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2023-11-21 Application WSP
r 191f PLANNING DEPARTMENT Community&Economic Development Division Special Permit — Watershed Permit Application Please type or print clearly. 1. Petitioner: Christopher & Katherine Hughes Petitioner's Address: 173 J nson Street North Andover, MA 01845 Telephone number&emall: qa 2.Owners of the Land: (Same as petitioner) Address: same aspetitioner) Number of years of ownership: 4 years 3. Year lot was created: 1948 4. Is the lot currently on septic or sewer? sewer If on sewer, please provide date the sewer connection was completed: Aril 28, 1961 5. Description of Proposed Project: Construct a 13.08'x 20.83'addition to a single family house outside the 100 foot"Non-disturbance"zone but Inside the 325 foot"Non-discharge"zone. 6. Description of Premises: Single family house on a 42,758 s.f. lot with off-site pond. 7.Address of Property Being Affected: 173 Johnson Street Zoning District: R3 Assessors Map: 97 Lot#: 23 Registry of Deeds: Book#: 15961 Page#: 203 8. Existing Lot; Lot Area (Sq. Ft): 42,758 Building Height: <35 feet Street Frontage: 214.43 ft Side Setbacks: 53.2 ft Front Setback: 38.8 ft Rear Setback: 86.1 ft Floor Area Ratio: nla 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 wfww.northandovem 2mov Front Setback: Rear Setback: Floor Area Ratio: Lot Coverage: 10. Required Lot(as required by Zoning Bylaw): Lot Area(Sq. Ft): 25,000 Building Height: 35 ft Street Frontage: 125 ft Side Setbacks: 20 ft Front Setback: 30 ft Rear Setback: Floor Area Ratio: n/a Lot Coverage: n/a 11. Existing Building(if applicable): Ground Floor(Sq. Ft.): #of Floors: Total Sq. Ft.: 2143 Height: <35 ft Use: single faMily Type of Construction: wood 12. Proposed Building: Ground Floor(Sq. Ft.): #of Floors: Total Sq. Ft. 2,415 Height: <35 ft Use: Type of Construction: wood 13. Has there been a previous application for a Special Permit from the Planning Board on these premises? No If so,when and for what type of construction? 14. Section of Zoning Bylaw that Special Permit Is Being Requested Section 195.4.19(B) 15. Petitioner and Landowner signature(s): Every application for a Special Permit shall be made on this form, which is the official form of the Planning Board. Every application shall 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 a dismissal by the Planning Board of this application as incomplete. Petitioner's Signature: r �l.` t 1 �� sy;F', S�y6 Print or type name her ' >c j-/a Owner's Signature: Print or type name here: 16. Please list title of plans and documents you will be attaching to this application. Plot Plan of Land - 173 Johnson Street, NA scale: 1"=20', dated 10/19/2023 Pa e2of2 120 Main Street,Planning Dept., North Andover, Massachusetts 01845 Phone 978.688.9535 Fax 978.688.9542 Web www.northandoverma, ov f Sullivan Engineering Group, LLC Civil Engineers S Land Developnient Consultants Watershed Special Perinit Application 173 Johnson Street, North Andover To: North Andover Planning Board From: .lack Sullivan, P.E. Date: November 1,2023 Subject: 173 Johnson Street,North Andover—Written Support for Project Planning Board Members: The following written summary is prepared on behalf of the applicants, Christopher& Katherine Hughes, in support of construction of an additions (13.08' x 20.83') witivn the Watershed District. The project is within the"Non-Discharge Zone". It should be noted that this lot was created in 1948 (pre-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 joy' this parcel. The current owners have owned this parcel for 4 years and seeking to make Improvements to the property to further enjoy their Home. 2. Preventing overcrowding of land The proposed construction activities comply i0th zoning setback requirements from all lot lines. 3. Conserving the value of land and buildings. The proposed site development 31,ill enhance surrounding building and land values, iMile being aesthetically pleasing No trees are to be cut as part of this project. Site grading ivill be tninor 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 tra f c.lo», fi•onr 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 fr•orn fire or other dangers. PO Box 2004 Woburn, MA 01888 781-854-8644 e-mail:jacksul153@comcast.net comcast.net 8. Assisting in the economical provisions of transportation, water, sewerage, schools, parks, and other public facilities. This project Ivill 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 properly is not located within a designated Flood Plant 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 fi orn this site. There will be noincrease in floodingprobability 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 oil the type or quantity offerltilizers. 2) Siltation controls are proposed at the limit of work during construction and until the site is f nal stabilized by landscaped means to protect the lake and surrounding properties f orn any potential runoff impacts. 3) Storrmvater mitigation has been provided to account for increases in impervious areas. A proposed drainage infiltration field consisting of cultec units has been provided to capture runoff from the addition roof'area. The drainage infiltration field is sized to handle the 100 year rain event(8.6"per Torun of North Andover Storrnrvater bylaw) 4) The existing dwelling IS connected to the municipal server,system; therefore there will be no potential increase in nitrogen levels over the existing background levels at the propery) 5) This site does not directly abut the lake. Additionally, natural wooded bu fers 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 mcjority of the developed lot is within the "Non-discharge zone".All proposed work is outside of the "Non-disturbance"zone. 3. Evidence of approval by Mass DEP of any industrial waste water treatment or disposal system or any waste seater 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:jacksull53@corncast.net i 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 downgradlent property boundary. The existing dii,elling IS connected to the municipal seiner systern and the deed r•estrictlon only allowing organic o •or r ,slou r elease nitrogen,pho.sphaf-us.free pr odtrce for•fertilizer•use will insure that background nitrogen levels in the gr•oundii�ater•table will not be increased. S. Projections of downgradient concentrations of nitrogen,phosphorus, and other relevant chemicals at property boundaries and other locations deemed pertinent by the SPGA. There 1i,ill be no doii)ngradient concentration of the above referenced chemicals cis outlined in the response to Item 4 above. If you should have any questions or require additional information please Feel free to contact me. Very TrL ly Your 44 Jac an, P.E. Attacimients as noted � ) Cc: Christopher and Katherine Hughes PO Box 2004 Woburn,MA 01888 781-854-8644 c-iiiail:jacksuII53@comcast.net I I i Abutter to Abutter(} Building Dept. ( ) Conservation (X) zoning ( ) i 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 directty opposite on any public or private way,and abutters to abutters within three hundred($00)feet of the property line of the pettitioner as they appear on the most recent applicable 3 tax list,not withstanding that the land of any such owner is located in another city or town,the planning l board of the city or town,and the planning board of every abutting city or town." t SUBJECTID LOCATION OWNER ADDRESS TOWN STATE ZIP 097.0-0022-0000.0 173 JOHNSON STREET CHRISTOPHER HUGHES 173 JOHNSON STREET NORTH ANDOVER MA 01846 PARCEL ID LOCATION OWNER ADDRESS CITY STATE ZIP 097.0-0021.0000.0 12 SUTTON HILL ROAD ARMITAGE REALTY TRUST 693 WEST GLENDALE RD WEBSTER GROVES MO 63111) 097.0-0030-0000.0 145 JOHNSON STREET CROCKER,WILLIAM H 145 JOHNSON STREET NORTH ANDOVER MA 01645 097.0-0045-0000.0 147 SANDRA LANE DAVIES,DAVID,P. 147 SANDRA LANE NORTH ANDOVER MA 01845 097.0-0018-0000.0 209 JOHNSON STREET FRITTS,COREY,M. 209 JOHNSON STREET NORTH ANDOVER MA 01845 097.0-0033.0000.0 44 SUTTON HILL ROAD THOMSON,JEFFREY,P. 44 SUTTON HILL ROAD NORTH ANDOVER MA 01845 097,0.0006.0000,0 164 JOHNSON STREET OSGOOD,RUTH M. 164 JOHNSON STREET NORTH ANDOVER MA 01845 1 097.0-0034-OODO.0 62 SUTTON HILL ROAD SCHUTZBANK,ERIC 62 SUTTON HILL ROAD NORTH ANDOVER MA 01846 097.0.0065.0000.0 60 SUTTON HILL ROAD ,ZIMMERMAN JR,EARL W 50 SUTTON HILT.ROAD NORTH ANDOVER MA 01845 097.0.0007-0000.0 174 JOHNSON STREET DAVIS,MARGUERITE LORRAINE 174 JOHNSON STREET NORTH ANDOVER MA 01845 097.0.0031-0000.0 47 SUTTON HILL ROAD AEFILLIPPO,DANIEL 47 SUTTON HILL.ROAD NORTH ANDOVER MA 01846 097.0.0068-0000.0 151 SANDRA LANE BARDARO,ALICIA 161 SANDRA LANE NORTH ANDOVER MA 01846 097.0-0008-0000.0 230 JOHNSON STREET BLOOSTEIN,MARC J. 230 JOHNSON STREET NORTH ANDOVER MA 01845 097.0.0093.0000.0 52 SUTTON HILL ROAD STEPHEN&NANCY LU LIVING TRUST 62 SUTTON HILL ROAD NORTH ANDOVER MA 01845 097.0-0038.0000.0 164 JOHNSON STREET MISCI,RICHARD A. 164 JOHNSON STREET NORTH ANDOVER MA 01846 i This G601" "A the r►>�M�p �� records Of the Allr, rived bY' i Town of North Andover, MA October 10, 2023 097.00095-6000'0 0970040,00 0()\0 OWN 97.0-003'W0000. 