. This report has been prepared for the exclusive use of property owners and its representatives for specific application to this project and site. Our recommendations and conclusions are based on observed site materials and engineering analyses. Our conclusions and recommendations are professional opinions derived in accordance with current standards of practice within the scope of our services and within budget and time constraints. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in stormwater design. Date: 10/12/2021 Time start time 8:00 L = 3 ' 1" W = 4' 2" D = 4' 0" 1 hr 9:00 L = 3' 0" W = 4' 0" 2 hr 10:00 3 hr 11:00 4 hr noon bottom length (ft) 5 hr 1:00 bottom width (ft) 6 hr 2:00 bottom area (sq ft) Time start time 2:00 15 min 2:15 30 min 2:30 45 min 2:45 60 min 3:00 Time start time 3:00 15 min 3:15 30 min 3:30 45 min 3:45 20.0 measured infiltration rate 60 min 4:00 design infiltration rate Flow rate (gpm) = cumulative volume in gallons/15 minutes Address: 414 Monroe Ave NE Depth of Water (inches) N/A 12 12 N/A Dimension of test pit (top) (to the nearest inch): Dimension of test pit (bottom) (to the nearest inch): N/A N/A 12 12 12 12 12 Depth of Water (inches)Cumulative Volume (gallons)Flow Rate (gpm)Measured Infiltration Rate (in/hr) 3.00 4.00 12 41.1 2.74 22.0 12 78.4 2.61 21.0 N/A 12 126.4 2.81 22.5 12 153.7 2.56 20.5 Measured infiltration rate = [(flow rate in gpm)/(test pit bottom area in SF)]* (1 SF/144 square inches)*(60 minutes/hour)*(231 cubic inches/1 gallon) Small-Scale Pilot Test - Field Data empty N/A 12.00 7.00 20.0 2.00 20.0 empty N/A Depth of Water (inches)Infiltration Rate (in/hr) 12 2545 W Falls Avenue Kennewick, WA 99336 509.783.7450 www.nwag.com lab@nwag.com Sample ID Moisture Organic Matter Cation Exchange Capacity 1 5.66% by weight 1.25% 3.8 meq/100g Gravimetric ASTM D2974 EPA 9081 Sample ID Sand Silt Clay Texture Class 1 97.0% 1.0% 2.0% Sand The Concept Group 4701 SW Admiral Way STE 353 Seattle, WA 98116 Report: 57143-1-1 Date: October 14, 2021 Project No: Project Name: 414 Monroe Ave. NE Soil Map—King County Area, Washington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/10/2024 Page 1 of 3 52 5 9 8 2 0 52 5 9 8 3 0 52 5 9 8 4 0 52 5 9 8 5 0 52 5 9 8 6 0 52 5 9 8 7 0 52 5 9 8 8 0 52 5 9 8 9 0 52 5 9 8 2 0 52 5 9 8 3 0 52 5 9 8 4 0 52 5 9 8 5 0 52 5 9 8 6 0 52 5 9 8 7 0 52 5 9 8 8 0 52 5 9 8 9 0 562120 562130 562140 562150 562160 562170 562180 562190 562200 562210 562220 562230 562240 562120 562130 562140 562150 562160 562170 562180 562190 562200 562210 562220 562230 562240 47° 29' 22'' N 12 2 ° 1 0 ' 3 1 ' ' W 47° 29' 22'' N 12 2 ° 1 0 ' 2 5 ' ' W 47° 29' 19'' N 12 2 ° 1 0 ' 3 1 ' ' W 47° 29' 19'' N 12 2 ° 1 0 ' 2 5 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 25 50 100 150 Feet 0 5 10 20 30 Meters Map Scale: 1:567 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. 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 19, Aug 29, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 31, 2022—Aug 8, 2022 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 9/10/2024 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI An Arents, Everett material 1.5 100.0% Totals for Area of Interest 1.5 100.0% Soil Map—King County Area, Washington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/10/2024 Page 3 of 3 Renton Mixed-Use Development –Technical Information Report The Concept Group Appendices Appendix B Drainage Calculations WWHM2012 PROJECT REPORT 414 Monroe Ave N - Infiltration Trench 7/15/2024 3:54:43 PM Page 2 General Model Information WWHM2012 Project Name:414 Monroe Ave N - Infiltration Trench Site Name:Onsite INFL Trench Site Address:414 Monroe Ave N City:Renton Report Date:7/15/2024 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:Hourly Precip Scale:1.000 Version Date:2023/01/27 Version:4.2.19 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year 414 Monroe Ave N - Infiltration Trench 7/15/2024 3:54:43 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 0.299 Pervious Total 0.299 Impervious Land Use acre Impervious Total 0 Basin Total 0.299 414 Monroe Ave N - Infiltration Trench 7/15/2024 3:54:43 PM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.158 SIDEWALKS FLAT 0.029 PARKING FLAT 0.112 Impervious Total 0.299 Basin Total 0.299 414 Monroe Ave N - Infiltration Trench 7/15/2024 3:54:43 PM Page 5 Routing Elements Predeveloped Routing 414 Monroe Ave N - Infiltration Trench 7/15/2024 3:54:43 PM Page 6 Mitigated Routing Gravel Trench Bed 1 Bottom Length:150.00 ft. Bottom Width:3.50 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:3 Pour Space of material for first layer:0.3 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 Infiltration On Infiltration rate:20 Infiltration safety factor:0.41 Total Volume Infiltrated (ac-ft.):46.771 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):46.771 Percent Infiltrated:100 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:3 ft. Riser Diameter:10 in. 