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Preliminary Stormwater Management Report

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Preliminary Stormwater Management Report PRELIMINARY STORMWATER MANAGEMENT REPORT Contents: Project: Lexington Trace 1 Project Overview & Narrative Estes Road 2 General Property Exhibits 3 Church Parcel Detention Plans (Reduced) Location: Warrenville, Illinois Appendix 4 Existing Conditions Drainage Exhibit (24x36) Prepared For: 5 Proposed Conditions Drainage Exhibit (24x36) Lexington Homes 1731 Marcey Street, Suite 200 Chicago, IL 60614 Date: May 31, 2017 Revised: July 12, 2017 Prepared By: Len Kleinjan, PE, PLS, CFM Haeger Project No.: 16-118 ENGINEERING | SURVEYING | CONSTRUCTION 100 East State Parkway, Schaumburg, IL 60173 ⋅ tel 847.394.6600 fax 847.394.6608 haegerengineering.com Lexington Trace – Warrenville July 12, 2017 Preliminary Storm Water Management Report STORM WATER PROJECT NARRATIVE Summary Lexington Trace is a 20.9 acre residential townhome development proposed at the southwest corner of Route 59 and Route 56 (Butterfield Road) in the City of Warrenville, IL. The property is subdivided and consists of 10 lots that’s that have been assimilated and the proposal considers building a total of 106 townhome units consisting of two product types. The property is mostly undeveloped and in its natural state. Two large wetlands are located on the property and their preservation is a key factor in the design of the stormwater management system. Both wetlands will be nominally impacted in order to be able to develop the property but onsite wetland mitigation is proposed. The wetlands have been delineated by Gary R Weber Associates (GRWA) and located by Haeger Engineering. See separate wetland reports by GRWA. Flood maps indicate the presence of flood plain within the depressional areas of the property and a portion of the Route 59 depression will be filled. There is also a detention basin located on the Church property to the west and the overflow from this detention basin extends onto the property. The flood plain volume lost will be compensated for by excavation and expansion of the depressional area alongside Butterfield Road. Storm water detention is proposed for the development and three detention basins are shown on the preliminary engineering plans. The combined volume provided is 6.5 acre feet of storage which will meet the County requirements. The project will be designed to meet the DuPage County stormwater management requirements. The Emmanuel Baptist Church of Warrenville owns the property to the west. The property contains a detention basin with a restrictor and overflow structure that is drained via a 12” storm sewer that passes through the subject property. This bypass sewer will be re-routed to maintain its discharge. The grading for the proposed development is also designed so as to maintain the existing overflow routes from the Church parcel. In order to sustain the Route 59 wetland the project proposes to continue to drain stormwater runoff from the western portions of the site through the wetland. The runoff will first be directed to pre-treatment basins which will allow for sediment to settle and the water will then drain into the wetland through a level spreader. In extreme events, runoff will drain through the wetland and then discharge into the detention basin. The development contemplates making significant storm water management improvements to the area that will provide detention in compliance with the DuPage County Stormwater Management Ordinance, as well as sustain and enhance the retained and created wetlands. The storm water management improvements will improve the flood conditions in the area. Existing Conditions: The existing drainage conditions for the site was analyzed and existing depressional areas, overflow routes and storm sewers were reviewed to determine flow and flood patterns for the site. See attached existing conditions drainage exhibit. Storm drainage generally flows from west to east across the proposed development. There are three areas that flood during storm events that are located on and adjacent to the property and they have been considered in the analysis. They are: • The detention basin to the west located on the Emmanuel Baptist Church property that discharges to the east via a 12” storm sewer that flows through the subject site. This detention basin has a 5” Lexington Trace – Warrenville July 12, 2017 Preliminary Storm Water Management Report restrictor outfall and an overflow catch basin at elevation 720. However, in extreme events the 12” storm sewer that drains this site is overwhelmed and the pond overflows onto the subject property. The Church detention pond plans (copy attached) indicate that the intent was for the pond to be contained within the Church parcel but current topography indicates that it overflows to the west and results in some flood storage on site. The flood storage lost by the development