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20181055 Ballston Ave Townhouses Engineering Corr 1-16-20
• • ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. 900 Route 146 Clifton Park,NY 12065 (P)518.371.7621 (F)518.371.9540 edpllp.com 1111. January 16, 2020 Ms. Kari Donohue City of Saratoga Springs 474 Broadway Saratoga Springs, NY 12866 Regarding: 96-110 Ballston Avenue Townhouse Project City Engineering Comment and City Comments Dear Ms. Donohue: Our office has received the Engineering Review Comment Letter from Barton & Loguidice, dated January 15, 2020. In response to the comments we offer the following: Water and Sanitary Sewer 1. We request confirmation that in lieu of new fire sprinkler systems the 2 hour firewalls are sufficient... Response: The proposed buildings will be designed and constructed in accordance with all applicable building codes. Final building plans will be reviewed by the city for code conformance prior to building construction. Hydrant flow data from the Hydrants on Ballston Ave, north of West Ave and Ave of Pines at the Golf Coarse has been provided by the City. This data indicates a static pressure of 72 psi and fire flow on the order of 2,560 gpm at 20 psi. 2. It is noted that the 8-inch water main does not indicate a connection to an existing main on the west... Response: The City of Saratoga Springs has requested, in emailed comments to our office on August 8, 2019, that the water main end at a hydrant within property bounds. 3. The second submission reflects a desire to have the City own and maintain the gravity sanitary sewer... Response: Per conversations with NYSDOH and NYSDEC since the townhomes will be individually owned the water main and sewer main serving the homes will need to be owned and maintained by either the City of Saratoga Springs or a transportation corporation. It is requested that the City of Saratoga Springs own and maintain the water mains within the 35 ft easement with a hold harmless agreement to absolve the City from costs of repairing the porous pavement when repairs to the water and sewer are necessary.A discussion with Barton & Logudice indicted that the use of hold harmless agreements for repairs of the porous pavement is an effective method employed by other local municipalities. 4. Engineers narrative discusses 8-inch sanitary and 3 manholes dedication to city but also discusses all site utilities would be private. Is a HOA proposed?Please revise and clarify. Response: The narrative has been revised in order to clarify that the proposed sanitary sewer main and manholes will be dedicated to the city.An HOA is proposed but will not own the water or sewer as these utilities will serve multiple owners. 5. Where will the water meters be located and accessed? Response: Water meters will be located at each residence with the final location to be determined by the City of Saratoga Springs to ensure access. Ms. Kari Donohue ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. January 16, 2020 Shaping the physical environment Stormwater 1. Please submit the revised SWPPP Response: A revised SWPPP has been included in this submission. 2. Has sign-off letter from NYSSHPO been received yet? This should be included in final SWPPP when received; Response: A "No Impact" letter from NYSOPRHP, dated December 20, 2018, has been received and has been added to the SWPPP in Section 6. 3. A drywell has been added to the east side of the intersection of Finley Street and Ballston Avenue... Response: The drywell has been added to help alleviate any drainage issues at the intersection of Ballston Ave and Finley Street as requested by the City. The revised stormwater modeling and report included in this submission includes the area contributing to the drywell. 4. Time of concentration values are proportioned according to Hydrocad help documents but could not... Response: The modeling technique used is the recommended technique by HydroCAD and we have confirmed with UNH that this is an adequate way to model the porous pavement. The porous pavement is modeled as a pond with storage, infiltration and the proposed underdrain outlet. The long Tc of the contributing subcatchment is developed to allow for a lag time to account for the reduced runoff peak associated with the flow through the porous pavement and stone reservoir. The overall runoff volume contributing to the pond remains unchanged no matter what the Tc is adjusted to. Based on a conversation with UNH the Tc (lag time)was adjusted to 100 minutes. Plans Sheet 2 of 11-Site Plans 1. Only one bike rack if shown of unknown capacity.A second bike rack should be considered as ... Response: The proposed dwelling units will be townhomes with garages. It is our understanding that most residents will store their bikes in their garages or homes. The bike rack proposed has a capacity of 5 bikes and would provide a storage area for visitors/guests. Sheet 3 of 11-Existings Conditions and Removals 1. Add brief notes pursuant to OSHA CFR 29 that demolition and disposal practices will be required to... Response: A Note has been added to sheet 3 of the plan set. 2. Include notes on plans regarding what backfill soils and compaction requirement are proposed in ... Response: Notes have been added to sheet 3 of the plan set. The soil restoration notes have been included on sheet 7 of the plan set. 900 Route 146 Clifton Park,NY 12065 2 (P)518.371.7621 (F)518.371.9540 edpllp.com Ms. Kari Donohue ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. January 16, 2020 Shaping the physical environment Sheet 4 of 11 Grading and Drainage 1. Where are roof drain discharges located?Indicate location and method of energy dissipation... Response: A note has been added to sheet 4 stating that splash blocks or rip-rap shall be installed at outlets to all roof leaders. 2. We recommend increasing size of 4-inch underdrain at south edge of porous pavement that conveys... Response: The underdrain has been upsized to 6-inch as requested. 3. Indicate area of all rip-rap practices to prevent erosion at end of storm drainage pipes, particularly... Response: A detail of the end section with rip-rap has been added to sheet 11 of the plan set. Sheet 5 of 11 Utility Plan 1. See city comments on tapping valve and sleeve. Response: Comment noted 2. We recommend looping the water main to one on Finley Avenue since it stops just short of it. This... Response: The City of Saratoga Springs has requested, in emailed comments to our office on August 8, 2019, that the water main end at a hydrant within property bounds. Sheet 6 of 11 Planting Plan 1. Verify that all proposed water and sewer infrastructure including services are at least 10'from ... Response: Proposed underground utilities have been shown on sheet 6 on a lighter layer as requested to show proximity of plants to water and sewer infrastructure. Plantings have been adjusted as necessary to maintain separation to water and sewer utilities and we are working with the City Arborist to determine final location and types of all plantings. Sheet 7 of 11 Erosion and Sediment Control Plan 1. We recommend re-locating concrete washout area near equipment staging area near units 8 and 9... Response: The location of the concrete washout area has been adjusted accordingly. Sheet 11 of 11 Storm water Details 1. What is the diameter of Drywell 3? This could be a larger diameter depending on drainage area/runoff... Response: Drywell 3 has been revised to be an 8' diameter drywell based on Hydrocad modeling results. It has also been moved out of the roadway with a catch basin to be located along the proposed curb and a pipe conveying the flows to the drywell. 2. Per NYSDEC Design Manual section 6.3.3 incorporate a fine gravel or sand layer above the coarse... Response: The infiltration trench detail has been revised accordingly. Our office received an email from the City of Saratoga Springs on January 13, 2020 with comments from the City Engineering Department. In response to those comments we offer the following: 900 Route 146 Clifton Park,NY 12065 3 (P)518.371.7621 (F)518.371.9540 edpllp.com Ms. Kari Donohue ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. January 16, 2020 Shaping the physical environment Sheet 2— Site Plan 3. Proposed sidewalk located within public Alley adjacent east of project is contingent on an agreement... Response: Comment noted. Sheet 4— Grading and Drainage 1. Provide runoff estimates, sizing criteria, etc... to substantiate proposed installation of DW#3 Response: The revised stormwater narrative and design calculation include the sizing of DW#3. 4. Proposed grading changes taking place within public Alley adjacent east of project is contingent on an... Response: Comment noted. Sheet 5— Utility Plan 3. Neither the City o the applicant is required to obtain a SPDES permit as there is no discharge to State... Response: It is EDPs understanding all sewer flows from the City of Saratoga Springs collection system are tributary to SCSD#1 and therefore all extensions of the collection system fall under their SPDES permit. EDP has discussed the project with NYSDEC Region 5 and they have confirmed that the sewer main will need to be owned by the Municipality or a sewer disposal corporation. It is the applicants intent to dedicate that water and sewer to the City of Saratoga Springs within a 35 ft easement with a hold harmless agreement to absolve the City from costs associated with repairing the porous pavement when repairs to the water and sewer are necessary.A discussion with Barton & Logudice indicted that the use of hold harmless agreements for repairs of the porous pavement is an effective method employed by other local municipalities. 5. Connection of proposed sanitary sewer to existing manhole on Ballston Ave must be made using... Response: The plans have been revised to specify the manhole to be core drilled and a Kor-N- Seal boot be installed. Sheet 6—Planting Plan 1. Comments, if any, from the City Arborist will be forthcoming from the Planning Department... Response: Comment noted Sheet 7-Erosion and Sediment Control Plan 1. ESC measures located within public Alley adjacent east of project is contingent on an agreement ... Response: Comment noted 900 Route 146 Clifton Park,NY 12065 4 (P)518.371.7621 (F)518.371.9540 edpllp.com Ms. Kari Donohue ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. January 16, 2020 Shaping the physical environment Our office also received an email from the City of Saratoga Springs on January 16, 2020 with comments from the City Arborist. In response to those comments we offer the following: 1. Eliminate proposed street tree along Ballston Ave. between Road A and the existing asphalt drive to the north. Center the four street trees along frontage of Ballston Ave. Suggest 2 dogwood and 2 redbud trees. Two street trees along Finley should be relocated to be in ROW and centered within treebelt on either side of entrance. Recommend sycamores. Response: The planting plans have been revised to eliminate the tree locates between Road A and the private drive and to show the three remaining trees along Ballston Ave as redbuds evenly spaces in order to maintain spacing between the proposed light poles. The trees along Finley Street have been revised to be sycamore trees centered in the tree belt as requested. If you have any further questions or comments please feel free to contact our office at your convenience. Sincerely, Brandon Ferguson, P.E. Environmental Design Partnership cc: Bradley Grant, Barton and Loguidice 900 Route 146 Clifton Park,NY 12065 5 (P)518.371.7621 (F)518.371.9540 edpllp.com wdcsoz.o.,9, . 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PARTNERS Ballston Avenue City of Saratoga Springs Saratoga County, New York November 2018 (Revised January 2020) Prepared By: The Environmental Design Partnership, LLP 900 Route 146 Clifton Park, NY 12065 e ) .„ ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. ENVIRONMENTAL DESIGN •,• PARTNERSHIP, LIP. TABLE OF CONTENTS Contents 1.0 Introduction 3 2.0 Existing Conditions 3 2.1 Soil and Groundwater Conditions 3 3.0 Predevelopment Stormwater Analysis 4 4.0 Stormwater Management Planning and Practice Selection 5 5.0 Stormwater Management Planning and Practice Selection 5 5.1 Stormwater Management Areas#1-#3—Porous Pavement 6 5.3 Stormwater Management Area #5-#6—Infiltration Trenches 7 5.4 Stormwater Management Area#7—Shallow Grassed Depression 7 5.5 NYS Unified Stormwater Sizing Criteria 7 5.5.1 Water Quality(WQv) 8 5.5.2 Runoff Reduction Volume(RRv) 9 5.5.2.1 Green Infrastructure Practices 9 5.5.2.2 Storm water Management Practices 9 5.5.3 Channel Protection (CPv) 11 5.5.4 Overbank Flood(Qp) 12 5.5.5 Extreme Storm (Qf) 13 6.0 Summary 14 Figures Figure 1—Site Location Map Figure 2— Pre-development Drainage Map Figure 3 — Post-development Drainage Map Attachments Attachment A—WQv Calculations Attachment B—Stormwater Modeling Calculations 2 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518) 371-9540 e-mail: info@edpllp.com 0 e ENVIRONMENTAL DESIGN PARTNERSHIP, LIP. 1.0 Introduction Ballston Ave Partners are proposing to develop an approximately 1.37 acre parcel of land with 18 townhouse units. The project site is located within the northeastern quadrant of the intersection of Ballston Avenue and Finley Street in the City of Saratoga Springs, New York. The proposed site development includes the construction of a private access road, towhouse units, driveways, sidewalks, extension of municipal water and sewer, and on-site stormwater management.The area of proposed disturbance is approximately 1.78 acres. A stormwater management system has been designed to provide pollutant removal, reduce channel erosion, prevent overbank flooding, and safely control extreme flood events in accordance with the NYS Stormwater Management Design Manual (Design Manual). The proposed stormwater management system for the project will include porous pavement, drywells, infiltration trenches and a shallow grassed depression a total storage volume of approximately 0.15 acres. This narrative presents a review of the design concepts and parameters of the stormwater management system for the proposed development. The purpose of the stormwater management narrative is to assure that changes in the surface runoff characteristics, as a result of the proposed construction, will not adversely impact adjacent or downstream properties. On-site stormwater management will be implemented in accordance with the NYS Stormwater Management Design Manual to accommodate both additional stormwater runoff and to provide water quality treatment according to the green infrastructure standards. 2.0 Existing Conditions The existing project site consist of three separate parcels with three existing building and associated driveways and parking areas that will be removed. The existing project site also contains wooded areas throughout. The topography of the land consists of drainage towards Ballston Avenue and toward and existing alley along the eastern side of parcels. The typical slopes range from 1% to 20%. Elevations at the site vary between 311 and 325 feet above sea level. 2.1 Soil and Groundwater Conditions The USDA Natural Resources Conservation Service Soil Survey identifies the soils on the site to be Windsor loamy sand. The Soil Survey identifies the Windsor loamy series as excessively drained and classified as Hydrologic Soil Group (HSG) "A". Test pits were observed by the Environmental Design Partnership at the site in July 2018 and July 2019 and found a fine to medium sand to a depth of up to 9 ft . There was no indication of mottling or groundwater. The results from the test pits are consistent with the NRCS soil survey records. 3 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518) 371-9540 e-mail: info@edpllp.com e ENVIRONMENTAL DESIGN PARTNERSHIP, LIP. Infiltration testing performed on the site in accordance with the Design Manual resulted in infiltration rates on the order of 20 to 90 inches per hour. In order to account for reductions in infiltration rates during construction and any inconstancies in the soils a conservative infiltration rate of 8 inches per hour was used in the stormwater modeling. 