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Watershed Application_01232023 - - 34 GLENORE CIRCLE
PLANNING DEPARTMENT Community& Economic Development Division Special Permit— Watershed Permit Application Please type or print clearly. 1. Petitioner: David + Marianne Sweetser Petitioner's Address: 34 Glenore Circle North Andover, MA 01845 Telephone number&email: 978-258-6392 thesweetsers@comcast.net 2. Owners of the Land: David + Marianne Sweetser Address: 34 Glenore Circle North Andover, MA 01845 Number of years of ownership: 20 3.Year lot was created: 1999 4. Is the lot currently on septic or sewer? Yes If on sewer, please provide date the sewer connection was completed: 2002 5. Description of Proposed Project: Construction of an inground pool with an enclosure, patio, demo deck, construct new deck, construct firepit within the "Non-discharge"watershed zone but outside the 150 ft"Non-Disturbance"watershed zone. No trees to be cut. 6. Description of Premises: Existing Single Family House on 2.4 Acre lot 7.Address of Property Being Affected: 34 Glenore Circle Zoning District: R1 Assessors Map: 37B Lot#: 74 Registry of Deeds: Book#: 6295 Page#: 180 8. Existing Lot: Lot Area(Sq. Ft): 105,181 Building Height: 35 feet Street Frontage: 175 ft Side Setbacks: Front Setback: Rear Setback: Floor Area Ratio: n/a Lot Coverage: n/a 9. Proposed Lot(if applicable): (n/a) Lot Area(Sq. Ft): Building Height: Street Frontage: Side Setbacks: Page 1 of 2 120 Main Street, Planning Dept., North Andover, Massachusetts 01845 Phone 978.688.9535 Fax 978.688.9542 Web www.northandoverma.gov Front Setback: Rear Setback: Floor Area Ratio: Lot 10i Required Lot(as required by Zoning Bylaw): n/a Lot Area Qq. FU: Building Height: Street Frontage: Side Setbacks: Front Setback: Rear Setback: Floor Area Ratio- Lot Coverage: 11. Existing Building (if applicable): O/8 Ground Floor 0q. FL): #nyFloors: Total Sq. Fu Use: Type cfConstruction: 12. Proposed GroundF| -(So FL\: 608 #nfFloors: Total Sq. Ft. Use: Pool Enclosure Type o1Construction: Wood Frame 13. Has there been a previous application for a Special Permit from the Planning Board on these premises? |f so,when and for what type of construction? 14.Section nf Zoning Bylaw that Special Permit lsBeing Requested 16. Petitioner and Landowner Sign@tur8b\: Every application for a Special Permit shall be made on this form, which is the official form of the Planning Board. Every application nhaH be filed with the Town Clerk's office. It shall be the responsibility of the petitioner to furnish all supporting documentation with this application. The dated copy of this application received by the Town Clerk or Planning Office does not absolve the applicant from this responsibility. The petitioner shall be responsible for all expenses for filing and legal notification. Failure to comply with application requirements, as cited herein and in the Planning Board Rules and Regulations may result in o dismissal by the Planning Board of this application auincomplete. Pedtimnsr'sSi Print ortype name h U Owner's Si Print nr type name here: 16. Please list title of plans and documents you will be allaching to this application. . Written Supportive Narrative , Abutters List, StO[0OVV8t8[ Report d. Page 2 of 2 120Main Street, Planning Dept., North Andover, MamnaohusettoO1045 Phuno978.008.0535 Fex978.688.8542 VYab PLANNING DEPARTMENT Building Conservation Health Planning Stevens Estate Zoning Certification of Payment of Municipals9 Fees, Assessments, Betterments and Other Municipal Charges The Town of North Andover General Bylaw Chapter 129-1, provides that any application for a permit or license may be denied, suspended or revoked if the holder thereof has failed or refused to pay any taxes, fees, assessments, betterments or other municipal charges. By signing this application, the applicant represents that he or she has paid all such taxes and fees. I Marianne Sweetser , certify under the penalties of perjury that to the best of my knowledge and belief, I have not neglected or refused to pay any municipal taxes, fees, assessments, betterments or any other municipal charge including amounts assessed under the provisions of section twenty-one D, or am not applying for a license or permit with respect to any activity, event or other matter which is the subject of such license or permit and which activity, event or matter is carried out or exercised or is to be carried out or exercised on or about real estate whose owner has neglected or refused to pay any local taxes, fees, assessments, betterments or any other municipal charge. Signed under oath: Name 34 Glenore Circle, North Andover, MA Address Does the Property Owner own any additional property in North Andover(Yes or No)? (Y/N). If yes, please list the property address of any additional property. Property Address: North Andover Tax Collector Signature Name Date Sullivan Engineering Group, LLC 0 rV Engineers 8 Land Development Consultants Watershed Special Permit Application 34 Glenore Circle, North Andover To: North Andover Planning Board From: Jack Sullivan, P.E. Date: January 10, 2023 Subject: 34 Glenore Circle,North Andover—Written Support for Project Planning Board Members: The following written summary is prepared on behalf of the applicants, David & Marianne Sweetser, in support of construction of an inground pool with enclosure,pervious paver patio, deck, firepit, and step replacement within the Watershed District. The project is within the "Non-Discharge Zone". It should be noted that this lot was created on November 23, 1999 (post-dating the watershed bylaw). The following items as outlined in the Watershed Special Permit requirements are listed below (responses to required items are in italic); 1. Encouraging the most appropriate use of land This site is zoned residential and the proposed site development items listed above are appropriate for this parcel. The current owners have owned this parcel for 20 years and seeking to make improvements to the property to further enjoy their home. 2. Preventing overcrowding of land The proposed construction activities comply with zoning setback requirements from all lot lines. 3. Conserving the value of land and buildings. The proposed site development will enhance surrounding building and land values, while being aesthetically pleasing No trees are to be cut as part of this project. Site grading hill be minor in nature to make transitions. 4. Lessening congestion of traffic This project will not increase traffic congestion since this is a single family dwelling with limited trips per day. There is no proposed increase in number of residents, therefore existing traffic flow from the site will remain constant. 5. Preventing undue concentration of population This number of current residents will remain the same following completion of this project. 6. Providing adequate light and air There will be no adverse impact to current background air and light levels. 7. Reducing the hazards from fire and other danger. There will be no increase in hazard levels from fire or other dangers. PO Box 2004 Woburn, MA 01888 781-854-8644 e-mail:jacksull53gcomcast.net S. Assisting in the economical provisions of transportation, water, sewerage, schools, parks, and other public facilities. This project will not impact the above noted public facilities and/or utilities. There will not be a negative impact to the economics of any public utility. 9. Controlling the use of bodies of water, including watercourses: This project does not directly abut the Lake and will not have a negative impact on present uses of the Lake or tributaries thereto. 10. Reducing the probability of losses resulting from floods: This property is not located within a designated Flood Plain as shown as the latest FIRM maps. The proposed construction will utilize drainage mitigation to collect & recharge stormwater runoff back to the groundwater table. There will be no increase of stormwater runoff from this site. There will be no increase in flooding probability due to the development of the property. 11. Reserving and increasing the amenities of the Town This project will increase the amenities of the Town through an improvement to the property and additional tax revenue due to the new construction assessment. The Planning Board, in reviewing this application, will note that all threshold requirements for granting the Special Permit are met and/or exceeded. Further written documentation is provided below(responses to required items are in italics) 1. Written certification by a Registered Professional Engineer, or other scientist educated in and possessing extensive experience in the science of hydrology and hydrogeology, stating that there will not be any significant degradation of the quality or quantity or water in or entering Lake Cochichewick. 1) No pesticides,fungicides, chemicals, or non-organic fertilizers will be used in lawn care or maintenance. Presently, there are no limitations on the type or quantity of fertilizers. 2) Siltation controls are proposed at the limit of work during construction and until the site is final stabilized by landscaped means to protect the lake and surrounding properties from any potential runoff impacts. 3) Stormwater mitigation has been provided to account for increases in impervious areas. A proposed drainage infiltration field consisting of cultee units has been provided to capture runoff from the pool enclosure roof area. The drainage infiltration field is sized to handle the 100 year rain event (8.6" per Town of North Andover Stormwater bylaw) 4) The existing dwelling IS connected to the municipal sewer system; therefore there will be no potential increase in nitrogen levels over the existing background levels at the property. 5) This site does not directly abut the lake. Additionally, natural wooded buffers will be retained. No trees are to be cut/removed as part of this project. 