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8627_SITE PLAN - 1623 MAIN ST..pdf~(n~l- Sl \f-f\ (j\')- lln 0-j \'-\O:l C\ St • Transportation Land Development Environmental • Services • • • • Imagmatlon I.nnovatlon I energy Creating results for our clients and benefits for our conununities February 8, 2010 Ref: 11081.00 Dominic Urbaniti Building Official Town of Agawam 1000 Suffield Street Agawam, MA 01001 Re: Application for Site Plan Approval Six Flags New England 0' i: "2010 Park Improvement Projectsr",d '0" ; l .,. Dear Mr. Urbaniti: Vanasse Hangen Brust/in. lnc. , -__ I -.~ -:; On behalf of our client, Six Flags New England, Vanasse Hangen Brustlin, Inc (VHB) submits for your review and use the following information as required by municipal regulation: • (10)-copies of Planning Board Form D, with attached narrative • (10)-sets of project plans prepared by VHB, signed 12-02-09, for distribution • (10)-copies each of supporting documents This application requests permission from the Town of Agawam to construct a number of projects located within the park. Because the project size varies between each project, we have included six- projects under this one application. The projects include the following: 1) New Warehouse and Office facility: This project was previously submitted a, a phased project, but was withdrawn prior to being reviewed by the planning board. This application includes the full build-out of the warehouse. 2) VIP (Employee Entrance: This project proposes to make improvements to the existing entrance on Route 159 to make the entrance strictly for VIP Park Guests. A second entrance is proposed further south on Route 159 to accommodate the employees and deliveries to the new warehouse. VHB has received tentative approval of the curbcut configuration from MassDOT, and a formal application will be prepared and submitted within the immediate future. 3) Mr. Six Splash Island: This project proposes to redevelop an existing area within the water park to include a new splash pool for the park's smaller guests. The placement of the new pool will necessitate enlargement of the pool are~lfin ',,'s-light relitli:~",._,· in VIP Parkmg Spaces m the adjacent parkmg lot. ""'~' .. ".' .. ';U P:\ l100UIO\docs\ VARIOU5\PB Submittal5econd Submittal\BI Coverlctter-Warehou&C.doc r ',' _ u ~-.C'D co: C:~.;":L::; One Federal Street BUilding 103-3N Springfield, Massachusetts 01105 413.747.7113 • FAX 413.747.0916 email: info@vhb_com www.vhb.com Dominic Urbaniti Project No.: 11081.00 February 8, 2010 Page 2 4) Johnny Rocket Restaurant: Adjacent to the main wave pool, this project proposes a new walk- up restaurant. Utility services for this new restaurant will be accommodated through extensions of existing utilities within the park. 5) Kodak Meet-N-Greet: There are actually two of these Meet-N-Greet projects being proposed. The first is located in the existing midway within the park (adjacent to the Antique Car Ride) with the second being located at the entrance to "Crack Axle Canyon". The narrative included with the application provides additional information relative to all of these projects, including developed areas, pervious/impervious coverage's, utilities and structures. We respectfully request your review of the attached application and forwarding the same to the Planning Board for review at their next available meeting. Additionally, the warehouse project will require a filing with the Conservation, which is currently being prepared. Thank you for your assistance in this matter, and please do not hesitate to call should you have questions or need additional information. Very truly yours, Cc: Chuck Davis, SFNE P:\ 1108H'O\docs\ VARIOUS\PB Submittal Second Submittal\ BI Coverletter-Warehouse.doc AGAWAM PLANNING BOARD FormD Application for Site Plan Approval Please complete the following fonn and retnrn it and 10 copies ofthe Site Plan to: 1. 2. 3. Name of Business Address Agawam Building Department 1000 Suffield Street Agawam, MA 01001 Six Flags New England 1623 Main Street, Agawam, MA 01001 Name of Applicant/Owner Six Flags New England Address 1623 Main Street, Agawam, MA 01101 Telephone (413) 786-9300. ext. 3202 Name of Engineer/Architect Vanasse Hangen Brustlin, Inc, Address' ________ O~nl.!!e1...!F::!;e!!1!de<!.ra!;!!Ii1S~tre!<!;e<ht, ... B~ui!!!,ld!!!.in!llg...!.10~3!::-32!:N!.., >2ISpl<!.r!!ling!J,!fi!.!2le!l!ld,.J, M~A:l..0~1ll1~05 Telephone, ______ --l.:(4!..!1>!.3)L!7.:!4!..::7-!...71.!.!1>!.3 _________ _ 4. Please give a brief description of the proposed project: See attached Project Narrative Six Flags New England Description of Proposed Project in connection with Application for Site Plan Approval 2010 Park Improvement Project Six Flags New England ("Six Flags") is submitting an Application to the Town of Agawam for Site Plan Approval issued by the Agawam Planning Board. The Applicant is requesting permission to construct various projects all included under the title "2010 Park Improvement Project". The program contains six (6) different projects, indicated as follows: • New Warehouse and Office facility: This application includes the construction of a new Warehouse and Delivery Service Support Center within the park. • VIPlEmployee Entrance: This project proposes to make improvements to the existing entrance on Route 159 to construct a separate VIP Entrance for Park Guests. A second new entrance is proposed to accommodate the employees and deliveries to the new warehouse. • Mr. Six Splash Island: This project proposes to redevelop an existing area within the water park to include a new splash pool for the park's smaller guests. • Johnny Rocket Restaurant: This project proposes a new walk-up restaurant within the existing Water Park. • Kodak Meet-N-Greet: Two Meet-N-Greet projects being proposed. The first is located in the existing midway within the park, with the second being located at the entrance to "Crack Axle Canyon". Each ofthese projects is described on plans accompanying this application, prepared by VHB. Additional details for each project are provided in the following narrative sections. Warehouse The warehouse project was previously submitted to the town for review, but was withdrawn prior to review. This application proposes to construct a 38,850 +/-square foot building in the southeast comer ofthe park property. The building footprint is proposed to consist ofthe following functions: • 2,010 square feet of office and warehouse operations space, consolidating these existing functions from within other areas of the park. • 2,700 square feet of refrigerated/freezer space for product used within the park • 34,140 square feet of warehouse storage The office space is constructed on one floor, with a mezzanine area proposed for the space above the office. Included in the warehouse function will be establishment of a new delivery area, relocating this function from the current warehouse location located on Main Street. Delivery frequency is not anticipated to increase over the delivery schedule currently established. A typical delivery schedule in included as part ofthis application. Not all of the deliveries listed on this schedule will stop at this warehouse, in that some of them deliver directly to the vendor stand located within the park. The future use of the existing warehouse has not been determined at this time, but it is the intention of Six Flags New England to maintain to maintain the building structure. Potential uses may include storage of park equipment and/or winterized rides and maintenance functions. The placement of the warehouse with respect to separation between the building and the existing sound wall was discussed with the Agawam Building Inspector and the warehouse designer, Glynn Geotechnical Group. The placement ofthe building corresponds to the direction obtained from that discussion, which establishes a building to wall clearance distance of 12'-0". Within the park property, the proposed warehouse building is bo~he limits of an easement owned by Tennessee Gas Pipeline. The building is located as close to that Vlt line as allowed by TGP. Utilities to support this building will be new connections to utilities located within Riverview Avenue. The only utility extended from within the park in the communication system. Additionally, stormwater management is accomplished to a connection to an existing collection system in the park property, which outlets to an existing detention basin located within the high-speed turn of the Supennan Coaster. This basin was oversized during initial construction to accommodate this future expansion. By connecting the proposed stormwater management system to this basin, stormwater which previously discharged to the Connecticut Rover with little treatment. As part of this application, a separate Stormwater Discharge Permit Application has been submitted to the Agawam Department of Public Works. This project is the only project contained in the 2010 Park Improvement Project which requires review by the Agawam Conservation Commission. The project proposed work within the 200-foot Riverfront Buffer Area of the Connecticut River. This area is predominately disturbed area, and enhancements to overgrown areas will be proposed to enhance the value of the Riverfront Area within the project limits. Finally, this plan set addresses comments received from the Agawam Team Meeting held on 01-26-10. The comments addressed include: Including a sidewalk from the rear egress door to a impervious surface Modification to the roadway patches in Riverview Avenue to include all within one larger patch Modification to existing chain link fence and clearing of vegetation to accommodate fire department access to the wood sound wall in case of emergency Identification of the square footage dedicated to office space Confirmation that the office space will be located on one floor Statement related to the future status of the existing warehouse. VIP/Employee Entrance This project proposes improvements to the existing entrance from Route 159 to establish a parking entrance for VIP Guests, separating this traffic from employee and delivery traffic. In order to accommodate this separation, a new entrance from Route 159 is proposed. Prior to this project, this traffic utilized the same entrance, and entered the parking area through an existing toll booth located near the warehouse project previously described. The proposed design reduces the amount of driving a VIP Guest needs to perform to access the VIP Parking Area. The improvements for the existing curbcut, which will become the VIP Enttance, include minor widening and streamlining of traffic flow to allow traffic alignment towards two new Attendant Booths. The attendant booths will service vehicles from each side, providing four lanes. Once exiting the booths, guests merge into the same traffic lane which they utilized under existing conditions to access the VIP Parking Lot. The new curbcut is located south of the existing curbcut and connects directly to the existing access roadway leading to the warehouse/employee entrance. The section of asphalt which provided the connection to the existing entrance is proposed to be removed, creating a completely separate entrance. This entire area currently manages stormwater passively, in that stormwater shed from the impervious area inllltrates through the stone parking lots. There is no piped connection currently available, and MassDOT does not allow connections to their collection system by policy. Two improvements are proposed as part of this project to help with stormwater management. First, in the stone area next to the Attendant Booths, re-contouring is proposed to better define the depression which is used to infiltrate stonnwater. This re-contouring creates a 0.5-foot depression to hold stonnwater, whereas the previous contouring was sloped towards Route 159. Second, an overflow connection is proposed from an existing drywelliocated in the southwest comer of the property to a newly created water quality swale located near the proposed warehouse. This work will be included in the Agawam Stormwater Discharge Permit Application. The driveway design which was presented at the Agawam Team Meeting on 01-26-10 included (2)-exit lanes from a single curbcut. That design was in error, in that these curbcuts have always been an entrance, and exiting traffic .er intended to be included at these locations. The team comments pertaining to that previous design g the width of the curbcut and the potential confusion created by opposing traffic movements • have been eliminated. This new design was provided to the Agawam Planning Department on 02-05-10 for re- review. This new design has been discussed with MassDOT, who has provided conceptual approval of the layout. A formal access pennit for the modifications and creation of a new curbcut will be submitted to MassDOT in the immediate future. The signage which currently exists along Route 159 continues to be suitable for this new curbcut orientation. Finally, this plan set addresses comments received from the Agawam Team Meeting held on 01-26-10. The comments addressed include: The width of the proposed curbcut seems too wide The opposing lanes of traffic (3-entering, 2 exiting) are a safety issue Signage needs to thought out to provide sufficient direction to users The driveway design will require the relocation of the existing "Exit" sign, which is not required with this new design. Mr. Six Splash Island This project involves the partial redevelopment of an existing area within the Water Park. The project involves the addition ofa small water feature to be called "Mr. Six's Splash Island". This is a zero-entry pool with a water depth of approximately 1.5 feet. In order to clear the footprint for the proposed water feature, an existing drainage line will require relocation around the pool footprint. The pool is to be located in the vicinity of two other existing pools, and will include concrete pad areas for the addition of shade structures for parents. The area is designed to allow moveable seating/lounges to be positioned around the three pools. The filtration of the pool water will occur in a new filter building located near an existing restroom building. The park is intending to connect the discharge line from the filtration building directly to the gravity collection system on Six Flags Property, which runs parallel to Route 159. This connection wi11 eliminate placing additional sewage load on the municipal pump station located at Riverview Avenue. Finally, the footprint ofthe water park must expand in order to provide clearance for the new water feature. This expansion will reduce the VIP Parking area located adjacent to the Water Park. This expansion is approximately 4,776 square feet, and will reduce the number of VIP Parking Spaces by 19-spaces, from 293 to 274. No new stormwater management system is proposed for this project, except for new piping and catch basins required to provide continued collection of the VIP Parking lot and to re-route the piping from under the new pool. This system travels through the park and ultimately discharges to the collection system which was improved two years ago as part of the Indoor Coaster which was not constructed. This existing system includes sediment forebays and water quality swales to treat stormwater prior to discharge to the Connecticut River. Due to the negligible change in impervious area, it is anticipated that no negative impacts are associated with this project. This plan set addresses comments received from the Agawam Team Meeting held on 01-26-10. The comments addressed include: ADA accessibility to the pool with a "zero-entry' design Confirmation that the filter discharge will connect directly to the gravity sewer system. Thus bypassing the Riverview Avenue pump station. The number of VIP Spaces eliminated by this project are not detrimental to Park Operations, as the Master Plan for the Park calls for the eventual elimination of all parking spaces on the east side of Route 159. Johnny Rocket Walk-up Restaurant This project involves the removal of existing concrete pavement within the Water Park area to allow for construction of a new Walk-up Restaurant, called Johnny Rocket. The building will be a permanently installed building, set on a concrete foundation, and serviced by all utilities. The proposed building is approximately 48' x 18'with a fence enclosure on the east end to house rolling trash containers and transformer. Utilities for this project are provided from extensions of existing on-site utilities, which service other adjacent uses. Natural gas and domestic water will be connected to the systems serving an adjacent structure. Sewer, Electrical and Communications will be extended from the filter/power building for the main wave pool. A 1000 gallon exterior grease trap is proposed on the sewage line of this restaurant. The grease trap is proposed to be located within the fenced area, and vented back to the proposed building. No improvements to the existing stormwater management system are proposed for this project, as there is no net change to the perviouslimpervious ratio. This plan set addresses comments received from the Agawam Team Meeting held on 01-26-10. The comments addressed include: Confirmation that the building is a permanently installed building, and will not be a temporary building Confirmation that the sewage line will receive treatment for grease removal Confinuation that there is not interior seating associated with this building. Kodak Meet-N-Greet This project contains two small project areas, one located within the existing park midway, and the other near the entrance to Crack-Axle Canyon themed area. The Meet-N-Greet area is an area where park guests can meet park Characters and obtain pictures with them, which would be available for pick-up at the adjacent Kodak Photo Booth. The Meet-N-Greet area consists ofthree components, including a "scheduling sign" advertising the times for when characters will be present, the Meet-N-Greet area, which consists of cloth tent over a concrete pad and a concrete pad for the Kodak Photo Booth. The only utility required for these setups is an electrical connection. The areas will be located where minimal impacts will be created by their construction. There was no comments made about these two projects during the 01-26-10 Team Meeting. TRUCKS TIMES SPRING SUMMER FALL WINTER UPS after 9am Daily Daily Daily Daily FED EX after Bam Daily Daily Daily Daily Manfreld after noon l/Week 2/Week l/Week Coke after noon l/Week 2/Week 1/Week Williams after Bam l/Week 2/Week 1/Month Commercial after Bam l/Week 2/Week l/Month Brician after noon l/Week l/Week l/Month Thompson afternoon l/Month l/Month l/Month WBMason after Bam l/Week 1/week 1/Week l/Week Staples after Bam l/Week l/Week l/Week l/Week CCX after noon l/Week 1/Week 1/Month Diana Bakery after Bam l/Week 5/Week l/Week Michaelson after gam l/Week 3!Week l/Week Merrian after noon l/Week l/Week l/Month Spice mill after noon l/Month l/Month East Baking after noon l/Week S/Week l/Week Common Carrier after 9am 24/Week 3D/Week lO/Week S!Week Papa John after 9am 1/Week 2/Week l/Week HP Hoods after Bam l/WEEK 3/Week l/Week Sysco 4am/only SlJmm 2/Week after 9a 4/Week l/Week Sygma after Bam l/Week 2/Week l/Week Cape Cod after lOam 2/Week Northstar after Bam l/Week 2/Week 1/Week £11169 -S~ (91.1.) )C'o'~ I E£69 -~ f9lL) l='to.'\ .....,.dnoJIuu,IjI-........... ~1'JI"IIOAJX\3N "llIOd'lOOl .llnI.lS lJ5NVIU. 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L~.~ .. 0 0 e ® 0> ® ® ® ® • • ~ --1 • <:( l-ll" <:( [L I Z <:( --1 [L D --ill ----Q) ~.cJI_"" _ ... _ ... m ~~ [L:; h o~ ll'" <0 , , U! ® [L~ 8 8 8 0 8 8 h ~~@~ OZ I -<!-n ~~~ ~~h ",0 ~z -0 ~;:u "--I ~r m r m '< l> --I 0 Z i\,)IO ~(f> ~O &C ~:t <1m r m J Ili~1 i i I~~~ ~ --I ~ --(0 ~" SIX FLAGS, NEUJ ENGLAND UJAREI-IOUSEI OFFICE ElUILDING 1);"l1~ ~ ElUILDING ELEvATIONS /;;01 ~m _l> ~(f> ,--I 6m -r m '< l> --I 0 Z ~, NEUJ ENGLAND THIS DOCUMENT is RB.EASm fOR THE PURPOSE OF PERMIT, BIDDING AND CONml.lCTlON UNDER. THE AlJTHORfTY Of MARK W. GLYNN. P.E_ MASSACHUSms uc. NO. '10012 _(0 /;;1> ~E _m ~~ "m ~r ---@ - -. m '< l> --I 0 Z IS9I.f!D I"OR ~I~ 1'RMo " .... 'Ie IIZVI!IIDIIo CIVIL' STRUCTURAL _GEOTECHNICAL """TER1AlS T£STJNG • CONSULTING GLYNN GEOTECHNICAL ENGINEERING 415 s. TlANSIT STRfF[" LOCJ(JIOA.T. NEW YORK 14094 ----VOICE (716) ~. 6'.1» I FAX (716) 625 -698) AI 2 3 • A~~\)\s ---' 6 I~ 6 9 10 --=r 11 m '2 IM:TAHT~:. ,. 15 I IA FOR FUTURE MAINTENANCE OF WA.IIE GENERATOR eOUIPMENT, TliE Pl..AHTROOtoI AREA MUST HAVE A8'QWlOE .. T-fI' HIGH 00U8LE L.EAf SOUND A TTENUATEO DOOR. 11-IE ENTlRE PlAHTROOM AAEA MUST BE SERVICED BY VENTlUA TlON TO THE eQUIVAlENT OF 1 No ... 1'-O"SQ.. OPENING. THE LOCATION Of THE OPENINGS NfO DOOR CAN BE AS PER AGREED WITH THE CliENT OR IN THE LOCATIONS AS INDICATEO BI ,,/ __ ""'-• IB • el ~ / 0 • /1 8& 88 1 /I , i 01 I I C5 / 88 11---to< -r. EI I ! FI Q \ " e 1-1 \, H<._ I I /" I I I I "" / ""'-.......... ! GI I I~ §~ HI 0v / ""N lin WIDE WET ~~ .. • ,'q L J NOTES 2 3 • 5 6 7 JJr/ ~" ....... \ Y "q,,-,"~ RfcnSfO BY ,'q ~0fI. I'I..o\SMA 8Cl\EEN -r. -"'i, 11 ·1 DI ! 1.1 / ~./' _ok PLAN OF WAVE POOL SCALE 1/4"·1'-0" ,'qRECEU '''' """" -"" 'f--:r ,-:;0 _810PE_ " " , 1'1' , 0 o(FI \ .... '" " , ... • I ~~ h ~ ,~ =J SECTION A-A THRO CENTRELINE OF POOL SCAlE 1/4-'" N)" .I , • , , " ,'-'\ ~\ \'t \\ \ \ ~ I I I I \ \ "'.q"\ \. '-\ J / / ! ---------- ~"U"'HY'W''''LT1>IMm= .. , ?i (0)1--""lAIft~o4I .,X ,LAO., USA 71.1'. 21.II.D1 71.11 .• 6 9 10 11 12 13 Ie 10 IE IF IG IH J PLAN VIEW AND SECTION OF 10- WID! WAW POOL 1~21-G1 11K I. 15 A B c D E F GI HI II JI 2 , IMPORTANT NOTE: FOR FUTURE MAJNTEHANCE Of WA.VE GENERATOR eoulPMENT, THE PlANTROOM AREA MUST HAVE A 6'Q WIDE .. T4I' HIGH DOUeLf LEAF SOUND ATTENUATEDOOOR. THE EHTlRE PI.ANTROOM AREA MUST BE SEfMCEO BY VENTlU.AllON TO THE EOUIVALENTOf 1 No. 1l 1'..o-so. OPENING. THE LOCATION OF THE OPENINGS AND DOOR CAN BE AS PER AGREED WITH THE ClIENT OR IN THE LOCA noNS AS INOtCA TED. ~ , I~~ 9 wil ~ ~~ ~ 10'.()" FINISHEO OPENNINO WIDTH INNER CHAMBER OPENING • WAVE CHAMBER FINISHED OPENING SIZES (NOT TO SCALE) NOTES 5 45' KI ' , , , , AO @""-....... ......,., -....,._\.111. _ .. ~._ ... bo ___ .. ____ al-....._U!L 2 J • 5 • 7 • 9 10 11 12 • NOTE: I AREA AROUND EACH OPENING (MIN 4") MUST BE " FLANGED CONNECTIONS AND ENSURE AIR TIGHT I AND LEVEL TO ALLOW j OF 6 7 2'~" 90 ,1 ··1: ;... I WAVE VAlVE I OPfNtNG 3'~" 1 ' 1 ' 9'·6" l. _ \ 11 1'r 2'·6" I ?;.6" ,1'; ! \j"' .. IQ I. • Dt F '--t--I ~ '- N ,~ a:: 0 0 ~k Ul [0 1 ~ I ~ A l' l' r r r ;..1 I I th) 3' ;... +2'-0· ~ f?3' +0 SWL" .. Ifeo .. • SAFETY GRILLE 7' ~ '" ~al PLAN VIEW SCALE 112" = 1'·0" 12' l ' l' 0 ;.. 1<;> PLANTROOM "" l 7' , W (J (J «, lj J l' r r I I ;..1 ..... b, -----d l1' l ~ , SECTION A·A THRO CENTRELINE OF POOL SCALE 112" = 1 '·0" ----~MU.'HY'W''''LTD MJT"'T£O -E3 @ --.... ----. -. aJ ................. .~ JlTUNlT JI1UNIl -H.....-..... ...w~ ii """ ........ un ........ CUJ:4aL. _ --o • __ ....... ~ --SCOn.utD (UK) U.IUJI n.n_ 21.1UII 8 I 9 I 10 ...l 11 12 13 14 15 A B c D ~ E A F ,"q "q ,"q IG I ,q ". "q It-~ r-~ r-~ w,"" ", .. ,' .:r-;:=Fl i OPENHING ®. I-I~ ~I IH Pl..ANTROOM I I ~I ~, I I "'g" If ~I II SECTION B·B SCALE 112" = 1 '·0" IJ ---_. __ . --CW921 ITflUCTUItAL LAYOUT OF 10' WIDe WAW POOL IIX FLAG', UI" 1-;;-;"921-02 1-11K ...l 13 --'-14 i 15 A B c o E F G H J 2 3 IMPORTANT NOTE: FOR FUTURE MAINTENANCE OF WAVE GENERATOR EQUWMENT, THE PI..ANTROOM AREA MUST HAVE A 8'-0-WIDE. TJir HIGH 00U8lE LEAF SOUND ATTENUATED DOOR. THE ENTlRE PlANTROOM AREA MUST Be SERVICED BY VENTlUATlON TO THE EOUIVALENT Of 1 No. II 1'.Q"$Q. OPENING. THE lOCA lION OF THE OPENINGS AND [)()()R CAN BE AS PER AGREED WITH THE ClENT OR IN THE lOCA nONS AS INDICA TEO. • 14-", W ...J ...J 1i Cl ~ ~ t A 1 ' 13' I J L 14-", l' PLAN VIEW SCALE 1/2" = 1'-0" ~+-J, __ _ ;;:' ;;, ~ .1' 12' 3'-3" " !,-_ .. ,~ . L l' I 5'-11" ~ I- ... ~ .;, : Reo I~ .. _3.q~ ... _~_ ~ ~ SAFETY GRILLE '[ SECTION A-A THRO CENTRELINE OF POOL SCALE 112" -1 '-0" NOTES , • 5 OJ 5 • 7 • 9 10 10'-0" CHAMBER WIDTH 2 1/2" t, 23 PITCHES @ 5" = 9'-7" ,~ . 1 1 r Ii Ii Ii Ii Ii Ii II II Ii Ii Ii Ii Ii Ii II Ii 11 Ii II iii Ii 5>1 ~ ~ ~ " ~ l ' I ~ 24 No. TUBES ~ 6 No. M11 HOLES FOR CENTRES FIXING M1 0 SET PINS THROUGH TO ANGLES WAVE CHAMBER SAFETY GRILLE 1 No. REQUIRED (N.T.S) 1 OFF STAINLESS STEEL WAVE VALVES, CYLINDERS, ,-SOLENOIDS, DRIP LEG DRAINS & AIR LINE ~fl ;'. !~ f t 'i H ~ OJ -+---ti 1---.....--~"---' MAIN ELECTRICAL ~ 7.5kW HIGH ~,_,-r ": ~ 1 PERFORMANCE, BELT ~ I '. ...... .,... DRIVE, WAVE FAN : . " -~. ' , L RECEIVER MOUNTE~ AI~ COMPRESSOR DRIVING PNEUMATIC CYLINDER & SOLENOID ASSEMBLIES SECTION B-B SCALE 112" = 1 '-0" 11 • ~ _= J HEKII'ILE """'~ 12 'f3 r 14 1_''''t2eOlTa~ lOFlOPIN ~, r;;-. • -~-., 15 1 .h..o...-. FlEUII..f:COHNf:CTIONTO A Iltll. r '-I-7/~ =,VEvri~;:~T IB PIPE CLIP """" ~ ,_U 1·11." AIR UHf. (THIS IS ,mUl AT COMM\IIlIOfWtO) W.~ } VI<Lve J "~ ~ ~ TtE); PPE ClIPS t . t EQUAl. m "'. i t.IJZ"ISI'FEMAL( ~'~ -1'--t . 117' asp MAlI! "~ ORIP LEO DM.IH WAVE VALVE ASSEMBLY DETAIL 1No. REQUIRED GRPDUCT/ AINLESS· STEEL BANDING FLEXIBLE COUPLING FANSET SQUARE TO ROUND ADAPTER L (N.T.S) '( I 12'121 FANSET FAN TO DUCT WORK CONNECTION 1 No. REQUIRED (N.T.S) c o E F G H J ~-.... w!'!!~r:·"·",, 1--I E'i-(0)'I--.............. l;ouo .... ..,.L&VOUTo ••• ' .. • 7 8 9 10 11 12 13 14 15" • EQUIPMENT SCHEDUL' I~ r_ ---• • ~-1---....... • 1--1------• 1----I--0- • ~ ~-.. -, r---~--• r.--1---• 1--<" 1--I"'" • ro---I-~ • f-I--~ · .. ~--1'--'" , .. ~--~ I--, .. 1----~-~ ... 1----~ Eo::" 1 IS-I 1-' ....... i""""-)---11--11 __ • W' · .. ~ .. JIIIf,_ ~-~ · .. --~-F"-... ~ ......... -~-1-- , " ~---,.--~-~ ... r--i"--... ~ .... -ro-.- 1 '''I 1-.... -ro-.. - 7'-4 '1-1"""--I--io- .(00 1"""--l-i>-. '--' ~ ~ ~ ~;; ~ F @ 0 R@ 0 F @ ---....J \...--" --..J I...----..J ....-0 <0 <0 0 \ ® ® r-0 ~ \ \ U 0 17' \ ';111o )1!!l:-tI , I I II , @ @ 01m EUIII @ , , il urnll 1111 U 1 1 r -" Ir-16 0 0 1'- .' I~ 9 ./'\ I~ 1'= C 0 r--1 @ r-, !1Il!" .. H CASH 11111 1 liltS" CASHI1ll1 '0' '0' G) ~~ I 4 I I 4 I moo 0 ~ I I I I DISP. L ___ J L ___ ...l I-- WATER PARK JOHNNY ROCKETS TRAILER • Guest Character Photo Spot 8' X 12' Shade Structure with Backd rop Ch aracter Schedule Sign ~ ~ d1f {r __ d1f ~~¢~-~~ #ot}o Photographer d1f ~~-~o~~~ Sample Queue Line Configuration Using Portable Post and Ropes ... Your Layout May Vary 1-.1 ~4-6' s-d ,~----------------------------------~\ t , Space for Kodak Sales Kiosk If pplicable , ,-----------------------------------,' 0 ~ U"'> 0 ~ 0 >-" ::::l ....., Vl Q) ....., .~ Vl ~ C ct:1 • e ::E Z III -0 I- 0 ~ Q) -I ....., I-- u III n:l ::::l 0 OJ I- ...J n:l al ~ ~ • -U"'> >-U Ci:: 0 CO I--• Q) ~ -0 E VI 0 OJ -c n:l C Q) on Z ....., .~ III ~ Ci:: n:l OJ 0 Cl Cl .~ Ii... LLI VI -<C LLI ..J LLI ....., Ci:: ::::l 0 Ci:: >-n:l 0 ...J L&.. ~ C ct:1 ::E LLI I-> Q) 0 ....., u Ci:: n:l I- Q. n:l Q. ~ u -<C I--OJ 0 E Vl .:s:. Z n:l I- Z &. on ~ .. c ..., < ..J .