3.0 Predevelopment Stormwater Analysis The existing hydrologic conditions, in the area to be disturbed as a result of the proposed construction, were analyzed using Applied Microcomputer Systems' "HydroCAD" computer modeling program. The HydroCAD stormwater modeling program employs the United States Department of Agriculture's Soil Conservation Service (SCS) Technical Release 20 (TR-20) method for stormwater analysis. Using this modeling technique, the site is divided into "subcatchments" that represent specific areas contributing stormwater runoff to an existing, or proposed drainage feature. The subcatchments typically flow through "reaches" (i.e., swales, channels, or pipes) that convey the stormwater to storm basins or discharge areas. A hydrologic model of the existing site was prepared using the Hydrocad program. Four subcatchments were used to represent the existing drainage condition, see Figure 2. The existing parameters of topography, vegetation, slope and soil type are all incorporated into the predevelopment model. Table 1 presents a summary of the pre-development stormwater peak discharge for the 1 year, 10 year and 100 year design storm events at the respective Design Points. As will be discussed in subsequent sections, the post development stormwater discharge rate has been limited to the predevelopment discharge rate for the 1-year, 10-year, and 100-year storm events. Table 1: Pre-Development Runoff Rates Design Points Storm Event Total 1 2 1-Year(2.15") 0.00 0.00 0.0 10-Year (3.75") 0.17 0.00 0.17 100-Year (6.25") 1.07 1.23 2.28 The existing site consists of the existing buildings, the paved surfaces, limited grassed areas and the wooded area with soils categorized as HSG "A". The pre-development Curve Number (CN) for the existing impervious was established as 98 with the CN for the grassed and wooded areas was established as 39 and 30, respectively. The HydroCAD model results for the pre- development conditions are included within Attachment B. 4 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518) 371-9540 e-mail: info@edpllp.com 0 e ENVIRONMENTAL DESIGN PARTNERSHIP, LIP. 4.0 Stormwater Management Planning and Practice Selection The site layout and stormwater design for this project was completed while taking into consideration the potential impacts on the existing site and downstream hydrology. The existing site predominately infiltrates stormwater runoff, therefore the proposed system will rely on infiltration practices. Various measures were taken to help ensure that the post- development hydrology of the site will closely resemble the pre-development hydrology. These measures include pavement reduction and soil restoration. The proposed roadway through the project site has been designed with 11 foot driving lanes and will be super elevated to allow for wing curbing on only one side. The results in a reduction of approximately 4 feet of pavement width. The proposed roadway will also only have a one way exit onto Ballston Ave with will further reduce the roadway width to only 16 feet total for a portion of the roadway. Soil restoration has been called for throughout the site in accordance with Chapter 5 of the NYS Stormwater Management Design Manual. The soils on the site are classified as HSG A and need aeration and topsoil in areas of cut or fill. In high traffic areas that are to remain pervious, especially around the proposed houses and equipment storage areas, the soils shall be fully restored by tilling compost into the sub-soils prior to applying topsoil and vegetating. By applying these methods to the soils on the site, the original properties and porosity of the soils will be recovered, which will allow for an improvement in the soil infiltration as well as lawn and landscaping sustainability. Stormwater management on the site is designed to be infiltration. Infiltration practices are considered a standard SMP with RRv Capacity by the NYSDEC Stormwater Management Design Manual. By using infiltration practices that are located relatively close to the source of runoff the post-development hydrology will more closely match the pre-development hydrology. 5.0 Stormwater Management Planning and Practice Selection The post-development conditions, in the area to be disturbed as a result of the proposed construction, were analyzed using Applied Microcomputer Systems' "HydroCAD" computer modeling program. The HydroCAD stormwater modeling program employs the United States Department of Agriculture's Soil Conservation Service (SCS) Technical Release 20 (TR-20) method for stormwater analysis. Using this modeling technique, the site is divided into "subcatchments" that represent specific areas contributing stormwater runoff to an existing, or proposed drainage feature. The subcatchments typically flow through "reaches" (i.e., swales, channels, or pipes) that convey the stormwater to storm basins or discharge areas. A hydrologic model of the area to be disturbed as a result of the proposed development, was analyzed using the HydroCAD program. Thirteen (13) subcatchments were used to represent 5 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518) 371-9540 e-mail: info@edpllp.com e ENVIRONMENTAL DESIGN PARTNERSHIP, LIP. the post development drainage conditions of the site. Site improvements to the property will consist of constructing a roadway, sidewalks, driveways, parking areas and Townhouse Units. Stormwater management practices have been designed to provide storage, infiltration, and attenuation of stormwater runoff from the proposed impervious surfaces on the site. A post-development Curve Number (CN) of 98 was assigned to all impervious surface within the proposed subdivision. A post-development CN of 39 was assigned to all new grassed areas directly contributing to the proposed stormwater devices. A CN of 30 was used for all existing, undisturbed wooded areas. The weighted CN for the post-development conditions for the site is approximately 75. The HydroCAD model results for the post-development conditions are included within Attachment B. 5.1 Stormwater Management Areas#1-#3—Porous Pavement Stormwater Management Areas #1 through #3 have been designed as porous pavement in order to attenuate and infiltrate the runoff from the proposed roadway, driveway, lawn areas and portion of the proposed roofs. Stormwater will sheetflow across the lawn areas or driveways and through the porous pavement surface into the stone reservoir. The total area contributing to the porous pavement is on the order of 0.82 acres with approximately 0.69 acres of impervious area. SMAs #1 through #3 have been designed with a stone reservoir coarse that will allow for the attenuation and infiltration of the stormwater runoff. The porous pavement areas have been designed to fully infiltrate the runoff from storm events up to and including the 100 year storm event without any discharge offsite. The total storage volumes of SMA#1 thought #3 will be on the order of SMA#2 has been designed with an overflow drain pipe. This pipe will be set at an elevation above the contributing WQv and the modeling indicates that no runoff will enter the drain during storm events up to and including the 100 year design storm event. 5.2 Stormwater Management Area #4—Drywells Stormwater Management Area #4 has been designed as a drywell array in order to attenuate and infiltrate the runoff from the proposed rooftops that front along Ballston Ave. Stormwater runoff from the rooftops will be collected within a closed drainage system and that will convey the flows to the drywells. SMA#4 has been designed as a drywell array. The design manual allows for the use of drywells to treat and attenuate runoff from rooftops. The first drywell in the system will be wrapped in filter fabric which will allow for pretreatment and sediment removal. SMA#4 has been designed to fully attenuate and infiltrate the runoff from storm events up to and including the 100 year storm event. 6 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518) 371-9540 e-mail: info@edpllp.com eENVIRONMENTAL DESIGN • PARTNERSHIP, LIP. 5.3 Stormwater Management Area #5-#6—Infiltration Trenches Stormwater Management Area #5 and #6 have been designed as infiltration trenches in order to attenuate and infiltrate the stormwater runoff from the proposed rooftops and sidewalk along the Alley. The total area contributing to the infiltration trenches will be on the order of 0.23 acres with approximately 0.17 acres of impervious area. SMA#5 and SMA#6 have been designed as infiltration trenches in accordance with the design manual. The infiltration trenches will include a drain pipe to allow for an outlet path during large storm events.These drain pipes will discharge to SMA#7. 5.4 Stormwater Management Area #7—Shallow Grassed Depression Stormwater Management Area #7 has been designed as a shallow depression in order to attenuate and infiltrate the stormwater runoff from a portion of the lawn area as well as any discharges from SMA#5 and #6. The total contributing area to SMA#7 will be on the order of.05 acres with approximately 0.01 acres of impervious area. The shallow grassed depression has been designed to fully store and infiltrate any contributing runoff for storm events up to and including the 100 year design storm event. In the event of an extreme storm event there is an overflow weir that would discharge toward the alley. 5.5 Stormwater Management Area #8— Drywell for Ballston Ave Stormwater Management Area #8 has been designed to alleviate any ponding and drainage issues at the corner of Ballston Ave and Finley Street. There is existing evidence that during storm events some ponding does occur at this intersection. Upon installation of the curbing along Ballston Ave and Finley Street the ponding could become more prevalent. In order to alleviate this issue a drywell, SMA#8, has been proposed at this intersection to collect and infiltrate the runoff from portions of Ballston Ave and Finley Street. While the NYSDEC Stormwater Management Design Manual states that drywells should not typically be used for roadway runoff the contributing area is located offsite and mainly from existing roadways. Therefore, other more desirable options for managing the runoff are not feasible in this location. Any overflows during large storm events will flow southerly along the edge of Ballston Ave to the existing closed drainage system. SMA#8 is treating mainly offsite areas with no increase in contributing area or impervious area and with no discharge onto the project site or to the onsite stormwater practices. Therefore the drywell has been included in the WQv and RRV calculations for the project site. 7 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN eCID PARTNERSHIP, LIP. 5.6 NYS Unified Stormwater Sizing Criteria The proposed post-development site conditions were analyzed using Applied Microcomputer Systems' "HydroCAD" computer modeling program, the results have been included with this report. A technical description of the HydroCAD stormwater modeling program was provided in a previous section. The area to be disturbed as a result of the proposed development was modeled under the post- development conditions using thirteen (13) subcatchment areas (Figure 3) routed into the stormwater management areas. The contributing area of each stormwater management area is identified on Figure 3. The post-development stormwater management system has been designed based on the Unified Stormwater Sizing Criteria as described in the following sections. 5.6.1 Water Quality(WQv) In general, small storm events and the initial runoff from larger storm events are an environmental concern as this stormwater runoff typically contains roadway pollutants and thermal energy stored by the asphalt. In accordance with the NYS Stormwater Management Design Manual, this initial runoff is designated as the Water Quality Volume (WQv) and special attention is given to this volume of runoff to meet water quality objectives. The NYS Stormwater Management Design Manual identifies several standard practices, such as the proposed underground infiltration systems and infiltration basins which are acceptable for water quality treatment. These acceptable Stormwater Management Practices (SMPs) can capture and treat the full water quality volume (WQv), are capable of 80%TSS removal and 40% TP removal, have acceptable longevity in the field, and have pretreatment mechanism. The water quality storage volume, WQ,, is calculated as follows: WQ = P•R, •A 12 Where: WQv = water quality volume (acre-feet) P = 90% rainfall event number R„= 0.05+0.009(1), where 1 is percent impervious cover A = site area (acres), impervious area used with 1 = 100% 8 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518) 371-9540 e-mail: info@edpllp.com eENVIRONMENTAL DESIGN • PARTNERSHIP, LIP. Table 2: Required Water Quality Volume SMA P R„ A (ac) Required WQv(cf) Provided WQv (cf) I.D. SMA#1 1.1 0.64 0.077 195 945 SMA#2 1.1 0.78 0.724 2,250 2,275 SMA#3 1.1 0.73 0.074 220 290 SMA#4 1.1 0.75 0.172 520 1,440 SMA#5 1.1 0.75 0.123 370 300* SMA#6 1.1 0.69 0.109 300 245* SMA#7 1.1 0.16 0.053 160* 770 Total 3.995 6,165 *The WQv required for SMA#7 includes the remaining WQv from SMAs#5 and#6 5.6.2 Runoff Reduction Volume(RRv) The NYS Stormwater Design Manual specifies that runoff shall be reduced by 100% of the site WQv using standard SMPs with RRv capacity and green infrastructure techniques. The proposed project site is approximately 1.33 acres with a total proposed impervious area on the order of 1.01 acres (75.19%). The resulting WQv for the project site has been computed to be 3,859 cf. Runoff reduction will be provided by a combination of standard SMP's with RRv capacity and green infrastructure with the calculations summarized in Appendix A. 5.6.2.1 Green Infrastructure Practices The proposed project will use porous pavement for the proposed roadway on the site. Porous pavement is recognized as a green infrastructure practice per the NYSDEC Stormwater Management Design Manual. The contributing area to the proposed porous pavement roadway will include portions of the building rooftops, driveways and lawn areas.The porous pavement will consist of 6 inches of porous asphalt, a filter layer and a 12 inch thick stone reservoir. Per the NYSDEC design manual 100% of the contributing WQv can be reduced using porous pavement. The use of the porous pavement onsite will result in a RRv on the order of 2,680 cf. 5.6.2.2 Storm water Management Practices The NYSDEC stormwater management design manual recognizes the use of infiltration practices as acceptable for runoff reduction.The proposed drywells, infiltration trenches and infiltration 9 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518) 371-9540 e-mail: info@edpllp.com e ENVIRONMENTAL DESIGN PARTNERSHIP, LIP. basins will collect the stormwater runoff from the proposed rooftops, sidewalks and contributing green area and infiltrate 100% of the contributing WQv. The total runoff reduction from the infiltration practices will be on the order of 1,225 cf. Table 3: Runoff Reduction Volume Summary Runoff Reduction Technique RRv (cf) Porous Pavement 2,665 Infiltration Practices 1,225 Total Site Reduction 3,890 Required WQv 3,859 %WQv Reduction 100% Many of the green infrastructure practices recommended in the NYS Stormwater Management Design Manual were not applied to the stormwater management design on this site due to either site restrictions or the use of more feasible green infrastructure of standard SMP techniques in place of more restrictive and/or maintenance intensive practices. The following table discusses why the unused green infrastructure practices were not feasible. 10 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518) 371-9540 e-mail: info@edpllp.com e ENVIRONMENTAL DESIGN PARTNERSHIP, LIP. Table 4: Non-Feasible Green Infrastructure Practices Green Infrastructure Reason use is not feasible Practice Natural Conservation Due to the existing topography and allowable density on the site the Area conservation of natural areas is not feasible. Due to the existing topography and allowable density on the site the use of Riparian Buffers buffers and filter strips is not feasible. Vegetated Swales The close proximity of the homes to eachother and the roadways does not allow for the use of vegetated swales While trees will either be saved or be planted on the site the resulting runoff Tree Planting/Tree Pit reduction value for additional street trees is minimal. Stream Daylighting No existing piped streams are located on the site. Rain gardens are less favorable than the drywells and infiltration trenches Rain Gardens proposed due to maintenance concerns. The proposed roof runoff was accounted for in the porous pavement and Rooftop Disconnect infiltration devices. Green Roofs Green Roofs for residential homes are not feasible due to cost of construction and maintenance concerns. The proposed rooftops will drain to the proposed dry wells and infiltration Stormwater Planters trenches.Stormwater Planters would require greater homeowner maintenance as the methods currently implemented for runoff reduction The proposed rooftops will drain to the proposed dry wells and infiltration Rain Barrels/Cisterns trenches. Rain Barrels/Cisterns would require greater homeowner maintenance as the methods currently implemented for runoff reduction. 5.6.3 Channel Protection (CPv) In accordance with the NYS Stormwater Management Design Manual, stream channel protection, designed to protect stream channels from erosion, is accomplished by providing 24- hour extended detention of the one-year, 24-hour storm event. The Cp, requirement is typically satisfied by providing additional storage above the water quality (WQv) volume. The one-year storm event was analyzed using the HydroCAD stormwater modeling program (TR-20) under the post development drainage conditions shown on Figure 3. Using a one-year, 24-hour design storm of 2.15 inches the required Cp,was calculated as presented in Table 5. 