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14-040 CITY SUBMITTAL 8X11 20170316 March 17th 2017 Transmittal Re: City of Chanhassen Mission Hills Senior Living Submittal Submitted on March 17th 2017 (7) full size and (1) 8.5”x11” of the following (1) digital copy of the proposal on CD 8 ½” X 11” Originals Application for Development Review Form (with Check for fees) Geotechnical Evaluation Report Proposed HydroCAD Report Existing HydroCAD Report Proposed Lighting Cut Sheets AA, BB, CC, DD, EE, FF Project Narrative Hydrology Calculations MIDS Calculator Results Hydrology Report 30”x42” Sheets A0.0 TITLE SHEET PRELIMINARY PLAT SITE SURVEY C100 GRADING, DRAINAGE, AND EROSION CONTROL PLAN C200 UTILITY PLAN C300 PAVING AND GEOMETRIC PLAN C301 TRUCK TURNING MOVEMENT PLAN C400 CIVIL DETAILS SHEET C401 CIVIL DETAILS SHEET C500 STORM WATER POLLUTION PREVENTION PLAN A1.1 SITE PLAN A1.2 MONUMNET SIGN DETAILS, PATIO GARDEN FENCE DETAILS A1.3 LANDSCAPE PLAN, INSTALLATION DETAILS, PLANTING SCHEDULE A1.4 PLANTING PROFILES, RAIN GARDEN DIAGRAM, ENLARGED PLANS A3.0 EXTERIOR ELEVATIONS A3.1 EXTERIOR ELEVATIONS A3.2 EXTERIOR ELEVATIONS A3.10 CAMPUS VIEWS A3.11 CAMPUS VIEWS A3.20 TOWNHOME VILLA VIEWS AND ELEVATIONS A3.21 TOWNHOME VILLA DESIGN OPTIONS M SITE PHOTOMETRICS Table of Contents Description Page A. Introduction......................................................................................................................................1 A.1. Project Description..............................................................................................................1 A.2. Purpose................................................................................................................................1 A.3. Background Information and Reference Documents..........................................................1 A.4. Site Conditions.....................................................................................................................2 A.5. Scope of Services.................................................................................................................2 B. Results..............................................................................................................................................3 B.1. Exploration Logs..................................................................................................................3 B.1.a. Log of Boring Sheets...............................................................................................3 B.1.b. Geologic Origins .....................................................................................................3 B.2. Geologic Profile...................................................................................................................3 B.2.a. Geologic Materials .................................................................................................3 B.2.b. Topsoil....................................................................................................................3 B.2.c. Fill...........................................................................................................................4 B.2.d. Organic Deposits ....................................................................................................4 B.2.e. Glacial Deposits......................................................................................................4 B.2.f. Groundwater..........................................................................................................4 B.3. Laboratory Test Results.......................................................................................................5 C. Basis for Recommendations.............................................................................................................5 C.1. Design Details......................................................................................................................5 C.1.a. Building Structure Loads ........................................................................................5 C.1.b. Pavements and Traffic Loads .................................................................................6 C.1.c. Anticipated Grade Changes....................................................................................6 C.1.d. Precautions Regarding Changed Information........................................................6 C.2. Design and Construction Considerations............................................................................6 D. Recommendations ...........................................................................................................................7 D.1. Building and Pavement Subgrade Preparation...................................................................7 D.1.a. Excavations.............................................................................................................7 D.1.b. Excavation Oversizing.............................................................................................9 D.1.c. Excavation Side Slopes...........................................................................................9 D.1.d. Excavation Dewatering...........................................................................................9 D.1.e. Selecting Excavation Backfill and Additional Required Fill.....................................9 D.1.e.1. Wall Backfill Below Floor Slabs...............................................................10 D.1.f. Placement and Compaction of Backfill and Fill....................................................10 D.2. Spread Footings.................................................................................................................10 D.2.a. Embedment Depth...............................................................................................10 D.2.b. Subgrade Improvement .......................................................................................11 D.2.c. Net Allowable Bearing Pressure...........................................................................11 D.2.d. Settlement............................................................................................................11 D.2.e. Footings in Wall Backfill .......................................................................................11 D.2.f. Grade Supported Interior Slabs (Garage Floors)..................................................11 D.3. Below Grade Walls............................................................................................................12 D.3.a. Drainage Control..................................................................................................12 D.3.b. Selection, Placement, and Compaction of Backfill...............................................12 D.3.c. Configuring and Resisting Lateral Loads...............................................................13 Table of Contents (continued) Description Page D.4. Interior Slabs .....................................................................................................................14 D.4.a. Moisture Vapor Protection ..................................................................................14 D.4.b. Randon.................................................................................................................14 D.5. Exterior Slabs.....................................................................................................................15 D.5.a. Isolated Footing and Piers....................................................................................16 D.6. Pavements.........................................................................................................................16 D.6.a. Engineered Fill......................................................................................................16 D.6.b. Subgrade Proofroll ...............................................................................................17 D.6.c. Design Sections ....................................................................................................17 D.6.d. Materials and Compaction...................................................................................17 D.6.e. Subgrade Drainage...............................................................................................18 D.7. Utilities ..............................................................................................................................18 D.7.a. Subgrade Stabilization..........................................................................................18 D.7.b. Selection, Placement and Compaction of Backfill................................................18 D.7.c. Corrosion Protection............................................................................................18 D.8. Construction Quality Control ............................................................................................19 D.8.a. Excavation Observations......................................................................................19 D.8.b. Materials Testing..................................................................................................19 D.8.c. Pavement Subgrade Proofroll..............................................................................19 D.8.d. Cold Weather Precautions ...................................................................................19 E. Procedures......................................................................................................................................20 E.1. Penetration Test Borings...................................................................................................20 E.2. Material Classification and Testing ...................................................................................20 E.2.a. Visual and Manual Classification..........................................................................20 E.2.b. Laboratory Testing ...............................................................................................20 E.3. Groundwater Measurements............................................................................................20 F. Qualifications..................................................................................................................................20 F.1. Variations in Subsurface Conditions..................................................................................20 F.1.a. Material Strata .....................................................................................................20 F.1.b. Groundwater Levels.............................................................................................21 F.2. Continuity of Professional Responsibility..........................................................................21 F.2.a. Plan Review..........................................................................................................21 F.2.b. Construction Observations and Testing...............................................................21 F.3. Use of Report.....................................................................................................................21 F.4. Standard of Care................................................................................................................22 Appendix Boring Location Sketch Log of Boring Sheets (ST-1 to ST-19) Descriptive Terminology A.Introduction A.1.Project Description We understand Chanhassen Senior Living Developer, LLC is planning to develop nine single level twin home villas, a 132-unit senior apartment building, and associated parking area on the vacant lot addressed 8637 – 8655 Great Plains Boulevard in Chanhassen, Minnesota. The lot is located near the northeast quadrant of the intersection of Minnesota State Highway 101 and U.S. Highway 212 in Chanhassen, Minnesota. A.2.Purpose The purpose of our geotechnical evaluation will be to characterize subsurface geologic conditions at selected exploration locations and evaluate their impact on the design and construction of the proposed development. A.3.Background Information and Reference Documents To facilitate our evaluation, we were provided with or reviewed the following information or documents: We reviewed aerial photographs of the project area using Google Earth and Bing Maps. We reviewed conceptual site plans indicating the location of the twin home villas and apartment building. The plans were provided by Sperides Reiners Architects, Inc. (SRA) and were undated. We reviewed the Surficial Geology Map for Hennepin County prepared by the University of Minnesota, Minnesota Geological Survey. The map is denoted as Atlas C-4, Plate 3 of 9, Surficial Geology, and is dated 1989. We had conversations with Mr. Eric Reiners of SRA regarding various aspects of the project. Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 2 A.4.Site Conditions The site is currently undeveloped and generally vegetated with grasses, although the site is partially bordered with trees along the eastern boundary. Site elevations at the soil boring locations range between approximately 900 and 927. A.5.Scope of Services Our scope of services for this project was originally submitted as a Proposal to Mr. Michael Hoagberg of Chanhassen Senior Living Development, LLC. Tasks performed in accordance with our authorized scope of services included: Performing a reconnaissance of the site to evaluate equipment access to exploration locations. Staking and clearing exploration locations of underground utilities. Performing six penetration test borings to 25 feet in the apartment building footprint, nine penetration test borings to 15 feet at the twin home villa locations, and four penetration test borings to 10 feet in drive lanes and parking lots. Performing laboratory tests on selected penetration test samples. Preparing this report containing a CAD sketch, exploration logs, a summary of the geologic materials encountered, results of laboratory tests, and recommendations for structure subgrade preparation and the design of foundations, pavements, interior and exterior slabs, and utilities. Exploration locations and surface elevations at the exploration locations were determined using GPS (Global Positioning System) technology that utilizes the Minnesota Department of Transportation's (MnDOT’s) permanent GPS Virtual Reference Network (VRN). Our scope of services was performed under the terms of our September 1, 2013, General Conditions. Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 3 B.Results B.1.Exploration Logs B.1.a.Log of Boring Sheets Log of Boring sheets for our penetration test borings are included in the Appendix. The logs identify and describe the geologic materials that were penetrated, and present the results of penetration resistance and other in-situ tests performed within them, laboratory tests performed on penetration test samples retrieved from them, and groundwater measurements. Strata boundaries were inferred from changes in the penetration test samples and the auger cuttings. Because sampling was not performed continuously, the strata boundary depths are only approximate. The boundary depths likely vary away from the boring locations, and the boundaries themselves may also occur as gradual rather than abrupt transitions. B.1.b.Geologic Origins Geologic origins assigned to the materials shown on the logs and referenced within this report were based on: (1) a review of the background information and reference documents cited above, (2) visual classification of the various geologic material samples retrieved during the course of our subsurface exploration, (3) penetration resistance and other in-situ testing performed for the project, (4) laboratory test results, and (5) available common knowledge of the geologic processes and environments that have impacted the site and surrounding area in the past. B.2.Geologic Profile B.2.a.Geologic Materials The general geologic profile at the site consists generally of trace amounts of topsoil at most boring locations underlain by glacially deposited soils extending to the boring termination depths. The following subsections discuss the strata in more detail. B.2.b.Topsoil Silty sand topsoil with traces of organics and roots was encountered at the boring locations. Two of the borings had one to 1 1/2 feet of topsoil, however, the majority of the borings encountered only a trace to a few inches of topsoil. Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 4 B.2.c.Fill One boring (ST-4) encountered a layer of sandy lean clay which is possibly a previously placed fill soil. This layer extended to about the four foot depth. B.2.d.Organic Deposits Organic clay was encountered at ST-4 and ST-5 at depths ranging between approximately four and seven feet, and zero and four feet, respectively. These depths correspond to elevations between approximately 903 and 908. The organic clay was black and wet. B.2.e.Glacial Deposits Glacial till consisting of sandy lean clay (CL) and clayey sand (SC) was encountered beneath the topsoil, possible fill, and organic clays. The clays soils ranged from rather soft to hard in consistency and the clayey sands were medium dense based on the encountered penetration resistances. B.2.f.Groundwater Groundwater was measured or estimated to be down approximately eight feet and 15 feet in Borings ST-1 and ST-11, respectively. These depths correspond to elevations 913.5 and 906 based on our reported datum. Groundwater was not encountered as other exploration borings were advanced. Due to the coincidence of groundwater and the sand seam encountered at approximately eight feet in Boring ST-1, and relatively shallow depth at which groundwater was observed, we suspect that the groundwater was perched. The depth/elevation at which perched groundwater accumulates seasonally and annually will likely vary. The groundwater level at boring ST-11 was measured or estimated to be down approximately 15 feet prior to borehole abandonment. Given the cohesive nature of the geologic materials encountered, however, it is likely that insufficient time was available for groundwater to seep into the boring and rise to its hydrostatic level. Piezometers or monitoring wells would be required to confirm if groundwater was present within the depths explored. Seasonal and annual fluctuations of groundwater should also be anticipated. Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 5 B.3.Laboratory Test Results The moisture content of the selected soil samples were determined to vary from approximately 15.6 to 23.7 percent, indicating that the tested clayey soils were was likely near or above their probable optimum moisture content. Pocket Penetrometer tests were taken on select soil samples to estimate the unconfined compressive strengths of the soil samples tested. The results of these tests ranged from 1/2 to 3 1/2 tons per square foot (tsf). The individual test results can be found in the right hand margin of various log of boring sheets, opposite the soil sample tested. C.Basis for Recommendations C.1.Design Details The project development consists of nine twin home style villas and a 132-unit living complex. Structural plans for the project were not available at the time this report was prepared. The wood framed, slab-on-grade villas have planned finished floor elevations (FFEs) ranging between 914 and 917. The planned location of the villas is in the northern portion of the site where current elevations range between 908 and 924. The proposed apartment building is a four story wood framed structure over a precast plank main level with proposed FFE of 923. An underground garage is planned with a proposed elevation of 912. A single story wood framed wing addition is planned along the southern boundary of the apartment building. The wing has the same proposed underground garage and entry level elevations as the main apartment building. C.1.a.Building Structure Loads We have assumed that bearing wall loads associated with the twin home villas will not exceed two kips per lineal foot (klf); column loads will not exceed 35 kips per column. Loads associated with the main apartment building will not exceed six klf along bearing walls or 400 kips per column. The wing addition loads will not exceed four klf along bearing walls or 75 kips per column. Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 6 C.1.b.Pavements and Traffic Loads We have assumed that bituminous pavements, typical of residential neighborhoods, will be subjected to no more than 50,000 equivalent 18-kip single axle loads (ESALs) over an assumed design life of 20 years. C.1.c.Anticipated Grade Changes Existing ground surface elevations are within approximately three to seven feet of the proposed FFEs at the locations of the twin home villas. Elevations are within approximately two to 12 feet of the proposed basement level in proximity to the apartment structures. It is likely that the range of cuts and fills across the site could be as much as 18 feet. It is likely that several areas of the site will have cuts on the order of six to twelve feet while other areas will require fill on the order of three to six feet. C.1.d.Precautions Regarding Changed Information We have attempted to describe our understanding of the proposed construction to the extent it was reported to us by others. Depending on the extent of available information, assumptions may have been made based on our experience with similar projects. If we have not correctly recorded or interpreted the project details, we should be notified. New or changed information could require additional evaluation, analyses, and/or recommendations. C.2.Design and Construction Considerations The geologic materials encountered generally appear to be suitable for support of conventional spread footings, grade supported slabs, and pavements. The topsoil and organic clays encountered are not suitable to support fill and structures and are not suitable for use as engineered fill in the building pads or paved areas. Also, any soft or rather soft clays found in building pad areas should be subcut. In order to prevent differential settlement, areas of construction immediately adjacent to the tall walls of the proposed garage excavation will require backfill of granular material. Because it is not likely suitable granular material will be encountered during excavation and grading activities, they may need to be imported to the site. Due to the frost susceptible nature of the clay-rich soils present at anticipated exterior slab and pavement subgrade elevations, consideration should also be given to incorporating a granular subbase into the pavement sections. This will enhance subgrade drainage efforts and reduce the potential for pavement subgrades to become saturated and heave upon freezing; strength loss upon thawing will also be reduced. Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 7 In some areas, the soils present at and just below the proposed foundation levels are sensitive to disturbance, particularly if they are wet. Contractors should select equipment and construction techniques that minimize soil disturbance. Foundation soils that do become disturbed should be replaced with clean sand or clean crushed rock. It may be necessary to place a working surface of rock in excavations to reduce soils disturbance from construction traffic. Some contingency should be provided in project budgeting for using these imported materials in the excavation process. Typical subgrade preparation procedures as outlined in Section D.6 should be used for preparation of the new pavement areas. These procedures should be anticipated to primarily involve stripping of the existing topsoil and any organic clays or soft, wet clays, subcutting/filling to proposed grades, proofrolling the subgrade, and then moisture conditioning and compaction of loose or soft areas of exposed subgrade soils. D.Recommendations D.1.Building and Pavement Subgrade Preparation D.1.a.Excavations We recommend removing the topsoil, organic clays, and any near surface soft wet clays from beneath the proposed building pads, pavement subgrades, and oversize areas. Based on the soil borings, excavation depths are expected to range from approximately six to 12 feet. Table 1 lists the expected excavation depths based on the penetration test borings. Note that at several locations, excavations to estimated footing and slab elevations will extend below the depths needed for soil correction. Table 1. Anticipated Excavation Depths for Villa and Apartment Construction. Boring Surface Elevation (ft) Proposed FFE (ft) Anticipated Depth of Soil Correction Excavation (ft) Approximate Bottom Elevation (ft) ST-1 921.8 917 5 917 ST-2 918.9 916 4-6** 915-913 ST-3 912.5 915 1/2 912 ST-4 909.9 915 9-11** 901-899 Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 8 Boring Surface Elevation (ft) Proposed FFE (ft) Anticipated Depth of Soil Correction Excavation (ft) Approximate Bottom Elevation (ft) ST-5 908.3 914 4-6** 904 1/2-902 1/2 ST-6 920.5 914 1/4 920 ST-7 922.3 915 1/4 921 1/2 ST-8 921.9 916 1/4 921 1/2 ST-9 924.1 917 1/4 923 3/4 ST-10 924.0 912 1/4 923 3/4 ST-11 921.0 912 1/4 920 3/4 ST-12 916.6 912 1/4 916 1/4 ST-13 915.7 912 5 910 1/2 ST-14 911.7 912 1/4 911 1/2 ST-15 910.0 912 1/4 909 3/4 ST-16 900.0 911* 1/4 899 3/4 ST-17 927.1 920* 1/4 926 3/4 ST-18 924.1 916* 1/4 923 3/4 ST-19 914.8 913* 1/4 914 1/2 *Approximate finished pavement elevation. **Actual depth of soil correction to be determined in the field by a qualified geotechnical engineer or their representative. Excavation depths will vary between the borings. Portions of the excavations may also be deeper than indicated by the borings. Contractors should also be prepared to extend excavations in wet or fine- grained soils to remove disturbed bottom soils. Prior to placement of engineered fill or footings, we recommend the exposed soils in the bottoms of the excavations be surface compacted using a minimum of five passes over the foundation areas with a large sheep’s foot compactor. This will increase the density of the underlying natural soils and provide a more Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 9 uniformly compacted base to support any additional fill or footings. We recommend this work be observed by a geotechnical engineer. The engineer may modify these recommendations if this compaction work causes upward movement (pumping) of groundwater or soil disturbance. D.1.b.Excavation Oversizing To provide lateral support to replacement backfill, additional required fill, and the structural loads they will support, we recommend oversizing (widening) the excavations 1 foot horizontally beyond the outer edges of the building perimeter footings, or pavement limits, for each foot the excavations extend below bottom-of-footing or pavement subgrade elevations. D.1.c.Excavation Side Slopes The onsite soils generally appear to consist of soils meeting OSHA Type B requirements, which indicate excavation side slopes should be constructed to lie back at a minimum horizontal to vertical slope of one to one or flatter. An OSHA-approved competent person or professional engineer should review the excavation conditions in the field. All excavations must comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P, “Excavations and Trenches”. This document states that excavation safety is the responsibility of the contractor. Reference to these OSHA requirements should be included in project specifications. D.1.d.Excavation Dewatering Although perched water was only encountered in one of the borings, it is possible that water could be encountered in other parts of the site. If encountered, we recommend removing groundwater from the excavations. Because this site consists of predominately clayey soil, sumps and pumps can be used to control water. D.1.e.Selecting Excavation Backfill and Additional Required Fill If the bottoms of excavations are wet, we recommend the initial backfill soil consist of at least 2 feet of coarse sand having less than 50 percent of the particles by weight passing a #40 sieve, and less than 5 percent of the particles passing a #200 sieve. We anticipate that this material will need to be imported to the site. On-site soils free of organic soil can be considered for reuse as backfill and fill. The glacially deposited sandy lean clay, being fine-grained, will be more difficult to compact if wet or allowed to become wet, or if spread and compacted over wet surfaces. Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 10 We recommend that granular subbase material for pavement support consist of sand having less than 12 percent of the particles by weight passing a #200 sieve. We anticipate that this material will also need to be imported. D.1.e.1.Wall Backfill Below Floor Slabs There are at least two locations where exterior and possibly interior slabs at the first floor elevation will be partially supported on relatively deep wall backfill zones. This occurs next to sections of the basement level walls. To reduce risks of differential settlement and possible slab damage, we recommend these areas of backfill consist of sand with less than 12% fines (material passing the #200 sieve). The sand soils beneath slabs should be compacted to at least 98% of their Standard Proctor density. Refer to section D.3 of this report for additional recommendations. D.1.f.Placement and Compaction of Backfill and Fill We recommend spreading backfill and fill in loose lifts of approximately six to 12 inches depending on the soil type and size of compactor used. We recommend compacting backfill and fill in accordance with the criteria presented below in Table 2. The relative compaction of utility backfill should be evaluated based on the structure below which it is installed, and vertical proximity to that structure. Table 2. Compaction Recommendations Summary Reference Relative Compaction, percent (ASTM D 698 – Standard Proctor) Moisture Content Variance from Optimum, percentage Points Below foundations 98 -1 to +2 for Clay Soils ±3 for Sand Soils Below slabs 95 to 98* -1 to +3 for Clay Soils ±3 for Sand Soils Adjacent to Underground Garages 98 -1 to +3 for Clay Soils ±3 for Sand Soils Below pavements, within 3 feet of subgrade elevations 100 -1 to +2 for Clay Soils ±3 for Sand Soils Below pavements, more than 3 feet below subgrade elevations 95 -1 to +3 for Clay Soils ±3 for Sand Soils *98% compaction recommended for sand in wall backfill adjacent to tall garage walls (see D.1.e.1.) D.2.Spread Footings D.2.a.Embedment Depth For frost protection, we recommend embedding perimeter footings of the twin home villas, as well as structures outside the apartment building and wing addition such as canopies, retaining walls, etc., 42 inches below the lowest exterior grade. Interior footings may be placed directly below floor slabs. We Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 11 recommend embedding footings not heated during winter construction, and other unheated footings associated with canopies, stoops, or sidewalks, 60 inches below the lowest exterior grade. D.2.b.Subgrade Improvement If small amounts of groundwater are present within footing excavations, or if the foot subgrade soils become disturbed prior to placing forms or reinforcement, we recommend subcutting the soft or wet clay and placing a 6- to 12-inch layer of clear rock. The clear rock will provide a stable working surface, and will allow for flow of water to a drain tile or sump. D.2.c.Net Allowable Bearing Pressure We recommend sizing spread footings to exert a net allowable bearing pressure of 2,000 pounds per square foot (psf) for the twin home villas and 4,000 psf for the apartment building. These values include a safety factor of at least 3.0 with regard to bearing capacity failure. The net allowable bearing pressures can be increased by one-third their value for occasional transient loads, but not for repetitive loads due to traffic, or for other live loads from snow or occupancy. D.2.d.Settlement Provided the foundation areas are prepared as discussed in this report, we estimate that total and differential settlements among the footings will amount to less than one and 1/2 inch, respectively, under the assumed loads. D.2.e.Footings in Wall Backfill It takes time for wall backfill to “settle-out” after it has been placed. Footings bearing in exterior wall backfill may behave differently than nearby footings bearing upon native soils. A construction delay of a month, or more, would allow the backfill to adjust, but this delay is not practical for many construction schedules. Alternately, the foundation elements could be extended down to native soils. While this approach is more expensive, it reduces the risk of excessive differential settlement between the building and footings supported in the backfill. Refer to sections D.1.e.1. and D.3. for additional recommendations for wall backfill. D.2.f.Grade Supported Interior Slabs (Garage Floors) The lower parking level floor will be supported upon the soils present at approximately 912 in Borings ST-10 to ST-15. These soils are competent but sensitive to disturbance, particularly when wet. If may be necessary to subcut these soils if they become disturbed. Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 12 We recommend using a modulus of subgrade reaction, k, of 150 pounds per square inch per inch of deflection (pci) to design the slabs. D.3.Below Grade Walls D.3.a.Drainage Control We recommend installing subdrains behind the basement walls, adjacent to the wall footings, and below the slab elevation. Preferably, the subdrains should consist of perforated pipes embedded in washed gravel, which in turn is wrapped in filter fabric. Perforated pipes encased in a filter “sock” and embedded in washed gravel, however, may also be considered. We recommend routing the subdrains to a sump and pump capable of routing any accumulated groundwater to a storm sewer or other suitable disposal site. General waterproofing of basement walls surrounding occupied or potentially occupied areas is recommended even with the use of free-draining backfill because of the potential cost impacts related to seepage after construction is complete. D.3.b.Selection, Placement, and Compaction of Backfill Unless a drainage composite is placed against the backs of the exterior perimeter below-grade walls, we recommend that backfill placed within 2 horizontal feet of those walls consist of sand having less than 50 percent of the particles by weight passing a #40 sieve and less than 12 percent of the particles by weight passing a #200 sieve. Sand meeting this gradation will need to be imported. We recommend that the balance of the backfill placed against exterior perimeter walls also consist of sand, though it is our opinion that the sand may contain up to 20 percent of the particles by weight passing a #200 sieve. Clay is not recommended as wall backfill where higher elevation slabs will rely on the backfill for support. However, if clay must be considered in areas not supporting slabs to make up the balance of the below- grade wall backfill (assuming a drainage composite or sand is placed against the backs of the walls), post- compaction consolidation of the clay occurring under its own weight can be expected to continue beyond the end of construction. The magnitude of consolidation could amount to between 1 and 3 percent of the clay backfill thickness, or wall height, and if not accommodated could cause slabs to settle unfavorably or be damaged. Should lean clay still be considered for use as backfill, however, we further recommend that: Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 13 The bottoms of the excavations required for below-grade wall construction are wide enough to accommodate compaction equipment. Backfill is placed at moisture contents at least equal to, but not more than three percentage points above, its optimum moisture content. Backfill is placed in loose lifts no thicker than 6 inches prior to compaction. The relative compaction of the backfill is measured through density testing at intervals not exceeding one test per 50 horizontal feet for each vertical foot of backfill placed. We recommend a walk behind compactor be used to compact the backfill placed within about 5 feet of the retaining walls. Further away than that, a self-propelled compactor can be used. Compaction criteria for below-grade walls should be determined based on the compaction recommendations provided above in Section D.1. Exterior backfill not capped with slabs or pavement should be capped with a low-permeability soil to limit the infiltration of surface drainage into the backfill. The finished surface should also be sloped to divert water away from the walls. D.3.c.Configuring and Resisting Lateral Loads Below-grade wall design can be based on active earth pressure conditions if the walls are allowed to rotate slightly. If rotation cannot be tolerated, then design should be based on at-rest earth pressure conditions. Rotation up to 0.002 times the wall height is generally required when walls are backfilled with sand*. Rotation up to 0.02 times the wall height is required when walls are backfilled with clay. * To design for sand backfill, excavations required for wall construction should be wide enough and flat enough so that sand is present within a zone that (1) extends at least two horizontal feet beyond the bottom outer edges of the wall footings (the wall heel, not the stem) and then (2) rises up and away from the wall at an angle no steeper than 60 degrees from horizontal. We anticipate these geometric conditions will be met if the excavations meet OSHA requirements for the types of soils likely to be exposed in the excavation, and the wall footings are cast against wood forms rather than any portion of the excavation. Recommended equivalent fluid pressures for wall design based on active and at-rest earth pressure conditions are presented below in Table 3. Assumed wet unit backfill weights, and internal friction angles are also provided. The recommended equivalent fluid pressures in particular assume a level backfill with no surcharge – they would need to be revised for sloping backfill or other dead or live loads that are Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 14 placed within a horizontal distance behind the walls that is equal to the height of the walls. Our design values also assume that the walls are drained so that water cannot accumulate behind the walls. Table 3. Recommended Below-Grade Wall Design Parameters Backfill Wet Unit Weight (pcf) Friction Angle (deg) Equivalent Fluid Pressure, Active Case (pcf) Equivalent Fluid Pressure, At-Rest Case (pcf) Sand 120 33 35 50 Clay 120 26 50 70 Resistance to lateral earth pressures will be provided by passive resistance against the retaining wall footings, and by sliding resistance along the bottoms of the wall footings. We recommend assuming a passive pressure equal to 300 pcf and a sliding coefficient equal to 0.50. These values are un-factored. D.4.Interior Slabs D.4.a.Moisture Vapor Protection If floor coverings or coatings less permeable than the concrete slab will be used, consideration should be given to placing a vapor retarder or vapor barrier immediately beneath the slab. Some contractors prefer to bury the vapor retarder or barrier beneath a layer of sand to reduce curling and shrinkage, but this practice risks trapping water between the slab and vapor retarder or barrier. Regardless of where the vapor retarder or barrier is placed, floor covering manufacturers should be consulted regarding the appropriate type, use and installation of the vapor retarder or barrier to preserve warranty assurances. D.4.b.Randon In preparation for radon mitigation systems under residential structures, we recommend that slabs on grade be constructed over a layer of gas permeable material consisting of a minimum of 4 inches of either clean aggregate, or sand overlain with a geotextile matting suitable for venting the subgrade. The clean aggregate material should consist of sound rock no larger than 2 inches and no smaller than 1/4 inch. Sand should have less than 50 percent of the particles by weight passing a #40 sieve and less than 5 percent of the particles by weight passing a #200 sieve. Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 15 Above the gas permeable aggregate or sand, a polyethylene sheeting (6 mil minimum) should be placed. The sheeting should be properly lapped and penetrations through the sheeting sealed. Penetrations through the slab and foundation walls should also be sealed. D.5.Exterior Slabs All or some of the exterior slabs will be underlain with mostly sandy lean clays and lean clays which are considered to be moderately to highly frost susceptible. Soils of this type can retain moisture and heave upon freezing. In general, this characteristic is not an issue unless these soils become saturated due to surface runoff or infiltration or are excessively wet in-situ. Once frozen, unfavorable amounts of general and isolated heaving of the soils and related surface features could also develop. This type of heaving could impact design drainage patterns and the performance of the paved areas or exterior slabs, as well as any isolated exterior footings and piers. To address most of the heave related issues, we recommend the general site grades and grades for surface features be set to direct surface drainage away from buildings, across large paved areas and away from walkways to limit the potential for saturation of the subgrade and any subsequent heaving. General grades should also have enough “slope” to tolerate potential larger areas of heave which may not fully settle when thawed. Even small amounts of frost-related differential movement at walkway joints or cracks can create tripping hazards. Several subgrade improvement options can be explored to address this condition. The most conservative and potentially most costly subgrade improvement option to help limit the potential for heaving, but not eliminate it, would be to remove any frost-susceptible soils present below the exterior slabs “footprint” down to the bottom-of-footing grades or to a maximum depth of five feet below subgrade elevations, whichever is less. We recommend the resulting excavation then be refilled with sand or sandy gravel having less than 50 percent of the particles by weight passing the #40 sieve and less than 5 percent of the particles by weight passing a #200 sieve. Another subgrade improvement option would be to build in a transition zone between those soils considered to be frost-susceptible and those that are not to somewhat control where any differential movement may occur. Such transitions could exist between exterior slabs and pavements, between entry way slabs and sidewalks, and along the sidewalks themselves. For this option, the frost-susceptible soils in critical areas would be removed to a depth of at least five feet below grade as discussed above. The excavation below the footprint of the sidewalks or other slabs would then be sloped upward at a gradient no steeper than 3:1 (horizontal:vertical) toward the less critical areas. The bottom of the excavation should then be sloped toward the center so that any water entering the excavation could be quickly drained to the deepest area for removal. In the deepest areas of the excavation, a series of perforated drainpipes will need to be installed to collect and dispose of surface water infiltration and/or Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 16 groundwater that could accumulate within the backfill. The piping would need to be connected to a storm sewer or a sump to remove any accumulated water. If the water is not removed, it is our opinion this option will not be effective in controlling heave. Regardless of what is done to the walkway or pavement area subgrade, it will be critical the end-user develop a detailed maintenance program to seal and/or fill any cracks and joints that may develop during the useful life of the various surface features. Concrete and bituminous will experience episodes of normal thermo-expansion and thermo-contraction during its useful life. During this time, cracks may develop and joints may open up, which will expose the subgrade and allow any water flowing overland to enter the subgrade and either saturate the subgrade soils or to become perched atop it. This occurrence increases the potential for heave due to freezing conditions in the general vicinity of the crack or joint. This type of heave has the potential to become excessive if not addressed as part of a maintenance program. Special attention should be paid to areas where dissimilar materials abut one another, where construction joints occur and where shrinkage cracks develop. D.5.a. Isolated Footing and Piers Soils classifying as “silt” (USCS symbols ML or MH), “clay” (CL or CH), or as being “silty” or “clayey” (including but not limited to SP-SM, SC-SM, SM or SC), have the potential for adhering to poured concrete or masonry block features built through the normal frost zone. In freezing conditions, this soil adhesion could result in the concrete or masonry construction being lifted out of the ground. This lifting action is also known as heave due to adfreezing. The potential for experiencing the impacts of adfreezing increases with poor surface drainage in the area of below grade elements, in areas of poorly compacted clayey or silty soils and in areas of saturated soils. To limit the impacts of adfreeze, we recommend placing a low friction separation barrier, such as high density insulation board, between the backfill and the element. Extending isolated piers deeper into the frost-free zone, enlarging the bottom of the piers and then providing tension reinforcement can also be considered. Recommendations for specific foundation conditions can be provided as needed. D.6.Pavements D.6.a.Engineered Fill Fill needed to reach pavement subgrade should be placed in thin lifts not exceeding 12 inches. The engineered fill placed in paved areas should be compacted to at least 100 percent of Standard Proctor maximum dry density and within one percent of the optimum moisture content when present within the upper three feet of pavement subgrade. Below the upper three feet, the compaction level may be reduced to 95 percent of Standard Proctor maximum dry density and the moisture content should be Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 17 within three percent of optimum moisture content. Compaction tests should be taken to evaluate the contractor’s method of fill placement. D.6.b.Subgrade Proofroll Prior to placing aggregate base material, we recommend proof-rolling pavement subgrades to determine if the subgrade materials are loose, soft, or weak, and in need of further stabilization, compaction or subexcavation, and recompaction or replacement. A second proofroll should be performed after the aggregate base material is in place, and prior to placing bituminous or concrete pavement. D.6.c.Design Sections Laboratory tests to determine an R-value for pavement design were not included in the scope of this project. Based on the clay subgrade, however, it is our opinion that an R-value of 12 can be assumed for design purposes. For exclusively auto parking, we recommend 3 inches of bituminous over 6 inches of Class 5 aggregate base. For drive lanes that will have occasional truck traffic, we recommend a pavement section of 4 inches of bituminous over 10 inches of Class 5 aggregate base. Bus traffic areas (if any) should have a minimum of 6 inches of bituminous over 12 inches of aggregate base. These pavement designs also assume that the aggregate base is properly drained. For enhanced long term performance, consideration should be given to incorporating a 12 inch sand subgrade into the design, especially in drive lanes. If a 12 inch sand subgrade is considered the drive lane section could be reduced to 3 1/2 inches of asphalt and six inches of Class 5 aggregate. The above pavement designs are based upon a 20-year performance life. This is the amount of time before major reconstruction is anticipated. This performance life assumes maintenance, such as seal coating and crack sealing, is routinely performed. The actual pavement life will vary depending on variations in weather, traffic conditions and maintenance. D.6.d.Materials and Compaction We recommend specifying crushed aggregate base meeting the requirements of Minnesota Department of Transportation (MnDOT) Specification 3138 for Class 5. We recommend that the bituminous wear and base courses meet the requirements of Specifications 2360, Type SP. We recommend the aggregate gradations for the asphalt mixes meet Gradation B for the base course and Gradation B or A for the surface course. Gradation A contains a smaller aggregate size than Gradation B and will provide a surface with less visible aggregate which is desirable for some owners. We recommend the Performance Graded Asphalt cement be a PG 58-28. (If additional resistance to rutting, scuffing and dimpling is desired, we Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 18 recommend utilizing a PG 64-28. If additional resistance to cold weather cracking is desirable, we recommend utilizing a PG 58-34.) We recommend that the aggregate base be compacted to a minimum of 100 percent of its maximum standard Proctor dry density. We recommend that the bituminous pavement be compacted to at least 92 percent of the maximum theoretical Rice density. We recommend specifying concrete for pavements that has a minimum 28-day compressive strength of 4,000 psi, and a modulus of rupture (Mr) of at least 600 psi. We also recommend Type I cement meeting the requirements of ASTM C 150. We recommend specifying five to eight percent entrained air for exposed concrete to provide resistance to freeze-thaw deterioration. We also recommend using a water/cement ratio of 0.45 or less for concrete exposed to deicers. D.6.e.Subgrade Drainage We recommend installing perforated drainpipes throughout pavement areas at low points and about catch basins. The drainpipes should be placed in small trenches extended at least 8 inches below the granular subbase layer – or aggregate base material where no subbase is present. D.7.Utilities D.7.a.Subgrade Stabilization We anticipate that utilities can be installed per manufacturer bedding requirements. If localized soft areas are encountered at pipe invert elevations, we recommend placing a stabilizing aggregate beneath the pipe. The depth of the aggregate bedding will vary, however, a minimum of six inches and a maximum of two feet is commonly used. D.7.b.Selection, Placement and Compaction of Backfill We recommend selecting, placing and compacting utility backfill in accordance with the recommendations provided above in Section D.1. D.7.c.Corrosion Protection The soil borings indicated the site consists predominately of clay soils. These soils are considered slightly to moderately corrosive to metallic conduits. We recommend wrapping metallic pipe that is in contact with clayey soils or if clayey soils are placed as backfill around the pipe. Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 19 D.8.Construction Quality Control D.8.a.Excavation Observations We recommend having a geotechnical engineer observe all excavations related to subgrade preparation and spread footing, slab-on-grade, and pavement construction. The purpose of the observations is to evaluate the competence of the geologic materials exposed in the excavations, and the adequacy of required excavation oversizing. D.8.b.Materials Testing We recommend density tests be taken in wall backfill and additional required fill placed below spread footings, slab-on-grade construction, and below pavements. We recommend Marshall tests on bituminous mixes to evaluate strength and air voids, and density tests to evaluate compaction. We also recommend slump, air content, and strength tests of portland cement concrete. D.8.c.Pavement Subgrade Proofroll We recommend that proofrolling of the pavement subgrades be observed by a geotechnical engineer to determine if the results of the procedure meet project specifications, or delineate the extent of additional pavement subgrade preparation work. D.8.d.Cold Weather Precautions If site grading and construction is anticipated during cold weather, all snow and ice should be removed from cut and fill areas prior to additional grading. No fill should be placed on frozen subgrades. No frozen soils should be used as fill. Concrete delivered to the site should meet the temperature requirements of ASTM C 94. Concrete should not be placed on frozen subgrades. Concrete should be protected from freezing until the necessary strength is attained. Frost should not be permitted to penetrate below footings. Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 20 E.Procedures E.1.Penetration Test Borings The penetration test borings were drilled with a truck-mounted core and auger drill equipped with hollow-stem auger. The borings were performed in accordance with ASTM D 1586. Penetration test samples were taken at 2 1/2- or 5-foot intervals. Actual sample intervals and corresponding depths are shown on the boring logs. E.2.Material Classification and Testing E.2.a.Visual and Manual Classification The geologic materials encountered were visually and manually classified in accordance with ASTM Standard Practice D 2488. A chart explaining the classification system is attached. Samples were placed in jars and returned to our facility for review and storage. E.2.b.Laboratory Testing The results of the laboratory tests performed on geologic material samples are noted on or follow the appropriate attached exploration logs. The tests were performed in accordance with ASTM procedures. E.3.Groundwater Measurements The drillers checked for groundwater as the penetration test borings were advanced, and again after auger withdrawal. The boreholes were then backfilled or allowed to remain open for an extended period of observation as noted on the boring logs. F.Qualifications F.1.Variations in Subsurface Conditions F.1.a.Material Strata Our evaluation, analyses, and recommendations were developed from a limited amount of site and subsurface information. It is not standard engineering practice to retrieve material samples from Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 21 exploration locations continuously with depth, and therefore strata boundaries and thicknesses must be inferred to some extent. Strata boundaries may also be gradual transitions, and can be expected to vary in depth, elevation, and thickness away from the exploration locations. Variations in subsurface conditions present between exploration locations may not be revealed until additional exploration work is completed, or construction commences. If any such variations are revealed, our recommendations should be re-evaluated. Such variations could increase construction costs, and a contingency should be provided to accommodate them. F.1.b.Groundwater Levels Groundwater measurements were made under the conditions reported herein and shown on the exploration logs, and interpreted in the text of this report. It should be noted that the observation periods were relatively short, and groundwater can be expected to fluctuate in response to rainfall, flooding, irrigation, seasonal freezing and thawing, surface drainage modifications, and other seasonal and annual factors. F.2.Continuity of Professional Responsibility F.2.a.Plan Review This report is based on a limited amount of information, and a number of assumptions were necessary to help us develop our recommendations. It is recommended that our firm review the geotechnical aspects of the designs and specifications, and evaluate whether the design is as expected, if any design changes have affected the validity of our recommendations, and if our recommendations have been correctly interpreted and implemented in the designs and specifications. F.2.b.Construction Observations and Testing It is recommended that we be retained to perform observations and tests during construction. This will allow correlation of the subsurface conditions encountered during construction with those encountered by the borings, and provide continuity of professional responsibility. F.3.Use of Report This report is for the exclusive use of the parties to which it has been addressed. Without written approval, we assume no responsibility to other parties regarding this report. Our evaluation, analyses, and recommendations may not be appropriate for other parties or projects. Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 22 F.4.Standard of Care In performing its services, Braun Intertec used that degree of care and skill ordinarily exercised under similar circumstances by reputable members of its profession currently practicing in the same locality. No warranty, express or implied, is made. Appendix 4 8 12 12 16 17 1/2 1 3/4 Benchmark: Elevations were obtained using GPS and the State of Minnesota's permanent base station network. An open triangle in the water level (WL) column indicates the depth at which groundwater was observed while drilling. Groundwater levels fluctuate. 20 SM CL CL SILTY SAND, fine-grained, trace roots, dark brown, moist. (Topsoil Fill) SANDY LEAN CLAY, with Gravel, brown, wet, rather soft. (Glacial Till) SANDY LEAN CLAY, with Gravel, brown, wet, medium to very stiff. (Glacial Till) Layers of Poorly Graded Sand at 8 feet. END OF BORING. Water observed at 8 feet with 7 feet of hollow-stem auger in the ground. Water not observed with 14 1/2 feet of hollow-stem auger in the ground. Boring immediately backfilled with cuttings. 920.8 917.8 905.8 1.0 4.0 16.0 10/17/14 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-1 page 1 of 1 3 1/4" HSA, AutohammerR. Hansen L O G O F B O R I N G (S e e D e s c r i p t i v e T e r m i n o l o g y s h e e t f o r e x p l a n a t i o n o f a b b r e v i a t i o n s ) LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-1 METHOD: BORING: BPF B14-07818LO G O F B O R I N G N : \ G I N T \ P R O J E C T S \ A X P R O J E C T S \ 2 0 1 4 \ 0 7 8 1 8 . G P J B R A U N _ V 8 _ C U R R E N T . G D T 1 1 / 1 9 / 1 4 0 9 : 5 9 Braun Project B14-07818 GEOTECHNICAL EVALUATION Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota qp tsf MC %Symbol Elev. feet 921.8 Depth feet 0.0 5 5 7 8 12 13 1 1/2 1 3/4 1 1/2 22 SM CL CL SILTY SAND, fine-grained, trace Gravel, dark brown, moist. (Topsoil) SANDY LEAN CLAY, brown, wet, rather soft. (Glacial Till) SANDY LEAN CLAY, with Gravel, brown, wet, rather soft to stiff. (Glacial Till) END OF BORING. Water not observed with 15 feet of hollow-stem auger in the ground. Boring immediately backfilled with cuttings. 917.4 914.9 902.9 1.5 4.0 16.0 10/17/14 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-2 page 1 of 1 3 1/4" HSA, AutohammerR. Hansen L O G O F B O R I N G (S e e D e s c r i p t i v e T e r m i n o l o g y s h e e t f o r e x p l a n a t i o n o f a b b r e v i a t i o n s ) LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-2 METHOD: BORING: BPF B14-07818LO G O F B O R I N G N : \ G I N T \ P R O J E C T S \ A X P R O J E C T S \ 2 0 1 4 \ 0 7 8 1 8 . G P J B R A U N _ V 8 _ C U R R E N T . G D T 1 1 / 1 9 / 1 4 0 9 : 5 9 Braun Project B14-07818 GEOTECHNICAL EVALUATION Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota qp tsf MC %Symbol Elev. feet 918.9 Depth feet 0.0 6 8 11 12 14 17 3/4 2 1 19 SM CL CL CL SILTY SAND, fine- to medium-grained, trace roots, dark brown, moist. (Topsoil) SANDY LEAN CLAY, with Gravel, brown, wet, medium. (Possible Fill) SANDY LEAN CLAY, trace Gravel, brown to gray, wet, medium to stiff. (Glacial Till) SANDY LEAN CLAY, trace Gravel, gray, very stiff. (Glacial Till) END OF BORING. Water not observed with 15 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 12 feet immediately after withdrawal of auger. Boring immediately backfilled with cuttings. 912.4 908.5 898.5 896.5 0.1 4.0 14.0 16.0 10/17/14 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-3 page 1 of 1 3 1/4" HSA, AutohammerB. Kammermeier L O G O F B O R I N G (S e e D e s c r i p t i v e T e r m i n o l o g y s h e e t f o r e x p l a n a t i o n o f a b b r e v i a t i o n s ) LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-3 METHOD: BORING: BPF B14-07818LO G O F B O R I N G N : \ G I N T \ P R O J E C T S \ A X P R O J E C T S \ 2 0 1 4 \ 0 7 8 1 8 . G P J B R A U N _ V 8 _ C U R R E N T . G D T 1 1 / 1 9 / 1 4 0 9 : 5 9 Braun Project B14-07818 GEOTECHNICAL EVALUATION Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota qp tsf MC %Symbol Elev. feet 912.5 Depth feet 0.0 6 5 5 5 9 9 1 1/4 1 1/2 1 3/4 20 24 SM CL OL CL CL CL SILTY SAND, fine- to medium-grained, trace roots, with Gravel, gray, dry. (Topsoil) SANDY LEAN CLAY, with Gravel, brown to gray, wet. (Possible Fill) ORGANIC CLAY, black, wet. (Swamp Deposit) SANDY LEAN CLAY, dark gray, wet, rather soft. (Glacial Till) SANDY LEAN CLAY, with Gravel, brown to gray, wet, rather soft to rather stiff. (Glacial Till) SANDY LEAN CLAY, gray, wet, rather stiff. (Glacial Till) END OF BORING. Water not observed with 15 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 10 feet immediately after withdrawal of auger. Boring immediately backfilled with cuttings. 