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Fastrac Corinth_SWPPP_REV2017-05-08 STORMWATER POLLUTION PREVENTION PLAN for the construction of F at Corinth Road Tax Parcel 309.13-1-35 Town of Queensbury, Warren County, New York Prepared For Fastrac Markets 6500 New Venture Gear Drive East Syracuse, NY 13057 Prepared by NAPIERALA CONSULTING PROFESSIONAL ENGINEER,P.C. SITE • DESIGN • ENGINEERING 110 FAYETTE ST=ET MANLius,NEW YORK 13104 Telephone: (315) 682-5580 Fax: (315) 682-5544 February 15, 2017 rev.05/08/2017 Fastrac Cafe Corinth Road, Town of Queensbury Page i Table of Contents SectionI Scope..............................................................................................................................................................1 A. Purpose.............................................................................................................................................................1 B. SPDES General Permit(GP-0-15-002)............................................................................................................1 C. Responsibilities of the Owner...........................................................................................................................1 D. Responsibilities of the Contractor....................................................................................................................1 E. Notice of Intent.................................................................................................................................................2 F. Stormwater Inspections....................................................................................................................................2 G. SWPPP Modifications......................................................................................................................................3 H. Final Stabilization and Termination of Permit Coverage.................................................................................3 SectionII Site Description.............................................................................................................................................4 A. Project Name and Location..............................................................................................................................4 B. Owner/Operator Name and Address.................................................................................................................4 C. Project Description...........................................................................................................................................5 D. Receiving Waters..............................................................................................................................................7 E. Endangered or Threatened Species...................................................................................................................7 F. Federal and State Historic Preservation............................................................................................................9 Section III Erosion and Sediment Controls...................................................................................................................9 A. Erosion Control Planning and Site Management..............................................................................................9 B. Permanent Runoff Control..............................................................................................................................12 C. Temporary Soil Stabilization Control.............................................................................................................14 D. Permanent Soil Stabilization Control.............................................................................................................14 E. Sequence of Major Activities.........................................................................................................................17 SectionIV Stormwater Management...........................................................................................................................18 A. Methodology ..................................................................................................................................................18 B. Existing Conditions........................................................................................................................................21 C. Proposed Conditions.......................................................................................................................................25 D. Runoff Reduction Volume(RRv)...................................................................................................................34 E. Water Quality Volume Treatment..................................................................................................................37 F. Water Quantity...............................................................................................................................................37 Section V Inspection and Maintenance Requirements................................................................................................38 A. Construction Maintenance/Inspection Procedures..........................................................................................38 B. Operation Maintenance and Inspections Procedures......................................................................................41 Section VI Materials Management Plan......................................................................................................................42 A. Materials Covered..........................................................................................................................................42 B. Material Management Practices.....................................................................................................................42 C. Spill Prevention and Response Procedures.....................................................................................................43 D. Control of Non-Stormwater Discharges.........................................................................................................44 Section VII Certification and Notification...................................................................................................................45 Fastrac Cafe Corinth Road, Town of Queensbury Page ii List of Figures Figure 1: Site Location(source: Google Earth)..........................................................................................................4 Figure2: USGS Topographic Map Excerpt..................................................................................................................5 Figure3: Proposed Site Layout Plan............................................................................................................................6 Figure 4: NYSDEC Stormwater Interactive Map.........................................................................................................7 Figure 5: DEC Environmental Resource Mapper.........................................................................................................8 Figure6: NYS SHiPO Mapping...................................................................................................................................9 Figure7: Concrete Washout Area..............................................................................................................................10 Figure 8: Stabilized Construction Access...................................................................................................................11 Figure 9: New York State 90%Rainfall Map.............................................................................................................19 Figure 10: New York State One-Year Design Stone Map.........................................................................................19 Figure 11: New York State 10-Year Design Stone Map............................................................................................20 Figure 12: New York State 50-Year Design Stone Map............................................................................................20 Figure 13: New York State 100-Year Design Storm..................................................................................................21 Figure 14: Existing Condition Drainage Area Mapping.............................................................................................23 Figure 15: Bohler Engineering Stormwater Management Practice Map....................................................................28 Figure 16: Proposed Condition Drainage Area Map..................................................................................................29 Figure 17: Proposed Site/Grading Plan......................................................................................................................30 Figure 18: Proposed Condition Drainage Area Map(Fastrac Site Only)...................................................................31 List of Tables Table 1: Soil Restoration Requirements.....................................................................................................................15 Table2: Topsoil Application Depth...........................................................................................................................17 Table3: Rainfall Data.................................................................................................................................................18 Table 4: Existing Condition Watershed Area 2..........................................................................................................22 Table 5: Watershed Area 2 Sedimentation Basin.......................................................................................................22 Table 6: Watershed Area 2 Infiltration Basin.............................................................................................................22 Table7: Overflow Swale 2.........................................................................................................................................24 Table 8: Existing Condition Watershed Area 3..........................................................................................................24 Table 9: Watershed Area 3 Sedimentation Basin.......................................................................................................24 Table 10: Watershed Area 3 Infiltration Basin...........................................................................................................24 Table11: Overflow Swale 3.......................................................................................................................................25 Table 12: Watershed Area 5 Sedimentation Basin.....................................................................................................25 Table13: Infiltration Basin 5......................................................................................................................................25 Table 15: Proposed Watershed Area 2B.....................................................................................................................26 Table 14: Proposed Watershed Area 2A.....................................................................................................................26 Table 17: Proposed Watershed Area 3B.....................................................................................................................27 Table 16: Proposed Watershed Area 3A.....................................................................................................................27 Table 18: Proposed Hot Spot Watershed Area...........................................................................................................32 Table 19: Water Quantity Calculations at Main Infiltration Basin(Inf 5)..................................................................37 Table 20: Water Quantity Calculations at Hot Spot Underground Storage/Infiltration System.................................38 Fastrac Cafe Corinth Road, Town of Queensbury ► Page iii List of Appendices Appendix A: NYSOPRHP Correspondence Appendix B: NRCS Soil Mapping Appendix C: HydroCAD Output-Existing Conditions Appendix D: HydroCAD Output-Proposed Conditions(Non Hot Spot) Appendix E: HydroCAD Output-Proposed Conditions(Hot Spot) Appendix F: Notice of Intent Appendix G: Inspection and Maintenance Procedures Appendix H: DRAFT Maintenance Agreement Fastrac Cafe Corinth Road, Town of Queensbury Page I SECTION I SCOPE A. PURPOSE Napierala Consulting, Professional Engineer, P.C., has prepared this Stormwater Pollution Prevention Plan (SWPPP) in compliance with the New York State Department of Environmental Conservation (NYSDEC) State Pollutant Discharge Elimination System (SPDES) General Permit for Stormwater Discharges from Construction Activity. The contractor's participation and adherence to this plan is mandatory. Non- compliance with the plan is subject to various remedies including, without limitation, monetary set-offs, withholding payments; reimbursement for costs, expenses (including reasonable attorney's fees), fines, and civil penalties incurred; and/or liquidated damages. This section provides a descriptive explanation of the Stormwater Pollution Prevention Plan and required contractor participation. B. SPDES GENERAL PERMIT(GP-0-15-002) The New York State Department of Environmental Conservation enacted regulations that require permitting for the discharge of stormwater from construction activities on sites where an area of one acre or more of soil disturbance is proposed. In order to comply with these regulations, the developer of the site must request coverage under the NYSDEC SPDES General Permit for Stormwater Discharges from Construction Activity (GP-0-15-002). In order to obtain coverage under the General Permit,a SWPPP for the site must be prepared following the requirements of the New York State Standards and Specifications for Erosion and Sediment Control and the New York State Stormwater Management Design Manual. The NOI, the SWPPP, and any amendments to the SWPPP, as well as any reports required by the SPDES General Permit for Stormwater Discharges from Construction Activity,must also be submitted concurrently to the local governing body,if required,and any other authorized agency having jurisdiction or regulatory control over the construction project. C. RESPONSIBILITIES OF THE OWNER The owner/operator shall identify the contractor(s) and subcontractor(s)that will be responsible for installing, constructing, repairing, replacing, inspecting and maintaining the erosion and sediment control practices included in the SWPPP. The owner/operator shall identify the contractor(s) and subcontractor(s) that will be responsible for constructing the post-construction stormwater management practices included in the SWPPP. The owner/operator shall have each of the contractors and subcontractors identify at least one person from their company that will be responsible for implementation of the SWPPP. The owner/operator shall ensure that at least one trained contractor is on site on a daily basis when soil disturbance activities are being performed. The owner/operator shall have a qualified inspector conduct site inspections. D. RESPONSIBILITIES OF THE CONTRACTOR The contractor shall manage the discharge of stormwater from the site in accordance with the NYSDEC SPDES General Permit for Stormwater Discharges from Construction Activity. The contractor shall be responsible for installing and maintaining the stormwater management practices in accordance with the permit. The contractor is responsible for having at least one person onsite during construction activity that has taken the DEC erosion and sediment control class. The owner/operator and contractor shall be responsible for any enforcement action federal, state, or local agencies take or impose, including the cost of fines, construction delays, and remedial actions resulting from the contractor's failure to comply with the permit provisions. It shall be the responsibility of the contractor to make any changes to the SWPPP necessary when the contractor or any of his subcontractors elects to use borrow,fill or material storage sites, either contiguous to or remote from the construction site, when such sites are used solely for this construction project. Such sites are considered to be part of the construction site that the permit and this SWPPP cover. Off-site borrow, fill, or material storage sites which are used for multiple construction projects are not subject to this requirement, unless state or local regulations specifically require that the SWPPP include such sites. The contractor should consider this requirement in negotiating with earthwork subcontractors since the choice of an Fastrac Cafe Corinth Road, Town of Queensbury ► Page 2 off-site borrow, fill, or material storage site may impact their duty to implement, makes changes to, and perform inspections the SWPPP for the site requires. The SWPPP provides forms for both the general contractor and subcontractor(s) that indentify the company name, business address and telephone number along with the responsible person for the contractor and all subcontractors who will implement the measures identified in the SWPPP. The general contractor shall sign the "General Contractor's Certification" and all subcontractors shall sign the "Subcontractor's Certification", verifying they have been instructed on how to comply with and fully understand the requirements of the NYSDEC and SWPPP. A fully qualified individual on behalf of each entity must sign this certification prior to the beginning of any construction activities and the certification shall be filed in the project's SWPPP. The SWPPP is meant to be a working document that shall be maintained at the site of the construction activities at all times throughout the project,shall be readily available upon the operator's personnel,NYSDEC or any other agency with regulatory authority over stormwater issues requests to review the SWPPP,and shall be kept on-site until the site complies with the Final Stabilization section of this document. A sign or other notice must be posted near the main entrance of the construction site which contains a completed NOI, the location of the SWPPP and the name and phone number of a contact person responsible for scheduling SWPPP viewing times,and any other state specific requirements. E. NOTICE OF INTENT The operator will [has]petition[ed]the NYSDEC for the stormwater discharges during construction at this site to be covered by the NYSDEC SPDES General Permit for Stormwater Discharges from Construction Activity. The owner/operator will be filing [has filed] a Notice of Intent (NOI) to be covered under this permit. The signatory on the NOI must sign all documents (i.e., inspection reports) associated with the SWPPP. If the signatory chooses not to sign all documents,he/she must designate a duly authorized representative to sign all relevant documents. This designation must be made in writing and be included in the SWPPP. The duly authorized representative may be either a named individual or any individual occupying a named position. Additionally,the written designation must be submitted to the NYSDEC. F. STORMWATER INSPECTIONS 1. Inspection Procedures Inspections of the erosion control practices are required on a routine basis. A qualified professional shall perform these inspections once a week. All inspections will continue until the site complies with the final stabilization section of this document. "Qualified Professional" means a person knowledgeable in the principles and practices of erosion and sediment controls, such as a licensed Professional Engineer(PE), Certified Professional in Erosion and Sediment Control(CPESC),or soil scientist. A report documenting the inspector's findings shall follow the inspection; the report shall document the required maintenance and/or repair for the erosion and sedimentation control measures. It is imperative that the contractor documents the inspection and maintenance of all erosion and sedimentation control measures as soon as possible after the inspection and/or maintenance have been completed. These records are used to prove that the required inspection and maintenance were performed. The records shall be placed in the SWPPP. In addition to inspection and maintenance reports, records should be kept of the construction activities that occur on the site. The operator shall post at the site, in a publicly-accessible location,a summary of the site inspection activities on a monthly basis. 2. Record Keeping The operator shall also prepare a written summary of its status with respect to compliance with this general permit at a minimum frequency of every three months during which coverage under the NYSDEC SPDES General Permit for Stormwater Discharges from Construction Activity exists. The summary should address the status of achieving each component of the SWPPP. The reports shall be signed by the signatory of the NOI or a duly-authorized person and be retained at the construction site. Fastrac Cafe Corinth Road, Town of Queensbury Page 3 The contractor shall retain copies of the SWPPP,all reports and data for a minimum of five(5)years after the project. The following list identifies the required inspection and maintenance documentation that must be maintained by the contractor under this SWPPP: • Inspection Report • Stabilization Schedule • Implementation Schedule Status Report • Project Rainfall Log G. SWPPP MODIFICATIONS The inspection report should also identify if any revisions to the SWPPP are warranted due to unexpected conditions. The SWPPP is meant to be a dynamic working document that is to be kept current and amended whenever: • The NYSDEC provides notification that the SWPPP does not comply with the minimum permit requirements. • The design, construction, operation, or maintenance of the site changes in a way which significantly affects the potential for the discharge of pollutants or when the plan proves to be ineffective in eliminating or significantly minimized pollutant discharges. • Within seven(7)calendar days of knowledge of a reportable release. Any such changes to the SWPPP must be made in writing within seven(7)days of the date such modification or amendment is made. The contractor's failure to monitor or report deficiencies to the operator will result in the contractor being liable for fines and construction delays resulting from any federal, state, or local agency enforcement action. H. FINAL STABILIZATION AND TERMINATION OF PERMIT COVERAGE A site can be considered stabilized when all soil disturbing activities have been completed and a uniform perennial vegetative cover with a density of 80%over the unpaved areas and areas not covered by permanent structures has been established or equivalent permanent stabilization measures have been established and the facility no longer discharges stormwater associated with construction activities, and the operator(s)has filed a Notice of Termination (NOT) form with the NYSDEC. Prior to filing of the Notice of Termination, the operator shall have the qualified professional perform a final site inspection. The qualified professional shall certify that the site has undergone final stabilization using either vegetative or structural stabilization methods and that all temporary erosion and sediment controls (such as silt fence) not needed for long-term erosion control have been removed. The filing of the NOT terminates coverage under the General Permit and terminates the contractor's responsibility to implement the SWPPP, but the requirements of the SWPPP, including periodic inspections, must be continued until the NOT is filed. Upon achieving this milestone, the contractor shall also submit "Final Stabilization Certification/Termination Checklist". Final payment and/or the release of retainage will be withheld until all provisions of the SWPPP have been submitted,completed and accepted by the operator. Fastrac Cafe Corinth Road, Town of Queensbury Page 4 SECTION II SITE DESCRIPTION A. PROJECT NAME AND LOCATION Fastrac Cafe Corinth Road Tax Parcel 309.13-1-35 Town of Queensbury,Warren County UTM Coordinates from NYSDEC Interactive Map: E: 606870;N: 4794697 i Hotel under Construction �`• Interstate 87, - s,r Exit 18 Project •� • ' f" � + Location r ,.J. 1 ,� r ,� �, . .�..- •...r- _. _. Asir- Corinth Road I Big Bay j r 4 L Figure 1: Site Location(source: Google Earth) B. OWNER/OPERATOR NAME AND ADDRESS Fastrac Markets,LLC 6500 New Venture Gear Drive East Syracuse,NY 13057 Construction Contact: Jason Baleno Phone:(607)335-9506 Fastrac Cafe Corinth Road, Town of Queensbury Page S C. PROJECT DESCRIPTION The existing parcel of land is approximately 2.2 acres of undeveloped land located near the intersection of Corinth Road and Big Bay Road. The site is currently a wooded lot with a gentle to mild slope. The site generally drains in a southerly direction towards the public roads. The proposed project consists of the construction of a one-story, 5,800 square foot convenience store and cafe. The new site also includes 10 gasoline fueling pumps and three diesel fueling pumps. Other impervious areas include asphalt parking areas and concrete pads related to the dispenser islands. Once the site has been prepped, construction of the new building and asphalt areas can begin. The new store will be a one-story, 5,800 square-foot building. The new site also includes eight gasoline fueling pump islands and three diesel fueling pump islands. The site work includes the construction of a 39-vehicle parking lot and connection to available utilities(water,gas,electric and communications). V z5a srrnn- m� t j UPPER SHERMAN AVE b Q m O t n 4 J C 111 � r-1 m 9 � 5aint p Q d LUZ5RNE RR AIP ansus 7EIST G I: 'NS ANLL- —Cem-- i AV } 0 Za 3RD ST IV 4TH 5T R c„ ti C C z CENTRAL AVE 57H 57 wv a 4 0 Z O n z I n ., � a aKNIGHT' m C O EpRINTH RD 8 n O P rn Figure 2: USGS Topographic Map Excerpt NVId aOOHHOSH913N 210ZIUAVL 99n�AO NMOL N I J,-1 i'l�,N 0-)� UVOld HiNIMOO OZZ v-1 V 2l�l I d V,\� 3=IV3 OVNISV=l �T. HL 2 si EM M2 E r3l� is Egli AF BIG BAY ROAD Fastrac Cafe Corinth Road, Town of Queensbury Page 7 The project will disturb approximately two acres of the site. Within the disturbed area, 1.7 acres will be impervious area and 0.5 acres will be pervious areas. The project is located in Region 5 of the New York State Department of Environmental Conservation. The project site is located within the portion of the Town of Queensbury that is within the DEC's Automatic Regulated MS4;the Town of Queensbury will [has] review[ed]this SWPPP and all stormwater-related aspects of the project. all r, JA' I-AND Yli = r� Trade.'Par Project Site •cam ea se..wemow FOAd pA U-__1- 1 El ` F_�roe��PaAooaa � i. `ra�romamaMse �i o fens - 0 o..c•a°z°m + Junk ❑oes+o.o°n zoos ``, l i ❑oz°n.°czao is i1 Yarn 3 + �- _ I z to 87 wurew.medcays E, mu-mv +Vi aN�� S � 11 cmmiwMmNR+n°axttn wfea srmh rnrtemms ' * �1`� — �: �� ` Figure 4: NYSDEC Stormwater Interactive Map 'J D. RECEIVING WATERS Runoff from the majority of the project site and the area to the north generally flows in a north-northwest direction towards low spots within the topography. The soils are highly permeable, which minimizes any surface ponding and maximizes infiltration into the ground. The area to the south of the site,including Corinth Road,drains in a southerly direction towards the Hudson River. The NYS DEC Environmental Resource Mapper shows that no DEC-regulated wetlands are within the immediate vicinity of the project site The National Wetland Inventory Map also shows no regulated wetlands within the immediate vicinity. E. ENDANGERED OR THREATENED SPECIES The NYSDEC Environmental Resource Mapper identifies the site as potentially containing rare plants,animals or any significant natural communities. The US Fish&Wildlife Service identifies the Northern Long-Eared Bat,the Indiana bat, and the Karver blue butterfly as species of concern within Warren County (best available data;USFWS does not provide location- by-location data). The Northern Long-Eared Bat is listed as threatened while the Indiana bat and Kamer blue butterfly are endangered. To identify potential impacts that the project may have on these species,information regarding the habitat of each species was researched to determine if the project site was a viable location for each. r Fastrac Cafe 6 Corinth Road, Town of Queensbury NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION Environmental Resource Mapper Search Tools + i layers and Legend 17 All Layers L7*Unique Geological Features Ll WaterbudyCIa flcatonsforRiv /Streams ® PROJECT SITE LJ■Waterhedy ClassiRcatons for Lakes III❑State Regulated Freshwater Wetlands ❑State Regulated Wet land Checkmne 9❑Significant Natural Communities { 6 ❑Natural Communities Near This Location Ll❑Rare Plants and Rare Animals r Figure 5: DEC Environmental Resource Mapper During summer months,Northern Long-Eared Bats roost singly or in colonies underneath bark,in cavities, or in crevices of both live and dead trees. Males and non-reproductive females may also roost in cooler places, like caves and mines. This bat seems opportunistic in selecting roosts,using tree species based on suitability to retain bark or provide cavities or crevices. It has also been found,rarely,roosting in structures like barns and sheds. Feeding grounds tend to be the understory of forested areas. Northern long-eared bats spend winter hibernating in caves and mines. They typically use large caves or mines with large passages and entrances, constant temperatures, and high humidity with no air currents.' Given these habitat requirements for roosting, feeding, and hibernating, in compliance with Section 4(d) of the Endangered Species Act, tree removal activities are prohibited from June 1 through July 31. so as not to adversely impact the Northern Long-Eared Bat. The Indiana bat lives in wooded or semi-wooded areas in the summer time. Indiana bats forage along river and lake shorelines, in the crowns of trees in floodplain and in upland forests. It hibernates in limestone caves from mid-autumn to early spring. 2 As with the Northern Long-Eared Bat, the existing project site may contain suitable habitat for the Indiana bat. USFWS regulations,under the Endangered Species Act,prohibit tree clearing activities between April 1 and November 1 so as not to adversely impact the Indiana Bat. The Kamer blue butterflies have a very limited habitat. The Kamer blue caterpillar only feeds on the leaves of the wild lupine plant. As such, they are only found within the range of wild lupine. Wild lupine is found primarily on dry, sandy soils in open to partially shaded habitats. Many of the areas where the lupine grows are oak savanna and pine barrens plant communities.' Since the site contains little open areas, the site is not conducive to wild lupine or the Kamer blue butterfly. 'U.S.Fish and Wildlife Service,Northern Long-Eared Bat Fact Sheet,April 2015. 2 U.S.Fish and Wildlife Service,Indiana bat Fact Sheet,July 2004. 'U.S.Fish and Wildlife Service,Kamer Blue Butterfly Fact Sheet,January 2008. Fastrac Cafe Corinth Road, Town of Queensbury Page 9 F. FEDERAL AND STATE HISTORIC PRESERVATION The project site is located within an archeo-sensitive area according to the NYS SHiPO GIS mapping. The site, as part of the Switch Co hotel development project, underwent an archeological investigation and it was determined that construction activities will not have an adverse impact on the archeological resources. The OPRHP Letter of No Effect is provided in Appendix A. CRIBHOME SUEMIT SEARCHI COMMUNICATE L Project Site 4. �,• 1111 Figure 6: NYS SHiPO Mapping SECTION III EROSION AND SEDIMENT CONTROLS Prior to the commencement of construction, the operator will identify the contractor(s) and subcontractor(s) that will implement each erosion and sediment control measure identified in this SWPPP. All contractors and subcontractors identified in the SWPPP must sign a copy of the certification statement in Part III.E. of the NYSDEC SPDES General Permit for Stormwater Discharges from Construction Activity in accordance with Part V.H.of the SPDES General Permit. A. EROSION CONTROL PLANNING AND SITE MANAGEMENT 1. Concrete Truck Washout: A temporary excavated or above ground lined constructed pit where concrete truck mixers and equipment can be washed after their loads have been discharged to prevent highly alkaline runoff from entering storm drainage systems or leaching into soil. a. The washout facility is sized to contain solids, wash water, and rainfall. The minimum size shall be eight feet by eight feet at the bottom and two feet deep. If excavated,then the side slopes shall be 2:1 (horizontal to vertical). b. The facility shall be located a minimum of 100 feet from drainage swales, storm drain inlets, wetlands,streams,and other surface waters. Surface water shall be prevented from entering the structure except for the access road. Appropriate access shall be provided with a gravel access road sloped down to the structure. Signs shall be placed to direct drivers to the facility after their load is discharged. Fastrac Cafe Corinth Road, Town of Queensbury e•, Page 10 SIGN TO INDICATE LOCATION OF WASHOUT AREA BERM TO SURROUND PERIMETER GROUND SURFACE h? 12"MIN Kz N 8'XW MIN OR AS REQUIRED TO CONTAIN WASTE CONCRETE Figure 7: Concrete Washout Area C. All washout facilities will be lined to prevent leaching of liquids into the ground. The liner shall be plastic sheeting with a minimum thickness of 10 mils with no holes or tears, and anchored beyond the top of the pit with an earthen berm,sand bags,stone,or other structural appurtenance except at the access point. 2. Dust Control: The control of dust resulting from land-disturbing activities is required in order to prevent surface and air movement of dust from disturbed soil surfaces that may cause off-site damage,health hazards,and traffic safety concerns. a. Non-driving areas - These areas shall use products and materials applied or placed on soil surfaces to prevent airborne migration of soil particles. i. Vegetative Cover- For disturbed areas not subject to traffic, vegetation provided the most practical method of dust control. ii. Mulch (including gravel mulch) - Mulch offers a fast and effective means of controlling dust.This can also include rolled erosion control blankets. b. Driving areas - These areas utilize water and barriers to prevent dust movement from the traffic surface into the air. i. Sprinkling - The site may be sprayed with water until the surface is wet. This is especially effective on haul roads and access routes to provide short term limited dust control. ii. Barriers-Woven geotextiles can be placed on the driving surface to effectively reduce dust throw and particle migration on haul roads. Stone can also be used for construction roads for effective dust control. C. Windbreak - A silt fence or similar barrier can control air currents at intervals equal to ten times the barrier height. Preserve existing wind barrier vegetation as much as practical. 3. Site Pollution Prevention: A collection of management practices intended to control non-sediment pollutants associated with construction activities to prevent the generation of pollutants due to improper handling,storage,and spills and prevent the movement of toxic substances from the site into surface waters. a. All state and federal regulations shall be followed for the storage, handling, application, usage,and disposal of pesticides,fertilizers,and petroleum products. Fastrac Cafe Corinth Road, Town of Queensbury ► Page 11 b. Vehicle and construction equipment staging and maintenance areas will be located away from all drainage ways with their parking areas graded so the runoff from these areas is collected, contained and treated prior to discharge from the site. C. Provide sanitary facilities for on-site personnel. d. Store, cover, and isolate construction materials, including topsoil and chemicals, to prevent runoff of pollutants and contamination of groundwater and surface waters. C. Develop and implement a spill prevention and control plan. f. Provide adequate disposal for solid waste including woody debris, stumps, and other construction waste. Fill,woody debris, stumps, and construction waste shall not be placed in regulated wetlands,streams,or other surface waters. g. Distribute or post informational material regarding proper handling, spill response, spill kit location,and emergency actions to be taken,to all construction personnel. h. Refueling equipment shall be located at least 100 feet from all wetlands, streams and other surface waters. 4. Stabilized construction access: 50' A stabilized pad of aggregate underlain with geotextile located at any point where traffic will be entering or leaving a construction site to or from a s'MIN RLTER CLOTH public right-of-way, street, alley, sidewalk, or parking area. The purpose of stabilized construction 50' MIN access is to reduce or eliminate the tracking of � sediment onto public rights-of-way or streets. a. Aggregate size: Use a matrix of one-to MIH' four-inch stone, or reclaimed or recycled equivalent. b. Thickness: Not less than six inches. Figure 8: Stabilized Construction Access C. Width: 24-foot minimum. d. Length: As required,but not less than 50 feet. C. Geotextile: To be placed over the entire area to be covered with aggregate. Piping of surface water under entrance shall be provided as required. 5. Winter Stabilization: A temporary site specific, enhanced erosion and sediment control plan to manage runoff and sediment at the site during construction activities in the winter months to protect off-site water resources. Winter stabilization applies to all construction activities involved with ongoing land disturbance and exposure between November 15th to the following April 1 st. a. Prepare a snow management plan with adequate storage for snow and control of melt water, required cleared snow to be stored in a manner not affecting ongoing construction activities. b. Enlarge and stabilize access points to provide for snow management and stockpiling. Snow management activities must not destroy or degrade installed erosion and sediment control practices. C. A minimum 25-foot buffer shall be maintained from all perimeter controls such as silt fence. Mark silt fence with tall stakes that are visible above the snow pack. Fastrac Cafe Corinth Road, Town of Queensbury Page 12 d. Edges of disturbed areas that drain to a waterbody within 100 feet will have 2 rows of silt fence,5 feet apart,installed on the contour. C. Drainage structures must be kept open and free of snow and ice dams. All debris, ice dams, or debris from plowing operations, that restrict the flow of runoff and meltwater, shall be removed. f. Sediment barriers must be installed at all appropriate perimeter and sensitive locations. Silt fence and other practices requiring earth disturbance must be installed before the ground freezes. g. Soil stockpiles must be protected by the use of established vegetation, anchored straw mulch, rolled stabilization matting,or other durable covering. A barrier must be installed at least 15 feet from the toe of the stockpile to prevent soil migration and to capture loose soil. h. All slopes must be stabilized as soon as practicable but in no case left unprotected for more than three days. Rolled erosion control blankets must be used on all slopes 3 horizontal to 1 vertical or steeper. i. If straw mulch alone is used for temporary stabilization, it shall be applied at double the standard rate of 2 tons per acre, making the application rate 4 tons per acre. Other manufactured mulches should be applied at double the manufacturer's recommended rate. j. To ensure cover of disturbed soil in advance of a melt event, areas of disturbed soil must be stabilized at the end of each work day unless: i. work will resume with 24 hours in the same area and no precipitation is forecast or; ii. the work is in disturbed areas that collect and retain runoff, such as open utility trenches,foundation excavations,or water management areas. k. Use stone to stabilize perimeters of buildings under construction and areas where construction vehicle traffic is anticipated. Stone paths should be a minimum 10 feet in width but wider as necessary to accommodate equipment. B. PERMANENT RUNOFF CONTROL 1. Subsurface Drain(if required) A permanent conduit, such as tile,pipe,or tubing,installed beneath the ground surface,which intercepts, collects,and/or conveys drainage water to serve one or more of the following purposes: • Improve the environment for vegetative growth by regulating the water table and groundwater flow. • Intercept and prevent water movement into a wet area. • Relieve artesian pressures. • Remove surface runoff. • Provide internal drainage of slopes to improve their stability and reduce erosion. • Provide internal drainage behind bulkheads,retaining walls,etc. • Replace existing subsurface drains that are interrupted or destroyed by construction operations. • Provide subsurface drainage for dry storm water management structures. • Improve dewatering of sediment in sediment basins. a. Size of Subsurface Drain: All subsurface drains shall have a nominal diameter equal to or greater than six inches. b. Depth and Spacing: The minimum depth of cover of subsurface drains shall be 24 inches where possible. The spacing of drain laterals will be dependent on the permeability of the Fastrac Cafe Corinth Road, Town of Queensbury ► Page 13 soil, the depth of installation of the drains, and degree of drainage required. Generally, drains installed 36 inches deep and spaced 50 feet center-to-center will be adequate. C. Minimum Velocity and Grade: The minimum grade for subsurface drains shall be 0.10%. Where surface water enters the system a velocity of not less than 2 feet per second shall be used to establish the minimum grades. Provisions shall be made for preventing debris or sediment from entering the system by means of filters or collection and periodic removal of sediment from installed traps. d. Materials for Subsurface Drains: Acceptable subsurface drain materials include perforated, continuous closed joint conduits of polyethylene plastic, concrete, corrugated metal, polyvinyl chloride, and clay tile. The conduit shall meet strength and durability requirements of the site. e. Loading: The allowable loads on subsurface drain conduits shall be based on the trench and bedding conditions specified for the job. A factor of safety of not less than 1.5 shall be used in computing the maximum allowable depth of cover for a particular type of conduit. f. Envelopes and Envelope Materials: Envelopes shall be used around subsurface drains for proper bedding and to provide better flow into the conduit. Not less than three inches of envelope material shall be used for sand/gravel envelopes. Where necessary to improve the characteristics of flow of groundwater into the conduit, more envelope material may be required. Where county regulations do not allow sand/gravel envelopes,but require a special type and size of envelope material,they shall be followed. Envelope material shall be placed to the height of the upper-most seepage strata. Behind bulkheads and retaining walls,it shall go to within 12 inches of the top of the structure. This standard does not cover the design of filter materials where needed. Materials used for envelopes shall not contain materials which will cause an accumulation of sediment in the conduit or render the envelope unsuitable for bedding of the conduit. Envelope materials shall consist of either filter cloth or sand/gravel material, which shall pass a 1 '/2 inch sieve,90 to 100%shall pass a 3/4 inch sieve,and not more than 10%shall pass a No. 60 sieve. Filter cloth envelope can be either woven or non-woven monofilament yarns and shall have a sieve opening ranging from 40 to 80. The envelope shall be placed in such a manner that once the conduit is installed,it shall completely encase the conduit. The conduit shall be placed and bedded in a sand/gravel envelope. A minimum of three inches depth of envelope materials shall be placed on the bottom of a conventional trench. The conduit shall be placed on this and the trench completely filled with envelope material to minimum depth of three inches above the conduit. Soft or yielding soils under the drain shall be stabilized where required and lines protected from settlement by adding gravel or other suitable material to the trench,by placing the conduit on plank or other rigid support, or by using long sections of perforated or watertight pipe with adequate strength to ensure satisfactory subsurface drain performance. g. Use of Heavy Duty Corrugated Plastic Drainage Tubing: Heavy duty corrugated drainage tubing shall be specified where rocky or gravelly soils are expected to be encountered during installation operations. The quality of tubing will also be specified when cover over this tubing is expected to exceed 24 inches for 6-or 8-inch tubing. h. Auxiliary Structure and Subsurface Drain Protection: The outlet shall be protected against erosion and undermining of the conduit, against damaging periods of submergence, and against entry of rodents or other animals into the subsurface drain. An animal guard shall be installed on the outlet end of the pipe. A swinging animal guard shall be used if surface water enters the pipe. Fastrac Cafe Corinth Road, Town of Queensbury Page 14 A continuous 10-foot section of corrugated metal,cast iron,polyvinyl chloride,or steel pipe without perforations shall be used at the outlet end of the line and shall outlet 1.0 foot above the normal elevation of low flow in the outlet ditch. No envelope material shall be used around the 10-foot section of pipe. Two-thirds of the pipe shall be buried in the ditch bank and the cantilevered section shall extend to a point above the toe of the ditch side slope. If not possible,the side slope shall be protected from erosion. Conduits under roadways and embankments shall be watertight and designed to exclude debris and prevent sediment from entering the conduit. Lines flowing under pressure shall be designed to withstand the resulting pressures and velocity of flow. Surface waterways shall be used where feasible. The upper end of each subsurface drain line shall be capped with a tight-fitting cap of the same material as the conduit or other durable material unless connected to a structure. C. TEMPORARY SOIL STABILIZATION CONTROL 1. Temporary Construction Area Seeding Providing temporary erosion control protection to disturbed areas and/or localized critical areas for an interim period by covering all bare ground that exists as a result of construction activities or a natural event. Critical areas may include but are not limited to steep excavated cut or fill slopes and any disturbed,denuded natural slopes subject to erosion. a. Water management practices must be installed as appropriate for site conditions. The area must be rough graded and slopes physically stable. Large debris and rocks are to be removed. Seedbed must be seeded within 24 hours of disturbance or scarification of the soil surface will be necessary prior to seeding. b. IF: Spring or summer or early fall, then seed the area with ryegrass (annual or perennial) at 30 lbs.per acre(approximately 1 lb/1000 square feet). C. IF: Late fall or early winter, then seed with certified `Aroostook' winter rye (cereal rye) at 100 lbs.per acre(2.5 lbs/ 1000 square feet). d. Any seeding method may be used that will provide uniform application of seed to the area and result in relatively good soil to seed contact. e. Mulch the area with hay or straw at two tons/acre (approximately 90 lbs./1000 square feet). Quality of the hay or straw mulch allowed will be determined based on long term use and visual concerns. Mulch anchoring will be required where wind or areas of concentrated water are of concern. Wood fiber hydromulch or other sprayable products approved for erosion control (nylon web or mesh) may be used if applied in accordance with manufacturers' specifications. Caution is advised when using nylon or other synthetic products; they may be difficult to remove prior to final seeding and can be a hazard to young wildlife species. D. PERMANENT SOIL STABILIZATION CONTROL 1. Landgrading: Permanent reshaping of the existing land surface by grading in accordance with the grading plan and specification to provide for erosion control and vegetative establishment on disturbed,reshaped areas. a. All graded or disturbed areas, including slopes, shall be protected during clearing and construction in accordance with the erosion and sediment control plan until they are adequately stabilized. b. All erosion and sediment control practices and measures shall be constructed, applied, and maintained in accordance with the erosion and sediment control plan and these standards. Fastrac Cafe Corinth Road, Town of Queensbury Page 15 C. Topsoil required for the establishment of vegetation shall be stockpiled in the amount necessary to complete finished grading of all exposed areas. d. Areas to be filled shall be cleared, grubbed, and stripped of topsoil to remove trees, vegetation,roots,or other objectionable material. C. Areas that are to be topsoiled shall be scarified to a minimum depth of four inches prior to placement of topsoil. f. All fills shall be compacted as required to reduce erosion, slippage,settlement,subsidence,or other related problems. Fill intended to support buildings, structures, conduits, etc. shall be compacted in accordance with local requirements or codes. g. All fill shall be placed and compacted in layers not to exceed nine inches in thickness. h. Fill material shall be free of frozen particles, brush, roots, sod, or other objectionable materials that would interfere with,or prevent,construction of satisfactory fills. i. Frozen material or soft,mucky or highly compressible materials shall not be incorporated into fill slopes or structural fills. j. Fill shall not be placed on saturated or frozen surfaces. k. All benches shall be kept free of sediment during all phases of development. 1. Seeps or springs encountered during construction shall be handled in accordance with "Subsurface Drain"(see IILC.4). 2. Soil Restoration The decompaction of areas of a development site or construction project where soils have been disturbed to recover the original properties and porosity of the soil thus providing a sustainable growth medium for vegetation,reduction of runoff and filtering of pollutants from stormwater runoff. Soil restoration shall be completed in accordance with the following table: Table 1: Soil Restoration Requirements Type of Soil Disturbance Soil Restoration Requirement Comments/Examples No soil disturbance Restoration not permitted Preservation of Natural Features Minimal soil disturbance Restoration not required Clearing and grubbing Areas where topsoil is stripped only-no HSG A&B HSG C&D change in grade Apply 6 inches of topsoil Aerate;and apply 6 inches of topsoil Areas of cut or fill HSG A&B HSG C&D Aerate;and apply 6 inches Apply full Soil of topsoil Restoration" Heavy traffic areas on site(especially in a Apply full soil restoration(decompaction and compost zone 5-25 feet around buildings but not enhancement) within a 5-foot perimeter around foundation walls) Areas where Runoff Reduction and/or Restoration not required, but may be applied to Keep construction equipment from Infiltration practices are applied enhance the reduction specified for appropriate crossing these areas. To protect practices. newly installed practice from any ongoing construction activities construct a single phase operation fence area. Redevelopment projects Soil Restoration is required on redevelopment projects Fastrac Cafe Corinth Road, Town of Queensbury Page 16 in areas where existing impervious area will be converted to pervious area. Aeration includes the use of machines such as tractor-drawn implements with coulters making a narrow slit in the soil,a roller with many spikes making indentations in the soil,or prongs which function like a mini-subsoiler. "Per"Deep Ripping and De-compaction,DEC 2008"-Provided in Appendix C During periods of relatively low to moderate subsoil moisture, the disturbed subsoils are returned to rough grade and the following Soil Restoration steps applied: a. Apply three inches of compost over the subsoil. The compost shall be well decomposed (matured at least three months), weed-free, organic matter. It shall be aerobically composted, possess no objectionable odors, and contain less than 1%, by dry weight, of man-made foreign matter. The physical parameters of the compact shall meet the following standards: • Organic matter content: 25%to 100%(dry weight) • Organic portion: Fibrous and elongated • pH: 6.0 to 8.0 • Moisture content: 30%to 60% • Particle Size: 100%passing a 2"screen and 10 to 50%passing a 3/8"screen • Soluble salt concentration: 5.0 dS/m maximum Note: All biosolids compost produced in New York State(or approved for importation) must meet NYS DEC's 6NYCRR Part 360(Solid Waste Management Facilities)requirements. The Part 360 requirements are equal to or more stringent than 40 CFR Part 503 which ensure safe standards for pathogen reduction and heavy metal content. b. Till compost into subsoil to a depth of at least 12 inches using a cat-mounted ripper, tractor mounted disc,or tiller,to mix and circulate air and compost into the subsoil. C. Rock-pick until uplifted stone/rock materials of four inches and larger size are cleaned off the site. d. Apply topsoil to a depth of six inches. C. Vegetate as required by the seeding plan. Use appropriate ground cover with deep roots to maintain the soil structure. f. Topsoil may be manufactured as a mixture or a mineral component and organic material such as compost. 3. Topsoiling Spreading a specified quality and quantity of topsoil materials on graded or constructed subsoil areas to provide acceptable plant cover growing conditions, thereby reducing erosion; to reduce irrigation water needs;and to reduce the need for nitrogen fertilizer application. a. Site Preparation i. As needed, install erosion and sediment control practices such as diversions,channels, sediment traps,and stabilizing measures,or maintain if already installed. ii. Complete rough grading and final grade,allowing for depth of topsoil to be added. iii. Scarify all compact, slowly permeable, medium and fine textured subsoil areas. Scarify at approximately right angles to the slope direction in soil areas that are steeper than 5 percent. Areas that have been overly compacted shall be decompacted in accordance with the Soil Restoration Standard. iv. Remove refuse, woody plant parts, stones over three inches in diameter, and other litter. Fastrac Cafe Corinth Road, Town of Queensbury ► Page 17 b. Topsoil Materials i. Topsoil shall have at least 6%by weight of fine textured stable organic material, and no greater than 20%. Muck soil shall not be considered topsoil. ii. Topsoil shall have not less than 20%fine textured material(passing the No.200 sieve) and not more than 15%clay. iii. Topsoil treated with soil sterilants or herbicides shal be so identified to the purchaser. iv. Topsoil shall be relatively free of stones over 1 '/2 inches in diameter, trash, noxious weeds such as nut sedge and quackgrass,and will have less than 10%gravel. V. Topsoil containing soluble salts greater than 500 parts per million shall not be used. vi. Topsoil may be manufactured as a mixture of a mineral component and organic material such as compost. C. Application and Grading i. Topsoil shall be distributed to a uniform depth over the area. It shall not be placed when it is partly frozen, muddy, or on frozen slopes or over ice, snow, or standing water puddles. ii. Topsoil placed and graded on slopes steeper than 5% shall be promptly fertilized, seeded,mulched,and stabilized by"tracking"with suitable equipment. iii. Apply topsoil in the amounts shown below: Table 2: Topsoil Application Depth Site Conditions Intended Use Minimum Topsoil Depth Deep sand or loamy sand Mowed lawn 6 inches Tall legumes,unmowed 2 inches Tall grass,unmowed 1 inch Deep sandy loam Mowed lawn 5 inches Tall legumes,unmowed 2 inches Tall grass,unmowed None Six inches or more: silt Mowed lawn 4 inches loam,clay loam,loam,or silt Tall legumes,unmowed 1 inches Tall grass,unmowed 1 inch E. SEQUENCE OF MAJOR ACTIVITIES The contractor shall be responsible for implementing the above listed erosion and sediment control practices. The contractor may designate these tasks to certain subcontractors as is seen fit,but the ultimate responsibility for implementing these controls and ensuring their proper function remains with the contractor. The order of activities will be as follows: 1. Install stabilized construction access. 2. Install stabilized staging area. 3. Clear and grub site. Fastrac Cafe Corinth Road, Town of Queensbury Page 18 4. Mass grading(cuts and fills). 5. Building foundation excavation. 6. Parking lot grading and stabilization. 7. Utility installations including underground sand filters. 8. Concrete site work. 9. Paving. 10. Final grading,topsoiling,and seeding. SECTION IV STORMWATER MANAGEMENT A. METHODOLOGY 1. Hydrologic Conditions The peak runoff rates for the site were calculated for the existing and proposed hydrologic conditions using HydroCAD software. The HydroCAD program uses the standard SCS TR-55 Curve Number Method for calculation of the time of concentration, composite curve number, and peak runoff rates for the drainage area(s)based on user input. The input data was taken from soil maps, detailed topographic and utility survey information, rainfall distribution maps, and aerial images. The hydrologic conditions are used to assess the impacts to the runoff characteristics and to design appropriate measures to mitigate these impacts. The NYS SPDES General Permit for Stormwater Discharges from Construction Activity requires that a stormwater mitigation system meet the following five design criteria: • Water Quality Volume: The system must capture and treat 90%of the average annual runoff volume. • Runoff Reduction Volume: The system must apply green infrastructure techniques and Stormwater Management Practices to replicate pre-development hydrology. • Provide 24-hour extended detention of the runoff from the one-year,24-hour rainfall event. • Attenuation of the post-development 10-year, 24-hour peak discharge rate to predevelopment rates. • Attenuation of the post-development 100-year,24-hour peak discharge rate to predevelopment rates. 2. Rainfall Information The following table shows the rainfall values used in the analysis of the stormwater runoff. These values are taken from rainfall distribution models that the Northeast Regional Climate Center(www.precip.net). Table 3: Rainfall Data Precipitation Event 24-Hour Rainfall in inches Water Quality Volume(WQv) 1.20 1-Year,24-Hour(Cp„) 2.20 10-Year,24-Hour(Qp,o) 3.66 100-Year,24-Hour(Qp,00) 6.12 Fastrac Cafe Corinth Road, Town of Queensbury Page 19 r f tip a r 90th Percentile'Con tam r(O.t in) F_^C'oun I Boundary fur\ew York Sia re 1 w Figure 9: New York State 90%Rainfall Map Extreme Precipitation Estimates 24hrlyr as )91rnev) I � I 1.9 2.0 2.2 2.4 2.6 2.r i Contour Line Interval:0.10 inches r"'�.1CA4 Nwfisrrf ltegi Climate C.M. _ 49 22 G' 16 92 �r I ,.4 41 -90 iu /o -74 -22 Figure 10: New York State One-Year Design Storm Map Fastrac Cafe Corinth Road, Town of Queensbury ► Page 20 Extreme Precipitation Estimates 24hrt0yr 3.0 9.6 4.0 4.6 5.0 Contour Line Interval:0.20 inches Nor k-1.G-1.al Climala Canter 42 42 e' 41 -00 -76 -76 -74 a2 Figure 11: New York State 10-Year Design Storm Map Extreme Precipitation Estimates 24hr5Oyr 95 - tncnea] Contour Line Interval:0.25 inches flaffieaN Nat naf C4mare CBIIIar 93 R5 + fr5j 42 ! e$ 41 BO -78 -76 -74 -72 Figure 12: New York State 50-Year Design Storm Map Fastrac Cafe Corinth Road, Town of Queensbury ► Page 21 Extreme Precipitation Estimates 24hr 1(IDyr 4, (inches) 5 67 9 9 qq _ Contour Lin2 I ntEI4al:0.50 Inches '!!!re� OVMheael ftyk al Cldna[e Cenlev 43 .5 4z e .9 41 -97 -76 -76 -74 -72 Figure 13: New York State 100-Year Design Storm 3.Soils Information Soils information for the watershed was collected from the Natural Resource Conservation Service soils mapping database. The watershed consists of one distinct mapping unit, Oakville loamy sand, which belongs to hydrologic soil group A. B. EXISTING CONDITIONS4 The project site is located within the immediate vicinity of a hotel development that is currently under construction. The hotel development includes a private drive leading from Corinth Road to the hotel,which is approximately 600 feet to the northeast of the project site. This private drive includes an open, roadside drainage system consisting of sedimentation basins, infiltration basins and overflow swales. The roadside system ultimately discharges to a large infiltration basin immediately south of the hotel. The infiltration basin has been designed and constructed to collect tributary runoff, and temporarily store it while the runoff infiltrates into the ground. Through this design, stormwater quality and quantity impacts are mitigated. The Fastrac project, as part of the SwithCo project watershed, utilizes the proposed condition watershed analysis from the Bohler SWPPP as the existing condition watershed. Any and all impacts of the Fastrac site are compared to the results of the proposed condition. The existing condition Fastrac site is modeled in the SWPPP as Watershed Area 2 and Watershed Area 3. Watershed Area 2,which is mostly a wooded area with some asphalt areas,discharges to both a sedimentation basin and an infiltration basin running along the east side of the first 275 feet of the private road. The hydrologic characteristics, both land cover/curve number and time of concentration flow path, of Watershed Area 2 are summarized in the following table. 4 Any information provided regarding the watershed of the SwitchCo project, the analysis of said watershed, and the design of the stormwater management system that is under construction as part of the SwitchCo project was provided by Engineering. The Bohler Engineering Stormwater Pollution Prevention for SwitchCo, LLC-Proposed Hotel,last revised April 11,2016,is referenced in its entirety. Fastrac Cafe Corinth Road, Town of Queensbury Page 22 Table 4: Existing Condition Watershed Area 2 Area(sf) CN Description 55,800 32 Woods/grass comb.,Good,HSG A 3,675 98 Paved roads w/curbs&sewers,HSG C 59,475 36 Weighted Average 55,800 93.82%Pervious Area 3,675 6.18%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.0 100 0.0355 0.09 Sheet Flow, Woods: Light underbrush n=0.400 P2=2.57" 4.0 171 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv=5.0 fps 23.0 271 Total The sedimentation basin that collects runoff from Watershed Area 2 is a pretreatment basin for the water quality volume from the area before it discharges into the roadside infiltration area. The infiltration basin is a water quality treatment practice designed to allow surface runoff from the watershed to collect and infiltrate into the ground. Runoff in excess of the storage capacity of the basins will flow downstream via the overflow swale. Table 5: Watershed Area 2 Sedimentation Basin Elevation Surf Area Ina Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.50 303 0 0 198.50 710 507 507 199.00 3,000 928 1,434 Device Routing Invert Outlet Devices #1 Primary 197.50' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Table 6: Watershed Area 2 Infiltration Basin Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.00 314 0 0 198.50 1,790 1,578 1,578 Device Routing Invert Outlet Devices #1 Primary 198.50' 11.0'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 92 Discarded 197.00' 15.000 in/hr Exfiltration over Surface area above 197.00'Excluded Surface area=314 sf -IN X3-Na vamv a3HSI]3iVM CIVOU HiNIMOO OZZ ','-I F'2I a 1,1 V N 3=IVO OV'diSV=l 565 L•9L 999 999 999 999 999 99 999 999 999 le� Oa 72 o =- Oq �-o 5.1 0 0 logsp q Dov X P o EM w Q LL 31 Z11NHAV 8 OR Alf 0 5 JI ; 11........... AL /�y 94 iL Or WMMAV CLKV'Igl MORE F-� Fastrac Cafe Corinth Road, Town of Queensbury Page 24 Table 7: Overflow Swale 2 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0'1' Top Width=26.00' Length= 195.0' Slope=0.0077? Inlet Invert= 198.50', Outlet Invert= 197.00' Watershed Area 3 is also a mostly wooded area that includes a portion of the road. As with Watershed Area 2, runoff from Area 3 discharges to a sedimentation basin and infiltration basin. The infiltration discharges to an overflow swale that leads to the infiltration basin system adjacent to the hotel. Table 8: Existing Condition Watershed Area 3 Area(sf) CN Description 58,493 32 Woods/grass comb.,Good,HSG A 7,160 98 Paved roads w/curbs&sewers,HSG C 65,653 39 Weighted Average 58,493 89.09%Pervious Area 7,160 10.91%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.0 100 0.0355 0.09 Sheet Flow, Woods: Light underbrush n=0.400 P2=2.57" 3.3 169 0.0296 0.86 Shallow Concentrated Flow, Woodland Kv=5.0 fps 22.3 269 Total Table 9: Watershed Area 3 Sedimentation Basin Elevation Surf.Area Ina Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.00 495 0 0 197.00 996 746 746 199.00 3,000 3,996 4,742 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Table 10: Watershed Area 3 Infiltration Basin Elevation Surf.Area Ina Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 195.50 573 0 0 197.00 2,346 2,189 2,189 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'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 #2 Discarded 195.50' 42.000 in/hr Exfiltration over Surface area above 195.50'Excluded Surface area=573 sf Fastrac Cafe Corinth Road, Town of Queensbury Page 25 Table 11: Overflow Swale 3 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0'1' Top Width=26.00' Length= 104.0' Slope=0.0096 V' Inlet Invert= 196.66', Outlet Invert= 195.66' The last stormwater management practice in the system is a large infiltration basin that is located adjacent to the hotel. The infiltration basin collects runoff from the hotel area directly as well as the upstream areas via the sedimentation basins,infiltration basins,and overflow swales. The basin relies entirely on infiltration in order to dewater; the basin does not discharge stormwater runoff to downstream surface waters during any design storm. The following tables are the stage-storage characteristics of the pretreatment sedimentation basin and the infiltration basin. Table 12: Watershed Area 5 Sedimentation Basin Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 194.26 12 0 0 195.50 1,054 661 661 196.00 3,000 1,014 1,674 Device Routing Invert Outlet Devices 91 Primary 195.50' 15.0'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 Table 13: Infiltration Basin 5 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 190.00 22,224 0 0 193.00 28,790 76,521 76,521 194.00 29,996 29,393 105,914 Device Routing Invert Outlet Devices #1 Discarded 190.00' 25.000 in/hr Exfiltration over Surface area C. PROPOSED CONDITIONS The proposed project consists of the clearing and grading of approximately 2.2 acres of land to construct a one- story, 5,800-square foot conveience store and gas station. Associated construction includes the construction of a parking lot for the building for a total of 39 vehicles. The total impervious area within the project site is 1.7 acres. The project site is located in a unique area. The existing small wooded site on sandy soils generates very little runoff,even during the 100-year rainfall event. Therefore a stormwater system that incorporates infiltration is needed. However, the DEC has strict requirements for "hot spots", which a gasoline filling station is considered,that need to employ infiltration practices. Traditionally,two standard stormwater quality practices must be incorporated into the system in series before runoff is discharged to an infiltration practice. In order to manage the size and cost of such a system,the"hot spot"areas,ie.the gasoline dispenser island and diesel fuel dispenser island, will be isolated from the remaining portions of the site. The outer edge of the concrete pad that surrounds the islands will serve as a high point for each. Runoff from the dispenser island will flow inward to low points along the center of the island. Runoff from beyond the dispensers will be directed away from the concrete pad so as to minimize the hot spot areas. Once collected,the runoff from within the hot spot areas will discharge system that incorporates proprietary water quality treatment units to provide the pretreatment of the stormwater runoff from the hot spot areas. While such a system does not meet the typical Fastrac Cafe Corinth Road, Town of Queensbury ► Page 26 standards as discussed in the NYS Stormwater Management Design Manual,the proprietary products are easier to maintain and as such will provide improved long-term treatment of stormwater runoff. As a consequence of isolating the runoff from the hotspot areas,the project site is separated into three separate watershed areas. Within each of these areas, a system of catch basins and storm pipes collects and conveys runoff to three separate outfalls. Two of the outfalls are to the SwitchCo/roadside stormwater management system. These two outfalls discharge stormwater runoff from the"non"hotspot areas,ie.the parking lot, store rooftop,and surrounding lawn areas. The third outfall is the onsite infiltration system that collects runoff from the hotspot areas. Watershed Area 2 The development actitivies, grading, paving, curbing, etc., will alter the hydrologic and hydrologic characteristics of the existing condition Watershed Area 2. The construction of the catch basins and storm pipes will re-direct stormwater runoff away from Sedimentation Basin 2 and Infiltration Basin 2. The proposed condition Watershed Area 2, due to the topography of the existing site and the grade of the private road for the hotel, will be divided into two areas; the first is the onsite area that overland discharges to the Table 14: Proposed Watershed Area 2A Area(sf) CN Description 7,186 39 >75%Grass cover,Good,HSG A 7,566 98 Paved roads w/curbs&sewers,HSG C 14,752 69 Weighted Average 7,186 48.71%Pervious Area 7,566 51.29%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Minimum Tc roadside system while the second is the onsite area that is collected by the onsite catch basins and pipe. Proposed Watershed Area 2B is further subdivided into the specific drainage areas that are tributary to each catch basin within the watershed. The following table summarizes the hydrologic characteristics of each of these subareas. Table 15: Proposed Watershed Area 213 Area Designation Drainage Area Impervious Area Composite Curve Time of Number Concentration DA 11 3,055 sf 3,055 sf 98 5 mins DA 13 5,565 sf 4,715 sf 89 5 mins DA 12 1,247 sf 1,247 sf 98 5 mins Totals 9,867 sf 9,017 sf Fastrac Cafe Corinth Road, Town of Queensbury Page 27 Watershed Area 3 Like Watershed Area 2,the development activities of the Fastrac project alter the hydrologic characteristics of Watershed Area 3 from the existing conditions. Watershed Area 3 is subdivided into two areas with the first being that area which discharges to the roadside system via overland flow. The second,which can be further subdivided into smaller areas, discharges first into a catch basin and pipe system before it discharges to the roadside system. Table 16: Proposed Watershed Area 3A Area(sf) CN Description 25,808 39 >75%Grass cover,Good,HSG A 7,160 98 Paved roads w/curbs&sewers,HSG C 32,968 52 Weighted Average 25,808 78.28%Pervious Area 7,160 21.72%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 45 0.0733 0.15 Sheet Flow, Grass: Dense n=0.240 P2=2.57' Proposed Watershed Area 2B is further subdivided into the specific drainage areas that are tributary to each catch basin within the watershed. The following table summarizes the hydrologic characteristics of each of these subareas. Table 17: Proposed Watershed Area 3B Area Designation Drainage Impervious Composite Time of Area Area Curve Number Concentration DA 10 5,330 sf 5,210 sf 97 5 mins DA 9.1 7,735 sf 7,735 sf 98 5 mins DA 9.2 5,788 sf 5,788 sf 98 5 mins DA 8 20,032 sf 17,745 sf 91 5 mins DA 7 3,027 sf 1,979 sf 78 5 mins DA 6 5,108 sf 5,019 sf 97 5 mins DA 5 9,097 sf 9,097 sf 98 5 mins Totals 56,117 sf 52,573 sf .05=A NV-ld 93113VNd H'AIVMWNOIS LOMOND AN'A Nn-N3MNVM —ANngN33nbJONM01 311'IN3WdOl3A3(300H3IIMS Lp aVOM HININOO OZZ 3=lvo DVNISV=l SVSL-9� o 'Mol z W. z =oLL 0.E w m .z oo.0 z pkv Owwrr0 00, 4b **Of fl. a ---------- ---------- v v 9 v v A A I A A Ir 4j V321V(13HS1131vm -'-03 N-N— --ano jo NOLLIONOD(13SOdONd DNII-JfjS" a'ij ......... (IVOM HiNINOO OZZ V IV 2Ii7I cl V N[ 3=IVO 3VdiSV=l . 5651.91 Lu Lu Lu co Z 2 d' <, Lu co C) Lu Lli<D F-LU u) 0z¢¢ih(1) z<w --------b--,Lu oe I m Lu 0 IL ,,IFS Lu o :l0< CC ata <N L<u Ix Lu Lu lo \v/ 11 x- ol oz=.A 3—s- NVId 30VNIVNCI 11111131111 9-0 AN'�NI103 YMNVM ANI19SIN33into JO NM01 CINV VNlaVdV DNIJ, � 6 '5� CIVOM HINIM03 OZZ V'l vla-6�g I av N 3=lV3 OVIIISVi z e0 MENEM ea gn IS 1 ¢ = 1 43 82,1 esSegis sxS -216,112gh INX .m. I!g FF sl sl II INu W. LU H (If co CIA IN uj, 11 II I jol 1-0 (D a b C) g§a �-a E .go-� - o o / \em Ili / tj v----- --------- -------- ----------- ---------- ---------- ---------- ------ ------- ------ ______-_cep- ------- u Oci ii-VAI Is e a R oz Ztld-H(3 MW 9Z SV3MV agHSM31VM 9NUT �4 OVON HINIHOO OZZ AN'—nO3 N—VM mnBSN33nD JO NMOI ._a»C13SOdONd 3AVO OVMISV:l LLI T SQ Lu ,n F-- �D �:C) <m� z-.2 of<� <Lu fn LLI < N LU F u)li Ll<::) �-LLI u) 0 ol u) z<< Lu F- z z Lu L-u Lu co LL D:LL Lu Lu co _j Lu | \ Ir m z cl A E | Lu z Lu LL 2<4'a, 2 Lu u) =.Lu Lu (.3<, M Lu §)S L)m LU | ® u. D Lu% Lu z ul z w o: poi w Lu P < ti 0 Oq LU * LL z LU u)w Lu Ix 0 Z(33HSki3lVM Lu Lu z Lu LU Lo z it Lu Lu L) in u) Fastrac Cafe Corinth Road, Town of Queensbury Page 32 Hot Spot Watershed Area In order to properly manage stormwater runoff from the fuel dispenser areas,both gasoline and diesel,the site has been graded such that a high point exists around the perimeter of each individual dispenser areas. These high points will(1)contain runoff within the dispenser islands,thereby creating a bath tub effect;and(2)keep runoff from the non-hot spot areas from flowing into the dispenser islands. Catch basins are located within each island to capture the runoff. Underground storm pipes connect the catch basins and the hyrdaulically connect the two islands. The storm pipe discharges to an onsite stormwater system consisting of two pretreatment practices and an underground storage/infiltration system. Table 18: Proposed Hot Spot Watershed Area Area Designation Drainage Impervious Composite Time of Area Area Curve Number Concentration HS 2 3,580 sf 3,580 sf 98 5 mins HS 1 5,994 sf 5,994 sf 98 5 mins HS 3 1,004 sf 1,004 sf 98 5 mins HS 4 1,004 sf 1,004 sf 98 5 mins Totals 11,582 sf 11,582 sf Stormwater runoff from the storm pipe collection system first flows into an underground filtration system constructed of StonuTech SC-740 units. At the head of the underground system is a diversion structure; this structure will pass the water quality volume through to the underground system while allowing runoff in excess of the water quality volume(i.e.,runoff from less frequent but more intense rainfall events)to bypass this first underground filtration system. The underground system will be wrapped in an impermeable liner in order to eliminate the infiltration of runoff into the ground. Eleven StonnTech SC-740 units will be installed with an installed storage capacity of 1,084 cubic feet. With the available volume in the diversion structure (four-foot diameter structure with three feet of storage), the total storage is 1,121 cubic feet. The required storage, the water quality volume from the hot spot areas is: Drainage Area Tributary to Practice(A) = 0.266 acre (11,587 ftz) Impervious Areas (AI) = 0.266 acre(11,587 ftz) RV = 0.05 + 0.9(0.266 ac) 0.266 ac Rv= 0.95 1.20 • 0.95 • 0.266 ac WQ° 12 WQv = 0.025 ac•ft(1,089 cubic feet) This underground system includes the StonnTech"Isolator Row". This row of units will collect runoff from the initial inflow and filter the runoff through a geofabric and trap sediments and other pollutants within the Isolator Row. Stored runoff will discharge from the underground system via a 6"perforated pipe to the second treatment practice. The BaySaver Bayfilter will collect the water quality volume from the SC-740 storage system and filter the runoff. The Bayfilter system relies on a spiral wound media filter cartridge to remove fine sediments, heavy Fastrac Cafe Corinth Road, Town of Queensbury Page 33 metals, and phosphorus. The filter cartridge is housed in a concrete structure that evenly distributes the flow. The cartridge removes pollutants from runoff by filtration and absorption. While the Bayfilter has a treatment peak flow of only 0.05 cfs per filter and the peak flow from the water quality event is 0.46 cfs, only one Bayfilter is required as the upstream underground storage system will store the water quality volume and allow it to discharge at the 0.05 cfs rate. 1000 CN = 10+ 5P+ 10Q- 10 Q2 + 1.25QP Where, CN= the computed runoff curve number P= rainfall,in inches (use the 90%rainfall event for the Water Quality Storm) Q= runoff volume(= P Rv),in inches P= 1.20" Rv = 0.95 (drainage area is 100%impervious) 1000 CN -- 10 + (5 -1.20) + (10 -0.95 - 1.20 1O 10 + (5 .1.20) + (10 .0.95 . 1.20) - 10 (0.95 .1.20)2 + 1.25(0.95 . 1.20 .1.20) CN = 100 Time of Concentration,t,,is 6 minutes (minimum t,for TR-55) In TR-55, the maximum CN is 98 and the minimum t, is 6 minutes. To calculate Qp during the WQv event,a 0.266-acre HydroCAD subcatchment is modeled with a CN=100 and a tc of six minutes. Qp = 0.46 cfs per Hydro CAD output The Bayfilter will then discharge to an underground infiltration system constructed of StormTech MC-4500 units. The MC-4500 system will provide the storage volume to store runoff from storms as intense as the 100- year,24-hour rainfall event. This underground storage system will not be lined with an impermeable liner thus allowing runoff to infiltrate into the ground. Previous subsurface investigations determined that the groundwater elevation is approximately 18 feet below existing grade, which in the area of the underground system would be at an elevation of 180. The bottom of the storage system is at 188.07, eight feet above the groundwater elevation. Infiltration rates from these previous subsurface investigations varied from 25 to 42 inches per hour. The underground storage/infiltration system is a unique situation and,as such,not all of the requirements of the NYS Stormwater Design Manual for infiltration practices apply. As it is underground and below frost depth, the system will not be susceptible to the typical shortcomings of a surface infiltration system during colder periods. The system will continue to function as snow/ice melt that enters the system will infiltrate through the unfrozen substrate. As the system collects runoff/snowmelt from a very limited and controlled area, snow removal practices will remove snow from the dispenser islands thereby limiting the concentration of chlorides within the snow melt. Another typical infiltration practice requirement that does not apply to the underground system is the protection of the infiltration area from overcompaction during construction. Due to its depth, the infiltrative soils will not be exposed to construction traffic. Also, as the excavation for the system is relatively compact, large equipment can access the area of the MC-4500 from the sides rather than having to be within the footprint of the system. Fastrac Cafe Corinth Road, Town of Queensbury Page 34 If the system were to fail and begin to hold water,mechanical measures(ie,pumping)are required to dewater the system. Due to the topography and nature of the system, a non-mechanical means of dewatering is not available. D. RUNOFF REDUCTION VOLUME(RRv) The NYSDEC implemented regulations effective March 1, 2011 that requires all construction projects that disturb greater than one acre of land to provide runoff reduction through the implementation of green infrastructure practices. The goal of the runoff reduction volume criteria is to implement stormwater management practices and green infrastructure techniques to replicate pre-development hydrology. The NYS Stormwater Management Design Manual provides the acceptable green planning techniques and green infrastructure techniques to meet the runoff reduction volume criteria. The following narrative and calculations detail the implementation of the planning and infrastructure techniques on the site to achieve the minimum runoff reduction volume. The narrative follows the Design Manual,Chapter 5. PLANNING Plan to preserve,avoid and minimize Applicable Not Applicable a. Preserve undisturbed, natural buffer, and critical ❑ environmental areas. b. Employ open space, conservation, and clustering site ❑ design techniques. c. Avoid developing in environmentally sensitive areas: ❑ floodplain, steep slopes, habitat, ecosystems, bedrock, wetlands, shorelines, shallow groundwater, impervious soils,unstable soils. d. Minimize impervious surfaces: building footprints, ❑ parking,roads,sidewalks,and driveways. e. Minimize clearing and grading ® ❑ Discussion: a. These areas do not exist within the property. b. This project is a single-user development. Open space design, as discussed in the Stormwater Management Design Manual, is not applicable to this project. Open space is used in projects on large tracts of land where the development can be concentrated in a portion of the site while maintaining large portions of undisturbed land. Clustering is typically incorporated in subdivision projects involving the creation of multiple lots with multiple buildings. C. These areas do not exist within the project site. d. The NYS Stormwater Design Manual discusses building foot print reduction in terms of building multiple floors to achieve the same,or comparable, square footage as a single- floor footprint. e. The proposed grading plan for the project minimizes the amount of grading to the maximum extent practicable. Grade requirements for a functional site were taken into account during the initial design phases. WATER QUALITY VOLUME(before runoff reduction) 2. Calculate the water quality volume(WQ,): Fastrac Cafe Corinth Road, Town of Queensbury Page 35 _ PR�,A WQ° 12 90-th Percentile Rainfall(P)= 1.20 inch WQv Drainage Area(A)=2.145 acres Impervious Area(A,)=1.721 acres Rv = 0.05 + 0.9IA, \/\1.7/121 ac) RV = 0.05 + 0.9I I \2.145 ac/ R„=0.772 Ori incl WQv=0.165 ac f 3. Minimum RRv requirements(when 100%WQv reduction cannot be achieved) Calculate minimum required Runoff Reduction Volume(RRv)using: 0.95 P •S AI RRA = 12 AI=total impervious area from#2 S= 0.55 (A Soils),0.40(B Soils), 0.30(C Soils),0.20(D Soils),or weighted HSG average in drainage area A Soils=100%of area 0.95 •1.20 • 0.55 • 1.721 ac RRA = 12 Minimum RRv required=0.090 ac ft AREA REDUCTION PRACTICES 4. Incorporate area reduction practices (complete for all applicable practices): (area includes practice and contributing area) Contributing Ai Area a. Conservation of natural areas 0 0 b. Riparian buffers/filter strips 0 0 c. Tree planting/tree preservation 0 0 Total area reduction 0 0 Total impervious area within area reduction 0 0 5. Subtract total area reduction from drainage area: Remaining drainage area:(#2 area-#4 area) Remaining Drainage Area=2.145 ac Remaining impervious area:(#2 AI-#4 AI) Remaining AI= 1.721 ac 6. Recalculate WQv for site are remaining after area reductions: Fastrac Cafe Corinth Road, Town of Queensbury ► Page 36 Drainage Area(A)=2.145 acres Impervious Area(AI)= 1.721 acres RV = 0.05 + 0.9I A1) \/\1.7/121 ac) RV = 0.05 + 0.9I I \2.145 ac/ R„=0.772 [Area Reduced WQv=0.166 ac f 7. Runoff Reduction Volume(RRv)from#2(#2 WQv-#6 WQv): v=0ac•f ROOFTOP DISCONNECTION Roof top disconnection was not utilized on this project. Alternative green infrastructure practices for the rooftop areas were implemented;the rooftop downspouts discharge into a stormwater system that leads to an infiltration basin. The discussion of this practice is found under the"Source Control'practices. SOURCE CONTROL WOv TREATMENT PRACTICES The project includes the construction of an underground infiltration basin as well as connection to a larger infiltration basin that is sized to serve as a regional stormwater facility. Drainage Area Tributary to the underground infiltration basin(A)=0.254 acre Impervious Areas(AI)=0.254 acre R„=0.95 WQ, = 0.024 ac•ft Allowable Runoff Reduction Volume for Infiltration Practices RR„=1.00 WQv RRv=0.024 ac f Drainage Area Tributary to the regional infiltration basin(A)= 1.891 acres Impervious Areas(AI)= 1.467 acre Rv=0.748 WQ, = 0.141 ac•ft Allowable Runoff Reduction Volume for Infiltration Practices RR„=1.00 WQv v=0.141 ac TOTAL SOURCE CONTROL RRv v=0.165 ac Required Minimum RRv=0.090 ac-ft PROVIDED RRv=0.165 ac-ft Fastrac Cafe Corinth Road, Town of Queensbury ► Page 37 E. WATER QUALITY VOLUME TREATMENT As the runoff reduction volume, 0.165 ac-ft, equal the water quality treatment volume, 0.165 ac-ft, no additional water quality treatment is necessary. F. WATER QUANTITY As discussed previously in the report,the proposed project alters the hydrologic characteristics of the existing drainage area. Changes in land cover, grading, and the time of concentration due to the proposed project will increase the amount of runoff and the peak flow rates from the site. The stormwater management system must collect, store, and release the runoff such that the discharge from the site complies with the requirements established in the NYSDEC SPDES General Permit for Stormwater Discharges from Construction Activity. In order to comply with current stormwater regulations,the stormwater system must: • Control the release of the runoff from the one-year, 24-hour rainfall event such that it is released over a 24-hour period(Charnel Protection Volume). • The peak rate of discharge from the site during the 10-year, 24-hour rainfall event cannot exceed the peak rate of discharge prior to construction(Overbank Flood Control) • The peak rate of discharge from the site during the 100-year, 24-hour rainfall event cannot exceed the peak rate of discharge prior to construction(Extreme Flood Control). The Town of Queensbury also requires that the peak rate of discharge from the site during the 50-year,24-hour rainfall event not exceed the peak rate of discharge prior to construction. The HydroCAD computations for the stormwater modeling can be found in Appendices C (Existing Conditions) and D (Proposed Conditions). The computations show that the both the underground system and the master infiltration basin have sufficient capacity to collect runoff during the 100-year design storm and temporarily store it while the entire volume infiltrates into the ground. As such, no surface discharge will occur during the design storms. The following is a summary of the computations and discussion of the results. Table 19: Water Quantity Calculations at Main Infiltration Basin(Inf 5) Existing Proposed Proposed Proposed Condition Peak Condition Peak Condition Peak Condition Peak Rainfall 24-Hour Rate of Discharge Storage Elevation Rate of Discharge Storage Elevation Event Rainfall (Surface) (194.00 max) (Surface) (194.00 max) 1-Year 2.20" 0 cfs 190.00 0 cfs 190.00 10-Year 3.66" 0 cfs 190.00 0 cfs 190.00 50-Year 5.24" 0 cfs 190.00 0 cfs 190.08 100-Year 6.12" 0 cfs 190.02 0 cfs 190.25 Fastrac Cafe Corinth Road, Town of Queensbury Page 38 Table 20: Water Quantity Calculations at Hot Spot Underground Storage/Infiltration System Proposed Proposed Condition Peak Condition Peak Rainfall 24-Hour Rate of Discharge Storage Elevation Event Rainfall (Surface) (194.82 max) 1-Year 2.20" 0 cfs 188.25 10-Year 3.66" 0 cfs 189.17 50-Year 5.24" 0 cfs 190.56 100-Year 6.12" 0 cfs 191.55 SECTION V INSPECTION AND MAINTENANCE REQUIREMENTS Best management practices,both construction and operational,must be inspected and maintained on a routine basis in order to ensure continued compliance with the NYS SPDES General Permit for Stormwater Discharges from Construction Activity. The contractor is responsible for inspecting the erosion and sediment control practices daily and after every runoff-producing rainfall event. The operator/owner is responsible for providing a qualified professional, as defined in the SPDES General Permit, to perform the required inspections of the construction site from the time earth-disturbing activities begin until final stabilization is achieved and the Notice of Termination is filed. The inspections shall occur twice a week while the site disturbance is greater than five acres. Once the disturbance is less than five acres,inspection frequency can be reduced to once every seven days. The contractor will submit written evidence of such compliance if requested by the operator or any agent of a regulatory body. The contractor will comply with all conditions of the NYSDEC SPDES General Permit for Stormwater Discharges from Construction Activity, including the conditions related to maintaining the SWPPP and evidence of compliance with the SWPPP at the job site and allowing regulatory personnel access to the job site and to records in order to determine compliance. A. CONSTRUCTION MAINTENANCE/INSPECTION PROCEDURES The operator shall maintain a record of all inspection reports in a site logbook. The logbook shall be maintained on site and be made available to the permitting authority upon request. Prior to the commencement of construction,the operator shall certify in the site logbook that the SWPPP,prepared in accordance with Part IILD. of the NYSDEC SPDES General Permit for Stormwater Discharges from Construction Activity, meets all Federal,State and local erosion and sediment control requirements. The operator shall post at the site, in a publicly accessible location, a summary of the site inspection activities on a monthly basis. 1. Inspection and Maintenance Practices a. Inspections shall occur at least once every seven calendar days. b. At a minimum,the qualified inspector shall inspect all erosion and sediment control practices to ensure integrity and effectiveness,all post-construction stormwater management practices under construction to ensure that they are constructed in conformance with the SWPPP, all areas of disturbance that have not achieved final stabilization, all points of discharge to natural surface waterbodies located within or immediately adjacent to the property boundaries of the construction site,and all points of discharge from the construction site. C. The qualified inspector shall prepare an inspection report subsequent to each and every inspection. At a minimum,the inspection report shall include and/or address the following: Fastrac Cafe Corinth Road, Town of Queensbury Page 39 i. Date and time of inspection; ii. Name and title of person(s)performing inspection; iii. A description of the weather and soil conditions(e.g.dry,wet, saturated)at the time of the inspection; iv. A description of the condition of the runoff at all points of discharge from the construction site. This shall include identification of any discharges of sediment from the construction site. Include discharges from conveyance systems (i.e. pipes, culverts,ditches,etc.)and overland flow; V. A description of the condition of all natural surface waterbodies located within, or immediately adjacent to,the property boundaries of the construction site which receive runoff from disturbed areas. This shall include identification of any discharges of sediment to the surface waterbody; vi. Identification of all erosion and sediment control practices that need repair or maintenance; vii. Identification of all erosion and sediment control practices that were not installed or are not functioning as designed and need to be reinstalled or replaced; viii. Description and sketch of areas that are disturbed at the time of the inspection and areas that have been stabilized(temporarily and/or final)since the last inspection; ix. Current phase of construction of all post-construction stormwater management practices and identification of all construction that is not in conformance with the SWPPP and technical standards; X. Corrective action(s) that must be taken to install, repair, replace, or maintain erosion and sediment control practices; and to correct deficiencies identified with the construction of the post-construction stormwater management practice(s);and xi. Digital photographs, with date stamp, that clearly show the condition of all practices that have been identified as needing corrective actions. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report being maintained onsite within seven (7) calendar days of the date of the inspection. The qualified inspector shall also take digital photographs, with date stamp, that clearly show the condition of the practice(s) after the corrective action has been completed. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report that documents the completion of the corrective action work within seven(7)calendar days of that inspection. d. Within one business day of the completion of an inspection, the qualified inspector shall notify the owner or operator and appropriate contractor or subcontractor of any corrective actions that need to be taken. The contractor or subcontractor shall begin implementing the corrective actions within one business day of this notification and shall complete the corrective actions in a reasonable time frame. C. All inspection reports shall be signed by the qualified inspector. The inspection reports shall be maintained on the site. f. ESC Inspection/Maintenance i. Concrete Truck Washout: ❑ All concrete washout facilities shall be inspected daily. Damaged or leaking facilities shall be deactivated and repaired or replaced immediately. ❑ Accumulated material shall be removed when 75% of the storage capacity of the structure is filled. Fastrac Cafe Corinth Road, Town of Queensbury Page 40 ❑ Dispose of hardened material off-site in a construction/demolition landfill. Hardened material can also be recycled or buried and covered with a minimum cover of two feet of clean compacted earthfill that is permanently stabilized to prevent erosion. ❑ The plastic liner shall be replaced with each cleaning of the washout facility. ❑ Inspect the project site frequently to ensure that no concrete discharges are taking place in non-designated areas. ii. Dust Control - Maintain dust control measures through dry weather periods until all disturbed areas are stabilized. iii. Stabilized Construction Access: ❑ The access shall be maintained in a condition which will prevent tracking of sediment onto public rights-of-way or streets. This may require periodic top dressing with additional aggregate. All sediment spilled,dropped,or washed onto public rights-of-way must be removed immediately. ❑ When necessary, wheels must be cleaned to remove sediment prior to entrance onto public rights-of-way. When washing is required, it shall be done on an area stabilized with aggregate, which drains into an approved sediment-trapping device. All sediment shall be prevented from entering storm drains, ditches, or watercourses. iv. Winter Stabilization ❑ The site shall be inspected frequently to ensure that the erosion and sediment control plan is performing its winter stabilization function. If the site will not have earth disturbing activities ongoing during the "winter season", all bare exposed soil must be stabilized by established vegetation, straw, or other acceptable mulch,matting,rock,or other approved material such as rolled erosion control products. Seeding of areas with mulch cover is preferred but seeding alone is not acceptable for proper stabilization. ❑ Compliance inspections must be performed and reports filed properly in accordance with the SWPPP for all sites under winter shutdown. V. Seeding: Temporary and permanent seeding and all other stabilization measures will be inspected for bare spots,washouts,and healthy growth. g. Inspection and Maintenance Report Forms • Once installation of any required or optional erosion control device or measure has been implemented, at least twice every seven calendar days a Qualified Professional shall inspect each practice. The inspector shall use the forms found in this SWPPP to inventory and report the condition of each measure to assist in maintaining the erosion and sediment control measures in good working order. • These report forms shall become an integral part of the SWPPP and shall be made readily accessible to governmental inspection officials,the operator's engineer, and the operator for review upon request during visits to the project site. In addition, copies of the reports shall be provided to any of these persons upon requires,via mail or facsimile transmission. Inspection and maintenance report forms are to be maintained by the permittee for three years following the final stabilization of the site. • The operator shall also prepare a written summary of its status with respect to compliance with the NYSDEC SPDES General Permit for Stormwater Discharges from Construction Activity at a minimum frequency of every three months during which coverage under the SPDES General Permit exists. The summary should address the status of achieving each component of the SWPPP. The reports shall be signed by the Fastrac Cafe Corinth Road, Town of Queensbury ► Page 41 signatory of the NOI or a duly authorized person and be retained at the construction site. h. Other Record Keeping Requirements The contractor shall keep the following records related to construction activities at the site: • Dates when major grading activities occur and the areas which were graded. • Dates and details concerning the installation of structural controls. • Dates when construction activities cease in an area. • Dates when an area is stabilized,either temporarily or permanently. • Dates of rainfall and the amount of rainfall. • Dates and descriptions of the character and amount of any spills of hazardous materials. • Records of reports filed with regulatory agencies if reportable quantities of hazardous materials are spilled. B. OPERATION MAINTENANCE AND INSPECTIONS PROCEDURES Long-term maintenance of the stormwater management system will be the responsibility of the property owner. Maintenance and inspection check lists have been included in Appendix G and are summarized below: 1. Underground Storage System/Isolator Row a. Inspections i. StormTech recormnends that the Isolator Row be inspected every 6 months for the first year. ii. After the first year,inspections are to occur annually iii. Procedure ❑ Visually inspect for accumulated sediment in isolator row ❑ If visual inspection finds accumulated sediment, insert a stadia rod through the inspection port. If the average depth of sediment exceeds three inches throughout the length,maintenance is required. b. Maintenance i. Using the JetVac process, flush sediment from isolator row with multiple passes until backflush water is clean. ii. Vacuum manhole sump as required. 2. Underground Storage Chambers a. Periodic Inspections i. Dewatering ❑ Dewaters between storms ❑ No evidence of standing water b. Annual,After Major Storms i. Inlet/Outlet Structures ❑ Good condition,no need for repair ❑ No evidence of blockages 3. Bayfilter a. Inspections i. Bayfilter should be inspected within 6 months of installation. Fastrac Cafe Corinth Road, Town of Queensbury ► Page 42 ii. After the first year,inspections are to occur annually. b. Maintenance i. Using a Vac Truck, remove any liquid and sediment that can be removed prior to entry. ii. Using a small lift or the boom of the vac truck,remove the used cartridge iii. After cartridge has been removed,remove the balance of the solids and water. iv. Clean manifold pipes,inspect,and reinstall. V. Install new"exchange"cartridge. vi. Return used cartridge to manufacturer. SECTION VI MATERIALS MANAGEMENT PLAN A. MATERIALS COVERED The following materials or substances are expected to be present onsite during construction: Concrete/Additives/Wastes Cleaning Solvents Detergents Petroleum-based Products Paints/Solvents Pesticides Acids Solid and Construction Wastes Sanitary Wastes Soil Stabilization Additives B. MATERIAL MANAGEMENT PRACTICES The following are the material management practices that will be used to reduce the risk of spills or other accidental exposure of materials and substances to stormwater runoff. The job site superintendent will be responsible for ensuring that these procedures are followed. 1. Good Housekeeping The following good housekeeping practices will be followed onsite during the construction project: ❑ An effort will be made to store only enough products required to do the job. ❑ All materials stored onsite will be stored in a neat, orderly manner and, if possible, under a roof or in a containment area. At a minimum,all containers will be stored with their lids on when not in use. Drip pans shall be provided under all dispensers. ❑ Products will be kept in their original containers with the original manufacturer's label in legible condition. ❑ Substances will not be mixed with one another unless recommended by the manufacturer. ❑ Whenever possible,all of a product will be used up before disposing of the container. ❑ Manufacturer's recommendations for proper use and disposal will be followed. ❑ The job site superintendent will be responsible for daily inspections to ensure proper use and disposal of materials. 2. Hazardous Products These practices will be used to reduce the risks associated with hazardous materials. Material Safety Data Sheets (MSDS's) for each substance with hazardous properties that is used on the job site will be obtained and used for the proper management of potential wastes that may result from these products. An MSDS will be posted in the immediate area where such product is stored and/or used and another copy of each MSDS will be maintained in the SWPPP file at the job site construction trailer office. Each Fastrac Cafe Corinth Road, Town of Queensbury ► Page 43 employee who must handle a substance with hazardous properties will be instructed on the use of MSDS sheets and the specific information in the applicable MSDS for the product he/she is using, particularly regarding spill control techniques. ❑ Products will be kept in original containers with the original labels in legible condition. ❑ Original labels and material safety data sheets (MSDS's)will be procured and used for each material. ❑ If surplus product must be disposed of, manufacturer's or local/state/federal recommended methods for proper disposal will be followed. 3. Hazardous Waste All hazardous waste materials will be disposed of by the contractor in the manner specified by local, state, and/or federal regulations and by the manufacturer of such products. Site personnel will be instructed in these practices by the job site superintendent, who will also be responsible for seeing that these practices are followed. 4. Product Specific Practices The following product specific practices will be followed on the job site. a. Petroleum Products All onsite vehicles will be monitored for leaks and receive regular preventative maintenance to reduce the chance of leakage. Petroleum products will be stored in tightly sealed containers,which are clearly labeled. Any petroleum storage tanks used onsite will have a dike or berm containment structure constructed around it to contain any spills that may occur. Drip pans shall be provided for all dispensers. Any asphalt substances used onsite will be applied according to the manufacturer's recommendations. b. Fertilizers Due to the limited functionality on this project,fertilizers will not be applied to any vegetated areas. C. Paints,Paint Solvents,and Cleaning Solvents All containers will be tightly sealed and stored when not in use. Excess paint and solvents will not be discharged to the storm sewer system but will be properly disposed of according to manufacturer's instructions or state and federal regulations. C. SPILL PREVENTION AND RESPONSE PROCEDURES The contractor will train all personnel in the proper handling and cleanup of spilled materials. No spilled hazardous materials or hazardous wastes will be allowed to come in contact with stormwater discharges. If such contact occurs, the stormwater discharge will be contained on site until appropriate measures in compliance with state and federal regulations are taken to dispose of such contaminated stormwater. It shall be the responsibility of the job site superintendent to properly train all personnel in spill prevention and clean up procedures. In order to minimize the potential for a spill of hazardous materials to come into contact with stormwater,the following steps will be implemented: 1. All materials with hazardous properties(such as pesticides,petroleum products,fertilizers,detergents, construction chemicals,acids,paints,paint solvents,cleaning solvents,additives for soil stabilization, concrete curing compounds and additives, etc.) will be stored in a secure location with their lids on, preferably under cover,when not in use. 2. The minimum practical quantity of all such materials will be kept on the job site. 3. A spill control and containment kit (containing, for example, absorbent materials, acid neutralizing powder, brooms, dust pans,mops, rags, gloves, goggles,plastic and metal trash containers, etc.)will be provided at the storage site. Fastrac Cafe Corinth Road, Town of Queensbury Page 44 4. Manufacturer's recommended methods for spill cleanup will be clearly posted and site personnel will be trained regarding these procedures and the location of the information and cleanup supplies. In the event of a spill,the following procedures should be followed: 1. All spills will be cleaned up immediately after discovery. 2. The spill area will be kept well ventilated and personnel will wear appropriate protective clothing to prevent injury from contact with the hazardous substances. 3. The project manager and the Engineer-of-Record will be notified immediately. 4. Spills of toxic or hazardous materials will be reported to the appropriate federal, state, and/or local government agency regardless of the size of the spill. Spills of amounts that exceed Reportable Quantities of certain substances specifically mentioned in federal regulations (40 CFR 110, 40 CFR 117, and 40 CFR 302) must be immediately reported to the NYS DEC 24-Hour Spill Hotline at 1- 800-457-7362. 5. If the spill exceeds a Reportable Quantity, the SWPPP must be modified within seven (7) calendar days of knowledge of the discharge to provide a description of the release,the circumstances leading to the release,and the date of the release. The plans must identify measures to prevent the recurrence of such releases and to respond to such releases. 6. The job site superintendent will be the spill prevention and response coordinator. He will designate the individuals who will receive spill prevention and response training. These individuals will each become responsible for a particular phase of prevention and response. The names of these personnel will be posted in the material storage area and in the office trailer onsite. D. CONTROL OF NON-STORMWATER DISCHARGES Certain types of discharges are allowable under the NYSDEC SPDES General Permit for Stormwater Discharges from Construction Activity and it is the intent of this SWPPP to allow such discharges. These types of discharges will be allowed under the conditions that no pollutants will be allowed to come in contact with the water prior to or after it is discharged. The control measures,which have been outlined previously in this SWPPP,will be strictly followed to ensure that no contamination of these non-stormwater discharges takes place. The following non-stormwater discharges are allowed by the NYSDEC and may occur at the job site: 1. Discharges from fire fighting activities 2. Fire hydrant flushing 3. Waters to which cleansers or other components have not been added that are used to wash vehicles or control duct. 4. Routine external building washdown which does not use detergents 5. Pavement washwaters where spills or leaks of toxic or hazardous materials have not occurred(unless all spilled material has been removed)and where detergents are not used 6. Air conditioning condensate 7. Springs 8. Foundation or footing drains where flows are not contaminated with process materials such as solvents. Fastrac Cafe Corinth Road, Town of Queensbury ► Page 45 SECTION VII CERTIFICATION AND NOTIFICATION The New York State Department of Environmental Conservation requires that the operator and the contractor make certifications of knowledge of the contents of this SWPPP and agreement to follow the SWPPP. The terms of the General Permit also require that each contractor sign the SWPPP plan,thereby making them co- permittees and acknowledging their responsibility for certain operation aspects of the plan. These certifications should be signed before the contractor begins activities and should be filed with the site's SWPPP at the jobsite. Upon completion of the work,a representative of StormTech will provide the engineer with a certification that the installation of the underground storage system is in compliance with the approved plans and that the manner of installation meets StormTech's specifications. This certification will be submitted to the Town with the Engineer's certification of that the entire stormwater system has been constructed in compliance with the approved plans,specifications,and SWPPP. APPENDIX A NYS OPRHP Correspondence EroKParks Recreation STATE QF , # aPPoR TUN ITY. and Historic Preservation ANDREW M. CUOMO ROSE HARVEY Governor Commissioner June 01, 2016 Mr. Joshua O'Connor P.E. Bohler Engineering 17 Computer Drive West Albany, ny 12205 Re: DEC Switchco LLC Development Corinth Road and NYS 1-87, Queensbury, NY 16PRO3396 Dear Mr. O'Connor: Thank you for requesting the comments of the Office of Parks, Recreation and Historic Preservation (OPRHP). We have reviewed the project in accordance with the New York State Historic Preservation Act of 1980 (Section 14.09 of the New York Parks, Recreation and Historic Preservation Law). These comments are those of the OPRHP and relate only to Historic/Cultural resources. They do not include potential environmental impacts to New York State Parkland that may be involved in or near your project. Such impacts must be considered as part of the environmental review of the project pursuant to the State Environmental Quality Review Act (New York Environmental Conservation Law Article 8) and its implementing regulations (6 NYCRR Part 617). Based upon this review, it is the New York State Office of Parks, Recreation and Historic Preservation's opinion that your project will have no impact on archaeological and/or historic resources listed in or eligible for the New York State and National Registers of Historic Places. If further correspondence is required regarding this project, please be sure to refer to the OPRHP Project Review (PR) number noted above. Sincerely, Ruth L. Pierpont Deputy Commissioner for Historic Preservation Division for Historic Preservation P.O. Box 189,Waterford, New York 12188-0189•(518)237-8643•www.nysparks.com APPENDIX B NRCS Soils Mapping Z Z - v a 060S6/t, OTOS6Lb 0£6b6Lb OS8b6Lb 0LLb6Lb 069b6Lb OT9b6Lb O O d "4D - ti O f _ .. O O + O N z ,, 41 > *^ O O S Q o j 0 CDLn r. Cl o o U ccru '0 •+q•� G O z O U) U _ V I L�pi S6 .O a ll I Ip Z o L F N 7 x J. ^ 0� O • - Y �' ,'ti-I AM n L 'Y O C l./ �se� C O 3'-'• } ' a 'po 0 0 In Ln C d L 0 C y 0 Z� R O -dirM„6,T4 o£L r_ _- _{a.l - � a. •s: '_} - _ �. .7 � M„6,T4 o£L Q 060S6/t7 OTOS6Lb •0£6b6Lb OS8b6Lb 0LLb6Lb 06 6/t7 OT9b6Lb z z v - a a c2 v a) a) o 0 0 O C O O C N N W N = O 3 O U a) N 0) N y 0 y p U y U N O a) N m y 7 N a) y m m m 2i C a ' U y ma) a) O U Y O Q UO) Oa � y = U Q O m E m U m O Na) O U m y -0 O 0 a) m °� T�? y U Y co — s o a) a) o o y E m a) y N a) C7 os � -0 � � vii Ca w 0 E o m C 3 co ami - N — .2_ Z y o y E (6 O y W y C 0 7 Q a) N a) m Q m 'O O CLL U) Z Q Q y N LL 3 �_ fUA (6 U U �O o N y N (n a) N O O Q -o CL O O m a) p C a) 7 2� i U p (6 7 (fl m O (6 p_ a) > > O 0 c O � a) C ' m 0 — o (IUL E T m LL a) a) — a) tl) � '� y L O N a-2 -o .0 EO O U N =0 a) o0 (n y > Q 0 m ami U a) a) Q o U5 - t o m a o a) o () U m E Q U m y Q J.N (6 J US U) C C N y Q y a) C .� m E O m > Z -0 Q U m a) — m O O N O m m E rn E m a) a) Q m m n n ns a) o > a) aCL ) y U o rn a) a) m m E o o > 3 12 0 ~_ o O a��i U 3 U m voi a m :� m t 70 N-a U a) N U T E U a) E m (u C 0 a) a) Q m U) E a) m o = m p C a.o � .2 Q Q m O � W -0 E a) o E 0 a) o 3 T m L O N 'E 2) C N N i (n O C 7 O- > (n a) E y 0 .Q O m Y a) m N p w m m 3 - O Q.a? a) U y > — — m a) o a) E m E } H w E Q N a E in U 2 Q-o Q v H cn in in o H v . o a) Z > a) O U) U `m U > — m � U Q o m O ,� a) o > � U 'a m Q -Fu in ° ° w w o 0 U a as a) o o r Z 0 ° E m 0 a 0 w `o m = U U o Z u) o m Z) v Q 0 R r C a) � Z D D a a O ON LU F m LU J � � CL C C y o C w Or- o y y a C) a v a O O Q rn Q a m m U U o z Q a m m U U o z a) Q a m m r 16 U N Cl) Q y O y ,O L L 7 y w 0 (0 O Z U ai Hydrologic Soil Group—Warren County, New York Hydrologic Soil Group Hydrologic Soil Group—Summary by Map Unit—Warren County,New York(NY113) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI OaA Oakville loamy fine sand, A 34.1 100.0% 0 to 3 percent slopes Totals for Area of Interest 34.1 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained orwell drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture.These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential)when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method. Dominant Condition Component Percent Cutoff.- None Specified usoA Natural Resources Web Soil Survey 11/21/2016 411111110 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—Warren County, New York Tie-break Rule: Higher USDA Natural Resources Web Soil Survey 11/21/2016 4� Conservation Service National Cooperative Soil Survey Page 4 of 4 APPENDIX C HydroCAD Output - Existing Conditions � \ \ � \ \� = m _ D m \ 3 % e _ $ \ \ 2 \ w § D/ 2 0 U) #— / / \ / � Cp o � _ \ oke e \ F / 2 2 �5 » 2 £ r / �2 § 777 / � 6 # o 0 _ � 6 � � k � \ / \ E \ � # _ m co U) « 7T / \ o � ) \ \ \ / > j / o 0 — m /= \ \ \ \ Of \ k % CO 7 % / \ U LO \ E S / ® k g � ƒ / (1) o u 2 m k \ C: LL �/ I m L kk / E o \ CL o21 <ucLro)) f // f \ 5 = X22 -0 / Cl) oke ƒ E �f ƒ 2@c O \ n / e D 6 O < Cl) / M z E LD ƒ � Cl) En / ƒ m @ <MCO / � f � « » 2 N ) § k D k = 2 ƒ � U) a A : N7 : _ tco m � » fn \ O � / k E U) Boehler Proposed 1 Type 1124-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCAD®10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pam Summary for Subcatchment 1S:Watershed Area 1 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 @ Depth= 0.00" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 1-yr Rainfall=2.20" Area(sf) CN Adi Description 50,029 32 Woods/grass comb.,Good,HSG A 8,890 98 Paved roads w/curbs&sewers,HSG C 2,146 98 Unconnected roofs,HSG A 61,065 44 43 Weighted Average,UI Adjusted 50,029 81.93%Pervious Area 11,036 18.07%Impervious Area 2,146 19.45%Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Minimum Tc for TR-55 Summary for Subcatchment 4S:Watershed Area 4 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 @ Depth= 0.00" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 1-yr Rainfall=2.20" Area(sf) CN Description 96,633 32 Woods/grass comb.,Good,HSG A 9,261 98 Paved roads w/curbs&sewers,HSG C 105,894 38 Weighted Average 96,633 91.25%Pervious Area 9,261 8.75%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 41.7 100 0.0050 0.04 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.57" 0.5 39 0.0600 1.22 Shallow Concentrated Flow, Woodland Kv=5.0 fps 42.2 139 Total Summary for Subcatchment 7S:Watershed Area 7 Runoff = 0.01 cfs @ 12.45 hrs, Volume= 0.005 @ Depth= 0.07" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 1-yr Rainfall=2.20" Area(sf) CN Description 25,761 39 >75%Grass cover,Good,HSG A 12,581 98 Paved parking,HSG A 38,342 58 Weighted Average 25,761 67.19%Pervious Area 12,581 32.81%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Minimum Tc for TR-55 Boehler Proposed 1 Type 1124-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pam Summary for Subcatchment 8S:Watershed Area 8 Runoff = 4.74 cfs @ 11.96 hrs, Volume= 0.248 @ Depth= 1.77" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 1-yr Rainfall=2.20" Area(sf) CN Description 4,953 69 50-75%Grass cover,Fair,HSG B 54,325 98 Paved roads w/curbs&sewers,HSG C 14,016 98 Unconnected roofs,HSG A 73,294 96 Weighted Average 4,953 6.76%Pervious Area 68,341 93.24%Impervious Area 14,016 20.5 1%Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Minimum Tc for TR-55 Summary for Reach 2R: Overflow Swale 1 Inflow Area= 1.402 ac, 18.07%Impervious, Inflow Depth= 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Max.Velocity=0.00 fps, Min.Travel Time=0.0 min Avg.Velocity=0.00 fps, Avg.Travel Time=0.0 min Peak Storage=0 cf @ 0.00 hrs Average Depth at Peak Storage=0.00' Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=392.78 cfs 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=195.0' Slope=0.0077Y Inlet Invert=198.50', Outlet Invert=197.00' Summary for Reach 40S: Overflow Swale 4 Inflow Area= 3.833 ac, 12.16%Impervious, Inflow Depth= 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Max.Velocity=0.00 fps, Min.Travel Time=0.0 min Avg.Velocity=0.00 fps, Avg.Travel Time=0.0 min Peak Storage=0 cf @ 0.00 hrs Average Depth at Peak Storage=0.00' Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=481.52 cfs Boehler Proposed 1 Type1124-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pam 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=173.0' Slope-0.0116Y Inlet Invert=197.00', Outlet Invert=195.00' Summary for Pond IIB: Infiltration Basin 1 Inflow Area= 1.402 ac, 18.07%Impervious, Inflow Depth= 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 @ Atten=0%, Lag=0.0 min Discarded= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=197.00'g 0.00 hrs Surf.Area=409 sf Storage=0 cf Plug-Flow detention time-(not calculated:initial storage exceeds outflow) Center-of-Mass det.time=�not calculated:no inflow) Volume Invert Avail.Storage Storage Description #1 197.00' 2,013 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.00 409 0 0 198.50 2,275 2,013 2,013 Device Routing Invert Outlet Devices #1 Primary 198.50' 11.0'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 #2 Discarded 197.00' 15.000 in/hr Exfiltration over Surface area above 197.00'Excluded Surface area=409 sf Discarded Outflow Max--0.00 cfs @ 0.00 hrs HW=197.00' (Free Discharge) L2=Exfiltration (Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=197.00' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 1SB: Sediment Basin 1 Inflow Area= 1.402 ac, 18.07%Impervious, Inflow Depth= 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=197.50'g 0.00 hrs Surf.Area=405 sf Storage=0 cf Plug-Flow detention time-(not calculated:initial storage exceeds outflow) Center-of-Mass det.time=�not calculated:no inflow) Boehler Proposed 1 Type 1124-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 4 Volume Invert Avail.Storage Storage Description #1 197.50' 2,637 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.50 405 0 0 198.50 934 670 670 199.50 3,000 1,967 2,637 Device Routing Invert Outlet Devices #1 Primary 198.50' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=197.50' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 4IB: Infiltration Basin 4 Inflow Area= 3.833 ac, 12.16%Impervious, Inflow Depth= 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 @ Atten=0%, Lag=0.0 min Discarded= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=195.50'@ 0.00 hrs Surf.Area=573 sf Storage=0 cf Plug-Flow detention time-(not calculated:initial storage exceeds outflow) Center-of-Mass det.time=�not calculated:no inflow) Volume Invert Avail.Storage Storage Description #1 195.50' 2,189 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 195.50 573 0 0 197.00 2,346 2,189 2,189 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'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 #2 Discarded 195.50' 42.000 in/hr Exfiltration over Surface area above 195.50'Excluded Surface area=573 sf Discarded OutFlow Max--0.00 cfs @ 0.00 hrs HW=195.50' (Free Discharge) L2=Exfiltration (Controls 0.00 cfs) Primary OutFlow Max--0.00 cfs @ 0.00 hrs HW=195.50' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 4SB: Sediment Basin 4 Inflow Area= 3.833 ac, 12.16%Impervious, Inflow Depth= 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=196.00'@ 0.00 hrs Surf.Area=494 sf Storage=0 cf Plug-Flow detention time-(not calculated:initial storage exceeds outflow) Boehler Proposed 1 Type 1124-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pam Center-of-Mass det.time==(not calculated:no inflow) Volume Invert Avail.Storage Storage Description #1 196.00' 4,741 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.00 494 0 0 197.00 996 745 745 199.00 3,000 3,996 4,741 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=196.00' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 7SB: Sediment Basin 7 Inflow Area= 6.396 ac, 36.33%Impervious, Inflow Depth= 0.48" for 1-yr event Inflow = 4.74 cfs @ 11.96 hrs, Volume= 0.253 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 @ Atten=100%, Lag=0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=192.91'@ 24.40 hrs Surf Area=6,732 sf Storage=11,028 cf Plug-Flow detention time-(not calculated:initial storage exceeds outflow) Center-of-Mass det.time=�not calculated:no outflow) Volume Invert Avail.Storage Storage Description #1 191.00' 19,032 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 191.00 4,841 0 0 193.00 6,826 11,667 11,667 194.00 7,903 7,365 19,032 Device Routing Invert Outlet Devices #1 Primary 193.00' 20.0'long x 6.0'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) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=191.00' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond C4: Culvert 4 Inflow Area= 4.713 ac, 16.0 1%Impervious, Inflow Depth= 0.01" for 1-yr event Inflow = 0.01 cfs @ 12.45 hrs, Volume= 0.005 of Outflow = 0.01 cfs @ 12.45 hrs, Volume= 0.005 @ Atten=0%, Lag=0.0 min Primary = 0.01 cfs @ 12.45 hrs, Volume= 0.005 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=195.04'@ 12.45 hrs Flood Elev=196.00' Boehler Proposed 1 Type 1124-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 6 Device Routing Invert Outlet Devices #1 Primary 195.00' 12.0" Round Culvert L=80.0' Ke=0.500 Inlet/Outlet Invert—195.00'/193.50' S=0.0187 Y Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary Outflow Max--0.01 cfs @ 12.45 hrs HW=195.04' (Free Discharge) Ll=Culvert (Inlet Controls 0.01 cfs @ 0.71 fps) Boehler Proposed 2_Fastrac Existing Type II 24-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCAD®10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 7 Summary for Subcatchment 2S:Watershed Area 2 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 @ Depth= 0.00" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 1-yr Rainfall=2.20" Area(sf) CN Description 55,800 32 Woods/grass comb.,Good,HSG A 3,675 98 Paved roads w/curbs&sewers,HSG C 59,475 36 Weighted Average 55,800 93.82%Pervious Area 3,675 6.18%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.0 100 0.0355 0.09 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.57" 4.0 171 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv=5.0 fps 23.0 271 Total Summary for Subcatchment 3S:Watershed Area 3 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 @ Depth= 0.00" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 1-yr Rainfall=2.20" Area(sf) CN Description 58,493 32 Woods/grass comb.,Good,HSG A 7,160 98 Paved roads w/curbs&sewers,HSG C 65,653 39 Weighted Average 58,493 89.09%Pervious Area 7,160 10.91%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.0 100 0.0355 0.09 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.57" 3.3 169 0.0296 0.86 Shallow Concentrated Flow, Woodland Kv=5.0 fps 22.3 269 Total Summary for Subcatchment 6S:Watershed Area 9 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 @ Depth= 0.00" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 1-yr Rainfall=2.20" Area(sf) CN Description 112,321 39 >75%Grass cover,Good,HSG A 9,512 98 Paved parking,HSG A 121,833 44 Weighted Average 112,321 92.19%Pervious Area 9,512 7.81%Impervious Area Boehler Proposed 2_Fastrac Existing Type II 24-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 8 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.6 100 0.0170 0.07 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.57" 11.1 420 0.0081 0.63 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 0.2 38 0.1500 2.71 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 36.9 558 Total Summary for Reach 30S: Overflow Swale 3 Inflow Area= 2.873 ac, 8.66%Impervious, Inflow Depth= 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Max.Velocity=0.00 fps, Min.Travel Time=0.0 min Avg.Velocity=0.00 fps, Avg.Travel Time=0.0 min Peak Storage=0 cf @ 0.00 hrs Average Depth at Peak Storage=0.00' Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=439.14 cfs 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=104.0' Slope=0.0096Y Inlet Invert=196.66', Outlet Invert=195.66' Summary for Reach 3R: Overflow Swale 2 Inflow Area= 1.365 ac, 6.18%Impervious, Inflow Depth= 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Max.Velocity=0.00 fps, Min.Travel Time=0.0 min Avg.Velocity=0.00 fps, Avg.Travel Time=0.0 min Peak Storage=0 cf @ 0.00 hrs Average Depth at Peak Storage=0.00' Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=392.78 cfs 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=195.0' Slope=0.0077Y Inlet Invert=198.50', Outlet Invert=197.00' Boehler Proposed 2_Fastrac Existing Type II 24-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 9 Summary for Pond 2IB: Infiltration Basin 2 Inflow Area= 1.365 ac, 6.18%Impervious, Inflow Depth= 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 @ Atten=0%, Lag=0.0 min Discarded= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=197.00'g 0.00 hrs Surf.Area=314 sf Storage=0 cf Plug-Flow detention time-(not calculated:initial storage exceeds outflow) Center-of-Mass det.time=�not calculated:no inflow) Volume Invert Avail.Storage Storage Description #1 197.00' 1,578 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.00 314 0 0 198.50 1,790 1,578 1,578 Device Routing Invert Outlet Devices #1 Primary 198.50' 11.0'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 #2 Discarded 197.00' 15.000 in/hr Exfiltration over Surface area above 197.00'Excluded Surface area=314 sf Discarded OutFlow Max--0.00 cfs @ 0.00 hrs HW=197.00' (Free Discharge) L2=Exfiltration (Controls 0.00 cfs) Primary OutFlow Max--0.00 cfs @ 0.00 hrs HW=197.00' TW=198.50' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 2SB: Sediment Basin 2 Inflow Area= 1.365 ac, 6.18%Impervious, Inflow Depth= 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=197.50'g 0.00 hrs Surf.Area=303 sf Storage=0 cf Plug-Flow detention time-(not calculated:initial storage exceeds outflow) Center-of-Mass det.time=�not calculated:no inflow) Volume Invert Avail.Storage Storage Description #1 197.50' 1,434 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.50 303 0 0 198.50 710 507 507 199.00 3,000 928 1,434 Device Routing Invert Outlet Devices #1 Primary 197.50' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Boehler Proposed 2_Fastrac Existing Type II 24-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Paae 10 Primary OutFlow Max--0.00 cfs @ 0.00 hrs HW=197.50' TW=197.00' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 3IB: Infiltration Basin 3 Inflow Area= 2.873 ac, 8.66%Impervious, Inflow Depth= 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 @ Atten=0%, Lag=0.0 min Discarded= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=195.50'@ 0.00 hrs Surf.Area=573 sf Storage=0 cf Plug-Flow detention time-(not calculated:initial storage exceeds outflow) Center-of-Mass det.time=�not calculated:no inflow) Volume Invert Avail.Storage Storage Description #1 195.50' 2,189 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 195.50 573 0 0 197.00 2,346 2,189 2,189 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'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 #2 Discarded 195.50' 42.000 in/hr Exfdtration over Surface area above 195.50'Excluded Surface area=573 sf Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=195.50' (Free Discharge) L2=Exfdtration (Controls 0.00 cfs) Primary OutFlow Max--0.00 cfs @ 0.00 hrs HW=195.50' TW=196.66' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 3SB: Sediment Basin 3 Inflow Area= 2.873 ac, 8.66%Impervious, Inflow Depth= 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=196.00'@ 0.00 hrs Surf.Area=495 sf Storage=0 cf Plug-Flow detention time-(not calculated:initial storage exceeds outflow) Center-of-Mass det.time=�not calculated:no inflow) Volume Invert Avail.Storage Storage Description #1 196.00' 4,742 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.00 495 0 0 197.00 996 746 746 199.00 3,000 3,996 4,742 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Boehler Proposed 2_Fastrac Existing Type II 24-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Paae 11 Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary Outflow Max--0.00 cfs@ 0.00 hrs HW=196.00' TW=195.50' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 5IB: Infiltration Basin 5 Inflow Area= 12.065 ac, 23.13%Impervious, Inflow Depth= 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Discarded= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=190.00'g 0.00 hrs Surf.Area=22,224 sf Storage=0 cf Plug-Flow detention time-(not calculated:initial storage exceeds outflow) Center-of-Mass det.time=�not calculated:no inflow) Volume Invert Avail.Storage Storage Description #1 190.00' 105,914 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 190.00 22,224 0 0 193.00 28,790 76,521 76,521 194.00 29,996 29,393 105,914 Device Routing Invert Outlet Devices #1 Discarded 190.00' 25.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=190.00' (Free Discharge) L1=Exfiltration (Passes 0.00 cfs of 12.86 cfs potential flow) Summary for Pond 5SB: Sediment Basin 5 Inflow Area= 5.669 ac, 8.24%Impervious, Inflow Depth= 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=194.26'g 0.00 hrs Surf.Area=12 sf Storage=0 cf Plug-Flow detention time-(not calculated:initial storage exceeds outflow) Center-of-Mass det.time=�not calculated:no inflow) Volume Invert Avail.Storage Storage Description #1 194.26' 1,674 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 194.26 12 0 0 195.50 1,054 661 661 196.00 3,000 1,014 1,674 Device Routing Invert Outlet Devices #1 Primary 195.50' 18.0'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 Boehler Proposed 2_Fastrac Existing Type 1124-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 C 2016 HydroCAD Software Solutions LLC Paae 12 Primary Outflow Max--0.00 cfs @ 0.00 hrs HW=194.26' TW=190.00' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Link 8L: Boehler 1 Inflow Area= 6.396 ac, 36.33%Impervious, Inflow Depth= 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 at Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-36.00 hrs,dt=0.02 hrs 1-yr Primary Outflow Imported from Boehler Proposed 1—Pond 7SB.hce Boehler Proposed 1 Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCAD®10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 1 Summary for Subcatchment 1S:Watershed Area 1 Runoff = 0.01 cfs @ 15.01 hrs, Volume= 0.008 @ Depth= 0.07" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 10-yr Rainfall=3.66" Area(sf) CN Adi Description 50,029 32 Woods/grass comb.,Good,HSG A 8,890 98 Paved roads w/curbs&sewers,HSG C 2,146 98 Unconnected roofs,HSG A 61,065 44 43 Weighted Average,UI Adjusted 50,029 81.93%Pervious Area 11,036 18.07%Impervious Area 2,146 19.45%Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Minimum Tc for TR-55 Summary for Subcatchment 4S:Watershed Area 4 Runoff = 0.00 cfs @ 24.09 hrs, Volume= 0.002 @ Depth= 0.01" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 10-yr Rainfall=3.66" Area(sf) CN Description 96,633 32 Woods/grass comb.,Good,HSG A 9,261 98 Paved roads w/curbs&sewers,HSG C 105,894 38 Weighted Average 96,633 91.25%Pervious Area 9,261 8.75%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 41.7 100 0.0050 0.04 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.57" 0.5 39 0.0600 1.22 Shallow Concentrated Flow, Woodland Kv=5.0 fps 42.2 139 Total Summary for Subcatchment 7S:Watershed Area 7 Runoff = 0.64 cfs @ 12.00 hrs, Volume= 0.038 @ Depth= 0.52" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 10-yr Rainfall=3.66" Area(sf) CN Description 25,761 39 >75%Grass cover,Good,HSG A 12,581 98 Paved parking,HSG A 38,342 58 Weighted Average 25,761 67.19%Pervious Area 12,581 32.81%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Minimum Tc for TR-55 Boehler Proposed 1 Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 2 Summary for Subcatchment 8S:Watershed Area 8 Runoff = 8.27 cfs @ 11.96 hrs, Volume= 0.449 @ Depth= 3.20" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 10-yr Rainfall=3.66" Area(sf) CN Description 4,953 69 50-75%Grass cover,Fair,HSG B 54,325 98 Paved roads w/curbs&sewers,HSG C 14,016 98 Unconnected roofs,HSG A 73,294 96 Weighted Average 4,953 6.76%Pervious Area 68,341 93.24%Impervious Area 14,016 20.5 1%Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Minimum Tc for TR-55 Summary for Reach 2R: Overflow Swale 1 Inflow Area= 1.402 ac, 18.07%Impervious, Inflow Depth= 0.00" for 10-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Max.Velocity=0.00 fps, Min.Travel Time=0.0 min Avg.Velocity=0.00 fps, Avg.Travel Time=0.0 min Peak Storage=0 cf @ 0.00 hrs Average Depth at Peak Storage=0.00' Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=392.78 cfs 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=195.0' Slope=0.0077Y Inlet Invert=198.50', Outlet Invert=197.00' Summary for Reach 40S: Overflow Swale 4 Inflow Area= 3.833 ac, 12.16%Impervious, Inflow Depth= 0.00" for 10-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Max.Velocity=0.00 fps, Min.Travel Time=0.0 min Avg.Velocity=0.00 fps, Avg.Travel Time=0.0 min Peak Storage=0 cf @ 0.00 hrs Average Depth at Peak Storage=0.00' Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=481.52 cfs Boehler Proposed 1 Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 3 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=173.0' Slope-0.0116Y Inlet Invert=197.00', Outlet Invert=195.00' Summary for Pond IIB: Infiltration Basin 1 Inflow Area= 1.402 ac, 18.07%Impervious, Inflow Depth= 0.00" for 10-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 @ Atten=0%, Lag=0.0 min Discarded= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=197.00'g 0.00 hrs Surf.Area=409 sf Storage=0 cf Plug-Flow detention time-(not calculated:initial storage exceeds outflow) Center-of-Mass det.time=�not calculated:no inflow) Volume Invert Avail.Storage Storage Description #1 197.00' 2,013 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.00 409 0 0 198.50 2,275 2,013 2,013 Device Routing Invert Outlet Devices #1 Primary 198.50' 11.0'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 #2 Discarded 197.00' 15.000 in/hr Exfiltration over Surface area above 197.00'Excluded Surface area=409 sf Discarded Outflow Max--0.00 cfs @ 0.00 hrs HW=197.00' (Free Discharge) L2=Exfiltration (Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=197.00' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 1SB: Sediment Basin 1 Inflow Area= 1.402 ac, 18.07%Impervious, Inflow Depth= 0.07" for 10-yr event Inflow = 0.01 cfs @ 15.01 hrs, Volume= 0.008 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 @ Atten=100%, Lag=0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=198.13'g 24.40 hrs Surf Area=740 sf Storage=363 cf Plug-Flow detention time-(not calculated:initial storage exceeds outflow) Center-of-Mass det.time=�not calculated:no outflow) Boehler Proposed 1 Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 4 Volume Invert Avail.Storage Storage Description #1 197.50' 2,637 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.50 405 0 0 198.50 934 670 670 199.50 3,000 1,967 2,637 Device Routing Invert Outlet Devices #1 Primary 198.50' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=197.50' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 4IB: Infiltration Basin 4 Inflow Area= 3.833 ac, 12.16%Impervious, Inflow Depth= 0.00" for 10-yr event Inflow = 0.00 cfs @ 0.00 Ins, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 Ins, Volume= 0.000 @ Atten=0%, Lag=0.0 min Discarded= 0.00 cfs @ 0.00 Ins, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 Ins, Volume= 0.000 of Routing by Stor-Ind method,Time Span=0.00-36.00 Ins,dt=0.05 hrs Peak Elev=195.50'@ 0.00 hrs Surf.Area=573 sf Storage=0 cf Plug-Flow detention time-(not calculated:initial storage exceeds outflow) Center-of-Mass det.time=�not calculated:no inflow) Volume Invert Avail.Storage Storage Description #1 195.50' 2,189 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 195.50 573 0 0 197.00 2,346 2,189 2,189 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'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 #2 Discarded 195.50' 42.000 in/hr Exfiltration over Surface area above 195.50'Excluded Surface area=573 sf Discarded OutFlow Max--0.00 cfs @ 0.00 hrs HW=195.50' (Free Discharge) L2=Exfiltration (Controls 0.00 cfs) Primary OutFlow Max--0.00 cfs @ 0.00 hrs HW=195.50' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 4SB: Sediment Basin 4 Inflow Area= 3.833 ac, 12.16%Impervious, Inflow Depth= 0.01" for 10-yr event Inflow = 0.00 cfs @ 24.09 Ins, Volume= 0.002 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 @ Atten=100%, Lag=0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method,Time Span=0.00-36.00 Ins,dt=0.05 hrs Peak Elev=196.16'@ 26.40 hrs Surf Area=572 sf Storage=83 cf Plug-Flow detention time-(not calculated:initial storage exceeds outflow) Boehler Proposed 1 Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 5 Center-of-Mass det.time==(not calculated:no outflow) Volume Invert Avail.Storage Storage Description #1 196.00' 4,741 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.00 494 0 0 197.00 996 745 745 199.00 3,000 3,996 4,741 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=196.00' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 7SB: Sediment Basin 7 Inflow Area= 6.396 ac, 36.33%Impervious, Inflow Depth= 0.91" for 10-yr event Inflow = 8.82 cfs @ 11.97 hrs, Volume= 0.487 of Outflow = 1.63 cfs @ 12.17 hrs, Volume= 0.219 @ Atten=82% Lag=12.2 min Primary = 1.63 cfs @ 12.17 hrs, Volume= 0.219 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=193.11'@ 12.17 hrs Surf Area=6,940 sf Storage=12,394 cf Plug-Flow detention time-287.1 min calculated for 0.219 of(45%of inflow) Center-of-Mass det.time=156.8 min(934.8-778.1) Volume Invert Avail.Storage Storage Description #1 191.00' 19,032 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 191.00 4,841 0 0 193.00 6,826 11,667 11,667 194.00 7,903 7,365 19,032 Device Routing Invert Outlet Devices #1 Primary 193.00' 20.0'long x 6.0'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) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary OutFlow Max--l.57 cfs@ 12.17 hrs HW=193.10' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Weir Controls 1.57 cfs @ 0.76 fps) Summary for Pond C4: Culvert 4 Inflow Area= 4.713 ac, 16.0 1%Impervious, Inflow Depth= 0.10" for 10-yr event Inflow = 0.64 cfs @ 12.00 hrs, Volume= 0.038 of Outflow = 0.64 cfs @ 12.00 hrs, Volume= 0.038 @ Atten=0%, Lag=0.0 min Primary = 0.64 cfs @ 12.00 hrs, Volume= 0.038 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=195.40'@ 12.00 hrs Flood Elev=196.00' Boehler Proposed 1 Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 6 Device Routing Invert Outlet Devices #1 Primary 195.00' 12.0" Round Culvert L=80.0' Ke=0.500 Inlet/Outlet Invert—195.00'/193.50' S=0.0187 Y Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary Outflow Max--0.63 cfs @ 12.00 hrs HW=195.40' (Free Discharge) Ll=Culvert (Inlet Controls 0.63 cfs @ 2.15 fps) Boehler Proposed 2_Fastrac Existing Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCAD®10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 7 Summary for Subcatchment 2S:Watershed Area 2 Runoff = 0.00 cfs @ 24.08 hrs, Volume= 0.000 g Depth= 0.00" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 10-yr Rainfall=3.66" Area(sf) CN Description 55,800 32 Woods/grass comb.,Good,HSG A 3,675 98 Paved roads w/curbs&sewers,HSG C 59,475 36 Weighted Average 55,800 93.82%Pervious Area 3,675 6.18%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.0 100 0.0355 0.09 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.57" 4.0 171 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv=5.0 fps 23.0 271 Total Summary for Subcatchment 3S:Watershed Area 3 Runoff = 0.00 cfs @ 24.02 hrs, Volume= 0.002 g Depth= 0.02" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 10-yr Rainfall=3.66" Area(sf) CN Description 58,493 32 Woods/grass comb.,Good,HSG A 7,160 98 Paved roads w/curbs&sewers,HSG C 65,653 39 Weighted Average 58,493 89.09%Pervious Area 7,160 10.91%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.0 100 0.0355 0.09 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.57" 3.3 169 0.0296 0.86 Shallow Concentrated Flow, Woodland Kv=5.0 fps 22.3 269 Total Summary for Subcatchment 6S:Watershed Area 9 Runoff = 0.03 cfs @ 13.98 hrs, Volume= 0.021 g Depth= 0.09" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 10-yr Rainfall=3.66" Area(sf) CN Description 112,321 39 >75%Grass cover,Good,HSG A 9,512 98 Paved parking,HSG A 121,833 44 Weighted Average 112,321 92.19%Pervious Area 9,512 7.81%Impervious Area Boehler Proposed 2_Fastrac Existing Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 8 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.6 100 0.0170 0.07 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.57" 11.1 420 0.0081 0.63 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 0.2 38 0.1500 2.71 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 36.9 558 Total Summary for Reach 30S: Overflow Swale 3 Inflow Area= 2.873 ac, 8.66%Impervious, Inflow Depth= 0.00" for 10-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Max.Velocity=0.00 fps, Min.Travel Time=0.0 min Avg.Velocity=0.00 fps, Avg.Travel Time=0.0 min Peak Storage=0 cf @ 0.00 hrs Average Depth at Peak Storage=0.00' Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=439.14 cfs 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=104.0' Slope=0.0096Y Inlet Invert=196.66', Outlet Invert=195.66' Summary for Reach 3R: Overflow Swale 2 Inflow Area= 1.365 ac, 6.18%Impervious, Inflow Depth= 0.00" for 10-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Max.Velocity=0.00 fps, Min.Travel Time=0.0 min Avg.Velocity=0.00 fps, Avg.Travel Time=0.0 min Peak Storage=0 cf @ 0.00 hrs Average Depth at Peak Storage=0.00' Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=392.78 cfs 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=195.0' Slope=0.0077Y Inlet Invert=198.50', Outlet Invert=197.00' Boehler Proposed 2_Fastrac Existing Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 9 Summary for Pond 2IB: Infiltration Basin 2 Inflow Area= 1.365 ac, 6.18%Impervious, Inflow Depth= 0.00" for 10-yr event Inflow = 0.00 cfs @ 24.12 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 24.23 hrs, Volume= 0.000 @ Atten=7%, Lag=6.3 min Discarded= 0.00 cfs @ 24.23 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=197.00'@ 24.23 hrs Surf Area=316 sf Storage=0 cf Plug-Flow detention time-15.3 min calculated for 0.000 of(100%of inflow) Center-of-Mass det.time=15.3 min(1,434.0-1,418.7) Volume Invert Avail.Storage Storage Description #1 197.00' 1,578 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.00 314 0 0 198.50 1,790 1,578 1,578 Device Routing Invert Outlet Devices #1 Primary 198.50' 11.0'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 #2 Discarded 197.00' 15.000 in/hr Exfiltration over Surface area above 197.00'Excluded Surface area=314 sf Discarded OutFlow Max--0.00 cfs @ 24.23 hrs HW=197.00' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max--0.00 cfs @ 0.00 hrs HW=197.00' TW=198.50' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 2SB: Sediment Basin 2 Inflow Area= 1.365 ac, 6.18%Impervious, Inflow Depth= 0.00" for 10-yr event Inflow = 0.00 cfs @ 24.08 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 24.12 hrs, Volume= 0.000 @ Atten=1%, Lag=2.6 min Primary = 0.00 cfs @ 24.12 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=197.50'@ 24.12 hrs Surf Area=303 sf Storage=0 cf Plug-Flow detention time-7.8 min calculated for 0.000 of(100%of inflow) Center-of-Mass det.time=7.9 min(1,418.7-1,410.8) Volume Invert Avail.Storage Storage Description #1 197.50' 1,434 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.50 303 0 0 198.50 710 507 507 199.00 3,000 928 1,434 Device Routing Invert Outlet Devices #1 Primary 197.50' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Boehler Proposed 2_Fastrac Existing Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 10 Primary OutFlow Max--0.00 cfs @ 24.12 hrs HW=197.50' TW=197.00' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Weir Controls 0.00 cfs @ 0.07 fps) Summary for Pond 3IB: Infiltration Basin 3 Inflow Area= 2.873 ac, 8.66%Impervious, Inflow Depth= 0.00" for 10-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 @ Atten=0%, Lag=0.0 min Discarded= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=195.50'@ 0.00 hrs Surf.Area=573 sf Storage=0 cf Plug-Flow detention time-(not calculated:initial storage exceeds outflow) Center-of-Mass det.time=�not calculated:no inflow) Volume Invert Avail.Storage Storage Description #1 195.50' 2,189 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 195.50 573 0 0 197.00 2,346 2,189 2,189 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'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 #2 Discarded 195.50' 42.000 in/hr Exfiltration over Surface area above 195.50'Excluded Surface area=573 sf Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=195.50' (Free Discharge) L2=Exfiltration (Controls 0.00 cfs) Primary OutFlow Max--0.00 cfs @ 0.00 hrs HW=195.50' TW=196.66' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 3SB: Sediment Basin 3 Inflow Area= 2.873 ac, 8.66%Impervious, Inflow Depth= 0.01" for 10-yr event Inflow = 0.00 cfs @ 24.02 hrs, Volume= 0.002 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 @ Atten=100%, Lag=0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=196.18'@ 25.30 hrs Surf Area=584 sf Storage=96 cf Plug-Flow detention time-(not calculated:initial storage exceeds outflow) Center-of-Mass det.time=�not calculated:no outflow) Volume Invert Avail.Storage Storage Description #1 196.00' 4,742 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.00 495 0 0 197.00 996 746 746 199.00 3,000 3,996 4,742 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Boehler Proposed 2_Fastrac Existing Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 11 Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary Outflow Max--0.00 cfs@ 0.00 hrs HW=196.00' TW=195.50' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 5IB: Infiltration Basin 5 Inflow Area= 12.065 ac, 23.13%Impervious, Inflow Depth= 0.22" for 10-yr event Inflow = 1.58 cfs @ 12.17 hrs, Volume= 0.225 of Outflow = 1.58 cfs @ 12.17 hrs, Volume= 0.225 g Atten=0%, Lag=0.0 min Discarded= 1.58 cfs @ 12.17 hrs, Volume= 0.225 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=190.00'g 0.00 hrs Surf.Area=22,224 sf Storage=0 cf Plug-Flow detention time-(not calculated:outflow precedes inflow) Center-of-Mass det.time=0.0 min(945.7-945.7) Volume Invert Avail.Storage Storage Description #1 190.00' 105,914 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 190.00 22,224 0 0 193.00 28,790 76,521 76,521 194.00 29,996 29,393 105,914 Device Routing Invert Outlet Devices #1 Discarded 190.00' 25.000 in/hr Exfiltration over Surface area Discarded Outflow Max--0.00 cfs @ 12.17 hrs HW=190.00' (Free Discharge) L1=Exfiltration (Passes 0.00 cfs of 12.86 cfs potential flow) Summary for Pond 5SB: Sediment Basin 5 Inflow Area= 5.669 ac, 8.24%Impervious, Inflow Depth= 0.04" for 10-yr event Inflow = 0.03 cfs @ 13.98 hrs, Volume= 0.021 of Outflow = 0.02 cfs @ 21.87 hrs, Volume= 0.006g Atten=35% Lag=473.4 min Primary = 0.02 cfs @ 21.87 hrs, Volume= 0.006 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=195.51'g 21.87 hrs Surf Area=1,075 sf Storage=667 cf Plug-Flow detention time-510.9 min calculated for 0.006 of(27%of inflow) Center-of-Mass det.time=270.7 min(1,362.9- 1,092.2) Volume Invert Avail.Storage Storage Description #1 194.26' 1,674 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 194.26 12 0 0 195.50 1,054 661 661 196.00 3,000 1,014 1,674 Device Routing Invert Outlet Devices #1 Primary 195.50' 18.0'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 Boehler Proposed 2_Fastrac Existing Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 12 Primary Outflow Max--0.02 cfs@ 21.87 hrs HW=195.51' TW=190.00' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Weir Controls 0.02 cfs @ 0.19 fps) Summary for Link 8L: Boehler 1 Inflow Area= 6.396 ac, 36.33%Impervious, Inflow Depth= 0.41" for 10-yr event Inflow = 1.58 cfs @ 12.17 hrs, Volume= 0.219 of Primary = 1.58 cfs @ 12.17 hrs, Volume= 0.219 at Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-36.00 hrs,dt=0.02 hrs 10-yr Primary Outflow Imported from Boehler Proposed 1—Pond 7SB.hce Boehler Proposed 1 Type 1124-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCAD®10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pam Summary for Subcatchment 1S:Watershed Area 1 Runoff = 0.51 cfs @ 12.02 hrs, Volume= 0.049 g Depth= 0.42" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 50-yr Rainfall=5.24" Area(sf) CN Adi Description 50,029 32 Woods/grass comb.,Good,HSG A 8,890 98 Paved roads w/curbs&sewers,HSG C 2,146 98 Unconnected roofs,HSG A 61,065 44 43 Weighted Average,UI Adjusted 50,029 81.93%Pervious Area 11,036 18.07%Impervious Area 2,146 19.45%Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Minimum Tc for TR-55 Summary for Subcatchment 4S:Watershed Area 4 Runoff = 0.08 cfs @ 13.09 hrs, Volume= 0.043 g Depth= 0.21" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 50-yr Rainfall=5.24" Area(sf) CN Description 96,633 32 Woods/grass comb.,Good,HSG A 9,261 98 Paved roads w/curbs&sewers,HSG C 105,894 38 Weighted Average 96,633 91.25%Pervious Area 9,261 8.75%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 41.7 100 0.0050 0.04 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.57" 0.5 39 0.0600 1.22 Shallow Concentrated Flow, Woodland Kv=5.0 fps 42.2 139 Total Summary for Subcatchment 7S:Watershed Area 7 Runoff = 1.92 cfs @ 11.98 hrs, Volume= 0.096 g Depth= 1.30" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 50-yr Rainfall=5.24" Area(sf) CN Description 25,761 39 >75%Grass cover,Good,HSG A 12,581 98 Paved parking,HSG A 38,342 58 Weighted Average 25,761 67.19%Pervious Area 12,581 32.81%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Minimum Tc for TR-55 Boehler Proposed 1 Type 1124-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pam Summary for Subcatchment 8S:Watershed Area 8 Runoff = 12.04 cfs @ 11.96 hrs, Volume= 0.669 @ Depth= 4.77" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 50-yr Rainfall=5.24" Area(sf) CN Description 4,953 69 50-75%Grass cover,Fair,HSG B 54,325 98 Paved roads w/curbs&sewers,HSG C 14,016 98 Unconnected roofs,HSG A 73,294 96 Weighted Average 4,953 6.76%Pervious Area 68,341 93.24%Impervious Area 14,016 20.5 1%Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Minimum Tc for TR-55 Summary for Reach 2R: Overflow Swale 1 Inflow Area= 1.402 ac, 18.07%Impervious, Inflow Depth= 0.00" for 50-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Max.Velocity=0.00 fps, Min.Travel Time=0.0 min Avg.Velocity=0.00 fps, Avg.Travel Time=0.0 min Peak Storage=0 cf @ 0.00 hrs Average Depth at Peak Storage=0.00' Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=392.78 cfs 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=195.0' Slope=0.0077Y Inlet Invert=198.50', Outlet Invert=197.00' Summary for Reach 40S: Overflow Swale 4 Inflow Area= 3.833 ac, 12.16%Impervious, Inflow Depth= 0.00" for 50-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Max.Velocity=0.00 fps, Min.Travel Time=0.0 min Avg.Velocity=0.00 fps, Avg.Travel Time=0.0 min Peak Storage=0 cf @ 0.00 hrs Average Depth at Peak Storage=0.00' Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=481.52 cfs Boehler Proposed 1 Type1124-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pam 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=173.0' Slope-0.0116Y Inlet Invert=197.00', Outlet Invert=195.00' Summary for Pond IIB: Infiltration Basin 1 Inflow Area= 1.402 ac, 18.07%Impervious, Inflow Depth= 0.29" for 50-yr event Inflow = 0.08 cfs @ 13.32 hrs, Volume= 0.034 of Outflow = 0.06 cfs @ 13.96 hrs, Volume= 0.034 @ Atten=19%, Lag=38.2 min Discarded= 0.06 cfs @ 13.96 hrs, Volume= 0.034 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=197.14'@ 13.96 hrs Surf.Area=587 sf Storage=71 cf Plug-Flow detention time-18.0 min calculated for 0.034 of(100%of inflow) Center-of-Mass det.time=18.0 min(1,072.6-1,054.6) Volume Invert Avail.Storage Storage Description #1 197.00' 2,013 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.00 409 0 0 198.50 2,275 2,013 2,013 Device Routing Invert Outlet Devices #1 Primary 198.50' 11.0'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 #2 Discarded 197.00' 15.000 in/hr Exfiltration over Surface area above 197.00'Excluded Surface area=409 sf Discarded Outflow Max--0.06 cfs @ 13.96 hrs HW=197.14' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=197.00' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 1SB: Sediment Basin 1 Inflow Area= 1.402 ac, 18.07%Impervious, Inflow Depth= 0.42" for 50-yr event Inflow = 0.51 cfs @ 12.02 hrs, Volume= 0.049 of Outflow = 0.08 cfs @ 13.32 hrs, Volume= 0.034g Atten=85% Lag=78.3 min Primary = 0.08 cfs @ 13.32 hrs, Volume= 0.034 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=198.52'@ 13.32 hrs Surf.Area=972 sf Storage=687 cf Plug-Flow detention time-227.0 min calculated for 0.034 of(69%of inflow) Center-of-Mass det.time=100.4 min(1,054.6-954.2) Boehler Proposed 1 Type 1124-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pam Volume Invert Avail.Storage Storage Description #1 197.50' 2,637 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.50 405 0 0 198.50 934 670 670 199.50 3,000 1,967 2,637 Device Routing Invert Outlet Devices #1 Primary 198.50' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max--0.07 cfs @ 13.32 hrs HW=198.52' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Weir Controls 0.07 cfs @ 0.36 fps) Summary for Pond 4IB: Infiltration Basin 4 Inflow Area= 3.833 ac, 12.16%Impervious, Inflow Depth= 0.08" for 50-yr event Inflow = 0.05 cfs @ 16.01 hrs, Volume= 0.026 of Outflow = 0.05 cfs @ 16.36 hrs, Volume= 0.026g Atten=4%, Lag=20.6 min Discarded= 0.05 cfs @ 16.36 hrs, Volume= 0.026 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=195.54'@ 16.36 hrs Surf Area=621 sf Storage=24 cf Plug-Flow detention time-(not calculated:outflow precedes inflow) Center-of-Mass det.time=8.6 min(1,197.5-1,188.9) Volume Invert Avail.Storage Storage Description #1 195.50' 2,189 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 195.50 573 0 0 197.00 2,346 2,189 2,189 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'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 #2 Discarded 195.50' 42.000 in/hr Exfiltration over Surface area above 195.50'Excluded Surface area=573 sf Discarded OutFlow Max--0.05 cfs @ 16.36 hrs HW=195.54' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max--0.00 cfs @ 0.00 hrs HW=195.50' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 4SB: Sediment Basin 4 Inflow Area= 3.833 ac, 12.16%Impervious, Inflow Depth= 0.14" for 50-yr event Inflow = 0.08 cfs @ 13.09 hrs, Volume= 0.043 of Outflow = 0.05 cfs @ 16.01 hrs, Volume= 0.026 @ Atten=36%, Lag=175.4 min Primary = 0.05 cfs @ 16.01 hrs, Volume= 0.026 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=197.01'@ 16.01 hrs Surf Area=1,008 sf Storage=757 cf Plug-Flow detention time-290.2 min calculated for 0.026 of(60%of inflow) Boehler Proposed 1 Type 1124-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pam Center-of-Mass det.time=141.2 min(1,188.9-1,047.7) Volume Invert Avail.Storage Storage Description #1 196.00' 4,741 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.00 494 0 0 197.00 996 745 745 199.00 3,000 3,996 4,741 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max--0.04 cfs @ 16.01 hrs HW=197.01' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Weir Controls 0.04 cfs @ 0.29 fps) Summary for Pond 7SB: Sediment Basin 7 Inflow Area= 6.396 ac, 36.33%Impervious, Inflow Depth= 1.43" for 50-yr event Inflow = 13.87 cfs @ 11.97 hrs, Volume= 0.765 of Outflow = 11.80 cfs @ 12.02 hrs, Volume= 0.497 @ Atten=15%, Lag=3.2 min Primary = 11.80 cfs @ 12.02 hrs, Volume= 0.497 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=193.38'@ 12.02 hrs Surf.Area---7,239 sf Storage=14,363 cf Plug-Flow detention time-200.3 min calculated for 0.496 of(65%of inflow) Center-of-Mass det.time--93.6 min(865.8-772.2) Volume Invert Avail.Storage Storage Description #1 191.00' 19,032 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 191.00 4,841 0 0 193.00 6,826 11,667 11,667 194.00 7,903 7,365 19,032 Device Routing Invert Outlet Devices #1 Primary 193.00' 20.0'long x 6.0'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) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary OutFlow Max=11.15 cfs@ 12.02 hrs HW=193.37' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Weir Controls 11.15 cfs @ 1.51 fps) Summary for Pond C4: Culvert 4 Inflow Area= 4.713 ac, 16.01%Impervious, Inflow Depth= 0.24" for 50-yr event Inflow = 1.92 cfs @ 11.98 hrs, Volume= 0.096 of Outflow = 1.92 cfs @ 11.98 hrs, Volume= 0.096g Atten=0%, Lag=0.0 min Primary = 1.92 cfs @ 11.98 hrs, Volume= 0.096 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=195.76'@ 11.98 hrs Flood Elev=196.00' Boehler Proposed 1 Type 1124-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pam Device Routing Invert Outlet Devices #1 Primary 195.00' 12.0" Round Culvert L=80.0' Ke=0.500 Inlet/Outlet Invert—195.00'/193.50' S=0.0187 Y Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary Outflow Max--1.83 cfs @ 11.98 hrs HW=195.74' (Free Discharge) Ll=Culvert (Inlet Controls 1.83 cfs @ 2.93 fps) Boehler Proposed 2_Fastrac Existing Type II 24-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCAD®10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pam Summary for Subcatchment 2S:Watershed Area 2 Runoff = 0.02 cfs @ 13.52 hrs, Volume= 0.017 @ Depth= 0.15" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 50-yr Rainfall=5.24" Area(sf) CN Description 55,800 32 Woods/grass comb.,Good,HSG A 3,675 98 Paved roads w/curbs&sewers,HSG C 59,475 36 Weighted Average 55,800 93.82%Pervious Area 3,675 6.18%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.0 100 0.0355 0.09 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.57" 4.0 171 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv=5.0 fps 23.0 271 Total Summary for Subcatchment 3S:Watershed Area 3 Runoff = 0.07 cfs @ 12.52 hrs, Volume= 0.032 @ Depth= 0.25' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 50-yr Rainfall=5.24" Area(sf) CN Description 58,493 32 Woods/grass comb.,Good,HSG A 7,160 98 Paved roads w/curbs&sewers,HSG C 65,653 39 Weighted Average 58,493 89.09%Pervious Area 7,160 10.91%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.0 100 0.0355 0.09 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.57" 3.3 169 0.0296 0.86 Shallow Concentrated Flow, Woodland Kv=5.0 fps 22.3 269 Total Summary for Subcatchment 6S:Watershed Area 9 Runoff = 0.45 cfs @ 12.50 hrs, Volume= 0.110 @ Depth= 0.47' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 50-yr Rainfall=5.24" Area(sf) CN Description 112,321 39 >75%Grass cover,Good,HSG A 9,512 98 Paved parking,HSG A 121,833 44 Weighted Average 112,321 92.19%Pervious Area 9,512 7.81%Impervious Area Boehler Proposed 2_Fastrac Existing Type II 24-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pam Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.6 100 0.0170 0.07 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.57" 11.1 420 0.0081 0.63 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 0.2 38 0.1500 2.71 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 36.9 558 Total Summary for Reach 30S: Overflow Swale 3 Inflow Area= 2.873 ac, 8.66%Impervious, Inflow Depth= 0.00" for 50-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Max.Velocity=0.00 fps, Min.Travel Time=0.0 min Avg.Velocity=0.00 fps, Avg.Travel Time=0.0 min Peak Storage=0 cf @ 0.00 hrs Average Depth at Peak Storage=0.00' Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=439.14 cfs 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=104.0' Slope=0.0096Y Inlet Invert=196.66', Outlet Invert=195.66' Summary for Reach 3R: Overflow Swale 2 Inflow Area= 1.365 ac, 6.18%Impervious, Inflow Depth= 0.00" for 50-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Max.Velocity=0.00 fps, Min.Travel Time=0.0 min Avg.Velocity=0.00 fps, Avg.Travel Time=0.0 min Peak Storage=0 cf @ 0.00 hrs Average Depth at Peak Storage=0.00' Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=392.78 cfs 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=195.0' Slope=0.0077Y Inlet Invert=198.50', Outlet Invert=197.00' Boehler Proposed 2_Fastrac Existing Type II 24-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pam Summary for Pond 2IB: Infiltration Basin 2 Inflow Area= 1.365 ac, 6.18%Impervious, Inflow Depth= 0.15" for 50-yr event Inflow = 0.02 cfs @ 13.53 hrs, Volume= 0.017 of Outflow = 0.02 cfs @ 13.91 hrs, Volume= 0.017 @ Atten=3%, Lag=22.9 min Discarded= 0.02 cfs @ 13.91 hrs, Volume= 0.017 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=197.07'g 13.91 hrs Surf Area=380 sf Storage=23 cf Plug-Flow detention time-16.5 min calculated for 0.017 of(100%of inflow) Center-of-Mass det.time=16.5 min(1,085.4-1,068.9) Volume Invert Avail.Storage Storage Description #1 197.00' 1,578 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.00 314 0 0 198.50 1,790 1,578 1,578 Device Routing Invert Outlet Devices #1 Primary 198.50' 11.0'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 #2 Discarded 197.00' 15.000 in/hr Exfiltration over Surface area above 197.00'Excluded Surface area=314 sf Discarded OutFlow Max--0.02 cfs @ 13.91 hrs HW=197.07' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max--0.00 cfs @ 0.00 hrs HW=197.00' TW=198.50' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 2SB: Sediment Basin 2 Inflow Area= 1.365 ac, 6.18%Impervious, Inflow Depth= 0.15" for 50-yr event Inflow = 0.02 cfs @ 13.52 hrs, Volume= 0.017 of Outflow = 0.02 cfs @ 13.53 hrs, Volume= 0.017 @ Atten=0%, Lag=0.6 min Primary = 0.02 cfs @ 13.53 hrs, Volume= 0.017 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=197.51'g 13.53 hrs Surf Area=306 sf Storage=3 cf Plug-Flow detention time-2.3 min calculated for 0.017 of(100%of inflow) Center-of-Mass det.time=2.1 min(1,068.9-1,066.8) Volume Invert Avail.Storage Storage Description #1 197.50' 1,434 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.50 303 0 0 198.50 710 507 507 199.00 3,000 928 1,434 Device Routing Invert Outlet Devices #1 Primary 197.50' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Boehler Proposed 2_Fastrac Existing Type II 24-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Paae 10 Primary OutFlow Max--0.02 cfs @ 13.53 hrs HW=197.51' TW=197.06' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Weir Controls 0.02 cfs @ 0.25 fps) Summary for Pond 3IB: Infiltration Basin 3 Inflow Area= 2.873 ac, 8.66%Impervious, Inflow Depth= 0.06" for 50-yr event Inflow = 0.03 cfs @ 17.14 hrs, Volume= 0.014 of Outflow = 0.03 cfs @ 17.54 hrs, Volume= 0.014 @ Atten=2%, Lag=24.0 min Discarded= 0.03 cfs @ 17.54 hrs, Volume= 0.014 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=195.52'@ 17.54 hrs Surf Area=602 sf Storage=15 cf Plug-Flow detention time-8.5 min calculated for 0.014 of(100%of inflow) Center-of-Mass det.time=8.5 min(1,229.6-1,221.1 ) Volume Invert Avail.Storage Storage Description #1 195.50' 2,189 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 195.50 573 0 0 197.00 2,346 2,189 2,189 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'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 #2 Discarded 195.50' 42.000 in/hr Exfdtration over Surface area above 195.50'Excluded Surface area=573 sf Discarded OutFlow Max--0.03 cfs @ 17.54 hrs HW=195.52' (Free Discharge) L2=Exfdtration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max--0.00 cfs @ 0.00 hrs HW=195.50' TW=196.66' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 3SB: Sediment Basin 3 Inflow Area= 2.873 ac, 8.66%Impervious, Inflow Depth= 0.13" for 50-yr event Inflow = 0.07 cfs @ 12.52 hrs, Volume= 0.032 of Outflow = 0.03 cfs @ 17.14 hrs, Volume= 0.014g Atten=61%, Lag=277.0 min Primary = 0.03 cfs @ 17.14 hrs, Volume= 0.014 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=197.01'@ 17.14 hrs Surf Area=1,006 sf Storage=755 cf Plug-Flow detention time-399.7 min calculated for 0.014 of(46%of inflow) Center-of-Mass det.time=206.9 min(1,221.1-1,014.2) Volume Invert Avail.Storage Storage Description #1 196.00' 4,742 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.00 495 0 0 197.00 996 746 746 199.00 3,000 3,996 4,742 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Boehler Proposed 2_Fastrac Existing Type II 24-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Paae 11 Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max--0.03 cfs @ 17.14 hrs HW=197.01' TW=195.52' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Weir Controls 0.03 cfs @ 0.27 fps) Summary for Pond 5IB: Infiltration Basin 5 Inflow Area= 12.065 ac, 23.13%Impervious, Inflow Depth= 0.59" for 50-yr event Inflow = 11.55 cfs @ 12.01 hrs, Volume= 0.591 of Outflow = 11.54 cfs @ 12.01 hrs, Volume= 0.591 @ Atten=0%, Lag=0.0 min Discarded= 11.54 cfs @ 12.01 hrs, Volume= 0.591 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=190.00'@ 12.00 hrs Surf Area=22,224 sf Storage=1 cf Plug-Flow detention time-(not calculated:outflow precedes inflow) Center-of-Mass det.time=0.0 min(889.6-889.6) Volume Invert Avail.Storage Storage Description #1 190.00' 105,914 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 190.00 22,224 0 0 193.00 28,790 76,521 76,521 194.00 29,996 29,393 105,914 Device Routing Invert Outlet Devices #1 Discarded 190.00' 25.000 in/hr Exfiltration over Surface area Discarded OutFlow Max--12.86 cfs@ 12.01 hrs HW=190.00' (Free Discharge) L1=Exfiltration (Exfiltration Controls 12.86 cfs) Summary for Pond 5SB: Sediment Basin 5 Inflow Area= 5.669 ac, 8.24%Impervious, Inflow Depth= 0.23" for 50-yr event Inflow = 0.45 cfs @ 12.50 hrs, Volume= 0.110 of Outflow = 0.37 cfs @ 12.73 hrs, Volume= 0.095 @ Atten=17%, Lag=13.8 min Primary = 0.37 cfs @ 12.73 hrs, Volume= 0.095 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=195.54'@ 12.73 hrs Surf Area=1,211 sf Storage=707 cf Plug-Flow detention time-103.9 min calculated for 0.095 of(86%of inflow) Center-of-Mass det.time=39.9 min(1,014.2-974.3) Volume Invert Avail.Storage Storage Description #1 194.26' 1,674 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 194.26 12 0 0 195.50 1,054 661 661 196.00 3,000 1,014 1,674 Device Routing Invert Outlet Devices #1 Primary 195.50' 18.0'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 Boehler Proposed 2_Fastrac Existing Type 1124-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Paae 12 Primary Outflow Max--0.37 cfs@ 12.73 hrs HW=195.54' TW=190.00' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Weir Controls 0.37 cfs @ 0.51 fps) Summary for Link 8L: Boehler 1 Inflow Area= 6.396 ac, 36.33%Impervious, Inflow Depth= 0.93" for 50-yr event Inflow = 11.55 cfs @ 12.01 hrs, Volume= 0.497 of Primary = 11.55 cfs @ 12.01 hrs, Volume= 0.497 at Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-36.00 hrs,dt=0.02 hrs 50-yr Primary Outflow Imported from Boehler Proposed 1—Pond 7SB.hce Boehler Proposed 1 Type 1124-hr 100 yr Rainfall=6.12" Prepared by Napierala Consulting HydroCAD®10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pace 1 Summary for Subcatchment 1S:Watershed Area 1 Runoff = 1.26 cfs @ 12.00 hrs, Volume= 0.084 g Depth= 0.72" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 100-yr Rainfall=6.12" Area(sf) CN Adi Description 50,029 32 Woods/grass comb.,Good,HSG A 8,890 98 Paved roads w/curbs&sewers,HSG C 2,146 98 Unconnected roofs,HSG A 61,065 44 43 Weighted Average,UI Adjusted 50,029 81.93%Pervious Area 11,036 18.07%Impervious Area 2,146 19.45%Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Minimum Tc for TR-55 Summary for Subcatchment 4S:Watershed Area 4 Runoff = 0.26 cfs @ 12.66 hrs, Volume= 0.086 g Depth= 0.43" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 100-yr Rainfall=6.12" Area(sf) CN Description 96,633 32 Woods/grass comb.,Good,HSG A 9,261 98 Paved roads w/curbs&sewers,HSG C 105,894 38 Weighted Average 96,633 91.25%Pervious Area 9,261 8.75%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 41.7 100 0.0050 0.04 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.57" 0.5 39 0.0600 1.22 Shallow Concentrated Flow, Woodland Kv=5.0 fps 42.2 139 Total Summary for Subcatchment 7S:Watershed Area 7 Runoff = 2.76 cfs @ 11.98 hrs, Volume= 0.134 g Depth= 1.83" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 100-yr Rainfall=6.12" Area(sf) CN Description 25,761 39 >75%Grass cover,Good,HSG A 12,581 98 Paved parking,HSG A 38,342 58 Weighted Average 25,761 67.19%Pervious Area 12,581 32.81%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Minimum Tc for TR-55 Boehler Proposed 1 Type 1124-hr 100 yr Rainfall=6.12" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pace 2 Summary for Subcatchment 8S:Watershed Area 8 Runoff = 14.13 cfs @ 11.96 hrs, Volume= 0.792 @ Depth= 5.65" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 100-yr Rainfall=6.12" Area(sf) CN Description 4,953 69 50-75%Grass cover,Fair,HSG B 54,325 98 Paved roads w/curbs&sewers,HSG C 14,016 98 Unconnected roofs,HSG A 73,294 96 Weighted Average 4,953 6.76%Pervious Area 68,341 93.24%Impervious Area 14,016 20.5 1%Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Minimum Tc for TR-55 Summary for Reach 2R: Overflow Swale 1 Inflow Area= 1.402 ac, 18.07%Impervious, Inflow Depth= 0.00" for 100-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Max.Velocity=0.00 fps, Min.Travel Time=0.0 min Avg.Velocity=0.00 fps, Avg.Travel Time=0.0 min Peak Storage=0 cf @ 0.00 hrs Average Depth at Peak Storage=0.00' Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=392.78 cfs 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=195.0' Slope=0.0077Y Inlet Invert=198.50', Outlet Invert=197.00' Summary for Reach 40S: Overflow Swale 4 Inflow Area= 3.833 ac, 12.16%Impervious, Inflow Depth= 0.00" for 100-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Max.Velocity=0.00 fps, Min.Travel Time=0.0 min Avg.Velocity=0.00 fps, Avg.Travel Time=0.0 min Peak Storage=0 cf @ 0.00 hrs Average Depth at Peak Storage=0.00' Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=481.52 cfs Boehler Proposed 1 Type 1124-hr 100 yr Rainfall=6.12" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Paee 3 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=173.0' Slope-0.0116Y Inlet Invert=197.00', Outlet Invert=195.00' Summary for Pond IIB: Infiltration Basin 1 Inflow Area= 1.402 ac, 18.07%Impervious, Inflow Depth= 0.59" for 100-yr event Inflow = 0.34 cfs @ 12.21 hrs, Volume= 0.069 of Outflow = 0.17 cfs @ 12.72 hrs, Volume= 0.069g Atten=51%, Lag=31.0 min Discarded= 0.17 cfs @ 12.72 hrs, Volume= 0.069 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=197.39'@ 12.72 hrs Surf.Area=892 sf Storage=253 cf Plug-Flow detention time-20.7 min calculated for 0.069 of(100%of inflow) Center-of-Mass det.time=20.7 min(995.3-974.6) Volume Invert Avail.Storage Storage Description #1 197.00' 2,013 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.00 409 0 0 198.50 2,275 2,013 2,013 Device Routing Invert Outlet Devices #1 Primary 198.50' 11.0'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 #2 Discarded 197.00' 15.000 in/hr Exfiltration over Surface area above 197.00'Excluded Surface area=409 sf Discarded Outflow Max--0.17 cfs @ 12.72 hrs HW=197.39' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.17 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=197.00' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 1SB: Sediment Basin 1 Inflow Area= 1.402 ac, 18.07%Impervious, Inflow Depth= 0.72" for 100-yr event Inflow = 1.26 cfs @ 12.00 hrs, Volume= 0.084 of Outflow = 0.34 cfs @ 12.21 hrs, Volume= 0.069 @ Atten=73% Lag=12.1 min Primary = 0.34 cfs @ 12.21 hrs, Volume= 0.069 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=198.55'@ 12.21 hrs Surf.Area=1,039 sf Storage=720 cf Plug-Flow detention time-132.0 min calculated for 0.069 of(82%of inflow) Center-of-Mass det.time=49.4 min(974.6-925.2) Boehler Proposed 1 Type 1124-hr 100 yr Rainfall=6.12" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pace 4 Volume Invert Avail.Storage Storage Description #1 197.50' 2,637 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.50 405 0 0 198.50 934 670 670 199.50 3,000 1,967 2,637 Device Routing Invert Outlet Devices #1 Primary 198.50' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max--0.33 cfs @ 12.21 hrs HW=198.55' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Weir Controls 0.33 cfs @ 0.60 fps) Summary for Pond 4IB: Infiltration Basin 4 Inflow Area= 3.833 ac, 12.16%Impervious, Inflow Depth= 0.22" for 100-yr event Inflow = 0.18 cfs @ 13.32 hrs, Volume= 0.069 of Outflow = 0.15 cfs @ 13.67 hrs, Volume= 0.069 @ Atten=15%, Lag=21.3 min Discarded= 0.15 cfs @ 13.67 hrs, Volume= 0.069 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=195.63'@ 13.67 hrs Surf Area=730 sf Storage=86 cf Plug-Flow detention time-8.9 min calculated for 0.069 of(100%of inflow) Center-of-Mass det.time=8.9 min(1,071.6-1,062.7) Volume Invert Avail.Storage Storage Description #1 195.50' 2,189 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 195.50 573 0 0 197.00 2,346 2,189 2,189 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'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 #2 Discarded 195.50' 42.000 in/hr Exfiltration over Surface area above 195.50'Excluded Surface area=573 sf Discarded OutFlow Max--0.15 cfs @ 13.67 hrs HW=195.63' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.15 cfs) Primary OutFlow Max--0.00 cfs @ 0.00 hrs HW=195.50' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 4SB: Sediment Basin 4 Inflow Area= 3.833 ac, 12.16%Impervious, Inflow Depth= 0.27" for 100-yr event Inflow = 0.26 cfs @ 12.66 hrs, Volume= 0.086 of Outflow = 0.18 cfs @ 13.32 hrs, Volume= 0.069g Atten=30%, Lag=39.5 min Primary = 0.18 cfs @ 13.32 hrs, Volume= 0.069 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=197.03'@ 13.32 hrs Surf Area=1,028 sf Storage=777 cf Plug-Flow detention time-148.5 min calculated for 0.069 of(80%of inflow) Boehler Proposed 1 Type 1124-hr 100 yr Rainfall=6.12" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pace 5 Center-of-Mass det.time=62.7 min(1,062.7- 1,000.0) Volume Invert Avail.Storage Storage Description #1 196.00' 4,741 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.00 494 0 0 197.00 996 745 745 199.00 3,000 3,996 4,741 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max--0.17 cfs @ 13.32 hrs HW=197.03' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Weir Controls 0.17 cfs @ 0.48 fps) Summary for Pond 7SB: Sediment Basin 7 Inflow Area= 6.396 ac, 36.33%Impervious, Inflow Depth= 1.74" for 100-yr event Inflow = 16.79 cfs @ 11.97 hrs, Volume= 0.926 of Outflow = 15.53 cfs @ 12.00 hrs, Volume= 0.658 @ Atten=8%, Lag=2.2 min Primary = 15.53 cfs @ 12.00 hrs, Volume= 0.658 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=193.45'@ 12.00 hrs Surf.Area---7,312 sf Storage=14,858 cf Plug-Flow detention time-181.2 min calculated for 0.658 of(71%of inflow) Center-of-Mass det.time=81.3 min(851.1 -769.8) Volume Invert Avail.Storage Storage Description #1 191.00' 19,032 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 191.00 4,841 0 0 193.00 6,826 11,667 11,667 194.00 7,903 7,365 19,032 Device Routing Invert Outlet Devices #1 Primary 193.00' 20.0'long x 6.0'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) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary OutFlow Max--15.39 cfs@ 12.00 hrs HW=193.45' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Weir Controls 15.39 cfs @ 1.71 fps) Summary for Pond C4: Culvert 4 Inflow Area= 4.713 ac, 16.01%Impervious, Inflow Depth= 0.34" for 100-yr event Inflow = 2.76 cfs @ 11.98 hrs, Volume= 0.134 of Outflow = 2.76 cfs @ 11.98 hrs, Volume= 0.134g Atten=0%, Lag=0.0 min Primary = 2.76 cfs @ 11.98 hrs, Volume= 0.134 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=196.02'@ 11.98 hrs Flood Elev=196.00' Boehler Proposed 1 Type 1124-hr 100 yr Rainfall=6.12" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pace 6 Device Routing Invert Outlet Devices #1 Primary 195.00' 12.0" Round Culvert L=80.0' Ke=0.500 Inlet/Outlet Invert—195.00'/193.50' S=0.0187 Y Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary Outflow Max--2.64 cfs @ 11.98 hrs HW=195.98' (Free Discharge) Ll=Culvert (Inlet Controls 2.64 cfs @ 3.38 fps) Boehler Proposed 2_Fastrac Existing Type 1124-hr 100 yr Rainfall=6.12" Prepared by Napierala Consulting HydroCAD®10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Paee 7 Summary for Subcatchment 2S:Watershed Area 2 Runoff = 0.10 cfs @ 12.40 hrs, Volume= 0.037 g Depth= 0.32" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 100-yr Rainfall=6.12" Area(sf) CN Description 55,800 32 Woods/grass comb.,Good,HSG A 3,675 98 Paved roads w/curbs&sewers,HSG C 59,475 36 Weighted Average 55,800 93.82%Pervious Area 3,675 6.18%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.0 100 0.0355 0.09 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.57" 4.0 171 0.0200 0.71 Shallow Concentrated Flow, Woodland Kv=5.0 fps 23.0 271 Total Summary for Subcatchment 3S:Watershed Area 3 Runoff = 0.28 cfs @ 12.27 hrs, Volume= 0.060 g Depth= 0.48" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 100-yr Rainfall=6.12" Area(sf) CN Description 58,493 32 Woods/grass comb.,Good,HSG A 7,160 98 Paved roads w/curbs&sewers,HSG C 65,653 39 Weighted Average 58,493 89.09%Pervious Area 7,160 10.91%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.0 100 0.0355 0.09 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.57" 3.3 169 0.0296 0.86 Shallow Concentrated Flow, Woodland Kv=5.0 fps 22.3 269 Total Summary for Subcatchment 6S:Watershed Area 9 Runoff = 0.99 cfs @ 12.43 hrs, Volume= 0.183 g Depth= 0.78" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 100-yr Rainfall=6.12" Area(sf) CN Description 112,321 39 >75%Grass cover,Good,HSG A 9,512 98 Paved parking,HSG A 121,833 44 Weighted Average 112,321 92.19%Pervious Area 9,512 7.81%Impervious Area Boehler Proposed 2_Fastrac Existing Type 1124-hr 100 yr Rainfall=6.12" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pace 8 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.6 100 0.0170 0.07 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.57" 11.1 420 0.0081 0.63 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 0.2 38 0.1500 2.71 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 36.9 558 Total Summary for Reach 30S: Overflow Swale 3 Inflow Area= 2.873 ac, 8.66%Impervious, Inflow Depth= 0.00" for 100-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Max.Velocity=0.00 fps, Min.Travel Time=0.0 min Avg.Velocity=0.00 fps, Avg.Travel Time=0.0 min Peak Storage=0 cf @ 0.00 hrs Average Depth at Peak Storage=0.00' Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=439.14 cfs 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=104.0' Slope=0.0096Y Inlet Invert=196.66', Outlet Invert=195.66' Summary for Reach 3R: Overflow Swale 2 Inflow Area= 1.365 ac, 6.18%Impervious, Inflow Depth= 0.00" for 100-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Max.Velocity=0.00 fps, Min.Travel Time=0.0 min Avg.Velocity=0.00 fps, Avg.Travel Time=0.0 min Peak Storage=0 cf @ 0.00 hrs Average Depth at Peak Storage=0.00' Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=392.78 cfs 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=195.0' Slope=0.0077Y Inlet Invert=198.50', Outlet Invert=197.00' Boehler Proposed 2_Fastrac Existing Type 1124-hr 100 yr Rainfall=6.12" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pace 9 Summary for Pond 2IB: Infiltration Basin 2 Inflow Area= 1.365 ac, 6.18%Impervious, Inflow Depth= 0.32" for 100-yr event Inflow = 0.10 cfs @ 12.42 hrs, Volume= 0.037 of Outflow = 0.08 cfs @ 12.92 hrs, Volume= 0.037 @ Atten=22%, Lag=30.3 min Discarded= 0.08 cfs @ 12.92 hrs, Volume= 0.037 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=197.22'g 12.92 hrs Surf Area=531 sf Storage=93 cf Plug-Flow detention time-18.2 min calculated for 0.037 of(100%of inflow) Center-of-Mass det.time=18.3 min(1,025.9-1,007.7) Volume Invert Avail.Storage Storage Description #1 197.00' 1,578 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.00 314 0 0 198.50 1,790 1,578 1,578 Device Routing Invert Outlet Devices #1 Primary 198.50' 11.0'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 #2 Discarded 197.00' 15.000 in/hr Exfiltration over Surface area above 197.00'Excluded Surface area=314 sf Discarded OutFlow Max--0.08 cfs @ 12.92 hrs HW=197.22' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.08 cfs) Primary OutFlow Max--0.00 cfs @ 0.00 hrs HW=197.00' TW=198.50' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 2SB: Sediment Basin 2 Inflow Area= 1.365 ac, 6.18%Impervious, Inflow Depth= 0.32" for 100-yr event Inflow = 0.10 cfs @ 12.40 hrs, Volume= 0.037 of Outflow = 0.10 cfs @ 12.42 hrs, Volume= 0.037 @ Atten=0%, Lag=1.1 min Primary = 0.10 cfs @ 12.42 hrs, Volume= 0.037 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=197.52'g 12.42 hrs Surf Area=312 sf Storage=7 cf Plug-Flow detention time-I.8 min calculated for 0.037 of(100%of inflow) Center-of-Mass det.time=1.6 min(1,007.7-1,006.1 ) Volume Invert Avail.Storage Storage Description #1 197.50' 1,434 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.50 303 0 0 198.50 710 507 507 199.00 3,000 928 1,434 Device Routing Invert Outlet Devices #1 Primary 197.50' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Boehler Proposed 2_Fastrac Existing Type 1124-hr 100 yr Rainfall=6.12" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pace 10 Primary OutFlow Max--0.10 cfs @ 12.42 hrs HW=197.52' TW=197.15' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Weir Controls 0.10 cfs @ 0.40 fps) Summary for Pond 3IB: Infiltration Basin 3 Inflow Area= 2.873 ac, 8.66%Impervious, Inflow Depth= 0.18" for 100-yr event Inflow = 0.10 cfs @ 13.38 hrs, Volume= 0.043 of Outflow = 0.09 cfs @ 13.72 hrs, Volume= 0.043 @ Atten=11%, Lag=20.1 min Discarded= 0.09 cfs @ 13.72 hrs, Volume= 0.043 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=195.58'@ 13.72 hrs Surf Area=666 sf Storage=49 cf Plug-Flow detention time-(not calculated:outflow precedes inflow) Center-of-Mass det.time=8.7 min(1,071.9-1,063.2) Volume Invert Avail.Storage Storage Description #1 195.50' 2,189 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 195.50 573 0 0 197.00 2,346 2,189 2,189 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'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 #2 Discarded 195.50' 42.000 in/hr Exfiltration over Surface area above 195.50'Excluded Surface area=573 sf Discarded OutFlow Max--0.09 cfs @ 13.72 hrs HW=195.58' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.09 cfs) Primary OutFlow Max--0.00 cfs @ 0.00 hrs HW=195.50' TW=196.66' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 3SB: Sediment Basin 3 Inflow Area= 2.873 ac, 8.66%Impervious, Inflow Depth= 0.25" for 100-yr event Inflow = 0.28 cfs @ 12.27 hrs, Volume= 0.060 of Outflow = 0.10 cfs @ 13.38 hrs, Volume= 0.043 @ Atten=65%, Lag=67.2 min Primary = 0.10 cfs @ 13.38 hrs, Volume= 0.043 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=197.02'@ 13.38 hrs Surf Area=1,019 sf Storage=768 cf Plug-Flow detention time-209.1 min calculated for 0.043 of(72%of inflow) Center-of-Mass det.time--91.7 min(1,063.2-971.5) Volume Invert Avail.Storage Storage Description #1 196.00' 4,742 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.00 495 0 0 197.00 996 746 746 199.00 3,000 3,996 4,742 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Boehler Proposed 2_Fastrac Existing Type 1124-hr 100 yr Rainfall=6.12" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pace 11 Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max--0.10 cfs@ 13.38 hrs HW=197.02' TW=195.55' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Weir Controls 0.10 cfs @ 0.40 fps) Summary for Pond 5IB: Infiltration Basin 5 Inflow Area= 12.065 ac, 23.13%Impervious, Inflow Depth= 0.82" for 100-yr event Inflow = 15.52 cfs @ 12.00 hrs, Volume= 0.826 of Outflow = 12.89 cfs @ 12.05 hrs, Volume= 0.827 @ Atten=17%, Lag=3.1 min Discarded= 12.89 cfs @ 12.05 hrs, Volume= 0.827 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=190.02'@ 12.05 hrs Surf Area=22,276 sf Storage=532 cf Plug-Flow detention time-(not calculated:outflow precedes inflow) Center-of-Mass det.time=0.2 min(875.3-875.1) Volume Invert Avail.Storage Storage Description #1 190.00' 105,914 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 190.00 22,224 0 0 193.00 28,790 76,521 76,521 194.00 29,996 29,393 105,914 Device Routing Invert Outlet Devices #1 Discarded 190.00' 25.000 in/hr Exfiltration over Surface area Discarded OutFlow Max--12.89 cfs@ 12.05 hrs HW=190.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 12.89 cfs) Summary for Pond 5SB: Sediment Basin 5 Inflow Area= 5.669 ac, 8.24%Impervious, Inflow Depth= 0.39" for 100-yr event Inflow = 0.99 cfs @ 12.43 hrs, Volume= 0.183 of Outflow = 0.98 cfs @ 12.48 hrs, Volume= 0.168 @ Atten=1%, Lag=2.7 min Primary = 0.98 cfs @ 12.48 hrs, Volume= 0.168 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=195.58'@ 12.48 hrs Surf Area=1,355 sf Storage=754 cf Plug-Flow detention time-63.1 min calculated for 0.168 of(92%of inflow) Center-of-Mass det.time=21.8 min(969.5-947.7) Volume Invert Avail.Storage Storage Description #1 194.26' 1,674 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 194.26 12 0 0 195.50 1,054 661 661 196.00 3,000 1,014 1,674 Device Routing Invert Outlet Devices #1 Primary 195.50' 18.0'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 Boehler Proposed 2_Fastrac Existing Type 1124-hr 100 yr Rainfall=6.12" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pace 12 Primary Outflow Max--0.98 cfs@ 12.48 hrs HW=195.58' TW=190.00' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Weir Controls 0.98 cfs @ 0.71 fps) Summary for Link 8L: Boehler 1 Inflow Area= 6.396 ac, 36.33%Impervious, Inflow Depth= 1.24" for 100-yr event Inflow = 15.52 cfs @ 12.00 hrs, Volume= 0.658 of Primary = 15.52 cfs @ 12.00 hrs, Volume= 0.658 at Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-36.00 hrs,dt=0.02 hrs 100-yr Primary Outflow Imported from Boehler Proposed 1—Pond 7SB.hce APPENDIX D HydroCAD Output - Proposed Conditions (Non Hot Spot) � \ \ � \ \� = m _ D m \ 3 % e _ $ \ \ 2 \ w § D/ 2 0 U) #— / / \ / � Cp o � _ \ oke e \ F / 2 2 �5 » 2 £ r / �2 § 777 / � 6 # o 0 _ � 6 � � k � \ / \ E \ � # _ m co U) « 7T / \ o � ) \ \ \ / > j / o 0 — m /= \ \ \ \ Of \ k % CO 7 % / \ U J J N N C: I o d � o O U) m � UI o U) N Q O Q0 0 O o � U � H z z CD z w w LO Qo N LU � N = C'4 M = co � z0 L >+N Q H w Q H Q H 70 UQ ma ma ESC) 00 ) U) U) co U) aao � o s= o Q U 0 2 CV N m � m CU p U 0 0 Y o � 0000 CIO m � <C) CU U U Q Q n a a o U N f6 U 7 U Z J W Z Un W 2 CD LU M c0 2Q 2ti I Q U w Q Q � O U) 0 Q ry m 0 U Q 0 U Q m m m m Cl) Cl) UI o U) N (n Q O CL O O IU _0 � CD Qo m N azo r � � M LO m E O O U U i Qin 0 0 0)0) (1)M_ a CO Qm I m U U o U o °> o E Q U 0 2 rn � CD m m m U U 0 o M o m 00 rn - <04 m U Q U U 0 D � � � J c 0 U (6 N zw z W 2 O W (0 O = r 00 Uw Q � w Uw U Q m a Q Q m � m Cl) U) U � J N J Q U) O C: Q o O 2 L 0 a cn LO � o J m m LLi;--; cn 1-5 00 a� 2 cm 0 m ° . 00 U d U N 45 O co 5, CL 2 LO O cfl d � b 0 z QU E O -0 M _0r L a> o c m QU) T 00 m o � o � o 0 6 0 (DT O 3 CM_ 0 m C/) �' U E 0 S� mO O _ w -a o c� � m C/) _ O in c m m NN m m Q O (n OUCO) °' O CO N N CO N U U N � N > LL O O n/ CO N 33\ C C N m m m m N 0 N app Q' N CO f�6 U 7 Boehler Proposed 1 Type 1124-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCAD®10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pam Summary for Subcatchment 1S:Watershed Area 1 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 @ Depth= 0.00" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 1-yr Rainfall=2.20" Area(sf) CN Adi Description 50,029 32 Woods/grass comb.,Good,HSG A 8,890 98 Paved roads w/curbs&sewers,HSG C 2,146 98 Unconnected roofs,HSG A 61,065 44 43 Weighted Average,UI Adjusted 50,029 81.93%Pervious Area 11,036 18.07%Impervious Area 2,146 19.45%Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Minimum Tc for TR-55 Summary for Subcatchment 4S:Watershed Area 4 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 @ Depth= 0.00" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 1-yr Rainfall=2.20" Area(sf) CN Description 96,633 32 Woods/grass comb.,Good,HSG A 9,261 98 Paved roads w/curbs&sewers,HSG C 105,894 38 Weighted Average 96,633 91.25%Pervious Area 9,261 8.75%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 41.7 100 0.0050 0.04 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.57" 0.5 39 0.0600 1.22 Shallow Concentrated Flow, Woodland Kv=5.0 fps 42.2 139 Total Summary for Subcatchment 7S:Watershed Area 7 Runoff = 0.01 cfs @ 12.45 hrs, Volume= 0.005 @ Depth= 0.07" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 1-yr Rainfall=2.20" Area(sf) CN Description 25,761 39 >75%Grass cover,Good,HSG A 12,581 98 Paved parking,HSG A 38,342 58 Weighted Average 25,761 67.19%Pervious Area 12,581 32.81%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Minimum Tc for TR-55 Boehler Proposed 1 Type 1124-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pam Summary for Subcatchment 8S:Watershed Area 8 Runoff = 4.74 cfs @ 11.96 hrs, Volume= 0.248 @ Depth= 1.77" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 1-yr Rainfall=2.20" Area(sf) CN Description 4,953 69 50-75%Grass cover,Fair,HSG B 54,325 98 Paved roads w/curbs&sewers,HSG C 14,016 98 Unconnected roofs,HSG A 73,294 96 Weighted Average 4,953 6.76%Pervious Area 68,341 93.24%Impervious Area 14,016 20.5 1%Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Minimum Tc for TR-55 Summary for Reach 2R: Overflow Swale 1 Inflow Area= 1.402 ac, 18.07%Impervious, Inflow Depth= 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Max.Velocity=0.00 fps, Min.Travel Time=0.0 min Avg.Velocity=0.00 fps, Avg.Travel Time=0.0 min Peak Storage=0 cf @ 0.00 hrs Average Depth at Peak Storage=0.00' Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=392.78 cfs 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=195.0' Slope=0.0077Y Inlet Invert=198.50', Outlet Invert=197.00' Summary for Reach 40S: Overflow Swale 4 Inflow Area= 3.833 ac, 12.16%Impervious, Inflow Depth= 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Max.Velocity=0.00 fps, Min.Travel Time=0.0 min Avg.Velocity=0.00 fps, Avg.Travel Time=0.0 min Peak Storage=0 cf @ 0.00 hrs Average Depth at Peak Storage=0.00' Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=481.52 cfs Boehler Proposed 1 Type1124-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pam 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=173.0' Slope-0.0116Y Inlet Invert=197.00', Outlet Invert=195.00' Summary for Pond IIB: Infiltration Basin 1 Inflow Area= 1.402 ac, 18.07%Impervious, Inflow Depth= 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 @ Atten=0%, Lag=0.0 min Discarded= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=197.00'g 0.00 hrs Surf.Area=409 sf Storage=0 cf Plug-Flow detention time-(not calculated:initial storage exceeds outflow) Center-of-Mass det.time=�not calculated:no inflow) Volume Invert Avail.Storage Storage Description #1 197.00' 2,013 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.00 409 0 0 198.50 2,275 2,013 2,013 Device Routing Invert Outlet Devices #1 Primary 198.50' 11.0'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 #2 Discarded 197.00' 15.000 in/hr Exfiltration over Surface area above 197.00'Excluded Surface area=409 sf Discarded Outflow Max--0.00 cfs @ 0.00 hrs HW=197.00' (Free Discharge) L2=Exfiltration (Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=197.00' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 1SB: Sediment Basin 1 Inflow Area= 1.402 ac, 18.07%Impervious, Inflow Depth= 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=197.50'g 0.00 hrs Surf.Area=405 sf Storage=0 cf Plug-Flow detention time-(not calculated:initial storage exceeds outflow) Center-of-Mass det.time=�not calculated:no inflow) Boehler Proposed 1 Type 1124-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 4 Volume Invert Avail.Storage Storage Description #1 197.50' 2,637 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.50 405 0 0 198.50 934 670 670 199.50 3,000 1,967 2,637 Device Routing Invert Outlet Devices #1 Primary 198.50' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=197.50' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 4IB: Infiltration Basin 4 Inflow Area= 3.833 ac, 12.16%Impervious, Inflow Depth= 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 @ Atten=0%, Lag=0.0 min Discarded= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=195.50'@ 0.00 hrs Surf.Area=573 sf Storage=0 cf Plug-Flow detention time-(not calculated:initial storage exceeds outflow) Center-of-Mass det.time=�not calculated:no inflow) Volume Invert Avail.Storage Storage Description #1 195.50' 2,189 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 195.50 573 0 0 197.00 2,346 2,189 2,189 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'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 #2 Discarded 195.50' 42.000 in/hr Exfiltration over Surface area above 195.50'Excluded Surface area=573 sf Discarded OutFlow Max--0.00 cfs @ 0.00 hrs HW=195.50' (Free Discharge) L2=Exfiltration (Controls 0.00 cfs) Primary OutFlow Max--0.00 cfs @ 0.00 hrs HW=195.50' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 4SB: Sediment Basin 4 Inflow Area= 3.833 ac, 12.16%Impervious, Inflow Depth= 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=196.00'@ 0.00 hrs Surf.Area=494 sf Storage=0 cf Plug-Flow detention time-(not calculated:initial storage exceeds outflow) Boehler Proposed 1 Type 1124-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pam Center-of-Mass det.time==(not calculated:no inflow) Volume Invert Avail.Storage Storage Description #1 196.00' 4,741 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.00 494 0 0 197.00 996 745 745 199.00 3,000 3,996 4,741 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=196.00' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 7SB: Sediment Basin 7 Inflow Area= 6.396 ac, 36.33%Impervious, Inflow Depth= 0.48" for 1-yr event Inflow = 4.74 cfs @ 11.96 hrs, Volume= 0.253 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 @ Atten=100%, Lag=0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=192.91'@ 24.40 hrs Surf Area=6,732 sf Storage=11,028 cf Plug-Flow detention time-(not calculated:initial storage exceeds outflow) Center-of-Mass det.time=�not calculated:no outflow) Volume Invert Avail.Storage Storage Description #1 191.00' 19,032 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 191.00 4,841 0 0 193.00 6,826 11,667 11,667 194.00 7,903 7,365 19,032 Device Routing Invert Outlet Devices #1 Primary 193.00' 20.0'long x 6.0'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) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=191.00' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond C4: Culvert 4 Inflow Area= 4.713 ac, 16.0 1%Impervious, Inflow Depth= 0.01" for 1-yr event Inflow = 0.01 cfs @ 12.45 hrs, Volume= 0.005 of Outflow = 0.01 cfs @ 12.45 hrs, Volume= 0.005 @ Atten=0%, Lag=0.0 min Primary = 0.01 cfs @ 12.45 hrs, Volume= 0.005 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=195.04'@ 12.45 hrs Flood Elev=196.00' Boehler Proposed 1 Type 1124-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 6 Device Routing Invert Outlet Devices #1 Primary 195.00' 12.0" Round Culvert L=80.0' Ke=0.500 Inlet/Outlet Invert—195.00'/193.50' S=0.0187 Y Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary Outflow Max--0.01 cfs @ 12.45 hrs HW=195.04' (Free Discharge) Ll=Culvert (Inlet Controls 0.01 cfs @ 0.71 fps) 16-1545 Proposed_CBModel_2 Type 1124-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 7 Summary for Subcatchment DAll: SUBCATCHMENT AREA 11 Runoff = 0.22 cfs @ 11.96 hrs, Volume= 0.012 @ Depth= 1.97" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 1-yr Rainfall=2.20" Area(sf) CN Description 3,055 98 Paved parking,HSG A 3,055 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA12: SUBCATCHMENT AREA 12 Runoff = 0.09 cfs @ 11.96 hrs, Volume= 0.005 @ Depth= 1.97" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 1-yr Rainfall=2.20" Area(sf) CN Description 1,247 98 Paved parking,HSG A 1,247 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA13: SUBCATCHMENT AREA 13 Runoff = 0.28 cfs @ 11.96 hrs, Volume= 0.013 @ Depth= 1.20" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 1-yr Rainfall=2.20" Area(sf) CN Description 4,712 98 Paved parking,HSG A 853 39 >75%Grass cover,Good,HSG A 5,565 89 Weighted Average 853 15.33%Pervious Area 4,712 84.67%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Pond P7: Pipe CB11 to CB12 Inflow Area= 0.070 ac,100.00%Impervious, Inflow Depth= 1.97" for 1-yr event Inflow = 0.22 cfs @ 11.96 hrs, Volume= 0.012 of Outflow = 0.22 cfs @ 11.96 hrs, Volume= 0.012g Atten=0%, Lag=0.0 min Primary = 0.22 cfs @ 11.96 hrs, Volume= 0.012 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=198.39'@ 11.96 hrs Flood Elev=201.90' Device Routing Invert Outlet Devices #1 Primary 198.10' 12.0" Round Culvert L=94.0' CPP,square edge headwall, Ke-0.500 16-1545 Proposed_CBModel_2 Type 1124-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 8 Inlet/Outlet Invert 198.10'/197.80' S=0.0032 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary Outflow Max--0.22 cfs @ 11.96 hrs HW=198.39' TW=197.61' (Dynamic Tailwater) Ll=Culvert (Barrel Controls 0.22 cfs @ 1.78 fps) Summary for Pond P8: Pipe CB13 to CB12 Inflow Area= 0.128 ac, 84.67%Impervious, Inflow Depth= 1.20" for 1-yr event Inflow = 0.28 cfs @ 11.96 hrs, Volume= 0.013 of Outflow = 0.28 cfs @ 11.96 hrs, Volume= 0.013 @ Atten=0%, Lag=0.0 min Primary = 0.28 cfs @ 11.96 hrs, Volume= 0.013 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=197.86'@ 11.97 hrs Flood Elev=201.50' Device Routing Invert Outlet Devices #1 Primary 197.50' 12.0" Round Culvert L=93.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert 197.50'/197.20' S=0.0032 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary Outflow Max--0.28 cfs @ 11.96 hrs HW=197.86' TW=197.61' (Dynamic Tailwater) Ll=Culvert (Outlet Controls 0.28 cfs @ 1.61 fps) Summary for Pond P9: Pipe CB12 to Outfall Inflow Area= 0.227 ac, 91.36%Impervious, Inflow Depth= 1.53" for 1-yr event Inflow = 0.59 cfs @ 11.96 hrs, Volume= 0.029 of Outflow = 0.59 cfs @ 11.96 hrs, Volume= 0.029g Atten=0%, Lag=0.0 min Primary = 0.59 cfs @ 11.96 hrs, Volume= 0.029 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=197.61'@ 11.96 hrs Flood Elev=201.90' Device Routing Invert Outlet Devices #1 Primary 197.10' 12.0" Round Culvert L=10.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert 197.10'/197.10' S=0.0000 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary Outflow Max--0.59 cfs @ 11.96 hrs HW=197.61' (Free Discharge) Ll=Culvert (Barrel Controls 0.59 cfs @ 2.12 fps) 16-1545 Proposed_CBModel_3 Type 1124-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCAD®10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 9 Summary for Subcatchment DA10: SUBCATCHMENT AREA 10 Runoff = 0.38 cfs @ 11.96 hrs, Volume= 0.019 @ Depth= 1.87' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 1-yr Rainfall=2.20" Area(sf) CN Description 5,210 98 Paved parking,HSG A 120 39 >75%Grass cover,Good,HSG A 5,330 97 Weighted Average 120 2.25%Pervious Area 5,210 97.75%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA5: SUBCATCHMENT AREA 5 Runoff = 0.66 cfs @ 11.96 hrs, Volume= 0.034 @ Depth= 1.97' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 1-yr Rainfall=2.20" Area(sf) CN Description * 9,097 98 9,097 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA6: SUBCATCHMENT AREA 6 Runoff = 0.36 cfs @ 11.96 hrs, Volume= 0.018 @ Depth= 1.87' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 1-yr Rainfall=2.20" Area(sf) CN Description 5,019 98 Paved parking,HSG A 89 39 >75%Grass cover,Good,HSG A 5,108 97 Weighted Average 89 1.74%Pervious Area 5,019 98.26%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA7: SUBCATCHMENT AREA 7 Runoff = 0.08 cfs @ 11.97 hrs, Volume= 0.003 @ Depth= 0.60" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 1-yr Rainfall=2.20" 16-1545 Proposed_CBModel_3 Type 1124-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCAD®10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Paae 10 Area(sf) CN Description 1,979 98 Paved parking,HSG A 1,048 39 >75%Grass cover,Good,HSG A 3,027 78 Weighted Average 1,048 34.62%Pervious Area 1,979 65.38%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA8: SUBCATCHMENT AREA 8 Runoff = 1.12 cfs @ 11.96 hrs, Volume= 0.051 g Depth= 1.34" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 1-yr Rainfall=2.20" Area(sf) CN Description 17,745 98 Paved parking,HSG A 2,287 39 >75%Grass cover,Good,HSG A 20,032 91 Weighted Average 2,287 11.42%Pervious Area 17,745 88.58%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA9.1: SUBCATCHMENT AREA 9 Runoff = 0.56 cfs @ 11.96 hrs, Volume= 0.029 g Depth= 1.97' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 1-yr Rainfall=2.20" Area(sf) CN Description 7,735 98 Paved parking,HSG A 7,735 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA9.2: Building Runoff = 0.42 cfs @ 11.96 hrs, Volume= 0.022 g Depth= 1.97' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 1-yr Rainfall=2.20" Area(sf) CN Description 5,788 98 Roofs,HSG A 5,788 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc 16-1545 Proposed_CBModel_3 Type 1124-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Paae 11 Summary for Pond PI: Pipe CB10 to CB9 Inflow Area= 0.122 ac, 97.75%Impervious, Inflow Depth= 1.87" for 1-yr event Inflow = 0.38 cfs @ 11.96 hrs, Volume= 0.019 of Outflow = 0.38 cfs @ 11.96 hrs, Volume= 0.019g Atten=0%, Lag=0.0 min Primary = 0.38 cfs @ 11.96 hrs, Volume= 0.019 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=198.56'@ 11.96 hrs Flood Elev=201.50' Device Routing Invert Outlet Devices #1 Primary 198.20' 12.0" Round Culvert L=94.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert=198.20'/197.80' S=0.0043 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary OutFlow Max--0.38 cfs @ 11.96 hrs HW=198.55' TW=197.91' (Dynamic Tailwater) Ll=Culvert (Barrel Controls 0.38 cfs @ 2.24 fps) Summary for Pond P2: Pipe CB9 to CB6 Inflow Area= 0.433 ac, 99.36%Impervious, Inflow Depth= 1.94" for 1-yr event Inflow = 1.36 cfs @ 11.96 hrs, Volume= 0.070 of Outflow = 1.36 cfs @ 11.96 hrs, Volume= 0.070g Atten=0%, Lag=0.0 min Primary = 1.36 cfs @ 11.96 hrs, Volume= 0.070 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=197.91'@ 11.96 hrs Flood Elev=201.50' Device Routing Invert Outlet Devices #1 Primary 197.30' 18.0" Round Culvert L=193.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert-197.30'/196.20' S=0.0057 T Cc=0.900 n--0.012, Flow Area=1.77 sf Primary OutFlow Max--1.33 cfs @ 11.96 hrs HW=197.91' TW=197.06' (Dynamic Tailwater) Ll=Culvert (Outlet Controls 1.33 cfs @ 2.92 fps) Summary for Pond P3: Pipe CB8 to CB7 Inflow Area= 0.460 ac, 88.58%Impervious, Inflow Depth= 1.34" for 1-yr event Inflow = 1.12 cfs @ 11.96 hrs, Volume= 0.051 of Outflow = 1.12 cfs @ 11.96 hrs, Volume= 0.051 @ Atten=0%, Lag=0.0 min Primary = 1.12 cfs @ 11.96 hrs, Volume= 0.051 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=197.83'@ 11.97 hrs Flood Elev=201.70' Device Routing Invert Outlet Devices #1 Primary 197.10' 15.0" Round Culvert L=92.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert-197.10'/196.90' S=0.0022 T Cc=0.900 n--0.012, Flow Area=1.23 sf Primary OutFlow Max--1.07 cfs @ 11.96 hrs HW=197.82' TW=197.58' (Dynamic Tailwater) Ll=Culvert (Outlet Controls 1.07 cfs @ 2.10 fps) Summary for Pond P4: Pipe CB7 to CB6 Inflow Area= 0.529 ac, 85.54%Impervious, Inflow Depth= 1.24" for 1-yr event Inflow = 1.19 cfs @ 11.96 hrs, Volume= 0.055 of Outflow = 1.19 cfs @ 11.96 hrs, Volume= 0.055 @ Atten=0%, Lag=0.0 min Primary = 1.19 cfs @ 11.96 hrs, Volume= 0.055 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs 16-1545 Proposed_CBModel_3 Type 1124-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Paae 12 Peak Elev=197.58'g 11.97 hrs Flood Elev=201.70' Device Routing Invert Outlet Devices #1 Primary 196.90' 15.0" Round Culvert L=159.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert-196.90'/196.50' S=0.0025T Cc=0.900 n=0.012, Flow Area=1.23 sf Primary OutFlow Max--1.16 cfs @ 11.96 hrs HW=197.58' TW=197.06' (Dynamic Tailwater) Ll=Culvert (Outlet Controls 1.16 cfs @ 2.49 fps) Summary for Pond P5: Pipe CB6 to CB5 Inflow Area= 1.079 ac, 92.46%Impervious, Inflow Depth= 1.59" for 1-yr event Inflow = 2.91 cfs @ 11.96 hrs, Volume= 0.143 of Outflow = 2.91 cfs @ 11.96 hrs, Volume= 0.143 g Atten=0%, Lag=0.0 min Primary = 2.91 cfs @ 11.96 hrs, Volume= 0.143 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=197.06'g 11.96 hrs Flood Elev=199.20' Device Routing Invert Outlet Devices #1 Primary 196.20' 18.0" Round Culvert L=66.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert-196.20'/195.50' S=0.0106T Cc=0.900 n=0.012, Flow Area= 1.77 sf Primary OutFlow Max--2.86 cfs @ 11.96 hrs HW=197.06' TW=196.41' (Dynamic Tailwater) Ll=Culvert (Outlet Controls 2.86 cfs @ 3.95 fps) Summary for Pond P6: Pipe CB5 to Outfall Inflow Area= 1.288 ac, 93.68%Impervious, Inflow Depth= 1.65" for 1-yr event Inflow = 3.57 cfs @ 11.96 hrs, Volume= 0.178 of Outflow = 3.57 cfs @ 11.96 hrs, Volume= 0.178 g Atten=0%, Lag=0.0 min Primary = 3.57 cfs @ 11.96 hrs, Volume= 0.178 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=196.41'g 11.96 hrs Device Routing Invert Outlet Devices #1 Primary 195.50' 18.0" Round Culvert L=45.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert-195.50'/195.00' S=0.0111 T Cc=0.900 n--0.012, Flow Area=1.77 sf Primary OutFlow Max--3.56 cfs @ 11.96 hrs HW=196.41' (Free Discharge) Ll=Culvert (Barrel Controls 3.56 cfs @ 4.55 fps) Boehler Proposed 2_Fastrac Propopsed Type1124-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCAD®10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Paae 13 Summary for Subcatchment 2S:Watershed Area 2 Runoff = 0.14 cfs @ 12.00 hrs, Volume= 0.008 @ Depth= 0.29" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 1-yr Rainfall=2.20" Area(sf) CN Description 7,186 39 >75%Grass cover,Good,HSG A 7,566 98 Paved roads w/curbs&sewers,HSG C 14,752 69 Weighted Average 7,186 48.7 1%Pervious Area 7,566 51.29%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Minimum Tc Summary for Subcatchment 3S:Watershed Area 3 Runoff = 0.00 cfs @ 24.00 hrs, Volume= 0.001 @ Depth= 0.01" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 1-yr Rainfall=2.20" Area(sf) CN Description 25,808 39 >75%Grass cover,Good,HSG A 7,160 98 Paved roads w/curbs&sewers,HSG C 32,968 52 Weighted Average 25,808 78.28%Pervious Area 7,160 21.72%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 45 0.0733 0.15 Sheet Flow, Grass:Dense n=0.240 P2=2.57" Summary for Subcatchment 6S:Watershed Area 9 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 @ Depth= 0.00" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 1-yr Rainfall=2.20" Area(sf) CN Description 112,321 39 >75%Grass cover,Good,HSG A 9,512 98 Paved parking,HSG A 121,833 44 Weighted Average 112,321 92.19%Pervious Area 9,512 7.81%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.6 100 0.0170 0.07 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.57" 11.1 420 0.0081 0.63 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 0.2 38 0.1500 2.71 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 36.9 558 Total Boehler Proposed 2_Fastrac Propopsed Type1124-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 14 Summary for Reach 30S: Overflow Swale 3 Inflow Area= 2.610 ac, 67.12%Impervious, Inflow Depth= 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Max.Velocity=0.00 fps, Min.Travel Time=0.0 min Avg.Velocity=0.00 fps, Avg.Travel Time=0.0 min Peak Storage=0 cf @ 0.00 hrs Average Depth at Peak Storage=0.00' Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=439.14 cfs 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=104.0' Slope=0.0096Y Inlet Invert=196.66', Outlet Invert=195.66' Summary for Reach 3R: Overflow Swale 2 Inflow Area= 0.565 ac, 67.35%Impervious, Inflow Depth= 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Max.Velocity=0.00 fps, Min.Travel Time=0.0 min Avg.Velocity=0.00 fps, Avg.Travel Time=0.0 min Peak Storage=0 cf @ 0.00 hrs Average Depth at Peak Storage=0.00' Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=392.78 cfs 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=195.0' Slope=0.0077Y Inlet Invert=198.50', Outlet Invert=197.00' Summary for Pond 2IB: Infiltration Basin 2 Inflow Area= 0.565 ac, 67.35%Impervious, Inflow Depth= 0.79" for 1-yr event Inflow = 0.71 cfs @ 11.97 hrs, Volume= 0.037 of Outflow = 0.21 cfs @ 12.08 hrs, Volume= 0.037 @ Atten=70%, Lag=6.5 min Discarded= 0.21 cfs @ 12.08 hrs, Volume= 0.037 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Boehler Proposed 2_Fastrac Propopsed Type1124-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Paae 15 Peak Elev=197.63'@ 12.08 hrs Surf.Area---931 sf Storage=391 cf Plug-Flow detention time-=21.5 min calculated for 0.037 of(100%of inflow) Center-of-Mass det.time=21.5 min(839.8-818.2) Volume Invert Avail.Storage Storage Description #1 197.00' 1,578 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.00 314 0 0 198.50 1,790 1,578 1,578 Device Routing Invert Outlet Devices #1 Primary 198.50' 11.0'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 #2 Discarded 197.00' 15.000 in/hr Exfiltration over Surface area above 197.00'Excluded Surface area=314 sf Discarded OutFlow Max--0.21 cfs @ 12.08 hrs HW=197.63' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.21 cfs) Primary OutFlow Max--0.00 cfs @ 0.00 hrs HW=197.00' TW=198.50' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 2SB: Sediment Basin 2 Inflow Area= 0.565 ac, 67.35%Impervious, Inflow Depth= 0.79" for 1-yr event Inflow = 0.71 cfs @ 11.97 hrs, Volume= 0.037 of Outflow = 0.71 cfs @ 11.97 hrs, Volume= 0.037 @ Atten=0%, Lag=0.4 min Primary = 0.71 cfs @ 11.97 hrs, Volume= 0.037 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=197.63'@ 12.10 hrs Surf.Area---355 sf Storage=42 cf Plug-Flow detention time-2.1 min calculated for 0.037 of(100%of inflow) Center-of-Mass det.time=1.9 min(818.2-816.3) Volume Invert Avail.Storage Storage Description #1 197.50' 1,434 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.50 303 0 0 198.50 710 507 507 199.00 3,000 928 1,434 Device Routing Invert Outlet Devices #1 Primary 197.50' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max--0.67 cfs @ 11.97 hrs HW=197.58' TW=197.52' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Weir Controls 0.67 cfs @ 0.74 fps) Summary for Pond 3IB: Infiltration Basin 3 Inflow Area= 2.610 ac, 67.12%Impervious, Inflow Depth= 0.74" for 1-yr event Inflow = 3.50 cfs @ 11.97 hrs, Volume= 0.161 of Outflow = 1.53 cfs @ 12.07 hrs, Volume= 0.161 @ Atten=56%, Lag=6.0 min Discarded= 1.53 cfs @ 12.07 hrs, Volume= 0.161 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Boehler Proposed 2_Fastrac Propopsed Type1124-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 16 Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=196.83'@ 12.07 hrs Surf.Area---2,148 sf Storage=1,813 cf Plug-Flow detention time-13.1 min calculated for 0.161 of(100%of inflow) Center-of-Mass det.time=13.1 min(829.3-816.2) Volume Invert Avail.Storage Storage Description #1 195.50' 2,189 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 195.50 573 0 0 197.00 2,346 2,189 2,189 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'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 #2 Discarded 195.50' 42.000 in/hr Exfiltration over Surface area above 195.50'Excluded Surface area=573 sf Discarded OutFlow Max--1.53 cfs @ 12.07 hrs HW=196.83' (Free Discharge) L2=Exfiltration (Exfiltration Controls 1.53 cfs) Primary OutFlow Max--0.00 cfs @ 0.00 hrs HW=195.50' TW=196.66' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 3SB: Sediment Basin 3 Inflow Area= 2.610 ac, 67.12%Impervious, Inflow Depth= 0.82" for 1-yr event Inflow = 3.57 cfs @ 11.96 hrs, Volume= 0.178 of Outflow = 3.50 cfs @ 11.97 hrs, Volume= 0.161 @ Atten=2%, Lag=0.9 min Primary = 3.50 cfs @ 11.97 hrs, Volume= 0.161 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=197.24'@ 11.97 hrs Surf.Area---1,237 sf Storage=1,014 cf Plug-Flow detention time-84.7 min calculated for 0.161 of(90%of inflow) Center-of-Mass det.time=34.1 min(816.2-782.1) Volume Invert Avail.Storage Storage Description #1 196.00' 4,742 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.00 495 0 0 197.00 996 746 746 199.00 3,000 3,996 4,742 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max--3.47 cfs@ 11.97 hrs HW=197.24' TW=196.61' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Weir Controls 3.47 cfs @ 1.32 fps) Boehler Proposed 2_Fastrac Propopsed Type1124-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 17 Summary for Pond 5IB: Infiltration Basin 5 Inflow Area= 11.803 ac, 36.38%Impervious, Inflow Depth= 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Discarded= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=190.00'@ 0.00 hrs Surf.Area=22,224 sf Storage=0 cf Plug-Flow detention time-(not calculated:initial storage exceeds outflow) Center-of-Mass det.time=�not calculated:no inflow) Volume Invert Avail.Storage Storage Description #1 190.00' 105,914 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 190.00 22,224 0 0 193.00 28,790 76,521 76,521 194.00 29,996 29,393 105,914 Device Routing Invert Outlet Devices #1 Discarded 190.00' 25.000 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=190.00' (Free Discharge) L1=Exfiltration (Passes 0.00 cfs of 12.86 cfs potential flow) Summary for Pond 5SB: Sediment Basin 5 Inflow Area= 5.407 ac, 36.44%Impervious, Inflow Depth= 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=194.26'@ 0.00 hrs Surf.Area=12 sf Storage=0 cf Plug-Flow detention time-(not calculated:initial storage exceeds outflow) Center-of-Mass det.time=�not calculated:no inflow) Volume Invert Avail.Storage Storage Description #1 194.26' 1,674 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 194.26 12 0 0 195.50 1,054 661 661 196.00 3,000 1,014 1,674 Device Routing Invert Outlet Devices #1 Primary 195.50' 18.0'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--0.00 cfs @ 0.00 hrs HW=194.26' TW=190.00' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Boehler Proposed 2_Fastrac Propopsed Type1124-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 18 Summary for Link 2B: Fastrac Storm Sewr Inflow Area= 0.227 ac, 91.36%Impervious, Inflow Depth= 1.53" for 1-yr event Inflow = 0.59 cfs @ 11.96 hrs, Volume= 0.029 of Primary = 0.59 cfs @ 11.96 hrs, Volume= 0.029 at Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-36.00 hrs,dt=0.02 hrs 1-yr Primary Outflow Imported from 16-1545 Proposed_CBModel 2—Pond P9.hce Summary for Link 3B: Fastrac Storm Sewer Inflow Area= 1.288 ac, 93.68%Impervious, Inflow Depth= 1.65' for 1-yr event Inflow = 3.57 cfs @ 11.96 hrs, Volume= 0.178 of Primary = 3.57 cfs @ 11.96 hrs, Volume= 0.178 at Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-36.00 hrs,dt=0.02 hrs 1-yr Primary Outflow Imported from 16-1545 Proposed_CBModel 3—Pond P6.hce Summary for Link 8L: Bohler West Inflow Area= 6.396 ac, 36.33%Impervious, Inflow Depth= 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 at Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-36.00 hrs,dt=0.02 hrs 1-yr Primary Outflow Imported from Boehler Proposed 1—Pond 7SB.hce Boehler Proposed 1 Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCAD®10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 1 Summary for Subcatchment 1S:Watershed Area 1 Runoff = 0.01 cfs @ 15.01 hrs, Volume= 0.008 @ Depth= 0.07" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 10-yr Rainfall=3.66" Area(sf) CN Adi Description 50,029 32 Woods/grass comb.,Good,HSG A 8,890 98 Paved roads w/curbs&sewers,HSG C 2,146 98 Unconnected roofs,HSG A 61,065 44 43 Weighted Average,UI Adjusted 50,029 81.93%Pervious Area 11,036 18.07%Impervious Area 2,146 19.45%Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Minimum Tc for TR-55 Summary for Subcatchment 4S:Watershed Area 4 Runoff = 0.00 cfs @ 24.09 hrs, Volume= 0.002 @ Depth= 0.01" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 10-yr Rainfall=3.66" Area(sf) CN Description 96,633 32 Woods/grass comb.,Good,HSG A 9,261 98 Paved roads w/curbs&sewers,HSG C 105,894 38 Weighted Average 96,633 91.25%Pervious Area 9,261 8.75%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 41.7 100 0.0050 0.04 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.57" 0.5 39 0.0600 1.22 Shallow Concentrated Flow, Woodland Kv=5.0 fps 42.2 139 Total Summary for Subcatchment 7S:Watershed Area 7 Runoff = 0.64 cfs @ 12.00 hrs, Volume= 0.038 @ Depth= 0.52" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 10-yr Rainfall=3.66" Area(sf) CN Description 25,761 39 >75%Grass cover,Good,HSG A 12,581 98 Paved parking,HSG A 38,342 58 Weighted Average 25,761 67.19%Pervious Area 12,581 32.81%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Minimum Tc for TR-55 Boehler Proposed 1 Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 2 Summary for Subcatchment 8S:Watershed Area 8 Runoff = 8.27 cfs @ 11.96 hrs, Volume= 0.449 @ Depth= 3.20" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 10-yr Rainfall=3.66" Area(sf) CN Description 4,953 69 50-75%Grass cover,Fair,HSG B 54,325 98 Paved roads w/curbs&sewers,HSG C 14,016 98 Unconnected roofs,HSG A 73,294 96 Weighted Average 4,953 6.76%Pervious Area 68,341 93.24%Impervious Area 14,016 20.5 1%Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Minimum Tc for TR-55 Summary for Reach 2R: Overflow Swale 1 Inflow Area= 1.402 ac, 18.07%Impervious, Inflow Depth= 0.00" for 10-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Max.Velocity=0.00 fps, Min.Travel Time=0.0 min Avg.Velocity=0.00 fps, Avg.Travel Time=0.0 min Peak Storage=0 cf @ 0.00 hrs Average Depth at Peak Storage=0.00' Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=392.78 cfs 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=195.0' Slope=0.0077Y Inlet Invert=198.50', Outlet Invert=197.00' Summary for Reach 40S: Overflow Swale 4 Inflow Area= 3.833 ac, 12.16%Impervious, Inflow Depth= 0.00" for 10-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Max.Velocity=0.00 fps, Min.Travel Time=0.0 min Avg.Velocity=0.00 fps, Avg.Travel Time=0.0 min Peak Storage=0 cf @ 0.00 hrs Average Depth at Peak Storage=0.00' Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=481.52 cfs Boehler Proposed 1 Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 3 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=173.0' Slope-0.0116Y Inlet Invert=197.00', Outlet Invert=195.00' Summary for Pond IIB: Infiltration Basin 1 Inflow Area= 1.402 ac, 18.07%Impervious, Inflow Depth= 0.00" for 10-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 @ Atten=0%, Lag=0.0 min Discarded= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=197.00'g 0.00 hrs Surf.Area=409 sf Storage=0 cf Plug-Flow detention time-(not calculated:initial storage exceeds outflow) Center-of-Mass det.time=�not calculated:no inflow) Volume Invert Avail.Storage Storage Description #1 197.00' 2,013 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.00 409 0 0 198.50 2,275 2,013 2,013 Device Routing Invert Outlet Devices #1 Primary 198.50' 11.0'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 #2 Discarded 197.00' 15.000 in/hr Exfiltration over Surface area above 197.00'Excluded Surface area=409 sf Discarded Outflow Max--0.00 cfs @ 0.00 hrs HW=197.00' (Free Discharge) L2=Exfiltration (Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=197.00' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 1SB: Sediment Basin 1 Inflow Area= 1.402 ac, 18.07%Impervious, Inflow Depth= 0.07" for 10-yr event Inflow = 0.01 cfs @ 15.01 hrs, Volume= 0.008 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 @ Atten=100%, Lag=0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=198.13'g 24.40 hrs Surf Area=740 sf Storage=363 cf Plug-Flow detention time-(not calculated:initial storage exceeds outflow) Center-of-Mass det.time=�not calculated:no outflow) Boehler Proposed 1 Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 4 Volume Invert Avail.Storage Storage Description #1 197.50' 2,637 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.50 405 0 0 198.50 934 670 670 199.50 3,000 1,967 2,637 Device Routing Invert Outlet Devices #1 Primary 198.50' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=197.50' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 4IB: Infiltration Basin 4 Inflow Area= 3.833 ac, 12.16%Impervious, Inflow Depth= 0.00" for 10-yr event Inflow = 0.00 cfs @ 0.00 Ins, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 Ins, Volume= 0.000 @ Atten=0%, Lag=0.0 min Discarded= 0.00 cfs @ 0.00 Ins, Volume= 0.000 of Primary = 0.00 cfs @ 0.00 Ins, Volume= 0.000 of Routing by Stor-Ind method,Time Span=0.00-36.00 Ins,dt=0.05 hrs Peak Elev=195.50'@ 0.00 hrs Surf.Area=573 sf Storage=0 cf Plug-Flow detention time-(not calculated:initial storage exceeds outflow) Center-of-Mass det.time=�not calculated:no inflow) Volume Invert Avail.Storage Storage Description #1 195.50' 2,189 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 195.50 573 0 0 197.00 2,346 2,189 2,189 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'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 #2 Discarded 195.50' 42.000 in/hr Exfiltration over Surface area above 195.50'Excluded Surface area=573 sf Discarded OutFlow Max--0.00 cfs @ 0.00 hrs HW=195.50' (Free Discharge) L2=Exfiltration (Controls 0.00 cfs) Primary OutFlow Max--0.00 cfs @ 0.00 hrs HW=195.50' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 4SB: Sediment Basin 4 Inflow Area= 3.833 ac, 12.16%Impervious, Inflow Depth= 0.01" for 10-yr event Inflow = 0.00 cfs @ 24.09 Ins, Volume= 0.002 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 @ Atten=100%, Lag=0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method,Time Span=0.00-36.00 Ins,dt=0.05 hrs Peak Elev=196.16'@ 26.40 hrs Surf Area=572 sf Storage=83 cf Plug-Flow detention time-(not calculated:initial storage exceeds outflow) Boehler Proposed 1 Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 5 Center-of-Mass det.time==(not calculated:no outflow) Volume Invert Avail.Storage Storage Description #1 196.00' 4,741 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.00 494 0 0 197.00 996 745 745 199.00 3,000 3,996 4,741 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=196.00' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 7SB: Sediment Basin 7 Inflow Area= 6.396 ac, 36.33%Impervious, Inflow Depth= 0.91" for 10-yr event Inflow = 8.82 cfs @ 11.97 hrs, Volume= 0.487 of Outflow = 1.63 cfs @ 12.17 hrs, Volume= 0.219 @ Atten=82% Lag=12.2 min Primary = 1.63 cfs @ 12.17 hrs, Volume= 0.219 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=193.11'@ 12.17 hrs Surf Area=6,940 sf Storage=12,394 cf Plug-Flow detention time-287.1 min calculated for 0.219 of(45%of inflow) Center-of-Mass det.time=156.8 min(934.8-778.1) Volume Invert Avail.Storage Storage Description #1 191.00' 19,032 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 191.00 4,841 0 0 193.00 6,826 11,667 11,667 194.00 7,903 7,365 19,032 Device Routing Invert Outlet Devices #1 Primary 193.00' 20.0'long x 6.0'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) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary OutFlow Max--l.57 cfs@ 12.17 hrs HW=193.10' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Weir Controls 1.57 cfs @ 0.76 fps) Summary for Pond C4: Culvert 4 Inflow Area= 4.713 ac, 16.0 1%Impervious, Inflow Depth= 0.10" for 10-yr event Inflow = 0.64 cfs @ 12.00 hrs, Volume= 0.038 of Outflow = 0.64 cfs @ 12.00 hrs, Volume= 0.038 @ Atten=0%, Lag=0.0 min Primary = 0.64 cfs @ 12.00 hrs, Volume= 0.038 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=195.40'@ 12.00 hrs Flood Elev=196.00' Boehler Proposed 1 Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 6 Device Routing Invert Outlet Devices #1 Primary 195.00' 12.0" Round Culvert L=80.0' Ke=0.500 Inlet/Outlet Invert—195.00'/193.50' S=0.0187 Y Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary Outflow Max--0.63 cfs @ 12.00 hrs HW=195.40' (Free Discharge) Ll=Culvert (Inlet Controls 0.63 cfs @ 2.15 fps) 16-1545 Proposed_CBModel_2 Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 7 Summary for Subcatchment DAll: SUBCATCHMENT AREA 11 Runoff = 0.37 cfs @ 11.96 hrs, Volume= 0.020 @ Depth= 3.43" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 10-yr Rainfall=3.66" Area(sf) CN Description 3,055 98 Paved parking,HSG A 3,055 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA12: SUBCATCHMENT AREA 12 Runoff = 0.15 cfs @ 11.96 hrs, Volume= 0.008 @ Depth= 3.43" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 10-yr Rainfall=3.66" Area(sf) CN Description 1,247 98 Paved parking,HSG A 1,247 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA13: SUBCATCHMENT AREA 13 Runoff = 0.57 cfs @ 11.96 hrs, Volume= 0.027 @ Depth= 2.51" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 10-yr Rainfall=3.66" Area(sf) CN Description 4,712 98 Paved parking,HSG A 853 39 >75%Grass cover,Good,HSG A 5,565 89 Weighted Average 853 15.33%Pervious Area 4,712 84.67%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Pond P7: Pipe CB11 to CB12 Inflow Area= 0.070 ac,100.00%Impervious, Inflow Depth= 3.43" for 10-yr event Inflow = 0.37 cfs @ 11.96 hrs, Volume= 0.020 of Outflow = 0.37 cfs @ 11.96 hrs, Volume= 0.020g Atten=0%, Lag=0.0 min Primary = 0.37 cfs @ 11.96 hrs, Volume= 0.020 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=198.48'@ 11.96 hrs Flood Elev=201.90' Device Routing Invert Outlet Devices #1 Primary 198.10' 12.0" Round Culvert L=94.0' CPP,square edge headwall, Ke-0.500 16-1545 Proposed_CBModel_2 Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 8 Inlet/Outlet Invert 198.10'/197.80' S=0.0032 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary Outflow Max--0.37 cfs @ 11.96 hrs HW=198.47' TW=197.81' (Dynamic Tailwater) Ll=Culvert (Barrel Controls 0.37 cfs @ 2.06 fps) Summary for Pond P8: Pipe CB13 to CB12 Inflow Area= 0.128 ac, 84.67%Impervious, Inflow Depth= 2.51" for 10-yr event Inflow = 0.57 cfs @ 11.96 hrs, Volume= 0.027 of Outflow = 0.57 cfs @ 11.96 hrs, Volume= 0.027 @ Atten=0%, Lag=0.0 min Primary = 0.57 cfs @ 11.96 hrs, Volume= 0.027 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=198.05'@ 11.97 hrs Flood Elev=201.50' Device Routing Invert Outlet Devices #1 Primary 197.50' 12.0" Round Culvert L=93.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert 197.50'/197.20' S=0.0032 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary Outflow Max--0.55 cfs @ 11.96 hrs HW=198.05' TW=197.81' (Dynamic Tailwater) Ll=Culvert (Outlet Controls 0.55 cfs @ 1.83 fps) Summary for Pond P9: Pipe CB12 to Outfall Inflow Area= 0.227 ac, 91.36%Impervious, Inflow Depth= 2.91" for 10-yr event Inflow = 1.10 cfs @ 11.96 hrs, Volume= 0.055 of Outflow = 1.10 cfs @ 11.96 hrs, Volume= 0.055 @ Atten=0%, Lag=0.0 min Primary = 1.10 cfs @ 11.96 hrs, Volume= 0.055 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=197.81'@ 11.96 hrs Flood Elev=201.90' Device Routing Invert Outlet Devices #1 Primary 197.10' 12.0" Round Culvert L=10.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert 197.10'/197.10' S=0.0000 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary Outflow Max--1.09 cfs @ 11.96 hrs HW=197.81' (Free Discharge) Ll=Culvert (Barrel Controls 1.09 cfs @ 2.56 fps) 16-1545 Proposed_CBModel_3 Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCAD®10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 9 Summary for Subcatchment DA10: SUBCATCHMENT AREA 10 Runoff = 0.65 cfs @ 11.96 hrs, Volume= 0.034 @ Depth= 3.31" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 10-yr Rainfall=3.66" Area(sf) CN Description 5,210 98 Paved parking,HSG A 120 39 >75%Grass cover,Good,HSG A 5,330 97 Weighted Average 120 2.25%Pervious Area 5,210 97.75%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA5: SUBCATCHMENT AREA 5 Runoff = 1.12 cfs @ 11.96 hrs, Volume= 0.060 @ Depth= 3.43" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 10-yr Rainfall=3.66" Area(sf) CN Description * 9,097 98 9,097 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA6: SUBCATCHMENT AREA 6 Runoff = 0.62 cfs @ 11.96 hrs, Volume= 0.032 @ Depth= 3.31" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 10-yr Rainfall=3.66" Area(sf) CN Description 5,019 98 Paved parking,HSG A 89 39 >75%Grass cover,Good,HSG A 5,108 97 Weighted Average 89 1.74%Pervious Area 5,019 98.26%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA7: SUBCATCHMENT AREA 7 Runoff = 0.21 cfs @ 11.96 hrs, Volume= 0.009 @ Depth= 1.62" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 10-yr Rainfall=3.66" 16-1545 Proposed_CBModel_3 Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCAD®10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 10 Area(sf) CN Description 1,979 98 Paved parking,HSG A 1,048 39 >75%Grass cover,Good,HSG A 3,027 78 Weighted Average 1,048 34.62%Pervious Area 1,979 65.38%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA8: SUBCATCHMENT AREA 8 Runoff = 2.16 cfs @ 11.96 hrs, Volume= 0.103 g Depth= 2.69" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 10-yr Rainfall=3.66" Area(sf) CN Description 17,745 98 Paved parking,HSG A 2,287 39 >75%Grass cover,Good,HSG A 20,032 91 Weighted Average 2,287 11.42%Pervious Area 17,745 88.58%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA9.1: SUBCATCHMENT AREA 9 Runoff = 0.95 cfs @ 11.96 hrs, Volume= 0.051 g Depth= 3.43" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 10-yr Rainfall=3.66" Area(sf) CN Description 7,735 98 Paved parking,HSG A 7,735 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA9.2: Building Runoff = 0.71 cfs @ 11.96 hrs, Volume= 0.038 g Depth= 3.43" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 10-yr Rainfall=3.66" Area(sf) CN Description 5,788 98 Roofs,HSG A 5,788 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc 16-1545 Proposed_CBModel_3 Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 11 Summary for Pond PI: Pipe CB10 to CB9 Inflow Area= 0.122 ac, 97.75%Impervious, Inflow Depth= 3.31" for 10-yr event Inflow = 0.65 cfs @ 11.96 hrs, Volume= 0.034 of Outflow = 0.65 cfs @ 11.96 hrs, Volume= 0.034g Atten=0%, Lag=0.0 min Primary = 0.65 cfs @ 11.96 hrs, Volume= 0.034 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=198.67'@ 11.96 hrs Flood Elev=201.50' Device Routing Invert Outlet Devices #1 Primary 198.20' 12.0" Round Culvert L=94.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert=198.20'/197.80' S=0.0043 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary OutFlow Max--0.63 cfs @ 11.96 hrs HW=198.67' TW=198.17' (Dynamic Tailwater) Ll=Culvert (Outlet Controls 0.63 cfs @ 2.54 fps) Summary for Pond P2: Pipe CB9 to CB6 Inflow Area= 0.433 ac, 99.36%Impervious, Inflow Depth= 3.39" for 10-yr event Inflow = 2.31 cfs @ 11.96 hrs, Volume= 0.122 of Outflow = 2.31 cfs @ 11.96 hrs, Volume= 0.122g Atten=0%, Lag=0.0 min Primary = 2.31 cfs @ 11.96 hrs, Volume= 0.122 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=198.18'@ 11.97 hrs Flood Elev=201.50' Device Routing Invert Outlet Devices #1 Primary 197.30' 18.0" Round Culvert L=193.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert-197.30'/196.20' S=0.0057 T Cc=0.900 n--0.012, Flow Area=1.77 sf Primary OutFlow Max--2.21 cfs @ 11.96 hrs HW=198.17' TW=197.49' (Dynamic Tailwater) Ll=Culvert (Outlet Controls 2.21 cfs @ 2.99 fps) Summary for Pond P3: Pipe CB8 to CB7 Inflow Area= 0.460 ac, 88.58%Impervious, Inflow Depth= 2.69" for 10-yr event Inflow = 2.16 cfs @ 11.96 hrs, Volume= 0.103 of Outflow = 2.16 cfs @ 11.96 hrs, Volume= 0.103 @ Atten=0%, Lag=0.0 min Primary = 2.16 cfs @ 11.96 hrs, Volume= 0.103 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=198.23'@ 11.98 hrs Flood Elev=201.70' Device Routing Invert Outlet Devices #1 Primary 197.10' 15.0" Round Culvert L=92.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert-197.10'/196.90' S=0.0022 T Cc=0.900 n--0.012, Flow Area=1.23 sf Primary OutFlow Max--1.95 cfs @ 11.96 hrs HW=198.21' TW=197.97' (Dynamic Tailwater) Ll=Culvert (Outlet Controls 1.95 cfs @ 2.26 fps) Summary for Pond P4: Pipe CB7 to CB6 Inflow Area= 0.529 ac, 85.54%Impervious, Inflow Depth= 2.55" for 10-yr event Inflow = 2.37 cfs @ 11.96 hrs, Volume= 0.113 of Outflow = 2.37 cfs @ 11.96 hrs, Volume= 0.113 @ Atten=0%, Lag=0.0 min Primary = 2.37 cfs @ 11.96 hrs, Volume= 0.113 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs 16-1545 Proposed_CBModel_3 Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 12 Peak Elev=197.98'g 11.97 hrs Flood Elev=201.70' Device Routing Invert Outlet Devices #1 Primary 196.90' 15.0" Round Culvert L=159.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert-196.90'/196.50' S=0.0025T Cc=0.900 n=0.012, Flow Area=1.23 sf Primary OutFlow Max--2.25 cfs @ 11.96 hrs HW=197.97' TW=197.50' (Dynamic Tailwater) Ll=Culvert (Outlet Controls 2.25 cfs @ 2.71 fps) Summary for Pond P5: Pipe CB6 to CB5 Inflow Area= 1.079 ac, 92.46%Impervious, Inflow Depth= 2.97" for 10-yr event Inflow = 5.29 cfs @ 11.96 hrs, Volume= 0.267 of Outflow = 5.29 cfs @ 11.96 hrs, Volume= 0.267 g Atten=0%, Lag=0.0 min Primary = 5.29 cfs @ 11.96 hrs, Volume= 0.267 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=197.50'g 11.96 hrs Flood Elev=199.20' Device Routing Invert Outlet Devices #1 Primary 196.20' 18.0" Round Culvert L=66.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert-196.20'/195.50' S=0.0106T Cc=0.900 n=0.012, Flow Area= 1.77 sf Primary OutFlow Max--5.15 cfs @ 11.96 hrs HW=197.49' TW=196.83' (Dynamic Tailwater) Ll=Culvert (Outlet Controls 5.15 cfs @ 4.25 fps) Summary for Pond P6: Pipe CB5 to Outfall Inflow Area= 1.288 ac, 93.68%Impervious, Inflow Depth= 3.05" for 10-yr event Inflow = 6.41 cfs @ 11.96 hrs, Volume= 0.327 of Outflow = 6.41 cfs @ 11.96 hrs, Volume= 0.327 g Atten=0%, Lag=0.0 min Primary = 6.41 cfs @ 11.96 hrs, Volume= 0.327 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=196.84'g 11.96 hrs Device Routing Invert Outlet Devices #1 Primary 195.50' 18.0" Round Culvert L=45.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert-195.50'/195.00' S=0.0111 T Cc=0.900 n--0.012, Flow Area=1.77 sf Primary OutFlow Max--6.38 cfs @ 11.96 hrs HW=196.83' (Free Discharge) Ll=Culvert (Barrel Controls 6.38 cfs @ 5.09 fps) Boehler Proposed 2_Fastrac Propopsed Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCAD®10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 13 Summary for Subcatchment 2S:Watershed Area 2 Runoff = 0.62 cfs @ 11.98 hrs, Volume= 0.030 @ Depth= 1.05" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 10-yr Rainfall=3.66" Area(sf) CN Description 7,186 39 >75%Grass cover,Good,HSG A 7,566 98 Paved roads w/curbs&sewers,HSG C 14,752 69 Weighted Average 7,186 48.7 1%Pervious Area 7,566 51.29%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Minimum Tc Summary for Subcatchment 3S:Watershed Area 3 Runoff = 0.22 cfs @ 12.00 hrs, Volume= 0.019 @ Depth= 0.30" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 10-yr Rainfall=3.66" Area(sf) CN Description 25,808 39 >75%Grass cover,Good,HSG A 7,160 98 Paved roads w/curbs&sewers,HSG C 32,968 52 Weighted Average 25,808 78.28%Pervious Area 7,160 21.72%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 45 0.0733 0.15 Sheet Flow, Grass:Dense n=0.240 P2=2.57" Summary for Subcatchment 6S:Watershed Area 9 Runoff = 0.03 cfs @ 13.98 hrs, Volume= 0.021 @ Depth= 0.09" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 10-yr Rainfall=3.66" Area(sf) CN Description 112,321 39 >75%Grass cover,Good,HSG A 9,512 98 Paved parking,HSG A 121,833 44 Weighted Average 112,321 92.19%Pervious Area 9,512 7.81%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.6 100 0.0170 0.07 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.57" 11.1 420 0.0081 0.63 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 0.2 38 0.1500 2.71 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 36.9 558 Total Boehler Proposed 2_Fastrac Propopsed Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 14 Summary for Reach 30S: Overflow Swale 3 Inflow Area= 2.610 ac, 67.12%Impervious, Inflow Depth= 0.19" for 10-yr event Inflow = 7.72 cfs @ 12.00 hrs, Volume= 0.042 of Outflow = 4.38 cfs @ 12.00 hrs, Volume= 0.042g Atten=43% Lag=0.2 min Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Max.Velocity=2.40 fps, Min.Travel Time=0.7 min Avg.Velocity=1.04 fps, Avg.Travel Time=1.7 min Peak Storage=190 cf @ 12.00 hrs Average Depth at Peak Storage=0.5 P Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=439.14 cfs 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=104.0' Slope=0.0096Y Inlet Invert=196.66', Outlet Invert=195.66' Summary for Reach 3R: Overflow Swale 2 Inflow Area= 0.565 ac, 67.35%Impervious, Inflow Depth= 0.00" for 10-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Max.Velocity=0.00 fps, Min.Travel Time=0.0 min Avg.Velocity=0.00 fps, Avg.Travel Time=0.0 min Peak Storage=0 cf @ 0.00 hrs Average Depth at Peak Storage=0.00' Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=392.78 cfs 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=195.0' Slope=0.0077Y Inlet Invert=198.50', Outlet Invert=197.00' Summary for Pond 2IB: Infiltration Basin 2 Inflow Area= 0.565 ac, 67.35%Impervious, Inflow Depth= 1.79" for 10-yr event Inflow = 1.32 cfs @ 11.96 hrs, Volume= 0.085 of Outflow = 0.37 cfs @ 12.11 hrs, Volume= 0.085 @ Atten=72% Lag=8.9 min Discarded= 0.37 cfs @ 12.11 hrs, Volume= 0.085 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Boehler Proposed 2_Fastrac Propopsed Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 15 Peak Elev=198.08'@ 12.11 hrs Surf.Area---1,378 sf Storage=914 cf Plug-Flow detention time-27.5 min calculated for 0.084 of(100%of inflow) Center-of-Mass det.time=27.6 min(838.8-811.3) Volume Invert Avail.Storage Storage Description #1 197.00' 1,578 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.00 314 0 0 198.50 1,790 1,578 1,578 Device Routing Invert Outlet Devices #1 Primary 198.50' 11.0'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 #2 Discarded 197.00' 15.000 in/hr Exfiltration over Surface area above 197.00'Excluded Surface area=314 sf Discarded OutFlow Max--0.37 cfs @ 12.11 hrs HW=198.08' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.37 cfs) Primary OutFlow Max--0.00 cfs @ 0.00 hrs HW=197.00' TW=198.50' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 2SB: Sediment Basin 2 Inflow Area= 0.565 ac, 67.35%Impervious, Inflow Depth= 1.79" for 10-yr event Inflow = 1.69 cfs @ 11.97 hrs, Volume= 0.085 of Outflow = 1.32 cfs @ 11.96 hrs, Volume= 0.085 @ Atten=22% Lag=0.0 min Primary = 1.32 cfs @ 11.96 hrs, Volume= 0.085 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=198.08'@ 12.13 hrs Surf.Area---540 sf Storage=245 cf Plug-Flow detention time-4.7 min calculated for 0.085 of(100%of inflow) Center-of-Mass det.time=4.6 min(811.3-806.7) Volume Invert Avail.Storage Storage Description #1 197.50' 1,434 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.50 303 0 0 198.50 710 507 507 199.00 3,000 928 1,434 Device Routing Invert Outlet Devices #1 Primary 197.50' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max--0.00 cfs @ 11.96 hrs HW=197.82' TW=197.88' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 3IB: Infiltration Basin 3 Inflow Area= 2.610 ac, 67.12%Impervious, Inflow Depth= 1.51" for 10-yr event Inflow = 7.56 cfs @ 12.04 hrs, Volume= 0.329 of Outflow = 9.45 cfs @ 12.00 hrs, Volume= 0.329g Atten=0%, Lag=0.0 min Discarded= 1.72 cfs @ 11.94 hrs, Volume= 0.287 of Primary = 7.72 cfs @ 12.00 hrs, Volume= 0.042 of Boehler Proposed 2_Fastrac Propopsed Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 16 Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=197.44'@ 12.00 hrs Surf.Area---2,346 sf Storage=2,189 cf Plug-Flow detention time-11.8 min calculated for 0.328 of(100%of inflow) Center-of-Mass det.time=11.8 min(813.9-802.1) Volume Invert Avail.Storage Storage Description #1 195.50' 2,189 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 195.50 573 0 0 197.00 2,346 2,189 2,189 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'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 #2 Discarded 195.50' 42.000 in/hr Exfiltration over Surface area above 195.50'Excluded Surface area=573 sf Discarded OutFlow Max--1.72 cfs @ 11.94 hrs HW=197.18' (Free Discharge) L2=Exfiltration (Exfiltration Controls 1.72 cfs) Primary OutFlow Max--7.10 cfs @ 12.00 hrs HW=197.43' TW=197.17' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Weir Controls 7.10 cfs @ 1.52 fps) Summary for Pond 3SB: Sediment Basin 3 Inflow Area= 2.610 ac, 67.12%Impervious, Inflow Depth= 1.59" for 10-yr event Inflow = 6.55 cfs @ 11.96 hrs, Volume= 0.346 of Outflow = 7.56 cfs @ 12.04 hrs, Volume= 0.329g Atten=0%, Lag=4.8 min Primary = 7.56 cfs @ 12.04 hrs, Volume= 0.329 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=197.44'@ 12.02 hrs Surf.Area---1,439 sf Storage=1,283 cf Plug-Flow detention time-54.1 min calculated for 0.328 of(95%of inflow) Center-of-Mass det.time=24.7 min(802.1 -777.4) Volume Invert Avail.Storage Storage Description #1 196.00' 4,742 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.00 495 0 0 197.00 996 746 746 199.00 3,000 3,996 4,742 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max--4.98 cfs@ 12.04 hrs HW=197.40' TW=197.31' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Weir Controls 4.98 cfs @ 1.13 fps) Boehler Proposed 2_Fastrac Propopsed Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 17 Summary for Pond 5IB: Infiltration Basin 5 Inflow Area= 11.803 ac, 36.38%Impervious, Inflow Depth= 0.27" for 10-yr event Inflow = 3.38 cfs @ 12.03 hrs, Volume= 0.267 of Outflow = 3.38 cfs @ 12.03 hrs, Volume= 0.267 @ Atten=0%, Lag=0.0 min Discarded= 3.38 cfs @ 12.03 hrs, Volume= 0.267 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=190.00'@ 0.00 hrs Surf.Area=22,224 sf Storage=0 cf Plug-Flow detention time-(not calculated:outflow precedes inflow) Center-of-Mass det.time=0.0 min(926.7-926.7) Volume Invert Avail.Storage Storage Description #1 190.00' 105,914 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 190.00 22,224 0 0 193.00 28,790 76,521 76,521 194.00 29,996 29,393 105,914 Device Routing Invert Outlet Devices #1 Discarded 190.00' 25.000 in/hr Exfiltration over Surface area Discarded Outflow Max--0.00 cfs @ 12.03 hrs HW=190.00' (Free Discharge) L1=Exfiltration (Passes 0.00 cfs of 12.86 cfs potential flow) Summary for Pond 5SB: Sediment Basin 5 Inflow Area= 5.407 ac, 36.44%Impervious, Inflow Depth= 0.14" for 10-yr event Inflow = 4.38 cfs @ 12.00 hrs, Volume= 0.062 of Outflow = 3.38 cfs @ 12.03 hrs, Volume= 0.047 @ Atten=23% Lag=1.6 min Primary = 3.38 cfs @ 12.03 hrs, Volume= 0.047 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=195.68'@ 12.03 hrs Surf Area=1,749 sf Storage=911 cf Plug-Flow detention time-152.3 min calculated for 0.047 of(76%of inflow) Center-of-Mass det.time=43.9 min(889.3-845.4) Volume Invert Avail.Storage Storage Description #1 194.26' 1,674 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 194.26 12 0 0 195.50 1,054 661 661 196.00 3,000 1,014 1,674 Device Routing Invert Outlet Devices #1 Primary 195.50' 18.0'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--3.06 cfs@ 12.03 hrs HW=195.66' TW=190.00' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Weir Controls 3.06 cfs @ 1.03 fps) Boehler Proposed 2_Fastrac Propopsed Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pate 18 Summary for Link 2B: Fastrac Storm Sewr Inflow Area= 0.227 ac, 91.36%Impervious, Inflow Depth= 2.91" for 10-yr event Inflow = 1.10 cfs @ 11.96 hrs, Volume= 0.055 of Primary = 1.10 cfs @ 11.96 hrs, Volume= 0.055 at Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-36.00 hrs,dt=0.02 hrs 10-yr Primary Outflow Imported from 16-1545 Proposed_CBModel 2—Pond P9.hce Summary for Link 3B: Fastrac Storm Sewer Inflow Area= 1.288 ac, 93.68%Impervious, Inflow Depth= 3.05" for 10-yr event Inflow = 6.41 cfs @ 11.96 hrs, Volume= 0.327 of Primary = 6.41 cfs @ 11.96 hrs, Volume= 0.327 at Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-36.00 hrs,dt=0.02 hrs 10-yr Primary Outflow Imported from 16-1545 Proposed_CBModel 3—Pond P6.hce Summary for Link 8L: Bohler West Inflow Area= 6.396 ac, 36.33%Impervious, Inflow Depth= 0.41" for 10-yr event Inflow = 1.58 cfs @ 12.17 hrs, Volume= 0.219 of Primary = 1.58 cfs @ 12.17 hrs, Volume= 0.219 at Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-36.00 hrs,dt=0.02 hrs 10-yr Primary Outflow Imported from Boehler Proposed 1—Pond 7SB.hce Boehler Proposed 1 Type 1124-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCAD®10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pam Summary for Subcatchment 1S:Watershed Area 1 Runoff = 0.51 cfs @ 12.02 hrs, Volume= 0.049 g Depth= 0.42" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 50-yr Rainfall=5.24" Area(sf) CN Adi Description 50,029 32 Woods/grass comb.,Good,HSG A 8,890 98 Paved roads w/curbs&sewers,HSG C 2,146 98 Unconnected roofs,HSG A 61,065 44 43 Weighted Average,UI Adjusted 50,029 81.93%Pervious Area 11,036 18.07%Impervious Area 2,146 19.45%Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Minimum Tc for TR-55 Summary for Subcatchment 4S:Watershed Area 4 Runoff = 0.08 cfs @ 13.09 hrs, Volume= 0.043 g Depth= 0.21" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 50-yr Rainfall=5.24" Area(sf) CN Description 96,633 32 Woods/grass comb.,Good,HSG A 9,261 98 Paved roads w/curbs&sewers,HSG C 105,894 38 Weighted Average 96,633 91.25%Pervious Area 9,261 8.75%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 41.7 100 0.0050 0.04 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.57" 0.5 39 0.0600 1.22 Shallow Concentrated Flow, Woodland Kv=5.0 fps 42.2 139 Total Summary for Subcatchment 7S:Watershed Area 7 Runoff = 1.92 cfs @ 11.98 hrs, Volume= 0.096 g Depth= 1.30" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 50-yr Rainfall=5.24" Area(sf) CN Description 25,761 39 >75%Grass cover,Good,HSG A 12,581 98 Paved parking,HSG A 38,342 58 Weighted Average 25,761 67.19%Pervious Area 12,581 32.81%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Minimum Tc for TR-55 Boehler Proposed 1 Type 1124-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pam Summary for Subcatchment 8S:Watershed Area 8 Runoff = 12.04 cfs @ 11.96 hrs, Volume= 0.669 @ Depth= 4.77" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 50-yr Rainfall=5.24" Area(sf) CN Description 4,953 69 50-75%Grass cover,Fair,HSG B 54,325 98 Paved roads w/curbs&sewers,HSG C 14,016 98 Unconnected roofs,HSG A 73,294 96 Weighted Average 4,953 6.76%Pervious Area 68,341 93.24%Impervious Area 14,016 20.5 1%Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Minimum Tc for TR-55 Summary for Reach 2R: Overflow Swale 1 Inflow Area= 1.402 ac, 18.07%Impervious, Inflow Depth= 0.00" for 50-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Max.Velocity=0.00 fps, Min.Travel Time=0.0 min Avg.Velocity=0.00 fps, Avg.Travel Time=0.0 min Peak Storage=0 cf @ 0.00 hrs Average Depth at Peak Storage=0.00' Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=392.78 cfs 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=195.0' Slope=0.0077Y Inlet Invert=198.50', Outlet Invert=197.00' Summary for Reach 40S: Overflow Swale 4 Inflow Area= 3.833 ac, 12.16%Impervious, Inflow Depth= 0.00" for 50-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Max.Velocity=0.00 fps, Min.Travel Time=0.0 min Avg.Velocity=0.00 fps, Avg.Travel Time=0.0 min Peak Storage=0 cf @ 0.00 hrs Average Depth at Peak Storage=0.00' Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=481.52 cfs Boehler Proposed 1 Type1124-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pam 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=173.0' Slope-0.0116Y Inlet Invert=197.00', Outlet Invert=195.00' Summary for Pond IIB: Infiltration Basin 1 Inflow Area= 1.402 ac, 18.07%Impervious, Inflow Depth= 0.29" for 50-yr event Inflow = 0.08 cfs @ 13.32 hrs, Volume= 0.034 of Outflow = 0.06 cfs @ 13.96 hrs, Volume= 0.034 @ Atten=19%, Lag=38.2 min Discarded= 0.06 cfs @ 13.96 hrs, Volume= 0.034 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=197.14'@ 13.96 hrs Surf.Area=587 sf Storage=71 cf Plug-Flow detention time-18.0 min calculated for 0.034 of(100%of inflow) Center-of-Mass det.time=18.0 min(1,072.6-1,054.6) Volume Invert Avail.Storage Storage Description #1 197.00' 2,013 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.00 409 0 0 198.50 2,275 2,013 2,013 Device Routing Invert Outlet Devices #1 Primary 198.50' 11.0'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 #2 Discarded 197.00' 15.000 in/hr Exfiltration over Surface area above 197.00'Excluded Surface area=409 sf Discarded Outflow Max--0.06 cfs @ 13.96 hrs HW=197.14' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=197.00' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 1SB: Sediment Basin 1 Inflow Area= 1.402 ac, 18.07%Impervious, Inflow Depth= 0.42" for 50-yr event Inflow = 0.51 cfs @ 12.02 hrs, Volume= 0.049 of Outflow = 0.08 cfs @ 13.32 hrs, Volume= 0.034g Atten=85% Lag=78.3 min Primary = 0.08 cfs @ 13.32 hrs, Volume= 0.034 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=198.52'@ 13.32 hrs Surf.Area=972 sf Storage=687 cf Plug-Flow detention time-227.0 min calculated for 0.034 of(69%of inflow) Center-of-Mass det.time=100.4 min(1,054.6-954.2) Boehler Proposed 1 Type 1124-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pam Volume Invert Avail.Storage Storage Description #1 197.50' 2,637 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.50 405 0 0 198.50 934 670 670 199.50 3,000 1,967 2,637 Device Routing Invert Outlet Devices #1 Primary 198.50' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max--0.07 cfs @ 13.32 hrs HW=198.52' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Weir Controls 0.07 cfs @ 0.36 fps) Summary for Pond 4IB: Infiltration Basin 4 Inflow Area= 3.833 ac, 12.16%Impervious, Inflow Depth= 0.08" for 50-yr event Inflow = 0.05 cfs @ 16.01 hrs, Volume= 0.026 of Outflow = 0.05 cfs @ 16.36 hrs, Volume= 0.026g Atten=4%, Lag=20.6 min Discarded= 0.05 cfs @ 16.36 hrs, Volume= 0.026 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=195.54'@ 16.36 hrs Surf Area=621 sf Storage=24 cf Plug-Flow detention time-(not calculated:outflow precedes inflow) Center-of-Mass det.time=8.6 min(1,197.5-1,188.9) Volume Invert Avail.Storage Storage Description #1 195.50' 2,189 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 195.50 573 0 0 197.00 2,346 2,189 2,189 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'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 #2 Discarded 195.50' 42.000 in/hr Exfiltration over Surface area above 195.50'Excluded Surface area=573 sf Discarded OutFlow Max--0.05 cfs @ 16.36 hrs HW=195.54' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max--0.00 cfs @ 0.00 hrs HW=195.50' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 4SB: Sediment Basin 4 Inflow Area= 3.833 ac, 12.16%Impervious, Inflow Depth= 0.14" for 50-yr event Inflow = 0.08 cfs @ 13.09 hrs, Volume= 0.043 of Outflow = 0.05 cfs @ 16.01 hrs, Volume= 0.026 @ Atten=36%, Lag=175.4 min Primary = 0.05 cfs @ 16.01 hrs, Volume= 0.026 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=197.01'@ 16.01 hrs Surf Area=1,008 sf Storage=757 cf Plug-Flow detention time-290.2 min calculated for 0.026 of(60%of inflow) Boehler Proposed 1 Type 1124-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pam Center-of-Mass det.time=141.2 min(1,188.9-1,047.7) Volume Invert Avail.Storage Storage Description #1 196.00' 4,741 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.00 494 0 0 197.00 996 745 745 199.00 3,000 3,996 4,741 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max--0.04 cfs @ 16.01 hrs HW=197.01' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Weir Controls 0.04 cfs @ 0.29 fps) Summary for Pond 7SB: Sediment Basin 7 Inflow Area= 6.396 ac, 36.33%Impervious, Inflow Depth= 1.43" for 50-yr event Inflow = 13.87 cfs @ 11.97 hrs, Volume= 0.765 of Outflow = 11.80 cfs @ 12.02 hrs, Volume= 0.497 @ Atten=15%, Lag=3.2 min Primary = 11.80 cfs @ 12.02 hrs, Volume= 0.497 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=193.38'@ 12.02 hrs Surf.Area---7,239 sf Storage=14,363 cf Plug-Flow detention time-200.3 min calculated for 0.496 of(65%of inflow) Center-of-Mass det.time--93.6 min(865.8-772.2) Volume Invert Avail.Storage Storage Description #1 191.00' 19,032 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 191.00 4,841 0 0 193.00 6,826 11,667 11,667 194.00 7,903 7,365 19,032 Device Routing Invert Outlet Devices #1 Primary 193.00' 20.0'long x 6.0'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) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary OutFlow Max=11.15 cfs@ 12.02 hrs HW=193.37' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Weir Controls 11.15 cfs @ 1.51 fps) Summary for Pond C4: Culvert 4 Inflow Area= 4.713 ac, 16.01%Impervious, Inflow Depth= 0.24" for 50-yr event Inflow = 1.92 cfs @ 11.98 hrs, Volume= 0.096 of Outflow = 1.92 cfs @ 11.98 hrs, Volume= 0.096g Atten=0%, Lag=0.0 min Primary = 1.92 cfs @ 11.98 hrs, Volume= 0.096 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=195.76'@ 11.98 hrs Flood Elev=196.00' Boehler Proposed 1 Type 1124-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pam Device Routing Invert Outlet Devices #1 Primary 195.00' 12.0" Round Culvert L=80.0' Ke=0.500 Inlet/Outlet Invert—195.00'/193.50' S=0.0187 Y Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary Outflow Max--1.83 cfs @ 11.98 hrs HW=195.74' (Free Discharge) Ll=Culvert (Inlet Controls 1.83 cfs @ 2.93 fps) 16-1545 Proposed_CBModel_2 Type 1124-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pam Summary for Subcatchment DAll: SUBCATCHMENT AREA 11 Runoff = 0.54 cfs @ 11.96 hrs, Volume= 0.029 @ Depth= 5.00" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 50-yr Rainfall=5.24" Area(sf) CN Description 3,055 98 Paved parking,HSG A 3,055 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA12: SUBCATCHMENT AREA 12 Runoff = 0.22 cfs @ 11.96 hrs, Volume= 0.012 @ Depth= 5.00" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 50-yr Rainfall=5.24" Area(sf) CN Description 1,247 98 Paved parking,HSG A 1,247 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA13: SUBCATCHMENT AREA 13 Runoff = 0.88 cfs @ 11.96 hrs, Volume= 0.043 @ Depth= 4.00" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 50-yr Rainfall=5.24" Area(sf) CN Description 4,712 98 Paved parking,HSG A 853 39 >75%Grass cover,Good,HSG A 5,565 89 Weighted Average 853 15.33%Pervious Area 4,712 84.67%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Pond P7: Pipe CB11 to CB12 Inflow Area= 0.070 ac,100.00%Impervious, Inflow Depth= 5.00" for 50-yr event Inflow = 0.54 cfs @ 11.96 hrs, Volume= 0.029 of Outflow = 0.54 cfs @ 11.96 hrs, Volume= 0.029g Atten=0%, Lag=0.0 min Primary = 0.54 cfs @ 11.96 hrs, Volume= 0.029 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=198.55'@ 11.96 hrs Flood Elev=201.90' Device Routing Invert Outlet Devices #1 Primary 198.10' 12.0" Round Culvert L=94.0' CPP,square edge headwall, Ke-0.500 16-1545 Proposed_CBModel_2 Type 1124-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pam Inlet/Outlet Invert 198.10'/197.80' S=0.0032 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary Outflow Max--0.54 cfs @ 11.96 hrs HW=198.55' TW=198.00' (Dynamic Tailwater) Ll=Culvert (Barrel Controls 0.54 cfs @ 2.27 fps) Summary for Pond P8: Pipe CB13 to CB12 Inflow Area= 0.128 ac, 84.67%Impervious, Inflow Depth= 4.00" for 50-yr event Inflow = 0.88 cfs @ 11.96 hrs, Volume= 0.043 of Outflow = 0.88 cfs @ 11.96 hrs, Volume= 0.043 @ Atten=0%, Lag=0.0 min Primary = 0.88 cfs @ 11.96 hrs, Volume= 0.043 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=198.23'@ 11.97 hrs Flood Elev=201.50' Device Routing Invert Outlet Devices #1 Primary 197.50' 12.0" Round Culvert L=93.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert 197.50'/197.20' S=0.0032 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary Outflow Max--0.85 cfs @ 11.96 hrs HW=198.22' TW=198.00' (Dynamic Tailwater) Ll=Culvert (Outlet Controls 0.85 cfs @ 1.95 fps) Summary for Pond P9: Pipe CB12 to Outfall Inflow Area= 0.227 ac, 91.36%Impervious, Inflow Depth= 4.44" for 50-yr event Inflow = 1.64 cfs @ 11.96 hrs, Volume= 0.084 of Outflow = 1.64 cfs @ 11.96 hrs, Volume= 0.084g Atten=0%, Lag=0.0 min Primary = 1.64 cfs @ 11.96 hrs, Volume= 0.084 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=198.00'@ 11.96 hrs Flood Elev=201.90' Device Routing Invert Outlet Devices #1 Primary 197.10' 12.0" Round Culvert L=10.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert 197.10'/197.10' S=0.0000 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary Outflow Max--1.63 cfs @ 11.96 hrs HW=198.00' (Free Discharge) Ll=Culvert (Barrel Controls 1.63 cfs @ 2.90 fps) 16-1545 Proposed_CBModel_3 Type 1124-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCAD®10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pam Summary for Subcatchment DA10: SUBCATCHMENT AREA 10 Runoff = 0.93 cfs @ 11.96 hrs, Volume= 0.050 @ Depth= 4.89" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 50-yr Rainfall=5.24" Area(sf) CN Description 5,210 98 Paved parking,HSG A 120 39 >75%Grass cover,Good,HSG A 5,330 97 Weighted Average 120 2.25%Pervious Area 5,210 97.75%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA5: SUBCATCHMENT AREA 5 Runoff = 1.60 cfs @ 11.96 hrs, Volume= 0.087 @ Depth= 5.00" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 50-yr Rainfall=5.24" Area(sf) CN Description * 9,097 98 9,097 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA6: SUBCATCHMENT AREA 6 Runoff = 0.90 cfs @ 11.96 hrs, Volume= 0.048 @ Depth= 4.89" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 50-yr Rainfall=5.24" Area(sf) CN Description 5,019 98 Paved parking,HSG A 89 39 >75%Grass cover,Good,HSG A 5,108 97 Weighted Average 89 1.74%Pervious Area 5,019 98.26%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA7: SUBCATCHMENT AREA 7 Runoff = 0.37 cfs @ 11.96 hrs, Volume= 0.017 @ Depth= 2.92" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 50-yr Rainfall=5.24" 16-1545 Proposed_CBModel_3 Type 1124-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCAD®10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Paae 10 Area(sf) CN Description 1,979 98 Paved parking,HSG A 1,048 39 >75%Grass cover,Good,HSG A 3,027 78 Weighted Average 1,048 34.62%Pervious Area 1,979 65.38%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA8: SUBCATCHMENT AREA 8 Runoff = 3.28 cfs @ 11.96 hrs, Volume= 0.162 g Depth= 4.22" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 50-yr Rainfall=5.24" Area(sf) CN Description 17,745 98 Paved parking,HSG A 2,287 39 >75%Grass cover,Good,HSG A 20,032 91 Weighted Average 2,287 11.42%Pervious Area 17,745 88.58%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA9.1: SUBCATCHMENT AREA 9 Runoff = 1.36 cfs @ 11.96 hrs, Volume= 0.074 g Depth= 5.00" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 50-yr Rainfall=5.24" Area(sf) CN Description 7,735 98 Paved parking,HSG A 7,735 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA9.2: Building Runoff = 1.02 cfs @ 11.96 hrs, Volume= 0.055 g Depth= 5.00" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 50-yr Rainfall=5.24" Area(sf) CN Description 5,788 98 Roofs,HSG A 5,788 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc 16-1545 Proposed_CBModel_3 Type 1124-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Paae 11 Summary for Pond PI: Pipe CB10 to CB9 Inflow Area= 0.122 ac, 97.75%Impervious, Inflow Depth= 4.89" for 50-yr event Inflow = 0.93 cfs @ 11.96 hrs, Volume= 0.050 of Outflow = 0.93 cfs @ 11.96 hrs, Volume= 0.050g Atten=0%, Lag=0.0 min Primary = 0.93 cfs @ 11.96 hrs, Volume= 0.050 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=198.89'@ 11.99 hrs Flood Elev=201.50' Device Routing Invert Outlet Devices #1 Primary 198.20' 12.0" Round Culvert L=94.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert=198.20'/197.80' S=0.0043 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary OutFlow Max--0.79 cfs @ 11.96 hrs HW=198.83' TW=198.54' (Dynamic Tailwater) Ll=Culvert (Outlet Controls 0.79 cfs @ 2.15 fps) Summary for Pond P2: Pipe CB9 to CB6 Inflow Area= 0.433 ac, 99.36%Impervious, Inflow Depth= 4.97" for 50-yr event Inflow = 3.32 cfs @ 11.96 hrs, Volume= 0.179 of Outflow = 3.32 cfs @ 11.96 hrs, Volume= 0.179g Atten=0%, Lag=0.0 min Primary = 3.32 cfs @ 11.96 hrs, Volume= 0.179 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=198.65'@ 11.98 hrs Flood Elev=201.50' Device Routing Invert Outlet Devices #1 Primary 197.30' 18.0" Round Culvert L=193.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert-197.30'/196.20' S=0.0057 T Cc=0.900 n--0.012, Flow Area=1.77 sf Primary OutFlow Max--2.52 cfs @ 11.96 hrs HW=198.54' TW=198.23' (Dynamic Tailwater) Ll=Culvert (Outlet Controls 2.52 cfs @ 2.19 fps) Summary for Pond P3: Pipe CB8 to CB7 Inflow Area= 0.460 ac, 88.58%Impervious, Inflow Depth= 4.22" for 50-yr event Inflow = 3.28 cfs @ 11.96 hrs, Volume= 0.162 of Outflow = 3.28 cfs @ 11.96 hrs, Volume= 0.162g Atten=0%, Lag=0.0 min Primary = 3.28 cfs @ 11.96 hrs, Volume= 0.162 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=199.13'@ 11.99 hrs Flood Elev=201.70' Device Routing Invert Outlet Devices #1 Primary 197.10' 15.0" Round Culvert L=92.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert-197.10'/196.90' S=0.0022 T Cc=0.900 n--0.012, Flow Area=1.23 sf Primary OutFlow Max--1.46 cfs @ 11.96 hrs HW=198.73' TW=198.66' (Dynamic Tailwater) Ll=Culvert (Outlet Controls 1.46 cfs @ 1.20 fps) Summary for Pond P4: Pipe CB7 to CB6 Inflow Area= 0.529 ac, 85.54%Impervious, Inflow Depth= 4.04" for 50-yr event Inflow = 3.65 cfs @ 11.96 hrs, Volume= 0.178 of Outflow = 3.65 cfs @ 11.96 hrs, Volume= 0.178 @ Atten=0%, Lag=0.0 min Primary = 3.65 cfs @ 11.96 hrs, Volume= 0.178 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs 16-1545 Proposed_CBModel_3 Type 1124-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Paae 12 Peak Elev=198.86'g 11.98 hrs Flood Elev=201.70' Device Routing Invert Outlet Devices #1 Primary 196.90' 15.0" Round Culvert L=159.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert-196.90'/196.50' S=0.0025T Cc=0.900 n=0.012, Flow Area=1.23 sf Primary OutFlow Max--2.93 cfs @ 11.96 hrs HW=198.67' TW=198.25' (Dynamic Tailwater) Ll=Culvert (Outlet Controls 2.93 cfs @ 2.39 fps) Summary for Pond P5: Pipe CB6 to CB5 Inflow Area= 1.079 ac, 92.46%Impervious, Inflow Depth= 4.51" for 50-yr event Inflow = 7.87 cfs @ 11.96 hrs, Volume= 0.405 of Outflow = 7.87 cfs @ 11.96 hrs, Volume= 0.405 g Atten=0%, Lag=0.0 min Primary = 7.87 cfs @ 11.96 hrs, Volume= 0.405 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=198.30'g 11.97 hrs Flood Elev=199.20' Device Routing Invert Outlet Devices #1 Primary 196.20' 18.0" Round Culvert L=66.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert-196.20'/195.50' S=0.0106T Cc=0.900 n=0.012, Flow Area= 1.77 sf Primary OutFlow Max--7.45 cfs @ 11.96 hrs HW=198.24' TW=197.48' (Dynamic Tailwater) Ll=Culvert (Inlet Controls 7.45 cfs @ 4.22 fps) Summary for Pond P6: Pipe CB5 to Outfall Inflow Area= 1.288 ac, 93.68%Impervious, Inflow Depth= 4.59" for 50-yr event Inflow = 9.47 cfs @ 11.96 hrs, Volume= 0.492 of Outflow = 9.47 cfs @ 11.96 hrs, Volume= 0.492g Atten=0%, Lag=0.0 min Primary = 9.47 cfs @ 11.96 hrs, Volume= 0.492 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=197.49'g 11.96 hrs Device Routing Invert Outlet Devices #1 Primary 195.50' 18.0" Round Culvert L=45.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert-195.50'/195.00' S=0.0111 T Cc=0.900 n--0.012, Flow Area=1.77 sf Primary OutFlow Max--9.42 cfs @ 11.96 hrs HW=197.48' (Free Discharge) Ll=Culvert (Inlet Controls 9.42 cfs @ 5.33 fps) Boehler Proposed 2_Fastrac Propopsed Type1124-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCAD®10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Paae 13 Summary for Subcatchment 2S:Watershed Area 2 Runoff = 1.29 cfs @ 11.98 hrs, Volume= 0.060 g Depth= 2.13" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 50-yr Rainfall=5.24" Area(sf) CN Description 7,186 39 >75%Grass cover,Good,HSG A 7,566 98 Paved roads w/curbs&sewers,HSG C 14,752 69 Weighted Average 7,186 48.7 1%Pervious Area 7,566 51.29%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Minimum Tc Summary for Subcatchment 3S:Watershed Area 3 Runoff = 1.13 cfs @ 11.98 hrs, Volume= 0.058 g Depth= 0.91" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 50-yr Rainfall=5.24" Area(sf) CN Description 25,808 39 >75%Grass cover,Good,HSG A 7,160 98 Paved roads w/curbs&sewers,HSG C 32,968 52 Weighted Average 25,808 78.28%Pervious Area 7,160 21.72%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 45 0.0733 0.15 Sheet Flow, Grass:Dense n=0.240 P2=2.57" Summary for Subcatchment 6S:Watershed Area 9 Runoff = 0.45 cfs @ 12.50 hrs, Volume= 0.110 g Depth= 0.47' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 50-yr Rainfall=5.24" Area(sf) CN Description 112,321 39 >75%Grass cover,Good,HSG A 9,512 98 Paved parking,HSG A 121,833 44 Weighted Average 112,321 92.19%Pervious Area 9,512 7.81%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.6 100 0.0170 0.07 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.57' 11.1 420 0.0081 0.63 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 0.2 38 0.1500 2.71 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 36.9 558 Total Boehler Proposed 2_Fastrac Propopsed Type1124-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Paae 14 Summary for Reach 30S: Overflow Swale 3 Inflow Area= 2.610 ac, 67.12%Impervious, Inflow Depth= 0.55" for 50-yr event Inflow = 15.23 cfs @ 12.00 hrs, Volume= 0.120 of Outflow = 7.96 cfs @ 12.00 hrs, Volume= 0.120g Atten=48% Lag=0.0 min Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Max.Velocity=2.82 fps, Min.Travel Time=0.6 min Avg.Velocity=1.32 fps, Avg.Travel Time=1.3 min Peak Storage=293 cf @ 12.00 hrs Average Depth at Peak Storage=0.69' Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=439.14 cfs 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=104.0' Slope=0.0096Y Inlet Invert=196.66', Outlet Invert=195.66' Summary for Reach 3R: Overflow Swale 2 Inflow Area= 0.565 ac, 67.35%Impervious, Inflow Depth= 0.08" for 50-yr event Inflow = 1.29 cfs @ 12.10 hrs, Volume= 0.004 of Outflow = 0.60 cfs @ 12.12 hrs, Volume= 0.004 @ Atten=54% Lag=1.2 min Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Max.Velocity=1.23 fps, Min.Travel Time=2.6 min Avg.Velocity=0.56 fps, Avg.Travel Time=5.8 min Peak Storage=94 cf @ 12.12 hrs Average Depth at Peak Storage=0.19' Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=392.78 cfs 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=195.0' Slope=0.0077Y Inlet Invert=198.50', Outlet Invert=197.00' Summary for Pond 2IB: Infiltration Basin 2 Inflow Area= 0.565 ac, 67.35%Impervious, Inflow Depth= 3.06" for 50-yr event Inflow = 2.84 cfs @ 12.10 hrs, Volume= 0.144 of Outflow = 1.80 cfs @ 12.10 hrs, Volume= 0.144g Atten=37% Lag=0.2 min Discarded= 0.51 cfs @ 12.06 hrs, Volume= 0.140 of Primary = 1.29 cfs @ 12.10 hrs, Volume= 0.004 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Boehler Proposed 2_Fastrac Propopsed Type1124-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Paae 15 Peak Elev=198.66'@ 12.11 hrs Surf.Area---1,790 sf Storage=1,578 cf Plug-Flow detention time-32.1 min calculated for 0.144 of(100%of inflow) Center-of-Mass det.time=32.1 min(837.9-805.7) Volume Invert Avail.Storage Storage Description #1 197.00' 1,578 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.00 314 0 0 198.50 1,790 1,578 1,578 Device Routing Invert Outlet Devices #1 Primary 198.50' 11.0'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 #2 Discarded 197.00' 15.000 in/hr Exfiltration over Surface area above 197.00'Excluded Surface area=314 sf Discarded OutFlow Max--0.51 cfs @ 12.06 hrs HW=198.57' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.51 cfs) Primary OutFlow Max--0.44 cfs @ 12.10 hrs HW=198.64' TW=198.64' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Weir Controls 0.44 cfs @ 0.28 fps) Summary for Pond 2SB: Sediment Basin 2 Inflow Area= 0.565 ac, 67.35%Impervious, Inflow Depth= 3.06" for 50-yr event Inflow = 2.90 cfs @ 11.96 hrs, Volume= 0.144 of Outflow = 2.84 cfs @ 12.10 hrs, Volume= 0.144 @ Atten=2%, Lag=8.1 min Primary = 2.84 cfs @ 12.10 hrs, Volume= 0.144 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=198.54'@ 12.08 hrs Surf.Area---907 sf Storage=541 cf Plug-Flow detention time-7.5 min calculated for 0.144 of(100%of inflow) Center-of-Mass det.time=7.1 min(805.7-798.7) Volume Invert Avail.Storage Storage Description #1 197.50' 1,434 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.50 303 0 0 198.50 710 507 507 199.00 3,000 928 1,434 Device Routing Invert Outlet Devices #1 Primary 197.50' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max--0.00 cfs @ 12.10 hrs HW=198.49' TW=198.64' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 3IB: Infiltration Basin 3 Inflow Area= 2.610 ac, 67.12%Impervious, Inflow Depth= 2.47" for 50-yr event Inflow = 16.00 cfs @ 12.04 hrs, Volume= 0.537 of Outflow = 16.96 cfs @ 12.00 hrs, Volume= 0.537 @ Atten=0%, Lag=0.0 min Discarded= 1.72 cfs @ 11.88 hrs, Volume= 0.417 of Primary = 15.23 cfs @ 12.00 hrs, Volume= 0.120 of Boehler Proposed 2_Fastrac Propopsed Type1124-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Paae 16 Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=197.74'@ 12.00 hrs Surf.Area---2,346 sf Storage=2,189 cf Plug-Flow detention time-10.7 min calculated for 0.537 of(100%of inflow) Center-of-Mass det.time=10.6 min(802.4-791.8) Volume Invert Avail.Storage Storage Description #1 195.50' 2,189 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 195.50 573 0 0 197.00 2,346 2,189 2,189 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'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 #2 Discarded 195.50' 42.000 in/hr Exfiltration over Surface area above 195.50'Excluded Surface area=573 sf Discarded OutFlow Max--1.72 cfs@ 11.88 hrs HW=197.44' (Free Discharge) L2=Exfiltration (Exfiltration Controls 1.72 cfs) Primary OutFlow Max--14.80 cfs@ 12.00 hrs HW=197.72' TW=197.35' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Weir Controls 14.80 cfs @ 1.88 fps) Summary for Pond 3SB: Sediment Basin 3 Inflow Area= 2.610 ac, 67.12%Impervious, Inflow Depth= 2.55" for 50-yr event Inflow = 10.55 cfs @ 11.96 hrs, Volume= 0.554 of Outflow = 16.00 cfs @ 12.04 hrs, Volume= 0.537 @ Atten=0%, Lag=4.9 min Primary = 16.00 cfs @ 12.04 hrs, Volume= 0.537 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=197.72'@ 12.02 hrs Surf.Area---1,718 sf Storage=1,723 cf Plug-Flow detention time-37.8 min calculated for 0.537 of(97%of inflow) Center-of-Mass deL time=18.5 min(791.8-773.3) Volume Invert Avail.Storage Storage Description #1 196.00' 4,742 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.00 495 0 0 197.00 996 746 746 199.00 3,000 3,996 4,742 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max--9.23 cfs@ 12.04 hrs HW=197.65' TW=197.54' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Weir Controls 9.23 cfs @ 1.29 fps) Boehler Proposed 2_Fastrac Propopsed Type1124-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Paae 17 Summary for Pond 5IB: Infiltration Basin 5 Inflow Area= 11.803 ac, 36.38%Impervious, Inflow Depth= 0.72" for 50-yr event Inflow = 19.23 cfs @ 12.01 hrs, Volume= 0.711 of Outflow = 12.96 cfs @ 12.08 hrs, Volume= 0.713 @ Atten=33% Lag=4.4 min Discarded= 12.96 cfs @ 12.08 hrs, Volume= 0.713 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=190.08'g 12.08 hrs Surf Area=22,397 sf Storage=1,764 cf Plug-Flow detention time-(not calculated:outflow precedes inflow) Center-of-Mass det.time=0.5 min(862.3-861.8) Volume Invert Avail.Storage Storage Description #1 190.00' 105,914 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 190.00 22,224 0 0 193.00 28,790 76,521 76,521 194.00 29,996 29,393 105,914 Device Routing Invert Outlet Devices #1 Discarded 190.00' 25.000 in/hr Exfiltration over Surface area Discarded Outflow Max--12.96 cfs@ 12.08 hrs HW=190.08' (Free Discharge) L1=Exfiltration (Exfiltration Controls 12.96 cfs) Summary for Pond 5SB: Sediment Basin 5 Inflow Area= 5.407 ac, 36.44%Impervious, Inflow Depth= 0.51" for 50-yr event Inflow = 7.97 cfs @ 12.00 hrs, Volume= 0.230 of Outflow = 7.88 cfs @ 12.01 hrs, Volume= 0.215 @ Atten=1%, Lag=0.7 min Primary = 7.88 cfs @ 12.01 hrs, Volume= 0.215 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=195.81'@ 12.01 hrs Surf Area=2,248 sf Storage=1,168 cf Plug-Flow detention time-48.7 min calculated for 0.215 of(93%of inflow) Center-of-Mass det.time=11.1 min(852.5-841.4) Volume Invert Avail.Storage Storage Description #1 194.26' 1,674 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 194.26 12 0 0 195.50 1,054 661 661 196.00 3,000 1,014 1,674 Device Routing Invert Outlet Devices #1 Primary 195.50' 18.0'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--7.69 cfs@ 12.01 hrs HW=195.80' TW=190.04' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Weir Controls 7.69 cfs @ 1.41 fps) Boehler Proposed 2_Fastrac Propopsed Type1124-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Paae 18 Summary for Link 2B: Fastrac Storm Sewr Inflow Area= 0.227 ac, 91.36%Impervious, Inflow Depth= 4.44" for 50-yr event Inflow = 1.64 cfs @ 11.96 hrs, Volume= 0.084 of Primary = 1.64 cfs @ 11.96 hrs, Volume= 0.084 at Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-36.00 hrs,dt=0.02 hrs 50-yr Primary Outflow Imported from 16-1545 Proposed_CBModel 2—Pond P9.hce Summary for Link 3B: Fastrac Storm Sewer Inflow Area= 1.288 ac, 93.68%Impervious, Inflow Depth= 4.59" for 50-yr event Inflow = 9.47 cfs @ 11.96 hrs, Volume= 0.492 of Primary = 9.47 cfs @ 11.96 hrs, Volume= 0.492 at Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-36.00 hrs,dt=0.02 hrs 50-yr Primary Outflow Imported from 16-1545 Proposed_CBModel 3—Pond P6.hce Summary for Link 8L: Bohler West Inflow Area= 6.396 ac, 36.33%Impervious, Inflow Depth= 0.93" for 50-yr event Inflow = 11.55 cfs @ 12.01 Ins, Volume= 0.497 of Primary = 11.55 cfs @ 12.01 Ins, Volume= 0.497 at Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-36.00 hrs,dt=0.02 hrs 50-yr Primary Outflow Imported from Boehler Proposed 1—Pond 7SB.hce Boehler Proposed 1 Type 1124-hr 100 yr Rainfall=6.12" Prepared by Napierala Consulting HydroCAD®10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pace 1 Summary for Subcatchment 1S:Watershed Area 1 Runoff = 1.26 cfs @ 12.00 hrs, Volume= 0.084 g Depth= 0.72" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 100-yr Rainfall=6.12" Area(sf) CN Adi Description 50,029 32 Woods/grass comb.,Good,HSG A 8,890 98 Paved roads w/curbs&sewers,HSG C 2,146 98 Unconnected roofs,HSG A 61,065 44 43 Weighted Average,UI Adjusted 50,029 81.93%Pervious Area 11,036 18.07%Impervious Area 2,146 19.45%Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Minimum Tc for TR-55 Summary for Subcatchment 4S:Watershed Area 4 Runoff = 0.26 cfs @ 12.66 hrs, Volume= 0.086 g Depth= 0.43" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 100-yr Rainfall=6.12" Area(sf) CN Description 96,633 32 Woods/grass comb.,Good,HSG A 9,261 98 Paved roads w/curbs&sewers,HSG C 105,894 38 Weighted Average 96,633 91.25%Pervious Area 9,261 8.75%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 41.7 100 0.0050 0.04 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.57" 0.5 39 0.0600 1.22 Shallow Concentrated Flow, Woodland Kv=5.0 fps 42.2 139 Total Summary for Subcatchment 7S:Watershed Area 7 Runoff = 2.76 cfs @ 11.98 hrs, Volume= 0.134 g Depth= 1.83" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 100-yr Rainfall=6.12" Area(sf) CN Description 25,761 39 >75%Grass cover,Good,HSG A 12,581 98 Paved parking,HSG A 38,342 58 Weighted Average 25,761 67.19%Pervious Area 12,581 32.81%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Minimum Tc for TR-55 Boehler Proposed 1 Type 1124-hr 100 yr Rainfall=6.12" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pace 2 Summary for Subcatchment 8S:Watershed Area 8 Runoff = 14.13 cfs @ 11.96 hrs, Volume= 0.792 @ Depth= 5.65" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.05 hrs Type II 24-hr 100-yr Rainfall=6.12" Area(sf) CN Description 4,953 69 50-75%Grass cover,Fair,HSG B 54,325 98 Paved roads w/curbs&sewers,HSG C 14,016 98 Unconnected roofs,HSG A 73,294 96 Weighted Average 4,953 6.76%Pervious Area 68,341 93.24%Impervious Area 14,016 20.5 1%Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Minimum Tc for TR-55 Summary for Reach 2R: Overflow Swale 1 Inflow Area= 1.402 ac, 18.07%Impervious, Inflow Depth= 0.00" for 100-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Max.Velocity=0.00 fps, Min.Travel Time=0.0 min Avg.Velocity=0.00 fps, Avg.Travel Time=0.0 min Peak Storage=0 cf @ 0.00 hrs Average Depth at Peak Storage=0.00' Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=392.78 cfs 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=195.0' Slope=0.0077Y Inlet Invert=198.50', Outlet Invert=197.00' Summary for Reach 40S: Overflow Swale 4 Inflow Area= 3.833 ac, 12.16%Impervious, Inflow Depth= 0.00" for 100-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000g Atten=0%, Lag=0.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Max.Velocity=0.00 fps, Min.Travel Time=0.0 min Avg.Velocity=0.00 fps, Avg.Travel Time=0.0 min Peak Storage=0 cf @ 0.00 hrs Average Depth at Peak Storage=0.00' Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=481.52 cfs Boehler Proposed 1 Type 1124-hr 100 yr Rainfall=6.12" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Paee 3 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=173.0' Slope-0.0116Y Inlet Invert=197.00', Outlet Invert=195.00' Summary for Pond IIB: Infiltration Basin 1 Inflow Area= 1.402 ac, 18.07%Impervious, Inflow Depth= 0.59" for 100-yr event Inflow = 0.34 cfs @ 12.21 hrs, Volume= 0.069 of Outflow = 0.17 cfs @ 12.72 hrs, Volume= 0.069g Atten=51%, Lag=31.0 min Discarded= 0.17 cfs @ 12.72 hrs, Volume= 0.069 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=197.39'@ 12.72 hrs Surf.Area=892 sf Storage=253 cf Plug-Flow detention time-20.7 min calculated for 0.069 of(100%of inflow) Center-of-Mass det.time=20.7 min(995.3-974.6) Volume Invert Avail.Storage Storage Description #1 197.00' 2,013 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.00 409 0 0 198.50 2,275 2,013 2,013 Device Routing Invert Outlet Devices #1 Primary 198.50' 11.0'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 #2 Discarded 197.00' 15.000 in/hr Exfiltration over Surface area above 197.00'Excluded Surface area=409 sf Discarded Outflow Max--0.17 cfs @ 12.72 hrs HW=197.39' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.17 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=197.00' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 1SB: Sediment Basin 1 Inflow Area= 1.402 ac, 18.07%Impervious, Inflow Depth= 0.72" for 100-yr event Inflow = 1.26 cfs @ 12.00 hrs, Volume= 0.084 of Outflow = 0.34 cfs @ 12.21 hrs, Volume= 0.069 @ Atten=73% Lag=12.1 min Primary = 0.34 cfs @ 12.21 hrs, Volume= 0.069 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=198.55'@ 12.21 hrs Surf.Area=1,039 sf Storage=720 cf Plug-Flow detention time-132.0 min calculated for 0.069 of(82%of inflow) Center-of-Mass det.time=49.4 min(974.6-925.2) Boehler Proposed 1 Type 1124-hr 100 yr Rainfall=6.12" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pace 4 Volume Invert Avail.Storage Storage Description #1 197.50' 2,637 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.50 405 0 0 198.50 934 670 670 199.50 3,000 1,967 2,637 Device Routing Invert Outlet Devices #1 Primary 198.50' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max--0.33 cfs @ 12.21 hrs HW=198.55' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Weir Controls 0.33 cfs @ 0.60 fps) Summary for Pond 4IB: Infiltration Basin 4 Inflow Area= 3.833 ac, 12.16%Impervious, Inflow Depth= 0.22" for 100-yr event Inflow = 0.18 cfs @ 13.32 hrs, Volume= 0.069 of Outflow = 0.15 cfs @ 13.67 hrs, Volume= 0.069 @ Atten=15%, Lag=21.3 min Discarded= 0.15 cfs @ 13.67 hrs, Volume= 0.069 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=195.63'@ 13.67 hrs Surf Area=730 sf Storage=86 cf Plug-Flow detention time-8.9 min calculated for 0.069 of(100%of inflow) Center-of-Mass det.time=8.9 min(1,071.6-1,062.7) Volume Invert Avail.Storage Storage Description #1 195.50' 2,189 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 195.50 573 0 0 197.00 2,346 2,189 2,189 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'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 #2 Discarded 195.50' 42.000 in/hr Exfiltration over Surface area above 195.50'Excluded Surface area=573 sf Discarded OutFlow Max--0.15 cfs @ 13.67 hrs HW=195.63' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.15 cfs) Primary OutFlow Max--0.00 cfs @ 0.00 hrs HW=195.50' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 4SB: Sediment Basin 4 Inflow Area= 3.833 ac, 12.16%Impervious, Inflow Depth= 0.27" for 100-yr event Inflow = 0.26 cfs @ 12.66 hrs, Volume= 0.086 of Outflow = 0.18 cfs @ 13.32 hrs, Volume= 0.069g Atten=30%, Lag=39.5 min Primary = 0.18 cfs @ 13.32 hrs, Volume= 0.069 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=197.03'@ 13.32 hrs Surf Area=1,028 sf Storage=777 cf Plug-Flow detention time-148.5 min calculated for 0.069 of(80%of inflow) Boehler Proposed 1 Type 1124-hr 100 yr Rainfall=6.12" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pace 5 Center-of-Mass det.time=62.7 min(1,062.7- 1,000.0) Volume Invert Avail.Storage Storage Description #1 196.00' 4,741 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.00 494 0 0 197.00 996 745 745 199.00 3,000 3,996 4,741 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max--0.17 cfs @ 13.32 hrs HW=197.03' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Weir Controls 0.17 cfs @ 0.48 fps) Summary for Pond 7SB: Sediment Basin 7 Inflow Area= 6.396 ac, 36.33%Impervious, Inflow Depth= 1.74" for 100-yr event Inflow = 16.79 cfs @ 11.97 hrs, Volume= 0.926 of Outflow = 15.53 cfs @ 12.00 hrs, Volume= 0.658 @ Atten=8%, Lag=2.2 min Primary = 15.53 cfs @ 12.00 hrs, Volume= 0.658 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=193.45'@ 12.00 hrs Surf.Area---7,312 sf Storage=14,858 cf Plug-Flow detention time-181.2 min calculated for 0.658 of(71%of inflow) Center-of-Mass det.time=81.3 min(851.1 -769.8) Volume Invert Avail.Storage Storage Description #1 191.00' 19,032 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 191.00 4,841 0 0 193.00 6,826 11,667 11,667 194.00 7,903 7,365 19,032 Device Routing Invert Outlet Devices #1 Primary 193.00' 20.0'long x 6.0'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) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 Primary OutFlow Max--15.39 cfs@ 12.00 hrs HW=193.45' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Weir Controls 15.39 cfs @ 1.71 fps) Summary for Pond C4: Culvert 4 Inflow Area= 4.713 ac, 16.01%Impervious, Inflow Depth= 0.34" for 100-yr event Inflow = 2.76 cfs @ 11.98 hrs, Volume= 0.134 of Outflow = 2.76 cfs @ 11.98 hrs, Volume= 0.134g Atten=0%, Lag=0.0 min Primary = 2.76 cfs @ 11.98 hrs, Volume= 0.134 of Routing by Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.05 hrs Peak Elev=196.02'@ 11.98 hrs Flood Elev=196.00' Boehler Proposed 1 Type 1124-hr 100 yr Rainfall=6.12" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pace 6 Device Routing Invert Outlet Devices #1 Primary 195.00' 12.0" Round Culvert L=80.0' Ke=0.500 Inlet/Outlet Invert—195.00'/193.50' S=0.0187 Y Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf Primary Outflow Max--2.64 cfs @ 11.98 hrs HW=195.98' (Free Discharge) Ll=Culvert (Inlet Controls 2.64 cfs @ 3.38 fps) 16-1545 Proposed_CBModel_2 Type 1124-hr 100 yr Rainfall=6.12" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Paee 7 Summary for Subcatchment DAll: SUBCATCHMENT AREA 11 Runoff = 0.63 cfs @ 11.96 hrs, Volume= 0.034 @ Depth= 5.88" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 100-yr Rainfall=6.12" Area(sf) CN Description 3,055 98 Paved parking,HSG A 3,055 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA12: SUBCATCHMENT AREA 12 Runoff = 0.26 cfs @ 11.96 hrs, Volume= 0.014 @ Depth= 5.88" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 100-yr Rainfall=6.12" Area(sf) CN Description 1,247 98 Paved parking,HSG A 1,247 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA13: SUBCATCHMENT AREA 13 Runoff = 1.06 cfs @ 11.96 hrs, Volume= 0.052 @ Depth= 4.85" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 100-yr Rainfall=6.12" Area(sf) CN Description 4,712 98 Paved parking,HSG A 853 39 >75%Grass cover,Good,HSG A 5,565 89 Weighted Average 853 15.33%Pervious Area 4,712 84.67%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Pond P7: Pipe CB11 to CB12 Inflow Area= 0.070 ac,100.00%Impervious, Inflow Depth= 5.88" for 100-yr event Inflow = 0.63 cfs @ 11.96 hrs, Volume= 0.034 of Outflow = 0.63 cfs @ 11.96 hrs, Volume= 0.034g Atten=0%, Lag=0.0 min Primary = 0.63 cfs @ 11.96 hrs, Volume= 0.034 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=198.59'@ 11.96 hrs Flood Elev=201.90' Device Routing Invert Outlet Devices #1 Primary 198.10' 12.0" Round Culvert L=94.0' CPP,square edge headwall, Ke-0.500 16-1545 Proposed_CBModel_2 Type 1124-hr 100 yr Rainfall=6.12" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pace 8 Inlet/Outlet Invert 198.10'/197.80' S=0.0032 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary Outflow Max--0.63 cfs @ 11.96 hrs HW=198.59' TW=198.10' (Dynamic Tailwater) Ll=Culvert (Barrel Controls 0.63 cfs @ 2.37 fps) Summary for Pond P8: Pipe CB13 to CB12 Inflow Area= 0.128 ac, 84.67%Impervious, Inflow Depth= 4.85" for 100-yr event Inflow = 1.06 cfs @ 11.96 hrs, Volume= 0.052 of Outflow = 1.06 cfs @ 11.96 hrs, Volume= 0.052g Atten=0%, Lag=0.0 min Primary = 1.06 cfs @ 11.96 hrs, Volume= 0.052 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=198.33'@ 11.97 hrs Flood Elev=201.50' Device Routing Invert Outlet Devices #1 Primary 197.50' 12.0" Round Culvert L=93.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert 197.50'/197.20' S=0.0032 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary Outflow Max--1.01 cfs @ 11.96 hrs HW=198.32' TW=198.10' (Dynamic Tailwater) Ll=Culvert (Outlet Controls 1.01 cfs @ 1.99 fps) Summary for Pond P9: Pipe CB12 to Outfall Inflow Area= 0.227 ac, 91.36%Impervious, Inflow Depth= 5.30" for 100-yr event Inflow = 1.94 cfs @ 11.96 hrs, Volume= 0.100 of Outflow = 1.94 cfs @ 11.96 hrs, Volume= 0.100g Atten=0%, Lag=0.0 min Primary = 1.94 cfs @ 11.96 hrs, Volume= 0.100 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=198.10'@ 11.96 hrs Flood Elev=201.90' Device Routing Invert Outlet Devices #1 Primary 197.10' 12.0" Round Culvert L=10.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert 197.10'/197.10' S=0.0000 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary Outflow Max--1.93 cfs @ 11.96 hrs HW=198.10' (Free Discharge) Ll=Culvert (Barrel Controls 1.93 cfs @ 3.07 fps) 16-1545 Proposed_CBModel_3 Type 1124-hr 100 yr Rainfall=6.12" Prepared by Napierala Consulting HydroCAD®10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pace 9 Summary for Subcatchment DA10: SUBCATCHMENT AREA 10 Runoff = 1.09 cfs @ 11.96 hrs, Volume= 0.059 @ Depth= 5.76" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 100-yr Rainfall=6.12" Area(sf) CN Description 5,210 98 Paved parking,HSG A 120 39 >75%Grass cover,Good,HSG A 5,330 97 Weighted Average 120 2.25%Pervious Area 5,210 97.75%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA5: SUBCATCHMENT AREA 5 Runoff = 1.88 cfs @ 11.96 hrs, Volume= 0.102 @ Depth= 5.88" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 100-yr Rainfall=6.12" Area(sf) CN Description * 9,097 98 9,097 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA6: SUBCATCHMENT AREA 6 Runoff = 1.05 cfs @ 11.96 hrs, Volume= 0.056 @ Depth= 5.76" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 100-yr Rainfall=6.12" Area(sf) CN Description 5,019 98 Paved parking,HSG A 89 39 >75%Grass cover,Good,HSG A 5,108 97 Weighted Average 89 1.74%Pervious Area 5,019 98.26%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA7: SUBCATCHMENT AREA 7 Runoff = 0.47 cfs @ 11.96 hrs, Volume= 0.021 @ Depth= 3.69" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 100-yr Rainfall=6.12" 16-1545 Proposed_CBModel_3 Type 1124-hr 100 yr Rainfall=6.12" Prepared by Napierala Consulting HydroCAD®10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pace 10 Area(sf) CN Description 1,979 98 Paved parking,HSG A 1,048 39 >75%Grass cover,Good,HSG A 3,027 78 Weighted Average 1,048 34.62%Pervious Area 1,979 65.38%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA8: SUBCATCHMENT AREA 8 Runoff = 3.90 cfs @ 11.96 hrs, Volume= 0.194 g Depth= 5.07" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 100-yr Rainfall=6.12" Area(sf) CN Description 17,745 98 Paved parking,HSG A 2,287 39 >75%Grass cover,Good,HSG A 20,032 91 Weighted Average 2,287 11.42%Pervious Area 17,745 88.58%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA9.1: SUBCATCHMENT AREA 9 Runoff = 1.60 cfs @ 11.96 hrs, Volume= 0.087 g Depth= 5.88" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 100-yr Rainfall=6.12" Area(sf) CN Description 7,735 98 Paved parking,HSG A 7,735 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment DA9.2: Building Runoff = 1.19 cfs @ 11.96 hrs, Volume= 0.065 g Depth= 5.88" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 100-yr Rainfall=6.12" Area(sf) CN Description 5,788 98 Roofs,HSG A 5,788 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc 16-1545 Proposed_CBModel_3 Type 1124-hr 100 yr Rainfall=6.12" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pace 11 Summary for Pond PI: Pipe CB10 to CB9 Inflow Area= 0.122 ac, 97.75%Impervious, Inflow Depth= 5.76" for 100-yr event Inflow = 1.09 cfs @ 11.96 hrs, Volume= 0.059 of Outflow = 1.09 cfs @ 11.96 hrs, Volume= 0.059g Atten=0%, Lag=0.0 min Primary = 1.09 cfs @ 11.96 hrs, Volume= 0.059 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=199.46'@ 12.00 hrs Flood Elev=201.50' Device Routing Invert Outlet Devices #1 Primary 198.20' 12.0" Round Culvert L=94.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert=198.20'/197.80' S=0.0043 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary OutFlow Max--0.00 cfs@ 11.96 hrs HW=199.01' TW=199.04' (Dynamic Tailwater) Ll=Culvert (Controls 0.00 cfs) Summary for Pond P2: Pipe CB9 to CB6 Inflow Area= 0.433 ac, 99.36%Impervious, Inflow Depth= 5.85" for 100-yr event Inflow = 3.88 cfs @ 11.96 hrs, Volume= 0.211 of Outflow = 3.88 cfs @ 11.96 hrs, Volume= 0.211 @ Atten=0%, Lag=0.0 min Primary = 3.88 cfs @ 11.96 hrs, Volume= 0.211 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=199.39'@ 11.98 hrs Flood Elev=201.50' Device Routing Invert Outlet Devices #1 Primary 197.30' 18.0" Round Culvert L=193.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert-197.30'/196.20' S=0.0057 T Cc=0.900 n--0.012, Flow Area=1.77 sf Primary OutFlow Max--0.94 cfs @ 11.96 hrs HW=199.04' TW=199.02' (Dynamic Tailwater) Ll=Culvert (Outlet Controls 0.94 cfs @ 0.58 fps) Summary for Pond P3: Pipe CB8 to CB7 Inflow Area= 0.460 ac, 88.58%Impervious, Inflow Depth= 5.07" for 100-yr event Inflow = 3.90 cfs @ 11.96 hrs, Volume= 0.194 of Outflow = 3.90 cfs @ 11.96 hrs, Volume= 0.194g Atten=0%, Lag=0.0 min Primary = 3.90 cfs @ 11.96 hrs, Volume= 0.194 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=200.29'@ 11.99 hrs Flood Elev=201.70' Device Routing Invert Outlet Devices #1 Primary 197.10' 15.0" Round Culvert L=92.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert-197.10'/196.90' S=0.0022 T Cc=0.900 n--0.012, Flow Area=1.23 sf Primary OutFlow Max--0.87 cfs @ 11.96 hrs HW=199.65' TW=199.62' (Dynamic Tailwater) Ll=Culvert (Outlet Controls 0.87 cfs @ 0.71 fps) Summary for Pond P4: Pipe CB7 to CB6 Inflow Area= 0.529 ac, 85.54%Impervious, Inflow Depth= 4.89" for 100-yr event Inflow = 4.37 cfs @ 11.96 hrs, Volume= 0.216 of Outflow = 4.37 cfs @ 11.96 hrs, Volume= 0.216g Atten=0%, Lag=0.0 min Primary = 4.37 cfs @ 11.96 hrs, Volume= 0.216 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs 16-1545 Proposed_CBModel_3 Type 1124-hr 100 yr Rainfall=6.12" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pace 12 Peak Elev=199.91'g 11.98 hrs Flood Elev=201.70' Device Routing Invert Outlet Devices #1 Primary 196.90' 15.0" Round Culvert L=159.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert-196.90'/196.50' S=0.0025T Cc=0.900 n=0.012, Flow Area=1.23 sf Primary OutFlow Max--3.51 cfs @ 11.96 hrs HW=199.63' TW=199.04' (Dynamic Tailwater) Ll=Culvert (Outlet Controls 3.51 cfs @ 2.86 fps) Summary for Pond P5: Pipe CB6 to CB5 Inflow Area= 1.079 ac, 92.46%Impervious, Inflow Depth= 5.37" for 100-yr event Inflow = 9.30 cfs @ 11.96 hrs, Volume= 0.483 of Outflow = 9.30 cfs @ 11.96 hrs, Volume= 0.483 g Atten=0%, Lag=0.0 min Primary = 9.30 cfs @ 11.96 hrs, Volume= 0.483 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 Ins,dt=0.02 hrs Peak Elev=199.11'@ 11.97 hrs Flood Elev=199.20' Device Routing Invert Outlet Devices #1 Primary 196.20' 18.0" Round Culvert L=66.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert-196.20'/195.50' S=0.0106T Cc=0.900 n=0.012, Flow Area= 1.77 sf Primary OutFlow Max--8.81 cfs @ 11.96 hrs HW=199.03' TW=197.96' (Dynamic Tailwater) Ll=Culvert (Inlet Controls 8.81 cfs @ 4.99 fps) Summary for Pond P6: Pipe CB5 to Outfall Inflow Area= 1.288 ac, 93.68%Impervious, Inflow Depth= 5.45" for 100-yr event Inflow = 11.17 cfs @ 11.96 hrs, Volume= 0.585 of Outflow = 11.17 cfs @ 11.96 hrs, Volume= 0.585 g Atten=0%, Lag=0.0 min Primary = 11.17 cfs @ 11.96 hrs, Volume= 0.585 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 Ins,dt=0.02 hrs Peak Elev=197.97'g 11.96 hrs Device Routing Invert Outlet Devices #1 Primary 195.50' 18.0" Round Culvert L=45.0' CPP,square edge headwall, Ke-0.500 Inlet/Outlet Invert-195.50'/195.00' S=0.0111 T Cc=0.900 n--0.012, Flow Area=1.77 sf Primary OutFlow Max=11.11 cfs@ 11.96 hrs HW=197.95' (Free Discharge) Ll=Culvert (Inlet Controls 11.11 cfs @ 6.29 fps) Boehler Proposed 2_Fastrac Propopsed Type 1124-hr 100 yrRainfall=6.12" Prepared by Napierala Consulting HydroCAD®10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Paee 13 Summary for Subcatchment 2S:Watershed Area 2 Runoff = 1.70 cfs @ 11.98 hrs, Volume= 0.079 g Depth= 2.81" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 100-yr Rainfall=6.12" Area(sf) CN Description 7,186 39 >75%Grass cover,Good,HSG A 7,566 98 Paved roads w/curbs&sewers,HSG C 14,752 69 Weighted Average 7,186 48.7 1%Pervious Area 7,566 51.29%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry,Minimum Tc Summary for Subcatchment 3S:Watershed Area 3 Runoff = 1.79 cfs @ 11.97 hrs, Volume= 0.085 g Depth= 1.35' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 100-yr Rainfall=6.12" Area(sf) CN Description 25,808 39 >75%Grass cover,Good,HSG A 7,160 98 Paved roads w/curbs&sewers,HSG C 32,968 52 Weighted Average 25,808 78.28%Pervious Area 7,160 21.72%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 45 0.0733 0.15 Sheet Flow, Grass:Dense n=0.240 P2=2.57" Summary for Subcatchment 6S:Watershed Area 9 Runoff = 0.99 cfs @ 12.43 hrs, Volume= 0.183 g Depth= 0.78" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 100-yr Rainfall=6.12" Area(sf) CN Description 112,321 39 >75%Grass cover,Good,HSG A 9,512 98 Paved parking,HSG A 121,833 44 Weighted Average 112,321 92.19%Pervious Area 9,512 7.81%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 25.6 100 0.0170 0.07 Sheet Flow, Woods:Light underbrush n=0.400 P2=2.57" 11.1 420 0.0081 0.63 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 0.2 38 0.1500 2.71 Shallow Concentrated Flow, Short Grass Pasture Kv=7.0 fps 36.9 558 Total Boehler Proposed 2_Fastrac Propopsed Type 1124-hr 100 yrRainfall=6.12" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pace 14 Summary for Reach 30S: Overflow Swale 3 Inflow Area= 2.610 ac, 67.12%Impervious, Inflow Depth= 0.87" for 100-yr event Inflow = 14.62 cfs @ 12.00 hrs, Volume= 0.189 of Outflow = 10.42 cfs @ 11.99 hrs, Volume= 0.189g Atten=29%, Lag=0.0 min Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Max.Velocity=3.02 fps, Min.Travel Time=0.6 min Avg.Velocity=1.50 fps, Avg.Travel Time=1.2 min Peak Storage=358 cf @ 11.99 hrs Average Depth at Peak Storage=0.79' Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=439.14 cfs 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=104.0' Slope=0.0096Y Inlet Invert=196.66', Outlet Invert=195.66' Summary for Reach 3R: Overflow Swale 2 Inflow Area= 0.565 ac, 67.35%Impervious, Inflow Depth= 0.49" for 100-yr event Inflow = 5.74 cfs @ 12.08 hrs, Volume= 0.023 of Outflow = 3.10 cfs @ 12.10 hrs, Volume= 0.023 @ Atten=46%, Lag=1.0 min Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Max.Velocity=2.01 fps, Min.Travel Time=1.6 min Avg.Velocity=0.69 fps, Avg.Travel Time=4.7 min Peak Storage=301 cf @ 12.10 hrs Average Depth at Peak Storage=0.46' Bank-Full Depth=4.00' Flow Area=56.0 sf, Capacity=392.78 cfs 2.00' x 4.00' deep channel, n=0.030 Earth,grassed&winding Side Slope Z-value=3.0T Top Width=26.00' Length=195.0' Slope=0.0077Y Inlet Invert=198.50', Outlet Invert=197.00' Summary for Pond 2IB: Infiltration Basin 2 Inflow Area= 0.565 ac, 67.35%Impervious, Inflow Depth= 3.81" for 100-yr event Inflow = 8.21 cfs @ 12.08 hrs, Volume= 0.179 of Outflow = 6.25 cfs @ 12.08 hrs, Volume= 0.179 @ Atten=24% Lag=0.1 min Discarded= 0.51 cfs @ 11.98 hrs, Volume= 0.156 of Primary = 5.74 cfs @ 12.08 hrs, Volume= 0.023 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Boehler Proposed 2_Fastrac Propopsed Type 1124-hr 100 yrRainfall=6.12" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pace 15 Peak Elev=198.95'@ 12.09 hrs Surf.Area---1,790 sf Storage=1,578 cf Plug-Flow detention time-28.5 min calculated for 0.179 of(100%of inflow) Center-of-Mass det.time=28.5 min(829.5-801.1) Volume Invert Avail.Storage Storage Description #1 197.00' 1,578 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.00 314 0 0 198.50 1,790 1,578 1,578 Device Routing Invert Outlet Devices #1 Primary 198.50' 11.0'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 #2 Discarded 197.00' 15.000 in/hr Exfiltration over Surface area above 197.00'Excluded Surface area=314 sf Discarded OutFlow Max--0.51 cfs @ 11.98 hrs HW=198.62' (Free Discharge) L2=Exfiltration (Exfiltration Controls 0.51 cfs) Primary OutFlow Max--2.81 cfs@ 12.08 hrs HW=198.90' TW=198.88' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Weir Controls 2.81 cfs @ 0.63 fps) Summary for Pond 2SB: Sediment Basin 2 Inflow Area= 0.565 ac, 67.35%Impervious, Inflow Depth= 3.81" for 100-yr event Inflow = 3.61 cfs @ 11.96 hrs, Volume= 0.179 of Outflow = 8.21 cfs @ 12.08 hrs, Volume= 0.179g Atten=0%, Lag=6.9 min Primary = 8.21 cfs @ 12.08 hrs, Volume= 0.179 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=198.67'@ 12.06 hrs Surf.Area---1,503 sf Storage=698 cf Plug-Flow detention time-6.3 min calculated for 0.179 of(100%of inflow) Center-of-Mass det.time=6.1 min(801.1-795.0) Volume Invert Avail.Storage Storage Description #1 197.50' 1,434 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 197.50 303 0 0 198.50 710 507 507 199.00 3,000 928 1,434 Device Routing Invert Outlet Devices #1 Primary 197.50' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max--0.00 cfs @ 12.08 hrs HW=198.49' TW=198.90' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Controls 0.00 cfs) Summary for Pond 3IB: Infiltration Basin 3 Inflow Area= 2.610 ac, 67.12%Impervious, Inflow Depth= 3.11" for 100-yr event Inflow = 15.14 cfs @ 12.00 hrs, Volume= 0.677 of Outflow = 16.34 cfs @ 12.00 hrs, Volume= 0.677 @ Atten=0%, Lag=0.0 min Discarded= 1.72 cfs @ 11.84 hrs, Volume= 0.487 of Primary = 14.62 cfs @ 12.00 hrs, Volume= 0.189 of Boehler Proposed 2_Fastrac Propopsed Type 1124-hr 100 yrRainfall=6.12" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pace 16 Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=197.74'@ 12.00 hrs Surf.Area---2,346 sf Storage=2,189 cf Plug-Flow detention time-10.0 min calculated for 0.676 of(100%of inflow) Center-of-Mass det.time=10.0 min(796.1 -786.1) Volume Invert Avail.Storage Storage Description #1 195.50' 2,189 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 195.50 573 0 0 197.00 2,346 2,189 2,189 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'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 #2 Discarded 195.50' 42.000 in/hr Exfiltration over Surface area above 195.50'Excluded Surface area=573 sf Discarded OutFlow Max--1.72 cfs@ 11.84 hrs HW=197.34' (Free Discharge) L2=Exfiltration (Exfiltration Controls 1.72 cfs) Primary OutFlow Max--13.85 cfs@ 12.00 hrs HW=197.73' TW=197.44' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Weir Controls 13.85 cfs @ 1.73 fps) Summary for Pond 3SB: Sediment Basin 3 Inflow Area= 2.610 ac, 67.12%Impervious, Inflow Depth= 3.19" for 100-yr event Inflow = 12.91 cfs @ 11.96 hrs, Volume= 0.694 of Outflow = 15.14 cfs @ 12.00 hrs, Volume= 0.677 @ Atten=0%, Lag=2.3 min Primary = 15.14 cfs @ 12.00 hrs, Volume= 0.677 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=197.77'@ 12.02 hrs Surf.Area---1,764 sf Storage=1,803 cf Plug-Flow detention time-31.4 min calculated for 0.677 of(98%of inflow) Center-of-Mass deL time=15.7 min(786.1 -770.4) Volume Invert Avail.Storage Storage Description #1 196.00' 4,742 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 196.00 495 0 0 197.00 996 746 746 199.00 3,000 3,996 4,742 Device Routing Invert Outlet Devices #1 Primary 197.00' 11.0'long x 1.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 Coef.(English) 2.69 2.72 2.75 2.85 2.98 3.08 3.20 3.28 3.31 3.30 3.31 3.32 Primary OutFlow Max--7.69 cfs@ 12.00 hrs HW=197.76' TW=197.72' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Weir Controls 7.69 cfs @ 0.92 fps) Boehler Proposed 2_Fastrac Propopsed Type 1124-hr 100 yrRainfall=6.12" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Paee 17 Summary for Pond 5IB: Infiltration Basin 5 Inflow Area= 11.803 ac, 36.38%Impervious, Inflow Depth= 1.03" for 100-yr event Inflow = 25.64 cfs @ 12.00 hrs, Volume= 1.015 of Outflow = 13.17 cfs @ 12.11 hrs, Volume= 1.021 @ Atten=49%, Lag=6.8 min Discarded= 13.17 cfs @ 12.11 hrs, Volume= 1.021 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=190.25'g 12.11 hrs Surf Area=22,766 sf Storage=5,573 cf Plug-Flow detention time-(not calculated:outflow precedes inflow) Center-of-Mass det.time=1.6 min(848.3-846.8) Volume Invert Avail.Storage Storage Description #1 190.00' 105,914 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 190.00 22,224 0 0 193.00 28,790 76,521 76,521 194.00 29,996 29,393 105,914 Device Routing Invert Outlet Devices #1 Discarded 190.00' 25.000 in/hr Exfiltration over Surface area Discarded Outflow Max--13.17 cfs@ 12.11 hrs HW=190.25' (Free Discharge) L1=Exfiltration (Exfiltration Controls 13.17 cfs) Summary for Pond 5SB: Sediment Basin 5 Inflow Area= 5.407 ac, 36.44%Impervious, Inflow Depth= 0.83" for 100-yr event Inflow = 10.47 cfs @ 11.99 hrs, Volume= 0.372 of Outflow = 10.13 cfs @ 12.00 hrs, Volume= 0.357 @ Atten=3%, Lag=0.2 min Primary = 10.13 cfs @ 12.00 hrs, Volume= 0.357 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=195.86'g 12.00 hrs Surf Area=2,458 sf Storage=1,294 cf Plug-Flow detention time=31.1 min calculated for 0.357 of(96%of inflow) Center-of-Mass det.time=6.9 min(838.7-831.8) Volume Invert Avail.Storage Storage Description #1 194.26' 1,674 cf Custom Stage Data(Prismatic)Listed below(Recalc) Elevation Surf Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 194.26 12 0 0 195.50 1,054 661 661 196.00 3,000 1,014 1,674 Device Routing Invert Outlet Devices #1 Primary 195.50' 18.0'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--10.10 cfs@ 12.00 hrs HW=195.86' TW=190.12' (Dynamic Tailwater) 't1=Broad-Crested Rectangular Weir(Weir Controls 10.10 cfs @ 1.56 fps) Boehler Proposed 2_Fastrac Propopsed Type 1124-hr 100 yrRainfall=6.12" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Pace 18 Summary for Link 2B: Fastrac Storm Sewr Inflow Area= 0.227 ac, 91.36%Impervious, Inflow Depth= 5.30" for 100-yr event Inflow = 1.94 cfs @ 11.96 hrs, Volume= 0.100 of Primary = 1.94 cfs @ 11.96 hrs, Volume= 0.100 at Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-36.00 hrs,dt=0.02 hrs 100-yr Primary Outflow Imported from 16-1545 Proposed_CBModel 2—Pond P9.hce Summary for Link 3B: Fastrac Storm Sewer Inflow Area= 1.288 ac, 93.68%Impervious, Inflow Depth= 5.45' for 100-yr event Inflow = 11.17 cfs @ 11.96 hrs, Volume= 0.585 of Primary = 11.17 cfs @ 11.96 hrs, Volume= 0.585 at Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-36.00 hrs,dt=0.02 hrs 100-yr Primary Outflow Imported from 16-1545 Proposed_CBModel 3—Pond P6.hce Summary for Link 8L: Bohler West Inflow Area= 6.396 ac, 36.33%Impervious, Inflow Depth= 1.24" for 100-yr event Inflow = 15.52 cfs @ 12.00 hrs, Volume= 0.658 of Primary = 15.52 cfs @ 12.00 hrs, Volume= 0.658 at Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-36.00 hrs,dt=0.02 hrs 100-yr Primary Outflow Imported from Boehler Proposed 1—Pond 7SB.hce APPENDIX E HydroCAD Output - Proposed Conditions (Hot Spot) AH N V Z4-1 Subcatchment Area 4 Pipe C to ADS Diversion Structure Sc-7 0 Chambers Sy tem a HS 1 AHcH3 ADS-2 Subcatchment Area 1 Pipe C o CB3 Pipe C to CB4 MC-4500 Chambers OHS 2N VcH1 HS 3 Subcatchment Area 2 Pipe CB2 to CB1 Subcatchment Area 3 Subcat Reach on LinkRouting Diagram for Fastrac Corinth RD Hotspot Prepared by Napierala Consulting Hydro CAD®10.00-18 s/n 01332 @2016 HydroCAD Software Solutions LLC Fastrac Corinth RD Hotspot Type 1124-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCAD®10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Summary for Subcatchment HS 1: Subcatchment Area 1 Runoff = 0.44 cfs @ 11.96 hrs, Volume= 0.023 @ Depth= 1.97' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 1-yr Rainfall=2.20" Area(sf) CN Description 5,994 98 Paved parking,HSG A 5,994 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment HS 2: Subcatchment Area 2 Runoff = 0.26 cfs @ 11.96 hrs, Volume= 0.014 @ Depth= 1.97' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 1-yr Rainfall=2.20" Area(sf) CN Description 3,580 98 Paved parking,HSG A 3,580 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment HS 3: Subcatchment Area 3 Runoff = 0.07 cfs @ 11.96 hrs, Volume= 0.004 @ Depth= 1.97' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 1-yr Rainfall=2.20" Area(sf) CN Description 1,004 98 Paved parking,HSG A 1,004 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment HS 4: Subcatchment Area 4 Runoff = 0.07 cfs @ 11.96 hrs, Volume= 0.004 @ Depth= 1.97' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 1-yr Rainfall=2.20" Area(sf) CN Description 1,004 98 Paved parking,HSG A 1,004 100.00%Impervious Area Fastrac Corinth RD Hotspot Type 1124-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Pond ADS-1: SC-740 Chambers Inflow Area= 0.266 ac,100.00%Impervious, Inflow Depth= 1.97" for 1-yr event Inflow = 0.84 cfs @ 11.96 hrs, Volume= 0.044 of Outflow = 0.29 cfs @ 12.07 hrs, Volume= 0.044g Atten=66%, Lag=6.6 min Primary = 0.29 cfs @ 12.07 hrs, Volume= 0.044 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=196.42'@ 12.07 hrs Surf.Area=0 sf Storage=433 cf Plug-Flow detention time-8.3 min calculated for 0.044 of(100%of inflow) Center-of-Mass det.time=8.3 min(768.6-760.4) Volume Invert Avail.Storage Storage Description #1 195.10' 1,084 cf SC-740 Storage-Irregular FootprintListed below #2 198.60' 221 cf Structural fill above system(Prismatic)Listed below(Recalc) 1,305 cf Total Available Storage Fastrac Corinth RD Hotspot Type1124-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Elevation Cum.Store (feet) (cubic-feet) 195.10 0 195.18 19 195.27 37 195.35 56 195.43 74 195.52 93 195.60 112 195.68 145 195.77 178 195.85 211 195.93 244 196.02 276 196.10 309 196.18 341 196.27 373 196.35 405 196.43 437 196.52 468 196.60 499 196.68 530 196.77 561 196.85 591 196.93 621 197.02 650 197.10 679 197.18 708 197.27 736 197.35 763 197.43 790 197.52 817 197.60 842 197.68 867 197.77 891 197.85 914 197.93 934 198.02 954 198.10 973 198.18 991 198.27 1,010 198.35 1,029 198.43 1,047 198.52 1,066 198.60 1,084 Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 198.60 558 0.0 0 0 200.58 558 20.0 221 221 Device Routing Invert Outlet Devices #1 Primary 194.82' 3.0" Round Culvert L=13.0' Ke=0.500 Inlet/Outlet Invert=194.82'/188.89' S=0.4562 T Cc=0.900 n--0.012, Flow Area=0.05 sf #2 Device 1 195.10' 6"Perforated Undcrdrain X 30.00 Head (feet) 0.00 0.67 1.00 1.50 2.00 2.50 3.00 3.50 4.00 Disch.(cfs) 0.000 0.130 0.170 0.220 0.260 0.290 0.320 0.360 0.380 #3 Device 1 198.54' 12.0" Round 12"Overflow L=8.0' Ke=0.500 Inlet/Outlet Invert-198.54'/198.54' S=0.0000 T Cc=0.900 n--0.012, Flow Area=0.79 sf Fastrac Corinth RD Hotspot Type1124-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Primary Outflow Max--0.29 cfs@ 12.07 hrs HW=196.42' TW=188.13' (Dynamic Tailwater) Ll=Culvert (Inlet Controls 0.29 cfs @ 5.85 fps) E2=6"Perforated Underdrain(Passes 0.29 cfs of 6.06 cfs potential flow) 3=12"Overflow(Controls 0.00 cfs) Summary for Pond ADS-2: MC-4500 Chambers Inflow Area= 0.266 ac,100.00%Impervious, Inflow Depth= 1.97" for 1-yr event Inflow = 0.29 cfs @ 12.07 hrs, Volume= 0.044 of Outflow = 0.24 cfs @ 12.08 hrs, Volume= 0.044 @ Atten=15%, Lag=0.9 min Discarded= 0.24 cfs @ 12.08 hrs, Volume= 0.044 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=188.25'@ 12.36 brs Surf.Area=0.012 ac Storage=0.001 of Plug-Flow detention time-(not calculated:outflow precedes inflow) Center-of-Mass det.time=0.7 min(769.4-768.6) Volume Invert Avail.Storage Storage Description #1 188.07' 0.022 of 19.40'W x 27.20'L x 6.75'H Prismatoid 0.082 of Overall-0.028 of Embedded=0.054 of x 40.0%Voids #2 188.82' 0.028 of ADS StormTech MC-4500+Cap x 10 Inside#1 Effective Size=90.4"W x 60.0"H=>26.46 sf x 4.03'L=106.5 cf Overall Size=100.0"W x 60.0"H x 4.33'L with 0.31'Overlap 2 Rows of 5 Chambers Cap Storage=+35.7 cf x 2 x 2 rows=142.8 cf 0.049 of Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 188.07' 20.000 in/hr Exfiltration over Surface area Discarded Outflow Max--0.24 cfs @ 12.08 hrs HW=188.14' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.24 cfs) Summary for Pond P-HI: Pipe CB2 to CB1 Inflow Area= 0.082 ac,100.00%Impervious, Inflow Depth= 1.97" for 1-yr event Inflow = 0.26 cfs @ 11.96 hrs, Volume= 0.014 of Outflow = 0.26 cfs @ 11.96 hrs, Volume= 0.014g Atten=0%, Lag=0.0 min Primary = 0.26 cfs @ 11.96 hrs, Volume= 0.014 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=198.66'@ 11.96 brs Flood Elev=201.70' Device Routing Invert Outlet Devices #1 Primary 198.10' 12.0" Round Pipe from CB 2 to CB 1 L=947.0' Ke=0.500 Inlet/Outlet Invert-198.10'/197.80' S=0.0003 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary Outflow Max--0.25 cfs @ 11.96 hrs HW=198.66' TW=198.34' (Dynamic Tailwater) Ll=Pipe from CB 2 to CB 1(Outlet Controls 0.25 cfs @ 0.81 fps) Summary for Pond P-H2: Pipe CB1 to CB3 Inflow Area= 0.220 ac,100.00%Impervious, Inflow Depth= 1.97" for 1-yr event Inflow = 0.70 cfs @ 11.96 hrs, Volume= 0.036 of Outflow = 0.70 cfs @ 11.96 hrs, Volume= 0.036g Atten=0%, Lag=0.0 min Primary = 0.70 cfs @ 11.96 hrs, Volume= 0.036 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Fastrac Corinth RD Hotspot Type 1124-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Peak Elev=198.35'g 11.96 hrs Flood Elev=201.50' Device Routing Invert Outlet Devices #1 Primary 197.80' 12.0" Round Culvert L=101.0' Ke=0.500 Inlet/Outlet Invert-197.80'/197.40' S=0.0040 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary OutFlow Max--0.67 cfs @ 11.96 hrs HW=198.34' TW=197.97' (Dynamic Tailwater) Ll=Culvert (Outlet Controls 0.67 cfs @ 2.24 fps) Summary for Pond P-H3: Pipe CB3 to CB4 Inflow Area= 0.243 ac,100.00%Impervious, Inflow Depth= 1.97" for 1-yr event Inflow = 0.77 cfs @ 11.96 hrs, Volume= 0.040 of Outflow = 0.77 cfs @ 11.96 hrs, Volume= 0.040g Atten=0%, Lag=0.0 min Primary = 0.77 cfs @ 11.96 hrs, Volume= 0.040 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=197.98'g 11.96 hrs Flood Elev=202.40' Device Routing Invert Outlet Devices #1 Primary 197.40' 12.0" Round Culvert L=14.0' Ke=0.500 Inlet/Outlet Invert-197.40'/197.30' S=0.0071 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary OutFlow Max--0.74 cfs @ 11.96 hrs HW=197.97' TW=197.82' (Dynamic Tailwater) Ll=Culvert (Outlet Controls 0.74 cfs @ 2.30 fps) Summary for Pond P-H4: Pipe CB4 to ADS System Inflow Area= 0.266 ac,100.00%Impervious, Inflow Depth= 1.97" for 1-yr event Inflow = 0.84 cfs @ 11.96 hrs, Volume= 0.044 of Outflow = 0.84 cfs @ 11.96 hrs, Volume= 0.044g Atten=0%, Lag=0.0 min Primary = 0.84 cfs @ 11.96 hrs, Volume= 0.044 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=197.82'g 11.96 hrs Flood Elev=202.40' Device Routing Invert Outlet Devices #1 Primary 197.30' 12.0" Round Culvert L=28.0' Ke=0.500 Inlet/Outlet Invert-197.30'/197.09' S=0.0075 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary OutFlow Max--0.84 cfs @ 11.96 hrs HW=197.82' TW=196.17' (Dynamic Tailwater) Ll=Culvert (Barrel Controls 0.84 cfs @ 2.98 fps) Summary for Pond S-1: Diversion Structure Inflow Area= 0.266 ac,100.00%Impervious, Inflow Depth= 1.97" for 1-yr event Inflow = 0.84 cfs @ 11.96 hrs, Volume= 0.044 of Outflow = 0.84 cfs @ 11.96 hrs, Volume= 0.044g Atten=0%, Lag=0.0 min Primary = 0.84 cfs @ 11.96 hrs, Volume= 0.044 of Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=196.42'g 12.08 hrs Flood Elev=202.00' Device Routing Invert Outlet Devices #1 Primary 195.70' 24.0" Round Isolator Row L=2.0' Ke=0.500 Inlet/Outlet Invert-195.70'/195.70' S=0.0000 T Cc=0.900 n--0.012, Flow Area=3.14 sf #2 Primary 196.64' 12.0" Round 12"Manifold L=5.0' Ke=0.500 Fastrac Corinth RD Hotspot Type1124-hr 1 yr Rainfall=2.20" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Inlet/Outlet Invert 196.64'/195.70' S=0.1880 T Cc=0.900 n--0.012, Flow Area=0.79 sf #3 Secondary 198.60' 24.0" Round 24"By Pass L=60.0' Ke=0.500 Inlet/Outlet Invert 198.60'/188.95' S=0.1608 T Cc=0.900 n--0.012, Flow Area=3.14 sf Primary Outflow Max--0.72 cfs @ 11.96 hrs HW=196.17' TW=196.09' (Dynamic Tailwater) L1=Isolator Row (Outlet Controls 0.72 cfs @ 1.90 fps) 2=12"Manifold(Controls 0.00 cfs) Secondary Outflow Max--0.00 cfs @ 0.00 hrs HW=195.70' TW=188.07' (Dynamic Tailwater) L3=24"By Pass (Controls 0.00 cfs) Fastrac Corinth RD Hotspot Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCAD®10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Summary for Subcatchment HS 1: Subcatchment Area 1 Runoff = 0.74 cfs @ 11.96 hrs, Volume= 0.039 @ Depth= 3.43" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 10-yr Rainfall=3.66" Area(sf) CN Description 5,994 98 Paved parking,HSG A 5,994 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment HS 2: Subcatchment Area 2 Runoff = 0.44 cfs @ 11.96 hrs, Volume= 0.023 @ Depth= 3.43" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 10-yr Rainfall=3.66" Area(sf) CN Description 3,580 98 Paved parking,HSG A 3,580 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment HS 3: Subcatchment Area 3 Runoff = 0.12 cfs @ 11.96 hrs, Volume= 0.007 @ Depth= 3.43" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 10-yr Rainfall=3.66" Area(sf) CN Description 1,004 98 Paved parking,HSG A 1,004 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment HS 4: Subcatchment Area 4 Runoff = 0.12 cfs @ 11.96 hrs, Volume= 0.007 @ Depth= 3.43" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 10-yr Rainfall=3.66" Area(sf) CN Description 1,004 98 Paved parking,HSG A 1,004 100.00%Impervious Area Fastrac Corinth RD Hotspot Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Pond ADS-1: SC-740 Chambers Inflow Area= 0.266 ac,100.00%Impervious, Inflow Depth= 3.43" for 10-yr event Inflow = 1.42 cfs @ 11.96 hrs, Volume= 0.076 of Outflow = 0.39 cfs @ 12.08 hrs, Volume= 0.076g Atten=72% Lag=7.4 min Primary = 0.39 cfs @ 12.08 hrs, Volume= 0.076 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=197.69'@ 12.08 hrs Surf.Area=0 sf Storage=870 cf Plug-Flow detention time-13.4 min calculated for 0.076 of(100%of inflow) Center-of-Mass det.time=13.4 min(762.2-748.8) Volume Invert Avail.Storage Storage Description #1 195.10' 1,084 cf SC-740 Storage-Irregular FootprintListed below #2 198.60' 221 cf Structural fill above system(Prismatic)Listed below(Recalc) 1,305 cf Total Available Storage Fastrac Corinth RD Hotspot Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Elevation Cum.Store (feet) (cubic-feet) 195.10 0 195.18 19 195.27 37 195.35 56 195.43 74 195.52 93 195.60 112 195.68 145 195.77 178 195.85 211 195.93 244 196.02 276 196.10 309 196.18 341 196.27 373 196.35 405 196.43 437 196.52 468 196.60 499 196.68 530 196.77 561 196.85 591 196.93 621 197.02 650 197.10 679 197.18 708 197.27 736 197.35 763 197.43 790 197.52 817 197.60 842 197.68 867 197.77 891 197.85 914 197.93 934 198.02 954 198.10 973 198.18 991 198.27 1,010 198.35 1,029 198.43 1,047 198.52 1,066 198.60 1,084 Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 198.60 558 0.0 0 0 200.58 558 20.0 221 221 Device Routing Invert Outlet Devices #1 Primary 194.82' 3.0" Round Culvert L=13.0' Ke=0.500 Inlet/Outlet Invert=194.82'/188.89' S=0.4562 T Cc=0.900 n--0.012, Flow Area=0.05 sf #2 Device 1 195.10' 6"Perforated Undcrdrain X 30.00 Head (feet) 0.00 0.67 1.00 1.50 2.00 2.50 3.00 3.50 4.00 Disch.(cfs) 0.000 0.130 0.170 0.220 0.260 0.290 0.320 0.360 0.380 #3 Device 1 198.54' 12.0" Round 12"Overflow L=8.0' Ke=0.500 Inlet/Outlet Invert-198.54'/198.54' S=0.0000 T Cc=0.900 n--0.012, Flow Area=0.79 sf Fastrac Corinth RD Hotspot Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Primary Outflow Max--0.39 cfs@ 12.08 hrs HW=197.69' TW=188.42' (Dynamic Tailwater) Ll=Culvert (Inlet Controls 0.39 cfs @ 7.98 fps) E2=6"Perforated Underdrain(Passes 0.39 cfs of 8.86 cfs potential flow) 3=12"Overflow(Controls 0.00 cfs) Summary for Pond ADS-2: MC-4500 Chambers Inflow Area= 0.266 ac,100.00%Impervious, Inflow Depth= 3.43" for 10-yr event Inflow = 0.39 cfs @ 12.08 hrs, Volume= 0.076 of Outflow = 0.24 cfs @ 11.96 hrs, Volume= 0.076g Atten=38% Lag=0.0 min Discarded= 0.24 cfs @ 11.96 hrs, Volume= 0.076 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=189.17'@ 12.91 brs Surf.Area=0.012 ac Storage=0.007 of Plug-Flow detention time-(not calculated:outflow precedes inflow) Center-of-Mass det.time=6.9 min(769.0-762.2) Volume Invert Avail.Storage Storage Description #1 188.07' 0.022 of 19.40'W x 27.20'L x 6.75'H Prismatoid 0.082 of Overall-0.028 of Embedded=0.054 of x 40.0%Voids #2 188.82' 0.028 of ADS StormTech MC-4500+Cap x 10 Inside#1 Effective Size=90.4"W x 60.0"H=>26.46 sf x 4.03'L=106.5 cf Overall Size=100.0"W x 60.0"H x 4.33'L with 0.31'Overlap 2 Rows of 5 Chambers Cap Storage=+35.7 cf x 2 x 2 rows=142.8 cf 0.049 of Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 188.07' 20.000 in/hr Exfiltration over Surface area Discarded Outflow Max--0.24 cfs @ 11.96 hrs HW=188.15' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.24 cfs) Summary for Pond P-HI: Pipe CB2 to CB1 Inflow Area= 0.082 ac,100.00%Impervious, Inflow Depth= 3.43" for 10-yr event Inflow = 0.44 cfs @ 11.96 hrs, Volume= 0.023 of Outflow = 0.44 cfs @ 11.96 hrs, Volume= 0.023 @ Atten=0%, Lag=0.0 min Primary = 0.44 cfs @ 11.96 hrs, Volume= 0.023 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=198.87'@ 11.97 brs Flood Elev=201.70' Device Routing Invert Outlet Devices #1 Primary 198.10' 12.0" Round Pipe from CB 2 to CB 1 L=947.0' Ke=0.500 Inlet/Outlet Invert-198.10'/197.80' S=0.0003 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary Outflow Max--0.42 cfs @ 11.96 hrs HW=198.86' TW=198.56' (Dynamic Tailwater) Ll=Pipe from CB 2 to CB 1(Outlet Controls 0.42 cfs @ 0.90 fps) Summary for Pond P-H2: Pipe CB1 to CB3 Inflow Area= 0.220 ac,100.00%Impervious, Inflow Depth= 3.43" for 10-yr event Inflow = 1.17 cfs @ 11.96 hrs, Volume= 0.063 of Outflow = 1.17 cfs @ 11.96 hrs, Volume= 0.063 @ Atten=0%, Lag=0.0 min Primary = 1.17 cfs @ 11.96 hrs, Volume= 0.063 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Fastrac Corinth RD Hotspot Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Peak Elev=198.56'g 11.97 hrs Flood Elev=201.50' Device Routing Invert Outlet Devices #1 Primary 197.80' 12.0" Round Culvert L=101.0' Ke=0.500 Inlet/Outlet Invert-197.80'/197.40' S=0.0040 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary OutFlow Max--1.12 cfs @ 11.96 hrs HW=198.56' TW=198.19' (Dynamic Tailwater) Ll=Culvert (Outlet Controls 1.12 cfs @ 2.44 fps) Summary for Pond P-H3: Pipe CB3 to CB4 Inflow Area= 0.243 ac,100.00%Impervious, Inflow Depth= 3.43" for 10-yr event Inflow = 1.30 cfs @ 11.96 hrs, Volume= 0.069 of Outflow = 1.30 cfs @ 11.96 hrs, Volume= 0.069g Atten=0%, Lag=0.0 min Primary = 1.30 cfs @ 11.96 hrs, Volume= 0.069 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=198.20'g 11.97 hrs Flood Elev=202.40' Device Routing Invert Outlet Devices #1 Primary 197.40' 12.0" Round Culvert L=14.0' Ke=0.500 Inlet/Outlet Invert-197.40'/197.30' S=0.0071 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary OutFlow Max--1.24 cfs @ 11.96 hrs HW=198.19' TW=198.00' (Dynamic Tailwater) Ll=Culvert (Outlet Controls 1.24 cfs @ 2.56 fps) Summary for Pond P-H4: Pipe CB4 to ADS System Inflow Area= 0.266 ac,100.00%Impervious, Inflow Depth= 3.43" for 10-yr event Inflow = 1.42 cfs @ 11.96 hrs, Volume= 0.076 of Outflow = 1.42 cfs @ 11.96 hrs, Volume= 0.076g Atten=0%, Lag=0.0 min Primary = 1.42 cfs @ 11.96 hrs, Volume= 0.076 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=198.01'g 11.96 hrs Flood Elev=202.40' Device Routing Invert Outlet Devices #1 Primary 197.30' 12.0" Round Culvert L=28.0' Ke=0.500 Inlet/Outlet Invert-197.30'/197.09' S=0.0075 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary OutFlow Max--1.41 cfs @ 11.96 hrs HW=198.00' TW=196.74' (Dynamic Tailwater) Ll=Culvert (Barrel Controls 1.41 cfs @ 3.35 fps) Summary for Pond S-1: Diversion Structure Inflow Area= 0.266 ac,100.00%Impervious, Inflow Depth= 3.43" for 10-yr event Inflow = 1.42 cfs @ 11.96 hrs, Volume= 0.076 of Outflow = 1.42 cfs @ 11.96 hrs, Volume= 0.076g Atten=0%, Lag=0.0 min Primary = 1.42 cfs @ 11.96 hrs, Volume= 0.076 of Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=197.69'g 12.10 hrs Flood Elev=202.00' Device Routing Invert Outlet Devices #1 Primary 195.70' 24.0" Round Isolator Row L=2.0' Ke=0.500 Inlet/Outlet Invert-195.70'/195.70' S=0.0000 T Cc=0.900 n--0.012, Flow Area=3.14 sf #2 Primary 196.64' 12.0" Round 12"Manifold L=5.0' Ke=0.500 Fastrac Corinth RD Hotspot Type 1124-hr 10 yr Rainfall=3.66" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Inlet/Outlet Invert 196.64'/195.70' S=0.1880 T Cc=0.900 n--0.012, Flow Area=0.79 sf #3 Secondary 198.60' 24.0" Round 24"By Pass L=60.0' Ke=0.500 Inlet/Outlet Invert 198.60'/188.95' S=0.1608 T Cc=0.900 n--0.012, Flow Area=3.14 sf Primary Outflow Max--0.00 cfs @ 11.96 hrs HW=196.74' TW=196.91' (Dynamic Tailwater) L1=Isolator Row (Controls 0.00 cfs) 2=12 Manifold(Controls 0.00 cfs) Secondary Outflow Max--0.00 cfs @ 0.00 hrs HW=195.70' TW=188.07' (Dynamic Tailwater) L3=24"By Pass (Controls 0.00 cfs) Fastrac Corinth RD Hotspot Type 1124-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCAD®10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Summary for Subcatchment HS 1: Subcatchment Area 1 Runoff = 1.06 cfs @ 11.96 hrs, Volume= 0.057 g Depth= 5.00" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 50-yr Rainfall=5.24" Area(sf) CN Description 5,994 98 Paved parking,HSG A 5,994 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment HS 2: Subcatchment Area 2 Runoff = 0.63 cfs @ 11.96 hrs, Volume= 0.034 g Depth= 5.00" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 50-yr Rainfall=5.24" Area(sf) CN Description 3,580 98 Paved parking,HSG A 3,580 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment HS 3: Subcatchment Area 3 Runoff = 0.18 cfs @ 11.96 hrs, Volume= 0.010 g Depth= 5.00" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 50-yr Rainfall=5.24" Area(sf) CN Description 1,004 98 Paved parking,HSG A 1,004 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment HS 4: Subcatchment Area 4 Runoff = 0.18 cfs @ 11.96 hrs, Volume= 0.010 g Depth= 5.00" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 50-yr Rainfall=5.24" Area(sf) CN Description 1,004 98 Paved parking,HSG A 1,004 100.00%Impervious Area Fastrac Corinth RD Hotspot Type 1124-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Pond ADS-1: SC-740 Chambers Inflow Area= 0.266 ac,100.00%Impervious, Inflow Depth= 4.70" for 50-yr event Inflow = 2.04 cfs @ 11.96 hrs, Volume= 0.104 of Outflow = 0.52 cfs @ 12.02 hrs, Volume= 0.104g Atten=75% Lag=3.6 min Primary = 0.52 cfs @ 12.02 hrs, Volume= 0.104 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=199.71'@ 12.02 hrs Surf.Area=558 sf Storage=1,208 cf Plug-Flow detention time-15.1 min calculated for 0.104 of(100%of inflow) Center-of-Mass det.time=15.1 min(758.6-743.5) Volume Invert Avail.Storage Storage Description #1 195.10' 1,084 cf SC-740 Storage-Irregular FootprintListed below #2 198.60' 221 cf Structural fill above system(Prismatic)Listed below(Recalc) 1,305 cf Total Available Storage Fastrac Corinth RD Hotspot Type1124-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Elevation Cum.Store (feet) (cubic-feet) 195.10 0 195.18 19 195.27 37 195.35 56 195.43 74 195.52 93 195.60 112 195.68 145 195.77 178 195.85 211 195.93 244 196.02 276 196.10 309 196.18 341 196.27 373 196.35 405 196.43 437 196.52 468 196.60 499 196.68 530 196.77 561 196.85 591 196.93 621 197.02 650 197.10 679 197.18 708 197.27 736 197.35 763 197.43 790 197.52 817 197.60 842 197.68 867 197.77 891 197.85 914 197.93 934 198.02 954 198.10 973 198.18 991 198.27 1,010 198.35 1,029 198.43 1,047 198.52 1,066 198.60 1,084 Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 198.60 558 0.0 0 0 200.58 558 20.0 221 221 Device Routing Invert Outlet Devices #1 Primary 194.82' 3.0" Round Culvert L=13.0' Ke=0.500 Inlet/Outlet Invert=194.82'/188.89' S=0.4562 T Cc=0.900 n--0.012, Flow Area=0.05 sf #2 Device 1 195.10' 6"Perforated Undcrdrain X 30.00 Head (feet) 0.00 0.67 1.00 1.50 2.00 2.50 3.00 3.50 4.00 Disch.(cfs) 0.000 0.130 0.170 0.220 0.260 0.290 0.320 0.360 0.380 #3 Device 1 198.54' 12.0" Round 12"Overflow L=8.0' Ke=0.500 Inlet/Outlet Invert-198.54'/198.54' S=0.0000 T Cc=0.900 n--0.012, Flow Area=0.79 sf Fastrac Corinth RD Hotspot Type1124-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Primary Outflow Max--0.51 cfs @ 12.02 hrs HW=199.67' TW=188.77' (Dynamic Tailwater) Ll=Culvert (Inlet Controls 0.51 cfs @ 10.47 fps) E2=6"Perforated Underdrain(Passes<11.40 cfs potential flow) 3=12"Overflow(Passes<2.35 cfs potential flow) Summary for Pond ADS-2: MC-4500 Chambers Inflow Area= 0.266 ac,100.00%Impervious, Inflow Depth= 5.00" for 50-yr event Inflow = 1.93 cfs @ 12.03 hrs, Volume= 0.111 of Outflow = 0.24 cfs @ 11.90 hrs, Volume= 0.111 @ Atten=87% Lag=0.0 min Discarded= 0.24 cfs @ 11.90 hrs, Volume= 0.111 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=190.56'@ 13.21 brs Surf.Area=0.012 ac Storage=0.020 of Plug-Flow detention time-(not calculated:outflow precedes inflow) Center-of-Mass det.time=22.2 min(778.6-756.4) Volume Invert Avail.Storage Storage Description #1 188.07' 0.022 of 19.40'W x 27.20'L x 6.75'H Prismatoid 0.082 of Overall-0.028 of Embedded=0.054 of x 40.0%Voids #2 188.82' 0.028 of ADS StormTech MC-4500+Cap x 10 Inside#1 Effective Size=90.4"W x 60.0"H=>26.46 sf x 4.03'L=106.5 cf Overall Size=100.0"W x 60.0"H x 4.33'L with 0.31'Overlap 2 Rows of 5 Chambers Cap Storage=+35.7 cf x 2 x 2 rows=142.8 cf 0.049 of Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 188.07' 20.000 in/hr Exfiltration over Surface area Discarded Outflow Max--0.24 cfs @ 11.90 hrs HW=188.17' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.24 cfs) Summary for Pond P-HI: Pipe CB2 to CB1 Inflow Area= 0.082 ac,100.00%Impervious, Inflow Depth= 5.00" for 50-yr event Inflow = 0.63 cfs @ 11.96 hrs, Volume= 0.034 of Outflow = 0.63 cfs @ 11.96 hrs, Volume= 0.034g Atten=0%, Lag=0.0 min Primary = 0.63 cfs @ 11.96 hrs, Volume= 0.034 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=199.22'@ 12.10 brs Flood Elev=201.70' Device Routing Invert Outlet Devices #1 Primary 198.10' 12.0" Round Pipe from CB 2 to CB 1 L=947.0' Ke=0.500 Inlet/Outlet Invert-198.10'/197.80' S=0.0003 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary Outflow Max--0.59 cfs @ 11.96 hrs HW=199.08' TW=198.78' (Dynamic Tailwater) Ll=Pipe from CB 2 to CB 1(Outlet Controls 0.59 cfs @ 0.95 fps) Summary for Pond P-H2: Pipe CB1 to CB3 Inflow Area= 0.220 ac,100.00%Impervious, Inflow Depth= 5.00" for 50-yr event Inflow = 1.69 cfs @ 11.96 hrs, Volume= 0.092 of Outflow = 1.69 cfs @ 11.96 hrs, Volume= 0.092g Atten=0%, Lag=0.0 min Primary = 1.69 cfs @ 11.96 hrs, Volume= 0.092 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Fastrac Corinth RD Hotspot Type 1124-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Peak Elev=199.21'@ 12.08 hrs Flood Elev=201.50' Device Routing Invert Outlet Devices #1 Primary 197.80' 12.0" Round Culvert L=101.0' Ke=0.500 Inlet/Outlet Invert-197.80'/197.40' S=0.0040 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary OutFlow Max--1.58 cfs @ 11.96 hrs HW=198.78' TW=198.41' (Dynamic Tailwater) Ll=Culvert (Outlet Controls 1.58 cfs @ 2.55 fps) Summary for Pond P-H3: Pipe CB3 to CB4 Inflow Area= 0.243 ac,100.00%Impervious, Inflow Depth= 5.00" for 50-yr event Inflow = 1.87 cfs @ 11.96 hrs, Volume= 0.101 of Outflow = 1.87 cfs @ 11.96 hrs, Volume= 0.101 @ Atten=0%, Lag=0.0 min Primary = 1.87 cfs @ 11.96 hrs, Volume= 0.101 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=199.19'@ 12.06 hrs Flood Elev=202.40' Device Routing Invert Outlet Devices #1 Primary 197.40' 12.0" Round Culvert L=14.0' Ke=0.500 Inlet/Outlet Invert-197.40'/197.30' S=0.0071 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary OutFlow Max--1.78 cfs @ 11.96 hrs HW=198.41' TW=198.19' (Dynamic Tailwater) Ll=Culvert (Inlet Controls 1.78 cfs @ 2.27 fps) Summary for Pond P-H4: Pipe CB4 to ADS System Inflow Area= 0.266 ac,100.00%Impervious, Inflow Depth= 5.00" for 50-yr event Inflow = 2.04 cfs @ 11.96 hrs, Volume= 0.111 of Outflow = 2.04 cfs @ 11.96 hrs, Volume= 0.111 @ Atten=0%, Lag=0.0 min Primary = 2.04 cfs @ 11.96 hrs, Volume= 0.111 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=199.16'@ 12.04 hrs Flood Elev=202.40' Device Routing Invert Outlet Devices #1 Primary 197.30' 12.0" Round Culvert L=28.0' Ke=0.500 Inlet/Outlet Invert-197.30'/197.09' S=0.0075 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary OutFlow Max--2.03 cfs @ 11.96 hrs HW=198.19' TW=197.66' (Dynamic Tailwater) Ll=Culvert (Barrel Controls 2.03 cfs @ 3.63 fps) Summary for Pond S-1: Diversion Structure Inflow Area= 0.266 ac,100.00%Impervious, Inflow Depth= 5.00" for 50-yr event Inflow = 2.04 cfs @ 11.96 hrs, Volume= 0.111 of Outflow = 2.04 cfs @ 11.96 hrs, Volume= 0.111 @ Atten=0%, Lag=0.0 min Primary = 2.04 cfs @ 11.96 hrs, Volume= 0.104 of Secondary= 1.42 cfs @ 12.03 hrs, Volume= 0.007 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=199.10'@ 12.03 hrs Flood Elev=202.00' Device Routing Invert Outlet Devices #1 Primary 195.70' 24.0" Round Isolator Row L=2.0' Ke=0.500 Inlet/Outlet Invert-195.70'/195.70' S=0.0000 T Cc=0.900 n--0.012, Flow Area=3.14 sf #2 Primary 196.64' 12.0" Round 12"Manifold L=5.0' Ke=0.500 Fastrac Corinth RD Hotspot Type1124-hr 50 yr Rainfall=5.24" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Inlet/Outlet Invert 196.64'/195.70' S=0.1880 T Cc=0.900 n--0.012, Flow Area=0.79 sf #3 Secondary 198.60' 24.0" Round 24"By Pass L=60.0' Ke=0.500 Inlet/Outlet Invert 198.60'/188.95' S=0.1608 T Cc=0.900 n--0.012, Flow Area=3.14 sf Primary Outflow Max--0.00 cfs @ 11.96 hrs HW=197.66' TW=198.09' (Dynamic Tailwater) L1=Isolator Row (Controls 0.00 cfs) 2=12 Manifold(Controls 0.00 cfs) Secondary Outflow Max--1.27 cfs @ 12.03 hrs HW=199.06' TW=188.91' (Dynamic Tailwater) L3=24"By Pass (Inlet Controls 1.27 cfs @ 2.32 fps) Fastrac Corinth RD Hotspot Type 1124-hr 100 yr Rainfall=6.12" Prepared by Napierala Consulting HydroCAD®10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Summary for Subcatchment HS 1: Subcatchment Area 1 Runoff = 1.24 cfs @ 11.96 hrs, Volume= 0.067 g Depth= 5.88" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 100-yr Rainfall=6.12" Area(sf) CN Description 5,994 98 Paved parking,HSG A 5,994 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment HS 2: Subcatchment Area 2 Runoff = 0.74 cfs @ 11.96 hrs, Volume= 0.040 g Depth= 5.88" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 100-yr Rainfall=6.12" Area(sf) CN Description 3,580 98 Paved parking,HSG A 3,580 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment HS 3: Subcatchment Area 3 Runoff = 0.21 cfs @ 11.96 hrs, Volume= 0.011 g Depth= 5.88" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 100-yr Rainfall=6.12" Area(sf) CN Description 1,004 98 Paved parking,HSG A 1,004 100.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Subcatchment HS 4: Subcatchment Area 4 Runoff = 0.21 cfs @ 11.96 hrs, Volume= 0.011 g Depth= 5.88" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-36.00 hrs,dt=0.02 hrs Type II 24-hr 100-yr Rainfall=6.12" Area(sf) CN Description 1,004 98 Paved parking,HSG A 1,004 100.00%Impervious Area Fastrac Corinth RD Hotspot Type 1124-hr 100 yr Rainfall=6.12" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry,Minimum Tc Summary for Pond ADS-1: SC-740 Chambers Inflow Area= 0.266 ac,100.00%Impervious, Inflow Depth= 5.27" for 100-yr event Inflow = 2.66 cfs @ 11.95 hrs, Volume= 0.117 of Outflow = 0.54 cfs @ 11.98 hrs, Volume= 0.117 @ Atten=80%, Lag=1.8 min Primary = 0.54 cfs @ 11.98 hrs, Volume= 0.117 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=200.09'@ 11.98 hrs Surf.Area=558 sf Storage=1,251 cf Plug-Flow detention time-15.1 min calculated for 0.117 of(100%of inflow) Center-of-Mass det.time=15.1 min(757.1 -741.9) Volume Invert Avail.Storage Storage Description #1 195.10' 1,084 cf SC-740 Storage-Irregular FootprintListed below #2 198.60' 221 cf Structural fill above system(Prismatic)Listed below(Recalc) 1,305 cf Total Available Storage Fastrac Corinth RD Hotspot Type 1124-hr 100 yr Rainfall=6.12" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Elevation Cum.Store (feet) (cubic-feet) 195.10 0 195.18 19 195.27 37 195.35 56 195.43 74 195.52 93 195.60 112 195.68 145 195.77 178 195.85 211 195.93 244 196.02 276 196.10 309 196.18 341 196.27 373 196.35 405 196.43 437 196.52 468 196.60 499 196.68 530 196.77 561 196.85 591 196.93 621 197.02 650 197.10 679 197.18 708 197.27 736 197.35 763 197.43 790 197.52 817 197.60 842 197.68 867 197.77 891 197.85 914 197.93 934 198.02 954 198.10 973 198.18 991 198.27 1,010 198.35 1,029 198.43 1,047 198.52 1,066 198.60 1,084 Elevation Surf.Area Voids Inc.Store Cum.Store (feet) (sq-ft) (%) (cubic-feet) (cubic-feet) 198.60 558 0.0 0 0 200.58 558 20.0 221 221 Device Routing Invert Outlet Devices #1 Primary 194.82' 3.0" Round Culvert L=13.0' Ke=0.500 Inlet/Outlet Invert=194.82'/188.89' S=0.4562 T Cc=0.900 n--0.012, Flow Area=0.05 sf #2 Device 1 195.10' 6"Perforated Undcrdrain X 30.00 Head (feet) 0.00 0.67 1.00 1.50 2.00 2.50 3.00 3.50 4.00 Disch.(cfs) 0.000 0.130 0.170 0.220 0.260 0.290 0.320 0.360 0.380 #3 Device 1 198.54' 12.0" Round 12"Overflow L=8.0' Ke=0.500 Inlet/Outlet Invert-198.54'/198.54' S=0.0000 T Cc=0.900 n--0.012, Flow Area=0.79 sf Fastrac Corinth RD Hotspot Type 1124-hr 100 yr Rainfall=6.12" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Primary Outflow Max--0.54 cfs@ 11.98 hrs HW=200.07' TW=188.88' (Dynamic Tailwater) Ll=Culvert (Inlet Controls 0.54 cfs @ 10.90 fps) E2=6"Perforated Underdrain(Passes<11.40 cfs potential flow) 3=12"Overflow(Passes<3.52 cfs potential flow) Summary for Pond ADS-2: MC-4500 Chambers Inflow Area= 0.266 ac,100.00%Impervious, Inflow Depth= 5.88" for 100-yr event Inflow = 2.98 cfs @ 11.99 hrs, Volume= 0.130 of Outflow = 0.24 cfs @ 11.86 hrs, Volume= 0.130g Atten=92%, Lag=0.0 min Discarded= 0.24 cfs @ 11.86 hrs, Volume= 0.130 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=191.55'@ 13.31 brs Surf.Area=0.012 ac Storage=0.029 of Plug-Flow detention time-(not calculated:outflow precedes inflow) Center-of-Mass det.time=32.9 min(786.2-753.3) Volume Invert Avail.Storage Storage Description #1 188.07' 0.022 of 19.40'W x 27.20'L x 6.75'H Prismatoid 0.082 of Overall-0.028 of Embedded=0.054 of x 40.0%Voids #2 188.82' 0.028 of ADS StormTech MC-4500+Cap x 10 Inside#1 Effective Size=90.4"W x 60.0"H=>26.46 sf x 4.03'L=106.5 cf Overall Size=100.0"W x 60.0"H x 4.33'L with 0.31'Overlap 2 Rows of 5 Chambers Cap Storage=+35.7 cf x 2 x 2 rows=142.8 cf 0.049 of Total Available Storage Device Routing Invert Outlet Devices #1 Discarded 188.07' 20.000 in/hr Exfiltration over Surface area Discarded Outflow Max--0.24 cfs @ 11.86 hrs HW=188.15' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.24 cfs) Summary for Pond P-HI: Pipe CB2 to CB1 Inflow Area= 0.082 ac,100.00%Impervious, Inflow Depth= 5.88" for 100-yr event Inflow = 0.74 cfs @ 11.96 hrs, Volume= 0.040 of Outflow = 0.74 cfs @ 11.96 hrs, Volume= 0.040g Atten=0%, Lag=0.0 min Primary = 0.74 cfs @ 11.96 hrs, Volume= 0.040 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=199.80'@ 12.06 brs Flood Elev=201.70' Device Routing Invert Outlet Devices #1 Primary 198.10' 12.0" Round Pipe from CB 2 to CB 1 L=947.0' Ke=0.500 Inlet/Outlet Invert-198.10'/197.80' S=0.0003 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary Outflow Max--0.65 cfs @ 11.96 hrs HW=199.22' TW=198.94' (Dynamic Tailwater) Ll=Pipe from CB 2 to CB 1(Outlet Controls 0.65 cfs @ 0.92 fps) Summary for Pond P-H2: Pipe CB1 to CB3 Inflow Area= 0.220 ac,100.00%Impervious, Inflow Depth= 5.88" for 100-yr event Inflow = 1.97 cfs @ 11.96 hrs, Volume= 0.108 of Outflow = 1.97 cfs @ 11.96 hrs, Volume= 0.108 @ Atten=0%, Lag=0.0 min Primary = 1.97 cfs @ 11.96 hrs, Volume= 0.108 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Fastrac Corinth RD Hotspot Type 1124-hr 100 yr Rainfall=6.12" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Peak Elev=199.76'@ 12.04 hrs Flood Elev=201.50' Device Routing Invert Outlet Devices #1 Primary 197.80' 12.0" Round Culvert L=101.0' Ke=0.500 Inlet/Outlet Invert-197.80'/197.40' S=0.0040 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary OutFlow Max--1.78 cfs @ 11.96 hrs HW=198.94' TW=198.60' (Dynamic Tailwater) Ll=Culvert (Outlet Controls 1.78 cfs @ 2.48 fps) Summary for Pond P-H3: Pipe CB3 to CB4 Inflow Area= 0.243 ac,100.00%Impervious, Inflow Depth= 5.88" for 100-yr event Inflow = 2.18 cfs @ 11.96 hrs, Volume= 0.119 of Outflow = 2.18 cfs @ 11.96 hrs, Volume= 0.119g Atten=0%, Lag=0.0 min Primary = 2.18 cfs @ 11.96 hrs, Volume= 0.119 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=199.66'@ 12.02 hrs Flood Elev=202.40' Device Routing Invert Outlet Devices #1 Primary 197.40' 12.0" Round Culvert L=14.0' Ke=0.500 Inlet/Outlet Invert-197.40'/197.30' S=0.0071 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary OutFlow Max--1.92 cfs @ 11.96 hrs HW=198.60' TW=198.34' (Dynamic Tailwater) Ll=Culvert (Inlet Controls 1.92 cfs @ 2.44 fps) Summary for Pond P-H4: Pipe CB4 to ADS System Inflow Area= 0.266 ac,100.00%Impervious, Inflow Depth= 5.88" for 100-yr event Inflow = 2.39 cfs @ 11.96 hrs, Volume= 0.130 of Outflow = 2.39 cfs @ 11.96 hrs, Volume= 0.130g Atten=0%, Lag=0.0 min Primary = 2.39 cfs @ 11.96 hrs, Volume= 0.130 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=199.53'@ 12.01 hrs Flood Elev=202.40' Device Routing Invert Outlet Devices #1 Primary 197.30' 12.0" Round Culvert L=28.0' Ke=0.500 Inlet/Outlet Invert-197.30'/197.09' S=0.0075 T Cc=0.900 n--0.012, Flow Area=0.79 sf Primary OutFlow Max--0.00 cfs@ 11.96 hrs HW=198.34' TW=198.41' (Dynamic Tailwater) Ll=Culvert (Controls 0.00 cfs) Summary for Pond S-1: Diversion Structure Inflow Area= 0.266 ac,100.00%Impervious, Inflow Depth= 5.88" for 100-yr event Inflow = 2.39 cfs @ 11.96 hrs, Volume= 0.130 of Outflow = 2.39 cfs @ 11.96 hrs, Volume= 0.130g Atten=0%, Lag=0.0 min Primary = 2.66 cfs @ 11.95 hrs, Volume= 0.117 of Secondary= 2.45 cfs @ 11.99 hrs, Volume= 0.013 of Routing by Dyn-Stor-Ind method,Time Span=0.00-36.00 hrs,dt=0.02 hrs Peak Elev=199.30'@ 11.99 hrs Flood Elev=202.00' Device Routing Invert Outlet Devices #1 Primary 195.70' 24.0" Round Isolator Row L=2.0' Ke=0.500 Inlet/Outlet Invert-195.70'/195.70' S=0.0000 T Cc=0.900 n--0.012, Flow Area=3.14 sf #2 Primary 196.64' 12.0" Round 12"Manifold L=5.0' Ke=0.500 Fastrac Corinth RD Hotspot Type 1124-hr 100 yr Rainfall=6.12" Prepared by Napierala Consulting HydroCADO 10.00-18 s/n 01332 ©2016 HydroCAD Software Solutions LLC Inlet/Outlet Invert 196.64'/195.70' S=0.1880 T Cc=0.900 n--0.012, Flow Area=0.79 sf #3 Secondary 198.60' 24.0" Round 24"By Pass L=60.0' Ke=0.500 Inlet/Outlet Invert 198.60'/188.95' S=0.1608 T Cc=0.900 n--0.012, Flow Area=3.14 sf Primary Outflow Max--0.00 cfs@ 11.95 hrs HW=198.26' TW=199.12' (Dynamic Tailwater) L1=Isolator Row (Controls 0.00 cfs) 2=12 Manifold(Controls 0.00 cfs) Secondary Outflow Max--2.14 cfs @ 11.99 hrs HW=199.21' TW=189.02' (Dynamic Tailwater) L3=24"By Pass (Inlet Controls 2.14 cfs @ 2.65 fps) APPENDIX F Notice of Intent I 0644089827E NOTICE OF INTENT New York State Department of Environmental Conservation _ Division of Water � 625 Broadway, 4th Floor NYREEEEE0 - Albany, New York 12233-3505 (for DEC use only) Stormwater Discharges Associated with Construction Activity Under State Pollutant Discharge Elimination System (SPDES) General Permit # GP-0-15-002 All sections must be completed unless otherwise noted. Failure to complete all items may result in this form being returned to you, thereby delaying your coverage under this General Permit. Applicants must read and understand the conditions of the permit and prepare a Stormwater Pollution Prevention Plan prior to submitting this NOI. Applicants are responsible for identifying and obtaining other DEC permits that may be required. - IMPORTANT- RETURN THIS FORM TO THE ADDRESS ABOVE OWNER/OPERATOR MUST SIGN FORM Owner/Operator Information (Owner/Operator (Company Name/Private Owner Name/Municipality Name) F a s t r a c M a r k e t s L L C Owner/Operator Contact Person Last Name (NOT CONSULTANT) B a l e n o Owner/Operator Contact Person First Name J a s o n Owner/Operator Mailing Address 6 5 0 0 N e w V e n t u r e G e a r D r i v e City E a s t S y r a c u s e State Zip N Y 1 3 0 5 7 - � Phone (Owner/Operator) Fax (Owner/Operator) Email (Owner/Operator) j b a l e n o@ f a s t r a c m a r k e t s . c o m FED TAX ID [1:X - 1 5 4 0 7 2 4 (not required for individuals) Page 1 of 14 I 6401089828 Project Site Information Project/Site Name F a s t r a c C a f e Street Address (NOT P.O. BOX) C o r i n t h R o a d Side of Street ®North O South O East O West City/Town/Village (THAT ISSUES BUILDING PERMIT) T o w n o f Q u e e n s b u r y StateZip County DEC Re ion N Y 1 2 8 0 4 - W a r r e n Name of Nearest Cross Street B i g B a y R o a d Distance to Nearest Cross Street (Feet) Project In Relation to Cross Street ®North O South O East O West Tax Map Numbers Tax Map Numbers Section-Block-Parcel 3 0 9 1 3 - 1. Provide the Geographic Coordinates for the project site in NYTM Units. To do this you must go to the NYSDEC Stormwater Interactive Map on the DEC website at: www.dec.ny.gov/imsmaps/stormwater/viewer.htm Zoom into your Project Location such that you can accurately click on the centroid of your site. Once you have located your project site, go to the tool boxes on the top and choose "i" (identify) . Then click on the center of your site and a new window containing the X, Y coordinates in UTM will pop up. Transcribe these coordinates into the boxes below. For problems with the interactive map use the help function. X Coordinates (Easting) Y Coordinates (Northing) 6 0 6 8 7 0 4 7 9 4 6 9 7 2. What is the nature of this construction project? 0 New Construction O Redevelopment with increase in impervious area O Redevelopment with no increase in impervious area Page 2 of 14 I 4107089829 3. Select the predominant land use for both pre and post development conditions. SELECT ONLY ONE CHOICE FOR EACH Pre-Development Post-Development Existing Land Use Future Land Use 0 FOREST O SINGLE FAMILY HOME Number of Lots O PASTURE/OPEN LAND O SINGLE FAMILY SUBDIVISION O CULTIVATED LAND O TOWN HOME RESIDENTIAL O SINGLE FAMILY HOME O MULTIFAMILY RESIDENTIAL O SINGLE FAMILY SUBDIVISION O INSTITUTIONAL/SCHOOL O TOWN HOME RESIDENTIAL O INDUSTRIAL O MULTIFAMILY RESIDENTIAL ® COMMERCIAL O INSTITUTIONAL/SCHOOL O MUNICIPAL O INDUSTRIAL O ROAD/HIGHWAY O COMMERCIAL O RECREATIONAL/SPORTS FIELD O ROAD/HIGHWAY O BIKE PATH/TRAIL O RECREATIONAL/SPORTS FIELD O LINEAR UTILITY (water, sewer, gas, etc. ) O BIKE PATH/TRAIL O PARKING LOT O LINEAR UTILITY O CLEARING/GRADING ONLY O PARKING LOT O DEMOLITION, NO REDEVELOPMENT O OTHER O WELL DRILLING ACTIVITY * (Oil, Gas, etc. ) O OTHER *Note: for gas well drilling, non-high volume hydraulic fractured wells only 4. In accordance with the larger common plan of development or sale, enter the total project site area; the total area to be disturbed; existing impervious area to be disturbed (for redevelopment activities) ; and the future impervious area constructed within the disturbed area. (Round to the nearest tenth of an acre.) Future Impervious Total Site Total Area To Existing Impervious Area Within Area Be Disturbed Area To Be Disturbed Disturbed Area 5. Do you plan to disturb more than 5 acres of soil at any one time? O Yes ®No 6. Indicate the percentage of each Hydrologic Soil Group(HSG) at the site. A B C D 7. Is this a phased project? O Yes ® No Start Date End Date 8. Enter the planned start and end � / L / _ K / M / dates of the disturbance 0 6 0 1 2 0 1 7 0 9 0 1 2 0 1 7 activities. LPage 3 of 14 I 8600089821 9. Identify the nearest surface waterbody(ies) to which construction site runoff will discharge. Name H u d s o n R i v e r 9a. Type of waterbody identified in Question 9? O Wetland / State Jurisdiction On Site (Answer 9b) O Wetland / State Jurisdiction Off Site O Wetland / Federal Jurisdiction On Site (Answer 9b) O Wetland / Federal Jurisdiction Off Site O Stream / Creek On Site O Stream / Creek Off Site O River On Site 9b. How was the wetland identified? River Off Site O Lake On Site O Regulatory Map O Lake Off Site O Delineated by Consultant O Other Type On Site O Delineated by Army Corps of Engineers O Other Type Off Site O Other (identify) 10. Has the surface waterbody(ies) in question 9 been identified as a O Yes 0 No 303 (d) segment in Appendix E of GP-0-15-002? 11. Is this project located in one of the Watersheds identified in Appendix C of GP-0-15-002? O Yes ® No 12. Is the project located in one of the watershed areas associated with AA and AA-S classified O Yes ® No waters? If no, skip question 13. 13. Does this construction activity disturb land with no existing impervious cover and where the Soil Slope Phase is O Yes O No identified as an E or F on the USDA Soil Survey? If Yes, what is the acreage to be disturbed? 14. Will the project disturb soils within a State regulated wetland or the protected 100 foot adjacent O Yes No area? LPage 4 of 14 I 6403089820 15. Does the site runoff enter a separate storm sewer system (including roadside drains, swales, ditches, (0 Yes O No O Unknown culverts, etc) ? 16. What is the name of the municipality/entity that owns the separate storm sewer system? T o w n o f Q u e e n s b u r y 17. Does any runoff from the site enter a sewer classified O Yes ®No O Unknown as a Combined Sewer? 18. Will future use of this site be an agricultural property as defined by the NYS Agriculture and Markets Law? O Yes 0 No 19. Is this property owned by a state authority, state agency, federal government or local government? O Yes No 20. Is this a remediation project being done under a Department approved work plan? (i.e. CERCLA, RCRA, Voluntary Cleanup O Yes 0 No Agreement, etc. ) 21. Has the required Erosion and Sediment Control component of the SWPPP been developed in conformance with the current NYS 0 Yes O No Standards and Specifications for Erosion and Sediment Control (aka Blue Book) ? 22. Does this construction activity require the development of a SWPPP that includes the post-construction stormwater management practice component (i.e. Runoff Reduction, Water Quality and 0 Yes O No Quantity Control practices/techniques) ? If No, skip questions 23 and 27-39. 23. Has the post-construction stormwater management practice component of the SWPPP been developed in conformance with the current NYS 0 Yes O No Stormwater Management Design Manual? Page 5 of 14 I 0251089825 24. The Stormwater Pollution Prevention Plan (SWPPP) was prepared by: ® Professional Engineer (P.E.) O Soil and Water Conservation District (SWCD) O Registered Landscape Architect (R.L.A) O Certified Professional in Erosion and Sediment Control (CPESC) O Owner/Operator O Other SWPPP Preparer N a p i e r a l a C o n s u l t i n g Contact Name (Last, Space, First) I v e s R o d n e y Mailing Address 1 1 0 F a y e t t e S t City M a n l i u s State Zip N Y 1 3 1 0 4 - Phone Fax Email r i v e s @nap c o n c o m SWPPP Preparer Certification I hereby certify that the Stormwater Pollution Prevention Plan (SWPPP) for this project has been prepared in accordance with the terms and conditions of the GP-0-15-002. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of this permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. First Name MI Last Name LL Signature Date LPage 6 of 14 I 0005089822 25. Has a construction sequence schedule for the planned management practices been prepared? ® Yes O No 26. Select all of the erosion and sediment control practices that will be employed on the project site: Temporary Structural Vegetative Measures O Check Dams O Brush Matting O Construction Road Stabilization O Dune Stabilization a Dust Control O Grassed Waterway O Earth Dike 0 Mulching O Level Spreader O Protecting Vegetation O Perimeter Dike/Swale O Recreation Area Improvement O Pipe Slope Drain Seeding O Portable Sediment Tank Sodding O Rock Dam O Straw/Hay Bale Dike O Sediment Basin O Streambank Protection O Sediment Traps O Temporary Swale Silt Fence 0 Topsoiling Stabilized Construction Entrance O Vegetating Waterways O Storm Drain Inlet Protection Permanent Structural O Straw/Hay Bale Dike O Temporary Access Waterway Crossing O Debris Basin O Temporary Stormdrain Diversion O Diversion O Temporary Swale O Grade Stabilization Structure O Turbidity Curtain 0 Land Grading O Water bars O Lined Waterway (Rock) O Paved Channel (Concrete) Biotechnical O Paved Flume O Brush Matting O Retaining Wall O Wattling O Riprap Slope Protection 0 Rock Outlet Protection Other O Streambank Protection Page 7 of 14 I 0182089828 Post-construction Stormwater Management Practice (SMP) Requirements Important: Completion of Questions 27-39 is not required if response to Question 22 is No. 27. Identify all site planning practices that were used to prepare the final site plan/layout for the project. O Preservation of Undisturbed Areas O Preservation of Buffers O Reduction of Clearing and Grading O Locating Development in Less Sensitive Areas O Roadway Reduction O Sidewalk Reduction O Driveway Reduction O Cul-de-sac Reduction O Building Footprint Reduction 0 Parking Reduction 27a. Indicate which of the following soil restoration criteria was used to address the requirements in Section 5.1.6 ("Soil Restoration") of the Design Manual (2010 version) . All disturbed areas will be restored in accordance with the Soil Restoration requirements in Table 5.3 of the Design Manual (see page 5-22) . O Compacted areas were considered as impervious cover when calculating the WQv Required, and the compacted areas were assigned a post-construction Hydrologic Soil Group (HSG) designation that is one level less permeable than existing conditions for the hydrology analysis. 28. Provide the total Water Quality Volume (WQv) required for this project (based on final site plan/layout) . Total WQv Required �- 1 6 5 acre-feet 29. Identify the RR techniques (Area Reduction) , RR techniques (Volume Reduction) and Standard SMPs with RRv Capacity in Table 1 (See Page 9) that were used to reduce the Total WQv Required(#28) . Also, provide in Table 1 the total impervious area that contributes runoff to each technique/practice selected. For the Area Reduction Techniques, provide the total contributing area (includes pervious area) and, if applicable, the total impervious area that contributes runoff to the technique/practice. Note: Redevelopment projects shall use Tables 1 and 2 to identify the SMPs used to treat and/or reduce the WQv required. If runoff reduction techniques will not be used to reduce the required WQv, skip to question 33a after identifying the SMPs. Page 8 of 14 I 7738089822 Table 1 - Runoff Reduction (RR) Techniques and Standard Stormwater Management Practices (SMPs) Total Contributing Total Contributing RR Techniques (Area Reduction) Area (acres) Impervious Area(acres) O Conservation of Natural Areas (RR-1) , , , �•� and/or �•� O SheetflowBuffers/Filters to Riparian �•� �•� Buffers/Filters Strips (RR-2) , , , , , , , , , • and/or O Tree Planting/Tree Pit (RR-3) , , , , , , , , , , �'� and/or O Disconnection of Rooftop Runoff (RR-4) • • �'� and/or RR Techniques (Volume Reduction) O Vegetated Swale (RR-5) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Rain Garden (RR-6) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Stormwater Planter (RR-7) • • • • • • . . . . . . • • • • • • • • • • • • • • • • • • • • • • • • • O Rain Barrel/Cistern (RR-8) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Porous Pavement (RR-9) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Green Roof (RR-10) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . �•� Standard SMPs with RRv Capacity O Infiltration Trench (I-1) • • • • • • . . . . . . . . . . . . • • • • • • • • • • • • • • • • • • • O Infiltration Basin (I-2) • • • • • • • • • • • • . . . . . . • • • • • • • • • • • • • • • . . . . . 1 7 2 1 ODry Well (I-3) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Underground Infiltration System (I-4) . . . . . . • • • • • • • • • • • • • • • • • • O Bioretention (F-5) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Dry Swale (0-1) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Standard SMPs O Micropool Extended Detention (P-1) . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Wet Pond (P-2) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Wet Extended Detention (P-3) • • • • • • . . . . . . • • • • • • • • • • • • • • • • • • • • • • O Multiple Pond System (P-4) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Pocket Pond (P-5) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Surface Sand Filter (F-1) • • • • • • . . . . . . . . . . . . • • • • • • • • • • • • • • • • • • • O Underground Sand Filter (F-2) • • • • • • . . . . . . • • • • • • • • • • • • • • • • • • • • O Perimeter Sand Filter (F-3) • • • • • • . . . . . . • • • • • • • • • • • • • • • • • • • • • • • �•� O Organic Filter (F-4) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Shallow Wetland (W-1) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Extended Detention Wetland (W-2) , , , , , , , , , , , , , , • • • • • • • • • • • • • • • O Pond/Wetland System (W-3) , , , , , , , , , , , , , , , , , , , , , , , , • • • • • • • • • • • • • O Pocket Wetland (W-4) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Wet Swale (0-2) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . LPage 9 of 14 I 0762089822 Table 2 - Alternative SMPs (DO NOT INCLUDE PRACTICES BEING USED FOR PRETREATMENT ONLY) Total Contributing Alternative SMP Impervious Area(acres) O Hydrodynamic . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . �•� OWet Vault . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Media Filter O Other . Provide the name and manufacturer of the Alternative SMPs (i.e. proprietary practice (s) ) being used for WQv treatment. Name Manufacturer Note: Redevelopment projects which do not use RR techniques, shall use questions 28, 29, 33 and 33a to provide SMPs used, total WQv required and total WQv provided for the project. 30. Indicate the Total RRv provided by the RR techniques (Area/Volume Reduction) and Standard SMPs with RRv capacity identified in question 29. Total RRv provided �• 1 6 5 acre-feet 31. Is the Total RRv provided (#30) greater than or equal to the total WQv required (#28) . ® Yes O No If Yes, go to question 36. If No, go to question 32. 32. Provide the Minimum RRv required based on HSG. [Minimum RRv Required = (P) (0.95) (Ai) /12, Ai=(S) (Aic) ] Minimum RRv Required acre-feet 32a. Is the Total RRv provided (#30) greater than or equal to the Minimum RRv Required (#32) ? O Yes O No If Yes, go to question 33. Note: Use the space provided in question #39 to summarize the specific site limitations and justification for not reducing 1000 of WQv required (#28) . A detailed evaluation of the specific site limitations and justification for not reducing 1000 of the WQv required (#28) must also be included in the SWPPP. If No, sizing criteria has not been met, so NOI can not be processed. SWPPP preparer must modify design to meet sizing criteria. Page 10 of 14 I 1766089827 33. Identify the Standard SMPs in Table 1 and, if applicable, the Alternative SMPs in Table 2 that were used to treat the remaining total WQv(=Total WQv Required in 28 - Total RRv Provided in 30) . Also, provide in Table 1 and 2 the total impervious area that contributes runoff to each practice selected. Note: Use Tables 1 and 2 to identify the SMPs used on Redevelopment projects. 33a. Indicate the Total WQv provided (i.e. WQv treated) by the SMPs identified in question #33 and Standard SMPs with RRv Capacity identified in question 29. WQv Provided acre-feet Note: For the standard SMPs with RRv capacity, the WQv provided by each practice the WQv calculated using the contributing drainage area to the practice RRv provided by the practice. (See Table 3.5 in Design Manual) 34. Provide the sum of the Total RRv provided (#30) and the WQv provided (#33a) . 35. Is the sum of the RRv provided (#30) and the WQv provided (#33a) greater than or equal to the total WQv required (#28) ? O Yes O No If Yes, go to question 36. If No, sizing criteria has not been met, so NOI can not be processed. SWPPP preparer must modify design to meet sizing criteria. 36. Provide the total Channel Protection Storage Volume (CPv) required and provided or select waiver (36a) , if applicable. CPv Required CPv Provided 01. 1 7 5 acre-feet �• 1 7 5 acre-feet 36a. The need to provide channel protection has been waived because: O Site discharges directly to tidal waters or a fifth order or larger stream. O Reduction of the total CPv is achieved on site through runoff reduction techniques or infiltration systems. 37. Provide the Overbank Flood (Qp) and Extreme Flood (Qf) control criteria or select waiver (37a) , if applicable. Total Overbank Flood Control Criteria (Qp) Pre-Development Post-development 01• CFS �' CFS Total Extreme Flood Control Criteria (Qf) Pre-Development Post-development 01• 1 3 CFS �' CFS Page 11 of 14 I 1310089822 37a. The need to meet the Qp and Qf criteria has been waived because: O Site discharges directly to tidal waters or a fifth order or larger stream. O Downstream analysis reveals that the Qp and Qf controls are not required 38. Has a long term Operation and Maintenance Plan for the post-construction stormwater management practice (s) been ® Yes O No developed? If Yes, Identify the entity responsible for the long term Operation and Maintenance F a s t r a c C a f e 39. Use this space to summarize the specific site limitations and justification for not reducing 1000 of WQv required(#28) . (See question 32a) This space can also be used for other pertinent project information. Page 12 of 14 I 4285089826 40. Identify other DEC permits, existing and new, that are required for this project/facility. O Air Pollution Control O Coastal Erosion O Hazardous Waste O Long Island Wells O Mined Land Reclamation O Solid Waste O Navigable Waters Protection / Article 15 O Water Quality Certificate O Dam Safety O Water Supply O Freshwater Wetlands/Article 24 O Tidal Wetlands O Wild, Scenic and Recreational Rivers O Stream Bed or Bank Protection / Article 15 O Endangered or Threatened Species (Incidental Take Permit) O Individual SPDES O SPDES Multi-Sector GP N Y R O Other ® None 41. Does this project require a US Army Corps of Engineers Wetland Permit? .❑ O Yes No If Yes, Indicate Size of Impact. 42. Is this project subject to the requirements of a regulated, traditional land use control MS4? d Yes O No (If No, skip question 43) 43. Has the "MS4 SWPPP Acceptance" form been signed by the principal executive officer or ranking elected official and submitted along ® Yes O No with this NOI? 44. If this NOI is being submitted for the purpose of continuing or transferring coverage under a general permit for stormwater runoff from construction activities, please indicate the former SPDES number assigned. N Y R LPage 13 of 14 I 3547089826 Owner/Operator Certification I have read or been advised of the permit conditions and believe that I understand them. I also understand that, under the terms of the permit, there may be reporting requirements. I hereby certify that this document and the corresponding documents were prepared under my direction or supervision. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. I further understand that coverage under the general permit will be identified in the acknowledgment that I will receive as a result of submitting this NOI and can be as long as sixty (60) business days as provided for in the general permit. I also understand that, by submitting this NOI, I am acknowledging that the SWPPP has been developed and will be implemented as the first element of construction, and agreeing to comply with all the terms and conditions of the general permit for which this NOI is being submitted. Print First Name MI F1 Print Last Name Owner/Operator Signature Date Page 14 of 14 APPENDIX G Inspection and Maintenance Procedures :_=`_-" ��\�\ \\\1\�1�11►iii►► / / U1 I willI .. �\\\ 1 1 11►I►6 obi'' zmt- iA _ Y _ -'a i i' e THE ISOLATOR° ROW � \ INTRODUCTION An important component of any Stormwater Pollution Prevention Plan is inspection and maintenance.The StormTech Isolator Row is a technique to inexpensively enhance Total Suspended Solids(TSS) removal and provide easy access for inspection and maintenance. THE ISOLATOR ROW The Isolator Row is a row of StormTech chambers, either SC-160LP, SC-310,SC-310-3, SC-740, DC-780, MC-3500 or MC-4500 models, that is surrounded with filter fabric and connected to a closely located manhole for easy access.The fabric-wrapped chambers provide for Looking down the Isolator Row from the settling and filtration of sediment as storm water rises in the Isolator manhole opening,woven andgeostone b shown between the chamber and stone base. Row and ultimately passes through the filter fabric.The open bottom chambers and perforated sidewalls(SC-310,SC-310-3 and SC-740 TAIL—.- models)allow storm water to flow both vertically and horizontally out of i- the chambers.Sediments are captured in the Isolator Row protecting the storage areas of the adjacent stone and chambers from sediment accumulation. , - - Two different fabrics are used for the Isolator Row.A woven geotextile fabric is placed between the stone and the Isolator Row chambers. The tough geotextile provides a media for storm water filtration and provides a durable surface for maintenance operations. It is also designed to prevent scour of the underlying stone and remain intact �"'': ,a during high pressure jetting.A non-woven fabric is placed over the chambers to provide a filter media for flows passing through the perforations in the sidewall of the chamber.The non-woven fabric is not required over the SC-160LP, DC-780, MC-3500 or MC-4500 models as these chambers do not have perforated side walls. StormTech Isolator Row with The Isolator Row is typically designed to capture the"first flush"and Overflow Spillway(not to scale) offers the versatility to be sized on a volume basis or flow rate basis. OPTIONAL An upstream manhole not only provides access to the Isolator Row but PRE-TREATMENT typically includes a high flow weir such that storm water flowrates or volumes that exceed the capacity of the Isolator Row overtop the over ISTORMTECH SOLATOR ROW flow weir and discharge through a manifold to the other chambers. The Isolator Row may also be part of a treatment train. By treating storm water prior to entry into the chamber system,the service life can MANWIITH be extended and pollutants such as hydrocarbons can be captured. OVEREWER Pre-treatment best management practices can be as simple as deep sump catch basins, oil-water separators or can be innovative storm water treatment devices.The design of the treatment train and selection of pretreatment devices by the design engineer is often EO HEAD IR driven by regulatory requirements.Whether pretreatment is used or not, the Isolator Row is recommended by StormTech as an effective means to minimize maintenance requirements and maintenance costs. Note: See the StormTech Design Manual for detailed information on designing inlets for a StormTech system, including the Isolator Row. OPTIONAL STORMTECH CHAMBERS ACCESS THE MOSTADVANCED I IN WATER MANAGEMENT f- ISOLATOR ROW INSPECTION/MAINTENANCE INSPECTION The frequency of inspection and maintenance varies by location.A routine inspection schedule needs to be established for each individual location based upon site specific variables.The type of land use(i.e. industrial,commercial, residential),anticipated pollutant load, percent imperviousness, climate, etc.all play a critical role in determining the actual frequency of inspection and maintenance practices. At a minimum, StormTech recommends annual inspections. Initially, the Isolator Row should be inspected every 6 months for the first year of operation. For subsequent years,the inspection should be adjusted based upon previous observation of sediment deposition. The Isolator Row incorporates a combination of standard manhole(s)and strategically located inspection ports (as needed).The inspection ports allow for easy access to the system from the surface, eliminating the need to perform a confined space entry for inspection purposes. If upon visual inspection it is found that sediment has accumulated, a stadia rod should be inserted to determine the depth of sediment.When the average depth of sediment exceeds 3 inches throughout the length of the Isolator Row,clean-out should be performed. MAINTENANCE The Isolator Row was designed to reduce the cost of periodic maintenance. By"isolating" sediments to just one row,costs are dramatically reduced by eliminating the need to clean out each row of the entire storage bed. If inspection indicates the potential need for maintenance, access is provided via a manhole(s) located on the end(s)of the row for cleanout. If entry into the manhole is required, please follow local and OSHA rules for a confined space entries. Maintenance is accomplished with the JetVac process.The JetVac process utilizes a high pressure water nozzle to propel itself down the Isolator Row while scouring and suspending sediments.As the nozzle is retrieved,the captured pollutants are flushed back into the manhole for vacuuming. Most sewer and pipe maintenance companies have vacuum/JetVac combination vehicles. Selection of an appropriate JetVac nozzle will improve maintenance efficiency. Fixed nozzles designed for culverts or large diameter pipe cleaning are preferable. Rear facing jets with an effective spread of at least 45"are best. Most JetVac reels have 400 feet of hose allowing maintenance of an Isolator Row up to 50 chambers long.The JetVac process shall only be performed on StormTech Isolator Rows that have AASHTO class 1 woven geotextile(as specified by StormTech)over their angular base stone. StormTech Isolator Row(not to scale) Note:Non-woven fabric is only required over the inlet pipe connection into the end cap for SC-160LP,DC-780,MC-3500 and MC-4500 chamber models and is not required over the entire Isolator Row. SG140. :COVER ENTIRE ISOLATOR ROW WITH ADS OPTIONAL INSPECTION PORT GEES GEOSINTHETCS cc"UIT N0N-1,ICVEN GEOTEXTILE 11-731:5'(2.4 m)MIN WIDE SC31U:5(1.5 nr)MIN WI DE vo3%:• - - - - - -T S O L C'HAM B ER MC-0500,M-6,,DG180,SC-160LP;COVER PIPE RMTE'H CONNECTION TO END CAP WITH ADS GEDSVNTHET G5601T NDN-WOVEN GEOTEXTILE 9 d 4 0 STOP.MTECH END CAP CATCH BASIN R MANHOLE J i Y SUNIP DEPTH TBD BY SITE DESIGN ENGINEER (24"[6'0 mrn]MIN RECOMMENDED) TWO LAVERS DE ADS AND 31STIN WOVEN GEOTEXT O BETWEEN FOUNDATION STONE AND CHAIAEERS.CONTINUOUS FABRIC WITHOUT SEAMS 24"(600 m,1 HDPE ACCESS PIPE REQUIRED:MC—,IACa500,SC-140..DG1B0 10.3'(3.1 rn)FAIN WIDE:MG4500 12"(30o,-)HDPE ACCESS PIPE REQUIRED:SC310 3.2Gc2 t m)MIN WIDE:MC3500 8"(200 rnnr)HDPE ACCESS PIPE REQUIRED:SC-1 oOLP 5'(1.,,in)MIN WIDE:DC-180,SC-140 4'(1.2 mJ MIN WIDE:56310,SC-16OLP LLLLLLL � � ISOLATOR ROW STEP BY STEP MAINTENANCE PROCEDURES STEP 1 Inspect Isolator Row for sediment. A) Inspection ports(if present) i. Remove lid from floor box frame ii. Remove cap from inspection riser iii. Using a flashlight and stadia rod,measure depth of sediment and record results on maintenance log. iv. If sediment is at or above 3 inch depth, proceed to Step 2. If not, proceed to Step 3. B)All Isolator Rows i. Remove cover from manhole at upstream end of Isolator Row ii. Using a flashlight, inspect down Isolator Row through outlet pipe 1. Mirrors on poles or cameras may be used to avoid a confined space entry 2. Follow OSHA regulations for confined space entry if entering manhole iii. If sediment is at or above the lower row of sidewall holes(approximately 3 inches), proceed to Step 2. If not, proceed to Step 3. STEP 2 Clean out Isolator Row using the JetVac process. A)A fixed floor cleaning nozzle with rear facing nozzle spread of 45 inches or more is preferable B)Apply multiple passes of JetVac until backflush water is clean C)Vacuum manhole sump as required STEP 3 Replace all caps, lids and covers, record observations and actions. STEP 4 Inspect&clean catch basins and manholes upstream of the StormTech system. 1)B) 2 1)A) i i i 4 ' SAMPLE MAINTENANCE LOG I Stadia Rod Readings Sediment Depth Date Fixed point to chamber Fixedpointtoto of Observations/Actions Inspector bottom 3115111 6,3 fE "OKe New LmnsFailaELoH, FNed PoLv%k Ls G1 frail aE DAA grade 9124111 6.2 a,1 f E Some grLE f eLE SM 6124113 5.fs o.5 f E Muck feet, debrLs vLsLbie Ln wo KkoLe atnd Ltn NV lsola or (tow, M0,L"EeK0LKCe due 717113 6,3 fE a S SEem jeRed 0.6nd V0,CUUYI DOM Ad 111111 The ADS logo and the Green Stripe are registered trademarks ofAd,arcad Drainage Systems,Inc. .114 1 MOS DrainageAdvanced 4640 Truernan Blvd.,Hilliard,OH 43026 1-800-821-6710 wymads-pipaxam APPENDIX H DRAFT Maintenance Agreement STORMWATER MANAGEMENT MAINTENANCE AGREEMENT Whereas, the Town of Queensbury ('municipality') and FASTRAC MARKETS (the "facility owner") want to enter into an agreement to provide for the long term maintenance and continuation of stormwater control measures approved by the municipality for the below named project Fastrac Cafe, being located 220 Corinth Road, Town of Queensbury, Warren County, New York and bearing tax ID number 309.13-1-35,and Whereas,the municipality and the facility owner desire that the stormwater control measures be built in accordance with the approved project plans and thereafter be maintained, cleaned, repaired, replaced and continued in perpetuity in order to ensure optimum performance of the components. Therefore,the municipality and the facility owner agree as follows: 1. This agreement binds the municipality and the facility owner, its successors and assigns,to the maintenance provisions depicted in the approved project plans which are attached as Schedule A of this agreement. 2. The facility owner shall maintain, clean, repair, replace and continue the stormwater control measures depicted in Schedule A as necessary to ensure optimum performance of the measures to design specifications. The stormwater control measures shall include, but shall not be limited to, the following: drainage ditches, swales, catch basins/stormwater inlets, storm drainage pipes,underground stormwater storage units,and a stormwater quality treatment unit. 3. The facility owner shall be responsible for all expenses related to the maintenance of the stormwater control measures and shall establish a means for the collection and distribution of expenses among parties for any commonly owned facilities. 4. The facility owner shall provide for the periodic inspection of the stormwater control measures,not less than once in every five year period,to determine the condition and integrity of the measures. Such inspection shall be performed by a Professional Engineer licensed by the State of New York. The inspecting engineer shall prepare and submit to the municipality within 30 days of the inspection, a written report of the findings including recommendations for those actions necessary for the continuation of the stormwater control measures. 5. The facility owner shall not authorize, undertake or permit alteration, abandonment, modification or discontinuation of the stormwater control measures except in accordance with written approval of the municipality. 6. The facility owner shall undertake necessary repairs and replacement of the stormwater control measures at the direction of the municipality or in accordance with the recommendations of the inspecting engineer. 7. The facility owner shall provide to the municipality within 30 days of the date of this agreement,a security for the maintenance and continuation of the stormwater control measures in the form of a(Bond,letter of credit or escrow account). 8. This agreement shall be recorded in the Office of the County Clerk, County of Warren, together with the deed for the common property and shall be included in the offering plan and/or prospectus approved pursuant to 9. If ever the municipality determines that the facility owner has failed to construct or maintain the stormwater control measures in accordance with the project plan or has failed to undertake corrective action specified by the municipality or by the inspecting engineer, the municipality is authorized to undertake such steps as reasonably necessary for the preservation,continuation or maintenance of the stormwater control measures and to affix the expenses thereof as a lien against the property. 10. This agreement is effective beginning on: