8047_SITE PLAN- MILLENNIUM PRESS- 570 SILVER ST.- BLDG. ADDITION MiIIPi� niurn Gress
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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
, .
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-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
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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
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;,� JII M FIRE DEPARTMENT
APPROVAL
SIGN
cmr�, 5a7 — CIF
527 CMjW0AR'D OF 'FIRE PREVENTION REGULAT&
25.03: Exterior Acccs� to Buildinim Designed for Retail Occuyan�v
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 Buildines Used for Remil PulRoses
The heud of the fire 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 estabUshment to locate hazardous substances in certain areas of the buddine
so chat there will be less danger to the public in case of fire.
25.05: Commercial and Institutional OcWancv Buildings.
The'licad of the fire department shall inspect the outside access to such buildings to make
certain that suitable areas are provided for the stationing es u an fir
I , of fue apparatus for r c c d c
extinguishment purposes and that sufficient unimpeded cn=ces and exits exist for the
entrance of firefighting personnel and the evacuation of the building- The interior of the
;F
buildine shall be inspected by the head of the fire department to asce.,mn that all exits and
main corridors are free of obsnction 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
f=department believes that obstructions or hazardous substances present an impediment to
the evacuation of the buRding or the access of the firc department, he may have such
obstacles or haza dous substances removed-
25.06. 3uildin2s of Lndustrial Occupancv
Access for fire apparatus shall be provided on at least one side of every industrial iype
building,such access to be kept clear of all obstacles and hazz; dous matcnajs as the head of
the fire depament may direct The interior corridors and exitways of all such buildings shall
also be kept clear of obsuicies and hazardous materials as directed by the head of the fue
depanment, who shaR 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-. Buildin�-,s of Habitable Occuipancv
Each building built for residential occupancy after the approval of 527 C.MR 25.00 shall
include a suitable paved access for fire apparatus on at least one side of the structure. in
addition, a clear, unobst:ructed way shaU be provided from such fire apparatus access point
to all exits of such building. "Me head of the fire department shall inspect such access areas
and order any obstacles or hazardous materials removed at his disc-.etion. The head of the
F=department shall also inspect the interior of such buildings at a reasonable hour and shall
make certain that corridors,ha.Uways, and other exitways aic clear of obstacles and haza dous
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 PTcoerTv
Hazardous sub5tanccs shall not be left unacrended within 100' of any building without a
permit from the head of the Fire department. ff, in his opinion. the nature of the hazard
requi.res 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 irom
any public or prlvzte property if the presence of such material does not comply with
527 CMR 25.00 or with other regulations of 527 CNIR.
9/l/93 527 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 department7s 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
S&ucture. 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 fiie hydrant, sprinkler, or standpipe connection.
resting place. 0
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 a 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 havingjurisdiction 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 in) in width with
Chapter 3 General Requirements the road ed ge closest to t he structure at least t 0 ft(3 m)fro m
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 'Means of access for fire department apparatus shall private streets shall be provided with curb cuts extendi I ng 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 Sectiw� 3-1 and the applic'abie provisions of
Sections 3-2 through 3-9.
3-2.5 The designation and maintenance of fire lanes on pri-
vate property shall be accomplished 25 specified by the fire
3-1.3* Mearts 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 likelv 3-3* Parking Lot Lanes. Pat-king 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�Iosecl end with a EUrnaround
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 Exceptio n: The auth o rity having ju risdirtion rnay allow steeper
width. grades where mitigation measures can be agreed up�njointl.y by the
fire chief and the road engineer.
3-1-5.1 TLIZ-115 ill publicly owned or privately owned major
3-4.2 Any secondary road intersecting with another road
feed roadways shall be c�nstructed with a minimum radius shall be sloped one to three percent down and away from
of 100 ft (30-5 m) to the cenierline. the intersection for a distance of 100 Ft (30.5 m) fr�m the
intersection.
3-1-5.2 Turns in other privately owned means of access shall
be constructed with a minimum�radius of 25 ft(7.5 m)at the 3-4.3 Grades shall he no less than 0.5 percent in order to
inside curb line and a radius of 50 ft (15 ni)at the outside prevent pooling of water in the traveled way.
curb line.
e 3-1.6" 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 fit (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 no( less than area shall not be set back niore than 50 ft (15 m) from an
30 FIL�10.5 in)-i&if parallel parking is allowed on both sides. approved fire lane or street.
1990 Edition
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: ���_
--S1Ql(M DA�AINAQE VLRN4lTA1'PL1j�ATlQNS
X Town of Agawam,Deoient o�llubiic Works: 0
The undersigned being the Ow We f- of the pmperty located
(eg:Owner,Lessee,TenBM,Intended Purchaser,etc.)
at 1510 11-\1 G IL -6T*
does hereby request a permit to
(eg:Connect to,Alter,Increne Rlrmuff to,or increase Impervious Cover of an
0" SWAL
area draining to) -F
a storm drain,water course,channel or detention facility at
I A plan or iiie property showing accutatciy at I storm drains.water courses,channelior detention facilities
now existing is attached hereunto as Exhibi("A". (Submit in Duplicate)
2. 1110113 and specificalions covering any work proposed,includin�,soil erosion and sedimentation control,to
be performed under Ibis permit is attached hereunto as Exhibit 'B". (Submit in Duplicate)
3. Calculations delenninnif existing and proposed storm water runoff,capacity of existing facilities impacted
by ili�planned work finq the design of delention facilities Eire attached hereunto as Exhibit"C". (Submit in
Vupl icale)
4. The name and address of lhe engineer or firm who prepared(lie calculation,design plans and specifications
covered by this permit is:
61c e0q .
S. The name and address of the person or firin who will petfonn the work covered by this pennit is:
IN CoNS112ERA-LION OF-1-1 IE GRANTING OF TI VS PER MIT TI IL UNDERSIONQ AGREE5:
I To furnish any additional informnLion relating to the ii stnilation of use of the storm drain for which 1his
permit is sought as ntay be requested by the Superintendent.
2. To Accept and abide by all the provisions orsection I,75-1 throu h 175-59 inclusive of the Ordinances of
the'Town or Agawam and of all other pertinent ordirudice or regulations that may be adopted in(lie Fo(ure.
3. To operate and inaintain any starm drain and de(enlior facilities,as niny be required as a condition of(lie
slorni drainage permit in en c1licient manner at all times,,and al.no expense to the Town.
4. To cooperate at all times with(lie Superintesident.of Public Works and his representatives in their
inspection orstoun drains,and any maintenance(hereof.
5. To notify 1he Superintendent ol'Public Works immediately 'n the event orany accident negligence.or other
occurrence that occasions discharge to the storm droin of any wastes or process waters not covered by this
permi(or allowed by Section 175 of the Ordinance of the'rown of Agawam.
6. lo indemnify flieTown from loss or drininge flint may directly or indirectly be occasioned by the
installation of the storm drain and related facility or connection.
APPLICANr; DATE-
ADDRESS-
C-n r3
CONDITIONS OF PERMIT:
F,
JUL 26 1999.
APPLICATION APPROVED AND PERMIT GRANTED
LA L;
PERMIT NO, DATE:
SIGNED:
SUPE[UNTENDEN-r
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)
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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"
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Im 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 VIls.
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. Slopes 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—Meckesville 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 sliih�t-
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 perio�s 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 Ils.
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
afid 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- crop residue and animal manure into the plow layer im-
ly maintained in cultivated areas. Droughtiness is a proves tilth and increases organic matter content. Water
problem of management. The hazard of erosion is anagement is necessary in places.
moderate. When this soil is cropped, striperopping, m This soil is suited to hay and pasture. Proper stocking
minimum tillage, use of cover crops, and incorporating rates, deferred grazing, and pasture rotation help to
grasses and legumes in the cropping system reduce the maintain desirable species of pasture plants.
amount of runoff and control erosion. Mixing crop residue This soil is suited to trees. Productivity is moderate.
and animal manure into the plow layer improves tilth, and Important tree species are eastern white pine, red oak,
increases organic matter content. Water management is and sugar maple.
necessary in places. This soil is limited for most urban uses and most sani-
This soil is suited to hay and pasture. Proper stocking
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 Ille.
This soil is suited to trees. Productivity is moderate. MeD—Merrimae 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 Ils. 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.
HAMPDEN COUNTY, MASSACHUSEM, CENTRAL PART 191
TABLE 15.--PHYSICAL AND CHEMICAL PROPERTIES OF SOILS--Continued
I I Availablel 1 Shrink- 1 Risk of corroaion-_1 Erosion
Soil name and Depthl Permea- I water I - Soil I swell I Uncoated Cact9ca
map symbol I bility I capacity reaction I potential! steel Concrete K T
In I In/hr In/in P-H
Ludlow: I
LuB--------------- 0-5 1 0.6-2.0 10.11-0.28 1 4.5-5.5 !Low-------!Low-------lHigh------1 0.24 3
5-24 1 0.6-2.0 lO.09-0.24 1 4.5-5.5 !Low------- Low-------IHign------1 0.43
124-6o 1 <0,2 10.08-0.12 1 5.1-6.0 ;Low-------ILow-------lHigh------1 0.17
Lwb---------------1 0-5 1 0.6-2.0 10.11-0.26 4.5-5,5 !Low-------!Low-------lHigh------1 0.17 1 3
1 5-24 1 0.6-2.0 10.09-0.24 1 5.1-5.5 jLow-------jLow-------11jigh------1 0.43 1
124-60 1 <0.2 10.08-0.12 5.1-6.0 !Low-------JLow-------!High------ 0.17 1
Lxb, LX'C----------1 0-5 1 0.6-2.0 lO.11-0.28 1 4.5-5.5 !Low-------!Low-------!High------ 0.17
1 1 5 1 0.6-2.0 1 5.1-5.5
-24 ;0.09-0.24 !Low-------!Low-------lHigh------1 0.43 1
124-60 1 <0.2 10.0b-0.12 5.1-6.0 !Low-------'Low-------lHigh------1 0.17 1
Meckesville: I I 1 11 i I I i
gaB, HaC, MaD-----1 0-8 1 0.6-2.0 10.14-0.18 1 4,6-5.5 !Low-------!Low-------lHigh------1 0.32 1 4
1 d-19 1 0.6-2.0 jG.12-0,j6 1 4.6-5.5 JLow-------'Low-------jHigh------j' 0.28
119-60 1 0.2-0.6 10,08-0,12 1 4.6-5.5 !Low-------!Moderate lHigh------1 0.28
.MbB, MbC, MbD-;.---t 0-8 1 0.6-2.0 10.12-006 1 3.6-5.0 !Low-------jLowr-------!High------1 0.32 1 4
1 8-19 1 0.6-2.0 10.10-0.14 1 3.6-5.0 jLov-------!Low-------!High------1 0.28 1
119-60 1 0.2-0.6 10,08-0.12 1 3.6-5.0 !Low-------;Moderate lHigh------1 0.26 1
1 1 1 1 i 11 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-------lHigh------I D.32 1 4
1 8-19 1 0.6-2.0 10.10-0.14 1 3.6-5,0 Low------- Low-------IHigri------1 0.28 1
119-60 1 0.2-0.6 10-08-0-12 3.6-5.0 !Low-------!Moderate lHigh------1 0.26 1
Merrimac:
Mei, MeB, MeC, MeDI 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 3.6-5.5 !Low------- Low-------!High------1 0.24 1
115-26 1 6.0-20.0 10.07-0.14 3.6-5.5 !Low-------JLow-------)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
Montauk: I I I I i I I I
MmB---------------1 0-7 1 u.6-2.0 jm6-o.20 3.6-5,5 !Low-------jLow-------lHigh------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------ 0.20 1
MnB, MnC----------1 0-7 1 0.6-6.0 10-11-0-15 1 3.6-5.5 !Low-------!Low-------lHigh------1 0.26 1 3
1 7-22 1 0,6-6.0 10.10-G.16 1 3.6-5.5 [Low-------JLow-------!High------ 0.20
122-60 10.06-0.6 10.02-0.16 1 3.6-5.5 !Low-------!Low-------Nigh------ 0.24
Muck,deep: 11 1 11 i 10 11 1
hu----------------1 0-60 o.6-2o 10-16-0-3D 1 3.6-6.5 JLow-------!High------Ifligh------I ---
I I 1 11
Muck,shallow: 1 41 1 41 1
Mx----------------1 0-30 1 0.6-20 10-18-0-30 3.6-6.5 Mow-------lHigh------jHigh------1 ---
130-60 1 0.6-20 10.02-0.18 1 4.5-6.5 !Low-------!High------lHigh------I ---
Narragansett:
NaB, NaG----------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 0.28
NbB, NbC----------1 0-8 1 0.6-2.0 10.12-0.18 4.5-5.5 iLow-------!Low-------IModerate 0.32 1 3
1 8-28 a' 0.6-2.0 10.17-0.24 4.5-5.5 :Low-------jLow-------]Moderate 0.43 1
128-60 1 2.0-20 10.08-0.16 4.5-5,5 !Low-------!Low-------IModerate 0.28 1
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 B-28 1 o.6-2.0 10-17-0.24 1 4.5-5.5 !Low-------!Low-------!Moderate 0.43 1
12b-60 1 2.0-20 10.06-0.16 4.5-5.5 !Low-------!Low-------!Moderate 0.26 1
Ninigret:
f4g.----------------j 0-10 2.0-6.0 10-13-0.20 1 4.5-5.5 !Low-------JLow-------!High------1 0.28 1 3
110-31 1 2.0-6.0 ito.10-0.1b 1 4.5-5.5 !Low-------!Low--------'High------ 0.43 j'
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 It I 1 10
Fab, PaC----------1 0-6 10.60-6.o 10-13-0-20 1 4.5-5.5 ILOW-------!Low-------Imoderate 1 0.24 1 3
1 6-30 10.60-6.0 jo.io-o.2 : 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-------JLow-------jModerate 1 0.17 1
Pbb, PDC, PbD-----t 0-6 1 0.6-6.0 jo.jo-u.18 1 4.5-5.5 !Low-------!Low-------!moderate 1 0.24 1 3
1 6-30 1 0.6-6.0 10.10-0.18 1 5.1-6.5 ILow------- Low-------IModerate 1 0.43 1
130-60 10,06-0.6 10.0b-0.12 1 5.1-6.5 Mow-------!Low-------Imoderate 1 0.17
I I t 1 11 1 1 1
PcB, PcC, PcD-----1 0-6 10.60-6.0 10-05-0-15 1 4.5-5,5 JLow-------jLow-------Imoderate 1 0.24 1 3
1 6-30 10.60-6.0 10-10-0-18 1 5-1-6.5 !Low-------jLow-------Ihoderate 1 0.43 1
130-60 10.06-0.6 10.08-0.12 1 5.1-6.5 !Low-------!Low-------lKoderate j O�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
TR20XEQOS-23-99 21--00 SILVER STREET,AGAWAM,MA,DEVELOPED CONDITIONS JOB I PASS 2
REV PC 09/83(.2) PAGE 2
EXECUTIVE CONTROL OPERATION CCIWUT RECORD ID
+ FROM STRUCTURE I
+ TO STRUCTURE I
STARTINGTIME= .00 RAINDEPTH= 5.10 RAINDURATION= 1.00 RAINTA13LENO.=3 ANT.MOIST-COND=2
ALTERNATE NO.=I STORMNO-=10 MAIN TIME INCREMENT= AOHOURS
OPERAT[ONRUNOFF STRUCTURE I
OUTPUT ffYDROGRAPI-i= I
AREA= .00SQN9 INPLFr RUNOFF CURVE=59. TIME OF CONCENTRATION= .65HOURS
INTERNAL HYDROGRAPH TIME INCREMENT= .0871 HOURS
PEAKTIME(HRS) PEAK DISCHARGE(CFS) PEAK FLEVATION(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
INPUr HYDROGRAPH=I OUTPUT HIYDROGRAPH=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 I D
+ COMPUTATIONS COMPLETED FOR PASS 2
1
TR20 XEQ 08-23-99 21:00 SILVER STREET,AGAWAM,MA,DEVELOPED CONDITIONS JOB I PASS 3
REV PC 09/83(.2) PAGE 3
EXECUTIVE CONTROL OPERATION COMPUT RECORDID
+ FROM STRUCTURE I
+ TO STRUCTURE I
STARTING TIME- 00 RAIN DEPTH= 6.30 RAIN DURATION= LOO RAIN TABLE NO.-3 ANT.MOIST.COND--2
ALTERNATE NO.-I STORMNO,=50 MAIN TIME INCREMENT= JOHOURS
OPERATION RUNOFF STRUCTURE I
OUTPUT HYDROGRAPH= I
AREA= .00SQMI INPUT RUNOFF CURVE=59. TIME OF CONCENTRATION= 65HOURS
INTERNAL HYDROG RAPH TIME INCREMENT= .0871HOURS
PEAK TIME(HRS) PEAK DISCRARGE(CFS) PEAK ELEVATION(FEET)
12.51 2.87 (RUNOFF)
RUNOFF VOLUME ABOVE BASEFLOW= 2.05 WATERSHED INCHES, 5.30 CFS-HRS, 44 ACRE-FFET-, BASEFLOW .00 CPS
OPERATION RFSVOR STRUCTURE I
INPUT HYDROGRAPI-t-I OUTPUT HYDROGRAPH=2
SURFACE ELEVATION= 192.00
PEAK TIME(HRS) PEAK DISCHARGE(CPS) PEAK ELEVATION(FEErr)
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 ENDCMF RECORDFD
2,2-
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 XFQ 08-23-99 22:15 SILVER STREET,AGAWAM,MA,DEVELOPED CONDITIONS JOB I PASS I
REV PC OW83(2) PAGE I
EXECUTIVE CONT ROL OPERATION INCREM RECORDID
+ MAIN TIME INCREMENT= .10HOURS
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.=I STORMNO.m2 MAIN TIME INCREMENT- .10HOM
OPEPATIONRUNOFF STRUCTURE I
OUTPUT HYDROGRAPH= 4
AREA= .00SQ.MI INPUT RUNOFF CURVE=59. TIME OF CONCENTRATION= .65HOURS
INTERNAL HYDROGRAPH TIME INCREMENT= .0871 HOURS
WARNING-NO PEAK FOUND,MAMMM DISCHARGE .05 CF&
PEAK TIME(HRS) PEAK DISCHARGQCFS) PEAK ELEVATION(FEET)
24.30 .05 (RUNOFF)
12,60 .35 (RUNOFF)
RUNOFF VOLUME ABOVE BASEFLOW= .38 WATERSHED INCHES, .98CFS-HRS, .08ACRE-FFET; BASEFLOW= OOCFS
OPERATIONRESVOR STRUCTURE I
INPLIT HYDPOGRAPH=4 OUTPUT HYDROGRAPI-Ift 5
SURFACE ELEVATION= 192.00
WAKNrNG-N0 PEAK FOUND,MAXIMUM DISCHARGE- 05 CFS,
PEAKTIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
24,40 .05 192.03
12.80 31 192.17
71ME(M) FIRST HYDROGRAPH POINTm .00HOURS TIME fNCREMENT= .10 HOURS DRAINAGEARF.A= DOSQ.M],
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 DISCHO .29 .27 .25 .23 11 .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 .0 .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 DISCHO '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 M .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 192k4
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 19103
18.00 DISCHO .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
l9kC DISCHG .04 04 .04 .04 .04 .04 .04 .04 .04 o4
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 STPEET,AGAWAM,MA,DEVELOPED CONDITIONS JOB I PASS 2
REV PC 09/93(.2) PAGE 3
EXECUrIVE CONTROL OPERATION COMPUIT RECORDID
+ FROM STRUCTURE I
+ TO STRUCTURE I
STARTING TIME w .00 RAIN DEPTH- 5.10 RAIN DURATION= 1.00 RAIN TABLE NO.=3 ANT.MOIST.COND-2
ALTERNATE NO.= I STORMNO.=10 MAIN TIME INCREMENT= .10HOURS
OPERATIONRUNOFF STRUCTURE I
OUTPUT HYDROGRAPH= 4
AREA= OOSQMI INPUT RUNOFF CURVE=59. TIME OF CONCENTRATION= ASHOURS
INTERNAL HYDROGRAPH TIME INCREMENT= .0871 HOURS
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
12.53 1.72 (RUNOFF)
RUNOFF VOLUME A13OVE BASEFLOW- 1.31 WATERSHED INCHES, 3.37 CFS-HRS, 28 ACRE-FEET; BASEFLOW .00 CFS
OPERATION RESVOR STRUCTURE I
INPUTHYDROGRAPH=4 OUTPUTHYDROGRAPH=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 w .10 HOURS DRAINAGE AREA .00 SQMI.
11.00 DISCHG '00 .00 .00 .00 .00 .00 GO .01 .02 .05
11.00 ELEV 192.00 192.00 192.00 192.00 192.00 192.00 192.00 192.00 192.01 192.03
12.00 DISCHG .11 .23 .43 .72 1.03 1.30 1.49 1.53 1.48 1.36
12.00 ELEV 192.06 192.13 192.24 192.40 192.57 192.72 192,82 192.85 192.82 192.75
1100 DISCHO 1.21 1.07 .94 .82 �73 -65 -59 .54 .49 .46
13.00 ELEV 192.67 192.59 192.52 192.46 192.40 192.36 192.33 19230 192.27 192.25
14.00 DISCHG 43 .40 .39 .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 DISCHO .29 .28 .27 .27 26 .26 25 .25 .24 .24
15.00 ELEV 192.16 192.15 192.15 192.15 192.14 192.14 192.14 192.14 192.13 192.13
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
37.00 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 j2 -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 DISCHO .11 .11 .11 .11 .10 .10 .10 .10 A .10
19.00 ELEV 192,06 192.06 192.06 192.06 192.06 192.06 192.05 192.05 192.06 192.06
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 .00 .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 .09 109 .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 .09 .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 I PASS 3
REV PC 09/83(.2) PAGE 5
EXECUTI VE CONTROL OPERATION COMPUr RECORD ID
+ FROM STRUCTURE I
+ TO STRUCTURE I
STARTtNG TIME= .00 RAIN DEPTH w 6.30 RAIN DURATION- 1.00 RAIN TA13LE NO.=3 ANT.MOIST.COND=2
ALTERNATE NO-=I STORMNO.=50 MAIN TIME INCREMENT= .10HOURS
OPF-FLATIONRLINOFF STRUCTURE I
OUTPUT HYDROGR-APH= 4
AREA= .00SQN9 INPUT RUNOFF CURVEm 59. TIME OF CONCENTRATION= .65HOURS
INTERNAL HYDROGRAPH TIMF,INCREMENT= .0971 HOURS
PEAK TIME(HRS) PEAK DISCRARGE(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 HYDROGRAPW 4 OUTPUT H`YDROGRAPH-5
SURFACE ELEVATION= 192,00
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
12.83 2.00 193.25
TIME(HKS) FIRST HYDROGRAPH POINT= .00 HOURS TIME tNCREMENT 10 HOURS DRAWAGE AREA .00 SQ.Ml,
11.00 DISCHO .00 .01 .01 02 .03 .05 .07 .09 .13 .20
11.00 EILEV 192.00 192.00 19101 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 192.19 192.31 192.50 192.76 193.01 193.09 193.17 193.23 193,25 193.24
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 192.36 192.33 192.3 1 192.30 192.29 192.28 192.27 192.26 192,25 192.24
15AD DISCHG .42 .41 .40 .39 .38 .37 .37 .36 .35 .35
15.00 ELEV 192.23 19222 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 DISCHO .18 .18 .19 As .17 .17 .17 .17 .0 j6
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 DISCHO .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 192k9
20.00 DISCHO .15 .15 .14 A4 14 .14 .13 .13 .13 .13
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 19107 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 19107 192.07 192.07 192.06 192.06 192.06
23.00 DISCHO .11 .11 .11 .11 .11 .11 .11 .11 .10 .10
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 09193(.2) PAGE 7
EXECUTIVE CONTROL OPERATION COMPUT RECORDID
+ FROM STRUCTURE I
+ TO STRUCTURE I
STARTINGTIME= .00 RAINDEPTH� 7.20 RAINDURATION= 1-00 RAINTABLENO.=3 ANT-MOIST-COND-2
ALTERNATE NO.=I STORMNO.--99 MAIN TIME INCREMENT= .10HOURS
OPERATION RUNOFF STRUCTURE I
OUTPUT HYDROGRAPH= 4
AREA= OOSQMI INPUT RUNOFF CURVE=59, TIME OF CONCENTRATION= .65HOURS
INTERNAL HYDROG RAP14 TIME INCREWNT= .0871 HOURS
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
12.50 3.91 (RUNOFF)
RUNOFF VOLUME ABOVE BASEFLOW w 2.67 WATERSHED INCHES, 6.90 CFS-HRS. .57 ACRE-FFET; BASEFLOW .00 CFS
OPERATION RESVOR STRUCTURE I
INPUT HYDROGRAPH=4 OUTPUT HYDROGRAPH-5
SURFACE ELEVATIONm [92.00
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
12.90 2.29 193.63
TIME(HPLS) FIRST HYDROGRAPH POrNT= 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 192.00 192.00 192.00 192.00 192.00 192.00 192.00 192-01 192.01 192.03
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 DISCHO .53 .85 1.33 1.83 1.93 2.04 2.15 2.23 2.27 2.29
12.00 ELEV 192.30 192A7 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 1.89 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 19161 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 192.23 192.23 192.22 192.22 192.21 192.21 192.21 192.20 192.20 192.20
17.00 DISCHG 34 33 .3 1 .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 DISCHO -22 .22 .22 .22 .22 .21 .21 .20 .20 .20
t&00 ELEV 192.12 192-12 192.12 192.12 192.12 192.12 192.12 192.11 192.11 192.11
19.00 DISCHG .20 .19 .19 .19 As .18 .17 .17 .18 .18
19.00 ELEV 192.11 192.11 192.11 192.10 192.10 192-10 192.10 192,tO 192.10 192.10
20.00 DISCHG .18 .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 19Z09 192.09
21.00 VISCHG 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 j4
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'.
PI•/ IGfa'7�(tiffal ��! ■�i�iaS�i��Y�1li7a�
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go IT
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MaZziez POWN). M.
P
A SOIL SURVEY
34
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 hig�
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 lower part of the subsoil. Capabilit.-
about 20 inches by the very firm hardpan. Reaction subclass VIls.
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, Wetbersfield 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 loaT
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 wUdlife habitat. ble, brown sandy loam 8 inches thick; the lower part j
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 VIls. rimac soils that have reddish brown colors in the profil
McD—Meckesville extremely stony loam, 15 to 25 and soils that have a fine sandy loam surface layer. Ii-
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 f6et 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 hZi
is friable, dark brown loam about 4 inches thick. The poor potential for most sanitary waste disposal faciliti(
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 parL 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 perio�s 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. Propt
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 ant] Ludlow soils. Important tree species are eastern white pine, northei
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 Ils.
wetland wildlife habitat. MeR—Merrimac sandy loam. 3 to 9 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 terracc
HAMPDEN COUNTY, MASSACHUSEIwM, CENTRAL PART 35
Slopes are smooth and convex and are commonly 60 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
afid 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
poor potential for most sanitary waste disposal facilities stnperopping, minimum tillage, use of cover crops, and in-
and wetland wildlife habitat. corporating grasses and legumes in the cropping system
This soil is suited to cultivated crops- Good tilth 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 I's 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 Ynost 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 Ille.
This soil is suited to trees. Productivity is moderate. MeD-51errimac 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 lls. 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.
52-
HAMPDEN COUNTY, MASSACHUSE7M, CENTRAL PART 191
TABLE 15.--PHYSICAL AND CHEMICAL PROPERTIES OF SOILS--Continued
I I Available,' I Shrink- Risk of corCosion 1 Erosion
Soil name and Depth! Permea- water - Soil I swell Uncoated I !- --factors
map symbol I bility capacity reaction potentiall 3teel 1 Concrete I K 1 T
In/hj I in/in I PH 41
Ludlow:
LuB---------------1 0-5 1 0.6-2.0 10.11-0.28 1 4.5-5.5 ILow-------ILow-------!High------1 0.?)� 1 3
5 10.09-0.24 1 4.5-5.5 ILow-------ILow-------Nigh------1 0.43 1
-24 ; 0-6-2.0
124-6o 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-------jLow-------!High------1 0,17 1 3
1
, 5-24 1 0.6-2.0 lo.09-0.24 5.1-5.5 ILow-------ILow-------Nigh------1 0,43
124-60 1 <o.2 jo.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 4.5-5.5 :Low-------JLow-------Nigh-------- 0.17 1 ---
5-24 f 0.6-2.0 10.09-0.24 1 5�1-5.5 !Low-------!Low-------tHigh------1 0.43 1
124-60 1 <0.2 10.06-0.12 1 5.1-6.0 ]Low-------11.0W-------Nigh------1 0.17 1
Meckesville: I I I I i I I i I
MaB, MaC, MaD-----; 0-6 1 O.b-2.0 10.14-0.18 1 4.6-5.5 ILow-------JLow-------jHigh------1 0.32 1 4
1 d-19 1 0.6-2.0 10.12-0.16 1 4.6-5.5 Mow-------ILow-------lHigh------1- 0.28 1
119-6o 1 0.2-0,6 10.08-0.12 1 4.6-5.5 jLow-------lHoderate Ifligh------I' 0.2b I
MbB, HbC, MbD-:----1 0-8 1 0.6-2.0 10.12-0.16 1 3.6-5.0 )Low-------ILow-------Nigh------1 0.32 1 4
1 1 10.10-0.14 jLow-------ILow-------Nigh------1 0.28 1
8-19 1 0.6-2.0 1 3.6-5.0
119-60 1 0.2-0.6 10.08-0-12 1 3.6-5.0 ILow-------IModerate !High------1 0.2�5 1
McB, McC, McD-----i 0-8 1 0.6-2.0 10.10-0.14 1 3.6-5.0 JLow-------ILow-------!High------1 0.32 4
1 8 !Low-------JLow-------!High------1 0.28
j -19 1 o.6-2.0 lo.lo-0.14 1 3.6-5.0
:19-60 0.2-0,6 10-08-0-12 1 3.6-5.0 fLow-------IModerate :High------I 0.2d
Merrimac: I I 1 11 1 1 It
Meg, MeB, MeC, MeDl 0-7 1 2,0-6.0 10.12-0�18 1 3.6-5.5 !Low-------tLow-------!High------1 0.17 1 3
1 7-15 1 2.0-6.0 10.10-0-18 1 3.6-5.5 ILow-------ILow-------Nigh------1 0,24 1
115-26 1 6.0-20,0 lo.07-0.14 1 3.6-5.5 !Low-------ILow-------IHigh------1 0.17 1
126-60 1 6.0-20.0 10.01-0.08 1 3.6-5.5 JLow-------ILow-------jBigh------1 0.17 1
Montauk: _>I I I I I i I
MmB---------------1 0-7 1 0.6-2.0 10.16-0.20 1 3.6-5.5 JLow-------ILow-------lHigh------1 0.43 1 3
1 7-22 ; 0.6-6.0 10.10-0.16 1 3.6-5.5 �Low-------ILow-------lHigh------1 0.24 1
122-60 10.06-0.6 10�02-0.08 1 3.6-5�5 JLow-------!Low-------;High------; 0.20
MnB, hnC----------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 1 0.6-6.0 10.10-0.16 1 3.6-5.5 ILow-------jLow-------Nigh------1 0.20 1
I�J2-60 10.06-0.6 10.02-0.16 1 3.6-5.5 jLow-------jLow-------!High------1 0,24 1
Muck,deep; 11 i I I I I i I
Mu----------------1 0-60 1 0.6-20 10.113-0-30 1 3.6-6.5 jLow-------lHigh------lHigh------1 ---
Muck,shallow:
fix---------------- 0-3o 1 0.6-20 10-18-0.30 1 3.6-6.5 ILow-------tHigh------jHi6h------1
130-60 0.6-20 10�02-0.18 1 4.5-6.5 ILow-------jHigh------lHigh------I
Narragansett:
NaB, NaC----------1 0-8 1 0.6-2.0 10.14-0.20 4.5-5.5 !Low-------ILow-------!Moderate 0.32 1 3
1 B-28 1 0.6-2.0 10.17-0.24 4.5-5.5 JLow-------ILow-------Imoderate 0.43 1
:26-50 1 2.0-20.0 10.08-0.16 1 4.5-5.5 jLow-------Mow-------!Moderate I 0.2B I
NbB, NbC----------1 0-8 1 0.6-2.0 10.12-0.18 1 4.5-5.5 ILow-------jLow-------!Moderate 0.32 1 3
1 8-28 t' 0.6-2.0 10.17-0.24 1 4.5-5.5 jLow-------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
NcB, HeC, NCD-----1 0-8 1 0.6-2.0 jo.io-0.16 4.5-5.5 jLow-------jLoU-------!Moderate 1 0.32 1 3
1 b 10.17-0.24 4.5-5.5 jLow-------ILow-------Imoderate 0.43 1
1 -28 ol 0.6-2.0
128-60 1 2.0-20 ;0.08-0.16 1 4.5-5.5 ILow-------!Low-------!Moderate 0.28 1
Ninigret:
N9----------------1 0-10 1 2.o-6.o 10-13-0.20 1 4.5-5.5 jLow-------ILow-------Nigh------1 0.28 1 3
,10-31 1 2�0-6.0 I.o.lo-0.18 - 4.5-5.5 jLow------- Low-------'High------ o.43 I
131-60 6.0-20 10.02-0-13 1 4.5-5.5 jLow-------ILOW-------!High------1 0.17 1
Paxton: 11 1 j I I 1 11 i
pab, PaC----------1 0-6 to 60-6,0 10-13-0.20 1 4.5-5.5 !Low-------jLow-------!Moderate 1 0.24 1 3
0 6
1 -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 jLow-------JLow-------IModerate 1 0.17 1
Pbb, PUC, PbD----- 0-6 1 0.6-6.0 10.10-0.18 1 4.5-5.5 ILow-------Kow-------!Moderate 1 0.24 1 3
1 6
1 -30 to 0.6-6.0 '0.10-0.18 1 5�1_6.5 !Low-------ILow-------!Moderate 1 0.43 1
13D-6o jo.ob-o.6 10.0-0,12 1 5.1-6.5 jLow-------ILow-------!Moderate 1 0.17 1
FcB, Pec, PeD-----1 0-6 10.60-6.0 10.05-0-15 4.5-5.5 jLow-------jLow-------IModerate 1 0.24 1 3
1 6-30 10.60-6.0 10.10-0.18 5.1-6.5 jLow-------ILow-------Imoderate 1 0.43 ',
t30-60 10.06-0.6 10.08-0.12 1 5.1-6.5 jLow-------ILow-------!Moderate 1 0.17 1
See footnote at end of table.
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Building Addition Plan It Green
Paine & Company Landscape Architects
Existing Conditions Millennium Press 77 Mill Street P. O. Box 429
570 Silver Street
Westfield, Massachusetts 01086
Agawam, Massachusetts 413568.6564 413.568.6565 (FX)
S i e -an
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zone Industrial A
Lot Size 2.354 Ac. 102�640 SF
Existing Oldg. Area
6�800 SF (85' X 80) 1 Story'
15ft. - 6
Proposed Addition 67 ft. X 80 ft. 4�600 SF �8 5Z
Total Building Footprint 142ft. �XgOft. 11,400SF -
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Parking Required 20 X 1 '5 30 U)
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Total 21 ,250 SF
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Civil/ Structural Engineers
18 Ferris Street, Indian Orchard, MA 01151
L Building' Addition Plan It Green
Paine & Company Landscape Architects
W Millennium Press 77 Mill Street P. 0. Box 429
Site Grading , * Drainage Plan 570 Silver Street Westfield, Massachusetts 01086
2 Agawam, Massachusetts 413.568.6564 413,568.6565 (FX)
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