909.8 905.9 902.9 900.9 895.9 893.9 0.1 4.0 7.0 9.0 14.0 16.0 10/17/14 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-4 page 1 of 1 3 1/4" HSA, AutohammerB. Kammermeier L O G O F B O R I N G (S e e D e s c r i p t i v e T e r m i n o l o g y s h e e t f o r e x p l a n a t i o n o f a b b r e v i a t i o n s ) LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-4 METHOD: BORING: BPF B14-07818LO G O F B O R I N G N : \ G I N T \ P R O J E C T S \ A X P R O J E C T S \ 2 0 1 4 \ 0 7 8 1 8 . G P J B R A U N _ V 8 _ C U R R E N T . G D T 1 1 / 1 9 / 1 4 1 0 : 0 0 Braun Project B14-07818 GEOTECHNICAL EVALUATION Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota qp tsf MC %Symbol Elev. feet 909.9 Depth feet 0.0 5 5 9 11 11 14 3/4 3 1/2 2 1/2 3 1/2 20 SM OL CL CL CL SILTY SAND, fine- to medium-grained, trace roots, with Gravel, gray, dry. (Topsoil) ORGANIC LEAN CLAY, black, wet. (Swamp Deposit) SANDY LEAN CLAY, with Gravel, gray, wet, rather soft. (Glacial Till) SANDY LEAN CLAY, trace Gravel, brown to gray, wet, rather stiff. (Glacial Till) SANDY LEAN CLAY, trace Gravel, gray, wet, rather stiff to stiff. (Glacial Till) END OF BORING. Water not observed with 15 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 11 feet immediately after withdrawal of auger. Boring immediately backfilled with cuttings. 908.2 904.3 902.3 896.3 892.3 0.1 4.0 6.0 12.0 16.0 10/17/14 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-5 page 1 of 1 3 1/4" HSA, AutohammerB. Kammermeier L O G O F B O R I N G (S e e D e s c r i p t i v e T e r m i n o l o g y s h e e t f o r e x p l a n a t i o n o f a b b r e v i a t i o n s ) LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-5 METHOD: BORING: BPF B14-07818LO G O F B O R I N G N : \ G I N T \ P R O J E C T S \ A X P R O J E C T S \ 2 0 1 4 \ 0 7 8 1 8 . G P J B R A U N _ V 8 _ C U R R E N T . G D T 1 1 / 1 9 / 1 4 1 0 : 0 0 Braun Project B14-07818 GEOTECHNICAL EVALUATION Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota qp tsf MC %Symbol Elev. feet 908.3 Depth feet 0.0 14 16 15 14 16 16 3 1/4 2 1/2 20 SM CL SILTY SAND, dark brown, moist. (Topsoil) SANDY LEAN CLAY, trace Gravel, brown, wet, stiff. (Glacial Till) END OF BORING. Water not observed with 15 feet of hollow-stem auger in the ground. Boring immediately backfilled with cuttings. 920.4 904.5 0.1 16.0 10/16/14 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-6 page 1 of 1 3 1/4" HSA, AutohammerB. Kammermeier L O G O F B O R I N G (S e e D e s c r i p t i v e T e r m i n o l o g y s h e e t f o r e x p l a n a t i o n o f a b b r e v i a t i o n s ) LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-6 METHOD: BORING: BPF B14-07818LO G O F B O R I N G N : \ G I N T \ P R O J E C T S \ A X P R O J E C T S \ 2 0 1 4 \ 0 7 8 1 8 . G P J B R A U N _ V 8 _ C U R R E N T . G D T 1 1 / 1 9 / 1 4 1 0 : 0 0 Braun Project B14-07818 GEOTECHNICAL EVALUATION Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota qp tsf MC %Symbol Elev. feet 920.5 Depth feet 0.0 6 12 13 13 12 13 2 1/2 2 3/4 3 1/4 16 SM CL SILTY SAND, fine- to medium-grained, with Gravel, brown, moist. (Topsoil) SANDY LEAN CLAY, trace Gravel, brown to gray, wet, medium to rather stiff. (Glacial Till) END OF BORING. Water not observed with 15 feet of hollow-stem auger in the ground. Boring immediately backfilled with cuttings. 922.2 906.3 0.1 16.0 10/16/14 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-7 page 1 of 1 3 1/4" HSA, AutohammerR. Hansen L O G O F B O R I N G (S e e D e s c r i p t i v e T e r m i n o l o g y s h e e t f o r e x p l a n a t i o n o f a b b r e v i a t i o n s ) LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-7 METHOD: BORING: BPF B14-07818LO G O F B O R I N G N : \ G I N T \ P R O J E C T S \ A X P R O J E C T S \ 2 0 1 4 \ 0 7 8 1 8 . G P J B R A U N _ V 8 _ C U R R E N T . G D T 1 1 / 1 9 / 1 4 1 0 : 0 0 Braun Project B14-07818 GEOTECHNICAL EVALUATION Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota qp tsf MC %Symbol Elev. feet 922.3 Depth feet 0.0 6 9 10 9 14 19 2 1/4 3 1/2 3 21 SM CL SC CL SILTY SAND, fine- to medium-grained, trace roots, brown, moist. (Topsoil) SANDY LEAN CLAY, trace Gravel, brown, wet, medium to rather stiff. (Glacial Till) CLAYEY SAND, fine- to medium-grained, brown, wet, medium dense. (Glacial Till) SANDY LEAN CLAY, trace Gravel, wet, very stiff. (Glacial Till) END OF BORING. Water not observed with 15 feet of hollow-stem auger in the ground. Boring immediately backfilled with cuttings. 921.8 909.9 907.9 905.9 0.1 12.0 14.0 16.0 10/16/14 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-8 page 1 of 1 3 1/4" HSA, AutohammerR. Hansen L O G O F B O R I N G (S e e D e s c r i p t i v e T e r m i n o l o g y s h e e t f o r e x p l a n a t i o n o f a b b r e v i a t i o n s ) LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-8 METHOD: BORING: BPF B14-07818LO G O F B O R I N G N : \ G I N T \ P R O J E C T S \ A X P R O J E C T S \ 2 0 1 4 \ 0 7 8 1 8 . G P J B R A U N _ V 8 _ C U R R E N T . G D T 1 1 / 1 9 / 1 4 1 0 : 0 0 Braun Project B14-07818 GEOTECHNICAL EVALUATION Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota qp tsf MC %Symbol Elev. feet 921.9 Depth feet 0.0 6 8 10 11 11 12 1 1/2 2 1/2 1 3/4 2 19 SM CL CL SILTY SAND, fine- to medium-grained, brown, moist. (Topsoil) SANDY LEAN CLAY, trace Gravel, brown, wet, medium. (Glacial Till) SANDY LEAN CLAY, trace Gravel, brown, wet, medium to rather stiff. (Glacial Till) END OF BORING. Water not observed with 15 feet of hollow-stem auger in the ground. Boring immediately backfilled with cuttings. 924.0 920.1 908.1 0.1 4.0 16.0 10/16/14 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-9 page 1 of 1 3 1/4" HSA, AutohammerR. Hansen L O G O F B O R I N G (S e e D e s c r i p t i v e T e r m i n o l o g y s h e e t f o r e x p l a n a t i o n o f a b b r e v i a t i o n s ) LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-9 METHOD: BORING: BPF B14-07818LO G O F B O R I N G N : \ G I N T \ P R O J E C T S \ A X P R O J E C T S \ 2 0 1 4 \ 0 7 8 1 8 . G P J B R A U N _ V 8 _ C U R R E N T . G D T 1 1 / 1 9 / 1 4 1 0 : 0 0 Braun Project B14-07818 GEOTECHNICAL EVALUATION Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota qp tsf MC %Symbol Elev. feet 924.1 Depth feet 0.0 6 7 8 11 14 15 14 14 2 3/4 2 1/4 SM CL CL CL SILTY SAND, fine-grained, trace Gravel, brown, moist. (Topsoil) SANDY LEAN CLAY, trace Gravel, dark brown, wet, medium. (Glacial Till) SANDY LEAN CLAY, trace Gravel, brown, wet, medium to stiff. (Glacial Till) SANDY LEAN CLAY, trace Gravel, gray, wet, stiff. (Glacial Till) END OF BORING. Water not observed with 25 feet of hollow-stem auger in the ground. Boring immediately backfilled with cuttings. 923.9 921.0 905.0 898.0 0.1 3.0 19.0 26.0 10/16/14 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-10 page 1 of 1 3 1/4" HSA, AutohammerR. Hansen L O G O F B O R I N G (S e e D e s c r i p t i v e T e r m i n o l o g y s h e e t f o r e x p l a n a t i o n o f a b b r e v i a t i o n s ) LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-10 METHOD: BORING: BPF B14-07818LO G O F B O R I N G N : \ G I N T \ P R O J E C T S \ A X P R O J E C T S \ 2 0 1 4 \ 0 7 8 1 8 . G P J B R A U N _ V 8 _ C U R R E N T . G D T 1 1 / 1 9 / 1 4 0 9 : 5 9 Braun Project B14-07818 GEOTECHNICAL EVALUATION Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota qp tsfSymbol Elev. feet 924.0 Depth feet 0.0 6 7 9 9 11 13 22 59 2 1/4 2 1/4 2 1/4 SM CL CL CL SILTY SAND, fine-grained, brown, moist. (Topsoil) SANDY LEAN CLAY, wet, brown, medium. (Glacial Till) SANDY LEAN CLAY, trace Gravel, brown, wet, medium to stiff. (Glacial Till) SANDY LEAN CLAY, with Gravel, trace Cobble, gray, wet, very stiff to hard. (Glacial Till) END OF BORING. Water observed at 24 1/2 feet with 25 feet of hollow-stem auger in the ground. Water observed at 15 feet with 25 feet of hollow-stem auger in the ground. Boring immediately backfilled with bentonite grout. 920.9 917.0 902.0 895.0 0.1 4.0 19.0 26.0 10/17/14 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-11 page 1 of 1 3 1/4" HSA, AutohammerR. Hansen L O G O F B O R I N G (S e e D e s c r i p t i v e T e r m i n o l o g y s h e e t f o r e x p l a n a t i o n o f a b b r e v i a t i o n s ) LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-11 METHOD: BORING: BPF B14-07818LO G O F B O R I N G N : \ G I N T \ P R O J E C T S \ A X P R O J E C T S \ 2 0 1 4 \ 0 7 8 1 8 . G P J B R A U N _ V 8 _ C U R R E N T . G D T 1 1 / 1 9 / 1 4 0 9 : 5 9 Braun Project B14-07818 GEOTECHNICAL EVALUATION Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota qp tsfSymbol Elev. feet 921.0 Depth feet 0.0 6 10 10 10 15 14 20 17 2 1/2 2 SM CL CL CL SILTY CLAYEY SAND, dark brown, moist. (Topsoil) SANDY LEAN CLAY, brown, wet, medium. SANDY LEAN CLAY, trace Gravel, brown, wet, rather stiff to stiff. (Glacial Till) SANDY LEAN CLAY, gray, wet, very stiff. (Glacial Till) END OF BORING. Water not observed with 25 feet of hollow-stem auger in the ground. Boring immediately backfilled with cuttings. 916.5 913.6 898.6 890.6 0.1 3.0 18.0 26.0 10/16/14 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-12 page 1 of 1 3 1/4" HSA, AutohammerR. Hansen L O G O F B O R I N G (S e e D e s c r i p t i v e T e r m i n o l o g y s h e e t f o r e x p l a n a t i o n o f a b b r e v i a t i o n s ) LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-12 METHOD: BORING: BPF B14-07818LO G O F B O R I N G N : \ G I N T \ P R O J E C T S \ A X P R O J E C T S \ 2 0 1 4 \ 0 7 8 1 8 . G P J B R A U N _ V 8 _ C U R R E N T . G D T 1 1 / 1 9 / 1 4 0 9 : 5 9 Braun Project B14-07818 GEOTECHNICAL EVALUATION Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota qp tsfSymbol Elev. feet 916.6 Depth feet 0.0 3 7 12 10 11 11 13 11 2 3/4 3 2 1/4 SM CL SC CL SILTY SAND, fine- to medium-grained, dark brown, wet. (Topsoil) SANDY LEAN CLAY, trace Gravel, brown, wet, soft to medium. (Glacial Till) CLAYEY SAND, fine- to medium-grained, brown, moist, medium dense. (Glacial Till) SANDY LEAN CLAY, trace Gravel, brown, wet, rather stiff to stiff. (Glacial Till) END OF BORING. Water not observed with 25 feet of hollow-stem auger in the ground. Boring immediately backfilled with cuttings. 915.6 909.7 906.7 889.7 0.1 6.0 9.0 26.0 10/16/14 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-13 page 1 of 1 3 1/4" HSA, AutohammerR. Hansen L O G O F B O R I N G (S e e D e s c r i p t i v e T e r m i n o l o g y s h e e t f o r e x p l a n a t i o n o f a b b r e v i a t i o n s ) LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-13 METHOD: BORING: BPF B14-07818LO G O F B O R I N G N : \ G I N T \ P R O J E C T S \ A X P R O J E C T S \ 2 0 1 4 \ 0 7 8 1 8 . G P J B R A U N _ V 8 _ C U R R E N T . G D T 1 1 / 1 9 / 1 4 0 9 : 5 9 Braun Project B14-07818 GEOTECHNICAL EVALUATION Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota qp tsfSymbol Elev. feet 915.7 Depth feet 0.0 18 20 15 17 18 18 15 50/2" 3 1/2 3 1/2 2 1/2 3 1/4 SM CL CL CL SILTY SAND, fine- to medium-grained, trace Gravel and roots, gray, moist. (Topsoil) SANDY LEAN CLAY, with Gravel, brown to gray, wet, very stiff. (Glacial Till) SANDY LEAN CLAY, with Gravel, brown, wet, stiff to very stiff. (Glacial Till) SANDY LEAN CLAY, trace Gravel, gray, wet, hard. (Glacial Till) END OF BORING. Water not observed with 25 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 18 feet immediately after withdrawal of auger. Boring immediately backfilled with cuttings. 911.6 907.7 888.7 885.7 0.1 4.0 23.0 26.0 10/17/14 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-14 page 1 of 1 3 1/4" HSA, AutohammerB. Kammermeier L O G O F B O R I N G (S e e D e s c r i p t i v e T e r m i n o l o g y s h e e t f o r e x p l a n a t i o n o f a b b r e v i a t i o n s ) LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-14 METHOD: BORING: BPF B14-07818LO G O F B O R I N G N : \ G I N T \ P R O J E C T S \ A X P R O J E C T S \ 2 0 1 4 \ 0 7 8 1 8 . G P J B R A U N _ V 8 _ C U R R E N T . G D T 1 1 / 1 9 / 1 4 0 9 : 5 9 Braun Project B14-07818 GEOTECHNICAL EVALUATION Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota qp tsfSymbol Elev. feet 911.7 Depth feet 0.0 6 11 15 16 18 22 21 13 SM CL CL CL CL SILTY SAND, fine- to medium-grained, trace roots, gray, moist. (Topsoil) SANDY LEAN CLAY, trace roots and Gravel, brown, wet, medium. (Glacial Till) FILL: Sandy Lean Clay, with Gravel, brown, wet, rather stiff. (Glacial Till) SANDY LEAN CLAY, trace Gravel, brown to gray, wet, stiff to very stiff. (Glacial Till) SANDY LEAN CLAY, gray, wet, stiff. (Glacial Till) END OF BORING. Water not observed with 25 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 18 feet immediately after withdrawal of auger. Boring immediately backfilled with cuttings. 909.9 907.0 903.0 886.0 884.0 0.1 3.0 7.0 24.0 26.0 10/17/14 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-15 page 1 of 1 3 1/4" HSA, AutohammerB. Kammermeier L O G O F B O R I N G (S e e D e s c r i p t i v e T e r m i n o l o g y s h e e t f o r e x p l a n a t i o n o f a b b r e v i a t i o n s ) LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-15 METHOD: BORING: BPF B14-07818LO G O F B O R I N G N : \ G I N T \ P R O J E C T S \ A X P R O J E C T S \ 2 0 1 4 \ 0 7 8 1 8 . G P J B R A U N _ V 8 _ C U R R E N T . G D T 1 1 / 1 9 / 1 4 0 9 : 5 9 Braun Project B14-07818 GEOTECHNICAL EVALUATION Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota Symbol Elev. feet 910.0 Depth feet 0.0 5 6 13 17 1 3/4 2 3/4 SM CL CL CL SILTY SAND,, fine- to medium-grained, trace roots, with Gravel, brown, moist. (Topsoil) SANDY LEAN CLAY, with Gravel, dark brown to gray, wet, rather soft to medium. (Glacial Till) SANDY LEAN CLAY, brown, wet, stiff. (Glacial Till) SANDY LEAN CLAY, gray, wet, very stiff. (Glacial Till) END OF BORING. Water not observed with 10 feet of hollow-stem auger in the ground. Water not observed to cave-in depth of 7 feet immediately after withdrawal of auger. Boring immediately backfilled with cuttings. 899.9 893.0 891.0 889.0 0.1 7.0 9.0 11.0 10/17/14 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-16 page 1 of 1 3 1/4" HSA, AutohammerB. Kammermeier L O G O F B O R I N G (S e e D e s c r i p t i v e T e r m i n o l o g y s h e e t f o r e x p l a n a t i o n o f a b b r e v i a t i o n s ) LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-16 METHOD: BORING: BPF B14-07818LO G O F B O R I N G N : \ G I N T \ P R O J E C T S \ A X P R O J E C T S \ 2 0 1 4 \ 0 7 8 1 8 . G P J B R A U N _ V 8 _ C U R R E N T . G D T 1 1 / 1 9 / 1 4 0 9 : 5 9 Braun Project B14-07818 GEOTECHNICAL EVALUATION Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota qp tsfSymbol Elev. feet 900.0 Depth feet 0.0 7 9 12 11 SM CL SILTY SAND, fine-grained, with roots, brown, moist. (Topsoil) SANDY LEAN CLAY, trace Gravel, brown, wet, medium to rather stiff. (Glacial Till) END OF BORING. Water not observed with 10 feet of hollow-stem auger in the ground. Boring immediately backfilled with cuttings. 927.0 916.1 0.1 11.0 10/17/14 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-17 page 1 of 1 3 1/4" HSA, AutohammerR. Hansen L O G O F B O R I N G (S e e D e s c r i p t i v e T e r m i n o l o g y s h e e t f o r e x p l a n a t i o n o f a b b r e v i a t i o n s ) LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-17 METHOD: BORING: BPF B14-07818LO G O F B O R I N G N : \ G I N T \ P R O J E C T S \ A X P R O J E C T S \ 2 0 1 4 \ 0 7 8 1 8 . G P J B R A U N _ V 8 _ C U R R E N T . G D T 1 1 / 1 9 / 1 4 0 9 : 5 9 Braun Project B14-07818 GEOTECHNICAL EVALUATION Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota Symbol Elev. feet 927.1 Depth feet 0.0 6 8 9 10 SM CL CL SILTY SAND, fine-grained, brown, moist, medium. (Topsoil) SANDY LEAN CLAY, trace Gravel, brown, wet, medium. (Glacial Till) SANDY LEAN CLAY, brown, wet, rather stiff. (Glacial Till) END OF BORING. Water not observed with 10 feet of hollow-stem auger in the ground. Boring immediately backfilled with cuttings. 923.9 918.1 913.1 0.2 6.0 11.0 10/17/14 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-18 page 1 of 1 3 1/4" HSA, AutohammerR. Hansen L O G O F B O R I N G (S e e D e s c r i p t i v e T e r m i n o l o g y s h e e t f o r e x p l a n a t i o n o f a b b r e v i a t i o n s ) LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-18 METHOD: BORING: BPF B14-07818LO G O F B O R I N G N : \ G I N T \ P R O J E C T S \ A X P R O J E C T S \ 2 0 1 4 \ 0 7 8 1 8 . G P J B R A U N _ V 8 _ C U R R E N T . G D T 1 1 / 1 9 / 1 4 0 9 : 5 9 Braun Project B14-07818 GEOTECHNICAL EVALUATION Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota Symbol Elev. feet 924.1 Depth feet 0.0 8 10 15 25 SM CL SILTY SAND, fine- to medium-grained, with Gravel, light brown, dry. (Topsoil) SANDY LEAN CLAY, with Gravel, brown, wet, medium to very stiff. (Glacial Till) END OF BORING. Water not observed with 10 feet of hollow-stem auger in the ground. Boring immediately backfilled with cuttings. 914.7 903.8 0.1 11.0 10/1/14 1" = 4'DATE:SCALE:DRILLER: Tests or NotesWL Braun Intertec Corporation, Bloomington MN 55438 ST-19 page 1 of 1 3 1/4" HSA, AutohammerR. Hansen L O G O F B O R I N G (S e e D e s c r i p t i v e T e r m i n o l o g y s h e e t f o r e x p l a n a t i o n o f a b b r e v i a t i o n s ) LOCATION: See attached sketch. (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) Description of Materials ST-19 METHOD: BORING: BPF B14-07818LO G O F B O R I N G N : \ G I N T \ P R O J E C T S \ A X P R O J E C T S \ 2 0 1 4 \ 0 7 8 1 8 . G P J B R A U N _ V 8 _ C U R R E N T . G D T 1 1 / 1 9 / 1 4 0 9 : 5 9 Braun Project B14-07818 GEOTECHNICAL EVALUATION Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota Symbol Elev. feet 914.8 Depth feet 0.0 Descriptive Terminology of Soil Standard D 2487 - 00 Classification of Soils for Engineering Purposes (Unified Soil Classification System) Rev. 7/07 DD Dry density, pcf WD Wet density, pcf MC Natural moisture content, % LL Liqiuid limit, % PL Plastic limit, % PI Plasticity index, % P200 % passing 200 sieve OC Organic content, % S Percent of saturation, % SG Specific gravity C Cohesion, psf Angle of internal friction qu Unconfined compressive strength, psf qp Pocket penetrometer strength, tsf Liquid Limit (LL) Laboratory Tests Pl a s t i c i t y I n d e x ( P I ) Drilling Notes Standard penetration test borings were advanced by 3 1/4” or 6 1/4” ID hollow-stem augers unless noted otherwise, Jetting water was used to clean out auger prior to sampling only where indicated on logs. Standard penetration test borings are designated by the prefix “ST” (Split Tube). All samples were taken with the standard 2” OD split-tube sampler, except where noted. Power auger borings were advanced by 4” or 6” diameter continuous- flight, solid-stem augers. Soil classifications and strata depths were in- ferred from disturbed samples augered to the surface and are, therefore, somewhat approximate. Power auger borings are designated by the prefix “B.” Hand auger borings were advanced manually with a 1 1/2” or 3 1/4” diameter auger and were limited to the depth from which the auger could be manually withdrawn. Hand auger borings are indicated by the prefix “H.” BPF: Numbers indicate blows per foot recorded in standard penetration test, also known as “N” value. The sampler was set 6” into undisturbed soil below the hollow-stem auger. Driving resistances were then counted for second and third 6” increments and added to get BPF. Where they differed significantly, they are reported in the following form: 2/12 for the second and third 6” increments, respectively. WH: WH indicates the sampler penetrated soil under weight of hammer and rods alone; driving not required. WR: WR indicates the sampler penetrated soil under weight of rods alone; hammer weight and driving not required. TW indicates thin-walled (undisturbed) tube sample. Note: All tests were run in general accordance with applicable ASTM standards. Particle Size Identification Boulders ............................... over 12” Cobbles ............................... 3” to 12” Gravel Coarse ............................ 3/4” to 3” Fine ................................. No. 4 to 3/4” Sand Coarse ............................ No. 4 to No. 10 Medium ........................... No. 10 to No. 40 Fine ................................. No. 40 to No. 200 Silt ....................................... No. 200, PI 4 or below “A” line Clay ..................................... No. 200, PI 4 and on or above “A” line Relative Density of Cohesionless Soils Very loose ................................ 0 to 4 BPF Loose ....................................... 5 to 10 BPF Medium dense ......................... 11 to 30 BPF Dense ...................................... 31 to 50 BPF Very dense ............................... over 50 BPF Consistency of Cohesive Soils Very soft ................................... 0 to 1 BPF Soft ....................................... 2 to 3 BPF Rather soft ............................... 4 to 5 BPF Medium .................................... 6 to 8 BPF Rather stiff ............................... 9 to 12 BPF Stiff ....................................... 13 to 16 BPF Very stiff ................................... 17 to 30 BPF Hard ....................................... over 30 BPF a. Based on the material passing the 3-in (75mm) sieve. b. If field sample contained cobbles or boulders, or both, add “with cobbles or boulders or both” to group name. c. Cu = D60 / D10 Cc = (D30)2 D10 x D60 d. If soil contains 15% sand, add “with sand” to group name. e. Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt GW-GC well-graded gravel with clay GP-GM poorly graded gravel with silt GP-GC poorly graded gravel with clay f. If fines classify as CL-ML, use dual symbol GC-GM or SC-SM. g. If fines are organic, add “with organic fines” to group name. h. If soil contains 15% gravel, add “with gravel” to group name. i. Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt SW-SC well-graded sand with clay SP-SM poorly graded sand with silt SP-SC poorly graded sand with clay j. If Atterberg limits plot in hatched area, soil is a CL-ML, silty clay. k. If soil contains 10 to 29% plus No. 200, add “with sand” or “with gravel” whichever is predominant. l. If soil contains 30% plus No. 200, predominantly sand, add “sandy” to group name. m. If soil contains 30% plus No. 200 predominantly gravel, add “gravelly” to group name. n. PI 4 and plots on or above “A” line. o. PI 4 or plots below “A” line. p. PI plots on or above “A” line. q. PI plots below “A” line. Poorly graded sand h Peat Well-graded gravel d PI plots on or above “A” line PI 7 and plots on or above “A” line j PI 4 or plots below “A” line j Fi n e - g r a i n e d S o i l s 50 % o r m o r e p a s s e d t h e No . 2 0 0 s i e v e Co a r s e - g r a i n e d S o i l s mo r e t h a n 5 0 % r e t a i n e d o n No . 2 0 0 s i e v e Soils Classification Gravels More than 50% of coarse fraction retained on No. 4 sieve Sands 50% or more of coarse fraction passes No. 4 sieve Silts and Clays Liquid limit less than 50 Highly Organic Soils Silts and clays Liquid limit 50 or more Primarily organic matter, dark in color and organic odor Group Symbol Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests a Group Name b GW GP GM GC SW SP SM CL ML OL OL SC Poorly graded gravel d Silty gravel d f g Clean Gravels 5% or less fines e Gravels with Fines More than 12% fines e Clean Sands 5% or less fines i Sands with Fines More than 12% i Fines classify as ML or MH Fines classify as CL or CH Clayey gravel d f g Well-graded sand h Fines classify as CL or CH Fines classify as ML or MH Silty sand f g h Clayey sand f g h Inorganic Organic Liquid limit - oven dried Liquid limit - not dried 0.75 Inorganic Organic PI plots below “A” line Lean clay k l m Liquid limit - oven dried Liquid limit - not dried 0.75 CH MH OH OH Fat clay k l m Elastic silt k l m Organic clay k l m n Organic silt k l m o Organic clay k l m p Organic silt k l m q Cu 6 and 1 Cc 3 C PT Cu 4 and 1 Cc 3 C Cu 4 and/or 1 Cc 3 C Cu 6 and/or 1 CC 3 C 0 10 16 20 30 40 50 60 70 80 90 100 110 7 “U” L i n e “A” L i n e 10 20 30 40 50 60 4 0 ML or OL MH or OHCL o r O L CH o r O H CL - ML Silt k l m PROPOSED AREA 1 PROPOSED AREA 1 PROPOSED AREA 2 PROPOSED AREA 2 PROPOSED AREA 3 PROPOSED AREA 3 PROPOSED AREA 4 PROPOSED AREA 4 PROPOSED AREA 5 PROPOSED AREA 5 PROPOSED AREA 6 PROPOSED AREA 6 PROPOSED AREA 7 PROPOSED AREA 7 1P Filtration Basin #4 2P Filtration Basin #5 5P Filtration Basin #2 6P Filtration Basin #3 7P Filtration Basin #1 Routing Diagram for 15139 Proposed 2017-03-14 Prepared by {enter your company name here}, Printed 3/15/2017 HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Subcat Reach Pond Link 15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 2HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 4.507 80 >75% Grass cover, Good, HSG D (PROPOSED AREA 1, PROPOSED AREA 2, PROPOSED AREA 3, PROPOSED AREA 4, PROPOSED AREA 5, PROPOSED AREA 6, PROPOSED AREA 7) 4.137 98 Roofs, HSG D (PROPOSED AREA 1, PROPOSED AREA 2, PROPOSED AREA 3, PROPOSED AREA 4, PROPOSED AREA 5, PROPOSED AREA 6, PROPOSED AREA 7) 8.644 89 TOTAL AREA 15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 3HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 8.644 HSG D PROPOSED AREA 1, PROPOSED AREA 2, PROPOSED AREA 3, PROPOSED AREA 4, PROPOSED AREA 5, PROPOSED AREA 6, PROPOSED AREA 7 0.000 Other 8.644 TOTAL AREA 15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 4HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 4.507 0.000 4.507 >75% Grass cover, Good PROPO SED AREA 1, PROPO SED AREA 2, PROPO SED AREA 3, PROPO SED AREA 4, PROPO SED AREA 5, PROPO SED AREA 6, PROPO SED AREA 7 0.000 0.000 0.000 4.137 0.000 4.137 Roofs PROPO SED AREA 1, PROPO SED AREA 2, PROPO SED AREA 3, PROPO SED AREA 4, PROPO SED AREA 15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 5HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Ground Covers (selected nodes) (continued) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 8.644 0.000 8.644 TOTAL AREA 15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 6HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Pipe Listing (selected nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Inside-Fill (inches) 1 1P 907.25 906.92 82.0 0.0040 0.013 12.0 0.0 0.0 2 5P 915.00 895.00 543.0 0.0368 0.010 8.0 0.0 0.0 3 7P 895.25 895.00 50.0 0.0050 0.013 12.0 0.0 0.0 ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 7HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Time span=0.01-260.00 hrs, dt=0.01 hrs, 26000 points x 4 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.508 ac 0.82% Impervious Runoff Depth=1.17"Subcatchment PROPOSED AREA 1: Tc=5.0 min CN=80/98 Runoff=0.99 cfs 0.049 af Runoff Area=3.523 ac 55.87% Impervious Runoff Depth=1.98"Subcatchment PROPOSED AREA 2: Tc=5.0 min CN=80/98 Runoff=11.16 cfs 0.582 af Runoff Area=1.146 ac 50.20% Impervious Runoff Depth=1.90"Subcatchment PROPOSED AREA 3: Tc=5.0 min CN=80/98 Runoff=3.49 cfs 0.181 af Runoff Area=0.918 ac 40.87% Impervious Runoff Depth=1.76"Subcatchment PROPOSED AREA 4: Tc=5.0 min CN=80/98 Runoff=2.60 cfs 0.135 af Runoff Area=0.423 ac 59.64% Impervious Runoff Depth=2.04"Subcatchment PROPOSED AREA 5: Tc=5.0 min CN=80/98 Runoff=1.37 cfs 0.072 af Runoff Area=1.903 ac 47.80% Impervious Runoff Depth=1.86"Subcatchment PROPOSED AREA 6: Tc=5.0 min CN=80/98 Runoff=5.69 cfs 0.296 af Runoff Area=0.223 ac 23.55% Impervious Runoff Depth=1.50"Subcatchment PROPOSED AREA 7: Tc=5.0 min CN=80/98 Runoff=0.55 cfs 0.028 af Peak Elev=912.68' Storage=462 cf Inflow=1.37 cfs 0.072 afPond 1P: Filtration Basin #4 Outflow=1.30 cfs 0.072 af Peak Elev=907.93' Storage=6,729 cf Inflow=7.03 cfs 0.502 afPond 2P: Filtration Basin #5 Primary=1.58 cfs 0.130 af Secondary=0.16 cfs 0.372 af Outflow=1.74 cfs 0.502 af Peak Elev=918.19' Storage=3,873 cf Inflow=3.49 cfs 0.181 afPond 5P: Filtration Basin #2 Primary=0.00 cfs 0.000 af Secondary=0.15 cfs 0.181 af Outflow=0.15 cfs 0.181 af Peak Elev=911.71' Storage=2,901 cf Inflow=2.60 cfs 0.135 afPond 6P: Filtration Basin #3 Primary=0.00 cfs 0.000 af Secondary=0.10 cfs 0.135 af Outflow=0.10 cfs 0.135 af Peak Elev=906.76' Storage=14,258 cf Inflow=11.16 cfs 0.582 afPond 7P: Filtration Basin #1 Primary=0.96 cfs 0.582 af Secondary=0.00 cfs 0.000 af Outflow=0.96 cfs 0.582 af Total Runoff Area = 8.644 ac Runoff Volume = 1.343 af Average Runoff Depth = 1.86" 52.14% Pervious = 4.507 ac 47.86% Impervious = 4.137 ac ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 8HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 1: PROPOSED AREA 1 [73] Warning: Peak may fall outside time span Runoff = 0.99 cfs @ 12.03 hrs, Volume= 0.049 af, Depth= 1.17" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87" Area (ac) CN Description 0.504 80 >75% Grass cover, Good, HSG D 0.004 98 Roofs, HSG D 0.508 80 Weighted Average 0.504 80 99.18% Pervious Area 0.004 98 0.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PROPOSED AREA 1: PROPOSED AREA 1 Runoff Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 1 0 ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87" Runoff Area=0.508 ac Runoff Volume=0.049 af Runoff Depth=1.17" Tc=5.0 min CN=80/98 0.99 cfs ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 9HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 2: PROPOSED AREA 2 [73] Warning: Peak may fall outside time span Runoff = 11.16 cfs @ 12.03 hrs, Volume= 0.582 af, Depth= 1.98" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87" Area (ac) CN Description 1.555 80 >75% Grass cover, Good, HSG D 1.968 98 Roofs, HSG D 3.523 90 Weighted Average 1.555 80 44.13% Pervious Area 1.968 98 55.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PROPOSED AREA 2: PROPOSED AREA 2 Runoff Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87" Runoff Area=3.523 ac Runoff Volume=0.582 af Runoff Depth=1.98" Tc=5.0 min CN=80/98 11.16 cfs ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 10HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 3: PROPOSED AREA 3 [73] Warning: Peak may fall outside time span Runoff = 3.49 cfs @ 12.03 hrs, Volume= 0.181 af, Depth= 1.90" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87" Area (ac) CN Description 0.571 80 >75% Grass cover, Good, HSG D 0.575 98 Roofs, HSG D 1.146 89 Weighted Average 0.571 80 49.80% Pervious Area 0.575 98 50.