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App 14-02P Folsum Constructi
RE I d TOWN OF SOUTH WINDSOR DEC 17 7013 south Whdsw RK AND W ErLANDs AGENCv CON3F.RVATION COMMIs$gN INLAND WETLANDS, WATERCOURSES AND CONSERVATION APPLICATIO Application#pp Date Received O 0 - �A INSTRUCTIONS 1. Fifteen applications (15)with map and plans (2 copies) shall be submitted together with the fee set forth in the Inland Wetlands, Watercourses and Conservation Regulations, Town of South Windsor. (See Regulations, Section VII—X) 2. The South Windsor Inland Wetlands, Watercourses and Conservation Regulations should be reviewed with respect to the standards and criteria for application Evaluation. (See Regulations, Sections VII—X) 3. The applicant understands that this application is to be considered complete only when all information and documents required by the Agency have been submitted. The applicant shall also complete the state filing form. A. Applicant's Name: Folsom Construction, LLC Address: 138 Rye Street South Windsor, CT 06074 Phone: (home) (work) 860-528-8928 (fax) B. Legal owner's name: Waldo Brothers Company Address 202 South Hampton Street Boston, MA 02118 Phone (home) (work) 617-445-3000 (fax) (List additional owners, addresses, and phone numbers on back of application) C. If the applicant is not the owner of the subject property; a letter by the owner(s) authorizing the proposed regulated activity set forth in the application must accompany this form and will be part of the application. D. Project Name and Location Folsom Construction 595 Nutmeg Road North 1. Contact Person(if further information is needed) Andrew Krar, P.E.; Design Professionals. Inc. (work) 860-291-8755 (fax) 860-291-8757 E. The geographical location of the property which is to be affected by the proposed regulated activities including a description of the land in sufficient detail to allow identification of the property on the Inland Wetland and Watercourse Map. � Assessor's map # 72 Parcel# 1 Zone I - Industrial F. Names of all abutting property owners from records in Town Clerk's office. (use separate sheet if necessary) See attached G. Have you notified all abutting property owners (from records in Town Clerk's office) by certified letter that an application is pending before the Agency? ❑ ** (you are required to supply a copy of the letter with the list of the names of the abutters).** H. Purpose and description of all proposed regulated activity(s) including amount of disturbance in square feet and types of fill and the time element involved: Construction of a 15,000 SF(footprint)building in the location of a former building that has been demolished,along with a paved drive on the south side of the building,sidewalks, utilities,stilling basins,and landscaping. Construction of a 7,225 SF (footprint)building and associated parking,sidewalks,utilities,and landscaping. The proposed work will use native fill and will disturb approximately 76,650 SF of the site.Construction is expected to begin in 2014 and finish in 2015. I. A class A-2 map of the property drawn to 1"=40', showing the area to be developed, extent of the wetlands and watercourses affected,topography, existing and proposed activities and names and locations of adjacent property owners must be submitted. J. Amount of regulated area disturbance and types of fill (including wetlands and 80 foot Upland Review Area). 41,000 SF+/- (0.941 acres+/-) of Upland Review Area disturbance. Fill: native material K. Acreage of wetlands and watercourses in regulated areas to be altered: 175 SF (outlet protection) L. Acreage of wetlands and watercourses to be created: 0 SF M. Lineal feet of proposed stream alteration: 0 LF N. Total land area of project and percentage, which is wetlands: 9.26 acres 11.7%wetlands+/- O. Identify all other permits or approvals that have been issued, applied for, or required with respect to the proposed activity set forth in this application. (These may include but not be limited to, local Planning & Zoning, Zoning Board of Appeals, D.E.P., F.E.M.A., D.O.T., The Army Corps of Engineers, and any other State, Local or Federal Permits.) Site plan/Resubdivision WC); WPCA P. The applicant (or designated representative) hereby attests that a sign will be posted at the following location(s) 595 Nutmeg Road South ByDesign Professionals, IncName Ben Wheeler on or before the following date At least 10 days prior to the meeting s )jr- 1"ZL Signature: - " These signs must be displayed continuously for at least ten (10) days prior to scheduled meeting (see Regulations, Section 7.3a) The undersigned hereby applies for the regulated activities listed in paragraph H above, for an Inland Wetlands, Watercourses and Conservation permit for the property described herein and confirms that: 1. She/he is familiar with the currently effective Inland Wetlands, Watercourses and Conservation Regulations of the Town of South Windsor. 2. She/he understands that at any time during the review period, the Agency may require the applicant to provide more information about the wetlands and/or watercourses in question and/or any proposed activity. 3. All information submitted in the application for review shall be considered factual, or in the case of anticipated activity, binding. A knowing failure of the applicant or any of her/his agents to provide correct information, or performance exceeding the levels of activity anticipated, shall be sufficient grounds for revocation of any permit under these regulations. 4. By making this application, the applicant gives permission to the Inland Wetlands, Watercourses and Conservation Commission members and/or its representative to enter the portions of the premises which are subject of the application for the purpose of inspection and investigation and otherwise evaluating the merits of the application both before and after a final decision has been issued. L/,V ,//,AX//,.-, 4 7 Si ature f Owner of rop rty Date Si 9enAppli ant Date l ZA71 2/3 9 P.O. BOX 1167 425 SULLIVAN AVENUE ;�� SOUTH WINDSOR,CT 06074 PHONE: 860.291.8755 IN .8757 ,�� FAX: 8onalsi c.com www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / PLANNERS / SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS serving Connecticut, Massachusetts, *Rhode Island • • December 17,2013 • Re: Folsom Construction Inland Wetlands&Watercourses/Planning&Zoning Applications 595 Nutmeg Road North Dear Abutting Property Owner: In accordance with Section 7.3b of the"Town of South Windsor Inland Wetlands,Watercourses,and Conservation Regulations",we are required to notify you that an application has been filed on the property abutting yours and is subject to a hearing by the Inland Wetlands Agency/Conservation Commission.The application and plans are on file with the South Windsor Planning Department. As an abutting property owner you are invited to the hearing to ask questions and/or give comments,however,you are not required to attend.You may also submit written comments regarding the application prior to the hearing if you so desire.For further information regarding the specific date this will heard please contact Jeff Folger, Environmental Planner/Conservation Officer, Planning Department,860-644-2511,ext.229. Furthermore,in accordance with the Rules&Regulations of the South Windsor Planning&Zoning Commission,you are hereby notified that an application has been filed on the property located at 44 Kimberly Drive,abutting your property,and is subject to a hearing by the Planning&Zoning Commission.The application and plans are on file with the South Windsor Planning Department. As an abutting property owner you are invited to the hearing(s)to ask questions and/or give comments, however, you are not required to attend. You may also submit written comments regarding the application(s)prior to the meeting if you so desire. For further information regarding the specific date this application will be heard,please contact Michele Lipe,AICP,Town Planner,at the South Windsor Planning Department at 860-644-2511,ext.252. • If you have any questions regarding the specifics of the plans,please feel free to contact our office at 860-291-8755. Thank you. • Sincerely, DESIGN PROFESSIONALS, INC. Benjamin P.Wheeler, PLA Director of Operations Cc: Town of South Windsor Client • G:\jobs\3136\Docs\Applications\3136 Abutter Notice 2013-12-17.doc P.O. BOX 1167 425 SULLIVAN AVENUE SOUTH WINDSOR,CT 06074 esign PHONE: 860.291.8755 om� FAX: 8onalsi .8757 c.com www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / PLANNERS/ SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS Serving Connecticut, Massachusetts, *Rhode/stand DIRECT ABUTTER LIST Folsom Construction : DPI Project No.:3136 December 17,2013 Parcel ID Site Address Owner Name Mailing Address Mailing City Mailing Mailing • State Zip 65100580 580 NUTMEG GELINAS LIONEL R PO BOX 463 NIANTIC CT 06357- • ROAD 0000 : 65100571 571 NUTMEG SHARPSHOOT LLC 571 NUTMEG RD SOUTH WINDSOR CT 06074- • ROAD NO 0000 : 65100625 625 NUTMEG 625 NUTMEG ROAD LLC PO BOX 504 S GLASTONBURY CT 06073- ROAD 0000 • 65100612 612 NUTMEG MR SOUTH WINDSOR 15 MULLEN RD ENFIELD CT 06082- ROAD PROPERTIES LLC 0000 • 65100600 600 NUTMEG MR SOUTH WINDSOR 15 MULLEN RD ENFIELD CT 06082- : ROAD PROPERTIES LLC 0000 65100602 602 NUTMEG MR SOUTH WINDSOR 15 MULLEN RD ENFIELD CT 06082- • ROAD PROPERTIES LLC 0000 ' 65100636 636 NUTMEG NORTH NUTMEG 636 NUTMEG RD SOUTH WINDSOR CT 06074- • ROAD ASSOCIATES LLC NORTH 0000 65100585 585 NUTMEG SID PROPERTY 302 ADAMS ST MANCHESTER CT 06040- • ROAD MANAGEMENT LLC 0000 : G:\jobs\3136\Docs\Applications\3077 Abutters list 2013-12-17.doc Page 1 of 1 Lipe, Michele From: Peter DeMallie [PDeMallie@designprofessionalsinc.com] Sent: Wednesday, December 18, 2013 7:43 AM To: Lipe, Michele Cc: Ben Wheeler; Anne DeMallie; Andy Krar; Judy Schuler; Larry Geissler; Wayne C. Gerlt Esq. Subject: Fwd: Authorized Agent Sent from my iPhone Begin forwarded message: From: Brenda Colgan<bcolganL&waldobros.com> Date: December 17, 2013 4:26:24 PM EST To: Peter DeMallie<Pl:)eMallie,�51),designprofessionalsinc.com> Subject: Authorized Agent To Whom it may Concern: With respect to 595 Nutmeg Road North, I hereby authorize Peter R. DeMallie of Design Professionals,Inc. to act as my agent and to execute IWA,WPCA & PZC applications being filed on behalf of Folsom Construction. Sincerely, Brenda Colgan Waldo Brothers Company (owner of subject property) 12/18/2013 t o+NN Seq G J 7-own G-P Soadl V&&.41at -i � I . f, w`, 1540 SULLIVAN AVENUE . SOUTH WINDSOR, CT 06074 SOR-CO TELEPHONE (860) 644-2511 To: Design Professionals 425 Sullivan Ave. South Windsor-,CT-060-74- - - - - - - - --- - -- -- ---- From: Jeffrey H. Folger—Environmental Planner, Town of South Windsor Date: January 3,2014 Re: Appl. #14-02P - Review of the proposed the Folsom site plan. Plans dated 12/17/13. I have reviewed the proposed plan with the following initial comments: Please provide soil test pit data on areas within the proposed water quality basins. What is the likelihood of infiltration? What is the likelihood of applying infiltration in other parts of the site to reduce runoff to the watercourse? Stormwater structures on the site must be sized to accommodate 100% of the estimated water quality volume at a minimum. Please provide a detail of the proposed discharge structures from the basins to the watercourse. Slope protection may be needed. The extreme proximity to the Stoughton Brook makes this site particularly sensitive stormwater pollution impacts. The proposed building on lot42 is too close to the slope associated with Stoughton Brook. The structure and proposed grading cannot be constructed without impacting the adjoining wetlands. cc. Dir. of Planning Inland Wetland/Conservation Commission Town Engineer MEMORANDUM To: South Windsor Inland Wetland/Conservation Commission. From: Jeffrey H. Folger—Environmental Planner/Conservation Officer Date: January 09 2014 Re: Appl. #14-02P Review of the proposed Folsom Construction sit plan at 595 Nutmeg Rd North. Plans dated 12/17/13 The project is to create a two-lot subdivision and construct a 15,000sgft. Industrial building on an existing industrial site, and propose a 7200sgft building on the second new site. Stormwater is proposed to be discharged into several retention basins. Proposed activity within the URA equals 41,000sgft. Site: The site is located in the Stoughton Brook watershed. The site totals 9.26 acres. The site is relatively level with a watercourse occurring along the southern property boundary. The proposal entails creating two lots. One equaling 7.8 acres and the second equaling 1.4 acres. The historical use of the site has been industrial. An industrial building was built on the site in 1990. The October storm of 2011 caused the roof of the building to collapse and the building was subsequently razed. A new building is proposed to be built in the same location as the previous structure. The building footprint would be slightly smaller. The existing paved area would be expanded to include a driveway constructed along the southern side of the building, allowing for 360 degree vehicle circulation around the building. Surface runoff currentlyis managed through a system of catch basins and piped to a detention basin. The g g Y Pp detention basin is located within the Stoughton Brook channel. Originally, a pipe was installed within the channel creating an impoundment behind it. The practice of altering existing wetland areas to create detention structures is not done today. Regulated areas on the project site consist of the channel of Stoughton Brook that flows along the southern edge of the site. The brook in this area is approximately three feet in width and one to three inches in depth. The channel bottom is comprised of medium to fine sands. The streambed is active with sedimentation reacting to seasonal changes in flow. Wetlands on the site plan appear to be accurately identified. Major functions of the brook would stormwater conveyance, groundwater exfiltration, some nutrient/sediment trapping in the floodplain areas, and it functions as a wildlife corridor. Impacts: The soils listed on most of the site from the soil survey are Udorthents, or man-made (disturbed) soils. The soils where the proposed parking expansion would be located are listed as Windsor Loamy Sand 3 to 8% slopes. The expected erosion hazard is low. Perimeter erosion controls will be adequate to contain sediments generated by construction activities. The location of the proposed building on the new lot is a concern. Construction and grading of the building cannot be accomplished without impacting physical functions of the wetland to the north. Stormwater: Stormwater management for the proposed building and parking area consists of three retention ponds and a hydrodynamic separator installed inline of the pipe system. All new and existing catch basins will have trap hoods installed to trap floatables. The outflow pipe of the existing detention basin will be modified to provide extended residence time within the basin to provide water quality benefits. The applicant has been encouraged to seriously consider including infiltration as a stormwater measure to reduce the amount of runoff water travelling through the system. Mitigation: Habitat shrub plantings and wetland plants within the retention basins will provide a more diverse plant community then what is present. Upgrading the current state the stormwater management system to include a water quality component is a significant mitigation measure that will provide a net benefit to the adjacent wetland areas. P.O.BOX 1167 425 SULLIVAN AVENUE ® SOUTH WINDSOR,CT 06074 ougn PHONE: 860.291.8755 FAX: 860.291.8757 LS www.designprofessionalsinc.com CIVIL & TRAFFIC ENGINEERS / PLANNERS /SURVEYORS / GIS ANALYSTS / LANDSCAPE ARCHITECTS Serving Connecticut, Massachusetts, Rhode/stand ® January 31, 2014 ® Town of South Windsor, CT -_ a. ® Attn: Jeff Doolittle, P.E. -Town Engineer EI ® Jeff Folger-Town Environmental Planner ® 1 540 Sullivan Avenue j i 4 ® South Windsor, CT 06074 ® SOi11 H UNDSOA PLANNING DEP�. ® Re: Responses to Town Staff Comments DPI No.: 3136 ® Folsom Construction ® 591 & 595 Nutmeg Road North © Dear Mr. Doolittle & Mr. Folger: ® Our office received your comments regarding the above referenced project. Environmental ® Planner comments are dated January 3, 2014, and Town Engineer Comments are dated January ® 14, 2014. Abbreviated responses are provided below. . I ® Environmental Planner Comments 0 /3/14) ® 1. No test pits for the purpose of determining infiltration capacity have been conducted yet. ® However, during preparation of the Storm Drainage Report, the permeability of the onsite ® soils was estimated by consulting with the Rawl's Table. Parol testimony has indicated to us ® that the soils consist primarily of sand. ® Prior to construction, and during the springtime of 2014 after the ground has thawed, test ® pits will be performed in order to verify that the onsite soils match expectation, and that the ® groundwater table in the vicinity of the drywell, is no shallower than the proposed sump ® elevation. ® 2. A proposed drywell has been added to the site plan drawings. ® 3. Water Quality Volume (WQV) computations are included as part of the revised Storm ® Drainage Report (Appendix E).The revised report is included in this re-submission. ® 4. Riprap spillways have been added to all three stilling basins. See detail 'Riprap Swale' on ® sheet D-2. 5. The building on Lot #2 has been moved. O p ' p � � O 0 ® Town Engineer Comments 0 /14/14) p ® 1. A drywell has been added to the site plan drawings and the orifice has been reduced to 3 ® inches. These changes have reduced the proposed conditions peak rate of discharge for ® all storm events below existing condition levels. A revised Storm Drainage Report is ® included as part of this correspondence. p ® 2. The bar spacing for the trash rack has been reduced to 2 inches. See sheet D-1. p ® 3. Refer to General Note #7 on sheet GR-1. a p ® 4. The applicant is aware of this condition and prefers that the roof leaders discharge to ® grade. p ® 5. Overflow spillways have been added to all three stilling basins. See detail 'Riprap Swale' on sheet D-2. ® 6. Stormceptor detail has been added. See sheet D-2. ® 7. The plans have been revised to show more detail regarding the storage of materials and ® equipment. 8. The disposition of the chain link fence is made clear on the Layout Plan. ® 9. Stone aprons are now proposed. See sheet GR-1 and detail on sheet D-2. ® 10.The proposed swale has been eliminated. A catchbasin is now proposed on the south side p ® of the building. The catchbasin will connect to the existing 54" R.C.P. Very limited grading ® is now proposed in the easement. ® 1 1.The roof drains are at the rear of the building. All discharge from the roof will ultimately ® sheet flow across the rear paved area to the north. p 12.The sanitary sewer has been labeled. At this time the exact location and elevation of the ® lateral is unknown. ® 13.The oil/water separator will be included in the drawings (if required) following ® consultation with the WPCA. ® 14.The detail has been modified. Class `F' concrete is proposed. ® 15.A WPCA application will be submitted for both lots. e p- n+ 0 0 Should you have any questions or require any additional information. Please feel free to contact ® our office. p 0 Sincerely, p 0 g e Andrew j. Krar, P.E. - Senior Project Manager a p p 0 p p 0 O O p 0 0 e e a 0 p O e p p p p a O p p 0 p a p s 0 �pW N S'r . Town aps-O-U441 ?d&U&Ot 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 l�dSOR•co TELEPHONE (860) 644-2511 June 10, 2014 Certified#70111570000063363001 Y Attorney Wayne Gerlt 112 Deming Street South Windsor, CT 06074 RE: Appl. #14-02P—Folsom Construction, 595 Nutmeg Rd North Dear Attorney Gerlt: At the February 19, 2014 regular meeting, the Inland Wetlands Agency/Conservation Commission approved Appl. #14-02P— Folsom Construction —595 Nutmeg Rd North — Inland Wetland/Conservation Commission application for construction of an industrial building, equipment storage yard, stormwater structures, and associated utilities on property located westerly of Nutmeg Rd North. Industrial (1) Zone, with the following conditions: 1. The final approved copy of the entire set of plans and this letter reproduced thereon must be submitted to the Planning Department. This must be completed within 65 days of approval prior to any construction activity on the site. Plans submitted to Planning & Zoning Commission shall be considered having met this requirement. 2. The application shall indemnify and hold harmless the Town of South Windsor against any liability, which might result from the proposed operation or use. 3. The permit is valid for five years and shall expire on February 19, 2019. It is the landowner(s)/applicant(s) responsibility to track expiration dates and notify the Commission of a renewal request at least 65 days prior to expiration. 4. Bonds shall be collected in the amount of $5,000 to ensure adequate erosion and sediment controls are constructed and maintained through the construction process; and, $10,000 for the installation of the proposed stormwater structures. 5. The plan also to include the addition of a hydrodynamic separator on the catchbasin on Lot#2. 6. All approvals required must be obtained and submitted prior to any activity on the site. 7. A contact person shall be identified on the plans. At the June 4, 2014 regular meeting, the Inland Wetlands Agency/Conservation Commission approved a modification to condition#1 to extend the filing date of the mylars to July 8, 2014. Very truly yours, U.S. Postal ServiceTM INLAND WETLANDS AGENCY/CONSERVATION COMMISSR CERTIFIED RECEIPT (Domestic Only, Provided) Q For delivery information visit our website at vvww.usps.comQ, Elizabeth Warren, Chairperson -01 OFFICIAL USE ((( rr7 Postage $ I m cc: Town Planner Carded Fee (9 Chief BuildingOfficial Q Postmark Q Return Receipt Fee Here Q (Endorsement Required) Q Restricted Delivery Fee Q (Endorsement Required) t,j Total Postage&Fees $ Sent ToC= r-1 0 Street,Apt.13o:; or PO Box No. I � lM(V1- k �r 1� City,State,ZIP+4 t \ � log .. ... . RE ED AN34L04 i� Storm Drainage Report Folsom Construction 595 Nutmeg Road North South Windsor, CT ;�® s�}11111 p7 o - o Prepared by: Design Professionals, Inc. 425 Sullivan Avenue South Windsor, CT 06074 eugn December 17, 2013 Revised January 31, 2014 Table of Contents Section Page Introduction 1 Existing Site Conditions 1 Proposed Site Conditions 2 Water Quality 3 Conclusion 3 Appendices A Site Vicinity Map B Watershed Computations (Existing Conditions) C Watershed Computations (Proposed Conditions) D Design Criteria E Water Quality Computations (Stormceptor) &Water Quality Volume Computations F Drainage Area Maps Existing Conditions (DA-1) Proposed Conditions (DA-2) Introduction Folsom Construction is proposing to subdivide a 9.26 acre property at 595 Nutmeg Road North into two parcels. Lot 1 (7.82 acres) will include the construction of a 15,000 square foot building. Lot 2 (1.44 acres) will include a 7,225 square foot building. Both buildings will have its own driveway access to Nutmeg Road North and separate underground utilities. Refer to the site vicinity map provided as Appendix A. Existing Site Conditions Lot I Duringthe October 2011 blizzard the existing building collapsed an g g p d was subsequently razed. At this time the property remains mostly unused. The site still has in place the existing paved driveway, parking areas, and underground utilities. In general, the developed portion of the property grades down from north to south. The majority of paved surface runs off into a subsurface storm sewer collection system consisting of catchbasins and reinforced concrete pipe. The system and most all other overland runoff is collected by the site's detention basin. The detention basin's outlet structure is a 24 inch outlet that does not appear to provide any stormwater attenuation. Following discharge from the detention basin, flow ultimately enters into the upper reach of Stoughton Brook. Stoughton Brook is tributary to the Connecticut River. Other than paved surfaces,the surficial characteristics of the site can primarily be classified as a compilation of woodlands and overgrown vegetation. The property is relatively flat with topographical relief at approximately 10 feet. Lot 2 The area is 1.44 acres and located at the southeast corner of the parent lot. In general, the land slopes down from southeast to northwest. The majority of stormwater runoff enters into the site's detention pond. The ground's surface is best characterized as woods. Per recommendation of Town of South Windsor staff, stormwater drainage computations were performed with the assumption that the entire property(Lots 1 &2)is currently undeveloped. Therefore, the existing conditions analyses does not take into account for any impervious surfaces on the site. Additionally, since only the front (easterly) 6.25 acres of land on the property will be subject to development, only that portion of land has been subject to stormwater computations. In order to establish a hydrologic comparison between existing and proposed conditions, an evaluation was performed to quantify the peak rate of stormwater discharge to downstream waters. Methods outlined in the U.S.D.A. National Resources Conservation Service's Technical Release 55 (Urban Hydrology for Small Watersheds), were followed in estimating runoff and times of concentration. Hydraflow Hydragraphs (version 2012) computer modeling software was used as application. The peak rate of stormwater runoff discharging to downstream waters was estimated for the 2-, 10-, 25-, and 100 year storm events. Refer to Appendix B for the existing conditions watershed computations. A map depicting the existing condition's storm drainage runoff patterns (Sheet DA-1) is provided in Appendix F. Proposed Site Conditions Lot I Folsom construction proposes to erect a new building of the same footprint at approximately the same location. Existing paved parking areas and driveways will remain unchanged with the exception of a new driveway on the south side of the building. The existing storm sewer system and its watershed area will remain approximately unchanged. The final downstream length of pipe will be reduced in order to include a Stormceptor hydrodynamic separator and a 4 foot deep stilling basin. All other areas on the developed portions of the lot will runoff into a stilling basin. The purpose of the stilling basins is threefold; they serve to attenuate peak discharge of stormwater, dissipate energy of receiving flow, and improve water quality. The intent of the proposed storm drainage system design was to reduce the peak rate of flow into downstream waters to a level below that which occurs under existing conditions. (Note that existing conditions reflected a 100% undeveloped site). A net reduction of peak discharge into the downstream waters will occur as a result of the proposed site development as compared to existing conditions following the 2-, 10-, 25-, and 100 year storm events. Refer to Table 1 below. TABLE 1 Peak Rate of Stormwater Discharge Flowing to Downstream Wetlands Existing Proposed Net Change Storm Event Conditions Conditions Rate of Runoff Year ft3/second ft3/second ft3/second 2 0.34 0.33 -0.01 10 1.75 0.81 -0.94 25 2.86 1.18 -1.68 100 1 5.17 3.15 -2.02 Water Ouality A Stormceptor hydrodynamic separator(model 450i) will be installed to remove total suspended solids, heavy metals, free oils, and other nutrients that attach to fine sediment. The unit will be placed in-line at the downstream end of the existing stormwater collection system on the site. The discharge from the Stormceptor separator will then flow into a stilling basin just prior to entering the site's detention pond. The Stormceptor unit is manufactured by Imbrium. The sizing of the unit (determination of the model number) was selected based on results provided by Stormceptor's proprietary computer software `PCSWMIVI for Stormceptor'. Refer to Appendix E for Stormceptor and water quality flow computations. All other developed areas on the site not contributingwatershed to the existing sting subsurface storm collection system will be graded such that runoff will be directed into one of three stilling basins. The stilling basins will be approximately four feet deep and planted with a `seasonally flooded wildlife food mix'. The growth demand of the plantings (resulting from the wildlife food mix) typically consumes nutrients such as nitrogen and phosphorous which would otherwise discharge into downstream waters. Other benefits provided by the stilling basins include energy dissipation for control of erosion, removal of heavy metals, and facilitation of groundwater infiltration. The proposed plantings will also result in a more diverse environment in terms of flora and fauna. Conclusion It is our opinion that the proposed stormwater management design as presented herein and on the accompanying site plans, will not pose any significant detrimental impacts to the environment surrounding the site. The proposed design will likely benefit the quality of downstream waters as compared to existing (pre-developed) conditions. I _..�..�_.. ..__.... .....� -.... -.ram,.,....--s,-,�-. Fo L ,_.l OP VI t tat o 'T C U C nTMC G A D NO P T4 IA PP 16 Nt- IVT P, L NA,RK-T �Ot V)eST SIDE , fw 0 AM RE ElV D l ��VAT'pWpp�p P. E oe- 9 h fro Ce 51 'no k, Pxkh NcrTo 7 F (A Q� V.YST Stot M T T E- A !-e N�sumEb To be PQOe D C7 Acre (1VA , M uTE 5Z VO LO NA E� yea F- s Tom Lili-mT. . . Anp-a uAmu H 10 D Few ro 0 HOLb, 40 q I T ol v e NI Le �q H (-SeC S7 E PIS o 0 r,0 E71 D VM _ � per- IN ' T-T-- t, CS r,,x 7 1 or\ `'� -^�� i t ���� �� 6.B-8 HXONL W RAINFALL INTENSITY DURATION DURATION 2 Yr 5 Yr 10 Yr 25 Yr 50 Yr 100 Yr 5 0.09 4.6 5.5 6.0 6.7 7.3 7.8 6 0.10 4.4 5.2 1 5.8 6.5 7.0 7.5 7 0.12 4.2 5.0 5.5 6.2 6.8 7.2 s 8 0.13 4.0 4.9 5.3 6.0 6.S ( 7.0 9 0.15 3.8 4.6 5.1 5.7 6.2 6.7 10 017 �.6 4.3 4.9 S.5 6.0 6.5 11 0.18 3A 4.2 4.7 53 52 6.3 12 0.20 3.3 4.0 i 4.5 5.1 5.6 6.1 13 0.22 3.1 3.8 4.3 5.0 5.4 5.9 14 0.23 I 3.0 3.7 4.2 4.8 5.3 5.7 15 0.25 2.8 3.5 4.0 4.6 5.1 3.5 ` 16 0.27 2.8 3.5 3.9 4.5 5.0 SA 17 0.28 2.7 3A 3.8 4.4 4.9 5.4 18 0.30 2.7 3.3 3.8 44 4.8 5.3 19 i 032 2.6 3.2 3.7 4.3 4.7 5.2 20 033 2.5 3.2 0 3.6 4.2 4.6 5.1 21 0.35 2.5 3.1 3.5 4.1 4.5 5.0 22 0.37 2A 3.0 3.4 4.0 4.4 49 23 038 2.3 2.9 3A 3.9 4.3 4.8 24 0.40 2.3 L9 3.3 3.8 4.2 4.7 25 0.42 2.2 LS 3.2 3.7 4.2 4.6 26 043 2.2 2.7 3.1 3.7 4.1 4.5 27 0.45 2.1 2.7 ( 3.0 3.6 4.0 44 28 0.47 2.0 2.6 3.0 3.S 3.9 4.3 29 - 048 2.0 2.5 ' 2.9 34 3A 41 _. 30 OSO 1.9 24 2.8 3.3 3.7 4.1 Ratafall IntensitylDuratlon/FYequency Relatian#W for ConnectMut(Engibb Units) Table B-2.1 ConnDOT Drainage Manual October 200U' IivdroloQv The final element to be factored into the determination of runoff coefficients is the land slope. As die slope of the drainage basin increases, the selected C'value should also increase. This is caused by the fact that as the slope of the drainage area increases, the velocity of overland and d�flow Will 1e� - the q�rtuiuty fc�r�va�er-to"u�felfrarte tf�eground"surface: Thus more of the rainfall will become runoff from the drainage area. ' In summary, it should be reiterated that in assigning a value to the runoff coefficient for use in the rational method,the engineer must rely heavily on experience and judgement. Table 6-3 Recommended Coelllcient Of Runoff For Pervious Surface By Selected Hydrologic SOB Groupings And Slope Ranges Sim A ]a 12 Flat 0.04-0.09 0.07-0.12 0.11-0.16 0.15-020 (0- 10/0) Average 0.09-0.14 0.12.0.17 0.16-0.21 0.20-0.25 (2-6%) Steep 0.13-0.18 0.18-0.24 0.23431 0.28-0.38 (Over 6%) Source: Storm Drainage Design Manual,Erie and Niagara Counties Regional Planning Board. Table 6-4 Recommended Coefficient Of Runoff Values For Various Selected Land Uses Dax3jAon of Area Rurff Coefficients Business: Downtown areas IS 1 25 --" S `/P I CGt Neighborhood areas 0.50-0.70 Residential: Single-family areas 0.30-0.50 d u�} D Multi units,detached 0.40.0.60 Multi units,attached 0.60-0.75 Suburban 0.25-0.40 Residential(0.5 ha(12 ac)lots or more) 0.30-0.45 Apartment dwelling areas 0.50-0.70 Industrial: Light areas 0.50-0.80 Heavy areas 0,60-0.90 Parks,cemeteries 0.10-025 Playgrounds 0.20-0.40 Railroad Yard areas 0.20-0.40 Unimproved areas 0.10-0.30 Source:Hydrology,Federal Highway Administration,HEC No. 19,1994 October 2000 ConnUOT D ainage SpW N Sf4 C JV� 01ps 5 � 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 �f�OsoR•co TELEPHONE (860) 644 2511 To: Design Professionals 425 Sullivan Ave. South Windsor, CT 06074 From: Jeffrey H. Folger—Environmental Planner, Town of South Windsor Date: January 3, 2014 Re: Appl. #14-02P - Review of the proposed the Folsom site plan. Plans dated 12/17/13. I have reviewed the proposed plan with the following initial comments: Please provide soil test pit data on areas within the proposed water quality basins. What is the likelihood of infiltration? What is the likelihood of applying infiltration in other parts of the site to reduce runoff to the watercourse? Stormwater structures on the site must be sized to accommodate 100% of the estimated water quality volume at a minimum. Please provide a detail of the proposed discharge structures from the basins to the watercourse. Slope protection may be needed. The extreme proximity to the Stoughton Brook makes this site particularly sensitive stormwater pollution impacts. The proposed building on lot#2 is too close to the slope associated with Stoughton Brook. The structure and proposed grading cannot be constructed without impacting the adjoining wetlands. cc. Dir. of Planning Inland Wetland/Conservation Commission Town Engineer HIGHLAND SOILS LLC WETLAND REPORT FOLSOM CONSTRUCTION 595 NUTMEG ROAD NORTH SOUTH WINDSOR, CONNECTICUT PREPARED FOR DESIGN PROFESSIONALS BY JOHN P.IANNI PROFESSIONAL SOIL SCIENTIST JANUARY 2014 REz JAN AGENCY SSION stub P.O.BOX 337, STORRS,CONNECTICUT* (860)742-5868 *HIGHLANDSOILS@AOL.COM INTRODUCTION The site is located on the west side of Nutmeg Road North, South Windsor, CT. The site was formerly developed with a building,paved parking areas and a catch basin drainage system. The building was removed in the past and the parking areas and other infrastructure are still in place. The site is located in the Stoughton Brook Watershed and the Brook flows along the southern limits of the site and then through the rear of the site prior to crossing under the railroad tracks located along the western limits of the site. The inland wetland boundaries on the property were field delineated on November 8, 2013. The wetlands were field delineated in accordance with the standards of the National Cooperative Soil Survey and the definition of wetlands as found in the Connecticut General Statutes, Chapter 440, Section 22A-38. The prepared plans have been reviewed and the representation of the field delineated wetlands is substantially correct. EXISTING CONDITIONS The site was formerly developed and the front portion of the site contains existing pavement areas and an existing drainage system. It appears that during the site's original development, a portion of Stoughton Brook was relocated and piped along the southern property line. In addition to the relocation of the Brook, a small dam was constructed in the wetland system and a storm water management structure was installed at the dam location. The storm water management structure consisted of a larger diameter pipe with a constrictor plate and trash rack. This area of wetlands is wooded with mainly mixed hardwood species dominated by a variety of Oaks and Beech with Red Elm, Red Maple and Grey Birch also present. Asiatic Bittersweet was also prevalent. Sweet Pepperbush was the dominant shrub species and the ground cover was obscured by snow cover. Although Stoughton Brook was relocated,the wetland area(Flags#1446) still retains its wetland characteristics due to ground water seepage. The former Stoughton Brook channel is no longer visible through this portion of the resource. Some open water was noted near the man-made dam but there is little evidence of persistent surface flow in the wetland. As stated earlier a portion of Stoughton Brook was relocated. The Brook now flows in a pipe along the southern property line where it discharges into a man-made channel before reconnecting with its natural channel approximately 500 feet west of Nutmeg Road. The man-made channel is stable although the side slopes are very steep. The outlet from the pipe was lacking proper outlet protection. g:\jobs\3136\docs\correspondence\received\2014 0108 ianni report\rep137.doc The remainder of the wetland system is relatively natural in that it has not been altered by recent human activity. Remnants of an older earthen dam were noted in the wetland system near wetland flag#54. Stoughton Brook meanders through its flood plain from this point to its exiting the property along the western property line. Indications of high flow were noted(sand deposits, drift lines)but the channel is stable and no excessive erosion was noted. The vegetation in this portion of the wetland is more mature with large Oak trees dominating the landscape. Red Maple was also present as were saplings of Birch,Beech and White Pine. The soils on the property are dominated by sandy outwash deposits. The uplands contain deep sands of the Windsor Series and the soils in the wetlands are from the poorly drained Walpole Series. The rear of the property is undeveloped and contains a mixed hardwood species indicative of drier sandy soils. WETLAND FUNCTIONS The functions and values of the wetlands will be described in a qualitative manner modeled after the method used by the US Army Corps of Engineers. The information is from The Highway Methodology Workbook Supplement. This publication uses a descriptive approach to assessing functional values, versus the CT D.E.P. approach, which uses a quantitative or numerical approach to ranking wetland functions and values. Ground Water Recharge/Discharge - This function considers the potential for a wetland to serve as a ground water recharge and/or discharge area. It refers to the fundamental interaction between wetlands and aquifers, regardless of the size or importance of either. The wetlands are ground water discharge wetlands as noted by the areas of seepage along its edges. The site is underlain by glaciolacustrine deposits that limit the recharge of deeper ground water. This is a primary function. Floodflow Alteration- This function considers the effectiveness of the wetland in reducing flood damage by water retention for prolonged periods following precipitation events and the gradual release of flood waters. It adds to the stability of the wetland ecological system or its buffering characteristics and provides social or economic value relative to erosion and/or flood prone areas. The front portion of the wetlands, altered by the relocation of the Brook and the construction of a dam and storm water outlet control structure,has potential for this function but appears to be under-utilized at this time. g:\jobs\3136\docs\correspondence\received\2014 0108 ianni report\replP.doc The remainder of the wetland is dominated by Stoughton Brook which limits the effectiveness for this function. This is not a primary function of the wetlands. Fish and Shellfish Habitat - This function considers the effectiveness of seasonal or permanent watercourses associated with wetland in question for fish and shellfish habitat. Stoughton Brook has the potential for fish habitat although no detailed assessment of the habitat was performed. A large culvert (rail road tracks and Route 5) separates this site from the downstream environment to the west and this may limit fish passage. Sediment/Toxicant/Pathogen Retention- This function reduces or prevents degradation of water quality. It relates to the effectiveness of the wetland as a trap for sediments, toxicants or pathogens in runoff water from surrounding uplands, or upstream eroding wetland areas. The front portion of the wetland has potential to perform this function although there are no significant sources of potential pollutants in the water shed at this time. The rear portion of the system is dominated by Stoughton Brook which acts as a conductor for surface water,thus limiting the potential for the retention functions. This is not a primary function. Nutrient Removal/Retention/Transformation- This function considers the effectiveness of the wetland as a trap for nutrients in runoff water from surrounding uplands or contiguous wetlands, and the ability of the wetlands to process these nutrients into other forms or trophic levels. One aspect of this function is to prevent ill effects of nutrients entering aquifers or surface waters such as ponds, lakes, streams, rivers or estuaries. As with the previous function, the front portion of the wetlands has some ability to perform this function. However, the types and density of vegetation are not sufficient for utilization of nutrients. The rear portions of the wetlands are not suitable for this function due to the presence of Stoughton Brook which is a conveyance system that provides little opportunity for transformation of nutrients. Production Export-This function relates to the effectiveness of the wetland to produce food or usable products for human, or other living organisms. g:\jobs\3136\docs\correspondence\received\2014 0108 ianni repor6rep137.doc The wetlands contain few flowering plants and do not export organic matter in significant quantities. This is not a primary function. Sediment/Shoreline Stabilization- This function evaluates the effectiveness of a wetland to stabilize stream banks and shorelines against erosion. Stoughton Brook is associated with a small flood plain and the flood plain is a buffer against erosion during storm events. This function is associated with the rear of the site but should not be considered a primary function. Wildlife Habitat - This function considers the effectiveness of the wetland to provide habitat for various types and populations of animals typically associated with wetlands and wetland edge. Both resident and/or migrating species are considered. Although utilization of the site may occur, it is an island of habitat. The sites to the north, south and east are developed and Route 5 lies to the west. Additionally the site does not contain diversity in types of vegetative communities or diversity in cover classes. This is not a primary function. Recreation—(Consumptive and Non-Consumptive) This value considers the suitability of the wetland and associated watercourses to provide recreational opportunities such as hiking, canoeing, boating, fishing, hunting and other active or passive recreational activities. The site is limited in size and does not contain recreation opportunities. This is not a primary function. Educational/Scientific Value - This function considers the suitability of the wetland as an "outdoor classroom" or for scientific research. The site does not meet the requirement for this value. This is not a primary value. Uniqueness/Heritage- This value considers the effectiveness of the wetland for special values such as archeological sites, rare and endangered species habitat or uniqueness for its location. The site is at the head waters of Stoughton Brook and at the beginning of the formation of terrace escarpments. Other than those features it is fairly typical of the surrounding area. An inquiry has been made to the Department of Energy and Conservation(D.E.E.P.)regarding habitat for rare and endangered species. g:\jobs\3136\docs\correspondence\received\2014 0108 ianni report\rep137.doc Visual Qualities/Aesthetics - This value relates to the visual qualities of the wetlands. The wetlands offer very localized visual qualities. Stoughton Brook in the rear of the site is in a low area and there are localized views into the wetlands. Overall this is not a primary value. Endangered Species Habitat—This value considers the suitability of the wetland to support threatened or endangered species. An inquiry has been made to the D.E.E.P. for additional information. In summary the wetlands are ground water discharge wetlands. The front portion of the wetlands,having been altered, has some potential for flood flow alteration and water quality benefits. The rear portion of the system is more natural and contains Stoughton Brook, a defined conveyance feature that limits the effectiveness for most of the listed functions. During the wetland delineation work a couple of observations were made regarding the site. The dam that was constructed across the wetlands system is being colonized by tree species. The growth of trees on this type of structure can compromise the integrity of the structure. A small depression was constructed in the top of the dam to serve as an emergency over flow. Although there may be little use for this emergency structure it lacks protection from erosion. Rip rap across this portion of the dam may be warranted. The outlet pipe at the rear property line has accumulated debris and requires some minor maintenance. g:\jobs\3136\docs\correspondence\received\2014 0108 ianni report\rep137.doc RECEIVED 20EIVED MAY 1 GERLT SAW, LLC TOWN MANAGER'S OFFICE 112 DEMING STREET TOWN OF SOUTH WINDSOR P.O. BOX 1 132 SOUTH WINDSOR,CONNECTICUT 06074-1 132 WAYNE CHRISTOPHER GERLT TEL. (860) 644-2565 M a v 12, 21014 FAX(860) 644-2567 E-MAIL:WCGESQ®GMAIL.COM Elizabeth Warren Chairperson Inland Wetlands Agency/Conservation Commission Town of South Windsor 1540 Sullivan Avenue South Windsor, CT 06074 Re: Application 14-02P Folsom Construction Site Plan of Development and Modification Dr. Ms. Warren: We represent Folsom Construction in regard to the referenced application. Due to the unfortunate- circumstance of Mr. Folsom"s death we have I,,e.en unall-11-1: to complete the conditions set forth in your approval letter of February 21., 2014. Therefor-, vve hereby request an extension of time for the completion of conditions of your February 21. 2014 approval letter until July 8, 2014. Thank you for your kind consideration of this request. Very Truly Yo W� Chris lerGerlt WCG:ta Cc: Design Professionals [RECE'VE]DJAN 31 2 WINDSOR PLAN ' Storm Drainage Report Folsom Construction ' 595 Nutmeg Road North South Windsor, CT 1 `��05111311►1�J � c Prepared by. ' Design Professionals, Inc. 425 Sullivan Avenue South Windsor, CT 06074 December 17, 2013 1'"OfeSS1mLS Revised January 31, 2014 1 1 Table of Contents 1 Section Page ' Introduction 1 ' Existing Site Conditions 1 Proposed Site Conditions 2 Water Quality 3 ' Conclusion 3 Appendices A Site Vicinity Map ' B Watershed Computations (Existing Conditions) C Watershed Computations (Proposed Conditions) D Design Criteria E Water Quality Computations (Stormceptor) &Water Quality Volume Computations F Drainage Area Maps ' Existing Conditions (DA-1) Proposed Conditions (DA-2) ' Introduction ' Folsom Construction is proposing to subdivide a 9.26 acre property at 595 Nutmeg Road North into two parcels. Lot 1 (7.82 acres) will include the construction of a 15,000 square foot building. Lot 2(1.44 acres) will include a 7,225 square foot building. Both buildings ' will have its own driveway access to Nutmeg Road North and separate underground utilities. Refer to the site vicinity map provided as Appendix A. Existing Site Conditions Lot I ' Duringthe October 2011 blizzard the existing building collapsed and was subsequently � g g P q Y razed. At this time the property remains mostly unused. The site still has in place the ' existing paved driveway, parking areas, and underground utilities. In general, the developed portion of the property grades down from north to south. The majority of paved surface runs off into a subsurface storm sewer collection system consisting of catchbasins and reinforced concrete pipe. The system and most all other overland runoff is collected by the site's detention basin. The detention basin's outlet structure is a 24 inch outlet that does not appear to provide any stormwater attenuation. Following ' discharge from the detention basin, flow ultimately enters into the upper reach of Stoughton Brook. Stoughton Brook is tributary to the Connecticut River. Other than paved surfaces, the surficial characteristics of the site can primarily be classified as a compilation of woodlands and overgrown vegetation. The property is ' relatively flat with topographical relief at approximately 10 feet. Lot 2 The area is 1.44 acres and located at the southeast corner of the parent lot. In general, the land slopes down from southeast to northwest. The majority of stormwater runoff enters ' into the site's detention pond. The ground's surface is best characterized as woods. Per recommendation of Town of South Windsor staff, stormwater drainage computations were performed with the assumption that the entire property(Lots 1 &2)is currently undeveloped. Therefore, the existing conditions analyses does not take into account for any impervious surfaces on the site. Additionally, since only the front(easterly) 6.25 ' acres of land on the property will be subject to development, only that portion of land has been subject to stormwater computations. ' In order to establish a hydrologic comparison between existing and proposed conditions, an evaluation was performed to quantify the peak rate of stormwater discharge to downstream waters. Methods outlined in the U.S.D.A. National Resources Conservation ' Service's Technical Release 55 (Urban Hydrology for Small Watersheds), were followed in estimating runoff and times of concentration. Hydraflow Hydragraphs (version 2012) computer modeling software was used as application. The peak rate of stormwater runoff discharging to downstream waters was estimated for ' the 2-, 10-, 25-, and 100 year storm events. Refer to Appendix B for the existing conditions watershed computations. A map depicting the existing condition's storm drainage runoff patterns (Sheet DA-1) is provided in Appendix F. ' Proposed Site Conditions ' Lot I Folsom construction proposes to erect a new building of the same footprint at ' approximately the same location. Existing paved parking areas and driveways will remain unchanged with the exception of a new driveway on the south side of the building. ' The existing storm sewer system and its watershed area will remain approximately unchanged. The final downstream length of pipe will be reduced in order to include a Stormceptor hydrodynamic separator and a 4 foot deep stilling basin. All other areas on ' the developed portions of the lot will runoff into a stilling basin. The purpose of the stilling basins is threefold; they serve to attenuate peak discharge of stormwater, dissipate energy of receiving flow, and improve water quality. ' The intent of the proposed storm drainage system design was to reduce the peak rate of p P g Y g ' flow into downstream waters to a level below that which occurs under existing conditions. (Note that existing conditions reflected a 100%undeveloped site). A net reduction of peak discharge into the downstream waters will occur as a result of the proposed site development as compared to existing conditions following the 2-, 10-, 25-, and 100 year storm events. Refer to Table 1 below. ' TABLE 1 Peak Rate of Stormwater Discharge ' Flowing to Downstream Wetlands Existing Proposed Net Change ' Storm Event Conditions Conditions Rate of Runoff Year ft3/second ft3/second ft3/second 2 0.34 0.33 -0.01 ' 10 1.75 0.81 -0.94 25 2.86 1.18 -1.68 ' 1 100 1 5.17 1 3.15 1 -2.02 ' Water Ouality ' A Stormceptor hydrodynamic separator(model 450i) will be installed to remove total suspended solids, heavy metals, free oils, and other nutrients that attach to fine sediment. The unit will be placed in-line at the downstream end of the existing stormwater ' collection system on the site. The discharge from the Stormceptor separator will then flow into a stilling basin just prior to entering the site's detention pond. The Stormceptor unit is manufactured by Imbrium. The sizing of the unit (determination of the model ' number) was selected based on results provided by Stormceptor's proprietary computer software `PCSWMM for Stormceptor'. Refer to Appendix E for Stormceptor and water quality flow computations. ' All other developed areas on the site not contributing watershed to the existing subsurface storm collection system will be graded such that runoff will be directed into ' one of three stilling basins. The stilling basins will be approximately four feet deep and planted with a `seasonally flooded wildlife food mix'. The growth demand of the plantings (resulting from the wildlife food mix) typically consumes nutrients such as ' nitrogen and phosphorous which would otherwise discharge into downstream waters. Other benefits provided by the stilling basins include energy dissipation for control of erosion, removal of heavy metals, and facilitation of groundwater infiltration. The ' proposed plantings will also result in a more diverse environment in terms of flora and fauna. ' Conclusion ' It is our opinion that the proposed stormwater management design as presented herein and on the accompanying site plans, will not pose any significant detrimental impacts to the environment surrounding the site. The proposed design will likely benefit the quality ' of downstream waters as compared to existing (pre-developed) conditions. APPENDIX A ' (Bile Vicinity Map) 1 1 r':{ r NOT TO SCALE AMERICAN EAGLE NOTE: gn Tel. M 29 875 FEDERAL CREDIT UNION BACKGROUND IMAGE TAKEN FROM �95 NUTMIEG ROAD NORTH GOOGLE EARTH. eivll 6 4raffle ansinaara.aurvoyora Ian Aa apow.P.O.ar Box 1167.So h Wind ar.osi.•gyp. SOUTH ®VINDWR CONNE MCM SITE VICINITY M A P 425 Sulliwn Awnw,P Box 1187,South Windsor,Connecticut 06074 APPENDIX B (Watershed Computations Existing Conditions) 1 1 lWatershed Model Schematic 1 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 1-Wetlands Project: Existing.gpw Monday, 12/16/2013 lHydrograph Return Period Req 2 FlydRaw Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A 1jyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff -- --- 0.337 --- 1.068 1.752 2.855 3.963 5.170 Wetlands Proj. file: Existing.gpw Monday, 12/ 16/2013 lHydrograph Summary/ Re ort3 + p Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 ydTHydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph o. e flow interval Peak volume hyd(s) elevation strge used Description ) (cfs) (min) (min) (cult) (ft) (cuft) 1 SCS Runoff 0.337 2 798 5,688 Wetlands Existing.gpw Return Period: 2 Year Monday, 12/ 16/2013 Hydrograph Report 4 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3136 2013 by Autodesk,Inc.00 Monday,12/16/2013 Hyd. No. 1 Wetlands Hydrograph type = SCS Runoff Peak discharge = 0.337 cfs Storm frequency = 2 yrs Time to peak = 798 min ' Time interval = 2 min Hyd. volume = 5,688 cuft Drainage area = 6.250 ac Curve number = 55* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 68.60 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(6.250 x 55)]/6.250 Wetlands Q (cfs) Q (cfs) Hyd. No. 1 --2 Year ' 0.50 0.50 0.45 0.45 0.40 _ _ _ 0.40 0.35 0.35 0.30 0.30 ' 0.25 _ 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 1 Time(min) TR55 Tc Worksheet 5 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Hyd. No. 1 ' Wetlands Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 ' Flow length (ft) = 300.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 1.00 0.00 0.00 ' Travel Time (min) = 68.24 + 0.00 + 0.00 68.24 Shallow Concentrated Flow Flow length (ft) = 119.00 0.00 0.00 Watercourse slope (%) = 9.00 0.00 0.00 Surface description = Unpaved Paved Paved Average velocity (ft/s) =4.84 0.00 0.00 Travel Time (min) = 0.41 + 0.00 + 0.00 = 0.41 Channel Flow ' X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 ' Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 ' Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 TotalTravel Time,Tc.............................................................................. 68.60 min s Summa Re ortlHydrograph Summary Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2013 by Autodesk,Inc.v10 yd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph o. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 1.752 2 778 18,936 — — Wetlands Existing.gpw Return Period: 10 Year Monday, 12/ 16/2013 Hydrograph Report 7 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Monday,12/16/2013 Hyd. No. 1 Wetlands Hydrograph type = SCS Runoff Peak discharge = 1.752 cfs ' Storm frequency = 10 yrs Time to peak = 778 min Time interval = 2 min Hyd. volume = 18,936 cuft Drainage area = 6.250 ac Curve number = 55* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 68.60 min Total precip. = 4.70 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(6.250 x 55)]!6.250 Wetlands Q (cfs) Q (cfs) Hyd. No. 1 -- 10 Year ' 2.00 2.00 ' 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 1 Time(min) 8 Summary Reportgiydrograph Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A !yd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph . type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 2.855 2 776 28,116 -- Wetlands Existing.gpw Return Period: 25 Year Monday, 12/ 16/2013 ' Hydrograph Report 9 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 31D®2013 by Autodesk,Inc.A Monday,12/16/2013 Hyd. No. 1 ' Wetlands Hydrograph type = SCS Runoff Peak discharge = 2.855 cfs Storm frequency = 25 yrs Time to peak = 776 min ' Time interval = 2 min Hyd. volume = 28,116 cuft Drainage area = 6.250 ac Curve number = 55* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 68.60 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(6.250 x 55)]/6.250 Wetlands Q (cfs) Hyd. No. 1 --25 Year Q (cfs) ' 3.00 3.00 2.00 2.00 ' 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 1 Time(min) lHydrograph Summary Report 10Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 1Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cult) (ft) (cuft) 1 SCS Runoff 5.170 2 772 46,750 — — Wetlands Existing.gpw Return Period: 100 Year Monday, 12/ 16/2013 Hydrograph Report 11 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Monday,12/16/2013 Hyd. No. 1 ' Wetlands Hydrograph type = SCS Runoff Peak discharge = 5.170 cfs ' Storm frequency = 100 yrs Time to peak = 772 min Time interval = 2 min Hyd. volume = 46,750 cuft Drainage area = 6.250 ac Curve number = 55* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 68.60 min Total precip. = 6.90 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(6.250 x 55))/6.250 Wetlands Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs) 6.00 6.00 5.00 5.00 - 4.00 4.00 ' 3.00 -- 3.00 2.00 2.00 1.00 1.00 0.00 Li 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 1 Time(min) Hydraflow Rainfall Report 12 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Monday,12/16/2013 Return Intensity-Duration-Frequency Equation Coefficients(FHA) Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 2 30.1225 6.6000 0.7676 3 0.0000 0.0000 0.0000 r5 52.3308 9.8000 0.8367 10 54.7383 10.8000 0.8016 ' 25 101.9813 15.8000 0.8971 50 98.1551 15.7000 0.8577 100 106.5909 17.0000 0.8462 File name:Connecticut IDF.idf Intensity= B/(Tc+ D)"E Return Intensity Values(in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 4.59 3.49 2.85 2.43 2.13 1.90 1.72 1.58 1.46 1.36 1.27 1.20 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 5.49 4.30 3.57 3.06 2.69 2.40 2.17 1.99 1.84 1.71 1.60 1.50 10 5.99 4.81 4.04 3.51 3.11 2.80 2.55 2.35 2.18 2.03 1.91 1.80 25 6.70 5.52 4.71 4.12 3.66 3.30 3.01 2.76 2.56 2.38 2.23 2.10 50 7.30 6.06 5.20 4.57 4.09 3.70 3.38 3.12 2.90 2.71 2.54 2.40 100 7.79 6.55 5.68 5.02 4.51 4.10 3.76 3.48 3.24 3.04 2.86 2.70 Tc=time in minutes.Values may exceed 60. Preci .file name:Hartford County.pcp ' Rainfall Precipitation Table(in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 3.20 0.00 4.10 4.70 5.50 6.20 6.90 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 r 1 1 r r r r r APPENDIX C (Watershed Computations — Proposed Conditions) 1 1 r r r 1 r r 1 lwatershed Model Schematic 1 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 _1=Area#15-Area#-Area#6 13=Area -Area#7 Area#4#A �2Area# -Area# /L 10-Area#11 21-To drywell # 16 #1 11 -Area#12 CD ffV' -to sb1 17-SB#2 JOSB#3 9-Area#912-Area#1314-Area#15 of 3-SB#1 20-Into Detention Pond 24 �Pond 19-Wetlands Downstream 25-D Pond V26-Total Project: Proposed-Revised.gpw Friday, 01 / 17/2014 lHydrograph lyd Return Period ReRj 2 Rw Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph No. type hyd(s) Description (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr 1 SCS Runoff 0.218 0.377 0.491 0.652 0.799 0.950 Area#1 2 SCS Runoff - - 0.099 - 0.336 0.556 0.907 1.253 1.630 Area#2 3 SCS Runoff 1.409 2.086 2.550 3.174 3.723 4.273 Area#3 4 SCS Runoff -- - 0.266 0.468 0.614 0.820 1.011 1.207 Area#4 5 SCS Runoff - - 0.694 - 0.919 1.068 1.265 1.437 1.609 Area#5 6 SCS Runoff - 1.178 - 1.766 2.169 2.715 3.196 3.679 Area#6 7 SCS Runoff - -- 0.646 - 0.856 0.994 1.178 1.338 1.498 Area#7 8 SCS Runoff - 0.041 0.086 0.120 0.169 0.215 0.262 Area#8 9 SCS Runoff - 0.057 - 0.195 0.329 0.542 0.755 0.985 Area#9 10 SCS Runoff - 0.075 - 0.129 0.168 0.223 0.274 0.325 Area#11 11 SCS Runoff - 0.674 - 1.032 1.282 1.622 1.924 2.227 Area#12 12 SCS Runoff - - 0.008 -- 0.029 0.047 0.077 0.107 0.139 Area#13 13 SCS Runoff --- - 0.076 -- 0.174 0.252 0.368 0.477 0.592 Area#14 14 SCS Runoff - 0.019 0.064 0.106 0.174 0.242 0.314 Area#15 15 SCS Runoff - - 0.239 - 0.384 0.489 0.634 0.764 0.895 Area#10 16 Combine 8,10,11, 1.024 1.630 2.057 2.644 3.168 3.699 To SB#1 15 17 Reservoir 7 0.141 0.584 0.830 1.098 1.266 1.423 SB#2 18 Reservoir 4 - 0.000 - 0.000 0.007 0.105 0.394 0.710 SB#3 19 Combine 9, 12,14, - 0.082 0.281 0.473 0.780 1.083 1.409 Wetlands Downstream 20 Combine 2,3,17, 1.414 2.479 3.479 4.679 5.626 6.585 Into Detention Pond 18, 21 Combine 1,5,6, 2.127 - 3.186 3.924 4.932 5.830 6.738 To drywell 13, 22 Combine 16,21 - 3.149 - 4.803 5.958 7.540 8.950 10.38 to sb1 23 Reservoir 22 - 1.133 - 2.711 3.731 5.118 6.306 7.472 SB#1 24 Combine 20,23 - 1.864 - 4.857 6.677 9.128 11.21 13.68 into D Pond 25 Reservoir 24 - 0.307 - 0.437 0.472 0.521 1.194 2.899 D Pond 26 Combine 19,25 - 0.332 - 0.579 0.811 1.175 1.510 3.148 Total Proj. file: Proposed- Revised.gpw Friday, 01 / 17/2014 Summary Re ort3 kydrograph Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 IH�y�d. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph o. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 0.218 2 730 905 — — Area#1 2 SCS Runoff 0.099 2 762 1,180 — Area#2 3 SCS Runoff 1.409 2 728 5,421 — — — Area#3 4 SCS Runoff 0.266 2 730 1,118 — —- — Area#4 5 SCS Runoff 0.694 2 728 2,762 — Area#5 6 SCS Runoff 1.178 2 728 4,549 Area#6 7 SCS Runoff 0.646 2 728 2,571 — — Area#7 8 SCS Runoff 0.041 2 732 202 — — — Area#8 9 SCS Runoff 0.057 2 746 524 — Area#9 10 SCS Runoff 0.075 2 732 329 Area#11 11 SCS Runoff 0.674 2 732 2,779 — Area#12 12 SCS Runoff 0.008 2 754 90 — — Area#13 13 SCS Runoff 0.076 2 740 471 — — — Area#14 14 SCS Runoff 0.019 2 750 182 — — Area#15 15 SCS Runoff 0.239 2 730 949 — — — Area#10 16 Combine 1.024 2 730 4,259 8, 10, 11, -- To SB#1 15 17 Reservoir 0.141 2 754 452 7 69.57 1,362 SB#2 18 Reservoir 0.000 2 790 0 4 68.15 602 SB#3 19 Combine 0.082 2 748 795 9,12,14, Wetlands Downstream 20 Combine 1.414 2 728 7,053 2,3,17, — — Into Detention Pond 18, 21 Combine 2.127 2 728 8,686 1,5,6, — — Todrywell 13, 22 Combine 3.149 2 730 12,945 16,21 — — to sb1 23 Reservoir 1.133 2 752 5,032 22 69.86 5,530 SB#1 24 Combine 1.864 2 750 12,085 20,23 — — into D Pond 25 Reservoir 0.307 2 896 12,075 24 64.51 5,808 D Pond 26 Combine 0.332 2 876 12,870 19,25 — -- Total Proposed - Revised.gpw Return Period: 2 Year Friday, 01 / 17/2014 Hydrograph Report 4 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Friday,01/17/2014 Hyd. No. 1 Area #1 Hydrograph type = SCS Runoff Peak discharge = 0.218 cfs ' Storm frequency = 2 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 905 cuft Drainage area = 0.260 ac Curve number = 72* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.090 x 98)+(0.120 x 61)+(0.054 x 55)]/0.260 Area #1 Q (cfs) Q (cfs) Hyd. No. 1 --2 Year ' 0.50 _ 0.50 0.45 0.45 0.40 _ 0.40 0.35 0.35 ' 0.25 _ 0.25 0.20 _ 0.20 0.15 0.15 0.10 0.10 ' 0.05 0.05 0.00 _ 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 1 Time(min) Hydrograph Report 5 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 31D®2013 by Autodesk,Inc.00 Friday,01/17/2014 Hyd. No. 2 ' Area #2 Hydrograph type = SCS Runoff Peak discharge = 0.099 cfs Storm frequency = 2 yrs Time to peak = 762 min Time interval = 2 min Hyd. volume = 1,180 cuft Drainage area = 1.280 ac Curve number = 55* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 32.60 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(1.278 x 55)]/1.280 Q (cfs) Area #2 Q (cfs) Hyd. No. 2--2 Year ' 0.10 _ _ 0.10 0,09 _ - - - 0.09 0.08 -_ 0.08 0.07 0.07 ' 0.06 0.06 ' 0.05 - 0.05 ' 0.04 0.04 0.03 - 0.03 0.02 0.02 0.01 0.01 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 2 Time(min) 6 ' TR55 Tc Worksheet Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 ' Hyd. No. 2 Area #2 ' Description A B C Totals ' Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 173.0 0.0 0.0 ' Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 2.10 0.00 0.00 ' Travel Time (min) = 32.65 + 0.00 + 0.00 = 32.65 ' Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 ' Surface description = Paved Paved Paved Average velocity (ft/s) =0.00 0.00 0.00 ' Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 ' Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 ' 0.00 Flow length (ft) ({0})0.0 0.0 0.0 ' Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 ' Total Travel Time,Tc .............................................................................. 32.60 min Hydrograph Report 7 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01117/2014 Hyd. No. 3 ' Area #3 Hydrograph type = SCS Runoff Peak discharge = 1.409 cfs Storm frequency = 2 yrs Time to peak = 728 min ' Time interval = 2 min Hyd. volume = 5,421 cuft Drainage area = 0.900 ac Curve number = 83* Basin Slope = 0.0 % Hydraulic length = 0 ft ' Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.527 x 98)+(0.372 x 61)]/0.900 Q (cfs) Area #3 Q (cfs) Hyd. No. 3--2 Year ' 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 3 Time(min) Hydrograph Report $ ' Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2013 by Autodesk,Inc.A 0 Friday,01/17/2014 Hyd. No. 4 ' Area #4 Hydrograph type = SCS Runoff Peak discharge = 0.266 cfs Storm frequency = 2 yrs Time to peak = 730 min ' Time interval = 2 min Hyd. volume = 1,118 cuft Drainage area = 0.340 ac Curve number = 71* Basin Slope = 0.0 % Hydraulic length = 0 ft ' Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.109 x 98)+(0.115 x 61)+(0.115 x 55)]/0.340 Area #4 Q (cfs) Hyd. No. 4--2 Year Q (cfs) ' 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 ' 0.30 0.30 ' 0.25 _ - 0.25 ' 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 4 Time(min) Hydrograph Report 9 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 5 ' Area #5 Hydrograph type = SCS Runoff Peak discharge = 0.694 cfs Storm frequency = 2 yrs Time to peak = 728 min ' Time interval = 2 min Hyd. volume = 2,762 cuft Drainage area = 0.290 ac Curve number = 94* Basin Slope = 0.0 % Hydraulic length = 0 ft ' Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.260 x 98)+(0.030 x 61)]/0.290 ' Q (cfs) Area #5 Q (cfs) Hyd. No. 5--2 Year 0.90 0.90 0.80 0.80 0.70 0.70 0.60 _ 0.60 ' 0.50 0.50 ' 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 5 Time(min) 1 Hydrograph Report 10 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 31D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 6 ' Area #6 Hydrograph type = SCS Runoff Peak discharge = 1.178 cfs ' Storm frequency = 2 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 4,549 cuft Drainage area = 0.790 ac Curve number = 82* Basin Slope = 0.0 % Hydraulic length = 0 ft ' Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.470 x 98)+(0.190 x 61)+(0.130 x 55)]/0.790 Area #6 Q (cfs) Hyd. No. 6--2 Year Q (cfs) ' 2.00 2.00 ' 1.00 1.00 t0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 6 Time(min) 11 Hydrograph Report ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17!2014 Hyd. No. 7 ' Area #7 Hydrograph type = SCS Runoff Peak discharge = 0.646 cfs Storm frequency = 2 yrs Time to peak = 728 min ' Time interval = 2 min Hyd. volume = 2,571 cuft Drainage area = 0.270 ac Curve number = 94* Basin Slope = 0.0 % Hydraulic length = 0 ft ' Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.240 x 98)+(0.030 x 61))/0.270 t Area #7 Q (cfs) Hyd. No. 7--2 Year Q (cfs) 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 ' 0.50 _ 0.50 ' 0.40 _ 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 7 Time(min) Hydrograph Report 12 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Friday,01/17/2014 Hyd. No. 8 ' Area #8 Hydrograph type = SCS Runoff Peak discharge = 0.041 cfs Storm frequency = 2 yrs Time to peak = 732 min ' Time interval = 2 min Hyd. volume = 202 cuft Drainage area = 0.090 ac Curve number = 65* Basin Slope = 0.0 % Hydraulic length = 0 ft ' Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.010 x 98)+(0.081 x 61)]10.090 Area #8 Q (cfs) Hyd. No. 8--2 Year Q (cfs) 0.10 _ 0.10 0.09 0.08 _ 0.08 0.07 0.07 ' 0.06 0.06 ' 0.05 0.05 ' 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Time(min) Hyd No. 8 Hydrograph Report 13 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 9 ' Area #9 Hydrograph type = SCS Runoff Peak discharge = 0.057 cfs Storm frequency = 2 yrs Time to peak = 746 min ' Time interval = 2 min Hyd. volume = 524 cuft Drainage area = 0.590 ac Curve number = 55* Basin Slope = 0.0 % Hydraulic length = 0 ft ' Tc method = TR55 Time of conc. (Tc) = 13.80 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.589 x 55)]/0.590 Q (cfs) Area #9 Q (cfs) Hyd. No. 9--2 Year 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 ' 0.05 : 0.05 ' 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 9 Time(min) TR55 Tc Worksheet 14 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Hyd. No. 9 Area #9 Description A B C Totals ' Sheet Flow Manning's n-value = 0.400 0.011 0.011 ' Flow length (ft) = 122.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 9.00 0.00 0.00 ' Travel Time (min) = 13.79 + 0.00 + 0.00 = 13.79 ' Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 ' Surface description = Paved Paved Paved Average velocity (ft/s) =0.00 0.00 0.00 ' Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 ' Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 ' Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 ' Total Travel Time,Tc .............................................................................. 13.80 min Hydrograph Report 15 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 10 ' Area #11 Hydrograph type = SCS Runoff Peak discharge = 0.075 cfs ' Storm frequency = 2 yrs Time to peak = 732 min Time interval = 2 min Hyd. volume = 329 cuft Drainage area = 0.100 ac Curve number = 72* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 14.70 min Total precip. = 3.20 in Distribution = Type III tStorm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.030 x 98)+(0.071 x 61)]/0.100 Area #11 Q (cfs) Q (cfs) Hyd. No. 10--2 Year 0.10 - 0.10 0,09 0.09 0.08 - - 0.08 0.07 0.07 0.06 0.06 ' 0.05 0.05 ' 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 10 Time(min) TR55 Tc Worksheet 16 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Hyd. No. 10 Area #11 Description A B C Totals ' Sheet Flow Manning's n-value = 0.400 0.011 0.011 ' Flow length (ft) = 68.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 2.40 0.00 0.00 Travel Time (min) = 14.66 + 0.00 + 0.00 = 14.66 Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 ' Surface description = Paved Paved Paved Average velocity (ft/s) =0.00 0.00 0.00 ' Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 ' 0.00 0.00 ' Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 ' Total Travel Time, Tc.............................................................................. 14.70 min Hydrograph Report 17 tHydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 11 ' Area #12 Hydrograph type = SCS Runoff Peak discharge = 0.674 cfs Storm frequency = 2 yrs Time to peak = 732 min Time interval = 2 min Hyd. volume = 2,779 cuft Drainage area = 0.560 ac Curve number = 80* Basin Slope = 0.0 % Hydraulic length = 0 ft ' Tc method = TR55 Time of conc. (Tc) = 15.60 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.288 x 98)+(0.268 x 61)]/0.560 1 Area #12 Q (cfs) Hyd. No. 11 --2 Year Q (cfs) 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 ' 0.50 _ - 0.50 ' 0.40 - 0.40 0.30 _ 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 11 Time(min) TR55 Tc Worksheet 18 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.00 Hyd. No. 11 ' Area #12 Description A B C Totals Sheet Flow Manning's n-value = 0.240 0.011 0.011 ' Flow length (ft) = 103.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 1.70 0.00 0.00 Travel Time (min) = 15.59 + 0.00 + 0.00 = 15.59 ' Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 ' Surface description = Paved Paved Paved Average velocity (ft/s) =0.00 0.00 0.00 ' Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow ' X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 ' Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 ' 0.00 0.00 ' Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 TotalTravel Time, Tc .............................................................................. 15.60 min Hydrograph Report 19 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.A 0 Friday,01/17/2014 Hyd. No. 12 ' Area #13 Hydrograph type = SCS Runoff Peak discharge = 0.008 cfs Storm frequency = 2 yrs Time to peak = 754 min ' Time interval = 2 min Hyd. volume = 90 cuft Drainage area = 0.100 ac Curve number = 55* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 25.00 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.096 x 55))/0.100 Area #13 Q (cfs) Q (cfs) Hyd. No. 12--2 Year ' 0.10 _ 0.10 0.09 _ 0.09 0.08 0.08 0.07 0.07 0.06 0.06 ' 0.05 _ 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 12 Time(min) ' TR55 Tc Worksheet 20 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Hyd. No. 12 ' Area #13 Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 Flow length (ft) = 54.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 0.40 0.00 0.00 ' Travel Time (min) = 24.97 + 0.00 + 0.00 = 24.97 ' Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 ' Surface description = Paved Paved Paved Average velocity (ft/s) =0.00 0.00 0.00 ' Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow ' X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 ' Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 0.00 0.00 Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 ' Total Travel Time,Tc.............................................................................. 25.00 min 21 H h, I Ydrograp Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A Friday,01/17/2014 Hyd. No. 13 Area #14 H dro ra h type = SCS Runoff Peak discharge = 0.076 cfs Y 9 p YP g Storm frequency = 2 yrs Time to peak = 740 min Time interval = 2 min Hyd. volume = 471 cuft Drainage area = 0.270 ac Curve number = 62* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.70 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.027 x 98)+(0.141 x 61)+(0.100 x 55)]/0.270 I Area #14 Q (cfs) Q (cfs) Hyd. No. 13--2 Year ' 0.10 0.10 0.08 0.08 0.07 0.07 0.06 0.06 0.05 _ 0.05 ' 0.04 0.04 0.03 _ 0.03 0.02 0.02 0.01 0.01 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 IHyd No. 13 Time(min) TR55 Tc Worksheet 22 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Hyd. No. 13 ' Area #14 Description A B C Totals ' Sheet Flow Manning's n-value = 0.400 0.011 0.011 ' Flow length (ft) = 90.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 2.00 0.00 0.00 ' Travel Time (min) = 19.74 + 0.00 + 0.00 = 19.74 ' Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 ' Surface description = Paved Paved Paved Average velocity (ft/s) =0.00 0.00 0.00 ' Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 ' Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 ' 0.00 0.00 ' Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 ' Total Travel Time,Tc .............................................................................. 19.70 min i 1 Hydrograph Report 23 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A 0 Friday,01/17/2014 Hyd. No. 14 ' Area #15 Hydrograph type = SCS Runoff Peak discharge = 0.019 cfs ' Storm frequency = 2 yrs Time to peak = 750 min Time interval = 2 min Hyd. volume = 182 cuft Drainage area = 0.200 ac Curve number = 55* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 18.10 min Total precip. = 3.20 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.203 x 55))/0.200 Area #15 Q (cfs) Hyd. No. 14--2 Year Q (cfs) ' 0.10 _ - 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 _ 0.02 0.01 0.01 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 14 Time(min) TR55 Tc Worksheet 24 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.AOHyd. No. 14 ' Area #15 Description A B C Totals Sheet Flow Manning's n-value = 0.400 0.011 0.011 ' Flow length (ft) = 83.0 0.0 0.0 Two-year 24-hr precip. (in) = 3.20 0.00 0.00 Land slope (%) = 2.10 0.00 0.00 ' Travel Time (min) = 18.14 + 0.00 + 0.00 = 18.14 ' Shallow Concentrated Flow Flow length (ft) = 0.00 0.00 0.00 Watercourse slope (%) = 0.00 0.00 0.00 ' Surface description = Paved Paved Paved Average velocity (ft/s) =0.00 0.00 0.00 ' Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 Channel Flow X sectional flow area (sqft) = 0.00 0.00 0.00 Wetted perimeter(ft) = 0.00 0.00 0.00 ' Channel slope (%) = 0.00 0.00 0.00 Manning's n-value = 0.015 0.015 0.015 Velocity (ft/s) =0.00 ' 0.00 0.00 ' Flow length (ft) ({0})0.0 0.0 0.0 Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00 ' Total Travel Time, Tc .............................................................................. 18.10 min Hydrograph Report 25 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01 /17/2014 Hyd. No. 15 ' Area #10 Hydrograph type = SCS Runoff Peak discharge = 0.239 cfs ' Storm frequency = 2 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 949 cuft Drainage area = 0.220 ac Curve number = 76* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 3.20 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.090 x 98)+(0.129 x 61)]/0.220 Area #10 Q (cfs) Q (cfs) Hyd. No. 15--2 Year 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 ' 0.25 0.25 ' 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 15 Time(min) Hydrograph Report 26 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.A Friday,01/17/2014 Hyd. No. 16 ' To SB #1 Hydrograph type = Combine Peak discharge = 1.024 cfs Storm frequency = 2 yrs Time to peak = 730 min ' Time interval = 2 min Hyd. volume = 4,259 cuft Inflow hyds. = 8, 10, 11, 15 Contrib. drain. area = 0.970 ac 1 ' To SB#1 Q (cfs) Hyd. No. 16--2 Year Q (cfs) ' 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 16 Hyd No. 8 - Hyd No. 10 - Hyd No. 11 Time(min) Hyd No. 15 Hydrograph Report 27 ' Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2013 by Autodesk,Inc.00 Friday,01117!2014 Hyd. No. 17 ' SB #2 Hydrograph type = Reservoir Peak discharge = 0.141 cfs ' Storm frequency = 2 yrs Time to peak = 754 min Time interval = 2 min Hyd. volume = 452 cuft Inflow hyd. No. = 7 -Area #7 Max. Elevation = 69.57 ft ' Reservoir name = Stilling Basin #2 Max. Storage = 1,362 cuft Storage Indication method used. Exfiltration extracted from Outflow. SB #2 Q (cfs) Hyd. No. 17--2 Year Q (cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 ' 0.50 0.50 0.40 0.40 0.30 _ 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0 120 240 360 480 600 720 840 960 Time(min) Hyd No. 17 Hyd No. 7 EF= Total storage used = 1,362 cuff Pond Report 28 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Friday,01/17!2014 Pond No. 2- Stilling Basin#2 Pond Data Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation=66.00 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cuft) Total storage(cult) 0.00 66.00 45 0 0 2.00 68.00 377 422 422 4.00 70.00 819 1,196 1,618 6.00 72.00 10,000 10,819 12,437 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 0.00 0.00 0.00 0.00 Crest Len(ft) = 2.00 0.00 0.00 0.00 Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 69.50 0.00 0.00 0.00 No.Barrels = 0 0 0 0 Weir Coeff. = 2.60 3.33 3.33 3.33 Invert El.(ft) = 0.00 0.00 0.00 0.00 Weir Type = Broad - - - Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope(°/a) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfl.(in/hr) = 1.700(by Contour) Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s). Stage/Storage/Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 66.00 - - - - 0.00 - - - 0.000 -- 0.000 2.00 422 68.00 - - - - 0.00 - -- - 0.015 - 0.015 4.00 1,618 70.00 - - -- - 1.84 - - -- 0.032 -- 1.871 6.00 12,437 72.00 - - - - 20.55 - - -- 0.394 - 20.95 Hydrograph Report 29 ' Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2013 by Autodesk, Inc.v10 Friday,01/17/2014 Hyd. No. 18 SB #3 Hydrograph type = Reservoir Peak discharge = 0.000 cfs ' Storm frequency = 2 yrs Time to peak = 790 min Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 4 -Area #4 Max. Elevation = 68.15 ft ' Reservoir name = Stilling Basin #3 Max. Storage = 602 cuft Storage Indication method used. Exfiltration extracted from Outflow. Q (cfs) SB #3 Q (cfs) Hyd. No. 18--2 Year 0.45 _ _ 0.45 0.40 0.40 0.35 0.35 1 0.30 0.30 ' 0.25 _ 0.25 ' 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 2400 1 - Hyd No. 18 Hyd No. 4 Total storage used= 602 cult Time(min) ' Pond Report 30 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 ' Pond No.3- Stilling Basin#3 Pond Data Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation=66.00 ft ' Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cult) ' 0.00 66.00 68 0 0 2.00 68.00 432 500 500 4.00 70.00 945 1,377 1,877 6.00 72.00 10,000 10,945 12,822 iCulvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] ' Rise(in) = 0.00 0.00 0.00 0.00 Crest Len(ft) = 2.00 0.00 0.00 0.00 Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 69.50 0.00 0.00 0.00 No.Barrels = 0 0 0 0 Weir Coeff. = 2.60 3.33 3.33 3.33 Invert El.(ft) = 0.00 0.00 0.00 0.00 Weir Type = Broad - - - Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope(%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 1.700(by Contour) Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 ' Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s). Stage/Storage/Discharge Table Stage Storage Elevation Clv A Civ B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 66.00 - - - - 0.00 - - - 0.000 --- 0.000 2.00 500 68.00 - - - - 0.00 - - - 0.017 --- 0.017 4.00 1,877 70.00 -- - - - 1.84 - - - 0.037 -- 1.876 6.00 12,822 72.00 - - - - 20.55 - - - 0.394 - 20.95 I I I I I I Hydrograph Report 31 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 19 ' Wetlands Downstream Hydrograph type = Combine Peak discharge = 0.082 cfs ' Storm frequency = 2 yrs Time to peak = 748 min Time interval = 2 min Hyd. volume = 795 cuft Inflow hyds. = 9, 12, 14 Contrib. drain. area = 0.890 ac Wetlands Downstream Q (cfs) Hyd. No. 19--2 Year Q (cfs) 0.10 0.10 0.09 0.09 0.08 _ 0.08 0.07 0.07 0.06 0.06 ' 0.05 0.05 0.04 _ 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Time(min) Hyd No. 19 Hyd No. 9 - Hyd No. 12 Hyd No. 14 1 Hydrograph Report 32 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 20 ' Into Detention Pond Hydrograph type = Combine Peak discharge = 1.414 cfs Storm frequency = 2 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 7,053 cuft Inflow hyds. = 2, 3, 17, 18 Contrib. drain. area = 2.180 ac Into Detention Pond Q (cfs) Hyd. No. 20--2 Year Q (cfs) 2.00 2.00 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 20 Hyd No. 2 Hyd No. 3 Hyd No. 17 Time(min) Hyd No. 18 Hydrograph Report 33 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 21 ' To drywell Hydrograph type = Combine Peak discharge = 2.127 cfs ' Storm frequency = 2 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 8,686 cuft Inflow hyds. = 1, 5, 6, 13 Contrib. drain. area = 1.610 ac 1 To drywell Q (cfs) Q (cfs) Hyd. No. 21 --2 Year ' 3.00 3.00 2.00 2.00 1 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 21 - Hyd No. 1 - Hyd No. 5 - Hyd No. 6 Time(min) Hyd No. 13 1 Hydrograph Report 34 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 31D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 22 to sb1 Hydrograph type = Combine Peak discharge = 3.149 cfs ' Storm frequency = 2 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 12,945 cuft Inflow hyds. = 16, 21 Contrib. drain. area = 0.000 ac Q (cfs) to sb1 Q (cfs) Hyd. No. 22--2 Year ' 4.00 4.00 ' 3.00 3.00 ' 2.00 _ 2.00 ' 1.00 1.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 22 Hyd No. 16 Hyd No. 21 Time(min) 35 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 23 SB #1 Hydrograph type = Reservoir Peak discharge = 1.133 cfs Storm frequency = 2 yrs Time to peak = 752 min Time interval = 2 min Hyd. volume = 5,032 cuft Inflow hyd. No. = 22 - to sb1 Max. Elevation = 69.86 ft Reservoir name = Stilling Basin #1 Max. Storage = 5,530 cuft Storage Indication method used. Exfiltration extracted from Outflow. SB #1 Q (cfs) Hyd. No. 23--2 Year Q (cfs) 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 Time(min) - Hyd No. 23 Hyd No. 22 1-TTTTI-I Total storage used = 5,530 cuft Pond Report 36 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Pond No. 1 - Stilling Basin#1 Pond Data Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation=64.00 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 64.00 236 0 0 2.00 66.00 557 793 793 4.00 68.00 1,228 1,785 2,578 6.00 70.00 1,952 3,180 5,758 8.00 72.00 10,000 11,952 17,710 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsrl [A] [B] [C] [D] Rise(in) = 0.00 0.00 0.00 0.00 Crest Len(ft) = 2.00 0.00 0.00 0.00 Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 69.50 0.00 0.00 0.00 No.Barrels = 0 0 0 0 Weir Coeff. = 2.60 3.33 3.33 3.33 Invert El.(ft) = 0.00 0.00 0.00 0.00 Weir Type = Broad Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope(°/a) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 1.700(by Contour) II Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 1 Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(a). I Stage/Storage/Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 64.00 - - - - 0.00 - - - 0.000 - 0.000 2.00 793 66.00 - - - - 0.00 - - - 0.022 - 0.022 4.00 2,758 70.00 - - - - 1.84 - - - 0.077 - 1.915 6.00 5,758 70.00 1.84 0.077 - 1.915 8.00 17,710 72.00 20.55 0.394 - 20.95 I I 1 I I I Hydrograph Report 37 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A 0 Friday,01/17!2014 Hyd. No. 24 ' into D Pond Hydrograph type = Combine Peak discharge = 1.864 cfs Storm frequency = 2 yrs Time to peak = 750 min Time interval = 2 min Hyd. volume = 12,085 cuft Inflow hyds. = 20, 23 Contrib. drain. area = 0.000 ac into D Pond Q (cfs) Hyd. No. 24--2 Year Q (cfs) ' 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 24 Hyd No. 20 - Hyd No. 23 Time(min) Hydrograph Report 38 IHydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 25 ID Pond Hydrograph type = Reservoir Peak discharge = 0.307 cfs Storm frequency = 2 yrs Time to peak = 896 min ITime interval = 2 min Hyd. volume = 12,075 cuft Inflow hyd. No. = 24 - into D Pond Max. Elevation = 64.51 ft Reservoir name = Detention Basin Max. Storage = 5,808 cuft I Storage Indication method used. I I Q (cfs) D Pond Q (cfs) Hyd. No. 25--2 Year I2.00 2.00 I I I i 1.00 1.00 1 I I 0.00 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 Hyd No. 25 Hyd No. 24 �1 Total storage used= 5,808 cuft Time(min) I Pond Report 39 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 ' Pond No.4- Detention Basin Pond Data Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation=62.66 ft ' Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) ' 0.00 62.66 10 0 0 3.34 66.00 6,255 10,463 10,463 5.34 68.00 14,709 20,964 31,427 6.34 69.00 19,091 16,900 48,327 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] ' Rise(in) = 3.00 Inactive 0.00 0.00 Crest Len(ft) = 7.33 0.00 0.00 0.00 Span(in) = 3.00 6.00 0.00 0.00 Crest El.(ft) = 68.00 0.00 0.00 0.00 No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 ' Invert El.(ft) = 62.70 64.00 0.00 0.00 Weir Type = Rect - - - Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope(%) = 0.00 0.00 0.00 n/a ' N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area) Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s). Stage/Storage/Discharge Table Stage Storage Elevation Civ A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 62.66 0.00 0.00 - - 0.00 - - - - - 0.000 3.34 10,463 66.00 0.42 is 0.00 - - 0.00 - - - -- -- 0.421 5.34 31,427 68.00 0.54 is 0.00 - - 0.00 - - -- -- - 0.538 6.34 48,327 69,00 0.59 is 0.00 - - 24,41 - - - - - 25.00 1 Hydrograph Report 40 ' Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. Zs ' Total Hydrograph type = Combine Peak discharge = 0.332 cfs Storm frequency = 2 yrs Time to peak = 876 min ' Time interval = 2 min Hyd. volume = 12,870 cuft Inflow hyds. = 19, 25 Contrib. drain. area = 0.000 ac Total ' Q (cfs) Hyd. No. 26--2 Year Q (cfs) ' 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 ' 0.30 0.30 ' 0.25 0.25 ' 0.20 _ 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 Time(min) - Hyd No. 26 Hyd No. 19 Hyd No. 25 ' Hydraflow Rainfall Report 41 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Return Intensity-Duration-Frequency Equation Coefficients(FHA) ' Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 ' 2 30.1225 6.6000 0.7676 3 0.0000 0.0000 0.0000 ' 5 52.3308 9.8000 0.8367 10 54.7383 10.8000 0.8016 ' 25 101.9813 15.8000 0.8971 50 98.1551 15.7000 0.8577 ' 100 106.5909 17.0000 0.8462 File name:Connecticut IDF.idf ' Intensity=B/(Tc+ D)^E ' Return Intensity Values(in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 ' 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 4.59 3.49 2.85 2.43 2.13 1.90 1.72 1.58 1.46 1.36 1.27 1.20 ' 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 5.49 4.30 3.57 3.06 2.69 2.40 2.17 1.99 1.84 1.71 1.60 1.50 ' 10 5.99 4.81 4.04 3.51 3.11 2.80 2.55 2.35 2.18 2.03 1.91 1.80 25 6.70 5.52 4.71 4.12 3.66 3.30 3.01 2.76 2.56 2.38 2.23 2.10 ' 50 7.30 6.06 5.20 4.57 4.09 3.70 3.38 3.12 2.90 2.71 2.54 2.40 100 7.79 6.55 5.68 5.02 4.51 4.10 3.76 3.48 3.24 3.04 2.86 2.70 ' Tc=time in minutes.Values may exceed 60. Preci .file name:Hartford County.pcp ' Rainfall Precipitation Table(in) Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 3.20 0.00 4.10 4.70 5.50 6.20 6.90 SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 Huff-3rd 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 lHydrograph Summary/ Report 42 + p Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 'Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cult) (ft) (cuft) ' 1 SCS Runoff 0.491 2 730 1,917 — — Area#1 ' 2 SCS Runoff 0.556 2 750 3,927 — — Area#2 3 SCS Runoff 2.550 2 728 9,784 — Area#3 ' 4 SCS Runoff 0.614 2 730 2,409 e Area#4 5 SCS Runoff 1.068 2 728 4,356 Area#5 6 SCS Runoff 2.169 2 728 8,317 Area#6 ' 7 SCS Runoff 0.994 2 728 4,055 — — Area#7 8 SCS Runoff 0.120 2 730 491 — — Area#8 9 SCS Runoff 0.329 2 734 1,743 -- Area#9 10 SCS Runoff 0.168 2 732 697 Area#11 11 SCS Runoff 1.282 2 730 5,218 — Area#12 12 SCS Runoff 0.047 2 746 298 — Area#13 13 SCS Runoff 0.252 2 736 1,232 — — --- Area#14 14 SCS Runoff 0.106 2 738 606 — — — Area#15 15 SCS Runoff 0.489 2 728 1,886 -- — Area#10 16 Combine 2.057 2 730 8,293 8, 10,11, — — To SB#1 15 17 Reservoir 0.830 2 734 1,668 7 69.80 1,494 SB#2 18 Reservoir 0.007 2 932 17 4 69.41 1,469 SB#3 19 Combine 0.473 2 736 2,647 9, 12,14, — Wetlands Downstream 20 Combine 3.479 2 730 15,396 2,3,17, — Into Detention Pond 18, 21 Combine 3.924 2 728 15,821 1,5,6, — To drywell 13, 22 Combine 5.958 2 730 24,114 16,21 — tosb1 23 Reservoir 3.731 2 740 15,772 22 70.30 7,540 SB#1 24 Combine 6.677 2 736 31,168 20,23 — into D Pond 25 Reservoir 0.472 2 944 31,157 24 66.81 18,955 D Pond 26 Combine 0.811 2 740 33,804 19,25 — -- Total Proposed - Revised.gpw Return Period: 10 Year Friday, 01 / 17/2014 Hydrograph Report 43 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 1 ' Area #1 Hydrograph type = SCS Runoff Peak discharge = 0.491 cfs Storm frequency = 10 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 1,917 cuft Drainage area = 0.260 ac Curve number = 72* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 4.70 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.090 x 98)+(0.120 x 61)+(0.054 x 55)]/0.260 Q (cfs) Area #1 Q (cfs) Hyd. No. 1 -- 10 Year ' 0.50 _ _ 0.50 ' 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 ' 0.25 0.25 ' 0.20 0.20 0.15 - _ _ 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 1 Time(min) 44 ' Hydrograph Report Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 2 Area #2 Hydrograph type _ SCS Runoff Peak discharge = 0.556 cfs Storm frequency = 10 yrs Time to peak = 750 min ' Time interval = 2 min Hyd. volume = 3,927 cuft Drainage area = 1.280 ac Curve number = 55* Basin Slope = 0.0 % Hydraulic length = 0 ft ' Tc method = TR55 Time of conc. (Tc) = 32.60 min Total precip. = 4.70 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(1.278 x 55)]!1.280 ' Q (cfs) Area #2 Hyd. No. 2-- 10 Year Q (cfs) 1.00 0.90 0.90 0.80 0.80 0.70 0.70 ' 0.60 _ - - 0.60 ' 0.50 - _ - 0.50 0.40 - 0.40 0.30 0.30 ' 0.20 0.20 0.10 0.10 ' 0.00 - - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 2 Time(min) 45 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.A Friday,01 /17/2014 Hyd. No. 3 Area #3 Hydrograph type = SCS Runoff Peak discharge = 2.550 cfs Storm frequency = 10 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 9,784 cuft Drainage area = 0.900 ac Curve number = 83* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 4.70 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.527 x 98)+(0.372 x 61)]/0.900 Area #3 Q (cfs) Hyd. No. 3-- 10 Year Q (cfs) 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 3 Time(min) Hydrograph Report 46 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 4 ' Area #4 Hydrograph type = SCS Runoff Peak discharge = 0.614 cfs ' Storm frequency = 10 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 2,409 cuft Drainage area = 0.340 ac Curve number = 71* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 4.70 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.109 x 98)+(0.115 x 61)+(0.115 x 55)]/0.340 Q (cfs) Area #4 Q (cfs) Hyd. No. 4-- 10 Year ' 1.00 _ 1.00 0.90 0.90 0.80 - 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 4 Time(min) Hydrograph Report 47 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 5 Area #5 Hydrograph type = SCS Runoff Peak discharge = 1.068 cfs Storm frequency = 10 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 4,356 cuft Drainage area = 0.290 ac Curve number = 94* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 4.70 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=f(0.260 x 98)+(0.030 x 61))/0.290 ' Q (cfs) Area #5 Hyd. No. 5-- 10 Year Q (cfs) ' 2.00 2.00 ' 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 5 Time(min) Hydrograph Report 48 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 6 ' Area #6 Hydrograph type = SCS Runoff Peak discharge = 2.169 cfs ' Storm frequency = 10 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 8,317 cuft Drainage area = 0.790 ac Curve number = 82* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 4.70 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.470 x 98)+(0.190 x 61)+(0.130 x 55)]/0.790 Q (cfs) Area #6 Q (cfs) Hyd. No. 6-- 10 Year ' 3.00 3.00 2.00 2.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 6 Time(min) Hydrograph Report 49 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Friday,01/17/2014 Hyd. No. 7 ' Area #7 Hydrograph type = SCS Runoff Peak discharge = 0.994 cfs Storm frequency = 10 yrs Time to peak = 728 min I'I , Time interval = 2 min Hyd. volume = 4,055 cuft Drainage area = 0.270 ac Curve number = 94* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 4.70 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.240 x 98)+(0.030 x 61)]/0.270 Area #7 Q (cfs) Q (cfs) Hyd. No. 7-- 10 Year 0.90 - 0.90 0.80 _ 0.80 0.70 0.70 ' 0.60 _ 0.60 ' 0.50 0.50 ' 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 7 Time(min) Hydrograph Report 50 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Friday,01/17/2014 Hyd. No. 8 ' Area #8 Hydrograph type = SCS Runoff Peak discharge = 0.120 cfs ' Storm frequency = 10 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 491 cuft Drainage area = 0.090 ac Curve number = 65* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 4.70 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)_[(0.010 x 98)+(0.081 x 61)]/0.090 ' Q (cfs) Area #8 Q (cfs) Hyd. No. 8-- 10 Year ' 0.50 0.50 ' 0.45 0.45 0.40 --- 0.40 0.35 0.35 0.30 0.30 ' 0.25 _ 0.25 ' 0.20 0.20 0.15 __ _ 0.15 0.10 0.10 : 0.05 0.05 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 8 Time(min) Hydrograph Report 51 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 9 ' Area #9 Hydrograph type = SCS Runoff Peak discharge = 0.329 cfs ' Storm frequency = 10 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 1,743 cuft Drainage area = 0.590 ac Curve number = 55* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.80 min Total precip. = 4.70 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.589 x 55)]/0.590 Area #9 Q (cfs) Hyd. No. 9-- 10 Year Q (cfs) ' 0.50 0.50 0.45 _- 0.45 0.40 _ 0.40 0.35 0.35 0.30 0.30 ' 0.25 0.25 ' 0.20 0.20 0.15 _ _ 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 9 Time(min) Hydrograph Report 52 Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk,Inc.A Friday,01/17/2014 Hyd. No. 10 ' Area #11 Hydrograph type = SCS Runoff Peak discharge = 0.168 cfs ' Storm frequency = 10 yrs Time to peak = 732 min Time interval = 2 min Hyd. volume = 697 cuft Drainage area = 0.100 ac Curve number = 72* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 14.70 min Total precip. = 4.70 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.030 x 98)+(0.071 x 61)]/0.100 Area #11 Q (cfs) Hyd. No. 10-- 10 Year Q (cfs) ' 0.50 0.50 ' 0.45 :. 0.45 0.40 0.40 0.35 0.35 0.30 0.30 ' 0.25 _ 0.25 ' 0.20 _ 0.20 0.15 _ _ 0.15 0.10 _ 0.10 0.05 0.05 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 10 Time(min) Hydrograph Report 53 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 11 ' Area #12 Hydrograph type = SCS Runoff Peak discharge = 1.282 cfs Storm frequency = 10 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 5,218 cuft Drainage area = 0.560 ac Curve number = 80* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 15.60 min Total precip. = 4.70 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.288 x 98)+(0.268 x 61)]/0.560 Area #12 Q (cfs) Hyd. No. 11 -- 10 Year Q (cfs) ' 2.00 2.00 1 ' 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 11 Time(min) Hydrograph Report 54 Hydraflow Hydrographs Extension for AutoCAD®Civil 31D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 12 ' Area #13 Hydrograph type = SCS Runoff Peak discharge = 0.047 cfs ' Storm frequency = 10 yrs Time to peak = 746 min Time interval = 2 min Hyd. volume = 298 cuft Drainage area = 0.100 ac Curve number = 55* ' Basin Slope = 0.0 % Hydraulic length = Oft Tc method = TR55 Time of conc. (Tc) = 25.00 min Total precip. = 4.70 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.096 x 55)]!0.100 Area #13 Q (cfs) Hyd. No. 12-- 10 Year Q (cfs) ' 0.10 _ 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 ' 0.05 _ 0.05 0.04 0.04 0.03 0.03 : 0.02 0.02 0.01 0.01 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) Hyd No. 12 Hydrograph Report 55 ' Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Friday,01/1712014 Hyd. No. 13 ' Area #14 Hydrograph type = SCS Runoff Peak discharge = 0.252 cfs ' Storm frequency = 10 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 1,232 cuft Drainage area = 0.270 ac Curve number = 62* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.70 min Total precip. = 4.70 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.027 x 98)+(0.141 x 61)+(0.100 x 55)]/0.270 Area #14 Q (cfs) Q (cfs) Hyd. No. 13-- 10 Year 0.50 0.45 0.45 0.40 _ 0.40 0.35 0.35 0.30 0.30 ' 0.25 0.25 ' 0.20 0.20 0.15 _ _ 0.15 0.10 0.10 0.05 0.05 0.00 _ 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 13 Time(min) 1 Hydrograph Report 56 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Friday,01/17/2014 Hyd. No. 14 Area #15 Hydrograph type = SCS Runoff Peak discharge = 0.106 cfs ' Storm frequency = 10 yrs Time to peak = 738 min Time interval = 2 min Hyd. volume = 606 cuft Drainage area = 0.200 ac Curve number = 55* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 18.10 min Total precip. = 4.70 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=[(0.203 x 55)]/0.200 Area #15 Q (cfs) Hyd. No. 14-- 10 Year0.50 -7 Q (cfs) 0.50 0.45 _ 0.45 0.40 - - 0.40 0.35 0.35 0.30 0.30 ' 0.25 - 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 _ 0.05 0.00 _ 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 — Hyd No. 14 Time(min) Hydrograph Report 57 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Friday,01/17/2014 Hyd. No. 15 ' Area #10 Hydrograph type = SCS Runoff Peak discharge = 0.489 cfs Storm frequency = 10 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 1,886 cuft Drainage area = 0.220 ac Curve number = 76* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 4.70 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.090 x 98)+(0.129 x 61)]/0.220 Area #10 Q (cfs) Q (cfs) Hyd. No. 15-- 10 Year ' 0.50 0.50 0.45 _ - 0.45 0.40 -- _ 0.40 0.35 0.35 0.30 0.30 ' 0.25 0.25 0.20 - 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Time(min) Hyd No. 15 Hydrograph Report 58 ' Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk, Inc.A Friday,01/17/2014 Hyd. No. 16 ' To SB #1 Hydrograph type = Combine Peak discharge = 2.057 cfs ' Storm frequency = 10 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 8,293 cult Inflow hyds. = 8, 10, 11, 15 Contrib. drain. area = 0.970 ac To SIB #1 Q (cfs) Q (cfs) Hyd. No. 16-- 10 Year 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 16 Hyd No. 8 Hyd No. 10 - Hyd No. 11 Time(min) Hyd No. 15 Hydrograph Report 59 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 17 SB #2 Hydrograph type = Reservoir Peak discharge = 0.830 efs Storm frequency = 10 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 1,668 cult Inflow hyd. No. = 7 -Area #7 Max. Elevation = 69.80 ft Reservoir name = Stilling Basin #2 Max. Storage = 1,494 cult Storage Indication method used. Exfiltration extracted from Outflow. SB #2 Q (cfs) Hyd. No. 17-- 10 Year Q (cfs) 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 Jill 0.60 - 0.50 0.50 0.40 0.40 0.30 - 0.30 0.20 - 0.20 - - 0.10 _ - - 0.10 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 Time(min) Hyd No. 17 Hyd No. 7 (�I Total storage used = 1,494 cuft ' Pond Report so Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Friday,01/17/2014 ' Pond No. 2- Stilling Basin#2 Pond Data Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation=66.00 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cult) Total storage(cuft) ' 0.00 66.00 45 0 0 2.00 68.00 377 422 422 4.00 70.00 819 1,196 1,618 6.00 72.00 10,000 10,819 12,437 ' Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsrl [A] [B] [C] [D] ' Rise(in) = 0.00 0.00 0.00 0.00 Crest Len(ft) = 2.00 0.00 0.00 0.00 Span(m) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 69.50 0.00 0.00 0.00 No.Barrels = 0 0 0 0 Weir Coeff. = 2.60 3.33 3.33 3.33 ' Invert El.(ft) = 0.00 0.00 0.00 0.00 Weir Type = Broad - - - Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope(%) = 0.00 0.00 0.00 n/a ' N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 1.700 (by Contour) Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 ' Note:Cuhtert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s). Stage/Storage/Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs ' 0.00 0 66.00 -- - - - 0.00 - - - 0.000 -- 0.000 2.00 422 68.00 - - -- - 0.00 - - - 0.015 -- 0.015 4.00 1,618 70.00 - - - -- 1.84 - - -- 0.032 -- 1.871 6.00 12,437 72.00 - - - - 20.55 - - - 0.394 - 20.95 Hydrograph Report 61 ' Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2013 by Autodesk,Inc.A 0 Friday,01/17/2014 Hyd. No. 18 SB #3 Hydrograph type = Reservoir Peak discharge = 0.007 cfs ' Storm frequency = 10 yrs Time to peak = 932 min Time interval = 2 min Hyd. volume = 17 cuft Inflow hyd. No. = 4 -Area #4 Max. Elevation = 69.41 ft ' Reservoir name = Stilling Basin #3 Max. Storage = 1,469 cult Storage Indication method used. Extiltration extracted from Outflow. ' Q (cfs) SB #3 Q (cfs) Hyd. No. 18-_ 10 Year 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 ' 0.50 0.50 ' 0.40 0.40 0.30 _ 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 Time(min) Hyd No. 18 Hyd No. 4 nL Total storage used= 1,469 cult ' Pond Report 62 Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 ' Pond No.3- Stilling Basin#3 Pond Data Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation=66.00 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 66.00 68 0 0 2.00 68.00 432 500 500 4.00 70.00 945 1,377 1,877 6.00 72.00 10,000 10,945 12,822 ' Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 0.00 0.00 0.00 0.00 Crest Len(ft) = 2.00 0.00 0.00 0.00 Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 69.50 0.00 0.00 0.00 ' No.Barrels = 0 0 0 0 Weir Coeff. = 2.60 3.33 3.33 3.33 Invert El.(ft) = 0.00 0.00 0.00 0.00 Weir Type = Broad Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope(%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 1.700 (by Contour) Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 ' Note:Culvertl0rifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s). Stage/Storage/Discharge Table Stage Storage Elevation Civ A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs ' 0.00 0 66.00 - - - -- 0.00 - -- - 0.000 -- 0.000 2.00 500 68.00 - - - - 0.00 - - - 0.017 -- 0.017 4.00 1,877 70.00 - - -- - 1.84 - - -- 0.037 -- 1,876 ' 6.00 12,822 72.00 - - - - 20.55 - - - 0.394 - 20.95 Hydrograph Report 63 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 19 Wetlands Downstream Hydrograph type = Combine Peak discharge = 0.473 cfs Storm frequency = 10 yrs Time to peak = 736 min ' Time interval = 2 min Hyd. volume = 2,647 cuft Inflow hyds. = 9, 12, 14 Contrib. drain. area = 0.890 ac Wetlands Downstream Q (cfs) Hyd. No. 19-- 10 Year Q (cfs) ' 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 ' 0.25 0.25 ' 0.20 _ 0.20 0.15 0.15 : 0.10 1A 1 0.10 0.05 0.05 1 0.00 _ 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 t Time(min) Hyd No. 19 Hyd No. 9 - Hyd No. 12 - Hyd No. 14 Hydrograph Report 64 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 20 ' Into Detention Pond Hydrograph type = Combine Peak discharge = 3.479 cfs Storm frequency = 10 yrs Time to peak = 730 min ' Time interval = 2 min Hyd. volume = 15,396 cuft Inflow hyds. = 2, 3, 17, 18 Contrib. drain. area = 2.180 ac ' Into Detention Pond Q (cfs) _ Q (cfs Hyd. No. 20 10 Year ) 4.00 ' 3.00 3.00 ' 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 20 Hyd No. 2 - Hyd No. 3 - Hyd No. 17 Time(min) Hyd No. 18 Hydrograph Report 65 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.A 0 Friday,01/17/2014 Hyd. No. 21 ' To drywell Hydrograph type = Combine Peak discharge = 3.924 cfs ' Storm frequency = 10 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 15,821 cuft Inflow hyds. = 1, 5, 6, 13 Contrib. drain. area = 1.610 ac t ' Q (cfs) To drywell Q cfs Hyd. No. 21 -- 10 Year ( ) ' 4.00 4.00 ' 3.00 3.00 ' 2.00 2.00 ' 1.00 1.00 0.00 - 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 21 Hyd No. 1 - Hyd No. 5 Hyd No. 6 Time(min) Hyd No. 13 Hydrograph Report ss ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Friday,01/17/2014 Hyd. No. 22 to sb1 Hydrograph type = Combine Peak discharge = 5.958 cfs ' Storm frequency = 10 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 24,114 cuft Inflow hyds. = 16, 21 Contrib. drain. area = 0.000 ac ' Q (cfs) to sb1 Q (cfs) Hyd. No. 22-- 10 Year 5.00 5.00 4.00 4.00 ' 3.00 - _ 3.00 2.00 2.00 1.00 1.00 ' 0.00 _ 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) Hyd No. 22 Hyd No. 16 Hyd No. 21 Hydrograph Report 67 ' Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2013 by Autodesk, Inc.v10 Friday,01/17/2014 Hyd. No. 23 ' SB #1 Hydrograph type = Reservoir Peak discharge = 3.731 cfs ' Storm frequency = 10 yrs Time to peak = 740 min Time interval = 2 min Hyd. volume = 15,772 cuft Inflow hyd. No. = 22 - to sb1 Max. Elevation = 70.30 ft ' Reservoir name = Stilling Basin #1 Max. Storage = 7,540 cuft Storage Indication method used. Exfiltration extracted from Outflow. SB #1Q (cfs) Q (cfs) Hyd. No. 23-- 10 Year 5.00 5.00 4.00 4.00 ' 3.00 3.00 2.00 2.00 1.00 _ 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 ' - Hyd No. 23 Hyd No. 22 �� Total storage used= 7,540 cuft Time(min) ' Pond Report 68 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Friday,01/17/2014 ' Pond No. 1 - Stilling Basin#1 Pond Data Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation=64.00 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cult) ' 0.00 64.00 236 0 0 2.00 66.00 557 793 793 4.00 68.00 1,228 1,785 2,578 6.00 70.00 1,952 3,180 5,758 8.00 72.00 10,000 11,952 17,710 Culvert/Orifice Structures Weir Structures ' [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 0.00 0.00 0.00 0.00 Crest Len(ft) = 2.00 0.00 0.00 0.00 Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 69.50 0.00 0.00 0.00 ' No.Barrels = 0 0 0 0 Weir Coeff. = 2.60 3.33 3.33 3.33 Invert El.(ft) = 0.00 0.00 0.00 0.00 Weir Type = Broad Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No ' Slope(%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 1.700(by Contour) Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 ' Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s). Stage/Storage/Discharge Table Stage Storage Elevation Clv,A Clv B Civ C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ' ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 64.00 - - -- - 0.00 - - -- 0.000 -- 0.000 2.00 793 66.00 - - - - 0.00 - -- - 0.022 - 0.022 4.00 2,758 70.00 - - - - 1.84 - - - 0.077 - 1.048 915 6.00 5,758 70.00 1.84 0.077 - 1.915 8.00 17,710 72.00 20.55 0.394 - 20.95 i 1 Hydrograph Report 69 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Friday,01/17/2014 Hyd. No. 24 ' into D Pond Hydrograph type = Combine Peak discharge = 6.677 cfs ' Storm frequency = 10 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 31,168 cuft Inflow hyds. = 20, 23 Contrib. drain. area = 0.000 ac into D Pond Q (cfs) Hyd. No. 24-- 10 Year Q (cfs) 7.00 ' 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 _ 2.00 1 ' 1.00 1.00 t0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Time(min) Hyd No. 24 Hyd No. 20 - Hyd No. 23 Hydrograph Report 70 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.00 Friday,01/17/2014 Hyd. No. 25 D Pond Hydrograph type = Reservoir Peak discharge = 0.472 cfs ' Storm frequency = 10 yrs Time to peak = 944 min Time interval = 2 min Hyd. volume = 31,157 cuft Inflow hyd. No. = 24 - into D Pond Max. Elevation = 66.81 ft ' Reservoir name = Detention Basin Max. Storage = 18,955 cuft Storage Indication method used. Q (cfs) D Pond Q (cfs) Hyd. No. 25-- 10 Year 7.00 7.00 ' 6.00 6.00 ' 5.00 5.00 4.00 4.00 3.00 3.00 2.00 _ 2.00 1 ' 1.00 1.00 ' 0.00 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 ' - Hyd No. 25 Hyd No. 24 � Total storage used = 18,955 cult Time(min) Pond Report 71 Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2013 by Autodesk, Inc.v10 Friday,01/17/2014 Pond No.4- Detention Basin Pond Data Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation=62.66 ft ' Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) ' 0.00 62.66 10 0 0 3.34 66.00 6,255 10,463 10,463 5.34 68.00 14,709 20,964 31,427 6.34 69.00 19,091 16,900 48,327 ' Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] ' Rise(in) = 3.00 Inactive 0.00 0.00 Crest Len(ft) = 7.33 0.00 0.00 0.00 Span(in) = 3.00 6.00 0.00 0.00 Crest El.(ft) = 68.00 0.00 0.00 0.00 No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 ' Invert El.(ft) = 62.70 64.00 0.00 0.00 Weir Type = Rect - - - Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope(%) = 0.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area) Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 Note:Culvert/0rifice outflows are analyzed under inlet(ic)and outlet(oc)control.Weir risers checked for orifice conditions(ic)and submergence(s). Stage/Storage/Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs ' 0.00 0 62.66 0.00 0.00 - - 0.00 - - - - -- 0.000 3.34 10,463 66.00 0.42 is 0.00 - -- 0.00 - - -- -- --- 0.421 5.34 31,427 68.00 0.54 is 0.00 - - 0.00 - - --- - - 0.538 ' 6.34 48,327 69.00 0.59 is 0.00 - - 24.41 - - - - -- 25.00 Hydrograph Report 72 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 26 Total Hydrograph type = Combine Peak discharge = 0.811 cfs ' Storm frequency = 10 yrs Time to peak = 740 min Time interval = 2 min Hyd. volume = 33,804 cuft Inflow hyds. = 19, 25 Contrib. drain. area = 0.000 ac Q (cfs) Total Q(cfs) Hyd. No. 26-- 10 Year 1.00 1.00 0.90 0.90 0.80 _ 0.80 0.70 0.70 0.60 0.60 ' 0.50 _ 0.50 ' 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 ' 0.00 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 ' Time(min) Hyd No. 26 Hyd No. 19 Hyd No. 25 Summary Re ort73 kydrograph Hydrallow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 yTHydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph oe flow interval Peak volume hyd(s) elevation strge used Description ) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 0.652 2 728 2,520 — -- — Area#1 2 SCS Runoff 0.907 2 748 5,830 — — Area#2 3 SCS Runoff 3.174 2 728 12,229 — — — Area#3 4 SCS Runoff 0.820 2 728 3,184 — — Area#4 5 SCS Runoff 1.265 2 728 5,213 — — Area#5 6 SCS Runoff 2.715 2 728 10,439 — Area#6 7 SCS Runoff 1.178 2 728 4,853 — — Area#7 8 SCS Runoff 0.169 2 730 672 — — Area#8 9 SCS Runoff 0.542 2 734 2,588 — — Area#9 10 SCS Runoff 0.223 2 732 917 Area#11 11 SCS Runoff 1.622 2 730 6,607 — — Area#12 12 SCS Runoff 0.077 2 742 443 — Area#13 13 SCS Runoff 0.368 2 734 1,721 — Area#14 14 SCS Runoff 0.174 2 736 900 — — Area#15 15 SCS Runoff 0.634 2 728 2,432 — --- Area#10 16 Combine 2.644 2 730 10,627 8, 10,11, --- ---- To SB#1 15 17 Reservoir 1.098 2 730 2,348 7 69.85 1,528 SB#2 18 Reservoir 0.105 2 770 636 4 69.53 1,552 SB#3 19 Combine 0.780 2 734 3,930 9, 12, 14, Wetlands Downstream 20 Combine 4.679 2 730 21,044 2,3,17, — — Into Detention Pond 18, 21 Combine 4.932 2 728 19,894 1,5,6, — To drywell 13, 22 Combine 7.540 2 730 30,521 16,21 — to sb1 23 Reservoir 5.118 2 738 21,951 22 70.49 8,668 SB#1 24 Combine 9.128 2 734 42,995 20,23 into D Pond 25 Reservoir 0.521 2 966 42,984 24 67.69 28,135 D Pond 26 Combine 1.175 2 738 46,914 19,25 — Total Proposed - Revised.gpw Return Period: 25 Year Friday, 01 / 17/2014 Hydrograph Report 74 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 31D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 1 ' Area #1 Hydrograph type = SCS Runoff Peak discharge = 0.652 cfs Storm frequency = 25 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 2,520 cuft Drainage area = 0.260 ac Curve number = 72* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.090 x 98)+(0.120 x 61)+(0.054 x 55))/0.260 Q (cfs) Area #1 Q (cfs) Hyd. No. 1 --25 Year 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 ' 0.50 0.50 0.40 0.40 0.30 - _ 0.30 0.20 0.20 0.10 LJ - 0.10 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 1 Time(min) Hydrograph Report 75 tHydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A 0 Friday,01/17!2014 Hyd. No. 2 Area #2 Hydrograph type = SCS Runoff Peak discharge = 0.907 cfs Storm frequency = 25 yrs Time to peak = 748 min Time interval = 2 min Hyd. volume = 5,830 cuft Drainage area = 1.280 ac Curve number = 55* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 32.60 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(1.278 x 55)]/1.280 Area #2 Q (cfs) Q (cfs) Hyd. No. 2--25 Year I , 1.00 _ 1.00 0.90 0.90 0.80 _ 0.80 0.70 0.70 ' 0.60 _ 0.60 ' 0.50 0.50 ' 0.40 0.40 0.30 _ 0.30 0.20 _ 0.20 0.10 0.10 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 2 Time(min) Hydrograph Report 76 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01 /17/2014 Hyd. No. 3 ' Area #3 Hydrograph type = SCS Runoff Peak discharge = 3.174 cfs Storm frequency = 25 yrs Time to peak = 728 min ' Time interval = 2 min Hyd. volume = 12,229 cuft Drainage area = 0.900 ac Curve number = 83* Basin Slope = 0.0 % Hydraulic length = 0 ft ' Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.527 x 98)+(0.372 x 61)]/0.900 ' Q (cfs) Area #3 Hyd. No. 3--25 Year Q (cfs) ' 4.00 4.00 ' 3.00 3.00 ' 2.00 2.00 ' 1.00 1.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 3 Time(min) Hydrograph Report 77 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 4 ' Area #4 Hydrograph type = SCS Runoff Peak discharge = 0.820 cfs Storm frequency = 25 yrs Time to peak = 728 min ' Time interval = 2 min Hyd. volume = 3,184 cuft Drainage area = 0.340 ac Curve number = 71* Basin Slope = 0.0 % Hydraulic length = 0 ft ' Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.109 x 98)+(0.115 x 61)+(0.115 x 55)]/0.340 Area #4 Q (cfs) Hyd. No. 4--25 Year Q (cfs) ' 1.00 1.00 0.90 0.90 0.80 _ 0.80 0.70 0.70 0.60 0.60 ' 0.50 0.50 ' 0.40 0.40 0.30 _ 0.30 0.20 0.20 0.10 0.10 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 4 Time(min) Hydrograph Report 78 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 5 ' Area #5 Hydrograph type = SCS Runoff Peak discharge = 1.265 cfs Storm frequency = 25 yrs Time to peak = 728 min ' Time interval = 2 min Hyd. volume = 5,213 cuft Drainage area = 0.290 ac Curve number = 94* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 5.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.260 x 98)+(0.030 x 61)]10.290 Area #5 Q (cfs) Hyd. No. 5--25 Year Q (cfs) ' 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 5 Time(min) Hydrograph Report 79 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 6 Area #6 Hydrograph type = SCS Runoff Peak discharge = 2.715 cfs Storm frequency = 25 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 10,439 cuft Drainage area = 0.790 ac Curve number = 82* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.470 x 98)+(0.190 x 61)+(0.130 x 55)]/0.790 Area #6 Q (cfs) Hyd. No. 6--25 Year Q (cfs) ' 3.00 3.00 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 6 Time(min) 1 Hydrograph Report 80 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17!2014 Hyd. No. 7 ' Area #7 Hydrograph type = SCS Runoff Peak discharge = 1.178 cfs Storm frequency = 25 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 4,853 cuft Drainage area = 0.270 ac Curve number = 94* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.240 x 98)+(0.030 x 61)]10.270 Area #7 Q (cfs) Hyd. No. 7--25 Year Q (cfs) ' 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 7 Time(min) Hydrograph Report 81 ' Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17 12014 Hyd. No. 8 ' Area #8 Hydrograph type = SCS Runoff Peak discharge = 0.169 cfs ' Storm frequency = 25 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 672 cuft Drainage area = 0.090 ac Curve number = 65* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.010 x 98)+(0.081 x 61)]/0.090 Q (cfs) Area #8 Q (cfs) Hyd. No. 8--25 Year ' 0.50 0.50 0.45 0.45 0.40 0.40 0.35 0.35 ' 0.30 0.30 ' 0.25 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 8 Time(min) Hydrograph Report 82 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 9 Area #9 Hydrograph type = SCS Runoff Peak discharge = 0.542 cfs ' Storm frequency = 25 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 2,588 cuft Drainage area = 0.590 ac Curve number = 55* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.80 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)_[(0.589 x 55)]/0.590 Area #9 Q (cfs) Hyd. No. 9--25 Year Q (cfs) 0.80 0.80 0.70 0.70 0.60 0.60 0.50 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 9 Time(min) Hydrograph Report 83 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 10 ' Area #11 Hydrograph type = SCS Runoff Peak discharge = 0.223 cfs ' Storm frequency = 25 yrs Time to peak = 732 min Time interval = 2 min Hyd. volume = 917 cuft Drainage area = 0.100 ac Curve number = 72* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 14.70 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.030 x 98)+(0.071 x 61)]/0.100 Area #11 Q (cfs) Hyd. No. 10--25 Year Q (cfs) 0.45 0.45 0.40 0.40 0.35 0.35 1 0.30 0.30 ' 0.25 0.25 ' 0.20 - - 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 10 Time(min) Hydrograph Report 84 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,0111712014 Hyd. No. 11 Area #12 Hydrograph type = SCS Runoff Peak discharge = 1.622 cfs ' Storm frequency = 25 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 6,607 cuft Drainage area = 0.560 ac Curve number = 80* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 15.60 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.288 x 98)+(0.268 x 61)]/0.560 Area #12 Q (cfs) Hyd. No. 11 --25 Year Q (cfs) 2.00 2.00 ' 1.00 1.00 1 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 11 Time(min) Hydrograph Report 85 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 31D®2013 by Autodesk,Inc.A 0 Friday,01/17/2014 Hyd. No. 12 ' Area #13 Hydrograph type = SCS Runoff Peak discharge = 0.077 cfs Storm frequency = 25 yrs Time to peak = 742 min Time interval = 2 min Hyd. volume = 443 cuft Drainage area = 0.100 ac Curve number = 55* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 25.00 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.096 x 55)]/0.100 Area #13 Q (cfs) Q (cfs) Hyd. No. 12--25 Year 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 ' 0.05 0.05 ' 0.04 0.04 0.03 _ _ 0.03 0.02 0.02 0.01 0.01 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 12 Time(min) Hydrograph Report 86 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Friday,01/17/2014 Hyd. No. 13 Area #14 Hydrograph type = SCS Runoff Peak discharge = 0.368 cfs Storm frequency = 25 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 1,721 cuft Drainage area = 0.270 ac Curve number = 62* Basin Slope = 0.0 % Hydraulic length = Oft Tc method = TR55 Time of conc. (Tc) = 19.70 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.027 x 98)+(0.141 x 61)+(0.100 x 55)]/0.270 Area #14 Q (cfs) Hyd. No. 13--25 Year Q (cfs) ' 0.50 _ 0.50 0.45 _ 0.45 0.40 0.40 0.35 0.35 0.30 0.30 ' 0.25 0.25 ' 0.20 0.20 0.15 _ 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 13 Time(min) Hydrograph Report 87 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.00 Friday,01/1712014 Hyd. No. 14 ' Area #15 Hydrograph type = SCS Runoff Peak discharge = 0.174 cfs ' Storm frequency = 25 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 900 cuft Drainage area = 0.200 ac Curve number = 55* ' Basin Slope = 0.0 % Hydraulic length = Oft Tc method = TR55 Time of conc. (Tc) = 18.10 min Total precip. = 5.50 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.203 x 55)]/0.200 Area #15 Q (cfs) Q (cfs) Hyd. No. 14--25 Year ' 0.50 0.50 0,45 _ 0.45 0.40 0.40 0.35 0.35 0.30 0.30 ' 0.25 0.25 ' 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 14 Time(min) Hydrograph Report 88 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17 12014 Hyd. No. 15 ' Area #10 Hydrograph type = SCS Runoff Peak discharge = 0.634 cfs Storm frequency = 25 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 2,432 cuft Drainage area = 0.220 ac Curve number = 76* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 5.50 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)=f(0.090 x 98)+(0.129 x 61)]/0.220 ' Area #10 Q (cfs) Q cfs Hyd. No. 15--25 Year ( ) ' 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 ' 0.50 0.50 ' 0.40 _ 0.40 0.30 _ 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Time(min) Hyd No. 15 Hydrograph Report 89 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 16 ' To SB #1 Hydrograph type = Combine Peak discharge = 2.644 cfs Storm frequency = 25 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 10,627 cuft Inflow hyds. = 8, 10, 11, 15 Contrib. drain. area = 0.970 ac To SIB #1 Q (cfs) Hyd. No. 16--25 Year Q (cfs) ' 3.00 3.00 2.00 2.00 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1 - Hyd No. 16 Hyd No. 8 - Hyd No. 10 - Hyd No. 11 Time(min) Hyd No. 15 Hydrograph Report 90 ' Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2013 by Autodesk,Inc.A 0 Friday,01/17/2014 Hyd. No. 17 ' SB #2 Hydrograph type = Reservoir Peak discharge = 1.098 cfs Storm frequency = 25 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 2,348 cuft Inflow hyd. No. = 7 -Area #7 Max. Elevation = 69.85 ft ' Reservoir name = Stilling Basin #2 Max. Storage = 1,528 cuft Storage Indication method used. Exfiltration extracted from Outflow. ' Q (cfs) SB #2 Hyd. No. 17--25 Year Q (cfs) ' 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 ' Time(min) - Hyd No. 17 Hyd No. 7 Total storage used = 1,528 cuft Hydrograph Report 91 ' Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2013 by Autodesk, Inc.00 Friday,01/17/2014 Hyd. No. 18 ' SB #3 Hydrograph type = Reservoir Peak discharge = 0.105 cfs ' Storm frequency = 25 yrs Time to peak = 770 min Time interval = 2 min Hyd. volume = 636 cuft Inflow hyd. No. = 4 -Area #4 Max. Elevation = 69.53 ft Reservoir name = Stilling Basin #3 Max. Storage = 1,552 cuft Storage Indication method used. Exfiltration extracted from Outflow. ' SB #3 Q (cfs) Hyd. No. 18--25 Year Q (cfs) 1.00 _. : 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 ' 0.50 0.50 ' 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 0.00 _ _ 0.00 0 120 240 360 480 600 720 840 960 1080 ' Time(min) - Hyd No. 18 Hyd No. 4 FFFFFF] Total storage used= 1,552 cuft ' Hydrograph Report 92 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Friday,01/17/2014 Hyd. No. 19 ' Wetlands Downstream Hydrograph type = Combine Peak discharge = 0.780 cfs Storm frequency = 25 yrs Time to peak = 734 min ' Time interval = 2 min Hyd. volume = 3,930 cuft Inflow hyds. = 9, 12, 14 Contrib. drain. area = 0.890 ac Wetlands Downstream Q (cfs) Hyd. No. 19--25 Year Q (cfs) ' 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 0.60 ' 0.50 _ 0.50 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) Hyd No. 19 Hyd No. 9 Hyd No. 12 Hyd No. 14 Hydrograph Report 93 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.00 Friday,01/17/2014 Hyd. No. 20 ' Into Detention Pond Hydrograph type = Combine Peak discharge = 4.679 cfs Storm frequency = 25 yrs Time to peak = 730 min ' Time interval = 2 min Hyd. volume = 21,044 cuft Inflow hyds. = 2, 3, 17, 18 Contrib. drain. area = 2.180 ac ' Into Detention Pond Q (cfs) Q (cfs) Hyd. No. 20--25 Year 5.00 5.00 4.00 4.00 3.00 - 3.00 - ' 2.00 2.00 1.00 1.00 ' 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Time(min) Hyd No. 20 - Hyd No. 2 Hyd No. 3 - Hyd No. 17 Hyd No. 18 ' Hydrograph Report 94 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01117/2014 Hyd. No. 21 To drywell Hydrograph type = Combine Peak discharge = 4.932 cfs Storm frequency = 25 yrs Time to peak = 728 min ' Time interval = 2 min Hyd. volume = 19,894 cuft Inflow hyds. = 1, 5, 6, 13 Contrib. drain. area = 1.610 ac ' Q (cfs To drywell Q (cfs) Hyd. No. 21 --25 Year 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 ALL - 01111111111111116 L ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 21 Hyd No. 1 Hyd No. 5 Hyd No. 6 Time(min) Hyd No. 13 Hydrograph Report 95 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Friday,01/17/2014 Hyd. No. 22 ' tosb1 Hydrograph type = Combine Peak discharge = 7.540 cfs Storm frequency = 25 yrs Time to peak = 730 min ' Time interval = 2 min Hyd. volume = 30,521 cuft Inflow hyds. = 16, 21 Contrib. drain. area = 0.000 ac to sb1 Q (cfs) Hyd. No. 22--25 Year Q (cfs) 8.00 8.00 ' 6.00 6.00 ' 4.00 4.00 1 ' 2.00 2.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) Hyd No. 22 Hyd No. 16 - Hyd No. 21 Hydrograph Report 96 ' Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2013 by Autodesk, Inc.v10 Friday,01/17/2014 Hyd. No. 23 ' SB #1 Hydrograph type = Reservoir Peak discharge = 5.118 cfs ' Storm frequency = 25 yrs Time to peak = 738 min Time interval = 2 min Hyd. volume = 21,951 cuft Inflow hyd. No. = 22 - to sb1 Max. Elevation = 70.49 ft ' Reservoir name = Stilling Basin #1 Max. Storage = 8,668 cuft Storage Indication method used. Exfiltration extracted from Outflow. Q (cfs) SIB #1 Q (cfs) Hyd. No. 23—25 Year 8.00 8.00 ' 6.00 6.00 4.00 4.00 ' 2.00 2.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 Time(min) Hyd No. 23 Hyd No. 22 LL= Total storage used= 8,668 cuft Hydrograph Report 97 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/1712014 Hyd. No. 24 ' into D Pond Hydrograph type = Combine Peak discharge = 9.128 cfs Storm frequency = 25 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 42,995 cuft Inflow hyds. = 20, 23 Contrib. drain. area = 0.000 ac into D Pond Q (cfs) Hyd. No. 24--25 Year Q (cfs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1 Hyd No. 24 Hyd No. 20 Hyd No. 23 Time(min) Hydrograph Report 98 1 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 25 D Pond Hydrograph type = Reservoir Peak discharge = 0.521 cfs ' Storm frequency = 25 yrs Time to peak = 966 min Time interval = 2 min Hyd. volume = 42,984 cuft Inflow hyd. No. = 24 - into D Pond Max. Elevation = 67.69 ft Reservoir name = Detention Basin Max. Storage = 28,135 cuft Storage Indication method used. ' Q (cfs) D Pond Q (cfs) Hyd. No. 25--25 Year ' 10.00 10.00 8.00 8.00 6.00 6.00 ' 4.00 4.00 2.00 2.00 ' 0.00 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120 ' - Hyd No. 25 Hyd No. 24 [L� Total storage used = 28,135 cuff Time(min) Hydrograph Report 99 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D9)2013 by Autodesk,Inc.v10 Friday,01 /17/2014 Hyd. No. 26 ' Total Hydrograph type = Combine Peak discharge = 1.175 cfs ' Storm frequency = 25 yrs Time to peak = 738 min Time interval = 2 min Hyd. volume = 46,914 cuft Inflow hyds. = 19, 25 Contrib. drain. area = 0.000 ac Q (cfs) Total Q (cfs) Hyd. No. 26--25 Year ' 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 Time(min) - Hyd No. 26 Hyd No. 19 - Hyd No. 25 lHydrograph Summary/ Re ort100 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 'Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cult) (ft) (cuft) ' 1 SCS Runoff 0.950 2 728 3,644 — — Area#1 2 SCS Runoff 1.630 2 746 9,694 — Area#2 3 SCS Runoff 4.273 2 728 16,621 — — — Area#3 4 SCS Runoff 1.207 2 728 4,632 — — Area#4 5 SCS Runoff 1.609 2 728 6,719 — Area#5 6 SCS Runoff 3.679 2 728 14,262 — — Area#6 7 SCS Runoff 1.498 2 728 6,255 — — Area#7 8 SCS Runoff 0.262 2 730 1,019 — — — Area#8 9 SCS Runoff 0.985 2 732 4,303 — Area#9 10 SCS Runoff 0.325 2 730 1,325 — — — Area#11 11 SCS Runoff 2.227 2 730 9,122 Area#12 12 SCS Runoff 0.139 2 740 736 -- — Area#13 13 SCS Runoff 0.592 2 734 2,673 — -- — Area#14 14 SCS Runoff 0.314 2 734 1,496 — Area#15 15 SCS Runoff 0.895 2 728 3,433 ----- — Area#10 16 Combine 3.699 2 730 14,899 8, 10,11, — — To SB#1 15 17 Reservoir 1.423 2 730 3,573 7 69.92 1,567 SB#2 18 Reservoir 0.710 2 740 1,887 4 69.76 1,711 SB#3 19 Combine 1.409 2 734 6,535 9, 12,14, — Wetlands Downstream 20 Combine 6.585 2 730 31,776 2,3,17, Into Detention Pond 18, 21 Combine 6.738 2 728 27,298 1,5,6, — -- To drywell 13, 22 Combine 10.38 2 730 42,197 16,21 to sb1 23 Reservoir 7.472 2 738 33,243 22 70.77 10,374 SB#1 24 Combine 13.68 2 736 65,018 20,23 into D Pond 25 Reservoir 2.899 2 788 65,008 24 68.21 34,961 D Pond 26 Combine 3.148 2 788 71,543 19,25 Total Proposed -Revised.gpw Return Period: 100 Year Friday, 01 / 17/2014 Hydrograph Report 101 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 1 Area #1 Hydrograph type = SCS Runoff Peak discharge = 0.950 cfs ' Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 3,644 cuft Drainage area = 0.260 ac Curve number = 72* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total preclp. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.090 x 98)+(0.120 x 61)+(0.054 x 55)]/0.260 ' Q (cfs) Area#1 Q (cfs) Hyd. No. 1 -- 100 Year 1.00 1.00 I' 0.90 0.90 0.80 0.80 0.70 0.70 - - - 0.60 0.60 ' 0.50 0.50 ' 0.40 0.40 0.30 0.30 0.20 0.20 0.10 0.10 ' 0.00 - - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 1 Time(min) Hydrograph Report 102 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Friday,01/17/2014 Hyd. No. 2 ' Area #2 Hydrograph type = SCS Runoff Peak discharge = 1.630 cfs ' Storm frequency = 100 yrs Time to peak = 746 min Time interval = 2 min Hyd. volume = 9,694 cuft Drainage area = 1.280 ac Curve number = 55* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 32.60 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(1.278 x 55)]/1.280 Area #2 Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs) ' 2.00 2.00 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 2 Time(min) Hydrograph Report 103 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17!2014 Hyd. No. 3 Area #3 Hydrograph type = SCS Runoff Peak discharge = 4.273 cfs ' Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 16,621 cuft Drainage area = 0.900 ac Curve number = 83* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.527 x 98)+(0.372 x 61)]/0.900 Area #3 Q (cfs) Hyd. No. 3-- 100 Year Q (cfs) ' 5.00 5.00 4.00 4.00 3.00 3.00 ' 2.00 2.00 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 3 Time(min) Hydrograph Report 104 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 4 Area #4 Hydrograph type = SCS Runoff Peak discharge = 1.207 cfs Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 4,632 cuft Drainage area = 0.340 ac Curve number = 71* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.109 x 98)+(0.115 x 61)+(0.115 x 55)]/0.340 Area #4 Q (cfs) Hyd. No. 4-- 100 Year Q (cfs) ' 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 4 Time(min) Hydrograph Report 105 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 5 ' Area #5 Hydrograph type = SCS Runoff Peak discharge = 1.609 cfs Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 6,719 cuft Drainage area = 0.290 ac Curve number = 94* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.260 x 98)+(0.030 x 61)]/0.290 Q (cfs) Area #5 Q (cfs) Hyd. No. 5-- 100 Year 2.00 2.00 ' 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 5 Time(min) Hydrograph Report 106 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Friday,01/17/2014 Hyd. No. 6 ' Area #6 Hydrograph type = SCS Runoff Peak discharge = 3.679 cfs ' Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 14,262 cuft Drainage area = 0.790 ac Curve number = 82* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)_[(0.470 x 98)+(0.190 x 61)+(0.130 x 55)]/0.790 Q (cfs) Area #6 Q (cfs) Hyd. No. 6 -- 100 Year ' 3.00 3.00 ' 2.00 2.00 - ' 1.00 1.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 6 Time(min) 1 1 Hydrograph Report 107 1 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01117 12014 Hyd. No. 7 1 Area #7 Hydrograph type = SCS Runoff Peak discharge = 1.498 cfs ' Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 6,255 cuft Drainage area = 0.270 ac Curve number = 94* 1 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.240 x 98)+(0.030 x 61)110.270 Area #7 Q (cfs) Hyd. No. 7-- 100 Year Q (cfs) ' 2.00 2.00 1 1.00 1.00 1 1 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1 - Hyd No. 7 Time(min) 1 Hydrograph Report 108 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.00 Friday,01/17/2014 Hyd. No. 8 ' Area #8 Hydrograph type = SCS Runoff Peak discharge = 0.262 cfs ' Storm frequency = 100 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 1,019 cuft Drainage area = 0.090 ac Curve number = 65* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.010 x 98)+(0.081 x 61)]10.090 Area #8 Q (cfs) Hyd. No. 8 e 100 Year Q (cfs) 0.50 0.50 - 0.45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 ' 0.25 0.25 ' 0.20 - 0.20 0.15 0.15 0.10 0.10 0.05 0.05 ' 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 8 Time(min) Hydrograph Report 109 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 9 ' Area #9 Hydrograph type = SCS Runoff Peak discharge = 0.985 cfs ' Storm frequency = 100 yrs Time to peak = 732 min Time interval = 2 min Hyd. volume = 4,303 cuft Drainage area = 0.590 ac Curve number = 55* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 13.80 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)_[(0.589 x 55)]/0.590 Area #9 Q (cfs) Hyd. No. 9-- 100 Year Q (cfs) 1.00 1.00 0.90 0.90 0.80 - _- - - -- 0.80 0.70 0.70 ' 0.60 0.60 ' 0.50 0.50 ' 0.40 0.40 0.30 - 0.30 0.20 0.20 0.10 0.10 L) ' 0.00 - 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 9 Time(min) Hydrograph Report 110 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 10 ' Area #11 Hydrograph type = SCS Runoff Peak discharge = 0.325 cfs ' Storm frequency = 100 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 1,325 cuft Drainage area = 0.100 ac Curve number = 72* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 14.70 min Total precip. = 6.90 in Distribution = Type Ili ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.030 x 98)+(0.071 x 61)]/0.100 Area #11 Q (cfs) Q (cfs) Hyd. No. 10-- 100 Year 0.50 0.50 0.45 0.45 - - 0.40 0.35 0.35 0.30 0.30 0.25 _ 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0.00 1 1 1 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 10 Time(min) Hydrograph Report 111 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A 0 Friday,01/17/2014 Hyd. No. 11 ' Area #12 Hydrograph type = SCS Runoff Peak discharge = 2.227 cfs Storm frequency = 100 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 9,122 cuft Drainage area = 0.560 ac Curve number = 80* Basin Slope = 0.0 % Hydraulic length = Oft Tc method = TR55 Time of conc. (Tc) = 15.60 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.288 x 98)+(0.268 x 61)]/0.560 Area #12 Q (cfs) Hyd. No. 11 -- 100 Year Q (cfs) ' 3.00 3.00 2.00 2.00 ' 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 - Hyd No. 11 Time(min) Hydrograph Report 112 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 12 ' Area #13 Hydrograph type = SCS Runoff Peak discharge = 0.139 cfs Storm frequency = 100 yrs Time to peak = 740 min Time interval = 2 min Hyd. volume = 736 cuft Drainage area = 0.100 ac Curve number = 55* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 25.00 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.096 x 55)]/0.100 Area #13 Q (cfs) Q (cfs) Hyd. No. 12-- 100 Year 0.50 _ 0.50 0.45 0.45 1 0.40 0.40 0.35 0.35 0.30 0.30 ' 0.25 - 0.25 0.20 0.20 0.15 0.15 0.10 0.10 0.05 0.05 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 12 Time(min) Hydrograph Report 113 ' Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 13 ' Area #14 Hydrograph type = SCS Runoff Peak discharge = 0.592 cfs ' Storm frequency = 100 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 2,673 cult Drainage area = 0.270 ac Curve number = 62* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 19.70 min Total precip. = 6.90 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.027 x 98)+(0.141 x 61)+(0.100 x 55)]!0.270 Area #14 Q (cfs) Hyd. No. 13-_ 100 Year Q MS) ' 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 0.60 ' 0.50 0.50 0.40 0.40 0.30 _ 0.30 0.20 0.20 0.10 0.10 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 13 Time(min) Hydrograph Report 114 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Friday,01/17/2014 Hyd. No. 14 ' Area #15 Hydrograph type = SCS Runoff Peak discharge = 0.314 cfs Storm frequency = 100 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 1,496 cuft Drainage area = 0.200 ac Curve number = 55* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = TR55 Time of conc. (Tc) = 18.10 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.203 x 55)]/0.200 Area #15 Q (cfs) Hyd. No. 14-- 100 Year Q (cfs) 0.50 0.50 0,45 0.45 0.40 0.40 0.35 0.35 0.30 0.30 ' 0.25 0.25 0.20 _ 0.20 0.15 0.15 0.10 0.10 0.05 0.05 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Hyd No. 14 Time(min) i 115 Hydrograph Report ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 15 Area #10 Hydrograph type = SCS Runoff Peak discharge = 0.895 cfs Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 3,433 cuft Drainage area = 0.220 ac Curve number = 76* ' Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 10.00 min Total precip. = 6.90 in Distribution = Type III ' Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.090 x 98)+(0.129 x 61)]/0.220 Area #10 Q (cfs) Hyd. No. 15-- 100 Year Q (cfs) ' 1.00 1.00 0.90 0.90 0.80 0.80 0.70 0.70 ' 0.60 0.60 ' 0.50 __ 0.50 ' 0.40 - 0.40 0.30 0.30 0.20 0.20 0.10 0.10 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 15 Time(min) Hydrograph Report 116 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01 /17/2014 Hyd. No. 16 ' To SIB #1 Hydrograph type = Combine Peak discharge = 3.699 cfs ' Storm frequency = 100 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 14,899 cuft Inflow hyds. = 8, 10, 11, 15 Contrib. drain. area = 0.970 ac To SIB#1 Q (cfs) Q (cfs) Hyd. No. 16-- 100 Year ' 4.00 4.00 ' 3.00 3.00 2.00 2.00 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 16 Hyd No. 8 Hyd No. 10 - Hyd No. 11 Time(min) Hyd No. 15 i Hydrograph Report 117 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 17 SB #2 Hydrograph type = Reservoir Peak discharge = 1.423 cfs ' Storm frequency = 100 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 3,573 cuft Inflow hyd. No. = 7 -Area #7 Max. Elevation = 69.92 ft ' Reservoir name = Stilling Basin #2 Max. Storage = 1,567 cuft Storage Indication method used. Exfiftration extracted from Outflow. Q (cfs) SB #2 Q (cfs) Hyd. No. 17-- 100 Year ' 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 ' - Hyd No. 17 Hyd No. 7 �,' Total storage used= 1,567 cult Time(min) Hydrograph Report 118 ' Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 18 ' SB #3 Hydrograph type = Reservoir Peak discharge = 0.710 cfs ' Storm frequency = 100 yrs Time to peak = 740 min Time interval = 2 min Hyd. volume = 1,887 cuft Inflow hyd. No. = 4 -Area #4 Max. Elevation = 69.76 ft ' Reservoir name = Stilling Basin #3 Max. Storage = 1,711 cuft Storage Indication method used. Exfiltration extracted from Outflow. iSIB #3 Q (cfs) Hyd. No. 18-- 100 Year Q (cfs) ' 2.00 2.00 ' 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 ' Hyd No. 18 Hyd No. 4 [� Total storage used= 1,711 cuft Time(min) Hydrograph Report 119 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01117/2014 Hyd. No. 19 Wetlands Downstream Hydrograph type = Combine Peak discharge = 1.409 cfs Storm frequency = 100 yrs Time to peak = 734 min Time interval = 2 min Hyd. volume = 6,535 cuft Inflow hyds. = 9, 12, 14 Contrib. drain. area = 0.890 ac ' Wetlands Downstream Q (cfs) __ Q (cfs) Hyd. No. 19 100 Year ' 2.00 2.00 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Time(min) Hyd No. 19 Hyd No. 9 Hyd No. 12 Hyd No. 14 Hydrograph Report 120 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Friday,01/17/2014 Hyd. No. 20 Into Detention Pond Hydrograph type = Combine Peak discharge = 6.585 cfs Storm frequency = 100 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 31,776 cuft Inflow hyds. = 2, 3, 17, 18 Contrib. drain. area = 2.180 ac Into Detention Pond Q (cfs) Q (cfs) Hyd. No. 20-- 100 Year ' 7.00 7.00 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' - Hyd No. 20 Hyd No. 2 - Hyd No. 3 - Hyd No. 17 Time(min) Hyd No. 18 Hydrograph Report 121 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 31D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 21 ' To drywell Hydrograph type = Combine Peak discharge = 6.738 cfs ' Storm frequency = 100 yrs Time to peak = 728 min Time interval = 2 min Hyd. volume = 27,298 cuft Inflow hyds. = 1, 5, 6, 13 Contrib. drain. area = 1.610 ac To drywell Q (cfs) Hyd. No. 21 -- 100 Year Q (cfs) 7.00 7.00 6.00 6.00 5.00 _ 5.00 4.00 4.00 3.00 3.00 2.00 _ 2.00 ' 1.00 1.00 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 21 Hyd No. 1 Hyd No. 5 - Hyd No. 6 Time(min) Hyd No. 13 Hydrograph Report 122 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Friday,01/17/2014 Hyd. No. 22 ' tosb1 Hydrograph type = Combine Peak discharge = 10.38 cfs ' Storm frequency = 100 yrs Time to peak = 730 min Time interval = 2 min Hyd. volume = 42,197 cuft Inflow hyds. = 16, 21 Contrib. drain. area = 0.000 ac Q (cfs) to sb1 Q (cfs) Hyd. No. 22-- 100 Year ' 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 ' 2.00 2.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 ' Hyd No. 22 Hyd No. 16 Hyd No. 21 Time(min) ' Hydrograph Report 123 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.A Friday,01/17/2014 Hyd. No. 23 ' SB #1 Hydrograph type = Reservoir Peak discharge = 7.472 cfs ' Storm frequency = 100 yrs Time to peak = 738 min Time interval = 2 min Hyd. volume = 33,243 cuft Inflow hyd. No. = 22 - to sb1 Max. Elevation = 70.77 ft Reservoir name = Stilling Basin #1 Max. Storage = 10,374 cuft Storage Indication method used. Exfiltration extracted from Outflow. SB #1 Q (cfs) Hyd. No. 23-- 100 Year Q (cfs) ' 12.00 12.00 10.00 10.00 8.00 8.00 ' 6.00 6.00 4.00 4.00 ' 2.00 2.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) Hyd No. 23 Hyd No. 22 [�I. Total storage used= 10,374 cult Hydrograph Report 124 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Friday,01/17/2014 Hyd. No. 24 into D Pond Hydrograph type = Combine Peak discharge = 13.68 cfs Storm frequency = 100 yrs Time to peak = 736 min Time interval = 2 min Hyd. volume = 65,018 cuft Inflow hyds. = 20, 23 Contrib. drain. area = 0.000 ac Q (cfs) into D Pond Hyd. No. 24-- 100 Year Q MS) ' 14.00 14.00 ' 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 ' 4.00 4.00 ' 2.00 2.00 ' 0.00 0.00 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Time(min) - Hyd No. 24 Hyd No. 20 - Hyd No. 23 Hydrograph Report 125 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Friday,01117/2014 Hyd. No. 25 ' D Pond Hydrograph type = Reservoir Peak discharge = 2.899 cfs ' Storm frequency = 100 yrs Time to peak = 788 min Time interval = 2 min Hyd. volume = 65,008 cuft Inflow hyd. No. = 24 - into D Pond Max. Elevation = 68.21 ft ' Reservoir name = Detention Basin Max. Storage = 34,961 cuft Storage Indication method used. D Pond Q (cfs) Hyd. No. 25-- 100 Year Q (cfs) ' 14.00 14.00 ' 12.00 12.00 ' 10.00 10.00 ' 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 ' 0.00 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 ' Hyd No. 25 Hyd No. 24 �_L� Total storage used= 34,961 cuff Time(min) Hydrograph Report 126 ' Hydraflow Hydrographs Extension for AutoCAD®Civil 3D@ 2013 by Autodesk,Inc.v10 Friday,01/17 J 2014 Hyd. No. 26 ' Total Hydrograph type = Combine Peak discharge = 3.148 cfs Storm frequency = 100 yrs Time to peak = 788 min Time interval = 2 min Hyd. volume = 71,543 cuft Inflow hyds. = 19, 25 Contrib. drain. area = 0.000 ac Total Q (cfs) Hyd. No. 26-- 100 Year Q (cfs) ' 4.00 4.00 ' 3.00 3.00 ' 2.00 2.00 ' 1.00 1.00 0.00 1 1 111 j 0.00 0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 Time(min) Hyd No. 26 Hyd No. 19 Hyd No. 25 1 1 1 1 1 1 APPENDIX D ' (Design Criteria) 1 1 Chapter 3 Time of Concentration and Travel Time Technical Release,% Urban Hydrology for Small watershed-- ! Sheet flow For sheet flow of less than 300 feet,use Manning's ! kinematic solution(Overtop and Meadows 1070)to Sheet flow is flow over plane surfaces. It usually compute Tt: occurs in the headwater of streams.With sheet flow, the friction value(Manming's n)is an effective rough- T _0.007(nL) ness coefficient that includes the effect of raindrop t _ 1pN �c'cl.3 3] impact;drag over the plane surface;obstacles such as litter,crop ridges,and rocks;and erosion and trans- where: ! portation of sediment,'These n values are for very shallow flow depths of about 0.1 foot or so.Table 3-1 Tt r travel time(hr), gives Manning's n values for sheet flow for various n = Manning's roughness coefficient(table -1) surface conditions. L - flow length(ft) P., ! 2-year,24-hour rainfall(in) _.- s = slope of hydraulic grade lute ! Table 3-1 Roughness coefficien4s(Manning's t))for (land slope,ft/ft) sheet flow This simplified form of the Manning's kinematic solu- Surface description! rt u tion is based on the following: (1)shallow steady uniform flow,(2)constant intensity of rainfall excess asphalt, (that:part of a rain available for runoff), (3)rainfall Smooth surfaces(concrete,asph . . 0.011 duration of 24 hours,and(4)minor effect:of infiltra- gravel,or bare sod) ...... all .................. Fallow(no residue). ............... ................ 0.05 tion on travel time. Rainfall depth can be obtained I Cultivated soils: from appendix B. Residue.cover 520%......................................... 0.06 Residue cover>2ffY6......................................... 0.17 Shallow concentrated flow I (crass: Short grass prairie...................... 0.15 After a maximum of 300 feet,sheet flow usually be- Short grasses i ie.................... 0..15 comes shallow concentrated flow.The average veloc- .................. 13ernutd ass 0.41 ity for this flow can be determined from figure 3-1,in agr _............................................ Range(natural)........................ which average velocity is a function of watercourse ................................ 0.13 Wools:�v slope and type of channel. For slopes less than 0.00 Light underbrush................................ .. 0.40 ! ftlft., use equations given in appendix F for figure;3 1, I Tillage can affect the direction of shallow concert- Dense underbrush ...................... 0.80 trated flow. Flow may not always be directly down the The a values are a composite or information compiled by Eugman watershed slope if tillage rums across the:dope. (198(i), huchtdes species such as weeping lovegrass,bhtegmss,buffalo After determining average velocity in figure 3-1, use grass,blue gratna grass,and native grass mixtures. when selecting it,consider coves to a height of about 0,1 ft.This equation 3-l t0 estimate travel time for the shallow is the only psut or the piant cover that will obstruct sheet flow_ concentrated flow segment. Open channels Open channels are assumed to begin where surveyed cross section information has been obtained, where channels are visible on aerial photographs, or where- blue lines(indicating streams)appear on United States Geological Survey(USES)quadrangle sheets. Manning's equation or water surface profile infor[na- I Lion can be used to estimate average flow velocity. Average flow velocity is usually determined for bank- full elevation. (210ATTR-55,Second Ed.,June 198f) :3 3 Chapter 2 Estimating Runoff Technical Release 55 Urban Hydrology for Small Watersheds; Table 2-2c Runoff curve numbers for other agricultural lands 1% Curve numbers for Cover description hydrologic soil group ' Hydrologic Cover type: condition A - - B - C _ D ' Pasture,grassland,or range—continuous Poor 68 79 86 89 forage for grazing. ' Fair 49 6.9 79 84 Good 39 61 74 80 Meadow—continuous grass,protected from - 30 58 71 78 ' grazing and generally mowed for hay. Gnash—brush-weed-grass mixture with brush Poor 48 67 77 83 the mWor element..v Fair 35 56 70 77 ' Good 3i14/ 48 (Z 73 Woods—grass combination(orchard Poor 57 73 82 86 or tree farm)._1v Fair 43 65 76 82 ' Good 32 58 72 79 Woods.!Y Poor 45 66 77 83 Fair 36 60 73 79 ' Good 30 V Lai' 70 77 Farntsloads—buildings,lanes,driveways, — 59 74 82 86 and surrounding lots. Average runoff condition,and Ia-0.25. Poor. <50%)ground cover or heavily grazed with no mulch. Farr. :50 to 75%ground cover and not heavily grazed. 1 Good: >75%ground cover and lightly or only occasionally grazed. Poor, <5096 ground cover. Fair: roll to 75%ground cover, Good: > Y)G ground cover. t a Actual curve number is less than:30;use CN=30 for runoff computations. z CN's shown were computed for areas with%%woods and 5W grass(pasture)cover.Other combinations of conditions may be computed from the CN's for woods and pasture. rt Poor. Forest litter,small trees,and hnush are destroyed by heavy grazing or regular burning. Fair: Woods are grazed but not burned,and some forest litter covers the soil. Good: Woods are protected from grazing,and litter and brash adequately cover the soil. 1 ' (210-VI-TR-55,Second Ed.,June 1%. 6) -7 Chapter 2 Estimating Runoff Technical Release M Urban Hydrology for Small Watersheds Table 2-2a Runoff curve numbers for urban areas_v Curve:numbers for Cover description hydrologic soil group ' Average percent Cover type and hydrologic condition impervious area 21 A I3 C D ' Fully developed urban areas (vegetation established) Open space(lawns,parks,golf courses,cemeteries,etc.)Y: Poor condition(grass cover<5(K)- ...... 68 79 86 89 ' Fair condition(grass cover 50%to 7596) .................................. 49 69 79 84 Good condition(grass cover>75%)......................................... 39 f 61 74 80 Impervious areas: Paved parking lofts,roofs,driveways,etc.. ' (excluding right-of-way)............................................................. 98 98 98 98 Streets and roads: Paved;curbs and storm sewers(excluding right-of-way) ................................................................................ 98 98 98 98 Paved;open ditches(including right-of-way).......................... 83 89 92 93 (Travel(including right-of-way).............................,...........,......, 76 85 84 91 Dirt(including right-of-way)...................................................... 72 82 87 89 Western desert urban areas: Natural desert landscaping(pervious areas only) 63 77 85 88 Artificial desert landscaping(impervious weed barrier, desert shrub with l-to 2-inch sand or gravel mulch and basin borders)...................................................................... 96 96 96 96 Urban districts: ' Commercial and business................................................................. M 89 92 94 95 Industrial...................................................--..,.................................. 72 81 88 91 93 Residential districts by average lot size: ' 118 acre or less(town houses).......................................................... 65 77 85 90 92 1/4 acre .........................•...........---.,..............................................._...... 38 61 75 83 87 ir3acre .........................................................................--................... 30 57 72 81 86 142 acre 25 54 70 80 85 1 acre ..—.............................................................................................. 20 51 68 79 84 ' 2 acres.................................................................................................. 12 46 65 77 82 Developing urban areas ' Newly graded areas (pervious areas only,no vegetation) ............................... ....................... 77 86 91 94 Idle lands(CN's are determined using cover types similar to those in table 2-2c). r Average runoff condition,and 1„=O.2S. •'- The average percent impervious area shown was used to develop the composite CN's.Other assumptions are,rs follows:impervious areas are ' directly connected to the:drainage system,impervious areas have a CN of Wand pervious areas are considered equivalent to open space in good hydrologic condition.CN's for other combinations of conditions may be computed using figure 2-3 or 24. A CN's shown are equivalent to thosc3 of pasture.Composite CN's may be computed for other combinations of open space cover type. ' ' Composite CN's for natural desert landscaping should he computed using figures 2-3 or 24 based on the impervious area percentage (CN-98).rod the pervious area CN.The pervious area CN's are assumed equivalent to desert shrub in poor hydrologic condition. Composite CN's to use for the design of temporary measures during grading and construction should he computed using figure 2-3 or 2-4 based on the degree of development(impervious area percentage)and the Ms for the newly graded pervious areas. (21+C1<Vi-TR-55,Second Ed.,June 1986) 2-5 ' Appendix D.13 .................................. Method for Designing Infiltration Structures ' Table D.13.1 Hydrologic Soil Properties Classified by Soil Texture' Texture Class Effective Water Minimum Hydrologic Soil ' Capacity (C.) Infiltration Rate Grouping (inch per inch) (inches per hour) Sand 0.35 8.27 A ' Loamy Sand 0.31 2.41 A ( Sandy Loam 0.25 1.02 AJ A �A t; Loam 0.19 0.52 B ' Silt Loam 0.17 0.27 B Sandy Clay Loam 0.14 0.17 C Clay Loam 0.14 0.09 D Silty Clay Loam 0.11 0.06 D Sandy Clay 0.09 0.05 D ' Silty Clay 0.09 0.04 D Clay 0.08 0.02 D Source: Rawls, Brakensiek and Saxton, 1982 Based on the soil textural classes and the corresponding minimum infiltration rates a Po g restriction is established to eliminate unsuitable soil conditions. Soil textures with minimum ' infiltration rates less than 0.52 inches per hour are not suitable for usage of infiltration practices. These include soils that have a 30 percent clay content, making these soils ' susceptible to frost heaving and structurally unstable, in addition to having a poor capacity to percolate runoff. Soil textures that are recommended for infiltration systems include those soils with infiltration rates of 0.52 inches per hour or greater, which include loam, sandy loam, ' loamy sand, and sand. ) 2 F-- 7 D.13.2 APPENDIX E ' (Water Quality Computations — Stormceptor) & (Water Quality Volume Computations) 1 1 1 1 Stormceptor® Stormceptor Design Summary ' PCSWMM for Stormceptor Project Information Rainfall ' Date 12/10/2013 Name HARTFORD WSO AIRPORT Project Name Folsom Construction State CT Project Number 3136 ' Location 595 Nutmeg Road North ID 3456 Designer Information Years of Records 1954 to 2005 Company DPI Latitude 41°56'17"N ' Contact Andrew Krar, P.E. Longitude 72°40'57"W Notes Water Quality Objective ' Areas: 1, 5,6, 14, 10, 12,&11 TSS Removal (%) 80 ' Drainage Area Upstream Storage Total Area(ac) 2.49 Storage Discharge Imperviousness(%) 0.4 (ac-ft) (cfs) ' 0 0 The Stormceptor System model STC 450i achieves the water quality objective removing 99%TSS for a Fine ' (organics, silts and sand)particle size distribution. Stormceptor Sizing Summary ' Stormceptor Model TSS Removal STC 450i 99 STC 900 99 STC 1200 99 STC 1800 99 ' STC 2400 100 STC 3600 100 STC 4800 100 STC 6000 100 STC 7200 100 STC 11000 100 STC 13000 100 STC 16000 100 Stormceptor Design Summary- 1/2 MATERIALS" i j Stormceptor® f Particle Size Distribution Removing silt particles from runoff ensures that the majority of the pollutants,such as hydrocarbons and heavy metals that adhere to fine particles,are not discharged into our natural water courses. The table below lists the particle size distribution used to define the annual TSS removal. Fine(organics,silts and sand C Specific Settling Specific Settling Particle Size Distribution Particle Size Distribution Gravity Velocity Gravity Velocity m % ft/s Pm % ft/s 20 20 1.3 0.0013 ` 60 20 1.8 0.0051 f 150 20 2.2 0.0354 400 20 2.65 0.2123 ` 2000 20 2.65 0.9417 Stormceptor Design Notes • Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor. • Design estimates listed are only representative of specific project requirements based on total suspended solids(TSS) removal. • Only the STC 450i is adaptable to function with a catch basin inlet and/or inline pipes. • Only the Stormceptor models STC 450i to STC 7200 may accommodate multiple inlet pipes. • Inlet and outlet invert elevation differences are as follows: Inlet and Outlet Pipe Invert Elevations Differences ! Inlet Pipe Configuration STC 450i STC 900 to STC STC 11000 to I 7200 STC 16000 Single inlet pipe 3 in. 1 in. 3 in. Multiple inlet pipes 3 in. 3 in. Only one inlet pipe. • Design estimates are based on stable site conditions only, after construction is completed. • Design estimates assume that the storm drain is not submerged during zero flows. For submerged applications, please contact your local Stormceptor representative. • Design estimates may be modified for specific spills controls. Please contact your local Stormceptor representative for further assistance. • For pricing inquiries or assistance, please contact Rinker Materials 1 (800)909-7763 www.rinkerstormceptor.com I Stormceptor Design Summary-2/2 i MATERIALS- 1... J'~� '. � .� � d . _ .. ... .!, __. �.. ...a.... ... _.. '' ,._.._.... � - ti._,.... .,.... 4 .�. r ,... � ..... ...._.... ,.. .k r � 1 J ,f r r 1 r 1 1 Ru I,I u e I ; 1t 6 � i r � 1 r� f J _.1 �3 00 r 1 �� '*-�-- ,.� -� � � �-- ._ �. -__- ;:�. _._ _ __ _ ii __ _ j w..�. i -- ,� L _�. "�`�.. :_J` �` Y 1 .�..�.�.. _ �.. I �.�._. a..,....... _ Y. �_.. . k.. ,_ �, _.. .. ,. _. __..., .. 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'., I� M1. i' f .. .... .. �t..........:.. j...+' _.'— t .{� 7.4.1 Water Quality Volume(WQV) ' Description 7.3 Criteria Summary l.,►rlt � - il— t '1iit'i(,11'Mell1c 17111 ,ft ic•fit R c(i11 tiA(r be (1c1c)'litiiled frtOil tf)M -1111 wathible t(thithitt-d Table 7-21-whif-sfiw liil7wls land its(.. It;i;i'tllllla'cir!vt; � - • County srrll. (lrul,�rtrriri(-l.ih,lx�t•culrilitiills.f1(Jilerrt°l: the - -- _ 1Ut'crl bf,fiboly c(llt(llioll Is rTt'om III,wtled incc 24-Hour Rainfall Amount(inrhes) it t, 111'et tiv t hitt'd It,tiro elm"rltit i!1'1111jwI7 iwl.c o'l t r(It(i tit`, tl4!c�lJt°f_rt t,l i(l111;,E 111t('ltttl l'fC> County I-yJ -yr I 0-yr 25-yr 144-yr rc rlrtce silt,i11i(+o it.lisnesc rill!!flit,11111111-ecl I'll IP,4017litilit,lit if,iiiint- Rohiciiiq im/h,r7YUits tt,t rr!!silk;flit'11tePlwll11iit;find /t�.itttt tee hni11lW1 that rilx't1 lu c.h(ild(Ir f°�srlr c:(lrz +ik' ifictintly wdlicr thf- ti t', /rrllx-17 it;I c ,I er%1ri)l11c1 lit, Inca-su Iv(I'1rom it)('- - - • sitt'1r1(Ill t111t1 ill('ll /eN(ill tllllk'rnwiawr,iltr"Jittt`s l rift(Ire din't46,(,I'll01vt tt'(l ii;tl)t ,4f wl 111(IICI- - - -. - tliYlflitelit jrrti(fii_c'UCh(lcl)(ilvd(llltl,Cnlly/ rlki 1. rr,nft„1". 11flikolq 1 N, .aril llYllks j1t,fdl,1Nilios(tii(1(lt A_N, h7 he ,ib,' liw u_f.. sits'-�1_x'c-ifit 1gforlll(itinit(4.f"1 It=n;'c'rct.i(lc�ltl1�11 (lt'1('ltrjJfltc ws. 1111f?('r7`iWis cuL '1'A1Ul,he('.ti- - - ilFtbt'rI how l ,It ellt'1tij;tl iMP(117.•k It Ltet'ei ttt�e' t ctllu�+fi,r t rll7ttrs.�lttrrct'f,l t>ii:�h</.1:lab/e 7-,1. The Crtlllts Shou'rl ivab7e "�.; tlerc°(lurll r(l 1+„In rt"w(Irch bT Hw t jiltev,0l lil. 1.4 Pollutant Reduction Lxtcll.t,tlf Artll)lr(„(''l (l r l dov el id,1, llx� lt''(l l`�h(atticl lh�trvaled hr(Ill ik cep!ihlc tr,r11jOit(Ir trveiflilcWt 11Jiit'ltt2'or r;rt,illl 1i1*1,1?I(' tit,r� ,laN�(I-llx-l1 ill 11 11olli ed I1tr 11-Q1 Nhi'lilrl th'11sst'11 fiw tilt`tli'_r{1,+1t r) Ibe-1ol-mirtiter 11'011rl7(')It 1rl'trrtic,tl0c,rt'"1 1" ' hi, 11"iltiul, exctfrt gill- (lJzlilt(t1;e c lilttr/lels trll(11ri•t ju i�'tur•l suJrinrtxltc•r ift-vtllhift delif Ps l t _ 1_SZlrtrcll?!,!frill s(yJttrrl- lfws, tlflc_Ii bilsill i1t+turf. find rledlif ftlte'1N1, which sht,tiltl he tic's{t;11e(1lXistrtl(r11 the 11(Itcr tll7(Ill t ,f ln1l'111 1.11 r 2004 Connecticut Stormwater Quality Manual Table 7-3 7.4.2 Water Quality Flow(WQF) Description 'Residential Land Use Impervious Cover� Parcel Size (acres) Average Percent ImperViOLIS Cover Rationale AppvjidiN B, Rationale A 411! It 7.5 Groundwater Recharge and Runoff Volume Reduction 1004 Connecticut Stormwater Quality Manual 4D APPENDIX F (Drainage Area Maps) \ GUNDOVER CURVE NUMBER WOOBODS—C GOOD CONDITION BS p gi \ HYDROLOGIC SOIL GROUP'B' qq S Y p a \ / NO E: \ N'F 1.ACCORDING TO USDA NRCS MAPPING.THE SOIL R C C 675 NUTMEG ROAD, LLC / UNDERLYING THE SITE IS A COMBINATION OF"WALPOLE l^L. 1 04 PG. 62) SANDY LOAM", WINDSOR LOAMY SAND",AND P �� / "UDORTHENTS—URBAN LAND COMPLEX'.ALTHOUGH WALPOLE / SANDY LOAM M CLASSIFIED AS HE SOIL SOIL GROUP"C N PAROLE TESTIMONY PURPOSES ES THE SOIL LIKELY IS MORE PERVIOUS.FOR PURPOSES OF THIS DRAINAGE STUDY,A HYDROLOGIC SOIL GROUP"B'IS ASSUMED. ✓1- 2.PER TOWN OF SOUTH WINDSOR STAFF RECOMMENDATION, EXISTCONDITIONSING HYDROLOGIC CONDITIONS SHALL BE DESIGNATED AS / \ THE SITE PRIOR TO DEVELOPMENT.THAT IS,THE SURFICIAL I CHARACTERISTICS ASSUMED DURING EXISTING CONDITIONS IS A PROPERTY COVERED BY WOODLANDS.BACKGROUND I x-' x�� INFORMATION PRESENTED ON THIS MAP DEPICTS THE SITE DRAINAGE x ° SITED EVE AS EN71RELYiUNDEVELOPED.VALUATION ASSUMES THE .x— , , x».n /` WATERSHED x�- �v .r x „(TO WETLANDS) L ill AREA—�'.^25 � X,� l x„ WOODS=6.25 x»>, m / --CN=55 ioY V o x Tc=68 6 MIIV177E _ 7 o N o LL N \ LDW CDNCENTR� FNtlN'"�-y 0 k� x x, z x k 44/IJOKUR 4JATER CONDIT/ONING INC, (VOL, 9B4 MAP RFFERENCE 0� �8 air HF / EXISTING\ INFORMATION SHOWN ON THIS PLAN TAKEN FROM/ 'BOUNDARY AND AND TOP TOPOGRAPHIC PLAN',BBS NUTMEG ROAD NORTH, PREPARED DY \ / I BY DESIGN INC.,DATED 11/12/13, PREPARED FOR FOLSOM CONSTRUCTION, DA—y w w w �■ w ■� w w w w ■� w w w i w w ■� w 5 4gD;LLp4 � GROUND COVER CURVE NUMBER a iN Ck WOODS-GOOD CONDITION 55 r R 9p9p§ HYDROLOGIC SOIL GROUP'B' OPEN SPACE(LAWN) 61 GOOD CONDITION HYDROLOGIC SOIL GROUP'S' g � IMPERVIOUS SURFACES 98 k O N GROUND COVER RHF T FT F OF NFFS *AL L�] COEFFICIENT ^°T�tTl31q. CONCRETE OR ASPHALT 0.011 ) t ° DENSE GRASS 0.24 1€s�� LOT 1 '� WOODS(LIGHT UNDERBRUSH) 0.40 4595 j1,1{4 340,631 SF NOTE. 1.ACCORDING TO USDA NRCS MAPPING,THE SOIL Q m _Y UNDERLYING THE SITE IS A COMBINATION OF"WALPOLE ° S "Afl1p1'°'` AREA 1 SANDY LOAM', WINDSOR LOAMY SAND",AND m 1 "UDORTHENTS-URBAN LAND COMPIE%',ALTHOUGH WALPOLE N \ AREA 14 SANDY LOAM IS CIASSIFlED AS HYDROLGIC SOIL GROUPE"C", T x PAROLE TESTIMONY INDICATES THE SOIL LIKELY IS MOR s- 4 PERVIOUS.FOR PURPOSES OF THIS DRAINAGE STUDY,A II a HYDROLOGIC SOIL GROUP"B'IS ASSUMED. 2.SOIL INFILTRATION RATE USED DURING THIS STORM AREA #6 I I ORAINAGE STUDY TAKEN FROM DATA PROVIDED BY THE [ e a Y I Y Y V RAWL'S CHART.UNDERLYING SOIL WITHIN THE STILLING I_, BASINS ASSUMED TO BE AN'AVERAGE'BETWEEN A LOAMY ,ry REA L ---_ _ -`-£ + SAND AND SANDY LOAM.RESULTING INFILTRATION RATE= prvv � 1.7 INCHES PER HOUR.SEE APPENDIX IN DRAINAGE REPORT Z FOR FURTHER INFORMATION. R A 13 i mnalNa# auoq °1pjw �-s � • °`�"° �m I (FOOTPRINYI /.vu.� LL (n 7 p AR€A-#4 / - LU rWn,m591 P 62,,7747 SF _ - ��o-� AREA _ PRGPDSED r x BUILGMG / 7,225�.T q AA (FDDTPRIN) F.F,-]S.GD y / 252 Q ooNN ro ,T= $& Q a U MAP REFERENCE �Q $EXISTING CONDITIONS INFORMATION SHOWN ON THIS PLAN TAKEN FROM BOUNDARY AND TOPOGRAPHIC PLAN',$95 NUTMEG ROAD NORTH, — G WI- a PREPARED BY DESIGN PROFESSIONALS,INC.,DATED 11/12/13, D A�A PREPARED FOR FOLSOM CONSTRUCTION.. /1 L SOWN Sf4 y x t' O fiU Tiola� 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 SOR-Co TELEPHONE (860) 644-2511 June 10, 2014 Certified#70111570000063363001 Y Attorney Wayne Gerlt 112 Deming Street South Windsor, CT 06074 RE: Appl. #14-02P—Folsom Construction, 595 Nutmeg Rd North Dear Attorney Gerlt: At the February 19, 2014 regular meeting, the Inland Wetlands Agency/Conservation Commission approved Appl. #14-02P — Folsom Construction — 595 Nutmeg Rd North — Inland Wetland/Conservation Commission application for construction of an industrial building, equipment storage yard, stormwater structures, and associated utilities on property located westerly of Nutmeg Rd North. Industrial (1) Zone, with the following conditions: 1. The final approved copy of the entire set of plans and this letter reproduced thereon must be submitted to the Planning Department. This must be completed within 65 days of approval prior to any construction activity on the site. Plans submitted to Planning & Zoning Commission shall be considered having met this requirement. 2. The application shall indemnify and hold harmless the Town of South Windsor against any liability, which might result from the proposed operation or use. 3. The permit is valid for five years and shall expire on February 19, 2019. It is the landowner(s)/applicant(s) responsibility to track expiration dates and notify the Commission of a renewal request at least 65 days prior to expiration. 4. Bonds shall be collected in the amount of $5,000 to ensure adequate erosion and sediment controls are constructed and maintained through the construction process; and, $10,000 for the installation of the proposed stormwater structures. 5. The plan also to include the addition of a hydrodynamic separator on the catchbasin on Lot#2. 6. All approvals required must be obtained and submitted prior to any activity on the site. 7. A contact person shall be identified on the plans. At the June 4, 2014 regular meeting, the Inland Wetlands Agency/Conservation Commission approved a modification to condition#1 to extend the filing date of the mylars to July 8, 2014. Very truly yours, INLAND WETLANDS AGENCY/CONSERVATION COMMISSION Elizabeth Warren, Chairperson cc. Town Planner Chief Building Official o " C • w� 074e slo� ?d&uz�ot 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 lt�soR.co TELEPHONE (860) 644.2511 February 11, 2019 Certified #7017 1450 0001 3280 6379 Peter DeMallie Design Professionals 21 Jeffrey Drive South Windsor, CT 06074 RE: Appl. #14-02P—Folsom Construction/Waldo Brothers, 591 and 595 Nutmeg Rd North Dear Mr. DeMallie: At the February 6, 2019 regular meeting, the Inland Wetlands Agency/Conservation Commission approved a five year permit extension for Appi. #14-02P — Folsom Construction/Waldo Brothers — 591 and 595 Nutmeg Rd North — Inland Wetland/Conservation Commission application for construction of an industrial building, equipment storage yard, stormwater structures, and associated utilities on property located westerly of Nutmeg Rd North. Industrial (1) Zone, with the original conditions as follows: 1. The final approved copy of the entire set of plans and this letter.reproduced thereon must be submitted to the Planning Department. This must be completed within 65 days of approval prior to any construction activity on the site. Plans submitted to Planning & Zoning Commission shall be considered having met this requirement. 2. The application shall indemnify and hold harmless the Town of South Windsor against any liability, which might result from the proposed operation or use. 3. The permit is valid for five years and shall expire on February 19, 2024. This is the final extension that may be granted for this application. 4. Bonds shall be collected in the amount of $5,000 to ensure adequate erosion and sediment controls are constructed and maintained through the construction process; and, $10,000 for the installation of the proposed stormwater structures. 5. The plan also is to include the addition of a hydrodynamic separator on the catchbasin on Lot#2. 6. All approvals required must be obtained and submitted prior to any activity on the site. 7. A contact person shall be identified on the plans. Very truly yours, INLAND WETLANDS AGENCY/CONSERVATION COMMISSION Barbara Kelly, Chairperson cc: Town Planner Chief Building Official