will be compensated for onsite. The detention pond overflows to the west at an elevation of approximately 721.1 • An approximate 1.3 acre wetland located adjacent to Route 59 (Wetland B). This wetland is located within a depression that flows through the parcel to the north and overtops at an elevation of approximately 718.2. When the depression overflows, it flows into the parking lot to the north and enters the 12” bypass storm sewer. • A large wetland is located along Butterfield Road. Wetland A (Gentile Wetland) is located adjacent to Butterfield Road and has an area of approximately 3.2 acres. It is located in a depression and receives runoff from the adjacent area, but also from the back water effect of the 12” bypass sewer. The depressional area would overtop the berm along Route 56 at approximate elevation 716.5. The existing 12” bypass storm sewer is constrained by an existing 10” clay tile at the eastern edge of Wetland A. This 10” tile functions as a restrictor for the bypass sewer and causes runoff to back water into the wetland. Proposed Improvements – Storm Water Management: The proposed development considers and accommodates the wetlands, flood plain impacts and detention requirements. See attached preliminary plans. Wetlands: The wetlands were field located and flagged by GRWA. Three wetlands exist, Wetland A along Butterfield Road that has on onsite area of 3.17 acres, Wetland B along Route 59 that has an onsite area of 0.92 acres and a small remnant wetland adjacent to A, Wetland C that has an area of 0.005 acres. Both these wetlands need to be partially impacted in order to accommodate the proposed development. Wetland A has a 0.075 acre impact for the road and another 0.024 acres for an excavation to connect the created wetland to the existing wetland, Wetland B has a 0.53 acres impact and tiny wetland C has to be removed. Total impact is 0.63 acres. This is required to be compensated for at a ratio of 1.5 to 1, although the 0.5 ratio can be provided as a wetland enhancement of the existing wetland. To compensate for the wetland impact, new wetlands are proposed to be created on site. The created wetland has a gross area of 0.84 acres, but because of the required 50’ buffer, the net wetland area used to compensate for the impact is 0.64 acres. This satisfies the requirement on a 1:1 basis, and to satisfy the additional 0.5 requirement a wetland enhancement of 0.38 acres is proposed for Wetland B. In order to sustain the wetlands the project is designed to provide storm runoff to the wetlands. Wetland B is designed as a flow through wetland with pre-treatment basins that are intended to treat the water and remove sediments and trash before the runoff enters the wetland. The runoff is introduced to the wetland along the edges using a level spreader to distribute the flow. In extreme events the wetland will fill up and then overflow through a new overflow structure that will drain the wetland to Detention Basin A. During final engineering an analysis will be performed on the existing and proposed hydrology of Wetland B and adequate drainage area from the upstream areas will be directed towards Wetland B in order to sustain it. The amount of area directed towards Wetland B can easily be altered during final design to establish the preferred area to drain through Wetland B so as to best mimic the existing hydrology and avoid an indirect hydrologic impact on the wetland. The created wetland is being excavated to an elevation of approximately 713.8 and connected to the existing wetland. The outfall to Wetland A is at an elevation of 713.36. Runoff will be introduced to the created wetland through level spreaders draining both Detention Ponds A and B. We are also proposing to route the discharge from the church detention basin directly to the created wetland so that we can provide an improved Lexington Trace – Warrenville July 12, 2017 Preliminary Storm Water Management Report outfall condition for the church. The created wetland will include meander channels to facilitate drainage and encourage an attractive wetland environment. Floodplain: A portion of the flood plain depressional along Route 59 is planned to be filled to accommodate the development. This flood plain fill has to be compensated for and compensatory storage provided at a 1.5:1 ratio for flood plain storage. The flood storage provided by the church detention pond overflow that extends onto the subject site also needs to be filled and compensated for at a 1:1 ratio. The volumes of fill and compensatory storage is as tabled below: Flood Storage Fill (On- Comp Volume Comp Volume Site) (Acre-Feet) Required (Acre-Feet) Provided (Acre-Feet) Wetland B (Route 59) 0.99 1.49 Church Pond Overflow 0.31 0.31 Created Wetland 1.81 Total 1.30 1.80 1.81 The compensatory storage for this flood plain fill is proposed to be provided within the created wetland area located adjacent to Wetland A.
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