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PROPOSED AREA 3: PROPOSED AREA 3 Runoff Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 3 2 1 0 ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87" Runoff Area=1.146 ac Runoff Volume=0.181 af Runoff Depth=1.90" Tc=5.0 min CN=80/98 3.49 cfs ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 11HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 4: PROPOSED AREA 4 [73] Warning: Peak may fall outside time span Runoff = 2.60 cfs @ 12.03 hrs, Volume= 0.135 af, Depth= 1.76" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87" Area (ac) CN Description 0.543 80 >75% Grass cover, Good, HSG D 0.375 98 Roofs, HSG D 0.918 87 Weighted Average 0.543 80 59.13% Pervious Area 0.375 98 40.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PROPOSED AREA 4: PROPOSED AREA 4 Runoff Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 2 1 0 ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87" Runoff Area=0.918 ac Runoff Volume=0.135 af Runoff Depth=1.76" Tc=5.0 min CN=80/98 2.60 cfs ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 12HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 5: PROPOSED AREA 5 [73] Warning: Peak may fall outside time span Runoff = 1.37 cfs @ 12.03 hrs, Volume= 0.072 af, Depth= 2.04" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87" Area (ac) CN Description 0.171 80 >75% Grass cover, Good, HSG D 0.252 98 Roofs, HSG D 0.423 91 Weighted Average 0.171 80 40.36% Pervious Area 0.252 98 59.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PROPOSED AREA 5: PROPOSED AREA 5 Runoff Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 1 0 ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87" Runoff Area=0.423 ac Runoff Volume=0.072 af Runoff Depth=2.04" Tc=5.0 min CN=80/98 1.37 cfs ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 13HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 6: PROPOSED AREA 6 [73] Warning: Peak may fall outside time span Runoff = 5.69 cfs @ 12.03 hrs, Volume= 0.296 af, Depth= 1.86" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87" Area (ac) CN Description 0.994 80 >75% Grass cover, Good, HSG D 0.910 98 Roofs, HSG D 1.903 89 Weighted Average 0.994 80 52.20% Pervious Area 0.910 98 47.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PROPOSED AREA 6: PROPOSED AREA 6 Runoff Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 6 5 4 3 2 1 0 ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87" Runoff Area=1.903 ac Runoff Volume=0.296 af Runoff Depth=1.86" Tc=5.0 min CN=80/98 5.69 cfs ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 14HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 7: PROPOSED AREA 7 [73] Warning: Peak may fall outside time span Runoff = 0.55 cfs @ 12.03 hrs, Volume= 0.028 af, Depth= 1.50" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87" Area (ac) CN Description 0.171 80 >75% Grass cover, Good, HSG D 0.053 98 Roofs, HSG D 0.223 84 Weighted Average 0.171 80 76.45% Pervious Area 0.053 98 23.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PROPOSED AREA 7: PROPOSED AREA 7 Runoff Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87" Runoff Area=0.223 ac Runoff Volume=0.028 af Runoff Depth=1.50" Tc=5.0 min CN=80/98 0.55 cfs ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 15HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Pond 1P: Filtration Basin #4 Inflow Area = 0.423 ac, 59.64% Impervious, Inflow Depth = 2.04" for 2-yr event Inflow = 1.37 cfs @ 12.03 hrs, Volume= 0.072 af Outflow = 1.30 cfs @ 12.05 hrs, Volume= 0.072 af, Atten= 6%, Lag= 1.1 min Primary = 1.30 cfs @ 12.05 hrs, Volume= 0.072 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-260.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 912.68' @ 12.05 hrs Surf.Area= 833 sf Storage= 462 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 88.4 min ( 864.4 - 776.0 ) Volume Invert Avail.Storage Storage Description #1 912.00' 2,887 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 912.00 520 0 0 913.00 979 750 750 914.00 1,580 1,280 2,029 914.50 1,851 858 2,887 Device Routing Invert Outlet Devices #1 Primary 907.25'12.0" Round Culvert L= 82.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 907.25' / 906.92' S= 0.0040 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 912.50'19.1" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 912.00'1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=1.29 cfs @ 12.05 hrs HW=912.68' TW=907.57' (Dynamic Tailwater) 1=Culvert (Passes 1.29 cfs of 6.81 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.27 cfs @ 1.40 fps) 3=Exfiltration (Exfiltration Controls 0.02 cfs) ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 16HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Pond 1P: Filtration Basin #4 Inflow Primary Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 1 0 Inflow Area=0.423 ac Peak Elev=912.68' Storage=462 cf 1.37 cfs 1.30 cfs ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 17HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Pond 2P: Filtration Basin #5 Inflow Area = 2.326 ac, 49.95% Impervious, Inflow Depth = 2.59" for 2-yr event Inflow = 7.03 cfs @ 12.03 hrs, Volume= 0.502 af Outflow = 1.74 cfs @ 12.36 hrs, Volume= 0.502 af, Atten= 75%, Lag= 19.7 min Primary = 1.58 cfs @ 12.36 hrs, Volume= 0.130 af Secondary = 0.16 cfs @ 12.36 hrs, Volume= 0.372 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-260.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 907.93' @ 12.36 hrs Surf.Area= 7,101 sf Storage= 6,729 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 311.3 min ( 1,177.3 - 866.0 ) Volume Invert Avail.Storage Storage Description #1 906.85' 11,055 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 906.85 4,962 0 0 907.00 5,699 800 800 908.00 7,212 6,456 7,255 908.50 7,989 3,800 11,055 Device Routing Invert Outlet Devices #1 Primary 907.80'15.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Secondary 906.85'1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=1.58 cfs @ 12.36 hrs HW=907.93' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 1.58 cfs @ 0.83 fps) Secondary OutFlow Max=0.16 cfs @ 12.36 hrs HW=907.93' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.16 cfs) ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 18HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Pond 2P: Filtration Basin #5 Inflow Outflow Primary Secondary Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=2.326 ac Peak Elev=907.93' Storage=6,729 cf 7.03 cfs 1.74 cfs 1.58 cfs 0.16 cfs ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 19HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Pond 5P: Filtration Basin #2 Inflow Area = 1.146 ac, 50.20% Impervious, Inflow Depth = 1.90" for 2-yr event Inflow = 3.49 cfs @ 12.03 hrs, Volume= 0.181 af Outflow = 0.15 cfs @ 13.35 hrs, Volume= 0.181 af, Atten= 96%, Lag= 79.3 min Primary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Secondary = 0.15 cfs @ 13.35 hrs, Volume= 0.181 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-260.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 918.19' @ 13.35 hrs Surf.Area= 6,334 sf Storage= 3,873 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 239.7 min ( 1,022.0 - 782.3 ) Volume Invert Avail.Storage Storage Description #1 917.50' 16,492 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 917.50 4,651 0 0 918.00 6,042 2,673 2,673 919.00 7,547 6,795 9,468 919.90 8,062 7,024 16,492 Device Routing Invert Outlet Devices #1 Primary 919.70'10.0' long x 5.0' breadth Broad-Crested Rectangular Weir X 0.00 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Secondary 917.50'1.000 in/hr Exfiltration over Surface area #3 Primary 915.00'8.0" Round Culvert L= 543.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 915.00' / 895.00' S= 0.0368 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf #4 Device 3 918.90'18.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 0.01 hrs HW=917.50' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 3=Culvert (Passes 0.00 cfs of 2.47 cfs potential flow) 4=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.15 cfs @ 13.35 hrs HW=918.19' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.15 cfs) ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 20HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Pond 5P: Filtration Basin #2 Inflow Outflow Primary Secondary Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 3 2 1 0 Inflow Area=1.146 ac Peak Elev=918.19' Storage=3,873 cf 3.49 cfs 0.15 cfs 0.00 cfs0.15 cfs ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 21HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Pond 6P: Filtration Basin #3 Inflow Area = 0.918 ac, 40.87% Impervious, Inflow Depth = 1.76" for 2-yr event Inflow = 2.60 cfs @ 12.03 hrs, Volume= 0.135 af Outflow = 0.10 cfs @ 13.49 hrs, Volume= 0.135 af, Atten= 96%, Lag= 87.6 min Primary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Secondary = 0.10 cfs @ 13.49 hrs, Volume= 0.135 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-260.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 911.71' @ 13.49 hrs Surf.Area= 4,496 sf Storage= 2,901 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 257.1 min ( 1,046.6 - 789.5 ) Volume Invert Avail.Storage Storage Description #1 911.00' 16,460 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 911.00 3,714 0 0 912.00 4,820 4,267 4,267 913.00 5,965 5,393 9,660 914.00 7,636 6,801 16,460 Device Routing Invert Outlet Devices #1 Secondary 911.00'1.000 in/hr Exfiltration over Surface area #2 Primary 913.50'7.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 0.01 hrs HW=911.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.10 cfs @ 13.49 hrs HW=911.71' TW=907.84' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.10 cfs) ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 22HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Pond 6P: Filtration Basin #3 Inflow Outflow Primary Secondary Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 2 1 0 Inflow Area=0.918 ac Peak Elev=911.71' Storage=2,901 cf 2.60 cfs 0.10 cfs 0.00 cfs0.10 cfs ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 23HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Pond 7P: Filtration Basin #1 Inflow Area = 3.523 ac, 55.87% Impervious, Inflow Depth = 1.98" for 2-yr event Inflow = 11.16 cfs @ 12.03 hrs, Volume= 0.582 af Outflow = 0.96 cfs @ 12.63 hrs, Volume= 0.582 af, Atten= 91%, Lag= 36.0 min Primary = 0.96 cfs @ 12.63 hrs, Volume= 0.582 af Secondary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-260.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 906.76' @ 12.63 hrs Surf.Area= 6,448 sf Storage= 14,258 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 817.2 min ( 1,595.6 - 778.4 ) Volume Invert Avail.Storage Storage Description #1 904.00' 27,049 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 904.00 3,974 0 0 905.00 4,811 4,393 4,393 906.00 5,715 5,263 9,656 907.00 6,684 6,200 15,855 908.00 7,718 7,201 23,056 908.50 8,254 3,993 27,049 Device Routing Invert Outlet Devices #1 Primary 895.25'12.0" Round Culvert L= 50.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 895.25' / 895.00' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 906.65'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 904.00'1.000 in/hr Exfiltration over Surface area #4 Secondary 908.50'50.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.95 cfs @ 12.63 hrs HW=906.76' (Free Discharge) 1=Culvert (Passes 0.95 cfs of 11.80 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.81 cfs @ 1.07 fps) 3=Exfiltration (Exfiltration Controls 0.15 cfs) Secondary OutFlow Max=0.00 cfs @ 0.01 hrs HW=904.00' (Free Discharge) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 24HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Pond 7P: Filtration Basin #1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.523 ac Peak Elev=906.76' Storage=14,258 cf 11.16 cfs 0.96 cfs 0.96 cfs 0.00 cfs ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 25HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Time span=0.01-260.00 hrs, dt=0.01 hrs, 26000 points x 4 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.508 ac 0.82% Impervious Runoff Depth=2.27"Subcatchment PROPOSED AREA 1: Tc=5.0 min CN=80/98 Runoff=2.05 cfs 0.096 af Runoff Area=3.523 ac 55.87% Impervious Runoff Depth=3.25"Subcatchment PROPOSED AREA 2: Tc=5.0 min CN=80/98 Runoff=18.81 cfs 0.953 af Runoff Area=1.146 ac 50.20% Impervious Runoff Depth=3.15"Subcatchment PROPOSED AREA 3: Tc=5.0 min CN=80/98 Runoff=5.96 cfs 0.300 af Runoff Area=0.918 ac 40.87% Impervious Runoff Depth=2.98"Subcatchment PROPOSED AREA 4: Tc=5.0 min CN=80/98 Runoff=4.57 cfs 0.228 af Runoff Area=0.423 ac 59.64% Impervious Runoff Depth=3.31"Subcatchment PROPOSED AREA 5: Tc=5.0 min CN=80/98 Runoff=2.29 cfs 0.117 af Runoff Area=1.903 ac 47.80% Impervious Runoff Depth=3.10"Subcatchment PROPOSED AREA 6: Tc=5.0 min CN=80/98 Runoff=9.80 cfs 0.492 af Runoff Area=0.223 ac 23.55% Impervious Runoff Depth=2.67"Subcatchment PROPOSED AREA 7: Tc=5.0 min CN=80/98 Runoff=1.02 cfs 0.050 af Peak Elev=912.76' Storage=528 cf Inflow=2.29 cfs 0.117 afPond 1P: Filtration Basin #4 Outflow=2.19 cfs 0.117 af Peak Elev=908.15' Storage=8,336 cf Inflow=12.03 cfs 0.837 afPond 2P: Filtration Basin #5 Primary=7.55 cfs 0.375 af Secondary=0.17 cfs 0.462 af Outflow=7.73 cfs 0.837 af Peak Elev=918.73' Storage=7,484 cf Inflow=5.96 cfs 0.300 afPond 5P: Filtration Basin #2 Primary=0.00 cfs 0.000 af Secondary=0.17 cfs 0.300 af Outflow=0.17 cfs 0.300 af Peak Elev=912.30' Storage=5,759 cf Inflow=4.57 cfs 0.228 afPond 6P: Filtration Basin #3 Primary=0.00 cfs 0.000 af Secondary=0.12 cfs 0.228 af Outflow=0.12 cfs 0.228 af Peak Elev=907.14' Storage=16,786 cf Inflow=18.81 cfs 0.953 afPond 7P: Filtration Basin #1 Primary=8.03 cfs 0.953 af Secondary=0.00 cfs 0.000 af Outflow=8.03 cfs 0.953 af Total Runoff Area = 8.644 ac Runoff Volume = 2.236 af Average Runoff Depth = 3.10" 52.14% Pervious = 4.507 ac 47.86% Impervious = 4.137 ac ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 26HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 1: PROPOSED AREA 1 [73] Warning: Peak may fall outside time span Runoff = 2.05 cfs @ 12.03 hrs, Volume= 0.096 af, Depth= 2.27" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26" Area (ac) CN Description 0.504 80 >75% Grass cover, Good, HSG D 0.004 98 Roofs, HSG D 0.508 80 Weighted Average 0.504 80 99.18% Pervious Area 0.004 98 0.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PROPOSED AREA 1: PROPOSED AREA 1 Runoff Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 2 1 0 ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26" Runoff Area=0.508 ac Runoff Volume=0.096 af Runoff Depth=2.27" Tc=5.0 min CN=80/98 2.05 cfs ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 27HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 2: PROPOSED AREA 2 [73] Warning: Peak may fall outside time span Runoff = 18.81 cfs @ 12.03 hrs, Volume= 0.953 af, Depth= 3.25" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26" Area (ac) CN Description 1.555 80 >75% Grass cover, Good, HSG D 1.968 98 Roofs, HSG D 3.523 90 Weighted Average 1.555 80 44.13% Pervious Area 1.968 98 55.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PROPOSED AREA 2: PROPOSED AREA 2 Runoff Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26" Runoff Area=3.523 ac Runoff Volume=0.953 af Runoff Depth=3.25" Tc=5.0 min CN=80/98 18.81 cfs ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 28HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 3: PROPOSED AREA 3 [73] Warning: Peak may fall outside time span Runoff = 5.96 cfs @ 12.03 hrs, Volume= 0.300 af, Depth= 3.15" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26" Area (ac) CN Description 0.571 80 >75% Grass cover, Good, HSG D 0.575 98 Roofs, HSG D 1.146 89 Weighted Average 0.571 80 49.80% Pervious Area 0.575 98 50.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PROPOSED AREA 3: PROPOSED AREA 3 Runoff Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 6 5 4 3 2 1 0 ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26" Runoff Area=1.146 ac Runoff Volume=0.300 af Runoff Depth=3.15" Tc=5.0 min CN=80/98 5.96 cfs ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 29HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 4: PROPOSED AREA 4 [73] Warning: Peak may fall outside time span Runoff = 4.57 cfs @ 12.03 hrs, Volume= 0.228 af, Depth= 2.98" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26" Area (ac) CN Description 0.543 80 >75% Grass cover, Good, HSG D 0.375 98 Roofs, HSG D 0.918 87 Weighted Average 0.543 80 59.13% Pervious Area 0.375 98 40.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PROPOSED AREA 4: PROPOSED AREA 4 Runoff Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 5 4 3 2 1 0 ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26" Runoff Area=0.918 ac Runoff Volume=0.228 af Runoff Depth=2.98" Tc=5.0 min CN=80/98 4.57 cfs ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 30HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 5: PROPOSED AREA 5 [73] Warning: Peak may fall outside time span Runoff = 2.29 cfs @ 12.03 hrs, Volume= 0.117 af, Depth= 3.31" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26" Area (ac) CN Description 0.171 80 >75% Grass cover, Good, HSG D 0.252 98 Roofs, HSG D 0.423 91 Weighted Average 0.171 80 40.36% Pervious Area 0.252 98 59.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PROPOSED AREA 5: PROPOSED AREA 5 Runoff Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 2 1 0 ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26" Runoff Area=0.423 ac Runoff Volume=0.117 af Runoff Depth=3.31" Tc=5.0 min CN=80/98 2.29 cfs ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 31HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 6: PROPOSED AREA 6 [73] Warning: Peak may fall outside time span Runoff = 9.80 cfs @ 12.03 hrs, Volume= 0.492 af, Depth= 3.10" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26" Area (ac) CN Description 0.994 80 >75% Grass cover, Good, HSG D 0.910 98 Roofs, HSG D 1.903 89 Weighted Average 0.994 80 52.20% Pervious Area 0.910 98 47.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PROPOSED AREA 6: PROPOSED AREA 6 Runoff Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26" Runoff Area=1.903 ac Runoff Volume=0.492 af Runoff Depth=3.10" Tc=5.0 min CN=80/98 9.80 cfs ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 32HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 7: PROPOSED AREA 7 [73] Warning: Peak may fall outside time span Runoff = 1.02 cfs @ 12.03 hrs, Volume= 0.050 af, Depth= 2.67" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26" Area (ac) CN Description 0.171 80 >75% Grass cover, Good, HSG D 0.053 98 Roofs, HSG D 0.223 84 Weighted Average 0.171 80 76.45% Pervious Area 0.053 98 23.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PROPOSED AREA 7: PROPOSED AREA 7 Runoff Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 1 0 ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26" Runoff Area=0.223 ac Runoff Volume=0.050 af Runoff Depth=2.67" Tc=5.0 min CN=80/98 1.02 cfs ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 33HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Pond 1P: Filtration Basin #4 Inflow Area = 0.423 ac, 59.64% Impervious, Inflow Depth = 3.31" for 10-yr event Inflow = 2.29 cfs @ 12.03 hrs, Volume= 0.117 af Outflow = 2.19 cfs @ 12.04 hrs, Volume= 0.117 af, Atten= 4%, Lag= 1.0 min Primary = 2.19 cfs @ 12.04 hrs, Volume= 0.117 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-260.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 912.76' @ 12.04 hrs Surf.Area= 869 sf Storage= 528 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 65.5 min ( 833.2 - 767.7 ) Volume Invert Avail.Storage Storage Description #1 912.00' 2,887 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 912.00 520 0 0 913.00 979 750 750 914.00 1,580 1,280 2,029 914.50 1,851 858 2,887 Device Routing Invert Outlet Devices #1 Primary 907.25'12.0" Round Culvert L= 82.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 907.25' / 906.92' S= 0.0040 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 912.50'19.1" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 912.00'1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=2.19 cfs @ 12.04 hrs HW=912.76' TW=908.08' (Dynamic Tailwater) 1=Culvert (Passes 2.19 cfs of 6.76 cfs potential flow) 2=Orifice/Grate (Weir Controls 2.17 cfs @ 1.67 fps) 3=Exfiltration (Exfiltration Controls 0.02 cfs) ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 34HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Pond 1P: Filtration Basin #4 Inflow Primary Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 2 1 0 Inflow Area=0.423 ac Peak Elev=912.76' Storage=528 cf 2.29 cfs 2.19 cfs ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 35HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Pond 2P: Filtration Basin #5 Inflow Area = 2.326 ac, 49.95% Impervious, Inflow Depth = 4.32" for 10-yr event Inflow = 12.03 cfs @ 12.03 hrs, Volume= 0.837 af Outflow = 7.73 cfs @ 12.10 hrs, Volume= 0.837 af, Atten= 36%, Lag= 4.0 min Primary = 7.55 cfs @ 12.10 hrs, Volume= 0.375 af Secondary = 0.17 cfs @ 12.10 hrs, Volume= 0.462 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-260.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 908.15' @ 12.10 hrs Surf.Area= 7,441 sf Storage= 8,336 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 238.6 min ( 1,152.1 - 913.5 ) Volume Invert Avail.Storage Storage Description #1 906.85' 11,055 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 906.85 4,962 0 0 907.00 5,699 800 800 908.00 7,212 6,456 7,255 908.50 7,989 3,800 11,055 Device Routing Invert Outlet Devices #1 Primary 907.80'15.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Secondary 906.85'1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=7.54 cfs @ 12.10 hrs HW=908.15' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 7.54 cfs @ 1.45 fps) Secondary OutFlow Max=0.17 cfs @ 12.10 hrs HW=908.15' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.17 cfs) ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 36HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Pond 2P: Filtration Basin #5 Inflow Outflow Primary Secondary Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.326 ac Peak Elev=908.15' Storage=8,336 cf 12.03 cfs 7.73 cfs 7.55 cfs 0.17 cfs ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 37HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Pond 5P: Filtration Basin #2 Inflow Area = 1.146 ac, 50.20% Impervious, Inflow Depth = 3.15" for 10-yr event Inflow = 5.96 cfs @ 12.03 hrs, Volume= 0.300 af Outflow = 0.17 cfs @ 13.99 hrs, Volume= 0.300 af, Atten= 97%, Lag= 117.9 min Primary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Secondary = 0.17 cfs @ 13.99 hrs, Volume= 0.300 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-260.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 918.73' @ 13.99 hrs Surf.Area= 7,140 sf Storage= 7,484 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 436.8 min ( 1,210.3 - 773.5 ) Volume Invert Avail.Storage Storage Description #1 917.50' 16,492 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 917.50 4,651 0 0 918.00 6,042 2,673 2,673 919.00 7,547 6,795 9,468 919.90 8,062 7,024 16,492 Device Routing Invert Outlet Devices #1 Primary 919.70'10.0' long x 5.0' breadth Broad-Crested Rectangular Weir X 0.00 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Secondary 917.50'1.000 in/hr Exfiltration over Surface area #3 Primary 915.00'8.0" Round Culvert L= 543.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 915.00' / 895.00' S= 0.0368 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf #4 Device 3 918.90'18.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 0.01 hrs HW=917.50' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 3=Culvert (Passes 0.00 cfs of 2.47 cfs potential flow) 4=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.17 cfs @ 13.99 hrs HW=918.73' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.17 cfs) ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 38HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Pond 5P: Filtration Basin #2 Inflow Outflow Primary Secondary Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=1.146 ac Peak Elev=918.73' Storage=7,484 cf 5.96 cfs 0.17 cfs 0.00 cfs 0.17 cfs ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 39HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Pond 6P: Filtration Basin #3 Inflow Area = 0.918 ac, 40.87% Impervious, Inflow Depth = 2.98" for 10-yr event Inflow = 4.57 cfs @ 12.03 hrs, Volume= 0.228 af Outflow = 0.12 cfs @ 14.22 hrs, Volume= 0.228 af, Atten= 97%, Lag= 131.5 min Primary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Secondary = 0.12 cfs @ 14.22 hrs, Volume= 0.228 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-260.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 912.30' @ 14.22 hrs Surf.Area= 5,162 sf Storage= 5,759 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 473.5 min ( 1,253.4 - 779.8 ) Volume Invert Avail.Storage Storage Description #1 911.00' 16,460 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 911.00 3,714 0 0 912.00 4,820 4,267 4,267 913.00 5,965 5,393 9,660 914.00 7,636 6,801 16,460 Device Routing Invert Outlet Devices #1 Secondary 911.00'1.000 in/hr Exfiltration over Surface area #2 Primary 913.50'7.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 0.01 hrs HW=911.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.12 cfs @ 14.22 hrs HW=912.30' TW=907.84' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.12 cfs) ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 40HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Pond 6P: Filtration Basin #3 Inflow Outflow Primary Secondary Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=0.918 ac Peak Elev=912.30' Storage=5,759 cf 4.57 cfs 0.12 cfs 0.00 cfs 0.12 cfs ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 41HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Pond 7P: Filtration Basin #1 Inflow Area = 3.523 ac, 55.87% Impervious, Inflow Depth = 3.25" for 10-yr event Inflow = 18.81 cfs @ 12.03 hrs, Volume= 0.953 af Outflow = 8.03 cfs @ 12.16 hrs, Volume= 0.953 af, Atten= 57%, Lag= 7.9 min Primary = 8.03 cfs @ 12.16 hrs, Volume= 0.953 af Secondary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-260.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 907.14' @ 12.16 hrs Surf.Area= 6,827 sf Storage= 16,786 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 538.8 min ( 1,308.7 - 769.9 ) Volume Invert Avail.Storage Storage Description #1 904.00' 27,049 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 904.00 3,974 0 0 905.00 4,811 4,393 4,393 906.00 5,715 5,263 9,656 907.00 6,684 6,200 15,855 908.00 7,718 7,201 23,056 908.50 8,254 3,993 27,049 Device Routing Invert Outlet Devices #1 Primary 895.25'12.0" Round Culvert L= 50.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 895.25' / 895.00' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 906.65'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 904.00'1.000 in/hr Exfiltration over Surface area #4 Secondary 908.50'50.