~ u -<C ~ OJ ~ n:l . ....., -l-e l- I--Cl .... n:l C-c.. Z LLI C -L&.. Z 0 U Six ,·r Flag$ DESIGN Cutout .5-Wtlltl' PVC Panl.'l with o.gltal Print Cutout .5-Whit!' PVC lellets Cutout .7SH PVC Sign Panel with DI911al PllnI Cutout .75-PVC CM'''cter Plug~ with Digital Punt 000, Hasp 10 'leCurt' Door \ II d_ili- 0001 Piano ~hngl' S-PVCDOOI 't i fe r All Components on Bacuide PalnlM Yl'llow 4-Square Steel Pole \ I" J'" l.r ]I with HOfizontal + ~"-' Slcet Supports Character Plug is a 75· PVC Round Piece l --1 with a 125-Square Piece glum to thl' back 48· D. .- 0.-.. - ,--.--.-- t •• _ .. ~ .. -.. -.--.. - Inside of Door Shown With Vynilletters Character Meet & Greet Sign Concept '" 0 N N N ~ +-' Ct. QJ U c 0 U c on '-V> ~ 0 c d:l Z 0 :E VI 0 "0 L.. -:::J QJ l-I +-' U ::J VI '" '" QJ L.. III 0 ....J '" ---..c a:::: N >-U N CO I---QJ V\ N "0 E ~ QJ -c '" C QJ on Z a:::: +-' 'Vi ~ '" QJ 0 0 0 i:L: lJJ V\ « +-' lJJ Ct. ...J QJ u lJJ c a:::: 0 u a:::: c 0 on '-IL. V> ~ C d:l lJJ :E > L.. ~ QJ +-' U 0.. '" L.. 0.. '" ..c « u l-.. QJ 0 E Z '" z on 00 C +-' ...J '-u « ~ .~ I ~ '" -L.. o L.. I-0 L.. '" c... c... Z lJJ C -IL. Z 0 U sfx -f Flag~ DESIGN , . PLAN VIEW FRONT ELEVATION r BANNER TO BE TIED TO LACING ROD WITH LACING CORD OR OUICK LINKS (TBD BY CUSTOMER) EFFECTIVE AREA BETWEEN RODS: 11S.2SW)( 139.25- FINISHED SURFACE I""" PERSPECTIVE VIEW ~ . '~-... --', ,-, ~::;.~ .. ',;,<. -. ;""~';;-"'"'1 ~ r FINISHED / SURFACE SIDE ELEVATION .... CUSTOMIft: SIX FLAGS --SIX FLAGS UlCATIOI< ARUNGTOH, TX I'TRUCTUIIU!: lYP'l: CUSTOM HIP BACK PANEL SIlI!, 8' x 12" x 1:r. ~ i~~ M 2 .31 i 1 1 1~d l~~ Illi i i h ~§~~i;l hl ~; u i l~ iii Wj. iii ~1 ~ r • (1)1 ~ i :h !Slll ~ i ::;): .It ! " i ~"~ A ,,. ~ ~ CERTIFICATIONS: Lo\I~noN_'1I-&2I ClARK OOUIITY ~.fCT\.I'IER CIlnPlCAfIOH~.-v~ 3M ~ l! u j !! ~ a I i 0.--.,: FII'R.l 12M ... ChecIIM .,: FfOIItI. 1211.,.. ~":'I'M 12M ... DAA .... DESCItPT'ION: VIEWS IMG.CON-OEC-017-49 .... 1000 -. • Transportation . Land Development •• • Environmental' • Service s ImagenatlOn Ilnnoy.t~on' .... rgy Creating results for our clients and benefits for our communities March 31, 2010 Ref: 11 081.00 Michelle Chase Town Engineer Town of Agawam, Dept. of Public Works 1000 Suffield Street Agawam, MA 01001 Re: Six Flags New England Warehouse Project Dear Michelle: Vanasse Hangen Brustlin, lnc. On behalf of our client, Six Flags New England, VHB presents the following information for your review for both the Front Entrance Modifications and Warehouse projects: • Updated Site Plans for the 2010 Park Improvement Projects, including Front Entrance Modifications and Warehouse project, dated 3/31/2010 • Stormwater Management Memo, dated 3/31/2010 A preliminary review of both projects was performed by the Engineering Office in early March. The comments provided in memorandums to VHB dated March 4, 2010 and March 11, 2010 have been addressed with the updated site plans and stormwater memo. Responses to each comment are detailed below for each project. 2010 Park Improvements Comments issued to VHB on March 4, 2010 1. A "No Left Turn" sign should be installed near the proposed stop Sign located at the intersection between the driveway exit for the warehouse and the VIP entrance. The sign has been incorporated into the revised site plans . 2. Engineering/DPW must be on site when the test pit is performed to determine the location! elevation of the existing sewer force main where the proposed drain line will cross. VHB will coordinate test pit scheduling with Engineering. P: \ 1 t08l.(X)\doc~ \letters \Michelle Chase 201D-OO-30.doc One Federal Street Building 103·3N Springfield, Massac.husetts 01105 413.747.7113. FAX413.747.0916 email: info@vhb.com www.vhb.com Michelle Chase Project No.: 11081.00 March 31, 2010 Page 2 3. VHB has informed Engineering that the back of the Warehouse will be redesigned to include a retaining wall just to the west of the existing sound wall. Engmeering would like to review the new grading plan for this area once it is completed. VHB is continuing to coordinate with the Building Inspector and the Zoning Board of Appeals for resolution to this issue. Updated site plans will be provided for your reference as soon as all parties reach agreement. 4. A new accessible parking space sign detail has been sent to VHB to be incorporated into the plans. The accessible parking space sign has been added to the detail sheet in the revised site plans. 5. Engineering recommends that cIeanouts be installed at bends in the roof drain located near the northeast and northwest corners of the warehouse to ease future maintenance. Cleanouts have been added to the revised site plans. 6. Please add the inspection ports for the infiltration system to the plan view. Inspection ports have been added to the revised site plans. 7. The proposed stormwater calculations are still under review. We are working with VHB to resolve several issues and hope to have our review completed in time for the Conservation Commission meeting on March 11"'. We have the following comments based on our review so far: a. The proposed stormwater model shows the water from the infiltration system (23P) flowing off site to the Connecticut River and not the existing detention pond near the Superman ride. The infiltration system overflows to the closed drainage system. The Hydrocad model has been updated to reflect this. b. There are several nodes modeled as "reaches" which should be modeled as "ponds with zero storage" to more accurately model what will happen on site. The Hydrocad model has been updated to eliminate the reaches to provide a conservative analysis of the existing basin. The analysis is included with this response. c. Pre and Post Construction peak flow rates should be shown for the 2,10 and 100 years storms. The peak flow rates and analysis are provided for the 2-, 10-, and IOO-year storm events. \Documents and Settings\jchristy\Local Settings\Temporary Internet Files\Contertt.MSOMichelle Chase 2010-03-30 • Michelle Chase Project No.: 11081.00 March 31 , 2010 Page 3 d. Engineering is concerned that if the drainage swale located to the south west of the proposed warehouse becomes overwhelmed, it may overflow onto the property to the south. The drainage swale has been updated for the revised site plans. The size has been increased, and includes a stone channel located along the length of the swale to increase storage. Please note that the pipe leading from the swale (closest to the warehouse) is the overflow connection for the swale, which connects to the closed drainage system. We anticipate that this information should be satisfactory for your review and approval of the above listed projects. Please do not hesitate to contact us should you need any additional information. Very truly yours, \Documents and Settings \jchristy \Local Settings\ Temporary Internet Files \Content.MSOMichelle Chase 201()-{)3-30 , Transportation Land Development Environmental Services • Memorandum Vanasse llangen Rrustlin, Inc To, Michelle Chase, P.E. Town Engineer Town of Agawam Department of Public Works 1000 Suffield Street Agawam, MA 01001 From, Jean E. Christy, P.E. Date' March 31, 2010 Project No., 11081.00 One Federal Street Building 103-3N Springfield, MA 01105 413 747-7113 FAX 413 747 -{)916 Re, Six Flags Stormwater Management The Stormwater Management System for the Warehouse Project and the Front Entrance Modification Project has been updated according to the site plans dated March 31, 2010, and reflecting comments received by the Town of Agawam Engineering Department dated March 4, 2010. Changes to the stormwater management system include the following: • Increased capacity of drainage swale along the south side of the proposed Warehouse. • Incorporation of overflow pipe from drainage swale to the closed drainage system • Connection of the overflow pipe from the Stormtech infiltration chambers to the closed drainage system • Update of Hydrocad model including: o Modification of Sub catchment lW, Water Park Expansion to remove water ride structures from which stormwater would be removed from the analysis and disposed of via sanitary sewer system o Elimination of reaches to model individual pipes The comments provided regarding the stormwater management system included some concerns of the hydrologic model in Hydrocad. The previous model issued warnings associated with flooding of pipes within the existing water park. According to park personnel, flooding has never been an issue in this area of the park with either pipes or the detention basin located under the Superman Roller Coaster. The updated analysis results in peak flows as presented below. APR 0 2 2010 ~ 11081.CK.Mocs'memJs\MicheDe Chase Storrnwater Update 2010-00-31 Ace Date: March 31, 2010 Project No.: 11081.00 Ilesi!!n Point Design Point. Existing Basin Existing Proposed Design Point: Off Site Existing Proposed TolalSHe Existing Proposed • Expressed in cubic feet per second 2.~ 6.76 9.81 15.58 5.48 22.34 15.29 tG-year too-year 9.74 12.52 14.64 18.44 32.21 64.14 10.81 17.58 41.95 66.66 25.45 36.02 As presented, post-developement peak runoff rates do not exceed pre-development conditions. During the lOO-year storm, the peak water elevation within the existing detention basin is 74.45 with a top of basin elevation of 75.0. \\lDocuments and SeClings'+;:hris1ylLocal SeIILr'lgs\Tlllr"OIiIlY Internet Fie.s\Contenl.t.!Scmi;:hallt Chase Stormwater Updale 2010-03-31 P:\1 1081.OOIdocs'metl"OSY.1Che11t Chase Stomwrater Update 201C><l3-31.doc 2 P:lll081.()(!ca<Nd\PIanmls<:\llnliro Report FIgur8s\EX.Q)mI;ned.dwg -1. .. , >-'. ~~." , ~fI, .1 " I ,. I ~ I I o 60 120 Feet N,."f" ~IoI[S ","""IiC .~ ~IJI<;;;;; i;lCWif:~ :t,-;o:o • '-- c (0 ill OJ QJ CD --- LEGEND SUBCATCHMENT DRAINAGE AREA OESICNA TiON POND REACH DESIGN POINT WATER QUALITY UNIT DRAINAGE AREA BOUNDARY - -TIME OF CONCENTRATION FLOW LINE SOIL TYPE BOUNDARY 100' BUFFER ZONE 4-~'~151 'HEllAND BOUNDARY NRCS SOIL CLASSIFICATIONS (HSG) 06~ NINIGRET FINE SANDY LOAM (8) @ MONTAUK FINE SANDY LOAM (C) ®5~ SCITUATE FINE SANDY LOAM (e) WET SU8STRA TUM (0) Vanasse lIangt.·n Brll'ttlin. Inc. Figure 2 March 2010 Existing Conditions Drainage Areas Warehouse and VIP Entrance Six Flags New England Agawam, Massachusetts ~ <:> >--'" 0: <:> < < z '" ] z 0 0 1 " z '" >-Vi t-:> < 0: >-W Z 0 ~ < 0: 0 00 " w < &.8 '" z < z z 0 0 t-< >-w w :> N Z ~~"O~ ZW .... 0: U 0 :> wO: .... ::l 0( z '" 0: 0 ~ ",< z " 0 ~ '" Iw (5 is w uw w u" "" " ... ., ~ ... 0 ;g ILl j gj t-o( 0( o ~ '" z (3~ " Z 0: Z t-'" 0( :g ~ l~ 0 u " I'! ;;: w l< ~ .,! "'''' z 0( Vi ,,0 g "'0: 0 W W 0( '" -~ 5 ~ VlO "-'" 0 ~ 0 t-... VI '9"O~" I t I Ii 8~~~ 8<8 Bae 1l gj .,-<"I " co ~ I l~ i 8.1 £ .. I i<:: £~~~ ~ I J FLOW OFF-5ITE Off-Site FLOW REMOVED TO WATERPARK da 14 WATER PARK EXPANSION d,7 DraInage Area 10 Drainage Diagram for EX-Update2 Prepared by Vanasse Hangen Brustlin, Inc., Printed 41212010 HydroCAD® 9.00 sin 01452 II:> 2009 HydroCAO Software Solutions LLC EX-Update2 Prepared by Vanasse Hangen Brusllin, Inc. Type III 24-hr Hamp-02 Rainfall=3.00· Printed 4/2/2010 HydroCAD® 9.00 sIn 014S2 © 2009 HydroCAD Software Solutions LLC Page 1 Time span=0.00-30.00 hrs, dt=0.05 hrs, 601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+ Trans method -Pond routing by Stor-Ind method Subcatchment 1W: WATER PARK Runoff Area=2.960 ac 70.61% Impervious Runoff Depth=2.16" Tc=S.O min CN=92 Runoff=7.39 cis 0.S33 af Subcatchment 2W: FLOW REMOVED TO Runoff Area=0.S20 ac 100.00% Impervious Runoff Depth=2.77" Tc=S.O min CN=98 Runoff=1.S2 cfs 0.120 af Subcatchrnent 3S: da 3 Runoff Area=0.090 ac 0.00% Impervious Runoff Depth=1.98" Tc=S.O min CN=90 Runoff=0.21 cfs O.D1S af Subcatchment 3W: FLOW OFF-SITE Runoff Area=0.880 ac 0.00% Impervious Runoff Depth=1.19" Tc=S.O min CN=79 Runoff=1.21 cfs 0.087 af Subcatchment 45: da 4 Runoff Area=0.470 ac 0.00% Impervious Runoff Depth=O.OO" Tc=S.O min CN=36 Runoff=O.OO cfs 0.000 af Subcatchment 5S: da 5 Runoff Area=0.260 ac 0.00% Impervious Runoff Depth=O.OO~. - Tc=S.O min CN=30 Runoff=O.OO-cls 0.000 af Subcatchment 6S: Runoff Area=0.260 ac 0.00% Impervious Runoff Depth=l.4S" Tc=S.O min CN=83 Runoff=0.44 cfs 0.031 af Subcatchment 7S: da 7 Runoff Area=0.140 ac 0.00% Impervious Runoff Depth=O.OO" Tc=S.O min CN=30 Runoff=O.OO cis 0.000 af Subcatchment 8S: da 8 Runoff Area=44,431 sf 0.00% Impervious Runoff Depth=0.02" Tc=S.O min CN=44 Runoff=O.OO cfs 0.001 af Subcatchment 10s: Drainage Area 10 Runoff Area=414,942 sf 20.69% Impervious Runoff Depth=1.2S" Flow Length=1,481' Tc=9.9 min CN=80 Runoff=11.89 cfs 0.992 af Subcatchment 145: da 14 Runoff Area=0.110 ac 0.00% [mpervious Runoff Depth=1.98" Tc=5.0 min CN=90 Runoff=0.26 cis 0.018 af Subcatchment 15S: da 15 Runoff Area=1.670 ac 0.00% Impervious Runoff Depth=1.98" Tc=5.0 min CN=90 Runoff=3.87 cfs 0.276 af Subcatchment 050: Drainage Area 50 Runoff Area=91 ,222 sf 14.14% Impervious Runoff Depth=1.13" Flow Length=602' Tc=21.6 min CN=78 Runoff=1.75 cfs 0.197 af Reach x5000: Off-Site Inflow=O.96 cis 0.015 af Outflow=0.96 cis 0.015 af Pond EXP: existing storage pond Peak Elev=70.37' Storage=6,832 cf Inflow=12.17 cfs 0.875 af Outflow=6.76 cfs 0.874 af Pond EXPO: Existing Ponding Peak Elev=91.04' Storage=l,SOO cf Inflow=1.75 cfs 0.197 at Discarded=0.35 cfs 0.163 af Primary=0.96 cfs 0.015 af Outflow=1.31 cfs 0.178 af EX-Update2 Prepared by Vanasse Hangen Brustlin, Inc. Type III 24-hr Hamp-02 Rainfa//=3.00· Printed 4/212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC page 2 Total Runoff Area = 20.000 ac Runoff Volume = 2.271 af Average Runoff Depth = 1.36" 75.61~. Pervious = 15.123 ac 24.39% Impervious = 4.Sn ac EX-Update2 Type 11/ 24-hr Hamp-02 Rainfaff=3.00w Prepared by Vanasse Hangen Brustlin, Inc. Printed 4/212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 1W: WATER PARK EXPANSION Runoff = 7.39 cfs @ 12.07 hrs, Volume= 0.533 af, Depth= 2.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" • Area (ac) CN Description 2.090 0.870 2.960 0.870 2.090 Tc (min) 5.0 Length (feet) 98 ALL IMPERVIOUS AREAS 79 50-75% Grass cover, Fair. HSG C 92 Weighted Average 29.39% Pervious Area 70.61% Impervious Area Slope Velocity Capacity Description (fUft) (fUsee) (cfs) Direct Entry. DIRECT ENTRY Summary for Subcatchment 2W: FLOW REMOVED TO WATERPARK Runoff = 1.52 cfs@ 12.07 hrs, Volume= 0.120 af, Depth= 2.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.0D-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.oo· • Area (ac) CN Description 0.520 98 FLOW LOST IN WATERPARK 0.520 100.00% Impervious Area Tc (min) 5.0 Length (feet) Slope Velocity Capacity Description (ftIft) (fUsee) (cfs) Direct Entry. Summary for Subcatchment 3S: da 3 Runoff = 0.21 cfs @ 12.07 hrs, Volume= 0.015 af, Depth= 1.98" Runoff by SCS TR-20 method, UH=SCS, TIme Span= 0.00-30.00 hrs, dt= 0.05 hrs Type /11 24-hr Hamp-02 Rainfall=3.00" • Area (ac) CN 0.090 0.090 Tc (min) . 5.0 Length (feet) 90 Description 100.00% Pervious Area Slope Velocity Capacity Description (fUft) (fUsec) (cfs) Direct Entry. flow to cb 207 Page 3 EX-Update2 Prepared by Vanasse Hangen Brustlin, Inc. Type 11/ 24-hr Hamp-02 Rainfall=3.00· Printed 4/212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 3W: FLOW OFF-SITE Runoff = 1.21 cfs @ 12.08 hrs, VoIume= 0.087 af, Depth= 1.19"· Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" Area (ac) CN Description 0.880 0.880 Tc (min) 5.0 Length (feet) 79 50-75% Grass cover, Fair, HSG C 100.00% Pervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (efs) Direct Entry, DIRECT ENTRY Summary for Subcatchment 45: da 4 Runoff = 0.00 efs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" • Area (ac) CN Description 0.470 36 0.470 100.00% Pervious Area Tc (min) 5.0 Length (feet) Slope Velocity Capacity Description (ft/ft) (ft/sec) (efs) Direct Entry, flow to fes 207 Summary for Subcatchment 55: da 5 Runoff = 0.00 efs @ 0.00 hrs, VoIume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00· • Area (ac) CN Description 0:260 30 0.260 100.00% Pervious Area Tc (min) 5.0 Length (feet) Slope Velocity Capacity Description (ft/ft) (ft/sec) (efs) Direct Entry, flow to cb 204 Page 4 EX-Update2 · Type J/I 24-hr Hamp-02 Rainfall=3.00· Prepared by Vanasse Hangen Brustlin, Inc. Printed 4/212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment 65: Runoff = 0.44 efs @ 12.08 hrs, Volume= 0.031 af, Depth= 1.45" Runoff by SCS TR·20 method, UH=SCS. Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" • Area (ac) CN 0.260 0.260 Tc (min) 5.0 Length (feet) 83 Description 100.00% Pervious Area Slope Velocity Capacity Description (ft/ttl (ft/sec) (efs) Direct Entry. Summary for Subcatchment 7S: da 7 Runoff = 0.00 efs @ 0.00 hrs, Volume= 0.000 at, Depth= 0.00· Runoff by SCS TR·20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type'" 24-hr Hamp-02 Rainfall=3.00" . • Area (ac) CN 0.140 0.140 Tc (min) 5.0 Length (feet) 30 Description 100.00% Pervious Area Slope Velocity Capacity Description (ft/ttl (ft/sec) (efs) Direct Entry. flow to cb 206 Summary for Subcatchment 8S: da 8 Runoff = 0.00 efs @ 21.05 hrs, Volume= 0.001 at, Depth= 0.02" Runoff by SCS TR·20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05hrs Type III 24-hr Hamp-02 Rainfall=3.00" • Area (sf) CN Description Tc (min) 5.0 44,431 44 44,431 100.00% Pervious Area Length (feet) Slope Velocity Capacity Description (ft/tt) (ft/sec) (efs) Direct Entry, flow to cb 202 EX-Update2 Prepared by Vanasse Hangen Brustlin, Inc. Type 11/ 24-hr Hamp-02 Rainfall=3.00· Printed 41212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC SummaryforSubcatchment 10s: Drainage Area 10 Runoff = 11.89cfs@ 12.15hrs, Volume= 0.992 af, Depth= 1.25" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" • • Area (sD 85,868 227,523 101 ,551 414,942 329,074 85,868 Tc Length {min} {feet} 0.6 50 CN Description 98 Pavement 75 Loose Stone, HSG C 74 >75% Grass cover, Good, HSG C 80 Weighted Average 79.31 % Pervious Area 20.69% Impervious Area Slope Velocity Capacity DeSCription {ftIft} {fUsee} {efs} 0.0350 1.45 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 3.00· Page 6 2.5 260 0.0115 1.73 Shallow Concentrated Flow, ShallOW Concentrated -Gravel Unpaved Kv= 16.1 fps 4.1 524 0.0205 2.15 Shallow Concentrated Flow, ShallOW Concentrated -Grass Swa Grassed Waterway Kv= 15.0 fps 2.1 497 0.0040 3.93 4.83 Pipe. Channel, 15" RCP (CB 17 to CB 21) 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.011 Concrete pipe, straight & clean 0.6 150 0.0800 4.24 Shallow Concentrated Flow, Shallow Concentrated -Overland Grassed Waterway Kv= 15.0fps 9.9 1,481 Total Summary for Subcatchment 14S: da 14 Runoff = 0.26 cfs @ 12.07 hrs, Volume= 0.018 af, Depth= 1.98" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" • Area {ac} CN 0.110 0.110 Tc {min} 5.0 Length (feet) 90 Description 100.00% Pervious Area Slope Velocity Capacity Description {ft/tt} {ft/sec} (efs) Direct Entry, flow to special dmh EX-Update2 Prepared by Vanasse Hangen Brusilin, Inc. Type 11/ 24-hr Hamp-02 Rainfal/=3.OO· Printed 41212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment iSS: da 15 Runoff = 3.87 ets @ 12.07 hrs, VoIume= 0.276 af, Depth= 1.98" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" Area (ac) CN Description * 1.670 1.670 Tc (min) 5.0 Length (feet) Runoff = 90 100.00% Pervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) Direct Entry. flow to special dmh Summary for Subcatchment 050: Drainage Area 50 1.75 ets @ 12.32 hrs, Volume= 0.197 af, Depth= 1.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" • Area (sD Tc (min) 15.7 3.2 0.3 2.4 21.6 12,S99 48,146 30,177 91,222 78,323 12,899 Length (feet) 100 275 38 189 602 Inflow Area = Inflow = Outflow = CN . Description 98 Paved parking, HSG C 75 Loose Stone, HSG C 74 >75% Grass cover, Good, HSG C 78 Weighted Average 85.86% Pervious Area 14.14% Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (ets) 0.0500 0.11 Sheet Flow, First 100 feet Grass: 8emnuda n= 0.410 P2= 3.00" 0.0080 1.44 Shallow Concentrated Flow. Rest of gravel to entrance Unpaved Kv= 16.1 fps 0.0100 2.03 Shallow Concentrated Flow, Crossing entrance drive Paved Kv= 20.3 fps 0.0350 1.31 Shallow Concentrated Flow, Rest of flow Is grass Short Grass Pasture Kv= 7.0 fps Total Summary for Reach x5000: Off-Site 2.094 ac, 14.14% Impervious, Inflow Depth = O.OS" for Hamp-02 event 0.96 cfs @ 12.42 hrs, Volume= 0.015 af 0.96 cfs @ 12.42 hrs, VoIume= 0.015 af, Atten= 0%, Lag= 0.0 min EX-Update2 Prepared by Vanasse Hangen BrustJin, Inc. Type 11/ 24-hr Hamp-02 Rainfa//=3.OO" Printed 4121201 0 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Routing by Stor-Ind+ Trans method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Summary for Pond EXP: existing storage pond I nflow Area = 6.980 ac, 29.94% Impervious, Inflow Depth = 1.50" for Hamp-02 event Inflow = 12.17 cfs @ 12.07 hrs, Volume= 0.875 af Outflow = 6.76 cfs @ 12.20 hrs, Volume= 0.874 af, Atten= 44%, Lag= 7.6 min Primary = 6.76 cfs @ 12.20 hrs, Volume= 0.874 af Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs 12 Peak Elev= 70.37' @ 12.20 hrs Surf.Area= 7,515 sf Storage: 6,832 cf Plug-Flow detention time= 32.1 min calculated for 0.874 af (100% of inflow) Center-of-Mass del. time= 31.1 min ( 835.4 -804.4 ) Volume Invert Avail.Storage Storage Description #1 69.00' 62,932 cf Custom Stage Data (Prismatic) Listed below Elevation (feet) 69.00 70.00 71.00 72.00 73.00 74.00 75.00 Device Routing #1 Primary Surf.Area (s9-ft) 1,105 6,757 8,789 10,795 12,856 14,974 16,416 Inc.Store (cubic-feet) o 3,931 7,773 9,792 11,826 13,915 15,695 Invert Outlet Devices Cum.Store (cubic-feet) o 3,931 11,704 21,496 33,322 47,237 62,932 69.00' 18.0" Vert. Orifice/Grate C= 0.600 ~~ary OutFlow Max=6.76 cfs @ 12.20 hrs HW=70.37' (Free Discharge) =Orifice/Grate (Orifice Controls 6.76 cfs @ 3.99 fps) Inflow Area = Inflow = Outflow = Discarded = Primary = Summary for Pond EXPO: Existing Ponding 2.094 ac, 14.14% Impervious, Inflow Depth = 1.13" for Hamp-02 event 1.75cfs@ 12.32hrs, Volume= 0.197af 1.31 cfs@ 12.42hrs, Volume= 0.178af, Atten=25%, Lag=6.1 min 0.35 cfs @ 12.40 hrs, Volume= 0.163 af 0.96 cfs @ 12.42 hrs, Volume= 0.015 af Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs 12 Peak Elev= 91.04'@ 12.42 hrs Surf.Area= 5,000 sf Storage= 1,500 cf Plug-Flow detention time= 99.9 min calculated for 0.178 af (90% of inflow) Center-of-Mass del. time= 52.1 min (919.3 -867.2) Page 8 EX-Update2 Prepared by Vanasse Hangen Brustlin, Inc. Type III 24-hr Hamp-02 Rainfa//=3.00· Printed 41212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 90.50' 1,500 cf Custom Stage Data (Prismatic) listed below (Recalc) Elevation (feet) Surf.Area (sg-ft) Inc.Store ( cubic-feet) Cum. Store ( cubic-feet) 90.50 91.00 Device Routing #1 Primary #2 Discarded 1,000 5,000 o 1,500 Invert Outlet Devices o 1,500 91 .00' . 5O.0'long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coaf. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 90.50' 3.000 inlhr Exfiltratlon over Surface area ~carded OutFlow Max=0.35 cfs @ 12.40 hrs HW=91.04' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.35 cfs) frimary OutFlow Max=O.84 cfs @ 12.42 hrs HW=91.04' (Free Discharge) 'r......t=Broad-Crested Rectangular Weir (Weir Controls 0.84 cfs @ 0.47 fps) Page 9 EX-Update2 Prepared by Vanasse Hangen Brustlin, Inc. Type 1/1 24-hr Hamp-10 Rainfal/=4.60· Printed 4/212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAO Software Solutions LLC Page 1 Time span=O.OO-30.00 hrs, dt=0.05 hrs, 601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+ Trans method -Pond routing by Stor-Ind method Subcatchment 1W: WATER PARK Runoff Area=2.960 ac 70.61% Impervious Runoff Oepth=3.70" Tc=5.0 min CN=92 Runoff=12.33 cfs 0.912 af Subcatchment 2W: FLOW REMOVED TO Runoff Area=O.520 ac 100.00% Impervious Runoff Oepth=4.36" Te=5.0 min CN=9S Runoff=2.3S efs 0.1S9 af Subcatchment 35: da 3 Runoff Area=0.090 ac 0.00% Impervious Runoff Depth=3.49" Tc=S.O min CN=90 Runoff=0.36 cfs 0.026 af Subcatchment 3W: FLOW OFF-SITE Runoff Area=O.S80 ae . 0.00% Impervious Runoff Oeplh=2.46" Te=S.O min CN=79 Runoff=2 .54 efs 0.180 af Subcatchment 48: da 4 Runoff Area=0.470 ae 0.00% Impervious Runoff Depth=0.06" Tc=S.O min CN=36 Runoff=O.OO cfs 0.002 af Subcatchment 58: da 5 Runoff Area=0.260 ae 0.00% Impervious Runoff Depth=O.OO" Te=S.O min CN=30 Runoff=O.OO cfs 0.000 af Subcatchment 65: Runoff Area=0.260 ae 0.00% Impervious Runoff Oepth=2.81" Te=S.O min CN=83 Runoff=O.86 cfs 0.061 af 5ubcatchment 75: da 7 Runoff Area=0.140 ae 0.00% Impervious Runoff Deplh=O.OO" Te=S.O min CN=30 Runoff=O.OO efs 0.000 af Subcatchment 85: da 8 Runoff Area=44,431 sf 0.00% Impervious Runoff Oepth=O.29" Te=5.0 min CN=44 Runoff=O.10 cfs 0.024 af Subcatchment iDs: Drainage Area 10 Runoff Area=414,942 sf 20.69% Impervious Runoff Depth=2.SS" Flow Length=1,481' Tc=9.9 min CN=80 Runoff=24.63 cfs 2.022 af Subcatchment 148: da 14 Runoff Area=0.110 ac 0.00% Impervious Runoff Oeplh=3.49" Te=5.0 min CN=90 Runoff=O.44 cfs 0.032 af Subcatchment 15S: da 15 Runoff Area=1 .670 ac 0.00% Impervious Runoff Depth=3.49" Te=5.0 min CN=90 Runoff=6.67 cfs 0.486 af Subcatchment 050: Drainage Area 50 Runoff Area=91 ,222 sf 14.14% Impervious Runoff Depth=2.3S" Flow Length=602' Te=21.6 min CN=78 Runoff=3.79 cfs 0.415 at Reach x5000: Off-Slte Inflow=2.69 cfs 0.093 af Outtlow=2.69 cfs 0.093 af Pond EXP: existing storage pond Peak Elev=71 .06' Storage=12,299 cf Inflow=20.66 cfs 1.544 af Outflow=9.74 cfs 1.542 af Pond EXPO: Existing Pending Peak Elev=91.0S' Storage=l,500 ef InfIow=3.79 cfs 0.415 at Discarded=0.35 cfs 0.247 at Primary=2.69 cfs 0.093 at Outflow=3.03 cfs 0.340 af EX-Update2 Prepared by Vanasse Hangen BrusHin, Inc. Type 11/ 24-hr Hamp-1 0 Rainfall=4.60" Printed 4/212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Paae2 Total Runoff Area = 20.000 ae Runoff Volume = 4.350 af Average Runoff Depth = 2.61" 75.61 ". Pervious = 15.123 ae 24.39% Impervious = 4.Sn ae EX-Update2 Prepared by Vanasse Hangen Brustlin, Inc. Type III 24-hr Hamp-10 Rainfall=4.60" Printed 4/212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 1W: WATER PARK EXPANSION Runoff = 12.33 cfs @ 12.07 hrs, Volume= 0.912 af, Depth= 3.70" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-10 Rainfall=4.60" • Area (ac) CN Description 2.090 0.870 2.960 0.870 2.090 Tc (min) 5.0 Length (feet) 98 ALL IMPERVIOUS AREAS 79 50-75% Grass cover, Fair, HSG C 92 Weighted Average 29.39% Pervious Area 70.61% Impervious Area Slope Velocity Capacity Description (ft/tt) (ft/sec) (ets) Direct Entry. DIRECT ENTRY Summary for Subcatchment 2W: FLOW REMOVED TO WATERPARK Runoff = 2.35 cfs @ 12.07 hrs, Volume= 0.189 af, Depth= 4.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-10 Rainfall=4.60" • Area (ac) CN Description 0.520 0.520 Tc (min) 5.0 Length (feet) 98 FLOW LOST IN WATERPARK 100.00% Impervious Area Slope Velocity Capacity DeSCription (ft/tt) (ft/sec) (cfs) Direct Entry. Summary for Subcatchment 3S: da 3 Runoff = 0.36 cfs @ 12.07 hrs, Volume= 0.026 af, Depth= 3.49" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-10 Rainfall=4.60" • Area (ac) CN Description 0.090 90 0.090 100.00% Pervious Area Tc (min) 5.0 Length (feet) Slope Velocity Capacity Description (ft/tt) (ft/sec) (ets) Direct Entry. flow to cb 207 Page 3 EX-Update2 Prepared by Vanasse Hangen Brustlin, Inc. Type III 24-hr Hamp-10 Rainfal/=4.60· Printed 4/2/2010 HydroCAD® 9.00 sIn 01452 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 3W: FLOW OFF-SITE Runoff = 2.54 efs @ 12.08 hrs, VoIume= 0.180 af, Depth= 2.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-1 0 Rainfall=4.60" Area (ac) CN Description 0.880 0.880 Tc (min) 5.0 Length (feet) 79 50-75% Grass cover, Fair. HSG C 100.00% Pervious Area Slope Velocity Capacity Description (ft/tt) (ft/sec) (cfs) Direct Entry, DIRECT ENTRY Summary for Subcatchment 45: da 4 Runoff = 0.00 cfs @ 15.43 hrs, VoIume= 0.002 af, Depth= 0.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-10 Rainfall=4.60· • Area (ac) CN Description 0.470 36 0.470 100.00% Pervious Area Tc (min) 5.0 Length (feet) Slope Velocity Capacity Description (ft/tt) (ft/sec) (cfs) Direct Entry, flow to fes 207 Summary for Subcatchment 55: da 5 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-10 Rainfall=4.60" • Area (ac) CN Description 0.260 30 0.260 100.00% Pervious Area Tc (min) 5.0 Length (feet) Slope Velocity Capacity Description (ft/tt) (ft/sec) (efs) Direct Entry, flow to cb 204 Page 4 EX-Update2 Prepared by Vanasse Hangen Brustlin, Inc. Type III 24-hr Hamp-10 Rainfall=4.00" Printed 4/212010 HydroCAD® 9.00 sIn 01452 © 2009 HVdroCAD Software Solutions LLC Summary for Subcatchment 65: Runoff = 0.86 cfs @ 12.08 hrs, VoIume= 0.061 af, Depth= 2.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-10 Rainfall=4.60" • Area lac) CN 0.260 0.260 Tc (min) 5.0 Length (feet) 83 Description 100.00% Pervious Area Slope Velocity Capacity Description (ftIft) (ftlsec) (cfs) Direct Entry, Summary for Subcatchment 7S: da 7 Runoff = 0.00 efs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-1 0 Rainfall=4.60" • Area lac) CN 0.140 0.140 Tc (min) 5.0 Length (feet) 30 Description 100.00% Pervious Area Slope Velocity Capacity Description (ftlft) (ftlsec) (efs) Direct Entry, flow to cb 206 Summary for Subcatchment 85: da 8 Runoff = 0.10 efs@ 12.37 hrs, Volume= 0.024 af, Depth= 0.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-10 Rainfall=4.60" • Area (sf) CN Description Tc (min) 5.0 44,431 44 44,431 100.00% Pervious Area Length (feet) Slope Velocity Capacity Description (ftlft) (ftlsec) (efs) Direct Entry, flow to cb 202 PageS EX-Update2 Prepared by Vanasse Hangen Brust/in, Inc. Type 11/ 24-hr Hamp-10 Rainfall=4.60" Printed 41212010 HvdroCAD® 9.00 sIn 01452 © 2009 HydroCAO Software Solutions LlC Page 6 Summary for Subcatchment 105: Drainage Area 10 Runoff = 24.63 efs @ 12.14 hrs, Volume= 2.022 af, Depth= 2.55" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-10 Rainfall=4.60" Area (sD CN Description • 85,868 98 Pavement • 227,523 75 Loose Stone, HSG C 101,551 74 >75% Grass cover, Good, HSG C 414,942 80 Weighted Average 329,074 79.31% Pervious Area 85,868 20.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fVfll (ftisec) (efs) 0.6 50 0.0350 1.45 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 3.00" 2.5 260 0.0115 1.73 Shallow Concentrated Flow, Shallow Concentrated -Gravel Unpaved Kv= 16.1 fps 4.1 524 0.0205 2.15 Shallow Concentrated Flow, Shallow Concentrated -Grass Swa Grassed Waterway Kv= 15.0 fps 2.1 497 0.0040 3.93 4.83 Pipe Channel,1S" RCP (CB 17 to CB 21) 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.011 Concrete pipe, straight & clean 0.6 150 0.0800 4.24 Shallow Concentrated Flow, Shallow Concentrated -Overland Grassed Waterway Kv= 15.0 fps 9.9 1,481 Total Summary for Subcatchment 145: da 14 Runoff = 0.44 cfs @ 12.07 hrs, Volume= 0.032 at, Depth= 3.49" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-10 Rainfall=4.60" • Area (ac) CN 0.110 0.110 Tc (min) 5.0 Len9th (feet) 90 Description 100.00% Pervious Area Slope Velocity Capacity Description (ftifl) (ftisec) (ets) Direct Entry, flow to special dmh EX-Update2 Prepared by Vanasse Hangen 8rustlin, Inc. Type 111 24-hr Hamp-10 Rainfal/=4.60· Printed 41212010 HydroCAD® 9.00 sIn 01452 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 15S: da 15 Runoff = 6.67 cfs @ 12.07 hrs, Volume= 0.486 af, Depth= 3.49" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-10 Rainfall=4.60" Area (ac) CN Descriptiori • 1.670 1.670 Tc (min) 5.0 Length (feet) Runoff = 90 100.00% Pervious Area Slope Velocity Capacity Description (fllft) (fllsec) (cfs) Direct Entry, flow to special dmh Summary for Subcatchment 050: Drainage Area 50 3.79 cfs @ 12.30 hrs, Volume= 0.415 af, Depth= 2.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-10 Rainfall=4.60" • Area (sf) Tc (min) 15.7 12,899 48,146 30,177 91,222 78,323 12,899 Length (feet) 100 CN Description 98 Paved parking, HSG C 75 Loose Stone, HSG C 74 >75% Grass cover, Good, HSG C 78 Weighted Average 85.86% Pervious Area 14.14% Impervious Area Slope Velocity Capacity Description (fllft) (fllsec) (cfs) 0.0500 0.1 1 Sheet Flow, First 100 feet Grass: Bermuda n= 0.410 P2= 3.00· Page 7 3.2 275 0.0080 1.44 Shallow Concentrated Flow, Rest of gravel to entrance Unpaved Kv= 16.1 fps 0.3 38 0.0100 2.03 Shallow Concentrated Flow, Crossing entrance drive Paved Kv= 20.3 fps 2.4 189 0.0350 1.31 Shallow Concentrated Flow, Rest of flow is grass Short Grass Pasture Kv= 7.0fps 21 .6 602 Total Summary for Reach xSOOO:Off-Site Inflow Area = 2.094 ac, 14.14% Impervious, Inflow Depth = 0.53" for Hamp-10 event Inflow = 2.69 cfs @ 12.30 hrs, Volume= 0.093 af Outflow = 2.69 cfs @ 12.30 hrs, Volume= 0.093 af, Alten= 0%, Lag= 0.0 min EX-Update2 Prepared by Vanasse Hangen Brustlin, Inc. Type 11/ 24-hr Hamp-10 Rainfal/=4.60" Printed 41212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Routing by Stor-Ind+ Trans method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Summary for Pond EXP: existing storage pond Inflow Area = 6.980 ac, 29.94% Impervious, Inflow Depth = 2.65" for Hamp-10 event Inflow = 20.66 cfs @ 12.07 hrs, Volume= 1.544 af Outflow = 9.74 cfs @ 12.23 hrs, Volume= 1.542 af, Atten= 53%, Lag= 9.7 min Primary = 9.74 cfs @ 12.23 hrs, Volume= 1.542 af Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs 12 Peak Elev= 71.06' @ 12.23 hrs Surf.Area= 8,911 sf Storage= 12,299 cf Plug-Flow detention time= 27.9 min calculated for 1.542 af (100% of inflow) Center-of-Mass de!. time= 27.1 min ( 819.2 -792.0 ) Volume Invert Avail.Storage Storage Description #1 69.00' 62,932 cf Custom Stage Data (Prismatic) Listed below Elevation (feet) 69.00 70.00 71.00 72.00 73.00 74.00 75.00 Device Routing #1 Primary Surf.Area (s9-ft) 1,105 6,757 8,789 10,795 12,856 14,974 16,416 Inc. Store (cubic-feet) o 3,931 7,773 9,792 11,826 13,915 15,695 Invert Outlet Devices Cum.Store (cubic-feet) o 3,931 11,704 21,496 33,322 47,237 62,932 69.00' 18.0" Vert. Orifice/Grate C= 0.600 primary OutFlow Max=9.73 cfs @ 12.23 hrs HW=71.06' (Free Discharge) 't....oJ=Orifice/Grate (Orifice Controls 9.73 cfs @ 5.51 fps) Inflow Area = Inflow = Outflow = Discarded = Primary = Summary for Pond EXPO: Existing Ponding 2.094 ac, 14.14% Impervious, Inflow Depth = 2.38" for Hamp-10 event 3.79 cfs @ 12.30 hrs, Volume= 0.415 af 3.03 cfs @ 12.30 hrs, Volume= 0.340 af, Atten= 20%, Lag= 0.0 min 0.35 cfs @ 12.15 hrs, Volume= 0.247 af 2.69 cfs @ 12.30 hrs, Volume= 0.093 af Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs/2 Peak Eleli= 91.08' @ 12.30 hrs Surf.Area= 5,000 sf Storage= 1,500 cf Plug-Flow detention time= 127.9 min calculated for 0.340 af (82% of inflow) Center-ot-Mass de!. time= 54.2 min ( 899.6 -845.4 ) Page 8 EX-Update2 Prepared by Vanasse Hangen Brustlin, Inc. Type III 24-hr Hamp-10 Rainfall=4.60· Printed 4/212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 90.50' 1,500 cf Custom Stage Data (Prismatic) Usted below (Recalc) Elevation (feet) Surf.Area (sg-tt) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 90.50 91.00 Device Routing #1 Primary #2 Discarded 1,000 5,000 o 1,500 Invert Out/et Devices o 1,500 91.00' 50.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coaf. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 90.50' 3.000 inlhr ExflHratlon over Surface area ~carded OutFlow Max=0.35 cfs @ 12 .. 15 hrs HW=91.05' (Free Discharge) 2=Exflltration (Exfiltration Controls 0.35 cfs) Primary OutFlow Max=2.68 cfs @ 12.30 hrs HW=91 .08' (Free Discharge) ~=Broad-Crested Rectangular Weir (Weir Controls 2.68 cfs @ 0.69 fps) Page 9 EX-Update2 Prepared by Vanasse Hangen Brustlin, Inc. Type III 24-hr Hamp-100 Rainfal/=6.50· Printed 41212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Page 1 Time span=0.OO-30.00 hrs, dt=0.05 hrs, 601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-lnd+Trans method -Pond routing by Stor-Ind method Subcatchment 1W: WATER PARK Runoff Area=2.960 ae 70.61 % Impervious Runoff Depth=5.56" Te=5.0 min CN=92 Runoff=18.11 cfs 1.372 af Subcalchment 2W: FLOW REMOVED TO Runoff Area=0.520 ae 100.00% Impervious Runoff Depth=6.26" Te=5.0 min CN=98 Runoff=3.34 efs 0.271 af Subcatchment 3S: cia 3 Runoff Area=0.090 ae 0.00% Impervious Runoff Depth=5.33" Te=5.0 min CN=90 Runoff=O.54 efs 0.040 af Subcatchment 3W: FLOW OFF-SITE Runoff Area=0.880 ae 0.00% Impervious Runoff Depth=4.13" Te=5.0 min CN=79 Runoff=4.24 cfs 0.303 af Subcatchment 45: da 4 Runoff Area=0,470 ae 0.00% Impervious Runoff Depth=0.42" Te=5.0 min CN=36 Runoff=0.07 efs 0.016 af Subcatchment 58: cia 5 Runoff Area=0.260 ae 0.00% Impervious Runoff Oepth=O.13" Te=5.0 min CN=30 Runoff=O.OO efs 0.003 af Subcalchment 65: Runoff Area=0.260 ae 0.00% Impervious Runoff Oepth=4.56" Te=5.0 min CN=83 Runoff=I.38 cfs 0.099 at Subcatchment 75: da 7 Runoff Area=0.140 ae 0.00% Impervious Runoff Depth=0.13" Te=5.0 min CN=30 Runoff=O.OO efs 0.002 af 5ubcatchment 85: da 8 Runoff Area=44,431 sf 0.00% Impervious Runoff Depth=0.94" Te=5.0 min CN=44 Runoff=0.75 efs 0.080 af Subcalchment iDs: Drainage Area 10 Runoff Area=414,942 sf 20.69% Impervious Runoff Oepth=4 .24" Flow Length=I,481' Te=9.9 min CN=80 Runoff=40.68 cfs 3.362 af Subcatehment 145: da 14 Runoff Area=0.110 ae 0.00% Impervious Runoff Oepth=5.33" Te=5.0 min CN=90 Runoff=O.66 efs 0.049 at Subcatchment 155: da 15 Runoff Area=I .670 ae 0.00% Impervious Runoff Depth=5.33" Te=5.0 min CN=90 Runoff=9.96 cfs 0.742 at Subcatchment 050: Drainage Area 50 Runoff Area=91,222 sf 14.14% Impervious Runoff Depth=4.02" Flow Length=602' Te=21.6 min CN=78 Runoff=6.43 cfs 0.702 af Reach x5000: Off-Site Inflow=5.88 efs 0.321 at Outflow=5.88 efs 0.321 af Pond EXP: existing storage pond Peak Elev=71 .92' Storage=20,667 ef Inflow=31 .29 efs 2.402 af Outflow=12.52 efs 2.400 af Pond EXPO: Existing Pending Peak Elev=91 .13' Storage=I,500 cf Inflow=6.43 cfs 0.702 af Disearded=O.35 efs 0.324 af Primary=5.88 efs 0.321 at Outflow=6.23 cts 0.645 at EX-Update2 Prepared by Vanasse Hangen Brustlin, Inc. Type III 24-hr Hamp-100 Rainfall=6.50· Printed 4/212010 HydroCAD® 9.00 sIn 01452 © 2009 HydroCAD Software Solutions LLC Page 2 Total Runoff Area = 20.000 ae Runoff Volume = 7.041 at Average Runoff Depth = 4.22" 75.61% Pervious = 15.123 ae 24.39% Impervious = 4.877 ae I I I EX-Update2 Type III 24-hr Hamp-100 Rainfall=6.50" Prepared by Vanasse Hangen Brustlin, Inc. Printed 41212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 1W: WATER PARK EXPANSION Runoff = 18.11 efs@ 12.07 hrs, Volume= 1.372 af, Depth= 5.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainfall=6.50" • Area (ac) CN Description 2.090 0.870 2.960 0.870 2.090 Tc (min) 5.0 Length (feet) 98 ALL IMPERVIOUS AREAS 79 5()"75% Grass cover, Fair, HSG C 92 Weighted Average 29.39% Pervious Area 70.61 % Impervious Area Slope Velocity Capacity Description (ftlft) (ftlsec) (cfs) Direct Entry, DIRECT ENTRY Summary for Subcatchment 2W: FLOW REMOVED TO WATERPARK Runoff = 3.34 efs @ 12.07 hrs, Volume= 0.271 af, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainfall=6.50" Area (ac) CN Description • 0.520 98 FLOW LOST IN WATERPARK 0.520 100.00% Impervious Area Tc (min) 5.0 Length (feet) Runoff = Slope Velocity Capacity Description (ftIft) (ftlsec) (efs) Direct Entry, Summary for Subcatchment 3S: da 3 0.54 cfs @ 12.07 hrs, Volume= 0.040 af, Depth= 5.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainfall=6.50" • Area (ac) CN 0.090 0.090 Tc (min) 5.0 Length (feet) 90 Description 100.00% Pervious Area Slope Velocity Capacity Description (ftlfl) (ftlsec) (efs) Direct Entry, flow to cb 207 ex-Update2 Prepared by Vanasse Hangen 8rustlin, Inc. Type 11/ 24-hr Hamp-1 00 Rainfal/=6.50" Printed 41212010 HydroCAO® 9.00 sin 01452 © 2009 HydroCAD Software Solutions lLC Summary for Subcatchment 3W: FLOW OFF-SITE Runoff = 4.24 cfs @ 12.08 hrs, Volume= 0.303 af, Depth= 4.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainfall=6.50" Area (ac) CN Description 0.880 0.880 Tc (min) 5.0 Length (feet) 79 50-75% Grass cover, Fair, HSG C 100.00% Pervious Area Slope Velocity Capacity Description (ftIft) (ft/sec) (ets) Direct Entry, DIRECT ENTRY Summary for Subcatchment 4S: da 4 Runoff = 0.07 cfs @ 12.36 hrs, Volume= 0.016 af, Depth= 0.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainfall=6.50· Area (ac) CN • 0.470 0.470 Tc (min) 5.0 Length (feet) Runoff = 36 Description 100.00% Pervious Area Slope Velocity Capacity Description (ftIft) . (ft/sec) (ets) Direct Entry, flow to fes 207 Summary for Subcatchment 5S: da 5 0.00 cfs @ 14.89 hrs, Volume= 0.003 af, Depth= 0.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-1 00 Rainfall=6.50· • Area (ac) CN 0.260 0.260 Tc (min) 5.0 Length (feet) 30 Description 100.00% Pervious Area Slope Velocity Capacity DeScription (ftIft) (ft/sec) (cfs) Direct Entry, flow to cb 204 Page 4 EX-Update2 Prepared by Vanasse Hangen Brustlin, Inc. Type III 24-hr Hamp-100 Rainfal/=6.50" Printed 4/212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 65: Runoff = 1.38 cfs @ 12.07 hrs, VoIume= 0.099 af, Depth= 4.56' Runoff by SCS TR-20 method, UH=SCS, TIme Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainfall=6.50" • Area (ac) CN 0.260 0.260 Tc (min) 5.0 Length (feet) 83 Description 100.00% Pervious Area Slope Velocity Capacity Description (fIIft) (ft/sec) (ds) Direct Entry, Summary for Subcatchment 75: da 7 Runoff = 0.00 cfs @ 14.89 hrs, VoIume= 0.002 af, Depth= 0.13" Runoff by SCS TR-20 method, UH=SCS, TIme Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainfall=6.50" • Area (ac) CN 0.140 0.140 Tc (min) 5.0 Length (feet) 30 Description 100.00% Pervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) Direct Entry, flow to cb 206 Summary for Subcatchment 85: da 8 Runoff = 0.75cfs@ 12.11 hrs, Volume= 0.080 af, Depth= 0.94* Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-1 00 Rainfall=6.50· • Area (sf) CN Description Tc (min) 5.0 44,431 44 44,431 100.00% Pervious Area Length (feet) Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) Direct Entry, flow to cb 202 Page 5 EX-Update2 Prepared by Vanasse Hangen Brust/in, Inc. Type 11/ 24-hr H8mp-1 00 R8infall=6.50" Printed 4/212010 HydroCAO® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 10s: Drainage Area 10 Runoff = 40.68 efs @ 12.14 hrs, Volume= 3.362 at, Depth= 4.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainfall=6.50" Area (sD CN Description • 65,666 96 Pavement • 227,523 75 Loose Stone, HSG C 101,551 74 >75% Grass cover, Good, HSG C 414,942 60 Weighted Average 329,074 79.31% Pervious Area 65,868 20.69% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (efs) 0.6 50 0.0350 1.45 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 3.00" 2.5 260 0.0115 1.73 Shallow Concentrated Flow, Shallow Concentrated· Gravel Unpaved Kv= 16.1 fps 4.1 524 0.0205 2.15 Shallow Concentrated Flow, Shallow Concentrated· Grass Swa Grassed Waterway Kv= 15.0 tps 2.1 497 0.0040 3.93 4.83 PIpe Channel, 15" RCP eCB 17 to CB 21) 15.0· Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.011 Concrete pipe, straight & clean 0.6 150 0 .0800 4.24 Shallow Concentrated Flow, Shallow Concentrated· Overland Grassed Waterway Kv= 15.0 fps 9.9 1,481 Total Summary for Subcatchment 145: da 14 Runoff = 0.66 efs @ 12.07 hrs, Volume= 0.049 af, Depth= 5.33" Runoff by SCS TR-20 method, UH=SCS, TIme Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-1 00 Rainfall=6.50" • Area (ac) CN 0.110 0.110 Tc (min) 5.0 Length (teet) 90 Description 100.00% Pervious Area Slope Velocity Capacity Description (ftIft) (ft/sec) (cts) Direct Entry, flow to special dmh EX-Update2 Prepared by Vanasse Hangen 8rustlin, Inc. Type 11/ 24-hr Hamp-100 Rainfall=6.50" Printed 41212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 158: da 15 Runoff = 9.96 cfs @ 12.07 hrs, VoIume= 0.742 at, Depth= 5.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainfall=6.50" Area (ac) CN Description • 1.670 1.670 Tc (min) 5.0 Length (feet) Runoff = 90 100.00% Pervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) Direct Entry, flow to special dmh Summary for Subcatchment 050: Drainage Area 50 6.43 cfs @ 12.30 hrs, VoIume= 0.702 af, Depth= 4.02" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainfall=6.50" • Area (sf) Tc {minI 15.7 12,899 48,146 30,177 91,222 78,323 12,899 Length {feet I 100 CN Description 98 Paved parking, HSG C 75 Loose Stone, HSG C 74 >75% Grass cover, Good, HSG C 78 Weighted Average 85.86% Pervious Area 14.14% Impervious Area Slope Velocity Capacity Description {ft/ftl {ft/secl {cfsl 0.0500 0.11 Sheet Flow, First 100 feet Grass: Bermuda n= 0.410 P2= 3.00" Page 7 3.2 275 0.0080 1.44 Shallow Concentrated Flow, Rest of gravel to entrance Unpaved Kv= 16.1 fps 0.3 38 0.0100 2.03 Shallow Concentrated Flow, Crossing entrance drive Paved Kv= 20.3 fps 2.4 189 0.0350 1.31 Shallow Concentrated Flow, Rest of flow is grass Short Grass Pasture Kv= 7.0fps 21.6 602 Total Summary for Reach x5000: Off-Site Inflow Area = 2.094 ac, 14.14% Impervious, Inflow Depth = 1.84" for Hamp-100 event Inflow = 5.88 cfs @ 12.30 hrs, VoIume= 0.321 af Outflow = 5.88 cfs @ 12.30 hrs, Volume= 0.321 af, Alten= 0%, Lag= 0.0 min EX-Update2 Prepared by Vanasse Hangen 8rustlin, Inc. Type III 24-hr Hamp-100 Rainfall=6.50" Printed 4/2/2010 HydroCAD® 9.00 sIn 01452 © 2009 HydroCAD Software Solutions LLC Routing by Stor-Ind+ Trans method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Summary for Pond EXP: existing storage pond Inflow Area = 6.980 ae, 29.94% Impervious, Inflow Depth = 4.13" for Hamp-100 event Inflow = 31.29 cfs @ 12.07 hrs, Volume= 2.402 af Outflow = 12.52 cfs @ 12.29 hrs, Volume= 2.400 af, Alten= 60%, Lag= 13.2 min Primary = 12.52 cfs @ 12.29 hrs, Volume= 2.400 af Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs 12 Peak Elev= 71.92'@ 12.29 hrs Surf.Area= 10,625 sf Storage= 20,667 ef Plug-Flow detention time= 26.2 min calculated for 2.396 af (100% of inflow) Center-of-Mass del. time= 26.0 min ( 810.1 -784.0 ) Volume Invert Avail.Storage Storage Description #1 69.00' 62.932 cf Custom Stage Data (Prismatic) Listed below Elevation (feet) 69.00 70.00 71.00 72.00 73.00 74.00 75.00 Device Routing #1 Primary Surf.Area (sg-fl) 1,105 6,757 8,789 10,795 12,856 14,974 16,416 Inc.Store (cubic-feet ) o 3,931 7,773 9,792 11,826 13,915 15,695 I nvert Outlet Devices Cum.Store (cubic-feet) o 3,931 11.704 21,496 33,322 47,237 62,932 69.00' 18.0" Vert. Orifice/Grate C= 0.600 ['rimary OutFlow Max=12.52 cfs @ 12.29 hrs HW=71.91' (Free Discharge) 'r-1 =Orifice/Grate (Orifice Controls 12.52 cfs @ 7.08 fps) Inflow Area = Inflow = Outflow = Discarded = Primary = Summary for Pond EXPO: Existing Ponding 2.094 ac, 14.14% Impervious, Inflow Depth = 4.02" for Hamp-100 event 6.43 cfs @ 12.30 hrs, Volume= 0.702 af 6.23 cfs @ 12.30 hrs, Volume= 0.645 af. Alten= 3%, Lag= 0.0 min 0.35 cfs @ 11.85 hrs, Volume= 0.324 af 5.88 cfs @ 12.30 hrs, Volume= 0.321 af Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs 12 Peak Elev= 91.13' @ 12.30 hrs Surf.Area= 5,000 sf Storage= 1,500 cf Plug-FlOW detention time= 70.9 min calculated for 0.645 af (92% of inflow) Center-of-Mass del. time= 29.1 min ( 859.4 -830.3 ) Page 8 EX-Update2 Prepared byVanasse Hangen Brustlin, Inc. Type 11/ 24-hr Hamp-100 Rainfall=6.50" Printed 4/212010 HydroCAD® 9.00 sIn 01452 © 2009 HydroCAD Software Solutions LLC Volume Invert Avail.Storage Storage Description #1 90.50' 1,500 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sg-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 90.50 91.00 Device Rooting #1 Primary #2 Discarded 1,000 5,000 o 1,500 Invert Outlet Devices o 1,500 91.00' SO.O'long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 90.50' 3.000 in/hr Exfiltration over Surface area ~carded OutFlow Max=0.35 cfs @ 11.85 hrs HW=91 .04' (Free Discharge) 2=Exfiltration (Exfiitration Controls 0.35 cfs) ~maryOutFIOW Max=5.87 cfs@ 12.30 hrs HW=91 .13' (Free Discharge) =Broad-Crested Rectangular Weir (Weir Controls 5.87 cfs @ 0.90 fps) page 9 • FLOW OfF.snE • FLOW REMOVED TO WATEAPARK • . " • -, • . ,,' • ." • WATERPARK • EXPNrlSION .n , """""'''''( , }J .-----+,~ • ~_100b --~ Drainage Diagram for PR-update2 Prepared by Vanasse Hangen Brustlin, Inc., Printed 41212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAO Software Solutions U.c PR-update2 Prepared by Vanasse Hangen 8rusUin, Inc. Type 11/ 24-hr Hamp-02 Rainfall=3.00" Printed 41212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAO Software Solutions LLC Page 1 Time span=0.00-30.00 hrs, dt=0.05 hrs, 601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+ Trans method -Pond routing by Stor-Ind method Subeatehment 1W: WATER PARK Runoff Area=1.960 ae 55.61% Impervious Runoff Oepth=1.98" Te=5.0 min CN=90 Runoff=4.55 cfs 0.324 at Subeatehment 2W: FLOW REMOVED TO Runoff Area=0.520 ae 100.00% Impervious Runoff Oepth=2.77" Te=5.0 min CN=98 Runoff=1.52 ets 0.120 at Subcatchment 35: cia 3 . Subcatehment 3W: FLOW OFF-SITE Subcatehment 45: da 4 Subcatehment 55: da 5 Subcatehment 65: Subcatehment 7S: da 7 Subcatchment 8S: da 8 " Subcatchment145:cla14 ._.Subcatehment 15S: da 15 Runoff Area=O.090 ae 0.00% Impervious Runoff Oepth=1.98" Te=5.0 min CN=90 Runoff=0.21 cfs 0.015 at Runoff Area=O.880 ac 0.00% Impervious Runoff Oeplh=I.19" Tc=5.0 min CN=79 Runoff=1 .21 efs 0.087 at Runoff Area=0.470 ae 0.00% Impervious Runoff Oepth=O.OO" Te=5.0 min CN=36 Runoff=O.OO cfs 0.000 at Runoff Area=0.260 ae 0.00% Impervious Runoff Oepth=O.OO" Te=5.0 min CN=30 Runoff=O.OO cts 0.000 at Runoff Area=0.260 ac 0.00% Impervious Runoff Oepth=1.45" Tc=5.0 min CN=83 Runoff=0.44 cfs 0.031 at Runoff Area=0.140 ae 0.00% Impervious Runoff Oeplh=O.OO" Tc=5.0 min CN=30 Runoff=O .OO cfs 0.000 at Runoff Area=I.020 ac 0.00% Impervious Runoff Oeplh=O.02" Tc=5.0 min CN=44 Runoff=O.OO cfs 0.001 at Runoff Area=O.11 0 ac 0.00% Impervious Runoff Oepth=I .98" Te=5.0 min CN=90 Runoff=0.26 cfs 0.018 at RunoffArea=1 .670 ac 0.00% Impervious Runoff Oeplh=1.98" Tc=5.0 min CN=90 Runoff=3.87 cfs 0.276 at Subcatchment 100As: Drainage Area 100a Runoff Area=38, 147 sf 6.75% Impervious Runoff Oepth=I.02" Flow Length=I,280', Tc=9.3 min CN=76 Runoff=O.87 cfs 0.074 at Subeatehment 10085: Drainage Area 100bRunoff Area=242,941 st 44.51% Impervious Runoff Oeplh=I.74" Flow Length=1 ,600' Tc=9.5 min CN=87 Runoff=9.94 cfs 0.808 at Subcatchment 100es: Drainage Area 100c Runoff Area=50,030 sf 3.12% Impervious Runoff Oepth=I.07" Tc=6.0 min CN=77 Runoff=I.37 cfs 0.103 at Subeatehment 100Ds: Drainage Area 100dRunoff Area=39.130 sf 100.00% Impervious Runoff Oepth=2.77" Tc=6.0 min CN=98 Runoff=2.55 cfs 0.207 at Subcatehment 2005: Drainage Area 200 Runoff Area=44.694 sf 20.64% Impervious Runoff Oepth=I.19" Tc=6.0 min CN=79 Runoff=1.38 cfs 0.102 af PR-update2 Prepared by Vanasse Hangen 8rustlin, Inc. Type 11/ 24-hr Hamp-02 Rainfall=3.00· Printed 4/212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Page 2 Subcatchment D5OO: Drainage Area 500 Runoff Area"57,044 sf 32.39% Impervious Runoff Depth"1 .3B" Flow Length"l,303' Tc=40.6 min CN"B2 Runoff"1 .02 cfs 0.150 af Subcatchment 0600: Drainage Area 600 Runoff Area"34,17B sf 13.51% Impervious Runoff Depth=1.07" Flow Length"170' Slope=O.OBOO·r Tc=9.1 min CN=77 Runoff=0.B4 cfs 0.070 af Reach Off: Off-Slte to CT River Inflow=2. 7 4 cfs 0.204 af Outflow=2.74 cfs 0.204 af Pond 1P: 12" Pipe Peak Elev=86.BO' Storage=O.OOO af Inflow=O.84 cfs 0.070 af Outflow=O.B4 cfs 0.070 af Pond 2P: Drainage Swale Peak Elev=77 .57' Storage"1 .B10 cf Inflow=1.71 cfs 0.144 af Discarded"O.Ol cfs 0.015 af Primary=O.Bl cfs 0.109 af Outflow=0.B2 cfs 0.124 af Pond 23P: StonmTech Units Peak Elev=74.93' Storage=4,736 cf Inflow"2.55 cfs 0.207 af Discarded=0.02 cfs 0.039 af Secondary=0.72 cfs 0.OB5 af Outflow=0.74 cfs 0.124 af PQnd DP: Detention Pond Peak Elev=92.20' Storage=4.399 cf Inflow=1.02 cfs 0.150 af Discarded=0.06 cfs 0.084 af Secondary=O.OO cfs 0.000 af Outflow=O.06 cfs 0.084 af Pond EXP: existing storage pond Peak Elev"71.0B' Storage=12.260 cf Inflow"18.42 cfs 1.668 af Outflow=9.81 cfs 1.666 af Total Runoff Area = 19.000 ae Runoff Volume = 2.387 at Average Runoff Depth = 1,51" 69.33% Pervious = 13.172 ac 30.67% Impervious = 5.828 ac PR-update2 Prepared by Vanasse Hangen Brustlin, Inc. Type 11/ 24-hr Hamp-02 Rainfall=3.00· Printed 4/212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 1W: WATER PARK EXPANSION Runoff = 4.55 cfs @ 12.07 hrs, Volume= 0.324 af, Depth= 1.98" Runoff by SCS TR-20 method, UH=SCS, TIme Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" • Area (ac) CN 1.090 98 0.870 79 1.960 90 0.870 1.090 Tc Length (min) (feet) 5.0 Description ALL IMPERVIOUS AREAS 50-75% Grass cover, Fair, HSG C Weighted Average 44.39% Pervious Area 55.61 % Impervious Area Slope Velocity Capacity Description (ft/fI) (ft/sec) (ets) Direct Entry, DIRECT ENTRY Summary for Subcatchment 2W: FLOW REMOVED TO WATERPARK Runoff = 1.52 cfs @ 12.07 hrs, Volume= 0.120 af, Depth= 2.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00· • Area (ac) CN 0.520 0.520 Tc (min) 5.0 Length (feet) 98 Runoff = Description FLOW LOST IN WATERPARK 100.00% Impervious Area Slope Velocity Capacity Description (ft/fI) (ft/sec) (cfs) Direct Entry, Summary for Subcatchment 3S: da 3 0.21 cfs @ 12.07 hrs, Volume= 0.015 af, Depth= 1.98" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" • Area (ac) CN Description 0.090 90 0.090 100.00% Pervious Area Tc (min) 5.0 Length (feet) Slope Velocity Capacity Description (ft/fI) (ft/sec) (cfs) Direct Entry, flow to cb 207 Page 3 PR-update2 Prepared by Vanasse Hangen Brustlin, Inc. Type 11/ 24-hr Hamp-02 Rainfal/=3.00" Printed 4/212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 3W: FLOW OFF-SITE Runoff = 1.21 cfs@ 12.08 hrs, Volume= 0.087 af, Depth= 1.19" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" Area (ac) CN Description 0.880 0.880 Tc (min) 5.0 Length (feel) 79 50-75% Grass cover, Fair, HSG C 100.00% Pervious Area Slope Velocity Capacity Description (tuft) (fUsec) (efs) Direct Entry, DIRECT ENTRY Summary for Subcatchment 4S: da 4 Runoff = 0.00 efs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" Area (ac) CN Description • 0.470 36 0.470 100.00% Pervious Area Tc (min) 5.0 Runoff Length (feet) = Slope Velocity Capacity Description (fUft) (fUsec) (efs) Direct Entry. flow to fes 207 Summary for Subcatchment 55: da 5 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" • Area (ac) CN 0.260 0.260 Tc (min) 5.0 Length (feet) 30 Description 100.00% Pervious Area Slope Velocity Capacity Description (fUft) (fUsec) (cfs) Direct Entry, flow to cb 204 Page 4 PR-update2 Prepared by Vanasse Hangen Brustlin, Inc. Type III 24-hr Hamp-02 Rainfal/=3.00· Printed 4/212010 HydroCAD® 9.00 sin 01452 @2009 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Runoff = 0.44 cfs @ 12.08 hrs, Volume= 0.031 at, Depth= 1.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfal/=3.00· • Area (ac) CN 0.260 0.260 Tc (min) 5.0 Length (feet) 83 Description 100.00% Pervious Area Slope Velocity Capacity Description (ft/ttl (ft/sec) (cfs) Direct Entry, Summary for Subcatchment 7S: da 7 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00· Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfal/=3.00· • Area (ac) CN Description 0.140 30 0.140 100.00% Pervious Area Tc (min) 5.0 Length (feet) Slope Velocity Capacity DeSCription (ft/tt) (ft/sec) (cfs) Direct Entry, flow to cb 206 Summary for Subcatchment 8S: da 8 Runoff = 0.00 cfs @ 21.05 hrs, Volume= 0.001 af, Depth= 0.02" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type 11/ 24-hr Hamp-02 Rainfall=3.00" • Area (ac) CN Description 1.020 44 1.020 100.00% Pervious Area Tc (min) 5.0 Length (feet) Slope Velocity Capacity Description (ft/tt) (ft/sec) (cfs) Direct Entry. flow to cb 202 PageS PR-update2 Prepared by Vanasse Hangen Brusllin, Inc. Type /It 24-hr Hamp-02 Rainfall:3.00" Printed 4/212010 HydroCAO® 9.00 sIn 01452 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 145: da 14 Runoff = 0.26 cfs @ 12.07 hrs, Volume= 0.018 af, Depth: 1.98" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3;00" Area (ac) CN Description • 0.110 90 0.110 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (efs) 5.0 Direct Entry, flow to special dmh Summary for Subcatchment 15S: da 15 Runoff = 3.87 cfs @ 12.07 hrs, Volume= 0.276 af, Depth= 1.98" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" • Area (ac) CN Description 1.670 90 1.670 100.00% Pervious Area Tc (min) 5.0 Length (feel) Slope Velocity Capacity Description (ftIft) (ftlsec) (cfs) Direct Entry, flow to special dmh Summary for Subcatchment 100As: Drainage Area 100a Runoff = 0.87 cfs @ 12.14 hrs, Volume= 0.074 af, Depth= 1.02" Runoff by ses TR-20 method, UH=SeS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" • • • Area (sf) 2,576 o 35,571 o 38,147 35,571 2,576 eN Descriplion 98 Pavement 75 Loose slone, HSG C 74 >75% Grass cover, Good, HSG e 98 Proposed Building -Future Building Phases 76 Weighted Average 93.25% Pervious Area 6.75% Impervious Area Page 6 PR-update2 Prepared by Vanasse Hangen Brustlin, Inc. Type III 24-hr Hamp-02 Rainfall=3.00· Printed 4/212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Tc (min) 0.6 2.0 4.1 2.6 Length (feet) 50 Slope (ft/tt) 0.0350 260 0.0115 524 0.0205 446 0.0040 9.3 1,280 Total Velocity (ft/sec) 1.45 2.18 2.15 2.87 Capacity Description (cfs) Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 3.00" Shallow Concentrated Flow, Gravel Paved Kv= 20.3 fps Shallow Concentrated Flow, Grass Swale Grassed Waterway Kv= 15.0 fps 2.25 Pipe Channel, 12" HOPE (CB 1 to EX DMH) 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior SummaryforSubcatchment 1008s: Drainage Area 100b Runoff = 9.94 cfs @ 12.14 hrs, Volume= 0.808 af, Depth= 1.74" Runoff by SCS TR-20 method. UH=SCS. Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" Area (sf) CN Description * 108,131 98 Paved parking, HSG C * 0 98 Full-Build Building Rooftop * 97,467 75 Loose Stone, HSG C 37,343 86 <50% Grass cover, Poor, HSG C 242,941 87 Weighted Average 134,810 55.49% Pervious Area 108,131 44.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 50 0.0380 1.50 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 3.00· 0.6 90 0.0180 2.72 Shallow Concentrated Flow, Paved Kv= 20.3fps 2.1 233 0.0137 1.88 Shallow Concentrated Flow, Shallow 2 Unpaved Kv= 16.1 fps 4.4 540 0.0185 2.04 Shallow Concentrated Flow, Shallow 3 Grassed Waterway Kv= 15.0 fps 0.5 367 0.0320 11.13 13.66 Pipe Channel, Existing Closed Drainage System 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.011 Concrete pipe, straight & clean 1.3 320 0.0050 4.17 3.28 Pipe Channel, Proposed Closed Drainage System 12.0· Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.010 PVC, smooth interior 9.5 1,600 Total Page 7 PR-update2 Prepared by Vanasse Hangen 8rustlin, Inc. Type 11/ 24-hr Hamp-02 Rainfall=3.00· Printed 4/212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Summary for Subcatehment 1 DOCs: Drainage Area 100e Runoff = 1.37 cfs@ 12.10 hrs, Volume= 0.103 af, Depth= 1.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" Area (sO CN Description • 1,560 98 Parking/Driveway 4,205 86 <50% Grass cover, Poor, HSG C • 44,265 75 Loose Stone, HSG C 50,030 77 Weighted Average 48,470 96.88% Pervious Area 1,560 3.12% Impervious Area Tc Length Slope Velocity Capacity Descri ption (min) (feet) (fUft) (fUsec) (cfs) 6.0 Direct Entry, Minimum Summary for Subeatehment 10005: Drainage Area 100d Runoff = 2.55 cfs @ 12.09 hrs, Volume= 0.207 af, Depth= 2.77" Runoff by SCS TR-20 method, UH=SCS, TIme Span= 0.00-30.00 hrs, dt= 0.05 hrs Type '" 24-hr Hamp-02 Rainfall=3.00· Area (sO • Tc (min) 6.0 Runoff 39,130 39,130 Length (feet) = CN Description 98 Full-Build Rooftop 100.00% Impervious Area Slope Velocity Capacity Description (ftIft) (fUsee) (efs) Direct Entry. Summary for Subcatehment 2005: Drainage Area 200 1.38 efs @ 12.10 hrs, VoIume= 0.102 af, Depth= 1.19· Runoff by SCS TR-20 method, UH=SCS, TImeSpan= 0.00-30.00 hrs, dt= 0.05 hrs Type '" 24-hr Hamp-02 Rainfall=3.00· Area (sO CN Description • 9,225 98 Pavement 35,469 74 >75% Grass cover, Good, HSG C • 0 98 Proposed Building -Full Build 44,694 79 Weighted Average 35,469 79.36% Pervious Area 9,225 20.64% Impervious Area Page 8 • PR-update2 Prepared by Vanasse Hangen 8rustlin, Inc. Type 11/ 24-hr Hamp-02 Rainfall=3.00· Printed 41212010 HydroCAO® 9.00 sIn 01452 © 2009 HydroCAD Software Solutions LLC Tc (min) 6.0 Runoff Length (feet) = Slope Velocity Capacity Description (ftIft) (fVsee) (cfs) Direct Entry, Minimum Summary for Subcatchment 0500: Drainage Area 500 1.02 cfs @ 12.5S hrs, Volume= 0.150 af, Depth= 1.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00· • Area (sf) Tc (min) 11.7 18,475 38,569 57,044 38,569 18,475 Length (feet) 80 CN DeSCription 98 Paved parking, HSG C 75 Loose Stone, HSG C 82 Weighted Average 67.61% Pervious Area 32 .39% Impervious Area Slope (fVft) Velocity (fVsec) Capacity Description (cfs) 0.0670 9.3 20 . 0.0010 0.11 0.04 Sheet Flow, 80 feet to bottom of basin Grass: Bermuda n= 0.410 P2= 3.00" Sheet Flow, Rest of 20 feet thru basin Grass: Short n= 0.150 P2= 3.00" 11 .9 0.22 Shallow Concentrated Flow, Rest of basin flow Short Grass Pasture Kv= 7.0 fps Page 9 0.3 158 0.0010 30 0.0800 1.98 Shallow Concentrated Row, From basin to entrance edge Short Grass Pasture Kv= 7.0 fps 0.3 1.1 6.0 40.6 Runoff 40 0.0100 110 0.0600 865 2.03 1.71 2.40 Shallow Concentrated Flow, Crossing entrance Paved Kv= 20.3 fps Shallow Concentrated Row, From entrance edge to FES Short Grass Pasture Kv= 7.0 fps Direct Entry, Pipe flow to outfall ' 1,303 Total Summary for Subcatchment 0600: Drainage Area 600 = 0.84 cfs @ 12.14 hrs, Volume= 0.070 af, Depth= 1.07" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" Area (sf) 34,178 29,559 4,619 CN Description 98 Paved parking, HSG C 74 >75% Grass cover, Good, HSG C 77 Weighted Average 86.49% Pervious Area 13.51% Impervious Area • PR-update2 Type III 24-hr Hamp-02 RainfaI1=3.00" Prepared by Vanasse Hangen Brustlin, Inc. HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsee) (efs) 8.5 100 0.0800 0.20 Sheet Flow, First 100 feet Grass: Dense n= 0.240 P2= 3.00" Printed 4/212010 page 10 0.6 70 0.0800 1.98 Shallow Concentrated Flow, 70 feet to FES Short Grass Pasture Kv= 7.0 fps 9.1 170 Total Summary for Reach Off: Off-Site to CT River Inflow Area = 2.175 aC,11.39% Impervious, Inflow Depth = 1.13" for Hamp-02 event Inflow = 2.74 cfs @ 12.10 hrs, Volume= 0.204 af Outflow = 2.74 cfs @ 12.10hrs, Volume= 0.204 af, Atten= 0%, Lag= 0.0 min Routing by Stor-lnd+Trans method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Summary for Pond 1P: 12" Pipe Inflow Area = 0.785 ac, 13.51% Impervious, Inflow Depth = 1.07" for Hamp-02 event Inflow = 0.84 cfs@ 12.14 hrs, Volume= 0.070 af Outflow = 0.84 cfs @ 12.14 hrs, Volume= 0.070 af, Atten= 0%, Lag= 0.0 min Primary = 0.84 cfs @ 12.14 hrs, Volume= 0.070 af Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs 1 2 Peak Elev= 86.80' @ 12.14 hrs Surf.Area= 0.001 ac Storage= 0.000 at Plug-Flow detention time= 0.0 min calculated for 0.070 af (100% of inflow) Center-of-Mass det. time= 0.0 min ( 859.0 -859.0 ) Volume Invert Avail.Storage Storage Description #1 86.80' 0.016 af 12.0" D x 865.0'L Pipe Storage Device Routing Invert Out/et Devices #1 Primary 82.00' 12.0" Vert. Orifice/Grate C= 0.600 ~~ary OutFlow Max=7.84 cfs @ 12.14 hrs HW=86.80' (Free Discharge) =Orifice/Grate (Orifice Controls 7.84 cfs @ 9.99 fps) I nflow Area = Inflow = Outflow = Discarded = Primary = Summary for Pond 2P: Drainage Swale 1.660 ae, 9.95% Impervious, Inflow Depth = 1.04" for Hamp-02 event 1.71 cfs@ 12.14hrs, Volume= 0.144af 0.82 cfs @ 12.42 hrs, Volume= 0.124 af, Atten= 52%, Lag= 16.6 min 0.01 cfs @ 12.42 hrs, Volume= 0.Q15 af 0.81 cfs @ 12.42 hrs, Volume= 0.109 af Routing by Stor-Ind method, Time Span= 0.0D-30.oo hrs, dt= 0.05 hrs 12 Peak Elev= 77.57'@ 12.42 hrs Surf.Area= 2,051 sf Storage= 1,810 cf Plug-Flow detention time= 139.6 min calculated for 0.124 af (86% of inflow) PR-update2 Type 11/ 24-hr Hamp-02 Rainfall=3.00· Prepared by Vanasse Hangen BrusUin, Inc. HydroCAD® 9.00 sIn 01452 © 2009 HydroCAD Software Solutions LLC Center-of-Mass del. time= 76.4 min ( 937.2 -860.8 ) Volume Invert Avail.Storage Storage Description Printed 41212010 Page 11 #1 #2 76.00' 74.00' 9,776 cf Custom Stage Data (Prismatic) Usted below (Recalc) 331 cf Custom Stage Data (Prismatic) Usted below (Recalc) 828 cf Overall x 40.0% Voids 10,107cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet} {sg-ft} {cubic-feet} {cubic-feet} 76.00 251 0 0 78.00 2,020 2,271 2,271 80.00 5,485 7,505 9,776 Elevation Surf.Area Inc.Store Cum.Store (feet} (s9:ft} (cubic-feet} (cubic-feet} 74.00 414 0 0 76.00 414 828 828 Device Routing I nvert Outlet Devices #1 #2 Discarded Primary 74.00' 0.270 in/hr Exfiltratlon over Surface area 77.00' 8.0" Vert. Orifice/Grate C= 0.600 earded Outflow Max=0.01 cfs @ 12.42 hrs HW=77.57' (Free Discharge) =Exfiltration (Exfiltration Controls 0.01 cfs) ~mary OutFlow Max=0.81 cfs @ 12.42 hrs HW=77.57' (Free Discharge) 2=OrificeiGrate (Orifice Controls 0.81 cfs @ 2.56 fps) Inflow Area = Inflow = Outflow = Discarded = . Secondary = Summary for Pond 23P: StormTech Units 0.898 aC,100.00% Impervious, Inflow Depth = 2.77" for Hamp-02 event 2.55 cfs @ 12.09 hrs, VoIume= 0.207 af 0.74 cfs@ 12.42 hrs, Volume= 0.124 af, Alten= 71%, Lag= 19.9 min 0.02 cfs @ 4.70 hrs, Volume= 0.039 af 0.72 cfs @ 12.42 hrs, Volume= 0.085 af . Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs 12 Peak Elev= 74.93' @ 12.42 hrs Surf.Area= 2,836 sf Storage= 4,736 cf Plug-Flow detention time= 262.3 min calculated for 0.124 af (60% of inflow) Center-of-Mass del. time= 154.5 min ( 912.3 -757.8 ) Volume Invert #1 72.50' #2 73.00' #3 74.50' Avail.Storage Storage Description 2,533 cf Custom Stage Data (Prismatic) Usted below (Recalc) 9,926 cf Overall -3,594 cf Embedded = 6,332 cf x 40.0% Voids 3,583 cf StormTech SC-740 x 78 Inside #1 Effective Size= 44.6'W x 30.0"H => 6.45 sf x 7.12'L =45.9 cf Overall Size= 51 .0·W x 30.0"H x 7.56'L with 0.44' Overlap 11 cf 6.0" 0 x 54.0'L Pipe Storage Inside #1 6,127 cf Total Available Storage PR-update2 Prepared by Vanasse Hangen Brustlin, Inc. Type Iff 24-hr Ham,r02 Rainfall=o3.00· Printed 4/212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Elevation (feet) 72.50 73.00 75.50 76.00 Device Routing Surf.Area (s9-ft) 2,836 2,836 2,836 2,836 Invert Inc.Store (cubic-feet ) o 1,418 7,090 1,418 Outlet Devices Cum. Store (cubic-feel) o 1,418 8,508 9,926 #1 #2 Discarded Secondary 72.50' 74.50' 0.270 Inlhr ExfiHration over Surface area 12.0" Vert. Orifice/Grate C= 0.600 ecarded OutFlow Max=0.02 cfs @4.70 hrs HW=o72.54' (Free Discharge) =Exfiltration (Exfiltration Controls 0.02 cfs) ~ondary OutFlow Max=O.72 cfs @ 12.42 hrs HW=74.93' (Free Discharge) 2=OrificelGrate (Orifice Controls 0.72 cfs @ 2.23 fps) Summary for Pond DP: Detention Pond Inflow Area = 1.310 ac, 32.39% Impervious, Inflow Depth = 1.38" for Hamp-02 event Inflow = 1.02cfs@ 12.58hrs, Volume= 0.150af Page 12 Outflow = 0.06 cfs @ 18.06 hrs, Volume= 0.084 af, Atten= 94%, Lag= 328.9 min Discarded = Secondary = 0.06 cfs @ 18.06 hrs, Volume= 0.084 af 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs 12 Peak Elev= 92.20' @ 18.06 hrs Surf.Area= 9,104 sf Storage= 4,399 cf Plug-Flow detentiontime= 498.5 min calculated for 0.084 at (56% of inflow) Center-of-Mass del. time= 381.9 min ( 1,253.4 -871 .5 ) Volume Invert Avail.storage Storage Description #1 91 .50' 12,526 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (s9-ftl Inc.Store (cubic-feet) Cum. Store (cubic-feet) 91.50 92.00 93.00 Device Routing #1 Secondary #2 Discarded 1,875 8,543 11,300 o 2,605 9,922 I nvert Outlet Devices o 2,605 12,526 92.50' 30.0'long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coet. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 91 .50' 0.270 inlhr Exfiltratlon over Surface area PR-update2 Prepared by VanaSse Hangen 8rustlin. Inc. Type 11/ 24-hr Hamp-02 Rainfall=3.00· Printed 4/212010 HydroCAD® 9.00 sin 01452 @2009 HydroCAD Software Solutions LLC ~carded OutFlow Max~0.06 cfs @ 18.06 hrs HW~92.20' (Free Discharge) 2=Exflltration (Exfiltration Controls 0.06 cfs) . ~condary OutFlow Max~O.OO cfs @ 0.00 hrs HW~91.50' (Free Discharge) 1=Broad-Crested Rectangular Weir (Controls 0.00 cfs) Summary for Pond EXP: existing storage pond Inflow Area = 13.218 ac, 28.28% Impervious, Inflow Depth ~ 1.51" for Hamp-02 event Inflow ~ 18.42 cfs @ 12.10 hrs, Volume= 1.668 af Page 13 Outflow = 9.81 cfs@ 12.35hrs, Volume= 1.666af, Atten=47%, Lag=15.1 min Primary = 9.81 cfs @ 12.35 hrs, VoIume= 1.666 af Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs 12 Peak Elev= 71.08' @ 12.35 hrs Surf.Area~ 8,950 sf Storage= 12,260 cf Plug-Flow detention time= 25.4 min calculated for 1.666 af (100% of inflow) Center-of-Mass det. time= 24.8 min ( 851.0 -826.2 ) Volume Invert Avail.Storage Storage Description #1 69.00' 62,701 cf Custom Stage Data (Prismatic) Listed below Elevation (feet) Surf.Area (sg-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 69.00 70.00 71 .00 72.00 73.00 74.00 75.00 Device Routing #1 Primary 1,105 6,526 8,789 10,795 12,856 14,974 16,416 o 3,816 7,658 9,792 11 ,826 13,915 15,695 I nvert Outlet Devices o 3,816 11,473 21,265 33,091 47,006 62,701 69.00' 18.0" Vert. Orifice/Grate C= 0.600 eary OutFlow Max~9.81 cfs @ 12.35 hrs HW=71.08' (Free Discharge) =OrificelGrate (Orifice Controls 9.81 cfs @ 5.55 fps) PR-update2 . Prepared by Vanasse Hangen Brustlin, Inc. Type III 24-hr Hamp-10 Rainfa//=4.60" Printed 4/212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Page 1 Time span=0.OO-30.00 hrs, dt=0.05 hrs, 601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-lnd+Trans method -Pond routing by Sior-Ind method Subeatehment 1W: WATER PARK Runoff Area=1 .960 ae 55.61% Impervious Runoff Oepth=3.49" Tc=5.0 min CN=90 Runoff=7.83 cfs 0.570 af Subcatehment 2W: FLOW REMOVED TO Runoff Area=0.520 ac 100.00% Impervious Runoff Oepth=4.36" Tc=5.0 min CN=98 Runoff=2.35 cfs 0.189 af Subcatchment 35: da 3 Subcatehment 3W: FLOW OFF-5ITE Subcatehment 45: da 4 Subcatchment 55: da 5 Subcatehment 65: Subcatehment 75: da 7 Subcatehment 8S: da 8 Subcatchment 145: da 14 Subcatchment 155: da 15 Runoff Area=O.090 ac 0.00% Impervious Runoff Oepth=3.49" Tc=5.0 min CN=90 Runoff=O .36 cfs 0.026 af Runoff Area=0.880 ac 0.00% Impervious Runoff Oepth=2.46" Tc=5.0 min CN=79 Runoff=2.54 cfs 0.180 af Runoff Area=0.470 ac 0.00% Impervious Runoff Depth=O.06" Tc=5.0 min CN=36 Runoff=O.OO cfs 0.002 af Runoff Area=0.260 ac 0.00% Impervious Runoff Oepth=O.OO" Tc=5.0 min CN=30 Runoff=O.OO cfs 0.000 af . Runoff Area=0.260 ac 0.00% Impervious Runoff Oepth=2.81" Tc=5.0 min CN=83 Runoff=0.86 Cfs 0.061 af Runoff Area=0.140 ac 0.00% Impervious Runoff Oepth=O.OO" Tc=5.0 min CN=30 Runoff=O.OO cfs 0.000 af Runoff Area=1 .020 ac 0.00% Impervious Runoff Oepth=0.29" Tc=5.0 min CN=44 Runoff=0.10 cfs 0.024 af Runoff Area=O.110 ac 0.00% Impervious Runoff Oepth=3.49" Tc=5.0 min CN=90 Runoff=O.44 cfs' 0.032 af Runoff Area=1 .670 ac 0.00% Impervious Runoff Oepth=3.49" Tc=5.0 min ' CN=90 Runoff=6.67 cfs 0.486 af 5ubcatehment 100As: Drainage Area 100a Runoff Area=38, 147 sf 6.75% Impervious Runoff Oepth=2.21" Flow Length=1,280' Tc=9.3 min CN=76 Runoff=1.98 cfs 0.161 af Subcatchment 10085: Drainage Area 100bRunoff Area=242,941 sf 44.51% Impervious Runoff Depth=3.19" Flow Length=1,600' Tc=9.5 min CN=87 Runoff=18.00 cfs 1.484 af Subeatehment 100Cs: Drainage Area 100e Runoff Area=50,030 sf 3.12% Impervious Runoff Oepth=2.29" Tc=6.0 min CN=77 Runoff=3.02 cfs 0.219 af Subcatehment 100Ds: Drainage Area 1 00d Runoff Area=39,130 sf 100.00% Impervious Runoff Oepth=4.36" Tc=6.0 min CN=98 Runoff=3.94 cfs 0.327 af Subcatehment 2005: Drainage Area 200 Runoff Area=44,694 sf 20.64% Impervious Runoff Oepth=2.46" Tc=6.0 min CN=79 Runoff=2.90 cfs .0.210 af PR-update2 Prepared by Vanasse Hangen Brustlin, Inc. Type 11/ 24-hr Hamp-1O Rainfal/=4.60· Printed 4/2/201 0 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Page 2 Subcatchment 0500: Drainage Area 500 Runoff Area=57,044 sf 32.39% Impervious Runoff Depth=2.72" Flow Length=1.303' Te=40.6 min CN=82 Runoff=2.04 cfs 0.297 af Subcatchment 0600: Drainage Area 600 Runoff Area=34.178 sf 13.51% Impervious Runoff Depth=2.29" Flow Length=170' Slope=0.0800'r Tc=9.1 min CN=77 Runoff=1.86 cfs 0.150 af Reach Off: Off-Site to CT River Inflow=5.92 efs 0.430 af Outflow=5.92 cfs 0.430 af Pond 1P: 12" Pipe Peak Elev=86.80' Storage=O.OOO af Inflow=1.86 cfs 0.214 af Outflow=l.86 cfs 0.214 af Pond 2P: Drainage Swale Peak Elev=78.43' Storage=3,643 cf Inflow=3.84 cfs 0.375 af Discarded=0.02 cfs 0.017 af Primary=1.76 cfs 0.338 af Outflow=1.78 cfs 0.355 af Pond 23P: StormTech Units Peak Elev=75.56' Storage=5.623 cf Inflow=3.94 cfs 0.327 af Oiscarded=0.02 cts 0.041 at Secondary=2.82 cfs 0.202 af Outflow=2.84 cfs 0.243 af Pond DP: Detention Pond Peak Elev=92.53' Storage=7,489 cf Inflow=2.04 cfs 0.297 af Discarded=O.06 cfs 0.096 af Secondary=0.34 cfs 0.064 af Outflow=0.40 cfs 0.160 af Pond EXP: existing storage pond Peak Elev=72.71' S1orage=29.651 cf Inflow=36.50 cfs 3.225 af Outflow=14.64 cfs 3.223 af Total Runoff Area = 19.000 ac Runoff Volume = 4.420 af Average Runoff Depth = 2.79" 69.33% Pervious = 13.172 ac 30.67% Impervious = 5.828 ac PR-update2 Prepared by Vanasse Hangen Brustlin, Inc. Type 1/1 24-hr Hamp-10 Rainfall=4.60· Printed 41212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 1W: WATER PARK EXPANSION Runoff = 7.83 cfs @ 12.07 hrs, Volume= 0.570 af, Depth= 3.49" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-1 0 Rainfall=4.60" • Area (ac) CN DesCription 1.090 0.870 1.960 0.870 1.090 Tc (min) 5.0 Length (feel) 98 ALL IMPERVIOUS AREAS 79 50-75% Grass cover, Fair, HSG C 90 Weighted Average 44.39% Pervious Area 55.61 % Impervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) Direct Entry, DIRECT ENTRY Summary for Subcatchment 2W: FLOW REMOVED TO WATERPARK Runoff = 2.35 efs @ 12.07 hrs, Volume= 0.189 af, Depth= 4.36" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dl= 0.05 hrs Type III 24-hr Hamp-10 Rainfall=4.60" • Area (ac) eN 0.520 0.520 Tc (min) 5.0 Length (feet) 98 Runoff = Description FLOW LOST IN WATERPARK 100.00% Impervious Area Slope Velocity Capacity Description (ftIft) (ft/sec) (efs) Direct Entry, Summary for Subcatchment 3S: da 3 0.36 cfs @ 12.07 hrs, Volume= 0.026 af, Depth= 3.49" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-1 0 Rainfall=4.60" • Area (ac) CN 0.090 0.090 Tc (min) 5.0 Length (feet) 90 DesCription 100.00% Pervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) Direct Entry, flow to cb 207 Page 3 PR-update2 Prepared by Vanasse Hangen 8rustlin, Inc. Type III 24-hr Hamp-10 Rainfall=4.60" Printed 41212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 3W: FLOW OFF-SITE Runoff = 2.54 cfs @ 12.08 hrs, Volume= 0.180 at, Depth= 2.46" . Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-10 Rainfall=4.60" Area (ac) CN Description 0.880 0.880 Tc (min) 5.0 Length (feet) 79 50-75% Grass cover, Fair, HSG C 100.00% Pervious Area Slope Velocity Capacity Description (fUft) (fUsec) (cfs) Direct Entry, DIRECT ENTRY Summary for Subcatchment 45: da 4 Runoff = 0.00 cfs @ 15.43 hrs, Volume= 0.002 at, Depth= 0.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-10 Rainfall=4.60" Area (ac) CN Description • 0.470 36 0.470 100.00% Pervious Area Tc (min) 5.0 Runoff Length (feet) = Slope Velocity Capacity Description (fUft) (fUsec) (cfs) Direct Entry, flow to fes 207 Summary for Subcatchment 55: da 5 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-10 Rainfall=4.60" • Area (ac) CN 0.260 0.260 Tc (min) 5.0 Length (feet) 30 Description 100.00% Pervious Area Slope Velocity Capacity Description (fUft) (fUsee) (cfs) Direct Entry, flow to cb 204 Page 4 PR-update2 Prepared by Vanasse Hangen BrustJin, Ine. Type 11/ 24-hr Hamp-10 Rainfal/=4.60· Printed 412/2010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 68: Runoff = 0.86 cfs @ 12.08 hrs, Volume= 0.061 af, Depth= 2.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-10 Rainfall=4.60" * Area (ac) CN 0.260 0.260 Te (min) 5.0 Length (feet) 83 Description 100.00% Pervious Area Slope Velocity Capacity Description (ftlfll (ft/sec) (efs) Direct Entry, Summary for Subcatchment 7S: da 7 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00· Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-10 Rainfall=4.60" Area (ae) CN Description • 0.140 30 0.140 100.00% Pervious Area Te (min) 5.0 Runoff Length (feet) = Slope Velocity Capacity Description (ft/ft) (ft/sec) (ets) Direct Entry, flow to cb 206 Summary for Subcatchment 8S: da 8 0.10 cfs @ 12.37 hrs, Volume= 0.024 af, Depth= 0.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-1 0 Rainfall=4.60· * Area (ac) CN 1.020 1.020 Te (min) 5.0 Length (feet) 44 Description 100.00% Pervious Area Slope Velocity Capacity DeScription (ftIft) (ft/sec) (cfs) Direct Entry, flow to cb 202 Page 5 PR-update2 Prepared by Vanasse Hangen Brustlin, Inc. Type III 24-hr Hamp-10 Rainfal/=4.60· Printed 4/212010 HydroCAD® 9.00 sin 01452 © 2009 HVdroCAD Software Solutions LLC Summary for Subcatchment 145: da 14 Runoff = 0.44 cfs @ 12.07 hrs, VoIume= 0.032 af, Depth= 3A9" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type 11/ 24-hr Hamp-10 Rainfall=4.60" • Area (ac) CN Description 0.110 90 0.110 100.00% Pervious Area Tc (min) 5.0 Length (feet) Slope Velocity Capacity Description (fUft) (fUsee) (efs) Direct Entry, flow to special dmh Summary for Subcatchment 155: da 15 Runoff = 6.67 efs@ 12.07 hrs, VoIume= OA86 at, Depth= 3.49" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-10 Rainfall=4.60" Area (ac) CN • 1.670 1.670 Tc (min) 5.0 Length (feet) Runoff = 90 Description 100.00% Pervious Area Slope Velocity Capacity Description (fUft) (fUsee) (cfs) Direct Entry. flow to speCial dmh Summary for Subcatchment 100As: Drainage Area 100a 1.98 cfs @ 12.14 hrs, VoIume= 0.161 af, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-1 0 Rainfall=4.60" Area (sO CN Description • 2,576 98 Pavement • 0 75 Loose stone. HSG C 35,571 74 >75% Grass cover:Good. HSG C • 0 98 Proposed Building -Future Building Phases 38,147 76 Weighted Average 35,571 93.25% Pervious Area 2,576 6.75% Impervious Area Page 6 PR-update2 Type III 24-hr Hamp-10 Rainfall=4.6()" Prepared by Vanasse Hangen Brustlin, Inc. Printed 4/2/2010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Tc length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec) (ets) 0.6 SO 0.0350 1.45 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 3.00" 2.0 260 0.0115 2.18 Shallow Concentrated Flow, Gravel Paved Kv= 20.3 fps 4.1 524 0.0205 2.15 Shallow Concentrated Flow, Grass Swale Grassed Waterway Kv= 15.0 fps 2.6 446 0.0040 2.87 2.25 Pipe Channel, 12" HOPE eCB 1 to EX DMH) 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior 9.3 1,280 Total Summary for Subcatchment 10085: Drainage Area 100b Runoff = 18.00 ets @ 12.13 hrs, Volume= 1.484 af, Depth= 3.19" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type 11/ 24-hr Hamp-10 Rainfall=4.60· • • • Area (sf) CN Description Tc (min) 0.6 0.6 2.1 4 .4 0.5 1.3 108,131 o 97,467 37.343 242,941 134,810 108,131 length (feet) 50 98 Paved parking, HSG C 98 Full-Build Building Rooftop 75 Loose Stone, HSG C 86 <50% Grass cover, Poor, HSG C 87 Weighted Average 55.49% Pervious Area 44.51% Impervious Area Slope (ftlft) 0.0380 Velocity (ftlsec) Capacity Description (ets) Sheet Flow, Sheet Flow 90 0.0180 233 0.0137 540 0.0185 1.SO 2.72 1.88 2.04 11.13 Smooth surfaces n= 0.011 P2= 3.00" Shallow Concentrated Flow, Paved Kv= 20.3 fps Shallow Concentrated Flow, Shallow 2 Unpaved Kv= 16.1 fps Shallow Concentrated Flow, Shallow 3 Grassed Waterway Kv= 15.0 fps 367 0.0320 320 O.OOSO 4.17 13.66 Pipe Channel, Existing Closed Drainage System 15.0' Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.D11 Concrete pipe, straight & clean 3.28 Pipe Channel, Proposed ClOsed Drainage System 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.010 PVC, smooth interior 9.5 1,600 Total Page 7 PR-update2 Prepared by Vanasse Hangen Brustlin, Inc. Type III 24-hr Hamp-10 Rainfall=4.60" Printed 41212010 HydroCAD® 9.00 SIn 01452 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 100Cs: Drainage Area 100c Runoff = 3.02 cfs @ 12.09 hrs, Volume= 0.219 af, Depth= 2.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-l0 Rainfall=4.60" Area (sf) • • Tc (min) 6.0 Runoff 1,560 4,205 44,265 50,030 48,470 1,560 Length (feet) = CN Description 98 Parking/Driveway 86 <50% Grass cover, Poor, HSG C 75 Loose Stone, HSG C 77 Weighted Average 96.88% Pervious Area 3.12% Impervious Area Slope Velocity Capacity Description (ft/tt) (ft/sec) (cfs) Direct Entry. Minimum Summary for Subcatchment 100Ds: Drainage Area 100d 3.94 ds @ 12.09 hrs, Volume= 0.327 af, Depth= 4.36" Runoff by SCS TR-20 method, UH=$CS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-l0 Rainfall=4.60" Area (sn • . Tc (min) 6.0 Runoff 39,130 39,130 Length (feet) = CN Description 98 Full-Build Rooftop 100.00% Impervious Area Slope Velocity Capacity Description (ftIft) (ft/sec) (cfs) Direct Entry. Summary for Subcatchment 2005: Drainage Area 200 2.90 ds @ 12.09 hrs, VoIume= 0.210 af, Depth= 2.