11 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518) 371-9540 e-mail: info@edpllp.com e ENVIRONMENTAL DESIGN PARTNERSHIP, LIP. Table 5: Channel Protection Volume Summary 1-Year Cpv Cpv Design (required) (provided) Storm (in) (ft3) (ft3) SMA#1 2.15 159 945 SMA#2 2.15 2,693 2,275* SMA#3 2.15 229 220 SMA#4 2.15 571 1,440 SMA#5 2.15 405 300* SMA#6 2.15 277 245* SMA#7 2.15 555* 770 4,334 6,195 *The WQv required for SMA#7 includes the remaining WQv from SMAs#2, #5 and#6 5.6.4 Overbank Flood(Qp) Overbank Flood Control Criteria has been established to limit the frequency and magnitude of out-of-bank flooding generated through changes in runoff characteristics as a result of increased impervious surface area. In accordance with the NYS Stormwater Management Design Manual, providing sufficient storage volume to attenuate the post development 10- year, 24-hour peak discharge rate to the equivalent pre-development discharge rate controls overbank flooding. The 10-year design storm event was analyzed using the HydroCAD stormwater modeling program (TR-20) under the post-development drainage conditions shown on Figure 3. Using a 10-year, 24-hour design storm of 3.75 inches, the porous pavement, drywells, infiltration trenches and shallow grass depression were designed with sufficient storage volume to limit the post-development 10-year, 24-hour peak discharge rate to the pre-development discharge rate. The following table presents the pre- and post-development discharge rates for the offsite discharge. As indicated, the post-development discharge rate is less than the pre-development rate as required. 12 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518) 371-9540 e-mail: info@edpllp.com eENVIRONMENTAL DESIGN • PARTNERSHIP, LIP. Table 6: Overbank Flow Runoff Summary 10-year(3.75") runoff rate (cfs) Design Point Predevelopment Post-Development 1 0.79 0.77 2 0.00 0.00 T (TOTAL) 0.79 0.77 5.6.5 Extreme Storm (Qf) In accordance with the NYS Stormwater Management Design Manual, the stormwater management system must attenuate the post development 100-year, 24-hour peak discharge rate to the predevelopment rate while providing safe passage of this storm event. The 100-year storm event was analyzed using the HydroCAD stormwater modeling program (TR-20) under the post-development drainage conditions shown in Figure 3. Using a 100-year, 24-hour design storm of 6.25 inches, the porous pavement, drywells, infiltration trenches and shallow grass depression were designed with sufficient storage volume to limit the post- development 100-year, 24-hour peak discharge rate to the predevelopment discharge rate. The following table presents the pre and post-development discharge rates for the offsite discharge. As indicated, the post-development discharge rate is less than the predevelopment rate as required. Table 7: Extreme Storm Runoff Summary 100-year (6.25") runoff rate (cfs) Design Point Predevelopment Post-Development A 2.37 1.75 B 1.23 0.26 T (TOTAL) 3.60 2.01 13 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518) 371-9540 e-mail: info@edpllp.com 0 e ENVIRONMENTAL DESIGN PARTNERSHIP, LIP. 6.0 Summary Development of the proposed property will change the stormwater drainage characteristics of the site; impervious area will be added and the site will be re-graded to support the proposed improvements. Changes to the stormwater drainage characteristics of the site have been evaluated in accordance with the NYS Stormwater Management Design Manual. The proposed stormwater management system has been designed to comply with the recommendations in the Design Manual related to water quality, runoff reduction, channel protection, overbank flood control and extreme flood control for new development projects. The proposed stormwater management system has been designed to attenuate and treat the stormwater runoff generated from the contributing areas for storm events up to and including the 100-year design storm event. The proposed stormwater management design includes the use of porous pavement, drywells, infiltration trenches and a shallow grassed Swale. Extended detention storage will be provided above the required water quality volume to meet detention (Qp) requirements. Stormwater modeling results, based on the proposed site layout, indicate the ability to reduce the overall post-development discharge rate from the site as summarized in Table 8. Table 8: Post Development Stormwater Peak Discharge Rates Peak Discharge Rates in cfs 1-Year 10-Year 100-Year Storm Storm Storm Pre-Development 0.0 0.79 3.60 Post-Development 0.0 0.77 2.01 Overall Reduction (cfs) 0.0 0.02 1.59 Through the implementation of acceptable stormwater management practices, recommended by the NYS Stormwater Management Design Manual, the proposed project will not adversely affect adjacent or downstream properties. Prepared by: The Environmental Design Partnership, LLP 411/ 11 Brandon M. Ferguson, P.E. 14 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518) 371-9540 e-mail: info@edpllp.com .,, ENVIRONMENTAL DESIGN PARTNERSHIP, LIP. REFERENCES HydroCAD version 8.50, Applied Microcomputer Systems, Chocura, New Hampshire. NYSDEC, 1990. "Technical and Operational Guidance Series (5.1.8) Stormwater Management Guidelines for New Development", New York State Department of Environmental Conservation, Division of Water. NYSDEC, 1992. "Reducing the Impacts of Stormwater Runoff from New Development", New York State Department of Environmental Conservation, Division of Water. NYSDEC, 2015. "New York State Stormwater Management Design Manual", Center for Watershed Protection, Ellicott City, MD. Rawls, W.J., Brakensiek, D.L., and Saxton, K. E., 1982. "Estimation of Soil Properties", Transactions of the American Society of Agricultural Engineers, Vol. 25, No.J, pp. 1316-1320. S.C.S., 1982. "TR-20 Project Formulation-Hydrology, Technical Release No. 20", U.S. Department of Agriculture, Soil Conservation Service, Hydrology Unit Division of Engineering. United States Department of Agriculture, Web Soil Survey. Retrieved from https://websoilsurvey.sc.egov.usda.gov 15 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN 4 • 410 PARTNERSHIP, LIP. Figures 1. Site Location map 2. Pre Development Drainage Map 3. Post Development Drainage Map 16 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518) 371-9540 e-mail: info@edpllp.com eCIDENVIRONMENTAL DESIGN PARTNERSHIP, LLP. 0,1 ON S a I LJ 1 0 Ci Li p • Itl CJ g Spr+ng st aa cl, ISP} o IN areurar , cve c seen 'loge emetery Saratoga Race Cour. 9 ....)r-d1 M._1130_41! rr"f C' & 1-LII .,..)f r a rr i e Project Site Saratoga Casino Hotel 0 Figure 1: Site Location Map 17 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518) 371-9540 e-mail: info@edpllp.com ll 0202 'SI uof 6.I°NN2N1109 AMID SISA12N2 221yMN2101S\suold palinlaa\fimp-S0\uuow}109 Aalui9\uuowllo9 96\an2 uolslloH - 0S alnoa\sOu!udS n601.ouoS\y901ya2S\:0 moa,aHd� 4Z9L-LE1942Y 81.OZ `l- 1381/13AON SON IcIS VJO11V IVS AO A110 m S90Z L-N'oA ON`,Ned uol1!!0 944 alfo21006I— >12jOA MAN 3AV NO1S11V8 1V GELVOO1 a z 'U I I`dIHS213N121Vd AIN11O0 V0O.V2dVS Lu w N9IS3a 1V1N3WN021IAN3 o a Q SNBNJ IVd co ° � N w w � CE° 3AV NOIS11V9 = � ° HOd NOIS�a 2��IVMW2�O±S a�SOdOHd w 0 ▪ W a cK Q w D U = U N L_ 133b11 S A37N1J W 0 ���� !, 0 Z w, 14J l , = 4 0 L .. /5,, . „,., .. ,p .75514 ill , , , . , ,„„„„. , ,I . 5, , _ , / 1 _,.._.:_., ..7 , . ,,, I 115-11_ IL II Iz 1\s,_ v / \.\ P,s[ ii, -) ili '''----- ......'4,.--\_______4—yzi---7 ::: 11 I !: 1 II II ''/A- // r------ -cg' V: 1 :g,i • ''' '''' ,°-' ) i /o 0 Z //) I I / 1 L_________, 4. -------- _/ Ai'my Ilril i \ 6 I il ,e,-) cn l \ III 1 L l SF 0 i 2 , _\_,__,. 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'Mu a ®1 ... _ffi 1 � s. 1 ._ �1t ,,.,. 1 1 : tel , ..,.. I— , 1 .___,„:„.... ....1... \ \ "rt, •hi IA _ mi 671,. ,\. \ Aip, — :...::,. itirm ......,..-1.A6i , I_t *FA v I - _ I milpi Z Z F2 0 w w Z w Lu �Q o a m F w zx Y UZ U 00 Q Q "z a a mo mo w o o Q cnm w o a I • H < o I a i 0 8 ENVIRONMENTAL DESIGN • 110 PARTNERSHIP, LIP. Attachment A Water Quality Calculation 18 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518) 371-9540 e-mail: info@edpllp.com 11111 Runoff Reduction Volume (RRv) Calculations Project: Ballston Ave Partners Townhomes ENVIRONMENTAL DESIGN Date: 11/1/2018 PARTNERSHIP,LLP 900 Route 146 Clifton Park,New York 12065 Phone:(518)371-7621 FAX:(518)371-9540 Total Site Area= 1.33 acres P= 1.1 in Imp= 75.19 % WQv= 3,859 cf Rv= 0.72671 Porous Pavement I.D. Contributing Area(sf) Stone PorosityOStorage Volume(cf) Reduction WQv(cf) Depth (ft) (/o) (cf) 1 195 2360 1 40 944 195 2 2250 6690 1 40 2676 2250 3 220 730 1 40 292 220 Reduction from Green Infrastructure= 2,665 cf Max Reduction (cf) (Contributing WQv) Q:\SARATOGA\Saratoga Springs\Route 50- Ballston Ave\96 Gottmann\Ginley Gottmann\06-Engineering\Stormwater\RRv- Calcs.xls 7/18/2019 11111 Runoff Reduction Volume (RRv) Calculations a • Project: Ballston Ave Partners Townhomes ENVIRONMENTAL DESIGN Date: 11/1/2018 PARTNERSHIP,LLP 900 Route 146 Clifton Park,New York 12065 Phone:(518)371-7621 FAX:(518)371-9540 Total Site Area= 1.33 acres P= 1.1 in 1= 75.19 % WQv= 3,859 cf Rv= 0.72671 Stormwater Management Practices Dtywells I.D. WQv Provided(cf) %Reduction Reduction(cf) DW 1,440 100 520 520 Infiltration Trenches I.D. WQv Provided(cf) %Reduction Max Reduction (cf) Reduction(cf) (Contributing WQv) T1 300 100 370 300 T2 245 100 300 245 Infiltration Basin(shallow grassed depression) I.D. WQv Provided(cf) %Reduction Max Reduction (cf) Reduction(cf) (Contributing WQv) D1 770 100 160 160 Reduction from Standard SMPs= 1,225 cf Reduction from GI = 2,665 cf Total Overall RRv= 3,890 cf %WQV. Reduction= 101% Q:\SARATOGA\Saratoga Springs\Route 50-Ballston Ave\96 Gottmann\Ginley Gottmann\06-Engineering\Stormwater\RRv- Calcs.xls 7/18/2019 ENVIRONMENTAL DESIGN eco PARTNERSHIP, LLP. Attachment B Stormwater Modeling Calculations 19 900 Route 146, Clifton Park, New York 12065 phone(518)371-7621 - fax(518) 371-9540 e-mail: info@edpllp.com <4S> I 2D 0 0 DRYWELL / MIo-- AD 41, ALLE DEPRESSION \ mi ____________________________ mo ROUTE 50 TOTAL PREDEVELOPMENT RUNOFF 4ubca) Reach 'on• MU Routing Diagram for GINLY_GOTTMANN_PREDEVELOPMENT Prepared by{enter your company name here}, Printed 1/15/2020 HydroCAD®10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC GINLY_GOTTMANN_PREDEVELOPMENT Prepared by {enter your company name here} Printed 1/15/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.583 98 (1S, 2S, 3S, 4S) 0.401 39 >75% Grass cover, Good, HSG A (1S, 2S, 3S, 4S) 1.016 30 Woods, Good, HSG A (1S, 2S, 3S, 4S) 2.000 52 TOTAL AREA GINLY_GOTTMANN_PREDEVELOPMENT Prepared by {enter your company name here} Printed 1/15/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 1.417 HSG A 1S, 2S, 3S, 4S 0.000 HSG B 0.000 HSG C 0.000 HSG D 0.583 Other 1S, 2S, 3S, 4S 2.000 TOTAL AREA GINLY_GOTTMANN_PREDEVELOPMENT Prepared by {enter your company name here} Printed 1/15/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.000 0.000 0.583 0.583 1S, 2S, 3S, 4S 0.401 0.000 0.000 0.000 0.000 0.401 >75% Grass cover, Good 1S, 2S, 3S, 4S 1.016 0.000 0.000 0.000 0.000 1.016 Woods, Good 1S, 2S, 3S, 4S 1.417 0.000 0.000 0.000 0.583 2.000 TOTAL AREA GINLY_GOTTMANN_PREDEVELOPMENT Type 1124-hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 1/15/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 5 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlS: Runoff Area=25,750 sf 47.61% Impervious Runoff Depth>0.20" Flow Length=265' Tc=9.7 min CN=66 Runoff=0.10 cfs 0.010 af Subcatchment2S: RunoffArea=41.720 sf 15.29% Impervious Runoff Depth=0.00" Flow Length=315' Tc=11.1 min CN=41 Runoff=0.00 cfs 0.000 af Subcatchment3S: Runoff Area=9,480 sf 2.64% Impervious Runoff Depth=0.00" Flow Length=160' Tc=8.0 min CN=33 Runoff=0.00 cfs 0.000 af Subcatchment4S: Runoff Area=10.160 sf 63.98% Impervious Runoff Depth>0.46" Flow Length=60' Tc=6.1 min CN=75 Runoff=0.17 cfs 0.009 af Pond 1D: DEPRESSION Peak EIev=311.00' Storage=0 cf Inflow=0.00 cfs 0.000 af Outflow=0.00 cfs 0.000 af Pond 2D: DRYWELLS Peak EIev=315.27' Storage=89 cf Inflow=0.17 cfs 0.009 af Discarded=0.03 cfs 0.009 af Primary=0.00 cfs 0.000 af Outflow=0.03 cfs 0.009 af Link 1: ROUTE50 Inflow=0.10 cfs 0.010 af Primary=0.10 cfs 0.010 af Link 2: ALLEY Inflow=0.00 cfs 0.000 af Primary=0.00 cfs 0.000 af Link T: TOTALPREDEVELOPMENTRUNOFF Inflow=0.10 cfs 0.010 af Primary=0.10 cfs 0.010 af Total Runoff Area = 2.000 ac Runoff Volume = 0.019 af Average Runoff Depth = 0.11" 70.85% Pervious = 1.417 ac 29.15% Impervious = 0.583 ac GINLY_GOTTMANN_PREDEVELOPMENT Type 1124-hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 1/15/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 1S: Runoff = 0.10 cfs @ 12.06 hrs, Volume= 0.010 af, Depth> 0.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.15" Area (sf) CN Description 12,260 98 10,410 39 >75% Grass cover, Good, HSG A 3,080 30 Woods, Good, HSG A 25,750 66 Weighted Average 13,490 52.39% Pervious Area 12,260 47.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 35 0.0200 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 2.7 230 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 9.7 265 Total Summary for Subcatchment 2S: Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.15" Area (sf) CN Description 6,380 98 31,300 30 Woods, Good, HSG A 4,040 39 >75% Grass cover, Good, HSG A 41,720 41 Weighted Average 35,340 84.71% Pervious Area 6,380 15.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.1 40 0.1000 0.11 Sheet Flow, SHEET FLOW Woods: Light underbrush n= 0.400 P2= 2.50" 5.0 275 0.0330 0.91 Shallow Concentrated Flow, SHALLOW ONC. Woodland Kv= 5.0 fps 11.1 315 Total GINLY_GOTTMANN_PREDEVELOPMENT Type 1124-hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 1/15/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 3S: Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.15" Area (sf) CN Description 250 98 1,050 39 >75% Grass cover, Good, HSG A 8,180 30 Woods, Good, HSG A 9,480 33 Weighted Average 9,230 97.36% Pervious Area 250 2.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.5 60 0.0700 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 1.5 100 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 8.0 160 Total Summary for Subcatchment 4S: Runoff = 0.17 cfs @ 11.99 hrs, Volume= 0.009 af, Depth> 0.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.15" Area (sf) CN Description 1,950 39 >75% Grass cover, Good, HSG A 6,500 98 1,710 30 Woods, Good, HSG A 10,160 75 Weighted Average 3,660 36.02% Pervious Area 6,500 63.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 40 0.1250 0.12 Sheet Flow, SHEET FLOW Woods: Light underbrush n= 0.400 P2= 2.50" 0.5 20 0.0100 0.67 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 6.1 60 Total GINLY_GOTTMANN_PREDEVELOPMENT Type 1124-hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 1/15/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 8 Summary for Pond 1D: DEPRESSION Inflow Area = 0.958 ac, 15.29% Impervious, Inflow Depth = 0.00" for 1 YR event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 311.00'@ 0.00 hrs Surf.Area= 580 sf Storage= 0 cf Plug-Flow detention time=(not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) Volume Invert Avail.Storage Storage Description #1 311.00' 4,755 cf Custom Stage Data (Irregular)Listed below(Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 311.00 580 140.0 0 0 580 312.00 2,240 240.0 1,320 1,320 3,610 313.00 4,790 330.0 3,435 4,755 7,702 Device Routing Invert Outlet Devices #1 Primary 313.00' 10.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=311.00' (Free Discharge) 4-1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 2D: DRYWELLS Inflow Area = 0.233 ac, 63.98% Impervious, Inflow Depth > 0.46" for 1 YR event Inflow = 0.17 cfs @ 11.99 hrs, Volume= 0.009 af Outflow = 0.03 cfs @ 11.85 hrs, Volume= 0.009 af, Atten= 83%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.85 hrs, Volume= 0.009 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 315.27'@ 12.28 hrs Surf.Area= 157 sf Storage= 89 cf Plug-Flow detention time= 18.6 min calculated for 0.009 af(100% of inflow) Center-of-Mass det. time= 18.0 min ( 902.0 - 884.0 ) GINLY_GOTTMANN_PREDEVELOPMENT Type 1124-hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 1/15/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 9 Volume Invert Avail.Storage Storage Description #1 319.40' 578 cf PONDING (Irregular)Listed below(Recalc) -Impervious #2 315.00' 226 cf 6.00'D x 4.00'H DRYWELLS x 2 Inside#3 #3 314.00' 224 cf 10.00'D x 5.00'H Vertical Cone/Cylinderx 2 785 cf Overall - 226 cf Embedded = 559 cf x 40.0% Voids 1,028 cf Total Available Storage Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 319.40 4 4.0 0 0 4 320.00 2,780 260.0 578 578 5,383 Device Routing Invert Outlet Devices #1 Primary 319.75' 10.