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64-596 - CANAL STREET - CONSERVATION COMMISSION (2) _ mal st: �7-10d No 2�Z e J ' COMMITMENT & INTEGRITY 40 Shattuck Road l Suite 110 T 866.702.6371 DRIVE RESULTS Andover,Massachusetts 01810 T 978.557.8150 ' www.woodardcurran.com F 978.557.7948 ' Hand Delivered ' 4 November 8,2017 ' ► Salem Conservation Commission Attn: Tom Devine WOODARD 120 Washington Street &CURRAN Salem, MA 01970 ' Re: Canal Street Flood Mitigation Project—Minor Plan Modification (DEP File#64-596) Dear Members of the Salem Conservation Commission: On behalf of the City of Salem, Massachusetts,Woodard&Curran, is pleased to submit this minor plan ' modification to the Canal Street Flood Mitigation Project which is currently in construction under an existing Order of Conditions, DEP File #64-596. The proposed work involves upgrades to the existing parking area at Forest River Park,which will create more available parking spaces while creating a more pedestrian friendly area. Along with parking lot upgrades, additional drainage improvements will be incorporated to provide stormwater treatment. Enclosed please find eight copies of the stormwater report and supporting documentation. The stormwater report includes a site locus, narrative, with the Project Plans attached separately. We respectfully request that you place this matter on your agenda for the next scheduled Public Hearing on ' November 16,2017. If you have any questions, please do not hesitate to call me at 1-978-482-7893 or mhansen()woodardcurran.com.Thank you for consideration in the matter. ' Sincerely, ' WOODARD&CURRAN tMichael Hansen., P.E. A P � Technical Manager P B", 1 Enclosure(s) �fn� w�d�fiz�r'� or" tcc: David K. Knowlton, P.E. (Salem—City Engineer) PN: 228340 I t Notice of Intent 1 • - Modification WOODARD Forest Park &CURRAN Parking I ' Improvements 40 Shattuck Road,Suite 110 ' Andover,Massachusetts 01810 866.702.6371 228340 woodardcurran .com City of Salem COMMITMENT & INTEGRITY DRIVE RESULTS November 1 0 m cn f f ' WOODARD- &CURRAN TABLE OF CONTENTS SECTION PAGE NO. 1. INTRODUCTION................................................................................................................................1-1 ' 2. WETLAND RESOURCE AREAS.......................................................................................................2-1 2.1 Wetland Resource Area Descriptions.............................................................................................2-1 ' 2.1.1 Bordering Vegetated Wetlands(BVW)...........................................................................................2-1 2.1.3 Coastal Bank..................................................................................................................................2-1 2.1.4 Land Subject to Coastal Storm Flowage(LSCSF).........................................................................2-2 3. EXISTING CONDITIONS...................................................................................................................3-1 4. POST-DEVELOPMENT CONDITIONS..............................................................................................4-1 i5. EVALUATION OF PERFORMANCE STANDARDS..........................................................................5-1 ' 6. HYDROLOGIC & HYDRAULIC ANALYSIS.......................................................................................6-1 6.1 Hydrologic Model............................................................................................................................6-1 6.2 Forest River Park............................................................................................................................6-2 7. COMPLIANCE WITH STORMWATER MANAGEMENT STANDARDS............................................7-1 8. CONSTRUCTION PERIOD EROSION AND SEDIMENT CONTROL PLAN.....................................8-1 9. CONCLUSION ...................................................................................................................................9-1 1 Canal Street Drainage Improvements(228340) i Woodard&Curran Stormwater Management Report November 2017 WOODARD r &CURRAN LIST OF TABLES r TABLE PAGE N0. Table 6-1: 24-hour Precipitation Depths................................................................................................6-1 LIST OF FIGURES ' FIGURE r Figure 1: Site Locus Map Figure 2: Soil Map Figure 3: Pre-Development Watershed Map Figure 4: Post-Development Watershed Map APPENDICES r Appendix A: Pond Inspection Report Appendix B: Design Plan Set(Bound Separately) r Appendix C: FEMA Flood Insurance Map Appendix D: Hydrologic Analysis (2-, 10-, 25-, 50-, & 100-Year Storm Events) ' Appendix E: Stormwater Checklist Appendix F: Soil Logs Appendix G: TSS Removal Worksheets r Appendix H: Water Quality Volume Calculations Appendix I: Operation and Maintenance Plan r r r r r r r Canal Street Drainage Improvements(228340) ii Woodard&Curran Stormwater Management Report November 2017 r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 L � 1 1 WOOD &CURRAN 1. INTRODUCTION Forest River Park (FRP) is an approximately 30-acre park located near Salem Harbor. A locus map of the site is ' included in this report as Figure 1. The park is home to a swimming pool, playground, Pioneer Village, and a Little League baseball diamond. Currently as a part of the Canal Street Flood Mitigation Project, FRP is undergoing a large amount of site improvements that include a new baseball field, new basketball court, improvements to Pioneer Village, and overall site improvements in that area. All the work to be done in this area is currently in construction under an existing Order of Conditions, DEP File no. 64-596.As part of the original design, the existing parking area was planned to be milled &overlaid with new asphalt. A separate project master plan for Forest River Park includes a full upgrade to this parking area which will ultimately increase the number of parking spaces available, as well as ' promote a more pedestrian-friendly environment. This report presents a summary of the wetland resource areas, existing and proposed stormwater conditions within the project area,which demonstrates compliance with applicable state and local regulations for the proposed parking lot improvements. 1 t 1 Canal Street Drainage Improvements(228340) 1-1 Woodard&Curran ' Stormwater Management Report November 2017 i 1 1 1 i li 1 1 1 1 Z � �1 � '� i 1 �` &WCURRAN 2. WETLAND RESOURCE AREAS As a part of the original design, the inland and coastal Wetland Resource Areas were delineated in the field by LEC ' Environmental Consultants, Inc. (LEC). In this section,the resource areas that are applicable to the proposed Forest River Park parking upgrades are discussed in detail. This section also references the attached Forest River Park Pond Inspection Report, located in Appendix A, prepared by Dr. David Mitchell, Ph.D., Certified Lake Manager (CLM). Dr. Mitchell conducted field evaluations of the Pond, including water quality analysis, to evaluate baseline conditions within the Pond, as well as evaluating the potential effects of the project on the Pond. The work to be completed does not propose impacts directly to the Pond, only to its buffer zones. ' 2.1 WETLAND RESOURCE AREA DESCRIPTIONS In accordance with the Act and the Salem Wetlands Protection Ordinance, existing protectable Wetland Resource Areas have been identified and characterized on or immediately adjacent to the project footprint. Wetland Resource Areas associated with Forest River Park parking lot include BVW, Bank, LUW, Coastal Bank, Coastal Beach, and LSCSF.These resource areas are described in the following subsections and the locations are shown on Drawing C- 103, located in Appendix B(bound separately). 2.1.1 Bordering Vegetated Wetlands (BVW) BVW is defined in 310 CMR 10.55(2) as freshwater wetlands which border on creeks, rivers, streams, ponds, and lakes. In these areas, soils are saturated and/or inundated such that they support a predominance of wetland ' indicator plants. The boundary of BVW is the line within which 50% or more of the vegetation community consists of wetland indicator plants and saturated or inundated conditions exist. A BVW is associated with the Pond located within the northern portion of Forest River Park. Vegetation within the BVW is dominated by a dense colony of common reed (Phragmites australis). Scattered individuals of mature sugar maple, red maple (Acer rubrum) and green ash (Fraxinus pennsylvanica) make up the canopy layer and the shrub ' layer includes seedlings from the canopy and pussy willow.(Salix discolor), red-osier dogwood (Cornus sedcea), glossy buckthorn (Rhamnus frangula) and blackberry (Rubus spp.). Patches of Japanese knotweed (Polygonum cuspidatum)are also located on the edge of the BVW in places. 2.1.2 Bank ' Bank is defined in 310 CMR 10.54 (2) (c) as the first observable break in slope or the mean annual flood level, whichever is lower. The lower boundary of a Bank is the mean annual low flow level. Bank is associated with the aforementioned Pond and is essentially coincident with Mean High Water, which was ' estimated in the field based on indicators of high water such as changes in vegetation, as shown on the Plans. The embankments are up to 4 feet along the southern shoreline and transition to the BVW system along the northern and eastern shoreline. 2.1.3 Coastal Bank ' Coastal Bank is defined at 310 CMR 10.30 the seaward face or side of any elevated landform, other than a coastal dune, which lies at the landward edge of a coastal beach, land subject to tidal action, or other wetland. Canal Street Drainage Improvements(228340) 2-1 Woodard&Curran Stormwater Management Report November 2017 OODARD 1 &CURRAN A vertical concrete seawall is located on the eastern side of Forest Park and protects the upland from the inundation ' of daily tides and most coastal stones. The seawall is defined in the Regulations as a coastal engineering structure. The upland protected by the seawall has a seaward face or side along the backside of the seawall.As such,there is a Coastal Bank adjacent to the wall and the top of Bank would be located along the interface between the upland and ' the seawall as defined in the MassDEP Wetlands Protection Program Policy 92-1. The Coastal Bank does not supply sediment to the coastal system, but its stability is important to the interests of Storm Damage Prevention and Flood Control. 2.1.4 Land Subject to Coastal Storm Flowage(LSCSF) LSCSF is defined at 310 CMR 10.04 as land subject to any inundation caused by coastal storms up to and including ' that caused by the 100-year storm,surge of record orstorm of record, whichever is greater. LSCSF is contained with the FEMA FIRM shows a Zone VE (el. 16) in Salem Harbor extending to the seawall and a Zone AE (el. 11) that includes the Forest River Park Pond, Pioneer Village, baseball field, basketball courts, and a portion of the recreational field, as depicted on the FEMA Map in Appendix C. 1 II Canal Street Drainage Improvements(228340) 2-2 Woodard&Curran Stormwater Management Report November 2017 t 1 1 1 1 1 1 A, ' WOOD` b CURRAN ' 3. EXISTING CONDITIONS The Forest River Park watershed is approximately 23.4 acres in size and consists of approximately 40% impervious ' surface cover.The current construction is taking place in the northern portion of the park where the basketball court, baseball field, Pioneer Village, and adjacent parking lot are located. The portion of this watershed area included in the parking lot improvements consists of approximately 9.2 acres and is,30% impervious. An existing conditions ' drawing can be found on Drawing C-100, located in Appendix B(bound separately). Under the current permitted design, a portion of the parking lot adjacent to the pond, is being directed to a bio- retention area that will provide TSS removal prior to discharging to the existing pond. The remaining area of the parking lot will drain via sheetflow across the parking area to the landscaped area behind the baseball field prior to discharging into the existing pond. For this analysis, the current permitted design will be analyzed as existing ' conditions. 1 1 III 1 Canal Street Drainage Improvements(228340) 3-1 . Woodard&Curran ' Stormwater Management Report November 2017 1 1 1 1 V ' 1 1 1 1 A ' WW000` &CURRAN ' 4. POST-DEVELOPMENT CONDITIONS The proposed upgrades to the Forest River Park parking lot include increasing the amount of available parking ' spaces, creating a more pedestrian friendly area, and incorporating additional stormwater treatment for the parking lot. ' Upgrades to the Forest River Park parking lot will include two additional bioretention areas to treat previously untreated stormwater runoff from the adjacent pavement prior to discharging into the existing pond. One bioretention area is located just south of the baseball diamond, adjacent to the parking lot.The other bioretention area is located ' at the center of the parking lot. For the northern portion of the parking area, stormwater will be collected by catch basins and directed through a Contech treatment device. This system will treat the remaining stormwater runoff from the parking lot watershed before discharging adjacent to the pond. 1 Forest River Park Parking Lot Improvements(228340) 4.1 Woodard&Curran ' Stormwater Management Report November 2017 1 (� 1 7 ' 1 1 AM* ' moo` &CURRAN ' 5. EVALUATION OF PERFORMANCE STANDARDS The Forest River Park parking lot upgrades will not result in any permanent and/or temporary disturbances to BVW, ' Bank, and Coastal Bank, however, disturbances will occur within the buffer zones of these resource areas. The location of these buffer zones can be seen on Drawing C-103, located in Appendix B(bound separately).The project site is within LSCSF, however there no performance standards for LSCSF in the Wetlands Protection Act. The project will result in the following impacts to the buffer zones: Resource Area Permanent(sf) BVW 0 Bank 0 Coastal Bank 0 LSCSF 10,053 BVW 100'Buffer Zone 4,235 Bank 100'Buffer Zone 23,400 Coastal Bank 100' 4,062 ' Buffer Zone ' In accordance with CMR 10.30(6), the parking lot will be graded to match pre-construction elevations at the end of the pavement to create no adverse effects on the stability of the coastal bank. Although there will be disturbance within the Buffer Zones, the proposed bioretention areas and Contech unit will provide TSS removal of stormwater runoff resulting in no adverse impacts on the Buffer Zones and adjacent resource areas. 1 Forest River Park Parking Lot Improvements(228340) 5-1 Woodard&Curran ' Stormwater Management Report November 2017 i � 6 1 1 1 OOD` &CURRAN 6. HYDROLOGIC & HYDRAULIC ANALYSIS 1 The following section outlines the hydrologic and hydraulic methodologies used to size the collection systems and ' improvements to the Forest River Park parking lot. 6.1 HYDROLOGIC MODEL ' The hydrologic model for the collection system was developed to estimate the peak rates of runoff for various frequency rainfall events.This information was used to size the following: ' • Bioretention areas and pipe diameter for the outlets;and • Pipe diameters for the underground collection system. ' Peak rates of runoff were predicted using HydroCAD® modeling software, developed by HydroCAD® Software Solutions LLC. The HydroCAD®software is based upon the Soil Conservation Service's Urban Hydrology for Small Watersheds(TR-55),which is an industry accepted standard. The HydroCAD®model calculates peak rates of runoff by considering various hydrologic parameters and the stormwater structural measures that directly influence the rate at which runoff is conveyed,from a watershed. The hydrologic parameters that were applied to perform these ' calculations are as follows: • Rainfall Depths: Rainfall depths were obtained from rainfall data maps included in "Technical Paper 40 — Rainfall Frequency Atlas of the United States."A Type-III rainfall distribution, as developed by the National t Resource Conservation Service (NRCS), was used, and an antecedent moisture condition of"2"for normal conditions was applied. The total precipitation depth associated with each rainfall event is outlined in Table 6-1. Table 6-1: 24-hour Precipitation Depths Rainfall Event Depth (Frequency) inches 10- ear 4.5 25-year 5.3 50-year 6.0 1 00- ear 6.7 • Curve Number: Curve numbers(CN)are specific to each watershed and are a function of the perviousness of the watershed cover,the underlying soil type, and antecedent moisture conditions. Surface cover for the project area was determined by using the aerial photos and topographic survey information provided by WSP USA Inc.and verified by field observations. • Time of Concentration: The time of concentration (TOC) represents the time for runoff from the hydrologically most-distant point of the watershed to reach the discharge location.They are specific to each ' watershed and are a function of the slope, length, and surface roughness of the flow path. For the hydrologic models, flow paths were refined using the topographic survey information and field observations of surface types. TOC values were calculated using Urban Hydrology for Small Watersheds TR-55 methodology. • Watershed Boundaries & Areas: Watershed boundaries were delineated using the topographic survey information. Forest River Park Parking Lot Improvements(228340) 6-1 Woodard&Curran Stormwater Management Report November 2017 WOOD` &CURRAN • Soils Map: The USDA Soils Maps and information for the project site is included as Figure 2. Results pertaining to the hydrologic modeling efforts are presented and discussed in Section 6.2. Supporting calculations, including the parameters that were utilized (for example, CNs, watershed areas, etc.), are provided in Appendix D. 6.2 FOREST RIVER PARK HydroCAD was used for the hydrologic analysis at the Forest River Park parking lot. An existing conditions model was created to determine current runoff rates was well as water surface elevations of the existing pond during different storm events and tides for the original Canal Street Flood Mitigation Project. The original watershed was approximately 23.4 acres and is comprised of impervious surfaces, wooded areas, and grasses areas. The original watershed is approximately 40%impervious. Figure 3 contains an existing conditions watershed drawing. I The new parking lot will be separated into 5 different sub watersheds that are outlined on the watershed map contained in Figure 4. The 5 sub-watersheds are delineated from Watershed 3 of the existing conditions. Below is a I description of each of the 5 proposed sub-watersheds associated with the parking lot: Sub-watershed 1 is the northern portion of the parking lot and adjacent neighborhood.This area is approximately 2.4 acres and is 47% impervious. Stormwater runoff in this area will travel via sheet flow across the pavement and be collected by a Catch basin before being directed to a Contech system. The Contech system will provide 80% TSS removal prior to being directed to a spillway north of the pond. Sub-watershed 2 is the portion of the parking lot and the adjacent neighborhood directly south of Watershed 1. This area is approximately 2.8 acres and is 31%impervious.Similar to sub-watershed 1,stormwater runoff in this area will I travel via sheet flow across the pavement and be collected by a catch basin before being directed to a Contech system. The Contech system will provide 80% TSS removal prior to being directed to a spillway to the north of the pond. Sub-watershed 3 is the southern portion of the parking lot. This area is approximately 2.8 acres and is 24% I impervious. Stormwater runoff from this area will travel via sheet flow across the parking lot and be collected through a series of curb cuts before being directed to bioretention area #2. The bioretention area will provide 80% TSS removal prior to being collected by an underdrain and directed to the existing pond. Sub-watershed 4 is the eastern most portion of the parking lot that is directly adjacent to the pond. This area is approximately 1.1 acres, and is 30% impervious.Stormwater runoff form this area will travel via sheet flow across the pavement and be directed into bio-retention area #1, that is permitted under the existing order of conditions. The bioretention area will provide satisfactory treatment to the runoff prior to discharging to the pond. Sub-watershed 5 is a small area nested between sub-watersheds 2 and 3 in the parking lot. This area is approximately 0.1 acres and 58% impervious. Stormwater runoff in this area will travel via sheet flow across the pavement and be collected through a curb cut, directing the runoff to bioretention area#3 The bioretention area will provide 80% TSS removal prior to being collected by an underdrain connected underground drainage system associated with Watersheds 1 and 2 and being directed to a spillway north of the pond. I 1 Forest River Park Parking Lot Improvements(228340) 6-2 Woodard&Curran Stormwater Management Report November 2017 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 � L � 1 1 ' WOOD` &CURRAN ' 7. COMPLIANCE WITH STORMWATER MANAGEMENT STANDARDS Per section 310 CMR 10.05(6) of the Massachusetts Wetlands Protection Act (WPA) regulations, the proposed ' project is subject to the provisions of the MassDEP Stormwater Management Standards as defined by the Massachusetts Stormwater Handbook (MassDEP, 2008). The following sections describe the applicability of these Stormwater Management Standards and demonstrate that the Canal Street Flood Mitigation Project complies with ' these requirements.A copy of the Checklist for Stormwater Report is also included in Appendix E of this report. The below sections describe each Standard and the project's optional or required compliance with that standard. STANDARD 1: NO NEW UNTREATED DISCHARGES ' No new untreated discharges are proposed as a part of this project. All proposed outlets will have proper treatment as noted on the design plans contained in Appendix B (bound separately).All proposed discharges will be treated in bioretention areas or a Contech system before being discharged. ' STANDARD 2: PEAK RATE ATTENUATION The proposed ouffall at Forest River Park will discharge to land subject to coastal storm flowage as defined in 310 ' CMR 10.04 of the WPA Regulations. For this reason, it is Woodard & Curran's opinion Standard 2 waiver is appropriate because the project is in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. ' STANDARD 3: RECHARGE ' Woodard & Curran performed test pits on October 26, 2017, and observed soil conditions that consisted of Loamy Sands underlain with bedrock. A copy of the soil logs is provided in Appendix F of this report. Given the shallow bedrock conditions, infiltration has not been accounted for as a part of this project. For this reason, it is Woodard & ' Curran's opinion that this Standard has been met to the maximum extent practicable. STANDARD 4: WATER QUALITY The project proposes two new bioretention areas, one bioretention area under the currently permitted project, and a Contech system with catch basins which will provide the required 80%Total Suspended Solids (TSS)Removal Rate. This can be seen in the TSS Removal Worksheet attached in Appendix G. Standard 4 also requires the proposed BMPs meet the minimum Water Quality Volume (WQV) of one half inch times the total impervious area of the watershed.WQV calculations can be found in Appendix H. Bioretention Area#1 was a part of the currently permitted Canal Street Flood Mitigation Project.The area will receive ' a WQV of 606 cubic feet, but was designed with 3,752 cubic feet of available storage. This bioretention area will receive runoff from Watershed 4,which is 1.1 acres. ' Bioretention Area#2, which collects stormwater runoff from Watershed 3,will collect a WQV of 1,222 cubic feet, but was designed with 2,680 cubic feet of available storage. ' Bioretention Area #3 collects stormwater runoff from Watershed 5. This smaller biorientation area was designed to reduce the amount of runoff being directed into catch basins and increase the amount of green infrastructure on the site. Due to site constraints,a larger bioretention area could not be designed within the footprint of the parking lot and Forest River Park Parking Lot Improvements(228340) 7.1 Woodard&Curran ' Stormwater Management Report November 2017 WOODARD ' &CURRAN the parking lot could not feasibly be graded to treat a larger WQV. This bioretention area will receive a WQV of 113 t cubic feet, but has 2,470 cubic feet of available storage. The Contech system will receive stormwater runoff from Watersheds 1 and 2 via catch basins. The system will provide the necessary 80% removal rate.The subsurface drainage system was designed to convey the WQV for the t two watersheds. With the information provided in both Appendix G and H, it is Woodard &Curran's opinion that the proposed project ' meets Standard 4 of the MassDEP Stormwater Management Handbook. STANDARD 5: LAND USES WITH HIGHER POTENTIAL POLLUTANT LOADS ' The Site does not include Land Uses with Higher Potential Pollutant Loads.Therefore,this standard does not apply. STANDARD 6: CRITICAL AREAS ' The proposed project does not lie within aiCritical Area as defined in the Massachusetts Stormwater Handbook. Therefore, it is Woodard&Curran's opinion that this standard is not applicable to the proposed project. ' STANDARD 7: REDEVELOPMENTS AND OTHER PROJECTS SUBJECT TO THE STANDARDS ONLY TO THE MAXIMUM EXTENT PRACTICAL ' The proposed project includes the additional of impervious cover to the site therefore it is not a redevelopment project. It is Woodard & Curran's opinion that the proposed work complied with Stormwater Management Standards ' 1, 4, 5, 6, 7, 8, 9, and 10 and with Standard 3 to the maximum extent practicable due to soil type within the project area. As stated above, a waiver is requested for Standard 2 due to the Site's location within land subject to coastal storm flowage. STANDARD 8: CONSTRUCTION PERIOD POLLUTION PREVENTION AND EROSION AND ' SEDIMENTATION CONTROL ' A plan to control construction-related impacts, specifically erosion and sedimentation, has been developed for the proposed project. The proposed project has been designed to minimize land disturbance and preserve vegetation to the maximum extent practicable. The proposed construction BMPs have been designed in accordance with , Massachusetts Erosion and Sediment Control BMPs Handbook published by the MassDEP. A Construction Period Pollution Prevention and Sedimentation Control Plan outlining the BMPs and pollution prevention measures proposed for erosion and sedimentation control, including maintenance and inspection requirements, is provided in ' Section 8 of this report. The project is currently being constructed under an existing NPDES Construction General Permit. The proposed improvements do not create additional construction period disturbances and therefore will be constructed under the existing permit. For this reason, it is the opinion of Woodard & Curran that this Standard is ' met. STANDARD 9: OPERATION AND MAINTENANCE PLAN t A long-term operation and maintenance plan has been developed and is provided in Appendix I. STANDARD 10: PROHIBITION OF ILLICIT DISCHARGES ' It is Woodard & Curran's opinion that the proposed project will not result in any illicit discharges to the stormwater management system.An Illicit Discharge Compliance Statement will be submitted prior to construction. , Forest River Park Parking Lot Improvements(228340) 7-2 Woodard&Curran Stormwater Management Report November 2017 ' 1 1 1 1 1 1 1 1 1 1 � i 1 1 �`' 1 g 1 1 1 1 1 ' DARD CRRAN y�rOURRAN tk ' 8. CONSTRUCTION PERIOD EROSION AND SEDIMENT CONTROL PLAN As stated in previous sections,construction under an existing order of conditions is currently in progress. As a part of ' this construction, erosion and sediment controls have been implemented and will remain in place for the construction of the additional parking lot improvements.The measures that will be used are described below: ' • Perimeter Sediment Controls: Silt Socks have been installed on the site as a part of the on-going construction at Forest River Park.All barriers will remain in place until all disturbed areas are stabilized. ' All Stormwater Management features shall be inspected and maintained during construction. i Forest River Park Parking Lot Improvements(228340) 8-1 Woodard&Curran ' Stormwater Management Report November 2017 1 1 1 1 1 1 1 1 1 1 6 i 1 1 1 1 1 1 1 1 I t yy 0` ikCURRAN 9. CONCLUSION In conclusion, the proposed parking improvements to Forest River Park will have no adverse impact on the ' surrounding areas. The upgrades will provide a much greater use of the parking lot at Forest River Park and have been designed to meet all state and local regulations. 1 1 1 Forest River Park Parking Lot Improvements(228340) 9-1 Woodard&Curran Stormwater Management Report November 2017 C ' fTl 1 1 1 1 1 1 1 1 1 1 MARD� &CURRAN 1 FIGURES Canal Street Drainage Improvements(228340) Woodard&Curran ' Stormwater Management Report November 2017 -------------- Haittidt _ill �01 Rock i o �a ESSEiXs D� ,. HavaKorne Cove- N �'I o HatcnS Marina arf ALE_M Wh �dmC� I Derby Wharf W E WARD�ST,' 5T, Z Derby Wharf Light I IL.I S ��Plckering) South Fol, 1 �G a�LJacKsox$7c wharf) IU �� Long Point 1\j h [TT] Palmer l 1 �r, ?� � Cove Q�[R N Sr Palmer Point 1 vFq` U �� F� s SITE LOC US �� — Salem' _ •. , .. _. ;, .� W7e�s col MtisT ��_ . Do � it Pickering Point r, SSC Harris' P 114 \ Salem_ oho tat ® Jeggid. 1 College Island o 1 �1 SrAr�oN=R° MARB'LEH'EAD • MOFFq TTRpj �� - n 114 9NEL�L I F.o e O �IEVV�S.T Le ,�,� A ' SOURCE: USGS TOPOGRAPHIC MAP JOB NO 228mo °o snm°MRw6.G 0s CITY OF SALEM, MASSACHUSETTS DAZE:JUNE 25,2015 11,50' u.�m°wmau10 SITE LOCUS MAP scnLe. %�.aDG' _` HiN7.6m I wmv.rwOarEwn°n.wm 1 WOODARD CDBrmoea UMGsmoxrvsMULM DESIGNED BY: BTP Mn CHECKED BY: DAW FLOOD MITIGATION PROJECT Fig 1 &CURRAN DRAWN BY: BTP FIGURE 1 -SIT LDCUSdw r r f 3pelr . �r 102C s i 4 �� 5#_. dam♦ P.• 602�� < �estNF `lk� 102E ' FTM `� A � + ` �� .1�. Y nPt �� r ' ♦`i. BOM Amp aq opo¢b¢ �� Y •1 _ _ r n: n Soil Map—Essex County,Massachusetts,Southern Part MAP LEGEND MAP INFORMATION Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at E] Area of Interest(AOI) Ston Spot 1:15,800. 4 y Solis Very Stony Spot Warning:Soil Map may not be valid at this scale. Q Soil Map Unit Polygons Wet Spot Enlargement of maps beyond the scale of mapping can rause ,y Soil Map Unit Lines misunderstanding of the detail of mapping and accuracy of soil r5 Other line placement.The maps do not show the small areas of ® Sail Map Unit Points Special Line Features contrasting soils that could have been shown at a more detailed Special Point Features scale. (,to Blowout Water Features ,.._: Streams and Canals Please rely on the bar scale on each map sheet for map Borrow Pit Tmeasurements. Transportation Clay Spot 1-1-! Rails Source of Map: Natural Resources Conservation Service 0 Closed Depression Web Soil Survey URL: Interstate Highways Coordinate System: Web Mercator(EPSG:3857) Gravel Pit ti 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 Landfill distance and area.A projection that preserves area,such as the 'Z'� Local Roads Albers equal-area conic projection,should be used if more pp Lava Flow - Background accurate calculations of distance or area are required. rt Marsh or swamp Aerial Photography This product is generated from the USDA-NRCS certified data as of the version date(s)listed below. i Mine or Quarry Soil Survey Area: Essex County,Massachusetts, Southern Part Miscellaneous Water Survey Area Data: Version 13,Sep 14,2016 Perennial water Soil map units are labeled(as space allows)for map scales 4� Rock Outcrop 1:50,000 or larger. . . Saline Spot Date(s)aerial images were photographed: Aug 10,2014—Aug 25,2014 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 Soil Survey 1 01412 01 7 Conservation Service National Cooperative Soil Survey Page 2 of 3 ' Soil Map—Essex County,Massachusetts,Southern Part ' Map Unit Legend ' Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 102C Chatfield-Hollis-Rock outcrop 5.6 41.4% complex,0 to 15 percent ' slopes 102E Chatfield-Hollis-Rock outcrop 0.9 6.5% complex,15 to 35 percent ' slopes 3116 Woodbridge fine sandy loam,0 0.0 0.0% to 8 percent slopes,very stony ' 602. Urban land 4.3 32.1% 651 Udorthents,smoothed 2.7 20.0% Totals for Area of Interest 13.4 100.0% t 1 usoA Natural Resources Web Soil Survey 10/4/2017 e Conservation Service - National Cooperative Soil Survey Page 3 of 3 i " 2h MEET 1:1 - y WATERSHED 2 AREA = 3.78 — TIME OF CONCENTRATION = " s- J. i J �I { / \ /i' 6/� tel_ ✓./ �„».. - ._>. F<"� 1.-v I I� i / � J ') / \�_ l „� �`,✓' -v- � � � - . V2�.ni)/ z�'��I 4�>� li�V �.�t� ✓ ��- ,ice- .� ��. � ��\ ��;� _ �i�� pU _ t \ ZV j'� J . WATERSHED 3 y AREA = 11.85 ACRES {• 1111 V v-- 1� ,A,I l� ✓ r 2 / WATERSHED 1 E .. AREA - 6.79 ACREScl �- vv 1 w �� ✓� �� ! �j (� �v V - POND \fig RAIN CARDEN ` 1;� �/ �. O ��y SUB—WATERSHED 4 _ A 1 ACRES r, :. ! /• _ ��\1 r �, , �,-If .- � �rla'i,nvE x � „.�,, / -O .. 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'i h mc 41 A ` _ - r mm �l Di mN N t ww r U if / 1 >L/) i / A _ m m D 1 y ` ;j co y \ _ �m D� 0 D C7 C) �� . 1 A l n II y l / t , i I._ 0) AL4 m m A N o z I; r III. DiI / / I� � 1/ mm r i / m R = CITY OF SALEM, MASSACHUSETTS 003ha1Wc8R.cLS.IM110 DEPARTMENT OF PUBLIC WORKS Mdmr,Masuchuutts 01810 866.M]. 