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8338_SITE PLAN - SIX FLAGS - MAIN ST. - TYPHOON WATER SLIDE 8338 � i � � E� �an SIB Flag C1e.� r s� Type Wales Sl�d� T ''own of gawam , ,�, +►gym 6 Main Street Agawam, Massachusetts 01001-1837 Tel 413-786-04010 Fax 413-7 6-9927 D ' " January 24, 2005 Mark.Dane General Manager Six Flags New England 1623 Main Street ._ . ,Agawam, MA 01001 Dear Mr. Kane: At its duly called meeting held on-.January 20,2005,the Agawam Planning Board voted to approve the following Site Flans with the listed conditions: 1. "Six Flags New England 2005 Coaster Improvement'*prepared by Vanasse Hangen Brustlin Inc. and dated December 13, 2004 with the condition that Engineering and Fire Department comments (attached) be addressed and that a filing be made with the Agawam Conservation Commission. 2. "Six flags New England Slingshot Ride's prepared by Vanasse Hangen Brustlin, Inc, and dated November 15, 2004 with the condition that Engineering and Fire Departtment comments (attached) be addressed and that filing be made with the Agawam Board of Appeals. 3. "Six Flags New England Typhoon Waterslide" prepared by Vanasse Hangen Brustlin, Inc. and dated December 28,'2004 with the condition that Engineering and Fire Department comments(attached)be addressed: If you have any questions, please do net hesitate to contact the Planning Office at 78 -0400, extension 283" Dennis B. Hopkins, Chairman ' Agawam Planning Board cc: Clerk, VHB,Building, .Engineering,-Fire, File - T OWN OF GAWAM ° MEM, ORANDUM To: Planning Board CC John Furman-YHB, John P. Stone DPW Supt., File From Engineering Bate: January 7, 2005 Subject: P- 06 - Six Flags New'England - Sling Shoat Ride 200 e site plan titled "Six Flags New England _ Slingshot Ride; Prepared for: Six Flags New England 1.62 Main Street, Agawam, ; Date Issued: November 15, 2004, Latest Issue: November 15, 2004, Scale 1"=20'." has been reviewed, This site plan is approved. Because.the project area is less than one acre drainage alterations do not require a DPW Storm drainage permit. If you have any questions, please feel free to contact me S' erely, Gear e T./. yma4nE To Engine A SA306 six flagat6 ii t Rite 05-02 wpd; r+ TOWN MEMORANDUM , To: :° Planning Board CC: John Farman - VHB, John P. Stone - DPW Sups., File From: Engineering -: 'tea ,BAN 1 ®Date: January 7, 2011 FSubject: SP-306 - Six;Flags New England - Spinning Coaster 2005 The site plan titled "Six Flags New England 2006 toaster Improvements; Prepared for: Six Flags New England 1623 Main Street, Agawam, A; Date Issued: December 13,.2004, Latest Issue: December 1.3,, 2004, Scale 1"=20';." has been reviewed., s Site Plan Review - Because more than, l acre is being di turbed by the proposed improvement, the peak runoff rate for the 100 year storm, cannot be increased due to proposed changes. A full review of the` drainage calculations has not taken place due to time constraints. The application documents a reduction in the 100 year.st+orue peak flow rate from the site. This is logical given the overall reduction in impervious area and the rerouting of a portion of the site's,drainage thru a detention pond. The full r drainage review will take place as part of the Notice of Intent submittal/review, which is more restrictive than the Town Code requirements for drainage. Site plan approval is giver, contingent on the final site plan reflecting any changes which must occur due to Wetland Protection, and Riverfront Protection requirements as part of the Conservation Commission / D.E.P. future submittal and review. The following are preliminary comments which must be addressed in the N.O.I. submittal to the Conservation Commission. Other comments may be generated during that review. 1. Please clearly label the appropriate sheets of the plan set with existing and proposed sedge of bituminous concrete, concrete, and grassed/vegetated areas so that the permeable versus;impermeable surfaces may be evaluated for detailed drainage. calculations. During a meeting with V.fl.B., the areas to be changed from pervious to impervious were discussed 2 Please label the structures highlighted on the attached sheet. They are within the nearest 100' of the - River Area. Label the catch basin(GCB 135 on Aerial Survey) to be modified with all existing invert elevations. Please note the location of the outlet extending from this catch basin(C13 135) toward Four Mile Brook, . The following are issues which should be addressed within the alternatives analysis of the NOI. Is it possible to remove the ride que aitang area which is currently locat than the ? Can the pervious area within the inner 100' of the Raver Area be reduced" Can additional native species plants be located within the Riverfrot Area' If you have any questions, please feel free to contact this division. Sanc rely, eor e J. d .R To Engineer SASP six f NV-sp'i min sw 05 wpd P ~�' . �, "a • .� ,� `t i ''4 .„\�,"t 1.*a ' Y tagx " ALL XDA GRA 84,E ,;«.s �' -•-�.�.m, i � .• ':7 r. ! p f# U4 •.-� ,. .: �a � ate+ 5Po' `- � •-. . 3,: 'a �a a c� Vr � ��,� i�', ., *��. ",� a i 5 1 t ,A- In 1�444 a r ^ `..'`, •v'+•. 'is' krti"t .y" '—.... ^ CATCV- ,,,�+''a • ,,�"� ,.-- ,.--�; 11 `4. T, k `"w "�, �°`• •,, �`"'�,,,__ ,axis r " pa q� �7�,U t�7, �°^.`•.,:`v,*+.'"M-�:` a'",. .+ ,✓'',y^,. "a^.,, a'`\^`�``•--s may'. '+, a ".�� F`a. ,7 -8"f �� •a'ti ,, 'w�'*,,.,'`"°^;.;^'Y. .+a".v§"?,''v"`�r ''"a�..w",. •a;'.•�'�� ` "'""' 'v n ! X< 77 LF +�• � ;r" �y;l -v7 _j. *s`�� , dF ri *� �. yry t"kd�F � +� ,.��e r t» ✓ v� µ aa 4 g@ 1 y 80.5 $ STALL. SILT SACK 'I IXI � JFV 1 d r IYi To "" �. mow....::`"•.°r -.,• '� 78, ACC _ _ 4 r }«++y f f -'tea'�". s � I l� _.+ 5 4N LI y` �--�' .*gl..,,t '� ."— � '"��' �''.`• fat^." 4 78.E CB 2 84,2 77 fi .VV,fi I 1fi w 4 77.E , ,✓ ` � SILT\F cN 77.E r �" 1 1 i 785 \ 4 � V :.. 78. TowN OF AGAWAM .. „.. a MEMORANDUM To Planning Board CC John Furman. - VHB, John P. Stone' DPW Supt., File From Engineering Date: January 20,_2005 Subject: SP-31 - Six Flaw New England - Typhoon Water Slide 2005 The site plan titled "Six Flags New England - 2005 Typhoon Water Slide, Prepared for; Six.. Flaw New England 1623 Main Street, Agawam, MA; Date Issued, December 28, 2004, Latest Issue, December 28, , Scale 1" 40'." has been reviewed. Site Plan Review- Because more than 1 acre is-being disturbed by the proposed improvement, the peal runoff rate for the 100 year storm cannot be increased clue to proposed changes. The application documents an overall reduction in the year, 10 year, and 100 year storm peak flow rate at the site. There are two destinations for the runoff from the project area 1) via overland flow to the gravel parking area and, to the park's drainage system. The park drainage system from the-project area enters the detention pond within the Rivertown area before it is discharged to the Connecticut Diver. The added flows to the detention pond do not cause its capacity to be exceeded even by the 100 year storm event. The maximum elevation of the detention pond is 74.00 ft. compared to new 100 year storm elevation of 72.67 ft. This leaves 1.33 ft of freeboard. The minimum freeboard.allowed is 1 foot. If future expansions into this drainage system are proposed in the future. Modifications to the detention area will be required to maintain a 1 foot minimum freeboard and no increased peals flow rate discharge to the river. The submitted drainage calculations are approved. The following are comments which should be addressed before final approval is given. 1. Please note the locations of the Typhoon Water Slide foundation piers on the site plan. No excavation for or placement of foundations may be located within the Sewer Easement which is within the> project site.. . Water :and sewer use associated with this improvement shall be described in writing to the DPW on the Engineer's or owner's letterhead. An email describing this usage Was received. from VH during the review. As described in that email, the changes are acceptable. If the water and sewer use of the operation differs significantly from what was described, DPW shall be consulted to determine if that altered use will be a detriment to the Ton's utilities before the altered use is implemented f 3 3. The catch basin locations noted for the;placement of silt sacks are at a minimum. Please add notation to the Erosion Control section of the construction notes for each of the following are addressed: - The erosion and;sediment control s shown on the construction plansare only minimum. Additional catch basins shall be protected, inspected, and cleaned as necessary to protect the downstream structures from sediment. After the completion of the proposed improvements, the detention area in Rivertown shall be inspected for sediment and maintained as necessary, - If significant maintenance issues occur with erosion and sedimentation 13MPs during construction; the detention pond shall also be inspected for sediment deposition and maintained as n ded. ' 4. The submitted;storm drainage permit will be forwarded to the DPW Supt. for review. Once the above items are addressed and all other approvals have been received, the proposer must contact the Engineering office at 786-0400 x 275 at least 48 hours before construction begins on the drainage structures associated, with this proposal. Arrangements must be made for DPW Engineering inspectors to have access to this and all sites which are undergoing construction of drainage improvements.. If you have any questions, please feel free to contact one. Sind' ly, eota J. roan, Towgineer S ISM' 06 sts tUgsUM5 03 TyVh*qnV==Xrypho=water slide mem Ol.wpd ` AGAWAM FIRE 800 MAIN STREET+ AGAWAM,NIA 01001 � r 1 6tf' TELEPHONE(413)786-0657 FAX(413)7 --1 41 David A.Pisairo Chief of Department Stephen M.Martin Deputy Chief `IRE$ Michael R. Mercadante Fire Inspector .To Agawam Planning Board 1/19105 Plan review of: 2005, G Flags Ride addition (a3) Bear Board Members On the morning of 1/ 9/05 a meeting was held at b Flags. At this meeting all aspects of the mandates set forth in the lnlo5 Memo requiring certain lire codes were addressed satisfactorily,. Clearances and fire lane requirements have been met, and updated maps are forth scorning. This offee is therefore approving; this project. Inspector M. Mercadante cc Fax 786-9411 @ 6 Flags Did. Dept. Planning Rrd. .. fiw 4 i r M r11 - r + 4 r r � « + + r r - , r - ._ r • ' r r R r r • r 4 + r + ' + " + k: a . : 4 — r ' 4 , R + R Inclosing, 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. All of these request are in keeping with the standards set forth in N.F.P.A,et a1, and 527+AMA 10.03 {10 ; Fire Insprctor M.Mercadante AGAWAM OFFICE OF PLANNING & COMMUNITY' DEVELOPMENT SITE PLAN REVIEW REVIEWER: D. Dachos DATE: January 20, 2005 DATE RECEIVED: January 4, 2005 DISTRIBUTION DATE: January 4, 2005 PLANNING BOARD MEETING DATE: January 20, 2005 APPLICANT INFORMATION 1. Name of Business: Six Flags New England Address: 1623 Main Street, Agawam, MA 01001 2. Owner: Same Address: Same Telephone. 786-9300, extension 3203 Fax-' 3. Engineer: Vanesse Hangen Brustlin, Inc. Address: 505 East Columbus Avenue, Springfield, MA 01105 Telephone: 747-7113 Fax: PLAN REVIEW Scale: I" = 40' Date: December 28, 2004 Title Block (Street Address, Applicant's Name, Address, Scale, Name of Preparer of Plan): O.K. Description of Project: Proposed expansion of the existing water park to allow for the construction of'a new waterslicle, "Typhoon Waterslicle" and expansion of the existing beach sand area. Site Plan Review Page 2 Description of Site: Proposed site presently consists of landscaped areas, paved drive aisles and some parking located on the western side of the water park. Provision for Traffic<Flow:= The existing drive isles to the northern portion of the east side parking lot and the east side parking lot exit will be shifted slightly to the west to accommodate this expansion. Parking: Four (4) parking spaces will be lost. These parking spaces shall be more than compensated for by the new parking lot approved by the Planning Board and constructed last year (2004). Drainage: See Engineering comments. Public Utilities: See Engineering comments. Landscaping/Screening and Buffers: Not provided. Sign Location: Unchanged. Exterior Lighting: Not provided. Rendering or Elevations: Not provided. Dumpster Location: N. A. Other Comments or Concerns: : TOWN OF AGAWAM MEMORANDUM To Planning Board CC John Furman - VHB, John P. Stone - DPW Supt., File From: :Engineering Date January 20, 2005 Subject: SIB-306 - Six Flags New England - Typhoon Water Aide 2005 The site plan titled "Six Flags New England - 2005 Typhoon Water Slide; Prepared for: Six Flags New England 1623 Main Street, Agawam, MA; Date Issued: December 28, 2004, Latest Issue: December 28 2004, Scale 1"'-40" " has been reviewed. Site Plan review - Because more than 1 acre is being disturbed by the proposed improvement, the peak runoff rate for the 100 year storm cannot be increased due to proposed changes. The application documents an overall reduction in the 2 year, 10 year, and 100 year storm pear flow rate at the site. There are two destinations for the runoff from the project area 1) via overland flow to the gravel parking area and, ) to the par 's drainage system. The parr drainage system from the project area enters the detention pond within the R:ivertown area before it is discharged to the Connecticut:liver. The added flows to the detention pond do not cause its capacity to be exceeded even by the 100 year storm event. The maximum elevation of the detention pond is 74.00 ft. compared to new 100 year storm elevation of 72.67 ft.. This:leaves 1.33 ft of freeboard. The minimum freeboard allowed is I foot. If future expansions into this drainage system are proposed in the future. Modifications to the detention area will be required to maintain a 1 foot minimum freeboard and no increased peak flaw rate discharge to the river. The submitted drainage calculations are approved. The following ;are comments which should be addressed before final approval is given. 1. Please note the locations of the Typhoon Water Aide foundation piers on the site plan. No excavation for or placement of foundations may be located within the Sewer Easement which is within the project site; Water and sewer use associated with this improvement shall be described in writing to the DPI ' tan the Engineer's or'owner's letterhead email describing this usage was received from VHB during the review. As described in that email, the changes are acceptable. If the water and sewer use of the operation differs significantly from what was described, DPW shall be consulted to determine if that altered use will be a detriment to the Ton's utilities before the altered use is implemented 3. The catch basin locations noted for the placement of silt sacks are at a minimum. Please add notation to the Erosion Control section of the construction notes for each of the following are addressed: The erosion and sediment control BMPs shown on the construction plans are only a minisnum. Additional catch basins shall be protected, inspected, and cleaned as necessary to protect the downstream structures from sediment. - After the completion of the proposed improvements, the detention area in Rivertown shall be inspected for<sediment and maintained as necessary. - If significant maintenance issues occur with erosion and sedimentation BMPs during construction, the detention pond shall also be inspected for sediment deposition and maintained as needed. 4. The submitted storm drainage permit will be forwarded to the DPW Supt. for review. Once the above items are addressed and all other approvals have been received, the proposer must contact the Engineering office at 786-0400 x 275 at least 48 hours before construction begins on the drainage structures associated with this proposal. Arrangements must be made for DPW Engineering inspectors to have access to this and all sites which are undergoing construction of drainage improvements. If you have any questions, please feel free to contact me. Since I ly, AA— H man,org J. ,AM / "ow ngmeer SMP"six OW\2M 03 Typhooa\mcmuNPphoon water slide mcrcio 01.wpd Jan 19 05 05: 21p P . 1 AC17"AWAM FIRE DEPARTMENT 800 MAIN STREET* AGAWAM,Kk 01001 TELEPHONE(413) 786-0657 FAX (413) 786-1241 L* David A. Pisano Chief of Department Stephen M.Martin Deputy Chief FIRES Michael IL Mercadante Fire Inspector 'ro Agawam Planning Board t/19/05 Plan review of. 2005, 6 Flags Ride addition (%3) Dear Board Xlembers; On the morning of 1/19/05 a meeting was held at 6 Flags. At this meeting all aspects of the mandates set forth in the Into Memo requiring certain fire codes were addressed satisfactorily. Clearances and fire lane requirements have been met, and updated maps are forth coming. Thilz office is therefore approving this project. Inspector M. Mercadante cc; Fax 786-8411 @ 6 Flags Bid. Dept. Planning Brd. AGAWAM FIRE DEPARTMENT 5 « 800 MAIN STREET ® AGAWAM, MA 01001 ._, FAX(413) `86-124 f David A. Pisano Chief of Department _ Stephen WiNf rain Deputy Chief FIRES To Agawam Planning Board 11705 Plan review: 2005 Park Ride adtfifion Project(x,) JAM Six nags New,England Dear Members- This office has no objection to the addition of these new rides as long as the following provisions are meet 1. An up dated MAP GUIDE similar to the one on file dated 4/30/01 shall be submitted before any approvals can be made.. This must be in booklet form, showing access routes to all rides and structures. # . At least one approved means of access shall be provided to each structure or other nonstructural hazard with in the planned building group. For structures or other nonstructural hazards exceeding two stories or(3'0) ft. in height above.average adjacent ground lever not less than two approved separate means ofa s shall a provided. All access ways shall be a minimum of[1 j ft. wide and shall have over head clearance of [14[ ft. for the full width of the way.. #3. Structures exceeding[1000) sq. ft. gross floor area shall be required to be within [ 0]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 [2 %] of one side not more than [30] ft. from an approved means of access. At least [2 %] percent of one other side shall be not more than ( 0] ft from an approved means of access.. # , ' andscaping or other obstructions around structures shall be placed and maintained in a manner that does not impair or impede accessibility for fire department operations, #b. A clear opening provided through gates shall be [ ] ft. wider than the travel #access way. #7, Every dead end roadway more than [300]ft in length shall be provided at the closed end with a turnaround having not less than [1 0] ft diameter of traveled way; ##8_ A Double line similar to the ones used fdr_marking the center of any street, In RED, shall be provided thru out the park to mark the fire access lane. 99. No:obstructions may be placed within [ 99 feet] of either side of this mark including but not limited to, kiosks - portable or non-portable, benches, tables&chairs, shrubs or plants or any object that may impede Fire Department response. In chasing, 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. All of these request are in keeping with the standards set Barth in N.F.P.A et al, and 527 C.M, 10.a3 (10). Fire Inspr for M.Mer dant MEMO TO: Engineering Dept, Police Dept., Fire Dept, FROM: Planning Board SUBJECT;: Site Plan - Typhoon Water Slide Six Flags New England DATE; January;5, 2005 Please review and comment on the attached Site Plan for the Typhoon Water Slide at Six Flags New England prior to the Board's January 20" meeting. Thank you, DSD:pre Transportation Land Development Environmental S e r v i Cre 5' • imagination Linnovation I energy Creating results for our clients and;benefits-:for our communities December 28,2004 Vanacse Fl Ptn_f huctli �c_ Ref: 09211.00 Dominic Urbaniti ,_, C.-I Building Official Town of Agawam 36 Main Street c Agawam,MA 01001 r a m_, • CO _ C3 Re: Application for Site Plan Approval K Six Flags New England �1 w v "Typhoon Water Slide" Attraction can Dear Mr. Urbaniti:< On behalf of our client,Six Flags New England,Vanasse Hangen Brustlin,Inc (V1-113) submits for your review and use the following information as required by municipal regulation: • (10)-copies of the Agawam Planning Board Application Form D,with attached narrative' • (I)-copy of Agawam Stormwater Drainage Permit Application • (10)-sets of project plans prepared by VHB dated 12-2"4 • (2)-Stormwater Management Reports This application requests permission from the Town of Agawam to construct a new amusement attraction,known as the"Typhoon Water Slide",within a pre-developed area of the existing Six Flags New England Amusement Park.The ride will be constructed around the perimeter of the existing Water'Park,which was expanded in 2003r 2004.The work limit area is partially located within the existing Water Park and partially within the east side parking area. The height of the proposed water slide is 39-feet,which is under the maximum height limitation stipulated by the Agawam Zoning By-Law for a Business Zone. It is understood that approval from, the Agawam Planning Board will be required for the proposed site alterations,which include demolition of the existing improvements,regrading to accommodate the placement of ride foundations,minor utility and drainage work and stabilization of the disturbed areas after' construction of the proposed ride.No portions of the work limit fall within areas regulated under the Massachusetts Wetland Protection Act'. � >i 1��•i 1 ; ti t 4q \dSlsCofuixLs4A Qe ue 'SX'Stiringtield Massachusetts 01105-2556 413.747.7113 . FAX 413.747.0916r PAM11;00Ud %VARIOUS\7yph�n WeleMide\C.Y—Typhu val,r hda toc email: info@vhb.com www,vhb.com Dominic Urbaniti Project No.: 0921100 December 28 2004 Page 2 We respectfully request your review of the attached application and scheduling of this project for review before the appropriate municipal board at the next available meeting. If possible,it would be beneficial to have this project scheduled for the same meeting as the"Spinning Coaster",an application that was submitted to the municipality about 1-week ago. Please do not hesitate to call should you have questions or need additional information. Very truly yours, k S IANCEN B STUN,INC. pi an, .ger Cc; Mark Kane,SFNE Chuck Davis,SFNE \]delrncCgvm. Typhi x%WnterslidtA. . AGAWAM PLANNING BOA_ Form D Application for Site Plan Approval Please complete the following;form and return it and 10 copies of the Site Flan to. awa lane lard tiff e of a in dM nits clop ain St ee Agawam, M 001 I. Name of Business Six Figgs New England Address 1623 Main Street,Agawam, MA 01001 2. Name of Applicant/Owner Six Flags New England Address 1623 Main Street,Agawam,_MA 01101 Telephone 413 788-9300,ext. 3202 3. Name of Engineer/Architect V"anasse Mangan Brastlin, Inc. Address 505 East Columbus A eftg2 apdncatieJ .MA 0 1105 Telephone `lam 747-7113 4. Please give a brief description of the proposed project: 0 See attached Project N rrafiVe, a a '3 ✓ ' 23 Revised 11/ /98 Six Flags New England Description of Proposed Project in connection with Application for Site Plan Approval Typhoon Water Slide Six Flags New England C'Six Flags")is submitting an Application to the Town of Agawam for Site Plan Approval issued by the Agawam Planning Board.The Applicant is requesting permission to modify a previously developed area to construct in its place a new amusement attraction known as the"Typhoon Waterslide".The proposed ride height is approximately 394cet, which is under the zoning height limitation of 45-feet for a Business Zone.The attached set of site plans provide details of the proposed site improvements, which are generally described as follows: 1) Demolition to remove existing pavement and landscape areas within the project work limit 2) Eartbworks operations to re-contour the work area to accommodate the proposed ride and expand the existing beach sand area 3) Construction of the new water slide attraction,with new queue-lines and loading/un loading platform 4) Modification of existing electrical,communication distribution systems,on-site water distribution system and new connection to on-site sewer system, which discharges directly to the municipal gravity system on Route 159. 5) Restoration of disturbed areas, including loam,seeding and pavement, The work specified above is not located within resource areas regulated by the Massachusetts Wetlands Protection Act. The area that is identified for this ride installation is located at the western end of the existing water park,and is utilized as landscape area and paved drive aisles of the parking area.These existing improvements will be demolished and reworked to accommodate the proposed ride.The proposed water slide will be positioned around the perimeter of the existing water park boundary. The Town of Agawam requires submittal of a Storm Discharge Permit for development sites of an area I-acre or larger.Encompassing this proposed development area by a limit of work line,the actual project area equates to 15 1,153+/-square feet.As such,a completed Storm ter Discharge Permit Application accompanies this submittal.The redevelopment of this area increases the amotuit of pervious coverage from approximately 44.4%to 59.1%of the project area, for an increase of 14.7%,This increase in lawn area will provide a reduction in storrawater peak runoff and volume due to infiltration capabilities of the grass and sand surfaces. In addition to the redefinition of the drainage area from pavement to pervious area,the redevelopment re-directs a approximately 30,800 SP of runoff from this area to the existing collection system constructed for the previous water park expansion,thus improving the quality of surface runoff. This new water slide attraction is being proposed to help maintain park attendance.The addition of this.slide helps to distribute guest attendance within the existing water park,and is not anticipated to increase average daily trip generation on the local roadway network,as it is not a signature expansion attraction,This statement of traffic generation phenomena has been cited on previous rides permitted through the Town of Agawam,and yearly traffic study numbers submitted to the town have proved that the addition of smaller amusement attractions such as this do not increase traffic but help to maintain current levels. For the reasons cited above, we respectfully request review of the attached application by the Agawam Planning Board and seek approval for the construction of this new"Typhoon Water Slide"for completion prior to the, start of the 2005 operating season. Issued for. bite Plan Approval t"14MY a N E 1A Date Issued: December 28, 2004 f �r Latest Issue; December 1623 M a% in str%,-ct 'I& Ar A A A.awam, mussauhuNCULS'"'" � . No. Drawing Title Latest Issue - � Owner: - C-1 Legend, �. W Abbreviations and General Notes 1 2 . AmusementPremier Parks & Stuart Company P l ® Maint Demolition P.O. Boy 307 C-3 Layout and Materials Plan 12/28/04 Agawam,, sa sc Grading, Drainage, Utility and Erosion Control Plan 12/28/04 . r Applicant: C-5 Details 12/28/04 PRMCT N ow Six Flags New England WOO C-6 Details 12/28/04 x 307 Massachusetts massechuslett ss ss r s P t. - 01anectiou Lot: Site Location Map1 SITE PLAN APPROVAL PLANNING 40 T inns` Hangen Brustlin, Inc.; Transportation � Land Development JOHN Environmental 'S ces s 4 j 505 t Columbus Avenue springfieicb Massachusetts 01105 x. P;\09211.00\cod\ld\P�onset\waterslide\woterslide—LGdwg Legend Abbreviations Notes: Exist. prop. Exist. 11TIOP. Gerteml Demolition CONCRETE ABAN A13ANDON 1. CONTRACTOR SHALL NOTIFY 'DIG-SAFE7 (1-888-344-7V3) AT LEAST 72 HOURS BEFORE 1. THE CONTRACTOR TO REMOVE AND DISPOSE OF EXISTING MANMADE SURFACE FEATURES WITHIN THE Vanasse Hangen Brustlin., Inc. EXCAVATING. LIMIT OF WORK INCLUDING BUILDINGS, STRUCTURES4 PAVEMENTS, SLABS, CURBING, FENCES, UTILITY PROPERTY LINE HEAVY DUTY PAVEMENT ACR ACCESSIBLE CURB RAMP POLES, SIGNS, ETC. UNLESS INDICATED OTHERWISE ON THE DRAWINGS. REMOVE AND DISPOSE OF 2. CONTRACTOR SHALL BE RESPONSIBLE FOR SM SECURITY AND JOB SAFETY. CONSTRUCTION ACTIVITIES EXISTING UTILITIES. FOUNDATIONS. AND UNSUITABLE MATERIAL WITHIN THE PROPOSED BUILDING Transportation PROJECT LIMIT LINE RIPRAP ADJ ADJUST SHALL BE IN ACCORDANCE WITH OSHA STANDARDS AND LOCAL REQUIREMENTS. FOOTPRINT AND TEN' FEET BEYOND AND BENEATH PROPOSED EXTERIOR COLUMNS, PER DRAWINGS AND L=d Development RIGHT-OF-WAY/PROPERTY LINE CONSTRUCTION ENTRANCE APPROX APPROXIMATE 3. HANDICAP ACCESSIBLE ROUTES, PARKING SPACES, RAMPS, SIDEWALKS AND WALKWAYS SHALL BE SPECIFICATIONS. THE OWNER SHALL DIRECT DEMOLITION ACTIVITIES. Environmental Services CONSTRUCTED IN CONFORMANCE WITH T14E FEDERAL AMERICANS NTH DISABILITIES ACT AND NTH 2, EXISTINGUTILMES S14ALL BE TERMINATED, UNLESS OTHERWISE NOTED, IN CONFORMA14CE WT14 LOCAL, - — - - — - EASEMENT ZT35 It x 27.M TC x ENT BITUMINOUS STATE AND LOCAL LAWS AND REGULATIONS (1111HICfEVER ARE MORE SMNIGENT). STAIF- AND INDIVIDUAL UTILITY COMPANIES STANDARDS SPECIFICATIONS, AND DETAILS. THE CONTRACTOR BUILDING SETBACK TOP OF CURB ELEVATION BS BOTTOM OF SLOPE SHALL COORDINATE UTILITY SERVICE DISCONNECTS NTH THE UTILITY REPRESENTATIVES. 505 EWst nfi=A*awm 10+00' 10+00 26,85 BCx 2&85 Bex BOTTOM OF CURB ELEVATION 4. AREAS DISTURBED DURING CONSTRUCTION AND NOT RESTORED WITH IMPERVIOUS SURFACES (BUILDINGS, 3, CONTRACTOR SHALL DISPOSE Of DEMOLITION DEBRIS IN ACCORDANCE WITH APPLICABLE FEDERAL� STATE, spr*gw ID05 BASEIJNE 132,75 X 132.73 X SPOT ELEVATION BWLL BROKEN WH17E LANE LINE PAVEMENTS, WALKS, ETC.) SHALL RECEIVE 4 INCHES LOAM AND SEED. AND LOCAL REGULATIONS, ORDINANCES, AND STATUTES. 413-747-7M-M=4M7WGN(6 CONSTRUCTION LAYOUT 4&0 TW 4&0 TW CONC CONCRETE 5. WITHIN THE LIMITS OF THE BUILDING FOOTPRINT, THE SITE CONTRACTOR SHALL PERFORM EARTHWORK ZONING LINE X5 SW X X5 BW X TOP & BOTTOM OF WALL ELEVATION DYCL DOUBLE YELLOW CENTER LINE OPERATIONS REQUIRED UP TO SUBGRADE ELEVATIONS. BORING LOCATION 6. AREAS OUTSIDE THE LIMITS OF PROPOSED WORK DISTURBED BY THE CONTRACTOR'S OPERATIONS SHAU. TOWN LINE EL ELEVATION TEST PIT LOCATION BE RESTORED BY THE CONTRACTOR To THEIR ORIGINAL CONDITION AT THE CONTRACTOR'S EXPENSE. Erosion Contwt LIMIT OF DISTURBANCE QMW Q MW MONITORING WSJ ELEV ELEVATION 7. CONTRACTOR SHALL PREVENT DUST, SEDIMENT, AND DEBRIS FROM EXITING THE SITE AND SHALL BE 1. PRIOR To STARTING ANY OTHER WORK ON THE SITE, THE CONlRACTOR SHALL NOTIFY EXIST EXISTING RESPONSIBLE FOR CLEANUP, REPAIRS AND CORRECTIVE ACTION IF SUCH OCCURS. APPROPRIATE AGENCIES AND SHALL INSTALL EROSION CONTROL MEASURES AS S14OWN ON WETLAND LINE WITH FLAG IJD— ----UD— UNDERDRAIN FDN FOUNDATION 8. DAMAGE RESULTING FROM CONSTRUCTION LOADS SHALL BE REPAIRED BY THE CONTRACTOR AT NO THE PLANS AND AS IDENTIFIED IN FEDERAL, STATE, AND LOCAL APPROVAL DOCUMENTS FLOODPLAIN IZD IZD-- FFE FIRST FLOOR ELEVATION ADDITIONAL COST TO OWNER. PERTAINING TO THIS PROJECT. *Woz=� DRAIN 2. CONITRACT011 CHALL IMMOT AND MAINTAIN MOGION CONI'MOL MEAGVnVt-�, A14D 171040W —6"RD GRAN GRANITE 9. voN IRA(;w bHALL (;0NJROL STORMWATER RUNOFF DURING CONSTRUCTION TO PREVENT ADVERSE SEDIMENT THEREFROM ON A WEEKLY BASIS AND WINN TWELVE HOURS AFTER EACH 11UNA-Mki LANU WtI&W 1U �WWNG ROOF DRAIN IMPACTS TO OFF SITE AREAS, AND SHALL BE RESPONSIBLE TO REPAIR RESULTING DAMAGES, IF ANY, STORM EVENT AND DISPOSE OF SEDIMENTS IN AN UPLAND AREA SUCH THAT THEY DO 8-z WETLAND BUFFER ZONE �Izs 12*S— SEWER GTD GRADE TO DRAIN AT NO COST TO OWNER. NOT ENCUMBER OT14ER DRAINAGE STRUCTURES AND PP07ECTED AREAS. FM FM _ LA LANDSCAPE AREA NO DISTURB ZONE FORCE MAIN 3. CONTRACTOR SHALL BE FULLY RESPONSIBLE To CONTROL CONSTRUCTION SUCH THAT A, —0HW— —OHW— OVER14EAD I WIRE LOD LIMIT OF DISTURBANCE SEDIMENTATION SHALL NOT AFFECT REGULATORY PROTECTED AREAS� WHETHER SUCH 2W RWRFRONT AREA SEDIMENTATION IS CAUSED BY WATER. WIND, OR DIRECT DEPOSIT. WATER MAX MAXIMUM ut and Materials 4. CONTRACTOR SHALL PERFORM CONSTRUCTION SEQUENCING SUCH THAT EARTH MATERIALS - - - - - - - - GRAVEL ROAD —47rp-- —4*FP— FIRE PROTECTION MIN MINIMUM ARE EXPOSED FOR A MINIMUM OF TIME BEFORE THEY ARE COVERED, SEEDED, OR NIG NOT IN CONTRACT 1. DIMENSIONS ARE FROM THE FACE OF CURB, FACE OF BUILDING, FACE OF WALL, AND CENTER UNE OF OTHERWISE STABILIZED TO PREVENT EROSION. -LIE EDGE Of PAVEMENT ----I*DW— DOMESnC WATER PAVEMENT MARKINGS, UNLESS OTHERWISE NOTED. 