HomeMy WebLinkAboutSite Plan - Conservation (257) s _
TOWN OF SOUTH WINDSOR
INLAND WETLAND, WATERCOURSES AND CONSERVATION APPLICATION
APPLICATION I. J 7 DATE RECEIVED 16 -.-).3—�
INSTRUCTIONS
v 1. The application, map and plans must be submitted in triplicate. together with the fee set
forth in the Inland Wetlands, Watercourses and Conservation Regulations, Town of South
Windsor. (See Regulations, Section VI) .
The South Windsor Inland Wetlands, Watercourses and Conservation Regulations should be
reviewed with respect to the standards and criteria for application evaluation. (See
Regulations, Sections VIII - 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. (See Regulations
Section VII).
A. APPLICANT'S NAME Capuano Builders & Developers (Mr. Paul Capuano)
ADDRESS 1208 Cromwell Avenue
Rocky Hill, CT 06067
PHONE: (HOME) I (WORK) 721-8220
B. LEGAL OWNER'S NAME: Same
ADDRESS
PHONE: (HOME) (WORK)
(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 PROPERTY
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) Governors Square Business Center (Building o)
1. Contact Person (if further information is needed).
Mr. Peter DeMallie, Design Professionals, Inc.
1170 Ellington Road, South Windsor, CT 06074 (203) 291-8755
E. THE GEOGRAPHICAL LOCATION OF THE PROPERTY WHICH IS TO BE AFFECTED BY THE PROPOSED
REGULATED ACTIVITIES INCLUDING A DESCRIPTION OF THE LAND IN SUFFICIENT DETAIL TO ALLOW
I�DE7i�I I acre Of THE
PROPERTY
zoned N Property
HoperLtyD is eastof Nutmeg Road South and
south of Governors Highway. See attached A-2 survey.
PAGE 1
F. NAMES OF ALL ABUTTING PROPERTY OWNERS: (USE SEPARATE SHEET IF NECESSARY)
See attached sheet.
G. HAVE YOU NOTIFIED ALL ABUTTING PROPERTY OWNERS BY CERTIFIED LETTER THAT AN APPLICATION IS
PTTDING BEFORE THE AGENCY?.
e s **(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 ACT IVITY(S) INCLUDING AMOUNT AND TYPES
OF FILL AND THE TW ELEMENT INVOLVED:
Construction or new industrial building and new detention basin for
stormwater control. Fill material to be native sand and gravel, and
parking lot materials . Work to begin after approval, will take approx.
2 years to complete. Also, construction of cul-de-sac at terminus of
Connecticut Avenue.
I. A CLASS A-2 MAP OF THE PROPERTY DRAWN TO 10-401 , SHOWING THE AREA TO BE DEVELOPED, EXTENT
OF THE WETLANDS AND WATERCOURSES AFFECTED, TOPOGRAPH, EXISTING AND PROPOSED ACTIVITIES AND
NAMES AND LOCATIONS OF ADJACENT PROPERTY OWNERS MUST BE SUBMITTED.
J. ACREAGE OF WETLANDS AND WATERCOURSES TO BE ALTERED: 1. 7± Ac.
K. ACREAGE OF WETLANDS AND WATERCOURSES TO BE CREATED: 1.2± Ac.
L. LINEAL FEET OF PROPOSED STREAM ALTERATION N/A
M. TOTAL LAND AREA �F PROJECT AND PERCENTAGE WHICH IS WETLANDS: 76 . 7 acre parcel of
which 23 .5- acres are wetlands! approximately 30 50 ig site wetlands -
N. 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.)
Planning & Zoning 10/23/89
0. THE APPLICANT (OR DESIGNATED REPRESENTATIVE) HEREBY ATTESTS THAT A SIGN WILL BE POSTED AT
THE FOLLOWING LOCATIONJS Nutmeg Road South, and at Governors Hi hwa .0 s.
directed by Town s a
Capuano Builders & Developers NAME Paul Capuano
ON OR BEFO TH OLLO N ATE:
SIGNATURE:
THESE SIGNS MUST BE DISPLAYED CONTINUOUSLY FOR AT LEAST FIVE DAYS PRIOR TO SCHEDULED
MEETING. (See Regulations, Section 6.3a) .
PAGE 2
THE UNDERSIGNED HEREBY APPLIES FOR THE REGULATED ACTIVITIES LISTED IN PARAGRAPH H ABOVE, FOR
A INLAND WETLAND, WATERCOURSES AND CONSERVATION PERMIT FOR THE PROPERTY DESCRIBED HEREIN AND
CONFIRMS THAT:
1. HE IS FAMILIAR WITH THE CURRENTLY EFFECTIVE -INLAND WETLAND, WATERCOURSES AND CONSERVATION
REGULATIONS OF THE TOWN OF SOUTH WINDSOR.
2. HE/SHE UNDERSTANDS THAT AT ANY TIME DURING THE REVIEW PERIOD, THE AGENCY MAY REQUIRE THE
PROVIDE MORE INFORMATION ABOUT THE WETLANDS AND/O
R WATERCOURSES IN UESTION
APPLICANT TO Q
AND/OR ANY PROPOSED ACTIVITY.
3. ALL INFORMATION SUBMITTED IN THE APPLICATION FOR REVIEW SHALL BE CONSIDERED FACTUAL, OR IN
THE CASE OF ANTICIPATED ACTIVITY, BINDING. A KNOWING FAILURE OF THE APPLICANT OR ANY OF
HIS/HER AGENTS 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 WETLAND,
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 APPLICATION BOTH
BEFO AFTER A FINAL�DCISION HAS BEEN ISSUED.
Signa ire of Appl cant Date
Received and filed at the office of the Planning Department this
day of 19
Signature of Agent Date
FEE RECEIVED YES_ NO_ AMOUNT D �
DATE RECEIVED by
HEARING DATE HEARING ADV. (1) (2) OCT 23
PERMIT GRANTED DATE PERMIT DENIED DATE South Windsor
INLAND WETLANDS AGENCY]
CONSERVATION C0MAQSS101N
PAGE 3
STATEWIDE INLAINJ WETLAND & WATERCOIJASL 'tEPORTING FORM
( See instructions on back)
1
In accordance with the requirements of Section 22a-39-14 of the Regulations of
Connecticut State Agencies, this form is to be completed for each action.
Completed forms for all reportable actions during a calendar month shall be
mailed to the Commissioner by the local agency no later than the 15th day of
the month following the month in which the action was taken.
*******************************************************************************
I . TOWN: South Windsor
2 . A. LOCATION: (Attach an 82 by 11 inch photocopy at the original scale of
the appropriate USGS Quad Map with the project site outlined.
B. USGS QUAD MAP NAME OR UNIT: Manchester
3 . APPLICANT'S OR VIOLATOR'S NAME:Capuano Builders & Developers (Mr.Paul Capuand
4 . PROJECT NAME (If any) : Governors Square Business Center
5 . ACTIVITY TYPE CODE (See list of codes in instructions) : . . . . . . . . . . [1,2,9,10a
If Type Code is 13 "other," describe the type of activity:
6 . ACTIVITY PURPOSE CODE (See list of codes in instructions) : . . . . . . . . . . . [ D ]
7 . ACREAGE OF WETLANDS AND WATERCOURSES ALTERED (or proposed to be altered) :
( for all agency actions; permits, denials and enforcement)
A. Soil type(s) ( If Available) . . . . . . . . . . . . . . . . . . . . . . . . . . . . [ 1. 7 ACRES]
B. Only if soil type is not available specify area altered as follows:
Swamp. . . . . . . . . . . [ ACRES] Marsh. . . . . . . . . . . [ ACRES]
Bog. . . . . . . . . . . . . [ ACRES] Open water. . . . . . [ ACRES]
S . ACREAGE OF WETLANDS OR WATERCOURSES CREATED: . . . . . . . . . . . . . . . . [ 1. 2 ACRES]
9 . LINEAR FEET OF STREAM ALTERATION: . . . . . . . . . . . . . . . . . . . . . . . . . . . [ -- FEET]
10 . TOTAL ACREAGE OF PROJECT SITE: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . [ 76 .7 ACRES]
**************************************
For Local wetland Agency Use Only * For State Use Only
11 . REPORTING MONTH:
* GIS CODE:
12 . PUBLIC HEARING HELD: YES NO
* *
13 . ACTION: (Circle only one action)
*
A. permit issued B. permit denied
* *
C. permit extension/amendment
* *
D.- map amendment E. enforcement
* *
F. jurisdictional ruling
* *
14 . AGENT: * DATE RECEIVED
Rev. 4489
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civil engineers • planners - surveyors
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MOM Ino-wc. L-ocA'noN ANO No. �
(203) 291-8755 PROJECT 7nE
esign
♦ GOVERNORS
rofessionals, inc. SO-UARE
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(203) 291-8755 PROJECT NO--,.9819n
LOCAI7UN`Go�. SQ�,�-��
ofesslonals, Inc.
mEsTtNa gY. spec
CVII
1 i70 lveyots
ellin9ton rtoade(route r30). South, wlndeor,�uconnecttcut 06074
OBSERVATION P11' NU. -� LU'I' NO
SOIL PROFILE DEPTH
-- _F IOU-to DESCRIPTION
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NOTES• ob, e s WATER—/ 7`G ROOTS`
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OBSERVATION PIT NO. 1I-2 LOT NO�nr, de{r� �a.S,�, *2
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SOIL PROFILE DEPTH _
— ------- Ro_O DESCRIPTION `
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e town sa„ sorr course a
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e
(203) 291-8755 PROJEC-r NO_
eelgn LOCA17oN•Gov. SQuA-
DATE:
ofessionais inc. - --
' � TESTIriq BY• SKG � fe�•J,r,K,
civil en�lneero plonners -----1170 ellington toad (route 30) sutveyots
south wlndsor. connecticut 06074
OBSERVATION PIT No. s J Ae oar s ova
N
LU/I �..�af�P7
SOIL PROFILE DEPTH
FROIt TO DESCRIPTION
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SOIL PROFILE DEPTH
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r'�'DgE' HOTTLINq:_ RATER:
RooTs•
■
,:pesign
ofessionals, inc.
civil engineers • planners • surveyors
■
October 23 , 1989
To Current Abutter:
Re: Governor' s Square Business Center
Nutmeg Road South
South Windsor, Connecticut 06074
Project No. 86-142
Please be advised that our client, Capuano Builders and Developers ,
has applied to the South Windsor Inland Wetland Agency/Conservation
Commission for approval of land development (Buildings E-H, O and other
related improvements) . Any questions should be directed to the South
Windsor Planning Department at the Town Hall, Telephone No. 644-2511.
Thank you.
Sincerely,
DESIGN PROFESSIONALS, INC.
By: phen iancardi
Project Planner
CC: South Windsor Planning Department
Paul Capuano
Irwin Hausman, Esq.
1170 Ellington Road (Route 30), South Windsor, CT 06074 0 (203) 291-8755
N/F Abutting Property Owners of Governors Square Business Center
Application #89-39P
1, Hill, Robert M. & Judy Ann 16 . Philip, Henry S. & Virginia
39 Barbara Road 74 Edgewood Drive
2 . Luria, Solomon & Edward & Elise 17 . Senger, Victor I . Jr. , &
10 Barbara Road Marilyn M.
3 . Pfav, Daviel J. & Mary Ellen 66 Edgewood Drive
155 Judy Lane 18 . Franklin Distributors, Inc .
4 . Guerra, Arturo & Wolf, Helmar 140 Nutmeg Road South
165 Judy Lane 19, H.J.M. Realty Company
5 , Marryat,Allan F. & Janice E. 45 Connecticut Avenue
175 Judy Lane 20 . Ryan Business Systems, Inc.
6 . Lapenta, Barbara 455 Governors Highway
168 Edgewood Drive 21. Capital Steel of Hartford
7 . Dwyer, David F. & Phyllis A. 121 Connecticut Avenue
160 Edgewood Drive 22 , Carter, Rise, Storrs , Bement
8 . Havenel, John P. Jr. , & Mary Ellen 330 Nutmer Road South
152 Edgewood Drive 23. Frito-Lay, Inc.
9 . Nicholas, Peter G. & Betty D. 160 Nutmeg Road South
144 Edgewood Drive
10, Marlow, Paul R. & Gail A.
124 Edgewood Drive
11. Greenburg, Stanley & Lillian S.
116 Edgewood Drive
12 . Calderon, Rocco S. & Joanne L.
106 Edgewood Drive
13 . Downs, Robert G. & Barbara
98 Edgewood Drive
14 . Horan, Theodore J. & Maureen
88 Edgewood Drive
15 . March, Arline B.
80 Edgewood Drive
R
Penelope C. Sharp
Environmental Consultant
225 Reeds Gap Road East
Northford, CT 06472
(203) 484-0134
ENVIRONMENTAL ASSESSMENT
for
GOVERNOR'S SQUARE
NUTMEG ROAD SOUTH
SOUTH WINDSOR, CONNECTICUT
Prepared By:
Penelope C. Sharp
December 18, 1989
INTRODUCTION
On Tuesday, December 5, 1989, a field investigation was
conducted at property known as Governor's Square located at the
east side of Nutmeg Road South in South Windsor, Connecticut. The
purpose of the field visit was to examine the wetland habitats
associated with the swale system and to assess the potential
environmental impacts of the proposed development upon the
wetlands. Although the undeveloped portions of the Governor's
Square property were examined, emphasis was placed upon two areas:
1) The location for proposed Building E, F, G, and H; and 2) The
location for proposed Building O.
EXISTING CONDITIONS AND SITE PLAN ASSESSMENT
Buildings E, F, G, and H are proposed to be constructed on an
upland area. South of the proposed building location is an
existing swale which is part of an overall system of man-made
drainage ditches. The swales have been in place for two growing
seasons and currently are characterized by having a diverse mix of
wetland plant species. The Swale to the south of the four
proposed buildings supports a variety of herbaceous plants
including cattail, soft rush, woolgrass, bulrush, goldenrods,
purple loosestrife, seedbox and several species of sedge.
The development plans include the addition of a detention
basin at the eastern terminus of the swale. The basin will be
9, 600 square feet in size. An additional detention area, smaller
in size, will be created to the north, east of proposed
-2-
r
Building G. Both detention areas will be planted with a wet
meadow mix. It is anticipated that they will develop into wetland
habitats capable of performing a number of wetland functions such
as flood storage, pollution filtration, and wildlife habitat,
particularly for small mammals and songbirds. The creation of the
two detention areas will provide an addition of 0.27 acres of
wetland to the site.
The construction of Building O and its parking area will
require the filling of a small area of wetlands and the relocation
of an existing drainage ditch.
At the southwest corner of the Governor's Square property is
a small wooded wetland. Red maples dominate the canopy layer and
several red oaks are present also. The dominant shrub is sweet
pepperbush. Other plant species observed in this wetland area
include silky dogwood, wild grape, hay scented fern, lady fern,
and tree clubmoss. The wetland is relatively low in species
diversity and is intersected by the remains of a deep drainage
ditch created some time ago. The fact that the wetland is
surrounded by development reduces its value as wildlife habitat,
although it does provide an environment for squirrels, songbirds
and some other small animals.
To the north of the woods is an existing drainage swale which
will be partially filled and relocated to become a part of a large
detention basin. At present, the swale supports little
vegetation. It has steep banks which are eroding slowly and which
are too steep to support any substantial vegetation. The proposed
-3-
detention basin will be 51, 000 square feet in size. It will be
planted with rushes, sedges and other marsh/wet meadow plant
species. While emergent plants from the nearby swales may
eventually colonize the basin, the most reliable means of
establishing wetland vegetation is to plant the basin as is
proposed by this site plan. Detailed recommendations for the
wetland creation, are provided in the next section of this report.
It is expected that the new detention area will add over an acre
of viable wetland and will offset the loss of wetland which will
occur during the construction of Building O.
PREPARATION OF DETENTION BASINS
The recommendations for the construction of the detention
basins are essentially the same for the three areas even though
there is a difference in size among them. The largest of the
three basins is the one associated with Building O.
Once the detention areas have been graded to the desired
depth, they should be lined with topsoil. The basin floors should
be planted with a mix of rushes (Juncus spp. ) and sedges (Carex
spp. ) . Other plants appropriate for the detention basin floor are
bulrush (Scirpus sp. ) , woolgrass (Scirpus cyperinus) , and bur-reed
(Sparganium sp. ) . I would also recommend that cattails (Typha
latifolia) be planted near the outlet of the largest detention
area. A wet meadow seed mix should be scattered around the edges
of the bottom floor and along the side slopes. Shrubs such as
pussy willow (Salix discolor) , northern arrowwood (Viburnum
-4-
recognitum) , and silky dogwood (Cornus amomum) should be randomly
planted around the banks of the large detention area. Following
the planting and seeding, all three areas should be mulched. In
the two larger basins, a few deep pockets could be dug into the
basin floor to ensure adequate water for the growing marsh/wet
meadow.
Based upon the observed vegetation in the existing drainage
swales, it would seem likely that all three proposed detention
areas will develop into viable wetland areas which will support
diverse communities of wetland plants. All three areas should
function to attenuate pollution, store floodwater, and provide
habitat for small mammals, songbirds, and water fowl.
SUMMARY
In reviewing this plan, it is important to consider the fact
that there is a balance between wetland disturbance and wetland
creation. Detention Basin #k1 on the west side of Nutmeg Road
South now supports a diverse assemblage of wetlands plant species
and offers desirable wildlife habitat for small mammals,
songbirds, and waterfowl. On the project site, between eight to
nine acres of good quality, undisturbed wetland have been set
-5-
t aside for conservation purposes. Under the proposed plan for
Buildings E, F, G, H and O there will be no net loss of wetland
acreage on the site.
Respectfully submitted,
Penelope C. Sharp
Enclosures
Note: Please refer to attached report of Burkhardt Environmental,
Inc. for listing of wetland species in various locations on
the site.
-6-
a TNh d� EnAmnm@nuo, Onco
127 Hosley Ave., Branford, CT 06405
203-488-9407
October 29, 1988
Mr. Steve Colbath
Design Professionals, Inc.
1170 Ellington Road
South Windsor, CT. 06074
Re: Project No. 88-30: Capuano - Nutmeg Road South - South Windsor, -CT.
Dear Mr. Colbath:
I have enclosed a copy of the letter sent to Mr. Cepusno arding the
above site. The enclosed map and following text identifies egecological
communities on the site as requested by you end Mr. DeMallie.
Boundaries are approximate as information was transferred from the
1"=200' scale to the 1"=100" scale concept plan, which has no topography
or significant physical features. Generally, the entire site contains
level to slight slopes. Deer tracks and trails ere abundant on the
site. Raccoon tracks were observed around the western drainage ditches.
A number of song birds were also observed in those ditches and the
surrounding fields. Please note that the vegetative species lists are
not all inclusive.
A - Artificial drainage ditch with unstable sandy banks, and rock riprap
banks at the northeastern and. Thick herbaceous growth in the
center of the ditch, and diverse vegetation on the banks.