0 An 697kb006-000 gg, .0 U .0 0.1-000 97 97.0-0007- 00.0 Z' 0-97 0100 3000016 (1: . 01 a0'. N. 97,0-0034ff 09710-0023-0000.0 097.,00 00. 00010 Y 097.0-0 0 00114 0000.0` 09 17.0-0055MQ00.0, 0.97.0roolu-0600.0 A. Z" W 5 4"01 R, 1.0 '0-0052-000 097,(-0064-0000.0 097.0-0053-0000.0 N 097.0-00158-0 O.O 097.0-0045-0000.0 1"=171,00543138629243 ft Propwly Information Print map scale is approximate. Proportylo 001.0-0023-0000.0 1-04alfoh 173 JOHNSON SIREET Critical layout or measurement Owner HUGHES,CHRISTOPHER I activities should not be done using this resource, MAP FOR REFERENCE ONLY NOT A LEGAL DOCUMENT Town of North Andover,MA makes no claims and no wananlies,expressed or Implied,concerning the validity or accuracy of the GIS dala presented on this map. Geometry updated 0012912022 bala updated on a 4ayly basis 6 i i i Sullivan Engineering Group, LLC Civil Engineers & Land Development Consultants November 1, 2023 Town of North Andover Planning Dept. 120 North Main Street North Andover, MA 01845 Re: 173 Johnson Street, North Andover Watershed Special Permit-- Stormwater Report Planning Dept; The owner/applicant is proposing construction of an addition,drainage mitigation and minor grading changes within the 325 foot Non-Discharge Zone, but outside the 100'Non-Disturbance zone within 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 Lie#: 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 addition roof. Roof runoff will be collected by gutters and 4 inch HPDE roof drains and conveyed to a drainage infiltration field consisting of cultec recharger 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 5.2 feet above the seasonal high groundwater table(2 feet required). 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 NOAA Atlas 14 values, 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(co Storm Event 1" Storm Event 0.00 0 0.00 0 2 Year 0.36 1505 0.36 1495 10 Year 1.52 4731 1.51 4701 25 Year 2.42 7273 2.41 7227 100 Year 4.50 13,288 4.47 13,204 PO Box 2004 Woburn, MA 01888 (781) 854-8644 e-mail:jacksu1153@comcast.net 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 table detailing Pre & Post development analysis on peak discharge rates. 3. Standard 3 requires that the annual recharge from past-developmentshall approximate annual recharge from pre-development conditions. The drawdown calculation for infiltration chambers is: Peak water elevation:9293' (100 yr storm) Bottom of cultec chamber: 92.50' Difference is 0.43'or 5.16 ,..,using 1,02 in/hr for recharge rate...the total drawdown time is 5.05 hours<72 hrs (meets standard) Groundwater Recharge For B soils require a volume to recharge of 0.35 inches Total impervious area: 272 s.f.(addition) Total site volume required to be recharged=272 s.f,x 1"/12 x 0.35 =7.93 of Site volume recharge provided: 169 cf(100 year storm)>7.93 cf (meets standard) PO Box 2004 Woburn,MA 01888 (781) 854-8644 e-mail:jacksu1153@comeast.net i 4. Standard 4 requires that the stom�water system be designed to remove 80% Total Suspended Solids q Y g p (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: 272 s.f.x 1"112— 22.6 of Provided volume: 131 ef>22.6 cf(meets standard) 5. Standard 5 is related to projects with a Land Use of Higher Potential Pollutant Loads (LUHPPL). 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 Il, 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, 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 Box2004 Woburn, MA 01888 (781) 854-8644 c-mail:jacksu1153@comcast.net i 9. Standard 9 requires a Long-Tenn Operation and Maintenance (O& 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 replacd 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 operati<;in 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 ifthe 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. 10.Standard 90 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 stormwater contaminated by contact with process wastes,raw materials, toxic pollutants,hazardous substances,oil,or grease. lLA AL -t UW 11-1-2023 Signed by Applicant Date PO Box 2004 Woburn,MA 01888 (781) 854-8644 email;jacksu 1153@comcast.net s 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. 1) Install Erosion Control Barriers 2) Strip/Stockpile loam from work area 3) Excavate for footings for addition 4) Install footings 5) Install poured concrete walls 6) Backfill frost walls 7) Framing for new addition 8) Install drainage system 9)Loam/seed disturbed areas If you have a questions or comments please feel free to contact one. Very Trul Y u OF t,14,y y e r � J lo} Jack Sulk, an III PI; &4}l.Iw.lVnal CIVIL Attachments: .eo,� G TSS Removal Worksheet Stormwater Report Plan w/subeatchnients NRCS Soil Map NRCS Soil Descriptions Predevelopment HydroCAD analysis Postdevelopment HydroCAD analysis PO Box 2004 Woburn,MA 01888 (781) 854-8G44 e-mail:jacksul153-( comcast.nct 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: 173 Johnson Street B C D E F TSS Removal Starting TSS Amount Remaining BMP1 Rate' Load* Removed C*D Load D-E N Subsurface Infiltration .Structure 0.80 1.00 0.80 0.20 LM O O 0.00 0.20 0.00 0.20 0 0.00 0.20 0.00 0.20 a+ 75 ~ 0.00 0.20 0.00 0.20 0 [Cf V 0.00 0.20 0.00 0.20 Separate Form Needs to be Completed for Each Total TSS Removal = 80% Outlet or BMP Train Project: Prepared By: JDs *Equals remaining load from previous BMP (E) Date: 1 1/1120 23 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 Emironmentai Protection TAX MAP 97 LOT 65 TAX MAP 97 LOT 21 o Nc T C= Time of C 6°r�'6 Hi"R I r a t i on �'N/F'ARAAITAGE ROB n m A' N24Ti'09-W 231.78' I DESIGN POINT 1 \ \ k t LOT AREA , 42,758 SF t 7'c — �\ ifflN. SUIL01NG SETBACK LINE TYP) ! - Draipage� Feld ! r I iPo7.5 PapET )n. Control Prop. roi Prop 4-HDPE B7insection Port data to Grade. z Area / �« Pr soil c �� /AF / / I >:; Sterne TAX MAP 97 LOT 18 / 4 / / / r / 209 JOHNSON MEET // // X.be iZer� �—�/ N/F MTTS y / / rl / FND Grow y\ TC y<r 1 / SMH-s GAG / L° R� \ � 26' �/J Or l ����y t' ~� �..