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8246_SITE PLAN - SIX FLAGS N. ENGLAND - WATER PARK EXPANSION SCt Pon - N , Fn Town of Agawam 36 Main Street Agawam, Massachusetts 01001-1837 A Tel. 413-786-0400 . Fax 413-786-9927 r. April 4, 2003 Ron Sevart Vice President and General Manager Six Flags New England 1623 Main Street Agawam, MA 01001-9300 Dear Mr. Sevart: At its duly called meeting held on April 3, 2003,the Agawam Planning Board voted to not require a Site Plan submission for the addition of a new snack concession in the Water Park Expansion. The Board does not feel that the addition of the snack bar is a significant change to the plan approved on January 30, 2003. If you have any questions,please contact the Planning Office at 786-0400, extension 283. Sincerely, ajL\1_1Cn VS Dennis B. Hopkins, Chairman Agawam Planning Board cc: Clerk t Building j File i. Town of Agawam 't 36 ?Main Street Agawam, Massachusetts 0.1001-1837 Tel. 41.3-786-0400 Fax 413-786-9927 PLANNING BOARD w January 31, 2003 Ron Sevart Vice President and General Manager Six Flags New England 1623 Main Street Agawam, MA 01001-9300 Dear Mr. Sevart: At its duly called meeting held on January 30, 2003, the Agawam Planning Board voted to approve the Site Plan for the Waterpark Expansion as depicted in the following plans: "Six Flags New England - Waterpark Expansion; Prepared for: Six Flags New England, 1623 Main Street, Agawam, MA" dated January 8, 2003 and prepared by Aquatic Development Group,Inc. "Six Flags New England-Gravity Sewer Relocation; Prepared for: Six Flags New England, 1623 Main Street, Agawam, MA", dated January 8, 2003, revised January 29, 2003 and prepared by Vanasse Hangen Brustlin, Inc. with the condition that the Engineering comments contained in the Engineering Department memo dated January 30, 2003 and attached be addressed. Please submit three (3) complete sets of the revised plans to the Planning Board for its signatures. If you have any questions,please contact the Planning Office at 786-0400, extension 283. Sincerely, Y Dennis B. Hopkins, Chairman Agawam Planning Board cc: Clerk, Engineering, Building, VHB, File . TOWN OF AGAWAM MEMORANDUM To: Planning Board CC: File, Jack Stone From: Engineering Date: January 30, 2003 Subject: SP-306 - Six Flags New England Water Park Expansion We have reviewed the site plan entitled"Six Flags New England- Waterpark Expansion; Prepared for: Six Flags New England 1623 Main Street,Agawam,MA; Date: 01-08-03; Scale 1"=40'.", and the site plan entitled"Six Flags New England- Gravity Sewer Relocation; Prepared for: Six Flags New England 1623 Main Street, Agawam, MA; Date: 01-08-03; Scale 1"=40'.", and we have the following comments: 1. It is recommended that the applicant submit plans for the proposed Waterpark Expansion that are stamped by both structural and foundation engineers. 2. We recommend including sedimentation/erosion control barriers details and their proposed location on the Waterpark Expansion plan. . 3. For only the Gravity Sewer Relocation plan the following note should be added: "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." The following notes should be added to both plans: 4. "Prior to commencing,work activities, sedimentation/erosion control barriers shall be installed, maintained and shall not be removed until all work is complete'and vegetation is established." "Prior to the installation of any sewer, water or drainage lines, the contractor/owner shall contact the Town of Agawam'.s Engineering Division, 786-0400 x 275/8. No piping/appurtenances will be installed or backfilled without the permission of the division." 5. We have received a storm drain permit.application within the last few days but have not completed our drainage review. 6. Any approval must be subject to the outstanding review items. If you have any questions, please contact our division. Sincerely, Sincerely, Jack Stolle Adam S. Chase, E.I.T. Superintendent DPW Civil Engineer I sAspl306155.wpd TOWN AGAWAM MEMORANDUM To: Planning Board CC: File, Jack Stone From: Engineering Date: January 30, 2003 Subject: SP-306 - Six Flags New England Water Park Expansion We have reviewed the site plan entitled"Six Flags New England- Waterpark Expansion; Prepared for: Six Flags New England 1623 Main Street, Agawam, MA; Date: 01-08-03; Scale 1"=40'.", and the site plan entitled"Six Flags New England- Gravity Sewer Relocation; Prepared for: Six Flags New England 1623 Main Street, Agawam, MA; Date: 01-08-03; Scale 1"=40'.", and we have the following comments: 1. It is recommended that the applicant submit plans for the proposed Waterpark Expansion that are stamped by both structural and foundation engineers. 2. We recommend including sedimentation/erosion control barriers details and their proposed location on the Waterpark Expansion plan. 3. For only the Gravity Sewer Relocation plan the following note should be added: "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." The following notes should be added to both plans: 4. "Prior to commencing work activities, sedimentation/erosion control barriers shall be installed, maintained and shall not be removed until all work is complete and vegetation is established." "Prior to the installation of any sewer, water or drainage lines,the contractor/owner shall contact the Town of Agawam's Engineering Division, 786-0400 x 275/8. No piping/appurtenances will be installed or backfilled without the permission of the division." 5. We have received a storm drain permit application within the last few days but have not completed our drainage review. 6. Any approval must be subject to the outstanding review items. If you have any questions,please contact our division. Sincerely, Sincerely, Jack Stone Adam S. Chase, E.I.T. Superintendent DPW Civil Engineer I s:%sp\306\55.wpd TowN CIF AGAWAM MEMORANDUM To: Planning Board; John Furman, VHB CC: File; fohn Stone, DPW Supt. From: Engineering Date: February 20, 2003 Subject: SP-306 - Six Flags New England Water Park Expansion We have completed our drainage review of the site plan entitled"Six Flags New England-Waterpark Expansion; Prepared for: Six Flags New England 1623 Main Street, Agawam, MA; Date: 01-08-03; Scale 1"=40'.", and the Stormwater Management Report of the 2003 Water Park Expansion Project prepared by Vanasse Hangen Brustlin,Inc_, and we approve the storm drainage permit application. Lf you have any questions,please contact our division. Sincerely, Sincerely, amen T. Daley, P.E. Adam S. Chase,E,I.T. Town Engineer Civil Engineer I sAsp1306t56.wpd MEMO TO: Engineering Department FROM: Planning Board DATE: January 29, 2003 SUBJECT: Revised Plans - Water Park Expansion- Six Flags N.E. Please review and comment on the attached revised site plan for Six Flags New England's water park expansion prior to the Board's January 301h meeting. Thank you. Transportation Land Development Environmental • Services • • imagination mnoratton energy Creating results for our clients and benefits for our communities January 29,2003ygSe HL�Ye2 ,Stln Inc. Ref: 08398.00 Deborah Dachos Director,Planning and Community Development Town of Agawam 36 Main Street Agawam,MA 01001 _4s Re: Water Park Expansion Six Flags New England `' �t:a e ti Dear Ms.Dachos: Vanasse Hangen Brustlin,Inc. (VHB)submits for your review the following information pertaining to the previous Planning Board Application for the above referenced project: - Attendance Summary Letter from Six Flags New England - Parking Summary letter from Six Flags New England - Attraction Height Letter from Six Flags New England - Hydraulic Analysis for gravity sewer extension. - Updated Plan set C-1 through C-8,dated January 29,2003,prepared by V1 B - Additional Drainage Calculations for the 2 and 100 year storm events - A completed Town of Agawam Storm Drainage Permit - Traffic Impact Statement - Correspondence and reduced scale plan to the Agawam Fire Inspector regarding comment letter dated 01-15-03 - 2-sets Reduced scale color perspective of water park expansion from Aquatic Development Group - 2-sets additional elevation and detail plans from Aquatic Development Group, Plans 02.REF.01,02.REF.02 and 02.A.01. The following comments we obtained as part of our initial Planning Board Meeting on January 16,2003 and in subsequent conversations with the Agawam Fire Inspector and Agawam Engineering Staff. Planning Board Comment Letter,dated 01-15-03 Provisions for Traffic Flow:An Application of Access State Highway has been prepared for submittal to MassHighway in support of this driveway relocation.Upon approval of the 505 East Columbus Avenue Springfield, Massachusetts 01105-2556 413.747.7113 . FAX 413.747.0916 \\%08398\docs\lelvers\PBResubmittat01-29-03.doc email: info@vhb.com www.vhb.com Deborah Dachos Project No.: 08398.00 January 29, 2003 Page 2 project by the Planning Board,the application will be submitted to MHD.A copy of the permit,once issued from MHD,will be provided to the Town of Agawam for your records. Pam:The Parking Summary Letter documents the operational changes that Six Flags New England is proposing to effect no net change in guest parking on the east side parking lot.The letter is currently unsigned,but a signed copy of this letter will be delivered to the Ptartning Board the right of the meeting. Drainage:VHB has received verbal comments from the engineering department that the design calculations for a 2 and 100-year storm event are required.These calculations are usually required only as part of a filing in accordance with the Wetlands Protection Act. This project is located outside of any resource areas falling under the jurisdiction of the Wetlands Protection Act and,though not required,the requested drainage calculations have been provided. Engineering has requested the completion of a Storm Drainage Permit Application,which is included in this Resubmittal. Public Utilities:Engineering has provided the following verbal comments: a) Gravity sewer main size:ensure that the 8-inch diameter main is of sufficient size for future planned development. A Hydraulic Spreadsheet for the proposed gravity sewer extension is included in the submittal.The calculated full-pipe flow exceeds what is expected from the full project build-out,indicating the pipe size to be adequate. b) Proposed pipe appears to be lying on top of existing ground. A small portion of the proposed sewer main,from station 9+00 to 10+01,will be installed or►the existing ground after stripping of vegetation. It is for this reason, and to maintain minimum 4-foot cover over the proposed pipe,that a landscape mound is incorporated into the project.In addition,small sections of concrete will be poured into the trench to help anchor the proposed piping in three locations. Landscape/Screening and Buffers:A landscape plan has been included in the re-submittal. The mound will be planted with a spreading type plant to help stabilize the mound and provide a visual break.The pavement that will be removed as part of the exit relocation will be loaned and seeded.The existing landscape and planter at the existing-Exit"sign is proposed to remain. Sign Location:No additional signage,with the exception of Stop Signs, as proposed as part of this project. \08398\doesVetteY9YB Resubmittal 01-29-03.doc Deborah Dachos Project No.: 08398.00 January 29, 2003 Page 3 Exterior Lighting: The current exit location does not have lighting,and installation of lighting for the new location is not proposed.Details for the lighting within the Water park expansion have not been finalized,but will be consistent with the type and nature of that in the existing Water Park.All lights will be shielded to prevent spillover of lighting onto adjacent properties. Rendering or Elevations:Reduced scale colored copies of the elevations and renderings presented at the 01-13-03 Planning Board meeting are included for your use and review from Aquatic Development Group. Fire Department Is ues:Attached are two letters to the Fire Inspector,Michael Mercadante. The first,from VHB,addressed comment no. 1 regarding the fire hydrants on the east side of the project.We have discussed temporary provisions for providing water to the hydrants with Mr.Mereadante,and have developed a solution,which includes filling the dry water line with water,(approximately 8000 gallons)in addition to providing a water source of about 10,000 to one of the hydrants.This solution would allow the fire department to immediately begin fire-fighting capabilities while additional measures were set-up. Additionally,we note again that Six Flags New England is currently in the process of designing parking area improvements for the property located on the west side of Main Street,which includes the extension of the water main to Main Street. The second letter from Aquatic Development Group addresses the remaining comments included in the Fire Inspector Mercadante's correspondence. Planning Board Meeting Comments The following comments were received at the 01-13-03 Planning Board Meeting. Structure Height Letter: A letter addressing this issue will be presented to the Planning Board at the next meeting.The letter could not be formalized prior to the meeting due to other commitments that brought the Park's Vice-President out of the area. Attendance Letter: A draft letter addressing the reasoning for the Water Park Expansion and its expected impact on attendance is included in this Resubmittal.A signed copy of this letter will be provided by Six Flags New England at the next Planning Board meeting- Parking Area Identification:A new plan has been added to the plan set which identifies the location of all guest-parking facilities and provides an identification letter for ease of reference. r \09398\dm\1etteIsFB AesubmitW DI-29-03.doc Deborah Dachas Project No.: 08398.00 January 29, 2003 Page 4 Engineering Department Review VHB has been coordinating directly with the Agawam Engineering Department to obtain review comments for the project.To date,we have been requested to supply the additional drainage calculations,the hydraulic analysis for the gravity sewer main and make small adjustments to the main alignment and profile,which have been accomplished. With respect to the Water Park Expansion,the submitted plans have been reviewed and no comments were provided. The Town Engineer had requested clarification of the impact to traffic resulting from this project.Specifically, the comment requested an analysis of the impact to the roadway network resulting from a shift of parking from the east side to the west side of Main Street. Conversations with the Town Engineer provided clarification that this project would not result in a transfer of all parking to the west side of Main Street,and that guest parking would be maintained on the east side. Finally,a traffic impact statement has been prepared which summarizes traffic operations at the park during the 2001/2002 seasons and provides a comparison for the expected traffic impact resulting from this expansion project. We trust this information will be sufficient for your use.Please do not hesitate to call should you have questions or need additional information. Very truly yours, VANASSE HANGEN BRUSTUN,INC. )ohn 1.Furman,P.E. Project Manager Cc: Ron Sevart,SFNE Chuck Davis,SFNE Jim Dunn,Aquatic Development Group s \o8398\docs\]etterFFB Resubrnitiaf 01-29-03.doc January 22, 2002 Debbie Dachos Director of Planning,Town of Agawam Main Street Agawam, MA 01001 Dear Ms.Dachas, Per your request from the Planning Board meeting on January 16'', 2003, I wanted to put in print our thoughts regarding the proposed WaterPark impact on parking at Six Flags New England. The proposed new WaterPark area will displace around 300 guest parking spaces. We propose to shift our employee parking from the current location in the east lot to property located next to Human Resources and utilize these approximately 300 spaces for guest parking. The net impact on Guest parking spaces is zero. It is important to note that at no point in 2001 or 2002 did we run out of available parking for guests in our western lots, even on our busiest days. Even without the trade-off of 300 Guest spaces for Employee spaces we feel comfortable that we could accommodate these cars in the western lot. Within the next few weeks Six Flags will begin the process to get approval for the full build-out of the western parking lots complete with paving, activation of the hydrants through a tie-in to city water, improvement of the access roadway and bridge, improvement of emergency access and new tram stops. The approval of this project will substantially improve the ability of Six Flags to manage guest parking for the future. I appreciate your consideration and support of Six Flags New England. As always we are committed to do our best to make Agawam a prosperous and happy community. Sincerely, Ron Sevart Vice President &General Manager Six Flags New England so- Ix I!New!EnglandP.O.Box 307 1623 Main Street January 22, 2002 Agawam,MA 01001-0307 413-786-9300 Fax: 413-789-2953 Debbie Daehos Director of Planning, Town of Agawam Main Street Agawam, MA 01001 Dear Ms. Dachos, Per your request from the Planning Board meeting on January 1 e, 2003, I wanted to put in print our thoughts regarding the potential impact from the proposed 2003 WaterPark expansion for Six Flags New England_ In 2001, Tian Black and VHB communicated to the Planning Board that the impact from the introduction of Batman— The Dark Knight roller coaster would help us maintain our current attendance level rather than generate additional attendance. The reality of the impact from the coaster on 2002 attendance is that we actually saw our attendance decrease by around 3%. The proposed WaterPark isn't as marketable an attraction as a roller coaster and we expect the impact on attendance to be minimal at best. Again, our goal is to continue to maintain our current attendance, although we're comfortable that we could handle attendance growth over 2001 and 2002 without any noticeable impact on the Town of Agawam. I appreciate your consideration and support of Six Flags New England. As always we are committed to do our best to make Agawam a prosperous and happy community. Sincerely, Ron Sevart Vice President& General Manager Six Flags New England Six Fla P.O. Box 3tf7 New England 1623 Main Street Agawam,MA 0 1 001-0307 January 22, 2002 413-796-93M Fax:413-789-2953 Debbie Dachous Director of Planning, Town of Agawam Main Street Agawam, MA 01001 Dear Ms. Dachous, Per your request from the Planning Board meeting on February 16t", 2003, 1 wanted to put in print our thoughts regarding the proposed waterpark impact on parking at Six Flags New England. The proposed new waterpark area will displace around 300 guest parking spaces. We propose to shift our employee parking from the current location in the east lot to property located next to Human Resources and utilize these approximately 300 spaces for guest parking. The net impact on Guest parking spaces is zero. It is important to dote that at no point in 2001 or 2002 aid we run out of available parking for guests in our western lots, even on our busiest days. Even without the trade-off of 300 Guest spaces for Employee spaces we feel comfortable that we could accommodate these cars in the western lot. Within the next few weeks Six Flags will begin the process to get approval for the full build-out of the western parking lots complete with paving, activation of the hydrants through a tie-in to city water,improvement of the access roadway and bridge, improvement of emergency access and new tram stops. The approval of this project will substantially improve the ability of Six Flags to manage guest parking for the future. I appreciate your consideration and support of Six Flags New England. As always we are committed to do our best to make Agawam a prosperous and happy community. Sincerely, Ron Sevart Vice President& General Manager Six Flags New England S ix Ala P.O.Box 307 New Fnglaad 1623 Main Stet January 22, 2002 Agawam,MA 01001-0307 413-786-9300 Fax:413-789-2953 Debbie Dachos Director of Planning, Town of Agawam Main Street Agawm MA 01001 Dear Ms. Dachos, Per your request from the Planning Board meeting on January 16a', 2003, I wanted to put in print the designed heights for the new attractions in the proposed waterpark expansion for 2003- We're adding a total of 4 new slide towers. The direction we gave to the manufacturer is that we wanted all attractions to be designed to be below 45 feet in height_ They have provided us with a total of 4 tower designs that are 17 feet,22 feet and 2 towers at 45 feet in height. I appreciate your consideration and support of Six Flags New England. As always we are committed to do our best to make Agawam a prosperous and happy community. Sincerely, Ron Sevart Vice President & General Manager Six Flags New England January 22, 2002 Debbie Dachos Director of Planning, Town of Agawam Main Street Agawam, MA 01001 �` �3 Dear Ms. Dachos, i i k Per your request from the Planning Board meeting on January 16"', 2003, I wanted to put in print our thoughts regarding the potential impact from the proposed 2003 WaterPark expansion for Six Flags New England. In 2001,Tim Black and VHB communicated to the Planning Board that the impact from the introduction of Batman—The Dark Knight roller coaster would help us maintain our current attendance level rather than generate additional attendance. The reality of the impact from the coaster on 2002 attendance is that we actually saw our attendance decrease by around 3%. The proposed WaterPark isn't as marketable an attraction as a roller coaster and we expect the impact on attendance to be minimal at best. Again, our goal is to continue to maintain our current attendance, although we're comfortable that we could handle attendance growth over 2001 and 2002 without any noticeable impact on the Town of Agawam. I appreciate your consideration and support of Six Flags New England. As always we are committed to do our best to make Agawam a prosperous and happy community. Sincerely, Ron Sevart Vice President &General Manager Six Flags New England Transportation F i Land Development Environmental Services ` 4 101 Walnut Street Vanasse Hanger Rr� s�tlin, Inc.. °{ y Post Office Box 9151 Watertown Massachusetts 02471 617 9241770 Memorandum To: Town of Agawam Date: January 21,2003 Project No.: From: Robert L.Nagi,P.E.,P.T.O.E. Re: Six Flags Island Kingdom Water Park Matthew J.Chase,P.E. Expansion Vanasse Hangen Brustlin(VHB)has prepared this memorandum to identify the potential impacts of the proposed expansion and improvements of the existing Island Kingdom Water Park at Six Flags located on Route 159(Main Street)in Agawam,Massachusetts.The expansion is located in an area south of the existing Island Kingdom Water Park,which is currently used as a parking area for patrons visiting the amusement park. Proposed Expansion Plans The expansion area is located in the southern end of the Park,in an area that is currently undeveloped but utilized for guest parking.The expansion will eliminate approximately 300 parking spaces and necessitate a slight change in traffic patterns within the remaining parking area.In order to compensate for these lost guest spaces,the management of Six Flags New England proposes to locate to an off-site location its current employee parking area.Employees will be directed to park on other Six Flags New England properties remote of the Park,and will be transferred to the employee entrance gate via Employee Shuttle.The relocation of employee parking will make available a parking area large enough to compensate for the 300 lost guest parking spaces. The planned Water Park Expansion is consistent with the intent of the Master Plan presented as part of a Notice of Project Change,prepared in February of 2000,which was submitted and approved by the Secretary of the Executive Office of Environmental Affairs.The expansion area is also consistent with the"Master Plan Expansion Area"as identified in that document. History Six Flags New England has made substantial improvements to its property on 1623 Main Street since the submission of the Master Plan document,including the construction of an amusement themed area known as"Rivertown"(Year 2000),a new children's amusement area known as"Tiny Timber Town"(Year 2001),and most recently,the construction of a new roller coaster and themed area known as"Batman"(2002). Six Flags'officials indicate that the park attendance experienced no noticeable increase from the 2001 season to the 2002 season even with the addition of a new major attraction;i.e.the Batman coaster. P:10B3981docs\repoUt water park memol rev.doc Date. January 20,2003 Am2 ` Project No.: 08398W MW 0 + While attendance in August of 2002 was up slightly over the previous August 2001,this was more likely the result of the excellent weather experienced in 2002 and the poor weather in 2001 than the opening of the new Batman area. Traffic volume observations conducted by VHB in August of 2001 and 2002 indicate that traffic volumes marginally increased along Route 159. The improvements of the existing Water Park at Six Flags is intended to expand the area available to guests already inside the park in an effort to improve their experience while visiting. Given that the theme park experienced no growth in attendance between 2001 and 2002,during the time when the major theme attraction was added,and considering that this water park expansion is being considered as a complimentary use to the existing park,VHB does not feel that this proposal will increase traffic in the area noticeably. Findings It appears that park attendance is more closely tied to the weather than the actual attractions provided on the site.It is also apparent that the Master Plan expansions at the park are behind the schedule identified in the original Notice of Project Change document,which provided a full build-out date of 2005.These improvements are currently being proposed by Six Flags New England in an effort to reduce attendance erosion,which has continued since the park's opening under the ownership as Six Flags New England in 2000.Attendance at the park experienced an approximate 3%reduction from 2001 to 2002. It is for these reasons,as well as the information provided to VHB by Six Flags New England,that VHB can state that it does not expect the expansion of this existing Water Park feature to dramatically increase traffic volumes.Six Flags will continue to monitor traffic in and around the park area in accordance with the municipal agreement executed between Six Flags New England and the Town of Agawam,and will report these findings to the Town in accordance with the schedule contained in that agreement. PM639ftocslrepoaslwater park memo?rov.doc Transportation Land Development c . Environmental • Services j inriaginatoon innovation energy Creating results for our clients and benefits for our communities January 29,2003 Vanasse Hangm—Brwdft Inc- .._ Ref: 08398.00 Michael Mercadante Fire Inspector Town of Agawam 800 Main Street Agawam,NIA 01001 Re: 2003 Water Park Expansion Six Flags new England Dear Inspector Mercadante: On behalf of our client,Six Flags New England,Vanasse Hangen Brustlin,Inc.(VHB)submits for your review the enclosed information pertaining to the above referenced project.This information is being submitted in response to your letter to the Agawam Planning Board dated 01/15/03. With respect to comment 1 on your letter,VHB submits the attached plan and calculations for providing a temporary supply of water to the dry water main on the east side of Main Street.We calculate that approximately 8,000 gallons of water will be required to fill the existing line,and have indicated the location of a water bladder that will hold an additional 10,000 gallons of water.The intent is to provide the fire department with an immediate short-term supply of water for fire-fighting purposes.Also,as we discussed,the park is currently in the design phase of traffic and parking improvement project for this area,which includes the permanent connection of the existing water main to the main in Main Street. With respect to the remaining comments in your correspondence,Aquatic Development Group has supplied correspondence indicating that they will all be addressed. We trust this information is sufficient for your use,and in issuing an updated letter to the Agawam Planning Department indicating your comments have been addressed.Please do not hesitate to call should you have questions or need additional information. Very truly yours, SSE NGEN BRUSTLIN,INC. ohn j.F in,P Project a ger Cc: Ron Sevart,SFNE Chuck Davis,SFNE Jim Dunn,Aquatic Development Group 505 East Columbus Avenue Springfield, Massachusetts 01105-2556 413.747.7113 a FAX 413.747 0916 \\\083%\,3ms\IeAers\Miehae1Mer_candmtL01-29-03.doe email: info(-Bvhb.com www.vhb.com t Six Flags New England Water Park Explansion ■ Existing West Side Parking Area Water Pipe Volume Water Pipe Diameter Length (LF) Area(SF) Volume(CF) Volume(Gal) 611 - 137.86 0.1963 27.06 202.44 81 r. 3000.98 0.3489 1047.04 7832.42 Total: 1074.10 8034.85 Hydrant Elevation 92.2 (highest) 11292003 1Vmspringlprojects10B398Lssheets}Exisling Water Line 01.20.03.)ds C � Mill�a Ell! Ilp 159 STREET ,R TE 139 1 It ti ` • S I I f • a 1 \ \ \ _ J■■ Al r • ! r! ,I (! y o e _ p ID " r „ r,1 _ L=1 ' 7aCD El F � i I I-► i t _ . e , 1 '1 " I 1 r , , I r s AQUATIC DEVELOPMENT . i GROUP, INC. Memorandum To: John Furman - VHB From: Jim Dunn, AIA Date: January 22, 2003 Re: Six Flags New England-Agawam Fire Department comment letter dated 1/15/03 Comments as follows: Item 1 - This comment will be resolved between VHB, the Park, and the Fire Department. Items 2 thru 7 - With respect to the waterpark expansion areas proposed, the criteria outlined in the January 15 correspondence witi be met. Aquatic Amusement Associates,Ltd. HydroTech Systems,Ltd. P.O.Box 648 Sale;/Service office: Recreation Development,Inc. Whitten Division One Aquatic Center Denver,CO Aquatic ConStruCtion,Ltd. WaveTek Division Cohoes,New York 12047 Vero Beach,FL Aquatic Builders,Ltd. Texion Division Phone 518-783-0038 Canadian affiliate: Recreation fvlanagement,LLC AFW of North America FAX 518-763.0474 Amusements Aquatfques,Canada.Inc. TOWN OF AGAWAM 4 . MEMORANDUM To: Planning Board CC: File,Jack Stone From: Engineering Date: January 30, 2003 Subject: SP-306- Six Flags New England Water Park Expansion We have reviewed the site plan entitled"Six Flags New England -Waterpark Expansion;Prepared for: Six Flags New England 1623 Main Street, Agawam,MA; Date: 01-08-03; Scale 1"=40'.", and the site plan entitled "Six Flags New England- Gravity Sewer Relocation; Prepared for: Six Flags New England 1623 Main Street,Agawam,MA; Date: 01-08-03; Scale 1 40'.", and we have the following comments: 1. It is recommended that the applicant submit plans for the proposed Waterpark Expansion that are stamped by both structural and foundation engineers. 2. We recommend including sedimentation/erosion control barriers details and their proposed location on the Waterpark Expansion plan. 3. For only the Gravity Sewer Relocation plan the following note should be added: "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." 4. The design of the Gravity Sewer Relocation plan is under the review of the DPW and hydraulic computations have not been submitted. The following notes should be added to both plans: 5. "Prior to commencing work activities, sedimentation/erosion control barriers shall be installed, maintained and shall not be removed until all work is complete and vegetation is established." "Prior to the installation of any sewer, water or drainage lines, the contractor/owner shall contact the Town of Agawam's Engineering Division, 786-0400 x 275I8. No piping/appurtenances will be installed or backfilled without the permission of the division." 6. We have received a storm drain permit application within the Aik.Oys but have-;a9t.completed R our drainage review. 3 7. Any approval must be subject to the outstanding review items.; If you have any questions,please contact our division. c. JAN 3 Q 2003 Sincerely, S ` rel , ames T. Daley, P.E. Adam S. Chase, E.I.T. Town Engineer Civil Engineer I sAspW05.wpd TOWN OF AGAWAM INTEROFFICE , Ma MEMORANDUM To: Planning Board M. File From: Engineering Date: January 16,2003 Subject: SP-306 - Six Flags New England Water Park Expansion Per your request of January 10, 2003,there was not sufficient time for a complete review of the proposed plans and drainage calculations. If you have any questions, please contact our division. Sincerely, Sincerely, 1AJames T. Daley,P.E. Adam S. Chase,E.I.T. Town Engineer Civil Engineer I sAsp\306\54.wpd , t !1• JAN 1 6 2003 w t 4 1� �Wi 4*7 AGAWAM OFFICE OF PLANNING & COMMUNITY DEVELOPMENT SITE PLAN REVIEW REVIEWER: D. Dachos DATE: January 15, 2002 DATE RECEIVED: January 14, 2003 DISTRIBUTION DATE: January 14, 2003 PLANNING BOARD MEETING DATE: January 16, 2003 APPLICANT INFORMATION 1. Name of Business: Six flags New England Address: 1623 Main Street, Agawam, MA 01001 2. Owner: Premier Parks and Stuart Amusement Co. Address: 1623 Main Street, Agawam, MA 01001 Telephone: (413) 786-9300, ext. 3202 fax: 3. Engineer: Robert J. Scarano, PE Address: 4 Cheshire Way, Loudonville, NY 12211 Telephone: (518) 783-0038 Fax: PLAN REVIEW Scale: V = 40' Date: January 8, 2003 Title Block (Street Address, Applicant's Name, Address, Scale, Name of Preparer of Plan): O.K. Description of Project: Proposed utilization of 4.36 acres of parking lot for the construction of an expansion of the water park. The expansion consists of the relocation of the existing entrance and retail building, construction of a new changing, locker and Site Plan Review Page 2 restroom building, new wave pool and splash lagoon, six body slides, two raft slides, wet deck play area and expansion of the existing filter building. Within the water park the following changes are proposed: improvement of the guest walking path, expansion of the existing lounge area and an additional water attraction ride. Description of Site: The project site is a 4.36 acre area located on the southern most developed portion of the park. The area is currently utilized for guest parking and a bituminous walkway. The topography generally slopes from the west to the east and consists of packed stone with some bituminous walking and driving areas. Provision for Traffic Flow: The existing exit driveway from the east side parking lot will have to be moved to accommodate the gravity sewer relocation. A curbcut permit must be obtained from the Massachusetts Highway Department (MHD). There is no information within this submission regarding whether the permit has been obtained and whether MHD will be requiring additional data from the applicant. There will be some changes to the flow within the existing parking lot. Parking: The expansion will eliminate approximately 300 guest parking spaces. To compensate for the Ioss of space, Six Flags proposes to locate employee parking to an off site area. The employees will then be shuttled to the employee entrance gate via the Employee Shuttle. The employee parking area is not identified. The attached parking summary has been submitted by the applicant. Also attached is the parking demand analysis submitted by VHB for Six Flags in February 2000. The information indicates that there are 5,432 parking spaces provided presently. With a total build-out at the Park, VHB indicates there is a need for 7,220 parking spaces. The applicant should provide more information regarding parking which addresses the number of spaces used during peak times over the last couple of years. Parking is key to controlling congestion on local roads. Drainage: Drainage must be approved by the DPW. See Engineering comments. Public Utilities: See engineering comments. Landscaping/Screening and Buffers: No landscaping information has been submitted.for either the water park expansion or the new driveway. Sign location: No new sign information has been submitted. Exterior Lighting: No exterior lighting information has been provided for either the water park expansion or the new driveway location. Site Plan Review Page 3 Rendering or Elevations: No elevations have been provided. Dumpster Location: No dumpster location information has been provided. Other Comments or Concerns: At the time of this review, no Engineering comments have been received. There is a memo from the lire Inspector which lists several issues which must be addressed. In addition, a more comprehensive discussion of parking should be submitted. Vanasse anger Brusthn,Inc. Table 3-S Unsignaiized Intersection Capacity Analysis Summary _ 1999 Existing Conditions l 2004 No•Suild Con ftm 2004 Build Conditmns Location Peak Hour Demand' Delay" LOS— Demand Delay LOS Demand Delay LOS I Ate.57 WB off Ramp at Friday Evening 155 4 A ! 165 4 A 165 4 A Rte.159 SB Saturday Midday 150 4 A 160 4 A 160 4 A Saturday Night 95 3 A 100 3 A 100 3 A i Rte.159 at Adams Street Friday Evening 95 12 C 104 13 C 100 14 C Saturday Midday 60 13 C j 60 13 C 60 17 C L7, Saturday Night 20 8 B 20 8 B 20 11 C �c Demand of critical movements from the mar street or left-tum movement from the major,expressed in vehicles per hour. Average delay of critical lane group,expressed in seconds per vehicle. "' Level of service. Parking Demand Analysis Under existing conditions, Six Flags New England provides approximately 5,000 parking spaces with approximately 2,300 parking spaces located on the westerly side of Main Street (Route 159). A parking demand analysis was performed to estimate the number of parking spaces needed given the attendance figure projected through the implementation of the Master Plan. Applying a methodology similar to that used to project the park's trip generation, the parking assessment was based on a review of the existing and projected annual attendance, daily attendance, vehicle trip generation characteristics, and hourly turnstile data provided by Premier Parks. A breakdown of the attendance figures and . other key assumptions is shown in Table 3-9. Applying the factors presented in Table 3-9, it is estimated that there will be a demand of .FT approximately 7,200 vehicles at the park at any one time on a peak Saturday during the peak August season. Therefore, the proponent is conservatively planning to provide ` between 7,000 and 7,500 parking spaces to accommodate potential fluctuations during the _ highest park activity periods. As discussed earlier within this Chapter, the projected trip generation estimates represent peak park conditions, correlating with a 95'h and 9e percentile Friday and Saturday, respectively, during the month of August, based on an annual attendance of approximately 2.1 million visitors. A complete breakdown of the methodology of the parking demand calculations is provided in the Transportation Appendix. AW 3-26 Transportation \\MAW AM\cheddn\Q&M\dots\rept4s�MwtecPlan\OM94Ch3T7a"pertatLmAoc B Vanasse gen Brustlin,Inc. wa Table 3-9 Key Parking Demand Analysis Assumptions Component Assumption 1999 annual attendance—actual 1,506,600 2004 annual attendance—projected 2,108,000 Percent of visitors arriving by car 95% Percent of visitor arriving by bus 5% Vehicle occupancy rate--car/bus 3.5140 Percent of visitors beigg dropped-off/picked-up 15% Percent of visitors parking 85% Calculated 1999 annual vehicles using parking lot 347,590 Calculated 2004 annual vehicle using parking lot 486,346 - Percent of annual trips occurring on a peak Saturday 1,65% Total number of vehicles parking on a peak Saturday in 2004 7,615 Percent of visitors parking at site concurrently* 90% -� Total parking demand 7,220 a reflects existing tumover rate of parking use at the park I : Project Mitigation 1. Through the improvements implemented to date and its continued involvement at both { the local and state level to improve the surrounding roadways, the proponent is committed to the Town of Agawam and its adjacent communities to develop and implement a comprehensive mitigation plan that provides for a broad range of transportation and safety improvements. These measures, some of which have already been undertaken by the proponent, will mitigate the traffic impacts associated with full build-out of the Master Plan, and overall, will provide a net benefit to the area's existing transportation infrastructure. 4. As described previously, the projected operating deficiencies of certain intersections r within the study area facilitates the need for upgrades to the existing transportation network. Mitigation for the Six Flags New England project is proposed in four general --; categories: } > 'Traffic Management Development Program and Site Design s ) Geometric/QperationalImprovements ) Transportation Demand Management 3-27 Transportation \\MAWAM\checldn\06494\dope\reports\Masturian\064940 rransportationdoc u the evel of public interest and excitement that must exist iier to sustaixr the eortaic viability of the Park. It is not anticipated that the Water Park expansion and improvement project will increase attendance at the Park, but rather expand the area available to guests already inside the park in an effort to increase their experience while visiting. The improvement and expansion program is being_ constructed in an effort to maintain attendance during the upcoming 2003 season at the Park to levels comparable to the attendance that the Park achieved during the 2001 season. 3. Proposed Location of,Water Park Expansion/Iu,,,,,provements. The Site Plan being submitted as part of this application shows the location of the Water Park Expansion as well as the area of proposed improvements.The expansion area is located in the southern end of the Park,in an area that is currently undeveloped but utilized for guest parking.The expansion will eliminate approximately 300 parking spaces and necessitate a slight change in traffic patterns within the remaining parldng area. In order to compensate for these lost guest spaces,the management of Six Flags'New England proposes to locate to an off-site location its current employee parking area.Employees will be directed to park on other Six Flags New England properties remote of the Park, and will be transferred to the employee entrance gate via Employee Shuttle.The relocation of employee parking will make available a parking area large enough to compensate for the 300 lost guest parking spaces. The improvements located within the expansion area include relocation of the existing entrance and retail building as shown on the site plan, along with the construction of a new changing, locker and restroom building for the entrance, new features including a wave pool and splash lagoon, six body slides, two raft slides,wet deck play area and the expansion of the existing filter building to accommodate the new features. The area of improvement with the existing Water Park is located adjacent to the existing water park entrance area, and is currently undefined. The improvements being considered include the improvement of guest walking paths to improve access to existing water attractions,expansion of existing lounge area and an additional water attraction ride. The area of improvement is located within the existing Water Park area, and is not anticipated to impact guest parking and service areas. 4. Parking Summary,, As a result of the previous construction of the Batman coaster,the existing parking at the Park was reconfigured as follows: A. East Side paved area: 624 spaces B. East Side gravel area: 1,769 spaces C. West Side parking lot(Lot 1): 1,021 spaces D. West Side parking lot(Lot 2): 978 spaces E. West Side parking lot (Lot 3, overflow parking): 960 spaces F. West Side Re-striping Expansion, 2002: 80 spaces Total Parking: 5,432 spaces located on the east and west sides of Main Street. r:i.UIROPMMSLSFKT:E%PAMIOW]mming Bo"Wa pwt PB nmaciw.DW FAQ AGA AM FIRE DEPAR ENT 800 MA1N STREET • AGAWAM, MA 01001 r TELEPHONE (413) 786-0657 FAX (413) 786-1241 0 `tip David A. Pisano Chief of Department p�AT€D Mp'� Stephen M. Martin Deputy Chief FIRES To Agawam Planning Board 1/15/03 Plan review: 2003 Water Park Expansion Project Six Flags New England r Dear Members: This office has no objection to this expansion as long as the following provisions are meet. 41. All fire hydrants in the WEST PARKING LOT must be working. #2. At least one approved means of access shall be provided to each structure or other nonstructural fire hazard with in the planned building group. (eg. Chlorine storage&use area) For structures or other nonstructural fire hazards exceeding two stories or (30)ft. in height above average adjacent ground level, not less than two approved separate means of access shall be provided. All access ways shall be a minimum of 1181 f1.wide and shall haveover head clearance of[141 ft. for the full width of the way. #3. Structures exceeding [1000] sq.ft. gross floor area shall be required to be within [501 ft. of an approved means of access. #4. Structures exceeding two stories or [30] ft in height above average adjacent ground level shall have at least [25%] of one side not more than[30) ft. from an approved means of access. At least [25%] percent of one other side shall be not more than[501 ft. from an approved means of access. 45. Landscaping or other obstructions around structures shall be placed and maintained in a manner that does not impair or impede accessibility for fire department operations. #6. A clear opening provided through gates shall be [2] ft. wider than the travel/access way. V. Every dead end roadway more than [3001 ft in length shall be provided at the closed end with a turnaround having not less than [120] ft diameter of traveled way. In closing, the need for these provisions have already proven them self when many ambulances were needed for an accident which occurred in 2001 at the Superman Roller Coaster. The ease at which the people where tended to would not have been possible without the request of an access lane at the rear of that ride by the Fire Dept. Fire Insprctor M_Mercadante JAN 1 5 2003 /* e - 7 Michael R. Herradaute Fire Inspector Agawam Firg � a t t Date: j aV /* K n 0 S N zgo W n •a`f ,s. sa JAN 1 .: s# ATE LANDSCAPE 10 BUWEP. 09 08 07 06 05 DOUBLE 04 RAFT 03 02 ..... &.Aft 01 ...... d"ite Rev. Date Description Fjje In actor a REVISIONS Ag�wsm Ft De mwmd� .te:e;j �r - )SSUCD FOR: 0 sep- Agency Review DATE: 01-08-03 DRAWN, ....... PJ8 J Dum CHECKED: .ji PLOT DATE: 01-08-03 ME: joB. No.: 2982 SCALE. As Shmn AbA SRO General . ftn C 0 02 . A - 01 X—A-01.DWGJ 1 Of 1 • . 41 'own of Agawam IMF 36 Main �tr eet Agawam, Massachusetts O1001-1837 Tel, 413-786-0400 Fax 4.13-786-9927 MEMO TO: Engineering Dept., Fire Dept., Police Dept. FROM: Planning Board DATE: January 14, 2003 SUBJECT: Site Plan- Six Flags New England Water Park Expansion Please review and comment on the attached Site Plan for Six Flags New England's proposed Water Park Expansion prior to the Board's January 16'meeting. Thank you. DSD:pre Transportation Land Development Environmental • Services a imaginationinnovation energy Creating results for our clients and benefits for our communities January 8,2003 -Vanasse Hangers Brus&a Inc. Ref: 08130.00 Dominic Urbinati Inspector of Buildings Town of Agawam 36 Main Street Agawam,MA.01001 c� Re: Proposed Water Park Expansion Plans - Six Flags New England r i Dear Mr.Urbinati: On behalf of our client,Six Flags New England,Vanasse Hangen Brustlin,Inc.(VHB)submits for your review the following documents: • 10-copies of Planning Board Form D and Project Narrative • 10-copies of plans entitled"Gravity Sewer Relocation".plans C-1 through C-6,dated January 8, 2003,prepared by VHB • 10-copies of plans entitled"Six Flags New England Water Park Expansion"plans 2A-1,2C-1 through 2C-4,dated January 8,2003,prepared by Aquatic Development Group,Inc. • 2-copies of the Stormwater Management Report prepared by VHB In general,the project involves the expansion and improvement of the existing water park.The expansion will be located at the south end of the existing park,on the east side of Main Street,Route 159.This expansion is depicted in the plan set prepared by Aquatic Development Group.In support of this expansion,an extension of the gravity sewer main and relocation of the parking area exit driveway are being proposed.These improvements are identified on the plan set prepared by VHB. By way of this letter,we respectfully request to be scheduled for the next available Planning Board meeting,which we understand to be occurring on January 16,2003,which we have already discussed with the Planning Department.Thank you for you assistance in this matter.Please do not hesitate to call should you have questions or need additional information. Very truly yours, ., ANASSE NGEN BRUSTLIN,INC. y Z John J..F a. . ''.<. Project a alter { Cc w/attachments: Chuck Davis,SFNE 505 East Columbus Avenue Springfield, Massachusetts 01105-2556 413.747.7113 ■FAX 413.747.0916 email: info@vhb.com www.vhb.corn TOWN OF AGAWAM :;- 36 MAIN STREET ACAtiVA.%t. MASSACHUSETTS01WL �r Tel. 413--8-Q400 �*mot BUM DING DEPARTMEM CONSTRUC nON CONTROL AFFIDAVIT acce,J..,a wills .&d o. 116.0 of iL ?&sago. th .S4%& lBuilding 6"P j vzr. jq - 0 IWhV a Cer4 dMI J kWe F4IVi6WJ IL p&d Ar S UJAHP. W and to A IWd 0/,.Y LOWUP JWAVLW mnitwm to dw pnWr,&K arri costa, a laCcepla.it a r�irese''r�prc�d&vj, a#a�npheabl law3 artd orjinw�.,. '4j,I", dud J WJ&�Mmim dw in� 0/ can-4 rcction o f ip cVied in S c on It 6.2. 1 and s k.d' rsporb cm rwquemi ty &dion 116.2.2 ZL . �ac, or �aor seal 2 x .scww+a cROED AND SWORN To BEF ON VMS y DAY OF /Ilru L...omrMi l on p"J: Dorothea L Winkler ._t Notary Public State of New York 1 Registration#488246 i Qualified in Sarat Countp oga Y a My Commission Expires Jan. 12,20� 'ILI AGAWAM PLANNING BOARD -- _ .v Form D ._. Application for Site Plan Approval _) L Please complete the following form and return it and 10 copies of the Site Plan''tb: Agawam Planning Board Office of Planning and Community Development 36 Main Street Agawam,MA 01001 1. Name of Business „ „ Six Flags New England . Address 1623 Main Street,Agawam,MA 01001 2. Name of Applicant/Owner Premier Parks and Stuart Amusement Co. Address. 1623 Main Street,Agawam,MA 01,101 Telephone (413)786-9300.ext.3202 3. Name of Engineer/Architect Robert J.Scarano. PE Address 4 Cheshire Way.Loudonville,W 12211 Telephone (5181783-0038 4. Please give a brief description of the proposed project: See attached Project Narrative Revised 11/06/98 Oppr SAX FLAGS NEW ENGLAND Description of Proposed Project in connection with Application to Agawam Planning Board for Site Plan Approval Six Flags New England("Six Flags")is submitting an Application to the Agawam Planning Board for site plan approval in connection with the proposed expansion and improvement of the existing Water Park by Six Flags. Site plan approval is required because the proposed installation of the Water park improvements will alter the existing site conditions at a portion of the existing amusement park operated by Six Flags (the "Park"). The project does not require an application before the Agawam Conservation Commission nor the Agawam Zoning Board of Appeals. As such, Six Flags respectfully requests that the Planning Board grant to Six Flags site plan approval in connection with the installation of the Water Park Expansion and Improvements for the reasons hereinafter set forth: 1. Background. The Park is located in a Business B Zoning District under the Zoning By-law for the Town of Agawam. The expansion is located in an area south of the existing Water Park,which in its existing condition is a compacted stone area utilized as a parking field for patrons visiting the amusement park.The planned Water Park Expansion is consistent with the intent of the Master Plan presented as part of a Notice of Project Change,prepared in February of 2000,which was submitted and approved by Secretary of Environmental Affairs. The expansion area is also consistent with the "Master plan Expansion Area" as identified in that document. . Six Flags New England has made substantial improvements to its property on 1623 Main Street since the submission of the Master Plan document,including the construction of an amusement themed area known as "Rivertown", a new children's amusement area known as 'Tiny Timber Town", and most recently,the construction of a new roller coaster and themed area known as `Batman". All these improvements have been permitted and approved by the various boards of the Town of Agawam. 