HomeMy WebLinkAboutIWACC 00-61P TOWN OF SOUTH WINDSOR
INLAND WETLANDS, WATERCOURSES AND CONSERVATION APPLICATION
Application # nO-6 J P Date Received
INSTRUCTIONS
1. Fifteen applications (15) with map and plans (Z copies) shall be submitted
together with the fee set forth in the Inland Wetlands, Watercourses and
Conservation Regulations, Town of South Windsor. (See Regulations, Section VII -
X)
2. The South Wind
sor Inland Wetlands, Watercourses and Conservation Regulations
should be reviewed with respect to the standards and criteria for application
Evaluation. (See Regulations, Sections VII -X)
3. The applicant understands that this application is to be considered complete only
when all information and documents required by the Agency have been submitted.
The applicant shall also complete the state filing form.
A. Applicant's Name: The Stop & Shop Supermarket Company; Richard S. Kelley
Address: _153 Washington Ave., North Haven, CT 06473; 1744 Ellington Road, South Windsor
Phone: (home) NIA (work) (203) 654-8403 (fax) (203) 234-8001 CT 06074
B. Legal owner's name: See attached
Address
Phone (home) (work) (fan)
(List additional owners, addresses, and phone numbers on back of application)
C. If the applicant is not the owner of the subject property; a letter by the owner(s)
authorizing the proposed regulated activity set forth in the application must
accompany this form and will be part of the application.
D. Project Name (if any) Town Center
1. Contact Person (if further information is needed)
Thomas P. Cody, Esq. (work) 275-8264
( k) (860 —(fax) (860) 275-8299
E. The geographical location of the property which is to be affected b
y the proposed
regulated activities including a description of the land in sufficient detail to allow
identification of the property on the Inland Wetland and Watercourse Map.
r
Assessor's map # see attached Parcel # Zone RC
F. Names of all abutting property owners from records in Town Clerk's office. (use
separate sheet if necessary)
G. Have you notified all abutting property owners (from records in Town Clerk's office)
by certified letter that an application is pending before the Agency?
Yes
** (you are required to supply a copy of the letter with the list of the names of
the abutters).**
H. Purpose and description of all proposed regulated activity(s) including amount of
disturbance in square feet and types of fill and the time element involved:
This application seeks an amendment to the permit approved for the Town Center on
July 5, 2000 (copy of approval letter attached). This amendment reflects minor
changes proposed to the site plan for the project. A description of the regulated
activities is attached.
I. A class A-2 map of the property drawn to 1" = 40', showing the area to be
developed, extent of the wetlands and watercourses affected, topography, existing
and proposed activities and names and locations of adjacent property owners must
be submitted.
J. Amount of regulated area disturbance and types of fill (including wetlands and
regulated buffers).
K. Acreage of wetlands and watercourses in
g regulated areas to be altered:
0.03 acres (1.300 s.f.)
L. Acreage of wetlands and watercourses to be creat • 0.148 acres (6,450 s.f.)
g ed.
M. Lineal feet of proposed stream alteration: N/A
N. Total land area of project and percentage which is wetlands:
Total property within project: 24.6 acres (6.2Z wetlands)
O. Identify all other permits or approvals that have been issued, applied for, or
required with respect to the proposed activity set forth in this application. (These
may include but not be limited to, local Planning & Zoning, Zoning Board of
Appeals, D.E.P., F.E.M.A., D.O.T., The Army Corps of Engineers, and any other
State, Local or Federal Permits.) 1. Site development plan
2. State Traffic Commission certificate
8
P. The applicant (or designated representative)
� hereby attests that a sign will be
posted at the following location(s) Buckland Road (1); Ellington Road (1)
B
Y Name Richard S. Kelley
on or before; he following at December 22, 2000
ll �
Signature:
These signs must be displayed continu usly for at least ten (10) days prior to
scheduled meeting (see Regulations, Se 'on 7.3a)
The undersigned hereby applies for the regulated activities listed in paragraph H
1 above, for a Inland Wetlands, Watercourses and Conservation permit for the property
described herein and confirms that:
1. She/he is familiar with the currently effective Inland Wetlands, Watercourses and
Conservation Regulations of the Town of South Windsor.
2. She/he understands that at any time during the review period, the Agency may
require the applicant to provide more information P about the wetlands and/or
watercourses in question and/or any proposed activity.
3. All information submitted in the ap
plication for review shall be considered factual,
tor in the case of anticipated activity, binding. A knowing failure of the applicant or
an agents Y of her/his to provide correct information, or performance exceeding the
levels of activity anticipated, shall be sufficient grounds for revocation of any permit
under these regulations.
4. By
making this application, the applicant gives permission to the Inland Wetlands,
Watercourses and Conservation Commission members and/or its representative to
enter the portions of the premises which are subject of the application for the
purpose of inspection and investigation and otherwise evaluating the merits of the
app ic, do both b f re and after a final decision has been issued.
Sign ture of Owiler of-P-rope' Richard S. Kelley _
Date
I
By: (' Thomas P. Cody
Signature f Applicant The Stop & Shop Su ermarket company
Richard S. Kelley Date -- �� 0 O
9
ATTACHMENT TO
INLAND WETLANDS, WATERCOURSES AND CONSERVATION APPLICATION OF
THE STOP& SHOP SUPERMARKET COMPANY
RICHARD S. KELLEY
B. Legal Owners' Names:
1. Richard S. Kelley
1744 Ellington Road
South Windsor, CT 06074
Phone: 860-644-8761
Fax: 860-644-5650
2. South Windsor Senior Living Properties, Inc.
C/o Summerville Healthcare Group, Inc.
5285 Shawnee Road, Suite 401
Alexandria, VA 22312
3. Savings Bank of Rockville
1645 Ellington Road
South Windsor, CT 06074
E. Property Involved in the Application
Lots 2, 3, 4, 5, 6, 8b, 8d and 9 on Assessor's Map#51 and a portion of Lot 16 on
Assessor's Map#50 (formerly known as a portion of Lot 17 on Assessor's Map#50
and a portion of Lot 48 on Assessor's Map#51).
J. Amount of Regulated Area Disturbance
The amount of wetland area disturbance will be 0.48 acres(20,957 s.f.), which
consists of 0.03 acres (1,300 s.f.) of area within wetlands and 0.46 acres (19,957 s.f.)
of area within 40 feet of wetlands. The amount of watercourse area disturbance is
0.52 acres (22,560 s.f.), all of which will be outside of any regulated watercourses,
tbut will be within 80 feet of a watercourse.
1
APPLICATION OF RICHARD S. KELLEY AND
THE STOP & SHOP SUPERMARKET COMPANY
TOWN CENTER
ELLINGTON ROAD AND BUCKLAND ROAD
DESCRIPTION OF PROPOSED REGULATED ACTIVITY AtimCvcICD
' This application seeks approval of three different areas of work in conjunction with the
Town Center project, located at the southwest corner of Ellington Road and Buckland Road:
1. The existing stormwater detention basin, which includes man-made wetlands, will be
expanded from 0.55 acres (24,000 s.f.)to 0.69 acres (30,090 s.f.). This will create 0.148
acres (6,450 s.f.) of new wetlands. In the process of doing this work, approximately 0.03
acres(1,300 s.f.)of wetlands within the basin will be disturbed, and approximately 0.36
acres (15,600 s.f.) of area outside of the wetlands, but within 40 feet of the wetlands,will
be disturbed.
2. A new stormwater drainage pipe will be installed around the rear of the Town Center to
convey stormwater to the detention basin. In the process of doing this work,
approximately 0.10 acres (4,357 s.f.) of area outside of the wetlands,but within 40 feet of
the wetlands,will be disturbed.
3. Certain improvements will be made within the existing right-of-way of Buckland Road to
accommodate a new traffic signal at the entrance to Terry Office Park,which is near the
Plum Gulley watercourse. In the process of doing this work, approximately 0.52 acres
(22,560 s.f.) of area outside of the watercourse, but within 80 feet of the watercourse,will
be disturbed.
Details of the proposed work are shown on the plan set included with this application.
P P p PP
This application also seeks certification of a conservation plan for the Town Center
project pursuant to Zoning Regulations section 8.1.7. Details of the proposed soil erosion
prevention and sedimentation-control plans-are-outlined in the plan-set included-with this - --
rapplication.
i
1
1
HARTI-875150-3
at4, `4
G �
s ` 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074
302!��v AREA CODE 860/644-2511
July 18, 2000
Certified #P462498107
Robinson & Cole
Attn: Attorney Tom Cody
280 Trumbull Street
Hartford, CT 06103-3597
RE: Appl. #00-23P, Stop & Shop, 1725 Ellington Road, RC zone
To Whom It May Concern:
At the July 5, 2000 regular meeting, the Inland Wetlands
Agency/Conservation Commission approved application #00-23P- Stop &
Shop Supermarket, Inland Wetland/Conservation Commission application
for the construction of a retail facility, drainage structures and associated
improvements on 1725 Ellington Road (Assessor's map #51, Parcel #'s 2,
3, 4, 5, 6, 8b, 8d, 9 and a portion of lot #16, on Map #50 formerly known
as a portion of lot #17 on Map #50 and a portion of lot #48 on Map #51),
RC zone. This approval is subject to the following conditions:
1. One blueprint copy of the entire set of plans and this letter
reproduced thereon, must be submitted to this Commission. This
must be completed within 65 days of approval prior to any
construction activity on the site. Plans submitted to Planning &
Zoning Commission shall be considered having met this requirement.
2. The application shall indemnify and hold
d harmless the Town of South
Windsor against any liability, which might result from the proposed
operation or use.
3. The permit is valid for five years and shall expire on July 5, 2005. It
is the landowners)/applicant(s) responsibility to track expiration
dates and notify the Commission of a renewal request at least 65 days
prior to expiration.
Stop & Shop Supermarket
July 18, 2000
Page 2
4. All approvals required must be obtained and submitted prior to any
activity on the site.
5. A contact person shall be identified on the plans.
6. We recommend a bond in the amount of$5,000 be submitted to the
Planning & Zoning Commission to ensure compliance with the erosion and
sedimentation control measures.
7. We recommend a bond in the amount of$5,000 be submitted to the
Planning & Zoning Commission to ensure the growth of the basin
plantings.
8. Incorporate the long-term wetland mitigation plan as specified on the plan
entitled "Wetlands mitigation plan" prepared for The Savings Bank of
Rockville dated 10/20/99.
9. Yearly maintenance of invasive plantings. Will entail the physical annual
inspection and removal of invasive plants including purple lovstrife and
phragmites.
Very truly yours,
INLAND WETLANDS AGENCY/
CONSERVATION COMMISSION
kizab5Warren, Chairperson
EW:dr
cc: Chief Building Official
Town Engineer
Stop & Shop Supermarket
MAP/LOT STREET ADDRESS Name Address
64/1 1407 Sullivan Avenue Town of South Windsor 1540 Sullivan Avenue
South Windsor, CT 06074
64/50 1676 Ellington Road Jeffrey Coho 1676 Ellington Road
South Windsor, CT 06074
64/49 1678 Ellington Road Webster Court Associates 191 Franklin Avenue
Hartford, CT 06114
64/48 1700 Ellington Road Nunzio &Vincent Sica& 1700 Ellington Road
Gertraud Gaetano South Windsor, CT 06074
64/47 1708 Ellington Road Gary Spelucin 1708 Ellington Road
South Windsor, CT 06074
64/46 1720 Ellington Road Richard S. Kelley 1720 Ellington Road
South Windsor, CT 06074
64/45 1724 Ellington Road Richard S. Kelley 1724 Ellington Road
South Windsor, CT 06074
64/45a 1726 Ellington Road Joseph Rios 1726 Ellington Road
South Windsor, CT 06074
64/43 173 6-3 8 Ellington Road Richard S. Kelley 173 6-3 8 Ellington Road.
South Windsor, CT 06074
64/42 1744 Ellington Road Richard S. Kelley 1744 Ellington Road
South Windsor, CT 06074
64/44 1742 Ellington Road Richard S. Kelley 1774 Ellington Road
South Windsor, CT 06074
64/35 1559 Sullivan Avenue Richard S. Kelley 1774 Ellington Road
South Windsor, CT 06074
64/36 56R Sullivan Avenue Richard S. Kelley 1750 Ellington Road
South Windsor, CT 06074
64/37 29 Community Road Richard S. Kelley 1750 Ellington Road
South Windsor, CT 06074
64/38 19 Community Road Henry& Shirley Wayner 19 Community Road
South Windsor, CT 06074
64/39 1776 Ellington Road Town of South Windsor 1540 Sullivan Avenue
South Windsor, CT 06074
64/40 1760 Ellington Road Warren Newberry& 1760 Ellington Road
Thomas McKenna South Windsor, CT 06074
64/41 1750 Ellington Road Richard S. Kelley 1774 Ellington Road
South Windsor, CT 06074
64/19 1790 Ellington Road Wapping Community 1790 Ellington Road
Church South Windsor, CT 06074
64/20 2086 Ellington Road Wapping Community 1790 Ellington Road
Church South Windsor, CT 06074
64/21 2079 Ellington Road Wapping Community 1790 Ellington Road
Church South Windsor, CT 06074
HARTI-875094-1
tMAP/LOT STREET ADDRESS Name Address
64/17 30 Oakland Road Ramond Hegweiller 30 Oakland Road
South Windsor, CT 06074
64/18 115 Peterson Way Wapping Community 115 Peterson Way
Church Inc. Parsonage South Windsor, CT 06074
5111 1665 Ellington Road Richard S. Kelley 1774 Ellington Road
South Windsor, CT 06074
51/7 1765 Ellington Road Sovereign Bank P.O. Box 14115
Redding, PA 19612-4115
51/9 513 Buckland Road SNET 227 Church Street
New Haven, CT 06510
51110 497 Buckland Road Samsel Properties c/o Richard Mahoney
Partnership 10 N. Main St.
W. Hartford, CT 06107
51/39 465 Buckland Road Samsel Properties c/o Richard Mahoney
Partnership 10 N. Main St.
W. Hartford, CT 06107
51/35 and 435 Buckland Road Samsel Properties c/o Richard Mahoney
35b Partnership 10 N. Main St.
W. Hartford, CT 06107
51/49 469 Buckland Road Buckland Meadow 469 Buckland Road
Associates South Windsor, CT 06074
469a Buckland Road Carolyn Levine 469a Buckland Road
South Windsor, CT 06074
469b Buckland Road Gloria Rubin 469b Buckland Road
South Windsor, CT 06074
469c Buckland Road Marcia Andrus 469c Buckland Road
South Windsor, CT 06074
469d Buckland Road Buckland Meadow 469d Buckland Road
Associates South Windsor, CT 06074
469e Buckland Road Milestone Ventures LLC 469e Buckland Road
South Windsor, CT 06074
469f Buckland Road Milestone Ventures LLC 469f Buckland Road
South Windsor, CT 06074
469g Buckland Road Buckland Meadow 469g Buckland Road
Associates South Windsor, CT 06074
51/40 76 Deming Street Robert Jones& Phyllis 76 Deming Street
Townsend South Windsor, CT 06074
51/45 68 Deming Street Joe and Irene Bertrand 68 Deming Street
South Windsor, CT 06074
51/46 60 Deming Street DFV Associates LLC 60 Deming Street
South Windsor, CT 06074
51/47 50 Deming Street Elizabeth Molloy 50 Deming Street
South Windsor, CT 06074
2
' MAP/LOT STREET ADDRESS Name Address
51/41 83 Deming Street James Desrocher 83 Deming Street
South Windsor, CT 06074
51/42 75 Deming Street Dave and Nathalie 75 Deming Street
Wisneski South Windsor, CT 06074
51/43 67 Deming Street Pedro Dacruz 67 Deming Street
South Windsor, CT 06074
51/44 47 Deming Street Andrian& Cheryl Kebalo 47 Deming Street
South Windsor, CT 06074
51/32 20R Buckland Road Fred Katten 115 Beverly Road
W. Hartford 06119
51/11 490 Buckland Road Frank E. Ahearn 830 Placita De La
Green Valley, AZ 85614
' 51/12 498 Buckland Road Richard S. Kelley 1774 Ellington Road
South Windsor, CT 06074
51/13 512 Buckland Road Harold L. Dodd 512 Buckland Road
South Windsor, CT 06074
51/25 69 Oakland Road Melvin Stein 69 Oakland Road
South Windsor, CT 06074
51/23 41 Oakland Road 41 Oakland Road 41 Oakland Road
Associates LLC South Windsor, CT 06074
51/22 35 Oakland Road Nunzio & Gertraud 35 Oakland Road
Gaetano South Windsor, CT 06074
51/10a 491 Buckland Road Samsel Properties c/o Richard Mahoney
Partnership 10 N. Main St.
' W. Hartford, CT 06107
51/14 530 Buckland Road Milton Ervin Gibbs & 530 Buckland Road
Virginia Flordelis South Windsor, CT 06074
51/15 542 Buckland Road J. Kirby Holcombe 374 Abbe Road Extension
South Windsor, CT 06074
51/16 544 Buckland Road Julie Crandall Muller 383 Foster Street
South Windsor, CT 06074
51/17 550 Buckland Road Robert& Brian Smith 1209 John Fitch Blvd.
South Windsor, CT 06074
51/18 5 Oakland Road Robert& Brian Smith 1209 John Fitch Blvd.
South Windsor, CT 06074
51/19 19 Oakland Road J. Kirby Holcombe 374 Abbe Road Extension
South Windsor, CT 06074
51/20 25 Oakland Road South Windsor Medical c/o Raymond Kurker
Arts Center 70 Rockledge
South Windsor, CT 06074
50/16 1645 Ellington Road Savings Bank of Rockville 25 Park Street, Rockville
P.O. Box 660
Rockville, CT 06066
3
' MAP/LOT STREET ADDRESS Name Address
50/17 850 Clark Street U.S. Postal Service 850 Clark Street
South Windsor, CT 06074
50/13 24L Clark Street Stanley&Viola Waldron 859 Clark Street
South Windsor, CT 06074
50/14 819 Clark Street Frank Russo & Jon Berman 819 Clark Street
South Windsor, CT 06074
50115 861 Clark Street Stanley& Viola Waldron 861a Clark Street
South Windsor, CT 06074
50/32 L019 Clark Street Bruce Kelley 617 Clark Street
South Windsor, CT 06074
50/18 7 Deming Street Pete & Lisa Granchelli 7 Deming Street
South Windsor, CT 06074
50/19 17 Deming Street Muhammed& Humera 17 Deming Street
Jamil South Windsor, CT 06074
50/20 25 Deming Street Esther Cotton 25 Deming Street
South Windsor, CT 06074
50/21 33 Deming Street Armand, Lionel & 33 Deming Street
Margaret Soucy South Windsor, CT 06074
' 50/22 43 Deming Street Lionel &Margaret Soucy 43 Deming Street
South Windsor, CT 06074
50/23 3R Deming Street Art& Kate Soucy 17 Deming Street
South Windsor, CT 06074
50/24 778 Clark Street Cynthia Siena 778 Clark Street
South Windsor, CT 06074
50/25 770 Clark Street Francis &Norma Pajot 770 Clark Street
South Windsor, CT 06074
27/15 151 Buckland Road Catholic Cemeteries 700 Middletown Avenue
Association of the North Haven, CT 06473
Archdiocese of Hartford
63/7 1610 Ellington Road 1610 Ellington Road 1610 Ellington Road
Associates South Windsor, CT 06074
63/11 L076B Ellington Road South Windsor Land c/o Shepard
Conservation Trust, Inc. Box 415
East Windsor Hill, Ct 06082
51/33 432 Buckland Road Village at Buckland Court 432 Buckland Road
South Windsor, CT 06074
51/34 419 Buckland Road Carmon& Company 419 Buckland Road
South Windsor, CT 06074
51/35 435 Buckland Road Samsel Properties 10 N. Main Street
Partnership W. Hartford, CT 06107
c/o Richard Mahoney
51/36 152 Deming Street Samsel Properties 10 N. Main Street
Partnership W. Hartford, CT 06107
c/o Richard Mahoney
4
MAP/LOT STREET ADDRESS Name Address
51/37 130 Deming Street Gary &Jean Grilli 80 Berle Road
South Windsor, CT 06074
51/38/1 112a Deming Street Steven Hershcopf 112 Deming Street, Unit A
South Windsor, CT 06074
' 51/38/2 112b Deming Street Wayne Gerlt 970 Foster Street
South Windsor, CT 06074
51/38/3 112c Deming Street Wayne Gerlt 970 Foster Street
South Windsor, CT 06074
52/92 205 Oakland Road John& Donald Dzen 245 Niederwerfer Road
South Windsor, CT 06074
38/1 395 Buckland Road John J. Woodcock III 395 Buckland Road
South Windsor, CT 06074
' 38/2 240 Deming Street Calvary Church of the 400 Buckland Road
Assemblies South Windsor, CT 06074
38/5 350 Buckland Road RSK-Kellco Inc. 1744 Ellington Road
South Windsor, CT 06074
5
June 14, 2000
Elizabeth Warren, Chairwoman
South Windsor Inland Wetlands Agency
1540 Sullivan Avenue
South Windsor, CT 06074
Re: Application By Richard S. Kelley and The Stop & Shop Supermarket Company for
Inland Wetlands Permit and Certification of Conservation Plan
. Dear Chairwoman Warren and Members of the Inland Wetlands Agency:
This letter is to confirm that the Savings Bank of Rockville, owner of property located at
1645 Ellington Road, South Windsor(the"Property"), hereby consents to and authorizes the
application by Richard S. Kelley and The Stop & Shop Supermarket Company for an Inland
' Wetlands Permit and Conservation Plan Certification for the Property.
Sincerely,
SAVINGS BANK OF ROCKVILLE
r
' cc: The Stop & Shop Supermarket Company
Richard S. Kelley
CONNECTICUT DEPARTMENT OF ENVIRONMENTAL PROTECTION
Statewide Inland Wetlands & Watercourses Activity Reporting Form
In=rdam with the uirements of Section 22a-39-i4 of the ke Rq gulatrons of Connecticut Stan Agencies,this form is to be completed for each sawn"X2
bran intend wetlaWs agency estabfis W punuant to Section 22a42 of the[onnectim General Statutes. Use a separate form to report each aaion rater
by the agency. it b recommended that this form be node part of the application padnge. Inland wetlands agencies are rtsponsibie for verifying that the
iaformation provided below b aau=and that it reflects the kW action of the agency.
1. TOWN IN WHICH THE ACTION IS OCCURRING: SOUTH WINDSOR
Does this project cross municipal boundaries? Yes No=
If so,please list the other towns in which the action is occurring: N/A
2. LOCATION: USGS Quad Map name: Manchester
AND Number: 38
Attach a clean 8 1fi"x 11"original scale photocopy of the USGS Quad Map with.in red ink, the boundary of the project site
outlined (where possible)or the project site pinpointed with an arrow. Do not circle the "general vicinity"of the site. In the lower
right-hard corner of each USGS Quad Map there is an identifying name,write the name from the corresponding map in the space
Provided above. Quad numbers are found on the Connecticut Town and Quadrangle Index Map (the directory to all USGS Quad
' Maps). Please provide the number in the space provided above Do not attach a copy of the National Wetlands Inventory Map.
Do Net attach a copy of the Conneeetwut Town and Quadrangle Index Map.
3. NAME OF APPLICANT,VIOLATOR OR PETITIONER: Richard S. Kelley and The Stop and Shop Supermarket
Supply the name of the person applying for a permit.petitioner for a map amendment or jurisdictional ruling.or Comany
rrec pie t of the
enforcement action.
' 4 ,
NAME FOR PROJECT SITE: TOWN CENTER
Supply the name given to the project,or the name by which the project site is generally known.
Briefly describe the project: Expansion/redevelopment of existing commercial shopping center.
5. ACTIVITY TYPE CODE: 2 10 12
Provide the code or codes which best characterise the activity being reported. A maximum of 4 codes maybe entered. For example.
locating a driveway in a buffer/upland review area would be code "9"and code"12" (code "7"is not used). The construction of a
house in the buffer/upland review area would most likely be codes "2"for excavation, "9"for driveway construction.and "12"for
buffer/upland review area. Construction of a parking lot in a buffer/upland review area may be codes "1" "7" "10".and "12".
1 . .. Filling 7 . . . . Culverting(not for roadways)
2 . Excavation 8 . . . . Underground Utilities (no other activities)
3 . Land Clearing/Grubbing(no other activity) 9 ... . Roadway/Driveway Construction
4 . .. Stream Channeiization 10 . . . Drainage Improvements
S . .. Stream Stabilization 11 . . . Pond Dredging/Dam Construction
6 . .. Stream Clearance(removal of debris only) 12 . . . Activity in Buffer/Upland Review Area
6. ACTIVITY PURPOSE CODE:
Enter only one code letter which best characteriza the activity. ALL STATE AGENCY PROJECTS MUST ONLY CODE "N".•
' A . . . Residential Improvement by Homeowner I .. . Storm Water/Flood Control
B . .- New Residential Development for Single Family Units J .. . Erosion/Sedimentation Control
C .. . New Residential Development for Multi-Family/Condos K.. . Recreation/Boating/Navigation
D . Commercial/Industrial Uses L .. . Routine Maintenance
. .
E . Municipal Project M . Map Amendment
F . .. Utility Company Project ON. . . State Agency Project
G . . .Agriculture,Forestry or Conservation P . . . Other
H . . . Wetland Restoration.Enhancement.Creation REVISED t/98
7. AREA OF WETLANDS AND/OR WATERCOURSES ALTERED:
Include areas that are altered or are proposed to be altered.temporary or permanent.for all agency permas. den,ais. amenzrnen.-
and enforcement actions. Remember.these figures represent only the acreage altered.not the total acreage of weuanas or
' watercourses on the site. Figures should be provided by the applicant in the application. Provide all informauon in acreazc
including those areas less than ene acre. To convert from square feet to acres,divide square feet by the number 43560 En:e-
zero if them is no alteration. Open water body altered refers to lakes.ponds or similar bodies of water that are filled or dreagez
Stream alterations are to be reported in linear feet and include the total length of the river.brook.stream or other watercourse
directly altered as a result of the action taken by the agency. Include any cvlverting (roadway.etc.),channel improvemenu. nc ra:
installation.relocation or dredging.
A. Watland Ana Altered: 0.03 ACRES
S. Oren Water Bodv Area Altered: 0 ACRES
C. Stream Alteration: 0 LINEAR FEET
8. BUFFER/UPLAND REVIEW AREA ALTERED: 0.97 ACRES
Buffer or upland review areas are those areas adjacent to wetlands or watercourses where activities are regulated by the local
agency. Report the acreage of upland review areas that are altered or are proposed to be altered,temporary or permanent, for all
gency permits,denials.amendments,and enforcement actions.or for agent approval pursuant to 22a-42a(c)(2). For example,a 2
acre project site may have an activity occurring in 1 acre of buffer/upland review area and 0.25 acres of wetlands. Therefore.0.2 S
cres will be reported on line 7A and 1 acre on line 8.
' 9. AREA OF WETLANDS AND/OR WATERCOURSES RESTORED,ENHANCED OR CREATED : 0.148 ACRES
Mitigation measures may be considered as a condition of issuing a permit for an activity. Report areas that are.or are
' proposed to be,restored,enhanced or created for all agency permits,denials,amendments.and enforcement actions. Restored or
enhanced applies to previously costing wetlands or watercourses. For example,a wetland area filled two years ago is proposed to be
restored by removing the existing fill. Created applies to an uplmd area which is converted into wetlands or watercourses.
FOR MUNICIPAL AGENCY USE ONLY FOR STATE USE ONLY '
' TMC INLAND WETLANDS AGCNCY MUST CNSURC TWAT TMC INFORMAnON DATE RECEIVED:PROVID ECTS CD SCLOW IS ACCURATC AND THAN IT PtZFL TWC FINAL
ACTION Or TMC AGCNCY. CGMPLirrec roams Pon ACTIONS TAKCN
DURING A CALZNDAR MONTM SMALL SC NAILED SY TMC AGCNCY To
TMC DEP No LATER THAN Tmr 15TM DAY or TMC rou.c mo MONTH.
MAIL RCPO1MMG FORMS TO:
Island Water Resouna Division,DEI,
79 Elm Saner,Hm1forrd, CT. 06106
' OUCIMONS MAY SC DIRCCTCD TO THE WVrLANDs MANAaCMCNT GIS CODE ill:
S=TION AT(000) 424-3019.
.........................................
NAME/TITLE OF PERSON COMPLETING THIS FORM:
FILE # (SAMC AS QUAD
(PRINT)
(SIGNATURC) FORM COMPLETED: YCS No
DATE ACTION WAS TAKEN: Mown YLAR
WAS A PUBLIC HEARING MELD? YEs No IF "NO'. DATE MAILED TO TOWN:
I
ACTION TAKEN: Exrsw LlTTEw DATE RETURNED TO DEP:
' A. reRmrr oRwmD SY AGCNCY
S. Penmrr OCNICD rr AGCNCY
C. Psamrr oerCNDZJWAMCNDCD SY AGCNCT
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ROBINSON & COLELLP � VIA S
HARTFORD • STAMFORD • GREENWICH • NEW YORK • BOSTON k I
www.rc.com
�280 Trumbull Street
R Hartford,CT 06103-3597
p1A 8a0-,�2[7Q2755'- 8299
�,is!�Flj D j
Thomas P. Cody
860-275-8264
tcody@rc.com
Via Certified Mail Return Receipt Requested
December 14, 2000
Town of South Windsor
1540 Sullivan Avenue
South Windsor, CT 06074
Re: Application of Richard S. Kelley and The Stop and Shop Supermarket Company
South Windsor Town Center
Southwest Corner of Ellington Road and Suckland Road
Dear Property Owner:
In accordance with Section 7.3b of the Town of South Windsor Inland
Wetland/Watercourse and Conservation Regulations, we hereby notify you that an application
has been filed regarding the above property(including Lots 2, 3, 4, 5, 6, 8a and 8b on Assessor's
Map#51 and a portion of Lot 16 on Assessor's Map #50). The application and plans are on file
with the South Windsor Planning Department.
For further information,please contact Jeff Folger, the Zoning/Wetlands Enforcement'
Officer at the Planning Department, 644-2511, ext. 253.
Sincerely,
izfmez� P &9-�
Thomas P. Cody, Esq.
Agent for the Applicants
HARTI-913452-1
LAW
OFFIC
ROBINSON & C O L E LLP www.re.com ES
HARTFORD • STAMFORD • GREENWICH • NEW YORK • BOSTON 280 Trumbull Street
Hartford,CT 06103-3597
860-275-8200
Fax 860-275-8299
Thomas P. Cody
860-275-8264
tcody@rc.com
December 20, 2000
Via Hand Delivery
Elizabeth Warren, Chairwoman
South Windsor Inland Wetlands Agency
1540 Sullivan Avenue
South Windsor, CT 06074
Re: Application By Richard S. Kelley and The Stop & Shop Supermarket Company for
Inland Wetlands Permit and Certification of Conservation Plan
Dear Chairwoman Warren and Members of the Inland Wetlands Agency:
This is to confirm that notice has been sent by certified mail, return receipt requested, on
December 14, 2000, to all owners of property abutting the project site informing them of the
filing of the application. Enclosed with this letter is a copy of each letter sent, along with the
certified mail receipts.
Very truly yours,
PatThomas P. Cody
TPC/fb
Enclosures
cc: Richard S. Kelley
Anthony A. Colavolpe, The Stop& Shop Supermarket Company
HARTI-915185-1
ROBINSON & COLELLP
HARTFORD • STAMFORD • GREENWICH • NEW YORK • BOSTON LAW OFFICES
www.rc.com
280 Trumbull Street
Hartford,CT 06103-3597
860-275-8200
Fax 860-275-8299
Thomas P. Cody
860-275-8264
tcody@rc.com
Via Certified Mail Return Receipt Requested
December 14, 2000
Village at Buckland Court
432 Buckland Road
South Windsor, CT 06074
Re: Application of Richard S.Kelley and The Stop and Shop Supermarket Company
South Windsor Town Center
Southwest Corner of Ellington Road and Buckland Road
Dear Property Owner:
In accordance with Section 7.3b of the Town of South Windsor Inland
Wetland/Watercourse and Conservation Regulations,we hereby notify you that an application
has been filed regarding the above property(including Lots 2, 3, 4, 5, 6, 8a and 8b on Assessor's
Map#51 and a portion of Lot 16 on Assessor's Map#50). The application and plans are on file
with the South Windsor Planning Department.
For further information,please contact Jeff Folger,the Zoning/Wetlands Enforcement
Officer at the Planning Department, 644-2511, ext. 253.
Sincerely,
INN" —/Zfe� R 1���
Thomas P. Cody, Esq.
Agent for the Applicants
7099 3400 0013 9083 9348
7099 3400 0013 9083 9348
co, I O N O •
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ATTACHMENT A
AAN
2 �+ Fuss&OWeM Inc. Clmldq Z*nem 146 Heft ON Road,Mandles*,,CT WOM921
Te.M 046-M FAX 00 6434313 �
IMisM.wwwtussendonea.com #
00W OMM
West SpAgh1d,Messachuseds
%lield.Conn ow
Pro+r wrote,Rhode Island
December 20,2000
Lli2abeth Warren,Chairperson
Inland Wetlands Agency/Conservation Commission
Tovm of South Windsor
154) Sullivan Avenue
South Windsor, CT 06074-2786
Dear Chairperson Warren:
The Savings Bank of Rockville hereby grants a 65 day extension to the Town of South
Windsor Inlands Wetlands Agency/Conservation Commission to take action on
application 00-50P.
Sincerely,
J�6f�ile P. .
Agent for Applicant
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TORN CENTER DATE: OCTOBER 24,2000
EZ"NOTON ROAD/BUCAUAND ROAD Sam. AS SHOWN
�] En/{�• In�i, SOUTH WINDSOR, CONNECTICUT DESIGNED BY: SES
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r 600 Stalls Street,Suite D APPROVED BY. WYY
Portsmouth,New Hampshire 03801 °"'"'��°10" t'°ls"• �°,.��'�"""�• °""""0°°'� "`f/°' PROJECT NO: 7397
No. Description
(803)433.8818 aN�ppbdonwpmm w 11ea�ID. � a �uu +>�> Ow 1397BOASLDWfi APed Dote
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® ft' ore TORN CENTER OCTOBER 24.2000
ELLINGTON ROAD/BUCKLAND ROAD SCALE: As SHOWN
Engineering Inc■ SOUTH WINDSOR, CONNECTICUT DESIGNED 8Y:
SES
2V 8W0 State Street.Suite D i 60q DRAWN Br: JFO
Portsmouth,New Hampshire 03801 � . aar teeo�sKara �os._e,�,m. "s„ num�a 'M,,,e APPROVED BY.
(903)133A819 anrep]rrot at aoet� 'ii.... oeraea omit p"µ-M t397
aeCappleaaeerq.00m >I rxbk am m s�iw•ap y vl pamm' pe• PROJECT NO.
FILE NO: 1397BBASE.DWG No. Dsecrt lion Appd Date
REVISIONS
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(W3)433-MIS eeiQappledaesq.com �'0°t� aase ■e.a,s.e.as '�!b P t shay tlooaemrlo,t fb. PROJECT NO:
.o.0 e ..rr aaen �'�'•�'�a m rs: k ap FILE NO: 1397BBASEOWG No. Deacri on Appd Date
REVISIONS
Appledore 600 State Street,Suite D
Portsmouth, NH 03801
tel 603.433.8818
Engineering Inc. fax 603.433.8988
aei@nh.ultranet.com
MEMORANDUM
Date: January 22, 2001 RECc
To: Jeff Folg er c- / VEDTown of South Windsor 14N u �
Copy To: Bruce Kelley
RSK Kellco, Inc.
From: Steven Sargent, PE
Appledore Engineering, Inc.
Re: Town Center
Ellington Road
South Windsor, Connecticut
AEI/1397
Following is a summary of changes that have been completed to the plans for the
referenced project:
• The size of the supermarket has been reduced by 17.5% (13,400 square feet). This
includes a reduction of 6,121 square feet of building footprint and 7,301 square feet
of second floor mezzanine space.
• The total number of new parking spaces at the Town Center has-been reduced by
16.5% (from 194 spaces to 162 spaces) which allows for an increase of
approximately 40% greenspace around the relocated gazebo.
• The amount of building coverage and total impervious area has been reduced by
7,500 square feet.
• The Sovereign Bank driveway has been moved to the west.
• The circulation pattern around Webster Bank has been revised to increase safety.
• The design of the main entry into the Town Center (near the existing CVS) has been
changed to increase safety and further restrict drivers from making an illegal left
turn.
• A sidewalk has been added through the eastern side of the parking lot.
• Configuration of the westerly loading dock has been modified, which allows
approximately 1000 square feet of previously proposed impervious area to be
removed.
SES\vc
(1397-071.doc)
JAN-22-01 01 :54 PM RSK KELLCO INC 860 644 5650 P. 02
TOWN OP SOUTH WINDSOR:
STAFF SITE CHANGE
FOR SITE & SUBDIVISION
GENERAL,:
CHANGE ORDER CONTACT PERSON Mu as P• O0dy Phone No. 860-275--8264
Address_1725 ]Ellin-Y1-rn load
Site Name Tbwn Clef er P&Z No.
Owner rdclBrd S. IL_-1 Phone No.860-644-8761
Contractor Fddmrd S. NLe
Signature of Owner pet°'
Signature of Design Engr. Date*
CHANGE: (Describe location and nature of change. Include
Four (4 ) copies of plan/profile of Change. )
See attadxd nEm dated January 22, 2001.
Reason for Change: (Why is change required)
haw been made to the to address mmmts made by this EIMMng and
Ommdssicn as a part of doir decision to deny the project.
APPROVALS: (As Required)
Dir. Of Planning Date:
Town Engineer _ Date:
Dir. of Public works Date:
Other: Dates
STAFF COMMENTS:
White - Town Engineer Yellow - Applicant
Pink - Director of Planning Goldenrod - Engineering Department
Appledore 600 State Street, Suite D
Portsmouth, NH 03801
Engineering Inc. tel 603.433.8
fax 603.433.89 8
88
aei@nh.ultranet.com
January 3, 2001
Mr. Jeff Folger
Town of South Windsor copy
1540 Sullivan Avenue
Town Hall
South Windsor, Connecticut 06074-2786
Re: Proposed Stop & Shop
Town Center
Ellington Road
South Windsor, Connecticut
AEI/1397
Dear Jeff:
Enclosed please find a Site Plan dated October 24, 2000 modified to include the
June 29, 2000 Site Plan as an overlay in red. Hopefully, this information will help
distinguish the differences between the two plans and assist in your review of the
referenced project.
If you have any questions or require additional information, please feel free to
contact me.
Very truly yours,
Steven E. Sargent, P.E.
Project Engineer
SES/vc
(1397-060.doc)
Enclosure
cc: Tom Cody
Bruce Kelly
Rick Olson
MM
174
,
i
REMA ECOLOGICAL SERVICES, uC
REPORT DATE:__AR 5.2Q ���j+
INLAND V':E�L.'IiDS ALENCY( 19 Foster Street
PAGE 1 of 3 Manchester, CT
•
.CONSERVATION COMMISSION PHONE: (860)649-7362
ON-STtE SOIL, INVESTIGATION REPORT
PROJECT NAME& SITE LOCATION: RES -Job No.:
South SMlnd or ShohPing crnrrr __.. _ Field Investigation Date(s): ... 4i1 IL20 —
'� ° - Field investigation Method(s): i
_ o , h WL161sor GQn1rGS cLit Spade and Auger
❑Backhoe Test Pits
❑• -
Other:
REPORT PREPAREII FOR: Field Conditions:
Design Prof 5ionals_inn. ,
•• • - Weather.
--mod ,_4o�_ i
1�5.°uth.5a3ellit&.I.Zoad _ --.- . Soil Moisture:_..m�rate. -. . ._.
South..lr7CindJ%0r, - -
G'1"[�6074 _. Snow Depth _.._.
- Frost Depth: n/a .
Purpose of Investigation:
® Wetland Delineation/Flagging in Field
❑ Wetland Mapping on Sketch Plan or Topographic Plan
❑ High Intensity Soil Mapping by Soil Scientist
® Medium Intensity Soil Mapping from SCS Soil Survey Maps
❑ Other. .
Base Map Souree:JEact or CaunZy oil 5.ury
Wetland Boundary Marker Series: KE5-1_tQ tzE � Q�5_11g ands -o_�E5 _ I
General Site Description/Comments: Tha_prne�develao►nenr si is to atcd sn , h of Ellingjan Road an'
wAll.cf. Duak nd &cM... Th=nuqnrity_of � �it� nof151 t,� of an exitil�itlg_ShOpnin aka
revie�rcd far his MFUrt=re located.in •h wdotern onrtion and•consist of wa
--�------•— _.L..._exi5tan9�ntion nn�a.n,�_ ;�
und&Celoped aria in t}ae 50uthw4s iW nnrion�ll,stu arch Th . 6Q' I{
and ,indict„ ---s--I re Wentift�and c «" ' _a5
(lZed u�nd and wetland aril o c�Wetland ni)typea_�deriY_c,_1 :tom j
r �✓-•-g>�W�digturbea ��+�(and Anil an
glarinla �g -rine�i.r�_ Catified sA_ nd, silt a Fnn�its The.soils.ides .,upland—types" cnns,st of.sl�
tnnlJerateb�i1 drain��fl`�d;,� Boil 5r � ( U anddorthr_ (t�D�l [r;�dist�,rb d ,nland�aill�The `w "larc.=
Lype=5aile-were+ +oo d aas the_�i5�ucbed Arts (Ag nil and. unditafud=A_5haker oil..sedar�_45k). ._Tt c
!CNgulatcd—Gag" a:,_ i_withSla-lit.0.ranfi of twn man-made,deta inn oonds.Iexa d in.thcntJr-LhwL.:�.L c-j
portion cif the.SiLc._5doreQvr"r �ndev�lnn•d.arcal� d in th� r} gtern n/�rrj0 Qf thC_5iter.Bnsi`.ztS m___�ti'fv
¢f_di5t�,►•� � for.GSte�at'1d_5hrvb/S�wrtland �omm�,ni in he...�rG �rn �p"•rt`Ti`o"`n"and_a_rrii�yyet meagow ara
5hn�v! -rub in�h�.�a5te T rit m-pajT.IQn... �D y.�he_.wet�3nd brn_ iida�fDIIQw��C.o1�_. .
PAGE 2 OF 3
DATE: 4i2�ioD
ON-SITE SOIL INVESTIGATION REPORT (CONTINUED)
PROJECT NAME& SITE LOCATION; 5c r h urtWyor. Shopping Center __•. _ _ _
Ellington Road.5.0.uth Windsor, CT
Sou.MAP UNM .�- --- .-
I
Wetland Soils f
Aquents (Aq). This soil map unit consist of poorly drained and very poorly drained disturbed land areas. They are moot i often found on landscapes,which have been subject to prior filling andlor excavation activities. In general,this soil map f
unit occurs where two or more feet of the original soil surface has been filled over,graded or excavated. The Aquenrg
are characterized by a Seasonal to prolonged high ground water table and either support or are capable of suppert;r.g f wetland vegetation. Atfuentsare recently formed soils that have an aquic moisture regime. An aquic moisture regime
is associated with a reducing soil environment that is virtually free of dissolved oxygen because the soil is saturated iy
groundwater or by water of the capillary fringe. The key feature is the presence of aground water table,at or vcry scar
to the Soil surface for it period of fourteen days or longer during the orowimg season.
i
5haker fine sandy loam (5h). The Shaker series consists of deep, poorly drained soils formed in a coarse-loamy mantic
over clayey lacustrine sedimcnts. They are nearly level to moderately Steeply sloping boils On glacial iacuotrine
terraces. Typically, these soils have a very dark grayish brown fine sandy loam surface layer 6 inches thick. The 5ub50 i
from 6 to 25 incher, io light brownish gray, mottled sandy loam. The substratum from 25 to 60 inches is dark
yellowish brown, mottle,,silty clay. This soil war,formerly mapped in Connecticut as Swanton.
Upland Soils
I
Udorthent5 (Ud). This soil mapping unit consists of well drained to moderately well drained soils that have been alterej ;:y
I
cutting,frilling,or grading. The areas either have had two feet or more of the upper part of the original soil removc,1 or nave {
more than two feet of fill material on top of the original so![. Udorthenre or Made Land 50115 can be found on any Soil {
parent material but are typically fluvial on glacial till plains and outwash plains and stream terraces. i
Elmridge very fine sandy loam (EI). This soil was formerly mapped in Connecticut as Elmwood. The Elmridge genes
consists of deep, moderately well drained soils formed in a coarse-loamy mantle over clayey lacustrine Sediments
derived mainly from Triassic rocks. They are nearly level to moderates steeply sloping soils on glacial lacu9trinc j
terraces. Typically,these soils have a very dark grayish brown fine sandy loam surface layer 6 inches thick. The Sues'oll j
from 6 to 25 inches is dark yellowish brown, mottled fine sandy loam. The substratum from 25 to 60 inches is olive
brown, mottled,silty clay.
i
i
i
I
i
i
i
p�JaRs1c<+nn\�soilteport9.tbc
PAGF.3 OF DATE: 4/25i�7
ON-SITE SOIL INVESTIGATION REPORT (CONTINUED)
PROJECT NAM1'r& SITE LOCATION: South W10dtio.r-5hoppingLent-er
Eliillgtotl_�Q�.S_Quth Windsor CT
SOEL MAP UNITS
See previous page
i
i
i
i
i
i
i
i
f
i
i
Any accompanying soil Ings and soil maps, and the on-site soil investigation narrative are in accordance with the mi taxonoc
classification of the National Cooperative Soil Survey of the USDA Natural Resource Conservation Service, and with the
Connecticut Soil Legend (DEP Bulletin No_5, 1983). Jurisdictional wetland boundaries were delineated pursuant to the
Connecticut General Statutes (CGS Sections 22a-36 to 22a45), as amended. The site investigation was conducted andior
reviewed by the undersigned Registered Soil Scicntist(s) [registered with the Society of Soil Scientists of Southern New England
(SSSSNE)in accordance with the standards of the Federal Office of Personnel Management].
Respectfully submitted,
RFMA ECOLOGICAL SFRVICI~S,LLC
C
George T.Logan,MS -
Registered Soil Scientist
Certified Professional wetland Scientist(No.581)
pmjccu\c4wmboi1repart4.due
STOP & SHOP SUPERMARKET
' South Windsor, CONNECTICUT
' TABLE OF CONTENTS
1.0 Summary
' Site Location Map (USGS)
SCS Soils Survey
' 2.0 Project Description
' 3.0 Calculation Methods
4.0 Pre-Development Condition
' Pre-Development Watershed Plan
5.0 Post-Development Condition
' Post-Development Watershed Plan
6.0 Structural Analysis
Subcatchment Plan
7.0 Best Management Practices
Appendix A: Supporting Calculations
Pre-Development Calculations
Post-Development Calculations
Post-Development On-site Structure Analysis
' Appendix B: Miscellaneous Calculations
Appendix C: Charts, Etc.
Appledore
' NO Engineering Inc.
' 1.0 - SUMMARY
' The drainage study was completed to assess the pre- and post-development runoff
rates for the proposed development for the 2-year, 10-year, 25-year and the 100-year
storm events. In addition a capacity analysis was completed for the drainage
' infrastructure to evaluate operation during the 25-year storm event. Lastly, Best
Management Practices were developed to formulate a plan that assures stormwater
quality both during and after construction. The following summarizes the findings from
' the study.
1.1 - Pre- and Post-Development Flow Comparison:
The pre and post-development watershed areas have been analyzed at the point of
discharge. Subcatchment areas were varied between pre- and post-development
' conditions to reflect the actual drainage patterns while the overall watershed area
analyzed remained constant. Table 1 compares pre and post-development peak runoff
rates during all storm events analyzed for each watershed. As detailed in table 1 there
is a minor reduction in the post-development runoff rate from the pre-development
condition which is attributed to an increase in detention volume provided to mitigate the
' increased flows resulting from the development.
1.2 - Structure Analysis
' The drainage pipes were analyzed for inlet and outlet control for the 25-year storm
event. In addition, the drainage system was analyzed using a conservative tailwater
condition of the peak detention pond elevation for the design storm event. As depicted
in the structure analysis section of this report, the drainage system is anticipated to
operate without ponding and flooding during the 25-year design storm event.
' 1.3 - Best Management Practices
' Best Management Practices have been incorporated into the drainage design which
provide for temporary erosion control measures during the construction process,
permanent erosion control measures after construction is complete and stormwater
treatment devices. Temporary measures are fully depicted in the site plans on the
detail sheet entitled "Erosion Control Notes & Details". Temporary measures include silt
fence barriers, inlet protection barriers in each of the catchbasins during construction
' until the site has been stabilized and provisions for stabilization of inactive areas.
Permanent erosion control measures include turf establishment on all disturbed areas
which have not been paved. Stormwater treatment devices will consist of 4 foot sumps
1 and hoods in all proposed catchbasins and a Vortechnics treatment unit to treat storm
water runoff from the supermarket loading area. Stormwater will be further treated in an
on-site vegetated stormwater detention basin prior to being released off-site.
' Stop&Shop Supermarket Summary
Ellington Road/Buckland Road
' South Windsor, Connecticut
TABLE 1
COMPARISON OF PRE-AND POST-DEVELOPMENT PEAK FLOWS
WS)
2-Year Storm 10-Year 25-Year 100-Year Storm
Event Storm Event Storm Event Event
Location Pre Post Pre Post Pre Post Pre Post
Watershed#1 1.9 1.0 3.6 1.9 4.2 2.4 5.6 3.3
Watershed#2 0.3 0.3 0.6 0.6 0.8 0.8 1.1 1.1
Watershed#3 8.4 8.2 17.5 14.9 28.6 26.1 47.0 46.8
' Stop&Shop Supermarket Summary
Ellington Road/Buckland Road
' South Windsor, Connecticut
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Appledore SITE LOCATION MAP
Engineering Inc. Town Center
Ellington Road/Buckland Road
South Windsor, Connecticut
600 State Street, Suite D
' Portsmouth, New Hampshire 03801 SOURCE: USGS, MANCHESTER QUADRANGLE
(603)433-8818 8e0appWdomeng.00m SCALE: 1:24,000
' 1397LOCUS.DWG
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Appledore
SCS SOILS SURVEY
NOEn ineerin 'n`'■ Town Shopping Center
g g Ellington Road/8uckland Road
South Windsor, Connecticut
600 State Street, Suite D
Portsmouth, New Hampshire 03801 SOURCE: SOIL SURVEY OF HARTFORD COUNTY
' (603)433.8818 ael@appledomeng.00m SCALE: 1:20.000
1397LOCUS.DWG
2.0 - PROJECT DESCRIPTION
The proposed project provides for the construction of a Stop & Shop Supermarket in the
existing Town Center located at the intersection of Ellington and Buckland Road in
South Windsor, Connecticut. In addition to expanding the existing shopping center to
' include a supermarket, improvements will be made to parking, lighting, utilities and
landscaping.
' The parcel, as it exists today, contains approximately 21.8 acres of land of which
roughly 55 percent is covered by buildings and pavements. A 2.9 acre parcel will be
added to the site as a part of this project which will remain undeveloped. The on-site
' soils are defined by the Soil Survey of Hartford County as an Elmwood very fine sandy
loam and ground cover consists primarily of mowed grasses and landscape areas of
shrubs and trees.
' Improvements to the site will not cause significant changes to the existing drainage
patterns. Stormwater runoff will be managed as it is currently, by directing runoff into
on-site closed drain systems that flows into an existing detention basin located along
the northwest corner of the property. The basin discharges into a closed drain system
' in Ellington Road and flows into a tributary to the Podunk River. The proposed project
results in an increase in impervious area and consequently the peak rate of runoff from
the development area increases. It is proposed to expand the existing detention basin
to reduce the peak runoff rate leaving the site to pre-development flows.
Construction of the project will necessitate the disturbance of approximately 9.1 acres of
' land. Most of this disturbance is related to existing parking lot regrading or reworking.
Construction is estimated to begin in April 2001, and continue through October 2001.
' Stop&Shop Supermarket Project Description
Ellington Road/Buckland Road
South Windsor, Connecticut
' 3.0 - CALCULATION METHODS
' The design storms analyzed in this study are the 2-year, 10-year, 25-year, and 100-
year, 24-hour storm events. The Soil Conservation Service TR20 model(')was utilized
to predict the peak runoff rates from these storm events. A Type III storm pattern was
' used in the model.
The time of concentration was computed with both the lag and length method which
provide a means of determining the time for an entire watershed to contribute runoff to a
specific location. The methods incorporate watershed characteristics such as slope,
length, and runoff curve number. Runoff curve numbers were calculated by estimating
' coverage areas and adding the curve number for these coverage areas as a percent of
the entire watershed. Reference #1 contains a full description of the time of
concentration methodology utilized in this report.
' Drainage structures were sized for the 25- ear storm using peak run off rates generated
Y gP
' from the TR-20 method. Structure Subcatchments were identified and stormwater flows
were routed through the system in general accordance with procedures contained in the
Guidelines for Soil Erosion and Sediment Control, revised 1988. Hydraulics
' calculations for the drainage structures were analyzed for inlet and outlet control,
maximum headwater and discharge velocity during the 25-year storm event using a
computer program entitled "Dodson Hydraulics Library"(3).
' References:
1. Microcomputer Implementation of the Mainframe Fortran Program: TR-20,
Project Formulation Hydrology, by Soil Conservation Services, distributed by
Haested Methods, Waterbury, CT.
r2. Guidelines for Soil Erosion and Sediment Control, revised, 1988.
3. The Dodson Hydraulics Library, 1987, Dodson &Associates, Houston, TX.
4. Connecticut Department of Transportation Drainage Manual, January, 1986
Stop&Shop Supermarket Calculation Methods
Ellington Road/Buckland Road
South Windsor, Connecticut
4.0 - PRE-DEVELOPMENT CONDITION:
' The pre-development condition is characterized by three (3) watershed areas. These
watersheds are depicted upon the attached plan entitled "Pre-Development Watershed
' Plan".
Table 2 summarizes the watershed characteristics and Table 3 summarizes the
' estimated peak runoff rates for the 2-year, 10-year, 25-year and 100-year Type III storm
events. The composite runoff rates for each is also included in Table 3 representing all
runoff from both watersheds. The appendix to this Drainage Study fully documents
' these computations.
' TABLE 2
PREDEVELOPMENT WATERSHED CHARACTERISTICS
' WATERSHED AREA TIME OF CONCENTRATION (MIN)
NUMBER (ACRES) CN
' 1 1.42 79.8 1.8
2 0.36 74.6 12.0
' 3 17.92 88.9 31.2
' TABLE 3
PRE-DEVELOPMENT RUNOFF CHARACTERISTICS
(PEAK RATE)
' STORM EVENT
WATERSHED 2YR 10YR 25YR 100YR
' NUMBER (cfs) (cfs) (cfs) (cfs)
1 1.9 3.6 4.2 5.6
' 2 0.3 0.6 0.8 1.1
3 8.4 17.5 28.6 47.0
' Stop&Shop Supermarket Pre-Development Condition
Ellington Road/Buckland Road
South Windsor, Connecticut
5.0 - POST-DEVELOPMENT CONDITION
' The post-development condition is characterized by three (3) watershed areas similar to
the pre-development condition. The post-development analysis will allow for a direct
' comparison between the pre- and post-development peak runoff rates to assess the
impact of the project. Areas that are identified as reserve parking were considered
impervious for the post development condition. Watershed areas are depicted upon the
attached plan entitled "Post-Development Watershed Plan".
Table 4 summarizes the characteristics of the three (3) post-development watershed
' areas. Table 5 summarizes the peak runoff rates for the 2-year, 10-year, 25-year and
100-year storm events for each watershed area. The Appendix to this drainage study
fully documents the computations for these peak runoff rates.
TABLE 4
' POST-DEVELOPMENT WATERSHED CHARACTERISTICS
WATERSHED AREA TIME OF CONCENTRATION (MIN)
NUMBER (ACRES) CN
' 1 0.95 79.1 1.8
2 0.36 1 74.6 1 12.0
3 18.43 91.6 1 23.4
' TABLE 5
POST-DEVELOPMENT RUNOFF CHARACTERISTICS
(PEAK RATE)
STORM EVENT
WATERSHED 2YR 10YR 25YR 100YR
NUMBER (cfs) (cfs) (cfs) (cfs)
' 1 1.0 1.9 2.4 3.3
2 0.3 1 0.6 0.8 1.1
' 3 8.2 14.9 26.1 46.8
' Stop&Shop Supermarket Post-Development Condition
Ellington Road/Buckland Road
South Windsor, Connecticut
6.0 -STRUCTURE ANALYSIS
' The drainage pipes were analyzed for capacity using the 25-year, type III storm event.
A separate model depicting subcatchment areas for each of the catchbasins was
created. For purposes of this study a tail water condition of the peak pond elevation
was assumed for the outlet pipes. The drainage system is anticipated to operate
without ponding or flooding on site during the 25-year storm event.
' Table 6 summarizes the subcatchment area characteristics and the peak runoff rate
expected for all structures during the 25-year storm. Table 7 details the results of the
' capacity analysis for individual catchbasins and associated drainline.
' TABLE 6
SUBCATCHMENT AREA CN 025
1 0.38 95.8 1.27
2 0.86 94.7 2.90
3 0.72 95.7 2.44
4 0.66 96.8 2.26
5 1.66 93.4 5.62
' 6 0.35 95.6 1.23
7 0.13 98.0 0.46
' 8 0.10 96.4 0.35
9 0.53 94.8 1.86
10 0.28 98.0 0.97
' 11 0.28 98.0 0.96
12 0.02 98.0 0.06
' 13 0.72 98.0 2.48
14 0.05 98.0 0.17
15 0.58 98.0 1.98
' 16 1.15 95.6 4.04
17 0.18 88.9 0.55
18 0.72 94.2 2.57
19 3.35 87.1 10.07
20 0.18 93.4 0.60
' 21 0.37 87.4 1.15
22 0.76 79.0 2.06
' 23 0.23 88.1 0.72
Stop&Shop Supermarket Structure Analysis
Ellington Road/Buckland Road
South Windsor, Connecticut
' Table 7
SUMMARY OF STRUCTURE PERFORMANCE
' 25-Year Storm
STRUCTURE TOP OF FRAME WATER SURFACE
NUMBER ELEVATION ELEVATION
' PCB 1 92.0 89.74
PCB 3 94.0 92.80
' PCB 4 94.0 93.46
PCB 5 94.0 94.04
PCB 6 95.1 94.73
' PCB 7 95.3 94.76
PCB 8 96.0 94.84
L ' PCB 9 99.4 96.33
PCB 10 91.1 90.27
PCB 11 91.1 90.82
' PCB 12 92.6 90.93
ECB 1 89.0 88.67
ECB 2 92.3 89.70
ECB 3 94.6 90.65
ECB 4 93.5 91.49
' ECB 5 93.7 92.30
ECB 6 89.7 89.33
ECB 7 89.6 89.56
' ECB 8 90.9 89.67
ECB 9 97.4 94.89
' PDMH 1 95.0 92.67
PDMH 2 100.2 95.96
' PDMH 3 93.5 88.61
PDMH 4 93.5 89.27
PDMH 5 93.0 89.83
PDMH 6 92.0 90.54
PDMH 7 92.1 90.88
PDMH 8 95.0 1 94.58
Stop&Shop Supermarket Structure Analysis
Ellington Road/Buckland Road
South Windsor, Connecticut
7.0 - BEST MANAGEMENT PRACTICES
Best management practices for this project include temporary erosion control measures,
permanent erosion control measures and pollution control devices. Temporary erosion
' control measures, which will be enacted during construction, are fully detailed on the
Site Plans in the detail sheet entitled "Erosion Control Notes and Details" and numbered
as Sheet C-10. These measures include construction sequencing, inlet baskets, silt
fences, and provisions for stabilization of inactive areas. Permanent erosion control
measures include turf establishment or pavement of all disturbed areas. Pollution
control devices include 4' foot sumps and outlet hoods in all proposed catchbasins.
Sumps are provided to capture sediments from stormwater runoff and outlet hoods will
contain floatable contaminants including oils, grease, and trash within the catchbasin.
Additionally, a Vortechnic stormwater treatment unit will be provided at the rear of the
supermarket to treat stormwater runoff from the supermarket loading area.
Runoff from the closed drainage system is run through a stormwater detention basin
which is vegetated. This structure further removes contaminates in the runoff prior to
off-site discharge.
