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Geotechnical Report
PREPARED BY: REPORT PREPARED FOR: Café Zupas Sandy, UT A REPORT FOR GEOTECHNICAL EXPLORATION PROGRAM Café Zupas Chanhassen, MN APRIL 2023 Geotechnical Exploration Program Café Zupas Chanhassen, MN April 19, 2023 Prepared For: Edgar Cepuritis Café Zupas 460 Universal Circle Sandy, UT 84070 (312)-208-2887 Prepared By: Westwood Professional Services, Inc. 12701 Whitewater Drive, Suite 300 Minnetonka, MN 55343 Westwood Project Number: R0042319.00 Café Zupas | Café Zupas Chanhassen, MN Geotechnical Exploration Program 2 | Confidential and Proprietary. Westwood Professional Services, Inc. Table of Contents 1.0 Introduction ...........................................................................................................................1 1.1 Project Information ................................................................................................................... 1 1.2 Existing Site Conditions ............................................................................................................. 1 1.3 Scope of Work ........................................................................................................................... 1 1.4 Purpose of Report ..................................................................................................................... 2 2.0 Exploration Program Results ...................................................................................................2 2.1 Scope of Exploration.................................................................................................................. 2 2.2 Subsurface Conditions ............................................................................................................... 3 2.3 Water Level Observations ......................................................................................................... 3 2.4 Laboratory Tests ........................................................................................................................ 4 3.0 Engineering Review .................................................................................................................4 3.1 Project Data ............................................................................................................................... 4 3.2 Subsurface Profile and Soil Engineering Properties .................................................................. 5 3.3 Bearing Capacity and Settlement Review ................................................................................. 5 4.0 Design Recommendations .......................................................................................................5 4.1 Building Foundation .................................................................................................................. 5 4.2 Slab-on-Grade ............................................................................................................................ 6 4.3 Lateral Earth Pressure ............................................................................................................... 6 4.4 Surface Drainage ....................................................................................................................... 6 4.5 Pavement Section ...................................................................................................................... 7 5.0 Construction Recommendations ..............................................................................................7 5.1 Site Preparation ......................................................................................................................... 7 5.2 Excavation ................................................................................................................................. 8 5.3 Structural Fill and Backfill .......................................................................................................... 8 5.4 Utilities ...................................................................................................................................... 9 6.0 Summary and Conclusions ..................................................................................................... 10 7.0 Standard of Care ................................................................................................................... 11 Tables Table 1 – Summary of Soil Parameters ................................................................................................5 Appendices Appendix A: Soil Boring Locations Appendix B: Soil Boring Log Notes & Logs Appendix C: Field Exploration Procedures Appendix D: Classification of Soils Café Zupas | Café Zupas Chanhassen, MN Geotechnical Exploration Program 1 | Confidential and Proprietary. Westwood Professional Services, Inc. 1.0 Introduction 1.1 Project Information Geotechnical engineering services for the proposed Café Zupas development in Chanhassen, Minnesota, was performed by Westwood Professional Services (Westwood). Westwood understands that this building and accompanying drive-thru pavement region is part of an out lot within the Phillips Edison, West Village development project. Westwood understands that Café Zupas is planning to construct a single-story restaurant building with a surrounding drive-thru. The proposed building will be approximately 3,000 square feet with approximate dimensions of 50 feet in a north-south orientation by 60 feet in an east-west orientation. The focus of this geotechnical investigation is for the proposed building. As part of this effort, Westwood conducted a subsurface geotechnical investigation to determine the subsurface soil and water profile and soil engineering properties. The soil properties were used to review foundation design properties and construction considerations for the proposed building. Pavement recommendations are also provided. Design and construction recommendations were also developed for the slabs-on-grade and site preparation. 1.2 Existing Site Conditions The project is in the east central region of Chanhassen, which is a suburban city, located in Carver County, about 20 miles southwest of downtown Minneapolis. The proposed building site is on the north side of W 78th Street which is also County Road 16 and approximately 700 feet west of Kerber Boulevard. The site is currently in use as a parking lot for an existing strip mall development identified as West Village Center. The proposed building will be just northeast of the southwest driveway entrance into the existing strip mall site. The existing parking lot is asphaltic pavement with concrete curb and gutter. Several landscape islands divide the parking stalls and border the parking lot limits. No overhead utilities are within the project site. Pedestrian sidewalks extend along W 78th Street and along the west side of the driveway entrance. The existing development region was previously agricultural farmland with the farmstead located in the north central region of the parking lot. 1.3 Scope of Work The geotechnical work scope for this project was as follows: 1. Confirmed proposed soil boring quantities, depths, and locations with the client prior to drilling. 2. Laid out and staked soil borings. 3. The drilling subcontractor, Glacial Ridge Drilling, Inc., performed the following on-site subsurface exploration: a. Mobilized a truck mounted drill rig to the site. b. Contacted Gopher One-Call for utility locates prior to performing the on-site subsurface exploration. c. Performed a subsurface investigation using standard penetration test (SPT) sampling methods based on locations provided by Westwood. Three (3) soil borings were performed within the building footprints each to a depth of 15 feet below ground surface (bgs) and sampled at 2½- foot sampling intervals. Café Zupas | Café Zupas Chanhassen, MN Geotechnical Exploration Program 2 | Confidential and Proprietary. Westwood Professional Services, Inc. d. Filled the boreholes in compliance with Minnesota Department of Health sealing requirements for temporary borings per Minnesota Rules, Chapter 4725. e. Cold patch pavement of borings located in the existing parking area. f. Disposed of all soil cuttings for all borings on the site. g. Returned samples obtained to the Westwood laboratory. 4. Performed standard classification by a geotechnical engineer according to Unified Soils Classification System (USCS) classification. 5. Performed laboratory testing of soils to aid in classification of soils and to provide required engineering design parameters. Laboratory testing of soils was based on soils encountered and representative samples of the soil. Laboratory testing included: a. Moisture content of all soil samples. b. Spring penetrometer testing for estimates of unconfined compressive strength from split-spoon soil samples where cohesive soils were encountered. c. Falling head hydraulic conductivity of soils samples. 6. Prepared a geotechnical report to include the following items: a. Building recommendations for shallow foundation support, including allowable soil bearing pressures, total and differential settlement estimates, lateral earth pressure recommendations pending any below grade walls including active, at-rest, and passive earth pressure coefficients, and recommendations for modulus of subgrade reaction for slabs on grade. b. Pavement recommendations for asphaltic pavement design. c. Construction recommendations for site preparation considerations, excavation and backfill methods as well as ground and surface water control considerations. d. Computer generated soil boring logs following USCS criteria, laboratory test results, surface and subsurface site conditions, water level information, exploration procedures, and soil boring location plan drawing. 7. Provide project coordination and project administration services to complete the subsurface exploration and reporting. 1.4 Purpose of Report The purpose of this report is to present the results of Westwood’s field and laboratory testing program and to provide Westwood’s engineering recommendations for foundation support and construction considerations related to subsurface soil and water conditions for the site. The authorized scope of services for this report is intended for geotechnical purposes only and not to document or detect the presence or absence of any environmental contamination at the site. 2.0 Exploration Program Results 2.1 Scope of Exploration On March 22nd, 2023, three (3) soil borings (B01, B02, and B03) were performed by Glacial Ridge Drilling, Inc. at spaced-out locations within the building and drive-thru footprint. Soil borings B01 and B03 were located in the west central and southeastern perimeter regions of the building footprint, respectively. Soil boring B02 was located in the proposed two-lane ordering area of the vehicle drive-thru located on the north side of the restaurant. The boring locations are shown in Appendix A – Soil Boring Locations. Based on available online mapping, the surface throughout the site is at approximate elevation 970 feet. Additional survey information was not available at the time of this report. Café Zupas | Café Zupas Chanhassen, MN Geotechnical Exploration Program 3 | Confidential and Proprietary. Westwood Professional Services, Inc. Soils were sampled to a depth of 14.5 feet below ground surface (bgs) and at 2½-foot intervals using standard penetration test (SPT) procedures in general accordance with ASTM D1586 to a proposed maximum depth of 15 feet bgs. Further details regarding the field exploration procedures are provided in Appendix C – Field Exploration Procedures of this report. The soil borings were filled in compliance with Minnesota Department of Health sealing requirements for temporary borings per Minnesota Rules, Chapter 4725 upon completion of drilling and sampling. 2.2 Subsurface Conditions The subsurface conditions encountered at the boring locations are shown on computer-generated logs included in Appendix B – Soil Boring Log Notes & Logs. The boring logs also indicate the possible geologic origin of the materials encountered. Samples obtained during the subsurface exploration were returned to the laboratory and visually and manually classified by a geotechnical engineer in accordance with the Unified Soils Classification System (USCS) according to ASTM D2487 and D2488. Further details regarding the soil classification are provided in Appendix D – Classification of Soils of this report. Review of the soil boring logs suggests a general subsurface profile at the boring locations of an asphaltic pavement section followed by native lean clay glacial till. The existing pavement section ranged from 4 to 5 inches of asphaltic pavement over 4 to 6 inches of aggregate base course. The aggregate base course included gravel with a nominal maximum aggregate size of ¾-inch to 1 ¼-inch. The drilling subcontractor noted a geotextile fabric between the aggregate base course and the underlying soil subgrade. Native clay soils were encountered directly beneath the pavement although in boring B03 possible clay fill was encountered to a depth of 2 feet beneath the existing surface (bgs). The native lean clay generally included various amounts of sand. Borings B01 & B02 also included ¼-inch to ½-inch size gravel. Also, in boring B023 from a depth of 2 to 3½ feet bgs, the native lean clay had a blueish color and included little amounts of organics. Based on SPT blow counts, the soil strength consistency in all borings increased with depth and ranged from firm to stiff. Spring penetrometer testing resulted in unconfined compressive strength values ranging from 2 to f tons-per-square-foot (tsf). It should be noted that the subsurface conditions at other times and locations on this site may differ from those found at the boring locations. Additionally, the transition between soil layers within the borings indicated on the boring logs are an interpretation based on observations made during the investigation and may be more gradual than shown. 