\IN,\ Z Grass Arco 12 � Ex. slate �f. Wk ey w :n 0 4l co rc Ar sc 3,Yo 38.9' tS'c\'� saw �30� ~92•` �— l � �/ 30' +Yoy \ Ca�9 P� � � ! i ek 65.00�� Rio 52O 4'29'E / R=75.00 SBDH IP S29'2849"E / FND J L=4.6T r/A� x0 / S15g•D9 DRAINAGE PLAN �a JQ 'x . fOP � _s R=15.00'' SINGLE CATCHMENT HNsoN o� / s L=23.9?' s-w- . _,._ - - - - . __ - . - . Soil Map—Essex County,Massachusetts,Northern Part � (� F v is 4� n r 32MBO 32N50 2= 327M0 327160 327230 3= 327370 3SW 327b10 42°40 W N o 42°40'5('N o , v . c Q rah h O � 11 Z 4r 40'38'N 42°40'36 N '„= 327= 327160 3= 327:00 3?'Pfi 227440 32'7530 3 3 F F Map Scale:1:3,170 Y prim on A landscape(11"x S.3)sheet �, Meters N 0 45 90 180 270 Feet 4 950 300 000 900 Map prcjecthn:Web Mer amr Corn mordinates:W3S84 Edge b=UTM Zone 19N WGS94 U51)A Natural Resources Web Soil Survey 11/1/2023 Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Map—Essex County,Massachusetts,Northern Part MAP LEGEND MAP INFORMATION Area of Interest(AOQ Spoil Area The soil surveys that comprise your ACI were mapped at Area of Interest(AOI) y 1:15,800. Stony Spot Soils Very Stony Spot Warning: P Y Soil Ma 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 misunderstanding of the detail of mapping and accuracy of soil n Other line placement.The maps do not show the small areas of Q Soil Map Unit Points Special Line Features contrasting soils that could have been shown at a more detailed Special Point Features � scale. U 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 U5 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 Landfill distance and area.A projection that preserves area,such as the Local Roads Albers equal-area conic projection,should be used if more Lava Flow Background accurate Calculations of distance or area are required. Marsh or swamp Aerial Photography This product is generated from the USDA-NRCS certified data as of the version date(s)listed below. Mine or Quarry Soil Survey Area: Essex County,Massachusetts,Northern Part Miscellaneous water Survey Area Data: Version 19,Sep 10,2023 Perennial Water Soil map units are labeled(as space allows)for map scales Rock Outcrop 1:50,000 or larger. -L• 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 imagery displayed on these maps.As a result,some minor Sinkhole shifting of map unit boundaries may be evident. Slide or Slip Sodic Spot USDA Natural Resources Web Sol]Survey 11/1/2023 r Conservation Service National Cooperative Soil Survey Page 2 of 3 i Soil Map—Essex County,Massachusetts,Northern Part Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AO{ 1 Water 0.6 1.2% 70B Ridgebury Me sandy loam,3 3.2 6.0% to 8 percent slopes 72A Whitman fine sandy loam,0 to 0.0 0.0% 3 percent slopes 305C Paxton fine sandy loam,8 to 21.5 40.6% 15 percent slopes 305D Paxton fine sandy loam, 15 to 23A 44.1% 25 percent slopes 310C Woodbridge fine sandy loam,8 3,5 6.7% to 15 percent slopes 311C Woodbridge fine sandy loam,8 0.7 1.4% to 15 percent slopes,very stony 'totals for Area of Interest 53.1 100.0% ui- Natural Resources Web Soil Survey 1111/2623 Conservation Service National Cooperative Soil Survey Page 3 of 3 I 1 L Design Point 1 Bobcat Reach l' �-Linlkj Drainage Diagram for 173 Johnson Street,NA_predeveiopment l Prepared by Sullivan Engineering Group, LLC 11/1/2023 �' HydroCAM 7.00 sln 001433 ©1986-2003 Applied Microcomputer Systems f 173 Johnson Street, NA_predevelopment Type 11124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 2 HydroCAD®7.00 sln 001433 O 1986-2003 Applied Microcomputer Systems _ 1111/2023 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 'IS: Runoff Area=42,758 sf Runoff Depth=0.42" Flow Length=259' Tc=6.2 min CN=62 Runoff=0.36 cfs 1,505 cf Link 1L: Design Point 1 Inflow=0.36 cfs 1,505 cf Primary=0.36 cfs 1,505 cf Total Runoff Area =42,768 sf Runoff Volume - 1,506 cf Average Runoff Depth = 0.42" a i 173 Johnson Street, NA_predevelopment Type 11124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 3 H droCAD®7.00 s/n 001433 01986-2003 Applied Microcomputer Systems 11/1/2023 Subcatchment 1S: Runoff: - 0.36 cfs 12.12 hrs, Volume= 1,505 of, Depth= 0.42" 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" Areas CN Description 1,480 98 Existing House Roof 160 98 Existing Shed 1,720 98 Paved driveway 98 98 other pavement areas 18 98 ret. wall 300 98 slate walkway 396 98 pavers 30 98 bulkhead 38,504 58 Woods/grass comb., Good, HSG S 52 98 conc. ad 42,758 62 Weighted Average To Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.4 50 0.0360 0.2 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.5 57 0.0700 1.9 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0,2 32 0.1800 3.0 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.1 120 0.0700 1.9 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 6.2 259 Total 173 Johnson Street, NA predevellopment. Type 1/1 24-hr 2 yr Rainfalf=3.20" Prepared by Sullivan Engineering Group, LLC Page 4 HydroCADO 7.00 s/n 001433 0 1986-2003 Applied Microcomputer Systems 111/1/2023 Subcatchment IIS: 0,4- J — —1 — — I— — --I — —I— - I 0.38 S I t I t- — A 0.36. Type 111 24-h r 2 1-yr 0.3C 4 — —1 — — I— I ........ ........ 4 — —1 — — I— — 4 0.32-- , Rai-.nfall:F3.20- 0.26 RunoffA M:642 758'-Sf 0.26' -fRunoff Volume=l-,5051 cf 0.24- 0.22-1- Runof DepthF0.42 0.2 -F --I F F 'I T 0.18 Flo* LIVII9 0.18: 0.14-� Tc-6.2 min 6 0.12' --�N=' 2 0.08 ' 0.06- , 0,04-' — — — — — — — — — — — — 0-14 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours} 1 i 3 +{1 I 173 Johnson Street, NA _predevelopment Type 11124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 5 H droCAD®7.00 sln 001433 0 1986-2003 Applied Microcomputer Systems 1111/2023 i Link 1 L: Design Point 1 Inflow Area = 42,758 sf, Inflow Depth = 0.42" for 2 yr event Inflow - 0.36 cfs @ 12.12 hrs, Volume= 1,505 of Primary - 0.36 cfs @ 12.12 hrs, Volume= 1,505 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Spam 5.00-20.00 hrs, dt= 0.05 hrs Link 1 L: Design Point 1 Hydrograph - 4- -4 l - - 1- - Mlntlow 0.4" 19 Primary - 1- fs I - - - + - - -I - - I - 0.36 c a.3$_" - - -Inflow Area=42,758 sf 0.36-' i 0.34, I 1 - - I - - - I_ ,, I ._. I. I. ._... .. ... _.I_ .. 0.32=` i � - - I - L.. I_ W I - - I r - - -I - -I- - I- 0.3 - - - - - - - I �s 0.22;' / - 0,2 i - - - _J - -I - - I- - L - - 0 I.. .... I.. .... ..I.. -I - - i- - L - 1 - -1 - -1- - L- - 0.167 0.14 ` 0.12:' - 0.1 - - - - -I - - I- - - r I I - -I - -I - - 1- - 0.08:' s 0.06- M 0.04 r• y 0.02'' 01z. 11 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1 E 173 Johnson Street, NA _predevelopment Type 11124-hr 10 yr Ralnfalh5.04" Prepared by Sullivan Engineering Group, LLC Page 6 H droCAD®7.00 s/n 001433 01986-2003 Applied Microcomputer Systems 11/112023 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 Star-Ind method Subcatchment 1S: Runoff Area=42,758 sf Runoff Depth=1.33" Flow Length=259' Tc=6.2 min CN=62 Runoff=1.52 cfs 4,731 cf Link 1L: Design Point 1 Inflow=1.52 cfs 4,731 cf Primary=1,52 cfs 4,731 cf Total Runoff Area = 42,758 sf Runoff Volume =4,731 cf Average Runoff Depth = 1.33" i i 173 Johnson Street, NA_predevelopment Type 11124-hr 10 yr Rainfall=5.04" Prepared by Sullivan Engineering Group, LLC Page 7 HydroCADO 7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 11/1/20.23 Subcatchment 1 S: Runoff - 1.52 cfs @ 12.10 hrs, Volume= 4,731 cf, Depth= 1.33" 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=5.04" Areas CN Description 1,480 98 Existing House Roof 160 98 Existing Shed 1,720 98 Paved driveway 98 98 other pavement areas 18 98 ret. wall 300 98 slate walkway 396 98 pavers 30 98 bulkhead 38,504 58 Woods/grass comb., Good, HSG B 52 98 conc. pad 42,758 62� Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ftlsec cfs 4.4 50 0.0360 0.2 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.5 57 0.0700 1.9 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.2 32 0.1800 3.0 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.1 120 0.0700 1.9 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 6.2 259 Total 173 Johnson Street, NA_predevelopment Type lfl 24-hr 10 yr Rainfall=5.04" Prepared by Sullivan Engineering Group, LLC Page 8 HydroCAD®7.00 sh 001433 01986-2003 Applied Microcomputer Systems 11/1/2023 Subcatchment 1S: Hydrograph ! I I f ! I I I ! I I I I I I I I I I I I Runoff f i I I 1 1•52 CfS] I I I I I I I I I I I I Typellll 24-hr 101yr I I I I I I i I ! I I I I I I Ijai6fallIr5.Q4" R�n off Area '758'sf I ! I I I I ! �I I - -1 Runofft-V-olume=41731 i cf- I — — l— - i — —{ — I— f � ! I I Runoff Depth,=1.3,3" Flov` Lehgth=2�9' I I I I 1 1 T'c=6!2 m i n 6=62 1 I I I f I I I I ! I 1 I ! I I I I ! I I I ! I I I I I 0 r w. 5 6 7 6 8 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 173 Johnson Street, NA _predevelopment Type 111 24-hr 10 yr Rainfall=5.04" Prepared by Sullivan Engineering Group, LLC Page 9 H droCAD®7.00 s1n 001433 01986-2003 A lied Microcomputer Systems 11/1/2023 Link 1 L: Design Point 1 Inflow Area 42,758 sf, Inflow Depth = 1,33" for 10 yr event Inflow = 1.52 cfs @ 12.10 hrs, Volume= 4,731 cf Primary - 1.52 cfs @ 12.10 hrs, Volume= 4,731 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 ka Intfow I 1.52 cfs I I I I I I I I Primary nfl ow A Irea=42,758 sf �, - -- - - - - - - - - - - - - I I I I I I I I I I I I I 1 E ! I 1 I I I I 1 5 6 7 8 9 10 11 12 13 14 16 16 17 16 19 20 Time (houra) 1 173 Johnson Street, NA_predevefopment Type 11124-hr 25 yr Rainfall=6.20" Prepared by Sullivan Engineering Group, LLC Page 10 H droCAD®7.00 s/n 001433 01986-2003 Applied Microcomputer Systems 11/1/2023 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 Star-Ind method Subcatchment 1S: Runoff Area=42,758 sf Runoff Depth=2.04" Flow Length=259' Tc=6.2 min CN=62 Runoff=2.42 cfs 7,273 cf Link 1 L: Design Point 1 Inflow=2.42 cfs 7,273 cf Primary=2.42 cfs 7,273 of Total Runoff Area = 42,768 sf Runoff Volume=7,273 of Average Runoff Depth = 2.04" i 173 Johnson Street, NA _predevelopment Type Ill 24-hr 25 yr Rainfall=6.20" Prepared by Sullivan Engineering Group, LLC Page 11 H droCAD®7.00 sln 001433 01986-2003 Applied Microcomputer Systems 11/1/2023 Subcatchment 1S; Runoff = 2.42 cfs @ 12.10 hrs, Volume= 7,273 cf, Depth= 2.04" 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=6.20" Area (so CN Description 1,480 98 Existing House Roof 160 98 Existing Shed 1,720 98 Paved driveway 98 98 other pavement areas 18 98 ret. wall 300 98 slate walkway 396 98 pavers 30 98 bulkhead 38,504 58 Woods/grass comb., Good, HSG B 52 98 conc. ad 42,758 62 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ftlsec cfs 4.4 50 0.0360 0.2 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.5 57 0.0700 1.9 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.2 32 0.1800 3.0 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.1 120 0.0700 1.9 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps_ 6.2 259 Total 173 Johnson Street, NA _predevetopment Type Ill 24-hr 25 yr Rainfall=6.20° Prepared by Sullivan Engineering Group, LLC Page 12 H droCAD®7.00 sln 001433 OO 1986-2003 Applied Microcomputer Systems 11/1/2023 Subcatchment 1S: Hydrograph I I I I ! E ! I I I I I I I I I I I ' ' I I I I I I I Runoff f I I 2.42 cfs I I I I 1 1 1 Typellll 24-hr 251yr T. 2011 R'unoff A'rea142�I 758'sf I I I I I I I I 1 I I I I I 1 I 1Runoff,Volume=7,12731 cf I I Runof De,pthr2.Q4" ' Flo," LO th=2$9` - -� L Tc=6!2 m i n i ' I I I I mm CN=I62 v 5 6 7 8 9 10 11 12 13 14 715 16 V 18 19 20 Time (hours) 173 Johnson Street, NA_predevelopment Type lil 24-hr 25 yr Rainfall=6.20" Prepared by Sullivan Engineering Group, LLC Page 13 H droCAD®7.00 s/n 001433 cO 1986-2003 Applied Microcomputer Systems 11/1/2023 Link 1 L: Design Point 1 Inflow Area = 42,758 sf, Inflow Depth = 2.04" for 25 yr event Inflow - 2.42 cfs @ 12.10 hrs, Volume= 7,273 cf Primary - 2.42 cfs @ 12.10 hrs, Volume= 7,273 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 Hyurograrn I 1 I I 1 I I I E I I i I I I IM31 Inflow I 1 I I I I �Primary i 2.42 cfs Inflow Area=42,758 �f I I I I i i I I I I E I [ 2 I 1 I I ! I I I I I I I i I I I I I I I f I I ! I I I I I I € I 1 i I I 1 . _ _( _ I — — I— I — — — �_� I I I I I I i I I I I i 1 I I I I I I I I I I I i 1 I I I I i I I I E I I I i I I E i , N 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I I 173 Johnson Street, NA _predevelopment Type II124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 14 H droCAD®7.00 s/n 001433 ©1986-2003 Applied Microcomputer Systems 11/1/2023 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=42,758 sf Runoff Depth=3.73" Flow I-ength=259' Tc=6.2 min CN=62 Runoff=4.50 cfs 13,288 cf i Link 1L: Design Point 1 Inflow=4.50 cfs 13,288 cf Primary=4.50 cfs 13,288 cf Total Runoff Area = 42,758 sf Runoff Volume= 13,288 cf Average Runoff Depth = 3.73" i i 173 Johnson Street, NA _prederrelopment Type 1!f 24-hr 900 yr Rainfall=8.B(1" Prepared by Sullivan Engineering Group, LLC Page 15 HydroCAD®7.00 sln 001433 © 1986-2003 Applied Microcomputer Systems 11/112023 Subcatchment 1S: Runoff = 4.50 cfs @ 12.10 hrs, Volume= 13,288 cf, Depth= 3.73" 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 (so CN Description 1,480 98 Existing House Roof 160 98 Existing Shed 1,720 98 Paved driveway 98 98 other pavement areas 18 98 ret. wall 300 98 slate walkway 396 98 pavers 30 98 bulkhead 38,504 58 Woodslgrass comb,, Good, HSG B 52 98 cane. pjqd 42,758 62 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) Wit) (ft/sec) (cfs) 4.4 50 0.0360 0.2 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.5 57 0.0700 1.9 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.2 32 0.1800 3.0 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.1 120 0.0700 1.9 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 6.2 259 Total 973 Johnson Street, NA,�predevelopment Type I1124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 16 H droCA©®7.00 sln 001433 01986-2003 Applied Microcomputer Systems 11/1/2023 Subcatchment IS: Hydro graph I— — f- — — — �' I I I I f � E i 1 I I I 1 �Runoff - - I I I W I Type III 24-hr1100�yr - I— 1 — — 1— �. I - — 1— — ,— 4-" , , I , , , Aainfallp8.6,0 i Runbff Area�=42�17581 sf 1 3 ; - -I - - 1 - - Runoff Uolumei;l3j288,cf- E Rbnotf D§pthL3.13" Flow Length=259`- o a I I 1 1 tc=6.2 n' in 1 I I I I I I I 1 I CN='62 I i I 1 — — — — — — I i I— — — —I I I I ! ! l i �� ��"�, ,r• � I [ I f i y 0 a i i 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 173 Johnson Street, NA _predevelopment Type l// 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 17 H droCAD®7.00 s/n 001433 01986-2003 Applied Microcomputer Systems 11/1/2023 Link 1 L: Design Point 1 Inflow Area = 42,758 sf, Inflow Depth = 3.73" for 100 yr event Inflow - 4.60 cfs @ 12.10 hrs, Volume= 13,288 cf Primary - 4.50 cfs @ 12.10 hrs, Volume= 13,288 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 t — -i — —I — - I M Inflow t I I I { l ( { i 4.50 lcfs PrimaryInflow Area=42-158 sf - 4- 3- 1 1 ! 1 1 11 1 { 1 1 1 € 1 2- I I I ! I 1 I I 1 I a. .... .....1 ..... .., 1-- — r — t — — � I 1 I I f I 1 I I I 1 I 5 6 7 8 9 10 11 12 13 14 16 16 17 18 19 20 Time (hours) 973 Johnson Street, NA _predevelopment Type 11124-hr one inch storm Rainfall=1.00" Prepared by Sullivan Engineering Group, LLC Page 18 H droCADO 7.00 sln 001433 01986-2003 Applied Microcomputer Systems 11/1/2023 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 paints Runoff by SCS TR-20 method, UN=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Star-Ind method Suhcatchment 1S: Runoff Area=42,758 sf Runoff Depth=0.00" Flow Length=259' Tc=6.2 min CN=62 Runoff=0.00 cfs 0 cf Link 1 L: Design Point 1 Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Total Runoff Area:42,768 sf Runoff Volume = 0 cf Average Runoff Depth = 0.00" fI i 173 Johnson Street, NA _prederrelopment Type i1124-hr one inch storm Rainfall=1.00" Prepared by Sullivan Engineering Group, LLC Page 19 HydroCAD®7.00 stn 001433 ©1986-2003 Applied Microcomputer Systems 11/112023 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 one inch storm Rainfall=1.00" Area (so CN Description 1,480 98 Existing House Roof 160 98 Existing Shed 1,720 98 Paved driveway 98 98 other pavement areas 18 98 ret. wall 300 98 slate walkway 396 98 pavers 30 98 bulkhead 38,504 58 Woods/grass comb., Good, HSG B 52 98 conc. ad 42,758 62 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlft fUsec cfs 4.4 50 0.0360 0.2 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.5 57 0.0700 1.9 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.2 32 0.1800 3.0 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.1 120 0.0700 1.9 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 6.2 259 Total 173 Johnson Street, NA _predevelopment Type H/ 24-hr one inch storm Rainfall=1.00" Prepared by Sullivan Engineering Group, LLC Page 20 H droCAD®7.00 s/n 001433 ©1986-2003 Applied Microcomputer Systems 11/1/2023 Subcatchment 1S: Hydrocgraph 1 I V I i I 1 I I 1 I I I I I �Runaff ', I I I I I I Type III 24-hr one inch storm k I I I I I Rainfal1=11.00" I I I I I I runoff Arga=4�,750 sf I I I I I I I Runoff Volume=0 cf I I I I 1 I I I Runoff Dept =0.1 0- Flow length=259' I I I I I I I I Tc::�6,2 chin LL I I ! I I ! I I ! CN 62 I I I I I I I I i I I i I I I I I I k I I I I 1 I I I 1 I I I I k I ! I I 1 I I € I I I I I ! I ! I I 1 I I I I 0.�0 CfS I I I I I I I I I ! I I I I .. N 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 Time (hours) 17 Street NA redevelo me Type !li 24-hr one inch storm Rainfaii=1.00" 3 Johnson _p p nt yp Prepared by Sullivan Engineering Group, LLC Page 21 H droCAD®7.00 sln 001433 O 1986-2003 Applied Microcomputer Systems 1111/2023 Link 1 L: Design Point 1 Inflow Area = 42,758 sf, Inflow Depth = 0.00" for one inch storm event Inflow - 0,00 cfs @ 5.00 hrs, Volume= 0 of Primary - 0.00 cfs @ 5.00 hrs, Volume= 0 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Spam 5.00-20.00 hrs, dt= 0.05 hrs Link 1L: Design Point 1 Hydrograph 1_ I I ! 1 I I i I I I I i I I ®Inflow M Primary ! I I Inflow Area=42,758 sf I ! ! 1 I I I I I I I I I ! IL I f ! I I I I I I I I I I g I I I f I I I I I I I I I I I I ! I I E ! I I I 1 I I I 6� ' I I ! I I 0. =now a 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 Time (hours) i 2S 1S Roof Area o Addition All 1 L Cultec Infiltration Field Design Point 1 OSubcat Reach on ICIk� Drainage Diagram for 173 Johnson Street,NA Postdovelopment Prepared by Sullivan Engineering Group, LLCJ 11/1/2023 lHydroCAEO 7.00 On 001433 ©1986-2003 Applied Micracompuler Systems 1 1 E i 173 Johnson Street, NA_Postdievelopment Type II! 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 2 H droCAD®7.00 sln 001433 Oa 1986-2003 Applied Microcomputer Systems 1111/2023 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=42,486 sf Runoff Depth=0.42" Flow Length=259' Tc=6.2 min CN=62 Runoff=0.36 cfs 1,495 cf Subcatchment 2S: Roof Area of Addition Runoff Area=272 sf Runoff Depth=2.77" Tc=6.0 min CN=98 Runoff=0.02 cfs 63 cf Pond 1P: Cultec Infiltration Field Peak Elev=92.22' Storage=15 cf Inflow=0.02 cfs 63 cf Outflow=0.00 cfs 63 cf Link 1L: Design Point 1 Inflow=0.36 cfs 1,495 cf Primary=0.36 ofs 1,495 cf Total Runoff Area =42,768 sf Runoff Volume= 1,658 cf Average Runoff Depth = 0.44" 173 Johnson Street, NA_Postdevelopment Type 11124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 3 H droCAD®7.00 s/n 001433 C 1986-2003 Applied Microcomputer Systems 11/1/2023 Subcatchment 1S: Runoff = 0.36 cfs @ 12.12 hrs, Volume= 1,495 cf, Depth= 0.42" 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" Areas CN Description 1,480 98 Existing House Roof 160 98 Existing Shed 1,720 98 Paved driveway 98 98 other pavement areas 18 98 ret. wall 300 98 slate walkway 396 98 pavers 30 98 bulkhead 38,284 58 Woods/grass comb., Good, HSG B 42,486 62 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec) (cfs) 4.4 50 0.0360 0.2 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.5 57 0.0700 1.9 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.2 32 0.1800 3.0 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.1 120 0.0700 1.9 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 6.2 259 Total i i 173 Johnson Street, NA_Postdevelopment Type I// 24-hr 2 yr Rainfall=3.20° 1 Prepared by Sullivan Engineering Group, LLC Page 4 H droCAD®7.00 s/n 001433 01986-2003 Applied Microcomputer Systems 11/1/2023 Subcatchment 1S: Hydrograph - - 1- - -1 - -1- - - - 4 - -1 - #.. ,.. .... ....i - -I- - - - 0.4 ' - - 4 - -f - - I- - 4 - I A 0.38 ' ... ..{ , I - I- - -I - 0.336 cfs 0.36'' ,- - - -I - - ,- - , ,._. Type III-24=hir 21yr - 0.34-' 0.32 - . 1. . I - - - -,- q - J - -, ,- - kainifaIIF3.20" - 0.3 0.28 ' ._ _ - RU.noff Area-42-,486 0 0.26 ` . 1 1 -- -- I- - - - -,- - AunofflVolume-1;495,cf - D.24 1 .... - - - -I- T - -I - -- I - 0.22 ' ,- - - -I - 1 .. .. I 1 ._ _I Rulnoft Depth-F0:42" g 0.2 ' .- - - I- T - -, -Flo* Le�gtl'�=2�-9' - I I I k I I I k I I c= # min 0.12 - - - - - - - - - - _ _ -- - , N=62 - ! I € ! � 0.08' I I k ! ! I - -I - - I- - ! - -I ' - - - - - - - 0.06 0.04 0.02-: 5 6 7 8 9 10 11 12 13 14 15 16 17 18 '18 20 Time (hours) 173 Johnson Street, NA_Postdevelopment Type Ill 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 5 M droCADO 7.00 sin 001433 01986-2003 Applied Microcomputer Systems 11/1/2023 Subcatchment 2S: Roof Area of Addition Runoff - 0.02 cfs @ 12.09 hrs, Volume= 63 of, 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 (sD CN Description 272 98 Tc Length Slope Velocity Capacity Description (min) (feet) (Rift) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Roof Area of Addition Hydrograph i - - -I- - -t0.021 I- -- - - y L I ... I, _ } 0.02 I0 2 cfs 0.01 --h 1 r l- --I-r 8 I , - T - , Type_ 24 Ranfall-320"fl.016 -- Runoff 0.014= Runoff .rea-2Z2-S 0.0137' - - I - -I- - - - - - b I. 0.012,' ,.. L. .... I ._.. _..i-- -.. 1._ -- 1 -- _I _ �'. - Runoff-V-olame=63 cf- °- 0.011-' :- _ - -I - -I- - i- - -I Ri- - 0 0.01_' I - -I - -1- - I - - -I - « - t Runoff-1-epth-2.7- - E 0.009- ' m>In- - 0.0 ' , I. ... .-I . ..... 08 m - ; - - -I- - I- c -- 0.007 ' . I I I L ....... -I - - - -I- - I- -(� _ Q 0,005:' ,- - - -I - -I- - - - -I ... _ ..... _.I. ... I - I- - )- - 7 - -I- - 0.004,` _. ..I_ 0.003. ,- - - -I - -I- - ! - 0.002 - - - - 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 173 Johnson Street, NAWPostdevelopment Type Ili 24-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 6 H droCADO 7.00 sin 001433 01986-2003 Applied Microcomputer Systems 11/1/2023 Pond 1 P: Cultec Infiltration Field Rawls Rate = 1.02 inlhr Inflow Area = 272 sf, Inflow Depth 2.77" for 2 yr event Inflow = 0.02 cfs @ 12.09 hrs, Volume= 63 of Outflow - 0.00 cfs @ 11.80 hrs, Volume= 63 cf, Atten= 78%, Lag= 0.0 min Discarded = 0.00 cfs @ 11.80 hrs, Volume= 63 cf Routing by Star-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 92.22' @ 12.49 hrs Surf.Area= 176 sf Storage= 15 cf Plug-Flow detention time= 22.4 min calculated for 63 of(100% of inflow) Center-of-Mass det. time= 21.6 min ( 760.2 -738.6 ) # Invert Avail.Storage Storage Description 1 92.00' 123 cf 7.50'W x 23.50'L x 1.79'H Prismatoid 315 cf Overall - 8 cf Embedded = 308 cf x 40.0% Voids 2 92.50' 8 cf 3.0"W x 12.5"H x 7.501 Cultec Contactor 100HDx 6 Inside #1 131 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.001416 fpm Exfiltration over entire Surface area I�scarded OutFlow Max=0.00 cfs @ 11.80 hrs HW=92.02' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Pond 1 P: Cultec Infiltration Field Hydro€graph I FM Inflow 0.021- - 0 02 cfs - - - - - - - 1 N Discarded 0.02 - - - - - - - - - - - - - InflorwAi�ea 2?2sf_ 0.019-' . ,- - r - - - - - -I - -I - -I- - - I. - - = - = _ - - ! — R — —I — —I — —I— — I— — ! — -! — ! — —I — - I— - 0.017= , - - I - -I - -I - -I - -I- - L Peak -Elev=92.22'- 0.016-:' , - - L - - - -! - -I- - - L - - -4 - - -I- -I- - f - 0.015 ,.. ..Sforage-15-of + - - - -I- -I- 0.013-. i - - r - -r - - '. 0.012 0.011 ' i - _. 0.007:' i I_ _ I J ... ......I I_.. ..... ..... 1, .... A. _.. ...J ... ......1 - 0.006- / ,- - 0.005 i 1... ... ..{... 1 -1 0.00 cfs # -I 1 - --1- -1- - 0.004 ' i - _.. i.. ...... - ; - - -I - - - I. r - t - -1 - -7 - -I- -I- - 0.003 i 1- 0.002 i 0.001-. 0' 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) i 173 Johnson Street, NA_Postdevelopment Type 1/124-hr 2 yr Rainfall=3.20" Prepared by Sullivan Engineering Group, LLC Page 7 HydroCAD®7.00 s/n 001433 01986-2003 Applied Microcomputer Systems 11/1/2023 Link 1L: Design Point 1 Inflow Area = 42,486 sf, Inflow Depth = 0.42" for 2 yr event Inflow -- 0.36 cfs @ 12.12 firs, Volume= 1,495 cf Primary = 0.36 cfs @ 12.12 hrs, Volume= 1,495 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- - 4- - -1 - -1 - - - 0.36 cfs I inflow 0.4' ' i I_ - I - - I- - I- -i - - I- I- I E ..- ....I .._ I .. .... f Prima ry 0.36 - , - T 1 -; - - I- - r _ T - -Inflow Area=42,486 sU 0.36- .36 - - - 0 ' '- - j - - - - .32 - 1 . I I 0.3 i I I I i f I I I I_ I I I I I �- - - - - - P - - 1- - I i ,,.,, I I I I _ -i _. _ I I . 0.26 ' r f I- . . .... 0.24=` i - - - - - - - - - - - -I - - I- - - -I - -1 - - I- - 0.22-' i I_ - J E L.. 1.. I - I - 1 - -i - -I - - I- - 3 0.2'' 1 - - - - -I - 1- - I - x -I - - I- - 1_.. __. ..I_ .__ ..1 I ...... L.. 0 0.14 I - 0.12' T - - -I 0.06:' ; 1._ ...I 0.04-. i 0.02- i i i i i i v . 