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App 16-57P Metro Realty Group
TOWN OF SOUTH WINDSOR PLANNING &ZONING COMMISSION APPLICATION FORM Application Number: Official Receipt Date: l �� ) N 0 v U I Munis Application #: ©( O SOUTH WIND50R PLANNING UEPT. APPLICANT: Berry Patch 111, LLC PROJECT NAME: The Village at Berry Patch COMPLETE LOCATION OF PROPERTY: 151&195 Oakland Road S Windsor CT OWNER OF RECORD ON LAND RECORDS: The Estate of Mildred Simler I Berlin Remnant Land Parcels, LLC OWNER ADDRESS: 151 Oakland Road_ Smith Windmr. CT 06074 / 6 Fxpcutive Drive. Farminonn. CT 06037 GIS PIN # 65700151/65700195 ZONE AA-30 NAME, ADDRESS, TELEPHONE & EMAIL ADDRESS OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: James Bernardino, PE Design Professionals, Inc. 21 Jeffrey Drive South Windsor,CT 06074 860-291-8755 jbernardino@dpinc.co Estimated presentation time: 30 min. THIS APPLICATION IS FOR: (Check all that apply): ❑ Zone Change to (Public Hearing and Certificate of Mailing Required) ❑ Open Space Subdivision/Resubdivision (Public Hearing and Certificate of Mailing Required) ❑ Subdivision ❑ Minor ❑ Major ❑ Resubdivision (Public Hearing Required) ❑ Minor ❑ Major ❑ Conditional Subdivision X❑ Special Exception to Table 7.22 (Public Hearing and Certificate of Mailing Required) ® Site Plan of Development ® New ❑ Modification Building(s) Sq Ft 45,200+/-(78 units) ❑ General Plan of Development ❑ Dept of Motor Vehicle License - State Hearing per Section 14-55 for ❑ Earth Filling (Sec. 7.6) and/or Earth Removal (Sec. 7.16) (Public Hearing and Certificate of Mailing Required) ® Regulation Amendment ® Zoning ❑ Subdivision - Attach proposed amendment (Public Hearing Required) ❑ Temporary and Conditional Permit (Public Hearing and Certificate of Mailing Required) for ❑ Temporary and Conditional Permit Renewal (Certificate of Mailing Required) for ❑ Detached In Law Apartment or ❑ Accessory Apartment (Public Hearing and Certificate of Mailing Required) ❑ Major Home Occupation (Certificate of Mailing Required) for ❑ Other (explain in detail) *An Application Pending Sign is required to be posted on the property for all applications ten (10) days prior to being heard by the Commission. Signature of Applicant Signature of Property Owner Final Draft 11/1/16 THE METRO REALTY GROUP, LTD., THE VILLAGE AT BERRY PATCH; PROPOSED ZONING REGULATION AMENDMENT Section 7.22: -Multifamily Assisted Housing in AA-30 Residential Zone MAHZ [Note: If this proposed § 7.22 is adopted, an additional line will need to be added to the Table in Article 3, § 3.1.1A] 7.22.1 Purpose The purpose of this Special Regulation is to provide multifamily housing that will constitute governmentally-sponsored and publicly-financed"assisted housing" as defined in Connecticut under General Statutes § 8-30g, on land presently zoned AA-30 Residential and as an alternative to multifamily housing provided under South Windsor's existing multifamily residential zones and uses. 7.22.2 Procedure A. An application for the use as Multifamily Assisted Housing in the AA-30 Residential Zone shall require a special exception and site plan approval in accordance with these Zoning Regulations. B. Uses Permitted In an MAHZ,no land,building or structure shall be used,and no building shall be hereafter erected,altered or added to,except as provided in these Zoning Regulations, and may be used only for one or more of the following uses: 1. Principal Uses A maximum of eighty(80)one(1)bedroom and two(2)bedroom multi-family dwelling units,eighty percent(80%)of which will be available at market-rate rents and twenty percent(20%)of which will constitute"assisted housing" in compliance with General Statutes § 8-30g. Overall density of the development shall not exceed eight(8)units per gross acre. 2. Accessory Structures and Uses a. Decks and patios. b. Pergolas C. Other structures and uses not listed above,customarily accessory to a multifamily residential use. 51120170 7.22.3 Improvements A. Streets and related improvements shall generally conform to Town procedures and standards. However,24-foot pavement width is acceptable for streets and 16-foot pavement width is acceptable for one-way streets at the entrances to and exits from the development. B. Public water and sewer must be available for the property either directly or by extension and connection to an existing sewer line, and all units must be connected to the sewer and water lines. Utilities shall conform to the requirements of Sections 6.6.1,6.6.2 and 6.6.6 of the Zoning Regulations. C. No Zoning Certificate of Compliance shall be issued for any dwelling unit unless and until such unit has been connected to a public water supply, suitable power supply,and a public sanitary sewer line. D. Storm drainage shall conform to the requirements of Section 6.6.5 of the zoning regulations. 7.22.4 Location,Land Area and Frontage A. Location Only a parcel of land zoned AA-30 Residential and abutting real property on which there is an existing multifamily development shall be proposed for inclusion in a MAHZ. B. Land Area The total area of a parcel to be rezoned MAHZ shall be a minimum of nine(9)acres of land,and a maximum of fifteen(15)acres. C. Frontage A parcel proposed for inclusion in a MAHZ shall have a minimum of 500 feet of frontage on a state highway. 7.22.5 Building Height The maximum building height of a principal building in a MAHZ shall be thirty-five(35)feet,measured from the mid-point of the roof pitch,excluding chimneys,cupolas, and similar architectural features that are not occupiable. Such building shall not exceed two(2) stories. 7.22.6 Coverage A. Maximum Impervious Coverage Impervious coverage for any parcel comprising a MAHZ development shall not exceed fifty percent(50%)of the total land area. B. Maximum Lot Coverage Building coverage for any parcel comprising a MAHZ development shall not exceed fifteen percent(15%)of the total land area. 2 7.22.7 Building Setbacks A. No principal building, structure, or use shall extend closer than forty(40)feet from any street line,or ten(10)feet from any side or rear lot line. However,a principal building, structure or use may be five(5)feet from any side or rear lot line,provided it is adjacent to a residential development that is owned by an entity that is affiliated with the applicant and consents to this setback. B. No accessory building, structure or use shall extend closer than forty(40)feet from any street line,or ten(10)feet from any side or rear lot line. Entry stairs,balconies,patios,platforms,decks and open porches necessary for ingress and egress shall be permitted within side or rear yard setbacks,provided that in no case may such structures be less than five(5)feet from any property line. However,an accessory building, structure or use may be five(5)feet from any side or rear lot line provided it is adjacent to a residential development that is owned by an entity that is affiliated with the applicant and consents to this setback. 7.22.8 Usable Open Space Any land within MAHZ that is set aside as recreation area or useable open space shall be properly laid out,graded,and landscaped. Passive open space may be left in its natural condition. 7.22.9 Parking and Circulation A. Parking in a MAHZ shall be provided at no less than 1.70 spaces per dwelling unit. B. The width,location and arrangement of driveways and other access ways and parking shall be consistent with public safety and welfare,and shall provide suitable access to fire apparatus or other emergency vehicles. C. Handicapped parking shall be provided in accordance with the requirements of the Connecticut General Statutes. Handicapped parking spaces shall generally be associated with handicapped- accessible units or with building entrances designed for handicapped access. 7.22.10 Signau A. An MAHZ development may have one(1)two-sided sign architecturally compatible with the development,with an area up to 42 square feet on each side. B. All other signage regulations outside of the monument sign shall apply. 7.22.11 Outdoor Lighting Outdoor lighting in a MAHZ development shall comply with the requirements of Section 6.3 of the Zoning Regulations. 7.22.12 Landscaping,Bufferins and Sidewalks A. Landscaping,buffering,and screening 3 Landscaping shall conform to the requirements of Sections 6.2.1,6.2.2 and 6.2.3 of the zoning regulations. Buffering and screening shall be designed to reasonably mitigate visual,noise and other impacts,but there shall be no minimum buffer width, and§ 6.2.4 shall not apply. B. Sidewalks Sidewalks shall be provided within a MAHZ development. No sidewalks shall be required within the public right-of-way. All sidewalks within the MAHZ development shall have a width of four (4)feet. 7.22.13 Earth Filling and Excavation Earth filling and excavation shall comply with Sections 7.6 and 7.16 of the Zoning Regulations,provided that a separate permit shall not be required,and site plan approval under this subsection will constitute approval to carry out filling or excavation necessary to construct the site plan. 7.22.14 Required Amenities A. Refuse Area Refuse collection areas shall be provided and conveniently located for all units. The collection areas shall be properly screened and supplied with covered receptacles. B. Mail Boxes Mail boxes shall be provided and conveniently located for all units,as determined by the U.S. Postal Service. 7.22.15 Architectural Design The architectural design, scale,and mass of buildings and other structures,including,among other elements,the exterior building material,color,roof-line and building elevations, shall be residential in character so as to harmonize and be compatible with the neighborhood,to protect property values in the neighborhood,and to preserve and improve the appearance and beauty of the community. Pitched roofed buildings shall be encouraged. Roof-top mechanical equipment,other than solar energy panels, shall be screened from all sides. 7.22.16 Affordability Plan Compliance with General Statutes §8-30g The purpose of the MAHZ is to facilitate a residential community comprised of rental units with household income and monthly rent limits. It is intended that the restricted units will qualify as "assisted housing" in compliance General Statutes § 8-30g and will be administered, as stated in an Affordability Plan,in compliance with both General Statutes § 8-30g and the rules and regulations of any governmental program that provides development financing. The following requirements shall apply to MAHZ household income/rent-restricted dwelling units,to be known as "MAHZ Units" in a MAHZ: 7.22.16.1 In conjunction with an application for approval of a site plan for a MAHZ development,the applicant shall submit an "Affordability Plan,"in accordance with General Statutes § 8-30g,which shall describe how the regulations regarding affordability will be administered as assisted housing. The Plan shall include provisions for administration of and compliance with the provisions of this section, 4 notice procedures to the general public of the availability of affordable units, identification of those units that are to be designated affordable,procedures for verification and yearly confirmation of unit occupancy income, and demonstration of compliance with affordability requirements to the Commission. Such Plan shall also P Y q include drafts of documents, such as deeds,that will be used in the administration of the affordability restrictions. 7.22.16.2 Calculation of the maximum monthly rental payment for assisted housing units within a MAHZ, so as to satisfy General Statutes § 8-30g, shall utilize the area median income data as published by the U.S.Department of Housing and Urban Development in effect on the day of lease. 7.22.16.3 All dwelling units in the MAHZ shall be occupied only as a lessee's principal residence. Sub-leasing of dwelling units shall be prohibited. 7.22.16.4 Notice of availability of the MAHZ units shall be provided through the procedures outlined in an affirmative fair housing marketing plan. The South Windsor Housing Authority shall be notified of any MAHZ unit availability. 7.22.16.5 The forty(40)year affordability period shall be calculated separately for each MAHZ unit in a MAHZ development, and the period shall begin on the date of occupancy of the MAHZ unit. 7.22.16.6 A violation of the Regulations contained in this Section shall not result in a forfeiture or reversion of title,but the Commission or its designated agent shall otherwise retain all enforcement powers granted by the Connecticut General Statutes,including the authority under General Statutes § 8-12 to issue notices of violation,to impose fines, and to seek injunctive relief. 7.22.17 Conflict of Provisions If any provision of these MAHZ regulations conflicts with a generally-applicable provision of the South Windsor Zoning Regulations,the provisions of this Section 7.22 will control. 5 The Village at Berry Patch—Project Narrative 175 Oakland Road, South Windsor, Connecticut SMART GROWTH/WALKABLE The applicant,The Metro Realty Group("Metro"),is proposing The Village at Berry Patch("the Village"), a 78-unit smart growth/walkable residential rental community on 9.8 acres. Situated on the southerly side of Oakland Road(State Route 30),the Village is adjacent to Berry Patch I&II;two successful affordable senior housing communities completed by Metro in 2004 and 2006. The Village offers pedestrian access to Buckland Road via an existing internal sidewalk system at Berry Patch I & II. The Village will complement the enhanced pedestrian circulation system to be constructed along the west side of Buckland Road in 2017.Residents will be able to walk north on Buckland to Town Center or south to medical offices, L.A.Fitness and Evergreen Walk. >a 9 Town Hall&Ulamry CV0"Mms"; Edd fig Paved Walkway Newconnet" n THE VILLAGE AT BERRY PATCH Ex6W Sida�alk t6 Sisnaliaod CT Transit Bus Stop. The Village at Berry Patch—Walkability diagram AFFORDABLE The Village will consist of 42 one-bedroom and 36 two-bedroom units in ten(10),two(2) story buildings, with 136 parking spaces. 80% of the units will be available at market rates and 20% will be affordable for a term of 40 years. The community will be financed through the Connecticut Housing Finance Authority. Rental priority will be given to persons on the South Windsor Housing Authority waiting list. The one- bedroom units are flats and will be sized at approximately 991 square feet. The two-bedroom apartments are townhouse style and sized at approximately 1,377 square feet. TRADITIONAL The elevations of the Village at Berry Patch create the impression of condominium living but will fill the void of"home-like"rental housing with pedestrian access to South Windsor town center's essential services and amenities. The proposed community will have a colonial style of architecture at a scale that will be consistent with the surrounding developments and neighborhood. Photographs have been included for your reference of a very similar community constructed in Farmington. Both one and two bedroom homes feature "condominium style"private entries, no common hallways and private outdoor living space in the form of private decks or walk-out patios.The developer is proposing to utilize the same New England styled architecture it has enjoyed success with in the past,including,pitched roofs,fypon peaks over the windows, headers over windows and doors,maintenance free vinyl siding,architectural roof shingles,large windows, wide corner boards and shutters. The exterior colors of the buildings, shutters and doors will be "Farmington green" or black to create the "Village" concept. Unit features include 9 foot ceilings, individual GE washer/dryer, disposal, gas heat, central a/c, pre-wired cable TV,broadband internet and telephones,and individual patios with sliders. The overall site is large and attractively landscaped. The private entries and traditional townhouse style scale and design are intended to attract members of South Windsor's Baby Boomer demographic seeking to downsize and remain in Town. Nationally,Baby Boomers have produced more new renters over the last decade than any other age cohort, and this demographic will help support the various businesses and institutions within the town center. , t S 1 P Heritage Glen—Farmington, CT DESIGN TEAM Metro has assembled a design team consisting of Associated Architects, P.C. for building architecture; Design Professionals, Inc. for civil engineering and land surveying; CR3 LLP for landscape architecture; Fuss &O'Neill for traffic engineering; and Shipman&Goodwin as legal counsel. SITE DESIGN/TRAFFIC The subject property, now known as 151 and 195 Oakland Road, will have a boulevard entrance from Oakland Road and private streets.Fuss&O'Neill has analyzed the surrounding street network,background traffic conditions,proposed conditions,traffic accident histories,intersection sight distances and capacities, as well as traffic queues,and has concluded that The Village development will not have a significant impact to traffic operations within the study area, and that the proposed driveway will provide safe and efficient site access and egress. LOW IMPACT DEVELOPMENT The Village has been designed with Low Impact Development(LID)technologies. These include dark sky compliant full cut-off exterior lighting systems, and energy efficient building systems. The storm water drainage system employs landscape collection areas,infiltration trenches,a water quality basin,and a water quality hydrodynamic separator unit. The overall storm water system will achieve better than 80% Total Suspended Solids (TSS) removal, and will further achieve a zero-runoff increase (post-development vs. pre-development) condition for all storm events (2, 10, 25 & 100 year storms). Farm Brook is adjacent to the site, and will receive storm water discharges below the subject development in a natural area. GREEN AND ENERGY EFFICIENT All homes will be Energy Star qualified homes. The development also utilizes a broad array of "green" strategies and technologies from the building envelope and HVAC to aquifer re-charging strategies. The first apartments are anticipated to be delivered for occupancy in 2018. UTILITIES All units will be served by public sewer available in Oakland Road, some via gravity flow, and some via a small force main. Public water is nearby at the Berry Patch I& II entrance, and will be extended into the site to serve all ten buildings.Of necessity,all existing buildings on the property will be removed,including two homes built in the 20`h century and associated agricultural buildings. Landscape elements have been designed to screen areas as appropriate, and to enhance the aesthetics and function of this residential community. CONSERVATION EASEMENT Approximately 5.8 acres of the land will be disturbed during construction, however, several undeveloped acres along Oakland Road will be preserved by means of a conservation easement. This natural and undisturbed area contains Farm Brook, and is contiguous to a larger conservation area extending down to Buckland Road, which was preserved as part of the applicant's Berry Patch I & II development. No wetlands disturbance is contemplated with The Village development. SOUTH WINDSOR POCD The proposed development is consistent with the South Windsor Plan of Conservation & Development (POCD), including the goals of providing a variety of housing to meet the community's needs, and development to reinforce the center of the community,historically known as Wapping Village. TEXT AMENDMENT One component of this submission is a zoning text amendment,establishing a new special zoning regulation for Multi-Family Assisted Housing("MAHZ")in the AA-30 zoning district,thereby enabling The Village development. Eighty percent of the dwelling units will be available at market rate rents, while 20% will be "assisted housing"in compliance with the Connecticut General Statutes Section 8-30g.The Village MAHZ community has been designed to conform to the zoning regulations, consistent with this text amendment. FINAL NOTES Prior to preparation of the engineered site plans and text amendment, Metro, accompanied by its design team and legal counsel,informally met with Town staff,and then with the Planning&Zoning Commission on two occasions.After those meetings,the applicant authorized preparation of a special exception/site plan application, along with the text amendment. Town staff were consulted during the design phase. Local approvals will be requested from the Planning&Zoning Commission,Inland Wetlands Agency,and Water Pollution Control Authority. It is the opinion of the applicant and its design team that the subject tract is physically suited for the proposed residential community,its development will present minimal impacts on the community's utilities' systems or to the environment or to the infrastructure, it should have no adverse effects on existing uses, it should conserve property values,the character of the neighborhood will be reinforced and maintained with minimal disruption, the general welfare of South Windsor will be served, that the overall appearance of the development is compatible with surrounding development and the Commission's goals for the area, the Village's architectural design is aesthetically pleasing and blends in well, and that due consideration has been given to preservation of historic elements, as appropriate. Resident Parking Analysis 175 Oakland Road, South Windsor, CT To approximate the number of resident vehicles to be expected at the proposed 78-unit apartment community at 175 Oakland Road,we utilized data from three of our similar housing communities in West Hartford and Farmington which are 348 apartments combined. We have license plate data for all our residents making vehicle counts an easy and exact process. We found that the average vehicles per one bedroom is 1.20 and 1.34 for a two bedroom. 243 Steele Road Residences at 299 Heritage Glen West Hartford,CT Farmington,CT Farmington,CT 1 Br Vehicles 20.00 1 Br Vehicles 69.00 1 Br Vehicles 15.00 2 Br Vehicles 36.00 2 Br Vehicles 79.00 2 Br Vehicles 62.00 1 Br occupied Units 17.00 1 Br Occupied Units 56.00 1 Br occupied Units 14.00 2 Br Occupied Units 23.00 2 Br occupied Units 58.00 2 Br occupied Units 51.00 Vehicles per 1 BR 1.18 Vehicles per 1 BR 1.23 Vehicles per 1 BR 1.07 Vehicles per 2 BR 1.57 Vehicles per 2 BR 1.36 Vehicles per 2 BR 1.22 Totes-3 Communities Total 1 BR Vehicles 104.00 Total 2 BR Vehicles 177.00 Total 1 BR Occupied 87.00 Total 2 BR occupied 132.00 Total Vehicles per 1 BR 1.20 Total Vehicles per 2 BR 1.34 Utilizing the data from the other comparable properties,we extrapolated the total resident vehicle count at 175 Oakland Road based on 36 two bedroom and 42 one bedroom units. The total estimated resident vehicle count is 98.48. With 136 parking spaces contemplated on the site, there are 37 excess parking spaces available for visitors. However,there will always be more than 37 excess spaces because it is almost never the case that all residents are home at the same time. We find that there is a"float" of up to 10%due to residents' travel schedules, etc., meaning that closer to 50 spaces would likely be available at peak times. 175 Oakland Road-Projected #of 1 Bit 42 #of 2 Bit 36 Estimated Vehicles 1 BR 50.21 Estimated Vehicles 2 BR 48.27 Total Resident Vehicles 98.48 Total Parking Spaces 136 Excess/Visitor Parking 37.52 10%Float 13.6 Total Excess Parking 51.12 School Age Children Study 175 Oakland Road, South Windsor, CT To approximate the number of school age children that the Town of South Windsor can reasonably expect from the proposed 78 apartment complex at 175 Oakland Road,we conducted two analyses. We could not analyze South Windsor because it does not have enough family rental apartment properties to study. We chose Farmington. Why Farmington?Due to (i) similar size, (ii) similar demographics and (iii) enough apartments to have an adequate sample size. First,we analyzed the actual number of school age children ("SAC") enrolled in schools and residing in apartment properties in Farmington. Second,we applied the"Rutgers University Residential Demographic Multipliers"to our development proposal to project the anticipated number of SAC. For those of you not familiar,the Rutgers University, Center for Urban Policy Research"Rutgers University Residential Demographic Multipliers" ("the Rutgers Study"),publishes the most commonly used publication for predicting the fiscal impact of different housing types on communities throughout the United States. School Age Children in Farmington, CT Farmington has 914 non-age restricted one (1) or two (2)bedroom apartments among eleven(11) communities. In those apartments,there are 213 children registered with the Town's Board of Education,making the ratio of children to apartment .23 school aged children per unit. Applying this ratio to the 78 proposed apartments at 175 Oakland Road in South Windsor, 18 SAC can be extrapolated. We think the actual number will be substantially less since 80%of the proposed units are market rate and higher rental rates typically means fewer SAC. In a 120-unit community that we recently constructed in Farmington,with similar rents,there are 4 total SAC or .03 SAC per apartment unit. I Rutgers Residential Demographic Multipliers—For Connecticut The Rutgers Study predicts the number of SAC based upon rent levels and apartments types. As a general proposition, one bedroom apartments generate almost no SAC. 42 of the 78 units proposed are one bedroom units.Furthermore,affordable apartments generate more SAC than market rate apartments. The plan contemplates that just 16 of the 78 total units are affordable; 8 one bedroom and 8 two bedroom affordable apartments are proposed. Proposed community at 175 Oakland Multiplier Units School Age Children 11311 - Market 0.01 34 0.34 1BR -Affordable 0.06 8 0.48 2 BR - Market 0.13 28 3.64 2 BR - Affordable 0.48 8 3.84 78 8.3 Using the Rutgers Study multipliers with the unit mix proposed at 175 Oakland Road the estimated SAC is 8.3. The main reason for the substantially lower number of SAC is the proposed pricing on the market apartments,with a 1BR rent estimated at over$1,450 and a 2BR exceeding $1,800. Per the Rutgers Study,Two BR units renting at less than$1,300 generate .48 SAC per unit. Once the rent increases to between $1,300 per month and $1,800 per month,that figure drops to .19 SAC per unit. At a monthly rent of greater than$1,800,the number of SAC per unit drops to .13. The result is that the most expensive apartment units generate the fewest SAC. This does stand to reason since someone who can afford to pay a high rent can more likely afford a home which is typically more desirable when SAC are a part of the household. How accurate is the Rutgers Studv? To verify the Rutgers estimates we studied the Town of Farmington's actual SAC count versus a computation incorporating the Rutgers Study. Utilizing the multipliers and the various price levels between one and two bedroom apartments in Town, we calculated 219 SAC (see chart below) compared to the actual count of 213 SAC obtained through the Board of Education. In nearly 1,000 apartments in Farmington,the Rutgers Multipliers extrapolated within 6 SAC of the actual count and a 97.18%accuracy. Farmington, CT - School Age Children Actual School Age Children 213 Rutgers Study - School Age Children 219 Accuracy 97.18 (see Exhibit A for complete breakdown of Farmington housing communities) Conclusion• It is our best estimate that the proposed 78 apartment community will produce between 6 and 10 SAC. The sixteen (16) affordable apartments are expected produce four (4) SAC while in the 62 market-rate apartments, due to the higher rental rates,we anticipate 3.98 SAC. Exhibit A One Bedroorn Two Bedroom MuNpffrer Apfs SAC Mufiipffer Apts SAC Less than$SSo 0.05 0 0 Less than$1,300 0.48 362 173.76 $M to$1,450 0.06 327 19.62 $1,300 to$1,WO 0.19 90 17.1 More than$1,450 0.01 60 0.60 More than$1,450 0.13 60 7.8 20.22 1988.66 L than$moo Less than$1,300 (� Forest Court 36 Summit&Birch Hill 93 to$1450 Lakeview 107 Summit&Birch Hill 94 Westwoods 34 Lakeview 107 Farmington Court 48 Heritage Glen 14 Heritage 18 Centennial 112 Tunxis Apartments 20 327 Lovely Street 6 More than$1,450 362 Residences at 299 60 $1,300 to$1,900 Heritage 32 Forest Park 58 90 More than$1,450 Residences at 299 60 CAPITOL REGION COUNCIL OF GOVERNMENTS 241 Main Street 1 Hartford/Connecticut t 06106 Phone(860)522-22171 Fax(860)724-1274 Working together far a better region, ww"frog om November 18,2016 TO: SOUTH WINDSOR PLANNING AND ZONING COMMISSION REPORT ON ZONING REFERRAL Z-2016-119 Proposed amendment to Section 7.22 of the zoning regulations to provide provisions for Multifamily Assisted Housing(MAHZ)in AA- 0 Residential Zones,Proposed developments will require special exception approval and at least 20% of units need to qualify as assisted housing under CGS Section 8-30g. COMMISSIONERS: Receipt is acknowledged of the above-mentioned referral. Notice of this proposal was transmitted to the Policy and Planning Division of the Capital Region Council of Governments under the provisions of Section:8-3b of the Connecticut General Statutes,as amended. COMMENT:The staff of the Regional Planning Commission of the Capitol Region Council of Governments has reviewed this referral and finds no apparent conflict with regional plans and policies or the concerns of neighboring towns. The proposed regulation would permit additional housing choice,as well as opportunity to meet the need for affordable housing,and thus supports the Capitol Region Plan of Conservation and Development's regional housing goal to"hicrease the range of choice in housing for people of all incomes and all ages,but especially for those who have the least choice in achieving their locational preference_" Questions concerning this referral should be directed to Lynne Pike DiSanto.. In accordance with our procedures this letter will constitute final CRCOG action on this referral. The public hearing date has been scheduled for 12/13/2016. DISTRIBUTION: Planner: Hartford,Windsor,East Windsor,Ellington,Vernon,Manchester,Bast Hartford Respectfully submitted, Sandra Bobowski,Chairman Regional Planning Commission Karl Robert Profe;Vice Chairman Regional Planning Commission L Pike DiSanto,AICP Prlxi pal Planner and Policy Analyst Andover t Avon/Berlin i Bloomfield/Bolton/Canton I Columbia/Coventry/East Granby/East Hartford I East Windsor I Ellington I Enfield I Farmington! Giestonbury/Granby/Hartford/Hebron/'Manchester i Mansfield/Marlborough/New Britain I Newington J Plainville(Rocky Hill/Simsbury/Somers I South Windsor/Southington/Stafford/Suffield/Tolland J Vernon/West Hartford/Wethersfield/W91ington/Windsor/Windsor Locks A voluntary Council of Governments formed to Initiate and implement regional programs of benefit to the towns and the region Appl 16-57P, Multifamily Assisted Housing in AA-30 Residential Zone (MAHZ) 1. The purpose of this regulation is to allow by special exception multi-family housing suited to the needs of all ages and will meet the definition of governmentally sponsored and publicly financed "assisted living" as defined in CGS 8-30G. The applicant chose to write a text amendment addressing the criteria for this development; that it rs to take advantage-uf-ln-th-c-AA-30-Re&,identLiLzbjie. 2. With previous elderly housing applications, Metro Realty Group has men a co applicant with the Town of South Windsor and all previous applications had come in under existing zoning and identifying the components of the regulations they were not conforming to. In this situation, they are writing a new regulation with specific criteria. 3. The regulations bulk requirements reflect the minimum requirements of this project and are written such that no other properties currently meet these requirements. The proposal calls for 80% of the units to be rented at market rate and 20% of the units would be affordable. 4. Staff had reviewed the regulations and had asked for some additional information related to the parking requirement proposed. The applicant has provided data from several projects currently built and occupied in Farmington. 5. Another concern was the lack of specificity of the open space requirement. All of mutli- family housing developments have had basic open space requirements (passive and/or active) based on the number of units proposed. The applicant is now providing a provision for a conservation easement. Because of the population that is being attracted, staff would suggest additional recreational elements be added, e.g. playscape, bike racks, etc be required. 6. The Housing Element of the Town Plan of Conservation includes goals that are relevant to this application, including: • Allow flexibility in meeting emerging housing preferences and needs - allow a multi-family type development as a transition. • Monitor Housing Affordability - Town could encourage affordable housing and provides such tools as density bonuses to create affordable units. 7. Traffic impacts for the proposed development will be reviewed as part of the application process. 8. This proposal was sent to CRCOG for review and they have offered the following comments: tOW N S64 Tiow siou& ?d w° 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 r�OSOR-CO TELEPHONE (860) 644-2511 CERTIFIED MAIL 7011 1570 0000 6337 2317 December 15, 2016 Berry Patch III, LLC C/o Design Professionals, Inc. James Bernardino 21 Jeffrey Drive South Windsor, CT 06074 Dear Mr. Bernardino: Re: Appl. 16-57P,Metro Realty Group Zoning Text Amendment We are pleased to advise you that at its meeting on December 13, 2016 the Planning and Zoning Commission voted to approve your request for a Zoning Text Amendment, with modifications,to add new Article 7, Section 7.22 Multifamily Assisted Housing in AA- 30 Residential Zone (MAHZ)which includes Purpose; Procedures; Permitted Uses; Bulk requirements; Site and Design requirements; and Affordability Plan requirements in accordance with CGS Section 8-30g. The effective date of the zone text is December 24, 2016. A copy of the Amendment is attached, along with the Legal Notice that was published in the Journal Inquirer. Very truly yours, =, Gary Bazzano, Chairman Planning&Zoning Commission Cc: Metro Realty Group GB/llz Enclosure Section 7.22: Multifamily Assisted Housing in AA-30 Residential Zone AHZ [Note: an additional line will be added to the Table in Article 3,§ 3.1.1A] 7.22.1 Purpose The purpose of this Special.Regulation is to provide multifamily housing that will constitute governmentally-sponsored and publicly-financed"assisted housing" as defined in Connecticut under General Statutes § 8-30g, on land presently zoned AA-30 Residential and as an alternative to multifamily housing provided under South Windsor's existing multifamily residential zones and uses. 7.22.2 Procedure A. An application for the use as Multifamily Assisted Housing in the AA-30 Residential Zone shall require a special exception and site plan approval in accordance with these Zoning Regulations. B. Uses Permitted In an MAHZ,no land,building or structure shall be used, and no building shall be hereafter erected, altered or added to, except as provided in these Zoning Regulations, and may be used only for one or more of the following uses: 1. Principal Uses A maximum of eighty(80)one(1)bedroom and two (2)bedroom multi- family dwelling units, eighty percent(80%) of which will be available at market-rate rents and twenty percent(20%)of which will constitute "assisted housing" in compliance with General Statutes § 8-30g. Overall density of the development shall not exceed fifteen(15)units per net buildable acre. 2. Accessory Structures and Uses a. Decks and patios b. Pergolas C. Bus shelter d. Other structures and uses not listed above, customarily accessory to a multifamily residential use. 7.22.3 Improvements A. Streets and related improvements shall generally conform to Town procedures and standards. However, 24-foot pavement width is acceptable for streets and 18- foot one-way pavement width is acceptable for streets at the entrances to and exits P p Y from the development. B. Public water and sewer must be available for the property either directly or by extension and connection to an existing sewer line, and all units must be connected to the sewer and water lines. Utilities shall conform to the requirements of Sections 6.6.1, 6.6.2 and 6.6.6 of the Zoning Regulations. C. No Zoning Certificate of Compliance shall be issued for any dwelling unit unless and until such unit has been connected to a public water supply, suitable power supply, and a public sanitary sewer line. D. Storm drainage shall conform to the requirements of Section 6.6.5 of the zoning regulations. 7.22.4 Location,Land Area and Frontage A. Location Only a parcel of land zoned AA-30 Residential and abutting real property on which there is an existing multifamily development shall be proposed for inclusion in a MAHZ. B. Land Area The total area of a parcel to be rezoned MAHZ shall be a minimum of nine (9) acres of land, and a maximum of fifteen(15) acres. C. Frontage A parcel proposed for inclusion in a MAHZ shall have a minimum of 500 feet of frontage on a state highway. 7.22.5 Building Height The maximum building height of a principal building in a MAHZ shall be thirty-five(35) feet. Such building shall not exceed two (2) stories. 7.22.6 Coverage A. Maximum Impervious Coverage Impervious coverage for any parcel comprising a MAHZ development shall not exceed fifty percent (50%) of the total land area. B. Maximum Lot Coverage Building coverage for any parcel comprising a MAHZ development shall not exceed fifteen percent(15%)of the total land area. 7.22.7 Consolidated Parcels A. Purpose In the interest of promoting development continuity,the consolidation of contiguous parcels is encouraged. `Consolidation' is defined here as the integration of two (2) or more individually owned parcels into a single Consolidated Parcel for the purposes of creating a shared-use arrangement of selected site components, e.g. common points of access/egress,pedestrian sidewalks and pathways, drive passage,parking, loading/unloading,building coverage and yards. B. Integrated Plan 1. A Consolidated Parcel shall be developed with an integrated plan of buildings,parking, loading and unloading, and open space. 2. The owner of each lot shall give to the owner of each lot in the consolidated parcel by deed, easement, or agreement filed in the Office of the Town Clerk,the right of entrance, exit, passage,parking, and loading. C. Yards Notwithstanding the provision of Section 7.22.8.C, side or rear yard requirements may be ignored along common boundaries of Consolidated Parcel. 7.22.8 Building Setbacks A. No principal building, structure, or use-shall extend closer than fifty(50)feet from any street line. B. The front yard setback may be reduced by not more than ten(10) feet for building features such as entrances, architectural features, cornices,roof overhangs, chimneys, or for decks/patios. C. With regard to side or rear yards that are not located along a common boundary of a Consolidated Parcel, no principal building, accessory building, structure or use shall extend closer than ten(10)feet from any side or rear lot line. 7.22.9 Open Space Each MAHZ development shall preserve,by conservation easement or dedication to a nonprofit land conservation organization,a minimum of 30 percent of the parcel zoned or to be zoned MAHZ. Emphasis shall be on the preservation of sensitive environmental areas, such as wildlife habitat, flood plain, woodlands, or stream belts, including areas near or adjacent to other conservation land, and land visible,in whole or in part, from a public street. Such development on the subject property or in conjunction with abutting properties shall provide pedestrian pathways across open space and to amenities such as retail stores, restaurants, medical offices,personal service establishments,financial institutions, libraries, grocery stores, or a post office. 7.22.10 Parking and Circulation A. Parking in a MAHZ shall be provided at no less than 1.70 spaces per dwelling unit. B. The width, location and arrangement of driveways and other access ways and parking shall be consistent with public safety and welfare, and shall provide suitable access to fire apparatus or other emergency vehicles. C. Handicapped parking shall be provided in accordance with the requirements of the Connecticut General Statutes. Handicapped parking spaces shall generally be associated with handicapped-accessible units or with building entrances designed for handicapped access. 7.22.11 Signage A. An MAHZ development may have one (1)two-sided sign architecturally compatible with the development,with an area up to 32 square feet on each side. B. All other signage regulations outside of the monument sign shall apply. 7.22.12 Outdoor Lighting Outdoor lighting in a MAHZ development shall comply with the requirements of Section 6.3 of the Zoning Regulations. 7.22.13 Landscaping,Buffering and Sidewalks A. Landscaping, buffering, and screening Landscaping shall conform to the requirements of Sections 6.2.1, 6.2.2 and 6.2.3 of the zoning regulations. Buffering and screening shall be designed to reasonably mitigate visual, noise and other impacts,but there shall be no minimum buffer width, and § 6.2.4 shall not apply. B. Sidewalks Sidewalks shall be provided within a MAHZ development. All sidewalks within the MAHZ development shall have a minimum width of four(4) feet, and a minimum width of five(5)feet adjacent to parking spaces. 7.22.14 Earth Filling and Excavation Earth filling and excavation shall comply with Sections 7.6 and 7.16 of the Zoning Regulations,provided that a separate permit shall not be required, and site plan approval under this subsection will constitute approval to carry out filling or excavation necessary to construct the site plan. 7.22.15 Required Amenities A. Refuse Area Refuse collection areas shall be provided and conveniently located for all units. The collection areas shall be properly screened and supplied with covered receptacles. B. Mail Boxes Mail boxes shall be provided and conveniently located for all units, as determined by the U.S. Postal Service. C. Bus Shelter I. In the event regular public passenger transportation will be available to residents of the development, a shelter shall be provided by the developer at a location convenient to the residents and readily serviceable by the passenger transportation operator. The design and material composition of a shelter shall be approved by the Commission. This bus shelter may be the same shelter as the school bus shelter described below. 2. An adequate bus shelter for school children shall be provided. 7.22.16 Architectural Design The architectural design, scale, and mass of buildings and other structures, including, among other elements, the exterior building material, color,roof-line and building elevations, shall be residential in character so as to harmonize and be compatible with the neighborhood,to protect property values in the neighborhood, and to preserve and improve the appearance and beauty of the community. Pitched roofed buildings shall be encouraged. Roof-top mechanical equipment, other than solar energy panels, shall be screened from all sides. 7.22.17 Affordability Plan Compliance with General Statutes & 8-302 The purpose of the MAHZ is to facilitate a residential community comprised of rental units with household income and monthly rent limits. It is intended that the restricted units will qualify as "assisted housing" in compliance General Statutes § 8-30g and will be administered, as stated in an Affordability Plan, in compliance with both General Statutes § 8-30g and the rules and regulations of any governmental program that provides development financing. The following requirements shall apply to MAHZ household income/rent-restricted dwelling units,to be known as "MAHZ Units" in a MAHZ: 7.22.17.1 In conjunction with an application for approval of a site plan for a MAHZ development, the applicant shall submit an "Affordability Plan," in accordance with General Statutes § 8-30g,which shall describe how the regulations regarding affordability will be administered as assisted housing. The Plan shall include provisions for administration of and compliance with the provisions of this section,notice procedures to the general public of the availability of affordable units, identification of those units that are to be designated affordable,procedures for verification and yearly confirmation of unit occupancy income, and demonstration of compliance with affordability requirements to the Commission. Such Plan shall also include drafts of documents, such as deeds,that will be used in the administration of the.affordability restrictions. 7.22.17.2 Calculation of the maximum monthly rental payment for assisted housing units within a MAHZ, so as to satisfy General Statutes § 8-30g, shall utilize the area median income data as published by the U.S. Department of Housing and Urban Development in effect on the day of lease. 7.2117.3 All dwelling units in the MAHZ shall be occupied only as a lessee's principal residence. Sub-leasing of dwelling units shall be prohibited. 7.22.17.4 Notice of availability of the MAHZ units shall be provided through the procedures outlined in an affirmative fair housing marketing plan. The South Windsor Housing Authority shall be notified of any MAHZ unit availability. 7.22.17.5 The forty(40) year affordability period shall be calculated separately for each MAHZ unit in a MAHZ development, and the period shall begin on the date of occupancy of the MAHZ unit. 7.22.17.6 A violation of the Regulations contained in this Section shall not result in a forfeiture or reversion of title, but the Commission or its designated agent shall otherwise retain all enforcement powers granted by the Connecticut General Statutes, including the authority under General Statutes § 8-12 to issue notices of violation,to impose fines, and to seek injunctive relief. 7.22.18 Conflict of Provisions If any provision of these MAHZ regulations conflicts with a generally-applicable provision of the South Windsor Zoning Regulations,the provisions of this Section 7.22 will control. Effective 12/24/16 TO BE PUBLISHED IN THE JOURNAL INQUIRER SATURDAY, DECEMBER 17,2016 SOUTH WINDSOR PLANNING & ZONING COMMISSION At its December 13, 2016 Regular Meeting, the Planning and Zoning Commission voted to take the following actions: 1. Approved with modifications Appl. 16-57P, Metro Realty Group for a text amendment to add new Article 7, Section 7.22 Multifamily Assisted Housing in AA-30 Residential Zone (MAHZ)which includes Purpose; Procedures; Permitted Uses; Bulk requirements; Site and Design requirements; and Affordability Plan requirements in accordance with CGS Section 8-30g. Effective date 12/24/16. 2. Approved PZC sponsored amendment to eliminate in its entirety Section 3.3 Design Residence Zone and add it as an Appendix to the regulations. Any associated references throughout the regulations to the DRZ would be eliminated. Effective date 12/24/16. 3. Approved PZC sponsored amendment to eliminate in its entirety Section 7.17 Senior Residence Development and add it as an Appendix to the regulations. Any associated references throughout the regulations to the SRD would be eliminated. Effective date 12/24/16. Gary Bazzano, Chairman 1 ' Stormwater Management Report 1 ' The Village at Berry Patch 151 & 195 Oakland Road South Windsor, CT 1 1 1 1 Prepared for: ' Berry Patch III, LLC 6 Executive Drive ' Farmington, CT ' Prepared by: Design Professionals, Inc. ' 21 Jeffrey Drive South Windsor, CT October 25, 2016 � orals 1 Table of Contents 1 Introduction Pre-Development Site Conditions ' Post-Development Site Conditions Analysis of Results Water Quality ' Conclusion Appendices ' FEMA Flood Insurance Rate Map(FIRM) United Stated Geological Survey(USGS)Map Natural Resources Conservation Service(NRCS)Hydrologic Soil Group (HSG)Map ' GIS Map Soil Test Pit Logs Storm Sewers Report ' Water Quality Calculations Bioretention Pond Volume Calculations Stormwater Quality Unit Flow Calculations ' Water Quality Unit Sizing Report HydroCAD Reports Pre-Development HydroCAD Report ' Post-Development HydroCAD Report Drainage Area Maps Pre-Development Drainage Map ' Post-Development Drainage Map Introduction ' Applicant Berry Patch III,LLC is proposing to develop a 10.86 acre parcel of land comprised of two lots known as 151 and 195 Oakland Road into a residential development to be known as The ' Village at Berry Patch. The development is proposed to consist of 10 buildings containing 78 units along with associated ' site improvements including 136 parking spaces,landscaping,lighting, utilities, and stormwater management. ' The site is bounded to the north and east by Oakland Road(Route 30)and to the south and west by Farm Brook which flows from the east to the west and by an associated pond located along the flow path of Farm Brook.The site also abuts an adjacent residential parcel to the northwest at 143 Oakland Road. An access road connecting the adjacent Berry Patch residential development is located beyond the pond to the southeast of the subject site. ' For more information,please refer to the plans entitled"Site Plan,The Village at Berry Patch, 151 & 195 Oakland Road, South Windsor, CT'prepared by Design Professionals,Inc. and dated October 25,2016 or the latest revision. ' Pre-Development Site Conditions ' The subject site has historically been used for farming and contains a field,two houses,three barns, and one shed. The site is highest at the northern and southeastern corners and generally slopes gently toward the center and west of the site.The topography of the site is much steeper along sections of the southern and western boundaries along Farm Brook and the pond. ' In the existing condition,the site drains to the rear(south and west)of the site toward Farm Brook and the associated pond through two primary drainage areas,both consisting of ' uncontrolled overland flow,one directed southerly toward the pond, and one directed westerly toward Farm Brook downstream of the pond as shown on the enclosed Pre-Development Drainage Map. Though the enclosed Natural Resources Conservation Service(NRCS)Hydrologic Soil Group (HSG) mapping notes the soil as Type B,based on site observations and the enclosed logs from ' soil testing performed by this office,the soil is more accurately described as Type C. For more information,please refer to the enclosed Pre-Development Drainage Map. 1 Post-Development Site Conditions The subject project proposes to construct a residential development consisting of 10 buildings ' containing 78 units along with associated site improvements including 136 parking spaces, landscaping,lighting, utilities, and stormwater management. ' In the proposed condition, stormwater from the site will be collected,treated, and discharged toward Farm Brook at reduced flow rates for all design storms. ' Stormwater runoff is proposed to be captured in several different ways depending on the location and type of the drainage area. All drainage areas ultimately join together prior to discharging to ' Farm Brook downstream of the pond. Stormwater runoff from the paved areas within the southeastern portion of the site(HydroCAD ' Subcatchment 1S)is proposed to be captured via several deep-sump and hooded catch basins and routed to a water quality basin (HydroCAD Pond 51P). The stormwater that filters through the engineered soil media below the basin will either be infiltrated to groundwater or it will be ' collected through perforated underdrain pipes that area directed toward an outlet control structure which will also manage the remainder of the stormwater in the water quality basin. The stormwater will be directed by the outlet control structure toward the rest of the drainage system ' to discharge to Farm Brook(HydroCAD Reach 3R). Stormwater runoff from the balance of the paved areas on site(HydroCAD Subcatchment 4S)is , proposed to be captured via several deep-sump and hooded catch basins and routed through a stormwater quality unit before being combined with the rest of the drainage system to discharge to Farm Brook(HydroCAD Reach 3R). ' Stormwater runoff from significant landscaped portions of the site is proposed to be captured in several shallow landscape collection areas located throughout the site(HydroCAD ' Subcatchments LCA- various). These landscape collection areas are designed with yard drain overflows and perforated underdrains laid flat in an infiltration trench(HydroCAD Ponds Infiltration Trench -various). Clean rooftop stormwater runoff from the majority of the building ' roofs is also directed toward these infiltration trenches. These infiltration trenches are connected in several systems and controlled by outlet control structures before being combined with the rest of the drainage system to discharge to Farm Brook(Design Point 3R). ' The stormwater drainage pipes are sized as shown on the enclosed Storm Sewers Report. For more information,please refer to the enclosed Post-Development Drainage Map. ' Analysis of Results ' The pre-development and post-development conditions were analyzed using droCAD p Y g H Y consistent with National Resource Conservation Service (NRCS)hydrology methods. ' The wetland area at the rear of the site was used as a design point to compare the pre- development and post-development conditions. The pre-development and post-development peak discharge flow rates are below: ' 2- ear I 10- ear 25- ear 100- ear Existing(cfs) 6.68 13.31 17.08 23.87 Proposed(cfs) 6.35 12.68 16.78 23.67 ' Change(cfs) -0.33 -0.63 -0.30 -0.20 As seen in the table above,the subject project will result in peak runoff rates in the proposed ' condition that are less than the peak runoff rates of the existing condition for all design storms. Water Quality ' All new catch basins are proposed to have deep sumps and be equipped with hoods in an effort to contain sediment and floatables. An estimated total suspended solids (TSS)removal efficiency of ' 25%is expected for these structures. The proposed water quality basin is sized in accordance with the 2004 Connecticut Stormwater ' Quality Manual to provide water quality volume for the first 1"flush of the contributing drainage area as shown on the enclosed Water Quality Volume Calculations. ' The proposed Stormceptor 450i stormwater quality unit is sized consistent with manufacturer recommendations to provide 81%TSS removal for the required water quality flow rate for the first 1"flush and can accommodate the peak flow rate for the 10-year design storm as shown on ' the enclosed Water Quality Flow Calculations, Stormwater Quality Unit Sizing Report, and Post- Development HydroCAD Report. ' Conclusion The proposed stormwater management system as discussed herein and shown on the referenced ' plans is appropriate for the proposed development on the subject site, is consistent with Town and State requirements, and should not pose significant detrimental impacts to the environment. lakl- MAP SCALE 1' = 500' 250 0 S00 100 � u��rn f � J " y1 PANEL 0383F j FIRM ROOD INSURANCE RATE MAP j3 l HARTFORD COUNTY, (i CONNECTICUT (ALL JURISDICTIONS) PANEL 3W OF 675 ISEE MAP INDEX FOR FIRM PANEL UYOUTI SITE CaM UMTy ,N MINA PANG. 61IPRX !� IMNEDFBf9L TgNrrrlF pe000t RarB i '�j I� � i i adt1XM101011.TONMfY G�aDy EAIE P I i t •r. +1 + 1 rferae Pe lAa.'TM Mq 8iw6er dawn Ewa daunt M wed / unto Pl I�r enp aAere: Y,e Oeana� dare, Www.-M k M uW�n M.rrrw yWrt+Wr.Mx,M«Yjeet I� MAP NUMBER 09MCOMF EFFECTIVE DATE- EPTEMBER 26,2008 i Federal Emergency Management Agency This is an olllcial copy of a portion of the above referenced Rood map. It was extracted using F-Mrr On-Line. This map does not reflect changes or amendments which may have been made subsequent to the date on the title hock. For the latest product information about National Flood Insurance Program food maps check the FEMA Flood Map Store at www.mee.feme.gov nal Flood Insurance Program at(8001 638-6620. MAP SCALE 1" = 5W' S00 100 SPECIAL FLOOD HAZARD AREAS SUBJECT TO INUNDATION BY THE t%ANNUAL CHANCE FLOOD EVENT The 1% annual chance flood(1Myom go",also known as the bone flood,hero flood that has a 1% charlae of being sgtaled or momded in any given year. The Special Rood Hazard Arm k the area subject to flooding by the 1% annual chines Rood.Aram of ft—isl Road M-11 include tow A,AE, AM, AO, AR,A99, V, and VE.The Bma Rood Elevation is is water omfeos elevation of the I%-1 chance good. ZONE A No lass good elevations determinwd. ZONEAE Sass food elovoWns determined. ZONEAH Flood depths of 1 to 3 feet (usually sear of pending), base flood devatiww derannkrd_ zoNEAo Rood depths of t to 3 feet (ususey, shoe ste flow on elapig tendni: wersga dspdts determined. For areas of alluvial ran flooding, velocities abo determined. ZONEAR Arai of speo(el flood hand farmatly protected from the 1% annual chance flood event by a food control ayatem liter was s bmwosney deoatiged. zone AR idi-ese that rho roams good comrd yet. is being restored to provide Protection Trace the 1% annual chance or greater flood event. ZONEASO Ares to be recreated hom 1% weal chap flood event bV a Factual good protection system balder cannhucticn; no base goad elsvatlona dots. ined, ZONEV Coastal good zone with vWccky hazard (wow motiml. — bsse flood -1—dow detwmnd. ZONE VE Coastal good zone with velocity hazard(wave soeerd:base flood elevetbnt SITE determined. d?' FLOODWAY AREAS IN ZONE AE rho floodwaf is the channel of a strew plus any adjacent floodptan arms that must be kept hat of ancroatMnim so diet tie I% annual chance goad can be calved without wberantW ncraaes in flood hegbo. y: M—Ox:0:1 OTHER FLOOD AREAS ZONE Aram of 0.2% annual dwome flood.,we"of 1% anmrl chive good with average depth of bah than 1 foot or with drainye teas Imo than squ 1 are mlar and anew protected by bvem from 1% annual chance OflOaTodHER AREAS zoNEx /roes determined to be outside the 0.2%annual dunce flcadplan. ZONE D Arm e n which good hazards we uderernned,but possible. ® COASTAL BARRIER RESOURCES SYSTEM(CORSI AREAS t OTHERWISE PROTECTED AREAS(OPAs) CWS ahem and OPAaaro horsey boated within ar ad}ecarht tc Spacial Rood Hersd Arose. 1%annual chance Iloodptan bntMry —-----...._._._...._......._. 0.2%annual chance floodplsh boundary .._...._,.__.. .......... FloodwaV boundMr This is an 0068111 copy of a portion Of the above referenced good map. It was extracted using F-MFT Ontlne. TH$map does not reflect changes or amendments which may have been made subsequent to the date on the title dock, For the lateen product information about National Flood InsuranceProgram goad maps check the FEMA Flood Map Store at www.moo.fema.gov i V p i SAND`IUIRD-...,...., PP 4t1F 2 l Ro �� o ! (( z50 Y \ o Elderl �R o � O O R' r 743 tart — 3 2 z � , f 194 Wapping\�' Cem o a o �W 4 13 'ELLINGTON RD j ❑ a — n p��J{ New Wappirn3,Cem 4� 1 3U Wa ) k � {� lllg 9� ggSN ��� CvN�O i EE ax Ell/ der1Y Housing e N � srN( rn-Gul ' o t� \ 30 Wetherell Pond i -L 7A SMITH ST g BVkKLgNO-H/(LS sit :t t y( TVAL( 1 < F4S Hydrologic Soil Group—State,of Connecticut 3 a 7035M 7MM 703710 703750 703790 700630 703870 ' 41°4930'N 41"4930'N 8 g 1 41"IV 19'N - 41",WUrN ' 70363D 703670 703710 703750 703790 703630 703870 3 � Map Stale:1:1,820 r p ttod on A portr&(8.5'x iP)sheet N 0 25 50 100 ISO �5 ' Fed 0 50 100 200 300 A Map projerbon:Web Mercahor QPwrCmdnades:WGS84 Edge tics:UTM Zone 18N WGS84 ' USDA Natural Resources Web Soil Survev 10/26/2016 Hydrologic Soil Group—State of Connecticut MAP LEGEND MAP INFORMATION Area of Interest(A0Q ■ C The soil surveys that comprise your AOI were mapped at 1:12,000. Area of Interest(AOI) ■ C/D Warning:Soil Map may not be valid at this scale. Solis Soil Rating Polygons ■ D Enlargement of maps beyond the scale of mapping can cause Fq A p Not rated or not available misunderstanding of the detail of mapping and accuracy of soil line placement.The maps do not show the small areas of contrasting © AID Water Features Streams and Canals soils that could have been shown at a more detailed scale. B Please rely on the bar scale on each ma sheet for ma Transportation Y p p B/D 44+ Rails measurements. 0 C �.�✓ Interstate Highways Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nres.usda.gov GD iv US Routes Coordinate System: Web Mercator(EPSG:3857) D Major Roads Maps from the Web Soil Survey are based on the Web Mercator 0 Not rated or not available Local Roads projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the Soil Rating Lines Background Albers equal-area conic projection,should be used if more accurate A . Aerial Photography calculations of distance or area are required. AID This product is generated from the USDA-NRCS certified data as of ,y B the version date(s)listed below. ,. B/D Soil Survey Area: State of Connecticut Survey Area Data: Version 14,Sep 22,2015 Soil map units are labeled(as space allows)for map scales 1:50,000 ry CID or larger. ^'r D Date(s)aerial images were photographed: Mar 28,2011 Apr 18, r r Not rated or not available 2011 Soil Rating Points The orthophoto or other base map on which the soil lines were ■ A compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting ■ AID of map unit boundaries may be evident. ■ B ■ B/D VsDA Natural Resources Web Soil Survey 10/26/2016 Conservation Service National Cooperative Soil Survey Page 2 of 5 1 Hydrologic Soil Group—State of Connecticut ' Hydrologic Soil Group ' Hydrologic Soil Group--Summary by Map Unit—State of Connecticut(CT600) Map unit symbol Map unit name Rating Acres In AOI Percent of AOI ' 32A Haven and Enfield soils, B 1.1 14.9% 0 to 3 percent slopes 32B Haven and Enfield soils, B 5.1 67.3% ' 3 to 8 percent slopes 37E Manchester gravelly A 0.2 3.0% sandy loam,15 to 45 percent slopes 108 Saco silt loam B/D 0.9 11.6% W Water 0.2 3.2% ' Totals for Area of Interest 7.6 100.0% 1 t 1 ' Natural Resources Web Soil Survey 10/26/2016 Conservation Service National Cooperative Soil Survey Page 3 of 5 1 Hydrologic Soil Group--State of Connecticut Description ' Hydrologic soil groups are based on estimates of runoff potential.Soils are ' assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation,are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups(A, B, C,and D)and ' three dual classes(A/D, B/D,and C/D). The groups are defined as follows: Group A.Soils having a high infiltration rate(low runoff potential)when thoroughly ' wet. These consist mainly of deep,well drained to excessively drained sands or gravelly sands.These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet.These ' consist chiefly of moderately deep or deep,moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture.These soils , have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet.These consist chiefly of soils having a layer that impedes the downward movement of water or ' soils of moderately fine texture or fine texture.These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate(high runoff potential)when ' thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. ' These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group(A/D, B/D, or C/D),the first letter is , for drained areas and the second is for undrained areas.Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options , Aggregation Method: Dominant Condition USpp Natural Resources Web Soil Survey 10/26/2016 ' �■ Conservation Service National Cooperative Soil Survey Page 4 of 5 Hydrologic Soil Group—State of Connecticut ' Aggregation is the process by which a set of component attribute values is reduced to a single value that represents the map unit as a whole. A map unit is typically composed of one or more"components".A component is ' either some type of soil or some nonsoil entity,e.g., rock outcrop. For the attribute being aggregated,the first step of the aggregation process is to derive one attribute value for each of a map unit's components. From this set of component attributes, ' the next step of the aggregation process derives a single value that represents the map unit as a whole.Once a single value for each map unit is derived, a thematic map for soil map units can be rendered.Aggregation must be done because,on ' any soil map, map units are delineated but components are not. For each of a map unit's components, a corresponding percent composition is recorded.A percent composition of 60 indicates that the corresponding component typically makes up approximately 60%of the map unit. Percent composition is a critical factor in some, but not all, aggregation methods. ' The aggregation method"Dominant Condition"first groups like attribute values for the components in a map unit. For each group, percent composition is set to the sum of the percent composition of all components participating in that group.These groups now represent"conditions"rather than components.The attribute value ' associated with the group with the highest cumulative percent composition is returned. If more than one group shares the highest cumulative percent composition,the corresponding"tie-break"rule determines which value should be ' returned.The"tie-break"rule indicates whether the lower or higher group value should be returned in the case of a percent composition tie.The result returned by this aggregation method represents the dominant condition throughout the map unit only when no tie has occurred. ' Component Percent Cutoff. None Specified Components whose percent composition is below the cutoff value will not be ' considered. If no cutoff value is specified, all components in the database will be considered.The data for some contrasting soils of minor extent may not be in the database, and therefore are not considered. ' Tie-break Rule: Higher The tie-break rule indicates which value should be selected from a set of multiple candidate values,or which value should be selected in the event of a percent ' composition tie. 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LOOM. it , IV, DAM4 M. ,140*tj 1� - Plow s oy/su� trams wax 1 M+" Aso- 1 t4o ` U iA 1 i � i 1 A 1 14 "ito 1 Q Sp -M* Sato DRY !t• (I R�oa , 1 t�►� G w► ags. 1 tom. 5:1 Zy ..c. fttaS4 1 Swt1 t"ol,_ � i `c M54 aAo i 1 Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan Inlet1 13 12 DMH8 CB7 11 CB4 CB3 10 CB8 22 CB9 21 9 CB11 0 Roof Leader CB1 CB2 W($J 7 17 10 16 6 OCS5 OCS2 DMH3 CB12 15 OCS6 Outfall 2 DMH1 14 DMH DMH2 1 Outfall Project File: Berry Patch III rev O.stm Number of lines:22 Date:10/26/2016 Storm sewers 00.50 Storm Sewer Tabulation Page' Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Val Pipe Invert Elev, HGL Elev Grnd/Rim Elev Line ID coeff (1) flow full Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up Line (ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ems) (in) (ff) (ff) (ff1 (ff) (ff) M 1 End 35 0.00 1.08 0.00 0.00 0.71 0.0 10.2 4.8 10.53 11.38 6.70 18 1.00 110.00 110.35 111.25 111.60 110.00 122.00 2 1 20 0.00 1.08 0.00 0.00 0.71 0.0 10.1 4.8 8.60 11.38 6.54 18 1.00 113.66 113.86 114.63 114.99 122.00 121.15 3 2 20 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.54 8.80 1.68 12 5.20 113.86 114.90 114.99 115.20 121.15 121.70 4 2 30 0.00 1.08 0.00 0.00 0.71 0.0 10.0 4.8 8.07 11.38 5.72 18 1.00 113.86 114.16 114.99 115.26 121.15 120.91 5 4 45 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 4.67 16.78 4.59 15 5.76 114.16 116.75 115.26 117.63 120.91 121.10 6 4 10 0.00 1.08 0.00 0.00 0.71 0.0 9.9 4.8 3.41 7.00 3.73 15 1.00 114.16 114.26 115.26 115.00 120.91 120.75 7 6 30 0.11 0.11 0.73 0.08 0.08 6.0 6.0 5.7 0.46 3.86 2.92 12 1.00 116.70 117.00 116.93 117.28 120.75 121.00 8 6 34 0.27 0.97 0.68 0.18 0.63 6.0 9.7 4.9 3.05 7.00 4.90 15 1.00 114.59 114.93 115.17 115.63 120.75 120.20 9 8 120 0.08 0.70 0.73 0.06 0.44 6.0 8.7 5.1 2.25 7.00 3.52 15 1.00 114.93 116.13 115.63 116.73 120.20 123.55 10 9 54 0.12 0.12 0.77 0.09 0.09 6.0 6.0 5.7 0.53 3.86 3.04 12 1.00 119.26 119.80 119.51 120.10 123.55 123.80 11 9 37 0.00 0.50 0.00 0.00 0.29 0.0 8.2 5.2 1.51 7.00 3.02 15 1.00 116.13 116.50 116.73 116.99 123.55 125.15 12 11 100 0.31 0.50 0.67 0.21 0.29 6.0 7.4 5.3 1.57 6.24 5.16 12 2.62 116.75 119.37 117.09 119.90 125.15 123.70 13 12 118 0.19 0.19 0.45 0.09 0.09 6.0 6.0 5.7 0.49 1.72 3.56 8 1.74 119.70 121.75 119.94 122.08 123.70 125.75 14 1 102 0.00 0.00 0.00 0.00 0.00 0.0 1.2 0.0 1.94 7.00 3.16 15 1.00 110.87 111.89 111.60 112.44 122.00 120.80 15 14 111 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 1.94 7.00 3.69 15 1.00 111.89 113.00 112.44 113.55 120.80 117.00 16 End 30 0.00 0.79 0.00 0.00 0.61 0.0 10.2 4.8 2.91 4.95 2.97 15 0.50 115.70 115.85 116.70 116.73 116.70 123.90 17 16 195 0.36 0.36 0.74 0.27 0.27 6.0 6.0 5.7 1.52 2.74 2.72 12 0.50 115.85 116.83 116.88 117.37 123.90 120.25 18 16 20 0.06 0.06 0.90 0.05 0.05 6.0 6.0 5.7 0.31 0.61 2.91 6 1.00 119.90 120.10 120.15 120.38 123.90 120.60 19 16 12 0.13 0.37 0.68 0.09 0.29 6.0 10.0 4.8 1.39 7.00 3.89 15 1.00 116.80 116.92 117.18 117.39 123.90 123.20 20 19 54 0.07 0.07 0.84 0.06 0.06 6.0 6.0 5.7 0.34 3.86 2.67 12 1.00 118.76 119.30 118.96 119.54 123.20 123.30 21 19 93 0.08 0.17 0.87 0.07 0.14 6.0 7.7 5.3 0.76 7.00 3.26 15 1.00 117.32 118.25 117.60 118.59 123.20 124.70 22 21 54 0.09 0.09 0.82 0.07 0.07 6.0 6.0 5.7 0.42 3.86 2.85 12 1.00 120.16 120.70 120.38 120.97 124.70 124.70 Project File: Berry Patch III rev O.stm Number of lines:22 Run Date: 10/27/2016 NOTES:Intensity=54.74/(Inlet time+10.80)^0.80; Return period=Yrs.10 ; c=cir e=ellip b=box Storm Sewers 00.50 Inlet Report Pagel Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp No CIA carry capt Byp Type Line Ht L Area L W So W SW Sx n Depth Spread Depth Spread Depr No (cfs) (cfs) (cis) (cfs) (in) (ft) ($4ft) (ft) (ft) (ftfft) (ft) (ft/ft) (ft(ft) (ft) (ft) (ft) (ft) (in) 1 DMH1 0.00 7.15 0.00 7.15 MH 0.0 0.00 0.00 0.00 0.00 sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 Off 2 DMH2 O.00 5.21 0.00 5.21 MH 0.0 0.00 0.00 0.00 0.00 Sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 1 3 OCS5 0.54* 0.00 0.00 0.54 MH 0.0 0.00 0.00 0.00 0.00 sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 4 DMH3 0.00 4.67 0.00 4.67 MH 0.0 0.00 0.00 0.00 0.00 Sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 5 OCS2 4.67* 0.00 0.00 4.67 MH 0.0 0.00 0.00 0.00 0.00 Sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 6 WQU 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 7 CB1 0.46 0.00 0.46 0.00 Comb 4.0 2.31 2.00 1.35 2.31 Sag 12.00 0.050 0.020 0.013 0.14 2.74 0.14 2.74 0.0 8 C132 1.05 0.00 1.05 0.00 Comb 4.0 2.31 2.00 1.35 2.31 Sag 12.00 0.050 0.020 0.013 0.19 3.90 0.19 3.90 0.0 9 C133 0.33 0.00 0.33 0.00 Comb 4.0 2.31 2.00 1.35 2.31 Sag 12.00 0.050 0.020 0.013 0.12 2.43 0.12 2.43 0.0 10 CB4 0.53 0.00 0.53 0.00 Comb 4.0 2.31 2.00 1.35 2.31 Sag 12.00 0.050 0.020 0.013 0.14 2.90 0.14 2.90 0.0 11 DMH8 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 12 CB7 1.18 0.00 1.18 0.00 Comb 4.0 2.31 2.00 1.35 2.31 Sag 12.00 0.050 0.020 0.013 0.21 4.14 0.21 4.14 0.0 11 13 Inletl 0.49 0.00 0.49 0.00 Grate 0.0 0.00 3.14 1.47 2.31 ag 12.00 0.050 0.020 0.013 0.15 2.94 0.15 2.94 0.0 12 14 DMH9 0.00 1.94 0.00 1.94 MH 0.0 0.00 0.00 0.00 0.00 Sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 15 OCS7 1.94* 0.00 0.00 1.94 MH 0.0 0.00 0.00 0.00 0.00 Sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 14 16 DMH10 0.00 0.31 0.00 0.31 MH 0.0 0.00 0.00 0.00 0.00 Sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 Off 17 CB12 1.52 0.00 1.52 0.00 Comb 4.0 2.31 2.00 1.35 2.31 Sag 12.00 0.050 0.020 0.013 0.23 4.66 0.23 4.66 0.0 16 18 Roof Leader 0.31 0.00 0.00 0.31 None 0.0 0.00 0.00 0.00 0.00 Sag 12.00 0.050 0.020 0.013 0.00 0.00 0.00 0.00 0.0 16 19 CB10 0.50 0.00 0.50 0.00 Comb 4.0 2.31 2.00 1.35 2.31 Sag 12.00 0.050 0.020 0.013 0.14 2.84 0.14 2.84 0.0 16 20 CB11 0.34 0.00 0.34 0.00 Comb 4.0 2.31 2.00 1.35 2.31 Sag 12.00 0.050 0.020 0.013 0.12 2.43 0.12 2.43 0.0 19 21 CB9 0.40 0.00 0.40 0.00 Comb 4.0 2.31 2.00 1.35 2.31 Sag 12.00 0.050 0.020 0.013 0.13 2.59 0.13 2.59 0.0 19 22 CB8 0.42 0.00 0.42 0.00 Comb 4.0 2.31 2.00 1.35 2.31 Sag 12.00 0.050 0.020 0.013 0.13 2.65 0.13 2.65 0.0 1 Project File: Berry Patch III rev O.stm Number of lines:22 Run Date: 10/27/2016 NOTES: Inlet N-Values=0.016;Intensity=54.74/(Inlet time+10.80)^0.80; Return period=10 Yrs.; *Indicates Known Q added. All curb inlets are Hori2 throat. Storm Sewers v%50 ' Berry Patch III October 25, 2016 ' Water Quality Volume Calculations Per 2004 Connecticut Stormwater Quality Manual, Section 7.4.1: ' Water Quality Volume(WQV)_(1")(R)(A)/12,where: R=unitless volumetric runoff coefficient=0.05 +0.009(I),where: ' I=percent impervious cover of drainage area=58% R=0.05 +0.009(I) R=0.05 +0.009(58) R=0.572 A=drainage area in acres = 1.11 acres WQV= (1")(R)(A acres)/12 inches per foot WQV=(1")(0.572)(1.11 acres)/l2 inches per foot WQV=0.05 acre-feet required ' Proposed The proposed basin provides 0.05 acre-feet of storage below the outlet. 1 Berry Patch III ' October 25, 2016 Water Quality Flow Calculations Per 2004 Connecticut Stormwater Quality Manual ' Per Appendix B page B-3: Water Quality Flow(WQF) _(qu)(A)(Q), where: ' qu =unit peak discharge(cfs/mil/inch)per Exhibit 4-III A=drainage area(mil) Q=runoff depth(in watershed inches) ' _ [Water Quality Volume(WQV) (in acre-feet)] x [12 inches/foot] /drainage area(acres) To find Unit Peak Discharge qu with Exhibit 4-III, the following is needed: ' Time of Concentration(Tc): 6 mins=0.1 hours Initial Abstraction (Ia)in inches/Design Precipitation(P)in inches: ' Initial abstraction(Ia) from Table 4-I in Chapter 4 of TR-55 needs Curve Number(CN) CN=90 Ia=0.222 inches ' Design Precipitation (P) = 1"for water quality storms per Appendix B Ia/P=0.222 Unit Peak Discharge qu =625 cfs/mi2/inch ' Drainage Area A=47,350 sf= 1.09 acres =0.0017 mil Runoff Depth Q=WQV (acre-feet)x 12/drainage area(acres) Water Quality Volume(WQV)_(1")(R)(A)/l2,where: ' R=volumetric runoff coefficient =0.05 +0.009(I),where I=percent impervious cover=65% R=0.05 +0.009(I) ' R=0.05 +0.009(65) R=0.635 A=drainage area in acres= 1.09 acres ' WQV=(1")(R)(A)/12 ' WQV= (1")(0.635)(LO-9 acres)/ 12 in/ft WQV=0.06 acre-feet Q=(WQV X 12 in/ft)/Drainage Area ' Q=(0.06 acre-feet x 12 in/ft)/ 1.09 acres Q=0.66in ' WQF=quxAxQ WQF=625 cfs/mil/inch x 0.0017 mil x 0.66 in ' WQF=0.70 cfs required Proposed ' As shown on the enclosed water quality unit sizing report,the proposed Stormceator 450i is rated for 81%TSS removal for the required 0.70 cfs water quality flow and the 4.33 cfs peak bypass flow during the 10 year storm. Stormceptor N Detailed Stormceptor Sizing Report—Berry Patch III Project Information & Location ' Berry Patch III 3616 South Windsor Connecticut Designer United States of America • . (optional) 10/27/2016 Information Dane LaBonte ' Design Professionals,Inc. 860-291-8755 ' dlabonte@dpinc.co Stormwater Treatment Recommendation The recommended Stormceptor Model(s)which achieve or exceed the user defined water quality objective for each site ' within the project are listed in the below Sizing Summary table. Site Name ' Recommended Stormceptor ModelSTC 450i Target TSS Removal 80.0 TSS Removal (%) Provided 81 ' PSDFine Distribution Rainfall Station HARTFORD WSO AIRPORT The recommended Stormceptor model achieves the water quality objectives based on the selected ' inputs, historical rainfall records and selected particle size distribution. Stormceptor . Summary ' Stormceptor Model %TSS Removal Provided STC 900 87 ' STC 1200 87 STC 1800 87 ' STC 2400 90 STC 3600 91 STC 4800 93 ' STC 6000 93 STC 7200 94 ' STC 11000 96 STC 13000 96 STC 16000 97 ' StormceptorMAX Custom ' Stormceptor Detailed Sizing Report—Page 1 of 7 Stormceptor® - Stormceptor The Stormceptor oil and sediment separator is sized to treat stormwater runoff by removing pollutants through gravity separation and flotation.Stormceptor's patented design generates positive TSS removal for each rainfall event, including large storms. Significant levels of pollutants such as heavy metals,free oils and nutrients are prevented from entering ' natural water resources and the re-suspension of previously captured sediment(scour)does not occur. Stormceptor provides a high level of TSS removal for small frequent storm events that represent the majority of annual rainfall volume and pollutant load. Positive treatment continues for large infrequent events, however,such events have little impact on the average annual TSS removal as they represent a small percentage of the total runoff volume and ' pollutant load. Design Methodology Stormceptor is sized using PCSWMM for Stormceptor, a continuous simulation model based on US EPA SWMM.The ' program calculates hydrology using local historical rainfall data and specified site parameters.With US EPA SWMM's precision,every Stormceptor unit is designed to achieve a defined water quality objective.The TSS removal data presented follows US EPA guidelines to reduce the average annual TSS load.The Stormceptor's unit process for TSS removal is settling. The settling model calculates TSS removal by analyzing: ' •Site parameters •Continuous historical rainfall data, including duration,distribution, peaks&inter-event dry periods • Particle size distribution,and associated settling velocities(Stokes Law,corrected for drag) ' •TSS load •Detention time of the system Hydrology Analysis PCSWMM for Stormceptor calculates annual hydrology with the US EPA SWMM and local continuous historical rainfall data. Performance calculations of Stormceptor are based on the average annual removal of TSS for the selected site parameters.The Stormceptor is engineered to capture sediment particles by treating the required average annual runoff volume,ensuring positive removal efficiency is maintained during each rainfall event,and preventing negative removal efficiency(scour). , Smaller recurring storms account for the majority of rainfall events and average annual runoff volume,as observed in the historical rainfall data analyses presented in this section. Rainfall Station Connecticut 8990 HARTFORD WSO 2282 5 AIRPORT ' 3456 43.9 41°56'17"N,72°40'57"W 136.3 160 784.6 ' 52 1361.E •Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor,which uses the EPA Rainfall and Runoff modules. •Design estimates listed are only representative of specific project requirements based on total suspended solids(TSS)removal ' defined by the selected PSD,and based on stable site conditions only,after construction is completed. •For submerged applications or sites specific to spill control,please contact your local Stormceptor representative for further design assistance. Stormceptor Detailed Sizing Report—Page 2 of 7 ' Imoker Stormcep tor® "!