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8752_SITE PLAN - SOUTH WEST STREET.pdf~lS~- 0\ it (J kAG\- c5cu~~ Wtsi- ui-fLt+ • c. Town of Agawam 36 Main Street Agawam, Massachusetts 01001-1837 Tel. 413-786-0400 Fax 413-786-9927 November 10,2014 JohnFunnan VHB,Inc. One Federal Street Springfield, MA 01105 Dear Mr. Funnan: At its duly called meeting held on November 6, 2014, the Agawam Planning Board voted to accept your request, on behalf ofDJC Realty LLC, to withdraw without prejudice the Site Plan application for the Sports Plex on South West Street. If you have any questions, please contact this office at 786-0400, extension 8738. Mark R. Paleologopouios, Chairman AGAWAM PLANNING BOARD MRPfDSD:prk cc: DJC Realty LLC E. Wight, Bldg. Insp. Town Clerk File #8752 Pamela Kerr From: Sent To: .. Furman, John <Jfurman@vhb.com> Tuesday, October 28, 2014 1:12 PM Pamela Kerr; Deborah Dachos; Erik Wight • Subject: Sports Plex Site Plan Approval Application, DRe Reality, LLC On behalf of our client, DRC Realty, LLC, Vanasse Hangen Brustlin Inc. (VHB) is requesting that the Site Plan Approval Application for the above referenced project be withdrawn from the Agawam Planning Board without prejudice. This request follows the recent withdrawal of the Zone Change Petition from the City Council Agenda. Thank you for your assistance with this matter. Please respond back to acknowledge receipt of this email, and to let me know if further action is required on our part. John J. Furman Regional Office Manager VHB I Vanasse Hangen Brustlin, Inc. Transportation I Land Development I Environmental Services One Federal Street, Bldg. 103-3N Springfield, MA 01105 Phone: 413.747.7113 I Fax: 413.747.0916 Mobile: 413.478.7246 jfurman@vhb.com www.vhb.com This communication and any anachments to this are confidential and Intended only for the recipient(s). Any other use, dissemination, copy;ng, or disClosure of this communication is strictly prohibited. If you have received this communication in error, please notify us and destroy it immediately. Vanasse Hangen Brusttin, Inc. is not responsible for any undetectable alteration, virus. transmission error, conversion, media degradation, software error. or interference with this transmission or attachments to this transmIssion. Vanasse Hangen Brustlin, Inc. I info@vhb.com 1 Pamela Kerr From: Sent: To: Furman, John <JFurman@vhb.com> Thursday, October 02, 2014 9:31 AM Pamela Kerr • Cc: Subject: Don Cameron (drcameron3@gmail.com); Atty. Raipher Pelligrino; Van Johnson Sports Plex Site Plan Review meeting Continuation Good Morning, Pam. The Planning Board meeting for the above project was previously continued to October 2. As a result of the pending zone change application with City Council, we are again requesting that the site plan review meeting with the Planning Board be continued. We anticipate that we would be in a position to continue this agenda item for the first meeting in November, understood to be 11/6/14. Please confirm your receipt of this email and acknowledgement of the continuance. Thank you for your assistance in this matter. John J. Furman Regional Office Manager VHB I Vanasse Hangen Brustlin, Inc. Transportation jland Development I Environmental Services One Federal Street, Bldg. 103-3N Springfield, MA 01105 Phone: 413.747.7113 I Fax: 413.747.0916 Mobile: 413.478.7246 jfurman@vhb.com www.vhb.com This communication and any attachments to this are confidential and intended only for the recipient(s). Any ather use, dissemination. copying, or disclosure of this communication is strictly prohibited. If you have received this communication in error, please notify us and destroy it Immediately. Vanasse Hangen Brustlin, Inc. is not responsible (or any undetectable alteration, virus, transmission error, conversion, media degradation, software error, or Interference with this transmission or attachments to this transmission. Vanasse Hangen Brustlin, Inc. I in(o@vhb.com 1 To: CC: From: Date: Subject: Planning Board File • Engineering Division September 18, 2014 • TOWN OF AGAWAM Department of Public Works 1000 Suffield Street • Agawam, MA 01001 Tel (413) 821 0600 • Fax (413) 8210631 Cbrutopber J. Golba • Superinteodeut MEMORANDUM SP-590 -The Sports Plex -South West Street Per your request, we have reviewed the Site Plans entitled "The Sports Plex -DJC Realty, LLC; S. West Street, Agawam, MA; Prepared by VHB, Inc,; Dated August IS, 2014"; and we have the following comments: 1. Engineering bas not completed its review of the stormwater design, calculations and report. We are awaiting the results of the geotechnical study and a digital copy of the HydroCAD calculations from VHB. The geotechnical study was performed last week. A full review and comments will be submitted for the Conservation Commission review. 2. The sight distance report states that the calculations were based on an assumed 85th percentile speed of 4Ompb. A full sight distance study needs to be submitted with the actual measured 85th percentile speeds using ATR data at the driveway location. If A TR data is unavailable, the sight distance can be recalculated using more conservative assumed 8Sth percentile speeds (4Smpb and 5Ompb). 3. The vegetation adjacent to the driveway needs to be cleared in order to meet the minimum sight distance requirements. All necessary clearing and regrading needs to be shown on the plans. Any necessary sight distance easements also need to be shown so that this area can be cleared by the owner on a regular basis. Also, the future operation and maintenance program should state that the area will remain clear at all times including snow removal. 4. The Parking Summary Chart on sheet C3-a does not list the number of Van Accessible spaces required and provided. 5. There is a concern that traffic will arrive and leave at the same time resulting in serious traffic congestion at the driveway and nearby signalized intersection. There is also a concern that vehicles will cut through the Pheasant Hill DrivelHendom Drive neighborhood to avoid the Feeding Hills intersection and North West/South West St/Southwick St intersection. 6. Table 5 on Page S of the Traffic Report appears to have the wrong level of service (LOS) shown for the 2024 Future Conditions. The delay increases, but the LOS improves from a B to an A. 7. The existing contours need to be extended onto the adjacent properties to the west on Sheet C-4a. 8. The traffic study calls for advanced warning signs to be installed on South West Street to warn drivers of the intersecting driveway. • • 9. The plans do not show a proposed sign for the development. The location of the sign shall not impede on sight distance. 10. The accessible parking spaces need to have the proper signage. See attached detail. II. The saw cuts and permanent pavement replacement in South West Street shall be shown on the plans. Saw cuts for the water and gas connections may need to be combined and extended across the fulliength of road to minimize cuts in the road. The permanent pavement replacement extents can be determined in the field during construction. Engineering reserves the right to make additional comments as new information is submitted. If you have any questions please do not hesitate to contact this division. ~~~-. ~1{cL,-- Town Engineer • PARKING • REFLECTORIZED (ENG. GRADE) WHITE TEXT AND SYMBOL ON BLUE BACKGROUND (TYP.) WHEN REQUIRED ALUMINUM SIGN (TYP.) D.P .W BREAKAWAY POST PERMANENTL Y INSTALLED INTO FINISHED GROUND SCALE: N. T.S. e HANDICAPPED PARKING SPECIAL PLA lE REQUIRED UNAUlHORIZED \£HICIB MAY BE REIIOVED AT OIlNER's EXPENSE @IE; MAXIMUM MOUNTING DISTANCE FROM HEAD OF STALL IS 10' PLEASE SEE: MGL C.40§21-22A, AAB 521 CMR 23.00, AGAWAM CODE §169-28 DRAWN BY: JOD 1:11.1£: 01/08/1D owe. NO.: 1 AI'PRO'<IED BY: wee PROJECT TOWN OF AGAWAM CONSlRUCllON STANDARDS SIfT. NAME SHT. NO. ACCESSIBLE PARl<ING SIGN A-l ...... r DI1S11NO PA~EMr • 1 1/2" _rus CCNCRE1E T1I' COIRI£ • .. wan ElCIS11NG ::~~::~~~~~~~~::::::::~~~~~::===PA~ DRAI'IN 11'(: DIotD 1loI.TE: 12-~911 REV.: 3-1!H18 !»'G. NO.: 1 APPRO'.Ul 11'(: JTD I!llmSi. 1. 1EMPaWtY PA'IBIENT OVER ~ES IN SlREET 10 ~ FOR A ...... (F &0 DAYS. 1EWPORAR'I" PAWIENT -r .uR COURSE IN ONE. LFT -COLD PATa-t KHc:r.a. /IS ''aPR"'' MA"I'BE usm It£N TtP£ .... 1 IS lIrIAVAI.AII.E. 2. REMOVE 1DFCIMRV PAVDIOIT AND R£PUCE.-nt PERMMrfEHT PA'IOOO 3. PAVDlENT ntacNES$ 10 BE 5-MWIUlAI. OR CR£A.TER TO MA7Qt EXIS1IC COfrG'T1ONS. .... MiDI!: PA\ntENT IS CUT ~-ri' Oft L£SS PRQU mGE: OF ~. REPA...,rc TO EX1END TO EDGE: OF ROAD. 5. EDCE r$ DlS"IWG PAVDilEHT SHALL BE 1REAlED .1H " TACIC CQt., T PfaOR TO Pl.ACBt£NT Of 1t£ P!JIII.o\NDIT PI.. lCK. a. DeEPT AS 0lHERtISE DIREC1ED BY 1)£ D.P ••• SlPT.,. lHE EDGE (F PA'tUEl.IT Ao.MCENT TO PATCH iHAU. BE i£A'JD) .".. INFRARED ECII.FIiIENT TO SEAl.. lHE JDlNTS. PERMANENT PAVEMENT REPLACEMENT DETAIL Nol.!. PRo.JECT TOWN OF AGAWAM CONSTRUC~ON STANDARDS SHT._ PERMANENT PAV9AENT REPlACEMENT DEl AIL SHT. NO. H-J Pamela Kerr From: Sent To: • Furman, John <JFurman@vhb.com> Tuesday, September 16, 2014 B:50 AM Pamela Kerr • Cc: Subject: . Don Cameron (drcameron3@gmail.com); Atty. Raipher Pelligrino; Van Johnson Planning Board Meeting Continuance Good Morning, Pam: The Site Plan Review public meeting for the Sports Plex project was continued to the planning board meeting scheduled for this Thursday, 9-18. On behalf ofthe Applicant, we would like to request that the meeting be further continued to the next available Planning Board meeting. VHB is still in the process of developing responses to the review comments received, and want to deliver them to the town to provide enough time for the municipal departments to review. Please confirm your receipt of this email, and provide all copied here with the date of which the next available Planning Board meeting after 9-18. Thank you for your assistance with this matter. John J, Furman Regional Office Manager VHB I Vanasse Hangen Brustlin, Inc. Transportation I Land Development I Environmental Services One Federal Street, Bldg. 103-3N Springfleld, MA 01105 Phone: 413.747.7113 I Fax: 413.747.0916 Mobile: 413.478.7246 jfurman@vhb,com www.vhb.com This communication and any attachments to this are confidential and intended only for the recJpient(s). Any other use, dissemination, copying, or disclosure of this communication Is strldly prohibited. If you have received this communication In error, please notify us and destroy it immediately. Vanasse Hangen BrusHin, Inc. is not responsible for any undetectable alteration, virus, transmission error, conversion, media degradation, software error, or Interference with this transmission or attachments to this transmission. Vanasse Hangen Brustlin, Inc. I info@vhb.com 1 To: CC: From: Date: Planning Board File · ) Engineering Division Scptanber 4,2014 f TOWN OF AGAWAM Department of Public Works 1000 Suffield Street • Agawam, MA 01001 Tel (413) 821 0600 • Fu (413) 821 0631 ChrIstopber J. Golba. • Superintendent MEMORANDUM SubJed: Sp-590 -The Sports Plex -South West Street Per your request, we have ~ewed the Site Plans entitled "The Sports Plex -OJC Realty, LLC; S. West Street, Agawam, MA; Prepared by VHB, Inc,; Dated August IS, 2014"; and we have the following commcots: 1. Engineering has not completed its ~ew of the stormwater ca1cuIations and report. We are awaiting the results of the geotechnical study and a digital copy of the HydroCAD calculations from VIm. The geotechnical study is scheduled. for next week. A full ~ew and comments will be submitted for the Conservation Commission ~ew. 2. The sight distsnce report states that the calculations were based on an assumed 856 pcn:entile speed of 4Omph. A full sight distance study needs to be submitted with the actual measured 85* percmtile speeds using A TR data at the driveway location. 3. The vegetation adjllCCDt to the driveway needs to be cleared in order to meet the minimum sight distance requirements. All necessary clearing and regrading needs to be shown on the plans. Any necessary sight distance easements also need to be shoWn. Also, the future operation and maintcnancle program should state that the area will remain clear at all times including snow removal. 4. The Parking Summary Chart on sheet C3-a does not list the number ofYan Accessible spaces required and provided. 5. Engineering is still ~ewing the traffic generation analysis for this site. There is a concern that traffic will arrive and lesve at the same time resulting in serious traffic congestion at the driveway and nearby signaliUJd intersection. 1herc is also a concern that vehicles will cut through the Pheasant Hill Drivo' Hendom Drive ncighboIhood to avoid the Feeding Hills intersection and North WestlSouth West StISouthwick St intersmion. 6. The existing contours need to be extended onto the adjacent properties to the west on Sheet C-4a, Engineering has not completed its ~ew of the site plan at this time. A complete review will be submitted as soon as possible. Engineering reserves the right to make additional commcots as new information is submitted. If you have any questions please do not hesitste to contact this division. -~ ROB8IbeitO,ili. Ci . l'ngino,-I ?Ull'rZ. Miehc11c Chase, P.Eo Town FDgirwr • • AGAWAM OFFICE OF PLANNING & COMMUNITY DEVELOPMENT SITE PLAN REVI EW REVIEWER: D. Dachos DATE: September 4.2014 DATE RECEIVED: August 18. 2014 DISTRIBUTION DATE: August 18. 2014 PLANNING BOARD MEETING DATE: September 4.2014 APPLICANT IN FORMATION 1. Name of Business: The Sports Plex Address: South West Street. Feeding Hills 2. Owner: DJC Realty. LLC Address: 22 Wipplestreet Lane. Amherst. MA 01002 Telephone: 413-265-0263 3. Engineer: Vanasse Hangen Brustlin. Inc. Fax: Address: One Federal Street. Building 103-3N. Springfield. MA 01105 Telephone: 413-747-7113 Fax: PlAN REVIEW Scale: 1" = 40" Date: August 15.2014 Title Block (Street Address. Applicant's Name. Address. Scale. Name of Preparer of Plan): Street address needed. Description of Project: Proposed sports facility consisting of 2 open air soccer fields. 2 soccer fields located within collapsible dome coverings. a 12.800 sq.ft. building for office/meeting space. 4 basketball courts. 2 tennis courts and one softball field. Description of Site: Proposed site is 80 acres of which 24 will be developed. The site is Site Plan Review Page 2 • • the former Boglisch tree farm. Approximately two-thirds were cultivated and the remainder is forested and/or wetlands. A filing with the Agawam Conservation Commission will be necessary. The property is primarily zoned Agriculture with the frontage along South West Street in Residence A-2. The applicant is seeking a zone change to Business A to allow for the proposed use. There is frontage along South West Street where the current access road exists. Provision for Traffic Flow: Site is proposed to be accessed via a 24' wide 2,500' driveway off of South West Street. The first 350' of the driveway is to be paved. Parking: 245 (12 handicapped) parking spaces are shown, located in 5 separate parking lots interspersed throughout the site. Agawam's Parking Guidelines do not provide guidance on calculating the number of spaces necessary for such a use. As such, the applicant should provide a parking study. This should include a comparison to existing similar facilities. Drainage: See Engineering comments. Public Utilities: All utilities must be shown on the plan. Input from both the Plumbing Inspector and the Health Director must be sought regarding the use of permanent porta potties. If allowed, screening with fencing and/or vegetation should be provided. Landscaping/Screening and Buffers: No landscape plan has been submitted. A plan showing species, size and location must be provided. The following landscape not must be placed on the plan: "All plantings must be maintained and that portion of the public way abutting the parcel and including the treebelt shall be maintained in a safe and attractive condition by the owner of the parcel.» Sign Location: The proposed sign elevation and location must be provided. Exterior lighting: The location of all exterior lighting must be provided. Cut sheets must be provided and all lighting must be recessed and shielded and shall not flow over on to adjacent residential properties. Rendering or Elevations: Colors and textures must be provided. Dumpster Location: Dumpster(s) must be shown. All dumpsters must be fenced, gated and screened. Site Plan Review Page 3 • Other Comments or Concerns: • 1. A separate traffic study was conducted by VHB. The Planning Department would defer to the Engineering Department to review and comment on this study. The calculated 360 vehicle trips per day should be verified. It appears that this would only account for one game per field per day. It is my understanding that there are usually mUltiple games per field. Also the impact on Pheasant Hill Village and Hendom Heights should be explored since they may offer cut through routes to avoid Feeding Hills Center. 2. A temporary second means of egress to be used in emergency situations should be explored. A gated drive to Kozak Court could be used for emergencies until such time that either the Rt. 57 corridor is acquired by the State or highway construction commences. 3. The proposed Rt. 57 corridor should be shown on the plan and a note indicating that this area will be left undisturbed except if the above #2 is determined to be necessary. -' ~ ..J j " ... ~ II ,oJ ,,' .. . , " , ;:';>' , J J • --,--, ~--' " ~=.J;..J '~I --' :;;=.> .-,' .. ~.J -J.~ -~I ~ ·.J"""l~_ • I .z ...... " -01 . . . • .." !J ....,t ~., , I --~/~! -J . ...I , .J, > • ..... ./ The information depicted on this map is for planning purposes only. It is not adequate for legal boundary defin~ion, regulatory interpretation, or parcel·level analyses. Sport Plex -South West Street 9/4/2014 11: 19:22 AM .. ' • .. " .-.). . ~ I I . . . ~:J::J' '-' '!J1.1~.~ f :.I. ,-~-J ... '.-" <L-~' .;:' J. t;aji: '.J ~ i }.;'J . ".. . j ,." -~.~' .'." ~ ... -,' J 11(-.;J'J .. :.(' ~ ... is . ,. J I' .. --.~ . J ' J .i • OJ ' ". ; IJ ...... '" ' . ' • , J J WlUttUUDtt ,:-: • j 'J ' 'f J ' lj .. , , :..-,...J r "-,C/ . .. / , . . / , .~ ® 1 :6000 1"=500' The information depicted on this map is for planning purposes on ly. It is not adequate for legal boundary definition, regulatory interpretation, or parcel-level analyses. Sport Plex -South West Street -Zoning 9/4/201411 :20:52 AM eN 1:6024 1"=502' .. ~ ... J , The information depicted on this map is for planning purposes only. It is not adequate for legal boundary definition, regulatory 'interpretation, or parcel-level analyses. ~ , ~ .. J. -J. , •. ...J .J I -oJ -: - , I • .' ,-. '-.. - , I '1 . ..\. J . ~ :.I , i.'. ~. Sport Plex -South West Street -Wetlands 9/4/2014 11 :24:48 AM , ...... 1:6000 1"=500' ') :0: ••• • , , - Ij The information depicted on this map is for planning purposes only. It is not adequate for legal boundary defin~ion, regulatory interpretation, or parcel-level analyses. Sport Plex -South West Street -Aerial Photo 9/4/2014 11 :22: 14 AM 1:6024 1"=502' n _ AGA WAM POLICE DEPARTMENT 681 Springfield Street, Feeding Hills, MA 01030 Telephone (413)786-4767 I FAX (413)786-4821 Eric P. Gillis Cnief of 'Porke September 3, 2014 To: Planning Board From: Sgt. Jennifer Blanchette Re: Site Plan -The Sports Complex -South West Street I have reviewed. the site plan for the Sports Complex to be located on South West St. in Feeding Hills and have noted a few issues to be addressed: 1. The entrance and exit to the facility should be wide enough to allow both directions ample room to keep the traffic moving during times when large volumes of traffic are leaving and arriving. 2. There should be ample signage within the facility so that patrons are aware of the areas in which they need to go and where the appropriate parking is located. This is to avoid any traffic tie-ups on South West St. while the incoming cars are negotiating parking spots. 3. There should also be signage on either side of the entrance to the facility on South West St. so as to avoid vehicle being forced to turn around where there is no area for them to do so, other than residential driveways. 4. If there is to be a locked gate after hours, please provide a key to the police department so that access can be gained for emergency situations. ~if" D "hone Acting Safety Officer Agawam Police Department RECEIVED SEP 02 2.014 AGAWAM PLANN\NG BOARD • • Town of Agawam Interoffice Memorandum To: CC: From: Date: Subject: Engineering Dept., Police Dept., Fire Dept., ADA Committee Planning Board -V..sJ> 8/18/14 Site Plan -The Sports Plex -South West Street Please review and comment on the attached Site Plan for The Sports Plex prior to the Board's September 18th meeting. Thank you. DSD:prk FROM THE DESK OF ••• YOUR NAME TITLE TOWN OF AGAWAM 36MAINST AGAWAM. MA 01001 Email address Here 413-786-0400 X Extension Fax: 413-786-9927 r Transportation Land Development Environmental • Services August 15,2014 • • Ref: 12792.00 • • Erik Wight, Building Official Town of Agawam 1000 Suffield Street Agawam, MA 0100 I Application for Site Plan Approval DJC Realty, LLC "The Sports Plex", South West Street Dear Mr. Wight: • I:A ORIGINAL Vanasse Hangen Brustlin. Inc. On behalf of our client, DJC Realty, LLC, Vanasse Hangen Brnstlin, Inc. (VHB) submits for your review and use the following information as required by municipal regulation: • (lO)-copie. of Planning Board Form D, including narrative, partial zone map and information relative to air supported dome. • (to)-set. of24x36 and (I)-set ofllxl7 project plans prepared by VHB, dated 08-15-14, including site layout plan, grading and utility plan, site details and existing conditions plans. • (10)-oet. of 24x36 and (I )-set of IIxl7 of proposed building plan provided by applicant • (2)-copies of a Stormwater Management Report prepared by VHB • (lO)-copies of Traffic Memorandum prepared by VHB This application provides information relative to the construction of a sport/athletic development on a parcel ofland on South West Street. The narrative attached to the Planning Board Form D provides more detailed information relative to the proposed development, utilities, storm water, traffic and' other local permitting processes. This project will require a zone change from the City Council, a Stormwater Permit from the Engineering Department, Zone Change recommendation and Site Plan approval from the Planning Board, and Order of Conditions from the Conservation Commission. We trust this information will be suitable for your review and use in distribution to municipal staff. We anticipate that this application will be heard at the next available Planning Board meeting. Please do not hesitate to call should you have questions or need additional information. Very truly yours, BRUSTLIN, INC. RECEIVED AUG 1 8 2014- AGAWAM PLANNING BOARD One Federal Street, Building 103-3N Springfield, Massachusetts 01105 413.747.7113. FAX 413.747.0916 www.vhb.com • • AGAWAM PLANNING BOARD FormD Application for Site Plan Approval Please complete the following fonn and return it and 10 copies of the Site Plan to: 1. 2. 3. 4. Name of Business Address Agawam Building Department 1000 Suffield Street Agawam, MA 01001 The Sport Plex South West Street. Agawam , MA Name of Applicant/Owner DJC Realty. LLC Address 22 Wipplestreet Lane. Amherst. MA 01002 Telephone (413) 265-0263 Name of Engineer/Architect Vanasse Hangen Brustlin. Inc. Address One Federal Street. Building 103-3N. Springfield. MA 01105 Telephone (413) 747-7113 Please give a brief description of the proposed project: See attached Project Narrative • • The Sports Plex South West Street, Agawam, MA Narrative of Proposed Project in connection with Application for Site Plan Approval mc Realty, LLC, (Applicant) is submitting an Application to the Town of Agawam for Site Plan Approval issued by the Agawam Planning Board. The Applicant is requesting approval of a new sports/athletic development located on a parcel ofland off South West Street. The following provides a general description of the project. Land Parcel: The land is comprised of three separate parcels, identified as follows: • Map A8, Block 2, Lot 4 • Map B8, Block 1, Lot 2 • Map C8, Block 1, Lot 7 (partial) The parcel identified as "partial" was recently subject to an Approval Not Required Endorsement by the Planning Board for Northeast Utilities. That parcel was separated to accommodate a Conservation Restriction within its boundaries, and is specifically excluded from this application. The total land area of the three remaining parcels is approximately 80-acres, which are currently undeveloped farm land. There are existing out-buildings on the property which will be retained and repurposed in the future. The parcel has frontage along both South West Street and Route 57, but access for this project is being requested from South West Street only. The property contains the right-of-way for the future extension of Route 57. At the request of the Town, the initial concept for development has been altered to avoid placement of features within the right-of-way. The land parcel currently has two zones. The maJonty of the property is zoned "Agricultural", with a "Residential A-2" zone along both frontages. The zoning configuration is shown on the attached map printed from the Agawam GIS website. Proposed Development This project proposes to develop approximately 24-acres of the total 80-acre parcel. The use is proposed as a Sports Facility, and includes 2-open air soccer fields, 2-soccer fields located within 2-collapsable domed coverings, a new 12,800 square foot building for office/meeting space associated with the athletic business, 4- basketball courts, 2-tennis courts and one softball field. Support features for the development include 245 parking spaces spread over 5-separate parking fields, and a 2,500 lineal foot roadway consisting of 350-foot of pavement with the remainder being compacted stone-dust. Included in the submittal package is a brochure for the sports dome, which is an air-supported structure. Two of the fields will utilize this system to allow for use and training all-year. Accumulated snow must be removed from the dome, so concrete pads are proposed between the domes to allow for mechanical removal of the snow during winter months. The snow will be stockpiled on site. Utilities Municipal sewage collection is not available within the immediate area of the development. For the proposed building, a subsurface sewage disposal system will be utilized for the general office-type use to be located within the building. Soil Evaluation and a Septic Design will be perfonned in the immediate future. The site design incorporates numerous concrete pads located throughout the layout for placement of Porta-Potties. Each location is designed to include I-accessible facility and up to 3-regular facilities. The Operator will enter into a contract with a vendor who will furnish and maintain these facilities as needed. Page 11 • • The proposed building will be services by municipal water, taken from South West Street. An 8-inch cement lined ductile iron water main will be installed along the access road to the proposed building. New hydrants are proposed along this main in the vicinity of the parking area entrances. The main will terminate in the roadway in the vicinity ofthe new building, and a 6-inch fIre protection service and 2-inch domestic water service will be extended to the building. Discussions with private utility providers will need to occur, but all other utilities (gas/electric/telephone/cable) are available for extension into the site. A stormwater management system has been designed to mitigate the increase in peak rate of runoff resulting , from this development. Record soils information has been utilized for this design, and will require verifIcation through geotechnical exploration in the areas of infIltration and detention. Conservative assumptions have been utilized throughout the design of the system, including an infIltration rate according to DEP Raw!'s Rates and basins which limit the amount of excavation required. The result of the design is a reduction in peak rates of runoff resulting from the development, which outlet to existing wetland areas on-site. Traffic VHB has prepared a Traffic Memorandum to analyze the impact to the roadway area network as a result ofthis development. This assessment includes the obtaining of traffic counts at the intersection of Route 57 and South West Street, review of site distances along South West Street at the proposed driveway location and performance ofa capacity analysis of the Route 57/South West Street signal. The details of this analysis can be found in the Traffic Memorandum, but in summary, no detrimental effects to the Level of Service of the roadways or signal are anticipated as a result of this development. Recommendations for improvement include minor clearing of the roadway edges to improve site distance and installation of warning signage on South West Street in advance ofthe proposed driveway. Permitting The following sections provide a brief discussion regarding the other local permitting processes required for this development. Zone Change: In order to develop this project, a zone change is required. A petition has been submitted to the Agawam Building Official to initiate this process. The petition requests that the two zones on the parcel be changed to "Business A". Action on that request is currently pending. That process will require a Recommendation from the Planning Board to the City Council regarding the petition, followed by an action on the petition by the City Council. A decision regarding this petition is anticipated by late October. Stormwater: A stormwater management report has been included in this submittal, and documents our assumptions and the results of the analysis performed. Stormwater from the constructed improvements will be collected and managed. Once soil testing is compelte, the soils report will be updated to reflect the results of those tests, which will include soil type verifIcation, groundwater depths, and permeability rates for in-situ soils. The updated report also include documentation that the project will adhere to the MA DEP Stormwater Guidelines for a new development. The DEP Stormwater Checklist along with all of the Documenting Compliance calculations will be submitted with the fInal design and drainage report. LID techniques will be utilized within the fInal design to aid in Long Term Best Management Practice. Included in this submittal is the Application for Stormwater Discharge permit from the Town of Agawam. Conservation Commission: The project area contains resource areas regulated by the Wetlands Protection Act. Initially, no direct impacts to wetlands were planned. However, the restriction for development within the proposed Route 57 right-of-way located on the property has resulted in the need to fIll and replicate wetlands in two separate areas. One area is estimated to include approximately 2,195 square feet of wetland displacement and the other is estimated at 2,292 square feet. A Notice of Intent will be prepared and fIeld with the Agawam Conservation Commission in the immediate future, and will include other state and federally required permits. Page 12 A~ClJltJral (~~OI_~ A!1'lcUlkH3I --~ SiTE L_ -------- A~lcul"ual i > !i W ' Agrtcu nr:ll A!jTicultlroi Aglcul~.ral ® 1 :6000 1"=500' • 8i151201 4 6:46:30AM . The information depicted on this map is for planning purposes only. It is not adequate for legal boundary definition, regulatory interpretation, or parcel-level analyses. RICE & ARLINGTON SPORTS DOME 360' Diameter x 90' H Round Structure St. Paul, MN PITTSBURG STEELERS DOME ARTHUR J . ROONEY ATHLETIC FIELD 200' W x 215' Lx 66' H Duquesne University, Pittsburg, PA Put a Yeadon Specialist on your Team Yeadon Fabric Domes, Inc. St. Paul, MN 55113 ''It (651 ) 633·7400 Fax (651) 633-2019 TOLL FREE: 1-800-493-2366 (4·YEAOON) YEADON I!I REG. TRADE MARK OF Yeadon Fabric Domes, Inc. Tedlar I!I REG. TRADE MARK OF E.I. DuPont OeNemours & Co. MULTI-SPORT AIR STRUCTURES The Chicago Bears, New England Patriots, Pittsburgh Steelers, Boston College and the Detroit Lions all have one thing in common ... they al/ chose Yeadon·! Over 30 years experience constructing sports domes has earned Yeadon· its reputation as the indusiry leader in quality and technology. Our state of the art, energy efficient structures incorporate the latest innovations in design, anchoring, mechanical, electrical and propri- etary control systems. Professional and Col/ege teams, municipal and private sports demand low cost, wide, clear span weather proof structures to protect their practice playing fields and sports surfaces. Yeadon· provides up to 360' (110m) wide by virtually any length, column free sports domes to meet the most demanding needs and speCifications. Yeadon also offers their R-Plus insulated permanent structures for maximum energy efficiency. Standards: Yeadon· structures meet and exceed industry standards including Air Structures Design and Standards Manual ASI, ASCE, CSA CAN-S109, NFPA 701, UBC, BOCA. Uses: Yeadon Air Structures are ideal for both permanent and seasonal applications. Typical uses include football, tennis and racquet sports, golf, soccer, hockey, pools, cycling, and other sports. Technical Support: Design. construction advice, specifications, preparation of tenders and bids, and a 24 hour HOT-LINE service are aI/ part of Yeadon's services Yeadon Fabric Structures Ltd. Kerr Industrial Park, R R 1113 Gue'ph, ON Canada Nl H 6H9 TOll FREE: 1·888-493-2366 (4·YEADON) E-mail: yeadon@yeadon.on.ca Web Site: www.yeadondomes.com 1r (519) 821-9301 Fax (519) 821·9010 - • AUGSBURG COLLEGE, MN Covers Anderson-Nelson Athletic Field Approximately 216' W x 360' L x 60 ' H Interior is illuminated by protected floor mounted metal halide lights, providing indirect lighting to the playing area. Put a Yeadon Specialist on your Team • Specifications: • CLEAR SPANS -up to 360' (110m) wide, by any length • OUTER FABRIC -28 oz or 32 oz/sq yd high quality Shelter-Rite" high tensile, flame resistant, PVC coated polyester fabrics (translucent or opaque), with 10 year pro-rated warranty FINISHES -standard acrylic or Dupont Tedlar" protective coatings available • INNER THERMAL-ACOUSTIC LlNER- 14 oz/sq yd. high strength PVC coated polyester fabric with Yeadon® high gloss finish, in white, blue, or green. (custom colours also available). • MECHANICAL SYSTEMS - a) Furnace/lnftation/Standby -Yeadon" features their ALl-IN-ONE combination mechanical unit - custom designed, quiet, supplied with stainless steel heat exchangers, ETL and CGA approved, complete with remote station controls to operate and maintain structures, designed for underground ducts or direct discharge. b) Yeadon" Standby Units -incorporate separate secondary fan systems for low pressure, with a separate engine -driven fan for power failure emergencies. c) AIr Cooling Units -designed for specific site conditions are available as an option. el) Controls -Yeadon offers the most advanced automatic controls available, -the Yeadon Wind Sensor Control -using state of the art computerized controls for interior pressure, heating, and monitoring. • INSULATION -Yeadon" offers its R-PLUS insulated structures for permanent installations. R-Plus structures are available from R-12. • BASE CHANNEL -Yeadon" exclusive extruded and anodized aluminum channel is cast into concrete grade beams which ensures a virtually airtight low cost attachment of the structure to the concrete. • OOORS -heavy duty high quality pre-assembled exit, revolving and pedestrian air lock door units, complete with exit lighting and hardware. • AIR LOCKS -heavy duty, fa bric covered steel framed vehicle airlocks for trucks etc. Supplied with electrically operated steel roll-up doors. • LIGHTING -Yeadon high intensity metal halide indirect lighting systems, ulilizes the most efficient optical reflectors, to provide maximum lighting uniformly on the playing surface. The fully faceted, heavy duty, impact resistant. glass finished optical assembly, provides energy efficiency characteristics for maximum levels of illumination and minimum maintenance. YEADON 10/00/3000 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Transportation Land Development Environmental Services a ORIGINAL Memorandum To: Vanasse Hangen Rrustlin, Inc DJC Realty LLC. "The Sports Plex" South West Street Agawam, Massachusetts From: John Furman, PE. Date: August 15, 2014 Project No' 12792.00 Re: One Federal Street Springfield, MA 4137477113 FAX 4137470916 Keith Wenners, E.LT ~. """,_ ... ,<,,-___ Proposed Sports Plex Development Traffic Memorandum Springfield, Massachusetts Introduction The following memorandum has been prepared for DIC Realty LLC. to evaluate the potential trip generation impacts associated with the development of a new sporting facility on a 80± acre site. The site is located southwest of the intersection of South West Street and Kosak Court in the town of Agawam, Massachusetts. Project Description The project site presently is an undeveloped land/farm area. The proposed project consists of 4 new soccer fields, 2 tennis courts, 4 basketball courts, I softball field, and a facility building of 12,800± square feet. The property will consist of approximately 245 parking spaces distributed throughout 5 lots. Access to the property will be provided from an entrance along South West Street located south of Kosak Court (approximately 650 feet). At this location there is an existing gravel driveway accessing the property today. The property has frontage between South West Street and Route 57. The project as currently presented will utilize South West Street access. Study Methodology This traffic assessment has been conducted in the following manner. First, VHB assessed the existing traffic conditions within the project area, which included an inventory of existing roadway geometry, observations of traffic flow, collection of automatic traffic recorder counts, collection turning movement counts, and a review of traffic safety. Then, the framework for evaluating the transportation impacts ofthe proposed project was established. Trip generation estimates were calculated utilizing the Institute of Transportation Engineers Trip Generation Manual, 9th Edition. Trip Distribution was estimated to determine the amount of traffic using the prosed site. These estimates were conducted in conformance with the Executive Office of Environmental AffairslExecutive Office of Transportation (EOEAlEOT) and the Massachusetts Department of Transportation (MassDOT) guidelines. This memo then identifies any anticipated roadway and intersection deficiencies that will occur as a result of the development of this project site. "t~ ~. ~i: ~.~ ·i,:~ ~Ugust 15,2013 ::;NO.: 12792.00 Existing Traffic Conditions The following is a summary of the existing study area roadways and intersection characteristics: Study Area Roadways South West Street is under local jurisdiction, classified as a minor collector in found of the project site and that runs primarily in the north/south direction. South West Street provides two lanes of travel (one lane in each direction), There are no sidewalks provided along the roadway, Route 57 is under local jurisdiction, classified as a minor arterial that runs primarily east/west connecting Agawam and Southwick, Route 57 has two lanes of travel (one in each direction), A short section of sidewalk is provided on the southern side of the roadwl:\)' near the intersection of South West Street. Study Area Intersection Route 57 intersects South West Street from the south and North West Street from the north to form a four-way signaJized intersection that is owned and operated by the Town of Agawam. Route 57 provides an exclusive left-turn lane and shared thrulright-tum lane for both eastbound and westbound approaches, In the northbound direction South West Street provides one shared multi-purpose approach lane. In the southbound direction North West Street provides one multi-purpose approach lane, The eastbound approach provides approximately 60' of storage for the left-tum lane, The westbound approach provides approximately 120' of storage for the left-tum lane, A crosswalk is provided across South West Street with walk/flashing don't walk pedestrian signal heads, Traffic Volumes To assess existing traffic conditions in the vicinity of the site, weekday daily automatic traffic recorder (A TR) counts were conducted Wednesday July 16'" through Thursday July 17"',2014 along South West Slreetjust south ofthe intersection of Route 57, A turning movement count (TMC) was conducted on Wednesday July 23,d, 2014 at the intersection of Route 57 and South/North West Street during the peak hours of7:00 AM to 9:00 AM and 4:00 PM to 6:00 PM, The results of the ATR count are summarized in Table 1 and the results of the TMC are presented in Figure 1, The Traffic Data can be found in the Appendix, Table 1: ATR Traffic Volume Summary Location South West Street south of Route 57 Daily Volumea 1,600 Weekday Evening Peak Hour "K" Factor" Volumec 16.4% 260 a == vehicles per day, b -percent of daily traffic occurring in the peak hour. c -vehicles per hour Safety Assessment To identifY crash trends in the project study area, the most current crash data for the study area intersection was obtained lium the Massachusetts Department of Transportation (MassDOT) for the years 2009 through 2011, MassDOT reports vehicle crashes with damage greater than $1,000 or personal injury occurrences, which can provide a good indication of safety at the study area inttmiections. The following provides a summary of some ofthe key crash statistics, The number of crashes, type, time of day, etc, is sununarized in Table 2, • The calculated crash rate is 0.56, which is lower than the MassDOT District 2 average of 0,82 for signalized intersections. • 55% of the crashes were angle crashes • 91 %of the crashes were in dry conditions -weather not a factor The low crash rate indicates that a safety deficiency does not currently exist at this location. In addition, there was one crash reported near the existing driveway in 2011, The crash was a rear-end collision with the vehicles traveling in the southbound direction. This however, seems to be an isolated incident. 2 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Date: August 15, 2013 3 • Project No_: 12792.00 • • Table 2: Vehicular Crash Summa (2007 to 2011) • Route 57 at South West Street • Year 2009 3 • 2010 5 • 2011 3 • Total 11 Collision Type • Angle 6 • Head~on 0 Rear-end 2 • Sideswipe, same direction 1 • Single vehicle crash Unknown 1 • Total 11 • Crash Severity Fatal injury 0 • Non-fatal injury 2 • Property damage only (none injured) 9 Not Reported 0 • Unknown 0 • Total 11 • Time of Day Weekday, 7:00 AM -9:00 AM 2 • Weekday, 4:00 PM -6:00 PM 4 • Saturday, 11:00 AM -2:00 PM 0 Weekday, other time 4 • Weekend, other time 1 • Total 11 Pavement Conditions • Dry 10 • Wet 0 Snow • Slush 0 • Ice 0 Unknown 0 • Not Reported 0 • Total 11 • Non Motorist (Bike, Pedestrian) Total 0 • MassDOT Crash Rates 0.56 • Source: MassDOT • • • • • • • • • • Date: August 15,2013 Pmject No .. 12792.00 Driveway Sight Distance Analvsis An intersection sight distance analysis was performed at the proposed Site Driveway on South West Street. This was performed to verify that vehicles entering and exiting the development could do so safely, Intersection sight distance (ISD) is the distance that is based on the time required for perception, reaction and completion of the desired critical exiting maneuver (typically, a left tum) once the driver on a minor street approach (or a site drive) decides to execute the maneuver, Calculation for the critical ISD includes the time to (\) tum left, and to clear the near half ofthe intersection without conflicting with the vehicles approaching from the left; and (2) upon turning left, to accelerate to the operating speed on the roadway without causing approaching vehicles on the main road to excessively reduce their speed, Table 3 summarizes the available and required intersection sight distances for the site driveways. Table 3: Sight Distance Analysis Summary -Intersection Intersection Sight Distance (Desirable) Looking Required' Measured Driveway at Left 390 450' South West Street Right 445 550' Note: calrulations based on guidelines established by AASHTO a required sight distance in feet, based on an assumed 85" percentile speed of 40 mph on South West Street b measured sight distance assumes dearing of existing vegetation As indicated in Table 3, the Site Driveway exceeds the required intersection sight distance (lSD) in the northbound direction (looking left). However, this measured sight distance is assuming existing obstructions (overgrown grass, weeds and shrubs) are cleared within the right of way. Trip Generation To estimate the volume of traffic generated by the proposed Sports Plex Development, the Institute of Transportation Engineers Trip Generation Manual (9th Edition) trip generation rates for a Soccer Complex (land use code 488) were utilized, The lTE Trip Generation sample size for this land use code is small, but is being used conselVatively. This land use code incorporates many of the same amenities within the proposed development (activities sheiter, basketball and tennis courts), but also includes many that are not (stadium seating, fitness trail, aquatic center, picnic ground and a playground). To be conservative the softbal1 field was counted as an additional soccer field and a total of 5 soccer fields were used for the trip generation calculations. Table 4 summarizes the trip generation for the weekday daily trips, weekend evening peak hour trips and Saturday peak hour trips, Table 4: Site Generated Traffic Summary Soccer Complex' Time Period (5 Fields) Weekday Daily' 360 Weekday Evening Peak Hour" Enter 60 Exit 30 Total 90 Saturday Peak Hour" Enter 70 Exit 80 Total 150 Source: Trip Generation 9th Ed·tion; Institute of Transportation Engineers (ITE); Washington, D.C. (2012). Note: numbers rounded to the nearest 5. a vehicles per day b vehicles per hour 1 Future trip generation based on LUC 488 (Soccer Complex) for 5 soccer fields 4 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Date: August 15.2013 5 Project No.: 12792.00 Intersection Analysis Capacity analyses provide an indication of how well the roadway facilities serve the traffic demands placed upon them. Intersection operating conditions are classified by calculated levels-of-service. To assess quality of flow, intersection capacity analyses were ccnducted atthe intersection of Route 57 and South West Street based on signalized conditions. The evaluation criteria used to analyze area intersections in this traffic study are based on the 2000 Highway Capacity Manual (HCM)l. Level-{)f-service (LOS) is the term used to denote the different operating conditions that occur on a given roadway segment under various traffic volume loads. It is a qualitative measure that considers a number offactors including roadway geometry, speed, travel delay, freedom to maneuver, and safety. Level-of-service provides an index to operational qualities of a roadway segment or an intersection. Level-of-service designations range from A to F, with LOS A representing the best operating conditions and LOS F representing the worst. To compare the existing conditions to the future conditions the year 2024 was used with a conservative growth rate of 1.5%. The trips generated from the proposed development were applied to the future conditions analysis. Signalized Intersection Capacity Analysis Table 5 summarizes the level-of-service analysis conducted for the existing signalized intersection of Route 57 with South West Street. Table 5: Intersection Capacity Analysis Summary (2014 Existing 12024 Future) 2014 2024 vIC' Delay'> lOS' 95~ Queue vJca Delay'> lOS' 95lhQueue Weekday Evening Peak Hour Route 57 EBl 0.10 3.9 A 11 0.12 3.8 A 12 Route 57 EBTR 0.44 4.9 A 97 0.49 5.0 A 134 Route 57 WBl 0.17 4.0 A 23 0.33 4.5 A 47 Route 57 WBTR 0.70 7.9 A 198 0.76 9.2 A #353 South West Street NB 0.25 11.8 B 47 0.34 14.2 A 56 North West Street SB 0.29 12.0 B 49 0.36 14.3 A 55 Overall 0.58 7.5 A 0.66 8.4 A a vehlcle-to-capaclty ratio b vehicle delay in seconds per vehicle c level of service (LOS) 95th 95th percentile queue measured in feet. • percentile volume exceeds capacity; queue may be longer EB =: Eastbound; VVB = Westbound; NB = Northbound; SB =: Southbound; L =: Left; T =: Through; R =: Right As shown in Table 5, the development will not significantly impact the existing conditions. In the evening peak hours an overall LOS A is expected for both existing conditions and future conditions. Site Driveways and Site Circulation Access to the site will be provided with one driveway located on South West Street at the location of an existing driveway (approximately 650 feet south of the intersection of Kosak Court). This driveway intersect South West Street from the West and forms a three-legged unsignalized intersection. South West Street is proposed to operate freely, while the site driveway approach is to operate under "STOP" control. The driveway approach will provide two exit lanes, one for right-turn maneuvers and one for left-turn maneuvers. Highway Capacity Manual; Transportation Research Board, Washington, D.C. (2000). Date: August 15,2013 6 Project No .. 12792.00 Conclusions and Recommendations This memorandum was prepared by Vanasse Hangen Brustlin, Inc. (VHB) to evaluate the potential traffic and safety impacts of a proposed Sports Plex. The site is located on the west side of South West Street just south of Kosak Court in Agawam, Massachusetts. In summary, it is the fmding of this traffic impact and access memorandum that the study area intersection and roadways are not expected to be significantly impacted by the addition of the anticipated traffic generated by the proposed development. Additional details are provide below • The proposed development is expected to generated approximately 90 (60 enter, 30 exit) new vehicle trips during the weekday afternoon peak hour, and 150 (70 enter, 80 exit) new vehicle trips during the Saturday midday peak hour. These volumes account for a minor increase in traffic volumes currently traveling along South West Street or Route 57. • The existing intersection of Route 57 and South West Street has adequate capacity to accommodate the future growth and the additional trips from this development. • Access to the development is proposed via one driveway located along South West Street approximately 650 feet south of Kosak. Court. This driveway is expected to adequately accommodate the future traffic volumes projected for this development. It is therefore the finding of this traffic memorandum that with the proposed recommendations in place, traffic operations at the adjacent signalized intersection are not expected to degrade as a result of the proposed development. The following recommendations are proposed: • Install advanced warning signs along South West Street in both directions of travel to warn motorist of the interesting driveway. Sign shall conlino to MUTCD standards. • Work with appropriate town of Agawam officials to conduct limited clearing within right of way to maintain/improve sight distance. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Weekday Morning Peak Hour (7:15AM to 8:15AM) -1! II> 1;; ~ ~ ~ ~g:£ ~25 ~285 Weekday Evening Peak Hour (5:00PM to 6:00PM) -1! II> -~ ~ ~ 00"' ~40 .,. ... " ~625 Route 57 .J ~ I. ;--35 Route 57 Route 57 .J ~ I. ;--75 Route 57 5 25--,Si i i Not to Scale 15--' iii 645~ '0. -! -~ S " ~ 00'" N~'" Figure I July 2014 2014 Existing Weekday Peak Hour Volumes 395-+ 20. -! II> -~ S il II> Route 57 at South West Street and North West Street Agawam, Massachusetts 000 N",W • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • -ComtJUtatiom W · < Project: Sp9rl-S pleA Project# I d, 7 9J.oo Location: ~o. ~ Sheet t of I Calculated by: KN Date: ??-/11/14 Checked by: Date: Title Ir-i(.:) Genel«t-"""., C<Jicvl.J..;"VlS SpO<+I¥\j (ornp!&Jt 00CC'2.r FiJoI-.s lenn,6 Covrt-s, go. d(e..+bet IJ (OJr"hs soru",u He-lei Jd,j6CO ± sF-8//iJdj'(5 L U C Lf <6<6: 5oo:.cu:-C orr,pJq( We.eKd 7 Oqijy,' re.~e-'" 71. 3'3 X :5 fields .' 3.56 .. 6S- [::: 0 60 -It-IPS / ely 7 'wee-l<oI/: PM ~k: .' r",ke ~ /7.70 X 6't;,<-/ds :: 8~.S- [ore hwr bJwufl 4 M/6 Pf>'1) . 1 ,. f 90 *ip.5j (G7't ~hkr-/:rJ':/.£1 r,,,,,~ =. 30, 3¥ X S' fl~/4: 10'/."7 I [ = J 5'0 .f.rrp~ & 8'~ EJrkr/3tl. @ti+ . C' L()C. IIgg-/14;;>'" ..znd'v.4. 41?c:..;~ o,l'Y'J'e n/.).iC-C ,=><:J.;v'-/~.s6dAr:: g .. ~-I6-Jd ,/ .i .. "nJ6 COV/. [.kc.. .c..vc, Oescrr4.;.=r"), 10 b..: G>f'lflerhf,' 5 fi.Jd. """"" ... _.1' .. / ,,;,'" 7' n~.)J=.. I vanasJe Hangen BruuJin, Inc. • ------------------------------------------------. 902 Description Land Use: 488 Soccer Complex Soccer complexes are outdoor facilities that are used for non-professional soccer games. They may consist of multiple fields, and the size of each field within the land use may vary to accommodate games for different age groups. Ancillary amenities may include stadium sealing, a fitness trail, ac--tiVities sOelter, aquatic center, picnic grounds, .basketball and tennis courts and a playground. , -:-::--- Additional Data Caution should be used when applying these data. Peaking at soccer complexes typically occurred In time periods shorter than one hour. These peaking periods may have durations of 10 to 15 minutes. One study noted that rideshanng was common for teams traveling to out-of-town matches. The sites were surveyed in the 1990s and the 2000s in Indiana, Washington and Hawaii. To assist in the future analysis of this land use, /t Is important to collect driveway counts in 10-minute Intervals. Source Numbers 377,519,565,722 Trip Generation, 9th Edition • Institute of Transportation Engineers • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 904 Soccer Complex (488) Average Vehicle Trip Ends vs: Fields On a: Weekday Number of Studies: 3 Average Number of Fields: 10 Directional Distribution: 50% entering, 50% exiting Trip Generation per Field Average Rate Range of Rates Standard Deviation 71.33 42.86 -90.81 23.12 Data Plot and Equation Gaution -Use Carefully -Small Sample SIze 1.500 -,-------------------------------. 1,400 1,300 ,' .. , ............... , .. .... :..;... .. -:-. -0 1 . -. • - . . . . 1 1,100 .......... ' ........ -:-....... ~ . 1,000 -: ..-.. _. ~,. /' 900 --., I 800 - - 00 700 -. "," -_. _. ., ... " ..... . 600 500 400 3oo *---,-~-_,--_,--_;-~_,--_,-~-r_,~-_,___~~ 7, 8 9 10 11 12 13 14 15 16 x = Number of Fields X Ac:tual Data PoInts ------Average Rate Fitted Curve Equation: Nol given Trip Generation, 9th Edition. Institute of Transportation Engineers 906 Soccer Complex (488) Average Vehicle Trip Ends vs: Fields On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Number of Studies: 4 Average Number of Fields: 13 Directional Distribution: 67% entering, 33% exiting Trip Generation per Field Average Rate Range of Rates Standard Deviation 17.70 8.71 -24.88 7.55 Data Plot and Equation Caution -Use Carefully -Small Sample Size ~,-------------------------------------~----------------, {'l co W Q. ~ <l> Q :E (]) > (]) ~ £ " f- 300 ..' ••.•.• ...... "' ..... , ...... . 200 -......................... /. 100 . -... , . -.•. , ..•......•. -," -.• " O+-~-r~-,~-,~-,--~r-,~,-~-,~-,~-,~-,~--,-~,-~ 7 8 9 10 11 12 13 14 15 16 17 18 19 20 x = Number of Fields X Actual Data Points ----:--Average Rate Fitted Curve Equation: Not Given Trip Generation, 9th Edition. Institute of Transportation Engineers • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Soccer Complex (488) Average Vehicle Trip Ends vs: Fields On a: Saturday, Peak Hour of Generator Number of Studies: 6 Average Number of Fields: 11 Directional Distribution: 48% entering, 52% exiting Trip Generation per Field Average Rate Range of Rates Standard Deviation 30.34 17.14 -34.20 7.42 Data Plot and Equation 700 ~------------------------------------------------------, 600 -.. -, . . . . .. ',' ... " .... ~ . --.... -" . --. " ... -, -. . ',--" ',' ';" x 500 .... ,' ... - - 400 .. _ .. 300 200 .. ,--.. ',' .. -" .. ,-... " -... ,-.. -.... ', ... -" ... ',' .. 100 ,..~ -. ..... -,' ... . ....... .. ,', .. ,', -.' 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 x • Number 01 Fields X Actu.1 Data Points --Fmed Curve Fitted Curve Equation: T = 37.04(X) • 75.92 R2 =0.97 Trip Generation, 9th Edition • Institute of Transportation Engineers 909 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Computations Project: S{?:lcf.s P/e..x Project # ';),798. DC> Location: 'A7 e:..I/'I.a..rv'I Sheet I of I Calculated by: kEw Date: Checked by: Date: Title rip G-enU'.F,-=>Yl O;~bAr.,n PM Peo.h /1'i'(J G-ef)u .• JiaY') For:-Pv-Iv!'<:.-k-~-9f,-<. Vo/i/fI1e5 --.ASW(ffL I ,So~ ~~~ -From !(jjO ~e() Co.les 901d{f;t1 -triAS (6?<,6CnJ.,f.,../. .0 "J 60 E nte.n 0J "-~ S:J'!}::? WObt00At;vt l.,..-<"\ 56Urf\p ...... c:.1! ';'rrp~ Otre..-~ ctJ P«)rv> 14 Ndtk ~-1,f ~ 7.0?~ J.o/FrolYl -Ik-£~ . .) .",,,./ ~~-I ./ .. /F~~.;A..~ I m Ger,.')?' JTI. t~::p Wmasse Hangen Brustlin. Inc. IS-// w.s; t'/ 'IS ;;+qr Cl r ~57 S'-:2-~' 0~ • • • HCM Signalized Intersection Capacity Analysis • Route 57 at South West Street 2014 Weekday Evening -Existing Conditions • -" --'\-.f -'-~ t ~ \. + ..' • ¥d\!r!!!ii -£B[ '. E~T EeR .. WIll war v.rIIR .NBL m .~ > sill sM' ,SIl8 • Lane Configurations "'I 1+ "'I 1+ 4-4-• Volu me (vph) 25 395 20 75 625 40 20 50 60 35 45 40 • Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (5) 4.0 4.0 4.0 4.0 4.0 4.0 • Lane Wi!. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 tOO 0.99 0.94 0.96 • Ftt Protected 0.95 1.00 0.95 tOo 0.99 0.99 • Said. Flow (prot) 1770 1849 1770 1846 1733 1754 Fit Permitted 0.26 1.00 0.47 1.00 0.93 0.87 • Said. Flow ~rml 486 1849 876 1846 1631 1547 • Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 27 429 22 82 679 43 22 54 65 38 49 43 • RTOR Reduction (vph) 0 3 0 0 4 0 0 51 0 0 34 0 Lane Groue Flow !v2hl 27 448 0 82 718 0 0 90 0 0 96 0 • fum fype Perm NA Perm NA Perm NA Perm NA • Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 • Actuated Green, G (5) 19.6 19.6 19.6 19.6 7.7 7.7 • Effective Green, 9 (5) 19.6 19.6 19.6 19.6 7.7 7.7 Actuared glC Ratio 0.56 0.56 0.56 0.56 0.22 0.22 • Clearance Time (5) 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (5) 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 269 1026 486 1024 355 337 • vis Ratio Prot 0.24 C().39 vis Ratio Perm 0.06 0.09 0.06 c0.06 • vic Ratio 0.10 0.44 0.17 0.70 0.25 0.29 • Uniform Delay, dl 3.7 4.6 3.9 5.7 11.4 11.5 Progression Factor 1.00 1.00 1.00 tOO tOO 1.00 • Incremental Delay, d2 0.2 0.3 0.2 2.2 0.4 0.5 Delay (5) 3.9 4.9 4.0 7.9 11.8 12.0 • Level at Service A A A A B B • Approach Delay (5) 4.8 7.5 11.8 12.0 Approach LOS A A B B • '!!!!!!"'1ii\Il ~ .. • ~, . • HCM 2000 Control Delay 7.5 HCM 2000 Level of Service A • HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length (5) 35.3 Sum of lost time (5) 8.0 • Intersection Capacity Utilization 60.5% ICU Level of Service 8 • Analysis Period (min) 15 c Critical Lane Group • • • • • • Ilvh blprojlSpringfieldl 12792. OOitechiTrafficiSynchrol2014 EVEG PM.syn Synchro B Report • KEW Page 2 • • • • • • • • • Queues • Route 57 at South West Street 2014 Weekday Evening -Existing Conditions • ..J -f' -..., t \. + • LapiGibW, .. , • £BL Eel, .~. . wilt NBt, . NBI;, set . Sill'., '~ "~' • Lane Configurations .., to .., to .;. .;. Volume (vph) 25 395 75 625 20 50 35 45 • Lane Group Flow (vph) 27 451 82 722 0 141 0 130 • Tum Type Penm NA Penm NA Perm NA Penm NA Protected Phases 4 8 2 6 • Penmitted Phases 4 8 2 6 • Detector Ph ase 4 4 8 8 2 2 6 6 SWITch Phase • Minimum Initial (5) 3.0 3.0 3.0 3.0 2.0 2.0 2.0 2.0 Minimum Split (5) 11.0 11.0 11.0 11.0 6.0 6.0 6.0 6.0 • Total Split (5) 28.0 28.0 28.0 28.0 24.0 24.0 24.0 24.0 • Total Split (%) 53.8% 53.8% 53.8% 53.8% 46.2% 46.2% 46.2% 46.2% Yellow Time (5) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 • All-Red Time (5) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 • Lost Time Adjust (5) 0.0 0.0 0.0 0.0 0.0 0.0 Total LostTime (5) 4.0 4.0 4.0 4.0 4.0 4.0 • Lead/Lag Lead-Lag Optimize? • Recall Mode None None None None Min Min Min Min • vic Ratio 0.10 0.44 0.17 0.71 0.35 0.35 Control Delay 5.2 6.4 5.2 10.6 10.9 12.6 • Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 • Total Delay 5.2 6.4 5.2 10.6 10.9 12.6 Queue Length 50th (ttl 2 39 6 77 13 15 • Queue Length 95th (ft) 11 97 23 198 47 49 Internal Link Dist (ttl 464 439 297 288 • Turn Bay Length (ft) 60 120 • Base Capacity (vph) 338 1292 610 1289 975 916 Starvation Cap Reductn 0 0 0 0 0 0 • Spill back Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 • Reduced vic Ratio 0.08 0.35 0.13 0.56 0.14 0.14 • InterSection SlrnM8rY' \i:' ) ~.~ • Cycle Length: 52 Actualed Cycle Length: 35.7 • Natural Cycle: 40 • Control Type: Semi Act-Uncoord • Splits and Phases' 2: Soulh West StreeVNorth West Street & Route 57 • t ~2 --+-.,4 124. ~ • ~. -~-r;; "_ • ~,<:. ;;,r , • 2B-s I!~ 'Xl: . .' "t . t\ _ ''I.' . " ".I • • + ~6 -• ~8 I~&:'-; .. ~ ."', --;' ,'", ? ~~,. " -'-1 :<;~, " d • • • • • \\vhb\proj\Springfield\ 12792.00\tech\ Traffic\Synchro\2014 EVEG PM .syn Synchro B Report • KEW Page 1 • • • • Queues Route 57 at South West Street / -• -'" ~G~~', ,Eat., E$< -'. WBl'."wa1;' , NEit Lane Configurations "i f> "i f> Volume (vph) 25 460 135 725 30 Lane Group Flow (vph) 27 543 147 837 0 Tum Type Perm NA Perm NA Perm Protected Phases 4 8 Permitted Phases 4 8 2 Detector Phase 4 4 8 8 2 Switch Phase Minimum Initial (5) 3.0 3.0 3.0 3.0 2.0 Minimum Split (5) 11.0 11.0 11.0 11.0 6.0 Total Split (5) 28.0 28.0 28.0 28.0 24.0 Total Split (%) 53.8% 53.8% 53.8% 53.8% 46.2% Yellow Time (5) 3.0 3.0 3.0 3.0 3.0 All-Red Time (5) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (5) 0.0 0.0 0.0 0.0 Total Lost Time (5) 4.0 4.0 4.0 4.0 LeadlLag Lead-Lag Optimize? Recall Mode None None None None Min vic Ratio 0.12 0.50 0.33 0.76 Control Delay 6.0 7.0 7.5 13.8 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 6.0 7.0 7.5 13.8 Queue Length 50th (ft) 2 52 13 105 Queue Length 95th (ft) 12 134 47 #353 Internal Link Dist (HI 464 439 Turn Bay Length (ft) 60 120 Base Capacity (vph) 227 1117 454 1119 Starvation Cap Reductn 0 0 0 0 Spill back Cap Reductn 0 0 a 0 Storage Cap Reductn 0 0 0 0 Reduced vic Ratio 0.12 0.49 0.32 0.75 ~~ .. - ~'I Cycle Length: 52 Actuated Cycle Length: 39.9 Natural Cycle: 50 Control Type: Semi Act-Uncoord # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2' South West StreeUNorth West Street & Route 57 t ~2 1-"4 :HII"<.<f. W' "', . (.\ i<',l, ,;~. t-" 'to 'I -"' ..... + ~6 1-~8 •• F "-:0-j • \\vhb\proj\Springfield\ 12792.00\tech\ Traffic\Synchro12024 FVEG PM .syn KEW t \. NIl! SIlL 4- 55 45 191 0 NA Perm 2 6 2 6 2.0 2.0 6.0 6.0 24.0 24.0 46.2% 46.2% 3.0 3.0 1.0 1.0 0.0 4.0 Min Min 0,47 11.6 0.0 11.6 18 56 297 865 0 0 0 0.22 "" ,-~,.' !'.. 1' ... , .J;, 2024 Weekday Evening -Future Conditions + SST 4- 50 152 NA 6 6 2.0 6.0 24.0 46.2% 3.0 1.0 0.0 4.0 Min 0,43 13.9 0.0 13.9 20 55 288 806 0 0 0 0.19 -.'.' ','-1 , >';;' . " .. .,:, • • Synchro 8 Report Page 1 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • HCM Signalized Intersection Capacity Analysis • Route 57 at South West Street 2024 Weekday Evening -Future Conditions • .J -'). .f -""-'\ t ". \. + .; • Mg)lellll!Rj, . . liB(. EBt ' EEIIf .. ~L WBT" WBR " HIlL • tlliT . tiM $IlL' .1lIIf ... S$R • Lane Configurations 'I 't. 'I 't. 4> 4> Volume (vph) 25 460 40 135 725 45 30 55 90 45 50 45 • Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 • Total Lost time (5) 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 • Frt 1.00 0.99 1.00 0.99 0.93 0.96 • F~ Protected 0.95 1.00 0.95 1.00 0.99 0.98 Satd. Flow (prot) 1770 1841 1770 1846 1719 1753 • Fit Permitted 0.20 1.00 0.40 1.00 0.93 0.87 Satd. Flow (~nm) 376 1841 751 1846 1619 1552 • Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 • Adj. Flow (vph) 27 500 43 147 788 49 33 60 98 49 54 49 RTOR Reduction (vph) 0 4 0 0 3 0 0 78 0 0 39 0 • Lane Grou~ Flow (v~hl 27 539 0 147 834 0 0 113 0 0 113 0 • Turn Type Penm NA Penm NA Penm NA Penm NA Protected Phases 4 8 2 6 • Penmitted Phases 4 8 2 6 • Actuated Green, G (5) 23.7 23.7 23.7 23.7 8.2 8.2 Effective Green, g (s) 23.7 23.7 23.7 23.7 8.2 8.2 • Actuated glC Ratio 0.59 0.59 0.59 0.59 0.21 0.21 Clearance Time (5) 4.0 4.0 4.0 4.0 4.0 4.0 • Vehicle Extension (5) 3.0 3.0 3.0 3.0 3.0 3.0 • Lane Grp Cap (vph) 223 1093 446 1096 332 318 vis Ratio Prot 0.29 cO.45 • vis Ratio Penm 0.07 0.20 0.07 cO.07 • vIc Ratio 0.12 0.49 0.33 0.76 0.34 0.36 Uniform Delay, dl 3.5 4.6 4.1 6.0 13.5 13.6 • Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 04 04 3.2 0.6 0.7 • Delay (5) 3.8 5.0 4.5 9.2 14.2 14.3 • Level of Service A A A A B B Approach Delay (5) 4.9 8.5 14.2 14.3 • Approach LOS A A 8 B • I~~I~', ~-, • HCM 2000 Control Delay 8.4 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.66 • Actuated Cycle Length (s) 39.9 Sum of lost time (5) 8.0 Intersection Capacity Utilization 68.1% ICU Level of Service C • Analysis Period (min) 15 • c CrITical Lane Group • • • • • • \\vhb\proj\Springfield\ 12792. OO\\echITrafficISynchrc\2024 FVEG PM .syn Synchro 8 Report • KEW Page 2 • • • • • • • Innovative D~ LLC • Location: South West Street PO Box 468 • Location: South of Route 57 Belchertown, Massachusetts Location: Agawam, Massachusetts Client: VHB I K. Wenners innovativedatallc.com or 1.413.668.5094 • • • Start 16-Jul-14 Southbound Northbound Combined 17-Jul-Southbound Northbound Combined • Time Wed AM. P.M. A~c P·M· AM. P.M Thu AM. PM. A.M. P.M. AM. P.M. 1200 3 24 1 22 4 46 4 23 2 23 6 46 • 12:15 3 24 6 22 9 46 6 31 7 27 13 58 12:30 1 32 2 29 3 61 3 41 3 19 6 60 • 12:45 1 31 3 26 4 57 3 15 2 11 5 26 01:00 4 18 2 26 6 44 3 32 1 23 4 55 • 01:15 2 32 1 27 3 59 2 22 0 27 2 49 01:30 1 24 2 19 3 43 2 28 2 20 4 48 • 01:45 4 18 2 24 6 42 1 20 1 25 2 45 02:00 3 29 0 21 3 50 1 30 3 22 4 52 • 02:15 1 21 2 21 3 42 0 33 1 32 1 65 02:30 1 24 1 18 2 42 1 14 2 27 3 41 • 02:45 2 28 3 17 5 45 0 25 4 19 4 44 03:00 1 29 0 25 1 54 3 39 1 20 4 59 • 03:15 0 31 0 30 0 61 0 16 0 26 0 42 03:30 1 :u 0 24 1 58 0 29 1 26 1 55 • 03:45 0 33 1 23 1 56 1 25 2 38 '3 6'3 04:00 1 211 1 23 2 51 2 35 1 31 3 66 • 04:15 2 :u 2 20 4 54 0 26 1 30 1 56 04:30 1 31 1 29 2 60 1 33 3 : 4 71 • 04:45 0 27 7 28 7 55 4 39 3 7 77 05:00 3 34 5 :u 8 /III 1 • 5 37 6 75 • 05:15 3 26 4 3B 7 IU 5 37 9 3B 14 75 05:30 1 29 9 ." 10 67 1 36 6 32 7 68 • 05:45 3 39 12 37 15 7. 6 31 11 38 17 69 06:00 6 32 12 32 18 64 6 31 8 30 14 61 • 06:15 9 20 12 22 21 42 2 22 11 28 13 50 06:30 1 32 6 27 7 59 4 31 14 25 18 56 • 06:45 7 26 17 22 24 48 10 24 20 27 30 51 07:00 12 28 13 13 25 41 15 23 15 22 30 45 • 07:15 14 32 24 33 38 65 12 31 21 23 33 54 07:30 15 20 25 22 40 42 23 26 29 19 52 45 • 07:45 21 33 23 15 44 48 16 27 33 23 49 50 08:00 12 26 23 15 36 41 19 17 3(J 21 49 38 • 08:15 20 21 211 13 411 34 14 18 211 18 4(J 36 0830 20 26 29 22 49 48 14 29 :u 23 411 52 • 08:45 18 25 311 18 411 43 24 32 31 15 55 47 0900 13 22 18 19 31 41 20 21 20 9 40 30 • 09:15 22 22 24 21 46 43 17 12 26 8 43 20 0930 10 24 21 6 31 30 10 23 23 12 33 35 • 09:45 16 16 16 10 32 26 20 10 21 6 41 16 10:00 26 14 20 4 46 18 1 19 9 18 9 37 18 • 10:15 13 9 20 8 33 17, 12 14 19 8 31 22 10:30 14 11 26 4 40 15 ! 19 15 22 11 41 26 • 10:45 23 2 17 4 40 61 23 7 30 8 53 15 11 :00 15 8 29 2 44 10. Zf 7 26 7 50 14 • 11: 15 111 61 17 7 35 2L_ 22 6 24 8 46 14 11 :30 25 5, 23 2 48 22 5 18 1 40 6 • 11 :45 22 41 _26 __ L __ __ 48 _ 20 6 19 2 39 8 Total 414 1 ~44 566 969 980 2113 437 1144 609 1030 1046 2174 • Day Total 1558 1535 3093 1581 1639 3220 % Total 13.4% 37.0% 18.3% 31.3% 13.6% 35.5% 18.9% 32.0% • Peak 10:45 03:30 08:00 05:00 08:00 05:00 10:45 04:45 0745 04:30 08:00 0430 • Vol. 81 129 110 147 180 275 91 150 123 151 192 298 PHF 0.810 0.949 0.917 0.967 0.918 0.905 0.948 0.962 0.904 0.993 0.873 0.968 • ADT ADT3.155 AADT 3.155 • • • • • Page 1 • • • ••••••••••••••••••••••••••••••••••••••••••• Innovative Data, LLC Location: South West Street PO Box 468 Location: South of Route 57 Belchertown, Massachusetts Location: Agawam, Massachusetts Client: VHB I K. Wenners innovativedatallc.com or 1.413.668.5094 SouttltJound Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 Pace Number Time 15 20 25 30 35 40 45 50 55 60 65 70 7;; __ ~99 Totc:!1 SgJ~~t;l in Pace 07/16/14 0 1 0 4 3 0 0 0 0 0 0 0 0 0 8 25-34 6 01:00 0 0 0 1 7 3 0 0 0 0 0 0 0 0 11 30-39 9 02:00 0 0 0 2 4 1 0 0 0 0 0 0 0 0 7 27-36 6 03:00 0 0 0 2 0 0 0 0 0 0 0 0 0 0 2 20-29 2 04:00 0 0 0 2 1 1 0 0 0 0 0 0 0 0 4 24-33 3 05:00 2 0 0 1 5 2 0 0 0 0 0 0 0 0 10 28-37 6 06:00 1 2 0 3 10 7 0 0 0 0 0 0 0 0 23 30-39 15 07:00 a a 2 14 29 14 2 1 a a 0 a a a 62 28-37 43 08:00 4 0 2 13 32 17 2 a a 0 0 a a 0 70 29-38 45 09:00 3 1 1 15 31 10 0 0 a 0 0 a a 0 61 28-37 42 10:00 3 a 6 16 40 9 2 0 0 0 0 0 0 0 76 28-37 52 11:00 3 0 5 22 40 9 1 0 a a 0 0 0 0 80 27-36 56 12 PM 3 1 3 28 56 17 3 0 0 0 0 0 0 0 111 28-37 78 13:00 3 0 2 28 45 12 2 0 0 0 0 0 0 0 92 27-36 66 14:00 6 0 3 23 50 17 2 1 0 0 0 0 0 0 102 28-37 67 15:00 3 0 1 33 67 18 5 0 0 0 0 0 0 0 127 28-37 92 16:00 3 2 a 24 55 33 1 2 0 0 0 0 0 0 120 29-38 82 17:00 4 1 2 26 64 28 3 0 0 0 0 0 0 0 128 29-38 89 18:00 3 0 0 20 55 29 2 0 1 0 0 0 0 0 110 29-38 79 19:00 4 0 8 28 47 21 4 1 0 0 0 0 0 0 113 28-37 70 20:00 2 0 3 23 48 13 7 2 0 0 a a a a 98 27-36 66 21:00 3 0 2 26 37 13 3 a a 0 0 0 0 0 84 27-36 57 22:00 2 0 2 5 22 5 0 a 0 0 0 a a 0 36 28-37 26 __ 23:00 0 0 a . _Q. _12 4 _1._ 0 D_ o 0 0 .!L_ .. .Q .. -23 28-37 17 Total 52 8 42 365 __ 760 283 40 7 1 0_ 0 0 0 0 1558 Pef(::_~Dt :3,3% 0.5% 2,JYo 23.4% 48.8% 18.2% _?,6% Q.4% 0.1% PJ)% 0.0%. 0.0% 0.0% 0.0% AM Peak 08:00 06:00 10:00 11 :00 10:00 08:00 07:00 07:00 11 :00 Vol. 4 2 6 22 40 17 2 J 80 PM Peak 14:00 16:00 19:00 15:00 15:00 16:00 20:00 16:00 18:00 17:00 Vol. 6 2 8 33 67 33 7 2 1 128 Page 1 Innovative Data. LLC Location: South West Street PO Box 468 location: South of Route 57 Belchertown, Massachusetts Location: Agawam, Massachusetts Client: VHB I K. Wenners innovativedatallc.com or 1.413.668.5094 Southbound __ Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 Pace Number Tirn~_ 15 21L 2~L 30 35. 40 .A5 ----50 55 liD 65 70 . 75 999 Total Spe~ inE~~ 07/17/14 0 1 0 6 8 0 1 0 0 0 0 0 0 0 16 26·35 12 01:00 0 0 0 0 6 2 0 0 0 0 0 0 0 0 8 31·40 7 02:00 0 1 0 0 0 1 0 0 0 0 0 0 0 0 2 13·22 1 03:00 0 0 0 1 1 2 0 0 0 0 0 0 0 0 4 29·38 3 04:00 0 0 0 1 1 3 2 0 0 0 0 0 0 0 7 34·43 5 05:00 1 0 0 3 7 2 0 0 0 0 0 0 0 0 13 28·37 9 06:00 1 0 0 5 10 6 0 0 0 0 0 0 0 0 22 29·38 15 07:00 3 0 7 9 29 13 4 1 0 0 0 0 0 0 66 29-38 39 08:00 3 0 0 13 35 17 1 2 0 0 0 0 0 0 71 29·38 49 09:00 0 0 1 19 32 13 2 0 0 0 0 0 0 0 67 28·37 49 10:00 2 0 3 18 34 13 3 0 0 0 0 0 0 0 73 28·37 49 11:00 2 2 1 18 42 21 2 0 0 0 0 0 0 0 88 29-38 60 12 PM 3 0 4 19 53 27 2 1 1 0 0 0 0 0 110 29·38 75 13:00 8 5 6 26 41 15 1 0 0 0 0 0 0 0 102 27·36 58 14:00 3 1 4 26 49 17 2 0 0 0 0 0 0 0 102 28·37 69 15:00 2 0 1 23 60 20 3 0 0 0 0 0 0 0 109 28-37 81 16:00 4 4 4 28 67 22 4 0 0 0 0 0 0 0 133 28·37 89 17:00 6 2 7 30 66 26 4 1 0 0 0 0 0 0 142 28·37 91 18:00 4 0 2 28 47 22 4 1 0 0 0 0 0 0 108 28·37 71 19:00 5 1 0 28 52 19 2 0 0 0 0 0 0 0 107 28-37 73 20:00 1 0 1 25 51 15 3 0 0 0 0 0 0 0 96 28·37 71 21:00 4 2 0 19 27 12 2 0 0 0 0 0 0 0 66 27·36 41 22:00 1 0 1 14 20 7 2 0 0 0 0 0 0 0 45 27·36 31 23:0.0. 0 0 0 7 ._12 3_ ... _"1. 1 12... 0 0 0 0 0 .l!. 27·36 Ie Total 53 19 42 .366 750._ 298 45 7 1 0 0 0 0 9 1581 I?~fcent 3A_~ 1.~lro 2.7% 23.1% 47.4% _1.1~)~% 2.8% (2.4%_ rU% 0.0% __ O._Qo~_ 0.0% 0.0% 0.0% AM Peak 07:00 11:00 07:00 09:00 11 :00 11 :00 07:00 08:00 11:00 Vol. L 2 _7 19 42 21 4 2 .8.8 PM Peak 13:00 13:00 17:00 17:00 16:00 12:00 16:00 12:00 12:00 17:00 Vol. 8 5 7 30 Pc7 27 "--....1 1 .. 142 Total 105 27 84 731 1510 581 85 14 2 0 0 0 0 0 3139 percelJt 3.3% (),9% _ .2.7% 23.;3.% 4a.J% 18.5% 2.7% 0.4% 0.1% 0.0% 0.0% 0.0% 0.0% 0.0% 15th Percentile: 26 MPH 50th Percentile: 31 MPH 85th Percentile: 36 MPH 95th Percentile: 39 MPH Stats 10 MPH Pace Speed 28·37 MPH Number in Pace 2115 Percent in Pace 67.4% Number of Vehicles;> 40 MPH 156 Percent of Vehicles> 40 MPH 5.0% Mean Speed(Average) 31 MPH Page 2 •••••••••••••••••••••••••••••••••••••••••••• •••••••••••••••••••••••••••••••••••••••••••• Innovative Data, LLC Location: South West Street PO Box 468 Location: South of Route 57 Belchertown, Massachusetts Location: Agawam, Massachusetts Client: VHB I K. Wenners innovativedatallc.com or 1.413.668.5094 Northb9und Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 Pace Number Time 15 20 25 -30 35 40 45 50 55 60 65 70 7~ 999 Tota! Speed in" Pace 07116114 0 0 1 5 5 1 0 0 0 0 0 0 0 0 12 26-35 9 01:00 0 0 0 4 3 0 0 0 0 0 0 0 0 0 7 26-35 6 02:00 0 0 1 1 3 0 1 0 0 0 0 0 0 0 6 26-35 4 03:00 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 19-28 1 04:00 0 0 1 1 6 2 1 0 0 0 0 0 0 0 11 29-38 8 05:00 1 0 1 8 15 5 0 0 0 0 0 0 0 0 30 28-37 21 06:00 2 3 4 9 28 1 0 0 0 0 0 0 0 0 47 27-36 32 07:00 0 0 3 32 40 10 0 0 0 0 0 0 0 0 85 27-36 65 08:00 2 1 10 36 49 12 0 0 0 0 0 0 0 0 110 27-36 76 09:00 2 1 10 30 24 12 0 0 0 0 0 0 0 0 79 25-34 49 10:00 2 1 9 24 41 6 0 0 0 0 0 0 0 0 83 26-35 58 11:00 2 0 13 36 33 8 2 1 0 0 0 0 0 0 95 26-35 62 12 PM 2 6 8 39 37 6 1 0 0 0 0 0 0 0 99 26-35 66 13:00 10 1 8 37 31 9 0 0 0 0 0 0 0 0 96 26-35 57 14:00 5 2 7 23 32 8 0 0 0 0 0 0 0 0 77 27-36 47 15:00 6 4 6 32 45 8 1 0 0 0 0 0 0 0 102 27·36 65 16:00 1 0 9 32 50 7 1 0 0 0 0 0 0 0 100 27-36 74 17:00 6 4 19 42 57 19 0 0 0 0 0 0 0 0 147 26-35 88 18:00 5 1 12 32 39 13 1 0 0 0 0 0 0 0 103 26-35 63 19:00 5 3 10 26 31 6 1 1 0 0 0 0 0 0 83 26-35 49 20:00 0 1 7 25 27 8 0 0 0 0 0 0 0 0 68 26-35 47 21:00 3 0 8 18 22 4 1 0 0 0 0 0 0 0 56 26-35 35 22:00 2 0 1 5 10 2 0 0 0 0 0 0 0 0 20 26-35 13 23~00 0 0 1. L 5 4 0 _0 _0 0 <L __ 0 _ ..9 _JL. __ 18 ~.§.-3!L 12 TQtal 56 2~ 149 506 633 151 10 :z 0 0 0 0 0_ 0 lQ35 Percent 3.6% 1.8% 9.7% 33.0% 41.~% 9.8% 0.7% 0.1% 0.0% 0,9% 0.0% 0.0% __ 0.0% 0.0% AM Peak 06:00 06:00 11:00 08:00 08:00 08:00 11:00 11 :00 08:00 Vol. 2 3 13 36 49 12 2 1 110 PM Peak 13:00 12:00 17:00 17:00 17:00 17:00 12:00 19:00 17:00 Vol. 10 6 19 42 57 19 1 1 147 Page 3 Innowtive Data, LLC Location: South West Street PO Box 468 Location: South of Route 57 Belchertown, Massachusetts Location: Agawam, Massachusetts Client: VHB I K. Wenners innovativedatallc.com or 1.413.668.5094 Northbound Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 Pace Number __ Time 15 20._ 25 3Q_ ---35 . .40 45 50 55 60 .§.5_ 70 75_ 999 TQt;;iL Speec! . inp<;!ce 07/17/14 0 0 4 5 2 2 1 0 0 0 0 0 0 0 14 23-32 8 01:00 0 0 0 2 1 1 0 0 0 0 0 0 0 0 4 24-33 3 02:00 0 1 0 5 3 1 0 0 0 0 0 0 0 0 10 25-34 7 03:00 0 0 0 1 3 0 0 0 0 0 0 0 0 0 4 26--35 4 04:00 0 0 0 0 6 2 0 0 0 0 0 0 0 0 8 31-40 7 05:00 1 0 1 10 11 7 1 0 0 0 0 0 0 0 31 28-37 19 06:00 1 0 0 17 23 12 0 0 0 0 0 0 0 0 53 28-37 37 07:00 2 2 11 29 40 13 1 0 0 0 0 0 0 0 98 27-36 62 08:00 5 0 9 57 41 9 0 0 0 0 0 0 0 0 121 25-34 86 09:00 2 1 9 27 38 12 1 0 0 0 0 0 0 0 90 27-36 59 10:00 6 1 7 34 37 2 1 1 0 0 0 0 0 0 89 26-35 60 11:00 4 1 12 30 32 8 0 0 0 0 0 0 0 0 87 26--35 55 12 PM 1 2 3 33 38 3 0 0 0 0 0 0 0 0 80 26-35 62 13:00 4 2 7 36 34 10 2 0 0 0 0 0 0 0 95 26-35 61 14:00 3 0 14 42 30 11 0 0 0 0 0 0 0 0 100 25"34 65 15:00 5 5 14 35 37 14 0 0 0 0 0 0 0 0 110 26-35 63 16:00 3 0 13 51 58 11 1 0 0 0 0 0 0 0 137 26-35 97 17:00 6 2 14 51 63 8 0 1 0 0 0 0 0 0 145 26-35 99 18:00 3 0 11 34 56 6 0 0 0 0 0 0 0 0 110 26-35 80 19:00 5 1 4 35 37 4 0 1 0 0 0 0 0 0 87 26-35 61 20:00 3 1 8 29 30 6 0 0 0 0 0 0 0 0 77 26-35 52 21:00 3 2 3 11 13 3 0 0 0 0 0 0 0 0 35 26-35 20 22:00 4 0 3 13 10 3 2 0 1 0 0 0 0 0 36 26-35 19 23:120.. 0_ .0 .£ 4 _II __ I .12 ..Q-0 _.Jl 0 . .12 ...12. 0 __18 __ 26--35 _1"- TQt~1 61 ._ 21 149 591 654 149 10_ 3 ____ 1 0 _0-Q 0 _ 0 1639 Pen~§!.I1t ~:?~p 1.3% __ ~J%_ 36.1% 39.9% 9·eA __ 0._6% -p.g% 0.1% 0.0% 0.0%_ _O~.o% 0.0% 0.0% AM Peak 10:00 07:00 11:00 08:00 08:00 07:00 00:00 10:00 08:00 Vol. § 2 12 _5] 41 13 1 1 121 PM Peak 17:00 15:00 14:00 16:00 17:00 15:00 13:00 17:00 22:00 17:00 VgL 6 5 14 51 63 14 2 1 1 145 Total 117 49 298 1097 1287 300 20 5 1 0 0 0 0 0 3174 Percent 3.7% 1.~% 9,,!%_ __;34.6% 4Qc5% __ 9.5% 0.6% 0.2% 0.0% 0.0% 0.0% 0.0% D.O% 0.0% 15th Percentile: 23 MPH 50th Percentile: 29 MPH 85th PercenWe : 34 MPH 95th Percentile: 37 MPH Slats 10 MPH Pace Speed: 26-35 MPH Number in Pace : 2092 Percent in Pace 65.9% Number of Vehicles> 40 MPH 57 Percent of Vehicles:> 40 MPH 1.8% Mean Speed(Average) 29 MPH Page 4 •••••••••••••••••••••••••••••••••••••••••••• •••••••••••••••••••••••••••••••••••••••••••• IDDoYldiYe Data, LLC Location: South West Street PO Box 466 Location: South of Route 57 Belchertown, Massachusetts Location: Agawam, Massachusetts Client: VHB I K. Wenners innovativedatallc.ccm or 1.413.666.5094 Souttt_b()und, fo:I_~rt!lbound Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 Pace Number Time 1~. 20 .2p 30 35 40 45 50 55 60 65 70 75 999 TQt~.L Speed in Pace 07/16/14 0 1 1 9 8 1 0 0 0 0 0 0 0 0 20 25-34 15 01:00 0 0 0 5 10 3 0 0 0 0 0 0 0 0 18 28-37 14 02:00 0 0 1 3 7 1 1 0 0 0 0 0 0 0 13 28-37 9 03:00 0 0 0 3 0 0 0 0 0 0 0 0 0 0 3 24-33 3 04:00 0 0 1 3 7 3 1 0 0 0 0 0 0 0 15 27-36 10 05:00 3 0 1 9 20 7 0 0 0 0 0 0 0 0 40 28-37 27 06:00 3 5 4 12 38 8 0 0 0 0 0 0 0 0 70 28-37 45 07:00 0 0 5 46 69 24 2 1 0 0 0 0 0 0 147 27-36 107 08:00 6 1 12 49 81 29 2 0 0 0 0 0 0 0 180 27-36 119 09:00 5 2 11 45 55 22 0 0 0 0 0 0 0 0 140 27-36 90 10:00 5 1 15 40 81 15 2 0 0 0 0 0 0 0 159 27-36 109 11:00 5 0 18 58 73 17 3 1 0 0 0 0 0 0 175 26-35 117 12PM 5 7 11 67 93 23 4 0 0 0 0 0 0 0 210 27-36 141 13:00 13 1 10 65 76 21 2 0 0 0 0 0 0 0 188 26-35 121 14:00 11 2 10 46 82 25 2 1 0 0 0 0 0 0 179 27-36 114 15:00 9 4 7 65 112 26 6 0 0 0 0 0 0 0 229 27-36 157 16:00 4 2 9 56 105 40 2 2 0 0 0 0 0 0 220 28-37 152 17:00 10 5 21 68 121 47 3 0 0 0 0 0 0 0 275 28-37 174 18:00 8 1 12 52 94 42 3 0 1 0 0 0 0 0 213 28-37 138 19:00 9 3 18 54 78 27 5 2 0 0 0 0 0 0 196 27-36 118 20:00 2 1 10 48 75 21 7 2 0 0 0 0 0 0 166 27-36 112 21:00 6 0 10 44 59 17 4 0 0 0 0 0 0 0 140 27-36 91 22:00 4 0 3 10 32 7 0 0 0 0 0 0 0 0 56 28-37 39 23:0.0 .. 0 0 1 14 11_. 8 1 ._--0 !L_ ._L _. __ . 0 . __ .JL .... . __ 0 __ . 0 _._ .. 4.1 _ .. _...n,~6 2.~ . Total .108 ....... 36 . . '--19.1.. 871 1393 _ .4.34 50 9 1 0 _Q... ... . O. 0 0 3093 P~r~nt 3 .. 5% 1.2%_ ..... 62%. 28.20/0----4~.O% 14.0% 1.6% O·~~4 0.0% Q.O% _.0.0% 0.0% .. 0,0% 0.0% AM Peak 08:00 06:00 11:00 11 :00 08:00 08:00 11 :00 07:00 08:00 - VoL 6 5 18 58 81 .29 3 1 180 PM Peak 13:00 12:00 17:00 17:00 17:00 17:00 20:00 16:00 18:00 17:00 Vol. 13 7 21 68 121 47 7 2 1 275 Page 5 Innovative Data, LLC Location: South West Street PO Box 468 Location: South of Route 57 Belchertown, Massachusetts Location: Agawam, Massachusetts Client: VHB f K. Wenners innovativedatalic.com or 1.413.668.5094 Southbound, NQrthbound Start 1 16 21 26 31 36 41 46 51 56 61 66 71 76 Pace Number Time 1.5 20 25 30 3L 4.!L 45 50 55 60 .. QO_-70 .J5 999 Total _ $pe~!L __ in Pace 07/17/14 0 1 4 11 10 2 2 0 0 0 0 0 0 0 30 25-34 19 01:00 0 0 0 2 7 3 0 0 0 0 0 0 0 0 12 29-38 10 02:00 0 2 0 5 3 2 0 0 0 0 0 0 0 0 12 25-34 7 03:00 0 0 0 2 4 2 0 0 0 0 0 0 0 0 8 29-38 6 04:00 0 0 0 1 7 5 2 0 0 0 0 0 0 0 15 30-39 11 05:00 2 0 1 13 18 9 1 0 0 0 0 0 0 0 44 28-37 28 06:00 2 0 0 22 33 18 0 0 0 0 0 0 0 0 75 28-37 52 07:00 5 2 18 38 69 26 5 1 0 0 0 0 0 0 164 28-37 99 08:00 8 0 9 70 76 26 1 2 0 0 0 0 0 0 192 27-36 128 09:00 2 1 10 46 70 25 3 0 0 0 0 0 0 0 157 27-36 107 10:00 8 1 10 52 71 15 4 1 0 0 0 0 0 0 162 27-36 107 11:00 6 3 13 48 74 29 2 0 0 0 0 0 0 0 175 27-36 111 12 PM 4 2 7 52 91 30 2 1 1 0 0 0 0 0 190 28-37 131 13:00 12 7 13 62 75 25 3 0 0 0 0 0 0 0 197 27-36 118 14:00 6 1 18 68 79 28 2 0 0 0 0 0 0 0 202 27-36 132 15:00 7 5 15 58 97 34 3 0 0 0 0 0 0 0 219 27-36 141 16:00 7 4 17 79 125 33 5 0 0 0 0 0 0 0 270 27-36 183 17:00 12 4 21 81 129 34 4 2 0 0 0 0 0 0 287 27-36 187 18:00 7 0 13 62 103 28 4 1 0 0 0 0 0 0 218 27-36 149 19:00 10 2 4 63 89 23 2 1 0 0 0 0 0 0 194 27-36 133 20:00 4 1 9 54 81 21 3 0 0 0 0 0 0 0 173 27-36 122 21:00 7 4 3 30 40 15 2 0 0 0 0 0 0 0 101 27-36 60 22:00 5 0 4 27 30 10 4 0 1 0 0 0 0 0 81 27-36 49 23:0!L J1... 0 ____ .2 11 2L ..A._ 1 .. _....1 0 ._0_ __!L 0 0 0 .. _..R 28-3? 3.1_ _ TQtal 114 40 191 957 1401 _ 447 __ 55 . 10 ~--JL 0 0 0 _Q ~~~O ?~L~ent ___ 3_.5% 1.2% ____ 5.9% ___ 29.7% 4~J)_~o __13.9% 1.7_~ ____ 0.3% _ 0.1% __ Q~~o .JtO% 0.0_% Q,P%. 0.0% AM Peak 08:00 11:00 07:00 08:00 08:00 11:00 07:00 08:00 08:00 VoL 8 ___ 3 18 70 I6_ 29 5 2 _192 PM Peak 13:00 13:00 17:00 17:00 17:00 15:00 16:00 17:00 12:00 17:00 _Vol. 12 7 21 _81 12_9 34 5 2 _1. 287 Total 222 76 382 1828 2797 881 105 19 3 0 0 0 0 0 6313 Percent 3.5% 1.2% 6.1~~ 29~O% 44.3% 14.0% 1.7% 0.3% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 15th Percentile: 24 MPH 50th Percentile: 30MPH 85th Percentile: 35 MPH 95th Percentile: 39 MPH Stats 10 MPH Pace Speed: 27-36 MPH Number in Pace: 4159 Percent in Pace: 65.9% Number of Vehicles >-40 MPH: 213 Percent of Vehicles> 40 MPH: 3.4% Mean Speed(Average) : 30 MPH Page 6 •••••••••••••••••••••••••••••••••••••••••••• •••••••••••••••••••••••••••••••••••••••••••• Innovative Data. LLC Location: South West Street PO Box 468 Location: South of Route 57 Belchertown, Massachusetts Location: Agawam, Massachusetts Client: VHB I K. Wenners innova!iveda!allc.com or 1.413.668.5094 SOI)t.h.t)Qund Start Cars & 2 Axte 2Axte 3 Axle 4 Axle <SAxI SAxle >6AxI <6Axl 6 Axle >6AxI Not Time Bikes Trailers Long Buses § Tire Single: Sir}gle_ Double Double pquble Multi Multi Multi Cra:?~ed Total 07/16/14 0 8 0 0 0 0 0 0 0 0 0 0 0 0 8 01:00 0 11 0 0 0 0 0 0 0 0 0 0 0 0 11 02:00 0 6 1 0 0 0 0 0 0 0 0 0 0 0 7 03:00 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 04:00 0 2 2 0 0 0 0 0 0 0 0 0 0 0 4 05:00 0 6 2 0 0 0 0 0 0 0 0 0 0 2 10 06:00 0 20 1 0 1 0 0 0 0 0 0 0 0 1 23 07:00 0 45 15 0 1 1 0 0 0 0 0 0 0 0 62 08:00 0 51 12 0 3 0 0 0 0 0 0 0 0 4 70 09:00 1 46 6 0 6 0 0 0 1 0 0 0 0 1 61 10:00 0 59 11 0 1 0 0 0 2 0 0 0 0 3 76 11:00 0 60 16 0 1 0 0 0 0 0 0 0 0 3 80 12 PM 0 86 16 1 4 1 0 0 0 0 0 0 0 3 111 13:00 0 65 16 0 8 0 0 0 0 0 0 0 0 3 92 14:00 1 77 16 0 3 1 0 1 0 0 0 0 0 3 102 15:00 1 91 30 0 2 0 0 0 0 0 0 0 0 3 127 16:00 3 89 23 0 1 0 0 1 1 0 0 0 0 2 120 17:00 2 91 23 0 7 0 0 0 1 0 0 0 0 4 128 18:00 3 80 23 0 1 0 0 0 0 0 0 0 0 3 110 19:00 1 92 15 1 1 0 0 1 0 0 0 0 0 2 113 20:00 0 84 10 0 2 0 0 0 0 0 0 0 0 2 98 21:00 0 72 8 0 1 0 0 1 0 0 0 0 0 2 84 22:00 0 32 2 0 0 0 0 1 0 0 0 0 0 1 36 23:00 1 21 _L .. -~ 0 O. 0 ~-. __ 0_. 0 ______ 0_ __ l!_ 0 l! __ 23 Total 13 1196 249 2 43 3 0 5 5 0 0 0 0 42 1558 J>E:l!rcent O._~%_ 7EL8% 16.0% 0.1% 2.8% 02% O,Q% 0.3% 0.3% -0.0% 0.0% 0.00(0 0.0% -~}% AM Peak 09:00 11:00 11:00 09:00 07:00 10:00 08:00 Vol. 1 60 16 6 1 L 4 PM Peak 16:00 19:00 15:00 12:00 13:00 12:00 14:00 16:00 17:00 Vol. 3 92 30 1 8 1 1 1 4 Page 1 Innovati~ Data. LLC Location: South West Street PO Box 468 Location: South of Route 57 Belchertown, Massachusetts Location: Agawam, Massachusetts innovativedatallc.com or 1.413.668.5094 Client: VHB I K. Wenners Southbound Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5AxI 5 Axle >6AxI <8AxI 6 Axle >6AxI Not Til11~L. ___ elk~~_ Trailers _!:"QD9 j~l,!ses 6 Tire __ Singl© __ Single DOl,lJ~!~L DQybJst Double _ ___ Multi _Multi Multi ____ ~lass~~L __ Total 07117114 0 16 0 0 0 0 0 0 0 0 0 0 0 0 16 01:00 0 8 0 0 0 0 0 0 0 0 0 0 0 0 8 02:00 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 03:00 0 4 0 0 0 0 0 0 0 0 0 0 0 0 4 04:00 0 5 2 0 0 0 0 0 0 0 0 0 0 0 7 05:00 0 10 2 0 0 0 0 0 0 0 0 0 0 1 13 06:00 0 17 2 0 1 0 0 1 0 0 0 0 0 1 22 07:00 1 38 19 0 1 1 0 2 1 1 0 0 0 2 66 08:00 2 49 16 0 0 1 0 1 0 0 0 0 0 2 71 09:00 0 48 18 0 0 1 0 0 0 0 0 0 0 0 67 10:00 1 43 22 1 4 0 0 0 0 0 0 0 0 2 73 11 :00 0 66 16 0 3 0 0 0 1 0 0 0 0 2 88 12 PM 1 80 23 0 1 2 0 0 0 0 0 0 0 3 110 13:00 2 63 19 0 8 3 0 1 1 0 0 0 0 5 102 14:00 1 81 18 0 2 0 0 0 0 0 0 0 0 0 102 15:00 2 82 21 0 2 0 0 0 0 0 0 0 0 2 109 16:00 0 107 19 0 2 0 0 1 1 0 0 0 0 3 133 17:00 1 110 23 0 4 0 0 1 0 0 0 0 0 3 142 18:00 2 81 15 0 4 0 0 1 0 0 0 0 0 5 108 19:00 2 87 13 1 1 1 0 0 0 0 0 0 0 2 107 20:00 0 79 13 0 3 1 0 0 0 0 0 0 0 0 96 21:00 4 46 11 0 1 1 0 0 0 0 0 0 0 3 66 22:00 2 40 3 0 0 0 0 0 0 0 0 0 0 0 45 23:00 L . 21 L __ ____ O~_ o. 0 0 .lL. _..9.. 0 0 0 .0_._ -_..9.-24 Total 22 1183 277 2 37 11 0 8 4 1 0 0 0 36 1581 P~f~~m! _ J,~tto 74.8% ___ J]5% 0.1% 2_:~% Q]~4_ 0.0% 0.5% _Q.3% O.1~~_ O,Q.%_ 0.0% _ ---.9)}% __ .?3% AM Peak 08:00 11 :00 10:00 10:00 10:00 07:00 07:00 07:00 07:00 07:00 \'"L 2 66 __ 22 1 __ 4._ 1 __ .2 1 t. 2 PM Peak 21:00 17:00 12:00 19:00 13:00 13:00 13:00 13:00 13:00 Vol. 4 110 23 1 8 3 1 1 5 Grand 35 2379 526 4 80 14 0 13 9 0 0 0 78 3139 Total Percent 1.1% 75.8% 16.8% 0.1% 2.5% 0.4% 0.0% 0.4% 0.3% 0.0% 0.0% 0.0% 0.0% 2.5% Page 2 •••••••••••••••••••••••••••••••••••••••••••• •••••••••••••••••••••••••••••••••••••••••••• Innowtive n_ LLC Location: South West Street PO Box 468 Location: South of Route 57 Belchertown, Massachusetts Location: Agawam, Massachusetts Client: VHB J K. Wenners innovativedatallc.com or 1.413.668.5094 Northppund Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5AxI 5 Axle >6AxI <6AxI 6 Axle >6AxI Not Time Bikes TrClil~[s Long Buses JLTire Single Single P9l!Qle _ p.Q!J!Jle Double Multi Multi Multi Cla_s.~e_~L Total 07/16/14 0 11 1 0 0 0 0 0 0 0 0 0 0 0 12 01:00 0 7 0 0 0 0 0 0 0 0 0 0 0 0 7 02:00 0 5 1 0 0 0 0 0 0 0 0 0 0 0 6 03:00 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 04:00 0 8 1 0 1 0 0 0 1 0 0 0 0 0 11 05:00 0 25 3 1 0 0 0 0 0 0 0 0 0 1 30 06:00 1 34 10 0 1 0 0 0 0 0 0 0 0 1 47 07:00 0 68 10 0 5 1 0 1 0 0 0 0 0 0 85 08:00 0 84 19 0 4 0 0 1 0 0 0 0 0 2 110 09:00 2 60 12 0 4 0 0 0 0 0 0 0 0 1 79 10:00 0 70 10 0 0 1 0 0 0 0 0 0 0 2 83 11 :00 0 79 10 0 4 0 0 0 0 0 0 0 0 2 95 12 PM 0 77 16 1 2 0 0 1 0 0 0 0 0 2 99 13:00 4 67 12 0 7 0 0 0 0 0 0 0 0 6 96 14:00 0 63 9 0 0 0 0 0 0 0 0 0 0 5 77 15:00 2 73 18 0 3 1 1 0 0 0 0 0 0 4 102 16:00 1 75 20 0 2 0 0 1 0 0 0 0 0 1 100 17:00 4 108 21 0 5 0 0 2 1 0 0 0 0 6 147 18:00 2 80 15 0 1 0 0 0 0 0 0 0 0 5 103 19:00 4 64 9 0 1 0 0 0 0 0 0 0 0 5 83 20:00 1 61 6 0 0 0 0 0 0 0 0 0 0 0 68 21:00 1 50 2 0 0 0 0 0 0 0 0 0 0 3 56 22:00 0 16 1 0 1 0 0 0 0 0 0 0 0 2 20 23:0Q ___ . .11.. 16 1 0 _L __ a 0 __ L __ 0.... 0 __ 0_ __ 0 0 ll ____ 18 Total 22 1201 208 2 42 3 1 6 2 0 0 0 0 48 1535 Per~-'Jt 1.4% 78.2% 13.6% 0.1% 2.7% 0.2% 0.1% _ Q~4% .0·1% 0.0% a.OD/C) 0.0% 0·0% 3,1% AM Peak 09:00 08:00 08:00 05:00 07:00 07:00 07:00 04:00 08:00 Vol. 2 .~4 19 1 5 1 1 1 2 PM Peak 13:00 17:00 17:00 12:00 13:00 15:00 15:00 17:00 17:00 13:00 Vol. 4 108 21 1 7 1 1 2 1 6 Page 3 Innovative Data. LLC Location: South West Street PO Box 468 Location: South of Route 57 Belchertown, Massachusetts Location: Agawam, Massachusetts Client VHB I K. Wenners innovativedatallc.com or 1.413.668.5094 Northbound Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <SAxI 5 Axle >6AxI <6AxI 6 Axle >6AxI Not _ Iime _~:L~~s .. Trailers ~_<L119-_ E!1J§es 6 Tire __ Singl~ ____ Single Qo_~.mle __ .JJQ!Jble Dou_I;)J~ M~I.!L Multi Multl_ Classed Total 07/17/14 0 14 0 0 0 0 0 0 0 0 0 0 0 0 14 01:00 0 4 0 0 0 0 0 0 0 0 0 0 0 0 4 02:00 0 6 2 0 1 0 0 1 0 0 0 0 0 0 10 03:00 0 3 1 0 0 0 0 0 0 0 0 0 0 0 4 04:00 0 7 0 0 0 0 0 0 1 0 0 0 0 0 8 05:00 0 24 4 1 2 0 0 0 0 0 0 0 0 0 31 06:00 2 41 9 0 0 0 0 0 0 0 0 0 0 1 53 07:00 0 79 13 0 3 0 0 2 0 0 0 0 0 1 98 08:00 3 86 22 0 3 1 0 1 0 0 0 0 0 5 121 09:00 2 74 9 0 1 1 0 1 0 0 0 0 0 2 90 10:00 1 68 10 1 4 0 0 0 0 0 0 0 0 5 89 11:00 0 66 10 0 5 1 0 0 0 0 0 0 0 5 87 12 PM 0 64 9 1 4 1 0 0 0 0 0 0 0 1 80 13:00 2 72 13 0 4 0 0 0 1 0 0 0 0 3 95 14:00 4 69 18 0 3 1 0 2 1 0 0 0 0 2 100 15:00 1 83 18 0 1 1 0 1 0 1 0 0 0 4 110 16:00 2 112 17 0 2 0 0 1 0 0 0 0 0 3 137 17:00 2 116 18 0 3 0 0 1 0 0 0 0 0 5 145 18:00 5 80 18 0 4 0 0 2 0 0 0 0 0 1 110 19:00 5 65 12 0 1 0 0 0 0 0 0 0 0 4 87 20:00 1 64 9 0 1 0 0 0 0 0 0 0 0 2 77 21:00 1 30 2 0 0 0 0 0 0 0 0 0 0 2 35 22:00 0 31 2 0 0 0 0 0 0 0 0 0 0 3 36 23:00 _Q 16_ L __ 0 __ . .1 -----_Q 0 .Q---0 --.Q Q 0_ -'L_ 0 __ 18 Total 31 1274 217 3 43 6 0 12 3 1 0 0 0 49 1639 Percent t~% ___ 17.7% lJ,,~% 9_:2.% 2.6% 0.4% .0·0% Q·1% ~?%-0.1% 0.0% 0.0% Q .. O.% ~._Q% AM Peak 08:00 08:00 08:00 05:00 11 :00 08:00 07:00 04:00 08:00 V9!-3 8Q. 22 ___ 1 5 1 2 1 5 PM Peak 18:00 17:00 14:00 12:00 12:00 12:00 14:00 13:00 15:00 17:00 Vol. 5 116 18 1 4 1 2 1 1 5 Grand 53 2475 425 5 85 9 18 5 0 0 0 97 3174 Total Percent 1.7% 78.0% 13.4% 0.2% 2.7% 0.3% 0.0% 0.6% 0.2% 0.0% 0.0% 0.0% 0.0% 3.1% Page 4 •••••••••••••••••••••••••••••••••••••••••••• • ••••••••••••••••••••••••••••••••••••••••••• Innovative Data. LLC Location: South West Street PO Box 468 Location: South of Route 57 Belchertown, Massachusetts Location: Agawam, Massachusetts Client: VHB I K. Wenners innovativedatallc.com or 1.413.668.5094 Southbound, Nortl1bound Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5AxI 5 Axle >6AxI <BAxI 6 Axle >6AxI Not Time Bikes Trailers Long. Buses 6 Tire Single Single Doubl~_ Doubte. Double Multi f\.1lJlti Multi _Clc;lssed Total 07/16114 0 19 1 0 0 0 0 0 0 0 0 0 0 0 20 01:00 0 18 0 0 0 0 0 0 0 0 0 0 0 0 18 02:00 0 11 2 0 0 0 0 0 0 0 0 0 0 0 13 03:00 0 2 1 0 0 0 0 0 0 0 0 0 0 0 3 04:00 0 10 3 0 1 0 0 0 1 0 0 0 0 0 15 05:00 0 31 5 1 0 0 0 0 0 0 0 0 0 3 40 06:00 1 54 11 0 2 0 0 0 0 0 0 0 0 2 70 07:00 0 113 25 0 6 2 0 1 0 0 0 0 0 0 147 08:00 0 135 31 0 7 0 0 1 0 0 0 0 0 6 180 09:00 3 106 18 0 10 0 0 0 1 0 0 0 0 2 140 10:00 0 129 21 0 1 1 0 0 2 0 0 0 0 5 159 11 :00 0 139 26 0 5 0 0 0 0 0 0 0 0 5 175 12 PM 0 163 32 2 6 1 0 1 0 0 0 0 0 5 210 13:00 4 132 28 0 15 0 0 0 0 0 0 0 0 9 188 14:00 1 140 25 0 3 1 0 1 0 0 0 0 0 8 179 15:00 3 164 48 0 5 1 1 0 0 0 0 0 0 7 229 16:00 4 164 43 0 3 0 0 2 1 0 0 0 0 3 220 17:00 6 199 44 0 12 0 0 2 2 0 0 0 0 10 275 18:00 5 160 38 0 2 0 0 0 0 0 0 0 0 8 213 19:00 5 156 24 1 2 0 0 1 0 0 0 0 0 7 196 20:00 1 145 16 0 2 0 0 0 0 0 0 0 0 2 166 21:00 1 122 10 0 1 0 0 1 0 0 0 0 0 5 140 22:00 0 48 3 0 1 0 0 1 0 0 0 0 0 3 56 23:00 .... L __ 3, 2 0 __ 1 _. -0 Q 0 _Q_--_ .. 0 ----_.Q. 0 .-....9_--. .0 . ..41 Total 35 2397 457 4 85 6 1 11 7 0 0 0 0 90 3093 Percent 1.1% 7Z.~% 14.8% 0.1% 2.7% _O~2% 0.0% 0.4% ,Q.2% O.O%: 0.0% 0.0% 0.0% 2,9%. AM Peak 09:00 11 :00 08:00 05:00 09:00 07:00 07:00 10:00 08:00 . Vol. 3 139 31 1 10 2 .. 1 2 6 PM Peak 17:00 17:00 15:00 12:00 13:00 12:00 15:00 16:00 17:00 17:00 Vol. 6 199 48 2 15 1 1 2 2 10 Page 5 Innovatbe D~ LLC Location: South West Street PO Box 468 Location: South of Route 57 Belchertown, Massachusetts Location: Agawam, Massachusetts Client VHB I K. Wenners innovativedatallc.com or 1.413.668.5094 Southbound.-,-NQrthboung Start Cars & 2 Axle 2 Axle 3 Axle 4 Axle <5AxI 5 Axle >6 Axl <6AxI 6 Axle >6AxI Not Time Bikes Trait~n,--Long Bus~_ 6 Tire __ ~!ngte_ Single DQ\.lJ)Je_ . Doub_I~ _______ Q9uble Multi ____ ~tl!lti .MJ!!tt Classed Total 07/t7/14 0 30 0 0 0 0 0 0 0 0 0 0 0 0 30 01:00 0 12 0 0 0 0 0 0 0 0 0 0 0 0 12 02:00 0 8 2 0 1 0 0 1 0 0 a 0 0 0 12 03:00 0 7 1 0 0 0 0 0 0 0 0 0 0 0 8 04:00 0 12 2 0 0 0 0 0 1 0 0 0 0 0 15 05:00 0 34 6 1 2 0 0 0 0 0 0 0 0 1 44 06:00 2 58 11 0 1 0 0 1 0 0 0 0 0 2 75 07:00 1 117 32 0 4 1 0 4 1 1 0 0 0 3 164 08:00 5 135 38 0 3 2 0 2 0 0 0 0 0 7 192 09:00 2 122 27 0 1 2 0 1 0 0 0 0 0 2 157 10:00 2 111 32 2 8 0 0 0 0 0 0 0 0 7 162 11 :00 0 132 26 0 8 1 0 0 1 0 0 0 0 7 175 12 PM 1 144 32 1 5 3 0 0 0 0 0 0 0 4 190 13:00 4 135 32 0 12 3 0 1 2 0 0 0 0 8 197 14:00 5 150 36 0 5 1 0 2 1 0 0 0 0 2 202 15:00 3 165 39 0 3 1 0 1 0 1 0 0 0 6 219 16:00 2 219 36 0 4 0 0 2 1 0 0 0 0 6 270 17:00 3 226 41 0 7 0 0 2 0 0 0 0 0 8 287 18:00 7 161 33 0 8 0 0 3 0 0 0 0 0 6 218 19:00 7 152 25 1 2 1 0 0 0 0 0 0 0 6 194 20:00 1 143 22 0 4 1 0 0 0 0 0 0 0 2 173 21:00 5 76 13 0 1 1 0 0 0 0 0 0 0 5 101 22:00 2 71 5 0 0 0 0 0 0 0 0 0 0 3 81 __ ~3jJL _L 37 ----~-_ 0 1 0 ----_Q _.L_ 0 0 _0 __ _IL __ 0 0 __~Z _ Total 53 2457 494 5 80 17 0 20 7 2 0 0 0 85 3220 Per~ent 1.6% 76.3% -15.3% ____ 9.2% ?-"~% 0.5% 0.0% 0.6% --q,~%_--0.1% 0.0% Q,o.% 0.0%_ 2.6% AM Peak 08:00 08:00 08:00 10:00 10:00 08:00 07:00 04:00 07:00 08:00 Vol. § 135 ___ 38 2 8 2 4 1 ____ 1 __ ___ I PM Peak 18:00 17:00 17:00 12:00 13:00 12:00 18:00 13:00 15:00 13:00 Vol. 7 226 41 1 12 3 3 2 1 8 Grand 88 4854 951 9 165 23 31 14 2 0 0 0 175 6313 Total Percent 1.4% 76.9% 15.1% 0.1% 2.6% 0.4% 0.0% 0.5% 0.2% 0.0% 0.0% 0.0% 0.0% 2.8% Page 6 •••••••••••••••••••••••••••••••••••••••••••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ~ Innovative Data, LLC PO Box 468 Belchertown, Massachusetts www.innovativedatallc.com or 1.413.668.5094 N 1 S: North West & South West File Name : AM Peak -Route 57 @ North West & South West E 1 W: Southwick Street (Route 57) Site Code : 1 City, State: Agawam, Massachusetts Start Date : 7/23/2014 Client: VHB 1 K. Wenners Page No : 1 ~lJPS Printed-pes and Peds -Heavy Vehlcl§~_-__ Bicycle5 ------------- North West Route 57 South West Route 57 ~~hom North From East From South From West ~tart Time Righi Thru Left Peds """'. Toto' Right Ihru _ Left i Peds ,o,pp,TotoI Right Thru (~ft~ __ ,=,eds .... ~.T_ Right Thru Left Peds ~_T_ ~t Tal.o.l 07:00 AM: 3 6 20 0 29 4 44 7 2 57 12 5 0 0 17 3 119 4 0 126 229 07:15 AM 5 7 23 0 35 4 52 9 0 65 12 2 4 1 19 3 167 2 1 173 292 07:30AM 7 7 22 0 36 6 87 6 0 99 19 5 6 0 30 2 159 2 0 163 328 ~~~?:45 AM 11 7 30 0 48 6 67 12 1 86 14 0 L 0 17 6 168 7 0 181 332 Total 26 27 95 0 148 20 250 34 3 307 57 12 13 1 83 14 613 15 1 643 1181 08:00 AM 15 7 20 0 42 11 79 9 0 99 11 3 5 0 19 1 149 6 0 156 316 08:15 AM 4 5 23 1 33 2 73 4 1 80 15 9 3 0 27 2 137 5 0 144 284 08:30 AM 3 6 26 0 35 2 77 9 1 89 , 8 6 1 0 15 6 141 8 0 155 294 _oMliAM. 3 5 34 0 42 12 77 8 0 97 : 14 7 3 0 -<L 1 119 0 0 120_j!83 ~ Total 25 23 103 1 152 27 306 30 2 365 48 25 12 0 85 10 546 19 0 575 1177 Grand Total 51 50 198 1 300 47 556 64 5 672 105 37 25 1 168 24 1159 34 1 1218 2358 Apprch % 17 16.7 66 0.3 7 82.7 9.5 0.7 62.5 22 14.9 0.6 2 95.2 2.8 o 1 Total % 2.2 2.1 8.4 0 12.7 2 23.6 2.7 0.2 285 4.5 1.6 11 0 7.1 1 49.2 1.4 0 51.7 PC3 and Peds 1116 ''; pc.a~d~~ 98 96 97.5 100 97c~ ~ 95.7 91.5 93.8 60 91.8 96.2 97.3 100 0 96.4 100 ~ 96.3 _§~L 0 96 95 Heavy VehicleS __ %tteao,yVehicle6 2 4 2~ 0 2.7 4~3 8.5 6.2 0 7.9 3.8 2.7 0 0 ;l __ 0 3.7 14.7 -~ 39 __ 18 Bicycles 0 0 0 0 0 0 0 0 2 2 0 0 0 1 1 0 0 0 1 1 4 % Bicycles 0 0 0 0 0 0 0 0 40 0.3 0 0 0 100 0.6 0 0 0 100 0.1 0.2 fIorIt1\Ne" Ro .... ~1 SotJit,w-i,--~.57 From_ """,hot F"""SOLOo ---.!~I"!!!! S .. rtT .... Right Thru_ _ Peds .ow_ Tot.< ___ ------------Peak Hour Analysis From 07:00 AM to 08:45 AM -Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15AM 5 7 23 0 35 4 52 9 0 65 12 2 4 1 19 3 167 2 1 173 292 07:30AM 7 7 22 0 36 6 87 6 0 99 19 5 6 0 30 2 159 2 0 163 328 07:45AM 11 7 30 0 48 6 67 12 1 86 14 0 3 0 17 6 168 7 0 181 332 ~ 08;00 AM 15 7 20 0 42 11 79 9 0 99 11 3 5 0 lL 1 ~~ 149 ~ ~~ ~6 0 156 316 Total Volume 38 28 95 0 161 27 285 36 1 349 56 10 18 1 85 12 643 17 1 673 1268 %A~~. Total 23.6 17.4 59 0 ~~~ ___ U 817 10.3 0.3 65.9 11.8 212 ~ 1.2 1.8 95.5 2.5 0.1 PHF .633 1.00 .792 .000 .839 .614 .819 .750 .250 .881 .737 .500 .750 .250 .708 .500 .957 .607 .250 ~30_.955_ ~ Innovative Data, LLC PO Box 468 Belchertown, Massachusetts www.innovativedatalic.com or 1.413.668.5094 N 1 S: North West & South West File Name : AM Peak -Route 57 @ North West & South West E 1 W: Southwick Street (Route 57) Site Code : 1 City, State: Agawam, Massachusetts Start Date : 7/23/2014 Client: VHB 1 K. Wenners Page No : 1 Groups Printed~Heavy Vehicles North West Route 57 South West Route 57 From North From East From South From West -----, Left! Peds Start Time I Right Thru Left Peds i App .. T~~~ Thru Left Peds i Ap~_To!aj Right Thru Left Peds ,"",p. Tola! Righi Thru ..,,~_ TobI Int Total 07:00 AM, 0 0 0 0 0 1 5 0 0 6 3 0 0 0 3 0 5 0 0 5 ' 14 07'15 AM! 0 0 1 0 1 0 6 0 0 6 0 0 0 0 0 0 2 0 0 2 9 07:30 AM! 1 0 1 0 2 0 6 0 0 6 0 0 0 0 0 0 2 0 0 2 10 07:45AM i 0 0 1 0 1 0 5 .2 -. 0 7 0 0 0 0 0 0. 7 1 0 B_ .. .lli. Total ! 1 0 3 0 4 1 22 2 0 25 3 0 0 0 3 0 16 1 0 17 49 08:00 AM 0 0 0 0 0 1 9 1 0 11 1 1 0 0 2 0 5 1 0 6 19 08:15 AM 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 0 7 1 0 8 15 08:30 AM '0 0 1 0 1 0 5 0 0 5 0 0 0 0 0 0 8 2 0 10 16 08:45 AM 0 2 1 0 3 0 4 1 0 5 Q ___ 9_ ..JL ___ D __ 0 0 7 0 0 7 15 Total' 0 2 2 0 4 1 25 2 0 28 1 1 0 0 2 0 27 4 0 31 65 Grand Total 1 2 5 0 B 2 47 4 0 53 4 1 0 0 5 0 43 5 0 4B 114 Apprch % 12.5 25 62.5 0 3.B BB.7 7.5 0 80 20 0 0 0 B9.6 10.4 0 Total % 0.9 1.B 4.4 0 7 1.B 41.2 3.5 0 46.5 3.5 0.9 0 0 4.4 0 37.7 4.4 0 42.1 liortriwooi Ro"" ~1 -~. R ..... ~7 Fr""'~ F[l!!!J~'~ '-~ Ero!!lW~ StlrtT .... Rlohl Thru i Peds ~Iol.j ___ Peak Hour Analysis From 07:00 AM to 08:45 AM -Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 0 0 1 0 1 0 5 2 0 7 0 0 0 0 0 0 7 1 0 8 16 08:00 AM 0 0 0 0 0 1 9 1 0 11 1 1 0 0 2 0 5 1 0 6 19 08:15 AM 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 0 7 1 0 8 15 . .08:30AM 0 0 _L D. 1 0 5 0 0 5 0 0 0 0 0 0 8 2 0 10. 16 Total Volume 0 0 2 0 2 1 26 3 0 30 1 1 0 0 2 0 27 5 0 32 66 _~tal 0 0 100 0 3.3 B6.7 10 . __ 0_ 50 50 0 0 0 84.4 15.6 0 PHF .000 .000 .500 .000 .500 .250 .722 .375 .000 .682 .2§!L250 __ .000_ .000 .250 .000 .844 .625 .000 .800 .868 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ~ Innovative Data, LLC PO Box 468 Belchertown[ Massachusetts www.innovativedatallc.com or 1.413.668.5094 N 1 S: North West & South West File Name : PM Peak -Route 57 @ North West & South West E 1 W: Southwick Street (Route 57) Site Code :2 City, State: Agawam, Massachusetts Start Date : 7/23/2014 Client: VHB 1 K. Wenners Page No : 1 Groups printed-pes ~_nd Peds -Heaw Vehicles -Bicycles. North West From North St:!.r:t Time R~ht Thru Left Ped, .o..,O.ToIol Right 04:00 PM 6 7 7 a 20 14 04:15 PM 8 11 10 a 29 8 04:30 PM 6 10 12 a 28 13 04:40PM 9 5 8 Jl------<£ __ 7 Total 29 33 37 a 99 42 05:00 PM 13 9 5 a 27 4 05:15 PM 12 6 7 1 26 16 05:30 PM 8 9 9 0 26 7 05:4" PM 7 18 16 0 41 12 Total 40 42 37 1 120 39 Grand Total 69 75 74 1 219 81 Apprch % 31.5 34.2 33.8 0.5 5.6 Total % ' 2.5 2.7 2.7 a 7e9 2.9 PCs and Peds ' .. f'Cs_and Peo. 98.6 100 98.6 tOO 99.1 98.8 Heavy Vehiolu _''; 1:\fl""Y YBhi<;lft 1.4 .9 1.4 a 0.9. 1.2 Bicycles 0 a a a 0 a % Bicycles a a a a a a Route 57 FrQ[I1 East Thru Left £,eds 123 24 1 146 16 a 163 13 a 147 20 a 579 73 1 166 10 a 179 25 a 158 20 a 120 21 2 623 76 2 1202 149 3 83.8 10.4 02 43.1 5.3 0.1 1182 98.3 97.3 100 1.7 2.7 a a a 0 a a 0 Route 57 From East North-West c-:----o;:~F_'rom North'-c-__ Start Time Rigl1t Thru Left P~ds I\j>, Ta~ Right Thll.! Left peds Peak Hour Analysis From 04:00 PM to 05:45 PM -Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM ~"Tot.l_ ~ight 162 17 170 6 189 12 174 19 695 54 180 12 220 11 185 20 15, 15 740 58 1435 112 46.9 _?_1:_~ 4 983. 98.2 1.7 1.8 0 a 0 a App. Tot,l Righi 05:00PM 13 9 5 a 27 4166 10 a 180 12 05:15PM 12 6 7 1 26 16 179 25 a 220 11 05:30 PM 8 9 9 a 26 7 158 20 a 185 20 05:45 PM 7 18 16 a 41 12 120 .21 2. 155 15 Total Volume 40 42 37 1 120 39 623 76 2 740' 58 % App. Total 33.3 35 30.8 0_8 5.3 84.2 10:~_---o;0~.3~----" ... _ 46 PHF .769 .583 .578 .250 .732 .609 .870 .760,250 .841 .725 South West Fr9m South Thru Left Pe_ds_ 9 5 8 5 7 8 11 6 35 24 11 6 12 4 11 7 14 3 48 20 83 44 34.7 18.4 3 1.6. 98.8 100 1.2 a a a 0 a South West From South a a a a a a a a a a a 0 0 0 0_ 0 0 Thru Left Peds 11 6 0 12 4 a 11 7 a 14 3 a 48 20 a 38.1 159. 0 .857 .714 .000 "". lOla! ._R~ 31 5 19 5 27 5 36 7 113 22 29 4 27 2 38 3 32 12 126 21 239 43 4.8 8.6 1.5 98.7 97.7 1.3 2.3 a a a a Route 57 From West Thru Left Peds 99 8 a 103 7 a 106 3 a 96 9 a 404 27 a 89 12 a 102 3 0 85 6 a 120 2 0 396 23 0 800 50 0 89.6 5.6 0 28.7 1.8. 0 97 100 a 3 a _0. 0 0 a 0 Route 57 From West a a 29 4 89 12 0 27 2 102 3 0 3838560 32... 12 120 ~. 0 126 21 396 23 0 ~,Totol_ 112 115 114 112 453 105 107 94 134 440 893 32.1 97.2. 2.8 a a 105 107 94 134 440 Int.To1a1 325 333 358 344 1360 341 380 343 362 1426 2786 98 ...L a a 341 380 343 362 1426 4~.8~~90~~5B·2~illK°)-JS:~~ .829 A;l.8 .825 .479 .QQQ .821 .938 Innovative Data, LLC PO Box 468 Belchertown, Massachusetts www.innovativedatalic.com or 1.413.668.5094 N I S: North West & South West E I W: Southwick Street (Route 57) City, State: Agawam, Massachusetts Client: VHB 1 K. Wenners File Name Site Code Start Date Page No : PM Peak -Route 57 @ North West & South West :2 : 7/23/2014 : 1 Groups Printe_d:-HeaYYV~hicles __ ~~ __ _ North West Route 57 South West Route 57 From North From East From South Sta~rt Tim~_ Right: Ihm ~ Left Peds App_ToIoI __ R_igh~! Ihru i Left -Peds! Ap~ Total Righi i Thru--! Left LEeds : 04:00 PM 0 0 0 0 0 0 0 0 0 0 , 1 0 0 0 04:15 PM 0 0 1 0 1 0 2 1 0 3 ' 0 0 0 0 04:30 PM 0 0 0 0 0 0 2 0 0 2 ' 0 0 0 0 _Q4~45 PM a a O~ ___ O __ a 1 0 0 1 0 0.. 0 0 Total 0 0 1 0 1 0 5 1 0 6 1 0 0 0 05:00 PM 05:15 PM 05:30 PM _05:45 PM Total 1 0 0 0 o 0 0 0 o 0 0 0 0 __ 0 __ 0_ .. 0 1 0 0 0 1 0 3 o 1 2 o 0 3 ___ ~ ____ 7 l' 1 15 1 0 4 1 0 4 o 0 3 l--00c..--8 3 0 19 1 1 0 o 0 0 o 0 0 -"O~-"O_ 0 1 1 0 o a o o o From We,,:,s~t_-_ AppToIaI Right i Thru Left Pedsn AI'P_TOIoI; tnt.Total.] 1 1 0 0 0 l' 2 a 0 6 a 0 6 i 10 o 0 3 0 0 3' 5 __ 0_L_2_ 0 0 2' 3 1 11 0 0 12 20 2 i 0; 0' o 2 o o o o o 4 1 3 5 13 o o o o o o o o o o 4 11 1 5 3 6 5 ___ 13_ 13 35 Grand Total 1 o 1 021204 o 4 80 16 o 25 2 1 o o o o 3 1 24 o o o o 25 ; 55 Apprch % 50 o 50 o 66,7 33,3 Total % 1.8 o 1.8 a 3,6 1,8 36.4 7,3 o 45,5 3,6 1,8 """"1'10.. i-----Root • .." ---,~---c'I'<"'!'."""!' ' F_ ~"""'-----,_ ___ _ ~ .. rt T ..... : Right ' Ihru i Peds App_ TA Peak Hour Analysis From 04:00 PM to 05:45 PM • Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 1 0 0 0 1 0 3 1 0 4 1 1 05:15PM 0 0 0 0 0 1 2 1 0 4 0 0 05:30 PM 0 0 0 0 0 0 3 0 0 3 0 0 05:45 PM 0 0 0 . 0 0 0 7 1 0 8~_0 __ Jl Total Volume 1 0 0 a 1 1 15 3 0 19 1 1 ~_~.QP Total 100 0 0 0 5_.~ __ 78.9 15.8 0 __ ~_50 50 PHF ,250 .000 .000 000 .250 .250 ,536 "-7",50,--",,0,,,,00,,-,594 .. ,250 250 o 4 96 o o 5.5 i 1.8 43.6 o 45.5 i ~--. o 0 2 0 4 0 0 4 11 000010015 000030036 o ~O_---,O~ It 5 0 ~0_--o'5o-13 o 0 2 0 13 0 0 13 35 o 0 0 100 0 0 .000 ,000 .250 ',000 650 ,ODD ,000 ,650 .673 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Issued for: Site Plan Approval Date Issued: August 15,2014 Latest Issue: August 15, 2014 Sheet Inde:\: Number i Draw.ng Title C-I IC-2 j Legem, Abbreviations and General Notes J IOveral Plan !C-3a-~ -I r.;y~u-~d MaterialsPi~ - ic-3b -~i~-j LaYOll and Materials pi;'; -- IC~3;--l IL~y~u and Material~ pi;;" - le-ia --l ~Gradug: D,.;;in;ge-and E;"';ion Control Plan tC:4b -j -IGra~g,_D;"iDag~';';d Er;sion Co~tr~i Plan ~B I ,:?,..:-~" .. ;oo ~m"'. f~::jl,:l:::f -:~: j~~9 _, Jo.~~a~~ Reference Drawing! ~ Latest Issue i' "js115/2014 ! .[ _~8/15/2014 . _ J j8/15/2014 I .....---------/ 18/151201_4 _____ j ,8/15/2014 i ---'-~-'-l '8/1512014 I _ ... _--_ ..... _, I ,8/1512014 ··_··1-'··--······ ----.-... --.,."-,~ 18/15/201 4 ---lill ;SI2014 ----- --118/15/2014 ----~.-, tj~iI5/2~14 '8/15/2014 .1_ t-8i15/2014 [N-~mbe; T~f-:i>:-~_;~_~...;~g::,-~T-=-it-=-Ie_-"-=-::-__ "_""_.-_-_-._. -------·---l-r-----r:i -L::a;te;'~t .::I~::--u::e~_-_--,i Isv-I ' -iPropety Survey Plan ' '8/13/2014 ~._._ .... _. _____ l ___ .. _{ .•.... __ ,",_ ... __ . ___ . _ .• -4-.. --~_,., __ . ___ . ______ .. _". iA-I ,Prelininary Floor Plan i i3/19/2013 r'" . i .. -... -,----.-,,-----~---. -+~+----... ------.~ i..A-2L..!Pr=1~ni"..".?:_~levations~_ . 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O-""d . ... -.. ., .... ,"""" me Realty LLC "Th", Sports Plex" S. WcS\t Street Ap-.n, MilSMCbU5dlS Site P'lan Approval Not App,proved for Con!tnKrion Legrend, Abbreviations and 'General Notes -------t> ..... _ C-I -, " ................. 12792.00 , I , t i i i '" -~ .. ' ----" -- ~// I I 1..-------.------- -"- 'i 11 , 3 I / I / I f , I --C-3c C-4c ~ U ---, ...• :31-1 , '1Ct/ CR f"O'M..' • .k)H~ 'S.. l~~" '3C'N iNC orrn 800i< 7641 ~lr.i: 2!'t~ - -, / / "'" - : I N , I I I I • YrallflSSe Hangen Rnlstlin, Inc. '-l..o4nd Devdopme.nl ~vi.rMn\eoIal Sa-viccs ~F..J.nol SIrOel B<u:1ofin& 10l..lN ~fi.Jd.Mas __ ItO(lll0j 4113-147_71 13 _ FAX 413-747-0916 _ ..... JJf' ,,-"' ......... , c._""1<£W -"q --. ... ~. 1"'1~0' "~jo<t !; .. .... AUli\llt 1$, W14 lDIC Realty LLC. '''The Sports Plex" $. W~'t Street lAgawam. Massachusetts $ile Plan Approval lNol Approvod forConstrue . ""_'"'" UO" 'Overall IPlan 0-_._ C-2 ..... ·2 " t , , 1 • -......... lOCAlICW F'OR F'lJ1I.Il!: "\'7 I --<: , I I I I I I --- o w SCAlE IN FEET '0 \ \ -'I \. I '.-' ; .'~ \ • .1 \ \ \ \ \ \ , , I I I I I I 'jl,<",·'-t!:"" , , , , , , , , , ---' "',' NS4 '1 S'11"W 213 ,5 9' Parking Summary Chart Descriprion I Size i Spaces 10,20 10.20 101 ' 111 ,$r~~I.Ca:SSIau:SI'AI%l;. VlII ..cx:BSIU SPAtES 101 ... SP.<a::5 • ICIA/SLll[J\«.Il.QI.RlOJS Parking Require~~t~ - a, 1~ .,. a. 1~ 1~ • III Zoning Summary Chart Zoning Dismct(S): i Business A·· ,. i 'Ovm..y-~~ '~---T~----------- ZooiD_s _~~tion 1t~~nl$l . Required: PmvKkd I1IQjT TARO SET8ACII --~ rMt -40 i~ lU./IIlIl SEIll.llX ~'-~~ _IU-I)NI;I£OII w~.~,~, __ " ~. :0 IIII1'f1'j SEJIlAQ( IN&IJ\I (JtJ« I ~~~-~.·~T~~~lnA(J; ! __ ~ NU. flI(IIl 'MI.l1'ElQllUlX , MU, -~ "'-sii ;;U-K.roiW1 ~ Sign Summary N.t R"",~" zr,f .. , ~r~ ... 101001 = = * M U T c.o I Speo:lflCDUOIl I Pes<: 'I -;! -' f t 'j'I'O"-""" I .,..-<, J '1 ; I , I " '~ • Wanasse Hangetl Brustltn, Inc. "....,..... l.i.and~1 E'nvjronmenl8l Servicea 0)00 FedenII Sired Bluild;.,S IQ1.)N lijpriDc6dd. "'-clI_OIIOS 41!J-U1.711l-FAX 41).141..0\116 N ~., J.F _ ..... KCW 0-, .. " J.F __ 0, ~ ..... 1"-40' ..... Au )~, 2Ot~ ..... ;.<'''''. DJC Realty LLC. ' IIThe Sports Plex" : s. WC51 Street . Agawllm, Massachusetts ; .......... :Site Plan Approvat No!; Approved for ConSQ'U(:tiOll i ............ Layout and Materials Plan --------~~- -'~'~. ff .-... " , .JI . . C-3a -" J IJ "'0""'-12191_00 , ! • • • , j , , /EYANCE NOT FOU ND) --------------------------'------ - o --SCALE !N Ff£T -------- ----- '., I' A. ... ' ,. .{ ! V4massc Hangen Bnlstlin, Inc. Trtan:lpo<ta1.Wu r.a.!Id DeveIopm.,,1 Ernvirontnr:f\ta! Scrtices Oq", FcdmIl. $Cft>Ot B:wkliD& IO~3N ~firid, I>taMecltuoens OIIQ5 <41lJ.-747_7113 ~ FAX 413-747-0916 N ". r- """-"'g -"KEW -'-"J..F <--_ .. !'*-" "'''''" 1"-40' .... AUS\III 1$.2014 "' .•. <-,'- IDJC Realty LLC, '''The Sports Plex" S;. West StIQet A\gawwn, MIS$l.Chusett:s Site Plan Approval mot Approved for Construction !Layout and Materials Plan -.".-- -C-3b l , .. ' • " ~~-1279'1..00 < J i , £ I ; i , t -o so SCALE IN FEET PRO PO SED R E L 0 C A TI 0 N --------------_____________ OF ROU TE 57 AS DEP ICTED ON THE PLAN IN MA P REFER ENC E NUMBER ~ 13 . APPROX IMATE LOCA TI ON ~ SEE MAP RE FERENC E #1 3 (CONVE YANCE NOT FOUND) ------r-_ --------------------- --- -------- ----- Wanasse Hangen Brustlin. Inc. -...... ""-E2Dvimmocnl&l Sav;cca m.:.. F..t.:raI Street Bmildir.g lQl.)N Sjpri"S(~ Mt.Lu<1t_ (11105 4113-141-1113 -fAX .. Il-747.(l916 N -r--"J.£ "'-"'KCW """'''''J,F '''''''''' -.. . ~.~ .... IDJC Realty LLC. '''The Sports Plex" $. West Street A\gawam, MasuciruscllS $ite Plan Approval ... .., ... - !Layout and Materials Plan --------~~ ,lOt,.. ... . : a c" t.·" C-3c $>< .. , .. , " .~"" .......... 1279'2.00 t f 1 , \ \ \. .... --I I .-'f I I I , , , , \ '-'" \ .\ \" \ \ \ \ \ \ \ \ \ \ \ \ \ -". I I \ ' r' i . \! ' I , , , I '~ : .. --J 213 .59' S11 '4 7'16"W 118 .0J .It-------_ ----J --------- I NOTES: 1) SILT SACK SEDIMEN T TRAPS SHAll BE INSf AlLEO IN All NEW CATCH BASINS. 2) ALL TEMPORARY EROSION CONTROL MEASURES SHAll BE INSTALLED PRIOR TO CONSTRUCTION ANO R[MOV£D AT THE COMPLETION OF CONSTRUCTION Wanasse Hangen Brustlin, lnc. "-(land o.vdopmccil (&virorunotntaJS~K>c:S (0"" federal Shoot lBuildin" IOJ.JN ~Sprini1"",ld. M.1"foChll$eu$ 011 05 '413·741-7113 -fA.X. 413-747-0916 N [(,.,"'"', b, JJF goo.. " KEW 0..""" " J..F -_ .. , '","" I"""" OlC Realty LLC. "The Sports Plex" S. W~st Street Agawam, Massacbusetts Site Plan Approval Not Approved for Construction '<>'-'"'" Grading, Drainage and Erosion Control Plan C-4a . " _)0<'_ ]zm.OO , : \ "'~\ \-;~~- . i : i i .. ";"'1 t " ;-...,.:.;. - -", , , , , -'-, , , '" '-, ..... , ~;~'." Wanasse Hangen Brustlin, Inc. ,,--4and [kYeIoprneol £:a~~ 0Jne Fodcnd SlICel llIuildi~, IOl·lN ~tidd. Mus«w...n. 01105 41\)·141.7113 -FAX 413-747-0916 N -'''''J.F <>-_o'K£W ...... ,Tldo DJC Realty LLC. "The Sports Plex' s. West Street ---t- . ' Agllwam, Massachusetts -, ' --, - Site Plan Approval Not Approved fur Consuuctioo "-.' ... Grading, Drainage and Erosion Control Plan --------------"~~~n_ C-4b ,-, , " ... .,., "~"" 1279'2.00 , ; , I , , , • , .. -~ / ..,....-::.~ ./,-..- \ , , .. ,/ , / , , , I --' C ---c------j;'IC! ' ..... " ..... -' :" ,~ , , ..' " , .. / ./ " , / / ) , '. .. \ \ " ! SCAlE IN ffiT --~,O!;I, ~ : ' PROPOSE D \RELOC-A TION or ROUTE S} AS DEPI CTED ON \ THE PLAN fN MAP REN ct NUM::BER~~ ..... 13. ' TE toCA l iON ~ SEE ~RfN C E #13 _ .... ~qT}\OU~~~ / (~~ .~;;". ,:.: -~: . ------;:---- VantaSse Hcmgen Brustlin, Inc. Tr.uu;p<JortatiOD ..... ""-, EoYirotome!otal $eMcf$ Oac~s .... 0u.i~IO}-3N Springt!leld., M .. ~.cb .. etts 01105 413-74t7-71Il ·· FAX 4l3-747-0916 N ----pc 0._., J.T ....... OJ KElt' ........ 0, J.F (.NJ .... ., .... , _ ...... , ..... 1\"-40' DJIC Realty LLC. "The Sports Plex" S. Wfest Strut Alla>wnm, Mu~ll1.l$etlll Site: Plan Approvat Not IApproved for Construction Gr.ading, Drainage and Enosion Control Plan ------~-- C-4c II .. 13 1279l.oo } i ] \ \ ",S\PROJ\SPRINCFtElO\ '2792.00\C,\.()\l9PL~Nsr:T\127~2-0T -Rj.n~~ Concrete Pipe Division STC 4!11 Pntwt Concrete StormcepIor· '" U.S.""" C_J ... _T""", (T"~"F_SJow..) ~ I. n.tlseOfI'ledlk1c-dicm~IIn.Ird._();wV!\mAppi;ablt. 2. n..CMfSbld~P(ll!n:-!(k:llIcft:llolOlosl 'ipoM4Tw,QilPon. j, 1bo&o!m«pwSyi,.,. iI pooIt.t.d tc< Q<;rmoxc ofth ~1IfI u.s. ht.m; ~'ltS14, #54983Jl • .-;nmo.llmlll.jIl49111.~6S.U311690. ~. CaDell c"om\e PipeOioWor! rprtitItttM for: flIrIbIr~1Iils IOIliMollbis iln..q. {~~ --.... Altru&e Top Slab ArH'Or BHtIk" en" ~~~~mD\ W~ lOAlol II SEED \, ~ SECllONS :ittIILl II( OfSICNW FOR K5-20 LOAON:;. 2. PffCIWJ[ OPOIItlGS FOR p«S .m r "'AX. ~ fO OlJlSI)E a-PIPL NORTAA ..... l I'll'[ CG!tf[CTIONS. ). JOUH SEAi..ANT SEl'/OE£H PRECilSf stClIONs SHAll S( "ROlJINm euf'I\. IIU!i8ER SEE NOT( J Land!~ Drainwlth Sump (LDS) NT.S I ~~.I ,I"r:: 12 ,,:~Sli AJtcrute Top SI_t. Drain Manhole (DMH) !'IoCn: I. ~ SECTIONS SttAlL BE DESIGt«D rm H5-20 l~NC. DlNoIE1[II rs SfROClURES SHAll II 1JOC»!D ..... 1(O wl'm PI'E C<JiFJGUR"TIONS. 2. COPQ:rUER IliAHHOLE SlD'S SHM.l. f!( INSTAllm AT 12"' o.c. FOR fH[ F\.U OEPltl rs Ttl( !m!IJC1\JRI: J, PROW)[ a>ENfNGS HIR PWlS '111m 2" WAX. a.EAAANCE TO OOTSl[)[ rs PIPE. WORTAR ALl FIP£ CONN£Cl'IONS. 4. JeOIT SE.o\l.ANT 6El'fIIE{N PRl:C.I<ST SEC"J'ION5 SHALl BE PREfORMED SUf'I\. RUBBER 5. ORAIN ~.o.tIHOlE FRAME AND CDI'ER stlAll ;IE SET IN FULL WOOTAR SED. AD..oJST TO GRAIlE WITH CLAY 8~ICK AND ~ORTAR (2 BRICK COURSES T'!"P1CALL Y. :; BRICK COURSES ~AXIr.ru~) 1'-0" STONE FOR PIF>[ ENDS ./11 Overflow Ston~ S~~~. _______ _ 'M N.T,S. s..--. .. __ Flared End Section (FES) with Stone Protection ,",T,S. " "'" 1 .. 1 .e Multi-~~~g~_Q~.!!~~ontrol Structure l'U.S. Nllfes: 1. lOW ~lY COR£ "'''!ERlAi. IS COtTI"'-'OIJS fOIl THE fUlL lOIGnl rs nt( £>eANKIo!£HT. 2. 'IIHIJIE PlP[S P[NHR"n: TH[ lOW P(lU.o(A8IlIT" COIlE, PIPE SHAll III II[f)[)(O IN 1H( LOW I'E/UIU.BUlY COR£ t.&Al(RlAt.. O'oOfLOW S'IIAL£ (SE£ OCTM.} J. Ttl( IIIJjW SECTION IS SU6J[CI 10 O!»IC( At!\) 'It'ilL BE BAS(O ~ 'THE RESULTS rs I"UI'ITHEFI CEDl(CI-lNIC ..... tNYESIIG.I<IlONS. Detention Basin Berm Section lei"" NU OC~ ~~: ~~ ;;" §; §r -~ ;; q~ •• ~, -" 1-~~ iii !:!~ ~ ~. ~; ';'3 l;[Ii aO ':! o§ 8 0-I r " (IJ'PIIOi.J ;.;,.~~-~ Yamasse Hangen Brustlin, Inc. T....,..,... '-" """"""'" ~IaIServica Orw:, Fedoftl Saul SO>i!tdi"8I03-3N SpritogtieId,M~OIIOS 413-c747·7113 -FAX 413-747-0916 JI JI i )I ..... ·N.T.S ....... ,,""" ..... A~15,2014 D.HC Realty LLC. liThe Sports Plex" S. wrest Street Ag!llwam, Massachusetts Sit(C Plan Approval Nott Approved foc Constructioa Dretails --------.-- C-5 -"9 "'13 ... "", ........ ' t:n9U10 -I ~ .-, } f ! i j Subsurface Reel.cge Trench N.T.S. --- ,. ~J( lHRb"T 8t.QCI(S TO lIE ustO 0Nl.'I' 1Itl£m: nlEY CAH lEAR OM UNDISJUIIB£D [R'tM AS 9I0'Mt. US£" Q.AMPS NIO TIt ROOS QR OlHOl: 1ICCEP1A8I.E III1tfC11) (1f .II»IT RtSlR ..... T 'MERE so.. COI.oDIflOI<S PRCJeIT JH[ I,l( t:I 1HRVU BLoorS. 2. HYI)IIAHT IN ~ AR£AS '0 II( lOCATtl) 10 PROWJE 1aN11oI'-"" WAR SD£'IlAU( PASS-a: 'lll)TH OF' J F'(£T JIoT HYOIIAHT. Hydrant Constriction N.T.S. ."" ."" alNMECfION SruElS TO H[AD£R PW>f SIW.l. BE PRt:--fAllII:ICA1[D 11'1' TH[ IlANUF ACl\JR(R Recharge PipelHeadel'._~y.~t.~~ .. _._ N,T.S. " """ • , , , ,-" 'I' ~ ". ,,-,,-,,-~ &. 22 l/r ... u-~ 8' 11 1/4' ". ,,-~ r nl/l-'" '" ~ 12-II 1/4" ". ". ,,-,r" , ,,-~. " , " ~-.-". ,,-". w ~- ~. ~- ~ ,.. ~. .... ~ ,,- ~~ , I .' 1 u---L""1 ~aJ UN!lIS1l1RIJE[)~­ ~, Table OfDlmcotloat PftOYIOE kOCKS rOIl: IAI'PING SlEEVES. OEoOO ENOS,. GA'I£ VAl 'IE$, N«l VERne ..... 9OIOS (So\ME SIZE lIS REOUIR£D HlR JttS). PReMO( ,o.N01OR RIDS AT \€RlCOIL BENDS AND GAlt: .~ .... l. COHCRtlt SHAU. NOT Il'E Pl.ACID ACHNST ~ 8EYGID n""," 3. CONCRtlt StW.L Il'E JOOO PSl-TYPE I. Concrete Tbr~st ~l.~c~. IU.S. Notel: , ,,- >T ,,- ~. .... ~- , l o.s.Mr. V ..... YE J- '-../ (TIP.) D.U' ,M,," ""'" .:-1 (TYP.) Noll..,: 2, STttL FtEBAA -.o.s1M-A-79. GRADE !ill " MN. l. ~ l(),A,{)WIC -MStITO 1620-"'+. 4, CONS1RUC~ ~T SE:1O.lW .,."fhi ,. Dij\. BUT'rL RU86(R OR EQUlV.....tHT. ~ sa: unurv PU\N fOR WETER ANI) ..... ltR WAr.! Sll.E5- &. OCII'O..\'M£R SlEP!i SIi.o\U 8E INSI"'-I.ElI Al 12" o.c. fOR nit Fl.U OEPUl (S Tt€ STRUCnJRE. 1. PROYID( 8ARNES SI.WP PIJ ... WOD£L BP2!>W NTH DACKCHECK V .... 1/( OR APPRO\I(D EQUIVAIDU. &. stE SITE ruCIll!CAI. P\.AN HR EU:C'lRICAL CONNECTIONs.. Water Meter Pit t-/.T.S. '/11 ~.- Downspout Rain Leade!_::-:c:-:::-_________ ..:",,-"~ N.T,S. _«< \O<a 'V_''''' t. 'o£lQIFY U1I.lTY R£QUIRENEHTS 2. CH£CK 05.10'1' Hf\()MT J. 01£0( VAl '0'[ IlIMEHSIO!fIH(; 4. (L(CJRONICjROotOJl; R£AC(RS !>. II£1UI TO 1I[1lISn:R IN (lAU.ONS ()II CU8IC n:n S. CHECK IoIE"ltR PIT Dto,lENSIONINC TO ..cctP1 ,o,eo-.,: IJEWS ~~~~":J.uCO:O:T::,{ l.Aet:l ·'fIATER· !!£D. AWJSl ro CUD( NTH ClJ,V 8!110( ANO ilO'ITA~. IIIN. l(I' I)!AiI( 1(11 oPOIlNO. ~!'O V ncr.. Vamasse Hangen Rrustltn, Inc. T_ .....,~ EDwirollll\etll&l SeM= o...c Fedtnol Strt:et B-.li\dmg 101-3N SpningfieId, Ma<$aoltusctts OII(lS .41Jl.-747-1! 11-FAX 41l-747·0916 ""'._ .... , ---N.TS. "."."';" D,JC Realty LLC_ "The Sports Plex" S. 'West Street A!Wlwam, Massachusett.5 Sitte Plan Approval Now Approved for Consrructi()II """'-. ... - Dletails ---------.. _ ... - C-6 .~ -10 II .... )0<,_ .. 12792.00 12792-Dr.CWG , I , , ~ , • ~ , \\~~Ul\'1N2.00\CADl.O\PVNSCD'27'i2-DI NDtM; L "'ElK UTIUTY ~ ARE OONSmtJCTEO nlltll)Otl C1EH~ OfoSlH BERWS OR: ono SIJCK Sl'£QN. ~CJlONS, PI..ACE TR(HCH IlACI(f'U ... lH IoIAJERlN..S ~ TO lHE SPEa ..... SECfIOH flEWRl~EN~. 2.. IS[ IoIETAl.lJoC TRAONG/W~ TAPI' CM:R ALl. PP(S. Utility Trencb N.TS. ~~~ fENC(F~ CORNER. t;NIlOR L..tIE POST'S - ~~ ,'II£'Vt1 ,.,,~ CONCRETE FOIlNG (3000 PSI-r>( I) -- IotATERI.I..5 TO !It $VPP\J8) ANI) ~STAu..tIl IN COOFORillANCt ~lli -aAIN 1.N( IoIANUFAC~'S ~n1\lTE-P!fODI.JCT YANUAL 2.. PRO\O't;' ~ ct.EARNlct: IIHfo££H l1tE OOTltlW. Of f.<8RIC I<HO fiNISH MAOE AA(iUN1) 8W' IF" AN 0It0U tF C(NIITIONS 'NoS ISSUffI 'QA THE PRO.£Cl. Chaln Link Fmce up to 6' N.T.S. $ow'<o<o: \I<tl 3/" + ~ '-sun JOINT (TYF» ~~~~~zro / P(FI POST pm II .... FINlSi1E1) -~ / Wood Guardrail N.TS. =--- •• 0.0. S"T[[l lUBC <iAT( POST (SEE NOTE -- CHAIN UNK. r JoUIIIC roo G.O.TES TO 11£ THE SAlol[ AS II£QlJlREO "<lR FENCL --- GATE ~OST BA5E-PORllAfIO C£MENT CONCRETE (3000 PSI). J. F"F)jC[ FAllIIIC. I'QST'S, fR.W£III«)A!(S. Io.Ml KAAOWI\ltt ~ BE GAl..VAIoIlal SlUl. POI ~11ONS- 4. Gl\J£ POSTS TO 8f USED ON [A()l SlOE Of !ilNGI.C ANO OOllBl.£ GAl[ OP£NINGS. Chain Link Fence Gate N.T.5. "". '/~ _~ PSI CCMENT \ CONCIIETE (TYPt: wI 6X(U U ) ~ (NmAlN£t) \ O>W~~~~'-i~~~~~~~~~~~~~~ ~"'- lCCM'ACJ£D """'- .... SIZE (f" PAO TO BE AS 1NO!CATEO ON PV.HS. 2. CONSTRUCTION JO(NTS SHALl. BE ~ACED NO ~OIIE TH.o.N 30 FEEl ON CENTEII AND SKAU. I.lIl EOU.o.Ll Y SPACED O'<£R Il£ lENG~ me I'IIOTH 01' T!;E PAD Dumpster Pad N.T.S '/11 WanQ$.)'e Hangen BrlLstlin, [nco lrranspor1ll11nn lLond D<:velopUICII' IEnviro~Q)~ (OoeFederIoI St=t flhoildin, 101-1N $prinsflCld, M:06ACh_ OlIOS 4413_141,7113_ FAX 413,141.0916 .......... JF "-" I(£W 0-0.. .. J.F .............. , r.-.... ., "do N.T.S. 00 .. AllfU'l l~. 2014 DJC Realty LLC. "The Sports P\ex" S. West Sttcet Agawam. Massachusetts Sice Plan Approval Not Approved for Construdion Details C-7 _. I I tl ... ,...-12792.00 IJ192 orolll(; I 1 i , CONST ~ OR.UU.GE SoV1J..t. OR LOAM & SEED ~ -rC:::==================2;;~;;~~=O='="=~=='=N='========~ :c __ >ROPOSEP ItOT ''''is N!P!1,.O.l T (tIMAl rtRNEWAY lURFACE: lX' BIllIMINOUS TOP COURSE 1"" BITUMINOUS DENse. BINDER COURSe 12" COMPACTE!"D GRllVEL TYPiCAl SECTION -roT MIX ASPHAlT (HMA) DRIVEWAY 12.0' ORI\INAGE SWAlE OR LOAN & SEED TRAVEL LANE E . PROPOSEDGRO\(§ !?RIVEWA'I' i\JRFACe 'I:' COMPACTED STWe OUST TYPICAL SECTION -GRAVEL DRIVEWAY NTS """ ON CENTER Stonedust Patt Detail V'O' N.TS. ".MV",V ",.'" ~ TAAVELLANE MOTH VARIES ORAIN"GE SWME OR LOAM & SEED r 4' COloo COJoICREl[ / VAAl W THCK rN VEHIO.J...AA AR(,l.S) T~ID ~T _____ C'··+-----,c-2"AA'''"'------~ Not,,: 1. CONCRET[ ~ SiOEW.o.LKS TO BE 4OO(l PSI 4ND fOIl [)RI\f:W .. YS .5000 PSI. 80lH UllID TO 8E lW( n. MI' (1,5,t) Mil. OHRAINro. 2. PROWlE £XPoUfSION JaHl!i AT _. 30 FT. o.e. N ni PRE-f(JI..:J) OPANSION JOINT f1Lll11 .. SI:.u.£lt J. PROIIII)[ TOOLED CONTI!OL JOINTS AT ~' O.c. •. PRO'JIOl; MOON ~1"SI1 IN DIRECTION F'£RPf.JIDlCULd TO CURB. EXPIoNSION JOINT SEALANT Monolitbic Concrete Curb (MCC) & Sidewalk I'I".TS. -- , L CI)I,IP,o,cT(1) GRAin ('11' MH :STOOE SIZE) /"-------,. RADIUS (T'rf'.) - Bituminous Curb (BC) ",. I'I.TI>. -- i· ,"" !lfru~NOUS TOI' COURSE • ,"" 9IruWNOOS [)EH:sf: RINOEII COU~ '2' ~AClED GR~\fl •.• ,. COlolP/lC1[D SlJBGR/lD£ Bituminous Concrete Pavemen_t~~~~.!l __________ ~ ~u.s Yranasse Haugen BrusUin, Inc. T_ ...., "'"""-', ElII.vironmcncal Sa'vic:es o.ne F<><IeW SUWI Bl;iJildinl: tOJ·)'" SpprinJl1ekl. MUIi8<)bu.etI!i OlIOS 41!3-747-7113 -FAX 4B·747-il916 -N.T.5. .. .. AUjUSl l5, 201~ IDle Realty LLC. "'The Sports Plex" S'. West Street A\.gaw!m, MassachllSctts Siile Plan Approval Nfflt Appmvcd !"or Constructioo IDetails ---------------"',-........ C-8 -12 lJ ~~­llm.OO J i • l , i NOleS: -~. UF IoIAll Sf[ NOlE 9. 1. lHE .. AlOlIUN M.L.OW.eu: SO['/jAlJ( .oJIO CURB RAIoIP CROSS SLOP£S SlI .... lllE 1.3 (t" lJlN.). Z. TI£ IO~XI_ AllOflIJL SlOPE IS ACa;sgau ROUTE EXCU!Oi~ MB ~MIPS Stu,,"!' ~ 51:. 3. n.:: lI~lOIoII.IIoI ,ouCl'llJJl£ :lLOP[ rI ACCESSIIII.[ ROUTE AT CUItII RIroUP$ SHALl. !I€ 7.51:. 4. A Id<lIOlJIj (S 3 fE[-1l.EAl! SHAU. BE IAAlNl~m AT N« I'£RNAIoIENT OBSTACLE II ACC(SSIIilE IIOU1E' (C.. 1f'rDIWtl'S. lInll'f POlEs. l!U' '«lls. SICtI$. n'C.). !>. a.IA8 1Rf"''''''OU VAlES. SEE PUHS fOR 0JR8 l'IPf.. &. R,o,yp. WR8. NIO Af),I,QJff PA\O(£Nn SH./IU I!( GR.o.ocD TO PRE'l£Ml I'CJlI>iH(;. 7. SlOE M>iCAl SH)E'II'At. SECTK»I fOIl II ..... CONSTRUCTION. ~ WNVIE" .t.ea:SSlBI..E fl(JlES AAf. LESS mAN " IN 'IIIOlH (EXCLUOINC MBltI(;j A ~. x S" F...ssI~ AREA SH.o.uBE PRO\®El) Ar IlfttRV .... LS ~T TO E:lCI;E{) .00 f£El 9. WUI~"'IE C\IRIlING Ii. RAMP (olHOI 'THAN YERlJC.O.L OJR8!NG, 'IIHI01 g</U 6E SET f\.~) ~ IT .o.6I1S ROADWAY. Accessible ellrl Ramp (ACR) Type .~ ' __ . N.T£ -- ,. Not.: "LACE ONE SAlE PERPENOICULAR .o.u>NG B.oJ..E e ... RfllER (100 a.c.). Silt Fence I Stnw Bale B.rn.::·.o:.r= __ _ NT..5. __ 11/>(1 1/11 Nolt05: ,.. LI' WAX. $££ NOTE ~. 1. THE IIAXIM!..IM ALLOWABl£ SlOEW,I,l)( .<.NO ClJ~B RA"P CIlOSS: SlOPES SHALL BE: 1.5 ('" MIN.). 2. 11-£ ...... XM!I\I ..... LOW4fA..( SlOPE Of' ~S9IIlE FIOult: oo..lDING CUlB R,t.W>S SHAll !IC 51:. J. lHE: _lIM AUOW4lU SI.()P€ Of' ...ca:SSQ.[ iIOOTE .0.1 CUR8 !WjPS SHAll BE 7.51:. 4. It ~1oIIoIIM OF J fIEf Cl.tAA swu IlE ~NT""'EII ... 1 NfY P£RMN£HT OBSTAO..£ IN ~ ROUtt (It.. 1lYORNIl';" UIlUT'f po..£s. fIlE( IIW.S. SOlS, £fC.). e.. RoIJo!p, CU!!B, ...,..0 .IoO../I.C(Nl P .... ~r.o; ~ et: QiI.o,vm 10 PRE'oOIl POHDHl. 1. TrPICAl SIO[WAIJC $teOON ,OF! RAAI' SEC'lION ¢a<STRlICIlON. &. VltiERl: .... eruSllll.£ ROUTES Am: LESS THAN $' IN 1IIOTH (EXCllJOlNG 0uRS1HG) .... 5' • ~ P .... SSlNG A~EA SIi.tJ.1. Ilf PRO\IIDED AT INTERV"LS lOOT TO EXCEED 200 F[EI. i. ELAllN .... TE CURBING .... T ~AAII' VItIERE IT ...ouTS ROIlOW","'. EXCEPT 'IItIERE >mIlICAl CURBlN~ IS iNOlCATED 00 ~ DRA'MNClS TO BE SET fWSH. A~~~le Curb Ramp (ACR) Type 'D' N.T.8 SertIon View Noles: Siltsack Sediment Trap N.T.8 s.u. ... ,_ Notes! I. TH( MAXlMlIM All.ow.o.au: SJOtWAlJ( .o.ND CURB RAIoIP GAOSS Sl.OI'ES ~ill BE 1.5 (IIC "'IN.). 2. 1H£ IoIAXII.ILIM AUOW.ost.[ Sl.0PE 01' ACCESSl81L F!OIJTE uo.l,tI!NG CURB ~A~PS ~,I.U. 9C 5%. l. ll1E IoIAIOIaIIoI All.OW.l.ll.E Sl.Q>£ rx I.CC!'SSlIItE ROUTE AT CURB R/oJoIPS SHAlJ. Il£ 7.S%. 4, A ~ {J' } ft£T C\£NI $It.<4L & WAiNTAlIIEO "I Nil POUoI ..... (Nf OOST.lIU IN NXESSlBU: ROUTE (I.E.. M\'tMtNIT5. UlIUlY POl£S. 1IIEt II£U.S. SIC'fS. [Ie.). s. ClIRe JREllTlafHl VAAlES. $([ f'lNf'> fOR CURe Tl1'£. 8. R.o.!IP, CURfl. -.HI) ~ ,,,'otloItNl'S SHALl. 8£ QIW)(O TO PR£\IlNT POHIlIHIJ. 1. t\'P1CItI. ~ s[CllC* ~ RAlliP SEcrooN C(lHSTRuClIOJ!. 5 ~ ACcrSSD.£ ROU'T[S AA' LESS THMl S' IN WlDIH ((~Cl.IJ(lINO CURBIIIG) ... 5' • 5' PASSlNI> AREA SH~L eE: PROVlD(D AT IllTERVALS NOT TO EXCEED 200 !'En. iii. (LIMIHATE CURBING AT h~P ilH£l<E IT ASUT5 ROAOWAY, OCiPT WHERE Yl:Rne.t.L OJR8INC IS IN,"CATED ON 1H( DRA'IIIN(lS 10 !IE INSTALLED J.HO 5[1 FWSH. Accessible Curb Ramp (ACC-R.,),-1)pe'-'l",-'"J_' ______ -""""'0 N.T.5. s.-_ _ ,O~loOO ~~~rc 'v.-CIIv!:III:C ~ Croll_don HOlt'; 1. EHTR,o,MCE ..-om SHAlL BE II "fIoI;N'IY-"y[ (2!l) fOOT 1oIINIMIJI.I. BUT NOT lESs TI-lAH JIIE flJu. "'lOrn ,1.1 POii'jTS I'ME~E INIOIIE:SS 011 EGRESS OCCUAS. 2 utE ~TRAllCE. SHAll. BE IoIAINTAINED IN .... CONOITION \\\i10i SHALL F'Rr'<CNT TRACKING OR R.O~NG OF' SEOIUENT ONTO P'U8UC R~T5-OF'-WAY. ~IS MAY RECVlIIE PERiCOIC ~ DRESSlNC: ""'Il-( 1I\1OlT1ONAl STONf; AS COHOITJOtoIS OEWIo.ND .o.ND REPAlR 00'1 Cl£»IOOl Of' AllY Wu.5I..ft£S USED TO TRAP S(OiW(Nl. AU. SEl*oIOIl SPIU.EO, 0Ra'PW. ""ASliEO OR TRACKED (ltIro puouc R'CIHS~OF'-""Y loIUli;l 9£ IIEYOY£O IIoIWt'OIATUl'. BERU SliAU. II( PEIOoIInID. PERIODIC HSPEC1lOK 111>0 W .... HllUoNC( SHAlL B£ PRO'wIOEO .o.s N[EOED. J. STA8lUlED CONSTRUCTlOM EXIT SHAl.I. 9C REIoIOVED PflIOl! TO flNAL FI~1$l1 MATERIALS BEINC 'NST"LlED Stabilized Construction Exit ~.T.s. .. ' lIIIIlTH /\ (PAlMTED 8I.~ / " '\ ACCESS AISlE / \ .. ' BLUE lINES \ 2"-ON CENTER II' Io!IN. ~' 101M. (If ~OII VAN) ACCl:SS.!llLE P~C; ~ ~-w.DTH / (PA.,HED RUlE) NM .. , j ' I'IVTH (PAINTED _Tt) 1. AU DI!oI:IfSIOtIS 10 (OC(S Of" ~-PAIoOI(NT SlR<PINc" l-II' STAU. ifII()TH I!UEIIS TO B' CLEAR il(l\IIEOI ~ EDGES Of' PA'oOIEMI IU.R1!JNGS. J. All. Sl..OP(S THROUQIfOUT THE ACCESSI81.t P.r,fIKINC ANO AISLE ARt"S S/i,ou NOT H CfEO 1.!~ ~~cesJib~e Parking Space N.TS. --- f Vi' 011\. STEEl. POST (PAlMT COlOR SELECTED 8Y AIICttH(C\,) -IS' OR 12' Dl .... CONCRETE SUPPOFIT ~. nt:S ~$IOH StiAlL eE ,I. .. ~_ or e' FOIl ACCESSl9L.l SlCNAC£. ""0 "SIO':g"o-,p-"o",st,,-=-Ty'1lpe,,_' A",-' __ '-. _= ________ ~./'2 HTS, $ou~ .... '0.1(11 Ymnasse Hangen Brustlin, Inc, T_ l.-t DfMo:I(Ij)OII'QC Enwironm."".1 Savicn O"""F«IeniIStnIC! BUlildine lo.1_3N SPbrinJfieId, M~$en:s 01105 41:J.7.(7-1111 ~ FAX 413·747-0916 "'-N.T.S "'" Aueust IS. 2014 ..... ;eo' .... DIC Realty LLC. "'The Sports Plex" S;.WesIS_ A).gllWlUD, Mu~~1.IiI.\1.I.: Slite Plan Approval Niot Approved fOI Conmuction Details C-9 -. 11 I) ...... '-12192.00 '179~~O'.OIo(; , • S I l , , 0 i , J I i I l } l , ~ i , t -I ! I , N :rl ~ z a ~ ~ " ~ !a ~ R-311.Q5" L=80.1J" A>=1;"52'13" T_40.59 C-8Il.!IO cs-mr45"On -- OONC. MOOfOOND 8IIO(£IrI S1~T1TE flSU PPf'(RlY CORNET< 10 cat. WON. CONe.MON. 1"00)1) (aD) """ rotc. lJON. fOUl) 'MTl1 PIN (HaD) 0000 """"" UPf2-S7-&1 WlJECO CO«:. lIKlN. FMD -........:. NO"\°32'S9"W 91.18' CONe. WCH. FOUtID trIlTH PIN (m.O) "~ 0000 ca«:tl1ON 'MTH F'IN (t£LO) GOOD CON0Il1ON 1t2.S49855.1()5.J E:328600.1f:M -6: '!' N: 264~76J.g8JO S ~ (:32Il003.2268 i R£8AA SE:T 'Mill BRASS CAP A8-2-1 NOW OR FORII£R1: WAR!( D. OI..SON I NANCYU. ~ DEED BOO( 107. PMI.: 176 EASEMENT FORELECTRlC ImLlTIES &: ACCESS AREA " 9,S6L" SQ. fT. AREA ~ O.22± ACRES MAP A8 BLOCK 2 LOT 4. .0.8-2-2 NOW OR fCiRlERLY !,lARK O. OlSON de HANCV III. OlSON DUD BOOK 10748 PAGE 176 MAP 88 BLOCK 1 LOT 2 & AP C8 BlOCK 1 LOT 7 (PART) 3.489.850± SQUARE FEET 80.11593± ACRES II.IPC6B1..O()(I LOT 7 NO"" 00 HIlWER\. Y W[$TERN: IoIASSACHUSEns ELECTRIC COM~-'NY 0£El) BOOK 1~ PAGE 356 I t.IAI'A.B1l.0c/(2l0r ~ .,.,," """"'-, ~ I€S"lERN WASSAO«.IS£ns V ll£C1R1C COLIPANY /1 'EE' '''''' "",. '''' '" S63"5e'54'W ~ 87.J!' ..... r ~~,~,----~~ Plan References I. P\J.H f:E PRCRRTY s001lf-iI£ST ST. A/:,AVlIUA, w.ss. LAND rcRWERI.Y f:E lAI'IRENCE " K,AArulKfNC rOR: HA1!lEWAY-SlEAN£ CORP. WARNERT~ ROAO \\{ST SIJfflELO, CONN. SCN.£ ".100' DATE!) AUGUST 1964 RE'>1SED TO AUGUST 28. 1964 BY Sl.llTIl a: WAIJ.DI. 1. PI.Nf ($ PIIQPERTY SOUlH'IIEST Sf. AGAWNl, WASS. lNt) FORW(RlY IF EASTERtI STAlES fARW(ltS EXO\ANC[ (AGWAT) fOR M KATtI£'otA'f-STEANE CORP. WARNERTOWH ROAD WEST SlfflELD, CONN. SCAlE l·~lO(t BY SMlH o!tW~. .l. I'I..AH f:E lAND IN TOI'I4 Of M;A'fINJj -WAS$. 0IiINf0 BY LWIS F. RICHARDS (T U:( AND '08~ fAAWS CO. SCALE ,' .. 6()'. PEHloIoIJiEHT 30' EASEMENT sa: MAP RUER~ 16 -PIl FOUND 0000 CONDIT1ON SJ3'~0'29'W 0.27 4. n£ ~ TH Of IiASSACHI.ISEm P\.AN or ROAD IN DIE lCl\IiH or AGAWAM NAWf'OEN COUNT"\' lAIO ooT BY THE COUNTY ~RS or. O!' MASS. D.P.W. SCALE 1'·40' DATED HI5'. S. DI'oIS/.ClN or I..A)<IO 0'I't£D 8Y: AATHUR P. 9OWSOl I: sews. tIC. TOlIN or N;AWJJA HAlllPOOi COUNTY 14,tSSAlKJ$£1lS!'OR: All:IMJR P. IIOQ.JSQI ,,~ INC. SCAL.[ ,"-4()' GAlEO 12-14-93 8Y ASSOCIATEC EH'w1RONJ,/ENTA\. SCiENnsT$, INC. SHffTS 1 '" 2. S. TO'ill'l or A(;AWAM lMSSAOiUSETTS DEPAR"IloIENT or f>IJ8lK: VoQRKS I(OSAK OOIRl SOlIllfoIi'2ST S1R£U t:ASEIoI(NT P\..NI SCM.[ 1·.4{)· DATtO 6-14-01 BY !H(l,JAS 'III.5(Jf It A$SOC1ATt$. 7. OEFlNITI'I'E SV8OI';1SK»1 PLI<fjS I4AC-8RO()( ESTATES DEFItI"llVE LOT LAYOJT -LOTS 4-'2, 19-26. 37-39 O\\lIEll 8Y MAC-BROOK, INC. arY OF" A.CA.WAW HIIW'i)[N CtUllY IoIA.SSAaiUSETTS. SCAlE (-4D' DAlEO .lilY 1&. 1m RE'ASEO TO 11-2 ..... 93 StfiTS 1-4 8Y Hl1 EJ«»aRS AAQI"/£ClS "-"""" a OI\I!S!ON Of LAND OWNED BY WAC-BROOK, INC. LOCATED ON SOOTHi'llCK STREET AGAWAM SCAl£ 1"-4{)' DAlEO 5-'0-90 8Y WCHS '" BECKERWAN. I I "'"' I PR<lI'ERlY CCRNER PIN FOOl«) (HaD) 0000 CONOITlON R-225..0Cr [,,120.00' !-3O'3.3"2'-T_S'.'6 C-lla..sa PR<W'OS£D RI:l..OCATlON or ROUTE ~7 AS 0CPICTEIl (II TH£ PLAN f.I MAP RatRENCE tU.l9ER 13. APPROXIWATE lOCAJ1ON SEc: UN> REFERENce: 113 (CCJrM:YN!CE NOT fOOttJ) IiW' C8 Bt.OCK 1 LOT 7 (PART) ~1k::... 1,J32.~I&t SOUARE ruT ........ ~IA\";-.. 3O.588()7.t ACR£S cae. WQrI. W/'F'lN rooNO (HElD) GOO) CONOITI(JI N 264U51 9278 (329747 Hn "~, f'l0~ __ C8-S61"3nst: JEllll"'(RARY 1O'~ EASO£NT !fi UAP f!E1a1ENCE 16 General Notes 9. PUN IX lJIC) 00 SOOltI 'lEST SlRIIT f(£1lHJ IIl.I.S. MASS ~ CtIARlfS w. a ARLENE A. eROW'I A SCALE ,".40" 1M/[[) .l.l,Y IS71 BY SMllH '" WALL!N. 10. AGAWAM. loIAss. PROPOUY SlJR\{l' fOR MIRtO F. GRISE SCAl.E ,' .. 50' 00\1£0 M Y 2. 1!HJ 8Y PHAAMiR ENGlN£ERlNC cawcRAIIOH. 11. "CAWNo! IIASS. AtI'O SQV1HW,C!< MASs.. HMf'!l(N COUNTY Sl.)ElOI'>1S1ON OF lANO OWNED ElY 'ARGIHIA F1Hl.EV AND 'MLUAI.I SPeAA SC/ILE "-200' o"roo DEC. 21. 1900 91' HU ENGINEERS AR~IIEC1S PlANNERS. 12. II£ COIoIIIaft£AlIli Of IoIASSACWUSITTS I'\..AI<j Of LAHO IN 1M[ OTY IX W,',AWN.A JW.IPD(N CCII.IHY TAKEN F'OR tIGH'Ilo'.Y PtI!POS[S BY tHE DEPARTl,lENT Of HIGHWAYS JA~ARY~, 1000 SCAlE 1"-~0' DAlEO JANUARY 5, 2000, 13. SOUlH'MC1(/AGAWAIoI Rfl.OCAnC»l tf R!l.JlE 51 -I'HASf • lOCAlIOH P\..AN I PflnIllINAAY RlCHT or WAY PI..»! SCAL( 1'_200' OAl(l) IWi SHEETS 38-~1. 14. PLAN or L.AHO IN AGAWAM, UASSACHUS£TTS SUR'<£T"ED AND UAPPEO FeR ,t,RTIfJR P. IIOGlJSQi " ~ tIC. SCAl.£ 1' .. 40' DATED OCTOBER 5. ""'- 15. ARTIfJR P. aoo.lSCH " SOOS. !tIC ffiCf'OlT"\' SURVEY SOOTHII(ST ST. I: SOOiHWlCK ST. AGAWAM UASSACHI.lSH~ NOfl"tl-lEAST UTlunES R.E.D~. NO. 7tin5 SCALE (-I:!O' DATED MJG\JST 2()()g. Rt"8AR SET WTH .... 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S TO ENCLOSED FIELDS PER SlTE PLAN 7_ )-' '\ ---'--<0'- , , , STOJAGE CL SET /'s""""'-",. , [~ ~ , , =~ SNIDIl Cf SNIDIlOA\ KITCHEN/CONCESSIONS , =, 'WIFI LOUNGE , (' ==-==:' FlTNESS/RENTAl , ::J \ =, , =' L , § =, 11 'L n ==-==:' r\ :.:::, =, 1111111111111111,111111 ~~ OTT , / 7 , ern :;;; ;0; , D , , UTILITY /STDRAGE D , , 1 SPRINKLER ROOM w 0' , , ~ 0 D , , I ~ D , , ~ 1 ED C[ rP ~ , , ~ ,I u 11[\ , , h e []11 - - - -- - ---"".' ".UO]TV OIJI. .. -.... ~, RENTAL SPORTING GOODS DAY CARE ~ I I L/"-J "'L/"-J DON CAMERON ." [V!""" d::::~ I/O"!' D,R, POULIN .. ~.., ,..,. ." CONSiRUCTION l'~'" PRELIMINARY FLOOR PLAN A-l III "-."-."-."-"-."- -"-."-"-~~ ill ill -II III III '" Ilia 1/1/1/ III III II I !If ."-."--"- IT IT o 0 / / / mfTTlfT . -/ / / III II I II I DON CA ME RO N .c.tU v!1 -\., ,~., D.R .. P OULIN ~.: ';:_0 "" ,." CON S TRUCTION PRELIMINARY' ELEVATIONS A -2 I I I I Drainage Memorandum '/::t 'Olata . ;. t'~.-' I DIC Realty, LLC. - I "The Sports Plex" I I I I I '. I I I • I I I Prepared for: Prepared by: Agawam, MA DJC Realty, LLC. 22 Wipplestreet Lane Amherst, MA 01002 RECEiVED ' AUG 182.014 AGAWAM PLANNING BOARD .1V~"""'_1n<. Transportation, Land Development, Environmental Services 1 Federal Street Building 103-3N Springfield, Massachusetts 01105 413-747-7113 Date: August 15, 2014 I I I I I I I I I I I I I I I I I I I Transportation Land Development Environmental Services Memorandum Vanasse Hangen Bru5tlin, Tnc To, DJC, Realty, LLC. 22 Wipplestreet Lane Amherst, MA 01002 From, Jeffrey A. Galarneau Introduction: 1 Federal Street (Bldg 103-3N) Springfield, MA 011 05 Telephone 413-747-7113 FAX 413-747-{)916 www.vhh.com Date, August 15, 2014 Project No., 12792.00 Re, DJC Realty, LLC. The Sports Plex S. West Street Agawarn,MA As part of the permitting process for Site Plan Approval, Vanasse Hangen Brustlin, Inc. (VHB) has prepared this Storm Water Memorandum to outline the proposed improvements between existing and proposed conditions for the "Sports Plex" project located at S. West Street, Agawam, MA (identified herein as the "Site"). A full drainage report including all of the required MA DEP documenting compliance calculations will be provided once the final design has been completed. The 80.1 -acre Site is located at Southwest Street in Agawam, MA (see Figure 1). The Site is bounded by Kosak Court to the north, farmland and woods to the south, S. West Street to the east, and Rt 57 to the west. The Site is currently zoned as Agricultural and Residence A-2; however the intent is to re-zone the property as Business B. The Site is located within the surface watershed of the Westfield River and Connecticut River. There are wetland resources located on the Site. The site is not located within a Zone II Wellhead Protection District. The Site is presently occupied by woods and farmland. Under existing conditions, stormwater runoff is allowed to sheet flow across woods and farmland. This stormwater flows into wetlands or is directed to culverts that cross onto adjacent parcels. The proposed development of the site includes the development of soccer fields, baseball fields, tennis courts, basketball courts and associated parking. The existing gravel road will be reconstructed. Under proposed conditions, stormwater runoff will be allowed to flow from the new paved areas into water quality units and then into detention basins and subsurface infiltration systems before reaching the wetlands. Wherever possible existing drainage and grading patterns were maintained in the proposed design. Additionally, water quality and \ \vhb\proj\SpringfieJd\ 1246l.CIO\reports\Drainage Memo I I I I I I I I I I I I I I I I I I I Date, August 15,2014 Project No.' 12792.00 quantity control measures have been designed to protect the surrounding natural resources from potential stormwater runoff impacts. A HydroCAD model, using TR-20 methodology, was developed to evaluate the existing and proposed drainage conditions on the Site. The results of the analyses'indicate that there is no increase in peak discharge rates between the pre-and post-development conditions for the 2, 10 and 100 year storm events. The pre-and post-development peak discharge values are presented in Table 3 at the end of this report. Existing Conditions: Summary The approximately 80.1 -acre Site is comprised of mostly woods and farmland. There are several barn structures located on site. Key natural resources in and around the property include wetlands. See Figure 2. The project is not located within the 100-year flood plain as shown on the FEMA FIRM Floodway Map, Hampden County, Massachusetts (All Jurisdictions), Panel 379 of 506, Map Number 25013C0379E, Effective Date July 16, 2013, included in Appendix B. The majority of the site flows from west to east with more than a 20 foot grade difference. Stormwater flows to several channels and into culverts or wetlands and then eventually off-site. There is no geotecJmical report for the project. A subsurface investigation and geotechnical report will be required to finalize the design. Assumptions were made using a conservative approach. Soils information was obtained from the NRCS Web Soil Survey. There are several different types of soils with Hydrologic Soil Groups ranging from A to D (See Soils Map and Descriptions attached). The infiltration potential and groundwater elevations are unknown since there is no geotechnical report information. Infiltration rates within the Hydrologic Analysis were based on the 1982 Rawls Rates provided in the MA DEP Stormwater Handbook. Hydrologic Information For the existing conditions hydrologic analysis, the site was divided into 8 drainage areas that contribute to 7 design points, where peak discharge rates were evaluated (see Figure 2). \ \yhb \proj\Springfield\12792.00\reports\Orainage Memo 2 I I I I I I I I I I I I I I I I I I I Date: August 15, 2014 Project No.: 12792.00 Drainage Area 10: This 33.5 acre area is located at the western edge of the site and consists of woods and fannland. Stormwater sheet flows off site. This drainage system contributes to Design Point 1000. Drainage Area 20: This 7.4 acre area is located at the northwest edge of the site and consists of woods, farmland and wetlands. Storm water sheet flows to a wetland and then thru a culvert and then off-site. This drainage· system contributes to Design Point 2000. Drainage Area 30: This 9.2 acre area is located at the center portion of the site and consists of woods and farmland. The stormwater sheet flows off site. This drainage system contributes to Design Point 3000. Drainage Area 40: This 7.1 acre area is located at the center portion of the site and consists of woods, farmland and wetlands. Stormwater sheet flows to a wetland and then thru a culvert and then off-site. This drainage system coritributes to Design Point 4000. Drainage Area 50: This 16.4 acre area is located at the northeast comer of the site and consists of woods, farmland and wetlands. Stormwater sheet flows to a stream and then to a culvert and then off-site. This drainage system contributes to Design Point 5000. Drainage Area 60: This 2.9 acre area is located at the eastern edge of the site and consists of woods, farmland and wetlands. Stormwater sheet flows to a stream and then to a culvert and then off-site. This drainage system contributes to Design Point 6000. Drainage Area 70: This 2.8 acre area is located at the southeastern edge of the site and consists of woods, farmland and wetlands. Stormwater sheet flows to a stream and then to a culvert and then off-site. This drainage system contributes to Design Point 6000. Drainage Area 80: This 0.32 acre area is located at the eastern entrance to the site off of Southwest Street and consists of the gravel entrance road and brush. Stormwater sheet flows off-site. This drainage system contributes to Design Point 7000. \ \vhb\pr~\Springfjeld\12792_00\reports\Drainage Memo 3 I I I I I I I I I I I I I I I I I I I Date: August 1ST 2014 Project No., 12792.00 Table 1 summarizes the key hydrologic parameters for each drainage area used in the existing conditions analysis. Table 1 Existing Conditions Hydrologic Data Time of Description Design Area Curve Concentration (Drainage Area #) Discharge Location Point (acres) Number (min) 10 Off·Site xl000 33.5 56 36,8 20 Off·Site x2000 7.4 61 83,1 30 Off·Site x3000 9.2 53 29.8 40 Off-Site x4000 7,1 69 31.2 50 Off-Site x5000 16.4 62 49.9 60 Off-Site x6000 2,9 78 9.2 70 Off-Site x6000 2,8 74 16.7 80 Off-Site x7000 0,32 58 10.0 Proposed Conditions: Summary The project, which will include the construction of a new Sports Plex with a building and associated parking, was designed to comply fully with the Massachusetts Stormwater Management Policy. The existing gravel road into the site will be reconstructed. The beginning portion of the new road off of S. West Street will be paved. Stormwater will be collected and not allowed to sheetflow onto S. West Street. Existing drainage and grading patterns were maintained to the maximum extent possible. Low impact development stormwater management techniques will be incorporated into the final design. These practices are focused at decentralizing stormwater management at the site and incorporating many smaller stormwater management techniques into the design that will reduce peak runoff rates, maximizing groundwater recharge and trea:ting for water quality. There will be an increase impervious areas within the site; therefore, the design incorporates infiltration trenches, subsurface infiltration systems and detention basins to reduce the runoff from the site. \ \ vhb\proj\SpringfieJd\ 12792.00\reports\Orainage Memo 4 I I I I I I I I I I I I I I I I I I I Date: August 15, 2014 5 Project No.: 12792.00 Infiltration trenches will be installed along the soccer fields and will allow stormwater from the fields to infiltrate. An emergency overflow invert has been installed to allow for any stormwater to be conveyed back to the wetland should the infiltration trenched exceed their capacity. A subsurface infiltration system for the building will be incorporated into the site design. The subsurface infiltration/storage system for consists of (11) 24" diameter HDPE perforated pipes 115 feet long which will be surrounded by stone and filter fabric. An emergency overflow invert has been installed to allow for any stormwater to be conveyed back to the wetland should the subsurface infiltration system exceed its capacity. The detentions basins will collect stormwater from paved parking areas. These basins will be equipped with an outlet control structure that will convey stormwater to the wetlands should the basin exceed its capacity. The proposed stormwater drainage system utilizes Stormceptor Units within the site to capture stormwater to be conveyed tluough the closed drainage system. These structures will remove sediment, oils and debris from the stormwater. The design will impact approximately 4,500 sf of wetland area; therefore, replication will be required. Hydrologic Information For the proposed conditions hydrolOgic analysis, the site was divided into 18 drainage areas (see Figure 3). These areas discharge to the 7 design points where peak discharge rates were evaluated for both existing and proposed conditions. Drainage Area 100: This 33.5 acre area is located at the western edge of the site and consists of woods and farmland. Stormwater sheet flows off site. This drainage system contributes to Design Point xlOOO. Drainage Area 200: This 7.7 acre area is located at the northwest edge of the site and consists of. woods, farmland and wetlands. Stormwater sheet flows to a wetland and then thru a culvert and then off-site. This drainage system contributes to Design Point x2UUU. Drainage Area 300: This 4.8 acre area is located at the center portion of the site and consists of woods and farmland. The newly developed portion of the area consists of a grass soccer field. The stormwater sheet flows to a subsurface recharge trench with an overflow to the wetlands. This drainage system contributes to Design Point x2000. Drainage Area 400: This 3.3 acre area is located at the center portion of the site and consists of grass soccer fields. The stormwater sheet flows to a subsurface recharge trench with an overflow to the wetlands. This drainage system contributes to Design Point x2000. \ \ vhb \proj\Springfield \12792.00\reports\Drainage Memo I I I I I I I I I I I I I I I I I I I Date' August 15, 2014 Project No., 12792.00 Drainage Area 500: This 4.9 acre area is located at the center portion of the site and consists of farmland. The newly developed portion of the area consists of a grass soccer field. The stormwater sheet flows to a subsurface recharge trench with an overflow to the wetlands. This . drainage system contributes to Design Point x4000. Drainage Area 600: Tltis 3.4 acre area is located at the center portion of the site and consists of farmland. The newly developed portion of the area consists of a grass soccer field. The stormwater sheet flows to a subsurface recharge trench with an overflow to the wetlands. This drainage system contributes to Design Point x4000. Drainage Area 700: This 1.2 acre area is located at the southern edge of the site along the newly developed gravel road Stormwater sheet flows off-site. Tltis drainage system contributes to DeSign Point x3000. Drainage Area 800: This 1.1 acre area is located at the south central portion of the site and consists of a new building and paved parking lot. Stormwater sheet flows to Stormceptor Units and then to a Subsurface Infiltration System. This system is equipped with an emergency overflow pipe that outlets to the wetlands and then to a culvert off-site. Tltis drainage system contributes to Design Point x4000. Drainage Area 900: This 3.0 acre area is located at the southern portion of the site and consists farmland and wetlands. Stormwater sheet flows off site thru a culvert. This drainage system contributes to Design Point x4000. Drainage Area 1000: This 1.8 acre area is located at the middle eastern portion of the site and consists of a soccer field and paved parking. Stormwater sheet flows to Stormceptor Units and then to an above ground detention basin. The detention basin is equipped with an outlet control structure which outlets to the wetlands and then a culvert off-site. Tltis drainage system contributes to Design Point x40DO. Drainage Area 1100: This 8.6 acre area is located at the northeastern portion of the site and consists of woods, farmland and wetlands. The stormwater sheet flows to a stream and then to a culvert off-site. This drainage system contributes to Design Point x6000. Drainage Area 1200: This 1.9 acre area is located at the middle eastern portion of the site and consists of woods, farmland and wetlands. The stormwater sheet flows to a stream and then to a culvert off-site. This drainage system contributes to Design Point x5000. Drainage Area 1300: This 1.6 acre area is located at the southeastern portion of the site and consists of basketball courts, paved parking, grass and wetlands. Stormwater sheet flows to a stream and then to a culvert and then off-site. This drainage system contributes to Design Point x5DOO. \ \ vhb \proj\SpringfieLd\12792.00\reports\Drainage Memo 6 I I I I I I I I I I I I I I I I I I I Date: August 15,2014 Project No.: 12792.00 Drainage Area 1400: This 1.1 acre area is located at the southeastern portion of the site and consists of tennis courts, farmland and wetlands. Stormwater sheet flows to a stream and then to a culvert and then off-site. This drainage system contributes to Design Point x5000. Drainage Area 1500: This 1.2 acre area is located at the eastern edge of the site and consists of a building and a paved parking lot. Stormwater sheet flows to Stormceptor Units and then to an above ground detention basin. The detention basin is equipped with an outlet control structure which outlets to the wetlands and then a stream off-site. This drainage system contributes to Design Point x5000. Drainage Area 1600: This 0.64 acre area is located at the southeastern portion of the site and consists of a building, paved parking lot and grass. Stormwater sheet flows to Stormceptor Units and then to an above ground detention basin. The detention basin is equipped with an outlet control structure which outlets to the wetlands. This drainage system contributes to Design Point x5000. Drainage Area 1700: This 0.15 acre area is located at the entrance off of Southwest Street and consists of both a paved road and grass areas. Stormwater sheet flows to Stormceptor Units and then to an above ground detention basin. The detention basin is equipped with an outlet control structure which outlets to the wetlands. This drainage system contributes to Design Point x5000. Drainage Area 1800: This 0.29 acre area is located at the entrance off of Southwest Street and consists of grassy areas. Stormwater sheet flows off-site. This drainage system contributes to Design Point x7000. \ \ vhb \ proj \Springfield \ 12792.00\reports \ Drainage Memo 7 I I I I I I I I I I I I I I I I I I I Date, August 15, 2014 Project No., 12792.00 Table 2 summarizes the key hydrologic parameters for each drainage area used in the proposed conditions analyses. Table 2 Proposed Conditions Hydrologic Data Time of Description Design Area Curve Concentration (Drainage Area I) Diacha,sa Location Point (acres) Numbe, (min) 100 Off·Site xl000 33.5 56 36.8 200 Off·S~e (Culvert) x2oo0 7.7 SO 83.1 300 Off-5~e (Culvert) x2000 4.8 53 27.6 400 Off·Sne (Culvert) x2oo0 3.3 39 8.9 500 Off·Site (Culvert) x4OO0 4.9 50 26.5 600 Off·Site (Culvert) x4OO0 3.4 58 29.6 700 Off-5rte x3OO0 1.2 80 6.0 800 Off-5ite (Culvert) x4000 1.1 98 21.9 900 Off·Site (Culvert) x4000 3.1 71 19.0 1000 Off·Site (Culvert) x4OO0 1.7 85 28.5 1100 Off·Site (Culvert) xBOOO 8.6 64 75.8 1200 Off·Site x5000 2.0 79 20.9 1300 Off·Site x5000 1.6 76 6.0 t400 Off·Site x5000 1.1 82 6.0 1500 Off·Site x5000 1.2 77 26.3 t600 Off·Site XSOOO 0.64 81 6.0 1700 Off·Site x5000 0.15 72 6.0 1800 Off·Site x7000 0.29 39 15.3 Hydrologic Analysis The rainfall-runoff response of the Site under existing and proposed conditions was evaluated for storm events with recurrence intervals of 2, 10, and lOO-years. Rainfall volumes used for this analysis were based on the Natural Resources Conservation Service (NRCS) Type ill, 24-hour storm event for Hampden County; they were 3, 4.6, and 6.5 inches, respectively. Runoff coefficients for the pre· and post-development conditions, as previously shown in Tables 1 and 2 \ \ vhb \proj\Springfield\12791.00\reports \Drainage Memo 8 I I I I I I I I I I I I I I I I I I I Date, August 15, 2014 Project No., 12792.00 respectively, were determined using NRCS Technical Release 55 (TR-55) methodology as provided in HydroCAD. Drainage areas used in the analyses were described in previous sections and shown on Figures 2 and 3. The HydroCAD model is based on the NRCS Technical Release 20 (TR-20) Model for Project Formulation Hydrology. Detailed printouts of the HydroCAD analyses are attached. Table 3 presents a summary of the existing and proposed conditions peak discharge rates. Table 3 Peak Discharge Rates (cfs") Design Point 2-year 10-year 100-year Existing 12.6 46.8 104.3 Proposed 11.4 39.3 99.6 Expressed in cubic feet per second Conclusion: The project will adhere to the MA DEP Stormwater Guidelines for a new development. The DEP Stormwater Checklist along with all of the Documenting Compliance calculations will be submitted with the final design and drainage report. LID techniques will be utilized within the final design to aide in Long Term Best Management Practice. The design may need to be modified depending on the result from a subsurface investigation and geotechnical report. The results of this analysis indicate that there is no increase in peak discharge rates between the pre- and post-development conditions for the 2, 10 and loa-year storm events. \ \vhb\proj\SpringfieJd\12792.00\reports\Drainage Memo 9 I I I I I I I I I I I I I I I I I ~ I NT-S. I The Sports Plex S. West Street Agawam, Massachustts Figure I -Site Location Map August 2014 \ \ \\vhblproj\Springfleld\12792.00'leports\Drainage\Figure ] .~ Existing Drainage Areas.dwg c • .\.r ~., " , ....... \\ .. " ..... ,- l '" 1"'·\ I --....." f Y \! \" .=-/~ . .L,j , \ I, \1 ® "'1 :;';':'',,''=''=--= " ~'!IIoot;~::~"""",. .fi.. OJ'",,~_ " ~' t ,\ ", \ , ® \ t-/ 20 \'. .; . "\. "" ' ! l" .. " '-.'//'---."--' f ",\®1 '. ,'! !~ , II l 01 I~ I ® ------;;:: ~~>,~,~ COO.l> ., ' ~ .•.. ~, .. """",,',,~(r '" ~"~"~""""" / /", 0®,.. ~ ... ~;.~. 0.5 oo_ip<~) , ( , ~-~...." \, '\ '\.,,~,----"-~ .... ,,--~~ .. -. ',''-\ , \ '. , ' ~ .. -, ~.~., \ i \ I I l //' (® I I \ \ I \~ 1 / I ©/ I / l .' I ! I , ; \ I I I I I 1 I I I 1 I .1 1 1 I , 1 \ I \ '; (: I , I "® '\ \ I 1 0 \\ ..1._--. 'I-1_---- ~ I ( (40)-""-~'-"'.l~xZ-~ ~! "--r® .1 \'-.,J ... JSs-=*,.~ . ,'0.Jl "-_I @ -...,."... • • • ~ • LEGEND ~ "=,." @ DRAINAGE AREA DESIGNATION - - -DRAINAGE AREA BOUNDARY 'k,~~ SOIL TYPE BOUNDARY (£) HYDROLOGIC SOIL GROUP t!QKS;. 1. SOILS DESIGNATIONS WERE TAKEN FROM THE NRCS WEB SOIL SURVEY. SEE DRAINAGE REPORT FOR A LIST OF THE INDIVIDUAL SOILS. ~ o 150 300 Feet Vanasse Hangl'n Brustlin, Inc. Figure 2 August 2014 Existing Conditions Drainage Areas The Sports Plex Agawam, Massachusetts \\vtlblproj\Springfield\12792.00\reports\Drainage\Figure 3 -Propo5Qd Drainage Areas.dwg 4t.~ .... A~~ ~ o 'I.:! ~ D @ ©E (£) I I I I I I I I I I I I ® I ;;.-~-'"' '/rnn,\ ~ LEGEND ~ DESIGN POINT ~oo) DRAINAGE AREA DESIGNATION ---DRAINAGE AREA BOUNDARY == ... ~,"" .. SOiL TYPE BOUNDARY (£) HYDROLOGIC SOIL GROUP ~ 1. SOILS DESIGNATIONS WERE TAKEN FROM THE NRCS WCB SOIL SURVEY. SEE DRAINAGE REPORT FOR A LIST OF THE INDIVIDUAL SOILS. ~ ~~-o 150 300 Feat '"anassc Hangen Brnstlin, Inc. Figure 3 August 2014 Proposed Conditions Draioage Areas The Sports Plex Agawam, Massachusetts 250 CHARTER OAK DR Unllamed Tributary to Still Brook 42'03'45" 330000 FT STILL BROOK 72'41'15" o • MAP SCALE 1" = 600' 250 500 750 1,000 1 FEET PANEL 0379E FIRM FLOOD INSURANCE RATE MAP HAMPDEN COUNTY, MASSACHUSETTS (ALL JURISDICTIONS) PANEL 379 OF 506 (SEE MAP INDEX FOR FIRM PANEL LAYOUT) ~ """'"""" ~.lOVMOF SOVIM'MCII.. TO'M'I Of ""'STF'a.o CfTYOF .............. li!IffIl! 2$0133 107'1 210'.~ Nn HeI,n on, _ ... ~n. ..... _____ _ -.. 1UdnIi_ 01-. _ (: __ ~ "~ __ • _ __ J_OI\,......_~for ... ."qoa -. MAP NUMBER 25013C0379E EFFECTIVE DATE JULY 16, 2013 Fedt .... 1 r.mtrgtnt) 1\bnagtllltnt Agene}' map. map doefI not re1iect changee .... _, .. _. ____ .. maa. .ut..quent to the date on the ~~ -.!~~liI!~~~~.~",i~.*::r~.~t~~n. about N.tion.l Flood Insurance '90000mE JOINS PANEL 0379 - '91 °OOmE 72'41'15" 42'03'45" ~-.. t:;l:'! '4 · ,I <f2:j Ii 'I",' 2850000 FT ~1·"".1!, ~._ • ..J ::I I "" .... ; ... ., I 250 o • MAP SCALE 1" = 500' .. 0 ... 7'0 1,000 1 FEET Vnnamed TribuJI-------------------1 VI/named Tributary PANEL 0387E FIRM FLOOD INSURANCE RATE MAP HAMPDEN COUNTY, MASSACHUSETTS (ALL.IURISDICTIONS) PANEL 387 OF 506 (SEE MAP INDEX FOR FIRM PANEL LAYOUT) ~ """"""'" ~ .P.iYiEI,. SI.lf.El! ~"WfU,I,. TOV>N OF 2S(l1:)3 0J.87 SOU'Ii\MCK, ro ..... Of ~,., O!11 ~IOU_TM "pN""'lMr _oooIow_ ~ _ _ ~ __ ,. M c-. ...... ity "wm .. _._ """"'" ". _ on """wrlllOll .0lII ... -.t lor ... IlUbfOeI """"""'" MAP NUMBER 25013C0387E EFFECTIVE DATE JULY 16, 2013 f~d~nl.:mergrllcl Managtnu:nlAgrnry on the ---- - ------ - -42-3'~N GO :r12"N • ~ ~ ~ 689200 • ~ ~ ~ N A Soil Map-Hampden County, Massachusetts, Central Part 689400 6Il96OO """'" MapSa*: 1:9,450r~(J'l A End:saIp! (11-)( 8.5")shset. o '00 200 400 69JOOO -. 600 690200 O-------~~======~~-------------,-000~=============2~ Map -.' ..., _ Omer<lXlOtl1ales, WGS84 &lgetlc", U1M l'a1e "" WGS84 690<00 ~QA Natural Resources ... Conservation Service Web SoU Survey National Cooperative Soil Survey ---- """'" """"" 69'(0) --• ~ 1; ~ 200 i .,.,,,". 691200 • ~ 1; ~ i i i i i i 612712014 Page 1 ot4 .u-3' lZ'N - - - IW$ - ----- -- - - ------Soil Map-Hampden County, Massachusetts, Central Part MAP LEGEND MAP INFORMATION Area of Interest (ADt) U Area of Interest (AOt) Salls ::::::J Soil Map Unit Polygons --Soil Map Unit Lines .-Soil Map Unit Points Special Point Featureli '21 181 )I( 0 X . 0 A. "'" ~ 0 0 V + .~. @ ~ J! !II Natural Resources Conservation Service Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Querry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sadie Spot ~ Spoil Area tl Stony Spot til Very Stony Spot V Wet Spot 6 Other .-Special Line Features Water Features ~ Streams and Canals Transportation t+< Rails -Interstate Highways -us Routes Major Roads local Roads Background • Aerial Photography Web Soil Survey National Cooperative Soil Survey The soil surveys that comprise your ADI were mapped at 1 :25,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale . Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soli Survey URL: http://websollsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the vernlon date(s) listed below . Soli Survey Area: Survey Area Data: Hampden County, Massachusetts, Central Part Vernlon 7, Dec 17, 2013 Soil map unUs are labeled (as space allows) for map scales 1 :50,000 or larger. Oate(s) aerial Images were photographed: Mar 28, 2011 -May 12,2011 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 612712014 Page 2 of4 - I I I I I I I I I I I I I I I I I I I Soil Map--Hampden County, Massachusetts, Central Part Map Unit Legend Hampden County, M_Chus_. Central Part (MA607) Map Unit Symbol 6A 30A 32A '51A , 52A 2308 230C 1 250A _. 2508 250C , 254A 2546 i 254C 254D 2588 2608 265A 2756 12768 3058 1 398D I USDA Natural Resources iiiii Conservation Service Map Unit N"",. Acres in AOI Scarboro fine sandy loam, 0 to 3 percent slopes .. Raynham siR loam, 0 to 3 percent slopes Wareham loamy sand, 0 to 3 ! percent slopes _ Swansea muck, 0 to 1 percent slopes Freetown muck, 0 to 1 percent slopes Unadilla very fine sandy loam, 3 to 8 peroent slopes Unadilla very fine sandy loam, 8 to 15 percent slopes ! Pollux fine sandy loam, 0 to 3 percent slopes Pollux fine sandy loam 3 to 8 percent slopes Pollux fine sandy loam, 8 to 15 percent slopes i Merrimac sandy loam, 0 to 3 percent slopes i Merrimac sandy loam, 3 to 8 i percent slopes I Merrimac sandy loam, ti to 15 , percent slopes ! Merrimac sandy loam, 15 to 25 percent slopes Amostown fine sandy l~m. 0 to 6 paraent slopes Sudbury fine sandy loam, 0 to 8 percent slopes Enfield slit loam, 0 to 3 percent slopes Agawam fine sandy loam, 3 to 8 percent slopes Ninigret fine sandy loam, 0 to 6 percent slopes .. -.. Paxton fine sandy loam, 3 to 8 percent slopes . Wethersfield fine sandy loam, 15 to 25 percent slopes, very • stony Web Soil Survey National Cooperative Soil Survey 3.1 16.5 1.6 ' 20.1 i I 2.0 i I 0.6 1.8 4.8 3.2 , 0.1 i ! 52.4 42.1 0.8 11.5 10.2 12.0 4.6 0.9 1.4 2.5 , 18.81 Percent of AOI . 1.1% 5.6% 0.6% 6.8% 0.7% 0.2% 0.6% 1.6% 1.1% 0.0% 17.8% 14.3%1 0.3%1 3.9% 3.5% ! 4.1'10! I 1.5% 0.3% 0.5% 09%1 i 6.4% i 6/27/2014 Page 3 of4 I I I I I I I I I I I I I I I I I I I Soil Map-Hampden County. Massachusetts. Central Part Map Unit Symbol 71SA ! ~ 734C I i734E 736A Total. for Area of Interest Natural Resources Conservation Service HampdOl'l County. Massachus_. Central Part (MA607) Map Unit Nam. I ACre.lnAOI : Saco Variant silt loam, 0 to 3 I i percent slopes + i Enosburg loamy sand. 0 to 3 .' ! percent slopes ! Rock outcrop-Holyoke ! complex. 3 to 15 peraent i slopes i I Rock outcrop-Holyoke • ! I complex. 15 to 35 percent I i ~ slopes : Scantic Variant silt loam, 0 to 3 ! percent slopes , , i ! Web Soil Survey National Cooperative Soil Survey 6.1 7.0 I 24.4 33.7 12.1 294.2 P.rcentofAOI 2.1% I 2.4% I 8.3% I 11.5% 4.1% 100.0% 6/27/2014 Page4of4 I I Existing Drainage Areas (SF) I Area 10 = 1.458.504 I ASoils Pasture/Meadow = 313,075 Woods = 479,092 I Gravel = 2,332 B Soils I Woods = 15,025 eSoils I Woods = 450,080 I D Soils Woods = 189,335 Gravel = 8,862 I Pasture/Meadow = 703 Area 20 = 322.520 I A Soils Pasture/Meadow = 103,671 I Woods = 35,219 Wetlands/Woods= 8,172 I B Soils Pasture/Meadow = 8,927 I Woods = 37,403 e Soils I Woods = 5,664 Wetlands/Woods= 334 I D Soils Pasture/Meadow = 7,924 Woods = 47,032 I Gravel = 1,537 Wetlands/Woods = 66,637 I Area 30 = 402.466 I ASoils Pasture/Meadow = 290,163 I I I Woods = 15,668 Gravel = 9,037 I B Soils Pasture/Meadow = 87,188 I DSoils Gravel = 410 I Area 40 = 308,121 I A Soils Pasture/Meadow = 97,543 Gravel = 16,016 I ( Soils Pasture/Meadow = 146,856 I Gravel = 4,279 Wetlands/Woods = 43,427 I Area 50 = 713,309 I A Soils Pasture/Meadow = 390,686 Woods = 7,723 I ( Soils Pasture/Meadow = 278,227 I Woods = 14,708 Gravel = 644 Wetlands/Woods = 21,321 I Area 60 = 126,089 I ASoils Pasture/Meadow = 6,123 I Gravel = 3,888 (Soils I Pasture/Meadow = 100,119 Gravel = 9,453 Wetlands/Woods = 6,506 I Area 70-139,816 I A Soils Pasture/Meadow = 30,294 I I I Gravel; 1,006 eSoils I Pasture/Meadow; 88,002 Gravel; 9,613 I Building/Pave; 1,969 Wetlands/Woods; 8,932 I Area 80; 19.020 A Soils I Pasture/Meadow; 14,502 Gravel; 4,518 I Total; 3,489,845 I I I I I I I I I I I I I I I I I I I I I G I I ~r" 8 ~r' 8 I Off-Site Off-Site (Culvert) Off-Site I I I I I I I Drainage Area 50 G ~r' 8 Off-Site (Culvert) Off-Site (Culvert-Stream) Routing Diagram for 12792-EX Off-Site Prepared by {enter your company name here}, Printed 811412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC 12792·EX Prepared by {enter your company name here} Printed 8/14/2014 Page 2 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Area CN (acres) 0.845 76 0.551 89 0.248 91 28.348 49 2.206 69 13.832 79 0.198 84 0.045 98 12.344 36 1.204 60 10.800 73 5.426 79 0.188 36 1.764 73 1.530 79 79.528 60 Area Listing (all nodes) Description (subcatchment-numbers) Gravel roads, HSG A (10, 30, 40, 60, 70, 80) Gravel roads, HSG C (40, 50, 60, 70) Gravel roads, HSG D (10 , 20, 30) Pasture/grassland/range, Fair, HSG A (10 , 20, 30, 40, 50, 60, 70, 80) Pasture/grassland/range, Fair, HSG B (20,30) Pasture/grassland/range, Fair, HSG C (40,50,60,70) Pasture/grassland/range, Fair, HSG D (10, 20) Roofs, HSG C (70) Woods, Fair, HSG A (10, 20, 30, 50) Woods, Fair, HSG B (10, 20) Woods, Fair, HSG C (10,20,50) Woods, Fair, HSG D (10,20) WoodslWetlands, Fair, HSG A (20) WoodslWetiands, Fair, HSG C (20,40, 50, 60, 70) WoodslW etlands, Fair, HSG D (20) TOTAL AREA I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-EX Prepared by {enter your company name here} HydroCAD® 10.00 sin 01038 ©2013 HydroCAD Software Solutions LLC Sol/ listing (aI/ nodes) Area Soil Subcatchment (acres) Group Numbers 41 .724 HSGA 10,20,30,40,50,60,70,80 3.410 HSG B 10,20,30 26.992 HSGC 10,20,40,50,60,70 7.402 HSG 0 10,20,30 0.000 Other 79.528 TOTAL AREA Printed 8114/2014 Page 3 I 12792-EX I Prepared by {enter your company name here} Printed 8/1412014 Hl1droCAD® 10.00 sin 01038 ©2013 Hl1droCAO Software Solutions LLC Page 4 Ground Covers (all nodes) I HSG -A HSG·B HSG-C HSG-O Other Total Ground SUbcatchT (acres) (acres) (acres) (acres) (acres) (acres) Cover . Numbers 0.845 0.000 0.551 0.248 0.000 1.644 Gravel roads 10, 20, I 30, 40, 50 , I 60, 70, 80 I 28.348 2.206 13.832 0.198 0.000 44.584 Pasture/grasslandlrange, Fair 10, 20, 30, I 40, 50, 60, I 70, 80 0.000 0.000 0.045 0.000 0.000 0.045 Roofs 70 I 12.344 1.204 10.800 5.426 0.000 29.774 Woods, Fair 10, 20, 30, I 50 0.188 0.000 1.764 1.530 0.000 3.481 Woods/Wetlands, Fair 20, 40, I 50, 60, I 70 41.724 3.410 26.992 7.402 0.000 79.528 TOTAL AREA I I I I I I I I I I I I I I I I I I I I I I I I I 12792-EX Prepared by {enter your company name here} Type III 24-hr Hamp-02 Rainfal/=3.00" Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Soltware Solutions LLC Page 5 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+ Trans method -Pond routing by Stor-Ind method Subcatchment 10: Drainage Area 10 Runoff Area=l ,458,504 sl 0.00% Impervious Runoff Depth>0.18" Flow Length=l ,000' Tc=36.8 min CN=56 Runoff=1.91 cis 0.499 al Subcatchment 20: Drainage Area 20 Runoff Area=322,520 sl 0.00% Impervious Runoff Depth>0.30" Subcatchment 30: Drainage Area 30 Subcatchment 40: Drainage Area 40 Flow Length=l, 120' Tc=83.1 min CN=61 Runoff=0.66 cis 0.184 al Runoff Area=402,466 sl 0.00% Impervious Runoff Depth>0.12" Flow Length=975' Tc=29.8 min CN=53 Runoff=0.25 cis 0.090 al Runoff Area=307,636 sl 0.00% Impervious Runoff Depth>0.59' Flow Length=998' Tc=31.2 min CN=69 Runoff=2.63 cis 0.349 al Subcatchment 50: Drainage Area 50 Runoff Area=713,309 sl 0.00% Impervious Runoff Depth>0.34' Flow Length=l ,875' Tc=49.9 min CN=62 Runoff=2.23 cis 0.459 al Subcatchment 60: Drainage Area 60 Runoff Area=125,419 sl 0.00% Impervious Runoff Depth> 1.03' Flow Length=548' Slope=0.0160 'f' Tc=9.2 min CN=78 Runoff=3.26 cfs 0.248 al Subcatchment 70: Drainage Area 70 Runoff Area=120,561 sl 1.63% Impervious Runoff Depth>0.82' Flow Length=374' Tc=16.7 min CN=74 Runoff=1.97 cfs 0.190 al Subcatchment 80: Drainage Area 80 Runoff Area=13,816 sl 0.00% Impervious Runoff Depth>O.23" Flow Length=203' Slope=0.0300'1' Tc=10.0 min CN=58 Runoff=0.04 cfs 0.006 al Reach Cl: Culvert Link xl 000: Off-Site Link x2000: Off-Site (Culvert) Link x3000: Off-Site Link x4000: Off-Site (Culvert) Link x5000: Off-Site (Culvert) Link xSOOO: Off-Site (Culvert-Stream) Link x7000: Off-Site Inflow=3.26 cis 0.248 al Outflow=3.26 cfs 0.248 al Inflow=1.91 cis 0.499 al Primary=1.91 cis 0.499 al Inflow=0.66 cis 0.184 al Primary=0.66 cis 0.184 al Inflow=0.25 cis 0.090 al Primary=0.25 cfs 0.090 al Inflow=2.63 cis 0.349 al Primary=2.63 cIs 0.349 al Inflow=2.23 cIs 0.459 al Primary=2.23 cIs 0.459 al Inflow=4.86 cfs 0.438 al Primary=4.86 cIs 0.438 al Inflow=0.04 cIs 0.006 al Primary=0.04 cis 0.006 al 12792-EX Prepared by {enter your company name here} Type 11/ 24-hr Hamp-02 Rainfall=3.00" Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 6 Total Runoff Area = 79.528 ac Runoff Volume = 2.025 af Average Runoff Depth = 0.31" 99.94% Pervious = 79.483 ae 0.06% Impervious = 0.045 ae I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-EX Prepared by {enter your company name here} Type 11/ 24-hr Hamp-02 Raintal/=3.00" Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 10: Drainage Area 10 Runoff = 1.91 cfs @ 12.81 hrs, Volume= 0.499 at, Depth> 0.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Raintall=3.00" Area (sf) 313,075 479,092 2,332 15,025 450,080 189,335 8,862 703 1,458,504 1,458,504 Tc Length (min) (feet) 20.3 100 6.7 320 CN Description 49 Pasture/grassland/range, Fair, HSG A 36 Woods, Fair, HSG A 76 Gravel roads, HSG A 60 Woods, Fair, HSG B 73 Woods, Fair, HSG C 79 Woods, Fair, HSG D 91 Gravel roads, HSG 0 84 Pasture/grassland/range, Fair, HSG D 56 Weighted Average 100.00% Pervious Area Slope Velocity Capacity (fVlt) (fVsec) (cfs) Description 0.1000 0.08 Sheet Flow, First 100' of woods Woods: Dense underbrush n= 0.800 P2= 3.00" 0.1000 0.79 Shallow Concentrated Flow, 320' of woods Forest w/Heavy Litter Kv= 2.5 fps Page 7 9.8 580 0.0200 0.99 Shallow Concentrated Flow, Last 580' of pasture Short Grass Pasture Kv= 7.0 fps 36.8 1,000 Total 12792-EX Type III 24-hr Hamp-02 Rainfall:3.00" Prepared by {enter your company name here} HydroCAO® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Subcatchment 10: Drainage Area 10 Hydrograph Type III 24-hr Hamp-02 Raintall=3.00" Runoff Area=1,458,504 sf Runoff Volume=0.499 at Runoff Depth>0.18" Flow Length=1,000' Tc=36.8 min CN=56 7 8 9 10 11 12 · 13 Time (hours) 15 Printed 8/14/2014 Page 8 I 0 Runoff~ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792·EX Prepared by {enter your company name here} Type 11/ 24-hr Hamp-02 Rainfall=3.00" Printed 8114/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 20: Drainage Area 20 Runoff = 0.66 cfs @ 13.42 hrs, Volume= 0.184 af, Depth> 0.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainlall=3.00" * * * Area (sf) Tc (min) 23.4 5.0 103,671 35,219 8,172 8,927 37,403 5,664 334 7,924 47,032 1,537 66,637 322,520 322,520 Length (feet) 100 200 CN Description 49 Pasture/grassland/range, Fair, HSG A 36 Woods, Fair, HSG A 36 WoodslWetlands, Fair, HSG A 69 Pasture/grassland/range, Fair, HSG B 60 Woods, Fair, HSG B 73 Woods, Fair, HSG C 73 Woods/Wetlands, Fair, HSG C 84 Pasture/grassland/range, Fair, HSG D 79 Woods, Fair, HSG D 91 Gravel roads, HSG D 79 Woods/Wetlands, Fair, HSG D 61 Weighted Average 100.00% Pervious Area Slope Velocity Capacity (ft/tt) (It/sec) (cis) Description 0.0700 0.07 Sheet Flow, First 100' of woods Woods: Dense underbrush n= 0.800 P2= 3.00" 0.0700 0.66 Shallow Concentrated Flow, Next 200' of woods Forest w/Heavy Litter Kv= 2.5 Ips Page 9 54.7 820 0.0100 0.25 Shallow Concentrated Flow, Last 820' of wetlandslwoods Forest w/Heavy Litter Kv= 2.5 fps 83.1 1,120 Total 12792-EX Type III 24-hr Hamp-02 Rainfall=3.00" Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Page 10 Subcatchment 20: Drainage Area 20 Type III 24-hr Hamp-02 Rainfall=3.00" Runoff Area=322,520 sf Runoff Volume=0.184 af Runoff Depth>0.30" Flow Length=1,120' Tc=83.1 min CN=61 9 10 12 14 15 Time (hours) 10 RunOff , I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-EX Prepared by {enter your company name here} Type III 24-hr Hamp-02 Raintal/=3.00" Printed 8/1412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 30: Drainage Area 30 Runoff = 0.25 cfs @ 12.84 hrs. Volume= 0.090 af. Depth> 0.12" Runoff by SCS TR-20 method. UH=SCS. Weighted-CN. Time Span= 5.00-20.00 hrs. dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" Area (sf) Tc (min) 9.0 290.163 15.668 9.037 87.188 410 402,466 402,466 Length (feet) 100 CN Description 49 Pasture/grassland/range. Fair. HSG A 36 Woods. Fair. HSG A 76 Gravel roads. HSG A 69 Pasture/grassland/range. Fair. HSG B 91 Gravel roads. HSG D 53 Weighted Average 100.00% Pervious Area Slope Velocity Capacity (ft/tt) (ft/sec) (cfs) Description 0.0200 0.18 Sheet Flow, First 100' of pasture Range n= 0.130 P2= 3.00" Page 11 20.8 875 0.0100 0.70 Shallow Concentrated Flow, Last 875' of pasture 29.8 5 Short Grass Pasture Kv= 7.0 fps 975 Total Subcatchment 30: Drainage Area 30 Hydrograph Type III 24-hr Hamp-02 Rainfall=3.00" Runoff Area=402,466 sf Runoff Volume=O.090 af Runoff Depth>O.12" Flow Length=975' Tc=29.8 min CN=53 6 7 B 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I 0 Runoff~ 12792-EX Type III 24-hr Hamp-02 Rainfall=3.00· Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 40: Drainage Area 40 Runoff = 2.63 cis @ 12.51 hrs, Volume= 0.349 ai, Depth> 0.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 11124-hr Hamp-02 Rainlall=3.00" Area (sl) CN Description 97,058 49 Pasture/grassland/range, Fair, HSG A 16,016 76 Gravel roads, HSG A 146,856 79 Pasture/grassland/range, Fair, HSG C 4,279 89 Gravel roads, HSG C • 43,427 73 Woods/Wetlands, Fair, HSG C 307,636 69 Weighted Average 307,636 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (Ieet) (Wit) (It/sec) (cIs) 14.6 100 0.0060 0.11 Sheet Flow, First 100' of pasture Range n= 0.130 P2= 3.00' 5.7 238 0.0100 0.70 Shallow Concentrated Flow, Next 238' of pasture Short Grass Pasture Kv= 7.0 Ips 0.2 30 0.1700 2.89 Shallow Concentrated Flow, Next 30' of pasture Short Grass Pasture Kv= 7.0 Ips 3.4 175 0.0150 0.86 Shallow Concentrated Flow, Next 175' of pasture Short Grass Pasture Kv= 7.0 Ips 5.4 280 0.0150 0.86 Shallow Concentrated Flow, Next 280' of wetlands/pasture Short Grass Pasture Kv= 7.0 Ips 1.9 175 0.0100 1.50 Shallow Concentrated Flow, Last 175' of stream Grassed Waterway Kv= 15.0 Ips 31.2 998 Total I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-EX Type III 24-hr Hamp-02 Rainfalf=3.00" Prepared by {enter your company name here} HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Subcatchment 40: Drainage Area 40 Hydrograph Type III 24-hr Hamp-02 Rainfall=3.00" Runoff Area=307,636 sf Runoff Volume=O.349 Runoff Depth>O.59" Flow Length=998' Tc=31.2 min CN=69 Tim~ (hours) Printed 8/14/2014 Page 13 10 RunOff! 12792-EX Type III 24-hr Hamp-02 Rainfal/=3.00" Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Soltware Solutions LLC Page 14 Summary for Subcatchment 50: Drainage Area 50 Runoff = 2.23 cis @ 12.87 hrs, Volume= 0.459 ai, Depth> 0.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainlall=3.00" Area (sl) CN Descri[!tion 390,686 49 Pasturelgrassland/range, Fair, HSG A 7,723 36 Woods, Fair, HSG A 278,227 79 Pasturelgrassland/range, Fair, HSG C 14,708 73 Woods, Fair, HSG C 644 89 Gravel roads, HSG C • 21,321 73 Woods/Wetlands, Fair, HSG C 713,309 62 Weighted Average 713,309 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (Ieet) (fIIlt} (fllsec) (cis) 9.0 100 0.0200 0.18 Sheet Flow, First 100' of pasture Range n= 0.130 P2= 3.00" 18.6 780 0.0100 0.70 Shallow Concentrated Flow, Next 780' of pasture Short Grass Pasture Kv=' 7.0 Ips 2.8 225 0.0080 1.34 Shallow Concentrated Flow, Next 225' of swalelpasture Grassed Waterway Kv= 15.0 Ips 10.2 135 0.0010 0.22 Shallow Concentrated Flow, Next 135' of wetland/pasture Short Grass Pasture Kv=' 7.0 Ips 0.3 60 0.0600 3.67 Shallow Concentrated FlOW, Next 60' of stream Grassed Waterway Kv= 15.0 Ips 4.7 300 0.0050 1.06 Shallow Concentrated Flow, Next 300' of stream Grassed Waterway Kv= 15.0 Ips 4.3 275 0.0050 1.06 Shallow Concentrated Flow, Last 275' of swale Grassed Waterwa:t Kv= 15.0 IQs 49.9 1,875 Total I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-EX Type III 24-hr Hamp-02 Rainfal/=3.00" Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Page 15 Subcatchment 50: Drainage Area 50 Hydrograph Type III 24-hr Hamp-02 Rainfall=3.00" Runoff Area=713,309 sf Runoff Volume=O.459 af Runoff Depth>O.34" Flow Length=1,875' Tc=49.9 min CN=62 567 11 12 13 14 15 16 17 18 19 20 Time (hours) 12792·EX Prepared by {enter your company name here} Type 11/ 24-hr Hamp-02 RainfaJ/=3.00" Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 60: Drainage Area 60 Runoff = 3.26 cfs @ 12.14 hrs, Volume= 0.248 aI, Depth> 1.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" Area (sf) CN Description 5,527 49 Pasture/grassland/range, Fair, HSG A 3,888 76 Gravel roads, HSG A 100,045 79 Pasture/grassland/range, Fair, HSG C 9,453 89 Gravel roads, HSG C • 6,506 73 WoodslWetlands, Fair, HSG C 125,419 78 Weighted Average 125,419 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fllft) (ft/sec) (cis) 1.4 100 0.0160 1.22 Sheet Flow, First 100 feet Smooth surfaces n= 0.011 P2= 3.00" Page 16 0.6 68 0.0160 2.04 Shallow Concentrated Flow, Next 68 feet of Gravel Unpaved Kv= 16.1 Ips 7.2 380 0.0160 0.89 Shallow Concentrated FlOW, Last 380 feet of pasture Short Grass Pasture Kv= 7.0 Ips 9.2 548 Total I I I I I I I I I I Subcatchment 60: Drainage Area 60 I 5 6 7 8 9 10 Type III 24-hr Hamp-02 Rainfall=3_00" Runoff Area=125,419 sf Runoff Volume=0_248 af Runoff Depth> 1_03" Flow Lenglh=548' Slope=0.0160 'I' Tc=9.2 min CN=78 .. 11 12 13 14 15 16 17 18 19 20 Time (hours) I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-EX Prepared by {enter your company name here} Type 11/ 24-hr Hamp-02 Rainfal/=3.00" Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 70: Drainage Area 70 Runoff = 1.97 cfs @ 12.25 hrs, Volume= 0.190 ai, Depth> 0.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" Area (sf) CN Description 25,349 49 Pasture/grassland/range, Fair, HSG A 1,006 76 Gravel roads, HSG A 77,376 79 Pasture/grassland/range, Fair, HSG C 9,613 89 Gravel roads, HSG C 1,969 98 Roofs, HSG C * 5,248 73 WoodslWetlands, Fair, HSG C 120,561 74 Weighted Average 118,592 98.37% Pervious Area 1,969 1.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/tt) (ft/sec) (cfs) 10.1 100 0.0200 0.16 Sheet Flow, First 100 feet Grass: Short n= 0.150 P2= 3.00" Page 17 5.1 152 0.0050 0.49 Shallow Concentrated Flow, Next 152 feet of pasture Short Grass Pasture Kv= 7.0 Ips 1.5 122 0.0400 1.40 Shallow Concentrated Flow, Last 122 feet of pasture Short Grass Pasture Kv-7.0 Ips 16.7 374 Total 12792-EX Type III 24-hr Hamp-02 Rainfal/=3.00" Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 18 Subcatchment 70: Drainage Area 70 Type III 24-hr Hamp-02 Rainfall=3.00" Runoff Area=120,561 sf Runoff Volume=O.190 af Runoff Depth>O.82" Flow Length=374' Tc=16.7 min CN=74 5 S 7 B 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I GJ Runoff ~ I I I I I I I I I I I I I I I I I I I - I I I I I 1 I' I I I I I 1 1 I I I I I 12792-EX Type III 24-hr Hamp-02 Rainfal/=3.00" Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions llC Summary for Subcatchment 80: Drainage Area 80 Runoff = 0.04 cis @ 12.36 hrs, Volume= 0.006 ai, Depth> 0.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainlall=3.00" Area (sf) Tc (min) 8.6 9,298 4,518 13,816 13,816 length (Ieet) 100 CN Description 49 Pasture/grassland/range, Fair, HSG A 76 Gravel roads, HSG A 58 Weighted Average 100.00% Pervious Area Slope Velocity Capacity (fllfI) (fllsec) (cis) Description 0.0300 0.19 Sheet Flow, First 100 feet of Grass: Short n= 0.150 P2= 3.00" Page 19 1.4 103 0.0300 1.21 Shallow Concentrated Flow, Last 103 feet of pasture 10.0 203 Total Short Grass Pasture Kv= 7.0 Ips Subcatchment 80: Drainage Area 80 12 Type III 24-hr Hamp-02 Rainfall=3.00" Runoff Area=13,816 sf Runoff Volume=O.006 af Runoff Oepth>O.23" Flow Length=203' Slope=O.0300 'f Tc=10.0 min CN=58 Time (hours) 10 Runoff, 12792-EX Prepared by {enter your company name here} Type 11/ 24-hr Hamp-02 Rainfall=3.00· Printed B/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 20 Summary for Reach C1: Culvert [40] Hint: Not Described (Outflow=lnflow) Inflow Area = 2.879 ac, 0.00% Impervious, Inflow Depth> 1.03" for Hamp-02 event Inflow = 3.26 cfs @ 12.14 hrs, Volume= 0.248 af Outflow = 3.26 cfs @ 12.14 hrs, Volume= 0.248 af, Allen= 0%, Lag= 0.0 min Routing by Stor-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach C1: Culvert Hydrograph Inflow Area=2.879 ac 12 13 15 16 17 18 Time (hours) I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I 12792-EX Prepared by {enter your company name here} Type III 24-hr Harop-02 Rainfal/=3.00" Printed 8/1412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Link x1000: Off-Site Inflow Area = 33.483 ac, 0.00% Impervious, Inflow Depth> 0.18" for Hamp-02 event Inflow = 1.91 cfs @ 12.81 hrs, Volume= 0.499 af Primary = 1.91 cfs @ 12.81 hrs, Volume= 0.499 af, Allen= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs i • o 0: 5 6 Link x1000: Off-Site Inflow Area=33_483 7 8 14 15 16 17 18 19 Page 21 12792-EX Prepared by {enter your company name here} Type III 24-hr Hamp-02 Rainfal/=3.OO" Printed 8114/2014 HydroCAD® 10.00 sin 01038 ©2013 HydroCAD Software Solutions llC Page 22 Summary for Link x2000: Off-Site (Culvert) Inflow Area = 7.404 ac, 0.00% Impervious, Inflow Depth> 0.30" for Hamp-02 event Inflow '" 0.66 cfs @ 13.42 hrs, Volume= 0.184 af Primary '" 0.66 cfs @ 13.42 hrs, Volume= 0.184 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x2000: Off-Site (Culvert) Inflow Area=7.404 ac 12 13 14 15 16 17 20 Time (hours) I I I I I I I I I I I I I I I I I I I - I I I I I I I I 12792-EX Prepared by {enter your company name here} Type III 24-hr Hamp-02 Rainfal/=3.00" Printed 8/14/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Page 23 Summary for Link x3000: Off-Site Inflow Area = 9.239 ac, 0.00% Impervious, Inflow Depth> 0.12" for Hamp-02 event Inflow = 0.25 cfs @ 12.84 hrs, Volume= 0.090 at Primary = 0.25 cfs @ 12.84 hrs, Volume= 0.090 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x3000: Off-Site Hydrograph Inflow Area=9.239 ~ I ~ I I I I I I I I I I 5 12 13 14 15 16 17 18 19 20 Time (hours) 12792-EX Prepared by {enter your company name here} Type III 24-hr Hamp-02 Rainfal/=3.00" Printed 8/14/2014 HydroCAD® 10.00 sIn 01038 © 201 3 HydroCAO Software Solutions LLC Page 24 Summary for Link x4000: Off-Site (Culvert) Inflow Area = 7.062 ac, 0.00% Impervious, Inllow Depth> 0.59" lor Hamp-02 event Inflow = 2.63 cis @ 12.51 hrs, Volume= 0.349 al Primary = 2.63 cis @ 12.51 hrs, Volume= 0.349 ai, Allen= 0%, Lag= 0.0 min Primary outflow = Inllow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x4000: Off-Site (Culvert) Hydrograph Inflow Area=7.062ua 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I 12792-EX Type III 24-hr Hamp-02 RainfaJ/=3.00" Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sin 01038 ©2013 HydroCAD Soltware Solutions LLC Summary for Link x5000: Off-Site (Culvert) Inflow Area = 16.375 ac, 0.00% Impervious, Inflow Depth> 0.34" for Hamp-02 event Inflow = 2.23 cis @ 12.87 hrs, Volume= 0.459 af Primary = 2.23 cfs @ 12.87 hrs, Volume= 0.459 af, Allen= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x5000: Off-Site (Culvert) Hydrograph Inflow Area=16.375 aWl~ 12 14 15 16 17 18 Time (hours) 20 Page2S 12792-EX Prepared by {enter your company name here} Type III 24-hr Hamp-02 Rainfal/=3.00" Printed 8/14/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Summary for Link x6000: Off-Site (Culvert-Stream) Inflow Area = 5.647 ac, 0.80% Impervious, Inflow Depth> 0.93' for Hamp-02 event Inflow = 4.86 cIs @ 12.17 hrs, Volume= 0.438 al Primary = 4.86 cIs @ 12.17 hrs, Volume= 0.438 af, Alten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 5 6 7 9 Link x6000: Off-Site (CUlvert-Stream) Hydrograph Inflow Area=5,647 ac , . 10 11 12 13 14 15 16 17 19 19 20 Time (hours) Page 26 I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I 12792-EX Prepared by {enter your company name here} Type III 24-hr Hamp-02 Rainfal/=3.00" Printed 8/1412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 27 Summary for Link x7000: Off-Site Inflow Area = 0.317 ac, 0.00% Impervious, Inflow Depth> 0.23" for Hamp-02 event Inflow = 0.04 cfs @ 12.36 hrs, Volume= 0.006 af Primary = 0.04 cfs @ 12.36 hrs, Volume= 0.006 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x7000: Off-Site Hydrograph Inflow Area=O.317 ac Time (hours) I I I I I I I I I G I I ~r'" 8 I Off-Site I I I I I ~UbC1 I <2> 1~" "r" ~ 8 Off-Site (Culvert) Off-Site Drainage Area 50 Off-Site (Culvert) Off-Site (Culvert-Stream) Routing Diagram for 12792·EJ( Off-Site Prepared by {enter your company name here}, Printed 8/14/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC 12792·EX Prepared by {enter your company name here} HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.845 76 Gravel roads, HSG A (10, 30, 40, 60, 70, 80) 0.551 89 Gravel roads, HSG C (40, 50, 60, 70) 0.248 91 Gravel roads, HSG D (10, 20, 30) Printed 811412014 Page 2 28.348 49 Pasture/grassland/range, Fair, HSG A (10, 20, 30, 40, 50, 60, 70, 80) 2.206 69 Pasture/grassland/range, Fair, HSG B (20, 30) 13.832 79 Pasture/grassland/range, Fair, HSG C (40, 50, 60, 70) 0.198 84 Pasture/grassland/range, Fair, HSG D (10,20) 0.045 98 Roofs, HSG C (70) 12.344 36 Woods, Fair, HSG A (10,20,30,50) 1.204 60 Woods, Fair, HSG B (10,20) 10.800 73 Woods, Fair, HSG C (10,20,50) 5.426 79 Woods, Fair, HSG D (10,20) 0.188 36 WoodsiW etlands, Fair, HSG A (20) 1.764 73 WoodsiWetlands, Fair, HSG C (20,40,50,60,70) 1.530 79 WoodsiWetlands, Fair, HSG D (20) 79.528 60 TOTAL AREA I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-EX Prepared by {enter your company name here} HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 41.724 HSGA 10,20,30,40,50,60,70,80 3.410 HSGB 10,20,30 26.992 HSGC 10,20,40,50,60,70 7.402 HSGD 10,20,30 0.000 Other 79.528 TOTAL AREA Printed 8114/2014 Page 3 I 12792-EX I Prepared by {enter your company name here} Printed 8114/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) I HSG-A HSG-B HSG-C HSG-D Other Total Ground SUbcatchT (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.845 0.000 0.551 0.248 0.000 1.644 Gravel roads 10, 20, I 3D, 40, 50, I 60, 70, 80 I 28.348 2.206 13.832 0.198 0.000 44.584 Pasture/grassland/range, Fair 10, 20, 30, I 40, 50, 60, I 70, 80 0.000 0.000 0.045 0.000 0.000 0.045 Roofs 70 I 12.344 1.204 10.800 5.426 0.000 29.774 Woods, Fair 10, 20, I 30, 50 0.188 0.000 1.764 1.530 0.000 3.481 Woods/Wetlands, Fair 20, I 40, 50, 60, I 70 41.724 3.410 26.992 7.402 0.000 79.528 TOTAL AREA I I I I I I I I I I I I I I I I I I I I I I I I I 12792-EX Prepared by {enter your company name here} Type III 24-hr Hamp-10 Rainfal/=4.60" Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 5 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+ Trans method -Pond routing by Stor-Ind method Subcatchment 10: Drainage Area 10 Runoff Area=1 ,458,504 sl 0.00% Impervious Runoff Depth>0.73" Flow Length=1 ,000' Tc=36.8 min CN=56 Runoff=13.38 cIs 2.049 al Subcatchment 20: Drainage Area 20 Runoff Area=322,520 sl 0.00% Impervious Runoff Depth>0.98" Flow Length=l, 120' Tc=83.1 min CN=61 Runoff=2.74 cIs 0.605 al Subcatchment 30: Drainage Area 30 Runoff Area=402,466 sl 0.00% Impervious Runoff Depth>0.59" Flow Length=975' Tc=29.8 min CN=53 Runoff=2.97 cIs 0.454 al Subcatchment 40: Drainage Area 40 Runoff Area=307,636 sl 0.00% Impervious Runoff Depth> 1.52" Flow Length=998' Tc=31.2 min CN=69 Runoff=7.41 cIs 0.892 al Subcatchment 50: Drainage Area 50 Runoff Area=713,309 sl 0.00% Impervious Runoff Depth> 1.06" Flow Length=1 ,875' Tc=49.9 min CN=62 Runoff=8.98 cIs 1.443 al Subcatchment 60: Drainage Area 60 Runoff Area=125,419 sl 0.00% Impervious Runoff Depth>2.21" Flow Length=548' Slope=0.0160 'j' Tc=9.2 min CN=78 Runoff=7.05 cfs 0.529 al Subcatchment 70: Drainage Area 70 Runoff Area=120,561 sl 1.63% Impervious Runoff Depth> 1.89" Flow Length=374' Tc=16.7 min CN=74 Runoff=4.74 cIs 0.435 al Subcatchment 80: Drainage Area 80 Runoff Area=13,816 sl 0.00% Impervious Runoff Depth>0.85" Flow Length=203' Slope=0.0300 'j' Tc=10.0 min CN=58 Runoff=0.25 cIs 0.023 al Reach C1: Culvert Link x1000: Off-5ite Link x2000: Off-Site (Culvert) Link x3000: Off-Site Link x4000: Off-Site (Culvert) Link x5000: Off-Site (Culvert) Link x6000: Off-Site (Culvert-Stream) Link x7000: Off-Site Inflow=7.05 cfs 0.529 al Outflow=7.05 cfs 0.529 al Inflow=13.38 cIs 2.049 al Primary=13.38 cIs 2.049 al Inllow=2.74 cIs 0.605 al Primary=2.74 cIs 0.605 al Inllow=2.97 cIs 0.454 al Primary=2.97 cIs 0.454 al Inllow=7,41 cIs 0.892 al Primary=7.41 cIs 0.892 al Inllow=8.98 cfs 1.443 al Primary=8.98 cIs 1.443 al Inllow=11.04 cIs 0.965 al Primary=11.04 cIs 0.965 al Inllow=0.25 cIs 0.023 al Primary=0.25 cfs 0.023 al 12792-EX Prepared by {enter your company name here} Type III 24-hr Hamp-10 Rainfal/=4.60" Printed 8/14/2014 HydroCAD® 10.00 sin 01038 ©2013 HydroCAD Software Solutions LLC Page 6 Total Runoff Area-:: 79.528 ac Runoff Volume:: 6.431 at Average Runoff Depth:: 0.97" 99.94% Pervious:: 79.483 ac 0.06% Impervious:: 0.045 ae I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-EX Prepared by {enter your company name here} Type III 24-hr Hamp-10 Rainfal/=4.60" Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 10: Drainage Area 10 Runoll = 13.38 cis @ 12.62 hrs, Volume= 2.049 ai, Depth> 0.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-l0 Rainlall=4.60" Area (51) 313,075 479,092 2,332 15,025 450,080 189,335 8,862 703 1,458,504 1,458,504 Tc Length (min) (Ieet) 20.3 100 6.7 320 CN Description 49 Pasture/grassland/range, Fair, HSG A 36 Woods, Fair, HSG A 76 Gravel roads, HSG A 60 Woods, Fair, HSG B 73 Woods, Fair, HSG C 79 Woods, Fair, HSG D 91 Gravel roads, HSG D 84 Pasture/grassland/range, Fair, HSG D 56 Weighted Average 100.00% Pervious Area Slope Velocity Capacity (IVIt) (IVsec) (cis) Description 0.1000 0.08 Sheet Flow, First 100' of woods Woods: Dense underbrush n= 0.800 P2= 3.00" 0.1000 0.79 Shallow Concentrated Flow, 320' of woods Forest w/Heavy Litter Kv= 2.5 Ips Page 7 9.8 580 0.0200 0.99 Shallow Concentrated Flow, Last 580' of pasture Short Grass Pasture Kv= 7.0 Ips 36.8 1,000 Total 12792-EX Type III 24-hr Hamp-10 Rainfall=4.60" Prepared by {enter your company name here} Printed 8114/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions llC Page 8 Subcatchmenl10: Drainage Area 10 Hydrograph Type III 24-hr Hamp-10 Rainfall=4.60" Runoff Area=1 ,458,504 sf Runoff Volume=2.049 at Runoff Depth>0_73" Flow Length=1,000' Tc=36.8 min CN=56 Time (hours) 14 15 16 17 16 19 20 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-EX Prepared by {enter your company name here} Type III 24-hr Hamp-10 Rainfal/:4.60" Printed 8114/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 20: Drainage Area 20 Runoff = 2.74 cfs @ 13.22 hrs, Volume= 0.605 af, Depth> 0.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-l0 Rainfall=4.60" * * * Area (sf) Tc (min) 23.4 5.0 103,671 35,219 8,172 8,927 37,403 5,664 334 7,924 47,032 1,537 66,637 322,520 322,520 Length (feet) 100 200 CN Description 49 Pasture/grassland/range, Fair, HSG A 36 Woods, Fair, HSG A 36 WoodslWetlands, Fair, HSG A 69 Pasture/grassland/range, Fair, HSG B 60 Woods, Fair, HSG B 73 Woods, Fair, HSG C 73 WoodslWetlands, Fair, HSG C 84 Pasture/grassland/range, Fair, HSG D 79 Woods, Fair, HSG D 91 Gravel roads, HSG D 79 WoodslWetiands, Fair, HSG D 61 Weighted Average 100.00% Pervious Area Slope Velocity Capacity (Wit) ift/sec) (cfs) Description 0.0700 0.07 Sheet FlOW, First 100' of woods Woods: Dense underbrush n= 0.800 P2= 3.00" 0.0700 0.66 Shallow Concentrated Flow, Next 200' of woods Forest w/Heavy Litter Kv= 2.5 fps Page 9 54.7 820 0.0100 0.25 Shallow Concentrated Flow, Last 820' of wetlandslwoods Forest w/Heavy Litter Kv= 2.5 fps 83.1 1,120 Total I 12792-EX Type III 24-hr Hamp-10 Rainfal/=4.60· I Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 10 5 Subcatchment 20: Drainage Area 20 Hydrograph Type III 24-hr Hamp-10 Rainfall=4.60" Runoff Area=322,520 sf Runoff Volume=O_605 af Runoff Depth>0.98" Flow Length=1, 120' Tc=83.1 min CN=61 1 Time (hour.) I 0 Runoff ~ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-EX Type III 24-hr Hamp-10 Rainfall=4.60" Prepared by {enter your company name here} Printed 8114/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 30: Drainage Area 30 Runoff = 2.97 cfs @ 12.55 hrs, Volume= 0.454 af, Depth> 0.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-10 Rain/all=4.60" Area (s/) Tc (min) 9.0 290,163 15,668 9,037 87,188 410 402,466 402,466 Length (feet) 100 CN Description 49 Pasture/grassland/range, Fair, HSG A 36 Woods, Fair, HSG A 76 Gravel roads, HSG A 69 Pasture/grassland/range, Fair, HSG B 91 Gravel roads, HSG D 53 Weighted Average 100.00% Pervious Area Slope Velocity Capacity (It/It) (It/sec) (cIs) Description 0.0200 0.18 Sheet Flow, First 100' of pasture Range n= 0.130 P2= 3.00" Page 11 20.8 875 0.0100 0.70 Shallow Concentrated Flow, Last 875' of pasture 29.8 5 Short Grass Pasture Kv-7.0 Ips 975 Total Subcatchment 30: Drainage Area 30 Hydrograph Type III 24-hr Hamp-l0 Rainfall=4.60" Runoff Area=402,466 sf Runoff Volume=O.454 Runoff Oepth>O.59" Flow Length=975' Tc=29.8 min CN=53 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 10 Runoffl 12792-EX Prepared by {enter your company name here) Type III 24-hr Hamp-10 Rainfal/=4.60" Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 40: Drainage Area 40 Runoff = 7.41 cfs @ 12.46 hrs, Volume= 0.892 at, Depth> 1.52' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-l0 Raintall=4.60" • Area (sf) Tc (min) 14.6 5.7 97,058 16,016 146,856 4,279 43,427 307,636 307,636 Length (feet) 100 238 CN Description 49 Pasture/grassland/range, Fair, HSG A 76 Gravel roads, HSG A 79 Pasture/grassland/range, Fair, HSG C 89 Gravel roads, HSG C 73 WoodslWetlands, Fair, HSG C 69 Weighted Average 100.00% Pervious Area Slope Velocity Capacity (ftltt) (ftlsec) (cis) 0.0060 0.11 0.0100 0.70 Description Sheet Flow, First 100' of pasture Range n= 0.130 P2= 3.00" Page 12 I I I I I I I I I 0.2 30 0.1700 2.89 Shallow Concentrated Flow, Next 238' of pasture Short Grass Pasture Kv= 7.0 Ips Shallow Concentrated Flow, Next 30' of pasture I Short Grass Pasture Kv= 7.0 Ips 3.4 175 0.0150 5.4 280 0.0150 1.9 175 0.0100 31 .2 998 Total 0.86 0.86 1.50 Shallow Concentrated Flow, Next 175' of pasture Short Grass Pasture Kv= 7.0 Ips I Shallow Concentrated Flow, Next 280' of wetlands/pasture Short Grass Pasture Kv= 7.0 Ips Shallow Concentrated Flow, Last 175' of stream Grassed Waterway Kv= 15.0 Ips I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-EX Type III 24-hr Hamp-10 RainfaJ/=4.60" Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Page 13 5 Subcatchment 40: Drainage Area 40 Hydrograph Type 11/ 24-hr Hamp-10 Rainfall=4.60" Runoff Area=307,636 sf Runoff Volume=O.892 af Runoff Oepth>1.S2" Flow Length=998' Tc=31.2 min CN=69 a 11 12 13 14 15 16 17 18 19 20 Time (hours) I D Runoff. 12792-EX Type III 24-hr Hamp-10 Rainfall=4.60' Prepared by {enter your company name here} Printed 8/1 4/2014 HydroCAD® 10.00 si n 01038 © 2013 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 50: Drainage Area 50 Runoff = 8.98 cis @ 12.76 hrs, Volume= 1.443 ai, Depth> 1.06' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-10 Rainlall=4.60" Area (sl) CN Descril2tion 390,686 49 Pasture/grassland/range, Fair, HSG A 7,723 36 Woods, Fair, HSG A 278,227 79 Pasture/grassland/range, Fair, HSG C 14,708 73 Woods, Fair, HSG C 644 89 Gravel roads, HSG C * 21 ,321 73 Woods/Wetlands, Fair, HSG C 713,309 62 Weighted Average 713,309 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (Ieet) (filII) (It/sec) (cIs) 9.0 100 0.0200 0.18 Sheet Flow, First 100' of pasture Range n= 0.130 P2= 3.00" 18.6 780 0.0100 0.70 ShallOW Concentrated Flow, Next 780' of pasture Short Grass Pasture Kv= 7.0 Ips 2.8 225 0.0080 1.34 Shallow Concentrated Flow, Next 225' of swalelpasture Grassed Waterway Kv= 15.0 Ips 10.2 135 0.0010 0.22 Shallow Concentrated Flow, Next 135' of wetlandlpasture Short Grass Pasture Kv= 7.0 Ips 0.3 ,60 0.0600 3,67 Shallow Concentrated Flow, Next 60' of stream Grassed Waterway Kv= 15.0 Ips 4.7 300 0.0050 1.06 Shallow Concentrated Flow, Next 300' of stream Grassed Waterway Kv= 15,0 Ips 4.3 275 0.0050 1.06 Shallow Concentrated Flow, Last 275' of swale Grassed Waterway Kv= 15,0 Il2s 49.9 1,875 Total I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-EX Type f1124-hr Hamp-10 Rainfal/=4.60" Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 15 Type III 24-h r Subcatchment 50: Drainage Area 50 Hydrograph Hamp-10 Rainfall=4.60" Runoff Area=713,309 sf Runoff Volume=1.443 af Runoff Oepth>1.06" Flow Length=1,875' Tc=49.9 min CN=62 8 9 Time (hours) 20 12792-EX Prepared by {enter your company name here} Type III 24-hr Hamp-10 Rainfal/=4.60" Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 201:3 HydroCAD Software Solutions LLC Summary for Subcatchment 60: Drainage Area 60 Runoff .= 7.05cfs@ 12.13hrs, Volume= 0.529 af, Depth> 2.21 ' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-l0 Rainfall=4.60" Area (sf) CN Description 5,527 49 Pasture/grassland/range, Fair, HSG A 3,888 76 Gravel roads, HSG A 100,045 79 Pasture/grassland/range, Fair, HSG C 9,453 89 Gravel roads, HSG C • 6,506 73 Woods/Wetlands, Fair, HSG C 125,419 78 Weighted Average 125,419 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/tt) (ft/sec) (cIs) 1.4 100 0.0160 1.22 Sheet Flow, First 100 feet Smooth surfaces n= 0.011 P2= 3.00" Page 16 0.6 68 0.0160 2.04 Shallow Concentrated Flow, Next 68 feet of Gravel 7.2 380 0.0160 9.2 548 Total 5 6 7 8 9 Unpaved Kv= 16.1 Ips 0.89 Shallow Concentrated Flow, Last 380 feet of pasture Short Grass Pasture Kv= 7.0 Ips Subcatchment 60: Drainage Area 60 Type III 24-hr Hamp-10 Rainfall=4,60" Runoff Area=125,419 sf Runoff Volume=O.529 af Runoff Oepth>2.21II Flow Length=548' Slope=O.0160 'I' Tc=9.2 min CN=78 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I 12792-EX Prepared by {enter your company name here} Type III 24-hr Hamp-10 Rainfal/=4.60" Printed 8/14/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 70: Drainage Area 70 Runoff = 4.74 cis @ 12.24 hrs, Volume= 0.435 ai, Depth> 1.89" Runoll by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-l0 Rainlall=4.60" * Area (sl) Tc (min) 10.1 25,349 1,006 77,376 9,613 1,969 5,248 120,561 118,592 1,969 Length (Ieet) 100 CN Description 49 Pasture/grassland/range, Fair, HSG A 76 Gravel roads, HSG A 79 Pasture/grassland/range, Fair, HSG C 89 Gravel roads, HSG C 98 Rools, HSG C 73 Woods/Wetlands, Fair, HSG C 74 Weighted Average 98.37% Pervious Area 1.63% Impervious Area Slope Velocity Capacity (fUlt) (fUsee) (cis) Description 0.0200 0.16 Sheet Flow, First 100 feet Grass: Short n=0.150 P2= 3.00" Page 17 5.1 152 0.0050 0.49 Shallow Concentrated Flow, Next 152 feet of pasture Short Grass Pastu re Kv= 7.0 Ips 1.5 122 0.0400 1.40 Shallow Concentrated Flow, Last 122 feet of pasture Short Grass Pasture Kv= 7.0 Ips 16.7 374 Total 12792·EX Type III 24-hr Hamp-tO Rainfal/=4.60" Prepared by {enter your company name here} Printed 8114/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Page 18 56 7 Subcatchment 70: Drainage Area 70 9 10 Time (hours) Type III 24-hr Hamp-10 Rainfall=4.60" Runoff Area=120,561 sf Runoff Volume=O.435 af Runoff Depth> 1.89" Flow Length=374' Tc=16.7 min CN=74 15 16 17 16 19 20 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-EX Type III 24-hr Hamp-10 Rainfal/=4.60" Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 80: Drainage Area 80 Runoff = 0.25 cfs @ 12.17 hrs, Volume= 0.023 af, Depth> 0.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-l0 Rainfall=4.60" Area (sf) Tc (min) 8.6 9,298 4,518 13,816 13,816 Length (feet) 100 CN Description 49 Pasture/grassland/range, Fair, HSG A 76 Gravel roads, HSG A 58 Weighted Average 100.00% Pervious Area Slope Velocity Capacity (ft/It) (fVsec) (cfs) 0.0300 0.19 Description Sheet Flow, First 100 feet of Grass: Short n= 0.150 P2= 3.00" Page 19 1.4 103 0.0300 1.21 Shallow Concentrated Flow, Last 103 feet of pasture 10.0 ! ~ o. o u: 203 Total Short Grass Pasture Kv= 7.0 fps Subcatchment 80: Drainage Area 80 Time (hours) Type III 24-hr Hamp-10 Rainfall=4.60 II Runoff Area=13,816 sf Runoff Volume=O.023 af Runoff Depth>O.85" Flow Length=203' Slope=O.0300 'I' Tc=10.0 min CN=58 14 15 10 Runoff I 12792-EX Prepared by {enter your company name here} Type III 24-hr Hamp-10 Rainfal/=4.60" Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 20 Summary for Reach C1: Culvert [40] Hint: Not Described (Outflow=lnflow) Inflow Area = 2.879 ac, 0.00% Impervious, Inflow Depth> 2.21" for Hamp-l0 event Inflow = 7.05 cfs @ 12.13 hrs, Volume= 0.529 af Outflow = 7.05 cfs @ 12.13 hrs, Volume= 0.529 af, Alten= 0%, Lag= 0.0 min Routing by Stor-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach C1: Culvert Hydrograph Inflow Area=2.879 ac 15 16 Time (hours) I I I I I I I I I I I I I I I I I I I - I I I I 12792-EX Type III 24-hr Hamp-10 Rainfal/=4.60" Prepared by {enter your company name here} Printed 811412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 21 Summary for Link x1000: Off-Site Inflow Area = 33.483 ac, 0.00% Impervious, Inflow Depth> 0.73" for Hamp-10 event Inflow = 13.38 cfs @ 12.62 hrs, Volume= 2.049 af Primary = 13.38 cfs @ 12.62 hrs, Volume= 2.049 af, Atten= 0%, Lag= 0.0 min I Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x1000: Off-Site I I I I I I I I I I I I I I Hydrograph Inflow 13 14 15 16 17 18 19 20 Time (hours) 12792-EX Type III 24-hr Hamp-10 Rainfall=4.60· Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sin 01038 ©2013 HydroCAD Software Solutions LLC Summary for Link x2000: Off-Site (Culvert) Inflow Area = 7.404 ac, 0.00% Impervious, Inflow Depth> 0.98" for Hamp-10 event Inflow = 2.74 cfs @ 13.22 hrs, Volume= 0.605 af Primary = 2.74 cfs @ 13.22 hrs, Volume= 0.605 af, Alten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x2000: Off-Site (Culvert) Hydrograph Inflow Area=7.404 12 13 14 15 16 17 18 19 Time (hours) Page 22 I I I I I I I I I I I I I I I I I I I - I I I I 12792-EX Prepared by {enter your company name here} Type III 24-hr Hamp-10 Rainfal/=4.60" Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 23 Summary for Link x3000: Off-Site Inflow Area = 9.239 ac, 0.00% Impervious, Inflow Depth> 0.59" for Hamp-10 event Inflow = 2.97 cfs @ 12.55 hrs, Volume= 0.454 af Primary = 2.97 cfs @ 12.55 hrs, Volume= 0.454 af, Allen= 0%, Lag= 0.0 min I Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs I I I I I I I I I I I I I I Link x3000: Off-Site Hydrograph Inflow Area=9.239 12 13 14 17 18 19 Time (hours) 12792·EX Prepared by {enter your company name here} Type III 24·hr Hamp-10 Rainfal/=4.60" Printed 8/1412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Link x4000: Off·Site (Culvert) Inflow Area = 7.062 ac, 0.00% Impervious, Inflow Depth> 1.52" for Hamp-10 event Inflow = 7.41 cfs @ 12.46 hrs, Volume= 0.892 af Primary = 7.41 cIs @ 12.46 hrs, Volume= 0.892 af, Allen= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x4000: Off·Site (Culvert) Hydragraph Inflow Area=7.062 ac H 15 Time (hours) Page 24 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-EX Type III 24-hr Hamp-10 Rainfal/=4.60" Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Page 25 Summary for Link x5000: Off-Site (Culvert) Inflow Area = 16.375 ac, 0.00% Impervious, Inflow Depth> 1.06" for Hamp-10 event Inflow = 8.98 cfs @ 12.76 hrs, Volume= 1.443 af Primary = 8.98 cfs @ 12.76 hrs, Volume= 1.443 af, Allen= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link xSOOO: Off-Site (Culvert) Inflow Area=16.375 Time (hours) 12792-EX Prepared by {enter your company name here} Type III 24-hr Hamp-10 Rainfal/=4.60' Printed 8/1412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 26 Summary for Link x6000: Off-Site (Culvert-Stream) Inflow Area = 5.647 ac, 0.80% Impervious, Inflow Depth> 2.05" for Hamp-10 event Inflow = 11.04 cfs @ 12.16 hrs, Volume= 0.965 af Primary = 11.04 cfs @ 12.16 hrs, Volume= 0.965 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x6000: Off-Site (Culvert-Stream) Hydrograph Inflow Area=5.647 ac 1 14 15 16 Time (hours) I I I I I I I I I I I I I I I I I I I I I I I 12792-EX Prepared by {enter your company name here} Type III 24-hr Hamp-10 Rainfal/=4.60" Printed 8/14/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Page 27 Summary for Link x7000: Off-Site Inflow Area = 0.317 ac, 0.00% Impervious, Inflow Depth> 0.85" for Hamp-10 event Inflow = 0.25 cfs @ 12.17 hrs, Volume= 0.023 af Primary = 0.25 cfs @ 12.17 hrs, Volume= 0.023 af, Allen= 0%, Lag= 0.0 min I Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs I I I I I I I I I I I I I I - 5 6 7 8 Link x7000: Off-Site Hydrograph Inflow Area=O.317 ac 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I I I I I I I I I o I I 1-' ~ I Off-Site (Culvert) Off-Site I I I I I I ~UbC~ I 8 ~;te (Cu~ert) G Drainage Area 50 G e "r" D,.;nage A'~ e G EJ '-'r 8 D,.;nage A'~ ciert Off-Site (Culvert) 8 8 Off-Site Off-Site (Culvert-Stream) Routing Diagram for 12792-EX Prepared by (enter your company name here), Printed 8114/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC 12792-EX Prepared by {enter your company name here} Printed 8/14/2014 Page 2 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Area CN (acres) 0.845 76 0.551 89 0.248 91 28.348 49 2.206 69 13.832 . 79 0.198 84 0.045 98 12.344 36 1.204 60 10.800 73 5.426 79 0.188 36 1.764 73 1.530 79 79.528 60 Area Usting (all nodes) Description (subcatchrn ent -n urn bers) Gravel roads, HSG A (10, 30, 40, 60, 70, 80) Gravel roads, HSG C (40, 50, 60, 70) Gravel roads, HSG D (10, 20, 30) Pasture/grassland/range, Fair, HSG A (10, 20, 30, 40, 50, 60, 70, 80) Pasture/grassland/range, Fair, HSG B (20, 30) Pasture/grassland/range, Fair, HSG C (40, 50, 60, 70) Pasture/grassland/range, Fair, HSG D (10, 20) Roofs, HSG C (70) Woods, Fair, HSG A (10, 20, 30, 50) Woods, Fair, HSG B (10,20) Woods, Fair, HSG C (10,20,50) Woods, Fair, HSG D (10,20) WoodsIWetlands, Fair, HSG A (20) WoodsIWetlands, Fair, HSG C (20,40,50,60,70) Woods/Wetlands, Fair, HSG D (20) TOTAL AREA I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I 12792·EX Prepared by {enter your company name here} HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC SoIl Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 41.724 HSGA 10,20,30,40,50,60,70,80 3.410 HSGB 10,20,30 26.992 HSGC 10,20,40,50,60,70 7.402 HSGD 10,20,30 0.000 Other 79.528 TOTAL AREA Printed 8/14/2014 Page 3 I 12792·EX I Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) I HSG-A HSG-B HSG-C HSG-D Other Total Ground SUbcatchT (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.845 0.000 0.551 0.248 0.000 1.644 Gravel roads 10, 20, I 30, 40, 50, I 60, 70, 80 I 28.348 2.206 13.832 0.198 0.000 44.584 Pasture/grassland/range, Fair 10, 20, 30, I 40, 50, 60, I 70, 80 0.000 0.000 0.045 0.000 0.000 0.045 Roofs 70 I 12.344 1.204 10.800 5.426 0.000 29.774 Woods, Fair 10, 20, 30, I 50 0.188 0.000 1.764 1.530 0.000 3.481 Woods/Wetlands, Fair 20, 40, I 50 , 60, I 70 41.724 3.410 26.992 7.402 0.000 79.528 TOTAL AREA I I I I I I - I I I I I I I I I I I I I I I I I I I 12792-EX Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfal/=6.50" Printed 8/14/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC PageS Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 pOints Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+ Trans method -Pond routing by Stor-Ind method Subcatchment 10: Drainage Area 10 Runoff Area=1 ,458,504 sl 0.00% Impervious Runoff Depth>I.70' Flow Length=1 ,000' Tc=36.8 min CN=56 Runo/f=35.35 cis 4.742 al Subcatchment 20: Drainage Area 20 Runoll Area=322,520 sl 0.00% Impervious Runoff Depth>2.08' Flow Length=I,120' Tc=83.1 min CN=61 Runoff=6.22 cfs 1.281 al Subcatchment 30: Drainage Area 30 Runofl Area=402,466 sl 0.00% Impervious Runoff Depth> 1.46' Subcatchment 40: Drainage Area 40 Flow Length=975' Tc=29.8 min CN=53 Runoff=8.96 cis 1.127 al Runoff Area=307,636 sl 0.00% Impervious Runoff Depth>2.85' Flow Length=998' Tc=31.2 min CN=69 Runoll=14.19 cis 1.680 al Subcatchment 50: Drainage Area 50 Runoff Area=713,309 sf 0.00% Impervious Runoff Depth>2.20' Flow Length=I,875' Tc=49.9 min CN=62 Runoll=19.82 cis 2.997 al Subcatchment 60: Drainage Area 60 Runoff Area=125,419 sl 0.00% Impervious Runoff Depth>3.77" Flow Length=548' Slope=0.0160 'f' Tc=9.2 min CN=78 Runoll=I1.92 cis 0.903 al Subcatchment 70: Drainage Area 70 Runoff Area=120,561 sl 1.63% Impervious Runoff Depth>3.35' Flow Length=374' Tc=16.7 min CN=74 Runoff=8.45 cis 0.774 al Subcatchment 80: Drainage Area 80 Runo/l Area=13,816 sl 0.00% Impervious Runoff Depth>I.89' Flow Length=203' Slope=0.0300 'J' Tc=10.0 min CN=58 Runoff=0.63 cis 0.050 al Reach Cl: Culvert Link xl000: Off-Site Link x2000: Off-Site (Culvert) Link x3000: Off-Site Link x4000: Off-Site (Culvert) Link x5000: Off-Site (Culvert) Link x6000: Off-Site (Culvert-Stream) Link x7000: Off-Site In/low=11.92 cis 0.903 al Outflow=11.92 cis 0.903 al In/low=35.35 cis 4.742 al Primary=35.35 cis 4.742 al Inflow=6.22 cis 1.281 al Primary=6.22 cis 1.281 al Inllow=8.96 cis 1.127 al Primary=8.96 cis 1.127 al In/low=14.19 cis 1.680 al Primary=14.19 cis 1.680 al Inflow=19.82 cis 2.997 al Primary=19.82 cis 2.997 al Inflow=19.14 cis 1.677 al Primary=19.14 cis 1.677 al Inflow=0.63 cis 0.050 al Primary=0.63 cis 0.050 al 12792-EX Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfal/=6.50" Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 6 Total Runoff Area = 79.528 ac Runoff Volume = 13.554 af Average Runoff Depth = 2.05" 99.94% Pervious = 79.483 ac 0.06% Impervious = 0.045 ac I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I 12792-EX Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfal/:6.50" Printed 8/1412014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 10: Drainage Area 10 Runoff = 35.35 cfs @ 12.56 hrs, Volume= 4.742 ai, Depth> 1.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainlall=6.50" Area (sf) 313,075 479,092 2,332 15,025 450,080 189,335 8,862 703 1,458,504 1,458,504 Tc Length (min) (Ieet) 20.3 100 6.7 320 CN Description 49 Pasture/grassland/range, Fair, HSG A 36 Woods, Fair, HSG A 76 Gravel roads, HSG A 60 Woods, Fair, HSG B 73 Woods, Fair, HSG C 79 Woods, Fair, HSG D 91 Gravel roads, HSG D 84 Pasture/grassland/range, Fair, HSG D 56 Weighted Average 100.00% Pervious Area Slope Velocity Capacity (filII) (fllsec) (cis) Description 0.1000 0.08 Sheet Flow, First 100' of woods Woods: Dense underbrush n= 0.800 P2= 3.00" 0.1000 0.79 Shallow Concentrated Flow, 320' of woods Forest w/Heavy Litter Kv= 2.5 Ips Page 7 9.8 580 0.0200 0.99 Shallow Concentrated Flow, Last 580' of pasture Short Grass Pasture Kv-7.0 Ips 36.8 1,000 Total 12792-EX Type III 24-hr Hamp-100 Rainfal/=6.50" Prepared by {enter your company name here) Printed 8/1412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions lLC Page 8 Subcatchment 10: Drainage Area 10 Type III 24-hr Hamp-100 Rainfall=6_50" Runoff Area=1 ,458,504 sf Runoff Volume=4.742 af Runoff Depth>1.70" Flow Length=l,OOO' Tc=36.8 min CN=56 7 8 9 14 15 I 0 Runoff~ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792·EX Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfal/=6.S0" Printed 8114/2014 HydroCAD® 10.00 sIn 01038 ©2013 HydroCAD Software Solutions LLC Summary for Subcatchment 20: Drainage Area 20 Runoff = 6.22 cfs @ 13.19 hrs, Volume= 1.281 af, Depth> 2.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainlall=6.50" • • • Area (sf) Tc (min) 23.4 5.0 103,671 35,219 8,172 8,927 37,403 5,664 334 7,924 47,032 1,537 66,637 322,520 322,520 Length (feet) 100 200 CN Description 49 Pasture/grassland/range, Fair, HSG A 36 Woods, Fair, HSG A 36 WoodsJWetlands, Fair, HSG A 69 Pasture/grassland/range, Fair, HSG B 60 Woods, Fair, HSG B 73 Woods, Fair, HSG C 73 WoodslWetiands, Fair, HSG C 84 Pasture/grassland/range, Fair, HSG D 79 Woods, Fair, HSG D 91 Gravel roads, HSG D 79 WoodsJWetiands, Fair, HSG D 61 Weighted Average 100.00% Pervious Area Slope Velocity Capacity (ft/tt) (Illsec) (cIs) Description 0.0700 0.07 Sheet Flow, First 100' of woods Woods: Dense underbrush n= 0.800 P2=3.00" 0.0700 0.66 Shallow Concentrated Flow, Next 200' of woods Forest w/Heavy Litter Kv= 2.5 Ips Page 9 54.7 820 0.0100 0.25 Shallow Concentrated Flow, Last 820' of wetlanclslwoods Forest w/Heavy Uller Kv= 2.5 Ips 83.1 1,120 Total 12792-EX Type III 24-hr Hamp-100 Rainfal/=6.S0" Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sin 01038 ©2013 HydroCAD Software Solutions LLC Page 10 Subcatchment 20: Drainage Area 20 Hydrograph Type III 24-hr Hamp-100 Rainfall=6.50" Runoff Area=322,520 sf Runoff Volume=1.281 a1 Runoff Oepth>2.08" Flow Length=1, 120' Tc=83.1 min CN=61 Time (hours) I Q Runoff! I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-EX Type III 24·hr Hamp·100 Rainfal/=6.S0" Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 30: Drainage Area 30 Runoff = 8.96 cfs @ 12.48 hrs, Volume= 1.127 af, Depth> 1.46" Runoff by SCS TR·20 method, UH=SCS, Weighted·CN, Time Span= 5.00·20.00 hrs, dt= 0.05 hrs Type III 24·hr Hamp·100 Rainfall=6.50" Area (sf) Tc (min) 9.0 290,163 15,668 9,037 87,188 410 402,466 402,466 Length (feet) 100 CN Description 49 Pasture/grassland/range, Fair, HSG A 36 Woods, Fair, HSG A 76 Gravel roads, HSG A 69 Pasture/grassland/range, Fair, HSG B 91 Gravel roads, HSG D 53 Weighted Average 100.00% Pervious Area Slope Velocity Capacity (ft/ft) (ft/sec) (cfs) Description 0.0200 0.18 Sheet Flow, First 100' of pasture Range n= 0.130 P2= 3.00" Page 11 20.8 875 0.0100 0.70 Shallow Concentrated Flow, Last 875' of pasture 29.8 975 Total 5 6 Short Grass Pasture Kv= 7.0 fps Subcatchment 30: Drainage Area 30 Hydrograph 11 12 Time (hours) Type III 24-hr Hamp-100 Rainfall=6.S0" Runoff Area=402,466 sf Runoff Volume=1.127 af Runoff Depth> 1.46" Flow Length=975' Tc=29.8 min CN=53 10 Runoffl 12792-EX Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfal/=6.50' Printed 811412014 I I I I I I I I HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 40: Drainage Area 40 Runoff = 14.19 cis @ 12.45 hrs, Volume= 1.680 ai, Depth> 2.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN , Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-l00 Rainfall=6.50" • Area (sf) Tc (min) 14.6 5.7 0.2 3.4 5.4 1.9 31.2 97,058 16,016 146,856 4,279 43,427 307,636 307,636 length (Ieet) 100 238 30 175 280 175 998 CN Description 49 Pasture/grassland/range, Fair, HSG A 76 Gravel roads, HSG A 79 Pasture/grassland/range, Fair, HSG C 89 Gravel roads, HSG C 73 Woods/Wetlands, Fair, HSG C 69 Weighted Average 100.00% Pervious Area Slope Velocity Capacity (It/tt) (It/sec) (cfs) 0.0060 0.11 0.0100 0.70 0.1700 2.89 0.0150 0.86 0.0150 0.86 0.0100 1.50 Total Description Sheet Flow, First 100' of pasture Range n= 0.130 P2= 3.00 " I Shallow Concentrated Flow, Next 238' of pasture Short Grass Pasture Kv= 7.0 Ips Shallow Concentrated Flow, Next 30' of pasture I Short Grass Pasture Kv= 7.0 fps Shallow Concentrated Flow, Next 175' of pasture Short Grass Pasture Kv= 7.0 Ips Shallow Concentrated Flow, Next 280' of wetlands/pasture I Short Grass Pasture Kv= 7.0 fps Shallow Concentrated Flow, Last 175' of stream Grassed Waterway Kv= 15.0 Ips I I I I I I I I - I I I I I I I I I I I I I I I I I I I 12792-EX Type III 24-hr Hamp-100 Rainfal/=6.S0" Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Page 13 5 6 7 8 Subcatchment 40: Drainage Area 40 Hydrograph Time (hours) Type III 24-hr Hamp-100 Rainfall=6.50" Runoff Area=307,636 sf Runoff Volume=1.680 af Runoff Oepth>2.85" Flow Length=998' Tc=31.2 min CN=69 10 Runoff! 12792-EX Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfal/=6.50· Printed 8/14/2014 HydroCAD® 10.00 sin 01038 ©2013 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 50: Drainage Area 50 Runoff = 19.82 cIs @ 12.72 hrs, Volume= 2.997 aI, Depth> 2.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-l00 Rainlall=6.50· Area (sf) CN Descril2tion 390,686 49 Pasture/grassland/range, Fair, HSG A 7,723 36 Woods, Fair, HSG A 278,227 79 Pasture/grassland/range, Fair, HSG C 14,708 73 Woods, Fair, HSG C 644 89 Gravel roads, HSG C * 21,321 73 Woods/Wetlands, Fair, HSG C 713,309 62 Weighted Average 713,309 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cIs) 9.0 100 0.0200 0.18 Sheet Flow, First 100' of pasture Range n= 0.130 P2= 3.00" 18.6 780 0.0100 0.70 Shallow Concentrated Flow, Next 780' of pasture Short Grass Pasture Kv= 7.0 Ips 2.8 225 0.0080 1.34 Shallow Concentrated Flow, Next 225' of swalelpasture Grassed Waterway Kv= 15.0 Ips 10.2 135 0.0010 0.22 Shallow Concentrated Flow, Next 135' of wetland/pasture Short Grass Pasture Kv= 7.0 Ips 0.3 60 0.0600 3.67 Shallow Concentrated Flow, Next 50' of stream Grassed Waterway Kv= 15.0 Ips 4.7 300 0.0050 1.06 ShallOW Concentrated Flow, Next 300' of stream Grassed Waterway Kv= 15.0 Ips 4.3 275 0.0050 1.06 Shallow Concentrated FlOW, Last 275' of swale Grassed Walerwa~ Kv-15.0 'l2s 49.9 1,875 Total I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-EX Type III 24-hr Hamp-100 Rainfal/=6.50" Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 15 -' ! 5 Subcatchment 50: Drainage Area 50 Type III 24-hr Hamp-100 Rainfall=6.50" Runoff Area= 713,309 sf Runoff Volume=2.997 af Runoff Depth>2.20" Flow Length=1,875' Tc=49.9 min CN=62 Time (hours) 12792·EX Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfal/=6.50" Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 60: Drainage Area 60 Runoff · = 11.92 cfs @ 12.13 hrs, Volume= 0.903 af, Depth> 3.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-l00 Rainfall=6.50" Area (sf) CN Description 5,527 49 Pasture/grassland/range, Fair, HSG A 3,888 76 Gravel roads, HSG A 100,045 79 Pasture/grassland/range, Fair, HSG C 9,453 89 Gravel roads, HSG C * 6,506 73 Woods/WeUands, Fair, HSG C 125,419 78 Weighted Average 125,419 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (IVIt) (fVsec) (cfs) 1.4 100 0.0160 1.22 Sheet Flow, First 100 feet Smooth surfaces n= 0.011 P2=3.00" Page 16 0.6 68 0.0160 2.04 Shallow Concentrated Flow, Next 68 feet of Gravel 7.2 380 0.0160 9.2 548 Total 5 6 Unpaved Kv= 16.1 Ips 0.89 Shallow Concentrated Flow, Last 380 feet of pasture Short Grass Pasture Kv= 7.0 fps Subcatchment 60: Drainage Area 60 11 12 Time (hours) Type III 24-hr Hamp-100 Rainfall=6.50" Runoff Area=125,419 sf Runoff Volume=O.903 af Runoff Oepth>3.77" Flow Length=548' Slope=0.0160 'I' Tc=9.2 min CN=78 16 17 19 20 I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I 12792-EX Prepared by {enter your company name here} Type III 24-hr Hamp-100 RainfaJ/=6.50" Printed 8/14/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 70: Drainage Area 70 Runoff = 8.45 cis @ 12.23 hrs, Volume= 0.774 ai, Depth> 3.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainlall=6.50" • Area (sf) Tc (min) 10.1 25,349 1,006 77,376 9,613 1,969 5,248 120,561 118,592 1,969 Length (Ieet) 100 CN Description 49 Pasture/grassland/range, Fair, HSG A 76 Gravel roads, HSG A 79 Pasture/grassland/range, Fair, HSG C 89 Gravel roads, HSG C 98 Roofs, HSG C 73 WoodslWetlands, Fair, HSG C 74 Weighted Average 98.37% Pervious Area 1.63% Impervious Area Slope Velocity Capacity (Itllt) (It/sec) (cfs) Description 0.0200 0.16 Sheet Flow, First 100 feet Grass: Short n= 0.150 P2=3.00" Page 17 5.1 152 0.0050 0.49 Shallow Concentrated Flow, Next 152 feet of pasture Short Grass Pasture Kv= 7.0 Ips 1.5 122 0.0400 1.40 Shallow Concentrated Flow, Last 122 feet of pasture Short Grass Pasture Kv= 7.0 Ips 16.7 374 Total 12792-EX Type III 24-hr Hamp-100 Rainfal/:6.S0" Prepared by {enter your company name here} Printed 8/14/2014 . HydroCAO® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Page 18 Subcatchment 70: Drainage Area 70 Hydrograph Type III 24-hr Hamp-100 Rainfall=6.50" Runoff Area=120,561 sf Runoff Volume=0.774 af Runoff Depth>3.35" Flow Length=374' Tc=16.7 min CN=74 10 11 12 13 14 15 16 17 18 19 20 Time (hours) IDRunofl~ I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I 12792-EX Type III 24-hr Hamp-100 Rainfal/=6.50" Prepared by {enter your company name here} Printed 8/1412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 80: Drainage Area 80 Runoff = 0.63 cfs @ 12.15 hrs, Volume= 0.050 af, Depth> 1.89" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainfall=6.50" Area (sf) Tc (min) 8.6 9,298 4,518 13,816 13,816 Length (feet) 100 CN Description 49 Pasture/grassland/range, Fair, HSG A 76 Gravel roads, HSG A 58 Weighted Average 100.00% Pervious Area Slope Velocity Capacity (ftllt) (ftlsec) (cfs) 0.0300 0.19 Description Sheet Flow, First 100 feet of Grass: Short n= 0.150 P2= 3.00" Page 19 1.4 103 0.0300 1.21 Shallow Concentrated Flow, Last 103 feet of pasture 10.0 203 Total 5 6 7 8 9 Short Grass Pasture Kv= 7.0 fps Subcatchment 80: Drainage Area 80 Hydrograph 10 , Type III 24-hr Hamp-100 Rainfall=6.50" Runoff Area=13,816 sf Runoff Volume=O.050 af Runoff Depth> 1.89" Flow Length=203' Slope=O.0300 'I' Tc=10.0 min CN=58 11 12 13 14 15 16 17 18 19 20 Time (hours) I 0 RunOff~ 12792·EX Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfal/=6.50" Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 20 Summary for Reach C1: Culvert [40] Hint: Not Described (Outflow=lnflow) Inflow Area = 2.879 ac, 0.00% Impervious, Inflow Depth> 3.77" for Hamp-100 event Inflow = 11.92 cfs @ 12.13 hrs, Volume= 0.903 al Outflow = 11.92cfs@ 12.13hrs, Volume= 0.903 aI, Atlen=O%, Lag=O.Omin Routing by Stor-Ind+ Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Reach C1: Culvert Hydrograph Inflow Area=2.879 ac 12 13 14 15 16 Time (hours) I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I 12792-EX Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfal/=6.50" Printed 8/1412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 21 Summary for Link x1000: Off-Site Inflow Area = 33.483 ac, 0.00% Impervious, Inflow Depth> 1.70" for Hamp-100 event Inflow = 35.35 cfs @ 12.56 hrs, Volume= 4.742 af Primary = 35.35 cfs @ 12.56 hrs, Volume= 4.742 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x1000: Off-Site Hydrograph Inflow Time (hours) 12792-EX Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfal/==6.50" Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 22 Summary for Link x2000: Off-Site (Culvert) Inflow Area = 7.404 ac, 0.00% Impervious, Inflow Depth> 2.08" for Hamp-100 event Inflow = 6.22cfs@ 13.19hrs, Volume= 1.281af Primary = 6.22cfs@ 13.19hrs, Volume= 1.281af, Alten=O%, Lag=O.Omin Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x2000: Off-Site (Culvert) Inflow Area=7.404 20 Time (hours) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-EX Type III 24-hr Hamp-100 Rainfal/=B.50" Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 23 Summary for Link x3000: Off-Site Inflow Area = 9.239 ac, 0.00% Impervious, Inflow Depth> 1.46" for Hamp-100 event Inflow = 8.96 cfs @ 12.48 hrs, Volume= 1.127 af Primary = 8.96 cfs @ 12.48 hrs, Volume= 1.127 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x3000: Off-Site Hydrograph Inflow Area=9.239 ac 18 19 Time (hours) 12792-EX Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfal/=6.S0" Printed 811412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 24 Summary for Link x4000: Off-Site (Culvert) Inflow Area = 7.062 ac, 0.00% Impervious, Inflow Depth> 2.85' for Hamp-100 event Inflow = 14.19 cfs @ 12.45 hrs, Volume= 1.680 af Primary = 14.19 cfs @ 12.45 hrs, Volume= 1.680 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x4000: Off-Site (Culvert) Inflow Area=7,062 ac Time (hours) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-EX Type III 24-hr Hamp-100 Rainfal/=6.50" Prepared by {enter your company name here} Printed 8114/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Page 25 Summary for Link x5000: Off-Site (Culvert) Inflow Area = 16.375 ac, 0.00% Impervious, Inflow Depth> 2.20" for Hamp-100 event Inflow = 19.82 cfs @ 12.72 hrs, Volume= 2.997 af Primary = 19.82 cfs @ 12.72 hrs, Volume= 2.997 af, Allen= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x5000: Off-Site (Culvert) Hydrograph Inflow Area=16.375 12 13 14 15 16 17 18 19 20 Time (hours) 12792-EX Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfal/=6.S0" Printed 8114/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 26 Summary for Link.x6000: Off-Site (Culvert-Stream) Inllow Area = 5.647 ac, 0.80% Impervious, Inflow Depth> 3.56" for Hamp-100 event Inflow = 19.14 cIs @ 12.16 hrs, Volume= 1.677 at Primary = 19.14 cIs @ 12.16 hrs, Volume= 1.677 at, Allen= 0%, Lag= 0.0 min . Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x6000: Off-Site (Culvert-Stream) Hydrograph Inflow Area=5.647 ae 12 13 14 15 Time (hours) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-EX Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfal/=6.S0" Printed 8/14/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Page 27 Summary for Link x7000: Off-Site I nflow Area = 0.317 ac, 0.00% Impervious, Inflow Depth> 1.89" for Hamp-100 event Inflow = 0.63 cfs @ 12.15 hrs, Volume= 0.050 af Primary = 0.63 cfs @ 12.15 hrs, Volume= 0.050 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x7000: Off-Site Hydrograph Inflow Area=O.317 ac 12 Time (hours) I I Proposed Drainage Areas (SF) I Area 100-1.458,504 I A Soils Pasture/Meadow = 313,075 Woods = 479,092 I Gravel = 2,332 B Soils I Woods = 15,025 eSoils I Woods = 450,080 I D Soils Woods = 189,335 Gravel = 8,862 I Pasture/Meadow = 703 Area 200 = 334,233 I ASoils Pasture/Meadow = 104,337 I Woods = 46,266 Wetlands/Woods= 8,172 I B Soils Pasture/Meadow = 8,927 I Woods = 37,403 e Soils I Woods = 5,664 Wetlands/Woods= 334 I D Soils Pasture/Meadow = 7,924 Woods = 47,032 I Gravel = 1,537 Wetlands/Woods = 66,637 I Area 300 -207,957 I ASoils Pasture/Meadow = 31,675 I I I Grass; 89,094 B Soils I Pasture/Meadow ; 87,188 Area 400; 142,983 I A Soils Grass = 142,983 I Area 500-214,278 I A Soils Pasture/Meadow; 72,720 I Grass; 94,378 eSoils I Grass; 47,180 Area 600; 147,385 I A Soils I Pasture/Meadow ; 36,651 Grass; 40,892 I e Soils Grass; 69,842 I Area 700; 52,125 _ C Soils I Grass; 27,551 Gravel; 19,295 Woods; 2,701 I Pasture/Meadow = 2,578 I Area 800 = 46,392 e Soils I Impervious = 46,392 Area 900 = 130,849 I A Soils Pasture/Meadow ; 13,469 I Gravel; 10,839 Grass; 8,872 I I I e Soils Pasture/Meadow = 32,754 I Gravel = 4,318 Grass = 17,683 Impervious = 1,962 I Wetlands/Woods = 40,952 Area 1000 = 79.854 I e Soils I Grass = 44,124 Impe rvious = 35,730 I Area 1100 = 373.653 A Soils I Pasture/Meadow = 138,640 Grass = 21,639 Woods = 7,535 I eSoils I Pasture/Meadow = 141,748 Grass = 31,551 Wetlands/Woods = 32,540 I Area 1200 = 83.385 I eSoils Pasture/Meadow = 68,389 Gravel = 3,618 I Grass = 4,872 Wetlands/Woods = 6,506 I Area 1300 = 68.996 I A Soils Gravel = 1,214 Impervious = 21,202 I Grass = 16,066 e Soils I Pasture/Meadow = 11,127 Gravel = 3,805 Gra>s = 7,755 I Impervious = 4,018 Wetlands/Woods = 3,809 I I I Area 1400 = 48,620 I (Soils Gravel = 4,135 Impervious = 14,400 I Grass = 24,950 Wetlands/Woods = 5,135 I Area 1500 = 53,737 I A Soils Impervious = 2,312 Grass = 8,162 I ( Soils Impervious = 15,392 I Grass = 27,871 Area 1600 = 27,895 I ( Soils I Impervious = 7,901 Grass = 19,994 I Area 1700 = 6.493 ASoils I Grass = 2,887 Impervious = 3,606 I Area 1800 = 12,527 A Soils I Grass = 12,527 I Total = 3,489,866 I I I I I I I I I I I I I I I I I I I I I I I ComtJUtations 1 Project:~Ye~T~ PLE'l<. Project# \2 7'1 2- Location: Af,A-VJ 1'r{V\ Sheet l of I Calculated by: T A. ~ Date: 8 -\ 4-~ I 't Checked by: Date: Title II'JFIL..-TK-A-T10rJ I~E:NC\-t Z-2-2.-, 0 - I' II II " 1'0 -...1, 21-\ /'3 , 2. 2-1 , 0 -t '" '- Z-1...00-1 7 {I I'L I 2-1"1,0 -'--_____ --'/jVL-____ ---' l'llnasse Hangen Brustlin, Inc. Of=" PIPt: ~ b r: -p \ p~ ::::: ~ul\fACc I\:K~fr -::-II C;SO :s~ -- '?\P~ A},E(::.. (I (Jo 10) +-STDN~ Af<,E"A--(30/0 ') l'l Tf1L MT2A ~ rr(II)'2-{IDc) t (S/x 3,1~7/)-(11' (,,) 2-)J (30) ::: (314.1) + (~?:1o.<o) 15,8 -- I I I Computations I I I I I Q ltJ -=--J I I I I I I I I I I I Wl:nasse Hangen Brust/in. Inc. Project: S. i='o ~\s-"( u= X Project # I 1-7 ~ 'L. location: A:~ A If'/ A.. r..A. Sheet t of 2- Calculated by: ::r A:G Date: 8 -14 -14- Checked by: Date: Title ~08~0KFA'LE ..r Nf I L if(.j\-\'~N ,S;:'S! M .~~_Z-\_1·_~ ____ O ___ ~~ ;~OP_tC __ ._2._'1_'~ E)(FJL..-r~"'TJON " I I I I I I I I I I I I I I I I I I I Comvutations 'L(/,ej - 2.i'i , ~ _ Project: 3; PORTS t\.,E f- Location: ftc, ItwhtJ- Calculated by: ~ A G Project # I 2-7'1 L Sheet ~ of ~ Date: 5 -14--/4- Checked by: Date: '" -Ti!le ~ J e,S vrzF A-c. E ~ f d::I«, A-TI ro rV S s~M I, itJ 'It of P \ PES-= 1/ P\P~ U<:N C,jl+ = I J C; S ll !\FA (~ A{Z€ It -::.. 517,5" -9 Mmasst Hangen Brust/in. Inc. = n(,') '-i'~: L,:E~S ~_~ -(1>-{I')')J [io) (list) (3 /) 310.7 I I I I I I I I I I I I I I I I I I I e -c- ~ """. ~r,"""., ,,-~" 0I\0$It0(Q.-1 ..... "" ... T_t:1 (~> 0.--+,._ I 1 8 _. Routing Diagl1lm for 12792-PR Prepared by {enter your company name here}. Printed 811412014 HydroCAD® 10-1)0 sin 01038 C 2013 HydroCAD Software Solutions LLC 12792-PR Prepared by {enter your company name here} Printed 811412014 Page 2 HydroCAD® 10.00 sin 01038 ©2013 HydroCAD Software Solutions LlC Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 10.044 39 >75% Grass cover, Good, HSG A (300, 400, 500, 600, 900, 1100, 1300, 1500, 1700, 1800) 7.424 74 >75% Grass cover, Good, HSG C (500,600,700,900,1000,1100,1200, 1300, 1400,1500,1600) 0.330 76 Gravel roads, HSG A (100, 900, 1300) 0.807 89 Gravel roads, HSG C (700, 900, 1200, 1300, 1400) 0.239 91 Gravel roads, HSG 0 (100 , 200) 16.193 49 Pasture/grassland/range, Fair, HSG A (100,200,300,500,600,900,1100) 2.206 69 Pasture/grassland/range, Fair, HSG B (200, 300) 6.032 79 Pasture/grassland/range,'Fair, HSG C (700,900,1100,1200,1300) 0.198 84 Pasture/grassland/range, Fair, HSG D (100, 200) 0.623 98 Paved parking, HSG A (1300,1500,1700) 2.888 98 Paved parking, HSG C (800, 900, 1000, 1300, 1400, 1500, 1600) 12.234 36 Woods, Fair, HSG A (100,200,1100) 1.204 60 Woods, Fair, HSG B (100,200) 10.642 73 Woods, Fair, HSG C (100,200,700,1400) 5.426 79 Woods, Fair, HSG D (100,200) 0.188 36 WoodsIWetlands, Fair, HSG A (200) 1.932 73 WoodslWetlands, Fair, HSG C (200,900, 1100, 1200, 1300) 1.530 79 Woods/Wetlands, Fair, HSG D (200) SO.l39 60 TOTAL AREA I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Prepared by {enter your company name here} Printed 8114/2014 Page 3 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Area Soil (acres) Group 39.611 HSGA 3.410 HSG B 29.725 HSG C 7.393 HSG D 0.000 Other 80.139 Soil Listing (all nodes) Subcatchment Numbers 100,200,300,400,500,600,900,1100,1300,1500,1700,1800 100,200,300 100,200,500,600,700,800,900,1000,1100,1200,1300, 1400, 1500, 1600 100,200 TOTAL AREA I 12792-PR I Prepared by {enter your company name here} Printed 811412014 H:ldroCAD® 10.00 sin 01038 © 2013 H:ldroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) I HSG-A HSG-B HSG-C HSG-D Other Total Ground SUbcatchln (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 10.044 0.000 7.424 0.000 0.000 17.467 >75% Grass cover, Good 300, 400, I 500, I 600, 700, I 900, I 100 0, I 110 0, I 120 0, 130 0, I 140 0, I 150 0, 160 I 0, 170 0, I 180 0 0.330 0.000 0.807 0.239 0.000 1.376 Gravel roads 100, I 200, 700, I 900, I 120 0, I 130 0, 140 I 0 I I 12792-PR Prepared by {enter your company name here} Printed 811412014 HydroCAD® 10.00 s/n 01038 © 2013 HydroCAO Software Solutions LLC Page 5 I Ground Covers (all nodes) (continued) HSG·A HSG-8 HSG-C HSG-O Other Total Ground Subcatchmen I (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 16.193 2.206 6.032 0.198 0.000 24.630 Pasture/grassland/range, Fair 100, I 200, I 300, 500, I 600, I 700, 900, I 110 0, I 120 0, 130 I· ° 0.623 0.000 2.888 0.000 0.000 3.510 Paved parking 800, I 900, 100 I 0, 130 0, I 140 0, 150 I 0, 160 0, I 170 ° 12.234 1.204 10.642 5.426 0.000 29.506 Woods, Fair 100, I 200, I 700, I 110 0, 140 12792-PR Prepared by {enter your company name here} HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC HSG-A (acres) HSG-B (acres) Ground Covers (all nodes) (continued) HSG-C (acres) HSG-D (acres) Otl1er (acres) Total Ground (acres) Cover Printed 8/1412014 Page 6 I I I SUbcatchln Numbers 0.188 0.000 1.932 1.530 0.000 3.649 WoodslWetlands, Fair 200, 900, I 110 I 0, 120 0, I 130 0 39.611 3.410 29.725 7.393 0.000 80.139 TOTALAREA I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Prepared by {enter your company name here} Type 11/ 24-hr Hamp-02 Rainfall=3.00" Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 7 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+ Trans method -Pond routing by Stor-Ind method Subcatchment 100: Drainage Area 100 Runoff Area=1 ,458,504 sl 0.00% Impervious Runoff Depth>0.18' Flow Length=1 ,000' Tc=36.8 min CN=56 Runoff=I.91 cis 0.499 al Subcatchment 200: Drainage Area 200 Runoff Area=334,233 sl 0.00% Impervious Runoff Depth>0.27' Flow Length=l, 120' Tc=83.1 min CN=60 Runoff=0.59 cis 0.173 al Subcatchment 300: Drainage Area 300 Runoff Area=207,957 sl 0.00% Impervious Runoff Depth>0.12" Flow Length=585' Tc=27.6 min CN=53 Runoff=0.13 cis 0.047 al Subcatchment 400: Drainage Area 400 Runoff Area=142,983 sl 0.00% Impervious Runoff Depth=O.OO" Flow Length=215' Tc=8.9 min CN=39 Runoff=O.OO cis 0.000 al Subcatchment 500: Drainage Area 500 Runoff Area=214,278 sl 0.00% Impervious Runoff Depth>0.07" Flow Length=565' Tc=26.5 min CN=50 Runoff=O.06 cis 0.028 al Subcatchment 600: Drainage Area 600 Runoff Area=147,385 sl 0.00% Impervious Runoff Depth>0.23' Flow Length=410' Slope=0.0080'1' Tc=29.6 min CN=58 Runoff=0.32 cis 0.064 al Subcatchment 700: Drainage Area 700 Runoff Area=52,125 sl 0.00% Impervious Runoff Depth>I.15" Tc=6.0 min CN=80 Runoff=I.70 cis 0.115 al Subcatchment 800: Drainage Area 800 Runoff Area=46,392 sf 100.00% Impervious Runoff Depth>2.59" Flow Length=400' Slope=0.0070 'f' Tc=21.9 min CN=98 Runoff=2.03 cis 0.230 al Subcatchment 900: Drainage Area 900 Runoff Area=130,849 sl 1.50% Impervious Runoff Depth>0.68" Flow Length=525' Tc=19.0 min CN=71 Runoff=1.62 cis 0.171 al Subcatchment 1000: Drainage Area 1000 Runoff Area=79,854 sl 44.74% Impervious Runoff Depth>1.47' Flow Length=310' Tc=28.5 min CN=85 Runoff=I.97 cis 0.224 al Subcatchment 1100: Drainage Area 1100 Runoff Area=374,632 sl 0.00% Impervious Runoff Depth>0.39' Flow Length=1 ,285' Tc=75.8 min CN=64 Runoff=1.17 cis 0.282 al Subcatchment 1200: Drainage Area 1200 Runoff Area=83,385 sl 0.00% Impervious Runoff Depth>1.09" Flow Length=615' Tc=20.9 min CN=79 Runoff=I.72 cis 0.173 al Subcatchment 1300: Drainage Area 1300 Runoff Area=68,996 sl 36.55% Impervious Runoff Depth>0.93' Flow Length=335' Tc=6.0 min CN=76 Runoff=1.77 cis 0.122 al Subcatchment 1400: Drainage Area 1400 Runoff Area=48,620 sl 29.62% Impervious Runoff Depth>1.28" Flow Length=337' Tc=5.9 min CN=82 Runoff=I.76 cis 0.119 al Subcatchment 1500: Drainage Area 1500 Runoff Area=53,737 sl 32.95% Impervious Runoff Depth>0.97" Flow Length=430' Slope=0.0050'1' Tc=26.3 min CN=77 Runoff=0.89 cis 0.100 al Subcatchment 1600: Drainage Area 1600 Runoff Area=27,895 sl 28.32% Impervious Runoff Depth>I.21, Tc=6.0 min CN=81 Runoff=0.96 cis 0.065 af 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-02 Rainfal/=3.00" Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 8 Subcatchment 1700: Drainage Area 1700 Runoff Area=6,493 sf 55.54% Impervious Runoff Deplh>O.73" Tc=6.0 min CN=72 Runoff=O.13 cIs 0.009 al Subcatchment 1800: Drainage Area 1800 Runoff Area=12,527 st 0.00% Impervious Runoff Depth=O.OO· Flow Lenglh=200' Tc=1 5.3 min CN=39 Runoff=O.OO cfs 0.000 af Pond OB#1: Detention Basin #1 Peak Elev=216.97' Storage=6,744 cf Inflow=1.97 cfs 0.224 af Discarded=0.10 cfs 0.076 af Secondary=O.OO cIs 0.000 af Outflow=0.10 cfs 0.076 af Pond 0B#2: Detention Basin #2 Peak Elev=216.13' Storage=2,712 cf Inflow=0.89 cfs 0.100 af Discarded=0.06 cfs 0.043 af Secondary=O.OO cts 0.000 at Outflow=0.06 cfs 0.043 af Pond 0B#3: Detention Basin #3 Peak Elev=214.48' Storage=2,043 cf Inflow=1.08 cIs 0.074 al Discarded=0.05 cIs 0.032 al Secondary=O.OO cIs 0.000 al Outflow=0.05 cfs 0.032 al Pond 1T#1: Infiltration Trench #1 Peak Elev=219.31' Storage=210 cf Inflow=0.13 cfs 0.047 af Discarded=O.09 cIs 0.046 al Secondary=O.OO cIs 0.000 al Outflow=0.09 cIs 0.046 af Pond IT#2: Infiltration Trench #2 Peak Elev=219.00' Storage=O cl Inflow=O.OO cIs 0.000 al Discarded=O.OO cIs 0.000 af Secondary=O.OO cfs 0.000 al Outflow=O.OO cIs 0.000 at Pond IT#3: Infiltration Trench #3 Peak Elev=219.03' Storage=20 cl Inflow=0.06 cIs 0.028 at Discarded=0.06 cIs 0.027 al Secondary=O.OO cIs 0.000 al Outflow=0.06 cIs 0.027 al Pond IT#4: Infiltration Trench #4 Peak Elev=220.23' Storage=841 cl Inflow=0.32 cIs 0.064 al Discarded=0.09 cIs 0.055 af Secondary=O.OO cIs 0.000 al Outflow=0.09 cIs 0.055 at Pond SI: Subsurface Infiltration System Peak Elev=216.25' Slorage=3,551 cf Inflow=2.03 cfs 0.230 at Discarded=0.32 cIs 0.229 al Secondary=O.OO cfs 0.000 al Outflow=0.32 cfs 0.229 al Link x1000: Off-Site Unk x2OOO: Off-5ite (Culvert) LInk x3000: Off-Site Link x4000: Off-Site (Culvert) Unk x5000: Off-5ite (Culvert-5tream) Unk x6000: Off-Site (Culvert) Unk x7000: Off-Site Inflow=1.91 cfs 0.499 al Primary=1.91 cfs 0.499 al Inflow=0.59 cIs 0.173 af Primary=O.59 cIs 0.173 al Inflow=1.70 cIs 0.115 af Primary=1.70 cIs 0.115 al Inflow=1.62 cfs 0.171 af Primary=1.62 cIs 0.171 af Inflow=4.44 cfs 0.414 al Primary=4.44 cfs 0.414 at Inflow=1.17 cis 0.282 al Primary=l.17 cIs 0.282 af Inflow=O.OO cIs 0.000 al Primary=O.OO cIs 0.000 al I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-02 RainfaJJ=3.00· Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 9 Total Runoff Area = 80.139 ac Runoff Volume = 2.419 at Average Runoff Depth = 0.36" 95.62% Pervious = 76.628 ac 4.38% Impervious = 3.510 ac 12792-PR Type 11/ 24-hr Hamp-02 Rainfal/=3.00" Prepared by {enter your company name here} Printed 8114/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 100: Drainage Area 100 Runoff = 1.91 cfs @ 12.81 hrs, Volume= 0.499 af, Depth> 0.18' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" Area (sf) 313,075 479,092 2,332 15,025 450,080 189,335 8,862 703 1,458,504 1,458,504 Tc Length (min) (feet) 20.3 100 CN Description 49 Pasture/grassland/range, Fair, HSG A 36 Woods, Fair, HSG A 76 Gravel roads, HSG A 60 Woods, Fair, HSG B 73 Woods, Fair, HSG C 79 Woods, Fair, HSG D 91 Gravel roads, HSG D 84 Pasture/grassland/range, Fair, HSG D 56 Weighted Average 100.00% Pervious Area Slope Velocity Capacity (ftflt) (ftfsec) (cfs) 0.1000 0.08 Description Sheet Flow, First 100 feet of woods Page 10 Woods: Dense underbrush n= 0.800 P2= 3.00" 6.7 320 0.1000 0.79 Shallow Concentrated Flow, 320' of woods Forest w/Heavy Litter Kv= 2.5fps 9.8 580 0.0200 0.99 Shallow Concentrated Flow, 580' of pasture Short Grass Pasture Kv-7.0fps 36.8 1,000 Total I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-02 Rainfa/J=3.00" Prepared by {enter your company name here} Printed 8114/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Page 11 Subcatchment 100: Drainage Area 100 Hydrograph Type III 24-hr Hamp-02 Rainfall=3.00" Runoff Area=1 ,458,504 sf Runoff Volume=0.499 af Runoff Depth>0.18" Flow Length=1,000' Tc=36.8 min CN=56 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-02 Rainfal/=3.00" Printed 8114/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC . Page 12 Summary for Subcatchment 200: Drainage Area 200 Runoff = 0.59 cfs @ 13.45 hrs, Volume= 0.173 af, Depth> 0.27' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" * * * Area (sf) Tc (min) 23.4 5.0 54 .7 83.1 104,337 46,266 8,172 8,927 37,403 5,664 334 7,924 47,032 1,537 66,637 334,233 334,233 Length (feet) 100 200 820 1,120 CN Description 49 Pasture/grassland/range, Fair, HSG A 36 Woods, Fair, HSG A 36 WoodslWetlands, Fair, HSG A 69 Pasture/grassland/range, Fair, HSG B 60 Woods, Fair, HSG B 73 Woods, Fair, HSG C 73 WoodslWetlands, Fair, HSG C 84 Pasture/grassland/range, Fair, HSG D 79 Woods, Fair, HSG D 91 Gravel roads, HSG D 79 Woods/Wetiands, Fair, HSG D 60 Weighted Average 100.00% Pervious Area Slope Velocity Capacity (ft/tt) (ft/sec) (cfs) Description 0.0700 0.07 Sheet Flow, First 100' of woods Woods: Dense underbrush n= 0.800 P2= 3.00" 0.0700 0.66 Shallow Concentrated Flow, Next 200' of woods Forest w/Heavy LiHer Kv= 2.5 fps 0.0100 0.25 Shallow Concentrated Flow, Last 820' of woods Forest w/Heavy LiHer Kv= 2.5 fps Total I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792·PR Type III 24-hr Hamp-02 Rainfal/=3.00· Prepared by {enter your company name here} Printed 8114/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Page 13 Subcatchment 200: Drainage Area 200 Type'" 24-hr Hamp-02 Rainfall=3.00" Runoff Area=334,233 sf Runoff Volume=0.173 af Runoff Depth>0.27" Flow Length=l, 120' Tc=83.1 min CN=60 567 9 10 11 Time (hours) 16 17 18 II!! Runoff~ 12792-PR Prepared by {enter your company name here} Type 11/ 24-hr Hamp-02 Rainfal/=3.00' Printed 8/14/2014 HydroCAD® 10.00 sin 01038 ©2013 HydroCAD Software Solutions LLC Summary for Subcatchment 300: Drainage Area 300 Runoff = 0.13cfs @ 12.80 hrs, Volume= 0.047 aI, Depth> 0.12' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type'" 24-hr Hamp-02 Rainlall=3.00· Area (sf) .31 ,675 89,094 87,188 207,957 207,957 Tc Length (min) (Ieet) 16.1 100 CN Description 49 Pasture/grassland/range, Fair, HSG A 39 >75% Grass cover, Good, HSG A 69 Pasture/grassland/range, Fair, HSG B 53 Weighted Average 100.00% Pervious Area Slope Velocity Capacity (111ft) (ft/sec) (cIs) Description 0.0160 0.10 Sheet Flow, First 100 feet of pasture Grass: Dense n= 0.240 P2= 3.00' Page 14 11.5 485 0.0100 0.70 Shallow Concentrated Flow, Next 485' of pasture 27.6 Short Grass Pasture Kv= 7.0 Ips 585 Total Subcatchment 300: Drainage Area 300 Type III 24-hr Hamp-02 Rainfall=3.00" Runoff Area=207,957 sf Runoff Volume=O.047 af Runoff Depth>O.12" Flow Length=585' Tc=27.6 min CN=53 6 7 9 10 10 Runo«\ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-02 Rainfal/=3.00" Prepared by {enter your company name here} Printed 8114/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 400: Drainage Area 400 [45] Hint: Runoff=Zero Runoff = 0.00 cis @ 5.00 hrs, Volume= 0.000 ai, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" Area (sf) CN Description 142,983 39 >75% Grass cover, Good, HSG A 142,983 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (Ieet) (ft/tt) (ft/sec) (cfs) 7.2 100 0.0470 0.23 Sheet Flow, First 100' of grass Grass: Short n= 0.150 P2= 3.00" 1.7 115 0.0250 1.11 Shallow Concentrated Flow, Last 115' of grass Short Grass Pasture Kv= 7.0 Ips 8.9 215 Total Subcatchment 400: Drainage Area 400 Page 15 I EI Runoff I Type III 24-hr Hamp-02 Rainfall=3.00" Runoff Area=142,983 sf Runoff Volume=O.OOO af Runoff Depth=O.OO" Flow Length=215' Tc=8.9 min CN=39 12792.PR Type III 24-hr Hamp-02 RainfalJ=3.00· Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 500: Drainage Area 500 Runoff = 0.06 cIs @ 14.09 hrs, Volume= 0.028 aI, Depth> 0.07" Runoff by ses TR-20 method, UH=SeS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 RainfaJl=3.00· Area (sf) 72,720 94,378. 47,180 214,278 214,278 Tc Length (min) (feet) 15.4 100 eN Description 49 Pasture/grassland/range, Fair, HSG A 39 >75% Grass cover, Good, HSG A 74 >75% Grass cover, Good, HSG e 50 Weighted Average 100.00% Pervious Area Slope Velocity Capacity (It/It) (It/sec) (cIs) Description 0.0180 0.11 Sheet Flow, First 100 0 of Pasture Grass: Dense n=O.240 P2= 3.00" 11 .1 465 0.0100 0.70 Shallow Concentrated Flow, last 465' of pasture 26.5 Short Grass Pasture Kv= 7.0 fps 565 Total Subcatchment 500: Drainage Area 500 Hydrograph Type III 24-hr Hamp-02 Rainfall=3.00" Runoff Area=214,278 sf Runoff Volume=O.028 af Runoff Depth>O.07" Flow Length=565' Tc=26.5 min CN=50 , 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I CI Runoff~ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Type 11/ 24-hr Hamp-02 Rainfall=3.00· Prepared by {enter your company name here} Printed 8/1412014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 600: Drainage Area 600 Runoff = 0.32 cfs @ 12.65 hrs, Volume= 0.064 af, Depth> 0.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" Area (sf) CN Description Tc (min) 21.3 8.3 29.6 36,651 40,892 69,842 147,385 147,385 Length (feet) 100 49 Pasture/grassland/range, Fair, HSG A 39 >75% Grass cover, Good, HSG A 74 >75% Grass cover, Good, HSG C 58 Weighted Average 100.00% Pervious Area Slope Velocity Capacity (ft/It) (ft/sec) (cfs) Description 0.0080 0.08 Sheet Flow, First 100' of pasture Grass: Dense n= 0.240 P2=3.00" 310 0.0080 0.63 Shallow Concentrated Flow, Last 310' of pasture Short Grass Pasture Kv= 7.0 fps 410 Total Subcatchment 600: Drainage Area 600 Hydrograph Type III 24-hr Hamp-02 Rainfall=3.00" Runoff Area=147,385 sf Runoff Volume=0.064 Runoff Depth>0.23" Flow Length=410' Slope=0.0080 '/' Tc=29.6 min CN=58 Time (hours) 14 15 III Runoff~ 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-02 Rainfal/=3.00· Printed 811412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LlC Summary for Subcatchment 700: Drainage Area 700 Runoff = 1.70 cfs @ 12.10 hrs, Volume= 0.115 af, Depth> 1.15' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hrHamp-02 Rainfall=3.00" Area (sf) Tc (min) 6.0 5 27,551 19,295 2,701 2,578 52,125 52,125 Length (feet) 6 CN Description 7 74 >75% Grass cover, Good, HSG C 89 Gravel roads, HSG C 73 Woods, Fair, HSG C 79 Pasture/grassland/range, Fair, HSG C 80 Weighted Average 100.00% Pervious Area Slope Velocity Capacity Description (fVfI) (ft/sec) (cIs) 8 Direct Entry. Minimum Subcatchment 700: Drainage Area 700 9 Hydrograph . Type III 24-hr Hamp-02 Rainfall=3.00" Runoff Area=52,125 sf Runoff Volume=O.115 af Runoff Oepth>1.15" Tc=6.0 min CN=80 " , 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 18 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-02 Rainfall=3.00· Prepared by {enter your company name here} Printed 811412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions llC Summary for Subcatchment 800: Drainage Area 800 Runoff = 2.03 cfs @ 12.29 hrs, Volume= 0.230 af, Depth> 2.59' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, TIme Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" Area (sf) CN Description 46,392 98 Paved parking, HSG C 46,392 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fIIlt) (fUsec) (cfs) 6.0 Direct Entry, Parking Lot Page 19 15.9 400 0.0070 0.42 Shallow Concentrated Flow, Stream thru woods 21 .9 400 Total 6 7 8 Woodland Kv-5.0 Ips Subcatchment 800: Drainage Area 800 Hydrograph Type III 24-hr Hamp-02 Rainfall=3.00" Runoff Area=46,392 sf Runoff Volume=O.230 af Runoff Oepth>2.S9" Flow Length=400' Slope=O_0070 '/' Tc=21.9 min CN=98 10 11 12 13 14 15 18 19 20 Time (hours) 11.1 Runoff~ 12792·PR Prepared by {enter your company name here} Type III 24-hr Hamp-02 Rainfal/=3.00' Printed 8/1412014 HydroCAO® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 900: Drainage Area 900 Runoff = 1.62 cis @ 12.30 hrs, Volume= 0.171 ai, Depth> 0.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainlall=3.00" Area (sf) CN Description 13,469 49 Pasture/grassland/range, Fair, HSG A 10,839 76 Gravel roads, HSG A 8,872 39 >75% Grass cover, Good, HSG A 32,754 79 Pasture/grassland/range, Fair, HSG C 4,318 89 Gravel roads, HSG C 17,683 74 >75% G'rass cover, Good, HSG C 1,962 98 Paved parking, HSG C • 40,952 73 WoodslWetiands, Fair, HSG C 130,849 71 Weighted Average 128,887 98,50% Pervious Area 1,962 1.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (Wft) (Wsec) (cis) 4.3 100 0.1700 0.39 Sheet Flow, First 100' of grass Grass: Short n= 0.150 P2= 3.00" Page 20 4.9 180 0.0150 0.61 Shallow Concentrated Row, Next 180' of woodslwetlands Woodland Kv= 5.0 Ips 9.8 245 0.0070 0.42 Shallow Concentrated Flow, Last 245' of streamlwoods Woodland Kv= 5.0 Ips 19.0 525 Total I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I 12792·PR Type III 24-hr Hamp-02 Rainfal/=3.OO" Prepared by {enter your company name here} Printed 8114/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Subcatchment 900: Drainage Area 900 Hydrograph 6 7 8 9 10 11 Time (hours) Type III 24-hr Hamp-02 Rainfall=3.00" Runoff Area=130,849 sf Runoff Volume=O.171 af Runoff Depth>O.68" Flow Length=525' Tc=19.0 min CN=71 20 Page 21 12792-PR Prepared by (enter your company name here) Type III 24-hr Hamp-02 RainfaIJ=3.00· Printed 811412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1000: Drainage Area 1000 Runoff = 1.97 cfs @ 12.40 hrs, Volume= 0.224 af, Depth> 1.47' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" Area (sf) Tc (min) 14.6 1.1 6.0 44,124 35,730 79,854 44,124 35,730 Length (feet) 100 40 CN Description 74 >75% Grass cover, Good, HSG C 98 Paved parking, HSG C 85 Weighted Average 55.26% Pervious Area 44.74% Impervious Area Slope Velocity Capacity DeSCription (ftlft) (ftlsec) (cfs) 0.0080 0.11 Sheet Row, First 100' of grass Grass: Short n= 0.150 P2= 3.00" 0.0080 0.63 Shallow Concentrated Flow, Next 40' of grass Short Grass Pasture Kv= 7.0 Ips Direct Entry, Parking Lot Page 22 6.8 170 0.0070 0.42 Shallow Concentrated Flow, Last 170 of woodslwetlands 28 .5 310 Total Woodland Kv= 5.0 fps Subcatchment 1000: Drainage Area 1000 Hydrograph Tllne (hours) Type III 24-hr Hamp-02 Rainfall=3.00" Runoff Area= 79,854 sf Runoff Volume=O.224 af Runoff Depth>1.47" Flow Length=310' Tc=28.5 min CN=85 19 Aunolf~ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-02 Rainfal/=3.00" Prepared by {enter your company name here} Printed 8/1412014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment 1100: Drainage Area 1100 Runoff = 1.17 cis @ 13.24 hrs, Volume= 0.282 ai, Depth> 0.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" Area (sf) CN Description 133,452 49 Pasture/grassland/range, Fair, HSG A 21,639 39 >75% Grass cover, Good, HSG A 7,535 36 Woods, Fair, HSG A 147,915 79 Pasture/grassland/range, Fair, HSG C 31,551 74 >75% Grass cover, Good, HSG C • 32,540 73 Woods/Wetlands, Fair, HSG C 374,632 64 Weighted Average 374,632 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (Ieet) (ftltt) (ftlsec) (cis) 20.3 100 0.0090 0.08 Sheet Flow, First 100' of pasture Grass: Dense n= 0.240 P2=3.00" 6.0 225 0.0080 0.63 Shallow Concentrated Flow, Next 225' of pasture Short Grass Pasture Kv= 7.0 Ips 2.6 190 0.0300 1.21 Shallow Concentrated Flow, Next 190' of pasture Short Grass Pasture Kv= 7.0 Ips 46.9 770 0.0030 0.27 Shallow Concentrated Flow, Last 770' of streamlwoods Woodland Kv= 5.0 Ips 75.8 1,285 Total 12792-PR Type III 24-hr Harnp-02 Rainfal/=3.00" Prepared by {enter your company name here} Printed 8114/2014 HydroCAO® 10.00 sIn 01038 © 2013 HydroCAD Software SolutionsLLC Page 24 Subcatchment 1100: Drainage Area 1100 Type III 24-hr Hamp-02 Rainfall=3.00" Runoff Area=374,632 sf Runoff Volume=O.282 af Runoff Depth>O.39" Flow Length=1,285' Tc=75.8 min CN=64 5 6 7 B 9 10 1 13 14 15 16 17 Time (hours) 19 20 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792·PR Type III 24-hr Hamp-02 Rainfal/=3.00" Prepared by {enter your company name here} Printed 811412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment 1200: Drainage Area 1200 Runoff = 1.72 cIs @ 12.31 hrs, Volume= 0.173 aI, Depth> 1.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainlall=3.00" Area (sl) 68,389 3,618 4,872 • 6,506 83,385 83,385 Tc Length (min) (Ieet) 5.8 100 5.1 215 10.0 300 20.9 615 CN Description 79 Pasture/grassland/range, Fair, HSG C 89 Gravel roads, HSG C 74 >75% Grass cover, Good, HSG C 73 WoodslWetiands, Fair, HSG C 79 Weighted Average 100.00% Pervious Area Slope Velocity Capacity Description (ftllt) (ftlsec) (cIs) 0.0800 0.29 Sheet Flow, First 100' of grass Grass: Short n= 0.150 P2= 3.00" 0.0100 0.70 Shallow Concentrated Flow, Next 215' of pasture 0.0100 Total Short Grass Pasture Kv= 7.0 Ips 0.50 Shallow Concentrated Flow, Last 300' of woodslwetlands Woodland Kv= 5.0 Ips Subcatchrnent 1200: Drainage Area 1200 Hydrograph Time (hours) Type III 24-hr Hamp-02 Rainfall=3.00" Runoff Area=83,385 sf Runoff Volume=0.173 af Runoff Depth> 1.09" Flow Length=615' Tc=20.9 min CN=79 I D Runoff! 12792·PR Prepared by {enter your company name here} Type 11/ 24-hr Hamp-02 Rainfal1=3.00· Printed 8/1412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1300: Drainage Area 1300 Runoff = 1.77cls@ 12.10hrs, Volume= 0.122 at, Depth> 0.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainlall=3.00" • Area (sf) Tc (min) 2.7 1.5 1,214 21,202 16,066 11,127 3,805 7,755 4,018 3,809 68,996 43,776 25,220 Length (teet) 100 100 CN Description 76 Gravel roads, HSG A 98 Paved parking, HSG A 39 >75% Grass cover, Good, HSG A 79 Pasture/grassland/range, Fair, HSG C 89 Gravel roads, HSG C 74 >75% Grass cover, Good, HSG C 98 Paved parking, HSG C 73 WoodslWetlands, Fair, HSG C 76 Weighted Average 63.45% Pervious Area 36.55% Impervious Area Slope Velocity Capacity Description (ft/tt) (ft/sec) (cIs) 0.0030 0.62 Sheet Flow, First 100' of pave Smooth surfaces n= 0.011 P2= 3.00" 0.0030 1.11 Shallow Concentrated Row, Next 100' of pave Paved Kv= 20.3 tps Page 26 1.0 85 0.0400 1.40 Shallow Concentrated Flow, Next 85' of pasture Short Grass Pasture Kv= 7.0 Ips 0.8 50 0.0400 1.00 Shallow Concentrated Flow, Last 50' of woods/wetlands Woodland Kv-5.0 Ips 6.0 335 Total I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Type 11/ 24-hr Hamp-02 Rainfal/=3.00" Prepared by {enter your company name here} Printed 8114/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Page 27 Subcatchment 1300: Drainage Area 1300 5 6 7 8 9 10 11 Time (hours) Type III 24-hr Hamp-02 Rainfall=3.00" Runoff Area=68,996 sf Runoff Volume=O.122 af Runoff Depth>O.93" Flow Length=335' Tc=6.0 min CN=76 12792-PR Prepared by {enter your company name here} Type 111 24-hr Hamp-02 Rainfal/=3.00" Printed 8/14/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1400: Drainage Area 1400 [49] Hint: Tc<2c1t may require smailer dt Runoff = 1.76 cIs @ 12.09 hrs, Volume= 0.119 ai, Depth> 1.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 RainlaJJ=3.00" Area (sl) Tc (min) 2.2 1.8 0.4 4,135 14,400 24,950 5,135 48,620 34,220 14,400 Length (Ieet) 100 117 40 CN Description 89 Gravel roads, HSGC 98 Paved parking, HSG C 74 >75% Grass cover, Good, HSG. C 73 Woods, Fair, HSG C 82 Weighted Average 70:38% Pervious Area 29.62% Impervious Area Slope Velocity Capacity Description (ft/It) (ft/sec) (cis) 0.0050 0.76 Sheet Flow, First 100' of pave Smooth surfaces n= 0.011 P2=3.00" 0.0030 1.11 Shallow Concentrated Flow, Next 117' of pave Paved Kv= 20.3 Ips 0.0600 1.71 Shallow Concentrated Flow, Next 40' of grass Short Grass Pasture Kv= 7,0 Ips Page 28 1.5 80 0,0300 0.87 Shallow Concentrated Row, Last SO' of woodslwetlands Woodland Kv= 5.0 Ips 5.9 337 Total I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-02 Rainfal/=3.00· Prepared by {enter your company name here} Printed 811412014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Page 29 Subcatchment 1400: Drainage Area 1400 Hydrograph Type /II 24-hr Hamp-02 Rainfall=3.00" Runoff Area=48,620 sf Runoff Volume=O.119 af Runoff Depth> 1.28" Flow Length=337' Tc=5_9 min CN=82 11 1~ 13 '4 15 Time (hours) 19 20 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-02 Rainfal/=3.00" Printed 8114/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1500: Drainage Area 1500 Runoff = 0.89 cis @ 12.39 hrs, Volume= 0.100 ai, Depth> 0.97' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainlall=3.00" Area (sf) Tc (min) 2,312 8,162 15,392 27,871 53,737 36,033 17,704 Length (feet) CN Description 98 Paved parking, HSG A 39 >75% Grass cover, Good, HSG A 98 Paved parking, HSG C 74 >75% Grass.cover, Good, HSG C 77 Weighted Average 67.05% Pervious Area 32.95% Impervious Area Slope Velocity Capacity Description (It/tt) (ftlsec) (cfs) Direct Entry, Parking Lot Page 30 6.0 20.3 430 0.0050 0.35 Shallow Concentrated Row, Last 430' of woodsfstream Woodland Kv= 5.0 Ips 26.3 430 Total s 6 7 B Subcatchment 1500: Drainage Area 1500 Type III 24-hr Hamp-02 Rainfall=3.00" Runoff Area=53,737 sf Runoff Volume=0.1 00 af Runoff Depth>0.97" Flow Length=430' Slope=0.0050 '" . Tc=26.3 min CN=77 9 10 " 12 13 14 15 16 17 18 '20 Time (hours) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Type 11/ 24-hr Hamp-02 Rainfal/=3.00" Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1600: Drainage Area 1600 Runoff = 0.96 cfs @ 12.10 hrs, Volume= 0.065 af, Depth> 1.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" Area (sf) 7,901 19,994 27,895 19,994 7,901 Tc Length (min) (feet) 6.0 CN Description 98 Paved parking, HSG C 74 >75% Grass cover, Good, HSG C 81 Weighted Average 71.68% Pervious Area 28.32% Impervious Area Slope Velocity Capacity Description (ftlft) (Wsec) (cfs) Direct Entry, Minimum Subcatchment 1600: Drainage Area 1600 Hydrograph Page 31 I &lI Runoff ~ Time (hours) Type III 24-hr Hamp-02 Rainfall=3.00" Runoff Area=27,895 sf Runoff Volume=O.065 af Runoff Depth> 1.21" Tc=6.0 min CN=81 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-02 Rainfal/=3.OO· Printed 811412014 HydroCAD® 10.00 s/nOl038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1700: Drainage Area 1700 Runoff = 0.13 cis @ 12.10 hrs, Volume= 0.009 aI, Depth> 0.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainlall=3.00· Area (51) Tc (min) 6.0 2,887 3,606 6,493 2,887 3,606 Length (feet) CN Description 39 >75% Grass cover, Good, HSG A 98 Paved parking, HSG A 72 Weighted Average 44.46% Pervious Area 55.54% Impervious Area Slope Velocity Capacity Description (ft/It) (ft/sec) (cfs) Direct Entry, Minimum Subcatchment 1700: Drainage Area 1700 Page 32 llil Runoff~ Type III 24-hr Hamp-02 Rain1all=3_00" Runoff Area=6,493 s1 Runoff Volume=O.009 a1 Runoff Depth>O.73" Tc=6.0 min CN=72 O,O:'J lJ~m~~~~~~~~t.~:::;=~~~!~~~~~!~,~ 5 10 11 12 13 14 15 16 17 16 19 20 Time (hours) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-02 Rainfal/=3.00" Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD®10.00 sIn 01038 ©2013 HydroCAD Software Solutions LLC Page 33 Summary for Subcatchment 1800: Drainage Area 1800 [45] Hint: Runoff=Zero Runoff = 0.00 cis @ 5.00 hrs, Volume= 0.000 ai, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainlall=3.00" Area (sl) 12,527 12,527 Tc Length (min) (Ieet) 13.5 100 1.8 100 15.3 200 1/ O.OOcfs o , 5 6 CN Description 39 >75% Grass cover, Good, HSG A 100.00% PelVious Area Slope (ftllt) 0.0250 0.0180 Total 7 8 Velocity Capacity Description (ftlsec) (cis) 0.12 Sheet Flow, First 100' of pasture Grass: Dense n= 0.240 P2= 3.00" 0.94 Shallow Concentrated Flow, Last 100' of pasture Short Grass Pasture Kv= 7.0 Ips Subcatchment 1800: Drainage Area 1800 Hydrograph Type 1\1 24-hr Hamp-02 Rainfall=3.00" Runoff Area=12,527 sf Runoff Volume=O.OOO af Runoff Depth=O.OO" Flow Length=200' Tc=15.3 min CN=39 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 12792-PR Type III 24-hr Hamp-02 Rainfal/=3.00· Prepared by {enter your company name here) Printed 8114/2014 HydroCAD® 10.00 sIn 01038 ©2013 HydroCAD Software Solutions LLC Inflow Area = Inflow = Summary for Pond OB#1: Detention Basin #1 1.833 ac, 44.74% Impervious, Inflow Depth> 1.47" for Hamp-02 event 1.97 cis @ 12.40 hrs, Volume=0.224 af Page 34 Outflow = 0.10 cis @ 17.01 hrs, Volume= 0.076 af, Alten= 95%, Lag= 276.2 min Discarded = Secondary = 0.10 cis @ 17.01 hrs, Volume= 0.076 af 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, cIt= 0.05 hrs Peak Elev= 216.97' @ 17.01 hrs Surf.Area= 4,444 sf Storage= 6,744 cf Plug-Flow detention time= 214.3 min calculated for 0.076 af (34% of inflow) Center-of-Mass del. time= 120.6 min (931.1 -810.5) Volume Invert Avail.Storage Storage Description #1 215.00' 18,289 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sg-ft) Inc.Store (cubic-feet) Cum. Store (cubic-feet) 215.00 216.00 217.00 218.00 219.00 Device #1 #2 Routing Discarded Secondary 2,475 3,420 4,481 5,670 6,960 Invert 215.00' 219.00' o 2,948 3,951 5,076 6,315 Outlet Devices o 2,948 6,898 11 ,974 18,289 1.020 Inlhr Exflltration over Surface area 12.0" Vert. Orifice/Grate C= 0.600 DiscardedOutFlow Max=0.10cfs @ 17.01 hrs HW=216.97' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.10 cfs) • ~ndary OutFlow Max=O.OO cis @ 5.00 hrs HW=215.00' (Free Discharge) 2:OrificeJGrate (Controls 0.00 cfs) . . I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-02 Rainfal/=3.00" Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 35 Pond DB#1: Detention Basin #1 Hydrograph Time (hours) Inflow Area=1.833 ac Peak Elev=216.97' Storage=6, 744 cf • Inflow D Outflow • Discarded .. Secondary 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-02 Rainfall=3.00· Printed 811412014 HydroCAO® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 36 Summary for Pond OB#2: Detention Basin #2 Inflow Area = 1.234 ac, 32.95% Impervious, Inflow Depth> 0.97' for Hamp-02 event Inflow = 0.89 cfs @ 12.39 hrs, Volume= 0.100 af Outflow = 0.06 cfs @ 16.40 hrs, Volume= 0.043 af, AlIen= 93%, Lag= 240.6 min Discarded = Secondary = 0.06 cfs @ 16.40 hrs, Volume= 0.043 af 0.00 cfs @ 5.00 hrs, Volume= 0.000 al Routing by Stor-Ind method, TIme Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 216.13' @ 16.40 hrs Surf.Area= 2,722 sf Storage= 2,712 cI Plug-Flow detention time= 213.7 min calculated lor 0.043 af (43% of inflow) Center-of-Mass del. time= 124.3 min ( 953.6 -829.3 ) Volume Invert Avail.Storage Storage Description #1 215.00' 9,058 cl Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sg-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 215.00 216.00 217.00 218.00 Device #1 #2 Routing Discarded Secondary 2,114 2,632 3,346 4,046 o 2,373 .2,989 3,696 Invert Outiet Devices o 2,373 5,362 9,058 215.00' 1.020 Inlhr Exfihration over Surface area 218.00' 12.0" Vert. Orifice/Grate C= 0.600 ~scarded OutFlow Max=O.06 cis @ 16.40 hrs HW=216.13' (Free Discharge) I=Exfihration (Exfiltration Controls 0.06 cfs) Secondary OutFlow Max=O.OO cfs @ 5.00 hrs HW=215.00' (Free Discharge) '-2=OrificelGrate (Controls 0.00 cis) I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I 12792-PR Type 1/1 24-hr Hamp-02 Aainfal/=3.OO" Prepared by {enter your company name here} Printed 8/1412014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Pond OB#2: Detention Basin #2 Hydrograph Inflow Area=1.234 ac Peak Elev=21S.13' Storage=2,712 cf 12 13 14 15 16 7 18 19 20 Time (hours) Page 37 _Inflow o Outflow • Discarded .~oodary 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-02 RainfaJ/=3.00· Printed 8114/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 38 Summary for Pond DB#3:Detention Basin #3 Inflow Area = 0.789 ac, 33.46% Impervious, Inflow Depth> 1.12" for Hamp-02 event Inflow = 1.08 cis @ 12.10 hrs, Volume= 0.074 al Outflow = 0.05 cis @ 16.00 hrs, Volume= 0.032 ai, Alten= 96%, Lag= 234.0 min Discarded = Secondary = 0.05 cis @ 16.00 hrs, Volume= 0.032 al 0.00 cis @ 5.00 hrs, Volume= 0.000 al Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 214.48' @ 16.00 hrs Surf.Area= 1,908 sf Storage= 2,043 cf Plug-Flow detention time= 222.9 min calculated for 0.031 af (43% of inflow) Center-of-Mass del. time= 133.5 min ( 940.0 -806.5 ) Volume Invert Avail.Storage Storage Description #1 213.00' 3,132 cf Custom Stage Data (Prismatic) listed below (Recalc) Elevation (feet) Surf.Area (sg-tt) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 213.00 214.00 215.00 Device #1 #2 Routing Discarded Secondary 868 1,552 2,292 Invert 213.00' 215.00' o 1,210 1,922 Outlet Devices o 1,210 3,132 1.020 inlhr Exflltration over Surface area 12.0" Vert. Orifice/Grate C= 0.600 ~scarded OutFlow Max=O.05 cfs @ 16.00 hrs HW=214.48' (Free Discharge) 1=Exflltration (Exfiltration Controls 0.05 cfs) ~ondary OutAow Max=O.OO cfs @ 5.00 hrs HW=213.00' (Free Discharge) 2=OrlflceJGrate (Controls 0.00 cfs) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-02 Rainfal/=3.00" Prepared by {enter your company name here} Printed 811412014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Page 39 Pond OB#3: Detention Basin #3 Hydrograph 3 Time (hours) Inflow Area=O.789 ac Peak Elev=214.48' Storage=2,043 cf • Inflow o Outflow • Discarded III Secondarv 12792-PR Prepared by {enter your company name here} Type 11/ 24-hr Hamp-02 Rainfal/=3.00" Printed 811412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LlC I nflow Area = Inflow = Outflow = Discarded = Secondary = Summary for Pond IT#1: Infiltration Trench #1 4.774ac, 0.13cls@ 0.09 cis @ 0.09 cis @ 0.00 cis @ 0.00% Impervious, Inflow Depth> 0.12" lor Hamp-02 event 12.80 hrs, Volume= 0.047 al 12.65 hrs, Volume= 0.046 ai, Alten= 36%, Lag= 0.0 min 12.65 hrs, Volume= 0.046 al 5.00 hrs, Volume= 0.000 at Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 219.31' @ 15.30 hrs Surf.Area= 1,550 sl Storage= 210 cl Plug-Flow detention time= 24.3 min calculated for 0.046 af (99% ofinflow) Center-ol-Mass del. time= 22.5 min ( 950.3 -927.8 ) Volume Invert #1 219.00' Avail.Storage Storage Description 2,046 cl Custom Stage Data (Prismatic) Listed below (Recalc) 4,650 cf Overall x 44.0% Voids Elevation (feet) Surf.Area (sg-ft) Inc.Store (cubic-feet) Cum.Store (cubic-Ieet) 219.00 220.00 221 .00 222.00 Device #1 #2 Routing Discarded Secondary 1,550 1,550 1,550 1,550 o 1,550 1,550 1,550 Invert Outlet Devices o 1,550 3,100 4,650 219.00' 2.410 inlhr Exflltration over Surface area 222.20' 12.0" Vert. Orifice/Grate C= 0.600 Discarded OutAow Max=0.09 cIs @ 12.65 hrs HW=219.04' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.09 cfs) Secondary OutFlow Max=O.OO cfs @ 5.00 hrs HW=219.00' (Free Discharge) L2=OrificeJGrate (Controls 0.00 cis) Page 40 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-02 Rainfall=3.00" Prepared by {enter your company name here} HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Pond IT#1: Infiltration Trench #1 Inflow Area=4.774 ac Peak Elev=219.31, Storage=210 cf 17 18 Printed 8/14/2014 Page 41 • Inflow o Outflow • Discarded liB Secondary 12792-PR Prepared by {enter your company name here} Type 11/ 24-hr Hamp-02 Rainfall=3.00· Printed 8114/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Inflow Area = Inflow = Outflow = Discarded = Secondary = Summary for Pond 1T#2: Infiltration Trench #2 3.282 ac, 0.00 cfs @ 0.00 cfs @ 0.00 cfs @ 0.00 cfs @ 0.00% Impervious, Inflow Depth = 0.00" for Hamp-02 event 5.00 hrs, Volume= 0.000 al 5.00 hrs, Volume= 0.000 ai, Alten= 0%, Lag= 0.0 min 5.00 hrs, Volume= 0.000 al 5.00 hrs, Volume= 0.000 al Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 219.00' @ 5.00 hrs Surf.Area= 1,550 sf Storage= 0 cf Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass del. time= (not calculated: no inflow) Volume Invert #1 219.00' Avail. Storage Storage Description 2,046 cf Custom Stage Data (Prismatic) Listed belOW (Recalc) 4,650 cf Overall x 44.0% Voids Elevation (feet) Surf.Area (sg-tt) .lnc.Store (cubic-feet) Cum. Store ( cubic-feet) 219.00 220.00 221.00 222.00 Device #1 #2 Routing Discarded Secondary 1,550 1,550 1,550 1,550 Invert 219.00' 222.20' o 1,550 1,550 1,550 Outlet Devices o 1,550 3,100 4,650 2.410 inlhr ExfiHration over Surface area 12.0" Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=O.OO cfs @ 5.00 hrs HW=219.00' (Free Discharge) '-l=ExfiHratlon (Passes 0.00 cfs of 0.09 cfs potential flow) ~ndary OutFlow Max=O.OO cfs @ 5.00 hrs HW=219.00' (Free Discharge) 2=Orifice/Grate (Controls 0.00 cfs) Page 42 I I I I I I I I I I I I I I I I I I I --- I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-02 Rainfal/=3.00' Prepared by {enter your company name here} Printed 811412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 43 Pond IT#2: Infiltration Trench #2 Inflow Area=3.282 ac Peak Elev=219.00' Storage=O cf • Inflow o Outflow • Discarded II Secondary 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-02 Rainfall=3.00· Printed 8/1412014 HydroCAD® 10.00 sin 01038 ©2013 HydroCAD Software Solutions LLC Inflow Area = Inflow = Outflow = Discarded = Secondary = Summary for Pond 1T#3: Infiltration Trench #3 4.919 ac, 0.06 cis @ 0.06 cfs @ 0.06 cfs @ 0.00 cis @ 0.00% Impervious, Inflow Depth> 0.07" lor Hamp-02 event 14.09 hrs, Volume= 0.028 al 14.20 hrs, Volume= 0.027 ai, Alten= 0%, Lag= 6.4 min 14.20 hrs, Volume= 0.027 af 5.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 219.03' @ 14.20 hrs Surf.Area= 1,550 sl Storage= 20 cf Plug-Flow detention time= 5.S min calculated tor 0.027 at (99% 01 inllow) Center-ol-Mass del. time= 3.5 min ( 962.5 -959.1 ) Volume Invert #1 219.00' Avail.Storage Storage Description 2,046 cl Custom Stage Data (Prismatic) Listed below (Recalc) 4,650 cf Overall x 44.0% Voids Elevation (Ieet) Surf.Area (sg-tt) Inc. Store (cubic-Ieet) Cum.Store (cubic-feet) 219.00 220.00 221.00 222.00 Device #1 #2 Routing Discarded Secondary 1,550 1,550 1,550 1,550 o 1,550 1,550 1,550 Invert Outlet Devices o 1,550 3,100 4,650 219.00' 2.410 Inlhr Exflltration over Surface area 222.20' 12.0" Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.09 cfs @ 14.20 hrs HW=219.03' (Free Discharge) "t......1=Exflltratlon (Exfiltration Controls 0.09 cIs) Secondary OutFlow Max=O.OO cis @ 5.00 hrs HW=219.00' (Free Discharge) "t......2=OrificelGrate (Controls 0.00 cis) Page 44 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Type 11/ 24-hr Hamp-02 Rainfall=3.00· Prepared by {enter your company name here} HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Pond IT#3: Infiltration Trench #3 Inflow Area=4.919 ac Peak Elev=219.03' Storage=20 cf 12 TIme (hours) Printed 8/1412014 Page 45 Blnfk>w o Outllow • Discarded II Secondary 12792-PR Prepared by {enter your company name here} Type 1/1 24-hr Hamp-02 Rainfal/=3.00· Printed 8/14/2014 HydroCAD® 10.00 sIn 01038 ©2013 HydroCAD Software Solutions LLC Inflow Area = Inflow = Outflow = Discarded = Secondary = Summary for Pond 1T#4: Infiltration Trench #4 3.383ac, 0.32 cis @ 0.09 cfs @ 0.09 cts @ 0.00 cfs @ 0.00% Impervious, Inflow Depth> 0.23' tor Hamp-02 event 12.65 hrs, Volume= 0.064 af 12.40hrs, Volume= 0.055 at, Alten= 73%, Lag= 0.0 min 12.40 hrs, Volume= 0.055 at 5.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, nme Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 220.23' @ 15.85 hrs Surf.Area= 1,550 sf Storage= 841 cf Plug-Flow detention time= 113.0 min calculated for 0.055 af (86% 01 inflow) Center-of-Mass del. time= 74.9 min ( 969.1 -894.2 ) Volume Invert #1 219.00' Avail.Storage Storage Description 2,046 cl Custom Stage Data (Prismatic) Listed below (Recalc) 4,650 cfOverall x 44.0% Voids Elevation Surf.Area Inc.Store Cum .Store (feet) 219.00 220.00 221.00 222.00 Device #1 #2 Routing Discarded Secondary (sg-ft) ( cubic-Ieet) (cubic-feet) 1,550 0 0 1,550 1,550 1,550 1,550 1,550 3,100 1,550 1,550 4,650 Invert Outlet Devices 219.00' 2.410 Inlhr Exfiltratlon over Surface area 222.20' 12.0" Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.09 cfs @ 12.40 hrs HW=219.06' (Free Discharge) 'L.l=Exfiltration (Exfiltration Controls 0.09 cfs) Secondary OutFlow Max=O.OO cfs @ 5.00 hrs HW=219.oo' (Free 'Discharge) 'L.2=OrificeiGrate (Controls 0.00 cis) Page 46 I I I I I I I I I I I I I I I I I I I -- I I I I I I I I I I I I I I I I I I I 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-02 Rainfal/=3.00· Printed 8114/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Pond IT#4:lnfiltration Trench #4 Hydrograph Inflow Area=3.383 ac Peak Elev=220.23' Storage=841 cf 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 47 • Inflow o Outflow • Dis-carded • Secondary 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-02 Rainfall=3.00· Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Pond SI: Subsurface Infiltration System [82) Waming: Early inflow requires earlier time span Inflow Area = Inflow = Outflow = Discarded = Secondary = 1.065 aC,1 00.00% Impervious, Inflow Depth> 2.59" for Hamp-02 event 2.03 cfs @ 12.29 hrs, Volume= 0.230 al 0.32 cfs @ 11.75 hrs, Volume= 0.229 af, Alten= 84%, Lag= 0.0 min 0.32 cIs @ 11.75 hrs, Volume= 0.229 al 0.00 cfs @ 5.00 hrs, Volume= 0.000 al Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 216.25' @ 13.13 hrs Surf.Area= 5,698 sf Storage= 3,551 cl Plug-Row detention time= 81.9 min calculated lor 0.229 af (100% of inflow) Center-ol-Mass det . time= 81.1 min ( 832.2 -751 .2 ) Volume Invert Avail.Storage Storage Description Page 48 #1 214.90' 6,595 cl Custom Stage Data (Prismatic) Listed below (Recalc) x 11 14,245 cf Overall x 46.3% Voids Elevation Surf.Area Inc.Store Cum.Store (Ieet) 214.90 215.40 216.40 217.40 Device #1 #2 Routing Discarded Secondary (sg-ft) (cubic-feet) (cubic-Ieet) 518 0 0 518 259 259 518 518 777 518 518 1,295 Invert Outlet Devices 214.90' 2.410 Inlhr Exflltratlon over Surface area 217.60' 12.0· Vert. OrHlcelGrate C= 0.600 Discarded OutAow Max=0.32 cfs @ 11 .75 hrs HW=214.94' (Free Discharge) 'L,,=ExfiHratlon (Exfiltration Controls 0.32 cfs) ~condary OutFlow Max=O.OO cfs @ 5.00 hrs HW=214.90' (Free Discharge) 2=OrificelGrate (Controls 0.00 cfs) I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I 12792·PR Type 111 24-hr Hamp-02 Rainfal/=3.00" Prepared by {enter your company name here} Printed 8114/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Pond SI: Subsurface Infiltration System Hydrograph Inflow Area=1.065 ac Peak Elev-216.25' Storage=3,551 cf 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 Time (hours) Page 49 .'nflow o Outflow • Discarded II Secondary 12792-PR Prepared by {enter your company name here} Type 11/ 24-hr Hamp-02 Rainfall=3.00· Printed 8/14/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Page 50 Summary for Link x1000: Off-Site Inflow Area = 33.483 ac, 0.00% Impervious, Inflow Depth> 0.18" for Hamp-02 event Inflow = . 1.91 cfs @ 12.81 hrs, Volume= 0.499 at Primary = 1.91 cfs @ 12.81 hrs, Volume= 0.499 at, Allen= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x1000: Off-Site Hydrograph Inflow Area=33.483 12 13 14 15 16 Time (hours) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Type 111 24-hr Hamp-02 Rainfal/=3.00" Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sin 01038 ©2013 HydroCAD Software Solutions LLC Page 51 Summary for Link x2oo0: Off-Site (Culvert) Inflow Area = 7.673 ac, 0.00% Impervious, Inflow Depth> 0.27" for Hamp-02 event Inflow = 0.59 cfs @ 13.45 hrs, Volume= 0.173 af Primary = 0.59 cfs @ 13.45 hrs, Volume= 0.173 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x2000: Off-Site (Culvert) Hydrograph Inflow Area= 7 .673 ac 20 Time (hours) 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-02 Rainfall=3.00" Printed 8/14/2014 HydroCAD® 10.00 sin 01038 ©2013 HydroCAD Software Solutions LLC Page 52 Summary for Link x3000: Off-Site I nflow Area = 1.197 ac, 0.00% Impervious, Inflow Depth> 1.15" for Hamp-02 event Inflow = 1.70 cis @ 12.10 hrs, Volume= 0.115 al Primary = 1.70cls@ 12.10hrs, Volume= 0.115al, Atlen=O%, Lag=O.Omin Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x3000: Off-Site Hydrograph Inflow Area=1.197 ac 12 13 14 15 Time (hours) I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Type 1J/24-hr Hamp-02 Rainfall=3.00" Prepared by {enter your company name here} Printed 811412014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Page 53 Summary for Link x4000: Off-Site (Culvert) Inflow Area = 3.004 ac, 1.50% Impervious, Inflow Depth> 0.68" for Hamp-02 event Inflow = 1.62 cfs @ 12.30 hrs, Volume= 0.171 af Primary = 1.62 cfs @ 12.30 hrs, Volume= 0.171 af, Atten= 0%, Lag= 0.0 min I Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs I I I I I I I I I I I I I Link x4000: Off-Site (Culvert) Hydrograph Inflow Area=3.004 ac 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-02 Rainfal/=3.00" Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Link x5000: Off-Site (Culvert-Stream) Inflow Area = 4.614 ac, 19.71% Impervious, Inflow Depth> 1.08" for Hamp-02 event Inflow = 4.44 cfs @ 12.11 hrs, Volume= . 0.414 af Primary = 4.44 cfs @ 12.11 hrs, Volume= 0.414 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link xSOOO: Off-Site (Culvert-Stream) Hydrograph Inflow Area=4.614 ac 12 13 14 15 16 17 Time (hours) Page 54 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-02 Rainfal/=3.00· Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Page 55 Summary for Link x6000: Off-Site (Culvert) Inflow Area = 8.600 ac, 0.00% Impervious, Inflow Depth> 0.39" lor Hamp-02 event Inflow = 1.17 cfs @ 13.24 hrs, Volume= 0.282 al Primary = 1.17 cis @ 13.24 hrs, Volume= 0.282 ai, Allen= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x6OOO: Off-Site (Culvert) Hydrograph Inflow Area=8.600 s:lt-:4. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 12792·PR Prepared by {enter your company name here} Type III 24-hr Hamp-02 RainfaJ/=3.00· Printed 8114/2014 HydroCAO® 10.00 sin 01038 ©2013 HydroCAD Software Solutions LLC Inflow Area = Inflow = Primary = 0.288 ac, 0.00 cfs @ 0.00 cfs @ Summary for Link x7000: Off·Site . 0.00% Impervious, Inflow Depth = 0.00' for Hamp-02 event 5.00 hrs, Volume= 0.000 af 5.00 hrs, Volume= 0.000 af, Alten= 0%, Lag= 0.0 min Primary outflow = Inflow, TIme Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x7000: Off·Site Hydrograph Inflow Area=O.288 ac -. . ~~~~Z,?.h~~~~&?.'''.w"~~/b:i"~';J!i::-1'<~~,:..;;z.~hf:''< ,::-;;~~.,;.::" 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Page 56 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I e .... r· ~ -. 1o.~T_1PI , ~, 8" 0II$1Io~) ......... Tnnd't12 e "1= ~ - Routing Diagram for 12792·PR Prepared by {enter your company name here}. Printed 8114/2014 HydroCAD® 10,00 sin 01038 1Cl2013 HydraCAD Software Solutions LLC 12792·PR Prepared by {enter your company name here} Printed 8114/2014 Page 2 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 10.044 39 >7S% Grass cover, Good, HSG A (300,400, SOO, 600, 900,1100,1300, IS00, 1700,1800) 7.424 74 >7S% Grass cover, Good, HSG C (SOO, 600, 700, 900, 1000, 1100, 1200, 1300, 1400, lS00, 1600) 0.330 76 Gravel roads, HSG A (100,900,1300) 0.807 89 Gravel roads, HSG C (700,900,1200,1300,1400) 0.239 91 Gravel roads, HSG D (100,200) 16.193 49 Pasture/grassland/range, Fair, HSG A (100, 200, 300, SOO, 600, 900, 1100) 2.206 69 Pasture/grassland/range, Fair, HSG B (200, 300) 6.032 79 Pasture/grassland/range, Fair, HSG C (700,900, 1100, 1200, 1300) 0.198 84 Pasture/grassland/range, Fair, HSG D (100, 200) 0.623 98 Paved parking, HSG A (1300, IS00, 1700) 2.888 98 Paved parking, HSG C (800,900,1000,1300,1400, IS00, 1600) 12.234 36 Woods, Fair, HSG A (100,200,1100) 1.204 60 Woods, Fair, HSG B (100, 200) 10.642 73 Woods, Fair, HSG C (100, 200, 700, 1400) S.426 79 Woods, Fair, HSG D (100, 200) 0.188 36 WoodslWetlands, Fair, HSG A (200) 1.932 73 WoodslWetiands, Fair, HSG C (200, 900, 1100, 1200, 1300) I.S30 79 WoodslWetlands, Fair, HSG D (200) 80.139 60 TOTAL AREA I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I 12792-PR Prepared by {enter your company name here} Printed 8114/2014 Page 3 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Area Soil (acres) Group 39.611 HSGA 3.410 HSGB 29.725 HSGC 7.393 HSGD 0.000 Other 80.139 Soil Listing (all nodes) Subcatchment Numbers 100.200,300,400,500,600,900,1100,1300,1500,1700,1800 100,200,300 100,200,500,600,700,800,900,1000,1100,1200,1300, 1400, 1500, 1600 100,200 TOTAL AREA I 12792·PR I Prepared by {enter your company name here} Printed 8/1412014 HvdroCAO® 10.00 sin 01038 © 2013 Hl£droCAO Software Solutions LLC Page 4 Ground Covers (all nodes) I HSG-A HSG-8 HSG-C HSG-O Other Total Ground SUbcatchl (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 10.044 0.000 7.424 0.000 0.000 17.467 >75% Grass cover, Good 300, 400, I 500, I 600, 700, I 900, I 100 0, I 110 0, 120 I 0, 130 0, I 140 0, I 150 0, 160 0, I 170 0, I 180 0 0.330 0.000 0.807 0.239 0.000 1.376 Gravel roads 100, I 200, 700, I 900, I 120 0, I 130 0, 140 I 0 - I I 12792-PR Prepared by {enter your company name here} Printed 811412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 5 I Ground Covers (all nodes) (continued) HSG-A HSG-B HSG-C HSG-O Other Total Ground Subcatchmenl I (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 16.193 2.206 6.032 0.19B 0.000 24.630 Pasture/grassland/range, Fair 100, I 200, I 300, 500, I 600. I 700, 900, I 110 0, I 120 0, 130 I 0 0.623 0.000 2.BBB 0.000 0.000 3.510 Paved parking BOO, I 900, 100 I 0, 130 0, I 140 0, 150 I 0, 160 0, I 170 0 12.234 1.204 10.642 5.426 0.000 29.506 Woods, Fair 100, I 200, I 700, I 110 0, 140 12792-PR Prepared by {enter your company name here} HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC HSG-A (acres) HSG-B (acres) Ground Covers (all nodes) (continued) HSG-C (acres) HSG-D (acres) Other (acres) Total Ground (acres) Cover Printed 8/14/2014 Page 6 I I I SUbcatchT Numbers 0.188 0.000 1.932 1.530 0.000 3.649 WoodsJWetiands, Fair 200, 900, I 110 I 0, 120 0, I 130 0 39.611 3.410 29.725 7.393 0.000 80.139 TOTALAREA I I I I I I· I I I I I I - I I I I I I I I I I I I I I I I I I I 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-10 Rainfal/=4.60" Printed 8114/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 7 Time span=S.00-20.00 hrs, dt=O.OS hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+ Trans method -Pond routing by Stor-Ind method Subcatchment 100: Drainage Area 100 Runoff Area=1,458,504 sl 0.00% Impervious Runoff Depth>0.73" Flaw Length=l ,000' Tc=36.8 min CN=56 Runoff=13.38 cIs 2.049 af Subcatchment 200: Drainage Area 200 Runoff Area=334,233 sl 0.00% Impervious Runoff Depth>0.92" Flow Length=l, 120' Tc=83.1 min CN=60 Runoff=2.64 cfs 0.591 af Subcatchment 300: Drainage Area 300 Runoff Area=207,957 sf 0.00% Impervious Runoff Depth>0.59' Flaw Length=585' Tc=27.6 min CN=53 Runoff=1.58 cfs 0.235 af Subcatchment 400: Drainage Area 400 Runoff Area=142,983 sf 0.00% Impervious Runoff Depth>0.09' Flow Length=215' Tc=8.9 min CN=39 Runoff=0.06 cfs 0.026 al Subcatchment 500: Drainage Area 500 Runoff Area=214,278 sf 0.00% Impervious Runoff Depth>0.46" Flow Length=565' Tc=26.5 min CN=50 Runoff=1.12 cIs 0.187 al Subcatchment 600: Drainage Area 600 Runoff Area=147,385 sf 0.00% Impervious Runoff Depth>0.84" Flaw Length=410' Slope=0.0080 '/' Tc=29.6 min CN=58 Runoff=1.79 cfs 0.238 al Subcatchment 700: Drainage Area 700 Runoff Area=52, 125 sf 0.00% Impervious Runoff Depth>2.37" Tc=6.0 min CN=80 Runoff=3.50 cfs 0.237 af Subcatchment 800: Drainage Area 800 Runoff Area=46,392 sf 100.00% Impervious Runoff Depth>4.05" Flow Length=400' Slope=0.0070 '/' Tc=21.9 min CN=98 Runoff=3.14 cIs 0.360 af Subcatchment 900: Drainage Area 900 Runoff Area=130,849 sf 1.50% Impervious Runoff Depth>1.66" Flow Length=525' Tc=19.0 min CN=71 Runoff=4.27 cIs 0.417 af· Subcatchment 1000: Drainage Area 1000 Runoff Area=79,854 sf 44.74% Impervious Runoff Depth>2.80" Flow Length=310' Tc=28.5 min CN=85 Runoff=3.71 cfs 0.427 af Subcatchment 1100: Drainage Area 1100 Runoff Area=374,632 sl 0,00% Impervious Runoff Depth>1.16" Flow Length=l ,285' Tc=75.8 min CN=64 Runoff=4.14 cfs 0.833 af Subcatchment 1200: Drainage Area 1200 Runoff Area=83,385 sf 0.00% Impervious Runoff Depth>2.28" Flow Length=615' Tc=20.9 min CN=79 Runoff=3.64 cfs 0.364 af Subcatchment 1300: Drainage Area 1300 Runoff Area=68,996 sl 36.55% Impervious Runoff Depth>2.05" Flaw Length=335' Tc=6.0 min CN=76 Runoff=4.01 cIs 0.270 af Subcatchment 1400: Drainage Area 1400 Runoff Area=48,620 sl 29.62% Impervious Runoff Depth>2.55" Flow Length=33T Tc=5.9 min CN=82 Runoff=3.50 cfs 0.237 af Subcatchment 1500: Drainage Area 1500 Runoff Area=53,737 sf 32.95% Impervious Runoff Depth>2.11" Flow Length=430' Slope=0.0050 'I' Tc=26.3 min CN=77 Runoff=1.98 cfs 0.217 af Subcatchment 1600: Drainage Area 1600 Runoff Area=27,895 sf 28.32% Impervious Runoff Depth>2.46" Tc=6.0 min CN=81 Runoff=1.94 cfs 0.131 af 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-10 Rainfal/=4.60' Printed 8114/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAO Software Solulions LLC Page 8 Subcatchment 1700: Drainage Area 1700 Runoff Area=6,493 sf 55.54% Impervious Runoff Deplh>I.75' Tc=6.0 min CN=72 Runoff=0.32 cfs 0.022 af Subcatchment 1800: Drainage Area 1800 Runoff Area=12,527 sf 0.00% Impervious Runoff Deplh>0.09" Flow Lenglh=200' Tc=15.3 min CN=39 Runoff=O.OO cfs 0.002 af Pond DB#1: Detention Basin #1 Peak Elev=218.35' Slorage=14,063 cf Inflow=3.71 cfs 0.427 af Discarded=0.14 cfs 0.109 af Secondary=O.OO cfs 0.000 af Outflow=0.14 cfs 0.109 af Pond DB#2: Detention Basin #2 Peak Elev=217.43' Slorage=6,872 cf Inflow=I.98 cfs 0.217 af Discarded=0.09 cfs 0.062 af Secondary=O.OO cfs 0.000 af Outflow=0.09 cfs 0.062 af Pond DB#3: Detention Basin #3 . Peak Elev=215.61, Slorage=3,132 cf Inflow=2.26 cfs 0.153 af Discarded=O.05 cfs 0.042 af Secondary=I.35 cIs 0.041 af Outflow=I.40 cfs 0.083 al Pond IT#1: Infiltration Trench #1 Peak Elev=223.15' Slorage=2,046 ct Intlow=I.58 cts 0.235 at Discarded=O.09 cIs 0.057 af Secondary=2.52 cfs 0.132 al Outflow=2.61 cIs 0.188 al Pond IT#2: Infiltration Trench #2 Peak Elev=219.03' Slorage=18 cf Inflow=0.06 cfs 0.026 af Discarded=0.06 cfs 0.026 af Secondary=O.OO cfs 0.000 af Outflow=0.06 cis 0.026 af Pond IT#3: Infiltration Trench #3 Peak Elev=222.72' Slorage=2,046 cf Inflow=1.12 cfs 0.187 af Discarded=0.09 cIs 0.056 af Secondary=1.01cfs 0.084 af Outflow=I.09 cfs 0.140 af Pond IT#4: Infiltration Trench #4 Peak Elev=223.1 0' Slorage=2,046 cl Inflow=I .79 cfs 0.238 af Discarded=0.09 cIs 0.058 af Secondary=2.42 cIs 0.133 al Outflow=2.51 cfs 0.191 af Pond SI: Subsurface Infiltration System Peak Elev=217.78' Slorage=6,595 cf Inflow=3.14 cIs 0.360 at Discarded=O.32 cfs 0.300 af Secondary=0.10 cIs 0.001 al Outflow=O.42 cfs 0.302 at Link x1ooo: Off-Site Unk x2ooo: Off-Site (Culvert) Unk x3000: Off-Site Link x40oo: Off-Site (Culvert) Unk x5OOO: Off-Site (Culvert-Stream) Link x6000: Off-Site (Culvert) Link x7oo0: Off-Site Intlow=13.38 cts 2.049 al Primary=13.38 cIs 2.049 af Inflow=3.98 cfs 0.722 af Primary=3.98 cfs 0.722 af Inflow=3.50 cfs 0.237 af Primary=3.50 cfs 0.237 af Inflow=4.75 cIs 0.635 af Primary=4.75 cfs 0.635 af Inflow=9.58 cfs 0.912 af Primary=9.58 cfs 0.912 al Inflow=4.14 cIs 0.833 at Primary=4.14 cIs 0.833 af Inflow=O.OO cfs 0.002 al Primary=O.OO cIs 0.002 af I I I I I I I I I I I I I I I I I I I .. ~ I I I I I I I I I I I I I I I I I I I 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-10 Raintal/=4.60· Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 9 Total Runoff Area = 80.139 ac Runoff Volume = 6.842 af Average Runoff Depth = 1.02" 95.62% Pervious = 76.628 ac 4.38% Impervious = 3.510 ac 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-10 Rainfal/=4.60· Printed 811412014 HydroCAD® 10.00 sin 01038 ©2013 HydroCAD Software Solutions LLC Summary for Subcatchment 100: Drainage Area 100 Runoff = 13.38 cfs @ 12.62 hrs, Volume= 2.049 af, Depth> 0.73" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-l0 Rainfall=4.60" Area (sf) 313,075 479,092 2,332 15,025 450,OBO lB9,335 8,862 703 1,458,504 1,458,504 Tc Length (min) (feet) 20.3 100 eN Description 49 Pasture/grassland/range, Fair, HSG A 36 Woods, Fair, HSG A 76 Gravel roads, HSG A 60 Woods, Fair, HSG B 73 Woods, Fair, HSG C 79 Woods, Fair, HSG D 91 Gravel roads, HSG 0 84 Pasture/grassland/range, Fair, HSG D 56 Weighted Average 100.00% Pervious Area Slope Velocity Capacity (tuft) (tusec) . (cfs) 0.1000 O.OB Description Sheet Flow, First 100 feet of woods Page 10 Woods: Dense underbrush n= O.BOO P2=3.00" 6.7 320 0.1000 0.79 Shallow Concentrated Flow, 320' of woods Forest w/Heavy Litter Kv= 2.5 fps 9.8 580 0.0200 0.99 Shallow Concentrated FlOW, 580' of pasture Short Grass Pasture Kv= 7.0 fps 36.8 1,000 Total I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-10 Rainfall=4.60· Prepared by {enter your company name here} Printed 8114/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Page 11 Subcatchment 100: Drainage Area 100 Hydrograph Type III 24-hr Hamp-10 Rainfall=4.60" Runoff Area=1 ,458,504 sf Runoff Volume=2.049 af Runoff Depth>0.73" Flow Length=1 ,000' Tc=36.8 min CN=56 Time (hours) 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-10 Rainfall=4.60· Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 200: Drainage Area 200 Runoff = 2.64 cfs @ 13.24 hrs, Volume= 0.591 aI, Depth> 0.92' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type IJl24-hr Hamp-10 RainlaJJ=4.60" • • • Area (sl) Tc (min) 23.4 5.0 54.7 83.1 104,337 46,266 8,172 8,927 37,403 5,664 334 7,924 47,032 1,537 66,637 334,233 334,233 Length (feet) 100 200 820 1,120 CN Description 49 Pasture/grassland/range, Fair, HSG A 36 Woods, Fair, HSG A 36 WoodslWetlands, Fair, HSG A 69 Pasture/grassland/range, Fair, HSG B 60 Woods, Fair, HSG 8 73 Woods, Fair, HSG C 73 WoodslWetlands, Fair, HSG C 84 Pasture/grassland/range, Fair, HSG D 79 Woods, Fair, HSG D 91 Gravel roads, HSG D 79 WoodslWetlands, Fair, HSG D 60 Weighted Average 100.00% Pervious Area Slope Velocity Capacity (ft/tt) (ft/sec) (cfs) Description 0.0700 0.07 Sheet Row, First 100' of woods Woods: Dense underbrush n= 0.800 P2= 3.00' 0.0700 0.66 Shallow Concentrated Flow, Next 200' of woods Forest w/Heavy Utter Kv= 2.5 fps 0.0100 0.25 -Shallow Concentrated Row, Last 820' of woods Forest w/Heavy Utter Kv-2.5 Ips Total I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I 12792-PR Type f1124-hr Hamp-10 Rainfal/=4.60· Prepared by {enter your company name here} .. Printed 811412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 13 5 Subcatchment 200: Drainage Area 200 Type III 24-hr Hamp-10 Rainfall=4.60" Runoff Area=334,233 sf Runoff Volume=0.591 af Runoff Depth>0.92" Flow Length=1, 120' Tc=83.1 min CN=60 B 9 Time (hours) · 12792·PR Prepared by {enter your company name here} Type III 24·hr Hamp·10 Rainfal/=4.60n Printed 811412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 300: Drainage Area 300 Runoff = 1.58 cfs @ 12.51 hrs, Volume= 0.235 af, Depth> 0.59" Runoff by SCS TR·20 method, UH=SCS, Weighted·CN, Time Span= 5.00·20.00 hrs, dt= 0.05 hrs Type III 24·hr Hamp·10 Rainfall=4.60" Area (sf) 31 ,675 89,094 87,188 207,957 207,957 Tc Length (min) (feet) 16.1 100. CN Description 49 Pasture/grassland/range, Fair, HSG A 39 >75% Grass cover, Good, HSG A 69 Pasture/grassland/range, Fair, HSG B 53 Weighted Average 100.00% Pervious Area Slope Velocity Capacity (ft/tt) (ft/sec) (efs) Description 0.0160 0.10 Sheet Flow, First 100 feet of pasture Grass: Dense n= 0.240 P2= 3.00" Page 14 11.5 485 0.0100 0.70 Shallow Concentrated Flow, Next 485' of pasture 27.6 5 Short Grass Pasture Kv= 7.0 fps 585 Total Subcatchment 300: Drainage Area 300 Hydrograph Type III 24-hr Hamp-l0 Rainfall=4.60" Runoff Area=207,957 sf Runoff Volume=O.235 Runoff Depth>O.59" Flow Length=585' Tc=27.6 min CN=53 , 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Tlme (hours) I 0 RunoH~ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I - 12792-PR Type (f/ 24-hr Hamp-10 Rainfal/=4.60· Prepared by {enter your company name here} Printed 8114/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 400: Drainage Area 400 Runoff = 0.06 cfs @ 14.63 hrs, Volume= 0.026 af, Depth> 0.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-l0 Rainfall=4.60" Area (sf) 142,983 142,983 Tc Length (min) (feet) 7.2 100 1.7 115 8.9 215 CN Description 39 >75% Grass cover, Good, HSG A 100.00% Pervious Area Slope (ft/tt) 0.0470 0.0250 Total Velocity Capacity Description (ft/sec) (cis) 0.23 Sheet Flow, First 100' of grass Grass: Short n=0.150 P2=3.00" 1.11 Shallow Concentrated Flow, Last 115' of grass Short Grass Pasture Kv= 7.0 fps Subcatchment 400: Drainage Area 400 Hydrograph Page 15 II'J Runoffj Type III 24-hr Hamp-10 Rainfall=4.60" Runoff Area=142,983 sf Runoff Volume=O.026 af Runoff Depth>O.09" Flow Length=215' Tc=8.9 min CN=39 5 6 7 11 12 13 14 15 16 17 18 19 Time (hours) 12792·PR Prepared by {enter your company name here} Type /I/24-hr Hamp-10 Rainfal/=4.60" Printed 8/14/2014 HydroCAD® 10.00 sin 01038 ©2013 HydroCAD Software Solutions LLC Summary for Subcatchment 500: Drainage Area 500 Runoff = 1.12 cis @ 12.55 hrs, Volume= 0.187 ai, Depth> 0.46' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs , dt= 0.05 hrs Type III 24-hr Hamp-l0 Rainlall=4.60" Area (sl) Tc (min) 15.4 72,720 94,378 47,180 214,278 214,278 Length (Ieet) 100 CN Description 49 Pasture/grassland/range, Fair, HSG A 39 >75% Grass cover, Good, HSG A 74 >75% Grass cover, Good, HSG C 50 Weighted Average 100.00% Pervious Area Slope Velocity Capacity (Itllt) (Wsec) (cis) Description 0.0180 0.11 Sheet Flow, First 100 ' of Pasture Grass: Dense n= 0.240 P2= 3.00' Page 16 11.1 465 0.0100 0.70 Shallow Concentrated Flow, Last 465' of pasture 26.5 5 Short Grass Pasture Kv= 7.0 Ips 565 Total Subcatchment 500: Drainage Area 500 Hydrograph Type III 24-hr Hamp-l0 Rainfall=4.60" Runoff Area=214,278 sf Runoff Volume=O.187 Runoff Oepth>O.46" Flow Length=565' Tc=26.5 min CN=50 6 B 9 Time (hours) 19 20 I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I 12792-PR Type 1//24-hr Hamp-10 Rainfal/=4.60· Prepared by {enter your company name here} Printed 8114/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 600: Drainage Area 600 Runoff = 1.79 cIs @ 12.49 hrs, Volume= 0.238 aI, Depth> 0.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-l0 Rainlall=4.60" Area (sl) Tc (min) 21.3 8.3 29.6 36,651 40,892 69,842 147,385 147,385 Length (Ieet) 100 310 410 5 6 CN Description 49 Pasture/grassland/range, Fair, HSG A 39 >75% Grass cover, Good, HSG A 74 >75% Grass cover, Good, HSG C 58 Weighted Average 100.00% Pervious Area Slope Velocity Capacity (IVIt) (It/sec) (cIs) Description 0.0080 0.08 Sheet Flow, First 100' of pasture Grass: Dense n= 0.240 P2= 3.00" 0.0080 0.63 Shallow Concentrated Flow, Last 310' of pasture Total 8 Short Grass Pasture Kv= 7.0 Ips Subcatchrnent 600: Drainage Area 600 Hydrograph Type III 24-hr Hamp-l0 Rainfall=4.60" Runoff Area=147,385 sf Runoff Volume=0.238 af Runoff Depth>0.84" Flow Length=410' Slope=0.0080 '/' Tc=29.6 min CN=58 9 10 11 15 16 17 18 19 20 Time (hours) I III Runoff ~ 12792-PR Type III 24-hr Hamp-10 Rainfal/=4.60· Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 700: Drainage Area 700 Runoff = 3.50 cfs @ 12.09 hrs, Volume= 0.237 af, Depth> 2.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-10 Rainfall=4.60" Area (sf) CN Description Tc (min) 6.0 5 27,551 19,295 2,701 2,578 52,125 52,125 Length (feet) 6 7 74 >75% Grass cover, Good, HSG C 89 Gravel roads, HSG C 73 Woods, Fair, HSG C 79 Pasture/grassland/range, Fair, HSG C 80 Weighted Average 100.00% Pervious Area Slope ' Velocity Capacity Description (Wit) (Wsec) (cfs) 8 Direct Entry. Minimum Subcatchment 700: Drainage Area 700 Hydrograph 9 , . Type III 24-hr Hamp-10 Rainfall=4.60" Runoff Area=52,125 sf Runoff Volume=O.237 af Runoff Depth>2.37" Tc=6.0 min CN=80 12 13 14 15 16 17 18 19 20 Time (hours) illl Runoff I I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-10 Rainfal/=4.60" Prepared by {enter your company name here} Printed 8/1412014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 800: Drainage Area 800 Runoff = 3.14ols @ 12.29 hrs, Volume= 0.360 ai, Depth> 4.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-10 Rainfall=4.60" Area (sf) CN Description Tc (min) 46,392 98 Paved parking, HSG C 46,392 100.00% Impervious Area Length Slope Velocity Capacity Description (Ieet) (ft/tt) (ft/sec) (cis) Direct Entry, Parking Lot Page 19 6.0 15.9 400 0.0070 0.42 Shallow Concentrated Flow, Stream thru woods Woodland Kv= 5.0 Ips 21.9 400 Total 5 6 7 8 Subcatchment 800: Drainage Area 800 Hydrograph 9 Time (hours) Type III 24-hr Hamp-10 Ralnfall=4.60" Runoff Area=46,392 sf Runoff Volume=O.360 af Runoff Oepth>4.05" Flow Length=400' Slope=O.0070 '/' Tc=21_9 min CN=98 12792·PR Prepared by {enter your company name here} Type I1J 24-hr Hamp-10 Rainfal/=4.60· Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 900: Drainage Area 900 Runoff = 4.27 cfs @ 12.28 hrs, Volume= 0.417 af, Depth> 1.66' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-l0 Rainfall=4.60" Area (sf) CN Description 13,469 49 Pasture/grassland/range, Fair, HSG A 10,839 76 Gravel roads, HSG A 8,872 39 >75% Grass cover, Good, HSG A 32 ,754 79 Pasture/grassland/range, Fair, HSG C 4,318 89 Gravel roads, HSG C 17,683 74 >75% Grass cover, Good, HSG C 1,962 98 Paved parking, HSG C • 40,952 73 WoodslWetlands, Fair, HSG C 130,849 71 Weighted Average 128,887 98.50% Pervious Area 1,962 1.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/tt) (ft/sec) (cfs) 4.3 100 0.1700 0.39 Sheet Flow, First 100' of grass Grass: Short n= 0.150 P2" 3.00" Page 20 4.9 180 0.0150 0.61 Shallow Concentrated Flow, Next 180' of woodslwetlands Woodland Kv= 5.0 fps 9.8 245 0.0070 0.42 Shallow Concentrated Flow, Last 245' of streamfwoods Woodland Kv-5.0 fps 19.0 525 Total I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-10 Rainfal/=4.60· Prepared by {enter your company name here} Printed 8114/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 21 Subcatchment 900: Drainage Area 900 Hydrograph Type III 24-hr Hamp-10 Rainfall=4.60" Runoff Area=130,849 sf Runoff Volume=O.417 af Runoff Depth> 1.66" Flow Length=525' Tc=19.0 min CN=71 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-10 Rainfal/=4.60" Printed 8114/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1000: Drainage Area 1000 Runoff = 3.71 cfs @ 12.39 hrs, Volume= 0.427 aI, Depth> 2.80' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-10 Rainlall=4.60" Area (sf) Tc (min) 14.6 1.1 6.0 44,124 35,730 79,854 44,124 35,730 Length (Ieet) 100 40 CN Description 74 >75% Grass cover, Good, HSG C 98 Paved parking, HSG C 85 Weighted Average 55.26% Pervious Area 44.74% Impervious Area Slope Velocity Capacity Description (fVlt) (fVsec) (cIs) 0.0080 0.11 Sheet Flow, First 100' of grass Grass: Short n= 0.150 P2= 3.00' 0.0080 0.63 Shallow Concentrated Flow, Next 40' ot grass Short Grass Pasture Kv= 7.0 Ips Direct Entry, Parking Lot Page 22 6.8 170 0.0070 0.42 Shallow Concentrated Flow, Last 170 of woodslwetlands 28.5 310 Total , 5 6 7 Woodland Kv= 5.0 Ips Subcatchment 1000: Drainage Area 1000 Hydrograph Type III 24-hr Hamp-10 Rainfall=4.60" Runoff Area=79,854 sf Runoff Volume=O.427 af Runoff Oepth>2.80" Flow Length=310' Tc=28.5 min CN=85 12 20 Time (hours) 10 Runoff~ I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I 12792·PR Prepared by {enter your company name here} Type III 24-hr Hamp-10 Rainfal/=4.60" Printed 811412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment 1100: Drainage Area 1100 Runoff = 4.14 cis @ 13.10 hrs, Volume= 0.833 ai, Depth> 1.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-l0 Rainlall=4.60" Area (sl) CN Description 133,452 49 Pasture/grassland/range, Fair, HSG A 21,639 39 >75% Grass cover, Good, HSG A 7,535 36 Woods, Fair, HSG A 147,915 79 Pasture/grassland/range, Fair, HSG C 31,551 74 >75% Grass cover, Good, HSG C * 32,540 73 Woods/Wetlands, Fair, HSG C 374,632 64 Weighted Average 374,632 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (Ieet) (ft/It) (ft/sec) (cis) 20.3 100 0.0090 0.08 Sheet Flow, First 100' of pasture Grass: Dense n= 0.240 P2= 3.00· 6.0 225 0.0080 0.63 Shallow Concentrated Flow, Next 225' of pasture Short Grass Pastu re Kv=7.0 Ips 2.6 190 0.0300 1.21 Shallow Concentrated Flow, Next 190' of pasture Short Grass Pasture Kv= 7.0 Ips 46.9 770 0.0030 0.27 Shallow Concentrated Flow, Last no' of strearnlwoods Woodland Kv= 5.0 Ips 75.8 1,285 Total 12792-PR Type III 24-hr Hamp-10 Raintal/=4.60· Prepared by {enter your company name here} Printed 8114/2014 HydroCAD® 10.00 sin 01038 ©2013 HydroCAD Software Solutions LLC Page 24 Subcatchment 1100: Drainage Area 1100 Hydrograph Type III 24-hr Hamp-10 Raintall=4.60" Runoff Area=374,632 st Runoff Volume=O.833 at Runoff Depth> 1.16" Flow Length=1,285' Tc=75.8 min CN=64 6 7 8 9 10 11 12 Time (hours) 17 18 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-10 Rainfal/=4.60" Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment 1200: Drainage Area 1200 Runoff = 3.64 cfs @ 12.29 hrs, Volume= 0.364 af, Depth> 2.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, cIt= 0.05 hrs Type III 24-hr Hamp-10 Rainfall=4.60" Atea (sf) 68,389 3,618 4,872 • 6,506 83,385 83,385 Tc Length (min) (feet) 5.8 100 5.1 215 10.0 300 20.9 615 5 CN Description 79 Pasture/grassland/range, Fair, HSG C 89 Gravel roads, HSG C 74 >75% Grass cover, Good, HSG C 73 Woods/Wetiands, Fair, HSG C 79 Weighted Average 100.00% Pervious Area Slope Velocity Capacity Description (ft/tt) (ft/sec) (cfs) 0.0800 0.29 Sheet Flow, First 100' of grass Grass: Short n= 0.150 P2=3.00" 0.0100 0.70 Shallow Concentrated Flow, Next 215' of pasture 0.0100 Total Short Grass Pasture Kv= 7.0 fps 0.50 Shallow Concentrated Flow, Last 300' of woodslwetlands Woodland Kv= 5.0 fps Subcatchment 1200: Drainage Area 1200 Hydrograph 1 Time (hours) Type 1/1 24-hr Hamp-10 Rainfall=4.60" Runoff Area=83,385 sf Runoff Volume=O.364 af Runoff Depth>2.28" Flow Length=615' Tc=20.9 min CN=79 I D Runoff~ 12792-PR Type III 24-hr Hamp-10 Rainfal/=4.60" Prepared by {enter your company name here} Printed 8114/2014 HydroCAD® 10.00 sin 01038 ©2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1300: Drainage Area 1300 Runoff = 4.01 cIs @ 12.09 hrs, Volume= 0.270 aI, Depth> 2.05' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-l0 Rainlall=4.60" * Area (sl) Tc (min) 2.7 1.5 1,214 21 ,202 16,066 11,127 3,805 7,755 4,018 3,809 68,996 43,776 25,220 Length (Ieet) 100 100 CN Description 76 Gravel roads, HSG A 98 Paved parking, HSG A 39 >75% Grass cover, Good, HSG A 79 Pasture/grassland/range, Fair, HSG C 89 Gravel roads, HSG C 74 >75% Grass cover, Good, HSG C 98 Paved parking, HSG C 73 WoodslWetlands, Fair, HSG C 76 Weighted Average 63.45% Petvious Area 36.55% Impetvious Area Slope Velocity Capacity Description (fllfI) (fllsec) (cIs) 0.0030 0.62 Sheet Flow, First 100' of pave Smooth surfaces n= 0.011 P2= 3.00' 0.0030 1.11 Shallow Concentrated Flow, Next 100' of pave Paved Kv= 20.3 Ips Page 26 1.0 85 0.0400 1.40 Shallow Concentrated Flow, Next 85' of pasture Short Grass Pasture Kv= 7.0 Ips 0.8 50 0.0400 1.00 ShallOW Concentrated Flow, Last 50' ofwoodslwetlands Woodland Kv= 5.0 Ips 6.0 335 Total I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-10 Rainfal/=4.60· Prepared by {enter your company name here} Printed 8114/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Page 27 Subcatchment 1300: Drainage Area 1300 Hydrograph Type III 24-hr Hamp-10 Rainfall=4.60,i Runoff Area=68,996 sf Runoff Volume=O.270 af i Runoff Depth>2.05" ~ Flow Length=335' 5 6 7 8 9 10 11 12 13 14 Time (hours) Tc=6.0 min CN=76 IIJ Runoff~ 12792·PR Type III 24-hr Hamp-10 Rainfall=4.60· Prepared by {enter your company name here} Printed 811412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1400: Drainage Area 1400 [49] Hint: Tc<2dt may require smaller dt Runoff = 3.50 cIs @ 12.09 hrs, Volume= 0.237 aI, Depth> 2.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-l0 Rainlall=4.60" Area (sf) Tc (min) 2.2 1.8 0.4 4,135 14,400 24,950 5,135 48,620 34,220 14,400 Length (Ieet) 100 117 40 CN Description 89 Gravel roads, HSG C 98 Paved parking, HSG C 74 >75% Grass cover, Good, HSG C 73 Woods, Fair, HSG C 82 Weighted Average 70.38% Pervious Area 29.62% Impervious Area Slope Velocity Capacity Description (fIIlt) (It/sec) (cis) 0.0050 0.76 Sheet Flow, First 100' of pave Smooth surfaces n= 0.011 P2=3.00" 0.0030 1.11 Shallow Concentrated Flow; Next 117' of pave Paved Kv= 20.3 Ips 0.0600 1.71 Shallow Concentrated Flow, Next 40' of grass Short Grass Pasture Kv= 7.0 Ips Page 28 1.5 80 0.0300 0.87 Shallow Concentrated Flow, Last 80' of woodslwetlands Woodland Kv-5.0 Ips 5.9 337 Total I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-10 Rainfal/=4.60" Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Page 29 Subcatchment 1400: Drainage Area 1400 Hydrogr.ph Type III 24-hr Hamp-10 Rainfall=4.60" Runoff Area=48,620 sf Runoff Volume=O.237 af Runoff Oepth>2.55" Flow Length=337' Tc=5.9 min CN=82 10 11 12 13 14 15 Time (hours) 12792-PR Type III 24-hr Hamp-10 Rainfal/=4.60" Prepared by {enter your company name here} Printed 8/1412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC . Summary for Subcatchment 1500: Drainage Area 1500 Runoff = 1.98 cfs @ 12.37 hrs, Volume= 0.217 ai, Depth> 2.11 " Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, TIme Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-l0 Rainfall=4.60" Area (sf) Tc (min) 2,312 8,162 15,392 27,871 53,737 36,033 17,704 length (Ieet) CN Description 98 Paved parKing, HSG A 39 >75% Grass cover, Good, HSG A 98 Paved parking, HSG C 74 >75% Grass cover, Good, HSG C n Weighted Average 67 .05% Pervious Area 32.95% Impervious Area Slope Velocity Capacity Description (ft/It) (ft/sec) (cis) Direct Entry, Parking Lot Page 30 6.0 20.3 430 0.0050 0.35 Shallow Concentrated Flow, Last 430' of woods/stream Woodland Kv= 5.0 Ips 26.3 430 Total 5 6 7 8 Subcatchment 1500: Drainage Area 1500 Hydrograph Time (hours) Type III 24-hr Hamp-l0 Rainfall=4.60" Runoff Area=53,737 sf Runoff Volume=O.217 af Runoff Oepth>2.11" Flow Length=430' Slope=O.0050 'f Tc=26.3 min CN=77 I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-10 Rainfal/=4.60" Prepared by {enter your company name here} Printed 8114/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1600: Drainage Area 1600 Runoff = 1.94 cfs @ 12.09 hrs,. Volume= 0.131 af, Depth> 2.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-10 Rainfall=4.60" Area (sf) 7,901 19,994 27,895 19,994 7,901 Tc Length (min) (feet) 6.0 5 6 CN Description 98 Paved parking, HSG C 74 >75% Grass cover, Good, HSG C 81 Weighted Average 71.68% Pervious Area 28.32% Impervious Area Slope Velocity Capacity Description (ft/tt) (ft/sec) (cfs) Direct Entry, Minimum Subcatchment 1600: Drainage Area 1600 Hydrograph 12 Time (hour&) Type III 24-hr Hamp-l0 Rainfall=4.60" Runoff Area=27,895 sf Runoff Volume=O.13l af Runoff Depth>2.46" Tc=6.0 min CN=81 18 19 20 Page 31 12792·PR , Prepared by {enter your company name here} Type III 24-hr Hamp-10 Rainfal/=4.60· Printed 8114/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1700: Drainage Area 1700 Runoff = 0.32 cis @ 12,10 hrs, Volume= 0.022 ai, Depth> 1,75' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-l0 Rainlall=4.60" Area (51) 2,887 3,606 6,493 2,887 3,606 Tc Length (min) (feet) 6.0 CN Description 39 >75% Grass cover, Good, HSG A 98 Paved parking, HSG A 72 Weighted Average 44,46%.Pervious Area 55,54% Impervious Area Slope Velocity Capacity Description (Wit) (Wsec) (cis) Direct Entry. Minimum Subcatchment 1700: Drainage Area 1700 Page 32 I El Runoff~ , 1 Time (hours) Type III 24-hr Hamp-10 Rainfall=4.60" Runoff Area=6,493 sf Runoff Volume=O.022 af Runoff Oepth>1_7S" Tc=6.0 min CN=72 I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-10 Rainfal/=4.60" Prepared by {enter your company name here} Printed 811412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 33 Summary for Subcatchment 1800: Drainage Area 1800 Runoff = 0.00 cis @ 14.73 hrs, Volume= 0.002 ai, Depth> 0.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-10 Rainlall=4.60" Area (51) CN Description Tc (min) 13.5 1.8 15.3 0.001 0.001 12,527 39 >75% Grass cover, Good, HSG A 12,527 100.00% Pervious Area Length Slope Velocity Capacity Description (Ieet) (WfI) (ft/sec) (cis) 100 0.0250 0.12 Sheet Flow, First 100' of pasture Grass: Dense n= 0.240 P2= 3.00" 100 0.0180 0.94 Shallow Concentrated Flow, Last 100' of pasture Short Grass Pasture Kv= 7.0 Ips 200 Total Subcatchment 1800: Drainage Area 1800 Hydrograph Type III 24-hr Hamp-10 Rainfall=4_60" Runoff Area=12,527 sf Runoff Volume=O.002 af Runoff Depth>O.09" Flow Length=200' Tc=15.3 min CN=39 Time (hours) 17 18 20 I iii Runoff ~ 12792-PR Prepared by (enter your company name here) Type III 24-hr Hamp-10 Rainfal/=4.60· Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 34 Summary for Pond OB#1: Detention Basin #1 Inflow Area = 1.833 ac, 44.74% Impervious, Inflow Depth> 2.80" for Hamp-l0 event Inflow = 3.71 cfs @ 12.39 hrs, Volume= 0.427 af Outflow = 0.14cfs@ 17.87hrs, Volume= 0.109af, Atten=96%, Lag=328.6min Discarded = Secondary = 0.14 cfs @ 17.87 hrs, Volume= 0.109 af 0.00 cfs @ 5.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 218.35' @ 17.87 hrs Surf.Area= 6,127 sf Storage= 14,063 cf Plug-Row detention time= 227.7 min calculated for 0.108 af (25% of inflow) Center-ol-Mass del. time= 116.0 min ( 911 .8 -795.8 ) Volume Invert Avail.Storage Storage Description #1 215.00' 18,289 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sg-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 215.00 216.00 217.00 218.00 219.00 Device #1 #2 Routing Discarded Secondary 2,475 3,420 4,481 5,670 6,960 Invert 215.00' 219.00' o 2,948 3,951 5,076 6,315 Outlet Devices o 2,948 6,898 11,974 18,289 1.020 Inlhr Exfiltratlon over Surface area 12.0" Vert. Orifice/Grate C= 0.600 ~scarded OutFlow Max=D.14 cfs @ 17.87 hrs HW=218.35' (Free Discharge) l=Exflltration (Exfiltration Controls 0.14 cfs) Secondary OutFlow Max=O.OO cfs @ 5.00 hrs HW=215.00' (Free Discharge) 't.-2=OrificefGrete (Controls 0.00 cfs) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-10 Rainfal/=4.60· Prepared by {enter your company name here} Printed 811412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 35 Pond DB#1: Detention Basin #1 Time (hours) Inflow Area=1.833 ac Peak Elev=218.35' Storage=14;063 cf III Inflow o Outflow • Discarded ~ Secondary 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-10 Rainfall=4.60· Printed 8/14/2014 HydroCAD® 10.00 sin 01038 ©2013 HydroCAD Software Solutions LLC Page 36 Summary for Pond OB#2: Detention Basin #2 Inflow Area = 1.234 ac, 32.95% Impervious, Inflow Depth> 2.11" lor Hamp-10 event Inflow = 1.98 cis @ 12.37 hrs, Volume= 0.217 al Outflow = 0.09 cIs @ 17.82 hrs, Volume= 0.062 ai, Alten= 96%, Lag= 327.1 min Discarded = Secondary = 0.09 cIs @ 17.82 hrs, Volume= 0.062 al 0.00 cis @ 5.00 hrs, Volume= 0.000 al Routing by Stor-Ind method, TIme Span= 5.00-20.00 hrs, cit= 0.05 hrs Peak Elev= 217.43' @ 17.82 hrs Surf.Area= 3,648 sl Storage= 6,872 cl Plug-Flow detention time= 216.4 min calculated lor 0.062 af (29% 01 inflow) Center-ol-Mass del. time= 119.4 min ( 931.9 -812.4 ) Volume Invert Avail.Storage Storage Description #1 215.00' 9,058 cl Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (Ieet) Surf. Area (s9-ft) Inc.Store (cubic-feet) Cum.Store ( cubic-Ieet) 215.00 216.00 217.00 218.00 Device #1 #2 Routing Discarded Secondary 2,114 2,632 3,346 4,046 Invert 215.00' 218.00' o 2,373 2,989 3,696 Outlet Devices o 2,373 5,362 9,058 1.020 inlhr Exfiltration over Surface area 12.0· Vert. Orifice/Grate C= 0.600 ~scarded OutFlow Max=0.09 cis @ 17.82 hrs HW=217.43' (Free Discharge) 1 =Exfiltration (Exfiltration Controls 0.09 cis) Secondary OutFlow Max=O.OO cis @ 5.00 hrs HW=215.00' (Free Discharge) L2--orificeiGrat8 (Controls 0.00 cis) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-10 Raintal/=4.60" Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 37 Pond OB#2: Detention Basin #2 Hydrograph 12 13 14 Time (hours) Inflow Area=1.234 ac Peak Elev=217.43' Storage=6,872 cf 16 17 18 19 20 _Inflow o Outflow • Discarded III Secondary 12792-PR Prepared by {enter your company name here} Type 11/ 24-hr Hamp-10 Rainfal/=4.60· Printed 8/1412014 HydroCAD® 10.00 sin 01038 ©2013 HydroCAD Software Solutions LLC Page 38 . Summary for Pond OB#3: Detention Basin #3 [93] Warning: Storage range exceeded by 0.61' [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=49) Inflow Area = 0.789 ac, 33.46% Impervious, Inllow Depth> 2.33" tor Hamp-10 event Inflow = 2.26 cis @ 12.09 hrs, Volume= 0.153 at Outflow = 1.40 cis @ 12.40 hrs, Volume= 0.083 at, Alten= 38%, Lag= 18.4 min Discarded = Secondary = 0.05 cfs @ 12.40 hrs, Volume= 0.042 al 1.35 cis @ 12.40 hrs, Volume= 0.041 at Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 215.61' @ 12.40 hrs Surf.Area= 2,292 sf Storage= 3,132 cf Plug-Flow detention time= 153.5 min calculated for 0.083 al (54% 01 inflow) Center-ol-Mass det. time= 73.0 min ( 863.4 -790.4 ) Volume Invert Avail.Storage Storage Description #1 213.00' 3,132 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (Ieet) Surf.Area (sg-It) Inc.Store (cubic-Ieet) Cum.Store (cubic-feet) 213.00 214.00 215.00 Device #1 #2 Routing Discarded Secondary 868 1,552 2,292 o 1,210 1,922 Invert Outlet Devices o 1,210 3,132 213.00' 1.020 Inlhr Exfiltration over Surface area 215.00' 12.0" Vert. Orifice/Grate C= 0.600 ~scarcled OutFlow Max=0.05 cfs @ 12.40 hrs HW=215.61' (Free Discharge) 1 =Exflltration (Exliltration Controls 0.05 cfs) SecondaryOutFlow Max=1.35 cfs @ 12.40 hrs HW=215.61' (Free Discharge) L2=OrlflceiGrete (Orifice Controls 1.35 cIs @ 2.67 fps) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-10 Rainfal/=4.60" Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 39 Pond OB#3: Detention Basin #3 Hydrograph Time (hours) Inflow Area=O.789 ac Peak Elev=215.61, Storage=3,132 cf 19 20 • Inflow o Outflow • Discarded (!J Secondary 12792·PR Type III 24-hr Hamp-10 Rainfall=4.60· Prepared by {enter your company name here} HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Pond 1T#1: Infiltration Trench #1 [93] Warning: Storage range exceeded by 1.15' [88] Warning: Qoul>Qin rnay require smaller cit or Finer Routing [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=70) Printed 8/14/2014 Page 40 Inflow Area = 4.774 ac, 0.00% Impervious, Inflow Depth> 0.59" for Hamp-10 event Inflow = Outflow = Discarded = Secondary = 1.58 cis @ 12.51 hrs, Volume= 0.235 al 2.61 cis @ 12:70 hrs, Volume= 0.188 af, Atten= 0%, Lag= 11.1 min 0.09 cfs @ 12.15 hrs, Volume= 0.057 af 2.52 cfs @ 12.70 hrs, Volume= 0.132 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 223.15' @ 12.70 hrs Surf.Area= 1,550 sf Storage= 2,046 cf Plug-Flow detention time= 83.7 min calculated/or 0.188 af (80% of inflow) Center-of-Mass de!. time= 30.7 min ( 899.5 -868 .8 ) Volume Invert #1 219.00' Avail.Storage Storage Description 2,046 cf Custom Stage Data (Prismatic) Listed below (Recalc) 4,650 cf Overall x 44.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) 219.00 220.00 221.00 222.00 Device #1 #2 Routing Discarded Secondary (59-It) 1,550 1,550 1,550 1,550 Invert 219.00' 222.20' ! cubic-feet) ! cubic-feet} 0 0 1,550 1,550 1,550 3,100 1,550 4,650 Outiet Devices 2.410 inlhr Exfiltratlon over Surface area 12.0· Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=O.09 cfs @ 12.15 hrs HW=219.06' (Free Discharge) 'L.1=Exfiltration (Exfiltration Controls 0.09 cfs) Secondary OutFlow Max=2.50 cfs @ 12.70 hrs HW=223.13' (Free Discharge) 'L.2=OrificeJGrate (Orifice Controls 2.50 cIs @ 3.28 Ips) I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-10 Rainfal/=4.60" . Prepared by {enter your company name here} HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Pond IT#1: Infiltration Trench #1 Hydrograph Inflow Area=4.774 Peak Elev=223. Storage=2,046 Printed 811412014 Page 41 • Inflow o Outflow • Discarded III Secondary 12792·PR Prepared by {enter your company name here} Type III 24-hr Hamp-10 Rainfal/=4.60· Printed 8/1412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Inflow Area = Inflow = Outflow = Discarded = Secondary = Summary for Pond 1T#2: Infiltration Trench #2 3.282ac, 0.06 cis @ 0.06 cis @ 0.06 cis @ 0.00 cis @ 0.00% Impervious, Inflow Depth> 0.09' for Hamp-10 event 14.63 hrs, Volume= 0.026 af 14.71 hrs, Volume= 0.026 af, Alten= 0%, Lag= 5.2 min 14.71 hrs, Volume= 0.026 al 5.00 hrs, Volume= 0.000 al Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, eft= 0.05 hrs Peak Elev= 219.03' @ 14.71 hrs Surf.Area= 1,550 sl Storage: 18 cl Plug-Row detention time= 5.5 min calculated, lor 0.026 af (99% of inflow) Center-of-Mass del. time= 3.4 min ( 958.9 -955.5 ) Volume Invert #1 219.00' Avail.Storage Storage Description 2,046 cf Custom Stage Data (Prismatic) Usted below (Recalc) 4,650 cf Overall x 44.0% Voids Elevation Surf.Area Inc. Store Cum.Store (Ieet) 219.00 220.00 221.00 222.00 Device #1 #2 Routing Discarded Secondary (sg-ft) 1,550 1,550 1,550 1,550 Invert 219.00' 222.20' (cubic-feet) (cubic-feet) 0 0 1,550 1,550 1,550 3,100 1,550 4,650 Outlet Devices 2.410 inlhr Exfiltration over Surface area 12.0" Vert. OrificefGrate C= 0.600 Discarded OutFlow Max=0.09 cis @ 14.71 hrs HW=219.03' (Free Discharge) "t....1=Exfiltration (Exliltration Controls 0.09 cis) Secondary OutFlow Max=O.OO cis @ 5.00 hrs HW=219.00' (Free Discharge) "t....2=OrificeiGrate (Controls 0.00 cfs) Page 42 I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-10 Rainfal/=4.60' Printed 811412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 43 Pond 1T#2: Infiltration Trench #2 Inflow Area=3.282 ac Peak Elev=219.03' Storage=18 cf Time (hours) • Inflow o Outflow • Discarded .. Secondary 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-10Rainfall=4.60" Printed 811412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Pond 1T#3: Infiltration Trench #3 [93] Warning: Storage range exceeded by 0.72' [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=68) Inflow Area = Inflow = Outflow = Discarded = Secondary = 4.919 ac, 0.00% Impervious, Inflow Depth> 0.46" for Hamp-10 event 1.12 cfs @ 12.55 hrs, Volume= 0.187 af 1.09 cfs @ 12.95 hrs, Volume= 0.140 af, Alten= 2%, Lag= 24.2 min 0.09 cfs @ 12.20 hrs, Volume= 0.056 af 1.01 cfs @ 12.95 hrs , Volume= 0.084 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 222.72' @ 12.95 hrs Surf.Area= 1,550 sf Storage= 2,046 cf Plug-Flow detention time= 104.8 min calculated for 0.140 af (75% of inflow) Center-of-Mass del. time= 41.9 min ( 921 .5 -879.6 ) Volume Invert #1 219.00' Avail.Storage Storage Description 2,046 cf Custom Stage Data (Prismatic) Listed below (Recale) 4,650 cf Overall x 44.0% Voids Elevation (feet) Surf.Area (sg-It) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 219.00 220.00 221 .00 222.00 Device #1 #2 Routing Discarded Secondary 1,550 1,550 1,550 1,550 o 1,550 1,550 1,550 Invert Outlet Devices o 1,550 3,100 4,650 219.00' 2.410 Inlhr Exflltration over Surface area 222.20' 12.0" Vert. OrificelGrate C= 0.600 Discarded OutFlow Max=0.09 cfs @ 12.20 hrs HW=219.05' (Free Discharge) 't....1=Exflitration (Exfiltration Controls 0.09 cfs) Secondary OutFlow Max=0.97 cfs @ 12.95 hrs HW=222.71' (Free Discharge) 't....2=OrlflcelGrate (Orifice Controls 0.97 cIs @ 2.42 fps) Page 44 I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I - 12792-PR Type III 24-hr Hamp-1O Raintal/=4.60· Prepared by {enter your company name here} HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Pond IT#3: Infiltration Trench #3 Hydrograph Inflow Area=4.919 .-::::"!!"'I Peak Elev=222.72' Storage=2,046 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Printed 811412014 Page 45 .lnHow DOL/tflaw • Discarded In Secondary 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-10 Rainfal/=4.60· Printed 811412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Pond IT#4: Infiltration Trench #4 [93] Warning: Storage range exceeded by 1.10' [88] Warning: Qout>Qin may require smaller d1 or Finer Routing [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=71) Inflow Area = Inflow = Outflow = Discarded = Secondary = 3.383 ac, 0.00% Impervious, Inflow Depth> 0.84" for Hamp-l0 event 1.79 cfs @ 12.49 hrs, Volume= 0.238 af 2.51 cfs @ 12.60 hrs, Volume= 0.191 af, Alten= 0%, Lag= 6.6 min 0.09 cfs @ 12.05 hrs, Volume= 0.058 af 2.42 cfs @ 12.60 hrs, Volume= 0.133 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 223.10' @ 12.60 hrs Surf.Area= 1,550 sf Storage= 2,046 cf Plug-Flow detention time= 79.8 min calculated for 0.190 af (80% of inflow) Center-of-Mass del. time= 27.9 min ( 883.2 -855.3 ) Volume Invert #1 219.00' Avail.Storage Storage Description 2,046 cf Custom Stage Data (Prismatic) Listed below (Recalc) 4,650 cf Overall x 44.0% Voids Elevation (feet) Surf.Area (sg-ft) Inc.Store (cubic-feet) Cum. Store (cubic-feet) 219 .00 220 .00 221.00 222.00 Device #1 #2 Routing Discarded Secondary 1,550 1,550 1,550 1,550 Invert 219.00' 222.20' o 1,550 1,550 1,550 Outlet Devices o 1,550 3,100 4,650 2.410 Inlhr Exflltration over Surface area 12.0" Vert. Orifice/Grate C= 0.600 Discarded OutRow Max=0.09 cfs @ 12.05 hrs HW=219.04' (Free Discharge) 't-l=Exflltration (Exfiltration Controls 0.09 cfs) Secondary OutFlow Max=2.27 cfs @ 12.60 hrs HW=223.06' (Free Discharge) 't-2=OrificafGrate (Orifice Controls 2.27 cfs @ 3.16 fps) Page 46 I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-10 Rainfal/=4.60" Prepared by {enter your company name here} HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Pond 1T#4: Infiltration Trench #4 Peak Elev=~!23,.I1i: Storage=2,046 Printed 8/14/2014 Page 47 • Inflow o Outflow • Discarded !iii Secondary 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-10 Ralnfal/=4.60" Printed 8/14/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Summary for Pond SI: Subsurface InfiHration System [82] Warning: Early inflow requires earlier time span [93] Waming: Storage range exceeded by 0.38' [85] Waming: Oscillations may require smaller dt or Finer Routing (severity=l) Inflow Area = 1.065 ac,100.00% Impervious, InflOW Depth> 4.05" for Hamp-10 event Inflow = 3.14 cfs @ 12.29 hrs, Volume= 0.360 af Page 48 Outflow = 0.42 cfs @ 13.31 hrs, Volume= 0.302 af, Allen= 87%, lag= 61 .4 min Discarded = Secondary = 0.32 cfs @ 11.15 hrs, Volume= 0.300 af 0.10 cfs @ 13.31 hrs, Volume= 0.001 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 217.78' @ 13.32 hrs Surf.Area= 5,698 sf Storage= 6,595 cf Plug-Flow detention time= 146.0 min calculated for 0.301 af (84% of inflow) Center-of-Mass del. time= 99.7 min ( 847.0 -747.4) Volume Invert #1 214.90' Avail.Storage Storage Description 6,595 cf Custom Stage Data (Prismatic) Listed below (Recalc) x 11 14,245 cf Overall x 46.3% Voids Elevation Surf.Area Inc.Store Cum. Store (feet) (sg-ft) (cubic-feet) (cubic-feet) 214.90 518 0 0 215.40 518 259 259 216.40 518 518 777 217.40 518 518 1,295 Device Routing Invert Outlet Devices #1 Discarded 214.90' 2.410 inlhr Exfiltration over Surface area #2 Secondary 217.60' 12.0" Vert. Orifice/Grate C= 0.600 Discarded Outflow Max=O.32 cfs @ 11.15 hrs HW=214.94' (Free Discharge) 'L,1 =Exfiltratlon (Exfiltration Controls 0.32 cfs) Secondary OutFlow Max=0.09 cfs @ 13.31 hrs HW=217.74' (Free Discharge) 'L,2=OrificefGrate (Orifice Controls 0.09 cfs @ 1.28 fps) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-10 Rainfal/=4.60· Prepared by {enler your company name here} Printed 811412014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Pond SI: Subsurface Infiltration System Inflow Area=1.065 ac Peak Elev=217.78' Storage=6,595 cf Page 49 • Inflow o Outflow • Discarded o Secondary 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-10 Rainfafl=4.60· Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 50 Summary for Link x1000: Off-Site Inflow Area = 33.483 ae, 0.00% Impervious, Inflow Depth> 0.73" for Hamp-10 event Inflow = 13.38 efs @ 12.62 hrs, Volume= 2.049 af Primary = 13.38 cfs @ 12.62 hrs, Volume= 2.049 af, Alten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x1000: Off-Site Inflow 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Time (hours) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Prepared by {enter your company name here} Type J//24-hr Hamp-10 Rainfall=4.60" Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 51 Summary for Link x2000: Off-Site (Culvert) Inflow Area = 7.673 ac, 0.00% Impervious, Inflow Depth> 1.13" lor Hamp-10 event Inflow = 3.98 cis @ 12.70 hrs, Volume= 0.722 at Primary = 3.98 cts @ 12.70 hrs, Volume= 0.722 at, Allen= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x2000: Off-Site (Culvert) Hydrograph Inflow Area= 7.673 16 17 18 19 20 Time (hours) 12792-PR Type 11/ 24-hr Hamp-10 Rainfal/=4.60· Prepared by {enter your company name here} Printed 8/1412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 52 Summary for Link x3000: Off-Site Inflow Area = 1.197 ac, 0.00% Impervious, Inflow Depth> 2.37" for Hamp-10event Inflow = 3.50 cfs @ 12.09 hrs, Volume= 0.237 af Primary = 3.50 cfs @ 12.09 hrs, Volume= 0.237 ai, Atten= 0%, Lag= 0.0 min Primary outflow", Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x3000: Off-Site Hydrograph Inflow Area=1.197 ac Time (hour.) I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-10 Rainfal/=4.60" Prepared by {enter your company name here} Printed 811412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 53 Summary for Link x4000: Off-Site (Culvert) Inflow Area = 3.004 ac, 1.50% Impervious, Inflow Depth> 2.54" for Hamp-10 event Inflow = 4.75 cfs @ 12.60 hrs, Volume= 0.635 af Primary = 4.75 cfs @ 12.60 hrs, Volume= 0.635 af, Atlen= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x4000: Off-Site (Culvert) Hydrograph Inflow Area=3.004 15 16 Time (hours) 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-10 Rainfal/=4.60· Printed 811412014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions lLC Summary for Link x5000: Off-Site (Culvert-Stream) Inflow Area = 4.614 ac, 19.71% Impervious, Inflow Depth> 2.37' for Hamp-10 event Inflow = 9.58 cfs @ 12.11 hrs, Volume= 0.912 af Primary = 9.58 cfs @ 12.11 hrs, Volume= 0.912 at,. Alten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x5000: Off-Site (Culvert-Stream) Inflow Area=4.614 ac 12 13 14 15 Time (hours) Page 54 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-10 Rainfal/=4.60" Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 55 Summary for Link x6000: Off-Site (Culvert) Inflow Area = 8.600 ac, 0.00% Impervious, Inflow Depth> 1.16" for Hamp-10 event Inflow = 4.14 cfs @ 13.10 hrs, Volume= 0.833 af Primary = 4.14 cfs @ 13.10 hrs, Volume= 0.833 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link XSOOO: Off-Site (Culvert) Inflow Area=8.600 ... H!"'-'" Time (hours) 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-10 Rainfall=4.60' Primed 8114/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 56 Summary for Link x7000: Off-Site Inflow Area = 0.288 ac, 0.00% Impervious, Inflow Depth> 0.09" for Hamp-10 event Inflow = 0.00 cfs @ 14.73 hrs, Volume= 0.002 af Primary = 0.00 cfs @ 14.73 hrs, Volume= 0.002 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, d!= 0.05 hrs Link x7000: Off-Site Hydrograph Inflow Area=O.288 ac 14 15 16 17 18 19 20 I I I I 1 I I I I I I I .1 I I· I I I I - I I I I I I I I I I I I I I I I I I I Routing Diagram for 12792-PR Prepared by {enter your company name here}, Printed 8114/2014 HydroCAO® 10.00 sin 0103B © 2013 HydroCAD Software Solutbns LLC 12792·PR Prepared by {enter your company name here} Printed 811 412014 Page 2 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Area Ustlng (all nodes) Area CN Description (acres) (subcatchment-numbers) 10.044 39 >7S% Grass cover, Good, HSG A (300, 400, SOO, 600, 900, 1100, 1300, lS00, 1700, 1800) 7.424 74 >7S% Grass cover, Good, HSG C (SOO, 600, 700, 900,1000,1100,1200,1300, 1400, lS00, 1600) 0.330 76 Gravel roads, HSG A (100, 900, 1300) 0.807 89 Gravel roads, HSG C (700,900, 1200, 1300, 1400) 0.239 91 Gravel roads, HSG D (100,200) 16.193 49 Pasture/grassland/range, Fair, HSG A (100,200,300, SOO, 600, 900, 1100) 2.206 69 Pasture/grassland/range, Fair, HSG B (200, 300) 6.032 79 Pasture/grassland/range, Fair, HSG C (700, 900, 1100, 1200, 1300) 0.198 84 Pasture/grassland/range, Fair, HSG D (100,200) 0.623 98 Paved parking, HSG A (1300, IS00, 1700) 2.888 98 Paved parking, HSG C (800, 900, 1000, 1300, 1400, IS00, 1600) 12.234 36 Woods, Fair, HSG.A (100,200,1100) 1.204 60 Woods, Fair, HSG B (100, 200) 10.642 73 Woods, Fair, HSG C (100, 200, 700, 1400) S.426 79 Woods, Fair, HSG D (100, 200) 0.188 36 WoodsiWetlands, Fair, HSG A (200) 1.932 73 WoodsiWetlands, Fair, HSG C (200, 900, 1100, 1200, 1300) I.S30 79 WoodslWetlands, Fair, HSG D (200) 80.139 60 TOTAl-AREA I I I I I I I I I I I I I I I I I I I I I I I I' I I I I I I I I I I I I I I 12792·PR Prepared by {enter your company name here} Printed 8114/2014 Page 3 HydroCAD® 10.00 sIn 01038 ©2013 HydroCAD Software Solutions LLC Area Soil (acres) Group 39.611 HSGA 3.410 HSG B 29.725 HSGC 7.393 HSG 0 0.000 Other 80.139 Soli Wstlng (all nodes) Subcatchm9nt Numbers 100,200,300,400,500,600,900,1100,1300,1500,1700,1800 100,200,300 100,200,500,600,700,800,900,1000,1100,1200,1300, 1400, 1500, 1600 100,200 TOTAl AREA I 12792-PR I Prepared by {enter your company name here} Printed 811412014 H:t:droCAD® 10.00 sIn 01038 © 2013 H:t:droCAO Software Solutions LLC Page 4 Ground Covers (all nodes) I HSG-A HSG-B HSG-C HSG-O Other Total Ground SUbcatchl (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 10.044 0.000 7.424 0.000 0.000 17.467 >75% Grass cover, Good 300, 400, I SOD, I 600, 700, I 900, I 100 0, I 110 0, 120 I 0, 130 0, I 140 0, 150 I 0, 160 0, I 170 0, I 180 0 0.330 0.000 0.807 0.239 0.000 1.376 Gravel roads 100, I 200, 700, I 900, 120 I 0, I 130 0, 140 I 0 I I 12792-PR Prepared by {enter your company name here} Printed 8/1412014 H;idroCAD® 10.00 sIn 01038 © 2013 H;idroCAD Software Solutions llC Page 5 I Ground Covers (all nodes) (continued) HSG-A ·HSG-B HSG-C HSG-D Other Total Ground Subcatchmen I (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 16.193 2.206 6.032 0.198 0.000 24.630 Pasture/grassland/range, Fair 100, • 200, I 300, 500, I 600, I 700, 900, I 110 0, I 120 0, 130 I 0 0.623 0.000 2.888 0.000 0.000 3.510 Paved parking 800, I 900, 100 I 0, 130 0, I 140 0, 150 I 0, 160 I 0, 170 0 I 12.234 1.204 10.642 5.426 0.000 29.506 Woods, Fair 100, 200, I 700, I 110 0, 140 12792-PR Prepared by {enter your company name here} HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC HSG-A (acres) HSG-B (acres) Ground Covers (all nodes) (continued) HSG-C (acres) HSG-D (acres) Other (acres) Total Ground (acres) Cover Printed 8/1412014 Page 6 I I I SUbcatchT Numbers 0.188 0.000 1.932 1.530 0.000 3.649 WoodsiWetlands, Fair 200, 900, I 110 I 0, 120 0, I 130 0 39.611 3.410 29.725 7.393 0.000 80.139 TOTAL AREA I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfal/=6.50" Printed 8/14/2014 HydroCAD® 10.00 sIn 01038 ©2013 HydroCAD Software Solutions LLC Page 7 Time span=S.00-20.00 hrs, dt=O.OS hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+ Trans method -Pond routing by Stor-Ind method Subcatchment 100: Drainage Area 100 Runoff Area=I,458,504 sl 0.00% Impervious Runoff Depth> 1.70" Flow Length=I,OOO' Tc=36.8 min CN=56 Runoll=35.35 cis 4.742 al Subcatchment 200: Drainage Area 200 Runoll Area=334,233 sl 0.00% Impervious Runoff Depth> 1.99" Flow Length=I,120' Tc=83.1 min CN=60 Runoff=6.15 cfs 1.272 al Subcatchment 300: Drainage Area 300 Runoff Area=207,957 sl 0.00% Impervious Runoff Depth> 1.47" Flow Length=585' Tc=27.6 min CN=53 Runoff=4.78 cis 0.583 al Subcatchment 400: Drainage Area 400 Runoff Area=142,983 sl 0.00% Impervious Runoff Depth>0.51" Flow Length=215' Tc=8.9 min CN=39 Runoff=0.88 cis 0.139 al Subcatchment 500: Drainage Area SOO Runoff Area=214,278 sl 0.00% Impervious Runoff Depth> 1.24" Flow Length=565' Tc=26.5 min CN=50 Runoff=4.03 cis 0.507 al Subcatchment 600: Drainage Area 600 Runoff Area=147,385 sl 0.00% Impervious Runoff Depth>I.87" Flow Length=410' Slope=0.0080 '/' Tc=29.6 min CN=58 Runoff=4.41 cis 0.528 al Subcatchment 700: Drainage Area 700 Runoff Area=52,125 sl 0.00% Impervious Runoff Depth>3.98" Tc=6.0 min CN=80 Runoff=5.78 cis 0.396 al Subcatchment 800: Drainage Area 800 Runoff Area=46,392 sl 100.00% Impervious Runoff Depth>5.78" Flow Length=400' Slope=0.0070 '/' Tc=21.9 min CN=98 Runoff=4.45 cis 0.513 al Subcatchment 900: Drainage Area 900 Runoff Area=130,849 sl 1.50% Impervious Runoff Depth>3.06" Flow Length=525' Tc=19.0 min CN=71 Runoff=7.98 cfs 0.766 al Subcatchment 1000: Drainage Area 1000 Runoff Area=79,854 sl 44.74% Impervious Runoff Depth>4.48' Flow Length=31 0' Tc=28.5 min CN=85 Runoff=5.83 cis 0.684 al Subcatchment 1100: Drainage Area 1100 Runoff Area=374,632 sl 0.00% Impervious Runoff Depth>2.35' Flow Length=I,285' Tc=75.8 min CN=64 Runoff=8.79 Cis 1.681 al Subcatchment 1200: Drainage Area 1200 Runoff Area=83,385 sl 0.00% Impervious Runoff Depth>3.85' Flow Length=615' Tc=20.9 min CN=79 Runoff=6.10 cis 0.615 al Subcatchment 1300: Drainage Area 1300 Runoff Area=68,996 sl 36.55% Impervious Runoff Depth>3.57" Flow Length=335' Tc=6.0 min CN=76 Runoff=6.94 cis 0.471 al Subcatchment 1400: Drainage Area 1400 Runoff Area=48,620 sl 29.62% Impervious Runoff Depth>4.19" Flow Length=337' Tc=5.9 min CN=82 Runoff=5.64 cfs 0.389 al Subcatchment 1500: Drainage Area 1500 Runoff Area=53,737 sl 32.95% Impervious Runoff Depth>3.64" Flow Length=430' Slope=0.0050 '/' Tc=26.3 min CN=77 Runoff=3.40 cfs 0.375 al Subcatchment 1600: Drainage Area 1600 Runoff Area=27,895 sl 28.32% Impervious Runoff Depth>4.08" Tc=6.0 min CN=81 Runoff=3.16 cis 0.218 al 12792·PR Prepared by {enter your company name here) Type III 24-hr Hamp-100 Rainfall=6.50· Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 8 Subcatchment 1700: Drainage Area 1700 Runoff Area=6,493 sl 55.54% Impervious Runolf Depth>3.17' Tc=6.0 min CN=72 Runoff=O.58 cfs 0.039 al Subcatchment 1800: Drainage Area 1800 Runoff Area=12,527 sl 0.00% Impervious Runoff Deplh>0.50· Flow Lenglh=200' Tc=15.3 min CN=39 Runoff=0.07 cis 0.012 al Pond DB#1: Detention Basin #1 Peak Elev=219.75' Slorage=18,289 cl Inllow=5.83 cIs 0.684 al Discarded=0.16 cis 0.133 al Secondary=1.82 cfs 0.131 al Outflow=1.99 cis 0.264 al Pond DB#2: Detention Basin #2 Peak Elev=218.61' Slorage=9,058 cf Inllow=3.40 cis 0.375 al Discarded=0.10 cis 0.076 al Secondary=1.26 cis 0.091 al Outflow=l.36 cIs 0.167 at Pond DB#3: Detention Basin #3 Peak Elev=218.45' Slorage=3,132 cl Inllow=3.74 cis 0.257 af Discarded=O.05 cis 0.046 al Secondary=6.50 cfs 0.140 al Outflow=6.55 cis 0.185 al Pond 1T#1: Infiltration Trench #1 Peak Elev=224.54' Slorage=2,046 cl Inllow=4.78 cis 0.583 al Discarded=O.09 cis 0.059 al Secondary=5.12 cfs 0.477 al Outflow=5.21 cfs 0.536 al Pond IT#2: Infiltration Trench #2 Peak Elev=222.42' Slorage=2,046 cl Inllow=0.88 cfs 0.139 at Discarded=0.09 cis 0.057 al Secondary=0.21 cts 0.035 al Outflow=0.30 cis 0.092 at Pond IT#3: Infiltration Trench #3 Peak Elev=223.90' Slorage=2,046 cl Inllow=4.03 cts 0.507 at Discarded=0.09 cis 0.058 at Secondary=4.15 cts 0.402 al Outflow=4.23 cis 0.460 at Pond IT#4: Infiltration Trench #4 Peak Elev=225.25' Slorage=2,046 ct Intlow=4.41 cis 0.528 at Discarded=0.09 cfs 0.062 al Secondary=6.04 cts 0.419 at Outflow=6.12 cis 0.481 al Pond 51: Subsurface Infiltration System Peak Elev=221.24' Slorage=6,595 cl Inflow=4.45 cfs 0.513 at Discarded=O.32 cfs 0.327 al Secondary=6.70 cis 0.103 al Outflow=7.01 cis 0.430 af Link x1000: Off-5ite Link x2OOO: Off-Site (Culvert) Link x3000: Off-Site Link x4000: Off-5ite (Culvert) Link x5000: Off-Site (Culvert-5tream) Link x6000: Off-Site (Culvert) Link x7000: Off·Site Inflow=35.35 cis 4.742 al Primary=35.35 cis 4.742 al Intlow=8.09 cis 1.784 al Primary=8.09 cfs 1.784 at Inllow=5.78 cfs 0.396 al Primary=5.78 cfs 0.396 at Inllow=18.90 cfs 1.820 al Primary=18.90 cfs 1.820 at Inllow=22.66 cIs 1.706 al Primary=22.66 cfs 1.706 at Inflow=8.79 cIs 1.681 al Primary=8.79 cis 1.681 al Intlow=0.07 cis 0.012 al Primary=0.07 cfs 0.012 al I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfal/=6.50" Printed 811412014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Page 9 Total Runoff Area = 80.139 ac Runoff Volume = 13.929 af Average Runoff Depth = 2.09" 95.62% Pervious = 76.628 ac 4.38% Impervious = 3.510 ac 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfall=6.50· Printed 8/14/2014 HydroCAD® 10.00 sIn 01038 ©2013 HydroCAD Software Solutions llC Summary for Subcatchment 100: Drainage Area 100 Runoff = 35.35 cfs @ 12.56 hrs, Volume= 4.742 ai, Depth> 1.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainlall=6.50" Area (sf) 313,075 479,092 2,332 15,025 450,080 189,335 8,862 703 1,458,504 1,458,504 Tc length (min) (Ieet) 20.3 100 CN Description 49 Pasture/grassland/range, Fair, HSG A 36 Woods, Fair, HSG A 76 Gravel roads, HSG A 60 Woods, Fair, HSG B 73 Woods, Fair, HSG C 79 Woods, Fair, HSG D 91 Gravel roads, HSG D 84 Pasture/grassland/range, Fair, HSG D 56 Weighted Average 100.00"10 Pervious Area Slope Velocity Capacity (ft/tt) (ft/sec) (cis) 0.1000 0.08 Description Sheet Flow, First 100 feet of woods Page 10 Woods: Dense underbrush n= 0.800 P2= 3.00' 6.7 320 0.1000 0.79 Shallow COncentrated Flow; 320' of woods Forest w/Heavy Utter Kv= 2.5 Ips 9.8 580 0.0200 0.99 ShallOW Concentrated Flow, 580' of pasture Short Grass Pasture Kv= 7.0 Ips 36.8 1,000 Total I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-toO Rainfal/=6.S0" Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 11 Subcatchment 100: Drainage Area 100 Type III 24-hr Hamp-100 Rainfall=6_50" Runoff Area=1 ,458,504 sf Runoff Volume=4.742 af Runoff Depth> 1. 70" Flow Length=1,000' Tc=36.8 min CN=56 Time (hours) 15 16 17 19 19 20 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfall=6.50· Printed 811412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 200: Drainage Area 200 Runoff = 6.15 cis @ 13.19hrs, Volume= 1.272 ai, Depth> 1.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-l00 Rainlall=6.50" • • • Area (sl) Tc (min) 23.4 5.0 54.7 83.1 104,337 46,266 8,172 8,927 37,403 5,664 334 7,924 47,032 1,537 66,637 334,233 334,233 Length (Ieet) 100 200 820 1,120 CN Description 49 Pasture/grassland/range, Fair, HSG A 36 Woods, Fair, HSG A 36 WoodslWetlands, Fair, HSG A 69 Pasture/grassland/range, Fair, HSG B 60 Woods, Fair, HSG B 73 Woods, Fair, HSG C 73 WoodslWetlands, Fair, HSG C 84 Pasture/grassland/range, Fair, HSG D 79 Woods, Fair, HSG D 91 Gravel roads, HSG D 79 WoodslWetlands, Fair, HSG D 60 Weighted Average 100.00% Pervious Area Slope Velocity Capacity (!tilt) (!tIsec) (cis) Description 0.0700 0.07 Sheet Flow, First 100' of woods Woods: Dense underbrush n=0.800 P2= 3.00" 0.0700 0.66 Shallow Concentrated FlOW, Next 200' of woods Forest w/Heavy Litter Kv= 2.5 Ips 0.0100 0.25 ShallOW Concentrated Flow, Last 820' of woods Forest w/Heavy Litter Kv= 2.5 Ips Total I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-100 Raintal/=6.S0' Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sIn 01038 ©2013 HydroCAD Software Solutions LLC Page 13 Subcatchment 200: Drainage Area 200 Type III 24-hr Hamp-100 Rainfall=6.S0" Runoff Area=334,233 sf Runoff Volume=1.272 af Runoff Depth> 1.99" Flow Length=1, 120' Tc=83.1 min CN=60 678 9 13 14 Time (hours) I [iJ Runoff~ 18 19 20 12792-PR Prepared by {enter your company name here} Type /II 24-hr Hamp-100 Rainfal/=6.S0' Printed 8/1412014 HydroCAD® 10.00 sin 01038 ©2013 HydroCAD Software Solutions LLC Summary for Subcatchment 300: Drainage Area 300 Runoff = 4.78 cis @ 12.44 hrs, Volume= 0.583 ai, Depth> 1.47· Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainlall=6.50" Area (sf) Tc (min) 16.1 31 ,675 89,094 87,188 207,957 207,957 Length (feet) 100 CN Description 49 Pasture/grassland/range, Fair, HSG A 39 >75% Grass cover, Good, HSG A 69 Pasture/grassland/range, Fair, HSG 8 53 Weighted Average 100.00% Pervious Area Slope Velocity Capacity (ft/tt) (ft/sec) (cis) Description 0.0160 0.10 Sheet Flow, First 100 feet of pasture Grass: Dense n=0.24O P2=3.00" Page 14 11 .5 485 0.0100 0.70 Shallow Concentrated Flow, Next 485' of pasture 27.6 585 Total 5 6 7 8 Short Grass Pasture Kv= 7.0 fps Subcatchment 300: Drainage Area 300 Hydrograph Type III 24-hr Hamp-100 Rainfall=6.50" Runoff Area=207,957 sf Runoff Volume=0.583 af Runoff Depth> 1.47" Flow Length=585' Tc=27.6 min CN=53 9 10 11 12 14 15 17 18 Time (hours, I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-100 Rainfal/=6.50· Prepared by {enter your company name here} Printed 811412014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 400: Drainage Area 400 Runoff = 0.88 cIs @ 12.34 hrs, Volume= 0.139 aI, Depth> 0.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainlall=6.50" Area (sf) 142,983 142,983 Tc Length (min) (Ieet) 7.2 100 1.7 115 8.9 215 CN Description 39 >75% Grass cover, Good, HSG A 100.00% Pervious Area Slope Velocity Capacity Description (Wit) (It/sec) (cIs) 0.0470 0.23 Sheet Flow, First 100' of grass Grass: Short n= 0.150 P2= 3.00" 0.0250 1.11 Shallow Concentrated Flow, Last 115' of grass Total B Short Grass Pasture Kv-7.0 Ips Subcatchment 400: Drainage Area 400 Hydrograph 9 Time (hours) Type III 24-hr Hamp-100 Rainfall=6.50" Runoff Area=142,983 sf Runoff Volume=O.139 af Runoff Depth>O.51" Flow Length=215' Tc=8.9 min CN=39 I iii Runoff~ 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfal/=6.S0" Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software SolutionsLLC Summary for Subcatchment 500: Drainage Area 500 Runoff = 4.03 cIs @ 12.44 hrs, Volume= 0.507 aI, Depth> 1.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-l00 Rainlall=6.50" Area (sl) Tc (min) 15.4 72,720 94,378 47,180 214,278 214,278 Length (Ieet) 100 CN Description 49 Pasture/grassland/range, Fair, HSG A 39 >75% Grass cover, Good, HSG A 74 >75% Grass cover, Good, HSG C 50 Weighted Average 100.00% Pervious Area Slope Velocity Capacity (ft/1I) (ft/sec) (cIs) Description 0.0180 0.11 Sheet Flow, First 100' of Pasture Grass: Dense n= 0.240 P2= 3.00' Page 16 11 .1 465 0.0100 0.70 . Shallow Concentrated Row, Last 465' of pasture 26.5 565 Total 5 6 7 8 Short Grass Pasture Kv= 7.0 Ips Subcatchment 500: Drainage Area 500 Hydrograph , Type III 24-hr Hamp-100 Rainfall=6.50" Runoff Area=214,278 sf Runoff Volume=O.507 af Runoff Oepth>1.24" Flow Length=565' Tc=26.5 min CN=50 9 10 11 12 13 14 15 17 18 19 20 Time (hours) I 0 Runoff~ I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I - 12792·PR Type 11/ 24-hr Hamp-100 Rainfal/=6.50" Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment 600: Drainage Area 600 Runoff = 4.41 cfs @ 12.45 hrs, Volume= 0.528 af, Depth> 1.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainfall=6.50· Area (sf) Tc (min) 21.3 8.3 29.6 36,651 40,892 69,842 147,385 147,385 Length (feet) 100 310 410 CN Description 49 . Pasture/grassland/range, Fair, HSG A 39 >75% Grass cover, Good, HSG A 74 >75% Grass cover, Good, HSG C 58 Weighted Average 100.00% Pervious Area Slope (ftllt) 0.0080 0.0080 Total Velocity Capacity Description (ftlsec) (cfs) 0.08 Sheet Flow, First 100' of pasture Grass: Dense n= 0.240 P2= 3.00" 0.63 Shallow Concentrated FlOW, Last 310' of pasture Short Grass Pasture Kv= 7.0 fps Subcatchment 600: Drainage Area 600 Hydrograph Type III 24-hr Hamp-100 Rainfall=6.50" Runoff Area=147,385 sf Runoff Volume=0.528 af Runoff Depth>1.87" Flow Length=410' Slope=0.0080 '/' Tc=29.6 min CN=58 Time (hours) 12792·PR Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfall=6.50· Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 700: Drainage Area 700 Runoff = 5.78 cfs @ 12.09 hrs, Volume= 0.396 af, Depth> 3.98' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= q.05 hrs Type III 24-hr Hamp-100 Rainfall=6.50" Area (sf) Tc (min) 6.0 5 27,551 19,295 2,701 2,578 52,125 52.125 length (feet) 6 CN Description 74 >75% Grass cover, Good, HSG C 89 Gravel roads, HSG C 73 Woods, Fair, HSG C 79 Pasture/grassland/range, Fair. HSG C 80 Weighted Average 100.00% Pervious Area Slope Velocity Capacity Description (ft/tt) (ft/sec) (cis) Direct Entry, Minimum Subcatchment 700: Drainage Area 700 Type III 24-hr Hamp-100 Raintall=6.50" Runoff Area=52,125 st Runoff Volume=O.396 at Runoff Oepth>3_98" Tc=6.0 min CN=80 12 13 14 15 lime (hours) Page 18 I I I I I I I I I I I I I I I I -. I I - I I I I I I I I I I I I I I I I I I I 12792·PR Type III 24-hr Hamp-100 Rainfal/=B.50" Prepared by {enter your company name here} Printed 8/1412014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 800: Drainage Area 800 Runoff = 4.45 cfs @ 12.29 hrs, Volume= 0.513 at, Depth> 5.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Raintall=6.50" Area (st) Tc (min) 46,392 46,392 Length (feet) CN Description 98 Paved parking, HSG C 100.00% Impervious Area Slope Velocity Capacity Descriptio!) (ft/tt) (ft/sec) ( cfs) Direct Entry, Parking lot Page 19 6.0 15.9 400 0.0070 0.42 Shallow Concentrated Flow, Stream thru woods Woodland Kv= 5.0 fps 21.9 400 Total 5 7 B Subcatchment 800: Drainage Area 800 . Type III 24-hr Hamp-100 Rainfall=6.S0" Runoff Area=46,392 sf Runoff Volume=0.S13 af Runoff Depth>S.78" Flow Length=400' Slope=0.0070 '/' Tc=21.9 min CN=98 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I iii AunOff~ .12792-PR Type III 24-hr Hamp-100 Rainfal/=6.SO" Prepared by {enter your company name here} Printed 811 412014 HydroCAD® 10.00 sin 01038 ©2013 HydroCAD Software Solutions llC Summary for Subcatchment 900: Drainage Area 900 Runoff = 7.98 cfs @ 12.27 hrs, Volume= 0.766 at, Depth> 3.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-l00 Rainlall=6.50" Area (sf) CN Description 13,469 49 Pasture/grassland/range, Fair, HSG A 10,839 76 Gravel roads, HSG A 8,872 39 >75% Grass cover, Good, HSG A 32,754 79 Pasture/grassland/range, Fair, HSG C 4,318 89 Gravel roads, HSG C 17,683 74 >75% Grass cover, Good, HSG C 1,962 98 Paved parking, HSG C • 40,952 73 WoodslWetiands, Fair, HSG C 130,849 71 Weighted Average 128,887 98.50% Pervious Area 1,962 1.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (Ieet) (ft/It) (ft/sec) (cis) 4.3 100 0.1700 0.39 Sheet Flow, First 100' of grass Grass: Short n= 0.150 P2= 3.00' Page 20 4.9 180 0.0150 0.61 Shallow Concentrated Row, Next 180' of wooclsfwetlands Woodland Kv= 5.0 Ips 9.8 245 0.0070 0.42 Shallow Concentrated Flow, Last 245' of streamlwoods Woodland Kv-5.0 Ips 19.0 525 Total I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-100 Raintal/=6.S0" Prepared by {enter your company name here} Printed 8114/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 21 Subcatchment 900: Drainage Area 900 Type III 24-hr Hamp-100 Rainfall=6.50" Runoff Area=130,849sf Runoff Volume=0.766 af Runoff Depth>3.06" Flow Length=525' Tc=19.0 min CN=71 Time (hours) 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-1oo Rainfal/=6.S0" Printed 8114/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1000: Drainage Area 1000 Runoff = 5.83 cis @ 12.38 hrs, Volume= 0,684 ai, Depth> 4.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, TIme Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-l00 Rainlall=6.50" Area (51) Tc (min) 14.6 1.1 6.0 44,124 35,730 79,854 44,124 35,730 Length (Ieet) 100 40 CN Description 74 >75% Grass cover, Good, HSG C 98 Paved parking, HSG C 85 Weighted Average 55.26% Pervious Area 44.74% Impervious Area Slope Velocity Capacity Description (IVIt) (IVsec) (cIs) 0,0080 0.11 Sheet Flow, First 100' of grass Grass: Short n= 0.150 P2= 3.00" 0.0080 0.63 Shallow Concentrated Flow, Next 40' of grass Short Grass Pasture Kv= 7.0 Ips Direct Entry, Parking Lot Page 22 6.8 170 0,0070 0.42 Shallow Concentrated Flow, Last 170 of woodslwetlands 28.5 310 Total Woodland Kv= 5.0 Ips Subcatchment 1000: Drainage Area 1000 Hydrograph Time (hours) Type III 24-hr Hamp-100 Rainfall=6.50" Runoff Area=79,854 sf Runoff Volume=0.684 af Runoff Depth>4.48" Flow Length=310' Tc=28.5 min CN=85 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfal/=6.S0" Printed 811412014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment 1100: Drainage Area 1100 Runoff = 8.79 cis @ 13.06 hrs, Volume= 1.681 ai, Depth> 2.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainlall=6.50" Area (sl) CN Description 133,452 49 Pasture/grassland/range, Fair, HSG A 21,639 39 >75% Grass cover, Good, HSG A 7,535 36 Woods, Fair, HSG A 147,915 79 Pasture/grassland/range, Fair, HSG C 31,551 74 >75% Grass cover, Good, HSG C * 32,540 73 WoodslWetiands, Fair, HSG C 374,632 64 Weighted Average 374,632 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (Ieet) (ftlfI) (It/sec) (cis) 20.3 100 0.0090 0.08 Sheet Flow, First 100' of pasture Grass: Dense n= 0.240 P2=3.00" 6.0 225 0.0080 0.63 Shallow Concentrated Flow, Next 225' of pasture Short Grass Pasture Kv= 7.0 Ips 2.6 190 0.0300 1.21 Shallow Concentrated Flow, Next 190' of pasture Short Grass Pasture Kv= 7.0 Ips 46.9 770 0.0030 0.27 Shallow Concentrated Flow, Last 770' of streamlwoods Woodland Kv= 5.0 Ips 75.8 1,285 Total 12792-PR Type III 24-hr Hamp-100 Rainfall=6.50· Prepared by {enter your company name here} Printed 8/1412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 24 5 Subcatchment 1100: Drainage Area 1100 Type III 24-hr Hamp-100 Rainfall=6.50" Runoff Area=374,632 sf Runoff Volume=1.681 af Runoff Depth>2.35" Flow Length=1,285' Tc=75.8 min CN=64 Time (houra) I 9 Runoff~ I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-100 Rainfal1=6.50" Prepared by {enter your company name here} Printed 811412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment 1200: Drainage Area 1200 Runoff = 6.10 cis @ 12.29 hrs, Volume= 0.615 ai, Depth> 3.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainlall=6.50" • Area (sf) Tc (min) 5.8 5.1 10.0 20.9 5 68,389 3,618 4,872 6,506 83,385 83,385 Length (Ieet) 100 215 300 615 6 CN Description 79 Pasture/grassland/range, Fair, HSG C 89 Gravel roads, HSG C 74 >75% Grass cover, Good, HSG C 73 Woods/Wetlands, Fair, HSG C 79 Weighted Average 100.00% Pervious Area Slope Velocity Capacity (ftlfl) (It/sec) (cis) Description 0.0800 0.29 Sheet Flow, First 100' of grass Grass: Short n= 0.150 P2= 3.00" 0.0100 0.70 Shallow Concentrated Flow, Next 215' of pasture 0.0100 Total 7 8 Short Grass Pasture Kv= 7.0 Ips 0.50 Shallow Concentrated Flow, Last 300' of woodsfwetlands Woodland Kv-5.0 Ips Subcatchment 1200: Drainage Area 1200 Hydrograph Type III 24-hr Hamp-100 Rainfall=6.50" Runoff Area=83,385 sf Runoff Volume=0.615 af Runoff Depth>3.85" Flow Length=615' Tc=20.9 min CN=79 , . 9 10 11 12 ·13 14 15 16 17 18 19 20 Time (hours) III Runoff~ 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfall=B.SO· Printed 811412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1300: Drainage Area 1300 Runoff = 6.94 cfs @ 12.09 hrs, Volume= 0.471 af, Depth> 3.57' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainlall=6.50" Area (sf) CN Description 1,214 76 Gravel roads, HSG A 21 ,202 98 Paved parking, HSG A 16,066 39 >75% Grass cover, Good, HSG A 11 ,127 79 Pasture/grassland/range, Fair, HSG C 3,805 89 Gravel roads, HSG C 7,755 74 >75% Grass cover, Good, HSG C 4,018 98 Paved parking, HSG C • 3,809 73 Woods/Wetlands, Fair, HSG C 68,996 76 Weighted Average 43,776 63.45% Pervious Area 25,220 36.55% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (tt/tt) (tt/sec) (cfs) 2.7 . 100 0.0030 0.62 Sheet Flow, First 100' of pave Smooth su rfaces n= 0.011 P2= 3.00" 1.5 100 0.0030 1.11 Shallow Concentrated Flow, Next 100' of pave Paved Kv= 20.3 Ips Page 26 1.0 85 0.0400 1.40 Shallow Concentrated Row, Next 85' of pasture Short Grass Pasture Kv= 7.0fps 0.8 50 0.0400 1.00 Shallow Concentrated Row, Last SO' of woodslwetlands Woodland Kv= 5.0 fps 6.0 335 Total I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-100 Rainfal/=6.S0· Prepared by {enter your company name here} Printed 811412014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Page 27 7 8 Subcatchment 1300: Drainage Area 1300 Type III 24-hr Hamp-100 Rainfall=6.50" Runoff Area=68,996 sf Runoff Volume=0.471 af Runoff Depth>3.57" Flow Length=335' Tc=6.0 min CN=76 Time (hours) I EI Aunoff~ 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfal/=6.S0 · Printed 8/1412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAO Software Solutions LLC Summary for Subcatchment 1400: Drainage Area 1400 [49] Hint: Tc<2dt may require smaller dt Runoff = 5.64 cis @ 12.09 hrs, Volume= 0.389 ai, Depth> 4.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN,Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-l00 Rainlall=6.50" Area (sf) Tc (minl 2.2 1.8 0.4 4,135 14,400 24,950 5,135 48,620 34,220 14,400 Length (feetl 100 117 40 CN Description 89 Gravel roads, HSG C 98 Paved parking, HSG C 74 >75% Grass cover, Good, HSG C 73 Woods, Fair, HSG C 82 Weighted Average 70.38% Pervious Area 29.62% Impervious Area Slope Velocity Capacity Description (ftlft) (ftlsecl (cfsl 0.0050 0.76 Sheet Flow, First 100' of pave Smooth surfaces n= 0.011 P2= 3.00" 0.0030 1.11 Shallow Concentrated Flow, Next 117' of pave Paved Kv= 20.3 Ips 0.0600 1.71 Shallow Concentrated Flow, Next 40' of grass Short Grass Pasture Kv= 7.0 fps Page 28 1,5 80 0.0300 0.87 Shallow Concentrated Flow, Last SO' of woodslwetlands Woodland Kv= 5.0 fps 5.9 337 Total I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I - 12792-PR Type III 24-hr Hamp-100 Rainfal/=6.S0" Prepared by {enter your company name here} Printed 811412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 29 Subcatchment 1400: Drainage Area 1400 Hydrograph Type III 24-hr Hamp-100 Rainfall=6.50" Runoff Area=48,620 sf Runoff Volume=0.389 af Runoff Oepth>4.19" Flow Length=337' Tc=5.9 min CN=82 Time (hours) I [] Runoff~ 12792·PR Prepared by {enter your company name here} Type III 24·hr Hamp-100 Rainfal/=6.S0" Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1500: Drainage Area 1500 Runoff = 3.40 cfs @ 12.36 hrs, Volume= 0.375 af, Depth> 3.64' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainfall=6.50" Area (sf) Tc (min) 2,312 8,162 15,392 27,871 53,737 36,033 17,704 Length (Ieet) CN Description 98 Paved parking, HSG A 39 >75% Grass cover, Good, HSG A 98 Paved parking, HSG C 74 >75% Grass cover, Good, HSG C 77 Weighted Average 67.05% Pervious Area 32.95% Impervious Area Slope Velocity Capacity Description (ft/tt) (ft/sec) (cis) Direct Entry, Parking Lot Page 30 6.0 20.3 430 0.0050 0.35 Shallow Concentrated Flow, Last 430' of woodsfstream Woodland Kv= 5.0 Ips 26.3 430 Total Subcatchrnent 1500: Drainage Area 1500 Type III 24-hr Hamp-100 Rainfall=6.50" Runoff Area=53,737 sf Runoff Volume=0.375 af Runoff Depth>3.64" Flow Length=430' Slope=0.0050 'I' Tc=26.3 min CN=77 10 11 14 15 17 18 19 20 Time (hours) I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-100 Rainfal/=6.50· Prepared by {enter your company name here} Printed 8114/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 31 Summary for Subcatchment 1600: Drainage Area 1600 Runoff = 3.16 cIs @ 12.09 hrs, Volume= 0.218 aI, Depth> 4.08" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainlall=6.50" Area (sf) Tc (min) 6.0 7,901 19,994 27,895 19,994 7,901 Length (Ieet) CN Description 98 Paved parking, HSG C 74 >75% Grass cover, Good, HSG C 81 Weighted Average 71.68% Pervious Area 28.32% Impervious Area Slope Velocity Capacity Description (ft/II) (fIIsec) (cIs) Direct Entry. Minimum Subcatchment 1600: Drainage Area 1600 Hydrograph Type III 24-hr Hamp-100 Rainfall=6.50" Runoff Area=27,895 sf Runoff Volume=0_218 af Runoff Depth>4.08" Tc=6.0 min CN=81 10 11 12 13 14 Time (hours) Jill Runoff~ 12792-PR Typell/24-hr Hamp-100 Raintal/=B.SO" Prepared by {enter your company name here} Printed 811412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions llC Summary for Subcatchment 1700: Drainage Area 1700 Runoff = 0.58 cfs @ 12.09 hrs, Volume= 0.039 af, Depth> 3.17' Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainfall=6.50" Area (sf) Tc (min) 6.0 2,887 3,606 6,493 2,887 3,606 length (feet) CN Description 39 >75% Grass cover, Good, HSG A 98 Paved parking, HSG A 72 Weighted Average 44.46% Pervious Area 55.54% Impervious Area Slope Velocity Capacity Description (ft/tt) (ft/sec) (cfs) Direct Entry, Minimum Subcatchment 1700: Drainage Area 1700 Hydrograph Page 32 I g Runoff~ Time (hours) Type III 24-hr Hamp-100 Raintall:6.S0" Runoff Area=6,493 sf Runoff Volume=0.039 at Runoff Oepth>3.17" Tc=6.0 min CN=72 19 20 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792·PR Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfal/=6.50" Printed 811412014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Summary for Subcatchment 1800: Drainage Area 1800 Runoff = 0.07 cIs @ 12.44 hrs, Volume= 0.012 aI, Depth> 0.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05hrs Type III 24-hr Hamp-l00 Rainlall=6.50" Area (sl) CN Description 12,527 39 >75% Grass cover, Good, HSG A 12,527 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (Ieet) (!tift) (!tIsec) (cIs) 13.5 100 0.0250 0.12 Sheet Flow, First 100' of pasture Grass: Dense n= 0.240 P2=3.00" Page 33 1.8 100 0.0180 0.94 Shallow Concentrated Flow, Last 100' of pasture 15.3 200 Total Short Grass Pasture Kv= 7.0 Ips Subcatchment 1800: Drainage Area 1800 , Type III 24-hr Hamp-100 Rainfall=6.50" Runoff Area=12,527 sf Runoff Volume=0.012 af Runoff Depth>0.50" Flow Length=200' Tc=15.3 min CN=39 8 9 10 11 12 13 14 15 16 17 19 20 Time (hours) I III Runoff~ 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfall=6.50· Printed 8114/2014 HydroCAD® 10.00 sin 01038 ©2013 HydroCAD Software Solutions llC Page 34 Summary for Pond OB#1: Detention Basin #1 [93] Warning: Storage range exceeded by 0.75' [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=58) Inllow Area = 1.833 ac, 44.74% Impervious, Inllow Depth> 4.48" for Hamp-l00 event Inllow = 5.83 cis @ 12.38 hrs, Volume= 0.684 af Outflow = 1.99 cis @ 13.11 hrs, Volume= 0.264af, Atten=66%, Lag=43.3min Discarded = Secondary = 0.16 cis @ 13.10 hrs, Volume= 0.133 af 1.82 cis @ 13.11 hrs, Volume= 0.131 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 219.75' @ 13.11 hrs Surf.Area= 6,960 sl Storage= 18,289 cf Plug-Flow detention time= 191 .8 min calculated lor 0.263 al (39% of inflow) Center-ol-Mass de!. time= 94.7 min ( 879 .4 -784.8 ) Volume Invert Avail-Storage Storage Description #1 215.00' 18,289 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (Ieet) Surf.Area Inc.Store Cum.Store 215 .00 216 .00 217.00 218.00 219.00 Device #1 #2 Routing Discarded Secondary (sq-ftl 2,475 3,420 4,481 5,670 6,960 Invert 215.00' 219.00' (cubic-feet) (cubic-Ieet) 0 0 2,948 2,948 3,951 6,898 5,076 11,974 6,315 18,289 Outlet Devices 1.020 inlhr Exfiltration over Surface area 12.0' Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.16 cfs @ 13.10 hrs HW=219.73' (Free Discharge) 't....1=Exfiltratlon (Exfiltration Controls 0.16 cfs) Secondary OutFlow Max=I.67 cfs @ 13.11 hrs HW=219.70' (Free Discharge) 't....2=OrificelGrate (Orifice Controls 1.67 cis @ 2.85 fps) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-100 Rainfal/=6.S0· Prepared by {enter your company name here} Printed 8114/2014 HydroCAD® 10.00· sin 01038 © 2013 HydroCAD Software Solutions LLC Page 35 Pond DB#1: Detention Basin #1 Hydrograph 12 Time (hours) Inflow Area=1.833 ac Peak Elev=219.7S' Storage=18,289 cf _Inflow o Outflow • Discarded 1'1 Secondary 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfa/J=6.50· Printed 8114/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 36 Summary for Pond DB#2: Detention Basin #2 [93) Waming: Storage range exceeded by 0.61' [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=66) I nflow Area = 1.234 ac, 32.95% Impervious, Inflow Depth> 3.64" for Hamp-100 event Inflow = 3.40 cfs @ 12.36 hrs, Volume= 0.375 af Outflow = 1.36 cfs @ 12.96 hrs, Volume= 0.167 af, Allen= 60%, Lag= 35.6 min Discarded = Secondary = 0.10 cfs @ 12.95 hrs, Volume= 0.076 af 1.26 cfs @ 12.96 hrs, Volume= 0.091 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak.Elev= 218.61' @ 12.96 hrs Surf.Area= 4,046 sf Storage= 9,058 cf Plug-Flow detention time= 168.8 min calculated for 0.166 af (44% of inflow) Center-of-Mass de!. time= 84.0 min ( 884.1 -800.2 ) Volume Invert Avail.Storage Storage Description #1 215.00' 9,058 cf Custom Stage Data (PrismatiC) Listed below (Recalc) Elevation (feet) Surf.Area (sg-ft) Inc.Store ( cubic-Ieet) Cum.Store (cubic-feet) 215.00 216.00 217.00 218.00 Device #1 #2 Routing Discarded Secondary 2,114 2,632 3,346 4,046 o 2,373 2,989 3,696 Invert Outlet DeVices o 2,373 5,362 9,058 215.00' 1.020 inlhr Exfiltration over Surface area 218.00' 12.0' Vert Orifice/Grate C= 0.600 ~scarded OutFlow Max=0.10 cIs @ 12.95 hrs HW=218.58' (Free Discharge) 1=Exflltratlon (Exfiltration Controls 0.10 cfs) Secondary OutFlow Max=1.13 cIs @ 12.96 hrs HW=218.55' (Free Discharge) 'L.2=OrlflcelGrate (Orifice Controls 1.13 cIs @ 2.53 fps) I I I I I I • I I I I I I I •• I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfal/=6.50· Printed 811412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 37 Pond OB#2: Detention Basin #2 Hydrograph Time (hours) Inflow Area=1.234 ae Peak Elev=218.61, Storage=9,058 cf • Inflow o Outflow • Discarded IJ Secondary 12792·PR Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfal/=6.S0" Printed 811412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LlC Summary for Pond OB#3: Detention Basin #3 [93] Warning: Storage range exceeded by 3.45' [88] Warning: Qout>Qin may require smaller dt or Finer Routing [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=63) Inflow Area = Inflow = Outflow = Discarded = Secondary = 0.789 ac, 33.46% Impervious, Inflow Depth> 3.91" for Hamp-100 event 3.74 cfs @ 12.09 hrs, Volume= 0.257 af 6.55 cfs @ 12.10 hrs, Volume= 0.185 af, Allen= 0%, Lag= 0.6 min 0.05 cfs @ 12.10 hrs, Volume= 0.046 af 6.50 cfs @ 12.10 hrs, Volume= 0.140 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, cIt= 0.05 hrs Peak Elev= 218.45' @ 12.10 hrs Surf .Area= 2,292 sf Storage= 3,132 cf Plug-Flow detention time= 99.9 min calculated for 0.185 af (72% of inflow) Center-of-Mass del. time= 35.6 min ( 814.1 -n8.5 ) Volume Invert Avail.Storage Storage Description #1 213.00' 3,132 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sg-ft) Inc.Store (cubic-feet) Cum. Store (cubic-feet) 213.00 214.00 . 215.00 Device #1 #2 Routing Discarded Secondary 868 1,552 2,292 Invert 213.00' 215.00' o 1,210 1,922 Outlet Devices o 1,210 3,132 1.020 inlhr ExflHration over Surface area 12.0" Vert. Orifice/Grate C= 0.600 ~scarded OutRow Max=0.05 cfs @ 12.10 hrs HW=218.45' (Free Discharge) 1 =ExflHratlon (Exfillration Controls 0.05 cfs) Secondary OutFlow Max=6.48 cfs @ 12.10 hrs HW=218.44' (Free Discharge) 't....2=OrlflceiGrate (Orifice Controls 6.48 cfs @ 8.25 fps) Page 38 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfall=6.50' Printed 8/14/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Pond OB#3: Detention Basin #3 Hydrograph Inflow Area=O.789 ac Peak Elev=218.4S' Storage=3,132 cf Page 39 • Inflow o Outflow • Discarded III Secondary l2792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfall=6.50" Printed 8114/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Pond 1T#1: Infiltration Trench #1 [93] Waming: Storage range exceeded by 2.54' [88] Waming: Qoul>Qin may require smaller cit or Finer Routing [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=74) Inflow Area = Inflow = Outflow = Discarded = Secondary = 4.774 ac, 0.00% Impervious, Inflow Depth> 1.47" for Hamp-l00 event 4.78 cfs @ 12.44 hrs, Volume= 0.583 af 5.21 cfs @ 12.45 hrs, Volume= 0.536 af, Alten= 0%, Lag" 0.5 min 0.09 cfs @ 11.85 hrs, Volume= 0.059 af 5.12 cfs @ 12.45 hrs, Volume= 0.477 af Routing by Stor-Ind method, TIme Span= 5.00-20.00 hrs, cit" 0.05 hrs Peak Elev= 224.54' @ 12.45 hrs Surf.Area= 1,550 sf Storage= 2,046 cf Plug-Flow detention time= 35.1 min calculated for 0.534 af (92% of inflow) Center-of-Mass del. time= 10.0 min ( 855.4 -845 .4 ) Volume Invert #1 219.00' Avail.Storage Storage Description 2,046 cf Custom Stage Data (Prismatic) Listed below (Recalc) 4,650 cf Overall x 44.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) 219.00 220.00 221.00 222 .00 Device #1 #2 Routing Discarded Secondary (sg-ft) (cubic-feet) (cubic-feet) 1,550 0 0 1,550 1,550 1,550 1,550 1,550 3,100 1,550 1,550 4,650 Invert Outlet Devices 219.00' 2.410 Inlhr Exflltration over Surface area 222.20' 12.0" Vert. OrlflcelGrate C= 0.600 ~carded OutFlow Max=0.09 cIs @ 11.85 hrs HW=219.06' (Free Discharge) l=Exflltratlon (Exliltration Controls 0.09 cIs) Secondary OutFlow Max=5.11 cIs @ 12.45 hrs HW,,224.53' (Free Discharge) 't...2=OrlflcelGrate (Orifice Controls 5.11 cIs @ 6.51 Ips) Page 40 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792·PR Type III 24-hr Hamp-100 Rainfal/=6.S0" Prepared by {enter your company name here} Printed 8114/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions llC Page 41 Pond IT#1: Infiltration Trench #1 Hydrograph o ••. ,"'.,=-> Inflow Area=4.774 ae Time (hours) Peak Elev=224.S4' Storage=2,046 ef _Inflow o Outflow • Discarded rII Secondary 12792-PR Prepared by {enter your company' name here} Type 11/ 24-hr Hamp-100 Rainfall=6.50' Printed 8114/2014 HydroCAD® 10.00 sin 01038 © 201 3 HydroCAD Software Solutions LLC Page 42 Summary for Pond 1T#2: InfiHration Trench #2 [93] Warning: Storage range exceeded by 0.42' [85] Warning: Oscillations may require smaller dt or Finer Routing (severi!y=60) Inflow Area = 3.282 ac, 0.00% Impervious, Inflow Depth> 0.51" for Hamp-l00 event Inflow = 0.88 cfs @ 12.34 hrs, Volume= 0.139 af Outflow = 0.30 cfs @ 13.55 hrs, Volume= 0.092 af, Alten= 66%, Lag= 72 .6 min Discarded = Secondary = 0.09 cfs @ 12.15 hrs, Volume= 0.057 af 0.21 cfs @ 13.55 hrs, Volume= 0.035 af Routing by Stor-Ind method , Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 222.42' @ 13.55 hrs Surf.Area= 1,550 sf Storage= 2,046 cf Plug-Flow detention time= 144.3 min calculated for 0.092 af (66% of inflow) Center-of-Mass del. time= 62.7 min ( 942.7 -880.0 ) Volume Invert #1 219.00' Avail.Storage Storage Description 2,046 cf Custom Stage Data (Prismatic) Listed belOW (Recalc) 4,650 cf Overall x 44.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) 219.00 220.00 221 .00 222.00 Device #1 #2 Routing Discarded Secondary (sg-ft) (cubic-feet) (cubic-feet) 1,550 0 0 1,550 1,550 1,550 1,550 1,550 3,100 1,550 1,550 4,650 Invert Outlet Devices 219.00' 2.410 inlhr ExflHration over Surface area 222.20' 12.0· Vert. Orifice/Grate C= 0.600 Discarded OutRow Max=O.09 cfs @ 12.15 hrs HW=219.13' (Free Discharge) 'L.1=Exfiltratlon (Exfiltration Controls 0.09 ciS) Secondary OutFlow Max=0.21 cfs @ 13.55 hrs HW=222.42' (Free Discharge) 'L.2=OrlflceJGrate (Orifice Controls 0.21 cfs @ 1.61 fps) I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp~100 Rainfal/=6.S0· Printed 811412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Pond 1T#2: Infiltration Trench #2 Hydrograph Inflow Area=3.282 ac Peak Elev=222_42' Storage=2,046 cf 15 Page 43 • Inflow D Outflow • Discarded ~ Secondary 12792-PR Prepared by {enter your company name here} Type 11124-hr Hamp-100 Rainfal/=6.50· Printed 811412014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Summary for Pond IT#3: Infiltration Trench #3 [93] Warning: Storage range exceeded by 1.90' [88] Warning: Qout>Qin may require smaller dt or Finer Routing [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=73) Inflow Area = Inflow = Outflow = Discarded = Secondary = 4.919 ac, 0.00% Impervious, Inflow Depth> 1.24" for Hamp-100 event 4.03 cfs @ 12.44 hrs, Volume= 0.507 af 4.23 cIs @ 12.40 hrs, Volume= 0.460 af, Alten= 0%, Lag= 0.0 min 0.09 cfs @ 11 .95 hrs, Volume= 0.058 af 4.15 cfs @ 12.40 hrs, Volume= 0.402 af Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 223.90' @ 12.40 hrs Surf.Area= 1,550 sl Storage= 2,046 cf Plug-Flow detention time= 40.7 min calculated for 0.460 af (91% of inflow) Center-of-Mass del. time= 12.4 min ( 863.9 -851.6 ) Volume Invert #1 219.00' Avail.Storage Storage Description 2,046 cf Custom Stage Data (Prismatic) Listed below (Recalc) 4,650 cf Overall x 44.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) 219,00 220,00 221 ,00 222.00 Device #1 #2 Routing Discarded Secondary (s9-tt) (cubic-feet) (CUbic-feet) 1,550 0 0 1,550 1,550 1,550 1,550 1,550 3,100 1,550 1,550 4,650 Invert Outlet Devices 219.00' 2,410 inlhr EXfiltration over Surface area 222.20' 12,0" Vert, Orifice/Grate C= 0.600 .t.,scarcted OutFlow Max=0.09 cfs @ 11.95 hrs HW=219.05' (Free Discharge) l=Exflltratlon (Exfiltration Controls 0.09 cIs) ~ondary OutFlow Max=4.15 cfs @ 12.40 hrs HW=223.90' (Free Discharge) 2=OrlflcelGrate (Orifice Controls 4.15 cfs @ 5.28 fps) Page 44 I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I 12792·PR Type III 24-hr Hamp-100 Rainfal/=6.S0" Prepared by {enter your company name here} Printed 811412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Pond IT#3: Infiltration Trench #3 Hydrograph Inflow Area=4.919 ae Peak Elev=223.90' Storage=2,046 ef 14 15 Page 45 _Inflow o Outflow • Discarded EI Secondary 12792·PR Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfal/=6.50· Printed 8114/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Pond 1T#4: Infiltration Trench #4 [93] Warning: Storage range exceeded by 3.25' [88] Warning: Qout>Qin may require smaller dt or Finer Routing [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=74) Inllow Area = Inflow = Outflow = Discarded = Secondary = 3.383 ac, 0.00% Impervious, Inflow Depth> 1.87" lor Hamp-100 event 4.41 cis @ 12.45 hrs, Volume= 0.528 af 6.12 cis @ 12.50 hrs, Volume= 0.481 af, Alten= 0%, Lag= 3.0 min 0.09 cis @ 11 .55 hrs, Volume= 0.062 al 6.04 cis @ 12.50 hrs, Volume= 0.419 al Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 225.25' @ 12.50 hrs Surf.Area= 1,550 sf Storage= 2,046 cf Plug-Flow detention time= 38.3 min calculated for 0.479 af (91 % 01 inflow) Center-ol-Mass de!. time= 11 .0 min ( 847.9 -836.8 ) Volume Invert #1 219.00' Avail.Storage Storage Description 2,046 cl . Custom Stage Data (Prismatic) listed below (Recalc) 4,650 cf Overall x 44.0% Voids Elevation Surf.Area Inc.Store Cum.Store (feet) 219.00 220.00 221 .00 222.00 Device #1 #2 Routing Discarded Secondary (sg-It) ( cubic-Ieet) (cubic-feet) 1,550 0 0 1,550 1,550 1,550 1,550 1,550 3,100 1,550 1,550 4,650 Invert Outlet Devices 219.00' 2.410 Inlhr Exflltratlon over Surface area 222.20' 12.0" Vert.OrificelGrate C=0.600 Discarded OutFlow Max=0.09 cis @ 11 .55 hrs HW=219.05' (Free Discharge) 't.....1 =Exfiltration (Exliltration Controls 0.09 cfs)' Lecondary OutFlow Max=6.04 cfs @ 12.50 hrs HW=225.25' (Free Discharge) 2=OrlficelGrate (Orifice Controls 6.04 cfs @ 7.69 fps) Page 46 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-100 Raintal/=6.S0· Prepared by {enter your company name here} Printed 8/1412014 HydroCAD® 10.00 sin 01038 ©2013 HydroCAD Software Solutions LLC Page 47 Pond IT#4: Infiltration Trench #4 . Inflow Area=3."o,.i-;:;':::;, Peak Elev=225 Storage=2,046 12 Time (hours) • Inflow D Outllow • Discarded II Secondary 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfall=6.50· Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Summary for Pond SI: Subsurface Infiltration System [82] Warning: Early inflow requires earlier time span [93] Warning: Storage range exceeded by 3.84' [88] Warning: Qout>Qin may require smaller dt or Finer Routing [85] Warning: Oscillations may require smaller dt or Finer Routing (severity=17) Inflow Area = Inflow = Outflow = Discarded = Secondary = 1.065 aC,100.00% Impervious, Inflow Depth> 5.78" for Hamp-100 event 4.45 cfs @ 12.29 hrs, Volume= 0.513 af 7.01 cfs @ 12.45 hrs, Volume= 0.430 af, Alten= 0%, Lag= 9.8 min 0.32 cIs @ 10.25 hrs, Volume= 0.327 af 6.70cls@ 12.45hrs,Volume= 0.103al Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 221 .24' @ 12.45 hrs Surf.Area= 5,698 sl Storage= 6,595 cf Plug-FlOW detention time= 108.4 min calculated for 0.428 af (83% of inflow) Center-of-Mass de!. time= 61 .7 min ( 807.1 -745.4 ) Volume Invert Avail.Storage Storage Description Page 48 #1 214.90' 6,595 cl Custom Stage Oeta (Prismatic) Listed below (Recalc) x 11 14,245 cf Overall x 46.3% Voids Elevation (feet) Surf.Area (s9-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 214.90 215.40 216.40 217.40 Device #1 #2 Routing Discarded Secondary 518 518 518 518 o 259 518 518 Invert Outlet Devices o 259 777 1,295 214.90' 2.410 Inlhr Exflltratlon over Surface area 217.60' 12.0" Vert. OrificeiGrate C= 0.600 Discarded OutFlow Max=0.32 cfs @ 10.25 hrs HW=214.94' (Free Discharge) L1 =Exfiltratlon (Exfiltration Controls 0.32 cts) Secondary OutFlow Max=6.69 cfs @ 12.45 hrs HW=221.23' (Free Discharge) L2=OrificeiGrate (Orifice Controls 6.69 cfs @ 8.52 Ips) I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I 12792-PR Type III 24-hr Hamp-100 Rainfal/=6.50' Prepared by {enter your company name here} Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Pond SI: Subsurface Infiltration System Hydrograph 10 11 Inflow Area=1.065 ac Peak Elev=221.24' Storage=6,595 cf Page 49 • Inflow o Outflow • Discarded IfII Secondary 12792·PR Prepared by {enter your company name here} Type 11/ 24-hr Hamp-100 Rainfal/=6.50· Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 50 Summary for Unk x1000: Off·Site Inflow Area = 33.483 ac, 0.00% Impervious, Inflow Depth> 1.70· for Hamp-100 event Inflow = 35.35 cfs @ 12.56 hrs, Volume= 4.742 af Primary = 35.35 cfs @ 12.56 hrs, Volume= 4.742 af, Allen= 0%, Lag= 0.0 min Primary outflow = Inflow, TIme Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x1 000: Off·Site Inflow ArE~a=33 .. 48:¥ 14 15 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfall=6.50· Printed 8114/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Page 51 Summary for Link x2000: Off-Site (Culvert) Inflow Area = 7.673 ac, 0.00% Impervious, Inflow Depth> 2.79" for Hamp-100 event Inflow = 8.09 cfs @ 13.05 hrs, Volume= 1.784 af Primary = 8.09 cfs @ 13.05 hrs, Volume= 1.784 af, Allen= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x2000: Off-Site (Culvert) Inflow Area=7.673 1 18 19 20 Time (hours) 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfall=6.50· Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 52 Summary for Link x3000: Off-Site Inflow Area = 1.197 ac, 0.00% Impervious, Inflow Depth> 3.98' for Hamp-100 event Inflow = 5.78 cfs @ 12.09 hrs, Volume= 0.396 af Primary = 5.78 cfs @ 12.09 hrs, Volume= 0.396 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x3000: Off-Site Hydrograph Inflow Area=1.197 ac 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Prepared Ily {enter your company name here} Type III 24-hr Hamp-100 Rainfall=6.50" Printed 8/14/2014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 53 Summary for Link x4000: Off-Site (Culvert) Inflow Area = 3.004 ac, 1.50% Impervious, Inflow Depth> 7.27" for Hamp-100 event Inflow = 18.90 cfs @ 12.44 hrs, Volume= 1.820 at Primary = 18.90 cfs @ 12.44 hrs, Volume= 1.820 af, Alten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x4000: Off-Site (Culvert) Hydrograph Inflow Area=3.004 ac 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 12792-PR Prepared by {enter your company name here} Type III 24-hr Hamp-100 Rainfal/=6.50· Printed 811412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 54 Summary for Link x5000: Off-Site (Culvert-Stream) Inflow Area = 4.614 ae, 19.71% Impervious, Inflow Depth> 4.44' for Hamp-100 event Inflow = 22.66efs@ 12.10hrs, Volume= 1.706af Primary = 22.66 efs @ 12.10 hrs, Volume= 1.706 af, Allen= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x5000: Off-Site (Culvert-Stream) Inflow Area=4.614 ac I I I I I I I I I I I I I I I I I I I I I I I 12792-PR Prepared by {enter your company name here} Type 1//24-hr Hamp-100 Rainfal/=6.50" Printed 8/14/2014 HydroCAD® 10.00 sIn 01038 © 2013 HydroCAD Software Solutions LLC Inflow Area = Inflow = Primary = Summary for Link x6000: Off-Site (Culvert) 8.600 ac, 0.00% Impervious, Inflow Depth> 2.35" for Hamp-100 event 8.79 cfs @ 13.06 hrs, Volume= 1.681 af 8.79 cfs @ 13.06 hrs, Volume= 1.681 af, Allen= 0%, Lag= 0.0 min Page 55 I Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x6000: Off-Site (Culvert) I I I I I I I I I I I I I 5 6 Hydrograph Inflow Area=8.600 ""'-""""'- 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 12792·PR. Prepared by {enter your company name here} Type 11/ 24-hr Hamp-100 Rainfal/=6.50" Printed 8/1412014 HydroCAD® 10.00 sin 01038 © 2013 HydroCAD Software Solutions LLC Page 56 Summary for Link x7000: Off·Site Inflow Area = 0.288 ac, 0.00% Impervious, Inflow Depth> 0.50· lor Hamp-100 event Inflow = 0.07 cfs @ 12.44 hrs, Volume= 0.012 al Primary = 0.07 cIs @ 12.44 hrs, Volume= 0.012 aI, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link x7000: Off·Site Hydrograph Inflow Area=O.288 ae 16 17 18 20 Time (hours) I I I I I I I I I I I I I I I I I I I ~ o N " U .0 ~ u u o ,., > '" I N '" " N :::-... w if> Z 5 <L ./ o ~ ./ o 0: ;;. o o Issued for: Site Plan Approval Date Issued: August 15, 2014 Latest Issue: August 15, 2014 Sheet Index I Number C-l C-2 C-3a C-3b .... _- C-3c C-4a C-4b IC-4c C-5 C-6 C-7 C-8 C-9 ! Drawing Title I ,Latest Issue ··Legend, Abbreviations and General Notes 1--18/1512014 . t···· -.-.--.. ..... ..---.. -.. -. ......... .. .... . ---.. --... ... . . .... ---...... --.--.---.-.---.--.. -.--···-·-···-1-·-·· -·f -. ..---. --.--, Overall Plan I i8/15/2014 , ---_. -.------------.-... ----_._. . .. ----........... -----..... -..... ,.-... , .. ', .. ,'._.' .. -----.. ----.. -_ ...... ----..... ----.----.-------".--.---..... -.-.,., ... -~.,.---_·_·_--·_----_·_-t-·-··"'--·l----··-.-.. ----------.. -.... --------------.--; . ~~~~~~ __ ~~~_~~~~.~.~~~~._~!~~__ .. ____________ .... _ ___________ ___ J .... __ l~/_l?!~_~_14 ... -.. ---J Layout and Materials Plan '18/15/2014 1 . ... .. . .......... __ ..... _. __ .. -. __ .... _-_. -... _-----..-.. -... _..... .. _._ ... __ . __ . __ ._------_.-.. -._ .... -_._._ . ..j._ ... _-_ .... _-_._ ...... _---_ .... _._--_._ ..... _ .. __ .) 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'---~-··-r·'-·-----···----·-----'·---'~--~·-----·····--'---1 Grading, Drainage and Erosion Control Plan I 18/15/2014 . ! 0""'-"'-" , •••••• , ...•.. --_. _ ...•..••••....•.••.•.•••. __ ••• _ •• __ •••••. __ ., ...•.••••..• _,,------.---•• , ... -., ..• _-_ •• __ .••..•.•••••. _ .••.•• " •• _., •• ,., •••• '.-----_.-..• _---, •.••••• , •• _ ........... , .• , ..•••• ' ".----•.. --_.... • -.------------.---.. -.• -.-.-J. ..... -.... ---~-,-.. -....... -.. ----... -~.--.... -~ ...... -.---"--.""--.---.-.-.-.. ··-------·,,-1 Details I 18/15/2014 i , I , ,,--,-_ .••. _, .•.• --... , ..... --•.• -.~.-. .-~-----.--.-~ •• ~-.. ·'"+· .. ~' .. -~··~-·--··-~~·-.. ~·--------· .... -----~·-t-----r-.--.-.. -------------~-~.~----j __ 118/15/2014 _1 i 18115/2014 . \ i I ... ..... -...... --... -.... -.-......... -.. . . -.----...... -........ -...... -.---. ---. ~-·-----------···r .. --t---·-----··-·---···-----·-·-·---····-----' ! !8/15/2014 I ~~!~il~ .. __ ___ ... _. __ .. _ _........ •.• -.:_..._-...:-_.::_::_ .........••• : __ -:~.:. __ =._J::_:I~!~?!?~:1~ __ ::.-_.: ______ J Details Details Details Reference Drawings -.. -------1--r.:--------.---------.--------- !Number I I Drawing Title ~ SV -1 j! Property Survey Plan i 811312014 ,----------, -.--1 -----------------------------.. -... --------1-.-i----.----. I ~~i---I-i:::-=-:::-::;-i~:-------~----I ~;i~¥o: ~--.--.-----; ___ . _______ . __ .L._ ... __ L ___ .. _._ ... ___ . . ____ ._ .... ___ .. _. _____ . ___ . ___ .. ___ . __ .. __ .. _______ . I _____ . _____ _ --------------.---r-~-. Latest Issue "The Sports Plex" DJC Realty, LLC. s. West Street Agawam,MA Site Location Map VHB Vanasse Hangen Brustlin, Inc. Transportation Land Development Environmental Services One Federal Street Building 103-3N Springfield, Massachusetts 01105 413-747-7113 ~ FAX 413-747-0916 N.T.S. Property Owners Owner: DJC Realty, LLC . 22 Wipplestreet Lane Amherst, MA 01002 Phone (413) 265-0263 Applicant: DJC Realty, LLC . 22 Wipplestreet Lane Amherst, MA 01002 Phone (413) 265~Q263 .. o N ",- \ \ VH8\PROJ\SPRINCFIELD\I2792.00\CAD LO PLANSFT\I2792 LC Legend Exist. Prop. ---- ---- '10+00 10+00 ·--,-__ ··-tH~ ___ ~ I --______ 6~·--------- -------.... Sf'-------- --------e~.,---------- -------_I<IIDZ:-------- -----__ ~AA'--------- --~---.'--- vee _ ) J '-0' ,.;<J •••••••••• -'1. __ •..•••• -'1.._ ,/ """""*"- ---".-- .... --20·-- x -- !ii !!11I 1i1 ILl> B8 Be cc CG FCC NCC FCC SGE }:ILN ~lD . . )1 II • <c,.ccC> ! .... ++ +++., --,,-- --4--- -20- <fa) @ 0\1. SL 1111111111111 n ~ ~ "" PROPERlY UNE PROJECT UMIT UNE RIGHT-OF-WAY/PROPERlY tiNE EASEMENT BUIlDING SETBACK PARKING SETBACK BASELINE CQNSlRUCTION LAYOUT ZONING UNE TOWN UNE UMIT or DISTURBANCE WE1LAND UNE WITH FLAG FLOODPLAIN RC'IRflFl?INr. I ANI) Q IQ...[CT m n..ClCOIkIC WEllAND BUFFER ZONE NO DISTURB ZONE 200' ~'lERFRONT AREA GRAVEl ROAD EDGE OF PAVEMENT BITUMINOUS BERU BITUMINOUS CURB CONCRETE CURB CURB AND GUTTER EXTRUDED CONCRETE CURB MONOUTHIC CONCRffi CURB PRECAST CONc, CURB SLOPED GRAN. EDGING VERT. GRAN. CURB UNIT OF CURB 1'IPE SAWCUT BUIlDING BUlDING ENTRANCE LOADING DOCK BOlLARO DUMPSTER PAD SIGN DOUBlE SIGN STEEL GUARDRAL WOOD GUARDRAIL PATH TREE LINE \\IRE FENCE FENCE STOCKADE FENCE STONE WALL RETAINING WAll STREAM / POND / WATER OOURSE DETENTION BASIN HAY BAlES SILT FENCE MINOR CONTOUR MAJOR CONTOUR PARKING COUNT COMPACT PARKING STAllS OOUBlE YELLOW LtlE STOP UNE CIlO§§'IIALK ACCESSBlE CURB RAMP ACCESSBLE PARKING VAN-ACCESSIBLE PARKING Exist. U2.7!} x "5.P TWx JII.~I HI\! -0 --iJi)--- 1tp -=-=::- --·;'~;;D - rts --- FM ---_.- --0'0'..---- ----~ .. rP-- ---:n~-· ----+-- . ...... :;1).4 ,,--".-. -·-rf>,---··_- -·-CA7V--- ® ( co .. '" ® '''' --.)0 PlV @ '" Q eN t'J o · 0- Prop. [: ";::';,;j 1¢M!!i!/¥IJ ~ ~ 27.35 TCx 26.85 BCx 132.75 x -45.0 TWx 38.5 BW ~ ~ '"' MW 12"S ----~- -(liW- ---6"W--- -4"FP- --G-- --E-- ---S1),I- --T-- --FA-- -CAJV- III I11III • • -- ( co • • cs 'ii 'IN @ TSY --.., "YO <!> \11.1 '" ~v @ ® 8' ow " * .1MH ... .I. HH '" PB " _ J!tI!t2!!!!!1! __ CONCRETE f'EAVY DUlY PAVEMENT RIPRAP CONSTRUCTION ENTRANCE TOP OF CURB ELEVA IlON BOTTOM OF CURB ELEVATION SPOT ELEVATION TOP & BOTTOM OF WALL ELEVATION BORING LOCA l10N TEST PIT LDCA 1100 MONITORING WELL UNDERDRAIN DRAIN ROOf DRAIN SE'IIm FORCE UAiN O'/ERHEAD WIRE WATER ~RE PROTECllON DOIoES11C WATER GAS ELEC~C STEAM TELEPHONE ARE ALARM CABlE TV CATCH BASN DOUBLE CATCH BASIN GUTTER INLET DRAIN MANHOLE TRENCH DRAIN PLUG 00 CAP CLEANOUT FLARED END SEC110N HEADWAll SE'IIm MANHOLE CURB STOP &: BOX WATER VALVE &: BOX TAPPING SLEEVE. VALVE & BOX SIAMESE CONNECTION FIRE HYDRANT WATER METER POST INDICATOR VALVE WATER I'IElJ. GAS GATE GAS METER ELECTRIC MANHOLE ELECTRIC NffiR UGHT POlE lUfPHONE MANHru TRANSfORMER PAD UTIUlY POLE GUY P<ll GUY \loiRE Ie ANCHOR HAND HOLE PULL BOX MATCHUNE Abbreviations General ABAN ABANDON ACR ACCESSIBLE CURB RAMP ADJ ADJUST APPROX APPROXIMATE BIT BITUMINOUS BS BOTTOM OF SLOPE BWLL BROKEN WHITE LANE UNE CONC CONCRETE DYCL DOUBLE YELLOW CENTER LINE EL ELEVATION ELEV ELEVATION EXIST EXISTING FDN FOUNDATION FFE GRAN GTO LA LOO MAX MIN NIC NTS PERF PROP REM RET R&D R&R SWEL SWLL TS TYP Utility CB CMP CO DCB DMH CIP COND DIP FES FM F&G F&C GI GT HDPE HH HW HYD INV 1= LP MES fJWW PVC RCP SMH TSV UG UP FIRST FLOOR ELEVATION GRANITE GRADE TO DRAIN LANDSCAPE AREA LIMIT OF DISTURBANCE MAXIMUM MINIMUM NOT IN CONTRACT NOT TO SCALE PERFORATED PROPOSED REMOVE RETAIN REMOVE AND DISPOSE REMOVE AND RESET SOLID 'M-IITE EDGE LINE SOLID WHITE LANE LINE TOP OF SLOPE TYPICAL CATCH BASIN CORRUGATED METAL PIPE CLEANOUT DOUBLE CATCH BASIN DRAIN MANHOLE CAST IRON PIPE CONDUIT . DUCTILE IRON PIPE FLARED END SECTION FORCE MAIN FRAME AND GRATE FRAME AND COVER GUTTER INLET GREASE TRAP HIGH DENSITY POL YETIiYLENE PIPE HANDHOLE HEADWALL HYDRANT INVERT ELEVATION INVERT ELEVA nON UGHT POLE METAL END SECTION I3AVEB WAfE~ WAY POL YVlNYLCHLORIDE PIPE REINFORCED CONCRETE PIPE RIM ELEVATION SEWER MANHOLE TAPPING SLEEVE, VALVE AND BOX UNDERGROUND UTiUTY POLE " ---.. _, ---...... ,._ .. -~ '." .. -,._, _. --. ---... -.. . Notes: General I. CONTRACTOR SHALL NOTIFY 'DIG-SAfE" (1-888-344-7233) AT LEAST 72 HOURS BEFORE EXCAVATING. 2. CON'IRACTOR SHAll BE RESPONSIBLE FOR SITE SECURITY AND JOB SAFElY. CONSTRUCl1ON AC11I'111ES SHALL BE IN ACCORDANCE VilTH OSHA STANDARDS AND LOCAL REQUIREMENTS. 3. ACCESSIBLE ROUTES, PARKING SPACES, RAMPS, SIDEWALKS AND WALK WAYS SHALL BE CONSTRUCTED IN CONFORMANCE 'MTH THE FEDERAL AMERICANS WITH DlSABILl11ES ACT AND 'MTH STATE AND LOCAL LAWS AND REGULAl10NS (~ICHEVER ARE MORE STRINGENT). 4. AREAS DlSnJRBED DURING CONSTRUC110N AND NOT RESTORED 'MTH IMPERVIOUS SURFACES (BUILDINGS. PAVEMENTS, WALJ<S, ETC.) SHALL RECEIVE 4 INCHES LOAM AND SEED. 5. 'MTHIN THE LIMITS OF THE BUILDING FOOTPRINT. THE SITE CONTRACTOR SHALL PERFORM EARTHWORK OPERA110NS REOUIRED UP TO SUBGRADE ELEVA110NS. 6. WORK WITHIN THE LOCAL RIGHTS-Of-WAY SHALL CONFORM TO LOCAL MUNICIPAL STANDARDS. WORK WITHIN STATE RIGHTS-OF-WAY SHAll CONFORM TO THE LAllEST EDITION OF THE STATE HIGHWAY DEPARll.4ENTS STANI}ARD SPECIFICA110NS FOR HIGHWAYS AND BRIDGES. 7. UPON AWARD OF CONTRACT, CONTRACTOR SHALL MAKE NECESSARY CONSTRUCTION N011,"CA110NS AND APPLY FOR AND OBTAltl NECESSARY PERMITS, PAY FEES, AND POST BONDS ASSOOATED 'MTH THE WORK INDICATED ON THE DRA'MNGS, IN THE SPECIFICATIONS, AND IN THE CONTRACT DOCUMENTS. 00 NOT CLOSE OR OBSTRUCT ROADWAYS, SIDEWALKS. AND FIRE HYDRANTS, WITHOUT APPROPRIATE PERMITS. 8. TRAFFIC SIGNAGE AND PAVEMENT MARKINGS SHALL CONFORM TO THE MANUAL OF UNIFORM TRAmc CONTROL DEVICES. 9. AREAS OUTSIDE THE LIMITS OF PROPOSED WORK DISnJRBED BY THE CONTRACTOR'S OPERA 110NS SHAll BE RESTORED BY THE CONTRACTOR TO THEIR ORIGINAL CONDITION AT THE CONTRACTOR'S EXPENSE. 10. IN THE EVENT THAT SUSPECTED CONTAMINATED SOIL. GROUNDWATER, ANO OTHER MEDIA ARE ENCOUNTERED DURING EXCAVA110N AND CONSTRUC11ON AC11VlllES BASED ON VISUAL. OLFACTORY, OR OTHER EI'1DENCE. THE CONTRACTOR SHALL STOP WORK IN THE I'1CINllY OF THE SUSPECT MATERIAL TO AVOID FURMR SPREADING OF THE MATERIAL, AND SHAll N011FY THE o~~ER IIAMEDIATELY so THAT THE APPROPRIATE TESllNG AND SUBSEOUENT AC110N CAN BE TAKEN. 11. CONTRACTOR SHALL PREVENT DUST, SEDIMENT, AND DEBRIS FROM EXIllNG THE SITE AND SHALL BE RESPONSIBLE FOR CLEANUP, REPAIRS AND CORRECTIVE ACTION IF SUCH OCCURS. 12. DAM~GE RESUL11NG FROM CONSTRUCTION LOADS SHAll BE REPAIRED BY THE CONTRACTOR AT NO ADDITIONAL COST TO OWiliER. 13. CONTRACTOR SHALl CONTROL STORMWATER ~NOFF DURING CONSTRUCTION TO PREVENT ADVERSE IMPACTS TO OFF SITE AREAS, AND SHALL BE RESPONSIBLE TO REPAIR RESULTlNG DAMAGES, IF ANY, AT NO COST TO OWiliER. 14. THIS PROJECT DISTURBS MORE THAN ONE ACRE OF LAND AND FAllS \\ITHIN THE NPDES CONSTRUCTION GENERAL PERMIT (CGP) PROGRAM AND EPA JURISDlC110N. PRIOR TO THE START OF CONSTRUCTION COOTRACTOO IS TO FILE A CGP N011CE OF INTENT 'MTH THE EPA AND PREPARE A STORM WATER POLLU110N PREVEN110N PLAN IN ACCORDANCE 'MTH THE NPDES REGULA110NS. CONTRACTOR SHALL CON~RM THE OWNER HAS ALSO FILED A NOTICE OF INllENT \\ITH THE EPA. Utilities 1. THE LOCATIONS, SIZES. AND TYPES OF EXIS11NG UIlUTIES ARE SHOWN AS AN APPROXIMATE REPRESENTA110N ONLY. THE OWiliER OR Ir s REPRESENTA11VE(S) HAVE NOT INDEPENDENTLY VERI,"ED THIS INFDlRMA110N AS SHOYiN ON THE PLANS. THE U11UlY INFORMATlON SHOYiN ODES NOT GUARANTEE THE ACTUAL EXISTENCE, SERI'1CEABIUlY, OR OTHER DATA CONCERNING THE UTILITIES, NDIR DOES IT GUARANTEE AGAINST THE POSSIBIUTY THAT ADDIllONAL UTIUTIES MAY BE PRESENT THAT ARE NOT SHOIIN ON THE PLANS. PRIOR TO ORDERING MATERIALS AND BEGINNING CONSTRUC110N, THE CONTRACTOR SHALL VERIFY AND DETERMINE THE EXACT LOCA110NS, SIZES. AND ELEVATIONS OF THE POINTS OF CONNECTlONS TO EXIS11NG U11U11ES AND, SHALL CONFIRM THAT THERE ARE NO INTERFERENCES WITH EXIS11NG UTIUTIES AND THE PROPOSED U11LlTY ROUTES, INCLUDING ROUTES \\ITHIN THE PUBUC RIGHTS OF WAY. 2. v.HERE AN EXlS11NG UTiUlY IS FOUND TO CONFLICT IIITH THE PROPOSED WORK, OR EXISllNG CONDI1l0NS DIFFER FROM THOSE SHOllM SUCH THAT THE WOOK CANNOT BE COMPLETED AS INTENDED. THE LOCATION, ELEVAllON, AND SIZE OF THE UTIUlY SHALL BE ACCURATELY DffiRMINED WITHOUT DELAY BY THE CONTRACTOR, AND THE INFORMA11ON FURNISHED IN WRIllNG TO THE OWNER'S REPRESENTATIVE FOR THE RESOLU110N OF THE CONFLICT AND CONTRACTOR'S FAILURE TO N011FY PRIGR TO PERFORI.IING ADDITIONAL WOR!< RELEASES OWNER FROM OBLIGA11ONS FOR ADDITIONAL PAYMENTS ~ICH OTHER'MSE MAY BE WARRANllED TO RESOLVE THE CONFLICT. 3. SET CATCH BASIN RIMS. AND INVERTS OF SEWERS, DRAINS, AND DITCHES IN ACCORDANCE lIo1TH ELEVATIONS ON THE GRADING AND Ul1LllY PLANS. f. RIM ELEVA110NS FOR DRAIN AND SEWER MANHOlES, WATER VALVE COVERS. GAS CATES, ELECTRIC AND TELEPHONE PULL BOXES, AND MANHOLES, AND OTHER SUCH ITEMS, ARE APPROXIMATE AND SHAll BE SET/RESET AS FOLLOWS: A. PAVEMENTS AND CONCRETE SU~ACES: FLUSH B. ALL SURF ACES ALONG ACCESSIBLE ROUTES: FLUSH C. LANDSCAPE, LOAM AND SEED, AND OTHER EARTH SURFACE AREAS: ONE INCH ABOVE SURROUNDING AREA AND TAPER EARTH TO THE RIM ELEVA11ON. 5. THE LOCA110N, SIZE, DEPTH, AND SPECI,"CATIONS FOR CONSTRUC110N OF PROPOSED PRIVATE Ul1UlY SERVICES SHAll BE INSTAUID ACCOR!)ING TO THE REQUIREMENTS PROI'1DED BY, AND APPROVED BY, THE RESPECTIVE UllUlY COMPANY (GAS, TELEPHONE, ELECTRIC, ,"RE ALARM, ETC.). FINAL DESIGN LOADS AND LOCATIONS TO BE COORDINATED ~TH OWNER AND ARCHITECT. 6. CONTRACTOR SHAll MAKE ARRANGEMENTS FOR AND SHAll BE RESPONSIBLE FOR PAYING FEES FOR POLE RELOCATION AND FOR THE ALTERA110N AND ADJUSTMENT OF GAS, ELECTRIC, TELEPHONE. ,"RE ALARM, AND ANY OTHER PRIVATE UTIUllES. WHETHER WOOK IS PERFORMED BY CONTRACTOR OR BY THE U11UTIES COMPANY. 7. ~!lUlY PIPE MATERIALS SHALL BE AS FOLLOws. UNLESS OTHERlllSE NOTED ON THE PLAN; A. WATER PIPES SHALL 8E CEMENT UNED DUCTILE IRON (ClDl) FOR FIRE SERI'1CES AND lYPE 'K' COPPER FOR DOMES11C SER"lCES B. STORM DRAINAGE PIPES SHALL 8E HIGfi DENSIlY POLYETHYLENE (HDPE) C. PIPE INSTALLA110N AND MATl:RIAI,~ ~HA!! ~y \\1m mg 2T!\IT Fh~!:l§IN9 GOOE lIl1ffl[ APPLICABLE. CONTRACTOR SHALL COORDINATE WITH LOCAL PLUMBING INSPECTOR PRIOR TO BEGINNING WORK. 8. CONTRACTOR SHALL COORDINATE WIIH ELECTRICAL CONTRACTOR AND SHAll FURNISH EXCAVA110N, INSTALLATION, AND BACKFILL OF ELECTRICAL FURNISHED SITEWORK RELATED ITEMS SUCH AS PULL BOXES, CONDUITS, DUCT BANKS, UGHT POLE BASES, AND CONCRETE PADS. ~llE CONTRACTOR SHALL FURNISH CONCRETE ENCASEMENT OF DUCT BANKS IF REQUIRED BY THE UTIUlY COMPANY ANO AS INDICATED ON THE DRAWINGS. 9. CONTRACTOR SHAll EXCAVATE AND 8ACKFIll TRENCHES FOR GAS IN ACCORDANCE WITH GAS COMPANy'S REOUIREMENTS. 10. ALL DRAINAGE AND SANITARY STRUCTURE INTERIOR DIAMETERS (4' MIN.) SHAll BE DETERMINED BY THE UANUF ACTURER BASED ON THE PIPE CONFIGURATIONS SHOWN ON THESE PLANS AND LOCAL IAUNIQPAL STANDARDS. FOR MANHOLES THAT ARE 2D FEET IN DEPTH AND GREATER, THE MINI~UM DIAMETER SHALL BE 5 FEET. Layout and Materials 1. DIMENSIONS ARE FROM THE FACE OF CURB. FACE OF BUILDING. FACE OF WAll, AND CENTER LINE OF PAVEMENT MARKINGS, UNLESS OTHERWISE NOTED. 2. CURB RADII ARE 5 FEET UNLESS OTHERIIISE NOTED. 3. CURBING SHALL BE BITUMINOUS CURB (BC) 'MTHIN THE SITE UNLESS OTHERWISE INDICATED ON THE PLANS. . 4. SEE ARCHITECTURAL DRAWINGS FOR EXACT BUIlDING DIMENSIONS AND DETAILS CONTIGUOUS TO THE BUILDING, INCLUDING SIDEWALJ<S, RAMPS, BUIlDING ENTRANCES, STAIRWAYS, U11UTY PENETRA 110NS, CONCRETE DOOR PADS, COMPACTOR PAD, LOADING DOCKS. BOLLARDS, ETC. 5. PROPOSED BOUNDS AND ANY E~STING PROPERlY UNE MONUMENTATION DISTURBED DURING CONSTRUCTION SHALL BE SET OR RESET BY A PROFESSIONAL UCENSED SURVEYDIR. 6. PRIOR TO START OF CONSTRUC110N, CONTRACTOR SHALL VERIFY EXISTING PAVEMENT ELEVA110NS AT INTERFACE IIITH PROPOSED PAVEMENTS, AND EXlS11NG GROUND ELEVA110NS ADJACENT TO ORAINAGE OUTLETS TO ASSURE PROPER TRANSITIONS BETWEEN EXISTING AND PROPOSED FACIlITIES. 7. SYIABOLS AND lEGENDS OF PROJECT FEATIURES ARE GRAPHIC REPRESENTA110NS AND ARE NOT NECESSARILY SCALED TO THEIR ACTUAL DIMENSIONS OR LOCATIONS ON THE DRA'MNGS. THE CONmACTOO SHAll REFER TO THE DETAIL SHEET DIMENSIONS, MANUFACTURERS' UTERAllJRE, SHOP DRAWIfI.ICS ANn R~H'I U~AS:URD.n;:NTC OJ:' WPPLIED PRODUCTO roo LtWOUT 0 .... ll11: PROJECT FEATURES. 8. CONTRACTDIR SHAll NOT RELY SOLELY ON ELECTRONIC VERSIONS OF PLANS, SPEaFICA11ONS, AND DATA FlLES THAT ARE OBTAINED FROM THE DESIGNERS. BUT SHALL VERIFY LOCA110N OF PROJECT FEAnJRES IN ACCORDANCE WITH THE PAPER COPIES OF THE PLANS AND SPECIFICATIONS THAT ARE SUPPUED AS PART OF THE CONTRACT DOCUMENTS. Demolition 1. CONTRACTOO SHAll REMOVE AND DISPOSE OF EXIS11NG MANMADE SURFACE FEATURES 'MTHIN THE UMIT OF WORK INCWDlNG STRUCTURES, PAVEMENTS, SLABS, aJRBING, FENCES. UTiUlY POLES, SIGNS, ETC. UNLESS INDICATED OTHER~SE ON THE DRAWINGS. REMOVE AND DISPOSE OF EXIS11NG U11U11ES. FOUNDATIONS AND UNSUITABLE MATERIAL BENEATH AND FOR A DISTANCE OF 10 FEET BEYOND THE PROPOSED BUILDING FOOTPRINT INCLUDING EXTERIOO COlUMNS. 2. EXIS11NG U11IJTlES SHALL BE TERMINATED, UNLESS OTHER~SE NOTED, IN CONFO~ANCE \\ITH LOCAL. STATE AND INDlI'1DUAL UTiUTY COMPANY STANDARD SPEClFlCA110NS AND DETAILS. THE CONTRACTOR SHALL COORDINATE U11LlTY SERI'1CE DISCONNECTS 'MTH THE U11UlY REPRESENTA11VES. 3. CONTRACTOO SHALL DISPOSE OF DEMOLl110N DEBRIS IN ACCORDANCE 'MTH APPLICABLE FEDERAL, STAllE AND LOCAL REGULA110NS, ORDINANCES AND STAnJTES. 4 THE DEMDU110N UMITS DEPICTED IN THE PLANS IS INTENDED TO AID THE CONTRACTOR DURING THE BIDDING AND CONSTRUCTION PROCESS AND IS NOT INTENDED TO DEPICT EACH AND EVERY ELEMENT OF DEMOUTION. THE CONTR~CTOR IS RESPONSIBLE FOR IDEN11FYlNG THE DETAlUED SCOPE OF DEMOU110N BEFORE SUBMITTING ITS BID/PROPOSAL TO PERFORM THE WORK AND SHALL MAKE NO CLAIMS AND SEEK NO ADDIllONAL COMPENSATION FOR CHANCED CONDIllONS OR UNFORESEEN OR LA TENT SITE CONDIllONS RELATED TO ANY CONDITIONS DISCOVERED DURING EXECU110N OF 1t£ WORK. 5. UNLESS OTHERlllSE SPECIFICALLY PROI'1DED ON THE PLANS OR IN THE SPECIFlCA11ONS, THE ENGINEER HAS NOT PREPARED DESIGNS FDIR AND SHAll HAVE NO RESPONSIBIUTY FOR THE PRESENCE, DISCOVERY, REMOVAL. ABATEMENT OR DISPOSAL OF HAZARDOUS MATERIALS, TOXIC WASTES OR POLLUTANTS AT THE PROJECT SITE. THE ENQNEER SHALL NOT BE RESPONSIBLE FDIR ANY CLAIMS OF LOSS, DAM ACE, EXPENSE, DELAY, INJURY OR DEATH ARISING FROM THE PRESENCE OF HAZARDOUS MATERIAL AND CONTRACTOR SHALL INDEMNIFY AND HOLD HARMLESS l1iE ENQNEER FROM ANY CLAMS MADE IN CONNEC11ON THEREIIITH. MOREOVER, THE ENGINEER SHALL HAVE NO ADMINISTRATIVE OBUGATIONS OF ANY 1YPE IIITH REGARD TO ANY CONTRACTOR AMENDMENT INVOLVING THE ISSUES OF PRESENCE, DISCOVERY. REMOVAL. ABATEMENT DR DISPOSAL OF ASBESTOS OR OTHER HAZARDOUS MATERIALS. Erosion Control 1. PRIOR TO STAR11NG ANY OTHER WORK ON THE SITE, THE CONTRACTOR SHALL NOTIFY APPROPRIATE AGENCIES AND SHALL INSTAlL EROSION CONTROL MEASURES AS SHOWN ON THE PLANS AND AS IDEN11FIED IN FEDERAL. STAlE, AND LOCAL APPROVAL DOCUMENTS PERTAINING TO THIS PROJECT. 2. CONTRACTOR SHALL INSPECT AND MAINTAIN EROSION CONTROL MEASURES. AND REMOVE SEDIMENT THEREFROM ON A WEEKLY BASIS AND WITHIN TWELVE HOURS AF1ER EACH STOOM EVENT AND DISPOSE OF SEDIMENTS IN AN UPLAND AREA SUCH THAT THEY DO NOT ENCUMBER OTHER DRAINAGE STRUCTURES AND PROTECTED AREAS. 3. CONTRACTOR SHAll BE FULLY RESPONSIBLE TO CONTROL CONSTRUCTION SUCH THAT SEDIMENT A TION. SHALl NOT AFFECT REGULA TORY PROTECTED AREAS. VtliETHER SUCH SEDIMENTA110N IS CAUSED BY WATER, 'MND, OR DIRECT DEPOSIT. 4. CONTRACTOR SHALL PERFORM CONSTRUC11ON SEQUENCINC SUCH THAT EARTH MATERIALS ARE EXPOSED FOR A MINIMUM OF TIME BEFORE MY ARE COVE~, SEEDED, OR OTHER'MSE STABILIZED TO PREVENT EROSION. 5. UPON CCMPLE110N OF CONSTRUCTION AND ESTABUSHMENT OF PERMANENT GROUND COVER CONTRACTOR SHALL REMOVE AND DISPOSE OF EROSION CONTROL MEASURES AND CLEAN ' SEDIMENT AND DEBRIS fR<IA EN11RE DRAINAGE AND SEWER SYSTEMS. Existing Conditions Information 1. BASE PLAN: THE PROPERTY LINES SHOWN WERE DETERMINED BY AN ACTUAL FIELD SURVEY CONDUCTED BY VANASSE HANGEN BRUSTUN, INC., IN NOVEMBER 2012, AND SUBDlI'1S1ON PLANS PREPARED BY VANASSE HANGEN BRUSTUN, INC. IN JUNE 2014. A. DEUNEA l10N OF THE WETLANDS AND PLACEMENT OF THE FlAGS WAS PERFORMED BV VANASSE HANGEN BRUSTUN, INC. B. FLAGS MARKING THE WEllANDS WERE LOCATED BY VANASSE HANGEN BRUSTUN, INC • 2. HORIZONTAL DATUM IS BASED ON MASSACHUSETTS STATE PLANE COORDINATE SYSTEM, NAD 83. ELEVATIONS DEPICTED ON THIS PLAN REFER TO THE NAVD OF 1988. Docwnent Use 1. mm: ~l~N§ AND Crn~E§fl6IJBING cA55 D6CUMENTS ARE INSTRUMENTS OF PROFESSIONAL SERVICE, AND SHAll NOT BE USED, IN ~0lE OR IN PART, FOR ANY PURPOSE OTHER THAN FOR \\tIICH IT WAS CREATED WITHOUT THE EXPRESSED, \\!lITTEN CONSENT OF 1MB. ANY UNAUTHORIZED USE, REUSE, MODIFICATION OR ALTERA110N, INCLUDING AUTOMATED CONVERSION OF THIS DOCUMENT SHAll BE AT THE USER'S SOlE RISK 'MTHOUT UABIUlY OR LEGAL EXPOSURE TO 'MB. ------ VHB Vanasse Hangen Brustlin, Inc. Transportation Land Development Environmental Services One Federal Street Building 103-3N Springfield, Massachusetts 01105 413-747-7113 -FAX 413-747-0916 N, Revisiol'1 Dote ppVtj, Dui9'1ed uy JJF _IDrown by KEW l Checkcd by JJF CAD checked by Approved by Scale N/A Dote August 15, 2014 Pro iect Title DIC Realty LLC" "The Sports Plex" S. West Street Agawam, Massachusetts Issued for Site Phm Approval Not Approved for Construction Drowlng Title Legend, Abbreviations and General Notes Drowing Nl.lmoer C-l Sheet ur 1 \3 Project Nl!moer 12792.00 '2792 LC.OWG "0 ~ o Vl I , I I I r---, , i i I : I i Ho<n\ 2792-0P A8-2-1 NOW OR FORMEI,L MAflK D NA.NC,' \1. DEED BOOK PAGE 176 A8·-2-2 NOW OR FORMER, Y MARK D. OLSON & NANCY M. OLSON DEED BOOK 10748 PAGE 176 MAP CH BLOCK 1 7 NOW OR WESTERN MA~;SACHLJSE-r~\---­ ELECTRIC COMPANY W.JJ BOOK 18054 PAGE 358 MAP A8 BLOCK 2 LOT 4 NOW OR 'ORMCRL y WESTERN MASSACHUSETTS ELECTfliC COMPAfiY DEED BOOK 18054 PAGE 352 -.. -- I I I I I C-3c C-4c' --~- 87-1-·1 89-2-27 NOW OR FORMERLY JOHN S. LANE &: SON. INC. DEED BOOK 7641 PAGE 205 ---- Bfl-2-26 I 139 2-25 -" I 89 2-24 I 89 2-2.3 A l.OT B ---.--. I I "----f --.---~ -. ~---------- . (PART) t:AP C8 8.LOCK 1 LOT 7 . 'I~L_EET __ J -C-3b I ---- C-4b 87-1 -5 NOW OR FORMER!. Y TH[ SOUTH WEST STREET REALTY C/O JAMES S. HWANG DEED BOOK 17202 PAGE 234 -~ ----- 150 a 150 300 SCALE IN FEET II I C-3a C-4a ~-- C8-1-2 C7-1--5 C7-1-4 N , I I I I .J Vanasse Hangen Brustlin, Inc. Transportation Land Development Environmental Services One Federal Street Building 103-3N Springfield, Massachusetts 01105 413-747-7113 -FAX 413-747-0916 No. Revision Date ppvd. Designed by JJF I Drown by KEW I ChGCked by JJF CAD checked by Approved by ScoIe 1"=1501 Dote AUgust 15.2014 ProjCct nUe DJC Realty LLC. "The Sports Plex" S. West Street Agawam, Massachusetts Issued for Site Plan Approval Not Approved for Constroction Drawing Title Overall Plan Drawing Number C-2 Sheet of 2 13 Project Number 12792.00 12792 oP.owe .. o N "' u ~ o en 1/ 1/ 1/ 1/ 1/ 1/ I I ~ --------~- -- :6 r 3 ~. , . ~ AREA TO BE REPLICA 1£D. 2,292 SF Aell TYPE 40 o 40 SCALE IN FEET 80 , ' . ' : ,.-. f1)G£ OF S'l REAM 9 [ill 0 :t " I I LpoRTA--POTTY (4) \ I I I ! i I I ffiASS " " Mrs --- -- Parking Summary Chart Size Spaces Description Required I Provided Required I Provided i 233 .. '--i I STANDARD ACCESSEU SPACES. 6 , 16 10 x 20 ! 7 , 12 STANDARD SPACES 10 ,2D t 10, 2D 109 .. __ , ...• ~,~~~"_. __ .. ___ ~.~.M._~_. ___ ,. ___ ~_·····_··_· ___ ¥ _, ____ .. ___ .,_~ __ ~. -_._ •• __ ._ •••••••••• __ .j_.-_ ....•. __ ._-_ .. _---.---.-~---.. _---- • AOA/STA1£/LOCAl REQUIREMENTS -----.. -------,--------Parking Requirements*: $On8All 15 SPACES ~....,~ ~ '",~' =-._.-_0 __ '_'- --~-------6 SPACES TENNIS 3 COURTS , 2 SPACES I COURT _____ _ c_ '-___ f--f-------- BASKETBAll 4 coons , 6 SPACES / COURT ~ 24 SPACES = 64 SPACES SOCCER 4 FIElDS '116 SPACES i / FIElD ---------------------_.-. -----.-.. -----.--'-_ .. -.-- TOT,AJ. PARKiNG REQUIRED = 109 SPACES * MINIMUM SUGGES1£D PARKING FOR SPORTS FIElDS SOURCE: HANDBOOK DF LANOSCIIPE ARCHI1£CTURAL CONSTRUCTION Zoning Summary Chart Zoning District(S): Business A *'" Overlay Distric·"t7.CS"')-; c-----+N~o.:.ne=-.:..:.--------- Zoning Regulation Requirements Required Provided FRONT YARO S£TI8ACK ---.:,1-, --3::5:cF:-.e-:-t --~----:40-=-=Fee-'t-- _Sl_D_[_yi.RDSEiilACK---=--.. ----------t---~~~!!ji~--r~d-=r---_-3_o _F;'_t~ __ -_-~ REAR YARD SETIBACK I 25 Feet F 90 Feet ----------------------··-l---------.------- MAXIMUM BUILDING HEIGHT I 45 Feet 24 Feet UAXIUUMiliAlDiNG-OO-kRA'ii ----------i ----50.0" i----r·---o:ii ------ ----i-------------t------------- SIGN WlmN SETBACK MIiIIlUll GRADE I 10 Feet i ------------.. --.------~---.. ·--------1 . ~~~~~~._-=; :~-~~ :: :=::~l---:~~~====l-.=-~=-------- MAXIMUM SIGN AREA ~DE WAll PERCENTAGE I 10% I ** CURRENT SI1£ ZONE: RESIDENTAIL A-2 AND AGRICUllURAl ZONE CHANGE PETITION FOR CHANGE TO BUSINESS A PENDlNG_ M.UT.C.D. Number RI-l R7-8 R7-8I' W:;-I Summary 3D' 30' 12' 18' 12' 6' Desc, R£SERVt:D PARKI~G • --T::f~~HUT d '" UP i1 e vt1JCO ,. TREES N 84 °18' 11 /1 W \ 213 .59' S11°47'16/1 W 118.03' I -------------------I I Vanasse Hangen Brustlin, Inc. Transportation Land Development Environmental Services One Federal Street Building 103-3N Springfield, Massachusetts 01105 413-747-7113 -FAX 413-747-0916 N No. Revision Dote VOwl. Designed by JJF Drown by KEW Check"d by JJF CAD checked by Ap~o"ed by Scole l "=40' Do" August IS, 2014 Projecl Title DJe Realty LLC. "The Sports Plex" S. West Street Agawam, Massachusetts Issued for Site Plan Approval Not Approved for Construction Orcrwln9 l itle Layout and Materials Plan Oro\lrjlng Number C-3a Sheet 0' 3 13 Project Number 12792_00 .. o N 792,....LM . \ jEYA~~CE NOT FOUND) ----------------- --~ ------------------- 2.10 r-_ ·1~l---~_i. -__ .r--_~ __ -- \ \ -- /2/ GRA'.1l ROAD 40 --- -- ~PAVEMENT~ o 40 80 SCALE IN FEET ------ I t.:.J::::i:J.':1;;--T PORTA-POnY (4) I I I I TYPED fJ 128 'f3-129 ~--Z8,OO' -_,-, H-204 ,,'0 V ''1 4 ~~ '''HIGH BLACK VINYL CHAIN UNK FENCE \11TH (2)-4' ACCESS GATES ~I .. 9 wooo GUARD RAIL GUARD RAIL ,CKAYu. ROAD FXI I-~,. Vanasseu, Uangen Brustlin, Inc. Transportation Land Development . Environmental SerVlces One Federal Street Building !03-3N 01105 Springfield, Mas~~:: 747-0916 413-747-7113 - N . - No. ReYi3ion Dote r,PPvd. Designed by JJF jDrcwn by KEW 1 Checked by JJF CAD ::::hecked by Approved by SCQle } "=40' Dote Augnst 15,2014 . ct Title DJC Realty LLC. 1 " "The Sports P ex S. West Street Agawam, Massachusetts 133ued for Site Plan Approval d for Construction Not Approve Drawing Title Layout and Materials Plan ----------Drawing Number C-3b Sheet of 4 13 Project Number 12792.00 .c -';;; '" Ii • c c 0 ;< " '" .. '" id '" -.. <3 N ..; ., , 0> , " >; 0 :l2 c "- " • --0 -0: Vl '" w z z ~ '" '" " '" .. N N - " 0; N ,,; ;; , 0> , « >; 0 " ." "- " • > 0 Vl 4 ··1 4 8 4 -14 9 ~r4 "150 \ / frif4 I ~_--t[:'ff 4-1 -----l-i\f4 -152 \\ -----C. _____ --...:... ze.Oo, ---------------------- PROP OSED REL OC ATI ON OF ROUTE 57 AS DEP IC TE D ON THE ______ PLAN IN MAP REFEREN CE NUMBER 13. APP ROXI MATE LOCAT IO N SEE MAP REFEREN CE #1 3 (CO NVEYA NCE NOT FOUND) ~4=n')---::-:-~_ .-----------~f 4 -11 8 ------.:..~:c:::~.'::" $f4-1l 7 j ____ _ ---------------------------f 4 -154 r-_ -------f4 -114 ---- f'4 -11 3 - ------------- --------- f 4 -15 6 r-_ 'f4-157 f 4,-158 1'4 -159 f 4 -16 0 f4 -161 /~-r I . /t-~ I '----f.- \ I ~f4-1 6 2 40 o 40 SCALE IN FEET 'f 4-112 L f4--i ll / '. +4 ·10 6 ~ ~'D4l"'1 0 7 'f4-11rl ~f 4 -109 !NV.:.218.5 80 ~4-10~ k t4- / / - ------ ~OPOSED _____ BUICDI~ __ 12,800 SFt ACR TYPE <---_____ ------ -----R7-8 _____ --..::..-' TYP;;--' ---- ------------ --------- - ------------------ - - -------------- --- /--~ -,'f ------------h .. '.... , , -\Ii -"."5---.... ,' d ~ --- .' , i ~ , , , , , , , , ___ J) ----3 -12 ! V;ETLM-xl AREA REPLICATED. 2.1 \ ~ ·fl-205 EDGE~ STREAM ,l;[ r 3 -206 ' .. ~, Vanasse Hangen Brustlin, Inc. Tmnsportation Land Deve lopmen t Environmental Services One Federal Street Building 103·3N Springfield, Massachusetts 011 05 413·747·711 3 -FAX 413· 747..()916 N No. Revision Dale r"ppvd. Desi9ned by JJF I Drawn by KEW I Checked by JJF CAD checked by Approved by Scale 1"=40' Dole August 15, 2014 ProJ!!C1 TIUe DJC Realty LLC. "The Sports Plex" S. West Street Agawam, Massachusetts Issued fO(" Site Plan Approval Not Approved for Constnlction Drawing Title Layout and Materials Plan Orowin9 Number C-3c Sheoet of 5 13 Project Number 12792.00 12792-l M DWG n '" .,. 5 N .,; I I I I , \ I , I I \ \ , \ I , I I / , , , , \ , \ \ ".., "-, , , , , , " , , '. "-.. , , , '. \ , , '-, " '- , , -- '. , TREfS -.. --~ .. --.-----'~'----.-.. --~"'-~----'----_.----------------.- , I ! I -I -... _-_.-' / ,. -,. -,. '. ~I I I I I I I I I , I I , / / , I I , , , , J I I I , , , / , I , / I \ '. , '. -------.. __ 7--.. I I I , I I I ! I I I I I I , I I , / , i I I , ! I I I , I I I I ! , / , I \ , , , , I I i I I I , I I I I I , I , I I / , , , / I / / ,"" ~"-~-. ___ .f / / / " I , / ' / ' / ' '- / ' I '. I I \ .I , , , I I / ' / -" / ,.j I I , I I I , I I / / I I ; , I , , \ , \ I I I I , , I I , , , , , , \ , , \ I , I , , I I \ \ , , I , I I / SU FENCE/STRAW eAlE eARRlER I I , , , I I I , , I , I , 4 ,/'\_-, I , I I , \ I i \ , , I , I \ \ \ \ ! , I f I , I I I , , I I I I , I I I J , I I I , I I I I I , , I , , , I ! , I , , , I I , / I I I / / I I I ./ / ./ i " / , I I I '- / .-"---~. , \ '. '. , '. , " _ ..... __ .. . __ ._------.. ..... --_____ ~~~_-.l T FENCE/STRAW BAlE BARR1ER '-. " "-"-"-"-"---_._--\ , ..... _---- ..-- , I I , \ 9 I J I I ,----.... , D£"'''""" ---,.!"..· ..... ·B~SW I I '\'" i , I , I '--1 / / I , , , / / / " I \ " ". , \ \ , \ , , , , , I ! ! , r I I I I , , I I I I I I I i I I I I ! , I ! I J , , , , , I i , I I , I I I I I I , I , I I I I \ , \, \ \ \ \ \ \ . , I \ ", I , \ \ " i I I I I I I I I 1 / I , " " --- I , GAS MAIN --- 8-a.D1 WATER mEES TRELS N 84 °18/11 ii W \ 213.59' 118 03/ -------------- -- I co ',() II I I I I I TAPPING Sl£E\I!' AND VALlIE tlil+~;£-!---SIABIIJZED CONSTRUCTION EXIT NOTES: 1) SILT SACK SEDIMENT TRAPS SHALL BE INSTALLED IN AL L NEW CATCH BASINS. 2) ALL TEMPORARY EROSION CONTROL MEASURES SHALL BE INSTALLED PRIOR TO CONSTRUCTION AND REMOVED AT THE COMPLETION OF CONSTRUCTION. 40 o 40 80 SCALE IN FEET Vanasse Hangen Brustlin, Inc. Transportation Land Development Environmental Services One Fedeml Street Building 103-3N Springfield. Massachusetts 01105 413-747-7113 -FAX 413-747-0916 N No. Revi:5ion Date ppvd Desigred by JJF Drawn by KEW Ctlecked tly JJF CAD checked by Approved b'f 00', August 15, 2014 Projecl nUa DIe Realty LLC. "The Sports Plex" S. West Street Agawam. Massachusetts Issued for Site Plan Approval Not Approved for Construction Grading, Drainage and Erosion Control Plan Orowin9 Number C-4a Sheet of 6 13 Project Number 12792.00 , , I , I I ! I i i , , ~ i j ,-.., : I I I I I ,I I I , \ , , \ , \ \ , "- \ I , \ ,- .... ---_.,._-- '\ \ , I , , I , I I , \ , , SEpnc lEACH AM TO BE OESlGI@ AT FUTURE DATE '. --- '-..... -- , , I r I -----. ----"_. ------ )(224.5 PROPOSED SUBSURFACE INALTRAnON I STORACE SYSTEM i -' (11) -24" DIAMETER PERFDRAJEI) HOPE PIPES -115' LONG '!f!24' PERFORATED HEADER PIP. EACH ENIl, . --".-~ . I , / / , , I .' I I / I I I I I / -... -- 40 ---'--~- , , \ -, ~~-.... -._----, , \ \ ------ '~'--.-._----- .,'-'-'-.... a 40 SCALE IN FEET ---. I / ---I I I I I I I ! --.; I ___ /' I I / I ,I / I / / I I ! 80 / ------ I I ,.J, \ I ' ,/ ;' I I I / I / / I I I -- , , ... -..i !l~ .,-""---.- WETLAND AREA TO BE REPUCATEO. 2,195 SF 1-, I , , I , I f3-204 r -."-'" I I \ I , .' , .- " ~"', I \ I ! \ \ \ ll:/ I , I I I I~ I - // .... "~~~--~ \ , I , ---~.-- I , , -, " /' I / I / / I / I I I I f , ,----- 1.~I _t _-1--·-_.-_.--' f'3-200 , , , , , I , - EDCE or STREAM --" --..... - -- ~l ~ -" --,--.-----'- -------_.-------- --~ -_. ~~~~\ --"" .. - I I i I I I , I I : I I , ! , I I f I I I , , .... , I I I \ I , .... I .... / -. -'---" / / I I , , , / -~--..:----------.~ ".-..... WETLAND AREA TO BE REPliCATED. 2,29:2~ •• ~,_ •. /·· I , ;--........ , , I 1,. __ _ ! I \ \ \ \ \ --...... ---- , , " ~r-" ----------------- --- tHUS "T'F~/SmAW .-' '-'-', BAlE BARRIER --_ .. --- ... ; ----;~ ....... - / "" ...... -.~ ./ '-) '-/ \. / -~----~< -, / \ /' \ ~" .. I' I I'k '" '-\/:/ I I '-..----I / , ' , / I .• --J... /(1 • __ \ I ....... -..L \1 ---- " . ---, -' ... _--- --------_." , , , " \ " - G -, I , SILT - Vanasse Hangen Brustlin, Inc. Transportation Land Development Environmenta1 Services One Federal Street Building 103-3N Springfield, Massachusetts 0 J 105 413-747·7113 -FAX 413-747-0916 N No Revision Dote \,ppv<l. Designed by JJF I Drown by KE"W I Checked by JJF CAD cIlecked by Approved by Scale 1"=40' Dote August 15,2014 PrOject TItle DJC Realty LLC. "The Sports Plex" S. West Street Agawam, Massachusetts Issued for Site Plan Approval Not Approved for Construction Drawing Title Grading, Drainage and Erosion Control Plan Drawing Number C·-4b Sheet of 7 13 Project Number 12792,00 GO.oWG .c " • '" u ~ o V> , / / / / / , / / / / , / / / / ---' ,,,-.. _-_._-- , , " , , I / / --f- .' , \ \ .' , \ \ \ \ \ \ , , \ \ \ \ \ \ \ \ , /1 " I / ,I \ , \ \ \ , \ \ I I , / \ \ \ \ / / \ \ \ \ I , ! , , I I / \ / / / I I , J I , I \ \ ! I / I , O __ .~.-~-·_-_-~'~~~~~ 1--'-.... -_ ... ----.. -I f / I I I I , / / / .' .' , , I I , .' , , / I I I I , I I , I , I / , , , \ , \ \ , , , \ 1 , , \ \ \ , I J J J J J J J , ; , / I / , , , I I , I I I I , J , , \ I \ \ , , , I I I I \ I I I J , / i , / .-' .. - ! I .- ,-.- , I ,I ! ! I ! 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I / / / \ I .... _----------- '. , , , , " , \ \ I , --.- , I I ; I I I \ \ \ --'-__ .. _.7"<" \ 1 ... __ ,. __ . \ LI '\. \ \ , / -' / I / I \ ! ) " I / I /\ I / / \ / J (/ \,' I \ I 1 " '. , \ \ \ , , , , , \ '. / 40 \ / , I I , I I I , I I , I I -o-".--! 40 < SCALE IN FEET ~\ '-------_.,\ \ \ '. ~ ;:;:::''''''' \ \ , I , , I I / , \ 80 \ \ , \ I \ \ \ , (> r-~ / : J \ / I I i / , , I I I I I / I I I , I I I , I , ! I I I I I I , I J I / I , I \ , ! I i l i I I I , I I I I I I I I , I I , , I , , I I J I I -\-22S'::' ._ I I ; I / I I , , I I I , I , .' --- I I ", - - ! ! I ! I I , , , i : N I / , , / \ \ , '. I I , \ , \ I " " .,----~.-... --,-- - '------- ----'- '-- ,,------"--,-._ J .---. --~-- .. -.... - - - / I J I / I I - \ / ,j ---- -----_. -._-- -- ---- / ! / I ! -- -- ,/ I , f I I , / ---.,.' I_ / ,/ ,/ I I I I I ! ! J I , , \ I I - - -- - , I I I I I I , I I I I " , / / , I ---_ .. --------- ) / ) f J / - -- / , I I / I / --I ~ ! ! ! I I I I I I , , , / I I I I I I I I \ ! I I •. _. __ ....... F·_····· -_ .... -" WE!LAND AREA REPLICATED. 2,1 Vanasse Hangen Brustlin, Inc. Transportation Land Development Environmental Services One Federal Street Building 103-3N Springfield, Massachusetts 01105 413-747-7113 -FAX 413-147-0916 N No. Re .. i:5ion Date """,. Oetll'¥1ed by JJF I Drawn by KEW I Checked by JJF CAD Checked by Approved by Scole 1 "=40' 001, August 15, 2014 DJC Realty LLC. "The Sports Plex" S. West Street Agawam, Massachusetts tssu<!id for Site Plan Approval Not Approved for Construction Drawillg Title Grading, Drainage and Erosion Control Plan Drnwin9 Number C-4c Sheet of 8 13 Profect Number 12792.00 ",eCT\12792-DT -R~ Concrete Pipe Division I 5" STC 450i Precast Concrete Stormceptor" (450 U,S, Gallon Capacity) C dG Ie j' overan ra /~rade AdjuslelS To T .. Slit Fin~hed Grade I .... ~ '0 ., .. • • J 6" ~ .' 'r--24"-..... ·0 6"r I. 4"0 PVC Pip e . Min.15" High ~ .. ~' f Varies Match G To rade wi 4" Cap .. : v-~tormcePtor· / Insert "r 9" I1~ .... DuUet..!, I T I""" 17' 16" 16" ..L ..L ,. '-/ 50" I ~ 12'01nlol 4'0 DuU.t L Min. ~I Down Pipe Riser Pipe .J • (Removable) .. 46"0 • IfRequir .. !--5" ed See Note 2 ---+--/... 4"0 Oil Port 4"00uUet Riser Pipe .. ~-~ r: 1i ... -.-. .. _ . .,' . . 8~ • ... . .... . . ·0 Insert Tee Here (Tee Opening to Face Side Wall) Section Thm Chamber Plan View Notes: I. The Use Of Flexible Connection is Recommended at The Inlet and Outlet Where Applicable. 2. The Cover Should be Positioned Over The Inlet Drop Pipe and The Oil Port. J. The SlIlrrnceptor System is protected by one or IIlore of dIe following U.S. Patents: #4985148, #5498331,#5725760,#5753115,#5849181,#6068765,#6371690. 4. Contact a Concrete Pipe Division representative for further details not listed on this drawing. Rmker021 NI3; ~ " :36" DIA. MANHOLE: , ~ --"-\.J- Alternate Top Slab And/Or Beehive Grate BEEHIVE OR FLA T -~ GRATING AS INDICA TED ON PLAN LOAM & SEED SEE NOTE 4 ---,. 36" DIA. Notes: 1. ALL SECTIONS SHALL BE DESIGNED FOR HS-20 LOADING. 2. PROVIDE OPENINGS FOR PIPES ~TH 2" MAX" CLEARANCE TO OUTSIDE OF PIPE. MORTAR ALL PIPE CONNECTIONS. 3. JOINT SEALANT BETWEEN PRECAST SECTIONS SHALL BE PREFORMED BUTYL RUBBER. 4. CATCH BASIN FRAME AND GRATE SHALL BE SET IN FULL MORTAR BED. ADJUST TO GRADE WITH CLAY BRICK AND MORTAR (2 BRICK COURSES TYPICALLY, 5 BRICK COURSES MAXIMUM). PAVED SURFACE TREATMENT VARIES ___ -.--SEE NOTE 3 I""'=~A=:;OU TLET '" UJ If) '" DIA. iNVERT I;.;.:=~_--,-VARIE§ Section -----OPENINGS WI MORTAR CONNECTION SEE NOTE 2 4" (TYP.) SEE NOTE 1 ,--(;O~IPA,CTI,D GRAVEL COMPACTED SUBGRADE Landscape Drain with Sump (LDS) N.T.S. Source: VI-IB 6/08 LD_',09 I 24" DIA. I ACCESS Notes: ~~ [AI~ .. _-_--]~ -, :_ 413' DIA. (MIN.) :, 1. ALL SECTIONS SHALL BE DESIGNED FOR HS-20 LOADING. DIAMETER OF STRUCTURES SHALL BE COORD INA TED WITH PIPE CONFIGURATIONS. 2. COPOLYMER MANHOLE STEPS SHALL BE INSTALLED AT 12" O.C. FOR THE FULL DEPTH OF THE STRUCTURE. ~ -4-'- Alternate Top Slab FINISH GRADE 8" 24" DIA. 8" I I ACCESS I I 3. PROVIDE OPENINGS FOR PIPES WITH 2" MAX. CLEARANCE TO OUTSIDE OF PIPE. MORTAR ALL PIPE CONNECTIONS. SEE NOTE rnci "'z 0 UJO w fQ!= a::: "''' fI) 171« z 00 I~ C::UJ 601 Zw 0(1) 12" ::!« III ----4. JOINT SEALANT BETWEEN PRECAST SECTIONS SHALL BE PREFORMED BUTYL RUBBER. 5. DRAIN MANHOLE FRAME AND COVER SHALL BE SET IN FULL MORTAR BED. ADJUST TO GRADE ~TH CLAY BRICK AND MORTAR (2 BRICK COURSES TYPICALLY, 5 BRICK CoURSES MAXIMUM) SEE NOTE 4 . ~-SiHEI_F TO BE CONCRETE FORMED A A SLOPE OF 1" PER FOOT. DIA. VARIES ~r;;ft~~:::J-.l SEE NOTE 3 . I 1Z" j (TYP.) L.(;EMIENT CONCRETE INVERT L.-COMI'AC:TED GRAVEL -COMPACTED SUBGRADE Drain Manhole (DMH) N.T.S. Source: VHB A .- 4/11 .,... N r {C ,." }"d N CONTINU E CHANNEL SHAPE OM OF SLOPE TO Bon BI PRECAST CONCRETE CURB (PCC) COMPACTED LOW PERMEABILITY CORE :1 "- TM \-' ~J: ~ H .J:"' ~J.j ..r ~ . . ~ , .. : .• , <' • H ({l H .J. { A_ Plan View Ci< Section B-B ~.' . - \ r: tJ .\ PCC "1 TOP OF BERM ~ IB r t.V 6" LOAM & SEED 5'-0' LTER FABRIC 1'-6' §f6Nr:' FOR PIPE ENDS r--..!!:...~~-cf:.:t'~L BEYOND BASIN SIDE • FILTER FABRIC...' PCC ~TH MORTARED JOINTS Overflow Stone Swale N.T.S_ Section A-A Source: VHB STONE FOR PIPE ENDS COMPACTED LOW PERMEABILITY CORE 6/08 FES X Y Z STONE NO. DIA. ([),o) +-+--+--+-'---'1 12" 1-"-- SAFETY BAR(S) DRILL AND MORTAR HORIZONTALLY NO. 6 REBAR EQUALLY SPACED 1B" -1 BAR 24" -1 BAR 30" _ !}: CAPe;;; 36" -2 BARS 48' -3 BARS Note: SAFETY BARS TO BE OMITTED WHERE INDICATED ON PLANS. X __ +---PR:ECI~St FLARED END SECTION rt---SLOf'E 1:1 MAXIMUM eTC"'" FOR PIPE ENERGY DISSIPATION BOWL FILTER FABRIC FINISH GRADE 6" LOAM AND SEE!)-, EXISTING] - - GROUND COMPACTED COMMON FILL! ORDINARY BORROW COMPACTIED LOW PERMEABILITY CORE MATERIAL--Y Notes: OVERFLOW SWALE (SEE DETAIL) ---- OUTLeT rlr'c SEE NOTE 2. OU TLET CON TROL STRUCTURE (SEE DETAIL) ALTERNATE: FLOWABLE FILL PER flATCHED LINES 1. LOW PERMEABILITY CORE MATERIAL IS CONTINUOUS FOR THE FULL LENGTH of THE EMBANKMENT . COMPACTED SUB GRADE '-CRIUSrlED STONE 2. WHERE PIPES PENETRATE THE LOW PERMEABILITY CORE, PIPE SHALL BE BEDDED IN THE LOW PERMEABILITY CORE MATERIAL. BEDDING Section A-A (2" STONE SIZE) 3. THE BERM SECTION IS SUBJECT TO CHANGE AND WILL BE BASED ON THE RESULTS OF FURTHER GEOTECHNICAL INVESTIGATIONS. Flared End Section (FES) with Stone Protection 5/12 Detention Basin Berm Section N.T,S. Source: VH8 , ". ~ ~ . '. 8" j .-- , . ". " .. ~'-\. J?~' .. "J ~~ ~OUTLEJ :.J h~ PIPE I, INVERT OVERFLOW WEIR ~FASTEN GRATE / TO ~NG WALL INVERT ORIFICE B IF SPECIFIED TRASH GRATE (Z"X4" OPENINGS) INVERT ORIFICE A t2" L J" 12- ' .. ~'-.o" :." I COMPACTED GRAVEL Front View Mnlti-Stage Outlet Control Structure N.T.S. N"T.S. OF BERM RIPRAP SWALE CONCRETE· COMPACTED GRAVEL Source: VHB DETENTIO BASIN NO. TOP SLAB ES Ill f-LoJ UJQ ::.;;: «-_0:: 00 Source: VHB W= 0= .--WIN'" WALL Side View A-A GRATE (GALV. STEEL OR APPROVED EQUAL) FASTEN TO CONCRETE SIDEWALLS WITH HIL TI ANCHORS LOAM COMPACTED SUBGRADE 10/08 6/08 Vanasse Hangen Brustlin, Inc. Transportation Land Development Environmental Services One Federal Street Building 103-3N Springl1eld, Massachusetts 01105 413-747-7113 -FAX 413-747·0916 +-- No. Revision Dote ~PPVd, Designed by JJF I Drown by KEW I Checked by JJF CAD chet;ked by Approved by Soole N.T.S, Date August 15, 2014 DJC Realty LLC" "The Sports Plex" S. West Street ~gavvarn,~assachusetis Issued for Site Plan Approval Not Approved for Construction Drawing Title Details Drawing Number C-5 Sh6€\ of 9 13 Project Number 12792"00 12792 DrDWG ::: '" N PAVED AREA TYPICAL PAVEMEN .. T_~~T' SECTION - COMPACTED COMMON FlLL -- • N ~ 18" PIPE DIA. LANDSCAPED AREA 18" COMPACTED COMMON FILL ~. ~~:~!;!~CE TREATMENT FlL TER FABRIC ~--PloRFORI'TED PIPE y;,.'Z-.--.2" WASHED CRUSHED STONE ~~,;Vi;)I;" GROUND OR P MATERIAL APPROVED BY GEOTECHNICAL ENGINEER Subsurface Recharge Trench N.T.S. FACE OF I GATE VALVE 'MTH ADJUSTABLE RISIOR, BOX AND COVER PAVEMENT SURFACE -----, Source: Vrl8 MUNICIPAl STANDARD HYDRANT PUMPER Cm~NEICTI()N TO FACE FlNISH GRADE··· ----, 6/08 I " CLEAR (MIN.) CONCRETE THRUST BLOCK COMPACTED SUBGRADE THRUST BLOCK -MIN. BEARING 9 S,F DO NOT BLOCK DRIIIN·--t-h 18·x18")(6" CCNCRETE BA~;E-./ CRUSHED eT" •• " (MIN. 1/2 C, '-r-- Notes: 1. CONCRETE THRUST BLOCKS TO BE USED ON LY WHERE THEY CAN BEAR ON UNDISTURBED EAR TH AS SHOWN , USE CLAMPS AN D TIE RODS OR OTHER ACCEPTABLE METHOD OF JOINT RESTRAINT WHERE S~L CONDITlONS PROHIBIT THE USE Of THRUST BLOCKS. 2. HYDRANT IN SIDEWALK AREAS TO BE LOCATED TO PROVIDE MINIMUM CUEAR SIDEWALK PASSAGE WIDTH OF 3 FEET AT HYDRANT. Hydrant Construction N.T.S. Source: VHB 6/08 OUTLET CONTROL PIPE / "'--CONNECTION STUBS TO HEADER PIPE SHALL BE PRE -FABRICATED BY THE MANUFACTURER AREA AREA FINISH GRADE TYPICAL PAVEMENT SECTION O 0 00 0 o 0 co 0 00GJ 00 0 0 s>r.°O 0 0 0 Sl;;--; 0 0 00 00 0 0 (j--' (j--' ° 0 0 ° 0 o 0 '" 0 0 0 0 r~--..L.---'::~=-- 00 EPOO 0 0 0 0 ;Eel ·r--2" SAND 0 00::> 0 1l...121':'~:~~~)~ o 0 0 0 ~~I(,; """".,, ° 0 0 REDUCER FITTING GALVANIZED 1/4 INCH 'MRE MESH SCREEN PIPE CAP W/STAINLESS STEEL HOSE CLAMP TO SECURE SCREEN [:=J DOWNSPOU T [=====1 FASTENER jSCREEN DETAIL I~=t r MAX. FlNISH GRADE HOPE PIPE VA"\t'jI C' VARIES) IM:;'9,.q; HOPE PIPE C< VARIES) WASHED 2" CRUSHED STONE AS REQUIRED ---- WASHED 2" CRUSHED FlLTER FABRIC -1---- WASHED 2" CRUSHED STONE WYE CONNECTION 45' BEND SUBGRADE 1% MINIMUM SLOPE 12" VARIES VARIES Plan View Section A-A Notes: PIPE SIZE AND CONFIGURATION TO BE SUPPUEO AS SPECIFIED ON SITE PLANS. Recharge Pipe/Header System N,T,S. Table Of Dimensions BENDS B C D 6 " 11 1/4' S" IS" 12" S" 22 1/2" IS" s" 11 1/4" 20" 8" 22 1/2" 22" 12" 11 1/4' 30" 12" 22 1 2' 35" Bends lL Plan Table Of Dimensions TEES G H I 6~)( 6wx 6" 12" 24" 24" 8"x S"x 6" " " " B"x S"x B" " " " Tees Plan E F BENDS 24" 12" 6" 45' 13" S" SO' 12" 8" 45' 17" S" 90' 15" 12" 45' 25" 12" SO" 1 0 J lB" " 24" UNDISTURBED SOIL TEES 12"x 12"x S" 12"x 12"x B" 12"x 12"x 12 UNDISTURBED SOIL Notes: B C D E S" 3D" 12" 24" 30" 30" 3S" 40" SO" Section 1-1 H I ,I 12" 24" 24" lB" " " " 24" " 36" " 3S" Section 2-2 1. PROVIDE BLOCKS FOR TAPPING SLEEVES, DEAD ENDS. GATE VALVES, AND VERTICAL BENDS (SAME SIZE AS REQUIRED FOR TEES), PRO~DE ANCHOR RODS AT VERTICAL BENDS AND GATE VALVES. 2. CONCRETE SHALL NOT BE PLACED AGAINST PIPE BEYOND FITTING. 3. CONCRETE SHALL BE 3000 PSI-TYPE L Concrete Thrust Block N.T.S. Source: \/H8 Source: VH8 F 14" 27" 24" 36" 40" 52" 10/10 r .. -------'-'3"-'=-0"': (MIN.) • 8" 9-± " .. " .. .. A t", -( A ~ VALVE ,),1 Oo.s.&:Y. ul (TYP.) q; , [D.J.P. '. FlLOW-li li(oJIO (QlJ ' B[oIR II[ 111 ° ""'-...,; . o. or . 615" DlA. SUMP T ::~CHECK VALVE -SLOPE .-I . ,. : .. .. S~ 2" LOW FLOW I METER (TYP.) Plan Notes: 1. CONC, MIN. STRENGTH -5,000 PSI @ 2B DAYS. 2. STEEL REBAR -ASTM-A-7S, GRADE SO '" MIN. 3. DESIGN LOADING -AASHTO HS20-44, 4. CONSTRUCTION JOINT SEALED WITH I" DIA. BUTYL RUBBER OR EQUIVAUONT. 5. SEE UTILITY PLAN FOR METER AND WATER MAIN SIZES. 6. COPOLYIAER STEPS SHALL BE INSTAULED AT 12" O.C. FOR THE FULL DEPTH OF THE STRUCTURE. 7. PROVIDE BARNES SUMP PUMP MODEL BP25VF WITH BACKCHECK VALVE OR APPROVED EQUIVALENT. S. SEE SITE ELECTRICAL PLAN FOR ELECTRICAL CONNECTIONS. Water Meter Pit NT.S. z :;; ;... COLLECTION PIPE ..J (SIZE PER PLAN) 4/11 Downspout Rain Leader 6/08 N.T.S. ALL FITTINGS &: JOINTS SHALL BE FLANGED, 200 PSI RATED FIRE SIOR~CE METER WITH BYPASS METER 7'x13' MINIMUM PRECAST WATER METER PIT BY SUPERIOR CONCRETE OR EQUAL. EXTERIOR TO BE WATERPROOf. METER PIT SH ALL BE SIZED LAR GER AS REQUIRED TO ACCOMODA TE PIPE FITTINGS AND METER.~ TO DRAIN --h U/4/(=§[Al WAlL SLEEVE SUMP PUMP 12" Source: VHB 3' SQUARE OPENING Source: 'MB CON TRACTOR SHALL: 1. VERIFY UTIUTY REQUIREMENTS 2. CHECK OS&Y HEIGHT 3. CHECK VALVE DIMENSIONING 4. EUOCTRONIC/REMOTE READERS 5. METER TO REGISTER IN GALLONS OR CUBIC FlEET 6. CH ECK METER PIT DIMENSIONING TO ACCEPT ABOVE ITEMS Sec!lonA"A -CAST IRON FRAME &: COVER w/ LABEL "WATER" SHALL BE SET IN FULL MORTAR BED. ADJUST TO GRADE WITH CLAY BRICK AND MORTAR. MIN. 3D" DIAMETER OPENING. 5' SQUARE RISER 8" THICK fiNISH GRADE STEPS 2-EXPLOSION PROOf 100 WATT UGHTS WI S'MTCH ADJACENT TO OPENING. RIM ELEV.-__ CAST IN PLACE CON CRETE 3000 PSI COMPRESSIVE STRENGTH MIN, 12" COMPACTED GRAVEL 5/08 LO_255 Vanasse Hangen Brustlin, Inc. Transportation Land Development Environmental Services One Federal Street Building 103·3N Springfield. Massachusetts 0 I 105 413,,747-7113 -FAX 413-747"0916 No. Revision Da te ~ppvd. Oesiql'led by JJF I Drown by KEW I Checked by ufuf~ CAD checked b~ Approved by $¢(lie N.T.S. Dote Angust 15,2014 ProJect Title DJC Realty LLC. "The Sports Plex" S. West Street Agawam, Massachusetts Issvec for Site Plan AppToval Not Approved for Construction Drowing Ti tle Details Drawing Number C-6 Sheet of IO 13 Pro )eet Number 12792,00 12792 DT.DWG .. 5 N '0 " > o '" DT PAVED AREA SEE APPUCABLE PAVEMENT SECTIONS COMPACTED GRAN ULAR ~LL LANDSCAPED AREA COM MON FILL/ ORDINARY BORROW -WARNING TAPE %~~~~~~~tj.~~~;AT:;A;M~P'ED HAUNCHING ~ BEDDING MIN. Notes: COMPACTED SUBGRADE 1. WHERE UTILITY TRENCHES ARE CONSTRUCTED THROUGH DETENTION BASIN BERMS OR OTHER SUCH SPECIAL SECTIONS. PLACE TRENCH BACKFILL WITH MATERIALS SIMILAR TO THE SPECIAL SECTION REQUIREMENTS. 2. USE METALLIC TRA CING/WARNING TAPE OVER ALL PIPES. Utility Trench N.r.s. TOP RAIL~~~-~ FENCE FABRIC ~ CORNER, END OR LINE POSTS I Source: Vt-IB Elevation WIRES TOP b I in ~ ~~N:~~~L WIRE --:~~ 1· OR 6~ §:; -.I (SEE NOTE 2.) FINISH GRADE-......... CONCRETE FOOTING II I( (3000 PSI-TYPE I) ----LJ 10" DIA. it LINE POS~ OR 1'-4" @ CORNER. PULL OR END POSTS Seetion . Note: b I '" I , '" I "' ~2" DIAMOND ~ MESH FABRIC ~ TEN:iION WIRE 1. MATERIALS TO BE SUPPLIED AND INSTALLED IN CONFORMANCE WITH • CHAIN LINK MANUF ACTURER'S INSTITUTE" PRODUCT MANUAL. 2. PROVIDE 6" OF CLEARANCE BETWEEN THE BOTTOM OF FABRIC AND FINISH GRADE AROUND BMP IF AN ORDER OF CONDITIONS WAS ISSUED FOR THE PROJECT. Chain Link Fence up to 6' 8/11 5/12 N.r .S. Source: VHB LD_481 _MA 4'-0" O.C. BUTT JOINT (TYP.) 1'-4" - - • ~ -H • ,.., 4"xl0' WOOD I N I ~CURB I I I FINISHED F=( SURFACE I I L_J 8" • 0 I ;.. II 2-5/8" GALVANIZED CARRIAGE BOLTS PER POST PER RAIL 2-5/8" GALVANIZED CARRIAGE BOLTS PER POST PER RAIL WOOD POSTS @ 4'-0' O.C . 2% Wood Guardrail 6/0B N.r.S. Source: VHB WIRE F~S!rEt-!.~~S it 1 B" INTERVALS, AND BOTTOM ·5/8" ROUND LATCH ROD ~-~-.---~--... 4" O.D. STEEL -~-U~;E GATE POST FOR SINGLE GATES TU BE GATE POST (SEE NOTE DIA. 3/8" STEEL TRUSS ROD BAR BANDS CHAIN UNK FABRIC 1.66" NOMINAL 0.0. SOCKET FOR LATCH ROD -" Notes: FRAMES AND BRACES TO BE 1.66" O.D. STEEL TUBE AUTOMATIC GATE BACKSTOP sff iN cONCRETE §ASE (CLASS A) 6"DIA.x'·-6". FOR EACH GATE WHEN OPEN ,. CHAIN LINK FABRIC FOR GATES TO BE THE SAME AS REQUIREO fOR FENCE. 2. GATE POST BASE-PORTLAND CEMENT CONCRETE (3000 PSI). 3. FENCE FABRIC, POSTS. FRAMEWORKS. AND HARDWARE SHALL BE GALVANIZED STEEL PER SPECIFICATIONS. 4. GATE POSTS TO BE USED ON EACH SIDE OF SINGLE AND DOUBLE GATE OPENINGS. Chain Link Fence Gate 6/08 N.T.S. Source: VHB r :5OC10 PSI CEMENT CONCRETE (TYPE 11) 6%(1.5%±) AIR ENTRAINED #4 @ 16" BOTH WAYS (CENTERED) COMPACTED GRAVEL -~"'" COMPACTED SUBGRADE ----.. --- Notes: 1. SIZE OF PAD TO BE AS INDICATED ON PLANS. 2. CON STRUCTION JOINTS SHALL BE SPACED NO MORE THAN 30 FEET ON CENTER AND SHALL BE EQUALLY SPACED OVER THE LENGTH AND WIDTH OF THE PAD. Dumpster Pad N.T.S. Sou,-ce: VHB CONCRETE PAVEMENT Vanasse Hangen Brustlin, Inc. T Tansportation Land Development Environmental Services One Federal Street Building I03-3N Springfield, Massachusetts 01105 413-747-7113 -FAX 413"747-0016 NO Revision Dote f"pp vd Dcsioned by JJF !"l>ruwr by K£W I Cheeked by J~~ CAD checked by Arproved by Seale N.T.S. Date August 15,2014 Pro}eGl TItle DJC Realty LLC. "The Sports Plex" S. West Street Agawam, Massachusetts Issued for Site Plan Approval Not Approved for Construction Drowing Title Details Drawing Numb., C-7 Sheet of 11 13 Prcject Number 12792.00 12792-0T.DWG <t 5 N ui c>-o TI '0 "- v ~ o (f) \\ VHB \pROJ\SPRINGFIELD\ 12 79? .OO\CAO \LD \PLAN SET\ 1 2792-0 T WIDTH VARIES 12.0' DRAINAGE SWALE OR LOAM & SEED TRAVEL LANE -- -- PROPOSED HOT MIX ASPHALT (HMA) DRIVEWAY SURFACE: 1~" BITUMINOUS TOP COURSE INTERMEDIATE: 1 y,-BITUMINOUS DENSE BINDER COURSE SUBBASE: 12" COMPACTED GRAVEL TYPICAL SECTION -HOT MIX ASPHALT (HMA) DRIVEWAY NTO WIDTH VARIES 12.0' DRAINAGE SWALE OR LOAM & SEED TRAVEL LANE - I PROPOSED GRAVEL DRIVEWAY SURFACE: 2" COMPACTED STONE DUST SUBBASE: 12" COMPACTED GRAVEL TYPICAL SECTION -GRAVEL DRIVEWAY NTS STONE DUST SURFACE (2-2" COURSES) COMPACTED GRAVEL BASE COMPACTED SUBGRADE FINISH GRADE BLACK ALUMINIUM EDGING 12-SPIKES 24' ON CENTER Stonedust Path Detail N.T.S. - 3/01 CONST If. 12.0' TRAVEL LANE PROP CROWN & PGL PROPHMA DRIVEWAY CONST If. /\ 12.0' TRAVEL LANE \-PROP GRAVEL DRIVEWAY TOOLED CURB ----~ 1" CHAMFER --~ 6" REVEAL FINISH P AVEMENT-~ Section Notes: 1. CONCRETE FOR SIDEWALKS TO BE 4000 PSI AND FOR DRIVEWAYS 5000 PSI. BOTH MIXES TO BE TYPE ll. 6% (1.5±) AIR ENTRAINED. 2. PROVIDE EXPANSION JOINTS AT MIN. 30 FT. O.C. WITH PRE-FORMED EXPANSION JOIN T FILLER &: SEAUER. 3. PROVIDE TOOLED CONTROL JOINTS AT 6' D.C. 4. PROVIDE BROOM FINISH IN DIRECTION PERPENDICULAR TO CURB. I WIDTH VARIES DRAINAGE SWALE OR LOAM & SEED - WIDTH VARIES DRAINAGE SWALE OR LOAM & SEED - 4" CEMENT CONCRETE (6" THICK IN VEHICULAR AREAS) FINISH GRADE EXPANSION JOIN T SEALAN T ----r"----, II" PREFORM ED EXP ANSION JOINT-----1 I I ExpanSion Joint Detail Monolithic Concrete Curb (MCC) & Sidewalk N.T.S. Source: VHB SURFACE TREATMENT VARIES 10' COMPACTED GRAVEL (1Jf MAX STONE SIZE) Note: ,------2" RADIUS (TYP.) BITUMINOUS CONC. PAVEMENT (TOP COURSE) COMPACTED GRAVEL COMPACTED SUBGRADE ALL CURBING TO BE MACHINE EXTRUDED Bituminous Curb (BC) N.T.8. Source: VHB 6/08 1)(," BITUMINOUS TOP COURSE -1==--1)(," BITUMINOUS DENSE BINDER COURSE 12" COMP ACTED GRAVEL COMPACTED SUBGRADE Standard Duty Flexible Pavement Not.: PAVEMENT SECllONS ARE SUBJECT TO CHANGE AND WILL BE BASED ON THE RESU LTS OF FURTHER GEOTECHNICAL INVESTIGATIONS. Bituminous Concrete Pavement Sections 12/11 N.T.S. Source: VHB REv ----- VHB Vanasse Hangen Brustlin, Inc. Transportation Land Development Environmental Services One Federal Streel Building 103-3N Springfield, Massachusetts 01105 413-747-7113 -FAX 413-747-0916 No. Revi310n Dote .... Dt<-'Signed by JJF Torown by KEW ICheCked by JJ~ CAD checked by Approved by $col, N.T.S. Oo(e August 15, 2014 . P.Oject Title DJC Realty LLC. "The Sports Plex" S. West Street Agawam, Massachusetts Issued for Site Plan Approval Not Approved for Construction Orawin<J lith! Details Dro .... ing Number C-8 Sheet of 12 13 Pro joct Number 12792.00 12 792 -DT.DWG ~ -• '" ,; , • c c • " '" "" '" '" .0 '" ;: "" <5 N "' --00 , ~ , "" >. 0 :'2 , "- 0 • ~ -0 a: ::> "' w z '" <! ~ <! '" , ~ '" .., '" '" v 0 N "' -• , '" , .: >. a "0 , '" "0 • > ~ LIP MAX. NOTE 9. Notes: 1. 2. 3. THE MAXIMUM ALLOWABLE SIDEWALK AND CURB RAMP CROSS SLOPES SHALL BE 1.5 (1% MIN.). THE MAXIMUM AllOWABLE SLOPE OF ACCESSIBLE ROUTE EXQUDlNG CURB RAMPS SHALL BE 5";. THE MAXIMUM AllOWABLE SLOPE OF ACCESSIBLE ROUTE AT CURB RAMPS SHAll BE 7.5"- 4. A MINIMUM OF 3 FEET CLEAR SHAll BE MAINTAINED AT ANY PERMANENT OBSTACLE IN ACCESSIBLE ROUTE (I.E .• HYDRANTS. UTIUTY POLES, TREE '//EllS. SIGNS, ETC.). 5. CURB TREATMENT VARIES, SEE PLANS FOR CURB TYPE. 6. RAMP, CURB, AND ADJACENT PAVEMENTS SHALL BE GRADED TO PREVENT FONDING. 7. SEE TYPICAL SIDEWALK SECTION FOR RAMP CONSTRUCTION. 8. WHERE ACCESSIBLE ROUTES ARE LESS THAN 5' IN \\lDTH (EXCLUDING CURBING) A 5' x 5' PASSING AREA SHAlL BE PRO~DED AT INTERVALS NOT TO EXCEED 200 FEET. 9. EUMINATE CURBING AT RAMP (OTHER THAN VERTICAL CURBING, WHICH SHALL BE SET FLUSH) WHERE IT ABUTS ROADWAY, Accessible Curb Ramp (ACR) Type 'A' N.T.S. Source: VHB lr.." x 1r.." X 4' WOOD STAKE OR APPROVED EQUAL~~, 4' (MAX) 11 /10 ;on,,'.-:: 3' WOOD STAKE, BALE) WORK AREA FLOW - TOP OF r (MIN.) SILT FENCE-, STAKED BALlES -CI\LC T\\lNE TO BE PARALLEL TO GROUND SURFACE ~ECTED (MIN,) ARE) ../ Wood Stake Joint Detail Note: PLACE ONE BALE PERPENDICULAR ALONG BALE BARRIER (100' O.C.). Silt Fence I Straw Bale Barrier N.T.S. Source: 'MB 8/12 - Notes: J<" UP MAX. SEE NOTE 9. 1. THE MAXIMUM ALLOWABLE SIDEWALK AND CURB RAMP CROSS SLOPES SHALL BE 1.5 (1% MIN.). 2. THE MAXIMUM AlLOWABLE SLOPE OF ACCESSIBLE ROUTE EXCLUDING CURB RAMPS SHALL BE 5%. 3. THE MAXIMUM AlLOWABLE SLOPE OF ACCESSIBLE ROUTE AT CURB RAMPS SHALL BE 7.5%, 4. A MINIMUM OF 3 FEET CLEAR SHAlL BE MAINTAINED AT ANY PERMANENT OBSTACLE IN ACCESSIBLE ROUTE (i.E., HYDRANTS, UllLlTY POLES, TREE 'IIELLS, SIGNS, ETC.). 5. CURB TREATMENT VARIES, SEE PlANS FOR CURB TYPE. 6. RAMP, CURB, AND ADJACENT PAVEMENTS SHAll BE GRADED TO PREVENT PONDING. 7. TYPICAL SIDEWALK SECllON FOR RAMP SEC110N CONSTRUCTION. 8. WHERE ACCESSIBLE ROUTES ARE LESS THAN 5' IN \\lDTH (EXQUDING CURBING) A 5' x 5' PASSING AREA SHALL BE PRO~DED AT INTERVALS NOT TO EXCEED 200 FEET. 9. EUMINA TE CURBING AT RAMP WHERE IT ABUTS ROADWAY, EXCEPT WHERE VERllCAL CURBING IS INDICATED ON THE DRAWINGS TO BE SET FLUSH. Accessible Curb Ramp (ACR) Type 'D' N.T.S. CATCH BASIN r.R" .... __ SILTSACK SILTSACK Source: \/He Plan View 1" REBAR FOR BAG REMOVAL '-E:XP,~N~.ON RESTRAINT Section View NoteS: 1. INSTALL SILTSACK IN ALL CATCH BASINS WHERE INDICATED ON THE PLAN BEFORE COMMENCING WORK OR IN PAVED AREAS AFTER BINDER COURSE IS PLACED AND HAY BALlES HAVE BEEN REMOVED. 2. GRATE TO BE PLACED OVER SIL TSACK. 3. SIL TSACK SHALL BE INSPECTED PERIODICALLY AND AFTER ALL STORM EVENTS AND CLEANING OR REPLACEMENT SHALL BE PERFORMED PROMPnL Y AS NEEDED. MAINTAIN UNTIL UPSTREAM AREAS HAVE BEEN PERMANENnL Y STABILI ZED Siltsack Sediment Trap N.T.S. Source: VHB 11/10 LO 503 6/08 SEE NOTE 9. if LIP MAX. Notes: 1. THE MAXIMUM ALLOWABLE SIDEWALK AND CURB RAMP CROSS SLOPES SHALL BE 1.5 (1% MIN.), 2. THE MAXIMUM ALLOWABLE SLOPE OF ACCESSIBLE ROUTE EXCLUDING CURB RAMPS SHALL BE 5%. 3. THE MAXIMUM ALLOWABLE SLOPE OF ACCESSIBLE ROUTE AT CURB RAMPS SHALL BE 7.5%. 4. A MINIMUM OF 3 FEET CLEAR SHAll BE MAINTAINED AT ANY PERMANENT OBSTACLE IN ACCESSIBLE ROUTE (I.E., HYDRANTS, UTIUTY POLES. TREE '//ELLS, SIGNS, ETC.). 5. CURB TREATMENT VARIES, SEE PlANS FOR CURB TYPE. 6. RAMP, CURB, AND ADJACENT PAVE!AENTS SHALL BE GRADED TO PREVENT PONDING. 7. TYPICAL SIDEWALK SECTION FOR RAMP SEC110N CONSTRUCTION . 8. WHERE ACCESSIBLE ROUTES ARE LESS THAN 5' IN 111DTH (EXQUDING CURBING) A 5' x 5' PASSING AREA SHALL BE PRO~DED AT INTERVALS NOT TO EXCEED 200 FEET. 9. ELIMINATE CURBING AT RAMP WHERE IT ABUTS ROADWAY, EXCEPT WHERE VERllCAL CURBING IS INDICATED ON THE DRAWINGS TO BE INSTALLED AND SET FLUSH. Accessible Curb Ramp (ACR) Type 'J' N.T.S. Source: VH8 SITE SO' Plan View 50' (MIN.) J 4"(MIN'J 3' 5. __ -Q&."_&_ .... ~-u ·o -·o ,. (S • .6 q·qJu 'UiO • -.f S1TE EXISTING PAVEMENT , FILTER FABRIC "Or".-'.; _____ ., 0· .. __ 0'··.... ,.<1'-0.10'<1" ..... 11'-;" CRUSHED STONE Cross-section Notes: MOUNTABLE BERM 1. ENTRANCE WIDTH SHALL BE A TWENTY-FIVE (25) FOOT MINIMUM, BU T NOT LESS THAN THE FULL WIDTH AT POINTS WHERE INGRESS OR EGRESS OCCURS. 2. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH SHAUL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC RIGHTS-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL STONE AS CONDITIONS DEMAND AND REPAIR OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT, ALL SEDIMENT SlPILLED, DROPPED, WASHED OR TRACKED ONTO PUBUC RIGHTS-OF-WAY MUST BE REMOVED IMMEDIATELY. BERM SHALL BE PERMITTED. PERIODIC INSPECTION AND MAINTENANCE SHALL BE PROVIDED AS NEEDED. 3. STABILIZED CONSTRUCTION EXIT SHALL BE REMOVED PRIOR TO FINAL FINISIH MATERIALS BEING INSTALLED. Stabilized Construction Exit ~----------------~ N.T.S. Source: VHB 6/08 4" WIDTH / (PAINTED BLUE) SEE DETAIL ACCESS AISLE 4" BLUE LINES 24" ON CENTER r 4" WIDTH (PAINTED BLUE) BLUE SKID- RESISTANT PAINT Detail ACCESSIBLE PARKING 3" WIDTH (PAINTED WHITE) Notes: 1. ALL DIMENSIONS TO EDGES OF 4" PAVEMENT STRIPING. 2. 8' STALL WIDTH REFERS TO 8' CLEAR BETWEEN INSIDE EDGES OF PAVEMENT MARKINGS. 3. ALL SLOPES THROUGHOUT THE ACCESSIBLE PARKING AND AISLE AREAS SHALL NOT EXCEED 1.5%. Accessible Parking Space ~ 1 /1 a N.T.S. * * * , .... '" ;i ;;; ;... . ~ .~~ Source: VHB ~ CAP STEEL PIPE POST ,............ IT ~ II V' ~ / . ~ . . F . . "-." , , .' , ":':;';-" • TYPICAL SIGN 2Y,," DIA. STEEL POST (PAINT COLOR SELECTED BY ARCHITECT) LANDSCAPED AREA 16" OR 12" DIA. CONCRETE SUPPORT * THIS DIMENSION SHALL BE A MINIMUM OF 5' FOR ACCESSIBLE SIGNAGE. * * THIS DIMENSION SHALL BE A MAXIMUM OF 8' FOR ACCESSIBLE SIGN AGE. Sign Post -Type 'A' N.T.S. Source: VHB UL552 4/12 LD_701 Vanasse Hangen Brustlin, Inc, Transportation Land Development Envirowllental Services One Federal Street Building 103"3N Springfield, Massachusetts 01105 413-747-7113 -FAX 413-747-0916 NO. Hevision Dote ppvd. Designed b)/ JJF I Drow,-. by KEW I Checked by JJF CAD checked by Approved b~ Scole N.T.S. Dote August 15,2014 ProJOct Tille DJC Realty LLC. "The Sports Plex" S. West Street Agawam, Massachusetts Issued fO( Site Plan Approval Not Approved for Construction Drowin~ Title Details Drowlng Number C-9 Sheet of 13 13 Projeot N\.Imber 12792.00 12792 DT.DWG c c 'r "' -• o co o « >. c ;,: • ~ ~ ," .1i -o a: z r= '" « :> OJ 6' " '" '0 o >'i .. R o ~ o Ul , ;" N . Plan References MAP BLOCK LOT CURRENT OWNER CONC. MON FOUND BROKEN S74'47'17'E 0.50' PROPERTY CORNER TO CONC. MON. CONC. MON. PIN FOUND 0.80' SOUlH OF PROPERTY LINE 1. PLAI'I OF PROPERTY SOUlHWEST Sf. AGAWAM, MASS. LAND FORMERLY OF LAWRENCE & HAROLD KING FOR: HAlHEWAY-STEANE CORP. WARNERTOWN ROAD WEST SUFFIELD, CONN. SCALE 1"=100' DATED AUGUST 1964 REVISED TO AUGUST 28, 1964 BY SMllH & WAu.EN. 2. PLAN OF PROPERTY SOUTHWEST ST. AGAWAM, MASS. LAND FORMERLY OF EASTERN STATES FARMERS EXCHANGE (AGWAY) FOR THE HATHEWAY-STEANE CORP. WARNERTOWN ROAD WEST SUFFIELD. CONN. SCALE 1"=100' BY SMITH & WALLEN . 3. PLAN OF LAND IN TOWN OF AGAWAM -MASS. OWNEO BY LOUIS F. RICHARDS ET UX AND TOBACCO FARMS CO. SCALE 1'=60'. PERMANENT 30' EASEMENT SEE MAP REFERENCE /16 B9-2-27 B9-2-26 I B9 2-25 I B9 2-24 PIN FOUND GOOD CONDITION S33'40'29'W 0.27' I PROPERTY CORNER TO PIN PIN FOUND r-~~~:::) 4. THE COMMONWEALlH OF MASSACHUSETTS PLAN OF ROAOIN THE TOWN OF AGAW~ HAMPDEN COUNTY LAID .OUT BY lH~ COUNTY COMMISSIONERS OF. OF MASS. D.P.W. SCALE 1'=40' DATED 19S1. 5. DIVISION OF LAND DWNED BY: ARlHUR P. B(lGUSCH & SQNS, INC. TOWN OF AGAWAM HAMPDEN .COUNTY MASSACHUSETTS FOR: ARlHUR P. BOGLISCH . & SONS, INC. SCALE 1'=40' DATED 12-14-93 BY ASSOCIATEO ENVIRONMENTAL SQENTISTS. INC. SHEETS 1 & 2. 6. TOWN OF AGAWAM MASSACHUSETTS DEPARTMENT OF PUBLIC WORKS KOSAK COURT SOUTHWEST STREET EASEMENT PLAN SCALE 1'=40' DATED 6-14-01 BY THOMAS WILSON & ASSOCIATES • 7. DEFINITIVE SUBDIVISION PLANS MAC-BROOK ESTATES DEFINITIVE LOT LAYOUT -LOTS. 4-12, 19-26, 37-39 OWNED BY MAC-BROOK. INC. CI TY OF AGAWAM HAMPDEN COUNTY MASSACHUSETTS. SCALE 1'=40' DATED JULY 16. 1993 REVISED TO 11-24-93 SHEETS 1-4 BY HILL ENGINEERS ARCHITECTS PLANNERS. . 8. DIVISION OF LAND OWN~D BY MAC-BROOK, INC. LOCATED ON SOUTHWICK STREET AGAWAM SCALIE l '=4Q' DATED 5-10-90 BY LUCHS & BECKERMAN. 9, PLAN Of LAND ON SOUTH WEST STREET FEEDING HILLS. MASS. FOR CHARLES W. & ARLENE A. BROWN JR. SCALE 1'=40' DATED JULY 1971 BY SMllH & WAlLEN. 10. AGAWAM, MASS. PROPERTY SURVEY FOR ALFRED F. GRISE SCALE 1'=80' DATED JULY 2, 1973 BY PHARMER ENGINEERING CORPORATION. 11. AGAWAM MASS. AND SOUlHWlCK MASS. HAMPDEN COUNTY SUBDIVISION OF LAND OWNED BY VIRGINIA FINLEY AND WILLIAM SPEAR SCALE 1'=200' DATED DEC. 21, 1990 BY HILL ENGINEERS ARCHITECTS PLANNERS. 12. lHE COMMONWEALTH OF MASSACHUSETTS PLAN OF LAND IN THE CITY OF AGAWAM HAMPDEN COUNTY TAKEN FOR HIGHWAY PURPOSES BY THE DEPARTMENT OF HIGHWAYS JANUARY 5, 2000 SCALE 1'=40' DATED JANUARY 5, 2000. 13. SOUTHWiCK/AGAWAM RELOCATION Of ROUTE 57 -PHASE II LOCATION PLAN I PRELIMINARY RIGHT OF WAY PLAN SCALE 1"=200' DATED 1999 SHEETS 38-41. 14. PLAN OF LAND IN AGAWAM, MASSACHUSETTS SURVEYED AND MAPPED FOR ARTHUR P. BOGLlSCH& SONS, INC. SCALE 1'=40' DATED OCTOBER 5, 2.009. FOUND (HELD) CENTER 30' B9 2-23 R=22S,OO' L=120.00' A=30'33'2r T-61.46 C=118.58 CB=561'32'16'E 15. ARlHUR P. BOGLSCH & SONS, INC PROPERTY SURVEY SOUlHWEST ST. & SOUlHWlCK ST. AGAWAM MASSACHUSETTS NORTHEAST UTILITIES R.E.DWG. NO. 76115 SCALE 1'=150' DATED AUGUST 2009. CONC. MON. FOUND v.1lH PIN (HELD) GOOD CONDITION CONC. MON WllH DRILL HOLlE FOUND N4T27'53"W u.o,< '"'- PROPERTY CORNER TO CONC. MON. / I ' GUN BARREL FOUND N56'37'08"W 10.00' FORMER LOT LINES CONC. MON. FOUND CONDITION LEANING EAST N24'28'21'E 2,23' PROPERTY CORNER TO CONC, IotON. ~--------­,..-=:~- --- TEMPORARY 10' CONSTRUCTION EASEMENT SEE MAP REFERENCE /16 -- "LOT B" DEEDED TO ARlH;;:;U:;;;R~~ BOGLSCH & SONS. INC. DEED BOOK 8491 PAGE 151 & DEEO BOOK 8792 PAGE 307 CONC. MON. WITH - '--TEMPORARY 20' CONSTRUCTION EASEMENT SEE MAP REFERENCE IJ6 ~Oo .u.4. p.. 'LOT A' DEEDED TO ARTHUR p, 199J-<C1.00 BOGLISCH & SONS. INC. DEED .... .£.<1 l'a I ~ ~ BOOK 8491 PAGE 151 & DEED R=311.0S' L=80.73' A=14'52'13" T=40.59 C=80.50 CB=N2T45'09"E CONC. MON. W/PIN FOUND Overhead Wire --:=~::::-:::::-- CONC. MON, FOUND - --Pi;:;;;;-,;:;,:,:::---WllH BRASS PIN ------PIN. FOUND (HELD) PROP STA7E HIGHW - -. ------GOOD CONDITION -..; 1Ir (/~.~ . BOOK 8792 PAGE 307 ~ . CONC. MON. WllH PIN FOUND (HELD) GOOD CONDITION R=250.00' L=124.24· A=28'26'25' T=63.43 C=122.97 CB=S81'14'12'E CONC. MON. WilH ----_ .... CONC. MON. FOUND WITH PIN (HELD) GOOD CONDITION N: 2849855.1053 E: 328600.7618 A8-2-1 NOW OR FORMERLY MARK D. OLSON & NANCY 1.4. OLSON DEED BOOK 10748 PAGE 176 A8-2-2 NOW OR FORMERLY MARK D. OLSON & NANCY M. OLSON DEED BOOK 10748 PAGE 176 UPH59 WMECO N21'36'06'E 6.91' Grovel Drive Encroochmen t AND LEAD PLUG S56'42'07'E 0.59' PROPERTY CORNER TO CONC. MON. #257-(;0 WMECO N01 '32'59'W 91,16' CONC. MON. FOUND WllH PIN (HELD) EASEMENT FOR ELECTRlC UTILITIES & ACCESS AREA = 9,561± SQ. FT. AREA = O.22± ACRES GOOD CONDITION N: 2849763.9630 E: 328603.2266 REBAR SET WITH BRASS CAP I" PIPE FOUND (HELD) GOOD CONDIllON MAP A8 BLOCK 2 LOT 4, MAP B8 BLOCK 1 LOT 2 & AP C8 BLOCK 1 LOT 7 (P 3,489,850± SQUARE FEET 80.11593± ACRES MAP C8 BLOCK 1 LOT 7 NOW OR FORMERLY WESTERN MASSACHUSETTS ELECTRIC COMPANY DEED BOOK 18054 PAGE 3S8 CONCRETE MONUMENT SET REBAR SET WilH BRASS CAP REBAR SET WllH BRASS CAP MAP All (jlBe~ 2 l(jf 4 NOW OR FORMERLY WESTERN MASSACHUSETTS ELECTRIC COMPANY DEED BOOK 18054 PAGE 352 S8S58'54'W 67.31' Stonewall CONCRETE UONUMENT SET • AY LAYOUT 1/7 ______ 465 (NO ACCESS) -_____ _=;~ PIN FOUND (HELD) GOOD CONDITION --~ ~ PROPOSED RELDCA TION OF ROUTE 57 AS DEPICTED ON lHE PLAN IN MAP REFERENCE NUMBER 13. APPROXIMATE LOCATION SEE MAP REFERENCE 1/13 (CONVEYANCE NOT FOUND) CONCRETE --.. MAP B8 BLOCK 1 ~ NOW OR FORMERLY ..... ..... WESTERN MASSACHUSETTS ELECTRIC COMPANY DEEO BOOK 18054 PAG[ 352 "-MAP CONC. MON . W/PIN "- FOUND GOOD CONDITION N84'31'35'E 34.13' REBAR SET WITH BRASS CAP N: 2849712.7595 E:331607.1204 CONC. MON. FOUND BROKEN POOR S10'15'20'W CONDlllON 567'50'15''11 0.16' 131,09' PROPERTY 't ~~t",,_k~C:8-:1_-~9 __ -;-CORNER TO "" CONC. MON. __ MONUMENT J~7._ __SET ACCESS EASEMENT AREA = 7l,833± SQ. FT AREA = 1.65± ACRES ______. S06'19'32"E 0.86' --"":::"'..,,--./ ------______ PROPERTY CORNER TO N82"26'10'W CS-1-5 'PARCEL 6-21' TAKEN FOR RELOCATED ROUTE 57 ~ ______ CONC. MON. ~ .......... __ __ CONCRETE :-'\V:O\ CONCRETE __ MONUMENT C8-1-4 __________.S07'33' 48"W 263.8S' ~d Fence -'~.., DEED BOOK 11076 PAGE 442 MONUMENT __ 0 ~ SET REBAR o<'T --_J SET \ ~ 0 C8-1-10F~;~~~ WITH BRASS ----\ CONCRETE fj EXISTING S7615'30"E E,AP \ MONUMENT 69.69' U GRAVil ROAD --CONC. MON. WllH :--\. SET N86'01'29'E ~~N2'~~~~E 1.99' MAP C8 BLOCK 1 LOT 7 (PART) 1.332.416± SQUARE FEET 3O.5B807± ACRES -------- / J / ) ............ -><---. ---G2llTE C8-1-3 PROPERTY CORNER .-.., ... ---_. ___ ~ ..---.~ ... e:t=:c~--~u~-""""" TO CONC. MON. MONUMENT __ E: REBAR SET WllH CONCRETE MONUMENT SET 13\3.79' SET ----=-::::::TIlimtrf:t~_j, BRASS CAP PROPOSED EASEMENT SEE ~~:~~-;;~-;..:::~~~ APpMRAOPXI~.EAFTEERELNOCCEATI#01N3 CONC. MON. r SOa'7'41"W M FOUND (HELlO) -__ , 105.00' CONC. MON. W/PIN FOUND (HELD) GOOD CONDITION N: 2648851,9278 E:329747.1477 EXISTING CONSERVATION RESTRICTION AREA CONCRETE MONUMENT CONC. MON. W/PIN "JlII"" GOOD CONDITION ...--!,48·48·,54-E 0,24' PROPERTY CORNER TO CONC. MON. GOOD CONDI110N N: 2848993.3050 E: 331511.3244 'PARCEL A' CONC. MON. WllH PIN FOUND BROKEN Nl0'51'47'E 2.48' PROPERTY CORNER TO CONC. MON. J I' PIPE FOUND (HELD) ~_..,.._' -.:.GOOD CONDITION B7-1-5 NOW OR FORMERLY THE SOUlH WEST STREET REALTY C/O JAMES S. HWANG DEED BOOK 17202 PAGE 234 CONC, MON. W/pIN FOUND (HELD) FAIR CONDITION N: 2848524.6492 E: 330766.2870 General Notes PLAN BOOK 356 PAGE 29 NOW OR FORMERLY DALE T. BOGLISCH AND SANDRA L BOGLISCH DEEO BOOK 18704 PAGE 107 CONC. MON, WllH PIN FOUND GOOD CONDIllON THE PROPERTY LINES DEPICTED ON lHlS PLAN ARE BASED UPON AN ACTUAL FlELIO SURVEY CONDUCTED BY VHB IN NOVEMBER 2012 AND SUBDIVISION PLANS PREPARED BY VHB IN JUNE 2014 •. C8-1-2 C8-1-1 C7-1-S C7-1-4 Legend 8 MONUMENT FOUND o REBAR/pIPE FOUND B9-2-23 89-2-24 B9-2-25 B9-2-26 89-2-27 B9-2-20 B9-2-19 B8-1-2 C8-1 -1 C8-1-2 CB-1-3 C8-1-4 C8-1 -5 C8-1 -7 C8-1 -9 C8-1-10 C7-1-4 C7-1-S B7-1-1 B7-1-1 NOW OR FORMERLY JOHN S. LANE " SON, INC. DEED BOOK 7641 PAGE 20S 150 o 150 300 THIS SURVEY WAS PREPARED V>l lHOU T lHE BENEFIT OF A CURRENT TITLE COMMITMENT. ACCOROINGLY, ALL ENCUMBRANCES MAY NOT BE DEPICTED. • REBAR WiTH BRASS CAP SET -----------PROPERTY LINE REBAR SET WITH BRASS I ' FOUND CONC. MON. W/PIN CAP S7714'31'E 6.86' FOUND (HElD) PROPERTY CORNER GOOD CONDITION TO PIPE SCALE IN FEET HORIZONTAL DATUM IS BASED ON MASSACHUSETTS STATE PLANE COORDINATE SYSTEM. NAD 83. ELEVATIONS DEPICTED QN lHlS PLAN REFER TO lHE NA VI) OF 1986. -----------PROPOSED PARCEL LINE ----STATE HIGHWAY LINE ----------ASSESSORS PARCEL LINE -------EASEMENT LINE NOW OR FORMERLY MICHAEL A. TAMI & MARSHA J. TAMI DEED BOOK 10494 PAGE 44 NOW OR FORMERLY MAUREEN J. TAYLOR DEED BOOK 18751 PAGE 337 NOW OR FORMERLY GERARD S. SA TKOWSKI & CAROL A. SA TKOWSKI DEED BOOK 10360 PAGE 466 NOW OR fORMERLY JOHN A. KIEFFER & ROSEMARIE E. KIEFFER DEED BOOK 18318 PAGE 463 NOW OR FORMERLY RUDOLPH PIOTROWSKI & KAREN A. PIOTROWSKI DEED BOOK 10632 PAGE 59 NOW OR FORMERLY SUSAN A. MIRSKI & MICHAEL A. MIRSKI DEED BOOK 12424 PAGE 301 NOW OR FORMERLY NIKOLA Y DIPON DEED BOOK 16765 PAGE 250 NOW OR FORMERLY WESTERN MASS. ELECTRIC COMPANY DEED BOOK 18054 PAGE 352 NOW OR FORMERLY DALE T. BOGLISCH & SANDRA L. BOGLISCH DEED BOOK 18704 PAGE 107 NOW OR FORMERLY NAIDA KING ET AL DEED BOOK 1797 PAGE 152 NOW OR FORMERLY COMMONWEALTH OF MASSACHUSETTS NO DEED REFERENCE AVAILABLE NOW OR FORMERLY COMMONWEALTH OF MASSACHUSETTS DEED BOOK 11076 PAGE 442 NOW OR FORMERLY GEORGE E. REED. JR. DEED BOOK 17056 PAGE 405 NOW OR FORMERLY WESTERN MASS. ELECTRIC COMPANY DEED BOOK 18054 PAGE 358 NOW OR FORMERLY USA MACKECHNIE DEED BOCK 13963 PAGE 297 NOW OR FORMERLY COMMONWEALlH OF MASSACHUSETTS DEED BOOK 11076 PAGE 442 NOW OR FORMERLY GUY R. ST. PIERRE & RAQUEL ST. PIERRE DEEO BOOK 11979 PAGE 391 NOW OR FORMERLY DALE T. BOGLISCH DEED BOOK 18704 PAGE 109 NOW OR FORMERLY JOHN S. LANE '" SON, IN C. DEED BOCK 7641 PAGE 205 NOW OR FORMERLY THE SOUlH WEST REALTY CO. C/O JAMES S. HWANG DEED BOOK 17202 PAGE 234 Vanasse Hangen Brustlin, Inc. Transportation Land Development Env ironmental Services One Federal Street, Building 103·3N Springfield, Massachusetts 01105 413.747.7113· FAX 413.747.0916 • SOUTH"MCK STREET -- No. DUigned oy I-W w I" TOBACCO FAf~M RD. Vl ~~K ~t;; /;,.-;:/ SAk Cr ~ ... :> ~ Locus Mao (NOT TO SCALEj Revi$ion Dote I Drown by I Ch4Cked tly GAO ch",c)u,d by Approved b)l -i-- App".,J Scale 101=1501 Dole August 13. 2014 PrOJE!d TIlle DJC Realty LLC. "The Sports Plex" S. 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DO N CAMER ON SCALE 1/8'=1' D,R, POUL I N DATE 1-2-13 CON S T R U C T ID N REV[SION 1 10 13 3-1'51-13 DRN. BY SMP PRELI MI NARY F LOOR P LAN A -1 ," ," ," -" -" -" ," ," ," ," ," ," o 0 o 0 ~-~ -~- 60 - I~ /, /, /, ~ 1- IIIIIIIIIII /, /, /, /, /, /, ~ ~ 12 PLEX I 14' L /, /, /, /, /, /, /, /, /, DON CAMERON SCALE REVISION 1-10-13 D R P 0 U L I N 3-19-13 3-20-13 118'=1-, , DRN. BY SMP ~ ~~ CONSTRUCTION PRELIMINARY ELEVATIONS A -2