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 0.012 0.000 0.000 0.000 0.0333 0.012 0.000 0.000 0.099 0.0667 0.012 0.000 0.000 0.099 0.1000 0.012 0.000 0.000 0.099 0.1333 0.012 0.000 0.000 0.099 0.1667 0.012 0.000 0.000 0.099 0.2000 0.012 0.000 0.000 0.099 0.2333 0.012 0.000 0.000 0.099 0.2667 0.012 0.001 0.000 0.099 0.3000 0.012 0.001 0.000 0.099 0.3333 0.012 0.001 0.000 0.099 0.3667 0.012 0.001 0.000 0.099 0.4000 0.012 0.001 0.000 0.099 0.4333 0.012 0.001 0.000 0.099 0.4667 0.012 0.001 0.000 0.099 0.5000 0.012 0.001 0.000 0.099 0.5333 0.012 0.001 0.000 0.099 0.5667 0.012 0.002 0.000 0.099 0.6000 0.012 0.002 0.000 0.099 0.6333 0.012 0.002 0.000 0.099 0.6667 0.012 0.002 0.000 0.099 0.7000 0.012 0.002 0.000 0.099 0.7333 0.012 0.002 0.000 0.099 0.7667 0.012 0.002 0.000 0.099 414 Monroe Ave N - Infiltration Trench 7/15/2024 3:54:43 PM Page 7 0.8000 0.012 0.002 0.000 0.099 0.8333 0.012 0.003 0.000 0.099 0.8667 0.012 0.003 0.000 0.099 0.9000 0.012 0.003 0.000 0.099 0.9333 0.012 0.003 0.000 0.099 0.9667 0.012 0.003 0.000 0.099 1.0000 0.012 0.003 0.000 0.099 1.0333 0.012 0.003 0.000 0.099 1.0667 0.012 0.003 0.000 0.099 1.1000 0.012 0.004 0.000 0.099 1.1333 0.012 0.004 0.000 0.099 1.1667 0.012 0.004 0.000 0.099 1.2000 0.012 0.004 0.000 0.099 1.2333 0.012 0.004 0.000 0.099 1.2667 0.012 0.004 0.000 0.099 1.3000 0.012 0.004 0.000 0.099 1.3333 0.012 0.004 0.000 0.099 1.3667 0.012 0.004 0.000 0.099 1.4000 0.012 0.005 0.000 0.099 1.4333 0.012 0.005 0.000 0.099 1.4667 0.012 0.005 0.000 0.099 1.5000 0.012 0.005 0.000 0.099 1.5333 0.012 0.005 0.000 0.099 1.5667 0.012 0.005 0.000 0.099 1.6000 0.012 0.005 0.000 0.099 1.6333 0.012 0.005 0.000 0.099 1.6667 0.012 0.006 0.000 0.099 1.7000 0.012 0.006 0.000 0.099 1.7333 0.012 0.006 0.000 0.099 1.7667 0.012 0.006 0.000 0.099 1.8000 0.012 0.006 0.000 0.099 1.8333 0.012 0.006 0.000 0.099 1.8667 0.012 0.006 0.000 0.099 1.9000 0.012 0.006 0.000 0.099 1.9333 0.012 0.007 0.000 0.099 1.9667 0.012 0.007 0.000 0.099 2.0000 0.012 0.007 0.000 0.099 2.0333 0.012 0.007 0.000 0.099 2.0667 0.012 0.007 0.000 0.099 2.1000 0.012 0.007 0.000 0.099 2.1333 0.012 0.007 0.000 0.099 2.1667 0.012 0.007 0.000 0.099 2.2000 0.012 0.008 0.000 0.099 2.2333 0.012 0.008 0.000 0.099 2.2667 0.012 0.008 0.000 0.099 2.3000 0.012 0.008 0.000 0.099 2.3333 0.012 0.008 0.000 0.099 2.3667 0.012 0.008 0.000 0.099 2.4000 0.012 0.008 0.000 0.099 2.4333 0.012 0.008 0.000 0.099 2.4667 0.012 0.008 0.000 0.099 2.5000 0.012 0.009 0.000 0.099 2.5333 0.012 0.009 0.000 0.099 2.5667 0.012 0.009 0.000 0.099 2.6000 0.012 0.009 0.000 0.099 2.6333 0.012 0.009 0.000 0.099 2.6667 0.012 0.009 0.000 0.099 2.7000 0.012 0.009 0.000 0.099 414 Monroe Ave N - Infiltration Trench 7/15/2024 3:54:43 PM Page 8 2.7333 0.012 0.009 0.000 0.099 2.7667 0.012 0.010 0.000 0.099 2.8000 0.012 0.010 0.000 0.099 2.8333 0.012 0.010 0.000 0.099 2.8667 0.012 0.010 0.000 0.099 2.9000 0.012 0.010 0.000 0.099 2.9333 0.012 0.010 0.000 0.099 2.9667 0.012 0.010 0.000 0.099 3.0000 0.012 0.010 0.000 0.099 414 Monroe Ave N - Infiltration Trench 7/15/2024 3:54:43 PM Page 9 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.299 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.299 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.007882 5 year 0.012682 10 year 0.01535 25 year 0.018099 50 year 0.019747 100 year 0.02111 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.009 0.000 1950 0.015 0.000 1951 0.019 0.000 1952 0.006 0.000 1953 0.004 0.000 1954 0.007 0.000 1955 0.012 0.000 1956 0.009 0.000 1957 0.007 0.000 1958 0.008 0.000 414 Monroe Ave N - Infiltration Trench 7/15/2024 7:16:20 PM Page 10 1959 0.007 0.000 1960 0.012 0.000 1961 0.007 0.000 1962 0.004 0.000 1963 0.005 0.000 1964 0.007 0.000 1965 0.005 0.000 1966 0.005 0.000 1967 0.011 0.000 1968 0.007 0.000 1969 0.007 0.000 1970 0.005 0.000 1971 0.005 0.000 1972 0.014 0.000 1973 0.006 0.000 1974 0.007 0.000 1975 0.009 0.000 1976 0.006 0.000 1977 0.001 0.000 1978 0.005 0.000 1979 0.003 0.000 1980 0.009 0.000 1981 0.005 0.000 1982 0.008 0.000 1983 0.008 0.000 1984 0.005 0.000 1985 0.003 0.000 1986 0.015 0.000 1987 0.012 0.000 1988 0.004 0.000 1989 0.003 0.000 1990 0.019 0.000 1991 0.017 0.000 1992 0.006 0.000 1993 0.006 0.000 1994 0.002 0.000 1995 0.009 0.000 1996 0.018 0.000 1997 0.016 0.000 1998 0.003 0.000 1999 0.010 0.000 2000 0.006 0.000 2001 0.001 0.000 2002 0.007 0.000 2003 0.005 0.000 2004 0.014 0.000 2005 0.008 0.000 2006 0.010 0.000 2007 0.024 0.000 2008 0.021 0.000 2009 0.012 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0241 0.0000 2 0.0214 0.0000 3 0.0193 0.0000 414 Monroe Ave N - Infiltration Trench 7/15/2024 7:16:20 PM Page 11 4 0.0188 0.0000 5 0.0177 0.0000 6 0.0170 0.0000 7 0.0163 0.0000 8 0.0148 0.0000 9 0.0145 0.0000 10 0.0138 0.0000 11 0.0137 0.0000 12 0.0122 0.0000 13 0.0121 0.0000 14 0.0117 0.0000 15 0.0115 0.0000 16 0.0111 0.0000 17 0.0102 0.0000 18 0.0102 0.0000 19 0.0095 0.0000 20 0.0093 0.0000 21 0.0091 0.0000 22 0.0091 0.0000 23 0.0086 0.0000 24 0.0085 0.0000 25 0.0083 0.0000 26 0.0081 0.0000 27 0.0078 0.0000 28 0.0075 0.0000 29 0.0073 0.0000 30 0.0068 0.0000 31 0.0068 0.0000 32 0.0068 0.0000 33 0.0067 0.0000 34 0.0067 0.0000 35 0.0066 0.0000 36 0.0065 0.0000 37 0.0064 0.0000 38 0.0064 0.0000 39 0.0062 0.0000 40 0.0061 0.0000 41 0.0058 0.0000 42 0.0055 0.0000 43 0.0054 0.0000 44 0.0053 0.0000 45 0.0052 0.0000 46 0.0052 0.0000 47 0.0052 0.0000 48 0.0051 0.0000 49 0.0050 0.0000 50 0.0049 0.0000 51 0.0048 0.0000 52 0.0045 0.0000 53 0.0044 0.0000 54 0.0040 0.0000 55 0.0033 0.0000 56 0.0031 0.0000 57 0.0029 0.0000 58 0.0028 0.0000 59 0.0016 0.0000 60 0.0008 0.0000 61 0.0006 0.0000 414 Monroe Ave N - Infiltration Trench 7/15/2024 7:16:20 PM Page 12 414 Monroe Ave N - Infiltration Trench 7/15/2024 7:16:20 PM Page 13 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0039 4410 0 0 Pass 0.0041 4059 0 0 Pass 0.0043 3756 0 0 Pass 0.0044 3478 0 0 Pass 0.0046 3225 0 0 Pass 0.0047 2988 0 0 Pass 0.0049 2762 0 0 Pass 0.0051 2570 0 0 Pass 0.0052 2405 0 0 Pass 0.0054 2250 0 0 Pass 0.0055 2114 0 0 Pass 0.0057 1986 0 0 Pass 0.0059 1859 0 0 Pass 0.0060 1738 0 0 Pass 0.0062 1629 0 0 Pass 0.0063 1533 0 0 Pass 0.0065 1438 0 0 Pass 0.0067 1355 0 0 Pass 0.0068 1280 0 0 Pass 0.0070 1207 0 0 Pass 0.0071 1145 0 0 Pass 0.0073 1079 0 0 Pass 0.0075 1012 0 0 Pass 0.0076 957 0 0 Pass 0.0078 904 0 0 Pass 0.0079 852 0 0 Pass 0.0081 815 0 0 Pass 0.0083 771 0 0 Pass 0.0084 732 0 0 Pass 0.0086 697 0 0 Pass 0.0087 654 0 0 Pass 0.0089 617 0 0 Pass 0.0091 580 0 0 Pass 0.0092 545 0 0 Pass 0.0094 519 0 0 Pass 0.0095 488 0 0 Pass 0.0097 464 0 0 Pass 0.0098 434 0 0 Pass 0.0100 412 0 0 Pass 0.0102 385 0 0 Pass 0.0103 359 0 0 Pass 0.0105 336 0 0 Pass 0.0106 323 0 0 Pass 0.0108 300 0 0 Pass 0.0110 283 0 0 Pass 0.0111 267 0 0 Pass 0.0113 255 0 0 Pass 0.0114 242 0 0 Pass 0.0116 233 0 0 Pass 0.0118 220 0 0 Pass 0.0119 213 0 0 Pass 0.0121 202 0 0 Pass 0.0122 195 0 0 Pass 414 Monroe Ave N - Infiltration Trench 7/15/2024 7:16:20 PM Page 14 0.0124 185 0 0 Pass 0.0126 183 0 0 Pass 0.0127 176 0 0 Pass 0.0129 171 0 0 Pass 0.0130 161 0 0 Pass 0.0132 153 0 0 Pass 0.0134 147 0 0 Pass 0.0135 135 0 0 Pass 0.0137 130 0 0 Pass 0.0138 121 0 0 Pass 0.0140 110 0 0 Pass 0.0142 107 0 0 Pass 0.0143 92 0 0 Pass 0.0145 88 0 0 Pass 0.0146 82 0 0 Pass 0.0148 77 0 0 Pass 0.0150 72 0 0 Pass 0.0151 67 0 0 Pass 0.0153 63 0 0 Pass 0.0154 59 0 0 Pass 0.0156 52 0 0 Pass 0.0158 49 0 0 Pass 0.0159 44 0 0 Pass 0.0161 39 0 0 Pass 0.0162 36 0 0 Pass 0.0164 34 0 0 Pass 0.0166 31 0 0 Pass 0.0167 30 0 0 Pass 0.0169 27 0 0 Pass 0.0170 24 0 0 Pass 0.0172 23 0 0 Pass 0.0174 21 0 0 Pass 0.0175 19 0 0 Pass 0.0177 18 0 0 Pass 0.0178 15 0 0 Pass 0.0180 14 0 0 Pass 0.0182 12 0 0 Pass 0.0183 11 0 0 Pass 0.0185 10 0 0 Pass 0.0186 9 0 0 Pass 0.0188 8 0 0 Pass 0.0189 6 0 0 Pass 0.0191 5 0 0 Pass 0.0193 5 0 0 Pass 0.0194 3 0 0 Pass 0.0196 3 0 0 Pass 0.0197 2 0 0 Pass 414 Monroe Ave N - Infiltration Trench 7/15/2024 7:16:20 PM Page 15 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. 414 Monroe Ave N - Infiltration Trench 7/15/2024 7:16:20 PM Page 16 LID Report 414 Monroe Ave N - Infiltration Trench 7/15/2024 7:16:30 PM Page 17 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. 414 Monroe Ave N - Infiltration Trench 7/15/2024 7:16:30 PM Page 18 Appendix Predeveloped Schematic 414 Monroe Ave N - Infiltration Trench 7/15/2024 7:16:30 PM Page 19 Mitigated Schematic 414 Monroe Ave N - Infiltration Trench 7/15/2024 7:16:31 PM Page 20 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 26 414 Monroe Ave N - Infiltration Trench.wdm MESSU 25 Pre414 Monroe Ave N - Infiltration Trench.MES 27 Pre414 Monroe Ave N - Infiltration Trench.L61 28 Pre414 Monroe Ave N - Infiltration Trench.L62 30 POC414 Monroe Ave N - Infiltration Trench1.dat END FILES OPN SEQUENCE INGRP INDELT 00:60 PERLND 10 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Basin 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 10 C, Forest, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 10 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 10 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO 414 Monroe Ave N - Infiltration Trench 7/15/2024 7:16:31 PM Page 21 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 10 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 10 0 4.5 0.08 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 10 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 10 0.2 0.5 0.35 6 0.5 0.7 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 10 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATE1 414 Monroe Ave N - Infiltration Trench 7/15/2024 7:16:31 PM Page 22 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 10 0.299 COPY 501 12 PERLND 10 0.299 COPY 501 13 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 12.1 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 SUM PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 SUM IMPLND 1 999 EXTNL PREC 414 Monroe Ave N - Infiltration Trench 7/15/2024 7:16:31 PM Page 23 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 12.1 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 END MASS-LINK END RUN 414 Monroe Ave N - Infiltration Trench 7/15/2024 7:16:31 PM Page 24 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 