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=8.03 cfs @ 12.16 hrs HW=907.14' (Free Discharge) 1=Culvert (Passes 8.03 cfs of 12.01 cfs potential flow) 2=Orifice/Grate (Weir Controls 7.87 cfs @ 2.28 fps) 3=Exfiltration (Exfiltration Controls 0.16 cfs) Secondary OutFlow Max=0.00 cfs @ 0.01 hrs HW=904.00' (Free Discharge) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 42HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Pond 7P: Filtration Basin #1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.523 ac Peak Elev=907.14' Storage=16,786 cf 18.81 cfs 8.03 cfs 8.03 cfs 0.00 cfs 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=415139 Proposed 201 Printed 3/15/2017Prepared by {enter your company name here} Page 43HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Time span=0.01-260.00 hrs, dt=0.01 hrs, 26000 points x 4 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.508 ac 0.82% Impervious Runoff Depth=6.96"Subcatchment PROPOSED AREA 1: Tc=5.0 min AMC Adjusted CN=98/98 Runoff=0.24 cfs 0.295 af Runoff Area=3.523 ac 55.87% Impervious Runoff Depth=6.96"Subcatchment PROPOSED AREA 2: Tc=5.0 min AMC Adjusted CN=98/98 Runoff=1.69 cfs 2.044 af Runoff Area=1.146 ac 50.20% Impervious Runoff Depth=6.96"Subcatchment PROPOSED AREA 3: Tc=5.0 min AMC Adjusted CN=98/98 Runoff=0.55 cfs 0.665 af Runoff Area=0.918 ac 40.87% Impervious Runoff Depth=6.96"Subcatchment PROPOSED AREA 4: Tc=5.0 min AMC Adjusted CN=98/98 Runoff=0.44 cfs 0.532 af Runoff Area=0.423 ac 59.64% Impervious Runoff Depth=6.96"Subcatchment PROPOSED AREA 5: Tc=5.0 min AMC Adjusted CN=98/98 Runoff=0.20 cfs 0.245 af Runoff Area=1.903 ac 47.80% Impervious Runoff Depth=6.96"Subcatchment PROPOSED AREA 6: Tc=5.0 min AMC Adjusted CN=98/98 Runoff=0.91 cfs 1.104 af Runoff Area=0.223 ac 23.55% Impervious Runoff Depth=6.96"Subcatchment PROPOSED AREA 7: Tc=5.0 min AMC Adjusted CN=98/98 Runoff=0.11 cfs 0.129 af Peak Elev=912.55' Storage=356 cf Inflow=0.20 cfs 0.245 afPond 1P: Filtration Basin #4 Outflow=0.20 cfs 0.245 af Peak Elev=907.89' Storage=6,505 cf Inflow=1.21 cfs 1.882 afPond 2P: Filtration Basin #5 Primary=1.02 cfs 0.322 af Secondary=0.16 cfs 1.559 af Outflow=1.19 cfs 1.882 af Peak Elev=918.21' Storage=3,953 cf Inflow=0.55 cfs 0.665 afPond 5P: Filtration Basin #2 Primary=0.00 cfs 0.000 af Secondary=0.15 cfs 0.665 af Outflow=0.15 cfs 0.665 af Peak Elev=911.81' Storage=3,351 cf Inflow=0.44 cfs 0.532 afPond 6P: Filtration Basin #3 Primary=0.00 cfs 0.000 af Secondary=0.11 cfs 0.532 af Outflow=0.11 cfs 0.532 af Peak Elev=906.80' Storage=14,549 cf Inflow=1.69 cfs 2.044 afPond 7P: Filtration Basin #1 Primary=1.52 cfs 2.044 af Secondary=0.00 cfs 0.000 af Outflow=1.52 cfs 2.044 af Total Runoff Area = 8.644 ac Runoff Volume = 5.014 af Average Runoff Depth = 6.96" 52.14% Pervious = 4.507 ac 47.86% Impervious = 4.137 ac 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=415139 Proposed 201 Printed 3/15/2017Prepared by {enter your company name here} Page 44HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 1: PROPOSED AREA 1 Runoff = 0.24 cfs @ 120.07 hrs, Volume= 0.295 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.504 80 >75% Grass cover, Good, HSG D 0.004 98 Roofs, HSG D 0.508 80 98 Weighted Average, AMC Adjusted 0.504 80 98 99.18% Pervious Area, AMC Adjusted 0.004 98 98 0.82% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PROPOSED AREA 1: PROPOSED AREA 1 Runoff Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20" AMC=4 Runoff Area=0.508 ac Runoff Volume=0.295 af Runoff Depth=6.96" Tc=5.0 min AMC Adjusted CN=98/98 0.24 cfs 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=415139 Proposed 201 Printed 3/15/2017Prepared by {enter your company name here} Page 45HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 2: PROPOSED AREA 2 Runoff = 1.69 cfs @ 120.07 hrs, Volume= 2.044 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 1.555 80 >75% Grass cover, Good, HSG D 1.968 98 Roofs, HSG D 3.523 90 98 Weighted Average, AMC Adjusted 1.555 80 98 44.13% Pervious Area, AMC Adjusted 1.968 98 98 55.87% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PROPOSED AREA 2: PROPOSED AREA 2 Runoff Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 1 0 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20" AMC=4 Runoff Area=3.523 ac Runoff Volume=2.044 af Runoff Depth=6.96" Tc=5.0 min AMC Adjusted CN=98/98 1.69 cfs 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=415139 Proposed 201 Printed 3/15/2017Prepared by {enter your company name here} Page 46HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 3: PROPOSED AREA 3 Runoff = 0.55 cfs @ 120.07 hrs, Volume= 0.665 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.571 80 >75% Grass cover, Good, HSG D 0.575 98 Roofs, HSG D 1.146 89 98 Weighted Average, AMC Adjusted 0.571 80 98 49.80% Pervious Area, AMC Adjusted 0.575 98 98 50.20% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PROPOSED AREA 3: PROPOSED AREA 3 Runoff Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20" AMC=4 Runoff Area=1.146 ac Runoff Volume=0.665 af Runoff Depth=6.96" Tc=5.0 min AMC Adjusted CN=98/98 0.55 cfs 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=415139 Proposed 201 Printed 3/15/2017Prepared by {enter your company name here} Page 47HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 4: PROPOSED AREA 4 Runoff = 0.44 cfs @ 120.07 hrs, Volume= 0.532 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.543 80 >75% Grass cover, Good, HSG D 0.375 98 Roofs, HSG D 0.918 87 98 Weighted Average, AMC Adjusted 0.543 80 98 59.13% Pervious Area, AMC Adjusted 0.375 98 98 40.87% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PROPOSED AREA 4: PROPOSED AREA 4 Runoff Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20" AMC=4 Runoff Area=0.918 ac Runoff Volume=0.532 af Runoff Depth=6.96" Tc=5.0 min AMC Adjusted CN=98/98 0.44 cfs 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=415139 Proposed 201 Printed 3/15/2017Prepared by {enter your company name here} Page 48HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 5: PROPOSED AREA 5 Runoff = 0.20 cfs @ 120.07 hrs, Volume= 0.245 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.171 80 >75% Grass cover, Good, HSG D 0.252 98 Roofs, HSG D 0.423 91 98 Weighted Average, AMC Adjusted 0.171 80 98 40.36% Pervious Area, AMC Adjusted 0.252 98 98 59.64% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PROPOSED AREA 5: PROPOSED AREA 5 Runoff Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20" AMC=4 Runoff Area=0.423 ac Runoff Volume=0.245 af Runoff Depth=6.96" Tc=5.0 min AMC Adjusted CN=98/98 0.20 cfs 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=415139 Proposed 201 Printed 3/15/2017Prepared by {enter your company name here} Page 49HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 6: PROPOSED AREA 6 Runoff = 0.91 cfs @ 120.07 hrs, Volume= 1.104 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.994 80 >75% Grass cover, Good, HSG D 0.910 98 Roofs, HSG D 1.903 89 98 Weighted Average, AMC Adjusted 0.994 80 98 52.20% Pervious Area, AMC Adjusted 0.910 98 98 47.80% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PROPOSED AREA 6: PROPOSED AREA 6 Runoff Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 1 0 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20" AMC=4 Runoff Area=1.903 ac Runoff Volume=1.104 af Runoff Depth=6.96" Tc=5.0 min AMC Adjusted CN=98/98 0.91 cfs 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=415139 Proposed 201 Printed 3/15/2017Prepared by {enter your company name here} Page 50HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 7: PROPOSED AREA 7 Runoff = 0.11 cfs @ 120.07 hrs, Volume= 0.129 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.171 80 >75% Grass cover, Good, HSG D 0.053 98 Roofs, HSG D 0.223 84 98 Weighted Average, AMC Adjusted 0.171 80 98 76.45% Pervious Area, AMC Adjusted 0.053 98 98 23.55% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PROPOSED AREA 7: PROPOSED AREA 7 Runoff Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20" AMC=4 Runoff Area=0.223 ac Runoff Volume=0.129 af Runoff Depth=6.96" Tc=5.0 min AMC Adjusted CN=98/98 0.11 cfs 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=415139 Proposed 201 Printed 3/15/2017Prepared by {enter your company name here} Page 51HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Pond 1P: Filtration Basin #4 [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=137) Inflow Area = 0.423 ac, 59.64% Impervious, Inflow Depth = 6.96" for 100-year snowmelt event Inflow = 0.20 cfs @ 120.07 hrs, Volume= 0.245 af Outflow = 0.20 cfs @ 120.11 hrs, Volume= 0.245 af, Atten= 0%, Lag= 2.2 min Primary = 0.20 cfs @ 120.11 hrs, Volume= 0.245 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-260.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 912.55' @ 120.11 hrs Surf.Area= 773 sf Storage= 356 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 80.5 min ( 7,506.8 - 7,426.3 ) Volume Invert Avail.Storage Storage Description #1 912.00' 2,887 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 912.00 520 0 0 913.00 979 750 750 914.00 1,580 1,280 2,029 914.50 1,851 858 2,887 Device Routing Invert Outlet Devices #1 Primary 907.25'12.0" Round Culvert L= 82.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 907.25' / 906.92' S= 0.0040 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 912.50'19.1" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 912.00'1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=0.20 cfs @ 120.11 hrs HW=912.55' TW=907.89' (Dynamic Tailwater) 1=Culvert (Passes 0.20 cfs of 6.72 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.18 cfs @ 0.73 fps) 3=Exfiltration (Exfiltration Controls 0.02 cfs) 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=415139 Proposed 201 Printed 3/15/2017Prepared by {enter your company name here} Page 52HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Pond 1P: Filtration Basin #4 Inflow Primary Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.423 ac Peak Elev=912.55' Storage=356 cf 0.20 cfs 0.20 cfs 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=415139 Proposed 201 Printed 3/15/2017Prepared by {enter your company name here} Page 53HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Pond 2P: Filtration Basin #5 Inflow Area = 2.326 ac, 49.95% Impervious, Inflow Depth = 9.71" for 100-year snowmelt event Inflow = 1.21 cfs @ 120.08 hrs, Volume= 1.882 af Outflow = 1.19 cfs @ 120.19 hrs, Volume= 1.882 af, Atten= 2%, Lag= 6.6 min Primary = 1.02 cfs @ 120.19 hrs, Volume= 0.322 af Secondary = 0.16 cfs @ 120.19 hrs, Volume= 1.559 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-260.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 907.89' @ 120.19 hrs Surf.Area= 7,053 sf Storage= 6,505 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 178.5 min ( 7,650.4 - 7,471.9 ) Volume Invert Avail.Storage Storage Description #1 906.85' 11,055 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 906.85 4,962 0 0 907.00 5,699 800 800 908.00 7,212 6,456 7,255 908.50 7,989 3,800 11,055 Device Routing Invert Outlet Devices #1 Primary 907.80'15.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Secondary 906.85'1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=1.02 cfs @ 120.19 hrs HW=907.89' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 1.02 cfs @ 0.72 fps) Secondary OutFlow Max=0.16 cfs @ 120.19 hrs HW=907.89' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.16 cfs) 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=415139 Proposed 201 Printed 3/15/2017Prepared by {enter your company name here} Page 54HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Pond 2P: Filtration Basin #5 Inflow Outflow Primary Secondary Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 1 0 Inflow Area=2.326 ac Peak Elev=907.89' Storage=6,505 cf 1.21 cfs 1.19 cfs 1.02 cfs 0.16 cfs 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=415139 Proposed 201 Printed 3/15/2017Prepared by {enter your company name here} Page 55HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Pond 5P: Filtration Basin #2 [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=4997) Inflow Area = 1.146 ac, 50.20% Impervious, Inflow Depth = 6.96" for 100-year snowmelt event Inflow = 0.55 cfs @ 120.07 hrs, Volume= 0.665 af Outflow = 0.15 cfs @ 123.45 hrs, Volume= 0.665 af, Atten= 73%, Lag= 202.6 min Primary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Secondary = 0.15 cfs @ 123.45 hrs, Volume= 0.665 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-260.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 918.21' @ 123.45 hrs Surf.Area= 6,353 sf Storage= 3,953 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 102.2 min ( 7,528.5 - 7,426.3 ) Volume Invert Avail.Storage Storage Description #1 917.50' 16,492 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 917.50 4,651 0 0 918.00 6,042 2,673 2,673 919.00 7,547 6,795 9,468 919.90 8,062 7,024 16,492 Device Routing Invert Outlet Devices #1 Primary 919.70'10.0' long x 5.0' breadth Broad-Crested Rectangular Weir X 0.00 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Secondary 917.50'1.000 in/hr Exfiltration over Surface area #3 Primary 915.00'8.0" Round Culvert L= 543.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 915.00' / 895.00' S= 0.0368 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf #4 Device 3 918.90'18.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.00 cfs @ 0.01 hrs HW=917.50' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 3=Culvert (Passes 0.00 cfs of 2.47 cfs potential flow) 4=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.15 cfs @ 123.45 hrs HW=918.21' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.15 cfs) 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=415139 Proposed 201 Printed 3/15/2017Prepared by {enter your company name here} Page 56HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Pond 5P: Filtration Basin #2 Inflow Outflow Primary Secondary Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=1.146 ac Peak Elev=918.21' Storage=3,953 cf 0.55 cfs 0.15 cfs 0.00 cfs 0.15 cfs 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=415139 Proposed 201 Printed 3/15/2017Prepared by {enter your company name here} Page 57HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Pond 6P: Filtration Basin #3 [87] Warning: Oscillations may require smaller dt or Finer Routing (severity=4862) Inflow Area = 0.918 ac, 40.87% Impervious, Inflow Depth = 6.96" for 100-year snowmelt event Inflow = 0.44 cfs @ 120.07 hrs, Volume= 0.532 af Outflow = 0.11 cfs @ 123.92 hrs, Volume= 0.532 af, Atten= 76%, Lag= 230.6 min Primary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Secondary = 0.11 cfs @ 123.92 hrs, Volume= 0.532 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-260.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 911.81' @ 123.92 hrs Surf.Area= 4,605 sf Storage= 3,351 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 124.0 min ( 7,550.3 - 7,426.3 ) Volume Invert Avail.Storage Storage Description #1 911.00' 16,460 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 911.00 3,714 0 0 912.00 4,820 4,267 4,267 913.00 5,965 5,393 9,660 914.00 7,636 6,801 16,460 Device Routing Invert Outlet Devices #1 Secondary 911.00'1.000 in/hr Exfiltration over Surface area #2 Primary 913.50'7.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 0.01 hrs HW=911.00' (Free Discharge) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Secondary OutFlow Max=0.11 cfs @ 123.92 hrs HW=911.81' TW=907.83' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.11 cfs) 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=415139 Proposed 201 Printed 3/15/2017Prepared by {enter your company name here} Page 58HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Pond 6P: Filtration Basin #3 Inflow Outflow Primary Secondary Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.918 ac Peak Elev=911.81' Storage=3,351 cf 0.44 cfs 0.11 cfs 0.00 cfs 0.11 cfs 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=415139 Proposed 201 Printed 3/15/2017Prepared by {enter your company name here} Page 59HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Pond 7P: Filtration Basin #1 Inflow Area = 3.523 ac, 55.87% Impervious, Inflow Depth = 6.96" for 100-year snowmelt event Inflow = 1.69 cfs @ 120.07 hrs, Volume= 2.044 af Outflow = 1.52 cfs @ 120.47 hrs, Volume= 2.044 af, Atten= 10%, Lag= 23.6 min Primary = 1.52 cfs @ 120.47 hrs, Volume= 2.044 af Secondary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-260.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 906.80' @ 120.47 hrs Surf.Area= 6,492 sf Storage= 14,549 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 585.7 min ( 8,012.0 - 7,426.3 ) Volume Invert Avail.Storage Storage Description #1 904.00' 27,049 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 904.00 3,974 0 0 905.00 4,811 4,393 4,393 906.00 5,715 5,263 9,656 907.00 6,684 6,200 15,855 908.00 7,718 7,201 23,056 908.50 8,254 3,993 27,049 Device Routing Invert Outlet Devices #1 Primary 895.25'12.0" Round Culvert L= 50.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 895.25' / 895.00' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 906.65'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 904.00'1.000 in/hr Exfiltration over Surface area #4 Secondary 908.50'50.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=1.52 cfs @ 120.47 hrs HW=906.80' (Free Discharge) 1=Culvert (Passes 1.52 cfs of 11.82 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.37 cfs @ 1.27 fps) 3=Exfiltration (Exfiltration Controls 0.15 cfs) Secondary OutFlow Max=0.00 cfs @ 0.01 hrs HW=904.00' (Free Discharge) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=415139 Proposed 201 Printed 3/15/2017Prepared by {enter your company name here} Page 60HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Pond 7P: Filtration Basin #1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 1 0 Inflow Area=3.523 ac Peak Elev=906.80' Storage=14,549 cf 1.69 cfs 1.52 cfs 1.52 cfs 0.00 cfs ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 61HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Time span=0.01-260.00 hrs, dt=0.01 hrs, 26000 points x 4 Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.508 ac 0.82% Impervious Runoff Depth=5.06"Subcatchment PROPOSED AREA 1: Tc=5.0 min CN=80/98 Runoff=4.25 cfs 0.214 af Runoff Area=3.523 ac 55.87% Impervious Runoff Depth=6.22"Subcatchment PROPOSED AREA 2: Tc=5.0 min CN=80/98 Runoff=33.53 cfs 1.825 af Runoff Area=1.146 ac 50.20% Impervious Runoff Depth=6.10"Subcatchment PROPOSED AREA 3: Tc=5.0 min CN=80/98 Runoff=10.77 cfs 0.582 af Runoff Area=0.918 ac 40.87% Impervious Runoff Depth=5.90"Subcatchment PROPOSED AREA 4: Tc=5.0 min CN=80/98 Runoff=8.45 cfs 0.452 af Runoff Area=0.423 ac 59.64% Impervious Runoff Depth=6.30"Subcatchment PROPOSED AREA 5: Tc=5.0 min CN=80/98 Runoff=4.06 cfs 0.222 af Runoff Area=1.903 ac 47.80% Impervious Runoff Depth=6.05"Subcatchment PROPOSED AREA 6: Tc=5.0 min CN=80/98 Runoff=17.79 cfs 0.959 af Runoff Area=0.223 ac 23.55% Impervious Runoff Depth=5.54"Subcatchment PROPOSED AREA 7: Tc=5.0 min CN=80/98 Runoff=1.97 cfs 0.103 af Peak Elev=912.88' Storage=640 cf Inflow=4.06 cfs 0.222 afPond 1P: Filtration Basin #4 Outflow=3.92 cfs 0.222 af Peak Elev=908.40' Storage=10,236 cf Inflow=21.75 cfs 1.632 afPond 2P: Filtration Basin #5 Primary=18.63 cfs 0.973 af Secondary=0.18 cfs 0.660 af Outflow=18.81 cfs 1.632 af Peak Elev=919.21' Storage=11,070 cf Inflow=10.77 cfs 0.582 afPond 5P: Filtration Basin #2 Primary=2.67 cfs 0.183 af Secondary=0.18 cfs 0.399 af Outflow=2.85 cfs 0.582 af Peak Elev=913.50' Storage=12,854 cf Inflow=8.45 cfs 0.452 afPond 6P: Filtration Basin #3 Primary=0.00 cfs 0.000 af Secondary=0.16 cfs 0.452 af Outflow=0.16 cfs 0.452 af Peak Elev=908.46' Storage=26,731 cf Inflow=33.53 cfs 1.825 afPond 7P: Filtration Basin #1 Primary=12.70 cfs 1.825 af Secondary=0.00 cfs 0.000 af Outflow=12.70 cfs 1.825 af Total Runoff Area = 8.644 ac Runoff Volume = 4.357 af Average Runoff Depth = 6.05" 52.14% Pervious = 4.507 ac 47.86% Impervious = 4.137 ac ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 62HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 1: PROPOSED AREA 1 [73] Warning: Peak may fall outside time span Runoff = 4.25 cfs @ 12.03 hrs, Volume= 0.214 af, Depth= 5.06" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38" Area (ac) CN Description 0.504 80 >75% Grass cover, Good, HSG D 0.004 98 Roofs, HSG D 0.508 80 Weighted Average 0.504 80 99.18% Pervious Area 0.004 98 0.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PROPOSED AREA 1: PROPOSED AREA 1 Runoff Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 4 3 2 1 0 ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38" Runoff Area=0.508 ac Runoff Volume=0.214 af Runoff Depth=5.06" Tc=5.0 min CN=80/98 4.25 cfs ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 63HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 2: PROPOSED AREA 2 [73] Warning: Peak may fall outside time span Runoff = 33.53 cfs @ 12.03 hrs, Volume= 1.825 af, Depth= 6.22" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38" Area (ac) CN Description 1.555 80 >75% Grass cover, Good, HSG D 1.968 98 Roofs, HSG D 3.523 90 Weighted Average 1.555 80 44.13% Pervious Area 1.968 98 55.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PROPOSED AREA 2: PROPOSED AREA 2 Runoff Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38" Runoff Area=3.523 ac Runoff Volume=1.825 af Runoff Depth=6.22" Tc=5.0 min CN=80/98 33.53 cfs ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 64HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 3: PROPOSED AREA 3 [73] Warning: Peak may fall outside time span Runoff = 10.77 cfs @ 12.03 hrs, Volume= 0.582 af, Depth= 6.10" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38" Area (ac) CN Description 0.571 80 >75% Grass cover, Good, HSG D 0.575 98 Roofs, HSG D 1.146 89 Weighted Average 0.571 80 49.80% Pervious Area 0.575 98 50.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PROPOSED AREA 3: PROPOSED AREA 3 Runoff Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38" Runoff Area=1.146 ac Runoff Volume=0.582 af Runoff Depth=6.10" Tc=5.0 min CN=80/98 10.77 cfs ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 65HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 4: PROPOSED AREA 4 [73] Warning: Peak may fall outside time span Runoff = 8.45 cfs @ 12.03 hrs, Volume= 0.452 af, Depth= 5.90" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38" Area (ac) CN Description 0.543 80 >75% Grass cover, Good, HSG D 0.375 98 Roofs, HSG D 0.918 87 Weighted Average 0.543 80 59.13% Pervious Area 0.375 98 40.87% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PROPOSED AREA 4: PROPOSED AREA 4 Runoff Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38" Runoff Area=0.918 ac Runoff Volume=0.452 af Runoff Depth=5.90" Tc=5.0 min CN=80/98 8.45 cfs ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 66HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 5: PROPOSED AREA 5 [73] Warning: Peak may fall outside time span Runoff = 4.06 cfs @ 12.03 hrs, Volume= 0.222 af, Depth= 6.30" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38" Area (ac) CN Description 0.171 80 >75% Grass cover, Good, HSG D 0.252 98 Roofs, HSG D 0.423 91 Weighted Average 0.171 80 40.36% Pervious Area 0.252 98 59.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PROPOSED AREA 5: PROPOSED AREA 5 Runoff Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 4 3 2 1 0 ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38" Runoff Area=0.423 ac Runoff Volume=0.222 af Runoff Depth=6.30" Tc=5.0 min CN=80/98 4.06 cfs ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 67HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 6: PROPOSED AREA 6 [73] Warning: Peak may fall outside time span Runoff = 17.79 cfs @ 12.03 hrs, Volume= 0.959 af, Depth= 6.05" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38" Area (ac) CN Description 0.994 80 >75% Grass cover, Good, HSG D 0.910 98 Roofs, HSG D 1.903 89 Weighted Average 0.994 80 52.20% Pervious Area 0.910 98 47.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PROPOSED AREA 6: PROPOSED AREA 6 Runoff Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38" Runoff Area=1.903 ac Runoff Volume=0.959 af Runoff Depth=6.05" Tc=5.0 min CN=80/98 17.79 cfs ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 68HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Subcatchment PROPOSED AREA 7: PROPOSED AREA 7 [73] Warning: Peak may fall outside time span Runoff = 1.97 cfs @ 12.03 hrs, Volume= 0.103 af, Depth= 5.54" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38" Area (ac) CN Description 0.171 80 >75% Grass cover, Good, HSG D 0.053 98 Roofs, HSG D 0.223 84 Weighted Average 0.171 80 76.45% Pervious Area 0.053 98 23.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment PROPOSED AREA 7: PROPOSED AREA 7 Runoff Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 2 1 0 ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38" Runoff Area=0.223 ac Runoff Volume=0.103 af Runoff Depth=5.54" Tc=5.0 min CN=80/98 1.97 cfs ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 69HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Pond 1P: Filtration Basin #4 Inflow Area = 0.423 ac, 59.64% Impervious, Inflow Depth = 6.30" for 100-yr event Inflow = 4.06 cfs @ 12.03 hrs, Volume= 0.222 af Outflow = 3.92 cfs @ 12.04 hrs, Volume= 0.222 af, Atten= 3%, Lag= 0.9 min Primary = 3.92 cfs @ 12.04 hrs, Volume= 0.222 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-260.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 912.88' @ 12.04 hrs Surf.Area= 926 sf Storage= 640 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 42.1 min ( 801.4 - 759.3 ) Volume Invert Avail.Storage Storage Description #1 912.00' 2,887 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 912.00 520 0 0 913.00 979 750 750 914.00 1,580 1,280 2,029 914.50 1,851 858 2,887 Device Routing Invert Outlet Devices #1 Primary 907.25'12.0" Round Culvert L= 82.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 907.25' / 906.92' S= 0.0040 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 912.50'19.1" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 912.00'1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=3.92 cfs @ 12.04 hrs HW=912.88' TW=908.38' (Dynamic Tailwater) 1=Culvert (Passes 3.92 cfs of 6.63 cfs potential flow) 2=Orifice/Grate (Weir Controls 3.90 cfs @ 2.03 fps) 3=Exfiltration (Exfiltration Controls 0.02 cfs) ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 70HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Pond 1P: Filtration Basin #4 Inflow Primary Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=0.423 ac Peak Elev=912.88' Storage=640 cf 4.06 cfs 3.92 cfs ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 71HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Pond 2P: Filtration Basin #5 Inflow Area = 2.326 ac, 49.95% Impervious, Inflow Depth = 8.42" for 100-yr event Inflow = 21.75 cfs @ 12.03 hrs, Volume= 1.632 af Outflow = 18.81 cfs @ 12.06 hrs, Volume= 1.632 af, Atten= 14%, Lag= 2.0 min Primary = 18.63 cfs @ 12.06 hrs, Volume= 0.973 af Secondary = 0.18 cfs @ 12.06 hrs, Volume= 0.660 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-260.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 908.40' @ 12.06 hrs Surf.Area= 7,828 sf Storage= 10,236 cf Plug-Flow detention time= 182.6 min calculated for 1.632 af (100% of inflow) Center-of-Mass det. time= 182.7 min ( 1,190.6 - 1,008.0 ) Volume Invert Avail.Storage Storage Description #1 906.85' 11,055 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 906.85 4,962 0 0 907.00 5,699 800 800 908.00 7,212 6,456 7,255 908.50 7,989 3,800 11,055 Device Routing Invert Outlet Devices #1 Primary 907.80'15.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Secondary 906.85'1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=18.60 cfs @ 12.06 hrs HW=908.40' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 18.60 cfs @ 2.08 fps) Secondary OutFlow Max=0.18 cfs @ 12.06 hrs HW=908.40' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.18 cfs) ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 72HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Pond 2P: Filtration Basin #5 Inflow Outflow Primary Secondary Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=2.326 ac Peak Elev=908.40' Storage=10,236 cf 21.75 cfs 18.81 cfs 18.63 cfs 0.18 cfs ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 73HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Pond 5P: Filtration Basin #2 Inflow Area = 1.146 ac, 50.20% Impervious, Inflow Depth = 6.10" for 100-yr event Inflow = 10.77 cfs @ 12.03 hrs, Volume= 0.582 af Outflow = 2.85 cfs @ 12.32 hrs, Volume= 0.582 af, Atten= 74%, Lag= 17.5 min Primary = 2.67 cfs @ 12.32 hrs, Volume= 0.183 af Secondary = 0.18 cfs @ 12.32 hrs, Volume= 0.399 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-260.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 919.21' @ 12.32 hrs Surf.Area= 7,668 sf Storage= 11,070 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 360.3 min ( 1,124.9 - 764.5 ) Volume Invert Avail.Storage Storage Description #1 917.50' 16,492 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 917.50 4,651 0 0 918.00 6,042 2,673 2,673 919.00 7,547 6,795 9,468 919.90 8,062 7,024 16,492 Device Routing Invert Outlet Devices #1 Primary 919.70'10.0' long x 5.0' breadth Broad-Crested Rectangular Weir X 0.00 Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Secondary 917.50'1.000 in/hr Exfiltration over Surface area #3 Primary 915.00'8.0" Round Culvert L= 543.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 915.00' / 895.00' S= 0.0368 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.35 sf #4 Device 3 918.90'18.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.67 cfs @ 12.32 hrs HW=919.21' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 3=Culvert (Passes 2.67 cfs of 3.13 cfs potential flow) 4=Orifice/Grate (Weir Controls 2.67 cfs @ 1.82 fps) Secondary OutFlow Max=0.18 cfs @ 12.32 hrs HW=919.21' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.18 cfs) ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 74HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Pond 5P: Filtration Basin #2 Inflow Outflow Primary Secondary Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.146 ac Peak Elev=919.21' Storage=11,070 cf 10.77 cfs 2.85 cfs 2.67 cfs 0.18 cfs ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 75HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Pond 6P: Filtration Basin #3 Inflow Area = 0.918 ac, 40.87% Impervious, Inflow Depth = 5.90" for 100-yr event Inflow = 8.45 cfs @ 12.03 hrs, Volume= 0.452 af Outflow = 0.16 cfs @ 15.45 hrs, Volume= 0.452 af, Atten= 98%, Lag= 205.4 min Primary = 0.00 cfs @ 15.45 hrs, Volume= 0.000 af Secondary = 0.16 cfs @ 15.45 hrs, Volume= 0.452 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-260.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 913.50' @ 15.45 hrs Surf.Area= 6,801 sf Storage= 12,854 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 853.6 min ( 1,623.6 - 770.0 ) Volume Invert Avail.Storage Storage Description #1 911.00' 16,460 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 911.00 3,714 0 0 912.00 4,820 4,267 4,267 913.00 5,965 5,393 9,660 914.00 7,636 6,801 16,460 Device Routing Invert Outlet Devices #1 Secondary 911.00'1.000 in/hr Exfiltration over Surface area #2 Primary 913.50'7.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 Primary OutFlow Max=0.00 cfs @ 15.45 hrs HW=913.50' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 0.00 cfs @ 0.06 fps) Secondary OutFlow Max=0.16 cfs @ 15.45 hrs HW=913.50' TW=907.85' (Dynamic Tailwater) 1=Exfiltration (Exfiltration Controls 0.16 cfs) ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 76HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Pond 6P: Filtration Basin #3 Inflow Outflow Primary Secondary Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=0.918 ac Peak Elev=913.50' Storage=12,854 cf 8.45 cfs 0.16 cfs 0.00 cfs 0.16 cfs ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 77HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Summary for Pond 7P: Filtration Basin #1 Inflow Area = 3.523 ac, 55.87% Impervious, Inflow Depth = 6.22" for 100-yr event Inflow = 33.53 cfs @ 12.03 hrs, Volume= 1.825 af Outflow = 12.70 cfs @ 12.19 hrs, Volume= 1.825 af, Atten= 62%, Lag= 9.6 min Primary = 12.70 cfs @ 12.19 hrs, Volume= 1.825 af Secondary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.01-260.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 908.46' @ 12.19 hrs Surf.Area= 8,213 sf Storage= 26,731 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 305.9 min ( 1,067.2 - 761.3 ) Volume Invert Avail.Storage Storage Description #1 904.00' 27,049 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 904.00 3,974 0 0 905.00 4,811 4,393 4,393 906.00 5,715 5,263 9,656 907.00 6,684 6,200 15,855 908.00 7,718 7,201 23,056 908.50 8,254 3,993 27,049 Device Routing Invert Outlet Devices #1 Primary 895.25'12.0" Round Culvert L= 50.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 895.25' / 895.00' S= 0.0050 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 906.65'27.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 904.00'1.000 in/hr Exfiltration over Surface area #4 Secondary 908.50'50.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=12.70 cfs @ 12.19 hrs HW=908.46' (Free Discharge) 1=Culvert (Barrel Controls 12.70 cfs @ 16.17 fps) 2=Orifice/Grate (Passes < 25.76 cfs potential flow) 3=Exfiltration (Passes < 0.19 cfs potential flow) Secondary OutFlow Max=0.00 cfs @ 0.01 hrs HW=904.00' (Free Discharge) 4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38"15139 Proposed 2017-03-14 Printed 3/15/2017Prepared by {enter your company name here} Page 78HydroCAD® 10.00-19 s/n 01655 © 2016 HydroCAD Software Solutions LLC Pond 7P: Filtration Basin #1 Inflow Outflow Primary Secondary Hydrograph Time (hours) 26024022020018016014012010080604020 Fl o w ( c f s ) 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=3.523 ac Peak Elev=908.46' Storage=26,731 cf 33.53 cfs 12.70 cfs 12.70 cfs 0.00 cfs E1 EXISTING AREA 1 E2 EXISTING AREA 2 E3 EXISTING AREA 3 Routing Diagram for 15139 Existing 2015-01-09 Trial Prepared by {enter your company name here}, Printed 3/20/2015 HydroCAD® 10.00-13 s/n 01655 © 2014 HydroCAD Software Solutions LLC Subcat Reach Pond Link 15139 Existing 2015-01-09 Trial Printed 3/20/2015Prepared by {enter your company name here} Page 2HydroCAD® 10.00-13 s/n 01655 © 2014 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 8.644 89 Row crops, straight row, Good, HSG D (E1, E2, E3) 8.644 89 TOTAL AREA 15139 Existing 2015-01-09 Trial Printed 3/20/2015Prepared by {enter your company name here} Page 3HydroCAD® 10.00-13 s/n 01655 © 2014 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 8.644 HSG D E1, E2, E3 0.000 Other 8.644 TOTAL AREA 15139 Existing 2015-01-09 Trial Printed 3/20/2015Prepared by {enter your company name here} Page 4HydroCAD® 10.00-13 s/n 01655 © 2014 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 8.644 0.000 8.644 Row crops, straight row, Good E1, E2, E3 0.000 0.000 0.000 8.644 0.000 8.644 TOTAL AREA ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87"15139 Existing 2015-01-09 Trial Printed 3/20/2015Prepared by {enter your company name here} Page 5HydroCAD® 10.00-13 s/n 01655 © 2014 HydroCAD Software Solutions LLC Time span=0.01-240.00 hrs, dt=0.01 hrs, 24000 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=3.404 ac 0.00% Impervious Runoff Depth=1.78"Subcatchment E1: EXISTING AREA 1 Tc=13.7 min CN=89/0 Runoff=7.10 cfs 0.506 af Runoff Area=3.777 ac 0.00% Impervious Runoff Depth=1.78"Subcatchment E2: EXISTING AREA 2 Tc=10.6 min CN=89/0 Runoff=8.84 cfs 0.561 af Runoff Area=1.463 ac 0.00% Impervious Runoff Depth=1.78"Subcatchment E3: EXISTING AREA 3 Tc=12.3 min CN=89/0 Runoff=3.21 cfs 0.217 af Total Runoff Area = 8.644 ac Runoff Volume = 1.284 af Average Runoff Depth = 1.78" 100.00% Pervious = 8.644 ac 0.00% Impervious = 0.000 ac ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87"15139 Existing 2015-01-09 Trial Printed 3/20/2015Prepared by {enter your company name here} Page 6HydroCAD® 10.00-13 s/n 01655 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment E1: EXISTING AREA 1 Runoff = 7.10 cfs @ 12.14 hrs, Volume= 0.506 af, Depth= 1.78" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-240.00 hrs, dt= 0.01 hrs ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87" Area (ac) CN Description 3.404 89 Row crops, straight row, Good, HSG D 3.404 89 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.7 Direct Entry, Subcatchment E1: EXISTING AREA 1 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87" Runoff Area=3.404 ac Runoff Volume=0.506 af Runoff Depth=1.78" Tc=13.7 min CN=89/0 7.10 cfs ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87"15139 Existing 2015-01-09 Trial Printed 3/20/2015Prepared by {enter your company name here} Page 7HydroCAD® 10.00-13 s/n 01655 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment E2: EXISTING AREA 2 Runoff = 8.84 cfs @ 12.10 hrs, Volume= 0.561 af, Depth= 1.78" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-240.00 hrs, dt= 0.01 hrs ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87" Area (ac) CN Description 3.777 89 Row crops, straight row, Good, HSG D 3.777 89 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.6 Direct Entry, Subcatchment E2: EXISTING AREA 2 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87" Runoff Area=3.777 ac Runoff Volume=0.561 af Runoff Depth=1.78" Tc=10.6 min CN=89/0 8.84 cfs ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87"15139 Existing 2015-01-09 Trial Printed 3/20/2015Prepared by {enter your company name here} Page 8HydroCAD® 10.00-13 s/n 01655 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment E3: EXISTING AREA 3 Runoff = 3.21 cfs @ 12.12 hrs, Volume= 0.217 af, Depth= 1.78" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-240.00 hrs, dt= 0.01 hrs ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87" Area (ac) CN Description 1.463 89 Row crops, straight row, Good, HSG D 1.463 89 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 Direct Entry, Subcatchment E3: EXISTING AREA 3 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 3 2 1 0 ChanhassenMissionHills 24-hr S1 2-yr Rainfall=2.87" Runoff Area=1.463 ac Runoff Volume=0.217 af Runoff Depth=1.78" Tc=12.3 min CN=89/0 3.21 cfs ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26"15139 Existing 2015-01-09 Trial Printed 3/20/2015Prepared by {enter your company name here} Page 9HydroCAD® 10.00-13 s/n 01655 © 2014 HydroCAD Software Solutions LLC Time span=0.01-240.00 hrs, dt=0.01 hrs, 24000 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=3.404 ac 0.00% Impervious Runoff Depth=3.07"Subcatchment E1: EXISTING AREA 1 Tc=13.7 min CN=89/0 Runoff=12.52 cfs 0.870 af Runoff Area=3.777 ac 0.00% Impervious Runoff Depth=3.07"Subcatchment E2: EXISTING AREA 2 Tc=10.6 min CN=89/0 Runoff=15.56 cfs 0.966 af Runoff Area=1.463 ac 0.00% Impervious Runoff Depth=3.07"Subcatchment E3: EXISTING AREA 3 Tc=12.3 min CN=89/0 Runoff=5.66 cfs 0.374 af Total Runoff Area = 8.644 ac Runoff Volume = 2.210 af Average Runoff Depth = 3.07" 100.00% Pervious = 8.644 ac 0.00% Impervious = 0.000 ac ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26"15139 Existing 2015-01-09 Trial Printed 3/20/2015Prepared by {enter your company name here} Page 10HydroCAD® 10.00-13 s/n 01655 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment E1: EXISTING AREA 1 Runoff = 12.52 cfs @ 12.14 hrs, Volume= 0.870 af, Depth= 3.07" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-240.00 hrs, dt= 0.01 hrs ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26" Area (ac) CN Description 3.404 89 Row crops, straight row, Good, HSG D 3.404 89 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.7 Direct Entry, Subcatchment E1: EXISTING AREA 1 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26" Runoff Area=3.404 ac Runoff Volume=0.870 af Runoff Depth=3.07" Tc=13.7 min CN=89/0 12.52 cfs ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26"15139 Existing 2015-01-09 Trial Printed 3/20/2015Prepared by {enter your company name here} Page 11HydroCAD® 10.00-13 s/n 01655 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment E2: EXISTING AREA 2 Runoff = 15.56 cfs @ 12.10 hrs, Volume= 0.966 af, Depth= 3.07" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-240.00 hrs, dt= 0.01 hrs ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26" Area (ac) CN Description 3.777 89 Row crops, straight row, Good, HSG D 3.777 89 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.6 Direct Entry, Subcatchment E2: EXISTING AREA 2 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26" Runoff Area=3.777 ac Runoff Volume=0.966 af Runoff Depth=3.07" Tc=10.6 min CN=89/0 15.56 cfs ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26"15139 Existing 2015-01-09 Trial Printed 3/20/2015Prepared by {enter your company name here} Page 12HydroCAD® 10.00-13 s/n 01655 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment E3: EXISTING AREA 3 Runoff = 5.66 cfs @ 12.12 hrs, Volume= 0.374 af, Depth= 3.07" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-240.00 hrs, dt= 0.01 hrs ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26" Area (ac) CN Description 1.463 89 Row crops, straight row, Good, HSG D 1.463 89 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 Direct Entry, Subcatchment E3: EXISTING AREA 3 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 6 5 4 3 2 1 0 ChanhassenMissionHills 24-hr S1 10-yr Rainfall=4.26" Runoff Area=1.463 ac Runoff Volume=0.374 af Runoff Depth=3.07" Tc=12.3 min CN=89/0 5.66 cfs 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=415139 Existing 2015 Printed 3/20/2015Prepared by {enter your company name here} Page 13HydroCAD® 10.00-13 s/n 01655 © 2014 HydroCAD Software Solutions LLC Time span=0.01-240.00 hrs, dt=0.01 hrs, 24000 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=3.404 ac 0.00% Impervious Runoff Depth>6.96"Subcatchment E1: EXISTING AREA 1 Tc=13.7 min AMC Adjusted CN=98/98 Runoff=1.61 cfs 1.974 af Runoff Area=3.777 ac 0.00% Impervious Runoff Depth>6.96"Subcatchment E2: EXISTING AREA 2 Tc=10.6 min AMC Adjusted CN=98/98 Runoff=1.79 cfs 2.190 af Runoff Area=1.463 ac 0.00% Impervious Runoff Depth>6.96"Subcatchment E3: EXISTING AREA 3 Tc=12.3 min AMC Adjusted CN=98/98 Runoff=0.69 cfs 0.848 af Total Runoff Area = 8.644 ac Runoff Volume = 5.012 af Average Runoff Depth = 6.96" 100.00% Pervious = 8.644 ac 0.00% Impervious = 0.000 ac 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=415139 Existing 2015 Printed 3/20/2015Prepared by {enter your company name here} Page 14HydroCAD® 10.00-13 s/n 01655 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment E1: EXISTING AREA 1 Runoff = 1.61 cfs @ 120.21 hrs, Volume= 1.974 af, Depth> 6.96" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-240.00 hrs, dt= 0.01 hrs 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 3.404 89 Row crops, straight row, Good, HSG D 3.404 89 98 Weighted Average, AMC Adjusted 3.404 89 98 100.00% Pervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.7 Direct Entry, Subcatchment E1: EXISTING AREA 1 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 1 0 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20" AMC=4 Runoff Area=3.404 ac Runoff Volume=1.974 af Runoff Depth>6.96" Tc=13.7 min AMC Adjusted CN=98/98 1.61 cfs 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=415139 Existing 2015 Printed 3/20/2015Prepared by {enter your company name here} Page 15HydroCAD® 10.00-13 s/n 01655 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment E2: EXISTING AREA 2 Runoff = 1.79 cfs @ 120.15 hrs, Volume= 2.190 af, Depth> 6.96" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-240.00 hrs, dt= 0.01 hrs 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 3.777 89 Row crops, straight row, Good, HSG D 3.777 89 98 Weighted Average, AMC Adjusted 3.777 89 98 100.00% Pervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.6 Direct Entry, Subcatchment E2: EXISTING AREA 2 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 2 1 0 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20" AMC=4 Runoff Area=3.777 ac Runoff Volume=2.190 af Runoff Depth>6.96" Tc=10.6 min AMC Adjusted CN=98/98 1.79 cfs 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=415139 Existing 2015 Printed 3/20/2015Prepared by {enter your company name here} Page 16HydroCAD® 10.00-13 s/n 01655 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment E3: EXISTING AREA 3 Runoff = 0.69 cfs @ 120.17 hrs, Volume= 0.848 af, Depth> 6.96" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-240.00 hrs, dt= 0.01 hrs 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 1.463 89 Row crops, straight row, Good, HSG D 1.463 89 98 Weighted Average, AMC Adjusted 1.463 89 98 100.00% Pervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 Direct Entry, Subcatchment E3: EXISTING AREA 3 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 100-year snowmelt chanhassen 100-year snowmelt Rainfall=7.20" AMC=4 Runoff Area=1.463 ac Runoff Volume=0.848 af Runoff Depth>6.96" Tc=12.3 min AMC Adjusted CN=98/98 0.69 cfs ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38"15139 Existing 2015-01-09 Trial Printed 3/20/2015Prepared by {enter your company name here} Page 17HydroCAD® 10.00-13 s/n 01655 © 2014 HydroCAD Software Solutions LLC Time span=0.01-240.00 hrs, dt=0.01 hrs, 24000 points Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=3.404 ac 0.00% Impervious Runoff Depth=6.08"Subcatchment E1: EXISTING AREA 1 Tc=13.7 min CN=89/0 Runoff=23.06 cfs 1.725 af Runoff Area=3.777 ac 0.00% Impervious Runoff Depth=6.08"Subcatchment E2: EXISTING AREA 2 Tc=10.6 min CN=89/0 Runoff=28.45 cfs 1.914 af Runoff Area=1.463 ac 0.00% Impervious Runoff Depth=6.08"Subcatchment E3: EXISTING AREA 3 Tc=12.3 min CN=89/0 Runoff=10.38 cfs 0.741 af Total Runoff Area = 8.644 ac Runoff Volume = 4.379 af Average Runoff Depth = 6.08" 100.00% Pervious = 8.644 ac 0.00% Impervious = 0.000 ac ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38"15139 Existing 2015-01-09 Trial Printed 3/20/2015Prepared by {enter your company name here} Page 18HydroCAD® 10.00-13 s/n 01655 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment E1: EXISTING AREA 1 Runoff = 23.06 cfs @ 12.13 hrs, Volume= 1.725 af, Depth= 6.08" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-240.00 hrs, dt= 0.01 hrs ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38" Area (ac) CN Description 3.404 89 Row crops, straight row, Good, HSG D 3.404 89 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.7 Direct Entry, Subcatchment E1: EXISTING AREA 1 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38" Runoff Area=3.404 ac Runoff Volume=1.725 af Runoff Depth=6.08" Tc=13.7 min CN=89/0 23.06 cfs ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38"15139 Existing 2015-01-09 Trial Printed 3/20/2015Prepared by {enter your company name here} Page 19HydroCAD® 10.00-13 s/n 01655 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment E2: EXISTING AREA 2 Runoff = 28.45 cfs @ 12.09 hrs, Volume= 1.914 af, Depth= 6.08" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-240.00 hrs, dt= 0.01 hrs ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38" Area (ac) CN Description 3.777 89 Row crops, straight row, Good, HSG D 3.777 89 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.6 Direct Entry, Subcatchment E2: EXISTING AREA 2 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38" Runoff Area=3.777 ac Runoff Volume=1.914 af Runoff Depth=6.08" Tc=10.6 min CN=89/0 28.45 cfs ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38"15139 Existing 2015-01-09 Trial Printed 3/20/2015Prepared by {enter your company name here} Page 20HydroCAD® 10.00-13 s/n 01655 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment E3: EXISTING AREA 3 Runoff = 10.38 cfs @ 12.12 hrs, Volume= 0.741 af, Depth= 6.08" Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-240.00 hrs, dt= 0.01 hrs ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38" Area (ac) CN Description 1.463 89 Row crops, straight row, Good, HSG D 1.463 89 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.3 Direct Entry, Subcatchment E3: EXISTING AREA 3 Runoff Hydrograph Time (hours) 240230220210200190180170160150140130120110100908070605040302010 Fl o w ( c f s ) 11 10 9 8 7 6 5 4 3 2 1 0 ChanhassenMissionHills 24-hr S1 100-yr Rainfall=7.38" Runoff Area=1.463 ac Runoff Volume=0.741 af Runoff Depth=6.08" Tc=12.3 min CN=89/0 10.38 cfs | 1 | SPB – SpectraTM Bollard ARCHITECTURAL AREA LIGHTING 16555 East Gale Ave. | City of Industry | CA 91745 P 626.968.5666 | F 626.369.2695 | www.aal.net Copyright © 2012 | REV 2.15 TYPE • Cast aluminum hood and tamper resistant hardware • Type 5 distribution • Upper reflector improves lighting performance and illuminates the hood • Adaptable appearance is perfect for contemporary or traditional installations • Two housing sizes and matching bollard offer consistent whole-site solutions • Durable and long lasting design provides worry-free maintenance • Powder coat finish in 13 standard colors with a polymer primer sealer 1. LUMINAIRE SPB (Spectra bollard) SPB (Spectra LED bollard) 2. LAMP/BALLAST LED 12 LED array. 14.8 watts. Warm white (3000K), Neutral white (4000K), Bright white (5000K). 120 thru 277 volt. Symmetric distribution. 12LED-WW (Warm white) 12LED-NW (Neutral white) 12LED-BW (Bright white) 6 LED array. 8.0 watts. Warm white (3000K), Neutral white (4000K), Bright white (5000K). 120 thru 277 volt. Asymmetric distribution. 6LED-WW (Warm white) 6LED-NW (Neutral white) 6LED-BW (Bright white) COMPACT FLUORESCENT (120 thru 277 volt) Use 4-pin 26, 32, or 42 watt lamp. Specify wattage CF (-18o C starting temp) METAL HALIDE (120/277 volt ballast) Medium base, ED-17 lamp 50MH 70MH G12 base, T-6 ceramic lamp 70MHT6 HIGH PRESSURE SODIUM (120/208/240/277 volt ballast) Medium base, ED-17 lamp 50HPS 70HPS *All fixtures prewired for 277 volts, unless specified. Lamps not included. LED drivers are universal input. SPECIFICATIONS HOUSING The fixture housing shall be all cast aluminum, A356 alloy, free of any porosity, foreign materials, or cosmetic fillers. The ballast shall be mounted internally and accessed by loosening two captive bolts and lifting off the top of the fixture. The top cover shall be hinged and secured with one captive tool-less fastener for relamping. The top shall seal with a molded silicone gasket. The upper reflector cone shall be matte finished anodized aluminum. The lens shall be clear seamless acrylic sealed to the housing with a molded silicone gasket on the top and bottom. The vertical struts shall be 316 stainless steel tubing. All internal and external hardware shall be stainless steel. All female threads on the aluminum parts shall be cast-in-place brass inserts to ensure no thread seizure. LENSES/ELEMENTS The frosted glass diffuser element shall be borosilicate glass with a twist on connection to the lower cone assembly. The cone shall be matte finished anodized aluminum. ELECTRICAL The ballast shall be integral to the fixture, mounted on a prewired module with a quick disconnect plug. The ballast module shall have keyhole slots and be removable by loosening two screws. Sockets shall be pulse rated porcelain. HID ballasts shall be high power factor, rate for -30°C starting. The compact fluorescent ballast shall be electronic for use with 4 pin lamps (GX24q-4 socket) rated for -18°C starting temperature. Ballasts are multitap, wired at the factory for 277 volts, unless specified. Driver will accept 120 thru 277 volts input. SPB 5. OPTIONS 347 (347 volt ballast 120/227/347. Not available with electronic ballast) BBU (Battery backup powers a compact fluorescent lamp for up to ninety minutes during a power failure. Output of the 32 watt lamp will be 575 lumens. Output from the 42 watt lamp will be 750 lumens. Battery pack is 9.375" x 2.375" x 1.5". Test monitor plate with indicator light and test switch are included. Not recommended for climates with temperatures below 50°F. Not available for LED.) LDL (Lightly diffused lens) See next page JOB TYPE NOTES 12 3 4 5 6 7 8LUMINAIREHOOD STYLE LENS/ELEMENT LAMP/BALLAST HOOD FINISH COLOR OPTIONS MOUNTING 3. HOOD FINISH (OPTIONAL) Hood finish will match luminaire finish unless selecting one of these options. Hood underside is unfinished to develop a patina. STS (Stainless steel) COP (Natural copper ) 1. LUMINAIRE 2. LAMP/BALLAST 3. HOOD FINISH 4. COLOR 5. OPTIONS 4. COLOR WH Arctic White BL Black BLT Matte Black DB Dark Bronze DGN Dark Green TT Titanium WDB Weathered Bronze MDB Bronze Metallic VBU Verde Blue CRT Corten MAL Matte Aluminum MG Medium Grey AGN Antique Green LG Light Grey RAL Premium Color CUSTOM * * Contact Factory | 2 | SPB – SpectraTM Bollard ARCHITECTURAL AREA LIGHTING 16555 East Gale Ave. | City of Industry | CA 91745 P 626.968.5666 | F 626.369.2695 | www.aal.net Copyright © 2012 | REV 2.15 TYPE FINISH Fixture finish shall consist of a five stage pretreatment regimen with a polymer primer sealer, oven dry off, and top coated with a thermoset super TGIC polyester powder coat finish. The finish shall meet the AAMA 605.2 performance specification which includes passing a 3000 hour salt spray test for corrosion resistance. CERTIFICATION Fixtures shall be listed with ETL for outdoor, wet location use, UL1598 and Canadian CSA Std. C22.2 no.250. WARRANTY / TERMS AND CONDITIONS OF SALE Download: http://www.hubbelllighting.com/resources/warranty/ AAL reserves the right to change product specifications without notice. 4' MOUNTING HEIGHT UPLIGHT 21.8% DOWNLIGHT 78.2% B2 U4 G3 FORWARD LIGHT LUMEN FL 30o 2.6% 148 FM 60o 9.2% 515 FH 80o 9.7% 545 FVH 90o 4.6% 260 BACK LIGHT BL 30o 2.6% 148 BM 60o 9.2% 515 BH 80o 9.7% 545 BVH 90o 4.6% 260 UPLIGHT UL 100 o 5.1% 286 UH 180o 9.4% 529 4' MOUNTING HEIGHT UPLIGHT 19.1% DOWNLIGHT 80.9% B0 U3 G1 FORWARD LIGHT LUMEN FL 30o 3.6% 26 FM 60o 13.4% 96 FH 80o 15.3% 110 FVH 90o 8.1% 58 BACK LIGHT BL 30o 3.6% 26 BM 60o 13.4% 96 BH 80o 15.3% 110 BVH 90o 8.1% 58 UPLIGHT UL 100 o 11.7% 84 UH 180 o 7.4% 53 IES files can be found at www.aal.net DIMENSIONS 7.5"/191mm 16"/407mm 42"/1,070mm SPB WATTAGE: 80 LUMEN OUTPUT: 3753 EFFICACY: 70 SPB 12LED BW WATTAGE: 14.8 LUMEN OUTPUT: 719 EFFICACY: 48.5 Photometric Report Wednesday, July 11, 2012CATALOG NUMBER: SPB-ANG-GLA-12LED-BW FILENAME: SPB-ANG-GLA-12LED-BW.IES IESNA:LM-63-2002 [TEST] KL02721 [TESTLAB] KIM LIGHTING [ISSUEDATE] 12/15/11 [MANUFAC] ARCHITECTURAL AREA LIGHTING [LUMCAT] SPB-ANG-GLA-12LED-BW [LUMINAIRE] SPECTRA BOLLARD [MORE] CAST ALUMINUM CAP AND BALLAST COMPARTMENT. [MORE] ALUMINUM STRUTS. CLEAR CYLINDER LENS. [LAMP] 12 LEDS. BRIGHT WHITE. [BALLAST] 25 WATT MICROSEMI DRIVER. 350 mA, 120 VOLTS. [OTHER] SYSTEM WATTS = 14.8 SUMMARY DATA EFFICIENCY (Total):- 71867.3 % EFFICIENCY (Down / Up):- 58108.9 % / - 13758.4 % EFFICIENCY (Street / House):- 35933.7 % / - 35933.7 % ROADWAY CLASSIFICATION:TYPE IV, VERY SHORT CUTOFF CLASSIFICATION:NONCUTOFF LUMENS/LAMP: -1 NO. OF LAMPS: 1 LUMINOUS OPENING: VERTICAL CYLINDER Diameter: 1.08 (Feet) Height: 1.50 INPUT WATTS: 14.8 ISO-ILLUMINANCE DIAGRAM (fc) 0.05 0.1 0.2 0.5 1. 2. Mounting Height = 4 Feet. Each box represents one mounting height. Mounting Height Multiplier ----------- -------------- 10 0.160 15 0.071 20 0.040 25 0.026 30 0.018 35 0.013 40 0.010 45 0.008 50 0.006 + = Point of max candela Reported data calculated from manufacturer's data file, based on IESNA recommended methods. Photometric Viewer v3.4 SPECIFICATIONS CERTIFICATIONS/LISTINGS DIMENSIONS PRODUCT IMAGE(S) RDI QSP 7.13”(180 mm) 9.25”(235 mm)18.13”(450 mm) RDI Weight: 13.1 lbs 5.94 kg Catalog Number G.W(kg)/CTN Carton Dimensions Length Inch (cm)Width Inch (cm)Height Inch (cm) QSP 17 (7.7)20.5 (52)10.5 (26)11 (28) RDI 18 (8.2)20.5 (52)9.5 (24)12 (30) TRP 16 (7.3)18.5 (47)9.5 (24)11.5 (29) SHIPPING INFORMATION 1 Specify voltage for voltage specific options (120-277V only for PC and Fusing, 120 or 277V only for BBU) 2 Must order minimum of one remote control to program dimming settings, 0-10V fully adjustable dimming with automatic daylight calibration and different time delay settings, 120V or 277V only 3 Consult factory for Custom Color option 4 DLC qualification 4K and 5K models only 5 PC option not applicable, included in sensor 6 BBU only available in TRP, 350mA, 120V or 277V DRIVE CURRENT 035 350mA 053 530mA 070 700mA ORDERING INFORMATION ORDERING EXAMPLE: TRP-30L5K-053-2-U-DB 30L FAMILY QSP Quartersphere RDI Radius TRP Trapezoid DISTRIBUTION 2 Type II 3 Type III 4 Type IV CCT 3K4 3000K 4K 4000K 5K 5000K OPTIONS BBU1,6 Integral battery for 120 or 277V only rated for -20°C to 35°C (Must specify individual voltage) F1 Fusing (Must specify individual voltage) CONTROL OPTIONS PC1 Photocontrol (Must specify indi- vidual voltage) SC05 Occupancy sensor On/Off control, No light output when no motion detected SCP2,5 Programmable occupancy sensor, factory default is 10% light output FINISH CC3 Custom ColorBLBlack DB Bronze FG Forest Green GR Gray PS Platinum RD Red WH White VOLTAGE U 120V-277V 11 120V 21 208V 31 240V 41 277V # OF LEDS 30L 30 High brightness LEDs Applications: • Architectural wallpack in three stylish shapes with molded contours to accentu- ate building architecture. Provides excellent illumination in energy-saving LED systems. • Black box accessory available for surface conduit application Construction: • Die-cast aluminum housing and door • Seven powder coat standard finishes, plus custom color options LED: • 30 high power LEDs deliver up to 6,900 lumens • Up to 118 Lumens per watt • Different lenses offer a variety of distribution patterns - Type II, III, and IV (Forward throw) • 3000K - 70 CRI, 4000K - 70 CRI, and 5000K - 70 CRI, CCT nominal Operating Temperature: • -40˚C/-40˚F to 40˚C/104˚F for 350mA • -30˚C/-22˚F to 40˚C/104˚F for 530mA and 700mA Electrical: • Three driver options: 34w at 350mA (1 driver), 53w at 530mA (1 driver) and 68w at 700mA (2 drivers) Electrical (Cont.): • 120-277VAC, 50/60Hz • Power factor > 90% • THD (Total Harmonic Distortion) <20% • 10 KA, 10 KV, 270 joules surge suppressor Controls: Drivers are 0-10V dimming standard; Photocell and occupancy sensor options available for complete on/off and dimming control Listings: • UL 1598 listed for use in wet locations • 4K and 5K models meet DesignLights Consortium (DLC) qualifications, consult DLC website for more details: http://www.designlights.org/QPL • Zero uplight (U0), dark sky, neighbor friendly • Drivers IP66 and RoHS compliant Warranty: For more information visit: http://www.hubbelloutdoor.com/resources warranty/ QSP/RDI/TRP LED ARCHITECTURAL WALLPACKS Cat.# Approvals Job Type Spaulding Lighting • 701 Millennium Boulevard • Greenville, SC 29607 • Phone: 864-678-1000 Due to our continued efforts to improve our products, product specifications are subject to change without notice. © 2016 SPAULDING LIGHTING, All Rights Reserved • For more information visit our website: www.spauldinglighting.com • Printed in USA QSP/RDI-SPEC 12/16 Controls Guide QSP Weight: 11.6 lbs 5.26 kg 9.13” (230 mm) 9.13” (230 mm) 18.13” (460 mm) 4.783 3.465 1.772 4.710 4.472 .534 Mounting Plate Dimensions *3000K and warmer CCTs only TRP 7.13”(180 mm) 9.25”(235 mm)16.5”(420 mm) 14”(355 mm) TRP Weight: 13.2 lbs 5.98 kg PHOTOMETRIC REPORTS PERFORMANCE DATA ELECTRICAL DATA LUMINAIRE AMBIENT TEMPERATURE FACTOR (LATF) PROJECTED LUMEN MAINTENANCE Spaulding Lighting • 701 Millennium Boulevard • Greenville, SC 29607 • Phone: 864-678-1000 Due to our continued efforts to improve our products, product specifications are subject to change without notice. © 2016 SPAULDING LIGHTING, All Rights Reserved • For more information visit our website: www.spauldinglighting.com • Printed in USA QSP/RDI-SPEC 12/16 OPERATING HOURS Ambient Temp.0 25,000 50,000 TM-21-111 60,000 100,000 L70 (hours) 25°C / 77°F 1.00 0.98 0.95 0.94 0.91 345,000 40°C / 104°F 0.99 0.96 0.93 0.91 0.86 251,000 1 Nichia 219C, 700mA, 85°C Ts, 10,000hrs Data references the extrapolated performance projections for the TRP base model in 40°C ambient, based on 10,000 hours of LED testing per IESNA LM-80-08. 5K (5000K nominal, 67 CRI) 4K (4000K nominal, 70 CRI) 3K (3000K nominal, 80 CRI) # OF LEDS DRIVE CURRENT SYSTEM WATTS DIST. TYPE LUMENS LPW1 B U G LUMENS LPW1 B U G LUMENS LPW1 B U G 30 BBU*-3 1601 ----1473 ----1201 ---- 350mA 34w 2 3996 118 1 0 2 3958 116 1 0 1 3255 96 1 0 1 3 3919 115 1 0 1 3882 114 1 0 1 3192 94 1 0 1 4 3904 115 1 0 2 3867 114 1 0 1 3180 94 1 0 1 530mA 53w 2 5751 109 2 0 2 5732 108 1 0 2 4507 85 1 0 1 3 5723 108 1 0 2 5705 108 1 0 2 4486 85 1 0 2 4 5582 105 1 0 2 5564 106 1 0 2 4375 83 1 0 2 700mA 68w 2 6893 101 2 0 2 6828 100 2 0 2 5615 83 2 0 2 3 6761 99 2 0 2 6696 98 2 0 2 5507 81 1 0 2 4 6734 99 1 0 2 6671 98 1 0 2 5486 81 1 0 2 *BBU Emergency mode lumen output, TRP hosing only AMBIENT TEMPERATURE LUMEN MULTIPLIER 0˚ C 32˚ F 1.02 10˚ C 50˚ F 1.01 20˚ C 68˚ F 1.00 25˚ C 77˚ F 1.00 30˚ C 86˚ F 1.00 40˚ C 104˚ F 0.99 50˚ C 122˚ F 0.98 Use these factors to determine relative lumen output for average ambient temperatures from 0-40°C (32-104°F). 15' 15' 15' 30' 45' 45' 15' 30' 30' 15' 15' 15' 30' 45' 45' 15' 30' 30' 15' 15' 15' 30' 45' 45' 15' 30' 30' 45' TYPE II TYPE III TYPE IV (Foward throw) 15' 15' 15' 30' 45' 45' 15' 30' 30' 15' 15' 15' 30' 45' 45' 15' 30' 30' 15' 15' 15' 30' 45' 45' 15' 30' 30' 45'15' 15' 15' 30' 45' 45' 15' 30' 30' 15' 15' 15' 30' 45' 45' 15' 30' 30' 15' 15' 15' 30' 45' 45' 15' 30' 30' 45' Catalog Number Description SCP-REMOTE2 Remote control for SCP option. Order at least one per project to program and control. BB-GEO-XX Back box with 4 - 1/2” threaded conduit holes, specify finish by replacing “XX” with finish selection, eg. Dark Bronze “DB” ACCESSORIES - Order separately 2 Must order minimum of one remote control to program dimming settings, 0-10V fully adjustable dimming with automatic daylight calibration and different time delay settings, 120V or 277V only BB-GEO-XX BB-GEO-XX – Mounted to luminaire 4 – 1/2” conduit entriesFixture gasket Wall gasket 2” 5mm 4.125” 10.4 mm To Wall # OF LEDS NUMBER OF DRIVERS DRIVE CURRENT (mA) INPUT VOLTAGE (V) SYSTEM POWER (w) CURRENT (Amps) 30 1 350mA 120 34 0.29 277 0.12 530mA 120 53 0.45 277 0.18 2 700mA 120 68 0.57 277 0.25 (530mA, 4000K) VIPER S SERIES SMALL VIPER LUMINAIRE Intended Use: The Beacon Viper luminaire is available with a wide choice of different LED Wattage configurations and optical distributions designed to replace HID lighting up to 400W MH or HPS. Construction: • Manufactured with die cast aluminum. • Coated with a polyester finish that meets ASTM B117 corrosion test requirements and ASTM D522 cracking and loss of adhesion test requirements. • External hardware is corrosion resistant. • One piece optical cartridge system consisting of an LED engine, LED lamps, optics, gasket and stainless steel bezel. • Cartridge is held together with internal brass standoffs soldered to the board so that it can be field replaced as a one piece optical system. • Two-piece silicone and micro-cellular polyurethane foam gasket ensures a weather-proof seal around each individual LED. Electrical: • 100V through 277V, 50 Hz to 60 Hz (UNV), or 347V or 480V input. • Power factor is ≥.90 at full load. • All electrical components are rated at 50,000 hours at full load and 25°C ambient conditions per MIL- 217F Notice 2. • Dimming drivers are standard, but must contact factory to request wiring leads for purpose of external dimming controls. • Component-to-component wiring within the luminaire may carry no more than 80% of rated load and is certified by UL for use at 600VAC at 90°C or higher. • Plug disconnects are certified by UL for use at 600 VAC, 13A or higher. 13A rating applies to primary (AC) side only. • Fixture electrical compartment shall contain all LED driver components and shall be provided with a push-button terminal block for AC power connections. • The housing is designed for an optional twist lock photo control receptacle. • Ambient operating temperature -40°C to 40°C • Surge protection - 20KA. • Optional 7-pin ANSI C136.41-2013 twist-lock photo control receptacle available. Compatible with ANSI C136.41 external wireless control devices. • Lifeshield™ Circuit - protects luminaire from excessive temperature. The device shall activate at a specific, factory-preset temperature, and progressively reduce power over a finite temperature range. Operation shall be smooth and undetectable to the eye. Thermal circuit is designed to “fail on”, allowing the luminaire to revert to full power in the event of an interruption of its power supply, or faulty wiring connection to the drivers. The device shall be able to co-exist with other 0-10V control devices (occupancy sensors, external dimmers, etc.). Controls/Options: • Available with an optional passive infrared (PIR) motion sensor capable of detecting motion 360° around the luminaire. When no motion is detected for the specified time, the Motion Response system reduces the wattage to factory preset level, reducing the light level accordingly. When motion is detected by the PIR sensor, the luminaire returns to full wattage and full light output. Please contact Beacon Products if project requirements vary from standard configuration. • Available with Energeni for optional set dimming, timed dimming with simple delay, or timed dimming based on time of night (see www.beaconproducts.com/products/energeni). • In addition, Viper can be specified with SiteSync™ wireless control system for reduction in energy and maintenance cost while optimizing light quality 24/7. See ordering information or visit www.hubbelllighting.com/sitesync for more details. Installation: • Mounting options for horizontal armd, vertical tenon or traditional arm mounting available. Mounting hardware included. Finish: • IFS polyester powder-coat electro- statically applied and thermocured. • IFS finish consists of a five stage pretreatment regimen with a polymer primer sealer and top coated with a thermoset super TGIC polyester powder coat finish. • The finish meets the AAMA 605.2 performance specification which includes passing a 3000 hour salt spray test for corrosion resistance and resists cracking or loss of adhesion per ASTM D522 and resists surface impacts of up to 160 inch-pounds. Listings: • DesignLights Consortium (DLC) qualified, consult DLC website for more details: http:// www.designlights.org/QPL • Listed to UL1598 and CSA22.2#250.0-24 for wet locations and 40°C ambient temperatures • 3G rated for ANSI C136.31 high vibration applications with SF2 mounting • IDA approved Warranty: Five year limited warranty for more information visit: www.hubbelllighting.com/resources/warranty CERTIFICATIONS/LISTINGS DIMENSIONS PRODUCT IMAGE(S)SPECIFICATIONS Beacon Products • 2041 58th Avenue Circle East Bradenton, FL 34203 • Phone: 800-345-4928 Due to our continued efforts to improve our products, product specifications are subject to change without notice. © 2015 BEACON PRODUCTS, All Rights Reserved • For more information visit our website: www.beaconproducts.com • Printed in USA VPS-SPEC 11/16 Cat.# Approvals Job Type design . performance . technology design . performance . t echnology B A MOUNTING OPTIONS RA Rectangular ArmSide View Back View Side View Back ViewSF2 2-3/8” OD Slip Fitter Accepts 2 3/8” OD tenon, min 4” long. PK2 2-3/8” Adjustable Knuckle 18 3/4” 6 5 / 8 ” Front 4 1/8” A B 22.75” 16.75” (578 mm) (425 mm) Weight: 15.0 lbs (6.8 kg) C 11.25” (286 mm) EPA .67 ft2 *3000K and warmer CCTs only C 2 3 / 8 ” WB Wall Bracket 23 3/4” 6 ” 1” 5” 5 1/2” 6” 2 3/8” Beacon Products • 2041 58th Avenue Circle East Bradenton, FL 34203 • Phone: 800-345-4928 Due to our continued efforts to improve our products, product specifications are subject to change without notice. © 2016 BEACON PRODUCTS, All Rights Reserved • For more information visit our website: www.beaconproducts.com • Printed in USA SPEC 11/16design . performance . technology CONTROL OPTIONS GENI-XX6 Energeni SWP1,5 SiteSync Wireless Pre-Commission SWPM2,5 SiteSync Wireless Pre-Commission w/ Motion Detection ORDERING INFORMATION ORDERING EXAMPLE: VPS/36NB-80/5K/T4/UNV/PCR-TL/SWP/BLC/RA/BBT VPS SERIES VPS viper-small OPTICS4 T1 type I T2 type II T3 type III T4 type IV T5R type V, rectangular T5QM type V, square medium T5W type V, round wide FR front row auto optic VOLTAGE UNV 120-277V 347V 347V 480V 480V FINISH BBT basic black textured BMT black matte textured WHT white textured MBT metallic bronze textured BZT bronze textured DBT dark bronze textured GYS gray smooth DPS dark platinum smoothGNTgreen textured MST metallic silver textured MTT metallic titanium textured OWI old world iron RAL _____________ LED COLOR 3K 3000K 4K 4000K 5K 5000K ENGINE-WATTS 24NB-55 55W, LED array 30NB-70 70W, LED array 36NB-80 80W, LED array 48NB-110 110W, LED array 60NB-136 136W, LED array ELECTRICAL OPTIONS PCR-TL Twist lock receptacle with photo control PCR-SC Twist lock receptacle with short- ing cap PCRU Twist lock receptacle 2PF7 dual power feed HOUSE SIDE SHIELD OPTIONS HSS-90 house side shield 90° HSS-180 house side shield 180° BLC3 backlight control DesignLights Consortium qualified. Consult DLC website for more details: http://www.designlights.org/QPL MOUNTING OPTIONS RA rectangular arm for round or square pole mount. RPA included. SF2 2 3/8” OD slip-fitter PK2 2 3/8” adjustable knuckle WB wall bracket (use with SF2 or PK2), SF2 standard Catalog Number Description SWUSB*SiteSync loaded on USB flash drive (Windows based only) SWTAB*SiteSync Windows Tablet SWBRG+SiteSync Wireless Bridge Node * When ordering with SiteSync, one of the following interface options must be chosen and ordered separately. Each option contains the SiteSync License, GUI and Bridge Node. + If needed, an additional Bridge Node can be ordered. Accessories and Services (Ordered Separately)PRECOMMISSIONED SITESYNC ORDERING INFORMATION: When ordering a fixture with the SiteSync lighting control option, additional information will be required to complete the order. The SiteSync Commissioning Form or alternate schedule information must be completed. This form includes Project location, Group information, and Operating schedules. For more detailed information please visit www.HubbellLighting.com/products/sitesync or contact Hubbell Lighting tech support at (800) 345-4928. SiteSync fixtures with Motion control (SWPM) require the mounting height of the fixture for selection of the lens. Examples: VP-S/24NB-55/5K/T3/UNV/SWP/RA/DBT SiteSync only VP-S/24NB-55/5K/T3/UNV/SWPM-20F/RA/DBT SiteSync with Motion Control MDD ORDERING INFORMATION: When ordering a fixture with the motion detection option (MDD), please specify the appropriate information. These settings are specified in the ordering as shown in the example below. VP-S/24NB-55/5K/T3/UNV/MDD - __________ - __________ - _____ / RA/DBT1 to 30 min.33% or 50%?? High to Dim Delay Low Level Mounting Height (ft.) 1 Must specify group and zone information at time of order. See www.hubbelllighting.com/controls/sitesync for further details. 2 Specify time delay; dimming level and mounting height. 3 T4 optic only. 4 To rotate optics Left or right 90 degrees, specify L or R after the optical distribution example T4L. 5 Not available with other control or sensor options. 6 When ordering Energeni, specifiy the routine setting code (example GENI-04). See Energeni brochure and instructions for settingtable and options. Not available with sensor options. 7 Not available for 347V or 480V input. SiteSync Lighting Control is available from our most popular brands in a broad range of award-winning product families. SENSOR OPTIONS MDD2,5 motion dimming detector LEFT ROTATED OPTIC RIGHT ROTATED OPTIC BIRD DETERRENT BSP bird spike Beacon Products • 2041 58th Avenue Circle East Bradenton, FL 34203 • Phone: 800-345-4928 Due to our continued efforts to improve our products, product specifications are subject to change without notice. © 2016 BEACON PRODUCTS, All Rights Reserved • For more information visit our website: www.beaconproducts.com • Printed in USA SPEC 11/16design . performance . technology 5K (5000K nominal, 70 CRI) 4K (4000K nominal, 70 CRI)3K(3000K nominal, 80 CRI) # LED’S DRIVE CURRENT (MILLIAMPS) SYSTEM WATTS DISTRIBUTION TYPE LUMENS LPW1 B U G LUMENS LPW1 B U G LUMENS LPW1 B U G 24 700 mA 55 W FR/T1 6339 114 1 0 1 6276 112 1 0 1 5389 97 1 0 1 T2 5666 102 2 0 2 5610 101 2 0 2 4816 86 1 0 2 T3 5610 101 1 0 2 5554 100 1 0 2 4784 86 1 0 2 T4 6171 111 1 0 2 6110 109 1 0 2 5245 94 1 0 2 T5R 6283 113 3 0 3 6221 111 3 0 3 5341 96 3 0 3 T5QM 6171 111 3 0 1 6110 109 3 0 1 5245 94 2 0 1 T5W 6087 109 3 0 1 6027 108 3 0 1 5201 93 3 0 1 30 700 mA 70 W FR/T1 8096 113 1 0 1 8016 112 1 0 1 6882 96 1 0 1 T2 7204 101 2 0 2 7133 100 2 0 2 6123 86 2 0 2 T3 7743 108 2 0 2 7666 107 2 0 2 6659 93 2 0 2 T4 7896 111 1 0 2 7817 110 1 0 2 6791 95 1 0 2 T5R 8035 112 3 0 3 7954 111 3 0 3 6829 95 3 0 3 T5QM 7846 110 3 0 1 7768 109 3 0 1 6669 93 3 0 1 T5W 8305 116 3 0 2 8222 115 3 0 2 7142 100 3 0 2 36 700 mA 80 W FR/T1 9515 114 1 0 1 9414 112 1 0 1 8083 96 1 0 1 T2 8505 101 2 0 3 8415 100 2 0 3 7224 87 2 0 2 T3 8415 100 2 0 2 8331 99 2 0 2 7175 86 2 0 2 T4 9256 110 1 0 3 9164 109 1 0 3 7868 94 1 0 3 T5R 9425 112 3 0 3 9331 111 3 0 3 8011 96 3 0 3 T5QM 9257 110 3 0 1 9164 109 3 0 1 7868 94 3 0 1 T5W 9131 109 3 0 2 9040 108 3 0 2 7801 93 3 0 2 48 700 mA 110 W FR/T1 12679 114 2 0 1 15522 113 2 0 1 10777 97 1 0 1 T2 11332 102 3 0 3 11220 101 3 0 3 9633 87 2 0 3 T3 11220 101 2 0 3 11108 100 2 0 3 9567 86 2 0 3 T4 12342 111 2 0 3 12219 110 2 0 3 10491 95 2 0 3 T5R 12567 113 4 0 4 12441 112 4 0 4 10682 96 3 0 3 T5QM 12342 111 3 0 2 12219 111 3 0 2 10491 95 3 0 2 T5W 12175 110 4 0 2 12053 109 4 0 2 10402 94 4 0 2 60 700 mA 136 W FR/T1 15848 116 2 0 1 15690 115 2 0 1 13471 98 2 0 1 T2 14165 103 3 0 3 14025 102 3 0 3 12041 88 3 0 3 T3 14025 102 3 0 3 13885 101 3 0 3 11959 87 3 0 3 T4 15427 113 2 0 3 15274 111 2 0 3 13114 96 2 0 3 T5R 15708 115 4 0 4 15259 111 4 0 4 13352 97 4 0 4 T5QM 15427 113 4 0 2 15274 111 4 0 2 13314 96 3 0 2 T5W 15218 111 4 0 2 15066 111 4 0 2 13002 95 4 0 2 PERFORMANCE DATA 1Lumen values are from photometric tests performed in accordance with IESNA LM-79-08. Data is considered to be representative of the configurations shown. Actual performance may differ as a result of end-user environment and application. Beacon Products • 2041 58th Avenue Circle East Bradenton, FL 34203 • Phone: 800-345-4928 Due to our continued efforts to improve our products, product specifications are subject to change without notice. © 2016 BEACON PRODUCTS, All Rights Reserved • For more information visit our website: www.beaconproducts.com • Printed in USA SPEC 11/16design . performance . technology Config.EPA 1 .67 2 @ 90˚.95 2 @ 180˚1.34 Config.EPA 3 @ 120˚ 1.36 3 @ 90˚1.5 4 @ 90˚1.5 EPA 4” Suggested distance from top of pole 2.50” 2X Ø5/16” Ø5/8” Rectangular Arm Ø4” Pole Ø5” Pole Ø6” Pole DRILL PATTERN Compatible with Pole drill pattern B4 PROJECTED LUMEN MAINTENANCE AMBIENT TEMP.0 25,000 50,000 1TM-21-11 60,000 100,000 Calculated L70 (HOURS) 25°C / 77°C 1.00 0.97 0.95 0.95 0.92 >470,000 1 Projected per IESNA TM-21-11 Data references the extrapolated performance projections for the base model in a 40°C ambient, based on 10,000 hours of LED testing per IESNA LM-80-08. ELECTRICAL DATA AMBIENT TEMPERATURE LUMEN MULTIPLIER 0°C 32°F 1.02 10°C 50°F 1.01 20°C 68°F 1.00 25°C 77°F 1.00 30°C 86°F 0.98 40°C 104°F 0.98 Use these factors to determine relative lumen output for average ambient temperatures from 0-40°C (32-104°F). # OF LEDS NUMBER OF DRIVERS DRIVE CURRENT (mA) INPUT VOLTAGE (V) SYSTEM POWER (w) CURRENT (Amps) 24 2 700 mA 120 55 0.5 277 0.2 347 0.2 480 0.1 30 2 700 mA 120 70 0.6 277 0.3 347 0.2 480 0.1 36 1 700 mA 120 80 0.7 277 0.3 347 0.2 480 0.2 48 1 700 mA 120 110 0.9 277 0.4 347 0.3 480 0.2 60 1 700 mA 120 136 1.1 277 0.5 347 0.4 480 0.3 PHOTOMETRICS Type II VP-S-60NB-136-5K-T2 Type III VP-S-60NB-136-5K-T3 Type V Square Medium VP-S-60NB-136-5K-T5QM Type V Rectangular VP-S-60NB-136-5K-T5R Type IV VP-S-60NB-136-5K-T4 Front Row Auto Optic / Type I VP-S-60NB-136-5K-FR VP-S-60NB-136-5K-T1 Type V Round Wide VP-S-60NB-136-5K-T5W 25‘ 25’25‘75‘ 100’ 100‘ 50‘ 50‘ 75‘ 50‘ 25‘75‘ 1fc 100‘ .5fc 25‘ 25’25‘75‘ 100’ 100‘ 50‘ 50‘ 75‘ 50‘ 25‘75‘ 1fc 100‘ .5fc 25‘ 25’25‘75‘ 100’ 100‘ 50‘ 50‘ 75‘ 50‘ 25‘75‘ 1fc 100‘ .5fc 25‘ 25’25‘75‘ 100’ 100‘ 50‘ 50‘ 75‘ 50‘ 25‘75‘ 1fc 100‘ .5fc 25‘ 25’25‘75‘ 100’ 100‘ 50‘ 50‘ 75‘ 50‘ 25‘75‘ .5fc1fc 100‘ 25‘ 25’25‘75‘ 100’ 100‘ 50‘ 50‘ 75‘ 50‘ 25‘75‘ 1fc 100‘ .5fc 25‘ 25’25‘75‘ 100’ 100‘ 50‘ 50‘ 75‘ 50‘ 25‘75‘ 1fc 100‘ .5fc CERTIFICATIONS/LISTINGS PRODUCT IMAGE(S)SPECIFICATIONS Beacon Products • 2041 58th Avenue Circle East Bradenton, FL 34203 • Phone: 800-345-4928 Due to our continued efforts to improve our products, product specifications are subject to change without notice. © 2017 BEACON PRODUCTS, All Rights Reserved • For more information visit our website: www.beaconproducts.com • Printed in USA SPEC 2/17 Cat.# Approvals Job Type design . performance . technology design . performance . t echnology VIPER L LARGE VIPER LUMINAIRE Intended Use: The Beacon Viper luminaire is available in two sizes with a wide choice of different LED wattage configurations and optical distributions designed to replace HID lighting up to 1000W MH or HPS. Luminaires are suitable for wet locations. Construction: • Manufactured with die cast aluminum. • Coated with a polyester finish that meets ASTM B117 corrosion test requirements and ASTM D522 cracking and loss of adhesion test requirements. • External hardware is corrosion resistant. • One piece optical cartridge system consisting of an LED engine, LED lamps, optics, gasket and stainless steel bezel. • Cartridge is held together with internal brass standoffs soldered to the board so that it can be field replaced as a one piece optical system. • Two-piece silicone and microcellular polyurethane foam gasket ensures a weather-proof seal around each individual optic. Electrical: • Luminaire accepts 100V through 277V, 50 Hz to 60 Hz (UNV), 347V, or 480V input. • Power factor is ≥ .90 at full load. • All electrical components are rated at 50,000 hours at full load and 25°C ambient conditions per MIL- 217F Notice 2. • Dimming drivers are standard, but must contact factory to request wiring leads for purpose of external dimming controls. • Component-to-component wiring within the luminaire may carry no more than 80% of rated load and is certified by UL for use at 600VAC at 90°C or higher. • Plug disconnects are certified by UL for use at 600 VAC, 13A or higher. 13A rating applies to primary (AC) side only. • Fixture electrical compartment shall contain all LED driver components and shall be provided with a push-button terminal block for AC power connections. • Optional 7-pin ANSI C136.41-2013 twist-lock photo control receptacle available. Compatible with ANSI C136.41 external wireless control devices. • Surge protection - 20kA. • Lifeshield™ Circuit - protects luminaire from excessive temperature. The device shall activate at a specific, factory-preset temperature, and progressively reduce power over a finite temperature range. Operation shall be smooth and undetectable to the eye. Thermal circuit is designed to “fail on”, allowing the luminaire to revert to full power in the event of an interruption of its power supply, or faulty wiring connection to the drivers. The device shall be able to co-exist with other 0-10V control devices (occupancy sensors, external dimmers, etc.). Controls/Options: • Available with an optional passive infrared (PIR) motion sensor capable of detecting motion 360° around the luminaire. When no motion is detected for the specified time, the motion response system reduces the wattage to factory preset level, reducing the light level accordingly. When motion is detected by the PIR sensor, the luminaire returns to full wattage and full light output. Please contact Beacon Products if project requirements vary from standard configuration. • Available with Energeni for optional set dimming, timed dimming with simple delay, or timed dimming based on time of night (see www.beaconproducts.com/products/energeni). • In addition, Viper can be specified with SiteSync™ wireless control system for reduction in energy and maintenance costs while optimizing light quality 24/7. For more details, see ordering information or visit: www.hubbelllighting.com/sitesync Installation: • Mounting options for horizontal arm, vertical tenon or traditional arm mounting available. Mounting hardware included. Finish: • IFS polyester powder-coat electrostatically applied and thermocured. IFS finish consists of a five stage pretreatment regimen with a polymer primer sealer and top coated with a thermoset super TGIC polyester powder coat finish. • The finish meets the AAMA 2604 performance specification which includes passing a 3000 hour salt spray test for corrosion resistance and resists cracking or loss of adhesion per ASTM D522 and resists surface impacts of up to 160 inch-pounds. Listings: • DesignLights Consortium (DLC) qualified, consult DLC website for more details: http:// www.designlights.org/QPL • Listed to UL1598 and CSA22.2#250.0-24 for wet locations and 40°C ambient temperatures • 3G rated for ANSI C136.31 high vibration applications with SF2 mounting • IDA approved Warranty: Five year limited warranty for more information visit: www.hubbelllighting.com/resourceswarranty DIMENSIONS MOUNTING OPTIONS Front B A C D PK2 2-3/8” Adjustable Knuckle 27.90” 6 . 6 3 ” Accepts 2 3/8” OD tenon, min 4” long. 2-3/8” OD Slip Fitter (SF2) Side View Back View A B 29.12” 24.19” (740 mm) (614 mm) Weight: 25.0 lbs (11.3 kg) C 14.25” (362 mm) D 4.13” (105 mm) EPA 1.2 ft2 Rectangular Arm (RA)Side View Back View *3000K and warmer CCTs only 29.94” 6 ” 2. 3 8 ” 1” 5” 5.50” 6” 2.38” WB Wall Bracket SERIES Beacon Products • 2041 58th Avenue Circle East Bradenton, FL 34203 • Phone: 800-345-4928 Due to our continued efforts to improve our products, product specifications are subject to change without notice. © 2016 BEACON PRODUCTS, All Rights Reserved • For more information visit our website: www.beaconproducts.com • Printed in USA SPEC 2/17design . performance . technology VP-L SERIES VP-L Viper MOUNTING GENI-XX6 energeni SWP1,5 SiteSync Wireless Pre-Commission SWPM2,5 SiteSync Wireless Pre-Commission w/ Motion Detection ENGINE-WATTS 64NB-135 135W LED array 80NB-180 180W LED array 80NB-235 235W LED array 96NB-220 220W LED array 96NB-280 280W LED array 96NB-395 395W LED array ELECTRICAL OPTIONS PCR-TL 7 pin twist lock receptacle with photo control PRC-SC 7 pin twist lock recep- tacle with shorting cap 2PF7 dual pow- er feed PCRU 7 pin twist lock recep- tacle HOUSE SIDE SHIELD OPTIONS HSS-90 house side shield 90o HSS-180 house side shield 180o BLC3 backlight control MOUNTING OPTIONS RA rectangular arm for round or square pole mount. Round Pole Adapter included. SF2 2 3/8” OD slip-fitter PK2 2 3/8” adjustable knuckle WB wall bracket (use with SF2 or PK2), SF2 standard SENSOR OPTIONS MDD2,5 motion dimming detector BIRD DETERRENT BSP bird spike 1 Must specify group and zone information at time of order. See www.hubbelllighting.com/sitesync for further details 2 Specify time delay; dimming level and mounting hight. 3 T4 optic only 4 To rotate optics left or right 90 degrees, specify L or R after the optical distribution example T4L. 5 Not available with other control or sensor options 6 When ordering Energeni, specify the routine setting code (example GENI-04). See Energeni brochure and instructions for setting table and options. Not available with sensor options. 7 Not available for 347V or 480V input. ORDERING EXAMPLE: VP-L/96NB-280/4K/T4/UNV/PCR-TL/BLC/RA/BBTORDERING INFORMATION LED COLOR 3K 3000K 4K 4000K 5K 5000K LEFT ROTATED OPTIC RIGHT ROTATED OPTIC Catalog Number Description SWUSB*SiteSync loaded on USB flash drive (Windows based only) SWTAB*SiteSync Windows Tablet SWBRG+SiteSync Wireless Bridge Node * When ordering with SiteSync, one of the interface options must be chosen and ordered separately. Each option contains the SiteSync License, GUI and Bridge Node. + If needed, an additional Bridge Node can be ordered. Accessories and Services (Ordered Separately) SiteSync Lighting Control is available from our most popular brands in a broad range of award-winning product families. OPTICS4 T1 Type I T2 Type II T3 Type III T4 Type IV T5R Type V, rectangular T5QM Type V, square medium T5W Type V, round wide FR Front row auto optic LEFT RIGHT OPTICS4 T1L Type 1 left T1R Type 1 right T2L Type 2 left T2R Type 2 right T3L Type 3 left T3R Type 3 right T4L Type 4 left T4R Type 4 right FRL Front row left FRR Front row right VOLTAGE UNV 120-277V 347V 347K 480V 480V FINISH BBT Basic Black Textured BMT Black Matte Textured WHT White Textured MBT Metallic Bronze Textured BZT Bronze Textured DBT Dark Bronze Textured GYS Gray Smooth DPS Dark Platinum Smooth GNT Green Textured MST Metallic Silver Textured MTT Metallic Titanium Textured OWI Old World Iron RAL ____________ DesignLights Consortium qualified. Consult DLC website for more details: http://www.designlights.org/QPL PRECOMMISSIONED SITESYNC ORDERING INFORMATION: When ordering a fixture with the SiteSync lighting control option, additional information will be required to complete the order. The SiteSync Commissioning Form or alternate schedule information must be completed. This form includes Project location, Group information, and Operating schedules. For more detailed information please visit www.HubbellLighting.com/products/sitesync or contact Hubbell Lighting tech support at (800) 345-4928. SiteSync fixtures with Motion control (SWPM) require the mounting height of the fixture for selection of the lens. Examples: VP-S/80NB-235/5K/T3/UNV/SWP/RA/DBT SiteSync only VP-S/80NB-235/5K/T3/UNV/SWPM-20F/RA/DBT SiteSync with Motion Control MDD ORDERING INFORMATION: When ordering a fixture with the motion detection option (MDD), please specify the appropriate information. These settings are specified in the ordering as shown in the example below. VP-S/80NB-235/5K/T3/UNV/MDD - __________ - __________ - _____ / RA/DBT1 to 30 min.33% or 50%?? High to Dim Delay Low Level Mounting Height (ft.) Beacon Products • 2041 58th Avenue Circle East Bradenton, FL 34203 • Phone: 800-345-4928 Due to our continued efforts to improve our products, product specifications are subject to change without notice. © 2016 BEACON PRODUCTS, All Rights Reserved • For more information visit our website: www.beaconproducts.com • Printed in USA SPEC 2/17design . performance . technology 5K (5000K nominal, 70 CRI) 4K (4000K nominal, 70 CRI) 3K (3000K nominal, 70 CRI) # LED’S DRIVE CURRENT (MILLIAMPS) SYSTEM WATTS DISTRIBUTION TYPE LUMENS LPW1 B U G LUMENS LPW1 B U G LUMENS LPW1 B U G 64 625 mA 136W FR/T1 15922 116 2 0 1 15762 115 2 0 1 13534 99 2 0 1 T2 14274 104 3 0 3 14131 103 3 0 3 12133 89 3 0 3 T3 14137 103 3 0 3 13996 102 3 0 3 12017 88 3 0 3 T4 15511 113 2 0 4 15356 112 2 0 3 13184 96 2 0 3 T5QM 15511 113 4 0 2 15356 112 4 0 2 13184 96 3 0 2 T5R 15785 115 4 0 4 15627 114 4 0 4 13417 98 4 0 4 T5W 15372 112 4 0 2 15217 111 4 0 2 13067 95 4 0 2 80 700 mA 180W FR/T1 21132 117 2 0 2 20322 113 2 0 2 17447 97 2 0 2 T2 18888 105 3 0 4 18699 104 3 0 4 16055 89 3 0 3 T3 18700 104 3 0 3 18513 103 3 0 3 15895 88 3 0 3 T4 20571 114 3 0 4 20365 113 3 0 4 17485 97 3 0 3 T5QM 20571 114 4 0 2 20365 113 4 0 2 17485 97 4 0 2 T5R 20944 116 4 0 4 20733 115 4 0 4 17803 99 4 0 4 T5W 20290 113 5 0 3 20088 112 5 0 3 17065 95 4 0 2 80 875 mA 235W FR/T1 24866 106 2 0 2 24615 105 2 0 2 21136 90 2 0 2 T2 23070 98 3 0 4 22839 97 3 0 4 19609 83 3 0 4 T3 21947 93 3 0 4 21725 92 3 0 4 18655 79 3 0 3 T4 24360 103 3 0 4 24028 102 3 0 5 20632 88 3 0 4 T5QM 23138 98 4 0 2 22905 97 4 0 2 19667 84 4 0 2 T5R 24779 105 5 0 5 24541 104 5 0 5 21070 90 4 0 4 T5W 24175 103 5 0 3 23931 102 5 0 3 20548 87 5 0 3 96 700 mA 220W FR/T1 25358 113 2 0 2 25104 112 2 0 2 21554 96 2 0 2 T2 22665 101 3 0 4 22438 100 3 0 4 19265 86 3 0 4 T3 22440 100 3 0 4 22216 99 3 0 4 19134 86 3 0 3 T4 24685 110 3 0 5 24438 109 3 0 5 20982 94 3 0 4 T5QM 24685 110 4 0 2 24438 109 4 0 2 20982 94 4 0 2 T5R 25133 112 5 0 5 24882 111 5 0 5 21363 96 4 0 4 T5W 24349 109 5 0 3 24106 108 5 0 3 20803 93 5 0 3 96 875 mA 280W FR/T1 29839 106 3 0 2 29541 105 3 0 2 25363 90 2 0 2 T2 27369 98 4 0 5 27096 97 4 0 5 23264 83 3 0 4 T3 26336 93 3 0 4 26073 92 3 0 4 22365 79 3 0 4 T4 29129 102 3 0 5 28837 103 3 0 5 24759 88 3 0 5 T5QM 28890 103 5 0 3 28601 102 5 0 3 24556 88 4 0 2 T5R 29185 105 5 0 5 28893 104 5 0 5 24809 89 5 0 5 T5W 29011 102 5 0 4 28720 101 5 0 4 24263 86 5 0 3 96 1225mA 395W FR/T1 39653 101 3 0 2 39260 100 3 0 2 33371 85 3 0 2 T2 35997 91 4 0 5 35641 90 4 0 5 30295 77 4 0 5 T3 35840 91 4 0 5 35485 90 4 0 5 30162 77 3 0 4 T4 35455 90 3 0 5 35104 89 3 0 5 29839 76 3 0 4 T5QM 38388 97 5 0 3 38008 96 5 0 3 32306 82 5 0 2 T5R 39117 99 5 0 5 38730 98 5 0 5 32921 83 5 0 5 T5W 36984 93 5 0 4 36528 93 5 0 4 31049 79 5 0 4 PERFORMANCE DATA 1 Lumen values are from photometric tests performed in accordance with IESNA LM-79-08. Data is considered to be representative of the configurations shown. Actual performance may differ as a result of end-user environment and application. Beacon Products • 2041 58th Avenue Circle East Bradenton, FL 34203 • Phone: 800-345-4928 Due to our continued efforts to improve our products, product specifications are subject to change without notice. © 2016 BEACON PRODUCTS, All Rights Reserved • For more information visit our website: www.beaconproducts.com • Printed in USA SPEC 2/17design . performance . technology PROJECTED LUMEN MAINTENANCE AMBIENT TEMP.0 25,000 50,000 1TM-21-11 60,000 100,000 Calculated L70 (HOURS) 25°C / 77°C 1 0.95 0.93 0.93 0.89 >377,000 1 Projected per IESNA TM-21-11 Data references the extrapolated performance projections for the 700mA base model in a 25°C ambient, based on 10,000 hours of LED testing per IESNA LM-80-08. AMBIENT TEMPERATURE LUMEN MULTIPLIER 0°C 32°F 1.02 10°C 50°F 1.01 20°C 68°F 1.00 25°C 77°F 1.00 30°C 86°F 0.98 40°C 104°F 0.98 # OF LEDS NUMBER OF DRIVERS DRIVE CURRENT (mA) INPUT VOLTAGE (V) SYSTEM POWER (w) CURRENT (Amps) 64 1 625 mA 120 135 1.4 277 0.63470.54800.3 80 2 700 mA 120 180 1.8 277 0.8 347 0.64800.5 80 2 875 mA 120 235 2.4 277 1.0 347 0.8 480 0.6 96 2 700 mA 120 220 2.2 277 1.0 347 0.8 480 0.6 96 2 875 mA 120 280 2.8 277 1.2 347 1.0 480 0.7 96 2 1225 mA 120 395 4.02771.73471.44801.0 ELECTRICAL DATA Use these factors to determine relative lumen output for average ambient temperatures from 0-40°C (32-104°F). 4” Suggested distance from top of pole 2.50” 2X Ø5/16” Ø5/8” Rectangular Arm Ø4” Pole Ø5” Pole Ø6” Pole DRILL PATTERN EPA Config.EPA 1 1.2 2 @ 90˚1.9 2 @ 180˚2.4 Config.EPA 3 @ 120˚ 3.0 3 @ 90˚3.1 4 @ 90˚3.8 Compatible with Pole drill pattern B3 PHOTOMETRICS Type II VP-L-96NB-280-5K-T2 Type V Square Medium VP-L-96NB-280-5K-TQM Type IV VP-L96NB-280-5K-T4 Type V Rectangular VP-L-96NB-280-5K-T5R Type V Round Wide VPL-96NB-280-5K-T5W Front Row Auto Optic / Type I VP-L-96NB-280-5K-FR VP-L-96NB-280-5K-T1 Type I VP-L-96NB-280-5K-t1 Type III VP-L-96NB-280-5K-T3 25‘ 25’25‘75‘ 100’ 100‘ 50‘ 50‘ 75‘ 50‘ 25‘75‘.5fc1fc 2fc 100‘ 25‘ 25’25‘75‘ 100’ 100‘ 50‘ 50‘ 75‘ 50‘ 25‘75‘1fc2fc 100‘ .5fc 25‘ 25’25‘75‘ 100’ 100‘ 50‘ 50‘ 75‘ 50‘ 25‘75‘ .5fc 1fc 2fc 100‘ 25‘ 25’25‘75‘ 100’ 100‘ 50‘ 50‘ 75‘ 50‘ 25‘75‘.5fc 1fc 2fc 25‘ 25’25‘75‘ 100’ 100‘ 50‘ 50‘ 75‘ 50‘ 25‘75‘ 2fc 100‘1fc .5fc 25‘ 25’25‘75‘ 100’ 100‘ 50‘ 50‘ 75‘ 50‘ 25‘75‘2fc 100‘ 1fc .5fc 25‘ 25’25‘75‘ 100’ 100‘ 50‘ 50‘ 75‘ 50‘ 25‘75‘ 1fc 2fc 100‘ .5fc 25‘ 25’25‘75‘ 100’ 100‘ 50‘ 50‘ 75‘ 50‘ 25‘75‘ 2fc 100‘1fc .5fc 25‘ 25’25‘75‘ 100’ 100‘ 50‘ 50‘ 75‘ 50‘ 25‘75‘2fc 100‘ 1fc .5fc 25‘ 25’25‘75‘ 100’ 100‘ 50‘ 50‘ 75‘ 50‘ 25‘75‘ .5fc 1fc 2fc 100‘ 25‘ 25’25‘75‘100’ 100‘ 50‘ 50‘ 75‘ 50‘25‘75‘ .5fc 1fc2fc 100‘ 25‘ 25’25‘75‘ 100’ 100‘ 50‘ 50‘ 75‘ 50‘ 25‘75‘ .5fc1fc2fc 100‘ PROJECT NARRATIVE Mission Hills Senior Living Hwy 101 and 212, Chanhassen, Minnesota Project Team: Owner/Developer Design Lead / Architecture Headwaters Development Sperides Reiners Architects, Inc. 17550 Hemlock Avenue 4200 West Old Shakopee Road Lakeville, MN 55044 Bloomington, MN 55437 Contact: Michael Hoagberg, Managing Member Contact: Eric A. Reiners, AIA Phone: 952‐378‐4386 Phone: 952‐996‐9662 Email: mhoagberg@headwatersdevelopment.biz email: eric@sra‐mn.com Facility Operator Civil Engineer Ebenezer BKBM Engineers 2722 Park Ave. South 5930 Brooklyn Blvd. Minneapolis, MN 55407 Minneapolis, MN 55429 Contact: Susan Farr Contact: Keith Matte, PE Phone: 612‐874‐3460 Phone: 763‐843‐0464 Structural Engineer Surveyor BKBM Engineers Sunde Land Surveying 5930 Brooklyn Blvd. 9001 East Bloomington Freeway Ste. 118 Minneapolis, MN 55429 Bloomington, MN 55420 Contact: Tina Wyffles Contact: Lenny Carlson, PLS Phone: 763‐843‐0420 Phone: 952‐881‐2455 General Contractor Traffic Engineer Engelsma Construction, Inc. SRF Consulting Group, Inc. 7119 31st Avenue North One Carlson Parkway North, Suite 150 Minneapolis, MN 55427 Minneapolis, MN 55447‐4443 Contact: Jeff Engelsma Contact: Jordan Schwarze, PE Phone: 763‐536‐9200 Phone: 763‐452‐4787 PROJECT SITE DATA Parcel Basics The existing site is currently an undeveloped, 8.64 acre parcel identified as Mission Hills Third Addition. The property is bounded by Trunk Highway 101 to the west, Trunk Highway 212 to the south, 86th Street West on the north, and Mission Hills Outlot B with previously developed townhomes to the east. Project Land Use Data The project site falls under the Chanhassen Mixed‐Use guiding (Commercial/Residential), and the Mission Hills PUD Neighborhood Commercial zoning, and was unanimously approved for the development of Mission Hills Senior Living by the Planning Commission and the City Council in February of 2015. Additionally, this resubmittal and application specifically requests the approval of a child daycare on‐site as a conditional use. The proposed daycare is to be accommodated within the footprint of the main housing structure and occupies approximately 8,600SF. The daycare provides child care for up to 90 children. Under the permitted residential land use for the parcel, residential density calculations as provided by Planning Staff, is comprised of 16 allowable residential units per acre across the 7.72 net site acres (123.5 units), plus 33 total residential units of un‐used unit density from the original Mission Hills PUD development. The result is a total allowable zoned site density of 156 residential units. Mission Hills PUD does not specifically govern parking, hardcover, setbacks or building heights and these components of the proposed development will be guided by the city’s underlying district guidelines. City ordinance requires one parking space for every three assisted living units, plus parking for visitors and staff. Refer to the matrix below for a parking summary illustrating required and provided parking. Parking Required Provided Independent Living Unit 1 per townhouse unit = 16 16 Assisted Living Unit 1 for every 3 assisted unit = 46 84 136 total Assisted Living Units Staff (maximum shift) 1 per employee = 24 33 Child‐Care 1 for every 6 children of 15 design capacity of 90 children Guests & Visitors 38 TOTAL PARKING 101 + Visitors 186 The site will have a total of 86 surface parking spaces for staff and visitors. This is comprised of 75 spaces directly in front of the main building, and 11 spaces for town home guests. The main building will also have 84 underground parking spaces, and the town home villas will have 16 individual garage stalls bringing the site total to 186 parking spaces. In addition, the driveways leading to each of the town homes has been planned with a minimum length of twenty feet to accommodate additional parking directly in front of each unit if required. Since most of our residents are not expected to drive, we expect many of our employees will park under the main building which will leave surface spaces for visiting friends and relatives. PROJECT DEVELOPMENT DATA Program The site will be developed and finished to accommodate a 136‐unit, senior housing structure whose primary focus will be to provide independent living, assisted living and memory care apartments to senior citizens together with a full continuum of care allowing the residents to comfortably age in place, while supported by the full range of additional services provided by Ebenezer, the facility operator. In addition, there will be a 6 classroom and 1 infant room childcare center on the first floor of the housing structure. Ebenezer has had great success in programming and providing for inter‐generational care at the Ebenezer Ridges Campus in Burnsville. To quote the Ebenezer Ridges Inter‐Generational program description: This innovative program provides day care for young children and includes interaction with participants in an adult day program for seniors. Something magical happens every day at the Ebenezer Intergenerational Day Program when the young and the old spend time together. As they help each other and learn from one another, an unmistakable bond forms that rises above differences in age and ability. Building on Ebenezer’s faith‐based heritage, our intergenerational program helps bridge the generation gap. Children learn respect for older adults and compassion for their physical limitations. Older adults maintain self‐worth by sharing their lives and experiences. Children bring life, spirit and joy to seniors on the campus, keeping them young at heart. The attention and encouragement of seniors helps children flourish. Ebenezer Ridges Intergenerational Program received national recognition two years in a row. The 2009 Generations United Shared Site Award and the 2010 Generations United/MetLife Foundation Intergenerational Shared Site Excellence Award recognize excellence in bringing generations together. Additionally, the site will contain eight (8) twin homes, adding sixteen more independent living units to the development. These single story twin homes will be located on the north end of the site and closest to the site entrance and West 86th Street. Total planned residential units on site will remain at 152 ‐ the same as defined in the 2015 project approvals . The site will include a series of amenities for the residents as well. These amenities include patios, gardens, and walking paths. The walking paths will connect to the central site circulation as well as the public sidewalk along west 86th Street that was developed as a part of the original Mission Hills development P.U.D. Site The existing site is currently undeveloped, roughly graded for agricultural use, and contains only volunteer vegetation with the exception of its boundary with the town home property to the east, which is densely planted. Many of the mature volunteer trees along the east and north boundaries of the site will be preserved as a part of the final development plan. Under this development plan, however, the site will be re‐graded to accommodate the planned building and necessary infrastructure and construction. Impervious surface coverage for this site was not redefined in the original P.U.D. and thus, the city ordinance for this development type will govern, limiting hardcover to 50% and requiring a minimum of 50% green space. As illustrated in the summary matrix below and the summary tables on the Civil Engineering sheets in the submittal set, the green space requirement is met. Developed property area: 376,546 SF 8.644 Acres Building footprints: 81,255 SF 1.865 Acres Total impervious surface area: 179,903 SF 4.13 Acres 47.80% of Site Total green surface area: 196,456 SF 4.51 Acres 52.20% of Site Engineering and Utilities Project civil engineers, BKBM Engineers, together with city engineering staff have worked closely in preliminary stages to accommodate and properly configure the building development, site coverage and storm water management, as well as the requisite utility connections. Storm water management plan, including collection, treatment, infiltration, rate control and discharge are fully explained and detailed within the submittal drawings. These components of the site design are substantially unchanged from the designs that were approved by the city and watershed in 2015, but have been modified and updated to reflect the changes required by the introduction of the child daycare program. Building Design The main building will be a four‐story wood frame structure over a concrete and precast basement – a structural configuration and height implemented elsewhere in Chanhassen at developments such as SummerWood of Chanhassen located just north of this proposed development site. The basement level will house utility, storage and inside parking functions for the structure. The ground floor will welcome residents and visitors through the main entrance with a covered drop‐off and house most of the building’s public spaces. These include commercial kitchen and dining rooms, and connection to the rest of the development amenities. Ground floor will also encompass the primary health care functions, guest suite, a closed 28‐suite memory care wing, and nine of the assisted living apartment units will be on the first level. The child day‐care is also housed on the first floor with direct connections to the exterior playground. All of the functions of the child day‐care are contained on the first‐floor east wing of the building. These include 6 classrooms, 1 infant room, support spaces and an intergenerational room that connects from the child day‐care to the activity area of the adult housing. Levels two and three will contain another 65 resident apartments varying in size from 514 SF studios to 1,224 SF, two‐bedroom, two‐bath residences. Selected residences are provided with balconies and other unit amenities. Each floor also contains spaces for health care attendants, and common area functions such as laundry (to supplement washer/ dryers available in most units). Level four will house the final 34 residential units. Once again, a cross‐section of larger units are provided with balconies to take advantage of wonderful views over the surrounding areas. The fourth level also provides additional resident common areas, a library that overlooks the entire site, and out toward Lake Susan to the northwest. Exterior building materials will be masonry and painted siding, and the structure will have sloped shingle roofs. Gutters and downspouts will discharge on grade and into catch basins that will flow through storm water treatment areas – on grade and/or below grade – prior to exiting the site. Once again, storm water management plan, including collection, treatment, infiltration, rate control and discharge are fully explained and detailed within the submittal civil drawings. The twin home villas will capture some of the details from the main building creating an aesthetic synthesis of building components across the site, and each individual independent twin home will contain approximately 1,186 finished square feet, plus the single inside garage stall. Miscellaneous Building Components Mechanical screening as required by city ordinance is very limited as most of the mechanical systems are contained within the structure. Limited screening, where required, will be achieved by roof screens designed to coordinate with the building architecture. Site trash enclosure is not illustrated in the development plan and will not be used. Interior trash rooms are utilized in the facility plan, dumpsters will be rolled out on collection days, and back inside to trash rooms following pick up. Site deliveries, move‐in/move‐out, and building service including trash collection are all achieved on the southwest corner of the building and site at the building’s lower level. This service entry point and its access drive are the most remote from neighboring residents and away from all neighborhood traffic and views. Traffic Study A traffic study was completed by SRF Consulting Group, Inc. The main objectives of this study were to review existing operations within the study area, evaluate the traffic impacts to the adjacent roadway network, and recommend any necessary improvements to accommodate the proposed development. Furthermore, this study also provided a comparison between the traffic impacts associated with the proposed development, and those associated with the maximum potential traffic demand under the proposed zoning, which is assumed to be market rate apartments. Results of the year 2017 build intersection capacity analysis indicate that all study intersections are expected to continue operating at an acceptable range or better during the a.m. and p.m. peak hours. In addition, no significant side‐street delays or queuing issues were observed in the traffic simulation at the study intersections. Given the minimal anticipated impact caused by the proposed development on study area traffic operations, roadway improvements are not required under year 2017 build conditions from a traffic operations perspective. An alternative land use scenario was also reviewed to understand the impacts of the highest intensity use allowed under the proposed zoning, which was assumed to be market rate apartments. Approximately 175 apartment units were assumed, which would be expected to generate approximately 89 a.m. peak hour, 109 p.m. peak hour, and 1,164 daily trips. Even under this scenario, results of the year 2017 build intersection capacity analysis indicate that all study intersections are expected to continue operating within an acceptable range or better during the a.m. and p.m. peak hours under the alternate development scenario. In addition, once again under this heightened use scenario, no significant side‐ street delays or queuing issues were observed in the traffic simulation at the study intersections. Given the minimal anticipated impact caused by the alternate development on study area traffic operations, roadway improvements would not be required under year 2017 build conditions from a traffic operations perspective. SRF Consulting updated their traffic study from the 2015 approvals process to include the proposed daycare program and traffic use. Results of the existing intersection capacity analysis indicate that all study intersections currently operate at an acceptable overall LOS B or better during the a.m. and p.m. peak hours. No significant side‐street delays or queuing issues were observed in the field or traffic simulation at the study intersections. FACILITY OPERATIONS Ebenezer‐ Proposed Operator The proposed operator of our senior housing community is Ebenezer which is an affiliate of the Fairview Health System. This affiliation with Fairview provides substantial programmatic support and care options for community residents. We expect rapid change in senior care over the next 5 – 10 years as senior housing continues to evolve from a focus on simply housing and hospitality to a more integrated delivery of medical and social care. We believe Ebenezer will be our best option to provide high quality care alternatives for our residents. Ebenezer currently operates our 115‐unit senior housing community in Saint Louis Park (Towerlight on Wooddale) and is the proposed operator for the 137‐unit senior housing community we are building in Eagan which recently received final city approvals. Ebenezer is the second largest provider of senior living in Minnesota, and had $72.7 million of total operating revenue in 2013. Ebenezer operates 60 communities and manages more than 5,000 units throughout its portfolio in Minnesota. The portfolio includes Independent Living Communities, Assisted Living Communities, Memory Care Communities, Skilled Nursing Facilities, Transitional Care Centers, Adult Day Programs, and Child Care Programs. For more than 90 years, Ebenezer has helped older adults make their lives more independent, healthful, meaningful and secure by creating opportunities for residents to live vibrantly, and participate in the daily fabric of life. The City of Chanhassen Public Benefits of Senior Housing & Child Care A Day Care Center in an Assisted‐Living Facility Consider Ebenezer Ridges Day Care Center in Burnsville, Minn. This nondescript establishment is recognized locally as the preeminent program for toddlers and has a waiting list that befits its status, despite a small nonprofit budget. To what does Ridges attribute its success? The center became special when it decided to move inside an assisted‐living facility. Now, the kids have daily access to surrogate grandparents to teach and support them. Trent Stamp, Next Avenue Contributor to Forbes SEPT. 26, 2016 The proposed senior community will benefit the public by providing senior housing for the area so that seniors who have spent their lives in Chanhassen and the surrounding communities remain in the area. Many local seniors will be attracted by the health benefits of a senior housing community as an attractive alternative to the isolation of living alone and the burden of maintaining a home. The proposed facility will help to meet the current housing needs of seniors in the immediate area (several neighbors are on senior housing waiting lists), while also helping to meet the anticipated needs of unmet demand in the near future as projected by a recent independent market study. Senior Living is a great community partner – not only creating a place where people come to volunteer, but also housing people who are interested in contributing back to their surrounding community. Senior Housing residents participate in local churches, volunteer opportunities, and engage in the greater community. Senior Housing, and specifically the programs and activities promoted by Ebenezer, also support local economic development since seniors typically prefer to shop in their familiar community. In addition, Ebenezer brings stable, high quality jobs to the communities in which they operate. There is also no better neighbor than a senior citizen. They are light on the land, streets and park systems, yet senior communities create significant tax base without burdening infrastructure and school systems. Ebenezer prefers larger senior housing communities like the proposed Mission Hills Senior Living since operational efficiencies are gained through larger senior housing developments when compared to smaller ones. Some of the operating benefits of a larger building are listed below: i. A larger facility can afford to offer a broader range of healthcare services, options, and amenities to Chanhassen seniors while limiting disruptive moves from one facility to another for additional care. ii. Creating a larger pool of care staff helps to support stable services for our residents. More hours of care and therefore staffing can be offered to provide more consistent employment, rather than a lot of part‐time positions that are more difficult to fill with qualified care givers. This is expected to be increasingly important if the current shortage of qualified nurses continues, as we expect, as our population ages. iii. A larger building allows for more competitive wages and benefits at all levels of staff which typically translates to better care for our residents. iv. A larger facility offers more apartment options, which reduces the chance that families have to split up (i.e. one spouse needs Memory Care and the other can live in an Independent Unit, all under one roof) Additionally, this type of project also provides the public benefit of encouraging a turnover of single family housing in the area. When seniors move into these communities, neighborhoods typically experience younger families moving into the formerly senior owned housing stock which helps to revitalize these neighborhoods. Finally, in addition to construction jobs, Mission Hills Senior Living is expected to employ many people on site as care is provided to our residents 24 hours a day. The building is projected to employ over 50 individuals (FTEs) in a combination of full and part time positions. Mission Hills Senior Living Center and the City of Chanhassan 2030 Comprehensive Plan Following guidance from the City of Chanhassen 2030 Comprehensive Plan; the Mission Hills Senior Living Center addresses the Main Goal of: Achieving a mixture of development which will assure a high quality of life and a reliable tax goal: base. The Mission Hills Senior Living Center also accommodates and supports many of the policies that support the Main Goal of the 2030 Comprehensive Plan, including: The plan should seek to establish sufficient land to provide for a full range of housing opportunities. These opportunities require that adequate land be designated for medium and high‐density land uses to ensure that the goal of housing diversity can be met regardless of temporary market fluctuations. HYDROLOGY CALCULATIONS FOR MISSION HILLS SENIOR LIVING CHANHASSEN, MN BKBM Job No. 15139 December 04, 2014 Revised February 18, 2015 Revised March 20, 2015 Revised March 16, 2017 Prepared for: Headwaters Development 17550 Hemlock Avenue Lakeville, MN 55044 Contact: Michael Hoagberg Prepared by: BKBM Engineers, Inc. 5930 Brooklyn Boulevard Minneapolis, Minnesota 55429-2518 (763) 843-0420 Project Information Calculator Version:Version 2: June 2014 Project Name:Mission Hills User Name / Company Name: BKBM Engineering Date:March 16, 2017 Project Description: Site Information Retention Requirement (inches): 1.1 Site's Zip Code:55317 Annual Rainfall (inches):29.9 Phosphorus EMC (mg/l):0.3 TSS EMC (mg/l):54.5 Total Site Area Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 4.5 4.5 Impervious Area (acres) 4.14 Total Area (acres) 8.639999 Site Areas Routed to BMPs Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 4.5 4.5 Impervious Area (acres) 4.14 Total Area (acres) 8.64 Summary Information Performance Goal Requirement Performance goal volume retention requirement: 16531 ft3 Volume removed by BMPs towards performance goal: 3271 ft³ Percent volume removed towards performance goal 20 % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 11.3426 acre-ft Annual runoff volume removed by BMPs: 1.6879 acre-ft Percent annual runoff volume removed: 15 % Post development annual particulate P load:5.09 lbs Annual particulate P removed by BMPs: 2.85 lbs Post development annual dissolved P load: 4.16 lbs Annual dissolved P removed by BMPs: 2.71 lbs Percent annual total phosphorus removed:60 % Post development annual TSS load: 1681 lbs Annual TSS removed by BMPs: 1129 lbs Percent annual TSS removed:67 % BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) 1 - Bioretention basin (with underdrain)871 7866 871 6995 11 2 - Bioretention basin (with underdrain)754 2316 754 1562 33 3 - Bioretention basin (with underdrain)627 1517 627 890 41 4 - Bioretention basin (with underdrain)172 960 172 788 18 5 - Bioretention basin (with underdrain)710 5220 710 4510 14 side slope for area 7 8 200 8 192 4 side slope for area 1 0 0 0 0 0 2 - Swale main channel 38 559 38 521 7 3 - Swale main channel 91 439 91 348 21 Annual Volume Summary BMP Name Volume From Direct Watershed (acre-ft) Volume From Upstream BMPs (acre-ft) Volume Retained (acre-ft) Volume outflow (acre-ft) Percent Retained (%) 1 - Bioretention basin (with underdrain)5.0714 0 0.4874 4.584 10 2 - Bioretention basin (with underdrain)1.5552 0 0.3289 1.2263 21 3 - Bioretention basin (with underdrain)1.1123 0 0.2611 0.8512 23 4 - Bioretention basin (with underdrain)0.2904 0.3155 0.0875 0.5184 14 5 - Bioretention basin (with underdrain)2.0351 1.7702 0.4197 3.3856 11 side slope for area 7 0.2018 0 0.0233 0.1785 12 side slope for area 1 0.2803 0 0 0.2803 0 2 - Swale main channel 0.3375 0 0.022 0.3155 7 3 - Swale main channel 0.4586 0 0.0579 0.4007 13 Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 - Bioretention basin (with underdrain)2.28 0 1.15 1.13 50 2 - Bioretention basin (with underdrain)0.7 0 0.4 0.3 57 3 - Bioretention basin (with underdrain)0.5 0 0.29 0.21 58 4 - Bioretention basin (with underdrain)0.13 0.04 0.09 0.08 53 5 - Bioretention basin (with underdrain)0.91 0.34 0.64 0.61 51 side slope for area 7 0.09 0 0.01 0.08 12 side slope for area 1 0.13 0 0 0.13 0 2 - Swale main channel 0.15 0 0.11 0.04 75 3 - Swale main channel 0.21 0 0.16 0.05 76 Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 - Bioretention basin (with underdrain)1.86 0 1.19 0.67 64 2 - Bioretention basin (with underdrain)0.57 0 0.39 0.18 68 3 - Bioretention basin (with underdrain)0.41 0 0.16 0.25 39 4 - Bioretention basin (with underdrain)0.11 0.11 0.14 0.08 66 5 - Bioretention basin (with underdrain)0.75 0.48 0.79 0.44 64 side slope for area 7 0.07 0 0.01 0.06 12 side slope for area 1 0.1 0 0 0.1 0 2 - Swale main channel 0.12 0 0.01 0.11 7 3 - Swale main channel 0.17 0 0.02 0.15 13 TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 - Bioretention basin (with underdrain)752 0 480 272 64 2 - Bioretention basin (with underdrain)231 0 158 73 68 3 - Bioretention basin (with underdrain)165 0 114 51 69 4 - Bioretention basin (with underdrain)43 15 38 20 66 5 - Bioretention basin (with underdrain)302 90 252 140 64 side slope for area 7 30 0 3 27 12 side slope for area 1 42 0 0 42 0 2 - Swale main channel 50 0 35 15 70 3 - Swale main channel 68 0 49 19 72 BMP Schematic 5930 Brooklyn Boulevard, Minneapolis, MN 55429 763-843-0420 (F) 763-843-0421 425 Second Street SE, Suite 950, Cedar Rapids, IA 52401 319-365-4001 (F) 319-365-4002 104 Third Avenue NW, Suite 304, Mandan, ND 58554 701-220-8450 www.bkbm.com HYDROLOGY FOR MISSION HILLS SENIOR LIVING CHANHASSEN, MINNESOTA December 4, 2014 Revised February 18, 2015 Revised March 20, 2015 Revised March 16, 2017 EXISTING SITE DESCRIPTION The site is a 8.64 acre parcel located at the south west corner of the intersection of Highway 101 and 86th Street West. Currently the site is a farm field used for row crops. A majority of the site drains to the culverts/storm sewer located in the north east and south east corners of the site. A portion of the site drains to the adjacent property to the east. All drainage is via sheet flow and shallow concentrated flow. No storm water management is currently being provided for this site. EXISTING SITE DRAINAGE CHARACTERISTICS Detail 1/C500 of the Storm Water Pollution Prevention Plan (SWPPP) shows the existing delineated site drainage areas. Table 1 briefly summarizes the ground cover characteristics and drainage routing of each numbered drainage area. Most of the site drainage to each respective drainage point is via overland sheet flow and shallow concentrated flow. Table 1: Existing Site Drainage Descriptions (Refer to Detail 1/C500) Drainage Area No. Description Drainage Routes to: 1 North portion of the site, row crops Intersection of Highway 101 and 86th Street West 2 East portion of the site, row crops Intersection of Highway 101 and Highway 312 off ramp 3 South portion of the site, row crops Adjacent property to east EXISTING SITE DRAINAGE FLOW RATES HydroCAD was used to model the existing site hydrology. The NRCS Method of Abstractions was used in the model with Type II, 24-hour rainfall events from the NOAA Atlas 14 precipitation frequency estimates (refer to Table 3). NRCS curve numbers were derived based on topographic survey information (completed by Sunde Land Surveying) and information on cover and underlying soil types from geotechnical information from Braun Intertec Corporation. Table 2 lists the derived curve runoff numbers for each cover type. Peak runoff computations were performed for the 2-year, 10-year, and 100-year/24-hour return period rainfall events, listed in Table 3, and the 100-year 10-day snow melt event (10.9-inches in 10-days). The weighted curve number for each drainage area is based on a weighted average of each area of ground cover type as listed in Table 2. Peak HydroCAD runoff computations are summarized in Table 4 and are included as an appendix to this report. Table 4: Summary of Peak Runoff Rates: Existing Drainage Areas (Detail 1/C500) Drainage Area No. Time of Concentration (minutes) 24-hour Storm Events Peak Runoff Rates 2-year (cfs) 10-year (cfs) 100-year (cfs) Snow-Melt (cfs) 1 13.7 7.10 12.52 23.06 1.61 2 10.6 8.84 15.56 28.45 1.79 3 12.3 3.21 5.66 10.38 0.69 Total 19.15 33.74 61.89 4.09 PROPOSED DEVELOPMENT DESCRIPTION The proposed development will include the addition of an approximate 52,000 square foot senior housing and daycare building and 8 townhome buildings. parking, walking paths, and sidewalks will be provided to service the proposed building. Stormwater Management for the site will be provided via 5 filtration basins, sump catch basins, and grass swales. Due to the clay onsite soils, infiltration is not feasible. PROPOSED SITE DRAINAGE ROUTING Detail 2/C500 of the Storm Water Pollution Prevention Plan shows the proposed delineated site drainage areas. Table 5 gives a brief summary and routing of the proposed drainage patterns on site. Table 2: NRCS Hydrologic Soil Group and Runoff Curve Numbers Ground Cover Type Hydrologic Soil Group Curve Number (CN) Existing Pervious Area D 89 Proposed Pervious Area D 80 Paving/Buildings NA 98 Table 3: NOAA Atlas 14 24-hour Duration Storm Events for Each Return Period (inches) 2-year 10-year 100-year Snow-Melt 2.87” 4.26” 7.38” 7.20” Table 5: Proposed Site Drainage Descriptions (Refer to Detail 2/C500) Drainage Area No. Description Drainage Routes to: 1 Bituminous trail and grass area to south Sheet flows offsite to south 2 West parking lot and majority of building roof Sheet flows and open channel flows to onsite storm sewer which discharges into filtration basin #1 3 Portion of building roof and patio area west of senior building. Sheet flows and open channel flows to filtration basin #2 4 Portion of townhome roofs, parking, and grassy area. Sheet flows and open channel flows to filtration basin #3, overflows to filtration basin #5 5 Portion of town home roofs and main drive Sheet flows and open channel flows to filtration basin #4, overflows to filtration basin #5 6 Portion of town home roofs, grass swale, and town home drive access Sheet flows and open channel flows to filtration basin #5, overflows to northeast corner of site 7 Townhome roof and grass area to northwest. Sheet flows and open channel flows to northwest corner of site. PROPOSED SITE STORM WATER TREATMENT HydroCAD was used to model the proposed site hydrology. The NRCS Method of Abstractions was used with Type II, 24-hour rainfall events from the NOAA Atlas 14 precipitation frequency estimates (refer to Table 3). NRCS curve numbers were derived based on a weighted average of each area of ground cover type. Refer to Table 2 for runoff curve numbers used in the proposed computations. The project is located within the Riley Purgatory Bluff Creek Watershed District and the City of Chanhassen. The most stringent treatment and runoff standards for the two agencies are the following; Water Quality – Provide for at least sixty percent (60 percent) annual removal efficiency for total phosphorus, and at least ninety percent (90%) annual removal efficiency for total suspended solids from site runoff. The onsite abstraction of runoff may be included in demonstrating compliance with the total suspended solids and total phosphorus removal requirements. Volume Control – Provide for the abstraction onsite of 1.1 inches of runoff from impervious surface of the parcel; • Where infiltration or filtration facilities, practices or systems are proposed, pretreatment of runoff must be provided. • The bottom of infiltration facilities must be at least three feet above the seasonal high water table. Peak Stormwater Runoff Control – Limit peak runoff flow rates to that from existing conditions for the 2-, 10- and 100-year frequency storm events using a nested 24- hour rainfall distribution, and a 100-year frequency, 10-day snowmelt event, for all points where stormwater discharge leaves the site; To meet the above requirements a series of filtration basins are being proposed. Pretreatment to the filtration basins is being provided via sump catch basins and grass swales. A MIDS model was run for the site to demonstrate compliance with the water quality requirement. The inputs and results of the MIDS model are provided as an attachment to this report. Infiltration is not feasible for this site due to the presence of clay soils. In liu of using infiltration to meet the volume control requirement, the filtration basins have been sized to fully filter 1.1 inches over the impervious areas. See Table 6. However, the draintile within the filtration basins have been raised above the native soils by approximately 3” to promote infiltration into the clay soils. This will remove approximately 1.69 acre feet on an annual basis, please refer to the MIDS results. Table 6: Filtration Requirement Filtration Basin Impervious Area to Basin (Acre) 1.1” of Stormwater Runoff Over Impervious Areas (CF) Filtered Volume Provided 1 1.97 7,866 13,575 2 0.58 2,316 8,721 3 0.38 1,517 12,851 4 0.25 998 317 5 0.91 3,634 5,843 Total 4.09 16,331 41,307 Table 7 shows a summary of the peak runoff rates for the proposed conditions. Table 8 compares the existing site runoff rates with the proposed site runoff rates. Table 6: Summary of Peak Runoff Rates: Proposed Drainage Areas (Detail 2/C500) Drainage Area No. Time of Concentration (minutes) 24-hour Storm Events Peak Runoff Rates 2-year (cfs) 10-year (cfs) 100-year (cfs) Snow-Melt (cfs) 1 5.0 0.99 2.05 4.25 0.24 2 5.0 - - - - 3 5.0 - - - - 4 5.0 - - - - 5 5.0 - - - - 6 5.0 - - - - 7 5.0 0.54 1.01 1.96 0.11 Filtration Basin #1 0.96 8.03 12.70 1.40 Filtration Basin #2 0.15 0.17 2.85 0.15 Filtration Basin #3 - - - - Filtration Basin #4 - - - - Filtration Basin #5 1.74 7373 18.81 1.19 Total 4.38 18.99 40.57 3.09 Table 7: Comparison of Peak Runoff Rates: Existing vs. Proposed (cfs) Condition 2-year/ 24-hr 10-year/ 24-hr 100-year/ 24-hr Snow-Melt 10-day Existing 19.15 33.74 61.89 4.09 Proposed 4.38 18.99 40.57 3.09