�t Drainage Area Up Stream Storage 1.09 0.000 0.000 Water Quality Objective 0.70 1 No No Removing the smallest fraction of particulates from runoff ensures the majority of pollutants,such as ' metals, hydrocarbons and nutrients are captured. The table below identifies the Particle Size Distribution(PSD)that was selected to define TSS removal for the Stormceptor design. 20.0 20.0 1. 30 ' 60.0 20.0 1.80 150.0 20.0 2.20 400.0 20.0 2.65 ' 2000.0 20.0 2.65 Storm r D — cepto Detailed Sizing Report Page 3 of 7 Stormc e/ • Site Name 1. Site Details Drainage Area Infiltration Parameters 0• Horton's equation Is used to estimate infiltration 65.0 2.44 Surface Characteristics 0.4 436.00 0.00055 0.0 0.02 Evaporation 0.015 Stormceptor Dry Weather Flow Maintenance Frequency Winter Months TSS Loading Parameters Buildup/VVash-off Parameters TSS Availability Parameters Detailed Stormce tor® Cumulative Runoff Volume by Runoff Rate ' 0.035 1461625 4125277 26.2 0.141 3054126 2533058 54.7 0.318 4171589 1416218 74.7 0.565 4832636 754547 86.5 0.883 5180951 405735 92.7 ' 1.271 5354362 231938 95.9 1.730 5446809 139408 97.5 ' 2.260 5499233 86905 98.4 2.860 5530945 55168 99.0 3.531 5551557 34523 99.4 ' 4.273 5564675 21393 99.6 5.085 5573386 12675 99.8 5.968 5579385 6675 99.9 6.922 5582711 3344 99.9 7.946 j 5584396 1658 100.0 Cumulative Runoff Volume by Runoff Rate ' For area: 1.09(ac),imperviousness:65.0%,rainfall station: HARTFORD WSO AIRPORT 100 90 70 m ' 60 E 0 50 ' 40 To E 30 ' 20 ' 10 0 O N A Of QJ Flow(cft) ' Stormceptor Detailed Sizing Report—Page 5 of 7 Stormce tor® Rainfall Event Analysis 0.25 6653 74.0 414 18.1 ' 0.50 961 10.7 350 15.3 0.75 507 5.6 312 13.7 , 1.00 287 3.2 246 10.8 1.25 204 2.3 229 10.0 1.50 133 1.5 183 8.0 1.75 86 1.0 138 6.0 2.00 45 0.5 84 3.7 ' 2.25 34 0.4 72 3.2 2.50 19 0.2 46 2.0 2.75 13 0.1 34 1.5 , 3.00 18 0.2 52 2.3 3.25 14 0.2 43 1.9 ' 3.50 5 0.1 17 0.7 3.75 1 0.0 4 0.2 4.00 1 0.0 4 0.2 , 4.25 2 0.0 8 0.4 4.50 1 0.0 4 0.2 , 4.75 1 0.0 5 0.2 5.00 0 0.0 0 0.0 ' 5.25 1 0.0 5 0.2 5.50 1 0.0 5 0.2 5.75 0 0.0 0 0.0 , 6.00 1 0.0 6 0.3 6.25 0 0.0 0 0.0 ' 6.50 0 0.0 0 0.0 6.75 0 0.0 0 0.0 7.00 0 0.0 0 0.0 ' 7.25 0 0.0 0 0.0 7.50 1 0.0 7 0.3 , 7.75 0 0.0 0 0.0 8.00 0 0.0 0 0.0 8.25 0 0.0 0 0.0 , 8.25 1 0.0 14 0.6 Stormceptor Detailed Sizing Report-Page 6 of 7 ' Stormce tor® N Wmkff Frequency of Occurence by Rainfall Depths ' 98 91 77 70 63 5 56 0 49 42 35 28 21 14 7 ' 0 O N A O CO ' Rain Depth(in) For Stormceptor Specifications and Drawings Please Visit: ' http://www.imbriumsystems.com/technical-specifications ' Stormce for Detailed Sizing Report—Page 7 of 7 P 9 P 9 FLOWT FL O TO POND WETLAND/ST EAM 3R 1 TOTAL FLOW OFF 1 SITE. 1 Subea# Reach on Ljn{( Routing Diagram for BPIII-PREDEVELOPMENT ❑ Prepared by Design Professionals,Inc., Printed 10/26/2016 HydroCADO 10.00-16 s/n 09320 0 2015 HydroCAD Software Solutions LLC ' BPIII-PREDEVELOPMENT Type M 24-hr 2 Year-Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 10/26/2016 ' HydroCADS 10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Pane 2 Summary for Subcatchment 1 S: FLOWTO WETLAND/STREAM ' Runoff = 5.24 cfs @ 12.30 hrs, Volume= 0.523 af, Depth> 1.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=5.00-20.00 hrs, dt= 0.05 hrs ' Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (ac) CN Description ' 1.200 98 Paved parking, HSG C 0.820 70 Woods, Good, HSG C 3.100 74 >75%Grass cover, Good, HSG C 5.120 79 Weighted Average ' 3.920 76.56% Pervious Area 1.200 23.44% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 12.6 140 0.0210 0.19 Sheet Flow, ' Grass: Short n=0.150 P2=3.20" 2.6 170 0.0240 1.08 Shallow Concentrated Flow, Short Grass Pasture Kv 7.0 fps 5.2 450 0.0220 1.45 145.01 Channel Flow, ' Area= 100.0 sf Perim= 102.0' r=0.98' n= 0.150 Sheet flow over Short Grass 20.4 760 Total ' Summary for Subcatchment 2S: FLOW TO POND ' Runoff = 1.81 cfs @a 12.17 hrs, Volume= 0.150 af, Depth> 0.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" ' Area (ac) CN Description 0.050 98 Paved parking, HSG C ' 0.640 70 Woods, Good, HSG C 1.330 74 >75%Grass cover, Good, HSG C 2.020 73 Weighted Average ' 1.970 97.52% Pervious Area 0.050 2.48% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 210 0.0620 0.31 Sheet Flow, Grass: Short n=0.150 P2=3.20" 1 BPIII-PREDEVELOPMENT Type M 24-hr 2 Year-Hartford Rainfall=3.20" ' Prepared by Design Professionals, Inc. Printed 10/26/2016 HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 3 ' Summary for Reach 3R: TOTAL FLOW OFF SITE. Inflow Area= 7.140 ac, 17.51% Impervious, Inflow Depth > 1.13" for 2 Year- Hartford event , Inflow = 6.68 cfs Qa 12.27 hrs, Volume= 0.673 of Outflow = 6.68 cfs @ 12.27 hrs, Volume= 0.673 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span=5.00-20.00 hrs, dt=0.05 hrs , ' BPIII-PREDEVELOPMENT Type M 24-hr 10 Year-Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 10/26/2016 ' HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 1 S: FLOWTO WETLAND/STREAM ' Runoff = 10.17 cfs @ 12.29 hrs, Volume= 1.007 af, Depth> 2.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=5.00-20.00 hrs, dt= 0.05 hrs ' Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area(ac) CN Description ' 1.200 98 Paved parking, HSG C 0.820 70 Woods, Good, HSG C 3.100 74 >75%Grass cover, Good, HSG C ' 5.120 79 Weighted Average 3.920 76.56%Pervious Area 1.200 23.44% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.6 140 0.0210 0.19 Sheet Flow, Grass: Short n=0.150 P2=3.20" 2.6 170 0.0240 1.08 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.2 450 0.0220 1.45 145.01 Channel Flow, 1 Area= 100.0 sf Perim= 102.0' r=0.98' n=0.150 Sheet flow over Short Grass 20.4 760 Total ' Summary for Subcatchment 2S: FLOW TO POND ' Runoff = 3.99 cfs @ 12.16 hrs, Volume= 0.318 af, Depth> 1.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" ' Area(ac) CN Description 0.050 98 Paved parking, HSG C ' 0.640 70 Woods, Good, HSG C 1.330 74 >75%Grass cover, Good, HSG C 2.020 73 Weighted Average ' 1.970 97.52% Pervious Area 0.050 2.48% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 210 0.0620 0.31 Sheet Flow, Grass: Short n=0.150 P2=3.20" BPIII-PREDEVELOPMENT Type 11124-hr 10 Year-Hartford Rainfall=4.70" , Prepared by Design Professionals, Inc. Printed 10/26/2016 HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Pane 5 ' Summary for Reach 3R: TOTAL FLOW OFF SITE. Inflow Area= 7.140 ac, 17.51% Impervious, Inflow Depth > 2.23" for 10 Year- Hartford event , Inflow = 13.31 cfs @ 12.25 hrs, Volume= 1.324 of Outflow = 13.31 cfs @ 12.25 hrs, Volume= 1.324 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span=5.00-20.00 hrs, dt=0.05 hrs , t ' BPIII-PREDEVELOPMENT Type M 24-hr 25 Year-Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 10/26/2016 ' HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 1 S: FLOWTO WETLAND/STREAM ' Runoff = 12.94 cfs Qa 12.28 hrs, Volume= 1.285 af, Depth> 3.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs ' Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area(ac) CN Description ' 1.200 98 Paved parking, HSG C 0.820 70 Woods, Good, HSG C 3.100 74 >75%Grass cover, Good, HSG C 5.120 79 Weighted Average 3.920 76.56% Pervious Area 1.200 23.44% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.6 140 0.0210 0.19 Sheet Flow, Grass: Short n= 0.150 P2=3.20" 2.6 170 0.0240 1.08 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.2 450 0.0220 1.45 145.01 Channel Flow, ' Area= 100.0 sf Perim= 102.0' r=0.98' n=0.150 Sheet flow over Short Grass 20.4 760 Total ' Summary for Subcatchment 2S: FLOW TO POND ' Runoff = 5.26 cfs @a 12.16 hrs, Volume= 0.418 af, Depth> 2.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" ' Area(ac) CN Description 0.050 98 Paved parking, HSG C ' 0.640 70 Woods, Good, HSG C 1.330 74 >75%Grass cover, Good, HSG C 2.020 73 Weighted Average 1.970 97.52% Pervious Area ' 0.050 2.48% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 210 0.0620 0.31 Sheet Flow, Grass: Short n=0.150 P2=3.20" BPIII-PREDEVELOPMENT Type M 24-hr 25 Year-Hartford Rainfall=5.50" ' Prepared by Design Professionals, Inc. Printed 10/26/2016 HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 7 ' Summary for Reach 3R: TOTAL FLOW OFF SITE. Inflow Area= 7.140 ac, 17.51% Impervious, Inflow Depth > 2.86" for 25 Year- Hartford event , Inflow = 17.08 cfs @ 12.25 hrs, Volume= 1.702 of Outflow = 17.08 cfs @ 12.25 hrs, Volume= 1.702 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method, Time Span=5.00-20.00 hrs, dt=0.05 hrs , 1 1 ' BPIII-PREDEVELOPMENT Type 11124-hr 100 Year-Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 10/26/2016 ' HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 1 S: FLOWTO WETLAND/STREAM ' Runoff = 17.89 cfs Qa 12.28 hrs, Volume= 1.791 af, Depth> 4.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt=0.05 hrs ' Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area(ac) CN Description ' 1.200 98 Paved parking, HSG C 0.820 70 Woods, Good, HSG C 3.100 74 >75%Grass cover, Good, HSG C ' 5.120 79 Weighted Average 3.920 76.56% Pervious Area 1.200 23.44% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.6 140 0.0210 0.19 Sheet Flow, Grass: Short n=0.150 P2=3.20" 2.6 170 0.0240 1.08 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 5.2 450 0.0220 1.45 145.01 Channel Flow, ' Area= 100.0 sf Perim= 102.0' r=0.98' n=0.150 Sheet flow over Short Grass 20.4 760 Total ' Summary for Subcatchment 2S: FLOW TO POND ' Runoff = 7.60 cfs @ 12.16 hrs, Volume= 0.603 af, Depth> 3.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" ' Area(ac) CN Description 0.050 98 Paved parking, HSG C ' 0.640 70 Woods, Good, HSG C 1.330 74 >75%Grass cover, Good, HSG C 2.020 73 Weighted Average ' 1.970 97.52% Pervious Area 0.050 2.48% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 11.3 210 0.0620 0.31 Sheet Flow, Grass: Short n=0.150 P2=3.20" BPIII-PREDEVELOPMENT Type 11124-hr 100 Year-Hartford Rainfall=6.90" ' Prepared by Design Professionals, Inc. Printed 10/26/2016 HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 9 , Summary for Reach 3R: TOTAL FLOW OFF SITE. Inflow Area= 7.140 ac, 17.51% Impervious, Inflow Depth > 4.02" for 100 Year- Hartford event , Inflow = 23.87 cfs @ 12.24 hrs, Volume= 2.395 of Outflow = 23.87 cfs @ 12.24 hrs, Volume= 2.395 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method, Time Span=5.00-20.00 hrs, dt=0.05 hrs ' 2P /LCM LG10 --DO LfJM L� Q � 0 1 O 0 i1S-__""-D� renoosu�.l Lcs.+a� ® �+•�� ®A�Lcuno LCNI 1CAn LCa1a � ° AGM LpM MFIL TIGN LGAI+1 ® �RROOF /--'� It LG1f11 ICMa iGIB ® PR 1pll 1WOIf4]HOF ® +RIIOOF A I+pOF o / WIIMY +2 6 °laves Lc�w\ \ ° \\d +n noacw+u \ ® ® ���DDD l LCM6 O MfIL 19$ ItiLL It' /28 mec n 11DJF LGm7 1100E AfOFNO °FiTM11011 ®�� ' 11@ENM LCMII LGMIa 111E IICN ��® IGIw 1c1w+v 18S �17 owlaaw ro O � Lcaao wa]1wo 878 rww LCI1L0 mcaro ' O vlwarowau �� 18 ,� enoloe�ea°x )lnwroevsw Stabcat Reach on [Link Routing Diagrtin for BPIII-Post ❑ Prepared by Design Professionals,Inc., Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 ®2015 HydroCAD Software Solutions LLC i BPIII-Post Type M 24-hr 2 Year-Hartford Rainfall=3.20" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 2 ' Summary for Subcatchment IS: FLOW TO BASIN Runoff = 2.54 cfs @ 12.09 hrs, Volume= 0.185 af, Depth= 2.00" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" ' Area (sf) CN Description 20,466 74 >75%Grass cover, Good, HSG C ' 27,964 98 Paved parking, HSG C 48,430 88 Weighted Average 20,466 42.26% Pervious Area 27,964 57.74% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) , 6.0 Direct Entry, Summary for Subcatchment 2S: LCA#2 , Runoff = 1.68 cfs @ 12.09 hrs, Volume= 0.122 af, Depth= 1.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs ' Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description ' 21,446 74 >75%Grass cover, Good, HSG C 16,351 98 Paved parking, HSG C 37,797 84 Weighted Average ' 21,446 56.74% Pervious Area 16,351 43.26% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc= 6.0 min , Summary for Subcatchment 3S: ROOF TOP Runoff = 0.41 cfs @ 12.09 hrs, Volume= 0.034 af, Depth= 2.97" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" , Area (sf) CN Description 5,913 98 Roofs, HSG C ' 5,913 100.00% Impervious Area ' BPIII-Post Type N 24-hr 2 Year- Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 3 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, Summary for Subcatchment 4S: FLOW TO WOU ' Runoff = 2.67 cfs @ 12.09 hrs, Volume= 0.196 af, Depth= 2.17" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area(sf) CN Description 30,973 98 Paved parking, HSG C 16,377 74 >75%Grass cover, Good, HSG C 47,350 90 Weighted Average ' 16,377 34.59% Pervious Area 30,973 65.41% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 5S: LCA#3 Runoff = 0.03 cfs @ 12.10 hrs, Volume= 0.002 af, Depth= 1.15" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" ' Area(sf) CN Description 960 74 >75%Grass cover, Good, HSG C 88 98 Paved parking, HSG C ' 1,048 76 Weighted Average 960 91.60% Pervious Area 88 8.40% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, Summary for Subcatchment 6S: LCA#4 ' Runoff = 0.02 cfs @ 12.10 hrs, Volume= 0.001 af, Depth= 1.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt= 0.05 hrs ' Type III 24-hr 2 Year- Hartford Rainfall=3.20" BPIII-Post Type M 24-hr 2 Year-Hartford Rainfall=3.20" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 4 ' Area(sf) CN Description 533 74 >75%Grass cover, Good, HSG C 12 98 Paved parking, HSG C , 545 75 Weighted Average 533 97.80% Pervious Area 12 2.20% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, , Summary for Subcatchment 8S: LCA#9 Runoff = 0.10 cfs @ 12.10 hrs, Volume= 0.007 af, Depth= 1.40" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs , Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description 2,106 74 >75%Grass cover, Good, HSG C ' 646 98 Paved parking, HSG C 2,752 80 Weighted Average 2,106 76.53%Pervious Area ' 646 23.47% Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 9S: LCA99 Runoff = 0.02 cfs @ 12.09 hrs, Volume= 0.002 af, Depth= 1.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area(sf) CN Description , 310 74 >75%Grass cover, Good, HSG C 231 98 Water Surface, HSG C 541 84 Weighted Average , 310 57.30% Pervious Area 231 42.70% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' ' BPIII-Post Type ///24-hr 2 Year-Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 10S: LCA#7 Runoff = 0.01 cfs @ 12.10 hrs, Volume= 0.001 af, Depth= 1.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs ' Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description ' 235 74 >75%Grass cover, Good, HSG C 71 98 Paved parking, HSG C 306 80 Weighted Average ' 235 76.80% Pervious Area 71 23.20% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 11 S: LCA#6 Runoff = 0.02 cfs @ 12.10 hrs, Volume= 0.001 af, Depth= 1.09" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" ' Area (sf) CN Description 545 74 >75%Grass cover, Good, HSG C 30 98 Paved parking, HSG C 575 75 Weighted Average 545 94.78% Pervious Area 30 5.22% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 12S: ROOF AND COURTYARD ' Runoff = 0.71 cfs @ 12.09 hrs, Volume= 0.055 af, Depth= 2.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area(sf) CN Description 803 74 >75%Grass cover, Good, HSG C ' 9,738 98 Paved parking, HSG C 10,541 96 Weighted Average 803 7.62% Pervious Area ' 9,738 92.38% Impervious Area BPIII-Post Type 1/124-hr 2 Year-Hartford Rainfall=3.20" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 6 ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 135: OVERLAND FLOW TO WETLAND Runoff = 0.77 cfs @ 12.10 hrs, Volume= 0.060 af, Depth= 0.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt= 0.05 hrs ' Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description 7,360 74 >75%Grass cover, Good, HSG C ' 1,268 98 Paved parking, HSG C 25,000 70 Woods, Good, HSG C 33,628 72 Weighted Average 32,360 96.23% Pervious Area 1,268 3.77% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 17AS: LCA#20 Runoff = 0.12 cfs @ 12.10 hrs, Volume= 0.008 af, Depth= 1.40" , Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" ' Area (sf) CN Description 2,402 74 >75%Grass cover, Good, HSG C 750 98 Paved parking, HSG C , 3,152 80 Weighted Average 2,402 76.21% Pervious Area 750 23.79% Impervious Area , Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 19S: ROOF Runoff = 0.27 cfs @ 12.09 hrs, Volume= 0.022 af, Depth= 2.97" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs ' Type III 24-hr 2 Year- Hartford Rainfall=3.20" BPIII-Post Type///24-hr 2 Year-Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 7 Area (sf) CN Description ' 3,941 98 Paved parking, HSG C 3,941 100.00% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 2OS: LCA W Runoff = 0.09 cfs @ 12.10 hrs, Volume= 0.007 af, Depth= 1.27" tRunoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" ' Area (sf) CN Description 2,234 74 >75%Grass cover, Good, HSG C 467 98 Paved parking, HSG C ' 2,701 78 Weighted Average 2,234 82.71% Pervious Area 467 17.29% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc =6.0 min Summary for Subcatchment 22S: LCM21 ' Runoff = 0.09 cfs @ 12.09 hrs, Volume= 0.007 af, Depth= 1.54" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description ' 1,513 74 >75%Grass cover, Good, HSG C 719 98 Paved parking, HSG C 2,232 82 Weighted Average ' 1,513 67.79% Pervious Area 719 32.21% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, BPIII-Post Type 111 24-hr 2 Year-Hartford Rainfall=3.20" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 8 ' Summary for Subcatchment 23AS: 1/2 ROOF AREA Runoff = 0.18 cfs @ 12.09 hrs, Volume= 0.014 af, Depth= 2.97 ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" ' Area(sf) CN Description 2,538 98 Paved parking, HSG C ' 2,538 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc=6.0 min Summary for Subcatchment 23BS: 1/2 ROOF AREA Runoff = 0.18 cfs Qa 12.09 hrs, Volume= 0.014 af, Depth= 2.97 , Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description , 2,538 98 Paved parking, HSG C 2,538 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, ' 5.0 0 Total, Increased to minimum Tc=6.0 min Summary for Subcatchment 25S: LCA#5 ' Runoff = 0.17 cfs @ 12.10 hrs, Volume= 0.012 af, Depth= 1.40" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00 48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description ' 3,414 74 >75%Grass cover, Good, HSG C 1,089 98 Paved parking, HSG C , 4,503 80 Weighted Average 3,414 75.82% Pervious Area 1,089 24.18% Impervious Area ' BP111-Post Type N 24-hr 2 Year-Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD®10.00-16 s/n 09320 ®2015 HydroCAD Software Solutions LLC Page 9 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, Summary for Subcatchment 26: LCA#1 Runoff = 1.54 cfs @ 12.09 hrs, Volume= 0.112 af, Depth= 1.61" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description ' 22,239 74 >75%Grass cover, Good, HSG C 14,154 98 Paved parking, HSG C 36,393 83 Weighted Average ' 22,239 61.11% Pervious Area 14,154 38.89% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, ' 5.0 0 Total, Increased to minimum Tc=6.0 min Summary for Subcatchment 27S: LCA#13 ' Runoff = 0.16 cfs @ 12.10 hrs, Volume= 0.012 af, Depth= 1.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs ' Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description ' 3,290 74 >75%Grass cover, Good, HSG C 1,183 98 Paved parking, HSG C 4,473 80 Weighted Average 3,290 73.55% Pervious Area ' 1,183 26.45% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 28AS: 1/2 ROOF Runoff = 0.18 cfs @ 12.09 hrs, Volume= 0.014 af, Depth= 2.97" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" BPIII-Post Type 111 24-hr 2 Year-Hartford Rainfall=3.20" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 10 ' Area(sf) CN Description 2,533 98 Paved parking, HSG C 2,533 100.00% Impervious Area , Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) , 6.0 Direct Entry, Summary for Subcatchment 29S: COURTYAR AND 1/2 ROOF ' Runoff = 0.25 cfs @ 12.09 hrs, Volume= 0.019 af, Depth= 2.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs ' Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description ' 868 74 >75%Grass cover,Good, HSG C 3,146 98 Paved parking, HSG C 4,014 93 Weighted Average 868 21.62% Pervious Area 3,146 78.38% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3OS: LCA#16 ' Runoff = 0.07 cfs @ 12.09 hrs, Volume= 0.005 af, Depth= 1.91" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area(sf) CN Description 654 74 >75%Grass cover, Good, HSG C 826 98 Paved parking, HSG C ' 1,480 87 Weighted Average 654 44.19% Pervious Area 826 55.81% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' BPIII-Post Type 111 24-hr 2 Year-Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCADS 10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 32S: LCA#17 ' Runoff = 0.08 cfs @ 12.09 hrs, Volume= 0.006 af, Depth= 1.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs ' Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description 1,095 74 >75%Grass cover, Good, HSG C 704 98 Paved parking, HSG C 1,799 83 Weighted Average 1,095 60.87% Pervious Area ' 704 39.13% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 33S: 1LCA#14 Runoff = 0.03 cfs @ 12.09 hrs, Volume= 0.002 af, Depth= 1.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" ' Area(sf) CN Description 386 74 >75%Grass cover, Good, HSG C 326 98 Paved parking, HSG C 712 85 Weighted Average 386 54.21% Pervious Area 326 45.79% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc=6.0 min Summary for Subcatchment 34AS: ROOF ' Runoff = 0.14 cfs @ 12.09 hrs, Volume= 0.011 af, Depth= 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area(sf) CN Description ' 1,965 98 Paved parking, HSG C 1,965 100.00%Impervious Area BPIII-Post Type N 24-hr 2 Year-Hartford Rainfall=3.20" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD810.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 12 ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, , Summary for Subcatchment 34BS: ROOF Runoff = 0.14 cfs @ 12.09 hrs, Volume= 0.011 af, Depth= 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" ' Area(sf) CN Description 1,965 98 Paved parking, HSG C ' 1,965 100.00% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 35AS: LCA#19 , Runoff = 0.03 cfs @ 12�10 hrs, Volume= 0.002 af, Depth= 1.09" , Runoff by SCS TR-20 method, UH SCS, Weighted CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area(sf) CN Description , 907 74 >75%Grass cover, Good, HSG C 57 98 Paved parking, HSG C ' 964 75 Weighted Average 907 94.09% Pervious Area 57 5.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 35BS: LCA#18 Runoff = 0.03 cfs @ 12.10 hrs, Volume= 0.002 af, Depth= 1.09" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area(sf) CN Description 907 74 >75%Grass cover, Good, HSG C , 57 98 Paved parking, HSG C 964 75 Weighted Average 907 94.09% Pervious Area ' 57 5.91% Impervious Area ' BPIII-Post Type M 24-hr 2 Year-Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD010.00-16 s/n 09320 02015 HVdroCAD Software Solutions LLC Page 13 Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 37S: OVERLAND FLOW TO-POND Runoff = 0.58 cfs @ 12.10 hrs, Volume= 0.045 af, Depth= 0.98" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" ' Area(sf) CN Description 12,762 70 Woods, Good, HSG C 10,000 74 >75%Grass cover, Good, HSG C ' 965 98 Paved parking, HSG C 23,727 73 Weighted Average 22,762 95.93% Pervious Area ' 965 4.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, Summary for Subcatchment 43S: COURTYARD AND TWO HALFS OF ROOF Runoff = 0.43 cfs @ 12.09 hrs, Volume= 0.033 af, Depth= 2.54" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area(sf) CN Description ' 985 74 >75%Grass cover, Good, HSG C 5,720 98 Paved parking, HSG C 6,705 94 Weighted Average ' 985 14.69% Pervious Area 5,720 85.31% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc= 6.0 min ' Summary for Subcatchment 44S: 1/2 ROOF ' Runoff = 0.18 cfs @ 12.09 hrs, Volume= 0.014 af, Depth= 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs ' Type III 24-hr 2 Year- Hartford Rainfall=3.20" BPIII-Post Type 111 24-hr 2 Year-Hartford Rainfall=3.20" , Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 14 ' Area(sf) CN Description 2,538 98 Paved parking, HSG C 2,538 100.00% Impervious Area , Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, Summary for Subcatchment 45S: LCA#15 ' Runoff = 0.04 cfs @ 12.10 hrs, Volume= 0.003 af, Depth= 1.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs , Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description , 709 74 >75%Grass cover, Good, HSG C 317 98 Paved parking, HSG C 1,026 81 Weighted Average , 709 69.10% Pervious Area 317 30.90% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 46S: LCA2#12 Runoff = 0.06 cfs @ 12.10 hrs, Volume= 0.005 af, Depth= 1.34" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area (sf) CN Description , 1,438 74 >75%Grass cover, Good, HSG C 360 98 Paved parking, HSG C , 1,798 79 Weighted Average 1,438 79.98% Pervious Area 360 20.02% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' ' BPIII-Post Type 111 24-hr 2 Year-Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 47S: LCA#11 ' Runoff = 0.03 cfs @ 12.09 hrs, Volume= 0.002 af, Depth= 1.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt= 0.05 hrs ' Type III 24-hr 2 Year- Hartford Rainfall=3.20" Area(sf) CN Description ' 434 74 >75%Grass cover, Good, HSG C 251 98 Paved parking, HSG C 685 83 Weighted Average 434 63.36% Pervious Area ' 251 36.64% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 48S: LCA#10 Runoff = 0.09 cfs @ 12.10 hrs, Volume= 0.006 af, Depth= 1.47" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" ' Area (sf) CN Description 1,651 74 >75%Grass cover, Good, HSG C 635 98 Paved parking, HSG C ' 2,286 81 Weighted Average 1,651 72.22% Pervious Area 635 27.78% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 49S: ROOF ' Runoff = 0.14 cfs @ 12.09 hrs, Volume= 0.011 af, Depth= 2.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 2 Year- Hartford Rainfall=3.20" ' Area(sf) CN Description 1,966 98 Paved parking, HSG C 1,966 100.00% Impervious Area BPIII-Post Type 111 24-hr 2 Year-Hartford Rainfall=3.20" , Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Pape 16 ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, , 5.0 0 Total, Increased to minimum Tc=6.0 min Summary for Reach 3R: DEIGN POINT ' Inflow Area= 7.094 ac, 46.92% Impervious, Inflow Depth = 0.85" for 2 Year- Hartford event Inflow = 6.35 cfs @ 12.12 hrs, Volume= 0.502 of ' Outflow = 6.35 cfs @ 12.12 hrs, Volume= 0.502 af, Atten= 0%, Lag=0.0 min Routing by Stor-Ind+Trans method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Summary for Pond 2P: LCAn Inflow Area= 0.868 ac, 43.26% Impervious, Inflow Depth = 1.68" for 2 Year- Hartford event , Inflow = 1.68 cfs @ 12.09 hrs, Volume= 0.122 of Outflow = 1.68 cfs @ 12.10 hrs, Volume= 0.122 af, Atten=0%, Lag=0.3 min Discarded = 0.05 cfs @ 12.10 hrs, Volume= 0.043 of , Primary = 1.64 cfs @ 12.10 hrs, Volume= 0.079 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 124.38'@ 12.10 hrs Surf.Area=779 sf Storage= 147 cf ' Plug-Flow detention time= 15.0 min calculated for 0.122 of (100%of inflow) Center-of-Mass det. time= 15.0 min (844.6 - 829.6 ) I Volume Invert Avail.Storage Storage Description #1 124.00' 1,032 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 ' 125.00 2,064 1,032 1,032 Device Routing Invert Outlet Devices , #1 Discarded 124.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 124.33' 2.4"x 2.4"Horiz. Orifice/Grate X 60.00 C=0.600 Limited to weir flow at low heads Placarded OutFlow Max=0.05 cfs @ 12.10 hrs HW=124.38' (Free Discharge) ' 1_Exflltration (Exfiltration Controls 0.05 cfs) Qrimary OutFlow Max=1.62 cfs @ 12.10 hrs HW=124.38' (Free Discharge) ' 2=Orifice/Grate (Weir Controls 1.62 cfs @ 0.71 fps) ' BPIII-Post Type N 24-hr 2 Year- Hartford Rainfall=3.20- Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 17 Summary for Pond 5P: LCA#3 ' Inflow Area= 0.024 ac, 8.40% Impervious, Inflow Depth = 1.15" for 2 Year- Hartford event Inflow = 0.03 cfs @ 12.10 hrs, Volume= 0.002 of Outflow = 0.02 cfs @ 12.21 hrs, Volume= 0.002 af, Atten=22%, Lag=6.7 min ' Discarded 0.01 cfs @ 12.21 hrs, Volume= 0.002 of Primary 0.02 cfs @ 12.21 hrs, Volume= 0.000 of ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 125.34'@ 12.21 hrs Surf.Area= 111 sf Storage= 19 cf Plug-Flow detention time=24.0 min calculated for 0.002 of (100%of inflow) ' Center-of-Mass det. time= 24.0 min (879.6 - 855.6) Volume Invert Avail.Storage Storage Description ' #1 125.00' 162 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 125.00 0 0 0 126.00 323 162 162 ' Device Routing Invert Outlet Devices #1 Discarded 125.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 125.33' 12.0"Horiz. Orifice/Grate C=0.600 ' Limited to weir flow at low heads Placarded OutFlow Max-0.01 cfs @ 12.21 hrs HW 125.34' (Free Discharge) 'r-1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.02 cfs @ 12.21 hrs HW=125.34' (Free Discharge) 2_Orifice/Grate (Weir Controls 0.02 cfs @ 0.37 fps) ' Summary for Pond 6P: LCA#4 ' Inflow Area= 0.013 ac, 2.20% Impervious, Inflow Depth = 1.09" for 2 Year- Hartford event Inflow 0.02 cfs @ 12.10 hrs, Volume= 0.001 of Outflow 0.00 cfs @ 12.46 hrs, Volume 0.001 af, Atten 67%, Lag 21.7 min Discarded = 0.00 cfs @ 12.46 hrs, Volume= 0.001 of ' Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 125.26'@ 12.46 hrs Surf.Area=86 sf Storage= 11 cf ' Plug-Flow detention time= 19.5 min calculated for 0.001 of (100%of inflow) Center-of-Mass det.time= 19.5 min (878.3 - 858.8 ) ' Volume Invert Avail.Storage Storage Description #1 125.00' 162 cf Custom Stage Data(Prismatic) Listed below(Recalc) BPIII-Post Type///24-hr 2 Year-Hartford Rainfall=3.20" , Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 18 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 125.00 0 0 0 ' 126.00 323 162 162 Device Routing Invert Outlet Devices ' #1 Discarded 125.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 125.33' 12.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads Discarded Outflow Max=0.00 cfs @ 12.46 hrs HW=125.26' (Free Discharge) ' t1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary Outflow Max=0.00 cfs @ 0.00 hrs HW=125.00' (Free Discharge) ' t2=Orifice/Grate (Controls 0.00 cfs) Summary for Pond 8P: LCM9 ' Inflow Area= 0.063 ac, 23.47% Impervious, Inflow Depth = 1.40" for 2 Year- Hartford event Inflow = 0.10 cfs @ 12.10 hrs, Volume= 0.007 of ' Outflow = 0.10 cfs @ 12.12 hrs, Volume= 0.007 af, Aften=0%, Lag= 1.6 min Discarded = 0.01 cfs @ 12.12 hrs, Volume= 0.005 of Primary = 0.09 cfs @ 12.12 hrs, Volume= 0.002 of ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 122.37'@ 12.12 hrs Surf.Area=238 sf Storage=44 cf Plug-Flow detention time=22.5 min calculated for 0.007 of (100%of inflow) , Center-of-Mass det. time=22.5 min (865.2-842.8 ) Volume Invert Avail.Storage Storage Description ' #1 122.00' 319 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 123.00 638 319 319 ' Device Routing Invert Outlet Devices #1 Discarded 122.00' 2.500 in/hr Exfiltration over Surface area ' #2 Primary 122.33' 12.0" Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads Qiscarded OutFlow Max=0.01 cfs @ 12.12 hrs HW=122.37' (Free Discharge) ' 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.08 cfs @ 12.12 hrs HW=122.37' (Free Discharge) ' t2=Orifice/Grate (Weir Controls 0.08 cfs @ 0.65 fps) ' BPIII-Post Type 111 24-hr 2 Year-Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Pape 19 Summary for Pond 9P: LCA#8 ' Inflow Area= 0.012 ac, 42.70% Impervious, Inflow Depth = 1.68" for 2 Year- Hartford event Inflow = 0.02 cfs @ 12.09 hrs, Volume= 0.002 of Outflow = 0.02 cfs @ 12.10 hrs, Volume= 0.002 af, Atten= 1%, Lag=0.2 min ' Discarded 0.00 cfs @ 12.10 hrs, Volume= 0.001 of Primary 0.02 cfs @ 12.10 hrs, Volume= 0.001 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt= 0.05 hrs/3 Peak Elev= 122.90'@ 12.10 hrs Surf.Area=21 sf Storage=4 cf Plug-Flow detention time=22.0 min calculated for 0.002 of (100%of inflow) ' Center-of-Mass det.time=21.7 min (851.3 - 829.6) Volume Invert Avail.Storage Storage Description ' #1 122.50' 27 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 122.50 0 0 0 123.50 53 27 27 ' Device Routing Invert Outlet Devices #1 Primary 122.88' 12.0"Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads ' #2 Discarded 122.50' 2.500 in/hr Exfiltration over Surface area Qiscarded OutFlow Max 0.00 cfs @ 12.10 hrs HW 122.90' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) ' Primary aryOutFlow Max=0.02 cfs @ 12.10 hrs HW=122.90' (Free Discharge) 1_Orifice/Grate (Weir Controls 0.02 cfs @ 0.42 fps) ' Summary for Pond 10P: LCA#7 ' Inflow Area= 0.007 ac, 23.20% Impervious, Inflow Depth = 1.40" for 2 Year=Hartford event Inflow 0.01 cfs @ 12.10 hrs, Volume= 0.001 of Outflow - 0.01 cfs @ 12.12 hrs, Volume= 0.001 af, Atten- 0%, Lag= 1.4 min Discarded = 0.00 cfs @ 12.10 hrs, Volume= 0.001 of ' Primary = 0.01 cfs @ 12.12 hrs, Volume= 0.000 of Routing by Stor-Ind method,Time Span=0.00-48.00 hrs, dt=0.05 hrs/3 Peak Elev= 122.89'@ 12.10 hrs Surf.Area=26 sf Storage=5 cf ' Plug-Flow detention time=28.1 min calculated for 0.001 of (100%of inflow) Center-of-Mass det.time=26.7 min (869.5-842.8 ) ' Volume Invert Avail.Storage Storage Description #1 122.50' 34 cf Custom Stage Data(Prismatic) Listed below(Recalc) BPIII-Post Type M 24-hr 2 Year-Hartford Rainfall=3.20" , Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 20 , Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.50 0 0 0 , 123.50 68 34 34 Device Routing Invert Outlet Devices ' #1 Primary 122.88' 12.0"Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads #2 Discarded 122.50' 2.500 in/hr Exfiltration over Surface area L-iscarded OutFlow Max=0.00 cfs @ 12.10 hrs HW=122.89' (Free Discharge) ' 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.01 cfs @ 12.12 hrs HW=122.89' (Free Discharge) ' L1=Orifice/Grate (Weir Controls 0.01 cfs @ 0.30 fps) Summary for Pond 11 P: LCAN , Inflow Area= 0.013 ac, 5.22% Impervious, Inflow Depth = 1.09" for 2 Year- Hartford event Inflow = 0.02 cfs @ 12.10 hrs, Volume= 0.001 of , Outflow = 0.01 cfs @ 12.17 hrs, Volume= 0.001 af, Atten=9%, Lag=4.0 min Discarded = 0.00 cfs @ 12.17 hrs, Volume= 0.001 of Primary = 0.01 cfs @ 12.17 hrs, Volume= 0.000 of , Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs/3 Peak Elev= 122.34'@ 12.17 hrs Surf.Area=48 sf Storage=8 cf Plug-Flow detention time=29.2 min calculated for 0.001 of (99%of inflow) Center-of-Mass det. time=24.8 min (883.7-858.8 ) Volume Invert Avail.Storage Storage Description ' #1 122.00' 70 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store , (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 123.00 139 70 70 ' Device Routing Invert Outlet Devices #1 Primary 122.33' 12.0"Horiz. Orifice/Grate C=0.600 ' Limited to weir flow at low heads #2 Discarded 122.00' 2.500 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 12.17 hrs HW=122.34' (Free Discharge) , 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.01 cfs @ 12.17 hrs HW=122.34' (Free Discharge) ' L1=Orifice/Grate (Weir Controls 0.01 cfs @ 0.32 fps) ' BPIII-Post Type 111 24-hr 2 Year- Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Pane 21 Summary for Pond 14P: INFILTRATION TRENCH#2 ' Inflow Area= 2.375 ac, 49.16% Impervious, Inflow Depth = 0.84" for 2 Year- Hartford event Inflow = 2.94 cfs @ 12.16 hrs, Volume= 0.166 of Outflow = 2.86 cfs @ 12.21 hrs, Volume= 0.166 af, Atten=3%, Lag= 2.5 min ' Discarded 0.07 cfs @ 12.21 hrs, Volume= 0.039 of Primary 2.79 cfs @ 12.21 hrs, Volume= 0.127 of ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 117.60'@ 12.21 hrs Surf.Area=736 sf Storage=580 cf Plug-Flow detention time= 7.9 min calculated for 0.166 of(100%of inflow) ' Center-of-Mass det.time= 7.9 min ( 763.1 -755.2 ) Volume Invert Avail.Storage Storage Description ' #1 116.25' 657 cf 4.00'W x 184.001 x 4.00'H Prismatoid 2,944 cf Overall - 1,301 cf Embedded = 1,643 cf x 40.0%Voids #2 116.75' 1,301 cf 36.0" Round Pipe Storage Inside#1 L= 184.0' ' 1,958 cf Total Available Storage Device Routing Invert Outlet Devices ' #1 Primary 116.75' 15.0" Round Culvert L=45.