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Rpt (Storm) Liberty Grove v1 Civil Engineers ● Structural Engineers ● Landscape Architects ● Community Planners ● Land Surveyors Stormwater Report PREPARED FOR: Mr. Evan Mann Copper Ridge LLC PO Box 73790 Puyallup, WA 98373-0790 PROJECT: Liberty Grove Plat Yelm, Washington 2230128.10 PREPARED BY: Chris Flyckt, PE Project Engineer REVIEWED BY: J. Matthew Weber, PE Principal DATE: April 2024 Stormwater Report PREPARED FOR: Mr. Evan Mann Copper Ridge LLC PO Box 73790 Puyallup, WA 98373-0790 PROJECT: Liberty Grove Plat Yelm, Washington 2230128.10 PREPARED BY: Chris Flyckt, PE Project Engineer REVIEWED BY: J. Matthew Weber, PE Principal DATE: April 2024 I hereby state that this Stormwater Report for Liberty Grove Plat has been prepared by me or under my supervision and meets the standard of care and expertise that is usual and customary in this community for professional engineers. I understand that City of Yelm does not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities prepared by me. 04/01/2024 Stormwater Report Liberty Grove Plat 2230128.10 Table of Contents Section Page 1.0 Project Overview ....................................................................................................................... 1 2.0 Summary of Minimum Requirements ....................................................................................... 1 2.1 MR 1 – Preparation of Stormwater Site Plans ................................................................. 1 2.2 MR 2 - Construction Stormwater Pollution Prevention ..................................................... 1 2.3 MR 3 – Source Control of Pollution ................................................................................. 1 2.4 MR 4 – Preservation of Natural Drainage Systems and Outfalls ...................................... 1 2.5 MR 5 – Onsite Stormwater Control ................................................................................. 1 2.6 MR 6 – Runoff Treatment ............................................................................................... 2 2.7 MR 7 – Flow Control ....................................................................................................... 2 2.8 MR 8 – Wetlands Protection ........................................................................................... 2 2.9 MR 9 – Basin/Watershed Planning ................................................................................. 2 2.10 MR 10 – Operation and Maintenance .............................................................................. 2 3.0 Existing Conditions .................................................................................................................. 2 4.0 Soils Reports ............................................................................................................................. 2 5.0 Wells and Septic Systems ........................................................................................................ 3 6.0 Fuel Tanks ................................................................................................................................. 3 7.0 Sub-Basin Description .............................................................................................................. 3 8.0 Analysis of the 100-Year Flood ................................................................................................ 3 9 .0 Aesthetic Considerations for Facilities .................................................................................... 3 10.0 Facility Sizing and Downstream Analysis ................................................................................ 3 10.1 Conveyance ................................................................................................................... 4 10.2 Treatment ....................................................................................................................... 4 10.3 Flow Control ................................................................................................................... 4 10.4 Roof Runoff .................................................................................................................... 5 11.0 Covenants Dedications, Easements ........................................................................................ 5 12.0 Property Owners Association Articles of Incorporation ......................................................... 5 13.0 Conclusion ................................................................................................................................ 5 Stormwater Report Liberty Grove Plat 2230128.10 Appendices Appendix A Exhibits A-1 ............ Vicinity Map A-2 ............ Existing Conditions A-3 ............ Developed Conditions A-4 ............ NRCS Soil Map A-5 ............ FEMA 100-Year Flood Plain Map Appendix B Facility Sizing B-1 ............ Downspout Drywell BMP B-2 ............ WWHM Report B-3 ............ Conveyance Calculation Appendix C Geotechnical Report Earth Solutions NW, LLC May 9, 2023 Stormwater Report Liberty Grove Plat 1 2230128.10 1.0 Project Overview The following hydrology report summarizes the storm drainage analysis and design for a 24-lot development located at 10143 Grove Road SE in Yelm, Thurston County, Washington. The land is currently a 5.01-acre property. The project includes the addition of 24 residential lots for single- family homes, a new roadway and sidewalks, sewer, water services, and stormwater facilities to treat and dispose of the project's stormwater. The proposed roadway features and utilities will be extended from Grove Road SE. No offsite road improvements will be required, other than frontage improvements along Grove Road SE. The 5.01-acre site is located in Section 20, Township 17 North, Range 02 East, W. M. The Thurston County tax parcel number associated with the project is 51540302700. The increased stormwater runoff resulting from the addition of impervious area will be treated and infiltrated in accordance with the most recent Washington State Department of Ecology (DOE) Stormwater Management Manual for Western Washington (SWMMWW). 2.0 Summary of Minimum Requirements This project is subject to the SWMMWW and is a new development that will add more than 10,000 square feet of impervious surfaces; therefore, all Minimum Requirements (MR) apply to this project. 2.1 MR 1 – Preparation of Stormwater Site Plans This report and the project plans represent the Stormwater Site Plan for this project and satisfy MR 1. 2.2 MR 2 - Construction Stormwater Pollution Prevention A Construction Stormwater Pollution Prevention Plan (SWPPP) has been prepared under separate cover. 2.3 MR 3 – Source Control of Pollution Pollution source control will be provided for the site by separating roof runoff from pollution generating surfaces. The residential roads should be maintained and cleaned of debris, garbage, and sediment, as required. The Construction SWPPP provides details on the control of pollution during construction. 2.4 MR 4 – Preservation of Natural Drainage Systems and Outfalls The project proposes to infiltrate all stormwater runoff, so all runoff will be retained in the developed condition. There are no natural drainage systems or outfalls to preserve. 2.5 MR 5 – Onsite Stormwater Control This project will meet the Low Impact Development (LID) Performance Standard. The onsite soils have a high infiltration capacity and all runoff will be retained onsite through treatment systems and infiltration facilities. The LID Performance Standard will be met by infiltrating all stormwater runoff from the site. Refer to Section 10.0 for facility sizing. Stormwater Report Liberty Grove Plat 2 2230128.10 2.6 MR 6 – Runoff Treatment Over 5,000 square feet of pollution generating impervious surface (PGIS) will be added as part of these improvements; therefore, runoff treatment is required for this site. Stormwater from the roadways will be conveyed to stormwater treatment filters or the bioretention swale before being infiltrated. Three distinct basins convey stormwater to separate treatment systems and infiltration trenches. Refer to section 10.2 for facility sizing. 2.7 MR 7 – Flow Control The project exceeds the thresholds for new development projects and must provide flow control. Proposed flow control is achieved with the use of infiltration trenches and a bioretention swale that will infiltrate 100 percent of runoff. Refer to Section 10.0 for facility sizing. 2.8 MR 8 – Wetlands Protection To our knowledge, no wetlands are located on or adjacent to the site. 2.9 MR 9 – Basin/Watershed Planning To our knowledge, no basin plans exist for the site. All of Yelm is within a critical aquifer recharge area. Treatment of stormwater prior to entering infiltration trenches is proposed via media filter manholes. A standard bioretention soil mix will be used to treat stormwater before it is infiltrated into the bioretention swale. 2.10 MR 10 – Operation and Maintenance The stormwater system for the roadway improvements will be located in separate recorded tracts owned and maintained by the homeowner’s association. An Operation and Maintenance Plan consisting of maintenance checklists for stormwater management will be prepared with final engineering. Operation and maintenance for drainage facilities constructed for each lot shall be the responsibility of the individual owners. 3.0 Existing Conditions The site is presently covered with grass and a few deciduous trees along the perimeter, along with an existing building on the southeast corner end of the site, with slopes ranging from 0 to 3 percent. 4.0 Soils Reports Site soils are identified by the Natural Resources Conservation Service (NRCS) Web Soil Survey as Spanaway gravelly sandy loam, a Type A soil. This soil is characterized as very deep, somewhat excessively drained. Earth Solutions NW conducted a site investigation to confirm subsurface soil conditions and establish a design infiltration rate. Soil test holes were dug in the vicinity of the proposed infiltration basins of the project and observations confirm that the soil types match the SCS soil description. A soil log map showing the location of the test holes is included in the geotechnical report. The report recommends a design infiltration rate of 30 inches per hour. Please see Appendix C for the complete Earth Solutions NW report. Stormwater Report Liberty Grove Plat 3 2230128.10 5.0 Wells and Septic Systems An existing well is present on the southern portion of the site. The well will be decommissioned according to City of Yelm and Washington Department of Health standards. An existing septic tank is present on the northern portion of the site. The septic system will be decommissioned and abandoned according to City of Yelm and the Thurston County Public Health and Social Services Department. Each lot will be served by the City of Yelm STEP collection system. The holding tank will be maintained by the City and pumped on a regular basis. Domestic water will be provided by the City of Yelm water distributions system. 6.0 Fuel Tanks An oil tank is located onsite and will be decommissioned and removed per the requirements of The Model Toxics Control Act (MTCA; RCW 70.150D) and its implementing regulations (WAC 173-340) and the 1997 Uniform Fire Code, adapted by WAC 51-44. 7.0 Sub-Basin Description Site topography contributes zero acres of offsite storm runoff. There are three separate basins in the developed conditions. Basin A will collect and direct stormwater runoff from the roadway to the proposed bioretention swale along Grove Road. Basins B and C will have their own treatment and infiltration system located near the center of the site. The impervious areas used for determining flow control and water treatment do not include individual lots. On-lot runoff will be collected and infiltrated in individual drywells. Refer to Appendix A-3 for the Developed Basin Map. 8.0 Analysis of the 100-Year Flood Federal Emergency Management Agency (FEMA) mapping does not indicate flooding in the immediate area. Refer to the exhibit in Appendix A-5. 9.0 Aesthetic Considerations for Facilities The proposed stormwater infiltration facilities will be underground and have minimal impact to the aesthetics of the site. The proposed bioretention facility is located within a proposed stormwater tract. The facility is designed with a maximum storage depth of 0.75 foot and 3:1 side slopes. The facility will be unobtrusive due to the shallow nature and moderate side slopes. 10.0 Facility Sizing and Downstream Analysis The project site was modeled as three basins and was sized and analyzed using the latest edition of the Western Washington Hydrology Model (WWHM) continuous modeling software: Basin A, consisting of the eastern portion of the site; Basin B, consisting of the northern portion; and Basin C, consisting of the western portion. Proposed impervious surfaces associated with the proposed roads were calculated based on the site plan layout. Stormwater Report Liberty Grove Plat 4 2230128.10 A small portion of Grove Road SE along the frontage of the subject site will drain to the project and is accounted for in Basin A. Roof runoff will be infiltrated on each lot. A variety of roof areas were modeled in WWHM and the required trench area for each option is included in the construction plans. 10.1 Conveyance The proposed conveyance system consists of a series of new catch basins, pipe reaches, and outfalls to proposed stormwater management facilities. The conveyance system is designed to convey a minimum of the 25-year, 24-hour design runoff event, Backwater calculations have been performed for the 25-year and 100-year event to ensure that hydraulic head through the conveyance system did not cause surcharging of the proposed catch basins. Conveyance system calculations are provided in Appendix B-3. 10.2 Treatment Runoff quality control for Basin A is provided by a bioretention swale with a minimum of 18 inches of treatment soil mix that extend along the side slopes, 1 foot above the bottom of the cell. The bottom width is 5 feet with a length of 38 feet, the side slopes are 3:1, and the maximum ponding depth is 0.75 foot. The bioretention facility receives runoff from a basin with greater than 5,000 square feet of PGIS and is therefore designed so that the bottom of the treatment soil mix is a minimum of 3 feet above the seasonal high groundwater elevation. The WWHM model, see Appendix B-2, shows that the proposed bioretention swale will infiltrate 100 percent of the total runoff through the treatment soil mix, exceeding the minimum requirement of 91 percent. Basic treatment for infiltration trenches in Basins B and C will be provided via media filter cartridge catch basins. Basin B will be treated with a two-cartridge CatchBasin StormFilter. The treatment flow rate per WWHM for the basin is 0.03 cfs (13.46 gpm). The treatment rate per cartridge is 7.5 gpm. Therefore, the total treatment capacity for the facility is 15 gpm, which exceeds the required rate. Basin C will use the same CatchBasin StormFilter model as Basin A to treat runoff. Basin C’s treatment flow rate per WWHM is 0.03 cfs. As such, two cartridges will be required, with a flow rate of 7.5 gpm per cartridge for a total treatment capacity of 15 gpm. 10.3 Flow Control Flow control will be provided by fully infiltrating stormwater runoff form the site through the bioretention swale and infiltration trenches. Basin B will have a 4.0-foot deep trench with a bottom area of 264 square feet that will be constructed in the open space in Tract A. Basin C will have a 4.0-foot deep trench with a bottom area of 240 square feet that will be constructed in the open space Tract B. Stormwater Report Liberty Grove Plat 5 2230128.10 Infiltration Basin Summary Basin Pervious Area (ac) Impervious Area (ac) Required Area (sf) Percent Infiltrated A 0.34 0.32 190 100 B 0.35 0.30 264 100 C 0.26 0.25 240 100 The three basins were sized in accordance with the SWMMWW and exceed the required storage volumes. 10.4 Roof Runoff Stormwater for the roof area of the homes will be infiltrated in individual infiltration trenches. The drywells will be sized in accordance with SWMMWW Volume 3, Chapter 3, Section 3.1.1 - BMP T5.10A Downspout Full Infiltration System. Refer to Appendix B-1 for the roof downspout system detail. 11.0 Covenants Dedications, Easements The storm facilities for the right-of-way improvements shall be owned and maintained by the homeowner's association. A maintenance agreement should be executed to ensure future maintenance of the facilities. The on-lot systems will be privately owned and maintained and therefore do not require covenants, dedications, or easements. 12.0 Property Owners Association Articles of Incorporation Not applicable. 