2.3 Water Level Observations Moisture content testing was performed on select soil samples and the results are included on the soil boring logs given in Appendix B – Soil Boring Log Notes & Logs of this report. Generally, the fine-grained soils found in all borings were in a moist condition. The moisture contents of the soils ranged from 17% to 24% with an average of 19%. This moisture range is likely above the optimum moisture content for compaction of soils. The aggregate base course moisture content values were at 4.0% and 6.0%. Groundwater was not observed during drilling operations in any borings. Since the project site is located near several bodies of water, this could indicate the groundwater level to be relatively high. Since groundwater was not encountered during drilling, the static groundwater table could be found beneath where the drillers completed the boring near a depth of 14.5 feet bgs. If water is encountered during construction, the water is anticipated to infiltrate excavations slowly and will be controllable with sumps and pumps. Café Zupas | Café Zupas Chanhassen, MN Geotechnical Exploration Program 4 | Confidential and Proprietary. Westwood Professional Services, Inc. Groundwater levels can be expected to fluctuate, both seasonally and annually, and from place to place on the site due to precipitation, snowmelt, surface run-off, etc. 2.4 Laboratory Tests Samples obtained during the subsurface exploration were returned to the Westwood laboratory in Appleton, WI to be visually and manually classified. All samples were classified in accordance with the Unified Soils Classification System (USCS) and the probable geologic origin was noted. Laboratory testing was also performed by Westwood at the soils laboratory in Appleton, WI. Moisture Content was performed on all soil samples from the three (3) soil borings. Testing for unconfined compression strength using a spring penetrometer was also performed. The USCS soils classification, moisture content and spring penetrometer testing have all been plotted on the soil logs provided in Appendix B – Soil Boring Log Notes & Logs. Laboratory hydraulic conductivity testing was performed on soils at the site to estimate the infiltration rate of the soils at the proposed detention pond. The soils used for testing were a composite sample from the native lean clay soils in all three soil borings from beneath the pavement section to the end of the boring at a depth of 14½ feet bgs. Falling head hydraulic conductivity tests were performed on approximately 700 grams of lean clay with some fine to coarse grained sand. Results indicated a hydraulic conductivity of 12 inches per hour on loose / uncompacted soils and a hydraulic conductivity of 0.6 to 0.3 inches per hour after the soil was compacted to a reconstituted specimen similar to in-situ conditions. 3.0 Engineering Review 3.1 Project Data Westwood understands that Café Zupas is planning to develop a restaurant building with a vehicle drive- thru in the southwestern region of the existing West Village Center parking lot in Chanhassen, Minnesota. The proposed building will be approximately 3,000 square feet with approximate dimensions of 50 feet in a north-south orientation by 60 feet in an east-west orientation. The building will be a conventional building with a slab-on-grade floor and shallow foundations on spread footings. Building loads and propose site elevations were not available at the time of this report; therefore, perimeter wall loads of 5,000 pounds per lineal foot plf or 5 kips per lineal foot (klf) and column loads of 50 kips were estimated. The finished is assumed to be within 2 feet above the existing site grades so that the surrounding parking areas around the building can tie into the existing pavement. Based on the soils, the site will be favorable for commercial construction of a slab on grade building. The material found at the site, firm to stiff lean clay and sandy lean clay, will be able to support the estimated loads of the restaurant building. Due to the consistent and relatively suitable on-site soils and due to no groundwater present during drilling, it is Westwood’s opinion that no soil correction or deep foundation systems will be required. Café Zupas | Café Zupas Chanhassen, MN Geotechnical Exploration Program 5 | Confidential and Proprietary. Westwood Professional Services, Inc. 3.2 Subsurface Profile and Soil Engineering Properties Native glacial till soils were observed within the building foundation zone of influence during the subsurface exploration. The asphaltic pavement section thickness ranged from 8 to 10 inches. Beneath the pavement section, the native glacial till soils consisted of lean clay, lean clay with sand, sandy lean clay, and sandy lean clay with gravel and extended to the completion of the boring to a depth of 14.5 feet bgs. The lean clay was in a moist condition although likely above the optimum moisture content for compaction to attain maximum density of the soils. A generalized soil profile for the proposed Café Zupas building and estimated engineering properties based on on-site drilling observations and laboratory testing are summarized in Table 1 – Summary of Soil Parameters. Based on the water level observations discussed in Section 2.3, Water Level Observations, the groundwater table was conservatively assumed below a depth of 14.5 feet below ground surface. Table 1 – Summary of Soil Parameters Soil Layer Depth (ft bgs) γdry (pcf) γsat (pcf) su (psf) φ′ Pavement1 0-1 - - 0 - Native Lean Clay 1-7 110 125 1,000 - Native Lean Clay >7 115 125 1,500 - Notes: 1Soil parameters were not estimated for the topsoil as these materials are assumed to be removed during construction. ft – feet // bgs – beneath ground surface // γdry – dry unit weight // γsat – saturated unit weight // pcf – pounds per cubic feet su – undrained shear strength // psf – pounds per square feet 3.3 Bearing Capacity and Settlement Review Based on the soils encountered in the borings for the proposed commercial building and assuming finish floor grades will be at or near the existing ground surface, it is Westwood’s opinion that a standard spread footing foundation at a bearing depth of 4 feet beneath finished floor will generally bear on existing natural glacial till soils consisting of firm to stiff, moist lean clay with varying amounts of sand. The existing soil at a depth of 4 feet bgs within the building footprint will be suitable for up to 2,000 pounds per square foot (psf) net allowable bearing capacity. With up to a 2,000 psf net allowable bearing capacity, up to 1-inch of total settlement and ½-inch differential settlement can be anticipated. 4.0 Design Recommendations 4.1 Building Foundation Based on review of the test boring data, laboratory results, preliminary site use information, and estimated building loads, it is Westwood’s opinion that the proposed office building can be constructed using a standard spread footing foundation. The native glacial till soils encountered in the proposed footprint are suitable for standard spread footing foundation support; however, the foundations are recommended to bear on the native firm to stiff lean clay. In order to prevent disproportionately small footing sizes, a minimum column footing width of 30 inches and a minimum continuous footing width of 24 inches is recommended. Perimeter and exterior footings are recommended to extend a minimum of 4 feet below the adjacent ground surface and/or in accordance with the local building codes for frost protection. Footings in unheated areas are recommended to extend to at least 6 feet below grade for increased frost protection. Café Zupas | Café Zupas Chanhassen, MN Geotechnical Exploration Program 6 | Confidential and Proprietary. Westwood Professional Services, Inc. 4.2 Slab-on-Grade Areas beneath building floor slabs or exterior slabs-on-grade are recommended to be prepared in accordance with Section 5.1, Site Preparation of this report. A modulus of subgrade reaction "k" of 100 pounds per square inch of contact pressure per inch of settlement (psi/in) and coefficient of friction between soil and concrete of 17 degrees are recommended for designing the floor slabs/slabs-on-grade if the subgrade is constructed as recommended. For columns in the proposed building expansion, floor slabs-on-grade are recommended to be cast independent of column pad supports to allow for differential movement. A flexible joint material is recommended to create this isolation, as well as to allow for volumetric changes in the floor slab. If floor coverings or coatings less permeable than the concrete slabs will be used, or if moisture is a concern, a vapor retarder is recommended to be placed beneath the slab at the proposed building. The floor manufacturer is recommended to be consulted for recommendations regarding the proper use of a vapor retarder or barrier. Industry standards typically recommend burying the vapor barrier or retarder beneath a layer of sand to help reduce the potential for concrete slab curling or shrinkage. 4.3 Lateral Earth Pressure For the purposes of calculating lateral earth pressures of backfill around building perimeter walls or other structural elements, granular structural fill as identified in Section 5.3, Structural Fill and Backfill and compacted to a minimum of 95% of the standard Proctor maximum dry density (ASTM D698) has been estimated. Based on using the recommended compacted granular structural fill, it is Westwood’s opinion that the structural fill soils would have a minimum internal angle of friction of 30 degrees and a moist unit weight of approximately 125 pounds per cubic foot (pcf). An active earth pressure is recommended to be calculated using an equivalent fluid pressure of 40 psf for unrestrained structural elements and 60 psf for restrained structural elements. In these conditions, it is also Westwood’s opinion that lateral earth pressures on building or retaining walls can be calculated using a coefficient of active earth pressure (Ka) of approximately 0.33, a coefficient of passive earth pressure (Kp) of approximately 3.00, and a coefficient of at rest earth pressure (Ko) of 0.50. These values should be adjusted to approximately 0.36 and 2.75 for Ka and Kp, respectively, if compaction of fill is not documented. At concrete-soil interfaces, a friction angle of 17 degrees is recommended for granular soils and an adhesion value of 750 psf is recommended for cohesive soils, including the native lean clay. It is further recommended that if retaining walls are constructed, provisions be made for drainage of subsurface water from behind the retaining wall to minimize the effect of lateral loads as a result of hydrostatic pressure. Drainage of subsurface water is recommended to consist of drain tile or drain piping that is placed in the lowest level of granular fill along or beneath retaining structure foundations and drained to a drainage structure or day lighted to a lower region. 4.4 Surface Drainage The soils in the region contain coarse-grained sandy soils. This type of soil is more prone to drying out. The presence of water will not cause significant disturbance due to the filtration properties of the soil. Also, the moisture contents of the samples were found to be generally well under the optimum moisture content for sands. As a result, surface drainage is not necessary during construction because water will not pond on any subgrade or excavated surface and will move quickly through the soil. However, construction traffic should be minimized on exposed subgrades and excavated surfaces. Café Zupas | Café Zupas Chanhassen, MN Geotechnical Exploration Program 7 | Confidential and Proprietary. Westwood Professional Services, Inc. 4.5 Pavement Section It is Westwood’s opinion that soils with a minimum estimated bearing of 2,000 psf would be suitable for pavement section support. Based on standard penetration testing (SPT) performed during drilling, suitable soil strength was encountered directly beneath the topsoil at all soil boring locations. The SPT results indicate suitable subgrade soils conditions. However, it should be noted sandy lean clay soils are easily disturbed and can lose strength in the presence of water and construction traffic. and/or if the soils are higher in moisture content and subject to construction traffic. Based on a soil subgrade rating with an R-value of less than 15 due to clay soils and a parking lot classification for car parking lots, the Minnesota Asphalt Pavement Association (MAPA) 2014 edition of the Asphalt Paving Design Guide recommends 6 inches of aggregate base beneath 5 inches of asphalt pavement. It is Westwood’s opinion that a pavement section consisting of 4 inches of asphaltic pavement is sufficient; however, it is also Westwood’s opinion that a minimum of 8 inches of aggregate base should be used assuming suitable subgrade preparation. If soil subgrade conditions are considered unsuitable but are not to be removed, the aggregate base thickness should be increased rather than increasing the asphaltic pavement. 5.0 Construction Recommendations 5.1 Site Preparation In the planned building and any pavement areas, the surficial topsoil in the landscape islands and any unsuitable subgrade soils should be removed and stockpiled for use in site greenspaces. Unsuitable soils may include the possible fill directly beneath the pavement section in boring B03 and the native soil with little amounts of organics in boring B02 from a depth of 2 to 3½ feet bgs. All proposed exterior and interior slabs-on-grade or structural slab are recommended to be placed on either the native lean clay soils found at the site or on a minimum of 1 foot of structural fill. This material can provide a consistent base and suitable subgrade support characteristics. If structural fill were to be used at this site, all placed structural fill is to conform to that indicated in Section 5.3, Structural Fill and Backfill of this report. While it is Westwood’s opinion that the existing natural soil subgrade within the footprint will be suitable for a net allowable bearing capacity of 2,000 psf, it is recommended that the foundation subgrade be observed by a geotechnical engineer or representative of the engineer to verify suitable foundation subgrade support at the time of construction. As the compaction means and the consistency of the existing native soil may vary, foundation subgrade testing is recommended to document that the foundation or structural fill supporting the foundation is bearing on suitable native soils and that the subgrade is suitable for up to 2,000 psf net allowable bearing capacity. It is Westwood’s opinion that in- place soil strength testing may include static and/or dynamic cone penetrometer testing. It should also be noted that the natural clayey soils anticipated at foundation bearing grade is subject to disturbance in the presence of water and construction traffic. Any silt encountered at planned foundation bearing grades is also highly susceptible to disturbance in the presence of water and construction traffic. As a result, it is recommended that foundation subgrades not be left exposed and concrete foundations be poured or fill placed as soon as practical after exposing the subgrade. Any new fill, structural or excess sand, as well as any reworked in-situ soils beneath the proposed expansion footprint either within the slab-on-grade or pavement area footprint or at foundation grades, is recommended to be compacted to a minimum of 95% of the standard Proctor (ASTM D698) maximum dry density. Also, it is recommended that any fill placed below foundation elements extend laterally Café Zupas | Café Zupas Chanhassen, MN Geotechnical Exploration Program 8 | Confidential and Proprietary. Westwood Professional Services, Inc. from the edges of all foundations 1 foot for each 1 foot of excavation. Fill placed beneath foundations should be compacted to a minimum of 95% of the standard Proctor (ASTM D698) maximum dry density. During grading operations, all exposed subgrade soils beneath proposed structural elements are recommended to be continually graded to drain to non-structural areas and then covered with structural fill or structural elements as soon as possible, as the existing and newly placed clay fill subgrade soils may be susceptible to disturbance, especially in the presence of water and construction traffic. Subgrade soils that do become disturbed are also recommended to be removed and replaced with structural fill or moisture conditioned and compacted in place. 