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 116.75'/114.16' S=0.0576'/' Cc=0.900 n= 0.012, Flow Area= 1.23 sf #2 Device 1 116.75' 15.0"Vert. Orifice/Grate C=0.600 ' #3 Discarded 116.25' 2.500 in/hr Exfiltration over Wetted area #4 Device 1 119.50' 4.0'long Sharp-Crested Rectangular Weir 2 End Contractions) Pscarded OutFlow Max=0.07 cfs @ 12.21 hrs HW=117.60' (Free Discharge) 3_Exfiltration (Exfiltration Controls 0.07 cfs) ' Primary OutFlow Max=2.78 cfs @ 12.21 hrs HW=117.60' (Free Discharge) L =Culvert (Controls 2.78 cfs) 2=Orifice/Grate (Orifice Controls 2.78 cfs @ 3.14 fps) ' -Sharp-Crested Rectangular Weir (Controls 0.00 cfs) Summary for Pond 18P: LCAM ' Inflow Area= 0.072 ac, 23.79% Impervious, Inflow Depth = 1.40" for 2 Year- Hartford event Inflow = 0.12 cfs @ 12.10 hrs, Volume= 0.008 of Outflow = 0.12 cfs @ 12.10 hrs, Volume= 0.008 af, Atten= 0%, Lag=0.3 min ' Discarded _ 0.00 cfs @ 12.10 hrs, Volume= 0.003 of Primary 0.11 cfs @ 12.10 hrs, Volume= 0.006 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs,dt=0.05 hrs Peak Elev= 120.93'@ 12.10 hrs Surf.Area=50 sf Storage= 11 cf Plug-Flow detention time= 17.0 min calculated for 0.008 of (100%of inflow) ' Center-of-Mass det.time= 17.1 min (859.9 -842.8 ) BPIII-Post Type 11124-hr 2 Year-Hartford Rainfal1=3.20" , Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 22 , Volume Invert Avail.Storage Storage Description #1 120.50' 59 cf Custom Stage Data(Prismatic) Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 120.50 0 0 0 121.50 117 59 59 Device Routing Invert Outlet Devices , #1 Discarded 120.50' 2.500 in/hr Exfiltration over Surface area #2 Primary 120.88' 12.0"Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads ' Qiscarded OutFlow Max=0.00 cfs @ 12.10 hrs HW=120.93' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) , Primary OutFlow Max=0.11 cfs @ 12.10 hrs HW=120.93' (Free Discharge) t2=Orifice/Grate (Weir Controls 0.11 cfs @ 0.73 fps) Summary for Pond 20P: LCA#23 Inflow Area= 0.062 ac, 17.29% Impervious, Inflow Depth = 1.27" for 2 Year- Hartford event ' Inflow = 0.09 cfs @ 12.10 hrs, Volume= 0.007 of Outflow = 0.07 cfs @ 12.17 hrs, Volume= 0.007 af, Atten= 19%, Lag=4.4 min Discarded = 0.01 cfs @ 12.17 hrs, Volume= 0.005 of ' Primary = 0.06 cfs @ 12.17 hrs, Volume= 0.001 of Routing by Stor-Ind method,Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 122.40'@ 12.17 hrs Surf.Area=239 sf Storage=48 cf ' Plug-Flow detention time= 24.2 min calculated for 0.007 of (100%of inflow) Center-of-Mass det.time= 24.2 min (873.4-849.2) , Volume Invert Avall.Storage Storage Description #1 122.00' 74 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 122.50 296 74 74 t Device Routing Invert Outlet Devices #1 Discarded 122.00' 2.500 in/hr Exfiltration over Surface area , #2 Primary 122.33' 18.0"Vert.Orifice/Grate X 2.00 C=0.600 Iiscarded OutFlow Max=0.01 cfs @ 12.17 hrs HW=122.40' (Free Discharge) , 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.05 cfs @ 12.17 hrs HW=122.40' (Free Discharge) t2=Orifice/Grate (Orifice Controls 0.05 cfs @ 0.90 fps) , ' BPIII-Post Type 111 24-hr 2 Year- Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 23 Summary for Pond 22P: LCA#21 1 Inflow Area= 0.051 ac, 32.21% Impervious, Inflow Depth = 1.54" for 2 Year- Hartford event Inflow = 0.09 cfs @ 12.09 hrs, Volume= 0.007 of Outflow = 0.09 cfs @ 12.10 hrs, Volume= 0.007 af, Atten=0%, Lag= 0.4 min ' Discarded 0.00 cfs @ 12.10 hrs, Volume= 0.003 of Primary 0.09 cfs @ 12.10 hrs, Volume= 0.004 of ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 122.37'@ 12.10 hrs Surf.Area=62 sf Storage= 11 cf Plug-Flow detention time= 17.3 min calculated for 0.007 of (100%of inflow) ' Center-of-Mass det. time= 17.3 min (853.6-836.3 ) Volume Invert Avail.Storage Storage Description_ #1 122.00' 21 cf Custom Stage Data(Prismatic) Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 122.00 0 0 0 122.50 83 21 21 ' Device Routing Invert Outlet Devices #1 Discarded 122.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 122.33' 12.0"Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.00 cfs @ 12.10 hrs HW=122.37' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) ' Primary tFl Ouow Max=0.09 cfs @ 12.10 hrs HW=122.37' (Free Discharge) 2_Orifice/Grate (Weir Controls 0.09 cfs @ 0.67 fps) ' Summary for Pond 24P: INFILTRATION TRENCH #6 Inflow Area= 0.172 ac, 49.85% Impervious, Inflow Depth = 1.37" for 2 Year- Hartford event ' Inflow 0.29 cfs @ 12.11 hrs, Volume= 0.020 of Outflow 0.24 cfs @ 12.18 hrs, Volume= 0.020 af, Atten= 18%, Lag=4.0 min Discarded = 0.02 cfs @ 12.18 hrs, Volume= 0.010 of ' Primary = 0.22 cfs @ 12.18 hrs, Volume= 0.009 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs,dt= 0.05 hrs Peak Elev= 119.44' @ 12.18 hrs Surf.Area=231 sf Storage=83 cf ' Plug-Flow detention time=7.6 min calculated for 0.020 of (100%of inflow) Center-of-Mass det.time=7.6 min (761.8-754.2 ) BPIII-Post Type Ill 24-hr 2 Year-Hartford Rainfall=3.20" , Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD@ 10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 24 ' Volume Invert Avail.Storage Storage Description #1 118.80' 180 cf 3.00'W x 77.001 x 3.00'H Prismatoid 693 cf Overall -242 cf Embedded =451 cf x 40.0%Voids ' #2 119.00, 242 cf 24.0" Round Pipe Storage Inside#1 L=77.0' 422 cf Total Available Storage , Device Routing Invert Outlet Devices #1 Primary 119.00' 4.0"Vert.Orifice/Grate C= 0.600 ' #2 Discarded 118.80' 2.500 in/hr Exfiltration over Wetted area #3 Primary 121.30' 4.0'long Sharp-Crested Rectangular Weir 2 End Contraction(s) Discarded OutFlow Max=0.02 cfs @ 12.18 hrs HW=119.44' (Free Discharge) ' t2=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.22 cfs @ 12.18 hrs HW=119.44' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.22 cfs @ 2.50 fps) L3=Sharp-Crested Rectangular Weir (Controls 0.00 cfs) Summary for Pond 25P: WAN ' Inflow Area= 0.103 ac, 24.18% Impervious, Inflow Depth = 1.40" for 2 Year- Hartford event Inflow = 0.17 cfs @ 12.10 hrs, Volume= 0.012 of ' Outflow = 0.16 cfs @ 12.11 hrs, Volume= 0.012 af, Atten=2%, Lag= 1.1 min Discarded = 0.01 cfs @ 12.11 hrs, Volume= 0.008 of Primary = 0.15 cfs @ 12.11 hrs, Volume= 0.004 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs ' Peak Elev= 124.39'@ 12.11 hrs Surf.Area=250 sf Storage= 49 cf Plug-Flow detention time=21.6 min calculated for 0.012 of (100%of inflow) ' Center-of-Mass det.time=21.6 min (864.4-842.8 ) Volume Invert Avail.Storage Storage Description ' #1 124.00' 322 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store , (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 125.00 644 322 322 ' Device Routing Invert Outlet Devices #1 Discarded 124.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 124.33' 12.0"Horiz. Orifice/Grate C=0.600 ' Limited to weir flow at low heads J)Iscarded OutFlow Max=0.01 cfs @ 12.11 hrs HW=124.39' (Free Discharge) ' 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.14 cfs @ 12.11 hrs HW=124.39' (Free Discharge) t2=Orifice/Grate (Weir Controls 0.14 cfs @ 0.78 fps) BPIII-Post Type N 24-hr 2 Year- Hartford Rainfall=3.20- Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 25 Summary for Pond 26P: LCM ' Inflow Area= 0.835 ac, 38.89%Impervious, Inflow Depth = 1.61" for 2 Year- Hartford event Inflow = 1.54 cfs @ 12.09 hrs, Volume= 0.112 of Outflow = 1.55 cfs @ 12.10 hrs, Volume= 0.112 af, Atten= 0%, Lag=0.3 min ' Discarded = 0.06 cfs @ 12.10 hrs, Volume= 0.048 of Primary 1.49 cfs @ 12.10 hrs, Volume= 0.064 of Routing by Stor-Ind method,Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 123.92'@ 12.10 hrs Surf.Area=978 sf Storage=208 cf Plug-Flow detention time= 19.5 min calculated for 0.112 of (100%of inflow) ' Center-of-Mass det. time= 19.6 min (852.5-832.9 ) Volume Invert Avail.Storage Storage Description #1 123.50' 1,151 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 123.50 0 0 0 124.50 2,302 1,151 1,151 ' Device Routing Invert Outlet Devices #1 Discarded 123.50' 2.500 in/hr Exfiltration over Surface area #2 Primary 123.88' 2.4"x 2.4"Horiz.Orifice/Grate X 60.00 C=0.600 ' Limited to weir flow at low heads Qiscarded OutFlow Max=0.06 cfs @ 12.10 hrs HW=123.92' (Free Discharge) 'r-1=Exfiltration (Exfiltration Controls 0.06 cfs) Pr imary OutFlow Max=1.48 cfs @ 12.10 hrs HW=123.92' (Free Discharge) 2_Orifice/Grate (Weir Controls 1.48 cfs @ 0.69 fps) ' Summary for Pond 27P: LCM 3 Inflow Area= 0.103 ac, 26.45% Impervious, Inflow Depth = 1.40" for 2 Year- Hartford event Inflow 0.16 cfs @ 12.10 hrs, Volume= 0.012 of Outflow = 0.13 cfs @ 12.17 hrs, Volume= 0.012 af, Atten=23%, Lag=4.6 min Discarded = 0.02 cfs @ 12.17 hrs, Volume= 0.009 of ' Primary = 0.10 cfs @ 12.17 hrs, Volume= 0.003 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs ' Peak Elev= 124.44'@ 12.17 hrs Surf.Area=410 sf Storage=90 cf Plug-Flow detention time=24.6 min calculated for 0.012 of (100%of inflow) Center-of-Mass det.time=24.6 min (867.4-842.8 ) ' Volume Invert Avail.Storage Storage Description #1 124.00' 468 cf Custom Stage Data(Prismatic) Listed below(Recalc) BPIII-Post Type 11124-hr 2 Year-Hartford Rainfall=3.20" i Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 26 , Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 , 125.00 935 468 468 Device Routing Invert Outlet Devices ' #1 Discarded 124.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 124.33' 12.0"Vert.Orifice/Grate X 2.00 C=0.600 Discarded OutFlow Max=0.02 cfs @ 12.17 hrs HW=124.44' (Free Discharge) ' 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.10 cfs @ 12.17 hrs HW=124.44' (Free Discharge) , 2=Orifice/Grate (Orifice Controls 0.10 cfs @ 1.11 fps) Summary for Pond 29P: INFILTRATION TRENCH#3 ' Inflow Area= 0.544 ac, 65.46% Impervious, Inflow Depth = 1.76" for 2 Year- Hartford event Inflow = 1.10 cfs @ 12.10 hrs, Volume= 0.080 of Outflow = 0.33 cfs @ 12.45 hrs, Volume= 0.080 af, Atten=70%, Lag=21.0 min ' Discarded = 0.15 cfs @ 12.45 hrs, Volume= 0.062 of Primary = 0.18 cfs @ 12.45 hrs, Volume= 0.017 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt=0.05 hrs/3 ' Peak Elev= 121.72'@ 12.45 hrs Surf.Area= 1,413 sf Storage=979 cf Plug-Flow detention time=27.1 min calculated for 0.079 of(100%of inflow) Center-of-Mass det. time=27.1 min ( 794.5- 767.4 ) Volume Invert Avail.Storage Storage Description ' #1 120.50' 1,104 cf 3.00'W x 471.00%x 3.00'H Prismatoid 4,239 cf Overall - 1,480 cf Embedded =2,759 cf x 40.0%Voids #2 121.00' 1,480 cf 24.0" Round Pipe Storage Inside#1 ' L=471.0' 2,583 cf Total Available Storage Device Routing Invert Outlet Devices , #1 Primary 121.00' 3.0"Vert.Orifice/Grate C= 0.600 #2 Discarded 120.50' 2.500 In/hr Exfiltration over Wetted area #3 Primary 123.30' 4.0' long Sharp-Crested Rectangular Weir 2 End Contractions) ' Discarded OutFlow Max=0.15 cfs @ 12.45 hrs HW=121.72' (Free Discharge) t2=Exfiltration (Exfiltration Controls 0.15 cfs) Primary OutFlow Max=0.18 cfs @ 12.45 hrs HW=121.72' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.18 cfs @ 3.72 fps) t3' = Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) ' ' BPIII-Post Type N 24-hr 2 Year-Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Pape 27 Summary for Pond 3OP: LCA#16 ' Inflow Area= 0.034 ac, 55.81% Impervious, Inflow Depth = 1.91" for 2 Year- Hartford event Inflow = 0.07 cfs @ 12.09 hrs, Volume= 0.005 of Outflow = 0.07 cfs @ 12.10 hrs, Volume= 0.005 af, Atten=0%, Lag=0.4 min ' Discarded 0.00 cfs @ 12.10 hrs, Volume= 0.003 of Primary 0.07 cfs @ 12.10 hrs, Volume= 0.003 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 122.37'@ 12.10 hrs Surf.Area=61 sf Storage= 11 cf Plug-Flow detention time= 18.0 min calculated for 0.005 of (100%of inflow) ' Center-of-Mass det. time= 18.0 min (836.9-818.9) Volume Invert Avail.Storage Storage Description ' #1 122.00' 21 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 122.00 0 0 0 122.50 83 21 21 Device Routing Invert Outlet Devices #1 Discarded 122.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 122.33' 12.0"Horiz. Orifice/Grate C=0.600 ' Limited to weir flow at low heads Placarded Outflow Max=0.00 cfs @ 12.10 hrs HW=122.37' (Free Discharge) 2-1-Exfiltration (Exfiltration Controls 0.00 cfs) rimaryOutFlow Max=0.07 cfs @ 12.10 hrs HW=122.37' (Free Discharge) 2_Orifice/Grate (Weir Controls 0.07 cfs @ 0.62 fps) ' Summary for Pond 31 P: INFILTRATION TRENCH#5 ' Inflow Area= 1.204 ac, 62.86% Impervious, Inflow Depth = 0.73" for 2 Year- Hartford event Inflow 0.91 cfs @ 12.12 hrs, Volume= 0.074 of Outflow 0.46 cfs @ 12.52 hrs, Volume= 0.074 af, Atten=49%, Lag=24.2 min Discarded = 0.10 cfs @ 12.52 hrs, Volume= 0.037 of ' Primary = 0.35 cfs @ 12.52 hrs, Volume= 0.037 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt= 0.05 hrs ' Peak Elev= 118.08'@ 12.52 hrs Surf.Area=855 sf Storage=789 cf Plug Flow detention time=22.5 min calculated for 0.074 of (100%of inflow) Center-of-Mass det.time=22.5 min ( 779.1 - 756.6) BPIII-Post Type 11124-hr 2 Year- Hanford Rainfall=3.20" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 28 ' Volume Invert Avail.Storage Storage Description #1 116.70' 525 cf 2.50'W x 342.001 x 3.50'H Prismatold 2,993 cf Overall - 1,679 cf Embedded = 1,314 cf x 40.0%Voids ' #2 117.20' 1,679 cf 30.0" Round Pipe Storage Inside#1 L=342.0' 2,204 cf Total Available Storage ' Device Routing Invert Outlet Devices #1 Device 4 117.20' 4.0"Vert.Orifice/Grate C=0.600 ' #2 Discarded 116.70' 2.500 in/hr Exfiltration over Wetted area #3 Device 4 119.75' 4.0'long Sharp-Crested Rectangular Weir 2 End Contraction(s) #4 Primary 114.90' 12.0" Round Culvert L= 12.0' CPP, square edge headwall, Ke= 0.500 , Inlet/Outlet Invert= 114.90'/ 114.30' S=0.0500'/' Cc= 0.900 n=0.012, Flow Area=0.79 sf Discarded OutFlow Max=0.10 cfs @ 12.52 hrs HW=118.08' (Free Discharge) ' 2=Exfiltration (Exfiltration Controls 0.10 cfs) Primary OutFlow Max=0.35 cfs @ 12.52 hrs HW=118.08' (Free Discharge) ' =Culvert (Passes 0.35 cfs of 6.19 cfs potential flow) 1=Orifice/Grate (Orifice Controls 0.35 cfs @ 4.06 fps) 3--Sharp-Crested Rectangular Weir (Controls 0.00 cfs) ; Summary for Pond 32P. LCA#17 Inflow Area= 0.041 ac, 39.13% Impervious, Inflow Depth = 1.61" for 2 Year- Hartford event Inflow = 0.08 cfs @ 12.09 hrs, Volume= 0.006 of Outflow = 0.08 cfs @ 12.10 hrs, Volume= 0.006 af, Atten=0%, Lag=0.3 min Discarded = 0.00 cfs @ 12.10 hrs, Volume= 0.002 of , Primary = 0.07 cfs @ 12.10 hrs, Volume= 0.003 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 122.29' @ 12.10 hrs Surf.Area=48 sf Storage=7 cf ' Plug-Flow detention time= 12.5 min calculated for 0.006 of (100%of inflow) Center-of-Mass det. time= 12.5 min (845.5- 832.9 ) I Volume Invert Avail.Storage Storage Description #1 122.00' 21 cf Custom Stage Data(Prismatic) Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 1 122.50 83 21 21 Device Routing Invert Outlet Devices ' #1 Discarded 122.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 122.25' 12.0"Horiz. 122.33 C=0.600 Limited to weir flow at low heads ' BPIII-Post Type 1/124-hr 2 Year-Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 29 4iscarded OutFlow Max=0.00 cfs Qa 12.10 hrs HW=122.29' (Free Discharge) ' 1=Exfiltration (Exfiltration Controls 0.00 cfs) rimary OutFlow Max=0.07 cfs @ 12.10 hrs HW=122.29' (Free Discharge) ' 2=122.33 (Weir Controls 0.07 cfs @ 0.63 fps) Summary for Pond 33P: LCA#14 ' Inflow Area= 0.016 ac, 45.79% Impervious, Inflow Depth = 1.76" for 2 Year- Hartford event Inflow = 0.03 cfs @ 12.09 hrs, Volume= 0.002 of Outflow = 0.03 cfs @ 12.10 hrs, Volume= 0.002 af, Atten=0%, Lag= 0.6 min ' Discarded 0.00 cfs @ 12.10 hrs, Volume= 0.002 of Primary 0.03 cfs @ 12.10 hrs, Volume= 0.001 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs,dt=0.05 hrs Peak Elev= 124.35'@ 12.10 hrs Surf.Area= 60 sf Storage= 10 cf Plug-Flow detention time=20.9 min calculated for 0.002 of (100%of inflow) ' Center-of-Mass det. time=20.9 min (847.0-826.1 ) Volume Invert Avail.Storage Storage Description ' #1 124.00' 86 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 124.00 0 0 0 125.00 171 86 86 ' Device Routing Invert Outlet Devices #1 Discarded 124.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 124.33' 12.0"Horiz Orifice/Grate C=0.600 ' Limited to weir flow at low heads Qiscarded OutFlow Max=0.00 cfs @ 12.10 hrs HW=124.35' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) ' rimaryOutFlow Max=0.03 cfs @ 12.10 hrs HW=124.35' (Free Discharge) 2_Orlfice/Grate (Weir Controls 0.03 cfs @ 0.46 fps) ' Summary for Pond 35BP: LCA#18 ' Inflow Area= 0.022 ac, 5.91% Impervious, Inflow Depth = 1.09" for 2 Year- Hartford event Inflow 0.03 cfs @ 12.10 hrs, Volume= 0.002 of Outflow - 0.02 cfs @ 12.20 hrs, Volume= 0.002 af, Atten= 18%, Lag=6.3 min Discarded = 0.01 cfs @ 12.21 hrs, Volume= 0.002 of ' Primary = 0.02 cfs @ 12.20 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs BPIII-Post Type 111 24-hr 2 Year-Hartford Rainfall=3.20" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 30 ' Peak Elev= 122.34'@ 12.21 hrs Surf.Area=91 sf Storage= 16 cf Plug-Flow detention time=24.0 min calculated for 0.002 of (100%of inflow) I Center-of-Mass det.time=24.0 min (882.8 - 858.8 ) Volume Invert Avail.Storage Storage Description ' #1 122.00' 33 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 122.00 0 0 0 122.50 132 33 33 Device Routing Invert Outlet Devices ' #1 Discarded 122.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 122.33' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Iiscarded OutFlow Max=0.01 cfs @ 12.21 hrs HW=122.34' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) ' Primary OutFlow Max=0.02 cfs @ 12.20 hrs HW=122.34' (Free Discharge) L2=Orifice/Grate (Weir Controls 0.02 cfs @ 0.38 fps) Summary for Pond 35P: LCA#19 ' Inflow Area= 0.022 ac, 5.91% Impervious, Inflow Depth = 1.09" for 2 Year- Hartford event , Inflow = 0.03 cfs @ 12.10 hrs, Volume= 0.002 of Outflow = 0.01 cis @ 12.48 hrs, Volume= 0.002 af, Atten=70%, Lag=23.0 min Discarded = 0.01 cfs @ 12.48 hrs, Volume= 0.002 of ' Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt=0.05 hrs , Peak Elev= 122.30'@ 12.48 hrs Surf.Area= 141 sf Storage=21 cf Plug-Flow detention time=22.9 min calculated for 0.002 of (100%of inflow) Center-of-Mass det.time= 22.9 min (881.7- 858.8 ) I Volume Invert Avail.Storage Storage Description #1 122.00' 58 cf Custom Stage Data(Prismatic) Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 , 122.50 232 58 58 Device Routing Invert Outlet Devices , #1 Discarded 122.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 122.33' 12.0"Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads ' BPIII-Post Type M 24-hr 2 Year-Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 31 Iscarded OutFlow Max=0.01 cfs @ 12.48 hrs HW=122.30' (Free Discharge) ' 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=122.00' (Free Discharge) ' 2=Orifice/Grate (Controls 0.00 cfs) Summary for Pond 37P: INFILTRATION TRENCH#4 ' Inflow Area= 0.802 ac, 64.470/6 Impervious, Inflow Depth = 0.81" for 2 Year- Hartford event Inflow = 0.66 cfs @ 12.11 hrs, Volume= 0.054 of Outflow = 0.36 cfs @ 12.41 hrs, Volume= 0.054 af, Atten=44%, Lag= 17.8 min ' Discarded 0.07 cfs @ 12.41 hrs, Volume= 0.029 of Primary 0.29 cfs @ 12.41 hrs, Volume= 0.025 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt= 0.05 hrs/3 Peak Elev= 119.65' @ 12.41 hrs Surf.Area= 717 sf Storage=454 cf Plug-Flow detention time= 19.0 min calculated for 0.054 of (100%of inflow) ' Center-of-Mass det. time= 19.0 min (788.8 - 769.9) Volume Invert Avail.Storage Storage Description ' #1 118.50' 560 cf 3.00'W x 239.001 x 3.00'H Prismatoid 2,151 cf Overall - 751 cf Embedded = 1,400 cf x 40.0%Voids #2 119.00, 751 cf 24.0" Round Pipe Storage Inside#1 L=239.0' 1,311 cf Total Available Storage Device Routing Invert Outlet Devices ' #1 Primary 119.00' 4.0"Vert.Orifice/Grate C=0.600 #2 Discarded 118.50' 2.500 in/hr Exfiltration over Wetted area #3 Primary 121.20' 4.0'long Sharp-Crested Rectangular Weir 2 End Contractions) ' Discarded OutFlow Max=0.07 cfs @ 12.41 hrs HW=119.64' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.07 cfs) ' F mary OutFlow Max=0.29 cfs @ 12.41 hrs HW=119.64' (Free Discharge) 1_Orifice/Grate (Orifice Controls 0.29 cfs @ 3.33 fps) 3_Sharp-Crested Rectangular Weir (Controls 0.00 cfs) ' Summary for Pond 45P: LCA#15 ' Inflow Area= 0.024 ac, 30.90% Impervious, Inflow Depth = 1.47" for 2 Year- Hartford event Inflow 0.04 cfs @ 12.10 hrs, Volume= 0.003 of Outflow 0.03 cfs @ 12.17 hrs, Volume= 0.003 af, Atten=21%, Lag=4.5 min Discarded = 0.01 cfs @ 12.17 hrs, Volume= 0.002 of ' Primary = 0.02 cfs @ 12.17 hrs, Volume= 0.001 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs BPIII-Post Type 111 24-hr 2 Year-Hartford Rainfall=3.20" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD810.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 32 ' Peak Elev= 124.41'@ 12.17 hrs Surf.Area= 110 sf Storage=22 cf Plug-Flow detention time=23.9 min calculated for 0.003 of (100%of inflow) I Center-of-Mass det.time=23.9 min (863.4-839.5) Volume Invert Avail.Storage Storage Description ' #1 124.00' 136 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) , 124.00 0 0 0 125.00 272 136 136 Device Routing Invert Outlet Devices ' #1 Discarded 124.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 124.33' 12.0"Vert. Orifice/Grate C=0.600 ' Discarded Outflow Max 0.01 cfs @ 12.17 hrs HW=124.40' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary ary OutFlow Max=0.02 cfs @ 12.17 hrs HW=124.40' (Free Discharge) ' 2_Orifice/Grate (Orifice Controls 0.02 cfs @ 0.92 fps) Summary for Pond 46P: LCM2 ' Inflow Area= 0.041 ac, 20.02% Impervious, Inflow Depth = 1.34" for 2 Year- Hartford event Inflow = 0.06 cfs @ 12.10 hrs, Volume= 0.005 of ' Outflow = 0.03 cfs @ 12.27 hrs, Volume= 0.005 af, Atten=48%, Lag= 10.7 min Discarded = 0.01 cfs @ 12.27 hrs, Volume= 0.004 of Primary = 0.02 cfs @ 12.27 hrs, Volume= 0.001 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 124.95' @ 12.27 hrs Surf.Area=203 sf Storage=45 cf Plug-Flow detention time=30.2 min calculated for 0.005 of (100%of inflow) , Center-of-Mass det. time=30.2 min (876.1 - 846.0 ) Volume Invert Avail.Storage Storage Description ' #1 124.50' 227 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.50 0 0 0 125.50 454 227 227 , Device Routing Invert Outlet Devices #1 Discarded 124.50' 2.500 in/hr Exfiltration over Surface area ' #2 Primary 124.88' 12.0"Vert. Orifice/Grate C=0.600 ' BPIII-Post Type M 24-hr 2 Year-Hartford Rainfall=3.20" Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCADS 10.00-16 s/n 09320 ®2015 HydroCAD Software Solutions LLC Page 33 Qiscarded Outflow Max=0.01 cfs @ 12.27 hrs HW=124.95' (Free Discharge) ' 1=Exfiltration (Exfiltration Controls 0.01 cfs) Qrimary OutFlow Max=0.02 cfs @ 12.27 hrs HW=124.95' (Free Discharge) ' 2=Orifice/Grate (Orifice Controls 0.02 cfs @ 0.88 fps) Summary for Pond 47P: LCM 1 ' Inflow Area= 0.016 ac, 36.64% Impervious, Inflow Depth = 1.61" for 2 Year- Hartford event Inflow = 0.03 cfs @ 12.09 hrs, Volume= 0.002 of Outflow = 0.03 cfs @ 12.14 hrs, Volume= 0.002 af, Atten=4%, Lag=2.9 min ' Discarded 0.00 cfs @ 12.14 hrs, Volume= 0.002 of Primary 0.02 cfs @ 12.14 hrs, Volume= 0.000 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 124.90' @ 12.14 hrs Surf.Area= 75 sf Storage= 15 cf Plug-Flow detention time=26.1 min calculated for 0.002 of (100%of inflow) ' Center-of-Mass dot.time=26.1 min (859.0 - 832.9 ) Volume Invert Avail.Storage Storage Description ' #1 124.50' 95 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 124.50 0 0 0 125.50 190 95 95 ' Device Routing Invert Outlet Devices #1 Discarded 124.50' 2.500 in/hr Exfiltration over Surface area #2 Primary 124.88' 12.0"Horiz. Orifice/Grate C=0.600 ' Limited to weir flow at low heads Discarded OutFlow Max=0.00 cfs @ 12.14 hrs HW=124.90' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) PrimaryOutFlow Max=0.02 cfs @ 12.14 hrs HW=124.90' (Free Discharge) 2_Orlfice/Grate (Weir Controls 0.02 cfs @ 0.42 fps) ' Summary for Pond 48P: LCM O ' Inflow Area= 0.052 ac, 27.78% Impervious, Inflow Depth = 1.47" for 2 Year=Hartford event Inflow 0.09 cfs @ 12.10 hrs, Volume= 0.006 of Outflow - 0.09 cfs @ 12.11 hrs, Volume= 0.006 af, Atten-2%, Lag 0.8 min Discarded = 0.01 cfs @ 12.11 hrs, Volume= 0.004 of ' Primary = 0.08 cfs @ 12.11 hrs, Volume= 0.002 of Routing by Stor-Ind method,Time Span= 0.00-48.00 hrs, dt=0.05 hrs BPIII-Post Type 111 24-hr 2 Year-Hartford Rainfall=3.20" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 34 ' Peak Elev= 124.37'@ 12.11 hrs Surf.Area= 155 sf Storage=28 cf Plug-Flow detention time=21.8 min calculated for 0.006 of (100%of inflow) I Center-of-Mass det. time= 21.8 min (861.3 -839.5) Volume Invert Avail.Storage Storage Description , #1 124.00' 210 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 124.00 0 0 0 125.00 420 210 210 Device Routing Invert Outlet Devices , #1 Discarded 124.00' 2.500 In/hr Exfiltration over Surface area #2 Primary 124.33' 12.0"Horiz. Orifice/Grate C=0.600 , Limited to weir flow at low heads Discarded OutFlow Max=0.01 cfs @ 12.11 hrs HW=124.37' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) ' Primary OutFlow Max=0.08 cfs @ 12.11 hrs HW=124.37' (Free Discharge) 'L2=Orifice/Grate (Weir Controls 0.08 cfs @ 0.64 fps) Summary for Pond 49P: INFILTRATION TRENCH#1 ' Inflow Area= 2.070 ac, 44.90% Impervious, Inflow Depth = 1.14" for 2 Year- Hartford event 1 Inflow = 3.89 cfs @ 12.10 hrs, Volume= 0.197 of Outflow = 2.62 cfs @ 12.20 hrs, Volume= 0.197 af, Atten=33%, Lag=5.9 min Discarded = 0.24 cfs @ 12.20 hrs, Volume= 0.089 of , Primary = 2.38 cfs @ 12.20 hrs, Volume= 0.108 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt= 0.05 hrs , Peak Elev= 119.89'@ 12.20 hrs Surf.Area=2,328 sf Storage= 1,922 cf Plug-Flow detention time=20.2 min calculated for 0.197 of (100%of inflow) Center-of-Mass det.time= 20.2 min ( 775.8 - 755.6) 1 Volume Invert Avail.Storage Storage Description #1 118.50' 1,953 cf 3.50'W x 665.00'L x 3.50'H Prismatoid ' 8,146 cf Overall -3,264 cf Embedded =4,882 cf x 40.0%Voids #2 119.00, 3,264 cf 30.0" Round Pipe Storage Inside#1 L=665.0' 5,217 cf Total Available Storage , Device Routing Invert Outlet Devices #1 Primary 119.00' 12.0"Vert.Orifice/Grate C= 0.600 ' #2 Discarded 118.50' 2.500 in/hr Exfiltration over Wetted area #3 Primary 121.60' 4.0'long Sharp-Crested Rectangular Weir 2 End Contraction(s) ' BPIII-Post Type///24-hr 2 Year-Hartford Rainfall=3.2o" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 35 Qiscarded OutFlow Max=0.24 cfs Qa 12.20 hrs HW=119.89' (Free Discharge) ' 2--Exfiltration (Exfiltration Controls 0.24 cfs) rrimary OutFlow Max=2.37 cfs @ 12.20 hrs HW=119.89' (Free Discharge) ' 1=Orifice/Grate (Orifice Controls 2.37 cfs @ 3.21 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 51 P: PROPOSED BASIN ' Inflow Area= 1.112 ac, 57.74% Impervious, Inflow Depth = 2.00" for 2 Year- Hartford event Inflow = 2.54 cfs @ 12.09 hrs, Volume= 0.185 of ' Outflow = 0.59 cfs @ 12.50 hrs, Volume= 0.185 af, Aften=77%, Lag=24.6 min Discarded = 0.17 cfs @ 12.50 hrs, Volume= 0.148 of Primary = 0.42 cfs @ 12.50 hrs, Volume= 0.037 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 117.13'@ 12.50 hrs Surf.Area=2,940 sf Storage=3,084 cf ' Plug-Flow detention time= 134.9 min calculated for 0.185 of(100%of inflow) Center-of-Mass det.time= 134.8 min (949.9 -815.1 ) ' Volume Invert Avail.Storage Storage Description #1 115.70' 6,051 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 115.70 1,341 0 0 116.00 1,716 459 459 ' 117.00 2,807 2,262 2,720 118.00 3,855 3,331 6,051 Device Routing Invert Outlet Devices ' #1 Discarded 115.70' 2.500 in/hr Exfiltration over Surface area #2 Primary 113.50' 150' Round Culvert L= 100.0' CPP, square edge headwall, Ke=0.500 ' Inlet/Outlet Invert= 113.50'/ 113.00' S= 0.0050 '/' Cc= 0.900 n=0.012, Flow Area= 1.23 sf #3 Device 2 116.75' 8.0"Vert. Orifice/Grate C=0.600 ' #4 Primary 117.35' 4.0'long Sharp-Crested Rectangular Weir 2 End Contraction(s) Qiscarded OutFlow Max=0.17 cfs @ 12.50 hrs HW=117.13' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.17 cfs) ' Primary OutFlow Max=0.42 cfs @ 12.50 hrs HW=117.13' (Free Discharge) Culvert (Passes 0.42 cfs of 8.94 cfs potential flow) 3=0rifice/Grate (Orifice Controls 0.42 cfs @ 2.09 fps) =Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) BPIII-Post Type N 24-hr 10 Year-Hartford Rainfall=4.70" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 36 ' Summary for Subcatchment 1 S: FLOW TO BASIN Runoff = 4.23 cfs @a 12.09 hrs, Volume= 0.314 af, Depth= 3.38" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" ' Area (sf) CN Description 20,466 74 >75%Grass cover, Good, HSG C , 27,964 98 Paved parking, HSG C 48,430 88 Weighted Average 20,466 42.26% Pervious Area 27,964 57.74% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) , 6.0 Direct Entry, Summary for Subcatchment 2S: LCA#2 Runoff = 2.97 cfs t7a 12.09 hrs, Volume= 0.217 af, Depth= 3.00" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs ' Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description ' 21,446 74 >75%Grass cover, Good, HSG C 16,351 98 Paved parking, HSG C 37,797 84 Weighted Average , 21,446 56.740/6 Pervious Area 16,351 43.26% Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc= 6.0 min , Summary for Subcatchment 3S: ROOF TOP Runoff = 0.61 cfs Qa 12.09 hrs, Volume= 0.050 af, Depth= 4.46" , Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" , Area(sf) CN Description 5,913 98 Roofs, HSG C ' 5,913 100.00% Impervious Area ' BPIII-Post Type 111 24-hr 10 Year-Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 37 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, Summary for Subcatchment 4S: FLOW TO WOU ' Runoff = 4.33 cfs @ 12.09 hrs, Volume= 0.325 af, Depth= 3.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description ' 30,973 98 Paved parking, HSG C 16,377 74 >75%Grass cover, Good, HSG C 47,350 90 Weighted Average ' 16,377 34.59% Pervious Area 30,973 65.41% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment SS: LCA#3 Runoff = 0.06 cfs @ 12.09 hrs, Volume= 0.005 af, Depth= 2.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" ' Area(sf) CN Description 960 74 >75%Grass cover, Good, HSG C 88 98 Paved parking, HSG C ' 1,048 76 Weighted Average 960 91.60% Pervious Area 88 8.40% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, Summary for Subcatchment 6S: LCA#4 ' Runoff = 0.03 cfs @ 12.09 hrs, Volume= 0.002 af, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs,dt=0.05 hrs ' Type III 24-hr 10 Year- Hartford Rainfall=4.70" BPIII-Post Type N 24-hr 10 Year-Hartford Rainfall=4.70" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Paqe 38 Area (sf) CN Description 533 74 >75%Grass cover, Good, HSG C 12 98 Paved parking, HSG C , 545 75 Weighted Average 533 97.80% Pervious Area 12 2.20% Impervious Area , Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 8S: LCA#9 Runoff = 0.19 cfs @ 12.09 hrs, Volume= 0.014 af, Depth= 2.63" , Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs ' Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description ' 2,106 74 >75%Grass cover, Good, HSG C 646 98 Paved parking, HSG C 2,752 80 Weighted Average 2,106 76.53% Pervious Area , 646 23.47% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 9S: LCA#9 , Runoff = 0.04 cfs @ 12.09 hrs, Volume= 0.003 af, Depth= 3.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs ' Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area(sf) CN Description ' 310 74 >75%Grass cover, Good, HSG C 231 98 Water Surface, HSG C ' 541 84 Weighted Average 310 57.30% Pervious Area 231 42.70% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) - 6.0 Direct Entry, ' ' BPIII-Post Type 111 24-hr 10 Year-Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Paae 39 Summary for Subcatchment 10S: LCA97 ' Runoff = 0.02 cfs @ 12.09 hrs, Volume= 0.002 af, Depth= 2.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area(sf) CN Description ' 235 74 >75%Grass cover, Good, HSG C 71 98 Paved parking, HSG C 306 80 Weighted Average 235 76.80% Pervious Area ' 71 23.20% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 11 S: LCAN Runoff = 0.03 cfs @ 12.09 hrs, Volume= 0.002 af, Depth= 2.21" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" ' Area(sf) CN Description 545 74 >75%Grass cover, Good, HSG C 30 98 Paved parking, HSG C ' 575 75 Weighted Average 545 94.78%Pervious Area 30 5.22% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 12S: ROOF AND COURTYARD ' Runoff = 1.07 cfs @ 12.09 hrs, Volume= 0.085 af, Depth= 4.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" ' Area(sf) CN Description 803 74 >75%Grass cover, Good, HSG C ' 9,738 98 Paved parking, HSG C 10,541 96 Weighted Average 803 7.62% Pervious Area 9,738 92.38% Impervious Area BPIII-Post Type 11124-hr 10 Year-Hartford Rainfall=4.70" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 40 ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, , Summary for Subcatchment 13S: OVERLAND FLOW TO WETLAND Runoff = 1.73 cfs @ 12.10 hrs, Volume= 0.127 af, Depth= 1.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs , Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description 7,360 74 >75%Grass cover, Good, HSG C ' 1,268 98 Paved parking, HSG C 25,000 70 Woods, Good, HSG C 33,628 72 Weighted Average , 32,360 96.23% Pervious Area 1,268 3.77% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 17AS: LCM20 Runoff = 0.22 cfs @ 12.09 hrs, Volume= 0.016 af, Depth= 2.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description , 2,402 74 >75%Grass cover, Good, HSG C 750 98 Paved parking, HSG C , 3,152 80 Weighted Average 2,402 76.21% Pervious Area 750 23.79% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 19S: ROOF Runoff = 0.41 cfs @ 12.09 hrs, Volume= 0.034 af, Depth= 4.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs , Type III 24-hr 10 Year- Hartford Rainfall=4.70" 1 ' BPIII-Post Type 111 24-hr 10 Year-Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 41 Area(sf) CN Description ' 3,941 98 Paved parking, HSG C 3,941 100.00% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 2OS: LCM22 1 Runoff = 0.18 cfs @ 12.09 hrs, Volume= 0.013 af, Depth= 2.46" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" ' Area(sf) CN Description 2,234 74 >75%Grass cover, Good, HSG C 467 98 Paved parking, HSG C ' 2,701 78 Weighted Average 2,234 82.71% Pervious Area 467 17.29% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, ' 5.0 0 Total, Increased to minimum Tc=6.0 min Summary for Subcatchment 22S: LCM21 ' Runoff = 0.17 cfs @a 12.09 hrs, Volume= 0.012 af, Depth= 2.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area(sf) CN Description ' 1,513 74 >75%Grass cover, Good, HSG C 719 98 Paved parking, HSG C 2,232 82 Weighted Average ' 1,513 67.79% Pervious Area 719 32.21% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, 1 1 BPIII-Post Type 111 24-hr 10 Year-Hartford Rainfall=4.70" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 42 , Summary for Subcatchment 23AS: 1/2 ROOF AREA Runoff = 0.26 cfs @ 12.09 hrs, Volume= 0.022 af, Depth= 4.46" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" , Area (sf) CN Description 2,538 98 Paved parking, HSG C , 2,538 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 23BS: 1/2 ROOF AREA ' Runoff = 0.26 cfs @ 12.09 hrs, Volume= 0.022 af, Depth= 4.46" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" ' Area (sf) CN Description 2,538 98 Paved parking, HSG C 2,538 100.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc=6.0 min Summary for Subcatchment 25S: LCAN ' Runoff = 0.31 cfs @ 12.09 hrs, Volume= 0.023 af, Depth= 2.63" , Runoff by SCS TR-20 method, UH=SCS, Weighted CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area(sf) CN Description ' 3,414 74 >75%Grass cover, Good, HSG C 1,089 98 Paved parking, HSG C ' 4,503 80 Weighted Average 3,414 75.82% Pervious Area 1,089 24.18% Impervious Area ' BPIII-Post Type 111 24-hr 10 Year-Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 0 2015 HydroCAD Software Solutions LLC Page 43 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, Summary for Subcatchment 26: LCA#1 ' Runoff = 2.78 cfs @ 12.09 hrs, Volume= 0.202 af, Depth= 2.90" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area(sf) CN Description ' 22,239 74 >75%Grass cover, Good, HSG C 14,154 98 Paved parking, HSG C 36,393 83 Weighted Average ' 22,239 6 1.11% Pervious Area 14,154 38.89% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc=6.0 min ' Summary for Subcatchment 27S: LCA#13 ' Runoff = 0.31 cfs @ 12.09 hrs, Volume= 0.023 af, Depth= 2.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 10 Year-Hartford Rainfall=4.70" Area(sf) CN Description ' 3,290 74 >75%Grass cover, Good, HSG C 1,183 98 Paved parking, HSG C 4,473 80 Weighted Average 3,290 73.55% Pervious Area ' 1,183 26.45% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 28AS: 1/2 ROOF ' Runoff = 0.26 cfs @ 12.09 hrs, Volume= 0.022 af, Depth= 4.46" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" BPIII-Post Type 111 24-hr 10 Year-Hartford Rainfall=4.70" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 44 ' Area (sf) CN Description 2,533 98 Paved parking, HSG C 2,533 100.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, Summary for Subcatchment 29S: COURTYAR AND 1/2 ROOF ' Runoff = 0.39 cfs @ 12.09 hrs, Volume= 0.030 af, Depth= 3.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt= 0.05 hrs ' Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description ' 868 74 >75%Grass cover, Good, HSG C 3,146 98 Paved parking, HSG C 4,014 93 Weighted Average ' 868 21.62% Pervious Area 3,146 78.38% Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3OS: LCA#16 ' Runoff = 0.13 cfs @ 12.09 hrs, Volume= 0.009 af, Depth= 3.29" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description 654 74 >75%Grass cover, Good, HSG C 826 98 Paved parking, HSG C ' 1,480 87 Weighted Average 654 44.19% Pervious Area 826 55.81% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' 1 ' BPIII-Post Type 11124-hr 10 Year-Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 45 Summary for Subcatchment 32S: LCA#17 ' Runoff = 0.14 cfs @a 12.09 hrs, Volume= 0.010 af, Depth= 2.