Acer rubrum Red maple
Cy erus strigosus Umbrella sedge
Eupatorium perfoliatum Boneset
Juncus effuses Soft rush
Populus tremuloides Trembling aspen
Prunus serotina Black cherry
Rhus typhine Staghorn sumac
Rubus spp• Blackberry and raspberry
Salix spp. Willow
Scirpus c_yperinus Wool-grass
Solidago spp. Goldenrod
Verbena hastate Blue vervain
B - Drainage sweles surrounding Site Two with banks mowed regularly.
Some herbaceous wetland species in center of ditches.
C - Disturbed field areas vegetated with a number of pioneer species.
Trees and shrubs predominant and thick in most areas. Trees
primarily sapling size. Area includes eastern berm.
4
2
Acer rubrum Red. maple
Alnus spp. Alder
Ambrosia artemisiifolis Common ragweed
Betula populifolia Gray birch
Carex stricter Tussock sedge
M rice spp. Wax myrtle
Oenothere biennis Evening primrose
Ohoclea sensibilis Sensitive fern
Phraamites c atm nis Reed
Populus tremuloides Trembling aspen
Quercus spp. Oak
Rhus spp. sumac
Salix spp. Willow
Scirpus cyperinus Wool-grass
Solidemo spp. Goldenrod
irea tomentosa Steeplebush
D - Primarily upland fields with grasses, some landscaping, abandoned
cars, etc.
E - Stand of pole size hardwoods, dominated by red maple and red oak,
surrounding the drainage ditch. Trail on south bank. Understory
very sparse with some scatted ferns. Gray birch also present.
F - Woods surrounding a remnant drainage ditch. Overstory dominated by
red maples and red oaks. Understory dominated by sweet pepperbush.
Acer rubrum Red maple
Athyrium Filix-femina Lady fern
Betula a_lleghaniensis Yellow birch
Clethre alnifolie Sweet pepperbush
Corpus stolonifera Red-osier dogwood
Dennsteadtis punctilobula Heyscented fern
Prunus serotina Black cherry
Quercus rubra Red oak
Ulmus americans American elm
Viburnum recognitm Northern arrowwood
Vitis . Grape
G - Artificial drainage ditches with well established herbaceous layer
and standing water throughout the year. Tadpoles observed.
Carex spp. Sedge
Cyperus strigosus Umbrella sedge
.kncus canadensis Push
.kncus effusus Soft rush
Eleocharis spp. Spike rush
Phragmites com unis Read
Polygonum spp. Smartweed
Typha latifolia Cattail
3
H - Cattail-reed pocket.
Carex stricter Tussock sedge
Corns stolonifera Red-osier dogwood
Cyperims strigosus Umbrella sedge
Onoclee sensibilis Sensitive fern
Phregmites communis Reed
Scirpus cyperinus Wool-grass
Tres tomentosa Stesplebush
TYPha letifolie Cattail
Verbena hostata Blue vervain
I - Old asphalt road and remianto of road.
J - Field dominated by herbaceous vegetation. Western portion is
wetland dominated by blue vervain, evening primrose, grasses, and
goldenrods.
Asclepies s rieca Common milkweed
Aster app. Aster
Cyperus strigosus Umbrella sedge
Ju'icus effusus Soft rush
Oenothere biennis Evening primrose
Phrogmites communis Reed
Polygonum lapathifolium Pale smartweed
Solidago spp. Goldenrod
Verbena hastata Blue vervain
K - Field with thick, tangled growth dominated by goldenrods, rose, and
blackberry and raspberry.
L - Wooded drainage ditches with numerous fallen trees, which separate
the cultivated fields.
Acer rubrum Red maple
Athyrium Filix-femina Lady fern
Betula populifolia Gray birch
Clethra olnifolia Sweet pepperbush
Donnotaedtia puictilobule Hmyscented fern
Onoclem sensibilis Sensitive fern
Osmundo cirrmwmea Cinnamon fern
Prunus serotins Block cherry
Querous bicolor Swamp white oak
Quercus rubre Red oak
Rubus spp• Blackberry and raspberry
Vaccinium corymbosun Highbush blueberry
Viburnum recognitum Northern arrowwood
Vitis spp. Grape
4
M - Woods with more age classes and more diversity of species than N.
Acer rubrum Red maple
Acer saccharum Sugar maple
Ath_ yrium Filix-famine Lady fern
Clethre alnifolia Sweet pepperbush
Ilex verticillats Winterberry
ycopodium spp. Clubmoss
Prunus spp. Cherry
Quercus albs White oafs
Quercus rubre Red oak
Quercus velutina Black oak
Veccinium corymbosum Highbush blueberry
N - Woods bisected by heavily used trail, which continues eastward along
southern edge of woods. Red oaks and sweet pepperbush dominant
vegetative species. Overstory trees west of trail primarily of one
age class, and canopy thicker then east of trail. Dumping and
encroachment of rear yards has occurred along the southern portion.
Aoer rubrum Red maple
Athyrium Filix-femina Lady fern
Betule populifolia Gray birch
Clethra alnifolia Sweet pepperbush
Hamemelis virginiana Witch hazel
ycopodium spp. Clubmoss
Prunes spp. Cherry
Quercus alba White oak
Quercus palustris Pin oak
Quercus rubra Red oak
Vaccinium corymbosum Highbush blueberry
Viburnum recognitum Northern arrowwood
0 - Fields under cultivation. Potatoes most recent crops.
Please call if you have any questions.
Sincerely,
Zrg"inia E. Burkhardt
tOw M aF,`
G O-P SOU& ?1)&U&Ot
1540 SULLIVAN AVENUE • SOUTH WINDSOR. CONN. 06074
��osoR•co�'� AREA CODE 203/644-2511
October 27, 1989
TO: James A. Lombardi, Chairman, Inland Wetlands
Agency/Conservation Commission
FROM: John E. McCahill, Zoning/Wetlands Enforcement Officer ��jJyl
RE: A s
0
DOCUMENTS REVIEWED: Application form, Site Plans for Governor
Square Business Center, Building 0 dated
10/4/89, and Stormwater Runoff Analysis by
Design Professionals, Inc.
COMMENTS:
1 . This is a portion of the area submitted for redesignation
of wetlands earlier this year. That application (#87-39P)
was withdrawn by the applicant prior to the Public Hearing.
2 . � �� The plans indicate limits of inland wetlands as verified in
vk the field. The Certified Soil Scientist should be
identified on the plans and a report should be submitted to -
substantiate the flagging and redesignations.
3. dog ? The riprap for outlet protection, as shown on the erosion
and sedimentation plan, should be shown on the site plans.
4 . The application states, "fill is to be native sand and and
gravel" , this should be stated on the plans (clean fill) .
5 . The application states approximately 1 . 7 acres of wetlands
will be filled. They also state that approximately 1.2
acres will be created. This "creation" is in the form of a
wet meadow detention basin. Much of the area incorporated
by the basin already contains an existing swale.
6 . Additional groundwater information is needed for an
accurate evaluation of the proposed wet meadow detention
basin.
7 . A number of trees will be cut on this site. The proposed
t
Lombardi Page Three October 27, 1989
Application #89-87P
e
5 . The proposed tree line shall be flagged in the field prior
to cutting. Stum s shall be chipped on site when possible,
P PP
remaining stumps shall be removed from the site.
K
P1• d Existing and proposed spot elevations shall be shown on the
ya swale.
�
a
a
7 . '% ,"J) The snow fence, southerly of the proposed detention basin,
(shown 1 foot off property line on sheet 7 of 11) shall be
relocated to provide protection to the proposed tree line.
8 The sequence of construction shall be modified to provide
for clearing and grubbing for the proposed haul road.
Also, details for the construction of the haul road shall
be provided for the areas where it encroaches on the
drainage swales.
here are ntpe acres, as shown on the plans, which shall be
deeded to the South Windsor Land Conservation Trust.
e- 00IV f-J--I c44.A,r, 6j.+ h , (s k. l Ao7t v�{'
S40W -(sue )•o' a�'E'
'fU 4b
PLAN VIEW ccawAcrm BAa�u I l — _
4.BACKFILL AND COMPACT _ I U'
1 BFDOE LOOSE STW THE EXCAVATED SO: AS ^ h
eeTen>r eALa ro RA oRUTE J J J 1 ,,THE a THE PHILL SIDE
00
A OOM1kwOUS BARIUM, ,J J J
�E'NT PFWC
�' N 73,400
3. Attach filter fabric to 4. Backfll the trench J
i
zi the wire fencing and extend and compact the / x 70S
It into the trench, excavated aoll. I X744
/ •
Fitt
/
IIIr1111IITll 61TI111IIT11 111�111�IT11111r1111IIT11 al
Compacted e � co
III 1111�IIT1 IIII'II�I) I Sackful / 72'- -
BOTTOM OF I ` 71.0
J
DKMABE WAY
f43't
PLAN VIEW
x7
llu/l�l/i�f B
CONSTRUCTION OF SYNTHETIC TER BARRI / I
///",R)111111�11u 6►1J 111�1 u I NOTE:
ELEVATION AT PaBlr A sHolnn
BE HIGHER THAN ELEWAVON AT \
POINT B.
CROSS SECTION 2
�o
BALED HAY OR STRAW INSTALLATION
not k Dale N/F FRANKLIN DISTRIBUTORS
LEGEND ty
• IRON PIN TO BE SET I
• EXISTING IRON PIN
o MONUMENT TO BE SET I
■ EXISTING MONUMENT j
EXISTING CATCH BASIN AND PIPE e OF CT D.O.T. 2r STONE TO BE N/F H.J.M
EXISTING SANITARY MANHOLE AND PIPE o PLACED OVER FILTER FABRIC
MATERIAL
EXISTING WATER MAIN AND HYDRANT °� ox 287.3 EXISTING SPOT GRADE SEE SEDIMENT AND EROSION
--70-- EXISTING CONTOUR AND ELEVATION SHEET FOR PAVEMENT wIDTH3
PROPOSED CONTOUR AND ELEVATIONEXISTING UTILITY POLE L----
EXISTING LIGHT THRU STREET EDGE OF PAVEMENT
LIMITS OF INLAND WETLANDS
=� SILT FENCE
_ SNOW FENCE ANTI-TRACKING APRON DETAIL
NOT TO WALE
1. UNLESS OTHERWISE NOTED, EXISTING UTILITY REVISIONS
LOCATIONS AS SHOWN ARE BASED ON BEST FAND
AN IS FOR SEDIMENTATII
tg� AVAILABLE INFORMATION. ALL EXISTING UTILITIES
JN SHOULD BE FIELD VERIFIED PRIOR TO CONSTRUCTION. OSION CONTROL ONLY /
2. ALL UTILITIES ARE TO BE STAKED IN THE FIELDBY A LICENSED LAND SURVEYOR PRIOR TOTO BE USED ,FOR UTILiTIi
Inv. 64.93 BERM 1 J,�i/1 .
�--TEMP RIP RAP
TOP OF BERM ELEY 60.0 A Lr! T
1V (Tj oA' \ � .
TOTAL • -&A
0 = 90'11'39"
R = 200.00'
T = 200.68' 4 �-_ X 72.6 X 724
`
i SILT FENCE 14 OFF EXISTING TREE LINE-
PROPERTY LINE N 74 2
9'29"w
M.D.0 COORDINATES SNOW FENCE 1.0' OFF
NORTHING EASTING PROPERTY LINE
POINT PROPOSED TREE LINE
1 173223.55 188073.99
2 173252.97 188010.56
3 173559.73 188090.21
4 173666.68 187704.78
5 173805.74 187951.62 IV n I/F
6 173687.45 188367.22
STRAW MIL FRITO—LAY, Inc.
1.EXCAVATE A 1RENCN 4' /
MW AND 1w wvTN OF A 1 PLACE Two STAKES PER BAIL
STRAW GILLS
2 Stople the Wire r
-ee+oem rRE OR TWINE 1. Set posts and mesh fencing1/
sTccavata a 6�x6" the end offthe post.
upslope tam posts.
-STAKE Wire
p posts POSTFencin
5' u psloPe T q ,
for stability X 7 '
and self- /
o —PA--STRAM leaning. 95
PLAN VIEW COMPACTm 9ALla1LL '- u
tr
4.BAaKFUJ AND COMPACT _
THE EXCAVATED SO4 AS a) �/
3 BEDBE LoosE STRAW 1 1 1 1 afovw ON TILE L"&L SIDE
/ETE}N BALES Ta CREATE 1 CF- T1 PIPING
To PRE- ta.l N 173,400 co
A CONTINUOUS BARRIER. v J 1 Q
zl ��
4. gackfll the tr / X 7os
3. Attach flier foondc to and compact the
the Wins fencing excavated soli. 'X 74A
it into the trench-
I '
V Fit
` ` Fabric " ' Igo
IIIPII�IIIT�� IIIf���11�11� �II��ldltl� �►�f�����T�� Compacted
IIIIII�II �II�� �
71.0
I , — 143,
POTTTWI OF
OPAPPM WAY
PLAN VIEW
B \\ CONSTRUCTION OF SYNTHETIC IRITER BARRI 1 I
'`� U. l Iln�/�Iln 1,�1,111,11„Il LI►11111111111 t�,
7f
EX. CATCH BASIN EX. CATCH BASIN
FL=66 06 36"RCP IN & OUT L= 25'3034 FL=66.76 36"RCP IN do OUT
j FL=66.74 18"RCP IN N I R = 200.00" FL=68.61 18"RCP IN N
L = 90.21'
—
J EXISTING STORM MANHOLE Nv
TF=72.9 +/— _
I FL=65.8 +/— / �� �� �.`�`� -►S�NITRf2Y-MA HOLE
{ FL=64.8 +/— ��VZZ-I ., TF=75-4Z CL&P 8
FL=65.2 +/— /�� 3g 95Q�`�Ft=56.93 w FENCE 20,OFF
'I SEE NOTE / / _ _ 3 4 PROPE�T'f�t�
6•3 3p ,6
PROPO ETENTION
ET STRUC
SILT FENCE / 41t SE AIL _—
/ TOP OF SLOPE d 02 ? \
\ ALE \
Inv. 64.93 , r� X
0J X 72b
X 71A I 5,�1 D 'SC 7�
TEMP RIP RAP BERM TOP
1 _ TOP OF BERM ELEV.a 68.0 ��IVTJO
TOTAL
90'11'39"
R = 200.00' A+S`jN
T = 200.68' 4
L = 314.84' ` `� X 7P.6 X 7P-4 : \
` \`
SILT FENCE 14' OFF
PROPERTY LINE
N74 29 EXISTING TREE LINE—�
29"w ,�,�
\
M.D.0 COORDINATES
POINT NORTHING FASTING SNOW FENCE IA' OFF \
PROPERTY LINE
1 173223.55 188073.99 PROPOSED TREE LINE
2 173252.97 188010.56
3 173559.73 188090.21
4 173666.68 187704.78
5 173805.74 187951.62
6 173687.45 188367.22 N/F
/ X
AwwE FRITO—LAY, Inc.
1.E]RCANAW A TIENCN 4' `
DEEP AND THE WOM OF A y I PRAa AND STAKE MAW 1
STRAW MIL @ALES.TWO STAKES PER NALL /
�RRRortc wRE OR TUNE 2 Staple the wire
— � .,.r
1• Sat and mesh fencing 1 3-- + /
avate a 8"�5" _ j
Seed i,nq,-$chPdtr 1 e
All distutherl area not paved or SFDII1ENTAIION AND ERE)S10/J CONTR_S7L NUIES-;.
I wndscaped shall br Inamerl with a minimum of topsoil. seed as indicated below. Cnoditinn soil wIkh r I. A)1 er nsinn control me a'sur P, will hn r
feftilirer applied at the rate of 300 pounds per acre of '7.5 p'our,d, with lhP "Gufdellne r... •'n�.tr yr tad yr+ .�
Drrr 1,000 SQlrite feet u�fr.q 10-10-10 or equivalent. In addition, 'ton thr fonnoctirut Cn,�uril nnnSnl F,I, .i",. ,...I rcn, aa„'r•
Pounds
or 39 n-O Sr=d1ent i •",tr„t
per acre or equivalent of slow release nitrogen may a. Ila hale+ -t,�rl Wnrnf
hd used for lopdr Pssin n Y s as shown to C.onsr,vat
9• PP1y ground Il,nestone, (equivalent to SO rtsinq he butted t igl,t I, end to P.,,1
percent calcium plus magnesium oxide) at the rate of 3 tons er -Place two P•' 1'•• ., 3b ......nr 135 pormds.per I,00n sg, ft, p ac,^ nslon r-outrol . '•taLPS Pel bnl,,,
nr,asur.�+s •i,n to hr maintai'+ed
dur inq t,ur t i ya n,. . ner•`"° y. + I ar eA
per coas
nan.�_1I¢ge,la CLtio n._f,oytlr.L Cr,nt.r ar for is ,n
Seeding r' and e,ns Eon co"l^r+l,.,,r_tilg f, ,nnwiPmentatinn nt all -r•,tlmn„kati
dates: Apt 11 IB to June 13 and August 11 to $PF,f m0e, f'i �•r"""Ehi I11 on thrrsa plan. it+r
y i,+r I+,r1 •: rmn l.•mnntatinn as wn
I lge the fol lowinq ml It tur Pa I1 ar.
any n•npnsorf r,an,^
Kentur ky blltegr ass 45.0% P .. n, to thin pion mutt be 1,.
„glnen, l• to , af'Pr n•.-rrf 1• tfm
Creeping red fescue 4 ,. not i- kr arl I'"'I`•^ In. ,,l�..t�riwn agrnry,
5,07. tnq np�r na tO hr in-i,^clr.1
perennial ryegr ass IO.OY. npe, It i"", .Inns '�'7n l n l; r ,,,•:.,;� pr r,pr.+tr hn t.1.1n,i to o, npl,r nrl .
. Aho l ! pound Per at
sq• f t. or 4$ pounds rnntr ,, r,,, hr• ,n•I,nn^ihl,r
EX. CATCH BASIN. •-hould be applied at a r .Per arras, Wnnr� rI,II+' to swvnl. n,.,.r„,ql-
ate nI 500-900 pounds per 00p 1F=74.14 10-20 tans per acre. t ft. n, `'•
1 -r �
r
r, n
rrnl=69.24 18"RCP INN •.._,f u,,.+nr.,l t,nr rnnlr nl mnn.,.,'n; will has .,I Ivd
FL=67.79 30"RCP IN E 1Q.mporgry-, Vegetal ive wl,r.coygr m rn. to hr„ pas;=Shin
'� Inl for n tiled I i
FL=68.94 30"RCP OUT W nt, rb trrl wnnrf chip r,+.rlrl It shall hfs tr Pat nd wi
5.4Pdinq datest March 1 to June •n,'iI final $Pot will per Pnnial ryr grass
R.nmlual rypgrass 100 90% 1'.i and August i to Octobe, 1 q� ,Ji„�l and Grtl,Ilivati„+,
I 1 to take
llbhly I pnund er I,Onl. n '1' i,,,, .-nr,t,nl u,r,s r-N4.94
1,•ty mulch a! 2p1 pP� acr of t. or 4n pounds prtr acre with anrhm r-.1 nnq•t+„r fin,+ if dnrmnr.f , rn ;ball hP instal lrdnos n'der ed by n, th. pi,or En rof I+uhi is W,,,.ks the Pr olect
'�. ria vbalrc h, fm
.� r�iar ed cn "'At str inq dons not cnmr in cnntar-t .S EXISTING WATER MAIN w i t h f 1, q........I.
/ l� f'+. ran r r nr t u,
ZZ _ , /i G+ per Iodiral ly r lean catch J� jn inq I,tion• basin sump- as t,,equirPd
zzz
ow
'10" _ 0= 891.6'58"a
VC x 73A2 ��. 7133 R = 330.00'
\ _ 76 ) EX. CATCH BASIN
�•y� E TF=76.47 / 5eyuenc® of Cpnatnictir•„
SO, �gM, `~� 7 6 )` ` =69.90 30"RCP IN do OUT 1• Place snow fence a,,-,Ind,property as si
I/J(0i C Air i/ 2. place temporary !'ii• raP,lterm at west
SANITARY MANHOLE near out let as ah,was (,n,plan t. )nets)'
To 76,4X 76.7 ` FL=7.0 3,/ apron.
Construct haul r,)id and temporary cro:
oil at ••ask end of site.
4• Clear and grul, site. ;t"pa to Ix chic
—EXTEND 8" WATER MAIN. � from site,
TWIN66.56 ' Q INSTALL 8"x6" 5. strip topso31 at location of proposed
66.56 TEE (M.J.), / at east r•,i,E
�� 6 S OUTLET 6" GATE VALVE (M.J.) i stack •,f site as shown on plans.
e PRC�TEC (�� LEFT ri I,c with sediment !barrier.
.. �- r. 1 ) G; Strip,tbpsoil from area 'of
2" $��CE 1�P ed bit
-stockpile near building as shown onpl
6*E)6L.0 �.. v' (BY M.D.C. n9 dinent barriers.
u:O'•.� \\ X 75.32 _.-7+------ a _ 7•.Construct.haul.rcae..,to f 6'rC DIP
W T \ /- f temporary cross in ass wn oil plans
T
E MA \ fence along haul road as shown,plens.
\ 6'x4�x6' �� Excavate new swalc nortI{of existing s,
PRECAST pro osed detention basin. Swale to con:
ME PIT .._ ._ - Z /• -culverts to elliptical
J at Swale outlet to provi 7e. sediment n
' �,,,y, p�ipc>. Maintain
PR�SE FLAghXEND fill
It at building
TWIN 42'RCP ¢, g 0 with excess material
•o _/ \ \ i Bxcavate remaining soil rom\ \ FLU 66.97 N besin
U
FL— 66.94 S full at site of buildih 6, F, r de
/ I to be stockpiled atnortt C' H'
K •,• �o�'a I \ter t •'verall S s end of site
.'•kn::��;k•:.:::•;:::��:.::;{i:`;..:•;.-..: 7J •eQ" REMOVE EXIST. � \ e Pleas.
1Q��i!'ough grade Sul-de-sac
t�Y+::":•''i �3 , CURB AS REQUIR ` /` t•lace to ear install ul
.f t topsoil at deteri 'on basin a
\ 1I q.Jnskal'1 seed and lainti area
p .
•' �i::;'i�: �. ::--'.`�.�' -- � at detention
"- ANTI TRAC ING AP Y)n lAndncape plan.
`\ \ 12. ustall site utdlltiesr 'one
•. "•=:'.•••_.5ii:;:: .::r:,.:;' 724 3, tall outlet tract bui;l'�:
:t:• c.:Y:;� :;rt::.:
SANITARY MANHO \ protect;
7F=7 \��6 .� 7*• !'f'lY base course for to sow
-, .••.•. 2.59 \ 8 \ .,i�,nve and b! der to site pa,
-':'•�_ ••' � anti-tracking apr and tam
FL'=61.50 ♦ �\ 15. 1' E�>oil anr'1 seed lawn ar as lxrar'.,
to :• '
.•v,•:. ` IG. Wn rase . estab7 ish :
:ti: \� ty_ 9 is eat
" \ r 7` Sn` ba ,grass
i_d., site stahi
• ::` `' may bt removed.,
` '���■ 7 8 l� 7 _ ... - / n,.•or our lnr .,s si ,wn nn i•r au::. iu:a
50'BV\wgCE _./ SANITARY MANHOLE /� 3. Construct haul r rad and 1.cm Drat
CO/NO ■ 76. TF=76.04 p y
114f 1k78.7 FL-59.80 excess soil nt •ast r•nd of site.
' 4. Clear and grub 1x
site. Stumps tr+ , cl
'- �-^�� + ■ ���' from site.
S. Strip topsoil at location of propos,
-12 - - ■ EXTEND 8" WATER MAIN. at east en.l .rf site as shown on Pla
TWIN.F2' RCP. 4 INSTALL 8'X6' TEE (M.J.), stockri Lc with sediment barrier.
fC=66.56 0lITLET� 6" GATE VALVE (M.J.) 5: Str.,p CoPsoil from area 'rf proposed
' FL- 6 S PR% (OPEN LEFT) ' tockpile near bui,Idinq ;as shown on
' ■ �' 1-liment barriers.
a•i 1 74.85.3 2' SERVICE TAP (BY M.D.C. ! 7--Construct haul-road...to taaiaai,wr.z, t
i_'wb•� a X72 -' r temporary crossing as shown o plan:
6'f�LC �i{_� /--�4 ----- n fence along haul road as shown.
Excavate new swalc north of existim;
�6"COIP W TE MAI \ �� / /' culverts detention
bsin. swale to i
6'x4'x6' PRECAST /' ellipticalOI
- at swale outlet to provipe sediment
ME PIT - - _ --.�2 10 fill at building O with excess mate,
• o �� \ ' l / 9•. excavate remaining soil from basin,
TWIN 42' RCP
e PROP�SE FLA46XEND � �\ � fill at site of buildingk F., r•', c, r
-`\ ,-FL- 66.97 N ; I:o be stockpi led at nortrr end of sit
/ y':. ::,• 'o `e 4 X43A \\\ \( FL- 66.94 S ' 1 „verall S i E plan. 1
` \ \ \ 10.211'ough grade cul-de-sac a{i•c!a, install
' :fi -'-•' o'a• \' / \ 'Place topsoil at detent'•on basin ar
•:xprt E :.,:.. �U I REMOVE EXIST.
1'-•.•. . II. .Install seed and pinntinj at detenti
CURB AS REOUIR D. ` \ lo,, 'landscape plan.
:�: ••''•:'• " 13 .t \ \ 12. 41-stall site utilities, Construct bu
ANTI- TRAC iNG AP�2 11. nr+tall outlet protectioh for storm
_ ...........
..,.::..:.I:-. .9 \\ �\ .14. l l,ly base course and bihder to sit,.
:...w .. . .... .-.•.• 72.4
� SANITARY MANHOL \\ tthmnve anti-trackinq aprpn and temp,
'i.: .'�-`•i,::•5 ''��'•"���i:::.'-.::::- 1.5. 1'' �^oil and seed lawn
1 �6
TF=72.59 � R `\ �t ar�as, establ
'`1ti%'•$.•:::5:•, :�"-'z;.::i �` \ iG. Wu ,ass is established and site
FL=61.50 \ F g`J k/S v - ba ,iers may be removed-,
71.9
/! j PCB 2
41
' 4r . V c
PCB 1
i 6 71.5 r
71.6
71.8 ,
' 7 71.7
PCB 2)172.1
op
: . ���• � PCB , , C
i 6 , 71.5 / \
lkllz
t \
71.8
x 7247
71.7
71.5, EXISTMG 20' CL&P EASEMENT
711
00
wit•
00 \
HAUL ROUTE
AZ
o 4f \ 1 TEMPORARY CRO
�70, C, Jp �4f �� \ \ \\ \\\\• /'' /, 2�' 18" RCP SWAL
\f4 SnN� �P \ \ �' �,�'♦ MIN. 2.0 COVEi
ow
i
i (203) 291-8755 PROJECT TITLE DRAWING TITLE
esign GOVERNORS ♦ !SEDIMENTATION -AND '
QnjT A ID W EROSION CONTROL PLAN
\=iear CI•rM
t V �
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prepared for
' CAPUANO DEVELOPERS
ROCKY HILL, CONNECTICUT
September 25, 1989
' GOVERNORS SQUARE BUSINESS CENTER 1
STORMWATER RUNOFF ANALYSIS
INTRODUCTION
The Governors Square Business Center project is on a 76.7 acre
rparcel of land in an industrial zone bounded by Governors Highway to the
north and Nutmeg Road South to the west. The first phase of the
development of this project consists of the construction of five
buildings with total floor area of 84,630 sq. ft. , extension of Capitol
Avenue by 310 ft. , and the construction of a detention basin. (see
' exhibit 2)
' EXISTING CONDITIONS
Existing stormwater runoff flows westerly off of the site through
' a Swale system to an existing detention basin located between Route 5
and Nutmeg Road South. Total drainage area to the basin is 91 .6 acres.
' The detention basin, hereafter referred as basin #1 , is owned and
' maintained by the Town of South Windsor. The outflow structure for
basin #1 consists of 2-15 , RCP with a headwall at flowline elevation
62.79. The overflow structure consists of a 40 foot wide grass spillway
at elevation 66.2. Located approximately 30 ft. west of the 2-15" RCP
1 is a 60" RCP which turns into a 2.75' wide x 2.9' high box culvert.
' Further to the west is a 60" RCP with wingwalls that carries runoff
under Route 5. On private land, approximately 350 ft. west of Route 5,
' there is a 24" CMP cross-culvert at the base of a high berm. Drainage
then flows into Newberry Brook and finally the Connecticut River . (see
' exhibits 1 & 3)
t
There are two sites that a been developed on Governors Square.
The first site is located adjacent to the proposed building '0' and the
' second site is located adjacent to the proposed buildings E, F, G, and H
(refer to exhibit 1 ) . At the time these buildings were constructed the
' GOVERNORS SQUARE BUSINESS CENTER 2
STORMWATER RUNOFF ANALYSIS
overall drainage scheme was determined by the construction of the Swale
' system.
PROPOSED DEVELOPMENT
' The proposed development consists of the construction of sites E,
F, G, H, and 0. (see exhibit 2) All runoff from this area will be to
' catch basins and storm sewer pipe within the area of development.
' Runoff will then flow via the existing swales to the proposed detention
basin #2. Outflow from basin #2 enters the existing basin #1 which
' outflows into the existing drainage system as described above.
DRAINAGE ANALYSIS
' The drainage analysis performed was done using the SCS TR-20
' Computer Program for Project Formulation Hydrology. Storm frequencies
analyzed are 2, 10, 50, and 100 year storms. A type III rain
' distribution was used in the analysis. Topography was taken from 100
scale South Windsor Topography maps and from field survey, CGS datum.
' Storage volume in the swale system was used for storage capacity
' of detention basin 4. From the analysis it was found that the water
elevation for the 100 year storm was 69.3' . The elevation of the swale
' bottom is approximately 68' and the swales are 4' deep.
The storm sewer system has been designed for a 10 year storm.
' Storms larger than a 10 year storm will cause some ponding in parking
' areas. Ponding in parking areas was not considered in the analysis,
thus causing the analysis to be conservative since some runoff would be
detained there for the larger storms.
In order to evaluate impacts of this development downstream the
principal design point is the 24" CMP culvert. This is the most
' restrictive point in the overall drainage system downstream of the site.
' GOVERNORS SQUARE BUSINESS CENTER 3
STORMWATER RUNOFF ANALYSIS
' The objective of this analysis is to provide a zero percent increase in
' the peak runoff rate at the 24" CMP culvert.
Past disturbance of the soil on this site has changed the soil
' properties. Consequently, the soil types as mapped in the Soil Survey
' for Hartford County handbook are no longer valid. Visual inspection of
the site and deep test holes were dug to determine the hydrologic soil
' group of the soils. Soil types were based on the following soil
characteristics as presented in Appendix A of the SCS TR-55.
' Hydrologic Soil Group Soil Textures
A sand, loamy sand, or sandy loam
' B silt loam or loam
' C sandy clay loam
D clay loam, silty clay loam, sandy
' clay, silty clay, or clay
Table 1 summarizes the results of the drainage analysis and shows
that a better than zero percent increase in runoff has been achieved for
i
' the proposed development
' LOCATION: Outflow from existing detention basin #1 .
Flowline = 62.79. Top of bank = 69.2
Description I Storm Frequency
1 2 10 50 100
existing outflow 12.4 ; 25.8 46. 54.3
' elevation 64.7 66.3 66.6 66.7
developed outflow 0. 6. 44.1
elevation 64.4 65.5 66.5 66.6
' % change in peak
outflow -16.9% :-36.0% -22.2% -18.8%
Y
' GOVERNORS SQUARE BUSINESS CENTER 4
STORMWATER RUNOFF ANALYSIS
' LOCATION: Outflow from proposed detention basin #2.
76" x 48" RCP culvert
' Flowline = 64.33. Top of bank = 71 .0
Description Storm Frequency
' 2 10 50 100
existing outflow 1`8
' elevation 65.2 66.1 66.4 66.6
developed outflow 14.9�) C333. 0.55\
elevation 66.3 68.2 69.4 69.5
' % change in peak
outflow -28.8'/. -49.7% -15.0'/, -13.1%
LOCATION: Outflow from existing detention basin #3.
Flowline = 54.5. Top of bank = 66.5
Description Storm Frequency
2 10 50 100
existing outflow 13.9 C . 44. 9.6
elevation 56.7 58.6 63.5 65.5
developed outflow 22. 35.4 41 .9
' elevation 56.5 57.9 60.7 62.6
% change in peak ------
outflow -13.7% -15. 1'1 -20.6•/ -15.5%
TABLE 1
' The following pages illustrate the preceding results graphically.
9
GOVERNORS SQUARE BUSINESS CENTER 5
STORMWATER RUNOFF ANALYSIS
' is DUE NT ION BRS I N 1
2 YEAR STORM
' !6
F id
1
0 12
w
' to
n 8
c 6
s $
2
8
8. 12.0 15.8 19.0 21.8 24.8 27. .H 33.8 36,8
Tint in Hours
' -e-Existing outflow --- Proposed outflow
27 DETENTION WIN 1
18 YERR STORM
E4
F 21
I
o 18
i5
i
' n 12
f
1 � s
1 �
8. .8 12.0 15.8 18.0 21.0 24.0 O .H 33.8 36.0
' Tire in Hours
-a-Existing outflow — Proposed outflow
1
GOVERNORS SQUARE BUSINESS CENTER 6
STORMWATER RUNOFF ANALYSIS
45 BETE R ION BRSIN 1
58 YEAR STORM
' 48
F 35
' 1
0 38
w
' 25
l
n 28
' c 15
f
s !8
i1 5
8
8. 9.8 12.8 15.8 18.8 21.8 24.8 27.8 38.0 33.8 36.8
Tim in Hours
' -a-Existing outf lEw Proposed outflow
54 DETENTION WIN 1
48 100 YEAR STORM
F 42
I
0 36
w
38
l
n 24
� 1e
f
s !2
s
a
8. 9.8 12.8 15.0 18.0 21.8 24.8 27.8 .8 33.8 36.8
Tine in Hours
-a-Existing outflow --- Proposed outf law
I ,
' GOVERNORS SQUARE BUSINESS CENTER 7
STORMWATER RUNOFF ANALYSIS
!8 DETENTION BASIN 2
2 YEAR STORM
' 16
F 14
' I
0 12
w
to
i
n 8
o fi
f
s 4
' 2
8. 12.8 15.8 18.8 21.8 24.8 27.8 .8 33.8 36.8
Tine in Hours
' -e--Existing outflow Proposed outflow
' 27 DE TENT ION BRS I H 2
24 18 YEAR STORM
F 21
I
o 18
w
15
1 -
' n 12
c s
f
s 6
3
' 8
8. 2.0 15.8 18.8 21.8 24.8 27.8 .8 33.8 36.8
' Tim in Nexus
-e-Existing outflow Proposed outflow
1
' GOVERNORS SQUARE BUSINESS CENTER g
STORMWATER RUNOFF ANALYSIS
r36 DETENTION M81H 2
58 YEAR STORM
' 3E
F 28
r '
0 24
20
1
n 16
' c 12
f
e
r4
1 8. 12.8 15.8 18.0 21.8 24.8 27.8 .8 33.8 36.8
Time in Hours
-t-Tsxisfirry oufflow PrWan d ouff law
' 36 DETENTION WIN 2
3E 58 YEAR STORM
' F 28
1
o 24
w
28
i
' n !6
c 12
1 f
S 8
4
d
lei. ir
12.8 15.8 18.8 8 N. 36.8
' Tim in Hours
�-Rxisfirxj outflow — Proposed ouff low
r
r
' GOVERNORS SQUARE BUSINESS CENTER q
STORMWATER RUNOFF ANALYSIS
' i B DE TENT ION BASIN 3
2 YERR STORM
F 14
l
v 12
w
' i@
n 9
' c B
f
s 4
2
8
e. 2.8 15.8 18.e 21.8 24.8 29.8 90.0 33.8 36.e
Tine in Hours
' -*-Existing outflow Proposed outflow
' 29 DETENTION BASIN 3
24 iH YERR STORM
' F 21
1
v 18
15
I -
n 12
c 9
f
' s s
3
8
8. .8 12.8 15.6 18.8 21.8 24.0 27.8 N.0 33.8 36.0
' Tine in Hours
-&-Existing outflow -r Proposed outflow
' GOVERNORS SQUARE BUSINESS CENTER 10
STORMWATER RUNOFF ANALYSIS
' 45 DETENTION BRSIH 3
58 YEAR STORM
48
I '
F 35
1
' 0 3H
w
25
1
n 20
' c 15
f
s fH
S
H
' 8. 9.8 12.8 15.8 18.8 21.8 24.8 27.8 .8 33.8 36.8
Tine in Hours
' -k-Exisfirx3 outflow y- Proposed ouff low
45 DETENTION BRSIH 3
' 48 188 YEAR SMR11
' F 35
1
0 38
w
1 25
n 28
' c 15
f
s iH
5 _
' H
8. 9.8 12.8 15.8 18.8 21.8 24.8 27.1898.8 33.8 36.8
' Tine in Houra
-e-Ex isf ing outf lum y-- Proposed autf low
The following schematic drawings represent the runoff analysis
performed. ,Refer to exhibits 1 & 2 for structure locations.
' GOVERNORS SQUARE BUSINESS CENTER 11
STORMWATER RUNOFF ANALYSIS
.0
err C3 z1
S� a Struct 4- — Existing 2-4-2" RCP at
entrance to bldg. 'N'
Struct 4
' Struct 2 — 76" x 48" RCP at
Struct 2 natK Nutmeg Road South
C)� Struct 1 — Existing Town detention
tK basin #1
' Struct 1 �°3a;1 Struct 3 Existing 24" CMP
�q.
' Struct 3 LEGEND
0.029 Drainage area—sq. mi.
' 60.0(1.01) Runoff Curve Number(Time of conc.)
ALTERNATE 1 - EXISTING RUNOFF CONDITIONS
' 0
O
Struct 1, 3, 4 — Some as alternate
O
Struct 4 '1 Struct 2 — Proposed detention basir
' 1)18" RCP
Struct 2 ��,, 2)14' wide rectangular wE
Struct 1 �g
' LEGEND
Struct 3 o.D29 Drainage area—sq. mi.
60.0(1.01) Runoff Curve Number(Time of conc.)
ALTERNATE 2 - PROPOSED DEVELOPMENT CONDITIONS
I
' 12
Overall Drainage Map
Basin #3
Drainage Area
x83
_ • •_ Gym
;° _ �'�•\ � �o qy � � _'� Basin #1
•`�= 'o t ��� _A Drainage Area
o
Lb
.� •� overnors Square
:�'• ��1 4 Business center
-17
1 , ._ �•
Scale: 1" = 2000 '
i
M
L
M
X I H
1.691
X
L't�9 6'69 b 99 W
� � 09
-r-I U)
M
t'zs +
6'89
9'69 X
s X Odra
91L t
X 89 O
69�
Sj 9'69 X�
J
ww w w w w w w ww ■w w■ w■ . ■w � w �■ w ■w w ■w
APPENDIX A
TR-20 LISTING AND INPUT DATA
9
i
LIST OF INPUT DATA FOR TR-20 HYDROLOGY******************
JOB TR-20 SUMMARY NOPLOTS
TITLE 001 CAPUANO RUNOFF ANALYSIS - GOVERNORS SQUARE, S. WINDSOR
TITLE SITES E, F, G, H, AND 0.
' 5 RAINFL 7 0.20
8 0.0 0.002 0.004 0.006 0.008
8 0.010 0.012 0.014 0.016 0.018
8 0.020 0.022 0.024 0.027 0.029
8 0.031 0.034 0.036 0.038 0.041
8 0.043 0.046 0.049 0.051 0.054
8 0.057 0.060 0.063 0.066 0.069
8 0.072 0.075 0.079 0.082 0.085
8 0.089 0.093 0.097 0.103 0.109
B 0. 115 0. 121 0. 127 0. 134 0. 140
8 0. 148 0. 155 0. 163 0.171 0.180
8 0.189 0. 199 0.210 0.222 0.235
8 0.250 0.266 0.287 0.312 0.363
8 0.500 0.638 0.689 0.714 0.734
8 0.751 0.766 0.779 0.790 0.801
B 0.811 0.821 0.829 0.838 0.845
8 0.853 0.860 0.867 0.874 0.880
8 0.886 0.892 0.898 0.903 0.908
8 0.911 0.915 0.919 0.922 0.925
8 0.929 0.932 0.935 0.938 0.941
' 8 0.944 0.946 0.949 0.952 0.955
8 0.957 0.960 0.962 0.965 0.967
8 0.969 0.972 0.974 0.976 0.978
' 8 0.981 0.983 0.985 0.987 0.989
8 0.991 0.993 0.995 0.997 0.999
8 1 .000 1 .000 1.000 1 .000 1 .000
9 ENDTBL
' 3 STRUCT 01
8 62.79 0.0 0.0
8 63.0 0.8 0.001
' 8 64.0 7.6 0. 16
8 65.0 14.2 0.97
8 66.0 18.8 2.64
8 66.2 19.6 3.05
8 66.3 24. 1 3.26
8 66.5 38.6 3.70
8 66.8 61 .6 4.39
' 8 67.0 67.4 4.87
8 68.0 77.0 7.48
9 ENDTBL
' 3 STRUCT 02
8 64.33 0.0 0.0
8 65.0 8.4 0.004
' 8 66.0 27.B 0.027
8 67.0 62.0 0.127
8 68.0 101.6 0.361
8 69.0 140.4 0.738
' 8 70.0 181 .6 1.268
9 ENDTBL
3 STRUCT 03
8 54.5 0.0 0.0
8 56.0 8.5 0.04
8 58.0 23.5 0.26
2
' B 62.0 40.0 1.42
8 64.0 46.0 2.49
8 66.0 51 .0 3.94
8 66.2 52.0 4.03
8 66.5 69.3 4.36
9 ENDTBL
' 3 STRUCT 04
8 67.0 0.0 0.0
B 68.0 27.8 0.418
B 69.0 42.0 2.505
8 70.0 88.0 7.096
9 ENDTBL
' 6 RUNOFF 1 04 5 0.099 66.0 1 .51
6 RESVOR 2 04 5 6
6 RUNOFF 1 02 7 0.010 63.0 0.36
6 ADDHYD 4 02 6 7 5
6 RESVOR 2 02 5 6
6 RUNOFF 1 01 7 0.034 74.0 0.56
6 ADDHYD 4 01 6 7 5
' 6 RESVOR 2 01 5 7
6 RUNOFF 1 03 5 0.029 60.0 1 .01
6 ADDHYD 4 03 7 5 6
' 6 RESVOR 2 03 6 7
ENDATA
7 INCREM 6 0. 1
7 COMPUT 7 04 03 3.2 1 .0 7 2 01 02
' ENDCMP 1
7 COMPUT 7 04 03 4.7 1 .0 7 2 01 10
ENDCMP 1
7 COMPUT 7 04 03 6.2 1 .0 7 2 01 50
ENDCMP 1
7 COMPUT 7 04 03 6.9 1 .0 7 2 01 99
ENDCMP 1
3 STRUCT 02
8 64.33 0.0 0.0
8 65.0 1 .7 0.045
' 8 66.0 7. 1 0.714
8 67.0 11 .2 2.017
8 68.0 14.5 3.457
8 69.0 17.0 4.971
8 70.0 63.2 6.558
9 ENDTBL
3 STRUCT 04
B 67.0 0.0 0.0
8 68.0 27.8 0.418
8 69.0 37.6 2.505
' 8 69.3 45.0 3.620
8 70.0 80.0 7.096
9 ENDTBL
' 7 ALTER 3
6 RUNOFF 1 04 5 0.099 69.0 1 .51
7 ALTER 3
6 RUNOFF 1 02 7 0.010 78.0 0. 14
' 7 LIST
7 INCREM 6 0. 1
7 COMPUT 7 04 03 3.2 1 .0 7 2 02 02
ENDCMP 1 "
' 7 COMPUT 7 04 03 4.7 1 .0 7 2 02 10
ENDCMP 1
7 COMPUT 7 04 03 6.2 1 .0
3
' ENDCMP 1
7 COMPUT 7 04 03 6.9 1 .0 7 2 02 99
ENDCMP 1
ENDJOB 2
****** * * *** * * **END OF 80-80 LIST* * * ** * * ** * **
STANDARD CONTROL INSTRUCTIONS
6 RUNOFF 1 4 5 .0990 69.0000 1 .51000 0 0 0 0 1
6 RESVOR 2 4 5 6 .0000 0 0 0 0 0 1
' 6 RUNOFF 1 2 7 .0100 78.0000 . 14000 0 0 0 0 1
6 ADDHYD 4 2675 00000 1
6 RESVOR 2 2 5 6 .0000 0 0 0 0 1 1
' 6 RUNOFF 1 1 7 .0340 74.0000 .56000 0 0 0 0 1
6 ADDHYD 4 1 675 00000 1
6 RESVOR 2 1 5 7 .0000 0 0 0 0 1 1
' 6 RUNOFF 1 3 5 .0290 60.0000 1.01000 0 0 0 0 1
6 ADDHYD 4 3756 000001
6 RESVOR 2 3 6 7 .0000 0 0 0 0 1 1
' ENDATA
' 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 i COND INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME RATE RATE
(S9 MI) (HR) (HR) (IN) (HR) (IN) (FT) (HR) (CFS) (CSM)
ALTERNATE 1 STORM 2 STRUCTURE 4 RUNOFF .10 7 2 .10 .0 3.20 24.00 .64 ---
13.24 11.76 118.8
STRUCTURE 4 RESVOR .10 7 2 .10 .0 3.20 24.00 .64 67.41 13.44 11.34 114.5
' STRUCTURE 2 RUNOFF .01 7 2 .10 .0 3.20 24.00 .52 --- 12.38 1.94 194.0
STRUCTURE 2 ADDHYD .11 7 2 .10 .0 3.20 24.00 .63 65.18 13.43 11.82 108.4
STRUCTURE 2 RESVOR .11 7 2 .10 .0 3.20 24.00 .63 65.18 13.44 11.81 108.4
STRUCTURE. 1 RUNOFF .03 7 2 .10 .0 3.20 24.00 1.04 --- 12.44 13.55 398.4
STRUCTURE 1 ADDHYD .14 7 2 .10 .0 3.20 24.00 .73 65.66 12.50 17.25 120.7
STRUCTURE' 1 RESVOR .14 7 2 .10 .0 3.20 24.00 .73 64.72 13.92 12.38 96.6
STRUCTURE 3 RUNOFF .03 7 2 .10 .0 3.20 24.00 .41 --- 12.93 2.28 78.7
STRUCTURE 3 ADDHYD .17 7 2 .10 .0 3.20 24.00 .67 56.69 13.74 13.70 77.6
' STRUCTURE 3 RESVOR .17 7 2 .10 .0 3.20 24.00 .67 56.69 13.92 13.64 79.3
1
' 4
SUMMARY TABLE 1 - SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED
(A STAR(fl 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 PATE
(99 MI) (HR) (HR) (IN) (HRI (IN) (FT) (HR) (CFS) (CSM)
ALTERNATE i STORM 10
' STRUCTURE 4 RUNOFF .10 7 2 .10 .0 4.70 24.00 1.53 --- 13.14 32.17 325.0
STRUCTURE 4 RESVOR .10 7 2 .10 .0 4.70 24.00 1.53 68.05 13.49 28.53 288.2
STRUCTURE 2 RUNOFF .01 7 2 .10 .0 4.70 24.00 1.32 --- 12.33 5.96 595.6
STRUCTURE 2 ADDHYD .11 7 2 .10 .0 4.70 24.00 1.51 66.05 13.41 29.61 271.7
' STRUCTURE 2 RESVOR .11 7 2 .10 .0 4.70 24.00 1.51 66.05 13.44 29.61 271.7
STRUCTURE 1 RUNOFF .03 7 2 .10 .0 4.70 24.00 2.13 --- 12.42 28.96 851.0
STRUCTURE 1 ADDHYD .14 7 2 .10 .0 4.70 24.00 1.65 66.55 12.49 42.07 294.2
STRUCTURE 1 RESVOR .14 7 2 .10 .0 4.70 24.00 1.65 66.32 14.16 25.77 180.2
STRUCTURE 3 RUNOFF .03 7 2 .10 .0 4.70 24.00 1.13 --- 12.80 B.37 288.8
' STRUCTURE 3 ADDHYD .17 7 2 .10 .0 4.70 24.00 1.57 59.09 14.13 28.67 166.7
STRUCTURE 3 RESVOR .17 7 2 .10 .0 4.70 24.00 1.57 58.63 14.48 26.51 154.1
' ALTERNATE 1 STORM 50 STRUCTURE 4 RUNOFF .10 7 2 .10 .0 6.20 24.00 2.59 ---
13.10 57.00 575.8
STRUCTURE 4 RESVOR .10 7 2 .10 .0 6.20 24.00 2.59 68.75 13.79 38.41 387.9
' STRUCTURE 2 RUNOFF .01 7 2 .10 .0 6.20 24.00 2.32 --- 12.31 10.88 1087.6
STRUCTURE 2 ADDHYD .11 7 2 .10 .0 6.20 24.00 2.56 66.35 13.76 39.85 365.6
STRUCTURE 2 RESVOR .11 7 2 .10 .0 6.20 24.00 2.56 66.35 13.BO 39.84 365.5
' STRUCTURE 1 RUNOFF .03 7 2 .10 .0 6.20 24.00 3.35 --- 12.41 45.79 1352.6
STRUCTURE i ADDHYD .14 7 2 .10 .0 6.20 24.00 2.75 67.50 12.47 72.16 504.6
STRUCTURE 1 RESVOR .14 7 2 .10 .0 6.20 24.00 2.75 66_60 13.87 46.49 325.1
STRUCTURE 3 RUNOFF .03 7 2 .10 .0 6.20 24.00 2.05 12.76 16.55 570.8
STRUCTURE 3 ADDHYD .17 7 2 .10 .0 6.20 24.00 2.63 66.23 13.42 53.80 312.8
' STRUCTURE 3 RESVOR .17 7 2 .10 .0 6.20 24.00 2.63 63.52 14.91 44.55 259.0
ALTERNATE 1 STORM 99
STRUCTURE 4 RUNOFF .10 7 2 .10 .0 6.90 24.00 3.13 --- 13.07 69.50 702.0
' STRUCTURE 4 RESVOR .10 7 2 .10 .0 6.90 24.00 3.13 69.06 13.02 44.90 453.6
STRUCTURE 2 RUNOFF .01 7 2 .10 .0 6.90 24.00 2.82 --- 12.31 13.37 1336.9
STRUCTURE 2 ADDHYD .11 7 2 .10 .0 6.90 24.00 3.10 66.55 13.81 46.59 427.4
STRUCTURE 2 RESVOR .11 7 2 .10 .0 6.90 24.00 3.10 66.55 13.04 46.57 427.3
STRUCTURE 1 RUNOFF .03 7 2 .10 .0 6.90 24.00 3.95 --- 12.41 54.23 1594.9
' STRUCTURE 1 ADDHYD .14 7 2 .10 .0 6.90 24.00 3.30 69.03 12.47 B6.89 607.7
STRUCTURE 1 RESVOR .14 7 2 .10 .0 6.90 24.00 3.30 66.71 13.85 54.34 380.0
STRUCTURE 3 RUNOFF .03 7 2 .10 .0 6.90 24.00 2.53 --- 12.75 20.83 718.2
STRUCTURE 3 ADDHYD .17 7 2 .10 .0 6.90 24.00 3.17 66.48 13.04 67.91 394.8
STRUCTURE 3 RESVOR .17 7 2 .10 .0 6.90 24.00 3.17 65.45 15.09 49.63 288.6
Y
5
' SUMMARY TABLE 1 - SELECT
ED RESULTS OF STANDARD AND Ef(fCUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED
' (A STAR(*) AFTER THE PEAK DISCHARGE TIME AND RATE (CF5) 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 (1 COND INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME RATE RATE
(So MI) (HR) (HR) (IN) (HR) (IN) (FT) (HR) (CFS) (CSM)
ALTERNATE 2 STORM 2
' STRUCTURE 4 RUNOFF ,10 7 2 .10 .0 3.20 24.00 .78 --- 13.20 15.23 153.8
STRUCTURE 4 RESVOR .10 7 2 .10 .0 3.20 24.00 .78 67.53 13.39 14.65 148.0
STRUCTURE 2 RUNOFF .01 7 2 .10 .0 3.20 24.00 1.27 --- 12.1E 7.34 734.1
' STRUCTURE 2 ADDHYD .11 7 2 .10 .0 3.20 24.00 .82 68.42 13.37 15.54 142.6
STRUCTURE 2 RESVOR .11 7 2 .10 .0 3.20 24.00 .82 66.32 14.60 8.42 77.3
' STRUCTURE 1 RUNOFF .03 7 2 .10 .0 3.20 24.00 1.04 --- 12.44 13.55 398.4
STRUCTURE 1 ADDHYD .14 7 2 .10 .0 3.20 24.00 .07 65.50 12.45 16.51 115.5
STRUCTURE 1 RESVOR .14 7 2 .10 .0 3.20 24.00 .89 64.40 14.67 10.27 71.8
STRUCTURE 3 RUNOFF .03 7 2 .10 ,0 3.20 24.00 .41 --- 12.93 2.28 79.7
' STRUCTURE 3 ADDHYD .17 7 2 .10 .0 3.20 24.00 ,BO 56.49 12.99 12.14 70.6
STRUCTURE 3 RESVOR .17 7 2 .10 .0 3.20 24.00 .00 56.46 13.23 11.95 69.5
' ALTERNATE 2 STORM 10
STRUCTURE 4 RUNOFF .10 7 2 .10 .0 4.70 24.00 1.74 --- 13.12 37.66 380.4
' STRUCTURE 4 RESVOR .10 7 2 .10 .0 4.70 24.00 1.74 68_19 13.62 29.69 299.9
STRUCTURE 2 RUNOFF .01 7 2 .10 .0 4.70 24.00 2.45 12.17 14.07 1407.3
STRUCTURE 2 ADDHYD .11 7 2 .10 .0 4.70 24.00 1.81 69.30 13.50 31.02 284.6
STRUCTURE 2 RESVOR .11 7 2 .10 .0 4.70 24.00 1.81 68.15 14.95 14.B7 136.4
' STRUCTURE 1 RUNOFF .03 7 2 .10 .0 4.70 24.00 2.13 --- 12.42 28.96 B51.8
STRUCTURE 1 ADDHYD .14 7 2 .10 .0 4.70 24.00 1.B8 66.45 12.44 35.19 246.1
' STRUCTURE 1 RESVOR .14 7 2 .10 .0 4.70 24.00 1.88 65.50 16.28 16.49 115.3
STRUCTURE 3 RUNOFF .03 7 2 .10 .0 4.70 24.00 1.13 12.80 8.37 288.8
STRUCTURE 3 ADDHYD .17 7 2 .10 .0 4.70 24.00 1.76 57.97 12.95 23.30 135.5
STRUCTURE 3 RESVOR .17 7 2 .10 10 4.70 24.00 1.76 57.87 13.07 22.54 131.1
ALTERNATE 2 STORM 50
STRUCTURE 4 RUNOFF .10 7 2 .10 .0 6.20 24.00 2.87 --- 13.09 63.94 645.8
' STRUCTURE 4 RESVOR .10 7 2 .10 .0 6.20 24.00 2.97 69_04 13.90 38.69 390.7
STRUCTURE 2 RUNOFF .01 7 2 .10 .0 6.20 24.00 3.75 12.17 21.10 2118.1
STRUCTURE 2 ADDHYD .11 7 2 .10 .0 6.20 24.00 2.95 69.51 13.95 40.50 371.5
' STRUCTURE 2 RESVOR .11 7 2 .10 .0 6.20 24.00 2.95 69.36 15.29 33.52 307.5
STRUCTURE 1 RUNOFF .03 7 2 .10 .0 6.20 24.00 3.35 --- 12.41 45.99 1352.6
' STRUCTURE I ADDHYD .14 7 2 .10 .0 6.20 24.00 3.05 66.71 12.42 54.61 301.9
STRUCTURE i RESVOR .14 7 2 .10 .0 6.20 24.00 3.05 66.47 15.76 36.16 252.9
STRUCTURE 3 RUNOFF .03 7 2 .10 .0 6.20 24.00 2.05 --- 12.76 16.55 570.8
STRUCTURE 3 ADDHYD .17 7 2 .10 .0 6.20 24.00 2.88 61.67 15.72 38.84 225.8
' STRUCTURE 3 RESVOR .17 7 2 ,)0 .0 6.20 24.00 2.88 60.68 16.34 35.39 205.8
6
SUMMARY TABLE i - SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED
' (A STARf*) AFTER THE PEAK DISCHARGE TIME AND RATE (CFS) VALUES INDICATES A FLAT TOP HYDROGRAPH
A AUESTION MARK(?) INDICATES A HYDROGRAPH WITH PEAK AS LAST POINT.1
SECTION/ STANDARD RAIN ANTEC MAIN PRECIPITATION PEAK DISCHARGE
' STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME ------------------------- RUNOFF --------------------------------------
ID OPERATION AREA I COND INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME RATE RATE
(SB MI) (HR) (HR) (IN) (HR) (IN) (FT) (HR) (CFS) (CSM)
ALTERNATE 2 STORM 99 STRUCTURE 4 RUNOFF .10 7 2 .10 .0 6.90 24.00 3.43 ---
13.OB 76.97 777.5
STRUCTURE 4 RESVOR .10 7 2 .10 .0 6.90 24.00 3.43 69.30 13.92 44.94 454.0
STRUCTURE 2 RUNOFF .01 7 2 .10 .0 6.90 24.00 4.38 --- 12.17 24.55 2455.0
' STRUCTURE 2 ADDHYD .11 7 2 .10 .0 6.90 24.00 3.52 69.65 13.08 46.97 430.9
STRUCTURE 2 RESVOR .11 7 2 .10 .0 6.90 24.00 3.52 69.51 14.92 40.52 371.7
' STRUCTURE 1 RUNOFF .03 7 2 .10 .0 6.90 24.00 3.95 --- 12.41 54.23 1594.9
STRUCTURE i ADDHYD .14 7 2 .10 .0 6.90 24.00 3.62 66,B8 12.42 63.93 447.1
STRUCTURE 1 RESVOR .14 7 2 .10 .0 6.90 24.00 3.62 66.57 15.33 44.07 309.2
' STRUCTURE 3 RUNOFF .03 7 2 .10 .0 6,90 24.00 2.53 --- 12.75 20.93 718.2
STRUCTURE 3 ADDHYD .17 7 2 .10 .0 6.90 24.00 3.44 64.64 15.27 47.60 276.7
STRUCTURE 3 RESVOR .17 7 2 .10 .0 6.90 24.00 3.44 62.64 16.39 41.91 243.6
SUMMARY TABLE 3 - DISCHARGE (CFS) AT XSECTIONS AND STRUCTURES FOR ALL STORMS AND ALTERNATES
' XSECTION/ DRAINAGE
STRUCTURE AREA STORM NUMBERS..........
ID (SA MI! 2 10 50 99
' STRUCTURE 4 .10
ALTERNATE 1 11.34 29.53 39.41 44.90
' ALTERNATE 2 14.65 29.69 39.68 44.94
STRUCTURE 3 .17
ALTERNATE 1 13.64 26.51 44.55 49.63
' ALTERNATE 2 11.95 22.54 35.39 41.91
STRUCTURE 2 .11
ALTERNATE 1 11.B1 29.61 39.B4 46.57
ALTERNATE 2 8.42 14.87 33.52 40.52
' STRUCTURE 1 .14
ALTERNATE 1 12.38 25.77 46.49 54.34
ALTERNATE 2 10.27 16.49 36.16 44.07
END OF 1 JOBS IN THIS RUN
' APPENDIX B
CALCULATIONS
I
1
DETENTION BASIN 1
STAGE-STORAGE CALCULATIONS BY AVERAGE END AREA
' Elev. Area Height Volume Sum volume
ft. ft2 ft. ft3 ft3 Ac. ft.
62.79 0.0 0.0 0.0 0.0
0.21
63.0 38.0 4 4 0.0001
' 1 .0
64.0 13,830 6,934 6,938 0.16
1.0
65.0 56,970 35,400 42,338 0.97
1 .0
66.0 87,950 72,460 114,798 2.64
0.2
' 66.2 91 ,740 17,969 132,767 3.05
0. 1
66.3 93,635 9,269 142,036 3.26
' 0.2
66.5 97,425 19, 106 161 , 142 3.70
0.3
66.8 103, 110 30,080 191,222 4.39
' 67.0 106,900 0.2 21 ,001 212,223 4.87
1 .0
' 68.0 120,000 113,450 325,673 7.48
STAGE-DISCHARGE CALCULATIONS
' Basin 1 structures
1) 2 - 15" RCP with headwall , flowline = 62.79
' 2) Emergency spillway, 40 ft. wide, elev. = 66.2
or 3) 2.75' W. x 2.90' H. box culvert, flowline = 61 .47
whichever is less between 2 and 3.
' 2 - 15" RCP
Elev. Headl Inlet Outlet Head2 Outlet2 Head3 Outlet3 Total
ft. ft. Control Control ft. cfs ft. cfs IL_c!!
' 62.79 0.0 0.0 - - - - - 0.0
63.0 0.21 0.8 - - - - - 0.8
64.0 1.21 7.6 _ _ _ _ _ 7.6
65.0 2.21 14.2 14.2
66.0 3.21 - 18.8 - - - - 18.8
' 66.2 3.41 - 19.6 0.0 0.0 _ _ 19.6
66.3 3.51 20.0 0.1 4. 1 24. 1
66.5 3.71 - 17.2 0.3 21 .4 - - 38.6
66.8 4.01 - 0.0 0.6 61.6 - - 61 .6
68.0 5.21 - - 11 .8 - 6.5 77.0 77.0
' 2
' Formulas used for spillway discharge:
Q = 3.2 x W x H1 .5 + 2.558 x H2.5 x TAN(A)
WHERE: W = width of spillway = 40 ft.
' H = head
A = angle of sides from vertical = 71.5
Discharge calculations:
Water elevation (WE)= 63.0'
' QRCP = 0.8 cfs ( inlet control nomograph - estimated)
Headwater depth a box culvert (HW) = < 1 .0'
Elevation difference between 2-15" RCP outlet and box
inlet = 62.50' - 61 .47' = 1 .03'
Tail water depth (TW) = HW 1.03' _ < 0.0'
*Twin 15" RCP flows under inlet control
' WE = 64.0'
QRCP = 7.6 cfs ( inlet control )
HW = 1.04'
' TW = 1 .04' - 1.03' = 0.01 '
*Twin 15" RCP flows under inlet control .
WE = 65.0'
QRCP = 14.2 cfs (inlet control )
HW = 1 .6'
TW = 1 .6' - 1 .03' = 0.6'
' From culvert computations, H = 1 .34'
Q = 7.2 cfs x 2 = 14.4 cfs (outlet control nomograph)
*Twin 15" RCP flows under inlet control
WE = 66.0'
QRCP = 19.0 cfs (inlet control )
HW = 1 .94'
' TW = 1 .94' - 1 .03' = 0.91 '
From culvert computations, H = 2.26'
Q = 9.4 cfs x 2 = 18.8 cfs (outlet control nomograph)
HW = 1 .94'
*Twin 15" RCP flows under outlet control
' WE = 66.2'QRCP = 20.0 cfs ( inlet control )
HW = 2.00'
TW = 2.00' - 1 .03' = 0.97'
' From culvert computations, H = 2.44'
Q = 9.8 cfs x 2 = 19.6 cfs (outlet control nomograph)
HW = 2.00'
' *Twin 15" RCP flows under outlet control
3
' WE = 66.3'
QRCP = 20.2 cfs ( inlet control )
' QSPILL = 128 x 0.11 .5 + 7.674 x 0. 12.5 = 4.1 cfs
Q = 20.2 cfs + 4. 1 cfs = 24.3 cfs
HW = 2.26'
TW = 2.26' - 1 .03' = 1 .23'
From culvert computations, H = 2.54'
Q = 10.0cfs x 2 = 20.0cfs
HW = 2.26'
*Twin 15" RCP flows under outlet control
WE = 66.5'
QRCP = 21.0 cfs ( inlet control )
' QSPILL = 128 x 0.31.5 + 7.674 x 0.32.5 = 21 .4 cfs
Q = 21 .0 cfs + 21 .4 cfs = 42.4 cfs
HW = 3.19'
' TW = 3. 19' - 1.03' = 2. 16'
From culvert computations, H = 1 .83'
Q = 8.5 cfs x 2 = 17.0
' HW = 3. 13'
TW = 3. 13' - 1.03' = 2. 10'
From culvert computations, H = 1.89'
Q = 8.6cfs x 2 = 17.2cfs
' HW = 3.13'
*Twin 15" RCP flows under outlet control
WE = 67.0'
QRCP = 22.0 cfs ( inlet control )
QSPILL = 128 x 0.81 .5 + 7.674 x 0.82.5 = 96.0 cfs
Q = 22.0 cfs + 96.0 cfs = 118.0 cfs
' HW = 12.8' or elev. = 61 .47 + 12.8' = 74.27'
74.27' > WE = 67.0 so box culvert
controls outflow
' Find elevation at which WE = elevation of head water.
try WE = 66.8'
QRCP = 0.0 cfs (submerged)
QSPILL = 128 x 0.61 .5 + 7.674 x 0.62.5
= 61 .6 cfs
HW = 4.96' or elevation = 66.4' OK
WE 67.0_
HW/D = 1 .91
QBOX = 67.4 cfs
' WE 68.0'
HW/D = 2.25
QBOX = 77.0 cfs
r �-- rr r■ r� r rr rr • ■r � rr rr rl rr rr �r rr __fir r�
PROJECT: g f}51 A/ 1 PREPARED BY:- fl A-
TOWN • '" W"^dam" CULVERT COMPUTATIONS CHECKED BY:
ROUTE
DATE:
HYDROLOGIC AND CHANNEL INFORMATION SKETCH
o"A�'uv.1 j;�pY-\ 2-/5/� EL. STATION:
AHWj w j
TWI =__ E ? 79 go= o.vo6 TW
CZ TW2= L:Al EL 'S
0� =DESIGN DISCHARGE,FREO.- -YR. MEAN STREAM VELOCITY=_`
C2=CHE.KftfHA-"E.FRCQm YlL MAX. STREAM VELOCITY=_
HEADWATER COMPUTATION
CULVERT z
DESCRIPTION 0 Sn INLETCONT. OUTLET CONTROL HW=H+ho-LSD ~�
to COST COMMENTS
(ENTRANC[ TYPE) G C TW
• HW K H � d +D hc HW �>
WE=65•p -7• l IS" 0•5 l.34 /,as l./5 O.6 /.IS �.Z G�c7,Z c�,c,
wF- 6d• 0 9.5 15`' O'S z•Z6 !.Z J.Z3 0•9/ /123 311-
0.= 9•`3- c
Z,Z6 •Z3 3•Z q
1Z8
tNt 1 66Z /a.o ls'' a,5 z.4i
. o.ryi l,zg 3.9-• Q� q,? �5
° 'S Z 44 1'zs /,zS I o•ql !,2,5 3•g- 4, 9,g
W�= 6�•3 !d,/ o,5 7• ).2S• /.Z-s /.Z3 /,2 j 3. 0, Io.o c
SUMMARY Ik RECOMMENDATIONS:
-n
PROJECT:Covers J3j�S/N / PREPARED BY:--
TOWN CULVERT COMPUTATIONS CHECKED BY:
ROUTE:---
DATE:--
HYDROLOGIC AND CHANNEL INFORMATION SKETCH
EL STATION:
AHW=
QI a TV, :_ E
TW2=_ L= EL
DESIGN DISCHARGE,FREA. YR. MEAN STREAM VELOCITY s__
Q2-CHF. K H FIL MAX. STREAM VELOCITY=�
CULVERT
HEADWATER COMPUTATION =
_
DESCRIPTION 0 gM INLET CONT. OUTLET CONTROL HW=H+h LS ~
o- o 9 _ -' COST COMMENTS
(ENTRANCZ TYPE) HW Ke H • do +D TW ho HW o
WC= /O.b IS" o'S Z.S /.25 1•Z5 ),23 1-25 3.5
vu� - 66 5 Jo5 !S" 0�5 /• 83 13 J•Z8 Z,it Z, 6 3.7 4=8, 5 c�
O,5 b99 /,/S I.Z
. Z.ID Z./o 3� 4=9.:6
SUMMARY Ek RECOMMENDATIONS:
6
• Ltd
Basin #1
2-15" RCP w/Headwall
flowline = 62. 79 '
180 10,000 CHART 2 _.
168 8,000 EXAMPLE (2) (3)
156 6 000 0•t2 Inches (3.3 r•eq 6. 6.
' 0.120 cfs
144 5,000 5.
4,000 �* Nw 6 5.
132 o felt
• 120 3 4.000 (l) 2.5 e.e 5'. 4.
2,000 (2) 2.1 7.4
' 108 (3) 2.2 7.7 4. 3.
"o In r•.t 3•
96 1.000 3'
' 800
600 // 2' -2.-
-
500 /
' t2 400 / 2.
N ;
v300 j/ 1.5 1.5
' Z N
Z 60 IL 200 1.5
z / W.
c 54 / a
� v
i W 48 /W I00 Z
// Q: 80 =
Q
U /2 v 60 W I.0 1.0
' o 0 5o HW SCALE ENTRANCE I.0
It 40 0 TYPE Ir
W W .9
' W 36 30 (1) Square edge 'filth
3 .9 .9
w hoodwall O
Q 33 euTI.ET rr-x- . C
20 V .. Groove end ' Q
ILI
30 FL(3)
= .8 .8
(3) 0 ve endue SECTION .8
27 projecting
1
' 24 8 .7 .7'
To use scale (2)or (3)project
2 1 5 horizontally to scale (i),then
4 use straight Inclined line through
.' 0 and 0 scales,or reverse as .6
illustrated, .6 .6
Q=3 .8
15
'S .5
12
HEADWATER DEPTH FOR
F HEADWATER SCALES 283 CONCRETE PIPE CULVERTS
BUREAU OF PUBLIC ROADS JAN.Igfl! REVISED MAY1964 WITH INLET CONTROL
5-22
(
7
Basin #1
Headwater depths for basin elevations
r 2. 75 ' wide x 2.9 ' high box culvert
CHART 1
12
' 11 soo (1) (2) (3)
500
10 EXAMPLE e 9 10
400 Wet' Box 0+75coo' —. 8 0/B 15cfs/ff. - 7 — 8
9 300 inlet 0 fee mw 6
eel D 6 7
.
5 6
f3 f 11 1.75 3.5 5
' 200 (2) t. .e - q- - 5
(3) 2.05 05 4.1 1 4
7 4
3
' 3
6 O 100 3
O
U. 80
or 1� 2— --
W 3 2
5 a - 60 = - 2
-
�- 50
' W 2 40 / - --
� = 1.5 1.5
m
W.
z a O\ 30
o = i, 1n
x � �
C 20/ or
m 3 F - 1.0
3 9 I.O I:0
_ •'W Angle of i _
O _ wingwoll ~
Q 10 Flors —► W 8 9 9
W O
t� g 66,3 Iz
' w
'�- C3 6 66.Z 3 'e o�78
o
O HW SCALE WI W p,69
' 2 a 4 FLARE ��,(>
or (1) t�s�0 0' to 75'
- 3 -- ---
(2) 90•on
' (3) 0*(ON lens.ons �r56
2 of sides)
To use stole (2)or( ,then II — - _-- -
horitonlelly to scale(1► then
use straight inclined line through .4
I 0 and 0 scales,or reverse as
illuslrofed.
' - .8 .4 4
- .6 -
1 •5 .30 .35 .35
' HEADWATER DEPTH
FOR BOX CULVERTS
BUREAU OF PUBLIC ROADS JAN 1963 WITH INLET CONTROL
5-21
8.
Basin #1
• Flow calculations for 2-25" RCP
under outlet control
CHART 9
2000
Slope so—
T .4
10 0 0 i = SUBMERGED OUTLET CULVERT FLOWING FULL
J HW.No IhO-LSo .5
Boo 120 For outlet crown not Submerged, Compute HW by 6
molhods described in IM design procedure
600 -108
.8 -
500 96
�.09n 1.0
400 84
300
72
66
' 60 t%- OO Fyc w
rn r tL
9
cw7 54 O J H=Z.`rA-
' 100 z ....-42
- FA Q
W 10 W 4
80 = x
' O
z o 36 a° 5
tn 60
W 3 35 0 00 too
6
� ►- a
t w 30
-40 a 50° f 8
0 27 i we
e O
30 0 - 10
24
20 21
8 20
15
5 12
5
4
1
HEAD FOR
CONCRETE PIPE CULVERTS
' FLOWING FULL
BUREAU OF PUBLIC ROADS JAN 1963 n = 0.0 1" 1
' S-32
1
9
Basin #1
Flow rate calculations for
2 . 75 ' wide x 2. 9 ' high
box culvert
CHART 1
12
11 600
500
10 EXAMPLE 8 9 10
400 We 2' Doe 0 r 75 crs _ 7 _ 8
0/9 a 1505/fl. 7 — 6 -
9 300 Inlet !LW HIN
o her 6 6 7
5 6 (I) 1.75 3.5 6
5
200 (2) 1.90 3.8 4 5
(3) 2.05 4.1 4
3
3
6 p 100 3
O
I.S.
80 2 _
W 2�
0 60 = - - 2
In
F v 50
1,5
40
i
UL GO / = 1.5
Z 4 Q�� LL
O
I, Ox O 20/
m 3 1- 1.0
W 0. Z
O 9 -- --1.0 1.0
W Angle of
0 Winawoll ~
W 0: 10 Flare —► WCL .9 9
= Q O 8
z
' L 6 N W W
Q
LL 6 3
_ O _ 5 O
o HW SCALE WINGWALL w 7 T
2 a 4 D FLARE _ .6
Cr
(1) 30•to Tr
- 3 -- --
(2) 90'and 15•
1 131 O'(go lensrons ,5
2 of sides.)
' To use scale (2)or(31 Project -
horlsonlally to scale Ill,then
use Of aighl inclined line through .4
1 D and 0 scales,or reverse as
Illustrated.
8 .4 - 4
.6 —-
1 •5 L .30 .35 .35
' HEADWATER DEPTH
FOR BOX CULVERTS
BUREAU OF PVOIIG ROADS JAN 1963 WITH INLET CONTROL
5-21
9
1
' 10
' TR-55 CURVE NUMBER COMPUTATION VERSION 1101
Project : GOVERNORS SQUARE User: DA Date: 10-13-89
County : HARTFORD State: CT Checked: Date:
Subtitle: Sites E, F, G, H, and 0
Subarea : 1
-------------------------------------------------------------------------------
' Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
-------------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab. )
Open space (Lawns,parks etc. )
Good condition; grass cover > 75% - 8.1 (61 ) - -
Impervious Areas
Paved parking lots, roofs, driveways 6.7(98) - - -
OTHER AGRICULTURAL LANDS
Brush - brush, weed, grass mix fair - 2.0(56) 1.8(70) 1 .8(77)
Woods good - 1.0(55) 0.2(70) -
Total Area (by Hydrologic Soil Group) 6.7 11 . 1 ---2 -1.8
-------------------------------------------------------------------------------
SUBAREA: 1______TOTAL_DRAINAGE AREA: 21 .6 Acres WEIGHTEDCURVENUMBER_ --74
--------- --------------------------
----- - -
' TR-55 Tc and Tt THRU SUBAREA COMPUTATION VERSION 1. 11
Project : GOVERNORS SQUARE User: DA Date: 10-13-89
County : HARTFORD State: CT Checked: Date:
Subtitle: Sites E, F, G, H, and 0
-------------------------------- Subarea #1 - 1 -------------------------------
' Flow Type 2 year Length Slope Surface n Area Wp Velocity Time
rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr)
-------------------------------------------------------------------------------
Sheet 3.2 100 0.01 H 0.472
Shallow Concent'd 200 0.01 U 0.034
Open Channel 1500 .005 .0123.5 4.7 0.058
Time of Concentration = 0.56*
--- Sheet Flow Surface Codes ---
A Smooth Surface F Grass, Dense ___ Shallow Concentrated _-_
B Fallow (No Res. ) G Grass, Bermuda Surface Codes
C Cultivated < 20 % Res. H Woods, Light P Paved
' D Cultivated > 20 % Res. I Woods, Dense U Unpaved
E Grass-Range, Short
' DETENTION BASIN 2
STAGE-STORAGE CALCULATIONS BY AVERAGE END AREA
EXISTING SWALE STORAGE
Elev. Area Height Volume Sum volume
ft. ft2 ft. ft3 ft3 Ac. ft.
' 64.33 0.0 0.0 0.0 0.0
0.67
65.0 574 192 192 0.004
1 .0
66.0 1,431 1 ,002 1 , 194 0.027
1 .0
' 67.0 7,266 4,349 5,543 0. 127
1.0
68.0 13,102 10, 184 15,727 0.361
1 .0
69.0 19,759 16,430 32,157 0.738
1 .0
' 70.0 26,416 23,087 55,244 1 .268
STAGE-DISCHARGE CALCULATIONS
' Existing basin 1 structure
1) 76" x 48" RCP, FLOWLINE = 64.33
Elev. Head Outflow
ft. ft. cfs
64.33 0.0 0.0
' 65.0 1 .67 8.4
66.0 2.67 27.8
67.0 3.67 62.0
' 68.0 4.67 101 .6
69.0 5.67 140.4
70.0 6.67 181 .6
1
12
STAGE-STORAGE CALCULATIONS BY AVERAGE END AREA
PROPOSED BASIN 2 STORAGE
' Elev. Area Height Volume Sum volume
ft. ft2 ft. ft3 ft3 Ac. ft.
' 64.33 0.0 0.0 0.0 0.0
0.67
65.0 5,870 1 ,966 1,966 0.045
1.0
66.0 52,412 29,141 31 ,107 0.714
1 .0
67.0 61, 112 56,762 87,869 2.017
' 68.0 64,345 1 .0 62,729 150,598 3.457
1.0
' 69.0 67,538 65,942 216,540 4.971
1 .0
70.0 70,730 69, 134 285,674 6.558
' STAGE-DISCHARGE CALCULATIONS
Proposed basin 2 structures
' 1 ) 18" RCP, FLOWLINE = 64.33 -
2) 14' WIDE RECT. WEIR, FLOWLINE 69.0
Elev. Headl Outflowl Head2 Outflow2 Total
ft. ft. cfs ft. cfs cfs
64.33 0.0 0.0 - - 0.0
' 65.0 1 .67 1 .7 - - 1 .7
66.0 2.67 7. 1 - - 7. 1
67.0 3.67 11 .2 - - 11 .2
' 68.0 4.67 14.5 - - 14.5
69.0 5.67 17.0 0.0 0.0 17.0
70.0 6.67 19.0 1 .0 44.2 63.2
' Discharge calculations:
' OWEIR = 3.2 x (L - 0.2 x H) x H1 .5
9
(203) 291-9755 Ur o ve T Yip( S
JOB -
e sg n SHEET NO. , OF
' rofessionals, ince CALCULATED SV- I�A DATE.....
cIVII engineers • plennen • surveyors CHECKED BY GATE '
1170 el nq n rood (routi 30j, south Windsor. connscticut 00074
'- , SCALE
..- ..... .. . .1............IF.... . ..._.. ...6. '' . ...._.. ..._..._' !._A . ....._..._ ........_. ._.._.i............_ ...._i. ......!
..... ..,...........�............ .._.._.. ._....._. en ! -
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...................... . ! I
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:
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�...._ _.�_........_._._.__�_ _._........_... .._(...._.._........._.................................. ..._.
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..._.. ........__...._...._...1..............._............._.........._........_ ... .._.. .__...:
.._ ... ___.._....._.._.__.: ._.:.. .._..__ _.._...._.....___...._ _. .__ _....._.
--- ........ .......... ........._ ... ................_... ........ _._.. _.. .. ..._...._._....._._.. ........ ...._. ..................._..........._.........._.._ _.....
i �I 1 1 � if 1
14
Proposed Basin #2
Flow rate calculations for 18" RCP
I80 10,000 CHART 2 -
168 8,000 EXAMPLE (2) (3)
156 0.42 inches (3.5 foot) 6'
5,000 O.120 of• 6
14a 5.
4,000 ,w• Nw 6 5.
132 D felt
3,000 5. 4.
120 1t1 i.S e.e 4.
(2) 2.1 7,4
2,000 (3) 2.2 7.7 4•
108 3.
e0 In reef 3•
96 1,000 3'
800
84 -—' --'
600 / 2' 2-
500 0
72 400 �� 3 2.
N
300 �m 1.5 1.5
Z 60 u 20o / AQA t7 1.5
z / % b W.
0 54 0 SAL �` a
1u 48 W 100 v 1 b Z
Cat: 80 �i b
—J
' v 42 v 60 W 1.0 1.0
U.O Q 50 CA ENTRANCE 10
W
or 40 TYPE
W
W' 36 .9
f— a ea• with 3 '9
3 ) sd•W sadwall .9
Q33 T,�� �-
Q
721 � Croer• end■ithC
(� hoodwall = .8
30 Gre ve @ aCue SECTION .8 .8
projecting
` 2
10
7-
2a .7
6 To use scale (2)or(3)project
21 5 horisontally to scale(1).then
' 4 use straight inclined line through
D and 0 scales,or reverse as 6
3 illustrated, .6 .6
.y' g
E
:•' 2
15 a V.
6So
.5 .5 .5
1.0
12 HEAD R' DEPTH FOR
HEADWATER SCALES 283 CONCRETE 131PE CULVERTS
REVISED MAY t964 WITH INLET CONTROL
BUREAU OF PUBLIC ROADS JAN.1963
w
5-22
�' l
' 15
' TR-55 CURVE NUMBER COMPUTATION VERSION 1151
Project : GOVERNORS SQARE User: DA Date: 10-13-89
County : HARTFORD State: CT Checked: _ Date:
' Subtitle: Sites E, F, G, H, and 0 i -
Subarea : 2-ex
-------------------------------------------------------------------------------
' Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
FULLY DEVELOPED URBAN AREAS (Veg Estab. )
Impervious Areas
Paved parking lots, roofs, driveways 0.9(98) - - -
' OTHER AGRICULTURAL LANDS
Brush - brush, weed, grass mix fair - 2.7(56) - 0.6(77)
' Woods good - 2.5(55) - -
' Total Area (by Hydrologic Soil Group) .9 5.2 .6
SUBAREA: 2-ex TOTAL DRAINAGE AREA: b.7 Acres WEIGHTED CURVE NUMBER:63
-------------------------------------------------------------------------------
TR-55 CURVE NUMBER COMPUTATION VERSION 1 . 11
' Project : GOVERNORS SQARE User: DA-- Date: 10-13-B9
County : HARTFORD State: CT Checked: Date:
Subtitle: Sites E, F, G, H, and 0
Subarea : 2-pr
-------------------------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
' Acres (CN)
-------------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab. )
' Open space (Lawns,parks etc. ) - - -
Good condition; grass cover > 75% 1 .7(61 )
Impervious Areas
' Paved parking lots, roofs, driveways 3.0(98) - - -
OTHER AGRICULTURAL LANDS
' Brush - brush, weed, grass mix good - - 1.6(65) -
Woods - grass combination good - 0.4(58) - -
' Total Area (by Hydrologic Soil Group) 3 2. 1 1 .6
-------------------------------------------------------------------------------
SUBAREA: 2-pr TOTAL DRAINAGE AREA: 6.7 Acres WEIGHTED CURVE NUMBER:78
-------------6,-----------------------------------------------------------------
' 16
------------------------------ Subarea #2 - 2-ex ------------------------------
' Flow Type 2 year Length Slope Surface n Area Wp Velocity Time
----rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr)
Sheet 3.2 50 0.02 h
0.206
' Shallow Concent 'd 250 .016 u 0.034
Open Channel 600 .003 .04 6.75 12.2 0. 121
Time of Concentration = 0.36*
------------------------------ Subarea #6 - 2-pr ------------------------------
' Flow Type 2 year Length Slope Surface n Area Wp Velocity Time
rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr)
-------------------------------------------------------------------------------
- , Sheet 3.2 60 .01 a 0.018
Open Channel 860 .0066 .0356 14. 1 0. 122
Time of Concentration = 0. 14*
--- Sheet Flow Surface Codes ---
A Smooth Surface F Grass, Dense --- Shallow Concentrated ---
B Fallow (No Res. ) G Grass, Burmuda --- Surface Codes ---
C Cultivated < 20 % Res. H Woods, Light P Paved
D Cultivated > 20 % Res. I Woods, Dense U Unpaved
' E Grass-Range, Short
w
17
' DETENTION BASIN 3
STAGE-STORAGE CALCULATIONS BY AVERAGE END AREA
' Elev. Area Height Volume Sum volume
ft. ft2 ft. ft3 ft3 Ac. ft.
' 54.5 0.0 0.0 0.0 0.0
1.5
56.0 2,362 1,772 1,772 0.04
2.0
5B.0 7,212 9,574 11 ,346 0.26
2.0
' 60.0 11,745 1B,957 30,303 0.70
2.0
62.0 19,957 31 ,702 62,005 1 .42
2.0
64.0 26,357 46,314 108,319 2.49
2.0
66.0 36,892 63,249 171 ,568 3.94
0. 1
66.1 41 ,469 3,918 175,486 4.03
0.3
66.4 55,200 14,500 189,986 4.36
STAGE-DISCHARGE CALCULATIONS
Basin 3 structures
1 ) 24" CMP, FLOWLINE = 54.53
2) FLOW OVER CULVERT BIRM, FLOWLINE = 66.1
Elev. Headl Outflowl Head2 Outflow2 Total
ft. ft. cfs ft. cfs IL cfs
' 54.5 0.0 0.0 _ - 0.0
56.0 1 .5 8.5 8.5
58.0 3.5 23.5 - - 23.5
' 60.0 5.5 33.0 _ _ 33.0
62.0 7.5 40.0 40.0
64.0 9.5 46.0 - - 46.0
' 66.0 11 .5 51 .0 - - 51 .0
66.2 11 .6 52.0 0.0 0.0 52.0
66.5 11 .9 52.5 0.3 16.8 69.3
' Formulas used for spillway discharge:
0 = 3.2 x W x H1 .5 + 2.558 x H2.5 x TAN(A)
WHERE: W = width of spillway = 20 ft.
' H = head
A = angle of sides from vertical = 88.8
9
18
Basin #3
Flow rate calculations for 24" CMP
CHART 5
18O 10,000
' 168 8,000 EXAMPLE
156 76,000 0.36 inches(3.0 test 6. �2?
5,000 0-96 cfs (3)
' 144 4,000 ww" S, 6.
"w
132 3,000 0 (feel)
Igo u► I.B' s.. � a..-- .--`-- ---
W 2 000 (2) 2.1 6.3 �� 5.
4 13) 2.2 6.6
108 4'
J
a
J 40 in feet !% 3• 4.
U
- 96 1.000 e�Lti.=66.5 �bti ----- 3- -
800 3.
ea �
s00 G 0 2.
00
N 72 coo�lev,=66.a � b��
4 �,- ---. 2—
2.
w 300 `� ----- - --
v
' Z 60 v 200 a — 1.5 1.5
Z
W
54 v
W
' w too S�O a o
- —
� 48 a e \ ,:
42 N 0 F 1.0 I.0
0 W 1.0
II— 36 NW SCALE ENTRANCE w
W D TYPE
� 33 20 a .9
(1) Nsodwall .8
.8
30 (2) Mitered to conform W
V / to slops ------ ---- '8
0 2 — 10 P��U`- Sd r rojecling
T
0 8 .7
z
rn 6 -
5 To use seole(2)or(3) project
21 4 horizontally to scale (1),thenuse straight inclined line through .6
3 0 and 0 scales, or reverse as 6
18 illustrated.
2
1.0 .5
' L 12 HEADWATER DEPTH FOR
C. M. PIPE CULVERTS
WITH INLET CONTROL
BUREAU OF PUBLIC ROAOS JAN.1963 ,
S-25
' 19
TR-55 CURVE NUMBER COMPUTATION VERSION 1 . 11
' Project : GOVERNORS SQUARE User:-DA- Date:-10-13-89
County : HARTFORD State: CT Checked: Date:
Subtitle: Sites E, F, G, H, and 0
Subarea 3
Hydrologic Soil Group
COVER DESCRIPTION A B C D
' Acres (CN)
-------------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab. )
' Open space (Lawns,parks etc. ) - -
Good condition; grass cover > 75% 1 .4(39) 2.3(61 )
Impervious Areas
' Paved parking lots, roofs, driveways 3.0(98) - - -
OTHER AGRICULTURAL LANDS
' Brush - brush, weed, grass mix good - 2.3(48) 2.3(65) -
Woods good 1 .4(30) 5.9(55) - -
' Total Area (by Hydrologic Soil Group) 5.8 10.5 2.3
' SUBAREA_ 3-_----TOTAL- - -
DRAINAGEAREA_ 18_ - ------6Acres WEIGHTED- -CURVENUMBER:60
- -
' TR-55 Tc and Tt THRU SUBAREA COMPUTATION VERSION 1 . 11
Project : GOVERNORS SQUARE User: DA Date: 10-13-89
County : HARTFORD State: CT Checked: Date:
Subtitle: Sites E, F, G, H, and 0
-------------------------------- Subarea 03 - 3 -------------------------------
Flow Type 2 year Length Slope Surface n Area Wp Velocity Time
rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr)
-------------------------------------------------------------------------------
Sheet 3.2 200 .005 f 0.721
' Shallow Concent 'd 1300 .008 u 0.250
Open Channel 550 .014 .03 1 2 0.041
' Time of Concentration = 1 .01*
--- Sheet Flow Surface Codes ---
A Smooth Surface F Grass, Dense --- Shallow Concentrated ---
B Fallow (No Res. ) G Grass, Bermuda Surface Codes
C Cultivated < 20 % Res. H Woods, Light P Paved
D Cultivated > 20 % Res. I Woods, Dense U Unpaved
E Grass-Range, Short
' ao
' DETENTION BASIN 4
STAGE-STORAGE CALCULATIONS BY AVERAGE END AREA
' EXISTING AND PROPOSED SWALE STORAGE
Elev. Area Height Volume Sum volume
ft. ft2 ft. ft3 ft3 Ac. ft.
67.0 0.0 0.0 0.0 0.0
1 .0
' 68.0 36,411 18,206 18,206 0.418
1 .0
69.0 145,443 90,927 109,133 2.505
' 0.3
69.3 161 ,798 48,539 157,672 3.620
0.7
70.0 254,475 151,420 309,092 7.096
STAGE-DISCHARGE CALCULATIONS
' Basin 4 structure -existing conditions
1 ) 2 - 42" RCP, FLOWLINE = 67.0
Elev. Head Outflow
ft. ft. cfs
67.0 0.0 0:0
' 68.0 1 .0 27.8
69.0 2.0 42.0
70.0 3.0 88.0
Basin 4 structure - developed conditions
' 1) 2 - 42" RCP, FLOWLINE = 67.0
Elev. Head Outflow
ft. ft. cfs
' 67.0 0.0 0.0
68.0 1 .0 27.8 inlet control
' 69.0 2.0 37.6 outlet control
69.3 2.3 45.0 outlet control
70.0 3.0 80.0 outlet control
Discharge calculations:
At elevation 68.0 -
0 = C x (PI x D2 / 4) x (2 x 32.2 x H) 1 .5
' C = 0.18
Inlet control was used for remaining elevations for the existing
condition.
' Outlet control was used in proposed condition. Basin,2 exhibited
a tailwater influence on the outflow.
tl� ti
21
Basin #4
Flow rate calculations for 2-42" RCP
ISO I0,000 CHART 2
-.
168 8,000 EXAMPLE (() (2) (3)
156 0.42 inches 13.S feel) - 6'
6,000 6,
000 0•l20 efe
144 5.
4,000 �e Nw 6• 5.
132 B feat
3,000 5• 4.
120 tl) 2.s e.e 4•
(21 2.1 7.4
2,000 (3) 2.2 7.7 4,
108 3.
e0 in feet 3
96 1,000 3.
800 .
600
500 /
72 400 2.
N 3
x 300 1.5 1.5
2 N
Z 60 u 200 1.5
Z U
0 54
o
tl i 48 /�W 100 z
> 80
J Q =
// 0 60 a 1.0 1.0
U. W
0 U) 50 HW SCLE ENTRANCE o I.0
W CK
YPE
�Typ��
W .9W 36 30 (�A �
t < .9
W headwall
Q 33 ec7Tle-r ltx,µ C.a,
20 121 Groove end .ilk Q
'
headwall = .8 8 30 FLARiDkmo SEcnaN .8
(3) Creove end
27 projecting
to e
24 e v �6 •7 7 .7
s
To use seeb (2) or( reject
21 5 horisontelly to seats(1). an
4 use straight Inclined line thr h
0 and O scales,or reverse as .6
3 illustrated. 6 .6
IB •
' 2
15
1 .5 .5 .5
C` 12 HEADWATER DEPTH FOR
HEADWATER SCALES 253 CONCRETE PIPE CULVERTS
REVISED MAY1964 WITH INLET CONTROL
BUREAU OF PUBLIC ROADS JAN.I963
5-22
(
PROJECT: ..
PREPARED BY:
TOWN • s W'11d�,— CULVERT COMPUTATIONS CHECKED BY:
ROUTE:
DATE: ^,
HYDROLOGIC AND CHANNEL INFORMATION SKETCH
csz/cs, 4Qr 2_4z" i�cp EL STATION:
QI s=._. TWI = E 7. s, TW
TWZ= o �L6 T
0� =DESIGN DISCHARGE,FREO.__..,__YR. MEAN STREAM VELOCITY=�,,�
0 = H K H F = MAX. STREAM VELOCITY:
CULVERT HEADWATER COMPUTATION i
DESCRIPTION Q S&M INLET CANTT, OUTLET CONTROL HW=H+h LS ~
o' o _ !1 5 COST COMMENTS
(ENTMNCi TYPE) HW Ke H - do +D• TW ho HW C
aced-e-v�d -zo .qZ" �� 1.q a. 5
),4 2.4$ /,acj. ?.z5 -Z,z:s 69.ZS
Z25 4t" •3g Z v o,$ _ i5 I, 2.95 I. !o �.45 2.30 7.30 w C`= 69.3.0
ZS '}2 ' .6z ��2, 0 5 .Zo /.5 •50 t.16 -. .50 :Z>.40 Z•4-0 wE= 69.94
30 4Z .6S Z 4 0,s ..31 /.7 2,60 I.Z7 -2.6o a= = 6961
35 q2 ' .15 2,6 0.5 /6 1?-165 /.38 z,d5 2,.719 Z.74 wt
'9-0 4Z " .8( • $ o.5' - 5 7 2,6 Z 75 1.4c7 z.75 3.oZ 3,o Z w E
VT -A-5 `�'�' '87' 3.p o.s .�Z Z /• Z, b56 Z, ?o�oZ
$0 3.2Z, 3.L2.
SUMMARY 8 RECOMMENDATIONS :
-n
N
N
Basin #4 23
• Headwater depth determination
as shown on Page 23 CHART 9
.ti
2000 \
-.+" .3
"W I no
u —tR�nRc;ntc• .4
Z yr Slop* So
1000 i j SUBMERGED OUTLET CULVERT FLOWIN FULL 5
"W•".ho-LSo
800 120 For ouftel crown not submerged.c put* by 6
melhods d*ec.ibed in the deign roced
600 108
:8
500 96
�.oyA 1.0
400 g4
300
72 /
66 -
bo f f-
N 200 60 - \0o F4c� U 2
ILL
tj-
54 -110
O
W 48—. —_ _ wt os O t� z 3
z (N
--
100 z 00 E'J Q
o'�o .. z 00 w 4
80 z
2 .5010 A00 5
v .. 60
n
r 33 a00' 500 6
w 30
00 ><
0 27 5 i �• 6
o T* -10
24 s
I -20
- 21
' 18
20
10 t5
- 8
6 12
5
' 4 .
HEAD FOR
' CONCRETE PIPE CULVERTS
FLOWING FULL
BUREAU OF PUBLIC ROADS JAN 1963 n = 0.0 12 '
' 5-32
t
' (203) 291-0755 J09 Governor' s Sauare 24
e s i g n SHEET NO. 1 OF l
rofessionais, inc. CALCULATED BY DA DATE 10/3/89
' 10/23/89
clvll engineers • plennen • eUrveyorr CHECKED BY DATE
1170 ellington road (routs 30). south wIndeor• connecticut 00074
1 BCA--
1.... l._...._I ...................1_.......... .........I......_._I. ...._.I............ ......_I...........1......_. _ !_._.I........................ ... I I i 1 1_..._._I.._..
BkSiN 4
I
i
a...........!_..........!..._._... ............!........................_+.........__,............!_.......... _..... _..._..........._.. ..... ...... ...... .......;._........_............:..................................._.. ...........................
_..
I j Ot tflor� cIkrvb for 1 :42 ' cPi uAde' I i ! I
F
............l..............c............o.............
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de elop�d 1co di i6nsi: EReifeI too Ixhib t 1L ._..
E ff {r
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' 25
' TR-55 CURVE NUMBER COMPUTATION VERSION 1271
Project : GOVERNORS SQUARE User: DA Date: 10-13-89
' County : HARTFORD State: CT Checked: Date:
Subtitle: Sites E, F, G, H, and 0
Subarea : 4-ex
---------------------------------------------------------------
Hydrologic Soil Group
COVER DESCRIPTION A B C D
Acres (CN)
FULLY DEVELOPED URBAN AREAS (Veg Estab. ) -
Open space (Lawns,parks etc. )
' Good condition; grass cover > 75% - 8.2('61 ) 2.5(74) -
Impervious Areas
Paved parking lots, roofs, driveways 5.9(98)
' OTHER AGRICULTURAL LANDS
Brush - brush, weed, grass mix fair 0.6(35) 21 .7(56) 8.4(70) 5.3(77)
' Woods good - 3.9(55) 6.8(70) -
' Total Area (byHydrologic Soil Group) Y6.5 33.8 17`7 -5.3
- - -
------------------------------------------------------
SUBAREA: 4-ex TOTAL DRAINAGE AREA: 63.3 Acres WEIGHTED CURVE NUMBER:66
-------------------------------------------------------------------------------
TR-55 CURVE NUMBER COMPUTATION VERSION 1 . 11
Project : GOVERNORS SQUARE User: DA Date: 10-13-89
County : HARTFORD State: CT Checked: Date:
Subtitle: Sites E, F, G, H, and 0
' Subarea : 4-pr
---------------------------------------------------------------------
Hydrologic Soil Group
' COVER DESCRIPTION A B C D
Acres (CN)
---------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab. )
Open space (Lawns,parks etc. )
Good condition; grass cover > 75% - 9.2(61 ) 2.5(74) -
' Impervious Areas
Paved parking lots, roofs, driveways 9.9(98) - - -
' OTHER AGRICULTURAL LANDS
Brush - brush, weed, grass mix fair 0.6(35) 16.7(56) 8.4(70) 5.3(77)
' Woods good - 3.9(55) 6.8(70) -
Total- Area (by Hydrologic Soil Group) 10.5 29.8 17.7 5.3
--- ------ ------------------------------------------ ----
-SUBAREA------: 4--pr TOTAL------DRAINAGE---------AREA: 63.3 Acres WEIGHTED CURVE NUMBER•69
-------------------------------------------------------------------------------
1 ,
26
.' 28
------------------------------ Subarea #4 - 4-existing and proposed -----------
' Flow-Type
---2-year
---Length
-- Slope Surface n Area Wp Velocity Time
rain (ft) (ft/ft) code (sq/ft)- (ft) (ft/sec) (hr)
--------------------- ---------------------
Sheet 3.2 150 .01 h 0.653
' Shallow Concent'd 550 .003 u 0.173
Open Channel 2750 .002 .04 6.75 12.2 0.680
Time of Concentration = 1.51*
--- Sheet Flow Surface Codes ---
A Smooth Surface F Grass, Dense --- Shallow Concentrated ---
B Fallow (No Res. ) G Grass, Bermuda --- Surface Codes ---
' C Cultivated < 20 % Res. H Woods, Light P Paved
D Cultivated > 20 % Res. I Woods, Dense U Unpaved
E Grass-Range, Short
1
t Ertviron men tacl Alan agernent Counselors, Ine.
r
165 Oak Ridge / Berlin, QT 06037 203-828-0787
1 �
i
GROUNDWATER CONDITIONS
OF THE
PARKCENTRE DEVELOPMENT, SOUTH WINDSOR, CONNECTICUT
Submitted by:
Leon J. Gorski, Ph.D. ,
President
D. Reed Ostrander, Ph. D. ,
Executive Consultant
Charles Wm. Dimmick, Ph. D. ,
Executive Consultant
D
March 9, 1.982 Windsor
South NCYI
AG�
INN RVA00 NGoMM15St0�
Emtl'otitttL'ttl[ll � i
Evaluations
I t'a lcr-Rc sou rc cs
Land Use
Import slnlc•rruvris
Prc-Irlaimirr5r
a
GROUNDWATER CONDITIONS
PARKCENTRE DEVELOPMENT, SOUTH WINDSOR, CONNECTICUT
Introduction
The Parkcentre Development is an industrial park complex in
South Windsor borddred on the west by John Fitch Boulevard (U.S.
Route 5) , on .the north by Governor ' s Highway, and on the south by
South Satellite Road. To the east is a residential development
called Pleasant Valley Estates. Both the industrial park and the
residential development have a history of high groundwater problems.
EMC, Inc . was asked to investigate the groundwater situation in and
near the industrial park and to determine what effect, if any, the
activities in the park, past and future, might have on the ground-
water in the adjacent residential area.
This report was prepared by Dr. Charles Wm. Dimmick, a Certified
Professional Geologist, whose background and credentials are attached
to this report for informational purposes. Materials used in prepar-
ing this report include boring data obtained by Engineering Services,
Inc. , Glastonbury, Connecticut _(Clarence Welti) in September of 1967
and by Geotechnical Consultants, Inc. (on contract to Purcell Asso-
ciates, Glastonbury) in June, 1976. Pertinent data from the boring
logs is included in Table I and test hole locations are shown on the
accompanying map entitled, "Groundwater Study of the Parkcentre
Development. "
Geology-and Soils
The entire area is underlain by old lake bed silts and varved
clays on top of which are 12 to 20 feet of alluvial and glacial
2 .
outwash sands. The top of the varved clays is remarkably flat
(about 3 ft. variation in elevation) and the variation of sand
thickness is mainly a reflection of surface topography. The soils
I
which have developed are a reflection of topography and depth to
groundwater. All of the soils show presence of a seasonal high
water table. Where this seasonal high water table isJRm re than_a
foot below the surface, Sudbury and rLnti-rit fine sandy loams have
developed. Where the seasonal high water table was historically at
or almost at the surface, Walpole fine sandy.__LQams developed; and
where the water table stayed high year-round, the very poorly drained
Scarboro loams developed. Long use of the land for agricultural pur-
poses included partial drainage of the wetter areas, but this has not
changed the basic soil characteristics. Recent construction activi-
ties have involved massive redistribution of the surficial materials
over much of the site, making it difficult to determine in the field
what the original soil conditions were. Thus, for this report, we
have depended on the February 1962 Soil Survey of Hartford County,
Connecticut and the "South Windsor Inland Wetlands and Watercourses"
map of Match 1974 for pre-construction conditions.
Groundwater Conditions
Inspection of soil and topographic maps reveals that ground-
water would have been very near the surface, predevelopment, on both
the industrial site and the adjacent residential site during the wet
seasons. Much of both areas are underlain by poorly drained and very
poorly drained wetland soils. Groundwater would be at its highest
3.
elevation (about 78 ft. ) just north of the playground N.W. of
Edgewood Drive, with* the water table sloping to the south, east,
and west. Within the residential development, the groundwater
would be highest (75-76 ft. ) just west of the north-west section
of Judy Lane, sloping to both east and west. The water table
mounds under Barbara Road, sloping away in all directions , and
slopes both north and south from the lots lying on the south side
Of Judy Lane. Originally, the slope of the water table to the
west was more to the southwest and was very gentle, about one foot
vertical for every 300 foot horizontal, or a slope of 0. 34%.
Two man-made constructions have changed the picture. The
first was the digging of the old farm ditch which lies on the
border between the industrial park and the residential area. This
lowered the wet season water table as much as three feet in the
vicinity of the ditch and Newberry Road. Except for those homes
within 200 feet of the ditch, it would not have had a significant
effect on water levels within the residential area.
The second change was the excavation of the area between the
old ditch and Newberry Road and the construction of a new ditch.
This has dramatically lowered the wet season water table on the
industrial site, in some places by as much as six feet; but the
effects would probably not be noticed in the residential area
except for a Plightlowering of water levels in the backyards of
the two homes just south of the playground.
In summary, none of the activities on the industrial site have
raised the water table on the adjacent residential area, nor have
4 .
they contributed to a significant lowering of the water table more ;
than 200 feet from the actual construction.
Groundwater Fluctuations
Both the wetland and non-wetland soils in this area are subject
to dramatic seasonal and longer-term changes in groundwater level.
It is not unusual to find an area of Walpole soils with water at
the surface in early April and the depth to the water table six feet
down in late August. Both shorter-term and longer-term fluctuations
are also common. Standpipes placed on the Par kcentre site by Palm-
berg and Russo show the water table rising one and one-half feet in
a week after a period of heavy rainfall and dropping one-tenth of a
foot per day thereafter. On a longer term, groundwater levels were
very low throughout Connecticut from 1957 to 1964, were very high in
the mid-1970' s and dropped dramatically again in late 1980 through
August of 1981. At the time of this report, groundwater conditions
are close to normal. The problem with these fluctuations is that
they are of the same order of magnitude or larger than the changes
due to construction and thus would mask the effects of construction.
Future Construction
Plans for the Parkcentre site include partial filling of the
area previously excavated As long as there are underdrains placed
under the fill and the fill is mostly free-draining material, there
should be no significant adverse effect on water table levels.
Table 1
Testhole Data used for parkceptr�':j5tudy
Ground Ground water E1evat oll
Hole No. elevation elevation of caY "Dat'a:.drilled
W-3 74 70 61 . 5 9/l/67
W-4 72. 5 68 . 5 58 . 5 9/l/67
W-5 72 . 5 69 58 . 5 9/1/67
W-7 77. 5 72 61. 5 9/5/67
PV-2 (1) 73 69. 5 58* 6/24/76
PV-4 75 71. E 61 6/23/76
PV-101 74 70. 5 ?**
6/24/76
PV-102 (2) 72 66 59 6/24/76
Holes with numbers starting with W were drilled '�y Engineering Services,
Inc. (Now Clarence Welti Associates Inc. )
Holes with numbers starting with PV were drilled by Geotechnical
Consultants Inc. for Purcell Associates.
* Hole stopped at 15 ' without reaching clay.
** 10-foot hole depth
(1) Two feet of fill; original soil level 71 ft. elevation; wetland soil
type.
(2) Four feet of fill; original soil level 68 ft. elevation; wetland soil
type.
Water levels in September 1967 were preceded by two months of relatively
dry weather, but heavy rain August 26th - 27th.
Water levels in June 1976 were preceded by a normal spring with no early
drought.
';1
Name : Charles Willian Din►nick
Present Status:
Associate Professor of Geology
Central Connecticut State College
New Britain, Connecticut
Associate Consultant
Environmental Management Counselors
Berlin, Connecticut
Education:
B. S. - Colorado School of Mines, 1962 - Geological Engineering
Geology/Biology
M.S. - University of Florida , 1964 - Geolo
Ph. D. - Tulane University, 1969 - Paleontology
Experience :
College Instructor of courses in Geologic Field Methods ,
Physical and Historical Geology, Geonorphology, Geochronology,
Seismology, Astrogeology, Cosmogony, Minerology, Oceanography
and Environmental Geology
Geologic Engineer - Mobil Oil Company, New Orleans District
Office - Well-log interpretation and computer prograruning of
subsurface geologic information, 1965
Recipient of grant for advanced study, Tulane University -
National Science Foundation
Primary research interests include hydraulics in relation to'
inland and tidal wetlands in pre and post development conditions,
soils determinations regarding inland wetlands and identification
of soil/plant associations, Engineering water retention systems
and erosion and sedimentation control methodology for application
to land and marine development procedures
Associate Consultant of Environmental Management Counselors with
primary responsibility in wetland soils identification , geological
c interpretation and engineering appraisal
.T Envii-orturell CalAfarta entent CqurtFSCiQF- s, Inc.
165 Oak Ridge / Berlin, CT 06037 203-828-0787.',
01
.. i.THE ENVIRONMENTAL MANAGEMENT COUNSELORS~"
PROFESSIONAL BACKGROUND
y N _
Environmental _ t
7 u.ei lIl CT tlOTl •.
S
.It'ater Resources
Land Use
Impact Statonenfs
Pre-plo►ining
ENVIRONMENTAL MANAGEMENT COUNSELORS
Environmental Management Counselors ( EMC ) was founded in
1973 as a direct result of a federally funded project designed to pro-
,vide scientific expertise to Connecticut ' s towns and cities wrestling
with application of newly created inland wetland and watercourse
regulations ( P . A . 155 , Connecticut General Statutes ) . A consortium
of biologists , ecologists , geologists , soil scientists , and hydrol-
ogists applied their various skills to facilitate and coordinate
environmental decision-making at the community level . The task was
accomplished by advising the various community conservation and wet-
land agencies involved . At the end of the 12-month funding period ,
requests for assistance continued and resulted in the formation of
a private firm - Environmental Management Counselors .
EMC provides comprehensive services in the development of a
complete site analysis including mapping of site characteristics ,
engineering evaluation , special feature delineation , geological
analysis and aquatic studies , each of which are appropriately
documented as a matter of procedure for each site investigation .
The following is a sample list of applicable projects that
have been undertaken by EMC staff consultants in recent years :
1 . Environmental Impact Evaluation of Industrial Development
Activities Adjacent to Tidal Wetlands , Fairhaven , Connecticut .
2 . Evaluation of Environmental Implications of Residential Develop-
ment on the Tulip Tree Properties of Darien , Connecticut .
3 . Environmental Evaluation of the Development of the Carriage
Hill Shopping Center on the Post Road , Westport , Connecticut.
- 2 -
• 4 . The Environmental Implications of the Erection of Condominiums in
Shelton , Connecticut.
5. Environmental Evaluation of Gorham ' s Island as a Potential Develop-
ment Site, Westport, Connecticut.
6 . An Evaluation of the Environmental Impact of Proposed Pier and
Pilings on the Five Mile River, Darien , Connecticut.
7 . An Evaluation of the Environmental Impact of Proposed Construction
of the Glenbrook Pump Station , Darien , Connecticut.
8. A Review of the Potential Environmental Impact of the Development
of Connecticut Park Raceway , Wolcott , Connecticut.
9 . An Environmental Study of Alternative Methods for Supplying New
York City with Potable Water in the Year 2020, Connecticut, New
Jersey, and New York Segments .
10 . Preliminary Evaluation of the Environmental Impact of a Proposed
Recreational Facility in the Lordship Area of Stratford , Connecticut
11 . An Evaluation of the Environmental Impact of the Laurel Park
Greyhound Raceway , Stratford , Connecticut .
12 . An Evaluation of the Environmental Impact of Proposed Pier and
Moorings at Noroton Bay, Darien , Connecticut.
13 . An Environmental Evaluation of Site Development Plans of the Tobacco
Farms Company for the Suffield , Connecticut Conservation Commission ,
Suffield , Connecticut.
A
14 . An Analysis of Greensfarms Road Properties for Potential Develop-
ment as Light Industrial -and Residential Areas , Westport ,
Connecticut.
15.. Site Analysis and Characterization for Location of Union Carbide
Corporate Headquarters , Danbury/Ridgefield, Connecticut.
16. Wetlands Analysis for Proposed Greyhound Racing Facility ,
Thomaston, Connecticut .
17 . An Evaluation of Site Characteristics , Wetlands Delineation , and
Erosion and Sedimentation Control Plan for Darien Dinner Theater,
Darien , Connecticut.
18 . Tidal Wetlands and Site Analysis of Location of Island Creek
Condominium, Fairfield , Connecticut.
19 . Inland Wetlands Delineation and Engineering of Retention Ponds
for Park North Condominium, Fairfield , Connecticut.
20 . Review and Analysis of Inland Wetlands for Brighton Park
Subdivision , Westport, Connecticut.
21 . Planning and Inland Wetlands Delineation and Drainage Study for
Stoneridge Subdivision , Fairfield , Connecticut.
22. An Evaluation of Beach Erosion for Lordship , Stratford , Connecticut. )
23 . Flood Potential Analysis and Site Development for Subdivision on
the Noroton River , Darien, Connecticut.
24 . Inland Wetlands Delineation and Retention Pond Design for Hedge
Brook Estates , Stamford , Connecticut.
25 . Water Quality and Wetlands Analysis for Brook Apartments ,
Seymour, Connecticut. _
26 . Water Quality and Tidal Wetlands Evaluation for Schiavone, Inc .
Scrap Metal Reclamation Co. , North Haven , Connecticut.
27 . Retention Pond Design and Inland Wetland Delineation for Sheep
hill Condominium, Riverside , Connecticut.
28 • Wetlands Delineation Study, Town of Southington , Connecticut.
29 . Wetlands Delineation Study, City of New Britain , Connecticut.
30 . Site Planning and Inland Wetlands Delineation for Pepperbush
Subdivision , Darien , Connecticut.
31 . Comprehensive Vegetational Analysis of Great Meadows for Stratford
Land and Improvement Company, Stratford , Connecticut.
32. Tidal Wetland Delineation for Bridgeport - Airport, Bridgeport,
Connecticut.
33. Wetland Impact , Sound Emission Control and Projected Watercourse
Utilization Plan for Route 72 Construction , Town of Plainville ,
Connecticut .
34 . Review of I-291 Environmental Impact Statement for I-291 No
Committee , Newington and Rocky Hill , Connecticut.
35 . Additions and Alterations to St. Paul 's Episcopal Church , Darien , .
Connecticut .
36. United States Postal Facility, Stamford , Connecticut . EIS.
- 5 -
37 . New Haven Terminal Company Assesment Areas Associated With
Petroleum Storage Facilfty, East Have , Connecticut.
38 . Environmental Evaluation - Water Quality and Biological Analysis
Regarding Armonk , N. Y . Land Fill Proposal .
39 . Review of Connecticut Route b6 - Impact on Hubbard Park and
Environs, Meriden , Connecticut.
40 . Analysis of Stebbin ' s Brook Waters, Ensign-Bickford Properties ,
Simsbury, Connecticut.
41 . Environmental Analysis - Darien United Methodist Church Property ,
Darien , Connecticut.
42 . D 'Addario Industries - Hoyt Farms Development , New Canaan ,
Connecticut.
43. Bunker Ramo; A Study of Potential Development Adjacent .to
Present Corporate Facilities , Trumbull , Connecticut.
44 . E. R . Strait Marina Expansion - Environmental Analysis of Dredging
and Jetty Installation , Westport , Connecticut.
45 . The Conyers Farm Development, Greenwich , , CT and North Castle , NY_
Coordination of Environmental Impact Analysis
46. Saltwater Intrusion Study- Westport, Connecticut
47. Gorham Island-Study of Possible Groundwater Pollution and
Saltwater Intrusion , Westport, Connecticut
48. Groundwater Protection Study. Route 77, Guilford , Connecticut
�- 49 . Groundwater Study, Burr Meadow Project- South Windsor, Connecticut
50 . Hydrogeological Study Former Famous Artists School Property
in Westport, Connecticut
PRINCIPAL PERSONNEL
Name: Charles Willian Dimmick
Present Status: .
Associate Professor of Geology.
Central Connecticut State College
New Britain, Connecticut
Associate Consultant
Environmental Management Counselors
Berlin, Connecticut
Education:
B. S. - Colorado School of Mines , 1962 - Geological Engineering
M. S. - University of Florida, 1964 - Geology/Biology
Ph:D. - Tulane University, 1969 - Paleontology
Experience:
College Instructor of courses in Geologic Field Methods,
Physical " and Historical Geology, Geonortihology, Geochronology,
Seismology, Astrogeology, Cosmogony, Minerology, Oceanography
and Environmental Geology
Geologic Engineer - Mobil Oil Company, New Orleans District
Office - Well-log interpretation and computer- programming of
subsurface geologic information, 1965
Recipient of grant for advanced study, Tulane University -
National Science Foundation .
Primary research interests include hydraulics in relation t_o•-
inland and tidal wetlands in pre and post development conditions;
soils determinations regarding inland wetlands and identification
of soil/plant associations, Engineering water retention systems
and erosion and sedimentation control methodology for application
to land and marine development procedures
Associate Consultant of Environmental Management Counselors with
primary responsibility in wetland soils identification, geological
interpretation and engineering appraisal
�;� �r�viF•anrJterJiatl l�r�cijt rberJtenf Courtaelar€�, Me.
165 Oak Ridge / Berlin, CT 06037 203-828-0787
THE EMC COUNSELORS
Executive Consultant
Leon J. Gorski , Ph. D. : Environmental Scientist/Environmental
Management Specialist , President EMC Inc.
Dr. Gorski holds advanced degrees in Environmental Science
from the University of Connecticut . and is the Project Manager for
EMC' s environmental studies. His previous experience includes
ecological research in the United States , Central and South
America and the development of environmental management techniques
for use in guiding development practices.
As Executive Consultant, he coordinates all aspects of each
project to provide maximum attention to the client' s interests.
He is responsible for the design of each evaluation and oversees
the method of presentation to responsible agencies.
Associate Consultant
Darl Reed Ostrander, Ph.D. : Water Quality/Wetlands Specialist
and Botanist
Dr. Ostrander holds advanced degrees from the University of
Michigan and the University of Connecticut.
Primary consultive responsibilities : Wetland identification
utilizing vegetation, nutrient movement in wetland environments,
wetland restoration , water quality investigations and interpretation.
Associate Consultant
Charles Wm Dimmick, Ph.D. : Environmental Engineer and Certified
Professional Geologist
Dr. Dimmick holds a geological engineering degree from the
Colorado School of Mines and advanced degrees from the University
of Florida and Tulane University. His previous experience includes
oil well exploration and operation, seismology, minerology ,
oceanology and hydrology.
Primary consultive responsibilities : Hydrologic studies ,
drainage computation and retention system design, geological
feature delineation and engineering evaluations.
Eni•ironrncrrtal
ErefIrtatiorts
147a ter Resources
Land Use
Impact Stateincnts
Pre-planning
-
F Town O-P s-outA ?A
C �
1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074
r�osoeTO�� AREA CODE 203/644-2511
December 19, 1.989
TO: James Lombardi, Chairman, Inland Wetland
Agency/Conservation Commission
FROM: John E. McCahill, Zoning/Wetlands Enforcement Officer
RE: Application #89-87P, Governors Square Business Center
Building 0
Please accept this as a follow-up to my letter dated October 23,
1989 . Consideration has been given to doc•ur.ents, co:._respondence, and
plans submitted up to this date.
IF APPROVAL IS CONSIDERED, SUGGESTED APPROVAL CONDITIONS INCLUDE:
1. Additional groundwater information shall be submitted prior
to excavation of the area for the proposed wet meadow
detention basin to verify that the basin can be constructed
in accordance with the plans .
2. The proposed tree line shall be flagged in the field prior
to cutting. Stumps shall be chipped on site when possible,
remaining stumps shall be removed from the site.
3. The snow fence, southerly of the proposed detention basin,
(shown 1 foot off property line on sheet 7 of 11 ) shall be
relocated to provide protection to ;:he proposed tree line.
The note that reads, "snow fence 1 .0' off property line" ,
shall be removed from the plans .
4 . The temporary crossings for the haul -road shall be removed,
and the areas restored to their original conditions, prior
to the release of the erosion and sedimentation bond.
5 . The enhancement of the proposed detention basin shall be
detailed on the plans in accordance wi-ch the recommendations
in the report from Penelope C. Sharp, Environmental
Consultant.
.(OWN Sf7
C r T�0�� O-P Sou V&M&ot
Q 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074
4 �w
Ox.co AREA CODE 203/644-2511
January 5, 1990
Capuano Builders and Developers
Paul Capuano
1208 Cromwell Avenue
Rocky Hill, CT 06067 -
Dear Mr. Capuano:
Re: Application #89-86P, Governors Square, Buildings E,F,G & H
Application #89-87P, Governors Square, Building 0
Due to the number of pending applications, and the additional
information- submitted relative to your application,_ the Inland ____,_ __
Wetlands Agency/Conservation Commission is asking the applicant, for
the agenda items referenced above, to request a 65 day extension of
the time to act on the application. We have enclosed a standard form
for your convenience. Please send us this request as soon as
possible.
We appreciate your cooperation.
Very truly yours,
J es A. Lombardi, Chairman /
Inland Wetlands Agency/
Conservation Commission
JAL/pmm
Enclosure
cc: Wetlands File
i
,?esigoofessionals, nc,
civil engineers • planners • surveyors
■
January 8, 1990
Is
T"-.
oath os P�
James A. Lombardi , Chairman, Inland Wetlands NpWE��,NOOMM\�'�oN
Agency/Conservation Commission 1N �►0
Town of South Windsor
1540 Sullivan Avenue
South Windsor, CT 06074
RE: Capuano/Governor 's Square
Application #89-87P
Dear Mr. Lombardi,
At the last meeting of the IWA/CC, the wetlands commission requested
more information regarding the expected viabiltiy of the proposed•
wetland creation area at detention basina #2, and the anticipated
impacts of the proposed swale system on the ground water table. Design
Professionals has been conducting some tesing in this regard during the
design process. Hopefully, we may answer your questions to your
satisfaction.
observation wells were installed at the site of the proposed detention.
basin #2 on September 14, 1989. . The groundwater level was monitored at
these locations, as well as the depth of water in the nearby Swale. The
purpose of these observations was to assess the impact of the excavation
of the basin on the groundwater, and to anticipate the performance of
the basin as a wetland. Permeability testing was also conducted.
The observation period took place at the end of summer, when the water
table typically begins to rise. It was found that the groundwater is
being introduced into the swale, althogh during dry periods the reverse
may be true. The swale has a large influence only on the area
immediately adjoining its banks. The fringe area, roughly from 30' out
to about 150' , experiences a slight to negligible lowering of the ground
water table.
1170 Ellington Road (Route 30), South Windsor, CT 06074 0 (203) 291-8755
January B, 1990
The swale system under study has not been noted to have been dry during
the the study period. No one familiar with these swales can remember
them to be dry at any time since the swales were constructed. It has
been recommended to the owners by Design Professionals to constuct the
proposed detention basin down to a level at or below the elevation of
the bottom of the swale. This will take advantage of a fairly reliable
source of water for the wetland species.
Sjnrel ,
Steven R. Colbath
Engineering Manager
■
0esign
rofeersionals, inc.
surveyors
civil engineers * planners a 1170 Ellington Road Route 30 South Windsor CT 06074 203 291-8755
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2f�oSOR.c 1540 SULLIVAN AVENUE SOUTH
WINDSOR, CONN. 06074
AREA CODE 203/644-2511
Paul Capuano January 10, 1990
Capuano Builders
1208 Cromwell Avenue
eVelopers
Rocky Hill, CT 06067
Dear Mr. Capuano:
Re: Application #89-87P
- Governors Square Business
Building p Center
At the January�' 8- 1990 meeting, the Inland Wetlands
Y/Conservation Commission
Application #89_87P _ IWA/CC approved with modifications
industrial building on Permit for the construction of an
Governors Highway Property located on the southerly
shown o plans and easterly side of- y side of
revised Prepared by Design Nutmeg Road South
August 18, 1989 gn Professionals dated may IP Zone; as
, Job #86-142. Y 9, 1989 and
1' Two blue '
letter print copies of the entire set of
reproduced thereon, must be submittedato and this
Commission . This must be
approval prior to m completed within 65 this
y construction activitydays sof
ite.
2• Construction on the site.
the To activities shall be subject to
Town Engineer. the approval of
3 • The application shall indemnif
of South Windsor against an i and hold harmless the To
from the proposed operation oruse.. Y which might resultn
Abilit
4 • The permit is
x
January valid for one year and shall e
rY 8, 1991. expire on
5' We recommend a
submitted to bond in the amount of
compliance the Planning and Zoning $101000. 00 to be
with the Erosion and Sedimentation Control
to
Measures. ensure
Control
6. All approvals required must be obtained an
to any activity on the site. d submitted prior
7' A contact
Person shall be identified directly on the
Plans.
Mr. Paul Capuano Page Two January 10-, 1990
Application #89-87P
8. Additional groundwater information shall be submitted prior
to excavation of the area for the proposed wet meadow
detention basin to verify that the basin can be constructed
in accordance with the plans.
9 . The proposed tree line shall be flagged in the field prior
to cutting. . Stumps shall be chipped on site when possible,
remaining stumps shall be removed from the site.
10. The snow fence, southerly of the proposed detention basin,
(shown l foot off property line on sheet 7 of 11) shall be
relocated to provide protection to the proposed tree line.
The note that reads, "snow fence 1.0' off property line" ,
shall be removed from the plans.
11 . The temporary crossings for the haul road shall be removed,
and the areas restored to their original conditions, prior
to the release of the erosion and sedimentation bond.
12 . The enhancement of the proposed detention basin shall be
detailed on the plans in accordance with the
recommendations in the report from Penelope C. Sharp,
Environmental Consultant.
Very trulyyours,
61 ,
ames A. Lombardi, Chairman
Inland Wetlands Agency/
Conservation Commission
JAL/pmm
cc: Jerry C. Iazzetta, Town Engineer
Marcia A.Banach, Director of Planning
John R. Collins, Chief Building Official
Planning & Zoning Commission
Design Professionals, Inc.
r Town �s-qutA ?d -
�� 1540 SULLIVAN AVENUE • SOUTH WINDSOR. CONN. 06074
OR-Co�'� AREA CODE 203/644-2511
February 4, 1990
Jim LeClair -
Design Professionals
1170 Ellington Road
South Windsor., 'CT 06074
Dear Mr. LeClair:
Re: Application #89-87P, Governor's Square - Building 0
I have reviewed the proposed changes to the cul-de-sac as shown on
sheet 9 of 11, latest revision date 2/2/90. The area Of wetlands
impact has been shifted and reduced by approximately 0.01 acres.
This would not appear to be a change which would require resubmittal
to the Inland Wetlands Agency/Conservation Commission. The final
plans, as approved by the Planning & Zoning Commission, should be
submitted to the Inland Wetlands Agency/Conservation Commission with
all appropriate changes indicated in the approval letter dated
January 10, 1990.
If I can be of further assistance, feel free to call me at 644-2511 .
Very truly yours,
John E. McCahill
Zoning/Wetlands
Enforcement Officer
JEM/pmm
cc: Planning & Zoning Commission
Paul Capuano
7r SQw N aE4
C 70� O-P �•
��� • P`"` 1540 SULLIVAN AVENUE. • SOUTH WINDSOR, CONN. 06074
4soR-coy' AREA CODE 203/644-2511
30 March 1990
Mr. Peter DeMallie
Design Professionals, Inc.
1170 Ellington Road
South Windsor, CT 06074
Dear Mr. DeMallie: '
re: Appl. #89-87P, Governor's Square Building 0
Southerly of Governor's Hwy. ; easterly of Nutmeg Rd. So.
We are pleased to advise that the Planning and Zoning Commission
voted on March 27, 1990 to approve the above-referenced application
for a site plan of development in accordance with Drawings #1-11
dated 10-23-89 (last rev. 11/10/89 and 2/05/90) prepared by Design
Professionals, Inc. , Proj . #86-142; Architectural drawings dated
• 3/24/90 prepared by John Eberle; Landscaping plan dated 3/9/90
prepared by CR3; and with the following modifications:
1 • Prior to commencement of any site work, a meeting must be
held with Town Staff.
2• No building permits will be issued until the final mylars
have been filed in the Town Clerk's Office.
3 • This application is subject to the conditions of /approval of
the Inland Wetlands Agency/Conservation Commission, including
a bond in the amount of $10,000.
4• An as-built plan is required prior to issuance of a
Certificate of Occupancy per Section 4.13.10 of the Zoning
Regulations .
5 • Footing drains are required if the building has a basement.
6 • A landscape bond in the amount of $10,000 is required and
must be submitted prior to filing of mylars .
7 • All plans used in the field -by the developer must bear the
stamp and authorized signature of the Town of South Windsor.
8 • Operation & Maintenance Plan must be submitted by the
applicant and approved by the Engineering Department.
Mr. Peter DeMallie -2- 30 March 1990
9 . Demonstrate that the buffer meets the requirements of Section
5 .4c (showing buffer as projected at 5 years and at
maturity) .
Black and white transparent mylars of Sheets #2 and 4 with the above
modifications, together with four blueprint copies of the entire set
of plans, must be submitted to this Commission within 30 days to be
stamped and signed. The letters of approval of this Commission, as
well as the Inland Wetlands Agency/Conservation Commission, must be
reproduced on the mylars .
After the mylars have been signed by the Commission, they will be
returned to you for filing in the Office of the Town Clerk within 90
days . After filing these plans, a copy of the receipt must be
submitted to the Planning Department.
Very truly yours,
PLANNING AND ZONING COMMISSION
ALouia C. Evans
Chairman
cc: .land Wetlands Agency/Conservation Commission
M. Banach, Planning Director
J. Collins, Chief Building Official
J. Iazzetta, Town Engineer
F. Shaw, Supt. of Pollution Control
E. Belleville, Assessor
W. Lanning, Fire Marshal
Registrar of Voters
Engineer
Applicant
PZC File
■
,:pesigoofessionals, inc,
civil engineers • planners 0 surveyors December 12, 1990
■
Phyllis M. Mann
Recording Secretary, IWA/CC
1540 Sullivan Avenue
South Windsor, CT 06074
Dear Mrs. Mann
Re: Governors Squa n ss Center
Applications # 89-87P and # 89-86P
Building O & � s Id
Our client, Capuano Builders and Developers, requests placement
on the January 14, 1991 agenda of the IWA/CC, for renewal of IWA/CC
permits granted January 8, 1990.
A $50.00 check is enclosed for renewal of applications # 89-87P
and #89-86P (required fee of $25.00 per application) . No activity,
except for tree clearing in the area of Building 'O' has commenced,
hence we will not plan on attending the 1/14/91 meeting, unless
-requested otherwise. Thank you. -
Sincerely,
Stephen R. Biancardi
Design Professionals, Inc.
CC,. Paul Capuano
Irwin S. Hausman
1170 Ellington Road (Route 30), South Windsor, CT 06074 0 (203) 291-8755
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s f� 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CONN. 06074
R•co AREA CODE 203/644-2511
January 30, 1991
Stephen R. Biancardi
Design Professionals, Inc.
441 C Governor's Highway
South Windsor, CT 06074
Dear Mr. Biancardi:
Re: Application 89-87P - Governor's Square Business Center
Building O .
At the January 28, 1991 meeting, the South Windsor Inland
Wetlands Agency/Conservation Commission approved a one year
extension of Application #89-87P with all original and standard
conditions.
Application #89-87P becomes effective January 8, 1991 and expires
on January 8, 1992.
LVery;txr, y yours,
Phyllis . Mann, Recording Secretary
Inland Allands Agency/
Conservation Commission
cc: Marcia A. Banach, Director of Planning
John R. Collins, Chief Building Official
Planning & Zoning Commission
Jerry Iazzetta, Town Engineer
\ Enclosure