5. UPON COMPLETION OF CoNSTRUCTIONi AND ESTABLISHMENT OF PERMANENT GROUND BITUMINOUS BERM — ------G— GAS NTS NOT TO SCALE I CURBING SHALL BE VERTICAL GRANITE WITHIN THE SITE UNLESS OTHERWISE INDICATED ON THE PLANS COVER, CONTRACTOR SHALL REMOVE AND DISPOSE OF EROSION CONTROL MEASURES AND BITUMINOUS CURB —E— —E— ELECTRIC PERF PERFORATED 3. SEE ARCHITECTURAL DRAWINGS FOR EXACT BUILDING DIMENSIONS AND DETAILS CONTIGUOUS TO THE CLEAN SEDIMENT AND DEBRIS FROM ENTIRE DRAINAGE AND SEWER SYSTEMS. —STM— —STM— STEAM PROP PROPOSED BUILDING, INCLUDING SIDEWALKS, RAMPS, BUILDING ENTRANCES, STAIRWAYS, UTILITY PENETRATIONS, CONCRETE CURB CONCRETE DOOR PADS, COMPACTOR PAD, LOADING DOCKS, BOLLARDS, ETC. CURB AND GUTTER —T— -T— TELEPHONE REM REMOVE CC� ECC EXTRUDED CONCRETE CURB —FA-- —FA— FIRE ALARM RET RETAIN FidstiM Conditions Infomiafion MONOLITHIC CONCRETE CURB —GATV— —CAW— CABLE TV R&D REMOVE AND DISPOSE 1. BASE PLAN - THE PROPERTY L114ES SHOWN WERE DETERMINED BY AN AERIAL SURVEY cc PRECAST CONC. CURB R&R REMOVE AND RESET PERFORMED BY HERITAGE SURVEYS IN 20M. SW SLOPED GRAN, EDGING CATCH BASIN SIAEL SOLID WHITE EDGE LINE Utilities 2. TOPOGRAPHY - ELEVATIONS ARE BASED ON NGVD DATUM. VERT. GRAN. CURB DOUBLE CATCH BA51N SN-L SOLID WHITE LANE LINE' 1. THE LOCATIONS, SIZES, AND TYPES OF EXISTING UTILITIES ARE SHOWN AS AN APPROXIMATE GUTTER INLET REPRESENTATION ONLY. THE OWNER OR 17-S REPRESENTATIVE(S) HAVE NOT INDEPENDENTLY VERIFIED LIMIT OF CURB TYPE TS TOP OF SLOPE THIS INFORMATION AS SHOWN ON THE PLANS. THE UTILITY INFORMATION SHOWN DOES NOT GUARANTEE DRAIN MANHOLE TYP TYPICAL THE ACTUAL EXISTENCE, SERVICEABILITY, OR OTHER DATA CONCERNING THE UTILITIES, NOR DOES IT SAWCUT GUARANTEE AGAINST THE POSSIBILITY T14AT ADDITIONAL UTILITIES MAY BE PRESENT THAT ARE NOT =TD-- I ''M TRENCH DRAIN SHOWN ON THE PLANS. PRIOR TO ORDERING MATERIALS AND BEGINNING CONSTRUCnON, THE CONTRACTOR SHALL VERIFY AND DETERMINE THE EXACT LOCATIONS, SIZES, AND EEVA71ONS OF THE I PLUG OR CAP POINTS OF CONNECTIONS TO EXISTING UTILITIES AND, SHALL,CONFIRM THAT THERE ARE NO BUILDING 00 00 INTERFERENCE$ WITH EXISTING UTILITIES AND THE PROPOSED UTILITY ROUTES, INCLUDING ROUTES 1:1 EN BUILDING ENTRANCE 0 0 CLEANOUT WITHIN THE PUBLIC RIGHTS OF WAY. 14 LD LOONG DOCK 01 1111. FLARED END SEC11ON CB CATCH BASIN 2- WHERE AN EXISTING UTILITY IS FOUND TO CONFLICT WITH THE PROPOSED WORK, OR EXISTING \1/ HEADWALL CMP CORRUGATED METAL PIPE CONDITIONS DIFFER FROM THOSE SHOWN SUCH THAT THE WORK CANNOT BE COMPLETED AS INTENDED, BOLLARD THE LOCATION, ELEVATION, AND SIZE OF THE UTILITY SHALL BE ACCURATELY DETERMINED WITHOUT [D:1 DUMPSTER PAD 0 SEWER MANHOLE Co CLEANOUT DELAY By THE CONTRACTOR, AND THE INFORMATION FURNISHED IN WRITING TO THE OWNER'S DC8 DOUBLE CATCH BASIN REPRESENTATIVE FOR THE RESOLUTION OF THE CONFLICT AND CONTRACTOR*S, FAILURE TO NO*flFY SIGN CS PRIOR To PERFORMING ADDITIONAL WORK RELEASES OWNER FROM OBLIGATIONS FOR ADDITIONAL 0 CURB STOP & BOX DMH DRAIN MANHOLE PAYMENTS MICH OTHERWISE MAY BE WARRANTED TO RESOLVE THE CONFLICT. DOUBLE SIGN WV *0 WATER VALVE &BOX CIP CAST IRON PIPE TSV STEEL GUARDRAIL TAPPING %ME, VALVE & BOX COND CONDUIT' WOOD GUARDRAIL SIAMESE CONNECTION DIP DUCTILE IRON PIPE Hyp 0 FIRE HYDRANT FES FLARED END SECTION WWI WM - - - - PATH 0 El WATER METER FM FORCE MAIN Fly V j-ry-Y-Y--t- TREE LINE POST'INDICAIOR VALVE F&G FRAME AND GRATE ----------y- M WORE FENCE WATER WELL F&C FRAME AND COVER FENCE Go Go GAS GATE G1 GUTTER INLET 0 0 STOCKADE FENCE Gm N GAS METER GT GREASE TRAP M 13 No. Revision Date Appvd, STONE WALL (D 0 Elm ELECTRIC MANHOLE HDPE HIGH DENSITY POLYETHYLENE PIPE Designed by JA G Drawn 4y 1A G Checked 4y JJF- RETAINING WALL EM EM HH HANDHOLE CAD checked by Approved by STREAM / POND WATER COURSE M 0 ELECTRIC MM "W HEADWALL Scale None Date DecemEw 28,2004 DETENTION BASIN 4C UGHT'POLE HYD HYDRANT Project Title cc 0 TELEPHONE MANHOLE INV INVERT ELEVATION 14AY BALES 1= INVERT ELEVATION Six Flags New England -X— -X— SLLT FENCE TRANSFORMER PAD —4— MINOR CONTOUR UTILITY POLE LP LIGHT POLE T"hoon Waterslide MES METAL END SECTION - -20-- —20— MAJOR CONTOUR 0- GUY POLE PWW PAVED WATER WAY 1623,Main Sued @ @ PARKING COUNT GUY WIRE & ANC14OR PVC POLYVINYLCHLDRIDE PIPE Agawam, Massachusetts HH HN COMPACT PARKING STALLS HAND HOLE RCP REINFORCED CONCRETE PIPE Issued for pe ps DOUBLE YELLOW Lft Pull Box R= RIM ELEVA71ON SL SL SMH SEWER MANHOLE Site Plan Approval NEW STOP LINE MATCHUNE TSV TAPPING SLEEVE, VALVE AND BOX CROSSWALK UG UNDERGROUND Not Approved for Consmwtion ACCESSIBLE CURB RAMP UP UTILITY POLE Drawing Title ACCESSIBLE PARKING & VAN-ACCESSIBLE PARK114G VAN Legend, Abbreviations and �`eneral Notes Drawing Number U, I .44 Sheet of 6 Project Number 09211.00 watersfide-Wdwg (D E U \PIcin5et\w0tersI'jd P.\0921 1.C)0\cad\-Ld Vanasse Hangen Brustlin, Inc 4s� Tranwrtafion 0 Land Developmwt Environmental it serviom REmOVE it it PARKING (3 S ACE X�g J- P -4 505 East columbus AveM0 LL 105 twill Springacid3 Massudbuseft 01 -0916 13-747-7113 FAX 413-747 l'i 4 Li U 0 SAWCUT 0� > t tz t 0 LAND AP Wit fl? 11 REMOVE 114REE COD l,if it pARKING SPACES AREt ra --------------- ............... 7o rb 0 ii ;--< dD It Of fit t, J t it REMOVE 1 0 iTft j LANDSC AA It It I It AREA 0 IM BE fill I -- Y OWNER fill I REMO B 01 4— fill p 0 RF_mOVE sH ADED 0 1111111 it PORTION O� fill IT 2 LANDSCAPED AREA 0 AWOUT S t1ij, I I - i, w k "z / ;,f 0 Al \ �Iiff f, REMOVE fill I IV' CONCRETE t -k )tlf f 0 C5 SAWCUT 4� A r SAWCUT ApippoulMATE LOCATION A LIU F1 TER DIS04ARGEE F% 0 �cx REMOVE U C,-�,,�0 LANDSIcAPED AAAFMA cw- C 0 AQUAT�1,��- K 0 ON, REMOVE SHADED POR-nON of LANDSCAPED AREA IV _�kPPRQXIMATE LOCATION OF PlIMP 'DU�QHARGE LINE FRIT JEW POOL FILTER u4�� 0 i� — — — -- -- — 4 GATE 90 TOWN OF AGAJAM SEWIER ,-,El EIVIE P Do e V Sion T M LIM7---, u by jjF 5 u tj 4 c k,)'N P Design Drown by JAG d by JAG Appmved bY RELOCA`M A!, pvi� D�o Decemba 2s,2004 EYJS-nNG SDR-35 Scale FENCE at-TUMINOUS % land BE Sm Flags New Typhoon Waterslide IT, C 1623 Main Street ti Vk sachusetts V20 AgawaMi Mas T % 911-1 0 jawfa for L—j— T U Site plat, Approval SA T 56 or cous"ction Not Approved f 901 REMOVE AND STACK Drawing Tltle OWNER To DiuERMINE DI PROMURE. SA D emo-11-t-1-on Plan REMOVE E)aS-nNG C102 Wlll+!N�/ 11 —1�,1,- PAVEMENT cl 03 c Ali Ar I SAWCUT UNES RELOCATE EXISTING SxwCLYT oet Of 4 ON 2 6 Pro)OP7,t Number 09211-00 0 40 80 u�SCAL71N tEET�� 0*VFW. \AZ 7c) P.\09211.00\cGd\1d\P1anset\wat rs1ide\watersUde—LM_dwg 0 411� <> N RESTRIPE AREA IN 3 437.0523 Site Data Chaft I f A$ SHOWN �E—_29 799�0347 WORK LIMIT AREA: 150 897 SF 0 EXIS'flNG PERVIOUS AREA. 89,724 SF Vanasse Hangen Brustlin, Inc. 0 EXISTING IMPERVIOUS AREA: 61,173 SF A 4) Transpofttion PROPOSED PERVIOUS AREA: 97,821 SF Land Development PROPOSED IMPERVIOUS AREA: 53,076 SIF Environmental Savices 0 k) 0 cr, 4 R 71. 0 C) REDUCTION IN IMPERVIOUS: 13.2 % A 49*5 ��SAWCUT 505 East Columbus Avenue Ton-33.01 0 Springfield,Mwswhusetts01105 PT-9+27.59 413-747-7113 FAX 413-747-0916 RESTRIPE AREA AS SHOWN 0 04 .10 0 1, RIVEW APR '61 1 J k ENTR Sign Summary N 37 6.8 ENTR 807. P�VED TYPI40ON TY-1 (DESIGN BY OWNER) WATERSLIDE S 0 f� I E=296782-1(LP4 TY-2 RIDE ENTRANCE 26 WIDE 0 GATE CK /_1\ 4— -, t 1 61 9 �9 0 TY3 Co SN. 0 6 HIGH + 5'R — FENCE 7� 0 "�SAWCUT NOTE 0 ---------- 0 A SIX FLAGS NEW ENGLAND 0 PERSONNEL TO ADJUST CONCRETE WALK PLACEMENT C) V _j f 4V TO TYPHOON WATERSLIDE SAWCU' TO ACCOMMODATE EXISTING, 0 SAWCUT---A SHADED AKtA a RIDE SUPPORT COLUMNS. DEPICTS PROPOSED + BEACH SAND Re'2 A A 00 0 0 0 0 4% N=37905f;III r% ca I E-296-"23A5245 0 VR Z 0 AQU 20' WIDE A GATE 0 LIMIT OF WORK ME TOWN OF AGA -:7 I CONCRETE Ei EA 3' WOODEN BOOK 3632 PACE 15,31 WALKWAY FENCING FOR I K 5 1 1 — 5 �Vx if) OUEUE LINE C14 WW ON -TY-3 DRIVEWAY APR AT GATE ENTRANCE j2� 1Z , 8'� DASHED LINE DEPICTS EXISTING BEACH SAND V 0 C4 00 0 --b Od CONCRETE 0 + LO C>— WALKWAY No. Revision Date Appvd, 0 Do gig Drawn by lChecked by JA G 4" PVC CAD checked by Approved by 6' HIGH SDR 315 FENCE Y-1 0 Scale STAIRS TO I Do 1 '=40' te December28,2004 J WATERSLIDE S Wo".. Prot I act title BYMANUFACI FENCING t N=378908.8 FOR E=296783.3075 ix S* Flags New rngland PT=4+4 E UN Typhoon WrAterslide- L=69.79 t_*0 R=62.00 1623 Main Street 90 A=64*2915V Tan-39.12 % Agawam, Massachusefts Issued for PC=g3+72.97 Site Plan Approval 0 0 0 Not Approved for Constrixtica SAWCUT Drawing Title UP- -ut and U% Layo 2-6 WIDE GATE TIE BITUMINOUS Materials Plan 1P 1%0 DRIVEWAY APRON 7 AT GATE ENTRANCE N=378704.7 1 E=296986.0611 SAWCUT 40% xM J. N, f 4 0 Sheet of \1 40 0 40 so 3 6 Project Number SCALE IN FEET 09211.00 'N" WATERSUDE—LU.1191MG P:\09211.00\cad\Id\Planset\waterslide\waterslide-GD.dwg Cow Q CD , x 1 6i 0, t , x 9 1 I 90,4 r x, w / r :X9 1 I }.. 3.3:. / F.Y. �!. + t {_ 9513 X _ 7 X X'9. ) -� 9fl x t t X ��,7 1 1F X _ 1 � �I \893�� X r; _ . X �: �( t 1 x, ,.4 ! r d 1 ; i I.I �. £ . � _ � �Cln se d fit,- t X ' cas can enrstl�n Inc. X E 1 _ � r E ffC, 7 f 1. f r` 9�.1n; �.� � 9 I Transportation , X ran9ypo r I � d E t rd f c t � d Development ( }. #. : . 3 r 4T Environmental 1 I' €tC V�i`U SeTViC;�S r f L: �j Xi3 gg.#it a s - ;:1 INSTALL �;: i r # SILT ��` �ASt�O�11�1b17S AV�U.7 x < l 110 t f / I 1.. ..Ia x ' d. i 1 Springfield,1VI&BSaC�l3 #S{)l'1415` f 1 g r � . rt t J i X i3.5 sir � , • � � 13 747 7113 FAX 413 747�91 7 d i i a' ', 1 �` z I ' 3 i J ' r 89,9 p T ..t t cs z / � i f tr � l r / t , SQL. G _i [d X c} X94r t ., L # r r9112 Et. 4 r 3 x X �r'9 ; t X90.8 , 853 9515 o nr7 UN a 6 tFi #r x 90 r- �. . r _r # QI . ,t7 r ,£ 6 r i.i 9 i 3t V ,t ( I t;1, r, O � r rol. t -t r. �-` �. t'4�'` � � C3 r) I# t v . r: J;C: , I N TA 17 ST S "a X91,(l r 1 � 4�- �r 1�h �.l _ X 2, T tf SUP- K X90,8 ITF ' . ,,- ..d '�t-.� 4£i' is :..� Cj r �1. S J F X' r! d i it r dtJ t L r 1 96.51 t . .. r t t c d HP , 00 £ -- ` f, r e ,cn , INSTALL 91 0 fir [3 '\ � : ' X'�1,� - 7 Hill F:: .$ U 11 : :,7 t. p T SACK B t I �" t t t E I Y XS1, / r f t f � I ti t > i 96 i F3 S I �3}p tt 83 X91,6 � J F t r 917, i r !! � 2.3 � x ttr�yy ` � r t �: t t r t 8 ( i w - Jf X , -3 r f I. �{r r # s�F fr € 11= 'Nd T w f t- - i F' a t C3 $ r X �. - 91,1� R 99.0 f r .Q x fi t I 4 QU .5> X 9�i9 2,r y__ 9 �'31r , 2 91.- r' X 1 1 � X � X r M 9 � 1' ti 7 X 91 E�X x 91,9 86: r l w f'E _ 7 '`r► a ! \p 1 v r INSTALL. 1 r. w X o x- s9, X 1 9 . SILT ..1� 4 ' X X c,, t; u 91 X �. ,,! � 91,E � t X91.0 S T 1, �1<5 y XI 91 I €, , , #, X 89,E i . 95,5 , x . { x c: 91 is 88. . .,� 39. X . d 1 $X �^y X91. [�[�2 r i 9 STABILIZED I' r na CONSTRUCTION 94, x i GV X ' 1=iCl'�' � _ 88.5 t 9' a E x X ; 88,9 X 94<'7 88�II 91 f X951 91.�5 � , 1 �8�3: x ✓1.6 \ xf�9:6 r � i I � � x�8.� 8.9 x r 3 X I -... 8£.5 ' a L7 9 X X 9�.7 r X� ,7' 7, X Q X9�.0' � �13 `I .rr• .. 1 s .D. 95 3 I X 9(I.�Et. �a X < f X c`', -... # .� ,.� ► l x i j � WORK LIMIT OF T i 7 �k� E _ A T ... a s9,� .� u _ _. j _ z r LT � & L. 4" WATER LINE iN TALL. _<. ! i i 1;s d.. >r .7V:8 c 1 7U - rye `. r, .: .-..� t i f J < :9 'q , 'I ti RIM eill X11% , O - INSTALL. I "Y t70t �' M 8� C3 X X t21 50 93.I � SILTS C St�, G7 3V'Nt'bE,�,os STUB & �A'A; 1 13 . � j jt 3 2 i - - � f R vE`s n!-- 4 No. e s o Uate vd_ 6 • F AP X �Q 8l i i i i r 4? Designed b Drawn 9 D a b Check®d 6; Co 90 X 9 ,3 �a Y Y Y i � `� JAG JAG tJJF" # a fN3 7 IF AM 945 E � b a '� k_d Approved i � CAD checked by ro ed tr' X � I � Q 90. - T i S I� ��tt,, D �5 ti A \ X X 81,� 91;1 � _ , � INSTALL. Scale Dote ACK < I �1•(1 D mb 2 .�� ece sr $ �1fl4 SILT SACK _. -r Project Title 90X37 5 L 1 k� �(J r� x 73�$ hI I t t t � I7 1 F� a S New En lar� iz E o T Qo mat r l.. . � � e s de X89.3 # I g I , l �. �62� M�� e$ I � 1 1 x t r" (} K t , d r k o � Y 1 90, _ . � T >< Agawam, Massachusefts E; I �� > � , hIS t2 `� s '\ S i SILL` K cr X I 33 r Issued for S � s 9 .1 >k tig 1 / . . , � P� r X � 4 i Site a� Approval f � t X 7 ass x 4. 7 ss.a o y 1 t Is3VeC�.for COriS1CTr1(3Y1 X95-5 i ry DrawingTitle . , r � II -- .. T3r rt3 i s XI; � d 1N7 M r •� Grading,_ ._... . rr'1111a. I a R r ' t �. _... �� a.1I �r 1 i INS w Ja SILT SACK ` X • ' n Control 9�,>8 i89, X 948 .. .. �X X9�.�S 5.93,3Plan i X8.<9X 9;9 I B 1 G102 Drawing Number ti 1 �`�-, x 91.5 _t X 3 I 1. X94,6 _ 25 _98<4 I X } 1- X981 // X86.8 t X84.4 Uwa4 8 16 X89.7 x89.3 -••. .. x 94.9 � w � � ,4 X;�s",$ X�32+£3 XSC1:z�z rj 41 Sheet of 89. t 4 ` 92.E X92, f+ x8 , 4 b ' $ X91,Q �``� s� X9110 .r X891 � X822 7 X j i I 41 0 40 80 1� X85.5 Project Number 89.E F I ti x9 .t X89,8 1 03211.00 s f 4 89 Q # X876 X84, • - .�! SCALE IN FEET WATERSLIDF-GD.DWG' P:` 09211.00\cads+d\ lonset\wa terslide wa erslide—DT.dwg �- / � ROUND LATCH ROD anasse `al a erg Brwtlin., Inc. Timsportation TIJRNBU LandDevelopment (3- P) BITUMINOUS CONCRETE WALKWAY SATE STRETCHER BA 11 W BINDER COURSE Yx CHAFFERED TOIL POST f15 East Columbus Avenue1$ SURFACE COURSE O TRU S ROD BRACE Springfield,Massachusetts 01105 2" RADIUS (TYP_) 1 11 11 Tu E 1 - 7M?ll FAX 1 -7 -t3 lr B" 2" WHITE CEDAR POST BAR BAR SLOPE BITUMINOUS IAtI B DS VARIES- - +C. PAVEMENT Plitt AT END POSTS (TOP COURSE) M WHITE CEDAR SPLIT RAIL BITUMINOUS MIN. 4"' SECTION VERTICAL MEMBERS TO BE c CONC. PAVEMENT ;�.' e�• � :. SELECTED BY THE OWNER (BINDER COURSE} GROUND LINE Ar 1 , 16» a b 1 _ .6r P1 IN •°a.= 4 `'w _ ., -- rvo _.:,, ..»<xiws .�• �; O.D. 00I�ET" s ATCH ..� .., i sy A e m... r/a r r FOR L - .. , C..d::. . K `�' . _.... -,yy....• .. .y...... $ :..-..i.�.a . did �'�� .,., �' .. ..u.. ..-.. _ , .1. , ... 'i. �-� � ._.-»".n-. J"^14i:'U.LEIR:I[lJ !A' f\V.. S tL.I. II! A .. . .. . .. .. . : ..a. r A 0(I PSI ..>_,. .;. . q,, .. s._: , .. ._. . •,:. ;R, •, CONCRETE �ASI //CLASS A 6 DIA X1 B APPROX. 10 APPR - . FINISHED ::a {3 $ .,.. y v •,e,:.a '` ....,.: �. .:.• ., ...:.* :•q+:: •=: x. . .., -. ,•:,«-' •, .., .� .�.. _¢ FOR EACH GATE WHEN OPEN \\\ � No $ 1, Ti�BIL cam- *SINGLE GATE OPENING 7' -- 13' 4"NOM O.D� 4" NOM, O.D. iy '—O" O.C. TY'P. THE ABOVE LIMITS OF THE OPENINGS ARE INCLUSIVE COMPACTED GRAVEL COMPACTED 2. �� AID RA ALUMINUM (1V MAX STONE SIZE) GRAVEL 1wseed *SIN GATE FRAME OVER S'W� 1.£r6 N.O.D. 1•�` N.O.D. COMPACTED 1. FENCE DESIGN BY SIB FLAGS N 1_90 I.O.D. SUBGRADE ENGLAND VENDOR. ALUMNUM DIAMETER 3/130 318' TREAT THIS SECTION OF POST WITH A Qte: * 4. GATE DESIGN BY SIX FLAGS NEW ENGLAND VENDOR •: " ALL CURBING TO BE MACHINE ELUDED WOOD PRESERVATIVE AS SPECIFIED BY S. GATE POST EASE--PARTLAND CEMENT CONCRETE ( ,SOU PSI).. THE FENCE MANUFACTURER. BituminousC i a 6/G Split Fence (Queue Liu 6/03 Perimeter Fence /0,3 Perimeter Fence ate N.T.S. S N.T.S. So ap . VHB REV LIB-4 O LIB 8 AT.TpS Source. VHS � ICE LO�•� �'�. �, � r��. VHB REV �• SITE MIN. 1 0° CATCH FIA51N GRATE -'I' REBAR FOR SILTSACK BAG REMOVAL. o $• a o $ a . a R"sit Date Av3;. &" CEMENT CONCRETE . J/�i^s �IJF Assigned by Dawn by hsck d by (6. THICK IN VEHICULAR AREAS) ar VARIES Il CAD checked by Approved by 1. SAX.) 1® MAX) FIN I Iul 2004 IN �.d 1 BITUMII1 S T C s ,�e .' . . Dote , FIN. _._..., ....;._: -... °I) BITUMINOUS BINDER COURSE xProject Title a 0 � -0 I ,['� ,.r,. .. . ...... ..-.,., • ., _ � :. , w England ... 1e :MIN..: EXISTINGFlags �'+ � ` : .r .. .� ,;,,r . ' .�3 �:•. .• PAVEMENT 4 hc ► ers � ..' .:-- + �j >..;.. f� .. .:.: ,.....--.^'s!. `:: •--s p.� d �� COM GR VE a::$$'..q,•`.a-•. o. o•a-'"�>c . 40 a CATCH BASIN GRA / l •' / ' 1N. MESH a ax ca FIL MOUNTABLE TERM ( xGww1. xw1.4 r� FABRIC 1623 in Street FLAT SHEETS, 04" SI#>_TSACI lie CRUSHED£f STONE COMPACTED CENTER DEPTH Agawam., Massachusetts SUBGRADE FLOW �� CKo `on Issued for COMPACTED SUBGRADE I $" COMPACTED GRAVEL d (1 MAX STONE SIDE); EXPANSION JOINT 9UH&M SEALANT �' ; . Site Plan Approval EXPANSION RESTRAINT 1- ENTRANCE WIDTH SHALL DE ATWENTY—FIVE ( ) FOOT sec * MINIMUM, BUT NOT LESS THAN THE FULL WIDTH AT POINTS of Approved forConstruction NOW: Note: ` WHERE INGRESS OR EGRESS OCCURS. r A-dap ,' #.... PAVEMENT SECTIONS ARE SUBJECT TO CHANGE AND WILL BE . THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH N . SHALL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO _ A 1. PROVIDE E�tF'AI+ISIdN JOINTS _ � �, BASED ON THE RESULTS (?F FURTHER EOTECHNICAL INVESTIGATIONS. AT MIN. (} FT. D.C. "II+ITII CONCRETE O PUBLIC RIGHTS--OF—WAY. THIS MAY REQUIRE PERIODIC TOP PRE— FORMED JOINT FILLER. SIDEWALK "sue `:., DRESSING AII171ONAI� IdltE t CdI�IIITIdIIS DEMAND' W PREFORMED � 1. INSTALL SIL.TSACK IN ALL CATCH BASINS WHERE INDICATED ON AND REPAIR OR CLEANOUT OF ANY MEASURES USED TO 2. P EXPANSION JOINT THE PLAN ORE COMMENCING RIB O IN PALED AREAS TRAP SEDIMENT. ALL. SEDIMENT SPILLED. DROPPED, WASHED • PROVIDE TOOLED CONTROL �i �t�. ,JOINTS AT ' O,C, BLDG. FACE, AFTER BINDER COURSE I PLACED AND HAY BALES HAVE BEEN OR TRACKED ONTO PUBLIC RIGHTS—OF—WAY MUST BE REMOVED. REMOVED IMMEDIATiLY`, BERM SHALL BE PERMITTED. OR OBJECT, 3, PROVIC�E BROOM FINISH IN OR CONC. SIDEWALK 'SECTION 2. GRATE 7O BE PLACED OVER SILTSACK PERIODIC INSPECTION AND MAINTENANCE SHALL BEPROVIDED AS NEEDED.DIRECTION PERPENDICULAR TO 3. >ILTSACK SHALL. BE INSPECTED PERIODICALLY AND AFTER ALL CURB` mdon Joint DetM STORM EVENTS AND CLEANING OR REPLACEMENT ;SHALL BE 3. STABILIZED CONSTRUCTION EXIT SHALL BE REMOVED PRIOR 4. CEMENT CONCRETE SHALL BE PERFORMED? PROMPTLY AS NEEDED. MAINTAIN UNTIL UPSTREAM TO FINAL FINISH MATERIALS BEING INSTALLED. CEM PSI— E 11 AREAS HAVE BEEN PERMANENTLY STABILIZED I�row��a r�ua,�r�ea- Concrete Walkway Bituminous Concrete dye o 9/04 irfitd eIIt 6/0Uw5 6/03 J. N.T.S., Source:• T uwi� REV Ira_420 N.T.S. Source: vHa REV L _430 N.T.S. Source. .«„� L� 674 N.T.S., Source, VHB LD-68 Sheet of S 6 Pru ct Number ' 09211.00 woterslide—DT dw P;\0921k.00\cad\Icy\Plons t\ Qt rslide\wat rslide—DT-dwg Table Of Dimendons Vanasse Hangen Brusdin, Inc* BENDS B C 1 O E I F BENDS B C I D E F 6" 111 4, 8' 1 ' 12' 24' 1 Z 6" 4 F 8" 0" 12' 24`"1 140 TransWrtation z 6" 221/2® R 19" ., 1 " 6"" 0' 0" - - a " Land Development 8� 111/'4' 20- u 12" 6" 45* w 300 " a 24' ' Enviromnental Services 8'"` 221/2' a 22" 170 8' 90* . 38" 6" 12" 111/4* - B" - 1 ," 12" 4S* " 40" n 40' 12' 221/2° . ' 1 - 28' 127 O" 80" � � S2 Springfield,1V1�Columbus Avenw h PA AREA LANDSCAPED AREA Benift SEE APPLICABLE 11 PAVEMENT SECTIONS 413- 47-7113 *FAX 4�1 47 091+ COMMON BORROW - r COMPACTED GRANULAR LL a SAICUT - 4 ... A. +e- DEPTH AND SURFACE UNDISTURBED " TREATMENT VARIES SOIL 0 Plan 1-1 a ® ° ° Table Of Dimewtons ci TEES G H I J TEES G H I J —WARNING TAPS 6"x 6"x 6" 12" 24' 24' 18" 12"x 12"x 6" 12" 2-e 24' 18p S'x Br x 6" 12"x 12"x W 24' cv " a 8-x Tx 8" � " � 2,C 12" 12"x 12 6' 8" > � Ts ug 0 a, ` " Av HAND TAMPED I-AUN HIN 21 r . COMPACTED BEDDING G to `'— COMPACTED —UNCIISTLIRBEC MIN.— SIJB AaE SOIL.. Section 2-2 No Not- 1, VMERE UTILITY TRENCHES ARE CONSTRUCTED THROUGH I. PROVIDE BLOCKS FOR TAPPING SLEEVES, DEAD ENDS, GATE DETENTION BASIN BERMS OR OTHER SUCH SPECIAL VALVES. AND VERTICAL BENDS (SAME 'SIZE AS REQUIRED FOR SECTIONS, PLACE TRENCH B CKFILL WITH MATERIALS TEES). PROMDE ANCHOR RODS AT VERTICAL BENDS AND GATE SIMILAR TO THE SPECIAL SECTION REQUIREMENTS. VALVES_ 2. USE METALLIC 'TRACING/WARNING TAPE OVER ALL PIPES. 2. CONCRETE CRETE SHALL NOT BE PLACED ,AGAINST PIPE BEYOND FITTING. . FOR HDPE PIPE, DIMENSION IS 24 INCHES. 3. CONCRETE SMALL I.3E 3000 PSI—TYPE 1. - N.T.S.Uflfity Trench Concrete Thnist Block Source, WiS LD-3 0 N.T.S. Source. llD_ 6 V I I Ma. Revision Date 4ppvd, Designed by Drawn by A G Dhecked by ,,,,, CAD chocked by Apo ved by SCrJIe N.T.S. Elate mber 8,, 004 Prapect Title Six Flags New England yphoon Waterslide 1623 Main Agawam, Massachuse t Issued for Site Plan Approval Not APproved for Consumfion ,I Drawing Mile . I I eai Drawing Number . L u-,6 I IL 1iI Sheet of 6 c Project Number 09211.00 t Y`.?rt.,,:.t,.,=,. :t t a, t} :ta ,..,,. ..,,.:,,.,,. } ,., 2,,,4`x, z „a,..y„n,v e{{ .,,t, £ ? , �.,s l 1 •"`i- a<<, •=3 l F F � �,. ll t t{ J t .; ttS r Fttr J i e e r s,e d J#Y � s . S s � �r e t t \t S � i 4 r.Y 3 U �r q 2 }{S t 3 1 .,,. ,.. � i s Qi 4 � Y Y i fsa e:"Js zl r e m t 4`�}:t?.:`��k z�z �3s C� \z712r"}\ �y}t,<S@�J� � ��. \\x\n,��\'tz�;�� °•� �� rr u \:. }} £ is l,.1 ,?, .,,�f„z,��r. � a�ri .s. i..rr} a \\ '•<st.,. �� ,. _,,,� ..,� ,r a c » » t sti}h a } »r. 3 ti e t \ tii } e 3 V C f 3 1 h \ l i t .. ,� �.. 1. ��tla,ct {.?�{t7 •�. .;;.� ?� }g ,s.. "s,}. sS i OI yy�Ca��C}3z.> t\ �y�,t� ,��4 y » f l ti ri 9 �c s „ » i�aa s } � r t. »A4»i�a`zt��osfc�saaa.'Y+�» 1 at i w f Y ' q, , , } , t v e Y � t v rz S i ^� e ta. a i i t t t 3Sk4 '� 14 C + yf } £ `\ t1 4F, 3 t 4b tw °4 ° 4 y hro �., ,. if � t �u } w s` 4# � tr Sty water Management Report six Flags New England I Typhoon Waterslide Agawam, 1Massachusetts Prepared for /Six Flags New England Agawam, Massachusetts Prepared by Nanasse Hangen Srustlin, I Springfield, Massachusetts *, r IX December 200 r =c Vanasse Himpn Brustiin,Inc. TableContents ProjectSu ...... ............ ...... . ........ ...,...., .... »... . ........ ..,....... ......... ...... ..2 Existing Conditions. ...........-- . ProposedConditions ......... ........: ........: ......... ........... ........ ......... ....... .........8 HydrologicAnalysis ......,......... . ... .» ....., .........».. ., .... .......;. ......:.. .,......;;........1C Summary.......... . .......... ...........»... ..........» .....................................................».............—1 List of Figures Figure 1; Site Location Map Figure p: Exisfing Conditions Drainage Areas Figure Proposed Conditions Drainage was Figure 4 Soils leap Figure 5:Additional Area Map List of Tables Table 1: Existing Soil Croups Table 2 Existing Conditions-PervioualImpervious Surfaces Table : Existing Conditions Hydrologic Data Table 4°Proposed Conditions-Pdrviousti pervious Surfaces Table . Proposed Conditions Hydrologic Data Table S: Peak Discharge Rates Table 7: Development Summary to Existing Detention Basin Appendices Appendix A. Roodplain Information Appendix B.NRCS Soils Information Appendix C:Hydrologic Analyses Appendix D:Updated Hydrocad Analysis Appendix E: Erosion and Sediment Control Plan P:\09279t.rtrr\reportsl raanaSe-Typhoon Water fide\`Draina Report-doc i Table of Contents Vanasse Hangen Brustlin,Inc: Summary This Storanwater-Management Report was prepared for Premier Parks;regarding proposed improvements to their existing amusement park,Six Flags New England, located at 1623 Main Street,Route l'S ,in Agawam,Hampden County, Massachusetts. This stormwater management report analyzes the project and summarizes project impacts to the downstream watershed area. As per previous agreements evade between Sic Flags and the Town of Agawam Engineering Department,this analysis provides a comparative look at only the area located within the Project Lin-dt ofWork. The proposed improvements will include the construction of a new "Typhoon" waterslide,with associated queue lines,construction of new paved walkway and drive aisle around the waterslide with a guardrail barrier, The new waterslide will be located along the western perimeter of the existing Water lark. The area for this project is currently developed,and consists of a waterslide,beach area with umbrellas and a paved drive aisle and walkway. A Hydrocad model,using -20 methodology,was developed to evaluate the existing and proposed drainage conditions within the Work Limit. The results of the analyses indicate that there is no increase in peak discharge rates between the pre- and post-development conditions for the 2 10,and 100 year storm events. The pre- and post-development peak discharge values are presented in Table 5 at the end of this report. ° P Ao 211.00reports\ Drainage-Typhoon waterslide Drainage peporrt.doc 2 Introduction- PA0921 °` 4MPanmJ� amvill.Rdek kfe F I SITE , Ilk�5 9 3 iM BOk } "AlNFA NI 2 �� . t r. i 1£ „..„_....r_„, ...._,_�.....,,..r .. s c ip� t r 'Ok Sot 2*4 Po "All z }4r 4 n 3 i AN,FX sl: ij w t r? jj u� co r � � ,H Yl ati ' 4' v' WO p" ti r� �,. ,.... . r » q ` a d r Site Location Mapigur I Typhocin Waterslidc, December b ' (XW Six Flags w England NJ, 1623 Utz€its Strect... Agaw rn,NIA Vanasse Hangen Brustlin,Inc. -2 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. 1 The area of the park that will be considered the project area for the construction of the"Typhoon"waterslide is an 82,791 square foot area located on the southern most developed portion of the amusement park and is shown the"Limit of Work"on the attached plans. Currently,the Site consists of an existing waterslide,a'beach area with umbrellas,and a paved drive aisle and walkway. The topography in this area is generally sloped from west to east.The existing surfaces within the project work limit are predominately grass and beach sand.This area was redeveloped as the Water Park Expansion in 2003/2004. During;previous expansions at the Amusement Park,the stormwater collection system for the Water Park was improved to connect the water park collection';system. to a new system constructed as part of the Rivertown Area. Previously,collected water from the water park discharged to the gravel surface of the parking area, which in turn sheet flowed to an existing drainage ditch located behind the; municipal pump station. With this new connection,this water now received; treatment for sediment removal and water quality prior to discharge to the Connecticut River. The entire subject Site is located within Zone C as shown on the Town of Agawam Flood Insurance Map,Community Panel number 2501330002A,effective February 1, 1978 included in Appendix A. As a result,this project has no impact to the existing 100-year flood plain. PA0921 1.00\reports\Drainage-Typhoon waterslide\Drainage Report.doc 4 Existing Conditions janasse Hangen Brustlin lnc. The Site contains soils within hydrologic soil gaups B 8z C. "Table 1 provides a summary of soils found within the boundaries of the Site. Additional Soils information obtained from the Hampden County Soil Survey is included in. Appendix B. Table 1 Existing Soil Groups Map Symbol Soil Name Hydrologic Soil Group MmP Montauk fine sandy loam,3 to 8 percent` slopes Ng; Ninigret fine sandy loam,0 to 6 percent E slopes Hydrologic Information For the existing conditions hydrologic analysis,the Work area was evaluated as four drainage areas,with each area outletting to an existing design point,where peak discharge rates were evaluated.These drainage areas are further described as follows:; Drainage Area 10 consists of both pervious and impervious areas that are part of the existing Water Park,This area was considered to flow easterly into the existing Water Park collection system..The ultimate discharge location is the Connecticut Diver after treatment by the existing stormwater management system: Dr " ge Area 20 consists of both pervious and impervious arias that are part of the existing Water Park.This area was considered to flaw easterly into the existing Water Park collection system that was constructed as part of the Water Park Expansion in 200312004. The ultimate discharge location is the Connecticut River after treatment by the existing stormwater management system. Drainage Area 30 consists mostly of impervious areas that are part of the existing parking area.These impervious areas are both bituminous and gravel parking' surfaces.This area does not discharge to a collection system,and sheet flows to a low point in the parking area.Collected water is disposed of through infiltration into the gravel and existing soils.As the amusement park continues to develop,this area will diminish in size,with more surface area being directed to a storrnwater management system. Drainage Area 40 consists mostly of impervious areas that are part of the existing parking area and pedestrian walkway system.This area discharger,by sheet flow to an existing collection system located within the parking lot,This collection system winds its way through the existing amusement area for ultimate discharge to the Connecticut River. As the amusement park continues to develop,this pavement area PA09 11.000reparts\Drainage,-Typhoon Water:Aide\DrainageReport.dot 5' Existing Conditions Vanasse Hangen 13rusdin,Inc. will dirni nish in size and collected surface water will receive treatment through improvements to the existing collection system. Table 2-provides a summary of the pervious and impervious surfaces for each of the above described drainage areas. Table 2: Existing Conditions— Impervious I Pervious Surfaces Drainage Area Impervious Pervious Total Descdption Surface Surface Area (acres) (0/0) (acres) C/11) (acres) Area 10 0,07 24,1 0.22 75.9 029 Area 20 0.05 4,0 1.19 96"0 1.24 Area 30 1.02 96,3 0.05 430 1,07 Area 40 039 8Z4 0.08 8.60 0,87 Totals 1.93 55.6 1.54 44.4 3.47 Table 3 summarizes the key hydrologic parameters for the drainage area used in the existing conditions analysis. Table 3: Existing Conditions Hydrologic Data Description Discharge Design Area Curve Time of (Drainage Area#) Location Point (acres) Number Concentration(nin) Area 10 Ex.WR X1000 0,29 80 5,1 min Area 20 Ex.W.P. X2000 1.24 58 5.0 min Area 30 Gravel X3000 1.07 90 5.0 min Parking Area 40 Paved X4000 0.87 96 5.0 min Parking The above Hydrologic Data is referenced on Figure 2,Existing Conditions Drainage Areas. PA09211,00\reports\Drainage-Typhoon WateTslide\Drainage Report.doc 6 Existing Conditions z o ` �- ° to W :2 J:® —b� ice,' � �a •ma �yy r4 I w W � ,, `�. '' `•.,ter'' �'x'a�:."' r ''' t: '� ^P 1 ✓two IN, 1.t{`*a t 1 �' � + s` \ R �' f r \; su.:. 44' Sze 5 '' J s h``�,, r,a n i i * •Rv w '�`,, :r•, ii "rJ � `•4 "°``v4 ra` r,�• ,s„a D>,` ..-r„,: w,a �. ��} •• ; ••�a �. � F'`{ :r�• .,.:'"' � \,r #Y � ¢. ' �4'� r • x+ y r` x "" t .'di .. ".` ry rr d Y 'Y w� p �A t{`I § 'S s 'hd, I �•r� }} ,.7. t>' f,�' i to g ;:*: i ti a" tw s r,r q 3 o r arr* »✓ =�? �w � � r '.vY ^ti.i .s '� •S+^.' 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' • . , ko . . . vf •nr..,,. � v_ • 7 k a L S sit � � A s " • j t wuw x S i Y 3 { . y f, t' y f a f VM Vanasse Hangen Brustlin,Inc. 3 Proposed Conditions 1 _ . This project,which will include the construction of a new waterslide,was designed to comply with the Massachusetts Stormwater Management Policy to the maximum extent possible as redevelopment of a previously developed area. Existing drainage; and grading patterns were maintained to the maximum extent possible. The post construction site will analyze the same four design points as the existing analysis so that the stormwater reaction to the proposed development can be determined and mitigated. The analysis of the post construction site provides for collection and management of Y p p g stormwater runoff. A summary of the proposed development includes the following: • Stormwater::collected within the new limits of the Water Park will be treated through the existing stormwater collection system. No new drainage work is 1 proposed or anticipated as part of this project • Reduction in runoff peak and volume will be accomplished mostly through the removal of existing impervious area and replacement by pervious area. The descriptions of the four existing drainage areas closely resemble that of the proposed drainage areas,in that the existing surfaces are maintained through the project.The differences in the drainage areas lie within the actual area of each drainage area.Table 4 provides a summary of the pervious and impervious surfaces for each of the proposed drainage areas; Table 4 Proposed Conditions—Impervious 1 Pervious Surfaces Drainage Area Impervious Pervious; Total Description Surface Surface Area (acres) (%) (acres) (%) (acres) Area 100 008 148 046 85.2 054 1 Area 200 0.11' 6.7' 1.53 93.3; 1.64 Area 300 0.67 953 0.03 4.30 0.70 Area 400 0.56 949 0.03 5.1 059 Totals, 1"A2 40.9 2.05 59.1 3.47 PA09211.00\reports\Drainage-Typhoon Watersiide\Drainage Report.doc 8 Proposed Conditions V=asse Hangen Brusffin,Inc. Table 5 summarizes the key hydrologic parameters for the drainage area used in the existing conditions analysis, Table 5: Proposed Conditions Hydrologic Data Descdpbon Discharge Design Area Curve Time of (Drainage Area#) Location Point (acres) Number Conoentration(min) Area 10 Ex,WR X1000 0.54 80 5.0 min Area 20 Ex.WR X2000 1.62 58 5.0 min Area 30 Gravel X3000 0,70 90 5.0 min Parking Area 40 Paved X4000 0.59 96 5.0 min Parking The above Hydrologic Data is referenced on Figure 3,Proposed Conditions Drainage Areas. A comparison between Table 2 and Table 4 shows that the redevelopment has resulted in an increase in pervious area within the work limit,from 44.4%to 59.1%. This increase in pervious area carries with it a natural reduction in the rate and volume of runoff from the work area.Additionally,the pervious area provides treatment to surface stormwater. The proposed redevelopment does not proposed any alterations to the existing stormwater collection system. It should be noted that Drainage Areas 10 and 20 experience the largest increase in area,due to re-direction of stormwater that was previously untreated into the existing stormwater collection system of the water park.It is anticipated that these two areas will experience a slight increase in peak runoff while the other two remaining areas will experience a significant decrease, thus meeting the intent of the Stormwater Management Policy in that the net reaction of the site to development remains equal or less than pre-development discharges. PA09211,00\reports\Drainage-Typhoon WatershdelDrainagc Report-doc 9 Proposed Conditions a a ' , IM w u �k a m LLI U. cz w 3 Ld 41" a W U Z En ca � ;*•` � 'E V tY M1n � may°°� � w,�* y i v+ , Y 5 .,�.._. _.. .�.. � ' f tyA `,r. y.M� r a`r $,.� �,. �"i,Y• d r "' ..,. T `�7« �" r`°`�P w..� s, - R x l •., � F•� � } a; #< y,a � i:. s a i i r tx,: w c` �.. k ; f u..} � s � 'a } a Xi,"+.? r: � n r `• r 'a F ** �f... �a '{ '}, "�'.r 'S s''ya*'} •xkx'^y�"iq�"k. � ' x r _, c � }+ oE36f j S fie., *c,. +.,+"° 2'a ili :>r�k"`� h �°;• K •� r o } �. dr+ F r E ✓7i;t .,=e T' kan'"K } e * : ;� i 5J ii � �`�r v ' r r { tFt ) ;tTs.,M1I � } fit} fit• ti .t � "5• �t '' r 'S«�a *"� } + ,� ;`.'S �F- t �.` a �`"•4 ^a-s:^ � ,.r.� .�.•: � rs' mT sS'w.,;�r?, ,, �'+ } I A '"} °'•,,b ",•«.; a7,t tr „vti y k t ka , `nh y ?x,,,q "'` a`` Yam .r•;:.. ,,, yxx i+ :� r +k ea,.,: X, i z a 5;. „K'k 'S+ {�`rk h �•'� � s�' r 1 w.pu ....:. d;T..;�"',` �^ F r•`i R ^a'•.. � 3`. (c . 4,q i 'rid "i:. 71 b4 y a , K.� s•�Kp>^}"z�r's ._,.�„� .,Y �. � } }�}�,,�,;�ck>��}.•„�,T�sa ?Nr .:...k }}}k � �5�°.,ti +a� �� $ SK., 3 y �,{ i� y�r4 Ft.k r* q J; a' ; d k : y Iy+►. '�^M/ `>ib�..... � x`:r i : 7 k ��'•5 ;�e } ie 1 t t r C� '� k .Jr°x [r' � :.`At�t'y5+ ~ �¢.�s rk .s a5 ' r}�•i t„�r#'s.r..t Tic i 5',T c^ }.��}r r} r .,.., �.. a I }.:��r,` ��5r r��'�A} r�+•� ;� J.. ✓art kr t rh h3ti ,�i°> rg. Cr < .,a'C7{ * '";„x ....... "v R ':Y}s�"Z e't•+a 4 v s '� eT s{°;}g t�' .'wi,%+tc''`v �•a XI .. e t '�,-" W® ® w� irelll w® f• /� �1 +1l� Iw® lww Y Moo Oft am NNW oft ;w e i E.<.. TeXi, Arw s J� ........................ ..t•✓qt+!} *R t}~< 1 4 +,ps. M f ,-'t} •.,:k°S, !q. 7 !1 t f v • �..: `•_ , x? , , is " 3 r % , t y' _ T C11::, Vanasse Hangen brustlin,Inc. 4 Hydrologic al i . Hydrologic Analysis The rainfaff-runoff response of the Site under existing and proposed conditions was evaluated for storm events with recurrence intervals of 2,10 and 100 years. Rainfall' volumes used for this analysis were based on the Natural Resources Conservation Service(INRCS)Type Ill,24-hour storm event for Hampden County;they were 3.0, 4.6 and 6.5 inches,respectively. Runoff coefficients for the existing conditions and proposed conditions,as previously shown in Tables 3 and 5,respectively,were determined using MRCS Technical Release 55 -55)methodology as provided in ' Hydrocad. Drainage areas used to the analysis of existing and proposed conditions were shown on Figures 2 and 3.The Hydrocad model is based on the NRCSrechnical Release za (TR-20)Model for Project Formulation Hydrology. Detailed printouts of the Hydrocad analyses are included in<,,Appendix B. Table 6 presents a summary of the existing and proposed conditions peak discharge rates. The following assumptions were made in the calculations: The limit of work analyzed in the stormwater management report is limited to the limit of,work where construction is proposed.This practice has been agreed to with all previous submittals to the Town of Agawam for previous s ar projects and is delineated on the attached drainage maps. r- Runoff coefficients for the drainage areas are weighted averages based on the different types of ground cover. A mirdmum time of concentration of 5 minutes was assumed. The events were based on a 24-hour duration storm with a SCS Type III storm distribution curve. PA092It.001reports\Drainage-Typhoon Watersllde\DrainageReport.doe 30 Hydrologic/Hydraulic Analysis VAnAsse Hangen Brustlin,Inc. Drainage areas used in the analyses are shown on Figures 2 and 3. The Hydrocad model is based on the NRCS Technical Release 20 JR-20) Model for Project Formulation Hydrology. Detailed printouts of the Hydro CAD analyses are included in Appendix C. Table 6 presents a suinmary of the existing and proposed conditions- peak discharge rates. Table 6: Peak Discharge Rates(cfs*) Design Point 2-year 1C-year 100-year Design Point X 1000 Ex.Water Park Existing 0.42 U6 1.43 Proposed 0.07 0.51 1.25 Design Point X2000 Ex.Water Park Existing 0.16 1.24 3.09 Proposed OA9 2,24 4,94 Dg�jgn Point X3000 Ex.Gravel Parking Existing 2.48 4.27 6.38 Proposed 1.92 107 441 Design Poinl-X4000 Ex. Parking Existing 2.45 5.66 5.52 Proposed 179 Z65 3.77 Summation Existing 5.51 10.23 16.42 Proposed 4.27 8.47 1437 expressed in cubic feet per second The reduction of existing impervious area and replacement.with grasses and landscape has resulted in a net reduction in peak discharge rates between the,pare and post-development for this project.It should be noted that Design Point X2000 experienced a slight increase in rate of runoff due to an increase in the size of the R\0921 1.00\reports\Drainage-Typhoon Watersbde\Drainage Report-doc 11 Hydrologic/Hydraulic Analysis Vanasse Hangen Brustlin,Inc. drainage area.This increase in runoff for this particular drainage area will have detrimental effect,as the additional stormwater this system is accepting was previously untreated and allowed to sheet flow across the gravel parking area. By allowing this stormwater to enter the Water Park'Collection System,water quality will be increased. In addition to the Hydrocad results for the analysis of the work limit area,an additional analysis was performed to determine the reaction of the development on the existing stormwater collection system of the Water Park.This system was designed to accept additional expansion of the amusement park,and originated with the design of Rivertown.A detention basin was constructed within the high-speed turn of the Superman Roller Coaster, This basin has been utilized to attenuate the peak rate of run-off entering the Connecticut River,and has accepted flow from the Batrr=Coaster,the existing Water Park and the Water Park expansion of 2003/2004. The Hydrocad Analysis included in Appendix D provides an update to the system as a result of this additional flow from this latest Water Park expansion.Figure 5 provides a visual representation of the additional area that will be treated and managed under this redevelopment project. .Table 7 provides a summary of the effect to the existing detention basin as a result of the stormwater flow diversion as part of this project. Table 7: Development Summary to Existing Detention Basin 2-year. 10-year 100-year (flow/peak elev) (flow/peak elev) (flow*ak elev) Existing 6,92/70,40' 10V/71.18' 1124172,17' Proposed T 11/70,44' 10,91/71.40' 14,54/72.67' expressed in cubic feet per second The maximum detention basin elevation is elevation 74,00,indicating that this project ' has minimal effect on the design and performance of the existing basin PA09211.0OVeports\Drainage-Typhoon Watershde\Drainage Repomdoc 12 Hydrologic/Hydraulic Analysis VRB Van Hangen Brusttinm Inc. 5 Summary The Applicant is proposing construction of a new "Typhoon".waterslide. The proposed redevelopment of this area will include the removal of landscaped areas and some pavement areas,with construction of a new paved drive aisle and walkway,the"typhoon Water Slide and landscaped areas. This redevelopment has resented in an increase in pervious area within the work li it,which will result in a net reduction of runoff from a change in cover material. The Development Standards of the Massachusetts Stormwater Policy have been met to the maximum extent possible for a redevelopment project. 3'AQ921 LOAr sorts\Draina e-Typhoon Watershde\ r na e Report,doc 13 Hydrologic/Hydraulic Analysis Vanasse Hangen Brustlin,Inc- 1 ndix Floodp lain Information r r r PA09211.00\reports\Drainage-Typhoon Waterslid e\Drainage Report.doc r. f : . 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I�a „�' .r�"'.�. .1 ~� y�` �.._ iy - + �. ..� ;t .ea.-.s: - `.� -`Sn•Y�� -•-�J•�.F ��B� r�, .S.,_ r�•�• ! , � 'SC tixa. ,r ,.-' 1. %.`• �� 2 .. ti." a I t �,.J _ .BuB a � �� .t{- ��.. f "L Sri'.,,,•-'s +�� : '�` � ..i-q'r+ _,'��'^a � � - '�• _ + -•� _ T _•t" i' �.+•err - _ .'L �' � MI :�TC� -w�Y2R •l -�- �- AgA y� ^�� y 7G}41•a� �": r +y„��s� � � `a1.. �}i"r� `S1 a„C. .T - �� _ .� Bub: pa�ly`,L' H$A 7 i$g�; r.�+ � •^I w� � � a. L t P A t7 Alm r x e 8U$ BE&1si 1 Q (C1T ;IICi7T " a>"-%" 3 Me8 i ;1 •3+ �% � „ �s. � Y rtj —40 �' �._'�� : •,-n'C', F��•..� �c:: ri.••+---.�`. o-'xir- � j•.,G'_ �r �y�5. t:.- � V f�� sE>r71� ..a�.r'f i .a. ,�y.r ,c -�'•3-•-'_'� :.'I -�: x _yyR .F w�,. - WnB � � ��,�. �':+x al�'��',ar, •„ `".aif.,��+r-'+�'�'w y. :,+a+�F'eyr :d"�n'�»•• 0 {� I� jc 3 i SOIL SURVEY .Included with this soil in mapping are areas, generally This soil has good potential for farming, woodland, and smaller than 3 acres, of Hinckley soils. Also included are a for openland and woodland wildlife -habitat. It has fair few small areas of soils similar to Merrimac soils that potential.for most urban uses and most sanitary waste have reddish brown colors in the profile and soils that disposal facilities. It has poor potential for wetland wil have a fine sandy loam surface layer. Included soils make life habitat. p about 15 percent of this map unit.. This soil is well suited to cultivated craps. Good tilth is Most of the acreage of this soil.is wdoded; :some is in easily maintained in cultivated areas. The hazard of ero- pasture, the main farm use. sion is moderate. When this soil is cropped, striperopping, This soil has poor potential for farming, good potential minimum tillage, use of cover crops, and incorporating for woodland, and fair potential for woodland and open- grasses and legumes in the cropping system reduce ru- land wildlife habitat. It has poor potential for most urban noff .and control erosion. Mixing crop residue and animal v uses,,most sanitary waste disposal facilities and wetland manure into the plow layer improves tilth and increases wildlife habitat organic matter content. This soil is, suited to limited cultivation. Good tilth is This soil is well suited to hay and pasture. proper easily maintained in cultivated areas. Erosion and stocking rates, deferred grazing, and pasture rotation droughtiness are major problems of managernent. The help to maintain desirable'species of pasture plants: erosion: hazard Js severe. When this soil is cropped; ter- This;soil is well suited to trees; however, only a small races, striperopping, minimum tillage, rise of cover crops, acreage is wooded. Productivity is moderately:high. Inn and incorporating grasses and legumes in the cropping portant tree species are northern red oak and eastern system reduce the amount of runoff and control erosion. white pine, Mixing crop residue and animal manure into the plow This <soil is;limited for most urban uses by; the brief layer improves filth, and increases organic matter con- seasonal high water table and moderate susceptibility to tent. Water management is necessary in places. frost action. It is limited for most sanitary waste disposal This soil is better suited to hay and pasture than to facilities by the brief high water table, the slow or other farm uses. Proper stocking rates, deferred grazing, moderately slow permeability of the substratum, and and pasture rotation help to maintain desirable species of slope. Capability subclass Ile. pasture plants. MnB—Montauk extremely stony fine sandy loam, 3 This soil is suited to trees. Productivity is moderate. to 11 percent slopes, This gently sloping soil is deep and Important tree species are eastern white pine; northern well drained. It is commonly on the tops and upper parts' red oak, and sugar maple. of hills and ridges. Slopes are smooth and slightly convex This soil is limited for urban uses and sanitary waste and are commonly 10 to 40 feet long. ,Areas range, from disposal facilities by slope or rapid permeability of the 10 to 75 acres in size and are oval or irregular in shape; substratum. Capability subclass Ie. Stones are scattered o to 20 feet apart on the surface. MmB—Montauk 'fine sandy loam, 3 to 3 percent In a typical profile in a wooded area, the.surface layer slopes. This gently sloping soil is deep and well drained. is friable, dark brown fine sandy loam. about 7 inches It is commonly on the tops and upper parts of hills and thick. The subsoil is friable, yellowish brawn fine sandy ridges. dopes are smooth and slightly convex and are loam 15 inches thick. The substratum, to a depth of' 0 commonly 100 to 400 feet long. Areas range from o to 20 inches, is firm..,: brittle, light brownish gray gravelly loamy acres in size and are=rectangular in shape. sand: In a typical+ profile in a cultivated area, the surface Permeability is moderate or moderately rapid in the layer is friable, Clark brown fine sandy loam about 7 subsoil and slow or moderately slow in the substratum, inches thick. The subsoil is friable, yellowish brown fine Available water capacity is low. A perched water table is sandy loam 15 inches thick.The substratum, to a depth of alcove the firm substratum for brief periods early in Il inches, is firm, brittle, light brownish gray gravelly spring and after prolonged rains. Growth of roots is loamy sand.: restricted to the friable subsoil by'the firm substratum. Permeability is moderate or moderately rapid in the . Reaction'ranges from extremely acid to strongly acid. subsoil and moderately slow or slow in the substratum. Included with this soil in mapping are areas, generally Available water capacity is moderate. A perched water smaller than 3.acres,.of Scituate and R,idgebury soils.. table occurs above the firm substratum for,brief periods Also included are a few small areas of Montauk soils that in early spring and after prolonged rains.Growth of roots have stones scattered 20 to otl feet'apart on the surface. is restricted to the subsoil by the firm substratum. Ileac- .Included soils make up 'about 25 percent of this unite Lion ranges from extremely acid to strongly acid. This soil has poor potential for farming and for open- Included with this soil in mapping are areas, generally. land and wetland wildlife habitat, good potential for smaller than 3 acres, of Scituate and Ridgdbury soils; In- woodland, and'fair potential for woodland wildlife habitat. cluded soils make up about 15 percent of this map unit, It has poor potential for most urban uses and most sani- Most of the acreage of this soil has been fanned. Some taz,y waste disposal facilities. of'this,acreage has been developed for homesites� some This soil is not suited to cultivated crops, hay, or h'as'reverter] to, or has been planted to, trees. pasture because of the stones on the surface: - 411 SOIL SURVEY inches, is loose, single grained, grayish brown gravelly This soil is limited for urban uses,and for sanitary loamy sand. waste disposal facilities by large stones; slope, ,and the: Permeability is moderate in the subsoil and moderately moderately rapid or'rapid permeability of the substratum, rapid or rapid in the substratum. Available water capacity Capability subclass VIIs. is high_ Roots grog into the loose substratum_ Reaction is g—Ninigret lane sandy loam, Q,to 5 percent slopes, very strongly acid or strongly acid. This nearly level and gently sloping soil is deep and Included with this soil in mapping are areas, generally moderately well drained: It is on terraces, Slopes are smaller than 3, acres, of Chariton soils. Included soils smooth and slightly'concave and are commonly 100 to 500 make up about 15 percent of this map unit. feet long. Areas range from to 50 acres in size and are Most of the acreage of this soil is wooded. Some acre- . irregular-in shape. age has been developed for residential use:. In a typical profile in a-hayfield, the surface layer Is This soil has poor potential for farming and for open- friable, dark brawn fine sandy loam about 10 inches thick, land and wetland wildlife habitat, good potential for The upper part of the subsoil is very friable and friable,- woodland, and Fair potential for woodland wildlife habitat. yellowish brown fine sandy loam 15 inches thick; the It has poor potential for most urban uses and most s lower part is triable, pale brown sandy loam 5 inches tary waste disposal facilities. thick. The substratum; to a depth of 60 inches, is loose, This soil is not suited to cultivated crops, hay, or single grained, gray sand. The substratum and the lower pasture because of the stones on the surface. 13 inches of the subsoil have grayish brown, yellowish This soil is suited to trees. Productivity is,moderate. brown, and strong brown mottles. Important tree species are eastern white pine, northern Permeability is moderately rapid in the subsoil and red oak, and sugar maple. rapid in the substratum. Available water capacity is This soil is, limited for most urban uses and sanitary moderate. A seasonal high water table is in the lower 1 waste disposal facilities by large stones and by the inches o the subsoil in winter and early spring. Roots moderately rapid or rapid permeability of the substratum. grow into the Dose substratum. Reaction is very>strongly Capability subclass Vl'Is. acid or strongly acid. NcD -Narragansett extremely stony very fine sandy Included with this soil in mapping are areas, general,. loam, 15 to 25 percent slopes- This moderately steep soil smaller than 3 acmes, of Agawam and Wareham soils. Also is deep and well drained. 1t is on upland ridges and hills_ included are a few areas of soils similar to Ninigret that Slopes are generally smooth and are 100 to 500 feet long. have a reddish. substratum. Included areas make up about Areas range from 10 to 75 acres in size and are irregular 15 percent of this map unit. in shape. Stones are scattered 5 to 20 feet apart on the Most of the acreage,of this soil has been farmed. Some surface.: of this acreage_has been developed for homesites; some In a typical profile in a wooded area, the surface layer has reverted to, or has been planted to, trees. is very friable, dark brown very fine sandy loam about 5 This soil has good potential for farming, woodland, and inches thick. The subsoil is veryfriable openland and woodland wildlife habitat. It has fair to poor , yellowish brawn potential for most urban uses. It has poor potential for and light olive brawn very fine sandy loam 17 inches most sanitary waste disposal facilities and wetland ww{il thick. The upper part of the substratum is friable, gray dlife habitat. sandy loam 5 inches thick; the lower part, to a depth of 50 This soil is well suited to cultivated crops. Good tilth is inches, is loose, single grained, grayish brown gravelly easily maintained in cultivated areas, Wetness'is the main loamy sand. management problem. 'The hazard of erasion is slight Permeability is moderate in the subsoil and moderately where the soil is nearly level and 'moderate where it is rapid or rapid in the substratum. Available water capacity gently sloping. When this soil is cropped, striperopping, is high. Roots grow into the loose substratum. Reaction Is minimum-tillage practices, use yof cover crops, and incor- very strongly acid or.strongly acid. porating grasses and legumes in the cropping system Included with this soil in snapping are areas, generally reduce the'amount of runoff and control erosion in cul- smaller than 3 acres, of Chariton soils. Included sails tivated areas. Miring crop residue and animal manure make up about 15 percent of the snap unit. into the plow layer improves tilth and increases organic This soil has poor potential for farming and for open- matter content. land and. wetland wildlife habitat, 'good potential for This soil is well suited to hay and pasture. Proper woodland, and fair potential for woodland wildlife habitat. stocking rates,,,deferred grazing, and pasture rotation It has poop potential for urban uses and ;sanitary waste help to maintain desirable pasture plant species. disposal facilities. This soil is well suited to trees, but only a small acre- This, soil is not suited to cultivated crops; hay, or age is wooded. Productivity is moderately'high. An impor pasture because of the stones on the surface. t t tree.species is eastern white pine. This soil is suited to trees and most of the acreage is in This soil is limited for most urban uses and most sani- woodland. Productivity is moderate. Important tree spe- tary waste clisposal'facilities by the high water tattle and ties are eastern white pine, northern red oak, and sugar rapid.permeability of the substratum. Capability subclass maple. tw. q5. ' HAMPDFN COUNTY, MASSACHUSETTS, CEN7RAL PART 1 ' TABLE I.--TEMPERATURE AND PRECIPITATION DATA . r Temperatur6l 1 Precipitationl c, { I 1 1 2 years in I { 12 years in 101 10 will have-- { Average 1 1 w411 have- I Average I Month ;Average I Average!Average! 1 iaumber oflAveragel I !number oflAverage I daily 1 daily I I Maximum I Minimum. I growing 1 I Less I More Nays w.ithlsnowfall 1 maximum 1 minimum 1 1 temperature 1 temperature 1 degree 1 Ithan--Ithan--10.10 i nob t I 1 1 1 higher 1 leer I day2 l• 1 I 1 or more 1 than-- than- , i i 1 F 1 ni s 1 �Lr) I ja 1 i l_ January----I 35.1 I 18.3 1 26.7 1 56 1 _7' 1 10 1 2.67 1 1.41 1 3.69 1 6- 1 10.0 I 1 1 I { I I I 1 1 ebruary---1 3$,0 1 20.3 1 29.2 57 1 -6 1 17 { 3.03 1 2.08 1 3.90 1 6 1 10.5' 1 1 I I 1 March------1 46.2- 1 26.1 1 37.2 1 71 1 9 1 51 1 3.81 1 2.47 1 5.01 1 8 1 10.6 } 1pril -----1 60.2 1 38.1 I 49.1 1 64 1 22 I 284 1 4.10 1 2.51 1 M2 1 8 q .7 ay--------1 71.3 �; 47.5 1 59.6 1 93 1 34 1 1 608 1 3.53 1' 1.93 4.83 1 8 1 .0 r 1 June-------1 79.9 1 57.0 1 68.5 1 96 1 41 1 855 1 4.08 1 2.43 1 5.55 I 6 1 .0 i sly-------1 84.6 1 62.6 ' 73.6 I 97 { 49 I 1,042 1, MI 1 1.69 1 4.45 I 6 I .0 s i 1 - August-----I 82.9 1 60.7 -1 . 71.8 I 95 1 46 1 986 1 3.94 1 1.67 1 5.78 1 7 1 .0 I . 1 1 I 1 I I 1 I I I eptember--I 75.6 1 52.9 1 64.3 1 93 1 33 1 729 1 3.78 1 2.06 1 5.16 1 6 1 .0 1 1 1 1 1 1 1 1 1 11 1 1ctob:er----1 65.5 1 43.3 1 54..4 1 84' 1 25 1 446 1 3.29 1 1.51 1 4.74 1 5 1 .0 1; 1 November---1 51.2 1 34.4 1 42.8 1 71 1 16 I 126 1 4.25 1 2.81 1 5.55 1 7 f 1.3 ecember---I 38.3 I 22.8 1 30.5 I 63 1 -1 1 34 1 4.42 1 2.43 1 6.03 1 8 I 10.2 1 1 l 1 1 1 1 1 1 1 1 1 { 1 1 1 1 1 f 1 4 1 year-----I 60.7 1 40.5 1 50.6 1 99 1 -10 1 5,1i88 1 44.21- 137.03 151.07 1 63 1 43.5 1Recorded in the period 1951-73 at Springfield, mass. 2A growing degree day is a unit of heat available for plant growth. It. can be calculated by adding the Iaximum and minimum daily temperatures, dividing the sum by'2, and subtracting the temperature below which rowth is minimal for the principal crops in the area (40 P). } 104 SOIL SURVEY TABLE 2.--FREEZE DATES IN SPRING AND FALL I: Temperature} Probability ; 24 F @ 28 F 1 32 F' or lower or lower 1 or lower i r Last ,freezing temperature in spring; f _ 1 year in 10" later than-- I April 10 1 April 17 1 April 30 2 years in 10 i I later than-- April 5 i April 13 ;( April 26 5 Years—in 10 I later than-- 1 March 26 1 April 6 1 April 18 1 I i 1 I First freezing temperature I' in fall: i I 1 1 year: in 10' earlier than-- I November 2 1 October 9 !September 29 2 years in 10- I i earlier than-- 1 November 7 I October 15 °1 October 1} 1 I; 1' 5 years in 10 earlier than-- 1 November 16 1 October 27 October 14 lRecorded in the period 1951-73 at Springfield, Mass, TABLE 3---GROWING SEASON LENGTH Daily minimum temperature during growing seaso 3 Probability I Higher I :Higher I Higher than 1 than I than •24 F I 28 F 1` 12 F a S Lugs 1 Days,; i 9 years in 10 I 212 Y 184 1 160 8 years in 10 1 220` 1 19fl . 1 166 1 1 1 5 years in 10 1 234 1 203 i 178 2 years in 10 I 249' 1 215 1 190 1 year in '10 L'. 257' 1 222 1 197` 1Recorded in the period 1`951-73 at Springfield;, i Mass. y 4 r . a .. �.. s, 1 t14a. SOIL SURVEY e TABLE 14.--ACREAGE AND PROPORTIONATE EXTENT OF THE SOILS--Continued symboll . Soil name 1 Acres !Percent I Me;R 1"errimao sandy loam, 3 to I peroent slopes------------------------------------.._,._-1 1,111 I 23 MeC IMerrimac sandy loam, 8 to 15 percent slopes--- - - - -1 1,274 ! 0.7 Mel !Merrimac sandy loam, 15 to 25 percent slopes-- -- = -- -- -; --I 463 1 0.2 MmB !,Montauk fine sandy loam, 3 to 8 percent slopes-------------------------------------- 285 1 0.1 MnR !Montauk extremely stony fine sandy loam, 3 to 8 percent slopes--------------------- 670 0.3, MnC 111ontauk extremely stony fine sandy loam,, 8 to 15 percent slopes---•----------------------------- 377 0.2 Mu 1MuCk,deep _. - - - 1, 1 1.9Mx 1Munk,shallow>-- _ -- --------- ----------------- ---- _- -- »» --1 ,813 ! 0=Nab !Narragansett, very fine sandy loam, 3, to 8 percent slopes---------------------------1 244 1 0.1 NaC , !Narragansett very fine sandy loam, 8 to 15 percent slopes-----__-_---e--------------1; 190 0.1 Nb8 !Narragansett very stony very fine sandy loam, 3 to 8 percent slopes--- -----------1 670 1 0.3 NbC !Narragansett very stony very, fine sandy loam, 8 to 15 percent slopes---------------1 3o6 1 0.2 -- NcB !Narragansett extremely stony very fine sandy loam, 3 to 8 percent slopes --1 11,979 1 1.0 NeC ,Narragansett extremely stony very fine sandy loam, 8 to 15 percent slopes-e---------1 2,411 , 1.2 Nell !Narragansett extremely stony very fine sandy loam, 15 to 25 percent slopes---------1 2,062 1 1.1 Ng 1Nini.gret fine sandy loam, 0 to 6 percent slopes----------------- ----------.---__--a 1,499 1 0.8 PaB !Paxton fine sandy loam, 3 to 8 percent dopes- --- _-_� -- - --1 1,263 1 0.7 PaC ]Paxton fine sandy loam, 8 to 15 percent slopes-----> --1 399 1 0.2 PbB !Paxton very stony fine sandy loam, 3 to 8 percent slopes_-_ ___ -- ----1 551 1 0,3 PbC !Paxton very stony fine sandy loam, 8 to 15 percent slopes----- __-_----„-_-------1 495 1 0.3 Pbp !Paxton 'very stony fine sandy loam, 15 to 25 percent slopes------------------ 164 1; 0,1 PCB IPaxton extremely stony fine sandy loam, 3 to 8 percent slopes---- - --1 850 ! 0.4 PoC lPaiton extremely stony fine sandy loam, 8 to 15 percent slopes--- -- --1 1,122 ! 0.6 PcB !Paxton extremely stony fine sandy loam, 15 to 25 percent slopes-- --- ----"! 584 ! 0 3 Pe !Peat------------- --_ ---- -- -- --- -- - ----1 747 1 0.4 Po 1Po1un1finesandy loam---_-_ ------___'_ _ ---_ -- --- >-_---_ 921 1' 0.5 A PuA !Pollux fine sandy loam, 0 to�3-percent-slopes- _- - -- _ - _- --1 227 1 0,1 PuB �1Poliux fine sandy loam 3 to 8 percent slopes-- --1 223 I 0.1 PuC !Pollux fine sandy loam, 8 to 15 percent slopes------ ------------- -- ---- ------1 149 0.1 `r Ra IRaynham silt loam --- -- -_- --- __- --- --- -:_ --_-1 530 I 0.3 r Rd lRi.dgehury sandy loam------------^-----a-------------------- -- --- -_1 311 ! 0,2 ReA JRidgebury extremely stony sandy loam, 0to 3 percent slopes --- --1 1,040 1 0•-'" ReD 1R dgebury extremely stony sandy loam, 3 to 8 percent slopes------ --- -.-----_--1 1,919 Rf !gook outcrop----------------------------------- .._ - --- --- - 1 6-30 1 i1 RH11 !Rock outer`op-Holyoke complex, sloping- ! 1491 1 0.6 RHE !Rock outcrop-Holyoke complex, steep------------------------------------------------! 8:694 1 4.5 Rir 1Rumney fine sandy loam ---- -- --- --- -_ --- --- --- -- --'-1 722 1 0.4 $a !Saco Variant silt loam----- -- __- _-- -- --- --- --- -- ----1 1,024 1 0.5 f So 1Scantic Variant silt loam-------------------- ---------------_------__--..___---->--! 303 1 0.2 x Se 1Searboro fine sandy loam------------------------ --_ --- --- --- -- ----1 1,338 1 0.7 SgB !Scituate fine sandy loam, 3 to 8 percent slopes------------------------------------- 108 1 0) ShE 1Soituate extremely,stony fine sandy loam, to 8 percent slopes-- --- _ ----1 374 1 0.2 SrB !Sudbury fine sandy loam, 0 to 8 percent slopes -_ -- -- ----1 2,896 1 1.5 u !Suncook loamy fine sand, 0 to 5 percent slopes-----------------------------------------------------------, 1,031 , 0.5 � a ,.r To !Terrace escarpments---------------------------i__--_ ------------ _------_----__->-1 1,370 1 0.7' r UaB IUnadilla very fine sandy loam, 3.to 8 percent slopes- --- --- -- ----;1 305 1 02 rx: UaC IUnadilla very fine sandy loam, 8 to 15 percent slopes --- __- - - --I 315 '1 0:.2 Ub IUr^ban land-------- -_ --- --- -- - --I 12,819 l' 6.6- ;r UEi„ IUrban land-Hadley-Winooski .association-- -- --- --- --- -- ; 3,799 ! 2,0 s --__ UK IUrban "land-Hinckley-Windsor association-------------------------------------------- 20,144 1 10 4' UW IUrban land-Wethersfield-Paxton association-----------------------------------_._.._--1 1,984 1 1.0 � Wa !Wareham loamy sand------__..------------------- ------ _� -I 3,340 1 1.7 is W,eB lWetherafield fine sandy loam, 3 to 8 percent slopes- -- - --a 2,431- 1 1.3 WeC !Wethersfield fine- sandy loam, 8 to 15 percent slopes<-------------------------------1 472 1 0.2 : WfB !Wethersfield very stony fine sandy loam, 3 to 8 percent slopes-------- '-»_--------�-{ 254 l 0.1 �^ WfC !Wethersfield very stony fine sandy loam, 8 to 15 percent slopes--------------------1 448 1 0.2' Wf➢ !Wethersfield very stony fine sandy loam;, 15 to 25 percent slopes-------------------1 198 1 0.1 WgB !Wethersfield extremely stony fine sandy loam, 3 to 8 percent slopes---- -_ ---1 1,110 1 0.6 WSC IWethersfield extremely stony fine sandy loam, 8 to 15 percent slopes-_-_-----__---! 896 ! 0.5 �j, WgD !Wethersfield extremely stony fine sandy loam, 15 to 25 percent slope's------«-------! 486 1 0.3 "wl WhA lWhitman extremely stony loam, 0 to 3 percent slopes- ----M-_- __- --- -- ---1 547 1: 0.3 �� WmA !Wilbraham extremely-stony silt loam, 0 to 3 percent elopes- --- -- - --1 24 1 0.1 B !Wilbraham extremely stony silt loam, 3 to 8 percent slopes"-------------------------1 611 1 0.3 WnA !Windsor loamy Band, 0 to 3 percent slopes ---- -- - -- --- - ----F 4,526 1 2.3a WnB !Windsor loamy sand, 3 to 8 percent slopes----------------------=------m-------------1 6,010 1- 3,1 � '"; (Windsor loamy sand, 8 to 15 percent slopes----__--.._..--------------------------_----1 11978 1 1.0 WnU !Windsor loamy sand, 15 to -25.peroent slopes--- _ ___ - _- ----1 1,194 I 0,6 WnE '!Windsor -loamy sand, 25 to 35'peroent slopes----------------------------------------1 271 I 0,1 ,tie Wo !.Winooski silt loam, 1 1,078 ,1 0 �o WrA !Woodbridge fine sandy loam„ 0 to 3 percent slopes - _ -- -- - --1 170 1 r ` WrB . !Woodbridge fine sandy loam, 3 to 8 percent slopes----------------------------------1 720 I WsB !Woodbridge very stony fine sandy loam, 0 to 6 percent slopes----------_------------1 850 1 o: k See footnote at end of table.. rr . HAMPDEN COUNTY, SAt S . E , FART 149 -. TABLE 5,--YIEUS PER ACRE 0F ,CRf1PS AND PASTURE---Coni.inued Sail Haase and 1 Corn silage I Con,sxeet P Tobacco 1 Alfalfa hay.l_ Grass-- Pasture map symbol I'' I (shade) I 1 legume hay1-01 Ton I Gloucester; I IF I I - GbB k GxB, GxC, GxD--- I 1 I; c- `I 1 I I P 1 alley. 1 1 P 1 I f ;. Ha, HbA, HbH'-------------I 28 1 1,800 1 1,600 1 4.5 1 -- 1 -- 1 Hinckley: 1 & 1 HgA, HgB_________________,a 12 1 1,700 1,200 1 2.5 2,0 HgC----------------------1 __- I 1,600 1 _.._ • 1 P � 1 1 1 P € { 1 olyoke { j j HOB----------------------1 15 r --- P' - 1 3.5 1 3.0 1 6.5' INOC----_ --_ - ----a 14 3.0 P ' 2.5 i 5.5. 1 t 9 1 1 1 1 i • p ! Limericks 1 1 P k----------------------- 12 P ; ,400 ; __ I _-- P 3.5 P 6.5 allow. i I I 1 1 P L:u11----------------------1 2U I 1,600 li mm_� li 4s O 1' 3.5 1 T-5 I - I i 1 1 I f�B----- - --_ --__I 3, LxC-----------------II I I Mebkesville 1 1 1 1 - a8 _-- - _- ---- 24 � 1,700 1 1,100 1 ._ j 4.0 � 7.5 aC---------------------..1 22 I 1,600 P 1,050 1 --- �: 4.0 1 7.5 I 1 1: 1 MaD----------------------'P 18 3.5 P 6.5 • 1 P P 1 h 1 bb, Mb , MbG, McB, McC, ---------------------- Merrimac:° _ 3eA, MOH -- ------1 22< 1 1,800 1 1,200 i 4 1 3 d 1 1 I 1 1 -C_®_=.-_____------------- 16 1 1,700 4 1 3 1 Met) 1 12 1 -- 1 __ 1 3.'5> 1 2,5' 1 —1 1 I I 1 P ntauk _ 1 1 I 1 1 _ ItmB-___---�---°----^---'- —1 22' 1 1,70�1 1 I: 4.,0 1 3.5 1- 7.5 _- .__ � 1 ,1 1 I -- I ck,deep 1 Muck,shallox;: 1 1 1 1 1 P x----------------------- See footnotes at end of table. �•"FWD-. }.��,y,�'�,_�5, i, �„�a�O Sri �, o. 4 2. . a .,.. .. .. _: I0 SOIL SURVEY' TABLE 5.--YIELDS PER ACRE OF CROPS AND PASTURE--Continued t 1 1 r i I I Soil name. and 1 Corn silage J Corn,sweet Tobacco 1 Alfalfa hay I Grass- I Pasture map symbol, , 1 (shade) ; , legume hay 1 r I Ton DOZ, 1 -�b 1 Ton i Ton 1 dUM Narragansett. r 1 N&B------�---- ----- 26 1 1,700 i 1,200 1 ;4.5 i` 4.0 I 8.5' . r r 1 1 NaC----------------------j 24` 1 1,700 1,150 1 4.5 i 4.0 1' 8.5 1 1 1, . I I, NbB, NbC ---- -----� .NCB, NOC.,. NOD------------ Ninigret 1 i i Ng-----------------------1 •22 I 1,700 1,300 i' 4.0 3.5 1 7.7 1 I I I Paxton: PaB----------------------i 24 1,700 I 4.5 1 4.0 1 8.5 PaC----------------------1 22 1,700 1 1 4.5 1: 44.0 1 8.5i • • 1 1 f 1` 1 t' PbB, Pb£, PbD---- ----- PCB, PcC, POD------------ peat: Pe----------------------- I Iodunkt ' Po----------- -----------1 22 i 1,600 ( _. i` 4.0 I 4.5 1 8.5 Pollux; PUA----------------------- 24 i 1,800 1' 1,500'' 1 4.5 • 1 PuB - -- -- ----i 24 1 1,800 1 1,450 I' 4.5 i - f r ' PuC----------------------' 22 1,600' I -- I 4.5 is --- I -- 1 I Raynbam Ra---------- ----1 18 -- I -- i' -_- 1 3.5 1 6.5 i 1 1 1 i d s Ridgebury. Rd----- ---------------i 16 1 1 - 1' 1 3.5 1 6.5 ReA, ReB----------------- Rock outcrop: Rf , 1 -- € - I - 1 --_ 1 1 3 1 1 1 1 I } 2RHD---- --------------- 2RHE--------------------- I 1 `Rumney: Ru-----------------------1 12 1 1,400' i - 1 4.0_ 1 6.5 Saco Variant: Sa-----�------------ ---I I Scantic Variant,: SO--------- -----------I 12 i --_ 1 1 -- 1 3.0 1 6.0 . Scarboro: Se------ -----------1 - I I I r Scituate: S'gB----------------------i 24 1,600 i I': - 1 4.0 ' I` 4.0 I 7.5 1 - 1 ShB----------------- ----1' --- 1 - - 1 --- 1 --- 1 -- I Sadbury: SrB---- ��r30o --- '----------- -- - -1 z2 I .. #,700 1 1 3.5 1 4.0 I -�. _ - - 1 ,1 1 � � _ See footnotes at rend of table. t" {: w fi> I 11 e ` �IAMPI?EN COUNTY, MASACHUSE'1'I a 1r: PART TABLE 'b,--CAPABILITY CLASSES AND SUBCLASSES � [Miscellaneous areas excluded, padres mean no a acreage] I 1U�ior managemegj lg2 acerns (Subclass), class i 'Total Soil acreage I Erosion ; wetness problem 1 } le} 1 (w) t_. (s) I 8 1 ,acres I Acres i II 1 31,2021 7,457 1 9,925 1 13,82 I I I 1 , III 1 0,6641 5,142 t 3,400 1 32,122 IV {1 � 1 3,643 f 1 � A.Y. 1. 