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs ' Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description ' 1,095 74 >75%Grass cover, Good, HSG C 704 98 Paved parking, HSG C 1,799 83 Weighted Average 1,095 60.87% Pervious Area ' 704 39.13% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment MS: LCA#14 Runoff = 0.06 cfs @ 12.09 hrs, Volume= 0.004 af, Depth= 3.09" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description ' 386 74 >75%Grass cover, Good, HSG C 326 98 Paved parking, HSG C 712 85 Weighted Average ' 386 54.21% Pervious Area 326 45.79% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, ' 5.0 0 Total, Increased to minimum Tc = 6.0 min Summary for Subcatchment 34AS: ROOF Runoff = 0.20 cfs @a 12.09 hrs, Volume= 0.017 af, Depth= 4.46" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area(sf) CN Description ' 1,965 98 Paved parking, HSG C 1,965 100.00%Impervious Area 1 BPIII-Post Type 111 24-hr 10 Year-Hartford Rainfall=4.70" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 46 ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, , Summary for Subcatchment 34BS: ROOF Runoff = 0.20 cfs @ 12.09 hrs, Volume= 0.017 af, Depth= 4.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt= 0.05 hrs ' Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description 1,965 98 Paved parking, HSG C ' 1,965 100.00% Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 35AS: LCA#19 , Runoff = 0.06 cfs @ 12.09 hrs, Volume= 0.004 af, Depth= 2.21" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description , 907 74 >75%Grass cover, Good, HSG C 57 98 Paved parking, HSG C ' 964 75 Weighted Average 907 94.09% Pervious Area 57 5.91% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 35BS: LCA#18 Runoff = 0.06 cfs @ 12.09 hrs, Volume= 0.004 af, Depth= 2.21" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt= 0.05 hrs , Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area(sf) CN Description 907 74 >75%Grass cover, Good, HSG C , 57 98 Paved parking, HSG C 964 75 Weighted Average 907 94.09% Pervious Area ' 57 5.91% Impervious Area BPIII-Post Type 111 24-hr 10 Year-Hartford Rainfall=4.70° Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD®10.00-16 s/n 09320 0 2015 HydroCAD Software Solutions LLC Page 47 Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 37S: OVERLAND FLOW TO-POND Runoff = 1.27 cfs @ 12.10 hrs, Volume= 0.093 af, Depth= 2.05" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" ' Area (sf) CN Description 12,762 70 Woods, Good, HSG C 10,000 74 >75%Grass cover, Good, HSG C ' 965 98 Paved parking, HSG C 23,727 73 Weighted Average 22,762 95.93%Pervious Area ' 965 4.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, Summary for Subcatchment 435: COURTYARD AND TWO HALFS OF ROOF Runoff = 0.66 cfs @ 12.09 hrs, Volume= 0.051 af, Depth= 4.01" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area(sf) CN Description ' 985 74 >75%Grass cover, Good, HSG C 5,720 98 Paved parking, HSG C 6,705 94 Weighted Average ' 985 14.69% Pervious Area 5,720 85.31% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 445: 1/2 ROOF ' Runoff = 0.26 cfs @ 12.09 hrs, Volume= 0.022 af, Depth= 4.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs ' Type III 24-hr 10 Year- Hartford Rainfall=4.70" BPIII-Post Type N 24-hr 10 Year-Hartford Rainfall=4.70" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 48 , Area(sf) CN Description 2,538 98 Paved parking, HSG C 2,538 100.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, Summary for Subcatchment 45S: LCA#15 ' Runoff = 0.07 cfs @ 12.09 hrs, Volume= 0.005 af, Depth= 2.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs ' Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area(sf) CN Description ' 709 74 >75%Grass cover, Good, HSG C 317 98 Paved parking, HSG C 1,026 81 Weighted Average ' 709 69.10% Pervious Area 317 30.90% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 46S: LCA2#12 , Runoff = 0.12 cfs Qa 12.09 hrs, Volume= 0.009 af, Depth= 2.55" , Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description ' 1,438 74 >75%Grass cover, Good, HSG C 360 98 Paved parking, HSG C ' 1,798 79 Weighted Average 1,438 79.98% Pervious Area 360 20.02% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' ' BPIII-Post Type 111 24-hr 10 Year-Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 49 Summary for Subcatchment 47S: LCA#11 Runoff = 0.05 cfs @ 12.09 hrs, Volume= 0.004 af, Depth= 2.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs ' Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description ' 434 74 >75%Grass cover, Good, HSG C 251 98 Paved parking, HSG C 685 83 Weighted Average ' 434 63.36% Pervious Area 251 36.64% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 48S: LCA#10 Runoff = 0.16 cfs @ 12.09 hrs, Volume= 0.012 af, Depth= 2.72" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" Area (sf) CN Description 1,651 74 >75%Grass cover, Good, HSG C 635 98 Paved parking, HSG C 2,286 81 Weighted Average 1,651 72.22% Pervious Area 635 27.78% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 49S: ROOF ' Runoff = 0.20 cfs @ 12.09 hrs, Volume= 0.017 af, Depth= 4.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 10 Year- Hartford Rainfall=4.70" ' Area (sf) CN Description 1,966 98 Paved parking, HSG C ' 1,966 100.00% Impervious Area BPIII-Post Type M 24-hr 10 Year-Hartford Rainfall=4.70" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 50 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc= 6.0 min Summary for Reach 3R: DEIGN POINT ' Inflow Area= 7.094 ac, 46.92% Impervious, Inflow Depth = 1.79" for 10 Year- Hartford event Inflow = 12.68 cfs @ 12.12 hrs, Volume= 1.060 of ' Outflow = 12.68 cfs @ 12.12 hrs, Volume= 1.060 af, Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Summary for Pond 2P: LCA92 ' Inflow Area= 0.868 ac, 43.26% Impervious, Inflow Depth = 3.00" for 10 Year- Hartford event Inflow = 2.97 cfs @ 12.09 hrs, Volume= 0.217 of Outflow = 2.98 cfs @ 12.10 hrs, Volume= 0.217 af, Atten=0%, Lag=0.3 min Discarded = 0.05 cfs @ 12.10 hrs, Volume= 0.053 of , Primary = 2.93 cfs @ 12.10 hrs, Volume= 0.164 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 124.40' @ 12.10 hrs Surf.Area=827 sf Storage= 166 cf , Plug-Flow detention time= 11.2 min calculated for 0.216 of (100%of inflow) Center-of-Mass det. time= 11.3 min (824.3 -813.0) ' Volume Invert Avail.Storage Storage Description #1 124.00' 1,032 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store , (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 ' 125.00 2,064 1,032 1,032 Device Routing Invert Outlet Devices ' #1 Discarded 124.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 124.33' 2.4"x 2.4"Horiz.Orifice/Grate X 60.00 C=0.600 Limited to weir flow at low heads Iiscarded OutFlow Max=0.05 cfs @ 12.10 hrs HW=124.40' (Free Discharge) ' L1_Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=2.90 cfs @ 12.10 hrs HW=124.40' (Free Discharge) ' L2=Orifice/Grate (Weir Controls 2.90 cfs @ 0.86 fps) BPIII-Post Type 11124-hr 10 Year-Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Pape 51 Summary for Pond 5P: LCM3 tInflow Area= 0.024 ac, 8.40% Impervious, Inflow Depth = 2.29" for 10 Year- Hartford event Inflow = 0.06 cfs @ 12.09 hrs, Volume= 0.005 of Outflow = 0.06 cfs @ 12.11 hrs, Volume= 0.005 af, Atten=2%, Lag=0.7 min ' Discarded 0.01 cfs @ 12.11 hrs, Volume= 0.003 of Primary 0.05 cfs @ 12.11 hrs, Volume= 0.001 of ' Routing by Stor-Ind method,Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 125.36'@ 12.11 hrs Surf.Area= 116 sf Storage=21 cf Plug-Flow detention time=21.5 min calculated for 0.005 of (100%of inflow) ' Center-of-Mass det. time=21.5 min (856.8 -835.3 ) Volume Invert Avail.Storage Storage Description #1 125.00' 162 cf Custom Stage Data(Prismatic) Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 125.00 0 0 0 126.00 323 162 162 Device Routing Invert Outlet Devices #1 Discarded 125.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 125.33' 12.0"Horiz.Orifice/Grate C=0.600 ' Limited to weir flow at low heads Qiscarded OutFlow Max=0.01 cfs @ 12.11 hrs HW=125.36' (Free Discharge) r-1=Exfiltration (Exfiltration Controls 0.01 cfs) ' rimary OutFlow Max=0.05 cfs @ 12.11 hrs HW=125.36' (Free Discharge) 2_Orifice/Grate (Weir Controls 0.05 cfs @ 0.57 fps) ' Summary for Pond 6P: LCAN ' Inflow Area= 0.013 ac, 2.20% Impervious, Inflow Depth = 2.21" for 10 Year-Hartford event Inflow 0.03 cfs @ 12.09 hrs, Volume= 0.002 of Outflow = 0.02 cfs @ 12.19 hrs, Volume= 0.002 af, Atten=26%, Lag 5.5 min Discarded = 0.01 cfs @ 12.19 hrs, Volume= 0.002 of ' Primary = 0.02 cfs @ 12.19 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs ' Peak Elev= 125.34'@ 12.19 hrs Surf.Area= 111 sf Storage= 19 cf Plug-Flow detention time=23.1 min calculated for 0.002 of (100%of inflow) Center-of-Mass det.time=23.1 min (861.0-837.9) ' Volume Invert Avail.Storage Storage Description #1 125.00' 162 cf Custom Stage Data(Prismatic) Listed below(Recalc) BPIII-Post Type 111 24-hr 10 Year-Hartford Rainfall=4.70" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD810.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 52 , Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 125.00 0 0 0 ' 126.00 323 162 162 Device Routing Invert Outlet Devices , #1 Discarded 125.00' 2.500 In/hr Exfiltration over Surface area #2 Primary 125.33' 12.0" Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads ' Discarded OutFlow Max=0.01 cfs @ 12.19 hrs HW=125.34' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) ,PCrimary OutFlow Max=0.02 cfs @ 12.19 hrs HW=125.34' (Free Discharge) ' 2_Orifice/Grate (Weir Controls 0.02 cfs @ 0.38 fps) Summary for Pond 8P: LCA#9 ' Inflow Area= 0.063 ac, 23.47% Impervious, Inflow Depth= 2.63" for 10 Year- Hartford event Inflow = 0.19 cfs @ 12.09 hrs, Volume= 0.014 of ' Outflow = 0.19 cfs @ 12.11 hrs, Volume= 0.014 af, Atten=2%, Lag= 1.1 min Discarded = 0.01 cfs @ 12.11 hrs, Volume= 0.008 of Primary = 0.17 cfs @ 12.11 hrs, Volume= 0.006 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 122.40'@ 12.11 hrs Surf.Area=252 sf Storage=50 cf Plug-Flow detention time= 20.4 min calculated for 0.014 of (100%of inflow) ' Center-of-Mass det.time= 20.3 min (844.8 - 824.5 ) Volume Invert Avail.Storage Storage Description ' #1 122.00' 319 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 123.00 638 319 319 ' Device Routing Invert Outlet Devices #1 Discarded 122.00' 2.500 in/hr Exfiltration over Surface area ' #2 Primary 122.33' 12.0"Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.01 cfs @ 12.11 hrs HW=122.39' (Free Discharge) , t-1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary Outflow Max=0.17 cfs @ 12.11 hrs HW=122.39' (Free Discharge) ' t--2=Orifice/Grate (Weir Controls 0.17 cfs @ 0.83 fps) t ' BPIII-Post Type M 24-hr 10 Year-Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 53 Summary for Pond 9P: LCA#8 ' Inflow Area= 0.012 ac, 42.70% Impervious, Inflow Depth = 3.00" for 10 Year- Hartford event Inflow = 0.04 cfs @ 12.09 hrs, Volume= 0.003 of Outflow = 0.04 cfs @ 12.09 hrs, Volume= 0.003 af, Atten=0%, Lag=0.1 min ' Discarded 0.00 cfs @ 12.09 hrs, Volume= 0.001 of Primary 0.04 cfs @ 12.09 hrs, Volume= 0.002 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs/3 Peak Elev= 122.90'@ 12.09 hrs Surf.Area=21 sf Storage=4 cf Plug-Flow detention time= 17.9 min calculated for 0.003 of (100%of inflow) ' Center-of-Mass det. time= 18.1 min (831.1 - 813.0) Volume Invert Avail.Storage Storage Description #1 122.50' 27 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 122.50 0 0 0 123.50 53 27 27 ' Device Routing Invert Outlet Devices #1 Primary 122.88' 12.0" Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads ' #2 Discarded 122.50' 2.500 in/hr Exfiltration over Surface area Iscarded OutFlow Max=0.00 cfs @ 12.09 hrs HW=122.90' (Free Discharge) 2-Exfiltration (Exfiltration Controls 0.00 cfs) ' Prima ry Ouow Max=0.04 cfs @ 12.09 hrs HW=122.90' (Free Discharge) 1_Orifice/Grate (Weir Controls 0.04 cfs @ 0.51 fps) ' Summary for Pond 10P: LCA#7 ' Inflow Area= 0.007 ac, 23.20% Impervious, Inflow Depth = 2.63" for 10 Year-Hartford event Inflow 0.02 cfs @ 12.09 hrs, Volume= 0.002 of Outflow - 0.02 cfs @ 12.10 hrs, Volume= 0.002 af, Atten= 1%, Lag= 0.2 min Discarded = 0.00 cfs @ 12.10 hrs, Volume= 0.001 of ' Primary = 0.02 cfs @ 12.10 hrs, Volume= 0.001 of Routing by Stor-Ind method,Time Span=0.00-48.00 hrs, dt=0.05 hrs/3 Peak Elev= 122.89'@ 12.10 hrs Surf.Area=27 sf Storage=5 cf ' Plug-Flow detention time=22.2 min calculated for 0.002 of (100%of inflow) Center-of-Mass det.time=23.2 min (847.7-824.5) Volume Invert Avail.Storage Storage Description #1 122.50' 34 cf Custom Stage Data(Prismatic) Listed below(Recalc) BPIII-Post Type 11124-hr 10 Year-Hartford Rainfall=4.70" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 54 , Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.50 0 0 0 ' 123.50 68 34 34 Device Routing Invert Outlet Devices , #1 Primary 122.88' 12.0" Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #2 Discarded 122.50' 2.500 in/hr Exfiltration over Surface area , Discarded OutFlow Max=0.00 cfs @ 12.10 hrs HW=122.89' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.02 cfs @ 12.10 hrs HW=122.89' (Free Discharge) ' t-1=Orifice/Grate (Weir Controls 0.02 cfs @ 0.40 fps) Summary for Pond 11 P: LCAN ' Inflow Area= 0.013 ac, 5.22% Impervious, Inflow Depth = 2.21" for 10 Year- Hartford event Inflow = 0.03 cfs @ 12.09 hrs, Volume= 0.002 of ' Outflow = 0.03 cfs @ 12.10 hrs, Volume= 0.002 af, Atten=2%, Lag=0.4 min Discarded = 0.00 cfs @ 12.10 hrs, Volume= 0.002 of Primary = 0.03 cfs @ 12.10 hrs, Volume= 0.001 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs/3 Peak Elev= 122.35' @ 12.10 hrs Surf.Area=49 sf Storage=9 cf Plug-Flow detention time= (not calculated:outflow precedes inflow) Center-of-Mass det. time=20.7 min (858.6- 837.9 ) Volume Invert Avail.Storage Storage Description ' #1 122.00' 70 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 123.00 139 70 70 ' Device Routing Invert Outlet Devices #1 Primary 122.33' 12.0" Horiz.Orifice/Grate C= 0.600 ' Limited to weir flow at low heads #2 Discarded 122.00' 2.500 in/hr Exfiltration over Surface area Qiscarded OutFlow Max=0.00 cfs @ 12.10 hrs HW=122.35' (Free Discharge) , 'r-2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.03 cfs @ 12.10 hrs HW=122.35' (Free Discharge) L1=Orifice/Grate (Weir Controls 0.03 cfs @ 0.47 fps) BPIII-Post Type 11124-hr 10 Year-Hartford Rainfall=4.70- Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 55 Summary for Pond 14113: INFILTRATION TRENCH#2 ' Inflow Area= 2.375 ac, 49.16% Impervious, Inflow Depth = 1.76" for 10 Year- Hartford event Inflow = 4.88 cfs @ 12.15 hrs, Volume= 0.348 of Outflow = 4.75 cfs @ 12.21 hrs, Volume= 0.348 af, Atten=3%, Lag=3.1 min Discarded 0.08 cfs @ 12.21 hrs, Volume= 0.053 of Primary 4.67 cfs @ 12.21 hrs, Volume= 0.296 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs,dt=0.05 hrs Peak Elev= 118.00'@ 12.21 hrs Surf.Area=736 sf Storage=822 cf Plug-Flow detention time= 6.5 min calculated for 0.348 of(100%of inflow) ' Center-of-Mass det.time=6.5 min ( 760.7- 754.2) Volume Invert Avail.Storage Storage Description ' #1 116.25' 657 cf 4.00'W x 184.001 x 4.00'H Prismatoid 2,944 cf Overall - 1,301 cf Embedded = 1,643 cf x 40.0%Voids #2 116.75' 1,301 cf 36.0" Round Pipe Storage Inside#1 L= 184.0' ' 1,958 cf Total Available Storage Device Routing Invert Outlet Devices ' #1 Primary 116.75' 15.0" Round Culvert L=45.0' CPP, square edge headwall, Ke=0.500 Inlet/Outlet Invert= 116.75'/ 114.16' S= 0.0576'/' Cc=0.900 ' n=0.012, Flow Area= 1.23 sf #2 Device 1 116.75' 15.0"Vert.Orifice/Grate C=0.600 #3 Discarded 116.25' 2.500 in/hr Exfiltration over Wetted area #4 Device 1 119.50' 4.0'long Sharp-Crested Rectangular Weir 2 End Contraction(s) ' Piscarded OutFlow Max=0.08 cfs @ 12.21 hrs HW=117.99' (Free Discharge) 3=Exfiltration (Exfiltration Controls 0.08 cfs) ' d ry OutFlow Max=4.66 cfs @ 12.21 hrs HW=117.99' (Free Discharge) _Culvert ( Controls 4.66 cfs) 2=Orifice/Grate (Orifice Controls 4.66 cfs @ 3.80 fps) ' Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 18113: LCAM Inflow Area= 0.072 ac, 23.79% Impervious, Inflow Depth = 2.63" for 10 Year- Hartford event Inflow = 0.22 cfs @ 12.09 hrs, Volume= 0.016 of Outflow = 0.22 cfs @ 12.10 hrs, Volume= 0.016 af, Atten= 0%, Lag=0.2 min ' Discarded _ 0.00 cfs @ 12.10 hrs, Volume= 0.003 of Primary 0.22 cfs @ 12.10 hrs, Volume= 0.012 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs,dt=0.05 hrs Peak Elev= 120.96'@ 12.10 hrs Surf.Area=53 sf Storage= 12 cf Plug-Flow detention time= 11.3 min calculated for 0.016 of(100%of inflow) ' Center-of-Mass det. time= 11.4 min (835.9- 824.5 ) BPIII-Post Type 111 24-hr 10 Year-Hartford Rainfall=4.70" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 56 ' Volume Invert Avail.Storage Storage Description #1 120.50' 59 cf Custom Stage Data(Prismatic) Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 120.50 0 0 0 121.50 117 59 59 Device Routing Invert Outlet Devices ' #1 Discarded 120.50' 2.500 in/hr Exfiltration over Surface area #2 Primary 120.88' 12.0"Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads ' Discarded OutFlow Max=0.00 cfs @ 12.10 hrs HW=120.96' (Free Discharge) 1=Exflltration (Exfiltration Controls 0.00 cfs) , Primary OutFlow Max=0.21 cfs @ 12.10 hrs HW=120.96' (Free Discharge) t2=Orifice/Grate (Weir Controls 0.21 cfs @ 0.90 fps) Summary for Pond 20P: LCM23 ' Inflow Area= 0.062 ac, 17.29% Impervious, Inflow Depth = 2.46" for 10 Year-Hartford event ' Inflow = 0.18 cfs @ 12.09 hrs, Volume= 0.013 of Outflow = 0.17 cfs @ 12.12 hrs, Volume= 0.013 af, Atten=6%, Lag= 1.8 min Discarded = 0.02 cfs @ 12.12 hrs, Volume= 0.008 of Primary = 0.15 cfs @ 12.12 hrs, Volume= 0.005 of ' Routing by Stor-Ind method,Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 122.45'@ 12.12 hrs Surf.Area=265 sf Storage=59 cf ' Plug-Flow detention time=21.9 min calculated for 0.013 of (100%of inflow) Center-of-Mass det. time=21.9 min (851.8 - 829.9) Volume Invert Avail.Storage Storage Description #1 122.00' 74 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store , (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 ' 122.50 296 74 74 Device Routing Invert Outlet Devices #1 Discarded 122.00' 2.500 in/hr Exfiltration over Surface area , #2 Primary 122.33' 18.0"Vert. Orifice/Grate X 2.00 C=0.600 Qiscarded OutFlow Max=0.02 cfs @ 12.12 hrs HW=122.45' (Free Discharge) ' '�1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.14 cfs @ 12.12 hrs HW=122.45' (Free Discharge) L2=Orifice/Grate (Orifice Controls 0.14 cfs @ 1.16 fps) ' ' BPIII-Post Type 111 24-hr 10 Year-Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCADS 10.00-16 s/n 09320 ®2015 HydroCAD Software Solutions LLC Page 57 Summary for Pond 22P: LCA121 ' Inflow Area 0.051 ac, 32.21% Impervious, Inflow Depth = 2.81" for 10 Year- Hartford event Inflow 0.17 cfs @ 12.09 hrs, Volume= 0.012 of Outflow = 0.17 cfs @ 12.10 hrs, Volume= 0.012 af, Atten=0%, Lag=0.3 min Discarded 0.00 cfs @ 12.10 hrs, Volume= 0.004 of Primary 0.16 cfs @ 12.10 hrs, Volume= 0.008 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 122.39' @ 12.10 hrs Surf.Area=65 sf Storage= 13 cf Plug-Flow detention time= 13.9 min calculated for 0.012 of (100%of inflow) ' Center-of-Mass det. time= 14.0 min (832.9-818.9 ) Volume Invert Avail.Storage Storage Description #1 122.00' 21 cf Custom Stage Data(Prismatic) Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 122.50 83 21 21 Device Routing Invert Outlet Devices #1 Discarded 122.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 122.33' 12.0"Horiz.Orifice/Grate C=0.600 ' Limited to weir flow at low heads Discarded OutFlow Max-0.00 cfs @ 12.10 hrs HW 122.39' (Free Discharge) --1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.16 cfs @ 12.10 hrs HW=122.39' (Free Discharge) L2=Orifice/Grate (Weir Controls 0.16 cfs @ 0.82 fps) ' Summary for Pond 24P: INFILTRATION TRENCH#6 Inflow Area= 0.172 ac, 49.85%Impervious, Inflow Depth = 2.44" for 10 Year-Hartford event Inflow 0.57 cfs @ 12.10 hrs, Volume= 0.035 of Outflow 0.40 cfs @ 12.19 hrs, Volume= 0.035 af, Atten= 30%, Lag=5.5 min Discarded = 0.02 cfs @ 12.19 hrs, Volume= 0.014 of Primary = 0.37 cfs @ 12.19 hrs, Volume= 0.021 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 119.95'@ 12.19 hrs Surf.Area=231 sf Storage= 174 cf Plug-Flow detention time=8.3 min calculated for 0.035 of (100%of inflow) Center-of-Mass det. time=8.2 min (758.3-750.1 ) BPIII-Post Type 111 24-hr 10 Year-Hartford Rainfall=4.70" , Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 58 , Volume Invert Avail.Storage Storage Description #1 118.80' 180 cf 3.00'W x 77.00%x 3.00'H Prismatoid 693 cf Overall -242 cf Embedded=451 cf x 40.0%Voids , #2 119.00, 242 cf 24.0" Round Pipe Storage Inside#1 L= 77.0' 422 cf Total Available Storage , Device Routing Invert Outlet Devices #1 Primary 119.00' 4.0"Vert.Orifice/Grate C=0.600 ' #2 Discarded 118.80' 2.500 in/hr Exfiltration over Wetted area #3 Primary 121.30' 4.0'long Sharp-Crested Rectangular Weir 2 End Contractions) Pscarded OutFlow Max=0.02 cfs @ 12.19 hrs HW=119.94' (Free Discharge) , 2=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.37 cfs @ 12.19 hrs HW=119.94' (Free Discharge) , �1=Orifice/Grate (Orifice Controls 0.37 cfs @ 4.25 fps) 3=Sharp-Crested Rectangular Weir (Controls 0.00 cfs) Summary for Pond 25P: LCA#5 ' Inflow Area= 0.103 ac, 24.18% Impervious, Inflow Depth = 2.63" for 10 Year- Hartford event Inflow = 0.31 cfs @ 12.09 hrs, Volume= 0.023 of ' Outflow = 0.31 cfs @ 12.11 hrs, Volume= 0.023 af, Aften=2%, Lag= 1.0 min Discarded = 0.02 cfs @ 12.11 hrs, Volume= 0.011 of Primary = 0.29 cfs @ 12.11 hrs, Volume= 0.012 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 124.42'@ 12.11 hrs Surf.Area=272 sf Storage=58 cf Plug-Flow detention time= 18.3 min calculated for 0.023 of (100%of inflow) ' Center-of-Mass det.time= 18.3 min (842.8 -824.5) Volume Invert Avail.Storage Storage Description , #1 124.00' 322 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store , (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 125.00 644 322 322 , Device Routing Invert Outlet Devices #1 Discarded 124.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 124.33' 12.0"Horiz. Orifice/Grate C=0.600 ' Limited to weir flow at low heads Qiscarded Ouow Max=0.02 cfs @ 12.11 hrs HW=124.42' (Free Discharge) ' '� tfl1=Exfiltration (Exfiltration Controls 0.02 cfs) Qrimary OutFlow Max=0.29 cfs @ 12.11 hrs HW=124.42' (Free Discharge) 'L2=0rifice/Grate (Weir Controls 0.29 cfs @ 0.99 fps) ' ' BPIII-Post Type 111 24-hr 10 Year-Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 59 Summary for Pond 26P: LCA#1 ' Inflow Area= 0.835 ac, 38.89% Impervious, Inflow Depth = 2.90" for 10 Year- Hartford event Inflow 2.78 cfs @ 12.09 hrs, Volume= 0.202 of Outflow = 2.79 cfs @ 12.10 hrs, Volume= 0.202 af, Atten=01%, Lag=0.3 min ' Discarded 0.06 cfs @ 12.10 hrs, Volume= 0.063 of Primary 2.73 cfs @ 12.10 hrs, Volume= 0.140 of ' Routing by Stor-Ind method,Time Span= 0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 123.95'@ 12.10 hrs Surf.Area= 1,029 sf Storage=230 cf Plug-Flow detention time= 15.7 min calculated for 0.202 of (100%of inflow) ' Center-of-Mass det. time= 15.7 min (831.7-816.0) Volume Invert Avail.Storage Storage Description #1 123.50' 1,151 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 123.50 0 0 0 124.50 2,302 1,151 1,151 ' Device Routing Invert Outlet Devices #1 Discarded 123.50' 2.500 in/hr Exfiltration over Surface area #2 Primary 123.88' 2.4"x 2.4"Horiz.Orifice/Grate X 60.00 C=0.600 Limited to weir flow at low heads ' iscarded OutFlow Max=0.06 cfs @ 12.10 hrs HW=123.95' (Free Discharge) L-1-Exfiltration (Exfiltration Controls 0.06 cfs) ' Primary OutFlow Max=2.69 cfs @ 12.10 hrs HW=123.95' (Free Discharge) L2=Orifice/Grate (Weir Controls 2.69 cfs @ 0.84 fps) ' Summary for Pond 27P: LCA#13 Inflow Area= 0.103 ac, 26.45% Impervious, Inflow Depth = 2.63" for 10 Year- Hartford event ' Inflow 0.31 cfs @ 12.09 hrs, Volume= 0.023 of Outflow 0.28 cfs @ 12.14 hrs, Volume= 0.023 af, Atten= 11%, Lag=2.7 min Discarded = 0.03 cfs @ 12.14 hrs, Volume= 0.013 of ' Primary = 0.25 cfs @ 12.14 hrs, Volume= 0.009 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 124.50'@ 12.14 hrs Surf.Area=468 sf Storage= 117 cf Plug-Flow detention time=22.4 min calculated for 0.023 of (100%of inflow) Center-of-Mass det. time=22.4 min (846.9 -824.5) tVolume Invert Avail.Storage Storage Description #1 124.00' 468 cf Custom Stage Data(Prismatic)Listed below(Recalc) BPIII-Post Type IN 24-hr 10 Year-Hartford Rainfall=4.70" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Pape 60 ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 , 125.00 935 468 468 Device Routing Invert Outlet Devices ' #1 Discarded 124.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 124.33' 12.0"Vert.Orifice/Grate X 2.00 C=0.600 Qiscarded OutFlow Max=0.03 cfs @ 12.14 hrs HW=124.50' (Free Discharge) ' 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.24 cfs @ 12.14 hrs HW=124.50' (Free Discharge) ' L2=Orifice/Grate (Orifice Controls 0.24 cfs @ 1.40 fps) Summary for Pond 29113: INFILTRATION TRENCH#3 Inflow Area= 0.544 ac, 65.46% Impervious, Inflow Depth = 2.92" for 10 Year- Hartford event ' Inflow = 1.94 cfs @ 12.10 hrs, Volume= 0.132 of Outflow = 0.48 cfs @ 12.48 hrs, Volume= 0.132 af, Atten= 75%, Lag=23.3 min , Discarded = 0.19 cfs @ 12.48 hrs, Volume= 0.090 of Primary = 0.28 cfs @ 12.48 hrs, Volume= 0.042 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs/3 , Peak Elev= 122.56' @ 12.48 hrs Surf.Area= 1,413 sf Storage= 1,908 cf Plug-Flow detention time=37.4 min calculated for 0.132 of (100%of inflow) I Center-of-Mass det. time=37.3 min ( 795.1 - 757.8 ) Volume Invert Avail.Storage Storage Description ' #1 120.50' 1,104 cf 3.00'W x 471.00'L x 3.00'H Prismatoid 4,239 cf Overall - 1,480 cf Embedded =2,759 cf x 40.0%Voids #2 121.00' 1,480 cf 24.0" Round Pipe Storage Inside#1 L=471.0' ' 2,583 cf Total Available Storage Device Routing Invert Outlet Devices , #1 Primary 121.00' 3.0"Vert.Orifice/Grate C= 0.600 #2 Discarded 120.50' 2.500 In/hr Exfiltration over Wetted area #3 Primary 123.30' 4.0'long Sharp-Crested Rectangular Weir 2 End Contraction(s) ' Discarded OutFlow Max=0.19 cfs @ 12.48 hrs HW=122.56' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.19 cfs) Primary OutFlow Max=0.28 cfs @ 12.48 hrs HW=122.56' (Free Discharge) ' 11=Orifice/Grate (Orifice Controls 0.28 cfs @ 5.77 fps) 3=Sharp-Crested Rectangular Weir (Controls 0.00 cfs) , ' BPIII-Post Type 111 24-hr 10 Year-Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 61 Summary for Pond 3OP: LCA#16 ' Inflow Area 0.034 ac, 55.81% Impervious, Inflow Depth = 3.29" for 10 Year- Hartford event Inflow 0.13 cfs @ 12.09 hrs, Volume= 0.009 of Outflow = 0.13 cfs @ 12.10 hrs, Volume= 0.009 af, Atten=0%, Lag=0.3 min ' Discarded 0.00 cfs @ 12.10 hrs, Volume= 0.004 of Primary 0.12 cfs @ 12.10 hrs, Volume= 0.006 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 122.38'@ 12.10 hrs Surf.Area=63 sf Storage= 12 cf Plug-Flow detention time= 15.4 min calculated for 0.009 of(100%of inflow) ' Center-of-Mass det. time= 15.4 min (819.0 -803.5) Volume Invert Avail.Storage Storage Description ' #1 122.00' 21 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 122.00 0 0 0 122.50 83 21 21 Device Routing Invert Outlet Devices #1 Discarded 122.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 122.33' 12.0"Horiz. Orifice/Grate C=0.600 ' Limited to weir flow at low heads Discarded OutFlow Max-0.00 cfs @ 12.10 hrs HW=122.38' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) ' Primary Outflow Max=0.12 cfs @ 12.10 hrs HW=122.38' (Free Discharge) L2=0rifice/Grate (Weir Controls 0.12 cfs @ 0.74 fps) ' Summary for Pond 31 P: INFILTRATION TRENCH#5 Inflow Area= 1.204 ac, 62.86% Impervious, Inflow Depth = 1.47" for 10 Year- Hartford event ' Inflow 1.52 cfs @ 12.11 hrs, Volume= 0.147 of Outflow 0.69 cfs @ 12.59 hrs, Volume= 0.147 af, Atten=55%, Lag=28.7 min Discarded = 0.14 cfs @ 12.59 hrs, Volume= 0.057 of ' Primary = 0.54 cfs @ 12.59 hrs, Volume= 0.090 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 119.04'@ 12.59 hrs Surf.Area=855 sf Storage= 1,594 cf Plug-Flow detention time=29.0 min calculated for 0.147 of (100%of inflow) Center-of-Mass det. time=28.9 min (792.5 - 763.6) BPIII-Post Type Ill 24-hr 10 Year-Hartford Rainfall=4.70" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 62 ' Volume Invert Avail.Storage Storage Description #1 116.70' 525 cf 2.50'W x 342.00'L x 3.50'H Prismatoid 2,993 cf Overall - 1,679 cf Embedded = 1,314 cf x 40.0%Voids , #2 117.20' 1,679 cf 30.0" Round Pipe Storage Inside#1 L=342.0' 2,204 cf Total Available Storage , Device Routing Invert Outlet Devices #1 Device 4 117.20' 4.0"Vert.Orifice/Grate C= 0.600 ' #2 Discarded 116.70' 2.500 in/hr Exfiltration over Wetted area #3 Device 4 119.75' 4.0'long Sharp-Crested Rectangular Weir 2 End Contraction(s) #4 Primary 114.90' 12.0" Round Culvert L= 12.0' CPP, square edge headwall, Ke=0.500 ' Inlet/Outlet Invert= 114.90'/ 114.30' S= 0.0500'P Cc= 0.900 n= 0.012, Flow Area=0.79 sf ,piscarded OutFlow Max=0.14 cfs @ 12.59 hrs HW=119.04' (Free Discharge) ' 2=Exfiltration (Exfiltration Controls 0.14 cfs) Primary OutFlow Max=0.54 cfs @ 12.59 hrs HW=119.04' (Free Discharge) ' =Culvert (Passes 0.54 cfs of 7.21 cfs potential flow) 1=Orifice/Grate (Orifice Controls 0.54 cfs @ 6.23 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 32P: LCA#17 , Inflow Area= 0.041 ac, 39.13% Impervious, Inflow Depth = 2.90" for 10 Year- Hartford event , Inflow = 0.14 cfs @ 12.09 hrs, Volume= 0.010 of Outflow = 0.14 cfs @ 12.10 hrs, Volume= 0.010 af, Atten=0%, Lag=0.3 min Discarded = 0.00 cfs @ 12.10 hrs, Volume= 0.003 of , Primary = 0.13 cfs @ 12.10 hrs, Volume= 0.007 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 122.31'@ 12.10 hrs Surf.Area=51 sf Storage=8 cf ' Plug-Flow detention time= 10.1 min calculated for 0.010 of (100%of inflow) Center-of-Mass det. time= 10.1 min (826.1 - 816.0 ) I Volume Invert Avail.Storage Storage Description #1 122.00' 21 cf Custom Stage Data(Prismatic) Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 ' 122.50 83 21 21 Device Routing Invert Outlet Devices ' #1 Discarded 122.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 122.25' 12.0"Horiz. 122.33 C=0.600 Limited to weir flow at low heads ' BPIII-Post Type 11124-hr 10 Year-Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 63 Discarded OutFlow Max=0.00 cfs @ 12.10 hrs HW=122.31' (Free Discharge) ' TL1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.13 cfs @ 12.10 hrs HW=122.31' (Free Discharge) ' 2=122.33 (Weir Controls 0.13 cfs @ 0.77 fps) Summary for Pond 33P: LCA#14 ' Inflow Area= 0.016 ac, 45.79% Impervious, Inflow Depth= 3.09" for 10 Year- Hartford event Inflow = 0.06 cfs @ 12.09 hrs, Volume= 0.004 of Outflow = 0.06 cfs @ 12.10 hrs, Volume= 0.004 af, Atten=0%, Lag=0.4 min ' Discarded 0.00 cfs @ 12.10 hrs, Volume= 0.002 of Primary 0.05 cfs @ 12.10 hrs, Volume= 0.002 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 124.36'@ 12.10 hrs Surf.Area=62 sf Storage= 11 cf Plug-Flow detention time= 19.1 min calculated for 0.004 of (100%of inflow) ' Center-of-Mass det. time= 19.1 min (829.1 -810.0) Volume Invert Avail.Storage Storage Description #1 124.00' 86 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 125.00 171 86 86 ' Device Routing Invert Outlet Devices #1 Discarded 124.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 124.33' 12.0"Horiz Orifice/Grate C=0.600 ' Limited to weir flow at low heads piscarded OutFlow Max=0.00 cfs @ 12.10 hrs HW=124.36' (Free Discharge) 1=Exffltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.05 cfs @ 12.10 hrs HW=124.36' (Free Discharge) 2_0rifice/Grate (Weir Controls 0.05 cfs @ 0.57 fps) ' Summary for Pond 35BP: LCA#18 ' Inflow Area= 0.022 ac, 5.91% Impervious, Inflow Depth = 2.21" for 10 Year- Hartford event Inflow 0.06 cfs @ 12.09 hrs, Volume= 0.004 of Outflow 0.06 cfs @ 12.10 hrs, Volume= 0.004 af, Atten= 1%, Lag=0.6 min Discarded = 0.01 cfs @ 12.10 hrs, Volume= 0.003 of ' Primary = 0.05 cfs @ 12.10 hrs, Volume= 0.001 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs BPIII-Post Type 111 24-hr 10 Year-Hartford Rainfall=4.70" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 64 ' Peak Elev= 122.36'@ 12.10 hrs Surf.Area=95 sf Storage= 17 cf Plug-Flow detention time=21.5 min calculated for 0.004 of (100%of inflow) I Center-of-Mass det.time= 21.5 min (859.4 -837.9 ) Volume Invert Avail.Storage Storage Description ' #1 122.00' 33 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 122.00 0 0 0 122.50 132 33 33 Device Routing Invert Outlet Devices ' #1 Discarded 122.00' 2.500 In/hr Exfiltration over Surface area #2 Primary 122.33' 12.0"Horiz. Orifice/Grate C=0.600 , Limited to weir flow at low heads Discarded OutFlow Max=0.01 cfs @ 12.10 hrs HW=122.36' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) ' Primary OutFlow Max=0.05 cfs @ 12.10 hrs HW=122.36' (Free Discharge) L2=Orifice/Grate (Weir Controls 0.05 cfs @ 0.55 fps) Summary for Pond 35113: LCA#19 ' Inflow Area= 0.022 ac, 5.91% Impervious, Inflow Depth = 2.21" for 10 Year- Hartford event , Inflow = 0.06 cfs @ 12.09 hrs, Volume= 0.004 of Outflow = 0.05 cfs @ 12.16 hrs, Volume= 0.004 af, Atten=4%, Lag=3.6 min Discarded = 0.01 cfs @ 12.16 hrs, Volume= 0.003 of , Primary = 0.04 cfs @ 12.16 hrs, Volume= 0.001 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 122.36'@ 12.16 hrs Surf.Area= 165 sf Storage= 29 cf ' Plug-Flow detention time=22.6 min calculated for 0.004 of(100%of inflow) Center-of-Mass det. time=22.6 min (860.5 -837.9) I Volume Invert Avail.Storage Storage Description #1 122.00' 58 cf Custom Stage Data(Prismatic) Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 , 122.50 232 58 58 Device Routing Invert Outlet Devices , #1 Discarded 122.00' 2.500 in/hr Exfiftration over Surface area #2 Primary 122.33' 12.0" Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads BPIII-Post Type///24-hr 10 Year-Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 65 Qiscarded OutFlow Max=0.01 cfs @ 12.16 hrs HW=122.36' (Free Discharge) ' 1=Exfiltration (Exfiltration Controls 0.01 cfs) Qrimary OutFlow Max=0.04 cfs 9 12.16 hrs HW=122.36' (Free Discharge) 2=Orifice/Grate (Weir Controls 0.04 cfs @ 0.52 fps) Summary for Pond 37P: INFILTRATION TRENCH#4 ' Inflow Area= 0.802 ac, 64.470/6 Impervious, Inflow Depth = 1.57" for 10 Year- Hartford event Inflow = 1.15 cfs @ 12.10 hrs, Volume= 0.105 of Outflow = 0.55 cfs @ 12.44 hrs, Volume= 0.105 af, Atten=52%, Lag=20.2 min ' Discarded 0.09 cfs @ 12.44 hrs, Volume= 0.042 of Primary 0.46 cfs @ 12.44 hrs, Volume= 0.063 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs/3 Peak Elev= 120.35' @ 12.44 hrs Surf.Area= 717 sf Storage= 857 cf Plug-Flow detention time=21.1 min calculated for 0.105 of (100%of inflow) ' Center-of-Mass det. time=21.0 min ( 792.5- 771.5) Volume Invert Avail.Storage Storage Description ' #1 118.50' 560 cf 3.00'W x 239.001 x 3.00'H Prismatoid 2,151 cf Overall -751 cf Embedded = 1,400 cf x 40.0%Voids #2 119.00, 751 cf 24.0" Round Pipe Storage Inside#1 L=239.0' 1,311 cf Total Available Storage Device Routing Invert Outlet Devices ' #1 Primary 119.00' 4.0"Vert.Orifice/Grate C= 0.600 #2 Discarded 118.50' 2.500 in/hr Exfiltration over Wetted area #3 Primary 121.20' 4.0'long Sharp-Crested Rectangular Weir 2 End Contractions) ' Piscarded OutFlow Max=0.09 cfs @ 12.44 hrs HW=120.35' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.09 cfs) rrimary OutFlow Max=0.46 cfs @ 12.44 hrs HW=120.35' (Free Discharge) 1_Orifice/Grate (Orifice Controls 0.46 cfs @ 5.25 fps) 3_Sharp-Crested Rectangular Weir (Controls 0.00 cfs) ' Summary for Pond 45P: LCM 5 Inflow Area= 0.024 ac, 30.90% Impervious, Inflow Depth = 2.72" for 10 Year-Hartford event ' Inflow 0.07 cfs @ 12.09 hrs, Volume= 0.005 of Outflow 0.07 cfs @ 12.13 hrs, Volume= 0.005 af, Atten=8%, Lag=2.0 min Discarded = 0.01 cfs @ 12.13 hrs, Volume= 0.003 of ' Primary = 0.06 cfs @ 12.13 hrs, Volume= 0.002 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs IBPIII-Post Type 11124-hr 10 Year-Hartford Rainfall=4.70- Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 66 ' Peak Elev= 124.45'@ 12.13 hrs Surf.Area= 122 sf Storage=27 cf Plug-Flow detention time=22.0 min calculated for 0.005 of (100%of inflow) I Center-of-Mass det. time=22.0 min (843.7- 821.7) Volume Invert Avail.Storage Storage Description #1 124.00' 136 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 124.00 0 0 0 125.00 272 136 136 Device Routing Invert Outlet Devices ' #1 Discarded 124.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 124.33' 12.0"Vert.Orifice/Grate C=0.600 ' Discarded OutFlow Max 0.01 cfs @ 12.13 hrs HW=124.45' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.06 cfs @ 12.13 hrs HW=124.45' (Free Discharge) ' 2_Orifice/Grate (Orifice Controls 0.06 cfs @ 1.16 fps) Summary for Pond 46P: LCM 2 , Inflow Area= 0.041 ac, 20.02% Impervious, Inflow Depth = 2.55" for 10 Year- Hartford event Inflow = 0.12 cfs @ 12.09 hrs, Volume= 0.009 of Outflow = 0.10 cfs @ 12.15 hrs, Volume= 0.009 af, Atten= 16%, Lag=3.6 min Discarded = 0.01 cfs @ 12.15 hrs, Volume= 0.006 of Primary = 0.09 cfs @ 12.15 hrs, Volume= 0.003 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 125.02'@ 12.15 hrs Surf.Area=237 sf Storage=62 cf Plug-Flow detention time=27.1 min calculated for 0.009 of (100%of inflow) ' Center-of-Mass det.time= 27.1 min (854.4-827.2 ) Volume Invert Avail.Storage Storage Description ' #1 124.50' 227 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.50 0 0 0 125.50 454 227 227 ' Device Routing Invert Outlet Devices #1 Discarded 124.50' 2.500 in/hr Exfiltration over Surface area ' #2 Primary 124.88' 12.0"Vert.Orifice/Grate C= 0.600 ' BPIII-Post Type 111 24-hr 10 Year-Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 67 Qiscarded OutFlow Max=0.01 cfs @ 12.15 hrs HW=125.02' (Free Discharge) UU1111tration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.09 cfs @ 12.15 hrs HW=125.02' (Free Discharge) 1 2=Orifice/Grate (Orifice Controls 0.09 cfs @ 1.28 fps) Summary for Pond 47P: LCA#11 ' Inflow Area= 0.016 ac, 36.64% Impervious, Inflow Depth = 2.90" for 10 Year- Hartford event Inflow = 0.05 cfs @ 12.09 hrs, Volume= 0.004 of Outflow = 0.05 cfs @ 12.10 hrs, Volume= 0.004 af, Atten=0%, Lag= 0.5 min ' Discarded 0.00 cfs @ 12.10 hrs, Volume= 0.002 of Primary 0.05 cfs @ 12.10 hrs, Volume= 0.001 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 124.91'@ 12.10 hrs Surf.Area=77 sf Storage= 16 cf Plug-Flow detention time= 23.7 min calculated for 0.004 of (100%of inflow) ' Center-of-Mass dot.time=23.7 min (839.7-816.0) Volume Invert Avail.Storage Storage Description ' #1 124.50' 95 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 124.50 0 0 0 125.50 190 95 95 ' Device Routing Invert Outlet Devices #1 Discarded 124.50' 2.500 in/hr Exfiltration over Surface area #2 Primary 124.88' 12.0"Horiz.Orifice/Grate C=0.600 ' Limited to weir flow at low heads Iiscarded Outflow Max=0.00 cfs @ 12.10 hrs HW=124.91' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) ' Primary rytFl Ouow Max=0.05 cfs @ 12.10 hrs HW=124.91' (Free Discharge) 2_Orifice/Grate (Weir Controls 0.05 cfs @ 0.54 fps) ' Summary for Pond 48P: LCA#10 ' Inflow Area= 0.052 ac, 27.78% Impervious, Inflow Depth = 2.72" for 10 Year- Hartford event Inflow 0.16 cfs @ 12.09 hrs, Volume= 0.012 of Outflow - 0.16 cfs @ 12.10 hrs, Volume 0.012 af, Atten= 1%, Lag 0.8 min Discarded = 0.01 cfs @ 12.10 hrs, Volume= 0.006 of ' Primary = 0.15 cfs @ 12.10 hrs, Volume= 0.006 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs BPIII-Post Type M 24-hr 10 Year-Hartford Rainfall=4.70" , Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 68 ' Peak Elev= 124.39'@ 12.10 hrs Surf.Area= 164 sf Storage=32 cf Plug-Flow detention time= 19.0 min calculated for 0.012 of (100%of inflow) I Center-of-Mass det.time= 19.0 min (840.7-821.7) Volume Invert Avail.Storage Storage Description ' #1 124.00' 210 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 124.00 0 0 0 125.00 420 210 210 Device Routing Invert Outlet Devices ' #1 Discarded 124.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 124.33' 12.0"Horiz. Orifice/Grate C= 0.600 , Limited to weir flow at low heads Qiscarded OutFlow Max=0.01 cfs @ 12.10 hrs HW=124.39' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) ' Primary OutFlow Max=0.15 cfs @ 12.10 hrs HW=124.39' (Free Discharge) L2=Orifice/Grate (Weir Controls 0.15 cfs @ 0.80 fps) Summary for Pond 49P: INFILTRATION TRENCH#1 ' Inflow Area= 2.070 ac, 44.90% Impervious, Inflow Depth = 2.27" for 10 Year- Hartford event ' Inflow = 6.95 cfs @ 12.10 hrs, Volume= 0.392 of Outflow = 4.32 cfs @ 12.21 hrs, Volume= 0.392 af, Atten=38%, Lag=6.6 min Discarded = 0.30 cfs @ 12.21 hrs, Volume= 0.135 of ' Primary = 4.02 cfs @ 12.21 hrs, Volume= 0.257 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 120.63'@ 12.21 hrs Surf.Area=2,328 sf Storage=3,336 cf ' Plug-Flow detention time= 18.8 min calculated for 0.392 of (100%of inflow) Center-of-Mass det. time= 18.8 min ( 779.3 - 760.5) I Volume Invert Avail.Storage Storage Description #1 118.50' 1,953 cf 3.50'W x 665.001 x 3.50'H Prismatoid ' 8,146 cf Overall - 3,264 cf Embedded =4,882 cf x 40.0%Voids #2 119.00, 3,264 cf 30.0" Round Pipe Storage Inside#1 L=665.0' 5,217 cf Total Available Storage ' Device Routing Invert Outlet Devices #1 Primary 119.00' 12.0"Vert. Orifice/Grate C=0.600 ' #2 Discarded 118.50' 2.500 In/hr Exfiltration over Wetted area #3 Primary 121.60' 4.0'long Sharp-Crested Rectangular Weir 2 End Contraction(s) 1 ' BPIII-Post Type 11l 24-hr 10 Year-Hartford Rainfall=4.70" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' ydroCAD810.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 69 4iscarded OutFlow Max=0.30 cfs @ 12.21 hrs HW=120.62' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.30 cfs) Frimary OutFlow Max=4.01 cfs @ 12.21 hrs HW=120.62' (Free Discharge) 1 Orifice/Grate (Orifice Controls 4.01 cfs @ 5.10 fps) ' 3_Sharp-Crested Rectangular Weir (Controls 0.00 cfs) Summary for Pond 51 P: PROPOSED BASIN ' Inflow Area= 1.112 ac, 57.74% Impervious, Inflow Depth= 3.38" for 10 Year- Hartford event Inflow = 4.23 cfs @ 12.09 hrs, Volume= 0.314 of ' Outflow = 2.15 cfs c@ 12.25 hrs, Volume= 0.314 af, Atten=49%, Lag=9.5 min Discarded = 0.19 cfs @ 12.25 hrs, Volume= 0.185 of Primary = 1.96 cfs @ 12.25 hrs, Volume= 0.129 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 117.51' @ 12.25 hrs Surf.Area=3,345 sf Storage=4,300 cf ' Plug-Flow detention time= 109.5 min calculated for 0.313 of (100%of inflow) Center-of-Mass det.time= 109.5 min (909.7-800.1 ) ' Volume Invert Avail.Storage Storage Description #1 115.70' 6,051 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 115.70 1,341 0 0 116.00 1,716 459 459 ' 117.00 2,807 2,262 2,720 118.00 3,855 3,331 6,051 ' Device Routing Invert Outlet Devices #1 Discarded 115.70' 2.500 in/hr Exfiltration over Surface area #2 Primary 113.50' 15.0" Round Culvert L= 100.0' CPP,square edge headwall, Ke=0.500 ' Inlet/Outlet Invert= 113.50'/ 113.00' S=0.0050 '/' Cc= 0.900 n=0.012, Flow Area= 1.23 sf #3 Device 2 116.75' 8.0"Vert.Orifice/Grate C=0.600 ' #4 Primary 117.35' 4.0'long Sharp-Crested Rectangular Weir 2 End Contraction(s) Iiscarded OutFlow Max=0.19 cfs @ 12.25 hrs HW=117.51' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.19 cfs) ' Primary OutFlow Max=1.96 cfs @ 12.25 hrs HW=117.51' (Free Discharge) Culvert (Passes 1.10 cfs of 9.53 cfs potential flow) ' 3-Orifice/Grate (Orifice Controls 1.10 cfs @ 3.16 fps) =Sharp-Crested Rectangular Weir (Weir Controls 0.86 cfs @ 1.32 fps) BPIII-Post Type 111 24-hr 25 Year-Hartford Rainfall=5.50" , Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 70 ' Summary for Subcatchment IS: FLOW TO BASIN Runoff = 5.13 cfs @ 12.09 hrs, Volume= 0.384 af, Depth= 4.15" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" ' Area(sf) CN Description 20,466 74 >75%Grass cover, Good, HSG C , 27,964 98 Paved parking, HSG C 48,430 88 Weighted Average 20,466 42.26% Pervious Area 27,964 57.74% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, Summary for Subcatchment 2S: LCA#2 ' Runoff = 3.67 cfs @ 12.09 hrs, Volume= 0.270 af, Depth= 3.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs ' Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description ' 21,446 74 >75%Grass cover, Good, HSG C 16,351 98 Paved parking, HSG C 37,797 84 Weighted Average ' 21,446 56.74% Pervious Area 16,351 43.26% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc =6.0 min , Summary for Subcatchment 3S: ROOF TOP Runoff = 0.71 cfs @ 12.09 hrs, Volume= 0.060 af, Depth= 5.26" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs,dt=0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" ' Area (sf) CN Description 5,913 98 Roofs, HSG C ' 5,913 100.00% Impervious Area ' BPIII-Post Type 111 24-hr 25 Year-Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD810.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 71 Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, Summary for Subcatchment 4S: FLOW TO WQU Runoff = 5.21 cfs @ 12.09 hrs, Volume= 0.395 af, Depth= 4.36" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description ' 30,973 98 Paved parking, HSG C 16,377 74 >75%Grass cover, Good, HSG C 47,350 90 Weighted Average ' 16,377 34.59% Pervious Area 30,973 65.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 5S: LCA#3 Runoff = 0.08 cfs @ 12.09 hrs, Volume= 0.006 af, Depth= 2.95" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" ' Area (sf) CN Description 960 74 >75%Grass cover, Good, HSG C 88 98 Paved parking, HSG C ' 1,048 76 Weighted Average 960 91.60% Pervious Area 88 8.40% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, Summary for Subcatchment 6S: LCA#4 ' Runoff = 0.04 cfs @ 12.09 hrs, Volume= 0.003 af, Depth= 2.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs ' Type III 24-hr 25 Year- Hartford Rainfall=5.50" BPIII-Post Type 111 24-hr 25 Year-Hartford Rainfall=5.50" , Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 72 , Area (sf) CN Description 533 74 >75%Grass cover, Good, HSG C 12 98 Paved parking, HSG C ' 545 75 Weighted Average 533 97.80% Pervious Area 12 2.20% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, Summary for Subcatchment SS: LCA#9 Runoff = 0.24 cfs @ 12.09 hrs, Volume= 0.018 af, Depth= 3.33" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt= 0.05 hrs ' Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description ' 2,106 74 >75%Grass cover, Good, HSG C 646 98 Paved parking, HSG C 2,752 80 Weighted Average 2,106 76.53% Pervious Area ' 646 23.47% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 9S: LCA#9 Runoff = 0.05 cfs @ 12.09 hrs, Volume= 0.004 af, Depth= 3.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs ' Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description ' 310 74 >75%Grass cover, Good, HSG C 231 98 Water Surface, HSG C , 541 84 Weighted Average 310 57.30% Pervious Area 231 42.70% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' ' BPIII-Post Type Nl 24-hr 25 Year-Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD810.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 73 Summary for Subcatchment 10S: LCAV ' Runoff = 0.03 cfs Qa 12.09 hrs, Volume= 0.002 af, Depth= 3.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs ' Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area(sf) CN Description ' 235 74 >75%Grass cover, Good, HSG C 71 98 Paved parking, HSG C 306 80 Weighted Average 235 76.80% Pervious Area ' 71 23.20% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 11S: LCA#6 Runoff = 0.04 cfs @ 12.09 hrs, Volume= 0.003 af, Depth= 2.86" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" ' Area (sf) CN Description 545 74 >75%Grass cover, Good, HSG C 30 98 Paved parking, HSG C ' 575 75 Weighted Average 545 94.78% Pervious Area 30 5.22% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 12S: ROOF AND COURTYARD ' Runoff = 1.26 cfs Qa 12.09 hrs, Volume= 0.101 af, Depth= 5.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area(sf) CN Description 803 74 >75%Grass cover, Good, HSG C ' 9,738 98 Paved parking, HSG C 10,541 96 Weighted Average 803 7.62% Pervious Area ' 9,738 92.38% Impervious Area BPIII-Post Type M 24-hr 25 Year- Hartford Rainfall=5.50" , Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 74 ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 135: OVERLAND FLOW TO WETLAND Runoff = 2.29 cfs @ 12.09 hrs, Volume= 0.167 af, Depth= 2.59" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs ' Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description 7,360 74 >75%Grass cover, Good, HSG C ' 1,268 98 Paved parking, HSG C 25,000 70 Woods, Good, HSG C 33,628 72 Weighted Average ' 32,360 96.23% Pervious Area 1,268 3.77% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 17AS: LCA#20 Runoff = 0.28 cfs @ 12.09 hrs, Volume= 0.020 af, Depth= 3.33" , Runoff by SCS TR-20 method, UH=SCS,Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description ' 2,402 74 >75%Grass cover, Good, HSG C 750 98 Paved parking, HSG C ' 3,152 80 Weighted Average 2,402 76.21% Pervious Area 750 23.79% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 19S: ROOF Runoff = 0.48 cfs @ 12.09 hrs, Volume= 0.040 af, Depth= 5.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs , Type III 24-hr 25 Year- Hartford Rainfall=5.50" BPIII-Post Type N 24-hr 25 Year- Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 75 Area (sf) CN Description 3,941 98 Paved parking, HSG C 3,941 100.00% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 2OS: LCA#22 Runoff = 0.22 cfs a 12.09 hrs, Volume= 0.016 af, Depth= 3.14" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" ' Area (sf) CN Description 2,234 74 >75%Grass cover, Good, HSG C 467 98 Paved parking, HSG C ' 2,701 78 Weighted Average 2,234 82.71% Pervious Area 467 17.29% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc=6.0 min Summary for Subcatchment 22S: LCM21 Runoff = 0.21 cfs Qa 12.09 hrs, Volume= 0.015 af, Depth= 3.53" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description ' 1,513 74 >75%Grass cover, Good, HSG C 719 98 Paved parking, HSG C 2,232 82 Weighted Average 1,513 67.79% Pervious Area 719 32.21% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, BPIII-Post Type N 24-hr 25 Year-Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Pape 76 Summary for Subcatchment 23AS: 1/2 ROOF AREA Runoff = 0.31 cfs @a 12.09 hrs, Volume= 0.026 af, Depth= 5.26" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" ' Area (sf) CN Description 2,538 98 Paved parking, HSG C ' 2,538 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc =6.0 min Summary for Subcatchment 23BS: 1/2 ROOF AREA Runoff = 0.31 cfs Qa 12.09 hrs, Volume= 0.026 af, Depth= 5.26" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description 2,538 98 Paved parking, HSG C 2,538 100.00% Impervious Area Tc Length Slope Velocity Capacity Description - _(min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc =6.0 min Summary for Subcatchment 25S: LCA#5 ' Runoff = 0.39 cfs Qa 12.09 hrs, Volume= 0.029 af, Depth= 3.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs ' Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area(sf) CN Description ' 3,414 74 >75%Grass cover, Good, HSG C 1,089 98 Paved parking, HSG C ' 4,503 80 Weighted Average 3,414 75.82% Pervious Area 1,089 24.18% Impervious Area ' BPIII-Post Type lU 24-hr 25 Year-Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 77 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, Summary for Subcatchment 26: LCA#1 ' Runoff = 3.45 cfs cr 12.09 hrs, Volume= 0.253 af, Depth= 3.63" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description ' 22,239 74 >75%Grass cover, Good, HSG C 14,154 98 Paved parking, HSG C 36,393 83 Weighted Average 22,239 61.11% Pervious Area 14,154 38.89% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, ' 5.0 0 Total, Increased to minimum Tc=6.0 min . Summary for Subcatchment 27S. LCA#13 ' Runoff = 0.39 cfs @ 12.09 hrs, Volume= 0.029 af, Depth= 3.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs ' Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description 3,290 74 >75%Grass cover, Good, HSG C 1,183 98 Paved parking, HSG C 4,473 80 Weighted Average 3,290 73.55% Pervious Area 1,183 26.45%Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 28AS: 1/2 ROOF Runoff = 0.31 cfs @ 12.09 hrs, Volume= 0.026 af, Depth= 5.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" BPIII-Post Type 11124-hr 25 Year-Hartford Rainfall=5.50" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 78 ' Area(sf) CN Description 2,533 98 Paved parking, HSG C 2,533 100.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) , 6.0 Direct Entry, Summary for Subcatchment 29S: COURTYAR AND 1/2 ROOF , Runoff = 0.46 cfs Qa 12.09 hrs, Volume= 0.036 af, Depth= 4.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs ' Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description ' 868 74 >75%Grass cover, Good, HSG C 3,146 98 Paved parking, HSG C 4,014 93 Weighted Average ' 868 21.62% Pervious Area 3,146 78.38% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3OS: LCA#16 Runoff = 0.15 cfs Qa 12.09 hrs, Volume= 0.011 af, Depth= 4.04" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area(sf) CN Description ' 654 74 >75%Grass cover, Good, HSG C 826 98 Paved parking, HSG C ' 1,480 87 Weighted Average 654 44.19% Pervious Area 826 55.81% Impervious Area , Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' t ' BPIII-Post Type M 24-hr 25 Year-Hartford Rainfall=5.5o" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Paae 79 Summary for Subcatchment 32S: LCA#17 ' Runoff = 0.17 cfs @ 12.09 hrs, Volume= 0.012 af, Depth= 3.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs ' Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area(sf) CN Description ' 1,095 74 >75%Grass cover, Good, HSG C 704 98 Paved parking, HSG C 1,799 83 Weighted Average ' 1,095 60.87% Pervious Area 704 39.13% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 33S: LCA#14 Runoff = 0.07 cfs @ 12.09 hrs, Volume= 0.005 af, Depth= 3.83" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" ' Area (sf) CN Description 386 74 >75%Grass cover, Good, HSG C 326 98 Paved parking, HSG C ' 712 85 Weighted Average 386 54.21%Pervious Area 326 45.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, ' 5.0 0 Total, Increased to minimum Tc=6.0 min Summary for Subcatchment 34AS: ROOF ' Runoff = 0.24 cfs @ 12.09 hrs, Volume= 0.020 af, Depth= 5.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description 1,965 98 Paved parking, HSG C 1,965 100.00% Impervious Area BPIII-Post Type 111 24-hr 25 Year-Hartford Rainfall=5.50" , Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 80 , Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 34BS: ROOF Runoff = 0.24 cfs @ 12.09 hrs, Volume= 0.020 af, Depth= 5.26" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs ' Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area(sf) CN Description 1,965 98 Paved parking, HSG C ' 1,965 100.00% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 35AS: LCA#19 Runoff = 0.07 cfs @ 12.09 hrs, Volume= 0.005 af, Depth= 2.86" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description ' 907 74 >75%Grass cover, Good, HSG C 57 98 Paved parking,HSG C ' 964 75 Weighted Average 907 94.09% Pervious Area 57 5.91% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 35BS: LCA#18 Runoff = 0.07 cfs @ 12.09 hrs, Volume= 0.005 af, Depth= 2.86" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" ' Area (sf) CN Description 907 74 >75%Grass cover, Good, HSG C ' 57 98 Paved parking, HSG C 964 75 Weighted Average 907 94.09% Pervious Area ' 57 5.91% Impervious Area ' BPIII-Post Type N 24-hr 25 Year-Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 81 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 37S: OVERLAND FLOW TO-POND Runoff = 1.67 cfs @ 12.09 hrs, Volume= 0.122 af, Depth= 2.68" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" ' Area(sf) CN Description 12,762 70 Woods, Good, HSG C 10,000 74 >75%Grass cover, Good, HSG C ' 965 98 Paved parking, HSG C 23,727 73 Weighted Average 22,762 95.93% Pervious Area ' 965 4.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, Summary for Subcatchment 435: COURTYARD AND TWO HALFS OF ROOF ' Runoff = 0.78 cfs @ 12.09 hrs, Volume= 0.062 af, Depth= 4.80" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area(sf) CN Description ' 985 74 >75%Grass cover, Good, HSG C 5,720 98 Paved parking, HSG C 6,705 94 Weighted Average ' 985 14.69% Pervious Area 5,720 85.31% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc=6.0 min ' Summary for Subcatchment 445: 1/2 ROOF ' Runoff = 0.31 cfs @ 12.09 hrs, Volume= 0.026 af, Depth= 5.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs ' Type III 24-hr 25 Year- Hartford Rainfall=5.50" BPIII-Post Type 111 24-hr 25 Year- Hartford Rainfall=5.50" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 82 ' Area(sf) CN Description 2,538 98 Paved parking, HSG C 2,538 100.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, Summary for Subcatchment 45S: LCA#15 t Runoff = 0.09 cfs @ 12.09 hrs, Volume= 0.007 af, Depth= 3.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs , Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area (sf) CN Description ' 709 74 >75%Grass cover, Good, HSG C 317 98 Paved parking, HSG C 1,026 81 Weighted Average ' 709 69.10%Pervious Area 317 30.90% Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 46S: LCA2#12 ' Runoff = 0.15 cfs @ 12.09 hrs, Volume= 0.011 af, Depth= 3.24" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area(sf) CN Description 1,438 74 >75%Grass cover, Good, HSG C 360 98 Paved parking, HSG C ' 1,798 79 Weighted Average 1,438 79.98% Pervious Area 360 20.02% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, , ' BPI11-Post Type N 24-hr 25 Year-Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD810.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Paae 83 Summary for Subcatchment 47S: LCA#11 ' Runoff = 0.06 cfs @ 12.09 hrs, Volume= 0.005 af, Depth= 3.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs tType III 24-hr 25 Year- Hartford Rainfall=5.50" Area(sf) CN Description ' 434 74 >75%Grass cover, Good, HSG C 251 98 Paved parking, HSG C 685 83 Weighted Average 434 63.36% Pervious Area ' 251 36.64% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 48S: LCA#10 Runoff = 0.21 cfs @ 12.09 hrs, Volume= 0.015 af, Depth= 3.43" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area(sf) CN Description 1,651 74 >75%Grass cover, Good, HSG C 635 98 Paved parking, HSG C ' 2,286 81 Weighted Average 1,651 72.22% Pervious Area 635 27.78% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 49S: ROOF ' Runoff = 0.24 cfs @ 12.09 hrs, Volume= 0.020 af, Depth= 5.26" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN, Time Span= 0.00-48.00 hrs,dt= 0.05 hrs Type III 24-hr 25 Year- Hartford Rainfall=5.50" Area(sf) CN Description 1,966 98 Paved parking, HSG C ' 1,966 100.00% Impervious Area BPIII-Post Type 111 24-hr 25 Year-Hartford Rainfall=5.50" , Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 84 , Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, , 5.0 0 Total, Increased to minimum Tc=6.0 min Summary for Reach 3R: DEIGN POINT ' Inflow Area= 7.094 ac, 46.92% Impervious, Inflow Depth = 2.35" for 25 Year- Hartford event Inflow = 16.78 cfs @ 12.12 hrs, Volume= 1.388 of ' Outflow = 16.78 cfs @ 12.12 hrs, Volume= 1.388 af, Atten=0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Summary for Pond 2P: LCA92 ' Inflow Area= 0.868 ac, 43.26% Impervious, Inflow Depth = 3.73" for 25 Year- Hartford event ' Inflow = 3.67 cfs @ 12.09 hrs, Volume= 0.270 of Outflow = 3.60 cfs @ 12.10 hrs, Volume= 0.270 af, Atten=2%, Lag= 0.5 min Discarded = 0.05 cfs @ 12.10 hrs, Volume= 0.056 of , Primary = 3.55 cfs @ 12.10 hrs, Volume= 0.214 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 124.42'@ 12.10 hrs Surf.Area=876 sf Storage= 186 cf , Plug-Flow detention time=9.5 min calculated for 0.269 of (100%of inflow) Center-of-Mass det.time=9.6 min (816.4-806.8 ) I Volume Invert Avail.Storage Storage Description #1 124.00' 1,032 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 ' 125.00 2,064 1,032 1,032 Device Routing Invert Outlet Devices , #1 Discarded 124.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 124.33' 2.4"x 2.4"Horiz.Orifice/Grate X 60.00 C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.05 cfs @ 12.10 hrs HW=124.42' (Free Discharge) ' T-1_Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=3.54 cfs @ 12.10 hrs HW=124.42' (Free Discharge) , L2=Orifice/Grate (Orifice Controls 3.54 cfs @ 1.47 fps) BPIII-Post Type NI 24-hr 25 Year-Hartford RainfaN=5.50" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD810.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 85 Summary for Pond 5P: LCA#3 ' Inflow Area= 0.024 ac, 8.40% Impervious, Inflow Depth = 2.95" for 25 Year-Hartford event Inflow = 0.08 cfs @ 12.09 hrs, Volume= 0.006 of Outflow = 0.08 cfs @ 12.10 hrs, Volume= 0.006 af, Atten=0%, Lag=0.7 min ' Discarded 0.01 cfs @ 12.10 hrs, Volume= 0.004 of Primary 0.07 cfs @ 12.10 hrs, Volume= 0.002 of ' Routing by Stor-Ind method,Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 125.37'@ 12.10 hrs Surf.Area= 119 sf Storage= 22 cf Plug-Flow detention time=20.7 min calculated for 0.006 of (100%of inflow) ' Center-of-Mass det.time= 20.7 min (848.6-827.9 ) Volume Invert Avail.Storage Storage Description #1 125.00' 162 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 125.00 0 0 0 126.00 323 162 162 ' Device Routing Invert Outlet Devices #1 Discarded 125.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 125.33' 12.0"Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads Qiscarded OutFlow Max=0.01 cfs @ 12.10 hrs HW 125.37' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) ' rimary OutFlow Max=0.07 cfs @ 12.10 hrs HW=125.37' (Free Discharge) 2_Orifice/Grate (Weir Controls 0.07 cfs @ 0.63 fps) ' Summary for Pond 6P: LCA#4 Inflow Area= 0.013 ac, 2.20% Impervious, Inflow Depth = 2.86" for 25 Year- Hartford event ' Inflow 0.04 cfs @ 12.09 hrs, Volume= 0.003 of Outflow 0.04 cfs @ 12.12 hrs, Volume= 0.003 af, Atten=0%, Lag= 1.7 min Discarded = 0.01 cfs @ 12.12 hrs, Volume= 0.002 of ' Primary = 0.04 cfs @ 12.12 hrs, Volume= 0.001 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 125.35'@ 12.12 hrs Surf.Area= 114 sf Storage= 20 cf ' Plug-Flow detention time=22.0 min calculated for 0.003 of (100%of inflow) Center-of-Mass det.time=22.0 min (852.4-830.4) ' Volume Invert Avail.Storage Storage Description #1 125.00' 162 cf Custom Stage Data(Prismatic)Listed below(Recalc) BPIII-Post Type 11124-hr 25 Year-Hartford Rainfall=5.50- ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 ®2015 HydroCAD Software Solutions LLC Page 86 , Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 125.00 0 0 0 ' 126.00 323 162 162 Device Routing Invert Outlet Devices ' #1 Discarded 125.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 125.33' 12.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads iscarded OutFlow Max=0.01 cfs @ 12.12 hrs HW=125.35' (Free Discharge) ' 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.03 cfs @ 12.12 hrs HW=125.35' (Free Discharge) ' L2=Orifice/Grate (Weir Controls 0.03 cfs @ 0.47 fps) Summary for Pond SP: LCA#9 , Inflow Area= 0.063 ac, 23.47% Impervious, Inflow Depth = 3.33" for 25 Year- Hartford event Inflow = 0.24 cfs @ 12.09 hrs, Volume= 0.018 of ' Outflow = 0.24 cfs @ 12.11 hrs, Volume= 0.018 af, Atten= 2%, Lag= 1.0 min Discarded = 0.02 cfs @ 12.11 hrs, Volume= 0.009 of Primary = 0.22 cfs @ 12.11 hrs, Volume= 0.008 of , Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 122.41'@ 12.11 hrs Surf.Area=260 sf Storage= 53 cf Plug-Flow detention time= 19.3 min calculated for 0.018 of (100%of inflow) ' Center-of-Mass det.time= 19.3 min (837.1 -817.7) Volume Invert Avail.Storage Storage Description ' #1 122.00' 319 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store , (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 123.00 638 319 319 , Device Routing Invert Outlet Devices #1 Discarded 122.00' 2.500 in/hr Exfiltration over Surface area ' #2 Primary 122.33' 12.0"Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads ?iscarded OutFlow Max=0.02 cfs @ 12.11 hrs HW=122.41' (Free Discharge) , 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.22 cfs @ 12.11 hrs HW=122.41' (Free Discharge) ' L2=Orifice/Grate (Weir Controls 0.22 cfs @ 0.90 fps) ' BPIII-Post Type 111 24-hr 25 Year-Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Pane 87 Summary for Pond 9P: LCAft8 ' Inflow Area= 0.012 ac, 42.70% Impervious, Inflow Depth= 3.73" for 25 Year- Hartford event Inflow 0.05 cfs @a 12.09 hrs, Volume= 0.004 of Outflow = 0.05 cfs c@ 12.09 hrs, Volume= 0.004 af, Atten= 0%, Lag=0.1 min ' Discarded 0.00 cfs @ 12.09 hrs, Volume= 0.001 of Primary 0.05 cfs @a 12.09 hrs, Volume= 0.003 of ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt=0.05 hrs/3 Peak Elev= 122.91'@ 12.09 hrs Surf.Area=22 sf Storage=4 cf Plug-Flow detention time= 16.6 min calculated for 0.004 of(100%of inflow) ' Center-of-Mass det.time= 16.7 min (823.5- 806.8 ) Volume Invert Avail.Storage Storage Description ' #1 122.50' 27 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 122.50 0 0 0 123.50 53 27 27 ' Device Routing Invert Outlet Devices #1 Primary 122.88' 12.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads ' #2 Discarded 122.50' 2.500 in/hr Exfiltration over Surface area Qiscarded OutFlow Max 0.00 cfs @ 12.09 hrs HW=122.91' (Free Discharge) L2_Exfiltration (Exfiltration Controls 0.00 cfs) ' rimary OutFlow Max=0.05 cfs @a 12.09 hrs HW=122.91' (Free Discharge) 1=Orifice/Grate (Weir Controls 0.05 cfs c@ 0.55 fps) ' Summary for Pond 10P: WAR Inflow Area= 0.007 ac, 23.20% Impervious, Inflow Depth = 3.33" for 25 Year- Hartford event ' Inflow 0.03 cfs @ 12.09 hrs, Volume= 0.002 of Outflow 0.03 cfs @ 12.09 hrs, Volume= 0.002 af, Atten= 1%, Lag=0.2 min Discarded = 0.00 cfs @ 12.09 hrs, Volume= 0.001 of ' Primary = 0.03 cfs @ 12.09 hrs, Volume= 0.001 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs/3 Peak Elev= 122.90'@ 12.09 hrs Surf.Area=27 sf Storage=5 cf Plug-Flow detention time=22.7 min calculated for 0.002 of (100%of inflow) Center-of-Mass det.time=22.3 min (840.0- 817.7) ' Volume Invert Avail.Storage Storage Description #1 122.50' 34 cf Custom Stage Data(Prismatic) Listed below(Recalc) BPIII-Post Type 111 24-hr 25 Year-Hartford Rainfall=5.50" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCADO 10.00-16 s/n 09320 O 2015 HydroCAD Software Solutions LLC Page 88 , Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.50 0 0 0 ' 123.50 68 34 34 Device Routing Invert Outlet Devices #1 Primary 122.88' 12.0"Horiz Orifice/Grate C=0.600 Limited to weir flow at low heads #2 Discarded 122.50' 2.500 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 12.09 hrs HW=122.90' (Free Discharge) ' t2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.02 cfs @ 12.09 hrs HW=122.90' (Free Discharge) ' t-1=Orifice/Grate (Weir Controls 0.02 cfs @ 0.43 fps) Summary for Pond 11 P: LCAN ' Inflow Area= 0.013 ac, 5.22%Impervious, Inflow Depth = 2.86" for 25 Year-Hartford event Inflow = 0.04 cfs @ 12.09 hrs, Volume= 0.003 of ' Outflow = 0.04 cfs @ 12.10 hrs, Volume= 0.003 af, Atten= 1%, Lag=0.3 min Discarded = 0.00 cfs @ 12.10 hrs, Volume= 0.002 of Primary = 0.04 cfs @ 12.10 hrs, Volume= 0.001 of , Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs/3 Peak Elev= 122.35' @ 12.10 hrs Surf.Area=49 sf Storage=9 cf Plug-Flow detention time= 18.7 min calculated for 0.003 of (100%of inflow) ' Center-of-Mass det. time= 19.6 min (850.0-830.4) Volume Invert Avail.Storage Storage Description ' #1 122.00' 70 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 123.00 139 70 70 ' Device Routing Invert Outlet Devices #1 Primary 122.33' 12.0"Horiz. Orifice/Grate C= 0.600 , Limited to weir flow at low heads #2 Discarded 122.00' 2.500 in/hr Exfiltration over Surface area Qiscarded OutFlow Max=0.00 cfs @ 12.10 hrs HW=122.35' (Free Discharge) T- ' -2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.04 cfs @ 12.10 hrs HW=122.35' (Free Discharge) ' L1=Orifice/Grate (Weir Controls 0.04 cfs @ 0.51 fps) ' BPIII-Post Type 11124-hr 25 Year-Hartford Rainfall=5.50- Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Paue 89 Summary for Pond 14P: INFILTRATION TRENCH#2 ' Inflow Area= 2.375 ac, 49.16% Impervious, Inflow Depth = 2.31" for 25 Year- Hartford event Inflow = 5.80 cfs @ 12.16 hrs, Volume= 0.458 of Outflow = 5.63 cfs @ 12.22 hrs, Volume= 0.458 af, Atten=3%, Lag=3.6 min ' Discarded 0.09 cfs @ 12.22 hrs, Volume= 0.059 of Primary 5.54 cfs @ 12.22 hrs, Volume= 0.399 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 118.25'@ 12.22 hrs Surf.Area=736 sf Storage=981 cf Plug-Flow detention time=6.1 min calculated for 0.457 of(100%of inflow) ' Center-of-Mass det.time=6.1 min ( 761.0-754.9) Volume Invert Avail.Storage Storage Description ' #1 116.25' 657 cf 4.00'W x 184.00'L x 4.00'H Prismatoid 2,944 cf Overall - 1,301 cf Embedded = 1,643 cf x 40.0%Voids #2 116.75' 1,301 cf 36.0" Round Pipe Storage Inside#1 L= 184.0' ' 1,958 cf Total Available Storage Device Routing Invert Outlet Devices ' #1 Primary 116.75' 15.0" Round Culvert L=45.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 116.75'/ 114.16' S=0.0576 'r Cc=0.900 n=0.012, Flow Area= 1.23 sf #2 Device 1 116.75' 15.0"Vert. Orifice/Grate C=0.600 #3 Discarded 116.25' 2.500 in/hr Exfiltration over Wetted area #4 Device 1 119.50' 4.0'long Sharp-Crested Rectangular Weir 2 End Contractions) Pscarded OutFlow Max=0.09 cfs @ 12.22 hrs HW=118.24' (Free Discharge) 3_Exfiltration (Exfiltration Controls 0.09 cfs) ' Primary OutFlow Max=5.51 cfs @ 12.22 hrs HW=118.24' (Free Discharge) L =Culvert (Controls 5.51 cfs) 2=0rifioe/Grate (Orifice Controls 5.51 cfs @ 4.49 fps) ' =Sharp-Crested Rectangular Weir (Controls 0.00 cfs) Summary for Pond 18P: LCA#20 ' Inflow Area= 0.072 ac, 23.79% Impervious, Inflow Depth = 3.33" for 25 Year- Hartford event Inflow = 0.28 cfs @ 12.09 hrs, Volume= 0.020 of Outflow = 0.28 cfs @ 12.10 hrs, Volume= 0.020 af, Atten=0%, Lag=0.2 min ' Discarded _ 0.00 cfs @ 12.10 hrs, Volume= 0.004 of Primary 0.27 cfs @ 12.10 hrs, Volume= 0.017 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 120.97'@ 12.10 hrs Surf.Area=55 sf Storage= 13 cf Plug-Flow detention time=9.3 min calculated for 0.020 of (100%of inflow) Center-of-Mass det.time=9.4 min (827.2-817.7) BPIII-Post Type 11124-hr 25 Year-Hartford Rainfall=5.50" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 90 ' Volume Invert Avail.Storage Storage Description #1 120.50' 59 cf Custom Stage Data(Prismatic)Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 120.50 0 0 0 121.50 117 59 59 Device Routing Invert Outlet Devices ' #1 Discarded 120.50' 2.500 in/hr Exfiltration over Surface area #2 Primary 120.88' 12.0"Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads , Discarded OutFlow Max=0.00 cfs @ 12.10 hrs HW=120.97' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary Outflow Max=0.27 cfs @ 12.10 hrs HW=120.97' (Free Discharge) , 'L2=Orifice/Grate (Weir Controls 0.27 cfs @ 0.97 fps) Summary for Pond 20P: LCA#23 Inflow Area= 0.062 ac, 17.29% Impervious, Inflow Depth = 3.14" for 25 Year- Hartford event ' Inflow = 0.22 cfs @ 12.09 hrs, Volume= 0.016 of Outflow = 0.21 cfs @ 12.12 hrs, Volume= 0.016 af, Atten=5%, Lag= 1.6 min Discarded = 0.02 cfs @ 12.12 hrs, Volume= 0.009 of Primary = 0.20 cfs @ 12.12 hrs, Volume= 0.007 of Routing by Stor-Ind method,Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 122.46'@ 12.12 hrs Surf.Area=275 sf Storage=64 cf Plug-Flow detention time=20.8 min calculated for 0.016 of (100%of inflow) Center-of-Mass det.time=20.8 min (843.7-822.9) ' Volume Invert Avail.Storage Storage Description #1 122.00' 74 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store , (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 ' 122.50 296 74 74 Device Routing Invert Outlet Devices #1 Discarded 122.00' 2.500 in/hr Exfiltration over Surface area ' #2 Primary 122.33' 18.0"Vert. Orifice/Grate X 2.00 C=0.600 Discarded Outflow Max=0.02 cfs @ 12.12 hrs HW=122.46' (Free Discharge) ' 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary Outflow Max=0.19 cfs @ 12.12 hrs HW=122.46' (Free Discharge) L2=Orifice/Grate (Orifice Controls 0.19 cfs @ 1.24 fps) BPIII-Post Type 111 24-hr 25 Year-Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 91 Summary for Pond 22P: LCA#21 Inflow Area= 0.051 ac, 32.21% Impervious, Inflow Depth = 3.53" for 25 Year-Hartford event Inflow = 0.21 cfs @ 12.09 hrs, Volume= 0.015 of Outflow = 0.21 cfs @ 12.10 hrs, Volume= 0.015 af, Atten=0%, Lag=0.3 min ' Discarded 0.00 cfs @ 12.10 hrs, Volume= 0.004 of Primary 0.20 cfs @ 12.10 hrs, Volume= 0.011 of ' Routing by Stor-Ind method,Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 122.40'@ 12.10 hrs Surf.Area=67 sf Storage= 13 cf Plug-Flow detention time= 12.5 min calculated for 0.015 of (100%of inflow) ' Center-of-Mass det.time= 12.5 min (824.9 -812.4) Volume Invert Avail.Storage Storage Description ' #1 122.00' 21 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 122.00 0 0 0 122.50 83 21 21 ' Device Routing Invert Outlet Devices #1 Discarded 122.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 122.33' 12.0"Horiz. Orifice/Grate C=0.600 ' Limited to weir flow at low heads piscarded OutFlow Max=0.00 cfs @ 12.10 hrs HW=122.40' (Free Discharge) T--1=Exfiltration (Exfiltration Controls 0.00 cfs) ' Primary ary OutFlow Max=0.20 cfs @ 12.10 hrs HW=122.40' (Free Discharge) - 2_Orifice/Grate (Weir Controls 0.20 cfs @ 0.88 fps) ' Summary for Pond 24P: INFILTRATION TRENCH#6 ' Inflow Area= 0.172 ac, 49.85% Impervious, Inflow Depth = 3.06" for 25 Year=Hartford event Inflow 0.70 cfs @ 12.10 hrs, Volume= 0.044 of Outflow - 0.47 cfs @ 12.20 hrs, Volume= 0.044 af, Atten-33%, Lag 6.1 min Discarded = 0.03 cfs @ 12.20 hrs, Volume= 0.016 of ' Primary = 0.44 cfs @ 12.20 hrs, Volume= 0.028 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 120.27'@ 12.20 hrs Surf.Area=231 sf Storage= 232 cf Plug-Flow detention time=8.5 min calculated for 0.044 of(100%of inflow) Center-of-Mass det.time=8.5 min (758.1 -749.6 ) 1 BPIII-Post Type 11124-hr 25 Year-Hartford Rainfall=5.50" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 92 ' Volume Invert Avail.Storage Storage Description #1 118.80' 180 cf 3.00'W x 77.00'L x&WH Prismatoid 693 cf Overall -242 cf Embedded =451 cf x 40.0%Voids #2 119.00, 242 cf 24.0" Round Pipe Storage Inside#1 L= 77.0' 422 cf Total Available Storage ' Device Routing Invert Outlet Devices #1 Primary 119.00' 4.0"Vert.Orifice/Grate C=0.600 ' #2 Discarded 118.80' 2.500 in/hr Exfiltration over Wetted area #3 Primary 121.30' 4.0'long Sharp-Crested Rectangular Weir 2 End Contractions) Pscarded OutFlow Max=0.03 cfs @ 12.20 hrs HW=120.27' (Free Discharge) ' 2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.44 cfs @ 12.20 hrs HW=120.27' (Free Discharge) T--"I=Orifice/Grate (Orifice Controls 0.44 cfs @ 5.05 fps) t 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 25P: LCA#5 , Inflow Area= 0.103 ac, 24.18% Impervious, Inflow Depth = 3.33" for 25 Year- Hartford event Inflow = 0.39 cfs @ 12.09 hrs, Volume= 0.029 of ' Outflow = 0.39 cfs @ 12.11 hrs, Volume= 0.029 af, Atten= 1%, Lag=0.9 min Discarded = 0.02 cfs @ 12.11 hrs, Volume= 0.012 of Primary = 0.37 cfs @ 12.11 hrs, Volume= 0.016 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs ' Peak Elev= 124.44' @ 12.11 hrs Surf.Area=283 sf Storage=62 cf Plug-Flow detention time= 17.2 min calculated for 0.029 of (100%of inflow) , Center-of-Mass det.time= 17.2 min (834.9-817.7) Volume Invert Avail.Storage Storage Description , #1 124.00' 322 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 125.00 644 322 322 ' Device Routing Invert Outlet Devices #1 Discarded 124.