5.2 Excavation Excavation back slopes are recommended to follow the minimum OSHA requirements for excavations. The native lean clay that was encountered throughout the site was generally moist and firm to stiff. Based on the observed conditions and 29 CFR Part 1926, OSHA subpart P requirements, the firm upper clay soils from the surface to an approximate depth of 7 feet bgs comply with Type B criteria; therefore, the minimum required excavation back slope within these soils would be 1.0 horizontal to 1.0 vertical. The provided minimum excavation back slopes are recommended unless other measures, such as temporary retaining structures, trench boxes or sheet pile walls, are constructed to prevent sloughing of the soils during construction. Any excavation above vertical shielding is recommended to be sloped at 1.0 horizontal to 1.0 vertical per 29 CFR Part 1926 OSHA subpart P requirements. Between footings, a slope of 1.0 horizontal to 1 vertical is recommended. Groundwater was not observed during the investigation, it is probable that water will not be encountered during excavation activities. Water, if encountered, is anticipated to infiltrate excavations slowly and will be controllable with sumps and pumps. 5.3 Structural Fill and Backfill No backfill or structural fill is anticipated to be required for the site. Due to the properties of the current subgrade at the site, the pavement section and native soil only needs to be excavated to a minimum depth of 4 feet bgs for the placement of footings. When building fill and foundation wall backfill areas is applicable, a cohesive structural fill such as the native lean clay soils is recommended. Should import of fill be required, it should consist of a coarse, granular material having a maximum size of 3 inches and less than 12 percent passing the #200 sieve size. The granular fill is recommended to be placed in lifts of one foot or less with each lift compacted to a minimum of 95% of the maximum dry density as determined by the standard Proctor (ASTM D698). A recommended grading specification is as follows: Sieve Size Percent Passing 3" 100 3/4" 75-100 #4 50-100 #40 10-70 #200 0-12 Granular structural fill, with the grading specification as noted above, is recommended for use along foundation walls and below any foundation subgrades as well as interior slabs on grade. As an alternate to structural fill meeting the recommended grading specification above for beneath interior and exterior Café Zupas | Café Zupas Chanhassen, MN Geotechnical Exploration Program 9 | Confidential and Proprietary. Westwood Professional Services, Inc. slabs-on-grade, it is Westwood’s opinion that Class 3 through Class 6 Base and Subbase Aggregate meeting the requirements of Section 3138, Aggregate for Surface and Base Courses, of the current Minnesota Department of Transportation Standard Specifications may be used. If wet subgrade soils may be encountered, fill placed below foundation elements in wetter foundation subgrade conditions is recommended to be a free draining fill. The free draining fill is recommended to consist of a granular material with a similar grading specification as noted above except with less than 5% passing the #200 sieve. As an alternate, ¾-inch clear stone could be used; however, it is recommended to be wrapped with a minimum 6-ounce non-woven geotextile fabric. As previously stated in Section 5.1, Site Preparation, any fill placed below foundation elements are recommended to extend laterally from the edges of all foundations 1 foot for each 1 foot of excavation. In Westwood’s opinion, soils consisting of silty sand, sandy silts, and silts whether fill or native are not recommended to be used as structural fill for building foundations or slabs-on-grade. These soils can be used as backfill in any green or non-structural fill areas. Soils in non-structural areas are recommended to be compacted to a minimum of 85% of the standard Proctor maximum dry density (ASTM D698). Soils classified as lean clays may be used in mass fill areas including areas beneath planned pavements or slabs-on-grade but are required to be compacted to the minimum required compaction requirements of all structural fills. 5.4 Utilities In utility trench areas, the trenches are recommended to be backfilled in accordance with the any utility installation requirements in the Chanhassen City Code as well as with the current Minnesota Department of Transportation Standard Specifications. In Westwood’s opinion, the on-site native soils may be used for backfill of utility trenches. All utility trench backfill is recommended to be compacted as determined by the standard Proctor (ASTM D698) to a minimum of 95% of the maximum dry density in all structural areas including pavement areas and to a minimum of 85% in non-structural areas. Café Zupas | Café Zupas Chanhassen, MN Geotechnical Exploration Program 10 | Confidential and Proprietary. Westwood Professional Services, Inc. 6.0 Summary and Conclusions Geotechnical engineering services for the proposed Café Zupas restaurant development in Chanhassen, Minnesota was performed by Westwood Professional Services (Westwood) under contract with Café Zupas. Westwood understands that this building and accompanying drive-thru pavement region is part of an out lot within the Phillips Edison, West Village development project. Westwood understands the proposed building will be approximately 3,000 square feet with approximate dimensions of 50 feet in a north-south orientation by 60 feet in an east-west orientation. The drive-thru will have a two-lane ordering area on the north side of the building and then merge into a single lane around the western and southern sides of the building. The building will be a conventional building with a slab-on-grade floor and shallow foundations on spread footings. The finished floor is assumed to be within 2 feet above existing site grades and generally around elevation 970 feet. Building loads were not available at the time of this report; therefore, perimeter wall loads of 5,000 pounds per lineal foot plf or 5 kips per lineal foot (klf) and column loads of 50 kips were estimated. Three (3) soil borings (B01, B02, and B03) were performed within the proposed building and drive-thru footprint. The borings were extended to an approximate depth of 14.5 feet below ground surface (bgs). Soil borings B01 and B03 were located in the west central and southeastern perimeter regions of the building footprint, respectively. Soil boring B02 was located in the proposed two-lane ordering area of the vehicle drive-thru located on the north side of the restaurant. All borings extending through the existing pavement section which consisted of 4 to 5 inches of asphaltic pavement over 4 to 6 inches of aggregate base course. Beneath the pavement until the completion of the boreholes native lean clay soils were encountered having a firm to stiff consistency and with varying amounts of sand. The native clay was in a moist condition, although likely above the material’s optimum moisture content for compaction purposes. Based on review of the subsurface information and provided building loads, it is Westwood’s opinion that the proposed restaurant building can be constructed using a standard spread footing foundation. The native lean clay is suitable for up to 2,000 pounds per square foot (psf) net allowable bearing capacity. The proposed building is anticipated to experience total settlements of less than one inch and less than ½ -inch differential settlement. Sandy lean clay soils are expected at foundation bearing grades. Should any loose and/or wet pockets of sandy soil be encountered, such weaker soils are recommended to removed and replaced with structural fill. Café Zupas | Café Zupas Chanhassen, MN Geotechnical Exploration Program 11 | Confidential and Proprietary. Westwood Professional Services, Inc. 7.0 Standard of Care This report has been prepared in accordance with generally accepted soil and foundation engineering practices to aid in the evaluation of this project and to assist the Owner and the Architect and/or Engineer in the design of this project. No other warranty, expressed or implied, is made. The scope of this report is limited to the specific project and location described herein, and Westwood’s description of the project represents its understanding of the project relevant to soil and foundation characteristics. In the event that any changes in the design or location of the structure as outlined in this report are planned, Westwood should be informed so the changes can be reviewed, and this report modified and approved in writing by the Geotechnical Engineer. Also, Westwood recommends being authorized to review project plans and specifications to confirm that the recommendations of this report have been interpreted in accordance with Westwood’s intent. Without this review, Westwood will not be responsible for misinterpretations of its data, analysis, and/or recommendations or how the recommendations in this report are incorporated into the final design. Prepared By: Westwood Professional Services, Inc. Kyle Weeks, P.E. Geotechnical Engineer Wisconsin Reg. No. 46056p Reviewed by: Eric Hansen, P.E. Geo-Engineer I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the state of Minnesota. Signature: License Number: 23838 Name: Eric Hansen Date: April 19, 2023 Appendix A Soil Boring Plan DRIVE-THRUPARKING1DRIVE-THRUPARKING2DRIVE-THRUPARKING3DRIVE-THRUPARKING49679679681FIRE RISER ROOM IS LARGER FOR SHIPS LADDER2FENCE REQUIRED BY CITY AROUND PARTIAL DRIVE-THRUSOME LANDSCAPING AS WELL3SIDEWALK REQUIRED TO CONNECT TO EXISTING SIDEWALKBY CITY. THIS IS CURVED TO TRY AND AVOID ANYELEVATION CHANGES.DEVIATIONS FROM PROTOTYPE132 Appendix B Soil Boring Log Notes & Logs Cafe Zupas Cafe Zupas - Chanhassen, MN R0042319.00 Chanhassen, MNLITHOLOGIC SYMBOLS (Unified Soil Classification System) ASPHALT: Asphalt BLDRCBBL: Boulders and cobbles CL: USCS Low Plasticity Clay CLS: USCS Low Plasticity Sandy Clay ABBREVIATIONS Auger Cuttings Standard Penetration Test LL PI W DD NP -200 PP Qu Qc RQD OC SPT SCP WOH WATER LEVELS Water Level at End of Drilling Cave-In Level at End of Drilling Water levels shown on the boring logs are the levels measured in the borings at the time and under the conditions indicated. In sand, the indicated levels may be considered reliable groundwater levels. In clay soil, it may be possible to determine the groundwater level within the normal time required for test borings, except where lenses or layers of more pervious waterbearing soil are present. Even then, an extended period of time may be necessary to reach equilibrium. Therefore, the position of the water level symbol for cohesive or mixed texture soils may not indicate the true level of the ground water table. Perched water refers to water above an impervious layer, thus impeded in reaching the water table. The available water level information is given at the top of the log sheet. DESCRIPTIVE TERMINOLOGY RELATIVEDENSITYTERM 0-45-1011-2021-3031-5051+ Very SoftSoftFirmStiffVery StiffHard 0-12-45-89-1516-3031+ "N" VALUECONSISTENCYTERM"N" VALUE Blows Per Foot of a 140 PoundHammer Falling 30 inches on a 2 inchO.D. Split Spoon Sampler RELATIVE SIZES BoulderCobbleGravelCoarseFineSandCoarseMediumFineSilt & Clay RANGE2-14%15-49% 2-7%8-29% 2-14%15-24%16-49% Very LooseLooseFirmVery FirmDenseVery Dense Standard "N"Penetration: Up to ½" thick stratum½" to 6" thick stratum½" to 6" discontinuous stratum, pocketAlternating laminations of clay, silt and/or finegrained sand, or colors thereofPowdery, no noticeable water, minimal moisturecontentBelow saturationSaturated, above liquid limitPervious soil below water Lamination:Layer:Lens:Varved: Dry: Moist:Wet:Water-bearing: RELATIVE GRAVEL PROPORTIONS - - - - - - - - - - - - - - LOG NOTES & KEY TO SYMBOLS SAMPLER SYMBOLS LIQUID LIMIT (%) - ASTM:D4318 PLASTIC INDEX (%) - ASTM:D4318 MOISTURE CONTENT (%) - ASTM:D2216 DRY DENSITY (PCF) NON PLASTIC PERCENT PASSING NO. 200 SIEVE POCKET PENETROMETER (TSF) UNCONFINED COMP. STRENGTH (TSF) - ASTM:D2166 TRIAXIAL APPARENT COHESION (TSF) - ASTM:D4767 ROCK QUALITY DESIGNATION (%) ORGANIC CONTENT - COMBUSTION METHOD STANDARD PENETRATION TEST STATIC CONE PENETROMETER TEST WEIGHT OF HAMMER Water Level After 24 Hours Water Level at TimeDrilling Over 12"3"-12" ¾"-3"#4-¾" #4-#10#10-#40#40-#200-#200, Based on Plasticity TERMlittle gravelwith gravel little gravelwith gravel little gravelwith gravelgravelly CONDITIONCoarse Grained Soils Fine Grained Soils15-29% + No. 20015-29% + No. 200 30%-49% + No. 20030%-49% + No. 20030%-49% + No. 200 KEY TO SYMBOLS-WESTWOOD - OMNNI-DNR MERGE_COORDINATE.GDT - 04/17/23 15:56 - N:\0042319.00\DOCS\GEOTECH\CAFE ZUPAS SOIL BORING LOGS.GPJ1 Systems Drive Appleton, WI 54914 office: (920)-735-6900 westwoodps.com CLIENT PROJECT NAME PROJECT NUMBER PROJECT LOCATION 3 3 4 6 6 ASPHALTIC PAVEMENT - 4-inchasphalt pavement BASE COURSE - 6-inch thick aggregatebase, fabric underneath baseGRAVEL WITH SAND, black,moist/dry, (GP) GLACIAL TILLSANDY LEAN CLAY, fine to coarsegrained, yellowish brown with gray,moist, firm to stiff (CL) SANDY LEAN CLAY WITH GRAVEL,fine to coarse grained, brown, moist,stiff (CL) Bottom of borehole at 14.5 feet. 99.7 99.2 91.0 85.5 AU1SPT2AUSPT3AUSPT4AUSPT5AUSPT62413141415153 5 7 8 9 2 2 2 2 2 6 19.3 18.2 18.5 19.2 19 Frost Depth 1-ft, driller'sdescription Casing installed at depthof 3-ft, driller'sdescription 6 8 11 14 15 1.0(PP) 2.0(PP) 3.0(PP) 3.0-3.5(PP) 3.0-4.5(PP) ---PENETR.RESISTBL/6inMATERIAL DESCRIPTIONELEV.(ft)SYMBOLLOG DEPTHSCALE 2 4 6 8 10 12 14 NUMBERTYPERECOV.