13.0 Conclusion The proposed project involves site improvements associated with a 24-lot development. The project includes clearing, grading, erosion control, utility improvements, and stormwater management facilities. The site, as proposed, will meet the requirements of the most recent Department of Ecology Stormwater Management Manual for Western Washington (SWMMWW). This report and associated plans have been prepared within the guidelines established by City of Yelm for stormwater management. This analysis is based on data and records either supplied to or obtained by AHBL. These documents are referenced within the text of the analysis. The analysis has been prepared using procedures and practices within the standard accepted practices of the industry. AHBL, Inc. Chris Flyckt, PE Project Engineer AB/CF/lsk April 2024 Q:\2023\2230128\WORDPROC\Reports\20240401 Rpt (Storm) 2230128.10.docx Stormwater Report Liberty Grove Plat 2230128.10 Appendix A Exhibits A-1 ...................Vicinity Map A-2 ...................Existing Conditions A-3 ...................Developed Conditions A-4 ...................NRCS Soil Map A-5 ...................FEMA 100-Year Flood Plain Map LIBERTY GROVE PRELIMINARY PLAT VICINITY MAP A-1 G R O V E R D S E N GRAPHIC SCALE 0 60 120 1" = 60 FEET 30 Civil Engineers Structural Engineers Landscape Architects Community Planners Land Surveyors Neighbors LIBERTY GROVE 2230128.10 BASIN A BASIN B BASIN C BASIN AREA ROAD, FLAT ROOF, FLAT PASTURE, FLAT TOTAL BASIN A 0.08 AC 0.06 AC 0.52 AC 0.66 AC BASIN B 0.65 AC 0.65 AC BASIN C 0.51 AC 0.51 AC GR O V E R D S E ROAD A ROAD B 341 342 343 3 4 2 3 4 2 342343 342 34 3 342 34 2 343 342 343 342 34 2 34 2 343 343 3 4 2 3 4 2 342 34 3 342 ROOF RUNOFF WILL BE INFILTRATED WITHIN THE PRIVATE SYSTEM LOCATED ON EACH LOT ROOF RUNOFF NOTE N GRAPHIC SCALE 0 60 120 1" = 60 FEET 30 Civil Engineers Structural Engineers Landscape Architects Community Planners Land Surveyors Neighbors LIBERTY GROVE 2230128.10 BASIN AREA ROAD, FLAT SIDEWALK, FLAT LAWN, FLAT TOTAL BASIN A 0.27 AC 0.05 AC 0.34 AC 0.66 AC BASIN B 0.27 AC 0.03 AC 0.35 AC 0.65 AC BASIN C 0.22 AC 0.03 AC 0.26 AC 0.51 AC BASIN A BASIN B BASIN C BIO-RETENTION SWALE INFILTRATION TRENCH INFILTRATION TRENCH STORM FILTER STORM FILTER United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Thurston County Area, WashingtonNatural Resources Conservation Service May 25, 2023 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 Thurston County Area, Washington................................................................13 110—Spanaway gravelly sandy loam, 0 to 3 percent slopes......................13 112—Spanaway stony sandy loam, 0 to 3 percent slopes..........................13 References............................................................................................................15 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource Report Soil Map 51 9 8 5 1 0 51 9 8 5 3 0 51 9 8 5 5 0 51 9 8 5 7 0 51 9 8 5 9 0 51 9 8 6 1 0 51 9 8 6 3 0 51 9 8 6 5 0 51 9 8 6 7 0 51 9 8 6 9 0 51 9 8 7 1 0 51 9 8 5 1 0 51 9 8 5 3 0 51 9 8 5 5 0 51 9 8 5 7 0 51 9 8 5 9 0 51 9 8 6 1 0 51 9 8 6 3 0 51 9 8 6 5 0 51 9 8 6 7 0 51 9 8 6 9 0 51 9 8 7 1 0 531420 531440 531460 531480 531500 531520 531540 531560 531420 531440 531460 531480 531500 531520 531540 531560 46° 56' 28'' N 12 2 ° 3 5 ' 1 4 ' ' W 46° 56' 28'' N 12 2 ° 3 5 ' 6 ' ' W 46° 56' 21'' N 12 2 ° 3 5 ' 1 4 ' ' W 46° 56' 21'' N 12 2 ° 3 5 ' 6 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 45 90 180 270 Feet 0 15 30 60 90 Meters Map Scale: 1:1,020 if printed on A portrait (8.5" x 11") 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: Thurston County Area, Washington Survey Area Data: Version 16, Sep 8, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 18, 2020—Jul 20, 2020 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. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 110 Spanaway gravelly sandy loam, 0 to 3 percent slopes 1.3 29.9% 112 Spanaway stony sandy loam, 0 to 3 percent slopes 3.1 70.1% Totals for Area of Interest 4.4 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, Custom Soil Resource Report 11 onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 Thurston County Area, Washington 110—Spanaway gravelly sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2ndb6 Elevation: 330 to 1,310 feet Mean annual precipitation: 35 to 65 inches Mean annual air temperature: 50 degrees F Frost-free period: 150 to 200 days Farmland classification: Prime farmland if irrigated Map Unit Composition Spanaway and similar soils:100 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Spanaway Setting Landform:Terraces, outwash plains Parent material:Volcanic ash over gravelly outwash Typical profile H1 - 0 to 15 inches: gravelly sandy loam H2 - 15 to 20 inches: very gravelly loam H3 - 20 to 60 inches: extremely gravelly sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Somewhat excessively drained Capacity of the most limiting layer to transmit water (Ksat):High (1.98 to 5.95 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Low (about 3.8 inches) Interpretive groups Land capability classification (irrigated): 3s Land capability classification (nonirrigated): 3s Hydrologic Soil Group: A Ecological site: R002XA006WA - Puget Lowlands Prairie Forage suitability group: Droughty Soils (G002XS401WA) Other vegetative classification: Droughty Soils (G002XS401WA) Hydric soil rating: No 112—Spanaway stony sandy loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2ndb8 Custom Soil Resource Report 13 Elevation: 660 to 1,310 feet Mean annual precipitation: 35 to 65 inches Mean annual air temperature: 50 degrees F Frost-free period: 150 to 200 days Farmland classification: Farmland of statewide importance Map Unit Composition Spanaway and similar soils:100 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Spanaway Setting Landform:Terraces, outwash plains Parent material:Volcanic ash over gravelly outwash Typical profile H1 - 0 to 16 inches: stony sandy loam H2 - 16 to 22 inches: very gravelly sandy loam H3 - 22 to 60 inches: extremely gravelly sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Somewhat excessively drained Capacity of the most limiting layer to transmit water (Ksat):High (1.98 to 5.95 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Available water supply, 0 to 60 inches: Low (about 4.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4s Hydrologic Soil Group: A Ecological site: R002XA006WA - Puget Lowlands Prairie Forage suitability group: Droughty Soils (G002XS401WA) Other vegetative classification: Droughty Soils (G002XS401WA) Hydric soil rating: No Custom Soil Resource Report 14 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 15 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 16 National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 5/25/2023 at 12:33 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 122°35'25"W 46°56'36"N 122°34'48"W 46°56'12"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 Stormwater Report Liberty Grove Plat 2230128.10 Appendix B Facility Sizing B-1 ...................Downspout Drywell BMP B-2 ...................WWHM Report B-3 ...................Conveyance Calculation 2215 N. 30th Street, #300 Tacoma, WA 98403 253.383.2422 TEL 253.383.2572 FAX www.ahbl.com LIBERTY GROVE PLAT 2230128.10 DOWNSPOUT DRYWELL BMP B-1 SOURCE: KING COUNTY WWHM2012 PROJECT REPORT LibertyGroveSizing6 3/27/2024 4:30:40 PM Page 2 General Model Information Project Name:LibertyGroveSizing6 Site Name: Site Address: City: Report Date:3/27/2024 Gage:Lake Lawrence Data Start:1955/10/01 Data End:2008/09/30 Timestep:15 Minute Precip Scale:0.857 Version Date:2021/08/18 Version:4.2.18 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year Low Flow Threshold for POC2:50 Percent of the 2 Year High Flow Threshold for POC2:50 Year Low Flow Threshold for POC3:50 Percent of the 2 Year High Flow Threshold for POC3:50 Year LibertyGroveSizing6 3/27/2024 4:30:40 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin A Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Flat 0.52 Pervious Total 0.52 Impervious Land Use acre ROADS FLAT 0.08 ROOF TOPS FLAT 0.06 Impervious Total 0.14 Basin Total 0.66 Element Flows To: Surface Interflow Groundwater LibertyGroveSizing6 3/27/2024 4:30:40 PM Page 4 Basin B Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Flat 0.65 Pervious Total 0.65 Impervious Land Use acre Impervious Total 0 Basin Total 0.65 Element Flows To: Surface Interflow Groundwater LibertyGroveSizing6 3/27/2024 4:30:40 PM Page 5 Basin C Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Flat 0.51 Pervious Total 0.51 Impervious Land Use acre Impervious Total 0 Basin Total 0.51 Element Flows To: Surface Interflow Groundwater LibertyGroveSizing6 3/27/2024 4:30:40 PM Page 6 Mitigated Land Use Basin A Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Flat 0.34 Pervious Total 0.34 Impervious Land Use acre ROADS FLAT 0.27 SIDEWALKS FLAT 0.05 Impervious Total 0.32 Basin Total 0.66 Element Flows To: Surface Interflow Groundwater Surface oretention A Surface oretention A LibertyGroveSizing6 3/27/2024 4:30:40 PM Page 7 Basin B Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Flat 0.26 Pervious Total 0.26 Impervious Land Use acre ROADS FLAT 0.27 SIDEWALKS FLAT 0.03 Impervious Total 0.3 Basin Total 0.56 Element Flows To: Surface Interflow Groundwater Infiltration Trench B Infiltration Trench B LibertyGroveSizing6 3/27/2024 4:30:40 PM Page 8 Basin C Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Flat 0.26 Pervious Total 0.26 Impervious Land Use acre ROADS FLAT 0.22 SIDEWALKS FLAT 0.03 Impervious Total 0.25 Basin Total 0.51 Element Flows To: Surface Interflow Groundwater Infiltration Trench C Infiltration Trench C LibertyGroveSizing6 3/27/2024 4:30:41 PM Page 9 Routing Elements Predeveloped Routing LibertyGroveSizing6 3/27/2024 4:30:41 PM Page 10 Mitigated Routing Infiltration Trench B Bottom Length:24.00 ft. Bottom Width:11.00 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:1 Pour Space of material for first layer:0.33 Material thickness of second layer:1 Pour Space of material for second layer:0.33 Material thickness of third layer:1 Pour Space of material for third layer:0.33 Infiltration On Infiltration rate:30 Infiltration safety factor:1 Total Volume Infiltrated (ac-ft.):52.208 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):52.208 Percent Infiltrated:100 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:4 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 0.006 0.000 0.000 0.000 0.0444 0.006 0.000 0.000 0.183 0.0889 0.006 0.000 0.000 0.183 0.1333 0.006 0.000 0.000 0.183 0.1778 0.006 0.000 0.000 0.183 0.2222 0.006 0.000 0.000 0.183 0.2667 0.006 0.000 0.000 0.183 0.3111 0.006 0.000 0.000 0.183 0.3556 0.006 0.000 0.000 0.183 0.4000 0.006 0.000 0.000 0.183 0.4444 0.006 0.000 0.000 0.183 0.4889 0.006 0.001 0.000 0.183 0.5333 0.006 0.001 0.000 0.183 0.5778 0.006 0.001 0.000 0.183 0.6222 0.006 0.001 0.000 0.183 0.6667 0.006 0.001 0.000 0.183 0.7111 0.006 0.001 0.000 0.183 0.7556 0.006 0.001 0.000 0.183 0.8000 0.006 0.001 0.000 0.183 0.8444 0.006 0.001 0.000 0.183 0.8889 0.006 0.001 0.000 0.183 0.9333 0.006 0.001 0.000 0.183 0.9778 0.006 0.002 0.000 0.183 1.0222 0.006 0.002 0.000 0.183 LibertyGroveSizing6 3/27/2024 4:30:41 PM Page 11 1.0667 0.006 0.002 0.000 0.183 1.1111 0.006 0.002 0.000 0.183 1.1556 0.006 0.002 0.000 0.183 1.2000 0.006 0.002 0.000 0.183 1.2444 0.006 0.002 0.000 0.183 1.2889 0.006 0.002 0.000 0.183 1.3333 0.006 0.002 0.000 0.183 1.3778 0.006 0.002 0.000 0.183 1.4222 0.006 0.002 0.000 0.183 1.4667 0.006 0.002 0.000 0.183 1.5111 0.006 0.003 0.000 0.183 1.5556 0.006 0.003 0.000 0.183 1.6000 0.006 0.003 0.000 0.183 1.6444 0.006 0.003 0.000 0.183 1.6889 0.006 0.003 0.000 0.183 1.7333 0.006 0.003 0.000 0.183 1.7778 0.006 0.003 0.000 0.183 1.8222 0.006 0.003 0.000 0.183 1.8667 0.006 0.003 0.000 0.183 1.9111 0.006 0.003 0.000 0.183 1.9556 0.006 0.003 0.000 0.183 2.0000 0.006 0.004 0.000 0.183 2.0444 0.006 0.004 0.000 0.183 2.0889 0.006 0.004 0.000 0.183 2.1333 0.006 0.004 0.000 0.183 2.1778 0.006 0.004 0.000 0.183 2.2222 0.006 0.004 0.000 0.183 2.2667 0.006 0.004 0.000 0.183 2.3111 0.006 0.004 0.000 0.183 2.3556 0.006 0.004 0.000 0.183 2.4000 0.006 0.004 0.000 0.183 2.4444 0.006 0.004 0.000 0.183 2.4889 0.006 0.005 0.000 0.183 2.5333 0.006 0.005 0.000 0.183 2.5778 0.006 0.005 0.000 0.183 2.6222 0.006 0.005 0.000 0.183 2.6667 0.006 0.005 0.000 0.183 2.7111 0.006 0.005 0.000 0.183 2.7556 0.006 0.005 0.000 0.183 2.8000 0.006 0.005 0.000 0.183 2.8444 0.006 0.005 0.000 0.183 2.8889 0.006 0.005 0.000 0.183 2.9333 0.006 0.005 0.000 0.183 2.9778 0.006 0.006 0.000 0.183 3.0222 0.006 0.006 0.000 0.183 3.0667 0.006 0.006 0.000 0.183 3.1111 0.006 0.006 0.000 0.183 3.1556 0.006 0.007 0.000 0.183 3.2000 0.006 0.007 0.000 0.183 3.2444 0.006 0.007 0.000 0.183 3.2889 0.006 0.007 0.000 0.183 3.3333 0.006 0.008 0.000 0.183 3.3778 0.006 0.008 0.000 0.183 3.4222 0.006 0.008 0.000 0.183 3.4667 0.006 0.008 0.000 0.183 3.5111 0.006 0.009 0.000 0.183 3.5556 0.006 0.009 0.000 0.183 3.6000 0.006 0.009 0.000 0.183 LibertyGroveSizing6 3/27/2024 4:30:41 PM Page 12 3.6444 0.006 0.010 0.000 0.183 3.6889 0.006 0.010 0.000 0.183 3.7333 0.006 0.010 0.000 0.183 3.7778 0.006 0.010 0.000 0.183 3.8222 0.006 0.011 0.000 0.183 3.8667 0.006 0.011 0.000 0.183 3.9111 0.006 0.011 0.000 0.183 3.9556 0.006 0.011 0.000 0.183 4.0000 0.006 0.012 0.000 0.183 LibertyGroveSizing6 3/27/2024 4:30:41 PM Page 13 Infiltration Trench C Bottom Length:24.00 ft. Bottom Width:10.00 ft. Trench bottom slope 1:0 To 1 Trench Left side slope 0:0 To 1 Trench right side slope 2:0 To 1 Material thickness of first layer:1 Pour Space of material for first layer:0.33 Material thickness of second layer:1 Pour Space of material for second layer:0.33 Material thickness of third layer:1 Pour Space of material for third layer:0.33 Infiltration On Infiltration rate:30 Infiltration safety factor:1 Total Volume Infiltrated (ac-ft.):43.394 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):43.394 Percent Infiltrated:100 Total Precip Applied to Facility:0 Total Evap From Facility:0 Discharge Structure Riser Height:3.5 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 0.005 0.000 0.000 0.000 0.0389 0.005 0.000 0.000 0.166 0.0778 0.005 0.000 0.000 0.166 0.1167 0.005 0.000 0.000 0.166 0.1556 0.005 0.000 0.000 0.166 0.1944 0.005 0.000 0.000 0.166 0.2333 0.005 0.000 0.000 0.166 0.2722 0.005 0.000 0.000 0.166 0.3111 0.005 0.000 0.000 0.166 0.3500 0.005 0.000 0.000 0.166 0.3889 0.005 0.000 0.000 0.166 0.4278 0.005 0.000 0.000 0.166 0.4667 0.005 0.000 0.000 0.166 0.5056 0.005 0.000 0.000 0.166 0.5444 0.005 0.001 0.000 0.166 0.5833 0.005 0.001 0.000 0.166 0.6222 0.005 0.001 0.000 0.166 0.6611 0.005 0.001 0.000 0.166 0.7000 0.005 0.001 0.000 0.166 0.7389 0.005 0.001 0.000 0.166 0.7778 0.005 0.001 0.000 0.166 0.8167 0.005 0.001 0.000 0.166 0.8556 0.005 0.001 0.000 0.166 0.8944 0.005 0.001 0.000 0.166 0.9333 0.005 0.001 0.000 0.166 0.9722 0.005 0.001 0.000 0.166 LibertyGroveSizing6 3/27/2024 4:30:41 PM Page 14 1.0111 0.005 0.001 0.000 0.166 1.0500 0.005 0.001 0.000 0.166 1.0889 0.005 0.002 0.000 0.166 1.1278 0.005 0.002 0.000 0.166 1.1667 0.005 0.002 0.000 0.166 1.2056 0.005 0.002 0.000 0.166 1.2444 0.005 0.002 0.000 0.166 1.2833 0.005 0.002 0.000 0.166 1.3222 0.005 0.002 0.000 0.166 1.3611 0.005 0.002 0.000 0.166 1.4000 0.005 0.002 0.000 0.166 1.4389 0.005 0.002 0.000 0.166 1.4778 0.005 0.002 0.000 0.166 1.5167 0.005 0.002 0.000 0.166 1.5556 0.005 0.002 0.000 0.166 1.5944 0.005 0.002 0.000 0.166 1.6333 0.005 0.003 0.000 0.166 1.6722 0.005 0.003 0.000 0.166 1.7111 0.005 0.003 0.000 0.166 1.7500 0.005 0.003 0.000 0.166 1.7889 0.005 0.003 0.000 0.166 1.8278 0.005 0.003 0.000 0.166 1.8667 0.005 0.003 0.000 0.166 1.9056 0.005 0.003 0.000 0.166 1.9444 0.005 0.003 0.000 0.166 1.9833 0.005 0.003 0.000 0.166 2.0222 0.005 0.003 0.000 0.166 2.0611 0.005 0.003 0.000 0.166 2.1000 0.005 0.003 0.000 0.166 2.1389 0.005 0.003 0.000 0.166 2.1778 0.005 0.004 0.000 0.166 2.2167 0.005 0.004 0.000 0.166 2.2556 0.005 0.004 0.000 0.166 2.2944 0.005 0.004 0.000 0.166 2.3333 0.005 0.004 0.000 0.166 2.3722 0.005 0.004 0.000 0.166 2.4111 0.005 0.004 0.000 0.166 2.4500 0.005 0.004 0.000 0.166 2.4889 0.005 0.004 0.000 0.166 2.5278 0.005 0.004 0.000 0.166 2.5667 0.005 0.004 0.000 0.166 2.6056 0.005 0.004 0.000 0.166 2.6444 0.005 0.004 0.000 0.166 2.6833 0.005 0.004 0.000 0.166 2.7222 0.005 0.004 0.000 0.166 2.7611 0.005 0.005 0.000 0.166 2.8000 0.005 0.005 0.000 0.166 2.8389 0.005 0.005 0.000 0.166 2.8778 0.005 0.005 0.000 0.166 2.9167 0.005 0.005 0.000 0.166 2.9556 0.005 0.005 0.000 0.166 2.9944 0.005 0.005 0.000 0.166 3.0333 0.005 0.005 0.000 0.166 3.0722 0.005 0.005 0.000 0.166 3.1111 0.005 0.006 0.000 0.166 3.1500 0.005 0.006 0.000 0.166 3.1889 0.005 0.006 0.000 0.166 3.2278 0.005 0.006 0.000 0.166 LibertyGroveSizing6 3/27/2024 4:30:41 PM Page 15 3.2667 0.005 0.006 0.000 0.166 3.3056 0.005 0.007 0.000 0.166 3.3444 0.005 0.007 0.000 0.166 3.3833 0.005 0.007 0.000 0.166 3.4222 0.005 0.007 0.000 0.166 3.4611 0.005 0.008 0.000 0.166 3.5000 0.005 0.008 0.000 0.166 LibertyGroveSizing6 3/27/2024 4:30:41 PM Page 16 Bioretention A Bottom Length: 38.00 ft. Bottom Width: 5.00 ft. Material thickness of first layer: 1.5 Material type for first layer: SMMWW Material thickness of second layer: 0 Material type for second layer: Sand Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate:30 Infiltration safety factor:1 Wetted surface area On Total Volume Infiltrated (ac-ft.):57.705 Total Volume Through Riser (ac-ft.):0.002 Total Volume Through Facility (ac-ft.):57.707 Percent Infiltrated:100 Total Precip Applied to Facility:1.668 Total Evap From Facility:0.474 Underdrain not used Discharge Structure Riser Height:0.75 ft. Riser Diameter:12 in. Element Flows To: Outlet 1 Outlet 2 Bioretention Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.0151 0.0000 0.0000 0.0000 0.0357 0.0148 0.0001 0.0000 0.0000 0.0714 0.0145 0.0001 0.0000 0.0000 0.1071 0.0142 0.0002 0.0000 0.0000 0.1429 0.0139 0.0003 0.0000 0.0000 0.1786 0.0136 0.0004 0.0000 0.0000 0.2143 0.0133 0.0004 0.0000 0.0001 0.2500 0.0131 0.0005 0.0000 0.0001 0.2857 0.0128 0.0006 0.0000 0.0002 0.3214 0.0125 0.0007 0.0000 0.0002 0.3571 0.0122 0.0008 0.0000 0.0003 0.3929 0.0119 0.0009 0.0000 0.0004 0.4286 0.0117 0.0010 0.0000 0.0005 0.4643 0.0114 0.0011 0.0000 0.0006 0.5000 0.0111 0.0012 0.0000 0.0007 0.5357 0.0108 0.0013 0.0000 0.0009 0.5714 0.0106 0.0014 0.0000 0.0011 0.6071 0.0103 0.0015 0.0000 0.0013 0.6429 0.0100 0.0016 0.0000 0.0016 0.6786 0.0098 0.0018 0.0000 0.0018 0.7143 0.0095 0.0019 0.0000 0.0021 0.7500 0.0093 0.0020 0.0000 0.0025 0.7857 0.0090 0.0022 0.0000 0.0029 0.8214 0.0088 0.0023 0.0000 0.0033 0.8571 0.0085 0.0024 0.0000 0.0038 0.8929 0.0083 0.0026 0.0000 0.0043 0.9286 0.0080 0.0027 0.0000 0.0048 LibertyGroveSizing6 3/27/2024 4:30:41 PM Page 17 0.9643 0.0078 0.0029 0.0000 0.0054 1.0000 0.0075 0.0031 0.0000 0.0061 1.0357 0.0073 0.0032 0.0000 0.0068 1.0714 0.0071 0.0034 0.0000 0.0076 1.1071 0.0068 0.0035 0.0000 0.0084 1.1429 0.0066 0.0037 0.0000 0.0093 1.1786 0.0064 0.0039 0.0000 0.0103 1.2143 0.0061 0.0041 0.0000 0.0113 1.2500 0.0059 0.0043 0.0000 0.0124 1.2857 0.0057 0.0045 0.0000 0.0136 1.3214 0.0054 0.0046 0.0000 0.0149 1.3571 0.0052 0.0048 0.0000 0.0163 1.3929 0.0050 0.0050 0.0000 0.0177 1.4286 0.0048 0.0053 0.0000 0.0192 1.4643 0.0046 0.0055 0.0000 0.0208 1.5000 0.0044 0.0057 0.0000 0.0343 Bioretention Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)Infilt(cfs) 1.5000 0.0151 0.0057 0.0000 0.0066 0.0091 1.5357 0.0154 0.0062 0.0000 0.0066 0.0183 1.5714 0.0157 0.0068 0.0000 0.0069 0.0275 1.6071 0.0160 0.0073 0.0000 0.0071 0.0368 1.6429 0.0163 0.0079 0.0000 0.0072 0.0462 1.6786 0.0166 0.0085 0.0000 0.0074 0.0556 1.7143 0.0169 0.0091 0.0000 0.0075 0.0651 1.7500 0.0173 0.0097 0.0000 0.0077 0.0747 1.7857 0.0176 0.0103 0.0000 0.0079 0.0843 1.8214 0.0179 0.0110 0.0000 0.0080 0.0940 1.8571 0.0182 0.0116 0.0000 0.0082 0.1037 1.8929 0.0185 0.0123 0.0000 0.0083 0.1135 1.9286 0.0189 0.0129 0.0000 0.0085 0.1234 1.9643 0.0192 0.0136 0.0000 0.0086 0.1333 2.0000 0.0195 0.0143 0.0000 0.0088 0.1433 2.0357 0.0198 0.0150 0.0000 0.0090 0.1534 2.0714 0.0202 0.0157 0.0000 0.0091 0.1635 2.1071 0.0205 0.0165 0.0000 0.0093 0.1737 2.1429 0.0208 0.0172 0.0000 0.0094 0.1840 2.1786 0.0212 0.0179 0.0000 0.0096 0.1943 2.2143 0.0215 0.0187 0.0000 0.0097 0.2047 2.2500 0.0219 0.0195 0.0000 0.0099 0.2151 2.2857 0.0222 0.0203 0.0716 0.0099 0.2256 2.3214 0.0226 0.0211 0.2020 0.0099 0.2362 2.3571 0.0229 0.0219 0.3694 0.0099 0.2469 2.3929 0.0233 0.0227 0.5635 0.0099 0.2576 2.4286 0.0236 0.0235 0.7756 0.0099 0.2683 2.4643 0.0240 0.0244 0.9966 0.0099 0.2792 2.5000 0.0243 0.0253 1.2176 0.0099 0.2901 2.5357 0.0247 0.0261 1.4294 0.0099 0.3010 2.5714 0.0251 0.0270 1.6238 0.0099 0.3120 2.6071 0.0254 0.0279 1.7939 0.0099 0.3231 2.6429 0.0258 0.0288 1.9353 0.0099 0.3343 2.6786 0.0262 0.0298 2.0472 0.0099 0.3455 2.7143 0.0265 0.0307 2.1333 0.0099 0.3568 2.7500 0.0269 0.0317 2.2271 0.0099 0.3681 2.7857 0.0273 0.0326 2.3053 0.0099 0.3795 2.8214 0.0277 0.0336 2.3809 0.0099 0.3910 2.8571 0.0280 0.0346 2.4542 0.0099 0.4025 LibertyGroveSizing6 3/27/2024 4:30:41 PM Page 18 2.8929 0.0284 0.0356 2.5253 0.0099 0.4141 2.9286 0.0288 0.0366 2.5945 0.0099 0.4258 2.9643 0.0292 0.0377 2.6619 0.0099 0.4375 3.0000 0.0296 0.0387 2.7277 0.0099 0.4493 3.0357 0.0300 0.0398 2.7918 0.0099 0.4611 3.0714 0.0303 0.0409 2.8546 0.0099 0.4731 3.1071 0.0307 0.0419 2.9160 0.0099 0.4850 3.1429 0.0311 0.0431 2.9761 0.0099 0.4971 3.1786 0.0315 0.0442 3.0351 0.0099 0.5092 3.2143 0.0319 0.0453 3.0929 0.0099 0.5214 3.2500 0.0323 0.0465 3.1496 0.0099 0.5214 3.2500 0.0323 0.0465 3.2054 0.0099 0.0000 LibertyGroveSizing6 3/27/2024 4:30:41 PM Page 19 Surface oretention A Element Flows To: Outlet 1 Outlet 2 Bioretention A LibertyGroveSizing6 3/27/2024 4:30:41 PM Page 20 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.52 Total Impervious Area:0.14 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.34 Total Impervious Area:0.32 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.076493 5 year 0.12805 10 year 0.173402 25 year 0.246038 50 year 0.313063 100 year 0.392787 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 1956 0.068 0.000 1957 0.173 0.000 1958 0.092 0.000 1959 0.082 0.000 1960 0.103 0.000 1961 0.056 0.000 1962 0.045 0.000 1963 0.138 0.000 1964 0.057 0.000 1965 0.095 0.000 LibertyGroveSizing6 3/27/2024 4:31:21 PM Page 21 1966 0.053 0.000 1967 0.074 0.000 1968 0.040 0.000 1969 0.041 0.000 1970 0.049 0.000 1971 0.055 0.000 1972 0.100 0.000 1973 0.045 0.000 1974 0.095 0.000 1975 0.063 0.000 1976 0.066 0.000 1977 0.074 0.000 1978 0.080 0.000 1979 0.078 0.000 1980 0.047 0.000 1981 0.134 0.000 1982 0.061 0.000 1983 0.105 0.000 1984 0.080 0.000 1985 0.054 0.000 1986 0.108 0.000 1987 0.084 0.000 1988 0.031 0.000 1989 0.039 0.000 1990 0.373 0.042 1991 0.129 0.000 1992 0.059 0.000 1993 0.038 0.000 1994 0.080 0.000 1995 0.086 0.000 1996 0.087 0.000 1997 0.088 0.000 1998 0.178 0.000 1999 0.051 0.000 2000 0.059 0.000 2001 0.053 0.000 2002 0.078 0.000 2003 0.042 0.000 2004 0.336 0.000 2005 0.423 0.016 2006 0.171 0.000 2007 0.141 0.000 2008 0.172 0.019 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.4230 0.0416 2 0.3726 0.0191 3 0.3361 0.0156 4 0.1778 0.0000 5 0.1731 0.0000 6 0.1721 0.0000 7 0.1711 0.0000 8 0.1411 0.0000 9 0.1380 0.0000 10 0.1342 0.0000 11 0.1295 0.0000 LibertyGroveSizing6 3/27/2024 4:31:21 PM Page 22 12 0.1078 0.0000 13 0.1051 0.0000 14 0.1030 0.0000 15 0.0998 0.0000 16 0.0949 0.0000 17 0.0947 0.0000 18 0.0919 0.0000 19 0.0877 0.0000 20 0.0875 0.0000 21 0.0862 0.0000 22 0.0837 0.0000 23 0.0816 0.0000 24 0.0800 0.0000 25 0.0798 0.0000 26 0.0795 0.0000 27 0.0784 0.0000 28 0.0782 0.0000 29 0.0737 0.0000 30 0.0737 0.0000 31 0.0677 0.0000 32 0.0657 0.0000 33 0.0627 0.0000 34 0.0609 0.0000 35 0.0590 0.0000 36 0.0588 0.0000 37 0.0566 0.0000 38 0.0565 0.0000 39 0.0548 0.0000 40 0.0541 0.0000 41 0.0528 0.0000 42 0.0526 0.0000 43 0.0509 0.0000 44 0.0492 0.0000 45 0.0471 0.0000 46 0.0450 0.0000 47 0.0448 0.0000 48 0.0422 0.0000 49 0.0408 0.0000 50 0.0404 0.0000 51 0.0387 0.0000 52 0.0385 0.0000 53 0.0307 0.0000 LibertyGroveSizing6 3/27/2024 4:31:21 PM Page 23 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0382 848 1 0 Pass 0.0410 660 1 0 Pass 0.0438 543 0 0 Pass 0.0466 443 0 0 Pass 0.0494 370 0 0 Pass 0.0521 323 0 0 Pass 0.0549 280 0 0 Pass 0.0577 228 0 0 Pass 0.0605 200 0 0 Pass 0.0632 179 0 0 Pass 0.0660 163 0 0 Pass 0.0688 142 0 0 Pass 0.0716 129 0 0 Pass 0.0743 113 0 0 Pass 0.0771 100 0 0 Pass 0.0799 90 0 0 Pass 0.0827 80 0 0 Pass 0.0854 76 0 0 Pass 0.0882 69 0 0 Pass 0.0910 63 0 0 Pass 0.0938 59 0 0 Pass 0.0965 54 0 0 Pass 0.0993 50 0 0 Pass 0.1021 45 0 0 Pass 0.1049 44 0 0 Pass 0.1076 40 0 0 Pass 0.1104 37 0 0 Pass 0.1132 34 0 0 Pass 0.1160 31 0 0 Pass 0.1187 30 0 0 Pass 0.1215 29 0 0 Pass 0.1243 26 0 0 Pass 0.1271 24 0 0 Pass 0.1299 23 0 0 Pass 0.1326 21 0 0 Pass 0.1354 19 0 0 Pass 0.1382 17 0 0 Pass 0.1410 17 0 0 Pass 0.1437 15 0 0 Pass 0.1465 14 0 0 Pass 0.1493 14 0 0 Pass 0.1521 14 0 0 Pass 0.1548 12 0 0 Pass 0.1576 12 0 0 Pass 0.1604 11 0 0 Pass 0.1632 11 0 0 Pass 0.1659 11 0 0 Pass 0.1687 10 0 0 Pass 0.1715 9 0 0 Pass 0.1743 7 0 0 Pass 0.1770 7 0 0 Pass 0.1798 6 0 0 Pass 0.1826 6 0 0 Pass LibertyGroveSizing6 3/27/2024 4:31:21 PM Page 24 0.1854 6 0 0 Pass 0.1881 5 0 0 Pass 0.1909 5 0 0 Pass 0.1937 5 0 0 Pass 0.1965 5 0 0 Pass 0.1993 5 0 0 Pass 0.2020 4 0 0 Pass 0.2048 4 0 0 Pass 0.2076 4 0 0 Pass 0.2104 4 0 0 Pass 0.2131 4 0 0 Pass 0.2159 4 0 0 Pass 0.2187 4 0 0 Pass 0.2215 4 0 0 Pass 0.2242 4 0 0 Pass 0.2270 4 0 0 Pass 0.2298 4 0 0 Pass 0.2326 4 0 0 Pass 0.2353 4 0 0 Pass 0.2381 4 0 0 Pass 0.2409 3 0 0 Pass 0.2437 3 0 0 Pass 0.2464 3 0 0 Pass 0.2492 3 0 0 Pass 0.2520 3 0 0 Pass 0.2548 3 0 0 Pass 0.2575 3 0 0 Pass 0.2603 3 0 0 Pass 0.2631 3 0 0 Pass 0.2659 3 0 0 Pass 0.2686 3 0 0 Pass 0.2714 3 0 0 Pass 0.2742 3 0 0 Pass 0.2770 3 0 0 Pass 0.2798 3 0 0 Pass 0.2825 3 0 0 Pass 0.2853 3 0 0 Pass 0.2881 3 0 0 Pass 0.2909 3 0 0 Pass 0.2936 3 0 0 Pass 0.2964 3 0 0 Pass 0.2992 3 0 0 Pass 0.3020 3 0 0 Pass 0.3047 3 0 0 Pass 0.3075 3 0 0 Pass 0.3103 3 0 0 Pass 0.3131 3 0 0 Pass LibertyGroveSizing6 3/27/2024 4:31:21 PM Page 25 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0.1438 acre-feet On-line facility target flow:0.1714 cfs. Adjusted for 15 min:0.1714 cfs. Off-line facility target flow:0.0971 cfs. Adjusted for 15 min:0.0971 cfs. LibertyGroveSizing6 3/27/2024 4:31:21 PM Page 26 LID Report LibertyGroveSizing6 3/27/2024 4:32:33 PM Page 27 POC 2 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #2 Total Pervious Area:0.65 Total Impervious Area:0 Mitigated Landuse Totals for POC #2 Total Pervious Area:0.26 Total Impervious Area:0.3 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #2 Return Period Flow(cfs) 2 year 0.022324 5 year 0.071177 10 year 0.123735 25 year 0.214641 50 year 0.300075 100 year 0.400144 Flow Frequency Return Periods for Mitigated. POC #2 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 #2 Year Predeveloped Mitigated 1956 0.028 0.000 1957 0.114 0.000 1958 0.041 0.000 1959 0.032 0.000 1960 0.028 0.000 1961 0.019 0.000 1962 0.002 0.000 1963 0.075 0.000 1964 0.014 0.000 1965 0.047 0.000 1966 0.013 0.000 LibertyGroveSizing6 3/27/2024 4:33:12 PM Page 28 1967 0.024 0.000 1968 0.009 0.000 1969 0.004 0.000 1970 0.016 0.000 1971 0.022 0.000 1972 0.061 0.000 1973 0.009 0.000 1974 0.014 0.000 1975 0.009 0.000 1976 0.021 0.000 1977 0.001 0.000 1978 0.032 0.000 1979 0.004 0.000 1980 0.007 0.000 1981 0.078 0.000 1982 0.023 0.000 1983 0.021 0.000 1984 0.030 0.000 1985 0.005 0.000 1986 0.061 0.000 1987 0.042 0.000 1988 0.002 0.000 1989 0.002 0.000 1990 0.289 0.000 1991 0.075 0.000 1992 0.003 0.000 1993 0.006 0.000 1994 0.036 0.000 1995 0.048 0.000 1996 0.027 0.000 1997 0.048 0.000 1998 0.124 0.000 1999 0.001 0.000 2000 0.016 0.000 2001 0.001 0.000 2002 0.024 0.000 2003 0.014 0.000 2004 0.253 0.000 2005 0.334 0.000 2006 0.113 0.000 2007 0.097 0.000 2008 0.113 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #2 Rank Predeveloped Mitigated 1 0.3340 0.0000 2 0.2891 0.0000 3 0.2533 0.0000 4 0.1240 0.0000 5 0.1138 0.0000 6 0.1130 0.0000 7 0.1126 0.0000 8 0.0967 0.0000 9 0.0782 0.0000 10 0.0748 0.0000 11 0.0746 0.0000 12 0.0615 0.0000 LibertyGroveSizing6 3/27/2024 4:33:12 PM Page 29 13 0.0615 0.0000 14 0.0484 0.0000 15 0.0475 0.0000 16 0.0468 0.0000 17 0.0419 0.0000 18 0.0411 0.0000 19 0.0356 0.0000 20 0.0324 0.0000 21 0.0323 0.0000 22 0.0298 0.0000 23 0.0282 0.0000 24 0.0278 0.0000 25 0.0271 0.0000 26 0.0236 0.0000 27 0.0235 0.0000 28 0.0227 0.0000 29 0.0216 0.0000 30 0.0212 0.0000 31 0.0211 0.0000 32 0.0191 0.0000 33 0.0159 0.0000 34 0.0157 0.0000 35 0.0145 0.0000 36 0.0139 0.0000 37 0.0136 0.0000 38 0.0129 0.0000 39 0.0092 0.0000 40 0.0089 0.0000 41 0.0086 0.0000 42 0.0073 0.0000 43 0.0062 0.0000 44 0.0049 0.0000 45 0.0044 0.0000 46 0.0036 0.0000 47 0.0029 0.0000 48 0.0021 0.0000 49 0.0021 0.0000 50 0.0016 0.0000 51 0.0010 0.0000 52 0.0010 0.0000 53 0.0005 0.0000 LibertyGroveSizing6 3/27/2024 4:33:12 PM Page 30 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0112 333 0 0 Pass 0.0141 263 0 0 Pass 0.0170 232 0 0 Pass 0.0199 195 0 0 Pass 0.0228 166 0 0 Pass 0.0258 144 0 0 Pass 0.0287 114 0 0 Pass 0.0316 101 0 0 Pass 0.0345 86 0 0 Pass 0.0374 79 0 0 Pass 0.0403 70 0 0 Pass 0.0433 65 0 0 Pass 0.0462 62 0 0 Pass 0.0491 53 0 0 Pass 0.0520 50 0 0 Pass 0.0549 47 0 0 Pass 0.0579 39 0 0 Pass 0.0608 38 0 0 Pass 0.0637 34 0 0 Pass 0.0666 33 0 0 Pass 0.0695 32 0 0 Pass 0.0724 29 0 0 Pass 0.0754 24 0 0 Pass 0.0783 22 0 0 Pass 0.0812 21 0 0 Pass 0.0841 19 0 0 Pass 0.0870 18 0 0 Pass 0.0900 17 0 0 Pass 0.0929 14 0 0 Pass 0.0958 14 0 0 Pass 0.0987 13 0 0 Pass 0.1016 12 0 0 Pass 0.1045 11 0 0 Pass 0.1075 11 0 0 Pass 0.1104 10 0 0 Pass 0.1133 8 0 0 Pass 0.1162 7 0 0 Pass 0.1191 7 0 0 Pass 0.1221 7 0 0 Pass 0.1250 6 0 0 Pass 0.1279 6 0 0 Pass 0.1308 6 0 0 Pass 0.1337 5 0 0 Pass 0.1366 5 0 0 Pass 0.1396 5 0 0 Pass 0.1425 5 0 0 Pass 0.1454 5 0 0 Pass 0.1483 4 0 0 Pass 0.1512 4 0 0 Pass 0.1542 4 0 0 Pass 0.1571 4 0 0 Pass 0.1600 4 0 0 Pass 0.1629 4 0 0 Pass LibertyGroveSizing6 3/27/2024 4:33:12 PM Page 31 0.1658 4 0 0 Pass 0.1688 4 0 0 Pass 0.1717 4 0 0 Pass 0.1746 4 0 0 Pass 0.1775 4 0 0 Pass 0.1804 4 0 0 Pass 0.1833 3 0 0 Pass 0.1863 3 0 0 Pass 0.1892 3 0 0 Pass 0.1921 3 0 0 Pass 0.1950 3 0 0 Pass 0.1979 3 0 0 Pass 0.2009 3 0 0 Pass 0.2038 3 0 0 Pass 0.2067 3 0 0 Pass 0.2096 3 0 0 Pass 0.2125 3 0 0 Pass 0.2154 3 0 0 Pass 0.2184 3 0 0 Pass 0.2213 3 0 0 Pass 0.2242 3 0 0 Pass 0.2271 3 0 0 Pass 0.2300 3 0 0 Pass 0.2330 3 0 0 Pass 0.2359 3 0 0 Pass 0.2388 3 0 0 Pass 0.2417 3 0 0 Pass 0.2446 3 0 0 Pass 0.2475 3 0 0 Pass 0.2505 3 0 0 Pass 0.2534 2 0 0 Pass 0.2563 2 0 0 Pass 0.2592 2 0 0 Pass 0.2621 2 0 0 Pass 0.2651 2 0 0 Pass 0.2680 2 0 0 Pass 0.2709 2 0 0 Pass 0.2738 2 0 0 Pass 0.2767 2 0 0 Pass 0.2796 2 0 0 Pass 0.2826 2 0 0 Pass 0.2855 2 0 0 Pass 0.2884 2 0 0 Pass 0.2913 1 0 0 Pass 0.2942 1 0 0 Pass 0.2972 1 0 0 Pass 0.3001 1 0 0 Pass LibertyGroveSizing6 3/27/2024 4:33:12 PM Page 32 Water Quality Water Quality BMP Flow and Volume for POC #2 On-line facility volume:0.0444 acre-feet On-line facility target flow:0.0527 cfs. Adjusted for 15 min:0.0527 cfs. Off-line facility target flow:0.0298 cfs. Adjusted for 15 min:0.0298 cfs. LibertyGroveSizing6 3/27/2024 4:33:12 PM Page 33 LID Report LibertyGroveSizing6 3/27/2024 4:33:12 PM Page 34 POC 3 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #3 Total Pervious Area:0.51 Total Impervious Area:0 Mitigated Landuse Totals for POC #3 Total Pervious Area:0.26 Total Impervious Area:0.25 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #3 Return Period Flow(cfs) 2 year 0.017515 5 year 0.055847 10 year 0.097085 25 year 0.16841 50 year 0.235443 100 year 0.313959 Flow Frequency Return Periods for Mitigated. POC #3 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 #3 Year Predeveloped Mitigated 1956 0.022 0.000 1957 0.089 0.000 1958 0.032 0.000 1959 0.025 0.000 1960 0.022 0.000 1961 0.015 0.000 1962 0.002 0.000 1963 0.059 0.000 1964 0.011 0.000 1965 0.037 0.000 1966 0.010 0.000 LibertyGroveSizing6 3/27/2024 4:33:49 PM Page 35 1967 0.019 0.000 1968 0.007 0.000 1969 0.003 0.000 1970 0.012 0.000 1971 0.017 0.000 1972 0.048 0.000 1973 0.007 0.000 1974 0.011 0.000 1975 0.007 0.000 1976 0.017 0.000 1977 0.000 0.000 1978 0.025 0.000 1979 0.003 0.000 1980 0.006 0.000 1981 0.061 0.000 1982 0.018 0.000 1983 0.017 0.000 1984 0.023 0.000 1985 0.004 0.000 1986 0.048 0.000 1987 0.033 0.000 1988 0.001 0.000 1989 0.002 0.000 1990 0.227 0.000 1991 0.059 0.000 1992 0.002 0.000 1993 0.005 0.000 1994 0.028 0.000 1995 0.037 0.000 1996 0.021 0.000 1997 0.038 0.000 1998 0.097 0.000 1999 0.001 0.000 2000 0.012 0.000 2001 0.001 0.000 2002 0.018 0.000 2003 0.011 0.000 2004 0.199 0.000 2005 0.262 0.000 2006 0.088 0.000 2007 0.076 0.000 2008 0.089 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #3 Rank Predeveloped Mitigated 1 0.2620 0.0000 2 0.2269 0.0000 3 0.1987 0.0000 4 0.0973 0.0000 5 0.0893 0.0000 6 0.0887 0.0000 7 0.0883 0.0000 8 0.0758 0.0000 9 0.0613 0.0000 10 0.0587 0.0000 11 0.0586 0.0000 12 0.0482 0.0000 LibertyGroveSizing6 3/27/2024 4:33:49 PM Page 36 13 0.0482 0.0000 14 0.0380 0.0000 15 0.0373 0.0000 16 0.0367 0.0000 17 0.0328 0.0000 18 0.0322 0.0000 19 0.0279 0.0000 20 0.0254 0.0000 21 0.0254 0.0000 22 0.0234 0.0000 23 0.0221 0.0000 24 0.0219 0.0000 25 0.0212 0.0000 26 0.0185 0.0000 27 0.0185 0.0000 28 0.0178 0.0000 29 0.0170 0.0000 30 0.0167 0.0000 31 0.0165 0.0000 32 0.0150 0.0000 33 0.0125 0.0000 34 0.0123 0.0000 35 0.0114 0.0000 36 0.0109 0.0000 37 0.0106 0.0000 38 0.0101 0.0000 39 0.0072 0.0000 40 0.0070 0.0000 41 0.0068 0.0000 42 0.0058 0.0000 43 0.0049 0.0000 44 0.0039 0.0000 45 0.0034 0.0000 46 0.0028 0.0000 47 0.0023 0.0000 48 0.0017 0.0000 49 0.0016 0.0000 50 0.0012 0.0000 51 0.0008 0.0000 52 0.0008 0.0000 53 0.0004 0.0000 LibertyGroveSizing6 3/27/2024 4:33:49 PM Page 37 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0088 333 0 0 Pass 0.0110 263 0 0 Pass 0.0133 232 0 0 Pass 0.0156 195 0 0 Pass 0.0179 166 0 0 Pass 0.0202 144 0 0 Pass 0.0225 114 0 0 Pass 0.0248 101 0 0 Pass 0.0271 86 0 0 Pass 0.0294 79 0 0 Pass 0.0317 70 0 0 Pass 0.0339 65 0 0 Pass 0.0362 62 0 0 Pass 0.0385 53 0 0 Pass 0.0408 50 0 0 Pass 0.0431 47 0 0 Pass 0.0454 39 0 0 Pass 0.0477 38 0 0 Pass 0.0500 34 0 0 Pass 0.0523 33 0 0 Pass 0.0546 32 0 0 Pass 0.0568 29 0 0 Pass 0.0591 24 0 0 Pass 0.0614 22 0 0 Pass 0.0637 21 0 0 Pass 0.0660 19 0 0 Pass 0.0683 18 0 0 Pass 0.0706 17 0 0 Pass 0.0729 14 0 0 Pass 0.0752 14 0 0 Pass 0.0775 13 0 0 Pass 0.0797 12 0 0 Pass 0.0820 11 0 0 Pass 0.0843 11 0 0 Pass 0.0866 10 0 0 Pass 0.0889 8 0 0 Pass 0.0912 7 0 0 Pass 0.0935 7 0 0 Pass 0.0958 7 0 0 Pass 0.0981 6 0 0 Pass 0.1003 6 0 0 Pass 0.1026 6 0 0 Pass 0.1049 5 0 0 Pass 0.1072 5 0 0 Pass 0.1095 5 0 0 Pass 0.1118 5 0 0 Pass 0.1141 5 0 0 Pass 0.1164 4 0 0 Pass 0.1187 4 0 0 Pass 0.1210 4 0 0 Pass 0.1232 4 0 0 Pass 0.1255 4 0 0 Pass 0.1278 4 0 0 Pass LibertyGroveSizing6 3/27/2024 4:33:49 PM Page 38 0.1301 4 0 0 Pass 0.1324 4 0 0 Pass 0.1347 4 0 0 Pass 0.1370 4 0 0 Pass 0.1393 4 0 0 Pass 0.1416 4 0 0 Pass 0.1439 3 0 0 Pass 0.1461 3 0 0 Pass 0.1484 3 0 0 Pass 0.1507 3 0 0 Pass 0.1530 3 0 0 Pass 0.1553 3 0 0 Pass 0.1576 3 0 0 Pass 0.1599 3 0 0 Pass 0.1622 3 0 0 Pass 0.1645 3 0 0 Pass 0.1668 3 0 0 Pass 0.1690 3 0 0 Pass 0.1713 3 0 0 Pass 0.1736 3 0 0 Pass 0.1759 3 0 0 Pass 0.1782 3 0 0 Pass 0.1805 3 0 0 Pass 0.1828 3 0 0 Pass 0.1851 3 0 0 Pass 0.1874 3 0 0 Pass 0.1896 3 0 0 Pass 0.1919 3 0 0 Pass 0.1942 3 0 0 Pass 0.1965 3 0 0 Pass 0.1988 2 0 0 Pass 0.2011 2 0 0 Pass 0.2034 2 0 0 Pass 0.2057 2 0 0 Pass 0.2080 2 0 0 Pass 0.2103 2 0 0 Pass 0.2125 2 0 0 Pass 0.2148 2 0 0 Pass 0.2171 2 0 0 Pass 0.2194 2 0 0 Pass 0.2217 2 0 0 Pass 0.2240 2 0 0 Pass 0.2263 2 0 0 Pass 0.2286 1 0 0 Pass 0.2309 1 0 0 Pass 0.2332 1 0 0 Pass 0.2354 1 0 0 Pass LibertyGroveSizing6 3/27/2024 4:33:49 PM Page 39 Water Quality Water Quality BMP Flow and Volume for POC #3 On-line facility volume:0.037 acre-feet On-line facility target flow:0.044 cfs. Adjusted for 15 min:0.044 cfs. Off-line facility target flow:0.0249 cfs. Adjusted for 15 min:0.0249 cfs. LibertyGroveSizing6 3/27/2024 4:33:49 PM Page 40 LID Report LibertyGroveSizing6 3/27/2024 4:33:49 PM Page 41 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. LibertyGroveSizing6 3/27/2024 4:33:50 PM Page 42 Appendix Predeveloped Schematic LibertyGroveSizing6 3/27/2024 4:33:58 PM Page 43 Mitigated Schematic LibertyGroveSizing6 3/27/2024 4:34:08 PM Page 44 Predeveloped UCI File LibertyGroveSizing6 3/27/2024 4:34:08 PM Page 45 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1955 10 01 END 2008 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 LibertyGroveSizing6.wdm MESSU 25 MitLibertyGroveSizing6.MES 27 MitLibertyGroveSizing6.L61 28 MitLibertyGroveSizing6.L62 31 POCLibertyGroveSizing62.dat 32 POCLibertyGroveSizing63.dat 30 POCLibertyGroveSizing61.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 7 IMPLND 1 IMPLND 8 RCHRES 1 RCHRES 2 GENER 4 RCHRES 3 RCHRES 4 COPY 2 COPY 502 COPY 3 COPY 503 COPY 1 COPY 501 DISPLY 2 DISPLY 3 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 2 Infiltration Trench B MAX 1 2 31 9 3 Infiltration Trench C MAX 1 2 32 9 1 Surface oretention A MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 2 1 1 502 1 1 3 1 1 503 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** 4 24 END OPCODE PARM # # K *** LibertyGroveSizing6 3/27/2024 4:34:08 PM Page 46 4 0. END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 7 A/B, Lawn, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 7 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 ********* 7 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 7 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 7 0 5 0.8 400 0.05 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 7 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 7 0.1 0.5 0.25 0 0.7 0.25 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 7 0 0 0 0 3 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 8 SIDEWALKS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 LibertyGroveSizing6 3/27/2024 4:34:08 PM Page 47 8 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 8 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 8 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 8 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 8 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 8 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin A*** PERLND 7 0.34 RCHRES 3 2 PERLND 7 0.34 RCHRES 3 3 IMPLND 1 0.27 RCHRES 3 5 IMPLND 8 0.05 RCHRES 3 5 Basin B*** PERLND 7 0.26 RCHRES 1 2 PERLND 7 0.26 RCHRES 1 3 IMPLND 1 0.27 RCHRES 1 5 IMPLND 8 0.03 RCHRES 1 5 Basin C*** PERLND 7 0.26 RCHRES 2 2 PERLND 7 0.26 RCHRES 2 3 IMPLND 1 0.22 RCHRES 2 5 IMPLND 8 0.03 RCHRES 2 5 ******Routing****** PERLND 7 0.34 COPY 1 12 IMPLND 1 0.27 COPY 1 15 IMPLND 8 0.05 COPY 1 15 PERLND 7 0.34 COPY 1 13 PERLND 7 0.26 COPY 2 12 IMPLND 1 0.27 COPY 2 15 IMPLND 8 0.03 COPY 2 15 PERLND 7 0.26 COPY 2 13 PERLND 7 0.26 COPY 3 12 IMPLND 1 0.22 COPY 3 15 LibertyGroveSizing6 3/27/2024 4:34:08 PM Page 48 IMPLND 8 0.03 COPY 3 15 PERLND 7 0.26 COPY 3 13 RCHRES 3 1 RCHRES 4 8 RCHRES 1 1 COPY 502 17 RCHRES 2 1 COPY 503 17 RCHRES 4 1 COPY 501 17 RCHRES 3 1 COPY 501 17 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 502 OUTPUT MEAN 1 1 48.4 DISPLY 2 INPUT TIMSER 1 COPY 503 OUTPUT MEAN 1 1 48.4 DISPLY 3 INPUT TIMSER 1 COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 GENER 4 OUTPUT TIMSER .0011111 RCHRES 3 EXTNL OUTDGT 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 Infiltration Tre-007 2 1 1 1 28 0 1 2 Infiltration Tre-017 2 1 1 1 28 0 1 3 Surface oretenti-021 3 1 1 1 28 0 1 4 Bioretention A 2 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 3 1 0 0 0 0 0 0 0 0 0 4 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 2 4 0 0 0 0 0 0 0 0 0 1 9 3 4 0 0 0 0 0 0 0 0 0 1 9 4 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 2 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 3 0 1 0 0 4 5 6 0 0 0 1 0 0 0 2 1 2 2 2 4 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.01 0.0 0.0 0.5 0.0 2 2 0.01 0.0 0.0 0.5 0.0 3 3 0.01 0.0 0.0 0.0 0.0 LibertyGroveSizing6 3/27/2024 4:34:08 PM Page 49 4 4 0.01 0.0 0.0 0.0 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 2 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3 0 4.0 5.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 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 *** User-Defined Variable Quantity Lines *** addr *** <------> *** kwd varnam optyp opn vari s1 s2 s3 tp multiply lc ls ac as agfn *** <****> <----> <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> *** UVQUAN vol4 RCHRES 4 VOL 4 UVQUAN v2m4 GLOBAL WORKSP 3 3 UVQUAN vpo4 GLOBAL WORKSP 4 3 UVQUAN v2d4 GENER 4 K 1 3 *** User-Defined Target Variable Names *** addr or addr or *** <------> <------> *** kwd varnam ct vari s1 s2 s3 frac oper vari s1 s2 s3 frac oper <****> <----><-> <----><-><-><-> <---> <--> <----><-><-><-> <---> <--> UVNAME v2m4 1 WORKSP 3 1.0 QUAN UVNAME vpo4 1 WORKSP 4 1.0 QUAN UVNAME v2d4 1 K 1 1.0 QUAN *** opt foplop dcdts yr mo dy hr mn d t vnam s1 s2 s3 ac quantity tc ts rp <****><-><--><><-><--> <> <> <> <><><> <----><-><-><-><-><--------> <> <-><-> GENER 4 v2m4 = 278.07 *** Compute remaining available pore space GENER 4 vpo4 = v2m4 GENER 4 vpo4 -= vol4 *** Check to see if VPORA goes negative; if so set VPORA = 0.0 IF (vpo4 < 0.0) THEN GENER 4 vpo4 = 0.0 END IF *** Infiltration volume GENER 4 v2d4 = vpo4 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 0.006061 0.000000 0.000000 0.000000 0.044444 0.006061 0.000089 0.000000 0.183333 0.088889 0.006061 0.000178 0.000000 0.183333 0.133333 0.006061 0.000267 0.000000 0.183333 0.177778 0.006061 0.000356 0.000000 0.183333 0.222222 0.006061 0.000444 0.000000 0.183333 0.266667 0.006061 0.000533 0.000000 0.183333 0.311111 0.006061 0.000622 0.000000 0.183333 0.355556 0.006061 0.000711 0.000000 0.183333 0.400000 0.006061 0.000800 0.000000 0.183333 0.444444 0.006061 0.000889 0.000000 0.183333 0.488889 0.006061 0.000978 0.000000 0.183333 0.533333 0.006061 0.001067 0.000000 0.183333 0.577778 0.006061 0.001156 0.000000 0.183333 0.622222 0.006061 0.001244 0.000000 0.183333 0.666667 0.006061 0.001333 0.000000 0.183333 0.711111 0.006061 0.001422 0.000000 0.183333 0.755556 0.006061 0.001511 0.000000 0.183333 0.800000 0.006061 0.001600 0.000000 0.183333 0.844444 0.006061 0.001689 0.000000 0.183333 LibertyGroveSizing6 3/27/2024 4:34:08 PM Page 50 0.888889 0.006061 0.001778 0.000000 0.183333 0.933333 0.006061 0.001867 0.000000 0.183333 0.977778 0.006061 0.001956 0.000000 0.183333 1.022222 0.006061 0.002044 0.000000 0.183333 1.066667 0.006061 0.002133 0.000000 0.183333 1.111111 0.006061 0.002222 0.000000 0.183333 1.155556 0.006061 0.002311 0.000000 0.183333 1.200000 0.006061 0.002400 0.000000 0.183333 1.244444 0.006061 0.002489 0.000000 0.183333 1.288889 0.006061 0.002578 0.000000 0.183333 1.333333 0.006061 0.002667 0.000000 0.183333 1.377778 0.006061 0.002756 0.000000 0.183333 1.422222 0.006061 0.002844 0.000000 0.183333 1.466667 0.006061 0.002933 0.000000 0.183333 1.511111 0.006061 0.003022 0.000000 0.183333 1.555556 0.006061 0.003111 0.000000 0.183333 1.600000 0.006061 0.003200 0.000000 0.183333 1.644444 0.006061 0.003289 0.000000 0.183333 1.688889 0.006061 0.003378 0.000000 0.183333 1.733333 0.006061 0.003467 0.000000 0.183333 1.777778 0.006061 0.003556 0.000000 0.183333 1.822222 0.006061 0.003644 0.000000 0.183333 1.866667 0.006061 0.003733 0.000000 0.183333 1.911111 0.006061 0.003822 0.000000 0.183333 1.955556 0.006061 0.003911 0.000000 0.183333 2.000000 0.006061 0.004000 0.000000 0.183333 2.044444 0.006061 0.004089 0.000000 0.183333 2.088889 0.006061 0.004178 0.000000 0.183333 2.133333 0.006061 0.004267 0.000000 0.183333 2.177778 0.006061 0.004356 0.000000 0.183333 2.222222 0.006061 0.004444 0.000000 0.183333 2.266667 0.006061 0.004533 0.000000 0.183333 2.311111 0.006061 0.004622 0.000000 0.183333 2.355556 0.006061 0.004711 0.000000 0.183333 2.400000 0.006061 0.004800 0.000000 0.183333 2.444444 0.006061 0.004889 0.000000 0.183333 2.488889 0.006061 0.004978 0.000000 0.183333 2.533333 0.006061 0.005067 0.000000 0.183333 2.577778 0.006061 0.005156 0.000000 0.183333 2.622222 0.006061 0.005244 0.000000 0.183333 2.666667 0.006061 0.005333 0.000000 0.183333 2.711111 0.006061 0.005422 0.000000 0.183333 2.755556 0.006061 0.005511 0.000000 0.183333 2.800000 0.006061 0.005600 0.000000 0.183333 2.844444 0.006061 0.005689 0.000000 0.183333 2.888889 0.006061 0.005778 0.000000 0.183333 2.933333 0.006061 0.005867 0.000000 0.183333 2.977778 0.006061 0.005956 0.000000 0.183333 3.022222 0.006061 0.006225 0.000000 0.183333 3.066667 0.006061 0.006494 0.000000 0.183333 3.111111 0.006061 0.006764 0.000000 0.183333 3.155556 0.006061 0.007033 0.000000 0.183333 3.200000 0.006061 0.007302 0.000000 0.183333 3.244444 0.006061 0.007572 0.000000 0.183333 3.288889 0.006061 0.007841 0.000000 0.183333 3.333333 0.006061 0.008110 0.000000 0.183333 3.377778 0.006061 0.008380 0.000000 0.183333 3.422222 0.006061 0.008649 0.000000 0.183333 3.466667 0.006061 0.008919 0.000000 0.183333 3.511111 0.006061 0.009188 0.000000 0.183333 3.555556 0.006061 0.009457 0.000000 0.183333 3.600000 0.006061 0.009727 0.000000 0.183333 3.644444 0.006061 0.009996 0.000000 0.183333 3.688889 0.006061 0.010265 0.000000 0.183333 3.733333 0.006061 0.010535 0.000000 0.183333 3.777778 0.006061 0.010804 0.000000 0.183333 3.822222 0.006061 0.011073 0.000000 0.183333 3.866667 0.006061 0.011343 0.000000 0.183333 3.911111 0.006061 0.011612 0.000000 0.183333 3.955556 0.006061 0.011881 0.000000 0.183333 LibertyGroveSizing6 3/27/2024 4:34:08 PM Page 51 4.000000 0.006061 0.012151 0.000000 0.183333 4.044444 0.006061 0.012420 0.082732 0.183333 END FTABLE 1 FTABLE 2 92 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.005510 0.000000 0.000000 0.000000 0.038889 0.005510 0.000071 0.000000 0.166667 0.077778 0.005510 0.000141 0.000000 0.166667 0.116667 0.005510 0.000212 0.000000 0.166667 0.155556 0.005510 0.000283 0.000000 0.166667 0.194444 0.005510 0.000354 0.000000 0.166667 0.233333 0.005510 0.000424 0.000000 0.166667 0.272222 0.005510 0.000495 0.000000 0.166667 0.311111 0.005510 0.000566 0.000000 0.166667 0.350000 0.005510 0.000636 0.000000 0.166667 0.388889 0.005510 0.000707 0.000000 0.166667 0.427778 0.005510 0.000778 0.000000 0.166667 0.466667 0.005510 0.000848 0.000000 0.166667 0.505556 0.005510 0.000919 0.000000 0.166667 0.544444 0.005510 0.000990 0.000000 0.166667 0.583333 0.005510 0.001061 0.000000 0.166667 0.622222 0.005510 0.001131 0.000000 0.166667 0.661111 0.005510 0.001202 0.000000 0.166667 0.700000 0.005510 0.001273 0.000000 0.166667 0.738889 0.005510 0.001343 0.000000 0.166667 0.777778 0.005510 0.001414 0.000000 0.166667 0.816667 0.005510 0.001485 0.000000 0.166667 0.855556 0.005510 0.001556 0.000000 0.166667 0.894444 0.005510 0.001626 0.000000 0.166667 0.933333 0.005510 0.001697 0.000000 0.166667 0.972222 0.005510 0.001768 0.000000 0.166667 1.011111 0.005510 0.001838 0.000000 0.166667 1.050000 0.005510 0.001909 0.000000 0.166667 1.088889 0.005510 0.001980 0.000000 0.166667 1.127778 0.005510 0.002051 0.000000 0.166667 1.166667 0.005510 0.002121 0.000000 0.166667 1.205556 0.005510 0.002192 0.000000 0.166667 1.244444 0.005510 0.002263 0.000000 0.166667 1.283333 0.005510 0.002333 0.000000 0.166667 1.322222 0.005510 0.002404 0.000000 0.166667 1.361111 0.005510 0.002475 0.000000 0.166667 1.400000 0.005510 0.002545 0.000000 0.166667 1.438889 0.005510 0.002616 0.000000 0.166667 1.477778 0.005510 0.002687 0.000000 0.166667 1.516667 0.005510 0.002758 0.000000 0.166667 1.555556 0.005510 0.002828 0.000000 0.166667 1.594444 0.005510 0.002899 0.000000 0.166667 1.633333 0.005510 0.002970 0.000000 0.166667 1.672222 0.005510 0.003040 0.000000 0.166667 1.711111 0.005510 0.003111 0.000000 0.166667 1.750000 0.005510 0.003182 0.000000 0.166667 1.788889 0.005510 0.003253 0.000000 0.166667 1.827778 0.005510 0.003323 0.000000 0.166667 1.866667 0.005510 0.003394 0.000000 0.166667 1.905556 0.005510 0.003465 0.000000 0.166667 1.944444 0.005510 0.003535 0.000000 0.166667 1.983333 0.005510 0.003606 0.000000 0.166667 2.022222 0.005510 0.003677 0.000000 0.166667 2.061111 0.005510 0.003747 0.000000 0.166667 2.100000 0.005510 0.003818 0.000000 0.166667 2.138889 0.005510 0.003889 0.000000 0.166667 2.177778 0.005510 0.003960 0.000000 0.166667 2.216667 0.005510 0.004030 0.000000 0.166667 2.255556 0.005510 0.004101 0.000000 0.166667 2.294444 0.005510 0.004172 0.000000 0.166667 2.333333 0.005510 0.004242 0.000000 0.166667 2.372222 0.005510 0.004313 0.000000 0.166667 2.411111 0.005510 0.004384 0.000000 0.166667 LibertyGroveSizing6 3/27/2024 4:34:08 PM Page 52 2.450000 0.005510 0.004455 0.000000 0.166667 2.488889 0.005510 0.004525 0.000000 0.166667 2.527778 0.005510 0.004596 0.000000 0.166667 2.566667 0.005510 0.004667 0.000000 0.166667 2.605556 0.005510 0.004737 0.000000 0.166667 2.644444 0.005510 0.004808 0.000000 0.166667 2.683333 0.005510 0.004879 0.000000 0.166667 2.722222 0.005510 0.004949 0.000000 0.166667 2.761111 0.005510 0.005020 0.000000 0.166667 2.800000 0.005510 0.005091 0.000000 0.166667 2.838889 0.005510 0.005162 0.000000 0.166667 2.877778 0.005510 0.005232 0.000000 0.166667 2.916667 0.005510 0.005303 0.000000 0.166667 2.955556 0.005510 0.005374 0.000000 0.166667 2.994444 0.005510 0.005444 0.000000 0.166667 3.033333 0.005510 0.005659 0.000000 0.166667 3.072222 0.005510 0.005873 0.000000 0.166667 3.111111 0.005510 0.006087 0.000000 0.166667 3.150000 0.005510 0.006301 0.000000 0.166667 3.188889 0.005510 0.006516 0.000000 0.166667 3.227778 0.005510 0.006730 0.000000 0.166667 3.266667 0.005510 0.006944 0.000000 0.166667 3.305556 0.005510 0.007159 0.000000 0.166667 3.344444 0.005510 0.007373 0.000000 0.166667 3.383333 0.005510 0.007587 0.000000 0.166667 3.422222 0.005510 0.007801 0.000000 0.166667 3.461111 0.005510 0.008016 0.000000 0.166667 3.500000 0.005510 0.008230 0.000000 0.166667 3.538889 0.005510 0.008444 0.067737 0.166667 END FTABLE 2 FTABLE 4 43 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.015106 0.000000 0.000000 0.000000 0.035714 0.014807 0.000064 0.000000 0.000000 0.071429 0.014510 0.000131 0.000000 0.000000 0.107143 0.014215 0.000201 0.000000 0.000000 0.142857 0.013922 0.000275 0.000000 0.000006 0.178571 0.013632 0.000351 0.000000 0.000043 0.214286 0.013343 0.000431 0.000000 0.000070 0.250000 0.013057 0.000514 0.000000 0.000105 0.285714 0.012772 0.000600 0.000000 0.000152 0.321429 0.012490 0.000689 0.000000 0.000210 0.357143 0.012210 0.000782 0.000000 0.000283 0.392857 0.011932 0.000878 0.000000 0.000370 0.428571 0.011656 0.000978 0.000000 0.000474 0.464286 0.011383 0.001080 0.000000 0.000597 0.500000 0.011111 0.001187 0.000000 0.000741 0.535714 0.010842 0.001296 0.000000 0.000906 0.571429 0.010574 0.001410 0.000000 0.001097 0.607143 0.010309 0.001526 0.000000 0.001313 0.642857 0.010046 0.001647 0.000000 0.001558 0.678571 0.009785 0.001770 0.000000 0.001834 0.714286 0.009526 0.001898 0.000000 0.002142 0.750000 0.009269 0.002029 0.000000 0.002486 0.785714 0.009014 0.002164 0.000000 0.002867 0.821429 0.008761 0.002302 0.000000 0.003288 0.857143 0.008511 0.002444 0.000000 0.003751 0.892857 0.008262 0.002590 0.000000 0.004259 0.928571 0.008016 0.002740 0.000000 0.004816 0.964286 0.007772 0.002894 0.000000 0.005422 1.000000 0.007530 0.003051 0.000000 0.006082 1.035714 0.007290 0.003212 0.000000 0.006798 1.071429 0.007052 0.003377 0.000000 0.007572 1.107143 0.006816 0.003547 0.000000 0.008409 1.142857 0.006583 0.003720 0.000000 0.009310 1.178571 0.006351 0.003897 0.000000 0.010280 1.214286 0.006122 0.004078 0.000000 0.011320 1.250000 0.005894 0.004263 0.000000 0.012435 LibertyGroveSizing6 3/27/2024 4:34:08 PM Page 53 1.285714 0.005669 0.004452 0.000000 0.013628 1.321429 0.005446 0.004646 0.000000 0.014901 1.357143 0.005225 0.004843 0.000000 0.016257 1.392857 0.005006 0.005045 0.000000 0.017700 1.428571 0.004789 0.005251 0.000000 0.019231 1.464286 0.004574 0.005461 0.000000 0.020849 1.500000 0.004362 0.006384 0.000000 0.034271 END FTABLE 4 FTABLE 3 51 6 Depth Area Volume Outflow1 Outflow2 Outflow3 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.004362 0.000000 0.000000 0.000000 0.009109 0.035714 0.015407 0.000545 0.000000 0.006597 0.009109 0.071429 0.015710 0.001101 0.000000 0.006911 0.018282 0.107143 0.016015 0.001667 0.000000 0.007068 0.027519 0.142857 0.016323 0.002245 0.000000 0.007226 0.036820 0.178571 0.016632 0.002833 0.000000 0.007383 0.046184 0.214286 0.016944 0.003433 0.000000 0.007540 0.055612 0.250000 0.017258 0.004043 0.000000 0.007697 0.065104 0.285714 0.017574 0.004665 0.000000 0.007854 0.074660 0.321429 0.017892 0.005299 0.000000 0.008011 0.084279 0.357143 0.018212 0.005943 0.000000 0.008168 0.093963 0.392857 0.018534 0.006599 0.000000 0.008325 0.103710 0.428571 0.018858 0.007267 0.000000 0.008482 0.113520 0.464286 0.019185 0.007947 0.000000 0.008639 0.123395 0.500000 0.019513 0.008638 0.000000 0.008796 0.133333 0.535714 0.019844 0.009340 0.000000 0.008953 0.143335 0.571429 0.020177 0.010055 0.000000 0.009110 0.153401 0.607143 0.020512 0.010782 0.000000 0.009268 0.163531 0.642857 0.020849 0.011520 0.000000 0.009425 0.173724 0.678571 0.021188 0.012271 0.000000 0.009582 0.183982 0.714286 0.021529 0.013034 0.000000 0.009739 0.194303 0.750000 0.021872 0.013809 0.000000 0.009896 0.204688 0.785714 0.022218 0.014596 0.071570 0.009896 0.215136 0.821429 0.022565 0.015396 0.202028 0.009896 0.225648 0.857143 0.022915 0.016208 0.369426 0.009896 0.236224 0.892857 0.023266 0.017032 0.563536 0.009896 0.246864 0.928571 0.023620 0.017870 0.775552 0.009896 0.257568 0.964286 0.023976 0.018720 0.996598 0.009896 0.268335 1.000000 0.024334 0.019582 1.217555 0.009896 0.279167 1.035714 0.024694 0.020458 1.429395 0.009896 0.290062 1.071429 0.025057 0.021346 1.623789 0.009896 0.301020 1.107143 0.025421 0.022248 1.793902 0.009896 0.312043 1.142857 0.025788 0.023162 1.935341 0.009896 0.323129 1.178571 0.026156 0.024090 2.047214 0.009896 0.334279 1.214286 0.026527 0.025030 2.133304 0.009896 0.345493 1.250000 0.026900 0.025984 2.227125 0.009896 0.356771 1.285714 0.027275 0.026952 2.305293 0.009896 0.368112 1.321429 0.027652 0.027933 2.380897 0.009896 0.379517 1.357143 0.028031 0.028927 2.454172 0.009896 0.390986 1.392857 0.028412 0.029935 2.525322 0.009896 0.402519 1.428571 0.028795 0.030957 2.594522 0.009896 0.414116 1.464286 0.029181 0.031992 2.661923 0.009896 0.425776 1.500000 0.029568 0.033041 2.727660 0.009896 0.437500 1.535714 0.029958 0.034104 2.791849 0.009896 0.449288 1.571429 0.030350 0.035181 2.854595 0.009896 0.461139 1.607143 0.030744 0.036272 2.915991 0.009896 0.473055 1.642857 0.031140 0.037377 2.976121 0.009896 0.485034 1.678571 0.031538 0.038496 3.035059 0.009896 0.497077 1.714286 0.031938 0.039630 3.092875 0.009896 0.509184 1.750000 0.032340 0.040777 3.149630 0.009896 0.521354 1.750000 0.032340 0.040777 3.205380 0.009896 0.521354 END FTABLE 3 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** LibertyGroveSizing6 3/27/2024 4:34:08 PM Page 54 <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 0.857 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 0.857 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 WDM 2 PREC ENGL 0.857 RCHRES 3 EXTNL PREC WDM 1 EVAP ENGL 0.5 RCHRES 3 EXTNL POTEV WDM 1 EVAP ENGL 0.76 RCHRES 4 EXTNL POTEV 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 2 OUTPUT MEAN 1 1 48.4 WDM 702 FLOW ENGL REPL COPY 502 OUTPUT MEAN 1 1 48.4 WDM 802 FLOW ENGL REPL RCHRES 2 HYDR RO 1 1 1 WDM 1012 FLOW ENGL REPL RCHRES 2 HYDR O 1 1 1 WDM 1013 FLOW ENGL REPL RCHRES 2 HYDR O 2 1 1 WDM 1014 FLOW ENGL REPL RCHRES 2 HYDR STAGE 1 1 1 WDM 1015 STAG ENGL REPL COPY 3 OUTPUT MEAN 1 1 48.4 WDM 703 FLOW ENGL REPL COPY 503 OUTPUT MEAN 1 1 48.4 WDM 803 FLOW ENGL REPL RCHRES 4 HYDR RO 1 1 1 WDM 1016 FLOW ENGL REPL RCHRES 4 HYDR O 1 1 1 WDM 1017 FLOW ENGL REPL RCHRES 4 HYDR O 2 1 1 WDM 1018 FLOW ENGL REPL RCHRES 4 HYDR STAGE 1 1 1 WDM 1019 STAG ENGL REPL RCHRES 3 HYDR STAGE 1 1 1 WDM 1020 STAG ENGL REPL RCHRES 3 HYDR O 1 1 1 WDM 1021 FLOW ENGL REPL COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 3 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 8 RCHRES OFLOW OVOL 2 RCHRES INFLOW IVOL END MASS-LINK 8 MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 LibertyGroveSizing6 3/27/2024 4:34:08 PM Page 55 END MASS-LINK END RUN LibertyGroveSizing6 3/27/2024 4:34:08 PM Page 56 Predeveloped HSPF Message File LibertyGroveSizing6 3/27/2024 4:34:08 PM Page 57 Mitigated HSPF Message File LibertyGroveSizing6 3/27/2024 4:34:08 PM Page 58 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 Inputs: Pipe Diameter, dₒ0.667 ft Manning Roughness, n ?0.013 Pipe Slope, sₒ0.005 rise/run Percent of (or ratio to) full depth (100% or 1 if flowing full)1.000 fraction Results: Maximum Flow Through Pipe, Q 0.857 ft^3/s Velocity, v 2.454 ft/s Velocity head, hv 0.094 ft Flow Area, A 0.349 ft^2/s Wetted Perimeter, P 2.094 ft Hydraulic Radius 0.167 ft Required 100 Year Flow to Pipe (Per WWHM)0.4849 ft^3/s Meets Capacity Requirement Developed Site Flows 25-Year Flow 0.343 100-Year Flow 0.4849 Equations: Most Constricting Pipe Capacity Calculation = = ⁄ ⁄ Manning's Roughness Coefficient - n - Asbestos cement 0.011 Asphalt 0.016 Brass 0.011 Brick 0.015 Canvas 0.012 Cast-iron, new 0.012 Clay tile 0.014 Concrete - steel forms 0.011 Concrete (Cement) - finished 0.012 Concrete - wooden forms 0.015 Earth, smooth 0.018 Earth channel - clean 0.022 Earth channel - gravelly 0.025 Earth channel - weedy 0.03 Earth channel - stony, cobbles 0.035 Floodplains - pasture, farmland 0.035 Floodplains - light brush 0.05 Floodplains - heavy brush 0.075 Floodplains - trees 0.15 Galvanized iron 0.016 Glass 0.01 Gravel, firm 0.023 Lead 0.011 Masonry 0.025 Natural streams - sluggish with deep pools 0.04 Natural channels, very poor condition 0.06 Plastic 0.009 Polyethylene PE - Corrugated with smooth inner walls 0.009 - 0.015 Polyethylene PE - Corrugated with corrugated inner walls 0.018 - 0.025 Polyvinyl Chloride PVC - with smooth inner walls 0.009 - 0.011 Rubble Masonry 0.017 Steel - Coal-tar enamel 0.01 Surface Material Steel - smooth 0.012 Steel - New unlined 0.011 Steel - Riveted 0.019 Vitrified Sewer 0.013 - 0.015 Wood - planed 0.012 Wood - unplaned 0.013 Wood stove pipe, small diameter 0.011 - 0.012 Wood stove pipe, large diameter 0.012 - 0.013 Stormwater Report Liberty Grove Plat 2230128.10 Appendix C Geotechnical Report Earth Solutions NW, LLC May 9, 2023 EarthSolutionsNWLLC EarthSolutions NW LLC 15365 N.E.90th Street,Suite 100 Redmond,WA 98052 (425)449-4704 Fax (425)449-4711 www.earthsolutionsnw.com Geotechnical Engineering Construction Observation/Testing Environmental Services GEOTECHNICAL ENGINEERING STUDY PROPOSED RESIDENTIAL DEVELOPMENT 10143 GROVE ROAD SOUTHEAST THURSTON COUNTY (YELM),WASHINGTON ES-9132 PREPARED FOR COPPER RIDGE, LLC May 9, 2023 _________________________ Brian C. Snow, G.I.T. Senior Staff Geologist _________________________ Scott S. Riegel, L.G., L.E.G. Associate Principal Geologist GEOTECHNICAL ENGINEERING STUDY PROPOSED RESIDENTIAL DEVELOPMENT 10143 GROVE ROAD SOUTHEAST THURSTON COUNTY (YELM), WASHINGTON ES-9132 Earth Solutions NW, LLC 15365 Northeast 90th Street, Suite 100 Redmond, Washington 98052 Phone: 425-449-4704 | Fax: 425-449-4711 www.earthsolutionsnw.com 05/09/2023 Geotechnical-Engineering Report Important Information about This Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes. While you cannot eliminate all such risks, you can manage them. The following information is provided to help. The Geoprofessional Business Association (GBA) has prepared this advisory to help you – assumedly a client representative – interpret and apply this geotechnical-engineering report as effectively as possible. In that way, you can benefit from a lowered exposure to problems associated with subsurface conditions at project sites and development of them that, for decades, have been a principal cause of construction delays, cost overruns, claims, and disputes. If you have questions or want more information about any of the issues discussed herein, contact your GBA-member geotechnical engineer. Active engagement in GBA exposes geotechnical engineers to a wide array of risk-confrontation techniques that can be of genuine benefit for everyone involved with a construction project. Understand the Geotechnical-Engineering Services Provided for this Report Geotechnical-engineering services typically include the planning, collection, interpretation, and analysis of exploratory data from widely spaced borings and/or test pits. Field data are combined with results from laboratory tests of soil and rock samples obtained from field exploration (if applicable), observations made during site reconnaissance, and historical information to form one or more models of the expected subsurface conditions beneath the site. Local geology and alterations of the site surface and subsurface by previous and proposed construction are also important considerations. Geotechnical engineers apply their engineering training, experience, and judgment to adapt the requirements of the prospective project to the subsurface model(s). Estimates are made of the subsurface conditions that will likely be exposed during construction as well as the expected performance of foundations and other structures being planned and/or affected by construction activities. The culmination of these geotechnical-engineering services is typically a geotechnical-engineering report providing the data obtained, a discussion of the subsurface model(s), the engineering and geologic engineering assessments and analyses made, and the recommendations developed to satisfy the given requirements of the project. These reports may be titled investigations, explorations, studies, assessments, or evaluations. Regardless of the title used, the geotechnical-engineering report is an engineering interpretation of the subsurface conditions within the context of the project and does not represent a close examination, systematic inquiry, or thorough investigation of all site and subsurface conditions. Geotechnical-Engineering Services are Performed for Specific Purposes, Persons, and Projects, and At Specific Times Geotechnical engineers structure their services to meet the specific needs, goals, and risk management preferences of their clients. A geotechnical-engineering study conducted for a given civil engineer will not likely meet the needs of a civil-works constructor or even a different civil engineer. Because each geotechnical-engineering study is unique, each geotechnical-engineering report is unique, prepared solely for the client. Likewise, geotechnical-engineering services are performed for a specific project and purpose. For example, it is unlikely that a geotechnical- engineering study for a refrigerated warehouse will be the same as one prepared for a parking garage; and a few borings drilled during a preliminary study to evaluate site feasibility will not be adequate to develop geotechnical design recommendations for the project. Do not rely on this report if your geotechnical engineer prepared it: • for a different client; • for a different project or purpose; • for a different site (that may or may not include all or a portion of the original site); or • before important events occurred at the site or adjacent to it; e.g., man-made events like construction or environmental remediation, or natural events like floods, droughts, earthquakes, or groundwater fluctuations. Note, too, the reliability of a geotechnical-engineering report can be affected by the passage of time, because of factors like changed subsurface conditions; new or modified codes, standards, or regulations; or new techniques or tools. If you are the least bit uncertain about the continued reliability of this report, contact your geotechnical engineer before applying the recommendations in it. A minor amount of additional testing or analysis after the passage of time – if any is required at all – could prevent major problems. Read this Report in Full Costly problems have occurred because those relying on a geotechnical- engineering report did not read the report in its entirety. Do not rely on an executive summary. Do not read selective elements only. Read and refer to the report in full. You Need to Inform Your Geotechnical Engineer About Change Your geotechnical engineer considered unique, project-specific factors when developing the scope of study behind this report and developing the confirmation-dependent recommendations the report conveys. Typical changes that could erode the reliability of this report include those that affect: • the site’s size or shape; • the elevation, configuration, location, orientation, function or weight of the proposed structure and the desired performance criteria; • the composition of the design team; or • project ownership. As a general rule, always inform your geotechnical engineer of project or site changes – even minor ones – and request an assessment of their impact. The geotechnical engineer who prepared this report cannot accept responsibility or liability for problems that arise because the geotechnical engineer was not informed about developments the engineer otherwise would have considered. Most of the “Findings” Related in This Report Are Professional Opinions Before construction begins, geotechnical engineers explore a site’s subsurface using various sampling and testing procedures. Geotechnical engineers can observe actual subsurface conditions only at those specific locations where sampling and testing is performed. The data derived from that sampling and testing were reviewed by your geotechnical engineer, who then applied professional judgement to form opinions about subsurface conditions throughout the site. Actual sitewide-subsurface conditions may differ – maybe significantly – from those indicated in this report. Confront that risk by retaining your geotechnical engineer to serve on the design team through project completion to obtain informed guidance quickly, whenever needed. This Report’s Recommendations Are Confirmation-Dependent The recommendations included in this report – including any options or alternatives – are confirmation-dependent. In other words, they are not final, because the geotechnical engineer who developed them relied heavily on judgement and opinion to do so. Your geotechnical engineer can finalize the recommendations only after observing actual subsurface conditions exposed during construction. If through observation your geotechnical engineer confirms that the conditions assumed to exist actually do exist, the recommendations can be relied upon, assuming no other changes have occurred. The geotechnical engineer who prepared this report cannot assume responsibility or liability for confirmation-dependent recommendations if you fail to retain that engineer to perform construction observation. This Report Could Be Misinterpreted Other design professionals’ misinterpretation of geotechnical- engineering reports has resulted in costly problems. Confront that risk by having your geotechnical engineer serve as a continuing member of the design team, to: • confer with other design-team members; • help develop specifications; • review pertinent elements of other design professionals’ plans and specifications; and • be available whenever geotechnical-engineering guidance is needed. You should also confront the risk of constructors misinterpreting this report. Do so by retaining your geotechnical engineer to participate in prebid and preconstruction conferences and to perform construction- phase observations. Give Constructors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can shift unanticipated-subsurface-conditions liability to constructors by limiting the information they provide for bid preparation. To help prevent the costly, contentious problems this practice has caused, include the complete geotechnical-engineering report, along with any attachments or appendices, with your contract documents, but be certain to note conspicuously that you’ve included the material for information purposes only. To avoid misunderstanding, you may also want to note that “informational purposes” means constructors have no right to rely on the interpretations, opinions, conclusions, or recommendations in the report. Be certain that constructors know they may learn about specific project requirements, including options selected from the report, only from the design drawings and specifications. Remind constructors that they may perform their own studies if they want to, and be sure to allow enough time to permit them to do so. Only then might you be in a position to give constructors the information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Conducting prebid and preconstruction conferences can also be valuable in this respect. Read Responsibility Provisions Closely Some client representatives, design professionals, and constructors do not realize that geotechnical engineering is far less exact than other engineering disciplines. This happens in part because soil and rock on project sites are typically heterogeneous and not manufactured materials with well-defined engineering properties like steel and concrete. That lack of understanding has nurtured unrealistic expectations that have resulted in disappointments, delays, cost overruns, claims, and disputes. To confront that risk, geotechnical engineers commonly include explanatory provisions in their reports. Sometimes labeled “limitations,” many of these provisions indicate where geotechnical engineers’ responsibilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Geoenvironmental Concerns Are Not Covered The personnel, equipment, and techniques used to perform an environmental study – e.g., a “phase-one” or “phase-two” environmental site assessment – differ significantly from those used to perform a geotechnical-engineering study. For that reason, a geotechnical-engineering report does not usually provide environmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated subsurface environmental problems have led to project failures. If you have not obtained your own environmental information about the project site, ask your geotechnical consultant for a recommendation on how to find environmental risk-management guidance. Obtain Professional Assistance to Deal with Moisture Infiltration and Mold While your geotechnical engineer may have addressed groundwater, water infiltration, or similar issues in this report, the engineer’s services were not designed, conducted, or intended to prevent migration of moisture – including water vapor – from the soil through building slabs and walls and into the building interior, where it can cause mold growth and material-performance deficiencies. Accordingly, proper implementation of the geotechnical engineer’s recommendations will not of itself be sufficient to prevent moisture infiltration. Confront the risk of moisture infiltration by including building-envelope or mold specialists on the design team. Geotechnical engineers are not building-envelope or mold specialists. Copyright 2019 by Geoprofessional Business Association (GBA). Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with GBA’s specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of GBA, and only for purposes of scholarly research or book review. Only members of GBA may use this document or its wording as a complement to or as an element of a report of any kind. Any other firm, individual, or other entity that so uses this document without being a GBA member could be committing negligent or intentional (fraudulent) misrepresentation. Telephone: 301/565-2733 e-mail: info@geoprofessional.org www.geoprofessional.org May 9, 2023 ES-9132 Copper Ridge, LLC P.O. Box 73790 Puyallup, Washington 98373 Attention: Mr. Evan Mann Dear Mr. Mann: Earth Solutions NW, LLC (ESNW) is pleased to present this report to support the proposed development. Based on the results of our investigation, construction of the proposed residential structures is feasible from a geotechnical standpoint. Subsurface exploration indicates the site is underlain by native soils consisting primarily of poorly to well-graded gravel with sand and variable amounts of silt (USCS: GP, GW, GP-GM, GW-GM). The native soils were chiefly observed to be in a damp and dense condition extending to the termination depth of all test pits advanced across the site. Moderate to severe caving was noted at all test locations due to the cohesionless nature of the native soils. In general, competent native soil suitable for support of foundations will likely be encountered beginning at depths of about two feet below the existing ground surface across the site. The proposed structures can be constructed on conventional continuous and spread foundations supported on competent native soil, recompacted native soil, or new structural fill placed directly on competent native soil. The gravel dominant native soils exhibit excellent infiltration characteristics, and will likely be feasible for full infiltration pending a seasonal groundwater monitoring study. A local groundwater table was encountered across the site during the March 2023 exploration beginning at depths between about 12 to 14 feet below existing grades, and although seasonally high groundwater elevations typically peak in the late winter and early spring months, further characterization of groundwater fluctuations will likely be necessary to satisfy Thurston County requirements. Pertinent geotechnical recommendations for the proposed residential development are provided in this report. We appreciate the opportunity to be of service to you on this project. Please call if you have any questions or if we can be of further assistance. Sincerely, EARTH SOLUTIONS NW, LLC Brian C. Snow, G.I.T. Senior Staff Geologist 15365 N.E. 90th Street, Suite 100 • Redmond, WA 98052 •(425) 449-4704 • FAX (425) 449-4711 Earth Solutions NW LLC Geotechnical Engineering, Construction Observation/Testing and Environmental Services Earth Solutions NW, LLC Table of Contents ES-9132 PAGE INTRODUCTION ................................................................................. 1 General .................................................................................... 1 Project Description ................................................................. 2 SITE CONDITIONS ............................................................................. 2 Surface ..................................................................................... 2 Subsurface .............................................................................. 3 Topsoil and Fill ............................................................. 3 Native Soil ..................................................................... 3 Geologic Setting ........................................................... 3 Groundwater ................................................................. 4 GEOLOGIC HAZARD AREAS EVALUATION ................................... 4 DISCUSSION AND RECOMMENDATIONS ....................................... 5 General .................................................................................... 5 Site Preparation and Earthwork ............................................. 5 Temporary Erosion Control ......................................... 6 Stripping ....................................................................... 6 In-situ and Imported Soil ............................................. 6 Structural Fill ................................................................ 7 Excavations and Slopes .............................................. 7 Subgrade Preparation .................................................. 