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8441_SITE PLAN SIMMONS BOWLES ROAD f� Ii (D a es I Memo To: Planning Board From: Sgt. R.Niles, Safety Officer Subject: Site Plan—Simmons—Bowles Road Date: 10/23/2006 Based upon information provided,this project would have little negative impact on pedestrian,bicycle, and or motor vehicle traffic safety. Respectfully Submitted '.4 1�- d' 00� Sgt. R. Niles 0 • Town of Agawam '� 36 Main Street Agawam, Massachusetts 01001-1837 RI � Tel. 413-786-0400 Fax 413-786-9927 a October 6, 2006 � Az dXrn n� x. Ms. Gerry McCarthy o General Manager Simmons Company oti 320 Bowles Road Agawam, MA 01001 Dear Ms. McCarthy: At its duly called meeting held on October 5, 2006, the Agawam Planning Board voted to approve the Site Plan entitled "New Parking Area For: Simmons Company, 320 Bowles Road, Agawam, MA"prepared by The O'Leary Company and dated April 24,200E and revised October 6,2006 with the following conditions: 1. The comments contained in the memo. from the Engineering Department dated October 4, 2006 and attached must be addressed. 2. The comments contained in the memo from the Fire Inspector dated September 26, 2006 and attached must be addressed. If you have any questions, please do not hesitate to-contact the Planning Office at 786-0400, extension 283. Sincerely, �A_A__d Dennis B. Hopkins, Chairman Agawam Planning Board cc: Clerk O'Leary Company Building Engineering Fire F TOWN OF AGAWAM i� MEMORANDUM' To: Planning Board CC: John Stone—DPW Supt.,Robert St_ Martin—The O'Leary Company, Simmons Co. From: Engineering Date: October 4, 2006 Subject: SP—475--Simmons Company-320 Bowles Road Engineering has reviewed the site plan and Storm Water Report titled "New Parking ,Area For: Simmons Company, 320 Bowles Rd. Agawam, MA"Dated. September 14,2006 and have the fallowing comment. Engineering approves this plan. However, it is recommended that trash racks be put on both outlet structures. See attached copy for typical trash rack. If you have any questions or comments, please do not hesitate to contact the Engineering Division. Michael C. Chase,E.I.T. mic1 ael y1maggio .I.T. Interim Town Engineer Civil Engineer I &,%S4033$NMONS DOw@S XMMEMO$.DCC . r 'l' ra•y r��If''Ir'"�==L:`,�'„ j;�Y;:fR ,�,+ r ��}'��",l,sq,,,��,,�— •r;�.,t��ii9`;f",'.,Sr, 4,„� „r7�(7r��'''3tcn�`Ttir�;.r'.,'°k'�.,.-•r,�:- •'s•^1�1?r�",°,,4iy'-.-'('f-��y�,';��}�",r,',',rrrrrrt.•;1;?!�f,:'f{,tkf';��•f'r,�."i'�7..'�j,t.�','''. r Jtte e . 7 ap . Y YJ'I '� keYr'Lr.}1ti C S fa L ! �4er,�dsl. .Y yr '�{, k r r. J. �dwZt'wr }�t[r. ' �. 1� Z ^�AC; 4y 'fgal��r��I'u,,,tti,�',�t r 1, .5 - ,•Jr' a'ISa ?"S r ` ");•r rr7r•� Lr7i V.t1+1�1},-f x �f L 'r r. '� k -, •mow '?"`I W `{ �.r �%•i I•F '�,�i•.�, 4• yy''��yf LI''� �i •M1r � h'��i,M.1r�t�I��1^^�r�y,rlt,A�a1s ��. r•�� I „(�({r„rS.C.a�E I ,�E �'x�77/11/ •�T,!rr '� y4 �7'r riff e .± 4•�i;'� ,y �C {fi•' yF: +4''�� ', LYk�;lrrl' '�'=''+r✓1 '�r'I,,,,. 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'�' �'.� i��::wk :Y�di �� 7t,q•.Y!?•Rir:f_��'r�t,.�,I;.r�?,r�.tS: 'I�.. r, .7E ��qi�'.{,r�Elf �r;y�{ -:.i�'l,. j'i15�4.!,pr-i;` i'.1'j�jry � 11�„'.,.A:. 5 �91�r�i,+�l'��1�' 11r;I rslln'11r1� '''SSDII Ir r�}k, �f1� Ls 4'j"5 t�rF1' tiL-'�' -'Rr,..'`�1 r•. a.M�, r ;Ili t.�r�1'�yI�' .J IA 'r'III�I I�Ix..l�l �;,. c1. t ,f.,y�rtiJSY I'pY,��, SY` .!h{�7rn��b?, �.P:!M�17nr:l yJrr tJ'+: M �i-1dr ttII��M.�•:>+� r: ;R'•.'45k7r-. r r From the Maine DFF design criteria: " Trash racks. All pipes ,culverts, and orifices must have trash racks to control clogging by debris and to provide safety to the public. The surface area of the rack must be at least four ties the outlet opening area. Larger rack areas may be required for smaller orifices. The spacing between rack bars must be four inches or on-half the smallest dimension of the outlet opening whichever is smaller. If possible,racks should be inclined so to be self-cleaning." Agawam Comment- A 4" orifice should have 8 times the orifice area mi im=. Rack spacing should be 2 " based upon the discussion above. L F FAA 9 AGA AM FIRE DEPAR MENT 800 MAIN STREET • AGAWAM, MA 01001 T TELEPHONE (413) 786-0657 FAX (4I3) 786-1241 David A. Pisano Chief of Department Q�pp�A1T Up'l� Stephen M.Martin Deputy Chief F{R E5 Michael R. Mereadante Fire Inspector TO, PLANNING BOARD 9120106 RE: SIMMONS PARKING PLAN DEAR BOARD MEMBERS; AFTER REVIEW OF THIS PROPOSAL THIS OFFICE HAS NO OBJECTION, BUT THREE ADDITIONS. #1. ANY GATE EMPLOYED MUST BE A RETRACTABLE TYPE OR SWING IN TYPE. 42. A FIRE HYDRANT MUST BE LOCATED WITHIN ONE HUNDRED FEET OF THE GATE ENTRANCE, AND MAINTAINED. 43, NO CONTAINER, TRAILER WITHOUT TRUCK OR OTHER OBJECT MAY BE LEFT (over night)WITHIN [25FT] OF THE MAIN BUILDING. (527 CMR.10.05 (5) FIRE INSP.M.MERCADANTE ''Tins(Report)a a true and accurate accou ing otevems and tiudicgs which Wert encouncced on the day m days mmiooed in the rgno 1Ls(Rwrt may be copied but A4T ALT•E= IN An WAY OR 6Y ANY OMISSIONS.Per,M.G.L.Part IV.Titk I Chapter 266 sec-6 A-.'W Mever,Being an afrcer or em&yee of the CamtnonrMirh or of ohv polittCa)subdivision sherpof,in the course of his offrcial dukes erecvtes,file$or publishes any false xrilsen report,minuses or statement,blowing the same to be false in a material manner,SHALL BE PUNISHED by aft ne of nat more rhan(S1000)DOLLARS and or DAPRISONMENT For not more than 0NE YEAR. 10/04/2006 13:51 FAX 4138210631 Z 002/004 TowN OF AGAWAM i` MEMORANDUM' 0 To; .Planning Board CC: John Stone—DPW Supt.,Robert St. Martin—The O'Leary Company, Sui nmons Co. From: Engineering Date: October 4,20D6 Subject: SP—475— Simmons Company- 320 Bowles Road Engineering has reviewed the site plan and Storm Water Report titled.'New Parking Area For: Simmons Company, 320 Bowles Rd. Agawam,MA"Dated: September 14,2005 and have the following comment. Engineering approves this plan. However, it is recommended that trash racks be put on both outlet structures. See attached copy for typical trash rack_ If you have any questions or comments, please do not hesitate to contact the Engineering Division. Ada X�4/ �2_ - - - Michael C. Chase,E.I.T. Micdael Y Iaggio , .1_T. Interim Town Engineer Civil Engineer I S;1brk79 SIMMONS 00w2S W**4BMa 1.r oc Gl r f + ',IL 1 3 `, 4d I V 4lLI'�'I✓?�r fry,++JI' sY I'�r !. 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I kl1,r;ILJ,It � , I r 1 k sJyA7 ! r4 k t}�J, r•�[ 1 'Ili lt-��L: (�a r �i`�1•i�lrls�:'�l l� ti,11,+AlYl�I+ iT r,�v�y 61 1u,isrf��Fia'�•.{•�'��'+�`a�rr4ti3;I_t,JII rk � °.b''�r_' r11�,w. 1 j� IS a 1, r, > �r� ��+'�' , r , I f ,li+ell�{I{5c, tr h� a��' a �Kn 1. MJ� 7ri )�%� d �t.•„ Pr.? rV N I f I .� 1 f �• '„Jl�f �.��'�,�lu frlr � ,}��>! '�,I�w�rl §y t�J��A"�a[I�`Ji 1�1,S`�F��J�IkI,>'y I'+y+,�y;t�aC M1II�'r r�'!�V 'iF!k a'a l ha r !({�t 'e�'9 till's f `'{,I} � I 1-`�! I�l 4JrN f•� r -Yf#J~yi7 r�r rr4'' � ,fit it i I �� ', �[ „a-,'II..J' N E••r,i r4.d -I q".I �r'rt'r��ril'J+��.-J�+I��,��,! ip'ik,l�J1 ill�'1}��}II �r �y,�lll��1 E'.Si�G,r� l�� '�� I r•�'ryJSIIZY f�I'Srr ' 'r+t�',Vi *�'ll}1111 i1� '�t4`• tir"'�7'-i 'Lr i%I- at [�I� 'I'.r 1�'+.I'f'�1 J 1:�.1�4:yd OFF],'••�G��sti} "�f'."• I�J✓�Y `7.lF# ri*�a iix 7V.{S�Jr,.!r s. s�.1R� r.s`I.':,(r�k1 10/04/2008 13:52 FAX 4138210631 �00v/o0a Tro.T tr From the Maine DEP design criteria: " Trash racks. All pipes ,culverts, and orifices must have trash racks to control clogging by debris and to provide safety to thl!public. The surface area of die rack must be at least four ties the outlet opening area_ Larger crack areas may be required for smaller orifices. The spacing between rack bars must be four inches or on-half the smallest dimension of the outlet opening whichever is smaller. if possible,racy should be inclined so to be self cieaning." Agawain Coaunent-A 4" orifice should have 8 times the orifice area zni mu um. Rack spacing should be 2 " based upon the discussion above. k G 1 0 0 AGAWAM OFFICE OF PLANNING & COMMUNITY DEVELOPMENT SITE PLAN REVIEW REVIEWER: D. Dachos DATE: October 4, 2006 DATE RECEIVED: September 22, 2006 DISTRIBUTION DATE: September 25, 2006 PLANNING BOARD MEETING DATE: October 5, 2006 APPLICANT INFORMATION 1. Name of Business. Simmons Company Address: 320 Bowles Road, Agawam, MA 01001 2. Owner: Same Address: Telephone: 789-4410 Fax: 3. Engineer: The O'Leary Company, Inc. Address: P.O. Box 377, Southampton, MA 01073-0377 Telephone: 527-1360 Fax: 527-2499 PLAN REVIEW Scale: 1" = 50' Date: April 24, 2006 Title Block (Street Address, Applicant's Name, Address, Scale, Name of Preparer of Plan): Q.K. Description of Project: Addition of 64,500 sq.ft. of additional parking area. Site Plan Review Page 2 Description of Site: Site is located on the north side of the building. It is presently used for parking and is gravel. Provision for Traffic Flow: Unchanged. Parking: Parking for trucks will increase significantly and will improve the efficiency of the manufacturing operation. Drainage: See Engineering comments. Public Utilities: See Engineering comments. Landscaping/Screening and Buffers: The following landscape note must be placed on the plan: "All plantings must be maintained and that portion of the public way abutting the parcel and including the treebelt shall be maintained in a safe and attractive condition by the owner of the parcel." Sign Location: Unchanged. Exterior Lighting: Not provided. Rendering or Elevations: N.A. Dumpster Location: Unchanged. Other Comments or Concerns: Print Page 1 of 1 r I .,_. G7.2 6 i 1 ■ T ip I Interactive Map Parcel ID: G7 2 6 0 399 798 Owner: BLUEFIN ASSOCIATES Date: Parcel Address: 320 BOWLES RD Scale: 1"=399' (1:4786) 10/04/06 http://hosting.tighebond.com/agawam/print.aspx?maptype=5&image—http%3 a%2tl/o2fproj... 10/4/2006 Westmass Westmass Area Development Corporation 255 Padgette Street, Suite One Chicopee,Massachusetts WC22-1308 (413)593-6421 •Fax(413)593-5126 September 21, 2006 www.we,,ternmassedc.com Mr. Rudy Landry BlueFin 23 Lois Lane Lexington, MA 02420 Re: Parking Lot Expansion Simmons Bedding Company Dear Mr. Landry I am in receipt of plans entitled "New Parking Area for Simmons", issued September 14, 2006 by The O'Leary Company, Inc. Included with the plan is a Storm Water Management Report dated September 12, 2006. Both documents are stamped; by Robert St. Martin, P.E. Upon review of the plans and drainage calculations, the proposed project appears to comply with the Protective Restrictions for the Agawam Regional Industrial Park, except as noted below. I am pleased to notify you that the project is approved with the following condition: Sheet L101 indicates that two trees will be removed for the construction of a detention/retention basin. These trees (along with the existing fence) provide a visual buffer for the trailer parking area. Please submit a revised L101 plan that shows the placement of additional vegetative buffer. We understand that the placement of the storm drainage system eliminates much of the potential to place plantings along the west side of the fence; however an effort should be made to meet the screening requirements in Section IV (2) of the Protective Restrictions. Please note that this approval does not supersede any review required by the City of Agawam. Thank you once again for your investment in Agawam. Please call if you have any questions. Sincerely Br an Nicholas ice President Engineering €t DevelopmentLW , , cc: Kenneth W. Delude Tom Zabel - O'L Company Debbie Dachos V Affiliated with the Economic Development Council of Western Massachusetts, Inc. 4k • o � F AGAWAM FIRE DEPARTMENT 800 MAIN STREET • AGAWAM, MA 01001 Q TELEPHONE (413) 786-0657 FAX(413) 780-1241 David A. Pisano Chief of Department Op`�� Stephen M.Martin Deputy Chief FIRES Michael R. Mercadante Fire Inspector TO: PLANNING BOARD 9/26/06 RE: SIMMONS PARKING