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-10 Rainfall=4.60" Area (sn CN Description • 9,225 98 Pavement 35,469 74 >75% Grass cover, Good, HSG C • 0 98 ProPOSed Building -Full Build 44,694 79 Weighted Average 35,469 79.36% Pervious Area 9,225 20.64% Impervious Area Page 8 • PR-update2 Type III 24-hr Hainp-10 Rainfall=4.60" Prepared by Vanasse Hangen 8rustlin, Inc. Printed 41212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Te (min) 6.0 Runoff length (feet) ; Slope Velocity Capacity Description (ft/tt) (ft/see) (cfs) Direct Entry, Minimum Summary for Subcatchment 0500: Drainage Area 500 2.04 cfs @ 12.56 hrs, Volume= 0.297 at, Depth= 2.72" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-10 Raintall=4.60· • Area (sf) CN Description Te (min) 11 .7 9.3 18,475 38.569 57,044 38,569 18,475 length (feet) 80 98 Paved parking, HSG C 75 loose Stone, HSG C 82 Weighted Average 67.61% Pervious Area 32.39% Impervious Area Slope (fVft) Velocity (fVsee) Capacity Description (cfs) 0.0670 0.11 20 0.0010 0.04 Sheet Flow, 80 feet to bottom of basin Grass: Bermuda n; 0.410 P2; 3.00" Sheet Flow, Rest of 20 feet thru basin Grass: Short n= 0.150 P2= 3.00" 158 0.0010 0.22 Shallow Concentrated Flow, Rest of basin flow Short Grass Pasture Kv= 7.0 fps Page 9 11.9 0.3 0.3 30 0.0800 40 0.0100 1.98 2.03 Shallow Concentrated Flow, From basin to entrance edge Short Grass Pasture Ky; 7.0 fps 1.1 6.0 40.6 Runoff 110 0.0600 865 1.71 2.40 Shallow Concentrated Flow, Crossing entrance Paved Kv; 20.3 fps Shallow Concentrated Flow, From entrance edge to FES Short Grass Pasture Ky; 7.0 fps Direct Entry, Pipe flow to outfall 1,303 Total Summary for Subcatchment 0600: Drainage Area 600 ; 1.86 cfs @ 12.13 hrs, Volume; 0.150 at, Depth= 2.29" Runoff by SCS TR-20 method, UH=SCS, Time Span; 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-l0 Rainfall;4.60" Area (sf) 4.619 29,559 34,178 29,559 4,619 CN Description 98 Paved parking, HSG C 74 >75% Grass cover. Good, HSG C n Weighted Average 86.49% Pervious Area 13,51 % Impervious Area PR-update2 Type 11/ 24-hr Hamp-10 Rainfall=4.60" Prepared by Vanasse Hangen 8rustlin, Inc. HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Te Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (efs) .. 8.5 100 0.0800 0.20 Sheet Flow, First 100 feet Grass: Dense n= 0.240 P2= 3.00" Printed 41212010 Page 10 0.6 70 0.0800 1.98 Shallow Concentrated Flow, 70 feet to FES Short Grass Pasture Kv= 7.0 fps 9.1 170 Total Summary for Reach Off: Off-Site to CT River Inflow Area = 2.175 ac, 11.39% Impervious, Inflow Depth = 2.37" for Hamp-10 event Inflow = 5.92 cfs @ 12.09 hrs, VoIume= . 0.430 af Outflow = 5.92 cfs@ 12.09 hrs, VoIume= 0.430 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+ Trans method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Summary for Pond 1 P: 12" Pipe Inflow Area = 0.785 ac, 13.51 % Impervious, Inflow Depth = 3.27" for Hamp-10 event Inflow = 1.86 cfs @ 12.13 hrs, Volume= 0.214 af . Outflow = 1.86 cfs@ 12.13 hrs, Volume= 0.214 af, AHen= 0%, Lag= 0.0 min Primary = 1.86 cfs @ 12.13 hrs, Volume= 0.214 af Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs 12 Peak Elev= 86.80'@ 12.13 hrs Surf.Area= 0.002 ac Storage= 0.000 af Plug-Flow detention time= 0.0 min calculated for 0.214 at (100% ot inflow) Center-of-Mass del. time= 0.0 min ( 863.0 -863.0 ) Volume Invert Avail.Storage Storage Description #1 86.80' 0.016 af 12.0" 0 x 865.0'L Pipe Storage Device Routing Invert Outlet Devices #1 Primary 82.00' 12.0" Vert. OrlficelGrate C= 0.600 ~aryOutFIOW Max=7.84 cfs@ 12.13 hrs HW=86.80' (Free Discharge) =OrificelGrate (Orifice Controls 7.84 cfs @ 9.99 fps) Inflow Area = Inflow = Outflow = Discarded = Primary = Summary for Pond 2P: Drainage Swale 1.660 ac, 9.95% Impervious, Inflow Depth = 2.71" for Hamp-10 event 3.84 cfs @ 12.14 hrs, VoIume= 0.375 at 1.78 cfs @ 12.40 hrs, Volume= 0.355 af, AHen= 54%, Lag= 15.7 min 0.02 cfs @ 12.40 hrs, Volume= 0.017 af 1.76 cfs @ 12.40 hrs, Volume= 0.338 af Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs 12 Peak Elev= 78.43' @ 12.40 hrs Surf.Area= 3,187 sf Storage= 3,643 cf Plug-Flow detention time= 69.0 min calculated for 0.355 af (95% of inflow) • PR-update2 Type III 24-hr Hamp-10 Rainfall=4.60" Prepared by Vanasse Hangen Brustlin, Inc. HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions llC Center-of-Mass det. time= 41 .6 min (894.5 -852.8) Volume Invert Avail.Storage Storage Description Printed 41212010 Page 11 #1 #2 76.00' 74.00' 9,776 cf Custom Stage Data (Prismatic) Usted below (Recalc) 331 cf Custom Stage Data (Prismatic) Usted below (Recalc) 828 cf Overall x 40.0% Voids 10,107cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet} (s9:ft} (cubic-feet} (cubic-feet} 76.00 251 0 0 78.00 2,020 2.271 2,271 80.00 5,485 7,505 9,776 Elevation Surf.Area Inc. Store Cum.Store (feet} (~-ft} (cubic-feet} 'cubic-feet} 74.00 414 0 0 76.00 414 828 828 Device Routing I nvert Outlet Devices #1 #2 Discarded Primary 74.00' 0.270 Inlhr Exfiltratlon over Surface area 77.00' 8.0" Vert. Orifice/Grate C= 0.600 earded OutFlow Max=0.02 cfs @ 12.40 hrs HW=78.43' (Free Discharge) =Exfiltration (Exfiltration Controls 0.02 cfs) . ~mary OutFlow Max=1.76 cfs @ 12.40 hrs HW=78.43' (Free Discharge) 2=Oriflce/Grate (Orifice Controls 1.76 cfs @ 5.05 fps) Inflow Area = Inflow = Outflow = Discarded = Secondary = Summary for Pond 23P: StormTech Units 0.898 ac,1 00.00% Impervious, Inflow Depth = 4.36" for Hamp-10 event 3.94 cfs @ 12.09 hrs, Volume= 0.327 af 2.84 cfs@ 12.17 hrs, Volume= 0.243 af, Alten= 28%, Lag= 4.9 min 0.02 cfs @ 2.95 hrs, Volume= 0.041 af 2.82 cfs@ 12.17 hrs, Volume= 0.202 af Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs 12 Peak Elev= 75.56' @ 12.17 hrs Surf.Area= 2,836 sf Storage= 5,623 cf Plug-Flow detention time= 195.5 min calculated for 0.243 af (74% of inflow) Center-of-Mass del. time= 107.7 min (857.2 -749.4) Volume #1 #2 #3 Invert 72.50' 73.00' 74.50' Avail.Storage Storage Description 2,533 cf Custom Stage Data (Prismatic) Usted below (Recalc) 9,926 cf Overall - 3,594 cf Embedded = 6,332 cf x 40.0% Voids 3,583 cf StormTech SC·740 x 78 Inside #1 Effective Size= 44.6'W x 3D.O"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0'W x 30.0"H x 7.56'L with 0.44' Overlap 11 cf 6.0" 0 x 54.D'L Pipe Storage Inside #1 6,127 cf Total Available Storage PR-update2 Prepared byVanasse Hangen Brustlin, Inc. Type 1/1 24-hr Hamp-1 0 Rainfall=4.60" Printed 4/212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Elevation Surf.Area Inc.Store Cum.Store (feet) (sg-ft) (cubic-feet) (cubic-feet) 72.50 2,836 0 0 73.00 2,836 1,418 1,418 75.50 2,836 7,090 8,508 76.00 2,836 1,418 9,926 Device Routing Invert Outlet Devices #1 #2 Discarded Secondary 72.50' 74.50' 0.270 Inlhr ExfiHration over Surface area 12.0R Vert. Orifice/Grate C= 0.600 eCarded OutFlow Max=0.02 cts @ 2.95 hrs HW=72.54' (Free Discharge) =Exfiltratlon (Exfiltration Controls 0.02 cfs) ~ondary OutFlow Max=2.78 cfs @ 12.17 hrs HW=75.54'. (Free Discharge) 2=OrificeJGrate (Orifice Controls 2.78 cfs @ 3.53 tps) Inflow Area = Inflow = Outflow = Discarded = Secondary = Summary for Pond DP: Detention Pond 1.310 ac, 32.39% Impervious, Inflow Depth = 2.72" for Hamp-10 event 2.04 cfs @ 12.56 hrs, Volume= 0.297 at 0.40 cfs@ 13.77 hrs, Volume= 0.160 at, Alten= 80%, Lag= 72.8 min 0.06 cfs @ 13.77 hrs, Volume= 0.096 af 0.34 cfs @ 13.77 hrs, Volume= 0.064 af Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs 12 Peak Elev= 92.53' @ 13.77 hrs Surf.Area= 9,996 sf Storage= 7,489 cf Plug-Flow detention time= 367.7 min calculated for 0.160 af (54% of inflow) Center-of-Mass del. time= 255.3 min (1,107.2 -851 .9) Volume Invert Avail.StoraQe Storage Description #1 91 .50' 12,526 cf Custom Stage Data (Prismatic) Usted below (Recalc) Elevation (feet) Surf.Area (sg-ftl Inc.Store (cubic-feet) Cum. Store (cubic-feet) 91.50 92.00 93.00 Device Routing #1 Secondary #2 Discarded 1,875 8,543 11 ,300 o 2,605 9,922 Invert Outlet Devices o 2,605 12,526 92.50' 30.0'long x 10.0' breadth Broad-Crested Rectangular-Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coet. (English) 2.49. 2.56 2.70 2.69 2.68 2.69 2.67 2.64 91.50' 0.270 Inlhr Exfiltration over Surface area Page 12 • • • PR-update2 Prepared by Vanasse Hangen 8rustlin, Inc. Type III 24-hr Hamp-10 Rainfal/=4.60" Printed 41212010 HydroCAO® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC ~carded OutFlow Max=0.06 cfs @ 13.77 hrs HW=92.53' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.06 cfs) ~ondary OutFlow Max=0.33 cfs @ 13.77 hrs HW=92.53' (Free Discharge) =Broad-Crested Rectangular Weir (Weir Controls 0.33 cfs@ 0.41 fps) Summary for Pond EXP: existing storage pond Inflow Area = 13.218 ac, 28.28% Impervious, Inflow Depth = 2.93" for Hamp-10 event Inflow = 36.50 cfs @ 12.11 hrs, Volume= 3.225 af page 13 Outflow = 14.64 cfs @ 12.44 hrs, VoIume= 3.223 af, AHen= 60%, Lag= 19.7 min Primary = 14.64 cfs@ 12.44 hrs, VoIume= 3.223 af Routing by Stor-Ind method, Time Span= 0.GO-30.00 hrs, dt= 0.05 hrs / 2 Peak Elev= 72.71' @ 12.44 hrs Surf.Area= 12,256 sf Storage= 29,651 cf Plug-Flow detention time= 26.1 min calculated for 3.223 af (100% of inflow) Center-of-Mass det. time= 25.7 min (839.0 -813.4) Volume Invert Avail.Storage Storage Description #1 69.00' 62,701 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum. Store {feet} {sg-tt} {cubic-feet} {cubic-feet} 69.00 1,105 0 0 70.00 6,526 3,816 3,816 71 .00 8,789 7,658 11 ,473 72.00 10,795 9,792 21 ,265 73.00 12,856 11,826 33,091 74.00 14,974 13,915 47,006 75.00 16,416 15,695 62.701 Device Routing Invert Outlet Devices #1 Primary 69.00' 18.0" Vert. Orifice/Grate C= 0.600 ~. rf~ary OutFlow Max=14.63 cfs@12.44hrsHW=72.71'(FreeDischarge) =OrificeJGrate (Orifice Controls 14.63 cfs @ 8.28 fps) . PR-update2 Type 111 24-hr Hamp-100 Rainfall=6.50" Prepared by Vanasse Hangen Brustlin, Inc. Printed 4/212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Page 1 Time span=0.00-30.00 hrs, dt=0.05 hrs, 601 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+ Trans method -Pond routing by Stor-Ind method Subcatchment 1W: WATER PARK Runoff Area=1.960 ac 55.61% Impervious Runoff Depth=5.33" Tc=5.0 min CN=90 Runoff=11 .69 cfs 0.871 af Subcatchment 2W: FLOW REMOVED TO Runoff Area=0.520 ac 100.00% Impervious Runoff Depth=6.26" Tc=5.0 min CN=98 Runoff=3.34 cfs 0.271 af Subcatchment 3S: da 3 Subcatchment 3W: FLOW OFF-5ITE Subcatchment 45: da 4 Subcatchment 55: da 5 Subcatchment 6S: 5ubcatchment 75: da 7 Subcatchment 85: da 8 Subcatchment 145: da 14 Subcatchment 15S: da 15 Runoff Area=0.090 ac 0.00% Impervious Runoff Depth=5.33" Te=5.0 min CN=90 Runoff=O.54 efs 0.040 af Runoff Area=O.880 ac 0.00% Impervious Runoff Depth=4.13" Te=5.o min CN=79 Runoff=4.24 cfs 0.303 af Runoff Area=0.47o ac 0.00% Impervious Runoff Depth=0.42" Tc=5.o min CN=36 Runoff=0.07 cfs 0.016af Runoff Area=0.260 ac 0.00% Impervious Runoff Depth=0.13" Tc=5.0 min CN=30 Runoff=O.OO efs 0.003 af Runoff Area=0.26o ac 0.00% Impervious Runoff Depth=4.56" Te=5.0 min CN=83 Runoff=1 .38 efs 0.099 af Runoff Area=0.14o ae 0.00% Impervious Runoff Oepth=0.13" Tc=5.0 min CN=30 Runoff=O.Oo efs 0.002 af Runoff Area=1 .020 ae 0.00% Impervious Runoff Oepth=O.94" Te=5.0 min CN=44 Runoff=0.75 efs 0.080 af Runoff Area=0.11 0 ac 0.00% Impervious Runoff Depth=5.33" Tc=5.0 min CN=90 Runoff=0.66 cfs 0.049 af Runoff Area=1.670 ac 0.00% Impervious Runoff Oepth=5.33" Tc=5.0 min CN=90 Runoff=9.96 efs 0.742 af Subcatchment 100As: Drainage Area 100a Runoff Area=38.147 sf 6.75% Impervious Runoff Depth=3.82" Flow Length=1.280· Te=9.3 min CN=76 Runoff=3.44 efs 0.278 af Subcatchment 10085: Drainage Area 100bRunoff Area=242.941 sf 44.51% Impervious Runoff Depth=5.00" Flow Length=I.600· Te=9.5 min CN=87 Runoff=27.64 cfs 2.322 af Subcatchment 100cs: Drainage Area 100c Runoff Area=50.030 sf 3.12% Impervious Runoff Oepth=3.92" Tc=6.0 min CN=77 Runoff=5.16 efs 0.375 af Subcatchment 10005: Drainage Area 100dRunoff Area=39.130 sf 100.00% Impervious Runoff Oepth=6.26" Te=6.0 min CN=98 Runoff=5.59 cfs 0.469 af Subcatchment 2005: Drainage Area 200 Runoff Area=44.694 sf 20.64% Impervious Runoff Oepth=4.13" Tc=6.0 min CN=79 Runoff=4.84 cfs 0.353 af PR-update2 Prepared by Vanasse Hangen Brustlin, Inc. Type III 24-hr Hamp-100 Rainfall=6.50· Printed 41212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Page 2 Subcatchment 0500: Drainage Area 500 Runoff Area=57.044 sf 32.39% Impervious Runoff Deplh=4.45" Flow Length=I .303· Tc=40.6 min CN=82 Runoff=3.31 cfs 0.486 af Subcatchment 0600: Drainage Area 600 Runoff Area=34.178 sf 13.51% Impervious Runoff Depth=3.92" Flow Lenglh=170' Slope=0.0800·r Tc=9.1 min CN=77 Runoff=3.18 cfs 0.256 af Reach Off: Off-5lte to CT River Inflow=10.00 cfs 0.728 af Outflow=10.00 cfs 0.728 at Pond 1P: 12" Pipe Peak Elev=86.80· Storage=O.OOO af Inflow=3.18 cfs 0.501 af Outflow=3.18 cfs 0.501 af Pond 2P: Drainage Swale Peak Elev=79.40· Slorage=7.112 cf Inflow=6.62 cfs 0.779 af Discarded=0.03 cfs 0.021 af Primary=2.41 cfs 0.737 af Outflow=2.44 cfs 0.759 af Pond 23P: StormTech Units Peak Elev=75.98' Slorage=6.104 cf Inflow=5.59 cfs 0.469 af Discarded=0.02 cfs 0.042 af Secondary=3 .74 cfs 0.338af Outflow=3.76 cfs 0.380 af Pond DP: Detention Pond Peak Elev=92.60' Storage=8,239 cf Infllow=3.31 cfs 0.486 af Discarded=O.06 cfs 0.102 af Secondary=2.41 cfs 0.245 af Outflow=2.47 cfs 0.346 af Pond EXP: existing storage pond Peak Elev=74.45' Slorage=54.033 cf Inflow=56.02 cfs 5.300 af Outflow=18.44 cfs 5.297 af Total Runoff Area = 19.000 ac Runoff Volume = 7.015 at Average Runoff Depth = 4.43" 69.33% Pervious = 13.172 ac 30.67% Impervious = 5.828 ac • PR-update2 Type III 24-hr Hamp-100 Rainfall=6.50" Prepared by Vanasse Hangen Brustlin, Inc . Prinled 41212010 . HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions llC Summary for Subcatchment 1W: WATER PARK EXPANSION Runoff = 11.69 cfs @ 12.07 hrs, Volume= 0.871 af, Depth= 5.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainfall=6.50" • Area (ac) CN Description 1.090 0.870 1.960 0.870 1.090 Tc (min) 5.0 Length (feet) 98 ALL IMPERVIOUS AREAS 79 50-75% Grass cover, Fair, HSG C 90 Weighted Average 44.39% Pervious Area 55.61% ImperviOUS Area Slope Velocity Capacity Description (fllfll (ft/sec) (efs) Direct Entry, DIRECT ENTRY Summary for Subcatchment 2W: FLOW REMOVED TO WATERPARK Runoff = 3.34 cfs @ 12.07 hrs, Volume= 0.271 af, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainfall=6.50· • Area (ae) CN Description 0.520 0.520 Tc (min) 5.0 Length (feet) 98 FLOW LOST IN WATERPARK 100.00% Impervious Area Slope Velocity Capacity Description . (ftIft) (ft/sec) (efs) Direct Entry, Summary for Subcatchment 35: da 3 Runoff : 0.54 efs @ 12.07 hrs, Volume: 0.040 af, Depth: 5.33' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainfall=6.50" • Area (ac) CN 0.090 0.090 Tc (min) 5.0 Length (feet) 90 Description 100.00% Pervious Area Slope Velocity Capacity Description (ft/tt) (ft/sec) (efs) Direct Entry. flow to cb 207 Page 3 PR-update2 Prepared by Vanasse Hangen Brustlin, Inc. Type 1/1 24-hr Hamp-100 Rainfall=6.50" Printed 41212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 3W: FLOW OFF-SITE Runoff = 4.24 cfs @ 12.08 hrs, Volume= 0.303 af, Depth= 4.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-1oo Rainfall=6.50" Area (ac) CN Description 0.880 0.880 Tc (min) 5.0 Length (feet) 79 50-75% Grass cover, Fair, HSG C 100.00% Pervious Area Slope Velocity Capacity Description (ft/ft) (ftisec) (ets) Direct En1ry, DIRECT ENTRY Summary for Subcatchment 45: da 4 Runoff = 0.07 cfs @ 12.36 hrs, Volume= 0.016 af, Depth= 0.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00~30.00 hrs, dt= 0.05 hrs Type "' 24-hr Hamp-1oo Rainfall=6.50" * Area (ac) CN Description 0.470 0.470 Tc (min) 5.0 Length (feet) 36 . 100.00% Pervious Area Slope Velocity Capacity Description (ft/ft) (ftisec) (ets) Direct Entry, flow to fes 207 Summary for Subcatchment 5S: da 5 Runoff = 0.00 cfs @ 14.89 hrs, Volume= 0.003af, Depth=0.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainfall=6.50" Area (ac) CN Description * 0.260 30 0.260 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftifl) (ftisec) (efs) 5.0 Direct Entry, flow to cb 204 Page 4 , • PR-update2 Prepared by Vanasse Hangen 8rusUin, Inc. Type III 24-hr Hamp-100 Rainfall=6.50" Printed 41212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: Runoff = 1.38 cfs@ 12.07 hrs, Volume= 0.099 at, Depth= 4.56' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Raintall=6.50" • Area (ac) CN 0.260 0.260 Tc (min) 5.0 Length (feet) 83 Description 100.00% Pervious Area Slope Velocity Capacity Description (ft/ft) (ft/sec) (efs) Direct Entry. Summary for Subcatchment 7S: da 7 Runoff = 0.00 cfs @ 14.89hrs, VoIume= 0.002 at, Depth= 0.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-1 00 Raintall=6.50" Area (ac) CN Description • 0.140 30 0.140 100.00% Pervious Area Tc (min) 5.0 Length (feet) Runoff = Slope Velocity Capacity Description (ft/tt) (ft/sec) (cfs) Direct Entry, flow to cb 206 Summary for Subcatchment 8S: da 8 0.75 efs @ 12.11 hrs, Volume= 0.080 at, Depth= 0.94" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainfall=6.50" • Area (ac) CN 1.020 1.020 Tc (min) 5.0 Length (feet) 44 Description 100.00% Pervious Area Slope Velocity Capacity Description (fIIft) (ft/sec) (efs) Direct Entry. flow to cb 202 PageS • PR-update2 Prepared by Vanasse Hangen Brusllin, Inc. Type III 24-hr Hamp-100 Rainfal/=6.SO" Printed 4/212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Summary for Subcatchment 14S: da 14 Runoff = 0.66 efs @ 12.07 hrs, Volume= 0.049 af, Depth= 5.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainfall=6.50" • Area (ac) CN 0.110 0.110 Tc (min) 5.0 Length (feet) 90 Description 100.00% Pervious Area Slope Velocity Capacity Description (ft/II) (ft/sec) (efs) Direct Entry, flow to special dmh Summary for Subcatchment 155: da 15 Runoff = 9.96 cfs @ 12.07 hrs, Volume= 0.742 af, Depth= 5.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24"hr Hamp-100 Rainfall=6.50" • Area (ac) CN Description 1.670 90 1.670 100.00% Pervious Area Tc (min) 5.0 Length (feet) Slope Velocity Capacity Description (filII) (ft/sec) (ets) Direct Entry. flow to special dmh Summary for Subcatchment 1ooAs: Drainage Area 100a Runoff = 3.44 cfs @ 12.13 hrs, Volume= 0.278 af, Depth= 3.82" Runoff by ses TR-20 method, UH=SeS, TIme Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainfall=6.50" Area (sD eN Description • 2,576 98 Pavement • 0 75 Loose stone, HSG e 35,571 74 >75% Grass cover, Good, HSG e • 0 98 ProPOSed Building -Future Building Phases 38,147 76 Weighted Average 35,571 93.25% Pervious Area 2,576 6.75% Impervious Area Page 6 • PR-update2 Prepared by Vanasse Hangen Brustlin, Inc. Type III 24-hr Hamp-100 Rainfall=6.50" Printed 41212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAO Software Solutions LLC Page 7 Tc (min) 0.6 2.0 4.1 2.6 Length · (feet) 50 Slope (ftIft) 0.0350 260 0.0115 524 0.0205 446 0.0040 9.3 1,280 Total Velocity (fllsec) 1.45 2.18 2.15 2.87 Capacny Description (efs) Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 3.00" Shallow Concentrated Flow, Gravel Paved Kv= 20.3 fps Shallow Concentrated Flow, Grass Swale Grassed Waterway Kv= 15.0 fps 2.25 Pipe Channel, 12" HOPE (CB 1 to EX DMH) 12.0" Round Area= 0.8 sf Perim= 3.1' r= 0.25' n= 0.013 Corrugated PE, smooth interior Summary for Subcatchment 1OO8s: Drainage Area 100b Runoff = 27.64 efs @ 12.13 hrs, Volume= 2.322 af, Depth= 5.00· Runoff by SCS TR-20 method, UH=SCS, TIme Span= 0.00-30.00 hrs, cIt= 0.05 hrs Type III 24-hr Hamp-100 Rainfall=6.50" Area (sO CN Description • 108,131 98 Paved parking, HSG C • 0 98 Full-Build Building Rooftop • 97,467 75 Loose Stone, HSG C 37.343 86 <50% Grass cover, Poor. HSG C 242.941 87 Weighted Average 134,810 55.49% Pervious Area 108,131 44.51% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftIft) (fllsec) (efs) 0.6 50 0.0380 1.50 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 3.00· 0.6 90 0.0180 2.72 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.1 233 0.0137 1.88 Shallow Concentrated Flow, Shallow 2 Unpaved Kv= 16.1 fps 4.4 540 0.0185 2.04 Shallow Concentrated Flow, Shallow 3 Grassed Waterway Kv= 15.0 fps 0.5 367 0.0320 11.13 13.66 Pipe Channel, Existing Closed Drainage System 15.0' Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.011 Concrete pipe, straight & dean 1.3 320 0.0050 4.17 3.28 Pipe Channel, Proposed Closed Drainage System 12.0' Round Area= 0.8 sf Perim= 3.1' r= 0.25'· n= 0.010 PVC. smooth interior 9.5 1,600 Totai PR-update2 Prepared by Vanasse Hangen Brustlin, Inc. Type 11/ 24-hr Hamp-100 Rainfal/=6.SO" Printed 4/212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAO Software Solulions LLC Summary for Subcatchment 100Cs: Drainage Area 100c Runoff = 5.16 cfs @ 12.09 hrs, VoIume= 0.375 af, Depth= 3.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-1 00 Rainfall=6.50" • • Area (sf) Tc (min) 6.0 1,560 4,205 44.265 50,Q30 48,470 1,560 Length (feet) Runoff = CN Description 98 Parking/Driveway 86 <50% Grass cover, Poor, HSG C 75 Loose Stone. HSG C 77 Weighted Average 96.88% Pervious Area 3.12% Impervious Area Slope Velocity Capacity Description (ftltt) (ftlsec) . (cfs) Direct Entry, Minimum Summary for Subcatchment 10005: Drainage Area 100d 5.59 cfs @ 12.09 hrs, VoIume= 0.469 af, Depth= 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-1 00 Rainfall=6.50· • Area (sf) Tc (min) 6.0 39,130 Length (feet) Runoff = CN Description 98 Full-Build Rooftop 100.00% Impervious Area Slope Velocity Capacity Description (ftltt) (ftlsec) (cfs) Direct Entry, Summary for Subcatchment 2005: Drainage Area 200 4.84 cfs @ 12.09 hrs, Volume= 0.353 af, Depth= 4.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainfall=6.50" Area (sf) CN Description • 9,225 98 Pavement 35,469 74 >75% Grass cover, Good, HSG C • 0 98 ProPOSed Building -Full Build 44,694 79 Weighted Average 35,469 79.36% Pervious Area 9,225 20.64% Impervious Area PageS , PR-update2 Prepared by Vanasse Hangen 8rusUin, Inc. Type III 24-hr Hamp-100 Rainfal/=6.50" Printed 41212010 HydroCAD® 9.00 sIn 01452 © 2009 HydroCAD Software Solutions LLC Tc (min) 6.0 Runoff Length (feet) = Slope Velocity Capacity Description (ftlfI) (ftlsec) (cfs) Direct Entry, Minimum Summary for Subcatchment D500: Drainage Area 500 3.31 cfs @ 12.55 hrs, Volume= 0.486 af, Depth= 4.45" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-1oo Rainfall=6.5O· * Area (sf) CN Description Tc (min) 11.7 9.3 11.9 18,475 38,569 57,044 38,569 18,475 Length (feet) 80 98 Paved parking, HSG C 75 Loose Stone, HSG C 82 Weighted Average 67.61% Pervious Area 32.39% Impervious Area Slope (tUft) 0.0670 Velocity (ft/sec) Capacity Description (ets) 20 0.0010 0.11 0.04 0.22 Sheet Flow, 80 feet to bottom of basin Grass: Bermuda n= 0.410 P2= 3.00" Sheet Flow, Rest of 20 feet thru basin Grass: Short n= 0.150 P2= 3.00· 158 0.0010 Shallow Concentrated Flow, Rest of basin flow Short Grass Pasture Kv= 7.0 fps Page 9 0,3 30 0,0800 1.98 Shallow Concentrated Flow, From basin to entrance edge Short Grass Pasture Kv= 7.0 fps 0.3 1,1 6.0 40 0.0100 110 0.0600 865 2.03 1.71 2.40 Shallow Concentrated Flow, Crossing entrance Paved Kv= 20.3 fps Shallow Concentrated Flow, From entrance edge to FES Short Grass Pasture Kv= 7.0 fps Direct Entry, Pipe flow to outfall 40.6 1,303 Total Summary for SubcatchmentD600: Drainage Area 600 Runoff = 3.18 cfs@ 12.13 hrs, Volume= 0.256 af, Depth= 3.92" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-1 00 Rainfall=6.50· Area (sf) CN DeSCription 4,619 29.559 34,178 29,559 4,619 98 Paved parking, HSG C 74 >75% Grass cover, Good, HSG C 77 Weighted Average 86.49% Pervious Area 13.51% Impervious Area PR-update2 Prepared by Vanasse Hangen 8rusUin, Inc. Type III 24chr Hamp-100 Rainfall=6.50" Printed 41212010 HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions llC Tc Length Slope Velocity Capacity Description (min) (feet) (tuft) (ft/sec) (cfs) 8.5 100 0.0800 0.20 Sheet Flow, First 100 feet Grass: Dense n= 0.240 P2= 3.00" 0.6 70 0.0800 1.98 Shallow Concentrated Flow, 70 feet to FES Short Grass Pasture Kv= 7.0 fps 9.1 170 Total Summary for Reach Off: Off-Site to CT River Inflow Area = 2.175 ac, 11 .39% Impervious, Inflow Depth = 4.02" for Hamp-100 event Inflow = 10.00 cfs @ 12.09 hrs, Volume= 0.728 af Outflow = 10.00 cfs @ 12.09 hrs, Volume= 0.728 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+ Trans method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs Summary for Pond 1P: 12" Pipe Inflow Area = 0.785 ac, 13.51% Impervious, Inflow Depth = 7.66" for Hamp-100 event Inflow = 3.18 cfs@ 12.13 hrs, Volume= 0.501 af Outflow = 3.18 cfs @ 12.13 hrs, Volume= 0.501 af, Atten= 0%, Lag= 0.0 min Primary = 3.18 cfs@ 12.13 hrs, Volume= 0.501 af Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs 12 Peak Elev= 86.80' @ 12.13 hrs Surf.Area= 0.003 ac Storage= 0.000 af Plug-Flow detention time= 0.0 min calculated for 0.500 af (100% of inflow) eenler-of-Mass del. time= 0.0 min ( 846A -846.4 ) Volume Invert Avail.Slorage Storage Description #1 86.80' 0.016 at 12.0" 0 x 865.0'L Pipe Storage Device Routing I nvert Outlet Devices #1 Primary 82.00' 12.0" Vert. Orifice/Grate C= 0.600 ~ary.OutFIOW Max=:=7.85 cfs @ 12.13 hrs HW=86.80' (Free Discharge) . =OnficeJGrate (Onfice Controls 7.85 cfs @ 9.99 fps) Inflow Area = Inflow = Outflow = Discarded = Primary = Summary for Pond 2P: Drainage Swale 1.660 ac, 9.95% Impervious, Inflow Depth = 5.63" for Hamp-100 event 6.62 cfs@ 12.13 hrs, VoIume= 0.779 at 2.44 cfs @ 13.09 hrs, Volume= 0.759 af, Atten= 63%, Lag= 57A min 0.03 cfs @ 13.09 hrs, Volume= 0.021 af 2A1 cfs @ 13.09 hrs, Volume= 0.737 at Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs 12 Peak Elev= 79.40'@ 13.09 hrs Surf.Area= 4,853 sf Storage= 7,112 cf Plug-Flow detention time= 54.8 min calculated for 0.759 at (97% of inflow) Page 10 .. . PR-update2 Type 11/ 24-hr Hamp-100 Rainfall=6.50" Prepared by Vanasse Hangen Brust/in, Inc. HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Center-of-Mass del. time= 40.1 min ( 878.4 -838.2 ) Volume Invert Avail.Storage Storage Description Printed 41212010 Page 11 #1 #2 76.00' 74.00' 9,776 cf Custom Stage Data (Prismatic) Listed below (Recalc) 331 cf Custom Stage Data (Prismatic) Listed below (Recalc) 828 cf Overall x 40.0% Voids 10,107cf Total Available Storage Elevation Surf.Area Inc.Store Cum. Store (feetl {sg-ttl { cubic-feetl {cubic-feet) 76.00 251 0 0 78.00 2,020 2,271 2,271 80.00 5,485 7,505 9,776 Elevation Surf.Area Inc.Store Cum.Store {feet) {sg-ftl (cubic-feet) {cubic-feetl 74.00 414 0 0 76.00 414 828 828 Device Routing Invert Outlet Devices #1 #2 Discarded Primary 74.00' 0.270 In/hr Exflltratlon over Surface area 77 .00' 8.0" Vert. Orifice/Grate C= 0.600 t)lscarded OutAow Max=0.03 cfs @ 13.09 hrs HW=79.40' (Free Discharge) 'L1=Exflltratlon (Exfiltration Controls 0.03 cfs) ~mary OutFlow Max=2.41 cfs @ 13.09 hrs HW=79.40' (Free Discharge) 2=Orifice/Grate (Orifice Controls 2.41 cfs @ 6.91 fps) Inflow Area = Inflow = Outflow = . Discarded = Secondary = Summary for Pond 23P: StonnTech Units 0.898 aC,1 00.00% Impervious, Inflow Depth = 6.26" for Hamp-100 event 5.59 cfs @ 12.09 hrs, Volume=. 0.469 af 3.76 cfs @ 12.15 hrs, VoIume= 0.380 af, Alten= 33%, Lag= 4.1 min 0.02 cfs @ 1.95 hrs, Volume= 0.042 af 3.74 cfs @ 12.15 hrs, Volume= 0.338 af Routing by Stor-Ind method, Time Span= 0.00-30.00 hrs, dt= 0.05 hrs 12 Peak Elev= 75.98'@ 12.15 hrs Surf.Area= 2,836 sf Storage= 6,104 cf Plug-Flow detention time= 165.5 min calculated for 0.379 af (81% of inflow) Center-of-Mass del. time= 91 .5 min (835.5 -744.0) Volume Invert #1 72.50' #2 73.00' #3 74.50' Avail.Storage Storage Description 2,533 cf Custom Stage Data (Prismatic) Listed below (Recalc) 9,926 cf Overall -3,594 cf Embedded = 6,332 cf x 40.0% Voids 3,583 cf StormTech SC-740 x 78 Inside #1 Effective Size= 44.6OW x 30.0"H => 6.45 sfx 7.12'L = 45.9 cf Overall Size= 51.0'W x 3O.0"H x 7.56'L with 0.44' Overlap 11 cf 6.0" D x 54.0'L Pipe Storage Inside #1 6,127 cf Total Available Storage PR-update2 Type 11/ 24-hr Hamp-100 Rainfal/:6.50w Prepared by Vanasse Hangen Brustlin, Inc. HydroCAD® 9.00 sin 01452 © 2009 HydroCAD Software Solutions LLC Elevation (feet) Surf.Area (S9-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 72.50 73.00 75.50 76.00 Device #1 #2 Routing Discarded Secondary 2,836 2,836 2,836 2,836 o 1,418 7,090 1,418 Invert Outlet Devices o 1,418 8,508 9,926 72.50' 0.270 inlhr Exflltration over Surface area 74.50' 12.0" Vert. Orifice/Grate C= 0.600 ecarded OutFlow Max=O.02 cfs @ 1.95 hrs HW=72.54' (Free Discharge) =Exflltration (Exfiltration Controls 0.02 cfs) ~condary OutFlow Max=3.74 cfs @ 12.15 hrs HW=7.5.98' (Free Discharge) 2=OriflcelGrate (Orifice Controls 3.74 cfs @4.77 fps) Summary for Pond DP: Detention Pond Printed 4/212010 Page 12 Inflow Area = 1.310 ac, 32.39% Impervious, Inflow Depth = 4.45" for Hamp-100 event Inflow = Outflow = Discarded = Secondary = 3.31 cfs @ 12.55 hrs, Volume= 0.486 af 2.47 cfs @ 12.83 hrs, Volume= 0.346 af, Alten= 25%, Lag= 17.1 min 0.06 cfs @ 12.83 hrs, Volume= 0.102 af 2.41 cfs @ 12.83 hrs, Volume= 0.245 at Routing by Stor-'nd method, TIme Span= 0.00-30.00 hrs, dt= 0.05 hrs 12 Peak Elev= 92.60' @12.83hrs Surf.Area= 10,201 sf Storage= 8,239 cf Plug-Flow detention time= 220.6 min calculated for 0.346 af (71% of inflow) Center-of-Mass del. time= 130.1 min (968.0 -837.9) Volume Invert Avail.Storage Storage Description #1 91.50' 12,526 cf Custom Stage Data (Prismatic) Listed below (Reealc) Elevation (feet) Surf.Area Inc.Store Cum. Store 91.50 92.00 93.00 Device Routing #1 Secondary #2 Discarded (S9-ft) (cubic-feet) (cubic-feet) 1,875 0 0 8,543 2,605 2,605 11,300 9,922 12,526 Invert Outlet Devices 92.50' 30.0' long x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64 91.50' 0.270 Inlhr Exflltration over Surface area · ... PR-update2 Prepared by Vanasse Hangen BrusHin, Inc. Type 11/ 24-hr Hamp-100 Rainfal/=6. SO" Printed 4/212010 HydroCAD® 9.00 sIn 01452 © 2009 HydroCAD Software Solutions LLC ~carded OutFlow Max=O.06 cfs @ 12.83 hrs HW=92.60' (Free Discharge) 2=Exflltration (Exfiltration Controls 0.06 cfs) ~ondary OutFlow Max=2.39 cfs @ 12.83 hrs HW=92.60' (Free Discharge) =Broad-Crested Rectangular Weir (Weir Controls 2.39 cfs @ 0.79 fps) Summary for Pond EXP: existing storage pond Inflow Area = . 13.218 ac, 28.28% Impervious, Inflow Depth = 4.81" for Hamp-100 event Inflow = 56.02 cfs @ 12.10 hrs, Volume= 5.300 af Page 13 Outflow = 18.44 cfs @ 12.49 hrs, VoIume= 5.297 af, Allen= 67%, Lag= 23.2 min Primary = 18.44 cfs@ 12.49 hrs, VoIume= 5.297 af Routin9 by Stor-Ind method, Time Span= 0.00-30.00 hrs, cit: 0.05 hrs 12 Peak Elev= 74.4S' @ 12.49 hrs Surf.Area= 15,620 sf Storage: 54,033 cf Plug-Flow detention time= 30.2 min calculated for 5.289 at (100% of inflow) Center-of-Mass de!. time= 30.1 min ( 83S.8 -80S.7 ) Volume Invert Avail. Storage Storage Description #1 69.00' 62,701 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum. Store (feet) (S9:ft) (cubic-feet) (cubic-feet) 69.00 1,105 0 0 70.00 6,S26 3,816 3,616 71 .00 8,789 7,658 11,473 72.00 10,795 9,792 21,265 73.00 12,856 11,826 33,091 74.00 14,974 13,915 47,006 75.00 16,416 15,695 62,701 Device Routing Invert Outiet Devices #1 Primary 69.00' 18.0" Vert. OrificeiGrate C= 0.600 Primary OutFlow Max=18.44 cfs @ 12.49 hrs HW=74.44' (Free Discharge) "t-.t=OrlflcelGrate (Orifice Controls 18.44 cfs @ 10.43 fps) • -Town of Agawam 36 Main Street Agawam, Massachusetts 01001-1837 . . . Tel. 41~786-0400 Fax 413-786-9927 May7,2010 Larry Litton, General Manager . Six Flags New England 1623 Main Street P.O. Box 307 3:: " .;.> Agawam, MA 01001-0307 ·.CiD Dear Mr. Litton: At its duly called meetingheld·on May 6, 2010, the Agawam Planning Board voted to approve the new warehouse as shown on the Site Plan entitled "20 I 0 Pm:k Improvements -Six Flags New England, 1623 Main Streei, Agawam MA", prepared by'VHB, Inc. and dated February 5, 2010, revised 515/10". Three sets of the revised plans are to be submitted to the Board for their signatures. If you have any questions, please contact this office at 786-0400, extension 283. Sincerely, ru~·~ David Chase, Acting Chairman AGAWAM PLANNING BOARD DC/DSD:prk cc: Building Dept, Engineering Dept, VHB, Inc., Town Clerk, File 05/06/2010 14 :44 FAX 4138210631 To: CC: From: Date: Subject: • • TOWN OF AGAWAM Department of Public Works 1000 Suffield Street • Agawam, MA 01001 Tel (413) 821 0600 • Fax (413) 821 0631 ADtho.y M. Sylvia, P.E. • Superi.teDdcDt MEMORANDUM Conservation Commission, Planning Board Anthony Sylvia, P.E. -DPW Supt.; File Engineering May 5, 2010 SP-306: Six Flags -2010 -Six Projects for: "2010 PIIIk III 002/002 Per your request, Engineering has reviewed the plans and stoIlIlwater calculati Improvements -Six Flags New England, 1623 Main StJeet, Agawam, MA; P Federal Street, Building 103-3N, Springfield, MA 01105; Dated February 2 &Il!d by: VHB, Inc. One 0; Revised: 515/10" and we recommend their approval. If you have any questions please do not hesitate to contact this divisio . Sinccre'Wl / j;f ~ y ~~h~d~i. -- ToW!) Engineer G. Decker, E.I.T. sistant Town Engineer • • Page 10fl Pamela Kerr From: Furman, John [JFurman@Vhb.coml Sent: Thursday, April 15, 2010 1:13 PM To: Pamela Kerr Cc: ChriSty, Jean Subject: Six Flags New England-Warehouse Project-Planning Board meeting Pam: Based on discussions with Michelle Chase today, it does not appear as if Engineering will be able to provide a .review and response to information we had re-submitted. Since the planning board will not close without an engineering repose, we are requesting that the project be continued for i-more cycle until the next Planning Board meeting. Thank you JQhn J. Furman, P.E. 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 x2803 I Fax: 413.747.0916 Mobile: 413.478.7246 tfurman@vhb:£'Q!!l _.vhb.com This communication Is confidential and intended only for the recipient(s). Any other 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 BrusHln, Inc. is not responsible for.any undetectable alteration, transmission errOr; conversion, media degradation, software error, or interference with this transmission. Vanasse Hangen Brustlin.lnc. 1101 Walnut SI I Watertown, MA 024721617.924.1770 4/15/2010 ; 04/22/2010 14 :27 FAX ~ ~ 002/003 To: CC: From: Date: Subject: TOWN OF AGAWAM Department of Public Works 1000 Suffield Street • Agawam, MA 0l00l Tel (413) 821 0600 • Fax (413) 821 0631 Antbony M. Sylvia, P.E. • Superintendent . MEMORANDUM Conservation Commission, Planning Board Anthony Sylvia, P.E. -DPW Sup!.; File Engineering April 22; 2010 sp-306: Six Flags -20 10 -Six Projects Per your request Engineering has reviewed the plans entitled: "2010 Park Improvements -Six Flags New England, 1623 Main Street, Agawam, MA; Prepared by: VHB, Inc. One Federal Street, Buildillg 103-3N, Springfield, MA 01105; Dated February 5. 20 I 0; Revised: 3/31/10" and Engineering is currently working with WID to resolve the following issues: 1. VHB has informed Engineering that the back ofthe Warehouse will be redesigned to include a retaining wall just to the west of the existing sound wall. Engineering will review the design in this area once the plans have been cleared by the Building Department and Board of Appeals. 2. The stormwater calculations have been reviewed, and we have the following coIliments: a. Engineering is still concerned !h~t if t.lJ.e drw.age swale located to the south west of the proposed warehouse becomes overwhelmed, it may overflow onto the property to the south. It is unclear what size pipe is proposed for the overflow of this swale. The stormwater calculations call for an 8" pipe, but the plans show either a 6" or 12" (12" based on the label for the pipe north of DMH 3 and 6" based on the invert and rim elevation of FES 1.) According to the stormwater calculations, a 6" pipe would not be enough to handle the 100 year stonn. An 8" pipe results in the swale filling to 79.40 during the 100 year storm (which would be 0.60 feet from the top of the swale). A 12" pipe would lower the peak elevation to approximately 78.63, however, this may not be buildable due to the required cover over the pipe and elevation of the parking lot in that vicinity. b. It is recommended that an overflow spillway be designed for this swale to direct stoImwater to the parking lot. Also a trash rack shollld be installed in the flared end of the overflow pipe to prevent blockage from debris. 3. The grading of the swale in the south east COmer appears to be very close if not at the location of the existing driveway for the duplex at 34 Riverview Ave. It appears that the existing driveway may be encroaching on the six flags property based on its location in the field in comparison to the wall (see attached). Also, the proposal is calling for the removal of the existing dense getstionltrees. If you have any questions please do not hesitate to contact this division. ichelle C. Chase, Town Engineer er, E.LT. ssistant Town Engineer 04/22 /20 10 14 28 FAX • III 003/003 Inl ~ -- , I ", ,.10 'b 'I~~, ........ ., , , '. ""II 1 , .. • r-- , , 'Town of Agawam 36 Main Street Agawam, Massachusetts 01001-1837 'Tel. 413-786-0400 Fax 413-786-9927 MEMO TO: Engineering Department FROM: Planning Department SUBJECT:, Revised Plans -Six Flags New England -new warehouse DATE: April 2, 2010 Please review and comment on the revised Site Plans delivered to your office today for Six Flags' New Warehouse prior to the April 8th Conservation Commission and April 15'h Planning Board meetings, Thank you. DSD:prk • Page 1 ofl Pamela Kerr From: Carty, Jillian (JCarty@VHB.com] Sent: Thursday, April 01 , 2010 10:52 AM To: Pamela Kerr Subject: meeting tonight HiPam Based on your conversation with John Furman we are requesting a continuance for tonight's planning board meeting on the Warehouse to the next available time. Thanks you, Jillian Carty Jillian B, Carty Transportation Engineer VHB I Vanasse Hangen 8rustlinl Inc. Transportation I land Development I Environmental Services One Federal Street, Bldg. 103·3N Springfield, MA 01105' Phone: 413.747.7113 x2816 I Fax: 413.747.0916 jca rty@vhb.com www.vhb.com This communication is confidential and intended only for the recipient(s). Any other 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 8rusllin, Inc. is not responsible for any undetectable alteration, transmission error, conversion, media degradation, software error, or interference with this transmission. Vanasse Hangen Brustlin. Inc. 1101 Walnut St I Watertown, MA 02472 1617.924.1770 4/112010 Transportation Land Development Environmental • Services • • • • • • ImaglRatlon I.nnov.t.on 1.lM!rgy Creating results for our clients and benefits for our communities March 15, 2010 Ref: 11081.00 Deborah S. Dachos Director of Planning and Community Development Town of Agawam 36 Main Street Agawam, MA 01001 Re: Six Flags New England -Warehouse Dear Debbie: Yanasse Hang£n Brustlin, Tnc. This letter is to inform you that based upon discussions with other municipal departments, we are currently evaluating if changes to the project may be required. As such, we are requesting that this project be continued from the March 18, 2010 to the next scheduled Planning Board meeting, which we understand to be April 1, 2010. Thank you for your assistance with this matter. Please do not hesitate to call should you have questions or need additional information. Very truly yours, V,~ SS~)1ANGEN BRUSTLIN, INC. ,/ ' .~r ( :Y;;;.i/i1 }f, FUr alr~v' /Regidn Office Manager P:\ 1]OB1.00\docs\l~tter5\ Debbie Dachos 03-15-10 (2).doc One Federal Street Building 103-3N Springfield, Massachusetts 01105 413.747.7113 • FAX 413.747.0916 email: info@vhb.com www.vhb.com • • Town of Agawam 36 Main Street Agawam, Massachusetts 01001-1837 . Tel. 413-786-0400 Fax 413-786-9927 TO: Fire Dept., Police Dept., DPW, Inspector of Buildings, Engineering Dept. FROM: Deborah S. Dachos, Director ·r Office of Planning & Community Development DATE: February 8, 2010 RE: Six Flags New England -revised plan Attached, for your information, is a revised plan for the Six Flags New England Entrance Drive. DSD:prk Vanasse Hangen ~tlin, lne TRANSM~AL Transportation L~nd Development Environmental Servicts One Federal Street Building IOJ-3N Springfield, MA 01105 413.747.7113 FAX 413.747.0916 To: Town of Agawam, MA We are sending you: o Shop drawings o Prints o Attached o Plans VHB Date: 01-05-10 Project No.: 11081.00 Re: Six Flags New England-Entrance Drive o Under Separate cover via Regular Mail the following items: o Diskettes 0 Specifications 0 Copy of Letter 0 Change Order o Oilier ______________________________________________________________________ __ Copies Date No. Description 10 Updated plan for the new entrance drive off Route 159 , _n f;.~~" " 'l'~ 1 \['t:U . ,n FEB n ;> LUlU -'~.'<. C. " ~ •. ·cru~·/{{'oU t"h,/"" ,~ \ • .t .. '-;"'\-'.Iiii iIUo"- These are transmItted as checked below: 0 For approval 0 Approved as submitred 0 Resubmit Copies for approval 1:81 For your use 0 Approved as noted 0 Submit Copies for distribution 0 As requested 0 Return for corrections 0 Return Corrected prints 0 For review and comment 0 For bids due 0 Returned prints on loan to VHB REMARKS: Debbie: As follow up to my phone message to you, ilie previous plans reviewed during the Department Heads Mtg were not correct, in that they mistakedly showed traffic exiting from this driveway. This area will continue to function as an entrance only and based on discussions with MAssDOT, a new design is propsoed which seperates the guest traffic from the delivery traffic. The plans which will be submitted next week will be based on this design. If VHB provides materials to the Client that are stored electronically, the Client recognizes that data, plans, specifications, reports, documents, or other information recorded on or transmitted as electronic media ("CADD Documents") are subject to undetectable alteration, either intentional or unintentional, due to, among other causes, transmission, conversion, media degradation, software error, or human alteration. Accordingly, the CADD Documents are provided to the Client for infonnational purposes only and not as an end product. VHB makes no warranties, either express or implied, regarding the fitness or suitability of the CADD Documents. The CADD Documents are instruments of professional service, and shall not be used, in whole or in part, for any project other than that for which they were created, without the express written consent of VHB and without suitable compensation to VHB. Accordingly, the Client agrees to waive any and all claims against VHB resulting in any way from the unauthorized alternation, misuse or reuse of the CADD documents and to defend, indemnify, and hold VHB harmless for any claims, losses, damages, or costs, including attorneys fees, arising out of the alteration, misuse or reuse of any CADD Documents. Copy to: By: John J. Furman, P.E. Project Manager Transportation Land Development Environmental • Services • • • • • ..-.gtMtlon I Inno¥abon lefter9)' Creating results for our clients and berw!fits for our communities March 15, 2010 Ref: 11081.00 Deborah S. Dachos Director of Planning and Community Development Town of Agawam 36 Main Street Agawam, MA 01001 Re: Six Flags New England. Warehouse Dear Debbie: This letter is to inform you that based upon discussions with other mUnicipal departments, we are currently evaluating if changes to the project may be required. As such, we are requesting that this project be continued from the March 18, 2010 to the next scheduled Planning Board meeting, which we understand to be April 1, 2010. Thank you for your assistance with this matter. Please do not hesitate to call should you have questions or need additional information. Very truly yours, P:\ 1108UIO\docs\k>t«!B\Dtbbie ~hos ()l.1!\-10 (2),doc One Federal Street Building 103·3N Springfield, M .. >a<husetts 01105 411.747.7113 • FAX 413.747.0916 email: info@vhb.com lH'WW.vhb.c.om • • • Town of Agawam 36 Main Street Agawam, Massachusetts 01001-1837 Lany Litton, General Manager Six Flags New England I q23 Main Street P.O. Box 307 Agawam, MA 01001-0307 Dear Mr. Litton: . Tel. 413-786-0400 Fax 413-786-9927 At its duly called meeting held on March 4, 2010, the Agawam Planning Board reviewed the Site Plan submission entitled "201 0 Park Improvements" which includes six projects. The Board tabled action on the new ware house and voted to approve the following projects as shown on plan set entitled "2010 Park Improvements -Six Flags New England, 1623 Main Street, Agawam, MA; Prepared byVHB,Jnc.; and dated February 5,2010:. . I. New entrance -with the condition that the existing landscaping be supplemented if necessary, signage be reviewed and additional sign to be provided, if necessary; and the Engineering Department comments dated March 4,2010 are to be addressed; 2. Mr. Six Splash Island -approved with no conditions. 3. Walk-Up Johnny Rocket Restal,lrant -approved with no conditions. 4. Two Character Meet on-Greets and Kodak Booth -both approved with no conditions. If you have any questions, please contact the Planning Department at 786-0400, extension 283. Sincerely, . ~~/?tD~ Travis P. Ward, Chairman AGA W AM PLANNING BOARD TPW/DSD:prk. cc: VHB, Inc., Engineering Dept., Building Dept., Town Clerk, File 03/04/2010 16:41 FAX 41382~1 • To: CC: From: Date: Subject: Planning Board TOWN OF AGAWAM Department of Public Works 1000 Suffield Street • Agawam, MA 01001 Tel (413) 821 0600 • Fax (413) 821 0631 Anthony M. Sylvia, P.E. • Superintendent MEMORANDUM Anthony Sylvia, PE -DPW Supt.; File Engineering March 4, 2010 SP-306: Six Flags -2010 -Six Projects ~ 002/002 Per your request Engineering has reviewed the plans entitled: "2010 Park Improvements -Six Flags New England, 1623 Main Street, Agawam, MA; Prepared by: VHB, Inc. One Federal Street, Building l03-3N, Springfield, MA 01105; Dated February 5, 2010" and we have the following comments: 1. A "No Left Turn" sign should be installed near the proposed stop sign located at the intersection between the driveway exit for the warehouse and the VIP entrance. 2. EngineeringIDPW must be on site when the test pit is performed to determine the location/elevation of the existing sewer force main where the proposed drain line will cross, 3. VHB has informed Engineering that the back of the Warehouse Will be redesigned to include a retaining wall just to the west of the existing sound wall. Engineering would like to review the new grading plan for this area once it is completed. 4. A new accessible parking space sign detail has been sent to VHB to be incorporated into the plans. 5. Engineering recommends that cleanouts be installed at bends in the roof drain located near the nOl1h east and northwest comers of the warehouse to ease future maintenance. 6. Please add the inspection ports for the infiltration system to the plan view.' 7. The proposed stormwater calculations are still under review, We are working with VHB to resolve several issues and hope to have our review completed in time for the Conservation CoInmission meeting on March I I Ill. We have the following comments based on our review so far: a. The proposed storm water model shows the water from the infiltration system (23P) flowing off site to the Connecticut River and not the existing detention pond near the supexroan ride. b. There are several nodes modeled as "reaches" which should be modeled as "ponds with zero storage" to more accUrately model what will happen on site. . c. Pre and Post Construction peak flow rates should be shown for the 2, 10 and 100 year storms. d. Engineering is concerned that if the drainage swa1e located to the south west ohhe proposed warehouse becomes overwhelmed, i1 may overflow onto the property to the south, Engineering reserves the right to make additional comments as new information is sub questions please do not hesitate to contact this division. smcer1JtjjtLL- Michelle C. Chase, P.E. Town Engineer .:.:\s;p\J06 SIX flags\IO -six projcct:l\OT _5ix projcct5.doc you have any 03/04/2010 16 :41 FAX 4138210631 To; CC: From: Date; Subject: ~. Planning Board • TOWN OF AGAWAM Department of Public Works 1000 Suffield Street • Agawam, MA 01001 Tel (413) 821 0600 • Fax (413) 821 0631 Anthony M. Sylvia, P.E. • Superintendent MEMORANDUM Anthony Sylvia, P.E. -DPW Supt.; File Engineering March 4,2010 SP-306: Six Flags -2010 -Six Projects III 002/002 Pa your request Engineering has reviewed the plans entitled: "2010 Park Improvements -Six Flags New England, 1623 Main Street, Agawam, MA; Prepared by: VHB, Inc. One Federal Street, Building 103-3N, Springfield, MA 01105; Dated February 5, 2010" and we have the following comments: I. A "No Left Tum" sign should be installed neal' the proposed stop sign located at the intersection between the driveway exit for the warehouse and the VIP entrance. 2 . EngineeringlDPW must be on site when the test pit is performed to detennine the location/elevation of the existing sewer force main where the proposed drain line will cross, 3. VHB has informed Engineering that the back of the Warehouse will be redesigned to include a retaining wall just to the west of the existing sound wall. Engineering would like to review the new grading plan for this area once it is completed. 4. A new accessible parking space sign detail has been sent to VHB to be incoxporated ioto the plans. 5. Engineering recommends that cleanouts be installed at bends in the roof drain located near the north cast and northwest comers of the warehouse to ease future maintenance. 6. Please add the inspection ports for the infiltration system to the plan view. 7. The proposed stormwater calculations are still under review. We are working with VHB to resolve several issues and hope to have our review completed in time for the Conservation Commission meeting on March 11111. We have the following comments based on our review so far: a. The proposed stormwater model shows the water from the infiltration system (23P) flowing off site to the Comecticut River and not the existiog detention pond near the superman ride. b. There are several nodes modeled as "reaches" which should be modeled as "ponds with zao storage" to more accurately model what will happen on site. c. Pre and Post Construction peak flow rates should be shown for the 2, 10 and 100 year stonns. d. Engineering is concerned that if the drainage swale located to the south west of the proposed warehouse becomes overwhelmed, it may overflow onto the property to the south. Engioeering reserves the right to make additional comments as new information is sub questions please do not hesitate to contact this division. Since~1Jzjj£CL- Michelle C. Chase, P.E. Town Engineer 1i;:~p\J06 she ftap\IO -,ix projocu\Ol_six projcc;tS.doc G. Decker, E.I.T. Assistant Town Engioeer you have any • AGAWAM OFFICE OF PLANNING & COMMUNITY DEVELOPMENT SITE PLAN REVI EW (Johnny Rocket Restaurant and Kodak Meet-N-Greet) REVIEWER: D. Dachos DATE: March 2, 2010 DATE RECEIVED: February 11.2010 DISTRIBUTION DATE: February 11. 2010 PLANNING BOARD MEETING DATE: March 4. 2010 APPLICANT INFORMATION 1. Name of Business: Address: Six Flags New England 1623 Main Street. Agawam 2. 3. Owner: Address: Same Same Telephone: 786-9300. ext. 3202 Engineer: Vanasse Hangen Brustlin. Inc. Fax: Address: One Federal Street. Building 103-3N. Springfield. MA 01105 Telephone: 747-7113 Fax: PLAN REVIEW Scale: 1"=30' Date: February 5. 2010 Title Block (Street Address, Applicant's Name. Address, Scale. Name of Preparer of Plan): O.K. Description of Project: The proposed installation of a 864 sq. ft. restaurant within the water park and two small Meet-N-Greet areas with accompanying Kodak Photo Booths where visitors can have pictures taken with the Park Characters. Site Plan Review Page 2 ( Description of Site: The restaurant and the kiosks are located in developed areas within the Park. No filings with the Conservation Commission are necessary. Provision for Traffic Flow: N. A. Parking: N.A. Drainage: See Engineering comments. Public Utilities: See Engineering comments. landscaping/Screening and Buffers: Landscaping plans are not usually submitted for interior park improvements. Sign Location: N. A. Exterior Lighting: Not provided. Rendering or Elevations: O.K. Dumpster Location: N.A. Other Comments or Concerns: , • AGAWAM OFFICE OF PLANNING & COMMUNITY DEVELOPMENT SITE PLAN REVIEW (Mr. Six Splash Island) REVIEWER: D. Dachos DATE: March 2, 2010 DATE RECEIVED: February 11, 2010 DISTRIBUTION DATE: February 11, 2010 PLANNING BOARD MEETING DATE: March 4,2010 APPLICANT INFORMATION I. Name of Business: Address: Six Flags New England 1623 Main Street, Agawam 2. Owner: Address: Same Same Telephone: 786-9300, ext. 3202 3. Engineer: Vanasse Hangen Brustlin, Inc. Fax: Address: One Federal Street, Building 103-3N, Springfield, MA 01105 Telephone: 747-7113 Fax: PLAN REVIEW Scale: 1"=30' Date: February 5, 2010 Title Block (Street Address, Applicant's Name, Address, Scale, Name of Preparer of Plan): O.K. Description of Project: Proposed redevelopment of an area within the water park with the creation of a small wading pool and sitting area. The total expansion of the water park is approximately 4,776 sq. ft. 1 Site Plan Review Page 2 • • Description of Site: The site is located on the west side of the water park. Expansion will go into the VIP parking lot. No filing with the Conservation Commission is necessary. Provision for Traffic Flow: The drive into the VIP parking area will be altered to accommodate the expansion of the water park. Parking: Approximately 19 VIP parking spaces will be lost as a result of the expansion. The expansion of the parking lot on the west side of Main Street was in anticipation of the build-out on the east side of Main Street. Drainage: See Engineering comments. Public Utilities: See Engineering comments. Landscaping/Screening and Buffers: Landscaping plans are not usually submitted for interior park improvements. Sign Location: N. A. Exterior Lighting: Not provided. Rendering or Elevations: O.K. Dumpster Location: N.A. Other Comments or Concerns: Print • Parcel 10: K3 3 1 Owner: SIX FLAGS NEW ENGLAND INC Parcel Address: 1623 MAIN ST Interactive Map • o Date: 3/02/10 134 Page 1 of 1 268 Feet I http://hosting.tighebond.comiagawamiprint.aspx?maptype=5&image=http%3a%2f>102fprojects.tighebond.co... 3/2/20 I 0 • • AGAWAM OFFICE OF PLANNING & COMMUNITY DEVELOPMENT SITE PLAN REVIEW (Warehouse) REVIEWER: D. Dachos DATE: March 1, 2010 DATE RECEIVED: February 11. 2010 DISTRIBUTION DATE: February 11. 2010 PLANNING BOARD MEETING DATE: March 4. 2010 APPLICANT INFORMATION 1. Name of Business: Six Flags New England Address: 1623 Main Street. Agawam. MA 01001 2. Owner: Address: Same Same Telephone: 786-9300. ext 3202 3. Engineer: Vanasse Hangen Brustlin. Inc. Fax: Address: One Federal Street. building 103-3N. Springfield. MA 01105 Telephone: 747-7113 Fax: PLAN REVIEW Scale: 1" = 30' Date: February 5. 2010 Title Block (Street Address. Applicant's Name. Address. Scale. Name of Preparer of Plan): O.K. Description of Project: Proposed construction of a 38.850 sq. ft. (2.010 sq. ft. office. 2.700 sq. ft. refrigerator/freezer. 34.140 sq. ft. warehouse) building in the southeastern corner of the park. Site Plan Review Page 2 • • Description of Site: (see attached aerial photo) The site is the southeastern corner of the Park. It is currently used as overflow parking and storage. A filing with the Conservation Commission will be necessary since the site is in the Riverfront Area. Provision for Traffic Flow: Warehouse access is internal to the Park. Parking: Twenty-eight (28) parking spaces are shown (2 handicapped). This is more than adequate to address the parking requirements in the Planning Board's parking guidelines. Drainage: See Engineering comments. Public Utilities: See Engineering comments. Landscaping/Screening and Buffers: Not provided. Sign Location: Not Applicable. Exterior Lighting: All lighting must be shielded and directed so as not to shine on to the adjacent re sidential properties. Rendering or Elevations: Colors and textures must be provided. Dumpster Location: Not shown. Other Comments or Concerns: There are only two loading dock proposed. Where will trucks park when waiting to make deliveries? This is a concern with the refrigerated trucks that will be idling when waiting to unload. Print • Pa rcel 10: K3 3 1 Owner: SIX FLAGS NEW ENGLAND INC Parcel Address: 1623 MAIN ST Interactive Map • o Date: 3/02/10 211 Page I of I 422 Feet I http://hosti ng.ti ghebond.com!agawam/print.aspx?maptype=5 & i mage=http%3 a %2 f%2 fpro j eets. ti ghebond. eo. .. 3/212 0 I 0 • • AGAWAM OFFICE OF PLANNING & COMMUNITY DEVELOPMENT SITE PLAN REVIEW (VIP/Employee Entrance) REVIEWER: D. Dachos DATE: March 2, 2010 DATE RECEIVED: February 11, 2010 DISTRIBUTION DATE: February 11, 2010 PLANNING BOARD MEETING DATE: March 4. 2010 APPLICANT INFORMATION 1. Name of Business: Six Flags New England Address: 1623 Main Street. Agawam 2. Owner: Same Address: Same Telephone: 786-9300. ext.3202 Fax: 3. Engineer: Vanasse Hangen Brustlin. Inc. Address: One Federal Street, Building 103-3N, Springfield. MA 01105 Telephone: 747-7113 Fax: PLAN REVIEW Scale: 1"=30" Date: February 5. 2010 Title Block (Street Address. Applicant's Name, Address, Scale, Name of Preparer of Plan): O.K. Description of Project: Proposed construction of a new entrance for employees and deliveries on the southern end of the Park. Site Plan Review Page 2 • • Description of Site: The proposed location of the new drive is immediately adjacent to the rear yards of houses located on Woodcliff Avenue and is currently in lawn. The new curbcut will require a permit from the MassDOT. Provision for Traffic Flow: It is unclear whether the new curbcut is one-way or two- way. If it is entrance only. delivery trucks will have to be directed through the VIP parking lot in order to exit the site. If it is two-way. exiting trucks may conflict with those vehicles attempting to use the VIP parking lot. Parking: N. A. Drainage: See Engineering comments. Public Utilities: See Engineering comments. Landscaping/Screening and Buffers: No landscaping plan has been provided. It is important to review these plantings to ensure that they do not obstruct the vision of exiting vehicles if the southerly most curb-cut is two-way. The following landscape note 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: Elevations of the signs should be provided. Exterior Lighting: Any new lighting should be shown on the plan. Cut sheets and dimensions must be provided. All lighting must be shielded. Rendering or Elevations: N.A. Dumpster Location: Other Comments or Concerns: The location of the new driveway in relation to the existing residences is a concern. I Print • Parcel ID: K3 3 1 Owner: SIX FLAGS NEW ENGLAND INC Parcel Address: 1623 MAIN ST Interactive Map • o Date: 3/02/10 164 Scale : 1"= 164' Page I of I 328 Feet I http://hosting.tighebond.com!agawam!print.aspx?maptype=5&image=http%3a%2f%2fProjeets . tighebond. CO ... 3/2/20 I 0 • Memorandum To: Planning Board CC: Chief Robert Campbell From: Sgt. Richard Niles Subject: Revised Site Plan -Six Flags New England -1623 Main Street Date: February 12, 2010 Based upon the information provided and the lack of sidewalks in the area of the curb cuts, there would appear to have little negative impact to pedestrian, bicycle, &Jor motor vehicle traffic safety. Respectfully Submitted -~lil~ S~. ~. -~iles Safety Officer Agawam Police Department ORIGINAL R~. ed & ~oved by ·~/JA Lt. nc Gillis R~C E\VEO FEB 1 9 2010 r' i'\ /\ :t~·!U .: -~-\ '} . • • Town of Agawam 36 Main Street Agawam, Massachusetts 01001-1837 . . . Tel. 413-786-0400 Fax 413-786-9927 MEMO TO: Engineering Dept., Fire D~pt., Poke Dept., ADA Committee FROM: Planning Board -v,D SUBJECT: Site Plan -Six Flags New England (six projects) DATE: February 11, 2010 Please review and comment on the attached Site Plan for Six Flags New England prior to the Board's March 4'h meeting. Thank. you. TPW/DSD:prk o o N ;g '" <{ o N .. '"" p. 11081-PLOT --------- L ---_I 0 0 t-O RESIDENT I-§ HOU SE 0 0 0 0 0 ---------o 01 w L'-----,lu ---' _~ 0 o '----.} ------1 1 (. r- L_ ( ) / -J VALET PARKING ·t PREFERRED ~~G-ij ----.----t-AI~CJ4ANDICAp P RlNG PARKING EXIT 1 GENERAL PARKING VALET AND PREFERRED PARKING NEXT ENTRANCE SIGN --- I I I I 1 I I I I I I I -=r = ;.. 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"""(;9:': iF AHI hf 80.8" PROJECT WORK AREA o LP2jij .... _----- \ ~G RAVEL ----.,0 --("'r-{ --(.~ , ., , -.r;~==_--F*-_+__A__-----~-------------------------~;.:;_;:;_;:;:;:;_;::;_;::;;;Qi:JCiCjooc)()(1;.:;on·cillc;O;:;;::;OO;:;_--_=~~=~~~~-.--.w~ W 0 oooooooOOOOOOOOOOOClOOOOOOOOOO 0 pt o 30 o 30 60 SCALE IN FEET Vanasse Hangen Brustlin, Inc. Transportation Land Development Environmental Se .... i ces One Federal Street, Duilding 103-3N Springfield, Massachusetts 01105 413.747.7113' FAX 413.747.0916 Impervious Chart PROJECT Yl:lRK MEA ~ 108.980 SF EXlSlINC PA'It~EtlT ~ 26.537 Sf PR<J'OSED PAVElENT = 37,707 SF INCREASE IN PAI'EWENT AREA = 11.170 SF Sign M ,U .T.e.D. Number Dese. RH 30" 30" N NO. Revision Dote ppvd. 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Transportation Land Development Environmental Services One Federal Street, Building 103-3N Springfield, Massachusetts 01105 413.747_7113 • FAX 413.747.0916 N 1 IIllDED RETAINI NG WALL No, Revi::;ion 3/8/10 JJF Date Ap,,,". Oes!gned ~:/f .A OfO 'NO ~ ;//'. 14'I Ch",ckl!d hy JJF J C KAM fCC KAM CAD chccked by :\pproved by JJF Scale 1 "=30' Dale February 5, 2010 Pro )eet TitlE 2010 Park Improvements Six Flags New England 1623 Main Street Agawam, Massachusetts Issued for R~vi~w Not Approved for Construction Jrowirg Title Utilities Plan ( Alternate Design ) Drowing Number WH-3 Shee t of 5 14 Projo:::t Numbe' 11081.00 11081 PLOT WARCIIOUSCDWG . -y;.. .. N ( ]=o=.=~= :t{"!i"'=::/I--h ~""I 7::"10-0--- --o 2 L I I JI I • o . l I~ : 0 : 0 , 1 I •• • • S . • en d . . ° [1 [}J I • ~ • i • _0-: • -~ .... -.... • , , • ii o • • 4' 0 0 \ (I /) I .J 0 \ PROPOSED .,------J WAREHOUSE BUILDING 100 a 100 200 -------- SCALE IN FEET Vanasse Hangen Brustlin, Inc. Transportation Land Development Environmental Services One Federnl Street, Building 103·3N Springfield, Massachusetts 0 II 05 413.747.7113 • FAX 413.747.0916 No. RtMsion Dot. ppvd. o,,~"ed by JA G 10,own by JA G I Cheok.d by JJF CAD cheeked by Approlled by JJF Scale 1"=100' Date FebtU8I)' 24, 2010 2010 Park Improvements Six Flags New England 1623 Main Street Agawam, Massachusetts laOutd fO( Not Approved for Construction Orawing {illo Overall Plan G-l Sheet of 1 9 Projed Number 11081.00 11081-0V-NO/.OWG o 5 OJ .. - Legend Bxist. 10+00 I ----- Prop .. ---- ---- 10+00 , ----- PROPERTY UNE PROJECT UMIT LINE RIGHT-OF-WAY!pROPERTY UNE EASEMENT BUILOINC SETBACK PARKtlG SETBACK BASEltIE CONSlRUCllON LAYOUT ZONING UNE TOWN lll£ ------~.~.-------- UMIT OF DISTURBANCE WETLAND UNE l'ilTH FlAG . flOODPLAIN -------«~.---------BORDERING lAND SUBJECT TO FlOOOlNG WETLAND BUFFER ZONE ------~m--------- ------~IIOZ'----____ _ NO DISTURB ZONE ------_~AA--------_ 200' RIVERFRONT AREA .IQE. - 81l. _= BC cc cc cc CC SGf vee ) ) = --.... '--'- H Ii , --- 89 Be cc CG MCC PCC . . • • GRAVEl ROAD EDGE OF PAVD.IENT BITUMINOUS BERM BITUMINOUS CURB CONCRETE CURB CURB AND GUTTER EXlRUOED CONCRETE CURB IIONOUTHIC CONCRETE CURB PRECAST CONC. CURB SLOPEO GRAN. EDGING VERT, GRAN. CURB UMIT OF CURB TYPE SAWCUT BUILDING BUILDING ENTRANCE LOADING DOC!( BOUARO OUMPStER PAD SIGN DOUBLE SIGN STEEL GUARDRAIL WOOO GUARDRAil PATH lREE lINE WIRE FENCE FENCE STOCKADE FENCE o=cc c c> OC' 0:0 c. STONE WALL RETAINING WAlL -"'-SlREAM / POND / WATER COURSE _ •. -DETENllON BASIN I.')' ,j •• 1. ,I, .,. ,j, .1 I ....... + ...... .\-., HAY BAlES ---,,---'P.-SILT FENCE --20-- SL 111 11111111 LC1 e, e, v,," -4--- -20- MlNDR CONTOUR WAJOR CONTOUR PARKING COUNT C(J.IPACT PARKING STAllS DOUBLE YELLOW UNE STOP UNE 1111111111111 CROSSWAlK fl ACCESSIBLE CURB RAMP e.. ACCESSIBLE PARKING e. VAN-ACCESSIBLE PARKING ... Exist. 27.35 TCx 26.85 re x 132.75 x 45.0 TWx 3M 8'If ~ Iii'l ~MW --UD-- '2'0 -OHI'/- -6'W- -4'fP- -3"G- ---E--- ---T--- ---FA--- --CATV-- © =10= cs @ ;;,v .. o '" " 0- J. HH EI PS " Prop. IM!ii%I tm'M ~ 21.35 JCx 28.85 SC X 132.75 x 45.01W :l&5 BII" ~. ~ ~MW ---UD- 12"0- S'RD- 11'S ---"" --- -OHW- -s·w- -c- ---E--- -5n.J-- -T-- -FA--- --CATV- .. II1II .. • -- • TSV -.... HYD €> VIM EI PlY @ ® ."'" EM D * ."'" I!l ... J. HIi " PB EI Matchline ----------- CONCRETE I£AVY DUTY PA\JEMENT RIPRAP CONSTRUCllON ENTRANCE TOP OF CURB ELEVAllON BOTTOM OF CURB ELEVATION SPOT ELEVAllON TOP & aoTTOU OF WAtL ELEVAllON BORING lOCA 1l0N TEST PIT LOCAllON MONITORING WELL UNDERDRAIN DRAIN ROOF DRAIN SEWER fORa: MAIN <MRHEAO \liRE WAllER FIRE PROTEClION DOMESllC WAtER GAS ELEClRlC STEAM TELEPHONE fiRE ALARM CABLE TV CATCH BASIN DOUBLE CATCH BASIN GUTTER INLET DRAIN MANHOLE lRENCH DRAIN PLUG DR CAP CLEANOUT FlARED END SECTION HEAOWAll SEWER MANHOLE CURB STOP " BOX WATER VAl\JE " BOX TAPPING SI.£E'IE, VAL\JE " BOX SIAMESE CONNECllON FIRE HYDRANT WATER METER POST INDICATOR VAlVE WATER \\El1. GASGA1E GAS METER ELEClRlC MANHOLE ELEClRlC METER UGHT POUE TELEPHONE MANHOLE TRANSFORMER PAD UllJTY POUE GUY POlE GUY \I1RE " ANCHOR HAND HOLE PUll aox MATCHUNE ., Abbreviations General ABAN ABAI'IDON ACCD ACCESS DOOR ACR ACCESSIBLE CURB RAMP ADJ ADJUST APPROX APPROXIMATE BIT BITUMINOUS . BS BOTTOM OF SLOPE BWLl BROKEN WHITE LANE LINE CONC CONCRETE DYCL DOUBLE YELLOW CENTER LINE EL ELEVATION ELEV ELEVATION EXIST EXISTING FDN FOUNDATION FFE FIRST FLOOR ELEVATION GRAN GRANITE cro GRADE TO DRAIN LA LANDSCAPE AREA LOD 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 Gt CT HOPE HH HW HYD INV 1= LP MES PWW PVC RCP R= SMH TSV UG UP LIMIT OF DISTURBANCE MAXIMUM MINIMUM NOT IN CONTRACT NOT TO SCALE PERFORATED PROPOSED REMOVE RETAIN REMOVE AND DISPOSE REMOVE AND RESET SOLID WHITE EDGE UNE SOLID WHITE LANE UNE TOP OF SLOPE TYPICAL CATCH BASIN CORRUGATED METAL PIPE CLEANOUT DOUBLE CATCH BASIN DRAIN MANHOLE CAST IRON PIPE CONDUIT DUCTILE IRON PIPE FLARED END SECTlON FORCE MAIN FRAME AND ORATE FRAME AND COVER GUTTER INLET GREASE TRAP HIGH DENSITY POL YElHYLENE PIPE HANDHOLE HEAOWAUL HYDRANT INVERT ELEVATION INVERT ELEVATION UGHT POLE METAL END SECTION PAVED WATER WAY POL YVlNYLCHLORIDE PIPE REINFORCED CONCRETE PIPE RIM ELEVA TlON SEWER MANHOLE TAPPING SLEEVE, VALVE AND BOX UNDERGROUND UTlLlTY POLE Notes: General 1. CONTRACTOR SHALL NOllFY "DIG-SAFE" (I-B88-344-7233) AT UEAST 72 HOURS BEFORE EXCAVAllNG. 2. CONTRACTOR SHALL BE RESPONSIBLE FOR SITE SECURITY AND JOB SAFETY. CONSTRUCTION ACllVillES SHALL BE IN ACCORDANCE \11TH OSHA STANDARDS AND LOCAL REQUIREMENTS. J. ACCESSIBLE ROUTES, PARKING SPACES. RAMPS, SlDEWAUKS AND WAUKWAYS SHAll BE CONSTRUCTED IN CONFORt.IANCE \11TH THE FEDERAL AMERICANS 'MTH DISABIU1lES ACT AND l'ilTH STA1E AND LOCAl LAWS AND REGULAllONS (WHICHE\JER ARE IIORE STRINGEN1) 4. AREAS DlSTURIlEO DURING CONSTRUCllON AND NOT RESTORED II1TH IUPERVIOUS SURFACES (BUILDINGS, PA\JEMENTS, WAlKS, ETC.) SHALL RECEI\JE SIX (6) INCHES LOAM AND SEEO, 5. II1THIN 11£ Ut.4ITS OF Tl-IE BUIUOING FOOTPRINT, THE SITE CONTRACTOR SHALL PERFORM EARTl-IWORK OPERATIONS REQUIRED UP TO SUBGRADE ELEVA nONs. 6. WORK 'MTHIN Tl-IE LOCAL RICHTS-OF-WAY SHAUl CONFORM TO LOCAL MUNICIPAL STANDARDS. WORK II1THIN STATE RIGHTS-OF-WAY SHAlL CONFORM TO lliE LATEST [OIllON OF THE STATE HIGHWAY DEPARTMENTS STANDARD SPECIFICATIONS FOR HIGHWAYS AND BRIDGES. 7, UPON AWARD OF CONTRACT, CONTRACTOR SIIALL MAKE NECESSARY CONSTRUCTION NOTlFlCAllONS AND APPLY FOR AND OBTAIN NECESSARY PERMITS. PAY FEES, AND POST BONDS ASSOCIATED \11TH THE WORK INDICATEO ON THE DRAl'ilNCS, IN THE SPECIFICATIONS, AND IN 11£ CONTRACT DOCUMENTS. DO NOT CLOSE OR OBSlRUCT ROADWAYS, SlDEWAUKS, AND fiRE HYDRANTS, II1THOUT APPROPRIATE PERMITS. O. IMf'tIC ;)IWtI\Ut, I\NU 1"'J\\'t.Mut I MMl\lNb;:, ~ \;QNtlM'<M IV lHt MANUAL lR' UNIt'UHM TRAFflC CONllROL DEVICES. 9. AREAS OUTSIDE THE Ut.lITS OF PROPOSED WORK DISTURBED BY Tl-IE CONTRACTOR'S OPERATIONS SHALL BE RESTORED BY THE CONTRACTOR TO THEIR ORIGINAl CONDIllON AT Tl-IE CONTRACTOR'S EXPENSE. 10. IN THE EVENT THAT SUSPECTED CONTAMINATED SOil, GROUNDWATER, AND OTl-lER MEDIA ARE ENCOUNTERED DURING EXCAVAllON AND CONSTRUCTION ACllV1T1ES BASED ON VISUAl. OlFACTORY, OR OTl-lER EVIDENCE. Tl-IE CONTRACTOR SHAUl STOP WORK IN Tl-IE VICINITY OF THE SUSPECT MATERiAl TO AVOID FURTHER SPREADING OF Tl-IE MATERIAl, AND SHAll NOllFY THE OWNER IMMEDIATELY SO THAT THE APPROPRIATE TESTING ANO SUBSEQUENT ACll0N CAN BE TAKEN. 11 . CONTRACTOR SHALL pRE\JENT DUST, SEDIMENT, AND DEBRIS FROM EXIllNG THE Sl1E AND SHALL BE RESPONSIBUE fOR CLEANUP, REPAIRS AND CORRECTlVE ACTION IF SUCH OCCURS. 12. DAMAGE RESULnNG fROM CONSTRUCTlON LOADS SHALL BE REPAIRED BY THE CONTRACTOR AT NO AOOIllONAl COST TO OWNER. 13. CONTRACTOR SHAlL CONTROL STORMWATER RUNOFF DURING CONSTRUCll0N TO PREVENT ADVERSE IUPACTS TO OFF Sl1E AREAS, AND SHAlL BE RESPONSIBUE TO REPAIR RESULllHG DAMAGES, IF ANY, AT NO COST TO OWNER . 14. Tl-IIS PROJECT DISTURBS MORE THAN ONE ACRE OF lAND AND fAllS v"THIN Tl-IE NPOES CON STRUCTION GENERAL PERMIT (CGP) PROGRAM AND EPA JURISDICTlON. PRIOR TO Tl-IE START OF CONSTRUCTION CONTRACTOR IS TO FlUE A CGP NOllCE OF INTENT v"TH Tl-IE EPA AND PREPARE A STORMWATER POtLUllON PRE\JENTION PLAN IN ACCORDANCE v"TH THE NPOES REGULAll0NS. CONTRACTOR SHALL CONFlRM THE OWNER HAS ALSO FILED A NOllCE OF INTENT WITH THE EPA. 15. PRIOR TO Tl-IE INSTAlLAllON OF ANY SEWER AND WATER UNES, THE CONTRACTOR SHALL CONTACT Tl-IE TOv.tl OF AGAWAM ENGINEERING DEPARTMENT FOR INSPECllONS. NO PIPING SHAll BE BACKFILLED l'ilTHOUT PERMISSION FROM Tl-IE DEPARTMENT. Utilities 1. THE LOCAlIONS, SIZES, AND TYPES Of EXlSllNC UllUTlES ARE SHOWN AS AN APPROXIMATE REPRESENTAllON ONLY. Tl-IE OWNER OR 11s REPRESENTATlVE(S) HA\JE NOT INDEPENDENTLY \JERIFlED Tl-IIS INFORMATION AS SHOWN ON THE PLANS. THE UllUTY INFORMATION SHO'IoN DOES NOT GUARANTEE THE ACTUAl EXISTENCE, SERVICEABlJTY, OR OTl-lER DATA CONCERNING THE UTiUllES, NOR DOES IT GUARANTEE AGAINST THE POSSIBIUTY Tl-IAT ADDIllONAL U1lLITlES MAY BE PRESENT THAT ARE NOT SHOWN ON THE PlANS. PRIOR TO OROERING MATERIALS AND BEGINNING CONSTRUC1l0N, Tl-IE CONlRACTOR SHALL \JERIFY AND DETERMINE THE EXACT LOCATIONS, SIZES, AND ELEVAllONS OF THE POINTS OF CONNECll0NS TO EXISTING UlIUTlES AND, SHALL CONFIRM THAT THERE ARE NO INTERFERENCES l'ilTH EXISTING UTlUTlES AND THE PROPOSED UllUTY ROU1ES, INCLUDING ROUTES l'ilTl-lIN THE PUBLIC RIGHTS OF WAY • 2 WHERE AN EXISllNG UTIUTY IS FOUND TO CONFlICT \11TH Tl-IE PROPOSED WORK, OR EXlSllHG CONDITIONS DIFFER FROM THOSE SHOWN SUCH THAT THE WORK CANNOT BE COMPLETED AS INTENDED, Tl-IE LOCAllON, ElIEVAll0N, AND SIZE OF THE UTiUTY SHALL BE ACCURATELY DETERMINEO 'MTHOUT DELAY BY THE CONTRACTOR, AND Tl-IE INFORMAllON FURNISHED IN WRIllNG TO THE OWNER'S REPRESENTATJ\JE FOR THE RESOLU1l0N OF THE CONFlICT AND CONTRACTOR'S FAILURE TO NOTIFY PRIOR TO PERFORMING AOOIllONAL WORK RELEASES OIltlER FROM OBUGATIONS FOR ADDIllONAl PAYMENTS \\HICH OTHERl'ilSE MAY BE WARRANTEO TO RESOLVE THE CONFUCT. 3. SET CATCH BASIN RIMS, AND INVERTS OF SE\I£RS, DRAINS, AND DITCHES IN ACCORDANCE "lTH ELEVATlONS ON THE GRADING AND UllLlTY PLANS. 4. RIM ELEVAllONS FOR DRAIN AND SEWER MAlliOUES, WATER VALVE CO\JERS, GAS GATES, ELECTRIC AND TELEPHONE PULL BOXES, AND MANHOLES, AND OTHER SUCH ITEMS, ARE APPROXIMATE AND SHALL BE SET/RESET AS FOLLOWS: A. PA\JEMENTS AND CONCRETE SURFACES: flUSH B. ALL SURFACES ALONG ACCESSIBLE ROUTES: FlUSH C. LANDSCAPE, LOAM AND SEED, ANO OTHER EARTl-I SURFACE AREAS: ONE INCH ABOVE SURROUNDING AREA AND TAPER EAR1lI TO THE RIM ElIEVAllDN, 5. THE LOCATION, SIZE, DEPTH. AND SPECIFICAllONS FOR CONSTRUCll0N OF PROPOSED PRIVATE UllUTY SERVICES SHAll BE INSTAUlED ACCORDING TO Tl-IE REQUIREMENTS PROVlDED BY, AND APPROVED BY, Tl-IE RESPECTI\JE UTlJTY COMPANY (GAS, TElEPHONE, ELECTRIC, fiRE AlARM, ETC.). fiNAL DESIGN LOADS AND lOCAllONS TO BE COORDINATED II1TH O'IINER AND ARCHI1JECT. 6. CDNTRACTOR SHAll MAKE ARRANGEMENTS FOR AND SHALL BE RESPONSIBLE FOR PAYING FEES FOR POLE RaOCAllON AND FOR Tl-IE ALTERAll0N AND ADJUSTMENT OF GAS, ELECTRIC, TELEPHONE. FIRE ALARM, AND ANY OTHER PRIVATE UTiUllES, v.H£THER WORK IS PERFORMED BY CONTRACTOR OR BY Tl-IE unUlIES COMPANY. 7. UlllJTY PIPE MATERIALS SHALL BE AS FOLLOWS. UNLESS OTl-lERI'I1SE NOTED ON Tl-IE PLAN: A. WATER PIPES SHALL BE DUCllLE IRON (DI) B. SANITARY SEWER PIPES SHAlL BE POtYVNYL CHLORIDE (PVC) SEWER PIPE C. STORM DRAINAGE PIPES SHALL BE HIGH DENSITY POL YETl-IYLENE (HOPE) AND DUCllLE IRON (01) \\HERE INDICATED . D. PIPE INSTALLAll0N AND MATERIAlS SHALL COIoIPlY \11TH THE STATE PLUMBING CODE WHERE APPUCABUE. CONTRACTOR SHAlL COORDINATE 'MTH LOCAl PLUMBtlG INSPECTOO PRIOR TO BEGINNING WORK. 8. CONTRACTOR SHALL COORDINATE \11TH EUECTRICAL CONTRACTOR AND SHALL FURNISH EXCAVATION, INSTALLATlON. AND BACKfiLL OF ELECTRICAl FURNISHED SITEWORK RELATED ITEMS SUCH AS PUUl BOXES, CONDUITS, DUCT BANKS, UGHT POLE BASES, AND CONCRETE PADS. SITE CONTRACTOR SHALL FURNISH CONCRETE ENCASEMENT OF DUCT BANKS IF REQUIRED BY Tl-IE UllLITY COMPANY AND AS INDICATEO ON THE DRAI'I1NCS. 9. CONTRACTOR SHALL EXCAVATE AND BACKfiLL TRENCHES FOR GAS IN ACCORDANCE \11TH GAS COMPANy'S REQUIREMENTS. 10. ALL DRAINAGE AND SANITARY STRUCTURE INTERIOR DIAMETERS (4' MIN,) SHALL BE DETERMINED BY THE ~ANUFACTURER BASED ON THE PIPE CONFlGURAllONS SHOWN ON Tl-IESE PLANS AND LOCAL MUNICIPAL STANDAROS. fOR MANHOUES THAT ARE 20 fEET IN DEPTH AND GREATER, THE MINIMUM DIAMETER SHALL BE 5 fEET. Layout and Materials 1. DIMENSIONS ARE FROM THE FACE OF CURB, FACE OF BULDING, FACE OF WAll, AND CENTER UNE OF PA\JEMENT MARKINGS, UNLESS .OTHER'MSE NOTED. 2. CURB RADII ARE Tl-IREE (3) FEET UNlESS OTHERv"SE NOTED. 3. CURBING SHAll BE MONOlITHIC CONCRETE (MCC) WITHIN THE SI1E UNLESS OTHERII1SE INDICATED ON Tl-IE PLANS. 4. SEE ARCHI1ECTURAL DRAII1NCS FOR EXACT BUILDING DIMENSIONS AND DETAILS CONllGUruS TO THE BUILDING. INCLUDING SIDEWAlKS, RAMPS, BUllOlNG ENTRANCES, STAIRWAYS. UT1lITY PENETRAllON5, CONCRETE [)OQR PADS, COMPACTOR PAD, LOADING DOCKS, OOlLARDS, ETC. 5. PROPOSED BOUNDS AND ANY EXISllNG PROPERTY UNE MONUMENTAllON DISTURBED DURING CONSTRUC1lCN SHALL BE SET OR RESET BY A PROFESSIONAL LICENSED SURVEYOR. 6. PRIOR TO START OF CONSTRUCllON, CONTRACTOR SHAUl VERIFY EXISllNG PAVEMENT ELEVATIONS AT INTERFACEII1TH PROPOSED PA\JEMENTS, AND EXlSTING GROUND ELEVAll0NS ADJACENT TO DRAINAGE OU1lLETS TO ASSURE PROPER TRANSITlONS BETWEEN EXISllNG AND PROPOSED F ACIUTIES. 7. SYMBOLS AND LEGENDS OF PROJECT FEATURES ARE GRAPHIC REPRESENTAll0NS AND ARE NOT NECESSARILY SCAUED TO Tl-IEIR ACTUAL DIMENSIONS OR LOCATIONS ON THE DRAv"NGS. Tl-IE CONTRACTOR SHAlL REFER TO Tl-IE DETAIL SHEET DIMENSIONS, MANUFACTURERS' UTERATURE, SHOP DRAIIINGS AND fiELD MEASUREMENTS OF SUPPUED PRODUCTS fOR LA your OF THE PRO.£CT FEATURES. H. L'UNIHAGIOI< SHALL NOT RELY SOLELY ON ELECTRONIC VERSIONS OF PLANS, SPEClflCAllONS, AND DATA fiLES Tl-IAT ARE OBTAINED FRC».I Tl-IE OESIGNERS, BUT SHAUl VERIFY LOCAllON OF PROJECT FEATURES IN ACCORDANCE WITH THE PAPER COPIES OF THE PlANS AND SPEClFlCAllONS THAT ARE SUPPLIED AS PART OF Tl-IE CONTRACT DOCUMENTS. Demolition 1. CONTRACTOR SHALL REMOVE AND DISPOSE OF EXISllNG MANMADE SURFACE FEATURES \I1THIN Tl-IE UMIT OF WORK INCLUDING BUILDINGS, STRUCTURES, PA\JEMENTS, SlABS, CURBING. FENCES, UlIUTY POLES, SIGNS, ETC. UNLESS INDICATED OTl-lERII1SE ON THE DRAl'ilNGS. REMO\JE AND DISPOSE OF EXlSllNG UilUllES, FOUNDATIONS AND UNSUITABLE MATERiAl BENEATH AND FOR A DISTANCE Of 10 FEET BEYOII> THE PROPOSED BUILDING FOOTPRINT INCLUDING EXTERIOR COLUMNS. 2. EXISllNG UllUTIES SHALL BE TERMINATEO, UNLESS OTl-lER\I1SE NOTED, IN CONFORMANCE \11TH LOCAL, STA1E AND INDIVlDUAL UllUTY COMPANY STANDARD SPEORCAllONS AND DETAILS. THE CONllRACTOR SHALL COORDINATE UTIUTY SERVICE DISCONNECTS v"Tl-I Tl-IE UllUTY REPRESENTAllVES. 3. CONTRACTOR SHAlL DISPOSE OF DEMOUllON DEBRIS IN ACCORDANCE I'I1TH APPUCA8lE FEDERAl, STA1E ANO LOCAl REGULAllONS, ORDINANCES AND STATUTES. Erosion Control 1. PRIOR TO STARllNG ANY OTHER WORK ON THE SITE, THE CONTRACTOR SHALL NOllFY APPROPRIAllE AGENCIES AND SHALL INSTALL EROSION CONllROl t.lEASURES AS SHOWN ON THE PLANS AND AS IDENllfiED IN FEDERAL, STATE, AND LOCAL APPROVAL DOCUMENTS PERTAINING TO Tl-IIS PROJECT. 2. CONTRACTOR SHALL INSPECT AND MAINTAIN EROSION CONllROt MEASURES, AND REMOVE SEDIMENT THEREFROM ON A WEEKLY BASIS AND II1THIN TWELVE HOURS AFTER EACH STORM E\JENT AND DISPOSE OF SEDIMENTS IN AN UPLAND AREA SUCH THAT Tl-IEY DO NOT ENCUMBER OTHER DRAINAGE STRUCTURES AND PROTECTED AREAS. :;. CONTRACTOR SHAUl BE FULLY RESPONSIBLE TO CONllROL CONSTRUClION SUCH THAT SEDiMENTAllON SHAll NOT AFfECT REGUU.TORY PR01ECTED AREAS, WrlETHER SUCH SEDIMENTATION IS CAUSED BY WATER. Vo9lO, OR DIRECT DEPOSIT, 4, CONTRACTOR SHAll PERFORM CONSTRUCTION SEQUENCING SUCH Tl-IAT EARTH MATERIALS ARE EXPOSED FOR A MINIMUM OF TIME BEFORE THEY ARE COVERED, SEEDED. OR OTHER'MSE STABIUZED TO PREVENT EROSION. 5. UPON COMPLEllON OF CONSTRUCllON AND ESTABUSHUENT OF PERMANENT GROUND COVER, CONTRACTOR SHALL REMOVE AND DISPOSE OF EROSION CONTROL MEASURES AND CLEAN SEDIMENT AND DEBRIS FROM ENllRE DRAINAGE AND SEWER SYSTEMS. Existing Conditions Information 1. BASE PLAN: Tl-IE PROPERTY UNES SHOWN WERE DETERMINED BY AN ACTUAL FIELD SUR\JEY CONOUC1EO BY DlCARA lAND SURVEYING: Tl-IE TOPOGRAPHY AND PHYSICAl FEATURES ARE BASEO ON AN ACTUAl fiElD SUR\JEY AND AERIAL SURVEY PERFORMED ON THE GROUND BY OICARA lAND SURVEYING 2. DEUNEA 1l0N OF THE WETlANDS AND PLACEMENT OF THE FLAGS WAS PERFORMED BY: VH8 3. TOPOGRAPHY: ELEVAllONS ARE BASED ON NGVO 1988 DATUM. Vanasse Hangen Brusttin, Inc, Transportation Land Development Environmental Services One Federal Street, Building 103·3N Springfield, Massachusetts OliOS 413.747,7113 • FAX4I3.747,0916 . No. Rewsion Dole ppvd. DesIgned by JA G I Drown by JA G I Ch .. d c..d by JJF CAD cheeked by Approved by JJF Seole N.T.S. Dote Februmy 24,2010 Projlet lillt 2010 Park Improvements Six Flags New England 1623 Main Street ~avvarn,~sachusetis I$sue4 for Notice of Intent Not Approved for Construction Drawing ntte Legend, Abbreviations and General Notes G-2 StUt!!:t 0' 2 9 Pro pet Numb(lf' 11081.00 11081 LC NO/.OWe / / I ---- ---- -------'"-,:;;.-~~~ ---------------">, " ...... <=" ...... --.. .. \ ~ )) I ---------~-.--., M.U.T.C.D. Number RH 30" RS-l R7-8 12" R7-8A 12" R3-1 24" RlH 24" Custom Sign AS NOTID 24' '" • • '" \ \ ~ \ '" 'I. ----,---'--_ .. 30' 30' 18" 6" 24' 18' 18" Desc. il£SfRlfD PMOONG II ~·a·········••··········.·· :--. ;---.: .. .. . . TRUCK ROUTE Desc. w.---~-.. __ 1~-'-'11 BO OK 10690 ~A0~ ~·t f I:'-"-"-"-"-6'>', v0!i',o/.", ..... ... ;0 " S '11 - 9._ • (f. <9> • I I ~~~ ~:::::::::::::=:======~II - "-SM~ / .:f-' ~ /« "? '9! I\)<<::) <-5 I / / C102 _\_\~~~ ___ IDWll_Qf _ADp.,~ S ~EASEMEhl.L ______ -__ -3632 P'AGE-f53 l...rI.~-800K 125-PAGE-L,ffiIff-OF ---- C104 -0:1 I GRAVEL ~I TO MATCH """"°1 ~I I ;. 01 UJ ~I I Cl.. I 1 I I I fGRAVEL TO MATCH / EXISTING 7 I GRAVEL TO MATCH / / I EXISTlNG~ / Rl-l / / ----- MATCH EXISTING R3-1 _~---1r---tt R14-1 NEW BIT. CURB -====-~~4Z~E~X~IS~TI~NG~TO~LL~~JlII q r ENTRY TO REMAIN r I EXISTING EDGE LO~M \ ~6 ~~~~NENT !: SE 1 D ------------------... ---------==-~==J ~I~ --.@i1ij ? N/F DOMINICK J. RICCO --- o "DELIVERIES ONLY ALL TRAFFIC KEEP .~ ... ~, MA TCH EXISTING PAVEMENT -- "DELIVERIES. ONLY ALL TRAFFIC KEEP -YI I RIPRAP OVERFLOW,-'$W1QE SCALE IN FEET I I I I I I I TOWN OF AG!\ W M BOOK 3632 PAGE 'I 59¢, PLAN BOOK 25 P GE r3 '--o'il-------'>..:. --~---l-l I u 6" force MOJn ---------- ~LOAM & S£ED~ 130' C. WALK ACR TYPE 'A-S' PROPOSED WAREHOUSE BUILDING VY DUTY 36,210 SF BITUMINOUS PAVEMENT OF EXTERIOR COOLERS/FREEZERS LOADING DOCK RETAINING WALLS BY OTHERS CONCRETE LOADING DOCK PAD 3 FT WIDE BITUMINOUS SIDEWALK _____ -HEAV~ DUTY OUS pAVEMENf 3 FT WIDE BITUMINOUS SIDEWALK PROJECT WORK AREA RESIDENTIAL DISTRICT m z -< I 1 I 1 I 1 \ 0 1 I & 7 o ,,~, __ " ." J \ \ \ \ I \ ---- 0 0 0 o \ L;-----+--111 \ L-! ~~=.=.=L==--l, ,i:j:I.UL;K RETAINING WALL SET 1 FOOT ",L.-+-'r-' OFF EXISTING SOUND WALL ____ f-+-UMIT OF CLEARING TIE EXISTING CHAIN LINK FENCE INTO EXISTING SOUNDWALL FOR FIRE DEPT ACCESS ;";~~Q~~~E~~~ DUTY BIT ~ PATCH r-I~II I & OVERLAY PAVEMENT SECTION UPON COMPLETION OF UTILITY INSTALLATION / 1 I I I r -, J -- '----'L TIE EXISTING CHAIN LINK FENCE INTO EXISTING SOUNDWALL FOR FIRE DEPT ACCESS LIMIT OF CLEARING ~-I-2'x2' CONCRETE BLOCK RETAINING WALL SET 1 FOOT OFF EXISlli'lG SOUND WALL I 1 I I I III I 8 - I i I f I I I I f 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 Impervious Chart PRO.ECT WORK AREA ~ 144.740 Sf (3.32 AC) EXISllNG IMPERVIOUS. 14,617 Sf (lOr. PWA) PROPOSED IMPERVIOUS ; 69,543 Sf (48% PWA) INCREASED IMPERVIOUS AREA ; 54,926 Sf (381t PWA) Pervious Chart PRo.£Cl WORK AAE/\ e 144.740 SF (3.32 AC) 3 2 1 No. EXIS11NG PERVIOUS e 96,406 SF (67X PWA) PROPOSED PER~OUS ; 19,305 Sf (13l1 PWA) DECRE/\SED PER~OUS AREA = 77,101 SF (53% PWA) MUNICIPAl COMMENtS 5/5/10 NUNICIP Al COMMENtS 3/31/10 ADDEO RETAINING WAlL 3/8/10 Revision Dote JI' JI' J,F ppvd. O";9""'J'C/KAMIO'OWO 'JEC/KAMi Ch<d". by JJF CAD cht:dled by Approved by JJF SocI. 1"=30' Dote February 24, 2010 ProJect TItle 20 10 Park Improvements Six Flags New England 1623 Main Street Agawam, Massachusetts Issued 'or Not Approved for Consttuction Drawing TItle Layout and Materials Plan WH-l Sheet 01 3 9 Project Numbec 11081.00 11081-PLOT-WAREHOUSE-NOI.DWG _ .. _-.. _--_ .. _ .. _. __ ._--- 11081 I { / ,,~. /{ ",,'fj" I \ 1:>/ """--L'--\ / '\ \ \ -------------"""':;,.-;~~::: --------------_. , X85.8 :<86.8 x84.4 X85.5 x84.2 !Se,4 a5.i X ___ .X __ x85.0 X83.5 x85.S x85.4 x83,3 x86.9 XIS".7 -- x87,5 \ X81.6 C102 x82.3 __ 'x 8QS X83.5 X82.8 ----80 ---_ / / /' /' /'/ /' ---"- ...-/ ) ./ x77.3 /1 . ~ =\.~~;-'.' === __ ======X~9_'_Jl_ "-" " / I f I I I. I I I / I "-)X I I I I \ I I I I \ >1:79.5 X79,6 DM X 78.9 78.3 REMOVE of'lO'T,rl.1 EXISTING CUL NEEDED FOR Cl,f:AR~N(;E FOR NEW MANf1OLE-;--,1 X78e!XISTING H 18 PIPE WITHIN CULVERT TO REMAIN--./.... I / ~ x80.4 \ \ \ I x 77 x 81.9 , \ / \ / " / /' / '\ \ \ I I ! \ \ I X 78.3 ~----- x79.6 \ X79.8 .~ " SAWCUT -..._~ & MATCH "" EXISTING --8-0------::; ---------' x81.6 X82.5 R"\.? 30 o I I q I ,) 30 x 0 ...J w G:: :-<::<::1='1=' (":,A C, x 72, I X7 I I I I 7~~ 19.6 79.~ I 41 CAl B x70.7 / I / I I / FFE=79.5 LF 12"0 x74.6 . . ... • . oj ~ •• ' .• ".)1 ~.ITj·,,,, .• ~ , \ I / / i x69.7 X72.2 ~1~J.,133 LF 12"D X78.7 60 x76.8 "'---90 LF 8"0 ( x75.4 x 76.6 CLEAN OUT TO GRADE X73.7 PROJf'CT WORI< ~~A7 ------.-- SCALE IN FEET /68.9X j 71.3 X ( X \ 70.5 I '-x 70.5 01 68.5 X I 6~4 \ \ TREfc~1<' cs.J I xl L;--+-m x68.0 Ox 66.9 X 67.8 I \ ! \1~~======L.-67'~1. \ 6J I 68. x68.1 X 10 \ I ! \,..l.---j-;..-r~ ~~-J[II l-t-I tJl l.--EXI~mNG INVERT INFORMATION OBTAINED FROM RECORD PLANS PROVIDED BY TOWN OF AGAWAM ENGINEERING DEPT. \ I X 73.2 r-'--l X o o x72 .8 x73.8 Vanasse Hangen Brustlin, Inc. Transportation Land Development Environmental Services One Federal Street, Building 103·3N Springfield, Massachusetts 0 II OS 413.747.7113 • FAX 413.747.0916 N J MUNICIPAL COMMENTS 5/5/10 2 MUN!CIPAL COMUENTS 3/3'/'0 , ADDEO RETAINING WALL 3/8/10 N •• Revision Do t. J.F J.F J.F Ap.",. D"';'",dJ~C/KAJD"'''''' ~Ec/KAMIChe<ked b, JJF CAD eh.c\o;cd by Approved by JJF $cole 1-=-30' Dot • FebIUaty 24,2010 PrO}llct nu. 2010 Park Improvements Six Flags New England 1623 Main Street Agawam, Massachusetts IlSSued for Notice of Intent Not Approved for Construction Grading, Drainage and Erosion Control Plan Drcwin~ Number WH-2 Sh .. t 0' 4 9 Project Number 11081.00 11081-PLOT-WAR£HOUS£-NOI.OWG . ~ . . ---;:-~----~) , ----_ ..... ""--:: _ _ _ • ___ -K./ = :: = :: :: ==-==-------- x 85.8 i I / /~. /1 .-0~/ / \ <0/ \/ '\ \ \ I}b.sO / ><8 6.8 x84.4 x85.5 X84,2 86.4 __ ~.i Ii ><85.0 x83.5 ~ x 85,5 ><85.4 x83.3 ><83,5 X86.9 X8.:J.7 x88,2 ><87 .5 "xi34.7 \ C102 FIBER OPTIC --80 ----_ "-....-,,) I ,/ ,/ x773 ,/ ~~~ ~~=z:/ /==-=/,/ -::::::::.::::':::::::::=:'~ /1 X81.6 x82,3 --- ~ x89S ><8 2,8 / . ~ ~.::_J~ .. =-:'C.-..!. J ::: ___ ::: ___ ::: = ::: = ::: _x ~ 9_._ J 1 _ ..... ..... I I I / / / I I x80.4 \ \ \ "- I I \ \ \ "-IX7 J I I I \ I I I I \ *-79.5 ><79.6 x 78 .9 X78.7 DMH 18 "- / / / ..... \ \ \ \ \ I \ 78.3 X78.3 ----- «I ~I 121 ~ til UJ ~I a. 1 1 1 1 / 19 ..... ----- IXlfil.1t I I I 1 I x 79.6 1 "-1 "- ..... 1 ..... -----1 / \ ~ / 1 r I 7 \ X79.8 ~I \. ~I ..... 1 '-------..... ~I ..... ..... ..... ~I "-80-------"---./ "- ~ " ..... --------- X 81.9 ><8 1,6 X82.5 83,2 ... .10':> Q 30 ---- -- ( I RD X I w z -.J ~~ I x77. o -.J W i.J... .5 I q ) \ cb <P \ \ /\ l.. : SCALE IN FEET x74. ". 8 X'D.7 /' l / ~ I I I X 69.7 TECH uN.Il .TRA TION UNITS ISOLATOR R DETAILS ADDITIONAL liON 68.9x 6' f mrc'p ::: = ::: =J-:~=J~= ",lpri:r'\\-)(75.3 I I x78.7 .. . -::-.::-;ov LF 1 130' 20 x 73.2 ~181~RCIPlld CABLE FFE=79.5 LF 12"D / ......... .... .. ' . -. x74,6 ><72.2 75,1 DIA ROOF LEADER x76,8 '---90 LF 8"D INV=71 7 X75.4 X76,6 )(75,0 X 73.9 X73.7 WORK AREA ~-r'-x74,7 , z 0 F (J ~ 0 (J It: UJ 0 ~ ...J / I DENSE TRiTS.J \ I X x 67 .8 73,2 I I 7r I I I I I I I . 68. X 68.5 X ------~ X68.0 Ox 66,9 X68.1 67.8 X \..--EXI :STI ~IG INVERT INFORM A n ON OBTAINED FR OM RECORD PLANS PROVIDED BY TOWN OF AGAWAM ENGINEERING DEPT. X72.8 -- x73.3 x73.8 Vanasse Hangen Brustlin, Inc. Transportation Land Development Environmental Services One Federal Street, Building 103-3N Springfield, Massachuse118 01105 413 .747.7113· FAX 413.747.0916 N 3 MUNICIPAL COMMENTS 2 MUNICIPAL COMMENTS , ADDEO RETAINING WAIJ.. N •. Revision . ~/~/10 ~ 3/31/10 JE 3/8/10 ~ 00\0 "."'. D .. ~n"'JrC/KAMi D'QWn 'J£C/KAMI C"".' by JJF CAO checked b)/ Approved by JJF SC<)!e l -.il:3Q1 Dote February 24, 2010 PfOje(:t Titlt: 2010 Park Improvements Six Flags New England 1623 Main Street ~avvBID,Massachusetts Issued for Notice of Intent Not Approved for Construction Orowin9 TilIEi Utilities Plan WH-3 Sheet of S 9 Project Number 11081 .00 11081-PLOT-WAREHOUSE-NOI.DWG o g ~P'~\~II~OO~I~.OO~\~CA~D~\~W~\~P~~~S~ED~NO~I~P~L~A~N~~T~\I~I~08~1.·~DT~-~N~OI~ .............................................................................................................................................................. ____ ...................................... --...................... ----.. ----............ ~ ............... 24' DIA. , ACCESS . Notes: 1. ALL ~CTIONS SHALL BE DESIGNED fOR HS-20 LOADING. Notes: 1. ALL SECTIONS SHALL BE DESIGNED FOR HS-20 LOADING. .~z U:I C\I ro ~ .• -. ~ I -I I I 48"DIA'~' ~ 2. COPOLYMER MANHOLE STEPS SHALL BE INSTALLED AT 12" O.C. FOR THE FULL DEPTH OF THE STRUCTURE. -'+'-Alternate Eccentric Cone Section ~ .' -.~. .,,;.. -'. ," . ~ a)~ . ~ .'" . ,.' OPENtNGT!P .'. i· .. ·; .• ; ~U 'i 124 SQU~~ J 2. PROVIDE OPENINGS FOR PIPES WITH 2" MAX. CLEARANCE TO OUTSIDE OF PIPE. MORTAR ALL PIPE CONNECTIONS. Alternate Top Slab 3. PROVIDE OPENINGS FOR PIPES WITH 2" MAX. CLEARANCE TO OUTSIDE Of PIPE. MORTAR ALL PIPE CONNECTIONS. RNISH GRADE , i . ,: 48' DIA. (MIN.) : I -'+'-~ Alternate Top Slab ,8', 24' ,8', -~----!-TttmlJ.[~ SEE NOTE '.---..... Nt 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 COUR~S TYPICALLY, 5 BRICK COURSES MAXIMUM). I:AF==~====WL--SI,E NOTE 3. OlL/DEBRIS TRAP ~=~---1. DIA. VARIES '---SEE NOTE 2. SEE NOTE ,8', 24" DIA. , 8', ACCESS 4. JOINT ~ALANT BETWEEN PRECAST SECTIONS SHALL BE PREFORMED BUrtL RUBBER. 5. DRAIN MANHOLE fRAME AND COVER SHALL BE SET IN FULL MORTAR BED. ADJUST TO GRADE WITH CLAY BRICK AND MORTAR (2 BRICK COURSES TYPICALLY. 5 BRICK COURSES MAXIMUM) ,/"-SI,E NOTE 4. SHELF' TO BE CONCREn; fORMED AT A SLOPE OF' 1" PER fOOT. ~~~~~~~~~~~~ OlA. VARIES '--SEE NOTE 3. 12' (1)'1'.) CEMENT CONCRETE INVIORT L-_ CaMP /ICTE,D GRAVEL '---COI~PA,CTE:D SUBGRADE Catch Basin (CB) WithOillDebris Trap 6/08 Drain Manhole (DMH) N.T.S. INLET Souroe: VHB N.T.S. 13'-0" r-.... ~~ -....... -----------------::-...---~---,--!----~ I ............... ....-...... ./'" -----..... /~ -----.... , I ,.,,'" -..." " .... '" ........ "-1/ ,," "', ... , "'.... ........ 'I J/" /". 'I. 'I ,. '\ \ " " '\ I' 1/ " II \\ 'I' " il 'I' II \, I, :\\ \ \ , ( DURET \ I I I \ I I , 1 I I I J t \ \ :~ b I in \ I 1 I \ \ \ \ I , \ \ 'I' " \\. 'I' \ '\ \. , , , ). ',..... / / 30" OIA. OPENING \ '... / / ........... ...""..." TO BE LOCATED ............ ",/ ... 1 I ... , ........ -----........... '/ OVER TEES (TYP.) ', ......... ------... //' I L_~~ __ ~ _______________ ..::::;:. __ ~:.::_-.J-4 ____ ...L Plan View Source: V'HB MANHOLE RISER W/FRAME AND COVER (TYP.) ~-------~E NOTIO 4. ~r-__ ~-------T-.., I I I 1 ,.----------,.-..., I 1--------I I I I I I t I I I 4' DIA. MANHOLE RISER TO BE SET ON GROUT BEDDING INLET SEE NOTIO 3. I : FOR VIONT LPC4 nON I I SEE PLANS I I .: • .. • 2" t.lIN. 3' MAX. .. ~. ,4 .' ";'~'" . I I " -¥- ,. " 1 . . , .. . t I I I I I I I I I I . '. :: ' ...... . , .. . , ... : ---~e ALTERNATIO OUTLET ... SEE NOTE 2.--t CROSS WITH CLEANOUT ADAPTER AND THREADED PLUG STAINLESS STEEL BRACKET (TYP.) '. , . • => a ::J • ~_,W ., , . ~ . 12- ~~--~~~ __ --__ ~_T-.~~~~~ ____ --~~~~~(TYP) .' ", .. 4'.', ~'., .. ' .. '. f ' .,' ....... ',4'" j.~" .• : ';, ..... " .• : ... C' ,!,,' q OURET COMPACTED SUBGRADE Section COMPACTIOD GRAVEL Precast Concrete Grease Trap (GT) 1,000 GaL N.T.S. Source: VHB Notes: I. STRUCTURE SHALL BE DESIGNED FOR HS-20 LOADING. 2. EXTIORIOR SURFACES SHALL BE GIVEN TWO COATS Of BITUMINOUS WATER-PROOFING MATERIAL. . 3. JOINT SEALANT BET'MOEN PRECAST SECTIONS SHALL BE PREFORMED BUTYL RUBBER. 4. STANDARD 3D-INCH SEWER MANHOLE FRAME AND COVIOR SHALL BE LOCATED OVER CROSSES AND ~T IN FUll MORTAR BED. ADJUST TO GRADE \\ITH SE'MOR BRICK AND MORTAR (2 BRICK COURSES TYPICALLY, 5 BRICK COURSES MO\XIMUM) 5. PIPING SHALL BE SCH 40 PVC WITH SOLVENT 'MOLDED JOINTS. INTERNAL PIPE DIAMETER SHALL BE SAME SIZE AS OUTLET PIPE. 6. CONTRACTOR TO VERIFY DIMENSIONS FOR 1.000 GALLON UNIT. REV 6/08 6/08 GALVANIZED 1/4 INCH WIRE MESH SCREEN PIPE CAP W/STAINLESS STEEL HO~ ClAMP TO SECURE SCREEN ----.-~'V~--DOWNSPOUT REDUCER FiTTING AS REQUIRED ----- 45' BEND Downspout Rain Leader FASTENER SCREEN r MAX. 1% MINIMUIoA SLOPE COLLECTION PIPE (SIZE PER PLAN) RNISH GRADE WYE CONNECTION 6/08 N.T.S. Source: VIiS ~~I\I (.;;<.,.:.: .. J ~ 48" DIA. MANH~' < : ~ -4-L -4-'- Alternate Top Slab (STEEL REINFORCED fOR HS"-20 LOADING) Notes: 1. STRUCTURES SHALL BE PRECAST CONCRETE. DESIGNED FOR HS-20 LOADING. 2. COPOLYMER MANHOLE STEPS SHALL BE INSTALLED AT 12" O.C. FOR THE FULL DEPTH Of THE STRUCTURE. 3. EXTERIOR SURfACES SHALL BE GlVION TWO COATS OF BITUMINOUS WATER- PROOfiNG MATERIAL. 4. JOINT SEALANT BETWEEN PRECAST SEC1l0NS SHALL BE PREFORMED BUTYL RUBBER. 5. STANDARD SE'MOR MANHOLE FRAME AND COVIOR SHALL BE SET IN FULL MORTAR BED. ADJUST TO GRADE WITH SE'MOR BRICK AND MORTAR (2 BRICK COURSES TYPICALLY, 5 BRICK COURSES MAXIMUM) ~E NOTE 3. SEE NOTE 4. FLEXIBLE WATF.RTICHT GASKET OR SLEEVE SHELf TO BE SEIlIER'--.J BRICK LAID SLOPE OF 1 A ARCH INVIORT TO BE CONSTRUCTED WITH SE'MOR BRICK LAID AS STRETCHERS AND ON EDGE. COMPACTED CRAVIOL-....J COMPACTED SUElGRADlo--...J Sanitary Sewer Manhole (SMH) N.T.S. Source: '/HB 6/00 END CAP SEE DRAINAGE PLANS FOR RIM ELEV. = PRECAST CONCRETE 8ASIN--, WITH OIL/DEBRIS TRAP A 1 OUTLET PIPE (SEE STANDARD CB DETAIL) Profile HEAVY DUTY GRATE--... r/CtQp tp0"O 0 rl~ . ~---CAST IRON GRAn; ~--STANDARD CATCH BASIN -SEE DRAINAGE PLANS ...... " ,ro fOR OURET PIPE SIZE, LOCATION, AND INVERT ELEVATIONS ;:;0. "'''' ~~ 4' DIA. I . . .... ~---CAST IRON FRAME SYSTEM ANCHOR TO CONCRETE (5fO'tt~··· ' .. ;:po 0 0, 1b;:=.=;;=:#I·. ". ., .. I---'~_{' ~ ~': 'Of -'A .. ~~ •• .., ", ~ ~.,:::.~-:;,~~r:cc:AASTST_-:jlrN-PLACE '. 4.... CONCRETE (SEE Non; 2) DISTANCE VARIES SEE DRAINAGE PLANS TRENCH DRAIN iA Section A-A CATCHBASIN I I ~-l-·COIMPIICTIED GRAVEL Notes: 1. TRENCH DRAIN SHALL BE HEAVY DUTY TYPE DESIGNED FOR HS-20 LOADING. 2. CONCRETE SHALL BE COMPRESSIVE STRENGTH 4000 PSI, TYPE II CEMENT. L-A Plan 3. TRENCH DRAIN GRATE SHALL MEET AMERICAI'IS WITH OISABIUTY ACT (ADA) REGULATIONS WHEN PLACED IN ACCESSIBLE ROUTES. Trench Drain (Truck Dock) N.T.S. SOurce, VH8 PAVIOD AREA SEE APPLICABLE PAVEMENT SECTIONS COMPACTED GRANULAR FILL SAWCUT LANDSCAPED AREA COMMON FlLL/ ORDINARY BORROW ~'>I--W'~NING TAPE 6/08 TAMPED HAUNCHING !-T COMf'ACTIOD BEDDING '-COMPACTED SUBGRADE Notes: I. WHERE UTILITY TRENCHES ARE CONSTRUCTED THROUGH DEn;NTION BASIN BERMS OR OTHER SUCH SPECIAL SECTIONS, PLACETREI'ICH BACKFILL WITH MATERIALS SIMILAR TO THE SPECIAL SECTION REQUIREMENTS. 2. USE METALlIC TRACING/WARNING TAPE OVER ALL PIPES. 3. FOR HDPE PIPE, DIMENSION IS 24 . INCHES. Utility Trench N.T.S. Source: VHB 6/08 Vanasse Hangen Brustlin, Inc, Transportation LIUld Development Environmental Services One Federal Street, Building 103"3N Springfield, Massachusells 01105 413.747.7113' FAX 413.747.0916 1 MUNICIPAL COMMENTS N •• Revision 5/5/10 ~ Da .. pp'Jd. Design8d by JEC -Iorown by JEC ,c,.",,,,, by JJF CAD c~ked by Approved by . JJF ScoI. Ar. Noted Dote february 24,2010 Project nUl! 2010 Park Improvements Six Flags New England 1623 Main Street Agawam, Massachusetts Issued for Notice of Intent Not Approved for Construction Drawing TItle Site Details Dr-owing Numb ... D-l Shet\ of 6 9 Project Number 11081.00 11081-DT-NOI.OWG --o o '" GATE VALVE WITH AD.AJSTABLE RISER, BOX AND COVER MUNICIPAL STANDARD HYDRANT PUMPER CmINE'CTI()N TO FACE RO,AD.-----, CLEAR (MIN.) 6" DIA. PIPE 18"x18'xS" CONCRETE BA!;E-J CRUSHED STONE (MIN. liz C. Y.) Notes: 1. CONCRETE THRUST BLOCKS TO BE USED ONLY \'tHERE THEY CAN BEAR ON UNDISTURBED EARTH AS SHOWN. USE CLAMPS AND TIE RODS OR OTHER ACCEPTABLE METHOD Of JOINT RESTRAINT WHERE SOIL CONDITIONS PROHIBIT THE USE Of THRUST BLOCKS. 2. HYDRANT IN SIOEWALK AREAS TO BE LOCATED TO PROVIDE MINIMUM CLEAR SIDEWALK PASSAGE WIDTH OF 3 fEET AT HYDRANT. Hydrant Construction N.T.S. Source: VH8 COMPACTED GRAVEL (1)r MAX STONE SIZE) Note: ~---2" RADIUS (TYP.) BITUMINOUS CONC. PAVEMENT (TOP COURSE) COMPACTED GRAV1::L COMPACTED SUBGRADE ALL CURBING TO BE MACHINE EXTRUDED Bituminous Curb (BC) N.T.S. Sowce: VHB S/08 6/08 Table Of Dimensions BENDS B C 0 6" 111/4' a" IS" 12" 6" 221/2' 19" 8" 111/4' 20" a" 221/2' 22" 12" 111/4', 30" 12" 221/2' 35" Bends lL Plan Table Of Dimensions TE~S G H I Q"'>( Q ..... 6" ,~" ~." ~," 8"x 8"x 6" " " " B"x B-x 8" " " " Tees Plan E r BENDS 24" 12" 6" 45' 13" 6" 90' 12-8" 45' 17" 8" 90' IS" 12-45' 25-12" 90" UNDISTURBED SOIL J TEES 1S" 1:i!-" 12",. e- " 12"x 12"x 8" 24" 12"x 12"x 12 '-UNDISTURBED SOIL Notes: B C 0 E 8" 30" 12" 24" 30" 30" " 38" 40" 60-" E Seetion 1-1 " ..H. I J 12" " .. " ,,+" 10" " " " 24" " 36" " 36" Section 2-2 1. PROV1DE BLOCKS fOR TAPPING SLEEVES. DEAD ENDS. GATE VALVES. AND VERTICAL BENDS (SAME SIZE AS REQUIRED FOR TEES). PROVIDE 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 I. F 14" 27" 24" 36" 40" 52- Concrete Thrust Block 6/08 N.T.S. Source: VHB 4" CEMENT COtICRETE (6" IN AREAS), 6" VARIES LD-260 W.W. MESH (6x6xWt.4xW1.4) fLAT SHEETS -CENTER DEPTH CURB ------, I" CHAMFER --, r-TOOUED JOINT r-I'INI!SH GRADE 6" REVEAL , FINISH \ft:#~2s:~~~~~~gf.~ PAVEMENT ----. Notes: t . PROVIDE EXPANSION JOINTS AT MIN. 30 fT. O.C. WITH PRE- FORMED EXPANSION JOINT FILLER &: SEALER. 2. PROVIDE TOOLED CONTROL JOINTS AT 6' O.C. 3. PROVIDE BROOM FINISH IN DIRECTION PERPENDICULAR TO CURB. 4. CEMENT CONCRETE SHALL BE 4,000 PSI-TYPE II. Section EXPANSION , JOINT SEALANT ----r''-----, SIDEWALK y," PREfORMED EXPANSION JOINT-----1 Expansion Joint DetaD Monolithic Concrete Curb (MCC) & Sidewalk N.T.s. Sourc", 'lliB 6/08 R -*--/--., 6- o o o.~ 0 o 0 .. 0 0° a ~8 co • 0 o • 0 0 0 , o~ 00 6 6 n .. • 1\ ....t"\ 0 6_ .CP 0 ''''-0 O.'V 0 • o · • .. (10 .. EDGE Of PAVEMENT SEE NOTE 2. Notes: ~---R= *" //--CEMENTITIOUS ADHESIVE , TOP COURSE "'" DEPTH VARIES • 0 p. ~ 0 o!'O·o , • 0 " cPO o ~ • 0 g o 000· •• -,. a:;' 1\ COMPACTED GRAVEL COMPACTED SUBGRADE 1. ECC REFERS TO EXTRUDED CONCRETE CURB WHICH IS CAST -IN-PLACE IN THE FIELD. 2. WHEN ECC IS USED, CONTRACTOR IS TO DETERMINE THE EXTENDED LAYOUT DIMENSIONS Of THE BASE COURSE IN ORDER TO ACCOMODA TE PLACEMENT Of THE ECC. Extruded Concrete Curb (ECC) N.T.s. Source: VH8 ,-4Q[)(J PSI CEMENT CONCRETE (TYPE II) 6/08 CHAMFER Notes: 1. SIZE OF PAD TO BE AS INDICA TED ON PLANS. 2. CONSTRUCTION JOINTS SHALL BE SPACED NO MORE THAN 40 fEET 'ON CENTER AND SHALL BE EQUALLY SPACED OVER THE LENGTH AND WIDTH OF THE PAD. Loading Dock Pad N.T.S. Source: VHB 6/08 REV }(11.9 o so 60 Foet Restoration Plan N.T.S. Source: \IHB "' ... x73.3 xn.Q Limjt of Riverfron t Area Previously Developed Riverfront Area Limjt of Work jn Rjverfront Area Rjverfron t Restoration Other Restoration Temporarily Altered Areas 5/2010 Vanasse Hangen Brustlin, Inc, Transportation Land Development Environmental Services One Federal Slreet, Building I03-3N Springfield, Massachusetts 0 II 05 413.747.7113 • FAX 413.747.0916 1 ~UNICIPAl COMMENTS No, Re\ll'sloo S/5/10 JoE Dote ro"""· Oesi9f1ed by JEC IDr4wn by JEC _l'h«ked by JJF CAD checked by Approved by JJF S,,,,. N.T.S. Oot. February 24, 2010 Pro;oct nth: 2010 Park Improvements Six Flags New England 1623 Main Street Agawam, Massachusetts N6tiee 6fIntent Not Approved for Construction Site Details D-2 Sheet Qf 7 9 Project NuMb8f' 11081.00 ~P:~\~ll~M~l~.O~O~\C~A~D~\~W~\~p~Lm~~~D~NO~1~p~L~m~~~T\~1~1 0~8~1~D~T~NO~I .......................................................................................................................................................................................................................................................... 111111111111111 mUNCA TED DOMES AT WALKWAY TO ROADWAY RAMP LIP MAX. NOTE 9. AREA Of COlORED SURFACE 000 t2.3S-tO 0 0 1"YP 000 .1 ( 'J 0.2" 1-0.9'-11 I I 1.,.' ",,' TRUNCATED DOMIlS TRUNCATED DOMES (Plan View) (Profile) • DIMENSIONS ARE CENTER TO CENTER Notes: 1. THE MAXIMUM ALLOWABLE SIDEWALK AND CURB RAMP CROSS SLOPES SHALL BE 1.5 (1% MII'I.). 2. THE MAXIMUM ALLOWABLE SLOPE OF ACCESSIBLE ROUTE EXCLUDING CURB RAMPS SHALL BE 5%. 3. THE MAXIMUM ALLOWABLE SLOPE OF ACCESSIBLE ROUTE CURB RAMPS SHAlL BE 7.5%. 4. A MINIMUM OF 3 FEET CLEAR SHALL BE MAINTAINED AT ANY PERMAINENT OBSTACLE IN ACCESSIBLE ROUTE (I.E .. HYDRANTS, UTILITY POLES, TREE WELLS, SIGNS, ETC.) •. 5. CURB TREATMENT VARIES, SEE PLANS FOR CURB TYPE. 6. RAMP, CURB. AND ADJACENT PAVEMENTS SHALL BE GRADED TO PREVENT PONDING. 7. SEE TYPICAL SIDEWALK SECTION FOR RAMP CONSTRUCTION. S. WHERE ACCESSIBLE ROUTES ARE LESS THAN 5' IN WIDTH (EXCLUDING CURBING) A 5' x 5' PASSING AlREA SHAlL BE PROVIDED AT INTERVALS NOT TO EXCEED 20D FEET. 9. EUMINATE CURBING AT RAMP (OTHER THAN VERTICAl CURBING, \\HICH SHALL BE SET FLUSH) WHERE IT ABUTS ROADWAY. . 10. DETECTABLE WARNINGS SHALL CONTRAST VISUALLY WITH ADJOINING SURFACES. 11. DETECTABLE WARNINGS SHALL BE INSTALLED PERPENDICULAIR TO ACCESSIBLE ROUTE. Accessible Curb Ramp (ACR) Type 'A-S' N.T.S. Source: VHB " ;... .--.--""". ....--CAP STEEL PIPE POST .--...... _/ IT ,./....--TYPICAL SIGN ~ 2J2" DIA. STEEL POST (PAINT COLOR SELECTED BY ARCHITECT) ~LANDSCAPEO AREA --16' OR 12' O1A. CONCRETE SUPPORT ... ~ <'. . ~!:'i~:":' ,:. :';'.~:~ * THIS DIMENSION SHALL BE A MINIMUM OF 5' AND A MAXIMUM OF S' FOR ACCESSIBLE SlGNAGE IN THE COMMONWEAlTH OF IAASSACHUSETTS. Sign Post -Type 'A' N.T.S. Source: VliB 8/09 6/08 ACCESS AISLE 4" BLUE LINES 24" ON CENTER SEE DETAIL BLUE SKID- RESlSTANT PAINT SPACES Detail 3" WIDTH WHITE ACCESSIBLE PARKING Notes: 1. AlL DIMENSIONS TO EDGES OF' 4" PAVEMENT STRIPING. Z. AlLL STRIPING SHALL BE 4" WIDE SOLID WHITE PAVIEMENT MARKINGS UNLESS OTHERWISE NOTED. 3. 8' STALL WIDTH REFERS TO 8' CLEAR BlETWEEN INSIDE EDGES OF PAVEMENT MARKINGS. 4. ALL SLOPES THROUGHOUT THE ACCESSIBLE PARKING AND AISLE AREAS SHALL NOT EXCEED 1.5%. Accessible Parking Space 11 /09 N.T's. • U) 1 "' • «> Bollard N.T.S. '. " ,,";' ; .~ Source: \IH8 .,--ROUNDED CONCRETE CAP .r--CONCRETE FILL 6" Olio.. STEEL PIPE FILLED WITH CONCRETE. COLOR SELECTED BY OWNER/ARCHITECT PAINT PRIME AND FINISH COATS TO BE COMPATIBLE WITH EXTERIOR METAL SURFACES. ,r--FlNISHED GRADE SURFACE TREATMENT VARIES ~-24' DIA. CONCRETE ENCASEMENT .r--COMPACTED GRAVIEL '---COMPACTED SUBGRADE Soun:::e: \tie 6/OB • 0 I h • 0 I '" • 0 I h WHITE PAINT 17" 0' 17 , N .1 WHITE PAINT 2'-0" :r-o' LENGTH AS REqUIRED l' 2' (TYP.) iTYP'1 o1JJ [E ~ '0 1 Do Notes: 4'--l~LANE I , PAVEMENT MARKINGS TO BE INSTALLED FOR ON SInE WORK IN LOCAllONS SHOWN. 2'-0' 4" WHITE PAINT Painted Pavement Markings -On Site 6/08 N.T.S. L S300 FlNE Source: VHB REFLECTORIZED (ENG . GRADE) WHITE TEXT AND SYMBOL ON BLUE BACKGROUND (TYP,) WHEN REQUIRED ALUMINUM SIGN (TYP.) D.P.W BREAKAWAY POST PERMANENTLY /lr~sTALLED INTO FINISHED GROUND ~ N.T.S. ~ HANDICAPPED PARKING SPEQAll'UlE REWIRfI) utWITHC!!IZED \£HK:t.ES MAY BE REIIOIfll AT OWNER'S EXPENSE t!QlE; MAXIMUM MOUNTING DISTANCE FROM HEAD OF STALL IS 10' PI EASE SEE' MGL C.40§21-22A, AAB 521 CMR 23.00, AGAWAM CODE §169-28 t¥tG. NO.: 1 TO~ OF' AGAWAW CONSTRUcnON STANOAROS ACCESSIBLE PARKING SIGN A-.1 1l!.' BITUMINOUS TOP COURSE -<:-2J2" BITUMINOVS BINDER COURSE lZ' COMPACTED GRAVEL SUBGRADE Heavy DUty Flexible Pavement :':::::::. ::::::; ::.::.:: .. ,::.", :.:~ ... ".. . ... " ......... ," -. "." ....... '." 1~' BITUMINOUS TOP COURSE 1~" BITUMINOUS BINDER COUR~ 12" COMPACTED GRAVEL COMPACTED SUBGRAOE Standard Duty Flexible Pavement Note: PAVEMENT SECTIONS ARE SUBJECT TO CHANGE AND WILL BE BASED ON THE RESULTS OF FURTHER GEOTECHNICAL INVESllGA TIONS. Bituminous Concrete Pavement Sections N.T.S. Source: VH8 6/08 Vanasse Hangen Brustlin, Inc. Transportation Land Development Environmental Services One Federal Street, Building l03·3N Springfield, Massachusetts OliOS 413.747.7113· FAX 413.747.0916 1 MUNICIPAL COMMENlS 3/31/10 JJ' No . Re-vision Dot6 1""'''''' Designetf by J£C IDrawn by JEC I Checked by JJF CAD checked by ApprQyed by JJF ".,, N.T's. Dot. February 24. 2010 Pro~ct ntle 2010 Park Improvements Six Flags New England 1623 Main Street Agawam, Massachusetts Issued lor Notice (}fIntent Not Approved for Construction Orowlng Title Site Details ----------Dro'IWil'lg Number D-3 Shl!et of 8 9 Project Number 11081.00 " o '" ~P:~\~ll~M~l~.O~O\~C~A~D\~L~D\~P~LA:N~S~~~\:NO~I~P~LA:N~S~ET~\~11~08~1~D~T~-:N~~ ____________________________________________________________________________________________________________________________________________ -----------------------------------------------------------------------------------------------111111111111111 THE INSTALLED CHAMBER SYSTEM SHALL PROVIDE THE LOAD FACTORS SPECIFIED IN THE MSHTO i.RFD BRIDGE DESIGN SPECIFICATIONS SECTION 12.12 FOR EARTH AND LIVE LOADS. WITH CONSIDERATION FOF!--. r--CI{~M8'ERS S~LL MEET ASTM F 2418-05 'STANDARD SPECIFICATION FOR POL VPROPVLENE (PP) CORRUGATED WALL STORMWATER COU-ECTION C~MBERS·. GRADED SOIL/AGGREGATE MlxnJRES. IMPACT AND MOL TIPLE VEHICLE PRESENCES_ 5C-740 CH.OIMBI:R-~ <35% FINES. COMPACT IN 611'1 LIFTS TO 95% PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS . %·2INCH CLEAN. CRUSHED, ANGULAR STONE ADS 601 GEOTEXTILE OR EQUAL 6" DESIGN ENGINEER IS RESPONSIBLE FOR ENSURING THE REQUIRED BEARING CAPACITY OF SUBGRADE SOILS" '-----f;1'---.l--1-12·' MIN. TYP. MIN. , THIS CROSS SECTION DETAILS THE REQUIREMENTS NECESSARY TO SATISFY THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BR:1[j~J; nS::~IGt\I QPE:ClI=ICATIONS S~CTION 12.12 FOR EARTH AND LIVE LOADS USING STORMTECH CHAMBERS .UK" rORMTECH INFORMATION CALL 1-868-892-2694 'SEE STORMTECH DESIGN MANlJAL @ \J.]7 SC-740 TYPICAL CROSS SECTION MANHOLE WITH _.-'" OVERFLOW WEIR ECCENTRIC HEADER PLACE MINIMUM 12.5' OF MSHTO M288 CLASS 1 WOVEN GEOTEXTILE OVER BEDDING STONE FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS STORMTECH ISOLATOR ROW ..... _-m.4 .......... _=!:==l \.-STORliITEC:HC~MeERS STORMTECH PREFABRICATED ENDCAPS---FOR STORMlECH INFORMATION CALL 1·888-002-2694 STORMTECH ISOLATORTM ROW MANIFOLD DETAIL ISOLATOR RO'l1/-.... 24' HOPE PIPE'--... ,'MANHOle P~CE MINIMUM 12.5' OF MSHTO M28a CLASS 1 WCVEN GE01EXTlLE OVER BEDDING STONE FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS STORMTECH CHAoMBE;RS_. ,-WIX1MIJMFINISHEO GRACE ELEV. r M.~IMIJMFINISHED GRADE ElEV' STORMTEai CH.tJM8E1~-" BOTTOM OF CHAMBER , BOTTOM OF FOUNDATION SEC1lONILA FORSTORMTECH INFORJAATlON CALL 1-88H92-2694 WEIR PLATE \..1&" MANIF'OlDPIPE @ \[9l STORMTECH ELEVATIONS ENDeA? OR MANHOLE SUMP h~D·n.I @ '\g7 Jr~SPIECTION PORT DESIGN ENGINEER AASHTO M288 CLASS 1 WOVEN GEOTEXTILE OR EQUAL, BETWEEN FOUNDATION STONE AND CHAMBERS QO-740--G'-O' WIDe OTRIf" SC-31()-4' WIDE STRIP COVER ENTIRE ROW WITH r-AAi~HTO M2SB CLASS 2 NON·WOVEN GEOTEXTILE OR EQUAL SC·74O-8' WIDE STRIP SC-310-5" WIDE STRIP -',T",OUT",'U ENDCAP FOR STORMTECH INFORMATION CALL 1_99:0_8~ !lSO-t STORMTECH ISOLATORTM ROW DETAIL ACCEPTABLE FILL MATERIALS STORMTECH SC-740 CHAMBER SYSTEMS NOTES: 1. ALL DESIGN SPECIFICATIONS FOR STORMTECH CHAMBERS SHALL BE IN ACCORDANCE WITH THE STORMTECH DESIGN MANUAL. 2. THE INSTALLATION OF STORMTECH CHAMBERS SHALL BE IN ACCORDANCE WITH THE LATEST STORMTECH INSTALLATION INSTRUCTIONS. 3. THE CONTRACTOR IS ADVISED TO REVIEW AND UNDERSTAND THE INSTALLATION INSTRUCTIONS PRIOR TO BEGINNING SYSTEM INSTALLATION. CALL 1-888-892·2694 OR VISIT WWW,STORMTECH,COM TO RECEIVE A COpy OF THE LATEST STORMTECH INSTALLATION INSTRUCTIONS. 4. CHAMBERS SHALL MEET THE DESIGN REQUIREMENTS AND LOAD FACTORS SPECIFIED IN SECTION 12.12 OF THE LATEST EDITION OF TI-lJ;: AASHTO LRI=D BRIDGE> D!;SIGN SPE>CIFICATIONS. MATERIAL LOCATION DESCRIPTION MSHTO M43 MSHTO Ml45 COMPACTION/DENSITY FILlltAATERIAL FROM 1S" TO GRADE ABOVE CHAMBERS © FilL MATERIAL FOR 6" TO 18" ELEVATION ABOVE ~M8ERS (24' FOR UNPAVED INSTALLATIONS) Atff SOIUROCK MATERIALS, NATIVE SOILS OR PER ENGINEER'S PLANS. CHECK PLANS FORPAVEMEiIIT SUBGRADE REQUIREMENTS. GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FlNES. @EMBEDMENTSTONE SURROUNDING CLEAN ANGULAR STONE WITH THe AND TO A S' ELEVATION ABOVE MAJORITY OF PARTICLES BETWEEN C~MBERS % -2 INCH ® FOUNDATION STONE BELOW , CHAMBERS CLEAN ANGULAR STONE WITH THE MAJORITY OF PARTICLES BETWEEN %·2 INCH DESIGNATION DESIGNATION REQUIREMEiIIT N/A N/A PREPARE PER ENGINEER'S PLANS. PAVED INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION REQUIREMENTS. 3, 357, 4, 467, 5, SS, 57. 6, fff, 68. 1, 78. 8,89,9,10 3,357,4,487.5, 56, 57 3, 357.4, 467, 5,SS, 57 .1.-1 .1.-2 A-3 N/A ' N/A COMPACT IN 6" LIFTS TO A MINIMUM 95% STANDARD PROCTOR DENSITY. ROLLER GROSS VEHICLE WEIGHT NOT TO EXCEED 12,000 LBS. DYNAMIC FORCE NOT TO EXCEeD 20,000 LBS. NO COMPACTION REQUIRED PLATE COMPACT OR ROLL TO ACHIEVE A 95% STANDARD PROCTOR DENSITY PLEASE NOTE: THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST AlSO BE ClEAN CRUSHED ANGULAR. FOR EXAMPle, THE STONE MUST BE SPECIFIED AS CLEAN, CRUSHED, ANGULAR NO.4 STONE. lID \g7 STORMTECH ACCEPTABLE FILL MATERIALS A--, I ECCENTRIC MANIFOlD SECTIONA".A PAVEMENT ----" FLOOR BOX FRAME AND LID W/S.S. CAP SCREW LID CLOSURE INSPECTION PORT WITH SCREW·IN CAP vLl"~" ·C" CONCRETE A,-..J STORMTECH SINGLE TEE MANUFACTURED BY ADS STORMTECH DOUBLE MANIFOLD MANUFACTURED BY ADS A_..J AA1~Hl'O M288 CLASS 2 NOIN-VliO\IEN GEOTEXTILE STUB SIZE @ '!§J FOR INFORMATION BALL 1.888-892-2694 STORMTECH TRIPLE MANIFOLD MANUFACTURED BY ADS A-..., A CONCENTRIC MANIFOLD SECTIDNA.!< STANDARD MANIFOLD SECTION A.!< MANIFOLDS ARE DESIGNED TO BE COUPLED TO STORMTECH PREFABRICATED END CAPS. WHEN USING STANDARD END CAPS, CORRUGATED PIPE UP TO 18 INCHES CAN BE INSERTED DIRECn Y INTO THE END CAP. FOR 24" INLET PIPES. A CORRUGATED TO SMOOTH PIPE ADAPTER IS REQUIRED. ADS MANIFOLD DETAILS 4"PVCRISER SC-740 CHJ\M8:ER-./ AASHTO M288 CLASS 2 NON-WOVEN GEOTEXTILE ----' INSPECTION PORT TO BE ATTACHED THROUGH KNOCK·OUT LOCATED AT CENTER OF CHAMBER FOR STORMTECH INFORMATION CALL 1·888·892-2694 lID \[9l STORMTECH INSPECTION PORT DETAIL Vanasse Hangen Brustlin, Inc. Transportation Land Development Environmental Services One Federal Street, Building 103·3N Springfield, Massachusetts 01105 413.747.7113 ,FAX 413.747.011\6 - No. Ro,,;sion Ol;Jte "ppw, Designed b)l.lEe IDrown by JEC I CI>.d<.d by JJF CAD checked by Appro .. ed by JJF Scol. N.T.S_ Oot. Febrwny 24, 2010 Pro~t lI.Ue 2010 Park Improvements Six Flags New England 1623 Main Street Agawam, Massachusetts lseutd tor Notice of Intent Not Approved for Construction Or<lwing Title StonnTech Details Orowlng Num~r D-4 Sh .. t of \I 9 Project Number .. 11081.00 11081-DT-NDI.DWG