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 314.00' 8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.03 cfs @ 11.85 hrs HW=314.06' (Free Discharge) 4-2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=314.00' (Free Discharge) 4-1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Link 1: ROUTE 50 Inflow Area = 0.591 ac, 47.61% Impervious, Inflow Depth > 0.20" for 1 YR event Inflow = 0.10 cfs @ 12.06 hrs, Volume= 0.010 af Primary = 0.10 cfs @ 12.06 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Link 2: ALLEY Inflow Area = 1.409 ac, 21.40% Impervious, Inflow Depth = 0.00" for 1 YR event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Link T: TOTAL PREDEVELOPMENT RUNOFF Inflow Area = 2.000 ac, 29.15% Impervious, Inflow Depth > 0.06" for 1 YR event Inflow = 0.10 cfs @ 12.06 hrs, Volume= 0.010 af Primary = 0.10 cfs @ 12.06 hrs, Volume= 0.010 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs GINLY_GOTTMANN_PREDEVELOPMENT Type 1124-hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 1/15/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 10 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlS: Runoff Area=25,750 sf 47.61% Impervious Runoff Depth>0.94" Flow Length=265' Tc=9.7 min CN=66 Runoff=0.79 cfs 0.046 af Subcatchment2S: RunoffArea=41.720 sf 15.29% Impervious Runoff Depth>0.05" Flow Length=315' Tc=11.1 min CN=41 Runoff=0.00 cfs 0.004 af Subcatchment3S: Runoff Area=9,480 sf 2.64% Impervious Runoff Depth=0.00" Flow Length=160' Tc=8.0 min CN=33 Runoff=0.00 cfs 0.000 af Subcatchment4S: Runoff Area=10.160 sf 63.98% Impervious Runoff Depth>1.48" Flow Length=60' Tc=6.1 min CN=75 Runoff=0.60 cfs 0.029 af Pond 1D: DEPRESSION Peak Elev=311.24' Storage=170 cf Inflow=0.00 cfs 0.004 af Outflow=0.00 cfs 0.000 af Pond 2D: DRYWELLS Peak Elev=319.74' Storage=569 cf Inflow=0.60 cfs 0.029 af Discarded=0.03 cfs 0.029 af Primary=0.00 cfs 0.000 af Outflow=0.03 cfs 0.029 af Link 1: ROUTE 50 Inflow=0.79 cfs 0.046 af Primary=0.79 cfs 0.046 af Link 2: ALLEY Inflow=0.00 cfs 0.000 af Primary=0.00 cfs 0.000 af Link T: TOTALPREDEVELOPMENTRUNOFF Inflow=0.79 cfs 0.046 af Primary=0.79 cfs 0.046 af Total Runoff Area = 2.000 ac Runoff Volume = 0.079 af Average Runoff Depth = 0.47" 70.85% Pervious = 1.417 ac 29.15% Impervious = 0.583 ac GINLY_GOTTMANN_PREDEVELOPMENT Type 1124-hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 1/15/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 1S: Runoff = 0.79 cfs @ 12.03 hrs, Volume= 0.046 af, Depth> 0.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.75" Area (sf) CN Description 12,260 98 10,410 39 >75% Grass cover, Good, HSG A 3,080 30 Woods, Good, HSG A 25,750 66 Weighted Average 13,490 52.39% Pervious Area 12,260 47.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 35 0.0200 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 2.7 230 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 9.7 265 Total Summary for Subcatchment 2S: Runoff = 0.00 cfs @ 17.60 hrs, Volume= 0.004 af, Depth> 0.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.75" Area (sf) CN Description 6,380 98 31,300 30 Woods, Good, HSG A 4,040 39 >75% Grass cover, Good, HSG A 41,720 41 Weighted Average 35,340 84.71% Pervious Area 6,380 15.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.1 40 0.1000 0.11 Sheet Flow, SHEET FLOW Woods: Light underbrush n= 0.400 P2= 2.50" 5.0 275 0.0330 0.91 Shallow Concentrated Flow, SHALLOW ONC. Woodland Kv= 5.0 fps 11.1 315 Total GINLY_GOTTMANN_PREDEVELOPMENT Type 1124-hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 1/15/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 3S: Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.75" Area (sf) CN Description 250 98 1,050 39 >75% Grass cover, Good, HSG A 8,180 30 Woods, Good, HSG A 9,480 33 Weighted Average 9,230 97.36% Pervious Area 250 2.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.5 60 0.0700 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 1.5 100 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 8.0 160 Total Summary for Subcatchment 4S: Runoff = 0.60 cfs @ 11.98 hrs, Volume= 0.029 af, Depth> 1.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.75" Area (sf) CN Description 1,950 39 >75% Grass cover, Good, HSG A 6,500 98 1,710 30 Woods, Good, HSG A 10,160 75 Weighted Average 3,660 36.02% Pervious Area 6,500 63.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 40 0.1250 0.12 Sheet Flow, SHEET FLOW Woods: Light underbrush n= 0.400 P2= 2.50" 0.5 20 0.0100 0.67 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 6.1 60 Total GINLY_GOTTMANN_PREDEVELOPMENT Type 1124-hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 1/15/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 13 Summary for Pond 1D: DEPRESSION Inflow Area = 0.958 ac, 15.29% Impervious, Inflow Depth > 0.05" for 10 YR event Inflow = 0.00 cfs @ 17.60 hrs, Volume= 0.004 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 311.24'@ 24.00 hrs Surf.Area= 874 sf Storage= 170 cf Plug-Flow detention time=(not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 311.00' 4,755 cf Custom Stage Data (Irregular)Listed below(Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 311.00 580 140.0 0 0 580 312.00 2,240 240.0 1,320 1,320 3,610 313.00 4,790 330.0 3,435 4,755 7,702 Device Routing Invert Outlet Devices #1 Primary 313.00' 10.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=311.00' (Free Discharge) 4-1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 2D: DRYWELLS Inflow Area = 0.233 ac, 63.98% Impervious, Inflow Depth > 1.48" for 10 YR event Inflow = 0.60 cfs @ 11.98 hrs, Volume= 0.029 af Outflow = 0.03 cfs @ 11.65 hrs, Volume= 0.029 af, Atten= 95%, Lag= 0.0 min Discarded = 0.03 cfs @ 11.65 hrs, Volume= 0.029 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 319.74'@ 13.46 hrs Surf.Area= 157 sf Storage= 569 cf Plug-Flow detention time= 190.9 min calculated for 0.029 af(100% of inflow) Center-of-Mass det. time= 190.1 min ( 1,035.6 - 845.5 ) GINLY_GOTTMANN_PREDEVELOPMENT Type 1124-hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 1/15/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 14 Volume Invert Avail.Storage Storage Description #1 319.40' 578 cf PONDING (Irregular)Listed below(Recalc) -Impervious #2 315.00' 226 cf 6.00'D x 4.00'H DRYWELLS x 2 Inside#3 #3 314.00' 224 cf 10.00'D x 5.00'H Vertical Cone/Cylinderx 2 785 cf Overall - 226 cf Embedded = 559 cf x 40.0% Voids 1,028 cf Total Available Storage Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 319.40 4 4.0 0 0 4 320.00 2,780 260.0 578 578 5,383 Device Routing Invert Outlet Devices #1 Primary 319.75' 10.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 314.00' 8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.03 cfs @ 11.65 hrs HW=314.09' (Free Discharge) 4-2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=314.00' (Free Discharge) 4-1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Link 1: ROUTE 50 Inflow Area = 0.591 ac, 47.61% Impervious, Inflow Depth > 0.94" for 10 YR event Inflow = 0.79 cfs @ 12.03 hrs, Volume= 0.046 af Primary = 0.79 cfs @ 12.03 hrs, Volume= 0.046 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Link 2: ALLEY Inflow Area = 1.409 ac, 21.40% Impervious, Inflow Depth = 0.00" for 10 YR event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Link T: TOTAL PREDEVELOPMENT RUNOFF Inflow Area = 2.000 ac, 29.15% Impervious, Inflow Depth > 0.28" for 10 YR event Inflow = 0.79 cfs @ 12.03 hrs, Volume= 0.046 af Primary = 0.79 cfs @ 12.03 hrs, Volume= 0.046 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs GINLY_GOTTMANN_PREDEVELOPMENT Type 1124-hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 1/15/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 15 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlS: Runoff Area=25,750 sf 47.61% Impervious Runoff Depth>2.62" Flow Length=265' Tc=9.7 min CN=66 Runoff=2.37 cfs 0.129 af Subcatchment2S: RunoffArea=41.720 sf 15.29% Impervious Runoff Depth>0.64" Flow Length=315' Tc=11.1 min CN=41 Runoff=0.51 cfs 0.051 af Subcatchment3S: Runoff Area=9,480 sf 2.64% Impervious Runoff Depth>0.21" Flow Length=160' Tc=8.0 min CN=33 Runoff=0.01 cfs 0.004 af Subcatchment4S: Runoff Area=10.160 sf 63.98% Impervious Runoff Depth>3.49" Flow Length=60' Tc=6.1 min CN=75 Runoff=1.39 cfs 0.068 af Pond 1D: DEPRESSION Peak Elev=312.34' Storage=2,211 cf Inflow=0.51 cfs 0.051 af Outflow=0.00 cfs 0.000 af Pond 2D: DRYWELLS Peak Elev=319.88' Storage=750 cf Inflow=1.39 cfs 0.068 af Discarded=0.03 cfs 0.034 af Primary=1.23 cfs 0.028 af Outflow=1.26 cfs 0.061 af Link 1: ROUTE 50 Inflow=2.37 cfs 0.129 af Primary=2.37 cfs 0.129 af Link 2: ALLEY Inflow=1.23 cfs 0.031 af Primary=1.23 cfs 0.031 af Link T: TOTALPREDEVELOPMENTRUNOFF Inflow=3.60 cfs 0.160 af Primary=3.60 cfs 0.160 af Total Runoff Area = 2.000 ac Runoff Volume = 0.252 af Average Runoff Depth = 1.51" 70.85% Pervious = 1.417 ac 29.15% Impervious = 0.583 ac GINLY_GOTTMANN_PREDEVELOPMENT Type 1124-hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 1/15/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 1S: Runoff = 2.37 cfs @ 12.02 hrs, Volume= 0.129 af, Depth> 2.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.25" Area (sf) CN Description 12,260 98 10,410 39 >75% Grass cover, Good, HSG A 3,080 30 Woods, Good, HSG A 25,750 66 Weighted Average 13,490 52.39% Pervious Area 12,260 47.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 35 0.0200 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 2.7 230 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 9.7 265 Total Summary for Subcatchment 2S: Runoff = 0.51 cfs @ 12.07 hrs, Volume= 0.051 af, Depth> 0.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.25" Area (sf) CN Description 6,380 98 31,300 30 Woods, Good, HSG A 4,040 39 >75% Grass cover, Good, HSG A 41,720 41 Weighted Average 35,340 84.71% Pervious Area 6,380 15.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.1 40 0.1000 0.11 Sheet Flow, SHEET FLOW Woods: Light underbrush n= 0.400 P2= 2.50" 5.0 275 0.0330 0.91 Shallow Concentrated Flow, SHALLOW ONC. Woodland Kv= 5.0 fps 11.1 315 Total GINLY_GOTTMANN_PREDEVELOPMENT Type 1124-hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 1/15/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 3S: Runoff = 0.01 cfs @ 12.46 hrs, Volume= 0.004 af, Depth> 0.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.25" Area (sf) CN Description 250 98 1,050 39 >75% Grass cover, Good, HSG A 8,180 30 Woods, Good, HSG A 9,480 33 Weighted Average 9,230 97.36% Pervious Area 250 2.64% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.5 60 0.0700 0.15 Sheet Flow, Grass: Dense n= 0.240 P2= 2.50" 1.5 100 0.0500 1.12 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 8.0 160 Total Summary for Subcatchment 4S: Runoff = 1.39 cfs @ 11.97 hrs, Volume= 0.068 af, Depth> 3.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.25" Area (sf) CN Description 1,950 39 >75% Grass cover, Good, HSG A 6,500 98 1,710 30 Woods, Good, HSG A 10,160 75 Weighted Average 3,660 36.02% Pervious Area 6,500 63.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 40 0.1250 0.12 Sheet Flow, SHEET FLOW Woods: Light underbrush n= 0.400 P2= 2.50" 0.5 20 0.0100 0.67 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.50" 6.1 60 Total GINLY_GOTTMANN_PREDEVELOPMENT Type 1124-hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 1/15/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 18 Summary for Pond 1D: DEPRESSION Inflow Area = 0.958 ac, 15.29% Impervious, Inflow Depth > 0.64" for 100 YR event Inflow = 0.51 cfs @ 12.07 hrs, Volume= 0.051 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 312.34'@ 24.00 hrs Surf.Area= 3,003 sf Storage= 2,211 cf Plug-Flow detention time=(not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no outflow) Volume Invert Avail.Storage Storage Description #1 311.00' 4,755 cf Custom Stage Data (Irregular)Listed below(Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 311.00 580 140.0 0 0 580 312.00 2,240 240.0 1,320 1,320 3,610 313.00 4,790 330.0 3,435 4,755 7,702 Device Routing Invert Outlet Devices #1 Primary 313.00' 10.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=311.00' (Free Discharge) 4-1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 2D: DRYWELLS Inflow Area = 0.233 ac, 63.98% Impervious, Inflow Depth > 3.49" for 100 YR event Inflow = 1.39 cfs @ 11.97 hrs, Volume= 0.068 af Outflow = 1.26 cfs @ 12.02 hrs, Volume= 0.061 af, Atten= 9%, Lag= 2.8 min Discarded = 0.03 cfs @ 10.90 hrs, Volume= 0.034 af Primary = 1.23 cfs @ 12.02 hrs, Volume= 0.028 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 319.88'@ 12.02 hrs Surf.Area= 157 sf Storage= 750 cf Plug-Flow detention time= 122.9 min calculated for 0.061 of(91% of inflow) Center-of-Mass det. time= 74.5 min ( 895.3 - 820.9 ) GINLY_GOTTMANN_PREDEVELOPMENT Type 1124-hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 1/15/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 19 Volume Invert Avail.Storage Storage Description #1 319.40' 578 cf PONDING (Irregular)Listed below(Recalc) -Impervious #2 315.00' 226 cf 6.00'D x 4.00'H DRYWELLS x 2 Inside#3 #3 314.00' 224 cf 10.00'D x 5.00'H Vertical Cone/Cylinderx 2 785 cf Overall - 226 cf Embedded = 559 cf x 40.0% Voids 1,028 cf Total Available Storage Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 319.40 4 4.0 0 0 4 320.00 2,780 260.0 578 578 5,383 Device Routing Invert Outlet Devices #1 Primary 319.75' 10.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 314.00' 8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.03 cfs @ 10.90 hrs HW=314.06' (Free Discharge) 4-2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=1.13 cfs @ 12.02 hrs HW=319.87' (Free Discharge) 4-1=Broad-Crested Rectangular Weir(Weir Controls 1.13 cfs @ 0.93 fps) Summary for Link 1: ROUTE 50 Inflow Area = 0.591 ac, 47.61% Impervious, Inflow Depth > 2.62" for 100 YR event Inflow = 2.37 cfs @ 12.02 hrs, Volume= 0.129 af Primary = 2.37 cfs @ 12.02 hrs, Volume= 0.129 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Link 2: ALLEY Inflow Area = 1.409 ac, 21.40% Impervious, Inflow Depth > 0.27" for 100 YR event Inflow = 1.23 cfs @ 12.02 hrs, Volume= 0.031 af Primary = 1.23 cfs @ 12.02 hrs, Volume= 0.031 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Summary for Link T: TOTAL PREDEVELOPMENT RUNOFF Inflow Area = 2.000 ac, 29.15% Impervious, Inflow Depth > 0.96" for 100 YR event Inflow = 3.60 cfs @ 12.02 hrs, Volume= 0.160 af Primary = 3.60 cfs @ 12.02 hrs, Volume= 0.160 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs >6S> 0 0 0(4S) > > A 4 6P �\ AA ceDRY ELLS 4 12P a- YARD DRAIN YARD DRAIN YARD DRAIN YARD DRAIN YARD DRAIN (SS) \7 <8S> ® A A POROUS PAVEMENT POROUS PAVEMENT0 A POROUS PAVEMENT 0I A____________________A> A D1 <L______ SHALLOW RASSED ® INF TRENCH DEPR SSION INF TRENCH (ios) V— ALLE 2P AB D2 D rj ______________________ rj DRYWELL ROUTE 50 TOTAL PREDEVELOPMENT RUNOFF 4ubca) Reach 'on• MI Routing Diagram for GINLY_GOTTMANN_POST_DEVELOPMENT Prepared by{enter your company name here}, Printed 1/16/2020 HydroCAD®10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC GINLY_GOTTMANN_POST_DEVELOPMENT Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 1.108 98 (1 S, 2S, 3S, 4S, 5S, 6S, 7S, 8S, 9S, 10S, 11 S, 12S, 13S) 0.708 39 >75% Grass cover, Good, HSG A (1S, 2S, 3S, 4S, 5S, 6S, 7S, 8S, 9S, 10S, 11S, 12S, 13S) 0.169 98 EX ROAD (1S) 0.015 30 Woods, Good, HSG A (10S) 1.999 77 TOTAL AREA GINLY_GOTTMANN_POST_DEVELOPMENT Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.723 HSG A 1 S, 2S, 3S, 4S, 5S, 6S, 7S, 8S, 9S, 10S, 11 S, 12S, 13S 0.000 HSG B 0.000 HSG C 0.000 HSG D 1.277 Other 1 S, 2S, 3S, 4S, 5S, 6S, 7S, 8S, 9S, 10S, 11 S, 12S, 13S 1.999 TOTAL AREA GINLY_GOTTMANN_POST_DEVELOPMENT Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.000 0.000 1.108 1.108 1S, 2S, 3S, 4S, 5S, 6S, 7S, 8S, 9S, 10S, 11S, 12S, 13S 0.708 0.000 0.000 0.000 0.000 0.708 >75% Grass cover, Good 1S, 2S, 3S, 4S, 5S, 6S, 7S, 8S, 9S, 10S, 11S, 12S, 13S 0.000 0.000 0.000 0.000 0.169 0.169 EX ROAD 1S 0.015 0.000 0.000 0.000 0.000 0.015 Woods, Good 10S 0.723 0.000 0.000 0.000 1.277 1.999 TOTAL AREA GINLY_GOTTMANN_POST_DEVELOPMENT Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 5 Pipe Listing (all nodes) Line# Node In-Invert Out-Invert Length Slope n Diam/Width Height Inside-Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 2P 315.45 315.35 6.0 0.0167 0.012 12.0 0.0 0.0 2 6P 318.00 317.50 51.0 0.0098 0.012 8.0 0.0 0.0 3 8P 317.50 317.25 51.0 0.0049 0.012 8.0 0.0 0.0 4 10P 317.25 317.00 52.0 0.0048 0.012 8.0 0.0 0.0 5 12P 317.00 316.85 32.0 0.0047 0.012 8.0 0.0 0.0 6 14P 316.85 316.20 126.0 0.0052 0.012 8.0 0.0 0.0 7 P2 319.35 311.25 70.0 0.1157 0.010 6.0 0.0 0.0 8 T1 311.50 311.25 10.0 0.0250 0.010 6.0 0.0 0.0 9 T2 311.50 311.25 10.0 0.0250 0.010 6.0 0.0 0.0 GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 6 Time span=0.00-100.00 hrs, dt=0.05 hrs, 2001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlS: Runoff Area=18.990 sf 56.82% Impervious Runoff Depth=0.39" Flow Length=250' Tc=6.4 min CN=73 Runoff=0.26 cfs 0.014 af Subcatchment2S: Runoff Area=3,340 sf 65.27% Impervious Runoff Depth=0.57" Tc=100.0 min CN=78 Runoff=0.01 cfs 0.004 af Subcatchment3S: Runoff Area=900 sf 77.78% Impervious Runoff Depth=0.91" Flow Length=25' Slope=0.5000 '1 Tc=6.0 min CN=85 Runoff=0.03 cfs 0.002 af Subcatchment4S: Runoff Area=1,620 sf 77.78% Impervious Runoff Depth=0.91" Flow Length=25' Slope=0.5000 '1 Tc=6.0 min CN=85 Runoff=0.06 cfs 0.003 af Subcatchment5S: Runoff Area=1,770 sf 79.66% Impervious Runoff Depth=0.96" Flow Length=25' Slope=0.5000 '1 Tc=6.0 min CN=86 Runoff=0.07 cfs 0.003 af Subcatchment6S: Runoff Area=1,770 sf 79.66% Impervious Runoff Depth=0.96" Flow Length=25' Slope=0.5000 '1 Tc=6.0 min CN=86 Runoff=0.07 cfs 0.003 af Subcatchment7S: Runoff Area=1,440 sf 75.00% Impervious Runoff Depth=0.80" Flow Length=25' Slope=0.5000 '1 Tc=6.0 min CN=83 Runoff=0.05 cfs 0.002 af Subcatchment8S: Runoff Area=3,230 sf 75.85% Impervious Runoff Depth=0.85" Tc=100.0 min CN=84 Runoff=0.02 cfs 0.005 af Subcatchment9S: RunoffArea=31.550 sf 81.05% Impervious Runoff Depth=1.02" Tc=100.0 min CN=87 Runoff=0.27 cfs 0.062 af SubcatchmentlOS: Runoff Area=10.100 sf 9.90% Impervious Runoff Depth=0.00" Flow Length=395' Tc=6.0 min CN=44 Runoff=0.00 cfs 0.000 af Subcatchment11S: Runoff Area=5,360 sf 77.24% Impervious Runoff Depth=0.91" Flow Length=25' Slope=0.5000 '1 Tc=6.0 min CN=85 Runoff=0.19 cfs 0.009 af Subcatchmentl2S: Runoff Area=2,290 sf 12.23% Impervious Runoff Depth=0.00" Flow Length=30' Slope=0.3000 '1 Tc=6.0 min CN=46 Runoff=0.00 cfs 0.000 af Subcatchmentl3S: Runoff Area=4,730 sf 70.61% Impervious Runoff Depth=0.70" Flow Length=25' Slope=0.5000 '1 Tc=6.0 min CN=81 Runoff=0.13 cfs 0.006 af Pond 2P: CB#1 Peak Elev=315.71' Inflow=0.26 cfs 0.014 af 12.0" Round Culvert n=0.012 L=6.0' S=0.0167 '1 Outflow=0.26 cfs 0.014 af Pond 6P: YARD DRAIN Peak Elev=318.13' Inflow=0.05 cfs 0.002 af 8.0" Round Culvert n=0.012 L=51.0' S=0.0098 '1 Outflow=0.05 cfs 0.002 af Pond 8P: YARD DRAIN Peak Elev=317.72' Inflow=0.11 cfs 0.005 af 8.0" Round Culvert n=0.012 L=51.0' S=0.0049 '1 Outflow=0.11 cfs 0.005 af GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 7 Pond 10P: YARD DRAIN Peak Elev=317.53' Inflow=0.18 cfs 0.009 af 8.0" Round Culvert n=0.012 L=52.0' S=0.0048 '1 Outflow=0.18 cfs 0.009 af Pond 12P: YARD DRAIN Peak Elev=317.34' Inflow=0.24 cfs 0.012 af 8.0" Round Culvert n=0.012 L=32.0' S=0.0047 '1 Outflow=0.24 cfs 0.012 af Pond 14P: YARD DRAIN Peak Elev=317.19' Inflow=0.27 cfs 0.013 af 8.0" Round Culvert n=0.012 L=126.0' S=0.0052 '1 Outflow=0.27 cfs 0.013 af Pond D1: SHALLOWGRASSEDDEPRESSION Peak EIev=311.00' Storage=0 cf Inflow=0.00 cfs 0.000 af Discarded=0.00 cfs 0.000 af Primary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.000 af Pond D2: DRYWELL Peak EIev=318.49' Storage=225 cf Inflow=0.26 cfs 0.014 af Discarded=0.02 cfs 0.014 af Primary=0.00 cfs 0.000 af Outflow=0.02 cfs 0.014 af Pond DW: DRYWELLS Peak EIev=314.53' Storage=107 cf Inflow=0.27 cfs 0.013 af Discarded=0.09 cfs 0.013 af Primary=0.00 cfs 0.000 af Outflow=0.09 cfs 0.013 af Pond P1: POROUS PAVEMENT Peak EIev=317.95' Storage=0 cf Inflow=0.01 cfs 0.004 af Outflow=0.01 cfs 0.004 af Pond P2: POROUS PAVEMENT Peak EIev=318.50' Storage=8 cf Inflow=0.27 cfs 0.062 af Discarded=0.27 cfs 0.062 af Primary=0.00 cfs 0.000 af Outflow=0.27 cfs 0.062 af Pond P3: POROUS PAVEMENT Peak EIev=317.60' Storage=1 cf Inflow=0.02 cfs 0.005 af Outflow=0.02 cfs 0.005 af Pond T1: INF TRENCH Peak EIev=309.96' Storage=69 cf Inflow=0.19 cfs 0.009 af Discarded=0.07 cfs 0.009 af Primary=0.00 cfs 0.000 af Outflow=0.07 cfs 0.009 af Pond T2: INF TRENCH Peak EIev=309.81' Storage=37 cf Inflow=0.13 cfs 0.006 af Discarded=0.06 cfs 0.006 af Primary=0.00 cfs 0.000 af Outflow=0.06 cfs 0.006 af Link 1: ROUTE 50 Inflow=0.00 cfs 0.000 af Primary=0.00 cfs 0.000 af Link 2: ALLEY Inflow=0.00 cfs 0.000 af Primary=0.00 cfs 0.000 af Link T: TOTALPREDEVELOPMENTRUNOFF Inflow=0.00 cfs 0.000 af Primary=0.00 cfs 0.000 af Total Runoff Area = 1.999 ac Runoff Volume = 0.114 af Average Runoff Depth = 0.68" 36.15% Pervious = 0.723 ac 63.85% Impervious = 1.277 ac GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 1S: Runoff = 0.26 cfs @ 12.00 hrs, Volume= 0.014 af, Depth= 0.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.15" Area (sf) CN Description 3,440 98 8,200 39 >75% Grass cover, Good, HSG A 7,350 98 EX ROAD 18,990 73 Weighted Average 8,200 43.18% Pervious Area 10,790 56.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.7 20 0.0300 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.60" 2.7 230 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.4 250 Total Summary for Subcatchment 2S: Runoff = 0.01 cfs @ 13.24 hrs, Volume= 0.004 af, Depth= 0.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.15" Area (sf) CN Description 2,180 98 1,160 39 >75% Grass cover, Good, HSG A 3,340 78 Weighted Average 1,160 34.73% Pervious Area 2,180 65.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 100.0 Direct Entry, Summary for Subcatchment 3S: Runoff = 0.03 cfs @ 11.98 hrs, Volume= 0.002 af, Depth= 0.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.15" GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 9 Area (sf) CN Description 200 39 >75% Grass cover, Good, HSG A 700 98 900 85 Weighted Average 200 22.22% Pervious Area 700 77.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 4S: Runoff = 0.06 cfs @ 11.98 hrs, Volume= 0.003 af, Depth= 0.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.15" Area (sf) CN Description 360 39 >75% Grass cover, Good, HSG A 1,260 98 1,620 85 Weighted Average 360 22.22% Pervious Area 1,260 77.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 5S: Runoff = 0.07 cfs @ 11.97 hrs, Volume= 0.003 af, Depth= 0.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.15" Area (sf) CN Description 360 39 >75% Grass cover, Good, HSG A 1,410 98 1,770 86 Weighted Average 360 20.34% Pervious Area 1,410 79.66% Impervious Area GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 10 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 6S: Runoff = 0.07 cfs @ 11.97 hrs, Volume= 0.003 af, Depth= 0.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.15" Area (sf) CN Description 360 39 >75% Grass cover, Good, HSG A 1,410 98 1,770 86 Weighted Average 360 20.34% Pervious Area 1,410 79.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 7S: Runoff = 0.05 cfs @ 11.98 hrs, Volume= 0.002 af, Depth= 0.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.15" Area (sf) CN Description 360 39 >75% Grass cover, Good, HSG A 1,080 98 1,440 83 Weighted Average 360 25.00% Pervious Area 1,080 75.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc= 6.0 min GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 8S: Runoff = 0.02 cfs @ 13.20 hrs, Volume= 0.005 af, Depth= 0.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.15" Area (sf) CN Description 2,450 98 780 39 >75% Grass cover, Good, HSG A 3,230 84 Weighted Average 780 24.15% Pervious Area 2,450 75.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 100.0 Direct Entry, Summary for Subcatchment 9S: Runoff = 0.27 cfs @ 13.19 hrs, Volume= 0.062 af, Depth= 1.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.15" Area (sf) CN Description 25,570 98 5,980 39 >75% Grass cover, Good, HSG A 31,550 87 Weighted Average 5,980 18.95% Pervious Area 25,570 81.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 100.0 Direct Entry, Summary for Subcatchment 10S: Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.15" Area (sf) CN Description 1,000 98 640 30 Woods, Good, HSG A 8,460 39 >75% Grass cover, Good, HSG A 10,100 44 Weighted Average 9,100 90.10% Pervious Area 1,000 9.90% Impervious Area GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 12 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.6 25 0.1200 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.60" 2.4 370 0.0220 2.55 2.39 Trap/Vee/Rect Channel Flow, Bot.W=3.00' D=0.25' Z= 3.0 '/' Top.W=4.50' n= 0.030 Earth, grassed &winding 5.0 395 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 11S: Runoff = 0.19 cfs @ 11.98 hrs, Volume= 0.009 af, Depth= 0.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.15" Area (sf) CN Description 4,140 98 1,220 39 >75% Grass cover, Good, HSG A 5,360 85 Weighted Average 1,220 22.76% Pervious Area 4,140 77.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 12S: Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.15" Area (sf) CN Description 2,010 39 >75% Grass cover, Good, HSG A 280 98 2,290 46 Weighted Average 2,010 87.77% Pervious Area 280 12.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 30 0.3000 0.24 Sheet Flow, Grass: Dense n= 0.240 P2= 2.60" 2.0 30 Total, Increased to minimum Tc= 6.0 min GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment 13S: Runoff = 0.13 cfs @ 11.98 hrs, Volume= 0.006 af, Depth= 0.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 1 YR Rainfall=2.15" Area (sf) CN Description 3,340 98 1,390 39 >75% Grass cover, Good, HSG A 4,730 81 Weighted Average 1,390 29.39% Pervious Area 3,340 70.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc= 6.0 min Summary for Pond 2P: CB#1 Inflow Area = 0.436 ac, 56.82% Impervious, Inflow Depth = 0.39" for 1 YR event Inflow = 0.26 cfs @ 12.00 hrs, Volume= 0.014 af Outflow = 0.26 cfs @ 12.00 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.0 min Primary = 0.26 cfs @ 12.00 hrs, Volume= 0.014 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 315.71'@ 12.00 hrs Device Routing Invert Outlet Devices #1 Primary 315.45' 12.0" Round Culvert L= 6.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 315.45'/ 315.35' S= 0.0167 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.25 cfs @ 12.00 hrs HW=315.71' (Free Discharge) L1=Culvert (Barrel Controls 0.25 cfs @ 2.34 fps) Summary for Pond 6P: YARD DRAIN Inflow Area = 0.033 ac, 75.00% Impervious, Inflow Depth = 0.80" for 1 YR event Inflow = 0.05 cfs @ 11.98 hrs, Volume= 0.002 af Outflow = 0.05 cfs @ 11.98 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Primary = 0.05 cfs @ 11.98 hrs, Volume= 0.002 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 318.13'@ 11.98 hrs GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 14 Device Routing Invert Outlet Devices #1 Primary 318.00' 8.0" Round Culvert L= 51.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 318.00'/ 317.50' S= 0.0098 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=0.04 cfs @ 11.98 hrs HW=318.13' (Free Discharge) L1=Culvert (Inlet Controls 0.04 cfs @ 0.96 fps) Summary for Pond 8P: YARD DRAIN Inflow Area = 0.074 ac, 77.57% Impervious, Inflow Depth = 0.89" for 1 YR event Inflow = 0.11 cfs @ 11.98 hrs, Volume= 0.005 af Outflow = 0.11 cfs @ 11.98 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min Primary = 0.11 cfs @ 11.98 hrs, Volume= 0.005 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 317.72'@ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 317.50' 8.0" Round Culvert L= 51.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 317.50'/ 317.25' S= 0.0049 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=0.11 cfs @ 11.98 hrs HW=317.71' (Free Discharge) 4-1=Culvert (Barrel Controls 0.11 cfs @ 1.69 fps) Summary for Pond 10P: YARD DRAIN Inflow Area = 0.114 ac, 78.31% Impervious, Inflow Depth = 0.92" for 1 YR event Inflow = 0.18 cfs @ 11.98 hrs, Volume= 0.009 af Outflow = 0.18 cfs @ 11.98 hrs, Volume= 0.009 af, Atten= 0%, Lag= 0.0 min Primary = 0.18 cfs @ 11.98 hrs, Volume= 0.009 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 317.53'@ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 317.25' 8.0" Round Culvert L= 52.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 317.25'/ 317.00' S= 0.0048 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=0.17 cfs @ 11.98 hrs HW=317.53' (Free Discharge) 4-1=Culvert (Barrel Controls 0.17 cfs @ 1.89 fps) GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 15 Summary for Pond 12P: YARD DRAIN Inflow Area = 0.152 ac, 78.18% Impervious, Inflow Depth = 0.91" for 1 YR event Inflow = 0.24 cfs @ 11.98 hrs, Volume= 0.012 af Outflow = 0.24 cfs @ 11.98 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Primary = 0.24 cfs @ 11.98 hrs, Volume= 0.012 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 317.34'@ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 317.00' 8.0" Round Culvert L= 32.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 317.00'/ 316.85' S= 0.0047 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=0.23 cfs @ 11.98 hrs HW=317.33' (Free Discharge) 4-1=Culvert (Barrel Controls 0.23 cfs @ 1.97 fps) Summary for Pond 14P: YARD DRAIN Inflow Area = 0.172 ac, 78.13% Impervious, Inflow Depth = 0.91" for 1 YR event Inflow = 0.27 cfs @ 11.98 hrs, Volume= 0.013 af Outflow = 0.27 cfs @ 11.98 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min Primary = 0.27 cfs @ 11.98 hrs, Volume= 0.013 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 317.19'@ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 316.85' 8.0" Round Culvert L= 126.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 316.85'/ 316.20' S= 0.0052 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=0.26 cfs @ 11.98 hrs HW=317.18' (Free Discharge) 4-1=Culvert (Barrel Controls 0.26 cfs @ 2.22 fps) Summary for Pond Dl: SHALLOW GRASSED DEPRESSION Inflow Area = 1.181 ac, 76.20% Impervious, Inflow Depth = 0.00" for 1 YR event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 311.00'@ 0.00 hrs Surf.Area= 315 sf Storage= 0 cf Plug-Flow detention time=(not calculated: initial storage exceeds outflow) Center-of-Mass det. time= (not calculated: no inflow) GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 16 Volume Invert Avail.Storage Storage Description #1 311.00' 1,005 cf Custom Stage Data (Irregular)Listed below(Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 311.00 315 70.0 0 0 315 312.00 540 85.0 422 422 516 312.75 1,040 140.0 582 1,005 1,504 Device Routing Invert Outlet Devices #1 Discarded 311.00' 8.000 in/hr Exfiltration over Surface area #2 Primary 312.50' 10.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=311.00' (Free Discharge) 4-1=Exfiltration (Passes 0.00 cfs of 0.06 cfs potential flow) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=311.00' (Free Discharge) 4-2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond D2: DRYWELL Inflow Area = 0.436 ac, 56.82% Impervious, Inflow Depth = 0.39" for 1 YR event Inflow = 0.26 cfs @ 12.00 hrs, Volume= 0.014 af Outflow = 0.02 cfs @ 13.34 hrs, Volume= 0.014 af, Atten= 93%, Lag= 80.6 min Discarded = 0.02 cfs @ 13.34 hrs, Volume= 0.014 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 318.49'@ 13.35 hrs Surf.Area= 102 sf Storage= 225 cf Plug-Flow detention time= 160.3 min calculated for 0.014 af(100% of inflow) Center-of-Mass det. time= 160.2 min ( 1,055.9 - 895.7 ) Volume Invert Avail.Storage Storage Description #1 318.45' 695 cf PONDING (Conic)Listed below(Recalc) #2 312.55' 112 cf 10.00'D x 5.00'H STONE 393 cf Overall - 113 cf Embedded = 280 cf x 40.0% Voids #3 313.55' 113 cf 6.00'D x 4.00'H DRYWELL Inside#2 919 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 318.45 5 0 0 5 318.50 34 1 1 34 319.00 3,770 694 695 3,770 GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 17 Device Routing Invert Outlet Devices #1 Primary 318.50' 3.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 312.55' 8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.02 cfs @ 13.34 hrs HW=318.49' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=312.55' (Free Discharge) Ar1=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond DW: DRYWELLS Inflow Area = 0.172 ac, 78.13% Impervious, Inflow Depth = 0.91" for 1 YR event Inflow = 0.27 cfs @ 11.98 hrs, Volume= 0.013 af Outflow = 0.09 cfs @ 11.85 hrs, Volume= 0.013 af, Atten= 66%, Lag= 0.0 min Discarded = 0.09 cfs @ 11.85 hrs, Volume= 0.013 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 314.53'@ 12.11 hrs Surf.Area= 504 sf Storage= 107 cf Plug-Flow detention time=6.1 min calculated for 0.013 af(100% of inflow) Center-of-Mass det. time=6.1 min ( 847.5 - 841.3 ) Volume Invert Avail.Storage Storage Description #1 314.00' 630 cf 12.00'W x 42.00'L x 5.00'H Prismatoid 2,520 cf Overall - 944 cf Embedded = 1,576 cf x 40.0% Voids #2 315.00' 804 cf 8.00'D x 4.00'H DRYWELL x 4 Inside#1 944 cf Overall - 4.0" Wall Thickness = 804 cf 1,435 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 314.00' 8.000 in/hr Exfiltration over Surface area #2 Primary 319.35' 6.0"Vert. OVERFLOW C= 0.600 Discarded OutFlow Max=0.09 cfs @ 11.85 hrs HW=314.06' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.09 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=314.00' (Free Discharge) 4-2=OVERFLOW ( Controls 0.00 cfs) GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 18 Summary for Pond P1: POROUS PAVEMENT Inflow Area = 0.077 ac, 65.27% Impervious, Inflow Depth = 0.57" for 1 YR event Inflow = 0.01 cfs @ 13.24 hrs, Volume= 0.004 af Outflow = 0.01 cfs @ 13.25 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.5 min Discarded = 0.01 cfs @ 13.25 hrs, Volume= 0.004 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 317.95'@ 13.25 hrs Surf.Area= 2,360 sf Storage= 0 cf Plug-Flow detention time=0.4 min calculated for 0.004 af(100% of inflow) Center-of-Mass det. time= 0.4 min ( 958.5 - 958.1 ) Volume Invert Avail.Storage Storage Description #1 317.95' 944 cf Custom Stage Data (Irregular)Listed below(Recalc) 2,360 cf Overall x 40.0% Voids Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 317.95 2,360 200.0 0 0 2,360 318.95 2,360 200.0 2,360 2,360 2,560 Device Routing Invert Outlet Devices #1 Discarded 317.95' 8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.44 cfs @ 13.25 hrs HW=317.95' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.44 cfs) Summary for Pond P2: POROUS PAVEMENT Inflow Area = 0.896 ac, 80.49% Impervious, Inflow Depth = 0.83" for 1 YR event Inflow = 0.27 cfs @ 13.19 hrs, Volume= 0.062 af Outflow = 0.27 cfs @ 13.19 hrs, Volume= 0.062 af, Atten= 0%, Lag= 0.2 min Discarded = 0.27 cfs @ 13.19 hrs, Volume= 0.062 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 318.50'@ 13.19 hrs Surf.Area= 6,690 sf Storage= 8 cf Plug-Flow detention time=0.5 min calculated for 0.062 af(100% of inflow) Center-of-Mass det. time= 0.5 min ( 921.3 - 920.8 ) Volume Invert Avail.Storage Storage Description #1 318.50' 3,211 cf Custom Stage Data (Irregular)Listed below(Recalc) 8,028 cf Overall x 40.0% Voids Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 318.50 6,690 625.0 0 0 6,690 319.70 6,690 625.0 8,028 8,028 7,440 GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 19 Device Routing Invert Outlet Devices #1 Discarded 318.50' 8.000 in/hr Exfiltration over Surface area #2 Primary 319.35' 6.0" Round DRAIN L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 319.35'/ 311.25' S= 0.1157 '/' Cc= 0.900 n= 0.010, Flow Area= 0.20 sf Discarded OutFlow Max=1.24 cfs @ 13.19 hrs HW=318.50' (Free Discharge) L1=Exfiltration (Exfiltration Controls 1.24 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=318.50' (Free Discharge) L2=DRAIN ( Controls 0.00 cfs) Summary for Pond P3: POROUS PAVEMENT Inflow Area = 0.074 ac, 75.85% Impervious, Inflow Depth = 0.85" for 1 YR event Inflow = 0.02 cfs @ 13.20 hrs, Volume= 0.005 af Outflow = 0.02 cfs @ 13.21 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.5 min Discarded = 0.02 cfs @ 13.21 hrs, Volume= 0.005 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 317.60'@ 13.21 hrs Surf.Area= 730 sf Storage= 1 cf Plug-Flow detention time=0.4 min calculated for 0.005 af(100% of inflow) Center-of-Mass det. time= 0.4 min ( 933.6 - 933.2 ) Volume Invert Avail.Storage Storage Description #1 317.60' 336 cf Custom Stage Data (Irregular)Listed below(Recalc) 839 cf Overall x 40.0% Voids Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 317.60 730 115.0 0 0 730 318.75 730 115.0 839 839 862 Device Routing Invert Outlet Devices #1 Discarded 317.60' 8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.14 cfs @ 13.21 hrs HW=317.60' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.14 cfs) Summary for Pond T1: INF TRENCH Inflow Area = 0.123 ac, 77.24% Impervious, Inflow Depth = 0.91" for 1 YR event Inflow = 0.19 cfs @ 11.98 hrs, Volume= 0.009 af Outflow = 0.07 cfs @ 11.85 hrs, Volume= 0.009 af, Atten= 64%, Lag= 0.0 min Discarded = 0.07 cfs @ 11.85 hrs, Volume= 0.009 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 20 Peak Elev= 309.96'@ 12.10 hrs Surf.Area= 376 sf Storage= 69 cf Plug-Flow detention time=4.7 min calculated for 0.009 af(100% of inflow) Center-of-Mass det. time=4.7 min ( 846.7 - 842.0 ) Volume Invert Avail.Storage Storage Description #1 309.50' 451 cf 4.00'W x 94.00'L x 3.00'H Prismatoid 1,128 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Discarded 309.50' 8.000 in/hr Exfiltration over Surface area #2 Primary 311.50' 6.