PLAN DEAR BOARD MEMBERS; AFTER REVIEW OF THIS PROPOSAL THIS OFFICE HAS NO OBJECTION, BUT THREE ADDITIONS. #1. ANY GATE EMPLOYED MUST BE A RETRACTABLE TYPE OR SWING IN TYPE. #2. A FIRE HYDRANT MUST BE LOCATED WITHIN ONE HUNDRED FEET OF THE GATE ENTRANCE, AND MAINTAINED. #3. NO CONTAINER, TRAILER WITHOUT TRUCK OR OTHER OBJECT MAY BE LEFT (over night)WITHIN [25FT] OF THE MAIN BUILDING. (527 CMR.10.05 (5) 006 t W. R D FIRE INSP.M.MERCADANTE . This(Report)is a true end accm ate accounting of events ead fadmgs which were encountered on the day or days memioaed m the report.Thi9(Report)may be capied but NOrr A TERED IN ANY WAY OR BY ANY QMISSIONS.Per;MG.L.Part IV.Title I,Chapter 268:sec.6 A-`F"oev4m being art afcer oremployee of the Commmnt+ealth orof any politrcaisubdl vision thereof,in the co a of his official duties ereeuter.fifes or pubflshcs anyfalse%ritten report,minutes orstatement,kwiving the same to be false In a material manner,SHALL BE PUNISHED by a fine of not more than(SI000)DOLLARS and or IMPRWNMENT For not mare than ONE YEAR. MEMO TO: Engineering Dept., Police Dept., Fire Dept. FROM: Planning Board SUBJECT: Site Plan- Simmons - Bowles Road DATE: September 25, 2006 Please review and comment on the attached Site Plan for Simmons on Bowles Road prior to the Board's October 5'meeting. Thank you. DSD:prk THE O'LEARY COMPANY, INA 376 College Highway P.O. Box 377 SOUTHAMPTON. MA 01073-0377 (413)527-1360 FAX(413)527-2499 TO 10 W N Q C4 a w aAj u t No. DATE ` JOB NO (0 JOB NAME c Attention: JOB LOCATION RE GentlP.fnP,q" WE ARE SENDING YOU YHerewith ❑ Urrder separate cover the following items ❑ Plans ❑ Shop Drawings ❑ Purchase Order ❑ Specifications ❑ Samples ❑ Copy of Letter ❑ Tracings ❑ Catalogue Cuts ❑ ❑ Prints ❑ Change Order ❑ COPIES OATEO RD, BESCAIPTION Lo -0 Lj r!d hoc,'"` A cJ, r---, �Cc- vu !7 V - 6 VWin O 4� V Uj%jr%j " C-) 1 ► .+j •--1 =r_ THESE ARE TRANSMITTED as checked below: 71 � ❑,/For approval ❑ Approved as Submitted ❑ Submit copies tMistribution L'jLJ For your use ❑ Approved as noted ❑ Resubmit_ 6 pieM approval ❑ As requested ❑ Returned for corrections ❑ Return c&r cteCirints ❑ For review and comment ❑ ❑ ❑ FORBIDS DUE 1 19 ❑ PRINTS{{RETURNED AFTER LOAN TO US k REMARKS ('( r X-C L?t CANiJ%N Ip a 0.NC S rev COPY TO (� SIGNED .��PCGtC-- tC�tiJ✓�('G( AGAWAM PLANNING BOARD Form D Application for Site Plan Approval Please complete the following form and return it and 10 copies of the Site Plan to: Agawam Building Department 36 Main Street Agawam, MA 01001 1. Name of Business_simmons company_ Address-- 320 Bowles Road -- Telephone 789-4410 Fax 2. Name of Applicant(Owner Simmons Company Address___ 320 Bowles Road Telephone 789-4410 Fax 3. Name of Engineerl�Robert St. MarCin for The l7'LQsr3C Cow- -, Tnr_ AddresSP• 0• Box 377, 5outhWWton, MA 0107.3-03Z7 Telephone_ 4137527-1361 Fax 413-527-2499 4. Please give a brief description of the proposed project: ' 64,500 square feet of new trailer parking area, n r P U Revised 8114/03 PLAN1.6"i THE O'LEARY COMPANY, INC. 376 College Highway P.O. Box 377 SOUTHAMPTON. MA 01073-0377 (413)527-1360 FAX(413) 527-2499 TOAqckwaF— 4 ko L No. oarE a( you No J48 NAME S r NM AA 0,1 ��A— L Attention: JOB LOCATION PE: Gentlemen: WE ARE SENDING YOU Herewith ❑ Under separate cover the following items ❑ Plans ❑ Shop Drawings ❑ Purchase Order ❑ Specifications ❑ Samples ❑ Copy of Letter ❑ Tfacings ❑ Catalogue Cuts ❑ _. _� ❑ Ptints ❑ Change Order ❑ COPIES OATfO MO. DESCRIPTION THESE ARE TRANSMITTED as checked below: ❑,(for approval ❑ Approved as submitted ❑ Submit copies for distribution L"J For your use ❑ Approved as noted ❑ Resubmit copies for approval Q As requested ❑ Returned for corrections ❑ Return corrected pants ❑ Fos review and comment ❑ ❑ ❑ FOR BIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED y't \L `�r FA AGAWAM FIRE DEPARTMENT 800 MAIN STREET • AGAWAM, MA 01001 q�E�fi�r TELEPHONE (413)786-0657 .n FAX (413)786-1241 David A. Pisano Chief of Department 'fir pR 0p`l Stephen M. Martin Deputy Chief FIRES Michael R. Mercadante Fire Inspector TO: PLANNING BOARD 9I26/06 RE: SIMMONS PARKING PLAN DEAR BOARD MEMBERS; AFTER REVIEW OF THIS PROPOSAL THIS OFFICE HAS NO OBJECTION, BUT THREE ADDITIONS. #1- ANY GATE EMPLOYED MUST BE A RETRACTABLE TYPE OR SWING IN TYPE. #2. A FIRE HYDRANT MUST BE LOCATED WITHIN ONE HUNDRED FEET OF THE GATE ENTRANCE,AND MAINTAINED. #3.NO CONTAINER,TRAILER WITHOUT TRUCK OR OTHER OBJECT MAY BE LEFT(over night)WITHIN [25FT] OF THE MAIN BUILDING. (527 CMR.10.05 (5) FIRE INSP.M.MERCADANTE . �r� R— , XZ' tioAR D ' Ibis(Report)is a true and accurate eccountiug of events and findings which were emouatered on the day or days mentioned in the report.This(Report)may be copied but N01 A EURM IN&Kt—WAY OR By ANY OAUSSIQN Per;M.O.L.Pan 1V.Titre 1.Chapter 268:sec.6 A-"Whoever,being an officer or employee ofihe Comnmrtwealih or of any political subdivision thereof,in the course of his official duties executes,fifes or publishes anyfalse%iHtten report,minutes orstatement,!wowing the same to be false in a material manner,SHALL BE PUNISHED by a fine of rut more than(51000)DOLLARS and or EAPPRf3ONMYNT For not more Shan ONF YEAIL STORMWATER MANAGEMENT REPORT FOR SIMMONS BEDDING COMPANY PARKING LOT EXPANSION PROJECT 320 BOWLES ROAD =_= AUAWAM, MA September 12, 2006 �., rri �: r7 C Introduction cn This report has been prepared to summarize site improvements associated with the p6po§W new- trailer parking area for Simmons Bedding Company on Bowles Road in Agawam, MA�,duo analyze storm water management on the site for the existing and proposed conditions. Thh report has been prepared in conjunction with the plans entitled "New Parking Area for Simmons Company, 320 Bowles Rd., Agawam,MA",prepared by The O'Leary Company. The site, which is located at 320 Bowles Road, totals 15.35 acres in area. initial construction, which occurred in 1998, resulted in development of approximately 12.25 acres of the site. This current development includes a 125,500 square foot building; approximately 2.47 acres of sidewalks and pavement; 6.90 acres of lawns, drainage swales, and detention areas; and 3.10 acres of undeveloped wooded areas at the rear of the site and along the northern property line. Runoff ftom these undeveloped areas currently drains to the rear of the site. The area of the proposed parking area has recently been cleared and is generally devoid of vegetation. The proposed development will impact approximately 2.0 acres at the northern end of the existing building and will consist of a 1.48 acre paved parking area for trailers and a new detention area in the front yard. The remaining areas of the site will remain undisturbed. The proposed stomwater management controls include a new detention basin and the installation of a new outlet control structure in the existing detention area located at the northern end of the site to regulate storm water runoff peak flows. In addition a hooded drainage manhole and a sediment trap within the new detention basin will be used to manage water quality for the new parking area. Drainage Report The existing municipal storm drainage system was designed to handle a maximum of 25% impervious area on each site without on-site detention for the 100 year storm. The total impervious area is approximately 6.83 aeres, which translates to 4411/6 impervious. Since this is substantially above the 25% allowable, on-site detention is required for the 100 year storm. Therefore, the intent of this design is to insure that the 2, 10, and 100 year post-development runoff to the municipal storm drainage system does not exceed pre-development runoff for the newly developed area,per DEP storm water management guidelines. Site Soils: According to the "Soil Survey of Hampden County, Massachusetts Central Part",the predominant soil type is MeA, Merrimac sandy loam. Merrimac soils are deep and somewhat excessively drained and fall into hydrologic group "A". Existing Conditions: For analysis,the site was divided into two drainage areas as follows: • .Area Al (subcatchment 101) — Includes runoff from the approximately 25,000 square feet of existing roof, 39,400 square feet of existing paved parking, and 43,300 square feet of existing lawn, which drains to the municipal storm drainage system through the existing northern detcntion area(Pond 110). • Area A2 (subcatchment 102)—Includes the approximately 43,200 square feet of existing front lawn in the northwestern corner of the site which flows directly into the municipal storm drainage system. The drainage areas were evaluated for the peak flows using the "HydroCAD" Stromwater Modeling System for a 2-year 24 hour rainfall of 3.0 inches, a 10-year 24 hour rainfall of 4.5 inches, and a 100-year 24 hour rainfall of 6.5 inches as taken from the"Rainfall Frequency Atlas for the Northeast" compiled by the Soil Conservation Service. A summary of drainage calculations for the existing conditions have been included at the end of this report. A theoretical Pond (Pond 111) was used to calculate the combined peak flows from Areas Al and A2. The following is a summary of peak flows from each storm. Pre-development runoff from the site to the municipal system is: 2 year storm - 0.39 cfs 10 year storm- 0.96 cfs 100 year storm-T 1.57 cfs Proposed Conditions: The proposed conditions for this site are divided into three drainage areas as follows: • New Detention Basin (Pond 210) — Collects runoff from approximately 57,981 square feet of new paved parking at the north end of the existing building (Subcatchments 201, 202, and 203)and 15,223 square feet of lawn and new vegetated detention area located in the front of the site (Subcatchment 206). Storm runoff from the new pavement will be collected in catch basins and piped to the new detention area • Existing Detention Basin(Pond 211)—Collects runoff from approximately 25,000 square feet of existing roof, 45,886 square feet of new and existing paved parking, and 25,816 square feet of existing lawn and the vegetated drainage swale and detention area in the northern portion of the site. Storm runoff from the roof is collected in gutters with downspouts and flows overland with pavement runoff to the existing drainage swale located at the rear of the site. • Directly Offsite (Subcatchment 205) — Includes the approximately 2,300 square feet of front lawn that drains directly to the drainage swale in front of the property and into the municipal drainage system. r i Peak rates for proposed conditions were calculated using the "HydroCAD" Stormwater Modeling System using a 2-year 24 hour rainfall of 3.0 inches, a 10-year 24 hour rainfall of 4.5 inches,and a l 00-year 24 hour rainfall of 6.5 inches as taken from the"Rainfall Frequency Atlas for the Northeast" compiled by the Soil Conservation Service_ A summary 'of'drainage calculations for the proposed conditions have been included at the end of this report. A theoretical Pond (Pond 220) was used to calculate the combined peak flows from Pond 210, Pond 211, and Subcatchment 205. The following is a summary of the peak flows from each storm; Post-development runoff from the site to the municipal system is. 2 year storm - 0.37 cfs 10 year storm- 0.72 cfs 100 year storm— 1.54 cfs Summary Through the use of the proposed hooded drainage manhole and the new and existing detention basins, the proposed improvements will not increase peals flows off site for any of the storms analyzed. The required detention capacity for the 1(fi) year storm is approximately 36,000 cubic feet, which is Less tbm the proposed combined storage copwity of approximately 58,700 cubic feet. withT'�he Storm�Water Management Forth and motiona and Maintenance Pi :have been included Ods !g5 r '1 t . M - z �1- n h xy t A - STORMWATER MANAGEMENT FORM Uassachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands WPA Appendix B -- Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 A. Property Information Important: When filling out I- The proposed project is: forms on the computer,use a. New development ® Yes ❑ No only the tab key to move b. Redevelopment ❑ Yes ❑ No your cursor- do not use the c Combination El Yes ❑ Na (if yes, distinguish redevelopment components from return key. new development components on plans). 2. Stom water runoff to be treated for water quality is based on the following calculations: a. ❑1 inch of runoff x total impervious area of post-development site for discharge to critical areas .�. (Outstanding Resource Waters, recharge areas of public water supplies,sheliftsh growing areas, swimming beaches,cold water fisheries). Note: b. M 0.5 inches of runoff x total impervious area of post-development site for other resource areas. This August 2003 version of the Stormwater Management B. Stormwater Management Standards Form supersedes earner versions DEP's Stormvra annte.r M including those gernerrt Policy{March 1997} includes nine standards that are tistetf on the contained in following pages_ Check the appropriate boxes for each-standard and provide documentation and DEp's additional infrxrrtat nOw applicable. Storrnwater Handbooks- Sbndard#1: UnhwMed-storinwoter a- ® The project is designed so that new stormwaler pant discharges do not discharge untreated into,or cause erosion to. werUnds mid waters Standard 92: Post-develk4 waft peak dischw9w i a.❑ W apphcabie-prat site contains-waters suet to tires acWn. Post-dvveloprrtent peak&dha r"does not exceed print rates on the site at ft paint of discharge or ngrwW#property boundary for the 2-yr, f 0-yr, anck I00--yr 24-W storm. b ❑ Without stotorm.aw ccxdrois c. ® With stormwater contrais designed for the 2-yr, mid 10-yr storm. 24-hr sWm d. ® The project as designed will not increase off loo4vN +mpechs Ergs!t ,e 4 00-yr 24-hr storm. �'PeaPOh:M'� - w+. 4r4.Y1°. +!.w.1,rs +A.r.k;{r.:•wex rnrm•Pop 1 0l 5 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands WPA Appendix B - Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Stormwater Management Standards (cont.) Standard #3: Recharge to groundwater Amount of impervious area (sq_ ft.) to be infiltrated: See note in d. below, a.square feet Volume to be recharged is based on 5. ❑ The following Natural Resources Conservation Service hydrologic soils groups(e.g. A, B. C. D, or UA)or any combination of groups 1. %of impervious area 2.Hydoobgic soil group 3.96 of impervious area 4.Hydrologic soil group 5. %of irrIpen4CFus area 6 Hydrologic soil group 7. %of impervious area 8. Hydrologic soil group c. ❑ Site specific pre-development conditions: - — -- 1. Recharge rate 2_Volume d. Describe how the calculations were determined_ Note: This site is part of a larger subdivision for which a central detention system was designed to handle the recharge requirements Therefore, no groundwater recharge is proposed for the proposed site improvements. e. List each BMP or nonstructural measure used to meetStandard#3(e.g dry well, infiltrebw trench). L k Does the annual groundwater recharge for the post-development site approximate the annual recharge from existing oft conditions? -f. ❑ Yes Cl No Standard #4: 80%TSS Removal a ® The proposed stormwater management system wdl remove 80% of tttie post-development site's average annual Total Suspended Solids (TSS)load o identity tf* BMP's proposed for the project and describe how the 80% TSS removal will be achieved. The proposed project uses deep-sump catch basins,a deep-gip noodled drawmge manhole, and a sediment trap within the new detention basin The remainder of the TSS removal requw ments are handled in rite swale/det .ttion ay"pM for the entire vYbdw%%3kn npeapp(. w vv �aPl'? �H.w AM r yri•ww rr m•Page 2 at 5 1 1 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands WPA Appendix B -- Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Stormwater Management Standards (cont.) c. If the project is redevelopment, explain how much TSS will be removed and briefly explain why 80% removal cannot be achieved. Standard#5: Higher potential pollutant loads See Stoamwater Policy Handbook Does the project site contain land uses with higher potential pollutant loads Vol. I,page 1-23, for land uses of a. ❑Yes ® No b. If yes, describe land uses-. high pollutant loading(see InstnxAkm). e- Identify the BMPs selected to treat stormwater runoff_ If infiltration measures are proposed, describe the pretreatment. (Nate: If the area of higher potential pollutant loading is upgradient of a critical area, infiltration is not allowed.) Standard 06: Protection of critical areas See Stonmi'ater Will the project discharge to or affect a critical area? Policy Handbook Vol. 1.page 1-25. for critical areas a. ElYes ® No b. If yes, describe areas: (see !r►structions). -----------_..._..--- _-�_ c Identify the BMPs selected for stormwater discharges m these areas and describe [pow BMPs meet restrictions listed on pages 1-27 and I-28 of the Stormwater Policy Handbook _ Vol I MVosoPb dm•me WV03 --w- Form•Pape 3 of 5 Massachusetts Deparbmnt of Environmental Protection Bureau of Resource Protection -Wetlands WPA Appendix B - Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Stormwater Management Standards (cunt.) components of Standard#7: Redevelopment projects redevelopment proofs which Is the proposed activity a redevelopment project? plan to develop previously a_ ❑ Yes M No b. If yes, the following stormwater management standards have been met- undeveloped areas do not fall underihe scope of Standard 7. c_The following stormwater standards have not been met for the following reasons: d_ ❑ The proposed project will reduce the annual pollutant bad on the site with new or improved stormwater control. Standard 08: ErosionlsedHnent control a. ® Erosion and sediment cons are incorporated into the project design to prevent erosion, control sediments, and trol stabilize exposed soils during construction or land disturbance. Standard#g:OpwatioNmaintenance plan 3 a. ® An operation and maintenance plan for the post-development stonlrmaW controls#lave been developed.The plan O dudes o wrtership of the stom wralar BMPs, pwo"responsible for opembon and maintenance, schedule for Inspection and maintenance, routine and long4erm maintenance responsibilities, and provision for appropriate access-and nm irdenance easeffwft extending from a public right-of-way to-the.stormwater controls. New Parking Area for Simmons Bedding Co., Storm Water Maintenance Plan September 2006 b. PlaNTRIe - c Date d. Plrnfride wpaappb.doc-rev 9/40M 1Zk, ,KW Ma^apemeN Farm•Papa 4 Of 5 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands WPA Appendix B - Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 C. Submittal Requirements Online Users: DEP recommends that applicants submit this form, as well as, supporting documentation and plans, Include your with the Notice of Intent to provide stormwater management information for Commission review document consistent with the wetland regulations(310 CMR 10.05 (6)(b)) and DEP's Stormwater Management transaction Policy(March 1997). if a particular stormwater management standard cannot be met, information number should be provided to demonstrate how equivalent water quality and water quantity protection will be (provided on provided. DEP encourages engineers to use this form to certify that the project meets the stormwater your receipt management standards as well as acceptable engineering standards. For more information, consult page)with all the Stormwater Management Policy. supplementary information you submit to the Department. D. Signatures Applicant Name Date Signature THE O'LEARY COMPANY, INC. September 12, 2006' Representative(if any) Date Signature — --------------- -----�._ — Of t E IT iST.wAFAW 67 Aucnlwu t wpaappp doc-rev 914103 w.rA-rA:rnayemenl Form•Page 5 of 5 t PRE-DEVELOPED CONDITIONS 71 f FLOW i 31' } I - �' I I lil II;IIII iil I lliilfE; � I. .,I al '!':Es,- II ' �II'',ill �, •'�� f I IIII :il I llllll�f IEI!i..i i�i'i .Fi-1£ '}�€1,: 1{:.I:�1 `fi_ -- I€II, I I � ..i:;ili --{• ilill'li EI'1 S -, I I - (:'♦ 4t:€ I111111 €£ II iF € I;I €i Ilk FL - � ,•� - .I:l� :,.€I; :,;}, I;:l:l! :;; III 11 IIII IIIII`E' '.'Fill' ',:,;;. III ElS!� �� l�Ill' IIII Ill{I€� 1111 I� i \ I i I l;; IIIEIII !I{E ii!41 S 1f lll�F � iIl II it - •` ' `\ `.. `'-... ' ' it f t: ''i1 1 3� I "-- -IjE ' 1 f � I 1 !�E:I II i'I }rf#� M OY► wr 1a @&VA TH E NINIIIINNNIINIIIIIIIIINIIINIINI ENGINEERING LAW FFM O'LEARY COASTING CONSTRUCTION SUM= COWAW INNIIflNINNNICOMPANY SINCE 19S5 141E ISLEAAY COMPANY VW- w—.otaprrco.com 376 COLLEGE MICMWAY SOUTHAMPTON,MMA 01073 (413) 527-1360 p, p CIS 101 110 Rear & Side Areas Existing Pond 111 Total .Offsite _ 102 Front Area subcat Read on Link Drainage Diagram for Exkdng_Sknmons_6 26 Prepared by The O"Leary Company 9113 2m HydmCACM 7.10 sM 003640 0 2M HyrnoCAD Softwe$dlufons uc Existing_Simmons_8-25 Type/1/ 24-hr 2 Year Storm Rainfall=3.00" Prepared by The O'Leary Company Page 2 HydroCADM 7.10 s/n 003640 C 2005 HydroCAD Software Solutions LLC 911X2006 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 101: Rear& Side Areas Runoff Area=136,983 sf Runoff Depth>0.45" Flow length=255' Tc=5.0 min CN=65 Runoff=1.40 cfs 0.117 of Subcatchment 102: Front Area Runoff Area=43,173 sf Runoff Depth=0.00" Flow Length=300' Tc=10.5 min CN=39 Runoff=0.00 cfs 0.000 of Pond 110: Existing Pond Peak Elev=189.40' Storage=1,304 cf Inflow=1.40 cfs 0.117 of 10.0" x 70.0' Culvert Outflow=0.39 cfs 0.113 of Pond 111: Total Offsite Inflow=0.39 cfs 0.113 of Primary=0.39 cfs 0.113 of Total Runoff Area=4.136 ac Runoff Volume=0.117 of Average Runoff Depth= 0.34" Existirg_Simmolns 8-25 Type !i! 24-hr 2 Year Storm Rainl~afi=3.00" Prepared by The O'Leary Company Page 3 HyoroCADO 7.10 sin 003640 0 2005 H droCAD Software Solutions LLC 11 2006 Subcatchment 101: Rear & Side Areas Runoff = 1.40 cfs @ 12.10 hrs, Volume= 0.117 af, Depth> 0.45" Runoff by SCS TR-20 method, UH-SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Year Storm Rainfall=3.00" Area (sf) CN Description 25,000 98 Roof 39,404 98 Paved parking 43,266 39 >75% Grass cover, Good, MSG A 29,313 30 Meadow, non razed HSG A 136,983 65 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5.0 255 0.9 Direct Entry, Subcatchment 102: Front Area 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 2 Year Storm Rainfall=3.00" Area (sf) CN Desertion 43,173 39 >75% Grass cover, Good, HSG A Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 7.7 50 O,0100 0.1 Sheet Flow, Over Grass Grass: Short n= 0.150 P2= 3.00" 2.8 250 0.0100 1.5 Shallow Concentrated Flow,Over Grass Grassed Waterway Kv= 15.0 fps 10.5 300 Total Pond 110: Existing Pond Inflow Area = 3.145 ac, Inflow Depth > 0.45" for 2 Year Storm event Inflow = 1.40 cfs @ 12.10 hrs, Volume- 0.117 of Outflow - 0.39 cfs @ 12.57 hrs, Volume= 0.113 af, Atten= 72%, Lag= 27.8 min Primary - 0.39 cfs @ 12.57 hrs, Volume= 0.113 of Routing by Stor-Ind method, Time Span= 5.00=20.00 hrs, dtz= 0.05 hrs Peak Elev= 189.40' @ 12.57 hrs Surf.Area=4,413 sf Storage= 1,304 cf Plug-Flow detention time= 53.5 min calculated.for 0.113 of (97ff/o of inflow) Center-of-Mass det. time= 42.3 min ( 889.2 - 846.9 } Existing_4immons_8-25 Type /it 24-hr 2 Year Storm Rainfall=3.00" Prepared by The O'Leary Company Page 4 HydroCADO 7.10 s/n 003640 0 2005 HydroCAD Software Solutions LLC 9/13/2006 Volume invert Avail.Storage Storage Description _ #1 189.00, 19,405 cf Custom Stage Data (Irregular) Listed below (Recalc) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) _ � (sq-ft) 189.00 2,202 317.1 0 0 2,202 190.00 9,114 901.0 5,265 5,265 58,805 191.00 19,853 1,912.4 14,139 19,405 285,245 Device _Routing_ Invert Outlet Devices #1 Primary 188.85' 10.0" x 70.0' long Culvert CMP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 188.60' S= 0.0036 T Cc= 0.900 n= 0.025 Corrugated metal Primary OutFlow Max=0.39 cfs @ 12.57 hrs HW=189.40' (Free Discharge) L1=Culvert (Barrel Controls 0.39 cfs @ 1.4 fps) Pond 111: Total Offsite Inflow Area = 4.136 ac, Inflow Depth > 0.33" for 2 Year Storm event Inflow = 0.39 cfs @ 12.57 hrs, Volume= 0.113 of Primary - 0.39 cfs @ 12.57 hrs, Volume= 0.113 af, Atten= 0%, Lag= 0.0 min Routing by Sto►-Ind method, Time Span= 5.00-20.00 hrs, dt=0.05 hrs Existing Simmons 8-25 Type 11124-hr 90 Year Storm Rainfall=4.50" Prepared by The O'Leary Company Page 5 HydroCADO 7.10 sln 003640 ®2005 HydroCAD Software Solutions LLC 9113t2006 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 101: Rear& Side Areas Runoff Area=136,983 sf Runoff Depth>1.21" Flow Length=255' Tc=5.0 min CN=65 Runoff=4.59 cfs 0.317 of Subcatchment 102: Front Area Runoff Area=43,173 sf Runoff Depth>0.08" Flow Length=300' Tc=10.5 min CN=39 Runoff=0.01 cfs 0.007 of Pond 110: Existing Pond Peak Elev=189.93' Storage=4,625 cf Inflow=4.59 cfs 0.317 of 10.0"x 70.0'Culvert Outflow=0.96 cfs 0.307 of Pond 111: Total Offshe Inflow=0.96 cfs 0.314 of Primary=0.96 cfs 0.314 of Total Runoff Area=4.136 ac Runoff Volume=0.324 of Average Runoff Depth =0.94" Existing_Simmons_8-25 Type 11124-hr 10 Year Storm Rainfall=4.50" Prepared by The O'Leary Company Page 6 HydroCAD®7.10 s/n 003640 0_2005 HydroCAD Software Solutions LLC _ „ . _ 9/13/2006 Subcatchment 101: Rear & Side Areas Runoff = 4.59 cfs @ 12.09 hrs, Volume= 0.317 af, Depth> 1.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5`00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Storm Rainfall=4.50" Area (sf) CN Description 25,000 98 Roof _ - ------- 39,404 98 Paved parking 43,266 39 >75% Grass cover, Good, HSG A 29,313 30 Meadow, non razed HSG A 136,983 65 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft) (ft/sec) (cfs 5.0 255 0.9 Direct Entry, Subcatchment 102: Front Area Runoff = 0.01 cfs @ 14.78 hrs, Volume= 0.007 af, Depth> 0.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Year Storm Rainfall=4.50" Areas CN Description 43,173 39 >75% Grass cover, Good, HSG A Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 7.7 50 0.0100 0.1 Sheet Flow, Over Grass Grass: Short n= 0.150 P2= 3.00" 2.8 250 0.0100 1.5 Shallow Concentrated Flow, Over Grass Grassed Waterway Kv= 15.0 fps 10.5 300 Total Pond 110: Existing Pond Inflow Area- 3.145 ac, Inflow Depth > 1.21" for 10 Year Storm event Inflow = 4.59 cfs @ 12.09-hrs; Volume= 0.317 of Outflow = 0.96 cfs @ 12.70 hrs, Volume= 0.307 af, Atten= 79%, Lag= 36.9 min Primary = 0.96 cfs @ 12.70 hrs, Volume= 0.307 of Routing by Stor-Ind method, Time Spar}= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 189.93' @ 12.57 hrs Surf.Area= 8,450 sf Storage=4,625 cf Plug-Flow detention time= 62.3 min calculated for 0.306 of(97%of inflow) Center-of-Mass det. time= 51.2 min ( 873.0-821.7 ) Existing_Simmons_8 25 Type 1!l 24-hr 10 Year Storm Rainfall=4.50" Prepared by The O'Leary Company Page 7 H droCADO 7.10 Wn 003640 0 2005 H droCAD Software Solutions LLC 9/13/2006 Volume Invert Avail.Stora a Storage Description #1 189.00' 19,405 cf Custom Stage Data (irregular) Listed below (Recalc) Elevation Surf Area Perim_ Inc.Store Cum.Store Wet.Area feet s -ft feet cubic-feet cubic-feet s -ft 189.00 2,202 317.1 0 0 2,202 190.00 9,114 901.0 5,265 5,265 58,805 191.00 19,853 1,912.4 14,139 19,405 285,245 Device Routing_ Invert Outlet Devices #1 Primary 188.85' 10.0" x 70.0' long Culvert CMP, mitered to conform to fill, Ke= 0.700 Outlet invert= 188.60' S= 0.0036 'P Cc= 0.900 n= 0.025 Corrugated metal Primary OutFlow Max=0.96 cfs @ 12.70 hrs HW=189,92' (Free Discharge) L1=Culvert (Barrel Controls 0.96 cfs @ 1.8 fps) Pond 111: Total Offsite Inflow Area = 4:136 ac, Inflow Depth > 0.91" for 10 Year Storm event Inflow 0.96 cfs @ 12.84 hrs, Volume= 0.314 of Primary = 0.96 cfs @ 12.84 hrs, Volume= 0.314 af, Atten= 0%, Lag= 0.0 mitt Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Existing_Simmons_8-25 Type f!! 24-hr 100 Year Storm Rainfaff=6.50" Prepared by The O'Leary Company Page 8 M droCADID 7.10 sJn 003640 Q 2005 M droCAD Software Solutions LLC 9/13/2006 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 101: Rear S Side Areas Runoff Area=136,983 sf Runoff Depth>2.51" Flow Length=255' Te=5.0 min CN=65 Runoff=9.92 cfs 0.658 of Subcatchment 102: Front Area Runoff Area=43,173 sf Runoff Depth>0.51" Flow Length=300' Tc=10.5 min CN=39 Runoff=0.26 cfs 0.042 of Pond 110: Existing Pond Peak Elegy=190.56' Storage=11,923 cf Inflow=9.92 cfs 0.658 of 10.0" x 70.0' Cuivert Outflow=1.34 cfs 0.638 of Pond iii: Total Offsite Inflow=1.57 cfs 0.680 of Primary=1.57 cfs 0.680 of Total Runoff Area=4.136 ac Runoff Volume=0.700 of Average Runoff Depth = 2.03" Existing_Simmons 8-26 Type 11124-nr 100 Year Storm Rainfall=6.50" Prepared by The O'Leary Company Page 9 HydroCAD®7.10 s/n 003640 ®2005 HydroCAD Software Solutions LLC 9/13/2006 Subcatchment 101: Rear & Side Areas Runoff = 9.92 cfs @ 12.08 hrs, Volume= 0.658 af, Depth> 2.51" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Storm Rainfall=6.50" Area sf CN Description 25,000 98 Roof 39,404 98 Paved parking 43,266 39 >75% Grass cover, Good, HSG A 29,313 30 Meadow, non-grazed, HSG A _ 136,983 65 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft) (ft/sec) (cfs 5.0 255 0.9 Direct Entry, Subcatchment 102: Front Area Runoff = 0.26 cfs @ 12.37 hrs, Volume= 0.042 af, Depths 0.51" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Year Storm Rainfall=6.50" Area (sf) _ CN Descripti!on_ 43,173 39 >75% Grass cover, Good, HSG A Tc Length Slope Velocity Capacity Description- (min) (feet) (ftlft) (ft/sec) (cfs)_ _ 7.7 50 - 0.0100 0.1 Sheet Flow, Over Grass Grass: Short n= 0.150 P2= 3.00" 2.8 250 0.0100 1.5 Shallow Concentrated Flow, Over Grass Grassed Waterway Kv= 15.0 fps 10.5 300 Total Pond 'I 10: Existing Pond Inflow Area = 3.145 ac, Inflow Depth > 2,51" for 100 Year Storm event Inflow = 9.92 cfs @ 12.08 hrs, Volume= 0.658 of Outflow - 1.34 cfs @ 12.77 hrs, Volume= 0.638 af, Atten= 86%, Lag= 41.3 min Primary = 1.34 cfs @ 12.77 hrs, Volume= 0.638 of Routing by Stor-Ind method,Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 190.56' @ 12.77 hrs Surf.Area= 14,674 sf Storage= 11,923 cf Plug-Flow detention time= 105.3 min calculated for 0.636 of(97% of inflow) Center-of-Mass det. time= 93.9 min ( 899.1 - 8053 ) Existing Simmons 5-25 Type t1124-hr 100 Year Storm RainWI=6.50" Prepared by The O'Leary Company Page 14 HydroCAD®7.10 s/n 003640 ®2005 HydroCAD Software Solutions LLC 9/1312006 Volume Invert Avaii.Stora a Storage Descri tion #1 189.00, 19,405 cf Custom Stage Data(irregular) Listed below(Recaic) Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) lgg-ft) (feet) (cubic-feet) F(cubic-feet) - (sg-ft) 189.00 2,202 317.1 0 0 2,202 190.00 9,114 901.0 5,265 5,265 58,805 191.00 19,853 1,912.4 14,139 19,405 285,245 Device Routing Invert Outlet Devices #1 Primary 188.85' 10.0" x 70.0' long Culvert CMP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 188.60' S= 0.0036 T Cc=0.900 n= 0.025 Corrugated metal Primary OutFlow Max=1.34 cfs @ 12.77 hrs HW=190.56' (Free Discharge) t--1=Culvert (Barrel Controls 1,34 cfs @ 2.5 fps) Pond III: Total Mite Inflow Area= 4.136 ac, Inflow Depth > 1.97" for 100 Year Storm event Inflow - 1,57 cfs @ 12.44 hrs, Volume= 0.680 of Primary - 1.57 cfs @ 12.44 hrs, Volume= 0.680 af, Atten=0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs POST-DEVELOPED CONDITIONS a � FLOW yl 203 1 - '> :t;+• IEI f h II' -I €fIE -.'II�I1111'i I I I 1. I 'IjIIh II i f ' { i EI I IIIII, II E�'I _ 4 i E' I3 " , • 202 E I - ,' y thl] i I - II I I II I III � /• f . " €11 ]]`rfl' --Illlll �III�I 111'II I-.'I Ili �. / �. �' rlh 'IIE rl" IIi1Il I IIIII-,.E �Illli +111 f�I I ! . ff a.wr...,..�:L..U_�...tEuww 6b �! h. 20Y✓yy--y� r NFi1 sm'm erxE TH E Elllllllllllllllllllllllllllllllllllllil ENGINEERING D LEARY PANNING �IY � : CONSTRUCTION 8 sw SIMMONS COMPANY IIIIIIIIIi111111111C0MPANY SINCE 1955 THE O'LEARY COMPANY INC. www,olooryco.com 376 COLLEGE HIGHWAY S011THAMPTON,MA 01073 (4131 527-1360 lq, Wj F,yS6 201 -D 231 205 To CB-1 CB-1 To Exist Swale 202 --{1 232 GB --� A ---� 210 220 To CB-2 & Pond CB-2 DMH New Detention Pond Total Offsite ce To CB-3 CB-3 To Exist Pond Exist Detention Sub` Reach On Lj0}� Drainage Diagram for Dev Simmons_B-26❑ Rev_1 Prepared by The O'Leary Company 91131200fi HydroCADO 7 10 s/n 003640 0 2005 HydroCAD Software Solutions LLC Dev Simmons 8-25 Rev_1 Type 11l 24-hr 2 Year Storm Rainfall=3.00" Prepared by the O'Leary Company Page 2 HydroCAD®7.10 s/n 003640 B 2005 HydroCAD Software Solutions LLC 9/13/2006 Time span=1.00-32.00 hrs, dt=0.02 hrs, 1551 paints Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 201: To CB-1 Runoff Area=32,700 sf Runoff Depth=2.77" Flow Length=425' Tc=5.0 min CN=98 Runoff=2.25 cfs 7,544 cf Subcatchment 202: To CB-2 & Pond Runoff Area=33,221 sf Runoff Depth=0.76" Plow Length=325' Tc=5.0 rain CN=71 Runoff=0.63 cis 2,105 cf Subcatchment 203: To CB-3 Runoff Area=7,283 sf Runoff Depth=2.77" Flow Length=370' Tc=5.0 min CN=98 Runoff=0.50 cfs 1,680 cf Subcatchment 204: To Exist Pond Runoff Area=96,702 sf Runoff Depth=1.25" Flow Length=255' Tc=5.0 min CN=60 Runoff=3.32 cfs 10,073 cf Subcatchment 206: To Exist Swale Runoff Area=2,250 sf Runoff Depth=0.00" Flow Length=200' Tc=9.4 min CN=39 Runoff=0.00 cfs 0 cf Pond 210: New Detention Pond Peak Elev=189.77' Storage=6,998 cf Inflow=3.37 cfs 11,329 of Outflow=0.14 cis 9,189 cf Pond 211: Exist Detention Peak EIev=189.94' Storage=4,929 cf Inflow=3.32 cfs 10,073 cf Outflow=0.23 cfs 10,052 cf Pond 220: Total Mite Inflow=0.37 cfs 19,241 cf Primary=0.37 cfs 19,241 cf Pond 230: DMH Peak EIev=189.30' Inflow=3.37 cfs 11,329 cf 18.0" x 50.0' Culvert Outflow=3.37 cfs 11,329 cf Ponca 231: CB-1 Peak Elev=190.10' Inflow=2.25 cfs 7,544 cf 15.0"x 180.0' Culvert Outflow=2.25 cfs 7,544 cf Pond 232: CB-2 Peak EIev=189.53' In€low=0.63 cfs 2,105 cf 12.0"x 145.0' Culvert Outflow=0.63 cfs 2,105 cf Pond 233: CB-3 Peak Elev=189.81' Inflow=0.50 cfs 1,680 cf 10.0"x 300.0'Culvert Outflow=0.50 cis 1,680 cf Total Runoff Area = 172,156 sf Runoff Volume = 21,402 cf Average Runoff Depth = 1.49" Dev_Simmons 8-25_Rev_1 Type U/24-hr 2 Year Storm Rainfall=3.00" Prepared by The O'Leary Company Page 3 HydroCAD®7.10 s!n 003640 ®2005 HydroCAD Software Solutions LLC 9/13/2006 Subcatchment 201: To CB-1 Runoff = 2.25 efs @ 12.07 hrs, Volume= 7,544 cf, Depth= 2.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-32.00 hrs, dt= 0.02 hrs Type III 24-hr 2 Year Storm Rainfall=3.00" Area (sQ _CN Description 32,700 98 Paved parking& roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec)_ (cfs) 5.0 425 1.4 Direct Entry, Subcatchment 202: To CB-2 & Pond Runoff = 0.63 cfs @ 12.09 hrs, Volume-- 2,105 ct, Depth= 0.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-32.00 hrs, dt= 0.02 hrs Type III 24-hr 2 Year Storm Rainfall=3.00" Area (sf) CN Description 17,998 98 Paved parking 15,223 39 >75% Grass cover, Good HSG A 33,221 71 Weighted Average Tc Length Slope Velocity Capacity Description (min_ (feet) (ft/ft)— _(ft/sec) _(cfs) 5.0 325 1.1 Direct Entry, Subcatchment 203: To CB-3 Runoff = 0.50 cfs @ 12.07 hrs, Volume= 1,680 cf, Depth= 2.77" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-32.00 hrs, dt= 0.02 hrs Type III 24-hr 2 Year Storm Rainfall=3.00" Area (sf) CN Description _ 7,283 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) _._ (cfs) 5.0 370 1.2 Direct Entry, Dev_Simmons_8-25_Rev_1 Type ///24-hr 2 Year Storm Rainfall=3.000 Prepared by The O'Leary Company Page 4 HydroCADO 7.10 s/n 003640 ©2005 HydroCAD Software Solutions LLC 9/13/2006 Subcatchment 204: To Exist Pond Runoff = 3.32 cfs @ 12.08 hrs, Volume= 10,073 cf, Depth= 1.25" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-32.00 hrs, dt= 0.02 hrs Type lit 24-hr 2 Year Storm Rainfall=3.00" _ Area (sf) CN Description 25,000 98_ Roof 45,886 98 Paved parking 4,503 39 >75% Grass cover, Good, HSG A 21,313 30 Meadow, non-grazed, HSG A 96,702 80 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 255 0.9 Direct Entry, Subcatchment 205: To Exist Swale Runoff = 0.00 cfs @ 1.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1,00-32.00 hrs, dt= 0.02 hrs Type III 24-hr 2 Year Storm Rainfall=3.00" Area (sf) CN_ Description _ 2,250 39 >75% Grass cover, Good, HSG A Te Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.7 50 0.0100 0.1 Sheet Flow, Over Grass Grass: Short n= 0.150 P2= 3.00' 1.7 150 0.0100 1.5 Shallow Concentrated Flow, Over Grass Grassed Waterway Kv= 15.0 fps .. 9.4 200 Total _- Pond 210: New Detention Pond Inflow Area = 73,204 sf, Inflow Depth = 1.86" for 2 Year Storm event Inflow = 3.37 cfs @ 12.07 hrs, Volume= 11,329 cf Outflow = 0.14 cfs @ 15.33 hrs, Volume= 9,189 cf, Aften= 96%, Lag= 195A min Primary = 0.14 cfs @ 15.33 hrs, Volume= 9,189 cf Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.02 hrs Peak Elev= 189.77' @ 15.33 hrs Surf.Area= 4,870 sf Storage= 6,998 cf Ptug-Flow detention time= 512.5 min calculated for 9.189 cf(81% of inflow) Center-of-Mass det. time=435.1 min ( 1,214.1 - 779.0 ) Dev_Simmons_8-25 Rev-1 Type ///24-hr 2 Year Storm Rainfall=3.00" Prepared by The O'Leary Company Page 5 HydroCADO 7.10 sin 003640 Q 2005 HydroCAD Software Solutions LLC _ 9/13/2006 Volume Invert Avail.Storage Storage escription #1 188.00, 39.266 cf Custom Stage Data (Irregular) Listed below Elevation Surf-Area Perim. lnc.Store Cum.Store Wet.Area (feet) w (sq-ft) (feet) cubic-feet) (cubic-feet) �q ft) 188,00 2,994 289.8 0 0 2,994 189.00 4,001 331.1 3,485 3,485 5,058 190.00 5,128 371.5 4,553 8,038 7,344 191.00 6,372 411.2 5,739 13,777 9,848 192.00 7,732 450.2 7,041 20,818 12,555 193.00 9,207 488.5 8,459 29,277 15,455 194.00 10,793 526.2 9,990 39,266 18,541 Device Routing -� Invert Outlet Devices #1 Primary 188.00' �6.0" x 30.0' long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert= 187.90' S= 0.0033 T Cc= 0.900 n= 0.009 PVC, smooth interior #2 Device 1 188.00' 2.0" Vert.Orifice/Grate C= 0.600 #3 Device 1 190.25' 4.0"Vert. Orifice/Grate C= 0.600 #4 Device 1 191.50' 3.00'W x 1.00' H Vert. OrificelGrate C= 0.600 Primary OutFlow Max=0.14 cfs @ 15.33 hrs HW=189.77' (Free Discharge) =Culvert (Passes 0.14 cfs of 1.14 cis potential flow) 2-OrificelGrate (Orifice Controls 0.14 cfs @ 6.3 fps) 3=Orifice/Grate { Controls 0.00 cfs) -Orifice/Grate ( Controls 0.00 cfs) Pond 211: Exist Detention Inflow Area = 96,702 sf, Inflow Depth = 1.25" for 2 Year Storm event Inflow = 3.32 cfs @ 12.08 hrs, Volume= 10,073 cf Outflow = 0.23 cfs @ 14.01 hrs, Volume= 10,052 cf, Atten= 93%, Lag= 115.6 min Primary = 0.23 cfs @ 14.01 hrs, Volume= 10,052 cf Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.02 hrs Peak Elev= 189.94' @ 14.01 hrs Surf.Area= 8,673 sf Storage=4,929 cf Plug-Flow detention time= 272.2 min calculated for 10,052 cf(100% of inflow) Center-of-Mass det. time=271.0 min ( 1,1116.2- 845.2 ) Volume Invert Avail.Stora a Storage Description #1 189.00, 19,405 cf Custom Stage Data (Irregular) Listed below Elevation Surf.Area Perim_ Inc.Store Cum.Store Wet.Area feet s -ft feet cubic-feet cubic-feet s -ft 189.00 2,202 317.1 0 0 2,202 190.00 9,114 901.0 5,265 5,265 58,805 191.00 19,853 1,912.4 14,139 19,405 285,245 Dev_Simmons_8-25 Rev 1 Type M 24-hr 2 Year Storm Rarnfag=3.00" Prepared by The O'Leary Company Page 6 HydroCADO 7.10 s/n 003640 Q 2005 HydroCAD Software Solutions LLC 9/13/2006 _Device Routing Invert_ Outlet Devices #1 Primary 188.85' 10.0" x 70.0' long Culvert CMP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 188.60' S= 0.0036 7' Cc= 0.900 n= 0.025 Corrugated metal #2 Device 1 188.85' 3.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 190.25' 4,0"Vert. Orifice/Grate X 2.00 C= 0.600 #4 Primary 191.00' 36.00' W x 6.00' H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.23 cfs @ 14.01 hrs HW=189.94' (Free Discharge) 1=Culvert (Passes 0.23 cfs of 0.95 cfs potential flow) 'L2=Orifice/Grate (Orifice Controls 0.23 cfs @ 4.7 fps) 3=Orifice/Grate ( Controls 0.00 cfs) -Orifice/Grate ( Controls 0.00 cfs) Pond 220: Total Offsite inflow Area = 172,156 sf, Inflow Depth > 1.34" for 2 Year Storm event Inflow = 0.37 cfs @ 14.30 hrs, Volume= 19,241 cf Primary = 0.37 cfs @ 14.30 hrs, Volume= 19,241 cf, Atten=0%, Lag= 0.0 min Routing by Stor-Intl method, Time Span= 1.00-32.00 hrs, dt= 0.02 hrs Pond 230: DMH Inflow Area 73,204 sf, Inflow Depth = 1.86" for 2 Year Storm event Inflow = 3.37 cfs @ 12.07 hrs, Volume= 11,329 cf Outflow = 3.37 cfs @ 12.07 hrs, Volume= 11,329 cf, Atten= 0%, Lag= 0.0 min Primary - 3.37 cfs @ 12.07 hrs, Volume= 11,329 cf Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.02 hrs Peak Elev= 189,30' @ 12.07 hrs Flood Elev= 195.00' Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 779.0 -779.0 j Device Routing Invert Outlet Devices #1 Primary 188.17' 18.0" x 50.0' long 18" HDPE CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 188.00' S= 0.00347 Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=3.35 cfs @ 12.07 hrs HW=189.30' (Free Discharge) L1=18" HDPE (Barrel Controls 3.35 cfs @ 3.3 fps) Pond 231: CB-1 Inflow Area 32,700 sf, Inflow Depth = 2.77" for 2 Year Storm event Inflow = 2.25 cfs @ 12.07 hrs, Volume= 7,544 cf Outflow - 2.25 cfs @ 12.07 hrs, Volume= 7,544 cf, Atten= 0%, Lag= 0.0 min Primary = 2.25 cfs @ 12.07 hrs, Volume= 7,544 cf Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.02 hrs S . Dev_Simmons_8-25_Rev_1 Type 11124-hr 2 Year Storm Rainfall=3.00" Prepared by The O'Leary Company Page 7 H droCAM 7.10 sln 003640 @ 2005 H droCAD Software Solutions LLC 9/13/2006 Peak Elev= 190.10' @ 12.07 hrs Flood Elev= 192.68' Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Device Routing _ _ Invert Outlet Devices #1 Primary 189.23' 15.0" x 180.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 188.33' S= 0.0050 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary Outflow Max=2.24 cfs @ 12.07 hrs HW=190.10' (Free Discharge) L1=Culvert (Barrel Controls 2.24 cfs @ 3.5 fps) Pond 232: CB-2 Inflow Area = 33,221 sf, Inflow Depth = 0.76" for 2 Year Storm event Inflow = 0.63 cfs @ 12.09 hrs, Volume= 2,105 of Outflow = 0.63 cfs @ 12.09 hrs, Volume= 2,105 cf, Atten= 0%, Lag= 0.0 min Primary = 0.63 cfs @ 12.09 hrs, Volume= 2,105 of Routing by Star-Ind method, Time Span= 1.00-32,00 hrs, dt= 0.02 hrs Peak Elev= 189.53' @ 12.09 hrs Flood Elev= 192.77' Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Device Routing Invert Outlet Devices #1 Primary 189.06' 12.0" x 145.0' long Culvert CRP, projecting, no headwall, Ke= 0.900- Outlet Invert= 188.33' S= 0.0050 T Cc=0.900 n= 0.013 Corrugated PE, smooth interior Primary Outflow Max=0.62 cfs @ 12.09 hrs HW=189.52' (Free Discharge) L1=Culvert (Barrel Controls 0.62 cfs @ 2.6 fps) Pond 233: CB-3 Inflow Area = 7,283 sf, Inflow Depth = 2.77" for 2 Year Storm event Inflow = 0.50 cfs @ 12.07 hrs, Volume= 1,680 cf Outflow - 0.50 cfs @ 12.07 hrs, Volume= 1,680 cf, Atten= 0%, Lag= 0.0 min Primary - 0.50 cfs @ 12.07 hrs, Volume= 1,680 cf Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.02 hrs Peak Elev= 189.81' @ 12.07 hrs Flood Elev= 192.50' Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Device Routing Invert Outlet Devices #1 Primary 189.32' 10.0" x 300.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 188.33' S= 0.0033 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Dev_Simmons 8-25_Rev_1 Type IN 24-hr 2 Year Storm Rainfall=3.004 Prepared by The O'Leary Company Page 8 HydroCADM 7.10 s/n 003640 0 2005 HydroCAD Software Solutions LLC 9/13/2006 Primary OutFlow Max=0.50 cfs @ 12.07 hrs HW=189.81' (Free Discharge) L1=Culvert (Barrel Controls 0.50 cfs @ 22 fps) Dev_Simmons_8-25_Rev-1 Type 11124-hr 10 Year Storm Rainfafl=4.50" Prepared by The O'Leary Company Page 9 H droCAD®7.10 sin 003640 m 2005 H droCAD Software Solutions LLC 9/13/2006 Time span=1.00-32.00 hrs, dt=0.02 hrs, 1551 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 201: To CB-1 Runoff Area=32,700 sf Runoff Depth>4.26" Flow Length=425' Tc=5.0 min CN=98 Runoff=3.41 cfs 11.619 cf Subcatchment 202: To CB-2 & Pond Runoff Area=33,221 sf Runoff Depth=1.75" Flow Length=325 Tc-5.0 ruin CN=71 Runoff=1.58 cfs 4,835 cf Subcatchment 203: To CB-3 Runoff Area=7,283 sf Runoff Depth>4.26" Flow Length=370' Tc=5.0 min CN=98 Runoff=0.76 cfs 2,588 cf Subcatchment 204: To Exist Pond Runoff Area=96,702 sf Runoff Depth=2.46" Flow Length=255' Tc=5.0 min CN=80 Runoff=6.63 cfs 19,836 cf Subcatchment 205: To Exist Swale Runoff Area=2,250 sf Runoff Depth=0.11" Flow Length=200' Tc=9.4 min CN=39 Runoff=0.00 cfs 21 cf Pond 210: New Detention Pond Peak Eiev=190.58' Storage=11,343 cf Inflow=5.73 cfs 19,042 cf Outflow=0.33 cfs 14,344 cf Pond 211: Exist Detention Peak EIev=190.40' Storage=10,928 cf Inflow=6.63 cfs 19,836 cf Outflow=0.39 cfs 18,932 cf Pond 220: Total Mite Inflow=0.72 cfs 33,297 cf Primary=0.72 cfs 33,297 cf Pond 230: DMH Peak EIev=189.78' Inflow=5.73 cfs 19,042 cf 18.0'x 50.0'Culvert 0utflow=5.73 cfs 19,042 cf Pond 231: CB-1 Peak Elev=190.38' inflow=3.41 cfs 11,619 cf 15.0"x 180.0'Culvert Outflow=3.41 cfs 11,619 cf Pond 232: CB-2 Peak EIev=189.86' inflow=1.58 cfs 4,835 of 12.0" x 145.0'Culvert Outflow=1.58 cfs 4,835 cf Pond 233: CB-3 Peak Elev=189.95' Inflow=0.76 cfs 2,588 cf 10.0"x 300.0'Culvert Outflow=0.76 cfs 2,588 cf Total Runoff Area = 172,156 sf Runoff Volume= 38,899 of Average Runoff Depth = 2.71" Z Dev_Simmons_8-25_Rev_1 Type Ill 24-hr 10 Year Storm Rainfall=4.50" Prepared by The O'Leary Company Page 10 HydroCAD®7.10 sin 003640 ®2005 HydroCAD Software Solutions LLC _ 9/13/2006 Subcatchment 201: To CB-1 Runoff - 3.41 cfs @ 12.07 hrs, Volume= 11,619 cf, Depth> 4.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-32.00 hrs, dt= 0.02 hrs Type III 24-hr 10 Year Storm Rainfall=4.50" Area (sf) _CN Description _ 32,700 98 Paved parking & roofs R Tc Length Slope Velocity Capacity Description min feet ft/ft) (fUsec) (cfs 5.0 425 1.4 Direct Entry, Subcatchment 202: To CB-2 & Pond Runoff = 1.58 cfs @ 12-08 hrs, Volume= 4,835 cf, Depth= 1.75" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1-00-32-00 hrs, dt= 0.02 hrs Type III 24-hr 10 Year Storm Rainfall=4.50" Area (sf) CN Description 17,998 98 Paved parking 15,223 39 >75% Grass cover, Good, HSG_ A 33,221 71 Weighted Average Tc Length Slope Velocity Capacity Description (mitt) (feet) (ftlft) (ftlsec) (cfs) 5.0 325 1.1 Direct Entry, Subcatchment 203: To CB-3 Runoff - 0.76 cfs @ 12.07 hrs, Volume= 2,588 cf, Depth> 4.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-32.00 hrs, dt= OM hrs Type III 24-hr 10 Year Storm Rainfall=4.50" Area a (sf) _CN Description _ 7,283 98 Paved parking $ roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 370 1.2 Direct Entry, Dev_Simmons_8-25 Rev 1 Type 11/24-hr 10 Year Storm Rainfall=4.50" Prepared by The O'Leary Company Page 11 HydroCADO 7.10 s/n 003640 ©2005 HydroCAD Software Solutions LLC 9113/2006 Subcatchment 204: To Exist Pond Runoff = 6.63 cfs @ 12.08 hrs, Volume= 19,836 cf, Depth= 2.46" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-32.00 hrs, dt= 0.02 hrs Type 10 24-hr 10 Year Storm Rainfall=4.50" Area (sf) CN Description 25,000 98 Roof 45,886 98 Paved parking 4,503 39 >75% Grass cover, Good, HSG A 21,313 30 Meadow, non-grazed, HSG A 96,702 80 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) - (ft/ft)_ (ft/sec) (cfs_ _ 5.0 255 0.9 Direct Entry, Subcatchment 205: To Exist Swale Runoff = 0.00 cfs @ 14.76 hrs, Volume= 21 cf, Depth= 0.11" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-32.00 hrs, dt= 0,02 hrs Type III 24-hr 10 Year Storm Rainfall=4.50" Area (sf) CN Description 2,250 39 >75% Grass cover, Good, HSG A Tc Length Slope Velocity Capacity Description (rain) (feet) (ft/ft) (ft/sec) (cfs) 7.7 50 0.0100 0.1 Sheet Flow, Over Grass Grass: Short n=0.150 P2= 3.00" 1.7 150 0.0100 1.5 Shallow Concentrated Flow, Over Grass Grassed Waterway Kv= 15.0 fps 9.4 200 Total Pond 210: New Detention Pond Inflow Area = 73,204 sf, Inflow Depth > 3.12" for 10 Year Storm event Inflow = 5.73 cfs @ 12.07 hrs, Volume= 19,042 cf Outflow = 0.33 cfs @ 13.94 hrs, Volume= 14,344 cf, Atten= 94%, Lag= 112.3 min Primary = 0.33 cfs @ 13.94 hrs, Volume= 14,344 cf Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.02 hrs Peak Eiev= 190.58' @ 13.94 hrs Surf.Area= 5,844 sf Storage= 11,343 cf Plug-Flow detention time= 472.3 min calculated for 14,335 cf(75% of.inflow) Center-of-Mass det. time= 383.1 min ( 1,157.6-774.5 ) Dev_Simmons 8-25 Rev 1 Type III 24-hr 10 Year Storm Rainfall=4.50" Prepared by The_O'Leary Company Page 12 HydroCADO17.10 s/n 003640 ©2005 HydroCAD Software Solutions LLC 9/13/2006 Volume_ Invert _ Avail.Storage Storage Description _ #1 188.00' 39,266 cf Custom Stage Data (Irregular) Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet_Afea (feet) (sq--ft) fleet) cubic-feet) (cubic-feet) (sq-ft) 188.00 2,994 289.8 0 0 2,994 189.00 4.001 331.1 3,485 3,485 5,058 190.00 5,128 371.5 4,553 8,038 7,344 191,00 6,372 411.2 5,739 13,777 9,848 192.00 7,732 450.2 7,041 20,818 12,555 193.00 9,207 488.5 8,459 29,277 15,455 194.00 10,793 526.2 9,990 39,266 18,541 Device Routing invert _Outlet Devices #1 Primary 188.00' 6.0" x 30.0' long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert= 187.90' S= 0.0033 7' Cc= 0.900 n= 0.009 PVC, smooth interior #2 Device 1 188.00' 2.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 190.25' 4.0"Vert. Orifice/Grate C=0.600 #4 Device 1 191.50' 3.00' W x 1.00' H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.33 cfs @ 13.94 hrs HW=190.58' (Free Discharge) t-1=Culvert (Passes 0.33 cfs of 1.43 cfs potential flow) Z=Orifice/Grate (Orifice Controls 0.17 cfs @ 7.6 fps) 3=Orifice/Grate (Orifice Controls 0.17 cfs @ 1.9 fps) Orifice/Grate ( Controls 0.00 cfs) Pond 211: Exist Detention Inflow Area = 96,702 sf, Inflow Depth = 2.46" for 10 Year Storm event Inflow = 6.63 cfs @ 12.08 hrs, Volume= 19,836 cf Outflow - 0.39 cfs @ 14.19 hrs, Volume= 18,932 cf, Atten= 94%, Lag= 126.8 min Primary = 0.39 cfs @ 14.19 hrs, Volume= 18,932 cf Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.02 hrs Peak Elev= 190.40' @ 14.19 hrs Surf.Area= 13,415 sf Storage= 10,928 cf Plug-Flow detention time= 401.4 min calculated for 18,932 cf(95% of inflow) Center-of-Mass det. time= 376.2 min ( 1,201.7 - 825.5 ) Volume Invert Avail.Stora a Storage Description #1 189.00, 19,405 cf Custom Stage Data (Irregular) Listed below Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area feet s -ft feet cubic-feet cubic-feet s -ft 189.00 2,202 317.1 0 0 2,202 190.00 9,114 901.0 5,265 5,265 58,805 191.00 19,853 1,912.4 14,139 19,405 285,245 Dev_Simmons_8-25_Rev_1 Type 1I124-hr 10 Year Storm Rainfall=4.50" Prepared by The. O'Leary Company Page 13 HydroCAD®7.10 s/n 003640 ®2005 HydroCAt3 Software Solutions LLC - 9/1312006 Device Routing Invert Outlet Devices #1 Primary 188,85' 10.0" x 70.0' long Culvert CMP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 188.60' S= 0.0036 T Cc= 0.900 n= 0.025 Corrugated metal #2 Device 1 188.85' 3.0" Vert. Orifice/Grate G= 0.600 93 Device 1 190.25' 4.0" Vert. Orifice/Grate X 2.00 C= 0.600 #4 Primary 191.00' 36.00' W x 6.00' H Vert. Orifice/Grate C= 0.600 primary Out low Max=0.38 cfs @ 14.19 he's HW=190.40' (Free Discharge) 1=Culvert (Passes 0.38 cfs of 1.24 cfs potential flow) L2=Orifice/Grate (Orifice Controls 0.28 cfs @ 5.7 fps) 3-Orifice/Grate (Orifice Controls 0.10 cfs @ 1.3 fps) -Orifice/Grate ( Controls 0.00 cfs) Pond 220: Total Offsite Inflow Area = 172,156 sf, Inflow Depth > 2.32" for 10 Year Storm event Inflow - 0.72 cfs @ 14.04 hrs, Volume= 33,297 cf Primary = 0.72 cfs @ 14.04 hrs, Volume= 33,297 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-End method, Time Span= 1.00-32.00 hrs, dt= 0.02 hrs Pond 230: DMH Inflow Area = 73,204 sf, Inflow Depth > 3.12" for 10 Year Storm event Inflow = 5.73 cfs @ 12.07 hrs, Volume= 19,042 cf Outflow - 5.73 cfs @ 12.07 hrs, Volume= 19,042 cf, Atten= 0%, Lag=0.0 min Primary = 5.73 cfs @ 12.07 hrs, Volume= ' 19,042 cf Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.02 hrs Peak Elev= 189.78' @ 12.07 hrs Flood Elev= 195.00' Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 774.5 - 774.5 } _Device T_Routing Invert Outlet Devices _ #1 Primary 188.17' 18.0" x 50A' long 18" HDPE CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 188.00' S= 0.0034 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=5.70 cfs @ 12.07 hrs HW=189.77' (Free Discharge) t-1=18" HDPE (Barrel Controls 5.70 cfs @ 3.8 fps) Pond 231: CB-1 Inflow Area = 32,700 sf, Inflow Depth > 4.26" for 10 Year Storm event Inflow = 3.41 cfs @ 12.07 hrs, Volume= 11,619 cf Outflow - 3.41 cfs @ 12.07 hrs, Volume= 11,619 cf, Atten= 0%, Lag= 0.0 min Primary = 3.41 cfs @ 12.07 hrs, Volume= 11,619 cf Routing by Stor-Ind method. Time Span= 1.00-32.00 hrs, dt= 0.02 hrs Dev_Simmons_8-25_Rev_1 Type 11124-hr 10 Year Storm Rainfall=4.50" Prepared by The O'Leary Company Page 14 HydroCADO 7.10 sin 003640 ®2005 HydroCAD Software Solutions LLC _ _ 9/13/2006 Peak Elev= 190.38' @ 12.07 hrs Flood Elev= 192,68' Mug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 748.9 - 748.9 ) Device Routing Invert Outlet Devices #1 Primary 189.23' 15.0" x 180.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 188.33' S= 0.0050 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=3.38 cfs @ 12.07 hrs HW=190.37' (Free Discharge) t-1=Culvert (Inlet Controls 3.38 cfs @ 2.9 fps) Pond 232: C13-2 Inflow Area = 33,221 sf, Inflow Depth = 1.75" for 10 Year Storm event Inflow = 1.58 cfs @ 12.08 hrs, Volume= 4,835 cf Outflow = 1.58 cfs @ 12.08 hrs, Volume= 4,835 cf, Atten= 0%, Lag= 0.0 min Primary - 1.58 cfs @ 12.08 hrs, Volume= 4,835 cf Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.02 hrs Peak Elev= 189.86' @ 12.08 hrs Flood Elev= 192.77' Plug-Flow detention time= (not calculated: outflow precedes inflow) Center=of-Mass det. time= (not calculated: outflow precedes inflow) Device Routing Invert -Outlet Devices - #1 Primary 189.06' 12.0" x 145.0' long Culvert CPP, projecting, no headwall, Ka-- 0.900 Outlet Invert= 188.33' S= 0.0050 T Cc= 0,900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=1.58 cfs @ 12-08 hrs HW=189.86' (Free Discharge) L1=Culvert (Barrel Controls 1.58 cfs @ 3.2 fps) Pond 233; CB-3 Inflow Area = 7,283 sf, Inflow Depth > 4.26" for 10 Year Storm event Inflow - 0.76 cfs @ 12.07 hrs, Volume= 2,588 cf Outflow = 0.76 cfs @ 12.07 hrs, Volume= 2,588 cf, Men= 0%, Lag= 0.0 min Primary = 0.76 cfs @ 12.07 hrs, Volume= 2,588 cf Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.02 hrs Peak Elev= 189.95' @ 12.07 hrs Flood Elev= 192.50' Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 748.9- 748.9 ) Device Routine _ Invert Outlet Devices #1 Primary 189.32' 10.0" x 300.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 188.33' S= 0.0033 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Dev_Simmons_8-25_Rev_1 Type /I!24-hr 10 Year Storm Rainfall=4.50" Prepared by The O'Leary Company Page 15 HydroCAD®7.10 s/n 003640 0 2005 HydroCAD Software Solutions LLC 9/13/2006 Primary Outt=low Max=0.75 cfs @ 12,07 hrs HW=189.94' (Free Discharge) L1=Culvert (Barrel Controls 0.75 cfs @ 2.4 fps) Dev SimmollS_8-25_Rev_1 Type 1II 24-hr 100 Year Storm Rainfall=6.50" Prepared by The O'Leary Company Page 16 HydroCAD®7.10 sin 003640 ©2006 HydroCAD Software Solutions LLC „ 9/13/2006 Time span=1.00-32.00 hrs, dt=0.02 hrs, 1551 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind}Trans method - Pond routing by Stor-Ind method Subcatchment 201: To CB-1 Runoff Area=32,700 sf Runoff Depth>6.26" Flow Length=425' Tc=5.0 min CN=98 Runoff=4.94 cfs 17,058 cf Subcatchment 202: To CB-2 & Pond Runoff Area=33,221 sf Runoff Depth=3.31" Flow Length=325' Tc=5.0 min CN=71 Runoff=3.05 cfs 9,154 of Subcatchment 203: To CB-3 Runoff Area=7,283 sf Runoff Depth>6.26" Flow Length=370' Tc=5.0 min CN=98 Runoff=1.10 cfs 3,799 cf Subcatchment 204: To Exist Pond Runoff Area=96,702 sf Runoff Depth=4.24" Flow Length=255' Tc=5.0 min CN=80 Runoff=11.31 cfs 34,130 of Subcatchment 20S: To Exist Swale Runoff Area=2,250 sf Runoff Depth=0.60" Flow Length=200' Tc=9.4 min CN=39 Runoff=0.01 cfs 112 cf Pond 210: New Detention Pond Peak Elev=191.49' Storage=17,209 cf Inflow=9.09 cfs 30,011 cf Outflow=0.63 cfs 24,331 cf Pond 211: Exist Detention Peak Efev=190.89' Storage=17,894 cf Inflow=11.31 cfs 34,130 cf Outflow=0.91 cfs 32,018 cf Pond 220: Total Offsite Inflow=1.54 cfs 56,460 cf Primary=1.54 cfs 56,460 cf Pond 230: DMH Peak Elev=190.75' lnflow=9.09 cfs 30.011, cf 18.0"x 50.0' Culvert Outflow=9.09 cfs 30,011 cf Pond 231: CB-1 Peak Elev=191.12' Inflow=4.94 cfs 17,058 cf 15.0" x 180.0'Culvert Outflow=4.94 cfs 17,058 cf Pond 232: C8-2 Peak Elev=190.85' Inflow=3.05 cfs 9,154 cf 12.0" x 145.0' Culvert Outflow=3.05 cfs 9,154 cf Pond 233: CB-3 Peak Elev=190.12' Inflow=1.10 cfs 3,799 of 10.0"x 300.0'Culvert Outflow=1.10 cfs 3,799 cf Total Runoff Area = 172,156 sf Runoff Volume =64,253 cf Average Runoff Depth =4.48" Uev_Simmons_5-25_ReV_1 Type 11124-hr 100 Year Storm Rainfall=6.50" Prepared by The O'Leary Company Page 17 HydroCADO 7.10 s/n 003640 0 2005 HydroCAD Software Solutions LLC 9/13/2006 Subcatchment 201: To CB-1 Runoff = 4.94 cfs @ 12.07 hrs, Volume= 17,058 cf, Depth> 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1,00-32.00 hrs, dt= 0,02 hrs Type III 24-hr 100 Year Storm Rainfall=6.50" Area (sf) CN Description T� 32,700 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feed (ftrft) _-(ft/sec)- --- (cfs) 5.0 425 1.4 Direct Entry, Subcatchment 202: To CB-2 & Pond Runoff = 3.05 cfs @ 12.,08 hrs, Volume= 9,154 cf, Depth= 3.31" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-32.00 hrs, dt= 0.02 hrs Type III 24-hr 100 Year Storm Rainfall=6.50" Area (sf) CN Description 17,998 98 Paved parking 15,223 39 >75% Grass cover, Good, HSG A 33,221 71 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 325 1 A Direct Entry, Subcatchment 203: To CB-3 Runoff 1.10 cfs @ 12.07 hrs, Volume= 3,799 cf, Depth> 6.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1,00-32.00 hrs, dt= 0.02 hrs Type III 24-hr 100 Year Storm Rainfall=6.50" Area (s CN Description 7,283 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet)- -(ft/ft) (ft/sec)- Jcfs) - - 5.0 370 1.2 Direct Entry, Deg Simmons 8-25 Rev 1 Type /it 24-hr 100 Year Storm Rainfall=6.50" Prepared by The O'Leary Company Page 18 H droCADO 7.10 s/n 003640 ®2005 HygroCAD Software Solutions LLC 9/13/2006 Subcatchment 204: To Exist Pond Runoff = 11.31 cfs @ 12.07 hrs, Volume= 34,130 cf, Depth= 4.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-32.00 hrs, dt= 0.02 hrs Type III 24-hr 100 Year Storm Rainfall=6.50" Area (sf) CN Description 25,000 98 Roof 45,886 98 Paved parking 4,503 39 >75% Grass cover, Good, HSG A 21,313 30 Meadow, non-grazed, HSG A 96,702 80 Weighted Average - -- Tc Length Slope Velocity Capacity Description (min). (feet) (ft/ft) (ft/sec) icfs) _ - - 5.0 255 0.9 Direct Entry, Subcatchment 205: To Exist Swale Runoff - 0.01 cfs @ 12.35 hrs, Volume= 112 cf, Depth= 0.60" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-32.00 hrs, dt=0.02 hrs Type III 24-hr 100 Year Storm Rainfall=6.50" Area (sf) CN_ Description _ 2,250 39 >75% Grass cover, Good, HSG A Tc Length Slope Velocity Capacity. Description min feet ft/ft ft/sec cfs 7.7 50 0.0100 0.1 Sheet Flow, Over Grass Grass: Short n= 0.150 P2= 3.00" 1.7 150 0.0100 1.5 Shallow Concentrated Flow, Over Grass Grassed Waterway Kv= 15.0 fps 9.4 200 Total - Pond 210: New Detention Pond Inflow Area = 73,204 sf, Inflow Depth > 4.92" for 100 Year Storm event Inflow = 9.09 cfs @ 12.07 hrs, Volume= 30,011 cf Outflow = 0.63 cfs @ 13.45 hrs, Volume= 24,331 cf, Atten= 93%, Lag= 82.4 min Primary - 0.63 cfs @ 13.45 hrs, Volume= 24,331 cf Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.02 hrs Peak Elev= 191.49' @ 13.45 hrs Surf.Area= 7,035 sf Storage= 17,209 cf Plug-Flow detention time= 389.7 min calculated for 24,330 cf (81% of inflow) Center-of-Mass det. time= 3132 min ( 1,083.2 - 770.0 ) Dev_Simmons_8-25_Rev_1 Type !//24-hr 100 Year Storm Rainfall=6.50" Prepared by The O'Leary Company Page 19 HydroCADO 7.10 s/n 003640 0 2005 HydroCAD Software Solutions LLC 9/13/2006 Volume_ Invert Avail.Storage Storage Description _ #1 188.00' 39,266 cf Custom Stage Data (Irregular) Listed below Elevation Surf.Area Perim. Inc.Store Cum-Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 188.00 2,994 289.8 0 0 2,994 189.00 4,001 331.1 3,485 3,485 5,058 190.00 5,128 371.5 4,553 8,038 7,344 191.00 6,372 411.2 5,739 13,777 9,848 192.00 7,732 450.2 7,041 20,818 12,555 193.00 9,207 488.5 8,459 29,277 15,455 194.00 10,793 526.2 9,990 39,266 18,541 Device Routing Invert Outlet Devices #1 Primary 188.00' 6.0" x 30.0' long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert= 187.90' S= 0.0033 T Cc= 0.900 n= 0.009 PVC, smooth interior #2 Device 1 188.00' 2.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 190.25' 4.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 191.50' 3.00' W x 1.00' H Vert. Orifice/Grate C= 0.600 Primary Outflow Max=0.63 cfs @ 13.45 hrs HW=191.49' (Free Discharge) t- =Culvert (Passes 0.63 cfs of 1.70 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.19 cfs @ 8.9 fps) 3=Orifice/Grate (Orifice Controls 0.43 cfs @ 5.0 fps) -Orifice/Grate ( Controls 0.00 cfs) Pond 211: Exist Detention Inflow Area = 96,702 sf, Inflow Depth = 4.24" for 100 Year Storm event Inflow = 11.31 cfs @ 12.07 hrs, Volume= 34,130 cf Outflow = 0.91 cfs @ 13.14 hrs, Volume= 32,018 cf, Atten= 92%, Lag= 63.8 min Primary = 0,91 cfs @ 13.14 hrs, Volume= 32,018 cf Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt=0.02 hrs Peak Elev= 190.89' @ 13.14 hrs Surf.Area= 18,705 sf Storage= 17,894 of Plug-Flow detention time= 335.4 min calculated for 32,018 cf (94% of inflow) Center-of-Mass det. time= 302.2 min ( 1,112.2 - 810.0 ) Volume Invert Avail.Storage Storage Description #1 189.00' 19,405 cf Custom Stage Data (Irregular) Listed below Elevation Surf.Area Perim. Inc.S#ore Cum-Store Wet.Area feet -ft feet cubic-feet cubic-feet S -ft 189.00 2,202 317.1 0 0 2,202 190.00 9,114 901.0 5,265 5,265 58,805 191.00 19,853 1,912.4 14,139 19,405 285,245 Dev_Simmons_8-25_ReV_1 Type ///24-hr 100 Year Storm Rainfall=6.50" Prepared by The O'Leary Company Page 20 HydroCADD 7.10 sln 003640 0 2005 HydroCAD Software Solutions LLC _ 9/1312006 Device Routing Invert Outlet Devices _ #1 Primary -188.85' 10.0" x 70.0' long Culvert CMP, mitered to conform to fill, Ke= 0.700 Outlet Invert= 188.60' S= 0.0036 T Cc= 0.900 n= 0.025 Corrugated metal #2 Device 1 188.85' 3.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 190.25' 4.0" Vert. Orifice/Grate X 2.00 C= 0.600 #4 Primary 191.00' 36.00' W x 6.00' H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.91 cfs @ 13.14 hrs HW=190.89' (Free Discharge) 1=Culvert (Passes 0.91 cfs of 1.52 cfs potential flow) 2=06fice/Grate (Orifice Controls 0.33 cfs @ 6.7 fps) 3-0rifice/Grate (Orifice Controls 0.58 cfs @ 3.3 fps) -Orifice/Grate ( Controls 0.00 cfs) Pond 220: Total Offsite Inflow Area = 172,156 sf, Inflow Depth > 3.94" for 100 Year Storm event Inflow - 1.54 cfs @ 13.23 hrs, Volume= 56.460 cf Primary - 1.54 cfs @ 13.23 hrs, Volume= 56,460 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.02 hrs Pond 230: DMH Inflow Area= 73,204 sf, Inflow Depth > 4.92" for 100 Year Storm event Inflow = 9.09 cfs @ 12.07 hrs, Volume= 30,011 cf Outflow = 9.09 cfs @ 12.07 hrs, Volume= 30,011 cf, Atten= 0%, Lag= 0.0 min Primary = 9.09 cfs @ 12-07 hrs, Volume= 30,011 cf Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.02 hrs Peak Elev= 190.75' @ 12.07 hrs Flood Elev= 195.00' Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Device Routinc, -Invert Outlet Devices _ 91 Primary 188.17' 18.0" x 50.0' long 18" HDPE CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 188.00' S= 0.0034 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=9.02 cfs @ 12.07 hrs HW=190.72' (Free Discharge) t- 1=18" HDPE (Inlet Controls 9.02 cfs @ 5.1 fps) Pond 231: CS-1 Inflow Area = 32,700 sf, Inflow Depth > 6.26" for 100 Year Storm event Inflow - 4.94 cfs @ 12.07 hrs, Volume= 17,058 cf Outflow - 4.94 cfs @ 12.07 hrs, Volume= 17,058 cf, Atten=0%, Lag=0.0 min Primary = 4.94 cfs @ 12.07 hrs, Volume= 17,058 cf Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.02 hrs Dev_Simmons_8-25_Rev_1 Type 11124-ftr 100 Year Storm Rainfaii=6.50" Prepared by The O'Leary Company Page 21 HydroCADO7,10 s/n 003640 m 2005 HydroCAD Software Solutions LLC 9/13/2006 Peak Elev= 191.12' @ 12.07 hrs Flood Elev= 192 68' Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Device Routing Invert Outlet Devices #1 Primary 189.23' 15.0" x 180.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 188.33' S= 0.0050 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=4.90 cfs @ 12.07 hrs HW=191.09' (Free Discharge) L1=Culvert (Barrel Controls 4.90 cfs @ 4.0 fps) Pond 232: CB-2 Inflow Area = 33,221 sf, Inflow Depth = 3.31" for 100 Year Storm event Inflow = 3.05 cfs @ 12.08 hrs, Volume= 9,154 cf Outflow - 3.05 cfs @ 12.08 hrs, Volume= 9,154 cf, Atten= 0%, Lag= 0.0 min Primary = 3.05 cfs @ 12.08 hrs, Volume= 9,154 cf Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.02 hrs Peak Elev= 190.85' @ 12.08 hrs Flood Elev= 192.77' Plug-Flow detention time= 0.0 min calculated for 9,154 cf (100% of inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Device Routing Invert Outlet Devices #1 Primary 189.06' 12.0" x 145.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 188.33' S= 0.0050'f Cc= 0,900 n= 0.013 Corrugated PE, smooth interior Primary OutFlow Max=3.04 cfs @ 12.08 hrs HW=190.83' (Free Discharge) L1=Culvert (Barrel Controls 3.04 cfs @ 3.9 fps) Pond 233: CB-3 Inflow Area = 7,283 sf, Inflow Depth > 6.26" for 100 Year Storm event Inflow = 1.10 cfs @ 12.07 hrs, Volume= 3,799 cf Outflow = 1.10 cfs @ 12.07 hrs, Volume= 3,799 cf, Atten= 0%, Lag= 0.0 min Primary - 1.10 cfs @ 12.07 hrs, Volume= 3,799 cf Routing by Stor-Ind method, Time Span= 1.00-32.00 hrs, dt= 0.02 hrs Peak Elev= 190.12' @ 12.07 hrs Flood Elev= 192.50' Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Device Routing Invert Outlet Devices _ #1 Primary 189.32' 10.0" x 300.0' long Culvert CPP, projecting, no headwall, Ke= 0,900 Outlet Invert= 188.33' S= 0.0033 T Cc= 0.900 n= 0.013 Corrugated PE, smooth interior Dev_Simmons_8-25 Rev 1Type Ill 24-hr 100 Year Storm Rainfall=6.50" Prepared by The O'Leary Company Page 22 HydroCADO?7.10 sln 003640 ©2005 HydroCAD Software Solutions LLC _ 9113/2006 Primary OutFlow Max=1.09 cfs @ 12.07 hrs HW=190.12' (Free Discharge) L1=Culvert (Barrel Controls 1,09 cfs @ 2.6 fps) f OPERATION AND MAINTENANCE PLAN � N NEON PARKING AREA FOR SIMMONS BEDDING COMPANY STORM WATER MAINTENANCE PLAN September 12,2006 Duriniz Construction The following will be the responsibility of the contractor unless otherwise noted: l. Erosion control measures shall be installed and maintained as shown on the site plans for the project. 2. Fine grade and seed new lawn areas as early as practical. 3. Fill erosion channels immediately. Replace topsoil,reseed,and protect as needed. 4. Inspect and clean debris from detention areas after each significant storm. 5. Inspect and remove silt from catch basins and drainage manhole regularly. 6. Remove rubbish and debris from entire site as needed. Post Construction The following will be the responsibility of the building owner: I. Fill erosion channels immediately. Replace topsoil,reseed, and protect as needed. 2. Inspect and clean debris from detention areas after each significant storm. 3. Inspect and remove silt from catch basins, drainage manhole, and outlet control structures annually. 4. Mow lawns including detention basin regularly. 5. Remove rubbish and debris from entire site as needed. BON I NG REVIEN WIM2066 iin-01 AM THE PROJECT AS DESCRIBED BY THESE DRAWINGS MEETS OR EXCEEDS THE REQUIREME14TS OF THE LATEST EDITION OF T149 LOCAL ZONING ORDINANCE AS FOLLOWS: PROPERTY LOCATION, 320 BOWLES ROAD AGAWAM, MA. ZONE: INDUSTRIAL A $FAlJ1RED PROPOSED ■ NEW PARKING AREA FOR SETBACKS $ COVERAGE PAVING SETBACK - MONT: 10' MIN 4-311 PAVING SETBACK SIDE: 5' MIN 1531# PAVEMENT COVERAGE: Un MAX AREA NOT EXIST + NEW = 31.69% COVERED BY BUILDING • E 0 OWL RDm AGAWAM , MA , sp cionlut s 1W4rr Red Fm Or ONE fN�wSL . cam-ni .'4 sJ_: �s 1. ' - ,�� !r S }'' I �..t,,,..� ::! 'c- - I- ,t•.,i,•,br�rlj � :�- T M 100��i . Fp 2 2 2006 m PLANNING �z ENGINEERING IP PLANNING CONSTRUCTIONC 0 M P AN Y Q � o � SINCE 1955 IM110d BUTLER BUILDER z P " 1 r I I' // ,_N,�Ar I / ! • ��. 71 R F d q X L �% N r / oN r 7CI 2eV-0' ul 1 ccI' f Ck ♦♦ fl IIII i t I iI� / .. ou like Ova C::pf ! Z / �' Ilia' r, j, ; J* dF 0. LA is Lo La tp �♦ ,/ �- L p� z o c ♦, m C] A % 7� ♦ / ♦ % I A O m � ♦ o � z ° ♦% C -� \%% t SITE LAYOUT a qA 11��'J THE IIiIIIIIIIIiIIiIIIIIIIIIIIIiIIiIIINlIIi ENGINEERING NEW PARKING AREA FOR: h E .0 d 111 d3S Ot ' PLANNING u FL ,��`'w DRAWN ' <*o r c CONSTRUCTION C14EucE fi3 f 3 N01133, I suILo�� • Nix ti SIMMONS COMPANY Iilliillillillil111C 0 M P A N Y SINCE 1955 �, * DATE 0�4-24-06 s �31E 320 BOWLES RD. AGAWAM, MA. THE O'LEARY COMPANY INC, www,olearyco.com '' ISSUIED � 376 COLLEGE HIGHWAY SOUTHAMPTONNA 01073 (4131 527--1360 ` EP 14 2006 NO. DATE REVISIONS 1 0 F Am r • , , j 3 / J, "0 �-opIf qkb / of 1► $ \ z r , 3 3 -A@ 1 . 4 $ \♦ o M s ! �r � I � �% ' b i 0r �_ \ � ' 8� rn to ni m W / r � i.. E 1 „ 01 r I � '� •z � f r i r r 1 1wi r 1 1 I g 1' SI r, df 100, 1 1 1 1 1 I , I A --_— —..,......--_.-- — .-�———...._........_....��—:--•GAS- �� _.J ri .01 1001, �% y -� le \`% f D d� �` \ ' mZ d - \ \ �. < D %♦ \ \ \ \\ �� % x \ 00, .40e \ \ / `♦ ♦ i- `` z z SITE UTILITIES PLAN scA� As NaTED TH E �I�li�l!lI�Ill�l��li�l�Iillll�ll�II�1l�� ENGINEERINGie t�� Of M�sf DRAM sm PLANNING '�y� r' N NEW PARKING AREA FOR: CONSTRUCTION sU�� a ma's° C] t 111111111111lllll1IC O M P A N Y SINCE 1955 �R ' DATE 04-24-0(o �V N SIMMONS COMPANY f D. AGAWAM MA. THE OVARY COMPANY INC. oI � �t #WIN �� '� 24�� 320 BOWLES R : 376 COLLEGE HIGHWAY SOUTHAMPTON,MA 01073 [413 527-13fi0 NO. DATE I�EVI510N5► _V W �� `� NOT I. EXISTING SITE GRADING INFORMATION TAM FROM A PLAN PREPARED BY, // .�- EDWARD J. OPLEARY COMPANY INC. COLLEGE NIGNWAY oe i � _— ! SOUTHAMPTON, MA 01073 / , r .._.._.. ` TITLED: '40 /, / 'leram,,, --1q1- `�` r—ram ' ` A NEW FACILITY FORrIBIX E FIN Q r 1 M �lAl'E3 �^ .-� � /, r/ // ,..�r.r ``-- �/ !/ � ,` DATED: • r w / PROJECT NUMBERr u l / ! i r /do / s �` t, �- // // ' ADDITIONAL SITE GRADE INFORMATION TAKEN FROM FIELD SURVEYS BY TWE OrL!~ARY COMPANY us 1/0000,,// �/ `_ �''— ` —`� �`` 2. SEE L10I FOR SITE LAYOUT INFORMATION Q a ! 1 ` \ ` 3. SEE UO2 FOR SITE UTILITIES INFORMATION // � \.,,,,.,,,,,,.,, ,,,,,�� 4. SEE L501 * L502 FOR SITE DETAILS � /� \.." .`__.�... _... _ —._. �.....�._ .�.��. ...,——....__...._........-......._..._. ` `� 5. SEE LbOf FOR SITE NOTES g — _— — ti�� 6. FIELD VERIFY ALL EXISTING CONDiTIO1�18 PRIOR TD COMMENCING CONSTRUCTION f` FLOW �t9o.&3 FE�(�Y+1 �� AC 7. CLEAN EXISTING DRAINAGE SWALE # DETENTION AREA AND REESTABLIS14 GRADES TO PROVIDE --" ——191- ---— ——191—-L-- --___—• —�--•--191--—.._. �� ` PMUIRED STORAGE VOLUME Zvi rr [♦Yi �� ` �% 0 co // 7Frr C! C 9- ! / m � ram' // /r/ O �/ / / r/ r // / t \\� Z / le `� /��/ /��r /� RI1"1M W �I I I ttt �� (X o / ! / /9 //// f/ / * E I I ti w �.. �.. 192. / I t \ Z / ZZ l l j l 11� % ca Z U �' //// � /r/r' s �l� 0 z a — / // /j/// I l I W a. ///j Y �,.r EXISTIN BUILDING 1 a �♦ / ///// ! // ///ft/ / I FIN FL EL-196'-09 `% i 1 �, 0 v / / _ 1 Z V7 % �//// //// / 92.Tfj _s s z 3 / CL ol � t i RlilT 1 !/ i � .- - W OUTLET CONTROL STRUCTURE #2 `� `�. 1%.00 �-C) SEE DETAIL ON L501 %% I = I�W INV OUTs, 188.85 ` \\ _ �. ....— i Hill 2 �/f ,- W � W J 1R -- - _ • _ �o wo 0 Ole .40.00 Vol lolo % OUTLET CONTROL s�1 '-19'f`" ETAIL ON \ i ♦� �� 188.00 � p D ♦`� � / � � 3" ANGULAR ST •:� "" RI iF BERG 0510N CONTROLS SPILLWAY ELw 193.50 � : . �• �� .• '� D p SEE DETAIL L502 1 ", • �.� + + do i ', Alb op ` - ■ ' C I W do op U op 0 "......r,,....,,,,, op EXIST CULVERT Sl�l3LG TO `• r w err~s•r rr.rrs�r�w�r ++ S2 co Lu RETENTION. AREA Itoz ca A, r 5 IT a: GRADE2442 scA,,Et: R�r-o• - TRUE NORT14 PLAN FORTH L103 -'— — 9f9CM 7.5825 AM 5'-40 31„41 We ,4 a 24' DIA. -�--' I DISCHARGE 24' DIA. �' I DISCHARGE ACCESS COVER ° I n I n PIPE ACCESS COVER a"I• Ip I - PIPE lu I d qq •) a nd1 � 14, q �— a, d .q � e a d 4- ° � a � � q' � . °a I• d � I a.' d a d q n n d ° .n•. n �7 a a Ir TOP-.V__I111 TOP._VtEW ul 8" - 8 _ w y Ll� e° I, d � � � � c^ .4��, •.°4 a�rd. � � as d .°d '" Q q � to •. .e ,,. ..,a 4;� 4 a ELEV. * 192.t7 q d .4 q d' ,`d . ELEV. 14 ��s a 1 4 VIA ORIFICE a a e d 2 4" DIA ORIFICES rye EL 190.25 4 q ! . �� t90.25 � 4 ° n a INV• s a , TOP OF BAFFLE t) 4" ILIA ORIFICE TCE OF BAMg _ ELEV. * 191.67 d 3:1 SLAP q ELEV. s 191.00 a ° . 2) 4' DIA ORIFICES 3:1 SLOP a d "° a a,a ? a 'd C d c a • _ 4 4 q ° 2 6' DIA. ORIFICES a. a ° • d 6" PVC DISCHARGE PIPE d 1D CMP DISCHARGE PIPE ° a 22 b DIA. ORIFICES W. OUT* 155.00 ne .*1813.00 EXTEND EXISTING AS REQ'D d da .� E O �/ /�Syr �n �/� II�V��88.85 a ° INV• O i R 1W�V n d e a \ d 0 4 d BOTTOM OF BAST a e 'd 130170M co OF pHyASINJ I I q Q a r + f� EL. * 188.Q0 l88.85 q Q a q Y C7 LY > OT TOM OF STRUCTURE ° d 2' DIA. d ° a Q $O 1-.-0 OE 5�2UCTi.JRE-_ 3' DIA. ° Q ELEV• t87.50 a e d e ORIFICE /� � �/ fn8�C /yam � ORIFICE q' ° ^ d a ELG.r• = iW.J-J °� a •y a� d /�.� a ORIFICE a� d °.- � � ORIFICE q q d a 1 2' DIA. ORIFICE ° q 1 3' DIA. SECTION INV.- 3. ELlrV.*188.00 DISCHARGE " ��CTION INV. ELEV,*188.85 6' PRECAST PIPE 6. PRECAST ON•t' VIED PIPSCHARGE CONCRETE BASE CONCRETE BASE # L OUTLETC � STRUCTUREo DU�rL��` CQN�'�DL 5"r�UC~rU�� CONTROL #2 SCAL,.F: NOT TO SCALE SCALE: NOT TO SCALE Z U � Z � n � Z I O ZZ � U o Z 0 Z a W O_ U UI Z o I* a. a TYPE 'F' CATC14 BASIN FRAME —_ AND GRATE AS REQ'D - SET a" 2 — a f] 2'-0'X2'-00 AND SURROUND FRAME WITH }' w MORTAR = 3 — �O RIM ELEVATION U U.... w BRICK COURSES AS RF_Q'r TO ..,.. --__'PROVIDE PROPER RIM ELEVATIONo �.• — �W e COVER ELEVATION W = aJ d° ~i•+ y• FLEXIBLE BUTYL JOINT SEALANT _ `-- •;�. ; •• o 4 r 1 1 1 d wwr. w to r .1 • R Y PRECAST CONG CATCH BASIN ti...• •`: .�= a '' F —AIM ME AB NOTED = BEAL n � Q : , JOINT W/ MORTAR- -` J � w ,�_ 1 SLOPE f" THICK CLASS I "TOP' MIX i I 2' THICK CLASS I 'BINDER" INVERT OUT EL.1:1/A ION •;. CA CH 13A51N - 1 f,R,gp MIX- SEE L101 FOR LOCATIONfi! = :> •�"• RIM EL 192.68 . o z46 FRAME T 8. ;-• N F COMER EL 191°51 RIVER STONE PLUNG POOL 189. AT OUTLET END ONLY . SUMP ELEVATION :r,' '� - SUMP EL- 167. :',� .�;•..':k "`.' . t• • co ,.'• CATCH 8�i5IN -.2 RIM EL 192 77 .....- FRAME 8 HDPE STORMco III fI1 III III _ ..-, w ! it III III III I1 COVER EL 191 DRAIN SEE Lio2: � I t89:06 SUMP EL 157.06 O ' TNtGIC HANK RUN GRAVEL = 48" DIAMETER " CL RUBBER GASKET a CA CN BASIN 3 JOINT - TYP UNDISTURBED SOIL RIM EL 1 50 0 FRAME T 8 w N COVER a. 191 m' i 189.3 � .Z � C"7 SUMP EL'' t87:3 D ND�1_ LUNGES FOOL � DE I �""1I � CONCRETECATCH BASIN DETAILFLARE, , BITUMINOUS PAVING DET 2442 NOT TO SCALE - SCALE:1/2 *1 -0 SCALE:3/4'*1'-0' L501 9114r2M 7:57:28 AM 1 01-011 ti3 1q3 --189 all 188 � 70 11_0" 21-0" it_ON 10, 10 1t'r8,50 = o MAID!!-TOLE FRAME 4 COVER AS ?rt REQUIRED SET SURROUND 20X20 a w FRAME WITH MORTAR , 3" ANGULAR STONE t 0 194 � INi EL A ION ! 144.00 + +ig4.00 189 HRIGK COURSES AS REQjV TO 194 PROVIDE PROPER RIM ELEVATION Ao •,�-',;,,;, r : a; ,ti• FLEXIBLE BUTYL JOINT SEALANT 18q.00 + CTYP7 s m , +18g.00 try w T IRON CATC14 BASIN WOOD Q tx ,•. CAST v �a ' JOI14T W/ MORTAR r� 1 INV1=Rt IN I I . I n_ ELEVATION _�. -� Iq3 .-" '• INVERT OUT ELEVATION (n o w �`� •' , PRECAST CONC CATC 4 BASIN I68 a IN MAN HOLE FLAN . y ` 4 ~ f RIM EL iq5 00 • * a .:• o r FRAME W . �' •., ER EL 193.83 PLAN 1e1�.5o ,t� i.• �; INV INN i68.33 INV IN NE f$8.33 2t-p" tfwp" {. INV IN 188.33 21-00 1'-p„ 0 O _ • '• SUMP EL I84.I .� +• ••�••.f� y � �y,��yti +-!. •t,w f ..-1g4.00 EL-18g.00 O !- 1 — 1 r- EL-1g3.50 i EL�iSS iIr R UNDISTURBED SOIL - I ' W '� v 04 � 11 � �111„1111 � �1111 � IIlIIi o10 ON WOVEN GEOTEXTILE � ON WOVEN GEOT1DfnLE n D " 60" DIA.-- N.`r.5. ! IPRAP IZIPRAP At SECTION SECTION POODED MANPOLE E IERGENCY 5FILL NAY SEDIMENTo w , � �"�A'�' W/ STONE 5�' IL.LI�IAY � SCALE:i/2'-i`-W SCALE:I/2-1 -0 " ' SCALEsi/2 -i -•0 I� � D WZf`- w zzcn w o z -i41( O Z w (La. 0 I-- GROUND SURFACE ..... 00 --.. 7 L � w V) 1. Hm1G= SUITABLE MATERIAL WILL HE CLASS I, . Il OR III AND INSTAIA AS REQUIRED IN ASTM •-r • ' .�-= =21, LATEST EDITION. R UNLESS OT14ERWISE SPECIFIED BY THE ENGINEER, �— Soso 0.= 0 FINAL SACKFILL MINIMUM BEDDING THICKNESS WILL BE 4% (100 M) _ U _ FOR 4"-24' (100-•600mm) AND 42"-�48'{1050-12ft") — UNDI5TURBED CORRUGATED POLYETI4YLENE PIPE (CPEP); 6` (150rrm) EARTH xw FOR 300-W (750-900m") CPEP. wo ,L] — v 2, }�j�ING AND INITIAL_HACKEILL: SUITABLE MATERIAL "`" 13 W co icf'%% WILL BE CLASS 11 11 OR Ill AND INSTALLED AS Q Q REQUIRED IN ASTM =21, LATEST EDITION. INITIAL SACKFILL, 3, UNLESS OTHERWISE SPECIFIED BY TgE ENGINEER,. NDPE PIPE•-� 69-121 (IW-300i rRn) MINIMUM TRENCH WIDTHS WILL BE AS FOLD= '; CONTINUOUS NAY BALES LAID A80VE TOP OF PIPL: END TO END W/ 2 - 1'X1•X48� a ` t NOMINALMIN- HM _*TAM_ES DER BADE Q . In (mml Id 4 (100) 21 (530) I 'Q NAUNCNING, TO b (150) (am} 3-'0 HICrf•1 PREFABRICATED SILT SPRiNGLINE`OF PIPES 1 ` FENCE .� ! B { ) (6 ) WITH MIRAFI FILTER FABRIC OR EQUAL 4 10 250 28 0 c r ,i „ Q 4-0 WOOD STAKES 0 8.4 O.C. - BURY Q BEDDR MATERIAL S -r' , W Q 12 (300) 31 (79D) �. .f" FILTER` FABRIC 4" INTO TOP SOIL 15 (375) 34 (860) L. " 1CC 1e { ) 3q (qeo) FLOW ").✓IL '� Q FOUNDATION 24 (600) 46 (1220) .�.-��; a 0 co cr 30 (750) Lu _.... MIN. TRENCH WIDTH 36 (900) 76 (1950) 42 1050 83 2110 48 (1200) Sq (2260) Q C m 60 0600) 102 (2590) co o Z Cl] cc d SECTION— NOT PROSIQN CONTROL BARBIERTYf' I:CAL TRENCHtt��A Aryry TO SCALE SCA�.E:3/4"•1'-0' 2442 2L50 9l1�12006 7.5s-45 AM a SITE NOTES A55REV I AT I ONS S"r BOL LEGEND GENERAL SEE DRAWING L101 FOR SITE PLAN A.F.F. - ABOVE FIN1544 FLOOR ALUM. ---- ALUMINUM 0EXISTING CATCd-I BASIN 5EE DRAWING L102 FOR SITE UTILITIES PLAN AAPPPROX. -- AAPPROOXIMATE N PROPOSED CATCH BASIN A SIT - BITUMINOUS SEE DRAWING L103 FOR SITE GRADING PLAN BLK. - BLOCK O EXISTING LEACHING CATCH BASIN C.B.SLOG. - CATCH BASIN I� PROPOSED LEACHING CATCH BASIN NG SEE DRAWINGS L501 L502 FOR SITE DETAILS CLKG. --- CAULKING Q C.I. CAST IRON EXISTING HYDRANT WITH GATE VALVE ASSUMED SOIL BEARING CAPACITY: 4�000 P.S.F. GT CENTERLINE R. .-- CENTER C FIELD VERIFY EXISTING CONDITIONS PRIOR TO COMMENCING SITE WORK. C.O. -- CLEANOUT PROPOSED HYDRANT WITH GATE VALVE tf� CLR - CLEAR FILL # BACKFILL FILL AND SACKFILL WILL BE PLACED IN LAYERS NOT EXCEFDING 8o IN OMM, co" —_ COATED PROPOSED POLE MTD LIGHTN - MPACTED ' --; FILL AND BACKFILL WILL HE COMPACTED TO a COM5% OF MAXIMUM DENSITY OF CONC.P. -- COCONCRETE s PROPOSED GROUND MTD LIGHT tu OPTIMUM MOISTURE CONTENT. GONST. `-` CONSTRUCTION 46? EXISTING FLARED PIPE END W/ RIP-RAP PLUNGE POOL CONT. -- CONTINUOUS SIT PAVING BITUMINOUS PAVEMENT WILL BE PLACED IN TWO LAYERS U.O.N. WIT14 2 1/2" � - CONTROL CONTRACTOR CW PROPOSED FLARED PIPE END W/ RIP-RAP PLUNGE POOL THICK BASE COURSE OF MASS. STATE D.P.W. CLASS I "HINDER" MIX AND 1 1/20 CMP - CORRUGATED METAL PIPE THICK TOP COURSE OF CLASS I $TOP MIX" - SEE SITE PLAN FOR TOTAL PAVING DP -- DEEP D EXISTING FLARED PIPE END ��t%t"$ DEPTH DET. - DETAIL DIA. --• DIAMETER ! PROPOSED FLARED PIPE END DRAINAGE PIPING DRAINAGE PIPE WILL BE SET AT A 0.6% SLOPE U.O.N. DI. - DDIIMWN SION DRAINAGE DR, - DRAIN CDEXISTING CONCRETE CULVERT SEE L102 FOR ADDITIONAL INFORMATION. - DRAWING STRUCTURES �G' C31 PROPOSED CONCRETE CULVERT A.I. - DUCTILE IRON A CT. ELECTRICAL O EXISTING SANITARY MANHOLE ELEV. ELEVATION EQUIP. ---• EQUAPMENT • PROPOSED SANITARY MANHOLE E O EXIST. EXISTING DG EXISTING GATE VALVE U E.J. --- EXPANSION .JOINT 0 O EXT. - EXTERIOR DQ PROPOSED GATE VALVE } FT _ C . - FINIIS FS1 FEET CAPPED PIPE END oFLOOR a `4 FLR. FOOTING -D<9 CAPPED PIPE END W/ GATE VALVE O -r r- FEN. ----•- FOUNDATION 3 Ih GA. ---- GAUGER' EXISTING UTILITY POLE 3 ¢ GAL. ••--• GALLON GALV. --- GALVANIZED 4' PROPOSED UTILITY POLE GR. - GRADE HGT. - HEIGHT HANDICAPPED PARKING SPACE H.P.S. -- H1GH PRESSURE SODIUM SYMBOL LEGEND 1 YO. ---- HORIZONTAL � z HYD. �- HYDRANT TEST PIT INCL. - INCLUDING ® TRANSFORMER PAD o INFO. ---- INFORMATION TREE LINE � � � I.D. .. - INSIDE DIAMETER U W CONCRETE BLOCK EARTH INT. — INTERIOR I.P. �-- IRON PIPE PROPERTY LINE IY Z INV.' -- INVERT W - JT; --- JOINT W Z BRICK STEELL.C.H. — LEACHING CATCH BASIN EASEMENT LINE Z Z (/� W LG. �•-- LENGT14/LONG 0 Q Z U L N+. -- LINEAR "" -E-- - EXISTING ELECTRIC SERVICE Z J Q Z L.P.S. -•--- LOW PRESSURE 50DIUM W LL (.? • x"�r'*. :s CONCRETE M.H. - MANHOLE �'-�-II. PROPOSED ELECTRIC SERVICE Z RIGID INSULATION MAN. --- MANUAL � MAT'L - MATERIAL E EXISTING SITE ELECTRIC d. MAX. - - MAXIMUM -�E— PROPOSED SITE ELECTRIC GRAVEL MED;. -- MEDIUM 4 SECTION INDICATOR MIN. -- MINIMUM M15G. --- MISCELLANEOUS TEL EXISTING TELEPi-TONE LINE M.R.:- . - MOISTURE RESISTANT >N >_ MTV---. - MOUNTED ----T&— PROPOSED TELEPI.IONE LINE NOT IN CONTRACT GRAVEL/RI PRAP N�T N. --- NOMINAL W EXISTING WATER LINE 1 .5. „`�' NUMBNOTE ��R . � Z _ - -W--�--� PROPOSED WATER LINE OFF. ..-- O.C. --•- ON CENTER i` OPNG --- OPENING --GAS--- EXISTING GAS LINE Z< Opp.. -:�• 4 O.D. ---- OUTSIDE DIAMETER PROPOSED GAS LINE O PTD; --- PAINTED ""' U c_ PERF. PERFORATED •- -SAN EXISTING SANITARY SEWER LINE _ - U W PERP, _ PL. -•-- PLATE =- PLY. •�- PLYWOOD —gam,--- PROPOSED SANITARY SEWER LINE -- I ^ > J P.S.F. - POUNDS PER SQUARE FOOT - --ST-- - EXISTING STORM DRAIN LINE W w-J P.S.I. - POUNDS SURE TREATED ER SQUARE #NON = O V R - RADIUS PROPOSED STORM DRAIN LINE - - 0 REF. - REFERENCE W,. REiNF. - REINFORCED -�G PROPOSED CULVERT LINE R.G.P. --- REINFORCED CONCRETE PIPE REQ.'D -- REQUIRED ---`RP— PROPOSED ROOF DRAIN LINE RET. - RETAINING REV. - REVISE - ---g¢-.... PROPOSED SLOTTED DRAIN LINE S R.O.W. -- RIGHT OF WAYri. ; R.O. - ROUGH OPENING SAN. - SANITARY Irv_ PROPOSED FRENCW DRAIN LINE S.M.N. --- SANITARY MA"! � : ... ESSCWED. _ EDULE 1©-�-�- PROPOSED INFILTRATION DRAIN LINE SECTION SEW. -•- SEWER EXISTING CONTOUR LINE ». - SHEET SDG, SIDING PROPOSED CONTOUR LINE " . � SII"1, SIMILAR � sm: -- SQUARE --..--� DIRECTION OVERLAND WATER FLOW STSTL. - STAINLESS STEEL D IA STL. - STEEL -}- 461.01 EXISTING POINT ELEVATION 5T0. ---- STORAGE STR. - STRUCTURAL + 4b1.0' PROPOSED POINT ELEVATION w • SL yr METRIGALLINE C� TEMP. -'TEMPERED THICK ;... � � � co s4 TYP. TYPICAL w U O N. UNLESS Cr1'HERWISE NOTED Z : U G y--�- UNDERGROUND` . CD VERT, -- VERTICAL hI 14 F -w- WELDED WIRE FABRIC Z W = W1� � 0o WD. -- WOOD �] tu c` 2442