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 124.33' 12.0"Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads Iiscarded OutFlow Max=0.02 cfs @ 12.11 hrs HW=124.44' (Free Discharge) ' 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.37 cfs @ 12.11 hrs HW=124.44' (Free Discharge) ' L2=Orifice/Grate (Weir Controls 0.37 cfs @ 1.08 fps) ' BPIII-Post Type Ill 24-hr 25 Year-Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 93 Summary for Pond 26P: LCA#1 ' Inflow Area= 0.835 ac, 38.89% Impervious, Inflow Depth = 3.63" for 25 Year- Hartford event Inflow = 3.45 cfs @ 12.09 hrs, Volume= 0.253 of Outflow = 3.40 cfs @ 12.10 hrs, Volume= 0.253 af, Atten= 1%, Lag=0.4 min Discarded 0.06 cfs @ 12.10 hrs, Volume= 0.068 of Primary 3.34 cfs @ 12.10 hrs, Volume= 0.185 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 123.96'@ 12.10 hrs Surf.Area= 1,067 sf Storage=247 cf Plug-Flow detention time= 13.9 min calculated for 0.252 of (100%of inflow) Center-of-Mass det.time= 14.0 min (823.6 -809.6 ) Volume Invert Avail.Storage Storage Description ' #1 123.50' 1,151 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 123.50 0 0 0 124.50 2,302 1,151 1,151 ' Device Routing Invert Outlet Devices #1 Discarded 123.50' 2.500 in/hr Exfiltration over Surface area #2 Primary 123.88' 2.4"x 2.4"Horiz.Orifice/Grate X 60.00 C=0.600 ' Limited to weir flow at low heads scarded OutFlow Max=0.06 cfs @ 12.10 hrs HW=123.96' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.06 cfs) Primary Ouow Max=3.33 cfs @ 12.10 hrs HW=123.96' (Free Discharge) 2_Orifice/Grate (Orifice Controls 3.33 cfs @ 1.39 fps) ' Summary for Pond 27113: LCA#13 ' Inflow Area= 0.103 ac, 26.45% Impervious, Inflow Depth = 3.33" for 25 Year- Hartford event Inflow 0.39 cfs @ 12.09 hrs, Volume= 0.029 of Outflow = 0.35 cfs @ 12.13 hrs, Volume= 0.029 af, Atten= 10%, Lag=2.4 min Discarded = 0.03 cfs @ 12.13 hrs, Volume= 0.015 of ' Primary = 0.33 cfs @ 12.13 hrs, Volume= 0.013 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs ' Peak Elev= 124.53'@ 12.13 hrs Surf.Area=491 sf Storage= 129 cf Plug-Flow detention time=21.4 min calculated for 0.028 of (100%of inflow) Center-of-Mass det. time=21.4 min (839.1 -817.7) ' Volume Invert Avail.Storage Storage Description #1 124.00' 468 cf Custom Stage Data(Prismatic) Listed below(Recalc) BPIII-Post Type M 24-hr 25 Year-Hartford Rainfall=5.50" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 94 , Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 , 125.00 935 468 468 Device Routing Invert Outlet Devices ' #1 Discarded 124.00' 2.500 In/hr Exfiltration over Surface area #2 Primary 124.33' 12.0"Vert.Orifice/Grate X 2.00 C=0.600 Discarded OutFlow Max=0.03 cfs @ 12.13 hrs HW=124.52' (Free Discharge) ' 'L-1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.32 cfs @ 12.13 hrs HW=124.52' (Free Discharge) ' 'L2=Orifice/Grate (Orifice Controls 0.32 cfs @ 1.50 fps) Summary for Pond 29P: INFILTRATION TRENCH#3 , Inflow Area= 0.544 ac, 65.46% Impervious, Inflow Depth = 3.58" for 25 Year- Hartford event Inflow = 2.37 cfs @ 12.10 hrs, Volume= 0.162 of Outflow = 0.58 cfs @ 12.49 hrs, Volume= 0.162 af, Atten=76%, Lag=23.4 min , Discarded = 0.23 cfs @ 12.49 hrs, Volume= 0.105 of Primary = 0.34 cfs @ 12.49 hrs, Volume= 0.057 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs/3 ' Peak Elev= 123.24'@ 12.49 hrs Surf.Area= 1,413 sf Storage=2,435 cf Plug-Flow detention time=42.1 min calculated for 0.162 of (100%of inflow) I Center-of-Mass det. time=42.1 min ( 796.9- 754.8 ) Volume Invert Avail.Storage Storage Description , #1 120.50' 1,104 cf 3.00'VV x 471.00'L x 3.00'H Prismatoid 4,239 cf Overall - 1,480 cf Embedded =2,759 cf x 40.0%Voids #2 121.00' 1,480 cf 24.0" Round Pipe Storage Inside#1 ' L=471.0' 2,583 cf Total Available Storage Device Routing Invert Outlet Devices ' #1 Primary 121.00' 3.0"Vert. Orifice/Grate C= 0.600 #2 Discarded 120.50' 2.500 in/hr Exfiltration over Wetted area #3 Primary 123.30' 4.0'long Sharp-Crested Rectangular Weir 2 End Contraction(s) ' Discarded OutFlow Max=0.23 cfs @ 12.49 hrs HW=123.23' (Free Discharge) t2=Exfiltration (Exfiltration Controls 0.23 cfs) Primary OutFlow Max=0.34 cfs @ 12.49 hrs HW=123.23' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.34 cfs @ 6.99 fps) t3=Sharp-Crested Rectangular Weir (Controls 0.00 cfs) , ' BPIII-Post Type M 24-hr 25 Year-Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Pape 95 Summary for Pond 3OP: LCA#16 ' Inflow Area= 0.034 ac, 55.81%Impervious, Inflow Depth = 4.04" for 25 Year- Hartford event Inflow = 0.15 cfs @ 12.09 hrs, Volume= 0.011 of Outflow = 0.15 cfs @ 12.09 hrs, Volume= 0.011 af, Atten=0%, Lag=0.3 min Discarded 0.00 cfs @ 12.09 hrs, Volume= 0.004 of Primary 0.15 cfs @ 12.09 hrs, Volume= 0.008 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs,dt=0.05 hrs Peak Elev= 122.39'@ 12.09 hrs Surf.Area=65 sf Storage= 13 cf Plug-Flow detention time= 14.3 min calculated for 0.011 of (100%of inflow) ' Center-of-Mass det. time= 14.4 min (812.1 -797.7) Volume Invert Avail.Storage Storage Description ' #1 122.00' 21 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 122.00 0 0 0 122.50 83 21 21 ' Device Routing Invert Outlet Devices #1 Discarded 122.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 122.33' 12.0"Horiz.Orifice/Grate C=0.600 ' Limited to weir flow at low heads Iscarded OutFlow Max=0.00 cfs @ 12.09 hrs HW=122.39' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) ' Primary OutFlow Max=0.15 cfs @ 12.09 hrs HW=122.39' (Free Discharge) , 2_Orifice/Grate (Weir Controls 0.15 cfs @ 0.80 fps) Summary for Pond 31 P: INFILTRATION TRENCH#5 ' Inflow Area= 1.204 ac, 62.86% Impervious, Inflow Depth = 1.90" for 25 YearHartford event Inflow 1.84 cfs @ 12.11 hrs, Volume= 0.191 of Outflow - 0.82 cfs @ 12.61 hrs, Volume 0.191 af, Atten-55%, Lag 29.9 min Discarded = 0.17 cfs @ 12.62 hrs, Volume= 0.068 of ' Primary = 0.65 cfs @ 12.61 hrs, Volume= 0.123 of Routing by Stor-Ind method,Time Span=0.00-48.00 hrs,dt=0.05 hrs ' Peak Elev= 119.75'@ 12.62 hrs Surf.Area=855 sf Storage= 2,052 cf Plug Flow detention time 31.9 min calculated for 0.191 of(100%of inflow) Center-of-Mass det.time=31.9 min ( 799.4- 767.6) BPIII-Post Type 111 24-hr 25 Year-Hartford Rainfall=5.50" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 96 ' Volume Invert Avail.Storage Storage Description #1 116.70' 525 cf 2.50'W x 342.00%x 3.50'H Prismatoid 2,993 cf Overall - 1,679 cf Embedded= 1,314 cf x 40.0%Voids ' #2 117.20' 1,679 cf 30.0" Round Pipe Storage Inside#1 L=342.0' 2,204 cf Total Available Storage ' Device Routing Invert Outlet Devices #1 Device 4 117.20' 4.0"Vert. Orifice/Grate C= 0.600 ' #2 Discarded 116.70' 2.500 in/hr Exfiltration over Wetted area #3 Device 4 119.75' 4.0'long Sharp-Crested Rectangular Weir 2 End Contractions) #4 Primary 114.90' 12.0" Round Culvert L= 12.0' CPP, square edge headwall, Ke=0.500 t Inlet/Outlet Invert= 114.90'/ 114.30' S=0.0500'P Cc=0.900 n=0.012, Flow Area=0.79 sf Qiscarded OutFlow Max=0.17 cfs @ 12.62 hrs HW=119.75' (Free Discharge) ' 2=Exfiltration (Exfiltration Controls 0.17 cfs) Primary OutFlow Max=0.65 cfs @ 12.61 hrs HW=119.75' (Free Discharge) ' =Culvert (Passes 0.65 cfs of 7.89 cfs potential flow) 1=Or1fice/Grate (Orifice Controls 0.65 cfs @ 7.43 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 0.00 cfs @ 0.06 fps) Summary for Pond 32P. LCM 7 Inflow Area= 0.041 ac, 39.13% Impervious, Inflow Depth = 3.63" for 25 Year- Hartford event , Inflow = 0.17 cfs @ 12.09 hrs, Volume= 0.012 of Outflow = 0.17 cfs @ 12.09 hrs, Volume= 0.012 af, Atten=0%, Lag=0.3 min Discarded = 0.00 cfs @ 12.09 hrs, Volume= 0.003 of , Primary = 0.17 cfs @ 12.09 hrs, Volume= 0.009 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt=0.05 hrs ' Peak Elev= 122.31'@ 12.09 hrs Surf.Area=52 sf Storage=8 cf Plug-Flow detention time=9.0 min calculated for 0.012 of (100%of inflow) Center-of-Mass det.time=9.0 min (818.6-809.6 ) I Volume Invert Avail.Storage Storage Description #1 122.00' 21 cf Custom Stage Data(Prismatic) Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 ' 122.50 83 21 21 Device Routing Invert Outlet Devices ' #1 Discarded 122.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 122.25' 12.0"Horiz. 122.33 C=0.600 Limited to weir flow at low heads ' BPIII-Post Type 111 24-hr 25 Year-Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCADS 10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 97 piscarded OutFlow Max=0.00 cfs @ 12.09 hrs HW=122.31' (Free Discharge) u-1=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.17 cfs @ 12.09 hrs HW=122.31' (Free Discharge) L2=122.33 (Weir Controls 0.17 cfs @ 0.83 fps) ' Summar y for Pond 33P: LCA#14 ' Inflow Area= 0.016 ac, 45.79% Impervious, Inflow Depth = 3.83" for 25 Year- Hartford event Inflow - 0.07 cfs @ 12.09 hrs, Volume= 0.005 of Outflow = 0.07 cfs @ 12.10 hrs, Volume= 0.005 af, Atten=0%, Lag= 0.4 min ' Discarded 0.00 cfs @ 12.10 hrs, Volume= 0.003 of Primary 0.07 cfs @ 12.10 hrs, Volume= 0.003 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs ' Peak Elev= 124.36'@ 12.10 hrs Surf.Area=62 sf Storage= 11 cf Plug-Flow detention time= 18.3 min calculated for 0.005 of (100%of inflow) ' Center-of-Mass det. time= 18.3 min (822.2-803.9) Volume Invert Avail.Storage Storage Description ' #1 124.00' 86 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 124.00 0 0 0 125.00 171 86 86 ' Device Routing Invert Outlet Devices #1 Discarded 124.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 124.33' 12.0"Horiz. Orifice/Grate C=0.600 ' Limited to weir flow at low heads piscarded OutFlow Max=0.00 cfs @ 12.10 hrs HW=124.36' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) ' Primary OutFlow Max=0.07 cfs @ 12.10 hrs HW=124.36' (Free Discharge) T---2_Orifice/Grate (Weir Controls 0.07 cfs @ 0.61 fps) ' Summary for Pond 35BP: LCA#18 ' Inflow Area= 0.022 ac, 5.91% Impervious, Inflow Depth = 2.86" for 25 Year= Hartford event Inflow 0.07 cfs @ 12.09 hrs, Volume= 0.005 of Outflow - 0.07 cfs @ 12.10 hrs, Volume= 0.005 af, Atten=0%, Lag=0.6 min Discarded = 0.01 cfs @ 12.10 hrs, Volume= 0.003 of ' Primary = 0.07 cfs @ 12.10 hrs, Volume= 0.002 of Routing by Stor-Ind method,Time Span=0.00-48.00 hrs, dt=0.05 hrs BPIII-Post Type N 24-hr 25 Year-Hartford Rainfall=5.50" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Pape 98 ' Peak Elev= 122.36'@ 12.10 hrs Surf.Area=96 sf Storage= 18 cf Plug-Flow detention time=20.5 min calculated for 0.005 of (100%of inflow) I Center-of-Mass det. time=20.5 min (850.8 - 830.4) Volume Invert Avail.Storage Storage Description ' #1 122.00' 33 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 122.00 0 0 0 122.50 132 33 33 Device Routing Invert Outlet Devices ' #1 Discarded 122.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 122.33' 12.0"Horiz. Orifice/Grate C=0.600 , Limited to weir flow at low heads Iiscarded Outflow Max=0.01 cfs Qa 12.10 hrs HW=122.36' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) , Primary OutFlow Max=0.07 cfs @ 12.10 hrs HW=122.36' (Free Discharge) L2=Orifice/Grate (Weir Controls 0.07 cfs @ 0.61 fps) Summary for Pond 35P: LCA#19 ' Inflow Area= 0.022 ac, 5.91% Impervious, Inflow Depth = 2.86" for 25 Year- Hartford event , Inflow = 0.07 cfs @ 12.09 hrs, Volume= 0.005 of Outflow = 0.07 cfs @ 12.11 hrs, Volume= 0.005 af, Atten=0%, Lag= 1.2 min Discarded = 0.01 cfs @ 12.12 hrs, Volume= 0.004 of ' Primary = 0.07 cfs @ 12.11 hrs, Volume= 0.001 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 122.36'@ 12.12 hrs Surf.Area= 169 sf Storage=31 cf , Plug-Flow detention time=21.7 min calculated for 0.005 of (100%of inflow) Center-of-Mass det.time=21.7 min (852.1 -830.4) I Volume Invert Avail.Storage Storage Description #1 122.00' 58 cf Custom Stage Data(Prismatic) Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 ' 122.50 232 58 58 Device Routing Invert Outlet Devices , #1 Discarded 122.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 122.33' 12.0" Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads ' BPIII-Post Type 11124-hr 25 Year-Hartford Rainfall=5.50" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD810.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Paige 99 Qiscarded OutFlow Max=0.01 cfs Qa 12.12 hrs HW=122.36' (Free Discharge) ' L1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.06 cfs @ 12.11 hrs HW=122.36' (Free Discharge) L2=Orifice/Grate (Weir Controls 0.06 cfs @ 0.59 fps) ' Summary for Pond 37P: INFILTRATION TRENCH#4 ' Inflow Area= 0.802 ac, 64.470/6 Impervious, Inflow Depth = 2.02" for 25 Year- Hartford event Inflow = 1.40 cfs @ 12.10 hrs, Volume= 0.135 of Outflow = 0.65 cfs @ 12.45 hrs, Volume= 0.135 af, Atten=54%, Lag=21.4 min ' Discarded _ 0.11 cfs @ 12.45 hrs, Volume= 0.049 of Primary 0.54 cfs @ 12.45 hrs, Volume= 0.086 of ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt=0.05 hrs/3 Peak Elev= 120.82'@ 12.45 hrs Surf.Area=717 sf Storage= 1,098 cf Plug-Flow detention time=22.4 min calculated for 0.135 of (100%of inflow) ' Center-of-Mass det.time=22.4 min ( 796.1 - 773.7) Volume Invert Avail.Storage Storage Description ' #1 118.50' 560 cf 3.00'W x 239.001 x 3.00'H Prismatoid 2,151 cf Overall -751 cf Embedded = 1,400 cf x 40.0%Voids #2 119.00, 751 cf 24.0" Round Pipe Storage Inside#1 L=239.0' ' 1,311 cf Total Available Storage Device Routing Invert Outlet Devices ' #1 Primary 119.00' 4.0"Vert.Orifice/Grate C=0.600 #2 Discarded 118.50' 2.500 in/hr Exfiltration over Wetted area #3 Primary 121.20' 4.0'long Sharp-Crested Rectangular Weir 2 End Contractions) ' Discarded OutFlow Max=0.11 cfs @ 12.45 hrs HW=120.82' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.11 cfs) ' r mary OutFlow Max=0.54 cfs @ 12.45 hrs HW=120.82' (Free Discharge) 1_Orifice/Grate (Orifice Controls 0.54 cfs @ 6.20 fps) 3_Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Summary for Pond 45P: LCA#15 Inflow Area= 0.024 ac, 30.90% Impervious, Inflow Depth = 3.43" for 25 Year- Hartford event Inflow 0.09 cfs @ 12.09 hrs, Volume= 0.007 of Outflow 0.09 cfs @ 12.12 hrs, Volume 0.007 af, Atten=6%, Lag= 1.8 min Discarded = 0.01 cfs @ 12.12 hrs, Volume= 0.004 of ' Primary = 0.08 cfs @ 12.12 hrs, Volume= 0.003 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs,dt=0.05 hrs BPIII-Post Type 11124-hr 25 Year- Hartford Rainfall=5.50" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 100 , Peak Elev= 124.47'@ 12.12 hrs Surf.Area= 127 sf Storage=29 cf Plug-Flow detention time=21.2 min calculated for 0.007 of (100%of inflow) I Center-of-Mass det. time=21.2 min (836.3 -815.1 ) Volume Invert Avail.Storage Storage Description , #1 124.00' ` 136 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 124.00 0 0 0 125.00 272 136 136 Device Routing Invert Outlet Devices , #1 Discarded 124.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 124.33' 12.0"Vert.Orifice/Grate C= 0.600 , Discarded OutFlow Max=0.01 cfs @ 12.12 hrs HW=124.46' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.08 cfs @ 12.12 hrs HW=124.46' (Free Discharge) , 2_Orifice/Grate (Orifice Controls 0.08 cfs @ 1.24 fps) Summary for Pond 46P: LCA#12 ' Inflow Area= 0.041 ac, 20.02% Impervious, Inflow Depth = 3.24" for 25 Year- Hartford event Inflow = 0.15 cfs @ 12.09 hrs, Volume= 0.011 of ' Outflow = 0.13 cfs @ 12.14 hrs, Volume= 0.011 af, Atten= 12%, Lag=2.9 min Discarded = 0.01 cfs @ 12.14 hrs, Volume= 0.007 of Primary = 0.12 cfs @ 12.14 hrs, Volume= 0.004 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 125.05'@ 12.14 hrs Surf.Area=248 sf Storage= 68 cf , Plug-Flow detention time=26.1 min calculated for 0.011 of (100%of inflow) Center-of-Mass det. time=26.1 min (846.4-820.3 ) Volume Invert Avail.Storage Storage Description ' #1 124.50' 227 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.50 0 0 0 125.50 454 227 227 ' Device Routing Invert Outlet Devices #1 Discarded 124.50' 2.500 in/hr Exfiltration over Surface area , #2 Primary 124.88' 12.0"Vert.Orifice/Grate C=0.600 BPIII-Post Type NI 24-hr 25 Year-Hartford Rainfall=5.50' Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 101 Placarded OutFlow Max=0.01 cfs @ 12.14 hrs HW=125.05' (Free Discharge) ' 1=Exfiltration (Exfiltration Controls 0.01 cfs) rimary OutFlow Max=0.12 cfs @ 12.14 hrs HW=125.05' (Free Discharge) ' 2=Orifice/Grate (Orifice Controls 0.12 cfs @ 1.39 fps) Summary for Pond 47P: LCA#11 ' Inflow Area= 0.016 ac, 36.64% Impervious, Inflow Depth = 3.63" for 25 Year-Hartford event Inflow = 0.06 cfs @ 12.09 hrs, Volume= 0.005 of Outflow = 0.07 cfs @ 12.10 hrs, Volume= 0.005 af, Atten=0%, Lag= 0.5 min ' Discarded 0.00 cfs @ 12.10 hrs, Volume= 0.003 of Primary 0.06 cfs @ 12.10 hrs, Volume= 0.002 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 124.91' @ 12.10 hrs Surf.Area=78 sf Storage= 16 cf Plug-Flow detention time=22.8 min calculated for 0.005 of(100%of inflow) Center-of-Mass dot.time=22.8 min (832.4-809.6) Volume Invert Avail.Storage Storage Description ' #1 124.50' 95 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.50 0 0 0 125.50 190 95 95 ' Device Routing Invert Outlet Devices #1 Discarded 124.50' 2.500 in/hr Extiltration over Surface area #2 Primary 124.88' 12.0"Horiz.Orifice/Grate C=0.600 ' Limited to weir flow at low heads Discarded OutFlow Max=0.00 cfs @ 12.10 hrs HW=124.91' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) ' Primary OutFlow Max=0.06 cfs @ 12.10 hrs HW=124.91' (Free Discharge) L2=Orifice/Grate (Weir Controls 0.06 cfs @ 0.59 fps) ' Summary for Pond 48P: LCA#10 ' Inflow Area= 0.052 ac, 27.78% Impervious, Inflow Depth = 3.43" for 25 Year- Hartford event Inflow 0.21 cfs @ 12.09 hrs, Volume= 0.015 of Outflow = 0.21 cfs @ 12.10 hrs, Volume= 0.015 af, Atten=0%, Lag=0.7 min Discarded = 0.01 cfs @ 12.10 hrs, Volume= 0.007 of ' Primary = 0.20 cfs @ 12.10 hrs, Volume= 0.008 of Routing by Stor-Ind method,Time Span=0.00-48.00 hrs, dt=0.05 hrs BPIII-Post Type 11124-hr 25 Year-Hartford Rainfall=5.50- , Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 102 ' Peak Elev= 124.40'@ 12.10 hrs Surf.Area= 169 sf Storage=34 cf Plug-Flow detention time= 17.9 min calculated for 0.015 of (100%of inflow) I Center-of-Mass det.time= 17.9 min (833.0-815.1 ) Volume Invert Avail.Storage Storage Description t #1 124.00' 210 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 124.00 0 0 0 125.00 420 210 210 Device Routing Invert Outlet Devices ' #1 Discarded 124.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 124.33' 12.0"Horiz. Orifice/Grate C=0.600 , Limited to weir flow at low heads Discarded Outflow Max=0.01 cfs @ 12.10 hrs HW=124.40' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) ' Primary Outflow Max=0.19 cfs @ 12.10 hrs HW=124.40' (Free Discharge) L2=Orifice/Grate (Weir Controls 0.19 cfs @ 0.87 fps) Summary for Pond 49P: INFILTRATION TRENCH#1 , Inflow Area= 2.070 ac, 44.90% Impervious, Inflow Depth = 2.94" for 25 Year- Hartford event ' Inflow = 8.50 cfs @ 12.10 hrs, Volume= 0.508 of Outflow = 5.14 cfs @ 12.21 hrs, Volume= 0.508 af, Atten=39%, Lag=6.9 min Discarded = 0.34 cfs @ 12.21 hrs, Volume= 0.160 of ' Primary = 4.81 cfs @ 12.21 hrs, Volume= 0.348 of Routing by Stor-Ind method,Time Span= 0.00-48.00 hrs, dt=0.05 hrs , Peak Elev= 121.12'@ 12.21 hrs Surf.Area=2,328 sf Storage=4,202 cf Plug-Flow detention time= 18.5 min calculated for 0.507 of (100%of inflow) Center-of-Mass det.time= 18.5 min ( 781.9 - 763.4) I Volume Invert Avail.Storage Storage Description #1 118.50' 1,953 cf 3.50'W x 665.001 x 3.50'H Prismatoid ' 8,146 cf Overall -3,264 cf Embedded =4,882 cf x 40.0%Voids #2 119.00, 3,264 cf 30.0" Round Pipe Storage Inside#1 L= 665.0' 5,217 cf Total Available Storage ' Device Routing Invert Outlet Devices #1 Primary 119.00' 12.0"Vert. Orifice/Grate C=0.600 , #2 Discarded 118.50' 2.500 in/hr Exfiltration over Wetted area #3 Primary 121.60' 4.0'long Sharp-Crested Rectangular Weir 2 End Contractions) ' BPIII-Post Type/1124-hr 25 Year-Hartford Rainfall=5.50- Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCADO 10.00-16 s/n 09320 ®2015 HydroCAD Software Solutions LLC Page 103 Discarded OutFlow Max=0.34 cfs @ 12.21 hrs HW=121.10' (Free Discharge) ' t2=Exfiltration (Exfiltration Controls 0.34 cfs) Primary OutFlow Max=4.78 cfs @ 12.21 hrs HW=121.10' (Free Discharge) T_-3=Sharp-Crested 1=Orifice/Grate (Orifice Controls 4.78 cfs @ 6.09 fps) Rectangular Weir (Controls 0.00 cfs) Summary for Pond 51 P: PROPOSED BASIN ' Inflow Area= 1.112 ac, 57.74% Impervious, Inflow Depth = 4.15" for 25 Year- Hartford event Inflow = 5.13 cfs @ 12.09 hrs, Volume= 0.384 of ' Outflow = 3.44 cfs @ 12.19 hrs, Volume= 0.384 af, Atten=33%, Lag=5.9 min Discarded = 0.20 cfs @ 12.19 hrs, Volume= 0.201 of Primary = 3.24 cfs @ 12.19 hrs, Volume= 0.183 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 117.64'@ 12.19 hrs Surf.Area=3,475 sf Storage=4,723 cf ' Plug-Flow detention time= 100.8 min calculated for 0.384 of(100%of inflow) Center-of-Mass det. time= 100.8 min (895.3 -794.5) ' Volume Invert Avail.Storage Storage Description #1 115.70' 6,051 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store 1 (feet) (sq-ft) (cubic-feet) (cubic-feet) 115.70 1,341 0 0 116.00 1,716 459 459 117.00 2,807 2,262 2,720 118.00 3,855 3,331 6,051 Device Routing Invert Outlet Devices #1 Discarded 115.70' 2.500 in/hr Exfiltration over Surface area #2 Primary 113.50' 15.0" Round Culvert L= 100.0' CPP, square edge headwall, Ke=0.500 Inlet/Outlet Invert= 113.50'/ 113.00' S=0.0050'P Cc= 0.900 n=0.012, Flow Area= 1.23 sf #3 Device 2 116.75' 8.0"Vert.Orifice/Grate C= 0.600 ' #4 Primary 117.35' 4.0'long Sharp-Crested Rectangular Weir 2 End Contraction(s) Qiscarded OutFlow Max=0.20 cfs @ 12.19 hrs HW=117.63' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.20 cfs) ' rimary OutFlow Max=3.20 cfs @ 12.19 hrs HW=117.63' (Free Discharge) Culvert (Passes 1.25 cfs of 9.70 cfs potential flow) 3=Orlfice/Grate (Orifice Controls 1.25 cfs @ 3.57 fps) =Sharp-Crested Rectangular Weir (Weir Controls 1.95 cfs @ 1.74 fps) BPIII-Post Type 11124-hr 100 Year-Hartford Rainfall=6.90" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD810.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 104 ' Summary for Subcatchment IS: FLOW TO BASIN Runoff = 6.70 cfs @ 12.09 hrs, Volume= 0.509 af, Depth= 5.50" , Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area(sf) CN Description 20,466 74 >75%Grass cover, Good, HSG C , 27,964 98 Paved parking, HSG C 48,430 88 Weighted Average 20,466 42.26% Pervious Area 27,964 57.74% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, Summary for Subcatchment 2S: LCA#2 ' Runoff = 4.91 cfs @ 12.09 hrs, Volume= 0.365 af, Depth= 5.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt= 0.05 hrs ' Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description 21,446 74 >75%Grass cover, Good, HSG C 16,351 98 Paved parking, HSG C 37,797 84 Weighted Average ' 21,446 56.74% Pervious Area 16,351 43.26% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc=6.0 min Summary for Subcatchment 3S: ROOF TOP Runoff = 0.90 cfs @ 12.09 hrs, Volume= 0.075 af, Depth= 6.66" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description 5,913 98 Roofs, HSG C 5,913 100.00% Impervious Area ' BPIII-Post Type 111 24-hr 100 Year-Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Pacie 105 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, Summary for Subcatchment 4S: FLOW TO WOU ' Runoff = 6.73 cfs t7a 12.09 hrs, Volume= 0.519 af, Depth= 5.73" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs,dt=0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area(sf) CN Description ' 30,973 98 Paved parking, HSG C 16,377 74 >75%Grass cover, Good, HSG C 47,350 90 Weighted Average ' 16,377 34.59% Pervious Area 30,973 65.41% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 5S: LCAN Runoff = 0.11 cfs @a 12.09 hrs, Volume= 0.008 af, Depth= 4.1 T' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" ' Area(sf) CN Description 960 74 >75%Grass cover, Good, HSG C 88 98 Paved parking, HSG C ' 1,048 76 Weighted Average 960 91.60% Pervious Area 88 8.40% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, Summary for Subcatchment 6S: LCAN ' Runoff = 0.06 cfs @a 12.09 hrs, Volume= 0.004 af, Depth= 4.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs,dt=0.05 hrs ' Type III 24-hr 100 Year- Hartford Rainfall=6.90" BPIII-Post Type 111 24-hr 100 Year- Hartford Rainfall=6.90" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 106 ' Area(sf) CN Description 533 74 >75%Grass cover, Good, HSG C 12 98 Paved parking, HSG C , 545 75 Weighted Average 533 97.80% Pervious Area 12 2.20% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, Summary for Subcatchment 8S: LCA#9 Runoff = 0.33 cfs a 12.09 hrs, Volume= 0.024 af, Depth= 4.60" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt= 0.05 hrs , Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area(sf) CN Description ' 2,106 74 >75%Grass cover, Good, HSG C 646 98 Paved parking, HSG C 2,752 80 Weighted Average 2,106 76.53% Pervious Area t 646 23.47% Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 9S: LCA#9 ' Runoff = 0.07 cfs Qa 12.09 hrs, Volume= 0.005 af, Depth= 5.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs ' Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area(sf) CN Description , 310 74 >75%Grass cover, Good, HSG C 231 98 Water Surface, HSG C ' 541 84 Weighted Average 310 57.30% Pervious Area 231 42.70% Impervious Area Tc Length Slope Velocity Capacity Description ' _(min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' BPIII-Post Type///24-hr 100 Year-Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 107 Summary for Subcatchment IOS: LCA#7 ' Runoff = 0.04 cfs Qa 12.09 hrs, Volume= 0.003 af, Depth= 4.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs ' Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area(sf) CN Description ' 235 74 >75%Grass cover, Good, HSG C 71 98 Paved parking, HSG C 306 80 Weighted Average 235 76.80% Pervious Area ' 71 23.20%Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 11S: LCA#6 Runoff = 0.06 cfs Qa 12.09 hrs, Volume= 0.004 af, Depth= 4.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" ' Area (sf) CN Description 545 74 >75%Grass cover, Good, HSG C 30 98 Paved parking, HSG C ' 575 75 Weighted Average 545 94.78% Pervious Area 30 5.22% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 12S: ROOF AND COURTYARD Runoff = 1.58 cfs @ 12.09 hrs, Volume= 0.130 af, Depth= 6.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" ' Area(sf) CN Description 803 74 >75%Grass cover, Good, HSG C ' 9,738 98 Paved parking, HSG C 10,541 96 Weighted Average 803 7.62% Pervious Area ' 9,738 92.38% Impervious Area BPIII-Post Type 111 24-hr 100 Year-Hartford Rainfall=6.90" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 108 ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 13S: OVERLAND FLOW TO WETLAND Runoff = 3.32 cfs cr 12.09 hrs, Volume= 0.241 af, Depth= 3.74" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs , Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area(sf) CN Description 7,360 74 >75%Grass cover, Good, HSG C ' 1,268 98 Paved parking, HSG C 25,000 70 Woods, Good, HSG C 33,628 72 Weighted Average , 32,360 96.23% Pervious Area 1,268 3.77% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 17AS: LCA#20 Runoff = 0.38 cfs @ 12.09 hrs, Volume= 0.028 af, Depth= 4.60" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" , Area(sf) CN Description 2,402 74 >75%Grass cover, Good, HSG C 750 98 Paved parking, HSG C , 3,152 80 Weighted Average 2,402 76.21% Pervious Area 750 23.79% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 19S: ROOF Runoff = 0.60 cfs @ 12.09 hrs, Volume= 0.050 af, Depth= 6.66" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs ' Type III 24-hr 100 Year- Hartford Rainfall=6.90" ' BPIII-Post Type 11124-hr 100 Year-Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 109 Area (sf) CN Description ' 3,941 98 Paved parking, HSG C 3,941 100.00% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 2OS: LCA#22 Runoff = 0.31 cfs @ 12.09 hrs, Volume= 0.023 af, Depth= 4.38" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" ' Area (sf) CN Description 2,234 74 >75%Grass cover, Good, HSG C 467 98 Paved parking, HSG C ' 2,701 78 Weighted Average 2,234 82.71% Pervious Area 467 17.29% Impervious Area 1 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, ' 5.0 0 Total, Increased to minimum Tc=6.0 min Summary for Subcatchment 22S: LCM21 ' Runoff = 0.28 cfs @ 12.09 hrs, Volume= 0.021 af, Depth= 4.82" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description 1,513 74 >75%Grass cover, Good, HSG C 719 98 Paved parking, HSG C 2,232 82 Weighted Average ' 1,513 67.79% Pervious Area 719 32.21% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, BPIII-Post Type 11124-hr 100 Year-Hartford Rainfall=6.90- ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 110 ' Summary for Subcatchment 23AS: 1/2 ROOF AREA Runoff = 0.39 cfs @ 12.09 hrs, Volume= 0.032 af, Depth= 6.66" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" ' Area(sf) CN Description 2,538 98 Paved parking, HSG C ' 2,538 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc= 6.0 min Summary for Subcatchment 23BS: 1/2 ROOF AREA ' Runoff = 0.39 cfs @ 12.09 hrs, Volume= 0.032 af, Depth= 6.66" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" ' Area(sf) CN Description 2,538 98 Paved parking, HSG C 2,538 100.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) , 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc=6.0 min Summary for Subcatchment 25S: MAN ' Runoff = 0.54 cfs @ 12.09 hrs, Volume= 0.040 af, Depth= 4.60" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area(sf) CN Description ' 3,414 74 >75%Grass cover, Good, HSG C 1,089 98 Paved parking, HSG C ' 4,503 80 Weighted Average 3,414 75.82% Pervious Area 1,089 24.18% Impervious Area BPIII-Post Type 11124-hr 100 Year-Hartford Rainfall=6.90- Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 111 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, Summary for Subcatchment 26: LCA#1 Runoff = 4.64 cfs @ 12.09 hrs, Volume= 0.343 af, Depth= 4.93" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" ' Area(sf) CN Description 22,239 74 >75%Grass cover, Good, HSG C 14,154 98 Paved parking, HSG C 36,393 83 Weighted Average ' 22,239 61.11% Pervious Area 14,154 38.89%Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, ' 5.0 0 Total, Increased to minimum Tc=6.0 min Summary for Subcatchment 27S: LCA#13 ' Runoff = 0.54 cfs @ 12.09 hrs, Volume= 0.039 af, Depth= 4.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs ' Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area(sf) CN Description ' 3,290 74 >75%Grass cover, Good, HSG C 1,183 98 Paved parking, HSG C 4,473 80 Weighted Average 3,290 73.55% Pervious Area ' 1,183 26.45%Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 28AS: 1/2 ROOF Runoff = 0.38 cfs @ 12.09 hrs, Volume= 0.032 af, Depth= 6.66" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" BPIII-Post Type M 24-hr 100 Year-Hartford Rainfall=6.90" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 112 ' Area (sf) CN Description 2,533 98 Paved parking, HSG C 2,533 100.00% Impervious Area , Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 295: COURTYAR AND 1/2 ROOF ' Runoff = 0.59 cfs @ 12.09 hrs, Volume= 0.047 af, Depth= 6.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs ' Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description ' 868 74 >75%Grass cover, Good, HSG C 3,146 98 Paved parking, HSG C 4,014 93 Weighted Average , 868 21.62% Pervious Area 3,146 78.38% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 3OS: LCA#16 Runoff = 0.20 cfs @ 12.09 hrs, Volume= 0.015 af, Depth= 5.38" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" , Area (sf) CN Description 654 74 >75%Grass cover, Good, HSG C 826 98 Paved parking, HSG C ' 1,480 87 Weighted Average 654 44.19% Pervious Area 826 55.81% Impervious Area , Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, , ' BPIII-Post Type Ill 24-hr 100 Year-Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Pape 113 Summary for Subcatchment 325: LCA#17 ' Runoff = 0.23 cfs @ 12.09 hrs, Volume= 0.017 af, Depth= 4.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area(sf) CN Description ' 1,095 74 >75%Grass cover, Good, HSG C 704 98 Paved parking, HSG C 1,799 83 Weighted Average ' 1,095 60.87% Pervious Area 704 39.13% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 335: LCA#14 Runoff = 0.09 cfs @ 12.09 hrs, Volume= 0.007 af, Depth= 5.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" ' Area(sf) CN Description 386 74 >75%Grass cover, Good, HSG C 326 98 Paved parking, HSG C ' 712 85 Weighted Average 386 54.21% Pervious Area 326 45.79% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, ' 5.0 0 Total, Increased to minimum Tc=6.0 min Summary for Subcatchment 34AS: ROOF ' Runoff = 0.30 cfs @ 12.09 hrs, Volume= 0.025 af, Depth= 6.66" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area(sf) CN Description ' 1,965 98 Paved parking, HSG C 1,965 100.00% Impervious Area BPIII-Post Type///24-hr 100 Year-Hartford Rainfall=6.90" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Pacte 114 ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 34BS: ROOF Runoff = 0.30 cfs @ 12.09 hrs, Volume= 0.025 af, Depth= 6.66" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs , Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description 1,965 98 Paved parking, HSG C , 1,965 100.00%Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 35AS: LCA#19 ' Runoff = 0.10 cfs @ 12.09 hrs, Volume= 0.007 af, Depth= 4.06" ' Runoff by SCS TR 20 method, UH=SCS, Weighted-CN, Time Span=0.00 48.00 hrs, dt=0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description ' 907 74 >75%Grass cover, Good, HSG C 57 98 Paved parking, HSG C , 964 75 Weighted Average 907 94.09%Pervious Area 57 5.91% Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 35BS: LCA#18 Runoff = 0.10 cfs @ 12.09 hrs, Volume= 0.007 af, Depth= 4.06" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" ' Area (sf) CN Description 907 74 >75%Grass cover, Good, HSG C , 57 98 Paved parking, HSG C 964 75 Weighted Average 907 94.09% Pervious Area 57 5.91% Impervious Area ' BPIII-Post Type 111 24-hr 100 Year-Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 115 Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 37S: OVERLAND FLOW TO-POND Runoff = 2.41 cfs @ 12.09 hrs, Volume= 0.175 af, Depth= 3.85" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" ' Area(sf) CN Description 12,762 70 Woods, Good, HSG C 10,000 74 >75%Grass cover, Good, HSG C ' 965 98 Paved parking, HSG C 23,727 73 Weighted Average 22,762 95.93% Pervious Area ' 965 4.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.0 Direct Entry, Summary for Subcatchment 43S: COURTYARD AND TWO HALFS OF ROOF ' Runoff = 0.99 cfs @ 12.09 hrs, Volume= 0.079 af, Depth= 6.19" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description ' 985 74 >75%Grass cover, Good, HSG C 5,720 98 Paved parking, HSG C 6,705 94 Weighted Average 985 14.69% Pervious Area 5,720 85.31% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 5.0 0 Total, Increased to minimum Tc=6.0 min ' Summary for Subcatchment 44S: 1/2 ROOF ' Runoff = 0.39 cfs @ 12.09 hrs, Volume= 0.032 af, Depth= 6.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs ' Type III 24-hr 100 Year- Hartford Rainfall=6.90" BPIII-Post Type 11124-hr 100 Year-Hartford Rainfall=6.go,, , Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 116 Area(sf) CN Description 2,538 98 Paved parking, HSG C 2,538 100.00% Impervious Area , Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 45S: LCA#15 , Runoff = 0.13 cfs @ 12.09 hrs, Volume= 0.009 af, Depth= 4.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt= 0.05 hrs , Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description , 709 74 >75%Grass cover, Good, HSG C 317 98 Paved parking, HSG C 1,026 81 Weighted Average ' 709 69.10% Pervious Area 317 30.90% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Summary for Subcatchment 46S: LCA2#12 Runoff = 0.21 cfs @ 12.09 hrs, Volume= 0.015 af, Depth= 4.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area (sf) CN Description ' 1,438 74 >75%Grass cover, Good, HSG C 360 98 Paved parking, HSG C , 1,798 79 Weighted Average 1,438 79.98% Pervious Area 360 20.02% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' ' BPIII-Post Type 111 24-hr 100 Year-Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 117 Summary for Subcatchment 47S: LCA#11 ' Runoff = 0.09 cfs @ 12.09 hrs, Volume= 0.006 af, Depth= 4.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" Area(sf) CN Description ' 434 74 >75%Grass cover, Good, HSG C 251 98 Paved parking, HSG C 685 83 Weighted Average ' 434 63.36% Pervious Area 251 36.64%Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 48S: LCA#10 Runoff = 0.28 cfs @ 12.09 hrs, Volume= 0.021 af, Depth= 4.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs, dt=0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" ' Area (sf) CN Description 1,651 74 >75%Grass cover, Good, HSG C 635 98 Paved parking, HSG C ' 2,286 81 Weighted Average 1,651 72.22% Pervious Area 635 27.78% Impervious Area t Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Summary for Subcatchment 49S: ROOF ' Runoff = 0.30 cfs @ 12.09 hrs, Volume= 0.025 af, Depth= 6.66" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-48.00 hrs,dt=0.05 hrs Type III 24-hr 100 Year- Hartford Rainfall=6.90" ' Area(sf) CN Description 1,966 98 Paved parking, HSG C ' 1,966 100.00% Impervious Area BPIII-Post Type///24-hr 100 Year-Hartford Rainfall=6.90" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD810.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 118 , Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, , 5.0 0 Total, Increased to minimum Tc=6.0 min Summary for Reach 3R: DEIGN POINT ' Inflow Area= 7.094 ac, 46.92% Impervious, Inflow Depth = 3.40" for 100 Year- Hartford event Inflow = 23.67 cfs @ 12.12 hrs, Volume= 2.008 of ' Outflow = 23.67 cfs @ 12.12 hrs, Volume= 2.008 af, Atten=0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Summary for Pond 2P: LCAn ' Inflow Area= 0.868 ac, 43.26% Impervious, Inflow Depth = 5.04" for 100 Year- Hartford event ' Inflow = 4.91 cfs @ 12.09 hrs, Volume= 0.365 of Outflow = 4.79 cfs @ 12.11 hrs, Volume= 0.365 af, Atten=2%, Lag= 1.0 min Discarded = 0.06 cfs @ 12.10 hrs, Volume= 0.060 of , Primary = 4.73 cfs @ 12.11 hrs, Volume= 0.305 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 124.50'@ 12.10 hrs Surf.Area= 1,026 sf Storage=255 cf , Plug-Flow detention time=7.6 min calculated for 0.364 of(100%of inflow) Center-of-Mass det. time= 7.6 min (806.0-798.3 ) I Volume Invert Avail.Storage Storage Description #1 124.00' 1,032 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store , (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 ' 125.00 2,064 1,032 1,032 Device Routing Invert Outlet Devices ' #1 Discarded 124.