1 I w moo0ar0wman.com EXISTING CONDITIONS WT m g s DRAINAGE AREAOWOW OD` FOREST RIVER PARK REV DEsaIPnDN oAIF &CURRAN COMIMNEENT&INTEGROYORWRESULM W PARKING UPGRADES DESICNM 9T ASM CHECKEn BV:HCP DRAWN 3r ASM o n o D ~ 1 1 1 1 1 1 1 1 1 1 1 1 1 � � 1 1 b � 1 � _ _ 1 ' C & ODARD CRRANURRAN ' APPENDIX A: POND INSPECTION REPORT ' Canal Street Drainage Improvements(228340) Woodard&Curran Stormwater Management Report November 2017 ' June 22, 2015 David A. White, P.E. ' Senior Vice President Woodard and Curran 95 Cedar Street, Suite 100 Providence, RI 02903 RE: Forest River Park Pond: Site Inspection and Evaluation of Potential Impacts of the Canal ' Street Flood Mitigation Project ' Dear Mr. White: LEC Environmental Consultants, Inc. ("LEC") and Dr. David F. Mitchell, Ph.D., Certified Lake Manager ' (CLM) conducted site inspections at Forest River Park(FRP) in Salem, Massachusetts, in association with the Canal Street Flood Mitigation Project("Mitigation Project") designed by Woodard and Curran ' (W&C) on behalf of the City of Salem. These inspections were conducted in January and June 2015 to allow assessment of the current ecological function of the FRP Pond and the potential effects of the proposed Mitigation Project. Important sub-tasks of these inspections included a watershed ' reconnaissance,pond function characterization, water.quality sampling, and inspection of the proposed outfall location. The results of the assessment are provided below. ' SITE AND WATERSHED INSPECTIONS Obiectives of the Site Inspections Site inspections were conducted on January 15 and June 4, 2015 of a small pond(the "Pond") located in ' Forest River Park in Salem, MA (Figure 1). The purpose of these site inspections was to: ' • Visually inspect the Pond,basin setting and shoreline; • Collect measurements of Pond water and soft sediment depths; ' • Collect a representative water quality sample in a central location; and • Inspect the existing and proposed outfall location and downgradient marine resources. ' In addition, a limited watershed reconnaissance of the local environmental setting in the vicinity of the Pond was conducted to establish the sources of water to the pond, patterns of hydrologic flow, and ' potential sources of sediments or nutrients to the Pond. Of potential interest was the routing of stormwater and overland flow from local urban areas and roadways into the Pond. Pond and watershed information was used to support an evaluation of the potential effects of the proposed Mitigation Project ' on the Pond. Photographs of the Pond and local environment are provided in Appendix A, with Set A and Set B corresponding to the January and June inspections, respectfully. ' Final Report—June 22,2015. Forest River Park Pond Site Inspection/Page 1 1 Visual inspection of the Pond , The Pond(Appendix C, Figure 1) is a slightly elongated basin running east-west with an estimated area of 0.69 acres based on limits of wetland resource area Bank flagging (see photos A1-6; 131-4) established by LEC. The Pond lies in a slightly depressed basin with higher banks (3-4 ft) on the southern shoreline. The ' eastern limits of the Pond are located only about 15-20 ft from the edge of the seawall (see photo A10). This makes it very vulnerable to storm overwash and sea spray,particularly at high tide. The Pond surface , water elevation was high during the January inspection with water encroaching on the northern shoreline but was down by more than 1 ft in June following several dry months (April-May 2015). The Pond is bordered by variably dense vegetation on all sides, including large trees and stands of the invasive species , common reed(Phragmites australis). Another invasive species, Japanese knotweed (Polygonum cuspidatum), was noted in the buffer zone upgradient from the Bank. ' The original nature of the area currently occupied by FRP Pond basin is uncertain. Some anecdotal evidence suggests that prior to the construction of the seawall it may have contained tidal wetlands, ' although this is not documented by existing historical maps. Neither the Pond nor any pre-existing wetland area was shown on the 1893 United States Geological Survey(USGS) map of Salem(USGS 1893). However,both Forest River Park and the Pond are depicted on the 1940 version (USGS 1940). , Land for Forest River Park was reported to be acquired from the former Hemenway estate for the City of Salem in 1907 (Salem Public Library 2010). At some time in the last century the Pond was developed as an aesthetic feature for Forest River Park. The Pond borders the "Pioneer Village" created for the 1930 ' tercentenary(300`h anniversary) of the founding of Salem (photos A8-9, A19-20). The existing watershed(drainage basin) of the Pond is approximately 25.3 acres (W&C 2015). Land uses ' in the watershed include: grassed park land and ball fields, a basketball court, local roadways and , neighboring high density residential areas to the north and west. Stormwater is discharged into the park by 12" corrugated metal pipe (CMP) outfall located at the northwest corner of the Park(photo A22) and a 12"broken PVC pipe located at the Park entrance (photos A23-24). There is no formal stormwater ' conveyance system within the Park. However concentrated surficial flow extends along the eastern portion of the park toward the northwest corner of the Pond. The Pond has no natural tributaries but periodically receives overland flow from the immediate watershed ' and stormwater routed from the ball fields (photo A21) that enter the Pond at the northwest corner (photo ' A8, photo 136). Stained areas and accumulation of leaves and debris associated with overland flow were apparent during the site inspection in January and standing water was located there after a precipitation event in June (photo 135). There is a short vegetated swale draining higher portions of"Pioneer Village" ' to the Pond(photo A9) that acts as overflow from a demonstration well and pump. The swale was not flowing during either January or June inspections. ' The Pond does not appear to receive much groundwater input due to the small and rocky nature of the watershed and surrounding landscape (considerable ledge). In addition, the fine silt texture of the , sediments is not typically conducive to groundwater inputs (i.e., coarse or sandy sediments are usually needed). ' Final Report—June 22,2015. Forest River Park Pond Site Inspection/Page 2 ' ' Inspection of the Existine and Proposed Outfall Locations An 8" inch pipe located at the eastern end of the Pond functions as an outlet from the Pond to Salem ' Harbor; however,the functionality of the outlet appears to be compromised. The upgradient inlet within the Pond is susceptible to clogging by debris within the Pond(photos 137-9). On the downgradient outlet end of the pipe, beach sand appears to bury the pipe thereby restricting flow from the Pond. It is likely ' that the poorly functioning drainage pipe promotes stagnation of the Pond. ' The Pond outlet was observed by LEC staff during wetland flagging but was not visible during the January inspection due to ice cover. The outlet was clearly visible in June (photos 137-9) due to the lower water level and the 8"pipe located under a rectangular stone cover appears nearly blocked (photos 138-9) ' by debris from the Pond. There is a roadway just east of the Pond and a short seawall with three drainage ports designed only to drain the roadway from wave overwash(photos A13-15). There is manhole in the ' roadway(photo Al2) located approximately where the outlet would be expected but no confirmation of its utility or connection with the Pond outlet was possible at the time of inspection. However,previous utility investigation by the City and field surveys confirmed the manhole is located on the outlet pipe ' (Woodard and Curran, 2015). The patterns of accumulated debris and Phragmites remains along the fence and seawall suggest that, at least during some storm events, the Pond overflows its basin onto the roadway and water is subsequently drained by these ports. ' Observations of the intertidal zone seaward of the existing and proposed outfall location were conducted ' during the site inspections. The existing outlet discharges through/over the seawall to a small sandy tidal flat that appears to provide shellfish habitat. The tidal flat provides a feeding and resting area for ducks and waterfowl at low tide (photos A16-18). During the January site visit,numerous birds were observed ' feeding or resting on this tidal flat area but this area was largely empty in June (photos.B13-15). ' Pond Water Depth and Sediment Depth Winter observations provide a useful snapshot of Pond conditions during a biologically inactive period. Water quality would be expected to be less affected by Park seasonal activities and would be near ' baseline conditions. The ice cover and resultant lack of light (preventing photosynthesis) allows more direct evaluation of potential sediment oxygen demand. In contrast, summer inspection allows observation of fluctuation of water level, additional water quality characterization following spring ' runoff, and assessment of the biological community in the Pond during the growing season. ' In January, the Pond was covered with about 3-4"of fresh clear ice and was safely accessible at all points for water and sediment depth measurements. Holes were chipped in the ice at 11 locations scattered around the Pond(Figure 2). Water and soft sediment depth were measured by a calibrated rod(photo A7) ' and the results are presented in Table 1. When the Pond was revisited in June, several points were revisited and water depth recorded (shown in parenthesis on Table 1). ' In January, the water depth ranged between 2.0 and 2.8 ft with an average of 2.5 ft. [Note: this is probably an overestimate of true water depth since the weight of the ice can push water up in the ' observation holes]. The sediment depth was more variable, ranging between 0.8 and 3.8 ft with an average of 2.1 ft. The sediment was very uniform and consisted of fine black silt with some organic muck. The presence of hydrogen sulfide (112S) in some locations indicated anaerobic conditions, but little ' ebullition of bubbles was noted suggesting methane release was limited. Little leaf material was ' Final Report—June 22,2015. Forest River Park Pond Site Inspection/Page 3 recovered but some organic remains were found at FRPP-1, which was within the flooded zone near the , Phragmites stand to the north. (Appendix C, Figure 2) Table 1. Water and Sediment Depths at Forest River Park Pond (1/15/15 and 6/4/15) Water , Location depth Sediment Total Sediment Observations (ft)* depth ft depth ft , FRPP-1 2.5 1.1 3.6 black, organic with visible plant remains FRPP-2 2.6 (l.2) 1.7 4.3 fine silt over a hard bottom FRPP-3 2.0 2.5 4.5 fine silt,mild H2S odor ' FRPP-4 2.6 2.9 5.5 fine silt mixed with organic muck FRPP-5 2.6 (l.4) 0.8 3.4 fine silt mixed with organic muck ' FRPP-6 2.5 (l.2) 1.4 1 3.9 fine silt mixed with organic muck FRPP-7 2.7 1.8 4.5 fine silt mixed with organic; mild H2S odor , FRPP-8 2.8 2.0 4.8 fine silt mixed with organic muck FRPP-9 2.2 2.7 4.9 fine silt mixed with organic; mild H2S odor FRPP-10 2.7 3.8 6.5 fine silt mixed with organic; strong H2S odor ' fine silt mixed with organic muck;WQ sample FF-PP-11 2.7 (l.5) 2.7 5.4 taken *Value in parenthesis is the June 2015 reading taken at approximately the same location. t In June, it was evident that, despite the recent precipitation two days earlier,water level elevation was ' down at least 1 ft due to the lack of precipitation in the antecedent month. This decrease is consistent with observations of the outlet and water depths recorded at four points. Water depth in the Pond at the four points averaged slightly over 1.3 ft. , There was evidence that some of the bottom material had been floated to the surface due to the water ' input from recent rains (photos B 10-12). There were patches of green filamentous algae attached to these mats (photos B11-12). Despite the shallow depth there were no submerged rooted aquatic plants (macrophytes) on the Pond basin bottom or any floating-leaved macrophytes present (e.g., waterlilies or , duckweed). The lack of these important primary producers within the Pond basin indicates it provides poor substrate for many macroinvertebrates that use the plants for food, resting, and habitat. ' Based on the average water depth in January(2.5 ft) and surface area(approximately 30,000 ft),the Pond's winter volume was estimated at 75,000 ft' or about 561,050 gallons. It had been reported that the , pond area and volume can be much reduced during the late summer in some dry years. This is consistent with our observations in June when the summer volume of the Pond was estimated at 39,000 ft' or about 291,740 gallons. Due to the episodic and unpredictable nature of stormwater inputs into the Pond, no , estimate of the average hydraulic retention time (HRT) or flushing can be reliably calculated. 'Reported observation of Director Warren, Salem Sound Coast Watch. Final Report-June 22, 2015. Forest River Park Pond Site Inspection/Page 4 ' Pond Water Quality Two surface water quality samples were taken at location FRPP-11 (Figure 2), one each in January and ' June. The water quality samples were delivered to GeoLabs, Inc. of Braintree, Massachusetts and analyzed for general parameters (pH, alkalinity, and specific conductivity); nutrients (total phosphorus (TP), nitrate-nitrogen(NO3-N), nitrite-nitrogen (NO2-N), ammonia-nitrogen(NH3-N) and total Kjeldahl- nitrogen (TKN); chemicals of interest (chloride, iron, and selenium); and biological oxygen demand (BOD). The results of the water quality sampling are present in Table 2 and the supporting laboratory data ' are provided in Appendix B. Table 2.Water Quality in FRP Pond ' 1/15/15 6/4/15 Nutrients Unit Surface Surface ' Total Phosphorus mg/L 0.240 0.404 Ammonia-N mg/L 0.35 <0.25 Nitrate-N mg/L <0.05* 0.048 ' Nitrite-N mg/L NA <0.02* TKN mg/L 2.43 3.02 General Alkalinity(as CaCO3) mg/L 51.4 49.4 Chloride mg/L 659 644 ' Iron mg/L 0.327 0.437 Specific conductance uS/min 1720** 1440 pH SU 7.3 9.1 ' Secchi disk depth ft NA 1.4 (TB) . Biological ' BOD mg/L 9.0 5.1 ' *Reporting limit; ** previously reported as 17,200 due to transcription error. NA=not analyzed ' The January water quality sample was taken before the water and sediment depth measurements were made to avoid disturbing and suspending bottom material. The color of the water was distinctly ' yellowish-brown, suggesting the presence of tannic and humic acids. During June, the water was brownish-green, denoting the presence of phytoplankton(floating algae). Due to the shallow depth, the Secchi disk transparency depth (measure of clarity) was to the bottom, indicating the entire water column ' receives light. ' A submersible meter(YSI Type 6) was used to measure temperature (°C), dissolved oxygen (DO), dissolved oxygen percent saturation(%DO)Z, and specific conductivity(uS/cm) in June. At four locations in the Pond,water temperature averaged 15TC and specific conductivity averaged 1,640 ' 2%DO saturation compares the measured concentration against the amount of DO expected if the Pond is in atmospheric equilibrium with the overlying air and value is corrected for water temperature. %DO values> 100% are considered ' "supersaturated." Final Report—June 22, 2015. Forest River Park Pond Site Inspection/Page 5 uS/cm. Dissolved oxygen levels ranged from 14.7 to 15.2 mg/L with corresponding saturation levels of , 140-154%, indicating that the Pond was supersaturated with respect to D03. The riparian shoreline was circled quietly by kayak to look for presence or sign of fish or amphibian larvae. No evidence of fish or amphibian was found. Wildlife present on or near the Pond were 18 mallard duck(Anas platyrhynchos), including seven ducklings (indicating local nesting and rearing) and red- ' winged blackbird (Agelaius phoeniceus). Three black rats (Rattus rattus)were observed foraging along the southern shoreline among the tree roots. , , The two sets of water chemistry results presented on Table 2 provide insight into the Pond's seasonal cycle of biological activity. Some water quality parameters were fairly similar between the two samples ' including: alkalinity(52.4 vs 49.4 mg/L as CaCO3), chloride (649 vs 644 mg/L), and iron (0.33 vs 0.44 mg/L). Biological oxygen demand ranged from 5.1 to 9.0 mg/L. Specific conductivity ranged from 1,720 ' to 1,440 (as measured in the laboratory). The two pH levels were distinctly different with 7.3 Standard Units (SU) in winter and 9.1 during the summer inspection (see further discussion below). Total phosphorus levels were high for both samples (i.e., 0.24—0.40 mg/L). There was a shift in nitrogen fractions between January and June due to the presence of oxygen. In the low redox conditions under the ice in winter, there were measurable amounts of NH3-N (0.35 mg/L)but the oxidized forms of NO3-N and ' NO2-N were below detection. In contrast,the Pond in June was well-oxygenated with nitrate (NO3-N at o.048 mg/L but NH3-N below detection. TKN was approximately similar for both samples (2.4 and 3.0 ' mg/L). Total nitrogen (TN)ranged from 2.43 to 3.07 mg/L. While TN levels would be considered moderate,the elevated TP concentration is consistent with eutrophic (nutrient-rich) water quality that is associated with high productivity and occurrence of nuisance algal blooms. ' Current Condition of the Pond ' FRP Pond is a small aging man-made water feature that is slowly being filled with silt and plant debris. The winter water quality analyses indicate that the Pond was subject to low oxygen and reducing(i.e., low redox) conditions under the ice, as evidenced by high levels of iron, ammonia-nitrogen, total phosphorus ' and BOD as well as NO3-N and NO2-N concentration below detection levels. These results, combined with the yellowish-brown appearance of the water and assumed slow hydrologic flushing make it likely that the effects of sediment oxygen demand is compounded by lack of aeration of the water column due to ' the thick ice cover. Under these conditions, the Pond is likely to experience very low DO conditions which could result in periodic winter fishkills, if any are present. While the presence or absence of fish ' could not be confirmed due to the ice cover it seemed likely that the FRP Pond would prove a challenging environment for all but fish species tolerant of low DO conditions (see also field observations in June). In June, the Pond had a developing algal bloom that likely was a response to the input of water and ' nutrients from runoff from the precipitation earlier in the week. The greenish color of the water, the ' supersaturated DO levels, and the high pH levels (caused by uptake of COZ)are all indicative of active photosynthesis. The availability of light throughout the water column and high level of phosphorus would 3 The DO probe was calibrated prior and after the sampling. Since%DO was higher than initially expected the meter was , recalibrated between reading readings as well. All recalibration measurements met standards(i.e., 100%DO). °Total nitrogen is measured as the sum of TKN+NO3-N+NOZ-N. 5 TP concentration exceeding 0.050 mg/L are considered consistent with eutrophic conditions by many limnologists(Dodd and Whiles 2010). Final Report—June 22,2015. Forest River Park Pond Site Inspection/Page 6 , ' support high levels of primary productivity, eventually leading to turbid conditions. The rapid response of the algal bloom following the storm event may be due to the presence of easily displaced bottom algae ' mats (photos B10-12)that provide a ready source of"seed"material or inoculate for water column blooms. ' The high chloride concentration and specific conductance reading seen over both seasons are indicative of the Pond's close proximity to the marine environment and potential for salt inputs due to marine ' overwash, splashes and aerosols. In addition, watershed use of road salt, washed into stormwater,may contribute to chloride and salinity. The amount of chloride observed is typical of brackish estuarine waters (e.g., 500 mg/L chloride) which equates to about 1 part per thousand(ppt) salinity. The observed ' Pond chloride level(644-659 mg/L) easily exceeds the secondary maximum contaminant level (MCL) of 250 mg/L set for drinking water use (U.S. EPA 2013). In addition, this chloride level may pose an adverse risk for some freshwater pond organisms and overall water use. The U.S. Environmental Protection Agency(EPA)has established water quality standards for ' chloride for the protection of aquatic life in freshwater and water bodies are considered potentially "impaired" if these criteria are exceeded(U.S. EPA 2014). The ambient water quality criteria(AWQC) for chloride for chronic exposure for freshwaters is 230 mg/L while the acute criteria is 860 mg/L. Thus, ' the observed concentration of approximately 650 mg/L may negatively impact some sensitive freshwater organisms (fish or amphibians) and likely reduce species diversity in the Pond to more salt-tolerant ' organisms. Summary of Site Inspection ' The two site inspections and water quality analyses both indicated a degraded and stressed freshwater habitat that provides low levels of ecosystem function. Physical and chemical factors of concern include: ' poor hydrologic flushing, episodic stormwater flooding events, surface elevation variation, seasonal stagnation and low winter DO, eutrophication and algal blooms, and elevated amounts of chloride. In addition,the Pond homogeneous water depth and sediment type, along with a total lack of submerged or ' floating macrophytes, provides poor habitat structure for fish and aquatic invertebrates. Careful inspection of the Pond shoreline turned up no sign of fish or amphibians. Few resting logs for turtles exist and no turtles were observed in June. No semi-aquatic mammals were present although rats prowl the shoreline. ' Currently,the major ecological function of the Pond is providing limited resting and nesting area for waterfowl. The close proximity of a popular tourist attraction, recreational activities in the park and tadjacent parking areas suggest human proximity, light and noise levels would also present challenges for wildlife use. ' POTENTIAL EFFECTS OF THE MITIGATION PROJECT ' Description of the Proposed Mitigation Project The Mitigation Project is designed to reduce flooding severity in the Canal Street/Salem State University area(the "Project Area"); see Figure 1 in W&C (2015). These low-lying areas are within the South River ' watershed and have been plagued with flooding problems for nearly a century. Runoff collects in the areas where there is little elevation difference between the ground surface and mean high water. During periods of high tide, the South River cannot discharge to the ocean, and there is insufficient storage below ' flood elevations to contain the floodwaters. In addition, increased development and floodplain encroachment have decreased the area of natural wetland storage and the capacity of the existing ' Final Report—June 22,2015. Forest River Park Pond Site Inspection/Page 7 stormwater infrastructure to collect and convey runoff. As a result of these factors, the Canal Street/Salem ' State University area, frequently experiences flooding, damaging private and public property as well as rendering roadways impassable, residential properties uninhabitable, and businesses inoperable. In some , instances, flooding persists for days. The overall Mitigation Project goal is to reduce flooding for up to the 1-percent annual chance precipitation event(100-year storm event), in the Canal Street area and Salem State University O'Keefe parking lot. ' Based on the current Mitigation Project (W&C 2015), flow of rerouted stormwater from the area near Salem State University would be combined with stormwater from the existing watershed and conveyed to , the Pond. A combination of stormwater best management practices (BMPs) is to be implemented to treat the stormwater. A proposed underground storage facility under the SSU O'Keefe parking lot and pump ' station will collect and temporarily detain a portion of the stormwater under low flow conditions. The project's BMPs will result in a 7-fold decrease in sediment load(Total Suspended Solids (TSS)) and corresponding constituents that are attached to sediment as well as employ measures to retain and reduce t oils/greases and floatable materials (currently there are no controls). In addition the project also proposes to employ non-structural measures, particularly source controls through enhanced efforts in the City's the , National Pollution Discharge Elimination System(NPDES) Municipal Separate Storm Sewer System (MS4)program directed at these project's watershed. Stormwater released pumped from the storage facility and other direct stormwater flows will be routed ' through a grassed swale prior to its entry in the Pond. The proposed outlet is a 2' x 10'box culvert located t approximately 100 ft to the north that will discharge to a shoreline area of rocky substrate (W&C 2015). Additional benefits from the project are anticipated for Forest River Park. These include reducing the flooding issues at the ball field, allowing for more frequent pond flushing, and correcting outlet blockage , and eliminating the existing seawall from being overtopped during flooding during precipitation events. The proposed Mitigation Project would also potentially affect the FRP Pond environment and biota. The t potential effects of the stormwater improvements were evaluated with regard to pond hydrology,water quality, ecological condition, and potential effects from the new outfall to the marine environment. ' Pond Hydrology As noted earlier,the pond currently receives the majority of its inflow from stormwater and precipitation ' and it is intermittently subject to drought. The proposed Mitigation Project will not significantly affect the frequency of stormwater inputs. However, due to the increased watershed area draining to the Pond, these ' inputs will be of a greater magnitude and, due to the storage facility, flow from the subsurface basin through the system into the Pond may occur for a longer duration. Accordingly, it is expected that the flushing rate of the Pond will increase and there will be a more complete exchange of water during the t year. Increased flushing will reduce the amount of stagnation of water and potentially displace low DO water. The increased flow will tend to stabilize the Pond surface elevation,presumably determined by the elevation of the drop inlet, and mitigate drought conditions (W&C 2015). The replacement of the current ' 8"pipe with the larger culvert will reduce the backflooding of the Pond onto park lands and should reduce overtopping of the seawall during large storm events. Overall,there should be improvement in pond , hydrology of the resource area due to the proposed Project. Final Report—June 22, 2015. Forest River Park Pond Site Inspection/Page 8 ' Water Ouah Water quality will be affected by the stormwater flows, as the total watershed area and average percent impervious surface draining to the Pond will increase under the Mitigation Project. This will increase the load of stormwater constituents entering the Pond. This increase is partly mitigated by implementation of upstream stormwater BMPs producing an expected 70% reduction of stormwater total particulates TSS. ' Since total phosphorus is often bound to particulate matter,this TSS removal should also mitigate levels of this important limiting nutrient of freshwater aquatic productivity. Some of the dissolved fractions in ' stormwater(particularly nitrate and chloride) are not effectively treated by the BMPs, so average concentrations of these may increase in the Pond. With additional nitrogen the Pond sediments may become more active as sites of microbial denitrification which would lead to eventual release of nitrogen ' (N2 gas)to the atmosphere and removal of nitrogen that would otherwise go to the ocean. Overall, the proposed project will increase total stormwater loading to the Pond but should not result in an adverse ' impact to water chemistry. The Pond is already receiving high loads of nutrients from the local watershed and chloride via maritime influence. ' Ecological Condition As described above, ecological habitat quality in the FRP Pond is already poor and stressed due to a variety of physical and chemical factors. This has resulted in an aquatic habitat with few or no fish, no ' apparent mammals,reptiles and amphibians, which lacks submerged or floating-leaved macrophytes and has silty unconsolidated bottom sediments with little or no structural elements. Due to the existing ' stressors, the limited biotic community would be expected to largely consist of few macroinvertebrates species adapted to low light, low DO, high salt levels, etc. These species should continue to be present and not adversely effected by the Mitigation Project. While the proposed Mitigation Project will increase ' the total loads of stormwater constituents, these additions should not lead to further impairment to the Pond's current ecosystem functions. An improvement in waterfowl resting area may be provided by the ' larger surface area expected due to greater hydrologic inputs. Overall, the proposed project will not have an adverse impact to the resource area's ecological condition. ' Marine Environment Potential effects of the Mitigation Project would include redirected storm flows that discharge to a rocky substrate that should mitigate flow velocity, reduce erosive effects on the tidal flats, and reduce sediment ' resuspension/transport. The rerouting of existing stormwater and watershed BMPs in the upper watershed will reduce the load of stormwater constituents entering the marine environment and should positively ' affect water quality in Salem Sound, when compared to the existing condition. This is particularly true for any nitrogen that can be rerouted away from marine waters since nitrogen is often the limiting nutrient for productivity in salt waters. Overall,there should be a substantial improvement in water quality and ' reduced impact to marine resources due to the proposed Project. 1 ' Final Report—June 22,2015. Forest River Park Pond Site Inspection/Page 9 Summary ' The FRP Pond was inspected and water quality sampled in January and June 2015. It was assessed with regard to its hydrology, water quality, and ecological habitat. In its current conditions, it provides poor aquatic resource value and is generally used mainly by waterfowl as a resting and nesting area. The proposed Mitigation Project will result in a significant cumulative reduction of upper watershed flooding and less stormwater input to Salem Sound with positive benefits for marine resources. The more regular ' flushing in the Pond may stabilize water level elevations and mitigate stagnation. While the Mitigation Project may lead to some increase in water chemistry concentrations in the Pond, this effect should not result in an adverse effect to the habitat and biota. Let me know if you have any questions or comments regarding this letter report. tSincerely, e� ' David F. Mitchell, Ph.D., CLM ' For LEC Consultants. 1 Final Report—June 22,2015. Forest River Park Pond Site Inspection/Page 10 ' References ' Dodds,W. and M. Whiles. 2010. Freshwater Ecology. Concepts and Environmental Applications of Limnology. 2°a edition. Academic Press. ' Salem Public Library. 2010. "Salem Links and Lore". Website last updated in June 2010 and accessible at: http://www.noblenet.org/salern/wiki/index.php/Main_Pa.ve ' United States Environmental Protection Agency. 2013. "Secondary Drinking Water Regulations: Guidance for Nuisance Chemicals"Website last updated on May 31, 2013 ' http://water.epa.gov/drink/contaminants/secondarystandards.cfin. ' United States Environmental Protection Agency. 2014. "National Recommended Water Quality Criteria - Aquatic Life Support Table."Website Last updated on December 03, 2014 and accessible at: http://water.epa.gov/scitech/swguidance/standards/criteria/current/index.cf n. ' United States Geological Survey. 1893. Salem quadrangle (15 minutes series). Electronically accessible at: http://docs.unh.edu/MA/salm93se.jpg ' United States Geological Survey. 1944. Salem quadrangle (7.5 minutes series). Electronically accessible ' at: http://docs.unh.edu/MA/slmn44se.jpg Woodard and Curran(W&C). 2015. Flood Mitigation Improvements for the Canal Street/Salem State tUniversity Area. Figure I Existing Watershed Treatment Area; Figure 2 Proposed Watershed Treatment Area and Resource Area Disturbance calculations Andover, MA. ' Final Report—June 22, 2015. Forest River Park Pond Site Inspection/Page 11 A� s r as jk- AK u 5a ...i A t :s• .5 `}k� `' . �' C• .F..d k r� x i r 1� `. :• Y �. h Ora S =� �� - �'c ♦ � "+ .� C r f x Y#t�fyy 1 10 11 411 611 v Feet b 11111 j M • 0=0 on • 1 4, IW 1 fr 4 e4 M1 ( t k A+ .y+'v.. r Axa a r i w a a: r' w S M1 I RMYIlk T 7'. e ; k vY� � 1t1k Svc — a�3e_ a. AOB IunaI G.M1PoMA.WUYN M1vm , 0 25 50 100 150 qe Olfiu W Geo.repM1c lNomuWn Feet Figure 2: Water Quality Depth N and Sampling Locations A LEC E.vir.Pm.ndl 0..,.H nt,,Inc., Canal Street Flood Mitigation Project P"cnah,MA Forest River Park June 22, 2015 508.]96.9691 wwwl...nvlm.m.M6l.c.m Salem, Massachusetts APPENDIX A. PHOTOGRAPHS , 1 Final Report—June 22, 2015. Forest River Park Pond Site Inspection/Page 12 ' Photo Set A - Forest River Park Pond Site Inspection —January 15, 2015. i. ri �,a '� 9 •.f1x!«^ l tj tl. Pond View from SW corner 2. Pond View from SW corner 3. Pond View from SW corner Y •� �� "T 9"Al �. Pond View from NW corner 5. Pond View from NW corner 6. Pond View from NW Corner Y' L y ' 7. Sediment depth on rod 8. Bridge over ditch at NW corner 9. Dry swale from demo well L01 TWA*�t- t "r�- #' ��' 1�' k1" +tib a. {x�,�'• �" �, ar;., a`'`&. y r "t81flMOi811'M� �; �" � 81f1Yffi811•, ��' �w, � Uf81811#tk�� ' • ems*"" �^..✓'..,`.,.....�...,,,.a:...�.d rwa Y s. k_ xv .... .?.�bx."'�J�....,'s^34.s n.p d�fs� 1n_ Frnm haarh_ Innkinv to Pnnd 11_ Drainape nnrt nearest Pnnd 12_ Manhnle in rnadwav Photo Set A- Forest River Park Pond Site Inspection—January 15, 2015. ' -c low � � "T^'�� '•. . � ryfwiAitl11E�T � 41tM1t4 , 13. Road and wall looking to north 14. Road and wall looking seaward 15. Road and wall looking to south - `?� "t? "`x:<w 3•. "w. •' ,tri 'n' '" y"y`...Y 4,y laidMO '. .3•,f' ..� .n•.. 16. Tidal flat east of Pond 17. Tidal flat east of Pond 18. Tidal flat east of Pond l F A i Mla� ,F,'kty.y-" V hives FA� w•qy 19. Pioneer Village 20. Pioneer Village Sign 21. Drainage from ball fields # •'S'jF` x �„,y �an'4�Y Y fin' �" 't `_. ......� I 4 22. 12" CMP at NW Corner 23. 12" PVC at Park entrance 24. 12" PVC and roadway �1 •C f rt k i� <e,t<»warrr'.� �XgR�sn,�' }a A� y6 CIA a' .y�nlinw �'S3``�,r�" y. i f' f� qE 'r o� <i k{ z"•"�i' c,:� i d� , �. pH � ..T�+4it..v�3 �rR � '�-�``'� e �3 A' ^t �s* - i�"+'tt•' l�-..�1i�.,_�•��„" r ��- °v �� i� s �� •o-," a ia�.. �, ,,��&� � ''y ,pier ( • • Mr.rzn • - 41111 61 a r� .+ i Photo Set B - Forest River Park Pond Site Inspection — June 4.. 2015. y9 a Y� S7 t`1 .4• '*inw fi .l`'4n�, i �'.'W! 13. Tidal Flat east of Pond 14. Tidal flat east of Pond 15. Tidal flat east of Pond ' APPENDIX B. WATER QUALITY DATA 1 1 ' Final Report—June 22, 2015. Forest River Park Pond Site Inspection/Page 13 ANALYTICAL REPORT ' - CrE0I.9ba,Idc... Friday, January 30, 2015 ' GeoLabs, Inc. 45 Johnson Lane , Mark Manganello Braintree MA 02184 LEC Environmental Consultants, Inc. Tele: 781 848 7844 12 Resnik Rd. Fax: 781 848 7811 ' Suite 1 Plymouth, MA 02360 TEL: (508) 746-9491 FAX: (508)746-9492 ' Project: Forest River Park Pond Investigation Location: Order No.: 1501073 ' Dear Mark Manganello: GeoLabs, Inc. received 1 sample(s)on 1/15/2015 for the analyses presented in the following report. ' The laboratory results in this report relate only to samples submitted. All data for associated QC met method or laboratory specifications, except when noted in the Case Narrative. If you have any questions regarding these tests results, please feel free to call. ' Sincerely, /I David Mick ' Laboratory Director For current certifications,please visit our website at www.geolobs.com Certifications: Cr(PH-0148)-MA(M-MA015)- NH(2508).RI(LA000252) Page 1 of 5 II Date: 30-Jan-15CLIENT: LEC Environmental Consultants,Inc. Project: Forest River Park Pond Investigation CASE NARRATIVE Lab Order: 1501073 Physical Condition of Samples The project was received by the laboratory in satisfactory condition. The sample(s) were received undamaged, in appropriate containers with the correct preservation. ' Project Documentation The project was accompanied by satisfactory Chain of Custody documentation. Analysis of Sample(s) ' All extractable samples were extracted and analyzed and any Volatile samples were analyzed within method specified holding times and according to GeoLabs documented Standard Operating Procedure. No analytical anomalies or non-conformances were noted by the laboratory during the processing of these samples. ULwl� SIGNATURE: �. , „;t/ LAB DIRECTOR ' PRINTED NAME: David Mick DATE: 01/30/15 r GeoLabs,Inc. 45 Johnson Lane—Braintree MA 02184—781 848 7844—781 848 7811 Page 2 of 5 1 1 ANALYTICAL REPORT Reported Date: 30-Jan-15 CLIENT: LEC Environmental Consultants,Inc. Client Sample ID: FRPP-1 Lab Order: 1501073 Collection Date: 1/15/2015 12:40:00 PM Project: Forest River Park Pond Investigation Date Received: 1/15/2015 Lab ID: 1501073-001 Matrix: GROUNDWATER Analyses Result RL Qual Units DF Date Analyzed 1 TOTAL METALS BY ICP-E200.7 Analyst: QS Prep Method: (200.7) Prep Date: 1/2012015 10:00:13 AM ' Iron 0.327 0.120 mg/L 2 1/20/2015 Selenlum ND 0.100 mg/L 2 1/20/2015 AMMONIA(AS N)-E350.1 Analyst: SUB , Prep Method: Prep Date: Ammonia(as N) 0.350 0.0200 mg/L 1 1/20/2015 - NOTES: Analyzed by Phoenix Environmental Laboratories M-CT007 ' BOD,5 DAY-SM5210B Analyst: SUB Prep Method: Prep Date: Biochemical Oxygen Demand 9.00 4.00 mg/L 1 1/16/2015 7:09:00 PM ' NOTES: Analyzed by Phoenix Environmental Laboratories M-CT007 NITRATE-E300.0 Analyst: SUB Prop Method: Prep Date: Nitrate ND 0.0500 mg/L 1 1/16/20158:21:00 PM NOTES Analyzed by Phoenix Environmental Laboratories M-CT007 TOTAL KJELDAHL NITROGEN-E351.1 Analyst: SUB ' Prep Method: Prep Date: Nitrogen,Total Kjeldahl 2.43 0.100 mg/L 1 1/20/2015 , NOTES: Analyzed by Phoenix Environmental Laboratories M-CT007 TOTAL PHOSPHOROUS-SM4500P E Analyst: SUB Prep Method: Prep Date: Phosphorus,Total(As P) 0.200 0.0200 mg/L 1 1/19/2015 NOTES: Analyzed by Phoenix Environmental Laboratories M-CT007 Qualifiers: B Analyte detected in the associated Method Blank BRL Below Reporting Limit ' E Value above quantitation range H Holding times for prepamtion or analysis exceeded J Analyte detected below quantitation limits ND Not Detected at the Reporting limit RL Reporting limit S Spike Recovery outside recovery.limits GeoLabs,Inc. ' 45 Johnson Lane-Braintree MA 02184-781 848 7844-781 848 7811 Page 3 of 5 1 ANALYTICAL REPORT Reported Date: 30-Jan-15 CLIENT: LEC Environmental Consultants,Inc. Client Sample ID: FRPP-1 Lab Order: 1501073 Collection Date: 1/15/2015 12:40:00 PM Project: Forest River Park Pond Investigation Date Received: 1/15/2015 Lab ED: 1501073-001 Matrix: GROUNDWATER r' Analyses Result RL Qual Units DF Date Analyzed ALKAUNITY-SM2320B Analyst: WFR Prep Method: Prep Date: Total Alkalinity(as CaCO3) 51.4 5.00 mg/L CaCO3 1 1/22/2015 CHLORIDE-L-10-117-07-1-B Analyst: RP ' Prep Method: Prep Date: Chloride 659 10.0 mg/L 10 1/29/2015 ' SPECIFIC CONDUCTANCE-E120.1 Analyst: RP Prep Method: Prep Date: ' Specific Conductance 17200 2.00 ymhos/ora 1 1119/2015 NITRITE- L10-107-05-1-A Analyst: RP Prep Method: Prep Date: Nitrite(as N) NO 0.0200 mg/L 1 1/16/2015 10:23:00 AM �t PH-SM4500-H-B Analyst: RP Prep Method: Prep Date: PH 7.3 0 H pH units 1 1/15/2015 3:00:00 PM NOTES: taken at 8.1 deg.0 _ 1 Qualifiers: B Analyte detected in the associated Method Blank BRL Below Reportiag Limit E Value above quantitation range H Holding times for preparation or analysis exceeded J Analyte detected below quantitation limits ND Not Detected at the Reporting Limit RL Reporting Limit S Spike Recovery outside recoverylimits Geol abs,Inc. _ 45 Johnson Lane--Braintree MA 02184^781 848 7844—781 848 7811 Page 4 of 5 PAGE ioF CHAIN OF CUSTODY RECORD Sample Handling: circle Choice ��D� 073 Special Instructions GeeLabs, Inc. 6rvlronmentaf laboratories Rltration pone OeOLahq Tnc. 45 Johnson Lane,Braintree,MA 02184 eNOtllcgdl P 781.848.7844 f 781.848.7811. Lab to do www.ge0labs.com Preservation Labtodo YIN Turnaround:circle one Data Delivery:circle choice(s) Requirements:circle choice(s) 1-day 3-day Fax email GW-1 MCP Methods CT RCP(Reasonable Confidence Protocols) Format S-1 DFP State/Fad Program-Criteria 2-day 5/7 ays Excel PDF OC Other Client Phone: 0 - qq IProject: FP Address: 14 RaJni EFJttr e, _ELVffieH1ldZ3� Project PO: Contact or/ "A&H P n email: 11 F.110 tO LEG Cnvi r#K rl emf nl. & t Invoice to Preservative: COLLECTION CONTAINER Analysis Requested Lab Use Only T A T G A C G * fi1 'yUI ��/I� /1 A T r P a SAMPLE Y M T 0 R Geatabs SAMPLE NUMBER a � 2 '. ' G� s e E M L Y LOCATION 110 P 1 R M A /n� a E E T 1 P 8 (' lyI Z /'�nJ( m P 0 Y x 1� 1 S .Z � N ft:fe LEL FRPf— ► A S/ ' 073 i Matrix Codes: Received on Ice PreseruativesContalners: OW=Ground Water DW=0dnldng Water S=Soo A=Air 1 =Hcl 3=HZSO4 5=NaOH 7=Other A=Amber B=Bag 0=Other G=Glass P=plastic WW=Waste Water =Sludge 0=011 OT=Other 2=HNO3 4=Na2S203 =MEOH S=Summa V=Voa °. Relin wished b • Date/Time / S .d Received by. Date/Time (� N 20f0730.J8P.Cot CR.09P22/10 THANKYOU-WEAPPREC YOUR BUSINESS ANdkcamrhig MNbe.mdaeae0dga 'Nl Paymenttarmeere NETSODaysA CT(PH-0148) NH(2508) MA A-015) lata payment Ual9e of ib%per month a 18%per year,io99lbar aAth e>�enses above entl beyond oelleclbn cosh,IncWdtng ettomays RI(LA000252) Tees and coo ocab,wS be app Aad W belermv[hat go bayoef NEr 30 days. ANALYTICAL REPORT Geolaba,tae. ' Monday, June 15, 2015 GeoLabs, Inc. 45 Johnson Lane Mark Manganello Braintree MA 02184 LEC Environmental Consultants, Inc. Tele: 781 848 7844 ' 12 Resnik Rd. Fax: 781 848 7811 Suite 1 Plymouth, MA 02360 TEL: (508) 746-9491 FAX: (508) 746-9492 Project: FRP Location: Order No.: 1506046 Dear Mark Manganello: Geol-abs, Inc. received 1 sample(s)on 6/4/2015 for the analyses presented in the following report. ' The laboratory results in this report relate only to samples submitted. All data for associated OC met method or laboratory specifications, except when noted in the Case Narrative. If you have any questions regarding these tests results, please feel free to call. Sin rely, CII�� ' David Mick Laboratory Director For current certifications,please visit our website at www.geolabs.com Certifications: CT(PH-0148)-MA(M-MA015)- NH(2508)-RI(LA000252) 1 ,CLIENT: LEC Environmental Consultants,Inc. Date: 15-Jun-15 Project: PRP CASE NARRATIVE Lab Order: 1506046 Physical Condition of Samples The project was received by the laboratory in satisfactory condition. The sample(s)were received undamaged, in appropriate containers with the correct preservation. Project Documentation I The project was accompanied by satisfactory Chain of Custody documentation. Analysis of Sample(s) All extractable samples were extracted and analyzed and any Volatile samples were analyzed within method specified holding times and according to GeoLabs documented Standard Operating Procedure. No analytical anomalies or non-conformances were noted by the laboratory during the processing of '. these samples. SIGNATURE: ( LAB DIRECTOR PRINTED NAME: (David Mick DATE: 06/15/15 ' r GeoLabs,Inc. , 45 Johnson Lane—Braintree MA 02184—781 848 7844—781 848 7811 ' ANALYTICAL REPORT Reported Date: 15-Jun-15 CLIENT: LEC Environmental Consultants,Inc. Client Sample ED: Center Area FRP/FRP 1S Lab Order: 1506046 Collection Date: 6/4/2015 9:15:00 AM Project: FRP Date Received: 6/4/2015 Lab D): 1506046-001 Matrix: WATER Analyses Result RL Qual Units DF Date Analyzed TOTAL METALS BY ICP-E200.7 Analyst: QS IPrep Method: (200.7) Prep Date: 61812015 3:36:27 PM Iron 0.437 0.120 mg/L 2 6/8/2015 Selenium ND 0.100 mg/L 2 6/8/2015 ' AMMONIA(AS N)-E350.1 Analyst: SUB Prep Method: Prep Date: Ammonia(as N) NO 0.250 mg/L 1 6/11/2015 NOTES: Analyzed by Phoenix Environmental Laboratories M-CTO07 BOD,5 DAY-SM5210B Analyst: SUB Prep Method: Prep Date: - Biochemical Oxygen Demand 5.10 3.80 mg/L 1 6/5/2015 6:00:00 PM NOTES: Analyzed by Phoenix Environmental Laboratories M-CT007 TOTAL KJELDAHL NITROGEN-E351.1 Analyst: SUB Prep Method: Prep Date: Nitrogen,Total Kjeldahl 3.02 0.500 mg/L 1 6/11/2015 NOTES: Analyzed by Phoenix Environmental Laboratories M-CT007 ' ALKALINITY-SM23201B Analyst: RP Prep Method: - Prep Date: Total Alkalinity(as CaCO3) 49.4 5.00 mg/L CaCO3 1 6/8/2015 CHLORIDE-L-10-117.07-1-B Analyst: RP Prep Method: Prep Date: Chloride 644 10.0 mg/L 10 6/8/2015 NOTES: +Spike recovery indicates matrix Interference.The method is in control as indicated by the laboratory control sample(LCS). Qualifiers: B Analyte detected in the associated Method Blank BRL Below Reporting Limit E Value above quantitation range H Holding times forpreparation or analysis exceeded I Analyte detected below quantitation limits ND Not Detected at the Reporting Limit RL Reporting Limit S Spike Recovery outside recovery limits GeoLabs,Inc. 45 Johnson Lane-Braintree MA 02184-781 848 7844-791 848 7811 1 ANALYTICAL REPORT Reported Date: 15-Jun-15 1 CLIENT: LEC Environmental Consultants,Inc. Client Sample ID: Center Area FRP/PRP 1S Lab Order: 1506046 Collection Date: 6/4/2015 9:15:00 AM 1 Project: FRP Date Received: 6/4/2015 Lab ID: 1506046-001 Matrix: WATER Analyses Result RL Qual Units DF Date Analyzed SPECIFIC CONDUCTANCE-E120.1 Analyst: RP Prep Method: Prep Date: ' Specific Conductance 1440 2.00 pmhos/cm 1 6/9/2015 NITRITE- L10-107-05-1-A Analyst: RP 1 Prep Method: Prep Date: Nitrite(as N) NO 0.0200 mg/L 1 6/5/2015 11:46:00 AM NITRATE-L10-107-04-1-C Analyst: RP Prep Method: Prep Date: Nitrate(as N) 0.0483 0.0200 mg/L 1 6/5/2015 11:46:00 AM PH-SM4500-H-B Analyst: RP Prep Method: Prep Date: pH 9.1 0 H pH units 1 6/4/2015 3:40:00 PM NOTES: taken at 22.7 deg.0 1 TOTAL PHOSPHOROUS-L10-115-01-1E Analyst; RP Prep Method: Prep Date: ' Total Phosphorous 0.404 0.200 mg/L 1 6111/2015 1 1 Qualifiers: B Analyte detected in the associated Method Blank BRL Below Reporting limit 1 E Value above quantitation range H Holding times for preparation or analysis exceeded 1 Analyte detected below quantitation limits NO Not Detected at the Reporting Limit RL Reporting Limit S Spike Recovery outside recovery limits Ce Labs,Inc. 1 45 Johnson Lane—Braintree MA 02184—781 848 7844—781 848 7811 111;bG641b PAGE OF - CHAIN OF CUSTODY RECORD Sample Handling: circle choice Special Instructions T`• '-r Geol-abs, Inc. Environmental Laboratories Filtration Done OeoLabs,mr. 45 Johnson Lane,Braintree, MA 02184 Not Needed p 781.848.7844 1 f 781.848.7811 Lab to d0 www.geolabs.com Preservation Labtode Y/N Turnaround:circle one Data Delivery:circle choice(s) Requirements:circle choice(s) 1-day 3-day Fax email GW-1 MCP Methods Cr RCP(Reasonable Confidence Protocols) Format S-1 DEP State/Fed Program-Criteria 2-day 5/7-days Excel PDF OC Other Client f! FNyitowMFN6-l_ Phone: Cion- -14t.- ct451I Project: FkP Address: 12 li ENIV- P-D, SUITE Pt�mW-flekt (IAA- 022/00 Fax: 5o%- -141n- ct49.2- Project PO: Contact: MavlA .MatnA�INAJD email: f"Maa Llo ®Leo V'VwWLeCOM Invoice to Preservative: 3 3 1 1 12 COLLECTION CONTAINER - Analysis Requested Lab Use Only S TUA N "� CP x L ° T A A c c -O Z dam+ r 14 e T I P B SAMPLE T ° R 6eoLabs SAMPLE NUMBER toL Y LOCATION/tD R M AE E i P B Z LA _ W P g X H +)6 9n 5 Dm C rea FRP FRP ass I H2,® X X M /h 1 Hp X I �C QM P t Nb° X P ro X P I tto P 1 0 Matrix Codes: Received on Ice Preservatives Containers: ON=Ground Water DW=Drinking Water S=Soli A=Air ❑ 1=Hd 3=H2SO4 5=NaOH 7=Other A=Archer B=Sag 0=Omer G=Glass P=Plastic WW=Waste Water SL Sludge 0=Oil OT=Other 2=HNO3 4=Na23203 6=MEOH S=Summa V=v0a Relin ulshad by: Date/Time Rece d : ate Time .�S 3 2010720.J&P.00t CR.09/22/10 THANK YOU-WE APPRECIATEYOUR BUSINESS Altdts.unigwl)be rer mdaftsr90days 'AOPaymeMtemmare NETWIMI,&A CT(PH-0148) NH(2508) MAMA-015) tete Payment charge or 1.5%per month er 16%per year,together wan expenses alwve end beyond eolke0on rns%hgWW atMmey-s RI(LA000252) _ IMI awd oro,"will b(IMo beta"go be#W a0 di" IM M M M M ANALYTICAL REPORT Reported Date: , CLIENT: LEC Environmental Consultants,Inc. Client Sample ID: Center Area FRP/FRP 1S Lab Order: 1506046 Collection Date: 6/4/2015 9:15:00 AM Project: FRP Date Received: 6/4/2015 Lab YD: 1506046-001 Matrix: WATER Analyses Result RL Qual Units DF Date Analyzed TOTAL METALS BY ICP-E200.7 Analyst: QS Prep Method: (200.7) Prep Date: 6/8/2015 3:36:27 PM Iron 0.437 0.120 mg/L 2 6/8/2015 Selenium NO 0.100 mg/L 2 6/8/2015 ALKALINITY-SM2320B Analyst: RP Prep Method: Prep Date: ' Total Alkalinity(as CaCO3) 49.4 5.00 mg/L CaCO3 1 6/8/2015 CHLORIDE-L-10-117-07.1-0 Analyst: RP Prep Method: Prep Date: Chloride 644 10.0 mg/L 10 6/8/2015 NOTES: +Spike recovery Indicates matrix Interference.The method Is in control as indicated by the laboratory control sample(1-CS). SPECIFIC CONDUCTANCE-E120.1 Analyst: RP ' Prep Method: Prep Date: Specific Conductance 1440 2.00 pmhos/cm 1 6/9/2015 - NITRITE. L10-107-05.1-A Analyst: RP Prep Method: Prep Date: Nitrite(as N) ND 0.0200 mg/L 1 6/5/2015 11:46:00 AM NITRATE-L10-107.04-1-C Analyst: RIP Prep Method: Prep Date: Nitrate(as N) 0.0463 0.0200 mg/L 1 6/5/2015 11:46:00 AM PH-SM4500-H-B Analyst: RP ' Prep Method: Prep Date: Qualifiers: B Analyte detected in the associated Method Blank BRL Below Reporting Limit E Value abode a'aait hog an Y �- e a H ?Ho ' times fo�pprepar`�`on" an'la(s_sAcceded t 4 x�Y �ih F Ltl9 S 9 J Analyte ecfed b' p 'uv�feym�r '1t� JgTlo1� stepimn RL ReportngTl�rmn 1. tdr_: r 12 $.�' sp c Recovery ou`�e-re�over IrmHa�- GeoLabs,Inc. 45 Johnson Lane-Braintree MA 02184-781848 7844-781 848 7811 ANALYTICAL REPORT Reported Date: CLIENT: LEC Environmental Consultants,Inc. Client Sample ED: Center Area FRP/FRP IS Lab Order: 1506046 Collection Date: 6/4/2015 9:15:00 AM Project: FRP Date Received: 6/4/2015 Lab ED: 1506046-001 Matrix: WATER Analyses Result RL Qual Units DF Date Analyzed PH-SM4500-H-B Analyst: RP Prep Method: Prep Date: pH 9.1 0 H pH units 1 6/4/2015 3:40:00 PM NOTES: taken at 22.7 deg.0 TOTAL PHOSPHOROUS-L10.115.01-1 E Analyst: RP Prep Method: Prep Date: Total Phosphorous 0.404 0.200 mg/L 1 6/11/2015 Qualifiers: B Analyte detected in the associated Method Blank _ BRL Below Reporting Limit �i E Value eh��I+a r' n 'v q .} Y i +m x¢ ...,. c e 4 `Sy H s' Ho t es f re ar on an is 'ceeded y I p p e' ,. S � fe J Analyte dee ed puantf6n htsh dFs�j ,}SID of e ' '`' tmit RL Reportir ` imn -�I . `° ,p ,6 ..�-.-�` ILA- 5-. y _��'^,8. '.SpL ReBovdty o 15,ve' irnit�p.- GeoLabs,Inc. 45 Johnson Lane—Braintree MA 02184—781 848 784—781848 7811 r 1 APPENDIX C. POND FIGURES PREPARED BYLEC ENVIRONMENTAL CONSULTANTS r r i i r i i r r i Final Report—June 22, 2015. Forest River Park Pond Site Inspection/Page 14 i •t. •y7 } 4x �^ �.., 3.Ys• p 'mow •;�? t^.,r. •_. � !i' �„n� k ate' r• x�S^ � 4u 7. MY W }��}, ,Mtn% � •. �� '4.� 34[$� ��,�}�b•�, �F' L�4•t rrac '' d t ,c2 x t'rk ��. F .C.iiN`v 1 �t h F .r$.^4 rz�i � � �1• ��` f s c � fa h1A55 p, 111 200 411 611 Feet • 1 r � to t ry x, �A 1 IIS � x °s. a I � x v_ .Al T _ 1A,, ._ z 0 25 50 100 150 Ne GlRa of GeopepMC lMameWn Feet Figure 2: Water Quality Depth N and Sampling Locations A LEC Environmental ConaGllatR;Inc. Canal Street Flood Mitigation Project NMoGth,M Forest River Park June 22, 2015 SU8.7".N91 www.1.nvlronrn.rt Lcum Salem, Massachusetts 1 '. 1 i 1 t 1 1 OW 00` &CURRAN APPENDIX B: DESIGN PLAN SET (BOUND SEPARATELY) Canal Street Drainage Improvements(228340) Woodard&Curran Stormwater Management Report November 2017 ' . 1 1 tiJ r' 1 ' OOD` &CURRAN APPENDIX C: FEMA FLOOD INSURANCE MAP ' Canal Street Drainage Improvements(228340) Woodard&Curran Stormwater Management Report November 2017 ' - NOTES TO USERS - y� LEGEND m i.F lAepbb/melrl mmM'[p lq me�mal Flml yTn.iluN S14W]M LM+wry �CmCM pn¢ ]i!C]C LI .ISA JIC)TI0t�9)I.LfF YWNNL'V:.410E F-ep <l e•«,mar relax u.. rKxava fl Lv tlmnnye a^p )v^sz x' .M. w.ro N neL d The !M1,m➢ Wvllury M la Ee.comm H tl e, •.5' rcf.bN .aaNa �adWulA ai as Ml aY]It ``PP ] gXt9l pdE f4 `p A"SY u.Y ms e.Xnn vs TaM aMale FlCwuynl - - 'pM eae Pima f. vm.IFF61 PmA J: . �e� q �'t r 5a �, � lV).. •� p`�3' a� M % ' =mr1<n�FmoR-r wba� s rvd5lfry?�m�!K an 3NY%rw a� t 3�� +Tf, i� y Qal I � +!T r • mK.n B e..M,.,ye,o.,u. <,a W.u..ne.�n willm n 4Lu11 5 py{l51 Fegf M a ,ryy M'. 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SubDat Reach on Llnk Routing Diagram for 2017.09.21 FRP Prepared by WoodardCurran, Printed 11/6/2017 HydnoCAD®10.00-18 s/n 01204 ©2016 HydnoCAD Software Solutions LLC 2017.09.21 FRP Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 ©2016 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 9.377 92 1/8 acre lots, 65% imp, HSG D (11 S, 12S, 475, 48S, 49S) 2.927 80 >75% Grass cover, Good, HSG D (11 S, 12S, 13S, 14S, 48S, 49S, 50S) 3.163 98 Paved parking, HSG D (11S, 12S, 13S, 14S, 50S, 51S) 1.424 98 Paved roads w/curbs &sewers, HSG D (47S) 0.057 98 Roofs, HSG D (11 S, 12S) 1.942 70 Woods, Good, HSG C (13S) 4.682 77 Woods, Good, HSG D (145, 48S, 49S) 23.574 87 TOTAL AREA 2017.09.21 FRP Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10 00-18 s/n 01204 ©2016 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 1.942 HSG C 13S 21.631 HSG D 11S, 12S, 13S, 14S, 47S, 48S, 49S, 50S, 51S 0.000 Other 23.574 TOTAL AREA 1 2017.09.21 FRP Prepared by Woodard Curran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Pape 4 Ground Covers (all nodes) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.000 9.377 0.000 9.377 1/8 acre lots, 65% imp 11 S, 12 S, 47 SS, , 48 S 1 49 S 0.000 0.000 0.000 2.927 0.000 2.927 >75% Grass cover, Good 11 S, 12 13 S, 14 S, S, 48 4 1 49 S, 50 S S 0.000 0.000 0.000 3.163 0.000 3.163 Paved parking 11 1 1 12 S, 13 S, S, 14 S, 150 S, 51 S 0.000 0.000 0.000 1.424 0.000 1.424 Paved roads w/curbs &sewers 47 S i0.000 0.000 0.000 0.057 0.000 0.057 Roofs 11 S, 12 S 1 2017.09.21 FRP Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 5 Ground Covers (all nodes) (continued) HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 1.942 4.682 0.000 6.625 Woods, Good 13 S, 14 S, 48 S, 49 S 0.000 0.000 1.942 21.631 0.000 23.574 TOTAL AREA 2017.09.21 FRP Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 0 2016 HydroCAD Software Solutions LLC Page 6 Pipe Listing (all nodes) Line# Node In-Invert Out-Invert Length Slope n Diam/Width Height Inside-Fill Number (feet) (feet) (feet) (fuft) (inches) (inches) (inches) 1 52R 22.63 12.75 570.0 0.0173 0.012 30.0 0.0 0.0 2 4P 11.25 10.50 50.0 0.0150 0.013 6.0 0.0 0.0 3 5P 9.00 8.25 50.0 0.0150 0.013 8.0 0.0 0.0 4 6P 10.00 8.33 290.0 0.0058 0.013 12.0 0.0 0.0 5 7P 8.33 7.73 30.0 0.0200 0.010 8.0 0.0 0.0 6 9P 4.23 4.23 150.0 0.0000 0.013 120.0 24.0 0.0 7 12P 11.00 10.50 100.0 0.0050 0.013 18.0 0.0 0.0 8 13P 10.50 9.50 150.0 0.0067 0.013 18.0 0.0 0.0 9 14P 9.50 8.00 75.0 0.0200 0.013 24.0 0.0 0.0 ' 2017.09.21 FRP Type 11124-hr 2-Year Rainfall=3.20" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 7 ' Time span=1.00-36.00 hrs, dt=0.01 hrs, 3501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN ' Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 11S: Proposed WS -1 Runoff Area=104.755 sf 76.70% Impervious Runoff Depth=2.54" ' Flow Length=1,010' Tc=7.4 min CN=94 Runoff=6.55 cfs 0.510 of Subcatchment 12S: Proposed WS-2 Runoff Area=122.343 sf 70.68% Impervious Runoff Depth=2.45" Flow Length=820' Tc=14.8 min CN=93 Runoff=5.96 cfs 0.572 of Subcatchment 135: Proposed WS -3 Runoff Area=120.082 sf 24.43% Impervious Runoff Depth=1.21" Flow Length=566' Tc=17.8 min CN=77 Runoff=2.68 cfs 0.278 of ' Subcatchment US: Proposed WS -4 Runoff Area=49.135 sf 29.59% Impervious Runoff Depth=1.61" Flow Length=230' Slope=0.0150 'P Tc=2.3 min CN=83 Runoff=2.43 cfs 0.151 of ' Subcatchment 475: Sub-Watershed 1 Runoff Area=295.560 sf 72.35% Impervious Runoff Depth=2.45" Flow Length=1,281' Tc=7.3 min CN=93 Runoff=18.01 cfs 1.383 of ' Subcatchment 48S: Sub-Watershed 2 Runoff Area=164.886 sf 7.32% Impervious Runoff Depth=1.40" Tc=6.0 min CN=80 Runoff=6.16 cfs 0.442 of Subcatchment 49S: Baseball Field WS Runoff Area=161.136 sf 15.03% Impervious Runoff Depth=1.47" Tc=6.0 min CN=81 Runoff=6.33 cfs 0.453 of ' Subcatchment 50S: To Entrance Runoff Area=4,697 sf 57.93% Impervious Runoff Depth=2.17" Tc=6.0 min CN=90 Runoff=0.27 cfs 0.019 of Subcatchment 51S: From WS 6 Runoff Area=4,273 sf 100.00% Impervious Runoff Depth=2.97" ' Tc=6.0 min CN=98 Runoff=0.30 cfs 0.024 of Reach SIR: Grass Channel Avg. Flow Depth=0.65' Max Vel=3.22 fps Inflow--38.94 cfs 45.116 of ' n=0.030 L=600.0' S=0.0087'/' Capacity--1 16.65 cfs Outflow=37.54 cfs 44.962 of Reach 52R: (new Reach) Avg. Flow Depth=0.86' Max Vel=9.98 fps Inflow=15.00 cfs 43.401 of 30.0" Round Pipe n=0.012 L=570.0' 5=0.0173 'P Capacity--58.50 cfs Outflow=15.00 cfs 43.355 of 1 Pond 4P: Entrance Peak EIev=11.06' Storage=537 cf Inflow=0.27 cfs 0.019 of Outflow--0.01 cfs 0.016 of ' Pond 5P: PL corner Peak EIev=0.00' Storage=0 cf Discarded=0.00 cfs 0.000 of Primary--0.00 cfs 0.000 of ' Pond 6P: Median Peak EIev=11.26' Storage=340 cf Inflow=2.68 cfs 0.278 of Outflow=2.61 cfs 0.278 of ' Pond 7P: Rain Garden Peak Elev=13.97' Storage=3,676 cf Inflow=3.46 cfs 0.430 of Outflow=3.40 cfs 0.430 of ' Pond 8P: Existing Pond Peak EIev=8.98' Storage=88.290 cf Inflow=54.17 cfs 46.943 of Primary=17.35 cfs 42.072 of Tertiary=34.64 cfs 3.084 of Outflow=51.98 cfs 45.156 of 2017.09.21 FRP Type 111 24-hr 2-Year Rainfall=3.20 Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204. ©2016 HydroCAD Software Solutions LLC Page 8 Pond 913: 2'x10' Culvert Peak Elev=5.21' Inflow=17.35 cfs 42.072 of 120.0"x 24.0" Box Culvert n=0.013 L=150.0' S=0.0000 ? Outflow=17.35 cfs 42.072 of Pond 12P: CB1 Peak EIev=12.70' Inflow=6.55 cfs 0.510 of Outflow=6.55 cfs 0.510 of Pond 13P: DMH-1 Peak EIev=12.20' Inflow=6.56 cfs 0.526 of Outflow=6.56 cfs 0.526 of Pond UP: C13-2 Peak EIev=11.09' Inflow=11.53 cfs 1.098 of Outflow=11.53 cfs 1.098 of Pond 55P: Plunge Pool Peak EIev=13.60' Storage=0.080 of Inflow=33.01 cfs 44.738 of Outflow=32.91 cfs 44.674 of Link 10L: TideInflow=17.35 cfs 42.072 of - Primary--17.35 cfs 42.072 of Total Runoff Area= 23.574 ac Runoff Volume=3.834 of Average Runoff Depth = 1.95" 54.44% Pervious= 12.834 ac 45.56% Impervious = 10.740 ac 2017.09.21 FRP Type 11124-hr 2-Year Rainfall=3.20" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 ©2016 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 11 S: Proposed WS - 1 Runoff = 6.55 cfs @ 12.10 hrs, Volume= 0.510 af, Depth= 2.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (so CN Description 49,215 98 Paved parking, HSG D 47,647 92 1/8 acre lots, 65% imp, HSG D 7,733 80 >75% Grass cover, Good, HSG D 160 98 Roofs HSG D 104,755 94 Weighted Average 24,409 23.30% Pervious Area 80,346 76.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 100 0.0050 0.79 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 3.2 572 0.0220 3.01 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9 275 0.0260 2.42 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.2 63 0.0560 4.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.4 1,010 Total 2017.09.21 FRP Type 11124-hr 2-Year Rainfall=3.20" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Page 10 Subcatchment 11S: Proposed WS - 1 Hydrograph � _ - - ---- ---- 6.55 cfs Runoff - TYlp ill 24- hr- 6 2-Year Rainfall-_3.20" ------- ---F-Runoff Areai=1-04,755 sf-- 5 Runoff V61ume=0.510 of ` Runoff Depth=2.54" ., 4 Flow Length=1,01 0• ° LL 3 Tc=7.4 min - ------------ CN=94-- 2 1 r 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) ' 2017.09.21 FRP Type ///24-hr 2-Year Rainfall=3.20" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 11 ' Summary for Subcatchment 12S: Proposed WS - 2 ' Runoff = 5.96 cfs @ 12.19 hrs, Volume= 0.572 af, Depth= 2.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs ' Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description ' 37,690 98 Paved parking, HSG D 71,468 92 1/8 acre lots, 65% imp, HSG D 10,854 80 >75% Grass cover, Good, HSG D 2,331 98 Roofs, HSG D ' 122,343 93 Weighted Average 35,868 29.32% Pervious Area 86,475 70.68% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.3 100 0.0600 0.26 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 6.7 400 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps ' 1.8 320 0.0220 3.01 Shallow Concentrated Flow, Paved Kv= 20.3 fps 14.8 820 Total ' Subcatchment 12S: Proposed WS - 2 ' Hydrograph 5.96 cfs 0 Runoff ' 6- 2-Year Ty Ra f e III 24-hr :- all 3 20" 5 Runoff Area=122,343sf ' ' Runoff Voluine=0 572 of- 4 Runoff Depth=2.45" ' - - Length--8201- 3 3 Flow ° Tc=14.8 min 2 - - L- --- --CN=93-- I 1 , ' 0 ' 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 2017.09.21 FRP Type 111 24-hr 2-Year Rainfall=3.20" t Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 12 , Summary for Subcatchment 13S: Proposed WS - 3 Runoff = 2.68 cfs @ 12.26 hrs, Volume= 0.278 af, Depth= 1.21" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" , Area (sf) CN Description 29,334 98 Paved parking, HSG D ' 6,144 80 >75% Grass cover, Good, HSG ID 84,604 70 Woods, Good, HSG C 120,082 77 Weighted Average ' 90,748 75.57% Pervious Area 29,334 24.43% Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ft/sec) (cfs) 13.8 100 0.0600 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.20" ' 3.1 263 0.0780 1.40 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.9 203 0.0320 3.63 Shallow Concentrated Flow, Paved Kv= 20.3 fps 17.8 566 Total Subcatchment 13S: Proposed WS - 3 ' Hydrograph 2.68 cfs = Runoff ' Type 111 ,24-hr , I I I 2-Year Rainfa11=3.20" _1---____..___L---'�._ __�___�_ �___L_Rµnoff_Area=1.20,082.sf_ 2 Runoff Volume=0.278 of , w Runoff Depth=',1.21" v 3 Length-56.6' c iFlow Tcn17 8 min ' lL ------------- 1 CN=77 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) ' 2017.09.21 FRP Type 111 24-hr 2-Year Rainfall=3.20" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD@ 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Paoe 13 ' Summary for Subcatchment 14S: Proposed WS -4 Runoff = 2.43 cfs @ 12.04 hrs, Volume= 0.151 af, Depth= 1.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description 14,540 98 Paved parking, HSG D 159 80 >75% Grass cover, Good, HSG D ' 34,436 77 Woods, Good, HSG D 49,135 83 Weighted Average 34,595 70.41% Pervious Area ' 14,540 29.59% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) .(ft/sec) (cfs) ' 1.4 100 0.0150 1.23 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.9 130 0.0150 2.49 Shallow Concentrated Flow, t Paved Kv= 20.3 fps 2.3 230 Total Subcatchment 14S: Proposed WS -4 Hydrograph ' 2.43 Cfs 0 Runoff Type III 24-hr ' 2 - - -- i - RunearRainf - 3.20"- Runoff Area=49,135 sf Runoff Volume=0.151 of Runoff Depth=1.61" ;Flow Length=230' _° Slope=0.0150'/' EL 1 Tc=2.3 min C'N=83 t 0 . 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 2017.09.21 FRP Type 11124-hr 2-Year Rainfall=3.20" ' Prepared by WoodardCurran Printed 11/6/2017 HydroCAD®10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Pape 14 Summary for Subcatchment 47S: Sub-Watershed 1 t Runoff = 18.01 cfs @ 12.10 hrs, Volume= 1.383 af, Depth= 2.45" , Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20 , Area (sf) CN Description 233,521 92 1/8 acre lots, 65% imp, HSG D t 62,039 98 Paved roads w/curbs &sewers, HSG D 295,560 93 Weighted Average 81,732 27.65% Pervious Area 213,828 72.35% Impervious Area , Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 4.8 100 0.1200 0.35 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.4 80 0.2500 3.50 Shallow Concentrated Flow, , Short Grass Pasture Kv= 7.0 fps 0.8 510 0.2500 10.15 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 1.3 591 0.2500 7.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 7.3 1,281 Total Subcatchment 47S: Sub-Watershed 1 Hydrograph graph 20- 18.01 cfs D Runoff ' 18 Type III 24 hr ------------ -- - , 16 2-Year Rainfall 3.20" 14 j ! --Rhndff Area=295,560 sf- .._ -Runoff Molume=1.383-af-- 41 12 -- --- Runoff Depth=2 F 3 10 Flow Length 1,281' ' M 8 T6=7.3 ruin --- --------,--- --------------CH=93-- _L 6 -------------- ' 4 0 ' 2 4 6 8 10 12 14 16 .18 20 22 24 2628 30 32 34 36 Time (hours) ' 2017.09.21 FRP Type ///24-hr 2-Year Rainfall=3.20" Prepared by WoodardCurran Printed 11/6/2017 ' HydroCAD@ 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 48S: Sub-Watershed 2 ' Runoff = 6.16 cfs @ 12.09 hrs, Volume= 0.442 af, Depth= 1.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs ' Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description ' 18,579 92 1/8 acre lots, 65% imp, HSG D 62,665 77 Woods, Good, HSG D 83,642 80 >75% Grass cover, Good, HSG D ' 164,886 80 Weighted Average 152,810 92.68% Pervious Area 12,076 7.32% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 48S: Sub-Watershed 2 Hydrograph 6.1 6 cfs D Runoff - ------- 6 i Type%III 24-hr - - , __2.Year-Rainfall 3 20"_ 5 _ Runoff Area-164,886 sf H 4 --Run,offrVolume=p d42-af- 'Ru;noff D',epth=1.40" ' ,' 3 I f Tc i6 0 8U. . CN � I I I I I I ___ 1I I I I I I 0 I 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 '' Time (hours) 1 2017.09.21 FRP Type 11124=hr 2-YearRainfall=3.20" , Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydfoCAD Software Solutions LLC Page 16 Summary for Subcatchment 49S: Baseball Field WS ' Runoff = 6.33 cfs @ 12.09 hrs, Volume= 0.453 af, Depth= 1.47" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" ' Area (sf) CN Description 37,267 92 1/8 acre lots, 65% imp, HSG D , 17,009 80 >75% Grass cover, Good, HSG D 106,860 77 Woods, Good, HSG D 161,136 81 Weighted Average , 136,912 84.97% Pervious Area 24,224 15.03% Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (fUsec) (cfs) 6.0 Direct Entry, Subcatchment 49S: Baseball Field WS ' Hydrograph 6.33 cfs 0 Runoff 2-Year Rainfa'III 11=3 "3 60 t " 5 Runoff, Area 161,136 sf HRunoffVolurrme=0453-af- 4 Runoff Dp 'e th=1.47" 3 rd"-6.0-1101111 i n , 0 3- U. % ---. i - 1_CN=_81__ 1I , 0 t 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 1 r r r2017.09.21 FRP Type 11124-hr 2-YearRainfall=3.20" Prepared by WoodardCurran Printed 11/6/2017 rHydroCAD@ 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 50S: To Entrance ' rRunoff = 0.27 cfs @ 12.09 hrs, Volume= 0.019 af, Depth= 2.17" r Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description r 2,721 98 Paved parking, HSG D 1,976 80 >75% Grass cover, Good, HSG D 4,697 90 Weighted Average r 1,976 42.07% Pervious Area 2,721 57.93% Impervious Area r Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, rSubcatchment 50S: To Entrance r Hydrograph 0.30.27 cfs 0 Runoff r - -- Type.11124hr_ 0.25 2-Year Rainfall 3.20" - - -- Runoff F Area.4,697 0 r 0.2 'Runoff V61ume=0.019 of Runoff Depth 2.17" r 3 0.15 Tc=6 0 min ° CN=90 LL 0.1 I I I I rI 0.05- 1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 ...34 36 rTime (hours) r r 1 1 2017.09.21 FRP Type ///24-hr 2-Year Rainfall=3.20" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @ 2016 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 51S: From WS 6 t Runoff = 0.30 cfs @ 12.08 hrs, Volume= 0.024 af, Depth= 2.97' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs ' Type III 24-hr 2-Year Rainfall=3.20" Area (sf) CN Description , 4,273 98 Paved parking, HSG D 4,273 100.00% Impervious Area , Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, , Subcatchment 51S: From WS 6 Hydrograph ' I I I i- Runoff 0.30 cfs D -- Type, III 24- , 0.3 yp hr 2-Year'I Rainfal 1=3.20" Runoff Volume- ' — 24 sf 0 25 Runoff Area"-4,273 0.0 of . Runoff DTC 0.2 th=2.97" _0 0.15 6.0 min u_ N=98 - - C 0.1 I I I I I I I I 0.05 ' 0 ' 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) t2017.09.21 FRP Type 111 24-hr 2-Year Rainfall=3.20" Prepared by WoodardCurran Printed 11/6/2017 ' HydroCAD@ 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Paae 19 Summary for Reach 51 R: Grass Channel ' Inflow Area = 10.570 ac, 49.06% Impervious, Inflow Depth > 51.22" for 2-Year event Inflow = 38.94 cfs @ 12.11 hrs, Volume= 45.116 of Outflow = 37.54 cfs @ 12.19 hrs, Volume= 44.962 af, Atten=4%, Lag= 5.0 min ' Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Max. Velocity=3.22 fps, Min. Travel Time= 3.1 min ' Avg. Velocity= 2.34 fps, Avg. Travel Time=4.3 min Peak Storage= 7,003 cf @ 12.14 hrs ' Average Depth at Peak Storage= 0.65' Bank-Full Depth= 1.25' Flow Area= 24.7 sf, Capacity= 116.65 cfs 16.00' x 1.25' deep channel, n= 0.030 Earth, grassed &winding ' Side Slope Z-value= 3.0 'P Top Width= 23.50' Length= 600.0' Slope= 0.0087 'P Inlet Invert= 12.73', Outlet Invert= 7.50' ' Reach 51R: Grass Channel ' Hydrograph ■ Inflow ' 40 37.54 CfS Inflow Area 10.570 ac_ Outflow Av Flow Depth 0 6 9 55 35 _ 2 f Max s Vel-3.2 p ' 30- n=0.030 25 - --L=600.0'- ' c 20 =0'0087 ' U. 15 5 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) Type 111 24-hr 2-Year Rainfall=3.20 2017.09.21 FRP yp ' Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Paae 20 , Summary for Reach 52R: (new Reach) Inflow = 15.00 cfs @ 1.00 hrs, Volume= 43.401 af, Incl. 15.00 cfs Base Flow t Outflow = 15.00 cfs @ 1.42 hrs, Volume= 43.355 af, Atten= 0%, Lag= 25.2 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs ' Max. Velocity= 9.98 fps, Min. Travel Time= 1.0 min Avg. Velocity= 9.98 fps, Avg. Travel Time= 1.0 min Peak Storage= 857 cf @ 1.40 hrs Average Depth at Peak Storage= 0.86' Bank-Full Depth=2.50' Flow Area= 4.9 sf, Capacity= 58.50 cfs , 30.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 570.0' Slope= 0.0173 'P Inlet Invert= 22.63', Outlet Invert= 12.75' ' Reach 52R: (new Reach) ' Hydrograph ■ Inflow , 15.00 cfs El Outflow 14 Max Vel=9.98 fps 1 12 30.0" Round Pipe 10 - --- n=0.012- c 8 L=570A'- u_ 6 4 Capacity 58 50 cfs , 2 I 0 ' 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) ' 2017.09.21 FRP Type ///24-hr 2-Year Rainfall-3.20" Prepared by WoodardCurran Printed 11/6/2017 ' HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 21 Summary for Pond 4P: Entrance Inflow Area = 0.108 ac, 57.93% Impervious, Inflow Depth = 2.17" for 2-Year event Inflow = 0.27 cfs @ 12.09 hrs, Volume= 0.019 of Outflow 0.01 cfs @ 10.43 hrs, Volume= 0.016 af, Atten= 97%, Lag= 0.0 min Primary 0.01 cfs @ 10.43 hrs, Volume= 0.016 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0,01 hrs/3 Peak Elev= 11.06' @ 16.77 hrs Surf.Area= 1,150 sf Storage= 537 cf Plug-Flow detention time= 615.7 min calculated for 0.016 of(82% of inflow) Center-of-Mass det. time= 544.3 min ( 1,351.2 -806.9 ) Volume Invert Avail.Storage Storage Description #1 9.50' 1,035 cf Custom Stage Data(Prismatic) Listed below(Recalc) #2 12.50' 1,435 cf Custom Stage Data(Prismatic) Listed below(Recalc) 2,470 cf Total Available Storage ' Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 9.50 1,150 0.0 0 0 12.50 1,150 30.0 1,035 1,035 Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 12.50 1,150 0 0 13.50 1,720, 1,435 1,435 Device Routing Invert Outlet Devices #1 Primary 9.50' 0.270 in/hr ExHitration over Surface area ' #2 Device 3 13.25' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 11.25' 6.0" Round Culvert ' L= 50.0' CPP, projecting, no headwall, Ke=0.900 Inlet/Outlet Invert= 11.25'/ 10.50' S= 0.0150 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends &connections, Flow Area= 0.20 sf ' Primary OutFlow Max=0.01 cfs @ 10.43 hrs HW=9.54' (Free Discharge) 1=Exfiltration (E)cfiltration Controls 0.01 cfs) $=Culvert ( Controls 0.00 cfs) ' 2=Orifice/Grate ( Controls 0.00 cfs) 2017.09.21 FRP Type 11124-hr 2-Year Rainfall=3.20" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Page 22 Pond 4P: Entrance Hydrograph 07 cf ■ Inflow 0.3 .2s 0 Primary .Inflow-Area=0.108 ac-- 0.25 Peak E:lev;=11.06' Storage=537-cf- 0.2 W l 0.15 ---- c 0.1 0.05 0.01 cfs 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) a a a is a a a a a I� a a a a a a a a a 2017.09.21 FRP Type 111 24-hr 2-Year Rainfall=3.20" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Page 23 Summary for Pond 5P: PL corner Volume Invert Avail.Storage Storage Description #1 9.00' 156 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 11.00, 465 cf Custom Stage Data(Prismatic) Listed below_ (Recalc) 621 cf Total Available Storage Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 9.00 260 0.0 0 0 11.00 260 30.0 156 156 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 11.00 260 0 0 12.00 670 465 465 Device Routing Invert Outlet Devices #1 Discarded 9.00' 0.270 in/hr Wiltration over Surface area #2 Primary 9.00' 8.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 9.00' /8.25' S= 0.0150 '/' Cc= 0.900 n= 0.013, Flow Area= 0.35 sf #3 Primary 11.75' 8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.00 cfs @ 1.00 hrs HW=0.00' (Free Discharge) LI=Exfltration ( Controls 0.00 cfs) trimaryOutFlow Max=0.00 cfs @ 1.00 hrs HW=0.00' (Free Discharge) 2=Culvert ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) 2017.09.21 FRP Type 11124-hr 2-Year Rainfall=3.20" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 ©2016 HydroCAD Software Solutions LLC Page 24 Pond 5P: PL corner Hydrograph 1 ® Discarded p Primary Peak! Elev=;0.00' Storage=0 cf LL 0.00 Cfs 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) r 1 r2017.09.21 FRP Type Ill 24-hr 2-Year Rainfall=3.20" r Prepared by WoodardCurran Printed 11/6/2017 HydroCAD@ 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 25 Summary for Pond 6P: Median rInflow Area = 2.757 ac, 24.43% Impervious, Inflow Depth = 1.21" for 2-Year event Inflow = 2.68 cfs @ 12.26 hrs, Volume= 0.278 of r Outflow 2.61 cfs @ 12.30 hrs, Volume= 0.278 af, Atten= 3%, Lag= 2.6 min Primary 2.61 cfs @ 12.30 hrs, Volume= 0.278 of ' Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 11.26' @ 12.30 hrs Surf.Area= 900 sf Storage= 340 cf Plug-Flow detention time=4.4 min calculated for 0.278 of(100% of inflow) ' Center-of-Mass det. time=4.4 min ( 867.7=863.3 ) Volume Invert Avail.Storage Storage Description ' #1 10.00' 1,080 cf Custom Stage Data(Prismatic) Listed below(Recalc) #2 14.00' 1,600 cf Custom Stage Data(Prismatic) Listed below(Recalc) 2,680 cf Total Available Storage rElevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 10.00 900 0.0 0 0 14.00 900 30.0 1,080 1,080 Elevation Surf.Area Inc.Store Cum.Store r (feet) (sq-ft) (cubic-feet) (cubic-feet) 14.00 900 0 0 15.00 2,300 1,600 1,600 rDevice Routing Invert Outlet Devices #1 Primary 10.00' 12.0" Round Culvert r L= 290.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 10.00'/8.33' S= 0.0058? Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf ' #2 Primary 14.50' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 10.00' 0.270 in/hr Exfiltration over Surface area ' Primary OutFlow Max=2.61 cfs @ 12.30 hrs HW=11.26' (Free Discharge) � 1=Culvert (Inlet Controls 2.60 cfs @ 3.32 fps) 2=Orifice/Grate ( Controls 0.00 cfs) r3=Exfltration. (Exfiltration Controls 0.01 cfs) 1 r 2017.09.21 FRP Type 111 24-hr 2-Year Rainfall=3.20" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 ©2016 HydroCAD Software Solutions LLC Page 26 Pond 6P: Median Hydrograph In Inflow 2.61 cfs 0 Prima Inflow Area=2l57 ac Primary Peak, Elev=11.26' --- -- ---; Stog ra' a=340 cf 2 3 0 1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 2017.09.21 FRP Type 11124-hr 2-Year Rainfall=3.20" ' Prepared by WoodardCurran Printed 11/6/2017 HydroCAD®10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 27 ' Summary for Pond 7P: Rain Garden Inflow Area = 3.885 ac, 25.93% Impervious, Inflow Depth = 1.33" for 2-Year event ' Inflow 3.46 cfs @ 12.27 hrs, Volume= 0.430 of Outflow 3.40 cfs @ 12.31 hrs, Volume= 0.430 af, Atten= 2%, Lag= 2.4 min Primary = 3.40 cfs @ 12.31 hrs, Volume= 0.430 of t Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs/2 Peak Elev= 13.97' @ 12.31 hrs Surf.Area= 3,738 sf Storage= 3,676 cf Plug-Flow detention time= 122.7 min calculated for 0.430 of(100% of inflow) Center-of-Mass det. time= 122.7 min ( 977.0 -854.3 ) ' Volume Invert Avail.Storage Storage Description #1 9.00' 1,872 cf Custom Stage Data(Prismatic) Listed below(Recalc) #2 13.00' 1,880 cf Custom Stage Data(Prismatic) Listed below(Recalc) ' 3,752 cf Total Available Storage Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 9.00 1,560 0.0 0 0 13.00 1,560 30.0 1,872 1,872 ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 13.00 1,560 0 0 ' 14.00 2,200 1,880 1,880 Device Routing Invert Outlet Devices ' #1 Primary 8.33' 8.0" Round Culvert L= 30.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 8.33' /7.73' S= 0.0200 '/' Cc= 0.900 n= 0.010, Flow Area= 0.35 sf ' #2 Primary 13.50' 12.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 9.00' 2.400 in/hr Exfiltration over Surface area #4 Primary . 13.75' 10.0' long x 5.0' breadth Broad-Crested Rectangular Weir ' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=3.39 cfs @ 12.31 hrs HW=13.97' (Free Discharge) 1=Culvert (Passes 0.21 cfs of 3.06 cfs potential flow) ' 't 3=Exfiltration (Exfiltration Controls 0.21 cfs) 2=Oriflce/Grate (Orifice Controls 0.83 cfs @ 2.32 fps) -Broad-Crested Rectangular Weir (Weir Controls 2.35 cfs @ 1.09 fps) t 2017.09.21 FRP Type 111 24-hr 2-Year Rainfall=3.20" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 ©2016 HydroCAD Software Solutions LLC Paae 28 Pond 7P: Rain Garden Hydrograph ■ Inflow 3.40 cfs Inflow;Area-3ItM ac © Primary - , ---- -- Peakl Ele 3 v=13.97' ;Storage=3!,676 cf 'A U 0 2- U.LL 1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 84 36 Time (hours) 2017.09.21 FRP Type 11124-hr 2-Year Rainfall=3.20" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD@ 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Page 29 Summary for Pond 8P: Existing Pond Inflow Area = 23.476 ac, 45.33% Impervious, Inflow Depth > 24.00" for 2-Year event Inflow = 54.17 cfs @ 12.19 hrs, Volume= 46.943 of Outflow = 51.98 cfs @ 12.23 hrs, Volume= 45.156 af, Atten= 4%, Lag= 2.6 min Primary = 17.35 cfs @ 12.23 hrs, Volume= 42.072 of Tertiary = 34.64 cfs @ 12.23 hrs, Volume= 3.084 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 8.98' @ 12.23 hrs Surf.Area= 79,292 sf Storage= 88,290 cf Plug-Flow detention time= 79.1,min calculated for 45.156 of(96% of inflow) Center-of-Mass det. time= 38.5 min ( 1,131.8 - 1,093.3 ) Volume Invert Avail.Storage Storage Description #1 7.50' , 699,180 cf Custom Stage Data(irregular) Listed below (Recalc) Elevation Surf.Area Perim. • Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 7.50 44,376 1,000.0 0 0 44,376 8.73 69,812 1,498.0 69,637 69,637 143,383 10.73 162,389 2,349.0 225,783 295,421 403,932 12.73 244,138 2,670.0 403,759 699,180 532,237 Device Routing Invert Outlet Devices #1 Primary 7.50' 36.0"W x 48.0" H Vert. Orifice/Grate C= 0.600 #2 Tertiary 8.86' 250.0' long Sharp-Crested Rectangular Weir 0 End Contractions) Primary OutFlow Max=17.34 cfs @ 12.23 hrs HW=8.98' (Free Discharge) t I=Orifice/Grate (Orifice Controls 17.34 cfs @ 3.91 fps) 1ertlary OutFlow Max=34.13 cfs @ 12.23 hrs HW=8.98' (Free Discharge) 2=Sharp-Crested Rectangular Weir (Weir Controls 34.13 cfs @ 1.13 fps) 2017.09.21 FRP Type 11124-hr 2-Year Rainfall=3.20 Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Page 30 Pond 8P: Existing Pond Hydrograph _54 17 r..fs ■ Inflow 51 .98 cfs __ area-23.476 ac o outflow _ ry 60 ❑ Prima Inflow 55 Peak;El 'v-8.98' p Tertiary 50 Storage=8 290 cf 45 ao 34.64 cfs N 35 3 30 s 25 7. cfs U. 20 15 - 5 5 5 0 2 4 6 8 1012 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 2017.09.21 FRP Type 111 24-hr 2-Year Rainfall=3.20" Prepared by WoodardCurran Printed 11/6/2017 ' HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 31 Summary for Pond 9P: 2'x10' Culvert ' Inflow Area = 23.476 ac, 45.33% Impervious, Inflow Depth > 21.51" for 2-Year event Inflow = 17.35 cfs @ 12.23 hrs, Volume= 42.072 of t Outflow 17.35 cfs @ 12.23 hrs, Volume= 42.072 af, Atten= 0%, Lag= 0.0 min Primary 17.35 cfs @ 12.23 hrs, Volume= 42.072 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 5.21' @ 12.23 hrs Device Routing Invert Outlet Devices ' #1 Primary 4.23' 120.0"W x 24.0" H Box Culvert L= 150.0' RCP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert=4.23'/4.23' S= 0.0000'P Cc= 0.900 tn= 0.013, Flow Area= 20.00 sf Primary OutFlow Max=17.35 cfs @ 12.23 hrs HW=5.21' (Free Discharge) t1=Cuivert (Barrel Controls 17.35 cfs @ 2.36 fps) ' Pond 9P: 2'x10' Culvert ' Hydrograph 18 17.35 Cfs Inflow Area 23.476 ac Inflow p Primary 1 16 11 14 20.0 x 2 .0" 0 w 12-: Box'tulve;rt �- -, n=01.01 3 0 10 L=150.0' FL 8 S=0'.0000 6 - 4 " 0 ' 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 1 � 1 2017.09.21 FRP Type 111 24-hr 2-Year Rainfall=3.20" Prepared by WoodardCurran Printed 11/6/2017 ' HydroCAD@ 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 32 Summary for Pond 12113: CB1 ' Inflow Area = 2.405 ac, 76.70% Impervious, Inflow Depth = 2.54" for 2-Year event Inflow = 6.55 cfs @ 12.10 hrs, Volume= 0.510 of ' Outflow = 6.55 cfs @ 12.10 hrs, Volume= 0.51Oaf, Atten= 0%, Lag= 0.0 min Primary = 6.55 cfs @ 12.10 hrs, Volume= 0.510 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs ' Peak Elev= 12.70' @ 12.10 hrs Device Routing Invert Outlet Devices ' #1 Primary 11.00' 18.0" Round Culvert L= 100.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 11.00'/ 10.50' S= 0.0050 '/' Cc= 0.900 ' n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf #2 Primary 15.00' 2.0"x 2.0" Horiz. Orifice/Grate C= 0.600 in 24.0"x 24.0" Grate (1% open area) ' Limited to weir flow at low heads Primary OutFlow Max=6.54 cfs @ 12.10 hrs HW=12.70' (Free Discharge) 1=Culvert (Inlet Controls 6.54 cfs @ 3.70 fps) tt 2=Orifice/Grate ( Controls 0.00 cfs) Pond 12P: CB1 ' Hydrograph ■ Inflow ' 6.55 CfSPrimary Inflow Area=2:405 ac 6 " Peak Elev=12 70' ' - H 5- 4- 0 40 3 -----------------------------------LL 2 i 2 4 ..6. ...8. 10 .1'2.'1'4. 16 1'8..2'0 22 2426 2830 3234 36 Time (hours) 1 1 ' 2017.09.21 FRP Type ///24-hr 2-Year Rainfall=3.20" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD@ 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 33 ' Summary for Pond 13P: DMH-1 Inflow Area = 2.513 ac, 75.89% Impervious, Inflow Depth > 2.51" for 2-Year event ' Inflow 6.56 cfs @ 12.10 hrs, Volume= 0.526 of Outflow 6.56 cfs @ 12.10 hrs, Volume= 0.526 af, Atten= 0%, Lag= 0.0 min Primary = 6.56 cfs @ 12.10 hrs, Volume= 0.526 of ' Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt=0.01 hrs Peak Elev= 12.20' @ 12.10 hrs ' Device Routing Invert Outlet Devices #1 Primary 10.50' 18.0" Round Culvert L= 150.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 10.50'/9.50' S= 0.0067 'P Cc= 0.900 ' n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf #2 Primary 16.00' 2.0"x 2.0" Honz. Orifice/Grate ' C= 0.600 in 24.0"x 24.0" Grate (1%open area) Limited to weir flow at low heads Primary OutFlow Max=6.55 cfs @ 12.10 hrs HW=12.20' (Free Discharge) ' �1=Culvert (Inlet Controls 6.55 cfs @ 3.71 fps) 2=Orifice/Grate ( Controls 0.00 cfs) ' Pond 13P: DMH-1 Hydrograph ' ■ Inflow 7 6.56 cfs Inflow-Area-2:513 a 0 Primary - ' Peak Elev=12 20' 6 5 , N V ,. 4 3 , LL 3 1 1 0 2 4 6 8 10 1"2"'1"4' 16 18 20' 22 24 26 28 30 32 34 36 Time (hours) 2017.09:21 FRP Type 11124-hr 2-Year Rainfall=3.20" Prepared by WoodardCurran Printed 11/6/2017 ' HydroCAD@ 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Pape 34 Summary for Pond 14P: CB-2 , Inflow Area = 5.321 ac, 73.14% Impervious, Inflow Depth > 2.48" for 2-Year event Inflow = 11.53 cfs @ 12.13 hrs, Volume= 1.098 of t Outflow = 11.53 cfs @ 12.13 hrs, Volume= 1.098 af, Atten= 0%, Lag= 0.0 min Primary = 11.53 cfs @ 12.13 hrs, Volume= 1.098 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs ' Peak Elev= 11.09' @ 12.13 hrs Device Routing Invert Outlet Devices , #1 Primary 9.50' 24.0" Round Culvert L= 75.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 9.50'/8.00' S= 0.0200 'P Cc= 0.900 t n=.0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Primary 13.00' 2.0"x 2.0" Horiz. Orifice/Grate C= 0.600 in 24.0" x 24.0" Grate (1% open area) ' Limited to weir flow at low heads Primary OutFlow Max=11.53 cfs @ 12.13 hrs HW=11.09' (Free Discharge) 7=Culvert (Inlet Controls 11.53 cfs @ 4.30 fps) t ' 2=Orifice/Grate ( Controls 0.00 cfs) Pond 14P: CB-2 ' Hydrograph FAA ■ Inflow 11 .53 Cf [I Primary 12 Inflow Area=5:321 ac 11 Peak Elev=11 09' ' 1086 : 3 6 LL 5 ' 43 - -- 2 :- 1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 3234 36 Time (hours) 2017.09.21 FRP Type 11124-hr 2-Year Rainfall=3.20" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Page 35 Summary for Pond 55P: Plunge Pool Inflow Area = 6.785 ac, 72.35% Impervious, Inflow Depth > 79.12" for 2-Year event Inflow = 33.01 cfs @ 12.10 hrs, Volume= 44.738 of Outflow = 32.91 cfs @ 12.11 hrs, Volume= 44.674 af, Atten= 0%, Lag= 0.6 min Primary = 32.91 cfs @ 12.11 hrs, Volume= 44.674 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 13.60' @ 12.11 hrs Surf.Area= 0.048.ac Storage= 0.080 of Plug-Flow detention time= 3.0 min calculated for 44.661 of(100% of inflow) Center-of-Mass det. time= 1.5 min ( 1,102.8 - 1,101.3 ) Volume Invert Avail.Storag_e Storage Description #1 8.25' 0.088 of 12.50'W x 15.00'L x 6.00'H Prismatoid Z=3.0 0.154 of Overall - 0.065 of Embedded = 0.088 of #2 8.25' 0.026 of 12.50'W x 15.00'L x 4.00'H Prismatoid Z=3.0 Inside#1 0.065 of Overall x 40.0% Voids 0.114 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 12.75' 16.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=32.88 cfs @ 12.11 hrs HW=13.60' (Free Discharge) t-`!=Broad-Crested Rectangular Weir (Weir Controls 32.88 cfs @ 2.41 fps) 2017.09.21 FRP Type 11124-hr 2-Year Rainfall=3.20" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Page 36 Pond 55P: Plunge Pool Hydrograph I inflow 35 - 35 32.91 cfs Inflow Area-6.785 aca ry 30 Peak El;ev=13.60' 25 Storage=0',.080 of 20 3 o — 15 LL 10 5 0 2 4 6 8 10 12 14 16 18 20 22 2426 28 30 3234 36 Time (hours) 2017.09.21 FRP Type 11124-hr 2-Year Rainfall=a 20" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-16 s/n 01204 02016 HydroCAD Software Solutions LLC Page 37 Summary for Link 10L: Tide Inflow Area = 23.476 ac, 45.33% Impervious, Inflow Depth > 21.51" for 2-Year event Inflow = 17.35 cfs @ 12.23 hrs, Volume= 42.072 of Primary = 17.35 cfs @ 12.23 hrs, Volume= 42.072 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Fixed water surface Elevation= 7.60' Link 10L: Tide Hydrograph ■ Inflow 17.35 CfS ❑ Primary 18 lnflow Area-2S.476 ac - 16 14 12 ;-- - --- 0 10 _ -- 3 r o 8 , 6 ..i......_ r._ ---1--- 7--- 1 . . 4 , 2 _ 0 2 4 6 8 10 12 14 16 18 20 22 2426 28 30 3234 36 Time (hours) 2017.09.21 FRP Type 111 24-hr 10-Year Rainfall=4.50" , Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 38 ' Time span=1.00-36.00 hrs, dt=0.01 hrs, 3501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method ' Subcatchment 11S: Proposed WS - 1 Runoff Area=104.755 sf 76.70% Impervious Runoff Depth=3.82" Flow Length=1,010' Tc=7.4 min CN=94 Runoff=9.60 cfs 0.765 of , Subcatchment 12S: Proposed WS -2 Runoff Area=122.343 sf 70.68% Impervious Runoff Depth=3.71" Flow Length=820' Tc=14.8 min CN=93 Runoff=8.85 cfs 0.868 of Subcatchment 13S: Proposed WS -3 Runoff Area=120.082 sf 24.43% Impervious Runoff Depth=2.21" Flow Length=566' Tc=17.8 min CN=77 Runoff=5.03 cfs 0.508 of Subcatchment 14S: Proposed WS -4 Runoff Area=49.135 sf 29.59% Impervious Runoff Depth=2.73" ' Flow Length=230' Slope=0.01507 Tc=2.3 min CN=83 Runoff=4.11 cfs 0.256 of Subcatchment 47S: Sub-Watershed 1 Runoff Area=295.560 sf 72.35% Impervious Runoff Depth=3.71" , Flow Length=1,281' Tc=7.3 min CN=93 Runoff=26.70 cfs 2.096 of Subcatchment 48S: Sub-Watershed 2 Runoff Area=164.886 sf 7.32% Impervious Runoff Depth=2.46" , Tc=6.0 min CN=80 Runoff=10.93 cfs 0.776 of Subcatchment 49S: Baseball Field WS Runoff Area=161,136 sf 15.03% Impervious Runoff Depth=2.55" t Tc=6.0 min CN=81 Runoff=11.06 cfs 0.785 of Subcatchment 50S: To Entrance Runoff Area=4,697 sf 57.93% Impervious Runoff Depth=3.40" ' Tc=6.0 min CN=90 Runoff=0.42 cfs 0.031 of Subcatchment 51S: From WS 6 Runoff Area=4,273 sf 100.00% Impervious Runoff Depth>4.26" Tc=6.0 min CN=98 Runoff=0.43 cfs 0.035 of 1 Reach 51 R: Grass Channel Avg. Flow Depth=0.77' Max Vel=3.57 fps Inflow--52.26 cfs 46.164 of n=0.030 L=600.0' S=0.0087'/' Capacity--1 16.65 cfs Outfldw=50.35 cfs 46.016 of ' Reach 52R: (new Reach) Avg. Flow Depth=0.86' Max Vel=9.98 fps Inflow=15.00 cfs 43.401 of 30.0" Round Pipe n=0.012 L=570.0' S=0.0173'P Capacity--58.50 cfs Outflow=15.00 cfs 43.355 of Pond 4P: Entrance Peak Elev=12.23' Storage=941 cf Inflow=0.42 cfs 0.031 of ' Outflow=0.01 cfs 0.017 of Pond 5P: PL corner Peak EIev=0.00' Storage=0 cf , Discarded=0.00 cfs 0.000 of Primary--0.00 cfs 0.000 of Pond 6P: Median Peak Elev=14.13' Storage=1,206 cf Inflow=5.03 cfs 0.508 of ' Outflow=4.17 cfs 0.508 of Pond 7P: Rain Garden Peak EIev=14.10' Storage=3,752 cf Inflow=6.08 cfs 0.764 of , Outflow=6.58 cfs 0.786 of Pond 8P: Existing Pond Peak EIev=9.03' Storage=92.432 cf Inflow=79.80 cfs 49.237 of ' Primary=18.26 cfs 42.275 of Tertiary--58.69 cfs 5.175 of Outflow=76.95 cfs 47.450 of t 2017.09.21 FRP Type 11124-hr 10-Year Rainfall=4.50" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Pape 39 Pond 9P: 2'x10' Culvert Peak Elev=5.24' Inflow=18.26 cfs 42.275 of 120.0"x24-0" Box Culvert n=0.013 L=150.0' S=0.0000 'f Outflow=18.26 cfs 42.275 of Pond 12P: CB1 Peak Elev=13.79' Inflow=9.60 cfs 0.765 of Outflow=9.60 cfs 0.765 of Pond 1313: DMH-1 Peak EIev=13.30' Inflow--9.61 cfs 0.781 of Outflow=9.61 cfs 0.781 of Pond 1413: CB-2 Peak Elev=11.77' Inflow=17.02 cfs 1.649 of Outflow=17.02 cfs 1.649 of Pond 5513: Plunge Pool Peak EIev=13.74' Storage=0.087 of Inflow=41.70 cfs 45.452 of Outflow=41.57 cfs 45.387 of Link 10L: Tide Inflow=18.26 cfs 42.275 of Primary--18.26 cfs 42.275 of Total Runoff Area= 23.574 ac Runoff Volume= 6.120 of Average Runoff Depth = 3.12" 54.440/6 Pervious = 12.834 ac 45.56% Impervious = 10.740 ac 2017.09.21 FRP Type 111 24-hr 10-Year Rainfall=4.50" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Page 40 Summary for Subcatchment 11 S: Proposed WS - 1 Runoff = 9.60 cfs @ 1 2.10 hrs, Volume= 0.765 af, Depth= 3.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 49,215 98 Paved parking, HSG D 47,647 92 1/8 acre lots, 65% imp, HSG D 7,733 80 >75% Grass cover, Good, HSG D 160 98 Roofs, HSG D 104,755 94 Weighted Average 24,409 23.30% Pervious Area 80,346 76.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) . (feet) (ft/ft) (ft/sec) (cfs) 2.1 100 0.0050 0.79 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 3.2 572 0.0220 3.01 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9 275 0.0260 2.42 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.2 63 0.0560 4.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.4 1,010 Total 2017.09.21 FRP Type 111 24-hr 10-Year Rainfall=4.50" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 ©2016 HydroCAD Software Solutions LLC Paae 41 Subcatchment 11S: Proposed WS - 1 Hydrograph .9.60 Cfs -- Runoff 10 Type! 11124 9 . . =4.5 ----- --------- j 1.0-Year_Ramfall- 0"-- 8 Runoff_Area-104,755_sf-- 7 Runoff Volume--' 0.765 of g Runoff Depth=3.82 c 5w _Tc=7.4m FloLen #h ,0 0, a 4 in , CN=94-- 3 2 --- -- -------------- ---, --- ----------- 0:0 --0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 2017.09.21 FRP Type 11124-hr 10-Year Rainfall=4.50" ' Prepared by WoodardCurran Printed 11/6/2017 HydroCAD@ 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 42 t Summary for Subcatchment 12S: Proposed WS -2 Runoff = 8.85 cfs @ 12.19 hrs, Volume= 0.868 af, Depth= 3.71" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" t Area (sf) CN Description 37,690 98 Paved parking, HSG D t 71,468 92 1/8 acre lots, 65% imp, HSG D 10,854 80 >75% Grass cover, Good, HSG D 2,331 98 Roofs, HSG D ' 122,343 93 Weighted Average 35,868 29.32% Pervious Area 86,475 70.68% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.3 100 0.0600 0.26 Sheet Flow, , Grass: Short n= 0.150 P2= 3.20" 6.7 400 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps , 1.8 320 0.0220 3.01 Shallow Concentrated Flow, Paved Kv= 20.3 fps 14.8 820 Total Subcatchment 12S: Proposed WS - 2 ' Hydrograph ' 8.85 Cfs � Runoff 9- ' TYPe 11124-hr_ 8 10-Year Rainfall 4.50" 7 Runoff Area-122,343 §f , -- -',-Runoff Volume = 6 0.868 of - w Runoff De pth 3.71"__ 3 5 Flow Length--820' ' c r � - - � - 8min LL 4 Tc-14. 3 CN=93 --- ----- --- -------- = 2 0 ' 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) ' 2017.09.21 FRP Type 11124-hr 10-Year Rainfall=4.50" Prepared by WoodardCurran Printed 11/6/2017 ' HydroCAD@ 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 43 Summary for Subcatchment 13S: Proposed WS - 3 ' Runoff = 5.03 cfs @ 12.25 hrs, Volume= 0.508 af, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 29,334 98 Paved parking, HSG D 6,144 80 >75% Grass cover, Good, HSG D 84;604 70 Woods, Good, HSG C ' 120,082 77 Weighted Average 90,748 75.57% Pervious Area 29,334 24.43% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 13.8 100 0.0600 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.20" 3.1 263 0.0780 1.40 Shallow Concentrated Flow, Woodland Kv= 5.0 fps ' 0.9 203 0.0320 3.63 Shallow Concentrated Flow, Paved Kv=20.3 fps 17.8 566 Total Subcatchment 13S: Proposed WS - 3 ' Hydrograph 5.03 cfs ___ p Runoff L _L _L _L _L _ L L_.._ _L _L _L ' S Type 111 ',24-hr 10-Year: Rainfall=4.50" - -- ' 4 - Runoff Area 120,082 sf Runoff Volume'-7O.508 of V ' I I ' Runoff Depth=2.21 3 36th=56,6 Flow Len -- 6 LL - -- - ------- -- ----- Tc-17.8-min 2 CN=77 1 r 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 3032 3436 ' Time (hours) 2017.09.21 FRP Type 111 24-hr 10-Year Rainfall=4.50" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD®10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Facie 44 Summary for Subcatchment US: Proposed WS -4 , Runoff = 4.11 cfs @ 12.04 hrs, Volume= 0.256 af, Depth= 2.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs ' Type 11124-hr 10-Year Rainfall=4.50" Area (sf) CN Description ' 14,540 98 Paved parking, HSG D 159 80 >75% Grass cover, Good, HSG D 34,436 77 Woods, Good, HSG D ' 49,135 83 Weighted Average 34,595 70.41% Pervious Area 14,540 29.59% Impervious Area t Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 100 0.0150 1.23 Sheet Flow, ' Smooth surfaces n= 0.011 P2= 3.20" 0.9 130 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 2.3 230 Total Subcatchment 14S: Proposed WS -4 ' Hydrograph 4.11 cfs D Runoff , 4 --- Type III 24-hr 10-Year Rainfall=4.50" ' Runoff Area=49,1.35 sf H 3 Runoff Runoff De -th=0.256 of ., Flow Len =230' 0 2 gth230' LL Slope=0.0150 T ' Tc=2.3 min I - r c -N-8302 4 6 8 10 12 14 16 18 20 22 24 2628 30 32 34 36 1 Time (hours) ' 2017.09.21 FRP Type 11124-hr 10-Year Rainfall=4.50" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD@ 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 45 Summary for Subcatchment 47S: Sub-Watershed 1 ' Runoff = 26.70 cfs @ 12.10 hes, Volume= 2.096 af, Depth= 3.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs ' Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description ' 233,521 92 1/8 acre lots, 65% imp, HSG D 62,039 98 Paved roads w/curbs &sewers, HSG D 295,560 93 Weighted Average 81,732 27.65% Pervious Area 213,828 72.35% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.8 100 0.1200 0.35 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" ' 0.4 80 0.2500 3.50 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.8 510 0.2500 10.15 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 591 0.2500 7.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps ' 7.3 1,281 Total Subcatchment 47S: Sub-Watershed 1 ' Hydrograph 26.70 cfs n Runoff ' Ty a III 24-hr- 25 p 10 Year Rainfall 4.50" 1. unoff.Area=29sf 20 Runoff Volume--2.0,96of Runoff Depth 3.71"_. ' 3 15 Flow Length=1,281' ° Tc=7.3 min LL 10 CN 93 5- 0- 2 02 4 6 8 10 12 14 16 18 2022 24 2628 30 32 34 36 Time (hours) 1 1 2017.09.21 FRP Type 11124-hr 10-Year Rainfall=4.50" ' Prepared by WoodardCurran Printed 11/6/2017 HydroCAD®10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 46 ' Summary for Subcatchment 48S: Sub-Watershed 2 Runoff = 10.93 cfs @ 12.09 hrs, Volume= 0.776 af, Depth= 2.46" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" ' Area (sf) CN Description 18,579 92 1/8 acre lots, 65% imp, HSG D ' 62,665 77 Woods, Good, HSG D 83,642 80 >75% Grass cover, Good, HSG D 164,886 80 Weighted Average ' 152,810 92.68% Pervious Area 12,076 7.32% Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 48S: Sub-Watershed 2 ' Hydrograph ' 12 10.93 cfs Runoff 11 " --- - --- Type III 24-hr- ' 10 - 1_1.0 Year Rainfall 4 50"- 9 - - ---------------Runoff Area=164,886 sf - ' LL8 Runoff 7 , 1 176 o'f 77 1 Ruoff Depth-2-466 - ---- Tc-6 0 mm05 ' ' --- 4 CV 80 3 _ -- 2 0 2 4 6 8 10 12 14 16 18 2022 24 26 28 30 32 34 36 , Time (hours) 1 t2017.09.21 FRP Type 111 24-hr 10-Year Rainfall=4.50" Prepared by WoodardCurran Printed 11/6/2017 ' HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Paoe 47 Summary for Subcatchment 49S: Baseball Field WS ' Runoff = 11.06 cfs @ 12.09 hrs, Volume= 0.785 af, Depth= 2.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description ' 37,267 92 1/8 acre lots, 65% imp, HSG D 17,009 80 >75% Grass cover, Good, HSG D 106,860 77 Woods, Good, HSG D ' 161,136 81 Weighted Average 136,912 84.97% Pervious Area 24,224 15.03% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) t 6.0 Direct Entry, Subcatchment 49S: Baseball Field WS ' Hydrograph 12 11 .06 cfs n Runoff e'11124 hr__ 10 --10 Year_Rainfall 4 50"__ 9 RunoffVolume-0.785 ' Runoff Area=161036-sf-- 8 , I I ^ of 7 'Runoff Depth 2:55'-' - T , 3 6 TcT6:0 min - LL 5 CN 4 _ 1 _r__ r __ r___r_ i___7 -___--- ry J I I I 2 _ 0 ' 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 1 1 2017.09.21 FRP Type 11124-hr 10-Year Rainfall=4.50" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 48 , Summary for Subcatchment 50S: To Entrance Runoff = 0.42 cfs @ 12.09 hrs, Volume= 0.031 af, Depth= 3.40" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs ' Type III 24-hr 10-Year Rainfall=4.50" Area (sf) CN Description 2,721 98 Paved parking, HSG D ' 1,976 80 >75% Grass cover, Good, HSG D 4,697 90 Weighted Average 1,976 42.07% Pervious Area , 2,721 57.93% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 50S: To Entrance ' y rograph ' 042 cfs 0.45 � . T - 0.4 III 24-hr 1 1 10-Year Rainfall=4.50"- 0.35 Runoff Area=4, 697 sf 0.3 Run off Volume Runoff Dep-0.031 031 of w -- 0.25 �h 3.40" 3 ___ Tc=6 0 min_. ' ° 0.2 CN=90 LL . 0.15 , ------------------- 0.1 0.05 0 ' 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) ' t 1 ' 2017.09.21 FRP Type 11124-hr 10-YearRainfall=4.50" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD@ 10.00-18 s/n 01204 @ 2016 HydroCAD Software Solutions LLC Page 49 ' Summary for Subcatchment 51 S: From WS 6 ' Runoff = 0.43 cfs @ 12.08 hrs, Volume= 0.035 af, Depth> 4.26" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.50" ' Area (sf) CN Description 4,273 98 Paved parking, HSG D ' 4,273 100.00% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (fttsec) (cfs) 6.0 Direct Entry, ' Subcatchment 51S: From WS 6 Hydrograph ' 0.43 CfS - 0 Runoff 0.45 Type,-III 24-hr- 0.4 - 10-Year Rainfall=4.50" 0.35 Runoff Area=4,273 sf ;Runoff 0.3 Volume-4.035 of t N - - 'noff Depth>4.26"-- " 0.25 R !Tc-"6.0' min r 0.2 CN 98-------- 0.15- ------------- 0.05- 0 0.150.050 2 4 6 8 10 12 14 16 1'8--2'0-2 1 2 24 26 28 30 32 34 36 Time (hours) 2017.09.21 FRP Type 11124-hr 10-YearRainfall=4.50" ' Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 50 t Summary for Reach 51 R: Grass Channel Inflow Area = 10.570 ac, 49.06% Impervious, Inflow Depth > 52.41" for 10-Year event ' Inflow = 52.26 cfs @ 12.10 hrs, Volume= 46.164 of Outflow = 50.35 cfs @ 12.18 hrs, Volume= 46.016 af, Atten= 4%, Lag=4.6 min ' Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Max. Velocity= 3.57 fps, Min. Travel Time= 2.8 min Avg. Velocity= 2.35 fps, Avg. Travel Time=4.2 min ' Peak Storage= 8,481 cf @ 12.13 hrs Average Depth at Peak Storage= 0.77' ' Bank-Full Depth= 1.25' Flow Area= 24.7 sf, Capacity= 116.65 cfs 16.00' x 1.25' deep channel, n= 0.030 Earth, grassed &winding Side Slope Z-value= 3.0 '/' Top Width= 23.50' , Length= 600.0' Slope= 0.0087T Inlet Invert= 12.73', Outlet Invert= 7.50' Reach 51R: Grass Channel Hydrograph ■ Inflow 55 50.35 cfs Inflow Area 10-.570 ac Outflow ' 50 -- --- Av Flow De th 0 7 -- g. p ' T- 45 Max Vel 3.57 fps 40 - -- - ' - -- n=0 030 35 L=600.0' 3 3 ,- 0 25 - 0 � � �-- � � S=0:0087,11 LL 20 — 15 0 ' 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) ' II 2017.09.21 FRP Type /Il 24-hr 10-Year Rainfall=4.50" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 51 Summary for Reach 52R: (new Reach) Inflow = 15.00 cfs @ 1.00 hrs, Volume= 43.401 af, Incl. 15.00 cfs Base Flow Outflow = 15.00 cfs @ 1.42 hrs, Volume= 43.355 af, Atten=0%, Lag= 25.2 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Max. Velocity=9.98 fps, Min. Travel Time= 1.0 min ' Avg. Velocity= 9.98 fps, Avg. Travel Time= 1.0 min Peak Storage= 857 cf @ .1.40 hrs Average Depth at Peak Storage= 0.86' Bank-Full Depth= 2.50' Flow Area=4.9 sf, Capacity= 58.50 cfs 30.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 570.0' Slope= 0.0173 'P Inlet Invert= 22.63', Outlet Invert= 12.75' ' Reach 52R: (new Reach) H rograph ■ Inflow 15.00 cfs 10 Outflow 14-' ti- -- !. Mak Vel=9.98 fps 12-/ 30.0" ' - Rou nd Pipe N 10 -- n=0.012- - 0 8 S 0'=570.0' ---! -- L a 6 .0173 ;./' 4 Capacity-58.50 cfs 2 1 0 � 2 4 6 8 10 12 14 16 18 20 22 24 26 28 3032 3436 ' Time (hours) 2017.09.21 FRP Type H/24-hr 10-Year Rainfall=4.50" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 52 Summary for Pond 4P: Entrance Inflow Area = 0.108 ac, 57.93% Impervious, Inflow Depth = 3.40" for 10-Year event Inflow = 0.42 cfs @ 12.09 hrs, Volume= 0.031 of Outflow = 0.01 cfs @ 9.21 hrs, Volume= 0.017 af, Atten= 98%, Lag= 0.0 min ' Primary = 0.01 cfs @ 9.21 hrs, Volume= 0.017 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs/ 3 ' Peak Elev= 12.23' @ 18.48 hrs Surf.Area= 1,150 sf Storage= 941 cf Plug-Flow detention time= 625.0 min calculated for 0.017 of(55% of inflow) Center-of-Mass det. time= 517.0 min ( 1,311.4- 794.4 ) Volume Invert Avail.Storage Storage Description #1 9.50' 1,035 cf Custom Stage Data (Prismatic) Listed below(Recalc) ' #2 12.50' 1,435 cf Custom Stage Data (Prismatic) Listed below(Recalc) 2,470 cf Total Available Storage Elevation Surf.Area Voids Inc.Store Cum.Store , (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 9.50 1,150 0.0 0 0 ' 12.50 1,150 30.0 1,035 1,035 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 12.50 1,150 0 0 13.50 1,720 1,435 1,435 Device Routing Invert Outlet Devices t #1 Primary 9.50' 0.270 in/hr Exfiltration over Surface area #2 Device 3 13.25' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 11.25' 6.0" Round Culvert L= 50.0' CPP., projecting, no headwall, Ke= 0.900 ' Inlet/ Outlet Invert= 11.25'/ 10.50' S= 0.0150 '/' Cc-- 0.900 n= 0.013 Concrete pipe, bends & connections, Flow Area= 0.20 sf Primary OutFlow Max=0.01 cfs @ 9.21 hrs HW=9.54' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) 3=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) a� � a• i � +� i� � a >• � � � � iii � r! � r 2017.09.21 FRP Type 111 24-hr 10-Year Rainfall=4.50" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 ©2016 HydroCAD Software Solutions LLC Page 53 Pond 4P: Entrance Hydrograph 0.42 cfs - ■ Inflow 0.45 lnfidwi- Area=0.108 ac 0 Primary 0.4 ---- -Peak Elev=12:23'-- 0.35 -- ---- --- , Storage=941 cf 0.3 w . 0.25 - --- 0 0.2- , ! ---- 0.15- -- - - 0.15 - I- --- -------------- 0.05 0.01 cfs 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 2017.09.21 FRP Type ///24-hr 10-Year Rainfall=4.50" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC . Page 54 Summary for Pond 5P: PL comer Volume Invert Avail.Storage Storage Description #1 9.00' 156 cf Custom Stage Data(Prismatic) Listed below (Recalc) #2 11.00' 465 cf Custom Stage Data (Prismatic) Listed below (Recalc) 621 cf Total Available Storage Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 9.00 260 0.0 0 0 11.00 260 30.0 156 156 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 11.00 260 0 0 12.00 670 465 465 Device Routing Invert Outlet Devices #1 Discarded 9.00' 0.270 in/hr Witration over Surface area #2 Primary 9.00' 8.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 9.00'/8.25' S= 0.0150 '/' Cc= 0.900 n= 0.013, Flow Area= 0.35 sf #3 Primary 11.75' 8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.00 cfs @ 1.00 h'rs HW=0.00' (Free Discharge) ?-1=Exfiltration ( Controls 0.00 cfs) PrimaryOutFlow Max=0.00 cfs @ 1.00 hrs HW=0.00' (Free Discharge) �--2=Culvert ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) ar a ar a a a � a a a a a a a a a a a a 2017.09.21 FRP Type 111 24-hr 10-Year Rainfall=4.50" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 ©2016 HydroCAD Software Solutions LLC Page 55 Pond 5P: PL comer Hydrograph 1 Discarded D Primary Peak! Elev-,0.00' Storage= '0 cf I 0 0.00 cfs ', 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) r r 2017.09.21 FRP Type 11124-hr 10-Year Rainfall=4.50" r Prepared by WoodardCurran Printed 11/6/2017 HydroCAD@ 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 56 , Summary for Pond 6P: Median Inflow Area = 2.757 ac, 24.43% Impervious, Inflow Depth = 2.21" for 10-Year event r Inflow = 5.03 cfs @ 12.25 hrs, Volume= 0.508 of Outflow = 4.17 cfs @ 12.38 hrs, Volume= 0.508 af, Atten= 17%, Lag= 7.8 min r Primary = 4.17 cfs @ 12.38 hrs, Volume= 0.508 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs r Peak Elev= 14.13' @ 12.38 hrs Surf.Area= 1,979 sf Storage= 1,206 cf Plug-Flow detention time= 4.2 min calculated for 0.508 of(100% of inflow) Center-of-Mass det. time=4.2 min ( 849.8 - 845.6 ) r Volume Invert Avail.Storage Storage Description #1 10.00' 1,080 cf Custom Stage Data(Prismatic) Listed below(Recalc) , #2 14.00' 1,600 cf Custom Stage Data (Prismatic) Listed below(Recalc) 2,680 cf Total Available Storage Elevation Surf.Area Voids Inc.Store Cum.Store t (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 10.00 900 0.0 0 0 r 14.00 900 30.0 1,080 1,080 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 14.00 900 0 0 15.00 2,300 1,600 1,600 Device Routing Invert Outlet Devices r #1 Primary 10.00' 12.0" Round Culvert L= 290.0' CPP, projecting, no headwall, Ke= 0.900 r Inlet/ Outlet Invert= 10.00'/8.33' S= 0.0058 'P Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Primary 14.50' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads r #3 Primary 10.00' 0.270 Whir ExHitration over Surface area rimary OutFlow Max=4.17 cfs @ 12.38 hrs HW=14.13' (Free Discharge) r Culvert (Barrel Controls 4.16 cfs @ 5.30 fps) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Exfiltration (Exfiltration Controls 0.01 cfs) ' r 1 2017.09.21 FRP Type 111 24-hr 10-Year Rainfall=4.50" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 ©2016 HydroCAD Software Solutions LLC Page 57 Pond 6P: Median Hydrograph 5.03 Cfs ■ inflow Inflow Area 2.757 ac 0 Primary 5 4.17 cfs �-__.Peak '.Eley=14 13'__. 4 Storage=1,206 df - ----- ------------------ 3- - ------ ----- --- 3 ------ LL 2 1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 2017.09.21 FRP Type 11124-hr 10-Year Rainfall=4.50" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD®10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Pape 58 Summary for Pond 7P: Rain Garden Inflow Area = 3.885 ac, 25.93% Impervious, Inflow Depth = 2.36" for 10-Year event Inflow = 6.08 cfs @ 12.04 hrs, Volume= 0.764 of Outflow = 6.58 cfs @ 12.04 hrs, Volume= 0.786 af, Atten= 0%, Lag= 0.0 min Primary = 6.58 cfs @ 12.04 hrs, Volume= 0.786 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs/2 Peak Elev= 14.10' @ 12.04 hrs' Surf.Area= 3,760 sf Storage= 3,752 cf Plug-Flow detention time= 53.3 min calculated for 0.764 of(100% of inflow) , Center-of-Mass det. time= 77.6 min ( 915.5 -837.9 ) Volume Invert . Avail.Storage Storage Description , #1 9.00' 1,872 cf Custom Stage Data(Prismatic) Listed below(Recalc) #2 13.00' 1,880 cf Custom Stage Data(Prismatic) Listed below(Recalc) 3,752 cf Total Available Storage Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 9.00 1,560 0.0 0 0 13.00 1,560 30.0 1,872 1,872 Elevation Surf.Area Inc.Store Cum.Store , (feet) (sq-ft) (cubic-feet) (cubic-feet) 13.00 1,560 0 0 14.00 2,200 1,880 1,880 Device Routing Invert Outlet Devices #1 Primary 8.33' 8.0" Round Culvert , L= 30.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 8.33'/7.73' S= 0.0200'P Cc= 0.900 n= 0.010, Flow Area= 0.35 sf #2 Primary 13.50' 12.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 9.00' 2.400 in/hr Exfiltration over Surface area #4 Primary 13.75' 10.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=6.56 cfs @ 12.04 hrs HW=14.10' (Free Discharge) 1=Culvert (Passes 0.21 cfs of 3.09 cfs potential flow) 3=ExFltration (Exfiltration Controls 0.21 cfs) 2=Orifice/Grate (Orifice Controls 1.29 cfs @ 2.63 fps) =Broad-Crested Rectangular Weir (Weir Controls 5.06 cfs @ 1.45 fps) illi a� illli wi a +� � a a a a � illy a a �■■ :a a� a 2017.09.21 FRP Type 11124-hr 10-Year Rainfall=4.50" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 ©2016 HydroCAD Software Solutions LLC Page 59 Pond 7P: Rain Garden Hydrograph 6.58 ■ - Inflow cfs Inflow Area. 3:885 ac- Primary 6-. Peak. Elev=14.10' Storage 3752 cf 5 w 4 : : C 3 U. 2 : 1 , LII....I. ...I... I 0 2 4 6 8 10 12 14 16 18 20 22 2426 2830 3234 36 Time (hours) 2017.09.21 FRP Type 111 24-hr 10-Year Rainfall=4.50" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Page 60 Summary for Pond 8P: Existing Pond Inflow Area = 23.476 ac, 45.33% Impervious, Inflow Depth > 25.17" for 10-Year event Inflow = 79.80 cfs @ 12.16 hrs, Volume= 49.237 of Outflow = 76.95 cfs @ 12.20 hrs, Volume= 47.450 af, Atten= 4%, Lag= 2.4 min Primary = 18.26 cfs @ 12.20 hrs, Volume= 42.275 of Tertiary = 58.69 cfs @ 12.20 hrs, Volume= 5.175 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 9.03' @ 12.20 hrs Surf.Area= 81,320 sf Storage= 92,432 cf Plug-Flow detention time= 75.6 min calculated for 47.436 of(96% of inflow) Center-of-Mass det. time= 36.5 min ( 1,115.4 - 1,079.0 ) Volume Invert Avail.Storage Storage Description #1 7.50' 699,180 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 7.50 44,376 1,000.0 10 0 44,376 -8.73 69,812 1,498.0 69,637 69,637 143,383 10.73 162,389 2,349.0 225,783 295,421 403,932 12.73 244,138_ 2,670.0 403,759 699,180 532,237 Device Routing Invert Outlet Devices #1 Primary 7.50' 36.0"W x 48.0" H Vert. Orifice/Grate C= 0.600 #2 Tertiary 8.86' 250.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s) Primary OutFlow Max=18.26 cfs @ 12.20 hrs HW=9.03' (Free Discharge) t-1=Orifice/Grate (Orifice Controls 18.26 cfs @ 3.97 fps) Ierhary OutFlow Max=58.28 cfs @ 12.20 hrs HW=9.03' (Free Discharge) `2=Sharp-Crested Rectangular Weir (Weir Controls 58.28 cfs @ 1.36 fps) a■� � Is +■a r r� r• M low M M �s 2017.09.21 FRP Type 111 24-hr 10-Year Rainfall=4.50" Prepared by WoodardCurran Printed. 11/6/2017 HydroCAD® 10.00-18 s/n 01204 ©2016 HydroCAD Software Solutions LLC Page 61 Pond 8P: Existing Pond Hydrograph 7. 3_$0 r..fs I_ __ ■ Inflow 76.95 c'SS Inflow Area; 23.476 ac Outflow Peak EIev=9.03' 0 Primary 80 _ D Tertiary Sior$ge=92;432 cf 70 58.69 cfs I I J 60 ' I W ` l_ L__�___1 _J _1 _l I 50 ___ 3 40- U. 0" 30- " "," 181 cfs 20- 10- 0 0100 2 4 6 8 1012 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) r r 2017.09.21 FRP Type 111 24-hr 10-Year Rainfall=4.50" r Prepared by WoodardCurran Printed 11/6/2017 HydroCAD®10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 62 Summary for Pond 9P: 2'x10' Culvert Inflow Area = 23.476 ac, 45.33% Impervious, Inflow Depth > 21.61" for 10-Year event ' Inflow = 18.26 cfs @ 12.20 hrs, Volume= 42.275 of Outflow = 18.26 cfs @ 12.20 hrs, Volume= 42.275 af, Atten= 0%, Lag= 0.0 min Primary = 18.26 cfs @ 12.20 hrs, Volume= 42.275 of ' Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 5.24' @ 12.20 hrs Device Routing Invert Outlet Devices #1 Primary 4.23' 120.0"W x 24.0" H Box Culvert L= 150.0' RCP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert=4.23'/4.23' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 20.00 sf r PrimaryOutFlow Max=18.26 cfs @ 12.20 hrs HW=5.24' (Free Discharge) L7=Culvert (Barrel Controls 18.26 cfs @ 2.41 fps) Pond 9P: 2'x10' Culvert r Hydrograph --- ---- ---- ■ Inflow r 20 --- 18.26 cfs --- - - p Primary .476 ac 18 4-- 23 ,.--- OWAI ' Inflow Area_ 16 14 -- ;--- �- - - B - w r .. � ox',Culve;rt 12 ' ------,-- ,- -,---, ,- ,---,--- , n=0.013 10 L=150.0' r LL 8 S=0:0000 -------------- 4 o 1 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) r 1 i 2017.09.21 FRP Type 11124-hr 10-Year Rainfall=4.50" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD@ 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 63 Summary for Pond 12P: CB1 Inflow Area = 2.405 ac, 76.70% Impervious, Inflow.Depth = 3.82" for 10-Year event Inflow = 9.60 cfs @ 12.10 hrs, Volume= 0.765 of Outflow = 9.60 cfs @ 12.10 hrs, Volume= 0.765 af, Atten= 0%, Lag= 0.0 min Primary = 9.60 cfs @ 12.10 hrs, Volume= 0.765 of r Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 13.79' @ 12.10 hrs Device Routing Invert Outlet Devices #1 Primary 11.00' 18.0" Round Culvert L= 100.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 11.00'/ 10.50' S= 0.0050 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf #2 Primary 15.00' 2.0"x 2.0" Horiz. Orifice/Grate C= 0.600 in 24.0"x 24.0" Grate (1% open area) Limited to weir flow at low heads Primary OutFlow Max=9.59 cfs @ 12.10 hrs HW=13.79' (Free Discharge) t1=Culvert (Inlet Controls 9.59 cfs @ 5.43 fps) 2=Orifice/Grate ( Controls 0.00 cfs) Pond 12P: CBI Hydrograph 10 9.60 cfs Inflow A' ■ Inflow rea 2:405 ac r❑ Primary s __ 9._ -- ---; Peak Elev 13.7, 8 ---; --- r6 -- 3 5 - r E ,L 4 , 3 1 2 4 6 8 10' 12 14 16 18 20 22 24 26 28 30 3234 36 Time (hours) 2017.09.21 FRP Type 11124-hr 10-Year Rainfall=4.50" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD@ 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 64 Summary for Pond 13P: DMH-1 Inflow Area = 2.513 ac, 75.89% Impervious, Inflow Depth > 3.73" for 10-Year event Inflow = 9.61 cfs @ 12.10 hrs, Volume= 0.781 of Outflow = 9.61 cfs @ 12.10 hrs, Volume= 0.781 af, Atten= 0%, Lag= 0.0 min Primary = 9.61 cfs @ 12.10 hrs, Volume= 0.781 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs , Peak Elev= 13.30' @ 12.10 hrs Device Routing Invert Outlet Devices #1 Primary 10.50' 18.0" Round Culvert L= 150.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 10.50'/9.50' S= 0.0067 '/' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf #2 Primary 16.00' 2.0"x 2.0" Horiz. Orifice/Grate C= 0.600 in 24.0" x 24.0" Grate (11% open area) Limited to weir flow at low heads Primary OutFlow Max=9.60 cfs @ 12.10 hrs HW=13.29' (Free Discharge) 11=Culvert (Inlet Controls 9.60 cfs @ 5.43 fps) 2=Oriflce/Grate ( Controls 0.00 cfs) Pond 13P: DMH-1 Hydrograph Inflow 10-1 ,C S - Inflow Area-2:513 ac r 9.6 Primary 9 i Peak Elev=13 30`- I 8 1 I I w 7 --- I 1 w � 6 I -- I I 1 I 5 O ' 4 1 I I 3 : I 1 - 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 'I 2017.09.21 FRP Type 11124-hr 10-Year Rainfall=4.50" 1 Prepared by WoodardCurran Printed 11/6/2017 HydroCAD®10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 65 Summary for Pond 14P: CB-2 Inflow Area = 5.321 ac, 73.14% Impervious, Inflow Depth > 3.72" for 10-Year event Inflow = 17.02 cfs @ 12.13 hrs, Volume= 1.649 of Outflow = 17.02 cfs @ 12.13 hrs, Volume= 1.649 af, Atten= 0%, Lag= 0.0 min Primary = 17.02 cfs @ 12.13 hrs, Volume= 1.649 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 11.77' @ 12.13 hrs Device Routing Invert Outlet Devices #1 Primary 9.50' 24.0" Round Culvert L= 75.0' CPP, square edge headwall, Ke= 0.500 ' Inlet/Outlet Invert= 9.50'/8.00' S= 0.0200 ? Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Primary 13.00' 2.0"x 2.0" Horiz. Orifice/Grate ' C= 0.600 in 24.0"x 24.0" Grate (1% open area) Limited to weir flow at low heads Primary OutFlow Max=17.02 cfs @ 12.13 hrs HW=11.77' (Free Discharge) �1=Culvert (Inlet Controls 17.02 cfs @ 5.42 fps) 2=Orifice/Grate ( Controls 0.00 cfs) Pond UP: CB-2 Hydrograph ■ Inflow 18 17.02 Cfs 0Primary 1'nflowArea 5:321 ac- 16 --- --- I =11.77'-- Peak Elev 14 I------- 12- T w I I I v 10 , _J 3 I I I 8 U. I I I 6 4 2 �. 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 2017.09.21 FRP Type 111 24-hr 10-Year Rainfall=4.50" Prepared by WoodarclCurran Printed 11/6/2017 HydroCAD@ 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Paae 66 Summary for Pond 55P: Plunge Pool Inflow Area = 6.785 ac, 72.35% Impervious, Inflow Depth > 80.38" for 10-Year event Inflow = 41.70 cfs @ 12.10 hrs, Volume= 45.452 of Outflow = 41.57 cfs @ 12.11 hrs, Volume= 45.387 af, Atten= 0%, Lag= 0.5 min Primary = 41.57 cfs @ 12.11 hrs, Volume= 45.387 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 13.74' @ 12.11 hrs Surf.Area= 0.050 ac Storage= 0.087 of Plug-Flow detention time= 3.0 min calculated for 45.374 of(100% of inflow) Center-of-Mass det. time= 1.5 min ( 1,097.5 - 1,096.0) Volume Invert Avail.Storage Storage Description #1 8.25' 0.088 of 12.50'W x 15.00'L x 6.00'H Prismatoid Z=3.0 0.154 of Overall - 0.065 of Embedded = 0.088 of #2 8.25' 0.026 of 12.50'W x 15.00'L x 4.00'H Prismatoid Z=3.0 Inside#1 0.065 of Overall x 40.0% Voids 0.114 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 12.75' 16.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=41.57 cfs @.12.11 hrs HW=13.74' (Free Discharge) t-`!=Broad-Crested Rectangular Weir (Weir Controls 41.57 cfs @ 2.64 fps) a� a M man a MM M M ML M1111111111111 M 2017.09.21 FRP Type 111 24-hr 10-Year Rainfall=4.50" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 ©2016 HydroCAD Software Solutions LLC Page 67 Pond 55P: Plunge Pool Hydrograph ■ Inflow 45 i__ 41 .57 cfs Inflow Area 6:785 ac © Primary 40,Z - Peak-EI'ev=13.74'-- 35 - -Storage=Oi:087 af- 30 U O i 25 - , 2 20 - U. 15 , L _L _L _I _J _- I ------- 10- - '--- --- ------ 5 0 2 4 6 8 10 12 14 16 18 2022 2426 28 30 3234 36 Time (hours) 2017.09.21 FRP Type 11124-hr 10-Year Rainfall=4.50" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 ©2016 HydroCAD Software Solutions LLC Page 68 Summary for Link 10L: Tide Inflow Area = 23.476 ac, 45.33% Impervious, Inflow Depth > 21.61" for 10-Year event Inflow = 18.26 cfs @ 12.20 hrs, Volume= 42.275 of Primary = 18.26 cfs @ 12.20 hrs, Volume= 42.275 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Fixed water surface Elevation= 7.60' Link 10L: Tide Hydrograph 20 18.26 CfS i_ !- --- Inflow 18- 1 Inflow Area 23.476 ac Primary 16 14 N rL 87 : V 6 4 : 2 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 3234 36 Time (hours) ' 2017.09.21 FRP Type 111 24-hr 25-Year Rainfall=5.30" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD®10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 69 Time span=1.00-36.00 hrs, dt=0.01 hrs, 3501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 11 S: Proposed WS - 1 Runoff Area=104.755 sf 76.70% Impervious Runoff Depth=4.60" Flow Length=1,010' Tc=7.4 min CN=94 Runoff=11.46 cfs 0.923 of Subcatchment 12S: Proposed WS-2 Runoff Area=122.343 sf 70.68% Impervious Runoff Depth=4.49" Flow Length=820' Tc=14.8 min CN=93 Runoff=10.62 cfs 1.052 of Subcatchment 13S: Proposed WS -3 Runoff Area=120.082 sf 24.43% Impervious Runoff Depth=2.88" Flow Length=566' Tc=17.8 min CN=77 Runoff=6.58 cfs 0.661 of Subcatchment 145: Proposed WS -4 Runoff Area=49.135 sf 29.59% Impervious Runoff Depth=3.45" Flow Length=230' Slope=0.0150'P Tc=2.3 min CN=83 Runoff=5.18 cfs 0.324 of ' Subcatchment 47S: Sub-Watershed 1 Runoff Area=295.560 sf 72.35% Impervious Runoff Depth=4.49" Flow Length=1,281' Tc=7.3 min CN=93 Runoff=32.01 cfs 2.540 of Subcatchment 48S: Sub-Watershed 2 Runoff Area=164.886 sf 7.32% Impervious Runoff Depth=3.16" Tc=6.0 min CN=80 Runoff=14.00 cfs 0.996 of Subcatchment 49S: Baseball Field WS Runoff Area=161.136 sf 15.03% Impervious Runoff Depth=3.25" Tc=6.0 min CN=81 Runoff=14.07 cfs 1.002 of Subcatchment 50S: To Entrance Runoff Area=4,697 sf 57.93% Impervious Runoff Depth=4.17" Tc=6.0 min CN=90 Runoff=0.51 cfs 0.037 of Subcatchment 51S: From WS 6 Runoff Area=4,273 sf 100.00% Impervious Runoff Depth>5.06" ' Tc=6.0 min CN=98 Runoff=0.51 cfs 0.041 of Reach 51R: Grass Channel Avg. Flow Depth=0.84' Max Vel=3.75 fps Inflow--60.52 cfs 46.827 of n=0.030 L=600.0' S=0.0087'P Capacity--1 16.65 cfs Oufflow=58.35 cfs 46.682 of Reach 52R: (new Reach) Avg. Flow Depth=0.86' Max Vel=9.98 fps Inflow=15.00 cfs 43.401 of ' 30.0" Round Pipe n=0.012 L=570.0' S=0.0173'P Capacity--58.50 cfs Outflow=15.00 cfs 43.355 of Pond 4P: Entrance Peak Elev=12.56' Storage=1,103 cf Inflow=0.51 cfs 0.037 of Oufflow=0.01 cfs 0.021 of rPond 513: PL corner Peak EIev=0.00' Storage=0 cf Discarded=0.00 cfs 0.000 of Primary--0.00 cfs 0.000 of ' Pond 6P: Median Peak EIev=14.71' Storage=2,075 cf Inflow=6.58 cfs 0.661 of Outflow=5.43 cfs 0.661 of Pond 713: Rain Garden Peak EIev=14.13' Storage=3,752 cf Inflow=7.75 cfs 0.985 of Outflow=7.59 cfs 0.975 of Pond 8P: Existing Pond Peak EIev=9.06' Storage=94.480 cf Inflow=93.85 cfs 50.655 of Primary--18.71 cfs 42.395 of Tertiary--71.81 cfs 6.472 of Outflow=90.52 cfs 48.868 of 2017.09.21 FRP Type 11124-hr 25-Year Rainfall=5.30" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Page 70 Pond 912: 2'x10' Culvert Peak Elev=5.25' Inflow=18.71 cfs 42.395 of 120.0"x 24.0" Box Culvert n=0.013 L=150.0' 5=0.0000 'P Outflow=18.71 cfs 42.395 of Pond 12P: CBI Peak Elev=14.66' Inflow=11.46 cfs 0.923 of Outflow=11.46 cfs 0.923 of Pond 13P: DMH-1 Peak Elev=14.17' Inflow=11.47 cfs 0.944 of Outflow=11.47 cfs 0.944 of Pond UP: CB-2 _ Peak Elev=12.31' Inflow=20.37 cfs 1.996 of Outflow=20.37 cfs 1.996 of Pond 55P: Plunge Pool Peak Elev=13.8 1' Storage=0.091 of Inflow=47.01 cfs 45.896 of Outflow=46.85 cfs 45.831 of Link 10L: Tide Inflow=18.71 cfs 42.395 of Primary--18.71 cfs 42.395 of Total Runoff Area= 23.574 ac Runoff Volume= 7.576 of Average Runoff Depth = 3.86" 54.44% Pervious= 12.834ac 45.56% Impervious = 10.740 ac 2017.09.21 FRP - Type 11124-hr 25-Year Rainfall=5.30" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 71 Summary for Subcatchment 11 S: Proposed WS - 1 Runoff = 11.46 cfs @ 12.10 hrs, Volume= 0.923 af, Depth= 4.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.30" Area (so CN Description 49,215 98 Paved parking, HSG D 47,647 92 1/8 acre lots, 65% imp, HSG D 7,733 80 >75% Grass cover, Good, HSG D 160 98 Roofs HSG D 104,755 94 Weighted Average 24,409 23.30% Pervious Area 80,346 76.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 2.1 100 0.0050 0.79 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 3.2 572 0.0220 3.01 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9 275 0.0260 2.42 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.2 63 0.0560 4.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.4 1,010 Total 2017.09.21 FRP Type 11124-hr 25-Year Rainfall=5.30" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Page 72 Subcatchment 11S: Proposed WS - 1 Hydrograph 11 .46 cfs k Runoff 12 .._ o ...-- --.... 11 � - Type 11124-hr- 25-Year Ramfa11=5.30" 10 9 - - -- - --"--Runoff Area=104;755sf Run - 8 - 23 of-_ ' Runoff De th 4-.60"- 7 P 6 Flow Length 1,010'-- o 5.LL 5 1,-_ Tc=7.4 m'ln 4 CN=44- 3 2 1 0 2 4 6 8 10 .1.2. '14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 1 2017.09.21 FRP Type 111 24-hr 25-Year Rainfall=5.30" Prepared by WoodardCurran Printed 11/6/2017 HydroCADO 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 73 Summary for Subcatchment 12S: Proposed WS -2 Runoff = 10.62 cfs @ 12.19 hrs, Volume= 1.052 af, Depth= 4.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.30" Area (sf) CN Description 37,690 98 Paved parking, HSG D 71,468 92 1/8 acre lots, 65% imp, HSG D 10,854 80 >75% Grass cover, Good, HSG D ' 2,331 98 Roofs, HSG D 122,343 93 Weighted Average 35,868 29.32% Pervious Area 86,475 70.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.3 100 0.0600 0.26 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 6.7 400 0.0200 0.99 Shallow Concentrated Flow, ' Short Grass Pasture Kv= 7.0 fps 1.8 320 0.0220 3.01 Shallow Concentrated Flow, Paved Kv= 20.3 fps ' 14.8 820 Total Subcatchment 12S: Proposed WS -2 t Hydrograph ' 11 62 CfS YP Runoff T e 111 24-hr - 10- 25-Year Rainfall-5:30'-'- t9 Rhno ff Area=122,343 sf-- 8 Runoff Volume=1 0,52_af to 7 ----- - Runoff_Depth-4.49" .r 6 3 --- ow FI g 0'_.. �__ Len th=82 ° 5 Tc=14.8 min ------- 4 CN=93 3 r , 2 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 2017.09.21 FRP Type 11124-hr 25-Year Rainfall=5.30" , Prepared by WoodardCurran Printed 11/6/2017 HydroCAD®10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 74 Summary for Subcatchment 13S: Proposed WS - 3 Runoff = 6.58 cfs @ 12.24 hrs, Volume= 0.661 af, Depth= 2.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.30" Area (sf) CN Description 29,334 98 Paved parking, HSG D ' 6,144 80 >75% Grass cover, Good, HSG D 84,604 70 Woods, Good, HSG C 120,082 77 Weighted Average 90,748 75.57% Pervious Area 29,334 24.43% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.8 100 0.0600 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.20" 3.1 263 0.0780 1.40 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.9 203 0.0320 3.63 Shallow Concentrated Flow, , Paved Kv=20.3 fps 17.8 566 Total Subcatchment 13S: Proposed WS - 3 Hydrograph 6.5Lds 7Runoff Type III 24 -------- --- 6-' 25-Year Rainfall 5.30" -- r- -Runoff Area=420,082sf- 5 Runoff Volume=0.661 of 4 Runoff Depth=2.88"- 3 ;Flow Length--566' ° 3 Tc=17.8 min , LL CN 7Z 2 - 0- 2 4 6 8 10 12 14 16 18 20 22 24 26 28 3032 3436 Time (hours) 2017.09.21 FRP Type 11124-hr 25-Year Rainfall=5.30" ' Prepared by WoodardCurran Printed 11/6/2017 HydroCAD@ 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 75 ' Summary for Subcatchment 14S: Proposed WS -4 Runoff = 5.18 cfs @ 12.03 hrs, Volume= 0.324 af, Depth= 3.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.30" Area (sf) CN Description 14,540 98 Paved parking, HSG D 159 80 >75% Grass cover, Good, HSG D 34,436 77 Woods, Good, HSG D 49,135 83 Weighted Average 34,595 70.41% Pervious Area 14,540 29.59% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 100 0.0150 1.23 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.9 130 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.3 230 Total ' Subcatchment 14S: Proposed WS -4 Hydrograph r 5.18 cfs Runoff -------------- ---_ L -L -L --- -------1__ _____ .1 5 T;YPe 11124=„r 25-Year Rainfall=5.30” Runoff Area=49,1';35 sf 4 Runoff Volume-0.324 of wFlow Length= 5„ 3 v -- - -23 Runoff De th 3.4,0, 0 ' LL - -- Slope=0 0150'--- 2 Tc=2.3 min --- LWW CN=83 1 0 2 4 6 8 10 12 14 16 1820 2224 2628 30 32 34 36 Time (hours) 2017.09.21 FRP Type 11124-hr 25-Year Rainfall=5.30" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD@ 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 76 Summary for Subcatchment 47S: Sub-Watershed 1 Runoff = 32.01 cfs @ 12.10 hrs, Volume= 2.540 af, Depth= 4.49" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.30" Area (sf) CN Description 233,521 92 1/8 acre lots, 65% imp, HSG D ' 62,039 98 Paved roads w/curbs &sewers, HSG D 295,560 93 Weighted Average 81,732 . 27.65% Pervious Area 213,828 72.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.8 100 0.1200 0.35 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.4 80 0.2500 3.50 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.8 510 0.2500 10.15 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 591 0.2500 7.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 7.3 1,281 Total Subcatchment 47S: Sub-Watershed 1 ' Hydrograph ---------------- 35 . 32.01 cfs © Runoff -- :-- -- --- yp ' III 24-hr , T e ' 30 25-Year Rainfall 15.30" I 25 - ------------------- -- -- - - --Runoff Area 295,560 sf - ., Runoff Volume 2.540 of 20 Runoff Depth=4.49" 3 Flow Length=----- -___ LL 15 Tc=7.3 min 10 -- 0 f 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 - Time (hours) 2017.09.21 FRP Type 11124-hr 25-Year Rainfall=5.30" Prepared by WoodardCurran Printed 11/6/2017 ' HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 77 Summary for Subcatchment 48S: Sub-Watershed 2 Runoff = 14.00 cfs @ 12.09 hrs, Volume= 0.996 af, Depth= 3.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.30" Area (sf) CN Description 18,579 92 1/8 acre lots, 65% imp, HSG D 62,665 77 Woods, Good, HSG D 83,642 80 >75% Grass cover, Good, HSG D 164,886 80 Weighted Average 152,810 92.68% Pervious Area 12,076 7.32% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 6.0 Direct Entry, Subcatchment 48S: Sub-Watershed 2 Hydrograph 14.00 cfs D Runoff t 14 ' Type III 24-hr 5 30 12 � r--- '-25-YearRainfaI1 "-- , ------ ___Runoff Area 164,886_sf _ rn 10 Ruriof ;Volume=.0.9'96 'af w v ---;---, "- 3 8 RunoffDepth=3.16 Tc--6- .0-min u (; CN80 4 2 - 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) r I II 2017.09.21 FRP Type 11124-hr 25-Year Rainfall=5.30" ' Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 78 ' Summary for Subcatchment 49S: Baseball Field WS Runoff = 14.07 cfs @ 12.09 hrs, Volume= 1.002 af, Depth= 3.25" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5.30" Area (sf) CN Description 37,267 92 1/8 acre lots, 65% imp, HSG D 17,009 80 >75% Grass cover, Good, HSG D 106,860 77 Woods, Good, HSG D 161,136 81 Weighted Average 136,912 84.97% Pervious Area 24,224 15.03% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 49S: Baseball Field WS Hydrograph I 14.07 cfs C] Runoff 14 Type'III 24-hr 12 25 Year Rainfall 5.30 Runoff, Area=161,136_8f __ S 10 RU60ff,Volume-'1002 '' S - �- g :Runoff Depth-3.25" I c ,Tc=6.0-min- - 6 .0-min-- 6 CN=81 --------- 4 " ' 2 0 2 4 6 8 10 '12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 1 I 1 ' 2017.09.21 FRP Type 111 24-hr 25-Year Rainfall=5.30" Prepared by WoodardCurran Printed 11/6/2017 ' HydroCAD®10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 79 Summary for Subcatchment 50S: To Entrance Runoff = 0.51 cfs @ 12.08 hrs, Volume= 0.037 af, Depth= 4.17" t Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=5:30" Area (sf) CN Description 2,721 98 Paved parking, HSG D 1,976 80 >75% Grass cover, Good, HSG D 4,697 90 Weighted Average 1,976 42.07% Pervious Area 2,721 57.93% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 50S: To Entrance ' Hydrograph - --- 0.55,-: 0.55 0.51 cfs I Pe Ty 0.5-: 25-YearlRainfall=5 3hr 0.45 0.. I 0.4 Hoff Area=4,697 sf ' I I w0.35 Runoff Volue= 0 037 o- -- - Runoff apth=4.1 0.3 Tc=6.0 min _o 0.25 - -- = -I CN=90-- " 02 0.15 0.1 ' 0.05 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 ' Time (hours) t 2017.09.21 FRP Type 111 24-hr 25-Year Rainfall=5.30" Prepared by WoodardCurran Printed 11/6/2017 ' HydroCAD@ 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 80 Summary for Subcatchment 51S: From WS 6 ' Runoff = 0.51 cfs @ 12.08 hrs, Volume= 0.041 af, Depth> 5.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs ' Type III 24-hr 25-Year Rainfall=5.30" Area (sf) CN Description 4,273 98 Paved parking, HSG D 4,273 100.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Subcatchment 51S: From WS 6 Hydrograph ' 0.55-': 0.51 cfs © Runoff ' 0.5 - Type 11124 hr 0.45 25Year Rainfall=5.30" 0.4 - Runoff Area=4,273 sf ' 0.35 Run ff Runoff Dep of _0.0416 -� 0.3 _._ _ Tct 6 0 m ' ~ - r' r --r- .. in - 0 0.25 _ _ U. 0.2 1 -- r - 0.15 -L L _ - --- =------I-------_ 0.1 : 0.05 0 ' 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 1 1 ' 2017.09.21 FRP Type /// 24-hr 25-Year Rainfall=5.30" Prepared by WoodardCurran Printed 11/6/2017 ' HydroCAD@ 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 81 Summary for Reach 51 R: Grass Channel Inflow Area = 10.570 ac, 49.06% Impervious, Inflow Depth > 53.16" for 25-Year event Inflow = 60.52 cfs @ 12.10 hrs, Volume= 46.827 of Outflow = 58.35 cfs @ 12.17 hrs, Volume= 46.682 af, Atten=4%, Lag=4.3 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Max. Velocity= 3.75 fps, Min. Travel Time= 2.7 min Avg. Velocity= 2.36 fps, Avg. Travel Time=4.2 min Peak Storage= 9,343 cf @ 12.13 hrs ' Average Depth at Peak Storage= 0.84' Bank-Full Depth= 1.25' Flow Area= 24.7 sf, Capacity= 116.65 cfs 16.00' x 1.25' deep channel, n= 0.030 Earth, grassed &winding ' Side Slope Z-value= 3.0? Top Width= 23.50' Length= 600.0' Slope= 0.0087T Inlet Invert= 12.73', Outlet Invert= 7.50' 1 ::77001/ 1 Reach 51R: Grass Channel ' Hydrograph - --- --1 i ■ Inflow cfs ' Area- 58.3510.570 ac t Outflow 60 Inflow - Avg Flow Depth=0:84' 50 Max 13.75 fps ' ------ T r--- Ve n=0.030 40- L=600.10' . 0 30 S=6 0087 i P LL ----- Cap`aci't 1 t6-6 y= 5 cfs 20 10 ' 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours), � 1 i 2017.09.21 FRP Type ///24-hr 25-Year Rainfall=5.30" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Pape 82 t Summary for Reach 52R: (new Reach) Inflow = 15.00 cfs @ 1.00 hrs, Volume= 43.401 A Incl. 15.00 cfs Base Flow ' Outflow = 15.00 cfs @ 1.42 hrs, Volume= 43.355 af, Atten= 0%, Lag= 25.2 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs t Max. Velocity= 9.98 fps, Min. Travel Time= 1.0 min Avg. Velocity= 9.98 fps, Avg. Travel Time= 1.0 min Peak Storage= 857 cf @ 1.40 hrs 1 Average Depth at Peak Storage= 0.86' Bank-Full Depth= 2.50' Flow Area= 4.9 sf, Capacity= 58.50 cfs t 30.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 570.0' Slope= 0.0173T ' Inlet Invert= 22.63', Outlet Invert= 12.75' Reach 52R: (new Reach) ' Hydrograph LEInflow15.00 cfs tflow 14 Max Vel=9.98 fps ' 30.0" 12 10 Round Pipe --- ----n=0.012 8 c - -- ---, r --� S=0'.01730' ---T--- L-570. u 6 T 4 Capacity--58.50 cfs 2 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) ' 1 1 1 ' 2017.09.21 FRP Type 111 24-hr 25-Year Rainfall=5.30" Prepared by WoodardCurran Printed 11/6/2017 ' HydroCADO 10.00-18 s/n 01204 @ 2016 HydroCAD Software Solutions LLC Pace 83 Summary for Pond 4P: Entrance ' Inflow Area = 0.108 ac, 57.93% Impervious, Inflow Depth = 4.17" for 25-Year event Inflow = 0.51 cfs @ 12.08 hrs, Volume= 0.037 of Outflow 0.01 cfs @ 16.07 hrs, Volume= 0.021 af, Atten= 97%, Lag= 238.8 min Primary 0.01 cfs @ 16.07 hrs, Volume= 0.021 of ' Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs/3 Peak Elev= 12.56' @ 16.07 hrs Surf.Area= 2,333 sf Storage= 1,103 cf Plug-Flow detention time= 555.7 min calculated for 0.021 of(57% of inflow) ' Center-of-Mass det. time=449.8 min ( 1,238.5- 788.8 ) Volume Invert Avail.Storage Storage Description ' #1 9.50' 1,035 cf Custom Stage Data(Prismatic) Listed below(Recalc) #2 12.50' 1,435 cf Custom Stage Data (Prismatic)Listed below(Recalc) 2,470 cf Total Available Storage ' Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) ' 9.50 1,150 0.0 0 0 12.50 1,150 30.0 1,035 1,035 Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 12.50 1,150 0 0 13.50 1,720 1,435 1,435 Device Routing Invert Outlet Devices #1 Primary 9.50' 0.270 in/hr Exfiltration over Surface area ' #2 Device 3 13.25' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 11.25' 6.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 ' Inlet/Outlet Invert= 11.25'/ 10.50' S= 0.0150 '/' Cc= 0.900 n= 0.013 Concrete pipe, bends &connections, Flow Area= 0.20 sf Primary OutFlow Max=0.01 cfs @ 16.07 hrs HW=12.56' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) ' t=Culvert (Passes 0.00 cfs of 0.77 cfs potential flow) 2=Orifice/Grate ( Controls 0.00 cfs) 2017.09.21 FRP Type 11124-hr 25-Year Rainfall=5.30" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 84 Pond 4P: Entrance Hydrograph . " 0.51 cfs ■ Inflow 0.55 t Primary Inflow Area=0.108 ac 0.5 -- -- --- -----P'eak Ellet/=1---- 0.45 0.4 " Storage=1 103 cf 0.35 — ------------ 0 0.25 -- - LL i 0.2 0r--;------ - .15 --- -- - y---- - II 0.01 0.1 -- -- -- -- - -- =- 0.05 cfs - - - 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 2017.09.21 FRP Type 11124-hr 25-Year Rainfall=5.30" Prepared by WoodardCurran Printed 11/6/2017 �HydroCAD® 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Page 85 Summary for Pond 5P: PL comer Volume Invert Avail.Storage Storage Description #1 9.00' 156 cf Custom Stage Data(Prismatic) Listed below (Recalc) #2 11.00' 465 cf Custom Stage Data(Prismatic) Listed below (Recalc) 621 cf Total Available Storage Elevation SUrf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 9.00 260 0.0 0 0 11.00 260 30.0 156 156 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 11.00 260 0 0 12.00 670 465 465 Device Routing_ Invert Outlet Devices #1 Discarded 9.00' 0.270 in/hr ExHitration over Surface area #2 Primary 9.00' 8.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 9.00' /8.25' S= 0.0150 'r Cc= 0.900 n= 0.013, Flow Area= 0.35 sf #3 Primary 11.75' 8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.00 cfs @ 1.00 hrs HW=0.00' (Free Discharge) 7=Exfiltration ( Controls 0.00 cfs) nmary OutFlow Max=0.00 cfs @ 1.00 hrs HW=0.00' (Free Discharge) 2=Culvert ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) 2017.09.21 FRP Type 111 24-hr 25-Year Rainfall=5.30" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 ©2016 HydroCAD Software Solutions LLC Page 86 Pond 5P: PL comer Hydrograph 1 E3 Discarded ❑n Primary Peak.. Elev=O.00' Storage'=0 cf LL 0.00 Cfs 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) ' 2017.09.21 FRP Type 11124-hr 25-Year Rainfall=5.30" ' Prepared by WoodardCurran Printed 11/6/2017 HydroCAD®10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Facie 87 Summary for Pond 6P: Median ' Inflow Area = 2.757 ac, 24.43% Impervious, Inflow Depth = 2.88" for 25-Year event Inflow = 6.58 cfs @ 12.24 hrs, Volume= 0.661 of ' Outflow 5.43 cfs @ 12.37 hrs, Volume= 0.661 af, Atten= 17%, Lag= 7.7 min Primary 5.43 cfs @ 12.37 hrs, Volume= 0.661 of ' Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 14.71' @ 12.37 hrs Surf.Area= 2,796 sf Storage= 2,075 cf Plug-Flow detention time= 4.6 min calculated for 0.660 of(100% of inflow) ' Center-of-Mass det. time= 4.6 min ( 842.6 - 838.0 ) Volume Invert Avail.Storage Storage Description ' #1 10.00' 1,080 cf Custom Stage Data (Prismatic) Listed below(Recalc) #2 14.00' 1,600 cf Custom Stage Data (Prismatic) Listed below(Recalc) 2,680 cf Total Available Storage ' Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) ' 10.00 900 0.0 0 0 14.00 900 30.0 1,080 1,080 Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 14.00 900 0 0 15.00 2,300 1,600 1,600 Device Routing Invert Outlet Devices #1 Primary 10.00' 12.0" Round Culvert ' L= 290.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 10.00'/8.33' S= 0.0058'P Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf ' #2 Primary 14.50' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 10.00' 0.270 in/hr Exfiltration over Surface area Primary OutFlow Max=5.42 cfs @ 12.37 hrs HW=14.71' (Free Discharge) � 1=Culvert (Barrel Controls 4.41 cfs @ 5.61 fps) 2=Orifice/Grate (Weir Controls 1.00 cfs @ 1.50 fps) ' 3=Exfiltration (Exfiltration Controls 0.02 cfs) I 2017.09.21 FRP Type 111 24-hr 25-Year Rainfall=5.30" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Page 88 Pond 6P: Median Hydrograph 6.58 cfs ■ Inflow Inflow Ar ❑� Primary - - ea=2.''757 ac-. 6 5.43 cfs Peak Elev--14.71' 5 Storage=2,075 cf 4 , C — 3- 2- 0 _20 2 4 6 8 1012 1416 18 20 22 24 26 28 30 32 34 36 Time (hours) 2017.09.21 FRP Type 11124-hr 25-Year Rainfall=5.30" ' Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 89 ' Summary for Pond 7P: Rain Garden Inflow Area = 3.885 ac, 25.93% Impervious, Inflow Depth = 3.04" for 25-Year event ' Inflow = 7.75 cfs @ 12.04 hrs, Volume= 0.985 of Outflow = 7.59 cfs @ 12.04 hrs, Volume= 0.975 af, Atten= 2%, Lag= 0.0 min Primary = 7.59 cfs @ 12.04 hrs, Volume= 0.975 of ' Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs/2 Peak Elev= 14.13' @ 12.04 hrs Surf.Area= 3,760 sf Storage= 3,752 cf ' Plug-Flow detention time= 77.4 min calculated for 0.974 of(99% of inflow) Center-of-Mass det. time= 71.3 min ( 902.4-831.1 ) ' Volume Invert Avail.Storage Storage Description #1 9.00' 1,872 cf Custom Stage Data (Prismatic) Listed below(Recalc) #2 13.00' 1,880 cf Custom Stage Data(Prismatic) Listed below(Recalc) 3,752 cf Total Available Storage Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) ' 9.00 1,560 0.0 0 0 13.00 1,560 30.0 1,872 1,872 ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 13.00 1,560 0 0 ' 14.00 2,200 1;880 1,880 Device Routing Invert Outlet Devices ' #1 Primary 8.33' 8.0" Round Culvert . L= 30.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 8.33'/7.73' S= 0.0200'P Cc= 0.900 n= 0.010, Flow Area= 0.35 sf #2 Primary 13.50' 12.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 9.00' 2.400 in/hr Exf ltration over Surface area #4 Primary 13.75' 10.0' long x 5.0' breadth Broad-Crested Rectangular Weir ' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 ' 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 rima ry OutFlow Max=7.56 cfs @ 12.04 hrsHW=14.13' (Free Discharge) 1=Culvert (Passes 0.21 cfs of 3.10 cfs potential flow) ' 3=Exfiltration (Exfiltration Controls 0.21 cfs) 2=Orifice/Grate (Orifice Controls 1.42 cfs @ 2.71 fps) -Broad-Crested Rectangular Weir (Weir Controls 5.93 cfs @ 1.54 fps) 1 � 2017.09.21 FRP Type 111 24-hr 25-Year Rainfall=5.30" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Page 90 Pond 7P: Rain Garden Hydrograph 7.59 cfS ■ Inflow 8 _ Inflow Area 3:885 a Primary c_. Peak Elev=14.13' 6 StbrAge',=3y752 cf W i I 5 ____ -- 3 4 3 2 1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 2017.09.21 FRP Type 111 24-hr 25-Year Rainfall=5.30" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Page 91 Summary for Pond 8P: Existing Pond Inflow Area = 23.476 ac, 45.33% Impervious, Inflow Depth > 25.89" for 25-Year event Inflow = 93.85 cfs @ 12.16 hrs, Volume= 50.655 of Outflow = 90.52 cfs @ 12.19 hrs, Volume= 48.868 af, Atten= 4%, Lag= 2.3 min Primary = 18.71 cfs @ 12.19 hrs, Volume= 42.395 of Tertiary = 71.81 cfs @ 12.19 hrs, Volume= 6.472 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 9.06' @ 12.19 hrs Surf.Area= 82,314 sf Storage= 94,480 cf Plug-Flow detention time= 73.5 min calculated for 48.868 of(96% of inflow) Center-of-Mass det. time= 35.3 min ( 1,105.9 1,070.6) Volume Invert Avail.Storage Storage Description #1 7.50' 699,180 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 7.50 44,376 1,000.0 0 0 44,376 8.73 69,812 1,498.0 69,637 69,637 143,383 10.73 162,389 2,349.0 225,783 . 295,421 403,932 12.73 244,138 2,670.0 403,759 699,180 532,237 Device Routing Invert Outlet Devices #1 Primary 7.50' 36.0"W x 48.0" H Vert Orifice/Grate C= 0.600 #2 Tertiary 8.86' 250.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s) Primary OutFlow Max=18.71 cfs @ 12.19 hrs HW=9.06' (Free Discharge) t-7=Orifice/Grate (Orifice Controls 18.71 cfs @ 4.01 fps) Iertiary OutFlow Max=71.42 cfs @ 12.19 hrs HW=9.06' (Free Discharge) 2=Sharp-Crested Rectangular Weir (Weir Controls 71.42 cfs @ 1.45 fps) 2017.09.21 FRP Type 111 24-hr 25-Year Rainfall=5.30" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 ©2016 HydroCAD Software Solutions LLC Page 92 Pond 8P: Existing Pond Hydrograph _93 R5_cfs Inflow 90.52 cfs j Gnflow_ 0 outflow �Aree -23.476 ac p Primary 71 .81 cfs ! g Y0 Tertiary 100 Peak Ele.i 9 0 90 Stora a 94,480 cf- 80 70 J_ 60 ; c 50 i E 40 - - - - 30 18 cfs 20 10 0 2 4 6 8 1012 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 1 1 1 2017.09.21 FRP Type 11124-hr 25-Year Rainfall=5.30" Prepared by WoodardCurran Printed 11/6/2017 1 HydroCAD@ 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 93 Summary for Pond 9P: 2'x10' Culvert 1 Inflow Area = 23.476 ac, 45.33% Impervious, Inflow Depth > 21.67" for 25-Year event Inflow = 18.71 cfs @ 12.19 hrs, Volume= 42.395 of Outflow = 18.71 cfs @ 12.19 hrs, Volume= 42.395 af, Atten= 0%, Lag= 0.0 min 1 Primary = 18.71 cfs @ 12.19 hrs, Volume= 42.395 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs 1 Peak Elev= 5.25' @ 12.19 hrs Device Routing Invert Outlet Devices 1 #1 Primary 4.23' 120.0"W x 24.0" H Box Culvert L= 150.0' RCP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert=4.23'/4.23' S= 0.0000 'P Cc= 0.900 n= 0.013, Flow Area= 20.00 sf 1 rimary OutFlow Max=18.71 cfs @ 12.19 hrs HW=5.25' (Free Discharge) 1=Culvert (Barrel Controls 18.71 cfs @ 2.44 fps) 1 Pond 9P: 2'x10' Culvert H dro raph 1 ---- Y 9 18.71 cfs Inflow 20 I] Primary ea 23.476 ac 1 18 Inflow Ar , 16 = 1 14 ' - Box ICU vert 12 ---- - t'1=0'-01'3 - 1 c 10 L=150 0' LL 8 S 0':0000 'P 1 6 y -- 4 ------- 2 r 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 1 Time (hours) 1 1 2017.09.21 FRP Type 11124-hr 25-Year Rainfall=5.30" , Prepared by WoodardCurran Printed 11/6/2017 ' HydroCADO 10.00-18 s/n 01204 ©2016 HydroCAD Software Solutions LLC Page 94 Summary for Pond 12P: CB1 ' Inflow Area = 2.405 ac, 76.70% Impervious, Inflow Depth = 4.60" for 25-Year event Inflow = 11.46 cfs @ 12.10 hrs, Volume= 0.923 of ' Outflow = 11.46 cfs @ 12.10 hrs, Volume= 0.923 af, Atten= 0%, Lag= 0.0 min Primary = 11.46 cfs @ 12.10 hrs, Volume= 0.923 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs ' Peak Elev= 14.66' @ 12.10 hrs Device Routing Invert Outlet Devices ' #1 Primary 11.00' 18.0" Round Culvert L= 100.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 11.00'/ 10.50' S= 0.0050 '/' Cc= 0.900 ' n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf #2 Primary 15.00' 2.0"x 2.0" Horiz. Orifice/Grate C= 0.600 in 24.0" x 24.0" Grate (1% open area) Limited to weir flow at low heads ' Primary OutFlow Max=11.45 cfs @ 12.10 hrs HW=14.66' (Free Discharge) �1=Culvert (Inlet Controls 11.45 cfs @ 6.48 fps) t 2=Orifice/Grate ( Controls 0.00 cfs) Pond 12P: CB1 ' Hydrograph - In Inflow 11.46 CfS p Primary 12 ---1'nflow Area 2.405 ac 11 - - J_ J __ I J J Peak Elev=14.66' 10g 7 -- -- - -- -- ' 6 ----' --- ' M5 -- ---- -------- , I 4 I 3 -- ---, ;- -- I I I 2 I I I I I I 1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 2017.09.21 FRP Type 111 24-hr 25-Year Rainfall=5.30" ' Prepared by WoodardCurran Printed 11/6/2017 HydroCAD@ 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 95 ' Summary for Pond 13P: DMH-1 Inflow Area = 2.513 ac, 75.89% Impervious, Inflow Depth > 4.51" for 25-Year event ' Inflow = 11.47 cfs @ 12.10 hrs, Volume= 0.944 of Outflow = 11.47 cfs @ 12.10 hrs, Volume= 0.944 af, Atten= 0%, Lag= 0.0 min Primary = 11.47 cfs @ 12.10 hrs, Volume= 0.944 of ' Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt=0.01 hrs Peak Elev= 14.17' @ 12.10 hrs ' Device Routing Invert Outlet Devices #1 Primary 10.50' 18.0" Round Culvert L= 150.0' CPP, projecting, no headwall, Ke= 0.900 ' Inlet/Outlet Invert= 10.50'/9.50' S= 0.0067 'P Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf #2 Primary 16.00' 2.0"x 2.0" Horiz. Orifice/Grate ' C= 0.600 in 24.0"x 24.0" Grate (1% open area) Limited to weir flow at low heads PrimaryOutFlow Max=11.46 cfs @ 12.10 hrs HW=14.16' (Free Discharge) ' �1=Culvert (Inlet Controls 11.46 cfs @ 6.49 fps) 2=Orifice/Grate ( Controls 0.00 cfs) ' Pond 13P: DMH-1 Hydrograph ' ■ Inflow 12 11 .47 Cfs0 Primary Inflow Are-a-'=-2S1 3 ac 11 - --- -- ---- --------------------- Peak: ' 10 P Eley=1417-- 9T- T-- --- --------�--- ------- ---- g 7 o g -- --- " 4 :-- : - 3 --- - 2 1 1 0 2 4 6 8 10 12' 14 16 18 20 22 24 26 28 30 3234 36 Time (hours) 1 1 ' 1 2017.09.21 FRP Type ///24-hr 25-Year Rainfall=5.30" Prepared by WoodardCurran Printed 11/6/2017 ' HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Paoe 96 Summary for Pond 14P: CB-2 ' Inflow Area = 5.321 ac, 73.14% Impervious, Inflow Depth > 4.50" for 25-Year event Inflow = 20.37 cfs @ 12.13 hrs, Volume= 1.996 of ' Outflow = 20.37 cfs @ 12.13 hrs, .Volume= 1.996 af, Atten= 0%, Lag= 0.0 min Primary = 20.37 cfs @ 12.13 hrs, Volume= 1.996 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs ' Peak Elev= 12.31' @ 12.13 hrs Device Routing Invert Outlet Devices ' #1 Primary 9.50' 24.0" Round Culvert L= 75.0' CPP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 9.50'/8.00' S= 0.0200'P Cc= 0.900 , n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Primary 13.00' 2.0"x 2.0" Horiz. Orifice/Grate C= 0.600 in 24.0"x 24.0" Grate (1% open area) Limited to weir flow at low heads t Primary OutFlow Max=20.36 cfs @ 12.13 hrs HW=12.31' (Free Discharge) 1=Culvert (Inlet Controls 20.36 cfs @ 6.48 fps) E , 2=Orifice/Grate ( Controls 0.00 cfs) Pond 14P: CB-2 ' Hydrograph ■ Inflow 22 20.37 Cfs p Primary ' 20 Inflow Area-5.321 ac - - -- -- - Peak Elev=12.31' 18 1 16 w 14 -- -- --- 12 0 10 -- -- ' LL 8 ------- 6 4 -- ' 2 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 ' Time (hours) 2017.09.21 FRP Type 11124-hr 25-Year Raintall=5.30" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 ©2016 HydroCAD Software Solutions LLC Paae 97 Summary for Pond 55P: Plunge Pool Inflow Area = 6.785 ac, 72.35% Impervious, Inflow Depth > 81.17" for 25-Year event Inflow = 47.01 cfs @ 12.10 hrs, Volume= 45.896 of Outflow = 46.85 cfs @ 12.11 hrs, Volume= 45.831 af, Atten= 0%, Lag= 0.5 min Primary = 46.85 cfs @ 12.11 hrs, Volume= 45.831 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 13.81' @ 12.11 hrs Surf.Area= 0.051 ac Storage= 0.091 of Plug-Flow detention time= 3.0 min calculated for 45.818 of(100% of inflow) Center-of-Mass det. time= 1.5 min ( 1,094.1 - 1,092.7 ) Volume Invert Avail.Storaae Storage Description #1 8.25' 0.088 of 12.50'W x 15.00'L x 6.00'H Prismatoid Z=3.0 0.154 of Overall - 0.065 of Embedded = 0.088 of #2 8.25' 0.026 of 12.50'W x 15.00'L x 4.00'H Prismatoid Z=3.0 Inside#1 0.065 of Overall x 40.0% Voids 0.114 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 12.75' 16.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=46.83 cfs @ 12.11 hrs HW=13.81' (Free Discharge) t-1=113road-Crested Rectangular Weir (Weir Controls 46.83 cfs @ 2.75 fps) 2017.09.21 FRP Type 11124-hr 25-YearRainfall=5.30" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 0 2016 HydroCAD Software Solutions LLC Page 98 Pond 55P: Plunge Pool Hydrograph ■ Inflow 50 46.85 cfs i_. prp Primary bnflow;Area 6:785 ac 45 Peak Elev=1-181, 40- ' Storage 0:091 of 35 N 30- 25- 20- 15 0252015 10 5 0 2 4 6 8 10 12 14 16 18 20 22 242628 30 3234 36 Time (hours) 2017.09.21 FRP Type 111 24-hr 25-Year Rainfall=5.30" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Pape 99 Summary for Link 10L: Tide Inflow Area = 23.476 ac, 45.33% Impervious, Inflow Depth > 21.67" for 25-Year event Inflow = 18.71 cfs @ 12.19 hrs, Volume= 42.395 of Primary = 18.71 cfs @ 12.19 hrs, Volume= 42.395 af, Atten= 0%, Lag= 0.0 min Primary outflow= Inflow, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Fixed water surface Elevation= 7.60' Link 10L: Tide Hydrograph ■ Inflow 20 18.71 cfs © Primary : Inflow Area 23:476 ac 18 : 16 12 -- �; �- - �- ------------- - - - 3 8 a ' 6 - ---- 4 , 2 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 3234 36 Time (hours) 1 2017.09.21 FRP Type 11124-hr 50-Year Rainfall=6.00" ' Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 100 Time span=1.00-36.00 hrs, dt=0.01 hrs, 3501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method , Subcatchment 11 S: Proposed WS -1 Runoff Area=104.755 sf 76.70% Impervious Runoff Depth=5.30" Flow Length=1,010' Tc=7.4 min CN=94 Runoff=13.09 cfs 1.061 of t Subcatchment 12S: Proposed WS -2 Runoff Area=122.343 sf 70.68% Impervious Runoff Depth=5.18" Flow Length=820' Tc=14.8 min CN=93 Runoff=12.15 cfs 1.213 of 0 Subcatchment 13S. Proposed WS -3 Runoff Area=120.082 sf 24.43% Impervious Runoff Depth=3.48" , Flow Length=566' Tc=17.8 min CN=77 Runoff=7.96 cfs 0.799 of Subcatchment 14S: Proposed WS-4 Runoff Area=49.135 sf 29.59% Impervious Runoff Depth=4.09" Flow Length=230' Slope=0.0150 'P Tc=2.3 min CN=83 Runoff=6.12 cfs 0.385 of Subcatchment 47S: Sub-Watershed 1 Runoff Area=295.560 sf 72.35% Impervious Runoff Depth=5.18" t Flow Length=1,281' Tc=7.3 min CN=93 Runoff=36.62 cfs 2.930 of Subcatchment 48S: Sub-Watershed 2 Runoff Area=164.886 sf 7.32% Impervious Runoff Depth=3.78" ' Tc=6.0 min CN=80 Runoff=16.72 cfs 1.193 of Subcatchment 49S: Baseball Field WS Runoff Area=161.136 sf 15.03% Impervious Runoff Depth=3.88" Tc=6.0 min CN=81 Runoff=16.74 cfs 1.197 of Subcatchment 50S: To Entrance Runoff Area=4,697 sf 57.93% Impervious Runoff Depth=4.85" Tc=6.0 min CN=90 Runoff=0.58 cfs 0.044 of ' Subcatchment 51 S: From WS 6 Runoff Area=4,273 sf 100.00% Impervious Runoff Depth>5.76" Tc=6.0 min CN=98 Runoff=0.58 cfs 0.047 of , Reach 51R: Grass Channel Avg. Flow Depth=0.90' Max Vel=3.90 fps Inflow=67.77 cfs 47.414 of n=0.030 L=600.0' S=0.0087 T Capacity--1 16.65 cfs Outflow=65.40 cfs 47.272 of ' Reach 52R: (new Reach) Avg. Flow Depth=0.86' Max Vel=9.98 fps Inflow--1 5.00 cfs 43.401 of 30.0" Round Pipe n=0.012 L=570.0' S=0.0173'P Capacity--58.50 cfs Outflow--15.00 cfs 43.355 of Pond 4P: Entrance Peak Elev=12.71' Storage=1,291 cf Inflow=0.58 cfs 0.044 of Outflow=0.02 cfs 0.026 of Pond 5P: PL corner Peak EIev=0.00' Storage=0 cf , Discarded=0.00 cfs 0.000 of Primary--0.00 cfs 0.000 of f Pond 613: Median Peak EIev=14.91' Storage=2,477 cf Inflow=7.96 cfs 0.799 of ' Outflow=6.93 cfs 0.799 of Pond 7P: Rain Garden Peak EIev=14.19' Storage=3,752 cf Inflow=9.00 cfs 1.184 of ' Outflow=9.12 cfs 1.192 of Pond 8P: Existing Pond Peak EIev=9.08' Storage=96.328 cf Inflow=107.10 cfs 51.962 of ' Primary-19.11 cfs 42.498 of Tertiary--84.23 cfs 7.676 of Outflow=103.35 cfs 50.174 of i 2017.09.21 FRP Type 11124-hr 50-Year Rainfall=6.00" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 ©2016 HydroCAD Software Solutions LLC Page 101 Pond 9P: 2'x10' Culvert Peak Elev=5.27' Inflow=19.11 cfs 42.498 of 120.0"x 24.0" Box Culvert n=0.013 L=150.0' S=0.0000 'P Outflow=19.11 cfs 42.498 of Pond 12P: CB1 Peak Elev=15.49' Inflow=13.09 cfs 1.061 of Outflow=13.09 cfs 1.061 of Pond 13P: DMH-1 Peak EIev=15.05' Inflow=13.09 cfs 1.087 of Outflow=13.09 cfs 1.087 of Pond UP: CB-2 Peak EIev=12.87' Inflow=23.29 cfs 2.300 of Outflow=23.29 cfs 2.300 of Pond 55P: Plunge Pool Peak EIev=13.88' Storage=0.094 of Inflow=51.62 cfs 46.286 of Outflow=51.45 cfs 46.221 of Link 10L: Tide Inflow=19.11 cfs 42.498 of Primary--19.11 cfs 42.498 of Total Runoff Area= 23.574 ac Runoff Volume= 8.869 of Average Runoff Depth=4.51" 64.44% Pervious = 12.834 ac 45.56% Impervious= 10.740 ac 2017.09.21 FRP Type 111 24-hr 50-Year Rainfall=6.00" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Page 102 Summary for Subcatchment 11 S: Proposed WS - 1 Runoff = 13.09 cfs @ 12.10 hrs, Volume= 1.061 af, Depth= 5.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" Area (so CN Description 49,215 98 Paved parking, HSG D 47,647 92 1/8 acre lots, 65% imp, HSG D 7,733 80 >75% Grass cover, Good, HSG D 160 98 Roofs, HSG D 104,755 94 Weighted Average 24,409 23.30% Pervious Area 80,346 76.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 100 0.0050 0.79 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 3.2 572 0.0220 3.01 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9 275 0.0260 2.42 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.2 63 0.0560 4.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.4 1,010 Total 2017.09.21 FRP Type 11124-hr 50-Year Rainfall=6.00" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 02016 HydroCAD'Software Solutions LLC Page 103 Subcatchment 11 S: Proposed WS - 1 Hydrograph --- - - 13.09 cfs -- ;-- -=-- ------ 14 © Runoff Type_11124 12- 50-Year Rainfall=6.00" 10 -- -Runoff Area=104,755sf Runoff Volume--' 1.061 of �+ -- -- unoff , De "th=5:30""" 4. 8- R F p' _ low Length 1,010' G a 6 Tc=7.4 min - --- --- --------!- CN=94_ 4 2 j 0 2 4 6 8. ''1'0.'1.2. '14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 1 ' 2017.09.21 FRP Type 11124-hr 50-Year Rainfall=6.00" 1 Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 104 Summary for Subcatchment 12S: Proposed WS -2 1 Runoff = 12.15 cfs @ 12.19 hrs, Volume= 1.213 af, Depth= 5.18" 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" 1 Area (sf) CN Description 37,690 98 Paved parking, HSG D 1 71,468 92 1/8 acre lots, 65% imp, HSG D 10,854 80 >75% Grass cover, Good, HSG D 2,331 98 Roofs, HSG D 122,343 93 Weighted Average 1 35,868 29.32% Pervious Area 86,475 70.68% Impervious Area Tc Length Slope Velocity Capacity Description 1 (min) (feet) (ft/ft) (ft/sec) (cfs) 6.3 100 0.0600 0.26 Sheet Flow, 1 Grass: Short n= 0.150 P2= 3.20" 6.7 400 0.0200 0.99 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 1.8 320 0.0220 3.01 Shallow Concentrated Flow, Paved Kv= 20.3 fps 14.8 820 Total Subcatchment 12S: Proposed WS - 2 1 H drograph 13 12.15 Cf © Runoff 12 TYP_e_III 24-hr__ 1 1150-Year Rainfall=6.00" 19 -- --- -Runoff Volume?1213 af__ 1 8 - -- --- ----+ — ;--Runoff Depth=$.18--- ----. - --- Flow Length=820' 1 0 6 Tc=14.8 mein 5 C N=93- _ 4 --------------- 1 3 " 2 o - - 1 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) ' 1 2017.09.21 FRP Type 11124-hr 50-Year Rainfall=6.00" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 105 Summary for Subcatchment 13S: Proposed WS - 3 ' Runoff = 7.96 cfs @ 12.24 hrs, Volume= 0.799 af, Depth= 3.48" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" Area (sf) CN Description 29,334 98 Paved parking, HSG D 6,144 80 >75% Grass cover, Good, HSG D 84,604 70 Woods, Good, HSG C ' 120,082 77 Weighted Average 90,748 75.57% Pervious Area 29,334 24.43% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.8 100 0.0600 0.12 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 3.20" 3.1 263 0.0780 1.40 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.9 203 0.0320 3.63 Shallow Concentrated Flow, Paved Kv=20.3 fps 17.8 566 Total Subcatchment 13S: Proposed WS - 3 Hydrograph 7.96 Cfs Runoff TYPe 8 11124-hr -- - 7 50 Year Rainfall-6:00" Runorea _ _ _ ,_ ff-A120,082 sf- r 5 Volume=0 799 of EE6 Runoff w - unoff Depth=3.48" ' - Flow Length 56;6'-- 4 aTc=17 8 min 3 CN=77 - -- - 2 1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 . Time (hours) 2017.09.21 FRP Type III 24-hr 50-Year Rainfall=6.00" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD@ 10.00-18 s/n 01204 @201 6 HydroCAD Software Solutions LLC Page 106 Summary for Subcatchment 14S: Proposed WS -4 Runoff = 6.12 cfs @ 12.03 hrs, Volume= 0.385 af, Depth= 4.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs ' Type III 24-hr 50-Year Rainfall=6.00" Area (sf) CN Description 14,540 98 Paved parking, HSG D 159 80 >75% Grass cover, Good, HSG D 34,436 77 Woods, Good, HSG D ' 49,135 83 Weighted Average 34,595 70.41% Pervious Area 14,540 29.59% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 100 0.0150 1.23 Sheet Flow, ' Smooth surfaces n= 0.011 P2= 3.20" 0.9 130 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.3 230 Total Subcatchment 14S: Proposed WS -4 Hydrograph 6.12 Cfs - © Runoff 6 Type III 24-hr all=6.00" 5 r 'r � Runoff Area=49,135sf ' Runoff unoff De th=4.0 " 0.385 4 - -- Flow Len 9„ c 3 � _Length=230' e=0.0 0 u. � Sloe 0 0150 '/' - 3-min-- ' p 2 CN=83 2 4 6 8 10 12 14 16 18 20 22 24 2628 30 32 3436 Time (hours) t � 2017.09.21 FRP Type 11124-hr 50-Year Rainfall=6.00" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD@ 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 107 ' Summary for Subcatchment 47S: Sub-Watershed 1 Runoff = 36.62 cfs @ 12.10 hrs, Volume= 2.930 af, Depth= 5.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" Area (sf) CN Description 233,521 92 1/8 acre lots, 65% imp, HSG D 62,039 98 Paved roads w/curbs &sewers, HSG D 295,560 93 Weighted Average ' 81,732 27.65% Pervious Area 213,828 72.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.8 100 0.1200 0.35 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" ' 0.4 80 0.2500 3.50 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 0.8 510 0.2500 10.15 Shallow Concentrated Flow, Paved Kv=20.3 fps 1.3 591 0.2500 7.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 7.3 1,281 Total ' Subcatchment 47S: Sub-Watershed 1 Hydrograph graph 36.62 cfs 40 �! RunofF 35 Type 11124 50-Year Rainfall 6.00" 30 Runoff Area=295,560 sf H 25 Runoff Volume=2 930 of Runoff Depth=5.18" -- Flow Le Tc 7 3 m81, 20 9 0 LL 15,:_ CN=93 - - - - 0 / 1 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 2017.09.21 FRP Type 111 24-hr 50-Year Rainfall=6.00" ' Prepared by WoodardCurran Printed 11/6/2017 HydroCAD@ 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 108 Summary for Subcatchment 48S: Sub-Watershed 2 Runoff = 16.72 cfs @ 12.09 hrs, Volume= 1.193 af, Depth= 3.78" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" ' Area (sf) CN Description 18,579 92 1/8 acre lots, 65% imp, HSG D ' 62,665 77 Woods, Good, HSG D 83,642 80 >75% Grass cover, Good, HSG D 164,886 80 Weighted Average 152,810 92.68% Pervious Area ' 12,076 7.32% Impervious Area Tc Length Slope Velocity Capacity Description t (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 48S: Sub-Watershed 2 ' H dro ra h Y 9 P - ---�---=- 16.72 cfs �---�--- --- -- '---�---,---,----'--- ---- p Runoff 18 16 Type 11124-hr -- -- ` ---------50-Year-Rainfall 6.00"-- 14 Runoff Area=164 - Ru 8 13.6sf 12 Runoff,Volume=1.193 of 10 Runoff Depth=3.78" 3 CN_ I---- 0 g Tc-6 0 min LL 6 80 - 1 i__ r---r_-_7 __ _ ___ I____ 4 ------ ---- -- 1 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) ' ' 2017.09.21 FRP Type 111 24-hr 50-Year Rainfall=6.00" Prepared by WoodardCurran . Printed 11/6/2017 tHydroCAD®10.00-18 s/n 01204 ©2016 HydroCAD Software Solutions LLC Page 109 Summary for Subcatchment 49S: Baseball Field WS ' Runoff = 16.74 cfs @ 12.09 hrs, Volume= 1.197 af, Depth= 3.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs ' Type 111 24-hr 50-Year Rainfall=6.00" Area (sf) CN Description ' 37,267 92 1/8 acre lots, 65% imp, HSG D 17,009 80 >75% Grass cover, Good, HSG D 106,860 77 Woods, Good, HSG D ' 161,136 81 Weighted Average 136,912 84.97% Pervious Area 24,224 15.03% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Subcatchment 49S: Baseball Field WS Hydrograph - ----- -------- --- 18 16.74 cfs C Runoff ' Typ61l124=hr- 16 -50-Year-Rainfall 6.00"-- ' 14 _ --- Runoff -sf-- 12 Runoff;Volume=1.197 'af N w � ---, -- P h-3.8 10 Runoff Det - 8" 3 -- - --- ------- o g Tc=_6.0 min CN=81-- 6 4 --- --- 0 ' 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 1 1 2017.09.21 FRP Type 11124-hr 50-Year Rainfall=6.00" ' Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 110 ' Summary for Subcatchment 50S- To Entrance Runoff = 0.58 cfs @ 12.08 hrs, Volume= 0.044 af, Depth= 4.85" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs , Type III 24-hr 50-Year Rainfall=6.00" Area (sf) CN Description 2,721 98 Paved parking, HSG D ' 1,976 80 >75% Grass cover, Good, HSG D 4,697 90 Weighted Average 1,976 42.07% Pervious Area , 2,721 57.93% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (fUsec) (cfs) 6.0 Direct Entry, Subcatchment 50S: To Entrance ' Hydrograph 0.65 0.58 cfs - -- - ---------- 0.6-: : Runoff ' Type III 24 _. - 0.55 hr -- - 0„ 1 Arsf 0.5 50 -6.0 ea-4,697 I 50-Year Ra 0.45 _ _ Runoff - H 0.4 Runoff Volurjte=0.044 af- ' -Runoff-Depth=4:85"- 0.35 . -- � 6.0 mi 3 0.3 n Tc a 0.25 0.2 0.15 ----------- -- - 1 0.1 0.05 ' 0 2 4 6 8 10 12 14 16 18 2022124 26 28 30 3234 36 Time (hours) , 1 1 ' 2017.09.21 FRP Type Ill 24-hr 50-Year Rainfall=6.00" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @ 2016 HydroCAD Software Solutions LLC Page 111 ' Summary for Subcatchment 51 S: From WS 6 Runoff = 0.58 cfs @ 12.08 hrs, Volume= 0.047 af, Depth> 5.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 50-Year Rainfall=6.00" ' Area (sf) CN Description 4,273 98 Paved parking, HSG D ' 4,273 100.00% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (fttsec) (cfs) 6.0 Direct Entry, ' Subcatchment 51S: From WS 6 Hydrograph 0.58 CfS --- 0.6 :6 Runoff 0.55 Type;-11124-hr - ---50=1i''ear-Rainfa11=6.00"- 0.5 Ru 0.45 _ Hoff Area=4,273 sf 0.4 Runoff Volume-0.047 of __ Runoff De fh>5.7ti" 0 35 p; c 0.3 Tc=6.0 min CN=98- LL 0.25 0.2 - - - --- 0.15 01 - - 0.05 0 2 4 6 8 10 12 14 16 18 20 22 24 26' 28 30 32 34 36 Time (hours) 1 1 2017.09.21 FRP Type 11124-hr 50-Year Rainfall=6.00" ' Prepared by WoodardCurran Printed 11/612017 HydroCAD®10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 112 ' Summary for Reach 51 R: Grass Channel Inflow Area = 10.570 ac, 49.06% Impervious, Inflow Depth > 53.83" for 50-Year event Inflow = 67.77 cfs @ 12.10 hrs, Volume= 47.414 of Outflow = 65.40 cfs @ 12.17 hrs, Volume= 47.272 af, Atten=4%, Lag= 4.2 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Max. Velocity= 3.90 fps, Min. Travel Time= 2.6 min Avg. Velocity= 2.37 fps, Avg. Travel Time=4.2 min ' Peak Storage= 10,071 cf @ 12.13 hrs Average Depth at Peak Storage= 0.90' , Bank-Full Depth= 1.25' Flow Area= 24.7 sf, Capacity= 116.65 cfs 16.00' x 1.25' deep channel, n= 0.030 Earth, grassed $winding Side Slope Z-value= 3.0? Top Width= 23.50' ' Length= 600.0' Slope= 0.0087 ? Inlet Invert= 12.73', Outlet Invert= 7.50' 700'� 1 Reach 51 R: Grass Channel , Hy dro9 raph ■ Inflow 10.565.40 cfs Ouflow 70 wrac 60 Avg Flow Depth-0.90' 1 -- .--- Mai V61=3 90 fps- 50- ' ' -- n=0,030_ , . 40 �=600.0' 3 -------- S 87 ;'7, LL 30 Ca acit 1 6 6 ' - �- ----'- -- P Y- 5-cfs- 20 , 10- 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) ' ISI 2017.09.21 FRP Type 11124-hr 50-Year Rainfall=6:00" Prepared by WoodardCurran Printed 11/6/2017 ' HydroCAD@ 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 113 Summary for Reach 52R: (new Reach) ' Inflow = 15.00 cfs @ 1.00 hrs, Volume= 43.401 af, Incl. 15.00 cfs Base Flow Outflow = 15.00 cfs @ 1.42 hrs, Volume= 43.355 af, Atten= 0%, Lag= 25.2 min ' Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Max. Velocity= 9.98 fps, Min. Travel Time= 1.0 min Avg. Velocity= 9.98 fps, Avg. Travel Time= 1.0 min Peak Storage= 857 cf @ 1.40 hrs Average Depth at Peak Storage= 0.86' ' Bank-Full Depth= 2.50' Flow Area=4.9 sf, Capacity= 58.50 cfs 30.0" Round Pipe ' n= 0.012 Concrete pipe, finished Length= 570.0' Slope= 0.0173 '/' Inlet Invert= 22.63', Outlet Invert= 12.75' ' Reach 52R: (new Reach) HY dro raph ' ■ Inflow 15.00 cfsaw p outflow ' 14 ;--_-i Max Vel= 9.98-fps. 12 30.0" _, � , Round Pipe 10 I n _ y ° 8 - - L=570_0'.. LL 6 S=0'.01737. - --- ---- -- --------Ca a - 4 A :Capacity--58.50 cfs 2 ' 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 ' Time (hours) t 2017.09.21 FRP Type 11124-hr 50-Year Rainfall=6.00" ' Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 114 , Summary for Pond 4P: Entrance Inflow Area = 0.108 ac, 57.93% Impervious, Inflow Depth = 4.85" for 50-Year event ' Inflow = 0.58 cfs @ 12.08 hrs, Volume= 0.044 of Outflow = 0.02 cfs @ 16.50 hrs, Volume= 0.026 af, Atten= 97%, Lag= 265.2 min ' Primary = 0.02 cfs @ 16.50 hrs, Volume= 0.026 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs/3 ' Peak Elev= 12.71' @ 16.50 hrs Surf.Area= 2,420 sf Storage= 1,291 cf Plug-Flow detention time= 552.3 min calculated for 0.026 of(60% of inflow) Center-of-Mass det. time= 448.7 min ( 1,233.4 - 784.7 ) ' Volume Invert Avail.Storage Storage Description #1 9.50' 1,035 cf Custom Stage Data(Prismatic) Listed below(Recalc) ' #2 12.50' 1,435 cf Custom Stage Data(Prismatic) Listed below(Recalc) 2,470 cf Total Available Storage Elevation Surf.Area Voids Inc.Store Cum.Store ' (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 9.50 1,150 0.0 0 0 12.50 1,150 30.0 1,035 1,035 ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 12.50 1,150 0 0 13.50 1,720 1,435 1,435 Device Routing Invert Outlet Devices ' #1 Primary 9.50' 0.270 in/hr Exfiltration over Surface area #2 Device 3 13.25' 12.0" Horiz. Orifice/Grate C= 0.600 ' Limited to weir flow at low heads #3 Primary 11.25' 6.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 11.25'/ 10.50' S= 0.0150'P Cc= 0.900 ' n= 0.013 Concrete pipe, bends R connections, Flow Area= 0.20 sf Primary OutFlow Max=0.02 cfs @ 16.50 hrs HW=12.71' (Free Discharge) ' ALIExfiltration (Exliiltration Controls 0.02 cfs) t3=Culvert (Passes 0.00 cfs of 0.82 cfs potential flow) -2=Orifice/Grate ( Controls 0.00 cfs) ' 1 � � � i� i� � I� � � I� � i� iiii� � Ilil� i� i� iiiiiii■ iiii� 2017.09.21 FRP Type 111 24-hr 50-Year Rainfall=6.00" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Pape 115 Pond 4P: Entrance Hydrograph -- --- 0.65 0.58 CfS I - -- 10 Inflow 0.6 : - - .Inflow Area=0:108 ac- 0 Primary 0.55 Peak Elev=12:71 0.5 - ---- ---1-- - tors _- ge 1,291 cf 0.45 -- �' = 0.35 , c 0.3 - a ---,r--0.25 -�--;---, 7--- , i 0.15 0.1 0.02 cfs r 0.05 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 2017.09.21 FRP Type 111 24-hr 50-Year Rainfall=6.00" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Facie 116 Summary for Pond 5P: PL comer Volume Invert Avail.Storage Storage Description #1 9.00' 156 cf Custom Stage Data(Prismatic) Listed below (Recalc) #2 11.00' 465 cf Custom Stage Data(Prismatic) Listed below (Recalc) 621 cf Total Available Storage Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) M (cubic-feet) (cubic-feet) 9.00 260 0.0 0 0 11.00 260 30.0 156 156 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) - (cubic-feet) 11.00 260 0 0 12.00 670 465 465 Device Routing Invert Outlet Devices #1 Discarded 9.00' 0.270 in/hr Exfiltration over Surface area #2 Primary 9.00' 8.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 9.00' /8.25' S= 0.0150 'P Cc= 0.900 n= 0.013, Flow Area= 0.35 sf #3 Primary 11.75' 8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.00 cfs @ 1.00 hrs HW=0.00' (Free Discharge) t1=Exfiltration ( Controls 0.00 cfs) rimary OutFlow. Max=0.00 cfs @ 1.00 hrs HW=0.00' (Free Discharge) 2=Culvert ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) � � � 1, 1, � ice■ iiiiiii� i� i� � i� ii■� i� � iii � 1, 1, 2017.09.21 FRP Type ///24-hr 50-Year Rainfall=6.00" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 ©2016 HydroCAD Software Solutions LLC Page 117 Pond 5P: PL comer Hydrograph 1 Discarded Peak Elev ,0.00' Primary Stora6e=0 Cf LL 0.00 Cfs 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 2017.09.21 FRP Type N 24-hr 50-Year Rainfall=6.00" ' Prepared by WoodardCurran Printed 11/6/2017 , HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 118 Summary for Pond 6P: Median Inflow Area = 2.757 ac, 24.43% Impervious, Inflow Depth = 3.48" for 50-Year event Inflow = 7.96 cfs @ 12.24 hrs, Volume= 0.799 of Outflow 6.93 cfs @ 12.35 hrs, Volume= 0.799 af, Atten= 13%, Lag= 6.2 min ' Primary = 6.93 cfs @ 12.35 hrs, Volume= 0.799 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs ' Peak Elev= 14.91' @ 12.35 hrs Surf.Area= 3,073 sf Storage= 2,477 cf, Plug-Flow detention time= 4.6 min calculated for 0.799 of(100% of inflow) Center-of-Mass det. time= 4.6 min ( 837.1 - 832.5 ) ' Volume Invert Avail.Storage Storage Description #1 10.00' 1,080 cf Custom Stage Data(Prismatic) Listed below(Recalc) ' #2 14.00' 1,600 cf Custom Stage Data(Prismatic) Listed below(Recalc) 2,680 cf Total Available Storage Elevation Surf.Area Voids Inc.Store Cum.Store ' (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 10.00 900 0.0 0 0 ' 14.00 900 30.0 1,080 1,080 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 14.00 900 0 0 15.00 2,300 1,600 1,600 Device Routing Invert Outlet Devices ' #1 Primary 10.00' 12.0" Round Culvert L= 290.0' CPP, projecting, no headwall, Ke= 0.900 t Inlet/Outlet Invert= 10.00'/8.33' S= 0.0058 'P Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Primary 14.50' 12.0" Horiz. Orifice/Grate C= 0.600 ' Limited to weir flow at low heads ' #3 Primary 10.00' 0.270 in/hr Exfltration over Surface area Primary OutFlow Max=6.93 cfs @ 12.35 hrs HW=14.91' (Free Discharge) ' � 1=Culvert (Barrel Controls 4.49 cfs @ 5.71 fps) 2=Orifice/Grate (Orifice Controls 2.42 cfs @ 3.08 fps) 3=Exfltration (Exfiltration Controls 0.02 cfs) ' 1 � i� � � � iiii� iiii� i� � iiii� � iii i■� � iiiii� � � iii iii 2017.09.21 FRP Type 11124-hr 50-Year Rainfall=6.00" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 ©2016 HydroCAD Software Solutions LLC Page 119 Pond 6P: Median Hydrograph _ 7.96 cfs I' ■ Inflow 0 Primary 8 nflow Area 2:757 ac 6.93 cfs -�_ : Peak Elev=14.91' - - --- - Storage-2;,477 cf 6 -- 4 3 o : LL : 3 2 1 _ 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 2017.09.21 FRP Type ///24-hr 50-Year Rainfall=6.00" Prepared by WoodardCurran Printed 11/6/2017 ' HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 120 Summary for Pond 7P: Rain Garden t Inflow Area = 3.885 ac, 25.93% Impervious, Inflow Depth = 3.66" for 50-Year event Inflow = 9.00 cfs @ 12.04 hrs, Volume= 1.184 of ' Outflow = 9.12 cfs @ 12.04 hrs, Volume= 1.192 af, Atten= 0%, Lag= 0.0 min Primary = 9.12 cfs @ 12.04 hrs, Volume= 1.192 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs/2 t Peak Elev= 14.19' @ 12.04 hrs Surf.Area= 3,760 sf Storage= 3,752 cf Plug-Flow detention time= 52.6 min calculated for 1.184 of(100% of inflow) , Center-of-Mass det. time= 59.8 min ( 885.8-826.0 ) Volume Invert Avail.Storage Storage Description , #1 9.00' 1,872 cf Custom Stage Data(Prismatic) Listed below(Recalc) #2 13.00' 1,880 cf Custom Stage Data(Prismatic) Listed below(Recalc) 3,752 cf Total Available Storage , Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 9.00 1,560 0.0 0 0 ' 13.00 1,560 30.0 1,872 1,872 Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 13.00 1,560 0 0 14.00 2,200 1,880 1,880 ' Device Routing Invert Outlet Devices #1 Primary 8.33' 8.0" Round Culvert , L= 30.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 8.33'/7.73' S= 0.0200 '/' Cc= 0.900 n= 0.010, Flow Area= 0.35 sf #2 Primary 13.50' 12.0"Vert. Orifice/Grate C= 0.600 ' #3 Device 1 9.00' 2.400 in/hr Exfiltration over Surface area #4 Primary 13.75' 10.0' long x 5.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 t 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=9.09 cfs @ 12.04 hrs HW=14.18' (Free Discharge) t =Culvert (Passes 0.21 cfs of 3.12 cfs potential flow) 3=Exfiltration (Exfiltration Controls 0.21 cfs) ' 2=Orifice/Grate (Orifice Controls 1.62 cfs @ 2.82 fps) =Broad-Crested Rectangular Weir (Weir Controls 7.27 cfs @ 1.67 fps) 1 iiia � � iiiiii■ � � ilil� i� � � � illi � � iiii� � � iiia � 2017.09.21 FRP Type Ill 24-hr 50-Year Rainfall=6.00" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Page 121 Pond 7P: Rain Garden Hydrograph 10 9. 12 - ■ Inflow - cfsInflow Area 3585 ac Primary 9 $ Peak Elev=1419' --- -- -- - - Storage=3,752 cf u, 6 v 1 I 3 -- -- --- 2 " 1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 2017.09.21 FRP Type 111 24-hr 50-Year Rainfall=6.00" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Pa-ge 122 Summary for Pond 8P: Existing Pond Inflow Area = 23.476 ac, 45.33% Impervious, Inflow Depth > 26.56" for 50-Year event Inflow = 107.10 cfs @ 12.15 hrs, Volume= 51.962 of Outflow = 103.35 cfs @ 12.19 hrs, Volume= 50.174 af, Atten= 4%, Lag= 2.2 min Primary = 19.11 cfs @ 12.19 hrs, Volume= 42.498 of Tertiary = 84.23 cfs @ 12.19 hrs, Volume= 7.676 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 9.08' @ 12.19 hrs Surf.Area= 83,205 sf Storage= 96,328 cf Plug-Flow detention time= 71.8 min calculated for 50.174 of(97% of inflow) Center-of-Mass det. time= 34.2 min ( 1,097.4 -1,063.2 ) Volume Invert Avail.Storage Storage Description #1 7.50' 699,180 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 7.50 44,376 1,000.0 0 0 44,376 8.73 69,812 1,498.0 69,637 69,637 143,383 10.73 162,389 2,349.0 225,783 295,421 403,932 12.73 244,138 2,670.0 403,759 699,180 532,237 Device Routing Invert Outlet Devices #1 Primary 7.50' 36.0"W x 48.0" H Vert Orifice/Grate C= 0.600 #2 Tertiary 8.86' 250.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s) Primary OutFlow Max=19.11 cfs @ 12.19 hrs HW=9.08' (Free Discharge) t-1=Orifice/Grate (Orifice Controls 19.11 cfs @ 4.03 fps) Ztlary OutFlow Max=83.92 cfs @ 12.19 hrs HW=9.08' (Free Discharge) 2=Sharp-Crested Rectangular Weir (Weir Controls 83.92 cfs @ 1.53 fps) IIIIIIIIIIIIIIIIN M M M 2017.09.21 FRP Type 111 24-hr 50-Year Rainfall=6.00" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 ©2016 HydroCAD Software Solutions LLC Page 123 Pond 8P: Existing Pond Hydrograph 1.Q-7._1.(l_rfc _ ■ Inflow 103.35 CfS Area 23;476 ac Outflow fnfibw' ❑p primary ak v-9.08' 110 --' Storage--96,-328 ❑� Tertiary 100 84.23 cfs _ : III cf s0 -- ST e 80- 70 - 60 - .2 0 7060c 50 U. ------ 1 -- 40 9 cfs 30 20- 10 0 2 4. 6 8 1012 1416 18 20 22 24 26 28 30 32 34 36 Time (hours) 2017.09.21 FRP Type 11l 24-hr 50-Year Rainfall=6.00" ' Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 124 ' Summary for Pond 9P: 2'x10' Culvert Inflow Area = 23.476 ac, 45.33% Impervious, Inflow Depth > 21.72" for 50-Year event ' Inflow = 19.11 cfs @ 12.19 hrs, Volume= 42.498 of Outflow = 19.11 cfs @ 12.19 hrs, Volume= 42.498 af, Atten= 0%, Lag= 0.0 min Primary = 19.11 cfs @ 12.19 hrs, Volume 42.498 of , Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 5.27' @ 12.19 hrs , Device Routing Invert Outlet Devices #1 Primary 4.23' 120.0"W x 24.0" H Box Culvert , L= 150.0' RCP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 4.23' /4.23' S= 0.00007' Cc= 0.900 n= 0.013, Flow Area= 20.00 sf ' Primary OutFlow Max=19.11 cfs @ 12.19 hrs HW=5.27' (Free Discharge) t1=Culvert (Barrel Controls 19.11 cfs @ 2.46 fps) Pond 9P: 2'x10' Culvert ' Hydrograph ' ------------ i ■ Inflow - - :476 ac- Primary 19.11 cfs 20 Inflow Area 23 ' 18 Peak'Elev-5:2;7`- 16 ` 14 --- Box-'Culvert- t 12 - n=0;01 3 - c 10 - L=150 0' u 8 --- -- -- --- S=0:0000'/' 6- 4 4 , 0 ' 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) ' 1 1 2017.09.21 FRP Type ///24-hr 50-Year Rainfall=6.00" ' Prepared byWoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 125 ' Summary for Pond 12P: CB1 Inflow Area = 2.405 ac, 76.70% Impervious, Inflow Depth = 5.30" for 50-Year event Inflow = 13.09 cfs @ 12.10 hrs, Volume= 1.061 of Outflow = 13.09 cfs @ 12.10 hrs, Volume= 1.061 af, Atten= 0%, Lag= 0.0 min Primary = 13.09 cfs @ 12.10 hrs, Volume= 1.061 of ' Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt 0.01 hrs Peak Elev= 15.49' @ 12.10 hrs ' Device Routing Invert Outlet Devices #1 Primary 11.00' 18.0" Round Culvert L= 100.0' CPP, projecting, no headwall, Ke= 0.900 ' Inlet/Outlet Invert= 11.00'/ 10.50' S= 0.0050 'P Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf #2 Primary 15.00' 2.0"x 2.0" Horiz. Orifice/Grate t C= 0.600 in 24.0" x 24.0" Grate (1% open area) Limited to weir flow at low heads Primary OutFlow Max=13.07 cfs @ 12.10 hrs HW=15.48' (Free Discharge) �1=Culvert (Inlet Controls 12.98 cfs @ 7.35 fps) 2=Oriflce/Grate (Orifice Controls 0.09 cfs @ 3.35 fps) ' Pond 12P: CB1 Hydrograph 113.09 Cfs ---- -- ■ Inflow 14 Inflow Acea=2:405 ac - Primary ' '15.49' 12 - Peak Elev 10 H 8 - LL30 6 , 4 1 2 ' 0 2 4 6 8-1 0 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 2017.09.21 FRP Type Ill 24-hr 50-Year Rainfall=6.00" Prepared by WoodardCurran Printed 11/6/2017 ' HydroCAD®10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 126 Summary for Pond 13P: DMH-1 , Inflow Area = 2.513 ac, 75.89% Impervious, Inflow Depth > 5.19" for 50-Year event Inflow = 13.09 cfs @ 12.10 hrs, Volume= 1.087 of ' Outflow = 13.09 cfs @ 12.10 hrs, Volume= 1.087 af, Atten= 0%, Lag= 0.0 min Primary = 13.09 cfs @ 12.10 hrs, Volume= 1.087 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs ' Peak Elev= 15.05' @ 12.10 hrs Device Routing Invert Outlet Devices , #1 Primary 10.50' 18.0" Round Culvert L= 150.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 10.50' /9.50' S= 0.0067'P Cc= 0.900 1 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf #2 Primary 16.00' 2.0"x 2.0" Horiz. Orifice/Grate C= 0.600 in 24.0" x 24.0" Grate (1% open area) Limited to weir flow at low heads t Primary OutFlow, Max=13.08 cfs @ 12.10 hrs HW=15.04' (Free Discharge) 1=Culvert (Inlet Controls 13.08 cfs @ 7.40 fps) t ' 2=Orifice/Grate ( Controls 0.00 cfs) Pond 13P: DMH-1 , Hydrograph ■ Inflow 14 13.09cfs © Primary -- 1 =2.513 ac- I'nflowl Area - - -- 5' 12 - Peak Elev 15.0 10 V , v 8 6 - ----------- 4 - -4 _ -1 _l L L J 2 0 ' 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) I 2017.09.21 FRP Type Ill 24-hr 50-Year Rainfall=6.00" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 127 Summary for Pond 14P: CB-2 Inflow Area = 5.321 ac, 73.14% Impervious, Inflow Depth > 5.19" for 50-Year event Inflow = 23.29 cfs @ 12.13 hrs, Volume= 2.300 of Outflow = 23.29 cfs @ 12.13 hrs, Volume= 2.300 af, Atten= 0%, Lag= 0.0 min Primary = 23.29 cfs @ 12.13 hrs, Volume= 2.300 of ' Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 12.87' @ 12.13 hrs ' Device Routing Invert Outlet Devices #1 Primary 9.50' 24.0" Round Culvert L= 75.0' CPP, square edge headwall, Ke= 0.500 ' Inlet/Outlet Invert= 9.50'/8.00' S= 0.0200 'P Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Primary 13.00' 2.0"x 2.0" Horiz. Orifice/Grate ' C= 0.600 in 24.0"x 24.0" Grate (1% open area) Limited to weir flow at low heads Primary OutFlow Max=23.28 cfs @ 12.13 hrs HW=12.87' (Free Discharge) ' �1=Culvert (Inlet Controls 23.28 cfs @ 7.41 fps) 2=Orifice/Grate ( Controls 0.00 cfs) Pond 14P: CB-2 Hydrograph ■ Inflow ' 26 23.29 CfS 0 Primary 24 Inflow Area 5"321-aC-- ' 22 Peak Elev=12.81' 20 18 -- -_ -- _ - -- 14 ,- ,-- 12 --------------- 0 E 10 - -- 10 8 6 4 r __ i ---r r 2 O 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 2017.09.21 FRP Type 111 24-hr 50-Year Rainfall=6.00" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD@ 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 128 Summary for Pond 55P: Plunge Pool Inflow Area = 6.785 ac, 72.35% Impervious, Inflow Depth > 81.86" for 50-Year event Inflow = 51.62 cfs @ 12.10 hrs, Volume= 46.286 of Outflow = 51.45 cfs @ 12.11 hrs, Volume= 46.221 af, Atten= 0%, Lag= 0.5 min Primary = 51.45 cfs @ 12.11 hrs, Volume= 46.221 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 13.88' @ 12.11 hrs Surf.Area= 0.052 ac Storage= 0.094 of Plug-Flow detention time= 3.0 min calculated for 46.208 of(100% of inflow) Center-of-Mass det. time= 1.5 min ( 1,091.2 - 1,089.8 ) Volume Invert Avail.Storage Storage Description #1 8.25' 0.088 of 12.50'W x 15.00'L x 6.00'H Prismatoid Z=3.0 0.154 of Overall - 0.065 of Embedded = 0.088 of #2 8.25' 0.026 of 12.50'W x 15.00'L x 4.00'H Prismatoid Z=3.0 Inside#1 0.065 of Overall x 40.0% Voids 0.114 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 12.75' 16.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=51.42 cfs @ 12.11 hrs HW=13.88' (Free Discharge) t-1=Broad-Crested Rectangular Weir (Weir Controls 51.42 cfs @ 2.85 fps) 2017.09.21 FRP Type 11124-hr 50-Year Rainfall=6.00" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 ©2016 HydroCAD Software Solutions LLC Page 129 Pond 55P: Plunge Pool Hydrograph 51 .45 cfs ■ Inflow 55 - Inflow Area=6.785 ac 0 Primary 50 - ----------- ---_------ --- 45 Peak Elev-13.88' 40 - - : g 94 of Stora a-0.0 V.. 35 ' 30 3 : 0 25 LL 20 15- 10-: ---------------- 5 10 : 5 0 2 4 6 8 10 12 14 1618 2022 24 26 28 30 3234 36 Time (hours) 2017.09.21 FRP Type 111 24-hr 50-Year Rainfall=6.00" Prepared by WoodarclCurran Printed 11/6/2017 HydroCADS 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Page 130 Summary for Link 10L: Tide Inflow Area = 23.476 ac, 45.33% Impervious, Inflow Depth > 21.72" for 50-Year event Inflow 19.11 cfs @ 12.19 hrs, Volume= 42.498 of Primary = 19.11 cfs @ 12.19 hrs, Volume= 42.498 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Fixed water surface Elevation= 7.60' Link 10L: Tide Hydrograph ■Inflow 1 CfS p Primary 20 19. 1 Inflow Area-23.476 ac 16 - ,. 14 i .. 12 ' - 1- --- R: 10 0 8 : 6 , 4 . 2 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) ' 2017.09.21 FRP Type 11124-hr 100-Year Rainfall=6.70" Prepared by WoodardCurran Printed 11/6/2017 ' HydroCAD® 10.00-18 s/n 01204 C2016 HydroCAD Software Solutions LLC Page 131 Time span=1.00-36.00 hrs, dt=0.01 hrs, 3501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN tReach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 11S: Proposed WS -1 Runoff Area=104.755 sf 76.70% Impervious Runoff Depth=5.99"' tFlow Length=1,010' Tc=7.4 min CN=94 Runoff=14.70 cfs 1.201 of Subcatchment 12S: Proposed WS -2 Runoff Area=122.343 sf 70.68% Impervious Runoff Depth=5.87" Flow Length=820' Tc=14.8 min CN=93 Runoff=13.68 cfs 1.375 of Subcatchment 135: Proposed WS -3 Runoff Area=120.082 sf 24.43% Impervious Runoff Depth=4.10" Flow Length=566' Tc=17.8 min CN=77 Runoff=9.37 cfs 0.941 of ' Subcatchment 145: Proposed WS -4 Runoff Area=49.135 sf 29.59% Impervious Runoff Depth=4.75" Flow Length=230' Slope=0.0150 '/' Tc=2.3 min CN=83 Runoff=7.05 cfs 0.446 of ' Subcatchment 47S: Sub-Watershed 1 Runoff Area=295.560 sf 72.35% Impervious Runoff Depth=5.87"' Flow Length=1,281' Tc=7.3 min CN=93 Runoff=41.22 cfs 3.322 of Subcatchment 48S: Sub-Watershed 2 Runoff Area=164.886 sf 7.32% Impervious Runoff Depth=4.42" Tc=6.0 min CN=80 Runoff=19.46 cfs 1.394 of ' Subcatchment 495: Baseball Field WS Runoff Area=161.136 sf 15.03% Impervious Runoff Depth=4.53" Tc=6.0 min CN=81 Runoff=19.43 cfs 1.395 of ' Subcatchment 50S: To Entrance Runoff Area=4,697 sf 57.93% Impervious Runoff Depth=5.53" Tc=6.0 min CN=90 Runoff=0.66 cfs 0.050 of Subcatchment 51S: From WS 6 Runoff Area=4,273 sf 100.00% Impervious Runoff Depth>6.46" ! ' Tc=6.0 min CN=98 Runoff=0.64 cfs 0.053 of Reach 51R: Grass Channel Avg. Flow Depth=0.95' Max Vel=4.04 fps Inflow--75.03 cfs 48.006 of n=0.030 L=600.0' S=0.0087'P Capacity--1 16.65 cfs Outflow=72.47 cfs 47.865 of Reach 52R: (new Reach) Avg. Flow Depth=0.86' Max Vel=9.98 fps Inflow=15.00 cfs 43.401 of 30.0" Round Pipe n=0.012 L=570.0' 5=0.0173 T Capacity--58.50 cfs Outflow=15.00 cfs 43.355 of Pond 4P: Entrance Peak Elev=12.87' Storage=1,504 cf Inflow=0.66 cfs 0.050 of Outflow=0.02 cfs 0.030 of ' Pond 5P: PL corner Peak EIev=0.00' Storage=0 cf Discarded=0.00 cfs 0.000 of Primary--0.00 cfs 0.000 of ' Pond 6P: Median Peak EIev=16.05' Storage=2,680 cf Inflow=9.37 cfs 0.941 of Outflow=9.65 cfs 0.941 of ' Pond 7P: Rain Garden Peak EIev=14.26' Storage=3,752 cf Inflow=12.02 cfs 1.387 of Outflow=11.77 cfs 1.367 of ' Pond 8P: Existing Pond Peak EIev=9.10' Storage=97.986 cf Inflow=119.43 cfs 53.233 of Primary=19.48 cfs 42.598 of Tertiary=96.02 cfs 8.847 of Outflow=115.50 cfs 51.445 of 2017.09.21 FRP Type ///24-hr 100-Year Rainfall=6.70" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Page 132 Pond 9P: 2'x10' Culvert Peak Elev=5.28' Inflow=19.48 cfs 42.598 of 120.0"x24.0" Box Culvert n=0.013 L=150.0' S=0.0000 'P Outflow=19.48 cfs 42.598 of Pond 12P: CB1 Peak Elev=16.44' Inflow=14.70 cfs 1.201 of Outflow=14.70 cfs 1.201 of Pond 13P: DMH-1 Peak EIev=16.03' Inflow=14.71 cfs 1.230 of Outflow=14.71 cfs 1.230 of Pond 14P: CB-2 Peak EIev=13.48' Inflow=26.20 cfs 2.605 of Outflow=26.20 cfs 2.605 of Pond 55P: Plunge Pool Peak EIev=13.94' Storage=0.097 of Inflow=56.22 cfs 46.677 of Outflow=56.03 cfs 46.612 of Link 10L: Tide Inflow=19.48 cfs 42.598 of Primary--19.48 cfs 42.598 of Total Runoff Area= 23.574 ac Runoff Volume= 10.176of Average Runoff Depth= 5.18" 54.44% Pervious= 12.834 ac 45.56% Impervious = 10.740ac M am i i mom mm i mm m i i 2017.09.21 FRP Type 111 24-hr 100-Year Rainfall=6.70" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Pape 133 Summary for Subcatchment 11S: Proposed WS - 1 Runoff = 14.70 cfs @ 12.10 hrs, Volume= 1.201 af, Depth= 5.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.70" Area (sf) CN Description 49,215 98 Paved parking, HSG D 47,647 92 1/8 acre lots, 65% imp, HSG D 7,733 80 >75% Grass cover, Good, HSG D 160 98 Roofs, HSG D 104,755 94 Weighted Average 24,409 23.30% Pervious Area 80,346 76.70% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.1 100 0.0050 0.79 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 3.2 572 0.0220 3.01 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.9 275 0.0260 2.42 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 0.2 63 0.0560 4.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 7.4 1,010 Total 2017.09.21 FRP Type 11l 24-hr 100-Year Rainfall=6.70" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Page 134 Subcatchment 11S: Proposed WS - 1 Hydrograph 16 - ' 14.70 cfs Runoff 14 ----------- ------------ ---, Type-III X24-hr-- 100 Year Rainfall 6.70" 12 Runoff Area=104,755 !s 10 me=Runol 01 .af._ m Runo1.2 Depth=5.99" -- - --- -- --- - _ ------- 3 g Flow Length=1,010' c a - I -------- ------- ------ ------ --Tc=-7-.4-min-- 6-' CN=94 -----------2 A 10 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) ' 2017.09.21 FRP Type 11124-hr 100-Year Rainfall=6.70" Prepared by WoodardCurran Printed 11/6/2017 t HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Paae 135 Summary for Subcatchment 12S: Proposed WS - 2 ' Runoff = 13.68 cfs @ 12.19 hrs, Volume= 1.375 af, Depth= 5.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.70" Area (sf) CN Description 37,690 98 Paved parking, HSG D 71,468 92 1/8 acre lots, 65% imp, HSG D 10,854 80 >75% Grass cover, Good, HSG D ' 2,331 98 Roofs, HSG D 122,343 93 Weighted Average 35,868 29.32% Pervious Area 86,475 70.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.3 100 0.0600 0.26 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 6.7 400 0.0200 0.99 Shallow Concentrated Flow, ' Short Grass Pasture Kv= 7.0 fps 1.8 320 0.0220 3.01 Shallow Concentrated Flow, Paved Kv= 20.3 fps 14.8 820 Total Subcatchment 12S: Proposed WS -2 ' Hydrograph 13.68 cfs Runoff 14 e T ' yp III 24-1hr -- ' ' -1 00-Year Rainfall-_ 6.70" 12 Runoff 343sf Area=122 10 Runoff Volume- -1.3,75 of w Flow Lenpg th= m i 82 ' - -�, Runoff-fie th 5:8 8- ' Tc-14 8 a 6 CN=93 --- ,---- ---- 4 2 r 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) r 2017.09.21 FRP Type ///24-hr 100-Year Rainfall=6.70" ' Prepared byWoodarclCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Paae 136 ' Summary for Subcatchment 13S: Proposed WS - 3 Runoff = 9.37 cfs @ 12.24 hrs, Volume= 0.941 af, Depth= 4.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs ' Type III 24-hr 100-Year Rainfall=6.70" Area (sf) CN Description 29,334 98 Paved parking, HSG D 6,144 80 >75% Grass cover, Good, HSG D 84,604 70 Woods, Good, HSG C 120,082 77 Weighted Average , 90,748 75.57% Pervious Area 29,334 24.43% Impervious Area Tc Length Slope Velocity Capacity Description 1 (min) (feet) (ft/ft) (ft/sec) (cfs) 13.8 100 0.0600 0.12 Sheet Flow, ' Woods: Light underbrush n= 0.400 P2= 3.20" 3.1 263 0.0780 1.40 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.9 203 0.0320 3.63 Shallow Concentrated Flow, ' Paved Kv= 20.3 fps 17.8 566 Total Subcatchment 13S: Proposed WS -3 ' drograph 9.37 CfS ' H --- ---, ;---- --- Runoff 10 g TYPe III 24-Fir -- - 100-Year Rainfall=6.70"-- _ : 8 Runoff.Area 120,082sf_ H 67 Run Runoff De th 41,af__ 1 7 p 0„ c 5 Flow Length 566' 4- ' LLTc=17.8 min- 3 - 2 : 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) ' r I 2017.09.21 FRP Type M24-hr 100-Year Rainfall=6.70" ' Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Pane 137 ' Summary for Subcatchment 14S: Proposed WS -4 Runoff = 7.05 cfs @ 12.03 hrs, Volume= 0.446 af, Depth= 4.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.70" Area (sf) CN Description 14,540 98 Paved parking, HSG D 159 80 >75% Grass cover, Good, HSG D ' 34,436 77 Woods, Good, HSG D 49,135 83 Weighted Average 34,595 70.41% Pervious Area ' 14,540 29.59% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 100 0.0150 1.23 Sheet Flow, Smooth surfaces n= 0.011 P2= 3.20" 0.9 130 0.0150 2.49 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.3 230 Total Subcatchment 14S: Proposed WS -4 Hydrograph ' 7.05 CfS D Runoff 7 Type 111 '24-fir ' 700-Year Rarn-fall 16.7 0" - 6 Runoff Area-49, 35sf .' 5 Ri_ r ____ _ff Volume _ -_uno -4 446 of - r_ Runoff Depth 4.75" 3 4 Flow Length 23'0' o --- i.- - p y� LL 3 Slope-0.015 Tc=2.3 min 2 CN83 1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 2017.09.21 FRP Type ///24-hr 100-Year Rainfall=6.70" , Prepared by WoodardCurran Printed 11/6/2017 HydroCADO 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 138 Summary for Subcatchment 47S: Sub-Watershed 1 ' Runoff = 41.22 cfs @ 12.10 hrs, Volume= 3.322 af, Depth= 5.87" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.70" Area (sf) CN' Description 233,521 92 1/8 acre lots, 65% imp, HSG D 62,039 98 Paved roads w/curbs &sewers, HSG D 295,560 93 Weighted Average 81,732 27.65% Pervious Area 213,828 72.35% Impervious Area , Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 4.8 100 0.1200 0.35 Sheet Flow, Grass: Short n= 0.150 P2= 3.20" 0.4 80 0.2500 3.50 Shallow Concentrated Flow, , Short Grass Pasture Kv= 7.0 fps 0.8 510 0.2500 10.15 Shallow Concentrated Flow, Paved Kv= 20.3 fps 1.3 591 0.2500 7.50 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 7.3 1,281 Total Subcatchment 47S: Sub-Watershed 1 ' drograph , 45 41 22 cf Type III 24- r , 40 Yp hr 35 --- 100-Year Rainfall 6110 Runoff_ Area 295- -I I-_ ' 30 Runoff Volume-3 322 of N 25 Runoff Depth-5.87"- --- - Tc=7.3,min ,-- 0 20 V - _ F,low Len th=1. 28 1 i 15 CN 93 10 --- --- --,---- 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 1 2017.09.21 FRP Type M24-hr 100-Year Rainfall=6.70" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD@ 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 139 Summary for Subcatchment 48S: Sub-Watershed 2 ' Runoff = 19.46 cfs @ 12.09 hrs, Volume= 1.394 af, Depth= 4.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs ' Type III 24-hr 100-Year Rainfall=6.70" Area (sf) CN Description ' 18,579 92 1/8 acre lots, 65% imp, HSG D 62,665 77 Woods, Good, HSG D 83,642 80 >75% Grass cover, Good, HSG D ' 164,886 80 Weighted Average 152,810 92.68% Pervious Area 12,076 7.32% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, ' Subcatchment 48S: Sub-Watershed 2 Hydro gra ph ---' - 19.46 cfs © Runoff ' 20 TypeIII 24-hr-- 18 -- 100 Year-Rainfall 6 70'--'-- ' 16 ___ Runoff_Area=_1.64,886_sf__ L_ y 14 " unoff,Vo.lume-1.3 - � ; ------R — 94_af_- w 12 , ' I-- Hoff Depth=4.42"_.. Ru 10 -- -- --- -- --- -- -- ------ min- a 8 CN 80 6- 4- 2- - 0 0 2 4 6"-8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 1 2017.09.21 FRP Type ///24-hr 100-Year Rainfall=6.70" ' Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Pape 140 Summary for Subcatchment 49S: Baseball Field WS Runoff = 19.43 cfs @ 12.09 hrs, Volume= 1.395 af, Depth= 4.53" ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.70" , Area (sf) CN Description 37,267 92 1/8 acre lots, 65% imp, HSG D , 17,009 80 >75% Grass cover, Good, HSG D 106,860 77 Woods, Good, HSG D 161,136 81 Weighted Average 136,912 84.97% Pervious Area 24,224 15.03% Impervious Area r Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 49S: Baseball Field WS Hydrograph - 19.43 cfs -- D Runoff 20 ' 18 - r Type III 24-hr ' --- ---, 100 Year-Rainfall=6.70 16 Runoff Area=161,136-0 - _ 14 y ___ --RunoffVolume1395'af . 12 - --- - - -_ ;Runoff Depth=4.5.3"__. ° 10 Tc=6.0 min__ u 8 CN=81 6 --- -- 4 0 ' 2 4 6""8 10 12 14 16 18' 20 22 24 26 28 30 32 34 36 Time (hours) II 1 2017.09.21 FRP Type 111 24-hr 100-Year Rainfall=6.70" Prepared by WoodardCurran Printed 11/6/2017 ' HydroCAD®10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 141 Summary for Subcatchment 50S: To Entrance ' Runoff = 0.66 cfs @ 12.08 hrs, Volume= 0.050 af, Depth= 5.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=6.70" Area (sf) CN Description 2,721 98 Paved parking, HSG D 1,976 80 >75% Grass cover, Good, HSG D 4,697 90 Weighted Average ' 1,976 42.07% Pervious Area 2,721 57.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 6.0 Direct Entry, ' Subcatchment 50S: To Entrance Hydrograph 0.7 0.66 Cfs Runoff - TypE_III 24- hr__ 0.6-, 100-Year Rainfall 6.70" - --- RunofF Area;4,697-V- 0.5 Runoff Volume-'70.050 of r R 0 0.4 fano ff Depth=5.53"- c . 3 - -6 - min , 0.3 CN=90 0.2- 0.1- 0 .20.10 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 ' Time (hours) 1, 1 2017.09.21 FRP Type 111 24-hr 100-Year Rainfall=6.70" Prepared by WoodardCurran Printed 11/6/2017 ' HydroCAD®10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 142 Summary for Subcatchment 51 S: From WS 6 Runoff = 0.64 cfs @ 12.08 hrs, Volume= 0.053 af, Depth> 6.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs i Type III 24-hr 100-Year Rainfall=6.70" Area (sf) CN Description 1 4,273 98 Paved parking, HSG D 4,273 100.00% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Subcatchment 51S: From WS 6 Hydrograph , 0.7 _ 0.64 cfs ❑r Runoff 0.65 Type, 11124-hr- 0.6 " 100 YearRalnfall6 70"-- 0.55 - ;- _ Run 0.5 off Area--4,273 sf- ' H 0.45 Runoff Volume-0.053 of ,. 0.35 Runoff DTc h>6.46" 0.4 p=6. t 3 =6 0 min_- ° 0.3 - - -- CN=98_ u 0.25 0.2 0.15 -- ------------ ---- 0.1 0.05 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) i2017.09.21 FRP Type 11124-hr 100-Year Rainfall=6.70" Prepared by WoodardCurran Printed 11/6/2017 HydroCADO,10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 143 Summary for Reach 51 R: Grass Channel Inflow Area = 10.570 ac, 49.06% Impervious, Inflow Depth > 54.50" for 100-Year event Inflow = 75.03 cfs @ 12.10 hrs, Volume= 48.006 of Outflow = 72.47 cfs @ 12.17 hrs, Volume= 47.865 af, Atten=3%, Lag= 4.1 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Max. Velocity=4.04 fps, Min. Travel Time=2.5 min Avg. Velocity= 2.38 fps, Avg. Travel Time= 4.2 min Peak Storage= 10,777 cf @ 12.13 hrs 1 Average Depth at Peak Storage= 0.95' Bank-Full Depth= 1.25' Flow Area= 24.7 sf, Capacity= 116.65 cfs 16.00' x 1.25' deep channel, n= 0.030 Earth, grassed &winding Side Slope Z-value= 3.07' Top Width= 23.50' Length= 600.0' Slope= 0.00877' Inlet Invert= 12.73', Outlet Invert= 7.50' f' Reach 51R: Grass Channel H dro raph 1 Y 9 --- ■ Inflow 80 72.47 CfS Inflow Area-10:570 ac- 0 outflow 70 - AV Flow-I_ovlr D'epfih=0.95'_. 60 Max Vel 4.04 fps n=0 03 0 ul 50 L=6001-0'- LI =600:0'_ 0 40- ' - --- t -1 6.65 '/'... - ,0087 u- 30 Capaci y- cfs 20- 10 0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30323436 ' Time (hours) 2017.09.21 FRP Type 11124-hr 100-YearRainfall=6.70" ' Prepared by WoodardCurran Printed 11/6/2017 HydroCAD@ 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 144 Summary for Reach 52R: (new Reach) Inflow = 15.00 cfs @ 1.00 hrs, Volume= 43.401 af, Incl. 15.00 cfs Base Flow , Outflow = 15.00 cfs @ 1.42 hrs, Volume= 43.355 af, Atten= 0%, Lag= 25.2 min Routing by Stor-Ind+Trans method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Max. Velocity= 9.98 fps, Min. Travel Time= 1.0 min Avg. Velocity=9.98 fps, Avg. Travel Time= 1.0 min Peak Storage= 857 cf @ 1.40 hrs , Average Depth at Peak Storage= 0.86' Bank-Full Depth= 2.50' Flow Area=4.9 sf, Capacity= 58.50 cfs ' 30.0" Round Pipe n= 0.012 Concrete pipe, finished Length= 570.0' Slope= 0.0173'P Inlet Invert= 22.63', Outlet Invert= 12.75' r Reach 52R: (new Reach) Hydrograph -- _ _ ■ Inflow ' 15.00 cfs p Outflow 14 _- -- Max Vel=9,.98 fps 12 30.0" Round Pipe , J! 10- ------- --- n=0.012- 0 8 '__ ___r r---r __ __.._r r L-570.0 - u 6 S=0,0173 T 4 Capacity-58.50 cfs 2 0 2 4 6 8 1012 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) ' 1 2017.09.21 FRP Type 11124-hr 100-Year Rainfall=6.70" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 145 Summary for Pond 4P: Entrance 1 Inflow Area = 0.108 ac, 57.93% Impervious, Inflow Depth = 5.53" for 100-Yearevent Inflow = 0.66 cfs @ 12.08 hrs, Volume= 0.050 of Outflow = 0.02 cfs @ 16.87 hrs, Volume= 0.030 af, Atten= 98%, Lag= 287.0 min Primary = 0.02 cfs @ 16.87 hrs, Volume= 0.030 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs/3 Peak Elev= 12.87' @ 16.87 hrs Surf.Area=2,513 sf Storage= 1,504 cf Plug-Flow detention time= 582.5 min calculated for 0.030 of(60% of inflow) Center-of-Mass det. time=478.9 min ( 1,260.1 - 781.2 ) , Volume Invert Avail.Storage Storage Description #1 9.50' 1,035 cf Custom Stage Data(Prismatic) Listed below(Recalc) #2 12.50' 1,435 cf Custom Stage Data(Prismatic) Listed below(Recalc) 2,470 cf Total Available Storage Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 9.50 1,150 0.0 0 0 12.50 1,150 30.0 1,035 1,035 Elevation Surf.Area Inc.Store Cum.Store ' (feet) (sq-ft) (cubic-feet) (cubic-feet) 12.50 1,150 0 0 13.50 1,720 1,435 1,435 Device Routing Invert Outlet Devices #1 Primary 9.50' 0.270 in/hr Exfiltration over Surface area #2 Device 3 13.25' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 11.25' 6.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 11.25' / 10.50' S= 0.0150'P Cc= 0.900 n= 0.013 Concrete pipe, bends& connections, Flow Area= 0.20 sf Primary OutFlow Max=0.02 cfs @ 16.87 hrs HW=12.87' (Free Discharge) 1=F�Itration (Exfiltration Controls 0.02 cfs) 3=Culvert (Passes 0.00 cfs of 0.87 cfs potential flow) 2=00fice/Grate ( Controls 0.00 cfs) 1 2017.09.21 FRP Type 111 24-hr 100-Year Rainfall=6.70" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Paae.146 Pond 4P: Entrance Hydrograph -; cfs 0.66 -- . -- ■ Inflow Inflow.Area-O 10 Primary 0.7 8-ac-- 0.6 ! Peak EleV,=12.87' Storage=1,504 cf 0.5 N w 0.4 — 0.3 0.2 01 0.02 cfs: 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 2017.09.21 FRP Type Ill 24-hr 100-Year Rainfall=6.70" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Paue 147 Summary for Pond 5P: PL corner Volume Invert Avail.Storag_e Storage Description #1 9.00' 156 cf Custom Stage Data (Prismatic) Listed below (Recalc) #2 11.00' 465 cf Custom Stage Data (Prismatic) Listed below (Recalc) 621 cf Total Available Storage Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 9.00 260 0.0 0 0 11.00 260 30.0 156 156 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 11.00 260 0 0 12.00 670 465 465 Device Routing Invert Outlet Devices #1 Discarded 9.00' 0.270 in/hr Exfltration over Surface area #2 Primary 9.00' 8.0" Round Culvert L= 50.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 9.00'/8.25' S= 0.0150 '/' Cc= 0.900 n= 0.013, Flow Area= 0.35 sf #3 Primary 11.75' 8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.00 cfs @ 1.00 hrs HW=0.00' (Free Discharge) t1=Exfitration ( Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 1.00 hrs HW=0.00' (Free Discharge) t2=Culvert ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) 2017.09.21 FRP Type 111 24-hr 100-Year Rainfall=6.70" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 ©2016 HydroCAD Software Solutions LLC Page 148 Pond 5P: PL comer Hydrograph 1 Discarded Primary Peak Elev-,0.00' Storage--Q' cf 3 I o _ LL 0.00 Cfs1 2 4 6 80 12 14 I 0 1 1' 2 22 24 26 28 30 32 34 36 6 8 0 Time (hours) 2017.09.21 FRP Type 111 24-hr 100-Year Rainfall=6.70" ' Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 149 Summary for Pond 6P: Median ■ Inflow Area = 2.757 ac, 24.43% Impervious, Inflow Depth = 4.10" for 100-Year event Inflow = 9.37 cfs @ 12.24 hrs, Volume= 0.941 of Outflow 9.65 cfs @ 12.27 hrs, Volume= 0.941 af, Atten=0%, Lag= 1.7 min Primary 9.65 cfs @ 12.27 hrs, Volume= 0.941 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 16.05' @ 12.27 hrs Surf.Area= 3,200 sf Storage= 2,680 cf Plug-Flow detention time= 4.5 min calculated for 0.941 of(100% of inflow) Center-of-Mass det. time= 4.5 min ( 832.3 - 827.9 ) Volume Invert Avail.Storage Storage Description ' #1 10.00' 1,080 cf Custom Stage Data(Prismatic) Listed below(Recalc) #2 14.00' 1,600 cf Custom Stage Data(Prismatic) Listed below(Recalc) 2,680 cf Total Available Storage rElevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 10.00 900 0.0 0 0 14.00 900 30.0 1,080 1,080 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubio-feet) (cubic-feet) 14.00 900 0 0 15.00 2,300 1,600 1,600 �j Device Routing Invert Outlet Devices #1 Primary 10.00' 12.0" Round Culvert L= 290.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 10.00' /8.33' S= 0.00587' Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf #2 Primary 14.50' 12.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Primary 10.00' 0.270 in/hr Exfiltration over Surface area Primary OutFlow Max=9.62 cfs @ 12.27 hrs HW=16.03' (Free Discharge) �1=Culvert (Barrel Controls 4.92 cfs @ 6.26 fps) 2=Orifice/Grate (Orifice Controls 4.68 cfs @ 5.96 fps) ' 3=Exfltration (Exfiltration Controls 0.02 cfs) i 2017.09.21 FRP Type 11124-hr 100-Year Rainfall=6.70" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Page 150 Pond 6P: Median Hydrograph ry. ■ Inflow 10 9.65 cfs Inflow Area=2.757 ac 0 Primary Stora -16.05' 9- Peak Elev 8 ge 2';680 cf N w 3 5 c 4 3- " ---- 2L 1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 3234 36 Time (hours) illy s ,� a illy � � ® s illi � � � iiii� � illillr t 2017.09.21 FRP Type 111 24-hr 100-Year Rainfall=6.70" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 151 ' Summary for Pond 7P: Rain Garden Inflow Area = 3.885 ac, 25.93% Impervious, Inflow Depth = 4.29" for 100-Year event Inflow = 12.02 cfs @ 12.27 hrs, Volume= 1.387 of Outflow = 11.77 cfs @ 12.27 hrs, Volume= 1.367 af, Atten= 2%, Lag= 0.0 min Primary = 11.77 cfs @ 12.27 hrs, Volume= 1.367 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs 12 Peak Elev= 14.26' @ 12.27 hrs Surf.Area= 3,760 sf Storage= 3,752 cf Plug-Flow detention time= 64.9 min calculated for 1.366 of(99% of inflow) Center-of-Mass det. time= 56.0 min ( 877.5-821.5 ) Volume Invert Avail.Storage Storage Description #1 9.00' 1,872 cf Custom Stage Data(Prismatic) Listed below(Recalc) #2 13.00' 1,880 cf Custom Stage Data(Prismatic) Listed below(Recalc) 3,752 cf Total Available Storage Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 9.00 1,560 0.0 0 0 13.00 1,560 30.0 1,872 1,872 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 13.00 1,560 0 0 14.00 2,200 1,880 1,880 Device Routing Invert Outlet Devices #1 Primary 8.33' 8.0" Round Culvert L= 30.0' CMP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 8.33'/7.73' S= 0.0200 ? Cc= 0.900 n= 0.010, Flow Area= 0.35 sf #2 Primary 13.50' 12.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 9.00' 2.400 in/hr Exfiltration over Surface area #4 Primary 13.75' 10.0' long x 5.0' breadth Broad-Crested Rectangular Weir ' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 Primary OutFlow Max=11.69 cfs @ 12.27 hrs HW=14.26' (Free Discharge) t=Culvert (Passes 0.21 cfs of 3.14 cfs potential flow) =Exfltration (Exfiltration Controls 0.21 cfs) 2=Orifice/Grate (Orifice Controls 1.91 cfs @ 2.97 fps) =Broad-Crested Rectangular Weir (Weir Controls 9.57 cfs @ 1.87 fps) 2017.09.21 FRP Type 11124-hr 100-Year Rainfall=6.70" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 152 Pond 7P: Rain Garden Hydrograph ■ Inflow 13 11 .77 CfS Inflow,Area 3:885 ac Primary 12 r 11 - i Peale El;ev',14.26' 1407 0 ------- --- -- -- --- - 9 ----- ---- Storage---3,752_cf , N 8 t7 , , 3 6 C M 532O2 1- 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 2017.09.21 FRP Type 111 24-hr 100-Year Rainfall=6.70" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Pape 153 Summary for Pond 8P: Existing Pond Inflow Area = 23.476 ac, 45.33% Impervious, Inflow Depth > 27.21" for 100-Year event Inflow = 119.43 cfs @ 12.15 hrs, Volume= 53.233 of Outflow = 115.50 cfs @ 12.19 hrs, Volume= 51.445 af, Atten= 3%, Lag= 2.3 min Primary = 19.48 cfs @ 12.19 hrs, Volume= 42.598 of Tertiary = 96.02 cfs @ 12.19 hrs, Volume= 8.847 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 9.10' @ 12.19 hrs Surf.Area= 84,001 sf Storage= 97,986 cf Plug-Flow detention time= 70.2 min calculated for 51.431 of(97% of inflow) Center-of-Mass det. time= 33.3 min ( 1,089.6 - 1,056.3 ) Volume Invert Avail.Storage Storage Description #1 7.50' 699,180 cf Custom Stage Data (Irregular) Listed below (Recalc). Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 7.50 44,376 1,000.0 0 0 44,376 8.73 69,812 1,498.0 69,637 69,637 143,383 10.73 162,389 2,349.0 225,783 295,421 403,932 12.73 244,138 2,670.0 403,759 699,180 532,237 Device Routing Invert Outlet Devices #1 Primary 7.50' 36.0"W x 48.0" H Vert Orifice/Grate C= 0.600 #2 Tertiary 8.86' 250.0' long Sharp-Crested Rectangular Weir 0 End Contraction(s) Primary OutFlow Max=19.47 cfs @ 12.19 hrs HW=9.10' (Free Discharge) t-l=Orifice/Grate (Orifice Controls 19.47 cfs @ 4.06 fps) I ertiary OutFlow Max=95.55 cfs @ 12.19 hrs HW=9.10' (Free Discharge) 2=Sharp-Crested Rectangular Weir (Weir Controls 95.55 cfs @ 1.60 fps) 2017.09.21 FRP Type 11l 24-hr 100-Year Rainfall=6.70" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Page 154 Pond 812: Existing Pond Hydrograph 1_1.9 d3_r__fc ■ Inflow 115.50_ cffs Inflow:Area=23.476 ac Outflow S{PeahEle,v=9.10` Prima ►Y 120 D Tertiary 02 CfS 1001orage-97,986 cf " ! 96'I 80 3 60 c I r I 40 9 cfs 20 0 2 4 6 8 1012 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) r r Ir 2017.09.21 FRP Type 111 24-hr 100-Year Rainfall=6.70" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD®10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 155 Summary for Pond 9P: 2'x10' Culvert Inflow Area = 23.476 ac, 45.33% Impervious, Inflow Depth > 21.77" for 100-Year event Inflow = 19.48 cfs @ 12.19 hrs, Volume= 42.598 of Outflow = 19.48 cfs @ 12.19 hrs, Volume= 42.598 af, Atten= 0%, Lag= 0.0 min Primary = 19.48 cfs @ 12.19 hrs, Volume= 42.598 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs rPeak Elev= 5.28' @ 12.19 hrs Device Routing Invert Outlet Devices #1 Primary 4.23' 120.0"W x 24.0" H Box Culvert L= 150.0' RCP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 4.23'/4.23' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 20.00 sf rPrimary OutFlow Max=19.47 cfs @ 12.19 hrs HW=5.28' (Free Discharge) t1=Culvert (Barrel_Controls 19.47 cfs @ 2.48 fps) Pond 9P: 2'x10' Culvert Hydrograph ■ Inflow 19.48 Cfs �- Primary 20 - Inflow Area--23.416 6C 18 - }Peak,Elev=5:28'- 16 r H 14 ox C invert- B' 12 - - --- -- n=0:013- I 1 I c 10 AL=450.0' LL 8 ___;__ __,,---------------- _ ___,_ -5-0';0000'/'-- 6 -------------- 4 " r� 2 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 rTime (hours) r r . 2017.09.21 FRP Type ///24-hr 100-Year Rainfall=6.70" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD®10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Pape 156 Summary for Pond 12P: CB1 Inflow Area = 2.405 ac, 76.70% Impervious, Inflow Depth = 5.99" for 100-Year event Inflow = 14.70 cfs @ 12.10 hrs, Volume= 1.201 of Outflow = 14.70 cfs @ 12.10 hrs, Volume= 1.201 af, Atten= 0%, Lag= 0.0 min Primary 14.70 cfs @ 12.10 hrs, Volume= 1.201 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 16.44' @ 12.10 hrs Device Routing Invert Outlet Devices #1 Primary 11.00' 18'.0" Round Culvert L= 100.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 11.00'/ 10.50' S= 0.00507' Cc= 0.900 , n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf #2 Primary 15.00' 2.0"x 2.0" Horiz. Orifice/Grate C= 0.600 in 24.0" x 24.0" Grate (1% open area) Limited to weir flow at low heads , PrimaryOutFlow Max=14.69 cfs @ 12.10 hrs HW=16.43' Free Dischar e �1=Culvert (Inlet Controls 14.53 cfs @ 8.22 fps) ( g ) ' 2=Orifice/Grate (Orifice Controls 0.16 cfs @ 5.75 fps) Pond 12P: CB1 ' Hydrograph In Inflow 16 14.70cfs © Primary Inflow Area 2.405 at 14 - -- Peak Elev=16.44' 12 w ------- 10- ' - --- i- c 1 V 8 ------------------------- a 6 2 t 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 2017.09.21 FRP Type 11124-hr 100-Year Rainfall=6.7,0" Prepared by WoodardCurrari Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 157 Summary for Pond 13P: DMH-1 Inflow Area = 2.513 ac, 75.89% Impervious, Inflow Depth > 5.88" for 100-Year event ' Inflow = 14.71 cfs @ 12.10 hrs, Volume= 1.230 of Outflow = 14.71 cfs @ 12.10 hrs, Volume= 1.230 af, Atten= 0%, Lag= 0.0 min Primary = 14.71 cfs @ 12.10 hrs, Volume= 1.230 of ' Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 16.03' @ 12.10 hrs ' Device Routing Invert Outlet Devices #1 Primary 10.50' 18.0" Round Culvert L= 150.0' CPP, projecting, no headwall, Ke= 0.900 ' Inlet/Outlet Invert= 10.50'/9.50' S= 0.0067 'P Cc= 0.900 n= 0.013 Corrugated PE, smooth interior, Flow Area= 1.77 sf #2 Primary 16.00' 2.0"x 2.0" Horiz. Orifice/Grate C= 0.600 in 24.0"x 24.0" Grate (1% open area) Limited to weir flow at low heads Primary OutFlow Max=14.69 cfs @ 12.10 hrs HW=16.03' (Free Discharge) �1=Culvert (Inlet Controls 14.68 cfs @ 8.31 fps) 2=Orifice/Grate (Weir Controls 0.01 cfs @ 0.54 fps) ' Pond 13P: DMH-1 Hydrograph ■ Inflow t 16 14.71cfs 0Primary Inflow Area-2. 14513ac- Peak-Eley_: 16 03'-- 12 -- 10 8 rL 6 4 2 0 , 2 4 6 8 10 12 14 16 18 20' 22' 24 26 28 30 32 34 36 Time (hours) l N ' 2017.09.21 FRP Type 11124-hr 100-Year Rainfall=6.70" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Page 158 Summary for Pond UP: CB-2 Inflow Area = 5.321 ac, 73.14% Impervious, Inflow Depth > 5.87" for 100-Year event Inflow = 26.20 cfs @ 12.13 hrs, Volume= 2.605 of ' Outflow = 26.20 cfs @ 12.13 hrs, Volume= 2.605 af, Atten= 0%, Lag= 0.0 min Primary = 26.20 cfs @ 12.13 hrs, Volume= 2.605 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt=0.01 hrs ' Peak Elev= 13.48' @ 12.13 hrs Device Routing Invert Outlet Devices ' #1 Primary 9.50' 24.0" Round Culvert L= 75.0' CPP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 9.50'/8.00' S= 0.0200 ? Cc= 0.900 ' n= 0.013 Corrugated PE, smooth interior, Flow Area= 3.14 sf #2 Primary 13.00' 2.0"x 2.0" Horiz. Orifice/Grate C= 0.600 in 24.0" x 24.0" Grate (1% open area) Limited to weir flow at low heads Primary OutFlow Max=26.18 cfs @ 12.13 hrs HW=13.48' (Free Discharge) �1=Culvert (Inlet Controls 26.09 cfs @ 8.31 fps) 2=Orifice/Grate (Orifice Controls 0.09 cfs @ 3.32 fps) Pond UP: CB-2 ' Hydrograph 26.20 cfs LMInflow 1nf1oW Asea=5:321 acmary 25 ! =13.48' Peak Elev 20 - 'v I 15 o LL 10 FP5 0 ' 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 Time (hours) 1 2017.09.21 FRP Type 111 24-hr 100-Year Rainfall=6.70" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD010 00-18 s/n 01204 02016 HydroCAD Software Solutions LLC Page 159 Summary for Pond 66P: Plunge Pool Inflow Area = 6.785 ac, 72.35% Impervious, Inflow Depth > 82.55" for 100-Year event Inflow = 56.22 cfs @ 12.10 hrs, Volume= 46.677 of Outflow = 56.03 cfs @ 12.11 hrs, Volume= 46.612 af, Atten= 0%, Lag= 0.5 min Primary = 56.03 cfs @ 12.11 hrs, Volume= 46.612 of Routing by Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 13.94' @ 12.11 hrs Surf.Area= 0.053 ac Storage= 0.097 of Plug-Flow detention time= 2.9 min calculated for 46.599 of(100% of inflow) Center-of-Mass det. time= 1.5 min ( 1,088.4 - 1,086.9) Volume Invert Avail.Storage Storage Description #1 8.25' 0.088 of 12.50'W x 15.00'L x 6.00'H Prismatoid Z=3.0 0.154 of Overall - 0.065 of Embedded = 0.088 of #2 8.25' 0.026 of 12.50'W x 15.00'L x 4.00'H Prismatoid Z=3.0 Inside#1 0.065 of Overall x 40.0% Voids 0.114 of Total Available Storage Device Routing Invert Outlet Devices #1 Primary 12.75' 16.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=56.00 cfs @ 12.11 hrs HW=13.94' (Free Discharge) t-1=113road-Crested Rectangular Weir (Weir Controls 56.00 cfs @ 2.94 fps) 2017.09.21 FRP Type 11124-hr 100-Year Rainfall=6.70" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 @2016 HydroCAD Software Solutions LLC Page 160 Pond 55P: Plunge Pool Hydrograph -- - ■ Inflow i- 56.03 cfs Inflow Area 6 785 a60 ❑ Primary 55 Peak_Elev- - 50 - 4� 1� 9 ' ora a-0 " - '.097 of St, ------------ 40 v 35 3 30 0 LL 25 20 15 10 , 5 0 2 4 6 8 10 12 14 16 1820 22 2426 28 30 3234 36 Time (hours) 2017.09.21 FRP Type 111 24-hr 100-Year Rainfall=6.70" Prepared by WoodardCurran Printed 11/6/2017 HydroCAD® 10.00-18 s/n 01204 ©2016 HydroCAD Software Solutions LLC Page 161 Summary for Link 10L: Tide Inflow Area = 23.476 ac, 45.33% Impervious, Inflow Depth > 21.77" for 100-Year event Inflow = 19.48 cfs @ 12.19 hrs, Volume= 42.598 of Primary = 19.48 cfs @ 12.19 hrs, Volume= 42.598 af, Atten= 0%, Lag=0.0 min Primary outflow= Inflow, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Fixed water surface Elevation= 7.60' Link 10L: Tide Hydrograph ■ Inflow 8 CfS pp Primary 20 ;-- Inflow Area-23.476 ac : 18 " 12 = -- - 3 - --- ---`-- ---------- -- -— 0 10 : {L 8 __,___,________------- 6-1 __ ___6 " : 4- " 2 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 3234 36 Time (hours) 1 1 i ' �. �� ' ,� ' t 1 1 WDDDARD &CURRAN ' APPENDIX E: STORMWATER CHECKLIST 1 Canal Street Drainage Improvements(228340) Woodard&Curran Stormwater Management Report November 2017. ' Massachusetts Department of Environmental Protection it Bureau of Resource Protection -Wetlands Program � Checklist for Stormwater Report ' A. Introduction Important:when A Stormwater Report must be submitted with the Notice of Intent permit application to document ' filling out forms compliance with the Stormwater Management Standards.The following checklist is NOT a substitute for on the computer, ort(which hih hld t St e Stormwater e wcsouprovide more substantive and detailed information use only the tab thP P )but is offered key to move your here as a tool to help the applicant organize their Stormwater Management documentation for their cursor-do not Report and for the reviewer to assess this information in a consistent format.As noted in the Checklist, ' use the return the Stormwater Report must contain the engineering computations and supporting information set forth in key- Volume 3 of the Massachusetts Stormwater Handbook.The Stormwater Report must be prepared and certified by a Registered Professional Engineer(RPE) licensed in the Commonwealth. ' The Stormwater Report must include: The Stormwater Checklist completed and stamped by a Registered Professional Engineer(see page 2)that certifies that the Stormwater Report contains all required submittals.' This Checklist ' is to be used as the cover for the completed Stormwater Report. Applicant/Project Name Project Address Name of Firm and Registered Professional Engineer that prepared the Report Long-Term Pollution Prevention Plan required by Standards 4-6 . Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required ' by Standard 82 Operation and Maintenance Plan required by Standard 9. In addition to all plans and supporting information, the Stormwater Report must include a brief narrative ' describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, ' critical areas, Land Uses with Higher Potential Pollutant Loads (LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. ' As noted in the Checklist,the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and,calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the t Stormwater Report. If any of the information specified in the checklist has not been submitted, the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. 1 The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report,the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post-construction best management practices. ' 3 For some complex projects,it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event,the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan ' before commencing any land disturbance activity on the site. Appendix C-Stormwater Checklist•04/01/08 Stormwater Report Checklist•Page 1 of 8 Massachusetts Department of Environmental Protection , Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report B. Stormwater Checklist and Certification ' The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report. The checklist is also intended to provide ' conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note:Because stormwater requirements vary from project to project, it is possible that a complete ' Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not applicable (N.A.)and provide the reasons for that determination. , A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. ' Registered Professional Engineer's Certification I have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution ' Prevention Plan,the Construction Period Erosion and Sedimentation Control Plan (if included),the Long- term Post-Construction Operation and Maintenance Plan,the Illicit Discharge Compliance Statement(if included) and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as ' further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. ' Registered Professional Engineer Block and Signature Signature and Date ' Checklist ' Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment? ' ❑ New development ❑ Redevelopment ' ® Mix of New Development and Redevelopment 1 Appendix C-Stomwater Checklist•04/01/08 Stormwater Report Checklist•Page 2 of 8 1 ' Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program v Checklist for Stormwater Report ' Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what ' environmentally sensitive design and LID Techniques were considered during the planning and design of the project: ' ® No disturbance to any Wetland Resource Areas ❑ Site Design Practices (e.g. clustered development, reduced frontage setbacks) ' ❑ Reduced Impervious Area (Redevelopment Only) ' ❑ Minimizing disturbance to existing trees and shrubs ❑ LID Site Design Credit Requested: 1 ❑ Credit 1 ❑ Credit 2 ❑ Credit 3 ❑ Use of"country drainage"versus curb and gutter conveyance and pipe ' ® Bioretention Cells (includes Rain Gardens) t ❑ Constructed Stormwater Wetlands (includes Gravel Wetlands designs) ❑ Treebox Filter t ❑ Water Quality Swale ❑ Grass Channel ❑ Green Roof ' ❑ Other(describe): Standard 1: No New Untreated Discharges ® No new untreated discharges ' ® Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth ' ® Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. Appendix C-Stormwater Checklist•04/01/08 Stormwater Report Checklist•Page 3 of 8 Massachusetts Department of Environmental Protection ' Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) ' Standard 2: Peak Rate Attenuation ' ® Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. ❑ Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour 1 storm. ❑ Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site , flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. ' Standard 3: Recharge ❑ Soil Analysis provided. ' ❑ Required Recharge Volume calculation provided. ❑ Required Recharge volume reduced through use of the LID site Design Credits. ❑ Sizing the infiltration, BMPs is based on the following method: Check the method used. ' ❑ Static ❑ Simple Dynamic ❑ Dynamic Field' ❑ Runoff from all impervious areas at the site discharging to the infiltration BMP. ' ❑ Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to ' generate the required recharge volume. ❑ Recharge BMPs have been sized to infiltrate the Required Recharge Volume. ® Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum ' extent practicable for the following reason: E Site is comprised solely of C and D soils and/or bedrock at the land surface ' ❑ M.G.L. c. 21E sites pursuant to 310 CMR 40.0000 ❑ Solid Waste Landfill pursuant to 310 CMR 19.000 ' ❑ Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. ' ❑ Calculations showing that the infiltration BMPs will drain in 72 hours are provided. ❑ Property includes a M.G.L. c. 21 E site or a solid waste landfill and a mounding analysis is included. ' '80%TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. , Appendix C-Stormwater Checklist•04/01/08 - - Stormwater Report Checklist•Page 4 of 8 1 Massachusetts Department of Environmental Protection i Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report ' Checklist (continued) ' Standard 3: Recharge (continued) ❑ The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding ' analysis is provided. ❑ Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas. Standard 4: Water Quality The Lang-Term Pollution Prevention Plan typically includes the following: ' • Good housekeeping practices; • Provisions for storing materials and waste products inside or under cover; • Vehicle washing controls; ' • Requirements for routine inspections and maintenance of stormwater BMPs; • Spill prevention and response plans; • Provisions for maintenance of lawns, gardens, and other landscaped areas; t Requirements for storage and use of fertilizers, herbicides, and pesticides; • Pet waste management provisions; • Provisions for operation and management of septic systems; • Provisions for solid waste management; • Snow disposal and plowing plans relative to Wetland Resource Areas; • Winter Road Salt and/or Sand Use and Storage restrictions; • Street sweeping schedules; • Provisions for prevention of illicit discharges to the stormwater management system; • Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; ' Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; • List of Emergency contacts for implementing Long-Term Pollution Prevention Plan. ❑ A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. ❑ Treatment BMPs subject to the 44%TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: ' ❑ is within the Zone II or Interim Wellhead Protection Area ❑ is near or to other critical areas ' ❑ is within soils with a rapid infiltration rate (greater than 2.4 inches per hour) ❑ involves runoff from land uses with higher potential pollutant loads. ' ❑ The Required Water Quality Volume is reduced through use of the LID site Design Credits. ® Calculations documenting that the treatment train meets the 80%TSS removal requirement and, if ' applicable, the 44%TSS removal pretreatment requirement, are provided. 1 Appendix C-Sto"water Checklist•04/01/08 Stormwater Report Checklist•Page 5 of 8 Massachusetts Department of Environmental Protection ' Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) ' Standard 4: Water Quality(continued) t ® The BMP is sized (and calculations provided) based on: ® The Yi'or 1"Water Quality Volume or ' ❑ The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. ® The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary ' BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook ' and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. ® A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing ' that the BMPs selected are consistent with the TMDL is provided. Standard 5: Land Uses With Higher Potential Pollutant Loads(LUHPPLs) ❑ The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution ' Prevention Plan (SWPPP)has been included with the Stormwater Report. ❑ The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. ' ® The NPDES Multi-Sector General Permit does not cover the land use. ❑ LUHPPLs are located at the site and industry specific source control and pollution prevention ' measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. ❑ All exposure has been eliminated. ' ❑ All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. ❑ The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with >1000 vehicle trips per day)and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. ' Standard 6: Critical Areas ❑ The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. ❑ Critical areas and BMPs are identified in the Stormwater Report. Appendix C-Stormwater Checklist•04/01/08 Stormwater Report Checklist•Page 6 of 8 1 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report ' Checklist (continued) Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum ' extent practicable ❑ The project is subject to the Stormwater Management Standards only to the maximum Extent Practicable as a: ' ❑ Limited Project ❑ Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development 1provided there is no discharge that may potentially affect a critical area. ❑ Small Residential Projects: 2-4 single family houses or 2-4 units in a multi-family development with a discharge to a critical area ❑ Marina and/or boatyard provided the hull painting, service and maintenance areas are protected ' from exposure to rain, snow, snow melt and runoff ❑ Bike Path and/or Foot Path ❑ Redevelopment Project ❑ Redevelopment portion of mix of new and redevelopment. ' ® Certain standards are not fully met(Standard No. 1, 8, 9, and 10 must always be fully met)and an explanation of why these standards are not met is contained in the Stormwater Report. ❑ The project involves redevelopment and a description of all measures that have been taken to ' improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a)complies with Standards 2, 3 and the pretreatment ' and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: Narrative; Construction Period Operation and Maintenance Plan; Names of Persons or Entity Responsible for Plan Compliance; t • Construction Period Pollution Prevention Measures; Erosion and Sedimentation Control Plan Drawings; • Detail drawings and specifications for erosion control BMPs, including sizing calculations; Vegetation Planning; , • Site Development Plan; Construction Sequencing Plan; Sequencing of Erosion and Sedimentation Controls; - ' • Operation and Maintenance of Erosion and Sedimentation Controls; Inspection Schedule; Maintenance Schedule; ' . Inspection and Maintenance Log Form. ® A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. Appendix C-Stormwater Checklist•04/01/08 Stonnwater Report Checklist•Page 7 of 8 1 Massachusetts Department of Environmental Protection ' Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report Checklist (continued) ' Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued) ' ❑ The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and ' Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. ❑ The project is not covered by a NPDES Construction General Permit. i ❑ The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. ' ❑ The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan ' ® The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: ® Name of the stormwater management system owners; ' ® Party responsible for operation and maintenance; ' ® Schedule for implementation of routine and non-routine maintenance tasks; ® Plan showing the location of all stormwater BMPs maintenance access areas; , ® Description and delineation of public safety features; ® Estimated operation and maintenance budget; and ' ® Operation and Maintenance Log Form. ' ❑ The responsible party is not the owner of the parcel where the BMP is located and the Stormwater Report includes the following submissions: ❑ A copy of the legal instrument(deed, homeowner's association, utility trust or other legal entity) ' that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs; ❑ A plan and easement deed that allows site access for the legal entity to operate and maintain ' BMP functions. Standard 10: Prohibition of Illicit Discharges ❑ The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; ❑ An Illicit Discharge Compliance Statement is attached; ' ® NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of any stormwater to post-construction BMPs. 1 Appendix C-Sto"water Checklist•04/01/08 Stonnwater Report Checklist•Page 8 of 8 1 1 - 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 OWOW 9A r &CURRAN r r APPENDIX F: SOIL LOGS r r r r r � r r r r � 1 r r rCanal Street Drainage Improvements(228340) Woodard&Curran rStormwater Management Report November 2017 - Commonwealth of Massachusetts City/Town of Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (continued) Deep Observation Hole Number. TP' Redaximorphie Features Coarse Fragmentso Soil /o Soil Horizon/Soil Matrix:Color- Soil Texture by Volume - Depth(in.) Layer Moist(Munsell) (USDA) Cobbles Soil Structure Consistence Other Depth Color Percent Gravel (Moist) &Stones 0- 16 A St - z4-� Additional Notes: t5forml 1.doc•rev.8115 Form 11—Soil Suitability Assessment for On-Site Sewage Disposal •Page 3 of 8 a a a � a at a s ala aaa a� a s aaa +� a a a a a a a a ar a a a a llla a a a a a a a a a -C-\ Commonwealth of Massachusetts City/Town of Form 11 Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (continued) Deep Observation Hole Number: I—P—7 Redoximorphic Features Coarse Fragments Soil Depth(in.) Soil Horizon/Soil Matrix:Color- Soil Texture /o by Volume Soil Structure Consistence Other Layer Moist(Munsell) (USDA) Cobbles (Moist) Depth Color Percent Gravel &Stones 6-i2 A �L tv i3 s/- fid_ t( C (Z 5L nnAdditional Notes: t5form11.doc•rev.8/15 Form 11—Soil Suitability Assessment for On-Site Sewage Disposal •Page 3 of 8 4LII Commonwealth of Massachusetts City/Town of Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (continued) Deep Observation Hole Number: TP—3 Redoximorphic Features Coarse Fragments; Soil Soil Horizon/Soil Matrix:Color- Soil Texture h by Volume Depth(in.) Layer Moist(Munsell) (USDA) Cobbles Soil Structure Consistence Other Depth Color Percent Gravel _ (Moist) &Stones 5� ►Z-�o G y8� sC .�" Additional Notes: t5form11.doc-rev.8/15 Form 11—Soil Suitability Assessment for On-Site Sewage Disposal Page 3 of 8.._ s si s s a! s s lllls lll� lllls s s r s s Nils m s s s r s s s s s r r r r r s r r r r s s Commonwealth of Massachusetts Cityrrown of Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (continued) Deep Observation Hole Number. i V-tj Redoximorphic Features Coarse Fragments Soil Soil Horizon/Soil Matrix:Color- Soil Texture h by Volume Depth(in.) Layer Moist(Munsell) (USDA) Cobbles Soil Structure Consistence Other Depth Color Percent Gravel (Moist) &Stones 6-3 A lr�t 3 -12 Q <t 4a" Additional Notes: yp/Je t5fonn11.doc•rev.8115 Form 11—Soil Suitability Assessment for Onsite Sewage Disposal •Page 3 of 8 Commonwealth of Massachusetts City/Town of Form 11 - Soil Suitability Assessment for On-Site Sewage Disposal C. On-Site Review (continued) / Deep Observation Hole Number. 'J Coarse Fragments Redoximorphic Features - o Soil Soil Horizon/Soil Matrix:Color. Soil Texture by Volume Depth(in.) Layer Moist(Munsell) (USDA) Cobbles Soil Structure Consistence Other ( Depth Color Percent Gravel (Moist) 8:Stones 04 t% 5 L 2 -%Z 9 SL XZ-air sL < IDl Additional Notes: t5form11.doc•rev.8/15 Form 11—Soil Suitability Assessment for On-Site Sewage Disposal •Page 3 of 8 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 `� � ' WOOD` &CURRAN ' APPENDIX G: TSS REMOVAL WORKSHEETS Canal Street Drainage Improvements(228340) Woodard&Curran ' Stormwater Management Report November 2017 Location:ITreatment Train 3-FRP Parking Lot A B C D E TSS Removal Starting TSS Amount Remaining BMPt Rate' Load* Removed B*C Load C-D Street Sweeping -10% 0.10 1.00 0.10 0.90 Deep Sump an G Hooded Catch Basin 0.25 0.90 0.23 0.68 n Proprietary Treatment Device 0.82 0.68 0.55 0.12 Separate Forth Needs o be Completed for Each Outlet or BMP Total TSS Removal = 88% rain Project: RV Pa*ing Lot Prepared By: KLD 'Equals remaining load from previous BMP (E) Date: 10/5/2017 which enters the BMP V Location: Sub-Watershed 3 Bioretention Area B C D E F TSS Removal Starting TSS Amount Remaining BMP' Rate' Load* Removed C*D Load D-E dFStreet Sweeping -10% 0.10 1.00 0.10 _J7 0.90 O G Bioretention Area 0.90 0.90 0.81 J 0.09 E 0 0.00 0.09 0.00 0.09 AFF0.00 0.09 0.00 0.09 V V 0.00 0.09 0.00 0.09 Separate Form Needs to be Completed for Each Total TSS Removal = 91% Outlet or BMP Train Project: FRP Parking Lot Prepared By: KLD *Equals remaining load from previous BMP (E) Date: 10/4/2017 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 Envimnmental Protection Location: Sub-Watershed 4 Bioretention Area B C D E F TSS Removal Starting TSS Amount Remaining BMP' Rate' Load* Removed C*D Load D-E IF Street Sweeping - 10°/a 0.10 1.00 0.10 0.90 N G C Bioretention Area 0.90 0.90 0.81 IF 0.09 d 0 0.00 0.09 IF 0.00 0.09 0.00 0.09 0.00 0.09 V V 0.00 0.09 0.00 0.09 Separate Form Needs to be Completed for Each Total TSS Removal = 91%, outlet or BMP Train Project: FRP Parking Lot Prepared By: KBD *Equals remaining load from previous BMP (E) Date: 10/4/2017 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 V Location: Sub-Watershed 5 Bioretention Area B C D E F TSS Removal Starting TSS Amount Remaining BMP' Rate' Load* Removed C*D Load D-E d Street Sweeping - 10°/a 0.10 1.00 0.10 0.90 N O O Bloretention Area 0.90 0.90 0.81 0.09 E 0 0 0.00 0.09 0.00 0.09 0.00 0.09 0.00 0.09 V V FIF 0.00 0.09 0.00 0.09 Separate Form Needs to be Completed for Each Total TSS Removal = 91% Outlet or BMP Train Project: FRP Parking Lot Prepared By: KLD *Equals remaining load from previous BMP (E) Date: 10/4/2017 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 1 1 1 1 1 1 1 1 1 1 1 1 1 FI 1 1 1 1 1 1 � r WDDDARD &CURRAN APPENDIX H: WATER QUALITY VOLUME CALCULATIONS 1 � ' Canal Street Drainage Improvements(228340) Woodard&Curran ' Stormwater Management Report November 2017 Water Quality Volume WS1 Water Quality Volume WS2 Impervious Area Runoff Impervious Area Runoff 49215 SF 0.5 in 37690 SF 0.5 in 1.13 Acres 0.042 ft 0.87 Acres 0.042 It WQV=Runoff(in)x Impervious Area WQV= Runoff(in)x Impervious Area 2051 CF 1570 CF 0.047 Acre-ft 1 0.036 Acre-ft Water Quality Volume WS3'; Water Quality Volume WS4 Impervious Area Runoff Impervious Area Runoff 29334 SF 0.5 in 14540 SF 0.5 in 0.67 Acres 0.042 ft 0.33 Acres 0.042 It WQV= Runoff(in)x Impervious Area WQV= Runoff(in)x Impervious Area 1222 CF 606 CF 0.028 Acre-ft 0.014 Acre-ft Water Quality Volume WS5 Impervious Area Runoff 2721 SF 0.5 in 0.06 Acres 0.042 ft WQV=Runoff(in)x Impervious Area 113 CF 0.003 Acre-ft 1 1 , � 1 /',% , � I5 � "k ' WOODARD &CURRAN APPENDIX I: OPERATION AND MAINTENANCE PLAN 1 ■ Canal Street Drainage Improvements(228340) Woodard&Curran Stormwater Management Report November 2017 ' COMMITMENT& INTEGRITY 40 Shattuck Road I Suite 110 T 866.702.6371 DRIVE RESULTS Andover, Massachusetts 01810 T 978.557.8150 www.woodardcurran.com F 978.557.7948 ' Operation&Maintenance Plans for Best Management Practices(BPMs) ' This Long-Term Stormwater Pollution Prevention Plan outlines measures that are essential to minimize /►. potential adverse impacts on stormwater quality runoff from the following: Ah� 4144k Responsible Party: WOODARD &CURRAN The party responsible for implementing this plan is: City of Salem ' Department of Public Works 120 Washington Street Salem, MA 01970 BMP 1: Deep Sump Catch Basin ' Regular maintenance is essential. Deep sump catch basins remain effective at removing pollutants only if they are cleaned out frequently. One study found that once 50%of the sump volume is filled,the ' catch basin is not able to retain additional sediments. Inspect or clean deep sump catch basins at least four times per year and at the end of the foliage and snow-removal seasons. Sediments must also be removed four times per year or whenever the depth of deposits is greater than or equal to one half the depth from the bottom of the invert of the lowest pipe in the basin. If handling runoff from land uses with higher potential pollutant loads or discharging runoff near or to a critical area, more frequent cleaning may be necessary. Clamshell buckets are typically used to remove sediment in Massachusetts. However,vacuum tricks are preferable because they remove more trapped sediment and supernatant than clamshells. Vacuuming is also a speedier process and is less likely to snap the cast iron hood within the deep sump catch basin.Always consider the safety of the staff cleaning deep sump catch basins.Cleaning a deep sump catch basin within a road with active traffic or even within a parking lot is dangerous,and a police detail may be necessary to safeguard workers. ' In the absence of evidence of contamination,catch basin clearings may be taken to a landfill or other facility permitted by MassDEP to accept solid waste,without any prior approval by MassDEP. However, ' some landfills require catch basin cleanings to be tested before they are accepted. ' Activity Frequency Inspect units Four times per year ' Clean units Four times per year or whenever the depth of deposits is greater than or equal to one half the depth from the bottom of the invert of the lowest pipe in the basin. BMP 2: Bioretention Areas&Rain Gardens ' Bioretention Maintenance Schedule Activity Time of Year Frequency , Inspect&remove trash Year round Monthly Mulch Spring • Annually WOODARD Remove dead vegetation Fall or Spring Annually ' &CURRAN Replace dead vegetation Spring Annually Prune Spring or Fall Annually ' Replace entire media&all Late Spring/early As needed* vegetation Summer *Paying careful attention to pretreatment and operation&maintenance can extend the ' life of the soil media BMP 3: Contech Proprietary Treatment Devices Proprietary treatment devices are to be inspected and maintained in accordance with manufacturers , specifications. t 1 City of Salem(0228340) 2 Woodard&Curran ' 0&M Plan-Forest River Park Parking Lot November 2017 ' Stormwater Construction Site Inspection Report General Information Project Name Als, Tracking No. Location WOODARD &CURRAN Date of Inspection Start/EndTime Inspector's Name(s) InspeMor's Title(s) Inspector's Contact Information ' Describe present phase of _ construction ' Type of Inspection ' 0 Regular k]Pre-storm eventk]During storm event k]Post-storm event Weather Information - Has it rained since the last inspection? OYes ONo 1 If yes,provide: Storm Start Date&Time: Storm Duration(hrs): Approximate Rainfall (in): Weather at time of this inspection? ' Do you suspect that discharges may have occurred since the last inspection? OYes []No Are there any discharges at the time of inspection? ' OYes QNo City of Salem(0228340) 3 Woodard&Curran 0&M Plan—Forest River Park Parking Lot November 2017 Site-specific BMPs ' Number the structural and non-structural BMPs identified in your SWPPP on your site map and list them below(add as many BMPs as necessary). Cary a copy of this numbered site map with you during your I�► inspections. The list will help ensure that you are inspecting all required BMPs at your site. Customize ' this section as needed. WOODARD BMP Description " BMP Installed Corrective Action Needed Date for corrective , &CURRAN and Operating actionfresponsible Properly? person ❑Yes ❑No ' 1 i ❑Yes ❑No ' 2 ❑Yes ❑No 3 ' ❑Yes ❑No 4 ' ❑Yes ❑No 5 ❑Yes ❑No ' 6 ❑Yes ❑No ' 7 ❑Yes ❑No ' 8 ❑Yes ❑No ' 9 10 ❑Yes ❑No 1 ❑Yes ❑No t 11 ❑Yes ❑No 12 ' ❑Yes ❑No 13 ' ❑Yes ❑No 14 ' City of Salem(0228340) 4 Woodard&Curran ' 0&M Plan—Forest River Park Parking Lot November 2017 Overall Site Issues 3 BMP/Activity Implemented? Maintained? Corrective Action Date for corrective actionlresponsible ® person V '"k I Are all slopes and disturbed ❑Yes ❑No ❑Yes WOODARD areas not actively being worked ❑No &CURRAN properly stabilized? 2 Are natural resource areas(e.g., ❑Yes ❑No ❑Yes ' streams, wetlands, mature ❑No trees, etc.) protected with barriers or similar BMPs? 3 Are perimeter controls and ❑Yes ❑No ❑Yes sediment barriers adequately ❑No installed (keyed into substrate) and maintained? 4 Are discharge points and ❑Yes ❑No ❑Yes receiving waters free of ❑No sediment deposits? 5 Are storm drain inlets properly ❑Yes ❑No ❑Yes protected? ❑No 6 Is there evidence of sediment ❑Yes ❑No ❑Yes being tracked into the street? ❑No 7 Is trash/litter from work areas ❑Yes ❑No ❑Yes collected and placed in covered ❑No dumpsters? 8 Are washout facilities (e.g., ❑Yes ❑No ❑Yes paint, stucco, concrete) []No available, clearly marked, and maintained? ' 9 Are vehicle and equipment ❑Yes []No ❑Yes fueling, cleaning, and ❑No maintenance areas free of ' spills, leaks, or any other deleterious material? ' 10 Are materials that are potential ❑Yes ❑No ❑Yes stormwater contaminants ❑No stored inside or under cover? 11 Are non-stormwater discharges ❑Yes ❑No ❑Yes (e.g., wash water, dewatering) []No properly controlled? ' City of Salem(0228340) 5 Woodard&Curran 08M Plan—Forest River Park Parking Lot November 2017 BMP/Activity Implemented? Maintained? Corrective Action Date for corrective ' actionlresponsible person jIM► 12 (Other) ❑Yes ❑No ❑Yes ❑No WOODARD &CURRAN Certification Statement: "I certify under penalty of law that this document and all attachments were prepared under my direction r or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who t manage the system,or those persons directly responsible for gathering the information,the information submitted is,to the best of my knowledge and belief,true,accurate,and complete. I am aware that there are significant penalties for submitting false information, including the possibly of fine and t imprisonment for knowing violations.' Print Name: Signature: ' Date: r City of Salem(0228340) 6 Woodard&Curran ' 08M Plan—Forest River Park Parking Lot November 2017 . _. s !te N . 9. % 9' wr -1.42 " -3.54 J % 9.12 % 9.67 % 3.48 % 0.84 0 tq or."Ww F9l _ -2.91 % -3.27 C w M ,t 2.29 -0.12 R w % 8.47 .53 4.61 % -1.21 9.30 7. % -0.59 % -3.39 00 ICV caevri o V ��J O 8.02 w 0 fY .,,.xx 3 W 6.16 x 7.48 w98 5.53. N 551 -0.33 -2.95 1- % 8.67 * 7.76 \ . % -3.30 06 �i. = 1.65 0 _ 18 �� H ~ ty, -0.40 `O w 7.53 'b4F• - " -2.97 V m �v�j x.21 % 3.90 ry N C.j 16 _ % 7.62 Wy'�'p6 WF 1 7 �F .9.21 .!p 6 -1.27 yy 2 > C ,= \ fn 'C .. NIF 13 `�lE1� 67 ,,• �' . = 3.76 . v Q ago U 16.37 .r% o iJC 9�z W 21 9 em a . �. 2 ' ra,ca�[tc nTMWrvG WE TOB-21 w WF r 4 % o.}i % �/WF 12 �( / _ -0.51cz W WF 10 / WE TOB-20 o WE TO 2S� $` 3.7s Q� %2.97 10.82 -0.99 N 3.58f4 16.46 WF`BW 11 TC6_1�WF TOB-19 e.0° 0 w v.x-.•w * ' 1 W 4 �I� WE TO'8 %2.24 W 21.2 16.44 . 10.57 �C M• �'eq ,1.34 -1.03 w % 10.41 q WE 7 / WF TOB-16 r<ar Pao '6 P4 j Cra>�="yTp'o- �- �" `4. �vr.Twry-�,c WE B-27 \ wrvc j5 ,6.45 T 4 9 24 W / WF TOB-15 WE B-1 �p 20 z D4 OB 13 p }ocT75 WE T - -. i d ` ss9 rt _ - WE W � % 3.13 % 0.92 % _. , ONO J .J go rl 10.99 10 \ x \ t 6.47 � �.a.r-.�. F 3 y � � 5 1 1 x �,.,.>• , 6 ,ov�u- WE T .12 Ynn X5.37 O6'y/ \ 0.w ♦�auee�t \ ' yx Ulf TW�4 2 9 �Z =¢U O '1 % 11.26 �p __W - eiv.z.,e ec 16.54 v ,a,o - % 8.91 p, ,n % 11.79 H QyQ , ,' = 8.14 � � � WFi��3 4 z 12.59 WE 4 ' ... oq. 5.20 .... �� .,_, Q " O 10. 5 = 8.07 f/ is � W� 5_ f�07y QPO W_Q a' WE T\ 11 0, x, x0° Es w 2278 M 11.57 = 11.20 O .. 9 32 N'00 22. j 10. 3, ' wvtat WT 11.36 a ,y % _ 4+65 �'aaFt ,rn9xn 10.`x`9. Y Do % 9.92 5� X�WF TOB-10 �yy}�'(��BvSc^�B 7 - O er0 -9.49. 8.30 9.52 � P' 12.42 % 11.16 - � ' TUtl-y 22.2 A 11.73 tl(�0 % 10.34 OFr" _ _... B / .:� . % 15.41 o 11.69 " [ = 9.57 = 8.71 + z Q o te:,,w r„r 11. % 6.240 Q O 0 r z • s 11.6'7 V.00% 1o.,z % 10.3, 9.10 . p O - 00 m o - 4r x E � £ H % 11.47 % e.37 % f wess AESS O 00 % 16ss 000 O 8.!94O 8.3 % 10.07 9.08 Z UwS Wo \ u _ _ . Orn 1224 � 942 O- \0V 1 70.1 11.70 11.73 O O _ 11.15 % 9.34 O 11.77 O 9.64 9. J 0 10.10 o.oa 02 "MAPLE _ U _ 20.0 •c� 20 08 0 1}. 5 s O O p U = 10. 7 9=gam % 9.44 __ > 4 0 x = 11.73 .27 0 \ _ \ .. E m.. :2� eO ID M1[z iz.D T �9.67 O 20. O 2 'MAPCc 3.34 O m o � 958 % s.eo 0 O90 oMAPLE zIEWz M1 = 9.62 ,0.76 00 �x L 13"MAPLE > v1 a - O O 20. 9.8 y Muss � ,y 12.'L3 0 0 U 1y.55 8 13.52 % 10.04 ,r 00 » 30"TRL�_ \ 10.95 O = 10.26 \ p i i % O < O' ~9' . 12.52 14. 9 `, _.. % 9.93 � - J PIdo NE c '.�. 9.95 ._ O m 20. .> % 9.99 = 10.04 % x ,,. 3. 0 •�"" . 14.58 O ¢`' s 11.48 O /• ' O F cars ,1.56 o 5 b at. ' l6 / O 203 a�;=;s, 11.42 . S Q W 56, 1 J C u: L ays- u L % 13.66 % 12.60 O _ - y 0 � ♦ aT rF c 1 20.4 ,r % 16.7 IL - s 20.20 y - `o 0 _ (� a •p ty .. a pop Z `}� rt O gt. dt GPH59 O l r O r o �s n �:7 0 Z O . 34!TREE 1 f . 0 \ .... .. wwC'> 04S"57 P --r( N 4 ) Z o Q g Qr V�'�'T ,4 R'"'F LU / fN0 C(•44Y 0� 1`/ 1� l GRA55 O e - 0 0 U"PINE 0 Y �+ o C.�v'I hot blW��be� S 0 g \+, ' 0 ''z o° �1 a� addrti�wr1 yytp,i ' 0 Ts a�d pAvx1�4 ti e �pta Jvt OF �-ZV)� LAY W �ih u9 ."� ir, O s » d v.x.z9. '+- 0 W N �b o U w + Uwm a v 6r4 +/ \ n vh� N cn m Q W a Qa UOQ YY ra O O `�U �n,\\\�"' o 1' V p�lP LU I.- 0ZF � ` VVO 0 O Ld Wpd' OQ Q N tet. 0 1, , �.'. /RIP """' ra LL o p '- w t 00 OVE JOB N0.:228340 y DATE:NOVEMBER 2017 c 0 40' 0 40' 80' SCALE I"=40" SHEET: 1 OF 9 BAR SCALE a 1" = 40' o CHECK GRAPHIC SCALE BEFORE USING C- 1 00 3 -� -ml TTarm -- --- ^I ! i f : 11,6! 22x34 SHEET 10 -1.42 3`i+ �\ `\ •�-2.97 UJI LLj > o c' z -am \; z.e, V) t z -040 Lu 10 // // tF:�\ ).. a ss:i J,x' .. ` ' '` ----�t. 'a; , v \ \ 1 o ti 7 ,w �'� O / / \ \ ( - / w pa \ � >,,, ��vE_rf`�fi _ �_ � \x 1� ./ �> WE,` ' 11 1. '?^'--- 'dJF TOB--19 1e'`�' „r. \ H y 224 3N, 44 +rFVVT F i 4 WF ° T7s ea Al OD \ , , 1 '.::'-'.s`'4�-:5-ry_y,�(,I".✓.. /// �/% y�a , 4.-. Z.. % / PROPOSED TREES (TY P _ -N Iyon 11 § Q.aa •- - // __. : PROPOSED ".i'. i" � ,.� „%"-_-`a„- `^`" - ._ - "---•-=- a;_ o ,./,i.,,, _. � ,/ �,. ,• \ ; ._ � ;,�f \; _i A HANDICAP PARKING - f` , � '\ ONLY SIGN 'r PROPOSED .. � � \,\, 3�> i -, - `�_, �'l\ `'-, -, ,. m , RAMP ARC TYPE 'E' � '`�;>m.l. J n \Q`�a 19- �� o a - I. S:= �? > ... \ . � .:. f `•^--.'�.,,` v, '/ '- i � C t � J r ,,;><. Off_ `> _ —..-„ �. \ ip." W � ,X .� ., �- -(- \ n.n, \/ '- �.� i -, ,. .• _ .__ ' '- � aJ- --� I SEE SHEET 1/C-601 f � :X� v3�, � _. ;.�� A;. � ,n r / � ' W o 4", _ Z / P SEA )HALT, \ k'A' r a i r r I E AR h _ _HANDICAP PARKING , j , + ID WALK E 'E ONLY SIGN w N ^ - I ROPOSEp : MAPLE o C RETIE r�rip00 i � •v lilt v1a v �� . ' �• ® / `'' 1. n \_ PROPOSED m } -E RAMP ARO TYPE 'E' o m z_"y \\ \\ ._ SEE SHEET 1/C-601 z a oci ,'_'\ ' \`� � ;� \\\, = i ,' PROPOSED. LEI Z `, - � �`, A� y,:� �,. RETAINING WALL � - _ ,PEE BLEACHERS < \ \ �A,� \. `� ',�' `' REMOWE TREES ALONG , NL L 252 cl A ` a \v v \ s \\ — 6� \ �•� ' . ,....,, ,,..;: -_•\ 2 ": •T %' - PROPOSED ASPHALT -�, �, V v x Vv PROPOSED �;' '" �- PROPOSED ' \ w SIDEWALK ( s \ HANDICAP PARKING % . � �\` �\ \\\ ., +- RAMP ARC TYPE 'E' `_�- r' — - _ .}cam :,. r., , LP a \ ��\ SEE SHEET 1/C-601 ONLY SIGN PROPOSED CURB OPENINGS ' PROPOSED Z _ �.. .. WITH RIP-RAP �� CONCRETE CURB PROPOSED \ \ y CROSSWALK _ \ STRIPING ® � W \ \ a , TYP. 111 _ ' '.a'7U,L.- .',� Pr:4_. <€ , y - , PROTECT - ,', �� W EXISTING O N J, // / ` UTILITY POLE = \ �$�• ® /' IL ZI thy, T�Er O 4 L a — -- 3 �� .✓ � / / (i I TjCJ 00 Off ,A tt Y _ u o ?\ ^,? �`0I'i� >p iay)" SAA _ Vii; SH () 1 ' I� . PROPOSED PAVEMENT 9 N OF- / .v U s 14 a � , ,,. -:� 3"APPLE k 5 - i Q d / �. 14'x, l+ @ ,C•, \ -, '' `) r4 + v V - l.R j � m W S I \\ L-,�..- _l' .L7. � � w. �'<,qK Y:r^, \ . -E� �\ 1 Q a U � O Q �. fid'+ \ 1 ^ j .A A t NO PARKING Q \\ r ' V F , '�`€,yJ \ 11 11 MAINTAIN ACCESS Q _j F �`� � N E \ .\ "�> •.m p ", '� '\ - TO EXITING GRAVEL PATH g Z Q O Q O � � d 1 '� 'I j A J F- 0 Z F- oLLJ pWV) F- o J PROPOSED SIDEWALK O ¢ O j REUSE EXISTING CURB } d W ~ o a 0, S ` r '. JOB NO.:228340 DATE:NOVEMBER 2017 �.. 40' 0 40' 80' SCALE:1"=40" w SHEET: 2 OF 9 BAR SCALE 0 1.. - 40' CHECK GRAPHIC SCALE BEFORE USING C-101 O CONSTRUCTION O 3 6 2204 SHEET 10* U) < X, E 4� y LLI 12 LLI . I > -4 61 2 1,21 0 > Lil -0.33 4� ry 4S 0 CK H- z x uj �o \2 > o oz1> WF 10 W(X'IVF Tr' x WE- 3s2 v 0=3 x -114F 0) CB-3 PROPOSED 8" OUTLET '24 RIM=13.25 PROPOSED 24" OUTLET WI: T, 05 INV IN=8.35 INV OUT=8.35 INV=8.0 j v- -UNIT WITH RIP RAP APRON 'WIF I J2 7' COS RIM=13.35 PROPOSED0.004 a. SETT 24" HDPE WF = PROP 24" INV IN=8.20 S=0.004�A/ WF INV OUT=8.20 =50.2' 0,92 13 00 PROPOSED SPILLWAY OUTLET CONTROL STRUCTURE e PROP 24" V 0 7 DMH-1 S=O 004 RIM=13.5 -37.3 12" INV OUT=8.33 IRIM=l 2.1 L UCB 2 - ...... HDPE)� INV IN=7.95 (6 RIM-12.254j 4i -------- INV IN=7.95 (18 HDPE)-- 43 CONNECT 8' INV IN=8. INV OiUT=7.95 4 PERFORATED DRAIN o INV OUT=8. 3. - \ TO OUTLET PROPOSED RIP RAP < PROPOSED W1 CURB CUT < SIDEWALK GRATE 157 71 'Ve M z E 0 PROP 18" HDPE S=0.004. TC=15.90 C=15. 26,,"MAF LE m 17.60 C=17.0)5 y 'IV =17.10 4j' 11 "V " PERFORATED oci DRAIN PIPE DMH-1 0 ✓ L=36,7' RIM=14.00 r z INV IN=9.31 z z INV OUT-9.31 > < ;-f-2 "D PROPOSED - i . � ---- -�,,;ti - / 0 o- ... 4 v� ''v ...�..., '' �,' V !� .. .._._ SIDEWALK ROPO ED- SIDEWALK GRATE - a W/ CURB CUT DCB-1 c� RIM-14.50 INV OUT-9.66 BC/17.75 0 N Tcll'l 5.50 Lu C=177.51 (D = .50 a- =14.90 BC=14. PROPOSED 15 BIO-RETENTION AREA 2 BC= 4.91 lb, , L� -, SEE DETAIL SHEET C-105 17 > .1gr.00 TC=1 .35 C=18,50 BC=15.85 M, ✓ 0 12" PERFORATED DRAIN 14 L=297' PROP 18" HDPE S-0004 L-88.1 SH Cm 15. 5 C71 .25 0 fl 2 --2z 5 T =15. 5 x C=l .25 o 0 TC= 75 (n 0 w 8C=21.25. =21�25 7) A, T 9"A-"PLE 2 Lu (L V) m w 2: z 0 < Q 0 0 V) E V) 2 P L L 1' 0 :io F= < Ld 0 z z z 2 L) < co L, 0_J 2 0 0< V) (L LLJ 0 0 JOB NO.:228340 DATE:NOVEMBER 2017 40' 0 40' 80 SCALE:I"=40" c co BAR SCALE SHEET: 3 OF 9 1" = 40' CHECK GRAPHIC SCALE BEFORE USING Oo C- 102 0 3 NOT FOR 9 22x34 SHEET 11 N N F- V�, r � Nm Ouj - C of Z� a w Qn 7 N j U- � Z O -O Z a1 yo.l \ \ -3.18 -4.07 t o Ix / I W -3.40 = -3.85\ cn 3 H 2 10 .l" 0.7� \` 1 \\ 4.01 -a Z ./.4 / \ o 2.98 �\ \ u° - oe pR0 uF 10 \ \ / ( \ / - - '\ ti I 100 8`x/ 0 8 , 11 \ \ u r w -1.42 \ -3.54 \ y �_ 9.87 " '\ 3a� \ \\. 0. \�\ \ 1 L > ti \ \� -'' /// �. mrtw t4 _ ,` 2.29 , -0.12 \ \ ('\ Q m 9 -0.59 = -1.21 \ . -3.39 \ N,\ III i I \ / I 2 \\ \ \ \ \ • -0.33 \ \ \ -2.95 �. l 9.67 a, , n on u ,\N o0/ 0 1.65o � ?, // 3,\ \ \ -a.ao \ \ 1 -z.9i 7�2 PI \ \mm'w \\ • 1.27 g Ir L �/ \ 1 3.M 2 \ \ \\ \ -3.»D �� T I/ \ \ / // `\\ I \f \\\\\ \\ \\�ty� --� 121/ ///// / / /+t � i� �J /. , •u '�` WF P \ �� , \ \ O. t • -0.55\ \ (Y 5C, 3.7 \ 3.7 -2.97- o a m F co b.�/ / / / / / / WF 10 /_�� WF roe-zo pro ` _� \ \ \ -0.99 ` �r =�z o.ez 70 \ I \ GOJ ^� // ` 1�'-•/ / WFi SOB--1$�C WF TOB-19 11 g =y..•..c /t`� \ \ O\ .\ 1N /// .• 5 CONK\L•z.24 \ \ \ / / # �+q \ \� 0y(�/ i / // �0 WF T \ \ ] � O �s -,.03 \ . -2• 1.2 / / / / o-4 .57 \\ O .� / / �' /a1 / WF TOB-16 „oo N ¢ WF TOB-15 w zo /• ,� ro o / / V1, TOB-13 POND lE \ 3 �y,wa / / ' -' - 10- � _- d. •. w��n ' L. Xi. i° � �31� \ \ \ \ \12 ° \ 0 5 0. ,aee / J 11. %f 0� :�'h� " \ „ C� \ .na"• � \ \ Y m 5.20 \ w o Tow 11.57 wF roe-10 �i� ?'I � 9. 2 \ n_ , � � a � \\ :. �.�, / .r�•f- l�\6�- c 3 -P�5-� `. X15 1 �\ c~.t � N / I 11.73 I 4 �O° q ZpNE PE l�!" •� �- _ 1 \ �� 9.57 ( • 11.69 • �° \ \:. .:.\-.. ,;g �� \ �p 7 F7c aH D 1\ 111 o \ 71.6x! iCVJ z I \ // • 11�/7 .� lq B. .. • , 0 26"ASH --- qr w w o: I � o a 2 Z i3` I QA I \\ // ^.' .J • t 9.Oe 2 `,.u' / \ f�26'MAPLE JVV 4 \ = 11.70 / 11.13 26 h a i �/� 11 y \� 0\ MA ' 20;M�APLE1 � � �22�- � 26-MAPLE 0 20.0 O��+t� 5 a 1. J \\ L3 16" APLE \ 20.t� TO LE `Q 9.58 E o � 9.ao 22 L -1242 �� // 1 r � / \ 13-MAPLE Q Lu a \ zo. \20 12.23 13.55 % o `�(%/d/ 30"TREE U ,o 20"PINE % \ . 12.52 t4. � ' ,`Ly\ O "M E � T Lu 48 25 TM 26 Lf 24 t20)13 ° 3,. L _ ti ,. _y N ) ` RESOURCE AREA DISTURBANCE I I \\ \ ® / 2a' LE / / / DISTURBANCE AREA �j, . 25 LE ��6"TR E m 20. r}8� LSCSF 10,053 SF a 2 _ by BVW 100' 18"S CE O / - rn � ,tQ �\\� �a � _ ® o � s• � .p /�34�fkEi �J � BUFFER ZONE ONLY 4235 SF s �� BUFFERNK 100' ZONE ONLY 23,400 SF 0 24 P dTA /' COASTAL B NK 4,062 SF r~ Y A �7 „ BUFFER ZONE ONLY w of 16 ASH _'O r'/ L / ti� ` 14"TREE =wo 3. Ld W U fn ( � 3 OL \ ✓ / -21- < � \. ° ° �i �" y t611P E N m a LLI IL g •F of Q \ rs 7"MAPLE II \ \ \7 -10"PI E H d Q(n F N 1"M LE / "ZZ `�` \ I I 1 \ 13"PINE oO Z Q Q Q 0 44p / -22S t�`'� \ / I i 13"ASH J Z 0 Q F D OD N Q M' \} y � i� F- Q Q 'N. ,L4) 1 ai' • - / 3aluV by I Q OJ 1n u / \ �� // 25 H- w tL a � vn as () 16 L IL / mV 2• nnA / JOB N0.:228340 1'NV Y11.J! .Y •� 4t. • "APPLEr.- 28- J �� DATE:NOVEMBER 2017 ci ,26 \+� w�+' A L ` \ �3 I ( 40' 0 40' 80' SCALE:1"=40" o \ 25 I I I I I ( \\ \ BAR SCALE SHEET: 4 OF 9 w \ cn \ CHECK GRAPHIC SCALE BEFORE USING C- 103 NOT FOR CONSTRU1 '71 NI 1011 1 2 4 6 I - - u amu; I -. 22x34 SHEET 4 5 :: 1:1 J E o :n U W C Q' W 7 � 0 v � o °O 0 r o 0 N N O Q W W co Zt 06 < � 1 14 O � — Y � � W - -pp •� d N TC=15.09 Q \ \ \� Q v ' r� 15 -. TC-15.39 BC=15. _ - ,� p TC=15.59 TC=15.39 1 +00 BC15 15 -r2+9� ra'Q BC=15.99 BC=15.89 rr i ti 0+00 --- �_�------� 2+00� �r S ------- ---- �.. -- --.- WE TOB-,O --- TC-15.39 TC-15.39 'q ou v ---- --- - QV q ° TC=15 49 BC=15.89 BC=15.89 TC=15.99 BC=15.99._ -.. - tt TC=1549 1 BG=,5.99 � i " �\ \v b wco 4. F TR-' 20 017 co BARSCALE .� -. $ O O "'�- '�� ' ."�-�_�`"�•. � \;� \� CHECK GRAPHIC SCALE BEFORE USING 3 a o � o m o � o w Y o U � W O U x a U E W O p N m 25 -- ---- - — - — -_ 25 L) u I U U mm } o o m N W ZZ Z 3 m 0 O > N Q W w � 0 m o 0 Z 3 20 _--..._.__ — _....1..--_. _—._._._-.._ 20 a I i I w i N O a EXISTING GRADE /PROPOSED GRADE PROPOSED CURB a ROADWAY DRIVE I 15 - - - 15 d - -- _ PROPOSED SPILLWAY OUTLET W C CONTROL STRUCTURE J BEND BEND RIM=13.5 LL a 12" INV OUT=8.33 10 ? ? ? e ; ; ; 0 W 1 o ° - C7 - Q - Z 12" PERFORATED PIPE 12" PERFORATED PIPE 12" PERFORATED PIPE CONNECT TO EXISTING PIPE L=142.5' L=85.5' L=68.7' p / S=0.000 S=0.000 S=0.024 5 0 a 3 0 O ti c 0 0 o' (n O W o r - - - - - - - - -- _5 o _ w 0 0 0 $ 0 0 � J Qwa� ac V) wz < O_ Q h O Q JF 0zF- M o �O � QC9Q C w V U (n 0+00 1+00 2+00 3+00 4+00 o Q o N PROFILE STA. 0+00 TO STA. 4+00 � w `` o pU a` HORIZONTAL SCALE: 1" = 20' � VERTICAL SCALE: 1" = 4' o JOB N0.:228340 i DATE:NOVEMBER 2017 w SCALE:AS NOTED c o SHEET: 5 OF 9 C-1 04u v 0 v 0 0 3 T 22x34 SHEET J I� E uiu ao w > O O �+ 14 N o � o N o >r cm3 W Ga 15 � � Z 1+00 15 U) � " I o+o0 2+00az � I a m 00 -- _i o — I _ 16 I '� a . �-ET.TS 17 BAR SCALE w 000 I ..._..`. .� O O O O O--�p ��" /1 1" = 20' CHECK GRAPHIC SCALE BEFORE USING xo�woo pP° Q PARKING AISLE AREA } BIO-SWALE PARKING AISLE AREA 3 W=7.8' t EXISTING GRADE a 15 15 w a PROP CONIC CURB O U x PROPOSED GRADE a o: E BIO-RETENTION SOIL w 0 0 ro C6 10 10 U U 12" PERFORATED PIPE o 0 m N m O w O3 O - i!j > in a w w o 0 5 � o � z 550 -45 -40 -35 -30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 3 STA 0+02.07 a d 0 a 0 a I 20 BIO SWALE 20 PARKING AISLE AREA PARKING AISLE AREA W=8.4' o PROPOSED GRADE PROP CONIC CURB N a Z a 15 15 _0 R W a - BIO-RETENTION SOIL EXISTING GRADE t0 t0 0 12" PERFORATED PIPE U i " o ° o 3 ' 5 550 -45 -40 -35 -30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 35 40 45 50 3 STA 1+18.75 i m 0 0 0 0 0 20 20 s PARKING AISLE AREA BIO SWALE PARKING AISLE AREA cn N PROP CONIC CURB W=21.5 PROPOSED GRADE (n p v Li O w a UU FMUJ 1515 c¢nM ¢ wa = < a aNF= U) OUTFLOW PIPE Z a O ¢ o BIO-RETENTION SOIL EXISTING GRADE u Z O z F M m 10 - 10 NLj UV0W N F O J N 12" PERFORATED PIPE o Q O N 0 0 I-- o >- a i ui a 5 0 550 -45 -40 -35 -30 -25 -20 -15 -10 -5 0 = 5 10 15 20 25 30 35 40 45 5Q JOB NO.:228340 j STA 2+05.63 DATE:NOVEMBER 2017 SCALE:AS NOTED o SHEET: 6 OF 9 HORIZONTAL SCALE 1"= 5' VERTICAL SCALE 1"= 5' C- 105 NOT FOR CONSTRUCTIOP 5 6 22x34 SHEET J E 0 U cx C 25 25 m w > � o v LOAM & SEED 00 CD Ir PROPOSED GRADE (6" MIN.) m 3LU 20 BIO-RETENTION SOIL 20 33 Z 12' PERFORATED PIPE 3 EXISTING GRADE @o H _ 01 H NON-WOVEN -� g w - _ GEOTEXTILE FABRIC o m 2 Y m r > c o 15 t � 15 c c O IV IV V 0 PCC CURB /.> '• /�"/l� //�\,\\ . '\f/j\�%\ , //j;r,.\ /�\��\ �,:�/,�\�\r� G,:;�i �i.rj %, - `/ f/, '� , 10 :,/ .�A�.• "J�AA/\/ A/VAh y`.fV/ ;....�1.A/ .;. - �. /T;< t�/_Af � ' /i 10 V EXISTING EARTHWORK GRAVEL BASE gg -5170 -165 -160 -155 -150 -145 -140 -135 -130 -125 -120 -115 -110 -105 -100 -95 -90 -85 -80 -75 -70 m r iri vi Ln L6vi c a 0 0 0 0 0 0 o o STA —170 — STA —70 t� 2 z e �N 0 `6 =UZ �U uN O ��K'W00 QP a 0 3 a o � 25 25 r o m o � o w U O U � W ZS � NON-WOVEN o U " LOAM & SEED GEOTEXTILE FABRIC a E 20 EXISTING GRADE (6" MIN.) 20 U o w 0 0 C6 PROPOSED GRADE BIO-RETENTION SOIL 12" PERFORATED PIPE I U V mm O N 15 W W W W W __ _._-. . 15 o m C(5 Z Z 10 ' '. 10 N CL x EXISTING EARTHWORK c rn 15 570 -65 -60 -55 -50 -45 -40 -35 -30 -25 -20 -15 -10 -5 0 5 10 15 20 25 30 0 0 0 00 0 -,o o o 0 0 0 0 - o o o o o 0 , 0 0 0 0 0 0 o 1:o - o -.o pro 0 0 0 -oo o -.0 2.0 -o o 00 o 0 cn � -� U) CL STA —70 — STA 30 Z a 0 m F_ 0 s w 0 a U) C/) w v i 0 m 25 25 o 0 n - NON-WOVEN m U LOAM & SEED GEOTEXTILE FABRIC '- (6" MIN.) 12" PERFORATED PIPE 20 - OVERFLOW OUTLET 20 0 o PROPOSED GRADE BIO-RETENTION SOIL PROP CONS CURB EXISTING 4 o EXISTING GRADE ',. .., EARTHWORK 15 00- 15 w 0 0 s = 3 0 a U U F. N / 60m QLLLI d a: W V E10 I 10 No JZ 0OZF � Q W U U N 0O J h O Q N u 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 1015 110 115 120 125 13 >- W O ,-O ..,M P- W 0 n - M Up un vi In N ui v of f STA 30 — STA 130 f oe No.:228340 i DATE:NOVEMBER 2017 SCALE:AS NOTED o HORIZONTAL SCALE 1"=5' SHEET: 7 OF 9 VERTICAL SCALE 1"=5' 0 0 C- 106 O 3 22x34 SHEET 1:1 co I— J m N 24" MIN. w 36" SPECIAL > R 6" o � p m ` SURFACE TREATMENT PARKING SPACE IDENTIFICATION o w o l SURFACE TREATMENT AND SLOPES AS� SIGN WITH INTERNATIONAL STROKE WIDTH 3" MIN. m 0 AND SLOPES AS INDICATED ON PLANS SYMBOL OF ACCESSIBILITY 4" SPECIAL t Z Lu INDICATED ON PLANS COMPLYING WITH 2010 ADA ( ) ACCESS AISLE: STANDARDS FOR ACCESSIBLE o a _ 06 4" SOLID WHITE DESIGN SECTIONS 703.7.1 & PAINTED LINE ® 703.7.2.1 MOUNTED 60-INCHES Y ^ w MINIMUM ABOVE GROUND a M 45', 8" O.C. SURFACE Z PARKING SPACE IDENTIFICATION vWai R > o m SIGN WITH INTERNATIONAL SYMBOL 'o " c m OF ACCESSIBILITY AND DESIGNATION OF "VAN ACCESSIBLE" Q U IM 3" / R 13" f QMAXIMUM SLOPE 1:48 IN 90'0' MAXIMUM SLOPE 1:48 IN ALL DIRECTIONSALL DIRECTIONS O= m JNOTES �� "VAN" ACCESSIBLE 1. SYMBOL SHALL BE PAINTED WHITE IN COMPLIANCE WITH MANUAL ON HANDICAP SPACES SEE PAINTED UNIFORM TRAFFIC CONTROL DEVICES MUTCD SECTION 36.19, SECTION PAINTED WORD & HANDICAP SYMBOL 38.20 AND FIGURE 38-22. ( ) TS SYMBOL (TYP.) Ys, TS b� 2. A BLUE RECTANGULAR (MIN. 36" X 36") BACKGROUND AND WHITE BORDER ARE OPTIONAL IN ACCORDANCE WITH MUTCD SECTION 38.19 ABD FIGURE 38-22. w c) VAN 3. SYMBOL FINISH SHALL BE NON-GLARE IN ACCORDANCE WITH ADA no STANDARDS FOR ACCESSIBLE DESIGN SECTION 703.7.1. \Y� _ o o 5. 4" SOLID WHITE \ PAINTED HANDICAP SYMBOL 9, 9. 9. PAINTED LINE 4" SOLID WHITE PAINTED LINE NOT TO SCALE °ywcp - i TYPICAL PARKING LOT LINE STRIPING 2 HANDICAP PARKING STALL LAYOUT W - NOT TO SCALE a NOT TO SCALE o 3 a o, o � } N m J H � W Y � U � W � Z = 1 O V v ti a_ a � U U = O T d m ® l m ME T Q1 } � 0] W Z Z 1 1/2" BITUMINOUS CONCRETE NOTE: � `^ a w w � 0 0 TOP COURSE (M3.11.03) 1. INSTALLATION TO BE COMPLETED IN 2 1/2" BITUMINOUS CONCRETE ACCORDANCE WITH MANUFACTURER'S BINDER COURSE (M3.11.03) SPECIFICATIONS. 8" GRAVEL BASE COURSE 4mlo" X 15" : HANDICAP PARKING ONLY - - -- - - - - - - - - - GRANULAR FILL COMPACTED SUBGRADE NOT TO SCALE (STRIP LOAM & ORGANICS) U) J NOTE, Q UNLESS OTHEIRNIISE NOTED, BITUMINOUS CONCRETE SHALL MEET THE SPECIFICATIONIS OUTLINED IN SECTION M3 OF MASSACHUSETTS LL HIGHWAY DEPARTMENT 1995 STANDARD SPECIFICATIONS FOR HIGHWAY 0 TREE GUY SUPPORT STAKES, SEE AND BRIDGES. Z SPECS. FOR QUANTITY 2 0 X 2 HARDWOOD WITH 1 COAT OF DARK STAIN TYPICAL BITUMINOUS CONCRETE PAVEMENT STAKES SPACED EVENLY 0 3" TEMPORARY SAUCER, 6" LOAM AROUND TREE. 28" TOP BLOCK OVER TOPBLOCK GROWING ED REMOVE AFTER FULL PARKING LOT/ACCESS ROAD DETAIL ♦- WING SEASON. RESTORE REMOVE ALL NON SURFACE TO SURROUNDING BIODEGRADABLE ROOT NOT TO SCALE MOVE BLOCKS FORWARD a CONDITION. CONTAINERS AND UPPER DURING INSTALLATIONTO SURFACE FINISH 0 0 TOP 1/3 OF BURLAP ENGAGE SHEAR KNOIBS 12" MIN. PER PLAN U (TYPICAL) SLOW RELEASE FERTILIZER OR rax 4" BARK MULCH PACKET SPACED AROUND TREE, RATE x , ACCORDING TO CALIPER SIZE p AND SPECIES, SEE SPECS. o 0 3" SAUCER PER PLAN WALL. HEIGHT ' s NON-WOVEN GEOTEXTILE FABRIC (MIRAFI 160N OR 0 o EQUAL) H LLI Of0 F SOIL BACKFILL MIX, MAY '~ ALSO INCLUDE SOIL 0 2 POLYMER, SEE SPECS. 6" (MIN. o BASE ELEVATION U U F N Q BURY DEPTH) o N m Q W a m NOTES: EXISTING SUBGRADE 6" (LEVELING 6' HDPE UNDERDRAIN, MIN. Q d U O Q PAD) SLOPE 0.005, DRAIN TO DAYLIGHT Q (n F to 1. NEVER CUT OUT CENTRAL LEADER. PRUNE OUT BROKEN, OUTLET WITH RODENT SCREEN 00 _j < Q DEAD, OR CONFLICTING BRANCHES. w F Z Z F < 3/4" CRUSHED STONE _j Z Q 2. SEE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. < � U U W 3. TREE GUYS SHALL BE GUYING CHAIN, WEB STRAPPING OR LO 0O J TIE WIRE, RUBBER HOSE AND TURNBUCKLES. NOTES: ¢ _j cn 0 1. WALL SHALL BE PRECAST CONCRETE GRAVITY RETAINING o LL TREE PLANTING AND STAKING WALL SYSTEM BY REDIROCK, OR APPROVED EQUAL. U NOT TO SCALE JOB NO.:228340 TYPICAL RETAINING WALL DETAIL DATE NOVEMBER 2017 SCALE: N.T.S. SCALE:INOT TO SCALE SHEET: 8 OF 9 NOT FOR CCNSTRUCTIO ' C- 1 07 6 22x34 SHEET rn J E � O N u w c � Lu o v � _aoa Ir- d o w 3 w cn f_ .= z o CA _ °a 1° w > o uLi -0 c a Q m U czQ ,MIX �U S,ET?s FIBERGLASS " bb , Li CENTER OF CDS STRUCTUREo n SEPARATION `F CYLINDER AND SCREEN AND SUMP OPENING w w mW 00 INLET \ O`N P A JJ —� FLOW � ( / +/-135° < MAX. TOP SLAB ACCESS 3 a (SEE FRAME AND o COVER DETAIL) 'm PVC HYDRAULIC ###[####] I.D. o SHEAR PLATE MANHOLE Y STRUCTURE Z +/-65° peter starts o u MAX. 0ao o he a a u PLAN VIEW B-B o 0 0 INOT TO SCALE EM a M 0 m :2CONTRACTOR TO GROUT TO STOHMWA` lER^ m FINISHED GRADE o �5pLU1Ip1190 } o m GRADE °o o 3 RINGS/RISERSIfo o t. > a a ohstormWate 0 0 FIBERGLASS SEPARATION CYLINDER AND INLET W FRAME AND COVER INLET PIPE _� > (DIAMETER VARIES) (MULTIPLE INLET PIPES B NOT TO SCALE MAY BE — OUTLET PIPE ACCOMMODATED) GENERALNOTES U) J STORMWATER TREATMENT DEVICES 2,3,AND 4 SHALL MEET THE REQUIREMENTS OF SPECIFICATION SECTION 33 44 19 UTILITY STORMWATER TREATMENT.CONTECH MODEL LLl co — — PERMANENT CDS DEVICE HAS BEEN SHOWN FOR CLARITY. 0 POOL ELEV. Z OIL BAFFLE v N SKIRT i ---i 1--9'[533] F--- - SEPARATION m SCREEN I q V PVC HYDRAULIC 7 V SHEAR PLATE I SOLIDS STORAGE SUMP ELEVATION A-A N.T.S. V) STORMWATER TREATMENT DEVICES-2, 3, 4 = 3 0r NOT TO SCALE U U Q J f fn � m awam w x < a Quo ¢ � z � a (Da Ld ~ OZFm w a 0 Ld oQ oN F- W U CD JOB NO.:228340 DATE:NOVEMBER 2017 SCALE:NOT TO SCALE SHEET: 9 OF 9 C- 108 NOT FOR COt',1STRUI 6 - -