26 414 Monroe Ave N - Infiltration Trench.wdm MESSU 25 Mit414 Monroe Ave N - Infiltration Trench.MES 27 Mit414 Monroe Ave N - Infiltration Trench.L61 28 Mit414 Monroe Ave N - Infiltration Trench.L62 30 POC414 Monroe Ave N - Infiltration Trench1.dat END FILES OPN SEQUENCE INGRP INDELT 00:60 IMPLND 4 IMPLND 8 IMPLND 11 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 Gravel Trench Bed 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 *** 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 414 Monroe Ave N - Infiltration Trench 7/15/2024 7:16:31 PM Page 25 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 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 *** 4 ROOF TOPS/FLAT 1 1 1 27 0 8 SIDEWALKS/FLAT 1 1 1 27 0 11 PARKING/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 4 0 0 1 0 0 0 8 0 0 1 0 0 0 11 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 4 0 0 4 0 0 4 1 9 8 0 0 4 0 0 0 1 9 11 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 4 0 0 0 0 0 8 0 0 0 0 0 11 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 4 400 0.01 0.1 0.1 8 400 0.01 0.1 0.1 11 400 0.01 0.1 0.1 END IWAT-PARM2 414 Monroe Ave N - Infiltration Trench 7/15/2024 7:16:31 PM Page 26 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 4 0 0 8 0 0 11 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 4 0 0 8 0 0 11 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** IMPLND 4 0.158 RCHRES 1 5 IMPLND 8 0.029 RCHRES 1 5 IMPLND 11 0.112 RCHRES 1 5 ******Routing****** IMPLND 4 0.158 COPY 1 15 IMPLND 8 0.029 COPY 1 15 IMPLND 11 0.112 COPY 1 15 RCHRES 1 1 COPY 501 17 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 12.1 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 Gravel Trench Be-005 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 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 414 Monroe Ave N - Infiltration Trench 7/15/2024 7:16:31 PM Page 27 * * * * * * * * * * * * * * *** 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 0.03 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 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.012052 0.000000 0.000000 0.000000 0.033333 0.012052 0.000121 0.000000 0.099653 0.066667 0.012052 0.000241 0.000000 0.099653 0.100000 0.012052 0.000362 0.000000 0.099653 0.133333 0.012052 0.000482 0.000000 0.099653 0.166667 0.012052 0.000603 0.000000 0.099653 0.200000 0.012052 0.000723 0.000000 0.099653 0.233333 0.012052 0.000844 0.000000 0.099653 0.266667 0.012052 0.000964 0.000000 0.099653 0.300000 0.012052 0.001085 0.000000 0.099653 0.333333 0.012052 0.001205 0.000000 0.099653 0.366667 0.012052 0.001326 0.000000 0.099653 0.400000 0.012052 0.001446 0.000000 0.099653 0.433333 0.012052 0.001567 0.000000 0.099653 0.466667 0.012052 0.001687 0.000000 0.099653 0.500000 0.012052 0.001808 0.000000 0.099653 0.533333 0.012052 0.001928 0.000000 0.099653 0.566667 0.012052 0.002049 0.000000 0.099653 0.600000 0.012052 0.002169 0.000000 0.099653 0.633333 0.012052 0.002290 0.000000 0.099653 0.666667 0.012052 0.002410 0.000000 0.099653 0.700000 0.012052 0.002531 0.000000 0.099653 0.733333 0.012052 0.002652 0.000000 0.099653 0.766667 0.012052 0.002772 0.000000 0.099653 0.800000 0.012052 0.002893 0.000000 0.099653 0.833333 0.012052 0.003013 0.000000 0.099653 0.866667 0.012052 0.003134 0.000000 0.099653 0.900000 0.012052 0.003254 0.000000 0.099653 0.933333 0.012052 0.003375 0.000000 0.099653 0.966667 0.012052 0.003495 0.000000 0.099653 1.000000 0.012052 0.003616 0.000000 0.099653 1.033333 0.012052 0.003736 0.000000 0.099653 1.066667 0.012052 0.003857 0.000000 0.099653 1.100000 0.012052 0.003977 0.000000 0.099653 1.133333 0.012052 0.004098 0.000000 0.099653 1.166667 0.012052 0.004218 0.000000 0.099653 1.200000 0.012052 0.004339 0.000000 0.099653 1.233333 0.012052 0.004459 0.000000 0.099653 1.266667 0.012052 0.004580 0.000000 0.099653 1.300000 0.012052 0.004700 0.000000 0.099653 1.333333 0.012052 0.004821 0.000000 0.099653 1.366667 0.012052 0.004941 0.000000 0.099653 1.400000 0.012052 0.005062 0.000000 0.099653 1.433333 0.012052 0.005183 0.000000 0.099653 1.466667 0.012052 0.005303 0.000000 0.099653 414 Monroe Ave N - Infiltration Trench 7/15/2024 7:16:31 PM Page 28 1.500000 0.012052 0.005424 0.000000 0.099653 1.533333 0.012052 0.005544 0.000000 0.099653 1.566667 0.012052 0.005665 0.000000 0.099653 1.600000 0.012052 0.005785 0.000000 0.099653 1.633333 0.012052 0.005906 0.000000 0.099653 1.666667 0.012052 0.006026 0.000000 0.099653 1.700000 0.012052 0.006147 0.000000 0.099653 1.733333 0.012052 0.006267 0.000000 0.099653 1.766667 0.012052 0.006388 0.000000 0.099653 1.800000 0.012052 0.006508 0.000000 0.099653 1.833333 0.012052 0.006629 0.000000 0.099653 1.866667 0.012052 0.006749 0.000000 0.099653 1.900000 0.012052 0.006870 0.000000 0.099653 1.933333 0.012052 0.006990 0.000000 0.099653 1.966667 0.012052 0.007111 0.000000 0.099653 2.000000 0.012052 0.007231 0.000000 0.099653 2.033333 0.012052 0.007352 0.000000 0.099653 2.066667 0.012052 0.007472 0.000000 0.099653 2.100000 0.012052 0.007593 0.000000 