2. Rationale for Additional Park Improvements. In 2000 the former amusement park known for years as"Riverside Park" was branded"Six Flags New England." The branding of the Park with the internationally recognized"Six Flags" name elevated the image of the Park and contributed to the overall economic viability of the Park.However,in this competitive market of amusement and entertainment,it is critically important to the continued viability of the Park that new rides and attractions be added or improved on a regular basis in order to maintain the necessary level of interest in the Park by the general public. The Master PIan for the development of the Park would result in the relocation of all of the parking to the westerly side of Main Street and the overall development of that portion of the Park located on the easterly side of Main Street with rides and attractions. The expansion and improvement of the existing Water Park Area is necessary to maintain 0 • PPF 7thevel of public interest and excitement that must exist in order to sustain the economic ity of the Park. It is not anticipated that the Water Park expansion and improvement project will increase attendance at the Park,but rather expand the area available to guests already inside the park in an effort to increase their experience while visiting. The improvement and expansion program is being constructed in an effort to maintain attendance during the upcoming 2003 season at the Park to levels comparable to the attendance that the Park achieved during the 2001 season. 3. Proposed Location of Water Park Expansion/Improvements. The Site Plan being submitted as part of this application shows the location of the Water Park Expansion as well as the area of proposed improvements.The expansion area is located in the southern end of the Park,in an area that is currently undeveloped but utilized for guest parking. The expansion will eliminate approximately 300 parking spaces and necessitate a slight change in traffic patterns within the remaining parking area. In order to compensate for these lost guest spaces, the management of Six Flags New England proposes to locate to an off-site location its current employee parking area. Employees will be directed to park on other Six Flags New England properties remote of the Park, and will be transferred to the employee entrance gate via Employee Shuttle.The relocation of employee parking will make available a parking area large enough to compensate for the 300 lost guest parking spaces.The improvements located within the expansion area include relocation of the existing entrance and retail building as shown on the site plan, along with the construction of a new changing,locker and restroom building for the entrance,new features including a wave pool and splash lagoon, six body slides, two raft slides, wet deck play area and the expansion of the existing filter building to accommodate the new features. The area of improvement with the existing Water Park is located adjacent to the existing water park entrance area, and is currently undefined. The improvements being considered include the improvement of guest walking paths to improve access to existing water attractions,expansion of existing lounge area and an additional water attraction ride. The area of improvement is located within the existing Water Park area,and is not anticipated to impact guest parking and service areas. 4. Parkine Summary. As a result of the previous construction of the Batman coaster, the existing parking at the Park was reconfigured as follows: A. East Side paved area: 624 spaces B. East Side gravel area: 1,769 spaces C. West Side parking lot(Lot 1): 1,021 spaces D. West Side parking lot(Lot 2): 978 spaces E. West Side parking lot(Lot 3, overflow parking): 960 spaces F. West Side Re-striping Expansion, 2002: 80 spaces Total Parking: 5,432 spaces located on the east and west sides of Main Street. E:k-FROPOSALgOFNE-EXPANSIOAi binning BoxdNawpfrrt PB mTmive.DOC PV Included in the East Side gravel area are spaces being utilized for the employee parking. The relocation of the employee parking to a location remote of the Park will compensate for the spaces lost due to the Water Park expansion area,result in no net change in parldng. In summary Six Flags is requesting Site Plan approval by the Planning Board with respect to the expansion and improvement of the existing Water Park facility. Six Flags New England submits that the grant by the Planning Board of Site Plan approval,thereby permitting Six Flags to proceed with the above referenced improvements, will not adversely affect the immediate area or the Town as a whole. Six Flags therefore respectfully requests that the Planning Board grant the approval requested. R:-PROPOSAIMSFhl&EXPANMO wrImmmg soxdlwawtpwk PB nemiw.nac AGAWAM PLANNING BOARD Form D Application for Site Plan Approval Please complete the following form and return it and 10 copies of the Site Plano Agawam Planning Board Office of Planning and Community Development 36 Main Street Agawam,MA 01001 1. Name of Business Six Flags New England Address 1623 Main Street,Agawam.MA 01001 2. Name of Applicant/Owner, _ Premier Parks and Stuart Amusement Co. Address _ 1623 Main Street,Agawam.MA 01101 Telephone _ (413)786-9300,ext.3202 3. Name of Engineer/Architect_ Robert J.Scarano. PE Address 4 Cheshire Way, Loudonville,NY 12211 Telephone (518)783-0038 4. Please give a brief description of the proposed project: See attached Project Narrative 4 2003 Revised 11/06/98 SIX FLAGS NEW ENGLAND Description of Proposed Project in connection with Application to Agawam Planning Board for Site Plan Approval Six Flags New England("Six Flags")is submitting an Application to the Agawam Planning Board for site plan approval in connection with the proposed expansion and improvement of the existing Water Park by Six Flags. Site plan approval is required because the proposed installation of the Water park improvements will alter the existing site conditions at a portion of the existing amusement park operated by Six Flags(the "Park"). The project does not require an application before the Agawam Conservation Commission nor the Agawam Zoning Board of Appeals. As such,Six Flags respectfully requests that the Planning Board grant to Six Flags site plan approval in connection with the installation of the Water Park Expansion and Improvements for the reasons hereinafter set forth: 1. Background. The Park is located in a Business B Zoning District under the Zoning By-law for the Town of Agawam. The expansion is located in an area south of the existing Water Park,which in its existing condition is a compacted stone area utilized as a parking field for patrons visiting the amusement park. The planned Water Park Expansion is consistent with the intent of the Master Plan presented as part of a Notice of Project Change,prepared in February of 2000,which was submitted and approved by Secretary of Environmental Affairs. The expansion area is also consistent with the "Master plan Expansion Area" as identified in that document. Six Flags New England has made substantial improvements to its property on 1623 Main Street since the submission of the Master Plan document,including the construction of an amusement themed area known as "Rivertown", a new children's amusement area known as "Tiny Timber Town", and most recently, the construction of a new roller coaster and themed area known as "Batman". All these improvements have been permitted and approved by the various boards of the Town of Agawam. 2. Rationale for Additional Park Improvements. In 2000 the former amusement park known for years as "Riverside Park"was branded"Six Flags New England." The branding of the Park with the internationally recognized"Six Flags" name elevated the image of the Park and contributed to the overall economic viability of the Park.However,in this competitive market of amusement and entertainment,it is critically important to the continued viability of the Park that new rides and attractions be added or improved on a regular basis in order to maintain the necessary level of interest in the Park by the general public. The Master Plan for the development of the Park would result in the relocation of all of the parking to the westerly side of Main Street and the overall development of that portion of the Park located on the easterly side of Main Street with rides and attractions. The expansion and improvement of the existing Water Park Area is necessary to maintain EA"OPQSAISWN&-EXPANSION%Pk=m&BaanilWa mpeaPS=ruAwe.DOC the level of public interest and excitement that must exist in order to sustain the economic viability of the Park. It is not anticipated that the Water Park expansion and improvement project will increase attendance at the Park, but rather expand the area available to guests already inside the park in an effort to increase their experience while visiting. The improvement and expansion program is being constructed in an effort to maintain attendance during the upcoming 2003 season at the Park to levels comparable to the attendance that the Park achieved during the 2001 season. 3. Proposed Location of Water Park_Expansion/Improvements. The Site Plan being submitted as part of this application shows the location of the Water Park Expansion as well as the area of proposed improvements. The expansion area is located in the southern end of the Park,in an area that is currently undeveloped but utilized for guest parking. The expansion will eliminate approximately 300 parking spaces and necessitate a slight change in traffic patterns within the remaining parking area. In order to compensate for these lost guest spaces,the management of Six Flags New England proposes to locate to an off-site location its current employee parking area. Employees will be directed to park on other Six Flags New England properties remote of the Park, and will be transferred to the employee entrance gate via Employee Shuttle.The relocation of employee parking will make available a parking area large enough to compensate for the 300 lost guest parking spaces. The improvements located within the expansion area include relocation of the existing entrance and retail building as shown on the site plan, along with the construction of a new changing,locker and restroom building for the entrance,new features including a wave pool and splash lagoon, six body slides, two raft slides,wet deck play area and the expansion of the existing filter building to accommodate the new features. The area of improvement with the existing Water Park is located adjacent to the existing water park entrance area, and is currently undefined. The improvements being considered include the improvement of guest walking paths to improve access to existing water attractions,expansion of existing lounge area and an additional water attraction ride. The area of improvement is located within the existing Water Park area, and is not anticipated to impact guest parking and service areas. 4. Parkine Summary. As a result of the previous construction of the Batman coaster,the existing parking at the Park was reconfigured as follows: A. East Side paved area: 624 spaces B. East Side gravel area: 1,769 spaces C. West Side parking lot(Lot 1): 1,021 spaces D. West Side parking lot(Lot 2): 978 spaces E. West Side parking lot(Lot 3,overflow parking): 960 spaces F. West Side Re-striping Expansion, 2002: 80 spaces Total Parking: 5,432 spaces located on the east and west sides of Main Street. E:uMoPMALSUFN& XFAMIONU,hmning eowdMateTwk M nwYe;-_DM Included in the East Side gravel area are spaces being utilized for the employee parking. The relocation of the employee parking to a location remote of the Park will compensate for the spaces lost due to the Water Park expansion area,result in no net change in parking. In summary Six Flags is requesting Site Plan approval by the Planning Board with respect to the expansion and improvement of the existing Water Park facility. Six Flags New England submits that the grant by the Planning Board of Site Plan approval,thereby permitting Six Flags to proceed with the above referenced improvements, will not adversely affect the immediate area or the Town as a whole. Six Flags therefore respectfully requests that the Planning Board grant the approval requested. � r A GA WAM PLANNING BOARD - Form D Application for Site Plan Approval _ u f • Please complete the following form and return it and 10 copies of the Site Plan to Agawam Planning Board Office of Planning and Community Development 36 Main Street Agawam,MA 01001 1. Name of Business Six Flaps New England Address 1623 Main Street.Agawam,M"1001 2. Name of Applicant/Owner Premier Parks and Stuart Amusement Co. Address 1623 Main Street,Agawam.MA Q1101 Telephone 413 786-9300 ext.2202 3. Name of Engineer/Architect Robert J.Searano, PE Address 4 Cheshire)Nay, Loud mille W 12211 Telephone (518)783-0038 4. Please give a brief description of the proposed project: llFFgg N-�`•' w - - See attached Project Narrative „ 3 Revised 11/06/98 SIX FLAGS NEW ENGLAND Description of Proposed Project in connection with Application to Agawam Planning Board for Site Plan Approval Six Flags New England("Six Flags")is submitting an Application to the Agawam Planning Board for site plan approval in connection with the proposed expansion and improvement of the existing Water Park by Six Flags. Site plan approval is required because the proposed installation of the Water park improvements will alter the existing site conditions at a portion of the existing amusement park operated by Sax Flags (the "Park"). The project does not require an application before the Agawam Conservation Commission nor the Agawam Zoning Board of Appeals. As such, Six Flags respectfully requests that the Planning Board grant to Six Flags site plan approval in connection with the installation of the Water Park Expansion and Improvements for the reasons hereinafter set forth: 1. Background. The Park is located in a Business B Zoning District under the Zoning By-law for the Town of Agawam. The expansion is located in an area south of the existing Water Park,which in its existing condition is a compacted stone area utilized as a parking field for patrons visiting the amusement park.The planned Water Park Expansion is consistent with the intent of the Master Plan presented as part of a Notice of Project Change, prepared in February of 2000, which was submitted and approved by Secretary of Environmental Affairs. The expansion area is also consistent with the "Master plan Expansion Area"as identified in that document. Six Flags New England has made substantial improvements to its property on 1623 Main Street since the submission of the Master Plan document,including the construction of an amusement themed area known as"Rivertown", a new children's amusement area known as "Tiny Timber Town", and most recently,the construction of a new roller coaster and themed area known as "Batman". All these improvements have been permitted and approved by the various boards of the Town of Agawam. 2. Rationale for Additional Park Improvements. In 2000 the former amusement park known for years as "Riverside Park"was branded "Six Flags New England." The branding of the Park with the internationally recognized"Six Flags" name elevated the image of the Park and contributed to the overall economic viability of the Park. However, in this competitive market of amusement and entertainment, it is critically important to the continued viability of the Park that new rides and attractions be added or improved on a regular basis in order to maintain the necessary level of interest in the Park by the general public. The Master Plan for the development of the Park would result in the relocation of all of the parking to the westerly side of Main Street and the overall development of that portion of the Park located on the easterly side of Main Street with rides and attractions. The expansion and improvement of the existing Water Park Area is necessary to maintain �eaovosAMISrXE-E"ANSIO nrt awjI BoardkWaterps&ea oxmiveDOC iy the level of public interest and excitement that must exist in order to sustain the economic viability of the Park. It is not anticipated that the Water Park expansion and improvement project will increase attendance at the Park,but rather expand the area available to guests already inside the park in an effort to increase their experience while visiting. The improvement and expansion program is being constructed in an effort to maintain attendance during the upcoming 2003 season at the Park to levels comparable to the attendance that the Park achieved during the 2001 season. 3. _Proposed Location of Water Park Exuansionllmrovements. The Site Plan being submitted as part of this application shows the location of the Water Park Expansion as well as the area of proposed improvements. The expansion area is located in the southern end of the Park,in an area that is currently undeveloped but utilized for guest parking. The expansion will eliminate approximately 300 parking spaces and necessitate a slight change in traffic patterns within the remaining parking area. In order to compensate for these lost guest spaces, the management of Six Flags New England proposes to locate to an off-site location its current employee parking area. Employees will be directed to park on other Six Flags New England properties remote of the Park, and will be transferred to the employee entrance gate via Employee Shuttle. The relocation of employee parking will make available a parking area large enough to compensate for the 300 lost guest parking spaces.The improvements located within the expansion area include relocation of the existing entrance and retail building as shown on the site plan,along with the construction of a new changing,locker and restroom building for the entrance, new features including a wave pool and splash lagoon, six body slides, two raft slides, wet deck play area and the expansion of the existing filter building to accommodate the new features. The area of improvement with the existing Water Park is located adjacent to the existing water park entrance area, and is currently undefined. The improvements being considered include the improvement of guest walking paths to improve access to existing water attractions,expansion of existing lounge area and an additional water attraction ride.The area of improvement is located within the existing Water Park area,and is not anticipated to impact guest parking and service areas. 4. Parking Summary. As a result of the previous construction of the Batman coaster,the existing parking at the Park was reconfigured as follows: A. East Side paved area: 624 spaces B. East Side gravel area: 1,769 spaces C. West Side parking lot (Lot 1): 1,021 spaces D. West Side parking lot(Lot 2): 978 spaces E. West Side parking lot(Lot 3, overflow parking): 960 spaces F. West Side Re-striping Expansion, 2002: 80 spaces Total Parking: 5,432 spaces located on the east and west sides of Main Street. &:UIROPWALSL%N&EXPANSiON%Plamiog Bo"Wa wpmk PB romve.DOC Included in the East Side gravel area are spaces being utilized for the employee:parking. The relocation of the employee parking to a location remote of the Park will compensate for the spaces lost due to the Water Park expansion area, result in no net change in parking. In summary Six Flags is requesting Site Plan approval by the Planning Board with respect to the expansion and improvement of the existing Water Park facility. Six Flags New England submits that the grant by the Planning Board of Site Plan approval,thereby permitting Six Flags to proceed with the above referenced improvements, will not adversely affect the immediate area or the Town as a whole. Six Flags therefore respectfully requests that the Planning Board grant the approval requested. LU'ROPOSALSV%N&EXPANSIONTk=mg BomdlWaaWk PB nmretiv DW Stormwater Management Report 1 2003 . Wa t Park Expansion 1 Proj'ect 1 Six Flags New England 1 5.r 1 Agawam 7 Massachusetts Prepared for Six Flags New England 1623 Main Street Agawam,Massachusetts Prepared by Vanasse Hangen Brustlin,Inc. $05 East Columbus Ave. Springfield, Massachusetts JAN 4 ►1I� Vanasse Hangen Brustlin,inc. Stormwater Management Report introduction Premier Parks is proposing improvements to their existing amusement park,Six Flags New England,located on 1623 Main Street,Route 159,in Agawam, Massachusetts. The proposed improvements will include the expansion and ' improvement of the existing Water Park Facility.The expansion will include construction of a new changing locker,restroorn facility,wave pool and splash lagoon,six body slides, two raft slides,wet deck play area,and expansion of the ' existing filter building to accommodate the new features.Improvements proposed to the existing Water Park include the relocation of the existing entrance and retail building.The project area is located towards the southern portion of the existing ' park,and redevelops an existing area with development of a portion of the existing gravel area. This stormwater management report provides an analysis of the existing and proposed stormwater management systems and describes how the proposed stormwater management system will improve the stormwater quality and control the ' stormwater quantity. Existing Conditions Six Flags New England is a±130-acre amusement park with numerous rides and attractions. The Park is owned by Premier Parks and Stuart Amusement Company ' and is located on 1623 Main Street,Route 159,in Agawam,Massachusetts. The area of the park that will be considered the project site for the construction of the ' 2003 Water Park Expansion is a 4.36+/-acre area located on the southern most developed portion of the amusement park and is shown as the"Limit of Work"on the attached plans.The project work limit consists of redevelopment of an area that is Icurrently utilized for guest parking and bituminous walkway. ' EUAOPOSAISWK EXPANSION@rmW RepoWUNAGE RRORTwatfliparkM.dw 1 Drainage Report ' VHBi Vanasse Hangen Brusttin,Inc. 1 ' The topography in this area is generally sloped from west to east.The existing surfaces within the project work limit are predominately packed stone with some bituminous walking and driving areas. Existing Drainage Areas The existing site contains one drainage areas as shown on the attached Existing ' Conditions drawing.The existing stormwater runoff sheetflows across the gravel/stone-parking field to a rip rapped settling basin constructed in 1999 in the vicinity of the Riverview Avenue Municipal Sewage Pumping Station. ' Following are the statistics of the existing conditions located in the project work limit area,including the area added in from the WaterPark. • Total Impervious Area: 0.85 acres • Total Packed Stone Area: 3.51 acres Proposed Conditions The proposed project will involve the redevelopment of approximately 4.36 acres of ' pavement and stone area utilized by the park for guest parking and walkway. The proposed construction will improve the stormwater management system and ' benefit the environment.Though an increase in actual impervious area is proposed, the net stormwater runoff from the project area is decreasing.This reduction is due to the replacement of pavement/stone area by landscaped areas as well as a significant portion of area that is being removed from the drainage area due to the presence of water features which will trap rainwater and overflow into the water treatment and filter system.The proposed stormwater management system has been ' designed to collect existing uncontrolled stormwater originating from stone parking area and include the same in the closed collection and management system that has ' been previously constructed by Six Flags as part of other themed areas with the Park. The collected flow will enter the closed drainage system,at the Batman Themed area, and will be managed by the detention basin constructed as part of the River-town development in 1999. Though not specifically required to do so,the system has been design with structural best management practices,such as 4'-0"deep catch basin sump areas to improve stormwater quality.The detention basin will mitigate the flow rate of stormwater Ieaving the site which discharges to the Connecticut River.Additionally,the reduction of sheet flow across the stone parking area will reduce the amount of sedimentation and erosion that will occur in the vicinity of the Riverview Avenue Pump Station_ E;\-PROPOSALS;SFNE-EXPANSIOMDr,�nage RepMTRAINAGE REPORT walerpaik M.Oc 2 Drainage Report IH9 Vamsse Hmgen Brusdin,Inc_ Proposed Drainage Areas The proposed site will have an increase in the number of drainage areas,in an effort ' to capture and channelize as much stormwater runoff as possible.The limit of work area is divided into three drainage areas,characterized as follows: Drainage area 1W is described as the total drainage area contributing to the flow in the closed drainage system.It consists of pavement,ride and landscaped areas located within the Water Park expansion area.Drainage Area 1W has a total area of ' 2.96 acres,composed of 2.090 acres of total impervious (buildings,pavement) and 0.87 acres of total pervious(landscape areas). Drainage area 2W is described as the total stormwater flow removed from the project as a result of the presence of the wave pool and wading area.Rainfall that falls on this area is consumed as part of the treated water for swimming and does not enter 1 the stormwater collection system.Drainage Area 2W has a total area of 0.52 acres. Drainage Area 3W is described as the total area that is contributing to flow outside of the project area.This area consists mostly of landscaped berms that slope to the limns of the project area,causing stormwater to flow to the stone parking area as was present before the proposed expansion.Drainage Area 3W has a total areas of 0.09 acres. ' Following are the statistics of the proposed conditions located in the project work limit area. Hydrologic Analysis ' The hydrology analysis has been completed for the existing and proposed conditions Y gY Y P g for the 10-year storm events. The hydrologic program,HydroCAD,as developed by Applied Microcomputer Systems,was utilized to compute and develop both the existing and the proposed stormwater runoff models and is based on SCS TR-20 iThe following assumptions were made in the calculations: ' >- The proposed limit of work is limited to areas where construction is proposed and is delineated on the attached drainage maps. Runoff coefficients for the drainage areas are weighted averages based on the different types of ground cover. s A minimum time of concentration of 5 minutes was assumed. E'L_PROPOSALS1SFNE-EXPANSI()MDra page AeportlDFIAINAGE REPORT waterpark 2003.doc 3 Drainage Report VM vanasse Hangen Brustlin,Inc. > The runoff coefficient number for the stone parking area was assumed to be slightly less than for pavement,to provide for a conservative stormwater collection system design. ' Analysis was performed for the I0-year frequency rainfall events. The events were based on a 24-hour duration storm with a SCS Type III storm distribution curve. ■ ' Results of Hydrologic Analysis Following is a summary of the Hydrologic Analysis for the project. Review of the Hydrocad work sheets included in this report will provide addition detail with respect to individual drainage area discharge rates. Existing Conditions Analysis • Existing flow to the drainage swale: 18.03 cfs (Drainage area 1) Proposed Conditions Anal smis ' • Proposed uncontrolled flow to the parking area: 2.59 cfs p p g (Drainage area 3W) • Proposed Flow to the drainage system: 12.46 cfs (Drainage area 1W) • Proposed Flow removed from project area: 2.38 cfs {Drainage area 2W} • Total Proposed Stormwater Runoff Rate: 15.05 cfs ' (Areas 3W and M The existing detention basin currently has a 30-inch diameter un-regulated outlet.As a result of the Batman Area construction,the basin,which was previously dry, experienced an increase in flow to 9.62 cfs.Under this project,we have added control to the detention basin outlet in order to maintain the flow rate out of this basin.By added an 18-inch diameter orifice to the outlet structure,the flow rate is regulated from 17.44 cfs to 10.17 cfs. As a result of this restriction,the peak elevation of stormwater in the detention basin has risen after development from elevation 70.3 to t elevation 71.2.The top of the basin is at elevation 74.0,providing a remaining freeboard of 2.8 feet. i E:�-PROPOSAIS�SFNE-EXPANSIOMDrainage Repor lDRAINAGE REPOST wraierpark?mldcc 4 Drainage Report Vanasse Hwigen Brustlin,Inc. Summary ' The construction of the Water Park Expansion will result in an increase of impervious area,but with an associated reduction in stormwater runoff of approximately 3.0 cubic feet per second.Associated with the decrease in runoff is the increase in the amount of runoff that will be treated by the stormwater management system,at a rate of approximately 12.46 cubic feet per second.The project will improve the environmental conditions for the Park,by reducing the peak rate of stormwater runoff from the park and channelizing and treating runoff which previously sheetflowed to other areas of the park.The integration of structural and ' non-structural Best Management Practices,though not a requirement of the development,will enhance the quality of the stormwater runoff leaving the project area. 1 1 1 ' E:�_PROPOSALSISFNE-E%PANSIONTrainage Repari DRAINAGE REPORT waierpark m3mc 5 Drainage Report ' Exi.io- g Conditions 1 1 ? 4......... Jtr Y �. S i• t ffI Y _ x 7 _ -- +� 31wF.F k ti tav",SEx t . x �43 - trA-- y�_ S�6caf beach on` Llf��. Drainage Diagram for 0764700 1Oyr ex Prepared by Vanasse Hangen Srustlin, Inc 1/812003 HydroCADO 6.00 s1n 001452 C 1986-2001 Applied Microcomputer Systems FNE-EWXPAMOWN X i X91-2 ....... ED\ -1w uv. X9. C X a 1:; b1 4.7 - 7 9 X9,3,5 X 9.0 X9-p -X"IC Y 7t�-, L6 Rv: X N,x., 7 X Oro,< X98.5 X i Xk X96,7 X eA 4)05 X95.3 71D TW .. X X J."A ......L7 qz� 96, '�2 2 f, L Q. N1- XH 3.6 F37,5x f -Ilk XqAQU.ATI- 96"' �p - % x9f)ti \ 0 Xq 7.6 X8,711 X v kAr 0 =7=7 i7 R EASE / LO -nq- �;6.7X X. OF AGAINA -Y.8.7a -6 ,BOOK P A G 3 SEVIER c<�EML�N PLAN X11132' �� �/; - _ _ _ - _ Xg.,4 X a--9, 1 j X94,9 I ], X.84.6 _ � ice" j� � 1 X X-0B.4 X:& •2 4 X 4 f i - X�)7.4- t i DA-1 4 X62.) xG34 X8110 i X90 5 XSIOL XS�d x59.4 X86.7 X89.8 X9.1,5 XaO,4 x34,Ei I' ♦ 1V',AP;Df'tVG L'Im' "T b!"VE" XF-22 41� X872 X79,6 7- X89.2 X80.4 X93-2 X85.1 X91.5 4V* 41kb 90.2 X90.9 -4%F- X X94-4 - % 1 4# X90.5 1 X83,6 Xf)6 1 40* Xell X9-8 41k= m some m m X%A*010� X530a. X91.5 X94-e X92,5 tr X85.9 5 X 92.4 50 X89-.0 Existing Conditions 0 X, ter SCALE IN FEET Drainage Areas I-- AMMMMIL-MMMMML-- ------ X -2.5 Water Patt EVansion 4 X92.8 X90.6 X90.6 1 1 076470010yr ex Type II124-hr Rainfal1-4.60" Prepared by Vanasse Hangen Brustlin, Inc H droCAD®6.00 s1n 001452 O 1986-2001 Applied Microcomputer Systems 1/8/2003 1 Time span=5.00-20.00 hrs, dt=0.02 hrs, 751 points Runoff by SCS TR-20 method, UH=SCS,Type III 24-hr Rainfall=4.60" 1 Reach routing by Star-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Project Area Tc=5.4 min CN=91 Area=4.360 ac Runoff= 18.03 ofs 1.234 of 1 Runoff Area=4.360 ac Volume- 1.234 of Average Depth =3.40" 1 1 1 1 1 i 1 . 1 1 1 1 i 1 ' 0764700 1 Oyr ex Type H/24-hr Rainfall=4.60" Prepared by Vanasse Hangen Brustlin, Inc HydroCADO 6.00 sln 001452 01986-2001 Applied Microcomputer Systems 1 812003 Subcatchment 1 S: Project Area Runoff = 18.03 cfs @ 12.07 hrs, Volume= 1.234 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0,02 hrs Type III 24-hr Rainfall=4.60EE Area (ac) CN Description 0.850 98 Paved parking& roofs _ 3.510- 89 Gravel roads�HSG C - 4.36D 91 Weighted Average ' Tc Length Slope Velocity Capacity Description Amin) (feet) (fi/ft) (f/secj (cfs) 2.0 300 0.0234 2.5 Shallow Concentrated Flow, stone dust area Unpaved Kv= 16.1 fps 3.4 500 0.0234 2.5 Shallow Concentrated Flow, shallow concentrated flow Unpaved Kv= 16.1 fps 5.4 800 Total ' Subcatchment 1S: Project Area Hyd 20 -... ro - - waph-- --- - ---- -------- •----- _--- I - �� ! : I I 8.03 cfs 1 i , s 17 16 : s i 14 ------ ----r----i+--- 13 i • 12 I — I 10 --- . --- - �_ r - - -- -- --u-. --- _-- - --- ---- ti ; i3 — __ _ _.__ • —————' 3---— 3€--——. - ' E 3 _ ---- - -'- '- -- - _-'---- I I 9 10 11 12 13 14 15 18 17 18 19 20 Time (hours) 1 1 ' Proposed Conditions 1 1 1 1 1 1 1 j II ,a I r r,. LO ti 1 •lam a ' Ire Ir y�} yam. K �on `, CIO rS i f I - ,t. t, 4011 rq to 24 1 _.•, p 4 inAl r yIJ..`.._, r.__��4`"•... �^n.., �, „lam k J • { '{I Ef7 I f Ir . �- � r t' tzy I 1 1 •x5' err I`� 'I i-.-.lr1\ S ); !is 1' , ?�"" f 1rr...... G: r r� � } I X . �...•� xo` ' F f I, I x \S� �y-r',l x �` 41 OD cu �f�.)• ,l, Y' i X �� 1; i� i \` :� I /l! � i in WI v 4!Jr v.. z=� 1�. •n � ss� �i j � - I � a X r l- L !x La �Y `41P { I EC! Ch I s 1 „ 6 ` r , 'tsi'y�'.'F.3-y�?N>!�)� L ._.._ -ti..�d.,... .fit Y.J,•J" J' x�y fi�}L ca as Drainage Diagram for wp 1 Oyr prop OLD Prepared by Vanasse Hangen Brustlin, Inc 1/8/2003 HydroCADD 6.00 s/n 001452 0 1986-2001 Applied Microcomputer Systems ' wp 10yr prop OLD Type !1124-hr Rainfall-4.60" Prepared by Vanasse Hangen Brustlin, Inc H droCAD@ 6.00 s/n 001452 01986-2001 Applied Microcomputer Systems 1/8/2003 ' Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS, Type III 24-hr Rainfall=4.60" ' Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 W: WATER PARK EXPANSION ' Tc=5.0 min CN=92 Area=2.960 ac Runoff= 12.46 cfs 0.863 of Subcatchment 2W: FLOW REMOVED TO WATERPARK Tc=5.0 min CN=98 Area=0.520 ac Runoff=2.38 cfs 0.176 of ' Subcatchment 3S: da 3 Tc=5.0 min CN=90 Area=0.090 ac Runoff=0.36 cfs 0.025 of Subcatchment 3W: FLOW OFF-SITE Tc=5.0 min CN=79 Area=0.880 ac Runoff=2.59 cfs 0.168 of 1 Subcatchment 4S: da 4 Tc=5.0 min CN=36 Area=0.470 ac Runoff=0.00 cfs 0.002 of ' Subcatchment 5S: da 5 Tc=5.0 min CN=30 Area=0.260 ac Runoff=0.00 cfs 0.000 of ' Subcatchment 6S: Tc=5.0 min CN=83 Area=0.260 ac Runoff=0.87 cfs 0.057 of Subcatchment 7S; da 7 Tc=5.0 min CN=30 Area=0.140 ac Runoff= 0.00 cfs 0.000 of ' Subcatchment 8$: da 8 Tc=5.0 min CN=44 Area=1.020 ac Runoff= 0.10 cfs 0.020 of Subcatchment 1 4S: da 14 Tc=5.0 min CN=90 Area=0.110 ac Runoff= 0.44 cfs 0.030 of ' Subcatchment 155: da 15 Tc=5.0 min CN=90 Area=1.670 ac Runoff= 6.75 cfs 0.459 of Reach 5R:tes 207 oulet Inflow=0.00 cfs 0.002 of Length=25.0' Max Vet= 1.3 fps Capacity=7.72 cfs Outffow= 0.00 cfs 0.001 of ' Reach 19R; dmh 19 outlet Inflow= 17.65 cfs 1.452 of Length= 75.0' Max VeI=6.5 fps Capacity=31.21 cfs Outflow= 17.44 cfs 1.452 of Reach 20R: existing pond outlet pipe Inflow= 10.17 cfs 1.433 of Length=30.0' Max VeI= 7.2 fps Capacity--42.93 cfs Outflow= 10.16 cfs 1.433 at Reach 202R. cb 202 outlet Inflow= 0.10 cfs 0.020 of Length=20.0' Max VeI=2.4 fps Capacity--4.73 cis Outflow-0.10 cfs 0.020 of i ' wp 10yr prop OLD Type 11124-hr Rainfall=4.60" Prepared by Vanasse Hangen Brustlin, Inc HygroCAM 6.00 sln 001452 O 1986-2001 Applied Microcomputer Systems 1/8/2003 Reach 204R: cb 204 outlet Inflow= 0.00 cfs 0.000 of length=20.0' Max Vel=0.0 fps Capacity=2.73 cfs Outflow=0.00 cfs 0.000 of Reach 205R: cb 206 outlet Inflow=0.87 cfs 0.057 of Length=40.0' Max Vel=3.1 fps Capacity=2.73 cfs Outflow=0.85 cfs 0.057 of ' Reach 206R: cb 206 outlet Inflow=0.00 cfs 0.000 of Length= 90.0' Max Vel=0.0 fps Capacity=2.88 cfs Outflow=0.00 cfs 0.000 of ' Reach 207R: cb 207 outlet Inflow=0.36 cfs 0,026 of Length= 150.0' Max Val=3.4 fps Capacity= 4,46 cfs Outflow=0.34 cfs 0.026 of Reach 208R: dmh 208 outlet Inflow--7.47 cfs 0.516 of Length= 130.0' Max Vef=4.8 fps Capacity= 15.20 cfs Outflow=7.15 cfs 0.515 of Reach 301 R: dmh 201 outlet Inflow= 17.86 cfs 1.453 of Length=70.0' Max Vel= 6.2 fps Capacity=29.09 cfs Outflow= 17.65 cfs 1.452 of Reach 302R: dmh 202 outlet Inflow-- 1811 cfs 1.453 of Length=95.0' Max Vel=7.2 fps Capacity= 35.31 cfs Outflow= 17,86 cfs 1.453 of ' Reach 303R: dmh 203 outlet Inflow= 18.21 cfs 1.433 of Length=40.0' Max Vei=6.6 fps Capacity=31.42 cfs Outflow= 18.10 cfs 1.433 of ' Reach 304R: dmh 204 outlet Inflow= 18.45 cfs 1.433 of Length=80.0' Max Vel=6.6 fps Capacity=31.42 cfs Outflow= 18.21 cfs 1.433 of Reach 30SR: dmh 205 outlet Inflow= 19.67 cfs 1.435 of Length= 300.0' Max Vel=5.9 fps Capacity=26.91 cfs Outflow-- 18.45 cfs 1.433 of Reach 306R: dmh 206 outlet Inflow= 19.19 cfs 1.378 of Length=80.0' Max Vei=6.7 fps Capacity=31.42 cfs Outflow= 18.82 cfs 1.378 of Reach 307R: dmh 207 outlet Inflow=7.15 cfs 0.515 of Length= 150.0' Max Vel= 5.3 fps Capacity= 17.90 cfs Outflow= 6.86 cfs 0,515 of Reach 999R: special dmh outlet Inflow=7.19 cts 0.489 of ' Length= 60.0' Max Vel= 12.1 fps Capacity=54.80 cfs Outflow=7.14 cfs 0.489 of Pond 20P: existing storage pond Peak Storage= 10,600 cf Inflow= 17.44 cfs 1.452 of Primary= 10.17 cfs 1.433 of Outflow=10.17 cfs 1.433 of Runoff Area=8.380 ac Volume= 1.800 of Average Depth=2.58" ' wp 10yr prop OLD Type 11124-hr Rainfall=4.60" Prepared by Vanasse Hangen Brustlin, Inc HydroCADO 6.00_s/n 001452 ©1986-2001 Applied Microcomputer Systems _ _ 1/8/2003 ' Subcatchment 1 W: WATER PARK EXPANSION [49] Hint:Tc<2dt may require smaller dt Runoff = 12.46 cfs @ 12.05 hrs, Volume= 0.863 of ' Runoff by SCS TR-20 method, UH=SCS, Time Span=5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfal64.60" ' Area(ac) CN Description 2.090 98 ALL IMPERVIOUS AREAS 0.870 79 50-75% Grass cover, Fair, HSG C _ ' 2.960 92 Weighted Average Tc Length Slope Velocity Capacity Description ' (min) (feet) (fUft) _ (Wsec) _ (cfs) - 5.0 Direct Entry, DIRECT ENTRY 1 ■ wp i Qyr prop OLD Type Ill 24 hr Rainfall=4.60" ■ Prepared by Vanasse Hangers Brustii:n, Inc HdroCAD®6.00 s/n 001452 01986-2001 Applied Microcomputer Spt€rns _ _1/8/2003 Subcatchment 2W: FLOW REMOVED TO WATERPARK ' [49] Hint; Tc<2dt may require smaller dt Runoff = 2.38 cfs @ 12.05 hrs, Volume= 0.176 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.60" ' Area (ac) CN Description 0.520 98 FLOW LOST IN WATERPARK Te Length Slope Velocity Capacity Description min feet ft/f# ft/sec cfs 5.0 Direct Entry, 1 ' wp 10yr prop OLD Type 11124-hr Rainfall=4.60" Prepared by Vanasse Hangen Brustlin, Inc HydroCADO 6.00 s/n 001452 © 1986-2001„Applied Microcomputer Systems 1/8/2003 ' Subcatchment 3S: da 3 ' [49] Hint: Tc<2dt may require smaller dt Runoff = 0.36 cfs @ 12.05 hrs, Volume= 0.025 of ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.60" ' Area(ac) CN Description T 0.090 90 ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, flow to cb 207 1 1 1 1 wp 14yr prop OLD Type 11124-hr Rainfall=4.60" Prepared by Vanasse Hangen Brustlin, Inc H droCAD®6.00 s/n 001452 01986-2001 Applied Microcomputer Systems 1/8/2003 ' Subcatchment 3W: FLOW OFF-SITE ' [49) Hint: Tc<2dt may require smaller dt Runoff — 2.59 cfs @ 12.05 hrs, Volume= 0.168 of tRunoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=4.60" ' Area (c) _ CN Description 0.880 79 50-75% Grass cover, Fair, HSG C Te Length Slope Velocity Capacity Description (min) (feet) (ft/ft) Msec) (cfs) 5.0 Direct Entry, DIRECT ENTRY 1 1 1 1 wp 10yr prop OLD Type M 24-hr Rainfafl=4.60" Prepared by Vanasse Hangen Brustlin, Inc H droCAD®6.00 s/n 001452 @ 1986.2001 Applied Microcomputer Systems 1/8/2003 1 Subcatchment 4S: da 4 ' [491 Hint: Tc<2dt may require smaller dt Runoff - 0.00 cfs @ 15.41 hrs, Volume= 0.002 of 1 Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.60" 1 Area ac CN Description 0.470 36 1 Tc Length Slope Velocity Capacity Description min feet ftift ftfsec cfs 5.0 Direct Entry, flow to fes 207 i 1 1 1 1 1 ! 1 wp 10yr prop OLD Type N 24-hr Rainfall=4.60" Prepared by Vanasse Hangen Brustlin, Inc HydroCAD®6.00 sin 001452 © 1986-2001 Applied Microcomputer Systems 1/8/2003 ' Subcatchment 5S: da 5 ' [491 Hint: Tc<2dt may require smaller dt [451 Hint: Runoff=Zero Runoff 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type lit 24-hr Rainfall=4.60" tArea (ac) Cid Description 0.260 30 Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5.0 Direct Entry,flow to cb 204 1 1 f wp 1 Oyr prop OLD Type lil 24-hr Rainfali=4.60" Prepared by Vanasse Hangen Brustlin, Inc HYdroCAD®6.00 s/n 001452 © 1986-2001 Applied Microcomputer Systems _ _ _ _ _ _ 1/18/2003 Subcatchment 6S: [491 Hint: Tc<2dt may require smaller dt Runoff = 0.87 cfs @ 12.05 hrs, Volume= 0.057 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=4.60" Area (ac) CN description _Y 0.260 83 Tc Length —Slope Velocity Capacity Description (_min) feet) (ft/ftt) (ft/sec) (cfs) 5.0 Direct Entry, 1 1 wp 1 Uyr prop OLD Type 1//24-hr Rainfall=4.60" Prepared by Vanasse Hangen Brustlin, Inc HydroCADO 6.00 s/n 001452 01986-2001 Applied Microcomputer Systems _ 1/8/2003 ' Subcatchment 7S: da 7 (49] Hint:Tc<2dt may require smaller dt [45] Hint: Runoff=Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.60" _ Area (ac) CN Description 0.140 30 Tc Length Slope Velocity Capacity Description min (feet) (ft/ft) (ft/sec) (cfs) _ - - 5.0 Direct Entry,flow to cb 206 i 1 1 1 1 1 1 1 1 1 ' wp 1 Oyr prop OLD Type 11124-hr Rainfall-4.60" Prepared by Vanasse Hangen Brustlin, Inc HydroCADO 6.00 s/n 001452 Q 1986-2001 Applied Microcomputer Systems _ _ _ 1/8/2003 ' Subcatchment 8S: da 8 ' [49] Hint: Tc<2dt may fequire smaller dt Runoff = 0.10 cfs @ 12.34 hrs, Volume= 0.020 of ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=4.60" Area (ac) CN Description 1.020 44 Tc Length Slope Velocity Capacity Description Amin (feet)_(ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, flow to cb 202 1 wp 10yr prop OLD Type 11124-hr Rainfall=4.60" Prepared by Vanasse Hangers Brustlin, Inc HydroCAD®6.00 s/n 001452 01986-2001 Applied.Microcomputer Sy§te_ms 1/8/2003 1 Subcatchmesnt 14S: da 14 ' (491 Hint: Tc<2dt may require smaller dt Runoff = 0.44 cfs @ 12.05 hrs, Volume= 0.030 of ' Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Raintall=4.60" Area (ac) CN Description 0.110 90 ' Tc Length Slope Velocity Capacity Description min) (feet ft/ft ft/sec cfs 5.0 Direct Entry,flow to special dmh i 1 1 1 1 1 r ' wp 10yr prop OLD Type/1124-hr Ralnfatl-4.60" Prepared by Vanasse Hangen Brustlin, Inc HydroCAD®6.00 s/n 001452 © 1986-2001_Applied Microcomputer Systems 1/8/2003 ' Subcatchment 155: da 15 r149) Hirst:Tc<2dt may require smaller dt Runoff = 6.75 cfs @ 12.05 hrs, Volume= 0.459 of Runoff by SCS TR-20 method, UH=SCS,Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=4.60" ' Area(ac) CN Description 1.670 90 ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec)_ (cfs) _ 5.0 Direct Entry, flow to special dmh r r 1 1 r r r r r r r r ' wp 10yr prop OLD Type 11124-hr Rainfall 4.60" Prepared by Vanasse Hangen Brustlin, Inc t!ydroGAD®6.00 sln 001452 © 1986-2001 Applied Microcomputer Systems _ _ _�j�12EZ03 Reach SR: fes 207 oulet [52] Hint. Inlet conditions not evaluated Inflow = 0.00 cfs @ 15.41 hrs, Volume= 0.002 of 1 outflow — 0.00 cfs @ 15.42 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.6 min Routing by Stor Ind+Trans method, Time Span=5.00-20.00 hrs, dt= 0.05 hrs 12 Max. Velocity= 1.3 fps, Pullin. Travel Time=0.3 min Avg. Velocity= 1.2 fps, Avg. Travel Time-- 0.3 min Peak Depth= 0.02' Capacity at bank full= 7.72 cfs Inlet Invert=78.09, Outlet Invert= 77.00' 12.0" Diameter Pipe n=0.012 Length 25.0' Slope= 0.0400 'P i i 1 1 1 i 1 wp 10yr prop OLD Type lli 24-hr Rainfall=4.60" Prepared by Vanasse Hangen Brustlin, Inc HydroCAQ®_ 6.00 s/n 001452 Q 1986-2001 Applied Microcomputer Systems _ 1/8/200$ Reach 19R: dmh 19 outlet 1 [52] Hint: Inlet conditions not evaluated [62] Warning: Submerged 38% of Reach 301R inlet ' Inflow 17.65 cfs @ 12.10 hrs, Volume= 1.452 of Outflow 17,44 cfs @ 12.11 hrs, Volume= 1.452 af, Atten= 1% Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs/2 ' Max. Velocity= 6.5 fps, Min. Travel Time=0.2 min Avg. Velocity= 2.6 fps, Avg.Travel Time=0.5 min Peak Depth= 1.34' Capacity at bank full= 31.21 cfs Inlet Invert= 69.70', Outlet Invert= 69.33' 30.0" Diameter Pipe n=0,012 Length=75,0' Slope= 0.0049 7 r 1 wp 1 Oyr prop OLD Type 11124-hr Rainfall=4.60" Prepared by Vanasse Hangen Brustlin, Inc HydroCAD@ 6.00._s/n 001452 © 1986-2001 Applied Microcomputer Systems 1/8/2003 ' Reach 20R: existing pond outlet pipe 1 152] Hint: Inlet conditions not evaluated 179] Warning: Submerged Pond 20P Primary device # 1 by 0.21' Inflow _ 10.17 cfs @ 12.28 hrs, Volume= 1.433 of Outflow 10.16 cfs @ 12.29 hrs, Volume 1.433 af, Atten=0%, Lag= 0.2 min Rooting by Stor-ind+Trans method, Time Spam 5.00-20.00 hrs, dt=0.05 hrs 12 Max. Velocity=7.2 fps, Min. Travel Time--0.1 min Avg. Velocity= 3.1 fps, Avg_ Travel Time= 0.2 min Peak Depth= 0.83' Capacity at bank full=42.93 cfs Inlet Invert= 68.38% Outlet Invert= 68.10' 30.0" Diameter Pipe n= 0.012 Length= 30.0' Slope= 0.0093 'P 1 1 i 1 1 1 1 1 1 1 wp 1 Oyr prop OLD Type Y)24-hr Rainfai1-4.60" Prepared by Vanasse Hangen Brustlin, Inc FI droCADO 6.00 s/n 001452 © 1986-2001 Applied Microcomputer Systems 1/8/20Q Reach 242R: cb 202 outlet ' [521 Hint: Inlet conditions not evaluated Inflow = 0.10 cfs @ 12.34 hrs, Volume= 0.020 of Outflow - 0.10 cfs @ 12.34 hrs, Volume= 0.020 at, Atten= 0%, Lag= 0.2 min 1 Routing by Star-Ind+Trans method, Time Span=5.00-20.00 hrs, dt= 0.05 hrs!2 Marc. Velocity=2.4 fps, Min. Travel Time= 0.1 min Avg. Velocity= 1.6 fps, Avg. Travel Time=0.2 min Peak Depth=0.10' ' Capacity at bank full= 4.73 cfs Inlet Invert=71.30', Outlet Invert= 71.00' 12.0 Diameter Pipe n= 0.012 Length=20.0' Slope= 0.0150 T i 1 1 1 1 1 1 1 1 ' wp 10yr prop OLD Type 1/124-hr Ralnfall=4.60" Prepared by Vanasse Hangen Brustlin, Inc HydroCAD®6.00 s/n 001452 01986-2001 Applied Microcomputer Systems 1/8/2003 ' Reach 204R: cb 204 outlet 1521 Hint: Inlet conditions not evaluated Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of ' Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten=0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs/2 Max. Velocity= 0.0 fps, Min. Travel Time=0.0 min Avg. Velocity=0.0 fps, Avg.Travel Time=0.0 min Peak Depth= 0.00' ' Capacity at bank full= 2.73 cfs Inlet Invert= 72.80', Outlet Invert= 72.70' 12.0" Diameter Pipe n= 0.012 Length= 20.0' Slope= 0.0050 'r 1 ' wp 10yr prop OLD Type 11124-hr Rainfaf!4.60" Prepared by Vanasse Hangen Brustlin, Inc HydroCAD@)6.00 s/n 001452 01986-2001 Appfied Microcomputer Systems 1/8/2003 Reach 205R: cb 206 outlet [521 Hint: Inlet conditions not evaluated Inflow 0.87 cts @ 12.05 hrs, Volume= 0.057 of ' Outflow _ 0.85 cfs @ 12.06 hrs, Volume= 0.057 af, Atten=2%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span=5.00-20.00 hrs, dt= 0.05 hrs 12 Max. Velocity= 3.1 fps, Min. Travel Time= 0.2 min ' Avg. Velocity= 1.1 fps, Avg.Travel Time=0.6 min Peak Depth= 0.39' ' Capacity at bank full= 2.73 cfs Inlet Invert=72.90', Outlet Invert= 72,70' 12.0" Diameter Pipe n=0.012 Length=40.0' Slope= 0.0050'P 1 r wp 10yr prop OLD Type III 24-hr Rainfall=4.60" Prepared by Vanasse Hangen Brustlin, Inc HydroCAD®6.00 s/n 001452 OO 1986-2001 Applied Microcomputer Systems _ 1/8/2003 ' Reach 206R: cb 206 out{et [52] Hint: Inlet conditions not evaluated Inflow 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Outflow - 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs!2 Max. Velocity= 0.0 fps, Min. Travel Time= 0.0 min Avg. Velocity=0.0 fps, Avg. Travel Time=0.0 min Peak Depth= 0.00' Capacity at tank full= 2.88 cfs Inlet Invert=73.70', Outlet Invert= 73.20' 12.0" Diameter pipe n= 0.012 Length= 90.0' Slope= 0.0056 7' 1 wp 10yr prop OLD Type !U 24-hr Rainfall=4.60" Prepared by Vanasse Hangen Brustlin, Inc HydroCADO 6.00 sin 001452 01986-22001 Applied Microcomputer Systems 118/2003 ' Reach 207R: cb 207 outlet [52] Hint: inlet conditions not evaluated [82]Waming: Early inflow requires earlier time span [61] Hint: Submerged 9% of Reach 5R bottom Inflow - 0.36 cfs @ 12.05 hrs, Volume= 0.026 of Outflow - 0.34 cfs @ 12.07 hrs, Volume= 0.026 af, Atten= 6%, Lag= 1.1 min Routing by Stor-ind+Trans method, Time Span--5.00-20.00 hrs, dt=0.05 hrs!2 Max. Velocity= 3.4 fps, Min. Travel Time--0.7 min Avg. Velocity= 1.2 fps, Avg. Travel Time=2.0 min iPeak Depth= 0,19' Capacity at bank full= 4.46 cfs Inlet Invert= 76.90', Outlet Invert= 74.90' 12.0" Diameter Pipe n=0.012 Length- 150.0' Slope-0.0133 7 ' wp 10yr prop OLD Type 11124-hr Rarnfall=4.60" Prepared by Vanasse Hangen Brustlin, Inc HydroCAD@ 6.00 s/n 001452 ©1986-2001 Applied Microcomputer Systems 1/8/2003 ' Reach 208R: dmh 208 outlet [52] Hint: Inlet conditions not evaluated [61] Hint: Submerged 34% of Reach 207R bottom ' Inflow 7.47 cfs @ 12.05 hrs, Volume= 0.516 of Outflow 7.15 cfs @ 12.06 hrs, Volume= 0.515 af, Atten=4%, Lag= 0.6 min Routing by Star-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs/2 Max. Velocity= 4.8 fps, Min. Travel Time= 0.5 min Avg. Velocity = 1.8 fps, Avg. Travel Time= 1.2 min Peak Depth= 0.98' Capacity at bank full= 15.20 cfs Inlet Invert= 74.60', Outlet Invert= 74.10' 24.0" Diameter Pipe n= 0.012 Length= 130.0' Slope= 0.0038 T 1 wp 10yr prop OLD Type 1/1 24 hr Rainfal1-4.60" Prepared by Vanasse Hangen Brustlin, Inc HydroCAD®B.DO s/n 001452 (O 1988-2001 Applied Microcomputer Systems 1/8/2Q03 Reach 301 R: dmh 201 outlet [521 Hint: Inlet conditions not evaluated [62]Warning: Submerged 32% of Reach 302R inlet Inflow _ 17.86 cfs @ 12.10 hrs, Volume= 1.453 of Outflow 17.65 cfs @ 12.10 hrs, Volume= 1.452 af, Atten= 1%, Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span=5.00-20.00 hrs, dt= 0.05 hrs/2 1 Max. Velocity= 6.2 fps, Min.Travel Time=0.2 min Avg. Velocity=2.4 fps, Avg. Travel Time-- 0.5 min Peak Depth= 1 AV Capacity at bank full=29.09 cfs Inlet Invert= 70.10', Outlet Invert= 69.80' 30.0" Diameter Pipe n= 0.012 Length= 70.0' Slope= 0.0043 'f I wp 10yr prop OLD Type 11124-hr Rainfall=4.60° Prepared by Vanasse Hangen Brustlin, Inc HydroCADO 6.00 s/n 001452 Oc 1986-2001 Applied Microcomputer Systems 1/8/2003 ' Reach 302R: dmh 202 outlet ' [52] Hint: Inlet conditions not evaluated [63] Warning: Exceeded Reach 202R inflow depth by 0.62' @ 12.10 hrs [62] Warning: Submerged 38% of Reach 303R inlet ' Inflow 18.11 cfs @ 12.09 hrs, Volume= 1.453 of Outflow — 17.86 cfs @ 12.10 hrs, Volume= 1.453 af, Atten= 1%, Lag= 0.3 min Routing by Star-Ind+Trans method, Time Span=5.00-20.00 hrs, dt=0.05 hrs/2 Max. Velocity=7.2 fps, Min. Travel Time=0.2 min Avg. Velocity=2.8 fps, Avg. Travel Time= 0.6 min Peak Depth= 1.26' Capacity at bank full= 35.31 cfs Inlet Invert= 70.70', Outlet Invert= 70.10' ' 30.0" Diameter Pipe n=0.012 Length= 95.0' Slope= 0.0063'P wp 10yr prop OLD Type 11124-hr Rainfalh4.60" Prepared by Vanasse Hangen Bru6tlin, Inc HydroCADQ 6.00 s/n 001452 © 1986-2001 Applied Microcomputer Systems 1/8/2003 ' Reach 303R: dmh 203 outlet [52] Hint: Inlet conditions not evaluated [62] Warning: Submerged 34% of Reach 304R inlet ' Inflow = 18.21 cfs @ 12.09 hrs, Volume= 1.433 of Outflow 18.10 cfs @ 12.09 hrs, Volume= 1.433 af, Atten= 1%, Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs/2 ' Max. Velocity= 6.6 fps, Min. Travel Time= 0.1 min Avg. Velocity= 2.6 fps, Avg. Travel Time-- 0.3 min ' Peak Depth= 1.36' Capacity at bank full= 31.42 cfs Inlet Invert= 71.00', Outlet Invert= 70.80' 30.0" Diameter Pipe n= 0.012 Length= 40.0' Slope= 0.0050 '/' 1 1 wp 10yr prop OLD Type 11124-hr Rainfa11=4.60" Prepared by Vanasse Hangen Brustlin, Inc H droCAM 6.00 s/n 001452 © 1986-2001 APP tied Microcomputer Systems 1/8/200 Reach 304R: dmh 204 outlet ' [521 Hint; Inlet conditions not evaluated [621 Warning: Submerged 11%of Reach 305R inlet Inflow 18.45 cfs @- 12.09 hrs, Volume= 1.433 of Outflow 18.21 cfs @ 12.09 hrs, Volume= 1.433 af, Atten= 1%, Lag= 0.3 min Routing by Stor-Ind+Trans method,Time Span= 5.00-20.00 hrs, dt=0.05 hrs/2 Max. Velocity=6.6 fps, Min. Travel Time=0.2 min Avg. Velocity= 2.6 fps, Avg, Travel Time= 0.5 min Peak Depth= 1.37' Capacity at bank full= 31.42 cfs Inlet Invert= 71.50', Outlet Invert= 71.10' 30.0" Diameter Pipe n= 0.012 Length 80.0' Slope= 0.0050 'r ' wp 10yr prop OLD Type 11124-hr Rainfall=4.60" Prepared by Vanasse Hangen Brustlin, Inc HydroCAD@ 6.00_s1n 001452 © 1986-2001 Applied Microcomputer Systems 1/8/2003 ' Reach 305R: dmh 205 outlet [52] Hint: Inlet conditions not evaluated [63] Warning: Exceeded Reach 204P inflow depth by 1.34' @ 12,05 hrs [63] Warning: Exceeded Reach 205R inflow depth by 0.85' @ 12,10 hrs [62] Warning: Submerged 41% of Reach 306R inlet Inflow - 19.67 cfs @ 12.06 hrs, Volume= 1.435 of Outflow = 18.45 cfs @ 12.09 hrs, Volume= 1.433 af, Atten=6%, Lag= 1.6 min ' Routing by Stor-Ind+Trans method, Time Span=5.00-20.00 hrs, dt= 0.05 hrs/2 Max. Velocity= 5.9 fps, Min. Travel Time= 0.8 min Avg. Velocity= 2.3 fps, Avg. Travel Time=2.2 min Peak Depth= 1.55' Capacity at bank full=26.91 cfs ' Inlet Invert= 72.60', Outlet Invert= 71.50' 30.0" Diameter pipe n=0.012 Length=300.0' Slope-- 0.0037 T 1 wp 1 Qyr prop OLD Type N 24-hr Rainfall=4.60" Prepared by Vanasse Hangen Brustlin, Inc HydroCAD®6.00 s/n 001452 01986-2001 Applied Microcomputer Systems Reach 306R: dmh 206 outlet [52] Hint: Inlet conditions not evaluated [82] Warning: Early inflow requires earlier time span [63] Warning: Exceeded Reach 206R inflow depth by 0.80' @ 12.05 hrs [62] Warning: Submerged 25% of Reach 307R inlet Inflow _ 19.19 cfs @ 12.06 hrs, Volume= 1.378 of Outflow = 18.82 cfs @ 12.06 hrs, Volume= 1.378 af, Atten= 2%, Lag=0.2 min rRouting by Stor-Ind+Trans method, Time Span=5.00-20.00 hrs, dt= 0.05 hrs 12 Max. Velocity= 6.7 fps, Min. Travel Time= 0.2 min ' Avg. Velocity= 2.5 fps, Avg. Travel Time= 0.5 min Peak Depth= 1.40' Capacity at bank full= 31,42 cfs Inlet Invert= 73.10', Outiet Invert= 72.70' 30.0" Diameter Pipe n=0.012 Length= 80.0' Slope=0.0050 '/' r wp 10yr prop OLD Type 11I24-hr Rainfall=4.60" Prepared by Vanasse Hangen Brustlin, Inc H droCAD®6.00 s/n 001452 0 1986-2001 Applied Microcomputer Systems 1/8/2003 ' Reach 307R: dmh 207 outlet ' 152] Hint: Inlet conditions not evaluated [621 Warning: Submerged 13% of Reach 208R inlet Inflow = 7.15 cfs @ 12.06 hrs, Volume= 0.515 of Outflow = 6.86 cfs @ 12.07 hrs, Volume= 0.515 af, Atten= 4%, Lag= 0.7 min Routing by Star-Ind+Trans method, Time Span=5.00-20.00 hrs, dt= 0.05 hrs 12 Max. Velocity=5.3 fps, Min. Travel Time= 0.5 min Avg. Velocity=2.0 fps, Avg.Travel Time= 1.3 min Peak Depth= 0.87' Capacity at bank full= 17.90 cfs Inlet Invert= 74.00', Outlet Invert= 73.20' 24.0" Diameter Pipe n= 0.012 Length= 150.0' Slope= 0.0053 7' 1 1 1 wp 10yr prop OLD Type lfl 24-hr Rainfaf1-4.60" Prepared by Vanasse Hangen Brustlin, Inc H droCADO 6.00 sln 001452 ® 1986-2001 Applied Microcomputer Systems 1 812003 ' Reach 999R: special dmh outlet [52] Hint: Inlet conditions not evaluated [82]Warning: Early inflow requires earlier time span Inflow 7.19 cfs @ 12.05 hrs, Volume= 0.489 of Outflow 7.14 cfs @ 12.05 hrs, Volume= 0.489 af, Atten= 1%, Lag=0.1 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 12 Max. Velocity= 12.1 fps, Min.Travel Time=0.1 min Avg. Velocity= 4.3 fps, Avg. Travel Time-- 0.2 min Peak Depth= 0.49' Capacity at bank full=54.80 cfs Inlet Invert= 84.00', Outlet Invert= 81 A0' 24ff Diameter Pipe n=0.012 Length= 60.0' Slope= 0.0500 'P 1 ' wp 1 Oy► prop OLD Type 11124-hr Reinfald=4.60" Prepared by Vanasse Hangen Brustlin, Inc HydroCAD®6.00 s/n 001452 01986-2001 Applied Microcomputer Systems '1 003 Pond 20P: existing storage pond (631 Warning. Exceeded Reach 19R inflow depth by 0.58' @ 12.40 hrs Inflow - 17.44 cfs @ 12.11 hrs, Volume= 1.452 of Outflow = 10.17 cfs @ 12.28 hrs, Volume= 1.433 af, Atten=42%, Lag= 10.8 min Primary 10.17 cfs @ 12.28 hrs, Volume= 1.433 of Routing by Stor-Ind method,Time Span=5.00-20.00 hrs, dt= 0.05 hrs /2 ' Peak Elev=71.18' Storage= 10,600 cf Plug-Flow detention time=21.0 min calculated for 1.433 of (99% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area lnc.Store Cum.Store feet - _ (sq_ft) _ _ cubic-feet) (cubic-feet) 69.00 1,464 - - 0 - 0 70.00 5,188 3,326 3,326 71.00 6,709 5,949 9,275 72.00 8,224 7,467 16,741 73.00 9,993 9,109 25,850 74.00 7,839 8,916 34,766 ' rimary OutFiow (Free Discharge) i=Orifice/Grate # Routing Invert Outlet devices_ _ - 1 Primary 69.00' 18.0" Vert. Orifice/Grate C= 0.600 1 1 Issued for: Permit • Date Issued: January 8, 2003 31X Fla s IN[ ew ]F: nglan Latest Issue: March 20, 2003Gravity Sewer 11kelocation1623 Main Stree Agawam, Massachusetts Index No. Drawing Title Latest Issue -1 Legend and General Notes 1/29/03Information C-2 Parking Lot Identification Map 1/29/03 . Owner: C-3 Driveway Relocation Plan 1/29/03 AGA1P Six Flags New England C-4 Utilities Plan 3/20/03 ..... 1623 Main Street C-5 Profile 3/20/03 Agawam, Massachusetts 413 786 9300 . 413 786 8414 C-6 Landscape Plan 1/29/03 Applicant: C-7 Site Details 1/29/03 Lo Six Flags New England C_g Site Details 1/29/03 R. 1623 Main Street - c��o _ Agawam, Massachusetts ----- 413 786 9300 . 413 786 8414 Reference Drawings aachusetts ecticut Sv-1 Existing Conditions Plan 1/8/03 Site Location Map o yODD 2000 Feet Consultant 1: Aquatic Development Gronp,Inc. 13 Green Mountain Drive Cohoes, NY 518 783 0038 . 518 783 0474 ■ ■ �' t • nc Vanasse anger Brun Iran, I Transportation ` . r A 1"r7i. saes w [''S Land Development J, Q g Environmental Services `+- - 00 ads, 41010 505 East Columbus Avenue g Springfield, Massachusetts 01105 413 747 7113 - 413 747 0916 3 N � a Legend Abbreviations Notes: Exist. prop, Exist. Prop. General General Demolition ` e4= CONCRETE PAVEMENT ABAN ABANDON 1. CONTRACTOR SHALL NOTIFY "DIG-SAFE" (1-888-344-7233) AT LEAST 72 HOURS BEFORE EXCAVATING. 1. THE CONTRACTOR TO REMOVE AND TO DISPOSE OF EXISTING MANMADE SURFACE FEATURES WITHIN THE L=43,84' E�=-� LIMIT OF WORK INCLUDING BUILDINGS, STRUCTURES, PAVEMENTS, SLABS, CURBING, FENCES, UTILITY PROPERTY LINE "-'> ':_ ' HEAVY DUTY PAVEMENT ACR ACCESSIBLE CURB RAMP 2. CONTRACTOR SHALL BE RESPONSIBLE FOR SITE SECURITY AND JOB SAFETY. CONSTRUCTION ACTIVITIES SHALL BE IN POLES, SIGNS, ETC. UNLESS INDICATED OTHERWISE ON THE DRAWINGS. REMOVE AND DISPOSE OF -�. ACCORDANCE WITH OSHA STANDARDS AND LOCAL REQUIREMENTS. EXISTING UTILITIES, FOUNDATIONS, AND UNSUITABLE MATERIAL WITHIN THE PROPOSED BUILDING Vanasse Hangen Brustlin, Inc. "'ter PROJECT LIMIT UNE RIPRAP ADJ ADJUST FOOTPRINT AND TEN FEET BEYOND AND BENEATH EXTERIOR COLUMNS, PER DRAWINGS AND 0 0 0 o AN 3. HANDICAP ACCESSIBLE ROUTES, PARKING SPACES, RAMPS, SIDEWALKS AND WALKWAYS SHALL BE CONSTRUCTED IN SPECIFICATIONS. Transportation RIGHT-OF-WAY/PROPERTY LINE � CONSTRUCTION ENTRANCE APPROX APPROXIMATE CONFORMANCE WITH THE FEDERAL AMERICANS WITH DISABILITIES ACT AND WITH STATE AND LOCAL LAWS AND � - "- -- '�` EASEMENT BIT BITUMINOUS REGULATIONS (WHICHEVER ARE MORE STRINGENT). 2. EXISTING UTILITIES SHALL BE TERMINATED, UNLESS OTHERWISE NOTED, IN CONFORMANCE WITH LOCAL, Land Development 27.:�: r^.,. 27.35 TCx STATE, AND INDIVIDUAL UTILITY COMPANIES STANDARDS SPECIFICATIONS, AND DETAILS. THE CONTRACTOR Envlrornmental Services BUILDING SETBACK 3= 6c' 2&85 BC TOP & BOTTOM OF CURB ELEVATION SHALL COORDINATE UTILITY SERVICE DISCONNECTS WITH THE UTILITY REPRESENTATIVES. "- 65 BOTTOM OF SLOPE 4. AREAS DISTURBED DURING CONSTRUCTION AND NOT RESTORED WITH IMPERVIOUS SURFACES BUILDINGS, PAVEMENTS, 10+C, i3275 132.75 ETC.) SHALL RECEIVE SIX INCHES LOAM AND SEED. to+oo x x SPOT ELEVATION WALKS, 505 East Cohunbus Avenue -----•-•----t----�---- --�- BASELINE CONC CONCRETE 3. CONTRACTOR SHALL DISPOSE OF DEMOLITION DEBRIS IN ACCORDANCE WITH APPLICABLE FEDERAL, STATE, ��'5 E Z5 45.0 BWx TOP & BOTTOM OF WALL ELEVATION AND LOCAL REGULATIONS, ORDINANCES, AND STATUTES. - CONSTRUCTION LAYOUT "''� �'� �'S B� EL ELEVATION 5. WITHIN THE LIMITS OF THE BUILDING FOOTPRINT, THE SITE CONTRACTOR SHALL PERFORM EARTHWORK OPERATIONS Springfield,Massachusetts 01105 ZONING LINE BORING LOCATION ELEV ELEVATION REQUIRED UP TO SUBGRADE ELEVATIONS. Erosion Control 413-747-7113 •FAX 413-747-0916 t TEST PIT LOCATION 6: WORK WITHIN THE LOCAL RIGHTS-OF-WAY SHALL CONFORM TO LOCAL MUNICIPAL STANDARDS, WORK WITHIN STATE - TOWN LINE EXIST EXISTING RIGHTS-OF-WAY SHALL CONFORM TO THE LATEST EDITION OF THE STATE HIGHWAY DEPARTMENTS STANDARD �w Mw MONITORING WELL SPECIFICATIONS FOR HIGHWAYS AND BRIDGES. 1. PRIOR TO STARTING ANY OTHER WORK ON THE SITE, THE CONTRACTOR SHALL NOTIFY APPROPRIATE Q FDN FOUNDATION AGENCIES AND SHALL INSTALL EROSION CONTROL MEASURES AS SHOWN ON THE PLANS AND AS LIMIT OF DISTURBANCE 7. UPON AWARD OF CONTRACT, CONTRACTOR SHALL MAKE NECESSARY CONSTRUCTION NOTIFICATIONS AND APPLY FOR AND IDENTIFIED IN FEDERAL, STATE, AND LOCAL APPROVAL DOCUMENTS PERTAINING TO THIS PROJECT. UD GRAN GRANITE WETLAND LINE WITH FLAG UNDERDRAIN OBTAIN NECESSARY PERMITS, PAY FEES, AND POST BONDS ASSOCIATED WITH THE WORK INDICATED ON THE DRAWINGS, 2. INSPECT AND MAINTAIN EROSION CONTROL MEASURES, AND REMOVE SEDIMENT THEREFROM ON A WEEKLY _._-_._CD�� -OD- GTD GRADE TO DRAIN IN THE SPECIFICATIONS, AND IN THE CONTRACT DOCUMENTS. DO NOT CLOSE OR OBSTRUCT ROADWAYS, SIDEWALKS, AND BASIS AND WITHIN TWELVE HOURS AFTER EACH STORM EVENT AND DISPOSE OF SEDIMENTS IN AN OVERFLOW DRAIN FIRE HYDRANTS, WITHOUT APPROPRIATE PERMITS. FLOODPLAIN ,»n UPLAND AREA SUCH THAT THEY DO NOT ENCUMBER OTHER DRAINAGE STRUCTURES AND PROTECTED 12 D--+ DRAINAGE LINE LA LANDSCAPE AREA AREAS 8. TRAFFIC SIGNAGE AND PAVEMENT MARKINGS SHALL CONFORM TO THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES. BORDERING LAND SUBJECT TO FLOODING " !;- -- B MAX MAXIMUM 3. CONTRACTOR SHALL BE FULLY RESPONSIBLE TO CONTROL CONSTRUCTION SUCH THAT SEDIMENTATION ROOF DRAIN 9. AREAS OUTSIDE THE LIMITS OF PROPOSED WORK DISTURBED BY THE CONTRACTOR'S OPERATIONS SHALL BE RESTORED 12'S roar I.rnT srrrcr RCU1.nr[wv D1?ocn APs.As, uaaF�,,r n Svc,, sssri�lr,uraa?ora rs c,Usca a) Bz WETLAND BUFFER 7{lNF -� -- - --- -� - sFv>zR 1�N� MIN MINIMUM al' Ttif coriMAGMM TO m�rrt Gllt3INAL CvrvorT1QK AT TMr L VNIKAI,IUK� VU t.Nv)t, WATER, WIND, OR DIRECT DEPOSIT, °Z NO DISTURB ZONE -'�'`'t'-' oHw OVERHEAD WIRE NlC NOT IN CONTRACT 10. IN THE EVENT THAT SUSPECTED CONTAMINATED SOIL, GROUNDWATER, AND OTHER MEDIA ARE ENCOUNTERED DURING 4. CONTRACTOR SHALL PERFORM CONSTRUCTION SEQUENCING SUCH THAT EARTH MATERIALS ARE EXPOSED s'w WATER LINE NOT TO SCALE EXCAVATION AND CONSTRUCTION ACTIVITIES BASED ON VISUAL, OLFACTORY, OR OTHER EVIDENCE, THE CONTRACTOR FOR A MINIMUM OF TIME BEFORE THEY ARE COVERED, SEEDED, OR OTHERWISE STABILIZED TO PREVENT - '' - SHALL STOP WORK IN THE VICINITY OF THE SUSPECT MATERIAL TO AVOID FURTHER SPREADING OF THE MATERIAL, AND 2oo'�e, 200� RIVERFRONT AREA -- EROSION. eFP FIRE PROTECTION LINE PERT PERFORATED SHALL NOTIFY THE OWNER IMMEDIATELY SO THAT THE APPROPRIATE TESTING AND SUBSEQUENT ACTION CAN BE TAKEN. - _ - - - - - GRAVEL ROAD PROP PROPOSED 11. CONTRACTOR SHALL PREVENT DUST, SEDIMENT, AND DEBRIS FROM EXITING THE SITE AND SHALL BE RESPONSIBLE FOR 5• UPON COMPLETION Of CONSTRUCTION AND ESTABLISHMENT OF PERMANENT GROUND COVER, CONTRACTOR 2'Dw DOMESTIC WATER LINE SHALL REMOVE AND DISPOSE OF EROSION CONTROL MEASURES AND CLEAN SEDIMENT AND DEBRIS FROM EDGE OF PAVEMENT _ -__ REM REMOVE CLEANUP, REPAIRS AND CORRECTIVE ACTION IF SUCH OCCURS. ENTIRE DRAINAGE AND SEWER SYSTEMS. --3"t�--- 3'G GAS LINE 6C 12, DAMAGE RESULTING FROM CONSTRUCTION LOADS SHALL BE REPAIRED BY THE CONTRACTOR AT NO ADDITIONAL COST TO - - - BITUMINOUS CURB ;,. UGE- UNDERGROUND ELECTRIC RET RETAIN OWNER __-_.-. . ;; _._ Existing Conditions Information �G CC �- CONCRETE CURB - __- - T TELEPHONE LINE R&D REMOVE AND DISPOSE 13. CONTRACTOR SHALL CONTROL STORMWATER RUNOFF DURING CONSTRUCTION TO PREVENT ADVERSE IMPACTS TO 03"F SITE 1. BASE PLAN - THE PROPERTY LINES, TOPOGRAPHIC AND PHYSICAL FEATURES SHOWN WERE DETERMINED ECU R&R REMOVE AND RESET AREAS, AND SHALL BE RESPONSIBLE TO REPAIR RESULTING DAMAGES, IF ANY, AT NO COST TO OWNER. ----=� - CAPE COD BERM -�----�-r=��--- FA FIRE ALARM BY AN AERIAL SURVEY PERFORMED BY HERITAGE SURVEYS OF SOUTHAMPTON, AND UPDATED IN 2002 TO % ECC TS TOP OF SLOPE INCLUDE RECENT WORK. ---_==--.-�- :: -- --� EXTRUDED CONCRETE CURB ---•-,� . _- -CATv---- CABLE TV Layout and Materials CC MCC MONOLITHIC CONCRETE CURB TYP TYPICAL 2. TOPOGRAPHY - ELEVATIONS ARE BASED ON NGVD DATUM. k; ® ce CATCH BASIN C+ PCC 1. DIMENSIONS ARE FROM THE FACE Of CURB, FACE OF BUILDING, FACE OF WALL, AND CENTER LINE OF PAVEMENT PRECAST GONC, CURB SCE SGE DCB DOUBLE CATCH BASIN MARKINGS, UNLESS OTHERWISE NOTED. SLOPED GRAN. EDGING CI U�tY VGC GUTTER INLET 2. CURB RADII ARE FOUR FEET UNLESS OTHERWISE NOTED. �� ® --_. VERT. GRAN. CURB •LIMIT OF CURB TYPE DRAIN MANHOLE ACCMP ASPHALT COATED CORRUGATED METAL PIPE 3. CURBING SHALL BE BITUMINOUS CURBING (BC) WITHIN THE SITE UNLESS OTHERWISE INDICATED ON THE PLANS. =~^ FFFffii TRENCH DRAIN CAP CORRUGATED ALUMINUM PIPE 4. SEE ARCHITECTURAL DRAWINGS FOR EXACT BUILDING DIMENSIONS AND DETAILS CONTIGUOUS TO THE BUILDING, INCLUDING --- - - SAWCUT SIDEWALKS, RAMPS, BUILDING ENTRANCES, STAIRWAYS, UTILITY PENETRATIONS, CONCRETE DOOR PADS, COMPACTOR PAD, I ------ _ PLUG OR STUB C&C CUT AND CAPPED LOADING DOCKS, BOLLARDS, ETC, L.,.. �i�i,,! � I► FLARED END SECTION CIP CAST IRON PIPE BUILDING 5. PROPOSED GRANITE BOUNDS AND ANY EXISTING PROPERTY LINE MONUMENTA71ON DISTURBED DURING CONSTRUCTION EN BUILDING ENTRANCE HEADWALL CIT CHANGE IN TYPE SHALL BE SET OR RESET BY A PROFESSIONAL LICENSED SURVEYOR. -� ID LOADING DOCK :' ♦ SEWER MANHOLE COND CONDUIT DI DUCTILE IRON PIPE Utilities • BOLLARD CS CS CURB STOP FES FLARED END SECTION v 0 DUMPSTER PAD +, wG 1. THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN AN APPROXIMATE WAY ONLY AND HAVE NOT BEEN 0 WATER GATE F&G FRAME AND GRATE INDEPENDENTLY VERIFIED BY THE OWNER OR ITS REPRESENTATIVES. THE INFORMATION SHOWN ON THE PLAN DOES NOT T SIGN GUARANTEE THE EXISTENCE OF FACILITIES ACTUALLY IN THE GROUND NOR DOES IT GUARANTEE THAT OTHER FACILITIES 1 �r;v TAPPING SLEEVE & VALVE F&C FRAME AND COVER MAY EXIST WHICH ARE NOT SHOWN. PRIOR TO ORDERING MATERIALS AND BEGINNING CONSTRUCTION THE CONTRACTOR DOUBLE SIGN S1AMI=SE CONNECTION GT GREASE TRAP SHALL VERIFY AND DETERMINE THE EXACT LOCATION, SIZE AND ELEVATION OF EXISTING UTILITIES. T- STEEL GUARDRAIL HYIa 2. WHERE AN EXISTING UTILITY IS FOUND TO CONFLICT WITH THE PROPOSED WORK, OR EXISTING CONDITIONS DIFFER FROM FIRE HYDRANT HH ELECTRIC HANDHOLE THOSE SHOWN SUCH THAT THE WORK CANNOT BE COMPLETED AS INTENDED, THE LOCATION, ELEVATION, AND SIZE OF ............ �'- " '- WOOD GUARDRAIL {SQUARE POST} 0 n r wM WATER METER HW HEADWALL THE UTILITY SHALL BE ACCURATELY DETERMINED WITHOUT DELAY BY THE CONTRACTOR, AND THE INFORMATION WOOD GUARDRAIL (ROUND POST) PIV .PiV FURNISHED IN WRITING TO THE OWNER'S REPRESENTATIVE FOR THE RESOLUTION OF THE CONFLICT: FAILURE TO PROVIDE POST INDICATOR VALVE HYD HYDRANT OR PERFORM THE ABOVE PRIOR TO PERFORMING ANY WORK SHALL NOT BE GROUNDS FOR EXTRA PAYMENTS TO THE PATH - ® WATER WELL INV INVERT ELEVATION CONTRACTOR. 1 TREE LINE G 0 W I= INVERT ELEVATION 3. SET CATCH BASIN RIMS, AND INVERTS OF SEWERS, DRAINS, AND DITCHES IN ACCORDANCE NTH ELEVATIONS ON THE GAS GATE GRADING AND UTILITY FLANS. _. _ _._... x WIRE FENCE GM GM PWW PAVED WATER WAY 0 o GAS METER RIM ELEVATIONS FOR DRAIN AND SEWER MANHOLES, WATER VALVE COVERS, GAS GATES, ELECTRIC AND TELEPHONE - - -- CHAIN LINK FENCE a PVC POLYVINYLCHLORIDE PIPE PULL BOXES, AND MANHOLES, AND OTHER SUCH ITEMS, ARE APPROXIMATE AND SHALL BE SET/RESET AS FOLLOWS: - ��- • POST AND RAIL FENCE TD 0 ELECTRIC MANHOLE RCP REINFORCED CONCRETE PIPE • PAVEMENTS, CONCRETE SURFACES, AND ALL SURFACE TYPES ALONG ACCESSIBLE ROUTES - FLUSH -� - • STOCKADE FENCE °M WITH FINISH GRADES. ELECTRIC METER R= RIM ELEVATION cy OCR STONE WALL LIGHT POLE TSV TAPPING SLEEVE, VALVE AND BOX • LANDSCAPE, LOAM AND SEED, AND OTHER EARTH SURFACE AREAS - ONE INCH ABOVE SURROUNDING AREA AND TAPER EARTH TO THE RIM ELEVATION. x• -- -+�- RETAINING WALL FJ • TELEPHONE MANHOLE UP UTILITY POLE 4. THE LOCATION, SIZE, DEPTH, AND SPECIFICATIONS FOR CONSTRUCTION OF PROPOSED PRIVATE UTILITY SERVICES SHALL 1 Updated Plan 01/29/03 IN -' - --- STREAM / POND / WATER COURSE BE INSTALLED ACCORDING TO THE REQUIREMENTS PROVIDED BY, AND APPROVED BY, THE RESPECTIVE UTILITY COMPANY 01 (GAS, TELEPHONE, ELECTRIC, FIRE ALARM, ETC.). FINAL DESIGN LOADS AND LOCATIONS TO BE COORDINATED WITH No. Ravl$ian Date ppvd. OT TRANSFORMER PAD -- - -- DETENTION BASIN OWNER AND ARCHITECT. Designed by Drown by Checked by 4�' �- UTILITY POLE CD HAY BALES 5. THE CONTRACTOR SHALL MAKE ARRANGEMENTS FOR AND SHALL BE RESPONSIBLE FOR PAYING FEES FOR POLE CAD checked by Approved by SILT FENCE GUY POLE RELOCATION AND FOR THE ALTERATION AND ADJUSTMENT OF GAS, ELECTRIC, TELEPHONE, FIRE ALARM, AND ANY OTHER � GUY WIRE & ANCHOR PRIVATE UTILITIES, WHETHER WORK IS PERFORMED BY CONTRACTOR OR BY THE UTILITIES COMPANY. sooie NIA note January 8,2Q03 Hli HH 6. UTILITY PIPE MATERIALS SHALL BE AS FOLLOWS, UNLESS OTHERWISE NOTED ON THE PLAN: Project Titie MINOR CONTOUR � El HAND HOLE -�c-- 20 MAJOR CONTOUR oB PULL BOX WATER PIPES SHALL BE CONSTRUCTED OF CEMENT LINED DUCTILE IRON PIPE Six Flags New England 1D PARKING COUNT Matchl➢ne-See Dian • SANITARY SEWER PIPES SHALL BE POLYVINYL CHLORIDE (PVC) SEWER PIPE Gravity Sewer Relocation O -��.r- �-�--^• MATCHLINE C10 COMPACT PARKING STALLS • STORM DRAINAGE PIPES SHALL BE REINFORCED CONCRETE PIPE (RCP) 1623 Main Street __..--.D`U- DYL DOUBLE YELLOW LINE ---- 7. SITE CONTRACTOR SHALL COORDINATE WITH ELECTRICAL CONTRACTOR FOR FURNISHING AND INSTALLING REQUIRED SITE 51 L ELECTRICAL ITEMS SUCH AS PULL BOXES, CONDUITS, DUCT BANKS, LIGHT POLE BASES, CONCRETE PADS, ETC. AND A awam, Massachusetts STOP LINE SHALL COORDINATE LOCATION OF AND PROVIDE EXCAVATION AND BACKFILL FOR THESE ITEMS AS REQUIRED FOR A g CROSSWALK COMPLETE AND FUNCTIONAL SYSTEM. Issued for j ® ACCESSIBLE CURB RAMP 8. SITE CONTRACTOR SHALL EXCAVATE AND BACKFILL TRENCHES FOR GAS IN ACCORDANCE WITH GAS COMPANYS REQUIREMENTS. HANDICAP PARKING 9. ALL DRAINAGE AND SANITARY STRUCTURE INTERIOR DIAMETERS (4' MIN.) SHALL BE DETERMINED BY THE MANUFACTURER Permits VAN-ACCESSIBLE HANDICAP PARKING BASED ON THE PIPE CONFIGURATIONS SHOWN ON THESE PLANS. Vhhi VAN Not Approved for Construction Drawing Title Legend and General Notes Drawing Number AN C_ 1 QV& ft.41010 Sheet of 2 9 Project Number 99901.00 lmaspringWmin\_proposalslsfine20021gravityUeg.dwg ' d • • C? • • O p Z r - n p C A • A ° A • f ° � + 4 a C • p ° d°e a R1 Vanasse Hangen BrmtUn, Inc. • • ° tr 4° t:ion R iYL � p • f 505 Fast Columbus Avenue ° d Springfield, Massachusetts 01105 413-747-7113 •FAX 413-747-0916 • •° d • ° as • � o• 6 n • •+• f % a ° C O O p ° a ° a p ° pLb�° �p a • a •e B c • ° °a a q a 4 G x • ® -ee ��► % r ©T TU NDI od V p a° O ° .p 0 o f ° Q 7 `N ,s w �+ • ♦ ♦ a a° AV • .° o°°• ° �° ° u • •• Pt r. 1! o LV vtmv SW i u A r �a s t '� �f'�4�7' i ` t 3 1 cT's Xx �+.$q" (�y l7' ! • ts� ° f ti'Ss! iy S. 7' � ny- � Ks� r�'rAs r ,4� "�r�.�kw �+,, yam` ��r: ► • ► O f b i Y- Rr x= `� • o ° t� No. Revision Date pvd. `f s �" ..'&.- t I� ` y� �♦Ili ? ° �RR-JJI Jf nr 1 Designed by Drown by Checked by CAD checked by Approved by r n ° ��••.•. Scale Date janUaU 29,2003 Project Title t tea•aye • 3 r Six Flags New England Gravity Sewer Relocation e� t� �g r 1623 lYl[in Street K Agawam, Massachusetts s GJJ Issued for Permits , T-- J% cri Not Approved for Construction Drawing Ttle P Parking Lot Identification Map '+r'W Drawing Number © C-2 C44 a � a 0 ST 0 NN CTiCUT " ~r Sheet of 3 9 STATE 4F CONNEC11CUT Project Number 99901.00 cs c[z4 j©3 X�mPring�=Ject1083981\cad\ldlpermits\Parl ingKeyMap.dwg XI Y /41 LC) Li r'!2�- ie) C < Vanasse Hangen Brustlin, Inc. LO Transportation y `" ✓! LI Environmental Services ...__ - � L!J 505 East Columbus Avenue O Springfield,Massachusetts 01105 .... �, 0 413-747-7113 FAX 413-747-0916 / s) ,... i ibAm'---' ANq]-SEE� Ld Cn -✓ /� } "J NEW PLANTER Q Ln s 4. 5 m 4. 5 7m ` // 0 �--- l � Q -- LL- Q -- n — LOAM AND SEED z 1 NOTE: THIS IS A METRIC PLAN O C0 ..._ LOAF: HAN[ SED` i T. o f I — _ MASSA --- co o+ oo USE N 00 (METRIC) HIGH d- co T S P A R TM EN T ' `�- . �- BASELINE __...__.. + + w_. ___^�W _w =�;�`_�` C37 ��r O OO 1 LT Plan 01/29/03 AF f �.._:� ! No. Revision Date ppvd. 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J '""`•y' � i_� � ,,- 77 ZLI ,f '' - ( SAWCUT &i4IN4 � _ -_ -'" r am,, all _" _ - r \'l PAVEMENT_ — / - �•��"�'--' -,. _ i�--" Y �.. l -�""„ice' �'�"` ,..-...�--"�� � "'„' �/• � � y � 5 ,�''� r3r. SW�? 6.8 ='`�" . _ �•��"� i."'` J t SMH I,- -91.3 SMH 3 .�91.3_._ IOU �L `i a1 ly CONCRET AN L. SAWCUT EXISTING __ _ -_ f PAVEMENT -� _y. " 0 #'_ I � 6 INTAIN FILL 'Y-•-•-•_,.._. ,�;...-�_..........- �� � � t�� 3+0 .-••-G ACTOR TO MPS LOAM AND SEED STAGES OF CQ1URfNG ALLI, �..J-•� BENEATH PIPE - �. _ .L ey }+ _. �w� -� ,: "I'00 SSMH j � 'r RM9 �...-. } =97._ - 1 -- 9.0 i I( ` •� '.��f `"-� - - _ 5-Fc�Q I 24 SAIH 5 ; 5M�1 `3 f ; I=94.3 - ;1 "-! _-3 -,_- 4�~ — 1-924 (OUT) '` L, S 97.5 € `` LC (- `' �..__ - ;- -• ,� 1-�.928 s t� 'J 3 ! I S H 6 I CQNTRACTOfO` MATIi - �` - t� +OD ~--w _•_ -U 91,4 OUT) t -� ;' _ _ , f EXl51}NG`CAPf-CAPE _ r, r •. _ �. _ 4 6" HDPE - f CONTRACTOR TO MAINTAIN _- — `: (OVERFLOW) 00 .. TRENCH IN LANDSCAPED AREAS -"""� -� `�� �r,.. f O�MH5 __ _ ,�._ �- ems` �_ ._ M+nW.r.ameax,wh„ .•.—.'."^`�_... _ �.._�....� .... - -„maW...•.•.••�••'ti__•�. �' `4-• ,'`-- �_ I ._„ _. ( •Y•_- IN TA IN _...�..,�'=- ...___,_�_�, �� � ---•-��_�� �-•.._� - -••..,_,-_.. _ .._....�_,..,.,___�-=_. '.._---_...__.,."._,.w.......-._.._....�____. qN RE_TE AN 'F j � _ -�� _.� •t �3 �'"� r� ���r - �_ C-ONGRETE . ..y..,,� ; �r � •�.�_--•�...... -� ' 'a� ice; ww�,-�,�;-.,.� -' _._ _ - i .- R , . �L _ y 1 ! J F } Al �,^•J •" � �� ! �"��fJ F it I ilk n N 37917' .8373 a c at3 NOTES i f _1 E r29t1 .8728 ' tj (` "� . ` `'' (( -_ ( + 1. ALL PLANTINGS MUST BE MAINTAINED AND THAT PORTION OF THE PUBLIC WAY ABUTTING THE PARCEL AND INCLUDING THE TREE BELT SHALL BE MAINTAINED �- 1 (! I( 1 IN A SAFE AND ATTRACTIVE CONDITION BY THE OWNER OF THE PARCEL. - - r 2. PRIOR TO COMMENCING. WORK ACTIVITIES, SEDIMENTATION / EROSION CONTROL 1 BARRIERS SHALL BE INSTALLED, MAINTAINED AND SHALL NOT BE REMOVED UNTIL ' ! ALL WORK IS COMPLETE AND VEGETATION IS ESTABLISHED. P • �.�._.,�',� ! � � � 3. PRIOR TO THE INSTALLATION OF ANY SEWER, WATER OR DRAINAGE LINES, THE � I i CONTRACTOR / OWNER SHALL CONTACT THE TOWN OF AGAWAM"S ENGINEERING DIVISION, 786-0400 x 275/8. NO PIPING / APPURTENANCES WILL BE INSTALLED OR BACK FILLED - - - - \ i ( WITHOUT THE PERMISSION OF THE DIVISION. 40 0 40 80 Z r�f�• �� �� � 1 � � ( �� � � SCALE IN FEET . LJ U � 2 U U- ¢ � z r; _ = z = z 6 Added Note 0312O/03 IN LU 0 to can� U� (n oo V)Q 1 Updated Plan 01/29/03 AF p O) 04 M+T _ Qf _ py 00 C7 *- No. Revision Dote ppvd. O�Q LO M CV n F (0,6; � G10 �I f�M to � 06 -I"6 4 Designed by Drown by Checked by a�C\ !! +rn N N +rn II Z) +0) II +0) II +rn II +a) II �ornrn Ocr) M 0) Z ± Z T N II Z N II II Z II Z 0 N = 11 -" = II I! CAD checked by Approved by Q II Z� � �» M�>> >i �rB_ » �» �FQ-�ZZ Z Date x r > > Il)(!7 ?? U)cn ? cn fY? 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Ij !j , X :� ^-i F , (Z,I i �� _... !j E X� 1 1� !i CG X p X cr, rn X fj '-`4 x 1 �'" '! I 4 - 'J Designed by Drown by Checked by X if ,X # f IM` x T __w'••` i� CAD checked by Approved by I�I U Itif v. I i __ 1 €f Sc(€Se u_ Date €� f i ----_�_.. - X T E ; ; i l ao January 29,20(?3 i (lf Project Title S* Flags New England X x • Gravity Sewer Relocation i J ( =z i f� 1623 Main Street rc> i r Agawam, Massachusetts s � � { �� � j c p Issued for i f € k rf f 1 � f Permits t, q r LANDSCAPE NOTES E ► t I_ ALL F*ZOP�D PLANTING LOCATIONS SHALL BE 5T,4KM CARERILLY & ALL. PLAW MATERIALS INSTALLED SHALL MEET OR EXCEED Tim Not Approved for Construction X f AS SHOWN ON THE PLANS FOR FIELD REVIEW BY THE LANDSCAPE 5PECIFICATION5 OF TH1y "AMERICAN STANDARDS FOR NURSERY STOCK" Drawing Title 'j ARCI-IITECT PRIOR TO INSTALLATION. BY TIE A'MRICAN ASSOCIATION OF NURSAERYMEN. t ? ?. CONTRACTOR SHALL VERIFY LOCATIONS OF ALL UTILITIES AND & ALL PLANT MATERIALS SHALL BE GUARANTEED FOR ONE YEAR Plant NOTIFY OWNERS REPRESENTATIVE OF CONFLICTS. FOLLOWING DATE OF FINAL ACCEPTANCE. im 3. NO PLANT MATERIAL$ SHALL BE INSTALLED UNTIL ALL GRADING AND 10. EXISTING TREE$TO REMAIN SHALL BE PROTECTED WITH TEMPORARY OTY KEY BOTANICAL 144) IE COMMON NAME 5IZ� CONSTRUCTION 44AS BEEN COMPLETED IN THE IMMEDIATE AREA. SNOW PENCE.ERECT SNOW FENCE AT THE DRIP LINE OF THE TR1=E CONIFERS Landscape Plan CONTRACTOR SHALL NOT STORE VEHICLES OR MATERIALS WITHIN THE ,€ p 1fX I 4 4- A 3-INCH DEEP SHREDDED PINE BARK SHALL BE INSTALLED UNDER LANDSCAPE AREAS. ANY DAMAGE TO EXISTING TREES, 5HRU5$, OR LAWNS 134 P3 JUNIPERUS C44INENSIS SAR13ENTI SAi�ENT JUNIPER 18-24 SPD, X ' ALL TR S AND SHRUBS, AND IN ALL PLANTING BEDS, AS SHOWN ON SHALL BE REPAIRED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE PLANS,OR AS DIRECTED BY OWNER'S REPRESENTATIVE. THE OU.NER 5. ALL IRE 6 $14ALL BE BALLED AND BURLAPPED, UNLESS OT"I�II~RWI9E 11. AREAS DESIGNATED "LOAM ! SEED" SHALL RECEIVE h" OF LOAM AND NOTED, OR APPROVED BY THE OWNER'S REPRESENTATIVE. SPECIFIED SEED MIX LAWNS OVER 3.1 SLOPE SHALL BE PROTECTED WITH 6, FINAL QUANTITY FOR BACI"I PLANT TYPE SHALL BE AS 51-4OlUV ON THE EROSION CONTROL FABRIC OR BONDED FIBER MATRIX Drawing Number PLAN,THIS NUMBER SHALL TAKE PRECEDENCE IN CASE OF ANY 12. LOAM AND SEED ALL AREAS NOT OTI-ERWISE TREATED. DISCREPANCY BETWEEN QUANTITIES SHOWN ON THE PLANT LIST AND ON TI4E PLAN. 13. T1415 PLAN IS INTENDED FOR LANDSCAPING PURPOSES ONLY. R TO SITE i CIVIL DRAWINGS FOR ALL OTHER SITE CONSTRUCTION INFORMATION. � —6 T. ANY PROPOSED PLANT SUBSTITUTIONS MUST 8E APPROVED IN RI��4 WRITING: BY THE OWNER'S REPRESENTATIVE. Sheet of 40 0 40 SO 7 9 SCALE IN FEET Project Number 99901.00 1Maspringlprojects1083981ca&dlplanset\Gravity108398-LA.dwg Vanasse Hangen Brustlin, Inc. Transportation Land Development Environmental Services 6" LOAM AND SEED 505 East Columbus Avenue Sprin 01105 FILL OVER PIPE FINISHED GRADE 4 3 7�= 113 FAX 413-47-0916 SEWER PIPE SUITABLE COMPACTED °, °o o PAVED AREA LANDSCAPED AREA 0 0 \� /`� \ '� '\ , - ° � �,8 ob ° SEE APPLICABLE r BACKFILL MATERIAL ° O° ° 4yo,o ° PAVEMENT SECTIONS COMMON FILL/ d'b ,g ° •- q �a 'o ° 5'�D'0 COMPACTED GRANULAR FILL ORDINARY BORROW N °o b ° ° o ° F P ? SAWCUT (SEE PLANS) COP J>150 ••�. ,gO g O On° ° • ° ° ° ° • , ° - $ ° °° B °° ° g .° o DEPTH AND SURFACE ° ° °o O o o . ° :GATh YT V4fC5O ° e. ° a9 H MAM' �d a cb 0 00 00b o Pb ° ° o 0 oob ° LU o g °� Q e ° • — -- --- o ' , °o b °° - ° \ o ° c 18" MINIMUM ° ° ° iL A° e _ g ° ° ,° _ \ g o • SUITABLE COMPACTED g tide. —WARNING TAPE BACKFILL MATERIAL ° X \Q .. : - - - Q .>.:- iv _ EXISTING GROUND a \ \ �,b:, '= '"• r • • CONCRETE FILL AS ANCHOR ai v N COMPACTED SEE PLAN FOR LOCATION 6" G" V--0" THICK CL `C ISACKFlLL 0 / g•. HAND TAMPED HAUNCHING ,,•.� :`� / +— (2)-5' DIA. PVC CONDUITS Notes: �♦ o'" '`"`-fig • FOR Cl1M1AUNICATIQN COMPACTED BEDDING �. Q- .. PURPOSES 1. USE METALLIC TRACING/WARNING TAPE OVER ALL PIPES COMPACTED 6 3" (TYP•) TYP) SUBGRADE FLED COLORED CONCRETEWk 3,DOD P.S.I. EXTEND TO ? :. :p•.} 6 $" (TYP.} 20' MIN. BEYOND LIMITS - ;• ..- _ OF TGP EASEMENT - • P 3" (TYP.} Notes: 1. WHERE UTILITY TRENCHES ARE CONSTRUCTED THROUGH DETENTION BASIN BERMS OR OTHER SUCH SPECIAL 12" 3" 8" (2)-5' DIA. PVC CONDUITS SECTIONS, PLACE TRENCH BACKFILL WITH MATERIALS (TYP.)(TYP.) (TYP.) FOR 13,800 HIGH VOLTAGE SIMILAR TO THE SPECIAL SECTION REQUIREMENTS. SUPPLY (2)-5" DIA. PVC CONDUITS 2. USE METALLIC TRACING/WARNING TAPE OVER ALL PIPES FOR SUPPLLYY Low VOLTAGE Concrete Anchor 1/03 Utility Trench 4/02 Typical Underground Electric Conduit Encasement N.T.S. N.T.S. Source: VHB LO-300 N.T.S. 4' 1h' x 1h" x 4" WOOD STAKE (MAX) OR APPROVED EQIJAL-----\ 1"x 1"x 3' WOOD STAKE, CATCH BASIN GRATE (2 PER BALE) ! 1* REBAR FOR SILT FENCE7---,\ f ! SILTSACK SAG REMOVAL 6" LOAM AND SEED 1 updated Plan 01/29103 JJF ORDINARY BORROW No. Revision Date Appvd. Designed by Drawn by Checked by CAD checked b Approved i - oo Y PP by bob •g S F a 43'b0 Scale N/A Dote JaDUay 8,2W3 1 ,AI _ �' U} • Q o ° o ° • ° Project Title f =,,,f_ Plan View �: a b 0 'g 0 ° . 0 g °oa° WORK - ypQ�• Q°b°, o ^ems WA}Zi NG° P Six Flags New England AREA STAKED BALES S �' o ° ;; ipa r 1' CATCH BASIN GRATE ® g ° , ° a�•'ag II••w?''; o' ° go COMPACI� 0 0 o ra i Sewer Relocation o a 4:'Ak? g o BALE TWINE ' p, G v'ty S e i �. FLOW_ ''r _-+ PARALLEL TO O BE o®° o00: ° oo' � °° L3ACKFILL, Co C6 a �. °° - GROUND SURFACE ° ° a o e:'g =o-- o o ° 4" COMPACTED SILTSACK ° °°•o ,o ° o o o; h¢o °� HAND TA ED H1UN ,bIIN ° o b .• o d _ �b ° �b �pb�°0 162 Main Street EARTH MOUND F� LQW $ ° ob • o°g o _ , ° .. . ^° o°b a . o Sr�-o• �. Nb ASI�' C G &� PROTECTED i�, r \r m o ° ° °b. e °oa: ° s COMPACTED 73F-DRING °�*� ° A swam, -Maasswh eats AREA TOP OF Issued for GRUUNQ (NP) EXISTING GROUND EXPANSION RESTRAINT Permits 4" Section View 8" (MIN.) V (MIN.) STAPLE Notes: Not Approved for Construction so —B 1. USE METALLIC TRACING/WARNING TAPE OVER ALL PIPES Drawing Title Notes: A 1. INSTALL SILTSACK IN ALL CATCH BASINS WHERE INDICATED ON STAPLE THE PLAN BEFORE COMMENCING WORK OR IN PAVED AREAS Wood Stake AFTER BINDER COURSE IS PLACED AND HAY BALES HAVE BEEN Joint Detail 2. GRATE TO BE PLACED OVER SILTSACK. Site Details 3. SILTSACK SHALL BE INSPECTED PERIODICALLY AND AFTER ALL Note. STORM EVENTS AND CLEANING OR REPLACEMENT SHALL BE PERFORMED PROMPTLY AS NEEDED. MAINTAIN UNTIL UPSTREAM PLACE ONE HAY BALE PERPENDICULAR AREAS HAVE BEEN PERMANENTLY STABILIZED ALONG HAY BALE BARRIER (100' O.C.). Silt Fence / Hay Bale Barmier 3i02 Siltsack Sediment Trap 3/02 Drawing Number N.T.S. Source: VHB LD-655 N.T.S. Source. VHB LD-674 Typical Mounded Sewer Line Installation 1/03 C-7 N.T.S. cm ft.41ll"41 Sheet of 8 9 Project Number 99901.00 (p�f 2Ct 3 lmapringladn in\pmposaislsfne20021gmvityldet.dwg VEHICULAR AREA LANDSCAPE AREA Vanasse Hangen Brustlin, Inc. MONOLITHIC OR TransportatiO n KEYED CONNECTIONS FRAME AND COVER FINISH GRADE 30" DIA' Land Developmm Environmental Services (TYP.) SEE NOTE 5. AccEss . Notes: Gm, 12 MIN_ SEE NOTE 4. o TYPICAL SIGN _ �� l OVEN-REAP 1� I r °0 1. STRUCTURES SHALL BE DESIGNED FOR ' o ° _ HS-20 LOADING. 5�5 F.�Bt CO11tnbU5 AVeIIl1C d a' _ ° N �-� 1 ° 8°cf' "e .'. - ; ' DIA_. ..'• ° B�.� 1AI•�. q oo FILTER FABRIC c� iv i - $fi �0 . 48" DIA. MANHOLE 2• COPOLYMER MANHOLE STEPS SHALL BE eld,Massachusetts O11QS °o° o� ❑•® p p per' p0 Q ° ° 000 ENVELOPE ! ; AiternateTvFSlab INSTALLED AT Ir Q.G. FOR THE FULL 413-747-7113 FAX413-747-0916 ° 11 b DEPTH OF THE STRUCTURE. 1 I (STEEL REINFORCED FOR HS-20 LOADING ° °° ° 0 ® iD 0 C—uLn FLOW o 4" `� 0 4" FWIS 3. EXTERIOR SURFACES SHALL BE GIVEN .1 �0 0 1 `� 1 I GRADE TWO COATS OF BITUMINOUS WATER- 0° D ---—— —— '`� N �8 30" ILIA. $" PROOFING MATERIAL. w , ,o° ° ° 0 m ED 0 Q� m © 0 00 WHITE PAINT WHITE PAINT o I ACCESS V) ° 00 8' ° a ° SEE NOTE 3. 4. JOINT SEALANT BETWEEN PRECAST SEE SECTIONS SHALL BE PREFORMED BUTYL o ° ° MIN. Da°O6O' 2" WASHED NOTE 5. ------- RUBBER. 4 t—PRECAST {1 .� °° 1�' CRUSHED STONE 17" 0" 17" 2'-0" 3'-O" DRY WELL ; ------ 5. STANDARD SEWER MANHOLE FRAME ID Off' " ' AND COVER SHALL BE SET W FULL 0' 0 ° �OI�TAR JOINT c�F ¢rp MORTAR BED. ADJUST TO GRADE WITH "o (TYP) o�° 1� T LENGTH AS REQUIRED �uj W- _ SEWER BRICK AND MORTAR (2 BRICK l a © 0 aQ>°°° fTyp. (SEE STRIPING PLAN) W �� COURSES TYPICALLY, 5 BRICK COURSES 2 1� 1' 2" _ NOT LESS SIGN POST caw a STEPS, SEE >1 $°° •' , 6"• °° °°. ° ,�1 tTYp•) ) 12" THAN 5.0' (1.75" x 1.75") LU0 wo NOTE 2_ .,. • MAXIMUM) D 9 D �, r o+ • b �'°° 2" d `°O p ° �111 I I 7• 9n 2'-0" cnUj ___—___—_______ SEE 0 1 ' "L--OphY-@ ,_. -t ;�,tSQ b.-°°a a• en ° „o a D 1 G.l °p ° o$ ;?°` v y�jgq::q:59 .Q GROUND SURFACE NOTE 3. °WHITE PAINTED a w 48" DIA. MANHOLE �111 N o 6M E STOP LINE o �v X (MINIMUM) SEE NOTE 4. COMPACTED GRAVEL ! . ' ' a UNDER PRECAST BASE TYP. COMPACTED SUBGRADE � _ ( } ----------------- TIGHT BASE OR °s FLEXIBLE SKIET OR SLEEVE 18" WIDE CONCRETE RING i ' �� 1.5' (2.250 x 2 25") c2� OUTLET CAST IN PLACE BASE 4" WHITE PAINT �/ \ 4.0' 20' o ?� /V e o O . xt::€; :: DIA. 4" WHITE PAINT (TYP.} �\� \ \ a � fY F�LANE /%/ /fit a 0 12" <°T VARIES Notes: 4'� o \i o SIGN POST ANCHOR 4 n.���,;, 1. BASE SECTION SHALL BE PRECAST CONCRETE WITH MORTARED JOINTS OR CAST IN PLACE. _ ,°sO.: C : 5;- S A,:oa.n 2• ALL COMPONENTS SHALL BE DESIGNED FOR HS-20 LOADING. ° £' Y 3• PROVIDE PRECAST "V" KNOCKOUTS FOR PIPES WITH 2' MAX. CLEARANCE TO OUTSIDE OF Note<S: SHELF TO BE SEWER ARCH INVERT TO BE CONSTRUCTED PIPE. MORTAR ALL PIPE CONNECTIONS. EARTH INSITU HOLE DIAMETER 7/16" BRICK LAID FLAT AT A WITH SEWER BRICK LAID AS 1. PAVEMENT MARKINGS TO BE INSTALLED SLOPE OF 1"/FOOT STRETCHERS AND ON EDGE. 4, JOINT SEALANT BETWEEN PRECAST SECTIONS SHALL BE PREFORMED BUTYL RUBBER. FOR ON SITE WORK IN LOCATIONS SHOWN. COMPACTED GRAVEL BRICK CHIP AND 5. FRAME AND COVER SHALL BE SET IN FULL MORTAR BED_ ADJUST TO GRADE WITH CLAY MORTAR OR CEMENT BRICK AND MORTAR 2 BRICK COURSE MINIMUM, 5 BRICK COURSE MAXIMUM) COMPACTED SUBGRADE CONCRETE FILL Painted Pavement Markings �- on Site 3/02 Sign Post - Type 'B' 3/02 3 02 Leaching Chamber (LC) 3/02 - -- Sancta Sewer Manhole S N.T.S. Source: VHB L>?_554 N.T.S. Source: VHB LD_702 N.T.S. Source: VHB REV LD_180 N.T.S. Source: VHB LD_200 SURFACE TREATMENT 1 Updated Plan 01/29/03 JJF VARIES 10" 2- RADIUS (TYP.) 12" No. Revision Date ppvd. SURFACE BITUMINOUS Designed by Drown by Checked by TREATMENT P . SLOPE 2" 6" Z` BITUMINOUS VARIES CONC. PAVEMENT VERTICAL GRANITE CURB 12" VARIES--•- CONC. PAVEMENT � (TOP COURSE) (TOP COURSE} 6" 2" CAD checked by Approved by w .. SLOPE —BITUMINOUS Scale N/A Date rnn�y 8,2003 TREATMENT VARIES BITUMINOUS VARIES CONC. PAVEMENT W —� Project 7i#le PROPOSED 81T. Y•;'-=-�-��-�•' �� - �����' � CONC. PAVEMENT {BINDER COURSE} CONC. PAVEMENT / Y 4'°.-�-. Yf ::: -<::; .- (BINDER COURSE) 4.. Six Flags New England TACK COAT °{7Q ?' ' 2" :a o. e: C7'`� t ::a Relocation SLOPE VARIES CONTROLLED LOW- Grav1 Suer STRENGTH MATERIAL ' \� '• • e:_ IF CURB IS PLACED °-ad':. .F.,...,.::•< s -: FA 1 BITUMINOUS SUR CE o- ->.:.a•. :.:: - ` .. . . :. ..- _ .- . ..: •e�' .'a 'b:' 1 BITUMINOUS BINDER COU SE - 'n .� ..w AFTER BINDER -_•o�. - .� o .o " _ .�' o � COURSE / - .a.- -�- .o•: t.. .d-_ 99 •n / /: ( <,a�::'•,-a'- -.�'-��: a,.c� ,. . .- .•. .`ram-..D :'-'-:.-•�-.:•,.. .,e ,: '� \ p,.•.7 - .. "- '- ° ... r:'c�.'• '.. •.::.._. :ql.'.��.' �5 \ \ \Rp -P :i y :i1�••' o Main Street \ v �-t a v v gff o �'L^: a w+_+'••- •-Cr �::�:1 �.�. '' 'o-. �..,�y�•'O-n41� ~'`Vt'.. oa, C�,.•, v v �Yi 3S? :4• _.ti,.'R<o" :: :``'' s�^ Q / ;'At'a•43f- `' 'ay 'e• o \• :o p!' }y�y.. 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Site Details ALL CURBING TO BE MACHINE EXTRUDED ALL CURBING TO BE MACHINE EXTRUDED Note: PAVEMENT SECTIONS ARE SUBJECT TO CHANGE AND WILL BE Drawing Number BASED ON THE RESULTS OF FURTHER GEOTECHNICAL INVESTIGATIONS. Vertical Granite Curb (VGQ 3/02 Bituminous Curb (BC) 3/02 Cape Cod Berm (CCB) 3/02 Bituminous Concrete Pavement Sections 3�02 j. N.T.S. C- 8 Source. VHB LD-402 N.T.S. Source: VHB LD_406 N.T.S. Source: VHB LD_407 N.T.S. Source: VHS REV LD_430 am ft°4101a Sheet of 9 9 Project Number 99901.00 Ot2403 lmapringWimin\.,pmposalslsfne20Q21gravityldet.dwg r- s . 11 ... - -_ ___ ..___ -y- - ... -_ -- _. . . I 1 -_-.rf % 4 ,,,.,�+.. r' -- -' ;,, C...t -l�.� y !z ^, 5 } 0 •� 71 �- r..7-.�� N „*��•�,�,�:.+._ ..�- �,e:cr�„cm��aa-..,.�. C� >� �\`-t."1�, �: '� r) � `�?S *��, �t,.�-t} ,y: '�„ ..1`"���� ...F' � .i" ._•.---. _.- .......,-..1 � �y.`,� I"x f- `' f... + •y`. // •-�.� i - ^ �_ J A! _ -_ .•^••..�'�°" "^,C s \! 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""", NOTE: 11 ; , DRI\/E . ,� I . ; . I ... . I ..­--'­ __­­­ I ---� : 12 . _. N 11 It " I , ; __._ W 0ATE .­­ " - -1 - ­- - 0 � - -m I_I�D - � C> . ._.._..__4_... - - I ,;;;;;;;;;ii;= .i 11 ENTRANCE INVERTS AT EXISTING MANHOLICS i ; .. � I � -.� � w"w'lo- - ­--*-�- - 8 G .. - I I - � _­­_ I � w 0 � 00 " SUBJECT TO REVISIONS TO MEET EXISTING . - a \ ­­­­ - 1k I 11 �,., ; ! \" " I I I ! - __....- --.1--_....... i %,; ; FIELD CONDITIONS. I ra ........... *1, ! " .1 I : %:;4 T7 SERVIGE \ " .1 I : _.� ­­_ _._...__. 1%, : , / ! - ..... . 11 : :: ) � " ! 10 4 �) .1 If DRIVE 1 .3"'A 11., i ; - "". I ! 11 ! 11 10 I I ; I "I cu \ .1 I � 11 � W GATE 1. 09 . i .1 : ; ;, : 2C 0". .:� _ / 7��,.3 ; . .. , 11 i . ,""', , .1 .1 i \ . k) , , / i ; � r! %11 :. ; , :�.:..;.� C" 11 : 'I.", .. ,:":,.. "; 11; I . � 11 ; '% 1. ; 08 ._,"." - i I � :3: . . .... . . . . \ � .- / IV.I f � 1. 1 07 , f . I i / *. I 11 I I I; . I � 7 \ � ! I- I I i 11. . . I ; I- From Pipe, PI Pipe. � 15tmture. I i Ai I : TO . : ! % I \ .\, : : tl�_ _,._,, / I . -1 I .. 06 / : � , i ;.. 11 .1 . i I ! 0 E ' , ? ,� �"­_ : " : i ! � I \ , 6 1� �-. � % - C.", C., .1 ! � E��,'-').4':I. . 5tirtidure, RIM Inv Out Structure RIM \ Inv In � Length 51 a Tqpe, Structure 5�ze, Tqpe I CS 1 05 1 __ -- ..- - - C\J . 0 261 1.2 IN-LINE PRAIN (2> 1) 261 e4.25 V.75 9 01 b2.Ob 15.50 75 4733% a AD5 N-12 04 -- - I- E? 28� *of 55-00 P 141 8650 02.20 22 14.0% L5 A09 N-12 0 2s� 12 "I FLEX - . In 2 03 r_ 0 21 5b.83 0.54 0 22 86-50 0-06 53 1,00% 5 AD5 N-12 I D 21 � 12 IN-LIKE DRAIN W k## i 0 2b 0.16 D 24 &b.50 5334 � 3 05M b AD5 N-12 I P 2b Q **- FLEX 02 ; 5 . U 0 25 06.25 84.00 D 24 86.50 83.14 52 050% 8 ADS H-12 P 25 1 12 IR-LINE DRAIN 01 in i I M D , 24 ft5o &3.14 P 23 1515.25 8351 45 050% L� A05 N-13 V 24 12 DRAINAGE BA51N .. a I? 23 1 8b-25 6351 I P 22 8b.50 83.Ob CIO 0.50% b AD5 N-12 0 ,23 12 DRAINAE7E BA51N CD -12 P -E BASIN, D 22 b6_50 63.06 0 21 &b.50 c$2 b4 W 050% e� AD5N 22 15 DRAINAGE Rev. Date Description . L) 0 21 66.50 82.64 0 i52.42 43 030% b ADS N-13 P 21 12 PRAINAC7E BASIN = C_ 0 20 ftw 82.42 V Iq 86.50 b2.20 43 0.50% 8 A135 N-12 P 20 12 1 IN-LINE DRAIN A REVISIONS - En - 1_51 U050 b2,20 P 15 _ M15Q iN.ge� ___43 - --Q3Q% . .,5 - - 61M N-12 12 Ig 12 DRAINA6F BA51N C 4� 0 E? I 16 a650 i DIA-5 0 05 86b3 bi.15 41 0,50% 1 L A05 N-12 V IS 12 IN-LINE DRAIN r-) - __ 0 1 11 , ,56.15 64.25 P M e5b.50 53bq 36 1.00% b AD5 H-12 0 11 12 IN-LINE DRAIN C"d ; ISSUED FOR: =� 0 16 b6.61 b4.23 P I 15 &6,15 b5AI 52 030% b I AD5 N-12 0 Ib 12 IN-LINE DRAIN I . Agency Review M P � 15 56.15 63AI 0 14 86.15 0.694 66 050% a AD5 N-12 0 15 12 IN-LINE DRAIN I 19 14 56.15 63.b4 0 Oq 86,50 0.46 35 0.50% e� AD5 N-12 0 I 14 12 , [)RAINA6E BA51N - DATE: I C3 P 13 *1111111 64.50 0 12 a1w D42a 44 I 0.50% a AD5 N-13- P 15 12 #*I' FLF-X M . 01-08-03 X 0 12 b1so 64.26 P 11 5b.50 85A2 T 1 050% a AD5 N-12 D 12 12 PRAIRAC-15 BA51N - UJ P I . R ft.50 0A2 D to bro.50 03bq 46 030% 6 AD5 N-12 1) It 12 DRAINAGE BA51N_0 , . DRAWN- PJB a [) I 10 8b50 83.bq D Oq ab5o 53.46 4b 050% & ADS N-13 1) 10 12 IN-LINE DRAIN 03 - 0 Oq ft5o W.46 V I Ob &b.151 453.0& 15 050% a A1)5 N-12 E? 04 15 DRAINAGE BASIN CHECKED: J Durn an C 0 M LU Ob &7121 &,im ft5o 52.53 441 050% & AQ5 W-12 0 OL 12. ...IRAJW-12RM -____ PLOT DATE: 01-08-03 � 0 0-1 8650 82b3 V Ob ftso 11 8251 i 51 050% �5 ADS M-12 0 1 01 15 1 DRAINAGE BASIN W F D 06 bb-50 E5257 V 05 , 8b,83 e?2,32 � 50 1 0.50% 5 ON05 N-12 P 06 12 IN-LINE DRAIN= D 05 bb.633 81.15 0 04 53,50 8130 bq 050% 16 ADS H-12 0 -_ 05 15 DRAINAGE BA5114 FILE: 02-G-01.dwg I L, En 4 0W ed. 1) 02 51.15 M.12 36 050% 10 ADS N-12 P 04 12 IN-LINE DRAIN JOB. NO.: 2982-G , clu . D 03 82b1 bo.11 P 02 51.75 50.0b 21 050% 1b AD5 H-12 P 03 12 IN-LINE DRAIN C I D 2,05 , -TD50 - 0 02 15 DRAINAGE BA51N SCALE- As Shown ,=, 0 02 bl.z I lbbq P 01 b 31 1,00% 10 A05 M-13 � I _R-7 site ED P 01 e)2.0& VMH 20b K Ibb 1 13�2 1 12'± obq% 1 30* RGP 11 I _ca Grading & Utilities Plan 0 ,,Exi!5,nNC7 PARK STORM SYSTEM "l RffER TO,PETAIL 131 D G.2 I I I I - I I I I H " 4*6 R&EP,TO OffAlL 01 I It) P " , ,­,"', I, _­1` I-1 I -\ '*�\_,� *'�'- -- I k `�`� -`-I I --I 3-1 1--l-7- �,-- ,�__ -�__i;�t., N C_ Q 2 . C . 01. . . .. . . . I .. 1. c,2 NORTHF1 GRADING & UTILITIES PLAN e . . � - - - - -- .--. _.___ 9 SCALE E i " = 7o, - X-02-02.DWG 1 of 4 r� I - -.----. IL I- ::5 1 2 3 4 5 6 7 8 AQUATIC -- DEVELOPMENT GROUP PAVEMENT GENERAL: 41-0' MINIMUM PEDESTRIAN GRATES 4'-0" MINIMUM PEDESTRIAN GRATES PVC surface drainage inlets shall include the This drawing is the property of CONCRETE DECK CONCRETE DECK inline drains, drain basins, and catch basins a• nta a• as indicated on the contract drawings and aquatic Deveiflpment Group, Inc., FRAME & COVER CAMPBELL < • ,: ., •.: . ,, :: � Cohoes, NY. The use of this document FOUNDRY PATTERN N0. }• :r ti Y referenced Within the contract specifications. is restricted to the conveyance of FRAME TO BE 1203 OR EQUAL' § >: ': Y THOROUGHLY E ;';: a The cast iron grates for each of these infomation to customers or vendors of IN MORTAR �" MEN. fittings is to be considered an integral part Aquatic Development GroL:p, Inc., PRECAST REINF CONC, A MANHOLE SLAB WITH of the surface drainage inlet and shall be which reserves all proprietary rights hereto. No otlicatnin or ADJUST TO GRADE ;:'r. "0" RING GASKET ADS N--12 PIPE OR EQUAL. 6" MIN. furnished by the some manufacturer. The reproduction inher whole oruse, d�part may NTH COURSES OF o BACKFILL MATERIAL SHALL BE Surface drainage IRIetS shall be as be made of this document except BRICK �O R -� x' CRUSHED STONE OR GRAVEL MATERIAL MEETING CLASS 1 OR 2 AS SPECIFIED a1[ -� manufactured by Nyloplast, USA, Inc. or upon the written consent of Aquatic tleveloprnent Croup, Inc. The information IN ASTM D232i prior approved equal. conveyed heron is intended exdusivety BACKFILL MATERIAL SHALL BE PLACED for the project identified by the "UNIFORMLY IN 12 LEFTS AND COMPACTED MATERIALS: title block and receipt by the owner, 12' AND 15' BASIN DRAW 12' AND 150 INLINE DRAIN The inline drains and drain basins required . SOLID ENP GAPS AT ENvS architect, engineer or contractor on 6" (60" DIA.) for this contract shall be manufactured this project is evidence of their 5" (48" DIA.) A3 STORM DRAIN SYSTEM INSTALLATION-CONC DECK CONDITIONS from PVC pipe stack, Utilizing q acceptance to these Conditions of thermo-molding process to reform the Ni?S.IMINI CHANNEL DRAIN restricted use. CONCRETE & ROUND SCALE NOT TO SCALE 9 p 3 x6 w/ PEDESTRIAN eRATE RUBBER GASKET -------- -- pipe stock to the furnished configuration. JOINT The drainage pipe connection stubs shall ALUMINUM -DRAIN BASIN be manufactured from PVC pipe stock and MANHOLE STEP INLINE DRAIN CONNECTED SEE PLAN FOR ACTUAL, LAYOUT s, formed to connection provide a watertight TO LINE eY USE; OF A RISER 12" INLINE DRAIN y ' ------------- AND A TEE with the piping system specified. This joint 6" ADS N-12 PIPE PEDESTRIAN GRATES ` " " tightness shall conform to ASTM D3212. � -� VAFZIA13LE /12 OR 15 DRAIN ._�, Q � CIRCULAR OPENING .. n! arc vrr NLINL URA1N A I oKsriv 48" DIA. "m BOTTOM OUTLET START OF DRAIN LINE Surface drainage products shall meet �� Q w 14 _ the mechanical property requirements for o F v �� !' f= .ir, COMPACTED SOIL fabricated fittings as described in ASTM GONG. ;� ;. GONG. { DECK •r,j DECK yQblD� o FLOW `s^ADS N-12 F794, F979 and F1336. A DIRECTION 3, a RISER RISER �f \ PIPE RIM = 1025.?5 � ADS N-12 PIPE 4", 6", 8", INLET ADAPTORS The rates furnished for all surface 61<41) JOINT FILLER » AS REQUIRED 10 OR 12" (SEE STORM WATER CAN BE PUT ON g NP5 5"x6' MINI CHANNEL MW SYSTEM DATA FABLE) ANY ANGLE drainage Inlets Shall be Cast iron and Shall VV BOTTOM OUTLET s" ADS N-12 PIPE be made specifically for each fitting. Grates PLAN GREY Col oID642 ATIN6 FLOW ADS N-12 ELBOW 90') 12" INLINE DRAIN for 12" and larger drain basins and inline TEE DIRECTION � � PITCH TOI�IARD BOTTOM OUTLET. ADAPTORS 10" OR 12" INLINE DRAIN WITH drains shall be capable of supporting H-10 ( E') FOR ALL PLASTIC PIPING 4", 6" 8", 10" OR 12" ADAPTOR ADS N-12 PIPE OR EQUAL. (NYLOPLAST OR EQUAL) wheel loading. Grates for drain basins and ND5 MINE CHANNEL DRAIN inline drains inlets smaller than 12" shall MULTIPLE 5EGTIONS (LENGTH 4 LOCATION PEE: PLAN) B1 SLAB TOP MANHOLE -- 48" BASE B3 STORM DRAIN SYSTEM INSTALLATION-LANDSCAPED CONDITIONS be capable of supporting light wheel load r4i BOTTOM OUTLET -A N05. CHANNEL GOUPLINc traffic. Metal Used in the manufacture of w/GREY COLOREL7 GRATING HHERE STRAIGHT RUNS OGGUR AND 5OLiD END GAPS (REF5R To PLAN 2.0.1) SCALE NOT TO SCALE SCALE NOT TO SCALE the castings shall conform to ASTM A-48--83 Class 30B for gray iron. The S APIGIE PEDESTRIAN GRATE castings shall be furnished with a black Rt�1 LEVEL vr/ DECK AB paint. DRAI BASIN 12 CONCRETE - MIN. 2" BOTH SIDES U) .50" - .............. ':� "3 � BOTTOM OUTLET rr� PIPE ""'� PIPE INSTALLATION: NDe ANCHOR STAKE �V 1,5 A £ -=W; .. B _ The specified PVC surface drainage inlets FOR IN r. :'., OUT shall be installed usingconventional "� DROPC7UT y-L �/ o 12" AND 24" PEDESTRIAN GRATES; �£ y -' ; INVERT5 VARY - MAINTAIN POSITIVE X flexible pipe bockfill materials and TEE DRAINAGE PITCH TO 6" OUTLET PIPE, W MATERIAL CAST IRON RING �30.0 ' ADAPTORS FOR 4", 6", 8", n -: y:; ?E 10 OR 12 (SEE STORM procedures.QUALITY: The backfiil material shall be PITCH REFER TO PLAN ON 2.G.1. �I TO ASTM A48 - CLASS 308 IN � STRUCTURE TABLE) crushed stone or other granular material PAINT: CASTINGS ARE FURNISHED PIPE C �� meeting the requirements of Class 1 or 2 ��U5E 410 AT END5 AND TEES u� WITH A BLACK PAINT 4f' OUTLETS WITH material as defined in ASTM D2321. The ALONG RUNS' 375 WATERTIGHT ADAPTORS 4"d> ADS FLEX TUBE COLLECTOR HINGED GRATE COVER TOP MEW PLAN DIAGRAM OF DRAIN BASIN - 4"-�" surface drainage inlets Shall be bedded REFER TO STORM DRAINA6)E PLAN M FOR EASY ACCESS a PIPE ADAPTERS IPE5 CONFIGURATION FOR 4° - t2" and backfilled uniforms IF3 aCCOrdance AND STORM TA5LE5 ON 2L.E. TO LOW POINT 6" STORM PIPE mxo /P ( Y (REFER TO 2.G.0 L c o l USE WITH STORM STRUCTURES TABLE) >-CO © with ASTM D2321. SECTION A Q) o 0 DRAIN BASIN/PIPING NYLOPLAST OR EQUAL 1211 INLINE DRAIN LL rt�t �0$ -`n 0,501, C3 CONFIGURATION DIAGRAM C4 INLINE DRAIN DETAILS C5 STORM DRAINAGE SYSTEM SPECIFICATION C?' DURA CHANNEL DRAIN DETAIL �_ 0. d o' o _ SCALE NOT TO SCALE X- 02-86.dwg SCALE NOT TO SCALE SCALE NO SCALE SCALE 3/4"=1 '--0" X-02--83.dwg in LAWN AREA 375 SLOPED FOR GURi"3 DRAINAGE .� GRATE 22.0 N �-� -.. ' DECK TO m a © _ f` PITCH AHAY © PEDESTRIAN GRATE {H-10) RATED 1 l� ' © © DRAINAGE AREA = 91.0 Sq. INCHES '' % O 4 © � ,• �!.,�i�1 7..::-"',-�" °_i...; -:F: .1:_,µ;': :�w�'';i' 2' �� :?�;r( 'd�'',✓'.S" f O //s_ © © MATERIAL. DUCTILE IRON i F r '.. #M W� © o QUALITY. SHALL SOIL ; .�' f 375 CONFORM MO ASTM SHALL - CLASS 30E3 TOAP� yr '• °� :,oOOo° N ` I`"�'� r H n itvyc:� �%'f { Y LOAM) C , PEDESTRIAN (H--10) RATED PAINT: CASTINGS ARE FURNISHED R W jq `a. ° . COARSE .� O D DRAINAREA = 51.0 SQ. INCH WITH A BLACK PAINT Q V�,r ° `b� �--�� 3 EA TH � ACC�RECATE GEOTEXTILE= z 12' PEDESTRIAN GRATE NYLOPLAST OR EQUAL 24 PEDESTRIAN GRATE O oa�� 4" PERFORATED AP5 FLEX TUBEc� sn a� FRENCH DRAIN (OR EQUAL) � G • PITGH @ 0.5% t TO COLLECTOR 311 • 3 y, ' hk Ab :�' n LOl^I POINT FOR DRAINAGE DRAIN BASIN MINIMUM ANGLE BETWEEN ADAPTEf�S (ADS NYLOPLAST)co ` (REFER To PLAN D1 DRAIN STRUCTURE GRATE DETAILS MEN. 1_ 11 MIN. 90 1 o FOR LOCATION) Q ■ • . MIN. X O m *(1) SEE CHART BELOW FOR D7 FRENCH DRAIN scALE NOT To SCALE MINIMUM ANGLE BETWEEN DETAIL co CU,U PIEDESTRfAN GRATE ADAPTORS SCALE 1 1 2" = 1 '_0=' X-02-10.DWG ■ • ■ ■ M PEDE5TRIAN GRATE Minimum Angle Between Two Adaptors / :-i INLET AND OUTLET ADAPTORS 0", 10", 129 12" Drain Basin 15" Drain Basin 18" Drain Basin 24" Drain Basin 12 ca 0 c Adaptor Minimum Adaptor Minimum Adaptor Minimum Adaptor Minimum Adoptor Minimum 11 Sizes Angle Sizes Angle Sizes Angle Sizes Angle Sizes Angle 10 Between Between Between Between Between OUTLET5 INLET AND OUTLET Adaptors Adaptors Adaptors Adaptors Adaptors as WITH WATERTIGHT ADAPTORS AVAILABLE 08 ADAPTORS *0) 4" THRU 1511 07 o " " " " " " " ,r /t ,r �•^ � 4 -4 45 4 -4 4D 4 --4 30 4 -4 25 i 2 -12 60 a ArI=LE 4"- 6" 52.5 4"-6" 45 4"-6" 35 4"-6'1 27.5 12"-15" 65 06 4"-8" 60 4"-8 52.5 4"-8" 40 4"--8" 32.5- 12"-18" 75 05 r / , r , rl " s � 4"-10' 67.5 4"-10' 60 4"-10' 45 4"-10 35 12 --24' 100 IAPE PEP OUTLET5 4"--12" 85 4u-12" 67.5 4„-12" 52.5 4"-12" 42.5 .r a4 _ a HITH KATERTIGHT ADAPTORS 4 --15 85 4 -15 60 4 -15 47.5 15 -15 70 03 © 6"-6" 60 4"-18" 85 41F-18" 57.5 15"-18" 80 02 4'*-24- 80 15"-24" 110 o IF(l) ADAPTORS CAN 13E � 6"-$" 67.5 6"-6" 50 „ „ 01 MOUNTED ON ANY ANGLE ANGLE 6"-10" 75 6"-8" 57.5 6 -6 40 0 00 TO 35a°. E'IPEI G B< �l " 11 " " " " TO DETERMINE CONFIGURATIONS '�� 6 -12" 95 $ -10 52,5 6 -$ 45 6"-6"8.1 3E) 18 -1$ 94 P'1 " " 1r " 11 II " Ir 6 -12 70 6 -10 50 6 --g 35 18 -24 130 Rev. Date Description j SEE STORM STRIJGTURES TABLE. 15" 75 6"-15" 90 6'1--12" 57.5 6"-10" 37.5 L r' 6"--15" 65 6"-12" 45 2430--24" 180 A REVISIONS m 8>a--1 D" 82.5 6"-18" 90 Err_15" 50 0 12" ry 8"-12" 100 8"-8" 65 1, 11 60 --1 _10" 6 --18 70 a = I I a) LU 10"-10" 90 8"-12" 77.5 8" 8" 50 co c2 ua 10"-12" 110 8"-15" 95 8 -10�� 55 611`"24" 85 ISSUED FOR: Agency Review s 83,-12 62.5 8 -8" 40 } 12"-12" 180 10"-loll 75 8"-15" 70 8"-10" 42.5 DATE: n UJ z ° 10"-12" 82,5 8"-18" 95 8"-12" 50 01-08-03 "' > �, cD 10" -15" 100 8"-15" 55 _ ku � m ' 10"-10" 60 8"-18" 65 DRAWN: T8R m N [o L � LY 12"-12" 90 10"--12" 67.5 8"-24" 90 CHECKED: J Dunn ,� d T 12"-i 5" 110 10"-15" 75 iX Q O > ? 10"-18" 100 10"--10" 45 PLAT DATE: 01-fl8-fl3 4 > w 15"-15" 18D 1 p" -12" 52.5 FILE: 02-C-02dwg 12"-12" 75 10"-15" 57.5 i NYLOPLA5T OR EG2EJAL z "f2) MAXIMUM vi RE MAXIMUM 12"--15" 82.5 10"--18" 67.5 JOB. NO.: 2982-G ct! REGOMMENPED " "- o r REGOMMENPED OVERALL HE16HT to' 12"-18 105 10 24" 95 ro `� OVERALL HEIGHT 10' �q SCALE: As Sh4Wt1 12° DRAIN BASIN � 15 -1 s,� 90 site Civil 24 DRAIN BASIN 15"-1s 115 Detalls C_ 02 s C 02 F1 DRAIN BASIN DETAILS 18"-1 " '�° SCALE NOT TO SCALE X-02-85>dwg 2 Of 4 L a c� 1 2 3 4 5 6 7 $ AQUATIC DEVELOPMENT 2" PPE PROJECTION INTO GROUP MANHOLE (TYP) SANITARY SEWER NOTES: PVC PIPE CLEANOUT I I qFOR This drawing is the property of t GRAVITY SEWER LINES SHALL BE POLY VINYL CHLORIDE (PVC) SDR-35 AND SHALL COMPLY WITH ASTM 0-3034 LATEST REVISION, PIPE JOINTS SHALL BE SINGLE GASKET PUSH-ON TYPE Aquatic Development Group, Inc., AND SHALL COMPLY WITH ANSI/ASTM F477 - LATEST REVISIONS. BELL & SPIGOT. 4' MTV. SIZE_ Cohoes, N.Y. The use of this document is restricted to the conveyance of SMOOTH 2 SANITARY MANHOLES SHALL BE 4 FEET INSIDE DIAMETER HEAVY WALL FIBERGLASS MANHOLES. infomation to customers or vendors of E Aquatic Development Group, Inc., 3. MANHOLE COVERS SHALL BE CAST IRON AND SHALL BE PROVIDED WITH RAIN GUARDS. which reserves all proprietary rights A WYE LONG RADIUS hereto. No other use, duplication or WATER VALVE CASTING 4. SERVICE LATERALS SHALL B1= SIX INCH PVC, SDR 35 AND SHALL CONFORM TO THAT OF THE MAIN. 45' BEND reproduction in whole or in part may CAMPBELL # 4426 OR PLAN VIEW INSTALL N ACCORDANCE WITH THE DETAILS SHOWN HEREIN APPROVED EQUIVALENT ONE-WAY INVERT MULTIPLE__INVERT be made of this document except PLAN S. THE FOLLOWING TESTS ARE REQUEED AND SHALL BE PERFORMED IN CONFORMANCE WITH LOCAL SPECIFICATIONS. upon the written consent of Aquatic PVC SCREW OFF CAP SCREW OFF CAP A DEFLECTION TEST Development Group, Inc. The information FINISHED GRADE 15" FINISHED GRADE I„ B. LOW PRESSURE AIRTEST conveyed herein is intended exclusively PAVEMENT OR CONCRETE (LANDSCAPED AREA) C. CORROBORATIVE INIFLTRATION/FILTRATION TEST for the project identified by the ( ) ALIGN 0.8 DEPTHS title block and receipt by the owner, OF DIFFERENT 6. ALL COMPONENTS OF THIS SYSTEM SHALL COMPLY WITH THE REQUIREMENTS, RULES AND REGULATIONS OF THE AUTHORITY architect, engineer or Contractor on ff: •a; A F;>r• g Adjust to grade with no less '::<': » : SIZE_ PIPES HAVING JEJFIISDICTION. „ 9 <.' t r, ...: ....... , .,� . ,..,,. this project is evidence of their than 6 and no more then 12" ` "'" acceptance to these conditions of of concrete brick mason .0- frame to be set in full �- O.b 1D O. ID SEWER TESTING METHODS restricted use. bed of mortar. LEAKAGE TEST: General: ' v...fi<"{ 1. THE TEST PERIOD WHEREIN THE MEASUREMENTS ARE TAKEN SHALL NOT BE LESS THAN 24 HOURS REGARDLESS OF Standard Manhole Frame & Cover 4" r;>} n I/4" MIN. PITCH In Paved Areas Or CLEANOUT THE TEST METHOD USED, See 202.7.1 & 202.8.1 Unpaved Areas With Ground AGRO55 MANHOLE To Include "Sewer" LONG RADIUS 45' BEND 2. THE TOTAL LEAKAGE OF ANY SECTION TESTED BY ANY TEST METHOD SHALL NOT EXCEED THE RATE OF 200 Ott Water Level More Than 30 PRECAST CONC STANDARD INVERT GALLONS PER MILE OF PIPE PER 24 HOURS PER INCH OF NOMINAL PIPE DIAMETER. ;;5 Below Finish Ground RING (24" o.c.} PVC PIPE S CTi©N �,���oi 3/4' CLEAN STONE 3. MANHOLES SHALL BE CONSIDERED AS SECTIONS OF 48" DIA. PIPE AND THE EQUIVALENT LEAKAGE ALLOWANCE SHALL BE COMPUTED PER NOTE 2 USING THE SUBMERGED HEIGHT OF MANHOLE AS THE LENGTH. �� 8"t Mortar �rocac+ Ccrorofa Crado OTCCL 7 0V%UL UWOOTff ALL Si nPF TOP OF RFNrHWArAI 1 4. Wyt-CEN NiANtY0LCC ARE TECTCO 5�f ARATCL7� ALL rrCC or-Crvrmoa MALL OC r-LUQ%3CD ANO TrrC TC5r rrCVLC6VfKCJ ANL7 Adjustment Ring CHANNEL & BENCH WALL SURFACES PIPE 2" PER FOOT CRITERIA SHALL BE APPLIED IN THE SAME MANNER AS FOR THOSE TESTS INVOLVING ONLY THE PIPE OR A COMBINATION r V 3" min./10" max. Reinf, 2'-6' ID 8' MIN. . Top Slab Cone Section OF PIPE AND MANHOLES. First stepto o '' `I"r,r min. 0.12 sq. in, of steel IESTCriteria For Use: iY09 B LONG RADIUS 45' BEND „ per vent. ft., placed according to ASTM C478 CHANNEL DEPTH 1. THIS TEST METHOD MAY ONLY BE USED WHEN GROUND WATER LEVELS ARE AT LEAST TWO (2) FEET ABOVE THE TOP be 30 max M PI�2 FLAT SLAG TOP FOR SHALLOW MANHOLES WYE SOLID CAST-IN-PLACE 0.5 PIPE ID OF THE PIPE FOR THE ENTIRE LENGTH OF THE SECTION TO BE TESTED DURING THE ENTIRE PERIOD OF THE TESTS. from top CONCRETE, AIR ENTRAINEDof cover seal all joints w approved 3000 PSI MIN, 2. GROUND WATER LEVELS MAY BE MEASURED IN AN OPEN TRENCH OR IN STANDPIPES PREVIOUSLY PLACED IN j / pp performed SECTION - PAVEMENT AREA SECTION ---LANDSCAPED AREA SAWED HALF PIPE L3ACKFILL£D TRENCHES DURING BACKFiLLING. Steel Reinforced (Grade 60) 1/f-min. bit• joint filler (See Detail A) MAY BE USED Copolymer Polypropylene 5�-O" I.D. 3. THE NUMBER OF STANDPIPES REQUIRED AND LOCATION OF THE SAME ARE TO BE AS ORDERED BY THE ENGINEER. Precast Reinfor. Concrete SECT Manhole Steps s' min- Manhole Sections 2' Through STANDPIPES MAY BE OF ANY PIPE MATERIAL BUT MAY BE OF SUCH DIAMETER (2 1/2' MIN.) AS TO PERMIT THE (M.A. Industries or 8' Length As Required. INSERTION OF A RULE OR LEVEL ROD. CRUSHED STONE SHALL BE PLACED AROUND THE LOWER OPEN ENDS OF THE co STANDPIPES. Approved Equal) g q B3 WASTE LINE CLEANOUT B5 INVERT CHANNEL AND BENCH WALLS � ¢d Use 2 Coats Of Sikagard 62 4. STANDPIPES TO BE REMOVED A7 THE SATISFACTORY COMPLETION OF THE TEST. Slope Top Of 8enehwall ~ For Interior Coating Of Base 5. IF IN LIEU OF STANDPIPES, THE TRENCH IS TO t3£ LEFT OPEN FOR GROUND WATER OBSERVATION, THE LENGTH OF 2" Per Foot Steel Trowel to First Joint. Use 2 Coats SCALE NOT TO SCALE SCALE NOT TO SCALE UNBACKFILLED TRENCH AT ANY ONE TIME MAY HAVE TO BE LIMITED FOR REASONS OF SAFETY. Smooth All Around (n !/z I.D. of Koppers Super Service 6' Black On Other Exterior EXFILTRAIJON TEST Criteria For U3e: Surfaces And Ali Exterior Compacted 1: THIS TEST CONSISTS'OF FILLING THE PIPE WITH WATER TO PROVIDE A HEAD OF AT LEAST TWO (2) FEET•ABOVE THE R.O.B. Gravel Ba.ckfill Surfaces. 6" SEWER LATERAL TOP OF THE PIPE OF ABOVE GROUND WATER, WHICHEVER IS HIGHER AT THE HIGHEST POINT OF THE PIPE LINE UNDER O PIPE DIA. PLUS `- Rubber Entrance Hole Gasket kor�n- seal or a ual MAIN SEWER TEST, AND THEN MEASURING THE LOSS OF WATER TO MAINTAIN THE ORIGINAL LEVEL. " :,. MONOLITHIC BASE Q "is': MECHANICAL : m Cast in Place or Neo rene Boat & 2, IN THIS TEST THE PIPELINE MUST BE FILLED WITH WATER AND ALLOWED TO REMAIN SO FILLED FOR AT LEAST 24 Pipe r p COMPACTION ;.'. ; z Stainless Steel Band Clamp A HOURS PRIOR TO TAKING MEASUREMENTS. Dam proofing <-' Bedding W P 9 L I l��R.O.W. CLASS N MATERIAL " , HAND TAMP HAND TAMP - ' `. 3. REGARDING GROUND WATER MEASUREMENTS: SEE NOTES 2 THROUGH 5 ABOVE, u , Same As Pipe Bedding TO SUBGRADE - CLASS It MATERIAL Shelf of structure to be headers laid fiat 6 - 12 "'" TO SUBGRADE FOR 4. REGARDING THE TEST STANDPIPE: THERE MUST BE SOME POSITIVE METHOD OF RELEASING ENTRAPPED AIR IN THE o 4th LIFT 3rd LIFT INITIAL SEWER PRIOR TO TAKING MEASUREMENTS. M c -Inverted arch w hard clay brick laid on edge } x ABOVE PERMANENT Y g TEE-'-WYE BACKFILL F as E ° LO -N WATER TABLE DEFLECTION TEST FOR P_-Zc, 5EWER PIPE W �. brick chips or crushed stone and mortar CLASS I 3 4" f<`: 3rd P.V.R. end z m `�/��` P ( / UFT SEWER UFT ......<,,.: 1. DEFLECTION TESTS SHALL BE PERFORMED ON ALL FLEXIBLE GRAVITY SEWER PIPE. TESTS SHALL BE CONDUCTED AFTER C 4000 P.S.I. - VPROPERTY LINE CLEAN CRUSHED PER PIPE r MAIN ;>-r;rws;: THE FINAL BACKFILL HAS BEEN IN PLACE FOR AT LEAST 30 DAYS. R.O.W. OR I STONE) MATERIAL r:<.: HAUNCHING na Concrete Bench 12" 4 Mil. Polyethylene Sheet Along I EASEMENT LINE I z: •>- 2. NO PIPE SHALL EXCEED DEFLECTION OF 5%. A DEFLECTION GAGE MAY BE BORROWED FROM THE TOWN ENGINEER FOR ADAPTER FITTING FOR BELOW PERMAN. ;>.: 2Ra tst :�;<�y� c4 Entire Base Of Manhole as Ordered B Engineer %':-v> UFT UFT a min. Y g IF REQUIRED WATER TABLE f:... AND 10" PIPE. m No. 4 at 12 O.C.E.W, (min.) 45' 0' 6" MIN. ,v�:� " OR 3 BEND Ist F� .' AS REQUIRED END CAP (TYP) UFT`>> uFT SPRING LINE OF PIPE "'r.:'r_> t i ALIGNMENT TESTING LAMPINGI m Y o }••.•ri.F::.:i:: : .-•�iy /:<�'••?:lief: 45• TEE-WYE .::.,.> v L.. '''< -,,.,,y, �� r s,,;' ALL SEWERS SHALL BE CHECKED FOR PROPER ALIGNMENT BY FLASHING A LIGHT BETWEEN MANHOLES. IF FIFTY PERCENT A LIMIT OF (50%) OF THE LAMP CANNOT BE SEEN FROM THE OTHER MANHOLE, A VISUAL INSPECTION BY THE USE OF TELEVISION EXCAVATION -i-j W moo EQUIPMENT WILL BE REQUIRED AT THE CONTRACTOR'S EXPENSE. ANY DEFECTIVE OR MISALIGNED PIPE SHALL BE REMOVED, o � l REPLACED AND RETESTED. a '� C1 SANITARY MANHOLE DETAIL NOTE: USE DUCTILE C5 P.V.C. BEDDING AND INITIAL BACKFILL o IRON WYE FITTING FOR 6 BUILDING SCALE NOT TO SCALE X-02�-13.DWG PVC MAINLATERAL SCALE c-9oD SEWER LATERAL SCALE NOT TO SCALE 1 PLAN EXISTING AND OR FINISHED GRADE U PRECAST CONIC STRUCTURE T2, 45' OR 30 ` N b„ 45' BEND --w BEND AS REQ'D � ' ! • W w 2c 2% MIN. GRADE Ni� 2% MEN. GRADE 5i D � 0 (1/4"/FT) (1/4"/FT) '3 � COPOLYMER POLYPROPYLENE fi" TO FACE OF WALL PLASTIC STEP, M.A. INDUSTRIES, W OR EQUAL PLACE STEPS Z cn ✓ F c' 12" O.C. MAX. 0 PIPE BEDDING PIPE BEDDING NOTE: +� AS REQUIRED AS REQUIRED PORTION EMBEDDED IN MASONRY TO BE LU Cc rR MAIN SEWER COATED WITH COAL TAR PITCH VARNISH OR V OTHER SPECIFIED MATERIAL. (� a- D3 SEINER SERVICE CONNECTIONS D5 ALUMINUM M.H. STEP D5 STEP DETAIL U_ � o SCALE NOT TO SCALE SCALE NOT TO SCALE SCALE NOT TO SCALE ■ v � CCS e cw • Q ■ ■ ■ ■ 'n TYPICAL ALL LOCKING COVER 44 COVERS SUPPLIED WITH r, PATTERN #3270 12 DROP LIFTING RING ANGLE Q °o� o ± 2' 11 on Qon , � d - - - ouo 29DQ 10 0 4 uo- - 09 sewea 93009 - - 08 c 1"0 VENT � 07 a C HOLES (TYP.) LIFT KEY TO BE / �' 06 'o -- BEIGNEU TO ACT AS A LIFTING TOOL ` 05 JM4&ET A A s �C X C X ` 04 03 -,E�l• aLt OZ F F I D PRECAST CONCRETE oB BL B MANHOLE BASE SECTION P A 01 STANDARD F. & C. LOCKING F. & C. WATERTIGHT E. & C. #1202 �'12tl2 / #1466 16545 Rev. Date Description � NOTES; REVISIONS 1, MATERIAL GRAY CAST IRON ASTM A48, CLASS 30. 2. BEARING SURFACE OF FRAME AND COVER SHALL BE MILL. MACHINED. DIMENSIONS DIMENSIONS r 3. ALL CASTINGS SHALL BE ASPHALTUM DIP COATED. I ISSUED FOR: 0 4. COVER TO BE TOE COPE DESIGN WITH 2-- 1"4 VENT HOLES. „ " 5. ALL TYPES OF COVERS TO BE LETTERED AS SHOWN ON STANDARD A. 27 3/4 A. 27 1/2 A. 32" PRESS WEDGE tl AS Agency Review m COVER. ALL LETTERING 1 1/2" BLOCK STYLE RAISED, B. 39 B. 39" B. 39" E 11 A PRECAST CONC STRUCTURE 6. TWO (2) WATERTIGHT PICK HOLES. C. 25 3/8" C. 25 3/8" C. 30" DATE: 7. DROP LIFTING PATTERN No. 3270 RING IS GALVANIZED STEEL. D. 23" D. 23" D. 24" BY PRESS SEAL E. 8" E. 8' E. 8" GASKET CORP. ;;; :::: 'WALL•INV• R)••IN•,,, ••,•• -- - Q1-08-03 x 8. LOCK DEVICE IS BRONZE CAM LOCK STYLE 555TA. C INVERT w F. 31" F. 31" X. 1 3/8' OR EQUAL `:' w" A 9. INTERLOCKING BAR SHALL BE DUCTILE IRON OR STEEL. 's IN & OUT "': BUTYL JOINT SEALANT DRAWN.• PJB '0 X. 2 X. 2" ADJU5TMENT FOR 10• INNER COVER SHALL HAVE TWO LIFTING HANDLES CAST IN PLACE. i>'. >:?: IN PIPE GRADE CHECKED: J Dunn CST IR�� SURFACES ON EITHER SIDE OF GASKET SHALL BE NOTE: Cn GA R IN D. LOCKING FRAME AND COVER TO BE ;`;':".: WALL INVERT OUT ;«;+ 12. GASKET IS 1/2" FLAT NEOPRENE STYLE 97CP. USED IN REMOTE AREAS ONLY. i FILL VOID W/ EPDXY PLOT DATE: 01-08-03 13. INNER COVER LOCKING DEVICE SHALL BE BRONZE OR BRASS. 1/4" MIN. TOTAL ADJUSTMENT MORTAR OR GROUT w 14. COVERS TO BE TOPE COPE DESIGN. " DIFFERENTIAL FOR OUT 15. STANDARD, LOCKING AND WATERTIGHT FRAMES AND COVERS TO FILE' O2-C-OS'{Wg -.- CONFORM TO CAMPBELL FOUNDRY COMPANY 0R FLOCKHART t 1/4" PIPE GRADE i FOUNDRY OR AN APPROVED EQUAL, JOl3. NO.: Z98Z-G 16. CONTRACTOR TO PROVIDE CERTIFICATION THAT ALL FRAMES SECTION_ SCALE: As Shown I� AND COVERS ARE AMERICAN MANUFACTURED. Site b Sanitary System Details F1 LOCKING SS MANHOLE COVER F3 PLACEMENT TOLERANCES F5 JOINT SEALANT 02 . C . 03 L fO SCALE NOT TO SCALE SCALE NOT TO SCALE SCALE NOT TO SCALE 3 of 4 L IL 1 37 AQUATIC ATI 8 Qu C FINISHED GRADE FORD TYPE HS LID DEVELOPMENT, 2 HOLE STYLE "£RIE PATTERN" GROUP ;.:>.: ::...::...::...... ,._ GROUND VALVE BOX & LID WATER UTILITY NOTES: FORD ARCH PATTERN CURB BOX WITH SANITARY SEWER 10'•-0" MIN. WATER MAIN INSTALLATION AND MATERIAL OF WATERMAIN, FIXTURES, SERVICE LINES, HYDRANTS AND RELATED z 1" UPPER SECTION INCLUDING APPURTENANCES SHALL BE COORDINATED WITH THE WATER SUPPLY CORPORATION AND This drawing is the property of `E STATIONARY ROD SHALL CONFORM TO THEIR REQUIREMENTS, RULES AND REGULATIONS WHERE APPLICABLE Aquatic Development Group, Inc x BURY MIN. OF 4'TO . Cohoes, N.Y. The use of this docume co ((ACTUAL DEPTH TO BE PVC PINE AND FITTINGS is restricted to the conveyance of 45• GOOSE NECK DETERMINED BY CONTRACTOR} SANITARY W W W SEWER infomation to customers or vendors of TYPE "K" PROP. SIZE AND TYPE OF SERVICE TO IO` MIN. • A ALL PIPE FOR WATERMAINS SHALL BE POLYVINYL CHLORIDE (PVC} ANDCONFORM TO AWWA C900 ES" IN. STANDARDS FOR PVC PRESSURE PIPE FOR WATER, w>Aquatic ch treseOreesl all proprietaryp opriea y Group, COPPER SERVICE hereto. No other use, duplication or TUBING BE DETERMINED BY APPLICANT. CORP. STOP. FORD F-,oflD INLET :v:, PLAN SECTION B. ALL PIPE FITTINGS SHALL BE PVC PLASTIC AWWA G907, CLASS 200 SE7R 21. INCLUDE EE ASTOMETRIC SEALS ACCORDING TO ASTM F477. reproduction in whole or in part may THREAD & PACK JOINT OUTLET FOR `' ' '° be made of this document except >s:::"_. TYPE "K" COPPER. 1 CUBIC FOOT OF CRUSHED HORIZONTAL SEPARATION VERTICAL OF C. STORE PLASTIC PIING PROTECTED FRAM DIRECT SUNLIGHT. SUPPDRT TO PREVENT SAGGING AND BENDING upon the written consent of Aquatic PROPOSED OR EXISTING STONE OR GRAVEL GATE VALVES AND VALVE BOXES: Development Group, Inc. The in€ormat WATER MAIN FORD B44--777 WITH PACK JOINT INLET. THE conveyed herein is intended exclusive! SADDLE NOT REQUIRED ON D.I.P. OUTLET SHALL BE FEMALE I.P.S. WITH PLUG. A ALL GATE VALVES AND VALVE BOXES FOR WATERMAINS SHALL CONFORM TO ANSVAWWA C509-87 AND SHALL for the project j ect identified by the DIRECT TAP IS ACCEPTABLE f� r BE SUITABLE TO A MINIMUM WORKING PRESSURE OF 200 PSI. title block and receipt by the owner Al WATER SERVICE CONNECTION (COPPER) B, ALL GATE VALVES SHALL BE RESILIENT SEAT, PON BODY, BRONZE MOUNTED, NON-RISNG STEM AND architect, engineer or contractor on WATERMAIN FURNISHED WITH DOUBLE O-RING PACKINGS. this project is evidence of their SCALE NOT TO SCALE acceptance to these conditions of 0 C. GATE VALVES SHALL BE SUPPLED BY AN APPROVED MANUFACTURER ACCEPTABLE 'f O THE CITY restricted use. SANITARY SEWER AND THE WATERSUPPLY CORPORATION AS REQUIRED. FINISHED GRADE FORD TYPE HS SLID SANITARY SEWER D. ALL VALVE BOXES SHALL BE OF CAST IRON, TELESCOPIC PATTERN, AND FIVE AND ONE QUARTER INCH (5 } IN DIAMETER 2 HOLE STYLE ERIE PATTERN" E. ALL VALVE BOXES SHALL BE FURNISHES] WITH A CAST RON COVER, DROP STYLE, WITH THE WORD 'WATER' AND VALV BOX & LID FORD ARCHPA TTERN ATTERN AN ARROW INDICATING THE DIRECTION OF THE VALVE OPENING fOPEN LEFT) CAST ON THE COVER IN RAISED y,rTTS CURB BOX WITH ua E t Ea CHARACTERS. 1 UPPER SECTION INCLUDING A alb`q� FIRE HYDRANTS f, :" r BURY MIN. OF 4'-6", �Z �, 0 vi w ACTUAL DEPTH TO BE Ir)II�IT r+ 0 5' 000ccz- "aci< v TCRktlwsLti =1/ cGwr ,�orofz1 SECTION A Att FIRE IM1FiANTS SHALL BE SUPPLIED AND INSTALLED IN ACCORDANCE WITH THE RULES. REGEJLATIONS AND . to REQUIREMENTS OF THE CITY. `, c� ` CTS POLYETHYLENE WHEREVER REQUIRED VERTICAL CLEARANCE CAN NOT BE B. ALL WATER SERVICES SHALL BE 2 !HIGH NPS PVC PLASTIC, SCHEDULE 40 PIPE; PVC PLASTIC, SCHEDULE 40, B TUBING PROP. SIZE AND TYPE OF SERVICE TO PLAN OBTAINED, THE SANITARY SEWER SHALL BE CONSTRUCTED BE DETERMINED BY APPLICANT. EQUAL TO WATER PIPE AND SHALL BE PRESSURE TESTED AT SOCKET FITTINGS; AND SOLVENT-CEMENTED JOINTS. PIPE JOINTS FOR BOTH WATER AND SEWER MAINS 150 P.S.I. TO ASSURE WATER TIGHTNESS PRIOR TO BACK MEULLER 11 CORPORATION ,,:;:sr >} SHALL BE PLACED EQUIDISTANT AND AS FAR AS POSSIBLE FILLING OR BE ENCASED IN CONCRETE FOR A DISTANCE OF INSTALLATION OF WAFER SYSTEMS STOP COMPRESSION r w FROM THE INTERSECTION OF THE PIPES. 10' EITHER SIDE OF THE INTERSECTION WITH THE WATER CONNECTION OR APPROVED �1 CUBIC FOOT OF CRUSHED MAIN A.0.6.£. A IN ADDITION TO THE VARIOUS INSTALLATION REQUREMENTS GIVEN IN PRECEDING SECTIONS OF THIS EQUIVALENT STONE OR GRAVEL SPECIFICATION, ALL WATER DSTRIBUTION SYSTEM INSTALLATION SHALL BE DONE IN ACCORDANCE WITH ANSVAWWA DIP MAIN MEULLER 11 ORISEAL CURB VALVE - MEULLER C600-87 RECOMIVIENDATIONS. ALSO, ALL WORK SHALL BE DONE IN ACCORDANCE WITH THE REQUIREMENTS OF THE AUTHORITY "Y" BRANCH CONNECTION (IF REQUIRED) COMPRESSION CONNECTION FOR CTS TUBING OR HAVING JURISDICTION, MEULLER H-15343 OR APPROVED EQUIVALENT APPROVED EQUIVALENT B. WATER MAINS SHALL BE INSTALLED AT LEAST 10 FEET HORIZONTALLY FROM ANY EXISTING OR PROPOSED SANITARY SEWER. B1 WATER SERVICE CONN (POLYETHYLENE TUBING) B3 RELATION: SANITARY SEWERS TO WATER MAINS THE DISTANCE SHALL BE SEPARATION, T FROM EDGE TO EDGE. I CASES WHERE IT f5 NOT PRACTICAL TO W ■ MAINTAIN A ID-FOOT SEPARATION, THE WATER MAIN MAY BE INSTALL CLOSER TO THE SANITARY SEWER PROVIDED SCALE NOT TO SCALE THAT THE WATER MAIN IS LAID IN A SEPARATE TRENCH OR ON AN UNDISTURBED EARTH SHELF LOCATED ON ONE SCALE NOT TO SCALE SIDE OF THE SANITARY SEWER AT SUCH AN ELEVATION THAT THE BOTTOM OF THE WATER MAIN 15 AT LEAST 18 INCHES ABOVE THE TOP OF THE SANITARY SEWEFL WATER MAINS CROSSING SANITARY SEWER SHALL BE INSTALLED TO PROVIDE A MINIMUM VERTICAL DISTANCE OF 18 ACHES BETWEEN THE OUTSIDE OF THE WATER MAN AND THE OUTSIDE OF THE SANITARY SEWER FOR ALL CROSSINGS, ONE FULL LENGTH OF WATERMAIN PPE" SHALL BE LOCATED SO THAT C EACH JOINT SHALL BE AS FAR AWAY AS POSSIBLE FROM THE SANITARY SEWER. SPECIAL STRUCTURAL SUPPORT OF O THE WATER MAIN AND SANITARY SEWER MAY BE REQUIRED AS CONDITIONS DICTATE. _ CLEANING CD A CLEAN AND DISINFECT WATER DISTRIBUTION PIPING AS FOLLOWS: �{ t PURGE NEW WATER DISTRIBUTION PIPING AND PARTS OF EXISTING PIPING ' THAT HAVE BEEN ALTERED, EXTENDED, OR REPAIRED BEFORE USE. v MAIN /UJJ r 2. USE PURGING AND DISINFECTING PROCEDURE PRESCRIBED BY � AUTHORITIES HAVING JURISDICTION OR, IF METHOD I5 NOT PRESCRIBES c MIN. BY AUTHORITIES, USE PROCEDURE DESCRIBED IN NFPA 24 FOR FLUSI ING L 16' MIN. 15" MIN. CONC. COLLAR PLACE AROUND OF PIPING. FLUSH PIPING SYSTEM WITH CLAN, POTABLE WATER VALVE BOX PRIOR TO FINISH PAVING UNTIL NO DIRTY WATER APPEARS AT POINTS OF OUTLET. a� TAP 1 TAP 2 TAP 3CIOHYDRANT _T@0 FLUSH WITH PAVEMENT 3. USE PURGING AND DISINFECTING PROCEDURE PRESCRIBED BY wi 6 9 e OR 1" IN GRASSED AREAS AUTHORITIES HAVING JURISDICTION OR, IF METHOD IS NOT PRESCRIBED `m�i BY AUTHORITIES, USE PROCEDURE DESCRIBED IN AWWA C651 OR AS L. oi, 18" MIDI BREAK DESCRIBED BELOW: � oc�}c FLANGE +-+ ` MULTIPLE CORPORATION 24" MAX a. COMPLY WITH NFPA.24 FOR FLUSHING OF PIPING. FLUSH PIPING X O Z STOPSCD SYSTEM WITH CLEAN, POTABLE WATER UNTIL DIRTY WATER DOES H NOT APPEAR AT POINTS OF OUTLET, C; VALVE BOX 1) FILL SYSTEM OR PART OF SYSTEM WITH WATER/CHLORINE oac°�s POLYETHYLENE OR II 1'- 0 (;TELESCOPE PATTERN) SOLUTION CONTAIN AT LEAST 50 PPM OF CHLORINE. ISOLATE SYSTEM OR PART � COPPER SERVICE THEREOF AND ALLOW TO STAND FOR 24 HOURS. PIPE INLETS BUILDING PAPER STAGGER TAPS I I 2) DRAIN SYSTEM OR PART OF SYSTEM OF PREVIOUS SOLUTION AND REFILL WITH OFF-LINE AS II 2- WATER/CHLORINE SOLUTION CONTANNG AT LEAST 200 PPM OFCHLORINE; SHOWN 6" DIA. I I ISOLATE-AND ALLOW TO STAND FOR 3 HOURS. PLACE 1/2 C.Y. MIN. ANCHOR Ill 3) FOLLOWING ALLOWED STANDING TIME, FLUSH SYSTEM WITH CLEAN, POTABLE 15'TAP WASHED OR BROKEN STONE �I ANCHOR PIPE 3O• I1= WATER UNTIL CHLORINE GOES NOT REMAIN M WATER COMING FROM SYSTEM. AROUND HYD, DRAIN PIPE i8" MIN. I BRANCH CONNECTION I � 4) SUBMIT WATER SAMPLES IN STERILE BOTTLES TO AUTHORITIES HAVING JURISDICTION WATER MAIN I f— REPEAT PROCEDURE IF BIOLOGICAL EXAMINATION SHOWS EVIDENCE OF UJ Q I _ CONTAMINATION. SOIL o ! I_�k�'�Ti-111��i�I—III III=€11=�1€lIII�III ~` » » r} �► WATER SERVICE a I II AT VALVE b. PREPARE REPORTS FOR PURGING AND DISINFECTING ACTNrr3ES. .,�„ O [� SECTION B B PIPE INLETS HYD. W/ M.J. FLANGE 1=III=11! III=III—I'' 6 M.J. GATE L E C1 Z CO � � C 1-1/2" & 2" OUTLETS 2 HOC En co D1 MULTIPLE WATER PIPE CONNECTIONS �-. � ■ ■e,� D3 HYDRANT DETAIL o SCALE NOT TO SCALE SCALE NOT TO SCALE 0 ■ . Cl) � co ■� ry v J Q ■ ■ ■ r1 12 aa• QQ� BEND 22 °1 2 8" MIN OR GREATER -Eaa COMPACTED © X BAGKFILL 'te 10 09 EL cr % ' 08 07 t., o :^:s Co NCR£TE fHRU§T 9LOCK MOT BEAR cliv AGAINST UNDISTURBED EARTH 05 > SECTION A - A o4 +' 03 PLAN 02 0 01 Im E3 THRUST BLOCK DETAIL FLUSH MOUNT o ACCESS BOX TO j HYDRANT Rev. Date Description SCALE NOT TO SCALE GRADE REVISIONS MECHANICAL COMPACT c." 22-1/2' ELBOW 45' ELBOW 90' ELBOW TEE CONNECTION PLUG AS REQUIRED BY ISSUED FOR: CONTRACT SPECS. r.. IAMETE PUMP ROD Agency Review m '' OF ? r: © RUN OF THE BANK SAND AND HAND LAMP HAND dNp1 TAMP 4'i:. !d) 6" 4th LIFT ; '� GRAVEL OR BEST EXCAVATED INITIAL -- `" w ^r SAND AND GRAVEL MATERIALd TAMP BAGKFILL R BEST EXCAVATED A A A A A 1/8" TAP FOR BELOW FROST LINE �'-O$-03 lc� "' DRAWN.• PJB LIFT 2nd ;, MATERIAL ABOVE 6" 1.1 2.1 4.0 2.9 2.9 BLEED FITTING VALVE BOX 'a SPRING LINE OF PIPE PIPE ± . ur r f:s CONNECTION CHECKED: .1 DUFIEI •-+ h;' WATER TABLE RUN a 2"� WATER LINE PLOT DATE: 01-Q$-43 OLD•. HAND B" 2.0 3.7 7.1 S.0 5.0 i'''= a ;: 2nd OF THE BANK u� �`"` -3/4- BROKEN STONE FOR UFT rA�rPhr� +: :^. r .}. 1Bt ,rHAUNCHING 10" s.1 s.a 11.1 7•9 79 24" CRUSHEDr.,. TO MAIN BELOW WATER TABLE LIFT t-. t2' 4.4 0.4 16.01f.3 STONE OR 6"MIIV tat LET BEDDING - 3/4" GRAVEL :r;;:•i:' ::::• •::: ..:::; A = CONTACT BEARING AREA OF THRUST BLOCK WITH EARTH, SQUARE FEET FILE: I3 -C-U�I,dW cn .:.^,; ti..f{;' ;::;,°;; BROKEN STONE NOTES: SEE MAXIMUM 1• BEARING AREAS ARE BASED ON UNDISTURBED SOIL WITH A BEARING CAPACITY OF 2000 psf. FOR A LESSER JOB. NO.: 2982-G PAYMENT WIDTH SIL BEARING 2. ALL CONCRETECAPACITY, THESE AREAS SHALL THRUST BLOCKS SHALL BE 2000Epsi ®E28SED DAY CONCRETE, SCALE: AS Shown CONCRETE,ETE, i WET CONDITIONS (�$' CQj�pITEONS cn 3. THRUST BLOCKS SHALL BE POURED AGAINST UNDISTURBED EARTH. SItE 0 4• THRUST BLOCKS FOR PRESSURES UP TO 200 F.S.I. NON-FREEZE ANTI- Potable Water-System Details F1 D.I.P. BEDDING AND INITIAL BACKFILL F3 TABLE OF THRUST BLOCKS F5 SIPHON HYDRANT DETAIL 02 . C . 04 , SCALE NOT TO SCALE SCALE NOT TO SCALE SCALE N.T.S. 4 Of 4 fl P i' Issued for: Permit ILr ilk Date Issued: January S 2003 Latest Issue: January 29, 2003 M/ 1� V U 1623 ain Street Agawam, Massachusetts No. Drawing Title Latest Issue C-1 Legend and General Notes 1/29/03 C-2 Parking Lot Identification Map 1/29/03 _ Owner: C-3 Driveway Relocation Plan 1/29/03 AGAR England _ = Six Flags New C-4 Utilities Plan 1/29/03 _= 1623 Main Street C-5 Profile 1/29/03 Agawam, Massachusetts 413 786 9300 . 413 786 8414 C-6 Landscape Plan 1/29/03 W .. = == Applicant: C-7 Site Details 1/29/03 4 _ __ = Lo Six Flags New England -- C-S Site Details 1/29/03 MFT _ - 1623 Main Street PROJECT = ; LOCATION = a Agawam, Massachusetts -=-- 413 786 9300 . 413 786 8414 --- Reference Drawings sachusetts Sv-1 Existing Conditions Plan 1/8103 � Site Location Map 0 100o 2000 Feet Consultant 1: Aquatic Development Group, Inc. 13 Green Mountain Drive Cohoes, NY 518 783 0038 • 518 783 0474 0 Varmse Hangen Brustlin, Inc. ------____ 1 Transportation Land Development 83 Environmental Services , ;. 505 East Columbus Avenue Springfield, Massachusetts 01105 413 747 7113 • 413 747 0916 Legend Abbreviations Notes: Exist. Prop. Exist. Prop. General General Demolition r-.,• CONCRETE PAVEMENT ABAN ABANDON 1. CONTRACTOR SHALL N0T1FY -DIG-SAFE- 1--888-344-7233) AT LEAST 72 HOURS BEFORE EXCAVATING. 1. THE CONTRACTOR TO REMOVE AND TO DISPOSE OF EXISTING MANMADE SURFACE FEATURES WITHIN THE L=43,84' L ( LIMIT OF WORK INCLUDING BUILDINGS, STRUCTURES, PAVEMENTS, SLABS, CURBING, FENCES, UTILITY PROPERTY LINE HEAVY DUTY PAVEMENT ACR ACCESSIBLE CURB RAMP Z CONTRACTOR SHALL BE RESPONSIBLE FOR SITE SECURITY AND JOB SAFETY. CONSTRUCTION ACTIVITIES SHALL BE IN POLES, SIGNS, ETC. UNLESS INDICATED OTHERWISE ON THE DRAWINGS. REMOVE AND DISPOSE OF ... ....�r..� RiPRAP ADJ ADJUST ACCORDANCE WITH OSHA STANDARDS AND LOCAL REQUIREMENTS. FOOTPRINT AND UTILITIES T£N O ENDTABEYON,DAND UNSUITABLE EXTERIOR DR COLUMNS MATERIAL THE PER DRAW BUILDINGVanasse Hangen Brustfin, Inc. PROJECT LIMIT LINEAND•�----� RIGHT-OF-WAY/PROPERTY LINE ° ° ° ° CONSTRUCTION ENTRANCE APPROX APPROXIMATE 3. HANDICAP ACCESSIBLE ROUTES, PARKING SPACES, RAMPS, SIDEWALKS AND WALKWAYS SHALL BE CONSTRUCTED IN SPECIFICATIONS. Transportation CONFORMANCE WITH THE FEDERAL AMERICANS WITH DISABILITIES ACT AND WITH STATE AND LOCAL LAWS AND - -- -' - EASEMENT BIT BITUMINOUS REGULATIONS (WHICHEVER ARE MORE STRINGENT). 2. EXISTING UTILITIES SHALL BE TERMINATED, UNLESS OTHERWISE NOTED, IN CONFORMANCE WITH LOCAL, Land Development 27.35 TCx TOP & BOTTOM OF CURB ELEVATION STATE, AND INDIVIDUAL UTILITY COMPANIES STANDARDS SPECIFICATIONS, AND DETAILS. THE CONTRACTOR Environmental Services BUILDING SETBACK 26.85 BC BS BOTTOM OF SLOPE 4. AREAS DISTURBED DURING CONSTRUCTION AND NOT RESTORED WITH IMPERVIOUS SURFACES (BUILDINGS, PAVEMENTS, SHALL COORDINATE UTILITY SERVICE DISCONNECTS WITH THE UTILITY REPRESENTATIVES. �32'75 )WALKS, ETC. SHALL RECEIVE SIX INCHES LOAM AND SEED. _-iQirOD BASELINE CONC CONCRETE 3. CONTRACTOR SHALL DISPOSE OF DEMOLITION DEBRIS IN ACCORDANCE WITH APPLICABLE FEDERAL, STATE, SQ5 East Columbus Avenue 45.0 TWX TOP & BOTTOM OF WALL ELEVATION AND LOCAL REGULATIONS, ORDINANCES, AND STATUTES. --_ T - CONSTRUCTION LAYOUT 38.5 BW EL ELEVATION 5. WITHIN THE LIMITS OF THE BUILDING FOOTPRINT, THE SITE CONTRACTOR SHALL PERFORM EARTHWORK OPERATIONS Springfield,Massachusetts 01105 BORING LOCATION REQUIRED UP TO SUBGRADE ELEVATIONS. 413-747 7113 FAX 413-747-0916 ZONING LINE ELEV ELEVATION Erosion Control TEST PIT LOCATION 6. WORK WITHIN THE LOCAL RIGHTS-OF-WAY SHALL CONFORM TO LOCAL MUNICIPAL STANDARDS. WORK WITHIN STATE TOWN LINE EXIST EXISTING RIGHTS-OF-WAY SHALL CONFORM TO THE LATEST EDITION OF THE STATE HIGHWAY DEPARTMENTS STANDARD QMw MONITORING WELL SPECIFICATIONS FOR HIGHWAYS AND BRIDGES. 1. PRIOR TO STARTING ANY OTHER WORK ON THE SITE, THE CONTRACTOR SHALL NOTIFY APPROPRIATE FDN FOUNDATION AGENCIES AND SHALL INSTALL EROSION CONTROL MEASURES AS SHOWN ON THE PLANS AND AS LIMIT OF DISTURBANCE -T - - - 7. UPON AWARD OF CONTRACT, CONTRACTOR SHALL MAKE NECESSARY CONSTRUCTION NOTIFICATIONS AND APPLY FOR AND IDENTIFIED IN FEDERAL, STATE, AND LOCAL APPROVAL DOCUMENTS PERTAINING TO THIS PROJECT. UD GRAN GRANITE UNDERDRAIN OBTAIN NECESSARY PERMITS, PAY FEES, AND POST BONDS ASSOCIATED WITH THE WORK INDICATED ON THE DRAWINGS, 2. INSPECT AND MAINTAIN EROSION CONTROL MEASURES, AND REMOVE SEDIMENT THEREFROM ON A WEEKLY WETLAND LINE WITH FLAG GTD GRADE TO DRAIN IN THE 5PECIFICATIONS, AND IN THE CONTRACT DOCUMENTS. DO NOT CLOSE OR OBSTRUCT ROADWAYS, SIDEWALKS, AND � OVERFLOW DRAIN FATE HYDRANTS WITHOUT APPROPRIATE PERMITS. BASIS AND WITHIN TWELVE HOURS AFTER EACH STORM EVENT AND DISPOSE OF SEDIMENTS IN AN -� - FLOODPLAIN 12 , UPLAND AREA SUCH THAT THEY DO NOT ENCUMBER OTHER DRAINAGE STRUCTURES AND PROTECTED DRAINAGE LINE LA LANDSCAPE AREA AREAS g. TRAFFIC 51GNAGE AND PAVEMENT MARKINGS SHALL CONFORM TO THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES. BORDERING LAND SUBJECT TO FLOODING 6'D1- ► MAX MAXIMUM ROOF DRAIN 3. ,tRE.t3 our010c MC e.ta,N73 Or +<'rar'0-3C0 riL'(r: DfSTllftBfrO Bl' Tt'fE Gl7fYT6AGT0tz'5 l7f ERA71UIY5 SKALL E3E RE51UkZED 3, CONTRACTOR SHALL BE FUm_Y RESPONS)BLE: TO COt,!?R# CONvTRtJCT?ON £l1Cff 7lIAT SOtDWCNT.57fE�N sz W-TLAND BUFFER ZONE c�'s�- SEWER LINE MIN MINIMUM BY THE CONTRACTOR TO THEIR ORIGINAL CONDITION AT THE CONTRACTOR'S EXPENSE. SHALL NOT AFFECT REGULATORY PROTECTED AREAS„ WHETHER SUCH SEDIMENTATION IS CAUSED BY WATER, WIND, OR DIRECT DEPOSIT. tuz NO DISTURB ZONE 08W--- OVERHEAD WIRE NIC NOT IN CONTRACT 10. IN THE EVENT THAT SUSPECTED CONTAMINATED SOIL, GROUNDWATER, AND OTHER MEDIA ARE ENCOUNTERED DURING EXCAVATION AND CONSTRUCTION ACTIVITIES BASED ON VISUAL, OLFACTORY, OR OTHER EVIDENCE, THE CONTRACTOR 4. CONTRACTOR SHALL PERFORM .CONSTRUCTION SEQUENCING SUCH THAT EARTH MATERIALS ARE EXPOSED 8"W WATER LINE NTS NOT TO SCALE FOR A MINIMUM OF TIME BEFORE THEY ARE COVERED, SEEDED, OR OTHERWISE STABILIZED TO PREVENT 200'RA 200' RIVERFRONT AREA SHALL STOP WORK IN THE VICINITY OF THE SUSPECT MATERIAL TO AVOID FURTHER SPREADING OF THE MATERIAL, AND EROSION. _��- - - -- 4'FP FIRE PROTECTION LINE PERF PERFORATED SHALL NOTIFY THE OWNER IMMEDIATELY SO THAT THE APPROPRIATE TESTING AND SUBSEQUENT ACTION CAN BE TAKEN. - - - GRAVEL ROAD PROP PROPOSED 11. CONTRACTOR SHALL PREVENT DUST, SEDIMENT. AND DEBRIS FROM EXITING THE SITE AND SHALL BE RESPONSIBLE FOR 5. UPON COMPLETION OF CONSTRUCTION AND ESTABLISHMENT OF PERMANENT GROUND COVER, CONTRACTOR 2*DIN DOMESTIC WATER LINE SHALL REMOVE AND DISPOSE OF EROSION CONTROL MEASURES AND CLEAN SEDIMENT AND DEBRIS FROM 3.G- GAS LINE -- -- EDGE OF PAVEMENT REM REMOVE CLERNUP, REPAIRS AND CORRECTIVE ACTION IF SUCH OCCURS. ENTIRE DRAINAGE AND SEWER SYSTEMS. RET RETAIN 12, DAMAGE RESULTING FROM CONSTRUCTION LOADS SHALL BE REPAIRED BY THE CONTRACTOR AT NO ADDITIONAL COST TO BITUMINOUS CURB UGE- UNDERGROUND ELECTRIC OWNER. Existing Conditions Information_ CC R8� REMOVE AND DISPOSE -� -- - CONCRETE CURB T TELEPHONE LINE 13. CONTRACTOR SHALL CONTROL STORMWATER RUNOFF DURING CONSTRUCTION TO PREVENT ADVERSE IMPACTS TO OFF SITE 1. BASE PLAN - THE PROPERTY LINES, TOPOGRAPHIC AND PHYSICAL FEATURES SHOWN WERE DETERMINED GCB CAPE COD BERM FA FIRE ALARM R&R REMOVE AND RESET AREAS, AND SHALL BE RESPONSIBLE TO REPAIR RESULTING DAMAGES, IF ANY, AT NO COST TO OWNER. BY AN AERIAL SURVEY PERFORMED BY HERITAGE SURVEYS OF SOUTHAMPTON, AND UPDATED IN 2002 TO FGC TS TOP OF SLOPE INCLUDE RECENT WORK. ----- EXTRUDED CONCRETE CURB � -CATv- CABLE TV La out and Materials MCC _ MONOLITHIC CONCRETE CURB -- - TYP TYPICAL 2. TOPOGRAPHY - ELEVATIONS ARE BASED ON NGVD DATUM- CB CATCH BASIN i. DIMENSIONS ARE FROM THE FACE OF CURB, FACE OF BUILDING, FAGS OF WALL, AND CENTER LINE OF PAVEMENT - - PRECAST N CURB DCB DOUBLE CATCH BASIN MARKINGS, UNLESS OTHERWISE NOTED. SGE SLOPED GRRAAN.. EDGING GI GUTTER INLET WAY 2. CURB RADII ARE FOUR FEET UNLESS OTHERWISE NOTED. -- VGC VERT. GRAN. CURB • DRAIN MANHOLE ACCMP ASPHALT COATED CORRUGATED FETAL PIPE 3. CURBING SHALL BE BITUMINOUS CURBING (BC) WITHIN THE SITE UNLESS OTHERWISE INDICATED ON THE PLANS. LIMIT OF CURB TYPE TRENCH DRAIN CAP CORRUGATED ALUMINUM PIPE 4. SEE ARCHITECTURAL DRAWINGS FOR EXACT BUILDING DIMENSIONS AND DETAILS CONTIGUOUS TO THE BUILDING, INCLUDING - - - - - SAWCUT PLUG DR STUB C&C CUT AND CAPPED SIDEWALKS, RAMPS, BUILDING ENTRANCES, STAIRWAYS, UTILITY PENETRATIONS, CONCRETE DOOR PADS, COMPACTOR PAD, ---' LOADING DOCKS, BOLLARDS, ETC. L - ► FLARED END SECTION CIP CAST IRON PIPE BUILDING 5. PROPOSED GRANITE BOUNDS AND ANY EXISTING PROPERTY LINE MONUMENTATION DISTURBED DURING CONSTRUCTION / ER HEADWALL CIT CHANGE IN TYPE SHALL BE SET OR RESET BY A PROFESSIONAL LICENSED SURVEYOR. - � COND CONDUIT EN BUILDING ENTRANCE - �-_- __-,._.._..._._-___�_�_..�._-- �>_D LOADING DOCK • SEW MANHOLE --__ ER DI DUCTILE IRON PIPE Utilities BOLLARD C5 CURB STOP FE5 FLARED END SECTION Cl DUMPSTER PAD WG 1. THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN AN APPROXIMATE WAY ONLY AND HAVE NOT BEEN a WATEk GATE F&G FRAME AND GRATE INDEPENDENTLY VERIFIED BY THE OWNER OR ITS REPRESENTATIVES. THE INFORMATION SHOWN ON THE PLAN DOES NOT r SIGN GUARANTEE THE EXISTENCE OF FACILITIES ACTUALLY IN THE GROUND NOR DOES IT GUARANTEE THAT OTHER FACILITIES f5V TAPPING SLEEVE & VALVE F&C FRAME AND COVER MAY EXIST WHICH ARE NOT SHOWN. PRIOR TO ORDERING MATERIALS AND BEGINNING CONSTRUCTION THE CONTRACTOR r DOUBLE SIGN S1A�lESE CONNECTION GT GREASE TRAP SHALL VERIFY AND DETERMINE THE EXACT LOCATION, SIZE AND ELEVATION OF EXISTING UTILITIES. � STEEL GUARDRAIL �YD FIRE HYDRANT HH ELECTRIC HANDHOLE 2. WHERE AN EXISTING UTILITY IS FOUND TO CONFLICT WITH THE PROPOSED WORK, OR EXISTING CONDITIONS DIFFER FROM WOOD GUARDRAIL SQUARE POST WM THOSE SHOWN SUCH THAT THE WORK CANNOT BE COMPLETED AS INTENDED, THE LOCATION, ELEVATION, AND SIZE OF ( ) WATER METER HW HEADWALL THE UTILITY SHALL BE ACCURATELY DETERMINED WITHOUT DELAY BY THE CONTRACTOR, AND THE INFORMA1ON - - "- WOOD GUARDRAIL {ROUND POST) •PJV FURNISHED IN WRITING TO THE OWNER'S REPRESENTATIVE FOR THE RESOLUTION OF THE CONFLICT. FAILURE TO PROVIDE POST INDICATOR VALVE HYD HYDRANT OR PERFORM THE ABOVE: PRIOR TO PERFORMING ANY WORK SHALL NOT BE GROUNDS FOR EXTRA PAYMENTS TO THE -- - - - -T-^--- f '��-T -- WATER WELL INV INVERT ELEVATION CONTRACTOR. PATH TREE LINE CU w - - I= INVERT ELEVATION 3 SET C GCH BASIN RIMS PLANS. INVERTS OF SEWERS, DRAINS, AND DITCHES IN ACCORDANCE WITH ELEVATIONS ON THE GAS GATE X WIRE FENCE oM PWW PAVED WATER WAY RIM ELEVATIONS FOR DRAIN AND SEWER MANHOLES, WATER VALVE COVERS, GAS GATES, ELECTRIC AND TELEPHONE GAS METER CHAIN LINK FENCE - --- PVC POLYVINYLCHLORIDE PIPE PULL BOXES, AND MANHOLES, AND OTHER SUCH ITEMS, ARE APPROXIMATE AND SHALL BE SET/RESET AS FOLLOWS: • POST AND RAIL FENCE • ELECTRIC MANHOLE RCP REINFORCED CONCRETE PIPE • PAVEMENTS, CONCRETE SURFACES, AND ALL SURFACE TYPES ALONG ACCESSIBLE ROUTES - FLUSH EM WITH FINISH GRADES. ■ STOCKADE FENCE ELECTRIC METER R= RIM ELEVATION STONE WALL ' LIGHT POLE TSV TAPPING SLEEVE, VALVE AND BOX • LANDSCAPE, LOAM EARTH TO SEED, T AND HE OTHER EAT SURFACE AREAS - ONE INCH ABOVE SURROUNDING RETAINING WALL • TELEPHONE MANHOLE UP UTILITY POLE AREA AND 4, THE LOCATION, SIZE, DEPTH, AND SPECIFICATIONS FOR CONSTRUCTION OF PROPOSED PRIVATE UTILITY SERVICES SHALL 1 Updated Plan 01/29/03 JJF -" STREAM / POND / WATER COURSE BE INSTALLED ACCORDING TO THE REQUIREMENTS PROVIDED BY, AND APPROVED BY, THE RESPECTIVE UTILITY COMPANY No. Revision Dote ppvd. TRANSFORMER PAD (GAS, TELEPHONE, ELECTRIC, FIRE ALARM, ETC.). FINAL DESIGN LOADS AND LOCATIONS TO BE COORDINATED WITH DETENTION BASIN OWNER AND ARCHITECT, Designed by Drown by Checked by UTILITY POLE T' HAY BALES 5. THE CONTRACTOR SHALL MAKE ARRANGEMENTS FOR AND SHALL BE RESPONSIBLE FOR PAYING FEES FOR POLE CAD checked by Approved by SILT FENCE ♦ GUY POLE RELOCATION AND FOR THE ALTERATION AND ADJUSTMENT OF GAS, ELECTRIC, TELEPHONE, FIRE ALARM, AND ANY OTHER scale N/A/A Dote GUY WIRE & ANCHOR PRIVATE UTILITIES, WHETHER WORK IS PERFORMED BY CONTRACTOR OR BY THE UTILITIES COMPANY. January 8, 2003 4 MINOR CONTOUR HN HAND HOLE 6. UTILITY PIPE MATERIALS SHALL BE AS FOLLOWS, UNLESS OTHERWISE NOTED ON THE PLAN: Project Title 20 MAJOR CONTOUR PULL BOX • WATER PIPES SHALL BE CONSTRUCTED OF CEMENT LINED DUCTILE IRON PIPE Six Flags New England - _ 10 PARKING COUNT - -- MatChline-See Plan • SANITARY SEWER PIPES SHALL BE POLYVINYL CHLORIDE (PVC) SEWER PIPE Gravity Sewer Relocation �- MATCHLINE • STORM DRAINAGE PIPES SHALL BE REINFORCED CONCRETE PIPE (RCP) CiU COMPACT PARKING STALLS 1623 Main Street DYL 7, SITE CONTRACTOR SHALL COORDINATE WITH ELECTRICAL CONTRACTOR FOR FURNISHING AND INSTALLING REQUIRED SITE DOUBLE YELLOW LINE L ELECTRICAL ITEMS SUCH A5 PULL BOXES, CONDUITS, DUCT BANKS, LIGHT POLE BASES, CONCRETE PADS, ETC. AND A swam, Massachusetts 5 STOP LINE SHALL COORDINATE LOCATION OF AND PROVIDE EXCAVATION AND BACKFILL FOR THESE ITEMS AS REQUIRED FOR A g COMPLETE AND FUNCTIONAL SYSTEM. [��Ue4 far 1111111111111 CROSSWALK ...,.... ^._ ...._ . _.._.._--.._ .....__.... 8. SITE CONTRACTOR SHALL EXCAVATE AND BACKFILL TRENCHES FOR GAS IN ACCORDANCE WITH GAS COMPANY S A 'k ACCESSIBLE CURB RAMP REQUIREMENTS. Pernuts HANDICAP PARKING 5. ALL DRAINAGE AND SANITARY STRUCTURE INTERIOR DIAMETERS (4' MIN.) SHALL BE DETERMINED BY THE MANUFACTURER VAN-ACCESSIBLE HANDICAP PARKING BASED ON THE PIPE CONFIGURATIONS SHOWN ON THESE PLANS. Not Approved for Construction Drawing Titie Legend and General Notes Drawing Number C_ Sheet of a ' 2 9 Project Number 99901.00 Dt Imaspdn gladminLproposalslsfne20021gravitylleg.dwg a � a A ° • ♦ Z rn i A sQ �j a pa Q a ° • ° a :17 • • Q 9 a Q°Q p r • Q � Vanasse Hangen Brustlin, Inc. Timporwfim a • � Q p � ° Land Asve,1%mx nt �-� •rC a Environ mamw Services ••� s ° 505 East Columbus Avenue p iC• • • a a° a p • ° ° ° ° Springfield,Massachusetts 01105 413-747-7113 •FAX 413-747-0916 A. 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" '. x : - I I C:� I i i (I � Approved . . "IN / x If , _�5� ,�, I i _�, � J i f i�)!,X., ;;'­---r, ---.-_ , �,! CAD checked by . . :x I' 0 1 t a L.... . ,- 7. ­..... — ; ; __1 I . t : ; I _-=.__:._-i.-; f V I I ,,7D J __,.J ; X I I I � I . I . __ ---- . I N ; � I ----.. I I " . I a-, ; I f � f (r� 11 "_� , I- I! Scale 111MArill Date I - I y J I? 'i, !I. . - : I , : ... - . .Cr ; - I -_'. ­.-­­.-----_.__� __ ­_ _ ! "� i , - :: ) — January 29, 2003 ] _; J L _. f,� �" I C) / ill I . i r.7. , 0 i .1. �x " xg . i i � .: . - . / f I : I I i 1. �Y` 11 J !. .: 0".f" F,.*t Title I I I . - .� 3, I.., I ! I--._.., Ii ii L � 1 i't..-- / I I I ! �/ "� 1i ! I I ) Six Flags New England ; r � - I � f : L . .n I I I f i . * cl� GO _.. , p : I I C I 1.1, :1 i Gravity Sewer Relocation � ;, .i ll .... I I i Lf') F! i J \ J -it I ---..______J � I 1 W I I f, 1<k(0, . x , 1623 Main Street , I � " , I .. 4 i,Li 11 I �!'*"'i : I ; � I 11 � I 417 il" � !�-,, Agawam, Massachusetts ! I ,! , V,1_! il&` � ,,_ J � 15!5tjed for 01 I I f x . iE , I � �"Ilf? q II J1 ! ,W ,2 I I I i i Ili' I ii 11 ; h I If I \ I - 'M , ft ;, � I! : ; L i � . \' , !I � I i i ! � "; 1i I - ; PH 1cl I! !1 Permits P . I I i . If it, IF,I P., LAN26CAE9 NOTES 1.1 Is; � 11 I 11 0 ; I I � 1. ALL PROP05ED PLANTING LOCATION5 514ALL BE STAKED CAREFULLY & ALL PLANT MATERIALS INSTALLED 'SHALL MEET OR EXCEED THE Not Approved for Construction (I� 1 x If !I ill AS 5HOM ON THE PLANS FOR FIELD REVIEW BY THE LANDSCAPE 5FECIFICATIONS OF THE "AMERICAN STANDARDS FOR NURSERY STOCK" ii ., Drawing Title I .: ARCPITECT PRIOR TO INSTALLATION, BY THE AMERICAN A66OCIATION OF NURSERYMEN, ; : I , 1, � I ;,; 4 ! I , 2. CONTRACTOR e44ALL VERPY LOCATIONS OF ALL UTILITIES AND S. ALL PLANT MATERIALS SHALL BE GUARANTEED FOR ONE YEAR , I i ,�! ",� I Plant LW #3 11 i 1� J,j NOTIFY OWNERS REPRESENTATIVE Or-CONFLICTS. FOLLOWiWJ DATE OF FINAL ACCEPTANCE. : / f OTY KEY 50TANICAL NAME COMMON NAME SIZE 1i /, I I k .� I 9 3. NO PLANT MATERIAL$ SHALL BE IN5TALLEP UNTIL ALL GRADINCz AND 10. r=XI5TIW_t TREES TO REMAIN SHALL BE PROTECTED LUIT44 TEMPORARY I I : ij " / I � CONSTRUCTION WAS BEEN COMPLETED IN THE IMMEDIATE AREA, SNOW FENCE. ERECT SNOW FENCE AT THE DRIP LINE OF THE TREE. CONIFFER5 .1 - i! i I - .�4 4 CONTRACTOR SHALL NOT STORE VEHICLES OR MATERIALS WITHIN 7HE Landscape Plan I ­1.__,____ � 134 P3 JUNIFER1,16 C41NENSI$ '5ARSENT11' � C6 " I SARSENT JUNIPER 18-24" 5RD. __ - - AREAS, ANY DAMAGE TO EXtSTING TREE6, SHRUBS, OR LAWNS I C-1 ". ��, 4. A 3-INCH DEEP SHREDDED PIKE BARK $HALL BE INSTALLED UNDER �_AIN�D_SCAPE I x I " il i ALL TREES AND 6HFU55, AND IN ALL PLANTING BEDS, AS 900UN ON SHALL BE REPAIRED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE PLANS, OR AS DIRECTED BY OMER'S REPRESENTATIVE- THE OWNER. . r% ALL TREES 514ALL BE BALLED AND 5URLAPPED, UNLESS OTWER111116E 11. AREAS DESIGNATED "LOAM 41 SEED" SHALL RECEIVE 6" OF LOAM AND NOTED, OR APPROVED BY THE 004ER'S REPRESENTATIVE. 6PEGIFIED 5EED MIX LAU46 OVER 3:1 5LOPE SHALL BE PROTECTED WITH 6. FINAL QUANTITY FOR EAC44 PLANT TYPE SHALL BE AS SHOM ON THE ER05ION CONTROL FABRIC OR BONDED FIBER MATRIX Drawing Number PLAN,TN15 NUMBER$14ALL TAKE PRECEDENCE IN CASE OF ANY 12- LOAM AND SEED ALL AREAS NOT OTHERWISE TREATED. DISCREPANCY BETWEEN OJANTITIES SHOWN ON THE PLANT LIST AND ON THE FLAK - 13. T46 PLAN 15 INTENDED FOR LANDSCAPING PURPOM6 ONLY.REFER TO I SITE / CIVIL DRAWINGS FOR ALL OTHER 51TE CON5TRUCTION INFORMATIONt . mod. 1. ANY PRopo-sEo PLANT su5sTiTurioNs MUST BE APPROVED IN NFIN01 c-6 III)RITING4 BY THE OWINER'5 REPRESENTATIVE. CWL NO.Me Sheet of 40 0 40 80 . . 7 9 - - . IIIIIIIIIIII - - %mommmmm" SCALE IN FEET Project Number \, k , 99901.00 ,- _��I/* � `�\'\� , .,,i�� j- . , qr-1 I t ��-, ?�p I I- 1_/ � \1 \�4"I'-b 01_�<11, , 7 -\� , /�� /7 11�_ __' �� �. :��1 ' , . �,-� // , _� e I 1'1� -, N / I � , �x-14A, �� , -1-21 / ,�f , I ", � _ 'I � >11, I - . ,,�,�e.� ) � � -, / Cam, 11 , z-. ,d ,, - , I/ _ / 0> I,- , ! , I �,_ ,, �11 `_ r, r;-"�x :_�N Y , , �_, I ,�� " , _­ , ?.,��� � I.- \ �"� , ,� __4_�_�N`l �,� 0 �, � ,,_ , �, L , I ., IN"\ ,� - � I x( - , () '. - ___ 0 , .(�> S —) k "'�\ � S`_1_1�_t .Qq /_ 1' , r, Z;� " `// - __� \\ �� I - "-Jb I " , ,P __�< � 1�11 !�F , __< ,-'-,7 �� ,-.,7 1 - �� � /,,_/�___ 73_� , , 0( 12110S Waspri,ug\projects1083981ca&d\planset\Gravity108398-LA.dwg I qM Vanasse Ilangen Brustlin, Inc. Transportation Land Development Environmental Services 6" LOAM AND SEED 505 East Columbus Avenue Springfield,Massachusetts 01105 FILL OVER PIPE FINISHED\E\G\A\ \ 413-747-7113 •FAX 413-747-0916 SEWER PIPE o a ° at PAVED AREA LANDSCAPED AREA SUITABLE COMPACTED ,s cP$ ^ SEE APPLICABLE Y BACKFILL MATERIAL °° ° o�° ° �`°O°0 000 �,� PAVEMENT SECTIONS COMMON FILL/ o°S ° a o ° cq o Op ORDINARY BORROW o 0 °Q° a ° COMPACTED GRANULAR FILL Oe� `l �� o ° °% ° ° a o ° % ° °�$� ?r SAWCUT (SEE PLANS) ° ° o 0 0 ° �b °°° o °e o °°°� ° ° l�iJ �i Q1 ® 8 0 ° o o00 ° o °°° °� ° o o as ° °° ° a o°o a °�°a°' ° ��/` �P� �srNiD SURFACE o��c�° °°° ° ° m °WARNi1;l�'TXPE o: \��°o ° ° o \ o ° ° 0 6h W - 47 b ° o °° \� 00 ° 0°$ ° /\ Q ° o 0 ° ° _ - _ o 18" MINIMUM a oLL ° ° ° ` w WARNING TAPE SUITABLE COMPACTED - '-4 ` n p BACKFILL MATERIAL N - EXISTING GROUND 2 _ �� �_41:.^,. .. P.',Q�� r J CONCRETE FILL AS ANCHOR �j �' ye COMPACTED a.o:. 1'-0' ¢THICK in " ,o••:.:: � BACKFILL SEE PLAN FOR LOCATION 6" 6" � � _ HAND TAMPED HAUNCHING (2)-5" DIA. PVC CONDUITS Notes: f\ °O,- Q-°a pQaa' "' COMPACTED BEDDING FOR COMMUNICATION PURPOSES 1. USE METALLIC TRACING/WARNING TAPE OVER ALL PIPES ` 18" COMPACTED s 3" (TYP.) (TYP) SUBGRADE RED COLORED CONCRETE ° °• °c ° n. 3,000 P.S.I. EXTEND TO c ° S" (TYP.) 20' MIN. BEYOND LIMITS p_ OF TGP EASEMENT ° Jb Notes: 1. WHERE UTILITY TRENCHES ARE CONSTRUCTED THROUGH DETENTION BASIN BERMS OR OTHER SUCH SPECIAL " (2)-5" DIA. PVC CONDUITS SECTIONS, PLACE TRENCH BACKFILL WITH MATERIALS (TiP.)(TYP.) (TBP.) FOR 13,800 HIGH VOLTAGE SIMILAR TO THE SPECIAL SECTION REQUIREMENTS. SUPPLY (2)-5- DIA. PVC CONDUITS 2. USE METALLIC TRACING/WARNING TAPE OVER ALL PIPES FOR SUPPLLYY LOW VOLTAGE Concrete Anchor 1/03 Utility Trench 4/02 Typical Underground Electric Conduit Encasement N.T.S. N.T.S. Source: VHB LD-300 N.T.S. 4` 1Y2" x x 4" WOOD STAKE (MAX) OR APPROVED EQUAL 1"x 1"x 3" WOOD STAKE, CATCH BASIN GRATE SILT FENCE (2 PER BALE) I; 1" REBAR FOR SILTSACK �BAG REMOVAL 6" LOAM AND SEED I Updated Plan 01/29/03 J7F I I ; No. Revision Date ppvd. ORDINARY BORROW n Drawn o Designed by D a by Checked by 00 o a ° °o -Po $° cq °°o CAD checked by Approved by ° tr°°O°o ao° S, Scale N/A Date JaII 2003 lb op$ ° ° uaTY a ° project Title ! I� Plan View �;` ° ° ° °bWORK ° y AREA 'y STAKED BALES ��Oe� °$° b: o' - � i"a ° WARINGe P Six Flags New England ' - BALE TWINE TO $E CATCH BASIN GRATE D e o ° ;° °� �$ �,-& ''.. ° ° COAAPA� °a o � ` B ° Gravit Sewer Relocation FLOW =.:x o o ° ° ° ° S°'-.,�. d}:: ° Y _ PARALLEL TO °� °°°� oo ' d `$ACKFILI, a R N ° .'" a oho 00 G OU D SURFACE ° `� �° :a:�y _e-a . 6s:' � °° ° ° 4" COMPACTED SILTSACK ° o °�° °°o o� ° A ° 33° cb— (Pb ° ° a ° o :°. °n; �:' ' °° °° 1623 Main Street EARTH MOUND F FLOW 8b ° ° o$ ° a .;.."' A; ° °$ ° ° o g aka ,° ° HAND T4AMEED°H IUNCHING 8a PROTECTED 0. e o — a :.::.::::::::.: m o ° � ° o ° ,°o":�. •a:.o:.'"�..a:.O°s' � a COMPACTED D�DPING � ° Agawam Massachusetts _ AREA r i ° ° ° o - GROUND �� 18 EXISTING GROUND ., (TYP} EXPANSION RESTRAINT 4.. s" (MIN_) Section View. Permits 1" (MIN.) STAPLE Notes: Not Approved for Construction B Drawing Title g q Notes: 1. USE METALLIC TRACING/WARNING TAPE OVER ALL PIPES A 1. INSTALL SILTSACK IN ALL CATCH BASINS WHERE INDICATED ON STAPLE THE PLAN BEFORE COMMENCING WORK OR IN PAVED AREAS Wood Stake AFTER BINDER COURSE IS PLACED AND HAY BALES HAVE BEEN Joint Detail REMOVED. 2. GRATE TO BE PLACED OVER SILTSACK. Site Details 3. SILTSACK SHALL BE INSPECTED PERIODICALLY AND AFTER ALL Note: STORM EVENTS AND CLEANING OR REPLACEMENT SHALL BE PLACE ONE HAY BALE PERPENDICULAR PERFORMED PROMPTLY AS NEEDED. MAINTAIN UNTIL UPSTREAM AREAS HAVE BEEN PERMANENTLY STABILIZED ALONG HAY BALE BARRIER (100' O.C.). Silt Fence Hay Bale Barrier 3i02 SiltSack Sediment Trap 3i02 Drawing Number . N.T.S. Source: VHB LD-655 N.T.S. Source: VHB LD-674 T ical Mounded Sewer Line Installation 1 03 J. C-7 N.T.S. Cwt Sheet of 8 9 Project Number 99901.00 d{!2�`C13 lmapringladmilnLproposalslsf ne20021gravityldet.dwg VEHICULAR AREA LANDSCAPE AREA Vanasse Hangen Brustlin, Inc. MONOLITHIC OR Transportation KEYED CONNECTIONS FRAME AND COVER FINISH GRADE (TYP.) SEE NOTE 5. 30" DIA. Land Development ACCESS Notes: Environmental Services s, 12 MIN. SEE N TE 4. a TYPICAL SIGN = ° m OVERLAPi. 1� f t �C ,' 1. STRUCTURES SHALL BE DESIGNED FOR 505 East Columbus Avenue 7�- 48" DIA. MANHOLE _ i LZ i1 4 a L4" = °o ° ,+ 04 i i HS-20 LOADING. a J ; ° $e - .;4 :.'. a, R : g'". I�'). g o I �� - Springfield,Massachusetts 01105 to 00 0­°° ° ° o o0o FILTER FABRIC o c� 413-747-7113 FAX 413-747-0916 J-�irL- �-'Ir-'— 2. COPOLYMER MANHOLE STEPS SMALL BE a 00 D ED © =1 _ =1 ID 0 00 ENVELOPE Alternate Top Slab INSTALLED AT 12" O.C. FOR THE FULL °^ ° a Oa°og 1� `A _� �j (STEEL REINFORCED FOR HS-20 LOADING) DEPTH OF THE STRUCTURE. �° o • 0 Cll m 02 ID 0 FLOW O 4" uO a 4" FINISH 3. EXTERIOR SURFACES SHALL BE GIVEN 0 0 0 ---� I I GRADE TWO COATS OF BITUMINOUS WATER- 0.0° 0 — - — '`� �`+ 8" 30" DIA. 8" PROOFING MATERIAL. Ld ❑ ® © C� 0� © if] 0 ° °° WHITE PAINT WHITE PAINT ACCESS 4. JOINT SEALANT BETWEEN PRECAST a o $' 4. a � SEE NOTE 3. SEE �.; SECTIONS SHALL BE PREFORMED BUTYL ° eo MIN. °o°�� 2" WASHED NOTE 5. -------- RUBBER. 1 0 ❑ m m a m m o ° 1�" o" 1�" o �° PRECAST �, � 0' � CRUSHED STONE 2'-0" 3`-0" 5. STANDARD SEWER MANHOLE FRAME ° D l71 R 01 WELL 0 IL I Ili D a o AND COVER SHALL BE SET IN FULL �' °o o MORTAR JOINT ° 11. m MORTAR BED. ADJUS I IU UNAUt_ Wi tH °a (TYP) ° '� LENGTH AS REQUIRED o NC-) z SEWER BRICK AND MORTAR (2 BRICK ° s o ® 0 ® 0 �o00°° 2 {SEE STRIPING PLAN) w�' �� COURSES TYPICALLY, 5 BRICK COURSES 1 �_ NOT LESS SIGN POST O w �a STEPS, SEE °° ° (�•) 12" UZ QO NOTE 2. MAXIMUM) �1 0�° _ C°. :o o. Q ; (TYP.) THAN 5.0' (1.75 x 1.75 ) w0 w� ! 11 0 ° • o ° a "o o�. . °° 2 ° o ° �1 7'—J" —0 N ---------------_ p°. ,t°�• _INK " o° o° ° o GROUND SURFACE SEE NOTE 3. 16 OINWHITE PAINTED p p NF 48" DIA. MANHOLE t l 1 �� �i111.r✓ ° w 0 wow N STOP LINE : ° (MINIMUM) -, SEE NOTE 4. COMPACTED GRAVEL UNDER PRECAST BASE COMPACTED SUBGRADE °D 16" {TYP.} GASKIET OR SLEEVE WATERTIGHT PRECAST BASE OR 0 1 5, ANCHOR SLEEVE 18" WIDE CONCRETE RING �\ \ 2 O ° i= OUTLET CAST IN PLACE BASE ✓\/ l\i v 4"" WHITE PAINT �! S \ 4.0' °o n V) 4" WHITE PAINT (TYP.) \//\\ \ \ ° v` DIA. LANE �/% /� °° o can 12 .;'X VARIES 4" SIGN POST ANCHOR �QZ fir;'""4• Notes: 2.0" x 2.0' °° TYP. r F _ , � �•: ( ) 1. BASE SECTION SHALL BE PRECAST CONCRETE WITH MORTARED JOINTS OR CAST IN PLACE, ��'\Yj ° .' + ° � .. a. •,.b=P= . - -ate•: .. •°- 4, ' 2• ALL COMPONENTS SHALL BE DESIGNED FOR HS-20 LOADING, 3• PROVIDE PRECAST `V" KNOCKOUTS FOR PIPES WITH 2" MAX. CLEARANCE TO OUTSIDE OF �/�/�`, /� ° i• = !� PIPE. MORTAR ALL PIPE CONNECTIONS. Now' SHELF TO BE SEWER ARCH INVERT TO BE CONSTRUCTED EARTH INSITU HOLE DIAMETER 7/16" BRICK LAID FLAT AT A WITH SEWER BRICK LAID AS 4• JOINT SEALANT BETWEEN PRECAST SECTIONS SHALL BE PREFORMED BUTYL RUBBER. 1• PAVEMENT MARKINGS TO BE INSTALLED SLOPE OF 1-/FOOT STRETCHERS AND ON EDGE. FOR ON SITE WORK IN LOCATIONS SHOWN. 5, FRAME AND COVER SHALL BE SET IN FULL MORTAR BED. ADJUST TO GRADE WITH CLAY COMPACTED GRAVEL BRICK CHIP AND MORTAR OR CEMENT BRICK AND MORTAR (2 BRICK COURSE MINIMUM, 5 BRICK COURSE MAXIMUM) COMPACTED SUBGRADE CONCRETE FILL Painted Pavement Markings - On Site 3/02 Sign Post w Type 'B' 3/02 Leashing Chamber (LC} 3/02 N.Ts, Source: VHB LD_554 N.T.S. Source: VHB LD_702 Sanitary Sealer Manhole (►7MH) 3/02 N.T.S. Source: VHB REV LD_180 N.T.S. Source: VHS LD-200 SURFACE TREATMENT 1 Updated Plan 01129/03 JJF VARIES 10" 2" RADIUS (TYP.) SURFACE 12" No. Revision note ppvd. TREATMENT CAPE COD BERM BITUMINOUS Designed by Drown by Checked by SLOPE 2" 6" 2" VARIES -BITUMINOUS CONC. PAVEMENT VERTICAL GRANITE CURB 12" VARIES— CONC. PAVEMENT (TOP COURSE) CAD checked by Approved by (TOP COURSE) $" 2" TREATMENT VARIES w ^ SLOPE — BITUMINOUS Scale N/A Dote J ,2w3 BITUMINOUS VARIES--� CONIC. PAVEMENT anuary PROPOSED BIT. i r CONC. PAVEMENT BINDER COURSE) Project Tills _�; ` :' v (BINDER COURSE) ( CONC. PAVEMENT / e;.:t,:�---:'•• - \ -°° 2 _ Six Flags New England TACK COAT CONTROLLED LOW- • \/ SLOPE VARIES / s / 1Y2" BITUMINOUS SURFACE COURSE Crravl Sewer Reloc STRENGTH MATERIAL \ .,:c3':: °'''9`':`': \�/\� ': on ."'.• ::..s,•...:-• a..-.r ..,.:.:Y.;' _ e. - .. ,e. o p. ,.R: _ '�,`- P: -.,a .90:0`.' p:.'e,.e.: _ IF CUB 15 PLACE --: :.-.•:-- .. .. _ .:. --•- . :. -.- . •°. -.:'� e..g-: >?•e. . ..--:-° • a- \ \ _ /y �.Q-^-� ;'' p^`yccQ�a• .P "t�• 1 BITUMINOUS BINDER COURSE .�.j�' ..Y- P��Y \ Ol_ a t9 :.v: AFTER BINDER L / / .' ..... - ..:o -,a .. '':r.Q �-:a-- �VQ /. ^6 'r� t�a••s :dOL: '!!� --r.... .o O 0 O (fl Q, COURSE 1 O .bD.. - .o....-... ._-a_ -,"�?'n`.e:a_�:':.'t.f; .'b� ,(\// (� �6`` ;;� _ l�. e,.�.=`::".$'�»�M1.o ro �..o. v. Y' \ '��.. •.! -,•: �.C..•:•.. �_ ., ,."...- .. •.._s--±,t ,a •.a'- \ \ _�'- :e'. pcls.;. `=v' O O v T _ a�;' p p 'e .. qr�•C, \ _ o e p 1623 Maw Street =°:. off.;` ='`: a p O \ 12" COMPACTED GRAVEL b" ' Massachusetts 6 :6'• /, / ,1 .AQ• .Q as• 1 -��.3 ':A- ° �O:' 's`.:a-�,hh,, �•'Zj�-•' ync �}::' v- / :".,¢ v� _lla`• �}1y4fy/ (� J� ,.d c ,t.,t'•... O O •'°n �? ,. \ 'e' `�::'. ''"Q"' :Q a,- 1 for ONO o o issued t - C7 A �.�'y 4 9•i :_' Q e' / h r CA / .ramp-' ca:,.':. D Q O 'e+ 'V ,.1• a -tP' yy��, �� ��••yy / -�. e•. O 0 p .. - ...: •.....:. .. .. .....: ::,,:-:'-:''-'""'. .':=:ice::"I. _., -..:p,, ,._.,' -:`-.'' ...•.:`..:-'--:': :.,•.. :.`...:...-:;- ' '•' 9~:- R a:.••o..�;-La +-:.Uit.•..;`o -�g'•:�7.'cpc � / \ /�\\/ /\ \///\\\// \\/\// \ \ a.->, y / / / / / / / /!r/ / / /.r /!r / / / /!/�/i /h]`/ /,/� . ice/.✓!. +s :_. PermW �\ �• ..<•_' ryo __ '„-. .. .. 'C7�:,�'n:°:;�a bo COMPACTED SUBGRADE ED / °- COMPACTED GRAVEL COMPACTED Standard Duty Flexible Pavement Not Approved far Construction COMPACTED GRAVEL COMPACTED (1X2" MAX STONE SIZE) GRAVEL Drawing Title (1V MAX STONE SIZE) GRAVEL i \;, /,��\�,rt\ \/* COMPACTED COMPACTED COMPACTED SUBGRADE SUBGRADE SUBGRADE 6" 6" 6" COMPACTED MIN: GRAVEL BASE Note: ALL CURBING TO BE MACHINE EXTRUDED Site Details ALL CURBING TO BE MACHINE EXTRUDED Note: PAVEMENT SECTIONS ARE SUBJECT TO CHANGE AND WILL BE Drawing Number BASED ON THE RESULTS OF FURTHER GEOTECHNICAL INVESTIGATIONS. Vertical Granite Curb (VGC) 3/02 Bituminous Curb (BC) 3/02 Cape Cod Berm (CCB) 3/02 C- 8 N.T.S. Source: VHB LD_402 N.T.S. Source: VHB LD_406 N.T.S. Source: VHB LD_407 Bituminous Concrete Pavement Sections .3/02 N.T.S. Source: VHB REV LD_430 ft.41010 Sheet of 9 9 Project Number 9990i.00 Oi2�' 03 lmapringladmin\-proposalslsfne20021gravityldet.dwg Lc? rY i6 L'J CO LLI ,�, G < < Vanasse Hangen Brustrin, Inc. s o a cl IT ,t' �,. cs�7o __. ••r \ <L'J Transportation < Land Development Environmental Services a C8 81 a o C a �` DMH 92 ---��7 C3 Q �t �� Q 1 Q _ 505 East Columbus Avenue Springfield,Massachusetts 01105 413-747-7113•FAX 413-747-0916 arm", / K �` I a T YF 65 J 0 C"1- W � 1 a � V is C3 //J C) 0 6 11 £ t Cass 0 0 0 0 Q ! } 0 � f {� 0 / 0 ()(-u \P CS .35 -.J � - 1, -- CB \ 100 0 t r / Qp ♦1 CS 9,.Saf •sa.s,'c�a'.a "�-} (� � ` , C$ 45 ��, A'4w 39 �f 0 c CB 4$ 4-i CB 40 \ CB 24 ©27 �7 / ( Q RV 99 2 ® `-_ fia �`-- - C __} C7 C . '- Ti}12 /�` r`�1--. � � ? � � .�y 0 O � Ci3 23 t CEI — �, -- a C [R3 3s � 0 a so�_ a Yc i -.. — j Fr) DtAH �TpB D t434�� --� _ p C 3 v ~r T06 MN2 y �— —�� �[7 { tvo. Revision Date ppvd. b �'`�— Fl � '�¢ 7 'PVC 5DR-35 a t.EBs ShAi-1.3 � �M1�•-` � � h �; m i __. U Designed by Drown by Checked by / / ig 'iLi 0 - CAD checked by Approved by Ct � CO3of Scale re s Pate cc L • _ fi. z 1 =50 January 8,2003 4 Project Title �_ __-- M Six Flags New England -�""� / g - - - __--~ _ .- .� { Gravity Sewer Relocation �n3 1 1623 Main Street r L, -- � - _�--- ��-�' �- -- -- Agawam, Massachusetts 0 �55U E� TOr - -- ! Permits _ .. _ - —-- �� Not Approved for Construction Drawing Title iT. 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