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1999-09-08 Application Campus Parkingt & Drainage Report
B u 9 :. .. :. "_." " C f Campus wide Parin Re orb � .. or gooks School North Ando� r, Massachusetts y 5 a . E Submte d to: "T©.I of N rth Andover lYlassachusetts .... R'FS 199 4153 August 10, 1""999 f [� yyyk S ..: ., { Rst Fr©st Shunway Engineering, P,G. Consulting Eng��neers 71 Water Street Laconia, l'�iew Hampshire 03246 Office; (603) 524 4G47 FAX• �6i)3) 528 7653 >J Mail: rsrfsengneering.e©m s Ife I RFSSIMMWAY Table of Contents A. INTRODUCTION B. EXISTING PARKING SPACES C. PARKING NEEDS D, REGULATORY ISSUES E. PROPOSED PARKING PLAN TC-I 199-4153 RFS SIIIUMW" Cam arkin LaEont A. INTRODUCTION The purpose of this report is to satisfy the Town of North Andover regarding adequacy of on-campus parking at Brook School. Brooks School is a private boarding school located on Great Pond Road. The main campus sits on a pair of parcels totaling 165 acres. The School also owns most of the land across Great Pond Road from the main campus. The School currently has 340 students, which includes 98 day students. Current faculty and staff totals 150. Of these, 43 faculty members reside on campus, many of whom have spouses and children. There are no significant - secondary uses of the property - that is, there are no cominel cial, manufacturing,or service business activities taking place otherthan the business of operating the school. Except for the hockey rink (see below), no building space is rented or leased for occupancy by outside parties. The campus has outdoor athletic fields, a gymnasium, and a hockey rink. There is an auditorium for theatrical presentations. These and all other campus facilities are for the exclusive use by the School - for its students, except that the hockey rink is rented out to outside groups on an hourly basis. The School hosts a soccer carnp,computer camp,and a popular children's day camp program in the summer months. The School is planning a major new building program over the next several years, intended primarily to upgrade and improve facilities, but not to increase student population. The program will be constructed in stages and each project will proceed through the necessary local permitting processes at the appropriate times. Main elements in the program are: 1. The Campus Center/Dining Hall project-a dining hall and student center. 2. Replacement of the main overhead campus electrical service with an underground service. 3. A new Athletic Facility-to attach to the existing hockey rink. 4, A new Maintenance facility-to replace an existing building to be removed. 5 Renovations and additions to the Headmaster's House-removal of dining facilities and conversion to admissions and other administrative services.. 6. Relocation of the Peabody House dormitory, the small Manual Training building, and the small Mens building. 7. A new dormitory. The parking plan presented herein is intended to cover all the parking aspects of the elements in the campus building program, so that as individual projects come before regulatory boards, the parking issue will have been addressed as a whole. 199-4153 FS &H I JMWAY Cam us-wide Parkin Renart B. EXISTING PARIONG SPACE The campus contains 33 buildings, and has 30 separate parking areas, Drawing I shows the existing parking areas and number of spaces, plus the name and use of each significant building. There are at present a total of 336 parking spaces, of which 33 are enclosed garage spaces. "I'he largest lots are as follows: Athletic Field . . . . . . . . . . . . . . . . . Used for autos and buses for fall and spring outdoor (94spaces) sports events and the rally point for the summer day camp progra m. This lot also serves as an overflow lot for staff. Hockey Rink . . . . . . . . . . . . . . . . . . . . . . . Used by those using the rink,but also by maintenance (66sj)cices) staff,day Students,and visitors for events elsewhere oil campus. Opposite Existing Maintenance Building Generally used by maintenance and food service (24splaces) staff and visitors with maintenance or food service business. Occasionally used by visitors for gym and theatrical events. Library . . . . . . . . . . . . . . . . . . . . . . Generally used by administrative staff and (2 lots, 22 and 14qwees, )-es1maivel)) business related visitors. The School has a large amount of open fields, one of its more valuable assets. Some of these fields are utilized for short-terra major event parking—primarily commencement. It would be hard to imagine any event which would exhaust the available open space. Indeed, no one associated with the school call recall there ever being a time when a motorist was forced to park in a public right-of-way,or anywhere off campus, because of an event at the School. C. PARIUNG NEEDS - Current]), there are approximately 160 faculty arid staff cars traveling to and from campus during a school day. Not all of these are on campus at the same time, as there are swing shift staff persons and several faculty spouses who work off campus during weekdays. Currently, there are 67 student car permits--mostly for day students,but not all of them drive every day. The parking needs of the summer day camp program are approximately 60 spaces,which is more than offset by the seasonal decrease in staff(about 50), and no regular students with autos are on campus in the summer. Brooks School competes in the ISL League for interscholastic athletics. most of the visiting teams at-rive by bus rather than automobile. Maximum attendance at sports events is about 400, approximately two-thirds being Brooks students and facility already on campus. Usually attendance is considerably less. often there are only a few spectators. Even though Brooks has all excellent spoils 199-4153 2 ........................................................ RFS slildmw" tJ Ca P a r program, since it is a boarding school competing with other boarding schools, sports attendance in general is not as large as that formany public schools, Brooks School students come from a wide geographic area, so there is naturally less regular attendance from family members who would have to travel a great distance. Many of the schools in the League are upwards of an hour's drive away,so often there are few spectators associated with visiting teams. A reasonable estimate for spaces required during a peak athletic event would be four buses and 40 automobiles. Allowing three spaces for each bus gives a demand of approximately 52--60 spaces, The space estimate would be approximately true for other significant events, except for graduation and arrival day.- The peak daily demand for parking spaces would occur when there is a significant athletic or other such event during a weekday morning or afternoon. Peak Parking Estimate Faculty and Staff . . . . . . . . . . . . . 140 Students . . . . . . . . 50 Major Event Visitors . . . . . . . 60 Other Visitors . . . . . . . . . . . . . . 20 Total 270 Since there are presently 336 spaces on campus,there is a fairly comfortable excess of available spaces. This explains why no one ever needs to park off campus. It is recognized, however, that not all the parking spaces are located in places where people would like to have thern. A motorist looking for a parking space will tend to use the one closest to his or her destination and will often park in a non-parking space when the regular spaces are taken, At Brooks this is sometimes evident in the central portion of the campus,along Main Street between the Headmaster's building and Service Road, and the several parking lots off Service Road. From time to time,cars are found parked along Main Street and clustered around the fringe areas of parking lots and access drives. While the situation rarely could be termed hazardous in terms of impeding emergency vehicles, it is sometimes cluttered and inconvenient for pedestrians. These concerns are addressed in the Proposed Parking Plan below. D. REGULATORY ISSUES - Like most municipalities,the Town of North Andover has established regulations for off street parking. The applicable regulations are contained in subsection 8.1 of the Town Zoning Bylaw. The underlying purpose of most municipal parking regulations is public safety and order. Frequent irregular parking -of way,cause unsafe conditions for pedestrians and motor vehicles patterns,.particularly on public rights and can ii-opede access for fire, police, and emergency vehicles. Also, regulations attempt to 199-4153 3 RFS, S1,1UMWAY CaTLus-w_ ide mE&E=Lt accommodate future occupants of a parcel of land by establishing standards other than simply inecting, the parking needs of the original owner or tenant. The North Andover regulations contain a table indicating the minimum number of parking spaces required for various land uses. A perusal of that table shows that none of the land uses is comparable i with that of a private boarding school such as Brooks. While the campus does contain uses covered n the table (e.g., "office," "auditorium," "residence," "athletic fields"), these uses are integral with the function of the school, as opposed to stand-alone, single-user facilities on a separate parcel of land. Most of the persons using these facilities are students already on campus without a vehicle requiring a parking space. As to the concept of providing for adequate parking for future o-vvners or tenants, Suffice it to say that the School has been in existence in its present location since 1926,has a solid base of aluinni and other - friends and benefactors, and is very unlikely to move or close. Even if this were to happen, there are acres of undeveloped open space, so parking facilities could be built for any conceivable future use. There is certainly no need to pave any existing open spaces now to satisfy this concept. As to the concept of avoiding hindrance to emergency vehicles, the proposed parking plan (see below) adds significant parking spaces near the location of highest demand and should relieve any tendency of localized overcrowding. The Town regulations do have a provision(para. 8.1.5)in case a particular land use does not "fit" into any of the recognized categories. The school desires for the Town to recognize its special circumstance and to assess the adequacy of on-campus parking an the basis of established patterns under this general provision. E. PROPOSED PARKING PLAN Exhibit 2 shows the new and relocated buildings which form the core of the capital improvements plan over the next several years. As call be seen, there is significant additional parking targeted for the central area of the campus where the demand is highest.The changes to parking spaces are summarized below: 0 New Maintenance Building--new lot adds 28 spaces but eliminates 9; Net=+19 0 Campus Center/Dining Hall -eliminates 12; Net= 12 0 Athletic Facility-hockey and athletic field parking lots reconfigured for same total spaces, adds 17 spaces in front, Net=+17 0 Relocated Manual Training - lot reconfigured for same total spaces; Net= 0 a Headmaster's Building -new lot adds 18 spaces, eliminates 2; Net +16 199-4153 4 RFSSHIJMWiY d. CaTRMI-.wide Parking Report Relocated Men's Building and Peabody House-new parking added to replace existing, Net= 0 The aggregate change adds 40 spaces, all in the locations of highest demand. This represents a 12% increase in total spaces campus-wide. The building program is still in the planning stages. The School requests that the Town not insist that each new or reconfigur ed lot hold exactly to the number of spaces indicated above, as long as the aggregate increase is achieved at the conclusion of the program. 199-4153 5 RFSSHUMWAY fl� RIST-FROST-SHUIVIWAY August 13, 1999 ENGINEERING, P.C. RFS 98-4070-01 CONSULTING ENGINEERS Ms. Heidi Griffin North Andover Planning Department 27 Charles Street North Andover, MA 01845 Re: Campus Center/Dining Hall Project Brooks School, North Andover, M Dear Ms. Griffin: Recall that we first appeared before the Planning Board on July 6, 1999, Herein, we would like to address a few issues which we believe were not fully resolved at that meeting. Enclosed please find five (5) prints each of revised drawings C2.1 - Site Utilities Plan, L1.0 - Landscape and Lighting Plan, and L3.0 - Grading Plan. Parkin -We have prepared and submitted a campus-wide parking report which we feel addresses the parking issue for the entire capital building program, and look forward to your acceptance of the proposed parking plan contained therein. Trash Area-At our July 6 meeting, a sketch of a revised trash area was discussed favorably. We have incorporated it into our revised drawings. Fire Protection-We have added a fire hydrant on Main Road near Rogers House, as per the Fire Department request. We believe that access for firefighting equipment and coverage by hoses and hydrants to be more than adequate. Watershed Protection District-Our site drainage connects to the existing drains on Service Road, which discharge away from Lake Cochichewick. See new note 5 of C2.1. Coler and Colantonio Comments of June 28, 1999- Using the numbers from their memo: 1. No response required. 2. Drawing L3.0- Grading Plan shows a great deal of spot elevations in addition to finished contour lines. 3. Drainage comments: a. The Vortechnics Model 5000 can handle 8.5 cfs according to their published charts. Our 25-year storm flow is only 3.97 cfs—see drainage calculations. b. Linking catch basins is a common practice. We believe that adding drain manholes on this small site would complicate the system and crowd and already busy network of underground utility lines. Also, all existing campus drainage systems use linked catch basins. c. The areas of long sheet flow are existing areas outside the immediate site. We acknowledge that the length of run is longer than recommended, but note that they have been this way for many years and are functioning well 71 WATER STREET LACONIA,NH-03246 0 TELEPHONE 603-524-4647 * FAX603-628-7653 * rfs 0( rfsengineering.com RFS [S"'I H�"`�`U"iI�4`��W"A�:'Y` Ms. Heidi Griffin August 13, 1999 North Andover Planning Department RFS 198-4070 Re: Campus Center/Dining Hall Project Page 2 Brooks School, North Andover, MA without erosion or other negative aspects, and will not be altered by the project. We feel there's no reason to add catch basins and drain pipe in areas which are performing satisfactorily without them. d. Future projects in the capital building program are still in the conceptual stages. Modeling now would be of marginal value, as the sizes and configuration of roofs, parking, and other impermeable areas are not yet fixed. Rough calculations show there is plenty of room to construct adequate detention facilities. e. We have added rim and invert elevations of existing catch basins on Drawing C2.1. 4. A height variance was approved by the ZBA at their August 10, 1999 meeting. 5. See comment above. 6. We have appeared successfully before the Conservation Commission regarding wetland boundaries. As agreed with then, we will file a Notice of Intent at the time the Athletic Building site plan is ready. It will include a detention pond sized for both projects. 7. See comment above. 8, 9, 10, and 11. No response required. We look forward to meeting with the Board on August 17. Sincerely, RIST-FROST-SHUMWAY ENGINEERING, P.C. ecott, P.E. vil Engineer -70/Aug-12.hg.L wpd Enclosures cc: J. Chessia - Coler& Colantonio B. Wallin - Brooks School M. Farnola - DTI T. Wyeth - Centerbrook C. Williams - S&F -f September 17, 1999 A lit Mr. Robert Nicetta Building Inspector Building Department Town of North Andover 120 Main Street North Andover, MA 01845 Dear Mr. Nicetta: 1,John D. Hollywood, Registration No. 28920, being a registered engineer, do hereby certify that 1, or a qualified Professional in my employ, have observed the work associated with Permit No. 460 dated December 30, 1998 for the Rogers Center for The Performing Arts at Merrimack College, 315 Turnpike Street, North Andover, Massachusetts. My authorized representatives, Douglas Hartnett, Steven Shetler, and Cyril Chong, visited the project a minimum of one day per week for the duration of construction, from the issuance of the Permit through August 17`h, 1999. To the best of my knowledge, information, and belief, the work has been done in conformance with the Permit and Sasaki Associates Inc. plans approved by the Town of North Andover and with the provisions of the 6" Edition of the Massachusetts State Building Code and all other pertinent laws and ordinances. 64 Pleasant Street Walerfown Massachusetts 02472 USA 1 617 926 3300 J to D. Hollywood, P.E. € 617 924 2748 rincipal � ,I\AOFM4ss9cy JDHlsho oiYwo°a� U No rn CC: Steven Shetler Q Douglas Hartnett SfO Tf, Subscribed and sworn before me this 1 `h eptember, 1999 �tlMGlt Notary Public My Commission expires: DecUV AL1Na��P solg:181323.OMadminllettersllaiic917.doc r F_OLEY &_B_UH_L_ STRUCTURAL ENGINEERS September'16, 1999 Mr. Robert Nicetta Building Inspector 120 Main Street North Andover, MA 01845 Dear Mr. Nice#ta: 1, Jonathan D. Buhl, Registration No. 30173. being a registered structural engineer, do hereby certify that I or a qualified professional in my employ, have observed the work associated with Permit No. 460, dated December 30, 1998, for the Rogers Center for the Arts at Merrimack College, 315 Turnpike Street, North Andover, Massachusetts, To the best of my knowledge, information, and belief the structural work has been done in conformance with the permit and plans approved by the Town of North Andover and with the provisions of the 6th Edition of the Massachusetts State Building Code. +� OF y. Qpp n D. Buhl, P.E. al Subscribed and sworn before me this 16th day of September, 1999. Notary Public My commission expires: d?. 30` 0.5 I:Vetters198198122 Merrimack College—Rogers Center Afridavit.doc FOLEY & B U H L ENGINEERING, INC. 9 GALEN ST. • SUITE 240 WATERTOWN, MA 02172 T E L (61 7) 926-91 50 FAX (61 7) 924-4467 f L , September 13, 1999 Mr. Robert Nicetta Building Inspector 120 Main Street North Andover,MA 01845 Dear Mr. Nicetta: I, Norris Strawbridge, Registration No. 4669, being a registered architect, do hereby certify that I or a qualified professional in my employ,have observed the work associated with Permit No. 460, dated December 30, 1998, for the Rogers Center for the Arts at Merrimack College, 315 Turnpike Street, North Andover, Massachusetts. My authorized representatives, S. Shetler and C. Chong visited the project a minimum of one day per week for the duration of construction, from the issuance of the permit through September 13, 1999. To the best of my knowledge, information, and belief the work has been done in conformance with the permit and plans approved by the Town of North Andover and with the provisions of the 6"Edition of the Massachusetts State Building Code and all other pertinent laws and ordinances. Sasaki Associates Inc. I RYR�RCy7l �7 c�, s 1t. 64 Pleasant Street No.4669 Watertown Massachusetts At75TON, ; U 3 02472 USA Norris Strawbridge,AIA Principal t 617 926 3300 617 924 2748 Subscribed and sworn before me this 13'day of September, 1999. �QiLt� Notary Public My commission expires: 30— 06- cc: Shetler, Chong, aslg:b 1786.011adm i n1l-affid.doc ELECTRICAL FINAL AFFIDAVIT To the Inspectional Services Commissioner: I certify that I,or my authorized representative,have inspected the work associated with Permit No.460,dated December 30 1998 for the Rogers Center for the Arts at Merrimack College,315 Turnpike Street North Andover MA(on various occasions during construction),and that to the best of my knowledge, information and belief the work has been done in conformance with the permit and plans approved by the Inspection I Services Department and with the provisions of the Massachusetts State Building Code and all otheL s nd ordi��ances. `)y�ichard P. Engineer-Massachusetts Registration No. Cosentini Associates Company One Broadway- I Oth Floor Cambridge, MA 02142 Address (617)494-9090 Phone Date: September 13 1999 Then personally appeared the above-named Richard P. Leber and mad oat that the above tement by him is true. Befo e le, y Commissio expires tj l� 20 d?,- ***** Cosentini Associates attests to the above with regard to Heating,Ventilating,and Air Conditioning, Plumbing,Fire Protection. MECHANCCAL FINAL AFFIDAVIT To the Inspectional Services Commissioner: I certify that I,or my authorized representative,have inspected the work associated with Permit No.460,dated December 30, 1998 for the Rogers Center for the Arts at Merrimack College,,315 Turnpike Street North Andover, MA(on various occasions during construction),and that to the best of my knowledge, information and belief the work has been done in conformance with the permit and plans approved by the Inspectional Services Department and with the provisions of the Massachusetts State Building Cad all other pertinent la/sad }dinances. iclsard P. Lebe (298 Engineer-Massachusetts Registration No. Cosentini Associates Company One Broadway- I Oth Floor Cambridge, MA 02142 Address L6_171494-9090 Phone Date: September 13 1999 Then personally appeared the above-named Richard P. Leber and made oath that the ve statement by him is true. Befo me, y COmmissi �Xpircs 6>6- 20,4 2- ***** Cosentini Associates attests to the above with regard to Heatinb, Ventilating,and Air Conditioning, Plumbing, Fire Protection. RFSSHUIMWAY, muuuumouwooiowwomuuwauwuwwwwuo�w�u RIST•FROST•SHUMWAY ENGINEERING, P.C. CONSULTING ENGINEERS September 13, 2001 RFS 98-4070 Town of North Andover North Andover Planning Department 27 Charles Street North Andover, MA 01845 Re: Campus Center Dining Hall Brooks School To Whom It May Concern: In response to your request, the new Campus Center Dining Hall at Brooks School is not within the Watershed Protection District for Lake Cochichewick. Sincerely, RIST-FROST-SHUMWAY ENGINEERING, P.C. J hn L. Scott, P.E. S nior Civil Engineer SAb JLS14070wAndover Planning.091309.Lwpd i cc: M. Farnola, Brooks School I 71 WATER STREET o LACONIA, NH•03246 0 TELEPHONE 603-524-4647 FAX 603.626.7653 rf5&rfsengineer!ng.Gom RFS wSOH&5 Uv'M[P Q AYT RECEIVED RIST-FROST-SHUMWAY ENGINEERING, P.C. AUG 