8 Void Space Restoration ............................................... 8 Foundations ............................................................................ 8 Retaining Walls ....................................................................... 9 Slab-on-Grade Floors ............................................................. 10 Drainage................................................................................... 10 Preliminary Infiltration Evaluation .............................. 10 Seismic Design ....................................................................... 11 Utility Support and Trench Backfill ....................................... 12 Preliminary Pavement Sections ............................................. 12 LIMITATIONS ...................................................................................... 13 Additional Services ................................................................. 13 Earth Solutions NW, LLC Table of Contents Cont’d ES-9132 GRAPHICS Plate 1 Vicinity Map Plate 2 Test Pit Location Plan Plate 3 Retaining Wall Drainage Detail Plate 4 Footing Drain Detail APPENDICES Appendix A Subsurface Exploration Test Pit Logs Appendix B Laboratory Test Results Earth Solutions NW, LLC GEOTECHNICAL ENGINEERING STUDY PROPOSED RESIDENTIAL DEVELOPMENT 10143 GROVE ROAD SOUTHEAST THURSTON COUNTY (YELM), WASHINGTON ES-9132 INTRODUCTION General This geotechnical engineering study (study) was prepared for the proposed residential development to be constructed on the west side of Grove Road Southeast, just north of the intersection with Old Yelm-McKenna Road Southeast, in the Yelm area of unincorporated Thurston County, Washington. To complete our scope of services, we performed the following:  Subsurface exploration to characterize the soil and groundwater conditions.  Preliminary infiltration evaluation based primarily on our field observations and laboratory analyses, including an estimate of infiltration rates using the grain size analysis method.  Installation of three groundwater monitoring piezometers at select exploration locations.  Laboratory testing of representative soil samples collected on site.  Engineering analyses for the proposed residential development.  Preparation of this report. The following documents and resources were reviewed as part of our report preparation:  Preliminary Site Plan, prepared by AHBL, Job No. 2230128.10, dated March 23, 2023.  Geologic Framework for the Puget Sound Aquifer System, Washington and British Columbia, U.S. Geological Survey, Professional Paper 1424-C: Surficial Hydrogeologic Units of the Puget Sound Aquifer System, Washington and British Columbia, for the Centralia Quadrangle, by Jones, M.A., dated 1999.  Web Soil Survey (WSS) online resource, maintained by the Natural Resources Conservation Service (NRCS) under the United States Department of Agriculture (USDA).  Soil Survey of Thurston County, Washington, prepared by Pringle, R.F., Soil Conservation Service, Issued June 1990. Copper Ridge, LLC ES-9132 May 9, 2023 Page 2 Earth Solutions NW, LLC  Liquefaction Susceptibility Map of Thurston County, Washington, Palmer, S. P. et al., dated September 2004.  Volcano Hazards from Mount Rainier, Washington, USGS Open-File Report 98-428, by Hoblitt, R.P. et al., revised 1998.  Thurston County Drainage Design and Erosion Control Manual, June 2022 Edition, prepared by Thurston County Water Resources Division, Department of Public Works.  Thurston County Code. Project Description The subject site is located off the west side of Grove Road Southeast, approximately 600 feet north of the intersection with Old Yelm-McKenna Road Southeast, in the Yelm area of unincorporated Thurston County, Washington. Per the referenced site plan, the site will be developed with 24 new residential lots and associated improvements. Designated open space / storm tracts are indicated on the site plans (also illustrated on Plate 2) and, based on the subsurface conditions observed during the fieldwork, we anticipate site stormwater will be managed primarily through infiltrative facilities in these areas. At the time of report submission, specific building loads were not available for review; however, based on our experience with similar developments, the proposed residential structures will likely be two to three stories in height and constructed using relatively lightly loaded wood framing supported on conventional foundations. Perimeter footing loads will likely be about 1 to 2 kips per linear foot. Slab-on-grade loading is anticipated to be approximately 150 pounds per square foot (psf). If the above design assumptions are incorrect or change, ESNW should be contacted to review the recommendations provided in this report. ESNW should review final designs to confirm that appropriate geotechnical recommendations have been incorporated into the plans. SITE CONDITIONS Surface The subject site is located on the west side of Grove Road Southeast, approximately 600 feet north of the intersection with Old Yelm-McKenna Road Southeast, in the Yelm area of unincorporated Thurston County, Washington. The site consists of a single tax parcel (Thurston County Parcel No. 51540302700) and totals about five acres of land area. The approximate site location is depicted on Plate 1 (Vicinity Map). The site is bordered to the north and south by existing residential development, to the west by Fort Stevens Elementary School, and to the east by Grove Road Southeast. Copper Ridge, LLC ES-9132 May 9, 2023 Page 3 Earth Solutions NW, LLC The site is currently developed with one single-family residence, outbuildings, and associated improvements. The existing topography is relatively level with little to no discernable topographic relief across the parcel. Vegetation consists primarily of field grasses, hedges, and landscaping areas. Subsurface A representative of ESNW observed, logged, and sampled seven test pits at accessible locations within the property boundaries on March 29, 2023, using a machine and operator provided by the client. The test pits were completed to assess and classify the site soils and to characterize the groundwater conditions within areas proposed for new development. The maximum exploration depth was approximately 16 feet below the existing ground surface (bgs). The approximate locations of the test pits are depicted on Plate 2 (Test Pit Location Plan). Please refer to the test pit logs provided in Appendix A for a more detailed description of subsurface conditions. Representative soil samples collected at our exploration locations were analyzed in general accordance with Unified Soil Classification System (USCS) and USDA methods and procedures. Topsoil and Fill Topsoil was generally encountered within the upper 18 to 24 inches of existing grades at the test pit locations. Deeper or shallower pockets of topsoil may be encountered locally across the site. Topsoil was characterized by its dark brown color, the presence of fine organic material, and small root intrusions. Fill was not encountered during our subsurface exploration. However, isolated areas of fill should be expected surrounding the existing site improvements, including building foundations and utility lines. If encountered, fill soils intended for reuse as structural fill should be primarily free of organic and other deleterious material and should be evaluated for suitability by ESNW at the time of construction. Native Soil Underlying the topsoil, native soils consisting primarily of poorly to well-graded gravel with sand and variable amounts of silt (USCS: GP, GW, GP-GM, GW-GM). The native soils were chiefly observed to be in a damp and dense condition and extended to the termination depth of all test pits advanced across the site. Moderate to severe caving was noted at all test locations due to the cohesionless nature of the native soils. Laboratory analyses of select samples indicates fines content ranges between about two and eight percent. Geologic Setting Geologic mapping of the area identifies Vashon recessional outwash deposits of Pleistocene age (Qvrg) as the primary geologic unit underlying the site. As reported on the geologic map resource, the recessional outwash is described as moderately to poorly sorted gravel and sand with small amounts of silt and clay, which include ice-contact deposits, glacial outwash alluvium, and small amounts of ablation till. Copper Ridge, LLC ES-9132 May 9, 2023 Page 4 Earth Solutions NW, LLC The online WSS resource identifies Spanaway gravelly and stony sandy loams as the primary soil units underlying the site. The referenced soil survey characterizes Spanaway gravelly and stony sandy loams with slow runoff and slight hazard of water erosion. Based on the soil conditions encountered during our fieldwork, the native soils are representative of recessional outwash deposits, consistent with the geologic and soils mapping resources outlined in this section. Groundwater Groundwater was encountered in three of the seven test pits excavated, generally about 12 to 14 feet below existing surface grades, which is interpreted to represent the local table. It should be noted that the remaining four test pits (where groundwater was not observed) were terminated above the observed groundwater table elevation; given the observed subsurface geologic conditions and our experience in the project vicinity, pervasive groundwater underlies the entire project site and much of the surrounding region. The local groundwater table is likely subject to seasonal fluctuations in elevation, and groundwater monitoring piezometers were installed at three of the test pit locations (TP-1, -4, and -5) for future monitoring services, if requested. Groundwater flow rates and elevations may fluctuate depending on many factors, including precipitation duration and intensity, the time of year, and soil conditions. In general, groundwater flow rates are higher during the winter, spring, and early summer months. In any case, groundwater conditions should be expected within deeper site excavations, particularly during the wet season when groundwater elevations are likely to be higher. Depending on the timing, depth, and extent of such excavations, temporary dewatering may be necessary. GEOLOGIC HAZARD AREAS EVALUATION ESNW reviewed Thurston County Code, Title 24 – Critical Areas, to evaluate the presence of geologic hazard areas at the subject site. Geologic hazard areas in Thurston County include those areas that because of their susceptibility to erosion, landsliding, earthquake, volcanic lahar, liquefaction, or other geological events, are not suited to siting commercial, residential, or industrial development consistent with public health or safety concerns. Based on our review, the subject site does not contain geologic hazard areas as defined in Thurston County Code. It is noted that the Nisqually River and associated floodplain, roughly one mile east of the subject site, is a potential flow path for lahars originating on the flanks of Mt. Rainier. However, the subject site is not located within an identified “lahar inundation zone” per the referenced hazard mapping resources, and is therefore not located within a volcanic hazard area. Therefore, in our opinion, standard design elements may be used for this project. Copper Ridge, LLC ES-9132 May 9, 2023 Page 5 Earth Solutions NW, LLC DISCUSSION AND RECOMMENDATIONS General Based on the results of our investigation, construction of the proposed residential structures is feasible from a geotechnical standpoint. The primary geotechnical considerations associated with the proposed project include foundation support, slab-on-grade support, and stormwater facility installation and drainage. Subsurface exploration indicates the site is underlain by native soils consisting primarily of poorly to well-graded gravel with sand and variable amounts of silt (USCS: GP, GW, GP-GM, GW-GM). The native soils were chiefly observed to be in a damp and dense condition extending to the termination depth of all test pits advanced across the site. Moderate to severe caving was noted at all test locations due to the cohesionless nature of the native soils. In general, competent native soil suitable for support of foundations will likely be encountered beginning at depths of about two feet below the existing ground surface across the site. The proposed structures can be constructed on conventional continuous and spread foundations supported on competent native soil, recompacted native soil, or new structural fill placed directly on competent native soil. The gravel dominant native soils exhibit excellent infiltration characteristics, and will likely be feasible for full infiltration pending a seasonal groundwater monitoring study. A local groundwater table was encountered across the site during the March 2023 exploration beginning at depths between about 12 to 14 feet below existing grades, and although seasonally high groundwater elevations typically peak in the late winter and early spring months, further characterization of groundwater fluctuations will likely be necessary to satisfy Thurston County requirements. This study has been prepared for the exclusive use of Copper Ridge, LLC, and its representatives. No warranty, expressed or implied, is made. This study has been prepared in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. Site Preparation and Earthwork Site preparation activities should consist of installing temporary erosion control measures, establishing grading limits, performing site stripping, and removing existing structural improvements. Subsequent earthwork activities will likely include additional site grading, utility installations, and associated site improvements. Copper Ridge, LLC ES-9132 May 9, 2023 Page 6 Earth Solutions NW, LLC Temporary Erosion Control The following temporary erosion and sediment control Best Management Practices (BMPs) are recommended:  Temporary construction entrances and drive lanes, consisting of at least six inches of quarry spalls, should be considered to both minimize off-site soil tracking and provide stable surfaces at site entrances. Placing geotextile fabric underneath the quarry spalls will provide greater stability if needed.  Silt fencing should be placed around the appropriate portions of the site perimeter to prevent offsite migration of sediment.  When not in use, soil stockpiles should be covered or otherwise protected (as necessary) to reduce the potential for soil erosion, especially during periods of wet weather.  As necessary, temporary measures for controlling surface water runoff, such as interceptor trenches, sumps, or interceptor swales, should be installed prior to beginning earthwork activities. For this site, infiltration may also be considered for control of surface water runoff.  Dry soils disturbed during construction should be wetted to minimize dust and airborne soil erosion. Additional Best Management Practices, as specified by the project civil engineer and indicated on the plans, should be incorporated into construction activities. Temporary erosion control measures may be modified during construction as site conditions require, as approved by the site erosion control lead. Stripping Topsoil was encountered within the upper 18 to 24 inches of existing grades across the site. The organic-rich topsoil should be stripped (as necessary) and segregated into a stockpile for later use on site or to haul off site. However, over-stripping should be avoided. As such, ESNW should observe initial stripping activities to provide recommendations regarding the required stripping depths and material suitability. In-situ and Imported Soil The in-situ soils encountered at the subject site have a low sensitivity to moisture and were generally in a damp condition at the time of exploration. Soils anticipated to be exposed on site will likely be too dry to attain adequate compaction and will require moisture conditioning through the addition of water prior to use as structural fill. However, where encountered, soils that are excessively over the optimum moisture content will likely require aeration or treatment prior to placement and compaction. An ESNW representative should determine the suitability of in-situ soils for use as structural fill at the time of construction. Copper Ridge, LLC ES-9132 May 9, 2023 Page 7 Earth Solutions NW, LLC Imported soil intended for use as structural fill should be evaluated by ESNW during construction. The imported soil must be workable to the optimum moisture content, as determined by the Modified Proctor Method (ASTM D1557), at the time of placement and compaction. During wet weather conditions, imported soil intended for use as structural fill should consist of a well-graded, granular soil with a fines content of 5 percent or less (where the fines content is defined as the percent passing the Number 200 sieve, based on the minus three-quarter-inch fraction). Structural Fill Structural fill is defined as compacted soil placed in foundation, slab-on-grade, roadway, permanent slope, retaining wall, and utility trench backfill areas. Structural fill placed and compacted during site grading activities should meet the following specifications and guidelines:  Structural fill material Granular soil*  Moisture content At or slightly above optimum†  Relative compaction (minimum) 95 percent (Modified Proctor)‡  Loose lift thickness (maximum) 12 inches * Existing gravel soils will likely require moisture conditioning (addition of water) prior to placement and compaction. † Soil shall not be placed dry of optimum and should be evaluated by ESNW during construction. ‡ Minimum relative compaction of 90% may be feasible for mass grading activities and should be evaluated by ESNW during construction. With respect to underground utility installations and backfill, local jurisdictions may dictate the soil type(s) and compaction requirements. Unsuitable material or debris must be removed from structural areas if encountered. Excavations and Slopes Based on the soil conditions observed at the subsurface exploration locations, excavation activities are likely to expose cohesionless native gravel soils beginning at depths of approximately 18 to 24 inches below the existing ground surface. The native cohesionless gravels are classified as Type C soils, and the following Federal Occupation Safety and Health Administration and Washington Industrial Safety and Health Act soil classifications and maximum allowable temporary slope inclinations may be used:  Areas exposing groundwater seepage 1.5H:1V (Type C)  Cohesionless native soil 1.5H:1V (Type C) Permanent slopes should be planted with vegetation to both enhance stability and minimize erosion and should maintain a gradient of 2H:1V or flatter. An ESNW representative should observe temporary and permanent slopes to confirm the slope inclinations are suitable for the exposed soil conditions and to provide additional excavation and slope recommendations as necessary. If the recommended temporary slope inclinations cannot be achieved, temporary shoring may be necessary to support excavations. Copper Ridge, LLC ES-9132 May 9, 2023 Page 8 Earth Solutions NW, LLC Subgrade Preparation Foundations should be constructed on competent native soil or structural fill placed directly atop competent native soil. Loose or unsuitable soil conditions encountered below areas of footing and slab elements should be remedied as recommended in this report. In general, foundation subgrades on native cut surfaces should be compacted in-situ to a minimum depth of one foot below the design subgrade elevation. Uniform compaction of the foundation and slab subgrade areas will establish a relatively consistent subgrade condition below the foundation and slab elements. ESNW should observe the foundation and slab subgrade prior to placing formwork. Supplementary recommendations for subgrade improvement can be provided at the time of construction and would likely include further mechanical compaction effort and/or overexcavation and replacement with suitable structural fill. Void Space Restoration The process of removing the existing structures may produce voids where old foundations are removed and where crawl space areas may have been present. Complete restoration of voids from old foundation areas must be executed as part of the subgrade preparation activities. The following guidelines for preparing subgrade areas should be incorporated into the final design:  Where voids and related demolition disturbances extend below planned subgrade elevations, restoration of these areas should be completed. Structural fill should be used to restore voids or unstable areas resulting from the removal of existing structural elements.  Recompact, or overexcavate and replace, areas of existing fill exposed at the design subgrade elevations. Overexcavations should extend into competent native soils and structural fill should be utilized to restore subgrade elevations as necessary.  ESNW should confirm subgrade conditions, as well as the required level of recompaction and/or overexcavation and replacement, during site preparation activities. ESNW should also evaluate the overall suitability of prepared subgrade areas following site preparation activities. Foundations The proposed structures can be constructed on conventional continuous and spread footing foundations bearing on competent native soil, recompacted native soil, or new structural fill placed directly on competent native soil. Provided site earthwork activities are completed in accordance with our recommendations, suitable soil conditions should be exposed at foundation subgrade elevations. Where loose or unsuitable soil conditions are encountered at foundation subgrade elevations, compaction of the soils to the specifications of structural fill, or overexcavation and replacement with suitable structural fill will likely be necessary. A representative of ESNW should confirm suitability of foundation subgrades at the time of construction. If deemed necessary, the undisturbed weathered native soils may be compacted in-situ provided the soil is at or slightly above the optimum moisture content. Copper Ridge, LLC ES-9132 May 9, 2023 Page 9 Earth Solutions NW, LLC Provided the structures will be supported as described above, the following parameters may be used for design of the new foundations:  Allowable soil bearing capacity 2,500 psf  Passive earth pressure 300 pcf  Coefficient of friction 0.40 A one-third increase in the allowable soil bearing capacity can be assumed for short-term wind and seismic loading conditions. The passive earth pressure and coefficient of friction values include a safety factor of 1.5. With structural loading as expected, total settlement in the range of one inch is anticipated, with differential settlement of about one-half inch. The majority of the settlement should occur during construction as dead loads are applied. Retaining Walls Retaining walls must be designed to resist earth pressures and applicable surcharge loads. The following parameters may be used for retaining wall design:  Active earth pressure (unrestrained condition) 35 pcf  At-rest earth pressure (restrained condition) 55 pcf  Traffic surcharge (passenger vehicles) 70 psf (rectangular distribution)  Passive earth pressure 300 pcf  Coefficient of friction 0.40  Seismic surcharge 8H psf* * Where H equals the retained height (in feet). The passive earth pressure and coefficient of friction values include a safety factor of 1.5. Additional surcharge loading from adjacent foundations, sloped backfill, or other loads should be included in the retaining wall design. Retaining walls should be backfilled with free-draining material that extends along the height of the wall and a distance of at least 18 inches behind the wall. The upper 12 inches of the wall backfill may consist of a less permeable soil, if desired. Drainage should be provided behind retaining walls such that hydrostatic pressures do not develop. If drainage is not provided, hydrostatic pressures should be included in the wall design. A perforated drainpipe should be placed along the base of the wall and connected to an approved discharge location. A typical retaining wall drainage detail is provided on Plate 3. Copper Ridge, LLC ES-9132 May 9, 2023 Page 10 Earth Solutions NW, LLC Slab-on-Grade Floors Slab-on-grade floors should be supported on a firm and unyielding subgrade consisting of competent native soil or at least 12 inches of new structural fill. Unstable or yielding areas of the subgrade should be recompacted or overexcavated and replaced with suitable structural fill prior to slab construction. Where free-draining native gravel soils are not exposed at the subgrade, a capillary break consisting of a minimum of four inches of free-draining crushed rock or gravel should be placed below the slab. The free-draining material should have a fines content of 5 percent or less defined as the percent passing the number 200 sieve, based on the minus three-quarters-inch fraction. In areas where slab moisture is undesirable, installation of a vapor barrier below the slab should be considered. If used, the vapor barrier should consist of a material specifically designed to function as a vapor barrier and should be installed in accordance with the manufacturer’s specifications. Drainage Finish grades must be designed to direct surface drain water away from structures and slopes. Water must not be allowed to pond adjacent to structures or slopes. For preliminary planning purposes installation of a foundation drain should be considered for the building perimeter footings (a typical foundation drain detail is provided on Plate 4). However, due to the porous nature of the native gravel deposits, eliminating the footing drain at some locations may be feasible. In any case, the geotechnical engineer should be consulted to evaluate further the need for footing drain applications at the time of foundation construction. Preliminary Infiltration Evaluation As indicated in the Subsurface section of this study, native soils encountered during our fieldwork were characterized primarily as recessional outwash gravel deposits. The relatively clean gravels observed in the project area exhibit favorable infiltration characteristics and will likely be feasible for full infiltration, provided adequate separation from the local seasonal high groundwater level is maintained. Groundwater mounding analyses may also be prudent depending on seasonal groundwater fluctuations related to infiltration system design elevations. Per Volume III – Appendix III-A of the June 2022 Thurston County Drainage and Erosion Control Manual (Manual), we estimated design infiltration rates for select locations and depths using the soil grain size analysis method (Method 3). The calculation parameters and results are provided below: Test Pit ID Sample Depth D10 D60 D90 f fines F testing F geometry F plugging I design TP-1 12 ft 0.51 19.363 31.788 3.0% 0.40 1.0 1.0 92.75 TP-3 5 ft 0.385 15.069 30.258 7.4% 0.40 1.0 0.7 27.47 TP-3 10 ft 0.186 12.708 28.728 7.6% 0.40 1.0 0.7 10.99 TP-5 5 ft 0.73 27.021 61.967 3.1% 0.40 1.0 1.0 127.58 TP-7 11 ft 0.936 17.88 31.402 2.3% 0.40 1.0 1.0 594.38 Copper Ridge, LLC ES-9132 May 9, 2023 Page 11 Earth Solutions NW, LLC Where D10, D60, and D90 are the grain sizes in mm for which 10 percent, 60 percent, and 90 percent of the sample is more-fine, ffines is the fraction of soil (by weight) that passes the number- 200 sieve, F testing, F geometry, and F plugging are mandatory correction factors prescribed by the manual, and Idesign is the design infiltration rate reported in inches per hour. Given the preliminary stage of project design, the value for Fgeometry was assumed at 1.0. However, the value for Fgeometry is controlled by the proposed infiltration facility’s design, including both facility width (W) and depth to the water table or impervious strata (D). The value of Fgeometry must be between 0.25 and 1.0, and should be reevaluated as stormwater designs progress. Based on the observed geologic conditions and the preliminary calculations outlined above, we anticipate the maximum allowable design infiltration rate in Thurston County (30 inches per hour) will generally be suitable for the proposed infiltration facilities. Per the Manual, in no circumstance shall new infiltration facilities be designed with rates exceeding 30 inches per hour. The values for Idesign provided above should be considered preliminary and should be reviewed by ESNW as project plans develop, finalized facility geometries become available, and seasonal groundwater fluctuations are further characterized. Seismic Design The 2018 International Building Code (2018 IBC) recognizes the most recent edition of the Minimum Design Loads for Buildings and Other Structures manual (ASCE 7-16) for seismic design, specifically with respect to earthquake loads. Based on the soil conditions encountered at the test pit locations, the parameters and values provided below are recommended for seismic design per the 2018 IBC. Parameter Value Site Class D* Mapped short period spectral response acceleration, SS (g) 1.282 Mapped 1-second period spectral response acceleration, S1 (g) 0.462 Short period site coefficient, Fa 1 Long period site coefficient, Fv 1.838† Adjusted short period spectral response acceleration, SMS (g) 1.282 Adjusted 1-second period spectral response acceleration, SM1 (g) 0.849† Design short period spectral response acceleration, SDS (g) 0.855 Design 1-second period spectral response acceleration, SD1 (g) 0.566† * Assumes dense native soil conditions, encountered to a maximum depth of 16 feet bgs during the March 2023 field exploration, remain dense to at least 100 feet bgs. Based on our experience with the project geologic setting (recessional outwash), soil conditions are likely consistent with this assumption. † Values assume Fv may be determined using linear interpolation per Table 11.4-2 in ASCE 7-16. Copper Ridge, LLC ES-9132 May 9, 2023 Page 12 Earth Solutions NW, LLC As indicated in the table footnote, several of the seismic design values provided above are dependent on the assumption that site-specific ground motion analysis (per Section 11.4.8 of ASCE 7-16) will not be required for the subject project. ESNW recommends the validity of this assumption be confirmed at the earliest available opportunity during the planning and early design stages of the project. Further discussion between the project structural engineer, the project owner, and ESNW may be prudent to determine the possible impacts to the structural design due to increased earthquake load requirements under the 2018 IBC. ESNW can provide additional consulting services to aid with design efforts, including supplementary geotechnical and geophysical investigation, upon request. Liquefaction is a phenomenon that can occur within a soil profile as a result of an intense ground shaking or loading condition. Most commonly, liquefaction is caused by ground shaking during an earthquake. Soil profiles that are loose, cohesionless, and present below the groundwater table are most susceptible to liquefaction. During the ground shaking, the soil contracts, and porewater pressure increases. The increased porewater pressure occurs quickly and without sufficient time to dissipate, resulting in water flowing upward to the ground surface and a liquefied soil condition. Soil in a liquefied condition possesses very little shear strength in comparison to the drained condition, which can result in a loss of foundation support for structures. The referenced liquefaction susceptibility map indicates the site maintains a very low susceptibility to liquefaction. In our opinion, site susceptibility to liquefaction may be considered very low to negligible. The relatively dense, gravel dominant, and clast supported native soil deposits observed across the site exhibit very low susceptibility to liquefaction, and were the primary bases for this opinion. Utility Support and Trench Backfill In our opinion, the on-site soil will generally be suitable for support of utilities. Use of the native soil as structural backfill in the utility trench excavations will depend on the in-situ moisture content at the time of placement and compaction. If native soil is placed below the optimum moisture content, settlement will likely occur once wet weather impacts the trenches. As such, backfill soils should be properly moisture conditioned, as necessary, to ensure acceptability of the soil moisture content at the time of placement and compaction. Utility trench backfill should be placed and compacted to the specifications of structural fill provided in this report or to the applicable requirements of the presiding jurisdiction. Due to the presence of gravel outwash soils, particles larger than six inches in size should be removed from utility trench native backfill material. Preliminary Pavement Sections The performance of site pavements is largely related to the condition of the underlying subgrade. To ensure adequate pavement performance, the subgrade should be in a firm and unyielding condition when subjected to proof rolling with a loaded dump truck. Structural fill in pavement areas should be compacted to the specifications previously detailed in this report. Soft, wet, or otherwise unsuitable or yielding subgrade conditions will require remedial measures, such as overexcavation and/or placement of thick crushed rock or structural fill sections, prior to pavement. Copper Ridge, LLC ES-9132 May 9, 2023 Page 13 Earth Solutions NW, LLC We anticipate new pavement sections will be subjected primarily to passenger vehicle traffic. For lightly loaded pavement areas subjected primarily to passenger vehicles, the following preliminary pavement sections may be considered:  A minimum of two inches of hot-mix asphalt (HMA) placed over four inches of crushed rock base (CRB), or;  A minimum of two inches of HMA placed over three inches of asphalt-treated base (ATB). Heavier traffic areas generally require thicker pavement sections depending on site usage, pavement life expectancy, and site traffic. For preliminary design purposes, the following pavement sections for occasional truck traffic and access roadways may be considered:  Three inches of HMA placed over six inches of CRB, or;  Three inches of HMA placed over four and one-half inches of ATB. A representative of ESNW should be requested to observe subgrade conditions prior to placement of CRB or ATB. As necessary, supplemental recommendations for achieving subgrade stability and drainage can be provided. If on-site roads will be constructed with an inverted crown, additional drainage measures may be recommended to assist in maintaining road subgrade and pavement stability. Final pavement design recommendations, including recommendations for heavy traffic areas, access roads, and frontage improvement areas, can be provided once final traffic loading has been determined. Road standards utilized by the governing jurisdiction may supersede the recommendations provided in this report. The HMA, ATB, and CRB materials should conform to WSDOT specifications. All soil base material should be compacted to a relative compaction of 95 percent, based on the laboratory maximum dry density as determined by ASTM D1557. LIMITATIONS This study has been prepared for the exclusive use of Copper Ridge, LLC, and its representatives. The recommendations and conclusions provided in this study are professional opinions consistent with the level of care and skill that is typical of other members in the profession currently practicing under similar conditions in this area. A warranty is not expressed or implied. Variations in the soil and groundwater conditions observed at the test pit locations may exist and may not become evident until construction. ESNW should reevaluate the conclusions provided in this study if variations are encountered. Additional Services ESNW should have an opportunity to review final project plans with respect to the geotechnical recommendations provided in this report. ESNW should also be retained to provide testing and consultation services as needed during design and construction phases of the project. Geotechnical Engineering,Construction Observation/Testing and Environmental Services Drawn MRS Checked SSR Date April 2023 Date 04/26/2023 Proj.No.9132 Plate 1 Earth Solutions NWLLCEarthSolutionsNWLLC EarthSolutions NW LLC Vicinity Map 10143 Grove Road S.E.Property Thurston County (Yelm),Washington Reference: Thurston County,Washington OpenStreetMap.org NORTH NOTE:This plate may contain areas of color.ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black &white reproductions of this plate. SITEYelm Plate Proj.No. Date Checked Drawn Earth Solutions NWLLC Geotechnical Engineering, Construction Observation/Testing and Environmental Services Earth Solutions NWLLC Earth Solutions NW LLC NORTH NOTE:This plate may contain areas of color.ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black &white reproductions of this plate. NOTE:The graphics shown on this plate are not intended for design purposes or precise scale measurements,but only to illustrate the approximate test locations relative to the approximate locations of existing and /or proposed site features.The information illustrated is largely based on data provided by the client at the time of our study.ESNW cannot be responsible for subsequent design changes or interpretation of the data by others. LEGEND Approximate Location of ESNW Test Pit,Proj.No. ES-9132,Mar.2023 Subject Site Existing Building 0 5 0 1 0 0 2 0 0 Sc ale in Feet1"=1 0 0 ' Test Pit Location Plan 10143 Grove Road S.E. Property Thurston County (Yelm), Washington MRS SSR 05/09/2023 9132 2 TP-1 TP-1 TP-2 TP-3 TP-4 TP-5 TP-6 TP-7 GROVE ROAD S.E Open Space/ Park/Storm Open Space/ Park/Storm Geotechnical Engineering,Construction Observation/Testing and Environmental Services Drawn MRS Checked SSR Date April 2023 Date 04/26/2023 Proj.No.9132 Plate 3 Earth Solutions NWLLCEarthSolutionsNWLLC EarthSolutions NW LLC NOTES: Free-draining Backfill should consist of soil having less than 5 percent fines. Percent passing No.4 sieve should be 25 to 75 percent. Sheet Drain may be feasible in lieu of Free-draining Backfill,per ESNW recommendations. Drain Pipe should consist of perforated, rigid PVC Pipe surrounded with 1-inch Drain Rock. LEGEND: Free-draining Structural Backfill 1-inch Drain Rock 18"Min. Structural Fill Perforated Rigid Drain Pipe (Surround in Drain Rock) SCHEMATIC ONLY -NOT TO SCALE NOT A CONSTRUCTION DRAW ING Retaining Wall Drainage Detail 10143 Grove Road S.E.Property Thurston County (Yelm),Washington Geotechnical Engineering,Construction Observation/Testing and Environmental Services Drawn MRS Checked SSR Date April 2023 Date 04/26/2023 Proj.No.9132 Plate 4 Earth Solutions NWLLCEarthSolutionsNWLLC EarthSolutions NW LLC Slope Perforated Rigid Drain Pipe (Surround in Drain Rock) 18"Min. NOTES: Do NOT tie roof downspouts to Footing Drain. Surface Seal to consist of 12"of less permeable,suitable soil.Slope away from building. LEGEND: Surface Seal:native soil or other low-permeability material. 1-inch Drain Rock SCHEMATIC ONLY -NOT TO SCALE NOT A CONSTRUCTION DRAW ING Footing Drain Detail 10143 Grove Road S.E.Property Thurston County (Yelm),Washington Earth Solutions NW, LLC Appendix A Subsurface Exploration Test Pit Logs ES-9132 Subsurface conditions on site were explored on March 29, 2023 by excavating seven test pits using a machine and operator provided by the client. The approximate locations of the test pits are illustrated on Plate 2 of this study. The subsurface exploration logs are provided in this Appendix. The test pits were advanced to a maximum depth of about 16 feet bgs. The final logs represent the interpretations of the field logs and the results of laboratory analyses. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. > 12% Fines < 5% Fines Highly Organic Soils Silts and Clays Liquid Limit 50 or More Silts and Clays Liquid Limit Less Than 50 Fine-Grained Soils - 50% or More Passes No. 200 Sieve Coarse-Grained Soils - More Than 50% Retained on No. 200 Sieve Sands - 50% or More of Coarse Fraction Passes No. 4 Sieve Gravels - More Than 50% of Coarse Fraction Retained on No. 4 Sieve > 12% Fines < 5% Fines GW GP GM GC SW SP SM SC ML CL OL MH CH OH PT Well-graded gravel with or without sand,little to no fines Poorly graded gravel with or without sand,little to no fines Silty gravel with or without sand Clayey gravel with or without sand Well-graded sand with or without gravel,little to no fines Poorly graded sand with or without gravel,little to no fines Silty sand with or without gravel Clayey sand with or without gravel Silt with or without sand or gravel;sandy or gravelly silt Clay of low to medium plasticity;lean clay with or without sand or gravel; sandy or gravelly lean clay Organic clay or silt of low plasticity Elastic silt with or without sand or gravel;sandy or gravelly elastic silt Clay of high plasticity; fat clay with or without sand or gravel;sandy or gravelly fat clay Organic clay or silt of medium to high plasticity Peat,muck,and other highly organic soils EEaarrtthh SSoolluuttiioonnss NNWW LLC Geotechnical Engineering,Construction Observation/Testing and Environmental Services EXPLORATION LOG KEY Fill FILL Made Ground Classifications of soils in this geotechnical report and as shown on the exploration logs are based on visual field and/or laboratory observations,which include density/consistency,moisture condition,grain size,and plasticity estimates,and should not be construed to imply field or laboratory testing unless presented herein. Visual-manual and/or laboratory classification methods of ASTM D2487 and D2488 were used as an identification guide for the Unified Soil Classification System. Terms Describing Relative Density and Consistency Coarse-Grained Soils: Fine-Grained Soils: SPT blows/foot SPT blows/foot Test Symbols &Units Fines =Fines Content (%) MC =Moisture Content (%) DD =Dry Density (pcf) Str =Shear Strength (tsf) PID =Photoionization Detector (ppm) OC =Organic Content (%) CEC =Cation Exchange Capacity (meq/100 g) LL =Liquid Limit (%) PL =Plastic Limit (%) PI =Plasticity Index (%) Component Definitions Descriptive Term Size Range and Sieve Number Smaller than No.200 (0.075 mm) Boulders Modifier Definitions Percentage by Weight (Approx.) <5 5 to 14 15 to 29 >30_ Modifier Trace (sand,silt,clay,gravel) Slightly (sandy,silty,clayey,gravelly) Sandy,silty,clayey,gravelly Very (sandy,silty,clayey,gravelly) Moisture Content Dry -Absence of moisture,dusty,dry to the touch Damp -Perceptible moisture,likely below optimum MC Moist -Damp but no visible water,likely at/near optimum MC Wet -Water visible but not free draining, likely above optimum MC Saturated/Water Bearing -Visible free water,typically below groundwater table Symbols Cement grout surface seal Bentonite chips Grout seal Filter pack with blank casing section Screened casing or Hydrotip with filter pack End cap ATD =At time of drilling Static water level (date) _>50 Density Very Loose Loose Medium Dense Dense Very Dense Consistency Very Soft Soft Medium Stiff Stiff Very Stiff Hard <4 4 to 9 10 to 29 30 to 49 <2 2 to 3 4 to 7 8 to 14 15 to 29 _>30 EEaarrtthh NNWWLLC EarthSolutions NW LLC Cobbles Gravel Coarse Gravel Fine Gravel Sand Coarse Sand Medium Sand Fine Sand Silt and Clay Larger than 12" 3"to 12" 3"to No.4 (4.75 mm) 3"to 3/4" 3/4"to No.4 (4.75 mm) No.4 (4.75 mm)to No.200 (0.075 mm) No.4 (4.75 mm)to No.10 (2.00 mm) No.10 (2.00 mm)to No.40 (0.425 mm) No.40 (0.425 mm)to No.200 (0.075 mm) 338.5 325.0 MC = 4.0 MC = 5.7 Fines = 3.0 MC = 7.4 TPSL GP Dark brown TOPSOIL -few gravels Brown poorly graded GRAVEL with sand, dense, damp -many cobbles -scattered boulders -severe caving TOH to BOH [USDA Classification: extremely gravelly coarse SAND] -groundwater table at time of digging Test pit terminated at 15.0 feet below existing grade. No groundwater table encountered at 14.0 feet during excavation. Caving observed from TOH to BOH. LIMITATIONS: Ground elevation (if listed) is approximate; the test location was not surveyed. Coordinates are approximate and based on the WGS84 datum. Do not rely on this test log as a standalone document. Refer to the text of the geotechnical report for a complete understanding of subsurface conditions. 1.5 15.0 SA M P L E T Y P E NU M B E R DE P T H (f t ) 0 5 10 15 PAGE 1 OF 1 TEST PIT NUMBER TP-1 EXCAVATION CONTRACTOR Client Provided DATE STARTED 3/29/23 COMPLETED 3/29/23 GROUND WATER LEVEL: GROUND ELEVATION 340 ft LATITUDE 46.93978 LONGITUDE -122.58597 LOGGED BY BCS CHECKED BY SSR NOTES SURFACE CONDITIONS Pasture grass AT TIME OF EXCAVATION 14 ftAT TIME OF EXCAVATION 14 ft AFTER EXCAVATION PROJECT NUMBER ES-9132 PROJECT NAME 10143 Grove Road S.E. Property GE N E R A L B H / T P / W E L L - 9 1 3 2 . G P J - G I N T U S . G D T - 5 / 9 / 2 3 Earth Solutions NW, LLC 15365 N.E. 90th Street, Suite 100 Redmond, Washington 98052 Telephone: 425-449-4704 Fax: 425-449-4711 TESTS U. S . C . S . MATERIAL DESCRIPTION GR A P H I C LO G 338.0 331.0 MC = 6.6 MC = 4.1 TPSL GW Dark brown TOPSOIL -scattered gravel Brown well-graded GRAVEL with sand, dense, damp -abundant cobbles -scattered boulders -severe caving to TOH to BOH Test pit terminated at 9.0 feet below existing grade. No groundwater encountered during excavation. Caving observed from TOH to BOH. LIMITATIONS: Ground elevation (if listed) is approximate; the test location was not surveyed. Coordinates are approximate and based on the WGS84 datum. Do not rely on this test log as a standalone document. Refer to the text of the geotechnical report for a complete understanding of subsurface conditions. 2.0 9.0 SA M P L E T Y P E NU M B E R DE P T H (f t ) 0 5 PAGE 1 OF 1 TEST PIT NUMBER TP-2 EXCAVATION CONTRACTOR Client Provided DATE STARTED 3/29/23 COMPLETED 3/29/23 GROUND WATER LEVEL: GROUND ELEVATION 340 ft LATITUDE 46.93983 LONGITUDE -122.58656 LOGGED BY BCS CHECKED BY SSR NOTES SURFACE CONDITIONS Pasture grass AT TIME OF EXCAVATIONAT TIME OF EXCAVATION AFTER EXCAVATION PROJECT NUMBER ES-9132 PROJECT NAME 10143 Grove Road S.E. Property GE N E R A L B H / T P / W E L L - 9 1 3 2 . G P J - G I N T U S . G D T - 5 / 9 / 2 3 Earth Solutions NW, LLC 15365 N.E. 90th Street, Suite 100 Redmond, Washington 98052 Telephone: 425-449-4704 Fax: 425-449-4711 TESTS U. S . C . S . MATERIAL DESCRIPTION GR A P H I C LO G 338.0 335.0 332.0 330.0 MC = 5.8 Fines = 7.4 MC = 6.5 Fines = 7.6 TPSL GW GP- GM GW- GM Dark brown TOPSOIL -scattered gravel Brown well-graded GRAVEL with sand, dense, damp -abundant cobbles, scattered boulders Brown poorly graded GRAVEL with silt and sand, dense, damp [USDA Classification: extremely gravelly coarse sandy LOAM] -moderate to severe caving from TOH to BOH Brown well-graded GRAVEL with silt and sand, dense, damp [USDA Classification: extremely gravelly coarse sandy LOAM] Test pit terminated at 10.0 feet below existing grade. No groundwater encountered during excavation. Caving observed from TOH to BOH. LIMITATIONS: Ground elevation (if listed) is approximate; the test location was not surveyed. Coordinates are approximate and based on the WGS84 datum. Do not rely on this test log as a standalone document. Refer to the text of the geotechnical report for a complete understanding of subsurface conditions. 2.0 5.0 8.0 10.0 SA M P L E T Y P E NU M B E R DE P T H (f t ) 0 5 10 PAGE 1 OF 1 TEST PIT NUMBER TP-3 EXCAVATION CONTRACTOR Client Provided DATE STARTED 3/29/23 COMPLETED 3/29/23 GROUND WATER LEVEL: GROUND ELEVATION 340 ft LATITUDE 46.94022 LONGITUDE -122.58624 LOGGED BY BCS CHECKED BY SSR NOTES SURFACE CONDITIONS Pasture grass AT TIME OF EXCAVATIONAT TIME OF EXCAVATION AFTER EXCAVATION PROJECT NUMBER ES-9132 PROJECT NAME 10143 Grove Road S.E. Property GE N E R A L B H / T P / W E L L - 9 1 3 2 . G P J - G I N T U S . G D T - 5 / 9 / 2 3 Earth Solutions NW, LLC 15365 N.E. 90th Street, Suite 100 Redmond, Washington 98052 Telephone: 425-449-4704 Fax: 425-449-4711 TESTS U. S . C . S . MATERIAL DESCRIPTION GR A P H I C LO G 338.0 325.0 MC = 6.6 MC = 5.6 TPSL GW Dark brown TOPSOIL -scattered gravel Brown well-graded GRAVEL with sand, dense, moist -abundant cobbles, scattered boulders -severe caving from TOH to BOH -groundwater table Test pit terminated at 15.0 feet below existing grade. Groundwater table encountered at 12.5 feet during excavation. Caving observed from TOH to BOH. LIMITATIONS: Ground elevation (if listed) is approximate; the test location was not surveyed. Coordinates are approximate and based on the WGS84 datum. Do not rely on this test log as a standalone document. Refer to the text of the geotechnical report for a complete understanding of subsurface conditions. 2.0 15.0 SA M P L E T Y P E NU M B E R DE P T H (f t ) 0 5 10 15 PAGE 1 OF 1 TEST PIT NUMBER TP-4 EXCAVATION CONTRACTOR Client Provided DATE STARTED 3/29/23 COMPLETED 3/29/23 GROUND WATER LEVEL: GROUND ELEVATION 340 ft LATITUDE 46.94038 LONGITUDE -122.58632 LOGGED BY BCS CHECKED BY SSR NOTES SURFACE CONDITIONS Pasture grass AT TIME OF EXCAVATION 12.5 ftAT TIME OF EXCAVATION 12.5 ft AFTER EXCAVATION PROJECT NUMBER ES-9132 PROJECT NAME 10143 Grove Road S.E. Property GE N E R A L B H / T P / W E L L - 9 1 3 2 . G P J - G I N T U S . G D T - 5 / 9 / 2 3 Earth Solutions NW, LLC 15365 N.E. 90th Street, Suite 100 Redmond, Washington 98052 Telephone: 425-449-4704 Fax: 425-449-4711 TESTS U. S . C . S . MATERIAL DESCRIPTION GR A P H I C LO G 338.0 324.0 MC = 4.1 Fines = 3.1 TPSL GW Dark brown TOPSOIL -scattered gravel Brown well-graded GRAVEL with sand, dense, damp -abundant cobbles -scattered boulders [USDA Classification: extremely gravelly loamy coarse SAND] -moderate to severe caving from TOH to BOH -groundwater table Test pit terminated at 16.0 feet below existing grade. Groundwater table encountered at 12.5 feet during excavation. Caving observed from TOM to BOH. LIMITATIONS: Ground elevation (if listed) is approximate; the test location was not surveyed. Coordinates are approximate and based on the WGS84 datum. Do not rely on this test log as a standalone document. Refer to the text of the geotechnical report for a complete understanding of subsurface conditions. 2.0 16.0 SA M P L E T Y P E NU M B E R DE P T H (f t ) 0 5 10 15 PAGE 1 OF 1 TEST PIT NUMBER TP-5 EXCAVATION CONTRACTOR Client Provided DATE STARTED 3/29/23 COMPLETED 3/29/23 GROUND WATER LEVEL: GROUND ELEVATION 340 ft LATITUDE 46.94032 LONGITUDE -122.58554 LOGGED BY BCS CHECKED BY SSR NOTES SURFACE CONDITIONS Pasture grass AT TIME OF EXCAVATION 12.5 ftAT TIME OF EXCAVATION 12.5 ft AFTER EXCAVATION PROJECT NUMBER ES-9132 PROJECT NAME 10143 Grove Road S.E. Property GE N E R A L B H / T P / W E L L - 9 1 3 2 . G P J - G I N T U S . G D T - 5 / 9 / 2 3 Earth Solutions NW, LLC 15365 N.E. 90th Street, Suite 100 Redmond, Washington 98052 Telephone: 425-449-4704 Fax: 425-449-4711 TESTS U. S . C . S . MATERIAL DESCRIPTION GR A P H I C LO G 338.5 330.0 MC = 7.0 MC = 5.4 TPSL GW Dark brown TOPSOIL -scattered gravel Brown well-graded GRAVEL with sand, dense, damp -abundant cobbles -scattered boulders -moderate to severe caving from TOH to BOH Test pit terminated at 10.0 feet below existing grade. No groundwater encountered during excavation. Caving observed from TOH to BOH. LIMITATIONS: Ground elevation (if listed) is approximate; the test location was not surveyed. Coordinates are approximate and based on the WGS84 datum. Do not rely on this test log as a standalone document. Refer to the text of the geotechnical report for a complete understanding of subsurface conditions. 1.5 10.0 SA M P L E T Y P E NU M B E R DE P T H (f t ) 0 5 10 PAGE 1 OF 1 TEST PIT NUMBER TP-6 EXCAVATION CONTRACTOR Client Provided DATE STARTED 3/29/23 COMPLETED 3/29/23 GROUND WATER LEVEL: GROUND ELEVATION 340 ft LATITUDE 46.94079 LONGITUDE -122.58569 LOGGED BY BCS CHECKED BY SSR NOTES SURFACE CONDITIONS Pasture grass AT TIME OF EXCAVATIONAT TIME OF EXCAVATION AFTER EXCAVATION PROJECT NUMBER ES-9132 PROJECT NAME 10143 Grove Road S.E. Property GE N E R A L B H / T P / W E L L - 9 1 3 2 . G P J - G I N T U S . G D T - 5 / 9 / 2 3 Earth Solutions NW, LLC 15365 N.E. 90th Street, Suite 100 Redmond, Washington 98052 Telephone: 425-449-4704 Fax: 425-449-4711 TESTS U. S . C . S . MATERIAL DESCRIPTION GR A P H I C LO G 338.0 329.0 MC = 5.7 MC = 4.5 Fines = 2.3 TPSL GW Dark brown TOPSOIL -scattered gravel Brown well-graded GRAVEL with sand, dense, damp -abundant cobbles -scattered boulders -moderate to severe caving from TOH to BOH -increasing moisture content - likely capillary fringe [USDA Classification: extremely gravelly coarse SAND] Test pit terminated at 11.0 feet below existing grade. No groundwater encountered during excavation. Caving observed from TOH to BOH. LIMITATIONS: Ground elevation (if listed) is approximate; the test location was not surveyed. Coordinates are approximate and based on the WGS84 datum. Do not rely on this test log as a standalone document. Refer to the text of the geotechnical report for a complete understanding of subsurface conditions. 2.0 11.0 SA M P L E T Y P E NU M B E R DE P T H (f t ) 0 5 10 PAGE 1 OF 1 TEST PIT NUMBER TP-7 EXCAVATION CONTRACTOR Client Provided DATE STARTED 3/29/23 COMPLETED 3/29/23 GROUND WATER LEVEL: GROUND ELEVATION 340 ft LATITUDE 46.94072 LONGITUDE -122.58674 LOGGED BY BCS CHECKED BY SSR NOTES SURFACE CONDITIONS Pasture grass AT TIME OF EXCAVATIONAT TIME OF EXCAVATION AFTER EXCAVATION PROJECT NUMBER ES-9132 PROJECT NAME 10143 Grove Road S.E. Property GE N E R A L B H / T P / W E L L - 9 1 3 2 . G P J - G I N T U S . G D T - 5 / 9 / 2 3 Earth Solutions NW, LLC 15365 N.E. 90th Street, Suite 100 Redmond, Washington 98052 Telephone: 425-449-4704 Fax: 425-449-4711 TESTS U. S . C . S . MATERIAL DESCRIPTION GR A P H I C LO G Earth Solutions NW, LLC Appendix B Laboratory Test Results ES-9132 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 0.0010.010.1110100 3 D100 140 Specimen Identification 1 fine 6 HYDROMETER 304 3.0 7.4 7.6 3.1 2.3 101/2 COBBLES Specimen Identification 4 coarse 20 401.5 8 14 USDA: Brown Extremely Gravelly Coarse Sand. USCS: GP with Sand. USDA: Brown Extremely Gravelly Coarse Sandy Loam. USCS: GP-GM with Sand. USDA: Brown Extremely Gravelly Coarse Sandy Loam. USCS: GW-GM with Sand. USDA: Brown Extremely Gravelly Loamy Coarse Sand. USCS: GW with Sand. USDA: Brown Extremely Gravelly Coarse Sand. USCS: GW with Sand. 6 60 PE R C E N T F I N E R B Y W E I G H T D10 1.877 5.588 2.662 5.464 5.1 19.363 15.069 12.708 27.021 17.88 GRAIN SIZE DISTRIBUTION 100 37.98 39.12 68.29 37.01 19.10 LL TP-01 TP-03 TP-03 TP-05 TP-07 0.51 0.385 0.186 0.73 0.936 3/4 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS GRAVEL SAND 37.5 37.5 37.5 75 37.5 %Silt 0.36 5.38 3.00 1.51 1.55 TP-01 TP-03 TP-03 TP-05 TP-07 2 2003 Cc CuClassification %Clay 16 PID60 D30 coarse SILT OR CLAYfinemedium GRAIN SIZE IN MILLIMETERS 3/8 50 12.0ft. 5.0ft. 10.0ft. 5.0ft. 11.0ft. 12.00ft. 5.00ft. 10.00ft. 5.00ft. 11.00ft. PL PROJECT NUMBER ES-9132 PROJECT NAME 10143 Grove Road S.E. Property GR A I N S I Z E U S D A E S - 9 1 3 2 1 0 1 4 3 G R O V E R O A D S . E . P R O P E R T Y . G P J G I N T U S L A B . G D T 4 / 7 / 2 3 Earth Solutions NW, LLC 15365 N.E. 90th Street, Suite 100 Redmond, Washington 98052 Telephone: 425-449-4704 Fax: 425-449-4711 Earth Solutions NW, LLC Report Distribution ES-9132 EMAIL ONLY Copper Ridge, LLC P.O. Box 73790 Puyallup, Washington 98373 Attention: Mr. Evan Mann