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) i 173 Johnson Street, NA_Postdevelopment Type 11124-hr 10 yr Rainfall=5.04" Prepared by Sullivan Engineering Group, i.LC Page 8 HydroCAD®7.00 sln 001433 ©1986-2003 Applied Microcomputer Systems 11/1/2023 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Star-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Runoff Area=42,486 sf Runoff Depth=1,33" Flow Length=259' Tc=6.2 min CN=62 Runoff=1.51 cfs 4,701 of Subcatchment 2S: Roof Area of Addition Runoff Area=272 sf Runoff Depth=4.46" Tc=6.0 min CN=98 Runoff=0.03 cfs 101 cf Pond 1 P: Cultec Infiltration Field Peak Elev=92.45' Storage=32 of Inflow=0.03 cfs 101 of Outflow=0.00 cfs 101 of Link 1 L: Design Point 1 Inflow=1.51 cfs 4,701 of Primary=1.51 cfs 4,701 of Total Runoff Area = 42,758 sf Runoff Volume-4,802 cf Average Runoff Depth 1.35" I I 173 Johnson Street, NA_Postderrelopment Type II124-hr 10 yr Rainfall=5.04" Prepared by Sullivan Engineering Group, LLC Page 9 Fi droCADO 7.00 sln 001433 © 1986-2003 Applied Microcomputer Systems 11/1/2023 Subcatchment 1 S: Runoff = 1.51 cfs @ 12.10 hrs, Volume= 4,701 cf, Depth= 1.33" 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=5.04" Area (so CN Description 1,480 98 Existing House Roof 160 98 Existing Shed 1,720 98 Paved driveway 98 98 other pavement areas 18 98 ret. wall 300 98 slate walkway 396 98 pavers 30 98 bulkhead 38,284 58 Woods/grass comb. Good HSG B 42,486 62 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4,4 50 0.0360 0.2 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.5 57 0.0700 1.9 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.2 32 0.1800 3.0 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.1 120 0.0700 1.9 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 6.2 259 Total 173 Johnson Street, NA_Postdevelopment Type ll124-hr 10 yr Rainfall=5.04" Prepared by Sullivan Engineering Group, LLC Page 10 H droCADO 7.00 sln 001433 O 1986-2003 Applied Microcomputer Systems 11/1/2023 Subcatchment 1 S; Hydrograph f I I ! I I ! I I I I ! E I I 1---- � I I I I I I I Runoff I i I I I 1.5 CfS I I I I I I I Typellll 24-hr 10Iyr � I I I I I I I I I I Rainfall,=5.04" Runoff A'rea142,'I I486'sf I I I E I I I I I E I .,Runoff rVolume=4 OI cf- 1- r I I ! I I I I I I I 'I Runoff De,pthr1.3IT' F, lov' Lehgth=2�9" I I I Tc=&2 min IL N=,6 2 o- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 173 Johnson Street, NA_Postdevelopment Type !Il 24-hr 10 yr Rainfall=5.04" Prepared by Sullivan Engineering Group, LLC Page 11 H droCAD®7,00 s!n 001433 O 1986-2003 Applied Microcomputer Systems 11/1/2023 Subcatchment 2S: Roof Area of Addition Runoff -- 0.03 cfs @ 12.09 hrs, Volume= 101 cf, Depth= 4.46" 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=5.04" Area (sf) CN Description 272 98 Tc Length Slope Velocity Capacity Description (min) (feet) (Rift) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Roof Area of Addition nydrograph I I I I 1 I 1 I i I I I I 0.032--' 0.03 cfs 0.03- - - - - I ... ....... . ..... .... ... - -I Ty a-111 24-h r 1-0-yr 0.028 - - - -I - -I- - L - L -I - - L - - 1 0.028=' " I i I `� I I Rainfa11rt54.0' 0.024= - -Ii - - -_ - - - i RuA, of-Ar6..a- �72 IsU 0.022-: -,- L - T - 1 - 1 0.02 Ru�nof Voure=101c . Runoff Depth=4.46" 0.016, .r U. 0.014 - E .. - i - - - - -I - - t - - -I - - 1- Ta=.6.0.. min- 0.012 o.o,=- - - € - - - - - � - - -1 - ... -I - - ,- - - N=§8- 0.006-, - - - 1 1. .. 1 1 4. _... 4 - -I - - I- - a_ - -4 _. __ 1 .... .. 0.004 - I I I I ! 0.002- �- 5 B 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) E I i I I 173 Johnson Street, NAWPostdevelopment Type 1/124-hr 10 yr Rainfai1=5.04" Prepared by Sullivan Engineering Group, LLC Page 12 H droCADO 7.00 sln 001433 ©1986-2003 Applied Microcomputer Systems 11/1/2023 Pond 1P: Cultec Infiltration Field Rawls Rate = 1.02 inlhr Inflow Area = 272 sf, Inflow Depth = 4.46" for 10 yr event Inflow - 0.03 cfs @ 12.09 hrs, Volume= 101 of Outflow = 0.00 cfs @ 11.65 hrs, Volume= 101 cf, Atten= 86%, Lag= 0.0 min Discarded = 0.00 cfs @ 11.65 hrs, Volume= 101 cf Routing by Star-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 92,45' @ 12.61 hrs Surf.Area= 176 sf Storage= 32 cf Plug-Flow detention time= 50.4 min calculated for 101 cf(100% of inflow) Center-of-Mass det. time= 49.6 min ( 784.7 -735.1 ) # Invert Avail.Storage Storage Description 1 92.00' 123 cf 7.50'W x 23.50'L x 1.78'H Prismatoid ^� 315 cf Overall - 8 cf Embedded = 308 cf x 40.0% Voids 2 92.50' 8 cf 3.0"W x 12.5"H x 7.501 Cultec Contactor 100HDx 6 Inside#1 131 of Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.001416 fpm Exfiltration over entire Surface area Discarded OutFlow Max=0.00 cfs @ 11.65 hrs HW=92.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.00 cfs) Pond 'IP: Cultec Infiltration Field ydrograph 0.03 cfs - . - - - - - - - Discarded L... L. ..... I - -I - !- I- E -I � I- I- 0.032=` ' Inflow-Area 272-sf- 0.03:' , - 4- - -4 - --.I .... ....I I I I I. - --1 - 1 .1 -1- - 0.028- - - = - - - - - -I 1 peak -Elev=92;45' 0.026= - � - - 1 - -1 - -I - -1- - L I 1 - -1 _J I - -I- 0,024: 1 Sforage-32-� -- 0.02:' I 1 I I I I I I I I 0.018:' - - j - - - -I - -I - -1- - F - f - - - - - -I - -I- - 0 0.016 ' ' - I 1 I _1 -1 - -I- - r - T - T - -i - -1 - -I- -1- - 0.014 � ,- - I - - -4 - -1 - -I - - f- - I f - 4 -1 -1 - -I 0.008 I I I I I i E I I 0,006 1 I 0.00 cfs E I I , O'002 ' o= 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) i 173 Johnson Street, NA_Postdevelopment Type 11124Whr 10 yr Rainfall=5.04" Prepared by Sullivan Engineering Group, I_LC Page 13 HydroCAD®7.00 sln 001433 01986-2003 Applied Microcomputer Systems 11/1/2023 Link 1 L: Design Point 1 Inflow Area = 42,486 sf, Inflow Depth = 1.33" for 10 yr event Inflow = 1.51 cfs @ 12.10 hrs, Volume= 4,701 cf Primary 1.51 cfs @ 12.10 hrs, Volume= 4,701 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 f I I ! 1 l I € I I i I I i I I I iFA Inflow I I I I E I 1 i 1.51 fs 1 w 0 Primary Io AI Is I i I I i f I I I I I I I I I I I i 1 I f I I I ! I I I I ! I I I — — — — — — — — — — - - — — - 1 I I I I f I I 1 I 0- _ 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 173 Johnson Street, NA_Postdevelopment Type If/ 24-hr 25 yr Rainfall=6.20" Prepared by Sullivan Engineering Group, LLC Page 14 H droCADO 7.00 sln 001433 01986-2003 Applied Microcomputer Sy stems 11/1/2023 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=42,486 sf Runoff Depth=2.04" Flow Length=259' Tc=6.2 min CN=62 Runoff=2.41 cfs 7,227 cf Subcatchment 2S: Roof Area of Addition Runoff Area=272 sf Runoff Depth=5.51" Tc=6.0 min CN=98 Runoff=0.04 cfs 125 cf Pond 1 P: Cultec Infiltration Field Peak Elev=92.60' Storage=43 cf Inflow=0.04 cfs 125 of Outflow=0.00 cfs 125 cf Link 1 L: Design Point 1 Inflow=2.41 cfs 7,227 cf Primary=2.41 cfs 7,227 cf Total Runoff Area = 42,758 sf Runoff Volume= 7,362 cf Average Runoff Depth = 2.06" 173 Johnson Street, NA_Postdevelopment Type 11124-hr 25 yr Rainfall=6.20" Prepared by Sullivan Engineering Group, LLC Page 15 H droCAD®7.00 sln 001433 ©1986-2003 Applied Microcomputer Systems 11/1/2023 Subcatchment 1 S: Runoff - 2.41 cfs @ 12.10 hrs, Volume= 7,227 cf, Depth= 2.04" 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=6.20" Areas CN Description 1,480 98 Existing House Roof 160 98 Existing Shed 1,720 98 Paved driveway 98 98 other{pavement areas 18 98 ret. wall 300 98 slate walkway 396 98 pavers 30 98 bulkhead 38,284 58 Woods/grass comb., Good, HSG B 42,486 62 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlft ft/sec cfs 4.4 50 0.0360 0.2 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.5 57 0.0700 1.9 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.2 32 0.1800 3.0 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.1 120 0.0700 1.9 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 6.2 259 Total 173 Johnson Street, NA_Postdevelopment Type !1l 24-hr 25 yr Rainfall=6.20" Prepared by Sullivan Engineering Group, LLC Page 16 H droCAD@ 7.00 sh 001433 01986-2003 Applied Microcomputer Systems 11/1/2023 Subcatchment IS: Hydrograph f I I I I I I I I I I I I I I I 2.41 cfs I I I I I I I Type+lll 24-hr 251yr Ifall- I I 2- Runoff Area=42 '486'sf I I I ! 