6) Carefully planning went into the pool/patio location to limit site grading changes and to match the existing topography. By limiting the grading changes onsite, existing drainage watercourses will continue to function as in the undeveloped state. 2. Proof that there is no reasonable alternative location outside the Non-Disturbance and/or Non-Discharge Buffer Zones, whichever is applicable, for any discharge, structure, or activity, associated with the proposed use to occur. The majority of the developed lot is within the "Non-discharge zone". All proposed work is outside of the "Non-disturbance"zone. The pool must be located in the rear yard per zoning. 3. Evidence of approval by Mass DEP of any industrial waste water treatment or disposal system or any waste water treatment of system 15,000 GPD capacity. This item does not apply to this site. PO Box 2004 Woburn, MA 01888 781-854-8644 e-mail:jacksu1153gcomcast.net 4. Evidence that all on-site operations including,but not limited to, construction,water water disposal, fertilizer applications, and septic systems will not create concentrations of Nitrogen in groundwater, greater than the federal limit at the downgradient property boundary. The existing dwelling IS connected to the municipal sewer system and the deed restriction only allowing organic or slow-release nitrogen,phosphorus free produce for fertilizer use will insure that background nitrogen levels in the groundwater table will not be increased. 5. Projections of downgradient concentrations of nitrogen,phosphorus, and other relevant chemicals at property boundaries and other locations deemed pertinent by the SPGA. There will be no downgradient concentration oJ'the above referenced chemicals as outlined in the response to Item 4 above. If you should have any questions or require additional information please feel free to contact me. Veryff, Y ry SULLIVAN Bi 01ML ac k an, P.E. A&W Attachments (as noted) Cc: David+Marianne Sweetser PO Box 2OO4 Woburn,MA 01888 781-854-8644 e-mail:jacksu1153@comcast.net Abutter to Abutter() Building Dept. ( ) Conservation (X) Zoning (X) TOWN OF NORTH ANDOVER ABUTTER LIST REQUIREMENT. MGL 40A,Section 11 states in part"Parties in interest as used in this chapter shall mean the petitioner, abutters,owners of land directly opposite on any public or private way,and abutters to abutters within three hundred(300)feet of the property line of the pettitioner as they appear on the most recent applicable tax list,not withstanding that the land of any such owner is located in another city or town,the planning board of the city or town,and the planning board of every abutting city or town." SUBJECT ID LOCATION OWNER ADDRESS CITY STATE ZIP 037.B-0074-0000.0 34 GLENORE CIRCLE DAVID SWEETSER 34 GLENORE CIRCLE NORTH ANDOVER MA 01845 PARCEL ID LOCATION OWNER ADDRESS CITY STATE ZIP 037.A-0050-0000.0 25 CARRIAGE CHASE MEGHAN L.GRUGNALE REVOCABLE TRUST 25 CARRIAGE CHASE NORTH ANDOVER MA 01845 037.B-0002-0000.0 DALE STREET TOWN OF NORTH ANDOVER 120 MAIN STREET NORTH ANDOVER MA 01845 037.B-0003-0000.0 206 DALE STREET PROPERSI-GROSSMAN,CAROLINE 206 DALE STREET NORTH ANDOVER MA 01845 037.13-0004-0000.0 198 DALE STREET TAKESIAN,DANIEL 198 DALE STREET NORTH ANDOVER MA 01845 037.13-0005-0000.0 190 DALE STREET DYER JR.,GEORGE W. 190 DALE STREET NORTH ANDOVER MA 01845 037.13-0007-0000.0 158 DALE STREET MCLELLAN,KEVIN,B. 158 DALE STREET NORTH ANDOVER MA 01845 037.13-0072-0000.0 10 GLENORE CIRCLE NORRIS,JAMIE N. 10 GLENORE CIRCLE NORTH ANDOVER MA 01845 037.13-0073-0000.0 20 GLENORE CIRCLE MC ANDREW,CHRISTOPHER 20 GLENORE CIRCLE NORTH ANDOVER MA 01845 037.13-0075-0000.0 31 GLENORE CIRCLE TY,HENRY Y. 31 GLENORE CIRCLE NORTH ANDOVER MA 01845 064.0-0012-0000.0 218 DALE STREET STEWART,FRANK 115 BLUE RIDGE ROAD NORTH ANDOVER MA 01845 064.0-0013-0000.0 228 DALE STREET MORGAN FAMILY TRUST 228 DALE STREET NORTH ANDOVER MA 01845 064.0-0064-0000.0 OFF CARRIAGE CHASE TOWN OF NORTH ANDOVER 120 MAIN STREET NORTH ANDOVER MA 01845 ea that ow names appearing on the This C ce as of records Of the asses Date. CeNfed W ��- , Z Town of North Andover, MA October 11, 2022 aiianaMID 064.0-0136-0otlo.o + 064.0.0064.0000.0 a ioo. -.. 037.A•0060.0000.0 -0000.0 „„ �� 06 064.0-0033-0000o 064.0-0016.0000A 037 8.0002- 0tl.0 rM"Y�0 3.0000.0 w^ ""' OG4.0 0031•QtlUb.d t Emil is, W �i 7.q-0071-0000.0 37 �, ... 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MAP FOR REFERENCE ONLY NOT A LEGAL DOCUMENT Town of North Andover,MA makes no claims and no warranties,expressed or implied,concerning the validity or accuracy of the G IS data presented on this map. Geometry updated 09129/2022 Data updated on a daily basis Sullivan Engineering Group, LLC 0 rIJEnglneers 8 Land Derelopment Consultants January 23, 2023 Town of North Andover Planning Dept. 120 North Main Street North Andover, MA 01845 Re: 34 Glenore Circle, North Andover Watershed Special Permit— Stormwater Report Planning Dept; The owner/applicant is proposing construction of an inground pool(to be enclosed within a roofed structure), demolition of existing deck, construction of a new deck,replacement of deck steps, a pervious patio with bluestone, a firepit, drainage mitigation and minor grading changes within the 325 foot Non-Discharge Zone,but outside the 150' Non- Disturbance zone with the Watershed Protection District within the Town of North Andover. No trees are to be cut or removed as part of this project,the entirety of the project is on an existing lawn area. As such, a Watershed Special Permit is required and the applicant has provided drainage mitigation and erosion control protection. Soil testing was conducted onsite by John D. Sullivan III(Soil Evaluator Lic#: 2378) and the soil testhole location and soil log are provided on the Site Plan. A drainage infiltration system is proposed to collect the entire roof area of the proposed pool house roof. Roof runoff will be collected by gutters and 4 inch HPDE roof drains and conveyed to a drainage infiltration field consisting of cultec recharges units and washed crushed stone. The drainage field has been sized to store/infiltrate the 2, 10, 25, and 100 year storm event. The infiltration field is sited 2 feet above the seasaonal high groundwater table. An exfiltration rate of 1.02 in/hr has been used in the HydroCAD model to reflect a"Sandy Loam" soil which was present onsite. The 2,10,25, & 100 year rainfall amounts were taken from the NRCC Atlas of Precipitation Extremes for the Northeastern United States. Two subcatchements were analyzed for the subject site. Only the subcatchment"1S"is being modified as part of this project,but both subcatchments are shown to comply with the drainage requirements in the North Andover bylaw. A HydroCAD analysis is included for the predevelopment and postdevelopment watershed area for the site. The following are the results of the Predevelopment vs. Postdevelopment analysis: Design Point 1 Predevelopment(cfs) Volume (cf) Postdevelopment (cfs) Volume (cf) Storm Event 1/2 Storm Event 0.00 0 0.00 0 2 Year 0.20 1322 0.20 1307 10 Year 1.03 4289 1.02 4241 25 Year 1.88 7202 1.86 7122 100 Year 4.05 14,792 4.00 14,626 PO Box 2004 Woburn, MA 01888 (781) 854-8644 e-mail:jacksul153@comcast.net Design Point 2 Predevelopment(cfs) Volume (cf) Postdevelopment (cfs) Volume (cf) Storm Event 1/2 Storm Event 0.00 0 0.00 0 2 Year 0.22 649 0.22 649 10 Year 0.47 1376 0.47 1376 25 Year 0.67 1985 0.67 1985 100 Year 1.14 3402 1.14 3402 The following are the ten (10) MassDEP Stormwater Standards (Standards are in italics and responses on how standard is met is in regular font) 1. Standard 1: No new stormwater conveyances (e.g., outfalls) may discharge untreated stormwater directly to or cause erosion in wetlands or waters of the Commonwealth. a. no new stormwater conveyances will discharge untreated stormwater directly to wetlands or waters of the Commonwealth. 2. Standard 2: Stormwater management systems shall be designed so that post-development peak discharge rates do not exceed pre-development peak discharge rates. a. See preceding tables detailing Pre & Post development analysis on peak discharge rates. 3. Standard 3 requires that the annual recharge from post-development shall approximate annual recharge from pre-development conditions. The drawdown calculation for infiltration chambers is: Peak water elevation: 178.12' (100 yr storm) Bottom of cultee chamber: 177.50' Difference is 0.62' or 7.44".....using 1.02 in/hr for recharge rate...the total drawdown time is 7.29 hours< 72 hrs (meets standard) Groundwater Recharge For B soils require a volume to recharge of 0.35 inches Total impervious area: 608 s.f. (addition) Total site volume required to be recharged= 608 s.f. x 1'/12 x 0.35 = 17.7 cf Site volume recharge provided: 342 cf(100 year storm)> 17.7 cf (meets standard) PO Box 2004 Woburn, MA 01888 (781) 854-8644 e-mail:jacksu1153@comcast.net 4. Standard 4 requires that the stormwater system be designed to remove 80% Total Suspended Solids (TSS) and to treat 1/2-inch or 1-inch of volume from the impervious area for water quality. a. the land uses of roofs, lawns, and patios do not generate suspended solids that require removal, but a TSS removal worksheet is provided demonstrating 80% TSS removal. Water Quality Volume calculations for 1"event. Required volume: 608 s.f. x 1"/12 — 50.6 cf Provided volume: 162 cf> 50.6 cf(meets standard) 5. Standard 5 is related to projects with a Land Use of Higher Potential Pollutant Loads (L UHPPL). a. The proposed residential development is not considered a LUHPPL. Therefore, Standard 5 is not applicable to this project. 6. Standard 6 is related to projects with stormwater discharging into a critical area, a Zone ll, or an Interim Wellhead Protection Area of a public water supply. a. The proposed development is not within a critical area, Zone II or an IWPA area. Therefore, Standard 6 is not applicable. 7. Standard 7 is related to projects considered Redevelopment. a. The proposed project involves solely the construction of new impervious area and is not considered redevelopment. Therefore, Standard 7 is not applicable. 8. Standard 8 requires a plan to control construction related impacts including erosion, sedimentation, or other pollutant sources. a. The Site Plan shows erosion control barriers, limits of work, erosion control barrier details, soil stockpile area, material stockpile area, and construction access route. Erosion and Sediment control narrative: The owner has shown erosion control to be established in the work area and construction access points. A construction detail has been added to the plan to provide the contractor guidance for installation. A proposed soil stockpile area is shown,but most likely will not be needed since excavated soil for the addition will be trucked directly from the site. All disturbed areas shall be stabilized as quickly as possible with grass seed. In the event that the site is disturbed over winter months there straw mulch shall be spread over the disturbed areas until the growing season returns. Erosion control shall be inspected weekly by the contractor and homeowner to make sure it is functioning properly. In the event silt buildup is high on the barrier it shall be removed. Erosion control shall be replaced if any signs of failure are noted. PO Box 2004 Woburn, MA 01888 (781) 854-8644 e-mail:jacksu1153gcomcast.net 9. Standard 9 requires a Long-Term Operation and Maintenance (0 &M) Plan to be provided. Beginning with the construction of the drainage system, and continuing in perpetuity thereafter,the owner(s) of the site shall maintain in accordance with the following schedule: a. Pavement and walkways shall be swept in the early spring immediately after snow melt b. Roof drain inlets, downspouts, and roof drain pipes - All components of the roof drain collection system shall be inspected at least 2 times per year. Sediments and debris shall be removed and disposed of in accordance with all applicable federal, state, and local laws. Any components that become damaged shall be repaired or replaced immediately upon discovery to assure proper conveyance of stormwater runoff into the drywell systems. c. Infiltration Chambers—The level of water in the infiltration chambers shall be monitored during and after heavy rain storms at least 2 times per year during the first year of operation and at least twice annually thereafter for evidence of clogging or other problems. If water does not leave the chambers within 72 hours after the storm, or if water breaks out on the surface above the system, or if the roof collection system begins to overflow frequently (for the 10 year storm intensity or less intense storms), the infiltration bed is likely clogged. The infiltration bed shall be cleaned and repaired or replaced as needed to maintain proper functioning. d. Vegetation shall be maintained in healthy condition to prevent erosion and sedimentation in the drainage system and wetland resource areas. 1/23/2023 Owner: Date David+Marianne Sweetser 10. Standard 10 requires an Illicit Discharge Compliance Statement be provided. Illicit Discharge Compliance Statement To the best of my knowledge no illicit discharges currently exist on the site and no future illicit discharge will be allowed,including wastewater discharges and discharges of stonriwater contaminated by contact with process wastes,raw materials,toxic pollutants,hazardous substances,oil,or grease. -'(J/—"- 1/23/2023 Signed by Applicant Date PO Box 2004 Wobum, MA01888 (781) 854-8644 e-mail:jacksu1153@comcast.net Construction Sequence: The following is a general construction sequence. At the time of the preconstruction meeting with the Town Planner onsite, the builder will provide contract information and a detailed construction schedule. I) Install Erosion Control Barriers 2) Strip/Stockpile loam from work area 3) Excavate for pool and footings for pool house 4) Install footings& start pool construction 5) Install poured concrete frost walls 6) Backfill frost walls and inground pool 7) Install Patio & construct deck 8) Framing for new addition 9) Install drainage system 10)Loam/seed disturbed areas If you have a questions or comments please feel free to contact me. Very Trul Y u 4 4 Jot Jo Jack an 111,PE SUUL Attachments: - TSS Removal Worksheet - Stormwater Report Plan w/ subcatchments - NRCS Soil Map - NRCS Soil Descriptions - Predevelopment HydroCAD,analysis - Postdevelopment HydroCAD analysis PO Box 2004 Woburn, MA 01888 (781) 854-8644 e-mail:jacksu1153@comcast.net V INSTRUCTIONS: Version 1,Automated:Mar.4,2008 1. In BMP Column, click on Blue Cell to Activate Drop Down Menu 2. Select BMP from Drop Down Menu 3. After BMP is selected, TSS Removal and other Columns are automatically completed. Location: 34 Glenore Circle, NA B C D E F TSS Removal Starting TSS Amount Remaining BMP' Rate' Load* Removed C*D Load D-E d CD Infiltration Trench 0.80 1.00 0.80 0.20 s - cn OO 0.00 0.20 0.00 0.20 E d p0.00 0.20 0.00 0.20 ~ 0.00 0.20 0.00 0.20 U V 0.00 0.20 0.00 0.20 Separate Fora Creeds to he Completed for Each Total TSS Removal = 80% Outlet or BMP Train Project: Prepared By: JIDS *Equals remaining load from previous BMP (E) Date: 1/23/2023 which enters the BMP Non-automated TSS Calculation Sheet must be used if Proprietary BMP Proposed 1. From MassDEP Stormwater Handbook Vol.1 Mass.Dept.of Environmental Protection IDaE a s c srrc BLUESTONE PAVER o Z 8"E TYPICAL ASTM NO,8 OR NO,9 AGGREGATE IN OPENINGS N85a.0� � reEAre hTT Ra Y:✓ BEDDING COURSE 1 1/2"TO 2"THICK smeEr (TYP.ASTM N0.8 OR N0.9 AGGREGATE) MIN 6"THICK ASTM NO.57 STONE OPEN-GRADED BASE Refr°I� mJ� �Illi _ OPTIONAL GEOTERTLE 1p N PERMEABLE ER VER INSTALLATION LOCUS MAP_ (111 TO ADIEl SGIL)DEGRADE SLOPED TO DRAIN No reLJ 1 3 F1A0'SHEO A. k", cc ASEAs LEGEND: OkfT a... .. o�0 __ - rwo FOOT CONTSTH w sasT GRADE As 1 a E uwTe e,rvr+racus .< °nea�e coat coacnsrE 000SUBSUREAGE WELL TPA LION SYSTEM CROSS SECTION n A reo III r+ocr EA.ra"111D ➢�` ra To swc) PsoP svoT ssAOE DRAINAGE H v F Z UNITS/ROW EASEMENT � as w, °Hmc T.s' serasaz'w n�� now onaw o aFL raa noa rT¢a z.s'.4s.s' £ o w/rz u n 3Y'To r T <-HOPE wz.n,Ere STdz�SUHSUI7FACE lNFIL 7RA 7/ON SYSTEM [Twl ro ren„oE -'" Nor ro scALE) Ion om n�2red'Erenl�i SOILS INFORMATION A TEST PIT WAS PERFORMED BY / 1 vN N,P ,CSE i zl ON I/10/23 m uvoo Pasr F / // N 0n50 ORPINAC£ I 50 Ba c LA YEx I "65/a 0 ES�OI EASEMENT 35P(oaosnun�).Es BOTiGw C�HDIE F1£V->z4.o au / sT / On CRo55 SECTION / _ EROSION CONTROL 9ARRIER L'' \ Lon EA- -- n oA / ACF Mn11 ,'A RCL1F"I LOT k20 GLENORE C w cHRSTOPHER MTANDREw I , a 0 r N, z a e GLENORE — .o --- - _- Maw —.. _ V A Q Zp•WIDE WATER EPSFMENT wN CIRCLE � \ ZONING MFORMA7/ON: / \ /N wN �EHsrrF sn TEMPORARY BENCHMARK CHART wN \ TOY mnP 37B LOT zs / \ TBMg DESCRIPTION ELE✓ #32N'L""pYCTI RttE /_ reEAR 3D"ETj \ 0 NaL-PA�,E°rT sz _ GRAPHIC SCALE SCALE.r-zo FEETI IS11 AS e3<�n ' i REGAGO O-El 11 NO TE5' ti wre5 °o>s o OEEO R-A 12 sA cETHE No.rea DD D ORL"A OF ALL A,LIA of e 34 GLENORE CIRCLE T'Al ElASTOBAE z.zozz-—LINT'EaGaEEAMc GO—ITC 3TORIfN M REPORT PLAN E'AR THE ANTIA"'wm�c orsmrcr rer 1av aF Au ununcs Aao caaracr Orc saFF LOCATED 11V I TIE Fr THE to CA KA,ra T"E war ILE°P"LECLOa"'OO`T' — "'—'_' NORTH ANDOVER, MASSACHUSETTS za oa—rowrr cF WATERSHED-MON-DISCHARGE ZONE NOTE ,,BIT,AD_ _Ess, mAP"A Tr Enos v.I rHw THE rroN-olscwnacE - (ESSEX COUNTY) zolFvc Or THE wahRsu[D. wµ PREPARED FOR DFFO aFSTRICnONs .eo�N DAVID&MARIANNE SWEETSER h.�y:r+ba• aF au unurrEs Arm cwrracr orc SAFE ATTHE CONTRA—TELAB TO AT—'0'7701A SHALL TO"Y ore s_ow-sFERTL12—ALL—EunFOR wmocEN PH..NAL_USE SCALE: 1"=20' DATE.'OCT. 11, 2022 r-ase-sss-z.ss. }B"mgN„ PREPARED BY N SULLIVAN ENGINEPO ERING GROUP, LLC '0"KOT co_ATUTE A cuAaAarEE TIAT as slat En—IT Ensr DEI-Tn To ILNA.mmc nnrNrmcNT�HEAuNrs ARE ITISIONS W' 6 IPOBURN.OMAZ R1 R A THE EtE.1—oEvicTEo nEaEarr—AA—w ATE uses IA— (YBIJ 869 14 rHrrT A FLOou—Al oEvrcrco I rHE SHEET No, 1 OF 1 Soil Map—Essex County,Massachusetts, Northern Part 328050 328130 328210 328290 328370 328450 328530 328610 328690 328770 42°41'3"N 42°41'3"N a5 v I` v N V V O O r V IV r V N� V N n� O r S®il Mai may not 19— valid at this scale. 42°40'46"N 42°40'46"N 328050 328130 328210 32829D 328370 328450 328530 328610 328690 328770 3 3 � N Map Scale:1:3,670 if printed on A landscape(11"x 8.5")sheet. Meters N ° 0 50 100 200 300 Feet 0 150 300 600 900 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 19N WGS84 usDA Natural Resources Web Soil Survey 1/10/2023 Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Map—Essex County,Massachusetts, Northern Part MAP LEGEND MAP INFORMATION Area of Interest(A01) Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) 1:15,800. _ Stony Spot Soils = Very Stony Spot Warning:Soil Map may not be valid at this scale. Soil Map Unit Polygons Wet Spot Enlargement of maps beyond the scale of mapping can cause Soil Map Unit Lines F misunderstanding of the detail of mapping and accuracy of soil Other line placement.The maps do not show the small areas of Soil Map Unit Points Special Line Features contrasting soils that could have been shown at a more detailed Special Point Features scale. g Blowout Water Features Streams and Canals Please rely on the bar scale on each map sheet for map Borrow Pit measurements. Transportation Clay Spot Rails Source of Map: Natural Resources Conservation Service Closed Depression Web Soil Survey URL: _ Interstate Highways Coordinate System: Web Mercator(EPSG:3857) Gravel Pit US Routes Maps from the Web Soil Survey are based on the Web Mercator Gravelly Spot Major Roads projection,which preserves direction and shape but distorts C. distance and area.A projection that preserves area,such as the Landfill Local Roads Albers equal-area conic projection,should be used if more Lava Flow accurate calculations of distance or area are required. VL Background Marsh or swamp Aerial Photography This product is generated from the USDA-NRCS certified data as of the version date(s)listed below. M Mine or Quarry Soil Survey Area: Essex County, Massachusetts, Northern Part Miscellaneous Water Survey Area Data: Version 18,Sep 9,2022 Perennial Water Soil map units are labeled(as space allows)for map scales Rock Outcrop 1:50,000 or larger. Saline Spot Date(s)aerial images were photographed: May 22,2022—Jun 5,2022 Sandy Spot The orthophoto or other base map on which the soil lines were Severely Eroded Spot compiled and digitized probably differs from the background Sinkhole imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. Slide or Slip 0o Sodic Spot USDA Natural Resources Web Soil Survey 1/10/2023 Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map-Essex County, Massachusetts, Northern Part Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 6A Scarboro mucky fine sandy 2.0 3.2% loam,0 to 3 percent slopes 31A Walpole sandy loam,0 to 3 0.2 0.2% percent slopes 51A Swansea muck,0 to 1 percent 1.6 2.6% slopes 52A Freetown muck,0 to 1 percent 4.3 7.1% slopes 67A Leicester fine sandy loam,0 to 1.5 2.5% 3 percent slopes 73A Whitman fine sandy loam,0 to 3.2 5.2% 3 percent slopes,extremely stony 253C Hinckley loamy sand,8 to 15 0.2 0.4% percent slopes 254D Merrimac fine sandy loam, 15 0.2 0.3% to 25 percent slopes 405B Charlton fine sandy loam,3 to 4.2 6.8% 8 percent slopes 406B Charlton fine sandy loam,3 to 7.8 12.8% 8 percent slopes,very stony 406C Charlton fine sandy loam,8 to 5.0 8.2% 15 percent slopes,very stony 410B Sutton fine sandy loam,3 to 8 6.2 10.2% percent slopes 411 B Sutton fine sandy loam,0 to 8 8.0 13.1% percent slopes,very stony 421C Canton fine sandy loam,8 to 7.8 12.8% 15 percent slopes,very stony 651 Udorthents,smoothed 8.9 14.6% Totals for Area of Interest 61.0 100.0% USDA Natural Resources Web Soil Survey 1/10/2023 Conservation Service National Cooperative Soil Survey Page 3 of 3 Map Unit Description:Udorthents,smoothed---Essex County,Massachusetts, Northern Part Essex County, Massachusetts, Northern Part 651—Udorthents, smoothed Map Unit Setting National map unit symbol. vjwk Elevation: 0 to 3,000 feet Mean annual precipitation: 45 to 54 inches Mean annual air temperature: 43 to 54 degrees F Frost-free period: 145 to 240 days Farmland classification: Not prime farmland Map Unit Composition Udorthents and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Udorthents Setting Parent material: Excavated and filled land loamy and/or excavated and filled land sandy and gravelly Typical profile H1 - 0 to 6 inches: variable H2- 6 to 60 inches: variable Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Capacity of the most limiting layer to transmit water (Ksat): Moderately low to very high (0.06 to 20.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6s Hydrologic Soil Group: A Hydric soil rating: Unranked Minor Components Urban land Percent of map unit: 10 percent Hydric soil rating: Unranked Beaches Percent of map unit: 8 percent Hydric soil rating: Unranked tJSl)A Natural Resources Web Soil Survey 1/10/2023 Conservation Service National Cooperative Soil Survey Page 1 of 2 Map Unit Description:Udorthents,smoothed---Essex County,Massachusetts, Northern Part Dumps Percent of map unit: 2 percent Hydric soil rating: Unranked Data Source Information Soil Survey Area: Essex County, Massachusetts, Northern Part Survey Area Data: Version 18, Sep 9, 2022 tJSl)A Natural Resources Web Soil Survey 1/10/2023 Conservation Service National Cooperative Soil Survey Page 2 of 2 1s 2S N47 1�7 1L 2L Design Point 1 Design Point 2 SubCat Reach on Link Drainage Diagram for 34 Glenore Circle_Predevelopment Prepared by Sullivan Engineering Group, LLC 1/24/2023 [HydroCADE)7.00 s/n 001433 ©1986-2003 Applied Microcomputer Systems 34 Glenore Circle_Predevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 2 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Runoff Area=54,356 sf Runoff Depth=0.29" Flow Length=430' Tc=12.8 min CN=58 Runoff=0.20 cfs 1,322 cf Subcatchment 2S: Runoff Area=7,786 sf Runoff Depth=1.00" Tc=6.0 min CN=75 Runoff=0.22 cfs 649 cf Link 1L: Design Point 1 Inflow=0.20 cfs 1,322 cf Primary=0.20 cfs 1,322 cf Link 2L: Design Point 2 Inflow=0.22 cfs 649 cf Primary=0.22 cfs 649 cf Total Runoff Area = 62,142 sf Runoff Volume = 1,971 cf Average Runoff Depth = 0.38" 34 Glenore Circle_Predevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 3 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 1S: Runoff = 0.20 cfs @ 12.36 hrs, Volume= 1,322 cf, Depth= 0.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 1,942 98 Portion of Roof Area 170 98 Porch Roof 38,293 55 Woods, Good, HSG B 160 98 walkway/steps 14 98 conc. landing 13,777 61 >75% Grass cover, Good, HSG B 54,356 58 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 50 0.0200 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 3.0 221 0.0300 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.8 114 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 45 0.1300 1.8 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.8 430 Total 34 Glenore Circle_Predevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 4 HydroCAD(D 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 1S: Hydrograph 0.22 0 Runoff 0.21 0.20 cfs 0.2 Type III 24-hr 2 yr 0.19 0.18 j Rainfall=3.20" 0.17 0.1 j Runoff Area=54,356 sf 0.15 0.14 Runoff Volume=1,322 cf w 0.13 Runoff Depth=0,29" 0.12 3 0.11 0.1. Flow Length=430' 0.09 o.os Tc=12.8 min- 0.07 CN=58 0.05 - - - 0.04 0.02 0.01 ,, O„ L /%%/r/r a�L�irL ,/LiLit�n�i�i� ,,%,,,/,�j 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Predevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 5 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 2S: Runoff = 0.22 cfs @ 12.10 hrs, Volume= 649 cf, Depth= 1.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 374 98 Portion of House Roof 38 98 Ret. Wall 2,318 98 paved driveway 132 98 walkway 4,924 61 >75% Grass cover, Good, HSG B 7,786 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Hydrograph 0.24 0.23:ii0.22 CfS 0 Runoff 0.22 Type III 24-hr 2 yr 0.21 0.2 :ii ME 0.19 0.18 Rainfall=3.20" Runoff Area=7,786 sf 0.14 Runoff Volume=649 cf 0.1311 Runoff Depth=100 3 011. -11 LL 00.1 Tc=6.0 m i n 0.07 % CN=75 0.06 0.05 i 0.04 0.03 0.02 0.01 0, 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Predevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 6 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Link 1 L: Design Point 1 Inflow Area = 54,356 sf, Inflow Depth = 0.29" for 2 yr event Inflow = 0.20 cfs @ 12.36 hrs, Volume= 1,322 cf Primary = 0.20 cfs @ 12.36 hrs, Volume= 1,322 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Design Point 1 Hydrograph IM Inflow p Primary 0.22 0.20 cfs 002 Inflow Area=54,356 sf 0.19 0.1$ 0.16 0.15 0.14 w 0.13 0.12 0 0.11 LL iii 0.1 ,r 0.09 ' 0.08 - 0.07 - - - - _ 0.05 0.04 0.03i i 0.02 0.01 ... . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Predevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 7 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Link 2L: Design Point 2 Inflow Area = 7,786 sf, Inflow Depth = 1.00" for 2 yr event Inflow = 0.22 cfs @ 12.10 hrs, Volume= 649 cf Primary = 0.22 cfs @ 12.10 hrs, Volume= 649 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Design Point 2 Hydrograph IM Inflow 0.24 p Primary 0.23 0.22 cfs 0.22 Inflow Area=7,786 sf 0.21 0.2 0.19 0.18 0.17 0.16 0.15 y 0.14 0.13 0 0.11 LL 0.1 0.09 ` 0.08 0.07 / 0.06 0.05 0.03 0.02 0.01 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Predevelopment Type /// 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 8 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Runoff Area=54,356 sf Runoff Depth=0.95" Flow Length=430' Tc=12.8 min CN=58 Runoff=1.03 cfs 4,289 cf Subcatchment 2S: Runoff Area=7,786 sf Runoff Depth=2.12" Tc=6.0 min CN=75 Runoff=0.47 cfs 1,376 cf Link 1 L: Design Point 1 Inflow=1.03 cfs 4,289 cf Primary=1.03 cfs 4,289 cf Link 2L: Design Point 2 Inflow=0.47 cfs 1,376 cf Primary=0.47 cfs 1,376 cf Total Runoff Area = 62,142 sf Runoff Volume = 5,665 cf Average Runoff Depth = 1.09" 34 Glenore Circle_Predevelopment Type /// 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 9 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 1S: Runoff = 1.03 cfs @ 12.21 hrs, Volume= 4,289 cf, Depth= 0.95" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.80" Area (sf) CN Description 1,942 98 Portion of Roof Area 170 98 Porch Roof 38,293 55 Woods, Good, HSG B 160 98 walkway/steps 14 98 conc. landing 13,777 61 >75% Grass cover, Good, HSG B 54,356 58 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 50 0.0200 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 3.0 221 0.0300 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.8 114 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 45 0.1300 1.8 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.8 430 Total 34 Glenore Circle_Predevelopment Type /// 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 10 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 1S: Hydrograph 1.03 Cfs 0 Runoff - - "N Type Ill 24-hr 10 yr- Rainfall=4.80" Runoff Area=54,356 sf Runoff Volume=4,289 cf Runoff Depth=0.95" LL Flow Length=430' Tc=12.8 min CN=58 i 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Predevelopment Type /// 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 11 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 2S: Runoff = 0.47 cfs @ 12.09 hrs, Volume= 1,376 cf, Depth= 2.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.80" Area (sf) CN Description 374 98 Portion of House Roof 38 98 Ret. Wall 2,318 98 paved driveway 132 98 walkway 4,924 61 >75% Grass cover, Good, HSG B 7,786 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Hydrograph 0.52 0.5:ii0.47 cfs 0 Runoff 0.48 0.46 0.42 Type HI 24-hr 10 yr 0.44 j Rainfall=4.80 0.4 0.381 0:36 j Runoff Area=7,786 sf 0.34 0.32 Runoff Volume=1,376 cf w 0.3 0.28 Runoff Depth=2.12" 0.26 ° 0.24 Tc=6.0 min 0.22 , °�� 'j GN=75 0.14 0.12 0.1 0.08 0.06 ✓� 0.04 r //i,/ i 0, 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Predevelopment Type /// 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 12 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Link 1 L: Design Point 1 Inflow Area = 54,356 sf, Inflow Depth = 0.95" for 10 yr event Inflow = 1.03 cfs @ 12.21 hrs, Volume= 4,289 cf Primary = 1.03 cfs @ 12.21 hrs, Volume= 4,289 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Design Point 1 Hydrograph Inflow p Primary - - 1.03 cfs Inflow Area=54,356 sf r N LL r 0... 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Predevelopment Type /// 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 13 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Link 2L: Design Point 2 Inflow Area = 7,786 sf, Inflow Depth = 2.12" for 10 yr event Inflow = 0.47 cfs @ 12.09 hrs, Volume= 1,376 cf Primary = 0.47 cfs @ 12.09 hrs, Volume= 1,376 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Design Point 2 Hydrograph IM Inflow El Primary 0.5 0.47 cfs Inflow Area=7,786 sf 0.45 0.4 0.35 U 0.3 0 0.25 - - LL 0.2 / 0.1 0.05 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Predevelopment Type /// 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 14 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Runoff Area=54,356 sf Runoff Depth=1.59" Flow Length=430' Tc=12.8 min CN=58 Runoff=1.88 cfs 7,202 cf Subcatchment 2S: Runoff Area=7,786 sf Runoff Depth=3.06" Tc=6.0 min CN=75 Runoff=0.67 cfs 1,985 cf Link 1 L: Design Point 1 Inflow=1.88 cfs 7,202 cf Primary=1.88 cfs 7,202 cf Link 2L: Design Point 2 Inflow=0.67 cfs 1,985 cf Primary=0.67 cfs 1,985 cf Total Runoff Area = 62,142 sf Runoff Volume = 9,187 cf Average Runoff Depth = 1.77" 34 Glenore Circle_Predevelopment Type /// 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 15 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 1S: Runoff = 1.88 cfs @ 12.20 hrs, Volume= 7,202 cf, Depth= 1.59" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.00" Area (sf) CN Description 1,942 98 Portion of Roof Area 170 98 Porch Roof 38,293 55 Woods, Good, HSG B 160 98 walkway/steps 14 98 conc. landing 13,777 61 >75% Grass cover, Good, HSG B 54,356 58 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 50 0.0200 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 3.0 221 0.0300 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.8 114 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 45 0.1300 1.8 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.8 430 Total 34 Glenore Circle_Predevelopment Type /// 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 16 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 1S: Hydrograph 2... 1.$8 CfS 0 Runoff Type III 24-hr 25 yr Rainfall=6.00" Runoff Area=54,356 sf Runoff Volume=7,202 cf - - - - - % - - Runoff_Depth=1.59"-- LL Flow Length=430' Tc=12.8 min CN58 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Predevelopment Type /// 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 17 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 2S: Runoff = 0.67 cfs @ 12.09 hrs, Volume= 1,985 cf, Depth= 3.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.00" Area (sf) CN Description 374 98 Portion of House Roof 38 98 Ret. Wall 2,318 98 paved driveway 132 98 walkway 4,924 61 >75% Grass cover, Good, HSG B 7,786 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Hydrograph 0.75 0.7. 0.67 cfs 0 Runoff 0.65 j Type III 24-hr 25 yr 0.6 Rainfall=6.00"_ 0.55 j Runoff Area=7,786 sf 0.5 Runoff Volume=1,985 cf 0.45 0.4 j Runoff Depth=3.06 LL 0.35 Tc=6.0 min 0.3 CN=75 0.25 0.2 / 0.15 >> 0.1 /. 0.05 0 /i/%�%//�/�//%%�/�/�i6�/�%�i ice, 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Predevelopment Type /// 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 18 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Link 1 L: Design Point 1 Inflow Area = 54,356 sf, Inflow Depth = 1.59" for 25 yr event Inflow = 1.88 cfs @ 12.20 hrs, Volume= 7,202 cf Primary = 1.88 cfs @ 12.20 hrs, Volume= 7,202 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Design Point 1 Hydrograph IM Inflow El Primary 2... 1.88 cfs j Inflow Area=54,356 sf i 3 1.. o LL 00 / NOW 0... ,� 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Predevelopment Type /// 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 19 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Link 2L: Design Point 2 Inflow Area = 7,786 sf, Inflow Depth = 3.06" for 25 yr event Inflow = 0.67 cfs @ 12.09 hrs, Volume= 1,985 cf Primary = 0.67 cfs @ 12.09 hrs, Volume= 1,985 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Design Point 2 Hydrograph IM Inflow 0.75 p Primary 07 0.67 cfs Inflow Area=7,786 sf 0.65 0.6 0.55 L !/ 0.5 - - 0.45 0.4 0 0.35 , LL 0.3 0.25 0.2 0.15 0.1 0.05 0,. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Predevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 20 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Runoff Area=54,356 sf Runoff Depth=3.27" Flow Length=430' Tc=12.8 min CN=58 Runoff=4.05 cfs 14,792 cf Subcatchment 2S: Runoff Area=7,786 sf Runoff Depth=5.24" Tc=6.0 min CN=75 Runoff=1.14 cfs 3,402 cf Link 1 L: Design Point 1 Inflow=4.05 cfs 14,792 cf Primary=4.05 cfs 14,792 cf Link 2L: Design Point 2 Inflow=1.14 cfs 3,402 cf Primary=1.14 cfs 3,402 cf Total Runoff Area = 62,142 sf Runoff Volume = 18,194 cf Average Runoff Depth = 3.51" 34 Glenore Circle_Predevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 21 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 1S: Runoff = 4.05 cfs @ 12.19 hrs, Volume= 14,792 cf, Depth= 3.27" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=8.60" Area (sf) CN Description 1,942 98 Portion of Roof Area 170 98 Porch Roof 38,293 55 Woods, Good, HSG B 160 98 walkway/steps 14 98 conc. landing 13,777 61 >75% Grass cover, Good, HSG B 54,356 58 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 50 0.0200 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 3.0 221 0.0300 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.8 114 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 45 0.1300 1.8 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.8 430 Total 34 Glenore Circle_Predevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 22 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 1S: Hydrograph 4.05 Cfs 0 Runoff 4 j Type III 24-hr 100 yr jRainfall=8.60" - - - -Runoff Area=54,356 sf- 3 Runoff Volume=14,792 cf � Runoff De th=3.27"p 0 2 Flow Length=430'- Tc=12.8 min IM GN=58 1,Oil /�r s ppp � ppiiiijjmlii , %�ii%%�i a�//�ici%�i� ,/ire%/i��/� i%' 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Predevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 23 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 2S: Runoff = 1.14 cfs @ 12.09 hrs, Volume= 3,402 cf, Depth= 5.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=8.60" Area (sf) CN Description 374 98 Portion of House Roof 38 98 Ret. Wall 2,318 98 paved driveway 132 98 walkway 4,924 61 >75% Grass cover, Good, HSG B 7,786 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Hydrograph 1.14 cfs 0 Runoff j Type III 24-h r 100 yr 1... % Rainfall=8.60" Runoff Area_7,786 sf Runoff Volume=3,402 cf Runoff De th=5.24" U. Tc=6.0 min CN=75 0.-.. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Predevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 24 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Link 1 L: Design Point 1 Inflow Area = 54,356 sf, Inflow Depth = 3.27" for 100 yr event Inflow = 4.05 cfs @ 12.19 hrs, Volume= 14,792 cf Primary = 4.05 cfs @ 12.19 hrs, Volume= 14,792 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Design Point 1 Hydrograph Inflow p Primary 4.05 cfs Inflow Area=54,356 sf 4 3. w o LL 2 �j i 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Predevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 25 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Link 2L: Design Point 2 Inflow Area = 7,786 sf, Inflow Depth = 5.24" for 100 yr event Inflow = 1.14 cfs @ 12.09 hrs, Volume= 3,402 cf Primary = 1.14 cfs @ 12.09 hrs, Volume= 3,402 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Design Point 2 Hydrograph Inflow p Primary 1.14 cfs Inflow Area=7,786 sf w 3 o / LL i 0... 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle Predevelopment Type/1/ 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 26 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Runoff Area=54,356 sf Runoff Depth=0.00" Flow Length=430' Tc=12.8 min CN=58 Runoff=0.00 cfs 0 cf Subcatchment 2S: Runoff Area=7,786 sf Runoff Depth=0.00" Tc=6.0 min CN=75 Runoff=0.00 cfs 0 cf Link 1 L: Design Point 1 Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Link 2L: Design Point 2 Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Total Runoff Area = 62,142 sf Runoff Volume = 0 cf Average Runoff Depth = 0.00" 34 Glenore Circle Predevelopment Type/1/ 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 27 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 1S: Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr half inch event Rainfall=0.50" Area (sf) CN Description 1,942 98 Portion of Roof Area 170 98 Porch Roof 38,293 55 Woods, Good, HSG B 160 98 walkway/steps 14 98 conc. landing 13,777 61 >75% Grass cover, Good, HSG B 54,356 58 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 50 0.0200 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 3.0 221 0.0300 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.8 114 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 45 0.1300 1.8 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.8 430 Total 34 Glenore Circle Predevelopment Type/1/ 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 28 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 1S: Hydrograph p Runoff Type III 24-hr half inch event Rainfall=0.50" Runoff Area=54,356 sf Runoff Volume=0 cf w Runoff Depth=0.00„ 3 Flow Length=430' LL Tc=12.8 min CN=58 0.00 cfs 0 %'2 062 M i ", %i i/ri/ / iii;/IS%% 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle Predevelopment Type/1/ 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 29 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 2S: Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr half inch event Rainfall=0.50" Area (sf) CN Description 374 98 Portion of House Roof 38 98 Ret. Wall 2,318 98 paved driveway 132 98 walkway 4,924 61 >75% Grass cover, Good, HSG B 7,786 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Hydrograph p Runoff Type III 24-hr half inch event Rainfall=0.50„ Runoff Area=7,786 sf Runoff Volume=0 cf y Runoff Depth=0.00" 3 Tc=6.0 m i n LL CN=75 0.00 cfs 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle Predevelopment Type/1/ 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 30 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Link 1 L: Design Point 1 Inflow Area = 54,356 sf, Inflow Depth = 0.00" for half inch event event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 5.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Design Point 1 Hydrograph 1... IMInflow 0 Primary Inflow Area=54,356 sf 3 0 U. 0.00 cfs r/r%�%�%�%�/�%///�//�/%%rG/G'I'l/l�.. ..,rrj . . .. i.... r r i r r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle Predevelopment Type/1/ 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 31 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Link 2L: Design Point 2 Inflow Area = 7,786 sf, Inflow Depth = 0.00" for half inch event event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 5.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Design Point 2 Hydrograph 1... IMInflow 0 Primary Inflow Area=7,786 sf 3 0 U. 0.00 cfs r/r%�%�%�%�/�%///�//�/%%rG/G�/i//'/ �j///p/p/p/r%�ji/�/�/%L/�///c% . . .. i.... r r i r r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 3S 2S 1S Roof Area of of House 1P 2L Cultec Infiltration Field 1 L Design Point 2 Design Point 1 Subcat Reach on Link Drainage Diagram for 34 Glenore Circle_Postdevelopment Prepared by Sullivan Engineering Group, LLC 1/24/2023 HydroCADO 7.00 s/n 001433 ©1986-2003 Applied Microcomputer Systems 34 Glenore Circle_Postdevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 2 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Runoff Area=53,748 sf Runoff Depth=0.29" Flow Length=430' Tc=12.8 min CN=58 Runoff=0.20 cfs 1,307 cf Subcatchment 2S: Runoff Area=7,786 sf Runoff Depth=1.00" Tc=6.0 min CN=75 Runoff=0.22 cfs 649 cf Subcatchment 3S: Roof Area of Pool House Runoff Area=608 sf Runoff Depth=2.77" Tc=6.0 min CN=98 Runoff=0.04 cfs 141 cf Pond 1P: Cultec Infiltration Field Peak Elev=177.27' Storage=38 cf Inflow=0.04 cfs 141 cf Outflow=0.01 cfs 140 cf Link 1L: Design Point 1 Inflow=0.20 cfs 1,307 cf Primary=0.20 cfs 1,307 cf Link 2L: Design Point 2 Inflow=0.22 cfs 649 cf Primary=0.22 cfs 649 cf Total Runoff Area = 62,142 sf Runoff Volume = 2,096 cf Average Runoff Depth = 0.40" 34 Glenore Circle_Postdevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 3 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 1S: Runoff = 0.20 cfs @ 12.36 hrs, Volume= 1,307 cf, Depth= 0.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 1,942 98 Portion of Roof Area 170 98 Porch Roof 38,293 55 Woods, Good, HSG B 160 98 walkway/steps 14 98 conc. landing 11,929 61 >75% Grass cover, Good, HSG B 46 98 Prop. Sitting Wall 1,194 50 Pervious Patio 53,748 58 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 50 0.0200 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 3.0 221 0.0300 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.8 114 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 45 0.1300 1.8 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.8 430 Total 34 Glenore Circle_Postdevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 4 HydroCAD(D 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 1S: Hydrograph 0.22 p Runoff 0.21 0.20 cfs 0.2 0.19 Type III 24-h r 2 yr � - 018 / Rainfall=3.20" 0.17 0.16 Runoff Area=53,748 sf 0.15 0.14 Volume=1,307 cf 0.13 Runoff 3 0:1� Runoff Depth=0.29" 0.1 ! Flow Length=430' 0.09 ' 0.08 Tc=12.8 min_ 0.07 0.06. CN=58 0.05 0.03 r, 0.02 i;!�i%✓�i�% 0.01 0 L '65 21/ 1 / / % r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 5 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 2S: Runoff = 0.22 cfs @ 12.10 hrs, Volume= 649 cf, Depth= 1.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 374 98 Portion of House Roof 38 98 Ret. Wall 2,318 98 paved driveway 132 98 walkway 4,924 61 >75% Grass cover, Good, HSG B 7,786 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Hydrograph 0.24 0.23:ii0.22 CfS 0 Runoff 0.22 Type III 24-hr 2 yr 0.21 0.2 :ii ME 0.19 0.18 Rainfall=3.20" Runoff Area=7,786 sf 0.14 Runoff Volume=649 cf 0.1311 Runoff Depth=100 3 011. -11 LL 00.1 Tc=6.0 m i n 0.07 % CN=75 0.06 0.05 i 0.04 0.03 0.02 0.01 0, 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 6 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 3S: Roof Area of Pool House Runoff = 0.04 cfs @ 12.09 hrs, Volume= 141 cf, Depth= 2.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 yr Rainfall=3.20" Area (sf) CN Description 608 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: Roof Area of Pool House Hydrograph 0.046 0 Runoff 0.044 0.04 cfs 0.042 Type III 24-hr 2 yr 0.04 0:036 Rainfall=320" 0.032 Runoff Area=608 sf 003 0.028 % Runoff Volume=141 cf ,..� j °.026 0.024 j Runoff Depth=277" 3 0 .022 LL 00.02 Tc=6.0 min 0.018 0.016 C N=98 0.014 - - - - 0.012 0.01 0.008 0.006 0.004 0.002 0" 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 7 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Pond 1 P: Cultec Infiltration Field Rawls Rate = 1.02 in/hr Inflow Area = 608 sf, Inflow Depth = 2.77" for 2 yr event Inflow = 0.04 cfs @ 12.09 hrs, Volume= 141 cf Outflow = 0.01 cfs @ 11.75 hrs, Volume= 140 cf, Atten= 81%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.75 hrs, Volume= 140 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 177.27' @ 12.52 hrs Surf.Area= 345 sf Storage= 38 cf Plug-Flow detention time= 28.4 min calculated for 140 cf(100% of inflow) Center-of-Mass det. time= 27.5 min ( 766.1 - 738.6 ) # Invert Avail.Storage Storage Description 1 177.00' 241 cf 7.50'W x 46.00'L x 1.79'H Prismatoid 618 cf Overall - 16 cf Embedded = 602 cf x 40.0% Voids 2 177.50' 16 cf 3.0"W x 12.5"H x 7.50'L Cultec Contactor 100HDx 12 Inside#1 256 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.001416 fpm Exfiltration over entire Surface area Discarded Outflow Max=0.01 cfs @ 11.75 hrs HW=177.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Pond 1 P: Cultec Infiltration Field Hydrograph Inflow 0.046 0.04 cfs Discarded 0.042 Inflow Area=608 sf 0.04 0.038 Peak Elev=177.27' 0.036 0.03 Storage=38 cf 0.032 0.03 0.028 0.026 3 0.024 _o 0.022 LL 0.02 0.018 0.016 0.014 0.012 0.01 0.01 cfs 0.008 0.006 0.004Oil 0.002 0 ,ism: 1 11 "WW 'I! 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 8 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Link 1 L: Design Point 1 Inflow Area = 53,748 sf, Inflow Depth = 0.29" for 2 yr event Inflow = 0.20 cfs @ 12.36 hrs, Volume= 1,307 cf Primary = 0.20 cfs @ 12.36 hrs, Volume= 1,307 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Design Point 1 Hydrograph ®Inflow 0.22 p Primary 0.21 0.20 cfs Inflow Area=537 748 sf 0.18 0.17 0.16 0.15 0.14 y 0.13 0.12 0.11 LL 0.1 0.09 0.08 0.06 0.04 0.03i 0.02. 0.01 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 9 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Link 2L: Design Point 2 Inflow Area = 7,786 sf, Inflow Depth = 1.00" for 2 yr event Inflow = 0.22 cfs @ 12.10 hrs, Volume= 649 cf Primary = 0.22 cfs @ 12.10 hrs, Volume= 649 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Design Point 2 Hydrograph Inflow 0.24 p Primary 0.23 0.22 cfs 0.22 Inflow Area=7,786 sf 0.21 0.2 0.19 0.18 0.17 0.16 0.15 y 0.14 0.13 0.12 0 0.11 LL 0.1 0.09 ` 0.08 0.07 / 0.06 0.05 0.03 0.02 0.01 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 10 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Runoff Area=53,748 sf Runoff Depth=0.95" Flow Length=430' Tc=12.8 min CN=58 Runoff=1.02 cfs 4,241 cf Subcatchment 2S: Runoff Area=7,786 sf Runoff Depth=2.12" Tc=6.0 min CN=75 Runoff=0.47 cfs 1,376 cf Subcatchment 3S: Roof Area of Pool House Runoff Area=608 sf Runoff Depth=4.24" Tc=6.0 min CN=98 Runoff=0.06 cfs 215 cf Pond 1P: Cultec Infiltration Field Peak Elev=177.51' Storage=70 cf Inflow=0.06 cfs 215 cf Outflow=0.01 cfs 214 cf Link 1 L: Design Point 1 Inflow=1.02 cfs 4,241 cf Primary=1.02 cfs 4,241 cf Link 2L: Design Point 2 Inflow=0.47 cfs 1,376 cf Primary=0.47 cfs 1,376 cf Total Runoff Area = 62,142 sf Runoff Volume = 5,832 cf Average Runoff Depth = 1.13" 34 Glenore Circle_Postdevelopment Type /// 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 11 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 1S: Runoff = 1.02 cfs @ 12.21 hrs, Volume= 4,241 cf, Depth= 0.95" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.80" Area (sf) CN Description 1,942 98 Portion of Roof Area 170 98 Porch Roof 38,293 55 Woods, Good, HSG B 160 98 walkway/steps 14 98 conc. landing 11,929 61 >75% Grass cover, Good, HSG B 46 98 Prop. Sitting Wall 1,194 50 Pervious Patio 53,748 58 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 50 0.0200 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 3.0 221 0.0300 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.8 114 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 45 0.1300 1.8 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.8 430 Total 34 Glenore Circle_Postdevelopment Type /// 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 12 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 1S: Hydrograph 1.02 CfS 0 Runoff 1.. Type III 24-hr 10 yr Rainfall=4.80" Runoff Area=53,748 sf jRunoff Volume=4,241 cf Runoff Depth=0.95" Flow Length=430' Tc=12.8 min CN=58 SO 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 13 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 2S: Runoff = 0.47 cfs @ 12.09 hrs, Volume= 1,376 cf, Depth= 2.12" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.80" Area (sf) CN Description 374 98 Portion of House Roof 38 98 Ret. Wall 2,318 98 paved driveway 132 98 walkway 4,924 61 >75% Grass cover, Good, HSG B 7,786 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Hydrograph 0.52 0.5:ii0.47 cfs 0 Runoff 0.48 0.46 0.42 Type HI 24-hr 10 yr 0.44 j Rainfall=4.80 0.4 0.381 0:36 j Runoff Area=7,786 sf 0.34 0.32 Runoff Volume=1,376 cf w 0.3 0.28 Runoff Depth=2.12" 0.26 ° 0.24 Tc=6.0 min 0.22 , °�� 'j GN=75 0.14 0.12 0.1 0.08 0.06 ✓� 0.04 r //i,/ i 0, 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 14 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 3S: Roof Area of Pool House Runoff = 0.06 cfs @ 12.09 hrs, Volume= 215 cf, Depth= 4.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 yr Rainfall=4.80" Area (sf) CN Description 608 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: Roof Area of Pool House Hydrograph 0.07 p Runoff 0.06 cfs 0.065 Type III 24-hr 10 yr 0.06 0.055 M Rainfall=4 80" o.os Runoff Area=608 sf 0.045 Runoff Vol u me=21-5 cf w 0.04 0.035 j Runoff Depth=4.24" LL 0.03 Tc=6.0 m i n 0.025 % CN1=98 0.02 0.015 0.01 0.005 0.... 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 15 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Pond 1 P: Cultec Infiltration Field Rawls Rate = 1.02 in/hr Inflow Area = 608 sf, Inflow Depth = 4.24" for 10 yr event Inflow = 0.06 cfs @ 12.09 hrs, Volume= 215 cf Outflow = 0.01 cfs @ 11.65 hrs, Volume= 214 cf, Atten= 87%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.65 hrs, Volume= 214 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 177.51' @ 12.64 hrs Surf.Area= 345 sf Storage= 70 cf Plug-Flow detention time= 58.4 min calculated for 214 cf(100% of inflow) Center-of-Mass det. time= 57.6 min ( 793.0 - 735.4 ) # Invert Avail.Storage Storage Description 1 177.00' 241 cf 7.50'W x 46.00'L x 1.79'H Prismatoid 618 cf Overall - 16 cf Embedded = 602 cf x 40.0% Voids 2 177.50' 16 cf 3.0"W x 12.5"H x 7.50'L Cultec Contactor 100HDx 12 Inside#1 256 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.001416 fpm Exfiltration over entire Surface area Discarded Outflow Max=0.01 cfs @ 11.65 hrs HW=177.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Pond 1 P: Cultec Infiltration Field Hydrograph FEM Inflow 0.07 0.06 cfs M Discarded 0.065 Inflow Area=608 sf 0055 Peak Elev=177.51 ' 0.05 Storage=70 cf 0.045 w 0.04 0.035 _o LL 0.03 0.025 0.02 0.015 0.01 0.01 cfs 0.005 0,: 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 16 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Link 1 L: Design Point 1 Inflow Area = 53,748 sf, Inflow Depth = 0.95" for 10 yr event Inflow = 1.02 cfs @ 12.21 hrs, Volume= 4,241 cf Primary = 1.02 cfs @ 12.21 hrs, Volume= 4,241 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Design Point 1 Hydrograph Inflow 1.02 cfs 0 Primary Inflow Area=53,748 sf r N LL r /�/�/i;/// /�i,r�/ 'i �... i//ro//r/rr/r//r'/i,//%Li/i rroo r/ iiii,.r,r, 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 10 yr Rainfall=4.80" Prepared by Sullivan Engineering Group, LLC Page 17 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Link 2L: Design Point 2 Inflow Area = 7,786 sf, Inflow Depth = 2.12" for 10 yr event Inflow = 0.47 cfs @ 12.09 hrs, Volume= 1,376 cf Primary = 0.47 cfs @ 12.09 hrs, Volume= 1,376 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Design Point 2 Hydrograph Inflow p Primary 0.5 0.47 cfs Inflow Area=7,786 sf 0.45 0.4 0.35 U 0.3 0 0.25 - - LL 0.2 / 0.1 0.05 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 18 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Runoff Area=53,748 sf Runoff Depth=1.59" Flow Length=430' Tc=12.8 min CN=58 Runoff=1.86 cfs 7,122 cf Subcatchment 2S: Runoff Area=7,786 sf Runoff Depth=3.06" Tc=6.0 min CN=75 Runoff=0.67 cfs 1,985 cf Subcatchment 3S: Roof Area of Pool House Runoff Area=608 sf Runoff Depth=5.33" Tc=6.0 min CN=98 Runoff=0.08 cfs 270 cf Pond 1P: Cultec Infiltration Field Peak Elev=177.68' Storage=97 cf Inflow=0.08 cfs 270 cf Outflow=0.01 cfs 270 cf Link 1L: Design Point 1 Inflow=1.86 cfs 7,122 cf Primary=1.86 cfs 7,122 cf Link 2L: Design Point 2 Inflow=0.67 cfs 1,985 cf Primary=0.67 cfs 1,985 cf Total Runoff Area = 62,142 sf Runoff Volume = 9,376 cf Average Runoff Depth = 1.81" 34 Glenore Circle_Postdevelopment Type /// 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 19 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 1S: Runoff = 1.86 cfs @ 12.20 hrs, Volume= 7,122 cf, Depth= 1.59" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.00" Area (sf) CN Description 1,942 98 Portion of Roof Area 170 98 Porch Roof 38,293 55 Woods, Good, HSG B 160 98 walkway/steps 14 98 conc. landing 11,929 61 >75% Grass cover, Good, HSG B 46 98 Prop. Sitting Wall 1,194 50 Pervious Patio 53,748 58 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 50 0.0200 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 3.0 221 0.0300 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.8 114 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 45 0.1300 1.8 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.8 430 Total 34 Glenore Circle_Postdevelopment Type /// 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 20 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 1S: Hydrograph 2... 1.86 CfS 0 Runoff Type III 24-hr 25 yr Rainfall=6.00" Runoff Area=53,748 sf Runoff Volume=7,122 cf Runoff-Depth=1.59"-- LL Flow Length=430' Tc=12.8 min CN=58 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 21 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 2S: Runoff = 0.67 cfs @ 12.09 hrs, Volume= 1,985 cf, Depth= 3.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.00" Area (sf) CN Description 374 98 Portion of House Roof 38 98 Ret. Wall 2,318 98 paved driveway 132 98 walkway 4,924 61 >75% Grass cover, Good, HSG B 7,786 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Hydrograph 0.75 0.7. 0.67 cfs 0 Runoff 0.65 j Type III 24-hr 25 yr 0.6 Rainfall=6.00"_ 0.55 j Runoff Area=7,786 sf 0.5 Runoff Volume=1,985 cf 0.45 0.4 j Runoff Depth=3.06 LL 0.35 Tc=6.0 min 0.3 CN=75 0.25 0.2 / 0.15 >> 0.1 /. 0.05 0 /i/%�%//�/�//%%�/�/�i6�/�%�i ice, 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 22 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 3S: Roof Area of Pool House Runoff = 0.08 cfs @ 12.09 hrs, Volume= 270 cf, Depth= 5.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 25 yr Rainfall=6.00" Area (sf) CN Description 608 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: Roof Area of Pool House Hydrograph 0.085 0.08 cfs 0 Runoff °$ N Type III 24-hr 25 yr 0.075 0.07 Rainfall=6.00" 0.065 Runoff Area=608 sf 0.06 0.055 Runoff Vol u me=270 cf y 0.05 3 0.045 j Runoff Depth=533 LL 0.04 r OA35 Tc=6.0 m i n 0.03 CN=98 i 0.025 0.02 / r 0.015 0.01 0.005 %;//�/r�i ,,/i�ir,/,/�✓rLr//� „i/„i�l/�r�/,��%/,/,/,/�!/%�/�/fir/�ri�'/',' 0..::. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 23 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Pond 1 P: Cultec Infiltration Field Rawls Rate = 1.02 in/hr Inflow Area = 608 sf, Inflow Depth = 5.33" for 25 yr event Inflow = 0.08 cfs @ 12.09 hrs, Volume= 270 cf Outflow = 0.01 cfs @ 11.45 hrs, Volume= 270 cf, Atten= 90%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.45 hrs, Volume= 270 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 177.68' @ 12.84 hrs Surf.Area= 345 sf Storage= 97 cf Plug-Flow detention time= 86.1 min calculated for 270 cf(100% of inflow) Center-of-Mass det. time= 85.3 min ( 819.4 - 734.2 ) # Invert Avail.Storage Storage Description 1 177.00' 241 cf 7.50'W x 46.00'L x 1.79'H Prismatoid 618 cf Overall - 16 cf Embedded = 602 cf x 40.0% Voids 2 177.50' 16 cf 3.0"W x 12.5"H x 7.50'L Cultec Contactor 100HDx 12 Inside#1 256 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.001416 fpm Exfiltration over entire Surface area Discarded Outflow Max=0.01 cfs @ 11.45 hrs HW=177.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Pond 1 P: Cultec Infiltration Field Hydrograph Inflow 0.08 cfs Discarded 0.08 0 - Inflow Area=608 sf 0.08 Peak Elev=177.E8' °0.06 Storage=97 cf 0.06 0.055 w 0.05 3 0.045 0 0.04 LL 0.035 0.03 0.025 0.02 0.015 0.01 cfs 0.01 0.005 0::[A1 Woman= ! '! 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 24 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Link 1 L: Design Point 1 Inflow Area = 53,748 sf, Inflow Depth = 1.59" for 25 yr event Inflow = 1.86 cfs @ 12.20 hrs, Volume= 7,122 cf Primary = 1.86 cfs @ 12.20 hrs, Volume= 7,122 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Design Point 1 Hydrograph Inflow p Primary 2... 1.86 cfs j Inflow Area=53,748 sf i 0 1.. LL / /////i/// /,�� / O ,�/Oo /i i%//�,//-/Li/i 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 25 yr Rainfall=6.00" Prepared by Sullivan Engineering Group, LLC Page 25 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Link 2L: Design Point 2 Inflow Area = 7,786 sf, Inflow Depth = 3.06" for 25 yr event Inflow = 0.67 cfs @ 12.09 hrs, Volume= 1,985 cf Primary = 0.67 cfs @ 12.09 hrs, Volume= 1,985 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Design Point 2 Hydrograph IM Inflow 0.75 p Primary 07 0.67 cfs Inflow Area=7,786 sf 0.65 0.6 0.55 L !/ 0.5 - - 0.45 0.4 0 0.35 , LL 0.3 0.25 0.2 0.15 0.1 0.05 0,. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 26 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Runoff Area=53,748 sf Runoff Depth=3.27" Flow Length=430' Tc=12.8 min CN=58 Runoff=4.00 cfs 14,626 cf Subcatchment 2S: Runoff Area=7,786 sf Runoff Depth=5.24" Tc=6.0 min CN=75 Runoff=1.14 cfs 3,402 cf Subcatchment 3S: Roof Area of Pool House Runoff Area=608 sf Runoff Depth=7.69" Tc=6.0 min CN=98 Runoff=0.12 cfs 390 cf Pond 1P: Cultec Infiltration Field Peak Elev=178.12' Storage=162 cf Inflow=0.12 cfs 390 cf Outflow=0.01 cfs 342 cf Link 1 L: Design Point 1 Inflow=4.00 cfs 14,626 cf Primary=4.00 cfs 14,626 cf Link 2L: Design Point 2 Inflow=1.14 cfs 3,402 cf Primary=1.14 cfs 3,402 cf Total Runoff Area = 62,142 sf Runoff Volume = 18,418 cf Average Runoff Depth = 3.56" 34 Glenore Circle_Postdevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 27 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 1S: Runoff = 4.00 cfs @ 12.19 hrs, Volume= 14,626 cf, Depth= 3.27" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=8.60" Area (sf) CN Description 1,942 98 Portion of Roof Area 170 98 Porch Roof 38,293 55 Woods, Good, HSG B 160 98 walkway/steps 14 98 conc. landing 11,929 61 >75% Grass cover, Good, HSG B 46 98 Prop. Sitting Wall 1,194 50 Pervious Patio 53,748 58 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 50 0.0200 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 3.0 221 0.0300 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.8 114 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 45 0.1300 1.8 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.8 430 Total 34 Glenore Circle_Postdevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 28 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 1S: Hydrograph 4.00 CfS 0 Runoff 4 / Type III 24-hr 100 yr jRainfall=8.60" - - - -Runoff Area=53,748 sf- 3 Runoff Volume=14,626 cf Runoff Depth=3.27" 3 c % Flow Length=430, _ 2, j Tc=12.8 min CN=58 � ,. 5 M I�0 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 29 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 2S: Runoff = 1.14 cfs @ 12.09 hrs, Volume= 3,402 cf, Depth= 5.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=8.60" Area (sf) CN Description 374 98 Portion of House Roof 38 98 Ret. Wall 2,318 98 paved driveway 132 98 walkway 4,924 61 >75% Grass cover, Good, HSG B 7,786 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Hydrograph 1.14 cfs 0 Runoff j Type III 24-h r 100 yr 1... % Rainfall=8.60" Runoff Area_7,786 sf Runoff Volume=3,402 cf Runoff De th=5.24" U. Tc=6.0 min CN=75 0.-.. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 30 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 3S: Roof Area of Pool House Runoff = 0.12 cfs @ 12.09 hrs, Volume= 390 cf, Depth= 7.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 yr Rainfall=8.60" Area (sf) CN Description 608 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: Roof Area of Pool House Hydrograph 0.125 0 Runoff 0.12. 0.12 cfs 0.115 0.11 Type III 24-hr 100 yr 0.105 o.1 / Rainfall=8.60" O. 0.09 0.085 Runoff Area_608 sf 0.08 0.075 Runoff Volume=390 cf 0.07 � � w 0°006 , Runoff Depth=7.69" .065 0.055 j Tc=6.0 min 0.05 0.045 0.04 = 0.035i CN 9$ 0.03 0.025 0.02 j 0.015 0.01 0.-.. 5 6 7 8 910 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 31 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Pond 1 P: Cultec Infiltration Field Rawls Rate = 1.02 in/hr Inflow Area = 608 sf, Inflow Depth = 7.69" for 100 yr event Inflow = 0.12 cfs @ 12.09 hrs, Volume= 390 cf Outflow = 0.01 cfs @ 11.00 hrs, Volume= 342 cf, Atten= 93%, Lag= 0.0 min Discarded = 0.01 cfs @ 11.00 hrs, Volume= 342 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 178.12' @ 13.33 hrs Surf.Area= 345 sf Storage= 162 cf Plug-Flow detention time= 147.4 min calculated for 340 cf(87% of inflow) Center-of-Mass det. time= 107.8 min ( 840.7 - 732.8 ) # Invert Avail.Storage Storage Description 1 177.00' 241 cf 7.50'W x 46.00'L x 1.79'H Prismatoid 618 cf Overall - 16 cf Embedded = 602 cf x 40.0% Voids 2 177.50' 16 cf 3.0"W x 12.5"H x 7.50'L Cultec Contactor 100HDx 12 Inside#1 256 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.001416 fpm Exfiltration over entire Surface area Discarded Outflow Max=0.01 cfs @ 11.00 hrs HW=177.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Pond 1 P: Cultec Infiltration Field Hydrograph FE 3 Inflow 0.12 cfs M Discarded 0.12 Inflow Area=608 sf 0.11 0.1 Peak Elev=178.12' 0.09 Storage=162 cf 0.08 0.07. o 0.0s 0.05 0.04 0.03 0.02 0.01 cfs 0.01in 0.: 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 32 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Link 1 L: Design Point 1 Inflow Area = 53,748 sf, Inflow Depth = 3.27" for 100 yr event Inflow = 4.00 cfs @ 12.19 hrs, Volume= 14,626 cf Primary = 4.00 cfs @ 12.19 hrs, Volume= 14,626 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Design Point 1 Hydrograph Inflow - - - p Primary 4 4.00 cfs Inflow Area=53,748 sf - 3... w 0 2 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type /// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 33 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Link 2L: Design Point 2 Inflow Area = 7,786 sf, Inflow Depth = 5.24" for 100 yr event Inflow = 1.14 cfs @ 12.09 hrs, Volume= 3,402 cf Primary = 1.14 cfs @ 12.09 hrs, Volume= 3,402 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Design Point 2 Hydrograph Inflow p Primary 1.14 cfs Inflow Area=7,786 sf w 3 o / LL i 0... 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type/1/ 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 34 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Runoff Area=53,748 sf Runoff Depth=0.00" Flow Length=430' Tc=12.8 min CN=58 Runoff=0.00 cfs 0 cf Subcatchment 2S: Runoff Area=7,786 sf Runoff Depth=0.00" Tc=6.0 min CN=75 Runoff=0.00 cfs 0 cf Subcatchment 3S: Roof Area of Pool House Runoff Area=608 sf Runoff Depth=0.30" Tc=6.0 min CN=98 Runoff=0.01 cfs 15 cf Pond 1P: Cultec Infiltration Field Peak Elev=177.01' Storage=1 cf Inflow=0.01 cfs 15 cf Outflow=0.00 cfs 15 cf Link 1 L: Design Point 1 Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Link 2L: Design Point 2 Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Total Runoff Area = 62,142 sf Runoff Volume = 15 cf Average Runoff Depth = 0.00" 34 Glenore Circle_Postdevelopment Type/1/ 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 35 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 1S: Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr half inch event Rainfall=0.50" Area (sf) CN Description 1,942 98 Portion of Roof Area 170 98 Porch Roof 38,293 55 Woods, Good, HSG B 160 98 walkway/steps 14 98 conc. landing 11,929 61 >75% Grass cover, Good, HSG B 46 98 Prop. Sitting Wall 1,194 50 Pervious Patio 53,748 58 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 50 0.0200 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 3.0 221 0.0300 1.2 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 3.8 114 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 45 0.1300 1.8 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 12.8 430 Total 34 Glenore Circle_Postdevelopment Type/1/ 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 36 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 1S: Hydrograph p Runoff Type III 24-hr half inch event Rainfall=0.50" Runoff Area=53,748 sf Runoff Volume=0 cf w Runoff Depth=0.00„ 3 Flow Length=430' LL Tc=12.8 min CN=58 0.00 cfs 0 %'2 062 M i ", %i i/ri/ / iii;/IS%% 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type/1/ 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 37 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 2S: Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr half inch event Rainfall=0.50" Area (sf) CN Description 374 98 Portion of House Roof 38 98 Ret. Wall 2,318 98 paved driveway 132 98 walkway 4,924 61 >75% Grass cover, Good, HSG B 7,786 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Hydrograph p Runoff Type III 24-hr half inch event Rainfall=0.50„ Runoff Area=7,786 sf Runoff Volume=0 cf y Runoff Depth=0.00" 3 Tc=6.0 m i n LL CN=75 0.00 cfs 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type III 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 38 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Subcatchment 3S: Roof Area of Pool House Runoff = 0.01 cfs @ 12.09 hrs, Volume= 15 cf, Depth= 0.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr half inch event Rainfall=0.50" Area (sf) CN Description 608 98 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 3S: Roof Area of Pool House Hydrograph 0.005 0 Runoff 0.01 cfs -hr half inch event 0.005 Type III 240.004 - - - - Rainfall=0.50" jA - Runoff Area=608 sf 0.004„ Runoff Volume=15 cf 0.003 Runoff Depth=0.30" 0.003 % Tc=6.0 m i n CN=98 3 1 0.002 0.002 0.001 , 0.001 0.000 � 11 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type/1/ 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 39 HydroCADV 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Pond 1 P: Cultec Infiltration Field Rawls Rate = 1.02 in/hr Inflow Area = 608 sf, Inflow Depth = 0.30" for half inch event event Inflow = 0.01 cfs @ 12.09 hrs, Volume= 15 cf Outflow = 0.00 cfs @ 12.15 hrs, Volume= 15 cf, Atten= 18%, Lag= 3.8 min Discarded = 0.00 cfs @ 12.15 hrs, Volume= 15 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 177.01' @ 12.15 hrs Surf.Area= 345 sf Storage= 1 cf Plug-Flow detention time= 5.0 min calculated for 15 cf(100% of inflow) Center-of-Mass det. time= 4.3 min ( 784.3 - 780.0 ) # Invert Avail.Storage Storage Description 1 177.00' 241 cf 7.50'W x 46.00'L x 1.79'H Prismatoid 618 cf Overall - 16 cf Embedded = 602 cf x 40.0% Voids 2 177.50' 16 cf 3.0"W x 12.5"H x 7.50'L Cultec Contactor 100HDx 12 Inside#1 256 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.001416 fpm Exfiltration over entire Surface area Discarded Outflow Max=0.01 cfs @ 12.15 hrs HW=177.01' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Pond 1 P: Cultec Infiltration Field Hydrograph Inflow 0.005 0.01 cfs ®Discarded 0.005 Inflow Area=608 sf 0.004 0.00 cfs Peak Elev=177.01 ' 0.004 Storage=1 of 0.003 0.003 0 LL 0.002 0.002 0.001 0.001 0.000 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type/1/ 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 40 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Link 1 L: Design Point 1 Inflow Area = 53,748 sf, Inflow Depth = 0.00" for half inch event event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 5.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Design Point 1 Hydrograph 1... IMInflow 0 Primary Inflow Area=53,748 sf 3 0 U. 0.00 cfs r/r%�%�%�%�/�%///�//�/%%rG/G'I'l/l�.. ..,rrj . . .. i.... r r i r r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 34 Glenore Circle_Postdevelopment Type/1/ 24-hr half inch event Rainfall=0.50" Prepared by Sullivan Engineering Group, LLC Page 41 HydroCADD 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 1/24/2023 Link 2L: Design Point 2 Inflow Area = 7,786 sf, Inflow Depth = 0.00" for half inch event event Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0 cf Primary = 0.00 cfs @ 5.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Design Point 2 Hydrograph 1... IMInflow 0 Primary Inflow Area=7,786 sf 3 0 U. 0.00 cfs r/r%�%�%�%�/�%///�//�/%%rG/G�/i//'/ �j///p/p/p/r%�ji/�/�/%L/�///c% . . .. i.... r r i r r 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours)