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8047_SITE PLAN- MILLENNIUM PRESS- 570 SILVER ST.- BLDG. ADDITION MiIIPi� niurn Gress 5�-o s, lV-P,,- s+ree,+ �vilcfii� d cit �on r AGAWAM OFFICE OF PLANNING & COMMUNITY DEVELOPMENT SITE PLAN REVIEW REVIEWER: Deborah S. Dachos DATE: August 3, 1999 DATE RECEIVED: July 22, 1999 DISTRIBUTION DATE: July 22, 1999 PLANNING BOARD MEETING DATE: August 5, 1999 APPLICANT INFORMATION 1. Name of Business: Millenium Press Address: 570 Silver Street, Agawam, MA 2. Owner: Jim Sullivan Address: Same Address Telephone: (413) 821-0028 3. Engineer: Paine & Co., Landscape Architects/Nicholson Engineering Address: P.O. Box 429, Westfield, MA Telephone: (413) 568-6564 PLAN REVIEW Scale: 1"=20' Date: July 22, 1999 Title Block (Street Address, Applicant's Name, Address, Scale, Name of Preparer of Plan): Plan must be stamped by an Engineer. Description of Project: Construction of a 4,600 sq.ft. addition to an existing printing company located in the Agawam Regional Industrial Park. Site Plan Review Page 2 Description of Site: Proposed addition is to be located at the rear of the building. The site is fully cleared and the Agawam Conservation Commission has determined that there are no wetlands on the site_ Provision for Traffic Flow: Unchanged. Parking: The site presently has 20 parking spaces (including 1 handicapped). Thirteen new spaces shall be provided (including 1 new handicapped). There are twenty employees and the 33 spaces satisfy the parking guidelines. Drainage: See the Engineering comments. Public Utilities: Unchanged. Landscaping/Screening and Buffers: The following landscape 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'_ If the pine trees which exist at the rear of the lot must be disturbed to install the drainage a notation must be placed on the plan. Sign Location: Unchanged, Exterior Lighting: The Planning Board would prefer that wallpacks not be used, Rendering or Elevations: Elevations of all sides of the building must be provided. Colors and textures must also be submitted. Dumpster Location: The height and type of fencing proposed to be used around the dumpster must be shown on the plan. Other Comments or Concerns: Please see the attached comments from the Fire Department. TOWN OF AGAWAM of INTEROFFICE :,: MEMORANDUM To: Planning Board CC: Pile, MCC From: James T. Daley, R E. Date: October 7, 1999 Subject: Millennium Press - SP337 Per your request, we have reviewed the drainage calculations, "Drainage Calculations for Building Addition, Millenium Press, Prepared For: Millenium Press, 570 Silver Street, Aga,%vam, Massachusetts; Prepared by. Nicholson Engineering, Inc_, 18 Ferris Street, fndian Orchard, MA 01151; Date 8/24/99" and we approve them. If you have any questions, please do not hesitate to contact our division. Sincerely, Sincerely, James T. Daley; PE. Michael C. Chase, E.l T Town Engineer Civil Engineer I , . �Lp -Vo,iigmo(!i4;pVV!1V)2.wlxl �� 0 0 Sb4l TOWN OF AGAWAM O� 9 INTEROFFICE MEMORANDUM �o�4RATE0 M�y� To: Planning Board CC: From: James T. Daley, P. E. Date: September 2, 1999 Subject: Millennium Press SP337 Per your request of August 26, 1999, we have reviewed the plan received August 26, 1999 and we approve it. The drainage calculations have not been reviewed in the week we've had them, but we will review them for the Storm Drainage Permit, processed here. h:lengineer1sp1337101.wpd F RoM THE DESK OF... a LAMES T.DALEY,P.E. TowN ENGINEER ENGINEERING DIviSION TowN ADMIN.Bu[IDING 36 MAIN STRFEr AGAWAM,MA 01001 413-786-0400 ExT.275 Fax: MEMO TO: Engineering Department FROM: Planning Board DATE: August 26, 1999 SUBJECT: Site Plan -Millenium Press - revised plan Please review the revised Site Plan for Millenium Press which was submitted to your office on August 26' along with drainage calculations to be sure the plan is ready for the Board's signatures at their September 2nd meeting. Thank you. DSD:prk PAINE & COMPANY LANDSCAPE ARCHITECTS SITE PLANNING 0 SITE DESIGN 7.1 MIU,1,T. P.O. BOX 429, WESTFI€LD MASSACHUSETTS 01086 • (413) 568.6564 Transmittal Date: To: CtM"6 ❑ Mailed ❑ Messenger Hand Carried El Project: I��t� llnln. -V Sending: Action: Prints _ ❑ For Approval ❑ Original Drawings ❑ For Information/Distribution [] Specifications Q Review and Comment ❑ Shop Drawings ❑ As Requested [] Reproducibles, ❑ For Your Use Documents ❑ 0El Description: Copies: Dated: Remarks: C ev wttr 4D r� ' OL Nis 6 1999 Copies: �� 'ti '''�'` `' g Town of Agawam 36 Main Street Agawam, Massachusetts 01001-1837 M� Tel. 413-786-0400 Fax 413-786-9927 cc ry August 6, 1999 Jim Sullivan Millennium Press 570 Silver Street Agawam, MA 01001 Dear Mr. Sullivan: At its duly called meeting held on Augusf 5, 1999, the Agawam Planning Board voted to approve the Site Plan entitled: "Site Layout, Landscape Plan, Building Addition, Millennium Press, 570 Silver Street" prepared by Paine& Company Landscape Architects and dated July 22, 1999 with the following conditions: 1_ The comments contained in the Engineering Department memos dated August 2, 1999 and August 3, 1999 and attached be addressed. 2. The comments contained in the Fire Department's memo of July 28, 1999 and attached be addressed. Three(3) sets of the revised plans are to be submitted to the Planning Board for its signatures. If you have any questions, please contact the Planning Office at 786-0400, extension 283. Sincerely, ezz-�� Charles R. Calabrese, Chairman Agawam Planning Board cc: Clerk Paine & Co. Building Engineering File MEMO To: Planning Board i From: Sergeant Donald Gaileran J( Subject: Site Plan-Millenium Press-5 i ver Street Date: August 4, 1999 The addition off the back of Millenium Press has no impact with traffic or pedestrian safety. However, with the addition of parking spaces, they must be in compliance with the Town Code for Handicapped parking spaces. t TOWN OF AGAWAM MEMORANDUM " ATED To: Planning Board CC: John P. Stone, File, VRK From: Engineering Date: August 2, 1999 Subject: Site Plan- Millennium Press Proposed Building Addition- 570 Silver Street - SP 337 Per your request dated July 22, 1999 we have reviewed the site plan entitled, " Building Addition Millennium Press, 570 Silver Street, Agawam, Massachusetts, by Plan It Green- Paine & Company Landscape Architects,dated July 22, 1.999, scale 1" = 20'," and per request dated July 27, 1999 we have reviewed the revised Sheet #3 for Millennium Press, revised July 23, 1999 by Nicholson Engineering. We have the following comments: 1.) The following notes should be included on the plan- A. "Prior to any installation of any sewer, water or drainage lines, the contractor/owner shall contact the Town of Agawam's Engineering Division, 786-0400 x 27518. No piping/appurtenances will be installed or backfilled without the permission of the division." B. "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." 2.) A storm drain permit has been submitted, but we have not received any calculations for pre and post conditions_ Drainage calculations should include the 2 year and 100 year storms. The submitted calculations should be stamped by a Massachusetts Registered Professional Engineer. The revised sheet 3, dated July 23, 1999 shows the roof drains for the proposed building entering drywells. We do not give credit for drywells as a means of storage. The Town's Storm Drain Ordinance allows for detention basins that include positive outflow such as the existing one that is on site. If there is no increase in run-off for the proposed site, calculations should be submitted to prove this. 3_) The plans should include a detail of the proposed bituminous concrete parking area (typical section). 4.) If there is curbing proposed for the parking area it should be shown and labeled on the plan and a detail should be provided as well. 5.) The revised site grading and drainage plan dated July 23, 1999 by Nicholson Engineering, has a contour(southeast corner of property, part of the grassed swale) that is labeled as elevation 192 and elevation 194. This should be corrected so that it is labeled as elevation 194 only. 6.) The plans are required to be stamped by a Massachusetts Registered Engineer. T) The submitted plan has ample parking provided, 33 spaces. We recommend that the parking space markings be revised at the furthest aisle from the building (eastern side of parking lot) since the second stall from the north is undersized. Either alternate one space or increase the overall length. If you have any questions, please do not hesitate to contact our division. Ze�sT. cerely, c Daley P.E. Van is Town Engineer Civ' gineer I H:IENGINEER\SITEPLAN\Sp337.vapd 0 TOWN OF AGAWAM MEMORANDUM D M� ` Th: Planning Board CC: John P. Stone, File, VRK From: Engineering Date: August 3, 1999 Subject: Site Plan - Millennium Press Proposed Building Addition- 570 Silver Street - SP 337 Per your request dated July 22, 1999 we have reviewed the site plan entitled, " Building Addition Millennium Press, 570 Silver Street, Agawam,Massachusetts, by Plan It Green - Paine & Company Landscape Architects, dated July 22, 1999, scale V =20'," and per request dated July 27, 1999 we have reviewed the revised Sheet #3 for Millennium Press, revised July 23, 1999 by Nicholson Engineering. On August 3, 1999 we received the drainage calculations for this site plan. We will not have sufficient time to review the drainage calculations for the Planning Board meeting on August 5, 1999. We require the calculations that are submitted to use the 2 year and 100 year design storms for pre and post conditions. The submitted calculations we received use a 10 year design storm. We require a positive outflow on-site detention system. Drywells are allowed to be used on site, but our Storm Drain Ordinance does not recognize infiltration as a means of storage. If you have any questions,please do not hesitate to contact our division. cerely, Si r , James T. Dale , P.E. an annakis Town Engineer Civ' E gineer I H:\ENGINEER\SITEPLAN\Sp337_1.wpd r • 0 TOWN OF AGA,WAM h�4 36 MAIN STREET AGAWAM. MASSACHUSETTS 01001 • TeL 413-786-0400 !a M 1r1 V10 J TO: Building Inspector, Engineering, Police Dept_, Fire Dept. FROM: Planning DATE: July 22, 1999 SUBJECT: Site Plan - Millennium Press Proposed Building Addition - 570 Silver Street Nease review and comment on the attached Site Plan for Millennium Press proposed building addition prior to the Board's August 5' meeting. Thank you. DSDj 13"vm tk�ia� i'S no $y$t 52. Tti�s �3-a;lC1:4j I'S kel&st s � rV F PA S*w , 11 H 1 b� .� �,w%e AtR_�f P [jY see- c ;,� JII M FIRE DEPARTMENT APPROVAL SIGN cmr�, 5a7 — CIF 527 CM jWOARD OF FIRE PREVENTION REGULAT& . 25,03: Exterior Acccss to Buildings Designed for Retail Occuyancv The plan for any new retail building shall include an access for fire equipment on at least two sides of the building, such access to be approved by the head of the fire department on the plans prior to construction of the building. Access to present buildings shall be kept clear of hazardous substances and obstacles which may, in the opinion of the fire department, impede the proper placement of fire apparatus and personnel in case of fire_ 25.04: Interior of Buildings Used for Retail PulRoses The held of the Eire department will inspect retail establishments and may direct the owner or operator of such building relative to maintaining clear aisles and exits free of obstructions and hazardous substances. The head of the fire,department may also direct the operator of the establishment to locate hazardous substances in certain areas of the building so that there will be less danger to the public in case of fire. V 25.05: Commercial and Institutional Oc ancv Buildings. The hcad of the fire department shall inspect the outside access to such buildings to make certain that suitable areas are provided for the stationing of fire apparatus for rescue and fir extinguishment purposes and that sufficient unimpeded entrances and exits exist for the entrance of firefighting personnel and the evacuation of the building_ The interior of the buildine shall be inspected by the head of the fire department to asce.,mn that all exits and main corridors are free of obstruction and that hazardous materials.if kept in such buildings. shall be located in a place designated by the head of the fire department. If the head of the fire department believes that obstructions or hazardous substances present an impediment to the evacuation of the building or the access of the fire department, he may have such obstacles or hazardous substances removed_ 25.06. Buildings of Industrial Occupancv Access for fire apparatus shall be provided on at least one side of every industrial type building,such access to be kept clear of all obstacles and hazardous materials as the head of the fire department may direct The interior corridors and exitways of all such buildings shall also be kept clear of obstacles and hazardous materials as directed by the head of the fue depanment, who shall inspect all such buildings at least once each year at any time without prior notice provided it is during the normal working hours of such institution. 25.07: Buildings of Habitable Occu aanncv Each building built for residential occupancy after the approval of 527 CMdR 25.00 shall include a suitable paved access for Eire apparatus on at least one side of the structure. In addition, a clear, unobstructed way shall be provided from such fire apparatus access point to all exits of such building. 'The head of the fire department shall inspect such access areas and order any obstacles or hazardous materials removed at his discretion. The head of the fue department shall also inspect the interior of such buildings at a reasonable hour and shall make certain that corridors,hallways, and other exitways arc clear of obstacles and hazardous materials which might prevent the timely evacuation of the building or the efficient operation of the firefighting personnel in case of fire or explosion. 25,M Public and Private Preperty Hazardous substances shall not be left unactended within 100' of any building without a permit from the head of the fire department. If, in his opinion, the nature of the hazard requires a greater separation from the building, the head of the fire department may so dictate. The head of the fire department may order hazardous materials to be removed from any public or private property if the presence of such material does not comply with 527 CMR 25.00 or with other regulations of 527 CNIR. 9/1h33 527 CMR - 236 GENERAL REQUIREMENTS 1141-7 Story. That portion of a building included between the 3-1.7 Parking in any means of access shall not be permit- upper surface of the floor and the upper surface of the floor ted within 20 ft(6 m)of a fire hydrant,sprinkler,or stand- or roof next above. pipe connection or in any other manner that will obstruct or interfere with the fire departments use of the hydrant or Street. A public thoroughfare(street,avenue,or boule- connection. vard) that has been dedicated for vehicular use by the pub- lic and can be used for access by fire department vehicles. 3-1.8 "No Parking" signs or other designation indicating that parking is prohibited shall be provided at all normal and Structure. Any building, monument,or other object that emergency access points to structures and within 20 ft(6 m) is constructed with the ground as its foundation or normal of each fire hydrant, sprinkler, or standpipe connection. resting place. Supervised Automatic Fire Extinguishing System. Any 3-1.9 Where no recognized water supply distribution sys- automatic fire extinguishing system that is constantly mon- tem exists,appropriate access shall be provided for water sup- itored so as to determine its operating condition at all times. plies in accordance with the provisions of NFPA 1231, Standard on Water Supplies for Suburban and Rural Fire System. Several items of equipment,assembled,grouped, Fighting. or otherwise interconnected,for the accomplishment of spe- cific purpose or function. 3-2 Fire Lanes. Wildfire. An unplanned and unwanted fire requiring 3-2.1* Fire lanes shall be provided as required by the fire suppression action;an uncontrolled fire, usually spreading department having jurisdiction and in keeping with the fol- through vegetative fuels but often threatening structures. lowing requirements. 3-2.2 Fire lanes shall be at least 20 ft (6 m) in width with Chapter 3 General Requirements the road edge closest to the structure at least f0 ft(3 m)from the structure. 3.1* Means of Access for Fire Department Apparatus. 3-2.3* "No Parking — Tow-Away Zone" signs shall be 3-1.1 Means of access for fire department apparatus shall posted in accordance with the instructions of the fire depart- consist of fire lanes, private streets,streets, parking lot lanes, ment having jurisdiction, and a method of enforcing such or a combination thereof. provisions shall be provided. 3-2.4 fire lanes connecting to public streets. roadways, or 3.1.2 deans of access for fire department apparatus shall private streets shall be provided with curb cuts extending at be provided to all structures in planned building groups in least 2 ft (0.6 m) beyond each edge of the fire lane. accordance with Section 3-1 and the applicable provisions of Sections 3 ? through 3-9. 3-2.5 The designation and maintenance of fire lanes on pri- vate property shall be accomplished as specified by the fire 3.1.3* deans of access for fire department apparatus shall department having jurisdiction. be constructed of a hard, all-weather surface adequately designed to support the heaviest piece of fire apparatus likely 3-3* Parking Lot Lanes. Parking lot lanes shall have a min- to be operated on the fire lane, private street,street,or park- imum of 25 ft (7.5 m) clear width between rows of parked ing lot lane. vehicles for vehicular access and movement. 3-1.4 Every dead-end roadway more than 300 ft (91 m) in 3-4 Grades. length shall be provided at the closed end with a turnaround acceptable to the fire department. 3-4.1 Grades shall be no more than 10 percent. 3-1.5* Turns in roadways shall maintain the minimum road Exception: The authority having jurisdiction may allow steeper f width. grades where mitigation measures can be agreed upon jointly by the fire chief and the road engineer. u 3•1.5.1 Turns in publicly owned or privately owned major 3-4.2 Any secondary road intersecting with another road feed roadways shall be constructed with a minimum radius shall be sloped one to three percent down and away from ' of 100 ft (30.5 m) to the centerline. the intersection for a distance of 100 ft (30.5 m) From the intersection. 3.15.2 Turns in other privately owned means of access shall t, be constructed with a minimum radius of 25 ft(7.5 m)at the 3-4.3 Grades shall be no less than 0.5 percent in order to s ` inside curb line and a radius of 50 ft (15 nt)at the outside prevent pooling of water in the traveled way. curb line. e 3.1.5" Roadways shall be not less than 24 ft(7 in)wide pro- 3-5 Location of Structures. a vided no parking is allowed, not less than 30 ft (9 m) wide 3-5.1 Structures exceeding 1000 sq ft(93 sq m)gross floor d if parallel parking is allowed on one side, and not less than area shall not be set back more than 50 ft (15 m) from an 30ft(10.5 m)wide if parallel parking is allowed on both sides. approved fire lane or street. 1990 Edition 5. 0 Q 0 TOWN OF AGAWAM 36 NIAIN STREET AGAWAM. N ASSACHUSETTS 01001 y Tel. 413-7 86-0400 � M MEMO TO: Building Inspector, Engineering Dept., Police Dept., Fire Dept. FROM: Planning Board DATE: July 27, 1999 SUBJECT: Revised Sheet #3 - Site Plan - Millenium Press -570 Silver Street .attached for vour review and comment is a Revised Sheet 93 of the Site Plan for N illenium Press, 570 Silver Street. The Planning Board will be reviewing this plan at their August 5`h meeting. Thank you. DSD:prk PAINE & COMPANY LANDSCAPE ARCHITECTS SITE PLANNING SITE DESIGN 7.7 mm,sT. P.O. BOX 429. WESTFIELD MASSACHUSETTS 01086 . (413) 588.6584 Transmittal Date: • Z3•117 To: 14GY,,4J I Cc r1 r►{;y,- _ ❑ ^ Mailed ❑ Messenger [� Hand Carried Project: Sending: Action: Prints ❑ For Approval ❑ Original Drawings ❑ For Information/Distribution ❑ Specifications ❑ Review and Comment ❑ Shop Drawings ❑ As Requested ❑ Reproducibles For Your Use Documents ❑ . Description: Copies: Dated: t��a y�St�_ slams- - 3 - Ge"! 5 + to .Z3.6 Remarks: rr1 i"/1 fdws,Gfiah [�. Copies: BY: ��_ „ „ .e Town of Agawam,De lent of Public Works: 0 The undersigned being the 4W We f of the property located (eg:Owner,Lessee,Tenant,Intended Purchaser,etc.) at 1510 S 1 l.rV G I. -6T _ does hereby request a permit to,, (11GftGLtt 1 i^`tFlViE�l1 t Go��' O� �h _ (eg:Connect to,Alter,Increase Rlrmuffto,or increase Impervious Cover of an area draining to) - a storm drain,water course,channel or detention facility at I, A plan of the property showing accurately at I storm drains_water courses,channels or detention facilities now existing is attached hereunto as Exhibi("A”. (Submit in Duplicate) 2. 1110113 and specifications covering any work proposed,includin soil erosion and sedimentation control,to be perforated under Ibis permit is attached hereunto as Exhibit `I3". (Submit in Duplicate) 3. Calculations detennining existing and proposed storm water runoff,capacity of existing facilities impacted by the planned work and the design of detention facilities are attached Hereunto as Exhibit"C". (Submit in Duplicate) 4. The name and address of the engineer or firm who prepared the calculation,design plans and specifications covered by this permit is: [�.�It�,o1CQ� 6h�1 nett Tt t 61C C0+ . ��i.Q.S�.GI,� S. The name and address of the person or firin who will perform the work covered by this pennit is: IN CoNS112CRA-LION F 1.11E GRANTING OF TIIIS PER MIT TI IL UNDE iSi<S`t1YI+R GREE5: I. To furnish any additional informntion relating to the it stnllation of use of the storm drain for which This permit is sought as ntay be requested by the Superintendent. 2. To Accept and abide by all the provisions orsection I'15-1 through 175-59 inclusive of the Ordinances of the'Town of Agawam and of all other pertinent ordintuuce or regulations that may be adopted in(lie future. 3. To operate and maintain any starm drain and de(enlior facilities,as cony be required as a condition of the storm drainage permit in en e1liicient manner at all times,,and at no expense to the Town. 4. To cooperate at all times with(lie Superintendent of Public Works and his representatives in their inspection of storn drains,and any maintenance(hereof. 3. To notify 1he Superintendent of Public Works immediately 'n the event orany accident negligence,or other occurrence that occasions discharge to the storm drain of any wastes or process waters not covered by this permit or allowed by Section 175 of the Ordinance of the T'uwn of Agawam. G. !'o indemnify the Town from loss or dnninge hint may directly or indirectly be occasioned by the installation of the storm drain and related facility or connection. APPLICANT: _ DATE: ADDRESS7- —CSC-+�Ilw ,3(rr� �t Vclyrl CONDITIONS OF PERMIT: r ` 4i JUL 26 1999.. APPLICATION APPROVED AND PERMIT GRANTED PERMIT NO, DATE: SIGNED: SUPERINTENDENT — a . TOWN OF AGAWAM 38 4(AIN STREET AGAWAM, MASSACHUSETTS 01001 y - Tel. 413-786-0400 �A IMEMO TO: Building Inspector, Engineering, Police Dept_, Fire Dept, FROM: Planning DATE: July 22, 1999 SUBJECT: Site Plan - Millennium Press Proposed Building Addition - 570 Silver Street . Please review and comment on the attached Site Plan for Millennium Press proposed building addition prior to the Board's August 5' meeting. Thank you. DSDfjq S) PLAN IT GREEN • OINE & COMPANY LANDSOPE ARCHITECTS Site Planning • Environmental Design • Community Planning • Urban Design 22 July, 1999 Agawam Planning Board Office of Planning and Community Development 36 main Street Agawam, MA 01001 Re: Millennium Press Proposed Building Addition, 570 Silver Street Dear Planning Board: Please find plans for the proposed building addition to the Millennium Press building at 570 Silver Street. The addition will extend off the rear of the existing building as shown. Additional parking spaces are indicated as is a new loading dock area. This will result in additional paved surface as shown. Drainage will be as before with one leaching catch basin and the rest sheet flow into grasses drainage detention swales. There will be no change to the lighting. There will be additional landscaping at the foundation of the new building. Parking has been rearranged to provide better circulation and as stated above additional spaces provided to exceed the requirement. Thank you for your consideration with our application. Yours sincerely, V�j- % NZ— David A. Paine : JUL 2 2 1999 PLA NuN�;, 77 MILL STREET P.0.130X 429 * WESTFIELD, MA 01086 413.568.6564 413.568.6565 (t`X) AGAWAM PLANNING BOARD Form D Application for Site Plan Approval ,Pa Please complete the following form and return it and 10 copies of the Site Plan to: 1- Agawam Planning Board Office of Planning and Community Development 36 Main Street Agawam, MA 01001 1. Name of Business Millennium Press Address 570 Silver Street Agawam Jim Sullivan 2. Name of Applicant/Owner Address 570 Silver Street , Agawam Telephone 4 1 3 . 8 2 1 . 0 0 2 8 3. Name of Engineer/Architect Paine & Company Landscape Architects Nicholson Engineering Address P .O . Box 429 Westfield , MA Telephone 4 1 3 . 5 6 8 . 6 5 6 4 4. Please give a brief description of the proposed project: Proposed 57 ft . X 80 ft . addition off the back of the building with additional parking and truck service area Revised 11/06/98 PLAN IT GREEN • PAINE & COMPANY LANDSCAPE ARCHITECTS Site Planning • Environmental Design • Community Planning • Urban Design 22 July, 1999 Agawam Planning Board Office of Planning and Community Development 36 main Street Agawam, MA 01001 Re: Millennium Press Proposed Building Addition, 570 Silver Street Dear Planning Board: Please find plans for the proposed building addition to the Millennium Press building at 570 Silver Street. The addition will extend off the rear of the existing building as shown. Additional parking spaces are indicated as is a new loading dock area. This will result in additional paved surface as shown. Drainage will be as before with one leaching catch basin and the rest sheet flow into grasses drainage detention swales. There will be no change to the lighting. There will be additional landscaping at the foundation of the new building. Parking has been rearranged to provide better circulation and as stated above additional spaces provided to exceed the requirement. Thank you for your consideration with our application. Yours sincerely, ,AArA'c0T—' David A. Paine ' `"' JUL 2 2 1999 77 MILL STREET P.0.60X 429 WESTFIELD, MA 01086 413.568.6564 413.568.6565 (FX) H LL l fy 4r. I r � , �� _ � .. ;i .' -�,, 1 a I I E a I i . _ 1 — �' �I ■ I ,.. __ � � I �I �� • I , , . � Drainage Calculations for Building Addition Millennium Press Prepared For: Millennium Press 570 Silver Street ��P�� 1 OF Agawam,MA 01001 � %IA07NY R 9�y z NICHOLSONCIVIL Nl Prepared By: Nicholson Engineering Inc. No..3 18 Ferris Street ,p 92 Indian Orchard,MA 01151 {e�yQ Date: 7/21/" 1 of 5 Nicholson Engineering, Inc. Civil I Structural Engineers 18 Ferris Street Indian Orchard,Massachusetts TeL:(413)543-3109 Fax.:(413)543-3129 Project: Millennium Press Addition Date: 7/21199 Location 570 Silver Street, Agawam, MA 01001 Job No.: 99025.00 Methodology The methodology utilized in analysis of the existing &developed site is based upon the Rational Method as described in the American Society of Civil Engineers Manual of Practice#29. Where in: Q=cia Q = Quanitity of Runoff(c.f.s.) c = Coefficient of Runoff i = Rain Fall Intensity (in./hr.) a = Tributary Area of Runoff(Acres) Design Storm: The frequency of return for the design storm utilized in the analysis was determined to be the 10 year storm event. Purpose: The purpose of the analysis is to develope the pre developed and post developed peak rates of runoff for the site and determine the increase in runoff by the proposed building addition and parking lot. Any increase in runoff rate or volume, created by the new building addition and pavement are proposed to be infiltrated into the ground by means of precast concrete drywells. See the recommendations section of this report for a description of the proposed drywell sizes and construction details. 2of5 Nicholson Engineering,Inc. Civil/Structural Engineers 18 Ferris Sfreef Indian Orchard,Massachusetts TeL:(413)543-3109 Fax.:(413)543-3129 Project: Millennium Press Addition Date: 7121199 Location 570 Silver Street, Agawam, MA 01001 Job No.: 99025.00 Existing Conditions Area Coefficient AxC Acreas Existing Building: 0.16 0.98 0.16 Pavement: 0.32 0.98 0.31 Lawn: 1.75 0.20 0.35 Woods/Brush: 0.12 0.30 0.04 Total Site Area: 2.35 0.86 Composite C: 0.36 Intensity: 5.00 in.lhr. Runoff: 4.28 c.f.s. 3of5 Nicholson Engineering, Inc. Civil i Structural Engineers 18 Ferris Street Indian Orchard,Massachusetts TeL(413)543-3109 Fax.:(413)343-3129 Project: Millennium Press Addition Date: 7121/99 Location 570 Silver Street, Agawam, MA 01001 Jots No.: 99025.00 Developed Conditions Area Coefficient AxC Acreas Existing Building: 0.16 0.98 0.16 Pavement: 0.32 0.98 0.31 Lawn: 1.42 0.20 0.28 Woods/Brush: 0,12 0.30 0.04 New Building: 0.12 0.98 0.12 New Pavement: 0.21 0.98 0.21 Total Site Area: 2.35 1.11 Composite C-. 0.47 Intensity: 5.00 In./hr. Runoff: 5.57 c.f.s. 4of5 Nicholson Engineering, Inc. Civil/Structural Engineers 18Ferris Street Indian Orchard.Massachusetts TeL(413)543-3109 Fax:(413)543-3119 Project: Millennium Press Addition Date: 7/21/99 Location 570 Silver Street, Agawam, MA 01001 Job No.: 99025.00 Increase In Runoff: 1.29 c.f.s. Say: 1.50 c1s. Recommendations: Install (2) V diameter drywell with a capacity to inject 0.75 c.f.s. each into the ground. Assuming a percolation rate of 10 minutes per inch, surface area required would be: "Permeability": 0.003 c.f.s. 0.0017 in.lsec. Area Required: 166.67 s.f. Depth Required: 6.63 ft. Use(2) 8' Diameter x W Deep Drywells (See attached Sketch ) 5of5 24'0 CAST IRON FRAME AND COVER FINISHED SET TO GRADE GRADE] (TYp.) TOP SOIL FILTER FABRIC (ALL AROUND) , • PRECAST CONCRETE LEACHING CkIAMBER SEE PLAN FOR INVERT INLET OR OUTLET 24' S. PIPE. AS REQUIRED (SEE SITE PLAN) o 24' OF 3/4' TO 1-1/2- WASHED, CRUSHED STONE ALL AROUND (TYP.) FILTER RIC ( MOUH) ASNUMMELLDETAIL NUT TO SCALE PLACE VANED GRATES CAST IRON FRAME & GRATE (NEENAH R-2500 IN LAWN (IF CALLED FOR) IN (NEENAH R-3222-IA PAVEMENT AREAS) SET IN MORTAR DIRECTION OF FLOW OR APPROVED EQUAL SET IN MORTAR ADJUST FRAME TO FINISHED GRADE WITH MORTAR CEMENT CONCRETE BRICKS AND MORTAR w D o a 24" 0 OR U d �2 O ry 24" SQUARE _I D (SEE NOTE 4) wv7 d v GENERAL NOTES: z v. o d 1. REINFORCED STEEL CONFORMS 5" MIN, TO ASTM A185 & A615 w z w 48" _ _ 2. CONCRETE COMPRESSIVE InF I ZE 1" CLEAR STRENGTH SHALL BE 4000 PSI w > d AT 28 DAYS. 3. PRECAST CONCRETE SECTIONS R v SHALL CONFORM TO ASTM C478. 4. OPENING SHALL BE 24"m FOR CATCH BASINS IN LAWN AREAS AND 24" SQUARE IN PAVEME ? AREAS, OR AS APPROVED. OPENINGS SHALL COORDINATED WITH FRAME & GRATES. o_ ¢ 5. PIPE OPENINGS SHALL BE PIPE DIAMETER d + 2" TYPICAL. L' S" MIN. v 6_ JOINT SEALANT SHALL BE PREFORMED BUTYL RUBBER v a 4 4 SEALANT. 7. BASE SECTION SHALL BE ONE POUR MONOLITHIC, 8. EXTERIOR OF PRECAST SECTIONS COMPACTED SHALL BE COATED WITH BITUMINOUS GRAVEL DAMP PROOFING. SECTION s. ALL FRAMES. GRATES. COVERS AND PRECAST SECTIONS SHALL BE DESIGN AND FABRICATED IN ACCORDANCE WITH A HS20 VEHICAL LOADING. 2 CATCH BASIN DETAILS CB —1 rtrlr Tfl SCALE TRENCH SAWCUT EXISTING BIT. CONC. PAV, LAWN AREAS PAVEMENT AREAS SEE PAVEMENT SAWCUT DETAIL Li TRENCH O BACKFILL X - Z � EO 12 HAND TAMPED PIPE BEDDING D o4 as COMPACTED no PIPE BEDDING 00 PIPE DIAMETER +2' GENERAL NOTES 1). PIPE SHALL BE SUPPORTED CONTINUOUSLY ALONG ITS ENTIRE LENGTH. 2). MINIMUM COVER SHALL BE AS FOLLOWS: WATER 5'-0" SEWER 6'-0" DRAIN 4'-0" 2 •UTILITY PIPE TRENCH 2 3 SCALE: 1/2"=1'-Q" NY7 �r EP•� • r r-t... � � 13 E W I ` m LLlu O ar W - � 1• � �� 3 � � a\ Z M • �. Y • D' 01 Y+ Y v 7 Y 4 � SS � 7�� hl � '� J •� N�J Y 4 '� � �r0]� v�a]'�i �� ' �,� • - `ram\ \ • al\r��,]] G\ � `a. , I ' Jii4 \ 7'iur d ♦ � 17 al r B u W- Q � O aY �� I h '', • 4 � � IF iJ y a1.}"p.✓9 it t 9 ` e u`ffi 4 Jn � N Y 3 ° -noai tYl ./Y S ew sTm A r !l5 3YINJ] °1r �JL �]Y . r �a—slermn ]an]s •/ a(11Ij �''�b`' 11-mOYNI?R / 1j�6 C IV • � 8 b ^ sN�IE 6 \. �/..,� r � F • IS ^! � m]r]3Y 4N°y C (Pwlryur r. jl r rrnYn J 6' ' HAMPDEN COUNTY, MASSACHUSETTS, CENTRAL PART — SHEET NUMBER 38 Wn - wa MeA WnD 71 I/ c,' � / ! f11� +,/ •r ,- �.' ]J / ., c � ,ya v 1111CCCjjj,!ll...• vC,." �� 4, 0 ✓ "p 9n 41• '' e/[ ��: '/� ILA WaJl. , V y rl ¢--1'iFrsq;rl. /7 Ll { Ng aMUB ZV. APW ' o •y PuA � ✓ , �1 '� ✓ � ell s, 41 ALA coo 4 �`".�•�c' ,; L �`-0-z"All , ' '`sr'•°'b' .IAEI� ,3 i t I. 1 � i " f! 'i r .I i s r I rG, f',jsy,I-A ID F .I 7 -fir cr �~ �sg6,= puri'`1 � tl •��r I nIF ,,� E`1. .�� t., k r ••..� �,L Ptr C 'l �r ~."G4 ' �?c �$fQAc 6- `r o L �yr'9��} �' r �'f`' �_2•� � UaB i ? �. .�`• _ � * 1. },' ,, I' •l 1 -�..'. +1^lcu] I' a8 WnA VY .7�11'. r 4� q ' `��«- 1'"' i1 i'ti '•Ta f� Y i. , �. . � -\r -•.� 1 r 1' f• C `^ ` •`�6 (*'f Ile f 1� /` �Y6 wruL�.� `\ \ -1�.`` ,l• _ .I Cfe•TtQf �' �` U� �,, -�/'"A�IX Soh 4i�t�1*�S!' 0��1-' �1 +• c-.i.•� 1— y---`:_ 4 �4rE '+ �' lk 1 q 41 elil _ _ _ 1 ► s ' G t: b r ° — -�� Y'a . r �, ,L.Yy:eW j: a r O + \i ce► 1"�/• ASA 10 PLIA sr+ A. R. 0\ lit. ° m Tn ',;1 f a 7118 4 ire.'P� �1 ram} `( t'� {y� y �• -.r Ps MuA PUB 1 < <. a alll a.IB n a G,�.� � �y�a ��,��v, ` '� �� •� o r0 t7 y J Y `�f i� I4 SOIL SURVEY upper part of the subsoil is thick and friable, reddish This soil is well suited to trees, and most of the acreage brown silt loam 16 inches thick; the lower part, to a depth is wooded. Productivity is high. Important tree species of 60 inches, is very firm, reddish brown silty clay loam. are northern red oak, eastern white pine, and sugar Permeability is moderate in the upper part of the sub- maple. soil and moderately slow in the lower part. Available This soil is limited for urban uses and sanitary waste water capacity is low. A perched water table is in the disposal facilities because of slope, the brief seasonal high lower part of the subsoil for brief periods in winter and water table, large stones, and the moderately slow early spring. Growth of roots is restricted to a depth of permeability of the lower part of the subsoil. Capability about 20 inches by the very firm hardpan. Reaction subclass VIIs. ranges from extremely acid to very strongly acid. MeA—Merrimac sandy loam, 0 to 3 percent slopes. Included with this soil in mapping are areas, generally This nearly level soil is deep and somewhat excessively smaller than 3 acres, Wethersfield and Ludlow soils. In- drained. It is on stream terraces and outwash terraces. cluded soils make up about 20 percent of this map unit. SIopes are smooth and 50 to 200 feet long. Areas range This soil has poor potential for farming and openland from 5 to 80 acres in size and are irregular in shape. wildlife habitat, good potential for woodland, and fair In a typical profile in a wooded area that was once cul- potential for woodland wildlife habitat. It has poor poten- tivated, the surface layer is friable, brown sandy loam tial for most urban uses, for most sanitary waste disposal about 7 inches thick. The upper part of the subsoil is fria- facWties,and for wetland wildlife habitat. ble, brown sandy loam 8 inches thick; the lower part is This soil is not suited to cultivated crops, hay, or friable, yellowish brown gravelly sandy loam It inches pasture because of the stones on the surface. thick. The substratum, to a depth of 60 inches, is loose, This soil is well suited to trees, and most of the acreage single grained, yellowish brown gravelly sand. is wooded. Productivity is high. Important tree species Permeability is moderately rapid or rapid in the subsoil are northern red oak, eastern white pine, and sugar and rapid in the substratum. Available water capacity is maple. moderate. Roots grow into the loose substratum. Reaction This soil is limited for most urban uses and most sani- is extremely acid to strongly acid. tary waste disposal facilities by large stones, the Included with this soil in mapping are areas, generally moderately slow permeability of the lower part of the smaller than 3 acres, of Hinckley and Sudbury soils. Also subsoil, and the brief seasonal high water table. Capabili- included are a few small areas of soils similar to Mer- ty subclass V11s. rimac soils that have reddish brown colors in the profile McD---Meckesvilie extremely stony loam. 15 to 25 and soils that have a fine sandy loam surface layer. In- percent slopes. This moderately steep soil is deep and cluded soils make up about 20 percent of this map unit. well drained. It is on the sides of drumlins, drumloidal Most of the acreage of this soil has been farmed_ Some hills, and ridges. Slopes are.smooth and convex and are of this acreage has reverted to, or has been planted to, commonly 100 to 300 feet long. Areas range from 10 to 40 trees and much of the acreage is now in homesites. acres in size and are irregular in shape. Stones are scat- This soil has good potential for farming and woodland tered 5 to 20 feet apart on the surface. and fair potential for openland and woodland wildlife In a typical profile in a wooded area, the surface layer habitat. It has good potential for most urban uses. It has is friable, dark brown loam about 4 inches thick. The poor potential for most sanitary waste disposal facilities upper part of the subsoil is friable, reddish brown silt and wetland wildlife habitat. loam 14 inches thick, the lower part, to a depth of 60 This soil is well suited to cultivated crops, and good inches, is very firm, reddish brown silty clay loam. tilth is easily maintained in cultivated areas. Droughtiness Permeability is moderate in the upper part of the sub- is a management concern. The hazard of erosion is slight. soil and moderately slow -in the lower part. Available Mixing crop residue and animal manure into the plow water capacity is low. A perched water.table is in the layer improves tilth and increases organic matter content. lower part of the subsoil for brief periods in winter and Water management is necessary in places. early in spring. Growth of roots is restricted to a depth of This soil is well suited to hay and pasture. Proper about 18 inches by the very firm hardpan. Reaction stocking rates, deferred grazing, and pasture rotation ranges from extremely acid to very strongly acid. help to maintain desirable species of pasture plants. Included with this soil in mapping are areas, generally This soil is suited to trees. Productivity is moderate. smaller than 3 acres, of Wethersfield and Ludlow soils. Important tree species are eastern white pine, northern Included soils make up about 20 percent of this map unit. red oak, and sugar maple. This soil has poor potential for farming and openland This soil has few limitations for most urban uses. It is wildlife habitat, good potential for woodland, and fair limited for most sanitary waste disposal facilities by the potential for woodland wildlife habitat. It has poor poten- rapid permeability of the substraum. Capability subclass tial for urban uses, sanitary waste disposal facilities, and IIs. wetland wildlife habitat. MeB--Merrimac sandy loam, 3 to 8 percent slopes. This soil is not suited to cultivated crops, hay, or This gently sloping soil is deep and somewhat excessively pasture because of the stones on the surface. drained. It is on stream terraces and outwash terraces. HAMPDEN COUNTY, MASSACHUSETTS, CENTRAL PART 35 Slopes are smooth and convex and are commonly 50 to gravelly sandy loam 9 inches thick. The substratum, to a 400 feet long. Areas range from 10 to 150 acres in size depth of 60 inches, is loose, single grained, yellowish and are irregular in shape. brown gravelly sand. In a typical profile in a cultivated area, the surface Permeability is moderately rapid or rapid in the subsoil layer is friable, brown sandy loam about 7 inches thick, and rapid in the substratum. Available water capacity is The upper part of the subsoil is friable, brown sandy loam moderate. Roots grow into the loose substratum. Reaction 7 inches thick; the lower part is friable, yellowish brown is extremely acid to strongly acid. gravelly sandy loam 10 inches thick. The substratum, to a Included with this soil in mapping are areas, generally depth of 60 inches, is loose, single grained, yellowish smaller than 3 acres, of Hinckley and Sudbury soils. Also brown gravelly sand. included are a few small areas of soils similar to Mer- Permeability is moderately rapid or rapid in the subsoil rimac soils that have reddish brown colors and soils that and rapid in the substratum. Available water capacity is have a fine sandy loam surface layer. Included soils make moderate. Roots grow into the loose substratum. Reaction up about 20 percent of this map unit. is extremely acid to strongly acid. Most of the acreage of this soil has been farmed. Much Included with this soil in mapping are areas, generally of it has reverted to, or has been planted to, trees. Some smaller than 3 acres, of Hinckley and Sudbury soils. Also acreage of this soil is in homesites. included are a few small areas of soils similar to Mer- This soil has fair potential for farming and openland rimac soils that have reddish brown colors and soils that and woodland wildlife habitat and good potential for have a fine sandy loam surface layer. Included soils make woodland. It has fair potential for most urban uses. It has up about 20 percent of this map unit. poor potential for most sanitary waste disposal facilities Most of the acreage of this soil has been farmed. Some and wetland wildlife habitat. of this acreage has reverted to, or has been planted to, This soil is suited to cultivated crops. Good tilth is easi- trees and much of the acreage is now in homesites. ly maintained in cultivated areas. Erosion and droughti- This soil has good potential for farming and woodland ness are major problems of management. The hazard of and fair potential for openland and woodland wildlife erosion is moderately severe. When this soil is cropped, habitat. It has good potential for most urban use. It has striperopping, minimum tillage, use of cover crops, and in- poor potential for most sanitary waste disposal facilities corporating grasses and legumes in the cropping system and wetland wildlife habitat. reduce the amount of runoff and control erosion. Mixing This soil is suited to cultivated crops. Good tilth is easi- ly maintained in cultivated areas. Droughtiness is a crop residue and animal manure into the plow layer im- problem of management. The hazard of erosion is Proves filth and increases organic matter content. Water moderate. When this sail is cropped, striperopping, management is necessary in places. minimum tillage, use of cover crops, and incorporating This soil is suited to hay and pasture. Proper stocking rates, deferred grazing, and pasture rotation help to grasses and legumes in the cropping system reduce the amount of runoff and control erosion. Mixing crop residue maintain desirable species of pasture plants. and animal manure into the plow layer improves filth, and This soil is suited to trees. Productivity is moderate. Important tree species are eastern white pine, red oak, increases organic matter content. Water management is necessary in places. and sugar maple. This soil is suited to hay and pasture. Proper stocking This soil is limited far most urban uses and most sani- rates, deferred grazing, and pasture rotation help to tary waste disposal facilities by slope or the rapid maintain species of desirable pasture plants. permeability of the substratum. Capability subclass IIIe. This soil is suited to trees. Productivity is moderate. MeD—Merrimac sandy loam, 15 to 25 percent slopes. Important tree species are eastern white pine, red oak, This moderately steep and rolling soil is deep and and sugar maple. somewhat excessively drained. It is on stream terraces This soil has few limitations for most urban uses. It is and outwash terraces. Slopes are convex and are com- limited by slope for some buildings. It is limited for most monly 50 to 300 feet long. Areas range from 5 to 60 acres sanitary waste disposal facilities by the rapid permeabili- in size and are irregular in shape. V of the substratum. Capability subclass IIs. In a typical profile in a wooded area, the surface layer MeC—Merrimac sandy loam, 8 to 15 percent slopes. is friable, brown sandy loam about 5 inches thick. The This moderately sloping and rolling soil is deep and upper part of the subsoil is friable, brown sandy loam 7 somewhat exessively drained. It is on stream terraces and inches thick; the lower part is friable, yellowish brown outwash terraces. Slopes are smooth and convex and are gravelly sandy loam 8 inches thick. The substratum, to a commonly 50 to 300 feet long. Areas range from 10 to 75 depth of 60 inches, is loose, single grained, yellowish acres in size and are irregular in shape. brown gravelly sand. In a typical profile in a cultivated area, the surface Permeability is moderately rapid or rapid in the subsoil layer is friable, brown sandy loam about 6 inches thick. and rapid in the substratum. Available water capacity is The upper part of the subsoil is friable, brown sandy loam moderate. Roots grow into the loose substratum. Reaction 7 inches thick; the lower part is friable, yellowish brown is extremely acid to strongly acid. f, HAMPDEN COUNTY, MASSACHUSEM, CENTRAL PART 191 TABLE 15.--PHYSICAL AND CHEMICAL PROPERTIES OF SOILS--Continued I I I Available! 1 Shrink- 1 Bask of corrosion-_1 Erosion Soil name and ! Depthl Permea- I water I • Soil I swell I Uncoated ! ! map symbol 1 I bility I capacity ] reaction 1 potential! steel I Concrete I K i T 1 In I In/hr 1 In/in 1 .2 ! ] I ! Ludlow: 1 I LuB---------------1 0-5 1 0.6-2.0 10.11-0.28 1 4.5-5.5 !Low-------!Low-------!High------1 0.24 1 3 ] 5-24 1 0.6-2.0 10.09-0.24 1 4.5-5.5 !Low-------]Low-------IHigh------1 0.43 ! 124-60 1 <0,2 10.08-0.12 1 5.1-6.0 ;Low-------ILow-------IHigh------1 0.17 ! Lwb---------------! 0-5 1 0.6-2.0 10.11-0.26 14.5-5,5 !Low-------!Low-------!High------! 0.17 ! 3 1 5-24 1 0.6-2.0 10.09-0.24 1 5.1-5.5 ILow-------ILow-------!High------1 0.43 1 124-60 1 <0.2 10.08-0.12 15.1-6.0 !Low-------ILow-------!High------1 0.17 ! Lxb, LxC----------1 0-5 1 0.6-2.0 10.11-0.28 1 4.5-5.5 !Low-------!Low-------!High------] 0.17 1 --- ! 5-24 1 0.b-2.o l0.09-0.24 ! 5.1-5.5 !Low-------!Low-------!High------1 0.43 ! 124-60 1 <0.2 10.08-0.12 1 5.1-6.0 !Low-------'Low-------!High------1 0.17 ! Meckesville: I I 1 1 ! i I 1 i MaB, HaC, MaD-----! 0-8 1 0.6-2.0 10.14-0.18 ! 4.6-5.5 !Low-------!Low-------iHigh------1 0.32 ! 4 1 d-19 1 0.6-2.0 !0.12-0,16 1 4.6-5.5 i Low-------'Low-------J H igh------I. 0.28 i 119-60 1 0.2-0.6 10,08-0,12 1 4.6-5.5 !Low-------!Moderate !High------1 0.28 I .MbB, MbC, MbD-=---1 0-8 1 0.6-2.0 10.12-0.16 1 3.6-5.0 !Low-------ILow-------!High------1 0.32 1 4 1 8-19 1 0.6.-2.0 10.10-0.14 ! 3.6-5.0 ILov-------!Low-------!High------! 0.28 1 119-60 1 0.2-0.6 10,08-0.12 1 3.6-5.0 !Low-------;Moderate !High------1 0.26 1 1 1 1 1 i ] 1' 1 1 McB, MCC, MCD-----1 0-8 1 0.6-2.0 10.10-0,14 1 3.6-5.0 !Low-------!Low-------IHigh------I 0.32 1 4 1 8-19 1 0.6-2.0 10.10-0.14 1 3.6-5,0 lLow-------ILow-------IHigh------1 0.28 ! !19-60 1 0.2-0.6 !0.08-0.12 1 3.6-5.0 !Low-------!Moderate 1 High---•---1 0.26 ! Merrimac: I I 1 ! ! ! ! ! ! MeA, MeB, MeC, MIDI 0-7 1 2.0-6.0 10.12-0.18 1 3.6-5.5 !Low-------!Low-------IHigh------1 0.17 1 3 1 7-15 1 2.0-6.0 10.10-0.18 13.6-5.5 !Low-------ILow-------!High------1 0.24 ! 115-26 1 6.0-20.0 10.07-0.14 3 3.6-5.5 !Low-------ILow-------)High------1 0.17 1 �►126-60 1 6.0-20.0 10.01-0.08 1 3.6-5,5 !Low-------!Low-------IHigh------1 0.17 ! J I I 1 MMnmB---------------1 0-7 1 0.6-2.0 io.16-o.20 13.6-5,5 !Low-------ILow-------IHigh------1 0.43 1 3 1 7-22 1 0.6-6.0 10.10-0.16 ! 3.6-5.5 !Low-------ILow-------!High------! 0.24 1 122-60 10.06-0.6 10.02-0.08 1 3.6-5,5 !Low-------!Low-------!high------1 0.20 1 ] 1 ! ] ! ! ! 1 ! Mn$, MnC----------1 0-7 ! 0.6-6.0 10.11-0.15 ! 3.6-5.5 !Low-------!Low-------!High------1 0.26 ! 3 17-22 10,6-6.0 I0.10-0.16 1 3.6-5.5 [Low-------ILow-------!High------J 0.20 1 122-60 10.06-0.6 10.02-0.16 1 3.6-5.5 !Low-------!Low-------Nigh------! 0.24 ! Muck,deep: ! 1 ! i 1 i 1 I ! Mu----------------1 0-60 ! 0.6-2o 10.16-0.30 1 3.6-6.5 ILow-------!High------IHigh------1 --- 1 --- I ! I ! ! i 1 1 ! Muck,shallow: 1 1 1 ! i i ] 1 ! Mx----------------1 0-30 1 0.6-20 10.18-0.30 i 3.6-6.5 Mow-------!High------iHigh------! --- ! --- 130-60 1 0.6-20 10.02-0.18 1 4.5-6.5 !Low-------!High•------(High------I --- ! Narragansett: NaB, NaC----------1 0-8 1 0.6-2.0 10,14-0.20 1 4.5-5.5 !Low-------ILow-------IModerate 1 0.32 1 3 1 8-28 1 0.6-2.0 10.17-0.24 1 4.5-5.5 !Low-------!Low-------IModerate 1 0.43 ! 128-50 1 2.0-20.0 10.08-0.16 1 4.5-5.5 !Low-------!Low-------!Moderate 1 0.28 ! I ! J J ! 1 I I ! NbB, NbC----------1 0-8 ! 0.6-2.0 10.12-0.18 1 4.5-5.5 iLow-------!Low-------!Moderate 1 0.32 1 3 1 8-28 ] 0.6-2.0 10.17-0.24 ] 4.5-5.5 :Low-------ILow-------]Moderate 10.43 ! 128-60 J 2.0-20 10.08-0.16 ! 4.5-5,5 !Low-------!Low-------!Moderate 1 0.28 ! NCE, NcC, NcD-----1 0-8 1 0.6-2.0 10.10-0.16 1 4.5-5.5 !Low-------!Low-------IModerate ] 0.32 1 3 1 8-28 1 o,6-2.0 10.17-0.24 1 4.5-5.5 !Low-------!Low-------!Moderate ! 0.43 ! 12b-60 1 2.0-20 10.06-0.16 ] 4.5-5.5 !Low-------!Low-------!Moderate ! 0.26 J Ninigret: Ng----------------! 0-10 i 2.0-6.0 10.13-0.20 1 4.5-5.5 !Low-------ILow-------!High------1 0.28 1 3 110-31 1 2.0-6.0 l0.10-0.18 ! 4.5-5.5 !Low-------!Low-------'High------1 0.43 ! 131-6o 1 6.0-20 10,02-0.13 1 4.5-5.5 !Low-------!Low-------;High------! 0.17 1 Paxton: I I I I 1 ! 1 i ! Pales, PaC----------1 0-6 10.60-6.0 10.13-0.20 1 4.5-5.5 ILow-------!Low-------IModerate 1 0.24 1 3 1 6-30 10.60-6.0 1o.10-o.18 ! 5.1-6.5 !Low-------ILow-------IModerate 1 0.43 1 130-60 10.06-0.6 10.0d-0.12 1 5.1-6.5 !Low-------ILow-------!Moderate ! 0.17 1 Pbb, PCC, PbD-----i 0-6 1 0.6-6.0 10.10-0.18 ` 4.5-5.5 !Low-------!Low-------!moderate 1 0.24 1 3 1 6-30 ! 0.6-6.0 10.10-0.18 1 5.1-6.5 ILow-------ILow-------IModerate 1 0.43 1 130-60 10,06-0.6 10.08-0.12 1 5.1-6.5 Mow-------!Low-------IModerate 1 0.17 ! I I I 1 l 1 1 1 ! PcB, PcC, PcD-----1 0-6 10.60-6.0 10.05-0.15 1 4.5-5,5 ILow-------ILow-------IModerate 1 0.24 1 3 1 6-30 10.60-6.0 10.10-0.18 1 5.1-6.5 !Low-------ILow-------IModerate 1 0.43 1 130-60 10.06-0.6 10.08-0.12 1 5.1-6.5 !Low-------!Low-------!Moderate l 0.17 1 See footnote at end of table. Y Drainage Calculations for Building Addition Millennium Press Prepared For: Millennium Press 570 Silver Street Agawam,MA 01001 OF . Prepared By: Nicholson Engineering Inc. �� TIMOTHY F. 18 Ferris Street NICHOLSON N Indian Orchard,MA 01151 CIVIL ti No.39210 Date: 8/24/99TM" �. • �� t '; J rvrY Table of Contents Purpose & Scope.....................................................................................................................................1 ExistingConditions.................................................................................................................................2 Hydrologic & Hydraulic Calculations Summary...................................................................................3 Recommendations for Compliance with Stormwater Management Requirements..............................4 Existing Conditions Rainfall Runoff Calculations.................................................................................5 Developed Conditions Rainfall Runoff Calculations............................................................................13 (With no improvements to the existing outlet control structure) Developed Conditions Rainfall Runoff Calculations............................................................................26 (With improvements to the existing outlet control structure) Outlet Control Modifications Hydraulic Calculations.........................................................................38 SupportingData, Appendix"A"..........................................................................................................41 Purpose& Scope The purpose of this report is to develop hydrologic/hydraulic calculations and recommendations as required for compliance with Federal, State and Local stormwater management regulations related to the building additions and site expansion of Millennium Press located at 570 Silver Street, Agawam, Massachusetts. The calculations within estimate the storm water runoff from this site for the rainfall storms with an average frequency of return of 2, 10, 50 and 100 years. The methodology utilized in this report are based upon the methods described in the Soil Conservation Society's Technical Release#20, SCS TR-20. Both quantity and rates of runoff are estimated for each of the design storm in both the developed and post developed condition. recommendations for modifications to the inlet to the existing flow control structure to the detention swale are made to maintain the current storm water runoff rates and volume of runoff from the site relative to preconstruction stormwater runoff, recommendations for compliance with the National Pollution Discharge Elimination Standards are also made within. I r Existing Conditions The existing site is a 2.35 acre industrial site located near the intersection of Silver Street and Garden Street in Agawam Massachusetts. The Soil Conservation Society soil classification for this site is MeA Merrimac Sandy Loam, with a hydrologic classification of an A soil. The existing site is relatively flat sloping to the east at a grade of approximately 2%. There is an existing detention swale on the eastern boundary of the site which detains and conveys stormwater runoff to an existing 12"reinforced concrete culvert beneath Silver Street. The site has been partially developed and there currently exists an 80'x85' prefabricated steel commercial building, 33 car bituminous concrete parking lot and 26' wide bituminous concrete access drive. Currently the total man made impervious surface area of the site is approximately 0.48 acres, 20, 900 s.f.. See the Hydrologic & Hydraulic Calculations Summary section of this report for the calculated storm water runoff from the existing site. Hydrologic & Hydraulic Calculations Summary Area Designation Area Existing Conditions Developed Conditions Developed Conditions (Acres) Runoff(c.f.s.) Runoff(c.fs.) I Runoff(c.fs.)2 Total Site,2 year storm 2.35 0.1 0.4 0.3 10 year storm 2.35 0.9 1.7 1.5 50 year storm 2.35 1.9 2.9 2.0 100 year storm 2.35 2.6 IS 2.3 Notes: 1). (w/no improvements to outlet control structure). 2). (w/orifice plate installed at outlet control structue). 3 r . r Recommendations for Compliance with Stormwater Management Requirements It is recommended an 8 1/4"diameter sharp edge steel orifice plate be permanently installed in the inlet side of the existing reinforced concrete culvert, located at the northeast corner of the site to maintain the existing rate of storm water runoff from the site. The existing detention swale should be preserved to maintain the existing volume of runoff from the site. Siltation control fencing should be installed between the existing detention swale and all proposed earthwork, upgradient from the swale, to prevent sediment from entering the existing detention Swale and reinforced concrete culvert. Lawns and vegetation shall be re-established immediately upon completion of all earthwork and excavation at the site to minimize soil erosion and prevent the accumulation of sediment in the existing drainage system The existing detention swale and reinforced culvert should be maintained at regular intervals, i.e. in the late fall to remove leaves and in the late spring to remove deicing sands. The recommended orifice should be inspected on regular intervals and kept free of debris and litter to maintain free flow of stormwater through the control structure. r r � Existing Conditions Rainfall Runoff Calculations 5 f i 06s*«s00«rs*r«ss**80-80 LIST OF INPUT DATA FOR TR-20 HYDROLOGY*****$**««s*sssss• JOB TR-20 FULLPRINT SUMMARY NOPLOTS TITLE 001 SILVER STREET,AGAWAM,MA,EXISTING CONDITIONS 5 RAINFL 3 .20 8 0.0 0.002 0.004 0.006 0.008 8 0.010 0.012 0.014 0.016 0.018 8 0,020 0.022 0.024 0.027 0.029 8 0.031 0.034 0,036 0.038 0.041 8 0.043 0.046 0.049 0.051 0.054 8 0.057 0.060 0.063 0.066 0.069 8 0.072 0.075 0,079 0.082 0.085 8 0.089 0.093 0.097 0.103 0.109 8 0.115 O.i21 0.127 0.134 0.140 8 0.148 0.155 0.163 0.171 0.180 8 0.189 0.199 0.210 0.222 0.235 8 0,230 0.266 0.2V 0.312 0.363 8 0.500 0.638 0.689 0.714 0.734 8 0.751 0.766 0.779 0.790 0.801 8 0.811 0.821 0.829 0.838 0.845 8 0.833 0.860 0.867 0.874 0.880 8 0.886 0.892 0.898 0.903 0.908 8 0.911 0.915 0.919 0.922 0.925 8 0.929 0.932 0.935 0.938 0.941 8 0.944 0.946 0.949 0.952 0.955 8 0.957 0.960 0.962 0.965 0.967 8 0.969 0.972 0.974 0.976 0.978 8 0.981 0.983 0.985 0,987 0.989 8 0.991 0.993 0.995 0.997 0.990 8 1.0 1.0 1.0 1.0 Lo 9 ENDTBL 3 STRUCT 01 8 001 0.0 too 8 002 0.1 l01 9 ENDTBL 6 RUNOFF 1 01 1,004 51.0 .6532 1 1 ENDATA 7 INCREM 6 .10 7 COMPUT 7 01 010.0 3.2 1.0 32 01 02 ENDCMPI 7 COMPUT 7 01 010.0 5.1 1.0 32 01 10 ENDCMPI 7 COMPUT 7 01 010.0 6.3 1.0 32 01 50 ENDCMPI 7 COMPUT 7 01 010.0 7.2 1.0 32 01 99 ENDCMPI MJOB 2 ••ssssssrrrsssss•sarsar*rssssssEND OF 90-80 LISTrsss*sssssserussrrr*rsarr«rr*rs .1 ti � 1 TR20 XEQ 08-23-99 20.25 SILVER STREET,AGAWAM,MA,EXISTING CONDITIONS 100 1 PASS 1 REV PC 09183(.2) PAGE 1 EXECUTIVE CONTROL OPERATION INCREM RECORD ID + MAIN TIME INCREMENT= .10 HOURS EXECUTIVE CONTROL OPERATION COMPUT RECORD ID + FROM STRUCTURE I + TO STRUCTURE 1 STARTING TIME= .00 RAIN DEPTH= 310 RAIN DURATION= 1.00 RAIN TABLE NO;=3 ANT.MOIST.COND=2 AI,TERNATE NO.-I STORM NO.-2 MAIN TIME INCREMENT= .10 HOURS OPERATION RUNOFF STRUCTURE 1 OUTPUTHYDROGRAPH= 1 AREA- .00 SQ MI INPUF RUNOFF CURVE=51. TIME OF CONCENTRATION= AS HOURS IMERNAL HYDROGRAPH TIME INCREMENT= .0871 HOURS WARNING-NO PEAK FOUND,MAXIMUM DISCHARGE= .06 CFS. PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVAT[ON(FEET) 23.30 .03 (RUNOFF) 12.70 .06 (RUNOFF) RUNOFF VOLUME ABOVE BASEFLOW- .15 WATERSHED INCHES, .40 CFS-HRS, .03 ACRE-FEET; BASEFLOW= .00 CFS EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID + COMPUTATIONS COMPLETED FOR PASS 1 7 TR20 XEQ08-23-99 20:25 SILVER STREET,AGAWAM,MA.EXISTING CONDITIONS JOB I PASS 2 REV PC 09/83(.2) PAGE 2 EXECUTI VE CONTROL OPERATION COMPUT RECORD ID + FROM STRUCTURE I + TO STRUCTURE 1 STARTING TIME_ .00 RAIN DEPTH= 5.10 RAIN DURATION- 1.00 RAIN TABLE NO.-3 ANT.MOIST.COND-2 ALTERNATE NO.=I STORM NO.=10 MAIN TIME INCREMENT= _10 HOURS OPERATION RUNOFF STRUCTURE I OUTPUT HYDROGRAPH= 1 AREA= .00 SQ MI INPUT RUNOFF CURVE=51. TIME OF CONCENTRATION= .65 HOURS INTERNAL HYDROGRAPH TIME INCREMENT= .0871 HOURS •04 WARNING-NO PEAK FOUND,MAXIMUM DISCHARGE_ .89 CFS. PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 23.30 .10 (RUNOFF) 12.10 .89 (RUNOFF) RUNOFF VOLUME ABOVE BASEFLOW= .80 WATERSHED INCHES, 2.07 CFS-HRS, .17 ACRE-FEET; BASE-FLOW- .00 CFS EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID + COMPUTATIONS COMPLETED FOR PASS 2 8 1 � r � TR20 XEQ 08-23-99 20:25 SILVER STREET,AGAWAM,MA,EXISTING CONDITIONS JOB I PASS 3 REV PC 09183(.2) PAGE 3 EXECUTIVE CONTROL OPERATION COMPUT RECORD ID + FROM STRUCTURE i + TO STRUCTURE 1 STARTING TIME= .00 RAIN DEPTH= 6,30 RAIN DURATION= 1.00 RAIN TABLE NO.=3 ANT.MOIST.COND;2 ALTERNATE NO.-I STORM NO=50 MAIN TIME INCREMENT= .10 HOURS OPERATION RUNOFF STRUCTURE 1 OUTPUTHYDROGRAPH= 1 AREA= .00 SQ MI INPUT RUNOFF CURVE=51. TIME OF CONCENTRATION= .65 HOURS INTERNAL 14YDROGRAPH TIME INCREMENT- .0871 HOURS PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.07 1.77 (RUNOFF) RUNOFF VOLUME ABOVE BASEFLOW= 1.39 WATERSHED INCHES, 3.58 CFS-HRS, .30 ACRE-FEET; BASEFLOW- .00 CFS EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID + COMPUTATIONS COMPLETED FOR PASS 3 9 r + r � TR20 XEQ 08.23-99 20:25 SILVER STREET,AGAWAM,MA,EXISTING CONDITIONS JOB 1 PASS 4 REV PC 09183(.2) PAGE 4 EXECUTIVE CONTROL OPERATION COMPUT RECORD ID + FROM STRUCTURE 1 + TO STRUCTURE 1 STARTING TIME= .00 RAIN DEPTH= 7.20 RAIN DURATION= 1.00 RAIN TABLE NO.=3 ANT.MOIST.COND=2 ALTERNATE NO.=1 STORM NO.=99 MAIN TIME INCREMENT= .10 HOURS OPERATION RUNOFF STRUCTURE 1 OUTPUTHYDROGRAPH= I AREA- .00 SQ MI INPUT RUNOFF CURVE=51. TIME OF CONCENTRATION- .65 HOURS INTERNAL HYDROGRAPH TIME INCREMENT= .0971 HOURS PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.05 2.57 (RUNOFF) RUNOFF VOLUME ABOVE BASEFLOW- 1.89 WATERSHED INCHES, 4.89 CFS-HRS, .40 ACRE-FEET; BASEFLOW= .00 CFS EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID + COMPUTATIONS COMPLETED FOR PASS 4 EXECUTIVE CONTROL OPERATION ENDIOB RECORD ID 10 1 � f � TR20 XEQ 08-23-99 20:25 SILVER STREET,AGAWAM,MA,EXISTING CONDITIONS JOB I SUMMARY REV PC 09/83(.2) PAGE 5 SUMMARY TABLE 1-SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL.INSTRUCTIONS IN THE ORDER PERFORMED (A STAR(')AFTER THE PEAK DISCHARGE TIME AND RATE(CFS)VALUES INDICATES A FLAT TOP HYDROGRAPH AQUESTION MARK(?)INDICATES A HYDROGRAPH WITH PEAK AS LAST POINT.) SECTION/ STANDARD RAIN ANTEC MAIN PRECIPITATION PEAK DISCHARGE STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME RUNOFF ID OPERATION AREA N COND INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME RATE RATE (SQ MI) (HR) (HR) (IN) (HR) (IN) (FT) (HR) (CFS) (CSM) ALTERNATE I STORM 2 STRUCTURE I RUNOFF 004 3 2 .10 .0 3.20 23.04 .15 -- 12.70 .06 16.1 ALTERNATE I STORM 10 STRUCTURE I RUNOFF .004 3 2 .10 .0 5.10 23.04 .90 - 12.10 .89 221A ALTERNATE I STORM 50 STRUCTURE 1 RUNOFF 004 3 2 .10 .0 6.30 23.04 1.39 - 12.07 1.77 443.7 ALTERNATE 1 STORM 99 + STRUCTURE 1 RUNOFF .004 3 2 .10 .0 7.20 23.04 1.89 - 12.05 2.57 642.2 r , TR20 XEQ 08-23-99 20:25 SILVER STREET,AGAWAM,MA,I MSTING CONDITIONS JOB I SUMMARY REV PC 09/83(.2) PAGE 6 SUMMARY TABLE 3-DISCHARGE(CFS)AT XSECTIONS AND STRUCTURES FOR ALL STORMS AND ALTERNATES XSECTION/ DRAINAGE STRUCTURE AREA STORM NUMBERS.......... ID (SQ MI) 2 10 50 99 0 STRUCTURE 1 .00 ALTERNATE 1 .06 .89 1.77 2.57 1 END OF I JOBS IN THIS RUN �Z r i Developed Conditions Rainfall Runoff Calculations (With no improvements to the existing outlet control structure) -13 r � r«rsrsssssssrs:rrx80 80 LIST OF INPUT DATA FOR TR-20 HYDROLOCYrr""00ssstssrrrr JOB TR-20 FULLPRINT SUMMARY NOPLOTS TITLE 00I SILVER STREET,AGAWAM,MA,DEVELOPED CONDITIONS 5 RAINFL 3 .20 8 0.0 0,002 0.004 0.006 0.008 8 0.010 0.012 0.014 0.016 0.018 8 0.020 0.022 0.024 0.027 0.029 8 0.031 0.034 0.036 0.038 0.041 8 0.043 0.046 0.049 0.051 0.054 8 0.057 0.060 0.063 0.066 0.069 8 0.072 0.075 0.079 0.082 0.085 8 0.089 0.093 0,097 0.103 0.109 8 0.115 0.121 0.127 0.134 0.140 8 0.148 0.155 0.163 0.171 0.190 8 0.189 0.199 0.210 0.222 0.235 8 0.250 0.266 0.287 0.312 0.363 8 0.500 0.638 0.689 0.714 0.734 8 0.751 0,766 0.779 0.790 0.801 8 0.811 0.821 0.829 0.838 0.845 8 0.853 0.860 0.867 0.874 0.880 8 0.886 0.892 0.898 0.903 0.908 8 0.911 0.915 0.919 0.922 0.925 8 0.929 0,932 0.935 0.938 0.941 8 0.944 0.946 0.949 0.952 0.955 8 0.957 0.960 0.962 0.965 0.967 8 0.969 0.972 0.974 0.976 0.979 8 0.981 0.983 0.985 0.987 0.989 8 0.991 0.993 0.995 0.997 0.990 8 I.0 1.0 L0 1.0 1.0 9ENDTBL 3STRUCT 01 8 001 0.0 100 8 002 0.1 101 9 ENDTBL 6 RUNOFF 1 01 1.004 59.0 .6532 1 1 ENDATA 7 INCREM 6 .10 7 COMPUC 7 01 010.0 3.2 1.0 32 01 02 ENDCMPI 7 COMPUT 7 01 010.0 5.1 1.0 32 01 10 ENDCMPI 7 COMPUT 7 01 010.0 6.3 1.0 32 01 50 ENDCMPI 7 COMPUP 7 01 010.0 7.2 1.0 32 01 99 ENDCMPI ENDJOB 2 •xrrararsssxsxrr•xxaxxrsa«r«xr*END OF SO-SO LISTxrrsxrsrrxrrrarrrrrr«««srsrrrrxx �4 TR20 XEQ 08-23-99 20:43 SILVER STREET,AGAWAM,MA,DEVELOPED CONDITIONS JOB 1 PASS 1 REV PC09/83(.2) PAGE I EXECUTIVE CONTROL OPERATION INCREM RECORD ID + MAIN TIME INCREMENT= .10 HOURS EXECUTIVE CONTROL OPERATION COMPUT RECORD ID + FROM STRUCTURE 1 + TO STRUCTURE 1 STARTING TIME= .00 RAIN DEPTH= 3.20 RAIN DURATION= 1.00 RAIN TABLE NO.=3 ANT.MOIST.COND=2 ALTERNATE NO.=1 STORM NO.=2 MAIN TIME INCREMENT= .10 HOURS OPERATION RUNOFF STRUCTURE 1 OUTPUT HYDROGRAPH= I AREA= .00 SQ MI INPUT RUNOFF CURVE-59. TIME OF CONCENTRATION= AS HOURS INTERNAL HYDROGRAPH TIME INCREMENT= .0871 HOURS ••*WARNING NO PEAK FOUND,MAXIMUM DISCHARGE= 35 CFS. PEAKTIME(HRS) PEAKDISCHARGE(CFS) PEAK ELEVATION(FEET) 24.30 .05 (RUNOFF) 12.60 .35 (RUNOFF) RUNOFF VOLUME ABOVE BASEFLOW= .38 WATERSHED INCHES, .98 CFS-HRS, .08 ACRE-FEET; BASEFLOW= .00 CFS EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID + COMPUTATIONS COMPLETED FOR PASS I i5 TR20 XEQ08-23-99 20A3 SILVER STREET,ACAWAM,MA,DEVELOPED CONDITIONS 10B I PASS 2 REV PC 091830) PAGE 2 EXECUTIVE CONTROL OPERATION COMPUT RECORD ID + FROM STRUCTURE 1 + TO STRUCTURE I STARTING TIME= .00 RAIN DEPTH= 5.10 RAIN DURATION= 1.00 RAIN TABLE NO:3 ANT.MOIST.COND=2 ALTERNATE NO.-1 STORM NO.=10 MAIN TIME INCREMENT= .10 HOURS OPERATION RUNOFF STRUCTURE I OUTPUT HYDROGRAPH= I AREA= .00 SQ Ml INPUT RUNOFF CURVE=59. TIME OF CONCENTRATION= .65 HOURS INTERNAL HYDROGRAP"TIME INCREMENT- _0971 HOURS PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.53 1.72 (RUNOFF) RUNOFF VOLUME ABOVE BASEFLOW= 1.31 WATERSHED INCHES, 3.37 CFS-HRS, .28 ACRE-FEET; BASEFLOW= .00 CFS EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID + COMPUTATIONS COMPLETED FOR PASS 2 1(v TR20 XEQ 08-23-99 20:43 SILVER STREET,AGAWAM,MA,DEVELOPED CONDITIONS JOB 1 PASS 3 REV PC 09/83(.2) PAGE 3 EXECUTIVE CONTROL OPERATION COMPUT RECORD ID + FROM STRUCTURE I + TO STRUCTURE I STARTING TIME= .00 RAIN DEPTH= 6.30 RAIN DURATION= 1.00 RAIN TABLE NO,=3 ANT.MOIST.CONK 2 ALTERNATE NO.=1 STORM NO.-50 MAIN TIME INCREMENT= .10 HOURS OPERATION RUNOFF STRUCTURE I OUTPUT HYDROGRAPH= 1 AREA= .00 SQ MI INPUT RUNOFF CURVE=59. TIME OF CONCENTRATION= .65 HOURS INTERNAL HYDROGRAPH TIME INCREMENT= .0871 HOURS PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.51 2.87 (RUNOFF) RUNOFF VOLUME ABOVE BASEFLOW= 2.05 WATERSHED INCHES, 5.30 CFS-HRS, 44 ACRE-FEET; BASEFLOW= .00 CFS EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID + COMPUTATIONS COMPLETED FOR PASS 3 17 TR20 XEQ 08-23-99 20:43 SILVER STREET,AGAWAM,MA,DEVELOPED CONDITIONS JOB 1 PASS 4 REV PC 09I83(.2) PAGE 4 EXECUTIVE CONTROL OPERATION COMPUT RECORD ID + FROM STRUCTURE 1 + TO STRUCTURE I STARTING TIME= .00 RAIN DEPTH= 7.20 RAIN DURATION- 1.00 RAIN TABLE NO.=3 ANT.MOIST.COND=2 ALTERNATE NO,-1 STORM NO=99 MAIN TIME INCREMENT= .10 HOURS OPERATION RUNOFF STRUCTURE I OUTPUT HYDROGRAPH= I AREA= .00 SQ MI INPUT RUNOFF CURVE-59. TIME OF CONCENTRATION= .65 HOURS INTERNAL HYDROGRAPH TIME INCREMENT- .0871 HOURS PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.50 3.81 (RUNOFF) RUNOFF VOLUME ABOVE BASEFLOW= 2.67 WATERSHED INCHES, 6.90 CFS-HRS, .57 ACRE-FEET; BASEFLOW= .00 CFS EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID t COMPUTATIONS COMPLETED FOR PASS 4 EXECUTIVE CONTROL OPERATION ENDJOB RECORD ID �PJ e � TR20 XEQ 08-23-99 20:43 SILVER STREET,AGAWAM,MA,DEVELOPED CONDITIONS JOB I SUMMARY REV PC 09/83(.2) PAGE 5 SUMMARY TABLE l-SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED (A STAR(')AFTER THE PEAK.DISCHARGE TIME AND RATE(CFS)VALUES INDICATES A FLAT TOP HYDROGRAPH A QUESTION MARK(?)INDICATES A HYDROGRAPH WITH PEAK AS LAST POINT.) SECTION/ STANDARD RAIN ANTEC MAIN PRECIPITATION PEAK DISCHARGE STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME RUNOFF ID OPERATION AREA # COND INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME RATE RATE (SQ MI) (HR) (HR) (1N) (HR) (IN) (FT) (HR) (CFS) (CSM) ALTERNATE 1 STORM 2 STRUCTURE I RUNOFF .00 3 2 .10 .0 3.20 24.00 .38 - 12.60 .35 96.3 ALTERNATE 1 STORM 10 STRUCTURE I RUNOFF 00 3 2 .10 .0 5.10 24.00 1.31 -- 12.53 1.72 430.3 ALTERNATE I STORM 50 STRUCTURE 1 RUNOFF .00 3 2 .10 .0 6.30 24.00 2.05 - 12.51 2.87 717.1 ALTERNATE I STORM 99 STRUCTURE I RUNOFF .00 3 2 .10 .0 720 24.00 2.67 - 12.50 3.81 953.4 TR20 XEQ 08.23-99 20.43 SILVER STREET,AGAWAM,MA,DEVELOPED CONDITIONS JOB I SUMMARY REV PC 09/83(.2) PAGE 6 SUMMARY TABLE 3-DISCHARGE(CFS)AT XSECTIONS AND STRUCTURES FOR ALL STORMS AND ALTERNATES XSECTION/ DRAINAGE STRUCTURE AREA STORM NUMBERS.......... ID (SQ MI) 2 10 50 99 0 STRUCTURE 1 .00 + ALTERNATE 1 .35 1.72 2.87 3.81 1END OF 1 JOBS IN THIS RUN �9 r r sssssssss+•s+ss"'$0-80 LIST OF INPUT DATA FOR TR-20 HYDROLOGY'"'""'*** JOB TR-20 FULLPRINT SUMMARY NOPLOTS TITLE 001 SILVER STREET,AGAWAM,MA,DEVELOPED CONDITIONS 5 RAINFL 3 .20 8 0.000 0.002 0.004 0.006 0.008 8 0.010 0.012 0.014 0.016 0.018 8 0.020 0.022 0.024 0.027 0.029 8 0.031 0.034 0.036 0.039 0.041 8 0.043 0.046 0.049 0.051 0,054 8 0.057 0.060 0.063 0.066 0.069 8 0.072 0.075 0.079 0.082 0,085 8 0.099 0.093 0.097 0.103 0.109 8 0.115 0.121 0.127 0.134 0.140 8 0.148 0.155 0.163 0.171 0.180 8 0.189 0.199 0.210 0.222 0.235 8 0.250 0.266 0.287 0.312 0.363 8 0.500 0.639 0.689 0.714 0,734 8 0.751 0.766 0.779 0.790 0.801 8 0.811 0.921 0.829 0.839 0.945 8 0.853 0.860 0.867 0.974 0.890 8 0.886 0.892 0.998 0.903 0.908 8 0.911 0.915 0.919 0.922 0.925 8 0,929 0.932 0.935 0.938 0.941 8 0.944 0.946 0.949 0.952 0.955 8 0.957 0.960 0.962 0.965 0.967 8 0.969 0.972 0.974 0.976 0.978 8 0.981 0.983 0.985 0.987 0.989 8 0.991 0.993 0.995 0."7 0.9% 8 1.0 1.0 1.0 1.0 1.0 9 ENDTBL 3 STRUCT 01 8 192 0.0 .001 8 193 2.0 .026 8 194 4.50 .122 9 ENDTBL 6 RUNOFF 1 01 1 .004 59.0 .6532 1 1 6 RESVOR 2 01 1 2 192 ENDATA 7 INCREM 6 .10 7 COMPUT 7 01 010.0 32 1.0 32 01 02 ENDCMPI 7 COMPUT 7 01 010.0 5.1 1.0 32 01 10 ENDCMP1 7 COMPUT 7 01 010.0 6.3 1.0 32 01 50 ENDCMPI 7 COMPUT 7 01 010.0 7.2 1.0 32 01 99 ENDCMPI •sssssssasr+ru...ssss80 80 LIST OF INPUT DATA(CONTINUED)*""0006ssssss*"***0 ENDJOB 2 •ssssssssssssssssssssssssssssssEND OF 90$0 LIST'•sssssssseeesesssssssssssssssse TR20 XEQ 08-23-99 21:00 SILVER STREET,AGAWAM,MA,DEVELOPED CONDITIONS JOB I PASS i REV PC 09/83(.2) PAGE I EXECUTI VE CONTROL OPERATION INCREM RECORD ID + MAIN TIME INCREMENT= .10 HOURS EXECUTIVE CONTROL OPERATION COMPUT RECORD ID + FROM STRUCTURE 1 + TO STRUCTURE 1 STARTING TIME= .00 RAIN DEPTH= 3.20 RAIN DURATION= 1.00 RAIN TABLE NO.=3 ANT.MOIST.COND=2 ALTERNATE NO.=i STORM NO.=2 MAIN TIME INCREMENT- _10 HOURS OPERATION RUNOFF STRUCTURE I OUTPUT HYDROGRAPH= 1 AREA- .00 SQ MI INPUT RUNOFF CURVE-59. TIME OF CONCENTRATION= .65 HOURS INTERNAL HYDROGRAPH TIME INCREMENT= .0871 HOURS •'•WARNING NO PEAK FOUND,MAXIMUM DISCHARGE_ .35 CFS. PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 24.30 .05 (RUNOFF) I2.60 .33 (RUNOFF) RUNOFF VOLUME ABOVE BASEFLOW= .38 WATERSHED INCHES, .98 CFS-HRS, .08 ACRE-FEET; BASEFLOW= .00 CFS OPERATION RESVOR STRUCTURE 1 INPUT HYDROGRAPH=I OUTPUT HYDROGRAPH=2 SURFACE ELEVATION= 192.00 "*WARNING-NO PEAK FOUND,MAXIMUM DISCHARGE_ .05 CFS. PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 24.30 .05 (NULL) 12.60 .35 (NULL) RUNOFF VOLUME ABOVE BASEFLOW- .38 WATERSHED INCHES, .98 CFS-HRS. .08 ACRE-FEET; BASEFLOW= .00 CFS EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID + COMPUTATIONS COMPLETED FOR PASS I TR20 XEQ 08-23-99 21.00 SILVER STREET,AGAWAM,MA,DEVELOPED CONDITIONS JOB I PASS 2 REV PC 09/83(.2) PAGE 2 EXECUTIVE CONTROL OPERATION COMPUT RECORD ID + FROM STRUCTURE I + TO STRUCTURE 1 STARTING TIME= .00 RAIN DEPTH= 5.10 RAIN DURATION= 1.00 RAIN TABLE NO=3 ANT.MOIST_COND=2 ALTERNATE NO.=I STORM NO=10 MAIN TIME INCREMENT= AO HOURS OPERATION RUNOFF STRUCTURE I OUTPUT HYDROGRAPH= 1 AREA= .00 SQ M1 INPUT RUNOFF CURVE=59. TIME OF CONCENTRATION= .65 HOURS INTERNAL HYDROGRAPH TIME INCREMENT= .0871 HOURS PEAKTIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.53 1.72 (RUNOFF) RUNOFF VOLUME ABOVE BASEFLOW= 1.31 WATERSHED INCHES, 3.37 CFS-HRS, .28 ACRE-FEET; BASEFLOW= .00 CPS OPERATION RESVOR STRUCTURE I INPUT HYDROGRAPH=I OUTPUT HYDROGRAPH=2 SURFACE ELEVATION= 192.00 PEAK T[ME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.53 1.72 (NULL) RUNOFF VOLUME ABOVE BASEFLOW= 1.31 WATERSHED INCHES, 3.37 CFS-HRS, .28 ACRE-FEET; BASEFLOW= .00 CPS EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID + COMPUTATIONS COMPLETED FOR PASS 2 1 TR20 XEQ 08-23-99 21:00 SILVER STREET,AGAWAM,MA,DEVELOPED CONDITIONS JOB l PASS 3 REV PC 09/83(.2) PAGE 3 EXECUTIVE CONTROL OPERATION COMPUT RECORD ID + FROM STRUCTURE 1 + TO STRUCTURE I STARTING TIME_ .00 RAIN DEPTH= 6.30 RAIN DURATION= 1.00 RAIN TABLE NO.-3 ANT.MOIST.COND=2 ALTERNATE NO.-1 STORM NO:50 MAIN TIME INCREMENT= ,I O HOURS OPERATION RUNOFF STRUCTURE I OUTPUT HYDROGRAPH= 1 AREA= .00 SQ MI INPUT RUNOFF CURVE=59. TIME OF CONCENTRATION= .65 HOURS INTERNAL HYDROGRAPH TIME INCREMENT= .0871 HOURS PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.51 2.87 (RUNOFF) RUNOFF VOLUME ABOVE BASEFLOW= 2.05 WATERSHED INCHES, 5.30 CFS-HRS, 44 ACRE-FEET; BASEFLOW= .00 CPS OPERATION RESVOR STRUCTURE I INPUT HYDROGRAPI-i=l OUTPUT HYDROGRAPH=2 SURFACE ELEVATION= 192.00 PEAK T1ME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.51 2.87 (NULL) _ RUNOFF VOLUME ABOVE BASEFLOW- 2.05 WATERSHED INCHES, 5.30 CFS-HRS, .44 ACRE-FEET; BASEFLOW= .00 CPS EXECUTIVE CONTROL OPERATION ENDCMP RECORD FD TR20 XEQ 08-23-99 21:00 SILVER STREET,AGAWAM,MA,DEVELOPED CONDITIONS JOB i PASS 4 REV PC 09183(.2) PAGE 4 ENECUTIVE CONTROL OPERATION COMPUT RECORD ID + FROM STRUCTURE I + TO STRUCTURE I STARTING TIME= .00 RAIN DEPTH- 7.20 RAIN DURATION= 1.00 RAIN TABLE NO.-3 ANT.MOIST.COND=2 ALTERNATE NO.=I STORM NO-99 MAIN TIME INCREMENT= ,10 HOURS OPERATION RUNOFF STRUCTURE 1 OUTPUTHYDROGRAPH= I AREA= .00 SQ MI INPUT RUNOFF CURVE=59, TIME OF CONCENTRATION= .65 HOURS INTERNAL HYDROGRAPH TIME INCREMENT= .0871 HOURS PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.50 3.81 (RUNOFF) RUNOFF VOLUME ABOVE BASEFLOW- 2.67 WATERSHED INCHES, 6.90 CFS-HRS, .57 ACRE-FEET; BASEFLOW= .00 CFS OPERATION RESVOR STRUCTURE I INPUT HYDROGRAPH=I OUTPUT HYDROGRAPH-2 SURFACE ELEVATION= 192.00 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.50 3.81 (NULL) RUNOFF VOLUME ABOVE BASEFLOW- 2.67 WATERSHED INCHES, 6.90 CFS-HRS, .57 ACRE-FEET; BASEFLOW= .00 CFS EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID + COMPUTATIONS COMPLETED FOR PASS 4 EXECUTIVE CONTROL OPERATION ENDJOB RECORD ID TR20 XEQ 08-23-99 21:00 SILVER STREET,AGAWAM,MA,DEVELOPED CONDITIONS JOB l SUMMARY REV PC 09/83(.2) PACE 5 SUMMARY TABLE I-SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED (A STAR(*)AFTER THE PEAK DISCHARGE TIME AND RATE(CFS)VALUES INDICATES A FLAT TOP HYDROGRAPH A QUESTION MARK(?)INDICATES A HYDROGRAPH WITH PEAK AS LAST POINT_) SECTION/ STANDARD RAIN ANTIC MAIN PRECIPITATION PEAK DISCHARGE STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME RUNOFF ID OPERATION AREA # COND INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME RATE RATE (SQ MI) (MR) (MR) (IN) (HR) (IN) (FT) (MR) (CFS) (CSM) ALTERNATE I STORM 2 STRUCTURE I RUNOFF .00 3 2 _10 .0 3.20 24.00 .38 -- 12.60 .35 86.3 STRUCTURE I RESVOR .00 3 2 .10 .0 3.20 24.00 .38 -- 12.60 .35 86.3 ALTERNATE I STORM 10 STRUCTURE 1 RUNOFF .00 3 2 .10 .0 5.10 24.00 1.31 --- 12.53 1.72 430.3 STRUCTURE 1 RESVOR .00 3 2 _10 0 5.10 24.00 1.31 - 12.53 1.72 430.3 ALTERNATE 1 STORM 50 STRUCTURE 1 RUNOFF .00 3 2 .10 .0 6.30 24.00 2.05 - 12.51 2.87 717.1 STRUCTURE I RESVOR .00 3 2 .10 .0 6.30 24.00 2.05 - 12.51 2.87 71TI ALTERNATE l STORM 99 STRUCTURE 1 RUNOFF .00 3 2 .10 .0 7.20 24.00 2.67 - 12.50 3.81 953A STRUCTURE 1 RESVOR .00 3 2 _10 0 7.20 24.00 2.67 - 12.50 3.81 953A 2'G} TR20 XEQ 08-23-99 21:00 SILVER STREET,AGAWAM,MA,DEVELOPED CONDITIONS JOB I SUMMARY REV PC 09183(.2) PAGE 6 SUMMARY TABLE 3-DISCHARGE(CFS)AT XSECTIONS AND STRUCTURES FOR ALL STORMS AND ALTERNATES XSEGTION/ DRAINAGE STRUCTURE AREA STORM NUMBERS.......... ID (SQ MI) 2 10 50 99 0 STRUCTURE 1 .00 + ALTERNATE l .35 1,72 2.87 3.81 1 END OF I JOBS fN THIS RUN 2.5 f Developed Conditions Rainfall Runoff Calculations (With improvements to the existing outlet control structure) Zfp 1 1 tssttssssstrsstssa80-80 LIST OF INPUT DATA FOR TR-20 FfYDROLOGYsststssttttssttttt JOB TR-20 FULLPRINT SUMMARY NOPLOTS TITLE 001 SILVER STREET,AGAWAM,MA,DEVELOPED CONDITIONS 5 RAINFL 3 .20 8 0.000 0.002 0.004 0.006 0,008 8 0.010 0.012 0.014 0.016 0.018 8 0.020 0.022 0.024 0.027 0.029 8 0.031 0.034 0.036 0.038 0.041 8 0.043 0.046 0.049 0.051 0.0$4 8 0.057 0.060 0.063 0.066 0,069 8 0.072 0.075 0.079 0.082 0.085 8 0.089 0.093 0.097 0.103 0.109 8 0.115 0.I21 0.127 0.134 0.140 8 0.148 0.155 0.163 0.171 0.180 8 0.189 0.199 0.210 0.222 0.235 8 0.250 0.266 0.287 0.312 0.363 8 0.500 0.638 0.689 0.714 0.734 8 0.751 0.766 0-779 0.790 0.801 8 0.911 0.921 0.829 0.939 0.845 8 0.853 0.860 0.867 0.874 0.880 8 0.986 0.892 0.899 0.903 0.908 8 0.911 0.915 0.919 0.922 0.925 8 0.929 0.932 0.935 0.938 0.941 8 0,944 0.946 0.949 0.952 0.955 8 0.957 0.960 0.962 0.965 0,967 8 0.969 0.972 0.974 0.976 0.978 8 0.981 0.983 0.985 0.987 0.989 8 0.991 0."3 0.995 0.997 0.990 8 1.0 1.0 1.0 1.0 1.0 9 ENDTBL 3 STRUCT 01 8 192.0 0.0 .000 8 193.0 1.81 .026 8 194.0 2.57 .122 9 ENDTBL 6 RUNOFF 1 01 4.004 59.0 .6532 1 1 1 6 RESVOR 2 014 5 1910 1 1 1 1 1 ENDATA 7 iNCREM 6 .10 7 COMPUT 7 01 010.0 3.2 1.0 32 01 02 ENDCMPI 7 COMPUT 7 01 010.0 5.1 1.0 32 01 10 ENDCMPI 7 COMPUT 7 01 010.0 6.3 1.0 32 01 50 ENDCMPI 7 COMPUT 7 01 010.0 7.2 1.0 32 01 99 ENDCMPI ss«ss«sssssrtsassrrrss80 80 LIST OF INPLIT DATA(CONTfNUED)tsss/rrssssssssitsstis ENDJOB 2 *tssssssssssssassrrssrrrsssstttEND OF 80-90 LIST*tssssswrssssssssssssrrssssssss z7 TR20 XEQ 08-23-99 22:15 SILVER STREET,AGAWAM,MA,DEVELOPED CONDITIONS JOB 1 PASS I REV PC OW83(2) PAGE I EXECUTIVE CONTROL OPERATION INCREM RECORD ID + MAIN TIME INCREMENT= .10 HOURS EXECUTIVE CONTROL OPERATION COMPUT RECORDED + FROM STRUCTURE I + TO STRUCTURE I STARTING TIME= .00 RAIN DEPTH= 3.20 RAIN DURATION= 1.00 RAIN TABLE NO.=3 ANT.MOIST.COND=2 ALTERNATE NO.=1 STORM NO.=2 MAIN TIME INCREMENT- .10 HOURS OPERATION RUNOFF STRUCTURE I OUTPUT HYDROGRAPH= 4 AREA= .00 SQ MI INPUT RUNOFF CURVE=59. TIME OF CONCENTRATION= .65 HOURS INTERNAL HYDROGRAPH TIME INCREMENT= .0871 HOURS .ss WARMING-NO PEAK FOUND,MAXIMUM DISCHARGE_ .05 CFS. PEAK T1ME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 24.30 .05 (RUNOFF) 12.60 .35 (RUNOFF) RUNOFF VOLUME ABOVE BASEFLOW= .38 WATERSHED INCHES, .98 CFS-HRS, .08 ACRE-FEET; BASEFLOW= .00 CFS OPERATION RESVOR STRUCTURE I INPUT HYDROGRAPH=4 OUTPUT HYDROGRAPH=5 SURFACE ELEVATION= 192.00 •••WARNING-NO PEAK FOUND,MAXIMUM DISCHARGE- 05 CFS, PEAKTIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 24.40 .05 I92.03 12.80 .31 192.17 TIME(M) FIRST HYDROGRAPH POINT= .00 HOURS TIME INCREMENT= .10 HOURS DRAINAGE AREA= .00 SQ.MI. 12.00 DISCHG .00 .00 .02 .06 .12 .19 25 .29 .31 .30 12.00 ELEV 192.00 192.00 192.01 192.03 192.07 192.11 192.14 192.16 192.17 192.17 13.00 DISCHG .29 .27 .25 .23 .21 .19 .18 .17 .16 .15 13.00 ELEV 192.16 192.15 192.14 192.12 192.11 192.11 192.10 192.09 192.09 192.09 14.00 DISCHG .14 .13 .13 .13 .12 A2 .11 All Al .11 14.00 ELEV 192.08 192.07 192.07 192.07 192.07 192.07 192.06 192.06 192.06 192.06 15.00 DISCHG .10 .10 .10 .10 .09 .09 .09 .09 .09 .09 15.00 ELEV 192.06 192.06 192.05 192.05 192.03 192.05 192.05 192.05 192,05 192.05 16.00 DISCHG .09 .09 .08 .08 .08 .08 .08 .08 .08 .08 16.00 ELEV 192.05 192.05 192.05 192.05 192.04 192.04 192.04 192.04 192.04 192.04 17.00 DISCHG .07 .07 .07 .06 .06 .06 .06 .05 .05 .05 17.00 ELEV 192.04 192.04 192.04 192.03 192.03 192.03 192.03 192.03 192.03 192.03 18.00 DISCHG .05 .05 .05 .05 .05 .05 .05 .05 .04 .04 18.00 ELEV 192.03 192.03 192.03 192.03 192.03 192.03 192.03 192.02 192.02 192.02 19.00 DISCHG .04 04 .04 .04 .04 .04 .04 .04 .04 .04 19.00 ELEV 192.02 192.02 192.02 192.02 192.02 192.02 192.02 192.02 192.02 192.02 2z TR20 XEQ 08-23-99 22:15 SILVER STREET,AGAWAM,MA,DEVELOPED CONDITIONS JOB I PASS 1 REV PC 09/83(.2) PAGE 2 20.00 DISCHG .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 20.00 ELEV 192.02 192.02 192.02 192.02 192.02 192.02 192.02 192.02 192.02 192.02 21.00 DISCHG .04 .04 .03 .03 .03 .03 .03 .03 .03 .03 21.00 ELEV 192.02 192.02 192.02 192.02 192.02 192.02 192.02 192.02 192.02 192.02 22.00 DISCHG .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 22.00 ELEV 192-02 192.02 192.02 192.02 192.02 192.02 192.02 192.02 192.02 192.02 23.00 DISCHG .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 23.00 ELEV 192.02 192.02 192.02 192.02 192.02 192.02 192.02 192.02 192.02 192.02 24A0 DISCHG .03 .03 .04 .04 .05 .04 .04 .03 .02 .02 24.00 ELEV 192.02 192.02 192.02 192.02 192.03 192.02 192.02 192.02 192.01 192.01 25.00 DISCHG .01 .01 .00 25.00 ELEV 192.01 192.00 192.00 RUNOFF VOLUME ABOVE BASEFLOW= .38 WATERSHED INCHES, .98 CFS-HRS, .08 ACRE-FEET; BASEFLOW= .00 CFS EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID + COMPUTATIONS COMPLETED FOR PASS I 2� TR20 XEQ 08-23-99 22:15 SILVER STREET,AGAWAM,MA,DEVELOPED CONDITIONS JOB I PASS 2 REV PC 09l83(.2) PAGE 3 EXECUTIVE CONTROL OPERATION COMPUT RECORD ID + FROM STRUCTURE I + TO STRUCTURE 1 STARTING TIME_ .00 RAIN DEPTH- 5.10 RAIN DURATIONS 1.00 RAIN TABLE NO.=3 ANT.MOIST.COND-2 ALTERNATE NO.= I STORM NO=10 MAIN TIME INCREMENT= .10 HOURS OPERATION RUNOFF STRUCTURE I OUTPUT HYDROGRAPH= 4 AREA= ,Da SQ MI INPUT RUNOFF CURVE=59. TIME OF CONCENTRATION= AS HOURS INTERNAL HYDROGRAPH TIME INCREMENT= .0871 HOURS PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.53 1.72 (RUNOFF) RUNOFF VOLUME ABOVE BASEFLOW= 1.31 WATERSHED INCHES, 3.37 CFS-HRS, 28 ACRE-FEET; BASEFLOW= .00 CFS OPERATION RESVOR STRUCTURE I INPUT HYDROGRAPH=4 OUTPUT HYDROGRAPH=5 SURFACE ELEVATION= 192.00 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.70 1.53 192.85 TIME(HRS) FIRST HYDROGRAPH POINT= .00 HOURS TIME INCREMENT= .10 HOURS DRAINAGE AREA= .00 SQ.MI. 11.00 DISCHG .00 .00 .00 .00 .00 .00 .00 .01 .02 .05 11.00 ELEV 192.00 192.00 192.00 192.00 192.00 192.00 192.00 192.00 192.0I 192.03 12.00 DISCHG .11 .23 .43 .72 1.03 1.30 1.49 1.53 1.48 1.36 12.00 ELEV 192.06 192.13 192.24 192.40 19257 192.72 192,82 192.85 192.82 192.75 13.00 DISCHG 1.21 1.07 .94 .82 .73 _65 _59 .54 .49 .46 1300 ELEV 192.67 192.59 192.52 192.46 192.40 192.36 192.33 192.30 192.27 192.25 14.00 DISCHG 43 .40 .38 .37 .35 .34 .33 .32 .31 .30 14.00 ELEV 192.24 192.22 192,21 192.20 192.19 192.19 192.18 192.17 192.17 192.16 15.00 DISCHG .29 .28 .27 .27 .26 26 25 .25 .24 .24 15.00 ELEV 192.16 192.15 192.15 192.I5 192.14 192.14 192.14 192.14 192.13 192.13 16.00 DISCHG .24 .23 .23 .22 .22 .21 21 .21 .20 .20 16.00 ELEV 192.13 192.13 192.12 192.12 192.12 192.12 192.12 192.11 192.11 192.11 17.00 DISCHG .19 .18 .17 .16 .16 .15 .15 .14 .14 .13 17.00 ELEV 192.11 192.10 192.10 192.09 192.09 192.09 192.08 192.08 192.08 192.07 19.00 DISCHG .13 .12 _12 .12 .12 .12 .12 .12 .11 .11 18.00 ELEV 192.07 192.07 192.07 192.07 192.07 192.07 192.07 192.06 192.06 192.06 19.00 DISCHG .11 .11 .11 .11 .10 .10 .10 .10 A .10 19.00 ELEV 192,06 192.06 I92.06 192.06 192.06 192.06 192.05 192.05 192.06 192.06 20.00 DISCHG .10 .10 .10 .10 .10 .10 .09 .09 .09 .09 20.00 ELEV 192.06 192.06 192,06 192.05 192.05 192.05 192,05 192.05 192.05 192.05 21_00 DISCHG .09 .09 .09 .09 .09 .09 .09 _09 ,08 .08 21.00 ELEV 192.05 192.05 192.05 192.05 192.05 192.05 192.05 192.05 192.05 192.05 22.00 DISCHG .08 .08 .08 .09 .09 .09 .08 .08 .08 .08 22.00 ELEV 192.05 192.05 192,05 192.05 192.05 192.05 192.05 192.05 192.04 192.04 23.00 DISCHG .08 _08 .08 .08 _08 .08 .08 .07 .07 .07 30 TR20 XEQ 08-23-99 22A5 SILVER STREET,AGAWAM,MA,DEVELOPED CONDITIONS JOB I PASS 2 REV PC 09/83(.2) PAGE 4 23.00 ELEV 192.04 192.04 192,04 192.04 192.04 192.04 192.04 192.04 192,04 192.04 24.00 DISCHG .07 .08 .09 .11 .11 .11 .10 .09 .06 .04 24.00 ELEV 192.04 192.04 192.05 192.06 192.06 192.06 192.05 192.04 192,03 192.02 25.00 DISCHG .03 .02 .02 O1 .01 .00 25.00 ELEV 192.02 192.01 192.01 192.01 192.00 192.00 RUNOFF VOLUME ABOVE BASEFLOW= 1.31 WATERSHED INCHES, 3.37 CFS-HRS, 28 ACRE-FEET; BASEFLOW= .00 CFS EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID + COMPUTATIONS COMPLETED FOR PASS 2 3 � TR20 XEQ 08-23-99 22:15 SILVER STREET,AGAWAM,MA,DEVELOPED CONDITIONS JOB 1 PASS 3 REV PC09/83(.2) PAGE 5 EXECUTI VE CONTROL OPERATION COMPUP RECORD ID + FROM STRUCTURE I + TO STRUCTURE 1 STARTING TIME= .00 RAIN DEPTH= 6.30 RAIN DURATION- 1.00 RAIN TABLE NO.=3 ANT.MOIST.COND=2 ALTERNATE NO-=I STORM NO.=50 MAIN TIME INCREMENT= .10 HOURS OPERATION RUNOFF STRUCTURE I OUTPUT HYDROGRAPH= 4 AREA= .00 SQ MI INPUT RUNOFF CURVE=59. TIME OF CONCENTRATION= .65 HOURS INTERNAL HYDROGRAPH TIME INCREMENT= .0871 HOURS PEAKTIME(HRS) PEAK,DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.51 2A7 (RUNOFF) RUNOFF VOLUME ABOVE BASEFLOW= 2.05 WATERSHED INCHES, 5.30 CFS-HRS, A4 ACRE-FEET; BASEFLOW= .00 CFS OPERATION RESVOR STRUCTURE I INPUT HYDROGRAPH=4 OUTPUT HYDROGRAPH-5 SURFACE ELEVATION= 192,00 PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.83 2.00 193.25 TIME(HRS) FIRST HYDROGRAPH POINT= .00 HOURS TIME INCREMENT= .10 HOURS DRAWAGE AREA .00 SQ.MV1l, 11.00 DISCHG .00 .01 .01 .02 .03 .05 .07 .09 .13 .20 11.00 EI.1 V 192.00 192.00 192.01 192,01 192.02 192.03 192.04 192.05 192.07 192.11 12.00 DISCHG .33 .56 .91 1.38 1.82 1.88 1.94 1,98 2,00 1.99 12.00 ELEV 192.18 192.31 192.50 192.76 193.01 193.09 193.17 193.23 193,25 193.24 13.00 DISCHG 1.97 1.93 1.89 1.83 1.57 1.25 1.03 .89 .78 .71 13.00 ELEV 193.21 193.16 193.10 193.03 192.97 192.69 192.57 192A9 192,43 192.39 14.00 DISCHG .65 .60 .57 .54 .52 .50 .48 .46 .45 .43 14.00 ELEV 192.36 192.33 192.31 192.30 192.29 192.28 192.27 192.26 192,25 192.24 15.00 DISCHG .42 .41 .40 .39 .38 .37 .37 .36 .35 .35 15.00 ELEV 192.23 192.22 192.22 192.21 192.21 192.21 192.20 192.20 192.20 192.19 16.00 DISCHG .34 .33 .32 .32 .31 .31 .30 .30 .29 .29 16.00 ELEV 192.19 192.18 192.18 192.18 192.17 192.17 192.17 192.17 192.16 192.16 17.00 DISCHG .28 .26 .25 .24 .22 .21 .21 .20 .20 .19 17.00 ELEV 192.15 192.15 192.14 192.13 192.12 192.12 192.11 192.11 192.11 192.10 18.00 DISCHG .18 .18 .19 As .17 .17 .17 .17 .16 .16 18.00 ELEV 192.10 192,10 192.10 192.10 192.10 192.10 192.09 192.09 192.09 192.09 19.00 DISCHG .16 .16 .16 .15 .15 .14 .14 .14 .14 .14 19.00 ELEV 192.09 192.09 192.09 192.08 192.08 192.09 192.09 192.08 192.08 192.08 20.00 DISCHG .15 .15 .14 A4 .14 .14 .13 .13 .13 .I3 20.00 ELEV 192.08 192.08 192.08 192.08 192.08 192.08 192.07 192.07 192.07 192.07 21.00 DISCHG .13 .13 .12 .12 .12 .12 .12 .12 .12 .12 21.00 ELEV 192.07 192,07 192.07 192.07 192.07 192.07 192.07 192.07 192.07 192.06 22.00 DISCHG .12 .12 .12 .12 .12 .12 .12 .12 .11 -11 22,00 ELEV 192.06 192.06 192.07 192.07 192.07 192.07 192.07 192.06 192.06 192.06 23.00 DISCHG .11 .11 .11 .11 .I1 .I1 .11 .11 .10 .10 32 TR20 XEQ 08-23-99 22:15 SILVER STREET,AGAWAM,MA,DEVELOPED CONDITIONS JOB I PASS 3 REV PC 09183(.2) PAGE 6 23.00 ELEV 192.06 192.06 192.06 192.06 192.06 192.06 192.06 192.06 192.06 192.06 24.00 DISCHG .10 .11 .13 .15 .16 .15 .13 .11 .08 .06 24.00 ELEV 192.05 192.06 192.07 192.08 192.09 192.09 192.07 192.06 192.05 192.03 25.00 DISCHG .05 .03 .02 .02 .01 .01 .00 25.00 ELEV 192.02 192.02 192.01 192.01 192.01 192.00 192.00 RUNOFF VOLUME ABOVE BASEFLOW= 2.05 WATERSHED INCHES, 5.30 CFS-FIRS, .44 ACRE-FEET, BASEFLOW= .00 CFS EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID t COMPUTATIONS COMPLETED FOR PASS 3 33 TR20 XEQ 08-23-99 22:15 SILVER STREET,AGAWAM,MA,DEVELOPED CONDITIONS JOB I PASS 4 REV PC 09183(.2) PAGE 7 EXECUTIVE CONTROL OPERATION COMPUT RECORD ID + FROM STRUCTURE 1 + TO STRUCTURE 1 STARTING TIME= .00 RAIN DEPTH= 7.20 RAIN DURATION= 1.00 RAIN TABLE NO.=3 ANT_MOIST_COND-2 ALTERNATE NO.=I STORM NO.=99 MAIN TIME INCREMENT= .10 HOURS OPERATION RUNOFF STRUCTURE 1 OUTPUT HYDROGRAPH= 4 AREA= .00 SQ MI INPUT RUNOFF CURVE=59, TIME OF CONCENTRATION= .65 HOURS INTERNAL HYDROGRAP14 TIME INCREMENT= .0871 HOURS PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET) 12.50 3.81 (RUNOFF) RUNOFF VOLUME ABOVE BASEFLOW= 2.67 WATERSHED INCHES, 6.90 CFS-HRS, .57 ACRE-FEET; BASEFLOW= .00 CFS OPERATION RESVOR STRUCTURE I INPUT HYDROGRAPH=4 OUTPUT HYDROGRAPH=5 SURFACE ELEVATION= I92.00 PEAK TIME(HRS) PEAK DISCHARGB(CFS) PEAK ELEVATION(FEET) 12.90 2.29 193.63 TIME(HRS) FIRST HYDROGRAPH POINT= .00 HOURS TIME INCREMENT= .10 HOURS DRAINAGE AREA= .00 SQ.". 10.00 DISCHG .00 .00 .00 .00 .00 .00 .01 .01 .02 .03 10.00 ELEV 192.00 192.00 192.00 192.00 192.00 192.00 192.00 192.01 192.01 192.01 11.00 DISCHG _04 .05 .06 .08 .10 .13 .16 .20 .25 .35 11.00 ELEV 192.02 192.03 192.04 192.04 192.06 192.07 192.09 192.11 192.14 192.20 12.00 DISCHG .53 .85 1.33 1.83 1.93 2.04 2.15 2.23 2.27 2.29 12.00 ELEV 192.30 192.47 192.73 193.02 193.15 193.30 193A4 193.55 193.61 193.63 13.00 DISCHG 2.27 2.24 2.20 2.14 2.08 2.02 1.95 I.89 1.82 1.40 13.00 ELEV 193.61 193,57 193.51 193.44 193.36 19327 193,19 193.10 193,01 192.77 14.00 DISCHG 1.10 .91 .80 .73 .68 .64 .61 .58 .56 .54 14.00 ELEV 192.61 192.51 192.44 192.40 192.37 19215 192.34 192.32 192.31 192.30 15.00 DISCHG 52 .51 A9 .48 .47 _46 .45 .45 .44 .43 15.00 ELEV 192.29 19218 192.27 192.27 192.26 192,26 192.25 192.25 192.24 192.24 16.00 DISCHG .42 .41 .40 .39 .39 .38 .38 .37 .36 .35 16.00 ELEV 192.23 192.23 192.22 192.22 192.21 192.21 192.21 19220 19220 192.20 17.00 DISCHG .34 33 .31 .29 .28 .27 .26 .25 .24 .23 17.00 ELEV 192.19 192.18 192.17 192,16 192.15 192.15 192.14 192.14 192,13 192.13 18.00 DISCHG 22 .22 .22 22 .22 .21 .21 .20 .20 .20 18.00 ELEV 19212 192.12 192.12 192.12 192.12 192.12 192.12 192.11 192.11 192.11 19.00 DISCHG .20 .19 .19 .19 As 8 .18 .17 .17 .18 .18 19.00 ELEV 192.11 192.11 192.11 192.10 192.10 192.10 192.10 192.10 192.10 192.10 20.00 DISCHG .I8 .18 .18 .17 .17 .17 .17 .16 .16 .16 20.00 ELEV 192.10 192.10 192.10 192.10 192.09 192.09 192.09 192.09 192.09 192.09 21.00 DISCHG 16 .16 .15 .15 .15 .15 .15 .15 .15 .14 21,00 ELEV 192.09 192.09 192kS 192.08 192.08 192.08 192.08 192.08 192.08 192.08 22.00 DISCHG .14 14 .15 .15 .15 .15 .15 .14 .14 .14 3� TR20 XEQ 08-23-99 22:15 SILVER STREET,AGAWAK MA,DEVELOPED CONDITIONS JOB 1 PASS 4 REV PC 09/83(_2) PAGE 8 22.00 ELEV 192.08 192.08 192.09 192.08 192.08 192.08 192,08 192.08 192.08 192,08 23.00 DISCHG .14 .13 .13 .13 .13 .13 .13 .13 .13 .12 23.00 ELEV 192.07 192.07 192.07 192.07 192.07 192.07 192.07 192.07 192.07 192.07 24.00 DISCHG .12 .13 .16 .19 .20 _19 .16 .13 .10 .08 24.00 ELEV 192,07 192.07 192.09 192.10 192.11 192.10 192.09 192.07 192.06 192.04 25.00 DISCHG .06 .04 .03 .02 .01 .01 .00 25.00 ELEV 192.03 192.02 192.02 192.01 192.01 192.00 192.00 RUNOFF VOLUME ABOVE BASEFLOW- 2.67 WATERSHED INCHES, 6.90 CFS-HRS, .57 ACRE-FEET; BASEFLOW= .00 CFS EXECUTIVE CONTROL OPERATION ENDCMP RECORD 11) + COMPUTATIONS COMPLETED FOR PASS 4 EXECUTIVE CONTROL OPERATION ENDJOH RECORD ID 35 TR20 XEQ 08-23-99 22:15 SILVER STREET,AGAWAM,MA,DEVELOPED CONDITIONS JOB I SUMMARY REV PC 09183(.2) PAGE 9 SUMMARY TABLE I-SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED (A STAR(•)AFTER THE PEAK DISCHARGE TIME AND RATE(CFS)VALUES INDICATES A FLAT TOP HYDROGRAPH A QUESTION MARK(?)INDICATES A HYDROGRAPH WITH PEAK AS LAST POINT.) SECTION/ STANDARD RAIN ANTEC MAIN PRECIPITATION PEAK DISCHARGE STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME RUNOFF ID OPERATION AREA # COND INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME RATE RATE (SQ MI) (HR) (HR) (IN) (HR) (IN) (FT) (HR) (CFS) (CSM) ALTERNATE 1 STORM 2 STRUCTURE I RUNOFF .00 3 2 .10 .0 3.20 24.00 .38 --- 12.60 .35 86.3 STRUCTURE 1 RESVOR .00 3 2 .10 _0 3.20 24.00 .38 192.17 12.80 .31 77.3 ALTERNATE I STORM 10 STRUCTURE 1 RUNOFF .00 3 2 .10 .0 5,10 24.00 1.31 - 12.53 1.72 430.3 STRUCTURI~ i RESVOR .00 3 2 .10 .0 5.10 24.00 1.31 192.85 12.70 1.53 383.0 ALTERNATE i STORM 50 STRUCTURE 1 RUNOFF .00 3 2 .10 .0 6.30 24.00 2.05 - 12.51 2.87 717.1 STRUCTURE 1 RESVOR .00 3 2 .10 .0 6.30 24.00 2.05 193.25 12.83 2.00 500.0 ALTERNATE I STORM 99 STRUCTURE l RUNOFF OD 3 2 .10 .0 7.20 24.00 2.67 - 12.50 3.81 953.4 STRUCTURE 1 RESVOR .00 3 2 .10 _0 7.20 24.00 2.67 193,63 12.90 2.29 371.7 ��p TR20 XEQ 08-23-99 22:15 SILVER STREET,AGAWAM,MA,DEVELOPED CONDITIONS JOB 1 SUMMARY REV PC 09/83(.2) PAGE 10 SUMMARY TABLE 3-DISCHARGE(CFS)AT XSECTIONS AND STRUCTURES FOR ALL STORMS AND ALTERNATES XSECTION/ DRAINAGE STRUCTURE AREA STORM NUMBERS...__._.._ ID (SQ MI) 2 10 50 99 0 STRUCTURE 1 .00 t ALTERNATE 1 .31 1.53 2.00 2.29 I END OF I JOBS IN THIS RUN 37 Outlet Control Modifications Hydraulic Calculations 38 Orifice Calculator Given Input Data: Solving for..................... Headwater Flawrate........................ 2.5700 cfs Coefficient..................... 0.6100 Diameter........................ 8.2500 in Tailwater....................... 0.0050 ft Computed Results: Headwater....................... 2.0067 ft Velocity........................ 6.9231 fps 3�# #U n d s=Elevation,ft,F I owr ate,cf s #Rating Curve Rating Curare Data #Depth-ft Flmrate-cis 0.70000000, 1.51434578 0.80000000, 1.61963149 0.90000000, 1.71847875 1.00000000, 1.81194157 1.10000000, 1.90081437 1.20000000, 1.98571356 1.30000000, 2.06712877 1.40000000, 2.14545669 1.50000000, 2.22102396 160000000, 2.29410342 1.70000000, 2.36492569 1,80000000, 2.43368785 1.90000000, 2.50055986 2.00000000, 2.56568951 Appendix"A" Supporting Data 4-I Composite Runoff Curve Number Calculator Description Area(mil) Curve Number Exist.Building 0.0003 98 Exist.Pavement 0.0005 98 Lavin Area 0.0027 39 Woods/Brush 0.0D02 30 Total Area --> 0.0037 51 <—Weighted CN .ti.� Sheet Flow Description..................... Sheet flow aver lawn area Mannirig's n..................... 0.2400 Flow Length..................... 250.0000 ft Two Yr,24 hr Rainfall.......... 3.2000 in Land Slope...................... 0,0100 ftfft Computed Sheet flow time.......................>0.6532 hrs Total Time of Concentration.........................>0.6532 hrs 43 Composite Runoff Cure Number Calculator Developed Condition Description Area(mi2) Curve Number Exist.Building 0.0003 98 Exist.Pavement 0.0005 98 Lawn Area 0.0023 39 WoodlBrush 0.0002 30 New Building 0.0002 98 NewPavement 0.0003 98 Total Area —> 0.0038 59 —Weighted CN 41 R Culvert Calculator Entered Data: Shape........................... Circular Number of Barrels............... 1 Solving for..................... Headwater Chart Number.................... 1 Scale Number.................... 3 Chart Description............... CONCRETE PIPE CULVERT;NO BEVELED RING ENTRANCE Scale Description............... GROOVE END ENTRANCE,PIPE PROJECTING FROM FILL Flowrate........................ 0.0000 cfs Manning's n..................... 0.0120 Roadway Elevation............... 194.0000 ft Inlet Elevation................. 191.8300 ft Outlet Elevation................ 191.3500 ft Diameter........................ 12.0000 in Length.......................... 24.0000 ft Entrance Loss................... 0.5000 Tailwater....................... 0.0000 ft Computed Results: Headwater....................... 5.8190 ft From Inlet Slope........................... 0,0200 ftlft Velocity........................ 0.0000 fps DIS- HEAD- INLET OUTLET CHARGE WATER CONTROL CONTROL FLOW NORMAL CRITICAL OUTLET TAILWATER Flow ELEV. DEPTH DEPTH TYPE DEPTH DEPTH VEL. DEPTH VEL.DEPTH cfs ft ft It in in fps ft fps ft 0.00 192.41 0.58 0.00 NA 0.00 0.00 0.00 0.00 0.00 0.00 1,00 192.71 0AB 0.00 NA 3.48 5.04 5.30 0.29 0.00 0.00 2.00 193.00 1.17 0.00 NA 5.02 7,24 6.42 0.42 0.00 0.00 3.00 193,33 1.50 0.00 NA 6.35 8.91 7.12 0.53 0.00 0.00 4.00 193.79 1.96 0.00 NA 7,63 10.17 7.60 0.64 0.00 0.00 5.00 194.36 2.53 0,00 NA 9,03 11.00 7.89 0.75 0.00 0.00 6.00 195.03 3.20 0-00 NA 12.00 12.00 7.64 1.00 0.00 0,00 7.00 195.80 3.97 0-00 NA 12.00 12.00 8.91 1.00 0.00 0.00 8.00 196.67 4.84 0.00 NA 12.00 12.00 10.19 1.00 0.00 0.00 9.00 197.65 5.82 0.00 NA 12.00 12.00 11,46 1.00 0.00 0.00 4S 24'0 CAST IRON FRAME AND COVER FINISHED SET TO GRADE GRADE(TYP•) TOP 501E FILTER FABRIC (ALL AROUND). �* co ° 9 '0 PRECAST CONCRETE LEACHINC CKWBER SEE PLAN FOR INVERT ap, 24` INLET OR OUTLET PIPE, AS REQUIRED ° I (SEE SITE PLAN!) 1 Q. co ° 24" OF 3/4' TO 1-1/2' WASHED, CRUSHED STONE ALL AROUND (TYP.) a LTER FABRIC ) �DRYWELL DETAIL_ ALL AROUND NOT TO SCALE , 1 . PLACE VANED GRATES CAST IRON FRAME & GRATE (NEENAH R-2500 IN LAWN (IF CALLED FOR) IN (NEENAH R-3222-1A PAVEMENT AREAS) SET IN MORTAI DIRECTION OF FLOW OR APPROVED EQUAL SET IN MORTAR r ADJUST FRAME TO FINISHED GRADE WITH a MORTAR CEMENT CONCRETE BRICKS AND MORTAR w p a c 24" 0 OR c c�o C„ 24" SQUARE v (SEE NOTE 4) u uj W T a n GENERAL NOTES: z v a e 1. REINFORCED STEEL CONFORMS 5" MIN. TO ASTM A185 do A615 48" 2. CONCRETE COMPRESSIVE NF �awf 1" CLEAR STRENGTH SHALL BE 4000 PSI > AT 28 DAYS. 3. PRECAST CONCRETE SECTIONS v v. SHALL CONFORM TO ASTM C478. 4. OPENING SHALL BE 24"0 FOR CATCH BASt 1N LAWN AREAS AND 24" SQUARE IN PAV, ? AREAS, OR AS APPROVED, OPENINGS SH z v Q COORDINATED WITH FRAME & GRATES. o * u wi 1 5. PIPE OPENINGS SHALL BE PIPE DIAMETER "') G + 2" TYPICAL- 5" MIN, D 6. JOINT SEALANT SHALL BE PREFORMED BUTYL RUBBER SEALANT. 7. BASE SECTION SHALL BE ONE POUR MONOLITHIC. 8. EXTERIOR OF PRECAST SECTIONS COMPACTED SHALL BE COATED WITH BITUMINOUS GRAVEL DAMP PROOFING. SECTION 9. ALL FRAMES, GRATES. COVERS AND PRECAST SECTIONS SHALL BE DESIGN ANC FABRICATED IN ACCORDANCE WITH A HS2C VEHICAL LOADING. CATCH BASIN DETAILS CB —1 - 11nT TO SCALE 47 TRENCH SAWCUT EXISTING BIT. CONC. PAV. LAWN AREAS PAVEMENT AREAS SEE PAVEMENT SAWCUT DETAIL 1 1 O o , U � TRENCH p BACKFILL x z 0 12" a HAND TAMPED `n PIPE BEDDING . a D oo go go go od COMPACTED L6„ 00 I D.0 PIPE BEDDING PIPE DIAMETER +2' GENERAL NOTES I). PIPE SHALL BE SUPPORTED CONTINUOUSLY ALONG ITS ENTIRE LENGTH. 2). MINIMUM COVER SHALL BE AS FOLLOWS: WATER S'—D" SEWER 6'—Q" DRAIN 4'-0" r2- UTILITY PIPE TRENCH 2 3 SCALE: l/2"=1'-0" �g - ;�` ..F `= .•iJ��'J�'_: .:� -� '� ram. �i\��, t e�� _:��, ,:J'. 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"N/w� f c fl r �i�� ►� . . i ;►•- ;n'ashy t1•�. `Ca.. � "` ]! � u • s•} � .t `�.A�'bi,y �pih J YP;-G'I < s t{",r ',{i� "n ,�� b'Y a3. kC.6 €?�.• R4"1'�.-.yl�{i^•CZ'� i'� � � '� { J3� �j:, • �y�7C �`,r !'. e r. . K. t.,, i+ ;7, vs , .! �•�j}� ''.: �`��`��A7C.•'T s.11' � r,.viS4tA rfli/-C�'.•.t ':1[�" y an'� [ ri.a'.` . '4ti•r�r'R _ l MaZziez ' ,�. ' t 34 Solt SURVEY upper part of the subsoil is thick and friable, reddish This soil is well suited to trees, and most of the acreag, brown silt loam 16 inches thick; the lower part, to a depth is wooded. Productivity is high_ Important tree specie of 60 inches, is very firm, reddish brown silty clay loam. are northern red oak, eastern white pine, and suga Permeability is moderate in the upper part of the sub- maple. soil and moderately slow in the lower part. Available This soil is limited for urban uses and sanitary wast. water capacity is low. A perched water table is in the disposal facilities because of slope, the brief seasonal higZ lower part of the subsoil for brief periods in winter and water table, large stones, and the moderately slo% early spring. Growth of roots is restricted to a depth of permeability of the Iower part of the subsoil. Capabilit. about 20 inches by the very firm hardpan. Reaction subclass Vlls. ranges from extremely acid to very strongly acid. MeA—Merrimac sandy loam, 0 to 3 percent slope: Included with this soil in mapping are areas, generally This nearly level soil is deep and somewhat excessivel. smaller than 3 acres, Wethersfield and Ludlow soils. In- drained. It is on stream terraces and outwash terrace: cluded soils make up about 20 percent of this map unit. Slopes are smooth and 50 to 200 feet long. Areas rang This soil has poor potential for farming and openland from 5 to 80 acres in size and are irregular in shape. wildlife habitat, good potential for woodland, and fair In a typical profile in a wooded area that was once cu; potential for woodland wildlife habitat. It has poor poten- tivated, the surface layer is friable, brown sandy loan tial for most urban uses, for most sanitary waste disposal about 7 inches thick. The upper part of the subsoil is fri., facilities,and for wetland wildlife habitat. ble, brown sandy loam 8 inches thick; the lower part i This soil is not suited to cultivated crops, hay, or friable, yellowish brown gravelly sandy loam 11 inche pasture because of the stones on the surface. thick. The substratum, to a depth of 60 inches, is loos4 This soil is well suited to trees, and most of the acreage single grained, yellowish brown gravelly sand. is wooded. Productivity is high. Important tree species Permeability is moderately rapid or rapid in the subso are northern red oak, eastern white pine, and sugar and rapid in the substratum. Available water capacity i maple. moderate. Roots grow into the loose substratum. Reactio This soil is limited for most urban uses and most sani- is extremely acid to strongly acid, tary waste disposal facilities by large stones, the Included with this soil in mapping are areas, generall- moderately slow permeability of the lower part of the smaller than 3 acres, of Hinckley and Sudbury soils. Als subsoil, and the brief seasonal high water table. Capabili- included are a few small areas of soils similar to Me) ty subclass VIIs. rimac soils that have reddish brown colors in the profit McD—Meckesville extremely stony loam, 15 to 25 and soils that have a fine sandy loam surface layer. Ir percent slopes, This moderately steep soil is deep and cluded soils make up about 20 percent of this map unit. well drained. It is on the sides of drumlins, drumloidal Most of the acreage of this soil has been farmed. Som hills, and ridges. Slopes are.smooth and convex and are of this acreage has reverted to, or has been planted t, commonly 100 to 300 feet long. Areas range from 10 to 40 trees and much of the acreage is now in homesites. acres in size and are irregular in shape. Stones are scat- This soil has good potential for farming and woodlan tered 5 to 20 feet apart on the surface. and fair potential for openland and woodland wildlif In a typical profile in a wooded area, the surface layer habitat. It has good potential for most urban uses. It ha is friable, dark brown loam about 4 inches thick. The poor potential for most sanitary waste disposal facilitic upper part of the subsoil is friable, reddish brown silt and wetland wildlife habitat. loam 14 inches thick, the lower part, to a depth of 60 This soil is well suited to cultivated crops, and goG inches, is very firm, reddish brown silty clay loam. tilth is easily maintained in cultivated areas. Droughtine: Permeability is moderate in the upper part of the sub- is a management concern. The hazard of erosion is sligh soil and moderately slow in the lower part. Available Mixing crop residue and animal manure into the plo water capacity is low. A perched water. table is in the layer improves tilth and increases organic matter conten lower part of the subsoil for brief periods in winter and Water management is necessary in places, early in spring. Growth of roots is restricted to a depth of This soil is well suited to hay and pasture. Props about 18 inches by the very firm hardpan. Reaction stocking rates, deferred grazing, and pasture rotatic ranges from extremely acid to very strongly acid. help to maintain desirable species of pasture plants. Included with this soil in mapping are areas, generally This soil is suited to trees. Productivity is moderat smaller, than 3 acres, of Wethersfield and Ludlow soils. Important tree species are eastern white pine, norther Included soils make up about 20 percent of this map unit. red oak, and sugar maple. This soil has poor potential for farming and openland This soil has few limitations for most urban uses. It wildlife habitat, good potential for woodland, and fair limited for most sanitary waste disposal facilities by tl potential for woodland wildlife habitat. It has poor poten- rapid permeability of the substraum. Capability subcla. tial for urban uses, sanitary waste disposal facilities, and Its. wetland wildlife habitat. MeR—Merrimac sandy loam, 3 to 8 percent slope This soil is not suited to cultivated crops, hay, or This gently sloping soil is deep and somewhat excessive pasture because of the stones on the surface. drained. It is on stream terraces and outwash terrace 5t HAMPDEN COUNTY, MASSACHUSETTS, CENTRAL PART 35 Slopes are smooth and convex and are commonly 50 to gravelly sandy loam 9 inches thick. The substratum, to a 400 feet long. Areas range from 10 to 150 acres in size depth of 60 inches, is loose, single grained, yellowish and are irregular in shape, brown gravelly sand. In a typical profile in a cultivated area, the surface Permeability is moderately rapid or rapid in the subsoil layer is friable, brown sandy loam about 7 inches thick_ and rapid in the substratum. Available water capacity is The upper part of the subsoil is friable, brown sandy loam moderate. Roots grow into the loose substratum. Reaction 7 inches thick; the Iower part is friable, yellowish brown is extremely acid to strongly acid. gravelly sandy loam 10 inches thick. The substratum, to a Included with this soil in mapping are areas, generally depth of 60 inches, is loose, single grained, yellowish smaller than 3 acres, of Hinckley and Sudbury soils. Also brown gravelly sand. included are a few small areas of soils similar to Mer- Permeability is moderately rapid or rapid in the subsoil rimac soils that have reddish brown colors and soils that and rapid in the substratum. Available water capacity is have a fine sandy loam surface layer. Included soils make moderate. Roots grow into the loose substratum. Reaction up about 20 percent of this map unit. is extremely acid to strongly acid. Most of the acreage of this soil has been farmed. Much Included with this soil in mapping are areas, generally of it has reverted to, or has been planted to, trees. Some smaller than 3 acres, of Hinckley and Sudbury soils. Also acreage of this soil is in homesites. included are a few small areas of soils similar to Mer- This soil has fair potential for farming and openland rimac soils that have reddish brown colors and soils that and woodland wildlife habitat and good potential for have a fine sandy loam surface layer. Included soils make woodland. It has fair potential for most urban uses. It has up about 20 percent of this map unit. poor potential for most sanitary waste disposal facilities Most of the acreage of this soil has been farmed. Some and wetland wildlife habitat. of this acreage has reverted to, or has been planted to, This soil is suited to cultivated crops. Good filth is easi- trees and much of the acreage is now in homesites. ly maintained in cultivated areas. Erosion and droughti- This soil has good potential for farming and woodland ness are major problems of management. The hazard of and fair potential for openland and woodland wildlife erosion is moderately severe. When this soil is cropped, habitat. It has good potential for most urban use. It has striperopping, minimum tillage, use of cover crops, and in- and wetland wildlife habitat. poor potential for most sanitary waste disposal facilities corporating grasses and legumes in the cropping system This soil is suited to cultivated crops_ Good filth is easi- reduce the amount of runoff and control erosion. Mixing ly maintained in cultivated areas. Droughtiness is a crop residue and animal manure into the plow layer im- problem of management. The hazard of erosion is proves tilth and increases organic matter content. Water moderate. When this soil is cropped, striperopping, management is necessary in places. minimum tillage, use of cover crops, and incorporating This soil is suited to hay and pasture. Proper stocking grasses and legumes in the cropping system reduce the rates, deferred grazing, and pasture rotation help to amount of runoff and control erosion. Mixing crop residue maintain desirable species of pasture plants. and animal manure into the plow layer improves tilth, and This soil is suited to trees. Productivity is moderate. increases organic matter content. Water management is Important tree species are eastern white pine, red oak, necessary in places. and sugar maple. This soil is suited to hay and pasture. Proper stocking This soil is limited for most urban uses and most sani- rates, deferred grazing, and pasture rotation help to tary waste disposal facilities by slope or the rapid maintain species of desirable pasture plants. permeability of the substratum. Capability subclass IIIe. This soil is suited to trees. Productivity is moderate. MeD—Merrimac sandy loam, 15 to 25 percent slopes. Important tree species are eastern white pine, red oak, This moderately steep and rolling soil is deep and and sugar maple. somewhat excessively drained. It is on stream terraces This soil has few limitations for most urban uses. It is and outwash terraces. Slopes are convex and are com- limited by slope for some buildings. It is limited for most monly 50 to 300 feet long. Areas range from 5 to 60 acres sanitary waste disposal facilities by the rapid permeabili- in size and are irregular in shape. ty of the substratum. Capability subclass IIs. In a typical profile in a wooded area, the surface layer MeC—.Merrimac sandy loam, 8 to 15 percent slopes. is friable, brown sandy loam about 5 inches thick. The This moderately sloping and rolling soil is deep and upper part of the subsoil is friable, brown sandy loam 7 somewhat excssively drained. It is on stream terraces and inches thick; the lower part is friable, yellowish brown outwash terraces. Slopes are smooth and convex and are gravelly sandy loam 8 inches thick. The substratum, to a commonly 50 to 300 feet long. Areas range from 10 to 75 depth of 60 inches, is loose, single grained, yellowish acres in size and are irregular in shape. brown gravelly sand. In a typical profile in a cultivated area, the surface Permeability is moderately rapid or rapid in the subsoil layer is friable, brown sandy loam about 6 inches thick. and rapid in the substratum. Available water capacity is The upper part of the subsoil is friable, brown sandy loam moderate. Roots grow into the loose substratum. Reaction 7 inches thick; the lower part is friable, yellowish brown is extremely acid to strongly acid. 5Z HAMPDEN COUNTY, MASSACHUSETTS, CENTRAL PART 191 TABLE 15.--PHYSICAL AND CHEMICAL PROPERTIES OF SOILS--Continued 1 I I Available,' I Shrink- I_Risk of corCosion 1 Erosion Soil name and I Depth! Permea- I water 1 - Soil I swell ; Uncoated I !_ __factors map symbol I I bility I capacity I reaction 1 potential! steel 1 Concrete I K 1 T In/ha I In/in I PH ! ! I 1 ! Ludlow: ! ! 1 ! I I I I ! LuB---------------1 0-5 1 0.6-2.0 10.11-0.28 1 4.5-5.5 ILow-------ILow-------!High------! 0.24 1 3 ! 5-24 ! 0_6-2.0 10.09-0.24 1 4.5-5.5 ILow-------ILow-------Nigh------1 0.43 1 124-60 1 <012 10.08-0.12 1 5.1-6.0 !Low-------;Low-------[High------1 0.17 ! Lwb---------------1 0-5 1 0.6-2.0 10.11-0.28 ! 4.5-5.5 Mow-------!Low-------!High------1 0,17 1 3 ! 5-24 1 0.6-2.0 Io.09-0.24 1 5.1-5.5 ILow-------ILow-------Nigh------1 0,43 ! 124-60 1 <0.2 Io.od-o.12 : 5.1-6.0 !Low-------ILow-------Nigh------1 0.17 1 Lxb, LxC----------1 0-5 1 0.6-2.0 10.11-0.26 1 4.5-5.5 :Low-------ILow-------Nigh------i 0.17 1 --- 5-24 ; 0.6-2.0 10.09--0.24 1 5.1-5.5 !Low-------!Low-------lHigh------1 0.43 1 124-60 1 <0.2 10.06-0.12 1 5.1-6.0 ]Low-------1Low-------Nigh------! 0.17 1 Meckesville: I : I I ! I I ! I MaB, MaC, MaD-----; 0-6 1 O.b-2.0 10.14-0.18 ! 4.6-5.5 ILow-------ILow-------!High------1 0.32 1 4 1 d-19 1 0.6-2.0 10.12-0.16 ! 4.6-5.5 Mow-------ILow-------!High------1- 0.28 1 119-60 1 0.2-0,6 10.08-0.12 1 4.6-5.5 jLow-------!Moderate IHigh------; 0.2b ! 1 I ! ! 1 MbB, MbC, MbD-=---1 0-8 1 0.6-2.0 10.12-0.16 1 3.6-5.0 )Low-------ILow-------Nigh------; 0.32 1 4 1 $-19 1 0.6-2.0 10.10--0.14 ! 3.6-5,Q ILow-------ILow--------!High------1 0.28 1 119-60 1 0.2-0.6 10.08-0.12 1 3.6-5.0 ILow-------IModerate !High------! 0.25 1 McB, McC, MOD-----I 0-8 1 0.6-2.0 10.10-0.14 1 3.6-5.0 ILow-------ILow-------!High------; 0.32 ! 4 1 8-19 ; 0.6-2.0 ID.10-0.14 ! 3.b-5.0 !Low-------ILow-------!High------1 0.28 I 119-60 j 0.2-0,6 10.08-0,12 1 3.6-5.0 ILow-------IModerate :High------I 0.2d j Merrimac: I ! I 1 1 1 1 I 1 Meg, MeB, MeC, McDI 0-7 1 2,0-6.0 10.12-0.18 1 3.6-5.5 !Low-------ILow-------!High------1 0.17 1 3 1 7-15 ! 2.0-6.0 10.10-0.18 1 3.6-5.5 ILow-------ILow-------Nigh------1 0,24 1 115-26 ; 6.0-20,0 10,07-0.14 13.6-5.5 !Low-------ILow-------;High------! 0.17 1 �126-60 1 6.0-20.0 10.01-0.08 1 3.6-5.5 1Low-------ILow-------!High------1 0.17 1 Montauk: I ! I I I I ; 1 I MmB---------------1 0-7 1 0.6-2.0 10.16-0.20 1 3.6-5.5 lLow-------ILow-------!High------1 0.43 ! 3 1 7-22 ; 0.6-6.0 10.10-0.16 j 3.6-5.5 ILow-------;Low-------1High------1 0.24 1 122-60 10.06-0.6 10.02-0.08 1 3.6-5.5 ILow-------!Low-------;High------1 0.20 1 MnB, MnC----------1 0-7 1 0,6-6,0 10.11-0.15 1 3,6-5.5 ILow-------!Low-------!High------1 0,28 1 3 1 7-22 ; 0.6-6.0 10.10-0.16 1 3.6-5.5 ILow-------!Low-------Nigh------1 0.20 1 122-60 10.06-0.6 10.02-0.16 1 3.6-5.5 ;Low-------ILow-------!High------1 0,24 1 Muck,deep: 1 ; 1 I I I I I I Mu----------------1 0-60 10.6-20 10.18-0.30 1 3.6-6.5 jLow-------1High------!High------1 --- 1 --- 1 1 I ` Muck,shallow: Mx----------------; 0-3o 1 0.6-20 10.18-0.30 1 3.6-6.5 ILow-------!High------!High------1 --- I --- 130-60 ; 0.6-20 10,02-0.18 1 4.5-6.5 ILow-------!High------!High-------I --- I Narragansett: ! 1 I 1 1 1 1 I I NaB, NaC----------1 0-8 1 0.6-2.0 10.14-0.20 1 4.5-5.5 !Low-------ILow-------;Moderate ; 0.32 ! 3 1 B-28 1 0.6-2.0 10.17-0.24 1 4.5-5.5 !Low-------ILow-------IModerate : 0.43 1 :26-50 1 2.0-20.0 10.08-0.16 1 4.5-5.5 ILow-------Mow-------!Moderate 10.2E I 1 ! 1 I I ! ! I 1 NbB, NbC----------1 0-8 1 0.6-2.0 10.12-0.18 1 4.5-5.5 ILow-------ILow-------!Moderate ! 0.32 1 3 1 8-28 : 0.6-2.0 10.17-0.24 1 4.5-5.5 !Low-------ILow-------!Moderate ; 0.43 1 128-60 1 2.0-20 10.08-0.16 1 4.5-5.5 !Low-------ILow-------!Moderate ; 0.28.. 1 NeB, MeC, NCD-----1 0-8 1 0.6-2.0 I0.10-0,16 1 4.5-5.5 ILow-------;Low-------!Moderate 1 0.32 1 3 1 8-28 ! 0.6-2,0 10.17-0.24 : 4.5-5.5 ;Low-------ILow---------IModerate 1 0.43 1 128-60 1 2.0-20 ;0.08-0.16 ! 4.5-5.5 ILow-------!Low-------!Moderate ; 0.28 1 Ninigret: Ng----------------1 0-10 1 2.o-6.0 10.13-0.20 1 4.5-5.5 jLow-------ILow-------Nigh------1 0.28 1 3 110-31 ! 2.0-6.0 lO,lo-0.18 ! 4.5--5.5 jLow-------ILow-------'High------; 0.43 ; 131-60 ; 6.0-20 10.02-0.13 1 4.5-5.5 jLow-------ILow-------!High------! 0.17 ! Paxton: 1 j 1 1 I I 1 ! 1 Pals, PaC----------1 0-6 10.60-6,0 10.13-0.20 1 4.5-5.5 !Low-------ILow-------!Moderate 1 0.24 1 3 1 6-30 1-0,60-6.0 10,10-0.16 1 5.1--6.5 jLow-------[Low-------!moderate 1 0.43 1 130-60 10.06-0.6 10.06-0.12 1 5.1-6,5 !Low-------ILow-------IModerate 1 0.17 1 Pbb, PbC, PbD-----; 0-6 1 0.6-6.0 10.10-0.18 1 4.5-5.5 ILow-------ILow-------!Moderate 1 0.24 1 3 1 b-30 ; 0.6-6.0 '0.10-0.18 1 5.1-6.5 !Low-------ILow-------!Moderate 1 0.43 1 130-60 IO.ob-o.6 10.08-0,12 1 5.1-6.5 ;Low-------ILow-------!Moderate 1 0.17 1 PCB, PeC, PeD-----1 0-6 10.60-6.0 10.05-0.15 1 4.5-5.5 ILow-------ILow-------IModerate 1 0.24 I 3 1 6-30 10.60-6.0 10.10-0.18 ! 5.1-6.5 jLow-------ILow-------IModerate 1 0.43 1 130-60 10.06-0.6 10.08-0.12 1 5.1-6.5 ILow-------ILow-------!Moderate 1 0.17 1 See footnote at end of table. 5.3 t� {; w } 4 i �� f, Y 4 N .+. i �l a Y' �C ILL) I ti f y h r 5 � � t z / 2 C-4 * �? i � IOB R Loa Q LOG f C c (o P QX # DOCUMENT PAGE# D q....+. ..�-w•w,.+.�..r-•.--r... __. «,,.+ ,+. , _ + + .. ter.r..-.. - • .'..+.•.w.,.-_. _..�,.yrf , � - �♦ " ? ,.i - - "•. .'s:� �. , ,. _v .^,-'�+�� i..-s•-r•Y..,.y. .�,,..y..,•r,,,� -� •.,F--_ 0,,._.-µ..•�•..F�.s.e^,�•s•�..w •a.w---•.-•+�•e�—�..-•r+-`+•!---r�-s�..*.�r :-r..'.-�rF•+ ..w.!-w.^'r•'++^q4"__^^J-.,.•+•r,, _ �. .- i..y-_.-_ _�•'+^--. _ ' � 1�1C�fllI�!n(llfll�/JJ�j(/ i OARF.4 46 UL �440 L poX O cD f �40 m • as It C 4*� CL M �.. • C b Co o s q i - ,C • - -�- E Existing Building _ m a JIX i�max.. ��a+.�+s �' �. 4 t�-4F��•-M�4-r 1 o ti) 5!••k�W k.1 a1.� T�"k l5. FL,*W... TA,�ZN ( r' rmpt A.. PLU T1 S TL6L-> slew v2,.ltc_ot4.,p lro,. 4 "N APPROVAL } AGAWAM PLANNING BOAR© 1 V = j Up �\ 4 F.• •\t' Alt Silver-------Street f'^ r.+l.. os • Scale 1' = 20 Feet ft t.Vilf '"""[�+•t•�R'r•,. i,•r<,^'wP1. . r -, ��•Yra:-s._ .. ..-, s� � '• ha r ...� .-. , .. T.w 11 •.5.re. -�rqn r r r •. 'R"s.. TT, r ;Ly 5.. 7.': „ � :S .r:. 'r' i- 'q , :A.- 1 :f r .: .. ... . _ _ . .. _ .: .,. •�• -; tint rrrr I te • � - -� . . •,. � _ : , - . , �QrLe � Irsd�atrlai A � `�F Lot Sue � 2.3. 54 Ac. , 102MO • Existing Pldg, Area 01900 SF ( 5 'X _ ) i Story - � .��`�r;� �' � � . _ � •� Go �, �F px,• c.. J+N �. c�.v�� "�+rJ L c � ��r,�c•�' - Proposed-Additi©n -_ 57 f�. X aQ fit. 4,60frT puoi p T1-�,a�� P°�"T °N T t'�s p�IP ' 4: ", ' Total Building Faotprin 2 t . X 80 f�: 11,4Q0 SP � , r t �� p�� ;,.,.,.. ��lldln �'►Qllera 1�r1°Xi - a .- W a . a At" IA�f��'tfrcj�� C.C�t'l air 40N '�� ` ,� •', u, ,;� t,o,-litrf ��r�'' •a� 4*'� 'Y3'r"il. existing - 2D spaces (19 plus 1 HC,) :. 2• � �ov+Tlohi►a�'� �k� M�� rtY � �� ' � � ,k;� , �� 'n'rr Propoaa4 NeW` • 13 including 1 new-HC . � • W PVn " o MA-rum �x +►.tiro► � : . � ' � �� , ��fl� � r : " � T+r•� F►rar�� k ,t�ar •�v �,t3� Totai: � 3; lnglud#r1Q 2 H.0 . � � �' s - � : . '� ��,�� y,. �., •-r 1',`4 ".�, ParlCino Reguired 20 X �,� .. �Q �t�.� Paved Surface .• _ 'mow •�- GO Vim �• E r� n - P a .........:::. i r• : -�ii in• 'tihti4 t 1 1 1 , 5 r T ; . }� `.. • 1�Ott _ :1 [ �I x y - • r.n pI. 7 -9 y r • F :r' -3 �w Proposed Building � p p}..��t d Bud '#lon �� = � :•f:::. /. ��,y ,•� .�. :yam:::.':.�:•':'•:.:'.:::•:::•.�.:::,.�.•:.':: _ •.�: ..... '•: .�•'- . ••�••••.•.:�'°•'.::::tiff:'•- Yt ':tip�: ::;:}:�:: : ::;;:•:::;::: } :{:;}:-:- ::�:� : :'. •'e ••z• s�:a ►. R " � t - s , - i. - • '- � _ Y � � _ � =tea. 'l.r T Exisii Building : Y : 1 . - - ��.. �.�c„ �r�. �� . . � . • , . �� ear'�. ��er�++�rrr � r �= - �.rA�,�r. V4i►]�l. GrJMrC�.b 4l+lit V 10 A X r Or 0 Ik Ttr-14rVW ft%M • Chain—Lin�c fi�nce r � . . • • �;gyp k�:•�: t Silver St reet eet r , : : •'..�.-~..�„-..,.'� •fir 9S � . � � - B,tum�rious, Cc�r�cr- .te Pave�n n :_ �� - - - .. . . , • - _ - � �� '-� . .- .. : , - r - r , : ' _ - x tr� WOW -17 r _ 5 `r... .-?� - _ .- -i� �••e.. -.ram ..Y[ �S •'Y,':4. 'Y. .-a'' .. �*. €��' - 3i• M r•r+I . _ e (,��_� .ar�.-,�'.:.n.rrss.i.aa'"1'.d��',. .�� '9� +. �:�'. . l�r,. r w :'l Y:: "'•�'f.��RG�!' .':2• ... _ _ �.• .. _ - -. _ r _ .r - . , - _ _. _ r , •. f' '0'�'[•7• -...,., .—�..:ya r" r:�n:. � ..'S -.�P .w Ni4' ..'A Y.`,h: it.a �.�4ar�•:�i�s' .�a§. .T ..,. _ .:'-�� —._ ,:i•. :Sa•? a.:a si=` -w e..-,•��-: ... _.. .r.:. _ -. .. -x .., Y ._ i�'•['c r "3 ,,,,1 k, .. .. a._,FT _ •i. ._ -. ... _,.. ::>L. . . :._t•,e. -.�^'i` _.L--��..�. `i.. .. '�::' . rktr `t:-'. -, .. 3xf Y'• ..—..►irr,taL .�..7� �-2 _ _-:r•.17•�.•r.k _- Y .'}:� .>h'•-� �r•� Y� r �.�' x 4- C 19 70 i 00 01 GA Z; Pvc- < • � 40 0 V\ d 7- U) C CM CD T CD1 - Building Addition Plan It Green Millennium Press Paine& Company Landscape Architect Existing Conditions 570 Silver Street 77 Mill Street P.O. Box 42 Westfield, Massachusetts 01081 Agawam, Massachusetts 413568.6564 413.568.6565 (FX I . . . . . . . . . . ... 4S ............. ..... .. f7-41 J Co 14 P(LA-1460irr AA Existing Building M • to i�vr.e4tiIc. f*vemetir E5 —Olt S4 �io., • an ft Silver Street N S Ot -Plan DaI6 zone Industrial A Lot Size 2.354 Ac. 102,640 SF Existing Bldg. Area 6,800 SF (85' X 80) 1 Story'- 1 5ft- - 6 Proposed Addition 67 ft. X 80 ft. 4,600 SF Total Building Footprint 142 ft. X 80 ft. 119400 SF ..O.ullding: Coverage 11.1 Parking Existing 20 spa"s (19 plus I MC) Proposed New . 13 including 1 new MC Total 33including 2 MC Employees 2.0. Parking Required' 20 XID'S 30 Paved Su-rface Existing 12,650 SF P roposed 8.600 SF Total 21,250 SF 6Kk-STIW6 FIIW% Scale 1 20 Feet 5Z U- X 0 U) I a� � CL C: (D (0 cc W 0 CL E (30? U) CL CL 3: cc • >4 cc JUL)( U I I'vig 13 -1,P7 9 C0 ;F (D vwwswmw� goop loop to so 08 so 08'a � • A . - 1q� ......_. .,.._-.- . cis � 1 M IT X ca -t t U3 + + + + (-Tj 5ri + + 41k Nichoison Engineering, Inc. Civil / Structural Engineers 18 Ferris Street, Indian Orchard, MA 01151 L 2 W Site Grading,* Drainage Plan Building Addition Millennium Press 570 Silver Street Agawam, Massachusetts Plan It Green Paine & Company Landscape Architects 77 Mill Street P.O. Box 429 Westfield, Massachusetts 01086 413.568.6564 413,568.6565 (FX) sky VES P 5L*AP eoArrZA* 4PjpI4eStw frjrTma wtT1+ c71 / W.A-•�Iz._ a � 46 tow . 1 T�.` IAA � ••' •.•� ■ 1L..il • � 1'.r• •� . Q W ! °I4.2' r - !� a r � • call H . o. p, 6 P I pe 0(e:3 cxOc LKfLu4s Ta PtACK PANED $RATES CASs Rm1 t'ROK i gU1T; PRLiA111i'tSeO F lAlm �-• (/ CALLED rot) IN �/ gr,CC kON Oc FLOW LL'_ ..,,r .•. -• �--'-. FAItEME1�. !•AtEa�j yE7 111 udltAR. Pt APPROY[D L'OUAL !ET IN YORTAR ••�� AOJJ%T f"OAK TO F'Nrwo dM0[ 0744 MORTAR CEYENI CONCRETE VVmCxS ANO WMIAIR . � 24" 060 14" SOUAK fs[E "t 4j kY N V TiEl"PC mks, * • t. R WORCED STEEL C WVWMt. 5- Mo. y t0 ASTw A.Tgb A AGIS 46 2. COkT ETE COMPRIT04' 1- GEAR $W[NGTH SKILL K .OBD P� e AT'a DONS. v: � 3. PIRGAS7 CDNCREI Si ASm T,4 SN+LL CONfaretl 1D 1Y C•!9 F� A WfNM WALL a 24'4 MV C VIV OAVO IN LAMS ARRAS AND iA• SOUAW M PAVEM - AREAS. OR AS APPOM9. OM UM$ SHAD - w COOROkNATETT w D4 tRAYE • GRATES r h S PEE OKmmGS WALL AE PPE DIAIKICR w y,,. ♦ 7 TYPICAL- _ V MIYt 6 JONT SEALANT SHALE BE PREcaRIIEn earn RuebER Pwr L f e A XAUWT, + 7 BASE SECTION SMAU K • ONE POUR t10NOL "C b CMTERIOR OF Pt1ECAST SUMNS BE f.OATm im 91TLlullHJt15 CcrcOiKALL DIaA DAMP PROOFMTC. CJtAPA • ALL nwrcs. GmVM COYER9 AM W4wt PAECASt SECTIONS WALL Of DESNN AHD FABRkCATED .I ACCORDANCE WN A IIS20 YCMA& LOADING. 1-2 CATCH BASIN DETAILS(CB) t� QRST �k1M MK 1 [Sp � E TOP SO. tqR .wmr � r Id• a .- TO T-T _ �) 41) Tc PILL NOTTO WALL .rwwwas.#r.www.r.rM.w�+tw.w.rs..Nww.wwrww.�.� r■.. a r i Existing BuildingA. a --- r .A !n t . � 1 + 195 Jt • 1 + • • �� 4;� 1 - tJ / i y t / r tr �� w� � s �� I■e � �r � � �r�nl-frsilr �■r~"� � - � r TRENCH SkMCUT EMSTIFIC / • •� ` - LAWN AREAS PAVEhKNT AREAS BAT. CONC. PAV. StE PAVEMENT � t j 0 Silver Street pT 2 bp.. t- ip TAMIPE� M " PIPE BEDDING COMPACTED 6.- �� x- s• PIPE SEDOM T: c�IAIkI€TE+E I ,• GtN�RAL HetEs 1). PIPE SHALL K SUPPORTED CONTINUOMY AILONG ITS E9W 'LENGTM. 2). MIWMVM LOVER SHALL BE AS FOLLOWS: WATER S'-0- SEWER 6'-0- DRAIN 4•-0" UTILITY PIPE TRENCH SCAI.Lt: 1 /E'er 1'-6• Y "J� CA Scale 10 _ 20 Feet •1 4 W V �... LL V nW7S I:fW'[y �0 as ti >_ a J � C m �- ~ E Q� M cc L rr� cc r rrrA