0.099653 2.133333 0.012052 0.007713 0.000000 0.099653 2.166667 0.012052 0.007834 0.000000 0.099653 2.200000 0.012052 0.007955 0.000000 0.099653 2.233333 0.012052 0.008075 0.000000 0.099653 2.266667 0.012052 0.008196 0.000000 0.099653 2.300000 0.012052 0.008316 0.000000 0.099653 2.333333 0.012052 0.008437 0.000000 0.099653 2.366667 0.012052 0.008557 0.000000 0.099653 2.400000 0.012052 0.008678 0.000000 0.099653 2.433333 0.012052 0.008798 0.000000 0.099653 2.466667 0.012052 0.008919 0.000000 0.099653 2.500000 0.012052 0.009039 0.000000 0.099653 2.533333 0.012052 0.009160 0.000000 0.099653 2.566667 0.012052 0.009280 0.000000 0.099653 2.600000 0.012052 0.009401 0.000000 0.099653 2.633333 0.012052 0.009521 0.000000 0.099653 2.666667 0.012052 0.009642 0.000000 0.099653 2.700000 0.012052 0.009762 0.000000 0.099653 2.733333 0.012052 0.009883 0.000000 0.099653 2.766667 0.012052 0.010003 0.000000 0.099653 2.800000 0.012052 0.010124 0.000000 0.099653 2.833333 0.012052 0.010244 0.000000 0.099653 2.866667 0.012052 0.010365 0.000000 0.099653 2.900000 0.012052 0.010486 0.000000 0.099653 2.933333 0.012052 0.010606 0.000000 0.099653 2.966667 0.012052 0.010727 0.000000 0.099653 3.000000 0.012052 0.010847 0.000000 0.099653 3.033333 0.012052 0.011249 0.053769 0.099653 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 SUM PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 SUM IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 1 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 1 HYDR 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 12.1 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 12.1 WDM 801 FLOW ENGL REPL END EXT TARGETS 414 Monroe Ave N - Infiltration Trench 7/15/2024 7:16:31 PM Page 29 MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 END MASS-LINK END RUN 414 Monroe Ave N - Infiltration Trench 7/15/2024 7:16:31 PM Page 30 Predeveloped HSPF Message File 414 Monroe Ave N - Infiltration Trench 7/15/2024 7:16:31 PM Page 31 Mitigated HSPF Message File 414 Monroe Ave N - Infiltration Trench 7/15/2024 7:16:31 PM Page 32 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2024; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com Renton Mixed-Use Development –Technical Information Report The Concept Group Appendices Appendix C Civil Plan Set 4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS                                                                        COVER SHEET STEEP SLOPE/BUFFER DISCLAIMER: TO P O G R A P H I C & B O U N D A R Y S U R V E Y TOPOGRAPHIC & BOUNDARY SURVEY BASIS OF BEARINGS LEGAL DESCRIPTION VERTICAL DATUM SURVEYOR'S NOTES LEGEND VICINITY MAP N.T.S. REFERENCES 41 4 A M , L L C INDEXING INFORMATION 1/4 1/4 SECTION: TOWNSHIP: RANGE: COUNTY: 4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS                                                                        4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS                                                                        Know what's R SITE DEMO PLAN 4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS                                                                        4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS                                                                        Know what's R TESC PLAN 4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS                                                                        4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS                                                                        TESC DETAILS 4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS                                                                        Know what's R PAVING, GRADING, STORM DRAINAGE WATER SERVICES & SIDE SEWER PLAN 4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS                                                                        4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS                                                                        DRAINAGE DETAILS 4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS                                                                        4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS                                                                        PAVING STANDARD DETAILS 4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS                                                                        4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS                                                                        PAVING STANDARD DETAILS 4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS                                                                        4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS                                                                        SEWER STANDARD DETAILS 4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS                                                                        