(in)MOISTURECONT. (%)LIQUIDLIMIT (%)PLASTICLIMIT (%)PLASTICITYINDEX (%)% PASSING#200 SIEVEUNIT DRYWT. (PCF)REMARKS N-VALUEBLOWS/FTCOMPRESSIVESTRENGTH(PP/Qu/Qc) (TSF)BORING NUMBER B01 PAGE 1 OF 1 GEOTECH SOIL LOG-WESTWOOD-BUILDINGS - OMNNI-DNR MERGE_COORDINATE.GDT - 04/18/23 09:41 - N:\0042319.00\DOCS\GEOTECH\CAFE ZUPAS SOIL BORING LOGS.GPJ1 Systems Drive Appleton, WI 54914 office: (920)-735-6900 westwoodps.com Mobile Drill Rig / Hollow Stem Auger / Mud Rotary 2" O.D. Split Spoon Sampler N/A 140 30 24 HR.COMPL.FIRST 3/22/20233/22/2023DRILLING CONTRACTORGlacial Ridge Drilling, Inc. DRILLING EQUIPMENT/METHOD SAMPLER HAMMER TYPE LOGGED BY WEIGHT (lbs) DROP (in) COORDINATE Y (NORTHING)COORDINATE X (EASTING)COORDINATE SYSTEM Development Type Location / Additional Description ------WATERLEVEL (ft) 14.5 ft / Elev. 85.5 ftCOMPLETION DEPTH CAVE-IN DEPTH DATE FINISHEDDATE STARTED100 ftELEVATION & DATUM County / Kyle R. Weeks --- SAMPLE DATA Cafe ZupasCLIENT PROJECT NAME PROJECT NUMBER PROJECT LOCATION Cafe Zupas - Chanhassen, MN R0042319.00 Chanhassen, MN 3 3 3 3 7 ASPHALTIC PAVEMENT - 5-inchasphalt pavement BASE COURSE - 5-inch thick aggregatebase, fabric underneath baseGRAVEL WITH SAND, brown withblack, moist/dry, (GP) GLACIAL TILLLEAN CLAY, little Organics, little fineto medium grained Sand, darkblueish gray, moist, firm (CL) SANDY LEAN CLAY WITH GRAVEL,fine to coarse grained Sand,yellowish brown and gray, moist,firm (CL) SANDY LEAN CLAY, little Gravel, fineto coarse grained, yellowish brown,moist, firm (CL) LEAN CLAY WITH fine to mediumgrained SAND, dark gray, moist, verystiff (CL) Bottom of borehole at 14.5 feet. 99.6 99.2 96.0 93.5 88.0 85.5 AU1SPT2AUSPT3AUSPT4AUSPT5AUSPT62413141515155 4 4 4 12 2 2 1 1 2 4 24.4 17.4 20.5 21.1 17.9 Frost Depth 1-ft, driller'sdescription Casing installed at depthof 3-ft, driller'sdescription possible silty-clay(CL-ML) in sample 6 atdepth of 13.0-14.5 feet 8 7 7 7 19 3.0(PP) 1.25-2.0(PP) 2.0(PP) 2.0(PP) 4.5(PP) ---PENETR.RESISTBL/6inMATERIAL DESCRIPTIONELEV.(ft)SYMBOLLOG DEPTHSCALE 2 4 6 8 10 12 14 NUMBERTYPERECOV.(in)MOISTURECONT. (%)LIQUIDLIMIT (%)PLASTICLIMIT (%)PLASTICITYINDEX (%)% PASSING#200 SIEVEUNIT DRYWT. (PCF)REMARKS N-VALUEBLOWS/FTCOMPRESSIVESTRENGTH(PP/Qu/Qc) (TSF)BORING NUMBER B02 PAGE 1 OF 1 GEOTECH SOIL LOG-WESTWOOD-BUILDINGS - OMNNI-DNR MERGE_COORDINATE.GDT - 04/18/23 09:42 - N:\0042319.00\DOCS\GEOTECH\CAFE ZUPAS SOIL BORING LOGS.GPJ1 Systems Drive Appleton, WI 54914 office: (920)-735-6900 westwoodps.com Mobile Drill Rig / Hollow Stem Auger / Mud Rotary 2" O.D. Split Spoon Sampler N/A 140 30 24 HR.COMPL.FIRST 3/22/20233/22/2023DRILLING CONTRACTORGlacial Ridge Drilling, Inc. DRILLING EQUIPMENT/METHOD SAMPLER HAMMER TYPE LOGGED BY WEIGHT (lbs) DROP (in) COORDINATE Y (NORTHING)COORDINATE X (EASTING)COORDINATE SYSTEM Development Type Location / Additional Description ------WATERLEVEL (ft) 14.5 ft / Elev. 85.5 ftCOMPLETION DEPTH CAVE-IN DEPTH DATE FINISHEDDATE STARTED100 ftELEVATION & DATUM County / Kyle R. Weeks --- SAMPLE DATA Cafe ZupasCLIENT PROJECT NAME PROJECT NUMBER PROJECT LOCATION Cafe Zupas - Chanhassen, MN R0042319.00 Chanhassen, MN 4 5 5 6 6 ASPHALTIC PAVEMENT - 4-inchasphalt pavement BASE COURSE - 4-inch thick aggregatebase, fabric underneath baseGRAVEL WITH SAND, black, moist,(GP) POSSIBLE FILLSANDY LEAN CLAY WITH GRAVEL,yellowish brown mottled withbrown, moist, (CL) GLACIAL TILLLEAN CLAY, little fine to mediumgrained Sand, gray with yellowishbrown, moist, stiff (CL) LEAN CLAY WITH fine to coarsegrained SAND, yellowish brown,moist, stiff (CL) LEAN CLAY, little fine to coarsegrained Sand, grayish brown tobrown, moist, stiff (CL) Bottom of borehole at 14.5 feet. 99.7 99.3 98.0 96.0 93.5 85.5 AU1SPT2AUSPT3AUSPT4AUSPT5AUSPT6248141515155 7 6 7 8 1 1 1 1 1 16.6 18.1 18.1 19.1 20.6 18.4 Frost Depth 1-ft, driller'sdescription Casing installed at depthof 3-ft, driller'sdescription 9 12 11 13 14 4.0(PP) 3.0(PP) 4.0(PP) 2.5-4.0(PP) 2.0-3.5(PP) ---PENETR.RESISTBL/6inMATERIAL DESCRIPTIONELEV.(ft)SYMBOLLOG DEPTHSCALE 2 4 6 8 10 12 14 NUMBERTYPERECOV.(in)MOISTURECONT. (%)LIQUIDLIMIT (%)PLASTICLIMIT (%)PLASTICITYINDEX (%)% PASSING#200 SIEVEUNIT DRYWT. (PCF)REMARKS N-VALUEBLOWS/FTCOMPRESSIVESTRENGTH(PP/Qu/Qc) (TSF)BORING NUMBER B03 PAGE 1 OF 1 GEOTECH SOIL LOG-WESTWOOD-BUILDINGS - OMNNI-DNR MERGE_COORDINATE.GDT - 04/18/23 09:42 - N:\0042319.00\DOCS\GEOTECH\CAFE ZUPAS SOIL BORING LOGS.GPJ1 Systems Drive Appleton, WI 54914 office: (920)-735-6900 westwoodps.com Mobile Drill Rig / Hollow Stem Auger / Mud Rotary 2" O.D. Split Spoon Sampler N/A 140 30 24 HR.COMPL.FIRST 3/22/20233/22/2023DRILLING CONTRACTORGlacial Ridge Drilling, Inc. DRILLING EQUIPMENT/METHOD SAMPLER HAMMER TYPE LOGGED BY WEIGHT (lbs) DROP (in) COORDINATE Y (NORTHING)COORDINATE X (EASTING)COORDINATE SYSTEM Development Type Location / Additional Description ------WATERLEVEL (ft) 14.5 ft / Elev. 85.5 ftCOMPLETION DEPTH CAVE-IN DEPTH DATE FINISHEDDATE STARTED100 ftELEVATION & DATUM County / Kyle R. Weeks --- SAMPLE DATA Cafe ZupasCLIENT PROJECT NAME PROJECT NUMBER PROJECT LOCATION Cafe Zupas - Chanhassen, MN R0042319.00 Chanhassen, MN Appendix C Field Exploration Procedures Field Exploration Procedures Soil sampling was performed in accordance with ASTM D1586. Using this procedure, a 2-inch outside diameter split barrel sampler is driven into the soil by a 140-pound weight falling 30-inches. After an initial set of 6-inches, the number of blows required to drive the sampler an additional 12-inches is known as the penetration resistance, or “N-value”. The N-value is an index of the relative density of cohesionless soils and the consistency of cohesive soils. Thin-wall tube samples, if taken, were obtained in accordance with ASTM D1587. Rock core samples, if taken, were obtained by rotary drilling methods in accordance with ASTM D2113. Power auger borings, if performed, were done in general accordance with ASTM D1452. Material samples were visually and manually classified by the drilling subcontractor crew chief in accordance with ASTM D2488. Representative portions of the samples were then returned to the laboratory for further examination and for verification of the field classifications. Logs of the borings are attached and indicate the following: depths and identifications of the various strata, N-values, laboratory test results, water level information, and pertinent information regarding the method of maintaining and advancing the drill holes. Charts illustrating the soils classification procedure and the descriptive terminology in attached in the “Classification of Soils” Appendix. Material type hatching symbols and material sampling type symbols used on the soil boring logs are identified in the key to symbols page prior to the soil boring logs. Appendix D Classification of Soils Confidential and Proprietary. TBPLS Firm #10074302 Appendix B: HydroCAD Model – Existing Conditions 1X West Drive and Center Lot 2X West Lot 3X East Lot 4X Green Space South 1R To Storm Sewer West 2R To Storm Sewer South 3R Total Ex. Runoff Routing Diagram for 23-05-05 Cafe Zupas Chanhassen Prepared by W, Printed 5/1/2023 HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link 23-05-05 Cafe Zupas Chanhassen Printed 5/1/2023Prepared by W Page 2HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Project Notes Copied 1 events from MN-RPBCWD_v1_Atlas14_24-hr100y_S1 storm Copied 1 events from MN-RPBCWD_v1_Atlas14_24-hr10y_S1 storm Copied 1 events from MN-RPBCWD_v1_Atlas14_24-hr2y_S1 storm 23-05-05 Cafe Zupas Chanhassen Printed 5/1/2023Prepared by W Page 3HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B 1 2y 24hr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Default 24.00 2 10d 100yr snowmelt MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr Default 240.00 3 10y 24hr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Default 24.00 4 100yr-24hr MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Default 24.00 23-05-05 Cafe Zupas Chanhassen Printed 5/1/2023Prepared by W Page 4HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.396 80 >75% Grass cover, Good, HSG D (1X, 2X, 3X, 4X) 2.277 98 Paved parking, HSG D (1X, 2X, 3X) 2.673 95 TOTAL AREA 23-05-05 Cafe Zupas Chanhassen Printed 5/1/2023Prepared by W Page 5HydroCAD® 10.10-7a s/n 03363 © 2021 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 2.673 HSG D 1X, 2X, 3X, 4X 0.000 Other 2.673 TOTAL AREA 23-05-05 Cafe Zupas Chanhassen Printed 5/1/2023Prepared by W Page 6HydroCAD® 10.10-7a s/n 03363 © 2021 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 0.396 0.000 0.396 >75% Grass cover, Good 1X, 2X, 3X, 4X 0.000 0.000 0.000 2.277 0.000 2.277 Paved parking 1X, 2X, 3X 0.000 0.000 0.000 2.673 0.000 2.673 TOTAL AREA MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 7HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.05 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=39,595 sf 79.88% Impervious Runoff Depth=2.22"Subcatchment 1X: West Drive and Center Flow Length=411' Tc=2.6 min CN=94 Runoff=3.95 cfs 0.169 af Runoff Area=41,049 sf 86.83% Impervious Runoff Depth=2.42"Subcatchment 2X: West Lot Flow Length=400' Tc=2.8 min CN=96 Runoff=4.31 cfs 0.190 af Runoff Area=33,830 sf 94.33% Impervious Runoff Depth=2.53"Subcatchment 3X: East Lot Flow Length=400' Tc=3.1 min CN=97 Runoff=3.60 cfs 0.164 af Runoff Area=1,942 sf 0.00% Impervious Runoff Depth=1.15"Subcatchment 4X: Green Space South Flow Length=16' Slope=0.1875 '/' Tc=1.0 min CN=80 Runoff=0.10 cfs 0.004 af Inflow=3.95 cfs 0.169 afReach 1R: To Storm Sewer West Outflow=3.95 cfs 0.169 af Inflow=8.00 cfs 0.358 afReach 2R: To Storm Sewer South Outflow=8.00 cfs 0.358 af Inflow=11.94 cfs 0.527 afReach 3R: Total Ex. Runoff Outflow=11.94 cfs 0.527 af Total Runoff Area = 2.673 ac Runoff Volume = 0.527 af Average Runoff Depth = 2.37" 14.80% Pervious = 0.396 ac 85.20% Impervious = 2.277 ac MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 8HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1X: West Drive and Center Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 3.95 cfs @ 12.04 hrs, Volume= 0.169 af, Depth= 2.22" Routed to Reach 1R : To Storm Sewer West Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 31,629 98 Paved parking, HSG D 7,966 80 >75% Grass cover, Good, HSG D 39,595 94 Weighted Average 7,966 20.12% Pervious Area 31,629 79.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 156 0.0420 1.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 1.2 255 0.0314 3.60 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.6 411 Total Subcatchment 1X: West Drive and Center Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=39,595 sf Runoff Volume=0.169 af Runoff Depth=2.22" Flow Length=411' Tc=2.6 min CN=94 3.95 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 9HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 2X: West Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 4.31 cfs @ 12.04 hrs, Volume= 0.190 af, Depth= 2.42" Routed to Reach 2R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 35,644 98 Paved parking, HSG D 5,405 80 >75% Grass cover, Good, HSG D 41,049 96 Weighted Average 5,405 13.17% Pervious Area 35,644 86.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 300 0.0370 2.05 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 0.4 100 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.8 400 Total Subcatchment 2X: West Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=41,049 sf Runoff Volume=0.190 af Runoff Depth=2.42" Flow Length=400' Tc=2.8 min CN=96 4.31 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 10HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3X: East Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 3.60 cfs @ 12.05 hrs, Volume= 0.164 af, Depth= 2.53" Routed to Reach 2R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 31,911 98 Paved parking, HSG D 1,919 80 >75% Grass cover, Good, HSG D 33,830 97 Weighted Average 1,919 5.67% Pervious Area 31,911 94.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 300 0.0300 1.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 0.4 100 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.1 400 Total Subcatchment 3X: East Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=33,830 sf Runoff Volume=0.164 af Runoff Depth=2.53" Flow Length=400' Tc=3.1 min CN=97 3.60 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 11HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 4X: Green Space South [49] Hint: Tc<2dt may require smaller dt Runoff = 0.10 cfs @ 12.02 hrs, Volume= 0.004 af, Depth= 1.15" Routed to Reach 2R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 1,942 80 >75% Grass cover, Good, HSG D 1,942 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 16 0.1875 0.27 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Subcatchment 4X: Green Space South Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=1,942 sf Runoff Volume=0.004 af Runoff Depth=1.15" Flow Length=16' Slope=0.1875 '/' Tc=1.0 min CN=80 0.10 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 12HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 1R: To Storm Sewer West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.909 ac, 79.88% Impervious, Inflow Depth = 2.22" for 2y 24hr event Inflow = 3.95 cfs @ 12.04 hrs, Volume= 0.169 af Outflow = 3.95 cfs @ 12.04 hrs, Volume= 0.169 af, Atten= 0%, Lag= 0.0 min Routed to Reach 3R : Total Ex. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 1R: To Storm Sewer West Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 Inflow Area=0.909 ac 3.95 cfs 3.95 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 13HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 2R: To Storm Sewer South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.764 ac, 87.94% Impervious, Inflow Depth = 2.44" for 2y 24hr event Inflow = 8.00 cfs @ 12.05 hrs, Volume= 0.358 af Outflow = 8.00 cfs @ 12.05 hrs, Volume= 0.358 af, Atten= 0%, Lag= 0.0 min Routed to Reach 3R : Total Ex. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 2R: To Storm Sewer South Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=1.764 ac 8.00 cfs 8.00 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 14HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 3R: Total Ex. Runoff [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.673 ac, 85.20% Impervious, Inflow Depth = 2.37" for 2y 24hr event Inflow = 11.94 cfs @ 12.04 hrs, Volume= 0.527 af Outflow = 11.94 cfs @ 12.04 hrs, Volume= 0.527 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 3R: Total Ex. Runoff Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.673 ac 11.94 cfs 11.94 cfs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 15HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.05 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=39,595 sf 79.88% Impervious Runoff Depth>6.96"Subcatchment 1X: West Drive and Center Flow Length=411' Tc=2.6 min AMC Adjusted CN=98 Runoff=0.17 cfs 0.527 af Runoff Area=41,049 sf 86.83% Impervious Runoff Depth>6.96"Subcatchment 2X: West Lot Flow Length=400' Tc=2.8 min AMC Adjusted CN=98 Runoff=0.18 cfs 0.547 af Runoff Area=33,830 sf 94.33% Impervious Runoff Depth>6.96"Subcatchment 3X: East Lot Flow Length=400' Tc=3.1 min AMC Adjusted CN=98 Runoff=0.15 cfs 0.450 af Runoff Area=1,942 sf 0.00% Impervious Runoff Depth>6.96"Subcatchment 4X: Green Space South Flow Length=16' Slope=0.1875 '/' Tc=1.0 min AMC Adjusted CN=98 Runoff=0.01 cfs 0.026 af Inflow=0.17 cfs 0.527 afReach 1R: To Storm Sewer West Outflow=0.17 cfs 0.527 af Inflow=0.34 cfs 1.023 afReach 2R: To Storm Sewer South Outflow=0.34 cfs 1.023 af Inflow=0.51 cfs 1.550 afReach 3R: Total Ex. Runoff Outflow=0.51 cfs 1.550 af Total Runoff Area = 2.673 ac Runoff Volume = 1.550 af Average Runoff Depth = 6.96" 14.80% Pervious = 0.396 ac 85.20% Impervious = 2.277 ac MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 16HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1X: West Drive and Center Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 0.17 cfs @ 121.20 hrs, Volume= 0.527 af, Depth> 6.96" Routed to Reach 1R : To Storm Sewer West Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 31,629 98 Paved parking, HSG D 7,966 80 >75% Grass cover, Good, HSG D 39,595 94 98 Weighted Average, AMC Adjusted 7,966 20.12% Pervious Area 31,629 79.