12,1841 1,768 1: J 9*'�,� �. 6,773 . V 1 1,3381 --- 1 1,338 1 i I 1 1 VI I 15,2191 354 ; 1,024 1 13,841 • VII' 43,4251 4,412 1 4,592 34,421 1- VIII ..a.�..� .e.*. ...®.«m,a.........-,_..:.. ..�w.....�:::��..w..«.".w....—•-.r.w .«.�wa� •—...."..a..--::=.. .,,+w.w._....wra,..t -.v,«»..«.,» wi .... 118 SOIL SURVEY TABLE 7= WOODLAND MANAGEMENT AND'PRODUCTIVITY--Continued I -Management concerns ' Potential'productivity Soil name and 10rdi- I I Equip-- ISeedling! wind- I I map symbol InationlErosion I ment Imortal- '1 throw '! Important trees !Site I Trees to plant .lsymbol]hazardl I limita-I ity , f hazard I Iindex`I I ! tion I I I I I I 1 Limerick: Lk------ •--- ----I 4w ISlight !Severe !Severe !Severe (Eastern white pine•--! 65 !Eastern white pine, I ! I It !Red maple--- -----I' ! white spruce, Ludlow: LuB,. LwS'----------j 30 ISlight !Slight ISlight- ISlight !Northern red oak-•---I 70 !Eastern white pine,, 1 ! ! 1 ! !Eastern white.pne---I 75 1 red pine, ! I ! I ! I = ! I white :spruce-, LxB, LxC----------1 3x ]Slight !Moderate!Slight !Slight !Northern red oak----1 70 IEasternrwhite pine, ; • (Eastern white pine--I 75 ! red pine, • 'f I ! I ! !Red pine------------ 75 ! :white spruce:. Meckesville:' 1 MaB, MaC, MbB, MbCj 20 ISlight ISlight !Slight (Slight !Northern red oak---- 80 !Eastern white pine„ I I I 1 -1 1 (Eastern white pine--I 75 1 European larch, I ! I ` j !Sugar maple----- ---1 63 1 Norway spruce. - MaD, MbD----------'1 2r ISlight !ModeratelSlight ISlight , !Northern red oak----1 80 !Eastern white pine,; IEastern white pine--! 75 1 European larch, I I I I I !Sugar maple---------! 63 1 Norway spruce. ! I 1 I ! I I I = McB, McC, MeD-----j 2x ISlight !ModeratelSlfght 15light INorthern red oak---- 80 !Eastern white pine, 1 1 I I !Eastern white pine--I 75 1 European larch, I 1 ! ! I !Sugar maple---------1 63 1 Norway spruce. Merrimac: MeA, MeB MeC-----I 4s !Slight !Slight IModeratelSlight !Northern red oak----I 51 I8astern white pine, j 1 i I I lEas-tern white pine--1 64 1 'red pine: 1 ! I 1 ! !Sugar maple---- ----f{{ 58 1 , MeD---------------1 4s ISlight IModeratelModeratelSlight INorthern red oak----! 51 !Eastern white pin I ] I 1 ! !Eastern white pine--�r1 64 j red pine. j I I 1 1 ISugar maple---------1 58 1 Montauk: MmB---------------1 30 ]Slight ISlight !Slight ISlight !Sugar maple---------I 65 !Norway spruce, I ! I 1 !Northern red oak----1 70 A white spruce, `•' ! I ! !Eastern white pine--! 75 1 MnB, MnC'----------I 3x ISlight l Moderate l Slight :ISlight I Sugar maple---------! 65 !Norway spruce, I I ! ! j !Northern red oak----! 70 1 white spruce, I I !` !` I !Eastern white pine--I 75 1 red pine, ,�� eastern white pine.- ?, Narragansett: NaB, NbB----------I 4o !Slight ]Slight ISlight ISlight INorthern red oak----1 60 !Eastern white pine, I !Eastern white pine--! 68 1 red pine, I 1 j I 15ugar maple-------=-! 55 I white pruce, I ! I ] I I I I eastern hemlock, I 1 ! I I NaC, NbC'----------1 4r IModerate;Slight !Slight ISlight !Northern red- oak----1 60 !Eastern white pine,- a !Eastern white pine--I- 68 1 ;red pine, f !Sugar maple----- 1 55 j white spruce;, * .1 eastern hemlock. Nc'B---------------I 4x !Slight; lModeratelSlight ISlight INorthern red oak----I 60 !Eastern white pine, " 1 I ! I !Eastern white pine--! 68 1 red pine, I I I I !Sugarmaple---------I! 55 ! white spruce, 1' eastern 'hemlock., See footnote at end of table, 1 4 1}'� E COUNTY, SACHUSE`1S,, PART11 1 ' TABLE 7.--WOODLAND-MANAGEMENT AND PRODUCTIVITY--Oontinuec3 A x'. cad c 1 r toil name and 10rdi.r I f Equip- ISeedlingl mind- 1 1 I I map symbol Ination]Eros.ion 1 ment ]mortal- 1 throw I Important trees ]Site 1 'Trees to plant lsmbol;hazard I Iimta-I ity ] hazard 1 index! 'on tsC---------------I x ]Moderate Narragansett: !rModerate]Slight 1 1 I 1 ! ] = ISlight !!Northern red oak----1 60 ]Eastern.. white pine, I ;Eastern white pine--1 68 i red pine, ua ] 1 R I f ,Sugar maple---------! 55 ] white spruce, eastern hemlock. eD---------------1 4x ISevere IModeratelSlight ISlight INorthern red oak----I 60 !Eastern white pine, 'Eastern white pine--I, 68 ] red pine, I ! ] ] 1 !Sugar maple-------- 55 ] white spruce; eastern hemlock, ' inigret g----------------I 3o ISlight ]Slight ISlight ISlight !Eastern white pine- 1 75 $Eastern white pine, I I I i 'Northern red oak --1 ] 'white spruce; 1 ] eastern hemlock, axton: I I I ] I ] 1 I aB, PaC, PbB, PbEI 30 ISlight ISlight ISlight. 15light 'Northern red oak ---1 65 ]Red pine, 1 1 ] I 1 fEastern white pine--I 66 1 eastern white pine, I ISugar maple---------1 75 f Norway spruce, ? ] I I I ] ] t f white spruce. bD---------------I; 3r ]Slight ]ModeratelSlight ]Slight ]Northern red oak----1 65 IDed pine, }Eastern white pane--] 66 1 eastern white pine, 1 I ISugar maple---------1 75 I Norway spruce, ] 1 I 1 I 1 I I white ;spruce:. I I 1 cB, PcC----------1 3x ]Slight IModeratelSlight ISlight 'Northern red oak ---1 65 IUed pine, I I I I I !Eastern white pine--I 66 I 'eastern white pine,, 'sugar maple--.-_ ---1 75 I! Norway spruce, 1 I I 1 I I I white spruce;. F 'ink, _----___-.- -I 3o ISlight ]Slight ISlight ISlight !Eastern white pine--] 75 fEstern white pine, ! I ! !Northern red oak----1 65 '' red pine, 1 1 ! I I white spruce ]lux: uA, PuB, PuC----_] 3o, ISlight ISlight tSlight ISlight ]Eastern white pine.--I 70 ]Eastern white pine, 1 1 1 1 r INorthern red oak----I 65 1 white spruce, 1 ! 1 ] 1 !Sugar maple---- -_--1 60 ] red pine.- - nham a --------,--------1 4w !Slight tSevere ISevere !Severe ]Eastern white pine--I 65 'Eastern white pine, , 1 ] 1 I !Red maple-_- --------1 60 1' white spruce, f northern white-cedar, ] l gebury. ----------------1 •4w !Slight !Severe ISevers ]severe 'Eastern white pine--! 63 ]Eastern white pine, t 1 1 ] ] lied maple----- -----I 60 1 white spruce. I I ] I I I I I I tk A, ReB---------_I 4x ISlight !Severe ISevere I•Severe ]Eastern white pinex--I 63 'Eastern white pane, 'Red maple-------s___I 60 1 white spruce. outcrops IRHD. Rook outcrop part., See footnote at and of table. 1,i PIES Z 128 SOIL. SURVEY TABLE S.--BUILDING`SITE DEVELOPMENT--Continued Dwellings, Dwellings I Small } Soil name and Shallow $ without ; with ': commercial Local road. map symbol excavations { basements I basements I buildings I and streets Merrimac: I MeA------ ......----!Severe! 1 Slight----------I slight----------_!Slight---------+--;Slight. 1 cutbanks cave.'. ( 1 I 1 i MeB----------------ISevere !Slight--_--------ISlight-----------IModerate: 15l ght. 1 cutbanks cave. I I I 'slope. a s Mec----------------ISevere: IModerate: (Moderate: (Severe: (Moderate: I cutbanks cave, slope. 1 slope.I ; slope, 1 slope. I I Meta-----------------Severea ISevere: [Severna ISevere. !Severe: I slope, 1 slope. 1 slope. 1 slope. 1 slope, I outbanks cave. It 11 1 I Montauk; ' i I MmS----------------!Severe# !Moderate [Severe:; !Moderate: IModerate: ` ! wetness. I wetness, I wetness. I slope, 1 frost action. I I frost action. ! 1 wetness, I I I I I frost action. I 1 I I I I MnB--------------- !Severe:: ISevere: ISevere:_ ISevere: (Moderate: 1 wetness, 1 large stones. I wetness, I large stones. I large stones, I large stones. I I large stones. I I frost action. c nC----------------!severe; !Severe: ISevere. ISevere': IModerate: I wetness, I large stones., I wetness, 1 slope, I slope, large stones. 1 large stones. I large stones. I frost action. I I I I , M'uck,deep= 1 I 1 I Mu----------------1Severe. ISevere ISevere. Is were. !severe, wetness, I wetness:, I wetness, I wetness,:. 1 wetness;, 1 floods, I floods, I floods, I floods, I floods, '- excess humus. excess humus. I excess humus. N excess humus* low streng� Muck,shallow: Mx-----------------ISevere:: ISevere: ISevere: ISevere: ISevere: 1 wetness, wetness, �. wetness, ! wetness, 1 Wetness, I floods, ! floods, I floods, 1 floods, 1 floods, ! excess humus. 1 excess humus. I, excess humus. excess humus. low strength. 1 I I Narragansett: 1 _ 1 ' NaB- _-------�-=]Slight-=-_--------r!Moderate. 1S11ght-----_-.-----I Moderate: ]Moderate: 1 I frost action. I 1 slope, I frost action. 1 M a I frost action 1 NaC----------------!Moderate IModerite IModerate !Severe: IModerate: 1 slope. I slope, I slope,. I slope. I slope, frost action. I I $ frost action. NbB----------------!Moderate: 1Maderate IModerate: IModerate: !Moderate: 1 large stones. I large stones, I large stones. 1 slope, I frost action-. 1 I frost action, 1 1 large stones;. 1 NbC----------------IModerate !Moderate: IModerate ISevere (Moderate. I slope, I slope, I slepei 1 slope. I slope, I large stones. large stones. I' large"stones. 1 I frost action. « No&----------------ISevere: eSevere: ;ISevere: ISevere:- (Moderate: re storms. I large stones, I large stones, ! large stones. ( .frost action,large I 1 1 ! large stones. NCC----------------ISevere: ISevere: ISevere: !Severe: j Moderate I large stones. I large stones. i large stones. I slope, ! slope, I I 1_large stones'. I large stones, 1 1 I 1 1 frost action. >! ,m See footnote at end of table. y . '' - t r `• HAMPDEN COUNTY, MASSACHUSETrS CENTRAI, "T` 12 9, ! TABLE 6.--BUIL INN SITE-DEVELOPMENT--Continued P- Dwellings ; Dwellings ! Small ; F Al name and ; Shallow ! without ! with ! commercial ; Local roads ; soap symbol ! excavations 1 basements ! basements ; buildings ! , and streets; r r i cU---- -----_-.-.. Severe Severe£ 'Severe: !severe: �Sevez e ! slope, slope, slope, ! slope, ! slope. I large °'stones'. ! large stones: large stones. ! large stores. � t P Inigret: ! ! i ; g-----------------,Severe: !Moderate: !Severe: !Moderate: !Moderatet wetness. wetness. ! wetness.- ! wetness, I- frost•action. ! ! corrosive. Ixton: ! ! ! ! ! ----------------I evere IM derate: ISevere !Moderate: IModerate: wetness. !` wetness, wetness. slope, ! .frost action. ' ! frost action. ! frost action, , wetness. lac----- ------!Severe'. !Moderate: ]Severe !severe: ,Moderate: ! wetness. d sleeps, ! wetness. ! slope. i slope, ! , frost action, ! ! frost action. P wetness. ! ! IbB--- -----------!"Severe: !Moderate !Severe. !Moderate: !Moderate: wetness.` wetness, ! wetness,_ slope, - ! .frost action; a frost action„ I frost action, � large stones. fi wetness, A � Large stones. PbC-,-.q-------------!Severe: !Moderate: !severe:. ISevere: Moderate: wetness. ! wetness, ! wetness. ! slope. ; slope, frost action, ; ! frost action. 1 slope, . large stones. + ! r r r r r bD-,.-- ----- ;Severe 'Severe ;Severe !Severe !Severe: ! slope, � slope. ; slope, slope. a Slope. wetness. wetness. ! ! r P P P P B---------------!Severe: ,Severe: !Severe: !Severe: !Moderate: wetness, ! Large stones, ! wetness, ! large stones. ; large stones, ! large stones. ! ! large stones. ! ; frost action. r P P ! POE------ -w - !Severe !Severe: !Severe; !Severe: !Moderate: ! wetness, 1 barge stones. ! wetness, ! slope, ! slope, ! large stones. ! !' large stones. ! large stones. ! frost- action, # ! I'large stones. f 9 i InD------___, �__--,severe: ;Severe;: ;severe: !severe: I'5evere:- slope, ! slope, ! slope, ! slope, ! slope;.. ! wetness, large stones. ! wetness, ; large stones. ! large stones. Large stones. Pe-----------------!Severe;: !severe: !severe;: !Severe: !Severe: ! wetness, ! wetness„ ! wetness,; ! wetness, ! wetness, ! floods, ! floods, ! floods, ° ! floods, !. floods, excess humus. ` excess humus;. ! excess humus ! excess humus. ! low strength. Pod;unk: ! ! # 9010----------------1 evere: !severe s5evere: !severe. I re+rere. ! floods, ! floods. ; floods, ! floods. ; floods." wetness. i wetness. i • aPollux: ! ! ! p,----------------!Slight----- -!Slight----- --!Slight--- ----!Sli;ght-----.......---!Slight. g--,-------- 'Sli,ght-----------ISlight-----------!Slight------ - Moderate; !Slight. P , ! i • A P t E----------�------ Moderate: ;Moderate: ;Moderate:, !Severe. !Moderate; ! slope. ! slope. ! slope. ! slope. ! slope. footnote at end of table. �3 HAMPDEN COUNTY, MASSACHUSETTS, CENTRAL PART 139 i TABLE g.--SANITARY FACILITIES--Contidued Septic tank I ; Trench ; Area Soil name and ; absorption Sewage lagoon : sanitary ; sanitary. Daily cover f map symbol ; fields ; areas , landfill landfill; for landfill i eckesville: McB----------------'Severe: ISevere:' ISevere;: IModerate: ,Poor: pares slowly, ;, large stoners. ; wetness, I wetness ; large stones. 11'arg:e stones. E 'large stones. .Mac----------------ISevere: ISevere ;Severe: ISevere ,Poor` Peres slowly, large stones. I wetness,- wetness. I large stones,.. I large stones. I I large stones'. I : : McD----------------ISevere! :Severe`: ISevere: !Severe: IPoor: I slope, I' large stones. I wetness, : slope,; slope,- I Peres slowly, large stones. ; wetness. I large stones;. �errimac: MeA, MeB---------- ISlightt----------;Severe: ;Severe: ;Severe: IPoor: I I seepage. ; 'seepage, ; seepage,. I thin layer, ( I too sandy. : I area reclaim. I a ! : I �MeC--- IModeratel' 'ISevere: ISevere: ;Severe: IPoor: I slope. slope, : seepage, ' seepage. : thin layer, : I seepage. I too sandy. I area reclaim. MeD---------------ISevere`: ISevere: 'Severer ISevere 'Poor;' I slope.. I slope, I seepage, I slope, I slope, I I seepage. I too sandy. I seepage. I thin layer, I I I I I area reclaim. I I I I ontauk;: I I : 1 MmB---------------;Severe: IModerate: 'Moderate IModerate [Good. I Peres slowly. I slope. : wetness. : wetness. I MnB--------------- 'Severe IModerate: ;severer: ;Moderates'. 'Poor: I penes slowly, I slope. I large stones. I wetness'. I large stones. I large stones. I I I I :,nC----------------ISevere: ISevere: ISevere: 'Moderate:: (Poor: I Peres slowly, I slope. ' large stones. ' slope, I large stones,. large stones. wetness,. luck,deep: I I I I I Mu---- ------ISevere: ISevere: ISevere: ;Severe (Poor: I wetness, I wetness, I Wetness, I wetness, I excess humus,, I floods., I excess humus, I floods,, I floods. I wetness. seepage. I excess humus. luck,s-hallow: Mx-----------------ISevere: ;Severe-: ISevere. ISevere:: [Poor: I wetness, I wetness, I wetness, I wetness, ' wetness, I floods. I excess humus, I floods, I floods. I excess humus. I seepage. I excess humus. Narragansett: NaB ISlightI ISevere: ISevere: ISevere IFair I I seepage. i seepage. I seepage, I thin layer. NaC---------------- Moderatet: ,Severe ISevere: ISevere: 'Fair: I slope. ; slope, I seepage. I seepage. I slope, seepage. thin layer. NbB----------------;Moderatet: ISevere: :Severe: :Severe: 'Fair: large stones. I seepage-. ' seepage. seepage. ; large stones. NbC---------- !Moderatef: ISevere`:- ;;Severe: ISevere: (Fair: I slope, I slope, I seepage. I seepage.- I slope,- I large stones. I; seepage. I I I large stones. 1 NeB------------- !Severe: ISevere': ISevere: ISevere:- IPoor: I large stones. : seepage. ' seepage, I seepage;. I large stones. € large stones.. ' I I• :e footnotes at end of table.< 9 qp, yx +'�+y_ t 140 SOIL SURVEY ; TABLE 9.--SANITARY FACILITIES--Contin'ued $optic tank j Trends . Area 4 Soil name and absorption ' Sewage lagoon ¢ sanitary sanitary Daily cover map symbol Fields areas landfill . landfill for landfill Narragansett:, NcC----------------[Severe: ;Severe: ;Severe: !Severe: [Poor: largo stones. slope, seepage, seepage. ; large stones. a I seepage;. $ large stones. NoD----------------ISevere: ISevere: !Severe': ;Severe:- IPoor V slope, ; slope, ; seepage, ; slope, ; slope, I large stones. ; seepage. i large stones. ; seepage. large stones. tnigret: I gig------- - -—- Severe ;severe: jSever-e [Severe: 'Fair wetness, -, ; wetnesi, 1-wetness, ; wetness, m than layer, seepage. I seepage. seepage. I area reclaim. w r Paxton: Pa8---------------;Severe. IModerate: IModerate; ;Moderate': JFair J Peres slowly. ; slope. ; wetness. ; wetness. ; small stones. i i paC-------------- !Severe: I5evere rModerate: _ !Moderate^ !Fair: Peres slowly. slope. wetness, ; wetness, , small stones, q $ $ slope. bB----------------;Severe: IModerate: ;Moderate; IModerate:- iFai"r: pares slowly. j slope, ; wetness, ; wetness. ; thin layer, 1 large stones. ; large stones: large stones. [ 4 i PbC---_-----w---------;Severe: ISevere IModerate: ;Moderate: $Fair: Peres slowly, 1 slope. ; wetness, ; wetness. ; slope, I large stones. 1 1 thin layer, i 9 large stones. PbD---------------!Severe: ;severe; IMaderate ISevere: !Poor, Peres slowly, ; slope. j wetness, j slope. ; slope. slope. ; I slope. ( 1 large stones.. 1 I I I a g PcB----------------;Severe: 15evere: ISevere [Moderate: jPoor: parts slowly. � large stones. � large stones'. � witness. � large stones. ' oC----------------[Severe ,Severe: 13evere [Moderate: [Poor:: j pares slowly® ; slope, ; Large stones. ; wetness. j large stones " large stones. j e. PoD----------------ISevere: [Severe: [severe: (Severe: ;Poor: a ; pares slowly, ; slope, I large stones. j slope. ; slope, >, Islops. I large stones. I I 9 large stones. Peat: Pe---- ------;Severe`: ;Severe: (Severe: ;Severe: ;Poor: rH wetness, ; wetness, ; wetness, ; wetness, ; wetness, floods.. ; excess humus, ; Floods, ; Floods, ; excess humus. ' seepage;. & :excess humus. seepage. ; j Podunk:; xFf Po®----------------13evere`: ;Severe: [Severe: ISevere: ;Good.` floods, I floods, j floods,' ; floods, ; wetness. j wetness, E wetness, j wetness, Iseepage. seepage.; seepage., Pollux ; PuA—..--------------!Severe: ;;Slight-----------[Slight-----------'Slight-----------;Good. I Peres slowly. a j ' lip ht-------- ---'Sli ht----- ----"Goad. Pub-- �------------(Severe: ;Moderate: ,S g , g r Peres slowly. ; slope; I ; j t j j PuC-- ----------..--:,Severe: ;Severe: [Moderate: ;Moderate: jFaIr: { parts slowly. j slope. i "slope, ; slope. j slope. See footnotes at end of table. HAMPDEN COUNTY, MASSACHUSETTS, CENTRAL.PART.. 149 d. TABLE #o.—CONSTRUCTION MATERIALS--Continued Soil name and [ Roadfill ! Sand ! Gravel ; Topsoil map symbol ! ! d V.,tuk: d ; e MmS------------------;Fair: t Poor: a Poor' 'Fair- frost action. ; excess fines: , excess fines. ; thin layer,. I Ins, aMnC-------------!Fair: 'Foor ,Poor: 'Poor: M• ! frost action, ; excess nines. ! excess fines. ; large stones, i large stones. ; small stones r c'k,deep': -------------------;Poor: 'Unsuited: iunsuited,, !Poor: $ wetness, excess humus. excess humus ! wetness. # excess humus. d d ' Muck, shallow: [ e ! ! 9x---_--__.._--_. ---. !Poor ;Unsuited: Nnsuited: 'Poor: ! wetness, ; excess humus, ; excess humus. ! wetness.; d exoess,humus. ! ! o rragansett: d ! Nall— ------__..,---!Fair; ;Unsuited ;Poor. ,Fair.' [ frost action; ! excess fines. d excess fines. ; small stones.. e , �nC-------------------[Fair: ;Unsuited: ;Poor: ;Fair: Frost action.. ! excess fines. = excess fines.- ; slope, ! ! small stones, bB, NbC-----------i-lFair lUnsulted: !Poore ,Poor: ! frost action. ; excess fines. ; excess fines. ; Large stones,. NeB, NcC------------- Fair^ $'Unsuited: ,poor: ;Poor frost action, ! excess fines. ; excess fines. ! .large stones. large stones, e r r IcD---�r------------!Fair: 'Unsuited; Poor z 1 poor. ! slope, ! excess fines. ! excess fines. 1 slope, ! frost action, d ! ; large stones. j large stones. d d + igret" ! ! ! tg—-------- - ®-- -!Fair' !Good-----------------!Fair lGootl ! frost `actions. ! ! excess'fines. ! Q.—ton. ! ! B, PaC-------------!Fair. !Pour: ,Poor: !Poor; ! frost action`. I. excess fines, ! excess fires, d small stones.: [ itlarge stones. . ! large stones. ; B, PbC-------------[Fair: [Poor: !Poor:: 1poor. d frost action. d excess fines, ! excess fines, ! Large stones. gI large stones.: � large ,stones. Pbb------------------!Fair: ;Poor !Poor: 'Poor, frost action; ; excess fines,, ! excess fines, d Large stones, [ .large stones. 1 large stones ! slope. r e � d 10B, PaC--------------,Fair: ;Poor: ;Poor !Poor: ! frost action. d excess fines, d excess .fines, d° large stories,. large stones.: ! large stones. [ r e [ d ID-------------------!Fair: I Poor: 1 Poor: [Poor: 1- frost action.. ! excess fines, [ excess fines, ! large stones, ! ; large stones: [ large stones. ! slope. 1 I ! e, t: [ d ! --- -----------w---!poor:: !Unsuited: !Unsuited: dPoorz d wetness, ! excess humus. 3 excess humus. ! wetness. ! excess humus, ! low strength. [ junk* ! 4 1 % Po------` ----------- =Fair: !Fair: !Unsuited: !Good. !' frost action. 1 excess fines., ! excess fines. ! ! , ! e See footnote at end of table. r HAMPr1EN C;Uh[TNTY, i AssACHun rrs, ^cEN TR.A:L PART 15 5 TABLE 11 --WATER MANAGEMENT--Continued Pond I Embankments, Aquifer-fed I � Terraces i.l name and I reservoir dikes, and $ excavated , Drainage and:. Grassed ,p symbol: areas levees ponds diversions waterways Hs, HbA, HbB---,--!Seepage-W---_- !Piping, INo water--- ---!trot needed-----!trot needed_----!!Jot needed, I €, seepage, . I I I I- H kley z I I ! HgB, HgC, Hgt+ -HgE---------ISlope, . !Thin layer, iNo water-------INot needed-----!Slope, ISlope, I seepage;, I seepage. I I ton sandy. I droughty. I I ! 7 Hs oke: I HoC---------!Slope, Min layer, INo aster, !got needed-----lS1ope, !;Slope, I depth to rock, ! piping, = i depth to rock.! ! depth to rock, ! droughty, I seepage, I seepage. I I ! routing depth,[ rooting depth, era: ! olyoke part---ISlope, !Thin layer, INo water,, !Not needed-----ISlope=, (Slope, I depth to rock,! piping, I depth to rock.1 depth to ruck.., [ droughty, I seepage. I seepage* I I I rooting depth. ! rooting depth, eck outcrop part. I I I ! 3 I I ! F ! It Li crick:' I I' I I I I -r___-„_-„- -ISeepage�---.a-----_-!Piping, IFavorahle------!Wetness, INot needed-----!Wetness. [ I low strength. I I floods. I I I I I I I I Ludlow: I L p-------------ISlope----------!Low strength---IDeep to water Iperes slowly, !Peres slowly, Iperes slowly, I I $ slope. ! slope, i slope. LxC- ---ISlope------_---!Low strength,; Ipeep to water, IPeres slowly, IPeres slowly, IPeres slowly, ! I :large stones. I large stones. I slope. I slope, slope, t I I I I large stones. I large stones.. I I I I I I M€ Ville. I I I I I I !. MaC, Matz----[Slope----------!Piping---------!No water-------jNoV'needed-----ISlope---------_!Slope I I I I I I M g4 MbC, MbD, M McC, Mcg----ISlope, ILarge stones, INo water-------INo[ reeded-----ILarge stones, !Slope, I large stokes. I slope, I I I slope. a large stones. I piping. Me l:nae I ! I' I I` I M , MeB, Mec, I I I ! I ! M --------------!,Slope, !Seepage---------INo water-------INot needed-----ISlope, !Slope, I seepage, I I I I too sandy. I droughty. ` I I I t I Mo t uk:--------------^ISlope, [Piping--�-�--.�----INo water-------[Not needed-----�-IPeres slowly, IPeres slowly, [ seepage. I I I I erodes easily, I slope, I I I I I slope. I` erodes easily. I I I I I I M ,- MnC---------ISlope----------ILarge stones,, !No water-- ----INot needed-----ILarge stones, ILarge stones, I piping. I I [ peres slowly, I pares slowly, [ slope. ! slope, Muek,deep I Mt-------------lExcess humus, IExoess humus, IFavorable------[Poor outlets, !Not needed------!Not needed. I seepage. I hard to pack, I I excess humus, I i I . 'seepage. I floods. I Muck,shallowr [ [ I I I $ M -_.--__-.-------.!Excess humus, !Excess humus;, IFavorable------IPtor outlets, INot needed-----!Nat needed, seepage. I seepage, I ; excess humus, I I I hard to pack`. I I floods. I Narragansett: I I I I I NJ NaC---------ISlope, !Piping, INo water-------INot needed-----ISlope, ISlope, I seepage: I erodes easily.[ I I erodes easily.1 erodes easily. I I I I I I ` e footnote at end of table, T7 1 ( SOIL SURVEY TABLE 11 -WATER MANAGEMENT--Continued Pond ; Embankments, I guifer-fed ; Terraces ! $oil name and ! reservoir ! dikes, and ! excavated Drainage ; and I Grassi. map symbol ! areas ! levees !. ponds { diversions waterways Narragansett: NbB, NbC, NcB, NeC, NcD---------J Slope, !Piping, No water-------wjNot needed--_--jSlope !Slope, I seepage. ! erodes easily. ! I i erodes easily,! erodes easily, I I f i I large stones, I large stones. I ! ! I I Nin#gret: Ng---------------!slope, !seepage, !Deep to water Netness, ;Slope, ISlope, Iseepage. I piping'. '1 ` slope. i wetness. � wetness. Paxton: ! !" I ! I I Pab, PaC---------lFavorable;, !Favorable------!No water-------!Not needed- ---!Peres slowly, IPeres slowly:,. I slope. I I ! I erodes easily.! slope, - I I I F l I erodes easily. PbB, PbC, PbTD, I ! ! I I ! PeB, PcC, PciD----IFavorabl,e !Large stones---INo water-------,Not needed-----(Large atones, ILarge stones, Islope. I I Peres slowly. I Peres slowly. Peat: I I I C Pe--------------- IExcess humus, (Excess humus, !Favorable- --(Poor outlets, INot needed-----!Not needed.. I seepage. I low strength, I !, excess humus, I I I I seepage. I I floods. 11 ! Podunk: I l l ! ! Po------ --------!Floods, (Piping, !Floods, !Poor outlets, , !Not needed-----INot needed. .1 seepage. I erodes easily..1 deep to water,! floods, i I Pollux: I I I I I Pus, Pu3, PuC----(Favorable------IPiping, INo seater-----_-',Not needed---t1F,avcrable------]Favorable. P erodes easily.= a I Raynham: Ra---------------IFavorable------!Piping, !F'a orable------!Wetness, (Wetness, ;Wetness, I I low strength.. I I Peres slowly, ! Peres slowly, ! Peres slowly, fI ! I erodes easily, hidgebury: I I ! ! ! ! Rd---------- ----!slope--- ------!Favorable------IF'avorable--- __lWetnessv 'Wetness, !Wetness, I I I Peres slowly. 1 Peres slowly,. 1 Peres slowly. I l , ! Re , geF,---------ISlape-..---..-.,4_lLarge stones---!Large stones---!Wetness, (Wetness, (Wetness, ! I ! I Peres slowly, I large stones, I large stones" I I ! I Peres slowly, I Peres slowly.- Rook outcrop: I I I l I I Rf. I I : I l I I I ! ! I I 1 RHD: A _ Rock outcrop ! !` part. I I l ! 1 Holyoke part---!Slope, [Thin layer; INo water, INot needed-----Islope, Islope, I depth to rock, I piping, I depth to rock. [ I depth to rock,! droughty, I seepage.: 1 seepage. ! ! I rooting depth.1 rooting depth. Rock outcrop part. l I I ! I I I Holyoke part---ISlope, IThin layer,- INo water, INot needed-----I Slope, !Slope,_ I depth to rock, ! piping, I depth to rock. ! I depth to rock, I droughty, I seepage. I seepage. ! ; I rooting depth.1 rooting depth. ! l I l I I Rumy: I I l I I I Eu--------------- !Wetness, !Piping,, I Favorable------!Wetness, INot needed_----!Wetness, I seepage ! .seepage.' I" 1 floods. ! I Saco Variant: I ! l I ! I Sa---------------- Wetness----_---!Low strength,' IF'a orable�----- Wetness, INot needed-=-- IWetne;ss, Ipiping. I floods. f See footnote at end of table. 1D'' �q f a t HAMPDEN COUNTY,.MASSACHUSET£S, CENTRAL PART 163 TABLE 12.--RECREATIONAL DEVELOPMENT--Continued Soil name and J Camp areas ; Picnic areas ; Playgrounds J Paths and trails ®p symbol ------------------!Moderate: ;Slight - !Moderate;: !Moderate large stones, J slope, J large stones. J peres slowly. J large stones, J J J peres slowly'. J - � • J J' ------ -----;Moderate;: ;Moderate: 1Severe: JMod'erate: J slope„ slope. J slope. J large stones. J' large stones J J ,peres slowly,. J ' ---------=.--- ---JSevere: JSevere: JSevere: !Moderate: J <slope J slope: slope. J slope, I J I J large stones. ----------------=-JSevere: !Moderate: JSevere: JSevere large stones. J large stones. J large stones. J large stones. 4 !Severe: ;Moderate': JSevere: JSevere: J large stones. J slope, J slope, J large stones. J` ; large stones. J large stones.- J J J J J JSevere: JSevere: JSevere: JSevere: J slope, J slope. J slope, J large stones. -large stones. ; large stones:. J J J .mac: J J I .- --- ------:.!Slight- ---.. ---J Slight ---- -------i Slight---.........,...,.,.j.—!slight. � J -------------!Slight------- -----ISlight---------------;Moderate; !Slight. J t slope. 1 ----- -----,Moderate: !Moderate: !Severe: !Slight. slope.. slope. 1 slope. J I J -----=----------JSevere: !Severe: !severe: !Moderate: ! :slope. J slope. 1 slope. J slope. J I I m J J J J ....�......JSlight---------------!Slight---------------!Moderate: !Slight. J , J J, slope. J J J _-1Severe: !Moderate: JSevere: JSevere: large stones. J large stones. J large stones. J large stones. - J . J .J J I ---- ----=---_-JSevere: !Moderate: !severe: JSevere• J large stones. J slope, J slope, J large stones;. II large stones., ; large stones; J 4 p; J J J J JSovere= JSeveret JSevere! !Severe: ! `wetness, J wetness, J wetness,- J wetness;, _ floods, J floods, floods, floods, excess humus. J excess humus.' J excess humus. ; excess humus. shallow.- -------------!Severe: JSevere: JSevere: ]Severe: J wetness, J wetness, J wetness, J wetness, J floods, J floods, J floods, J floods, J excess humus. J excess humus. J excess humus.: J excess humus'. J J . J J Lg? ett: I It I J .- -------------!Slight- ---_--__ _ Slight--.--------- ---!Moderate: !Slight. J J J slope. J J J J J «:..;Moderate: !Moderate: JSevere; !Slight:. J slope. J shape. J' slope.: J 6e ootnote at and of table. 1&4 SOIL SURVEY TABLE 12.--RECREATIONAL.DEVELOPMENT--Continued 1_ I + � z Soil name and , Camp areas . Picnic areas Playgrounds Paths ano rail map symbol , 1 Narragansett: NbB------------------;Moderate: !Slight---------------!Moderate., ;Moderate: large stones. i ; slope, large stones. large stones. 1 NbC------- !Moderate: ;Moderate; !Severe: ;Moderate: slope, I slope. ; slope. ; large stones. a large stones. , i NcB------------------;Severe: !Moderate: ;Severe: ;Severe: large stones. ; large stones. ; large stones. ; large stones. + i i NeC— -----------------;Severe: ,Moderate: ;Severe: ;Severe.: I large stones. I slope, i slope, i large stones. 1 ; large stones. ; large stones. i + + NCD----------W-----:--;Severe: ;Severe: ;Severe: ,Severe: � 1 slope, I slope. ; slope, large stones. a •large stones., large stones. - + + Ninigret I N ---a...--ISli ht-- •------ —:Slight---- ------!Moderate: !Slight. wetness. Paxton: It ; PaB !Moderate': ;Slight ;Moderato: Isligbt. Peres peres• slowly. r + PaC---�-�-.-------------IModerateYowly. !Moderate`: ;Severe: slight, I Peres slowly.. a slope. i slope. i PbB--------- (Moderate: !Slight---------------;Moderate: 1Moderate: 1 penes slowly. ' I Peres slowly. ; large stc t ,F7 PbC---y----- --------;Moderate`: ,Moderate ;Severe: ;Moderate: �� I Peres slowly: slope. ; slope. I large stone + , p,! PbD----------------w,ISeveres: !Severe: ;Severe: '!Moderate: I slope. ; slope. ; slope. ; large stones.sts t i PcB------------------;severe: ,Moderate !Severe: !Severe: .; I large stones. 1 large stones. I large stones. I large stones FCC------------------!Severe: (Moderate: :Severe: 'Severe: v, ( large stones. ; large stones. ; slope. ; large stones., + I € PnD------------------,Severe: !Severe: ;Severe: „Severe: �- slope. slope. ; slope. , large stones-."." Peat: I Pe-------------------;Severe: ;Severe: ;Severe: !Severe: +; 1 wetness, I wetness, ; wetness,; , wetness, T floods, ; floods, ; floods, ; flood's, excess humus. excess humus. ; excess humus. ; excess humus Podunk: { 1 Po------------ -----,Severe: ,Severe: ;Severe: IModerate floods. floods.: 1 floods. , floods. Pollux: PuA------------------!Slight----------------!Slight---------------!Slight-- -----;Slight PUB---•-------- !Slight---------------{Slight----:-------- iModerateS: !Slight. slope. PuC------------------;Moderate: (Moderate Severe: :Slight. I slope. : slope,. slope. 7 I I i y Raynham. Ra-------------------;Severe: '` ;Severe: ;Severe: !Severe: " wetness. 1 wetness ' wetness. wetness. 4 See footnote at end of-...table. ' 1 , HAMPDEN COUNTY, MASSACHUSETIS, CENTRAL PART 171 TABLE 13.--WILDLIFE HABITAT POTENTIALS--Continued I Potential for habitat elements _ €-Potential as habitat for- Soil name and Grain 1 Gra ses] 'Wild € Hard- ! Conif- 1 Shallow]' Open- ! Wood- 1 Wetland map symbol and € and ] herba- 1 wood ! erous .I' Wetlandl water I land € land I wild- I seed I-legumesl ceous 'I trees ; plants I plants I areas ] wild- j wild- ] life l crops 1 I; life_ I ' 1 o ants life _ xC---------------IVery !Very !Good IGood (Good IVery ]Very IPoor lFair IVery I Poor, I poor, 1 l• 1 ` I' poor, I poor. _ ] € ] poor.. Meckesville: MaB---------------IFair IGood ]Good IGood !Good Poor ]Very IGood ]Good ',Very^ I I ! ] ! l ! poor,. ] 1 € poor, 1MaC'---:------- !Fair IGood !Good IGood !Good IVery !Very ]Good IGood IVery" l I ! ! ] poor. ] poor. 1 j- l poor, aD- ]Poor`. ]Fair IGood IGood !Good !-Very IVery ]Fair ]Good !Very poor, poor, j ! l poor. MbB------------=--IVery: ]Poor IGood IGood !Good (Poor IVery ,Poor ]Good !very I ipoor. I i 1` ! I, ! poor. 1 ! ] poor, . I . 1 I # i I € i ! ! �MbC, MbD----------]Very !Poor [Good !Good IGood ]Very ]Very ]Poor IGood IVery I poor. 1 ! I ! ! poor, ] poor. 1 poor, i j I I ! f ] ] I ! . MOB---------------!Very IVery !Good/ !Good; !Good !Poor IVery (Poor ]Fair !Very I poor. 1 poor. 1 1 1 1 1 poor. 1 ] poor. i 1McCj Mc➢----------IVery ]Very IGood IGood IGood IVery !Very !Poor (Fair IVery ! poor:. 1 poor, I I I ! poor. I poor. ] I' I ;poor, .errimac: I I I ! I I r ] ! eA, MeB, MeC-----IFair (Fair !Fair lFair lFair IVery !Very !Fair IFair !Very ! ] # ! I ! poor, I poor. ] ] I poor. I # ! I € I l I I eD--------- IPoor !Fair ;Fair !Fair =Fair IVery IVery (Fair !Fair IVery l Ip € € I I poor; I poor, ! I I poor. (ontauk: MmB---------------IFair IGood !Good ]Good lGood jPoor !Very !Good !Good IVery 1 I ] 1 I 1 ', poor. !' ] ] poor. I I ! ! I f 3 ! ] ! tnB---------------]Very ]Very !Good #Good !Good #Poor IVery ',Poor ',Fair !Very I poor, I poor, ] ! j I ! poor, I ! ! poor. 1 # I l l I ! ! ! 1 MnC---------------IVery !Very !Good' !Good !Good IVery IVery !Poor' !Fair ]Very I poor. I poor. I ! ! 1 poor. I poor. I i I poor. luck,deep: Mu--------- _--IVery' IVery 1Poor !Poor' !Poor ]'Good ]Good !Very ]Poor !Good, I poor. I poor. ! l ] ] 1 I poor. 1 1 tck,shallow: I I I ! l ! ! I ! ] x----------------!very IVery !Poor 1Poor- !Poor !Good !Good lVery ]Poor !Good. !' poor. 1 poor. I !' j ] I €' poor. ! !: Narragansett: ! I I aB---------------lFair IGood IGood ]Good !Good ]Poor IVery !Good !Good !very j ] ] I ! ! poor. ! l ! poor. 'aC'---------------jFair IGood IGood IGood !Good !Very. !Very IGood !Good IVery I ] I I I poor. I poor. ' 1 ! ! poor. NbB---------------!Very !Poor !Good IGood' IGood' 'Poor ]Very !Poor €Good !Very l poor. ] I+ ! ] 1 1 poor. I i ! poor, tbC--- ---- ----!V'ery IPaor IGood IGood !Good ]Very ]Very jPoor . IGood !Very ! poor. 1 I I ! ] poor. ! poor. ! ! j poor. ] ! ] NcB--------------- Very IVery }`Good IGood ]Good ;Poor" !Very IPoor ` IFair: !Very' I poor, I poor, ]' I 1 I ] poor. 1 j ] :poor, See footnote at end of table. }� f'yid lr i ''..t•j 'f 172 SOIL. SURVEY TABLE 13.--WILDLIFE HABITAT POTENTIALS--Continued , J Potential for habitat elements 'Potential as habitat f+ Soil name' and J Grain I Grassesi Wild ! Hard- Conif- ' i Shallow! open- ! Wood- i Wet". map symbol ' and I and i herba•- I wood ! erous ! Wetland! water I land I land !' wild- seed J legumes! ceous ! trees I plants ! plants ! areas I wild- I wild- I life crops ` Plants ' ' ' ` life ' life Narragansett: NcC, NcD----------!Very 'Very !Good ;Good ;Good (Very 'Very !Poor !Fair !Very poor... ' poor. ! ' ! poor. !. poor. ! i 1 Door. •Ninigret: g-_-- ,Good ]Poor (Poor IGood !Good 'IPoor. __- ----_-!:Good 'Good !Good' !Good ' Paxton: Pab-- .------------'Fair 'Good !Good`- 'Good IGood (Poor 'Very !Good !Good !very i' I f !, I i poor. ' 1 i± poor. � r I r PaC- ------------�-!Fair IGood ` IGood 'Good 'Good 'Very (Very IGood !Good 'Very poor. ! poor. I ' ' poor, I PbB---- IVery 'Poor !Good !Good lG;ood 'Poor !Very !Poor IGood !Very I poor. I I ' ' ! ' poor. ! 1 ! poor. I i 1 ! ! ' I i i 1 PbC, PbD----------!Very !Poor 'Good !Good 'Good 'Very !Very !Poor !Good Jvery I poor. ! J ' ' poor. I Poor. ! ! I poor. I r PCB---------------]very !Very IGood` 'Good' !Good !Poor' (Very !'Poor IFair IVery I. Poor. ' poor. ' ! ' ! ! poor. 1 1 I poor, i '' ' ! ' I 1 1 . i PcC, PcD---- IVery ;Very !Good 'Good, IGood '` 'Very !Very `:Poor !Fair 'Very ! poor. ! pgor. I ! ' ' poor. i poor, I I poor. Peat-, ' Pe----------------!Very ]very !Poor !Poor` !Poor !Good IGood JVery Mo`r 'Good. J poor. 1 poor. i ! ! l I I poor. I I ! I ! I ! ! i A I I Podunkt ! ! ' I ! ! ! ! i 1 po-_-e__- ,poor ,Fair ,Fair -----_---' ' ' IGood'. !Good 'Poor !Poor !Fair ;Good JPnar;- ! I ' • ' ! I I ' ' I 1 Pollux: PuA, PuB, PuC-----IGood !Good !Good' 'Good` !Good 'Poor (Poor ;Good !Good !poor. !. ! ! ! I � Raynham: Ra----------------!Poor ''Fair !Fair' !Fair 'Fair 'Good: !Fair ''Fair !Fair (Fair. Ridgebury: Rd----- --- ---!'Poor !Fair JFair 'Fair !Fair IGood !Fair !Fair 'Fair !Fair. ! I I i It I I I i ReA---------------IVery !Very 'Fair' !Fair ,Fair IGood !Fair !Poor !Fair !Fair, poor. 1 poor-. i ! ReB---------------!Very !Very 'Fair !Fair !Fair 'Poor !Very !'Poor 'Fair !Very I poor. I poor. ' ! I ! I poor. I I I poor. I ! i ! J I I I i` ! !' Rook outcrop': Rf. 1 1RHD Rock outcrop part. Holyoke part----!Poor !Poor IFair !Poor. !Poor !Very !Very !Poor !Poor (Very poor,. ! poor. ! ! I poor. 1 RHE: Rock outcrop i !' I( ! ! I !' ` 1 t � ! part. Holyoke part----'Very !Poor !Fair !Poor !Poor IVery !Very !!Poor IPpor !Very ! poor; I i I ! ! poor. ! poor. ! ! ! poor. ; Rumney:; Ru----------------!>Poor- !Fair !Fair (Fair !Fair !Good !Fair !Fair (Fair (Fair, r r r r !� ! J' ' J ! . r r p + • See footnote at end of table;. 182 SOIL, SURVEY TABLE 14---ENGINEERING PROPERTIES AND CLASSIFICATIONS-'-Continued I' I Classification ,Frag € Percentage passing' € I Plat Soil name and IDep;thl USDA. texture; I - € Iments- 1 sieve number-- —!Liquid 1 tiaity map symbol I 1 1 Unified AASHTO 1 > 3 1 4 € 10 1 40 1 200 1 limit 1 index 1 ! I ]inches] 1 - 1 j InF _ j 1 I Lnt € Pot i Montauk: MmB`---------------1 0-7 [Fine sandy loam jML, SM €A-4, A-2€ 0 190-100€85-95 €55-90 130-85 € 10-25 j 2-4 .1 7-22IFin'e sandy loam 1SM, ML IA-2, 1 0-5; 140-100€85-95 155-90 j30-85. 1 <20 I NP-4 1 1 1 j sA-4 j I t 1 1 1 122-60€Loamy fine sand,ISM, SP-SMIA-2, € 5-10 €90-100180-95 130-70 1 5-40 1 <15 1 NP-2 I € loamy coarse - € 1 A-1, 1 j sand, gravelly I I A-4 € I loamy sand. € 1 I 1 I € . 1 I 1 1 1 1 1 1+riB;, MnC--------.--1 0-7 ]Extremely stony ISM, ML 1A-1, 1 5-25 €70-100155-75 €35-70 €20`--55 1 <20 1 NP-4 1 I fine sandy 1 1 A-2, 1 € I € 1 € 1 1 1 loam, - 1 I A-4 € I 17-221Fine sandy loam 'ISM, ML IA-2, I 0-5 190-100€85-95 €55-90 135-85 € <20 j NP-4 1 1 1 A-4 1 1 1 1 1 I` 122-601Gravelly loamy ISM, SP-SM€A-1, 1 5-10 €90-100180-95 130-90 1 5-40 1 <15 1 NP-2 1 1 sand, loamy 1 I A-2, € 1 I I I fine sand, 1 1 A-4 1. I I 1 I I I 1 j loamy coarse 1 1 1 1 1 ] € I I j I sand;, Muck,deep: Mu-=--------------1 0-601Sapric material IPt JA-B Muck.,shallow: Mx----------- -1 0-30ISaprie material IPt j,A-B 130-60]variable--------€ --- I --- € -- j -- € - i -. € --- i __- € --- I 1 ] ] I Narragansett: NaB, NaC----------I 0-8 1Very fine sandy 'IML, SM, IA-4 € 0-5 190-100185-95 175-95 140-65 1 <35" 1 NP-6 I I loam. € CL-ML 1 1 1 1 1 1 1 1 8-2813ilt loam, very 1ML, SM IA-4 I 0-5 €90-100175-95 165-95 €40-85 1 <35 1 NP-4 fine sandy 1 loam, loam. 128-60€Gravelly coarse ISM, SP 1A-1, A-21 5-15 155-BO 150-70 120-60 1 2,-35 1' --- ] NP 1 1 sandy loam, I 1 € ] 1 € 1 1 gravelly loamy ] j sand, sandy l 1 loam. 1 J ] ] ] € 1 1 1 1 I 1 'I I 1 1 1 NbB NbC----------1 0-8 €Very stony very ;€ML, SM, IA-4 1 5-20 1 90-1-00 i B5-95 i 75-95 i 40-65 I <35 1 NP-6 I j fine sandy 1 CL-ML i I 1 ] € I 1 loam, j I € ] 1 € 1 I I I b-26I Silt loam, very 1ML, SM IA-4 1 0-15 €90-100175-85 165-85 €40-75 1 <35 1 NP-4 1 1 fine sandy I 1 loam, I 1 1 I I 1 € € 1 128-6016ravelly coarse ISM, SP €,A--1, A-2'1 5-15 155-80 150-70 €20-60 1 2�-35 € --- I NP j 1 sandy loam, I € 1 I 1 € € I ] j 1 sandy loam, I 1 ] I 1 ] € 1 ] 1 € gravelly loamy I I 1 I 1 1 1 € 1 € sand, 1 1 I 1 f •1 I 1 1 RoB, NeC;, NcD-----1 10-8 !Extremely stony jML, SM, IA-4 125-35 €90-100185-95 j75-95 146`--65 j <35 1 NP-6 1 1 very fine sandyl CL-ML € l I loam. I 1 8-28€Silt loam, very 1ML, SM €A-4 1 5-15 190-100175�-85 €65-85 140.75 1 <35 1 NP-4 € I fine sandy i I loam. 1 1 I 1 1 I I 1 --- 1 128-60€Gravelly coarse ISM, SP €A-1, A-21 5-15 €55-80` 150-70 €20-60 € 2-35 1 j` NP` 1 j sandy loam, j 1 gravelly loamy j sand, sandy 1 loam. 1 41 ] See footnote at end of tablesek , HAMPDEN COUNTY, MASSACHUSETTS, CENTRAL PART 183 'FABLE 14.- ENGINEERING PROPERTIES AND CLASSIFICATIONS--Continued ! I I Classification 1Frag- € Percentage passing 1: ; Plas iil name and !Depth) USDA texture ; 1 Invents I sieve number-- !Liquid I tici'ty lap symbol. # 1 I Unified 1 AASHTO 1 > 3 # 4- 1 10 1 40 1 :200 1 limit # index I I I inches>' ' I , I c nigret € 1 i` I` 1 1_ €' ! J' €� � fig----------------1 0-10€F` ne •sandy loam ISM, ML IA-4 1 0' €-95-100 1 90-100 4PO-95 €40-65 € <25 1 NP-3 110--31IFine sandy loam, #SM IA-2, A'-4I 0` 195-100190=100€65-85 120-50 1 -- € NP I I sandy loam, € I I I I I I1 # €31-60€Loamy sand, 1SP, 'SM, 1A-1, 1 0-10 160-100145-1001'25-75 1 0-30 1` -- 1 NP € J sand. I UM A•-2,' i i 1 1 1 € 1 ton b,. PaC----------# 0-6 IFine sandy loam ISM, ML !A-2, A-4€ 0-10 !bO-95 175-90 160-85 130-65 1' <30: # NP-10 € 6-30IFine sandy loam, ISM, ML, IA-2, A-41 0-15 170-90 €65--90 '155-d5 125-65 1 <30' I NP-1i0 I 1 loam,, gravelly I SM,-SC i 1 1 sandy loam I I 1 1` I30-601Fine sandy loam, ISM, iML, !A-2, A-4I 0-15 '170-90 160-85 I55-75 120-60 €' <30 1 NP-10 I ! loam, gravelly 1 SM--SC I sandy loam. € 1 1 1 1 I € I € 1 I 1 1 € I 1 f 1 F 1 P'bB, PbC;, PbD=----1 0-6 ;Very stony fine ISM, ML !A-2, A-41 5-20 180-95 175-90 160-85 130-65 1 <30 1 <1'0 1 1 sandy loam. 1 1 1 1 1 1 1 I 1 1 6-301Fine sandy loam, ISM, ML, IA-2, A-41 5-20 170-90 165-90 155-85 125-65 1 <30' € <10 3 loam, gravelly I SM-SC 1 I sandy loam. € 1 I € € € # I € 130-60!Fine sandy loam, ISM, ML, J;A-2, A-41 5-15 €70-90 160-85 155-75 120-60 €' <30' I <10 1 foam, gravelly € SM.-SC ' 1 sandy loam. 3 1 1 J I I I I I 1 1 Icb, PcC, PcD-----€ 4-6 !Extremely stony ISM, ML i'A-2, A=4110-25 180-90 J70-65 €60-80 130-65 € <30 1 <10 1 1 fine sandy I I 1 I I €' 1 foam I 1 i6-30€Fine sandy loam, ISM, ML, lA-2, A-41 5-20 170-90 165-90 155-85 125-65 € <30 € 00 1 1 loam, gravelly € SM-SC I I I I I I I I 1 1 sandy loam, I 1 1 1 1 1 1 € I 130-601Fine sandy loam, ISM ML, IA-2, A-41 5-15 170-90 160-b5 155--75 120-60 1' <30' 1 <10 1 1 loam, gravelly I SM-SC 'sandy loam 1 I € € 1 € 1 1 1 1' I 3 3 1 1 f I I I # 1 Pe--- - ----•-I 0-60IFbric material 1Pt 1A'-g tunki o------ -----1 0-9 IFine sandy loam ISM, ML €A-4 € 0' 1 IGO 195-1,00160-100135-75 1 --- 1 'NP 9-60IFine sandy loam, ISM, SP-SMIA-2, .A-41 0 1 100 195-100150-85 115-50 €' ---' 1 NP' I I sandy loam,; 1 i 1 I I' ] , I I llux: ruA, PuB, PuC-----I 0-6 !Fine sandy loam ISM:, ML IA-4, A-21 0 €95-100185-100155-95 130-75 1 <40 € NP-6 16-341Sandy loam, fineISM, ML €A-2, A-4€ 0' 19o-100€85-100155-95 125-65 1 <40;> 1 NP-6 € 1 sandy loam, 1 I loam, €34-601Stratified silt IML, ±SM IA-4 1 0 195-100185-100165-100135-90 1- <40 1 NP-10 ! I to very fine 1 I sand. I I nham: I I I 1 3 I 1 1 I 1 1 ---_- _--_--_--1 0-7 ISiit loam-------IML 1A-4 1 0 1 100 195-100190-100170-90 €' --- # NP 17-24!Silt loam----- -1ML 1A-9 1 0 ! 100 1-15-100.190=100170-90 1 --- I NP 124-601S 1t loam-------IML IA-4% I .0 1 100 i95=`100190-100170-90 € - 1 NP` 1 1 J I I 1 gebury; ----------------1 0-6 (Sandy loam--- ISM, ML €A-2, A-41 0-15 170-100160-95 l45-65 125-65 I• - - I NP` 16-16ISandy loam, ISM, ML JA-2, A-41 0-15 165-95 €55-90 140-80 €20-60 € --- #' NP I - I gravelly loam. 1 1 I 1 1 I I I # 116-60ISandy loam, ISM, ML !A-2, A-41 0-15 165-95 €55-90 135-80 120-60 €' -w I NP' 1 I gravelly loam. ! € ! 1 i I I See footnote at end of 'table. HAMPDEN COUNTY, MAS.SACHUSETTS CENTRAL PART 191 TABLE 15. PHYSICAL AND CHEMICAL PROPERTIES OF SOILS--Continued 1 ! Available! ! Shrink- 1 Risk of corro§ o0 ._i Erosion Soil name and I Depthl Pernea- ," water I Soil I swell, 1 Uncoated 1 1 factors map symbol I ; bility ! capacity i reaction 1 potential! steel 1 Concrete I R I T 1, Jn; ; n/hr 1 Inlin I pH Ludlow: I ! I I ! ! ! 1 ! LuB--------------- 1 0-5 1 0.6-2.0 0.11-0.28 1 4.5-5,5 1 Lost---- --1 Low-------!'High:--_--_1 0.24 1' 3 1 5-24 1 0.6-2.0 10.09-0.24 1 4.5-5.5 ILow- ---!Low-- ----!High------1 0.43 1 124-60 1 <0.2 10,08-0.12 1 5,1-6.0 ILow-------!Low-- ----1'High------1 0.17 1' Lwb---------------! 0-5 1 0.6-2.0 10.11-0.28 1 4.5-5.5 !Low-------!Low e- ----I'High-•------1 0.17 1 3 1 5-24 1 0.6-2.0 10.09-0.24 1 5.1-5.5 !Low---- -!Low-------!"High------1' 0.43` 1 124-60 1 <0.2 10.08-0.12 ! 5.,1�-6.0 !Law- --!Low-- -•--!High------1 0.17 i Lxb, '3,xC----------i 0-5 i 0.b-2.0 10.11-0.28 1 k.5-5.5 !Low.......!Low-------Nigh i 0.17 1 --- 1 5-24 1 0.6-2.0 I0.09-0.24 1 5.1-5.5 !Low-------!Low-------Nigh------1 0.43 1 124-60' 1 <0.2 • 1`0.08-0.12 ! 5.1-6.0 !Low--- --!Low-------!High------ i 0.17 Meckesville: 1 I I ! I I ! I i MaB, MaC, MaD-----1 0-8 1 0.6-2.0 10.14-0.18 1 4.6-5.5 ILow- ---ILow-- ----!High -----! 0.32 1 4' 1 8-19 ! 0.6-2.0 10.12-0.16 1 4.6-5.5 !Low-------!Low-------I'High - ----!"0.28 1 ;19-60 ! 0.2-0.6 10.08-0.12 1 4.6-5.5 -Low-------!Moderate IHigh------1. 0.28 1 MbB, MbC, MbD- ---! 0-8 1 0.6-2.0 10.12-0.16 ! 3.6-5.0 !Low- -ILow-- -----!High------1 0.32 ! 4 ! 8-19 ! 0.6-2.0 10.10-0.14 1 3.6-5.0 !Low- --!Low-------!High------! 0.28 ! 119-60 1 0.2-0.6 10.08-0.12 1 3.6-5.0 !Low y--•--- !Moderate IHigh------1 0.2b 1 ! I I ! I ! ! 1 i .MCB, MCC, MCD----`-! 0-8 ! 0.6-2.0 10.10-0.14 1 3.6-5.0 !Low--- - !Low-------!High------1 0.32 1 4- 1 8-19 1 0.6-2.0 10.10-0.14 1 3.6-5.0 !Low- ---!Low-------Nigh------1 0.28 1 119-60 ! 0.2-0.b 10.08-0.12 ! 3.6-5.0 ]Low- : --_--!Moderate !High------i 0,26 1 Merrimac: I ! 1 I 1 ! 1 i I MeA, MeB, MeC, MeD- 0-7 1 2.0-6.0 10.12-0.18 1 3.6-5.5 ]LOW-------!Low-------!,High------1 0.17 1 3 1 7-15 1 2.0-6.'0 10.10-0.18 1 3.6-5.5 .lLou-------ILow-------!High------1 0.24 1 115-26 ! 6.0-20.0 10.07-0.14 1 3.6•-5.5 ILow- ---!Low-- I'High------1 0.17 1 126-60 ! 6.0-20.0 10.01-0.08 ! 3.6-5.5 !Low-------!Low-------lHigh-- --•-1 0.17 1 ` Montauk: I MmB---------------1 0-7 1 0.6-2.0 10.16-0.20 1 3.6-5.5 ILow-------!Low-------Nigh------1 0.43 I' 3 1 7-22 ! 0.6-b.0 1-0.10-0:.1b 1 3.6-5.'S ILOW-------ILow-•--•-- IHigh------1 0.241 122-60 10.06-0.6 10.02-0.08 1 3.6-5.5 !Low- ---!Low-- ----!'High------1 0.20 1 nB, MinC----------- 0-7 1 0,6•-6.0 10.11-0.15 i 3.6-5.5 ILow-------!Low-------(High-----•-i 0,28 I 3 1 7-22 ! 0,6-64 i10.10-0.16 1 3.6-5.5 ILow-------!Low-------(High------1 0.26' I 122-60 10.06-0.6 10.02-0.16 1 3.6-5.5 ILow----:----I Low-------Nigh------1' 0.24 1 Mu------------ I 0-60 ! 0.6-20 10.18-0.30 13.6-6.5 iLo�r-------lHigh------IHigh--•-•---1 --- i --- I Muck,shallow: 1 I I i I ! 1 1 i Mx----------------1 0-30 1 0.6-20 10.18-0.30 ! 3.6-6.5 ILow-------Nigh'------!High------I --- I --- 130-60 1 0,6-20 10.02-0.18 ! 4.5-6.5 ILow-------!High)------!High------I --- i I I I I I I I .I ! Narragansett: 1 I I I I I I 1 ! NaB, ;NaC----- -----1 0-8 ! 0.6-2.0 10.14-0.20 1 4.5-5.5 ILow-------!Low-------IModerate 1 0.32 1 3 1 8-28 ! 0.6-2.0 10.17-0.24 1 4.5-5.5 'Low-------!Low-------1Modera'te 1 0.43 1 128-50 1 2.0-20,0 10.08-0,16 1 4.5-5.5 . !Low-------!Low-------IModerate ! 0.28 1 NbB, 'NbC----------1 0-$ 10.6=2.0 i0,12-0.18 ! 14.5-5.5 !Low- ---!Low:-- ----!`MOderate ! 0.32 ! 3- ! 8-28 1 0.6-2:0 10.17-0.24 ! 4.5-5,5 -!Low-------ILow-------IModerate 1 0,43 1 128-60 1 2.0-20 0.08-0,16 '4.5-5.5 !Low-------!Low- !Moderate 1 0.28 1 ' 1 1 1 11 I I 1 HeB, NoC, NeD-----1 0-$ ! 0.6-2.0 10,10-0,16 1 4.5-5.5 ILow-------ILow-- ----!Moderate 10,32 I 3 1 8-28 1 0.6-2,0 10.17-0,244 1 4.5-5.5 !Low-------!Low-- -----Moderate ! 0.43 1 128-60 1 2.0�-20 10.08-0.16 1 4.5-5.5 ILow ---ILow• ;Moderate i 0.26 1 Ninigret: I ! I ! 1 1 1 11 Ng----------------1 0-10 1 2.0-6.0 i 0.13-0.20 1 4.5-5.5 !Low--- ---I Low ----Nigh------1 0.28 1 3' . 110-31 1 2.0-6.0 10.10•-0.18 ! 4.5-5.5 !Low- --)Low-- -----High------1 0.43 131-60 1 '6.0-20 10,02-0.13 I �4.5-5.5 ILow-------,Low-------!High---- 0.17 1 Paxton: , - I - I - i i _ . i i 1 I I Pab, PaC----------1 0-6 10.60-6.0 10:13-0.20 1 4.5-5,5 'ILow-------ILow-------!Moderate 1 0.24 1 3 1 6-30 10.60-6.0 10.10-0.18 1 5.1-6.5 !Low --ILow-- ----!Moderate ! 0.43 1 130-60 10.06-0'.6 10.06-0.12 1 5.1-6.5 !Low-------ILow--- ---!Moderate 1 0.17 1 I I I I i • ! ' I . ! - Pbb, PDC, PbD-----1 0-6 1 0.6-6.0 10.10-0.18 1 4.5-5.5 !Low ---ILow- ---!Moderate 1 0.24 I 3 1 6-36 1 0.6-6.0 10.10-0.18 1 5.1-6.5 !Low----- ILow-------'Moderate 1 0.43 1 130-60 10.06-0,6 10.08-0.12 ! 5.1-6.5 !Low-------ILow-------!Moderate 1 0.17 1 PcB,, PcC, PeD--- -1 0-6 10.0-6.0 10.05-0.15 14 5-5.5 !Low-------1Low-------IModerate 1 0,24 1 3 1 6-30 10.60-6.0 lO.10-0.18 1 5.1-6.5 !Low-------!Low-------'!Moderate 1 0.43 ! f 130-60 10.06-0.6 !0.08-0.12 1 5.1-6.5 !Law------ !Low-------!Moderate -1 0.17 1 See footnote at end of table, _ �......♦ . _.... ... „..: ... _ _ .. .iy._.Mnarw..u..wurw.e._.vnwr.+.w+.�lwl�w^%Iwww-..iw+4'r w+/p+w+rwrr_w"_ —.�—wMX+�rdMlw+±+ { Y' rt „ 196 SOIL SURVEY TABLE '16.--SO L A14D WATER FEATURES--Continued [Hydro-I Flooding _ High water table Bedrock Soil name and !. logicR ! 1 I I « # lPotentiaxs. map symbol !group Frequency 01 Duration !Months ! Depth ! Rind !Months i Depth Hard- ; frost Hess action :^ ! ! 1. ! —•— I. Ft:... 1 In Charlton: l.CrC: Rook outcrop• ! ! ! ! ! ! ! ! ! part. 1 I 11 f I I I I I Hollis part----! CID !None--------! --- ; --_ >6.0 ! ! 10-20 4Hard ;Moderate " �w „py 1CrD: Charlton part--! B !None--------- >6.0' ! - ! > 0 ! - !Low. Rock outcrop Hollis part----' C/D !None--------! --- >6.>6.0 ! 10-20 !Hard !Moderate Deerfield: De--------------- B INone--- ----°s _ g _ 11.0-3.OlApparent;0ec-Apr! >60 ! --- Moderate: Eldridge: EdB--------------! C !None--------I 11.0-2.0lApparent!Jan-May! >60 ; --- !Moderate. Enfield, E'nA, EnB, EnC----a B !None-- -----! _-_ ! -- ! >6.0 ! --- ; ! >60 ! !Moderate I I Enosburgs ! ! 7 ! ! ! I ! Es------------; D !None--------! --- ! --- 10.5-1.01ApparentlNov-May! >60 ! !Moderate. GlQnuoastar; CfB--------------! A. !None--------! __- E_ >6.0 ! - - ! W-_ ! >60 !Hard !Lox. GhB, GhC, GzB, GxC, GxD---------! A !None-------- - - ! -,®- ! >6.0 ! ,. ! ._. ! >60 ! !Low. r Hadley: ! ! ! I ! ! ! ! ! Eta, HbA-, HbB-----! B !Common------!Brief-----10at,-Apr!'3.0-6.,0!Apparent!Nov-May! >60 ! _- !High'. ! ! ! ! ! It ! ! ! ! Hinckley. a 1 a I I I C 1 4 I 1 a 1 C I d HgA, HgB, HgC- ! ! ! ! ! ! ! ! ! ! HgD, HSE----- ---a A !None-- -----1 -_ ! -_ ! >6.0 ! __- ! " ->60 ; --- TLow. Holyoke: I I It I ! ! I f It 1 HoB, HoC---------! ClD !None----------1 >6.0 ! - ! --- ! 10-20 !Hari! !Moderate. 1HrC: 1 ! ! ! 1 ! ! I Holyoke part---! CJD !None--------! --- ! .__ ! >6.0 ! - - ! --- 1 10-20 !Hard !Moderate; Rook outcrop } a f Limerick. ! ! ! ! ! ! ! ! ! ! Lk -------- ----! C !Frequent----!Brief-----!Apr-Jun!'0.5-1.5!Apparent!Jan-Jun! >60 ! - !High. Ludlow; LuB, LwB, LxB, i ! ! ! ! ! ! ! ! ! LxC----_---------�! C :None--------! ---a ! -- 11.5-2.0lPerched !Nov Apr! >60 ! --- !High, Meckesville: MaB, MaC, MaD, d ! 4 ! 1 1 F M ! A MbB, MbC, MbD, 1 1 ! ! ! ! I ! ! ! McB, McC, MoD---_! C '!None--------- -_ ! -- 12.5-3.5!Perched l by-Aprl °>60 ! -_- 'Moderate. s Merrimac.* MeA, MeB, MeC, ! ! ! ! ! ! ! ! ! ! MeD---------------! A !None-------- . .- ! r >6.0 ' ! --- ! >60 ! --- !Loco. .:C Montauk. rB--------- ----! C !None--------! - ! ___ ! 2-3 !Perched !Apr-May!, >60 ! --- l'Moderate See 'footnote at end of table. } ti l + :w n ffiCUDEN COUNTY, MASSACRUSETTS, CENTRAL FART 197 TABU 16.--SOIL AND WATER FEATURES--Continued ,Hydro—a Flooding ; High water table 1 Bedrock ; oil,name and I logic! 1 ! l { !Potential map symbol 'group [ Frequency { Duration [Months 1 Depth I Kind ;Months { Depth ® Hard- [ frost Hess I action jn 1 Montauk: " 2-3Pered Apr-May !ModeratMnB, MtC---- __ C {None------ - e. uck,deep: Mu--------------- D !Frequent----,Very long 'Nov-Jun! +1-1.0[ApparentaSep-June >60 1 -°-- j'High. Muck,shallow: ------- __--', D 1Frequent---_1Very long !Nov-Jun! +1-1.01ApparentlSep-Jun! >60 a - !F1igh; tarragansett: NaB, NaC, .NbB, 1 a a ! NbC, Nee, NcC', a a { ! a 1 I [ a NcD---------------a B !None-- --_a { .�_ ; >6.0 >60 ! -°- !moderate. nigret. a ! a a a a a a ! a Ng------- --------1 B !None---------- 11.5=3.5{Apparent INov-Apra >60 i - - Nod erate. Axton: PaB, PaC, PbB.., PbC, PbD, PcBr Pets, PeD--------1 C !Norge-=------ __. -__ a 2-3 !Perched 1Nov-Mare 60 !Hard ',Moderate. Eat: Pe---------------, D !Frequent----!Very lung !Nov-Jun! +1-1.OjApparentiSe;p-Junrr, >60 1 _ - ,High. l@ P:odunk:' Po-- -----------1 B !Frequent----!Brief----<;Nov-May; 1-5-3.01Apparent1Nov-May >60 1 --- !Moderate. lollux: ! I ! I I I ! Pu,A, PuB," PuC----9 C Mone-------- __, __ 1 >6.0 1 --- 1 -> _ >60 ! _- [Lour. Raynham, Ra---------------1 C !None--- ----i - 1 =-- 10.5-2.01 Apparent l Npv-Jun i >60 1 --- ;Hi b. 1 debary' ad, ReA, ReB-----1 C [None-------- ! 0-1.5lPerched !Nov-May! >60 e -_:® Ak outcrop: [ I X ! b 1RHD Rock outcrop [ part. X Holyoke part---1 !G/R 1N�lne---__,.--1 __,,. ! --_ 1 >b.0 i --- � -�_ l 10-20 {Hard !moderate. � l e 1 e 1 1 1 7RHF' [ ! ! [ a a a l l Rock outcrops part..., a a e M a [ 1 a I a Holyoke part---[ C/D None--------1 _-- I --_ ,r >6.0 i - 1 --- 1 10-20 !Hard !Moderate. umney. Bu-----.-.--_--_--_1 C 'Frequent----:Brief-----;Nov-Maya 0-1.5iApparent'!Nov-Jun i >60 ,Fl gh. .Saco Variant: Sa---------------[ D !Frequent----[Brief-----;Nov-Apra 0-0.5!ApparentlOCt-Jun, >60 1 --- [High. antic Variant: a ! a a a a ! a ! { e_.._-------- ---1 C 'None-- -----1 _-- 3 -__ ! 0-1.5l ero ed 'Oct-Jun! >60 1 _-- ;High.ts . Sc arboro; e--------------- D !Rare-- -----1 -- l -_- ! 0-1.'0jApparentlOct-July >60 ! _-- !High. tltuate* a SgB, ShB---------1 C !None-------- _ ; -_ 11.0-3.0lPerched ',1Dec-Apra >60 a ._- 'Moderate. dbury rB--------------1 B 'None-- -----1 ---, [ --- 11.0-3.0lApparentlDec-Apr; >60 1 - - ',Moderate. See footnote at end of'table. 1 HAMPDEN COUNTY, MASSACHUSETIS, CENTRAL PART 199 TABLE 17.--CLASSIFICATION OF THE SOILS Rn asterisk in the first column indicates a taxadjunct to the series. See text for a description of those characteristics of this taxadjunct- that are outside the range of the series] Soil name ; Family or higher taxonomic class gawam------ _ --1 Coarse-loamy over sandy or sandy skeletal, mixed, mesic Typic; Dystrochrepts; mostown Coarse-loamy, mixed, mesic Typic Dystrochrepts Belgrade---------------- ; Coarse-silty, mixed, mesio Aquic Dystric Eutrochrepts Brimfield- ---- -------.1 Loamy, mixed, mesic Lithic Dystrochrepts roadbrook---- --1 Coarse-loamy, mixed, mesic Typic Fragiochrepts rookfield---- -1 Coarse-loamy, mixed, mesic Typic Dystrochrepts uxton Variant------ ----- Coarse-silty over clayey mixed, mesic Aquic Dystrochrepts Carver--------------------, Mixed, mesic Typic Udipsamments Charlton------------------1 Coarse-loamy, mixed, mesic Typic Dystrochrepts eerfield---- ---- -1 Mixed, mesic Aquic Udipsamments _ ldridge------------------'i Sandy over loamy, mixed, nonacid, mesic Aquic Udorthents nfield------------- ---i; Coarse-silty over sandy or sandy-skeletal, mixed, mesic Typic, Dystrochrepts nosburg------------------1 Sandy over loamy, mixed;, nonacid, frigid Mollic Haplaquents Gloucester--- --- -- Sandy-skeletal, mixed, mesic 'Typic 'Dystrochrepts �adley- ------------- Coarse-silty; mixed, nonacid, mesic Typic Udifluvents nekley------------ -- - Sandy-skeletal, mixed, mesic Typic ;Udorthents ollis- ---; Loamy, mixed, mesic Lithic Dystrochrepts' olyoke----------- ---1 Loamy, mixed, mesic Lithic Dystrochrepts , Limerick-- --------------1 Coarse-silty, mixed, nonacid, mesic ;Typic 'Fluvaquents �udlow--------------------1 Coarse-loamy, mixed, mesic Typic Fragiochrepts eckesville---------------; Fine-loamy, mixed,� mesic Typic Fragiudults errimae------------------; Sandy, mixed, mesic Typic Dystrochrepts ontauk------------------ 1- Coarse-loamy, mixed, mesic Typic Fragiochrepts Muck,deep-----------------; Typic Medisaprists: .Typic Medihemist;s: Fibric Medisaprist's uck,shallow- --1 Terrc Medisaprists; Terric Medihemi'sts arragansett = --1 Coarse-loamy, mixed, mesic Typic Dystrochrepts nigret ---- ---------; Coarse-loamy over sandy or sandy-skeletal, mixed,, mesic Aquic Dystrochrepts l Paxton------ ---------- -1 Coarse-loamy, mixed, mesic Typic Fragiochrepts Peat--- ----1 Typic Medifibrists; Heroic Medifibrists odunk--------------------1 Coarse-loamy, mixed, mesic Fluvaquentic Dystrochrepts ?lux-- -- - - ; Coarse-loamy; mixed, mesic Typic Dystrochrepts Wham------------ ----1 Coarse-silty, mixed, nonacid, mesic Aerie Haplaquepts i ..-dgebury --- --- Coarse-loamy, mixed, mesic Aerie Fragiaquepts Rumney--------------------; Coarse-loamy, mixed, acid, mesic Typic Fluvaquents I,aco Variant-- --1 Coarse-silty, mixed, nonacid, mesic Aerie Fluvaquents cantic 'Variant --_1 Coarse-silty over clayey, mixed, nonacid, mesic Typic Haplaquepts carboro------------- - Sandy; mixed, mesic Histic Humaquepts Scituate------------------1 Coarse-loamy, mixed, mesic Typic Fragiochrepts Sudbury------------- ----1 Sandy, mixed, mesic Aquic Dystrochrepts Muncook------------------- Mixed, mesic Typic Udipsamments errace escarpments --1 Typic Udorthents nadilla—--------- -----1 Coarse-silty, mixed, mesic Typic Dystrochrepts Wareham------------------------ Mixed,'mesi`c Mollie Psammaquents Wethers'field-------------- Coarse-loamy, mixed, mesic Typic Fragiochrepts hitman`-------------------; .Coarse-loamy, mixed, mesic Typic Fragiaquepts 1lbraham-----------------1 Coarse-loamy, mixed, mesic Aquic Fragiochrepts indsor-------------------1 Mixed, mesic Typic. Udipsamments` inooski-- --------1 Coarse-silty, mixed, nonacid, mesic Aquic Udifluvents Woodbridge--- ------------; Coarse-loamy,_mixed, mesic Typic Fragiochrepts I; r-- eI1.S rA41C1YENf PRYfiI1C OFFtc[197a-295-12b 172.. i i` ' i Vanasse HangenBrustlin,lnc. Appendix C Hydrological Analysis 1 1 1 1 1 1 1 1 1 1 tPA0921 1.00\reports\Drainage Typhoon Waterside\Drainage Keport.doc anasse Mangen @rustlin:,Inc. Hydrocad Analysis: Existing Conditions P,\04211.00\reports\Drainage-`yTh n4Waterslide\Drainagelteportdoc Ex arking r y� s X L/ r, Drainage Area 40 Drainage Area 10 Ex. Water Park Drainage rea 30 Drainage Area 20 Ex. Water Perk Ex. travel Parking t our [ -a' art Lift Drainage Diagram for 00211 s.., Prepared b y(enter your company name here) 1212712004 HydroCADOI.00 stn'C}€a1234 1 98 -20G3 fpp11e 'wcrcacomter Systems VRB Vanasse Hangen Brustlin,;Inc. 2-Year Storm Event - Existing 1 1 1 1 1 1 1 1 r P:\09211.00\reports\Drainage-Typhoon Waterslide\Drainage Report.doc 09211-EX Type ll124-hr Hamp-02 Rainfall=3.00" Prepared by{enter your company name here) Page 2 HydroCAD@ 7.00 sln 001234 O 1986-2003 Applied Microcomputer Systems 12/27/2004 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Star-Ind+Trans method Pond routing by Stor-Ind method Subcatchment 10: Drainage Area 10 Runoff Area=12,632 sf Runoff Depth=1.15" flow Length=259' Tc=5.1 min CN=80 Runoff=0.42 cfs 0.028 of Subcatchment 20: Drainage Area 20 Runoff Area=54,014 sf Runoff Depth=0.23" Flow Length=374' TcW3.2 min CN=58 Runoff=0.16 cfs 0.024 af; 1 Subcatchment 30 Drainage Area 30 Runoff Area=46,609 sf Runoff Depth=1.86 Tc=5.0 min CN=90 Runoff 2.48 cfs 0.166 of Runoff Area=37 897 sf Runoff De" th=2.41 Subcatchment 40: Drainage Area 40 p Tc=5.0 min CN=96 Runoff=2.45 cfs 0.175 af` Reach X1000: Ex. Water Park Inflow=0.42 cfs 0.028 of Outflow=0.42 cfs 0.028 of Reach X2000 Ex.Water Park; Inflow=0.16 cfs 0.024:af Outflow=0.16 efs 0.024 of Reach x3000: Ex. Gravel Parking Inflow=2.48 cfs 0.166 of Outflow=2.48 cfs 0.166 of Reach x4000:<Ex. Parking Inflow=2.45 efs 0.175 af' Outflow=2.45 cfs 0.175 af' Total Runoff Area= 3.470 ac Runoff Volume = 0.393 of Average Runoff Depth= 1.36 1 09211-EX Type /if 24-hr Hamp-02 Rai nfall=3.00" Prepared bye-{enter your company name here) Page 3 HydroCADO 7.00 s/n 001234 @ 1986-2003 Apgfied Microcomputer Systems 12/27/2004 Subcatchment 10: Drainage Area 10 Runoff 0.42 cfs @ 12.08 hrr,, Volume= 0.028 af, Depth= 1.15" Runoff by SC S TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" Areas CN .Description 9,583 74 >75% Grass cover, Good, HSG C 1049 98 Paved parkinaA roofs 12,632 80 Weighted Average Tc Length Slope Velocity Capacity Description mrn (feet) (ft/ft) (ft/sec) (Cfsl 27 100 0.0030 0.6 Shoot Flow, Flow from west to east Smooth surfaces n= 0.011 P2= 3.00" 2.4 159 0.0030 1.1 Shallow Concentrated Flow, Flow from west to east Paved Kv--20.3 fps_ 51 259 Total 09211-EX Type ///24-hr Hamp-02 Raintall=3.00" Prepared by{enter your company name herej Page 4- HydroCADO 7.00 s/n 001234 @ 1986-2003 Applied M222mputer aZ2!2,ms 12/27/2004 Subcatchment 20: Drainage Area 20 Runoff 0,16 ct @ 12.26 hrsi Volume- 0.024 at; Depth= 0.23" Runoff by SCS TR-20 method, UH=SCS,Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" Area (sf) Cif Desch2tion 17,676 30 Beach Sand 11,042 61 >75% Grass cover, Good, HSG B 2,178 98 Paved parking & roofs 23,118 74 >75% Grass ever, Good, HSG C 54,014 58 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) Wilt) (ft/sec) cfs) 1.8 100 0.0080 0,9 Sheet Flow, Flow from west to east Smooth surfaces n=0.011 P2= 3,00" 1,4 274 0.0400 3.2 Shallow Concentrated Flow, Flow from west to east unpaved Kv= 16.1 fps 32 374 Total 09211-EX Type /// 24-hr Hamp-02 Rainfall=3.00" Prepared by jenter your company name here] Page 5 HLdroCADO 7.00 s/n 001234 @ 1986-2003 Al lied Microcomputer Systems 12/27/2004 Subcatchment 30: Drainage Area 30 Runoff = 2.48ds@ 12.07hr4 Volume= 0.166af, Depth= 1.86" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3,00" Area JLfL Cl Description 19,396 98 Paved parking & roofs 20,227 89 Gravel roads, HSG C 6,986 74 >75% Grass cover, Good, HSG C 46,609 90 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fVsec) (cfs) 5.0 Direct Entry, Direct Entry 09211-EX Type III 24-hrHamp-02 Rainfaff=3.00" Prepared by{enter your company name here} Page 6 HydroCADV 7.00 s/n 001234 C 1986-2003 A221ied Microcom2uter Systems 12127/2004 Subcatchment 40: Drainage Area 40 Runoff 2.45 cfs @ 12.07 hr Volume 0.175 af Depth= Z41" Runoff by SACS TR-20 method, UH=SCS, Time Span=5.00-20.00 hrs, di- 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" Area (D CN Descri2tion 34,412 98 Paved roads w/curbs & sewers 3,485 79 50-75% Grass cover, Fair, HSG C 37,897 96 Weighted Average Tc Length Slope Velocity Capacity Description (min) ffeeD,- , Lft/ft) fuse 't/ c_ f ds) 5.0 Direct Entry, Direct Entry 09211-EX Type H/ 24-hr Hamp-02 Rainfalf=3.00". Prepared by (enter your company name here) Page 7 HydroCADID 7.00 s/n 001234 @ 1986-2003 Applied Microcom2uter Systems 12127/2004 Reach X1000: Ex. Water Park Inflow Area = 0.290 aq Inflow Depth = 1.15 for Hamp-02 event Inflow 0,42 cfs @ 12.08 hr4 Volume= 0.028 of Outflow = 0.42 cfs @ 12.08 hr4 Volume= 0.028 af, Men= 00/4 Lag= 0.0 min Routing by Star-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 09211-EX Type /H 24-hr Hamp-02, Rainfall=3.00" Prepared by(enter your company name here) Page 8 HydroCADO 7.00 s/n 001234 @ 1986-2003 Lelied Microcomputer Systems 12/27/2004 Reach X2000: Ex. Water Park Inflow Area 1.240 aq Inflow Depth = 0.23" for Hamp-02 event inflow 0.16cfs@ 12.26hr-s Volume- 0.024 of Outflow 0.16efs@ 12.26hr4 Volume= 0.024af, Aften= O% Lag= O,Omin Routing by Star-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 09211-EX Type 1/1 24-hr Hamp-02 Rainfa11=3.00" Prepared by {enter your company name here} Page 9 HydroCADO 7.00 s/n 001234 @ 1986-2003 Applied Microcomputer Systems 12/2712004 Reach x3000: Ex. Gravel Parking Inflow Area 1.070 ac; Inflow Depth= 1.86" for Hamp-02 event Inflow = .48 cfs @ 12.07 hrA Volume= 0.166 of Outflow 2.48 cfs @ 12.07 hrA Volume= 0.166 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs 09211 j- Type t11 -far Hamp-02 Rain all=3. " Prepared by (enter your company name here) Page 1 Hydro A 7. sfn 001234 @ 1986-2003 Applied Microcomputer Systems 12/ 7/2004 Reach x4000: Ex. Parking i Inflow Area 0.870 ac, Inflow depth = 2.41" for H mp-02 event ■ Inflow 2,45 cfs @ 12.07 hrs; Volume= 0.175 of Outflow = 2.45 cfs@ 12.07 hrA Volume-.= 0.175 af, Atken= 0% Lap= 0.0 min Routing by ator-Ind+Trans method, Time $pan= 5.00-20.00 hrs, dt= 0.05 hrs Vanasse Hangen Srusttin,Inc. 1VRB 1 O-Year Storm Event- Existing 1 1 1 1 PA09211.00\reports\Drainage-Typhoon Watersiide\Drainage Report.doc 09211-EX Type Ill 24-hr Hamp-10 ;Rainfall=4.60" Prepared by {enter your company name here} Page 11 HydroCADO 7.00 sln 001234 O 1986-2003 Applied Microcomputer Systems 12/2712004 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method Pond routing by Stor-Ind method Subcatchment 10: Drainage Area 10 Runoff Area=12,632 sf Runoff Depth=2.38" Flow Length=259' Tc=5.1 min CN=80 Runoff=0.86 cfs 0.057 of Subcatchment 20 Drainage Area 20 Runoff Area=54,014 sf Runoff Depth=0 86"` Flow Length=374' Tc=3.2 min CN=58 Runoff=1.24 cfs 0.088 of Subcatchment 30: Drainage Area 30 Runoff Area=46,609 sf Runoff Depth=330" Tc=5.0 min CN=90 Runoff=4.27 cfs 0.294 of Subcatchment 40: Drainage Area 40 Runoff Area=37,897 sf Runoff Depth=3.89" Tc=5.0 min CN=96 Runoff=3.86 cfs 0.282 of Reach X1000: Ex. Water Park inflow=0.86 cfs 0.057 of Outflow=0'.86 cfs 0.057 of Reach X2000 Ex. Water Park' Inflow=1.24 cfs O.os8 of Outflow=1.24 cfs 0.088 of Reach x3000: Ex. Gravel Parking` lnflow=4.27 cfs 0.294,af Outflow=4.27 cfs 0.294 of Reach x4000: Ex. Parking Inflow=3.86 cfs 0.282 of Outflow=3.86 cfs 0,282 of Total Runoff Area =3.470`ac Runoff Volume = 0.722 of Average Runoff Depth =2.50" 0 211-EX Type 11124-hr Hamp-10 Ra1nfa11=4.60" Prepared by (enter your company name hare) Page 1 Hi draCA 7.00 s/n 001234 @ 1986- 003 Applied Microcomputer Systems 12127/2004 ubcatchrnent 10: Drainage Area 10 Runoff 0.86 cfs @ 12.08 hrs� Volume 0.057 at Depth= 2.38" Runoff by SCS TR-20 method, UIH=SC , Time Span= 5.00-20.00'hrs, dt= 0.05 hrs Type III 4-hr Hamp-10 Rainfall 4.60" Area (sD CN Descri tion 9,58 4 >75% Grass cover, Good, FPS 3,049 98 Paved parking & roofs 12,632 80 Weighted Average; Tc Length Slope Velocity Capacity Description min feet MI ftlsec �cfs) 2.7 100 0.0030 0.6 Sheet Flow, Flog from west to east Smooth surfaces n= 0.011 P =3.00" 2.4 159 0.0030 1.1 Shallow Concentrated Flown, Flow from west to east Paved lv= 20.3"f s 5.1 259 Total 09211-EX Type it/ 24-hr Hamp-10 Rainfall=4.60" Prepared by (enter your company name here) Page 13 HydroCADV 7.00 s/n 001234 @ 1986-2003 Applied Microcomputer Systems 12/27/2004 Subcatchment 20: Drainage Area 20 Runoff 1.24 cfs @ 12.07 hr4 Volume= 0.088 af, Depth= 0.86" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-10 Rainfall=4.60" Area (so CN Description 17,676 30 Beach Sand 11,042 61 >75% Grass cover, Good, HSG B 2,178 98 Paved parking & roofs 23,118 74 >75% Grass coypr, Good, HSG C 54,014 58 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 1.8 100 0.0080 0.9 Sheet Flow, Flow from west to east Smooth surfaces n= 0.011 P2= 3.00" 1.4 274 0.0400 3.2 Shallow Concentrated Flow, Flow from west to east Unpaved Kv= 16.1 fps 3.2 374 Total 09211-EX Type I// 24-hr Hamp-10 Rainfall=4.60" Prepared by (enter your company name here) Page 14 HydroCADO 7.00 s/n 001234 @ 1986-2003 Applied Microcomputer Systems 12/27/2004 Subcatchment 30: Drainage Area 30 Runoff 4.27 cfs @ 12.07 hrs; Volume= 0.294 af, Depth= 3.30" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-10 Rainfall=4.60" Area (sD- CN Description 19,396 98 Paved parking & roofs 20,227 89 Gravel roads, HSG C 6,986 74 >75% Grass cover, Good, HSG C 46,609 90 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Entry 09211-EX Type Ill 24-hr Hamp-14 Rainfall=4.60"` Prepared by {enter your company name here) Page 15 HydroCADS 7.00 s/n 001234 O 1986-2003 Applied Microcomputer Systems 12/27/2004 Subcatchment 40: Drainage Area 40 Runoff 3.86 cfs @ 12.07 h`rs, Volume= 0.282 of, Depth= 3.89 Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs, Type III 24-hr Hamp-10 Rainfall=4.60" Area sf CN Description _ t 34,412 98 Paged roads w/curbs & sewers 3 485 79 50-75% +Grass cover, Fair, HSG C 37,897 96 Weighted Average tTc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs);. 5.0' direct Entry, direct Entry 1 1 09211-EX Type /// 24-hr Hamp-10 Rainfall=4.60" Prepared by {enter your company name here) Page 16 HydroCAD@ 7.00 s/n 001234 @ 1986-2003 Applied Microcompqter Systems 12/2712004 Reach X1000: Ex. Water Park Inflow Area = 0.290 ar, Inflow Depth = 2.38" for Hamp-10 event Inflow 0.86 cfs @ 12.08 hM Volume= 0.057 of Outflow 0.86cfs@ 112.08hrs, Volume= 0.057 af, Atten= 0% Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 09211-EX Type I// 24-hr Hamp-10 Rain fall=4.60" Prepared by(enter your company name here) Page 17 HydroCADO 7.00 s1n 001234 01986-2003 Apj2 Lied Microcomeuter Systems 12127/2004 Reach X2000: Ex. Water Park Inflow Area = 1.240 ac; Inflow Depth = 0.86" for Hamp-1 0 event Inflow = 1.24 cfs @ 12.07 hrs, Volume= 0.088 of Outflow 1.24 ofs @ 12.07 hns Volume= 0.088 af, Atten= 0% Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 09211-EX Type H/ 24-hr Hamp-10 Rainfal1=4.60" Prepared by{enter your company name here} Page 18 HydroCADO 7.00 s/n 001234 @ 1986-2003 Applied Microcomputer Systems 12/27/2004 Reach x3000: Ex. Gravel Parking Inflow Area 1.070 aq Inflow Depth = 3.30" for Hamp-1 0 event Inflow = 4.27 cfs @ 12.07 hm Volume= 0.294 of Outflow 4.27 cfs is 12.07 hrs� Volume= 0.294 af, Atten= 0% Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 09211-EX Type III 24-hrHamp-10 Rainfall=4,60" Prepared by {enter your company name here} Page 19 roCADO 7.00 s/n 001234 C 1986-2003 A122hed Microc2T2uter Systems 12L27/2004 Reach x4000: Ex. Parking Inflow Area 0,870 aq Inflow Depth = 3.89" for Hamp-1 0 event Inflow 3.86 cfs @ 12-07 hr4 Volume= 0.282 of Outflow 3.86 efs @ 12.07 hrr) Volume= 0.282 af, Atten= 011/q Lag=0.0 min Routing by Stor-Ind+Trans method, Time Span=5.00-20.00 hrs, dt= 0.05 hrs T 17 U Vanasse Hangen;Brusdin,;Inc 1 00-Year Storm Event - Existing 1 1 1 1 1 1 1 1 1 1 1 FA09211.OAreports\Drainage-Typhoon Waterslide\Drainage Report.doc: 09211-E Type /I/ 24-hr amp-100 Rainfall=6. " Prepared by (enter your company name here}- Page 20 NydroCAIOO 7.00 sfn 001234 @ 19 6-2003 Applied Microcomputer Systems 1212Z12004 Time span= .00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SC Reach routing by Stor-Ind+Travis method - ;Pond routing by Stor-Ind method Subcatchment 10: [drainage Area 10 Runoff Area=12,632 sf Runoff®e,pth=3.98"' Flow Length=259" Tc=5.1 chin CN=80 Runoff=1.43 cfs 0.096 of Subcatchment 20: Drainage Area 20 Runoff Area=54,014 sf Runoff Depth=1.89" Flog Length= 74' Tc=3.2 min CN=58 Runoff=3.09 cfs 0.196 of Subcatchment 30: Drainage Area 30 Runoff Area=4 ,609'sf Runoff.0epth=5.04" Tc=5.0 min CN=90 Runoff=6.38 cfs 0.450 of Subcatchment 40: Drainage Area 40 Runoff Area- 7,897 sf Runoff Depth=5. Tc=5.0 min G -9£ Runoff=8.52 cfs 0.408 af' Reach 1Q00:: Ex. stater Perk lnf1o+ =1 43 cfs 0.096 of Outflow=1.43 cfs 0,096'af' Reach X2000: Ex. Water Park inflow-3,;09 cfs 0a196 of Outflow=3 09 ds 0.196 of Reach x3000: Ex. Gravel Parking Inflow=6.38 cfs 0.450'af Crutflow=6.38 cfs OA50 of Reach x4000:Ex. Parking Inflow=5.52 cfs 0.408 af' Outflow=5.52 cfs 0.408 of Total Runoff Area = 3.470 c Runoff Volume = 1.150 of Average Runoff Depth 3.9 " 09211-EX Type /I/ 24-hr Hamp-100 Rainfall=6.50" Prepared by {enter your company name here] Page 21 HLdroCADO 7.00 s/n 001234 0 1986-2003 Applied Microcomputer Systems 12/27/2004 Subcatchment 10: Drainage Area 10 Runoff 1,43cfs@ 12,08hr Volume= 0.096 af, Depth= 3.98' Runoff by SCS TR-20 method, UH=SCS, Time Span=5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Harp-100 Rainfa0=15.50" Areas CN Descri2tion_ 9,583 74 >75% Grass cover, Good, HSG C 3,049 98 Paved Earking- & roofs 12,632 80 Weighted Average Tc Length Slope Velocity Capacity Description jmin L (feet) (ftift) (ft/sec) cfs) 2.7 100 0,.0030 0.6 Sheet Flow, Flow from west to east Smooth surfaces n= 0.011 P2=3.00" 2A 159 0.0030 1.1 Shallow Concentrated Flow, Flow from west to east Paved Kv= 20.3 fps 5.1 259 Total 09211-EX Type /// 24-hr Hamp-100 Rainfall=6.500 Prepared by{enter your company name here) Page 22 HydroCADO 7.00 sin 001234 @ 1986-2003 Applied Microcomputer Systems 12/27/2004 Subcatchment 20: Drainage Area 20 Runoff 3.09 cfs @ 12.06 hrs, Volume= 0,196af, Depth= 1.89" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-100 Rainfall=6.50" Areas CN Descri2tion 17,676 30 Beach Sand 11,042 61 >75% Grass cover, Good, HSG B 2,178 98 Paved parking & roofs 23.118 74 >75% Grass cover, Good, HSG C 54,014 58 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) fused) 1.8 100 0.0080 0.9 Sheet Flow, Flow from west to east Smooth surfaces n=0.011 P2= 3.00" 1.4 274 0.0400 3,2 Shallow Concentrated Flow, Flow from west to east Unpaved Kv= 16.1 fps 3.2 374 Total 09211-EX Type III 24-hr Hamp-100 Rainfal/=6.50" Prepared by {enter your company name here} Page 23 HydroCADD 7.00 s/n 001234 C 1966-2003 Applied Microcomputer Systems 12/27/2004 Subcatchment 30: Drainage Area 30 Runoff 6.38cfs@ 12.07hr� Volume= 0.450 af, Depth= 5.04" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 Ihrs Type III 24-hr Hamp-100 Rainfall=6.50" Area (sf) CN Description 19,396 98 Paved parking & roofs 20,227 89 Gravel roads, HSG C 6,986 74 >75% Grass cover, Good, HSG C 46,609 90 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fYsec) (cfs) 5.0 Direct Entry, Direct Entry 09211-EEC Type f// 4- r Hamp-100 Rainfall=6.50" Prepared by{enter your company name here} Page 24 HydroCAD@)7.00 s/n;001234 @ 1986-2003 Applied Microcomputer Systems Ap 12/ 712004 Subc tchnnent 40: Drainage Area 40 Runoff' - 5.52 cfs r@ 12.07 hrA Volume= 0.406 af, Depth .63"T Runoff by SGS TR-20 method, UH=SCS, Time Span 5.00-20.00 hrs, di= 0,05 hrs Type III 24-hr Hamp-100 Rainfall=6,50" Area i fi N Description 34,412 98 Paved reads /curbs &sewers 1,465 79 50-75% Grass cover, Lair, HS D 37,897 96 Weighted Average Tc Length dope Velocity Capacity Description, min feet fVft f#fsec cfs 5.0 Direct Entry, Direct Entry 09211-EEC Type 111 4-hr Harp-100 Rainfall=5.50" Prepared b {enter your company name here) Page 25 HydroCA 7.00 /n 001234 0 1986-2003 Applied Microcomputer Systems 121 712004 Reach X1000 Ex. 'water Park Inflow Area 0 290 aq Inflow Depth = ,96 for Hamp-100 event Inflow 1.43 cfs @ 12.08 hr4 Volume= 0,096 of Outflow - 1 A3 cfs @ 12.08 hrs, Vol me= OM6 af, Ait n= 0% L,ag= 0.6 min Routing by Stdr=Ind+Trans method, Time Span=5.00-20_ 6 hrs, dt= 0.05 hrs 09211-EX Type III 24-hrHamp-100 Rainfafl=6.50- Prepared by (enter your company name here} Page 26 HydroCADO 7.00 s/n 001234 @ 1986-2003 Applied Microcomputer Systems 12/2712004 Reach X2000: Ex. Water Park Inflow Area 1.240 ac; Inflow Depth= 1.69 for Hamp-100 event Inflow = .09 cfs @ 12.06 hrs, Volume= 0.196 of Outflow 3,09 cfs @ 12.06 hm Volume= 0.196 af, Atten= 0% Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 09211-EX Type 11124-hrHamp-100 Rainfall=6.50" Prepared by{enter your;company name here} Page 27' HydroCAiO®100 sln 001234 © 1986-2003 Applied Microcomputer Systems 12/27/2004 Reach x3000: Ex. Gravel Parking Inflow Area 1.070 ac, Inflow Depth = 5.04 for Hamp-100 event Inflow = 6.38 cfs@ 12.07 hrs, Volume= 0.450 of Outflow 6.38 cfs @ 12.07 hrs, Volume= 0.450 of, Atfen= 0°I4 Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 1 1 1 1 1 1 1 1 1 1 1 1 1 1 09211-EX Type W 24-hr Hamp-100 ,Rainfall=6.50" Prepared by(enter your company name here} Page 28' HydroCAD@ 7.00 s/n 001234 O 1986 2003 Applied Microcomut r Systems 12/27/2004 Reach x4000: Ex. Parking Inflow Area= 0.870 ae Inflow Depth = 5.63" for Hamp-100 event Inflow = 5.52 cfs @ 12.07 hrs, Volume 0.408 of Outflow 5.52 cfs @ 12.07 hrs, Volume 0.408 af, Atten= 00/(; Lag= 0.0 min Routing by Star-Ind+Trans method, Time Spar#= 5.00-20.00 hrs, dt= 0.05 hrs VJ Vanasse-Hangen Brustiin;-Inc. HydroCAD Analysis: Proposed Conditions PA0921 1.00\reports\Drainage-Typhoon Waterslide\Drainage Report.doc 1 - x Ex ? arkin KM i A , u.its Drainage Area 40 Drainage Area 10 Ex.. Water Park 1 x X2000 Drainage rea 30 Drainage Area 20 Ex. Water Park r.r ar.t Ex. Gravel Parking tab 1 '6 h Drainage Diagram for 09211-PR Prepared by{enter your company name here) 12/27/2004 HydroCADO T.b0 stn 001234 01986-2003 Applied Microcomputer'Systems' I Vanasse Hangen Brustlin,Inc. ' 2-Year Storm Event - Proposed 1 PA09211.00\reports\Drainage-'Typhoon Waterslide\Drainage Report doc 09211-PR Type lfl24-hrHamp-02 rainfall= .00" Prepared by fnter your company name here) Page 2 I-lydroCA 7.00 s/n 001234 @ 1986-2003 A died Microcomputer Systems 12/2712004 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SACS TR-2 l method, UH=SCS Reach routing by or-lnd+Trans method - Pond routing by for-Ind method Subcatchment 10: Drainage Area 10 Runoff;Area=23,622 sf Runoff Depth=0.23" Tc= ,0 min CN=58 Runoff--0.07 cfs 3.010 of Subcatchment 20: Drainage Area 20 Runoff Area=71,438 sf Runoff Depth=0.36 Flow Length=374' Tc=3.2 min CN=62 Runoff=0.49 cfs 0.048 of Subcatchment'30: Drainage Area 30 Runoff Area=30,492 sf Runoff Depth=2.32; Tc®6.0 miry CN=96 Runoff=1.92 cfs 0.135 of Suibcatchment 40: Drainage Area 40 Runoff Area=2 ,699 sf Runoff De th=2.60" Tc=6.0 min CN=97 Runoff=1 70 cfs 0.123 af Reach XI000. Ex.Water Park Inflow-0.07 cfs D.010 of Outflow=0.07 cfs 0.010 af' Reach X2000: Ex. Water Peru' lnflow=0.49 cfs 0.048 of Outflow=0.49 cfs 0.048 of Reach x3000:Ex. Gravel Parking Inflow=1. 2 cfs 0.135 of Outflow=1.92 cfs 0.135 af' Reach x4000: Ex. Parking Inflow=1.70 cfs 0.123 of Outflow=1. 0 cfs 0.1 3 of Taal Runoff Area = 470 ac Runoff Volume = 0,316 of Average Runoff Depth =1.09"' 09211-PR Type M 24-hr Hamp-02 Rai nfall=3.00" Prepared by (enter your company name here) Page 3 HydroCADO 7.00 s1n 001234 @ 1986-2003 AeRlied Microcomputer Systems 1212712004 Subcatchment 10: Drainage Area 10 Runoff 0.07 cfs @ 12.28 hm Volume= 0.01 Oaf, Depth= 0.23" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" ,areas CN _ Description 9,715 74 >75% Grass cover, Good, HSG C 3,485 98 Paved parking & roofs 1OZ322 30 beach sand 23,522 58 Weighted Average Tc Length Slope Velocity Capacity Description' min) (feet) (ft/ftj (ft/sec) (cfs) 5.0 Direct En", direct entry 09211-PR Type ///24-hrH mp-02 Rain/611=3.00" Prepared by (enter your company name here) Page 4 droCADO 7.00 s/n 001234 Q 19 -2003 �AEplied Microcom uter Systems 12/27/2004 ubcatchment 20: Drainage Area 20 Runoff 0.49 cfs @ 12.09 hr4 Volume 0.045 at Depth= 0.35" Runoff by SCS TR-20 method, UPI= CS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-ter clamp-02 R infell= .00" Area ( f) CN Description 17,676 30 Beach Sand 16,322 61 >75% Gass cover, Good, HSG B 4,791 98 Paved parking & roofs 32,649 74 >75% Grass cover, Good, HSG C 71,433 52 Weighted Average Tc Length Slope 'Velocity/ Capacity description min feet ftlft ft/sen cfs 1.8 100 0.0050 0.9 Sheet Flow, Flaw from west to east Smooth surfaces n= 0.011 P2= 3.00" 1.4 274 0.0400 3.2 Shallow concentrated Flow,Mow from west to east Un av+ed Kv= 16.1 fps 3.2 374 Total 09211-PR Type /// 24-hr Hamp-02 Rainfall=3-00 Prepared by{enter your company name here) Page 5 !jydroCADS 7.00 sin 001234 0 1986-2003 Applied Microcomputer Systems 12127/2004 Sub catchment 30: Drainage Area 30 Runoff 1.92cfs@ 12.07hrs, Volume= 0.135 af, Depth= 2.32" Runoff by SACS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" Area (sD CN Descrigtion , 21,344 98 Paved parking & roofs 7,842 89 Gravel roads, HSG C 14306 74 >75% Grass cover, Good, HSG C 30,492 95 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) L(Ifs) 5.0 Direct Entry, Direct Entry 09211-PR Type /// 24-hr Hamp-02 Rainfall=3.00" Prepared by(enter your company name here} Page 6 HydroCAM 7.00 s/n 001234 @ fig 86-2003 Applied Microcomputer Systems 12L27/2004 Subcatchnnent 40: Drainage Area 40 Runoff 1.70 cfs @ 12.07 hrs; Volume= 0.123 af, Depth= 2.50" Runoff by SC TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Hamp-02 Rainfall=3.00" Area M --CN _Deaf tin - 24,393 98 Paved roads w/curbs &sewers 1,306 79 50-75% Grass cover,,Fair,-,MSG C 25,699 97 Weighted Average Tc; Length Slope Velocity Capacity Description Jminl, feet) Offi -_Jtt§ec (cfs) 5.0 Direct Entry, Direct Entry 09211-PR Type It/24-hr Hamp-02 Rainfatl=3.00" Prepared by {enter your company name here} Page 7 HydroCADO 7.00 sin 001234 @ 1986-2003 Applied Mi=22mLuter'Systems, 12/27L2 Reach X1000: Ex. Water Park Inflow Area 0.540 aq Inflow Depth = 023" for Hemp-02 event Inflow 0.07 cfs @ 12.28 hm Volume= 0.010 of Outflow = 0.07 cfs @ 12.28 hrA Volume= 0.010 af, Aften=00/% Lag=0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt-- 0.05 hrs 09211-PR Type ///24-hr Hamp-02 Rainfall=3.00" Prepared by (enter your company name herej Page 8 HydroCADO 7.00 s/n 001234 Q 1986-2003 Applied Micro corn ptiter Systems 1212712004 Reach X2000: Ex. Water Park Inflow Area 1.640 aq Inflow Depth = 0.35" for Damp-02 event Inflow 0.49 cfs @ 12.09 hrs, Volurne= 0.048.af Outflow 0.49 cfs @ 12.09 hrs; Volume= 0.048 af, Atten= 0% Lag= 0.0 min Routing by Star-Ind+Trans method, Time Span= 5,00-20.00 hrs, dt-- 0.05 hrs 09211-PR Type If/ 24-hr Hamp-02 Rainfall=3.00" Prepared by{enter your company name here) Page 9 H)2L(!2AD@)7.00 s/n 001234 C 1986-2003 6plied_M icrocomputer S ystems 1212712004 Reach x3000: Ex. Gravel Parking 1 Inflow Area 0.700 aq Inflow Depth = 2.32" for Hamp-02 event Inflow 1.92 cfs @ 12.07 hr4 Volume= 0.135 of Outflow 1.92 cfs @ 12.07 hr4 Volume= 0.135 af, Attan= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span=5.00-20.00 hrs, dt= 0.05 hrs 09211-PR Type If/24-hr Hamp-02 Rainfall=3-00" Prepared by{enter your company name hare] Page 10 HydroCAI*1,1111 sin 001234 @ 1986-200 lied MicT r Systems 22mpute 12127/:200 Reach x4OOO: Ex. Parking Inflow Area = 0.590 ar, Inflow Depth = 2,50" for Hamp-02 event Inflow 1.70 cfs @ 12.07 hr4 Volume= 0.123 of Outflow 1.70 cfs @ 12.07 hrs, Volume= 0.123 af, Aften= 0% Lag= 0.0 min Routing by Star-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt-- 0.05 hrs Vanasse Hangen Brustlin,;Inc. 1 -Year Storm Event- Proposed r r r PA09211.00\reports\Drainage-Typhoon Waterslide\DrainageReport,doc i 1 09211-PR Type I1124-hrHamp-10 Rainfall=4.60" Prepared by fenter'your company name here) Page 11 HydroCAD®7.00 s/n 001234 O 1986-2003 Ap2lied Microcomputer Systems 12/27/2004 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 10: Drainage Area 10 Runoff Area=23,522 sf Runoff Depth=0.,85" 1 Tc=5.0 min CN=58 Runoff=0.51 cfs 0A38 of Subcatchment 20: Drainage Area 20 Runoff Area=71,438 sf Runoff Depth=1.08" Flow Length=374' Tc=3.2 min CN=62 Runoff=2.24 cfs 0.148 of Subcatchment 30: Drainage Area 30 Runoff Area=30,492 sf Runoff Depth=3.79 Tc=5.0 min CN=95 Runoff-3.07 cfs 0.221 of Runoff Area=25 699 sf Runoff De' th=3.97"' Subcatchment 40: Drainage Area 40 p Tc=5.0 min CN=97 Runoff=2.65 cfs 0.195 of Reach XI BOO: Ex. Water Park Inflow=0.51 cfs 0.038 of Outflow=0.51 cfs 0.038 of 1 Reach X2000: Ex.Water Park Inflow=2.24 cfs 0.148 of Outflow=2.24 cfs 0.148af' Reach x30DO:'Ex. Gravel Parking . Inflow=3.07 cfs 0.221 of Outflow=3.07 cfs 0.221 of Reach x4000: Ex. Parking Inflow=2.65 cfs 0.195 of Outflow=2;.65 cfs 0.195 af' Total Runoff Area = 3.470 ac; Runoff Volume 0.603 af' Average Runoff Depth =2.09" 1 09211-PR Type fl/ 24-hr Hamp-10 Rainfafi=4.60" Prepared by (enter your company name here} Page 12 FlydroGADO 7.00 s/n 001234 0 1986-2003 A22fied Microcomputer Systems 12/2712004 Subcatchment 10: Drainage Area 10 Runoff 0.51 cfs @ 12.10 hrs, Volume= 0.038 of Depth= 0.85" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5,00-20.00 hrs, dt=0.05 hrs Type III 24-hr Hamp-10 Rainfall=4.60" Areas CIS DescnRtion 9,715 74 >75% Grass cover, Good, IDS G C 3,485 98 Paved parking & roofs 10,322 30 beach sand 23,522 58 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) ftfff ftfse cfs) 5:0 Direct Entry, direct entry 09211-PR Type H/ 24-hr Harnp-10 Rainfall=4.60" Prepared by{enter your company name here) Page 13 H droCADO 7.00 s1n 001234 C 1986-20I73 A lied Microcom titer Systems 12127/2004 Subcatchmertt 20: Drainage Area 20 Runoff 2.24 cfs-@ 12.06 hrA Volume= 0.148 af, Depth= 1.08" Runoff`by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00'hrs, dt= 0.06";hrs Type III 2 -hr lamp-10 Ra nfall=4.60'" Area (sq CN Description 17,676 30 Beach Sand 16,322 61 >75% Grass cover, Good, H G 4,791 98 Paved parking & roofs 32,649 74 >75% Grass cover, Good, HS13 C 1,438 62 Weighted Average Tc Length Slope Velocity Capacity Description min feet Rift fused cfs 1.8 100 0.0080 0.9 Sheet Flow, Flow from west to east Smooth surfaces n= 0.011 P2= 3.01' 1.4 274 0.0400 3.2 Shallow Concentrated Flaw, Flow from west to east Un aved Kv= 16.1 f s 3.2 34 Total 09211-P R Type /11 24-hr 'amp-10 Rainfall=4.60" Prepared by {enter your company name here) Page 14 HydroCADO 7.00 s/n 001234 @ 198&2003 A22lied Microcom2uter Systems 12/27/2004 Subcatchment 30 Drainage Area 30 Runoff 3.07 efs @ 12.07 hrs, Volume= 0.221 of Depth= 3,79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-10 Rainfall=4.60" Areas CN , Description 21,344 98 Paved parking & roofs 7,842 89 Gravel roads, HSG C 1,306 74 >75% Grass_cover, good,,HSG C 30,492 95 Weighted Average Te Length Slope Velocity Capacity Description (min) (feet j Lft ftj fused) (cfs) 5.0 Direct Entry, Direct Entry 09211-PR Type 11124-hr Hramp-10 Rainfall=4.60" Prepared by{enter your company name here) Page 15 H droCADO 7.00 sin 001234 @ 1986-2022±p2lied Microcomputer Systems 12/27/2004 5a bcatchment 40: Drainage Area 40 Runoff 2.65 cfs @ 12.07 hrA Volume= 4.196 af, Depth= . .97" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt'=0.05 hrs Type III 24-hr Hamp-10 rainfall=4.60' .Area s' CN Descri tion 24,393 98 Paved reads wlcurbs&sewers 1,306 79 50-75% +Crass cover, Fair, HSC C 25,699 97 Weighted Average Te Length Slope Velocity Capacity 'Description min. feet. ftlft ft/scc cfs 5.0 [direct Entry, Direct Entry ' 09211-PR Type 11124-hrHamp-10 Rainfali=4.60" Prepared by {enter your company name here} Page 16 HydroCAD®7.00 sln 001234 © 1086-2003 Applied Microcomputer Systems 12/27/2004 Reach X1000 Ex. Water Park: Inflow Area 0.540 ac; Inflow Depth = 0.85 for Hamp-10 event Inflow - 0.51 cfs @ 12.10 hrs, Volume 0.038 of Outflow = 0.51 cfs @ 12.10 hm Volume= 0.038 af, Atten= 0°1g Lag= 0.0 min Routing by Stor-Ind+Trans method,Time Span= 5.00'-20.00 hrs, dt= 0.05 hrs 09211-P R Type /11 24-hr Hamp-10 Rainfall=4.60" Prepared by {enter your company name here) Page 17 HydroCADO 7.00 sh 001234 0 1986-2003 A2 died_Microcom2uter Systems 12/27 Reach X2000: Ex. Water Park ' Inflow Area= 1.640 ar, Inflow Depth= 1.08" for Hamp-10 event Inflow 2.24 cfs @ 12.06 hrA Volume= 0.146 of Outflow 2.24 cfs @ 12.06 hr4 Volume= 0.148 af, Atfen= OO/q Lag= 0.0 min Routing by Stor-ind+Trans method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs 09211-PR Type /// 24-hr Hamp-10 Rainfafi=4.60" Prepared by (enter your company name here) Page 18 HydroCAD@ 7.00 s/n 001234 @ 1986-2003 Applied Microcom2uter Systems 12/27/2004 Reach x3000: Ex. Gravel Parking Inflow Area 0.700 ac; Inflow Depth = 3.79" for Hamp-10 event Inflow 3.07 cfs @ , 12.07 hr4 Volume= 0.221 of Outflow 3.07 cfs @ 12.07 * Volume= 0.221 af, Atten= 0% Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 09211-PR Type III 24-hrHamp-10 Rainfall=4,60" Prepared by (enter your company name here) Page 19 NydroCADO 7.00 s/n 001234 @ 1986-2003 Lefied,Microcomputer Systems j 2L 27/2004 Reach x4000: Ex. Parking Inflow Area = 0.590 ac, Inflow Depth = 3.97" for Hemp-10 event Inflow 2.65 cfs @ 12.07 hrs, Volume= . 0.195 af Outflow 2.65 cfs @ 12.07 hrA Volum&- 0.195af, Aften= 00/q Lag=O.Omin Routing;by Sfor Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs VanasseHangen Brustlin,Inc. 1- 100=Year Storm Event- Proposed 1 1 1 1 P,\09211.00\reports\Drainage-Typhoon Waterslide\Drainage Report.doc 0 211-P R Type lfl 4- r Hamp-100 Rainfaff= .50" Prepared by {enter your company name here} Page 20 L!ydroCADO 7.00 sln 001234 0 1986-2003 Applied Microcomputer Systems 1ZI2712004 Time span= . 0-2 . firs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Tram method - Pond routing by Stor-Ind method Subcatchment 10: Drainage Area 10 Runoff'Area=23,522 sf Runoff Be th=1.89" Tc=5.0 min RCN'= 8 Runoff=l.25 cfs 0.085 of Suubcat hment 20: Drainage Area 20 Runoff Area=71,438 sf Runoff Depth=2.24" Flow Length=374' T =3.2 rein CN=82 Runoff=4.94 cfs 0.306 af' Subcat hm nt 30. Drainage Area 30 Runoff area= 0,492 sf Runoff Depth=5.54 Tc=5.0 min CN=85 Runoff=4.41 ofs 0.323 of Subcatdhment 40: Drainage Area 40 Runoff Area=25 699 sf Runoff DeP`th=53V g Tc=5.0 min CN=97 Runoff=3.77 cfs 0.281 of Reach 1000; Ex, Water Park inflow=1. 5 cfs 0,085 of Outflow=1.25 cfs 0.085 of Reach 000t Ex. Water Park' Inflow=4.94 cfs 0.305 af Outflow=4 4 cfs 0.306 of Reach x 000 Ex. Gravel Parking lnfiow=4.41 cfs 0.323 of Outpow=4.41 cfs 0.323 of Reach x4000. Ex. Perking Inflow=3.77 cfs 0.281 of Outflow=3 77 ofs 0.281 o Total Runoff Area = 3.470 ac Runoff Volume = O.990 of Average Runoff Depth =3.44" 09211-PR Type 111 4-hr<Hamp-1 0 Rainfall-5.50° Prepared by(enter your company name herej Page 21 �C cfroCADO 7.00 sln 001234 @ 1986-2003 Applied M icrocom titer S stems 121 7/20 Subcatchment 10 Drainage Area 10 Runoff 1.25 cfs @ 12.09 hr4 Volume= 0.085 cif, Depth= 1.89" Runoff by SCS TR-20 method, UH=S S, Time Span= 5.00- 0.00 hrs, pit=0.05 hrs, Type IF12 -hr Hemp-100 Rainfall=6.50n Area (sD CN Descri tion 9,715 74 75% Grass cover, Good, HSG 3,485 98 Paved parking & roofs 10,322 30 beach sand 23,522 58 Weighted Average T+c Length Slope Velocity Capacity Description min feet f ft fVsec cfs 5.(} Direct Entry, direct entry 09211-PR Type /I/ 24-hr 'amp-100 Rainfall=6.50" Prepared by(enter your company name here] Page 22 HydroCADO 7.00 sin 001234 @ 1986-2003,A lied Microcom2uter Systems 1212712004 Subcatchment 20: Drainage Area 20 Runoff = 4,94 cfs @ 12.06 hrs, Volume= 0.306 af, Depth= 2,24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Harnp-100 Rainfall=6.50" Areas CN Descrietion 17,676 30 Beach Sand 16,322 61 >75% Grass cover, Good, HSG,B 4,791 98 Paved parking & roofs 32,649 74 >75% Grass cover, Good, HSG C 71,438 62 Weighted Average To Length Slope Velocity Capacity Description Iruin) (feet) jLftj �ec (cfs) 1.8 100 0.0080 0.9 Sheet Flow, Flow from west to east Smooth surfaces n=0.011 P2= 3,00" 1.4 274 U400 3.2 Shallow Concentrated Flow, Flow from west to east Un2aved Kv-- 16.1,fR-S 3.2 374 Total 09211-PR Type 11124-hr Ha+mp-1 f10 rainfall=6.50" Prepared by{enter your company name here] Page 2 ; Hydro Ala@ 7.00 s/n 001234 @ 1986-2003 Applied Microcomputer Systems 12/2712004 Subcatcl meat 30: Drainage Area 30 Runoff 4.41 cfs @ 12.07 hn, Volume 0.323 af, Depth= 5.54" Runoff by SCS TR-20 method, uH=SCS, Time Span=5,00-20.00 hrs, dt=0.05 hrs Type III 4-hr amp-100 (Rainfall=6. 0" Area (s ' CN Description 21,344 98 Paged parking & roofs 7,842 89 Crawl roads, HSG C 1,306 74 75% Grass corner, Gonad, HSG C 30,492 95 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) Lft ft) tfVsec) (cfs) 5.0 Direct Entry, direct Entry 09211-PR Type if/ 24-hr Hamp-100 Rainfall=6.50" Prepared by{enter your company name here) Page 24 HydroCADV 7.00 s/n 001234 @ 1986-2003 Applied Microcomeliter Systems 12/27L2004 Subcatchment 40: Drainage Area 40 Runoff 3.77 cfs @ 12.07 hrA Volume= 0.281 af, Depth= 5.71" Runoff by SC S TR-20 method, UH=SCS,Time Span= 5,00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Hamp-1 00 Rainfall=6,50" Area (ED CN Description 24,393 98 Paved roads w/curbs & sewers 1,306 79 50-75% Grass cover, Fair, HSG C 25,699 97 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet} (ft/ft) (ft/sec) jefs) 5.0 Direct Entry, Direct Entry 09211-PR Type III 24-hrHamp-100 Rainfal/=6.50" Prepared by{enter your company name here) Page 25 H:dMCAEDXO 7.00 s/n 001234 @ 1986-2003 Applied M icrocorneuter Systems 12/27/2004 Reach X1000: Ex. Water Park Inflow Area = 0.540 ar, Inflow Depth = 1.89" for Hamp-1 00 event Inflow 1.25 ds @ 12.09 hrs, Volume= 0.085 of Outflow 1.25 cfs @ 12.09 hrs, Volume= 0.085 of Atten= 0% Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 09211-P'R Type ff1 4- r Hamp-100 Rainfa}f=6,50" Prepared by Tenter your company name here) Page 26 H droCAD@ 7.00 s/n 001234 C 1986-200 �2plied Kcrocom titer Systems 1 7P2004 Reach 000: Ex. Water Park Inflow Area - 1.640 ar, Inflow Depth = 2.24 for Hamp-100 event Inflow 4.94 cfs @ 12.06 hr , Volume= 0.306 of Outflow = 4.94 cfs @ 12.06 hr , Volume 0.306 af, Frtlen= 0 Lag-€7.0 ruin Routing by tor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.0 hrs 09211-PR Type III 24-hrHamp-100 Raintall=6.50" Prepared by(enter your company name here} Page 27 HydroCAQO 7.00 sly 001234 @ 1986-2022.,�Hed M irrocompu ter Systems 12/2712004 Reach x3000: Ex. Gravel Parking Inflow Area 0.700 aq Inflow Depth = 5.54" for Hamp-1 00 event Inflow = 4.41 offs @ 12.07 hrs, Volurne= 0.323 of Outflow 4.41 offs` 12.07 hr4 Volurne= 0.323af, Atten=01/q Lag=Ono rain Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 09211-PR Type I// 24-hr Hamp-100 Rainfall=6.50" Prepared by tenter your company name here) Page 28 HydroCADO 7.00 s/n 001234 @ 1986-2003 Ap2lied Microcomputer'Systems 12/2712004 Reach x4OOO: Ex., Parking Inflow Area 0.590 aq Inflow Depth= 5.71" for Hamp-1 00 event Inflow 3.77 efs @ 12.07 hrs, Volurne= 0.281 of Outflow 3.77 cfs @ 12.07 hm Volume= 0.281 af, Atten= 09/q Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20,00 hrs, dt= 0.05 hrs Vanasse Hanger Brustlin,Inc. Appendix D Updated H dracad Analysis 1 PA0921 LOAreports\Drainage-Typhoon Waterslide\Drainage Report.doc 19 1 r o �t i cbf¢ �r�44r 1.14 THAT W1 14}IiM ■ !!iijjj E oc, ;I All AO 9t t # „ t,, +� 4, ,gyp �� f• f � m { K 1 OF AGA A A A s 3632 PAGE 154 P 15 53� r r it 4 > EF Felet 4,0 $rp ■ c e a1: 4r 14Yv k 47c AdditioW ri AgawaM MA a tea, JU iai 1� 2 PA 1611YR: '.. aa+dr .ue.e RJRq t maa,.. err � '°,n ` pQ2flI. zQ b- Ste c p{ a l �iC1k Drainage Diagram for wp 2yr prop Prepared b enter your company name here 121271 004 HydrOCADO 7.00 sIn G01234 01986-2003 Applied Microcomputer Systems wp 2Yr Prop" hype /// 4- r Rainfall= . t' " Prepared by(enter your company name here) Page 2 H droCADQ 7.00 s1n 001234 01986-2003 Applied Microcomputer S stems 12/27 2004 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by S S TR-20 method, UH=SCS Reach routing by for-inn+Trans method Pond rnuftng by Star-Ind'method Subcatchment 1W.=WATER PARK EXPANSION Runoff Area=2.960`ac Runoff Depth=2.04" Tc=5,0 min CN=92 Runoff=7.48 ofs 0.503 of Subcatchment 2W. FLOW REMOVED TO WATERPARK Runoff Area=0,520 ac Runoff Depth=2.59" Tc=5.0 actin CN=98 Runoff=1.54 cfs 0.112 of Subcatchment 3S. da 3 Runoff Area=0.090 ac Runoff D pth=1 87" Tc=5.0 rain CN=90 Runoff=0.21 cfs 0.014 of Subcatchment 3W; FLOW OFF-SITE Runoff Area=0.880 ac Runoff 13ppth=1.09" Tc=5.0 min CN`=79 Runoff=1.23 ofs 0,080 af' Subcatchment 4S: da 4 Runoff Area=0.470 ac Runoff Depth=0.00"' Tc=5.0 ruin CN=36 Runoff-0.00 efs 0.000 of Subcatchment 5S. da 5 Runoff'Area=0.260 ac Runoff Depth=0.00" Tc=5.0 min CN=30 Runoff=0,00 cfs 0.000 af` Subcatchment 6S: Runoff Area=0.260 ac Runoff Depth=1.34" T =5.0 min Clot=83 Runoff»0.45 cfs 0.029 of Subcatchment 7S. pia 7 Runoff Area=0,140 ac Runoff Depth=0.00" Tc=5.0 rain CN=30 Runoff=0.00 cfs 0,000 of Subcatchment 8S. da 8 Runoff Area=1.020 ac Runoff Depth=0.01" Tc=5.0 min CN=44 Runoff=-0.00 cfs 0.001 of Subcatchment 14S. da 14 Runoff Area=0,110 ac Runoff Depth=1.87" Tc=5.0 min Cif=90 Runoff=0.26 cfs 0.017 of Subcatchment 15S: da 15 Runoff Area=1.670 ac Runoff Depth=1.67" Tc=5.0 min CN=90 Runoff=3.92 cfs 0.260 of Subcatchment 21S: Additional flaw-Typhoon Expansion Runoff Area=23,522-sf Runoff Depth=0. 3" Tc=5.0 rain CN=58 Runoff=?.07 cfs 0.010 of Subcatchment 22S Additional flow-Typhoon expansion Runoff Area=71,438 sf Runoff Depth=0.35" Tc=5.0 rain CN=62 Runoff= .46 cfs 0.048 of Reach SR. fes 207 oulet Peals Depth=0.00' Maur Vel=0.0 fps lnflow=0.00 cfs 0.000 of D=12.0" n=0 012 L=25.0' S=0,0400 7' ;Capacity=7.72 cfs tuttlow=0.00 cfs, 0.000 of Reach 1911. dmh 19 outlet Peak Depth=1.00' Max e1=5.7 fps lnflow=10.64 ds 0.879 af` D=30.0" n=0,012 L=75.0' S=0.0049 7' Capacity+=31.21 cfs Outflow=10,50 cfs 0.878 of wp 2 1r prop Type/1/ 4-hr Rainfall=3.00 Prepared by {enter your company name here} Page 3 HydroC, 7.00 sln 001234 @1986-F2003 Applied Microcomputer Systems 12`27/2004 Reach 20R: existing pond outlet pipe Peak.Depth=0.69' Max Vet=6.5 fps Inflow=7.12 cfs 0.863 of D=30.0" n=0.012 L=30.0' S=0.0093 7' Capacity=42.93 cfs Outflow=7.11 cfs 0,862 of Reach 202R: cb 202 outlet Peak Depth=0.02' Max Vel=0;.8 fps lnflow=0.00 cfs 0.001 of 0=12.0" n=0.012 L=20.0' S=0.0150 7' Capacity=-4.73 cfs Outnow=0.00 cfs 0.001 of Reach 204R: cb 204 outle t Peak Depth=0.00' Max Vet=0.0 fps Inflow=0.00 ofs, 0.000 of D=12.0" n=0 012 L=20.0' S=0.0 50 T Capacity=2.7 cfs Outfloww=0.00 cfs 0.000 of Reach 20SR: cb 206 outlet Peak Depth=0.27' Max Vel=2'6 fps Inflow=0.45 cfs 0.029 of D=12.0" n=0.012 L=40.0' S=0,0050 '1' Capacity=2.73 cfs Outflow=0.44 cfs 0.029 of Reach 206R: cb 206 outlet Peak Depth=0.00` Max Vet=0.0 fps lnflow=0.00 cfs 0.000 of D=12.0" n=0.012 L=90.0' S=0,0056 T Capacity=2.88 cfs ►utflow=0.00 cfs 0.000 of Reach 207R: cb 207 outlet> Peak Depth=0.15' Max Vet=2 9 fps Inflow=0.21 cfs 0.014 of a=12.0" n=0.012 L=150.0` S=0.0133 T Capacity---4.46 cfs Outflow--0.20 cfS 0.014 af; Reach 208R: dmh 208 outlet Peak Depth=0.73' Max Vel=4 1 fps Inflow .37 cfs 0.301 of D=24.0" n=0.012 L=180.0' S=0.0038 'I' Capacity=15.20 cfs t utflow=4.16 efs 0.301 of Reach 301 R: dmh 201 outlet Peak Depth=1.0 Max Vet=5.5 fps Inflow--I 0.79 cfs 0.879 of D=30.0" n=0.012 L= 0.0' S=0.0043 7' Capaclty=29.09 cfs Ouhlow-10.64 cfs 0,879 of Reach 30211: drnh 202 outlet Peak Depth=0.95' Max Vet=6.3 fps Inflow=10.97 cfs 0.879 af" D=30.0" n=0.012 L=95.0' S=0.0063 '/' Capacitlr35.31 cfs s utflow=10.79 ds 0.879 af' Reach 303R: dmh 203 outlet. Peak Depth=1.02' Max Vel=5.8 fps Inflow=1 1.05 cfs 0.879 of D=30.0" n=0.012 L=40.0' S=0.0050 T Capacity=31.42 cfs Outflow=10.97 cis 0.878 of Reach 304R: dmh 204 outlet Peak Depth=1.03' Max Vet=5.9 fps Inflow=11.21 cfs 0.879 of D= 0.0" n=0.01 L=80.0' S=0.0050 T Capacity=31.42 cfs Outflow=11.05 cfs 0.879 of Reach 305R: dmh 205 outlet Peak Depth=1.14 Max"Vel=5.2 fps Inflow=11.94 fs 0.880 of D=30.0" n=0.012 L=300.0' S=0.0037'1' Capacity=26,91 cfs Outflow=11.21 cfs 0,879 af' R:' '0 o Peak De th=1.05' Max Vel=5.9 fps Inflow=11.76 cfs 0.851 of Ruch 3fl6 dmh 2 6 outlet _p p 0=30.0" n=0.012 L=80.0' S=0.0050 T Capacity=31.42'"cfs Outflow=11.50 cfs 0.851 of Reach 307Rdmh 207 outlet Peak Depth=0.6 ' Max Vet=4.6 fps ;Inflow=4,16 efs 0.301 of D=24.0' n=0.012 L=150.0' S=0.0053"P Capacity=17.90 cfs Outflow=3.96 cfs 0.301 of Reach 999R: special dmh outlet Peak Depth=0.37' Max Vet=10.3 fps Inflow=4.22 cfs 0.287 of D=24,0" n=0.012 L= 0.0' S=0,0500'I' Capacity=54.80 cfs Outflow=4,18 cfs 0.2 7 of Pond 20IP: existing storage pond' Peek Elav=70.44' Stora ie=5,939 cf I`nflow=10.50 cfs 0.878 of Outflow=7.12cf 0,863'af wp 2yr prop Type 1/1 24-hr Rain fall=3.00" Prepared by {enter your company name here) Page 4 HydroCAD@ 7.00 s/n 001234 @ 1986-2003 822lied WT22m 2uter_§ystems 1212712004 Total Runoff Area 10.560 ac Runoff Volume 1.074 of Average Runoff Depth 1.22" wp 2yrr Prop Type 11124-hr Rainfall=3.00"° Prepared by{enter your company name here) Page HydroCADO 7.00 s1n 001284 0 1986-2008 A Iiad-microcorneuter S sterns 12127 2004 Subcatchment 1W: 'WATER PARK EXPANSION Runoff - 7.48 cfs @ 12.05 hrs, Volume 0.503 af, Depth= 2.04" Runoff by SCS TR-20 method, UH=SCS, Time Spar= .00-20.00 hrs, dt=0,05 hrs Type III 24-hr Rainfall-8.00" Area Lac)CN Descr 2tion 2.090 98 ALL IMPERVIOUS,AREAS 0.870 79 50-7 % Crass corer, Fair, HSC C> 2.960 92 Weighted Average Td Length Slope Velocity Capacity Description mini, feet ff fVse cfs 5.0 [direct Entry, DIRECT ENTRY p 2yr prop Type /ft 24- r 'ainfall= .00" Prepared by{enter your company name here) Page f H"dre ADO 7.00 sfra 001234 Q 1986-2003 Applied W2222T pater Systems 12/2712 0 Subcat+chment 211 : FLOW REMOVED TO WATERP,AR Runoff 1.54 cfs @ 12.05 hrA Volume 0.112 at Depth= " Runoff by S S TR-20 method, UH=SCS Time Span= 5.001 20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.00" Area Lac), N Descri2tion 0.520 9 FLOW LOST IN WATERPARK Te Length Slope Velocity Capacity Description (min) {feet) {fVft) (f "sec) (cfs &0 Direct Entry, wp 2yr prop Type IJ/„24-fir Rainfall=3. " Prepared by (enter your company name here) . Page HydreCADO 7.00 sln 001234 Q 198 -2003 Applied Microcomputer Systems 12127/2004 Subcatchment S: da 3 Runoff 0.21 cfs @ 12.05 hrs, Volume= 0.014 of Depth= 1.37" Runoff by SC TR- method, UH= C , Time Span= .0 -20.00 hrs, t=0.0 hrs Type III`24-hr Rainf li=3.00"` Area (ac) CN Description 0.090 90 Tc Length Slope Velocity Capacity Description min feet ffilft fts cfs 5.0 Direct Entry, flow to cb 207 wp 2yr prop Type 111.24-hr Rainfall= . 0" Prepared by {enter your company name here) Page 8 H droGAM 7.00 s/n 001234 @ 1986-2003 Applied Microcomputer Systems 12/27/2004 Subcatchrinent : FLOW OFF-SITE Runoff' - 1.23 c€s @ 12.06 hr , Volume= 0.080 af, Depth= 1.09" Runoff by SCS TR-20 method, H=SC , Time Span= 5.00-20.00.hrs, dt= 0.06'hr Type 111 24a-hr Rainfall=3.00" Area Jac) Clot Description 0,880 79 50-75% Crass cover, Fair, H aG C Tc Length Slope Velocity Capacity Description min: feet ftlft fusee cf 8.0 direct Entry, DIRECT ENTRY wp 2yr prop Type Ill 24-hr Rainfa11-3.00" Prepared b {enter your company name here} Page 9 HydroCADO 7.00 sfn 001234 @ 19 - 003 Applied Microcom ! r Systems 1 127/2004 Suboatchment 4S: da 4 Runoff 0 00 cfs @ 5.00 r , Volume-- 0.000 at Depth= . 0" Runoff by S S TR-20 method, UH=SC , Time Spar= . WW-20.00 hrs, dt=0.05 hrs Type III 4-hr Rainfall=3.00" Area ac CN Descri tl r 0.47 Tc Length Slope Velocity Capacity Description min feet ftlft fusee cfs .0 [Direct Entry, flow to f s 207 wp 2yr prop Type PP/24-hr Rarnf tt-3.00" Prepared by{eater your company name here) Page 10 HydraCA 7,00 sln 001234 01086-2003 Applied Microcomputer Systems 1 127/2004 Subcatchrnent S: da Runoff _ 0.00 cfs a 5.00 hrs, Volume= OMO af, Depth= 0,.00 Runoff by SS TR- 0 method, =S , Time Spar= 5.00-20.00'hrrs, dt=0.05 hrs Type ill 24-hr ;Rainfall=3.00" Ares_(ac) CN Description 0.260 30 Tc Length Slope Velocity Capacity Description (rain) (feet fttft) (fttae )_ (cf ) 5.0 Direct Entry, flow to cb 204 wp 2yr prop Type 11124- r Rainfall= .f10" Prepared by {enter your company name herej Page 11 HydroCADO 7,00 s/n 0012 @ 198 -200 Ag2fied 1' icrccom uter stems 121271200 Subcatchment 6S Runoff - 0.45 cfs @ 12.05 hr , 'volume=_ 0.029 af, Depth 1. " Runoff by SCS TR-20 method, uH=sC a, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 111 24-hr Rainfall=3.00 Area aq CN Description 0.260 83 Tom Length Slope 'velocity Capacity Description rain feet ftlft ftse cfs 5.0 Direct Entry, wp 2yr prop Type it/ 24-hr ,Rainfall=3.00" Prepared by{enter your company name here} Page 12 HydroCAD4 7.00 sln 001234 © 1986-2003 Applied Microcomputer Systems 12/27/2004 Subcatchment 7S: da 7 Runoff 0.00 cfs @ 5.00 hrs, Volume 0.000'af, Depth= 0.00 Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=3.00" 1 Area.(ac) CN Description 0.140 30 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fusee) (cfs) 5.o Direct Entry, flaw to cb 206 1 wrvp 2yr prop Type 11124- r Rainfall=3. "' Prepared b (enter your company name here] Page 1 #-I droCA©O 7.00 s/n 001234 01 86-2003 Applied Microcomputer Systems 12/ 7/2004 Subcatchment 8S: da Runoff 0.00 cfs;@ 20.00 hrs, Volume= U01 af, Depth= 0.01" Runoff by S S TR-20 method, UH=SCS, Time Span= .00-20.00 hrs, dt=0.00 hrs Type III 24-hr Rainfall=3.00" Area ac CN Description 1.020 44 Tc Length Slope Velocity Capacity Description rain feet ftlft ff sec cf , .0 direct Entry, flow to cb 20 wp 2yr prop Type 111 24-hr Rainfalf=3.00" Prepared by {enter your company name here) Page 14 HydroCADO 7,00 sin 001234 @ 1986-2003 Applied Microcomputer Systems 121/27/2004 Subcatchment 14S: da 14 Runoff 0.26 cfs @ 12.05 hrsi Volume= 0.017 af, Depth= 1.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 Ears, dt=0.05 hrs Type III 24-hr Rainfall=3.00" Area (ac) CN Dt§26ption 0.110 90 � Tc Length Slope Velocity Capacity Description L�min), (feet) (ft/ft) (fVsec) (cfs) _ 5.0 Direct Entry,flow to special drnh wp 2 r prop Type dt/ - r ainfall .00" Prepared by{eater your company name here] Page 15 H droCADO 7,00 s1n 001234 0 1986-2003 Ap2fied Microcom titer Systems 12I27/2004 Subcatchment I S: da 15 Runoff 3.92 cfs;@ 12.05 hrs, Volume= 0.260'af, Depth= 1.8 Runoff by S S TR-2+0 method, UH=S S, Time Span= 5.00-20.00 figs, dt=0.05'hrs Type III 24•hr Rainfall=3.00 Area (ac) CN Description 1.670 90 Tc Length Slope Velocity Capacity Des ripticn min feet fVft Wsec cfs 5.0 Direct Entry, flow to special drnh wp 2yr prop Type P1/24-hr Rainfall=3.00" Prepared by{enter your company name here} 'age 16 H droCAD)7.00 sln 001234 @ 1986-202 A lied MlcrocoT uter 5 stems 12/27/2004 Subcatchment 21S: Additional flaw-Typhoon Expansion Runoff = 0.07 cfs @ 12.25 hrs, Volume= 0.010 of Depth= 0.23" Runoff by SCS TR-20 method, Ulf= , Time Span'- 6,00-20,00 hrs, di=0.05 hrs Type III 24-hr Rainfall=3.00" .Area s' CN Descri tide 9,715 74 3,436 98 10,322 30 23,522 66 Weighted Average Tc Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 5.0 Direct Entry, wp 2yr prep Type fff 4-far Rainfall- .00" Prepared by tenter your company name here} Page 17 W droCADQ 7.00 sh 001234 O 1 86-2003 Appfied Midrocom uter Systems 12/27/2004 ubcatchrnent 22S; Additional flow-Typhoon expansion Runoff 0.46 cfs @ 12.10 hr Vl lure - 0.048 afi D pth= . ' Runoff by SCS TR-20 method, UH=S S, Time Span= 5.00-20.00 hrs, dt'=0.66 hr Type III 24-hr Rainfall=3.00 Area (sD CN Description 17,676 30 16, 22 61 4,791 98 321649 74 71,438 62 Weighted Average Tc length Slope Velocity Capacity Description (min) (feet) fUfl (ftLse (cfs) 6.0 Direct Entry, m v p 2yr prop Type 1!! 24-hr R in lf= . 0" Prepared by tenter your company name here) Page 18; HydroCADS 7.00 sfn 001234 @ 1086-2003 Applied Microcomputer Systems 12/27/2004 Reach 5R fes 207 oullet Inflow Area 0A70 ac, Inflow Depth = 0.00" Inflow 0.00 cfs@ 5.00 hrs, Volume= 0,000 of Outflow 0.00 cfs 5.00 hr ; Volume= 0.000 ef, Atten= 0°q, Lag=0.0 ruin Routing by tor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 1 Max, Velocity-- 0.0 fps, Min.Travel Time= 0.0 ruin Avg. Velocity = 0.0 fps, pug. Travel Time=0.0 min Peak depth= 0.00' 5.00 hrs Capacity at brink full= 7.72 cfs Inlet Invert=78.00, Outlet Invert=77.00' 12.0" Diameter Pipe n= 0.012 Length- 25.0` Slope= 0.0400 '1' wp 2yr prop Type I// 24-hr Rainfa11=3.00" Prepared by {enter your company name here) Page 19 HydroCADS 7.00 s/n 001234 @ 1986-2003 Lplied Microcomputer Systems 12/27/2004 Reach 19R: dmh 19 outlet Inflow Area = 9.160ac, Inflow Depth = 1,15" Inflow 10.64cfs@ 12.11hra Volume= 0.879 of Outflow 10.50 cfs @ 12.12 hrs, Volume= 0.878 af, Atten= 1% Lag=0.3 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 12 Max. Velocity= 5.7 fps, Mim Travel Time= 0.2 min Avg.Velocity= 2.2 fps, Avg. Travel Time= 0,6 min Peak Depth= 1.00' @ 12.11 hrs, Capacity at bank full=31.21 ds, Inlet Invert= 69,70', Outlet Invert=69.33' 30.0" Diameter Pipe n=0.012 Length= 75.0' Slope= 0.0049 7' wp 2yrroP Type t `!!T flCi (Yll^c].li4fra Prepared by {enter your company name here} Page 20 HydroCADO 7.00 sln 001234 0 1 -2003 A2pliad Mjcrocornp ter Systems 2/27/200 Reach 20R: existing pond outlet pipe Inflow Area 9.160ac, Inflow Depth 1.13°" Inflow 7.12 cfs c@Z 12.27 hrs, 'volume= 0.863 ef Ou flow 7.11 cfs @ 12.27 hrs, Volume= 0.862 al, Atten= 0% Lar 0.1 min Routing by Star-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs f 2 Max. Velocity 6.5 fps, Min. Travel Time=0.1 min Avg.Velocity= 2.7 fps, Avg. Travel Time=0.2 min Peak Depth= 0.69r @ 12.27 hrs Capacity at bank full= 42.93 efs Inlet Invert= 68.38`, Outlet Invert= 6 .10' 0.0" Diameter Pipe- n= 0.012 length= 30.0° Slope= 0,0093 T wp 2yr prop Type il! 24-hr Rainfall=3.00" Prepared by{enter your company name here} rage 21 H dro AD 7.00 s/n 001234 @ 1980-2003 Agplied Miorocom uter Systems 12127/2004 Ruch 202R cb 202 outlet Inflow Area 1.020aq Inflow Depth = 0.01" Inflow = 0.00 efs @ 20.00 hrs, Volume 0.001 of Outflow 0. 0 efs a 20.00 hrs, Volume= 0.001 of Atten= 0% tag= 0.0 gain Routing by Star-Ind+Trans method, Time$parr 5.00-20.00 hrs, dt= 0.05 hrs 12 Max. Velocity-- 0.8 fps, Mira. Travel Time= 0.4 min Avg. Velocity =0.7 fps, Avg. Travel Time= 0.5 main Peek Depth= 0.02' @ 20.00 hrs 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' dope= 0.0150T 2yr prop Type 1/124-hr Rainfall=3.0 0" Prepared by (enter your company name here} Page 22 HydroCADO 7.00 s/n 001234 0 1986- 00 A lied Microcorrb titer S sterns 12/2712004 Reach 04R: +cb 204 outlet Inflow Area 0.260 ac; Inflow Depth = 0.00, Inflow 0.00 efs a 5.00 hrs, Volume 0.000 of Outflow 0.00 cfs @ 5.00 hr Volume= 0.0100 af, Atten= 00/4 I_ag=0.0 min Routing by Stor®Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs / Max. Velocity=0.0 fps, Min. Travel Tune=0.0 min Avg. Velocity= 0.0 fps, Avg. Travel Time=0.0 min Weak Depth= 0.00' @ 5.00 hrs Capacity at bank full=2.73 cf Inlet Invert= 72.80, Outlet Invert=72.70' 12.0" Diameter Pipe n= 0.012 Length=20.0' Slope-- 0.0050 ? wp 2yr prop Type H/ 24-hr Rainfall=3.00" Prepared by {enter your company name here) Page 23 HydroCADO 7.00 sin 001234 @ 1986-2003 Applied Microcomputer Systems 12/27/2004 Reach 205R: c1b 206 outlet Inflow Area 0.260 ar, Inflow Depth = 1.34" Inflow 0.45ds@ 12.05hrs, Volume= 0.029 of Outflow 0.44 cfs @ 12.06 hrA Volume= 0.029 af, Atten= 311/4 Lag=0.3 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs,,dt= 0.05 hrs 12 Max. Velocity=2,6 fps, Min. Travel Time= 0.3 min Avg. Velocity= 1.0 fps, Avg. Travel Time=0.7 min Peak Depth= 0.27' @ 12.06 hrs 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 '/' wp 2yr prop Type //124-hr Rainfall=3.00 Prepared by {enter your company name here} Page 24 HydroCAD)7.00 s/n 001234 O 1986-2003 Applied Microcomputer Systems 12127/2004 Reach 206R cb 206 outlet Inflow Area = 0.140 aQ Inflow Depth 0.00" Inflow 0.00 cfs @ 5.00 hrs, Volume=` 0.000 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0°/a Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 12 Max. Velocity= 0.0 fps, Miry. Travel Time= 0.0 min Avg. Velocity= 0.0 fps, Avg. Travel Time= 0.0'min; Peak Depth= 0.04' @ 5.00 hrs Capacity at bank 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 T i 1 1 1 1 i 1 wp 2yr prop Type /// 24-hr Rainfall=3.00" Prepared by{enter your company name here j Page 25 HydroCADO TDO sin 001234 @ 1986-2003 Applied Microcomputer Systems 12127/2004 Reach 207R: cb 207 outlet Inflow Area 0.560 ac; Inflow Depth = 030" Inflow 0.21 cfs @ 12.05 hrs, Volume= 0.014 of Outflow 0-20cfs@ 12.07hr Volume= 0.014 af, Atten= 7% Lag= 1.3 min Routing by Stor-Ind+Trans method, Time Span=5.00-20.00 hrs, dt= 0.05 hrs 12 Max. Velocity=2.9 fps, Min. Travel Time=0.9 min Avg, Velocity= 1.0 fps, Avg.Travel Time= 2.4 min Peak Depth=0.15' @ 12.06 hrs 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 2yr 'prop Type ,It! 24- r Rainfalf-, . " Prepared b (enter your company name here) Page 2 H dro AD@ 7.00 s/n 001234 @ 1986-2003 Ap2lied Microcom titer Systems 12/27/200 Reach 208R. dmh 208 outlet Inflow Area - 2.880 a Inflow depth- 1.25,E Inflow 4.37 cfs @ 12.05 hrA Volume- 0.301 of Outflow 4.16 cfs @ 12.07 hrs Volume= 0.301 at Atten= 51/q, Lag'=0.7 min Routings by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 2 Max. Velocity=4.1 fps, Min. Travel Time=0.5 min ,Avg.. Velocity= 1.5 fps, ,Avg. Travel Time 1.4 min Pear Depth= 0.7 ' 12.06 hrs; Capacity at bank fall= 1 5.20 cf Inlet Invert= 7 .65', Outlet Invert= 4.10' 24.0"Diameter Pipe n-0.012 Length- 1 fl.0' Slope= 0.00 8 ' wp 2yr prole Type 1!I 4-hr Rainfall= . " Prepared by{enter your company name here) Page 27 HydroCADO 7.00 sfn 001234 O 1986-2003 Applied Microcomputer Systems 12/2712004 Reach 01 R dmh 201 outlet Inflow Area 9.160ac, Inflow Depth= 1.15' Inflow = 1079 cfs @ 12.11 hrs Volume= 0.879 of Outflow — 10 64 cfs @ 12.11 hrs, Volume= 0.879 af, Atten= 1% Lag= 0.3 min Routing by Star-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0,05 hrs 12 Max. Velocity-- 5.5 fps, Min. Travel Time=0.2 min Avg. Velocity=2.1 fps, Avg. Travel Time=0.6 mirk Peak Depth= 1.05' @ 12.11 hrs Capacity at bank full..=29.09 cF Inlet Invert= i 0.10', Outlet Invert= 69.80' 30.0"Diameter Pipe ' n= 0.012 Length= 70.0` Slope= 0.0043 7' wp 2yr prop Type Ili 24-hr Rainfall=3.00 Prepared by{enter your company name here) Page 28 H droCAD@)7.00 s/n 001234 O 1986-2003 Applied Microcomputer Systems 12127/2004 1 Reach 302R:<dmh 202 outlet Inflow Area 9.160 ac, Inflow Depth 1.15" Inflow 10 97 cfs @ 12.10 hrs, Volume= 0.879 of Outflow 10.79 cfs @ 12.11 hrs, Volume= 0.879 of Atten= 2% Lag= 0.3 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 12 Max. Velocity= 6.3 fps, Min. Travel Time= 0.3 min Avg. Velocity = 2.4 fps, Avg. Travel Time= 0.7 min Peak Depth= 0.95' @ 12.10 hrs 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 '1' 1 i 1 1 wp 2yr prop Type /I/ 24-hr Rairlfall=3.00" Prepared by {enter your company name here} Page 29 HydroCADO 7.00 s/n 001234 0 1986-2003 ApRfied Mjcrocorneu!tLS�stems 12/27/200 Reach 303R: dmh 203 outlet Inflow Area 8.140 ac; Inflow Depth = 130" Inflow 11.05cfs@ 12.10hr4 Volume= 0.879 of Outflow 10.97cfs@ 12,10hrs, Volume= 0,878 af, Atten= 1-% Lag=0.1 min Routing by Star-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs I2 Max.Velocity=5.8 fps, Min. Travel Time=0.1 min Avg.Velocity=2.2 fps, Avg. Travel Time=0.3 min Peak Depth= 1,02' @ 12.10 hrs Capacity at bank full=31.42 ds Inlet Invert=71.00', Outlet Invert= 70.80' 30.0" Diameter Pipe n= 0.012 Length= 40.0' Slope- 0.00507' wp 2yr prop Type Ill 24-hr Rainfall=3.00" Prepared by (enter your company name here) Page 34 HydroCADS 7.00 s/n 00 1234 0 1986-2003 Applied M icrocomputer Systems 12/27/2004 Reach 304R drnh 204 outlet Inflow Area 8.140 q Inflow Depth= 1.30'" Inflow 11.21 cfs a 12.10 hrs, Volume 0.879 of Outflow 11.05 cfs 12.10 hrs, Volume= 0,879 af, Atten= '1% L. - 0.3 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 12 Max. Velocity=5.9 fps, Min. Travel Time=0.2 min Avg. Velocity =2.2 fps, Avg. Travel Tire=0.6 min Pear Depth= 1.03" @ 12.10 hrs Capacity at bank full= 31.42 cf Inlet Invert=7 "50', Outlet Invert= 71.10' 30.0"Diameter Pipe n= 0.012 Length= 80.0 Slope= 0.0 50 7' A wp 2yr prop `hype llf 2 - r 3 ainfaff= .0 " Prepared by (enter your company name here) Page 31 HydroCADO 7.00 s1n 001234 @ 1986-2003 Ag ed J icrocorn` uter Systems 12127/200 Reach 30SR dmh 205 rude Inflow Area = 8.140 ac; Inflow Depth = 1.30 Inflow 11.94 cfs @a 12.06 hrs, Volume= 0.880 of Outflow 11.21 cfs@ 12.10 hr4 Volume= 0.879 af, Atten= a/q La = 1, min Routing by tor-Ind+Trans method, Time Span= 8.00-20.00 hrs, dt= 0.08 hrs 1'2 Max. Velocity= 8.2 fps, Min. Travel Time® 1.0 min Avg. Velocity = 1.9 fps, Avg. Travel Time=2,6 ruin Pear D pth= 1.14' @ 12.08 hrs 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= 0.0037T W 2yr prop Type /// 4- r Rainfall=3.00" Prepared by {enter your company name here) Page 32 HydroCADV 7.00 s/n 001234 01 86-2003 Applied Microcomputer Systems 12/27/2004 Reach 306R: dmh 206 outlet Inflow Area - 7.6 a Inflow Depth = 1.3 " Inflow - 11.76 ds(c 12.06 hrs, Volume= 0.851 of Outflow - 11.50 cfs 12.06hrA Volume= 0.851 af, Atten= Lag= 0.3 ruin Routing by Star-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 2 Max. Velocity= 5.9 fps, Min. Travel Time=0.2 min Avg. Velocity = 2.1 fps, Avg. Travel Time=0.6 min Peak Depth= f.05" @ 12.06 hrs Capacity at bank full=31.42 cfs Inlet Invert= 7 _10', Outlet Invert= 72.70' 30.0" Diameter Pipe n=0.012 Length= 80.0' Slope= 0.0050 T wp 2yr prop Tye 11124-ter Rainfall= .00" Prepared by{enter your company name here} Page 33 HydroCAD@ 7.00 sln 001234 O 1986-2003 Applied Microcomputer Systems 12/27/2004 Reach 3,07R dmh 207 cutlet Inflow Area = 2.880 aq Inflow Depth= 1.25" Inflow = 4.16 cfs @ 12.07 hrs, Volume 0.301 of Outflow = 3 95 cfs;@ 12.08 hrs Volume= 0.301 at Atten= 5% Lag= 1.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs I Max. Velocity=4.6 fps, Min. Travel Time= 0.5 min Avg. Velocity= 1.7 fps" Avg. Travel Tire= 1.5 min Peak Depth=0.55' 12.07 hrs Capacity at bank full= 17.90 ds Inlet Invert= 7 .00', Outlet Invert- 73.20' 2 .0" Diameter Pipe n= 0.012 Length= 150.0' Slope= 0.0053 'f wp 2yr prop Type 111 24-hr Rainfall=3.00" Prepared by (enter your company name here) Page 34 HydroCAD®7 OD s/n 001234 © 1986-2003 Applied Microcomputer Systems 12/27/2004 rReach 999R: special dmh outlet Inflow Area 2.320 ae Inflow Depth = 1.49" Inflow 4.22 cfs @ 12.05 hrs, Volume= 0.287 of Outflow 4.18 cfs @ 12.05 hrs, Volume 0.287 af, Atten= 1% Lag= 0.1 min Routing by Star-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs!2 Max. Velocity= 10.3 fps, Min. Travel Time= 0.1 min Avg. Velocity= 3.7 fps, Avg. Travel Time= 0.3 min Peak Depth 0.37' @ 12.05 hrs Capacity at bank full= 54.80 cfs Inlet Invert= 84.00', Outlet Invert= 81.00' 24.0" Diameter Pipe n= 0.012 Length= 60.0' Slope= 0.0500 'P 1 1 1 wp 2yr prop Type 1J/ -hr ,Rainfall= .00„ Prepared by jenter your company name herej Page 35 droCA 7.00 s/n 001234 @ 1986-2003 Apglied Micrccom titer 6 sterns 12/2712004 Pond 20P existing storage pond Inflow Area = 9.160 ar, Inflow Depth = 1.15" Inflow 10.50 cfs @ 12.12 hrs, Volume= 0.878 of Outflow 7.12 cfs@ 12.27 hr4 Volume= 0.863 af, Atten= 32% lag= 8.9 min Primary _ 7.12 cfs @ 12.27 hrs, Volume= 0.863 aaf Routing by tor-Ind method, Time Span=5.00-20.00 hrs, dt=0.05 hrs 12 Peak Elev-- 70.44"@'12.27 hrs Surf.Area= 5,856 sf Storage= 5,939 d Plug-Flew detention time=23.1 min calculated for 0.860 of(98%cif inflow) Center-of-Mass det. fiime--1 .0 ruin 798.5-782.5 ) Invert Avail. tora2e for e Description 1 _ 69.00, 34,766 cf Custom Stage Data Prismatid)sted below Elevation Surf.Area' lnc.Store Cum.Store feet (aft) ;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 91109 25,850 74.00' 7,839 8,916 34,766 Routin2 Invert Outlet Devices 1 Primary 69.09 18.0"Vert. Orifice/GrateC=0.600 Primary OutPlowMax=7.10 cfs@ 12.27 firs HW=70'.44° (Free Discharge) --1=06f-rcef rate(Orifice Controls 7.10 cfs @ 4.1 fps) r a dss dt! aPnia�! �Wd .r Ursht�+ cds. mlde saY � m766� 4M All wisp dT ial�i t •' lawwnM Mw7}Fw.s RllW OFFdlIE P1,ryiYM'REY6V[b Y6 MAI#�IdH 1 ' wA,tdglC " " s Drainage Diagram for urp 1Oyr prop , t��►�a � ��c : �n Li�iic: Prepared by(enter your company name here) 12/2 12004 HydroCADO 7.00 rdn 001234 0 1986-2003 Applied Microcomputer Systems wp 1 Oyr prop Type 111 24- r Rainfall=4.60" Prepared by{enter your company name here} Page 2 H droCADO 7.00 sfn'001234 @ 1986-2003 Ap2lied Microcomputer Systems 12/27/2004 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff`by SCS TR-20 method, UH=SCS Reach routing by Stor-lnd+Trans method - Pond routing by Steer-Ind method Subcatchmet 1V4i WATER F'ARFC EXPANSION Runoff Area=2.960 ac Runoff Depth=350" Tc=5.0 min CN=92 Runoff=12.46cfs 0.863 of Subcatchment 2W:;FLOW REMOVED TO WATERPARK Runoff Area=0.520 ac Runoff Depth=4. 54 Tc=5.0 min CN'=98 Runoff=2.38 fs 0.176 of Subcatchment 3S: da 3 Runoff Area=0.090'ac Runoff Depth=3.30" Tc=5.0 min CN'=90 Runoff=0.36 cfs 0.025 of Subcatchment 3W. FLOW OFF-SITE: Runoff Area=0.880 ac Runoff De pth=2.29 Tc=5.0 min CN=79 Runoff=2.59 cfs 0.168 of Subcatchment 4S: da 4 Runoff Area=0.470 ac Runoff Depth=0.04" Tc=5.0 min CN=36 Runoff 0.00 cfs 0.002 of Subcatchment SS: da 5 Runoff Area=0.260 ac Runoff Depth=0.00" Tc=5.0 min CN;=30 Runoff�-0.00 ofs 0,000 of Subcatchment 6S:; Runoff Area=0.260 lac Runoff Depth=2.64" Tc=5.0 rein CN=83 Runoff=0.87 cfs 0.057 of Subcatchment 7S: da 7 Runoff Area=0.140 ac Runoff Depth=0.00 Tc=5.0 min CN=30 Runoff-0.00 cfs 0.000 of Subcatchment BS: da 8 Runoff Area 1.020 ac Runoff Depth=0.24" Tc=5.0 min CN=44 runoff-0.10 cfs 0.020 of Subcatchment 14S: da 14 Runoff Area=0.110 ac Runoff Depth=3.30" Tc=5,0 rain CN=90 Runoff--0.44 cf 0.030 of Subcatchment 15S: da 15 Runoff Area=1.670 ac Runoff Depth=3.30" Tc=5.0 min CN=9D Runoff=6.75 cfs 0.459 of Subcatchment 21S: Additional flow-Typhoon Expansion Runoff Area=23,522 sf Runoff Depth=0.86" Tc=5.0 min CN=58 Runoff=0.51 cfs 0.038 of Subcatchment 22S: Additional`flow-Typhoon expansion Runoff Area=71,438 sf Runoff Depth=1.08"' Tc=5.0 ruin CN'=62 Runoff 2.11 cfs 0.148 of Reach 5R:fes 207 oulet Peak Depth=0.0 ' Max Vei=1.3 fps tnftovw=0.00 cfs 0.002 of D=12.0" n=0 012 L=25.0' 8=0.0400 7' Capacity=7.72 cfs Outflow=0.00 cfs 0.001 of Reach 19R: dmh 19 outlet Peak Depth=1.44' Max Vel=6.7 fps Inflow=19.87 cfs 1.638 of D=30.0" n=0.01'2 L=75.0' S=0.0049'1' Capacit 31.21 cfs Outflow=l9.6i4 cfs 1.638 of wp 1 Qyr prop Type 11124-hr Rainfall=4.60" Prepared by{enter your company name here) Page 3 H droCAD®7.00 s/n 001234 O 1986-2003 Applied Microcomputer Systems 12/2712004 Reach 20R: existing pond outlet pipe Peak Depth=0.86' Max Vet=7.3 fps Inflow=10.92 cfs 1.617 of D=30.0" n=0.012 L=30.0' S=0.0093 '/' Capacity=42.93 cfs Outflow=10.91 cfs 1.617 of Reach 202R: cb 202 outlet Peak Depth=0.10' Max Vet=2.4 fps Inflow=0.10 cfs 0.020 of D=12.0" n=0012 L=20.0' S=0.0150 '/' Capacity=4.73 cfs Outflow=0.10 cfs 0.020 of Reach 204R: cb 204 outlet Peak Depth=0.00' Max Vel=0.0 fps Inflow=0.00 cfs 0.000 of D=12.0" n=0 012 L=20.0' S=0.0050 7' Capacity=2.73 cfs Outflow=0.00 cfs 0.000 of Reach 205R: cb 206 outlet Peak Depth=0.39' Max Vet=3.1 fps Inflow=0.87 cfs 0.057 of D=12.0" n=0 012 L=40,0' S=0.0050 T Capacity=2.73 cfs Outflow=0.85 cfs 0.057 of Reach 206R: cb 206 outlet Peak Depth=0.00' Max Vet=0.0 fps Inflow=0.00 cfs 0.000 af' D=12.0" n=0012 L=90.0' S=0.0056 '/' Capacity=2.88 cfs Outflow=0.00 cfs 0.000 of Reach 207R: cb 207 outlet Peak Depth=0.19' Max Vet=34 fps Inflow=0.36 cfs 0.026 af` 0=12.0" n=0.012 L=150.0' S=0.0133 '/' Capacity--4.46 cfs Outflow=0.34 cfs 0.026 of Reach 20BR: dmh 208 outlet Peak Depth=1.02' Max Vet=4.9 fps Inflow=7.97 cfs 0.554 of D=24,0" n=0.012 L=130.0' S=0.0038 7' Capacity=15.20 cfs Outflow=7.62 cfs 0.554 of Ruch 301 R: dmh 201 outlet Peak Depth=1.52' Max Vet=6.4 fps Inflow=20.11 cfs 1.639 of D=30.0" n=0.012 L=70.0' S'=0.0043'/' Capacity=29.09<cfs Outflow=19.87 cfs 1.638 of Reach 302R: dmh 202 outlet Peak Depth=1.36' Max Vet=7 4 fps Inflow=20.39 cfs 1.639 of 0=30.0" n=0.012 L=95.0' S`=0.0063 '/' Capacity=35.31 cfs Outflow=20.11 cfs 1.639 af` Reach 303R: dmh 203 outlet Peak Depth=1.47' MaxVei=6.8 fps Inflow=20.51 cfs 1.619 of D=30.0" n=0.012 L=40.0' S=0.0050 7' Capacity=31.42 cfs Outflow=20.38 cfs 1.619 of Reach 304R: dmh 204 outlet Peak Depth=1.48' Max Vet=6.8 fps Inflow=20,78 cfs 1.620 of D=30.0" n=0.012 L=80.0' S=0.0050'/' Capacity=31.42 cfs Outflow=20.51 cfs 1.619 of Reach-305R: dmh 205 outlet Peak Depth=1.69', MaxVel=6.1 fps Inflow=22.15 cfs 1.621 of D=30.0" n=0.012 L=300.0' S=0.0037 T Capacity=26.91' cfs Outflow=20.78 cfs 1.620 of Reach 306R dmh 206 outlet' Peak Depth=1.52' Max Vet=6.9 fps Inflow=21.73 cfs 1.565 of D=30.0" n=0.012 L=80.0' S=0.0050 '/' Capacity=31.42 cfs Outflow=21.30 cfs 1,564 of Reach 307R: dmh 207 outlet Peak Depth=0.90' Max Vet=54 fps Inflow=7.62 cfs 0.554 of D=24.0 n=0.012 L=150.0' S=0.0053 7' Capacity=17.90 cfs Outflow=7.31 cfs 0.554 of Reach 999R: special dmh outlet Peak Depth=0.51' Max VeI=12.3 fps Inflow=7.69 cfs 0.528 of D'=24,0"' n=0.012 L=60.0' S=0.0500'/' Capacity=54.B0 cfs Outflow=7.63 cfs 0.528 of Pond 20P: existing storage pond Peak Elev=71.40' Storage=12,242 cf Inflow=19.64 cfs 1.638 of Outflow=10.92 cfs 1.617 of wp 1 Oyr prop Type 111 4-hr Rainfall=4.60" Prepared by {enter your company name here) Page 4 HydroCADS 7.€0 s/n 001234 @ 1986-2003 Applied Microcomputer Systems 12/ 712004 Total Runoff Area r 10.560 ac Runoff Volume : 1.986 of Average Runoff Depth 2.26" wp 10yr prop Type It/ 24-hr r lt= .60" Prepared by{eater your company name here) Page HydroCADO 7.00 s/n 001234 @ 1986-29PI Applied I M22 rater Systems> 12�2712004 Subcatchment 1W: WATER PARK EXPANSION Runoff 12.46 cfs @ 12.05 hrA Volume= 0.863 af, Depth= .50" Runoff by SC5 TR-20 method, UH= C , Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=4.60' Area ac _ CN Description 2.090 98 ALL IMPERVIOUS AREAS U70 79 50-75% Grass cover, Fair, H G C .960 92 Weighted Average Tc Length Slope Velocity Capacity Description (min). feat ftfft ftls+ec cfs 5.O Direct Entry, DIRECT ENTRY wp 10yr prop Type I// 24-hr Rainfall=4.60" Prepared by (enter your company name here) Page i-i' droCA,DO 7.00 sfn'00 1234 @ 1986-2003 Agelied Microcom pater S sterns 12/ 7/2 04 ubcatchment 2W: FLOW REMOVED TO WATERP'ARK Runoff 2 cfs c ' 1 . 5 hrs, Volume= 0.176 at Depth= 4,05,E Runoff`'6y SCS TR-20 method, UH= , Time Span= .00-2a00 hr , dt=0.0 hrs Type III 24-hr Rainf ll=4.6Q" Area Jac) CN CDescrietion 0.520 98, FLOW LOST IN WATERPARK Tc Length Slope Velocity Capacity Description min feet ft/ft ft/se cfs 5.0 Direct Entry, rip IOyr prop Tire 11124-hr l ainfall=4. " Prepared by{eater your company Warne here) Page HydroCADO 7,00 s/n 001234 @ 1986-2003 Aeelied,Microcom uter Systems 2127/2O Sub catchment 3S: da Runoff 036 cfs c@r 12.05 hrs, Volume= 0.025 af, Depth= 3.30" Runoff'by S S TR-20 method, UH=SCS, Time Sparc= 5.00-20.00 hrs, df= 0.05 hr Type III 24-hr Rainfall=4.60" Area (ac) CN Description 0,090 90 Tc length Slope Velocity Capacity Description (min) (feet) Lft/ft) (ftlse ) _ cfs 5.0 Direct Entry, flow to cb 207 r wp 10yr prop Type 1/1 4- rr ainfafi=4.60" Prepared by{enter your company name here) barge 8 HydrqCADO 7.00 s1n 001234 @ 1986-2003 A plied Mcrccom uter Systems 12 27129 4 Subcatchm nt 3 : FLOW OFF-SITE: Runoff = 2.59 cfs @ 12.05 hrsc, Volume'= 0,168 af, ["Depth= 2.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.0[}'-20.00 hrs, dt= 9.45 hr Type III 24-hr Rainfall=4.60" Area (ac) CCU Description 0380 79 50-75% Grass cover, Fair, H Tc Length Slope 'Velocity Capacity Description f mirth Meet) ftffftlse f cfs .0 [Direct Entry, DIRECT ENTRY wp 10yr prop Type 11124-hr Rainfall=4.60" Prepared by(enter your company name here) Page 9 N droCADO 7.00 s/n 001234 © 1986-2003 Applied Microcom uter Systems 12/27/2004 1 ubcatchment S: da 4 Runoff 000 cfs @ 15.41 hrs, Volume= 0.002 af, Depth= 0.04" 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 0.470 36 Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ft/sec) (cfs) 5.0 Direct Entry, flow to fes 207 1 1 1 1 r r wp 10yr prop Type/1/ 24_ r° Raanfall=4. 0" Prepared b {enter your company name here} Page 10 HydroCA1O 7.00 sln 001234 G 1086-2003 Applied Microcomputer Systems 12/27/2004i ubcatchmert# S. da 5 Runoff 0.00 cfs a 5-.00 hrs, Volume= 0.000 af, Depth= 0.00 Runoff by SCS TR-20 method, Ulf=S S, Time Span= 5.00-20.00 hrs, dt=0.05 hrs `type fit 24-hr Rainfall=4.60" Area(ac) CN Description 0.260 30 7c Length Slope Velocity Capacity Description min: feet ftft f 'seo cfs 5.0 Direct Entry, flaw to cb 204 wp 1 Oyr prop Type 11124-hr Rainfall=4.60" Prepared b {enter your company name here) Page 11 HydroCADO 7.00 sln 001234 @ 1 8 -20 3 A22li d Microcomputer Systems 12/27/2004 Subcatchmenx 6S: Runoff 0.87 cfs @ 12.05 hrsj Volume .057 af, Depth 2. 4" Runoff by SCS TRw 0 method, UH=SCS, Time Spar= 5.00-20.00 hrs, tit=0.05 hr Type ill 4-hr Rainfall=4.60" Area Lac) CN Descri tior 0260 8 Tc Length Slope Velocity Capacity Description min,' feet ftlft ftlsec cfs 5.0 Direct Entry, wp 1 Oyr prop Type I// 24- r Rainfall=4.5 " Prepared by{enter.your company name here) Page 12 H droCADO 7.00 s/n 001234 C 1986-2003 A2plied Micmcom titer Systems 12/27/2004 ubcatchment TS: da 7 Runoff 0.00 cfs,@ 5.00 hr4 Volume= 0.000 af, Depth= 0.00 Runoff by SCS TR- O method, H=SCS, Time Span= 5.00-20.00 tars, dt= 0.05 hr Type III'24-hr .Rainfall=4.60" Area ac CIS Description 0.140 30 Tc Length Slope Velocity Capacity Description min: feet ft ftlse cfs 5.0 Direct Entry, flow to cb 206 wp 1 Oyr prop Type /11 24-hr Rainfafl=4.60" Prepared by {enter your company name here} Page 13 HydroCAM 7.00 s/n 001234 @ 1986-2003 ApLlied Microcome2!tL Systems 12/27/2004 Subcatchment 8S: da 8 Runoff 0.10 cfs @ 12.34 hrs, Volume= 0.020 af, Depth= 0.24" 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 {act CN Description 1.020 44 Tc Length Slope Velocity Capacity Description (mi!2 (feet) --(fVft) (ft/sec) (cfs) 5.0 Direct Entry, flow to cb 202 p 1 Oyr props Type fff 24-far Rafnfaff-4.60" Prepared by jenter your company name here) Page 1 HydreCADO7.00 s/n 001234 @ 1986.2003 Applies Micros rnputer Systems 12f27f2004 Subcatchment 14S: da 14 Runoff 0.44 cfs @ 12.05 hrs, Volume= 0.030 af, Depth= 3.30" Runoff by SCS TR-20 method, t-I=S S Time Spar= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=4.60" Area ac _ N Descri Lion 0.110 90 Tc Length Slope Velocity Capacity Description min fe-et It-/ft LSec cfs 5.0 Direct Entry, flow to special dmh wp 10yr prop Type I//24-hr Rainfall=4.50" Prepared by{enter your company name here) rage 15 H droCADV 7.00 s/n 001234 C 1986-2003,,Ap2lied Microcorn titer Systems_ 12/27/2004 Subcatchment 1 S. da 1 Runoff - 6.75 cfs @ 12.05 hr , Volume= 0.459 af, Depth= 3 30 Runoff by S S T - 0 method, U -SC , Time Span=5.00-20.00 hr , dt=0.05 hr Type III 24-hr Rainfall=4.60" Area (ac)_ Description 1.670 90 Tc Length Slope- Velocity Capacity Description (min) (feet) (ftlftt (ftlsed) (cf ) 5.0 direct Entry,flow to special drnh wp 1 0yr prop Type 11124-hr Rainfall=4.60" Prepared by{enter your company name here) Page 1 ' HydreCA 7.00 s/n 901234 @?193 -2003 Applied luligrocomputf:r Systems 12/ 7/200 uboatchment 21 S: Additional flow-Typhoon Expansion Runoff 0.51 cfs @ 12.07 hrs, Volume= 0.036 af, Depth= 0.86" Runoff by SCS TR-20 method, UH- CS, Time Spar= 5.00-20.00 hrs, dt=0.05 hrs Type III 24-hr Rainfall=4.60" Area (ED CN Description 0,715 74 3, 65 98 10,322 30 23,52-2 58Weighted Average Tc Length Slope Velocity Capacity Description min) jfeat ftlft fuse cfs,' 5.0; Direct Entry, prop Fld— i "}°'h p Y[Ai TA'G7fd' .Pf Prepared by(enter your company name here) Page 1'7" H droCADO 7.00 s/n+001234 01036-2003 Applied Microcom liter Systems 12/27/2004 Subcatchment 2S: Additional flew-Typhoon expansion Runoff 2.11 cfs @ 12.06 hr4 Volume= 0.148 af, Depth= 1.08" Runoff by SCS TR-20 method, UH= CS, Time Span= 5.00-20.00 hrs, dt=0.05 hr Type III 24'hr Rainfall=4.60" Areas N Description 17,676 30 16,322 6 4,791 08 321649 74 71,438 62 Weighted Average Tc Length Slope Velocity Capacity Description min feet fUft) (fUsec) (cfs 5,0 Direct Ent o wp 10yr prop Type 1/1-24-hr Rainfall=4.60" Prepared by{enter your company name here) Page 18` M droCAD)7.00 sIn 001234 © 1986-2003 Applied Microcomputer Systems 12/27/2004 ' Reach 5R: #es 207 oulef' Inflow Area 0.470 aq Inflow Depth = 0.04" Inflow 0.00 cfs @ 15.41 hrs, Volume 0.002 of 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, Min. Travel Time= 0.3 min Avg. Velocity= 1.2 fps, Avg. Travel Time= 0.3 min' Peak Depth= 0.02' @ 15.41 hrs Capacity at bank full= 7.72 cfs Inlet Invert=78.00', Outlet"Invert= 77.00' 12.0" Diameter Pipe n= 0 012 Length=25.0' Slope= 0.0400 7' wp 10yr prop Type I// 24-hr Raintall=4.60" Prepared by{enter your company name here} Page 19 FILdroCAN)7.00 s/n 001234 @ 1986-222LApplied Microcomputer Systems 12/27/2004 Reach 19R, dmh 19 outlet Inflow Area = 9.160ar, Inflow Depth= 2.15" Inflow 19.87cfs@ 12.10hrs, Volume= 1.638 of Outflow 19.64 cfs @ 12.11 hrs, Volume= 1.638 af, Atten= 1% Lag=0.2 min Routing by Sitar-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=2.7 fps, Avg.Travel Time= 0.5 min Peak Depth= 1.44' @ 12.10 hrs 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 '/' wp 1 Oyr prop Type 11124-hr Rainfall=4.60" Prepared by {enter your company name here) Page 20 Hydro HydroCACO 7.00 s/n 001234 01986-2003 A22fied Micrccorn titer Systems 12/2712004< Reach 20R: existing pond outlet pipe Inflow Area 9.160 aq Inflow Depth = .12" Inflow 10.92 cfs @ 12.31 hr , Volume 1.617 of Outflow - 10.91 cfs @ 12.31 hrs, 'volume 1.617 af, Atten= 0% Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 12 Max. Velocity= 7.3 fps, Min. Travel Time= 0.1 min Avg. Velocity= 3.3 fps, Avg. Travel Tire= 0.2 miry Peak Depth= 0.86' @ 12.31 hrs Capacity at bank full=42.93 cfs Inlet Invert= 68.38, Outlet Invert== 6 .10' 30.0"Diameter Pipe n=0.012 Length=30.0' Slope=0.0093 T wp 1 vyr prop Type 1/f 4-far Raintaff=4.6 ": Prepared by {enter your company name here) Page 21 H droCADO 7.00 sln 001234 O 198 W2003 A lied Microcomputer Systems 12/27/2004 Reach 202R. c1b202 outlet Inflow Area 1.020 ae Inflow Depth= 0.24" Inflow = 0.10 cfs @ 12.34 hr4 Volume= 0.020 of Outflow 0 10 cfs @ 12.34hrA Volume= 0.020 af, Atten= 0%, Lag=0.2 min Routing by Stdr-Ind+Trans method„ Time Span'= 0.00-20.00 hrs, dt= 0.05 hrs! 2' Max. Velocity- 2A fps, Min. Travel Time= 0.1 min Avg.Velocity= 1.0 fps, Avg. Travel Time=0.2 min Peak Depth=0.10' @ 12.34 hrs 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= 0.01 b0 'f wp 10yr prop Type /11 24-hr Rainfafi=4.60" Prepared by {enter your company name here) Page 22 HydroCAD&7.00 s/n 001234 @ 1986-2003 Applied Microcomputer Systems 12127/2004 Reach 204R: cb 204 outlet Inflow Area = 0.260 ar, Inflow Depth= 0.00" 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' @ 5.00 hrs 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'/' wp 10yr prop Type 1/1 24-hr Rainfall=4.60" Prepared by (enter your company name herej Page 23 HydroCAM)7.00 s/n 001234 @ 1986-2003_!;p_plied MicrqqomE2!2LSystems 12L27/200 Reach 205R: cb 206 outlet Inflow Area 0.260 ar, Inflow Depth= 2.64" Inflow 0.87cfs@ 12,05hrsi Volume= 0.057 of Outflow 0.85cfs@ 12.06hrs, Volume= 0.057 af, Atten=20/4 Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 5,00-20.00 hrs, dt= 0.05 hrs J 2 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' @ 12.05 hrs 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= 0,0050T wp I Oyr prop Type /11 24-hr Rainfall=4.60" Prepared by jenter your company name here} Page 24 HydroCADS 7.00 s/n 001234 @ 1986-2003 Applied Microcomputer Systems 12/27/200 Reach 206R: cb 206 outlet Inflow Area= 0.140 ar, Inflow Depth = 0.00" Inflow = 0,00 cfs @ 5.00 hrs, Volume= 0.000 of cofflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 00/q Lag=0.0 min Routing by Star-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 12 Max. Velocity=0.0 fps, Min. Travel Tirne= 0.0 min Avg.Velocity=0.0 fps, Avg. Travel Time=0.0 min Peak Depth=0.00' @ 5.00 hrs Capacity at bank 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 ? wp 1 Qyr prop Type 11124- lr Rain all=4.60' Prepared by (enter your company name here) Page 25 HydroCADO 7.00 sln 001234 @ 1986-200 Applied Microcomputer Systems 12/27/2004' Reach 207R cb 207 outlet Inflow Area= 0.560 ar, Inflow Depth = 0.56" 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 Stbr-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 Peak Depth= 0.13' 12.06 hrs Capacity at hank full-=4.46 cfs Inlet Invert=76.90', Outlet Invert= 74.00' 12.0" Diameter Pipe n= 0.012 Length= 150.0' Slope= 0.0133 'f wp 1 yr prep Type /// 4- r airi ll=4. " Prepared by(enter your company name here) Page 28 H dry oCADO 7.00 sln 001234 0 1986-2003 Applied Microcom2uter Systems 12127/2004 Reach 20SR: dmh 208 outlet Inflow Area - 2.880 ac Inflow Depth = 2.31" Inflow — 7.97 cfs @ 12.05hrA Volume= 0.884 of Outflow — 7.62 cfs @ 12.06 hr , Volume 0.554 ef, Af en=40q Lag=0.6 min Routing by Star-Ind+Trans method, Time Span= 8.00-20.00 hrs, dt= O,05 hrs f 2 Max.Velocity=4.9 fps, Mira. Travel Time:0.4 min Avg. Velocity= 1.8 fps, Avg. Travel Time= 1.2 min Peak 'Depth= 1.02' 12.06 hrs Capacity at bank full= 15.20 cis Inlet Invert=74.60', Outlet Invert= 74.10' 2 .0" Diameter Pipe n=0.012 Length= 130.0' dope= 0.0038 'P Prepared by(enter your company name here) Page 27 H` droCADO 7.00 s/n 001234 O 1 s6-2003 A lied Micro om titer Systems 12l2712004 Reach 301 R. dmh 201 outlet Inflow Area_ 9.160 ar, Inflow Depth= 2.15" Inflow = 20.11 cfs @ 12.10 hrs, Volume= 1.639 of Outflow = 19 87 cfs @ 12.10 hrs, Volume= 1.638 af, Atten= 1% Lag=0.2 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 1 Max. Velocity= 6.4 fps, Min. Travel Time=0.2 min Avg. Velocity=2.5 fps, Avg. Travel Time= 0.5 min Peak Depth= 1.52' 12.10 hrs Capacity at bank full= 29.09 cfs Inlet Invert= 70.10', Outlet'Invert= 69.60' 30.0" Diameter Pipe n= 0.012 Length= 70.0' Slopie= 0.0043 'f'' wp 1 0yr prop Type lll'24-hr Rainfall=4.60" Prepared by{enter your company name here] Page 28 HydroCAD@ 7.00 s/n 001234 © 1986-2003 Applied Microcomputer Systems 12/2712004 Reach 302R: dm'h 202 outlet Inflow Area; 9.160 aG Inflow Depth = 2.15" Inflow 2039 cfs @ 12.09 hrs, Volume= 1.639 of Outflow 20.11 cfs'@ 12.10 hrs, Volume= 1.639 of, Atten= 1°IQ Lag= 0.3 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 12 Max. Velocity= 7.4 fps; Min. Travel Time= 0.2 min Avg. Velocity=2.9 fps, Avg. Travel Time= 0.5 min Peak Depth= 1.36' @ 12.10 hrs Capacity at bank full=35.31 cfs Inlet Invert= 70.70', Outlet Invert= 70.10' 1 30.0" Diameter Pipe n= 0012 Length- 95.0' Slope= 0.0063 'I' 1 i 1 1 1 1 1 �I wp 1 Oyr prop Type 11I 24-hr Rainfall=4.60", Prepared by {enter your company name here) Page 29 HydroC, 7.00 s/n 001234 @ 1986-2003 Applied Microcomputer Systems 12i2712004 Reach 303R: dmh 203 outlet Inflow Area 8.140 aq Inflow Depth= .39 Inflow 20.51 cfs @ 12.09 hrsj Volume= 1.619 of Outflow 20.38 cfs @ 12,09 hrs, Volume= 1.619 af,' Atten= 1% Lag=0.1 min Routing by Star-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt-70.05 hrs 12 Max. Velocity=6.8 fps, Min. Travel Time='0.1 ruin Avg. Velocity =2.6 fps, Avg. Travel lime=0.3 min Peak Depth= 1.47" @ 12.09 hrs Capacity at bank full- 31.42 cfs Inlet Invert=71.00', Outlet Invert= 70.80` 0.0"Diameter Pipe n= 0 012 Length= 40.0° Slope-- 0.0050 7' wp 10yr prep Type W 24-hr Rainfall=4.6 °" Prepared by {enter your company name here) Page 30 NXdroCAD@ 7,00 s/n'001234 @ 1986-2003 Applied Microcomputer Systems 12/2712004 Reach 304R. dmh 204 outlet Inflow Area - 8.140 eq Inflow Depth= 2.39{" Inflow 20.78 cfs @ 12.09 hrs, 'volume= 1.620 of Outflow 20 51 cfs @ 12.09 hrs, Volume= 1.619 af, Atten= 1 G1q Lag= 0.3 min Routing by Stbr-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 1 Max. Velocity= 6.8 fps, Min. Travel Time= 0.2 min Avg. Velocity=2.5 fps, Avg. Travel Time= 0.5 min Peak Depth= 1.48" 12.09 hrs Capacity at bank full..:=81.42 cf Inlet Invert= 71 50', Outlet Invert=71.10 80.0" Diameter Pipe n=0,012 Length= 80.0" Slope= 0.0050 ? wp I Oyr prop Type I// 24-hr Rainfall=4.60" Prepared by {enter your company name here} Page 31 HydroCADO 7.00 s1n 001234 @ 1986-2003 Applied Microcomputer Systems 12/2712004 Reach 305R: dmh 205 outlet Inflow Area = 8.140 aq Inflow Depth = 2.39'r Inflow 22.15 cfs @ 12.06 hrA Volume= 1.621 of Outflow 20.78 cfa @ 12.09 hrs, Volume= 1.620 af, Atten= 60/q Lag= 1.6 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 12 Max. Velocity= 6.1 fps, Min. Travel Time=0.8 min Avg. Velocity=2.4 fps, Avg. Travel Time=2.1 min Peak Depth= 1.69' @ 12.07 hrs 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 'f wp 10yr prop Type f1124- r Rainfall=4.60" Prepared by (enter your company name here} Page 32 HydroCAD@ 7.00 sln 001234 O 1986-2003 Applied Microcomputer Systems 12/27/2004 ,each 3�06R: dmh 206 outlet Inflow Area = 7.620 ar, Inflow Depth = 2.46" Inflow 21 73 cfs @ 12.05 hrs, Volume= 1.565 of Outflow 21.30 cfs @ 12.05 hrs, 'Volume= 1.5€4 af, Atten= % Lag=0.2 min Routing by t r-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 12 Max. Velocity=6.0 fps, Min. Travel Time=0,2 min Avg. Velocity =2.5 fps, Avg.Travel Time=0.5;min Peak Depth= 1. 2' @ 12.06 hrs Capacity at bank full.=31.42 cfs Inlet Invert= 7 .10'„' Outlet Invert= 72.70' 30.0" Diameter Pipe n= 0.012 Length= 80.0'' Slope= 0.4050 T wp 10yr prop Type P11,24-hr Rainfall=4.60" Prepared by {enter your;company name here) Page 33i H)WaCAD®7.00 s/n 001234 O 1986-2003 Applied Microcomputer Systems 12/27/2004 Reach 307R: dmh 207 outlet Inflow Area 2.880 ac, Inflow Depth = 2.31" 1 Inflow 7.62 cfs @ 12.06 hrs, Volume= 0.554 of Outflow 7.31 efs @ 12.07 hrs, Volume= 0.554 af, Atten=4a/o, Lag= 0.7'min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs J 2 Max. Velocity= 5.4 fps, Min. Travel Time= 0.5 min Avg. Velocity = 2.0 fps, Avg.Travel Time= 1.2 min Peak Depth= 0.90' @ 12.07 hrs 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 'P wp 10yr prop Type /H 24-hr Rainfall=4.60" Prepared by (enter your company name here) Page 34 HydroCADV 7.00 s/n 001234 © 1986-2003 Applied Microcomputer Systems 12/27/2004 Reach 999R: special dmh outlet; Inflow Area _ 2.320 ar, Inflow Depth = 2.73 Inflow 7.69 cfs @ 12.05 hrs, Volume= 0.528 of Outflow 7.63 cfs @ 12.05 hrs, Volume= 0.528 af, Atten= 1°/q Lag'= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs,dt= 0.05 hrs 12 Max. Velocity= 12.3 fps, Min. Travel Time=0.1 min Avg. Velocity = 4.4 fps, Avg. Travel Time= 0.2 min Peak Depth='0.51' @ 12.05 hrs Capacity at bank full= 54.80 cfs Inlet Invert= 84.00', Outlet Invert= 81.00' 24.0" Diameter Pipe n= 0.012 Length"= 60.0' Slope= 0 0500 7' wp I Oyr prop Type /11 24-hr Rain fall-4.60" Prepared by{enter your company name here) Page 35 HydroCADO 7.00 s1n 001234 @ 1986-2003.Applied Microcomputer Systems 12127/2004 Pond 20P: existing storage pond Inflow Area = 9.160ac, Inflow Depth = 2.15" Inflow = M64 cfs @ 12.11 hr4 Volume= 1.638 of Outflow 10.92 cfs @ 12.31 hrs, Volume= 1.617 af, Atten=44% Lag= 12.0 min Primary 10.92 cfs;@ 12.31 hrs Volume= 1.617 of Routing by Stier-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs/ 2 Peak Elev-- 71.40'@ 12.31 hrs Surf.Area=7,311 sf Storage= 12,242 cf Plug-Flow detention time=20,6 min calculated for 1.612 of(98% of inflow) Center-of-Mass det. time=15.4 min (788.2-772.9 ) # Invert AvaiI.Storage Storage Description- 1 69.00, 34,766 cf Custom Stage Data (Prismatid)sted below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) _(cubic-feet j (cubi2:fLet) 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 7,1139 11,916 34,766 # Routing Invert Outlet Devices 1 Primary 69.00' 18.0"Vert.Orifice/GrateC= 0.600 Primary OutF]owMax=10.91 ds@ 12.31 hrs HW=71.40' (Free Discharge) t--1=Orifice/Grate(Orifice Controls 10.91 cfs @ 6.2 fps) RE FIAT, 7$$ Ai ytiiR �4Afiusiw� � vga ®5 4 5 w6tl ..... ' ma s cto-+rer+: Mrs.. rypwacp� rt�a�x++a�m: w�. :aJe,.t�mr; Drainage Diagram for wp 100yr prop Prepared by(enter your company name here) 12/27/ 004 t-tydre ADO 7.00 s!n 001234 Q l9B8.2003 Applied Microcomputer Systems wp 100yr prop Type /// 24-hr Rainfafi=6.50" Prepared by{enter your company name here} Page 2 HydroCAD@)7.00 s/n 001234 @ 1986-2003 Applied Microcomputer Systems 12/2712004 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment IW: WATER PARK EXPANSION Runoff Area=2.960 ac Runoff Depth=5.25" Tc=5.0 min CN=92 Runoff=18.30cfs 1.295af Subcatchment 2W: FLOW REMOVED TO WATERPARK Runoff Area=0.520 ac Runoff Depth=6,78" Tc=5.0 min CN=98 Runoff--3.37 cfs 0.251 of Subcatchment 3S: da 3 Runoff Area=0.090 ac Runoff Depth=5.04" Tc=5.0 min CN=90 Runoff--0.54 cfs 0.038 of Subcatchment 3W: FLOW OFF-SITE Runoff Area=0.880 ac Runoff Depth=3.88" Tc=5.0 min CN=79 Runoff--4.32 cfs 0.284 of Subcatchment 4S: da 4 Runoff Area=0,470 ac Runoff Depth=0.35" Tc=5.0 min CN=36 Runoff--0.07cfs 0.014af Subcatchment 5S: da 5 Runoff Area=0.260ac Runoff Depth=0.10" Tc=5.0 min CN=30 Runoff--0.00 cfs 0.002 of Subcatchment 6S: Runoff Area=0.260 ac Runoff Depth=4.29" Tc=5.0 min CN=83 Runoff--1.39 cfs 0.093 of Subcatchnnent 7S- da 7 Runoff Area=0.140ac Runoff Depth=0.10" Tc=-5.0min CN=30 Runoff=0.00cfs0.001af Subcatchment BS: da 8 Runoff Area=1.020 ac Runoff Depth=0.82" Tc=5.0 min CN=44 Runoff--0.73 cfs 0.070 of Subcatchment 14S: da 14 Runoff Area=0.110ac Runoff Depth=5.04" Tc=5.0min CN=90 Runoff--0.66 cfs O.046af Subcatchment 15S: da 15 Runoff Area=1.670 ac Runoff Depth=5.04" Tc=5.0 min CN=90 Runoff--1 0.07 efs 0.702 of Subcatchment 21S- Additional flow-Typhoon Expansion Runoff Area=23,522 sf Runoff Depth=1.89" Tc=5.0 min CN=58 Runoff=1.27 cfs 0.085 of Subcatchment 22S: Additional flow-Typhoon expansion Runoff Area=71,438 sf Runoff Depth=2.24" Tc=5.0 min CN=62 Runoff=4.65 cfs 0.306 of Reach SR: fes 207 oulet Peak Depth=0.07' Max Vel=3.1 fps lnflow=0.07 cfs 0.014 of D=12.0' n=0.012 L=25.0' S=0.0400 '/' Capacity=7.72 cfs Outflow=0.07 cfs 0.014 of Reach 19R: dmh 19 outlet Peak Depth=1.81 Max Vel=7.2 fps lnflow=27.36 cfs 2.639 of D=30.0" n=0.012 L=75.0' S=0.0049T Capacity=31.21 cfs Outflow=27.80 cfs 2.638 of wp 10Oyr prop Type 11124-hr Rainfa11=6.50" Prepared by jenter your company name here) Page HydroCADO 7.00 s/n'001234 01986-2003 Applied Microcorn afar S sterns 12 27/2004 Reach 20R: existing pond outlet pipe Peak Depth=1.00` Max Vet=7.9 fps inflow=14.55 cfs 2,612 of D=30.0" n=0.012 L='30.0' S=0.0093 "/' Capacity=42.93 cfs Outflow=14.54 cfs 2.611 of Reach 202R: cb 202 outlet Peak Depth=0.27' Max Ve1=4.4 fps Inflow=0.73 cfs 0.070 of D=12.0" n=0 012 L:=20.0' S=0.0150'/' Capacity--4.73 cfs i utflow=0.73 cfs 0.070 of Reach 204R: cb 204 outlet Peak Depth=0.03' Max Vet=0.7 fps Inflow=0.00 cfs 0.002 of D=12.0° n=0.012 L=20.0' S=0.0050 T Capacity=2.73 cfs Outflow-0.O0 cfs 0.002 of Reach 205R: cb 206 outlet Peak Depth=0.50` MaxVet=3 5 fps Inflow=1.30 cfs 0.093 of D=12.0" n=0,012 L=40.0' S=0.0050 7' Capacity=2.73 cfs Outflow=1.37 ofs 0.093 of Ruch 20611: cb 206 outlet Peak Depth=0.02' Max Vet=0.6 fps Inflow=0.00 cfs 0.001 of D=12.0" n=0.012 L=90.0' S=0,0056'f Capacity=2.88 cfs }utflow=0.00 cfs 0.001 of Reach 207R: cb 207 outlet; Peak Depth=0.23' Max Vel=3".8 fps Inflow=0.54 cfs 0.051 of a`=12.0" n=0.012 L=150.0` S,=0.01 3 '/` Capacity--4. 6 cfs 3utf1ow=0.51 efs 0.051 of Reach 20 R: dmh 208 outlet Peak Depth=1,36' Max Vet=5.4 fps Inflow=12.43 cfs 0.885 of D=24.0" n=0.012 L=130.0' S=0.0038 '/' Capacity=15.20 cfs Outflow=11.93 cfs 0.884 of Reach 301IR. dmh 201 outlet Peak Depth=1.93' Max e1=6 7 fps lnflow=27.39 cfs 2.e39 of D=30.0" n=0.012 L=70.0' S=0.0043 T Capacity=29.09'cfs Outflow= 7.36 cfs 2.639 of Reach '302R: dmh 202 outlet Peak Depth=1.65' Max Vel=7..9 fps Inflow=27.43 cfs 2.640 of D=30.0" n=0.012 L=95.0' S=0.0063'/' Capacity=3 .31 efs Outflow=27.39 cfs 2.639 of Reach 303R: dmh 203 outlet Peak Depth=1.78' Max Vet=7.2 fps lnflow= 6.89 ofs 2.570 of D=30.0" n=0.012 L=40,0' S=0.0050 '/' Capacity-=31.42 cfs Outflow=26.86 ifs 2.570 of Reach 304R: dmh 204 outlet Peak Depth=1.78' Max`V'e1=7.2 fps lnflow=26,91 al's 2.571 of D=30.0" n=0.012 L=80,0' S=0.0050'/' Capacity=31.42'cfs Outtlow=i26.89 cfs 2.570 of Reach 305R:'dmh 205 outlet Peak Depth=2.50` MaxVel=6.2 fps Inflow=34.77 cfs 2.579 of D=30.0" n=0.012 L=300.0' S=0.0037'/' Capacity=26.91 cfs Cutflow`26.91 cfs 2.571 of Reach 30 R:dmh 206 outlet Peak Depth=2.2 ' Max Vet=7.3 fps l flow=34,25 cfs 2.486 of D=30.0" n=0.012 L=80.0' S=0.0050'/' Capacity/=31.42`cfs iutflow=33.41 cfs 2.484 of Peak De t =1.18'' MaxVel=6.1 f s Inflow=11.93 cfs 0.884 of Reach 307R: dmh 207 outlet. p _ p D=24.0' h=0.012 L=150.0' S=0.0053 7' Capacity-17.90 cfs Ou flow=11.47 cfs 0.884 af' Reach 999R:,special dmh outlet Peak Depth=0.63' Max V'el=14.0 fps Inflow=11.99 cfs 0.833 of D=`24,0" n=0.01`2 L=60.0' S=0,0500 '/' Capacity=54.80 cfs Outflow=11.92'cfs 0.833 of Rona 2OP: existing storage pond Peak Slev=72.67' -Storage=22,882 cf Inflow=27.80 cfs 2.638 of Outflow=14.55 cfs 2.612 of Wp 100yr prop Type 111 4-far Rainfall= .50" Prepared by jenter your company name herej Page 4 Hydro HydroCADO 7.00 s/n 001234 @ 1986-2003 Aepli d Microcomputer Systems 121 712004 Total Runoff Area = 10.560 ac Runoff Volume Y 3.187 af Average Runoff Depth = 3.62" i 1 1 wp I 00yr prop Type H/ 24-hr Rainfa11=6.50" Prepared by {enter your company name here} Page 5 HydroCAD@ 7.00 s1n ON 234 C 1986-2003 Applied Microcomputer Systems 12/27/2004 Subcatchment IW: WATER PARK EXPANSION Runoff 18.30 cfs @ 12,05 hrs, Volume= 1.295 af, Depth= 5.25" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.50" 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) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, DIRECT ENTRY Subcatchment 2W: FLOW REMOVED TO WATERPARK Runoff 3.37 cfs@ 12.05 hrs, Volume= 0.251 af, Depth= 5.78" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.50" Area (ac) CN Description 0.520 98 FLOW LOST IN WATERPARK Tc Length Slope Velocity Capacity Description (min) (feet) (fVft) (fttsec)_ (cfs) 5,0 Direct Entry, 1 Subcatchment 3S: da 3 Runoff = 0.54 cfs @ 12.05 hrs, Volume= 0.038 af, Depth= 5.04" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr Rainfall=6.50" Area (ac) CN Descd2tion 0.090 90 Tc Length Slope Velocity Capacity Descripti6n (min) (feet) (ftffi) (ft/sec) (cfs) 5.0 Direct Entry, flow to cb 207 p 10 yr prop Type /11 4-hr Rainfall=6. " Prepared b enter your company name here Page°5 HydroCAMD 7.00 s/n 001234 @ 1986-200 Lpliad Microcomputer Systems 121271200 ubcatchrnent 3W: FLOW CUFF-SITE Runoff = 4.32 cfs @ 12.05 hr4 Volume= 0.284 at Depth= 88" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type Ill 24-hr Rainfall=6.50"' Area(2c) CN Description 0.880 79 50-75i% Grass cover, Fair, HSG C Tc Length Slope Velocity Capacity Description —Amin)--- feet fttft ftlsed cfs 5.0 Direct:Entry, DIRECT ENTRY Subcatchme t 4S. da 4 Runoff E 0.07 cfs @a 12.33 hrs, Volume= 0.014 f, Depth= 0 35" Runoff by SCS TR-20 method, UH=SCS, Time Span.= 5.00-20.00 hrs, dt= 0.05 hrs Type III 4-hr 'Rainfall=6.50" Area (ac); CN Description 0.470 36 Tc Length Slope Velocity Capacity Description min' feat ftlft) ftlsec cfs 5.0 Direct Entry, flow to fes 207 Subcatchment S : da 5 Runoff - 0 00 cfs' 14 8 V = 0.002 of, De th= 0 0," R cuff 7 hrs clue p .� Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00- 0.00 hrs, dt= 0.05 hrs Type III 24-ter rainfall=6.50" Area ac CN Description 0.260 30 Tc Length Slope Velocity Capacity Description min feet ftlft ftlsec cfs 5.0 Direct Entry,flag to cb 204 Suhcatchment 6S. Runoff _ 1.39 cfs @ 12.05 hrs Volume= 0.093 af, Depth= 4 29""' Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs' Type III 24-hr Rainfall=6.50" vvp 10yr prop Type /f/24-hr Rainfall=6.50" Prepared by jenter your company name here] Page 7 HydroCA 7.00 s/n'001234 @ 1 66-2003 Alp ied Microcomputer Systems 12127/2004 Area (ac) CN Description 0.260 83 Tc Length Slope Velocity Capacitor Description rain feet ftlft ft/sec cfs 5.0 Direct Entry, Subcatchment S: da 7 Runoff - 0.00 cfs a 1 .87 hrs Volume= 0.001 af, D pth= 0,10" Runoff'by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type (It 24-hr Rainfall=6.50" Area ac CN Descrf tion 0.140 30 Tc Length Slope Velocity Capacity (Description min feet ft/ft ffsec cfs 5,0 (Direct Entry, flow to cb 20 Subc tchnnent 8S: da 8 Runoff" - 0.73 cfs @ 12.09 hrs, Valme= 0,070 at © pth- 5,62° Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.0 hrs, d -0.05 hrs Type III 24- r Rainfall=6.50" Areac Clot Description 1.020 44 Tc Length Slope- Velocity Capacity Description 1 (min) (feet) (ft/ft) (fUsec) (cfs) 5,0 Direct Entry, flow to cb 202 Subcatchrnent 14S: da 14 Runoff - 0.66 cfs @ 12.05 hrs" Volume= 0.046 af, Depth= 5,04" Runoff by SCS TR-20 method, UH=SCS® Time Spare.= 5,00- 0.00 hrs, dt-0.05'hrs Type III 24-hr Rainfall-6.5 �" Area ac CN Description 0.110 00 Tc Length Slope Velocity Capacity Description; (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 [direct Entry, flow to spacial dmh wp 100yr prop Type IN 24-hr Rainfal1=6.50 Prepared by (enter your company name here) Page;8 H droCAD®7.00 s/n-001234 © 1986-2003 Applied Microcomputer Systems 12/27/2004 Subcatchment 15S: da 15' Runoff 10.07 cfs @ 12.05 hrs, Volume= 0.702 at Depth= 5.04 Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III24-hr Rainfall=6.50" Area (ac) CN Description 1.670 90` Tc Length -Slope Velocity Capacity Description (min)' (feet) (ft/ft) (fusee) (cfs) 5.0' Direct Entry, flow to special dmh Subcatchment 21 S: Additional flow-Typ hoon Expansion . P Runoff 1.27 efs @ 12.06 hrs, Volume _ 0.085 af, Depth= 1.89"' Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00';hrs, dt=0.05'hrs Type III 24-hr Rainfall=6.50` Area (sf) CN Description 9,715 74 T 3,485 98 10,322 30 23,522 58 Weighted Average Tc Length Sloe Velocity Capacity Description 9 p Y P aci ty tio p (min) (feet) (fUft) (ft/sec) (cfs) 5.0' Direct Entry, Subcatchment 22S: Additional flow-Typhoon expansion 1 Runoff 4.65 cfs @ 12.06 hrs, Volume= 0.306 af, Depth= 2.24 Runoff by SCS TR-20 method, UH=SCS, Time Sparc= 5.00-20.00 hrs, dt= 0.0,5 hrs Type III 24-hr Rainfall=6.50" Area (sf) CN Description 17,676 30 16,322 61 4,791 98 32,649 74 71,438 62 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (M) (fusee) (cfs)_ 5.0 Direct Entry, wp 100yr prop Type 11l 24-hr Rainfal1=6.50' Prepared by{enter your company name here) Page 9 H droGADO 7.00 s/n 001234 01986-2003 Apelied Microcomputer Systems 12/27/2004 Reach 5R: fes 207 oulet Inflow Area 0.470 ae Inflow Depth = 0.35" Inflow 0.07 cfs @ 12.33 hrs, Volume= 0.014 of Outflow 0.07 cfs @ 12.34 hrs, Volume= 0.014 af, Atten= 0%q Lag= 0.2 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs !2 Max. Velocity= 3.1 fps, Min. Travel Time= 0.1 min Avg. Velocity= 2.1 fps, Avg. Travel Time= 0.2 min' Peak Depth= 0.07' @ 12.33 hrs Capacity at bank full= 7.72 cfs Inlet Invert= 78.00', Outlet Invert= 77.00' 12.0" Diameter Pipe n= 0.012 Length=25.0' Slope= 0.0400 T Reach 19R: dmh '19 outlet Inflow Area 9.160 aG Inflow Depth = 3.46" Inflow 27.36 cfs@ 12.20 hrs, Volume= 2.639 of Outflow = 2780 cfs @ 12.18 hrs, Volume 2.638 af, Atten= 0%q Lag= 0.0 min Routing by Stor-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= 3.1 fps, Avg. Travel Time= 0.4 min Peak Depth= 1.81' @ 12.20 hrs Capacity at bank full=31.21 cfs Inlet Invert= 69.70', Outlet Inver€= 69.33' 30.0" Diameter Pipe n= 0.012 Length'- 75.0" Slope= 0.0049 '/' Reach 20R: existing pond outlet pipe Inflow Area = 9.160 aG Inflow Depth = 3.42 Inflow 14.55 efs @ 12.37 hrs, Volume 2.612 of Outflow 14.54 cfs @ 12.37 hrs, Volume= 2.611 af, Atten= 0%a, Lag= 0.1 min ' Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 12 Max. Velocity 7.9 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.8 fps, Avg. Travel Time= 0.1 min Peak Depth= 1.00' @ 12.37 hrs 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 '1' 1 wp I00yr prop Type 11124-hr Rainfall=6.50" 1 Prepared by{enter your company name here} Page 10 H droCAD® 7.00 sln 001234 O 1986-2003 Applied Microcomputer Systems 12/27/2004 Reach 202R: cb 202 outlet Inflow Area = 1.020 aq Inflow Depth = 0.82 Inflow 0.73 cfs @ 12.09 hrs, Volume= 0.070 of Outflow 0.73 cfs @ 12.09 hrs, Volume= 0.070 af, Atten= Oo/q Lag= 0.1 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs J 2 Max. Velocity=4.4 fps, Min. Travel Time= 0,1 min Avg. Velocity`= 2.3 fps, Avg. Travel Time= 0.1 min 1 Peak depth=0.27' @ 12.09 hrs 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 '1' Reach 204R: cb 204 outlet Inflow Area 0.260 aG Inflow Depth = '0.10" Inflow 0.00 cfs @ 14.87 hrs, Volume= 0.002 of Outflow 0.00 cfs @ 14.88 hrs, Volume 0.002'af, Atten= 0%q Lag= 0.8 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, di= 0.05 hrs 12; Max. Velocity= 0.7 fps, Min. Travel Time= 0.5 min Avg. Velocity= 0.6 fps, Avg. Travel Time= 0.6 min Peak Depth 0.03' @ 14.88 hrs 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 7' Reach;205R cb 206 outlet ' Inflow Area 0.260 aG Inflow Depth = 4.29" Inflow 1.39 cfs @ 12.05 hrs, Volume= 0.093 of Outflow 1.37 cfs @ 12.05 hrs, Volume= 0.093 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 3.5 fps, Min. Travel Time= 0.2 min Avg. Velocity = 1.3 fps, Avg. Travel Time= 0.5 min Peak Depth= 0.50' @ 12.05 hrs Capacity at bank full= 2.73 cfs Inlet Invert= 72.90', Outlet Invert= 72.70' 1`2.0" Diameter Pipe n= 0`012 Length= 40.0' Slope= 0.0050 '1' wp 100yr pro} Type 11124-hr Rainfall=6.5 " Prepared by{enter your company name here) Page 11 MydroCAEO 7.00 sln 001234 @ 1986-2003 Applied Microcomputer Systems 12/27/2004 Reach 206R clb 206 outlet Inflow Area 0.140 ao, lnflow Depth= 0.10" Inflow 0.00 cfs @ 14.87 hrs, Volu e= 0.001 of Outflow 0.00 cfs @ LL 14.94 hrs, Volume= 0.001 af, Atten= 0% Lag= 4.4 ruin Routing by Star-Ind+Trans method, Time Span= 8.00-20.0 hrs, dt= 0.05 hrs f 2 Max. Velocity= 0.6 fps, Mein. Travel Time=2.6 min Avg.Velocity =0.5 fps, Avg. Travel Time=2.9 min Peak Depth=0.02' @ 14.90 hrs Capacity at bank full=2.88 cfs Inlet Invert= 7 .70', Nutlet invert 73.20' 12.0" Diameter Pipe n= 0 012 Length= 90.0' Slope= 0.0056 7' Reach 207R cb 207 outlet Inflow Area 0.560 ac, Inflow Depth = 1.10" Inflow 0.54 cfs,@ 12 05 hrs, Volume= 0.051 of Outflow 0.51 cfs @ 12.07 hrs, Volume= 0.051 af, Atten= 5% Lag= 0.9 min Routing by Star-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 12 Max. Velocity=3.8 fps, Min. Travel Time= 0.7 ruin Avg. Velocity= 1.6 fps, Avg. Travel Time= 1.6 min Peak Depth=0.2 ' 12.06 hrs Capacity at bank full=4.46 cfs Inlet Invert=76.90', Outlet Invert= 74.90' 1 .0" Diameter Pipe n= 0 012 Length= 150.0' Slope= 0.0133 'J' Reach 0 : drnh 208 outlet Inflow Area 2.880 aG lnflow Depth = 3.69" Inflow - 12.43 cfs @ 12.05 hrs, Volume= 0.885 of Outflow;: 11.93 cfs 12.06 hrs, Volume= 0.884 af, Atten= 4% Lag= 0.5 min Routing by Stor-Ind+Trans method, Time Spam= 5.00-20.00 hrs, +dt= 0.05 hrs I2 Max.Velocity= 5.4 fps, Min.Travel Throe= 0.4 min Avg.Velocity=2.1 fps, Avg. Travel Time= 1.0 min' Peak Depth= 1.36' 12.05 hrs 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 '/' wp I 00yr prop Type I// 24-hr Rainfalt=6.50" Prepared by{enter your company name here) Page 12 HydroCADO 7.00 s1n 001234 0 1986-2003 L21ied NeM22M2uter sterns e 12/271200 Reach 301 R: d mh 201 outlet Inflow Area = 9.160 ac; Inflow Depth = 146" Inflow 27.39 cfs @ 12.20 hr,% Volume= 2.639 af Outflow 27.36 cfs @ 12.20 hrs; Volume= 2.639 af, Atten= 0% Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs t 2 Max. Velocity-- 6.7 fps, Min. Travel Time=0.2 min Avg. Velocity=19 fps, Avg. Travel Time=0.4 min Peak Depth= 1.93' @ 12.20 hrs 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 ? Reach 302R: drnh 202 outlet Inflow Area 9.160 art Inflow Depth = 146" - Inflow 27.43 cfs @ 12.13 hrA Volume= 2.640 of Outflow = 27.39c;fs@ 12.20 hrs, Volume= 2.639 at Atten= 0% Lag= 4.1 min Routing by Ster-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs/ 2 Max. Velocity= 7.9 fps, Min. Travel Time=0.2 min Avg, Velocity= 3.4 fps, Avg, Travel Time=0,5 min Peak Depth= 1.65' @ 12.20 hrs 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= 0.0063T Reach 303R: drnh 203 outlet Inflow Area = 8.140aq Inflow Depth = 3.79" Inflow 26.89 cfs @ 12.20hrA Volume= 2.570 of Outflow 26.86 cfs @ 12,20hrsi Volume= 2.570 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= 7.2 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.1 fps, Avg. Travel Time=0.2 min Peak Depth= 1.78' @ 12.20 hrs Capacity at bank full=31.42 cis Inlet Invert=71.00', Outlet Invert-70.80' 30.0"Diameter Pipe n= 0.0 12 Length=40.0' Slope= 0.0050T wp 100yr prep Type 1/l-2'4-hr { airtfall=5.50" Prepared by fenterryour company name here) Page 13 HydroCADV 7.00 s/n 001234 O 1986-2003 Applied Microcomputer Systems 12/27/2004 Reach 304a dmh 204 outlet, Inflow Area 8.140 ac Inflow Depth = 3.79" Inflow i 26.91 cfs @ 12.10 hrs, Volume= 2.571 of Outflow 26 89 cfs @a 12.20 hrs, Volume= 2.570 af, Atten= O% Lag=6.0 ruin Routing by Stor-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=3.1 fps, Avg.Travel Tint =0.4 resin Peak Depth= 1.78'@ 12.20 hrs Capacity at bank full= 31.42 cfs Inlet Invert=71.50', Cutlet invert= 71.10 30.0" Diameter Pipe' n= 0 012 Length= 80.0' Slope= 0.0050'f' Reach 305R: dmh 205 outlet Inflow.Area 8.140 aq Inflow Depth= 3. 0" Inflow - 34,77 ds a 12.06 hrs, Volume= 2.579 of Outflow 26.91 cfs @ 12.10 hrs, Volume= 2.571 af, Atten= 23% Lag= 2,5 min + a - 0 hrs Routing by tc�r-Nnd Trans method, Time p =5,C�1�1 20 n ,�0 , dt= 0.05 hrs /2 Max. Velocity= 6.2 fps, Min. Travel Time=+0.8 ruin Avg.Velocity=2.7 fps, Avg. Travel Time= 1.8 ruin Peak Depth=2.50' 12.05 hrs 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' dope= 0.0037'1' Reach 306R:-d mh 206 outlet Inflow Area 7.620 ac Inflow Depth= 3.92" Inflow = 34.25 cfs @ 12.06 hrs Volume= 2.486 of Outflow 33.41 cfs @ 12.06 hrs, Volume= 2.484 af, Atten= 2% Lag= 0.2 min Routing by tor-Ind*Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs l 2 Max. Velocity=7.3 fps, Min. Travel Time= 0.2 ruin Avg. Velocity<=3.0 fps, Avg. Travel Tire=0.4 rain Pear Depth=2.28' 12.05 hrs Capacity at bank full= 31.42 cfs Inlet Invert= 73.10', Outlet Invert= 72.70' 0.0" Diameter Pipe n= 0.012 Length= 80.0`' Slope= 0.0050 '1'' wp 10 yr prop Type H/ 24-hr Rainfa#f=6.50" Prepared by{enter your company name here} Page 14 1-i dro+OA 7:00 sln 00124 @ 198LZ223 A.eglied lirocorn pater sterns 12272tt3 Reach 07R dmh 207 outlet Inflow Area 2.880 ac Inflow Depth = 3.68" Inflow _ 11.93 cfs@ 12.06 hrs Volume= 0.884 of Outflow 11.47 cfs @ 12.07 hrs, Volume= 0.884<af, Atten= 41/q Lag= 0,6min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs/ Max.Velocity= 6.1 fps, Min. Travel Time=0A min Avg. Velocity =2.4 fps, Aug. Travel Time= 1.1 min Peak Depth= 1.18'@ 12.06 hrs Capacity at bank full'= 17.90 cfs Inlet Invert=74.00', Outlet Invert= 73.20' 2 .0" Diameter Pipe n= 0.012 Length== 150.0' Slope= 0 0053 y Reach 999R: special drnh outlet Inflow Area = 2,320 aq Inflow Depth = .31"' Inflow - 11.99 cfs@ 12.05 hrs, Volume= 0.833 of Outflow = 11.92 cfs @ 12.05 hrs, Volume= 0.833 af, Atten= 1%a Lag= 0.1 min Routing by Stbr-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs /2 Max.Velocity= 14.0 fps, Min.Travel Time= 0.1 min Avg. Velocity =5.1 fps, Avg. Travel Time=0.2-min Peak De th=`0.63'@ 12.05 hrs Capacity at bank full 54.80 cfs Inlet Inver=84.00°, Outlet Invert= 81.00' 24.0" Diameter Pipe n= 0.012 length= 60.0' Slope= 0.0500 `!' Pony!20P: existing storage pond Inflow Area r- 9.160 aq Inflow Depth = .46" I nflow 27.80 cfs @ 12.18 hrs, Volume= 2.638 of Outflow 14.55 cfs@ . 12.37 hrs Volume= 2.612 af, Atten= 480/q Lag= 11.5 min Primary - 14.55 cfs@ 12.37 hrs, Volume= 2.612 of Routing by Stour-Ind method, Time Span= 5.00-20.00 hrs, dt-- 0.05 hrs 12 Peak El va--72.67'@'12.37 hrs rf. rea= 9,417 sf Storage= 22,882 cf Plug-Flow detention time=20.8 min calculated for 2.612 of(99% of inflow) Center-of-Mass det. time=16.6 min ( 784.1 -767.5 f Inver, Avail.Stora e S!2Eqae Descri Iron 1 69.00' 34,766 cf Custom Stage Data (Prismatid)sted below wp 100yr prop Type 11124-hr Rainf fl=6. 0" Prepared by {enter your company name here) Page 15 Hydr4CAD@ 7.00 sh 001234 @ 1986-2003 Applied Microcomputer Systems 12/27/2004 Elevation Surf.Area Inc.Store Cum.Store feet s -ft cubic-feet cubic-feet) 6900 1,464 0 4 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 Roufin2 Invert Outlet Devices 1 Primary 69.0 ' 18.0"Vert. Orifice/GrateC=0.600 Primary OutFlowMax=14.53 cfs f 12.37 hrs HW=72W67` (Free Discharge) t-1=Oriifice/G rate(Orifice Controls 14.53 cfs @ 8.2 fps) Vanasse Hanger$rustlin,Inc., Appendix E 1 1 t 1 1 R\09211.00\reports\Drainage-Typhoon Watershde\DrainageReport.doc 1 Vananse Hangen Brustlin Inc. Erosion and Sedimentation Control 1 The following recommended erosion and sedimentation;controls will be employed during the earthwork and construction phases of the project. The following controls are provided as recommendations for the site contractor and do not constitute or replace the final Stormwater Pollution Prevention Plan that must be implemented by the Contractor in Compliance with EPA NPDES regulations. ICatch Basin Protection Newly constructed and existing catch basins will be protected with hay bale barriers 1 (where appropriate)or silt sacks throughout construction. Gravel and Construction Entrance/Exit A temporary crushed-stone construction entrance/exit will be constructed where 1 possible within the project area.if deemed necessary after construction begins,a wash pad may be included to wash off vehicle wheels before leaving the project site. Maintenance The contractor or subcontractor will be responsible for implementing each control shown on the Sedimentation and Erosion Control Plan. In accordance with EPA regulations,the contractor must sign a copy of a certification to verify that a plan:has been prepared and that permit regulations are understood. The on-site contractor will inspect all sediment and erosion control structures , periodically and after each rainfall event. Records of the inspections will be prepared and maintained on-site by the contractor. Silt shall be removed from behind barriers if greater than 6-inches deep or as 1 needed; Damaged or deteriorated items will be repaired immediately after identification., The underside of hay bales should be kept in close contact with the earth and reset as necessary. 1" P_\09211.00\reports\Drainage-Typhoon Watershde\Drainage Report.doc Vanasse Hangen Brustfin,loci Sediment that is collected in structures shall be disposed of properly and covered if stored on-site: Erosion control Measures shall remain in place until all disturbed earth has been securely stabilized.After removal of structures,disturbed areas shall be regraded c stabilized as necessary. PAMILOOVepor \Drainage-Typhoon Watersl':de\Draina Report.doc