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 311.50'/ 311.25' S= 0.0250 '/' Cc= 0.900 n= 0.010, Flow Area= 0.20 sf Discarded OutFlow Max=0.07 cfs @ 11.85 hrs HW=309.54' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=309.50' (Free Discharge) 4-2=Culvert ( Controls 0.00 cfs) Summary for Pond T2: INF TRENCH Inflow Area = 0.109 ac, 70.61% Impervious, Inflow Depth = 0.70" for 1 YR event Inflow = 0.13 cfs @ 11.98 hrs, Volume= 0.006 af Outflow = 0.06 cfs @ 11.90 hrs, Volume= 0.006 af, Atten= 57%, Lag= 0.0 min Discarded = 0.06 cfs @ 11.90 hrs, Volume= 0.006 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 309.81'@ 12.09 hrs Surf.Area= 304 sf Storage= 37 cf Plug-Flow detention time=3.2 min calculated for 0.006 af(100% of inflow) Center-of-Mass det. time= 3.2 min ( 861.5 - 858.3 ) Volume Invert Avail.Storage Storage Description #1 309.50' 365 cf 4.00'W x 76.00'L x 3.00'H Prismatoid 912 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Discarded 309.50' 8.000 in/hr Exfiltration over Surface area #2 Primary 311.50' 6.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 311.50'/ 311.25' S= 0.0250 '/' Cc= 0.900 n= 0.010, Flow Area= 0.20 sf GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 1 YR Rainfall=2.15" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 21 Discarded OutFlow Max=0.06 cfs @ 11.90 hrs HW=309.55' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=309.50' (Free Discharge) 4-2=Culvert ( Controls 0.00 cfs) Summary for Link 1: ROUTE 50 Inflow Area = 0.436 ac, 56.82% Impervious, Inflow Depth = 0.00" for 1 YR event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Summary for Link 2: ALLEY Inflow Area = 1.413 ac, 65.32% Impervious, Inflow Depth = 0.00" for 1 YR event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Summary for Link T: TOTAL PREDEVELOPMENT RUNOFF Inflow Area = 1.848 ac, 63.31% Impervious, Inflow Depth = 0.00" for 1 YR event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 22 Time span=0.00-100.00 hrs, dt=0.05 hrs, 2001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlS: Runoff Area=18.990 sf 56.82% Impervious Runoff Depth=1.35" Flow Length=250' Tc=6.4 min CN=73 Runoff=1.01 cfs 0.049 af Subcatchment2S: Runoff Area=3,340 sf 65.27% Impervious Runoff Depth=1.69" Tc=100.0 min CN=78 Runoff=0.05 cfs 0.011 af Subcatchment3S: Runoff Area=900 sf 77.78% Impervious Runoff Depth=2.24" Flow Length=25' Slope=0.5000 '1 Tc=6.0 min CN=85 Runoff=0.08 cfs 0.004 af Subcatchment4S: Runoff Area=1,620 sf 77.78% Impervious Runoff Depth=2.24" Flow Length=25' Slope=0.5000 '1 Tc=6.0 min CN=85 Runoff=0.14 cfs 0.007 af Subcatchment5S: Runoff Area=1,770 sf 79.66% Impervious Runoff Depth=2.32" Flow Length=25' Slope=0.5000 '1 Tc=6.0 min CN=86 Runoff=0.16 cfs 0.008 af Subcatchment6S: Runoff Area=1,770 sf 79.66% Impervious Runoff Depth=2.32" Flow Length=25' Slope=0.5000 '1 Tc=6.0 min CN=86 Runoff=0.16 cfs 0.008 af Subcatchment7S: Runoff Area=1,440 sf 75.00% Impervious Runoff Depth=2.07" Flow Length=25' Slope=0.5000 '1 Tc=6.0 min CN=83 Runoff=0.12 cfs 0.006 af Subcatchment8S: Runoff Area=3,230 sf 75.85% Impervious Runoff Depth=2.15" Tc=100.0 min CN=84 Runoff=0.06 cfs 0.013 af Subcatchment9S: RunoffArea=31.550 sf 81.05% Impervious Runoff Depth=2.41" Tc=100.0 min CN=87 Runoff=0.64 cfs 0.145 af SubcatchmentlOS: Runoff Area=10.100 sf 9.90% Impervious Runoff Depth=0.10" Flow Length=395' Tc=6.0 min CN=44 Runoff=0.00 cfs 0.002 af Subcatchment11S: Runoff Area=5,360 sf 77.24% Impervious Runoff Depth=2.24" Flow Length=25' Slope=0.5000 '1 Tc=6.0 min CN=85 Runoff=0.47 cfs 0.023 af Subcatchmentl2S: Runoff Area=2,290 sf 12.23% Impervious Runoff Depth=0.15" Flow Length=30' Slope=0.3000 '1 Tc=6.0 min CN=46 Runoff=0.00 cfs 0.001 af Subcatchmentl3S: Runoff Area=4,730 sf 70.61% Impervious Runoff Depth=1.91" Flow Length=25' Slope=0.5000 '1 Tc=6.0 min CN=81 Runoff=0.36 cfs 0.017 af Pond 2P: CB#1 Peak EIev=316.03' Inflow=1.01 cfs 0.049 af 12.0" Round Culvert n=0.012 L=6.0' S=0.0167 '1 Outflow=1.01 cfs 0.049 af Pond 6P: YARD DRAIN Peak EIev=318.21' Inflow=0.12 cfs 0.006 af 8.0" Round Culvert n=0.012 L=51.0' S=0.0098 '1 Outflow=0.12 cfs 0.006 af Pond 8P: YARD DRAIN Peak EIev=317.85' Inflow=0.28 cfs 0.014 af 8.0" Round Culvert n=0.012 L=51.0' S=0.0049 '1 Outflow=0.28 cfs 0.014 af GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 23 Pond 10P: YARD DRAIN Peak Elev=317.71' Inflow=0.44 cfs 0.021 af 8.0" Round Culvert n=0.012 L=52.0' S=0.0048 '1 Outflow=0.44 cfs 0.021 af Pond 12P: YARD DRAIN Peak Elev=317.57' Inflow=0.58 cfs 0.028 af 8.0" Round Culvert n=0.012 L=32.0' S=0.0047 '1 Outflow=0.58 cfs 0.028 af Pond 14P: YARD DRAIN Peak Elev=317.43' Inflow=0.66 cfs 0.032 af 8.0" Round Culvert n=0.012 L=126.0' S=0.0052 '1 Outflow=0.66 cfs 0.032 af Pond D1: SHALLOWGRASSEDDEPRESSION Peak EIev=311.00' Storage=1 cf Inflow=0.01 cfs 0.001 af Discarded=0.01 cfs 0.001 af Primary=0.00 cfs 0.000 af Outflow=0.01 cfs 0.001 af Pond D2: DRYWELL Peak EIev=318.71' Storage=297 cf Inflow=1.01 cfs 0.049 af Discarded=0.17 cfs 0.028 af Primary=0.77 cfs 0.021 af Outflow=0.94 cfs 0.049 af Pond DW: DRYWELLS Peak EIev=315.81' Storage=452 cf Inflow=0.66 cfs 0.032 af Discarded=0.09 cfs 0.032 af Primary=0.00 cfs 0.000 af Outflow=0.09 cfs 0.032 af Pond P1: POROUS PAVEMENT Peak EIev=317.95' Storage=1 cf Inflow=0.05 cfs 0.011 af Outflow=0.05 cfs 0.011 af Pond P2: POROUS PAVEMENT Peak EIev=318.51' Storage=19 cf Inflow=0.64 cfs 0.145 af Discarded=0.64 cfs 0.145 af Primary=0.00 cfs 0.000 af Outflow=0.64 cfs 0.145 af Pond P3: POROUS PAVEMENT Peak EIev=317.60' Storage=1 cf Inflow=0.06 cfs 0.013 af Outflow=0.06 cfs 0.013 af Pond T1: INF TRENCH Peak EIev=311.56' Storage=310 cf Inflow=0.47 cfs 0.023 af Discarded=0.07 cfs 0.023 af Primary=0.01 cfs 0.000 af Outflow=0.08 cfs 0.023 af Pond T2: INF TRENCH Peak EIev=311.36' Storage=226 cf Inflow=0.36 cfs 0.017 af Discarded=0.06 cfs 0.017 af Primary=0.00 cfs 0.000 af Outflow=0.06 cfs 0.017 af Link 1: ROUTE 50 Inflow=0.77 cfs 0.021 af Primary=0.77 cfs 0.021 af Link 2: ALLEY Inflow=0.00 cfs 0.002 af Primary=0.00 cfs 0.002 af Link T: TOTALPREDEVELOPMENTRUNOFF Inflow=0.77 cfs 0.023 af Primary=0.77 cfs 0.023 af Total Runoff Area = 1.999 ac Runoff Volume = 0.294 af Average Runoff Depth = 1.76" 36.15% Pervious = 0.723 ac 63.85% Impervious = 1.277 ac GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment 1S: Runoff = 1.01 cfs @ 11.98 hrs, Volume= 0.049 af, Depth= 1.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.75" Area (sf) CN Description 3,440 98 8,200 39 >75% Grass cover, Good, HSG A 7,350 98 EX ROAD 18,990 73 Weighted Average 8,200 43.18% Pervious Area 10,790 56.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.7 20 0.0300 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.60" 2.7 230 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.4 250 Total Summary for Subcatchment 2S: Runoff = 0.05 cfs @ 13.19 hrs, Volume= 0.011 af, Depth= 1.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.75" Area (sf) CN Description 2,180 98 1,160 39 >75% Grass cover, Good, HSG A 3,340 78 Weighted Average 1,160 34.73% Pervious Area 2,180 65.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 100.0 Direct Entry, Summary for Subcatchment 3S: Runoff = 0.08 cfs @ 11.97 hrs, Volume= 0.004 af, Depth= 2.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.75" GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 25 Area (sf) CN Description 200 39 >75% Grass cover, Good, HSG A 700 98 900 85 Weighted Average 200 22.22% Pervious Area 700 77.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 4S: Runoff = 0.14 cfs @ 11.97 hrs, Volume= 0.007 af, Depth= 2.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.75" Area (sf) CN Description 360 39 >75% Grass cover, Good, HSG A 1,260 98 1,620 85 Weighted Average 360 22.22% Pervious Area 1,260 77.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 5S: Runoff = 0.16 cfs @ 11.97 hrs, Volume= 0.008 af, Depth= 2.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.75" Area (sf) CN Description 360 39 >75% Grass cover, Good, HSG A 1,410 98 1,770 86 Weighted Average 360 20.34% Pervious Area 1,410 79.66% Impervious Area GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 26 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 6S: Runoff = 0.16 cfs @ 11.97 hrs, Volume= 0.008 af, Depth= 2.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.75" Area (sf) CN Description 360 39 >75% Grass cover, Good, HSG A 1,410 98 1,770 86 Weighted Average 360 20.34% Pervious Area 1,410 79.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 7S: Runoff = 0.12 cfs @ 11.97 hrs, Volume= 0.006 af, Depth= 2.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.75" Area (sf) CN Description 360 39 >75% Grass cover, Good, HSG A 1,080 98 1,440 83 Weighted Average 360 25.00% Pervious Area 1,080 75.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc= 6.0 min GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 27 Summary for Subcatchment 8S: Runoff = 0.06 cfs @ 13.18 hrs, Volume= 0.013 af, Depth= 2.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.75" Area (sf) CN Description 2,450 98 780 39 >75% Grass cover, Good, HSG A 3,230 84 Weighted Average 780 24.15% Pervious Area 2,450 75.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 100.0 Direct Entry, Summary for Subcatchment 9S: Runoff = 0.64 cfs @ 13.14 hrs, Volume= 0.145 af, Depth= 2.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.75" Area (sf) CN Description 25,570 98 5,980 39 >75% Grass cover, Good, HSG A 31,550 87 Weighted Average 5,980 18.95% Pervious Area 25,570 81.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 100.0 Direct Entry, Summary for Subcatchment 10S: Runoff = 0.00 cfs @ 13.29 hrs, Volume= 0.002 af, Depth= 0.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.75" Area (sf) CN Description 1,000 98 640 30 Woods, Good, HSG A 8,460 39 >75% Grass cover, Good, HSG A 10,100 44 Weighted Average 9,100 90.10% Pervious Area 1,000 9.90% Impervious Area GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 28 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.6 25 0.1200 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.60" 2.4 370 0.0220 2.55 2.39 Trap/Vee/Rect Channel Flow, Bot.W=3.00' D=0.25' Z= 3.0 '/' Top.W=4.50' n= 0.030 Earth, grassed &winding 5.0 395 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 11S: Runoff = 0.47 cfs @ 11.97 hrs, Volume= 0.023 af, Depth= 2.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.75" Area (sf) CN Description 4,140 98 1,220 39 >75% Grass cover, Good, HSG A 5,360 85 Weighted Average 1,220 22.76% Pervious Area 4,140 77.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 12S: Runoff = 0.00 cfs @ 12.36 hrs, Volume= 0.001 af, Depth= 0.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.75" Area (sf) CN Description 2,010 39 >75% Grass cover, Good, HSG A 280 98 2,290 46 Weighted Average 2,010 87.77% Pervious Area 280 12.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 30 0.3000 0.24 Sheet Flow, Grass: Dense n= 0.240 P2= 2.60" 2.0 30 Total, Increased to minimum Tc= 6.0 min GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 29 Summary for Subcatchment 13S: Runoff = 0.36 cfs @ 11.97 hrs, Volume= 0.017 af, Depth= 1.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.75" Area (sf) CN Description 3,340 98 1,390 39 >75% Grass cover, Good, HSG A 4,730 81 Weighted Average 1,390 29.39% Pervious Area 3,340 70.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc= 6.0 min Summary for Pond 2P: CB#1 Inflow Area = 0.436 ac, 56.82% Impervious, Inflow Depth = 1.35" for 10 YR event Inflow = 1.01 cfs @ 11.98 hrs, Volume= 0.049 af Outflow = 1.01 cfs @ 11.98 hrs, Volume= 0.049 af, Atten= 0%, Lag= 0.0 min Primary = 1.01 cfs @ 11.98 hrs, Volume= 0.049 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 316.03'@ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 315.45' 12.0" Round Culvert L= 6.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 315.45'/ 315.35' S= 0.0167 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=0.97 cfs @ 11.98 hrs HW=316.02' (Free Discharge) L1=Culvert (Barrel Controls 0.97 cfs @ 3.04 fps) Summary for Pond 6P: YARD DRAIN Inflow Area = 0.033 ac, 75.00% Impervious, Inflow Depth = 2.07" for 10 YR event Inflow = 0.12 cfs @ 11.97 hrs, Volume= 0.006 af Outflow = 0.12 cfs @ 11.97 hrs, Volume= 0.006 af, Atten= 0%, Lag= 0.0 min Primary = 0.12 cfs @ 11.97 hrs, Volume= 0.006 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 318.21'@ 11.97 hrs GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 30 Device Routing Invert Outlet Devices #1 Primary 318.00' 8.0" Round Culvert L= 51.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 318.00'/ 317.50' S= 0.0098 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=0.11 cfs @ 11.97 hrs HW=318.21' (Free Discharge) L1=Culvert (Inlet Controls 0.11 cfs @ 1.22 fps) Summary for Pond 8P: YARD DRAIN Inflow Area = 0.074 ac, 77.57% Impervious, Inflow Depth = 2.21" for 10 YR event Inflow = 0.28 cfs @ 11.97 hrs, Volume= 0.014 af Outflow = 0.28 cfs @ 11.97 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.0 min Primary = 0.28 cfs @ 11.97 hrs, Volume= 0.014 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 317.85'@ 11.97 hrs Device Routing Invert Outlet Devices #1 Primary 317.50' 8.0" Round Culvert L= 51.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 317.50'/ 317.25' S= 0.0049 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=0.27 cfs @ 11.97 hrs HW=317.85' (Free Discharge) 4-1=Culvert (Barrel Controls 0.27 cfs @ 2.12 fps) Summary for Pond 10P: YARD DRAIN Inflow Area = 0.114 ac, 78.31% Impervious, Inflow Depth = 2.25" for 10 YR event Inflow = 0.44 cfs @ 11.97 hrs, Volume= 0.021 af Outflow = 0.44 cfs @ 11.97 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min Primary = 0.44 cfs @ 11.97 hrs, Volume= 0.021 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 317.71'@ 11.97 hrs Device Routing Invert Outlet Devices #1 Primary 317.25' 8.0" Round Culvert L= 52.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 317.25'/ 317.00' S= 0.0048 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=0.42 cfs @ 11.97 hrs HW=317.71' (Free Discharge) 4-1=Culvert (Barrel Controls 0.42 cfs @ 2.35 fps) GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 31 Summary for Pond 12P: YARD DRAIN Inflow Area = 0.152 ac, 78.18% Impervious, Inflow Depth = 2.25" for 10 YR event Inflow = 0.58 cfs @ 11.97 hrs, Volume= 0.028 af Outflow = 0.58 cfs @ 11.97 hrs, Volume= 0.028 af, Atten= 0%, Lag= 0.0 min Primary = 0.58 cfs @ 11.97 hrs, Volume= 0.028 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 317.57'@ 11.97 hrs Device Routing Invert Outlet Devices #1 Primary 317.00' 8.0" Round Culvert L= 32.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 317.00'/ 316.85' S= 0.0047 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=0.56 cfs @ 11.97 hrs HW=317.56' (Free Discharge) 4-1=Culvert (Barrel Controls 0.56 cfs @ 2.43 fps) Summary for Pond 14P: YARD DRAIN Inflow Area = 0.172 ac, 78.13% Impervious, Inflow Depth = 2.24" for 10 YR event Inflow = 0.66 cfs @ 11.97 hrs, Volume= 0.032 af Outflow = 0.66 cfs @ 11.97 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.0 min Primary = 0.66 cfs @ 11.97 hrs, Volume= 0.032 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 317.43'@ 11.97 hrs Device Routing Invert Outlet Devices #1 Primary 316.85' 8.0" Round Culvert L= 126.