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 156 0.0420 1.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 1.2 255 0.0314 3.60 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.6 411 Total Subcatchment 1X: West Drive and Center Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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 MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20" AMC=4 Runoff Area=39,595 sf Runoff Volume=0.527 af Runoff Depth>6.96" Flow Length=411' Tc=2.6 min AMC Adjusted CN=98 0.17 cfs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 17HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 2X: West Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 0.18 cfs @ 121.21 hrs, Volume= 0.547 af, Depth> 6.96" Routed to Reach 2R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 35,644 98 Paved parking, HSG D 5,405 80 >75% Grass cover, Good, HSG D 41,049 96 98 Weighted Average, AMC Adjusted 5,405 13.17% Pervious Area 35,644 86.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 300 0.0370 2.05 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 0.4 100 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.8 400 Total Subcatchment 2X: West Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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 MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20" AMC=4 Runoff Area=41,049 sf Runoff Volume=0.547 af Runoff Depth>6.96" Flow Length=400' Tc=2.8 min AMC Adjusted CN=98 0.18 cfs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 18HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3X: East Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 0.15 cfs @ 121.21 hrs, Volume= 0.450 af, Depth> 6.96" Routed to Reach 2R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 31,911 98 Paved parking, HSG D 1,919 80 >75% Grass cover, Good, HSG D 33,830 97 98 Weighted Average, AMC Adjusted 1,919 5.67% Pervious Area 31,911 94.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 300 0.0300 1.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 0.4 100 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.1 400 Total Subcatchment 3X: East Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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 MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20" AMC=4 Runoff Area=33,830 sf Runoff Volume=0.450 af Runoff Depth>6.96" Flow Length=400' Tc=3.1 min AMC Adjusted CN=98 0.15 cfs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 19HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 4X: Green Space South [49] Hint: Tc<2dt may require smaller dt Runoff = 0.01 cfs @ 121.19 hrs, Volume= 0.026 af, Depth> 6.96" Routed to Reach 2R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 1,942 80 >75% Grass cover, Good, HSG D 1,942 80 98 Weighted Average, AMC Adjusted 1,942 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 16 0.1875 0.27 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Subcatchment 4X: Green Space South Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20" AMC=4 Runoff Area=1,942 sf Runoff Volume=0.026 af Runoff Depth>6.96" Flow Length=16' Slope=0.1875 '/' Tc=1.0 min AMC Adjusted CN=98 0.01 cfs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 20HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 1R: To Storm Sewer West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.909 ac, 79.88% Impervious, Inflow Depth > 6.96" for 10d 100yr snowmelt event Inflow = 0.17 cfs @ 121.20 hrs, Volume= 0.527 af Outflow = 0.17 cfs @ 121.20 hrs, Volume= 0.527 af, Atten= 0%, Lag= 0.0 min Routed to Reach 3R : Total Ex. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 1R: To Storm Sewer West Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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=0.909 ac 0.17 cfs 0.17 cfs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 21HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 2R: To Storm Sewer South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.764 ac, 87.94% Impervious, Inflow Depth > 6.96" for 10d 100yr snowmelt event Inflow = 0.34 cfs @ 121.21 hrs, Volume= 1.023 af Outflow = 0.34 cfs @ 121.21 hrs, Volume= 1.023 af, Atten= 0%, Lag= 0.0 min Routed to Reach 3R : Total Ex. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 2R: To Storm Sewer South Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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 Inflow Area=1.764 ac 0.34 cfs 0.34 cfs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 22HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 3R: Total Ex. Runoff [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.673 ac, 85.20% Impervious, Inflow Depth > 6.96" for 10d 100yr snowmelt event Inflow = 0.51 cfs @ 121.21 hrs, Volume= 1.550 af Outflow = 0.51 cfs @ 121.21 hrs, Volume= 1.550 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 3R: Total Ex. Runoff Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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=2.673 ac 0.51 cfs 0.51 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 23HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.05 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=39,595 sf 79.88% Impervious Runoff Depth=3.59"Subcatchment 1X: West Drive and Center Flow Length=411' Tc=2.6 min CN=94 Runoff=6.33 cfs 0.272 af Runoff Area=41,049 sf 86.83% Impervious Runoff Depth=3.81"Subcatchment 2X: West Lot Flow Length=400' Tc=2.8 min CN=96 Runoff=6.73 cfs 0.299 af Runoff Area=33,830 sf 94.33% Impervious Runoff Depth=3.92"Subcatchment 3X: East Lot Flow Length=400' Tc=3.1 min CN=97 Runoff=5.57 cfs 0.254 af Runoff Area=1,942 sf 0.00% Impervious Runoff Depth=2.27"Subcatchment 4X: Green Space South Flow Length=16' Slope=0.1875 '/' Tc=1.0 min CN=80 Runoff=0.21 cfs 0.008 af Inflow=6.33 cfs 0.272 afReach 1R: To Storm Sewer West Outflow=6.33 cfs 0.272 af Inflow=12.49 cfs 0.561 afReach 2R: To Storm Sewer South Outflow=12.49 cfs 0.561 af Inflow=18.81 cfs 0.833 afReach 3R: Total Ex. Runoff Outflow=18.81 cfs 0.833 af Total Runoff Area = 2.673 ac Runoff Volume = 0.833 af Average Runoff Depth = 3.74" 14.80% Pervious = 0.396 ac 85.20% Impervious = 2.277 ac MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 24HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1X: West Drive and Center Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 6.33 cfs @ 12.04 hrs, Volume= 0.272 af, Depth= 3.59" Routed to Reach 1R : To Storm Sewer West Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 31,629 98 Paved parking, HSG D 7,966 80 >75% Grass cover, Good, HSG D 39,595 94 Weighted Average 7,966 20.12% Pervious Area 31,629 79.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 156 0.0420 1.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 1.2 255 0.0314 3.60 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.6 411 Total Subcatchment 1X: West Drive and Center Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=39,595 sf Runoff Volume=0.272 af Runoff Depth=3.59" Flow Length=411' Tc=2.6 min CN=94 6.33 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 25HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 2X: West Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 6.73 cfs @ 12.04 hrs, Volume= 0.299 af, Depth= 3.81" Routed to Reach 2R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 35,644 98 Paved parking, HSG D 5,405 80 >75% Grass cover, Good, HSG D 41,049 96 Weighted Average 5,405 13.17% Pervious Area 35,644 86.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 300 0.0370 2.05 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 0.4 100 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.8 400 Total Subcatchment 2X: West Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=41,049 sf Runoff Volume=0.299 af Runoff Depth=3.81" Flow Length=400' Tc=2.8 min CN=96 6.73 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 26HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3X: East Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 5.57 cfs @ 12.05 hrs, Volume= 0.254 af, Depth= 3.92" Routed to Reach 2R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 31,911 98 Paved parking, HSG D 1,919 80 >75% Grass cover, Good, HSG D 33,830 97 Weighted Average 1,919 5.67% Pervious Area 31,911 94.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 300 0.0300 1.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 0.4 100 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.1 400 Total Subcatchment 3X: East Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=33,830 sf Runoff Volume=0.254 af Runoff Depth=3.92" Flow Length=400' Tc=3.1 min CN=97 5.57 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 27HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 4X: Green Space South [49] Hint: Tc<2dt may require smaller dt Runoff = 0.21 cfs @ 12.02 hrs, Volume= 0.008 af, Depth= 2.27" Routed to Reach 2R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 1,942 80 >75% Grass cover, Good, HSG D 1,942 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 16 0.1875 0.27 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Subcatchment 4X: Green Space South Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.24 0.23 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 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=1,942 sf Runoff Volume=0.008 af Runoff Depth=2.27" Flow Length=16' Slope=0.1875 '/' Tc=1.0 min CN=80 0.21 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 28HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 1R: To Storm Sewer West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.909 ac, 79.88% Impervious, Inflow Depth = 3.59" for 10y 24hr event Inflow = 6.33 cfs @ 12.04 hrs, Volume= 0.272 af Outflow = 6.33 cfs @ 12.04 hrs, Volume= 0.272 af, Atten= 0%, Lag= 0.0 min Routed to Reach 3R : Total Ex. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 1R: To Storm Sewer West Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=0.909 ac 6.33 cfs 6.33 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 29HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 2R: To Storm Sewer South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.764 ac, 87.94% Impervious, Inflow Depth = 3.82" for 10y 24hr event Inflow = 12.49 cfs @ 12.05 hrs, Volume= 0.561 af Outflow = 12.49 cfs @ 12.05 hrs, Volume= 0.561 af, Atten= 0%, Lag= 0.0 min Routed to Reach 3R : Total Ex. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 2R: To Storm Sewer South Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.764 ac 12.49 cfs 12.49 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 30HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 3R: Total Ex. Runoff [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.673 ac, 85.20% Impervious, Inflow Depth = 3.74" for 10y 24hr event Inflow = 18.81 cfs @ 12.04 hrs, Volume= 0.833 af Outflow = 18.81 cfs @ 12.04 hrs, Volume= 0.833 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 3R: Total Ex. Runoff Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.673 ac 18.81 cfs 18.81 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 31HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.05 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=39,595 sf 79.88% Impervious Runoff Depth=6.67"Subcatchment 1X: West Drive and Center Flow Length=411' Tc=2.6 min CN=94 Runoff=10.52 cfs 0.505 af Runoff Area=41,049 sf 86.83% Impervious Runoff Depth=6.90"Subcatchment 2X: West Lot Flow Length=400' Tc=2.8 min CN=96 Runoff=10.99 cfs 0.542 af Runoff Area=33,830 sf 94.33% Impervious Runoff Depth=7.02"Subcatchment 3X: East Lot Flow Length=400' Tc=3.1 min CN=97 Runoff=9.02 cfs 0.454 af Runoff Area=1,942 sf 0.00% Impervious Runoff Depth=5.05"Subcatchment 4X: Green Space South Flow Length=16' Slope=0.1875 '/' Tc=1.0 min CN=80 Runoff=0.44 cfs 0.019 af Inflow=10.52 cfs 0.505 afReach 1R: To Storm Sewer West Outflow=10.52 cfs 0.505 af Inflow=20.39 cfs 1.015 afReach 2R: To Storm Sewer South Outflow=20.39 cfs 1.015 af Inflow=30.91 cfs 1.520 afReach 3R: Total Ex. Runoff Outflow=30.91 cfs 1.520 af Total Runoff Area = 2.673 ac Runoff Volume = 1.520 af Average Runoff Depth = 6.83" 14.80% Pervious = 0.396 ac 85.20% Impervious = 2.277 ac MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 32HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1X: West Drive and Center Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 10.52 cfs @ 12.04 hrs, Volume= 0.505 af, Depth= 6.67" Routed to Reach 1R : To Storm Sewer West Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38" Area (sf) CN Description 31,629 98 Paved parking, HSG D 7,966 80 >75% Grass cover, Good, HSG D 39,595 94 Weighted Average 7,966 20.12% Pervious Area 31,629 79.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 156 0.0420 1.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 1.2 255 0.0314 3.60 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.6 411 Total Subcatchment 1X: West Drive and Center Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38" Runoff Area=39,595 sf Runoff Volume=0.505 af Runoff Depth=6.67" Flow Length=411' Tc=2.6 min CN=94 10.52 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 33HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 2X: West Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 10.99 cfs @ 12.04 hrs, Volume= 0.542 af, Depth= 6.90" Routed to Reach 2R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38" Area (sf) CN Description 35,644 98 Paved parking, HSG D 5,405 80 >75% Grass cover, Good, HSG D 41,049 96 Weighted Average 5,405 13.17% Pervious Area 35,644 86.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 300 0.0370 2.05 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 0.4 100 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.8 400 Total Subcatchment 2X: West Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38" Runoff Area=41,049 sf Runoff Volume=0.542 af Runoff Depth=6.90" Flow Length=400' Tc=2.8 min CN=96 10.99 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 34HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3X: East Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 9.02 cfs @ 12.05 hrs, Volume= 0.454 af, Depth= 7.02" Routed to Reach 2R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38" Area (sf) CN Description 31,911 98 Paved parking, HSG D 1,919 80 >75% Grass cover, Good, HSG D 33,830 97 Weighted Average 1,919 5.67% Pervious Area 31,911 94.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 300 0.0300 1.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 0.4 100 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.1 400 Total Subcatchment 3X: East Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38" Runoff Area=33,830 sf Runoff Volume=0.454 af Runoff Depth=7.02" Flow Length=400' Tc=3.1 min CN=97 9.02 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 35HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 4X: Green Space South [49] Hint: Tc<2dt may require smaller dt Runoff = 0.44 cfs @ 12.02 hrs, Volume= 0.019 af, Depth= 5.05" Routed to Reach 2R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38" Area (sf) CN Description 1,942 80 >75% Grass cover, Good, HSG D 1,942 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 16 0.1875 0.27 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Subcatchment 4X: Green Space South Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38" Runoff Area=1,942 sf Runoff Volume=0.019 af Runoff Depth=5.05" Flow Length=16' Slope=0.1875 '/' Tc=1.0 min CN=80 0.44 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 36HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 1R: To Storm Sewer West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.909 ac, 79.88% Impervious, Inflow Depth = 6.67" for 100yr-24hr event Inflow = 10.52 cfs @ 12.04 hrs, Volume= 0.505 af Outflow = 10.52 cfs @ 12.04 hrs, Volume= 0.505 af, Atten= 0%, Lag= 0.0 min Routed to Reach 3R : Total Ex. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 1R: To Storm Sewer West Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=0.909 ac 10.52 cfs 10.52 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 37HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 2R: To Storm Sewer South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.764 ac, 87.94% Impervious, Inflow Depth = 6.91" for 100yr-24hr event Inflow = 20.39 cfs @ 12.05 hrs, Volume= 1.015 af Outflow = 20.39 cfs @ 12.05 hrs, Volume= 1.015 af, Atten= 0%, Lag= 0.0 min Routed to Reach 3R : Total Ex. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 2R: To Storm Sewer South Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.764 ac 20.39 cfs 20.39 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 38HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 3R: Total Ex. Runoff [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.673 ac, 85.20% Impervious, Inflow Depth = 6.83" for 100yr-24hr event Inflow = 30.91 cfs @ 12.04 hrs, Volume= 1.520 af Outflow = 30.91 cfs @ 12.04 hrs, Volume= 1.520 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 3R: Total Ex. Runoff Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=2.673 ac 30.91 cfs 30.91 cfs Confidential and Proprietary. TBPLS Firm #10074302 Appendix C: HydroCAD Model – Proposed Conditions 1S West Drive Aisle 2S Restaurant and Lot 3S Green Space to South 4R To Storm Sewer West 5R To Storm Sewer South 6R Total Prop. Runoff 7P UG System Routing Diagram for 23-05-05 Cafe Zupas Chanhassen Prepared by W, Printed 5/1/2023 HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link 23-05-05 Cafe Zupas Chanhassen Printed 5/1/2023Prepared by W Page 2HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Project Notes Copied 1 events from MN-RPBCWD_v1_Atlas14_24-hr100y_S1 storm Copied 1 events from MN-RPBCWD_v1_Atlas14_24-hr10y_S1 storm Copied 1 events from MN-RPBCWD_v1_Atlas14_24-hr2y_S1 storm 23-05-05 Cafe Zupas Chanhassen Printed 5/1/2023Prepared by W Page 3HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B 1 2y 24hr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Default 24.00 2 10d 100yr snowmelt MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr Default 240.00 3 10y 24hr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Default 24.00 4 100yr-24hr MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Default 24.00 23-05-05 Cafe Zupas Chanhassen Printed 5/1/2023Prepared by W Page 4HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.145 18 >75% Grass cover, Good, HSG D (1S) 0.316 80 >75% Grass cover, Good, HSG D (2S, 3S) 2.141 98 Paved parking, HSG D (1S, 2S, 3S) 0.070 98 Roofs, HSG D (2S) 2.671 92 TOTAL AREA 23-05-05 Cafe Zupas Chanhassen Printed 5/1/2023Prepared by W Page 5HydroCAD® 10.10-7a s/n 03363 © 2021 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 2.671 HSG D 1S, 2S, 3S 0.000 Other 2.671 TOTAL AREA 23-05-05 Cafe Zupas Chanhassen Printed 5/1/2023Prepared by W Page 6HydroCAD® 10.10-7a s/n 03363 © 2021 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 0.461 0.000 0.461 >75% Grass cover, Good 1S, 2S, 3S 0.000 0.000 0.000 2.141 0.000 2.141 Paved parking 1S, 2S, 3S 0.000 0.000 0.000 0.070 0.000 0.070 Roofs 2S 0.000 0.000 0.000 2.671 0.000 2.671 TOTAL AREA 23-05-05 Cafe Zupas Chanhassen Printed 5/1/2023Prepared by W Page 7HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Pipe Listing (selected nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) 1 7P 965.00 963.93 52.0 0.0206 0.011 0.0 12.0 0.0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 8HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.05 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=24,479 sf 74.19% Impervious Runoff Depth=0.98"Subcatchment 1S: West Drive Aisle Flow Length=411' Tc=2.6 min CN=77 Runoff=1.09 cfs 0.046 af Runoff Area=87,977 sf 88.16% Impervious Runoff Depth=2.42"Subcatchment 2S: Restaurant and Lot Flow Length=271' Slope=0.0332 '/' Tc=2.3 min CN=96 Runoff=9.31 cfs 0.408 af Runoff Area=3,909 sf 14.79% Impervious Runoff Depth=1.34"Subcatchment 3S: Green Space to South Flow Length=200' Slope=0.0350 '/' Tc=1.8 min CN=83 Runoff=0.25 cfs 0.010 af Inflow=1.09 cfs 0.046 afReach 4R: To Storm Sewer West Outflow=1.09 cfs 0.046 af Inflow=4.84 cfs 0.371 afReach 5R: To Storm Sewer South Outflow=4.84 cfs 0.371 af Inflow=5.57 cfs 0.417 afReach 6R: Total Prop. Runoff Outflow=5.57 cfs 0.417 af Peak Elev=966.34' Storage=0.113 af Inflow=9.31 cfs 0.408 afPond 7P: UG System Discarded=0.01 cfs 0.047 af Primary=4.73 cfs 0.361 af Outflow=4.74 cfs 0.408 af Total Runoff Area = 2.671 ac Runoff Volume = 0.464 af Average Runoff Depth = 2.08" 17.24% Pervious = 0.461 ac 82.76% Impervious = 2.211 ac MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 9HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: West Drive Aisle [49] Hint: Tc<2dt may require smaller dt Runoff = 1.09 cfs @ 12.05 hrs, Volume= 0.046 af, Depth= 0.98" Routed to Reach 4R : To Storm Sewer West Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 18,161 98 Paved parking, HSG D * 6,318 18 >75% Grass cover, Good, HSG D 24,479 77 Weighted Average 6,318 25.81% Pervious Area 18,161 74.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 156 0.0420 1.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 1.2 255 0.0314 3.60 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.6 411 Total Subcatchment 1S: West Drive Aisle Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=24,479 sf Runoff Volume=0.046 af Runoff Depth=0.98" Flow Length=411' Tc=2.6 min CN=77 1.09 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 10HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Restaurant and Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 9.31 cfs @ 12.04 hrs, Volume= 0.408 af, Depth= 2.42" Routed to Pond 7P : UG System Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 74,513 98 Paved parking, HSG D 10,414 80 >75% Grass cover, Good, HSG D 3,050 98 Roofs, HSG D 87,977 96 Weighted Average 10,414 11.84% Pervious Area 77,563 88.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 271 0.0332 1.92 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" Subcatchment 2S: Restaurant and Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=87,977 sf Runoff Volume=0.408 af Runoff Depth=2.42" Flow Length=271' Slope=0.0332 '/' Tc=2.3 min CN=96 9.31 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 11HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Green Space to South [49] Hint: Tc<2dt may require smaller dt Runoff = 0.25 cfs @ 12.04 hrs, Volume= 0.010 af, Depth= 1.34" Routed to Reach 5R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 578 98 Paved parking, HSG D 3,331 80 >75% Grass cover, Good, HSG D 3,909 83 Weighted Average 3,331 85.21% Pervious Area 578 14.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 200 0.0350 1.85 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" Subcatchment 3S: Green Space to South Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=3,909 sf Runoff Volume=0.010 af Runoff Depth=1.34" Flow Length=200' Slope=0.0350 '/' Tc=1.8 min CN=83 0.25 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 12HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 4R: To Storm Sewer West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.562 ac, 74.19% Impervious, Inflow Depth = 0.98" for 2y 24hr event Inflow = 1.09 cfs @ 12.05 hrs, Volume= 0.046 af Outflow = 1.09 cfs @ 12.05 hrs, Volume= 0.046 af, Atten= 0%, Lag= 0.0 min Routed to Reach 6R : Total Prop. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 4R: To Storm Sewer West Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=0.562 ac 1.09 cfs 1.09 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 13HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 5R: To Storm Sewer South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.109 ac, 85.04% Impervious, Inflow Depth = 2.11" for 2y 24hr event Inflow = 4.84 cfs @ 12.11 hrs, Volume= 0.371 af Outflow = 4.84 cfs @ 12.11 hrs, Volume= 0.371 af, Atten= 0%, Lag= 0.0 min Routed to Reach 6R : Total Prop. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 5R: To Storm Sewer South Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 Inflow Area=2.109 ac 4.84 cfs 4.84 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 14HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 6R: Total Prop. Runoff [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.671 ac, 82.76% Impervious, Inflow Depth = 1.87" for 2y 24hr event Inflow = 5.57 cfs @ 12.08 hrs, Volume= 0.417 af Outflow = 5.57 cfs @ 12.08 hrs, Volume= 0.417 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 6R: Total Prop. Runoff Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)6 5 4 3 2 1 0 Inflow Area=2.671 ac 5.57 cfs 5.57 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 15HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Pond 7P: UG System Inflow Area = 2.020 ac, 88.16% Impervious, Inflow Depth = 2.42" for 2y 24hr event Inflow = 9.31 cfs @ 12.04 hrs, Volume= 0.408 af Outflow = 4.74 cfs @ 12.12 hrs, Volume= 0.408 af, Atten= 49%, Lag= 4.7 min Discarded = 0.01 cfs @ 6.20 hrs, Volume= 0.047 af Primary = 4.73 cfs @ 12.12 hrs, Volume= 0.361 af Routed to Reach 5R : To Storm Sewer South Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Peak Elev= 966.34' @ 12.12 hrs Surf.Area= 0.078 ac Storage= 0.113 af Plug-Flow detention time= 145.1 min calculated for 0.408 af (100% of inflow) Center-of-Mass det. time= 145.5 min ( 915.2 - 769.7 ) Volume Invert Avail.Storage Storage Description #1A 964.17' 0.112 af 37.08'W x 91.74'L x 5.58'H Field A 0.436 af Overall - 0.155 af Embedded = 0.281 af x 40.0% Voids #2A 965.00' 0.155 af ADS_StormTech MC-3500 d +Cap x 60 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 60 Chambers in 5 Rows Cap Storage= 14.9 cf x 2 x 5 rows = 149.0 cf 0.267 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 964.17'0.150 in/hr Exfiltration over Surface area #2 Primary 965.00'12.0" Round RCP_Round 12" L= 52.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 965.00' / 963.93' S= 0.0206 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.79 sf Discarded OutFlow Max=0.01 cfs @ 6.20 hrs HW=964.23' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=4.66 cfs @ 12.12 hrs HW=966.32' (Free Discharge) 2=RCP_Round 12" (Inlet Controls 4.66 cfs @ 5.93 fps) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 16HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Pond 7P: UG System - Chamber Wizard Field A Chamber Model = ADS_StormTech MC-3500 d +Cap (ADS StormTech® MC-3500 d rev 03/14 with Cap volume) Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap Cap Storage= 14.9 cf x 2 x 5 rows = 149.0 cf 77.0" Wide + 9.0" Spacing = 86.0" C-C Row Spacing 12 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 89.74' Row Length +12.0" End Stone x 2 = 91.74' Base Length 5 Rows x 77.0" Wide + 9.0" Spacing x 4 + 12.0" Side Stone x 2 = 37.08' Base Width 10.0" Stone Base + 45.0" Chamber Height + 12.0" Stone Cover = 5.58' Field Height 60 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 5 Rows = 6,746.1 cf Chamber Storage 18,994.6 cf Field - 6,746.1 cf Chambers = 12,248.5 cf Stone x 40.0% Voids = 4,899.4 cf Stone Storage Chamber Storage + Stone Storage = 11,645.5 cf = 0.267 af Overall Storage Efficiency = 61.3% Overall System Size = 91.74' x 37.08' x 5.58' 60 Chambers 703.5 cy Field 453.6 cy Stone MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 17HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Pond 7P: UG System Inflow Outflow Discarded Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.020 ac Peak Elev=966.34' Storage=0.113 af 9.31 cfs 4.74 cfs 0.01 cfs 4.73 cfs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 18HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.05 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=24,479 sf 74.19% Impervious Runoff Depth>6.96"Subcatchment 1S: West Drive Aisle Flow Length=411' Tc=2.6 min AMC Adjusted CN=98 Runoff=0.11 cfs 0.326 af Runoff Area=87,977 sf 88.16% Impervious Runoff Depth>6.96"Subcatchment 2S: Restaurant and Lot Flow Length=271' Slope=0.0332 '/' Tc=2.3 min AMC Adjusted CN=98 Runoff=0.39 cfs 1.172 af Runoff Area=3,909 sf 14.79% Impervious Runoff Depth>6.96"Subcatchment 3S: Green Space to South Flow Length=200' Slope=0.0350 '/' Tc=1.8 min AMC Adjusted CN=98 Runoff=0.02 cfs 0.052 af Inflow=0.11 cfs 0.326 afReach 4R: To Storm Sewer West Outflow=0.11 cfs 0.326 af Inflow=0.39 cfs 0.969 afReach 5R: To Storm Sewer South Outflow=0.39 cfs 0.969 af Inflow=0.49 cfs 1.295 afReach 6R: Total Prop. Runoff Outflow=0.49 cfs 1.295 af Peak Elev=965.25' Storage=0.043 af Inflow=0.39 cfs 1.172 afPond 7P: UG System Discarded=0.01 cfs 0.226 af Primary=0.37 cfs 0.917 af Outflow=0.38 cfs 1.143 af Total Runoff Area = 2.671 ac Runoff Volume = 1.550 af Average Runoff Depth = 6.96" 17.24% Pervious = 0.461 ac 82.76% Impervious = 2.211 ac MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 19HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: West Drive Aisle [49] Hint: Tc<2dt may require smaller dt Runoff = 0.11 cfs @ 121.20 hrs, Volume= 0.326 af, Depth> 6.96" Routed to Reach 4R : To Storm Sewer West Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 18,161 98 Paved parking, HSG D * 6,318 18 >75% Grass cover, Good, HSG D 24,479 77 98 Weighted Average, AMC Adjusted 6,318 25.81% Pervious Area 18,161 74.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 156 0.0420 1.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 1.2 255 0.0314 3.60 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.6 411 Total Subcatchment 1S: West Drive Aisle Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.12 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 MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20" AMC=4 Runoff Area=24,479 sf Runoff Volume=0.326 af Runoff Depth>6.96" Flow Length=411' Tc=2.6 min AMC Adjusted CN=98 0.11 cfs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 20HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Restaurant and Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 0.39 cfs @ 121.20 hrs, Volume= 1.172 af, Depth> 6.96" Routed to Pond 7P : UG System Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 74,513 98 Paved parking, HSG D 10,414 80 >75% Grass cover, Good, HSG D 3,050 98 Roofs, HSG D 87,977 96 98 Weighted Average, AMC Adjusted 10,414 11.84% Pervious Area 77,563 88.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 271 0.0332 1.92 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" Subcatchment 2S: Restaurant and Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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 MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20" AMC=4 Runoff Area=87,977 sf Runoff Volume=1.172 af Runoff Depth>6.96" Flow Length=271' Slope=0.0332 '/' Tc=2.3 min AMC Adjusted CN=98 0.39 cfs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 21HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Green Space to South [49] Hint: Tc<2dt may require smaller dt Runoff = 0.02 cfs @ 121.20 hrs, Volume= 0.052 af, Depth> 6.96" Routed to Reach 5R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 578 98 Paved parking, HSG D 3,331 80 >75% Grass cover, Good, HSG D 3,909 83 98 Weighted Average, AMC Adjusted 3,331 85.21% Pervious Area 578 14.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 200 0.0350 1.85 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" Subcatchment 3S: Green Space to South Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20" AMC=4 Runoff Area=3,909 sf Runoff Volume=0.052 af Runoff Depth>6.96" Flow Length=200' Slope=0.0350 '/' Tc=1.8 min AMC Adjusted CN=98 0.02 cfs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 22HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 4R: To Storm Sewer West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.562 ac, 74.19% Impervious, Inflow Depth > 6.96" for 10d 100yr snowmelt event Inflow = 0.11 cfs @ 121.20 hrs, Volume= 0.326 af Outflow = 0.11 cfs @ 121.20 hrs, Volume= 0.326 af, Atten= 0%, Lag= 0.0 min Routed to Reach 6R : Total Prop. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 4R: To Storm Sewer West Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.12 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 Inflow Area=0.562 ac 0.11 cfs 0.11 cfs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 23HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 5R: To Storm Sewer South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.109 ac, 85.04% Impervious, Inflow Depth > 5.51" for 10d 100yr snowmelt event Inflow = 0.39 cfs @ 121.31 hrs, Volume= 0.969 af Outflow = 0.39 cfs @ 121.31 hrs, Volume= 0.969 af, Atten= 0%, Lag= 0.0 min Routed to Reach 6R : Total Prop. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 5R: To Storm Sewer South Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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 Inflow Area=2.109 ac 0.39 cfs 0.39 cfs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 24HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 6R: Total Prop. Runoff [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.671 ac, 82.76% Impervious, Inflow Depth > 5.82" for 10d 100yr snowmelt event Inflow = 0.49 cfs @ 121.26 hrs, Volume= 1.295 af Outflow = 0.49 cfs @ 121.26 hrs, Volume= 1.295 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 6R: Total Prop. Runoff Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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=2.671 ac 0.49 cfs 0.49 cfs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 25HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Pond 7P: UG System Inflow Area = 2.020 ac, 88.16% Impervious, Inflow Depth > 6.96" for 10d 100yr snowmelt event Inflow = 0.39 cfs @ 121.20 hrs, Volume= 1.172 af Outflow = 0.38 cfs @ 121.33 hrs, Volume= 1.143 af, Atten= 1%, Lag= 7.5 min Discarded = 0.01 cfs @ 10.50 hrs, Volume= 0.226 af Primary = 0.37 cfs @ 121.33 hrs, Volume= 0.917 af Routed to Reach 5R : To Storm Sewer South Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Peak Elev= 965.25' @ 121.33 hrs Surf.Area= 0.078 ac Storage= 0.043 af Plug-Flow detention time= 350.9 min calculated for 1.143 af (98% of inflow) Center-of-Mass det. time= 184.6 min ( 7,562.9 - 7,378.3 ) Volume Invert Avail.Storage Storage Description #1A 964.17' 0.112 af 37.08'W x 91.74'L x 5.58'H Field A 0.436 af Overall - 0.155 af Embedded = 0.281 af x 40.0% Voids #2A 965.00' 0.155 af ADS_StormTech MC-3500 d +Cap x 60 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 60 Chambers in 5 Rows Cap Storage= 14.9 cf x 2 x 5 rows = 149.0 cf 0.267 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 964.17'0.150 in/hr Exfiltration over Surface area #2 Primary 965.00'12.0" Round RCP_Round 12" L= 52.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 965.00' / 963.93' S= 0.0206 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.79 sf Discarded OutFlow Max=0.01 cfs @ 10.50 hrs HW=964.23' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.37 cfs @ 121.33 hrs HW=965.25' (Free Discharge) 2=RCP_Round 12" (Inlet Controls 0.37 cfs @ 2.34 fps) MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 26HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Pond 7P: UG System - Chamber Wizard Field A Chamber Model = ADS_StormTech MC-3500 d +Cap (ADS StormTech® MC-3500 d rev 03/14 with Cap volume) Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap Cap Storage= 14.9 cf x 2 x 5 rows = 149.0 cf 77.0" Wide + 9.0" Spacing = 86.0" C-C Row Spacing 12 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 89.74' Row Length +12.0" End Stone x 2 = 91.74' Base Length 5 Rows x 77.0" Wide + 9.0" Spacing x 4 + 12.0" Side Stone x 2 = 37.08' Base Width 10.0" Stone Base + 45.0" Chamber Height + 12.0" Stone Cover = 5.58' Field Height 60 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 5 Rows = 6,746.1 cf Chamber Storage 18,994.6 cf Field - 6,746.1 cf Chambers = 12,248.5 cf Stone x 40.0% Voids = 4,899.4 cf Stone Storage Chamber Storage + Stone Storage = 11,645.5 cf = 0.267 af Overall Storage Efficiency = 61.3% Overall System Size = 91.74' x 37.08' x 5.58' 60 Chambers 703.5 cy Field 453.6 cy Stone MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 27HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Pond 7P: UG System Inflow Outflow Discarded Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)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 Inflow Area=2.020 ac Peak Elev=965.25' Storage=0.043 af 0.39 cfs 0.38 cfs 0.01 cfs 0.37 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 28HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.05 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=24,479 sf 74.19% Impervious Runoff Depth=2.03"Subcatchment 1S: West Drive Aisle Flow Length=411' Tc=2.6 min CN=77 Runoff=2.37 cfs 0.095 af Runoff Area=87,977 sf 88.16% Impervious Runoff Depth=3.81"Subcatchment 2S: Restaurant and Lot Flow Length=271' Slope=0.0332 '/' Tc=2.3 min CN=96 Runoff=14.56 cfs 0.641 af Runoff Area=3,909 sf 14.79% Impervious Runoff Depth=2.52"Subcatchment 3S: Green Space to South Flow Length=200' Slope=0.0350 '/' Tc=1.8 min CN=83 Runoff=0.47 cfs 0.019 af Inflow=2.37 cfs 0.095 afReach 4R: To Storm Sewer West Outflow=2.37 cfs 0.095 af Inflow=6.48 cfs 0.613 afReach 5R: To Storm Sewer South Outflow=6.48 cfs 0.613 af Inflow=8.62 cfs 0.708 afReach 6R: Total Prop. Runoff Outflow=8.62 cfs 0.708 af Peak Elev=967.16' Storage=0.162 af Inflow=14.56 cfs 0.641 afPond 7P: UG System Discarded=0.01 cfs 0.047 af Primary=6.25 cfs 0.594 af Outflow=6.27 cfs 0.641 af Total Runoff Area = 2.671 ac Runoff Volume = 0.755 af Average Runoff Depth = 3.39" 17.24% Pervious = 0.461 ac 82.76% Impervious = 2.211 ac MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 29HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: West Drive Aisle [49] Hint: Tc<2dt may require smaller dt Runoff = 2.37 cfs @ 12.05 hrs, Volume= 0.095 af, Depth= 2.03" Routed to Reach 4R : To Storm Sewer West Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 18,161 98 Paved parking, HSG D * 6,318 18 >75% Grass cover, Good, HSG D 24,479 77 Weighted Average 6,318 25.81% Pervious Area 18,161 74.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 156 0.0420 1.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 1.2 255 0.0314 3.60 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.6 411 Total Subcatchment 1S: West Drive Aisle Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=24,479 sf Runoff Volume=0.095 af Runoff Depth=2.03" Flow Length=411' Tc=2.6 min CN=77 2.37 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 30HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Restaurant and Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 14.56 cfs @ 12.04 hrs, Volume= 0.641 af, Depth= 3.81" Routed to Pond 7P : UG System Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 74,513 98 Paved parking, HSG D 10,414 80 >75% Grass cover, Good, HSG D 3,050 98 Roofs, HSG D 87,977 96 Weighted Average 10,414 11.84% Pervious Area 77,563 88.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 271 0.0332 1.92 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" Subcatchment 2S: Restaurant and Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=87,977 sf Runoff Volume=0.641 af Runoff Depth=3.81" Flow Length=271' Slope=0.0332 '/' Tc=2.3 min CN=96 14.56 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 31HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Green Space to South [49] Hint: Tc<2dt may require smaller dt Runoff = 0.47 cfs @ 12.03 hrs, Volume= 0.019 af, Depth= 2.52" Routed to Reach 5R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 578 98 Paved parking, HSG D 3,331 80 >75% Grass cover, Good, HSG D 3,909 83 Weighted Average 3,331 85.21% Pervious Area 578 14.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 200 0.0350 1.85 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" Subcatchment 3S: Green Space to South Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.52 0.5 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 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=3,909 sf Runoff Volume=0.019 af Runoff Depth=2.52" Flow Length=200' Slope=0.0350 '/' Tc=1.8 min CN=83 0.47 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 32HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 4R: To Storm Sewer West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.562 ac, 74.19% Impervious, Inflow Depth = 2.03" for 10y 24hr event Inflow = 2.37 cfs @ 12.05 hrs, Volume= 0.095 af Outflow = 2.37 cfs @ 12.05 hrs, Volume= 0.095 af, Atten= 0%, Lag= 0.0 min Routed to Reach 6R : Total Prop. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 4R: To Storm Sewer West Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Inflow Area=0.562 ac 2.37 cfs 2.37 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 33HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 5R: To Storm Sewer South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.109 ac, 85.04% Impervious, Inflow Depth = 3.49" for 10y 24hr event Inflow = 6.48 cfs @ 12.12 hrs, Volume= 0.613 af Outflow = 6.48 cfs @ 12.12 hrs, Volume= 0.613 af, Atten= 0%, Lag= 0.0 min Routed to Reach 6R : Total Prop. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 5R: To Storm Sewer South Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=2.109 ac 6.48 cfs 6.48 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 34HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 6R: Total Prop. Runoff [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.671 ac, 82.76% Impervious, Inflow Depth = 3.18" for 10y 24hr event Inflow = 8.62 cfs @ 12.06 hrs, Volume= 0.708 af Outflow = 8.62 cfs @ 12.06 hrs, Volume= 0.708 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 6R: Total Prop. Runoff Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=2.671 ac 8.62 cfs 8.62 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 35HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Pond 7P: UG System Inflow Area = 2.020 ac, 88.16% Impervious, Inflow Depth = 3.81" for 10y 24hr event Inflow = 14.56 cfs @ 12.04 hrs, Volume= 0.641 af Outflow = 6.27 cfs @ 12.13 hrs, Volume= 0.641 af, Atten= 57%, Lag= 5.4 min Discarded = 0.01 cfs @ 6.30 hrs, Volume= 0.047 af Primary = 6.25 cfs @ 12.13 hrs, Volume= 0.594 af Routed to Reach 5R : To Storm Sewer South Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Peak Elev= 967.16' @ 12.13 hrs Surf.Area= 0.078 ac Storage= 0.162 af Plug-Flow detention time= 99.4 min calculated for 0.641 af (100% of inflow) Center-of-Mass det. time= 99.8 min ( 853.6 - 753.9 ) Volume Invert Avail.Storage Storage Description #1A 964.17' 0.112 af 37.08'W x 91.74'L x 5.58'H Field A 0.436 af Overall - 0.155 af Embedded = 0.281 af x 40.0% Voids #2A 965.00' 0.155 af ADS_StormTech MC-3500 d +Cap x 60 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 60 Chambers in 5 Rows Cap Storage= 14.9 cf x 2 x 5 rows = 149.0 cf 0.267 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 964.17'0.150 in/hr Exfiltration over Surface area #2 Primary 965.00'12.0" Round RCP_Round 12" L= 52.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 965.00' / 963.93' S= 0.0206 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.79 sf Discarded OutFlow Max=0.01 cfs @ 6.30 hrs HW=964.23' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=6.23 cfs @ 12.13 hrs HW=967.15' (Free Discharge) 2=RCP_Round 12" (Barrel Controls 6.23 cfs @ 7.93 fps) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 36HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Pond 7P: UG System - Chamber Wizard Field A Chamber Model = ADS_StormTech MC-3500 d +Cap (ADS StormTech® MC-3500 d rev 03/14 with Cap volume) Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap Cap Storage= 14.9 cf x 2 x 5 rows = 149.0 cf 77.0" Wide + 9.0" Spacing = 86.0" C-C Row Spacing 12 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 89.74' Row Length +12.0" End Stone x 2 = 91.74' Base Length 5 Rows x 77.0" Wide + 9.0" Spacing x 4 + 12.0" Side Stone x 2 = 37.08' Base Width 10.0" Stone Base + 45.0" Chamber Height + 12.0" Stone Cover = 5.58' Field Height 60 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 5 Rows = 6,746.1 cf Chamber Storage 18,994.6 cf Field - 6,746.1 cf Chambers = 12,248.5 cf Stone x 40.0% Voids = 4,899.4 cf Stone Storage Chamber Storage + Stone Storage = 11,645.5 cf = 0.267 af Overall Storage Efficiency = 61.3% Overall System Size = 91.74' x 37.08' x 5.58' 60 Chambers 703.5 cy Field 453.6 cy Stone MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 37HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Pond 7P: UG System Inflow Outflow Discarded Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.020 ac Peak Elev=967.16' Storage=0.162 af 14.56 cfs 6.27 cfs 0.01 cfs 6.25 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 38HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.05 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=24,479 sf 74.19% Impervious Runoff Depth=4.71"Subcatchment 1S: West Drive Aisle Flow Length=411' Tc=2.6 min CN=77 Runoff=5.07 cfs 0.221 af Runoff Area=87,977 sf 88.16% Impervious Runoff Depth=6.90"Subcatchment 2S: Restaurant and Lot Flow Length=271' Slope=0.0332 '/' Tc=2.3 min CN=96 Runoff=23.76 cfs 1.162 af Runoff Area=3,909 sf 14.79% Impervious Runoff Depth=5.39"Subcatchment 3S: Green Space to South Flow Length=200' Slope=0.0350 '/' Tc=1.8 min CN=83 Runoff=0.91 cfs 0.040 af Inflow=5.07 cfs 0.221 afReach 4R: To Storm Sewer West Outflow=5.07 cfs 0.221 af Inflow=9.50 cfs 1.154 afReach 5R: To Storm Sewer South Outflow=9.50 cfs 1.154 af Inflow=13.75 cfs 1.375 afReach 6R: Total Prop. Runoff Outflow=13.75 cfs 1.375 af Peak Elev=969.74' Storage=0.267 af Inflow=23.76 cfs 1.162 afPond 7P: UG System Discarded=0.01 cfs 0.048 af Primary=9.18 cfs 1.114 af Outflow=9.19 cfs 1.162 af Total Runoff Area = 2.671 ac Runoff Volume = 1.423 af Average Runoff Depth = 6.39" 17.24% Pervious = 0.461 ac 82.76% Impervious = 2.211 ac MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 39HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: West Drive Aisle [49] Hint: Tc<2dt may require smaller dt Runoff = 5.07 cfs @ 12.04 hrs, Volume= 0.221 af, Depth= 4.71" Routed to Reach 4R : To Storm Sewer West Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38" Area (sf) CN Description 18,161 98 Paved parking, HSG D * 6,318 18 >75% Grass cover, Good, HSG D 24,479 77 Weighted Average 6,318 25.81% Pervious Area 18,161 74.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 156 0.0420 1.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 1.2 255 0.0314 3.60 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.6 411 Total Subcatchment 1S: West Drive Aisle Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38" Runoff Area=24,479 sf Runoff Volume=0.221 af Runoff Depth=4.71" Flow Length=411' Tc=2.6 min CN=77 5.07 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 40HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Restaurant and Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 23.76 cfs @ 12.04 hrs, Volume= 1.162 af, Depth= 6.90" Routed to Pond 7P : UG System Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38" Area (sf) CN Description 74,513 98 Paved parking, HSG D 10,414 80 >75% Grass cover, Good, HSG D 3,050 98 Roofs, HSG D 87,977 96 Weighted Average 10,414 11.84% Pervious Area 77,563 88.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 271 0.0332 1.92 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" Subcatchment 2S: Restaurant and Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38" Runoff Area=87,977 sf Runoff Volume=1.162 af Runoff Depth=6.90" Flow Length=271' Slope=0.0332 '/' Tc=2.3 min CN=96 23.76 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 41HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Green Space to South [49] Hint: Tc<2dt may require smaller dt Runoff = 0.91 cfs @ 12.03 hrs, Volume= 0.040 af, Depth= 5.39" Routed to Reach 5R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38" Area (sf) CN Description 578 98 Paved parking, HSG D 3,331 80 >75% Grass cover, Good, HSG D 3,909 83 Weighted Average 3,331 85.21% Pervious Area 578 14.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 200 0.0350 1.85 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" Subcatchment 3S: Green Space to South Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38" Runoff Area=3,909 sf Runoff Volume=0.040 af Runoff Depth=5.39" Flow Length=200' Slope=0.0350 '/' Tc=1.8 min CN=83 0.91 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 42HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 4R: To Storm Sewer West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.562 ac, 74.19% Impervious, Inflow Depth = 4.71" for 100yr-24hr event Inflow = 5.07 cfs @ 12.04 hrs, Volume= 0.221 af Outflow = 5.07 cfs @ 12.04 hrs, Volume= 0.221 af, Atten= 0%, Lag= 0.0 min Routed to Reach 6R : Total Prop. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 4R: To Storm Sewer West Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 Inflow Area=0.562 ac 5.07 cfs 5.07 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 43HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 5R: To Storm Sewer South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.109 ac, 85.04% Impervious, Inflow Depth = 6.57" for 100yr-24hr event Inflow = 9.50 cfs @ 12.13 hrs, Volume= 1.154 af Outflow = 9.50 cfs @ 12.13 hrs, Volume= 1.154 af, Atten= 0%, Lag= 0.0 min Routed to Reach 6R : Total Prop. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 5R: To Storm Sewer South Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.109 ac 9.50 cfs 9.50 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 44HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 6R: Total Prop. Runoff [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.671 ac, 82.76% Impervious, Inflow Depth = 6.18" for 100yr-24hr event Inflow = 13.75 cfs @ 12.06 hrs, Volume= 1.375 af Outflow = 13.75 cfs @ 12.06 hrs, Volume= 1.375 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 6R: Total Prop. Runoff Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.671 ac 13.75 cfs 13.75 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 45HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Pond 7P: UG System Inflow Area = 2.020 ac, 88.16% Impervious, Inflow Depth = 6.90" for 100yr-24hr event Inflow = 23.76 cfs @ 12.04 hrs, Volume= 1.162 af Outflow = 9.19 cfs @ 12.15 hrs, Volume= 1.162 af, Atten= 61%, Lag= 6.4 min Discarded = 0.01 cfs @ 5.85 hrs, Volume= 0.048 af Primary = 9.18 cfs @ 12.15 hrs, Volume= 1.114 af Routed to Reach 5R : To Storm Sewer South Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Peak Elev= 969.74' @ 12.15 hrs Surf.Area= 0.078 ac Storage= 0.267 af Plug-Flow detention time= 63.2 min calculated for 1.161 af (100% of inflow) Center-of-Mass det. time= 63.6 min ( 805.8 - 742.2 ) Volume Invert Avail.Storage Storage Description #1A 964.17' 0.112 af 37.08'W x 91.74'L x 5.58'H Field A 0.436 af Overall - 0.155 af Embedded = 0.281 af x 40.0% Voids #2A 965.00' 0.155 af ADS_StormTech MC-3500 d +Cap x 60 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 60 Chambers in 5 Rows Cap Storage= 14.9 cf x 2 x 5 rows = 149.0 cf 0.267 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 964.17'0.150 in/hr Exfiltration over Surface area #2 Primary 965.00'12.0" Round RCP_Round 12" L= 52.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 965.00' / 963.93' S= 0.0206 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.79 sf Discarded OutFlow Max=0.01 cfs @ 5.85 hrs HW=964.23' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=9.16 cfs @ 12.15 hrs HW=969.72' (Free Discharge) 2=RCP_Round 12" (Barrel Controls 9.16 cfs @ 11.66 fps) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 46HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Pond 7P: UG System - Chamber Wizard Field A Chamber Model = ADS_StormTech MC-3500 d +Cap (ADS StormTech® MC-3500 d rev 03/14 with Cap volume) Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap Cap Storage= 14.9 cf x 2 x 5 rows = 149.0 cf 77.0" Wide + 9.0" Spacing = 86.0" C-C Row Spacing 12 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 89.74' Row Length +12.0" End Stone x 2 = 91.74' Base Length 5 Rows x 77.0" Wide + 9.0" Spacing x 4 + 12.0" Side Stone x 2 = 37.08' Base Width 10.0" Stone Base + 45.0" Chamber Height + 12.0" Stone Cover = 5.58' Field Height 60 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 5 Rows = 6,746.1 cf Chamber Storage 18,994.6 cf Field - 6,746.1 cf Chambers = 12,248.5 cf Stone x 40.0% Voids = 4,899.4 cf Stone Storage Chamber Storage + Stone Storage = 11,645.5 cf = 0.267 af Overall Storage Efficiency = 61.3% Overall System Size = 91.74' x 37.08' x 5.58' 60 Chambers 703.5 cy Field 453.6 cy Stone MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 47HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Pond 7P: UG System Inflow Outflow Discarded Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=2.020 ac Peak Elev=969.74' Storage=0.267 af 23.76 cfs 9.19 cfs 0.01 cfs 9.18 cfs Confidential and Proprietary. TBPLS Firm #10074302 Appendix D: MIDS Calculator Project Information Calculator Version:Version 3: January 2017 Project Name:Cafe Zupas-Existing User Name / Company Name:AKW Date:23-05-01 Project Description: Construction Permit?:No 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 .396 0.396 Impervious Area (acres)2.277 Total Area (acres)2.673 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 0 Impervious Area (acres) Total Area (acres)0 Summary Information Performance Goal Requirement Performance goal volume retention requirement:9092 ft3 Volume removed by BMPs towards performance goal:ft3 Percent volume removed towards performance goal % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 5.0729 acre-ft Annual runoff volume removed by BMPs:acre-ft Percent annual runoff volume removed:% Post development annual particulate P load:2.277 lbs Annual particulate P removed by BMPs:lbs Post development annual dissolved P load:1.863 lbs Annual dissolved P removed by BMPs:lbs Percent annual total phosphorus removed:% Post development annual TSS load:752 lbs Annual TSS removed by BMPs:lbs Percent annual TSS removed:% BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) 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 (%) Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) BMP Schematic Project Information Calculator Version:Version 3: January 2017 Project Name:Cafe Zupas-Loading User Name / Company Name:AKW Date:23-05-01 Project Description:pollutant loading for new/recon impervious Construction Permit?:No 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 0 Impervious Area (acres)0.54 Total Area (acres)0.54 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 0 Impervious Area (acres) Total Area (acres)0 Summary Information Performance Goal Requirement Performance goal volume retention requirement:2156 ft3 Volume removed by BMPs towards performance goal:ft3 Percent volume removed towards performance goal % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 1.1504 acre-ft Annual runoff volume removed by BMPs:acre-ft Percent annual runoff volume removed:% Post development annual particulate P load:0.516 lbs Annual particulate P removed by BMPs:lbs Post development annual dissolved P load:0.422 lbs Annual dissolved P removed by BMPs:lbs Percent annual total phosphorus removed:% Post development annual TSS load:170.5 lbs Annual TSS removed by BMPs:lbs Percent annual TSS removed:% BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) 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 (%) Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) BMP Schematic Project Information Calculator Version:Version 3: January 2017 Project Name:Cafe Zupas-Loading User Name / Company Name:AKW Date:23-05-01 Project Description: Construction Permit?:No 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 0.463 0.463 Impervious Area (acres)2.21 Total Area (acres)2.673 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 0.239 0.239 Impervious Area (acres)1.781 Total Area (acres)2.02 Summary Information Performance Goal Requirement Performance goal volume retention requirement:8824 ft3 Volume removed by BMPs towards performance goal:1002 ft3 Percent volume removed towards performance goal 11 % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 4.9677 acre-ft Annual runoff volume removed by BMPs:0 acre-ft Percent annual runoff volume removed:0 % Post development annual particulate P load:2.23 lbs Annual particulate P removed by BMPs:1.162 lbs Post development annual dissolved P load:1.824 lbs Annual dissolved P removed by BMPs:0.349 lbs Percent annual total phosphorus removed:37 % Post development annual TSS load:736.4 lbs Annual TSS removed by BMPs:383.7 lbs Percent annual TSS removed:52 % BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) 1 -Underground infiltration 1002 7112 1002 6110 14 1 -Other (User Defined Reductions)0 7112 0 7112 0 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 -Underground infiltration 0 0 0 0 24 1 -Other (User Defined Reductions)3.9282 0 0 3.9282 0 Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 -Underground infiltration 0 0.7933 0.1919 0.6014 24 1 -Other (User Defined Reductions)1.763 0 0.9697 0.7933 55 Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 -Underground infiltration 0 1.4424 0.349 1.0934 24 1 -Other (User Defined Reductions)1.4424 0 0 1.4424 0 TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 -Underground infiltration 0 262.04 63.4 198.64 24 1 -Other (User Defined Reductions)582.31 0 320.27 262.04 55 BMP Schematic Confidential and Proprietary. TBPLS Firm #10074302 Appendix E: Water Quality BMP Performance P8 Urban Catchment Model, Version 3.5 Run Date 05/01/23 Case 42319_Isolator Row.p8c FirstDate 10/01/06 Precip(in)280.5 Title Isolator Row LastDate 09/30/16 Rain(in)253.89 PrecFile Msp4916.pcp Events 737 Snow(in)26.61 PartFile nurp50.p8p TotalHrs 87603 TotalYrs 9.99 Mass Balances by Device Device: Isolator Row Type:POND Flow Loads(lbs) Mass Balance Term acre-ft P0%P10%P30%P50%P80%TSS TP TKN CU PB ZN HC 01 watershed inflows 40.12 109.04 2437.33 2437.33 2437.33 4874.65 12186.63 38.95 175.10 5.63 2.41 18.68 301.46 07 spillway outlet 40.12 109.04 1960.86 1576.73 1165.65 746.36 5449.60 28.90 135.97 3.34 1.20 14.50 149.88 08 sedimen + decay 0.00 0.00 476.32 860.60 1271.67 4128.29 6736.89 10.04 39.13 2.29 1.21 4.17 151.58 09 total inflow 40.12 109.04 2437.33 2437.33 2437.33 4874.65 12186.63 38.95 175.10 5.63 2.41 18.68 301.46 10 surface outflow 40.12 109.04 1960.86 1576.73 1165.65 746.36 5449.60 28.90 135.97 3.34 1.20 14.50 149.88 12 total outflow 40.12 109.04 1960.86 1576.73 1165.65 746.36 5449.60 28.90 135.97 3.34 1.20 14.50 149.88 13 total trapped 0.00 0.00 476.32 860.60 1271.67 4128.29 6736.89 10.04 39.13 2.29 1.21 4.17 151.58 14 storage increase 0.00 0.00 0.14 0.00 0.00 0.00 0.14 0.00 0.00 0.00 0.00 0.00 0.00 15 mass balance check 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Load Reduction (%)0.00 0.00 19.54 35.31 52.18 84.69 55.28 25.79 22.35 40.71 50.28 22.35 50.28