4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS                                                                        WATER STANDARD DETAILS 4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS                                                                        4701 SW Admiral Way, Suite #353 Seattle, WA 98116 T (206) 446-1291 Land Development and www.ConceptBusinessGroup.com Civil Engineering Consultants IN COMPLIANCE WITH CITY OF RENTON STANDARDS                                                                        WATER STANDARD DETAILS 1 2 3 4 5 6 7 8 16 17 18 19 20 9 10 11 12 13 26 21 22 23 24 25 14 SHARED SH A R E D SH A R E D SH A R E D SH A R E D SH A R E D SHAREDSHAREDSHARED K-3564SAILETOILETVITREOUS CHINA K-1510-XHOURGLASSBATHACRYLIC K-3564SAILETOILETVITREOUS CHINA K-1510-XHOURGLASSBATHACRYLIC K-3564SAILETOILETVITREOUS CHINA K-1510-XHOURGLASSBATHACRYLIC K-1510-XHOURGLASSBATHACRYLIC K-3564SAILETOILETVITREOUS CHINA K-3564SAILETOILETVITREOUS CHINA K-1510-XHOURGLASSBATHACRYLIC K-3564SAILETOILETVITREOUS CHINA K-1510-XHOURGLASSBATHACRYLIC K-3564SAILETOILETVITREOUS CHINA K-1510-XHOURGLASSBATHACRYLIC K-3564SAILETOILETVITREOUS CHINA K-1510-XHOURGLASSBATHACRYLIC K-3564SAILETOILETVITREOUS CHINA 30 ' - 0 " , T Y P . CONC. PAVING TYPE 1 SIDEWALK CONC. PAVING PER CITY STANDARD CONC. PAVING TYPE 2 METAL RAISED PLANTER, TYP. BENCH, TYP. BIKE RACK, TYP. K-3564SAILETOILETVITREOUS CHINA K-1510-XHOURGLASSBATHACRYLIC K-3564SAILETOILETVITREOUS CHINA K-1510-XHOURGLASSBATHACRYLIC K-3564SAILETOILETVITREOUS CHINA K-1510-XHOURGLASSBATHACRYLIC K-1510-XHOURGLASSBATHACRYLIC K-1510-XHOURGLASSBATHACRYLIC K-3564SAILETOILETVITREOUS CHINA K-3564SAILETOILETVITREOUS CHINA K-1510-XHOURGLASSBATHACRYLIC K-3564SAILETOILETVITREOUS CHINA K-1510-XHOURGLASSBATHACRYLIC K-3564SAILETOILETVITREOUS CHINA K-1510-XHOURGLASSBATHACRYLIC K-1510-XHOURGLASSBATHACRYLIC K-3564SAILETOILETVITREOUS CHINA K-3564SAILETOILETVITREOUS CHINA PLANTERS. TYP.PEDESTAL CONC. PAVERS BENCH,TYP. SYMBOL CODE BOTANICAL / COMMON NAME SIZE QTY TREES CA CARPINUS CAROLINIANA / AMERICAN HORNBEAM 2" CAL 3 SHRUBS CS2 CAMELLIA SASANQUA / SASANQUA CAMELLIA 2 GAL 27 LA LAVANDULA ANGUSTIFOLIA `HIDCOTE` / LAVENDER 1 GAL 23 LP LONICERA PILEATA / PRIVET HONEYSUCKLE 2 GAL 8 RM RHODODENDRON X 'P.J.M. COMPACT' / PJM COMPACT RHODODENDRON 2 GAL 12 VD VIBURNUM DAVIDII / DAVID VIBURNUM 1 GAL 57 PLANT SCHEDULE SYMBOL CODE BOTANICAL / COMMON NAME SIZE SPACING QTY GROUND COVERS AU ARCTOSTAPHYLOS UVA-URSI / KINNIKINNICK 1 GAL 12" o.c. 382 FG2 FESTUCA GLAUCA / BLUE FESCUE 1 GAL 24" o.c. 46 L-1 Scale: 1"=10' LANSCAPE PLAN - AT GRADE1 00 10'20' RENTON APARTMENTS 414 MONROE AVE NE RENTON WA 98056 LOTUS LANDSCAPE DESIGN 425 753 3424 josephine@lotuslandscapedesign.com PERMIT SET FEBRUARY 28 2024 LANDSCAPE PLAN Scale: 1"=10' LANSCAPE PLAN - LEVEL 22 00 10'20' Renton Mixed-Use Development –Technical Information Report The Concept Group Appendices Appendix D Maintenance Guidelines Appendix G – Stormwater Control Operations and Maintenance Requirements Stormwater Manual Directors’ Rule 10-2021/DWW-200 July 2021 G-19 No. 5 – Catch Basins and Maintenance Holes Maintenance Component Recommended Inspection Frequency1 Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Structure A Sediment Sediment exceeds 60 percent 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 B, W, E 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 percent No trash or debris blocking or potentially blocking entrance to catch basin A 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 A 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 A Deposits of garbage exceeding 1 cubic foot in volume No condition present which would attract or support the breeding of insects or rodents Appendix G – Stormwater Control Operations and Maintenance Requirements Directors’ Rule 10-2021/DWW-200 Stormwater Manual G-20 July 2021 No. 5 – Catch Basins and Maintenance Holes Maintenance Component Recommended Inspection Frequency1 Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Structure (continued) A 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. A 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 ● Maintenance person judges that catch basin is unsound Catch basin is sealed and structurally sound ● Cracks wider than ½ inch and longer than 1 foot at the joint of any inlet/outlet pipe ● Any evidence of soil particles entering catch basin through cracks No cracks more than ¼-inch wide at the joint of inlet/outlet pipe A 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 Appendix G – Stormwater Control Operations and Maintenance Requirements Stormwater Manual Directors’ Rule 10-2021/DWW-200 July 2021 G-21 No. 5 – Catch Basins and Maintenance Holes Maintenance Component Recommended Inspection Frequency1 Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Structure (continued) A Damaged pipe joints ● Cracks wider than ½ inch at the joint of the inlet/outlet pipes ● 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 A, E 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 A Sediment accumulation Sediment filling 1/3 or more of the pipe Inlet/outlet pipes clear of sediment B, W, E Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables) No trash or debris in pipes A Damaged ● Cracks wider than ½ inch at the joint of the inlet/outlet pipes ● 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 Catch Basin Outlet Trap (Reference Standard Plan No. 267) A Missing When the required outlet trap is not installed upon the outlet pipe Outlet trap installed and prevents floatables from being discharged A Permanently installed When the trap is grouted to the outlet pipe and is not removable to allow for maintenance and inspection Outlet trap removable for maintenance and inspection Appendix G – Stormwater Control Operations and Maintenance Requirements Directors’ Rule 10-2021/DWW-200 Stormwater Manual G-22 July 2021 No. 5 – Catch Basins and Maintenance Holes Maintenance Component Recommended Inspection Frequency1 Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Catch Basin Outlet Trap (Reference Standard Plan No. 267) (continued) A Damaged Cracks, broken welds, seams or any other conditions that allows water to be discharged from other than the submerged portion of the trap Water will be discharged from the submerged portion of the trap. Metal Grates (Catch Basins) A Unsafe grate opening Grate with opening wider than 7/8 inch Grate opening meets design standards B, W, E Trash and debris Trash and debris that is blocking more than 20 percent of grate surface Grate free of trash and debris. footnote to guidelines for disposal A Damaged or missing ● Grate missing or broken member(s) of the grate ● Any open structure requires urgent maintenance Grate is in place and meets design standards Maintenance Hole Cover/Lid A 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 A 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 A 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 1 Inspection frequency: A = Annually; B = Biannually; M = Monthly; E = Recommend that additional inspections be performed as appropriate after major events (e.g., >1 inch of precipitation in 24 hours or environmental incident that causes contaminant release; Q = Quarterly (four times per year); W = Recommend that at least one inspection occur during the wet season, preferably after trees have lost their leaves Appendix G – Stormwater Control Operations and Maintenance Requirements Stormwater Manual Directors’ Rule 10-2021/DWW-200 July 2021 G-5 No. 2 – Infiltration BMPs Maintenance Component Recommended Inspection Frequency1 Defect or Problem Conditions When Maintenance Is Needed Results Expected When Maintenance Is Performed Facility – General Requirements A, W 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) Trash and debris cleared from site M (March – October) 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 A, W, E 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 A Grass/groundcover Grass or groundcover exceeds 18 inches in height Grass or groundcover mowed to a height no greater than 6 inches Infiltration Pond, Top or Side Slopes of Dam, Berm or Embankment A Rodent holes Any evidence of rodent holes if facility is acting as a dam or berm, or any evidence of water piping through dam or berm via rodent holes Rodents removed or destroyed and dam or berm repaired Appendix G – Stormwater Control Operations and Maintenance Requirements Directors’ Rule 10-2021/DWW-200 Stormwater Manual G-6 July 2021 No. 2 – Infiltration BMPs Maintenance Component Recommended Inspection Frequency1 Defect or Problem Conditions When Maintenance Is Needed Results Expected When Maintenance Is Performed Infiltration Pond, Top or Side Slopes of Dam, Berm or Embankment (continued) A Tree growth ● Tree growth threatens integrity of dams, berms or slopes, does not allow maintenance access, or interferes with maintenance activity ● If trees are not a threat to dam, berm, or embankment integrity or not interfering with access or maintenance, they do not need to be removed. Trees do not hinder facility performance or maintenance activities A Erosion ● Eroded damage over 2 inches deep where cause of damage is still present or where there is potential for continued erosion ● Any erosion observed on a compacted slope Slopes stabilized using appropriate erosion control measures If erosion is occurring on compacted slope, a licensed engineer should be consulted to resolve source of erosion. A Settlement Any part of a dam, berm or embankment that has settled 4 inches lower than the design elevation Top or side slope restored to design dimensions If settlement is significant, a licensed engineer should be consulted to determine the cause of the settlement. Infiltration Pond, Tank, Vault, Trench, or Small Basin Storage Area A Sediment accumulation If 2 inches or more sediment is present or a percolation test indicates facility is working at or less than 90 percent of design Facility infiltrates as designed Appendix G – Stormwater Control Operations and Maintenance Requirements Stormwater Manual Directors’ Rule 10-2021/DWW-200 July 2021 G-7 No. 2 – Infiltration BMPs Maintenance Component Recommended Inspection Frequency1 Defect or Problem Conditions When Maintenance Is Needed Results Expected When Maintenance Is Performed Infiltration Pond, Tank, Vault, Trench, or Small Basin Storage Area (continued) A Liner damaged (If Applicable) Liner is visible or pond does not hold water as designed Liner repaired or replaced Infiltration Tank Structure A Plugged air vent Any blockage of the vent Tank or vault freely vents A Tank bent out of shape Any part of tank/pipe is bent out of shape more than 10 percent of its design shape Tank repaired or replaced to design A Gaps between sections, damaged joints or cracks or tears in wall ● A gap wider than ½ inch at the joint of any tank sections ● 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 Infiltration Vault Structure A Damage to wall, frame, bottom, and/or top slab ● Cracks wider than ½ inch ● Any evidence of soil entering the structure through cracks ● Qualified inspection personnel determines that the vault is not structurally sound Vault is sealed and structurally sound Inlet/Outlet Pipes A Sediment accumulation Sediment filling 1/3 or more of the pipe Inlet/outlet pipes clear of sediment B, W, E Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables) No trash or debris in pipes Appendix G – Stormwater Control Operations and Maintenance Requirements Directors’ Rule 10-2021/DWW-200 Stormwater Manual G-8 July 2021 No. 2 – Infiltration BMPs Maintenance Component Recommended Inspection Frequency1 Defect or Problem Conditions When Maintenance Is Needed Results Expected When Maintenance Is Performed Inlet/Outlet Pipes (continued) A Damaged ● Cracks wider than ½ inch at the joint of the inlet/outlet pipes ● 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 Maintenance Hole A Cover/lid not in place ● Cover/lid is missing or only partially in place ● Any open maintenance hole requires immediate maintenance Maintenance hole access cover/lid in place and secure A 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 A 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 A Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks Ladder meets design standards and allows maintenance person safe access Large Access Doors/Plate A 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 A Gaps, does not cover completely Large access doors not flat and/or access opening not completely covered Doors close flat and covers access opening completely Appendix G – Stormwater Control Operations and Maintenance Requirements Stormwater Manual Directors’ Rule 10-2021/DWW-200 July 2021 G-9 No. 2 – Infiltration BMPs Maintenance Component Recommended Inspection Frequency1 Defect or Problem Conditions When Maintenance Is Needed Results Expected When Maintenance Is Performed Large Access Doors/Plate (continued) A 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 Infiltration Pond, Tank, Vault, Trench, or Small Basin Filter Bags A Plugged Filter bag more than 1/2 full Replace filter bag or redesign system Infiltration Pond, Tank, Vault, Trench, or Small Basin Pre- Settling Ponds and Vaults A, W Sediment accumulation 6 inches or more of sediment has accumulated Pre-settling occurs as designed Infiltration Pond, Rock Filter A Plugged High water level on upstream side of filter remains for extended period of time or little or no water flows through filter during heavy rain storms Rock filter replaced; evaluate need for filter and remove if not necessary Infiltration Pond Emergency Overflow Spillway A Rock missing ● Only one layer of rock exists above native soil in area 5 square feet or larger, or any exposure of native soil at the top of out flow path of spillway ● Rip-rap on inside slopes need not be replaced Spillway restored to design standards A Tree growth Tree growth impedes flow or threatens stability of spillway Trees removed Appendix G – Stormwater Control Operations and Maintenance Requirements Directors’ Rule 10-2021/DWW-200 Stormwater Manual G-10 July 2021 No. 2 – Infiltration BMPs Maintenance Component Recommended Inspection Frequency1 Defect or Problem Conditions When Maintenance Is Needed Results Expected When Maintenance Is Performed Drain Rock A, W Water ponding ● If water enters the facility from the surface, inspect to see if water is ponding at the surface during storm events ● If buried drain rock, observe drawdown through observation/ maintenance port or cleanout ● Clear piping through facility when ponding occurs ● Replace rock material/sand reservoirs as necessary ● Tilling of subgrade below reservoir may be necessary (for trenches) prior to backfill 1 Inspection frequency: A = Annually; B = Biannually; M = Monthly; E = Recommend that additional inspections be performed as appropriate after major events (e.g., >1 inch of precipitation in 24 hours or environmental incident that causes contaminant release; Q = Quarterly (four times per year); W = Recommend that at least one inspection occur during the wet season, preferably after trees have lost their leaves