1 1 1999 CONSULTING ENGINEERS NORTH ANDOVER PLANNING DEPARTMENT August 10, 1999 RFS 199-4153 '4 a/6)r (4) Mr. D. Robert Nicetta North Andover Building Commissioner 27 Charles Street North Andover, MA 01845 Re: Campus-wide Parking Report Brooks Schvvl Dear Mr. Nicetta: In conjunction with the building program underway at Brooks School, we are hereby submitting two (2) copies of our Campus-wide Parking Report for your review. As we discussed, it is our intent for the parking issue to be resolved as a whole, rather than be a separate issue with each application for site plan review. We are scheduled to re-appear before the Planning Board on August 17 for the Campus Center/Dining Hall project and trust that this report can be part of the discussion that evening. Sincerely, RIST-FROST-SHUMWAY ENGINEERING, P.C. J hn LScott, P.E. S nioior Civil Engineer S S. :pjm ASWIMettermpd Enclosures cc: B. Wallin, Brooks School (w/enc.) M. Famola, DTI denc.) tanning Department (w/o enc.) 71 WATER STREET LACONIA, NH-03246 TELEPHONE 603-624-4647 * FAX6G3-628-7653 rfsarfsengineering.com NEW CAMPUS CENTER / DINING HALL Brooks School North Andover, Massachusetts DRAINAGE CALCULATIONS By Rist-Frost-Shumway Engineering, P.C. Laconia, New Hampshire June 1999 s JOHN AcyG R4 p� V y SCOTr r� CML W.2924 4 A�v 9FGl5T EQ� '�4e TABLE OF CONTENTS 1, Introduction 2. Analysis of Existing System a. HydroCAD output - "Brooks CC Now V 3. Analysis of Proposed System a. HydroCAD output - "Brooks CC After V b. HydroCAD output - "Brooks CC After 2 * Link to After V c. HydroCAD output - "Brooks CC After 1 w/ Additional Pipe" 4. Infiltrators for Recharge Standard a, Excerpts from SCS - Essex County North b. Cultec"Contactor 100" information 5. Vortex Separator for Treatment Standard a. Specification Section 02721 - Vortex Separator Drawings: 1 - Pre-Development Drainage Areas 2 - Post-Development Drainage Areas Dept. By �� . ,l .aJ Date JOB TITLE aytc.e � �U�,�I, - — _ M.Ckd. Date T C.Ckd. Date DESIGN AREA ( i P�ti_ Sheet E Of l Reference 2e-Ter f,*\W A 25 lvac.k v,P m nv<,c 4E0w Arm re lute d . E 3 0" lit u s'$rea c6A-,-1. 04,5 k,% 2q-�n�' Q sec t }a�pow ►� rinure 2-7a -- Precipitation Values for r-:assachusetts 4.2" 4. " 4.41I 4.5 3 / ESSEX IE 4. 6 FRANKLIN 71 MIOOLESEX FFOLK wOACESTER 71I z MAMPSHIRE x a H 0, HAMPOEN k I1 y S 4.8 �RAINFALL DATA MAP BARNSTAB E i0—YEAR, 24 HOUR PRECIPITATION ( INCHES) 4.9 nuKEs 0 NANTUCKET TP--40 0() 5,3'1 5. 5.1" 5.-2 5.41I ' E SSEX . FRANKLIN �. 11 i w MIpOL£ EX SUFFOLK z *ORCESTER r mAMPSMIR£ r Q p�t 5.6� Hp�4 f MAMPOEN �r O K mp G� 5.7 s 0 ] BARNS RAINFALL DATA MAP 5.8 25 — YEAR,24—HOUR PRECIPITATION (INCHES) DU KE b MAN TU CKE TP-40 2 ( 2) -ene '"`_1 _Pri? 199-) Data for Brooks CC Now 1 Page 1 TYPE III 24--HOUR RAINFALL= 5.3 IN Prepared by RIST-FROST-SHUMWAY ENGINEERING, P.C. 4 Jun 99 H droCAD 4.53 001039 c 1986-1997 Applied Microcomputer Systems WATERSHED ROUTING oE-- „ <--A,,-o O- 1A A---> ,6 o�� o 0 SUBCATCHMENF REACH Q POND I LINK X l sit Fie - pPgeNllkoo+ (a 41c.Je Are_o�s Data for Brooks CC Now 1 Page 2 TYPE III 24-HOUR RAINFALL= 5.3 IN Prepared by RIST-FROST-SHUMWAY ENGINEERING, P.C. 4 Jun 99 H droCAD 4.53 001039 c 1986-1997 Applied Microcomputer Systems SUBCATCHMENT 4 Drainage Area 4 PEAK= 1.12 CFS @ 11.98 HRS, VOLUME= .08 AF ACRES CN SCS TR-20 METHOD . 19 98 Paved TYPE III 24-HOUR .04 69 B, Open Space, Fair Condition RAINFALL= 5.3 IN .23 93 SPAN= 1-20 HRS, dt=.l HRS Method Comment Tc min TR-55 SHEET FLOW Segment ID: AB 1.2 Smooth surfaces n=.011 L=67' P2=3.1 in s=.01 SUBCATCHMENT 5 Drainage Area 5 PEAK= 2.21 CFS @ 12.20 HRS, VOLUME= .21 AF ACRES CN SCS TR-20 METHOD .39 98 Paved TYPE III 24-HOUR .38 69 B, Open Space, Fair Condition RAINFALL= 5.3 IN .77 84 SPAN= 1-20 HRS, dt=.l HRS Method Comment Tc min TR-55 SHEET FLOW Segment ID: AB 17.9 Grass: Short n=.15 L=360' P2=3.1 in s=.0597 SUBCATCHMENT 6 Drainage Area 6 PEAK= 1.67 CFS @ 12.28 HRS, VOLUME= .18 AF ACRES CN SCS TR-20 METHOD .36 98 paved TYPE III 24-HOUR .28 69 B, Open Space, Fair Condition RAINFALL= 5.3 IN .64 85 SPAN= 1-20 HRS, dt=.1 HRS Method Comment Tc min TR-55 SHEET FLOW Segment ID: 24.1 Grass: Short n=.15 L=457' P2=3.1 in s=.046 SUBCATCHMENT 7 Drainage Area 7 PEAK= .25 CFS @ 11.99 HRS, VOLUME= .02 AF ACRES CN SCS TR-20 METHOD .03 9$ Paved TYPE III 24-HOUR .03 69 B. Open Space, Fair Condition RAINFALL= 5.3 IN .06 84 SPAN= 1-20 HRS, dt=.l HRS i Method Comment Tc min ! TR-55 SHEET FLOW Segment ID: 2.1 Smooth surfaces n=.011 L=115' P2=3.1 in s=.0068 E Data for Brooks CC Now 1 Page 3 TYPE III 24-HOUR RAINFALL= 5.3 IN Prepared by RIST-FROST--SHUMWAY ENGINEERING, P.C. 4 Jun 99 H droCAD 4.53 001039 c 1986-1997 Applied Microcomputer Systems SUBCATCHMENT 8 Drainage Area 8 PEAK= 1.99 CFS @ 12.23 HRS, VOLUME= .19 AF ACRES CN SCS TR-20 METHOD .26 98 Paved TYPE III 24-HOUR .86 61 B, Open Space, Fair Condition RAINFALL= 5.3 IN 1.12 70 SPAN= 1-20 HRS, dt=.1 HRS Method Comment Tc min TR-55 SHEET FLOW Segment ID: 19.2 Grass: Short n=.15 L=230' P2=3.1 in s=.0206 SUBCATCHMENT 9 Drainage Area 9 PEAK= 1.22 CFS @ 12.01 HRS, VOLUME= .08 AF ACRES CN SCS TR--20 METHOD .16 98 Paved TYPE III 24-HOUR . 13 69 B, Open Space, Fair Condition RAINFALL= 5.3 IN .29 85 SPAN= 1-20 HRS, dt=.1 HRS Method Comment Tc min TR-55 SHEET FLOW Segment ID: 3.7 Smooth surfaces n=.011 L=310' P2=3.1 in s=.012 SUBCATCHMENT 10 Drainage Area 10 PEAK= 2.13 CFS @ 12.37 HRS, VOLUME= .25 AF ACRES CN SCS TR-20 METHOD .12 98 Paved TYPE III 24-HOUR 1.20 69 B, Open Space, Fair Condition RAINFALL= 5.3 IN 1.32 72 SPAN= 1-20 HRS, dt=. l HRS Method Comment Tc min TR-55 SHEET FLOW Segment ID: 28.7 Grass: Short n=.15 L=350' P2=3. 1 in s=.0174 SUBCATCHMENT 11 Drainage Area 11 PEAK= .50 CFS @ 12.04 HRS, VOLUME= .04 AF ACRES CN SCS TR-20 METHOD .06 98 Paved TYPE III 24-HOUR .09 69 B, Open Space, Fair Condition RAINFALL= 5.3 IN .15 81 SPAN= 1-20 HRS, dt=.1 HRS Method Comment Tc min TR-55 SHEET FLOW Segment ID: 6.4 Grass: Short n=.15 L=100' P2=3.1 in 9=.06 '/' Data for Brooks CC Now 1 Page 4 TYPE III 24-HOUR RAINFALL= 5.3 IN Prepared by RIST-FROST-SHUMWAY ENGINEERING, P.C. 4 Jun 99 H droCAD 4.53 001039 a 1986-1997 Applied Microcomputer Systems SUBCATCHMENT 12 Drainage Area 12 PEAK= .57 CFS @ 12.08 HRS, VOLUME= .04 AF ACRES CN SCS TR-20 METHOD .07 98 paved TYPE III 24-HOUR .11 69 B, Open Space, Fair Condition RAINFALL= 5.3 IN .18 80 SPAN= 1-20 HRS, dt=.1 HRS Method Comment To--(min) TR-55 SHEET FLOW Segment ID: 8.1 Grass: Short n=.15 L=145' P2=3.1 in • s=.071 SUBCATCHMENT 13 Drainage Area 13 PEAK= 1.14 CFS @ 11.99 HRS, VOLUME= .09 AF ACRES CN SCS TR-20 METHOD .22 98 Paved TYPE III 24-HOUR RAINFALL= 5.3 IN SPAN= 1-20 HRS, dt=.1 HRS Method Comment Tc min TR-55 SHEET FLOW Segment ID: 1.7 Smooth surfaces n=.011 L=175' P2=3.1 in s=.029 SUBCATCHMENT 14 Drainage Area 14 PEAK= 1.71 CFS @ 12.00 HRS, VOLUME= .12 AF ACRES CN SCS TR-20 METHOD .27 98 Paved TYPE III 24-HOUR .11 61 B, Open Space, Fair Condition RAINFALL= 5.3 IN .98 87 SPAN= 1-20 HRS, dt=.1 HRS Method Comment Ta min TR-55 SHEET FLOW Segment ID: 2.6 Smooth surfaces n=.011 L=420' P2=3.1 in s=.052 '�` Data for Brooks CC Now 1 Page 5 TYPE III 24-HOUR RAINFALL= 5.3 IN Prepared by RIST-FROST-SHUMWAY ENGINEERING, P.C. 4 Jun 99 H droCAD 4.53 001039 c 1986-1997 Applied Microcomputer Systems POND 5 CB E3-1 Qin = .25 CFS @ 11.99 HRS, VOLUME= .02 AF Qout= .25 CFS @ 12.00 HRS, VOLUME= .02 AF, ATTEN= 1%, LAG= .2 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD (FT) (SF) (CF) (CF) _. (SF) PEAK STORAGE = 29 CF 197.4 13 0 0 13 PEAK ELEVATION= 199.7 FT 200.7 13 41 41 54 FLOOD ELEVATION= 200.7 FT START ELEVATION= 197.4 FT SPAN= 1-20 HRS, dt=.1 HRS Tdet= 22.7 MIN ( .02 AF) # ROUTE INVERT OUTLET DEVICES 1 P 199.4' 6" CULVERT n=.009 L=13' S=.0169'/' Ke=.5 Cc=.9 Cd=.6 POND 6 CATCH BASIN E3-2 Qin = 2.07 CFS @ 12.23 HRS, VOLUME= .21 AF Qout= 2.05 CFS @ 12.25 HRS, VOLUME= .21 AF, ATTEN= 1%, LAG= 1.1 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD FT SF CF CF SF PEAK STORAGE = 99 CF 197.2 13 0 0 13 PEAK ELEVATION= 205.1 FT 200.8 13 45 45 58 FLOOD ELEVATION= 200.8 FT START ELEVATION= 197.2 FT SPAN= 1-20 HRS. dt=.1 HRS Tdet= 2 MIN ( .21 AF) # ROUTE INVERT OUTLET DEVICES 1 P 199.2 ' 6" CULVERT n=.009 L=101' S=.0066'/' Ke=.5 Cc=.9 Cd=.6 POND 7 CB E3-3 Qin = 2.52 CFS @ 12.21 HRS, VOLUME= .29 AF Qout= 2. 51 CFS @ 12.21 HRS, VOLUME= .29 AF, ATTEN= 1%, LAG= .2 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD FT SF CF CF SF PEAK STORAGE = 37 CF 196.1 13 0 0 13 PEAK ELEVATION= 199.0 FT 201.4 13 67 67 79 FLOOD ELEVATION= 201.4 FT START ELEVATION= 196.1 FT SPAN= 1-20 HRS, dt=.1 HRS Tdet= 1.5 MIN ( .29 AF) # ROUTE INVERT OUTLET DEVICES 1 P 198.1' 12" CULVERT n=.013 L=24' S=.04081/' Ke=.5 Cc=.9 Cd=.6 Data for Brooks CC Now 1 Page 6 TYPE III 24-HOUR RAINFALL= 5.3 IN Prepared by RIST-FROST-SHUMWAY ENGINEERING, P.C. 4 Jun 99 H droCAD 4.53 001039 c 1986-1997 Applied Microcomputer Systems POND 8 CB E3-4 Qin = 4.50 CFS @ 12.29 HRS, VOLUME= .54 AF Qout= 4.51 CFS @ 12.29 HRS, VOLUME= .54 AF, ATTEN= 0%, LAG= .2 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD FT SF CF CF (SF)_ PEAK STORAGE = 49 CF 195.4 13 0 0 13 PEAK ELEVATION= 199.3 FT 201.5 13 77 77 89 FLOOD ELEVATION= 201.5 FT START ELEVATION= 195.4 FT SPAN= 1-20 HRS, dt=.1 HRS Tdet= .8 MIN ( .54 AF) # ROUTE INVERT OUTLET DEVICES 1 P 197.4' 12" CULVERT n=.013 L=101' 5=.05561/' Ke=.S Cc=.9 Cd=.6 POND 9 CB E3--5 Qin = 4.73 CFS @ 12.28 HRS, VOLUME= .58 AF Qout= 4.74 CFS @ 12.29 HRS, VOLUME= .57 AF, ATTEN= 0%, LAG= .2 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD FT SF CF CF SF PEAK STORAGE = 51 CF 190.3 13 0 0 13 PEAK ELEVATION= 194.4 FT 196.7 13 80 80 93 FLOOD ELEVATION= 196.7 FT START ELEVATION= 190.3 FT SPAN= 1-20 HRS, dt=. 1 HRS Tdet= .8 MIN ( .57 AF) # ROUTE INVERT OUTLET DEVICES i P 192.3' 12" CULVERT n=.013 L=123' 5=.0657'/' Ke=.S Cc=.9 Cd=.6 POND 10 CB E3-6 Qin = 5.04 CFS @ 12.28 HRS, VOLUME= .62 AF Qout= 5.04 CFS @ 12.28 HRS, VOLUME= .62 AF, ATTEN= 0%, LAG= .2 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD (FT) (SF) (CF) _ (CF) (SF) _ PEAK STORAGE = 54 CF 181.9 13 0 0 13 PEAK ELEVATION= 186.2 FT 187.1 13 65 65 78 FLOOD ELEVATION= 187.1 FT START ELEVATION= 181.9 FT SPAN= 1-20 HRS, dt=.1 HRS Tdet= .7 MIN ( .62 AF) # ROUTE INVERT OUTLET DEVICES 1 P 183.9' 12" CULVERT n=.013 L=110' 5=.0623'/' Ke=.5 Cc=.9 Cd=.6 Data for Brooks CC Now 1 Page 7 TYPE III 24-HOUR RAINFALL= 5.3 IN Prepared by RIST-FROST-SHUMWAY ENGINEERING, P.C. 4 Jun 99 H droCAD 4.53 001039 c 1986-1997 Applied Microcomputer Systems POND 11 CB E3-7 Qin = 5.39 CPS @ 12.27 HRS, VOLUME= .71 AF Qout= 5.42 CPS @ 12.27 HRS, VOLUME= .71 AF, ATTEN= 0%, LAG= .4 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD FT SF CF CF (SF) -- PEAK STORAGE = 57 Cr 175.0 13 0 0 13 PEAK ELEVATION= 179.5 FT 181.2 13 78 78 90 FLOOD ELEVATION= 181.2 FT START ELEVATION= 175.0 FT SPAN= 1-20 HRS, dt=.l HRS Tdet= .9 MIN ( .71 AF) ROUTE INVERT.' OUTLET DEVICES 1 P 177.0' 12" CULVERT n=.013 L=154' S=.0279'/' Ke=.5 Cc=.9 Cd=.6 POND 12 CB E3-8 Qin = 10.00 CPS @ 12.22 HRS, VOLUME= 1.30 AF Qout= 10.03 CPS @ 12.30 HRS, VOLUME= 1.30 AF, ATTEN= 0%, LAG= 4.6 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STAR-IND METHOD FT SF CF CF SF PEAK STORAGE = 150 CF 170.3 13 0 0 13 PEAK ELEVATION= 182.2 FT 176.1 13 73 73 85 FLOOD ELEVATION= 176.1 FT START ELEVATION= 170.3 FT SPAN= 1-20 HRS, dt=.l HRS Tdet= .5 MIN (1.29 AF) ROUTE INVERT OUTLET DEVICES 1 P 172.3' 12" CULVERT n=.013 L=114' 5=.0148'/' Ke=.5 Cc=.9 Cd=.6 POND 13 CB E2-1 Qin = 1. 12 CPS @ 11.98 HRS, VOLUME= .08 AF Qout= 1.10 CPS @ 11.99 HRS, VOLUME= .08 AF, ATTEN= 2%, LAG= .3 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD FT SF CF CF (SF)- PEAK STORAGE = 45 CF 197.3 13 0 0 13 PEAK ELEVATION= 200.8 FT 200.5 13 40 40 53 FLOOD ELEVATION= 200.5 FT START ELEVATION= 197.3 FT SPAN= 1-20 HRS, dt=.l HRS Tdet= 6.7 MIN ( .08 AP) # ROUTE INVERT OUTLET DEVICES 1 P 199.3' 6" CULVERT n=.009 L=361' S=.0692'/' Ke=.5 Cc=.9 Cd=.6 Data for Brooks CC Now 1 Page 8 TYPE III 24-HOUR RAINFALL= 5.3 IN Prepared by RIST-FROST-SHUMWAY ENGINEERING, P.C. 4 Jun 99 H droCAD 4.53 001039 c 1986-1997 Applied Microcomputer Systems POND 14 CB E2-2A Qin = 2.21 CFS @ 12.20 HRS, . VOLUME= .21 AF Qout= 2.21 CFS @ 12.20 HRS, VOLUME= .21 AF, ATTEN= 0%, LAG= .1 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD FT SF CF CF SF PEAK STORAGE = 36 CF 172.6 13 0 0 13 PEAK ELEVATION= 175.5 FT 179.9 13 92 92 104 FLOOD ELEVATION= 179.9 FT START ELEVATION= 172.6 FT SPAN= 1-20 HRS, dt=.1 HRS Tdet= 2.2 MIN ( .21 AF) # ROUTE INVERT OUTLET DEVICES 1 P 174.6' 12" CULVERT n=.009 L=22' 5=.012'/' Ke=.5 Cc=.9 Cd=.6 POND 15 CB E2-2 Qin = 2.59 CFS @ 12.18 HRS, VOLUME= .29 AF Qout= 2.59 CFS @ 12.18 HRS, VOLUME= .29 AF, ATTEN= 0%, LAG= 0.0 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD FT SF CF CF SF PEAK STORAGE = 37 CF 172.1 13 0 0 13 PEAK ELEVATION= 175.1 FT 180.1 13 101 101 113 FLOOD ELEVATION= 180.1 FT START ELEVATION= 172. 1 FT SPAN= 1-20 HRS, dt=.1 HRS Tdet= 1.7 MIN ( .29 AF) # ROUTE INVERT OUTLET DEVICES 1 P 174. 1' 12" CULVERT n=.009 L=164' s=.00431/' Ke=.5 Cc=.9 Cd=.6 POND 16 CB E2-3 Qin = 4. 16 CFS @ 12.22 HRS, VOLUME= .48 AF Qout= 4.16 CFS @ 12.23 HRS, VOLUME= .48 AF, ATTEN= 0%, LAG= .2 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD FT SF CF CF SF PEAK STORAGE = 46 CF 171.1 13 0 0 13 PEAK ELEVATION= 174.8 FT 176.1 13 63 63 75 FLOOD ELEVATION= 176.1 FT START ELEVATION= 171.1 FT SPAN= 1-20 HRS, dt=.l HRS Tdet= 1.1 MIN ( .48 AF) # ROUTE INVERT OUTLET DEVICES 1 P 173.1' 12" CULVERT n=.013 L=43' 5=.0138'/' Ke=.5 Cc=.9 Cd=.6 SHUMWAY Job 4 C)`1 0 Dept. t�)) BY J t.SIc-jJ_Date o �� JOB TITLE 5 u 1 M.Ckd. Date C.Ckd. Date DESIGN AREA Arne r� cA'.� Sheet k Of t Reference �e�,er A - I)iraw'►v,s "'S yin +;j �tc.v� 5t 4 g J r w� �. ��+. C-Q7t QF 1�,�- �'� �5444�5 �� f,NV` a\ievftdw J if le�A- D ljP� Are, C-AO m6A-8 ruw. CC_ pTAer Aj. Mu1K law ►•�� ti` ��v►o.� �t e V,+�er `�is �e�eir•i� � �5�' C� C � ever ws,� q V-I- 10) 4s 10«At4,Dw w tAiA%r. 50 ' of L-s-etA& ,,a y1>a 5�f10VS C. D� , V+eJAIr, Tile OA Ac+ r5or Data for BROOKS CC AFTER I main flow Page I TYPE III 24-HOUR RAINFALL= 5.3 IN Prepared by RIST-FROST-SHUMWAY ENGINEERING, P.C. 4 Jun 99 H droCAD 4.53 001039 c 1986-1997 Applied Microcomputer Systems WATERSHED ROUTING 38 39 49 37� 41 42 ' ©��®�,•^�®tea\\,r —^-) 4E 4�j A )A4 --3A 44 43 OSU9CRTCHMENT REACH Q PONU LINK eKk15 � Data for BROOKS CC AFTER 1 main flow Page 2 TYPE III 24-HOUR RAINFALL= 5.3 IN Prepared by RIST-FROST-SHUMWAY ENGINEERING, P.C. 4 Jun 99 H droCAD 4.53 001039 c 1986-1997 Applied. Microcomputer Systems SUBCATCHMENT 37 PEAK= 4.74 CFS @ 12.01 HRS, VOLUME= .32 AF ACRES CN SCS TR-20 METHOD .41 98 Paved TYPE III 24--HOUR 1.00 69 B, Open Space, Fair Condition RAINFALL= 5.3 IN 1.41 77 SPAN= 1-20 HRS, dt=.1 HRS Method Comment Tc min TR-55 SHEET FLOW Segment ID: 3.7 smooth surfaces n=.011 L=310' P2=3.1 in s=.012 SUBCATCHMENT 38 PEAK= 1.25 CFS @ 12.57 HRS, VOLUME= .18 AF ACRES CN SCS TR-20 METHOD .12 98 Paved TYPE III 24-HOUR 1.20 61 B, Open Space, Good Condition RAINFALL= 5.3 IN 1.32 64 SPAN= 1-20 HRS, dt=. 1 HRS Method Comment Tc min TR-55 SHEET FLOW Segment ID: 41.8 Grass: Dense n=.24 L=350' P2=3.1 in s=.0174 SUBCATCHMENT 39 PEAK= .50 CFS @ 12.04 HRS, VOLUME= .04 AF ACRES CN SCS TR-20 METHOD .06 98 Paved TYPE III 24-HOUR .09 69 B, Open Space, Fair Condition RAINFALL= 5.3 IN .15 81 SPAN= 1-20 HRS, dt=.1 HRS Method Comment Tc min TR-55 SHEET FLOW Segment ID: 6.4 Grass: Short n=.15 L=100' P2=3.1 in s=.06 SUBCATCHMENT 40 PEAK= .49 CFS @ 12.09 HRS, VOLUME= .04 AF ACRES CN SCS TR-20 METHOD .07 98 Paved TYPE III 24-HOUR .11 61 B, Open Space, Fair RAINFALL= 5.3 IN .18 75 SPAN= 1-20 HRS, dt=. 1 HRS Method Comment Tc min TR-55 SHEET FLOW Segment ID: 8.1 Grass: short n=.15 L=145' P2=3.1 in s=.071 /' Data for BROOKS CC AFTER 1 main flow Page 3 TYPE III 24-HOUR RAINFALL= 5.3 IN Prepared by RIST-FROST-SHUMWAY ENGINEERING, P.C. 4 Jun 99 H droCAD 4.53 001039 c 1986-1997 Applied. Microcomputer S stems SUBCATCHMENT 41 PEAK= 1.14 CFS @ 11.99 HRS, VOLUME= .09 AF ACRES CN SCS TR-20 METHOD .22 98 Paved TYPE III 24-HOUR RAINFALL= 5.3 IN SPAN= 1-20 HRS, dt=.1 HRS Method Comment Tc _(mid TR-55 SHEET FLOW Segment ID: 1.7 Smooth surfaces n=.011 L=175' P2=3.1 in s=.029 SUBCATCHMENT 42 PEAK= 1.48 CFS @ 12.15 HRS, VOLUME= .14 AF ACRES CN SCS TR-20 METHOD .32 98 Paved TYPE III 24-HOUR . 12 61 B, Open Space, Good Condition RAINFALL= 5.3 IN .44 88 SPAN= 1-20 HRS, dt=. l HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 12.4 Grass: dense n=.24 L=165' P2=3.1 in s=.08 TR-55 SHEET FLOW Segment ID: 2.0 Smooth surfaces n=.011 L=255' P2=3.1 in s=.04 Total Length= 420 ft Total Tc= 14.4 SUBCATCHMENT 43 PEAK= 2.53 CFS @ 12.10 HRS, VOLUME= .20 AF ACRES CN SCS TR-20 METHOD .45 98 Paved TYPE III 24-HOUR .28 61 B, Open Space, Good Condition RAINFALL= 5.3 IN .73 84 SPAN= 1-20 HRS, dt=.1 HRS Method Comment Tc min TR-55 SHEET FLOW Segment ID: 7.6 Grass: Dense n=.24 L=100' P2=3.1 in s=.1 TR-55 SHEET FLOW Segment ID: 2.3 Smooth surfaces n=.011 L=305' P2=3.1 in s=.0393 Total Length= 405 ft Total Tc= 9.9 t Data for BROOKS CC AFTER 1 main flow Page 4 TYPE III 24-HOUR RAINFALLS 5.3 IN Prepared by RIST-FROST-SHUMWAY ENGINEERING, P.C. 4 Jun 99 H droCAD 4.53 001039 c 1986-1997 Applied Microcomputer Systems SUBCATCHMENT 44 PEAK= 1.54 CFS @ 11.99 HRS, VOLUME= .11 AF ACRES CN SCS TR-20 METHOD .28 98 Paved & Roof TYPE III 24-HOUR .03 61 B, Open Space, Good Condition RAINFALL= 5.3 IN .31 94 SPAN= 1-20 HRS, dt=.1 HRS Method Comment To min TR-55 SHEET FLOW Segment ID: 1.5 Smooth surfaces n=.011 L=190' P2=3.1 in s=.0426 /' Data for BROOKS CC AFTER 1 main flow Page 5 TYPE III 24-SOUR RAINFALL= 5.3 IN Prepared by RIST-FROST-SHUMWAY ENGINEERING, P.C. 4 Jun 99 H droCAD 4.53 001035 c 1986-1997 Applied Microcomputer Systems POND 37 Qin = 4.74 CPS @ 12.01 HRS, VOLUME= .32 AF Qout= 4.68 CPS @ 12.01 HRS, VOLUME= .31 AF, ATTEN= 1%, LAG= .1 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD FT SF CF CF SF PEAK STORAGE = 50 CF 196. 1 13 0 0 13 PEAK ELEVATION= 200.1 FT 201.4 13 67 67 79 FLOOD ELEVATION= 201.4 FT START ELEVATION= 196.1 FT SPAN= 1--20 HRS, dt=.1 HRS Tdet= 1.4 MIN ( .31 AF) # ROUTE INVERT OUTLET DEVICES 1 P 198. 1' 12" CULVERT n=.012 L=24' S=.04081/' Ke=.5 Cc=.9 Cd=.6 POND 38 Qin = 4.91 CPS @ 12.02 HRS, VOLUME= .49 AF Qout= 4.85 CPS @ 12.02 HRS, VOLUME= .49 AF, ATTEN= 1%, LAG= .2 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD FT SF CF CF SF PEAK STORAGE = 52 CF 195.4 13 0 0 13 PEAK ELEVATION= 199.5 FT 201.5 13 77 77 89 FLOOD ELEVATION= 201.5 FT START ELEVATION= 195.4 FT SPAN= 1-20 HRS, dt=.1 HRS Tdet= .9 MIN ( .49 AF) # ROUTE INVERT OUTLET DEVICES 1 P 197.4' 12" CULVERT n=.012 L=91' S=.0556'/' Ke=.5 Cc=.9 Cd=.6 POND 39 Qin = 5.34 CPS @ 12.'02 HRS, VOLUME= .53 AF Qout= 5.28 CPS @ 12.02 HRS, VOLUME= .53 AF, ATTEN= 1%, LAG= .2 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD FT SF CF (CF) SF PEAK STORAGE = 55 CF 190.3 13 0 0 13 PEAK ELEVATION= 194.7 FT 196.7 13 80 80 93 FLOOD ELEVATION= 196.7 FT START ELEVATION= 190.3 FT SPAN= 1-20 HRS, dt=.l HRS Tdet= .8 -MIN ( .53 AF) # ROUTE INVERT OUTLET DEVICES 1 P 192.3' 12" CULVERT n=.012 L=123' S=.0657 '/' Ke=.5 Cc=.9 Cd=.6 Data for BROOKS CC AFTER 1 main flow Page 6 TYPE III 24-HOUR RAINFALL= 5.3 IN Prepared by RIST-FROST-SHUMWAY ENGINEERING, P.C. 4 Jun 99 H droCAD 4.53 001039 c 1986-1997_ Applied Microcomputer Systems POND 40 Qin = 5.71 CFS @ 12.03 HRS, VOLUME= .57 AF Qout= 5.65 CFS @ 12.03 HRS, VOLUME= .56 AF, ATTEN= 1%, LAG= .3 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD FT SF CF CF (SF)._. PEAK STORAGE = 58 CF 181.9 13 0 0 13 PEAK ELEVATION= 186.5 FT 187.1 13 65 65 78 FLOOD ELEVATION= 187.1 FT START ELEVATION= 181.9 FT SPAN= 1-20 HRS, dt=. 1 HRS Tdet= .8 MIN ( .56 AF") # ROUTE INVERT OUTLET DEVICES 1 P 183.9' 12" CULVERT n=.012 L=110' S=.0623'/' Ke=.5 Cc=.9 Cd=.6 POND 41 Qin = 10.56 CFS @ 12.03 HRS, VOLUME= 1.08 AF Qout= 10.47 CFS @ 12.04 HRS, VOLUME= 1.08 AF, ATTEN= 1%, LAG= .4 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD FT SF CF CF SF PEAK STORAGE = 114 CF 175.0 13 0 0 13 PEAK ELEVATION= 184.1 FT 181.2 13 78 78 90 FLOOD ELEVATION= 181.2 FT START ELEVATION= 175.0 FT SPAN= 1-20 HRS, dt=.l HRS Tdet= .6 MIN (1.07 AF) # ROUTE INVERT OUTLET DEVICES 1 P 177.0' 12" CULVERT n=.012 L=154' S=.0279'/' Ke=.5 Cc=.9 Cd=.6 POND 42 Qin = 14.87 CFS @ 12.05 HRS, VOLUME= 1.53 AF Qout= 14.97 CFS @ 12.06 HRS, VOLUME= 1.53 AF, ATTEN= 0%, LAG= .8 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD (FT) (SF) (CF) (CF) (SF) PEAK STORAGE = 223 CF 170.3 13 0 0 13 PEAK ELEVATION= 188.1 FT 176.1 13 73 73 85 FLOOD ELEVATION= 176.1 FT START ELEVATION= 170.3 FT SPAN= 1-20 HRS, dt=. 1 HRS Tdet= .5 MIN (1.52 AF) # ROUTE INVERT OUTLET DEVICES 1 P 172.3' 12" CULVERT n=.012 L=114' S=.0148'/' Ke=.5 Cc=.9 Cd=.6 Data for BROOKS CC AFTER 1 main flow Page 7 TYPE III 24-HOUR RAINFALL= 5.3 IN Prepared by RIST-FROST--SHUMWAY ENGINEERING, P.C. 4 Jun 99 H droCAD 4.53 001039 c 1986-1997 Applied microcomputer Systems POND 43 Qin = 3.53 CFS @ 12.04 HRS, VOLUME= .32 AF Qout= 3.52 CFS @ 12.05 HRS, VOLUME= .31 AF, ATTEN= 0%, LAG= .2 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD FT SF CF CF SF PEAK STORAGE = 41 CF 171.1 13 0 0 13 PEAK ELEVATION= 174.4 FT 175.6 13 57 57 69 FLOOD ELEVATION= 175.6 FT START ELEVATION= 171.1 FT SPAN= 1-20 HRS, dt=. l HRS Tdet= 1.7 MIN ( .31 AF) # ROUTE INVERT OUTLET DEVICES. 1 P 173.1' 12" CULVERT n=.01 L=43' S=.01381/' Ke=.5 Cc=.9 Cd=.6 POND 44 CB E2-2A Qin = 1.54 CFS @ 11.99 HRS, VOLUME= .11 AF Qout= 1.54 CFS @ 11.99 HRS, VOLUME= .11 AF, ATTEN= 0%, LAG= 0.0 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD FT SF CF CF SF PEAK STORAGE = 33 CF 172.6 13 0 0 13 PEAK ELEVATION= 175.3 FT 179.9 13 92 92 104 FLOOD ELEVATION= 179.9 FT START ELEVATION= 172.6 FT SPAN= 1-20 HRS, dt=.l HRS Tdet= 5 MIN ( .11 AF) # ROUTE INVERT OUTLET DEVICES 1 P 174.6' 12" CULVERT n=.01 L=22 ' S=.0161/' Ke=.S Cc=.9 Cd=.6 POND 45 DMH E2-2 Qin = 1.54 CFS @ 11.99 HRS, VOLUME= .11 AF Qout= 1.54 CFS @ 11.99 HRS, VOLUME= .11 AF, ATTEN= 0%, LAG= . 1 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD FT SF CF CF SF PEAK STORAGE = 9 CF 174.1 13 0 0 13 PEAK ELEVATION= 174.8 FT 180. 1 13 75 75 88 FLOOD ELEVATION= 180.1 FT START ELEVATION= 174.1 FT SPAN= 1-20 HRS, dt=.l HRS Tdet= .3 MIN ( .11 AF) # ROUTE INVERT OUTLET DEVICES 1 P 174.1' 12" CULVERT n=.01 L=164' S=.0043'/' Ke=.5 Cc=.9 Cd=.6 Data for BROOKS CC AFTER 1 main flow Page 8 TYPE III 24-HOUR RAINFALL= 5.3 IN Prepared by RIST--FROST-SHUMWAY ENGINEERING, P.C. 4 Jun 99 H droCAD 4.53 001039 c 1986-1997 A Lied Microcom uter Systems LINK 1 Brooks CC After 2 *LINK to After 1 Qout= 3.97 CFS @ 12.10 HRS, VOLUME= .42 AF, SPAN= 1--20 HRS, dt=. 1 HRS POND 48 from Brooks CC After 2 *LINK to After 1 "VORTEX SEPARATOR" Data for Brooks CC After 2 *LINK to After 1 Page 1 TYPE III 24-HOUR RAINFALL= 5.3 IN Prepared by RIST-FROST-SHUMWAY ENGINEERING, P.C. 4 Jun 99 H droCAD 4.53 001039 c 1986-1997 Applied Microcomputer Systems N WATERSHED ROUTING 46 46 (22 23� 25J®^�® 3` 24 2B 0 SUBCATCHMENT REACH Q POND I I LINK J Data for Brooks CC After 2 *LINK to After 1 Page 2 TYPE III 24-HOUR RAINFALL= 5.3 IN Prepared by RIST--FROST-SHUMWAY ENGINEERING, P.C. 4 Jun 99 H droCAD 4.53 001039 c 1986-1997 Applied Microcomputer Systems SUBCATCHMENT 23 PEAK= .44 CFS @ 12.08 HRS, VOLUME= .03 AF ACRES CN SCS TR-20 METHOD .07 98 Paved TYPE III 24-HOUR .07 61 B, Open Space, Good Condition RAINFALL= 5.3 IN .14 80 SPAN= 1-20 HRS, dt=.l HRS Method Comment Tc min TR-55 SHEET FLOW Segment ID: 8.1 Grass: Short n=.15 L=95' P2=3.1 in s=.03 SUBCATCHMENT 25 PEAK= 1.65 CFS @ 12.20 HRS, VOLUME= .16 AF ACRES CN SCS TR--20 METHOD .38 98 Paved TYPE III 24-HOUR .14 61 B, Open Space, Good Condition RAINFALL= 5.3 IN .52 88 SPAN= 1-20 HRS, dt=. l HRS Method Comment Tc min TR-55 SHEET FLOW Segment ID: 14.3 Grass: Dense n=.24 L=85' P2=3. 1 in s=.015 TR--55 SHEET FLOW Segment ID: •6 Smooth surfaces n=.011 L=35' P2=3.1 in s=.015 TR-55 SHEET FLOW Segment ID: 2.6 Grass: Dense n=.24 L=10' P2=3. 1 in s=.015 Total. Length= 130 ft Total Tc= 17.5 SUBCATCHMENT 26 PEAK-= 1.09 CFS @ 11.99 HRS, VOLUME= .07 AF ACRES CN SCS TR-20 METHOD . 17 98 Paved TYPE III 24-HOUR .09 61 B, Open Space, Good Condition RAINFALL= 5.3 IN .26 85 SPAN= 1-20 HRS, dt=.1 HRS Method Comment Tc min TR-55 SHEET FLOW Segment ID: 1.3 Smooth surfaces n=.011 L=160' P2=3.1 in s=.045 '�' Data for Brooks CC After 2 *LINK to After 1 Page 3 TYPE III 24-HOUR RAINFALL= 5.3 IN Prepared by RIST-FROST-SHUMWAY ENGINEERING, P.C. 4 Jun 99 H droCAD 4.53 001039 c 1986-1997 Applied Microcomputer Systems SUBCATCHMENT 28 PEAK= .13 CFS @ 11.98 HRS, VOLUME= .01 AF ACRES CN SCS TR-20 METHOD .02 98 paved TYPE III 24-HOUR .01 61 B, Open Space, Good Condition RAINFALL= 5.3 IN .03 86 SPAN= 1-20 HRS, dt=. 1 HRS Method Comment Tc min TR-55 SHEET FLOW Segment ID: 1.0 Smooth surfaces n=.011 L=55' P2=3.1 in s=.01 SUBCATCHMENT 29 PEAK= .12 CFS @ 12.01 HRS, VOLUME= .01 AF ACRES CN SCS TR-20 METHOD .07 61 B, Open Space, Good Condition TYPE III 24-HOUR RAINFALL= 5.3 IN SPAN= 1-20 HRS, dt=.1 HRS Method Comment Tc min TR-55 SHEET FLOW Segment ID: 2.4 Grass: Short n=.15 L=40' P2=3.1 in s=.1125 SUBCATCHMENT 30 PEAK= .28 CFS @ 11.97 HRS, VOLUME= .02 AF ACRES CN SCS TR-20 METHOD .05 98 Paved TYPE III 24-HOUR .01 61 B, Open Space, Good RAINFALL= 5.3 IN .06 92 SPAN= 1-20 HRS, dt=.1 HRS Method Comment Tc min TR-55 SHEET FLOW Segment ID: .6 Smooth surfaces n=.011 L=60' P2=3.1 in s=.04 SUBCATCHMENT 31 PEAK= .08 CFS @ 12.07 HRS, VOLUME=. .01 AF ACRES CN SCS TR-20 METHOD .01 98 Paved TYPE III 24-HOUR .02 61 B, Open Space, Good Condition RAINFALL= 5.3 IN .03 73 SPAN= 1-20 HRS, dt=.1 HRS Method Comment Tc min TR-55 SHEET FLOW Segment ID: 7.1 Grass: Short n=.15 L=65' P2=3.1 in s=.02 '/' Data for Brooks CC After 2 *LINK to After I. Page 4 TYPE III 24-HOUR RAINFALL= 5.3 IN Prepared by RIST--FROST-SHUMWAY ENGINEERING, P.C. 4 Jun 99 H droCAD 4.53 001039 c 1986-1997 Applied Microcomputer Systems SUBCATCHMENT 33 PEAK= .12 CFS @ 12.03 HRS, VOLUME= .01 AF ACRES CN SCS TR-20 METHOD .01 61 B, Open Space, Good Condition TYPE III 24-HOUR .02 98 Paved RAINFALL= 5.3 IN 03 86 SPAN= 1-20 HRS, dt=. 1 HRS Method Comment Tc min TR-55 SHEET FLOW Segment ID: 5.9 Grass: Short n=.15 L=100' P2=3.1 in 9=.074 SUBCATCHMENT 35 PEAK= .49 CFS @ 12.13 HRS, VOLUME= .04 AF ACRES CN SCS TR-20 METHOD .09 98 PAVED TYPE III 24-HOUR .07 61 B, OPEN SPACE, GOOD CONDITION RAINFALL= 5.3 IN .16 82 SPAN= 1-20 HRS, dt=.1 HRS Method Comment Tc min TR-55 SHEET FLOW Segment ID: 13.0 Grass: Short n=.15 L=70' P2=3.1 in s=.005 SUBCATCHMENT 46 CAMPUS CENTER ROOF DRAIN AREA PEAK= .88 CFS @ 11.97 HRS, VOLUME= .07 AF ACRES CN SCS TR-20 METHOD . 18 98 Roof TYPE III 24-HOUR RAINFALL= 5.3 IN SPAN= 1-20 HRS, dt=.l HRS Method Comment Tc min TR-55 SHEET FLOW Segment ID: •5 Smooth surfaces n=.011 L=70' P2=3.1 in s=.08 '/` Data for Brooks CC After 2 *LINK to After 1 Page 5 TYPE III 24-HOUR RAINFALL= 5.3 IN Prepared by RIST-FROST-SHUMWAY ENGINEERING, P.C. 4 Jun 99 HydroCAD 4 53 001039 (c) 1986-1997 Applied Microcomputer Systems REACH 46 ROOF DRAINS Qin = .88 CFS @ 11.97 HRS, VOLUME= .07 AF Qout= .52 CFS @ 12.00 HRS, VOLUME= .07 AF, ATTEN= 41%, LAG= 1.9 MIN DEPTH END AREA DISCH (FT) (SQ2 FT) (CFS) 6" PIPE STOR-IND+TRANS METHOD 0.0 0.0 0.00 PEAK DEPTH= .50 FT .1 0.0 .01 n= .01 PEAK VELOCITY= 3.0 FPS . 1 0.0 .05 LENGTH= 180 FT TRAVEL TIME = 1.0 MIN .2 0.0 .10 SLOPE= .005 FT/FT SPAN= 1-20 HRS, dt=.l HRS .4 .1 .43 .4 .2 .50 .5 .2 .55 .5 .2 .55 .5 .2 .55 .5 .2 .52 Data for Brooks CC After 2 *LINK to After 1 Page 6 TYPE III 24-HOUR RAINFALL= 5.3 IN Prepared by RIST-FROST-SHUMWAY ENGINEERING, P.C. 4 Jun 99 H droCAD 4.53 001039 c 1986-1997 Applied Microcomputer Systems POND 23 CB 1 Qin = .44 CFS @ 12.08 HRS, VOLUME= .03 AT Qout= .44 CFS @ 12.08 HRS, VOLUME= .03 AF, ATTEN= 0%, LAG= .1 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD FT SF CF CF SF PEAK STORAGE = 42 CF 190.2 13 0 0 13 PEAK ELEVATION= 193.5 FT 201.0 13 136 136 148 FLOOD ELEVATION= 201.0 FT START ELEVATION= 190.2 FT SPAN= 1-20 HRS, dt=.1 HRS Tdet= 15.5 MIN ( .03 AF) # ROUTE INVERT OUTLET DEVICES 1 P 193.2' 121, CULVERT n=.01 L=72' S=.111' Ke=.5 Cc=.9 Cd=.6 POND 25 CB 9 Qin = 1.65 CFS @ 12.20 HRS, VOLUME= .16 AF Qout= 1.65 CFS @ 12.20 HRS, VOLUME= .16 AF, ATTEN= 0%, LAG= .1 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD FT SF CF CF SF PEAK STORAGE = 46 CF 182.7 13 0 0 13 PEAK ELEVATION= 186.4 FT 193.8 13 140 140 152 FLOOD ELEVATION= 193.8 FT START ELEVATION= 182.7 FT SPAN= 1-20 HRS, dt=.l HRS Tdet= 4.4 MIN ( .16 AF) �# ROUTE INVERT OUTLET DEVICES 1 P 185.7' 12" CULVERT n=.01 L=70' S=.0211/' Ke=.5 Cc=.9 Cd=.6 POND 26 CB S Qin = 2. 10 CFS @ 12.17 HRS, VOLUME= .24 AF Qout= 2.09 CFS @ 12.17 HRS, VOLUME= .23 AF, ATTEN= 0%, LAG= 0.0 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD FT SF CF CF (SF)__ PEAK STORAGE = 48 CF 186.8 13 0 0 13 PEAK ELEVATION= 190.6 FT 193.9 13 89 89 102 FLOOD ELEVATION= 193.9 FT START ELEVATION= 186.8 FT SPAN= 1-20 HRS, dt=.1 HRS Tdet= 2.9 MIN ( .23 AF) # ROUTE INVERT OUTLET DEVICES 1 P 189.8' 12" CULVERT n=.01 L=4.5' S=.01'1' Ke=.5 Cc=.9 Cd=.6 Data for Brooks CC After 2 *LINK to After 1 Page 7 TYPE III 24--HOUR RAINFALL= 5.3 IN Prepared by RIST-FROST-SHUMWAY ENGINEERING, P.C. 4 .Tun 99 H droCAD 4.53 001039 c 1986-1997 Applied Microcomputer Systems POND 28 CB 7 gin .54 CFS @ 12.12 HRS, VOLUME= .05 AF gout= .54 CFS @ 12.12 HRS, VOLUME= .05 AF, ATTEN= 0%, LAG= .1 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR--IND METHOD (FT) (SF) (CF) (CF) (SF) PEAK STORAGE = 42 CF 189.5 13 0 0 13 PEAK ELEVATION= 192.9 FT 201.2 13 147 147 160 FLOOD ELEVATION= 201.2 FT START ELEVATION= 189.5 FT SPAN= 1-20 HRS, dt=.l HRS Tdet= 11.4 MIN ( .05 AF) # ROUTE INVERT OUTLET DEVICES 1 P 192.5' 12" CULVERT n=.01 L=60' S=.1'I' Ke=.5 Cc=.9 Cd=.6 POND 29 CS 2 gin = 1.06 CFS @ 12.09 HRS, VOLUME= .09 AF gout= 1.06 CFS @ 12.09 HRS, VOLUME= .09 AF, ATTEN= 0%, LAG= . 1 MIN ' ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD (FT) (SF) (CF) CF (SF) _ PEAK STORAGE = 44 CF 182.6 13 0 0 13 PEAK ELEVATION= 186.1 FT 191.5 13 112 112 124 FLOOD ELEVATION= 191.5 FT START.' ELEVATION= 182.6 FT SPAN= 1-20 HRS, dt=.l HRS Tdet= 6 MIN ( .09 AF) # ROUTE INVERT OUTLET DEVICES 1 P 185.6' 12" CULVERT n=.01 L=33' S=.0421/' Ke=.5 Cc=.9 Cd=.6 POND 30 CB 3 gin = 3.31 CFS @ 12.05 HRS, VOLUME= .35 AF Qout= 3.20 CFS @ 12.06 HRS, VOLUME= .34 AF, ATTEN= 3%, LAG= .7 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD FT SF CF CF SF PEAK STORAGE = 53 CF 180.9 13 0 0 13 PEAK ELEVATION= 185.1 FT 189.0 13 102 102 114 FLOOD ELEVATION= 189.0 FT START ELEVATION= 180.9 FT SPAN= 1-20 HRS, dt=. 1 HRS Tdet= 2 MIN ( .34 AF) # ROUTE ' INVERT OUTLET DEVICES 1 P 183.9' 12" CULVERT n=.01 L=85' S=.021'/' Ke=.5 Cc=.9 Cd=.6 Data for Brooks CC After 2 *LINK to After 1 Page 8 TYPE III 24-HOUR RAINFALL= 5.3 IN Prepared by 'RIST-FROST-SHUMWAY ENGINEERING, P.C. 4 Jun 99 HydroCAD 4.53 001039 (c) 1986-1997 Applied Microcomputer Systems POND 31 CB 4 gin = 3.28 CFS @ 12.06 HRS, VOLUME= .35 AF gout= 3.29 CFS @ 12.07 HRS, VOLUME= .35 AF, ATTEN= 0%, LAG= .5 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD FT SF CF CF SF PEAK STORAGE = 53 CF 178.9 13 0 0 13 PEAK ELEVATION= 183.2 FT 188.2 13 117 117 129 FLOOD ELEVATION= 188.2 FT START ELEVATION= 178.9 FT SPAN= 1-20 HRS, dt=.1 HRS Tdet= 1.9 MIN ( .35 AF) ROUTE INVERT OUTLET DEVICES 1 P 181.9' 12" CULVERT n=.01 L=102 ' S=.021'/' Ke=.5 Cc=.9 Cd=.6 POND 33 CB 5 Qin = 3.91 CFS @ 12.06 HRS, VOLUME= .43 AF Qout= 3.92 CFS @ 12.07 HRS, VOLUME= .43 AF, ATTEN= 0%, LAG= .5 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD (FT) (SF) (CF) (CF) (SF') PEAK STORAGE = 57 CF 176.5 13 0 0 '13 PEAK ELEVATION= 181.1 FT 186.6 13 127 127 140 FLOOD ELEVATION= 186.6 FT START ELEVATION= 176.5 FT SPAN= 1-20 HRS, dt=.l HRS Tdet= 2 MIN ( :43 AF) # ROUTE INVERT OUTLET DEVICES 1 P 179.5' 12" CULVERT n=.01 L=20' S=.01'/' Ke=.5 Cc=.9 Cd=.6 POND 46 INFILTRATION CHAMBERS gin = 0.00 CFS @ 0.00 HRS, VOLUME= 0.00 AF Qout= 0.00 CFS @ 0.00 HRS, VOLUME= 0.00 AF, ATTEN= 0%, LAG= 0.0 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD FT SF CF CF PEAK STORAGE = 0 CF 185.0 220 0 0 PEAK ELEVATION= 185.0 FT ' 185.7 220 154 154 FLOOD ELEVATION= 185.7 FT START ELEVATION= 185.0 FT SPAN= 1-20 HRS, dt=.1 HRS # ROUTE INVERT OUTLET DEVICES 1 P 185.5' 6" CULVERT n=.01 L=20' S=.0001'/' Ke=.5 Cc=.9 Cd=.6 Data for Brooks CC After 2 *LINK to lifter 1 Page 9 TYPE III 24-HOUR RAINFALL 5.3 IN Prepared by RIST-FROST-SHUMWAY ENGINEERING, P.C. 4 Jun 99 H droCAD 4.53 001039 c 1986-1997 Applied Microcomputer Systems POND 47 DMH 1 Qin = .52 CFS @ 12.00 HRS, VOLUME= .07 AF Qout= .52 CFS @ 12.00 HRS, VOLUME= .07 AF, ATTEN= 0%, LAG= 0.0 MIN Qpri= 0.00 CFS @ 0.00 HRS, VOLUME= 0.00 AF Qsec= .52 CFS @ 12.00 HRS, VOLUME= .07 AF ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD FT SF CF CF SF PEAK STORAGE = 18 CF 182.0 13 0 0 13 PEAK ELEVATION= 183.4 FT 188.0 13 75 75 88 FLOOD ELEVATION= 188.0 FT START ELEVATION= 182.0 FT SPAN= 1-20 HRS, dt=.1 HRS Tdet= 4.5 MIN ( .07 AF) # ROUTE INVERT OUTLET DEVICES 1 P 185.7' 6" CULVERT n=.01 L=20' S=.0111' Ke=.5 Cc=.9 Cd=.6 2 S 183.0' 6" CULVERT n=.01 L=42' S=.088'/' Ke=.04 Cc=.9 Cd=.87 TW=3' Primary Discharge L--1=Culvert Secondary Discharge L----2=Culvert POND 48 VORTEX SEPARATOR Qin = 3.92 CFS @ 12.07 HRS, VOLUME= .43 AF Qout= 3.97 CFS @ 12. 10 HRS, VOLUME= .42 AF, ATTEN= 0%, LAG= 1.5 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD FT SF CF CF PEAK STORAGE = 401 CF 176.5 91 0 0 PEAK ELEVATION= 180.9 FT 184.7 91 746 746 FLOOD ELEVATION= 184.7 FT START ELEVATION= 176.5 FT SPAN= 1-20 HRS, dt=.1 HRS Tdet= 11.3 MIN ( .42 AF) # ROUTE INVERT OUTLET DEVICES 1 P 179.3' 12" CULVERT n=.01 L=105' S=.021'/' Ke=.5 Cc=.9 Cd=.6 Data for BROOKS CC AFTER 1 MAIN FLOW W/ ADDITIONAL PIPE Page 2 TYPE III 24-HOUR RAINFALL= 5.3 IN Prepared by RIST-FROST-SHUMWAY ENGINEERING, P.C. 4 Jun 99 HydroCAD 4.53 001039 (c) 1986-1997 Applied Microcomputer Systems WATERSHED ROUTING a 3B 39 4g 37 41 42 A)0- -3® 44 A3 0 SUSCATCHMENF REACH Q PONO LINK Data for BROOKS CC AFTER 1 MAIN FLOW W/ ADDITIONAL PIPE Page 3 TYPE III 24-HOUR RAINFALL= 5.3 IN Prepared by RIST-FROST-SHUMWAY ENGINEERING, P.C. 4 .dun 99 H droCAD 4.53 001039 c 1986-1997 Applied Microcomputer Systems SUBCATCHMENT 37 PEAK= 4.74 CFS @ 12.01 HRS, VOLUME= .32 AF ACRES CN SCS TR-20 METHOD .41 98 Paved TYPE III 24--HOUR 1.00 69 B, Open Space, Fair Condition RAINFALL= 5.3 IN 1.41 77 SPAN= 1-20 HRS, dt=.1 HRS Method Comment Tc min TR-55 SHEET FLOW Segment ID: 3.7 Smooth surfaces n=.011 L=310' P2=3.1 in s=.012 SUBCATCHMENT 38 PEAK 1.25 CFS @ 12.57 HRS, VOLUME= .18 AF ACRES CN SCS TR-20 METHOD .12 98 Paved TYPE III 24-HOUR 1.20 61 B, Open Space, Good Condition RAINFALL= 5.3 IN 1.32 64 SPAN= 1--20 HRS, dt=.1 HRS Method Comment Tc min TR-55 SHEET FLOW Segment ID: 41.8 Grass: Dense n=.24 L=350' P2=3.1 in s=.0174 SUBCATCHMENT 39 PEAK= .50 CFS @ 12.04 HRS, VOLUME= .04 AF ACRES CN SCS TR-20 METHOD .06 98 Paved TYPE III 24-HOUR .09 69 B, Open Space, Fair Condition RAINFALL= 5.3 IN .15 81 SPAN 1-20 HRS, dt=.l HRS Method Comment Tc min TR-55 SHEET FLOW Segment ID: 6.4 Grass: Short n=.15 L=100' P2=3.1 in s=.06 SUBCATCHMENT 40 PEAK= .49 CFS @ 12.09 HRS, VOLUME= .04 AF ACRES CN SCS TR-20 METHOD .07 98 Paved TYPE III 24-HOUR .11 61 B, Open Space, Fair RAINFALL= 5.3 IN .18 75 SPAN= 1-20 HRS, dt=.1 HRS Method Comment To min TR-55 SHEET FLOW Segment ID: 8.1 Grass: Short n=.15 L=145' P2=3.1 in s=.071 '�' Data for BROOKS CC AFTER 1 MAIN FLOW W/ ADDITIONAL PIPE Page 4 TYPE III 24--HOUR RAINFALL= 5.3 IN Prepared by RIST-FROST--SHUMWAY ENGINEERING, P.C. 4 Jun 99 HydroCAD 4 53 001039 (c) 1986-1997 Applied Microcomputer Systems SUBCATCHMENT 41 PEAK= 1.14 CFS @ 11.99 HRS, VOLUME= .09 AF ACRES CN SCS TR-20 METHOD .22 98 Paved TYPE III 24-HOUR RAINFALL= 5.3 IN SPAN= 1-20 HRS, dt=.1 HRS Method Comment Tc min TR-55 SHEET FLOW Segment ID: 1.7 Smooth surfaces n=.011 L=175' P2=3.1 in s=.029 SUBCATCHMENT 42 PEAK= 1.48 CFS @ 12.15 HRS, VOLUME= .14 AF ACRES CN SCS TR-20 METHOD .32 98 Paved TYPE III 24-HOUR .12 61 B, Open Space, Good Condition RAINFALL= 5.3 IN .44 88 SPAN= 1-'20 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 12.4 Grass: Dense n=.24 L=165' P2=3.1 in 9=.08 TR--55 SHEET FLOW Segment ID: 2.0 Smooth surfaces n=.011 L=255' P2=3.1 in s=.04 Total Length= 420 ft Total Tc= 14.4 SUBCATCHMENT 43 PEAK= 2.53 CFS @ 12.10 HRS, VOLUME= .20 AF ACRES CN SCS TR-20 METHOD .45 98 Paved TYPE III 24-HOUR .28 61 B, Open Space, Good Condition RAINFALL= 5.3 IN .73 84 SPAN= 1-20 HRS, dt=.1 HRS Method Comment Tc min TR-55 SHEET FLOW Segment ID: 7.6 Grass: Dense n=.24 L=100' P2=3.1 in s=.1 TR-55 SHEET FLOW Segment ID: 2.3 Smooth surfaces n=.011 L=305' P2=3. 1 in s=.0393 Total Length= 405 ft Total Tc= 9.9 Data for BROOKS CC AFTER 1 MAIN FLOW W/ ADDITIONAL PIPE Page 5 TYPE III 24-HOUR RAINFALL= 5.3 IN Prepared by RIST-FROST-SHUMWAY ENGINEERING, P.C. 4 Jun 99 H drOCAD 4.53 001039 c 1986-1997 Applied Microcomputer Systems SUBCATCHMENT 44 PEAK= 1.54 CFS @ 11.99 HRS, VOLUME= .11 AF ACRES CN SCS TR-20 METHOD .28 98 Paved & Roof TYPE III 24-HOUR .03 61 B, Open Space, Good Condition RAINFALL= 5.3 IN .31 94 SPAN= 1-20 HRS, dt=. l HRS Method Comment Tc min TR-55 SHEET FLOW Segment ID: 1.5 Smooth surfaces n=.011 L=190' P2=3.1 in s=.0426 '/' Data for BROOKS CC AFTER 1 MAIN FLOW W/ ADDITIONAL PIPE Page 6 TYPE III 24-HOUR RAINFALL= 5.3 IN Prepared by RIST-FROST-SHUMWAY ENGINEERING, P.C. 4 dun 99 H droCAD 4.53 001039 c 1986-1997 Applied Microcomputer Systems POND 37 gin = 4.74 CFS @ 12.01 HRS, VOLUME= .32 AF Qout= 4.68 CFS @ 12.01 HRS, VOLUME= .31 AF, ATTEN= 1%, LAG= .1 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD FT SF CF CF SF PEAK STORAGE = 50 CF 196.1 13 0 0 13 PEAK ELEVATION= 200.1 FT 201.4 13 67 67 79 FLOOD ELEVATION= 201.4 FT START ELEVATION= 196.1 FT SPAN= 1-20 HRS, dt=.1 HRS Tdet= 1.4 MIN ( .31 AF) # ROUTE INVERT OUTLET DEVICES 1 P 198.1' 12" CULVERT n=.012 L=24' S=.0408'/' Ke=.5 Cc=.9 Cd=.6 POND 38 gin = 4.91 CFS @ 12.02 HRS, VOLUME= .49 AF gout= 4.85 CFS @ 12.02 HRS, VOLUME= .49 AF, ATTEN= 1%, LAG= .2 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD FT SF CF CF SF PEAK STORAGE = 52 CF 195.4 13 0 0 13 PEAK ELEVATION= 199.5 FT 201.5 13 77 77 89 FLOOD ELEVATION= 201.5 FT START ELEVATION= 195.4 FT SPAN= 1-20 HRS, dt=.1 HRS Tdet= .9 MIN ( .49 AF) # ROUTE INVERT OUTLET DEVICES 1 P 197.4' 12" CULVERT n=.012 L=91' S=.05561/' Ke=.5 cc=.9 Cd=.6 POND 39 gin = 5.34 CFS @ 12.02 HRS, VOLUME= .53 AF Qout= 5.28 CFS @ 12.02 HRS, VOLUME= .53 AF, ATTEN= 1%, LAG= .2 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD FT) SF CF CF SF PEAK STORAGE = 55 CF 190.3 13 0 0 13 PEAK ELEVATION= 194.7 FT 196.7 13 80 80 93 FLOOD ELEVATION= 196.7 FT START ELEVATION= 190.3 FT SPAN= 1-20 HRS, dt=.l HRS Tdet= .8 MIN ( .53 AF) i # ROUTE INVERT OUTLET DEVICES 1 P 192.3' 12" CULVERT n=.012 L=123' S=.0657'/' Ke=.5 Cc=.9 Cd=.6 i ti e Data for BROOKS CC AFTER 1 MAIN FLOW W/ ADDITIONAL PIPE Page 7 TYPE III 24-HOUR RAINFALL= 5.3 IN Prepared by RIST-FROST-SHUMWAY ENGINEERING, P.C. 4 Jun 99 H droCAD 4.53 001039 c 1986-1997 Applied Microcomputer Systems POND 40 Qin = 5.71 CPS @ 12.03 MRS, VOLUME= .57 AF Qout= 5.65 CPS @ 12.03 MRS, VOLUME= .56 AF, ATTEN= 1%, LAG= .3 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD FT SF CF CF SF PEAK STORAGE = 58 CF 181.9 13 0 0 13 PEAK ELEVATION= 186.5 FT 187.1 13 65 65 78 FLOOD ELEVATION= 187.1 FT START ELEVATION= 181.9 FT SPAN= 1-20 MRS, dt=.1 MRS Tdet= .8 MIN ( .56 AF) # ROUTE INVERT OUTLET DEVICES 1 P 183.9' 12" CULVERT n=.012 L=110' S=.0623 '/' Ke=.5 Cc=.9 Cd=.6 POND 41 RECONSTRUCTED CB 6 Qin = 10.56 CFS @ 12.03 MRS, VOLUME= 1.08 AF Qout= 10.52 CFS @ 12.04 MRS, VOLUME= 1.08 AF, ATTEN= 0%, LAG= .2 MIN Qpri= 4.59 CFS @ 12.03 MRS, VOLUME= .89 AF Qsec= 5.94 CFS @ 12.04 MRS, VOLUME= .19 AF ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD (PT) (SF) (CF) (CF) (SF)_ _ PEAK STORAGE = 97 CF 172.1 13 - 0 0 13 PEAK ELEVATION= 179.8 FT 181.2 13 114 114 127 FLOOD ELEVATION= 181.2 FT START ELEVATION= 172.1 FT SPAN= 1-20 MRS, dt=. 1 MRS Tdet= .9 MIN (1.07 AF) # ROUTE INVERT OUTLET DEVICES 1 P 175.1' 24" CULVERT n=.1 L=195' S=.01.1/1 Ke=.5 Cc=.9 Cd=.6 2 S 177.0' 12" CULVERT n=.012 L=154' S=.0279'/' Ke=.5 Cc=.9 Cd=.6 Primary Discharge I I=Culvert Secondary Discharge ° 2=Culvert Data for BROOKS CC AFTER 1 MAIN FLOW W/ ADDITIONAL PIPE Page 8 TYPE III 24-HOUR RAINFALL= 5.3 IN Prepared by RIST-FROST-SHUMWAY ENGINEERING, P.C. 4 Jun 99 H droCAD 4.53 001039 0 . 1986-1997 Applied Microcomputer Systems POND 42 Qin = 10.57 CFS @ 12.05 HRS, VOLUME= .64 AF Qout= 10.47 CFS @ 12.07 HRS, VOLUME= .64 AF, ATTEN= 1%, LAG= 1.0 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD FT SF CF CF SF PEAK STORAGE = 144 CF 170.3 13 0 0 13 PEAK ELEVATION= 181.8 FT 176.1 13 73 73 65 FLOOD ELEVATION= 176.1 FT START ELEVATION= 170.3 FT SPAN= 1-20 HRS, dt=.1 HRS Tdet= .9 MIN ( .64 AF) # ROUTE INVERT OUTLET DEVICES i P 172.3' 12" CULVERT n=.012 L=114' S=.0148'/' Ke=.5 Cc=.9 Cd=.6 POND 43 Qin = 3.53 CFS @ 12.04 HRS, VOLUME= .32 AF Qout= 3.52 CFS @ 12.05 HRS, VOLUME= .31 AF, ATTEN= 0%, LAG= .2 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD FT SF CF CF SF PEAK STORAGE = 41 CF 171.1 13 0 0 13 PEAK ELEVATION= 174.4 FT 175.6 13 57 57 69 FLOOD ELEVATION= 175.6 FT START ELEVATION= 171.1 FT SPAN= 1-20 HRS, dt=.l HRS Tdet= 1.7 MIN ( .31 AF) # ROUTE INVERT OUTLET DEVICES 1 P 173.1' 12" CULVERT n=.01 L=43' S=.0138'/' Ke=.5 Cc=.9 Cd=.6 POND 44 CB E2-2A Qin = 1.54 CFS @ 11.99 HRS, VOLUME= .11 AF Qout= 1.54 CFS @ 11.99 HRS, VOLUME= .11 AF, ATTEN= 0%, LAG= 0.0 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD FT SF CF CF SF PEAK STORAGE = 33 CF 172.6 13 0 0 13 PEAK ELEVATION= 175.3 FT 179.9 13 92 92 104 FLOOD ELEVATION= 179.9 FT START ELEVATION= 172.6 FT SPAN= 1-20 HRS, dt=.1 HRS Tdet= 5 MIN ( .11 AF) # ROUTE INVERT OUTLET DEVICES 1 P 174.6' 12" CULVERT n=.01 L=22 ' S=.016'/' Ke=.5 Cc=.9 Cd=.6 Data for BROOKS CC AFTER 1 MAIN FLOW W/ ADDITIONAL PIPE Page 9 TYPE III 24--HOUR RAINFALL= 5.3 IN Prepared by RIST-FROST-SHUMWAY ENGINEERING, P.C. 4 Jun .99 H droCAD 4.53 001039 c 1986--1997 Applied Microcomputer Systems POND 45 DMH E2--2 Qin = 1.54 CPS @ 11.99 HRS, VOLUME= .11 AF Qout= 1.54 CFS @ 11.99 HRS, VOLUME= .11 AF, ATTEN= 0%, LAG= .1 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD (FT)' (SF) (CF) (CF) _ (SF) PEAK STORAGE = 9 CF 174.1 13 0 0 13 PEAK ELEVATION= 174.8 FT 180.1 13 75 75 88 FLOOD ELEVATION= 180.1 FT START ELEVATION= 174.1 FT SPAN= 1-20 HRS, dt=.1 HRS Tdet= .3 MIN ( .11 AF) .ROUTE INVERT OUTLET DEVICES 1 P 174. 1' 12" CULVERT n=.01 L=164' S=.0043'/' Ke=.5 Cc=.9 Cd=.6 Data for BROOKS CC AFTER I MAIN FLOW W/ ADDITIONAL PIPE Page 10 TYPE III 24-HOUR RAINFALL= 5.3 IN Prepared by RIST-FROST-SHUMWAY ENGINEERING, P.C. 4 Jun 99 HydroCAD 4.53 001039 (c) 1986--1997 Applied Microcomputer Systems LINK 1 Brooks CC After 2 *LINK to After 1 Qout= 3.97 CFS @ 12.10 HRS, VOLUME= •.42 AF, SPAN= 1-20 HRS, dt=.l HRS POND 48 from Brooks CC After 2 *LINK to After I "VORTEX SEPARATOR ORFS �co swunuwav Jab # 51 L-Ib 7 CJ -- Dept By OV2 _ - _Date 5 t -11 JOB TITLE 1�CDa)�5 C(xy,2'j5 cp w6 f. r' M.Ckd. Date C.Ckd. Date DESIGN AREA Sheet I Of y Reference �� f�v1� r►�o�y �o(vv,. cv P LA--,, Q,r o V t 1Y1 YGa �Q r?1 a 1 L kT�.krill C"5C `j 1 e 1,%- +0�r sti\"eci oree,,, o� oa I 1 f- 7\n�i pM k G37�34�;�:;'�C�3�f sHUMWAY Job Dept. By Date JOB TITLE vv,4\" c a ,- o; M.Ckd. Date /� C.Ckd. Date DESIGN AREA � C ���r.�C. e e o",r• ' Sheet 'Z. Of t Reference .,1._ ,./n 1 1 \Qlri'eA � i 6r h�1..�11C1 COY' ��O�it ClG1'� �J t 1.5�1 l I' �(°(of� l'�5h� �`E'C-4� e Sao' {9CD5;s Arear - 13 Oo[a s� L j rriD -t)C, 't� �A`1 , �Vr e, ?rdj (-,k SIT E' Lq 1pe-rY�I r1,T'') (-A115e Tkere' o{e (.eeO&a ry vo u base 0,4C area is " nog - cri��ial — �•S" c,.le ``��lies . �OP�'+�' to�s N1�,Mw- [avd�oo�- ) VlD t• o 0 0 Lj3,s�p 4L D D 4 acre - 2 a 5 Ft�� ��. 13,boo f}, a Sn_ 542- ft' I'Z SIYKe- QQ, > ZeV on�� pCA 0-f 41 e t-DJ aced heeds is be %"\+er(-6 f `e IL �D YY1 e r t -vw RFSSHUM AY .lob # Dept. By Date ,SOB TITLE M.Ckd. Date C.Ckd. Date DESIGN AREA Sheet Of Reference �do� 51�a��; is �'���k `��.e.�'• �u`�ec�r cart b�, '-G tkaire e- ��Av�cylox �`jEC— ' -j�ne�` - ( �f (��C�� a(AVrAA+A_5e`� p 4�f � �ul�vL 1(vt Cie -1 �1S � &Y%Av,,r d - �0j afeCA- �o of � = 7700 sf �nTt k- CA0,4- CA,,e , ov\ C_ o0 — 6e-e- AIVaze � cu"E �lae e�� Ca��c't�� T 2.2 Vol ����`a 20s f+� 1 , 2 �A•1-VO Pile.}��1. Lf V"11"t" +«. 1 F He��1ti� Ver- QV\ 4 � - b t Use y COvJS o1 UV+�� -71 N� Z'F ORFS `Uv-- ira%.`3-'T sr�- �nwav Job # _ Dept. By Date JOB TITLE M.Ckd. Date C.Ckd. Date DESIGN AREA Sheet Of Reference e, . . .. �......_..._. .:...foCAht J moJ4+ftt 5 wek 5 ei r s r Inc a P �W r MW 4 L 1 1 nv �n�t�lfa dfa' Q I�At ' -- .. ... # V i a ®� --•. flP��►. �o , Mw2 Elul. _ q h4 ---'4L 9111 W1 _�,� ISO• 0 C. D r H W k re f � �= •$ :_ �Zj 4r� L a _ �t, # a- � tY '±.Sf n l` s�* #�' ,� �§� +'�, �� k a� 7 r y�jet ,{��'-ir� uany •. 5" .6h ,« Af x '� Ta s t zr x z ? WE l -.i _ r a t 5'A,, ks r ax r f ➢ i t xu '� s'��u' -,_ate' l "L Y'x �r - d _ f � t�,�#34'��xi•,���v� f�,�''S, � '�,et •�. a a� k ffiR' r o f r r' :s 'Tt '': " ' 'r h,,,i - 3 �a'" r� fig""«'° ti, --'9sa �• � €`E 3 -Y�` 0.1 r x -Go AM- �` s 4Ef <,�<T� v r c ,..- r : •3` � pF<G a 9 �. i 2�?y All 71 IN .:{Y � �_�5�. .:� ''� 1£ $ ��S f5{ fF .; SE Zh•/.k�k`95��j/-fie it���;�Y5�3���� J� � ��o-f k b f } T it 4g, n. • f ti� >,y �;t�''r: mi �`�^ b `�` �•a�,.,.,�;'::� ?�, ,<.�,"3 s a„fix ; z SOIL SURVEY,-.",. E' 192 TABLE 16.--SOIL AND WATER FEATURES--Continued High water table _Risk of corrosion 1 Floo ing !Potential! Soil name and ;Hydro- ; + Kind ',Months ! frost ;Uncoated ;Concrete ma symbol ! logic! Frequency ' Duration ,Months ; Depth F action ; steel ; F p !group I RnC*, RnD*: Rock outcrop. ! ' ! + W 11.0-3.0lPerched ;Nov-MayiHigh Buxton----------- C !None------^-! --- s 3 RoC*, RoD*: Rock outcrop. ! ! i ! I I ! ; --_ !Low- ^__!Low------!High. >6.0 Charlton-^____ _; B !None------ ! ! ! y4 I --- ;Moderate !Low------!High. ;eti'a Hollis-_---------! C/D ;None-----^--f �b.� i ^_ I ! I Rx*: Rock outcrop. ! ! ; ' ! ^ $ _ , -- ,Moderate ,tow---^--�Hi h. r Hollis --^-- --! C/D !None ! ! ! !, arentlNov-Jun;High----^!High-----!Moderate. Sa ------.-' C !Frequent----!Brief-----!Nov-May! 0-1 .O App Saco Variant ! ! I I ! 0-1.01Perched !Oct-JoniHigh-----!High----- Moderate. - �' p � I H ScA, ScB---- --_; C !None--------; ! ' Scantic Rare -----! - + ^-- arent!Jan-DeclHigh-----!Moderate ,!High, ` 1 Q-1 OIA P , ' D ! Scarboro I I Sg&, SgC, ShB, ! 3 , !!Dec-AprlHigh-----!Moderate C !None-- -^- , . ShC-------------- Scituate !' High. ! ! ' ' 0!A arent!Dee-ApriModerate !Low------!High. -� SrA, SrB----------! B !None--^----- ; 5 Sudbury ! ; ! ! ! ' ! I ! ; ! ate !Moderate. >6 0 ! ___ ! --- ;High-----!Moder SSB, SSC----------! C !None-------- ! ! !f Y Suffield ! ! StC + -ApriModStA, StB erate !Low-- !High. Su !None-------^ _ . t SUB ! ! r. Sutton ! ! ! ! ! ! ! 0-1.5!A parent!Nov-May!High-----!High-----!Moderate- SwA, SWB----------! B/D !None-----^-^+ 1 Swanton 1 ! UAC*. Udipsamments ! ! ! ! , ! UUdorthentS ___ __.. !Moderate !Low------;Moderate. a UnA, UnB, UnC-----! B !None to rarer _-- i --- >6'0 ; ! !! Unad ills Ur*. Urban land ! ! t ! ' , I ! 5 I ', i !Low----^-!High. ' 0^1 .O,AppareW Nov-AprjHigh^---- WaA WaB----------! C !None ! ; ! Walpole ! ! s ! ! ! ! ! 1 + t 0-1.0lApparentiNov-JuniHigh-----!High----- !High Wb---------------- C eNOne-^-^---- i Walpole Variant 0-1 .5lApparentlSep-JunlModerate !Moderate !High. C !None-------- :r _^- ! WeA, WeB----------! ! i ! ! ! 1 ' Wareham1oderate. r ! ! arentlNov-JunlHi h-^-^^IHig -____, Wf----------------! C !None-^------_ Whately Variant I , I , I R ' See footnote at end of table. ti, SOIL SU 4' ES 188 ` TABLE 15.--PHYSICAL AND CHEMICAL PROPERTIES OF SOILS--Continued Erosion Soil react :- Soil name and ; Depth 1 Permeability Available 1 ion Shpotentiall factors .' water capacity 1 K T map symbol 1 : - 1 J In In/in in hr s p_F{ Ur 1 1 _ RoC* RoD*: Rock outcrop. - i 0' ------- 0.17 34.5-6 43 1 -------- 0-4 0.6-b.0 0.08-0.23 ------Charlton .05-0.20 4.5-6.0 kLow----- ^-----4-28 o.6-6.0 0 fl43 i W0.05-0. 16 4.5-6.0 Low---- 26-60 0.6-6.0 I ' 4.5-6.0 !Low----^----^--1 0.20 1 2 0-5 i 0.6-6.0 ; 0. 10-0.21 3 1 Hollis------- --F 5-16 1 0 6-6 0 0.06-0. 18 s 4 5-6.0 'Low---------^--F o.4 , --------------- Roth outcrop. 4.5-6.0 iLOw---^----^---i D.20 1 2 , i o.6-6.0 i 0. 10-0.18 1 ----; 0.1 5-16 43 ; Hollis---------- 0-5 0.6-6.0 O.Ob-0.18 4.5-6.0 !Low------------ 1 5 -5 ----------; 0.49 3 i 1 : 0.6-2.0 0. 16-o.3D 1 5 low-- Sa---------------1 5-20 0.6-2.0 1 0.14-0.26 5.6-6.0 ;Low-- ^----^-- 0. 17 1 Saco Variant0.4 6,0_20 0.02-0. 13 5.6-6.5 !Low------------ ; 20-60 1 5. 1^7.3 ;Low------^----- 0.28 i 3 ScA, SeB---------Ii 0-11 ; 0.2-2.0 0. 1 -0. '1oderate-------i 0.49 , Scantic i 11-26 ; <0.2 ; o.11-0.21 21 5.1-7.3 0.49 26-60 <0.2 0.09-0.21 ; 5.6_7,3 ;Moderate----- - 1 .: 0. 10-0,23 i 4.5-6.0 '!Low------------1 0. 17 1 3 Se---------------; 0-5 >6.0 i 0.10 i t >6.0 ; 0.01-0.13 4.5-6.0 ILow---^----^--- 0.10 1 Scarboro 1 5-26 i >6.0 i 0.01-0. 13 4.5-6.o !Low------------ 1 x 2b-60 , ______-- 0.24 1 3 '1 2.0-6.0 0.11-0.21 ; 45-b.0 ILow---- -- SgB, SgC----^__ -' 0-10 10-27 1 0.09-0. 16 i 4.5-6.0 ;Low--^----- -- 0.24 ; Scituate i 2.0-6.0 4.5-6.0 ;Low---------^--1 0.24 1 27-60 1 0.06-0.2 0.01-0.07 F µ�. i __ 0.24 i r t>s Scituate 0-5 i 2.0-6.0 i 0.11-0.21 i 4.0-6.0 kLow-^-- ^---__i 0.24 3 ° SSc ^ ^--^ 5-•27 1 2.0-6.o o.09-0.16 ; 4.0-6.0 !Low------ `�- 27-60 1 0.6-0.2 ; 0.01-0.07 i 4.0-6.0 !Low------------ 0.24 3 i. ' o. 10-0.25 i 3.6-6.0 !Low---^-^------; 0.17 0.17 1 Al, SrA, SrB-- __.._ 0-4 1 2.0-6.o i 0.07-0.18 3.6-6.0 jLow------�-'_�' 0.17 i fir Sudbury 4-20 1 ' 3.6-6.0 ;Low------------I 20-26 i 2.0-20 i 0.01-0. 15 ' 0.01-O.Ob 3.b-b.D !Low------------i D.17 -2026-60 6.0 . + ' S.1^6.5 ILow------------1 0.28 1 3 y S5B, Sac---------1 0-7 ' 0.6-2.0 0.16-0.30 0.6-2.0 i 7.14-0.26 i 5. 1-6.5 ILow-------^--'-� 0.43 I Suffield 1 7-35 0.11-0.18 1 5.6-7.3 ;Moderate----___{ 0.49 <0.2 35-fi0 i O.b-6 0 0.09-0.25 1 4.5-6.0 ILow--- --_--1 0.20 0.43 i 3f; StA, StB, StC- ^-i 0-9 D, . . ; 0.07-0.20 i 4.5-6.0 LoW-^----^-^--^f 0.43 Sutton 9-26 ; 0 6-b.0 ; fl.04^0.1b 1 4.5-6.0 ILow-------^-^__I 26-60 1 , 1 1 4.5�6.0 !Low--- __..___; 0.20 1 3 0-9 ; 0.6-6.0 1 0.09-0.23 0.43 1 SSB, SuC------ 0.04-0. 16 i 4.5-6.5 !Low------ ----s Sutton 1 9- ILow--^-^--2b I 0.6'-b.0 1 --I 0.43 I - 26-60 0.6-20 1 O.D4-0.16, 4.5-6.5 1 'i � 0.32 3 5.1-6.0 !Low--------___- SwA, SWB---------i0^8 0.13-0.25 ------1 0.321 0. 12-0.20 5.1-6.0 !Low------ Swanton ; 8-28 2.0-6.0 0. 0 2 0.12-0.16 5.6-7.3 - 28-60 ; UAC*. Udipsamments i I U D*. - Udorthents i I 1 See footnote at end of table. s b 2 3 b 4 Length 7.5` Lay Up Length 6.5' Width 36" „ Contcctor o 0 Height 12.5 A Capacity 125 gal. Weight H- 10: 33 lbs. H--20: 41 Lbs. > a 0 0 0 0 i o o 0 o o 0 o o o 8 36" 0I o 1 11 a 1111 o 0-11 0 0 0 0 o a o o a a H I I �, rI r] 1 1 1- 1- -7.5' C 6.5- -7 a 2,j" IN o 0 o a o 0 0 0 0 0 o a 6 , 0 0 0 0 o a a o 0 0 0 0 D sm tm CU�TEC,AL�NC. 878 FEDERAL ROAD D TBROOKFIELD, 1 4 2 4 3 4 4 Engineering Details for CONTACTORTM 75 Each unit will be 12.38 inches high, 30 inches wide and 7.2 feet long. Lay-up length is 6.25 feet. Every polyethylene chamber will have a minimum wall thickness at the top of the arch of.25" formed from high molecular weight/high density polyethylene. Each unit will have 3.25 square feet of sidewall interface per linear foot. Use of filter cloth is mandatory to prevent intrusion of soil or silt into the system Overall height of each chamber will be 12.3 8 inches. Add 1.25 inches for overall height to top of clean out. The raised center inspection port has a recessed trough to enable support and locating assistance for up to 4" diameter PVC pressure distribution or gravity feed pipe. Open footprint to drainage will be 2.2 square feet per lineal foot. The upper outside perimeter for each unit is 3.25 feet. Each Chamber has 14 ribs of(approximately 2"in height,2"wide at the top and tapering to 3.5"at the bottom. Spacing at the top of the rib is approximately 3.25")and one smaller nib sized dimensionally to allow the larger rib to effectively drop over and interlock to connect units. The smaller rib's dimensions being: 1.75" high, 1.75" wide at the top of the rib, 2.75" wide at the base. Overall height from the base of the structure to the inside rib is 10.38". Overall height from the base of the structure to the outside rib is 11.75". Invert height for 4" PVC pipe is 5.5" Each unit has the ability to accept up to 10" HDPE culvert pipe through the unit's end wall. Each polyethylene unit's average footprint is 2.5 square feet per lineal foot. Each polyethylene unit is designed to handle 1.46 cubic feet of storage per lineal foot. TE-15.WPD 1997 Cultec,Inc.Engineering Manual RFS s"umwAv Job # ' {t1m7 u — Dept. By� ��-5 —Date 4 JOB TITLE {00 CA vs r, M.Ckd. Date t C.Ckd. Dare DESIGN AREA T(-t?,AmoAA tk,.dAv44 Sheet Of Reference l r��.d�r" ��`7e Ga� oC�lPta�� Gt+�nua�t �aG.� o� �•S,�a . 'T�AeCe IS Ylp �rgc�tc� i `//6CG. to�ilfif IAOrl-�trVAv CA,k sQ+u ro�- l e•aJ � `CP�Nn@�� �WOI��,I 50 a YorleX. t eA v-&e v.4' �gSfQ� �1rd CAA erC,6V-s C k t'c,r 2, � See`{/ N� Yr `L G�o�ser�N «►rl� ��t c - (AC 4000 5ee- aiwc�'e j�efcvk,ufe a,s -5Pe.L rj�c�iatn TM Ghl reeking New Ground it I� din supplier has been a lea Since 1988 Vortechnics a g of products for stormwater management and treatment applications. As stormwater permitting grows ever more stringent, Vortechnics continues to meet these regulatory demands with compact, high-performance solutions. Our engineered sys- tems benefit both owners and specifiers, by mak- ing it possible to preserve water quality within the constraints of tight construction budgets. The next few pages are an introduction to the Vortechs"I Stormwater Treatment System-a highly efficient technology for removal of floating pollutants and settleable solids from surface runoff. To learn about the new generation of Hydro-brakes vortex valves for stormwater management, see page 5. Please contact Vortechnics if you wish to receive our Technical Manual, which includes detailed product infor- mation, research and test results. Wherever you are in the United States, there is a Vortechnics representative standing by to offer assistance and further information. Please call us at (207) 878-3662 for the representative nearest you, or visit us online at www.vortechnics.com. -bt ® rmwa ter Treatment System What are your site's stormwater treatment criteria? If the list includes i high pollutant removal efficiencies, minimal land consumption, and easy access for monitoring and maintenance, your options have just been significantly narrowed. The Vortechs Stormwater Treatment System, a major advancement in oil and grit separator technology, efficiently removes grit, contaminated sediments, metals, hydrocarbons and floating contaminants from surface runoff. "We have worked with The Vortechs System's innovative design combines Vortechnics on at least a swirl-concentrator and flow-control technologies to dozen stormwater eliminate turbulence within the system. These management plans for some of our largest features ensure proper physical separation and corporate clients. Their, capture of sediment and oils-even at flow rates of efficient turnaround on up to 25 cfs-and prevent resuspension and our requests for technical release of trapped pollutants, support and CADD drawings has expedited Y Large capacity system provides an 80% net TSS the permitting process removal rate for the design storm-not just for our clients. We turn during the "first flush" to Vortechnics when -In • Installs below grade, minimizing land use we need innovative o Custom-built of precast concrete near the job site stormwater solutions." • Low pump-out volume and one-point access - Lawrence Marsiglio, PE. reduce maintenance costs Senior Civil Engineer, ® Unique baffle design prevents oils and other Qarakos-Landina, Inc. floatables from escaping the system during cleanout Vortechs Systems may be used in a wide range of water-quality improvement including: applications, r <t Wetlands/Waterfront Protection Retail Development nt Industrial Sites Municipal Improvements a, Commercial Development CSO Abatement Transportation Facilities Existing Site Retrofits ' . purc, ion �a 6� s ai a s I s � k.1 1) Initial Wet Weather Phase 2) Transition Phase During a two-month storm event the water level begins to As the inflow rate increases above the controlled outflow rise above the top of the inlet pipe: This influent contras rate, the tank fills and the floating contaminant layer accu- feature reduces turbulence and avoids resuspension mulated from past storms rises. Swirling action increases of pollutants. at this stage, while sediment pile remains stable. I I i 3) Full Capacity Phase 4) Storm Subsidence Phase/Cleaning When the high-flow outlet approaches full discharge, sty Treated runoff is decanted at a controlled rate, restoring the drains are flownng at peak capacity The Vortechs System is water level to a low dry-weather volume and revealing a conical designed to match your design storm flow and provide treat pile of sediment. The low water level facilitates inspection and . ment throughout the range of storm events without bypass- cleaning, and significantly reduces maintenance costs. The ing. To accommodate very high flow rates, Vortechnics can system's central baffle prevents transfer of floatables to the assist designers with configuring a peak-flow bypass. outlet during cleaning or during the next storm. AF— the Vfjrte..C1# Stormwater Treatment System Perforated Covers D Plus G'Typical Sed 1/4'1hck kum 11-10' 11-91 3r to 5' 6,to 9-------- Typical INV. zuw.. 3tD4' Plan View Elevation View To begin the design of your 0eak Vortechs System, refer to the Vortechs'.' Grit.Chamber Desion Sediment oil. lZe, ��Diameter/Ama Flo.vv� st.or�ga` St 0 g er .. W �At d I X go :rs sizing chart below and com- plete a Specifiers Worksheet to a 1 6 75 2.8 1.25 �;,4/13 provide details about your site .5 and design flows. Then simply 6.0 2.5 ?DO- fax or mail the worksheet to A%-,7�'313 8.5 3.25 0 Vortechnics with your site plan, 4.0. 1 I.D 0 1.200" and we'll produce detailed 1 . ... ....4 4.7B-0, .......... Vortechs System scale draw- 79 1T5 W, ings free of charge. 7:: 'N r p�tWa!v p�i 6 A}'F�6465,Ve w�t�a7cihs syste _,T Y39-01I n' .fiaw4vtafjie.�LlOyqar starim)-'Far'. .;n.Dm details. e6c�A yortechnAcs B)pediment and a DrE Wx*iawn ahoYa,lqq,,x=vsenuruYs s Q 7he abin !K g D stung appear nn Vnriachnics ,Z ind f H needed Vortechs System Inlet/Outlet Configurations Vortechs Systems can he configured to accommo date various inlet and outlet pipe orientations. The inlet pipe can enter the end or side of the Retrofit tT Preferred Standard tank at right angles - outlet pipes can exit the end TO Palish or the side of system at most angles. A side inlet optimizes grit chamber swirling action and is the preferred inlet configuration. t I Off line t Pretreatment TO outfall RFS 98-4070-01 Brooks School Campus Center SECTION 02721 - VORTEX SEPARATOR PART 1 - GENERAL, 1.01 DESCRIPTION A. Work included: The Contractor shall furnish all labor, materials, equipment and incidentals required and install all precast concrete vortex separators and appurtenances in accordance with the Drawings and these specifications. B. Related work described elsewhere: 1. Unit Masonry - Division 4 2, Miscellaneous Metals - Division 5 3. Waterproofing - Division 7 1.02 QUALITY CONTROL A. The quality of materials and the finished sections shall be subject to inspection by the Architect. All sections which have been damaged beyond repair during delivery will be rejected and/or removed and replaced at the Contractor's expense. B. Imperfections may be repaired, subject to the acceptance of the Architect, after demonstration by the manufacturer that strong and permanent repairs result. Cement mortar used for repairs shall have a minimum compressive strength of 5,000 psi at the end of 28 days. Epoxy mortar may be utilized for repairs. 1.03 SUBMITTALS A. The manufacturer shall submit proof of acceptance by the Commonwealth of Massachusetts Department of Environmental Protection regarding capability to remove 80% of total suspended solids. B. The Contractor shall be provided with dimensional drawings and, when specified, utilize these drawings as the basis for preparation of shop drawings showing details for construction, reinforcing,joints and any cast-in-place appurtenances. Shop drawings shall be annotated to indicate all materials to be used and all applicable standards for Brooks School Vortex Separator Campus Center 02721-1 Design Development Specification May 3, 1999 RFS 98-4070-01 Brooks School Campus Center materials, required tests of materials and design assumptions for structural analysis. Design calculations and shop drawings shall be certified by a Professional Architect retained by the system manufacturer or contractor and licensed in the state where the system is to be installed. Shop drawings shall be prepared at a scale of not less than 1/4" per foot. Six (6) hard copies of said shop drawings shall be submitted to the Architect for review and approval. C. The Contractor shall submit to the Architect an affidavit stating that any suit or claim against the Owner due to alleged patent infringement rights shall be defended by the Contractor who will bear all the costs, expenses and attorney's fees incurred thereof. D. A Operations and Maintenance Manual shall be submitted in accordance with Division 1. PART 2 - PRODUCTS 2.01 MATERIALS AND DESIGN A. Concrete for precast stormwater treatment systems shall conform to ASTM Designa- tion C 857 and C 858 and meet the following additional requirements: 1. The wall thickness shall not be less than 6 inches or as shown on the dimensional drawings. In all cases the wall thickness shall be no less than the minimum thickness necessary to sustain HS20-44 loading requirements as determined by a Licensed Professional Architect. 2. Sections shall have tongue and groove or ship-lap joints with a butyl mastic sealant conforming to ASTM C990. 3. Cement shall be Type III Portland cement conforming to ASTM Designation C 150. 4. Pipe openings shall be sealed by the Contractor with a hydraulic cement conforming to ASTM C595M, and shall be sized to accept pipes of the specified size(s) and material(s). 5. Internal metal components shall be aluminum alloy 5052-H32 in accordance with ASTM B209, 6. Brick or masonry used to build the manhole frame to grade shall conform to ASTM Designation C32 or ASTM Designation C 139 and the Masonry Section of these Specifications. Brooks School Vortex Separator Campus Center 02721-2 Design Development Specification May 3, 1999 RFS 98-4070-01 Brooks School Campus Center 7. Casting for manhole frames and covers shall be in accordance with Section 02720, 8. All sections shall be cured by an approved method. Sections shall not be shipped until the concrete has attained a compressive strength of 4,000 psi or until 5 days after fabrication and/or repair, whichever is the longer. 9. A butimen sealant in conformance with ASTM C990 shall be utilized in affixing the aluminum swirl chamber to the concrete vault. 2.02 PERFORMANCE A. The vortex separator shall adhere to the following performance specifications at the specified design flow, and storage capacity. B. The separator shall include a circular aluminum "swirl chamber" (or"grit chamber") with a tangential inlet to induce a swirling flow pattern that will accumulate and store settleable solids in a manner and a location that will prevent re-suspension of previously captured particulates. The swirl chamber inside diameter shall not be less than 7.0 feet. C. The separator shall be of a hydraulic design that includes flow controls that raise the water surface inside the tank to a pre-determined level in order to prevent the re- entrainment of trapped floating contaminants. D. The vortex separator shall be capable of removing 80%of the Total Suspended Solids (TSS). It shall have the design treatment capacity of 8.5 cfs, and shall not resuspend trapped sediments or re-entrain floating contaminants at flow rates up to that capacity. E. The separator shall have usable sediment storage capacity of not less than 3.25 cubic yards. The system shall be designed such that the pump-out volume is less than '/2 of the total system volume. The system shall be designed to not allow surcharge of the upstream piping network during dry weather conditions. F. A water-lock feature shall be incorporated into the design to prevent the introduction of trapped oil and floatable contaminants to the downstream piping during routine maintenance and to ensure that no oil escapes the system during the ensuing rain event. Direct access shall be provided to the sediment and floatable contaminant storage chambers to facilitate maintenance. There shall be no appurtenances or restrictions within these chambers. Brooks School Vortex Separator Campus Center 02721-3 Design Development Specification May 3, 1999 RFS 98-4070-01 Brooks School Campus Center 2.03 MANUFACTURER A. Each vortex separator shall be of a type that has been installed and used successfully for a minimum of 5 years. The manufacturer of said system shall have been regularly engaged in the Architectural design and production of systems for the physical treatment of stormwater runoff. B. The stormwater treatment system shall be a Model 5000 Vortechs System as manufactured by Vortechnics, Inc., Portland, Maine. PART 3 - EXECUTION 3.01 INSTALLATION A. Each vortex separator shall be constructed according to the sizes shown on the Drawings and as specified herein. Install at elevations and locations shown on the Drawings or as otherwise directed by the Architect. B. Place the precast base unit on a level granular subbase of minimum thickness of six inches after compaction. The precast base section of the trap shall be checked for level at all four corners after it is set. If the slope from any corner to any other corner exceeds 0.5%the base section shall be removed and the granular subbase material re- levelled. C. The assembly of the precast sections and manhole risers shall proceed in strict accordance with the manufacturer's printers instructions. Incidental materials (e.g., sealant, gaskets, concrete anchors, fasteners, and grout) shall be furnished by the manufacturer, or of a type approved by the manufacturer. D. The completed installation shall be filled with water and checked for leakage and performance in the presence of a manufacturer's representative, who shall affirm acceptable installation and performance. End of Section Brooks School Vortex Separator Campus Center 02721-4 Design Development Specification May 3, 1999