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 124.33' 2.4"x 2.4"Horiz. Orifice/Grate X 60.00 C=0.600 Limited to weir flow at low heads Qiscarded OutFlow Max=0.06 cfs @ 12.10 hrs HW=124.49' (Free Discharge) 1_Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=4.68 cfs @ 12.11 hrs HW=124.49' (Free Discharge) ' L2=0rMce/Grate (Orifice Controls 4.68 cfs @ 1.95 fps) ' BPIII-Post Type IN 24-hr 100 Year-Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Paae 119 Summary for Pond 5P: LC&" ' Inflow Area= 0.024 ac, 8.40% Impervious, Inflow Depth = 4.17" for 100 Year- Hartford event Inflow = 0.11 cfs @ 12.09 hrs, Volume= 0.008 of Outflow = 0.11 cfs @ 12.10 hrs, Volume= 0.008 af, Atten=0%, Lag=0.6 min Discarded 0.01 cfs @ 12.10 hrs, Volume= 0.005 of Primary 0.11 cfs @ 12.10 hrs, Volume= 0.004 of ' Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 125.38'@ 12.10 hrs Surf.Area= 122 sf Storage=23 cf Plug-Flow detention time= 19.3 min calculated for 0.008 of (100%of inflow) ' Center-of-Mass det.time= 19.2 min (837.3 -818.0) Volume Invert Avail.Storage Storage Description ' #1 125.00' 162 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 125.00 0 0 0 126.00 323 162 162 ' Device Routing Invert Outlet Devices #1 Discarded 125.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 125.33' 12.0"Horiz. Orifice/Grate C=0.600 ' Limited to weir flow at low heads Qiscarded OutFlow Max=0.01 cfs @ 12.10 hrs HW=125.38' (Free Discharge) 'r-1=Exfiltration (Exfiltration Controls 0.01 cfs) ' ri tFl Primary Ouow Max=0.11 cfs @ 12.10 hrs HW=125.38' (Free Discharge) 2_OriOce/Grate (Weir Controls 0.11 cfs @a 0.71 fps) ' Summary for Pond 6P: LCM4 ' Inflow Area 0.013 ac, 2.20% Impervious, Inflow Depth = 4.06" for 100 Year- Hartford event Inflow 0.06 cfs @ 12.09 hrs, Volume= 0.004 of Outflow 0.06 cfs @ 12.10 hrs, Volume 0.004 af, Atten 20/6, Lag 0.7 min Discarded = 0.01 cfs @ 12.10 hrs, Volume= 0.003 of ' Primary = 0.05 cfs @ 12.10 hrs, Volume= 0.001 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs ' Peak Elev= 125.36'@ 12.10 hrs Surf.Area= 116 sf Storage=21 cf Plug Flow detention time 20.9 min calculated for 0.004 of (100%of inflow) Center-of-Mass det.time=20.9 min (841.2 -820.3 ) ' Volume Invert Avail.Storage Storage Description #1 125.00' 162 cf Custom Stage Data(Prismatic)Listed below(Recalc) BPIII-Post Type 111 24-hr 100 Year-Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 120 , Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 125.00 0 0 0 ' 126.00 323 162 162 Device Routing Invert Outlet Devices ' #1 Discarded 125.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 125.33' 12.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads ' Qiscarded OutFlow Max_0.01 cfs @ 12.10 hrs HW=125.36' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.05 cfs @ 12.10 hrs HW=125.36' (Free Discharge) ' L2=Orifice/Grate (Weir Controls 0.05 cfs @ 0.55 fps) Summary for Pond 8P: LCM9 ' Inflow Area= 0.063 ac, 23.47%Impervious, Inflow Depth = 4.60" for 100 Year- Hartford event Inflow = 0.33 cfs @ 12.09 hrs, Volume= 0.024 of , Outflow = 0.33 cfs @ 12.11 hrs, Volume= 0.024 af, Atten= 1%, Lag= 1.0 min Discarded = 0.02 cfs @ 12.11 hrs, Volume= 0.011 of Primary = 0.31 cfs @ 12.11 hrs, Volume= 0.013 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 122.43'@ 12.11 hrs Surf.Area=272 sf Storage=58 cf Plug-Flow detention time= 17.9 min calculated for 0.024 of (100%of inflow) Center-of-Mass det. time= 17.9 min (826.4-808.6) Volume Invert Avail.Storage Storage Description ' #1 122.00' 319 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 123.00 638 319 319 ' Device Routing Invert Outlet Devices #1 Discarded 122.00' 2.500 in/hr Exfiltration over Surface area , #2 Primary 122.33' 12.0"Horiz.Orifice/Grate C= 0.600 Limited to weir flow at low heads ?iscarded OutFlow Max=0.02 cfs @ 12.11 hrs HW=122.43' (Free Discharge) ' r-1=Exfiltration (Exfiltration Controls 0.02 cfs) rimary OutFlow Max=0.30 cfs @ 12.11 hrs HW=122.43' (Free Discharge) , 2=Orifice/Grate (Weir Controls 0.30 cfs @ 1.01 fps) BPIII-Post Type 111 24-hr 100 Year-Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 121 Summary for Pond 9P: LCAN ' Inflow Area= 0.012 ac, 42.70% Impervious, Inflow Depth= 5.04" for 100 Year- Hartford event Inflow = 0.07 cfs @ 12.09 hrs, Volume= 0.005 of Outflow = 0.07 cfs @ 12.09 hrs, Volume= 0.005 af, Atten=0%, Lag=0.1 min ' Discarded _ 0.00 cfs @ 12.09 hrs, Volume= 0.002 of Primary 0.07 cfs @ 12.09 hrs, Volume= 0.004 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs/3 Peak Elev= 122.92'@ 12.09 hrs Surf.Area=22 sf Storage=5 cf Plug-Flow detention time= 14.6 min calculated for 0.005 of(100%of inflow) Center-of-Mass det. time= 14.8 min (813.2- 798.3 ) Volume Invert Avail.Storage Storage Description ' #1 122.50' 27 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 122.50 0 0 0 123.50 53 27 27 ' Device Routing Invert Outlet Devices #1 Primary 122.88' 12.0"Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads ' #2 Discarded 122.50' 2.500 in/hr Exfiltration over Surface area Qiscarded OutFlow Max=0.00 cfs @ 12.09 hrs HW=122.91' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) ' Primary ryOutFlow Max=0.07 cfs @ 12.09 hrs HW=122.91' (Free Discharge) 1_Orifice/Grate (Weir Controls 0.07 cfs @ 0.61 fps) ' Summary for Pond 10P: LCA#7 ' Inflow Area= 0.007 ac, 23.20%Impervious, Inflow Depth = 4.60" for 100 Year- Hartford event Inflow 0.04 cfs @ 12.09 hrs, Volume= 0.003 of Outflow - 0.04 cfs @ 12.09 hrs, Volume= 0.003 af, Atten= 1%, Lag= 0.2 min Discarded = 0.00 cfs @ 12.09 hrs, Volume= 0.001 of ' Primary = 0.03 cfs @ 12.09 hrs, Volume= 0.001 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs,dt=0.05 hrs/3 ' Peak Elev= 122.90'@ 12.09 hrs Surf.Area=27 sf Storage=6 cf Plug Flow detention time=20.5 min calculated for 0.003 of(100%of inflow) Center-of-Mass det. time=20.4 min (829.0-808.6 ) ' Volume Invert Avail.Storage Storage Description #1 122.50' 34 cf Custom Stage Data(Prismatic) Listed below(Recalc) BPIII-Post Type 111 24-hr 100 Year-Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 122 ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.50 0 0 0 , 123.50 68 34 34 Device Routing Invert Outlet Devices ' #1 Primary 122.88' 12.0"Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads #2 Discarded 122.50' 2.500 In/hr Exfiltration over Surface area ' Pscarded OutFlow Max=0.00 cfs @ 12.09 hrs HW=122.90' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.03 cfs @ 12.09 hrs HW=122.90' (Free Discharge) ' t-1=0rifice/Grate (Weir Controls 0.03 cfs @ 0.49 fps) Summary for Pond 11 P: WAN Inflow Area= 0.013 ac, 5.22% Impervious, Inflow Depth = 4.06" for 100 Year- Hartford event Inflow = 0.06 cfs @ 12.09 hrs, Volume= 0.004 of ' Outflow = 0.06 cfs @ 12.10 hrs, Volume= 0.004 af, Atten= 1%, Lag=0.3 min Discarded = 0.00 cfs @ 12.10 hrs, Volume= 0.002 of Primary = 0.06 cfs @ 12.10 hrs, Volume= 0.002 of ' Routing by Stor-Ind method,Time Span=0.00-48.00 hrs, dt= 0.05 hrs/3 Peak Elev= 122.36'@ 12.10 hrs Surf.Area=50 sf Storage=9 cf Plug-Flow detention time= 17.2 min calculated for 0.004 of (100%of inflow) Center-of-Mass det.time= 17.9 min (838.2-820.3 ) Volume Invert Avail.Storage Storage Description ' #1 122.00' 70 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 123.00 139 70 70 ' Device Routing Invert Outlet Devices #1 Primary 122.33' 12.0" Horiz. Orifice/Grate C=0.600 ' Limited to weir flow at low heads #2 Discarded 122.00' 2.500 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 12.10 hrs HW=122.36' (Free Discharge) ' 2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.06 cfs @ 12.10 hrs HW=122.36' (Free Discharge) ' L1=0rifice/Grate (Weir Controls 0.06 cfs @ 0.58 fps) ' BPIII-Post Type 111 24-hr 100 Year-Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCADO 10.00-16 s/n 09320 ®2015 HydroCAD Software Solutions LLC Page 123 Summary for Pond 14P: INFILTRATION TRENCH#2 ' Inflow Area= 2.375 ac, 49.16% Impervious, Inflow Depth = 3.35" for 100 Year- Hartford event Inflow = 10.14 cfs @ 12.17 hrs, Volume= 0.663 of Outflow = 8.65 cfs @ 12.22 hrs, Volume= 0.663 af, Atten= 15%, Lag=3.0 min ' Discarded 0.11 cfs @ 12.22 hrs, Volume= 0.069 of Primary 8.54 cfs @ 12.22 hrs, Volume= 0.594 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 119.46'@ 12.22 hrs Surf.Area=736 sf Storage= 1,687 cf Plug-Flow detention time=5.7 min calculated for 0.662 of(100%of inflow) ' Center-of-Mass det.time=5.7 min ( 761.0-755.3 ) Volume Invert Avail.Storage Storage Description ' #1 116.25' 657 cf 4.00'W x 184.00'L x 4.00'H Prismatoid 2,944 cf Overall - 1,301 cf Embedded = 1,643 cf x 40.0%Voids #2 116.75' 1,301 cf 36.0" Round Pipe Storage Inside#1 L= 184.0' ' 1,958 cf Total Available Storage Device Routing Invert Outlet Devices #1 Primary 116.75' 15.0" Round Culvert L=45.0' CPP, square edge headwall, Ke=0.500 Inlet/Outlet Invert= 116.75'/ 114.16' S=0.0576'/' Cc=0.900 ' n=0.012, Flow Area= 1.23 sf #2 Device 1 116.75' 15.0"Vert.Orifice/Grate C= 0.600 #3 Discarded 116.25' 2.500 in/hr Exfiltration over Wetted area #4 Device 1 119.50' 4.0'long Sharp-Crested Rectangular Weir 2 End Contraction(s) ' Pscarded OutFlow Max=0.11 cfs @ 12.22 hrs HW=119.39' (Free Discharge) 3_Exfiltration (Exfiltration Controls 0.11 cfs) ' rimary OutFlow Max=8.38 cfs @ 12.22 hrs HW=119.39' (Free Discharge) _Culvert ( Controls 8.38 cfs) 2=Orifice/Grate (Orifice Controls 8.38 cfs @ 6.83 fps) ' _Sharp-Crested Rectangular Weir (Controls 0.00 cfs) Summary for Pond 18P: LCM20 ' Inflow Area= 0.072 ac, 23.79% Impervious, Inflow Depth = 4.60" for 100 Year- Hartford event Inflow = 0.38 cfs @ 12.09 hrs, Volume= 0.028 of ' Outflow 0.38 cfs @ 12.09 hrs, Volume= 0.028 af, Atten= 0%, Lag=0.2 min Discarded = 0.00 cfs @ 12.09 hrs, Volume= 0.004 of Primary - 0.38 cfs @ 12.09 hrs, Volume= 0.024 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 120.99'@ 12.09 hrs Surf.Area=57 sf Storage= 14 cf ' Plug-Flow detention time=7.2 min calculated for 0.028 of (100%of inflow) Center-of-Mass det.time= 7.3 min (815.9-808.6) BPIII-Post Type 111 24-hr 100 Year-Hartford Rainfall=6.90" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 124 , Volume Invert Avail.Storage Storage Description #1 120.50' 59 cf Custom Stage Data(Prismatic) Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) , 120.50 0 0 0 121.50 117 59 59 Device Routing Invert Outlet Devices ' #1 Discarded 120.50' 2.500 In/hr Exfiltration over Surface area #2 Primary 120.88' 12.0"Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads , Qiscarded Outflow Max=0.00 cfs @ 12.09 hrs HW=120.99' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) ' Primary OutFlow Max=0.37 cfs @ 12.09 hrs HW=120.99' (Free Discharge) L2=Orifice/Grate (Weir Controls 0.37 cfs @ 1.08 fps) Summary for Pond 2OP: LCA923 Inflow Area= 0.062 ac, 17.29% Impervious, Inflow Depth = 4.38" for 100 Year- Hartford event Inflow = 0.31 cfs @ 12.09 hrs, Volume= 0.023 of Outflow = 0.30 cfs @ 12.11 hrs, Volume= 0.023 af, Atten=4%, Lag= 1.4 min Discarded = 0.02 cfs @ 12.11 hrs, Volume= 0.011 of Primary = 0.28 cfs @ 12.11 hrs, Volume= 0.012 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 122.49'@ 12.11 hrs Surf.Area=291 sf Storage=72 cf ' Plug-Flow detention time= 19.3 min calculated for 0.023 of (100%of inflow) Center-of-Mass det. time= 19.3 min (832.6-813.4) ' Volume Invert Avail.Storage Storage Description #1 122.00' 74 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store t (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 ' 122.50 296 74 74 Device Routing Invert Outlet Devices #1 Discarded 122.00' 2.500 in/hr Exfiltration over Surface area ' #2 Primary 122.33' 18.0"Vert.Orifice/Grate X 2M C=0.600 Qiscarded Outflow Max=0.02 cfs @ 12.11 hrs HW=122.49' (Free Discharge) , 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary Outflow Max=0.27 cfs @ 12.11 hrs HW=122.49' (Free Discharge) t2=Orifice/Grate (Orifice Controls 0.27 cfs @ 1.36 fps) ' ' BPIII-Post Type 1/124-hr 100 Year-Hartford Rainfall=6.9o" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCADO 10.00-16 s/n 09320 ®2015 HydroCAD Software Solutions LLC Pane 125 Summary for Pond 22P: LCA#21 ' Inflow Area= 0.051 ac, 32.21% Impervious, Inflow Depth = 4.82" for 100 Year- Hartford event Inflow = 0.28 cfs @ 12.09 hrs, Volume= 0.021 of Outflow = 0.28 cfs @ 12.09 hrs, Volume= 0.021 af, Atten=0%, Lag=0.3 min Discarded 0.00 cfs @ 12.09 hrs, Volume= 0.005 of Primary 0.28 cfs @ 12.09 hrs, Volume= 0.016 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 122.42'@ 12.09 hrs Surf.Area= 70 sf Storage= 15 cf Plug-Flow detention time= 10.2 min calculated for 0.021 of (100%of inflow) Center-of-Mass det. time= 10.2 min (813.8 - 803.6 ) Volume Invert Avail.Storage Storage Description ' #1 122.00' 21 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 122.00 0 0 0 122.50 83 21 21 ' Device Routing Invert Outlet Devices #1 Discarded 122.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 122.33' 12.0"Horiz. Orifice/Grate C=0.600 ' Limited to weir flow at low heads Discarded OutFlow Max=0.00 cfs @ 12.09 hrs HW=122.42' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) ' rimaryOutFlow Max=0.27 cfs @ 12.09 hrs HW=122.42' (Free Discharge) 2=Orifice/Grate (Weir Controls 0.27 cfs @ 0.97 fps) ' Summary for Pond 24P: INFILTRATION TRENCH#6 ' Inflow Area= 0.172 ac, 49.85% Impervious, Inflow Depth = 4.22" for 100 Year= Hartford event Inflow 0.94 cfs @ 12.10 hrs, Volume= 0.060 of Outflow - 0.60 cfs @ 12.21 hrs, Volume= 0.060 af, Atten=36%, Lag= 6.6 min Discarded = 0.03 cfs @ 12.21 hrs, Volume= 0.019 of ' Primary = 0.56 cfs @ 12.21 hrs, Volume= 0.041 of Routing by Stor-Ind method,Time Span=0.00-48.00 hrs, dt=0.05 hrs ' Peak Elev= 120.96'@ 12.21 hrs Surf.Area=231 sf Storage=344 cf Plug Flow detention time=8.9 min calculated for 0.060 of (100%of inflow) Center-of-Mass det.time=8.9 min (759.1 -750.2) BPIII-Post Type 111 24-hr 100 Year-Hartford Rainfall=6.90" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 126 ' Volume Invert Avail.Storage Storage Description #1 118.80' 180 cf 3.00'W x 77.00'I-x 3.00'H Prismatoid 693 cf Overall-242 cf Embedded=451 cf x 40.0%Voids , #2 119.00, 242 cf 24.0" Round Pipe Storage Inside#1 L=77.0' 422 cf Total Available Storage , Device Routing Invert Outlet Devices #1 Primary 119.00' 4.0"Vert.Orifice/Grate C=0.600 ' #2 Discarded 118.80' 2.500 in/hr Exfiltration over Wetted area #3 Primary 121.30' 4.0'long Sharp-Crested Rectangular Weir 2 End Contractions) Discarded OutFlow Max=0.03 cfs @ 12.21 hrs HW=120.94' (Free Discharge) ' 2=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.56 cfs @ 12.21 hrs HW=120.94' (Free Discharge) T--3=Sharp-Crested 1=Orifice/Grate (Orifice Controls 0.56 cfs @ 6.42 fps)Rectangular Weir (Controls 0.00 cfs) Summary for Pond 25P: LCA#5 ' Inflow Area= 0.103 ac, 24.18%Impervious, Inflow Depth = 4.60" for 100 Year- Hartford event Inflow = 0.54 cfs @ 12.09 hrs, Volume= 0.040 of , Outflow = 0.53 cfs @ 12.11 hrs, Volume= 0.040 af, Atten= 1%, Lag=0.9 min Discarded = 0.02 cfs @ 12.11 hrs, Volume= 0.014 of Primary = 0.52 cfs @ 12.11 hrs, Volume= 0.025 of , Routing by Stor-Ind method, Time Span=0.00 48.00 hrs, dt=0.05 hrs Peak Elev= 124.47'@ 12.11 hrs Surf.Area=300 sf Storage=70 cf Plug-Flow detention time= 15.5 min calculated for 0.040 of (100%of inflow) , Center-of-Mass det.time= 15.6 min (824.1 -808.6) Volume Invert Avail.Storage Storage Description , #1 124.00' 322 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store , (feet) (sq-ft) (cubic-feet) (cubic-feet) - 124.00 0 0 0 125.00 644 322 322 ' Device Routing Invert Outlet Devices #1 Discarded 124.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 124.33' 12.0"Horiz.Orifice/Grate C=0.600 , Limited to weir flow at low heads Dscarded OutFlow Max=0.02 cfs @ 12.11 hrs HW=124.46' (Free Discharge) , 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.51 cfs @ 12.11 hrs HW=124.47' (Free Discharge) 'L2=Orifice/Grate (Weir Controls 0.51 cfs @ 1.20 fps) ' ' BPIII-Post Type N 24-hr 100 Year-Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Pape 127 Summary for Pond 26P: LCA#1 ' Inflow Area= 0.835 ac, 38.89% Impervious, Inflow Depth= 4.93" for 100 Year- Hartford event Inflow = 4.64 cfs @ 12.09 hrs, Volume= 0.343 of Outflow = 4.50 cfs @ 12.11 hrs, Volume= 0.343 af, Atten=3%, Lag= 1.0 min ' Discarded 0.07 cfs @ 12.11 hrs, Volume= 0.074 of Primary 4.43 cfs @ 12.11 hrs, Volume= 0.270 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 124.03'@ 12.11 hrs Surf.Area= 1,212 sf Storage=319 cf Plug-Flow detention time= 11.3 min calculated for 0.343 of (100%of inflow) ' Center-of-Mass det. time= 11.4 min (812.4-801.0) Volume Invert Avail.Storage Storage Description ' #1 123.50' 1,151 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 123.50 0 0 0 124.50 2,302 1,151 1,151 ' Device Routing Invert Outlet Devices #1 Discarded 123.50' 2.500 in/hr Exfiltration over Surface area #2 Primary 123.88' 2.4"x 2.4"Horiz.Orifice/Grate X 60.00 C=0.600 ' Limited to weir flow at low heads Discarded Outflow Max=0.07 cfs @ 12.11 hrs HW=124.02' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.07 cfs) ' ,P Outflow Primary Max=4.37 cfs @ 12.11 hrs HW=124.02' (Free Discharge) L 2_-Orifice/Grate (Orifice Controls 4.37 cfs @ 1.82 fps) ' Summary for Pond 27P: LCA#13 ' Inflow Area= 0.103 ac, 26.45% Impervious, Inflow Depth= 4.60" for 100 Year- Hartford event Inflow 0.54 cfs @ 12.09 hrs, Volume= 0.039 of Outflow 0.49 cfs @ 12.13 hrs, Volume 0.039 af, Atten=9%, Lag=2.2 min Discarded = 0.03 cfs @ 12.13 hrs, Volume= 0.018 of ' Primary = 0.46 cfs @ 12.13 hrs, Volume= 0.021 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs,dt=0.05 hrs ' Peak Elev= 124.56'@ 12.13 hrs Surf.Area=527 sf Storage= 149 cf Plug Flow detention time=20.1 min calculated for 0.039 of (100%of inflow) Center-of-Mass det. time=20.1 min (828.6-808.6) ' Volume Invert Avail.Storage Storage Description #1 124.00' 468 cf Custom Stage Data(Prismatic)Listed below(Recalc) BPIII-Post Type Ill 24-hr 100 Year-Hartford Rainfall=6.90" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 128 ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.00 0 0 0 ' 125.00 935 468 468 Device Routing Invert Outlet Devices , #1 Discarded 124.00' 2.500 In/hr Exfiltration over Surface area #2 Primary 124.33' 12.0"Vert.Orifice/Grate X 2.00 C=0.600 Discarded OutFlow Max=0.03 cfs @ 12.13 hrs HW=124.56' (Free Discharge) , L7=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=0.45 cfs @ 12.13 hrs HW=124.56' (Free Discharge) ' 't-2=Orifice/Grate (Orifice Controls 0.45 cfs @ 1.64 fps) Summary for Pond 29P: INFILTRATION TRENCH#3 , Inflow Area= 0.544 ac, 65.46%Impervious, Inflow Depth = 4.77" for 100 Year- Hartford event Inflow = 3.10 cfs @ 12.10 hrs, Volume= 0.216 of Outflow = 1.70 cfs @ 12.23 hrs, Volume= 0.213 af, Atten=45%, Lag=8.2 min ' Discarded = 0.25 cfs @ 12.23 hrs, Volume= 0.123 of Primary = 1.46 cfs @ 12.23 hrs, Volume= 0.090 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs/3 ' Peak Elev= 123.49'@ 12.23 hrs Surf.Area= 1,413 sf Storage=2,579 cf Plug-Flow detention time=48.2 min calculated for 0.213 of (99%of inflow) ' Center-of-Mass det.time=39.7 min ( 791.1 - 751.4) Volume Invert Avail.Storage Storage Description ' #1 120.50' 1,104 cf 3.00'W x 471.00'L x 3.00'H Prismatoid 4,239 cf Overall - 1,480 cf Embedded=2,759 cf x 40.0%Voids #2 121.00' 1,480 cf 24.0" Round Pipe Storage Inside#1 , L=471.0' 2,583 cf Total Available Storage Device Routing Invert Outlet Devices ' #1 Primary 121.00' 3.0"Vert. Orifice/Grate C=0.600 #2 Discarded 120.50' 2.500 in/hr Exfiltration over Wetted area #3 Primary 123.30' 4.0'long Sharp-Crested Rectangular Weir 2 End Contraction(s) , piscarded OutFlow Max=0.25 cfs @ 12.23 hrs HW=123.49' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.25 cfs) Primary OutFlow Max=1.42 cfs @ 12.23 hrs HW=123.49' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.36 cfs @ 7.40 fps) 13=Sharp-Crested Rectangular Weir (Weir Controls 1.06 cfs @ 1.42 fps) ' ' BPIII-Post Type IN 24-hr 100 Year-Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 129 Summary for Pond 3OP: LCA#16 ' Inflow Area= 0.034 ac, 55.81% Impervious, Inflow Depth = 5.38" for 100 Year- Hartford event Inflow = 0.20 cfs @ 12.09 hrs, Volume= 0.015 of Outflow = 0.20 cfs @ 12.09 hrs, Volume= 0.015 af, Atten=0%, Lag=0.3 min ' Discarded 0.00 cfs @ 12.09 hrs, Volume= 0.004 of Primary 0.20 cfs @ 12.09 hrs, Volume= 0.011 of ' Routing by Stor-Ind method,Time Span=0.00-48.00 hrs,dt=0.05 hrs Peak Elev= 122.40'@ 12.09 hrs Surf.Area=67 sf Storage= 13 cf Plug-Flow detention time= 12.8 min calculated for 0.015 of (100%of inflow) ' Center-of-Mass det. time= 12.8 min (802.7- 789.8 ) Volume Invert Avail.Storage Storage Description ' #1 122.00' 21 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 122.50 83 21 21 ' Device Routing Invert Outlet Devices #1 Discarded 122.00' 2.500 in/hr Extiiltration over Surface area #2 Primary 122.33' 12.0"Horiz Orifice/Grate C= 0.600 ' Limited to weir flow at low heads Discarded OutFlow Max=0.00 cfs @ 12.09 hrs HW=122.40' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) ' �riPrimary OutFlow Max=0.20 cfs @ 12.09 hrs HW=122.40' (Free Discharge) 2_Orifice/Grate (Weir Controls 0.20 cfs @ 0.87 fps) ' Summary for Pond 31 P: INFILTRATION TRENCH#5 Inflow Area= 1.204 ac, 62.86% Impervious, Inflow Depth = 2.77" for 100 Year- Hartford event Inflow 3.55 cfs @ 12.22 hrs, Volume= 0.278 of Outflow 4.34 cfs @ 12.26 hrs, Volume= 0.278 af, Atten= 0%, Lag= 2.3 min Discarded = 0.19 cfs @ 12.26 hrs, Volume= 0.081 of ' Primary = 4.15 cfs @ 12.26 hrs, Volume= 0.197 of Routing by Stor-Ind method,Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 120.17'@ 12.26 hrs Surf.Area=855 sf Storage=2,194 cf ' Plug-Flow detention time=27.2 min calculated for 0.278 of (100%of inflow) Center-of-Mass det.time=27.2 min (792.7-765.5) BP111-Post Type 111 24-hr 100 Year-Hartford Rainfall=6.90" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCADO 10.00-16 s/n 09320 0 2015 HydroCAD Software Solutions LLC Page 130 Volume Invert Avail.Storage Storage Description #1 116.70' 525 cf 2.50'W x 342.00%x 3.50'H Prismatoid 2,993 cf Overall - 1,679 cf Embedded = 1,314 cf x 40.0%Voids ' #2 117.20' 1,679 cf 30.0" Round Pipe Storage Inside#1 L=342.0' 2,204 cf Total Available Storage Device Routing Invert Outlet Devices #1 Device 4 117.20' 4.0"Vert.Orifice/Grate C=0.600 ' #2 Discarded 116.70' 2.500 in/hr Exfiltration over Wetted area #3 Device 4 119.75' 4.0'long Sharp-Crested Rectangular Weir 2 End Contractions) #4 Primary 114.90' 12.0" Round Culvert L= 12.0' CPP, square edge headwall, Ke= 0.500 ' Inlet/Outlet Invert= 114.90'/ 114.30' S=0.0500 'r Cc=0.900 n= 0.012, Flow Area=0.79 sf Qiscarded OutFlow Max=0.19 cfs @ 12.26 hrs HW=120.14' (Free Discharge) ' 2=Exfiltration (Exfiltration Controls 0.19 cfs) Primary OutFlow Max=3.86 cfs @ 12.26 hrs HW=120.14' (Free Discharge) ' =Culvert (Passes 3.86 cfs of 8.24 cfs potential flow) 1=Or1fice/Grate (Orifice Controls 0.70 cfs @ 8.02 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 3.16 cfs @ 2.05 fps) ' Summary for Pond 32P. LCA#17 Inflow Area= 0.041 ac, 39.13% Impervious, Inflow Depth = 4.93" for 100 Year- Hartford event ' Inflow = 0.23 cfs @ 12.09 hrs, Volume= 0.017 of Outflow = 0.23 cfs @ 12.09 hrs, Volume= 0.017 af, Atten=0%, Lag=0.2 min Discarded = 0.00 cfs @ 12.09 hrs, Volume= 0.004 of , Primary = 0.23 cfs @ 12.09 hrs, Volume= 0.013 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt=0.05 hrs ' Peak Elev= 122.33'@ 12.09 hrs Surf.Area=55 sf Storage=9 cf Plug-Flow detention time= 7.3 min calculated for 0.017 of(100%of inflow) Center-of-Mass det. time= 7.3 min (808.3 -801.0 ) 1 Volume Invert Avail.Storage Storage Description #1 122.00' 21 cf Custom Stage Data(Prismatic) Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 , 122.50 83 21 21 Device Routing Invert Outlet Devices , #1 Discarded 122.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 122.25' 12.0"Horiz. 122.33 C=0.600 Limited to weir flow at low heads ' BPIII-Post Type 111 24-hr 100 Year-Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 131 Discarded OutFlow Max=0.00 cfs @ 12.09 hrs HW=122.33' (Free Discharge) ' --1=Exfiltration (Exfiltration Controls 0.00 cfs) rimary OutFlow Max=0.22 cfs @ 12.09 hrs HW=122.33' (Free Discharge) ' 2=122.33 (Weir Controls 0.22 cfs @ 0.91 fps) Summary for Pond 33P: LCA#14 ' Inflow Area= 0.016 ac, 45.79% Impervious, Inflow Depth = 5.16" for 100 Year- Hartford event Inflow = 0.09 cfs @ 12.09 hrs, Volume= 0.007 of Outflow = 0.09 cfs @ 12.10 hrs, Volume= 0.007 af, Atten=0%, Lag= 0.4 min Discarded 0.00 cfs @ 12.09 hrs, Volume= 0.003 of Primary 0.09 cfs @ 12.10 hrs, Volume= 0.004 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 124.37'@ 12.09 hrs Surf.Area=64 sf Storage= 12 cf Plug-Flow detention time= 17.0 min calculated for 0.007 of (100%of inflow) ' Center-of-Mass det. time= 17.0 min (812.6 - 795.6) Volume Invert Avail.Storage Storage Description ' #1 124.00' 86 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 124.00 0 0 0 125.00 171 86 86 ' Device Routing Invert Outlet Devices #1 Discarded 124.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 124.33' 12.0"Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads E?iscarded OutFlow Max=0.00 cfs @ 12.09 hrs HW=124.37' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) ' Lary OutFlow Max=0.09 cfs @ 12.10 hrs HW=124.37' (Free Discharge) 2_Orifice/Grate (Weir Controls 0.09 cfs @ 0.67 fps) Summary for Pond 35BP: LCA#18 ' Inflow Area= 0.022 ac, 5.91% Impervious, Inflow Depth = 4.06" for 100 Year- Hartford event Inflow 0.10 cfs @ 12.09 hrs, Volume= 0.007 of Outflow - 0.10 cfs @ 12.10 hrs, Volume 0.007 af, Atten-0%, Lag 0.5 min Discarded = 0.01 cfs @ 12.10 hrs, Volume= 0.004 of ' Primary = 0.10 cfs @ 12.10 hrs, Volume= 0.004 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs BPIII-Post Type 11124-hr 100 Year-Hartford Rainfall=6.90- ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCADO 10.00-16 s/n 09320 ©2015 HydroCAD Software Solutions LLC Page 132 Peak Elev= 122.37'@ 12.10 hrs Surf.Area=99 sf Storage= 19 cf Plug-Flow detention time= 18.8 min calculated for 0.007 of (100%of inflow) Center-of-Mass det. time= 18.8 min (839.1 -820.3 ) Volume Invert Avail.Storage Storage Description ' #1 122.00' 33 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) , 122.00 0 0 0 122.50 132 33 33 Device Routing Invert Outlet Devices #1 Discarded 122.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 122.33' 12.0"Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads Pscarded OutFlow Max=0.01 cfs @ 12.10 hrs HW=122.37' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) ' Primary OutFlow Max=0.10 cfs @ 12.10 hrs HW=122.37' (Free Discharge) t-2=Orifice/Grate (Weir Controls 0.10 cfs @ 0.69 fps) Summary for Pond 35P: LCA#19 Inflow Area= 0.022 ac, 5.91% Impervious, Inflow Depth = 4.06" for 100 Year- Hartford event ' Inflow = 0.10 cfs @ 12.09 hrs, Volume= 0.007 of Outflow = 0.10 cfs @ 12.11 hrs, Volume= 0.007 af, Atten= 1%, Lag=0.9 min Discarded = 0.01 cfs @ 12.11 hrs, Volume= 0.005 of , Primary = 0.09 cfs @ 12.11 hrs, Volume= 0.003 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 122.37'@ 12.11 hrs Surf.Area= 173 sf Storage=32 cf Plug-Flow detention time= 20.8 min calculated for 0.007 of (100%of inflow) Center-of-Mass det. time=20.8 min (841.1 - 820.3 ) I Volume Invert Avail.Storage Storage Description #1 122.00' 58 cf Custom Stacie Data(Prismatic) Listed below(Recalc) , Elevation Surt.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 122.00 0 0 0 , 122.50 232 58 58 Device Routing Invert Outlet Devices ' #1 Discarded 122.00' 2.500 In/hr Exfiltration over Surface area #2 Primary 122.33' 12.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads ' BPIII-Post Type 11124-hr 100 Year-Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 133 Qiscarded Outflow Max=0.01 cfs @ 12.11 hrs HW=122.3T (Free Discharge) ' 1=Exfi1trat1on (Exfiltration Controls 0.01 cfs) rimary Outflow Max=0.09 cfs @ 12.11 hrs HW=122.37' (Free Discharge) ' 2=Orifice/Grate (Weir Controls 0.09 cfs @ 0.67 fps) Summary for Pond 37P: INFILTRATION TRENCH#4 ' Inflow Area= 0.802 ac, 64.47% Impervious, Inflow Depth= 2.91" for 100 Year- Hartford event Inflow = 2.32 cfs @ 12.21 hrs, Volume= 0.195 of Outflow = 2.40 cfs @ 12.22 hrs, Volume= 0.194 af, Atten=0%, Lag= 0.6 min ' Discarded 0.12 cfs @ 12.20 hrs, Volume= 0.059 of Primary 2.28 cfs @ 12.22 hrs, Volume= 0.135 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs/3 Peak Elev= 121.43'@ 12.20 hrs Surf.Area= 717 sf Storage= 1,292 cf Plug-Flow detention time=22.9 min calculated for 0.194 of (99%of inflow) ' Center-of-Mass det.time=20.3 min ( 789.7- 769.4) Volume Invert Avail.Storage Storage Description #1 118.50' 560 cf 3.00'Vll x 239.001 x 3.00'H Prismatoid ' 2,151 cf Overall -751 cf Embedded= 1,400 cf x 40.0%Voids #2 119.00, 751 cf 24.0" Round Pipe Storage Inside#1 L=239.0' 1,311 cf Total Available Storage Device Routing Invert Outlet Devices ' #1 Primary 119.00' 4.0"Vert.Orifice/Grate C=0.600 #2 Discarded 118.50' 2.500 in/hr Exfiltration over Wetted area #3 Primary 121.20' 4.0'long Sharp-Crested Rectangular Weir 2 End Contractions) ' Pscarded OutFlow Max=0.12 cfs @ 12.20 hrs HW=121.43' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.12 cfs) ' Primary OutFlow Max=2.08 cfs @ 12.22 hrs HW=121.43' (Free Discharge) 1� =Orifice/Grate (Orifice Controls 0.63 cfs @ 7.25 fps) 31' =Sharp-Crested Rectangular Weir (Weir Controls 1.45 cfs @ 1.58 fps) ' Summary for Pond 45P: LCA#15 Inflow Area= 0.024 ac, 30.90% Impervious, Inflow Depth= 4.71" for 100 Year- Hartford event Inflow 0.13 cfs @ 12.09 hrs, Volume= 0.009 of Outflow - 0.12 cfs @ 12.12 hrs, Volume= 0.009 af, Atten=5%, Lag= 1.6 min Discarded = 0.01 cfs @ 12.12 hrs, Volume= 0.005 of ' Primary = 0.11 cfs @ 12.12 hrs, Volume= 0.005 of Routing by Stor-Ind method,Time Span=0.00-48.00 hrs, dt=0.05 hrs 1 BPIII-Post Type 111 24-hr 100 Year-Hartford Rainfall=6.90" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD810.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 134 ' Peak Elev= 124.49'@ 12.12 hrs Surf.Area= 134 sf Storage= 33 cf Plug-Flow detention time=20.0 min calculated for 0.009 of (100%of inflow) I Center-of-Mass det. time=20.0 min (826.1 -806.1 ) Volume Invert Avail.Storage Storage Description ' #1 124.00' 136 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 124.00 0 0 0 125.00 272 136 136 Device Routing Invert Outlet Devices ' #1 Discarded 124.00' 2.500 in/hr Exfiltration over Surface area #2 Primary 124.33' 12.0"Vert.Orifice/Grate C= 0.600 t Discarded OutFlow Max 0.01 cfs @ 12.12 hrs HW=124.49' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.11 cfs @ 12.12 hrs HW=124.49' (Free Discharge) ' 2_Orifice/Grate (Orifice Controls 0.11 cfs @ 1.36 fps) Summary for Pond 46P: LCA#12 , Inflow Area= 0.041 ac, 20.02% Impervious, Inflow Depth = 4.49" for 100 Year- Hartford event Inflow = 0.21 cfs @ 12.09 hrs, Volume= 0.015 of ' Outflow = 0.19 cfs @ 12.13 hrs, Volume= 0.015 af, Atten= 10%, Lag=2.5 min Discarded = 0.02 cfs @ 12.13 hrs, Volume= 0.008 of Primary = 0.17 cfs @ 12.13 hrs, Volume= 0.007 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 125.08'@ 12.13 hrs Surf.Area=265 sf Storage=77 cf Plug-Flow detention time= 24.6 min calculated for 0.015 of (100%of inflow) ' Center-of-Mass det.time=24.6 min (835.6- 811.0 ) Volume Invert Avail.Storage Storage Description , #1 124.50' 227 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store , (feet) (sq-ft) (cubic-feet) (cubic-feet) 124.50 0 0 0 125.50 454 227 227 Device Routing Invert Outlet Devices #1 Discarded 124.50' 2.500 in/hr Exfiltration over Surface area ' #2 Primary 124.88' 12.0"Vert. Orifice/Grate C= 0.600 ' BPIII-Post Type 11124-hr 100 Year-Hartford Rainfall=6.90- Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCADO 10.00-16 s/n 09320 ®2015 HydroCAD Software Solutions LLC Page 135 Pscarded OutFlow Max=0.02 cfs @12.13 hrs HW=125.08' (Free Discharge) ' 1=Exfiltration (Exfiltration Controls 0.02 cfs) rimary OutFlow Max=0.17 cfs @ 12.13 hrs HW=125.08' (Free Discharge) ' 2=Orifice/Grate (Orifice Controls 0.17 cfs @ 1.52 fps) Summary for Pond 47P: LCA#11 ' Inflow Area= 0.016 ac, 36.640/6 Impervious, Inflow Depth = 4.93" for 100 Year- Hartford event Inflow = 0.09 cfs @ 12.09 hrs, Volume= 0.006 of Outflow = 0.09 cfs @ 12.10 hrs, Volume= 0.006 af, Atten=0%, Lag= 0.5 min ' Discarded 0.00 cfs @ 12.10 hrs, Volume= 0.003 of Primary 0.08 cfs @ 12.10 hrs, Volume= 0.003 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs,dt=0.05 hrs Peak Elev= 124.92'@ 12.10 hrs Surf.Area=80 sf Storage= 17 cf Plug-Flow detention time=21.4 min calculated for 0.006 of (100%of inflow) ' Center-of-Mass det.time= 21.4 min (822.4-801.0) Volume Invert Avail.Storage Storage Description ' #1 124.50' 95 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 124.50 0 0. 0 125.50 190 95 95 ' Device Routing Invert Outlet Devices #1 Discarded 124.50' 2.500 in/hr Exfiltration over Surface area #2 Primary 124.88' 12.0"Horiz Orifice/Grate C=0.600 ' Limited to weir flow at low heads Placarded OutFlow Max=0.00 cfs @ 12.10 hrs HW=124.92' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.00 cfs) ' Primary aryOutFlow Max=0.08 cfs @ 12.10 hrs HW=124.92' (Free Discharge) 2_Orifice/Grate (Weir Controls 0.08 cfs @ 0.65 fps) ' Summary for Pond 48P: LCA#10 ' Inflow Area= 0.052 ac, 27.78% Impervious, Inflow Depth = 4.71" for 100 Year- Hartford event Inflow 0.28 cfs @ 12.09 hrs, Volume= 0.021 of Outflow = 0.28 cfs @ 12.10 hrs, Volume= 0.021 af, Atten=0%, Lag=0.7 min Discarded = 0.01 cfs @ 12.10 hrs, Volume= 0.008 of Primary = 0.27 cfs @ 12.10 hrs, Volume= 0.012 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs BPIII-Post Type 111 24-hr 100 Year-Hartford Rainfall=6.90" ' Prepared by Design Professionals, Inc. Printed 10/27/2016 HydroCAD®10.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 136 ' Peak Elev= 124.42'@ 12.10 hrs Surf.Area= 176 sf Storage=37 cf Plug-Flow detention time= 16.4 min calculated for 0.021 of (100%of inflow) I Center-of-Mass det.time= 16.5 min (822.5-806.1 ) Volume Invert Avail.Storage Storage Description , #1 124.00' 210 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 124.00 0 0 0 125.00 420 210 210 Device Routing Invert Outlet Devices ' #1 Discarded 124.00' 2.500 in/hr Exflltration over Surface area #2 Primary 124.33' 12.0"Horiz. Orifice/Grate C=0.600 ' Limited to weir flow at low heads Discarded OutFlow Max=0.01 cfs @ 12.10 hrs HW=124.42' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) ' Primary OutFlow Max=0.27 cfs @ 12.10 hrs HW=124.42' (Free Discharge) t-2=Orifice/Grate (Weir Controls 0.27 cfs @ 0.97 fps) Summary for Pond 49P: INFILTRATION TRENCH#1 ' Inflow Area= 2.070 ac, 44.90% Impervious, Inflow Depth = 4.18" for 100 Year- Hartford event ' Inflow = 11.25 cfs @ 12.10 hrs, Volume= 0.720 of Outflow = 9.18 cfs @ 12.17 hrs, Volume= 0.720 af, Atten= 18%, Lag=4.1 min Discarded = 0.41 cfs @ 12.17 hrs, Volume= 0.200 of ' Primary = 8.78 cfs @ 12.17 hrs, Volume= 0.520 of Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs , Peak Elev= 122.01'@ 12.17 hrs Surf.Area=2,328 sf Storage=5,217 cf Plug-Flow detention time= 17.8 min calculated for 0.719 of (100%of inflow) Center-of-Mass det.time= 17.8 min (784.9- 767.1 ) I Volume Invert Avail.Storage Storage Description #1 118.50' 1,953 cf 3.50'W x 665.00'L x 3.50'H Prismatoid ' 8,146 cf Overall -3,264 cf Embedded =4,882 cf x 40.0%Voids #2 119.00, 3,264 cf 30.0" Round Pipe Storage Inside#1 L=665.0' 5,217 cf Total Available Storage ' Device Routing Invert Outlet Devices #1 Primary 119.00' 12.0"Vert.Orifice/Grate C=0.600 ' #2 Discarded 118.50' 2.500 in/hr Exfiltration over Wetted area #3 Primary 121.60' 4.0'long Sharp-Crested Rectangular Weir 2 End Contractions) 1 ' BPIII-Post Type 111 24-hr 100 Year-Hartford Rainfall=6.90" Prepared by Design Professionals, Inc. Printed 10/27/2016 ' HydroCAD010.00-16 s/n 09320 02015 HydroCAD Software Solutions LLC Page 137 Discarded OutFlow Max=0.40 cfs a 12.17 hrs HW=121.93' (Free Discharge) ' 2=Exfiltration (Exfiltration Controls 0.40 cfs) Fri Outflow mary Max=8.33 cfs @ 12.17 hrs HW=121.93' (Free Discharge) ' 1=Orifice/Grate (Orifice Controls 5.90 cfs @ 7.51 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 2.44 cfs @ 1.88 fps) Summary for Pond 51 P: PROPOSED BASIN ' Inflow Area= 1.112 ac, 57.74% Impervious, Inflow Depth = 5.50" for 100 Year- Hartford event Inflow = 6.70 cfs @ 12.09 hrs, Volume= 0.509 of ' Outflow = 5.40 cfs @ 12.15 hrs, Volume= 0.509 af, Atten= 19%, Lag=4.0 min Discarded = 0.21 cfs @ 12.15 hrs, Volume= 0.226 of Primary = 5.19 cfs @ 12.15 hrs, Volume= 0.283 of ' Routing by Stor-Ind method, Time Span=0.00-48.00 hrs, dt=0.05 hrs Peak Elev= 117.79'@ 12.15 hrs Surf.Area=3,638 sf Storage=5,276 cf ' Plug-Flow detention time=90.1 min calculated for 0.509 of (100%of inflow) Center-of-Mass det.time=90.2 min (877.0- 786.8 ) Volume Invert Avail.Storage Storage Description ' #1 115.70' 6,051 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 115.70 1,341 0 0 116.00 1,716 459 459 ' 117.00 2,807 2,262 2,720 118.00 3,855 3,331 6,051 ' Device Routing Invert Outlet Devices #1 Discarded 115.70' 2.500 in/hr Exfiltration over Surface area #2 Primary 113.50' 15.0" Round Culvert L= 100.0' CPP, square edge headwall, Ke=0.500 ' Inlet/Outlet Invert= 113.50'/ 113.00' S=0.0050 'r Cc=0.900 n=0.012, Flow Area= 1.23 sf #3 Device 2 116.75' 8.0"Vert.Orifice/Grate C=0.600 #4 Primary 117.35' 4.0'long Sharp-Crested Rectangular Weir 2 End Contraction(s) Discarded OutFlow Max=0.21 cfs @ 12.15 hrs HW=117.79' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.21 cfs) ' rrimary Oust low Max=5.15 cfs @ 12.15 hrs HW=117.79' (Free Discharge) Culvert (Passes 1.41 cfs of 9.92 cfs potential flow) ' 3=Orifice/Grate (Orifice Controls 1.41 cfs @ 4.05 fps) =Sharp-Crested Rectangular Weir (Weir Controls 3.74 cfs @ 2.17 fps) - I.PIIN lXIIIim'FWrOT'•101NYYlYC FW ly 161,�116 cw,wo IIWA WIX .. 1 .. _......� '1111lCR.ChIIR11CUl'IA111 t1/!/fDi1 IW WO fl[�IYI MJIWIWVF MC. I _ --_-_ I / .I I rj s r!IsC6i "-V, w r i!,t WATERSHED AREA #1 512 ACRS it`s-Jfillt i IWP R AREA - i.70 ACRFS e€Ftf-- FOREST AREA = 0.82 ACRES r s \ \ GRASS AR--A 3.1 ACRES I t I l WA-ER_IIED AREA #2 2.01 ACRES / IMPFRVIOUS AR=A - 0,05 ACRFS FOREST AREA 0.84 ACRES 1 GRASS AREA 1.33 ACRESITI: PIE ( 'I I \ i V � A I li g o/ i I I � � PM �RIt1I1 ®c11111111= �... t t,. i7Z Bill PAM I r 'm �c .��/ � - `� "_`��' �- ' '�] ��.-'` �, �►j;1 � ��'it, �1• Vie..• 1/�—"�=•. -��'��� ��,�._—` 1 1 1 1 1 1 1 1 1 1 1 1