' Stop&Shop Supermarket Best Management Practices
Ellington Road/Buckland Road
South Windsor, Connecticut
� APPENDIX A: SUPPORTING
� CALCULATIONS
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TR 20 * Date 5/29/**
* * Time 9:57:02
Project Formulation Hydrology * Input file : 1397PRE.IN +
* Output file 1397PRE.OUT
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37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666
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JOB TR-20 SUMMARY
TITLE CPre-DEVELOPMENT
p, Town Shopping Center
ITLfi CONDITIONS T
5 RAINFL .25 ti tea\ �JGQ�M��1
8 0.0 .0025 .005 .0075 .010
0125 .015 .0175 .020 .023
.026 .0285 .031 .034 .037
8 .040 .043 .0465 .050 .0535 F
.057 .0605 .064 .068 .072
.076 .080 .084 .089 .094
6 .100 .107 .115 .122 .130
8 .139 .148 .157 .167 .178
1 8 .189 .202 .216 .231 .250
8 .271 .298 .345 .500 .655
8 .702 .729 .751 .769 .785
,8 .798 .811 .823 .834 .644 l�
8 .853 .862 .870 .878 .886 .
8 .893 .900 .906 .911 .916
8 .920 .924 .928 .932 .936
�8 .940 .944 .9475 .951 .954
8 .957 .960 .963 .966 .969
8 .972 .975 .978 .981 .9835
8 .986 .9685 .991 .9935 .996
8 .998 1.000 1.00 1.00 1.00
9 ENDTBL QQTFICW V�1L.
3 STRUCT O1 lEA G0 c PSG f�c.-
18 63.2 0.0 0.00
8 84.0 1.00 0.14
8 86.0 7.80 0.95
8 87.5 10.5 1.70 0-lekSlN
8 88.0 21.5 1.97
8 88.5 41.9 2.26
I8 89.0 67.6 2.56
9 ENDTBL -s � -r-0-
6 RUNOFF 1 001 1 0.00222330 79.8 0.030
16 RUNOFF 1 002 2 0.00055688 74.6 0.200
6 RUNOFF 1 003 3 0.02800000 88.9 0.520
6 RESVOR 2 01 3 7 --
6 ADDBYD 4 101 2 7 6
ENDATA
7 INCREM 6 .05
7 COMPUT 7 001 101 0.0 3.2 1.0 7 2 01 2
' ENDCMP 1
7 COMPUT 7 001 101 0.0 4.7 1.0 7 2 01 10SRY1-
ENDCMP 1 S�nIZY�-
7 COMPUT 7 001 101 0.0 5.5 1.0 7 2 01 25 -= :Ls
� ENDCMP 1
7 COMPUT 7 001 101 0.0 6.9 1.0 7 2 01 99
ENDCMP 1
ENDJOB 2
20 XEQ 6/01/** Stop & Shop, Town Shopping Center
JOB 1 SUMMARY
REV 09/01/83 Pre-DEVELOPMENT CONDITIONS PAGE 5
111MAlY TABLE 1 - SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED
(A STAR(*) AFTER THE PEAK DISCHARGE TIME AND RATE (CPS) VALUES INDICATES A FLAT TOP HYDROGRAPH
A QUESTION MARK(?) INDICATES A HYDROGRAPH WITH PEAK AS LAST POINT.)
ICTION/ 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
XSECTION 1 RUNOFF .00 7 2 .05 .0 3.20 24.00 1.04 --- 12.23 1.87 839.5
CTION 2 RUNOFF .00 7 2 .05 .0 3.20 24.00 .75 --- 12.30 .30 546.7
ECTION 3 RUNOFF .03 7 2 .05 .0 3.20 24.00 1.60 12.40 23.21 828.8
UCTURE 1 RESVOR .03 7 2 .05 .0 3.20 24.00 1.21 86.34 12.96 8.41 300.5
XSECTION 101 ADDHYD .03 7 2 .05 .0 3.20 24.00 1.20 --- 12.95 8.47 296.7
1 ALTERNATE 1 STORM 10
XSECTION 1 RUNOFF .00 7 2 .05 .0 4.70 24.00 2.03 --- 12.23 3.35 1506.5
IT ECTION 2 RUNOFF .00 7 2 .05 .0 4.70 24.00 1.61 --- 12.25 .61 1103.6
ECTION 3 RUNOFF .03 7 2 .05 .0 4.70 24.00 2.74 --- 12.39 38.18 1363.7
RUCTURE 1 RESVOR .03 7 2 .05 .0 4.70 24.00 2.02 87.82 12.84 17.48 624.2
XSECTION 101 ADDHYD .03 7 2 .05 .0 4.70 24.00 2.01 --- 12.84 17.60 616.4
1 ALTERNATE 1 STORM 25
XSECTION 1 RUNOFF .00 7 2 .05 .0 5.50 - 24.00 2.60 --- 12.23 4.16 - 1870.3
ECTION 2 RUNOFF .00 7 2 .05 .0 5.50 24.00 2.13 --- 12.25? .79? 1422.8
ECTION 3 RUNOFF .03 7 2 .05 .0 5.50 24.00 3.37 --- 12.39 46.17 1648.9
STRUCTURE 1 RESVOR .03 7 2 .05 .0 5.50 24.00 2.57 88.17 12.71 28.60 1021.6
ECTION 101 ADDHYD 03 7 2 .05 .0 5.50 24.00 2.56 --- 12.71 28.79 1008.2
ALTERNATE 1 STORM 99
XSECTION 1 RUNOFF .00 7 2 .05 .0 6.90 24.00 3.64 --- 12.23 5.58 2510.0
RECTION 2 RUNOFF .00 7 2 .05 .0 6.90 24.00 3.10 --- 12.25 1.11 1997.4
ECTION 3 RUNOFF .03 7 2 .05 .0 6.90 24.00 4.49 --- 12.38 60.08 2145.6
STRUCTURE 1 RESVOR .03 7 2 .05 .0 6.90 24.00 3.59 88.60 12.60 46.95 1676.9
�ECTION 101 ADDHYD .03 7 2 .05 .0 6.90 24.00 3.58 --- 12.60 47.31 1656.7
1
1
' Pre-Development Watershed #1
CALCULATED BY: SES
DATE:3/10/00
CHECKED BY: SES
Sheet Flow
Surface Description lawn
Manning's Roughness Coeff(n) 0.011
Flow Length, (L) ft. 30
Two-yr 24 hour rainfall, P2 in 3.20
Land slope(s) ft/ft 0.02
1 Tt= 0.007(nQ0.8 hrs 1 0.008
P20.5s0.4
Shallow Concetrated Flow
Surface Description (paved or unpaved) paved
Flow Length, (L) ft 190
Watercourse slope(s) ft/ft 0.02
Averate velocity, (V) ft/s 3.00
Tt=L/3600V hrs 0.02
Channel Flow
Cross sectional flow area (a) 0.00
Wetted permeter(Pw) ft 0.00
Hydraulic Radius(Hr=a/Pw) 0.00
Channel slope (s) ft/ft 0.000
Mannings roughness coeff. (n) 0.000
V=1.49r^2/3s^1/2/n 0.00
Flow length (L) 0
Tt=L/3600V hrs 0.00
Time of Concetration (Tc) hrs 0.03
1 SOIL NAME COVER CN AREA PRODUCT
AND DESCRIPTION acres OF
HYDROLOGIC GROUP sq. mi. CN x AREA
0
IMPERVIOUS IMPERVIOUS 98 ; 24.3 2381.4
GROUP C LAWN,GOOD 1 74 75.71 5601.8
GROUP D WETLANDS 1 80 001 0.0
TOTALS = 10001 7983.2
USE CN = 79.8
Watershed Area= 0.002223298 Sq. Miles
61982 Sq. feet
' Pre-Development Watershed#2
CALCULATED BY: SES
DATE:3/10/00
CHECKED BY: SES
Sheet Flow
Surface Description lawn
Manning's Roughness Coeff(n) 0.24
Flow Length, (L) ft 70
Two-yr 24 hour rainfall, P2 in 3.20
Land slope (s) ft/ft 0.02
Tt= 0.007(nQ0.8 hrs 0.179
P20.5s0.4
' Shallow Concetrated Flow
Surface Description (paved or unpaved) lawn
Flow Length, (L) ft 150
Watercourse slope(s) ft/ft 0.02
Averate velocity, (V) ft/s 2.50
Tt=1_/3600V hrs 0.02
Channel Flow
Cross sectional flow area(a) 0.00
Wetted permeter(Pw) ft 0.00
Hydraulic Radius(Hr=a/Pw) 0.00
Channel slope(s) ft/ft 0.000
Mannings roughness coeff. (n) 0.010
' V=1.49rA2/3s^1/2/n r 0.00
Flow length (L) 0
Tt=L/3600V hrs 0.00
Time of Concetration (Tc) hrs 0.20
SOIL NAME COVER CN AREA PRODUCT
AND DESCRIPTION acres OF
HYDROLOGIC GROUP sq. mi. CN x AREA
0
IMPERVIOUS IMPERVIOUS 98 0.0 0.0
GROUP C LAWN,GOOD 74 90.41 6689.E
GROUP D WETLANDS 80 9.61 768.0
TOTALS= 100.01 7457.E
USE CN
Watershed Area= 0.000556883 Sq. Miles
15525 Sq. feet
Pre-Development Watershed#3
CALCULATED BY: SES
DATE:3/10/00
CHECKED BY: SES
Sheet Flow
Surface Description lawn
Manning's Roughness Coeff(n) 0.24
Flow Length, (L) ft 210
Two-yr 24 hour rainfall, P2 in 3.20
Land slope (s) ft/ft 0.02
Tt= 0.007(nQ0.8 hrs 1 0.460
P20.5s0.4
Shallow Concetrated Flow
Surface Description (paved or unpaved) paved
Flow Length, (L) ft 140
Watercourse slope(s) ft/ft 0.02
Averate velocity, (V) ft/s 3.00
Tt=L/3600V hrs 1 0.01
Channel Flow
Cross sectional flow area (a) 3.14
Wetted permeter(Pw) ft 6.28
Hydraulic Radius (Hr=a/Pw) 0.50
Channel slope (s) ft/ft 0.005
Mannings roughness coeff. (n) 0.010
V=1.49rA2/3s^1/2/n 6.64
Flow length (L) 1030
Tt=L/3600V hrs 0.04
Time of Concetration (Tc) hrs 0.52
SOIL NAME COVER CN AREA PRODUCT
AND DESCRIPTION acres OF
HYDROLOGIC GROUP sq. mi. CN x AREA
0
IMPERVIOUS IMPERVIOUS 98 61.4 6017.2
GROUP C LAWN,GOOD 1 741 36.4 2693.6
GROUP D WETLANDS I Sol 2.2 176.0
TOTALS = 1 100.01 8886.8
USE CN = 88.9
Watershed Area= 0.027999993 Sq. Miles
780595 Sq. feet
PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
May 18, 2000
Stop & Shop
Town Shopping Center
IS' HDPE Pond Outlet
PROGRAM INPUT DATA:
DESCRIPTION VALUE
--------------------------------------------------------------------
Culvert Diameter (feet)................................. 1.25
FHWA Chart Number (1,2 or 3). 2
Scale Number on Chart (Type of Culvert Entrance)........ 2
Manning`s Roughness Coefficient (n-value) ............... 0.0100
Entrance Loss Coefficient of Culvert Opening............ 0.50
Culvert Length (feet)................................... 10.0
Culvert Slope (feet per foot) ........................... 0.0050
PROGRAM RESULTS: _
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
---(cfs) (ft)- -ControlControl--- -----(ft). (ft)-----(ft) (fps)
------
-----------
1.0 0.00 0.57 0.80 0.36 0.40 0.40 3.06
7.8 0.00 2.80 2.15 1.25 1.10 1.25 6.34
10.5 0.00 4.30 3.02 1.25 , 1.19 1.25 8.52
10.9 0.00 4.60 3.19 1.25 1.20 1.25 8.90
11.9 0.00 5.30 3.58 1.25 1.22 1.25 9.71
' 12.6 0.00 5.80 3.85 1.25 1.22 ..,. . 1.25 10.24
..:..:::...::_::....::.:.....:.:.:::................................
' PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell,=#107, Houston, TX 77092
(713) 895-8322. All Rights Reserved.
r
t rev - 53.2
' APPLEDORE ENGINEERING,INC. Stop &Shop Supermarket
600 STATE STREET,SUATE D Town Shopping Center
PORTSMOUTH,NEW HAMPSHIRE 03801 South Windsor, Connecticut
CALCULATED BY: SES
DATE: 5/7/00 STRUCTURE: EXISTING DETENTION BASIN
10'WIDE OULTET WIER
WEIR FLOW:
Q=CWH^3/2 Q=CAPACITY(CFS)
C=WEIR DISCHARGE COEFFICIENT
B=WIDTH (FT)
1 C= 3 g=32.2 FT/SEC^2
B= 10 FEET H= HEAD (FT)
ELEVATION(FT) H (FTC Ow CFS
87.50 0.0 0.00
88.00 0.5 10.61
88.5 1.0 30.00
89.0 1.5 55.11
Volume
Cum Vol
ELEV(FT) AREA(SF) h(FT) Volume(ft"3) Vol (ac-ft) (ac-ft)
83.2 0 0 0 0.00 0.00
84 15380 0.8 6152 0.14 0.14
86 19910 2 35290 0.81 0.95
87.5 23390 1.5 32475 0.75 1.70
88 24570 0.5 11990 0.28 1.97
' 88.5 25950 0.5 12630 0.29 2.26
89 26800 0.5 13188 0.30 2.56
ZZ
W 0
2
CL
OJ
W =
> J
wa
� U
H
O
a
##ttt#######t#t##t##ttttt##t##t##ttttttttttttttttt####tttttttttt#ttt##tt##ttt#tt
* * TR 20 SIN
'* * HMVersion 3.40
* TR 20 * Date 10/18/**
* * Time 17:07:00
* Project Formulation Hydrology * Input file 1397P.IN
* * Output file 1397P.OUT +
# # t
XXXXXXX XXXXXX XXXXX XXXXX
X X X X X X XX
X X X X X X
X XXXXXX X X X X X
X X X X X X X
X X X X XX X
X X X XXXXXXX }C=X
Full Microcomputer Implementation
by
Haestad Methods, Inc.
...........................................
...........................................
37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666
JOB TR-C770op
SUMMARY
FTITLE & Shop, Town Shopping Center
ITLE -DEVELOPMENT CONDITIONS .L.� `_
5 RAIN '^ T'R w-� ^Y'S�
8 0.0 .0025 .005 .0075 .010
8 .0125 .015 .0175 .020 .023
8 .026 .0285 .031 .034 .037
8 .040 .043 .0465 .050 .0535
' 8 .057 .0605 .064 .068 .072
8 .076 .080 .084 .089 .094
8 .100 .107 .115 .122 .130
8 .139 .148 .157 .167 .178
' 8 .189 .202 .216 .231 .250
8 .271 .298 .345 .500 .655
8 .702 .729 .751 .769 .785
' 8 .798 .811 .823 .834 .844 ajVft.,
8 .853 .862 .870 .878 .886
6 .893 .900 .906 .911 .916
8 .920 .924 .928 .932 .936
'8 .940 .944 .9475 .951 .954
8 .957 .960 .963 .966 .969
8 .972 .975 .978 .981 .9835
8 .986 .9885 .991 .9935 .996
8 .998 1.000 1.00 1.00 1.00
9 ENDTBL
ouTY'All VOl.
3 STRUCT 01 � e.J _C Gi S CAG F-6
8 83.2 0.0 0.00
8 84.0 1.0 0.22
8 86.0 7.8 1.36 n
., 8 87.5 10.5 2.29
8 88.0 20.5 2.62
8 88.5 38.9 2.96
8 89.0 62.2 3.32
9 ENDTBLv $a� fl S¢VA C,N 0-
6 RUNOFF 11!'001 1 0.00149079 79.1 0.180
6 RUNOFF 1 002 2 0.00055688 74.6 0.200
' 6 RUNOFF 1 003 3 0.02879932 91.6 0.390
6 RESVOR 2 01 3 5 -�. Ae,�e r�Sa.� QaS��� eav0+ wg
6 ADDHYD 4 102 2 5 7
ENDATA
7 INCREM 6 .05 L2o;uU
7 COMPUT 7 001 102 .0 3.2 1.0 7 2 01 2 J R S�1f7R M
' ENDCMP 1
7 COMPUT 7 001 102 0.0 4.7 1.0 7 2 01 10 - jd J R %-t0 P_fN-
ENDCMP 1 A
7 COMPUT 7 001 102 0.0 5.5 1.0 7 2 01 25 a• S y ,` S*�RM
ENDCMP 1
7 COMPUT 7 001 102 0. 6.9 1.0 7 2 01 99 4 St0 Rom^
ENDCMP 1 �J
ENDJOB 2
S'taA@CT�N6
�R20 XEQ 10/18/** Stop & Shop, Town Shopping Center JOB 1 SUMMARY
REV 09/01/83 Post-DEVELOPMENT CONDITIONS PAGE 4
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
A QUESTION MARK(?) INDICATES A HYDROGRAPH WITH PEAK AS LAST POINT.)
SECTION/ STANDARD RAIN ANTEC MAIN PRECIPITATION PEAK DISCHARGE
�TRUCTURE 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) (CPS) (CSM)
ALTERNATE 1 STORM 2
SECTION 1 RUNOFF .00 7 2 .05 .0 3.20 24.00 .98 --- 12.25 1.04 694.3
SECTION 2 RUNOFF .00 7 2 .05 .0 3.20 24.00 .75 12.30 .30 546.7
SECTION 3 RUNOFF .03 7 2 .05 .0 3.20 24.00 1.83 12.32 28.62 993.7
STRUCTURE 1 RESVOR .03 7 2 .05 .0 3.20 24.00 1.22 86.22 12.87 8.20 284.8
SECTION 102 ADDHYD .03 7 2 .05 .0 3.20 24.00 1.22 --- 12.85 8.27 281.6
ALTERNATE 1 STORM 10
SECTION 1 RUNOFF .00 7 2 .05 .0 4.70 24.00 1.95 --- 12.25 1.93 1294.4
SECTION 2 RUNOFF .00 7 2 .05 .0 4.70 24.00 1.61 --- 12.25 .61 1103.6
XSECTION 3 RUNOFF .03 7 2 .05 .0 4.70 24.00 3.02 --- 12.31 45.27 1572.0
STRUCTURE 1 RESVOR .03 7 2 .05 .0 4.70 24.00 1.97 87.72 12.80 14.94 518.7
SECTION 102 ADDHYD .03 7 2 .05 .0 4.70 24.00 1.96 --- 12.80 15.07 513.4
ALTERNATE 1 STORM 25
SECTION 1 RUNOFF .00 7 2 .05 .0 5.50 24.00 2.51 --- 12.24 2.42 1626.5
SECTION 2 RUNOFF .00 7 2 .05 .0 5.50 24.00 2.13 --- 12.25? .79? 1422.8
XSECTION 3 RUNOFF .03 7 2 .05 .0 5.50 24.00 3.67 --- 12.31 54.09 1878.1
TRUCTURE 1 RESVOR .03 7 2 .05 .0 5.50 24.00 2.52 88.15 12.66 26.06 904.9
SECTION 102 ADDHYD .03 7 2 .05 .0 5.50 24.00 2.52 --- 12.66 26.27 895.0
ALTERNATE 1 STORM 99
SECTION 1 RUNOFF .00 7 2 .05 .0 6.90 24.00 3.54 --- 12.24 3.30 2215.4
SECTION 2 RUNOFF .00 7 2 .05 .0 6.90 24.00 3.10 12.25 1.11 1997.4
XSECTION 3 RUNOFF .03 7 2 .05 .0 6.90 24.00 4.81 --- 12.30 69.41 2410.1
TRUCTURE 1 RESVOR .03 7 2 .05 .0 6.90 24.00 3.56 88.67 12.55 46.78 1624.3
SECTION 102 ADDHYD .03 7 2 .05 .0 6.90 24.00 3.55 12.54 47.20 1607.8
' Post-Development Watershed#1
CALCULATED BY: SES
DATE:10/24/00
CHECKED BY: SES
Sheet Flow
Surface Description lawn
Manning's Roughness Coeff(n) 0.24
Flow Length, (L) ft 60
Two-yr 24 hour rainfall, P2 in 3.20
Land slope(s) ft/ft 0.02
Tt= 0.007(nQ0.8 hrs 1 0.169
P20.5s0.4
' Shallow Concetrated Flow
Surface Description (paved or unpaved) paved
Flow Length, (L) ft 120
Watercourse slope (s) ft/ft 0.02
' Averate velocity, (V) ft/s 3.00
' Tt=L/3600V hrs 1 0.01
Channel Flow
Cross sectional flow area (a) 0.00
' Wetted permeter(Pw) ft 0.00
Hydraulic Radius (Hr=a/Pw) 0.00
Channel slope (s) ft/ft 0.000
Mannings roughness coeff. (n) 0.000
V=1.49r"2/3s^1/2/n 0.00
Flow length (L) 0
' Tt=L/3600V hrs 0.00
Time of Concetration (Tc) hrs 0.18
' SOIL NAME COVER CN AREA PRODUCT
AND DESCRIPTION acres OF
' HYDROLOGIC GROUP Sq. mi. CN x AREA
0
IMPERVIOUS IMPERVIOUS 98 21.2 2077.6
GROUP C LAWN,GOOD 74 78.8 5831.2
GROUP D WETLANDS 80 0.0 0.0
TOTALS= 100.0 7908.8
' USE CN = 79.1
Watershed Area= 0.001490796 Sq. Miles
41561 Sq. feet
Post-Development Watershed#2
CALCULATED BY: SES
' DATE:10/24/00
CHECKED BY: SES
Sheet Flow
Surface Description lawn
Manning's Roughness Coeff(n) 0.24
Flow Length, (L) ft 70
Two-yr 24 hour rainfall, P2 in 3.20
Land slope (s) ft/ft 0.02
' Tt= 0.007(nQ0.8 hrs 1 0.179
P20.5s0.4
' Shallow Concetrated Flow
Surface Description (paved or unpaved) lawn
Flow Length, (L) ft 150
' Watercourse slope (s) ft/ft 0.02
Averate velocity, (V) ft/s 2.50
' Tt=L/3600V hrs 1 0.02
Channel Flow
Cross sectional flow area (a) 0.00
' Wetted permeter(Pw) ft 0.00
Hydraulic Radius (Hr=a/Pw) 0.00
Channel slope(s) ft/ft 0.000
' Mannings roughness coeff. (n) 0.010
V=1.49rA2/3s^1/2/n r 0.00
Flow length (L) 0
' Tt=L/3600V hrs 0.00
Time of Concetration (Tc) hrs 0.20
' SOIL NAME COVER CN AREA PRODUCT
AND DESCRIPTION acres OF
HYDROLOGIC GROUP Sq. mi. CN x AREA
0
IMPERVIOUS IMPERVIOUS 98 0.0 0.0
GROUP C LAWN,GOOD 74 90.4 6689.6
GROUP D WETLANDS 80 9.6 768.0
TOTALS = 100.0 7457.6
USE CN = 74.6
Watershed Area= 0.000556883 Sq. Miles-
, 15525 Sq. feet
' Post-Development Watershed#3
CALCULATED BY: SES
' DATE:10/24/00
CHECKED BY: SES
' Sheet Flow
Surface Description lawn
Manning's Roughness Coeff(n) 0.24
Flow Length, (L) ft 100
Two•yr 24 hour rainfall, P2 in 3.20
Land slope (s) ft/ft 0.01
Tt= 0.007(nQ0.8 hrs 1 0.314
P20.5sO.4
Shallow Concetrated Flow
Surface Description (paved or unpaved) lawn
Flow Length, (L) It 250
Watercourse slope (s) ft/ft 0.02
Averate velocity, (V) ft/s 2.00
Tt=L/3600V hrs 1 0.03
Channel Flow
Cross sectional flow area (a) 3.14
' Wetted permeter(Pw) ft 6.28
Hydraulic Radius (Hr=a/Pw) 0.50
Channel slope(s) ft/ft 0.005
Mannings roughness coeff. (n) 0.010
V=1.49r^2/3s^1/2/n 6.64
Flow length (L) 940
Tt=L/3600V hrs 0.04
Time of Concetration (Tc) hrs 0.39
' SOIL NAME COVER CN AREA PRODUCT
AND DESCRIPTION acres OF
HYDROLOGIC GROUP sq. mi. CN x AREA
0
IMPERVIOUS IMPERVIOUS 98 72.8 7134.4
GROUP C LAWN,GOOD 74 24.5 1813.0
GROUP D WETLANDS 80 2.7 216.0
TOTALS = 100.0 9163.4
USE CN = 91.6
Watershed Area= 0.028799321 Sq. Miles
802879 Sq. feet
1
1
1
1 PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
May 18, 2000
Stop & Shop
Town Shopping Center
15" HOPE Pond Outlet
1 PROGRAM INPUT DATA:
DESCRIPTION VALUE
--------------------------------------------------------------------
' Culvert Diameter (feet)................................: 1.25
FHWA Chart Number (1,2 or 3)........................... 2
Scale Number on Chart (Type of Culvert Entrance)........ 2
Manning`s Roughness Coefficient (n-value)............... 0.0100
' Entrance Loss Coefficient of Culvert Opening............ 0.50
Culvert Length (feet)................................... 10.0
Culvert Slope (feet per foot)........................... 0.0050
PROGRAM RESULTS:
1 Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
(cfs) (ft) Control Control (ft) (ft) (ft) (fps)
1.0 0.00 0.57 0.80 0.36 0.40 0.40 3.06
7.8 0.00 2.80 2.15 1.25 1.10 1.25 6.34
1 10.5 0.00 4.30 3.02 1.25 1.19 1.2S 8.52
10.9 0.00 4.60 3.19 1.25 1.20 1.25 8.90
11.9 0.00 5.30 3.58 1.25 1.22 1.25 9.71
12.6 0.00 5.80 3.85 1.25 1.22 1.25 10.24
PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986
1 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
(713) 895-8322. All Rights Reserved.
1
1
1
1
APPLEDORE ENGINEERING,INC. Stop &Shop Supermarket
600 STATE STREET,SUITE D Town Shopping Center
PORTSMOUTH,NEW HAMPSHIRE 03801 South Windsor, Connecticut
CALCULATED BY: SES
DATE: 5/7/00 STRUCTURE: PROPOSED DETENTION BASIN
9'WIDE OULTET WIER
' WEIR FLOW:
' Q=CWH^3/2 Q=CAPACITY(CFS)
C=WEIR DISCHARGE COEFFICIENT
B=WIDTH (FT)
C= 3 g=32.2 FT/SEC^2
B= 9 FEET H= HEAD (FT)
' ELEVATION (FT) H (FT) Qw CFS
87.50 0.0 0.00
88.00 0.5 9.55
88.5 1.0 27.00
89.0 1.5 49.60
Volume
Cum Vol
ELEV(FT) AREA(SF) h (FT) Volume(ft^3) Vol (ac-ft) (ac-ft)
83.2 0 0 0 0.00 0.00
84 23615 0.8 9446 0.22 0.22
86 25980 2 49595 1.14 1.36
87.5 28360 1.5 40755 0.94 2.29
88 29170 0.5 14383 0.33 2.62
' 88.5 30620 0.5 14948 0.34 2.96
89 31520 0.5 15535 0.36 3.32
� POST-DEVELOPMENT ON -SITE
� STRUCTURE ANALYSIS
1
1
1
1
1
1
1
1
1
1
1
1
1
Appledore DRAINAGE SYSTEM CALCULATIONS
00 Engineering Inc.
Project Name: Stop&Shop,Ellington Road South Windsor,CT Project No. 1397 Sheet No.: 1 of 1
Calculated By: Ses Date: 10/24/00 Checked By: Date:
Node From Pipe Inlet To Pipe Outlet Storm Fre enc : 25 YR
Sub- Flowline Rim Flowline Rim Flow Pipe Pipe Slope Velocity Length T.W. H.W. H.W.
catchment Structure Elevation Elevation Structure Elevation Elevation CFS Size Type FT/FT FT/SEC Feet Feet Feet Elevation
113 ECB1 84.37 89.00 OUTLET 84.00 - 42.79 42 HDPE 0.005 4.45 78 4.15 4.30 88.67
135 ECB6 85.71 89.70 ECB1 85.12 89.0 3.84 15 HDPE 0.003 3.13 170 3.55 3.62 89.33
134 ECB7 86.31 89.61 ECB6 85.71 89.7 3.21 15 HDPE 0.013 2.62 46 3.62 3.25 89.56
22 ECB8 87.59 90.91 ECB7 86.31 89.6 2.06 15 HDPE 0.012 1.68 108 3.25 2.08 89.67
112 ECB2 85.12 92.30 ECB1 84.37 89.00 36.39 36 RCP 0.005 5.15 165 4.30 4.58 89.70
1 PCB 1 87.41 92.00 ECB2 86.90 92.30 1.27 15 HDPE 0.010 1.03 51 2.80 2.33 89.74
110 ECB3 86.08 94.60 ECB2 85.12 92.30 34.51 36 RCP 0.006 4.88 170 4.58 4.57 90.65
109 ECB4 86.95 93.50 ECB3 86.58 94.6 24.45 30 RCP 0.005 4.98 76 4.07 4.54 91.49
133 ECB5 87.64 93.70 ECB4 86.95 93.5 21.41 30 RCP 0.005 4.36 1 140 4.54 4.66 92.30
108 PDMHI 88.00 95.00 ECB5 87.70 93.50 17.34 30 HDPE 0.004 3.53 74 4.60 4.67 92.67
3 PCB3 89.00 94.00 PDMHI 88.80 95.00 2.44 15 HDPE 0.005 1.99 38 3.87 3.80 92.80
107 PC134 88.54 94.00 PDMHI 88.10 95.00 14.73 24 HDPE 0.004 4.69 108 4.57 4.92 93.46
105 PCB5 89.14 94.00 PCB4 88.64 94.0 12.32 24 HDPE 0.004 3.92 124 4.82 4.90 94.04
PDMH8 90.00 95.00 PCB5 89.24 94.0 6.71 18 HDPE 0.009 3.80 84 4.80 4.58 94.58
104 PCB6 90.48 95.1 PDMH8 90.10 95.0 3.97 18 HDPE 0.009 2.25 42 4.48 4.25 1 94.73
7 PCB7 90.85 95.3 PCB6 90.58 95.1 0.46 12 HDPE 0.005 0.59 50 4.15 3.91 94.76
101 PCB8 91.00 96.0 PCB6 90.58 95.1 2.24 15 HDPE 0.010 1.83 42 4.15 3.84 94.84
15 ROOF 91.40 - PDMH8 90.10 95.0 1.98 1 14 DI 0.020 1.84 65 4.48 3.31 94.71
9 ECB9 92.99 97.4 PCB8 91.10 96.0 1.86 15 HDPE 0.053 1.52 36 3.74 1.90 94.89
9 PDMH2 95.19 100.2 ECB9 92.99 97.4 1.86 15 HDPE 0.011 5.70 201 1.90 0.77 95.96
9 PCB9 95.56 99.4 PDMH2 95.29 100.2 1.86 15 HDPE 0.011 5.70 1 24 0.67 0.77 96.33
116 PDMH3 84.64 93.5 OUTLET 84.00 - 5.35 18 HDPE 0.004 3.03 160 4.15 3.97 88.61
116 PDMH4 85.79 93.5 PDMH3 84.64 93.5 5.35 18 HDPE 0.004 3.03 284 3.97 3.48 89.27
116 PDMH5 86.70 93.0 PDMH4 85.79 93.5 5.35 1 18 HDPE 0.004 3.03 227 3.48 3.13 89.83
116 VORT 86.93 - PDMH5 86.70 93.0 3.06 15 HDPE 0.004 2.49 58 3.13 3.12 90.05
13 ROOF 87.29 - PDMH5 86.70 93.0 2.48 6 DI 0.005 2.31 118 3.13 2.81 90.10
116 PCB 10 87.00 91.1 VORT 86.93 - 3.06 15 HDPE 0.012 2.49 6 3.12 3.20 90.20
115 PDMH6 87.40 92.0 PCB 10 87.00 91.1 2.01 12 HDPE 0.004 2.56 100 3.20 3.14 90.54
114 PCB 11 87.70 91.1 PDMH6 87.40 92.0 1.95 1 12 HDPE 0.004 2.48 74 3.14 3.12 90.82
12 ROOF 88.60 - PDMH6 88.35 92.0 0.06 6 DI 0.010 0.31 25 2.19 1.94 90.54
14 PDMHI 88.06 92.1 PCB11 87.70 91.1 0.89 12 HDPE 0.004 1.13 90 3.12 2.82 90.88
14 ROOF 88.60 - PDMH7 88.27 92.1 0.17 6 DI 0.014 0.87 23 2.61 2.32 90.92
23 PCB12 88.75 92.6 PDMH7 88.06 92.1 0.72 12 HDPE 0.005 1 0.92 138 2.82 2.18 90.93
ttttttttttt###t###ttttt#tttt##t##t##t##ttt##t#tttttttt##t###ttt#t####tttttttt#tt
* TR 20 SIN
* HMVersion 3.40
* TR 20 * Date 10/19/**
* * Time 13:40:22
Project Formulation Hydrology * Input file 1397S2.IN
* Output file 1397S2.OUT
t # *
t *
##*#t#ttt*ttttttttttttttttt*ttttt*tt*#**tttt*ttttttt****tt#***ttt#tt**t**ttt***
XXXXXXX XXXXXX XXXXX XXXXX
X X X X X X XX
X X X X X X X
X XXXXXX X X X X
X X X X X X X
X X X X XX X
' X X X XXXXXXX XXXXX
...........................................
...........................................
...........................................
Full Microcomputer Implementation
by
Haestad Methods, Inc.
...........................................
...........................................
' 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666
I
JOB TR-20 SUMMARY
ITLE Stop & Shop, Town Shopping Center
ITLE Post-DEVELOPMENT CONDITIONS (SUBCATCHMENTS)
5 RAINFL 7 .25
8 0.0 .0025 .005 .0075 .010
8 .0125 .015 .0175 .020 .023
18 .026 .0285 .031 .034 .037
8 .040 .043 .0465 .050 .0535
8 .057 .0605 .064 .068 .072
8 .076 .080 .084 .089 .094
8 .100 .107 .115 .122 .130
8 .131 .148 .157 .167 .178
8 .189 .202 .216 .231 .250
8 .271 .298 .345 .500 .655
8 .702 .729 .751 .769 .785
8 .796 .811 .823 .834 .844
8 .853 .862 .870 .878 .886
8 .893 .900 .906 .911 .916
8 .920 .924 .928 .932 .936
8 .940 .944 .9475 .951 .954
8 .957 .960 .963 .966 .969
8 .972 .975 .978 .981 .9835
8 .986 .9885 .991 .9935 .996
8 .998 1.000 1.00 1.00 1.00
9 ENDTBL
6 RUNOFF 1 009 1 0.00082729 94.8 0.068
6 RUNOFF 1 008 2 0.00016249 96.4 0.029
6 ADDHYD 4 101 1 2 7
6 RUNOFF 1 007 1 0.00020912 98.0 0.027
6 ADDHYD 4 102 1 7 6
6 RUNOFF 1 006 1 0.00054020 95.6 0.062
6 ADDHYD 4 103 1 6 5
' 6 RUNOFF 1 015 2 0.00090296 98.0 0.074
6 ADDHYD 4 104 5 6 7
6 RUNOFF 1 005 1 0.00259039 93.4 0.101
6 ADDHYD 4 105 1 7 6
6 RUNOFF 1 004 1 0.00103539 96.8 0.048
6 ADDHYD 4 107 1 6 7
6 RUNOFF 1 003 1 0.00112646 95.7 0.046
6 ADDHYD 4 108 1 7 6
6 RUNOFF 1 002 2 0.00134775 94.7 0.054
6 ADDHYD 4 133 2 6 7
6 RUNOFF 1 016 2 0.00179853 95.6 0.076
6 ADDHYD 4 109 2 7 4
6 RUNOFF 1 019 2 0.00523434 87.1 0.190
6 ADDHYD 4 110 2 4 5
' 6 RUNOFF 1 017 2 0.00027441 88.9 0.070
6 RUNOFF 1 001 3 0.00058791 95.8 0.100
6 ADDHYD 4 111 2 3 4
6 ADDHYD 4 112 4 5 2
6 RUNOFF 1 022 3 0.00118264 79.0 0.076
6 RUNOFF 1 021 5 0.00058504 87.4 0.142
6 ADDHYD 4 134 3 5 4
6 RUNOFF 1 020 6 0.00028337 93.4 0.072
6 ADDHYD 4 135 6 4 5
6 RUNOFF 1 018 3 0.00112901 94.2 0.052
6 ADDHYD 4 113 3 5 6
6 ADDHYD 4 136 2 6 7
6 RUNOFF 1 023 4 0.00035978 88.1 0.085
6 RUNOFF_1 014 2 0.00007712 98.0 0.021
6 ADDHYD 4 180 4 2 5
6 RUNOFF 1 011 3 0.00043744 98.0 0.044
6 ADDHYD 4 114 5 3 4
6 RUNOFF 1 012 2 0.00002654 98.0 0.021
6 ADDHYD 4 115 2 4 3
6 RUNOFF 1 010 2 0.00044228 98.0 0.033
6 ADDHYD 4 116 2 3 4
6 RUNOFF 1 013 2 0.00113224 98.0 0.069
1 6 ADDHYD 4 118 2 4 3
ENDATA
7 INCREM 6 .05
7 COMPUT 7 009 118 0.0 5.5 1.0 7 2 01 25
ENDCMP 1
ENDJOB 2
1
1
i
1
�TR20 XEQ 10/19/** Stop & Shop, Town Shopping Center JOB 1 SUMMARY
REV 09/01/83 Post-DEVELOPMENT CONDITIONS (SUBCATCHMENTS) PAGE 9
`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
1 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) (CPS) (CSM)
ALTERNATE 1 STORM 25
XSECTION 9 RUNOFF .00 7 2 .05 .0 5.50 24.00 4.06 --- 12.23 1.86 2248.4
XSECTION 8 RUNOFF .00 7 2 .05 .0 5.50 24.00 4.16 --- 12.20 .35 2175.6
SECTION 101 ADDHYD .00 7 2 .05 .0 5.50 24.00 4.08 --- 12.23 2.24 2266.0
XSECTION 7 RUNOFF .00 7 2 .05 .0 5.50 24.00 4.39 --- 12.20 .46 2191.5
XSECTION 102 ADDHYD .00 7 2 .05 .0 5.50 24.00 4.13 --- 12.23 2.74 2284.7
tSECTION 6 RUNOFF .00 7 2 .05 .0 5.50 24.00 4.15 --- 12.23 1.23 2275.7
XSECTION 103 ADDHYD .00 7 2 .05 .0 5.50 24.00 4.14 --- 12.23 3.97 2281.9
�XSECTION 15 RUNOFF .00 7 2 .05 .0 5.50 24.00 4.43 --- 12.18 1.98 2191.2
XSECTION 104 ADDHYD .00 7 2 .05 .0 5.50 24.00 4.14 12.23 6.71 2283.1
XSECTION 5 RUNOFF .00 7 2 .05 .0 5.50 24.00 3.91 --- 12.23 5.62 2167.7
SECTION 105 ADDHYD .01 7 2 .05 .0 5.50 24.00 4.03 --- 12.23 12.32 2229.0
SECTION 4 RUNOFF .00 7 2 .05 .0 5.50 24.00 4.29 12.22 2.26 2180.1
XSECTION 107 ADDHYD .01 7 2 .05 .0 5.50 24.00 4.07 --- 12.23 14.73 2244.4
SECTION 3 RUNOFF .00 7 2 .05 .0 5.50 24.00 4.17 --- 12.20 2.44 2165.7
SECTION 108 ADDHYD .01 7 2 .05 .0 5.50 24.00 4.09 12.23 17.34 2254.5
F
SECTION 2 RUNOFF .00 7 2 .05 .0 5.50 24.00 4.06 --- 12.21 2.90 2149.7
SECTION 133 ADDHYD .01 7 2 .05 .0 5.50 24.00 4.08 --- 12.23 20.41 2258.0
XSECTION 16 RUNOFF .00 7 2 .05 .0 5.50 24.00 4.16 --- 12.23 4.04 2246.0
XSECTION 109 ADDHYD .01 7 2 .05 .0 5.50 24.00 4.09 --- 12.23 24.45 2256.0
SECTION 19 RUNOFF .01 7 2 .05 .0 5.50 24.00 3.25 --- 12.24 10.07 1924.6
t
XSECTION 110 ADDHYD .02 7 2 .05 .0 5.50 24.00 3.82 --- 12.23 34.51 2147.2
SECTION 17 RUNOFF .00 7 2 .05 .0 5.50 24.00 3.41 --- 12.25 .55 2017.0
SECTION 1 RUNOFF .00 7 2 .05 .0 5.50 24.00 4.17 12.21 1.27 2164.6
XSECTION 111 ADDHYD .00 7 2 .05 .0 5.50 24.00 3.93 --- 12.23 1.88 2177.3
XSECTION 112 ADDHYD .02 7 2 .05 .0 5.50 24.00 3.82 --- 12.23 36.39 2148.8
tSECTION 22 RUNOFF .00 7 2 .05 .0 5.50 24.00 2.52 --- 12.23 2.06 1739.1
XSECTION 21 RUNOFF .00 7 2 .05 .0 5.50 24.00 3.27 --- 12.23 1.15 1970.6
XSECTION 134 ADDHYD .00 7 2 .05 .0 5.50 24.00 2.77 --- 12.23 3.21 1815.6
XSECTION 20 RUNOFF .00 7 2 .05 .0 5.50 24.00 3.88 --- 12.25 .60 2127.3
XSECTION 135 ADDHYD .00 7 2 .05 .0 5.50 24.00 2.92 --- 12.23 3.84 1870.5
�XSECTION 18 RUNOFF .00 7 2 .05 .0 5.50 24.00 4.00 --- 12.23 2.57 2276.6
XSECTION 113 ADDHYD .00 7 2 .05 .0 5.50 24.00 3.30 --- 12.23 6.41 2014.5
1
TR20 XEQ 10/19/** Stop & Shop, Town Shopping Center JOB 1 SUMMARY
REV 09/01/83 Post-DEVELOPMENT CONDITIONS (SUBCATCHMENTS) PAGE 10
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
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 25
'SECTION 136 ADDHYD .02 7 2 .05 .0 5.50 24.00 3.74 --- 12.23 42.79 2127.5
XSECTION 23 RUNOFF .00 7 2 .05 .0 5.50 24.00 3.34 --- 12.25 .72 1994.1
,XSECTION 14 RUNOFF .00 7 2 .05 .0 5.50 24.00 4.10 --- 12.20 .17 2191.5
XSECTION 180 ADDHYD .00 7 2 .05 .0 5.50 24.00 3.47 12.25 .89 2028.9
XSECTION 11 RUNOFF .00 7 2 .05 .0 5.50 24.00 4.43 --- 12.20 .96 2191.0
�XSECTION 114 ADDHYD .00 7 2 .05 .0 5.50 24.00 3.95 --- 12.23 1.95 2227.0
XSECTION 12 RUNOFF .00 7 2 .05 .0 5.50 24.00 3.18 --- 12.20 .06 2191.5
'SECTION 115 ADDHYD .00 7 2 .05 _ .0 5.50 24.00 3.93 --- 12.23 2.01 2231.6
XSECTION 10 RUNOFF .00 7 2 .05 .0 5.50 24.00 4.43 --- 12.20 .97 2191.5
XSECTION 116 ADDHYD .00 7 2 .05 .0 5.50 24.00 4.09 12.23 3.06 2276.3
�XSECTION 13 RUNOFF .00 7 2 .05 .0 5.50 24.00 4.43 --- 12.18 2.48 2191.3
XSECTION 118 ADDHYD .00 7 2 .05 .0 5.50 24.00 4.25 12.21 5.35 2160.5
1
Subcatchment#1
CALCULATED BY: SES Tc= 1.67L^0.8((1000/CN) - 9)A 0 7
DATE:5/7/00 1900 S^0.5
CHECKED BY: SES
SOIL NAME COVER CN AREA PRODUCT
AND DESCRIPTION acres OF
HYDROLOGIC GROUP sq. mi. CN x AREA
x o
IMPERVIOUS IMPERVIOUS 1 981 .01 8918.0
GROUP B LAWN,GOOD 74 9.0 666.0
GROUP D WETLANDS 1 801 0.01 0.0
TOTALS = 100-01 9584.0
USE CN
AREA = 0.00058791 Sq. Miles 16390 Sq. Ft
CN = 95.8
L= 270 Ft.
S = 1.0 %
Tc = 0.100 hrs.
S
1
Subcatchment#2
CALCULATED BY: SES Tc= 1.67L^0.8((1000/CN)- 9 ^0 7
DATE:5/7/00 1900 S^0.5
CHECKED BY: SES
SOIL NAME COVER CN AREA PRODUCT
AND DESCRIPTION acres OF
HYDROLOGIC GROUP sq. mi. CN x AREA
x o
IMPERVIOUS IMPERVIOUS 98 86.3 8457.4
GROUP 8 LAWN,GOOD 741 13.7 1013.8
GROUP D WETLANDS 1 801 0.0 O.0
TOTALS- 100.0 9471.2
USE CN = 94.7
AREA = 0.00134775 Sq. Miles 37573 Sq. Ft
CN = 94.7
L= 180 Ft.
S = 2.0 %
Tc= 0.054 hrs.
Subcatchment#3
CALCULATED BY: SES Tc= 1.67L^0.8((1000/CN)- 9)^0.7
DATE:5/7/00 1900 S^0.5
CHECKED BY: SES
SOIL NAME COVER CN AREA PRODUCT
AND DESCRIPTION acres OF
HYDROLOGIC GROUP sq. mi. CN x AREA
x
IMPERVIOUS IMPERVIOUS 981 90.6 8878.8
GROUP B LAWN,GOOD 1 741 9.4 695.6
GROUP D WETLANDS 1 801 0.0 0.0
TOTALS=1 100.0 9574.4
USE CN
AREA = 0.00112646 Sq. Miles 31404 Sq. Ft
CN = 95.7
L= 130 Ft.
S = 1.5 %
Tc = 0.046 hrs.
S
Subcatchment#4
CALCULATED BY:SES Tc= 1.67L^0 8 0 ^. ljl 00/CN)- 9� 0.7
DATE:5/7/00 1900 S^0.5
CHECKED BY: SES
SOIL NAME COVER CN AREA PRODUCT
AND DESCRIPTION acres OF
HYDROLOGIC GROUP sq. mi. CN x AREA
x o
IMPERVIOUS IMPERVIOUS 98 94.9 9300.2
GROUP B LAWN,GOOD 741 5.1 377.4
GROUP D WETLANDS 801 0.0
TOTALS =1 100 of 9677.6
USE CN = 96.8
AREA= 0.00103539 Sq. Miles 28865 Sq. Ft
CN = 96.8
L= 205 Ft.
S = 2.5 %
Tc= 0.048 h rs.
Subcatchment#5
CALCULATED BY: SES Tc= 1.67L^0.8((1000/CN) • 9)^0.7
DATE:10/24/00 1900 S^0.5
CHECKED BY: SES
SOIL NAME COVER CN AREA PRODUCT
AND DESCRIPTION acres OF
HYDROLOGIC GROUP sq. mi. CN x AREA
x o
IMPERVIOUS IMPERVIOUS 98 81.0 7938.0
GROUP B LAWN,GOOD 74 19.0 1406.0
GROUP D WETLANDS 1 801 0.0 0.0
TOTALS =1 100.0 9344.0
USE CN = 93.4
AREA= 0.00259039 Sq. Miles 72216 Sq. Ft
CN = 93.4
L = 420 Ft.
S = 2.5 %
Tc = 0.101 hrs.
Subcatchment#6
CALCULATED BY: SES Tc= 1.67L^0.8((1000/CN) - 9)^0 7
1 DATE:10/24/00 1900 S^0.5
CHECKED BY: SES
SOIL NAME COVER CN AREA PRODUCT
AND DESCRIPTION acres OF
HYDROLOGIC GROUP sq. mi. CN x AREA
x o
IMPERVIOUS IMPERVIOUS 98 90.2 8839.6
GROUP B LAWN,GOOD 74 9.81 725.2
GROUP D WETLANDS 801 0.01 0.0
TOTALS =1 100 01 9564.8
USE CN = 95.6
AREA = 0.00054020 Sq. Miles 15060 Sq. Ft
CN = 95.6
L = 260 Ft.
S = 2.5 Jo
Tc= 0.062 h rs.
r
r�
Subcatchment#7
CALCULATED BY: SES Tc= 1.67L^0.8((1000/CN)- 9)^0 7
' DATE:5/7/00 1900 S^0.5
CHECKED BY: SES
SOIL NAME COVER CN AREA PRODUCT
AND DESCRIPTION acres OF
HYDROLOGIC GROUP sq. mi. CN x AREA
x o
IMPERVIOUS IMPERVIOUS 98 100.0 9800.0
GROUP B LAWN,GOOD 74 0.0 0.0
GROUP D WETLANDS 80 0.0 0.0
TOTALS = 100.0 9800.0
USE CN = 98.0
AREA = 0.00020912 Sq. Miles 5830 Sq. Ft
CN = 98.0
L = 130 Ft.
S = 3.3 %
Tc= 0.027 hrs.
r
Subcatchment#8
CALCULATED BY: SES Tc= 1.67L^0.8((1000/CN)- 9)^0.7
DATE:5/7/00 1900 S^0.5
CHECKED BY: SES
SOIL NAME COVER CN AREA PRODUCT
AND DESCRIPTION acres OF
HYDROLOGIC GROUP sq. mi. CN x AREA
x o
IMPERVIOUS IMPERVIOUS 98 93.4 9153.2
GROUP B LAWN,GOOD 74 6.6 488.4
GROUP D WETLANDS 80 0.0 0.0
TOTALS = 100.0 9641.E
USE CN = 96.4
AREA= 0.00016249 Sq. Miles 4530 Sq. Ft
CN = 96.4
L= 125 Ft.
S = 3.3 %
Tc= 0.029 hrs.
r
Subcatchment#9
CALCULATED BY: SES Tc = 1.671-^0&(1000/CN)- 9)^0.7
DATE:10/24/00 1900 S^0.5
CHECKED BY: SES
SOIL NAME COVER CN AREA PRODUCT
AND DESCRIPTION acres OF
HYDROLOGIC GROUP sq. mi. CN x AREA
x o
IMPERVIOUS IMPERVIOUS 98 86.5 8477.0
GROUP B LAWN,GOOD 74 13.5 999.0
GROUP D WETLANDS I Sol 0.0 0.0
TOTALS —1 100.0 9476.0
USE CN
AREA = 0.00082429 Sq. Miles 22980 Sq. Ft
' CN = 94.8
L= 200 Ft.
S = 1.5 %
Tc= 0.068 hrs.
i
r
Subcatchment#10
CALCULATED BY: SES Tc= 1.67L^0.8((1000/CN) • 9)^0.7
DATE:10/24/00 1900 S^0.5
CHECKED BY: SES
SOIL NAME COVER CN AREA PRODUCT
AND DESCRIPTION acres OF
HYDROLOGIC GROUP sq. mi. CN x AREA
x o
IMPERVIOUS IMPERVIOUS 198 100.01 9800.0
GROUP B LAWN,GOOD 74 0.0 0.0
GROUP D WETLANDS 80 0.0 0.0
TOTALS = 100.0 9800.0
USE CN
AREA = 0.00044228 Sq. Miles 12330 Sq. Ft
CN = 98.0
L= 120 Ft.
S = 2.0 /o
Tc = 0.033 hrs.
Subcatchment#11
CALCULATED BY: SES Tc= 1.67L^0.8((1000/CN) . 9)^0.7
DATE:10/24/00 1900 S^0.5
CHECKED BY: SES
SOIL NAME COVER CN AREA PRODUCT
AND DESCRIPTION acres OF
HYDROLOGIC GROUP sq. mi. CN x AREA
x o
IMPERVIOUS IMPERVIOUS 1 98 100.01 9800.0
GROUP B LAWN,GOOD 741 0.0 0.0
GROUP D WETLANDS 1 801 0.0 0.0
TOTALS -1 100.0 9800.0
USE CN = 98.0
AREA= 0.00043744 Sq. Miles 12195 Sq. Ft
CN = 98.0
L= 145 Ft.
S = 1.5 %
Tc = 0.044 hrs.
r
Subcatchment#12
CALCULATED BY: SES Tc= 1.67L^0.8((1000/CN) • 9)^0.7
DATE:10/24/00 1900 S^0.5
CHECKED BY: SES
ISOIL NAME COVER CN AREA PRODUCT
AND DESCRIPTION acres OF
HYDROLOGIC GROUP sq. mi. CN x AREA
x o
IMPERVIOUS I IMPERVIOUS 98 100.0 9800.0
GROUP B I LAWN,GOOD 741 0.0 0.0
GROUP D I WETLANDS 801 0.0 0.0
TOTALS =1 100.0 9800.0
USE CN = 98.0
AREA= 0.00002654 Sq. Miles 740 Sq. Ft
CN = 98.0
L = 45 Ft.
S = 1.0 %
Tc = 0.021 hrs.
' Subcatchment#13
CALCULATED BY: SES Tc= 1.67LA0.8((1000/CN) • 9)^0.7
' DATE:10/24/00 1900 S^0.5
CHECKED BY: SES
SOIL NAME COVER CN AREA PRODUCT
AND DESCRIPTION acres OF
HYDROLOGIC GROUP sq. mi. CN x AREA
x o
IMPERVIOUS IMPERVIOUS 98 100.0 9800.0
GROUP B LAWN,GOOD 741 0.0 O.O
GROUP D WETLANDS 80 0.0 O.0
TOTALS = 100.0 980C
USE CN = 98.0
AREA= 0.00113224 Sq. Miles 31565 Sq. Ft
CN = 98.0
L = 200 R.
S = 1.0 %
' Tc = 0.069 hrs.
Subcatchment#14
CALCULATED BY: SES Tc = 1.671-^0.81(1000/CN) - 9)^0.7
' DATE:3/10/00 1900 S^0.5
CHECKED BY: SES
SOIL NAME COVER CN AREA PRODUCT
AND DESCRIPTION acres OF
' HYDROLOGIC GROUP sq. mi. CN x AREA
x o
IMPERVIOUS IMPERVIOUS 98 100.0 9800.0
GROUP B LAWN,GOOD 74 0.0 0.01
1 GROUP D WETLANDS 80 0.01 0.0
TOTALS = 100.0 9800-0
USE CN = 98.0
AREA = 0.00007712 Sq. Miles 2150 Sq. Ft
' CN = 98.0
L= 45 Ft.
S = 1.0 %
Tc= 0.021 hrs.
r
Subcatchment#15
i
CALCULATED BY: SES Tc= 1.67L^0.8((1000/CN) . 9)^0.7
' DATE:10/24/00 1900 S^0.5
CHECKED BY: SES
' SOIL NAME COVER CN AREA PRODUCT
AND DESCRIPTION acres OF
' HYDROLOGIC GROUP sq. mi. CN x AREA
x o
IMPERVIOUS IMPERVIOUS 981 100.0 9800.0
GROUP 8 LAWN,GOOD 741 0.0 0.0
' GROUP D WETLANDS 80 O.O 0.0
TOTALS = 100.0 9800.0
USE CN
AREA = 0.00090296 Sq. Miles 25173 Sq. Ft
' CN = 98.0
L = 215 Ft.
S = 1.0 %
Tc = 0.074 hrs.
1
r
1
Subcatchment#16
' CALCULATED BY: SES Tc= 1.67L^0.8 1000/CN • 9)^0.7
DATE:3/10/00 1900 S^0.5
' CHECKED BY: SES
' SOIL NAME COVER CN AREA PRODUCT
AND DESCRIPTION acres OF
HYDROLOGIC GROUP sq. mi. CN x AREA
' x o
IMPERVIOUS IMPERVIOUS 98 90.0 8820.0
GROUP B LAWN,GOOD 741 10.0 740.0
GROUP D I WETLANDS 801 0.0 0.0
TOTALS = 100.0 9560.0
USE CN
AREA= 0.00179853 Sq. Miles 50140 Sq. Ft
' CN = 95.6
L= 290 Ft.
S = 2.0 %
Tc= 0.076 hrs.
Subcatchment#17
' CALCULATED BY: SES Tc= 1 67L^0.8((1000/CN) • 9)^0.7
DATE:3/10/00 1900 S^0.5
CHECKED BY: SES
rSOIL NAME COVER CN AREA PRODUCT
AND DESCRIPTION acres OF
HYDROLOGIC GROUP j sq. mi. CN x AREA
x o
IMPERVIOUS IMPERVIOUS 98 62.0 6076.0
GROUP B LAWN,GOOD 741 38.0 2812.0
GROUP D WETLANDS 801 0.0 0.0
TOTALS =1 100.0 8888.0
USE CN = 88.9
AREA= 0.00027441 Sq. Miles 7650 Sq. Ft
CN = 88.9
L= 180 Ft.
S = 2.0
Tc= 0.070 hrs.
r
Subcatchment#18
'
CALCULATED BY: SES Tc= 1 67L^0 8((1000/CN)- 9)^0.7
DATE:3/10/00 1900 S^0.5
CHECKED BY: SES
SOIL NAME COVER CN AREA PRODUCT
AND DESCRIPTION acres OF
HYDROLOGIC GROUP sq. mi. CN x AREA
' x o
IMPERVIOUS IMPERVIOUS 98 84.0 8232.0
GROUP B LAWN,GOOD 74 16.0 1184.0
GROUP D WETLANDS 80 0.0 0.0
TOTALS = 100.0 9416.0
USE CN
AREA= 0.00112901 Sq. Miles 31475 Sq. Ft
' CN = 94.2
L = 140 Ft.
S = 1.5 %
Tc = 0.052 hrs.
Subcatchment#19
CALCULATED BY: SES Tc = 1.67L^0.8f(1000/CN)- 2L0.7
DATE:3/10/00 1900 S^0.5
CHECKED BY: SES
' SOIL NAME COVER CN AREA PRODUCT
AND DESCRIPTION acres OF
HYDROLOGIC GROUP sq. mi. CN x AREA
x o
IMPERVIOUS IMPERVIOUS 1 98 54.5 5341.0
GROUP B LAWN,GOOD 1 74 45.5 3367.0
' GROUP D WETLANDS Sol 0.0 0 0
TOTALS -1 10001 8708.0
USE CN = 87.1
AREA.= 0.00523434 Sq. Miles 145925 Sq. Ft
CN = 87.1
L= 820 Ft.
S = 3.5 %
Tc= 0.190 h rs.
1
Subcatchment#20
CALCULATED BY: SES Tc = 1.67LA0.8((1000/CN)- 9)^0.7
DATE:3/10/00 1900 S^0.5
CHECKED BY: SES
' SOIL NAME COVER CN AREA PRODUCT
AND DESCRIPTION acres OF
HYDROLOGIC GROUP j sq. mi. CN x AREA
x o
IMPERVIOUS IMPERVIOUS 98 81.0 7938.0
GROUP B LAWN,GOOD 741 19.0 1406.0
GROUP D WETLANDS 1 801 0.0 0.0
TOTALS = 100.0 9344.0
USE CN
AREA= 0.00028337 Sq. Miles 7900 Sq. Ft
' CN = 93.4
L= 200 Ft.
S = 1.5
Tc = 0.072 h rs.
1
Subcatchment#21
CALCULATED BY: SES Tc= 1.67L^0.8((1000/CN)- 9)^0.7
DATE:3/10/00 1900 S^0.5
CHECKED BY: SES
SOIL NAME COVER CN AREA PRODUCT
AND DESCRIPTION acres OF
HYDROLOGIC GROUP sq. mi. CN x AREA
x o
IMPERVIOUS IMPERVIOUS 1 981 56.01 5488.0
GROUP B LAWN,GOOD 74 44.0 3256.0
' GROUP D WETLANDS 80 0.0 0.0
TOTALS= 100.0 8744.0
USE CN
AREA= 0.00058504 Sq. Miles 16310 Sq. Ft
' CN = 87.4
L= 340 Ft.
S = 1.5 %
Tc= 0.142 hrs.
Subcatchment#22
' CALCULATED BY: SES Tc= 1 6 ^. 7L 0.8((1000/CN)• 9) 0 7
DATE:3/10/00 1900 S^0.5
' CHECKED BY: SES
SOIL NAME COVER CN AREA PRODUCT
AND DESCRIPTION acres OF
HYDROLOGIC GROUP sq. mi. CN x AREA
x o
IMPERVIOUS IMPERVIOUS 1 981 21.0 2058.0
GROUP B LAWN,GOOD 741 79.0 5846.0
GROUP D WETLANDS 1 801 0.0 0.0
TOTALS = 100.0 7904.0
USE CN
AREA = 0.00118264 Sq. Miles 32970 Sq. Ft
CN = 79.0
L= 260 Ft.
S = 6.0 %
Tc = 0.076 hrs.
Subcatchment#23
CALCULATED BY: SES Tc= 1.67LA0.8((1000/CN)- 9)^0.7
' DATE:10/24/00 1900 S^0.5
CHECKED BY: SES
SOIL NAME COVER CN AREA PRODUCT
AND DESCRIPTION acres OF
HYDROLOGIC GROUP sq. mi. CN x AREA
x o
IMPERVIOUS IMPERVIOUS 98 58.6 5742.8
GROUP B LAWN,GOOD 74 41.4 3063.6
GROUP D WETLANDS 80F 0.0 0.0
TOTALS = 100.0 8806.4
USE CN
AREA = 0.00035978 Sq. Miles 10030 Sq. Ft
' CN = 88.1
L = 220 Ft.
S = 2.0
' Tc = 0.085 h rs.
PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
October 19, 2000
Stop & Shop
Town Center
----ECB1 to Outlet
PROGRAM INPUT DATA:
DESCRIPTION VALUE
--------------------------------------------------------------------
Culvert Diameter (feet)................................. 3.50
FHWA Chart Number (1,2 or 3)............................ 1
Scale Number on Chart (Type of Culvert Entrance)........ 1
Manning`s Roughness Coefficient (n-value)............... 0.0100
Entrance Loss Coefficient of Culvert Opening............ 0.50
Culvert Length (feet) ................................... 78.0
Culvert Slope (feet per foot) ........................... 0.0050
PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
(cfs) (ft) Control Control (ft) (ft) (ft) (fps)
42.8 4.15 3.07 4.30 1.67 2.04 3.50 4.45
PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
(713) 895-8322. All Rights Reserved.
' PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
�. October 19, 2000
Stop & Shop
Town Center
ECB6 TO ECB1
--------------------------------------------------------------------
--------------------------------------------------------------------
PROGRAM INPUT DATA:
DESCRIPTION VALUE
--------------------------------------------------------------------
Culvert Diameter (feet)................................. 1.25
FHWA Chart Number (1,2 or 3) ............................ 1
Scale Number on Chart (Type of Culvert Entrance)........ 1
Manning`s Roughness Coefficient (n-value) ............... 0.0100
Entrance Loss Coefficient of Culvert Opening........ 0.50
Culvert Length (feet)................................... 170.0
' Culvert Slope (feet per foot) ........................... 0.0030
--------------------------------------------------------------------
--------------------------------------------------------------------
PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
(cfs) (ft)-Control Control (ft) (ft) (ft) (fps)
--- ------
-----------------------------------------------
3.8 3.55 1.23 3.62 0.87 0.79 1.25 3.13
PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
(713) 895-8322. All Rights Reserved.
PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
October 19, 2000
Stop & Shop
Town Center
ECB7 TO ECB6
--------------------------------------------------------------------
--------------------------------------------------------------------
PROGRAM INPUT DATA:
DESCRIPTION VALUE
Culvert Diameter (feet)................................. 1.25
FHWA Chart Number (1,2 or 3)............................ 1
Scale Number on Chart (Type of Culvert Entrance) ........ 1
Manning`s Roughness Coefficient (n-value)............... 0.0100
Entrance Loss Coefficient of Culvert Opening............ 0.50
Culvert Length (feet) ................................... 46.0
Culvert Slope (feet per foot) ........................... 0.0130
--------------------------------------------------------------------
--------------------------------------------------------------------
PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
- -(cfs)------(ft)-Control Control (ft) (ft) (ft) (fps)
---------------------------------------------
3.2 3.62 1.09 3.25 0.50 0.72 1.25 2.62
PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
(713) 895-8322. All Rights Reserved.
PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
October 19, 2000
Stop & Shop
Town Center
ECB8 TO ECB7
PROGRAM INPUT DATA:
DESCRIPTION VALUE
--------------------------------------------------------------------
Culvert Diameter (feet)................................. 1.25
FHWA Chart Number (1,2 or 3)............................ 1
Scale Number on Chart (Type of Culvert Entrance)........ 1
Manning`s Roughness Coefficient (n-value)............... 0.0100
Entrance Loss Coefficient of Culvert Opening............ 0.50
Culvert Length (feet) ........ .................... 108.0
Culvert Slope (feet per foot)........................... 0.0120
PROGRAM RESULTS:
' Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
(cfs) (ft) Control Control (ft) (ft) (ft) (fps)
--------------------------------------------------------------------
2.1 3.25 0.82 2.08 0.40 0.57 1.25 1.68
PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1 7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
(713) 895-8322. All Rights Reserved.
PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
October 19, 2000
Stop & Shop
Town Center
' ECB2 TO ECB1
' PROGRAM INPUT DATA:
DESCRIPTION VALUE
--------------------------------------------------------------------
Culvert Diameter (feet)................................. 3.00
FHWA Chart Number (1,2 or 3)............................ 1
Scale Number on Chart (Type of Culvert Entrance) ........ 1
Manning`s Roughness Coefficient (n-value) ............... 0.0130
Entrance Loss Coefficient of Culvert Opening............ 0.50
Culvert Length (feet)................................... 165.0
Culvert Slope (feet per foot)........................... 0.0050
PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
---(cfs)------(ft)-Control Control (ft) (ft) (ft) (fps)
---------------------------------------------
36.4 4.30 3.08 4.58 1.98 1.96 3.00 5.15
PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
(713) 895-8322. All Rights Reserved.
PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
October 19, 2000
Stop & Shop
Town Center
PCB1 TO ECB2
PROGRAM INPUT DATA:
DESCRIPTION VALUE
--------------------------------------------------------------------
Culvert Diameter (feet)................................. 1.25
FHWA Chart Number (1,2 or 3)............................ 1
Scale Number on Chart (Type of Culvert Entrance)........ 1
Manning`s Roughness Coefficient (n-value)............... 0.0100
Entrance Loss Coefficient of Culvert Opening.......... 0.50
Culvert Length (feet) ................................... 51.0
Culvert Slope (feet per foot) ........................... 0.0100
' PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
(cfs) (ft)-Control Control (ft) (ft) (ft) (fps)
--- ------
---------------------------------------------
1.3 2.80 0.62 2.33 0.33 0.44 1.25 1.03
PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
(713) 895-8322. All Rights Reserved.
i
PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
October 19, 2000
Stop & Shop
Town Center
ECB3 TO ECB2
PROGRAM INPUT DATA:
DESCRIPTION VALUE
--------------------------------------------------------------------
Culvert Diameter (feet)................................. 3.00
FHWA Chart Number (1,2 or 3)............................ 1
Scale Number on Chart (Type of Culvert Entrance)........ 1
Manning`s Roughness Coefficient (n-value)............... 0.0130
Entrance Loss Coefficient of Culvert Opening............ 0.50
Culvert Length (feet) ................................... 170.0
Culvert Slope (feet per foot)........................... 0.0060
' PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
---(cfs)------(ft) Control Control (ft) (ft) (ft) (fps)
----------------------------------------------------
34.5 4.58 2.96 4.57 1.80 1.91 3.00 4.88
PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
(713) 895-8322. All Rights Reserved.
PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
October 19, 2000
Stop & Shop
Town Center
ECB4 TO ECB3
PROGRAM INPUT DATA:
DESCRIPTION VALUE
--------------------------------------------------------------------
Culvert Diameter (feet)................................. 2.50
FHWA Chart Number (1,2 or 3) ............................ 1
Scale Number on Chart (Type of Culvert Entrance) ........ 1
Manning`s Roughness Coefficient (n-value)............... 0.0130
Entrance Loss Coefficient of Culvert Opening............ 0.50
Culvert Length (feet) ................................... 76.0
Culvert Slope (feet per foot)........................... 0.0050
PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
(cfs) (ft)-Control Control (ft) (ft) (ft) (fps)
--- ------
------------------------------------------
24.4 4.07 2.68 4.54 1.76 1.68 2.50 4.98
PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
(713) 895-8322. All Rights Reserved.
PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
October 19, 2000
Stop & Shop
Town Center
ECBS TO ECB4
--------------------------------------------------------------------
--------------------------------------------------------------------
PROGRAM INPUT DATA:
DESCRIPTION VALUE
--------------------------------------------------------------------
' Culvert Diameter (feet) ................................. 2.50
FHWA Chart Number (1,2 or 3)............................ 1
Scale Number on Chart (Type of Culvert Entrance)........ 1
Manning`s Roughness Coefficient (n-value)............... 0.0130
Entrance Loss Coefficient of Culvert Opening............ 0.50
Culvert Length (feet)................................... 140.0
' Culvert Slope (feet per foot)........................... 0.0050
' PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
(cfs)--- ------(ft) Control Control (ft) (ft) (ft) (fps)
- -- ----- - --- ---
21.4 4.54 2.43 4.66 1.60 1.57 2.50 4.36
PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
(713) 895-8322. All Rights Reserved.
PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
October 19, 2000
Stop & Shop
Town Center
PDMHl TO ECB5
PROGRAM INPUT DATA:
DESCRIPTION VALUE
--------------------------------------------------------------------
Culvert Diameter (feet)................................. 2.50
FHWA Chart Number (1,2 or 3) ............................ 1
Scale Number on Chart (Type of Culvert Entrance) ........ 1
' Manning`s Roughness Coefficient (n-value)............... 0.0100
Entrance Loss Coefficient of Culvert Opening............ 0.50
Culvert Length (feet)................................... 74.0
Culvert Slope (feet per foot) ...........................------0.0040
PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
(cfs) (ft) Control Control (ft) (ft) (ft) (fps)
--------------------------------------------------------------------
17.3 4.60 2.11 4.67 1.27 1.41 2.50 3.53
PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 - -
(713) 895-8322. All Rights Reserved.
1
' PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
October 19, 2000
Stop & Shop
Town Center
1 PCB3 TO PDMH1
--------------------------------------------------------------------
--------------------------------------------------------------------
' PROGRAM INPUT DATA:
DESCRIPTION VALUE
Culvert Diameter (feet)................................. 1.25
FHWA Chart Number (1,2 or 3) ............................ 1
Scale Number on Chart (Type of Culvert Entrance) ........ 1
' Manning`s Roughness Coefficient (n-value)............... 0.0100
Entrance Loss Coefficient of Culvert Opening............ 0.50
Culvert Length (feet)................................... 38.0
Culvert Slope (feet per foot)........................... 0.0050
PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
(cfs) (ft) Control Control (ft) (ft) (ft) (fps)
--- ------
--------------------------------------------------
2.4 3.87 1.43 3.80 0.56 0.94 1.25 1.99
PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
(713) 895-8322. All Rights Reserved.
PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
October 19, 2000
Stop & Shop
Town Center
PCB4 TO PDMH1
--------------------------------------------------------------------
--------------------------------------------------------------------
PROGRAM INPUT DATA:
DESCRIPTION VALUE
--------------------------------------------------------------------
Culvert Diameter (feet) ................................. 2.00
FHWA Chart Number (1,2 or 3)............................ 1
Scale Number on Chart (Type of Culvert Entrance) ........ 1
Manning`s Roughness Coefficient (n-value) ............... 0.0100
Entrance Loss Coefficient of Culvert Opening......... 0.50
Culvert Length (feet)................................... 108.0
Culvert Slope (feet per foot) ........................... 0.0040
PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
--(cfs)------(ft) Control Control (ft) (ft) (ft) (fps)
--------------------------------------------------
14.7 4.57 2.23 4.92 1.33 1.38 2.00 4.69
PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
(713) 895-8322. All Rights Reserved.
' PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
October 19, 2000
Stop & Shop
Town Center
' PCB5 TO PCB4
PROGRAM INPUT DATA:
DESCRIPTION VALUE
--------------------------------------------------------------------
' Culvert Diameter (feet) ................................. 2.00
FHWA Chart Number (1,2 or 3) ............................ 1
Scale Number on Chart (Type of Culvert Entrance) ........ 1
' Manning`s Roughness Coefficient (n-value)............... 0.0100
Entrance Loss Coefficient of Culvert Opening........... 0.50
Culvert Length (feet)................................... 124.0
Culvert Slope (feet per foot) ........................... 0.0040
--------------------------------------------------------------------
PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
' ---(cfs)------(ft) Control Control (ft) (ft) (ft) (fps)
-------------------------------- ---------
12.3 4.82 1.95 4.90 1.19 1.26 2.00 3.92
PZPE CULVERT ANALYSIS COMPUTfiR PROGRAM Version 1.7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
(713) 895-8322. All Rights Reserved.
' PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
' October 19, 2000
Stop & Shop
Town Center
PDMH8 TO PCB5
PROGRAM INPUT DATA:
DESCRIPTION VALUE
--------------------------------------------------------------------
Culvert Diameter (feet) ................................. 1.50
FHWA Chart Number (1,2 or 3) ............................ 1
Scale Number on Chart (Type of Culvert Entrance) ........ 1
' Manning`s Roughness Coefficient (n-value)............... 0.0100
Entrance Loss Coefficient of Culvert Opening......... 0.50
Culvert Length (feet)................................... 84.0
Culvert Slope (feet per foot)........................... 0.0090
PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet velocity
' ---(cfs)------(ft)-Control Control (ft) - --(ft)- - (ft) (fps)
------------------- ---------
6.7 4.80 1.59 4.58 0.77 - 1.00 1.50 3.80
PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
(713) 895-8322. All Rights Reserved.
' PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
October 19, 2000
Stop & Shop
Town Center
PCB6 TO PDMHB
PROGRAM INPUT DATA:
DESCRIPTION VALUE
--------------------------------------------------------------------
' Culvert Diameter (feet) ................................. 1.50
FHWA Chart Number (1,2 or 3)............................ 1
Scale Number on Chart (Type of Culvert Entrance) ........ 1
' Manning`s Roughness Coefficient (n-value) ............... 0.0100
Entrance Loss Coefficient of Culvert Opening............ 0.50
Culvert Length (feet)................................... 42.0
Culvert Slope (feet per foot)........................... 0.0090
' PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
' (cfs) - -(ft)-Control Control (ft) (ft) (ft) (fps)
--
------------------------ - ---------
4.0 4.48 1.11 4.25 0.57 0.76 1.50 2.25
' PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
(713) 895-8322. All Rights Reserved.
PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
' October 19, 2000
Stop & Shop
Town Center
PCB7 TO PCB6
--------------------------------------------------------------------
--------------------------------------------------------------------
PROGRAM INPUT DATA:
DESCRIPTION VALUE
--------------------------------------------------------------------
' Culvert Diameter (feet) ................................. 1.00
FHWA Chart Number (1,2 or 3)............................ 1
Scale Number on Chart (Type of Culvert Entrance) ........ 1
' Manning`s Roughness Coefficient (n-value) ............... 0.0100
Entrance Loss Coefficient of Culvert Opening............ 0.50
Culvert Length (feet) ................................... 50.0
Culvert Slope (feet per foot) ...........................------0.0050
' PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
' --- --- --(cfs) (ft)-Control Control (ft) (ft) (ft) (fps)
-----------------------------------------------
0.5 4.15 0.36 3.91 0.25 0.27 1.00 0.59
PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
' (713) 895-8322. All Rights Reserved.
PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
October 19, 2000
Stop & Shop
Town Center
' PCB8 TO PCB6
--------------------------------------------------------------------
--------------------------------------------------------------------
' PROGRAM INPUT DATA:
DESCRIPTION VALUE
--------------------------------------------------------------------
' Culvert Diameter (feet)................................. 1.25
FHWA Chart Number (1,2 or 3)............................ 1
Scale Number on Chart (Type of Culvert Entrance) ........ 1
' Manning`s Roughness Coefficient (n-value) ............... 0.0100
Entrance Loss Coefficient of Culvert Opening........ 0.50
Culvert Length (feet)................................... 42.0
Culvert Slope (feet per foot) ...........................------0.0100
' PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
---(cfs)- ----(ft)-Control Control (ft) (ft) (ft) (fps)
----------------------------------------------
2.2 4.15 0.86 3.84 0.44 0.60 1.25 1.83
PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright=(c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
' (713) 895-8322. All Rights Reserved.
' PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
October 19, 2000
Stop & Shop
Town Center
ROOF TO PDMH8
--------------------------------------------------------------------
--------------------------------------------------------------------
' PROGRAM INPUT DATA:
DESCRIPTION VALUE
' Culvert Diameter (feet)................................. 1.17
FHWA Chart Number (1,2 or 3)............................ 1
Scale Number on Chart (Type of Culvert Entrance) ........ 1
' Manning`s Roughness Coefficient (n-value) ............... 0.0100
Entrance Loss Coefficient of Culvert Opening............ 0.50
Culvert Length (feet) ................................... 65.0
Culvert Slope (feet per foot) ...........................------0.0200
--------------------------------------------------------
--------------------------------------------------------------------
' PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
(cfs) (ft) Control Control (ft) (ft) (ft) (fps)
-- - ---- -
2.0 4.48 0.83 3.31 0.35 0.57 1.17 1.84
PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
' (713) 895-8322. All Rights Reserved.
' PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
tOctober 19, 2000
Stop & Shop
Town Center
' ECB9 TO PCB8
' PROGRAM INPUT DATA:
DESCRIPTION VALUE
--------------------------------------------------------------------
' Culvert Diameter (feet)................................. 1.25
FHWA Chart Number (1,2 or 3)............................ 1
Scale Number on Chart (Type of Culvert Entrance)........ 1
' Manning`s Roughness Coefficient (n-value)............... 0.0100
Entrance Loss Coefficient of Culvert Opening............ 0.50
Culvert Length (feet)................................... 36.0
Culvert Slope (feet per foot)........................... 0.0530
--------------------------------------------------------------------
--------------------------------------------------------------------
' PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
(cfs) (ft) Control Control (ft) (ft) (ft) (fps)
--- ------
1.9 3.74 0.77 1.90 0.26 0.54 1.25 1.52
PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright=(c)1986
Dodson & Associates, inc., 7015 W. Tidwell, #107, Houston, TX 77092
(713) 895-8322. All Rights Reserved.
PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
October 19, 2000
Stop & Shop
Town Center
PDMH2 TO ECE9
--------------------------------------------------------------------
--------------------------------------------------------------------
PROGRAM INPUT DATA:
DESCRIPTION VALUE
--------------------------------------------------------------------
' Culvert Diameter (feet)................................. 1.25
FHWA Chart Number (1,2 or 3) ............................ 1
Scale Number on Chart (Type of Culvert Entrance) ........ 1
Manning`s Roughness Coefficient (n-value) ............... 0.0100
Entrance Loss Coefficient of Culvert Opening........ 0.50
Culvert Length (feet) ................................... 201.0
Culvert Slope (feet per foot) ........................... 0.0110
--------------------------------------------------------------------
PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
---(cfs)------(ft)-Control Control (ft) (ft) (ft) (fps)
----------------------------------------------
1.9 1.90 0.77 -0.16 0.39 0.54 0.39 5.70
PIPE CULVERT ANALYSIS COMPUTfiR PROGRAM Version 1 7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
(713) 895-8322. All Rights Reserved.
r
r
rPIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
rOctober 19, 2000
Stop & Shop
Town Center
rPCB9 TO PDMH2
--------------------------------------------------------------------
--------------------------------------------------------------------
rPROGRAM INPUT DATA:
DESCRIPTION VALUE
--------------------------------------------------------------------
r Culvert Diameter (feet) ................................. 1.25
FHWA Chart Number (1,2 or 3)............................ 1
Scale Number on Chart (Type of Culvert Entrance) ........ 1
r Manning`s Roughness Coefficient (n-value) ............... 0.0100
Entrance Loss Coefficient of Culvert Opening............ 0.50
Culvert Length (feet) ................................... 24.0
rCulvert Slope (feet per foot) ........................... 0.0110
--------------------------------------------------------------------
--------------------------------------------------------------------
r PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
r ---(cfs)------(ft) Control Control (ft) (ft) (ft) (fps)
-------------------------------------------------
1.9 0.67 0.77 0.70 0.39 0.54 0.39 5.70
rPIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
r (713) 895-8322. All Rights Reserved.
r
r
r
r
r
r
PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
' October 19, 2000
Stop & Shop
Town Center
PDMH3 TO OUTLET
PROGRAM INPUT DATA:
DESCRIPTION VALUE
-------------------------------------------------------------—-----
Culvert Diameter (feet) ................................. 1.50
FHWA Chart Number (1,2 or 3)............................ 1
Scale Number on Chart (Type of Culvert Entrance)........ 1
Manning`s Roughness Coefficient (n-value)............... 0.0100
Entrance Loss Coefficient of Culvert Opening............ 0.50
Culvert Length (feet) ................................... 160.0
Culvert Slope (feet per foot) ........................... 0.0040
PROGRAM RESULTS:
' Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
(cfs) (ft) Control Control (ft) (ft) (ft) (fps)
5.3 4.15 1.35 3.97 0.85 0.89 1.50 3.03
' PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
(713) 895-8322. All Rights Reserved.
'. PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
' October 19, 2000
Stop & Shop
Town Center
PDMH4 TO PDMH3
--------------------------------------------------------------------
PROGRAM INPUT DATA:
DESCRIPTION VALUE
--------------------------------------------------------------------
' Culvert Diameter (feet)................................. 1.50
FHWA Chart Number (1,2 or 3)............. 1
Scale Number on Chart (Type of Culvert Entrance) ........ 1
' Manning`s Roughness Coefficient (n-value)............... 0.0100
Entrance Loss Coefficient of Culvert Opening............ 0.50
Culvert Length (feet)................................... 284.0
' Culvert Slope (feet per foot) ........................... 0.0040
--------------------------------------------------------------------
--------------------------------------------------------------------
' PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
(cfs) (ft) Control Control (ft) (ft) (ft) (fps)
--------------------------------------------------------------------
5.3 3.97 1.35 3.48 0.85 0.89 1.50 3.03
PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
' (713) 895-8322. All Rights Reserved.
PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
October 19, 2000
Stop & Shop
Town Center
PDMH5 TO PDMH4
' PROGRAM INPUT DATA:
DESCRIPTION VALUE
--------------------------------------------------------------------
Culvert Diameter (feet)................................. 1.50
FHWA Chart Number (1,2 or 3)............................ 1
Scale Number on Chart (Type of Culvert Entrance)........ 1
' Manning`s Roughness Coefficient (n-value) ............... 0.0100
Entrance Loss Coefficient of Culvert Opening........ 0.50
Culvert Length (feet)................................... 227.0
Culvert Slope (feet per foot) ........................... 0.0040
' PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
(cfs) (ft) Control Control (ft) (ft) (ft) (fps)
5.3 3.48 1.35 3.13 0.85 0.89 1.50 3.03
PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
(713) 895-8322. All Rights Reserved.
1
1
PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
' October 19, 2000
Stop & Shop
Town Center
VORT TO PDMH5
PROGRAM INPUT DATA:
DESCRIPTION VALUE
--------------------------------------------------------------------
Culvert Diameter (feet) ................................. 1.25
FHWA Chart Number (1,2 or 3) ............................ 1
Scale Number on Chart (Type of Culvert Entrance) ........ 1
Manning`s Roughness Coefficient (n-value) ............... 0.0100
Entrance Loss Coefficient of Culvert Opening.......... 0.50
Culvert Length (feet) ................................... 58.0
Culvert Slope (feet per foot) ...........................------0.0040
-------------------------------------------------------- -
--------------------------------------------------------------------
' PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
(cfs) (ft) Control Control (ft) (ft) (ft) (fps)
--- --- -
3.1 3.13 1.05 3.12 0.68 0.70 1.25 2.49
PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
' (713) 895-8322. All Rights Reserved.
I
1
1
PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
' October 19, 2000
Stop & Shop
Town Center
1 ROOF TO PDMH5
--------------------------------------------------------------------
--------------------------------------------------------------------
PROGRAM INPUT DATA:
DESCRIPTION VALUE
--------------------------------------------------------------------
Culvert Diameter (feet)................................. 1.17
FHWA Chart Number (1,2 or 3)............................ 1
Scale Number on Chart (Type of Culvert Entrance) ........ 1
Manning`s Roughness Coefficient (n-value)............... 0.0100
Entrance Loss Coefficient of Culvert Opening............ 0.50
Culvert Length (feet) ................................... 118.0
Culvert Slope (feet per foot) ...........................
---------------------------------------------- -
--------------------------------------------------------------------
PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
---(cfs) (ft) Control Control (ft) (ft) (ft) (fps)
2.5 3.13 0.96 2.81 0.58 0.64 1.17 2.31
PIPE CULVERT ANALYSIS=COMPUTER PROGRAM Version 1==7 Copyright=(c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
(713) 895-8322. All Rights Reserved.
1
1
1
1
1
PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
' October 19, 2000
Stop & Shop
Town Center
PCB10 TO VORT
' PROGRAM INPUT DATA:
DESCRIPTION VALUE
--------------------------------------------------------------------
Culvert Diameter (feet)................................. 1.25
FHWA Chart Number (1,2 or 3)............................ 1
Scale Number on Chart (Type of Culvert Entrance) ........ 1
Manning`s Roughness Coefficient (n-value) ............... 0.0100
Entrance Loss Coefficient of Culvert Opening............ 0.50
Culvert Length (feet) ................................... 6.0
' Culvert Slope (feet per foot) ........................... ---__0.0120
PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
(cfs) (ft) Control Control (ft) (ft) (ft) (fps)
--------------------------------------------------------------------
3.1 3.12 1.05 3.20 0.50 0.70 1.25 2.49
PIPfi CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
(713) 895-8322. All Rights Reserved.
PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
' October 19, 2000
Stop & Shop
Town Center
PDMH6 TO PCB10
PROGRAM INPUT DATA:
DESCRIPTION VALUE
--------------------------------------------------------------------
Culvert Diameter (feet)................................. 1.00
FHWA Chart Number (1,2 or 3) ............................ 1
Scale Number on Chart (Type of Culvert Entrance)........ 1
Manning`s Roughness Coefficient (n-value)............... 0.0100
1 Entrance Loss Coefficient of Culvert Opening............ 0.50
Culvert Length (feet) ................................... 100.0
Culvert Slope (feet per foot) ........................... 0.0040
PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
(cfs) (ft) Control Control (ft) (ft) (ft) (fps)
2.0 3.20 0.92 3.14 0.61 0.60 1.00 2.56
--------------------------------------------------------------------
--------------------------------------------------------------------
PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
(713) 895-8322. All Rights Reserved.
' PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
' October 19, 2000
Stop & Shop
Town Center
PCB11 TO PDMH6
PROGRAM INPUT DATA:
DESCRIPTION VALUE
--------------------------------------------------------------------
' Culvert Diameter (feet)................................. 1.00
FHWA Chart Number (1,2 or 3)............................ 1
Scale Number on Chart (Type of Culvert Entrance) ........ 1
Manning`s Roughness Coefficient (n-value)............... 0.0100
Entrance Loss Coefficient of Culvert Opening............ 0.50
Culvert Length (feet) ................................... 74.0
Culvert Slope (feet per foot) ...........................------0.0040
PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
(cfs) (ft) Control Control (ft) (ft) (ft) (fps)
--------------------------------------------------------------------
1.9 3.14 0.90 3.12 0.60 0.60 1.00 2.48
PIPE CULVfiRT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
(713) 895-8322. All Rights Reserved.
r
PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
October 19, 2000
Stop & Shop
Town Center
ROOF TO PDMH6
--------------------------------------------------------------------
--------------------------------------------------------------------
PROGRAM INPUT DATA:
DESCRIPTION VALUE
--------------------------------------------------------------------
Culvert Diameter (feet) ................................. 0.50
FHWA Chart Number (1,2 or 3) ............................ 1
Scale Number on Chart (Type of Culvert Entrance) ........ 1
Manning`s Roughness Coefficient (n-value) ............... 0.0100
Entrance Loss Coefficient of Culvert Opening............ 0.50
Culvert Length (feet)................................... 25.0
Culvert Slope (feet per foot)........................... 0.0100
PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
---(cfs) ----(ft) Control Control (ft)---- (ft) (ft) (fps)
----------------------- -----------
0.1 2.19 0.08 1.94 0.10 0.06 0.50 0.31
PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
(713) 895-8322. All Rights Reserved.
r
r
' PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
October 19, 2000
Stop & Shop
Town Center
PDMH7 TO PCB11
PROGRAM INPUT DATA:
DESCRIPTION VALUE
--------------------------------------------------------------------
Culvert Diameter (feet)................................. 1.00
FHWA Chart Number (1,2 or 3)............................ 1
Scale Number on Chart (Type of Culvert Entrance)........ 1
Manning`s Roughness Coefficient (n-value) ............... 0.0100
Entrance Loss Coefficient of Culvert Opening........... 0.50
Culvert Length (feet) ................................... 90.0
Culvert Slope (feet per foot) ...........................
-__---0.0040
PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
---(cfs)------(ft) Control Control (ft)- -- (ft)- (ft) (fps)
----------------------- ---------
0.9 3.12 0.56 2.82 0.38 0.40 1.00 1.13
PIPE CULVERT ANALYSIS=COMPUTER PROGRAM Version 1.7 Copyright=(c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
(713) 895-8322. All Rights Reserved.
1
i
r
1
i
r
' PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
' October 19, 2000
Stop & Shop
Town Center
ROOF TO PDMH7
' PROGRAM INPUT DATA:
DESCRIPTION VALUE
--------------------------------------------------------------------
I, ' Culvert Diameter (feet) ................................. 0.50
FHWA Chart Number (1,2 or 3) ............................ 1
Scale Number on Chart (Type of Culvert Entrance) ........ 1
Manning`s Roughness Coefficient (n-value)............... 0.0100
Entrance Loss Coefficient of Culvert Opening............ 0.50
Culvert Length (feet) ................................... 23.0
' Culvert Slope (feet per foot)...........................---- 0.0140
PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
---(cfs) (ft) Control Control (ft) (ft) (ft) (fps)
------------------------------------------------------------
0.2 2.61 0.30 2.32 0.15 0.21 0.50 0.87
PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1 7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
(713) 895-8322. All Rights Reserved.
' PIPE CULVERT ANALYSIS
COMPUTATION OF CULVERT PERFORMANCE CURVE
' October 19, 2000
Stop & Shop
Town Center
PCB12 TO PDMH7
--------------------------------------------------------------------
--------------------------------------------------------------------
' PROGRAM INPUT DATA:
DESCRIPTION VALUE
--------------------------------------------------------------------
Culvert Diameter (feet)................................. 1.00
FHWA Chart Number (1,2 or 3)............................ 1
Scale Number on Chart (Type of Culvert Entrance) ........ 1
' Manning`s Roughness Coefficient (n-value)............... 0.0100
Entrance Loss Coefficient of Culvert Opening............ 0.50
Culvert Length (feet) ................................... 138.0
Culvert Slope (feet per foot)........................... 0.0050
PROGRAM RESULTS:
Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet
Rate Depth Inlet Outlet Depth Depth Outlet Velocity
' (cfs) (ft) Control Control (ft) (ft) (ft) (fps)
0.7 2.82 0.49 2.18 0.32 0.35 1.00 0.92
' PIPE CULVERT ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986
Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092
(713) 895-8322. All Rights Reserved.
i
� APPENDIX B :
MISCELLANEOUS
� CALCULATIONS
1
1
1
1
1
1
1
1
1
' mW Engineering Inc.
APPLEDORE ENGINEERING,INC. Stop&Shop Supermarket
' 600 STATE STREET,SUITE D Town Shopping Center
PORTSMOUTH,NEW HAMPSHIRE 03801 South Windsor, Connecticut
STRUCTURE:CTDOT-TYPE A GRATE
' CALCULATED BY: SES (PERIMETER=9.2 FT, OPEN AREA 3.55 SF)
DATE: 5/7/00
' ORIFICE FLOW:
Q=CA(2gh)^.5 Q=CAPACITY(CFS)
C=WEIR DISCHARGE COEFFICIENT
A=FREE OPEN AREA(SF)
C= 0.6 g=32.2 FT/SEC^2
A= 3.55 FEET h=HEAD(FT)
WEIR FLOW:
Q=(2/3)CwP(h)^1.5(2g)^.5 Q=CAPACITY(CFS)
' Cw=WEIR DISCHARGE COEFFICIENT
B=WIDTH(FT)
Cw= 0.6 g=32.2 FT/SEC-2
B= 9.2 FEET h=HEAD(FT)
' ELEVATION(FT) Oo CFS h(FT) Ow CFS
0.00 0.00 0.0 0.00
' 0.10 5.41 0.1 0.93
0.2 7.64 0.2 2.64
0.3 9.36 0.3 4.85
� APPENDIX C : CHARTS, ETC.
Appledore
mW Engineering Inc.
1
i
1
1
1
1
1
1
1
Figure 9-9 - Runoff Curve Numbers (CN)
HYDROLOGIC SOIL GROUP
' LAND USE DESCRIPTION A B C D
Cultivated land!/: vithout conservation treatment 72 81 -88 91
' : vith conservation treatment 62 71 T8 81
Pasture or range land: poor condition 68 79 86 89
' good condition 39 61 74 80
Headov: good condition 30 58 71 78
Wood or Forest land: thin stand, poorcover, no mulch 45 66 T7 83
.
good cover?/ 25 55 70 77
Open Spaces,-lawns, parks, golf courses, cemeteries, etc.
good condition:-grass cover on 75% or more of the area 19 61 74 80
fair condition:.grass cover on 50% to 75% of the area 49 69 79 84
Commercial and business areas (85% impervious) 89 92 94 95
' Industrial districts (72% impervious). 81 88 91 93
' Residential:!/
Average lot size Average % Impervious`/
' 1/8 acre or less 65 T7 85 90 92
1/4 acre 38 61 T5 83 8T
1/3 acre 30 57 T2 81 86
' 1/2 acre 25 54 70 80 85
1 acre" 20 51_ 68 79 84
Paved parking lots, roofs, driveways, etc.!/ 98 98 . 98 98
' -Streets and roads:
paved vith curbs and storm severs!/ 98 98 98 98
gravel T6 85 89 91
dirt T2 82 87 89
!/ For a more detailed description of agricultural land use curve numbers refer to
National Engineering Handbook, Section U. Hydrology, Chapter 9, Aug. 1972.
Good cover is protected from grazing and litter and brush cover soil.
3/ Curve numbers are computed assuming the runoff from the house and drivevay
is directed tovards the street vith a miniw— of roof vater directed to lawns
where additional infiltration could occur.
1/ The remaining pervious areas (lawn) are considered to be in good pasture condition
' for these curve numbers.
!/ In some warmer climates of the country a curve number of 95 may be used.
Source: U.S. Department of Agriculture, Soil Conservation Service, Urban
Hydrology for Small Watersheds, Technical Release Number 55,
Washington, D.C.
t
9-14
Figure 9-8 - Connecticut Soils and Hydrologic Soil Groups
' ACTON (SUTTON) B ENFIELD, B NELLIS B SCIO B
ADRIAN D (SHALLOW) NINIGRET B SCITICO _ C
AGAWAM 8 (HAVEN) OCCUM B - SHAPLEIGH C/D
ALLUVIAL LAND C FARMINGTON C ONOAWA (OCCUM) B (HOLLIS)
(RIPPOWAM) FREDON C PALMS D STOCKBRIDGE C
AMENIA B GEORGIA B PAWCATUCK D SUDBURY B
' AU GRES A GENESEE B PAXTON C SUNCOOK A
(PIPESTONE) (HAMLIN) PAXTON, C SUNDERLAND C/D
BELGRADE (SCIO) B GLOUCESTER, A (REDDISH SUBSTRATUM) (HOLYOKE)
BELGRADE VARIANT B (SANDY LOAM) (PAXTON) SUTTON B
(SC10) (HO CO.) GLOUCESTER, B PEAT AND MUCK D SWANTON C
BERLIN C (FINE SANDY LOAM) (CARLISLE) (SHAKER)
BERMUDIAN, B (SUTTON) PEAT AND MUCK, D TEEL B
(SANDY LOAM) GRANBY D (SHALLOW) TERRACE ESCARPMENTS A
(OCCUM) GROTON A PEATS AND MUCKS D (HINCKLEY)
BERMUDIAN, B HADLEY B (CARLISLE) TERRACE ESCARPMENTS, C
(SILT LOAM) HAMLIN B PEATS AND MUCKS, D (CLAY) (BOXFORD)
' (HADLEY) HARTFORD A (SHALLOW) (PALMS) TERRACE ESCARPMENTS, C
BERNARDSTON C HARTLAND 8 PENWOOD A (SAND AND CLAY)
BIDDEFORD D (UNADILLA) PIPESTONE A (MELROSE)
' (MAYBID) HAVEN B PODUNK B TERRACE ESCARPMENTS, A
BIDDEFORD VARIANT D HERO B (POOTATUCK) (SAND AND GRAVEL)
(MAYBID) (HD CO.) HINCKLEY A PODUNK VARIANT B (HINCKLEY)
BIRCHWOOD C HOLLIS C/o (NH CO.) TISBURY B
BIRDSALL D HOLYOKE C/o POOTATUCK B UNADILLA B
BOWMANSVILLE C IPSWICH D POOTATUCK VARIANT B WALLINGTON C
(RIPPOWAM) JAFFREY A (NL CO.) (RAYNHAM)
BOXFORD C (HINCKLEY) POQUONOCK C WALLINGTON VARIANT C
BRANFORD B KENDAIA C RAINBOW C (RAYNHAM) .
BRIMFIELD C/D LEICESTER C RAYNHAM C (HD CO.)
BROADBROOK C LIMERICK C RAYPOL C WALPOLE C
BROOKFIELD B LIMERICK VARIANT C RIDGEBURY C WAPPING B
BUXTON (BOXFORD) C (NL CO.) RIPPOWAM C WAREHAM C
CANTON B LUDLOW C ROWLAND B WAREHAM VARIANT C
CARLISLE D LYONS D (POOTATUCK) (WAREHAM) (LD CO.)
CHARLTON B MANCHESTER A RUMNEY C WATCHAUG B
CHESHIRE B MAYBID D (RIPPOWAM) WESTBROOK D
COPAKE B MELROSE C RUMNEY VARIANT C WETHERSFIELD C
DEERFIELD B MENLO D (NH CO.) WHATELY D
DOVER (NELLIS) B MERRIMAC, B RUMNEY VARIANT C WHITMAN D
EEL (TEEL) B (FINE SANDY LOAM) (MX CO.) WILBRAHAM C,
ELLINGTON 8 (AGAWAM) SACO D WINDSOR A
ELMRIDGE C MERRIMAC, A SCANTIC C WINOOSKI 8
' ELMWOOD C (SANDY LOAM) (SCITICO) WOODBRIDGE C
(ELMRIDGE) MONTAUK C SCANTIC VARIANT C WOODBRIDGE C
ENFIELD B MUCK (SHALLOW) D (SCITICO) (REDDISH SUBSTRATUM)
(ERODED) (PALMS) (HD CO.) (WOODBRIDGE)
(HAVEN) NARRAGANSETT B SACARBORO D YALESVILLE C
Source: U.S. Department of Agriculture, Soil Conservation Service, Storrs, Connecticut.
' 9-13
Figure 9-6 - Storm Distribution Regions (Northeast States)
r.
i _ ,13� �i�ll T k• /
A W
IL
LLJ
17.
LU
_ � ,cf"mil - ,=�K•�. �: ' I.,. �
'� '!Cam_ \y j •,�
V f ' y,� ' +J�-�` i •��` j .Irk
LLI
Cd
Z Z
O
O
J P
O
N O
' cc) w
M Z
Z
0
Source: U.S. Department of Agriculture, Soil Conservation Service, Peak Flow
Estimating Techniques From TR-55, Technical Note 32, 1984.
Northeast National Technical Center.
9-9
Frequency Values for c;onne� ."... -
Figure 9-10 - Rainfall With 24-"ourStorm Duration
Inches of Rainfall 100-YR.
1-YR. 2-YR.
5-YR. 10-YR. 25-YR. 50-YR.
FREQUENCY
Connecticut 4.3 5.0 5.7
6.4 7.2
2.7
3.3 5.5 6.2 6.9
Fairfield .1 4.7
2.6 3.2 4 6.2 7.0
Hartford 4.1 4.7 5'S
2.6 3.2 6.3 7.1
' Litchfield 5.0 5.6 _
2.7 3.3 4.2 6.3 7.1
Middlesex 3 4.2 5.0 7'1
5.6
2.7 3• 6.3
' New Haven 5.0
5.7
2.7 3.4 4.3 5.5 6.2 6.9
New London 3.2 4.1 4.8
2.6 5.5
6.2 6.9
Tolland 4.2 4.8
2.6 3.2
' Windham 40� May 1961.
Source: U.S. Department of C ommerce and Weather Bureau, T•P•
' 9-15