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 316.85'/ 316.20' S= 0.0052 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=0.64 cfs @ 11.97 hrs HW=317.41' (Free Discharge) 4-1=Culvert (Inlet Controls 0.64 cfs @ 2.02 fps) Summary for Pond Dl: SHALLOW GRASSED DEPRESSION Inflow Area = 1.181 ac, 76.20% Impervious, Inflow Depth = 0.01" for 10 YR event Inflow = 0.01 cfs @ 12.18 hrs, Volume= 0.001 af Outflow = 0.01 cfs @ 12.22 hrs, Volume= 0.001 af, Atten= 3%, Lag= 1.9 min Discarded = 0.01 cfs @ 12.22 hrs, Volume= 0.001 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 311.00'@ 12.22 hrs Surf.Area= 316 sf Storage= 1 cf Plug-Flow detention time= 1.6 min calculated for 0.001 af(100% of inflow) Center-of-Mass det. time= 1.6 min ( 974.7 - 973.1 ) GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 32 Volume Invert Avail.Storage Storage Description #1 311.00' 1,005 cf Custom Stage Data (Irregular)Listed below(Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 311.00 315 70.0 0 0 315 312.00 540 85.0 422 422 516 312.75 1,040 140.0 582 1,005 1,504 Device Routing Invert Outlet Devices #1 Discarded 311.00' 8.000 in/hr Exfiltration over Surface area #2 Primary 312.50' 10.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.06 cfs @ 12.22 hrs HW=311.00' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=311.00' (Free Discharge) 4-2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond D2: DRYWELL Inflow Area = 0.436 ac, 56.82% Impervious, Inflow Depth = 1.35" for 10 YR event Inflow = 1.01 cfs @ 11.98 hrs, Volume= 0.049 af Outflow = 0.94 cfs @ 12.00 hrs, Volume= 0.049 af, Atten= 7%, Lag= 1.3 min Discarded = 0.17 cfs @ 12.00 hrs, Volume= 0.028 af Primary = 0.77 cfs @ 12.00 hrs, Volume= 0.021 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 318.71'@ 12.00 hrs Surf.Area= 908 sf Storage= 297 cf Plug-Flow detention time=89.8 min calculated for 0.049 af(100% of inflow) Center-of-Mass det. time= 89.9 min ( 942.4 - 852.6 ) Volume Invert Avail.Storage Storage Description #1 318.45' 695 cf PONDING (Conic)Listed below(Recalc) #2 312.55' 112 cf 10.00'D x 5.00'H STONE 393 cf Overall - 113 cf Embedded = 280 cf x 40.0% Voids #3 313.55' 113 cf 6.00'D x 4.00'H DRYWELL Inside#2 919 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 318.45 5 0 0 5 318.50 34 1 1 34 319.00 3,770 694 695 3,770 GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 33 Device Routing Invert Outlet Devices #1 Primary 318.50' 3.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 312.55' 8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.17 cfs @ 12.00 hrs HW=318.71' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.17 cfs) Primary OutFlow Max=0.75 cfs @ 12.00 hrs HW=318.71' (Free Discharge) Ar1=Broad-Crested Rectangular Weir(Weir Controls 0.75 cfs @ 1.22 fps) Summary for Pond DW: DRYWELLS Inflow Area = 0.172 ac, 78.13% Impervious, Inflow Depth = 2.24" for 10 YR event Inflow = 0.66 cfs @ 11.97 hrs, Volume= 0.032 af Outflow = 0.09 cfs @ 11.70 hrs, Volume= 0.032 af, Atten= 86%, Lag= 0.0 min Discarded = 0.09 cfs @ 11.70 hrs, Volume= 0.032 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 315.81'@ 12.23 hrs Surf.Area= 504 sf Storage= 452 cf Plug-Flow detention time=30.6 min calculated for 0.032 af(100% of inflow) Center-of-Mass det. time= 30.6 min ( 846.2 - 815.6 ) Volume Invert Avail.Storage Storage Description #1 314.00' 630 cf 12.00'W x 42.00'L x 5.00'H Prismatoid 2,520 cf Overall - 944 cf Embedded = 1,576 cf x 40.0% Voids #2 315.00' 804 cf 8.00'D x 4.00'H DRYWELL x 4 Inside#1 944 cf Overall - 4.0" Wall Thickness = 804 cf 1,435 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 314.00' 8.000 in/hr Exfiltration over Surface area #2 Primary 319.35' 6.0"Vert. OVERFLOW C= 0.600 Discarded OutFlow Max=0.09 cfs @ 11.70 hrs HW=314.07' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.09 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=314.00' (Free Discharge) 4-2=OVERFLOW ( Controls 0.00 cfs) GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 34 Summary for Pond P1: POROUS PAVEMENT Inflow Area = 0.077 ac, 65.27% Impervious, Inflow Depth = 1.69" for 10 YR event Inflow = 0.05 cfs @ 13.19 hrs, Volume= 0.011 af Outflow = 0.05 cfs @ 13.20 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.2 min Discarded = 0.05 cfs @ 13.20 hrs, Volume= 0.011 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 317.95'@ 13.20 hrs Surf.Area= 2,360 sf Storage= 1 cf Plug-Flow detention time=0.4 min calculated for 0.011 af(100% of inflow) Center-of-Mass det. time= 0.4 min ( 925.0 - 924.7 ) Volume Invert Avail.Storage Storage Description #1 317.95' 944 cf Custom Stage Data (Irregular)Listed below(Recalc) 2,360 cf Overall x 40.0% Voids Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 317.95 2,360 200.0 0 0 2,360 318.95 2,360 200.0 2,360 2,360 2,560 Device Routing Invert Outlet Devices #1 Discarded 317.95' 8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.44 cfs @ 13.20 hrs HW=317.95' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.44 cfs) Summary for Pond P2: POROUS PAVEMENT Inflow Area = 0.896 ac, 80.49% Impervious, Inflow Depth = 1.95" for 10 YR event Inflow = 0.64 cfs @ 13.14 hrs, Volume= 0.145 af Outflow = 0.64 cfs @ 13.15 hrs, Volume= 0.145 af, Atten= 0%, Lag= 0.8 min Discarded = 0.64 cfs @ 13.15 hrs, Volume= 0.145 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 318.51'@ 13.15 hrs Surf.Area= 6,690 sf Storage= 19 cf Plug-Flow detention time=0.5 min calculated for 0.145 af(100% of inflow) Center-of-Mass det. time= 0.5 min ( 896.9 - 896.4 ) Volume Invert Avail.Storage Storage Description #1 318.50' 3,211 cf Custom Stage Data (Irregular)Listed below(Recalc) 8,028 cf Overall x 40.0% Voids Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 318.50 6,690 625.0 0 0 6,690 319.70 6,690 625.0 8,028 8,028 7,440 GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 35 Device Routing Invert Outlet Devices #1 Discarded 318.50' 8.000 in/hr Exfiltration over Surface area #2 Primary 319.35' 6.0" Round DRAIN L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 319.35'/ 311.25' S= 0.1157 '/' Cc= 0.900 n= 0.010, Flow Area= 0.20 sf Discarded OutFlow Max=1.24 cfs @ 13.15 hrs HW=318.51' (Free Discharge) L1=Exfiltration (Exfiltration Controls 1.24 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=318.50' (Free Discharge) L2=DRAIN ( Controls 0.00 cfs) Summary for Pond P3: POROUS PAVEMENT Inflow Area = 0.074 ac, 75.85% Impervious, Inflow Depth = 2.15" for 10 YR event Inflow = 0.06 cfs @ 13.18 hrs, Volume= 0.013 af Outflow = 0.06 cfs @ 13.17 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min Discarded = 0.06 cfs @ 13.17 hrs, Volume= 0.013 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 317.60'@ 13.17 hrs Surf.Area= 730 sf Storage= 1 cf Plug-Flow detention time=0.4 min calculated for 0.013 af(100% of inflow) Center-of-Mass det. time= 0.4 min ( 906.9 - 906.5 ) Volume Invert Avail.Storage Storage Description #1 317.60' 336 cf Custom Stage Data (Irregular)Listed below(Recalc) 839 cf Overall x 40.0% Voids Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 317.60 730 115.0 0 0 730 318.75 730 115.0 839 839 862 Device Routing Invert Outlet Devices #1 Discarded 317.60' 8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.14 cfs @ 13.17 hrs HW=317.60' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.14 cfs) Summary for Pond T1: INF TRENCH Inflow Area = 0.123 ac, 77.24% Impervious, Inflow Depth = 2.24" for 10 YR event Inflow = 0.47 cfs @ 11.97 hrs, Volume= 0.023 af Outflow = 0.08 cfs @ 12.18 hrs, Volume= 0.023 af, Atten= 83%, Lag= 12.9 min Discarded = 0.07 cfs @ 11.70 hrs, Volume= 0.023 af Primary = 0.01 cfs @ 12.18 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 36 Peak Elev= 311.56'@ 12.18 hrs Surf.Area= 376 sf Storage= 310 cf Plug-Flow detention time=26.8 min calculated for 0.023 af(100% of inflow) Center-of-Mass det. time=26.8 min ( 842.9 - 816.1 ) Volume Invert Avail.Storage Storage Description #1 309.50' 451 cf 4.00'W x 94.00'L x 3.00'H Prismatoid 1,128 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Discarded 309.50' 8.000 in/hr Exfiltration over Surface area #2 Primary 311.50' 6.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 311.50'/ 311.25' S= 0.0250 '/' Cc= 0.900 n= 0.010, Flow Area= 0.20 sf Discarded OutFlow Max=0.07 cfs @ 11.70 hrs HW=309.54' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=0.01 cfs @ 12.18 hrs HW=311.56' (Free Discharge) 4-2=Culvert (Inlet Controls 0.01 cfs @ 0.66 fps) Summary for Pond T2: INF TRENCH Inflow Area = 0.109 ac, 70.61% Impervious, Inflow Depth = 1.91" for 10 YR event Inflow = 0.36 cfs @ 11.97 hrs, Volume= 0.017 af Outflow = 0.06 cfs @ 11.75 hrs, Volume= 0.017 af, Atten= 84%, Lag= 0.0 min Discarded = 0.06 cfs @ 11.75 hrs, Volume= 0.017 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 311.36'@ 12.21 hrs Surf.Area= 304 sf Storage= 226 cf Plug-Flow detention time=24.4 min calculated for 0.017 af(100% of inflow) Center-of-Mass det. time=24.4 min ( 853.1 - 828.7 ) Volume Invert Avail.Storage Storage Description #1 309.50' 365 cf 4.00'W x 76.00'L x 3.00'H Prismatoid 912 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Discarded 309.50' 8.000 in/hr Exfiltration over Surface area #2 Primary 311.50' 6.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 311.50'/ 311.25' S= 0.0250 '/' Cc= 0.900 n= 0.010, Flow Area= 0.20 sf GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 10 YR Rainfall=3.75" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 37 Discarded OutFlow Max=0.06 cfs @ 11.75 hrs HW=309.56' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=309.50' (Free Discharge) 4-2=Culvert ( Controls 0.00 cfs) Summary for Link 1: ROUTE 50 Inflow Area = 0.436 ac, 56.82% Impervious, Inflow Depth = 0.57" for 10 YR event Inflow = 0.77 cfs @ 12.00 hrs, Volume= 0.021 af Primary = 0.77 cfs @ 12.00 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Summary for Link 2: ALLEY Inflow Area = 1.413 ac, 65.32% Impervious, Inflow Depth = 0.02" for 10 YR event Inflow = 0.00 cfs @ 13.29 hrs, Volume= 0.002 af Primary = 0.00 cfs @ 13.29 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Summary for Link T: TOTAL PREDEVELOPMENT RUNOFF Inflow Area = 1.848 ac, 63.31% Impervious, Inflow Depth = 0.15" for 10 YR event Inflow = 0.77 cfs @ 12.00 hrs, Volume= 0.023 af Primary = 0.77 cfs @ 12.00 hrs, Volume= 0.023 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 38 Time span=0.00-100.00 hrs, dt=0.05 hrs, 2001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentlS: Runoff Area=18.990 sf 56.82% Impervious Runoff Depth=3.30" Flow Length=250' Tc=6.4 min CN=73 Runoff=2.46 cfs 0.120 af Subcatchment2S: Runoff Area=3,340 sf 65.27% Impervious Runoff Depth=3.80" Tc=100.0 min CN=78 Runoff=0.11 cfs 0.024 af Subcatchment3S: Runoff Area=900 sf 77.78% Impervious Runoff Depth=4.54" Flow Length=25' Slope=0.5000 '1 Tc=6.0 min CN=85 Runoff=0.15 cfs 0.008 af Subcatchment4S: Runoff Area=1,620 sf 77.78% Impervious Runoff Depth=4.54" Flow Length=25' Slope=0.5000 '1 Tc=6.0 min CN=85 Runoff=0.28 cfs 0.014 af Subcatchment5S: Runoff Area=1,770 sf 79.66% Impervious Runoff Depth=4.65" Flow Length=25' Slope=0.5000 '1 Tc=6.0 min CN=86 Runoff=0.31 cfs 0.016 af Subcatchment6S: Runoff Area=1,770 sf 79.66% Impervious Runoff Depth=4.65" Flow Length=25' Slope=0.5000 '1 Tc=6.0 min CN=86 Runoff=0.31 cfs 0.016 af Subcatchment7S: Runoff Area=1,440 sf 75.00% Impervious Runoff Depth=4.32" Flow Length=25' Slope=0.5000 '1 Tc=6.0 min CN=83 Runoff=0.24 cfs 0.012 af Subcatchment8S: Runoff Area=3,230 sf 75.85% Impervious Runoff Depth=4.43" Tc=100.0 min CN=84 Runoff=0.12 cfs 0.027 af Subcatchment9S: RunoffArea=31.550 sf 81.05% Impervious Runoff Depth=4.76" Tc=100.0 min CN=87 Runoff=1.25 cfs 0.287 af SubcatchmentlOS: Runoff Area=10.100 sf 9.90% Impervious Runoff Depth=0.84" Flow Length=395' Tc=6.0 min CN=44 Runoff=0.26 cfs 0.016 af Subcatchment11S: Runoff Area=5,360 sf 77.24% Impervious Runoff Depth=4.54" Flow Length=25' Slope=0.5000 '1 Tc=6.0 min CN=85 Runoff=0.92 cfs 0.047 af Subcatchmentl2S: Runoff Area=2,290 sf 12.23% Impervious Runoff Depth=0.97" Flow Length=30' Slope=0.3000 '1 Tc=6.0 min CN=46 Runoff=0.07 cfs 0.004 af Subcatchmentl3S: Runoff Area=4,730 sf 70.61% Impervious Runoff Depth=4.11" Flow Length=25' Slope=0.5000 '1 Tc=6.0 min CN=81 Runoff=0.75 cfs 0.037 af Pond 2P: CB#1 Peak Elev=316.48' Inflow=2.46 cfs 0.120 af 12.0" Round Culvert n=0.012 L=6.0' S=0.0167 '1 Outflow=2.46 cfs 0.120 af Pond 6P: YARD DRAIN Peak Elev=318.31' Inflow=0.24 cfs 0.012 af 8.0" Round Culvert n=0.012 L=51.0' S=0.0098 '1 Outflow=0.24 cfs 0.012 af Pond 8P: YARD DRAIN Peak Elev=318.03' Inflow=0.55 cfs 0.028 af 8.0" Round Culvert n=0.012 L=51.0' S=0.0049 '1 Outflow=0.55 cfs 0.028 af GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 39 Pond 10P: YARD DRAIN Peak Elev=317.99' Inflow=0.86 cfs 0.043 af 8.0" Round Culvert n=0.012 L=52.0' S=0.0048 '1 Outflow=0.86 cfs 0.043 af Pond 12P: YARD DRAIN Peak EIev=318.07' Inflow=1.13 cfs 0.057 af 8.0" Round Culvert n=0.012 L=32.0' S=0.0047 '1 Outflow=1.13 cfs 0.057 af Pond 14P: YARD DRAIN Peak EIev=318.48' Inflow=1.29 cfs 0.065 af 8.0" Round Culvert n=0.012 L=126.0' S=0.0052 '1 Outflow=1.29 cfs 0.065 af Pond D1: SHALLOWGRASSEDDEPRESSION Peak EIev=312.46' Storage=735 cf Inflow=1.27 cfs 0.025 af Discarded=0.15 cfs 0.025 af Primary=0.00 cfs 0.000 af Outflow=0.15 cfs 0.025 af Pond D2: DRYWELL Peak EIev=318.86' Storage=511 cf Inflow=2.46 cfs 0.120 af Discarded=0.40 cfs 0.045 af Primary=1.75 cfs 0.075 af Outflow=2.16 cfs 0.120 af Pond DW: DRYWELLS Peak EIev=318.09' Storage=1,153 cf Inflow=1.29 cfs 0.065 af Discarded=0.09 cfs 0.065 af Primary=0.00 cfs 0.000 af Outflow=0.09 cfs 0.065 af Pond P1: POROUS PAVEMENT Peak EIev=317.95' Storage=2 cf Inflow=0.11 cfs 0.024 af Outflow=0.11 cfs 0.024 af Pond P2: POROUS PAVEMENT Peak EIev=318.52' Storage=40 cf Inflow=1.25 cfs 0.287 af Discarded=1.24 cfs 0.287 af Primary=0.00 cfs 0.000 af Outflow=1.24 cfs 0.287 af Pond P3: POROUS PAVEMENT Peak EIev=317.61' Storage=3 cf Inflow=0.12 cfs 0.027 af Outflow=0.12 cfs 0.027 af Pond T1: INF TRENCH Peak EIev=312.45' Storage=443 cf Inflow=0.92 cfs 0.047 af Discarded=0.07 cfs 0.035 af Primary=0.62 cfs 0.011 af Outflow=0.69 cfs 0.047 af Pond T2: INF TRENCH Peak EIev=312.31' Storage=342 cf Inflow=0.75 cfs 0.037 af Discarded=0.06 cfs 0.028 af Primary=0.57 cfs 0.009 af Outflow=0.62 cfs 0.037 af Link 1: ROUTE 50 Inflow=1.75 cfs 0.075 af Primary=1.75 cfs 0.075 af Link 2: ALLEY Inflow=0.26 cfs 0.016 of Primary=0.26 cfs 0.016 af Link T: TOTALPREDEVELOPMENTRUNOFF Inflow=2.01 cfs 0.091 af Primary=2.01 cfs 0.091 af Total Runoff Area = 1.999 ac Runoff Volume = 0.628 af Average Runoff Depth = 3.77" 36.15% Pervious = 0.723 ac 63.85% Impervious = 1.277 ac GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment 1S: Runoff = 2.46 cfs @ 11.98 hrs, Volume= 0.120 af, Depth= 3.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.25" Area (sf) CN Description 3,440 98 8,200 39 >75% Grass cover, Good, HSG A 7,350 98 EX ROAD 18,990 73 Weighted Average 8,200 43.18% Pervious Area 10,790 56.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.7 20 0.0300 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.60" 2.7 230 0.0050 1.44 Shallow Concentrated Flow, Paved Kv= 20.3 fps 6.4 250 Total Summary for Subcatchment 2S: Runoff = 0.11 cfs @ 13.16 hrs, Volume= 0.024 af, Depth= 3.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.25" Area (sf) CN Description 2,180 98 1,160 39 >75% Grass cover, Good, HSG A 3,340 78 Weighted Average 1,160 34.73% Pervious Area 2,180 65.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 100.0 Direct Entry, Summary for Subcatchment 3S: Runoff = 0.15 cfs @ 11.97 hrs, Volume= 0.008 af, Depth= 4.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.25" GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 41 Area (sf) CN Description 200 39 >75% Grass cover, Good, HSG A 700 98 900 85 Weighted Average 200 22.22% Pervious Area 700 77.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 4S: Runoff = 0.28 cfs @ 11.97 hrs, Volume= 0.014 af, Depth= 4.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.25" Area (sf) CN Description 360 39 >75% Grass cover, Good, HSG A 1,260 98 1,620 85 Weighted Average 360 22.22% Pervious Area 1,260 77.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 5S: Runoff = 0.31 cfs @ 11.97 hrs, Volume= 0.016 af, Depth= 4.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.25" Area (sf) CN Description 360 39 >75% Grass cover, Good, HSG A 1,410 98 1,770 86 Weighted Average 360 20.34% Pervious Area 1,410 79.66% Impervious Area GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 42 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 6S: Runoff = 0.31 cfs @ 11.97 hrs, Volume= 0.016 af, Depth= 4.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.25" Area (sf) CN Description 360 39 >75% Grass cover, Good, HSG A 1,410 98 1,770 86 Weighted Average 360 20.34% Pervious Area 1,410 79.66% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 7S: Runoff = 0.24 cfs @ 11.97 hrs, Volume= 0.012 af, Depth= 4.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.25" Area (sf) CN Description 360 39 >75% Grass cover, Good, HSG A 1,080 98 1,440 83 Weighted Average 360 25.00% Pervious Area 1,080 75.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc= 6.0 min GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 43 Summary for Subcatchment 8S: Runoff = 0.12 cfs @ 13.12 hrs, Volume= 0.027 af, Depth= 4.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.25" Area (sf) CN Description 2,450 98 780 39 >75% Grass cover, Good, HSG A 3,230 84 Weighted Average 780 24.15% Pervious Area 2,450 75.85% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 100.0 Direct Entry, Summary for Subcatchment 9S: Runoff = 1.25 cfs @ 13.11 hrs, Volume= 0.287 af, Depth= 4.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.25" Area (sf) CN Description 25,570 98 5,980 39 >75% Grass cover, Good, HSG A 31,550 87 Weighted Average 5,980 18.95% Pervious Area 25,570 81.05% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 100.0 Direct Entry, Summary for Subcatchment 10S: Runoff = 0.26 cfs @ 12.00 hrs, Volume= 0.016 af, Depth= 0.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.25" Area (sf) CN Description 1,000 98 640 30 Woods, Good, HSG A 8,460 39 >75% Grass cover, Good, HSG A 10,100 44 Weighted Average 9,100 90.10% Pervious Area 1,000 9.90% Impervious Area GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 44 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.6 25 0.1200 0.16 Sheet Flow, Grass: Dense n= 0.240 P2= 2.60" 2.4 370 0.0220 2.55 2.39 Trap/Vee/Rect Channel Flow, Bot.W=3.00' D=0.25' Z= 3.0 '/' Top.W=4.50' n= 0.030 Earth, grassed &winding 5.0 395 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 11S: Runoff = 0.92 cfs @ 11.97 hrs, Volume= 0.047 af, Depth= 4.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.25" Area (sf) CN Description 4,140 98 1,220 39 >75% Grass cover, Good, HSG A 5,360 85 Weighted Average 1,220 22.76% Pervious Area 4,140 77.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 12S: Runoff = 0.07 cfs @ 12.00 hrs, Volume= 0.004 af, Depth= 0.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.25" Area (sf) CN Description 2,010 39 >75% Grass cover, Good, HSG A 280 98 2,290 46 Weighted Average 2,010 87.77% Pervious Area 280 12.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 30 0.3000 0.24 Sheet Flow, Grass: Dense n= 0.240 P2= 2.60" 2.0 30 Total, Increased to minimum Tc= 6.0 min GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 45 Summary for Subcatchment 13S: Runoff = 0.75 cfs @ 11.97 hrs, Volume= 0.037 af, Depth= 4.11" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.25" Area (sf) CN Description 3,340 98 1,390 39 >75% Grass cover, Good, HSG A 4,730 81 Weighted Average 1,390 29.39% Pervious Area 3,340 70.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.1 25 0.5000 3.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.60" 0.1 25 Total, Increased to minimum Tc= 6.0 min Summary for Pond 2P: CB#1 Inflow Area = 0.436 ac, 56.82% Impervious, Inflow Depth = 3.30" for 100 YR event Inflow = 2.46 cfs @ 11.98 hrs, Volume= 0.120 af Outflow = 2.46 cfs @ 11.98 hrs, Volume= 0.120 af, Atten= 0%, Lag= 0.0 min Primary = 2.46 cfs @ 11.98 hrs, Volume= 0.120 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 316.48'@ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 315.45' 12.0" Round Culvert L= 6.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 315.45'/ 315.35' S= 0.0167 '/' Cc= 0.900 n= 0.012, Flow Area= 0.79 sf Primary OutFlow Max=2.36 cfs @ 11.98 hrs HW=316.45' (Free Discharge) L1=Culvert (Barrel Controls 2.36 cfs @ 3.73 fps) Summary for Pond 6P: YARD DRAIN Inflow Area = 0.033 ac, 75.00% Impervious, Inflow Depth = 4.32" for 100 YR event Inflow = 0.24 cfs @ 11.97 hrs, Volume= 0.012 af Outflow = 0.24 cfs @ 11.97 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Primary = 0.24 cfs @ 11.97 hrs, Volume= 0.012 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 318.31'@ 11.97 hrs GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 46 Device Routing Invert Outlet Devices #1 Primary 318.00' 8.0" Round Culvert L= 51.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 318.00'/ 317.50' S= 0.0098 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=0.23 cfs @ 11.97 hrs HW=318.30' (Free Discharge) L1=Culvert (Inlet Controls 0.23 cfs @ 1.48 fps) Summary for Pond 8P: YARD DRAIN Inflow Area = 0.074 ac, 77.57% Impervious, Inflow Depth = 4.50" for 100 YR event Inflow = 0.55 cfs @ 11.97 hrs, Volume= 0.028 af Outflow = 0.55 cfs @ 11.97 hrs, Volume= 0.028 af, Atten= 0%, Lag= 0.0 min Primary = 0.55 cfs @ 11.97 hrs, Volume= 0.028 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 318.03'@ 11.97 hrs Device Routing Invert Outlet Devices #1 Primary 317.50' 8.0" Round Culvert L= 51.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 317.50'/ 317.25' S= 0.0049 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=0.53 cfs @ 11.97 hrs HW=318.02' (Free Discharge) 4-1=Culvert (Barrel Controls 0.53 cfs @ 2.49 fps) Summary for Pond 10P: YARD DRAIN Inflow Area = 0.114 ac, 78.31% Impervious, Inflow Depth = 4.55" for 100 YR event Inflow = 0.86 cfs @ 11.97 hrs, Volume= 0.043 af Outflow = 0.86 cfs @ 11.97 hrs, Volume= 0.043 af, Atten= 0%, Lag= 0.0 min Primary = 0.86 cfs @ 11.97 hrs, Volume= 0.043 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 317.99'@ 11.96 hrs Device Routing Invert Outlet Devices #1 Primary 317.25' 8.0" Round Culvert L= 52.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 317.25'/ 317.00' S= 0.0048 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=0.83 cfs @ 11.97 hrs HW=317.98' (Free Discharge) 4-1=Culvert (Inlet Controls 0.83 cfs @ 2.39 fps) GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 47 Summary for Pond 12P: YARD DRAIN Inflow Area = 0.152 ac, 78.18% Impervious, Inflow Depth = 4.55" for 100 YR event Inflow = 1.13 cfs @ 11.97 hrs, Volume= 0.057 af Outflow = 1.13 cfs @ 11.97 hrs, Volume= 0.057 af, Atten= 0%, Lag= 0.0 min Primary = 1.13 cfs @ 11.97 hrs, Volume= 0.057 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 318.07'@ 11.97 hrs Device Routing Invert Outlet Devices #1 Primary 317.00' 8.0" Round Culvert L= 32.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 317.00'/ 316.85' S= 0.0047 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=1.10 cfs @ 11.97 hrs HW=318.04' (Free Discharge) 4-1=Culvert (Barrel Controls 1.10 cfs @ 3.15 fps) Summary for Pond 14P: YARD DRAIN Inflow Area = 0.172 ac, 78.13% Impervious, Inflow Depth = 4.55" for 100 YR event Inflow = 1.29 cfs @ 11.97 hrs, Volume= 0.065 af Outflow = 1.29 cfs @ 11.97 hrs, Volume= 0.065 af, Atten= 0%, Lag= 0.0 min Primary = 1.29 cfs @ 11.97 hrs, Volume= 0.065 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 318.48'@ 11.96 hrs Device Routing Invert Outlet Devices #1 Primary 316.85' 8.0" Round Culvert L= 126.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 316.85'/ 316.20' S= 0.0052 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf Primary OutFlow Max=1.25 cfs @ 11.97 hrs HW=318.40' (Free Discharge) 4-1=Culvert (Barrel Controls 1.25 cfs @ 3.58 fps) Summary for Pond Dl: SHALLOW GRASSED DEPRESSION Inflow Area = 1.181 ac, 76.20% Impervious, Inflow Depth = 0.25" for 100 YR event Inflow = 1.27 cfs @ 12.02 hrs, Volume= 0.025 of Outflow = 0.15 cfs @ 12.26 hrs, Volume= 0.025 af, Atten= 88%, Lag= 14.3 min Discarded = 0.15 cfs @ 12.26 hrs, Volume= 0.025 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 312.46'@ 12.26 hrs Surf.Area= 828 sf Storage= 735 cf Plug-Flow detention time=55.3 min calculated for 0.025 af(100% of inflow) Center-of-Mass det. time= 55.3 min ( 811.0 - 755.7 ) GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 48 Volume Invert Avail.Storage Storage Description #1 311.00' 1,005 cf Custom Stage Data (Irregular)Listed below(Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 311.00 315 70.0 0 0 315 312.00 540 85.0 422 422 516 312.75 1,040 140.0 582 1,005 1,504 Device Routing Invert Outlet Devices #1 Discarded 311.00' 8.000 in/hr Exfiltration over Surface area #2 Primary 312.50' 10.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Discarded OutFlow Max=0.15 cfs @ 12.26 hrs HW=312.46' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.15 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=311.00' (Free Discharge) 4-2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond D2: DRYWELL Inflow Area = 0.436 ac, 56.82% Impervious, Inflow Depth = 3.30" for 100 YR event Inflow = 2.46 cfs @ 11.98 hrs, Volume= 0.120 af Outflow = 2.16 cfs @ 12.01 hrs, Volume= 0.120 af, Atten= 12%, Lag= 2.2 min Discarded = 0.40 cfs @ 12.01 hrs, Volume= 0.045 af Primary = 1.75 cfs @ 12.01 hrs, Volume= 0.075 of Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 318.86'@ 12.01 hrs Surf.Area= 2,166 sf Storage= 511 cf Plug-Flow detention time=40.2 min calculated for 0.120 af(100% of inflow) Center-of-Mass det. time=40.3 min ( 866.8 - 826.5 ) Volume Invert Avail.Storage Storage Description #1 318.45' 695 cf PONDING (Conic)Listed below(Recalc) #2 312.55' 112 cf 10.00'D x 5.00'H STONE 393 cf Overall - 113 cf Embedded = 280 cf x 40.0% Voids #3 313.55' 113 cf 6.00'D x 4.00'H DRYWELL Inside#2 919 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 318.45 5 0 0 5 318.50 34 1 1 34 319.00 3,770 694 695 3,770 GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 49 Device Routing Invert Outlet Devices #1 Primary 318.50' 3.0' long x 1.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef. (English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 #2 Discarded 312.55' 8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.39 cfs @ 12.01 hrs HW=318.85' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.39 cfs) Primary OutFlow Max=1.71 cfs @ 12.01 hrs HW=318.85' (Free Discharge) Ar1=Broad-Crested Rectangular Weir(Weir Controls 1.71 cfs @ 1.61 fps) Summary for Pond DW: DRYWELLS Inflow Area = 0.172 ac, 78.13% Impervious, Inflow Depth = 4.55" for 100 YR event Inflow = 1.29 cfs @ 11.97 hrs, Volume= 0.065 af Outflow = 0.09 cfs @ 11.60 hrs, Volume= 0.065 af, Atten= 93%, Lag= 0.0 min Discarded = 0.09 cfs @ 11.60 hrs, Volume= 0.065 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 318.09'@ 12.57 hrs Surf.Area= 504 sf Storage= 1,153 cf Plug-Flow detention time=91.8 min calculated for 0.065 af(100% of inflow) Center-of-Mass det. time= 91.8 min ( 887.4 - 795.6 ) Volume Invert Avail.Storage Storage Description #1 314.00' 630 cf 12.00'W x 42.00'L x 5.00'H Prismatoid 2,520 cf Overall - 944 cf Embedded = 1,576 cf x 40.0% Voids #2 315.00' 804 cf 8.00'D x 4.00'H DRYWELL x 4 Inside#1 944 cf Overall - 4.0" Wall Thickness = 804 cf 1,435 cf Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 314.00' 8.000 in/hr Exfiltration over Surface area #2 Primary 319.35' 6.0"Vert. OVERFLOW C= 0.600 Discarded OutFlow Max=0.09 cfs @ 11.60 hrs HW=314.07' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.09 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=314.00' (Free Discharge) 4-2=OVERFLOW ( Controls 0.00 cfs) GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 50 Summary for Pond P1: POROUS PAVEMENT Inflow Area = 0.077 ac, 65.27% Impervious, Inflow Depth = 3.80" for 100 YR event Inflow = 0.11 cfs @ 13.16 hrs, Volume= 0.024 af Outflow = 0.11 cfs @ 13.16 hrs, Volume= 0.024 af, Atten= 0%, Lag= 0.1 min Discarded = 0.11 cfs @ 13.16 hrs, Volume= 0.024 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 317.95'@ 13.16 hrs Surf.Area= 2,360 sf Storage= 2 cf Plug-Flow detention time=0.4 min calculated for 0.024 af(100% of inflow) Center-of-Mass det. time= 0.4 min ( 901.9 - 901.5 ) Volume Invert Avail.Storage Storage Description #1 317.95' 944 cf Custom Stage Data (Irregular)Listed below(Recalc) 2,360 cf Overall x 40.0% Voids Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 317.95 2,360 200.0 0 0 2,360 318.95 2,360 200.0 2,360 2,360 2,560 Device Routing Invert Outlet Devices #1 Discarded 317.95' 8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.44 cfs @ 13.16 hrs HW=317.95' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.44 cfs) Summary for Pond P2: POROUS PAVEMENT Inflow Area = 0.896 ac, 80.49% Impervious, Inflow Depth = 3.84" for 100 YR event Inflow = 1.25 cfs @ 13.11 hrs, Volume= 0.287 of Outflow = 1.24 cfs @ 13.05 hrs, Volume= 0.287 af, Atten= 1%, Lag= 0.0 min Discarded = 1.24 cfs @ 13.05 hrs, Volume= 0.287 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 318.52'@ 13.20 hrs Surf.Area= 6,690 sf Storage= 40 cf Plug-Flow detention time=0.5 min calculated for 0.287 af(100% of inflow) Center-of-Mass det. time= 0.5 min ( 877.7 - 877.2 ) Volume Invert Avail.Storage Storage Description #1 318.50' 3,211 cf Custom Stage Data (Irregular)Listed below(Recalc) 8,028 cf Overall x 40.0% Voids Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 318.50 6,690 625.0 0 0 6,690 319.70 6,690 625.0 8,028 8,028 7,440 GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 51 Device Routing Invert Outlet Devices #1 Discarded 318.50' 8.000 in/hr Exfiltration over Surface area #2 Primary 319.35' 6.0" Round DRAIN L= 70.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 319.35'/ 311.25' S= 0.1157 '/' Cc= 0.900 n= 0.010, Flow Area= 0.20 sf Discarded OutFlow Max=1.24 cfs @ 13.05 hrs HW=318.51' (Free Discharge) L1=Exfiltration (Exfiltration Controls 1.24 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=318.50' (Free Discharge) L2=DRAIN ( Controls 0.00 cfs) Summary for Pond P3: POROUS PAVEMENT Inflow Area = 0.074 ac, 75.85% Impervious, Inflow Depth = 4.43" for 100 YR event Inflow = 0.12 cfs @ 13.12 hrs, Volume= 0.027 af Outflow = 0.12 cfs @ 13.14 hrs, Volume= 0.027 af, Atten= 0%, Lag= 1.2 min Discarded = 0.12 cfs @ 13.14 hrs, Volume= 0.027 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 317.61'@ 13.14 hrs Surf.Area= 730 sf Storage= 3 cf Plug-Flow detention time=0.4 min calculated for 0.027 af(100% of inflow) Center-of-Mass det. time= 0.4 min ( 886.4 - 886.0 ) Volume Invert Avail.Storage Storage Description #1 317.60' 336 cf Custom Stage Data (Irregular)Listed below(Recalc) 839 cf Overall x 40.0% Voids Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 317.60 730 115.0 0 0 730 318.75 730 115.0 839 839 862 Device Routing Invert Outlet Devices #1 Discarded 317.60' 8.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.14 cfs @ 13.14 hrs HW=317.61' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.14 cfs) Summary for Pond T1: INF TRENCH Inflow Area = 0.123 ac, 77.24% Impervious, Inflow Depth = 4.54" for 100 YR event Inflow = 0.92 cfs @ 11.97 hrs, Volume= 0.047 af Outflow = 0.69 cfs @ 12.03 hrs, Volume= 0.047 af, Atten= 24%, Lag= 3.9 min Discarded = 0.07 cfs @ 11.60 hrs, Volume= 0.035 af Primary = 0.62 cfs @ 12.03 hrs, Volume= 0.011 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 52 Peak Elev= 312.45'@ 12.03 hrs Surf.Area= 376 sf Storage= 443 cf Plug-Flow detention time=21.3 min calculated for 0.047 af(100% of inflow) Center-of-Mass det. time=21.3 min ( 817.3 - 796.0 ) Volume Invert Avail.Storage Storage Description #1 309.50' 451 cf 4.00'W x 94.00'L x 3.00'H Prismatoid 1,128 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Discarded 309.50' 8.000 in/hr Exfiltration over Surface area #2 Primary 311.50' 6.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 311.50'/ 311.25' S= 0.0250 '/' Cc= 0.900 n= 0.010, Flow Area= 0.20 sf Discarded OutFlow Max=0.07 cfs @ 11.60 hrs HW=309.54' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=0.61 cfs @ 12.03 hrs HW=312.41' (Free Discharge) 4-2=Culvert (Inlet Controls 0.61 cfs @ 3.09 fps) Summary for Pond T2: INF TRENCH Inflow Area = 0.109 ac, 70.61% Impervious, Inflow Depth = 4.11" for 100 YR event Inflow = 0.75 cfs @ 11.97 hrs, Volume= 0.037 af Outflow = 0.62 cfs @ 12.02 hrs, Volume= 0.037 af, Atten= 17%, Lag= 3.3 min Discarded = 0.06 cfs @ 11.60 hrs, Volume= 0.028 af Primary = 0.57 cfs @ 12.02 hrs, Volume= 0.009 af Routing by Stor-Ind method, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Peak Elev= 312.31'@ 12.02 hrs Surf.Area= 304 sf Storage= 342 cf Plug-Flow detention time=21.8 min calculated for 0.037 af(100% of inflow) Center-of-Mass det. time=21.7 min ( 828.6 - 806.9 ) Volume Invert Avail.Storage Storage Description #1 309.50' 365 cf 4.00'W x 76.00'L x 3.00'H Prismatoid 912 cf Overall x 40.0% Voids Device Routing Invert Outlet Devices #1 Discarded 309.50' 8.000 in/hr Exfiltration over Surface area #2 Primary 311.50' 6.0" Round Culvert L= 10.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 311.50'/ 311.25' S= 0.0250 '/' Cc= 0.900 n= 0.010, Flow Area= 0.20 sf GINLY_GOTTMANN_POST_DEVELOPMENT Type 1124-hr 100 YR Rainfall=6.25" Prepared by {enter your company name here} Printed 1/16/2020 HydroCAD® 10.00-20 s/n 10197 ©2017 HydroCAD Software Solutions LLC Page 53 Discarded OutFlow Max=0.06 cfs @ 11.60 hrs HW=309.54' (Free Discharge) 4-1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.54 cfs @ 12.02 hrs HW=312.27' (Free Discharge) 4-2=Culvert (Inlet Controls 0.54 cfs @ 2.73 fps) Summary for Link 1: ROUTE 50 Inflow Area = 0.436 ac, 56.82% Impervious, Inflow Depth = 2.06" for 100 YR event Inflow = 1.75 cfs @ 12.01 hrs, Volume= 0.075 of Primary = 1.75 cfs @ 12.01 hrs, Volume= 0.075 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Summary for Link 2: ALLEY Inflow Area = 1.413 ac, 65.32% Impervious, Inflow Depth = 0.14" for 100 YR event Inflow = 0.26 cfs @ 12.00 hrs, Volume= 0.016 af Primary = 0.26 cfs @ 12.00 hrs, Volume= 0.016 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs Summary for Link T: TOTAL PREDEVELOPMENT RUNOFF Inflow Area = 1.848 ac, 63.31% Impervious, Inflow Depth = 0.59" for 100 YR event Inflow = 2.01 cfs @ 12.01 hrs, Volume= 0.091 af Primary = 2.01 cfs @ 12.01 hrs, Volume= 0.091 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 0.00-100.00 hrs, dt= 0.05 hrs