3! f Runoff,Volume=7,227! cf I I Runoff DepthI 7 04" l4- - f Le�gth=2�9" - - - I - -I - - I- - - - -' I k k I I k I Tc=61.2 min I 6 2 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Ttme (hours) i i 173 Johnson Street, NA_Postdevelopment Type III 24-hr 25 yr Rainfall=6.20" Prepared by Sullivan Engineering Group, LLC Page 17 HydroCAD®7.00 sln 001433 C 1986-2003 Applied Microcomputer Systems 11/1/2023 i Subcatchment 2S: Roof Area of Addition Runoff — 0.04 cfs @ 12.09 hrs, Volume= 125 cf, Depth= 5.51" 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=6.20" Area (so CN Description F - 272 98 - I Tc Length Slope Velocity Capacity Description (min) (feet) (ftfft) (ftlsec) (cfs) 6.0 Direct Entry, Subcatchment 2S: Roof Area of Addition Hydrograph 0.04 - - -I - - - - - - - - - - - - t - - - - - - E. .- ....I € .. CFtunoff - - -- - -- -- -- E-- -- -� -- o,a4 cfs - D.D36 Type-III 24-hr 25..yr..._. 0.034- ; _ - t. 1 - -1 ..,- I -_ -1 - RainiaM46.20�� D.D32=` ' � 0.03-' _ }Rur�Off,Ar6a=172 Ilsf- D.028 ' . �.. .... ... i �_ .. ..... & .. , 2&- 0024 - . - - - - - - - - - 'Ru of -V_o1u-fie=125--Ilcf_ { i. {. ... - I- - 0.022-' , E �. ... _.. i... .... 002_, - Runoff Depth 5 5�1'"- o t - -1 - -F- - - t - -1 - r - - I tT 0.018: Tc=&O-min- �- 0.012 ' .- - T f. I - - � - T_ - 1 1- - 0.01-' ,- - l -- - - - - - i - t - -� - - M ;- I - - - - - I- - - - - - - - - 0.008 ' ,- - 0.006 ' :- - - - - - - - - 0.002' 0 6 6 7 B 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 173 Johnson Street, NA_Postdevelopment Type ili 24-hr 25 yr Rainfall=6.20" Prepared by Sullivan Engineering Group, LLC Page 18 HydroCAD07.00 sln 001433 O 1986-2003 Applied Microcomputer Systems _ 11/1/2023 Pond 1 P: Cultec Infiltration Field Rawls Rate = 1.02 inlhr Inflow Area = 272 sf, Inflow Depth = 5.51" for 25 yr event Inflow = 0.04 cfs @ 12.09 hrs, Volume= 125 of Outflow — 0.00 cfs @ 11.55 hrs, Volume= 125 of, Atten= 89%, Lag= 0.0 min Discarded = 0.00 cfs @ 11.55 hrs, Volume= 125 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 92.60' @ 12.73 hrs Surf.Area= 176 sf Storage=43 of Plug-Flow detention time= 72.4 min calculated for 125 of(100% of inflow) Center-of-Mass det. time= 71.6 min ( 805.6 -734.0 ) # Invert Avail.Storage Storage Description _ 1 92.00' 123 of 7.50'W x 23.50'L x 1.79'H Prismatoid 315 of Overall - 8 of Embedded = 308 of x 40.0%Voids 2 92.50' 8 of 3.0"W x 12.5"H x 7.50'L Cultec Contactor 100HDx 6 Inside#1 131 of Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.001416 fpm Exfiltration over entire Surface area ,Piscarded OutFlow Max=0,00 cfs @ 11.55 hrs HW=92.02' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.00 cfs) Pond 1 P: Cultec Infiltration Field Hydrograph I I I € I [ _ - - - I - -I I I - { - - -I - I- 115 Inflow 0.04 i - L 1 - I - cfs L _ L _ _L _. discarded O04f Inflow Area=272 sf- 0.036 i - a - - - -I - -f- L... {. - -1 - fl.034-' peak Elegy=92-60'._ 0.032:' i -I - -I- - 0.03 7 — r -Storages---43-d_ 0,028: 0.026 L. I. I � I I - - - - - - - 0.022' E I u 0.02 i - - - - -i - -I - -I- L_. - - - - -I - -I 1- ... I .. .....I _ I _ I _. � -- -� -.. 1 ...I I _ 0.016 ` i L. ..... - 0.014 ` - 0.012 0.008 ' - 0.006 ` _ _ 0.00 ofS 0.002: 0= 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 173 Johnson Street, NA_Postdevelopment Type ill 24-hr 25 yr Rainfall=6.20" Prepared by Sullivan Engineering Group, LLC Page 19 H droCAD®7,00 sln 001433 O 1986-2003 Applied Microcomputer Systems 11/1/2023 Link 1 L: Design Point 1 Inflow Area = 42,486 sf, Inflow Depth = 2.04" for 25 yr event Inflow = 2.41 cfs @ 12.10 hrs, Volume= 7,227 cf Primary - 2.41 cfs @ 12.10 hrs, Volume= 7,227 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 Hydroyraph I E I I I I i I I I I I 1 I I I I I 1 I i �inflow I I I 1 I I I I I 1 I I Primary 2.41 cfs Inflow Area-=42,486 sf I I 1 I I '�— — — — — — — — — — — — — — — — — — — — — — 2 I I Ii I I I I E i I i E I I I I I I I I I I I I I I l I 1 I I I i I I I I I I 1 I I I I I 0- 5 6 7 8 9 10 11 12 13 1 '15 16 17 18 19 20 Time (hours) 173 Johnson Street, NA_Postdevelopment Type i1124-hr 100 yr Rainfafi=8.60" Prepared by Sullivan Engineering Group, LLC Page 20 H droCADO 7.00 s/n 001433 01986-2003 Applied Microcomputer Systems 11/1/2023 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 IS: Runoff Area=42,486 sf Runoff Depth=3.73" Flow t_ength=259' Tc=6.2 min CN=62 Runoff=4.47 cfs 13,204 cf Subcatchment 2S. Roof Area of Addition Runoff Area=272 sf Runoff Depth=7.69" Tc=6.0 min CN=98 Runoff=0.05 cfs 174 cf Pond 1P: Cultec Infiltration Field Peak Elev=92.93' Storage=68 cf Inflow=0.05 cfs 174 cf Outflow=0.00 cfs 169 cf Link IL: Design Point 1 Inflow=4.47 cfs 13,204 cf Primary=4.47 cfs 13,204 cf Total Runoff Area = 42,768 sf Runoff Volume = 13,378 cf Average Runoff Depth = 3.76" i 173 Johnson Street, NA_Postdevelopment Type III 24-hr 100 yr Rainfaii=8.60" Prepared by Sullivan Engineering Group, LLC Page 21 HydroCAD®7.00 s/n 001433 ® 1986-2003 Applied Microcomputer Systems 11/1/2023 Subcatchment 1S: Runoff = 4.47 cfs @ 12.10 hrs, Volume= 13,204 cf, Depth= 3.73" 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" Areas CN Descri tion 1,480 98 Existing House Roof 160 98 Existing Shed 1,720 98 Paved driveway 98 98 other pavement areas 18 98 ret. wall 300 98 slate walkway 396 98 pavers 30 98 bulkhead 38 284 58 Woods/grass comb. Good HSG B 42,486 62 Weighted Average Tc Length Slope Velocity Capacity Description __(min) (feet) (ft/ft) (ft/sec) (cfs) 4.4 50 0.0360 0.2 Sheet Flow, T Grass: Short n= 0.150 P2= 3.20" 0.5 57 0.0700 1.9 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.2 32 0.1800 3.0 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.1 120 0.0700 1.9 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 6.2 259 Total i i I I t 11 173 Johnson Street, NA_Postdeve[opment Type i1124-hr 100 yr Rainfaii=8.60" Prepared by Sullivan Engineering Group, LLC Page 22 HydroCAD®7.00 sln 001433 © 1986-2003 Applied Microcomputer Systems 11/1/2023 Subcatchment 1 S: Hydrograph 5- I I I I I ' I 1 E I i I I �Runoff I I I 4.47 efs I I I I I Type III 24-h r i1W yr 4 , - ainfa11�8.60" I I I Runbff Area�=4214861 sf II I I i I I I I ! I I I -iRunoff 1Volume�13j2041 cf- y Rono�f Qopth;=3,73„ 0 I I I I 1 !Flow Length=259' I I I I I I I fc=6.2 min I I I I I I I CW62 . y i I I I I fi 6 7 8 9 10 11 12 13 14 15 16 17 18 18 20 Time (hours) !E I i I. 173 Johnson Street, NA_Postdevelopment Type 11124-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 23 H droCAD®7.00 sln 001433 © '1986-2003 Applied Microcomputer Systems 11/1/2023 Subcatchment 2S: Roof Area of Addition Runoff - 0.05 cfs @ 12.09 hrs, Volume= 174 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 Rainfali=8.60" Area (so CN Description 272 98 Tc Length Slope Velocity Capacity Description min feet ft/ft) (ft/sec) (cfs 6.0 Direct Entry, Subcatchment 2S: Roof Area of Addition Hydrograph k I I I I I [ I E I ! I I 0.055- 05 CfS 0, I I I 1 0.05 ' I , i Type III, 24.;hr 100 yr 0.045= 1 t I 1 I Rainfall- 8.60`' 0.04: IRurioff,Ar a- 72 Sf 0.035-/ - L - - - - , - - L - _ �Ruooff Vo;1uCY e-�7411Cf- 0.03 I I I t - -I - -I- - � - � - - - Run'offDepth 769 A 0.025-' € € I I I 1 Tc=6.0 min 0.02- — —1 - -1— — — — —I — — — — —I — — I- - — — 0.015=` 0.01 0.005 ' Oki M w .✓ E n S B 7 8 9 10 it 12 13 14 15 1S 17 18 19 20 Time (hours) i 173 .Johnson Street, NA_Postdevelopment Type 111 24-hr 100 yr Rainfall=8.60" Prepared by Sullivan Engineering Group, LLC Page 24 WydroCAD®7.00 sln 001433 41986-2003 Applied Microcomputer Systems 1111 i2023 Pond 1 P: Cultec Infiltration Field Rawls Rate = 1.02 in/hr Inflow Area = 272 sf, Inflow Depth = 7.69" for 100 yr event Inflow = 0.05 cfs @ 12.09 hrs, Volume= 174 cf Outflow - 0.00 cfs @ 11.25 hrs, Volume= 169 cf, Atten= 92%, Lag= 0.0 min Discarded = 0.00 cfs @ 11.25 hrs, Volume= 169 cf Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 92.93' @ 13.06 hrs Surf.Area= 176 sf Storage= 68 of Plug-Flow detention time= 129.0 min calculated for 169 cf(97% of inflow) Center-of-Mass det. time= 117.0 min ( 849.8 - 732.8 ) # Invert Avail.Storage Storage Description 1 92.00' 123 cf 7.50'W x 23.601 x 1.79'H Prismatoid -- 315 cf Overall - 8 cf Embedded = 308 cf x 40.0%Voids 2 92.50' 8 cf 3.0"W x 12.5"H x 7.50'L Cultec Contactor 100HDx 6 Inside#1 131 cf Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.001416 fpm Exfiltration over entire Surface area piscarded OutFlow Max=0.00 cfs @ 11.25 hrs HW=92.02' (Free Discharge) 'L1=Exfiltration (Exfiltration Controls 0.00 cfs) Pond 1 P: Cultec Infiltration Field HydroUraph I ! I ! I — — — _ — — — — — — — I — —f— —I- IN Inflow 0 05 cfS EM Discarded I_ I I- I I I Inflow Area=272 sf 0.05- — — — — — — —1 — —I— — F- — t — f. _._ ._.I _ - ! I I -I- - I-- Peak -Elevc92.9B'- 0.04,' �i [I II -i ii II II II 1L1 LII SII tor Ia geI -6I 8- I - i I u. 0.025= -- —I— — — L — — — — I— —I— — _ f 0.015 — : -1- - — 1 0.00 cfs 0.005-_ " 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 173 Johnson Street, NA_Postdevelopment Type 11124-hr 100 yr Rainyall=8.60" Prepared by Sullivan Engineering Group, LLC Page 25 HydroCAD®7.00 s/n 001433 © 1986-2003 Applied Microcomputer Systems 11/1/2023 Link 1 L: Design Point 1 Inflow Area = 42,486 sf, Inflow Depth = 3.73" for 100 yr event Inflow -- 4.47 cfs @ 12.10 hrs, Volume= 13,204 cf Primary = 4.47 cfs @ 12.10 hrs, Volume= 13,204 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 Hydrocgraph - -I- - F- - t - -f - -I - - I- - f- - -T - -1 - - I- - r - T - - 5 I I 1 I I I f 0 Inflow I i I 1 I I 0 Primary - _ _ Inflow Area=42,486 sf 4.47 c s E I I i I i I ! f ! I F F I 4- ' - - -I - - - - I- - � - - - - - - i - -1 - - €- - 1- - € - i � _ 3 3 - - -4 - -1 - - 1- - - -} -1- - - 4 - -1 - u^°, 2 I ! ! I I ! I - t -. -1 _.. _.-I ..-.. .-... 1.... ..-. .f_ I- .... 1... ..... ...1 ...-.. ._I .. - - i-- - -I- - � 1 I I ! I I I I I ! ! I I ! I i I MT 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 173 Johnson Street, NA_Postdevelopment Type 111 24-hrone inch storm Rainfall=1.00° Prepared by Sullivan Engineering Group, LLC Page 26 H droCAD®7.00 s/n 001433 01986-2003 Applied Microcomputer Systems 11/1/2023 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 IS: Runoff Area=42,486 sf Runoff Depth=0.00" Flow Length=259' Tc=6.2 min CN=62 Runoff=0.00 cfs 0 cf Subcatchment 2S: Roof Area of Addition Runoff Area=272 sf Runoff Depth=0.75" Tc=6.0 min CN=98 Runoff=0.01 cfs 17 cf Pond 'IP: Cultec Infiltration Field Peak Elev=92.02' Storage=1 cf Inflow=0.01 cfs 17 cf Outflow=0.00 cfs 17 cf Link 1L: Design Point 1 Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Total Runoff Area = 42,768 sf Runoff Volume= 17 cf Average Runoff Depth = 0.00" 1 1 173 Johnson Street, NA_Postdievelopment Type 11124-hr one inch storm Rainfall=1.00" Prepared by Sullivan Engineering Group, LLC Page 27 H droCAD®7,00 sln 001433 © 1986-2003 Applied Microcomputer Systems 11/1/2023 Subcatchment 1 S: 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 one inch storm Rainfall=1.00" Area (so CN Description 1,480 98 Existing House Roof 160 98 Existing Shed 1,720 98 Paved driveway 98 98 other pavement areas 18 98 ret. wall 300 98 slate walkway 396 98 pavers 30 98 bulkhead 38,284 58 Woods/grass comb., Good, HSG B 42,486 62 Weighted Average -- Tc Length Slope Velocity Capacity Description min feet ft/ft ftlsec cfs 4.4 50 0.0360 0.2 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.5 57 0.0700 1.9 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.2 32 0.1800 3.0 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.1 120 0.0700 1.9 Shallow Concentrated Flow, Short Grass Pasture Kv=_7._0_fps 6.2 259 Total E I 173 Johnson Street, NA_Postdevelopment Type IIf 24-hr one inch storm Rainfaf=1.00" Prepared by Sullivan Engineering Group, LLC Page 28 HydroCAD®7.00 sln 001433 01986-2003 Applied Microcomputer Systems 11/1/2023 Subcatchment 1 S: Hydrograph I I I I I I I I I I I I I Type III 24-hr one inch storm ! I I I Rainfall=1.00" I I I I I I I ! I I Runoff ArgIa=4�,48� sf I I I Runoff Volume=0 cf I I I I Ruoff Oepth=O.P0" I I I I I Flow Length=259' I I I I I Tc::�6.2 rhin - I I I I I ! ! I CNF62 f I k I 9 I I I I I I I I I I I k I I I I I I I I I I I I I E I 1 I I I I I ! ! I I I O.00 cfs 1121211 1 1 1 1 I I I I I I I ji 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 173 Johnson Street, NA_Postdevelopment Type /it 24-hr one inch storm Rainfall=1.00" Prepared by Sullivan Engineering Group, LLC Page 29 HydraCAD®7.00 sln 001433 ©1986-2003 Applied Microcomputer Systems 111112023 Subcatchment 2S: Roof Area of Addition Runoff = 0.01 cfs @ 12.09 hrs, Volume= 17 cf, Depth= 0.75" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr one inch storm Rainfall=1.00" Areas CN Description 272 98 Te Length Slope Velocity Capacity Description min feet ft/ft ftlsec cfs 6.0 Direct Entry, Subcatchment 2S: Roof Area of Addition Hyarograph .... ..1 I I. L.. I.. L - -E - 0.006-' I I I I I I I C�Runoff .- - i - -I - -I- - L - i - 0.01cfs I i- -- I - -1- - 0.005 ' - -I - -I- - L - - -1 - - LTy-pe 111 24-hr.-one inch storm 0.005-' I 1 1 1 1 I 1 1 1 I Rdinfa11=1,00" o.00a-- - - I - -I - -i- - i - i - -� - ��r- - i .Rudloff�rea=27� Sf - - - - - - - - - - .... 0.004- Runoff Volume=17 of Runoff Oept�-O.�5"- 0.003 I I I I I I - — T — 1 -- -. 1 _ ....._ 1 1 I 1 - -T — —I — — I— — TTc=,6.Omin 0.003 ' 0.002- 0,002- 0.001- L — — —1 _ '_ L -i — I..... 1. _1 - I- 0.001 L. ...... --1 — —1— — r — rt - 0.000-' H. 0- 5 6 7 8 9 10 11 12 13 U 15 16 17 18 19 20 Time (hours) Ei I I I 173 Johnson Street, NA_Postdevelopment Type 11124-hr one inch storm Rainfall=1.00" Prepared by Sullivan Engineering Group, LLC Page 30 _ droCADO 7.00 sln 001433 0 1985-2003 A lied Microcomputer Systems 1111/2023 Pond 1 P: Cultec Infiltration Field Rawls Rate = 1.02 inlhr Inflow Area = 272 sf, inflow Depth = 0.75" for one inch storm event Inflow = 0.01 cfs @ 12.09 hrs, Volume= 17 of Outflow -- 0.00 cfs @ 12.18 hrs, Volume= 17 of, Atten= 23%, Lag= 5.2 min Discarded = 0.00 cfs @ 12.18 hrs, Volume= 17 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 92.02' @ 12.16 hrs Surf.Area= 176 sf Storage= 1 of Plug-Flow detention time= 5.1 min calculated for 17 of(100% of inflow) Center-of-Mass det. time= 4.4 min ( 763.0 - 758.5 ) # Invert Avail.Stora a Storage Description 1 92.00' 123 of 7.50'W x 23.501 x 1.79'H Prismatoid 315 of Overall - 8 of Embedded = 308 of x 40.0%Voids 2 92.50' 8 of 3.0"W x 12.5"H x 7.60'L Cultec Contactor 100HDx 6 Inside #1 131 of Total Available Storage # Routing Invert Outlet Devices 1 Discarded 0.00' 0.001416 fpm Exfiltration over entire Surface area 1scarded OutFiow Max=0.00 efs @ 12.18 hrs HW=92.02' (Free Discharge) T-1=Exfiltration (Exfiltration Controls 0.00 cfs) Pond 1P: Cultec Infiltration Field Hydrograph + - ' 0.006-" 0.005-' - - - - - - -i - -1 - -I - Inflow A rtea=272 sf- � - E - -I - -I - -I- - Peak Elev=92.02'-- 0.004 1_ i - - -1 - -I 0.00 cfs - L - - - i - j - -i I ..... .... I I i I I I Stara e= I 4!f..- 0.004:' .- - r - T - - -1 - -1 - -I - L - F - I.. i .. .. _ ...I - I 3 0.003:' - - t- - ; - -1 - -1 -1 - -I - I - r.. ...... ..1 .... ..-1 - -1- - 1-- - ° ! I I I I I I I f I LL 0.002 - - -- 0.002 - - I - i I .... I 1, # - 1 - - � I I I I I I 1 I I I [ I 0.001-' _ -- - - - - - - - - - - - - - � I 1 I € I I I I I ! f I 0.001- ' 1. 4- - -4 - -11 0.000=' 0= 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Y 173 Johnson Street, NA_Postdevelopment Type H/ 24-pr one inch storm Rainfaff=1.00" Prepared by Sullivan Engineering Group, LLC Page 31 HydroCADO7,00 s/n 001433 O 1986-2003 Applied Microcomputer Systems 1111f2023 Link 1 L: Design Point 1 Inflow Area = 42,486 sf, Inflow Depth = 0.00" for one inch storm 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 1L: Design Point 1 Hydrograph I I I I I I I I I I I I I I I I ! I f I I I I M Inflow I ! I I I I I ! I I I EM Primary I ! I I I I Inflow Area=42,486 sf I I I I I I I € I k I I I I I I I I I ! I I I I I I 1 I 1 I I I I I I I I l I I I I ! l I I I I i I I I I I I I I I I ! I 1 I 1 I d I I I I I 1 I I ! ! I I I ! ! I I I I I ! ! I I I I ! I I I I ! i I I I I I I I I I I I I I I i I I I I I I I 0.00 cfs 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours)