HomeMy WebLinkAboutSouth Windsor Fire and Ambul (2) 05/01/2009 09:29 8606121757 TO DESIGN LLC PAGE 02/04
TOWN Or SOUTY WINDSOR.
iNLAND WETLANDS, WATERCOURSES AND CONSERVATION APPLICATION
Application # � `�� P _Date Ec ceivcd y`1 S"oM
INSTRUCTIONS
L Fifteen applications (15) with map and plans (2 copies) shall be submitted together with the fee set .forth
in the Inland Wetlands, Watercourses and Conservation Regulations, 'Gown of South Windsor. (See
Regulations, Section.ViI-X)
2, The South Windsor Inland Wetlands, Watercourses and Conservation Regulations should be reviewed witli
respect to the standards and criteria for application Evaluation, (See Itegul.ations, Sections VII••-X)
3. The applicant understands that this application is to be considered complete only When all information and
documents required by the Agency have been submitted. The applicant slia.11 also complete the state filing
form.
A. Applicant's Name: _..., Won—. � . SCy A4 16�%1 JX 1'
Address: — -..1!5 o S4, k-,?, ✓e, Sav{ �r/,��foY C also 7 i�
Phone: (home)_ _ (wor„l�) 64 ��f -�5/1/_(fax) r o6 �7
1^
B. Legalowner's na.rwle: _ / e U✓.� o S
Address �10 �7
Phone(home) (work)6�o 6 q -,26-1I.(fax) B( D -6 qq• 7 Ai
(List additional owners, addresses, and phonic numbers on back of application)
C. If the applicant is not the; owner of the subject property; a letter by the oWza.er(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 and Location Ate w /, -4 r S- u
Alin&0-
Akn loq Cgnce -74- 5' S ��i'✓'`zn Ave—,
�~ 1. Contact Person (if further information is receded)
/..a DPS , G (Work) 060 ~�l�-/7a�'(fax)�d-Co7a- /797
K 3L
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 identification of the property on the Inland
Wetland and Watercourse Map.
Assessor's in ap##, rr� n_ Parcel# 913 0076 6-7-one G G
7
SCwN 8t�
~ TOW 07P S-OUM ?And4at
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Hany 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074
soR•c0 TELEPHONE (860) 644-2511
May 27, 2009
Mr. Matthew Galligan
Town of South Windsor
1540 Sullivan Avenue
South Windsor, CT 06074
RE: Appl. #09-16P - Town of South Windsor Firehouse —765 Sullivan Avenue
Dear Mr. Galligan:
At the May 20, 2009 regular meeting, the Inland Wetlands Agency/Conservation
Commission approved application #09-16P - Town of South Windsor Firehouse — 765
Sullivan Avenue - IWA/CC application to construct a public safety facility building,
parking, stormwater structures, and associated improvements on property located
southerly of Sullivan avenue and easterly of West Road. General Commercial (GC)
Zone.
Very truly yours,
INLAND WETLANDS AGENCY/
CONSERVATION COMMISSION
cg�, a ztla,� fi,
69/
Elizabeth A. Warren, Chairperson
EAW:dt
cc: Chief Building Official
Hap Fitts, Public Building Commission
Brian Humes, Jakunski/Humes
RECEIVED
APR 13 2009
,,vv I,J.,u
TOWN OF SOUTH WINDSOR INLAND WE LANOSAGENCY
CONSERVATION COMMISSION
INLAND WETLANDS,WATERCOURSES AND CONSERVATION APPLICATION
Application# 0 CI-1 'Date Received Ak/S—O
INSTRUCTIONS
1. Fifteen applications (15) with map and plans (2 copies) shall be submitted together with the fee set forth
in the Inland Wetlands, Watercourses and Conservation Regulations, Town of South Windsor. (See
Regulations, Section VII-X)
2. The South Windsor Inland Wetlands, Watercourses and Conservation Regulations should be reviewed with
respect to the standards and criteria for application Evaluation. (See Regulations, Sections VII-X)
3. The applicant understands that this application is to be considered complete only when all information and
documents required by the Agency have been submitted. The applicant shall also complete the state filing
form.A. Applicant's Name: Ph rb Y" � ,`e .1 { . FI' re C h 1 G _P
Address: j� � �1��no /� kAl -soi[�Li �i�n�Soi- eT oG 07y
Phone: (home) to 1f 4-b(,l�; (work) (fax)
B. Legal owner's name: =oujm o 4 .Soup dso r-
Address j5 q0 Su/l/'V a e, X ve Soli l-y L(/i i>, :QS'e l~ C7— o6o-741
Phone (home) (work) (fax)
(List additional owners, addresses, and phone numbers on back of application)
C. If the applicant is not the owner of the subject property; a letter by the owner(s) authorizing the proposed
regulated activity set forth in the application must accompany this form and will be part of the application.
D. Project Name and Location eW I�d c,_l, T Sevo A
qr W Ain bH l a n c e to S ,3`er/!r`(iQ n A w,
//1. Contact Person(if further information is needed)
(7 t o pi / 1 a r'¢� n (work) 860419-/7o0 (fax) 960 ' QL / 76 7
X gy
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 identification of the property on the Inland
Wetland and Watercourse Map.
nn
Assessor's map# Parcel # 0730o1G5�Zone 4
F. Names of all abutting property owners from records in Town Clerk's office. (use separate sheet if
necessary)
see a #aC4ed
G. Have you notified all abutting property owners (from records in Town Clerk's office) by certified letter that
an application is pending before the Agency? I'(* Ar -i abu¢f;a Pro —7
pzrl OWher5, W � �h /
(you are quired to supply a copy of the'letter with the list of the names of the abu ers).**
H. Purpose and description of all proposed regulated activity(s) including amount of disturbance in square feet
pand types of fill and the time element involved:
- 1 rb�ps2d� Gorrs�!`uG�ia� aT' a ����n�oon � a .Pen � nG[ Scr/at��
AV/2r o f 471Vh So. ( noja jT pA yemenT I'S also torv�Oo -e�
iA Ae e u la led are4 . 754-ttla r o 44."Ce 41•5
, ono .r a,?,-e -Feet. a%s�urdQnce Wj'1( ba or en+;re cur /-o ®>F
I. A class A-2 map of the property drawn to 1"=40', showing the area to be developed, extent of the wetlands PP'oj`e"t
and watercourses affected, topography, existing and proposed activities and names and locations of adjacent
property owners must be submitted.
J. Amount of regulated area disturbance and types of fill (including wetlands and 80 foot Upland Re iew
Area). To-(-ci� /area a,-(- G�;S�urbGtnee i n re-?" a re- 1- ± ���000 SF
r:11 wil( � ncWde aSpAa If pnveme-rcf, 3� a a ✓el q.7d �Pso,•/,
K. Acreage of wetlands and watercourses in regulated areas to be altered: 0
L. Acreage of wetlands and watercourses to be created:
M. Lineal feet of proposed stream alteration: 0
N. Total land area of project and percentage, which is wetlands: - OTrI `Qh d aTe4_ = a 41 677
a Cres
/ re-a n d s 4 G 3 7.
O. Identify all other permits or approvals that have been issued, applied for, or required with respect to the
proposed activity set forth in this application. (These may include but not be limited to, local Planning &
Zoning, Zoning Board of Appeals, D.E.P., F.E.M.A., D.O.T., The Army Corps of Engineers, and any other
State, Local or Federal Permits.) 5o (, ;nj c or P14^,6 4 Z -RIPe-ova/ tiv, lj
P. The applicantt�or designated representative) hereby attests/that a sign will be posted at the following
location(s) 76 r2
By�oa Name 1 e n a r�"i ✓1
on or before the following date "O 1
8
Signature: , ,„
These signs must be displayed continuously for at least ten (10) days prior to scheduled meeting (see
Regulations, Section 7.3a)
The undersigned hereby applies for the regulated activities listed in paragraph H above, for an Inland Wetlands,
Watercourses and Conservation permit for the property described herein and confirms that:
l. She/he is familiar with the currently effective Inland Wetlands, Watercourses and Conservation Regulations
of the Town of South Windsor.
2. She/he understands that at any time during the review period, the Agency may require the applicant to
provide more information about the wetlands and/or watercourses in question 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 her/his 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 Wetlands, Watercourses and
Conservation Commission members and/or its representative to enter the portions of the premises which are
subject of the application for the purpose of inspection and investigation and-otherwise evaluating the merits
of the application both b fore and after a final decision has been issued.
f
Signature of Owner of Prope
Date
Signature of A icant
Date C4 11-f 0
9
TOWN OF SOUTH WINDSOR CHECKLIST
REQUIRED
�INFORMATION
"SITE PLANS
APPLICANT O f- J ®L4 "f h W l/���o r
PROJECT NAME New ,r- 4'f7 -5o lFr js o r-
�(rr- and Aw 6u a n c-e.
This checklist must be signed by plan preparer (P.E./L.S.) declaring that all required information
is provided. Items 1-7 are required for all applications; items 8-11 required where appropriate.
Check mark for each item supplied.
1. On each sheet for plans or maps, title.block with the following information:
a. Name, address and telephone of applicant.
b. Name, address and telephone number of Land Surveyor or Professional
Engineer.
c. Name of Development.
d. Date when drawings were made.
I/ 2. Key Map: An overall map drawn to a scale of 1 inch equals either 100 feet or
200 feet. This map will show the overall design of the Development and
surrounding property within 500 feet.
a. Data block which gives needed zoning information such as percentage of
lot coverage, acreage of tract, number of apartment units, parking
requirements, etc.
b. Outline of buildings.
1� c. Layout of streets.
d. Surrounding property boundaries-within 500 feet.
e. Names of abutting property owners.
tVA f. Proposed open spaces and recreation areas.
g. Driveway cuts on abutting properties and any properties across from
proposed site.
h. Distance to and name of nearest intersection street. C10areet on
a-F u/es� 2d �
3. Architectural Elevations: See attached checklist for Architecture and Design ,rtd`h'V'vj
Review. A v e
i
4. Plot Plan: A layout map of the proposed site drawn to a scale of 1 inch equals
40 feet on either of the following size sheets: (1) 24" x 36" with a 3/4" ruled
margin; (2) 18" x 24" with a 1/2" ruled margin, containing the following data:
a. Distance and bearings of all boundary lines and acreage of site. Iron pins
required at all property angle points and shown on map.
b. Proposed streets and street lines with center line station, curve data, and
parking spaces.
c. Building lines in accordance with zoning regulations.
d. Proposed buildings and other structures, including signs, outside lighting,
and dumpsters (on concrete pad and screened).
�IA e. Easements, noting grantors, grantees, and purpose must be shown in
table format, e.g. below
Grantor Grantee Type of Date Filed Vol/Pg
Easement
f. Names of abutting property owners.
g. Monuments will be indicated at corners and angles of all streets and at all
points of curvature and tangency. The monumented points within
proposed site shall be coordinated. These coordinates shall appear in
tabular form on the plot plan. The accessibility of these CGS points shall
be determined by the Town Engineer.
WA- h. All open space or other common or public land uses shall be indicated.
i. A-2 certification; P.E./L.S. Seal.
%0/ 5. Topographic Map: A map drawn to a scale of 1 inch to 40 feet on sheets not
exceeding 24 inches by 36 inches, including ruled margins shall in addition to
the requirements of the plot plans show the following:
a. All existing and proposed buildings.
Vol b. Curb Lines and pavement width, sidewalks.
c. Existing and proposed sanitary sewers.
y d. Existing and proposed water and-all existing utilities.
2
e. Present wooded area indicated by foliage lines. Any trees to be saved
should be shown.
y f. Existing and proposed contours shall be shown in not less than two-foot
intervals, but in cases of relatively level land, the contours shall be one-
foot intervals and spot elevations.
g . Regulated wetlands and 100-year floodplain or note that none are
present.
t/ h. Proposed storm drainage system, showing all catch basins, endwalls,
manholes, lengths and sizes of pipes and elevations of structures.
(Maximum distance between catch basins shall be 300 feet and minimum
size of storm drain lines shall be 15 inches, within Town ROW.) If
plan/profile sheet is provided all of this does not need to be shown. Only
top of frame elevations and inverts of open discharge pipe shall be shown
on this plan.
&VA i. Connections of all springs into proposed storm drainage system as
needed.
'✓ j. Location and indications of existing brook channels, and 100-year flood
limits.
k. A-2 &T-2 Certification; P.E & L.S. Seals.
6. Landscaping plan
7. Drainage calculations: - Zero Runoff Increase per attached guidelines.
8. Traffic Report
9. Site Lighting Plan
10. Plans and Profiles: A plan and profile of the proposed streets drawn on
plan/profile paper of scales 1 inch to 40 feet horizontally, and 1 inch to 4 feet
vertically on sheets not exceeding 24 inches by 36 inches, including ruled
margins and containing the following:
a. Layout of streets in sections coordinated by stations with the profile.
b. Street plan showing roadways, drainage, sanitary sewer (including house
sewer), foundation drains, lot lines, buildings including all utilities with
elevations (top frame and inverts), size, type, length, slopes of pipes.
c. Sight line at driveway &street intersections.
3
d. Profile of roadway showing existing and finished grades. Roadway profile
will show all tangent grade and all vertical curve information.
e. Profile will show all catch basins and all drainage lines between catch
basins with all invert and top of frame elevations, sizes, lengths and
slopes of pipes.
f. Where any storm drainage line discharges into an existing brook sufficient
l `"�,, profile of this brook will be shown to determine conditions.
A6 g. CGS datum shall be used on all sites accessible to these controls. The
Town Engineer shall, based on standard engineering practices, determine
the accessibility of these controls.
AVA h. Profiles shall show all sanitary sewer Fines and manholes, including
elevations, (inverts, top of frame) sizes, lengths, and slopes of pipes.
Top of foundation elevations for building shall be shown.
11. Open Space Site Improvement Plans: For sites which require or include a
provision for open spaces, a plan which contains data for site improvement
may be required. This map shall be drawn to a scale of 1 inch equals 40
feet.
12. Sanitary Report: Where individual sanitary sewage disposal systems are
proposed, the final plans shall include a Sanitary Report certified by a
Professional Engineer. The report shall demonstrate the feasibility of the
proposed individual systems.
Gl//4 0
PW PREPARER (P.E./L.S.) DATE
February 2002; Rev. 4-04
4
ABUTTING PROPERTY OWNERS
PROPOSED SOUTH WINDSOR FIRE AND AMBULANCE FACILITY
OWNER PROPERTY LOCATION OWNER ADDRESS OWNER ZIP CODE
15 MORGAN FARMS DRIVE ASSOCIATES LLC 0015 MORGAN FARMS DRIVE PO BOX 696 SOUTH WINDSOR, CT 06074
651 LLC 0651 SULLIVAN AVENUE 651 SULLIVAN AVE SOUTH WINDSOR, CT 06074
GILSON BARBARA E ETAL 0668 SULLIVAN AVENUE 668 SULLIVAN AVENUE SOUTH WINDSOR, CT 06074
WISNIEWSKI ADAM 0678 SULLIVAN AVENUE 678 SULLIVAN AVENUE SOUTH WINDSOR, CT 06074
M D REALTY LLC 0688 SULLIVAN AVENUE 420 ELLINGTON ROAD SOUTH WINDSOR, CT 06074
A AND D BALIS ENTERPRISES LLC 0689 SULLIVAN AVENUE 229 STARKWEATHER RD MOOSUP, CT 06354
GOLAS KRYSTYNA 0694 SULLIVAN AVENUE 694 SULLIVAN AVENUE SOUTH WINDSOR, CT 06074
BMM SOUTH WINDSOR LLC 0706 SULLIVAN AVENUE 15 BIRCH LANE SHORT HILLS, NJ 07078
CAPITAN AMELIA J L/U & PAUL P 0720 SULLIVAN AVENUE 720 SULLIVAN AVENUE SOUTH WINDSOR, CT 06074
PRANCKUS JOHN C SR 0730 SULLIVAN AVENUE 730 SULLIVAN AVENUE SOUTH WINDSOR, CT 06074
PRANCKUS ALBERT G L/U & 0744 SULLIVAN AVENUE 744-46 SULLIVAN AVE SOUTH WINDSOR, CT 06074
ZAINO GIOVANNA B 0760 SULLIVAN AVENUE 760 SULLIVAN AVE SOUTH WINDSOR, CT 06074
A F ASSOCIATES REALTY LLC 0765 SULLIVAN AVENUE PO BOX 684 SOUTH WINDSOR, CT 06074
LOTS AND MORE LLC 0770 SULLIVAN AVENUE 770 SULLIVAN AVE SOUTH WINDSOR, CT 06074
JTF PROPERTIES LLC 0818 SULLIVAN AVENUE 818 SULLIVAN AVE SOUTH WINDSOR, CT 06074
PRESTILEO VINCENT 0828 SULLIVAN AVENUE 828 SULLIVAN AVENUE SOUTH WINDSOR, CT 06074
SHARP EDWARD F TRUSTEE 0840 SULLIVAN AVENUE 34 SCHOOL RD ANDOVER, CT 06232
STOWE PROPERTIES LLC 0845 SULLIVAN AVENUE 845 SULLIVAN AVE SOUTH WINDSOR, CT 06074
MINGUY KEVIN 0850 SULLIVAN AVENUE 850 SULLIVAN AVE SOUTH WINDSOR CT 06074
GRECO PROPERTIES LLC 0855 SULLIVAN AVENUE 855 SULLIVAN AVE SOUTH WINDSOR, CT 06074
GETTY CT LEASING INC 0856 SULLIVAN AVENUE 125 JERICHO TPKE#103 JERICHa,, NY 11753
GRECO PROPERTIES LLC 0869 SULLIVAN AVENUE 855 SULLIVAN AVENUE SOUTH WINDSOR, CT 06074
SOUTH WINDSOR TOWN OF 1165 SULLIVAN AVENUE 1540 SULLIVAN AVE SOUTH WINDSOR, CT 06074
A AND D BALIS ENTERPRISES LLC R027A SULLIVAN AVENUE 229 STARKWEATHER RD MOOSUP, CT 06354
SZEDLACSEK SAM &CRYSTAL A 0016 TROY ROAD 16 TROY ROAD SOUTH WINDSOR, CT 06074
ZAINO GIOVANNA B 0035 TROY ROAD 60 STONEGATE DR WETHERSFIELD, CT 06109
BMM SOUTH WINDSOR LLC 0042 TROY ROAD 15 BIRCH LANE SHORT HILLS, NJ 07078
WILLIAMS ARTHUR D 0175 WEST ROAD 175 WEST ROAD SOUTH WINDSOR, CT 06074
PIACENTINI CRAIG E&LORI L 0185 WEST ROAD 185 WEST ROAD SOUTH WINDSOR, CT 06074
SOUTH WINDSOR TOWN OF 0190 WEST ROAD 1540 SULLIVAN AVE SOUTH WINDSOR, CT 06074
PUDELER KENNETH J 0201 WEST ROAD 201 WEST ROAD SOUTH WINDSOR, CT 06074
DE5GNc
TRANSMITTAL
To: Jeffrey H. Folger Date: 4-14-09
Environmental Planner/
Conservation Officer
Town of South Windsor
1540 Sullivan Avenue
South Windsor, CT 06074
From: Glen Martin
TO Design, LLC
Subject: Proposed Fire and Ambulance Facility
765 Sullivan Avenue
# of Copies Drawing Drawing Description
) QY
No. Rev. Date
2 Wetlands Submission Plans
2 Drainage Design
15 Wetlands Application
Remarks
Please find the above referenced items enclosed for your review.
If you have any questions please contact me at(860) 612-1700 xt. 24.
Signed:
Enclosures
Job#: 5033
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New irk,CT
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P:860-612-1700 .
F:860-612-1767
todedgrk,com
RECEIVED
Envirolm ent /�1�
Environmental& (`��/JJ
Water Resources Q PR 1 1332009
Engineering GE I Consultants
LETTER OF TRANSMITTAL
SOUTH WINDSOR PLANNING�?J.Winding Brook Drive,Suite 201
Glastonbury,CT 06033
Phone:(860)368-5300 Fax: (860)368-5307
www.geiconsultants.com
To: Mr. Jeffrey Folger Date: April 14, 2009
Town of South Windsor Project No. 082560-1-1000
1540 Sullivan Avenue Wetland Impact Assessment for
Re: Project Area&Best
South Windsor,CT 06074 Management Practices for
Stormwater Treatment
We are sending you the following enclosures:
No. Type Description
Hard Wetland Impact Assessment for Project Area& Best Management Practices
12 for Stormwater Treatment-Proposed South Windsor Fire Department
Copies Property
These are transmitted as checked below:
❑ For Approval ® For Your Use ❑ For Review/Comment ❑As Requested ❑ Other
Message: 'j his is Fa �c�bm;+)cd <tS tin o
0 a G.oT�lit"cat?;-icrn lbe�2xC -ram -TA,-.)n O�- 5nCA-k c.J1MSC�r
IcLook WActy)ns Comyn;5S)gn a 'TLA-o c-,A�or a cy)-:(Qns
a D+i;r ,� Cn -ta DRs''�
Copy to: Signed: Fred Johnson
If enclosures are not as noted, kindly notify us at once.
HAWPROMProject\Town of South Windsor\FireDeptProperty062560\Wetlands Assessment7ransmittal Ltr Glastonbury04.14.09.doc
�C m
\N MVP 011
Supplemental Wetland Survey
Proposed South Windsor Fire
Department Property
Corner of Sullivan Avenue and West Road
South Windsor, CT 06074
Submitted to:
Town of South Windsor
Mr.Jeffery Folger
1540 Sullivan Ave.
South Windsor,CT 06074
Submitted by:
GEI Consultants,Inc
455 Winding Brook Drive,Suite 201
Glastonbury,CT 06033
860-368-5300
May 2009
Project082560
Frederick W.Johnson,LEP
Sr.Vice President,Regional Mgr.
SUPPLEMENTAL WETLAND SURVEY
PROPOSED SOUTH WINDSOR FIRE DEPARTMENT PROPERTY
SOUTH WINDSOR, CONNECTICUT
MAY 2009
1 . Supplemental Wetland Assessment
1.1 Project Background
Mr. Jeffery Folger,Environmental Planner/Conservation Officer for the Town of South Windsor,
contracted GEI to conduct a supplemental survey of the narrow wetland band located in the
northwest portion of the town-owned property at 765 Sullivan Avenue in South Windsor,
Connecticut. The parcel was previously the location of an agricultural property including a
demolished single family dwelling and agricultural fields, and a forested area in the southeastern
section of the subject property and is currently undeveloped. The Town of South Windsor has
intentions to develop a fire department facility on the southwest corner of the subject property,
and retain 13.76 acres of the eastern portion of property including the Podunk River and
associated wetlands as open space. At an Inland Wetland Commission meeting on May 6, 2009
member of the community brought up concern over a potential surface water body identified as
part of the narrow band of wetlands on the northwester portion of the property prompting this
supplemental assessment.
1.2 Field Survey
The field survey was conducted on May 18, 2009. The survey focused on identifying ecological
conditions and communities in the narrow band of wetlands on the northwester portion of the
property adjacent to Sullivan Avenue.
1.3 Results
GEI staff ecologist, Kimberly Barber, visited the subject property to further investigate the
wetland region of concern.
This region of the property is dominated by emergent to shrubby vegetation with mucky soils in
towards the center of the flagged wetland;although no surface water was present at the time of
the survey. The center of the wetland was dominated by tussock sedge(Carex stricta)with
groupings of larger blueflag iris(Iris versicolor)and sweetflag (Acornus calamus) and skunk
cabbage (Symplocarpus foetidus) in the direct vicinity of the mucky soils (Photos 1-2)
Goldenrod (Solidago spp.) and sensitive fern (Onoclea sensibilis) dominate the ground cover to
the eastern portion of the wetland in the region leading to a small grouping of white pines (Pinus
strobus) (Photo 3). The surrounding shrub and canopy cover, to the southern portion of this
wetland include American pokeweed (Phytolacca Americana), multiflora rose (Rosa multiflora),
and small sugar maple(Ater saccharum) and red maples (Ater rubrum) Japanese knotweed
(Fallopia japonica) dominates the region between the wetland and Sullivan Avenue, and is
W1
//
_ E.I Consultants- - 2. -
SUPPLEMENTAL WETLAND SURVEY
PROPOSED SOUTH WINDSOR FIRE DEPARTMENT PROPERTY
SOUTH WINDSOR, CONNECTICUT
MAY 2009
beginning to grow into the adjacent portion of the property disturbed by the removal of the
abandonded farm house (Photo 4).
1.4 Conclusions
The wetland region of concern can be classified as an emergent wetland with some scrub/shrub
surrounding features.No surface water was present at the time of the survey, and the area does
not maintain surface water body features. Invasive flora management in the vicinity of this
region of the wetland can benefit the overall function and value.
- V E I. Consultants
SUPPLEMENTAL WETLAND SURVEY
PROPOSED SOUTH WIND-SOR FIRE DEPARTMENT PROPERTY
SOUTH WINDSOR,'CONNECTICUT
MAY 2009
Photographs
a*ti
Photo 1. The wetland region of concern (directed toward Sullivan Avenue) with tussock sedge
and sweetflag groundcover, mulitflora rose and Japanese knotweed and red maple around the
perimeter.
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SUPPLEMENTAL WETLAND SURVEY
PROPOSED SOUTH WINDSOR FIRE DEPARTMENT PROPERTY
SOUTH WINDSOR, CONNECTICUT
MAY 2009
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Photo 4. Japanese knotweed dominating the edge of Sullivan Avenue and emerging in the region
of the property disturbed by the removal of the house.
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//^�
LCeonsulta;nts
VL� - - - - - 7-
TO
DESIGN LLC
April 28, 2009
Kenneth J. Pudeler
201 West Road
South Windsor, CT 06074
Dear Property Owner:
RE: Location - Proposed Fire and Ambulance Facility, 765 Sullivan Ave. and West Road
Owner—Town of South Windsor
In accordance with Section 7.3b of the "Town of South Windsor Inland Wetlands,
Watercourses, and Conservation Regulations", we are required to notify you that an
application has been filed on this property abutting yours and is subject to a hearing by
the Inland Wetlands Agency/Conservation Commission. The application and plans are
on file with the South Windsor Planning Department.
As an abutting property owner you are invited to the hearing to ask questions and/or
give comments, however, you are not required to attend. You may also submit written
comments regarding the application prior to the hearing if you so desire. For further
information regarding the specific date this will be heard, please contact Jeff Folger,
Environmental Planner/Conservation Officer, Planning Department, 644.2511 ext. 253.
Sincerely,
Glen Martin
To Design, LLC
(Agent for Town of South Windsor,Applicant)
sophisticated
sate Aesigw
Old Post Office Plaza
114 West Main Street
Suite 201
New Britain,CT
06051
P:860-612-1700
F:860-612-1757
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Hand Delivered
May 27, 2009
Mr. Matthew Galligan
Town of South Windsor
1540 Sullivan Avenue
South Windsor, CT 06074
RE: Appl. #09-16P - Town of South Windsor Firehouse— 765 Sullivan Avenue
Dear Mr. Galligan:
At the May 20, 2009 regular meeting, the Inland Wetlands Agency/Conservation
Commission approved application #09-16P - Town of South Windsor firehouse — 765
Sullivan Avenue - IWA/CC application to construct a public safety facility building,
parking, stormwater structures, and associated improvements on property located
southerly of Sullivan avenue and easterly of West Road. General Commercial (GC)
Zone.
Very truly yours,
INLAND WETLANDS AGENCY/
CONSERVATION COMMISSION
Elizabeth A. Warren, Chairperson
EAW:dt
cc: Chief Building Official
Hap Fitts, Public Building Commission
Brian Humes, Jakunski/Humes
�O�N 3fq
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To� V I S-V� d
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�, 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074
J�OSoR-CO � TELEPHONE(860) 644-2511
May 27, 2009
Mr. Matthew Galligan
Town of South Windsor
1540 Sullivan Avenue
South Windsor, CT 06074
RE: Appl. #09-16P -Town of South Windsor Firehouse — 765 Sullivan Avenue
Dear Mr. Galligan:
At the May 20, 2009 regular meeting, the Inland Wetlands Agency/Conservation
Commission approved application #09-16P - Town of South Windsor Firehouse — 765
Sullivan Avenue IWA/CC application to construct a public safety facility building,
parking, stormwater structures, and associated improvements on property located
southerly of Sullivan avenue and easterly of West Road. General Commercial (GC)
Zone.
Very truly yours,
INLAND WETLANDS AGENCY/
CONSERVATION COMMISSION
Elizabeth A. Warren, Chairperson
EAW:dt
cc: Chief Building Official
Hap Fitts, Public Building Commission
Brian Humes, Jakunski/Humes
TO BE PUBLISHED IN THE JOURNAL INQUIRER
LEGAL NOTICE
Thursday, May 28, 2009
SOUTH WINDSOR— INLAND WETLANDS AGENCY/CONSERVATION
COMMISSION
At the May 20, 2009 Regular Meeting, the Commission voted to take the
following actions:
Approved: Appl. #09-16P Town of South Windsor Firehouse — 765 Sullivan
Avenue. - IWA/CC application to construct a public safety facility building,
parking, stormwater structures, and associated improvements on property
located southerly of Sullivan Avenue and easterly of West Road. General
Commercial (GC) Zone.
Approved: Appl. #09-20W — Shepard House Lot — 45 Newberry Road —
IWA/Conservation Commission application for the construction of a residential
house an associated improvements on property located southerly of Newberry
Road and easterly of Main street. A-40 Residential Zone.
Approved with conditions: Appl. #09-23W — Town of South Windsor Ball field
Renovation — Ayres Road — Conservation commission application for earth
disturbance associated with the renovation of an existing ball field on property
located southerly of Ayers Road and westerly of Nevers Road. Rural Residential
(RR) Zone.
Dated at South Windsor, CT this 20th day of May 2009
Elizabeth A. Warren, Chairperson
TO
DESIGN LLC Stormwater Management Summary
South Windsor Fire and Ambulance Facility
South Windsor, CT
April 14,2009
F The site is located on the corner of Sullivan Avenue(Route 194)and West Road. The 24.87-acre
} ; parcel slated for development is currently undeveloped with wetlands located to the south and east of
t the property. The Podunk River runs through the easterly portion of the site. The development
involves the construction of a Fire and Ambulance Facility with associated parking and drives and will
t develop 4.14-acres of the 24.87-acre site.
ExistingDrainage
rainage
The portion of the site to be developed is an open field relatively flat,and slopes to the east and to the
south towards the wetlands located in the middle of the overall site. After reaching the wetlands,the
runoff flows east of the proposed development to the Podunk River.
Proposed Drainage
The proposed development will occupy the bulk of the western portion of the site and will add 1.74
acres of impervious surface. The design will maintain existing drainage patterns and prevent increases
in peak runoff rates to the Podunk River.The proposed design will sheet flow the parking lot runoff to
the greatest extent possible and utilize a water quality swale to convey runoff towards the proposed
detention basin.The detention basin will have a forebay to control peak rates and provide stormwater
treatment.
The proposed stormwater management system has been designed to comply with the 2004,
Connecticut DEP, Connecticut Stormwater Quality Manual. Due to the proximity of wetlands,the
following best management practices have been incorporated into the design.
• • Runoff from all onsite paving will be directed to the detention basin for treatment. The
forebay has been sized to hold 10%of the WQV. The basin has been designed with a six inch
"wet"bottom below the lowest drain point. All catch basins will have four foot sumps to
promote capture of heavy suspended solids.
• All outfalls for the stormwater management system will have outlet protection.
The storm sewer system proposed for this site has been developmed in accordance with the CT DOT
Drainage Manual. The pre and post-development runoff comparisons were made using TR-55
Hydrographs. The site has been assigned a soil type of`B".The onsite storm sewer system is designed
for a 25-year storm event. The detention basin has been designed to route up to a 100-year storm
event.
Attachments
1. Pre and Post Development Drainage Area and Peak Rate Summaries
2. Drainage Area Maps
3. Storm Sewer Calculations
4. Pre and Post Development TR-55 Hydrographs
5. WQV Calculation and TST Sizing
6. Rip Rap Sizing Calculation
sophisticated 7, Natural Resources Conservation Service-Web Soil Survey
site Desigw
Old Post Office 11cm
114 West Main Street
Suite 201 Mark G. Smith,P.E.
0 ew Britain,CT
51
P;860-612-1700
F;860-612-1757
todesignlic.com Printed on Recycled Paper
• i Pre and Post Development Drainage Area Summaries
{
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Date 4/14/2009_
Guth Windsor Fire and Ambulance Facility .__.._.
;South Windsor,CT
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Cn_pp grass _ 61 1
Soil Type B
Yp ...........
Design Storm 25 yr
'Pre Development _ _.. •_ Total Imp a Perv. Cn t "Tc
?Outfall acres; acres acres i Min
...
?Overland 1 to Podunk River 2.58 0i 2.581 61 0 16.2
Overland 2 to Podunk River 1 56 0 1.561, 61 OF 8..... 6
..................
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(Post Development
_.
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_....
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Parking Lot Overland and Swale 1.00; 0.44. 0.56 77 3� 5 0
Building and Courtyard 0.44 0.44 0 98.0 5.0
Piped to Detention 0.94 0.71 0.23 88.9 5.0 _ I
Overland to Detention 0.90 0.12 0.78 65.9 5.0
Total To Detention 3.28 1.71 1.57 _.
Overland 1 to Podunk River _ 0.86 0 0 86� 61 0 8.6
_ €
!.
Pre and Post Development Rational Peak Rate Summa
..... _. 2
yr storm 1 Syr storm 25yr storm 100yr storm
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. Q re Q re °, Q re
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....... d
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Detention l
Storm Event Max Water Elevation
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Project File: drainage.stm Number of lines:9 Date: 04-14-2009
Hydraflow.Storm Sewers Extension v6.052
Porm Sewer Inventory Report R Page 1
Line Alignment Flow Data Physical Data Line ID
No.
Dnstr Line Defl Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-loss Inlet(
line length angle type Q area coeff time El Dn slope El Up size shape value coeff Rim El
No. (ft) (deg) (cfs) (ac) (C) (min) (ft) M (ft) (in) (n) (K) (ft)
1 End 97.100 -148.68 Comb 0.00 0.16 0.83 5.0 84.50 0.51 85.00 15 Cir 0.013 1.32 89.30 PCB1 To Det.
2 1 88.500 -31.583 Comb 0.00 0.07 0.90 5.0 85.00 0.50 85.44 12 Cir 0.013 1.43 89.30 PCB2 To PCB1
3 2 58.800 8.680 Comb 0.00 0.02 0.90 5.0 85.86 1.00 86.45 12 Cir 0.013 1.00 89.70 PC133 To PCB2
4 2 128.20 70.936 DrGrt 0.00 0.22 0.44 5.0 85.44 0.50 86.08 12 Cir 0.013 0.57 89.50 PY134 To PC132
5 4 26.900 19.071 Comb 0.00 0.30 0.82 5.0 86.08 0.63 86.25 12 Cir 0.013 1.00 89.50 PC135 To PYD4
6 1 67.600 58.923 MH 0.00 0.00 0.00 0.0 85.16 1.98 86.50 8 Cir 0.013 1.00 90.80 MH To PCB1
7 6 152.70C 89.763 None 0.00 0.13 0.90 5.0 86.50 1.05 88.10 8 Cir 0.013 1.00 91.30 Roof 1 To MH
8 6 96.200 -90.237 None 0.00 0.05 0.90 5.0 86.50 1.66 88.10 8 Cir 0.013 1.00 91.30 Roof2 To MH
9 End 88.700 180.00C MH 0.00 0.44 0.90 5.0 86.50 1.04 87.42 12 Cir 0.013 1.00 91.10 PMH7 To Swale
Project File: drainage.stm Number of lines:9 Date: 04-14-2009
Hydraflow Storm Sewers Extension v6.052
i i i
Storm Sewer Tabulation Page 1
Station Len Dmg Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd 1 Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ems) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 97.100 0.16 0.95 0.83 0.13 0.72 5.0 8.1 5.9 4.27 4.63 4.45 15 0.51 84.50 85.00 85.33 86.03 0.00 89.30 PCB1 To Det.
2 1 88.500 0.07 0.61 0.90 0.06 0.42 5.0 7.6 6.1 2.58 2.51 3.28 12 0.50 85.00 85.44 86.35 86.81 89..30 89.30 PC132 To PCB1
3 2 58.800 0.02 0.02 0.90 0.02 0.02 5.0 5.0 6.9 0.12 3.57 0.20 12 1.00 85.86 86.45 87.05 87.05 89.30 89.70 PCB3 To PC132
4 2 128.20C 0.22 0.52 0.44 0.10 0.34 5.0 5.2 6.8 2.34 2.52 2.99 12 0.50 85.44 86.08 87.05 87.61 89.30 89.50 PYD4 To PCB2
5 4 26.900 0.30 0.30 0.82 0.25 0.25 5.0 5.0 6.9 1.70 2.83 2.17 12 0.63 86.08 86.25 87.69 87.75 89.50 89.50 PC135 To PYD4
6 1 67.600 0.00 0.18 0.00 0.00 0.16 0.0 5.9 6.6 1.07 1.70 3.49 8 1.98 85.16 86.50 86.35 86.99 89.30 90.80 MH To PCB1
7 6 152.70 0.13 0.13 0.90 0.12 0.12 5.0 5.0 6.9 . 0.81 1.24 3.21 8 1.05 86.50 88.10 86.99 88.52 90.80 91.30 Roof 1 To MH
8 6 96.200 0.05 0.05 0.90 0.05 0.05 5.0 5.0 6.9 0.31 1.56 1.79 8 1.66 86.50 88.10 86.99 88.36 90.80 91.30 Roof2 To MH
9 End 88.700 0.44 0.44 0.90 0.40 0.40 5.0 &0 6.9 2.74 �3.63 4.62 12 1.04 86.50 87.42 87.21 88.12 0.00 91.10 PMH7 To Swale
Project File: drainage.stm Number of lines:9 Run Date: 04-14-2009
NOTES:Intensity=53.16/(Inlet time+9.30)^0.77; Return period= 25 Yrs. ; c=cir e=ellip b=box
Hydraflow Storm Sewers Extension v6.052
Hydraflow Table of Contents drainage.gpw
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2008 by Autodesk,Inc.v6.052 Tuesday,Apr 14,2009
Hydrograph Return Period Recap ................................................................... 1
25 - Year
SummaryReport .............................................................................................................. 2
HydrographReports ........................................................................................................ 3
Hydrograph No. 2, SCS Runoff, Pre Dev. Overland 1 ................................................... 3
TR-55 Tc Worksheet ................................................................................................. 4
Hydrograph No. 3, SCS Runoff, Pre Dev. Overland 2 ................................................... 5
TR-55 Tc Worksheet ................................................................................................. 6
Hydrograph No. 5, Combine, Pre Development To Podunk River ................................. 7
Hydrograph No. 7, SCS Runoff, Post Dev. Piped To Detention .................................... 8
Hydrograph No. 8, SCS Runoff, Post Dev. Parking lot overland and swale .................. 9
Hydrograph No. 9, SCS Runoff, Post Building and Courtyard ..................................... 10
Hydrograph No. 10, SCS Runoff, Post Dev. Overland 2 To Detention ........................ 11
Hydrograph No. 11, Combine, Post Dev. To Detention ............................................... 12
Hydrograph No. 12, Reservoir, Post Detention ............................................................ 13
PondReport - <New Pond> .................................................................................... 14
Hydrograph No. 14, SCS Runoff, Post Dev. Overland 1 ............................................. 15
TR-55 Tc Worksheet ............................................................................................... 16
Hydrograph No. 16, Combine, Post Development to Podunk River ............................ 17
•
I
Hydrograph Return Perioddra Reflow y ro 1y�a�
y raphs Extension for AutoCAD®Civil 3D®2008 by Autodesk, Inc.v6.052
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No. type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
2 SCS Runoff ----- ------- 0.697 ------- 1.668 2.622 3.746 4.644 5.659 Pre Dev.Overland 1
3 SCS Runoff ------ ------- 0.482 ------- 1.227 1.943 2.785 3.459 4.221 Pre Dev,Overland 2
5 Combine 2,3, ----- 1.039 ------- 2.558 4.055 5.856 7.300 8.936 Pre Development To Podunk River
7 SCS Runoff ------ ------- 2.026 ------- 2.830 3.464 4.138 4.641 5.185 Post Dev.Piped To Detention
8 SCS Runoff ------ ------- 1.248 ------- 2,008 2.641 3.336 3.866 4.444 Post Dev. Parking lot overland and
9 SCS Runoff ------ ------- 1.203 ------- 1.562 1.844 2.146 2.371 2.616 Post Building and Courtyard
10 SCS Runoff ---- ------- 0.502 ------- 1.028 1.498 2.038 2.462 2.936 Post Dev.Overland 2 To Detention
11 Combine 7,8,9, ------- 4.979 ------ 7.428 9.448 11.66 13.34 15.18 Post Dev.To Detention
10
12 Reservoir 11 ------- 0.235 ------- 1.263 2.575 2.897 3.157 3.415 Post Detention
14 SCS Runoff ------ ------ 0.266 ------ 0.676 1.071 1.536 1.907 2.327 Post Dev.Overland 1
16 Combine 12, 14, ------ 0.266 ------- 1.429 3.020 4.018 4.579 5.199 Post Development to Podunk River
Proj. file: drainage.gpw Tuesday, Apr 14, 2009
�'� 2
Hydrograph Summary RedolrtHydrographs Extension for AutoCAD®Civil 3D®2008 by Autodesk, Inc.v6.052
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval peak volume hyd(s) elevation strge used description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
2 SCS Runoff 3.746 3 735 17,772 ------ ------ ----- Pre Dev.Overland 1
3 SCS Runoff 2.785 3 726 9,769 ----- ------ ----- Pre Dev.Overland 2
5 Combine 5.856 3 729 27,541 2,3, ------ ------ Pre Development To Podunk River
7 SCS Runoff 4.138 3 726 14,375 ------ ------ ------ Post Dev.Piped To Detention
8 SCS Runoff 3.336 3 726 11,100 ------ ------ ------ Post Dev.Parking lot overland and
9 SCS Runoff 2.146 3 726 8,254 ------ ------ ------ Post Building and Courtyard
10 SCS Runoff 2.038 3 726 6,912 ------ ------ ----- Post Dev.Overland 2 To Detention
11 Combine 11.66 3 726 40,640 7,8,9, ------ ------ Post Dev.To Detention
10
12 Reservoir 2.897 3 750 27,009 11 86.44 19,553 Post Detention
14 SCS Runoff 1.536 3 726 5,386 ------ ---- ------ Post Dev.Overland 1
16 Combine 4.018 3 729 32,395 12, 14, ------ ------ Post Development to Podunk River
drainage.gpw Return Period: 25 Year Tuesday, Apr 14, 2009
Hydrograph Report 3
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2008 by Autodesk, Inc.v6.052 Tuesday,Apr 14,2009
Hyd. No. 2
Pre Dev. Overland 1
Hydrograph type = SCS Runoff Peak discharge = 3.746 cfs
Storm frequency = 25 yrs Time to peak = 735 min
Time interval = 3 min Hyd. volume = 17,772 cuft
Drainage area = 2.580 ac Curve number = 61*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.20 min
Total precip. = 5.75 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)_[(2.580 x 61)]/2.580
Pre Dev. Overland-1
Q (cfs) Hyd. No. 2--25 Year Vol (%)
4.00 100
1.100
3.00 75
2.00 50
1.00 25
0.00 ZV10
0 180 360 540 720 900 1080 1260 1440 1620
- Hyd No. 2 Time (min)
. - Hyd Volume
TR55 Tc Worksheet 4
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2008 by Autodesk, Inc.v6.052
Hyd. No. 2
Pre Dev. Overland 1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.25 0.00 0.00
Land slope (%) = 2.25 0.00 0.00
Travel Time (min) = 13.51 + 0.00 + 0.00 = 13.51
Shallow Concentrated Flow
Flow length (ft) = 297.10 0.00 0.00
Watercourse slope (%) = 1.30 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) = 1.84 0.00 0.00
Travel Time (min) = 2.69 + 0.00 + 0.00 = 2.69
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
TotalTravel Time, Tc .............................................................................. 16.20 min
Hydrograph Report 5
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2008 by Autodesk,Inc.v6.052 Tuesday,Apr 14,2009
Hyd. No. 3
Pre Dev. Overland 2
Hydrograph type = SCS Runoff Peak discharge = 2.785 cfs
Storm frequency = 25 yrs Time to peak = 726 min
Time interval = 3 min Hyd. volume = 9,769 cuft
Drainage area = 1.560 ac Curve number = 61*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 8.60 min
Total precip. = 5.75 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)_[(1.560 x 61)]/1.560
Pre Dev. Overland 2
Q (cfs) Hyd. No. 3--25 Year Vol (%)
3.00 100
2.00 67
1.00 33
0.00 0
0 180 360 540 720 900 1080 1260 1440 1620
- Hyd No. 3 Time (min)
Hyd Volume
TR55 Tc Worksheet 6
Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2008 by Autodesk, Inc.v6.052
Hyd. No. 3
Pre Dev. Overland 2
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.25 3.25 0.00
Land slope (%) = 2.00 0.00 0.00
Travel Time (min) = 8.13 + 0.00 + 0.00 = 8.13
Shallow Concentrated Flow
Flow length (ft) = 100.00 0.00 0.00
Watercourse slope (%) = 4.50 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) = 3.42 0.00 0.00
Travel Time (min) = 0.49 + 0.00 + 0.00 = 0.49
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
TotalTravel Time, Tc .............................................................................. 8.60 min
Hydrograph Report 7
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2008 by Autodesk, Inc.v6.052 Tuesday,Apr 14,2009
Hyd. No. 5
Pre Development To Podunk River
Hydrograph type = Combine Peak discharge = 5.856 cfs
Storm frequency = 25 yrs Time to peak = 729 min
Time interval = 3 min Hyd. volume = 27,541 cuft
Inflow hyds. = 2, 3 Contrib. drain. area= 4.140 ac
Pre Development To Podunk River
Q (cfs) Hyd. No. 5--25 Year Vol (%)
6.00 100
5.00 83
4.00 67
3.00 50
2.00 33
1.00 17
0.00 0
0 180 360 540 720 900 1080 1260 1440 1620
Time (min)
Hyd No. 5 Hyd No. 2 — Hyd No. 3
Hyd Volume
Hydrograph Report 8
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2008 by Autodesk,Inc.v6.052 Tuesday,Apr 14,2009
Hyd. No. 7
Post Dev. Piped To Detention
Hydrograph type = SCS Runoff Peak discharge = 4.138 cfs
Storm frequency = 25 yrs Time to peak = 726 min
Time interval = 3 min Hyd. volume = 14,375 cuft
Drainage area = 0.940 ac Curve number = 89*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 5.75 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Composite(Area/CN)_[(0.710 x 98)+(0.230 x 61)]/0.940
Post Dev. Piped To Detention
Q (cfs) Hyd. No. 7--25 Year Vol (%)
5.00 100
4.00 80
3.00 60
2.00 40
1.00 20
0.00 0
0 180 360 540 720 900 1080 1260 1440 1620
Hyd No. 7 Time(min)
Hyd Volume
9
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 31D®2008 by Autodesk, Inc.v6.052 Tuesday,Apr 14,2009
Hyd. No. 8
• Post Dev. Parking lot overland and swale
Hydrograph type = SCS Runoff Peak discharge = 3.336 cfs
Storm frequency = 25 yrs Time to peak = 726 min
Time interval = 3 min Hyd. volume = 11,100 cult
Drainage area = 1.000 ac Curve number = 77*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 5.75 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
"Composite(Area/CN)_[(0.440 x 98)+(0.560 x 61)]/1.000
Post Dev. Parking lot overland and swale
Q (cfs) Hyd. No. 8--25 Year Vol
4.00 100
3.00 75
2.00 50
1.00 25
0.00 0
0 180 360 540 720 900 1080 1260 1440 1620
Hyd No. 8 Time (min)
- Hyd Volume
Hydrograph Report 10
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2008 by Autodesk, Inc.v6.052 Tuesday,Apr 14,2009
Hyd. No. 9
Post Building and Courtyard
Hydrograph type = SCS Runoff Peak discharge = 2.146 cfs
Storm frequency = 25 yrs Time to peak = 726 min
Time interval = 3 min Hyd. volume = 8,254 cuft
Drainage area = 0.440 ac Curve number = 98*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 5.75 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)_[(0.440 x 98)]/0.440
Post Building and Courtyard
Q (cfs) Hyd. No. 9--25 Year Vol (%)
3.00
100
2.00 67
1.00 33
0.00 04 0
0 180 360 540 720 900 1080 1260 1440
- Hyd No. 9
Time(min)
Hyd Volume
Hydrograph Report 11
Hydraflow Hydrographs Extension for AutoCAD®Civil 3DO 2008 by Autodesk,Inc.v6.052 Tuesday,Apr 14,2009
Hyd. No. 10
Post Dev. Overland 2 To Detention
Hydrograph type = SCS Runoff Peak discharge = 2.038 cfs
Storm frequency = 25 yrs Time to peak = 726 min
Time interval = 3 min Hyd. volume = 6,912 cuft
Drainage area = 0.900 ac Curve number = 66*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 5.75 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)_[(0.120 x 98)+(0.780 x 61)]/0.900
Post Dev. Overland 2 To Detention
Q (cfs) Hyd. No. 10--25 Year Vol (%)
3.00 100
2.00 67
1.00 33
0.00 0
0 180 360 540 720 900 1080 1260 1440 1620
Hyd No. 10
Time (min)
Hyd Volume
Hydrograph Report 12
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2008 by Autodesk, Inc.v6.052 Tuesday,Apr 14,2009
Hyd. No. 11
Post Dev. To Detention
Hydrograph type = Combine Peak discharge = 11.66 cfs
Storm frequency = 25 yrs Time to peak = 726 min
Time interval = 3 min Hyd. volume = 40,640 cuft
Inflow hyds. = 7, 8, 9, 10 Contrib. drain. area= 3.280 ac
Post Dev. To Detention
Q (cfs) Hyd. No. 11 --25 Year Vol (%)
12.00 100
10.00 83
8.00 67
6.00 50
4.00 33
2.00 17
0.00 0
0 180 360 540 720 900 1080 1260 1440 1620
• Hyd No. 11 Hyd No. 7 - Hyd No. 8 Hyd No. 9 Time (min)
Hyd Volume Hyd No. 10
Hydrograph Report 13
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2008 by Autodesk,Inc.v6.052 Tuesday,Apr 14,2009
Hyd. No. 12
. Post Detention
Hydrograph type = Reservoir Peak discharge = 2.897 cfs
Storm frequency = 25 yrs Time to peak = 750 min
Time interval = 3 min Hyd. volume = 27,009 cuft
Inflow hyd. No. = 11 - Post Dev. To Detention Max. Elevation = 86.44 ft
Reservoir name = <New Pond> Max. Storage = 19,553 cuft
Storage Indication method used.
Post Detention
Q (cfs) Hyd. No. 12--25 Year Vol (%)
12.00 100
10.00 00� 83
•
8.00 67
6.00 50
4.00 33
2.00 17
0.00 0
0 180 360 540 720 900 1080 1260 1440 1620
• Hyd No. 12 - Hyd No. 11 ® Total storage used = 19,553 cult Time (min)
Hyd Volume
Pond Report 14
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2008 by Autodesk, Inc.v6.052 Tuesday,Apr 14,2009
Pond No. 1 - <New Pond>
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=84.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 84.50 6,897 0 0
0.50 85.00 8,351 3,806 3,806
1.50 86.00 11,377 9,824 13,630
2.50 87.00 15,664 13,462 27,092
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 10.00 0.00 0.00 0.00 Crest Len(ft) = 20.00 0.00 0.00 0.00
Span(in) = 10.00 0.00 0.00 0.00 Crest El.(ft) = 86.00 0.00 0.00 0.00
No.Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 84.50 0.00 0.00 0.00 Weir Type = Riser Rect --- ---
Length(ft) = 34.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a No No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
• Stage(ft) Stage/Discharge Elev(ft)
3.00 87.50
2.00 86.50
1.00 85.50
0.00 L 84.50
0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00
Total Q
Discharge(cfs)
Hydrograph Report 15
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2008 by Autodesk,Inc.v6.052 Tuesday,Apr 14,2009
Hyd. No. 14
. Post Dev. Overland 1
Hydrograph type = SCS Runoff Peak discharge = 1.536 cfs
Storm frequency = 25 yrs Time to peak = 726 min
Time interval = 3 min Hyd. volume = 5,386 cuft
Drainage area = 0.860 ac Curve number = 61*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 8.60 min
Total precip. = 5.75 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)_[(0.860 x 61)]/0.860
Post Dev. Overland 1
Q (Cfs) Hyd. No. 14--25 Year Vol (%)
2.00 100
•
1.00 50
0.00 0
0 180 360 540 720 900 1080 1260 1440 1620
- Hyd No. 14
Time (min)
Hyd Volume
TR55 Tc Worksheet 16
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2008 by Autodesk,Inc.v6.052
Hyd. No. 14
iPost Dev. Overland 1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.240 0.011 0.011
Flow length (ft) = 50.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.25 3.25 0.00
Land slope (%) = 2.00 0.00 0.00
Travel Time (min) = 8.13 + 0.00 + 0.00 = 8.13
Shallow Concentrated Flow
Flow length (ft) = 100.00 0.00 0.00
Watercourse slope (%) = 4.50 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) = 3.42 0.00 0.00
Travel Time (min) = 0.49 + 0.00 + 0.00 = 0.49
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
• Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
TotalTravel Time, Tc .............................................................................. 8.60 min
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Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2008 by Autodesk, Inc.v6.052 Tuesday,Apr 14,2009
n
Hyd. No. 11
-Post Dev. To Detention
Hydrograph type = Combine Peak discharge = 15.18 cfs
Storm frequency = 100 yrs Time to peak = 726 min
Time interval = 3 min Hyd. volume = 53,055 cuft
Inflow hyds 7, 8, 9, 10 Contrib. drain. area= 3.280 ac
Post Dev. To Detention
Q (cfs) Hyd. No. 11 -- 100 Year Vol (%)
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12.00 67
9.00 50
6.00 33
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Hyd-No. 11 Hyd No. 7 � Hyd No. 8 — Hyd Na 9 Time (hrs)
•
Hyd Volume Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2008 by Autodesk, Inc.v6.052 Tuesday,Apr 14,2009
v
Hyd. No. 12
*Post Detention
Hydrograph type = Reservoir - Peak discharge = 3.415 cfs
Storm frequency = 100 yrs Time to peak = 750 min
Time interval = 3 min Hyd. volume = 39,425 cuft
Inflow'hyd. No. = 11 - Post Dev. To Detention Max. Elevation = 86.90 ft
Reservoir name = <New Pond> Max. Storage = 25,665 cuft
Storage Indication method used.
Post Detention
Q (cfs) Vol (%)
Hyd. No. 12 -- 100 Year
18.00 100
15.00 _ 83
12.00 67
9.00 50
6.00 33
3.00 17
0.00 0
0 3 6 9 12 15 18 21 24 27
Time (hrs)
Hyd No. 12 Hyd No. 11 JHLLH-I Total storage used =25,665 cuft
Hyd Volume
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v,4*u.�"G� w vv �..,a >av . . ,d 1".v" .° � x; ,°." a � . ,vvv� , �^"",w•
7k �
° ^ ,
700600 700700 700800 700900 701000 701100 701200 701300 701400 701500 701600 701700 701800 701900 702000 702100 702200
Map Scale:1:7,810 if printed on A size(8.5"x 11")sheet.
rn �
" Meters "
A 0 100 200 400 600
,ry\ Feet
0 400 800 1,600 2,400
USDA Natural Resources Web Soil Survey 2.1 4/7/2009
Conservation Service National Cooperative Soil Survey Page 1 of 4
• Hydrologic Soup—State of Connecticut •
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) Map Scale:1:7,810 if printed on A size(8.5"X 11")sheet.
F7 Area of Interest(AOI) The soil surveys that comprise your AOI were mapped at 1:12,000.
Soils Please rely on the bar scale on each map sheet for accurate map
0 Soil Map Units measurements.
Soil Ratings Source of Map: Natural Resources Conservation Service
A Web Soil Survey LIRL: http://websoilsurvey.nres.usda.gov
® A/D Coordinate System: UTM Zone 18N NAD83
® g This product is generated from the USDA-NRCS certified data as of
B/D the version date(s)listed below.
Soil Survey Area: State of Connecticut
C Survey Area Data: Version 6,Mar 22,2007
C/D Date(s)aerial images were photographed: 8/14/2006
D The orthophoto or other base map on which the soil lines were
Not rated or not available compiled and digitized probably differs from the background
4j imagery displayed on these maps.As a result,some minor shifting
Political Features of map unit boundaries may be evident.
0 Cities
Water Features
. Oceans
Streams and Canals
Transportation
Rails
/ Interstate Highways
US Routes
Major Roads
Local Roads
USDA Natural Resources Web Soil Survey 2.1 4/7/2009
211110 Conservation Service National.Cooperative Soil Survey Page 2 of 4
Hydrologic Soil Group-State of Connecticut
Hydrologic Soil Group
Hydrologic Soli Growp=Summary by Map Unrt `°State of onnect`icut
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI'
9 Scitico,Shaker,and Maybid soils D 14.0 5.2%
13 Walpole sandy loam D 66.7 24.7%
15 Scarboro muck D 9.3 3.4%
17 Timakwa and Natchaug soils D 1.2 0.4%
I21A Ninigret and Tisbury soils,0 to 5 B 89.6 33.2%
percent slopes
I28A Elmridge fine sandy loam,0 to C 5.1 1.9%
percent slopes
28B Elmridge fine sandy loam,3 to 8 C 23.3 8.6%
percent slopes
36A Windsor loamy sand,0 to 3 percent A 2.1 0.8%
slopes
36B Windsor loamy sand,3 to 8 percent A 15.6 5.8%
slopes
9
108 Saco silt loam D 11.9 4.4%
306 Udorthents-Urban land complex B 22.2 8.2%
307 Urban land 9.1 3.4%
• Totals for Area of Interest 270.1 100.0%
9
•
USDA Natural Resources Web Soil Survey 2.1 4/7/2009
Conservation Service National Cooperative Soil Survey Page 3 of 4
Hydrologic Soil Group-State of Connecticut
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
g g p
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D)and
three dual classes (A/D, B/D,and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.'
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture.These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate(high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
• potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
9
Rating Options
Aggregation Method. Dominant Condition
Component Percent Cutoff. None Specified
Tie-break Rule: Lower
9
USDA
Natural Resources Web Soil Survey 2.1 4/7/2009
Conservation Service National Cooperative Soil Survey Page 4 of 4
rMpvPLANT SCHEDULE
So-Up
REWE LAND Sym.No. Deddum sTrName Common Name Size Root Comments
WAREA Dedtluous Trees
AC 4 Amelanchler canaderMs Shadblow Servloebemy 8-10'HT S&B Full&Derlse
AS 6 Acer 58cchamm'Green Mountain' Green Mountain Super maple 3-31/2'C81. B&B FuA&Dense
'•�" AA 2 Ane nubrum'Armstrong' Armstrong.Red Maple p 3-31/2"C &B Ful&Dense
ti c ' AR 2 Acer mbrum'Red Sunset Red Sunset Red Maple 3-3 1/Y Clal. B&B FUN&Dense
CONSERVATION ( »\ PC 4 PyruscalMryana'Chanticleef ChanBcleer Flawerirlg Pear 3-31/2-Cal. B&B Full&Dense
SEED MIX ON -.A,,: l t1c BN 1 Belula nlgra'Hedlage' Heritage River Birch 10-12'HT B&B Multi-stem(3)
SLOPES(TYP.) Shrubs
9 TOPSOIL/LAWN CA 20 Comus amomum Sifky Dogwootl 2.5'3'HT B&B Full&Dense
CS 26 Comus sedoea Redosier Da
L-5 (TYPJ gd 2.5'-3'HT B&B Full&Dense
( 11 IC 6 Ilex crenstat HeCg Helzll Holly 2.T3 HT B&S FuN&Dense
7 IG 45 Ilex gWbra'Shamradc• Shamrock Inkberry 2.5'3 HT B 8 B Full&Dense
_ IV 40 Ilex verNClNala Winterberry 2.5'3 HT B&B Full&Dames.1 male per duster of 7
1 CS MP 18 Myri a pennsyNanka Northern Bayberry 2.5'3'HT B&e Fu9&Dense
Pi 10 Pierls)apanira Mounfaln Flre' Mountain Flre Andromeda 2.5'3'HT B&B Full&Dense
'it _ —„ �- ,Q 5 VC 15 Vacdnlum carymbosum Highbush Blueberry 2.5'3'HT B&B Full&Dense
_ VD 37 Vlt, dentatum Artowwaotl Viburnum 2.fV T HT B&B Full$Dense
� Perennials
CV o 140 Co—psis veri'cillala'Moonbeam' Moonbeam Mckseed 1GW 18•Spadng
Co _ HS 200 Ham calls'Slele-0e-Oro' Stele de Om DaylMy 1 Gal. 18'Spacing
WL SA 25 Sedum'Autumn Fire' Autumn Fire Sedum 1 G.J. 18"Spacing ,
I it
VD
- S,phist✓.ncM S:L—400
BASIN BOTTOM AND SWALE-WETLAND SEED MIX LendacapeAmhBeclare
7 Civil Engineering
'. Mp New EndaM Welmlx 18 lbs/acre
i
' - LAWN 6' -
MOW STRIP ` ANsma plentago-aquatics Mud Plantain 114 wem wk,s1.swln zo1
(rvPJ 5 Ascleplas incarnate Swamp Milkweed ra p�,croasa
ri IV Aster noel-beigo New York Aster FeWale•Tl5/
••
TOPSOIL/LAWN 9 L ' Eiders cernua Nodding But MadOold w,rotlaelgnlle.eom
Carex connsa Bristly/Cosmos Sedge
CO (TYP.) L-5 CA Cam crinita Fringed Sedge(Nodding)
Carex IuPuNna Hop Sedge
D Carex ludda Lurid Sedge(Shallow) !�
i WETLAND SEE MIX Carex scopada Blunt Broom Sedge `V
' 4 Pi IN DETENTION Carex vulpinokfea Fox Sedge V
SWALE(TYP.)
i Eupalodu maculalum Spotted Joe Pye Weed
i`; PC CO m
Eupatodum panollalum son sat V
i1 IG Gtyceria moderate Rattlesnake Grass Gv
' 2 I �. Gtyceria striate Fowl Mannegrass
jun..
AR 100 \ \ Juns eilusus Soh Rush O
HS \ Mknulue ringers Square Stemmed Monkey Flower
Orlo usatnovirberNis Greeenne Inrsn ' �l
.Z Sclrpus calklus s Wool Grass QC
SclrpusvaNtlus Soft Stem Bulrush Q
5 2 Verbena hastens Blue Vervaln C
`�i" V \ BASIN SIDE SLOPES-CONSERVATION SEED MIX O t5 5 1 New Enalard Conservati-WIMNfe Mix 51bWacre
VC 11
AndropogongerarcN Big Blueslem
Asdeplae isaca Common Milkweed ;I`��\'I
U, 4 Aster novae- fillae New England Aster �.
:i ur Pi Chamaocdsla fasdculata(Cassia L) Partridge Pea r\ l Q
Desmodlum canadense Showy Tick Trefoli
• 5 ` -\ Elymusvirginkus Soothe Joe
Joel Rye
O 1 Euthamiuoua g macrllatum On—Leaved
G Weed
.'i AA Eelhamlagramkdfoila(Soiltlago gJ Oness. R Goldenrod
• 1 Fastuce rubs Creeping Red Fescue O v
2 HeNopels heilamholdes Ox Eye Sunflower
Panicum dandeatinum Deer Tongue _
HS Panitum*gatm Swituch Grass
RudbG"Ladnlala TaIlKi een Head Coneflowe rN
r
Schizachyrlum scopadum Little Bluestem
SoNdago Juncea Early Goldenrod L..
Sorghaslmin means Indian Grass
O W
TOPSOIL/LAWN 9 5 2 AS r VG NOTES
(TYPJ L-5 PJ IC \ \ 1.Seed Mix Source:New England Welland Plants(NEW P)Amherst,MA
Ph.14131548-8000 www.newp.crom .
4 SA CV 50 1 IC IG C IV qC 5 i 2.Detention Basin to be planted under the direction and
t 11 CV IC ' supervlslon of a licensed soil scientist.
_ 3.Entire basin area to be seeded with wetland and mix as noted on plan.
t 1 i IC IG �
'ti IC AS 7V tx�
LEGEND a
i EXISTING PROPOSED
f PROPERTY LINE
YARD LWE
--- .... .. ..
3
;ti4 r �—V— WETLAND LIMIT
.i i ..� .\ '^t
..'
t1 , r \,,. f - - Y .-. ...-: AREA
\ 1 Y Y WETLAND REVIEW
Y
' - 'IN
_ BUILDING —
j TOPSOIL a P411, LAN 5' VDY f/LAWN •• _TVPJOW STflIP 1 ... .. t WL Ud CURB JACiUNS'KI �'rS'
.'
TYP.> s BN `\�t`S LIGHT �a AIl$(C'iI[IIu'll'IE2i'll'.s's ii c
7 BOLLARD LIGHT
N
UPLIGHTS ► 15 MA.45IRI0 DRIVE
As WL :3- SUITE 101
a i 5
-. y',
BEH IN,CCT05087
IV i I DECIDUOUSTREES + 'j'�.[.860.82"221
125 CONSERVATION I FAXI%0.82"
IV. AC 5 SEED MIX ON
VD }_ 5 WL. T ; IV SLOPES(TYPJ
i ;! sra•� .,.,,-S �` 7 CS 5 7 5 WETLAND SEED MIX I I �w) SMALL FLOWERING TREE O
VD VC IV CA IN DETENTION BASIN
_X.--z•A,' 47.ii3 -- �. SHRUBS 0000
PERENNIALS C.
,i TREECANOPV ..------ Planting Plan
!
LANDSCAPING FOR PARKING NOTE: WETLAND SEED MIX
1.PRIOR TO THE PROPOSED SEEDING AND SHRUB PLANTINGS IN THE WETLANDS AND IN
THE UPLAND AREA ADJACENT TO THE WETLANDS ALL INVASIVE PLANTS SHALL BE CUT CONSERVATION SEED MIX
PROPOSED PARKING:46 PARKING.SPACES - DOWN AND SPRAYED WITH HERBICIDES.ONLY EPA APPROVED HERBICIDES SHALL BE
LAWN SEEDING USED AND APPLIED BY A LICENSEDAPPICATOR.ALL INVASIVE REMOVALS AND
REQUIREMENTS FOR PARKING AREAS WITH MORE THAN 30 PARKING SPACES: PROPOSED PLANTINGS SHALL BE SUPERVISEDBY THE TOWN ENVIRONMENTAL
10%OF INTERIOR PARKING SPACES AND ONE TREE FOR EACH 10 SPACES. PLANNER/CONSERVATION OFFICER. -
CALCULATIONS: FERTILIZE ACCORDING TO SOIL TEST OR AT THE RATE OF 1000 LBS.PER ACRE
15.600 SF(TOTAL AREA OF PARKING)X.10.1560 SF OF LANDSCAPING AREA REQUIRED WITH 10-10-10 FERTILIZER.40%OF THE NITROGEN TO BE A SLOW RELEASE FORM. SURVEY REFERENCE
LIME TO A.PHOF 6.5 AT A RATE OF 100 MS.PER 1000 SF. 0 46 SPACES/1 TREE PER IO SPACES.4.6 TREES REQUIRED HIME TO
AR'N TEAR MIX RATE OF 100 M 4ff-NO. DRAWING NO.
PROPOSED LANDSCAPING AREA:1578 SF PROPOSED SHADE TREES:10 35%KENTUCKY BLUEGRASS SURVEY INFORMATION FROM PLAN ENTITLED:'BOUNDARY/ 5033A-L
PROPOSED LANDSCAPING AREA INCLUDES INTERIOR ISLANDS AND TERMINAL PLANTING AREAS. 35%CREEPING RED FESCUE TOPOGRAPHIC SURVEY"PREPARED FOR THE TOWN OF SOUTH THE PROJECT ADDRESS JS 7655ULLIVAN AVENUE. SCALE 1'-JO �_�
ALLPROPOSED LANDSCAPING PARKING ISLANDS AND TERMINAL PLANTING AREAS ARE A 20%FIESTA 3 PERENNIAL RYEGRASS WINDSOR WEST ROAD AND SULLIVAN AVENUE,SOUTH 30 0 30 60
MINIMUM OF B'WIDE AND CONTAIN AT LEAST ONE TREE. 10%EXPRESS PERENNIAL RYEGRASS WINDSOR,CT,SCALE I".50',DATED 3130/09,BY GARDNER+ APPLICANTS NAME:TOWN OF SOUTH WINDSOR,
TOLLAND.PETERSO CT.ASSOCIATES I.I.C.178 HARTFORD TURNPIKE, 1540 SULLIVAN AVE,SOUTH WINDSOR CT 06074 DATE:
OLLAND. PHONE:860-644-2511 1-30, NEW NAY 5,•2005 APRIL 14,2009
Stormwater Management Summary
DESIGN LLC 625 Sullivan Avenue
South Windsor, CT
December 14,2006
Rev: January 12, 2007
The site is located on the southwest side of Sullivan Avenue (Route 194). The 7.6-
acre parcel slated for development is currently undeveloped, primarily wooded, with
multiple wetlands. The development involves the construction of a Fire and
Ambulance Facility with associated parking and drives.
Existing Drainage
The site is relatively flat. Site topography generally falls between Elev 86 and Elev
88. Several wetlands are identified onsite, the primary ones occupying the northwest
and southwest corners of the site. A drainage ditch, also identified as wetlands, runs
from the southeast corner of the site, along the east property line to Sullivan Avenue.
The most elevated area (Elev 88) in the central portion of the site drains to the
a _' perimeter wetlands. The site is characterized by thick vegetation, depressions, and
permeable soils that encourage onsite ponding and recharge. With the exception of
larger storm events very little runoff generated on the property would be expected to
exit the site. Groundwater is expected to be encountered between 3 and 6 feet below
grade.
Proposed Drainage and Stormwater Management
The proposed development will occupy the bulk of the northern portion of the site
and will add 1.94 acres of impervious surface. The ditch along the east side of the
property, the southern wetlands, and over half the northern wetlands will be
preserved. Wetlands mitigation areas are proposed to offset any remove wetlands.
The design intent is to maintain existing drainage patterns, including the high degree
of infiltration, and to prevent significant increases in peak runoff rates to the property
lines. A detention basin with forebay will be used to control peak rates, provide
water stormwater treatment, and allow stormwater infiltration. Where onsite drainage
areas near wetlands have been reduced, roof runoff will be used to ensure recharge.
The proposed stormwater management system has been designed to comply with the
site pest
sophisticaw ted 2004, Connecticut DEP, Connecticut Stormwater Quality Manual. Due to the
��■ proximity of wetlands, the following concepts have been incorporated into the design.
Old Post Office Plaza
114 West Main Street
Suite 201
New Britain,CT
06051
P:860-612-1700
F:860-612-1757
todesignlic.com Printed on Recycled Paper
TO
• With the exception of approximately 0.3 AC, runoff from all onsite paving
DESIGNu-c will be directed to the detention basin for treatment. The forebay has been
sized to hold 25% of the WQV. The basin has been designed with a six inch
"wet" bottom below the lowest drain point. All catchbasins will have four
foot sumps to promote capture of heavy suspended solids. The 0.3 AC of
paving that is not routed through the detention basin is routed throughhooded,
deep sump catch basins.
• All outfalls for the stormwater management system will have outlet
protection, either in the form of rip-rap aprons or vegetated plunge-pool
level-spreaders.
The storm sewer system proposed for this site has been developed in accordance with
the CT DOT Drainage Manual. The pre and post-development runoff comparisons
were made using TR-55 Hydrographs. The site has been assigned a soil type of"A".
The onsite storm sewer system is designed for a 25-year storm event. The detention
basin has been designed to route up to a 100-year storm event.
Please find the following attachments:
. 1. Pre and Post Development Drainage Area Summaries
2. Drainage Area Maps
3. Storm Sewer Calculations
} 4. Pre and Post Development TR-55 Calculations
5. WQV Calculation and TST Sizing Calculation
6. Erosion Mat Specifications (level spreader) and Calculations
7. Rip Rap Sizing Calculation
8. Exfiltration Rate Calculation
9. Soils Map
10. Geotechnical Study for Proposed Fire and Ambulance Building, 4/5/06, Dr.
Clarence Welti, P.E.,P.C.
C �
Mark G. Smith, P.E.
soph%st%cated
site Des%gw
Old Post Office Plaza
114 West Main Street
•Suite 201
New Britain,CT
06051
P:860-612-1700
F:860-612-1757
toclesignllc.com Printed on Recycled Paper
Pre and Post-Development Drainage Area Summaries
Date 1/12/2007
625 Sullivan Avenue
South Windsor, CT
Design Storm 25 yr
C imp 0.9
C pery 0.2
Existing Conditions
Total Impervious Pervious Tc Intensity
Outfall acres acres acres Cava Min in/hr
Pre Development South Wetlands 2.66 0 2.66 0.2 104.00 1.50
Pre Development North Wetlands 3.67 0 3.67 0.2 112.40 1.50
Pre Development to Eastern Ditch 1.26 0 1.26 0.2 89.30 1.70
Proposed Conditions
Outfall
PCB#2 0.05 0.05 0.00 0.90 5.00 6.70
PCB#3 0.38 0.38 0.00 0.90 5.00 6.70
PCB#4 0.13 0.13 0.00 0.90 5.00 6.70
• PCB#5 0.23 0.23 0.00 0.90 5.00 6.70
PCB#6 0.18 0.18 0.00 0.90 5.00 6.70
DETENTION 0.41 0.00 0.41 0.20 5.00 6.70
PYD#3 0.48 0.00 0.48 0.20 32.30 3.20
PYD#2 0.10 0.10 0.00 0.90 5.00 6.70
ROOF 1 0.36 0.36 0.00 0.90 5.00 6.70
PCB#1 0.22 0.22 0.00 0.90 5.00 6.70
PYD#1 0.23 0.05 0.18 0.20 5.00 6.70
PCB#7 0.08 0.08 0.00 0.90 5.00 6.70
ROOF 2 0.16 0.16 0.00 0.90 5.00 6.70
NORTH WETLANDS 1.67 0.00 1.67 0.20 92.70 1.70
SOUTH WETLANDS 2.30 0.00 2.30 0.20 93.60 1.64
EASTERN DITCH 0.61 0.00 0.61 0.20 72.70 1.90
KA
•
PRE AND POST-DEVELOPMENT HYDROGRAPH SUMMARY (CFS)
Q 2-YR Q 10-YR Q 25-YR Q 100-YR
OUTFALL PRE POST PRE POST PRE POST PRE POST
SOUTH 0.02 0.02 0.18 0.17 0.32 0.30 0.60 0.57
WETLANDS
NORTH 0.03 0.07 0.25 0.35 0.44 0.56 0.83 0.95
WETLANDS
EASTERN 0.01 *0.045 0.09 *0.12 0.16 *0.23 0.31 *1.25
DITCH
TOTAL 0.06 0.135 0.52 0.64 0.92 1.09 1.74 2.77
SITE
*THIS IS CALCULATED BY SUBTRACTING THE DETENTION BASIN EXFILTRATION RATE FROM THE TOTAL
FLOW OUT OF THE BASIN(HYDROGRAPH 7). THE EXFILTRATION RATE IS DETERMINED BY ENTERING THE
STAGE VS DISCHARGE TABLE OF THE HYDROFLOW MODEL AT THE MAXIMUM WATER SURFACE
ELEVATION(MWS EL)AND READING THE EXFILTRATION RATE.
MAXIMUM WATER SURFACE ELEVATION
STORM BASIN MWS EL
EVENT (FT)
Q 2-YR 86.06
Q 10-YR 86.91
Q 25-YR 87.31
Q 100-YR 87.63
70
kjoi3 �
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a tna ..�
280.18' 1" ••r••
S 53wiT E
S 50 8'24 E 32w 3"aoMgr
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(V.1096,P.208)
GENERAL f06EAERCYLL ZONE
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M EASTERN DITCH �" � New Facitily for
the South
,, �^
HY03 Windsor Fire and
- �" Ambulance
a g, SOUTH WINDSOR,CT
69 66
I 1' plpe fnd S 47.24'22' W
Q .09' from corner
W 1611ANEELEY b NORTH DS ,n
g - (VARP-10 ' Pre Drainage
do@BIALCOMMEAGm ALNE ___._— f • 69 - Map
NA=CAaKiaO BROS.LLC
(V.10w P.147) Date: JAN.7 .
Scale: Not to Scale
'AIt GEN�MLCOA LZONE
Checked Drawn By: RGS
By:
P ro' Ne:
File: 5033A-L•Sfteplarl.DVJG
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C - / .09' from corner
PYD#2 30' r
Ci B#6
et PYD#2
-
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I / ROOF ROOF ROOF u
a. Dare: JAN.1 .
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HyAflow Plan View
Outfall *PET
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DET
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PC6S
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Project File: drainage.stm _ No. Lines: 13 01-12-2007
Hydraflow Storm Sewers 2005
Storm Sewer Summary Report Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor HGL Dns
No. rate size length EL Dn EL Up slope down up loss Junct line
(cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) (ft) No.
• 1 PCB4 to Det. 5.61 18 c 59.7 86.13 86.43 0.503 87.27 87.43 0.47 87.90 End
2 PCB3 to PC134 4.46 15 c 148.0 86.64 87.38 0.500 88.00* 88.71* 0.21 88.92 1
3 PC132 to PC63 2.40 15 c 103.2 87.38 87.90 0.504 89.06* 89.21* 0.09 89.30 2
4 PYD2 to PC63 0.60 10 c 104.0 87.42 87.96 0.519 89.10* 89.18* 0.02 89.20 2
5 ROOF1 TO PC132 2.17 12 c 14.5 87.90 88.13 1.591 89.30* 89.35* 0.12 89.47 3
6 PYD3 to Det. 1.50 12 c 79.2 85.54 85.93 0.492 86.06 86.52 0.07 86.60 End
7 PC65 to PYD3 2.38 12 c 107.2 85.93 86.47 0.504 86.70 87.24 0.31 87.55 6
8 PC136 to PC65 1.09 12 c 152.4 86.47 87.23 0.499 87.73 87.89 0.06 87.95 7
9 PC137 to N.Wetland 2.41 12 c 14.2 86.00 86.10 0.704 86.68 86.78 0.29 87.68 End
10 PYD1 to PC137 0.70 8 c 29.4 86.43 86.57 0.476 87.29* 87.39* 0.03 87.42 9
11 PAD1 to PYD1 0.42 8 c 66.8 86.57 86.91 0.509 87.46 87.54 0.02 87.56 10
12 PCB1 to PCB7 1.33 12 c 129.6 86.10 86.73 0.486 87.31 87.48 0.07 87.55 9
13 Roof2 to N.Wetland 0.96 10 c 132.3 87.00 88.55 1.172 87.44 88.99 n/a 88.99 j End
I
a
Project File: drainage.stm Number of lines: 13 Run Date:01-12-2007
NOTES: c=cir; e=ellip; b=box; Return period=25 Yrs. ;*Surcharged(HGL above crown). ;j-Line contains hyd.jump.
Hydraflow Storm Sewers 2005
Page 1
St h Sewer Tabulation
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap Vel Pipe Invert Elev HGL Elev Grnd/Rim Elev Line ID
coeff (1) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Up Dn Up Dn Up Dn
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 59.7 0.23 1.02 0.90 0.21 0.92 5.0 7.2 6.1 5.61 7.44 4.18 18 0.50 86.43 86.13 87.43 87.27 90.50 0.00 PCB4 to Det.
2 1 148.0 0.29 0.79 0.90 0.26 0.71 5.0 6.6 6.3 4.46 4.57 3.64 15 0.50 87.38 86.64 88.71 88.00 90.10 90.50 PC133 to PCB4
3 2 103.2 0.04 0.40 0.90 0.04 0.36 5.0 5.1 6.7 2.40 4.58 1.96 15 0.50 87.90 87.38 89.21 89.06 90.50 90.10 PCB2 to PCB3
4 2 104.0 0.10 0.10 0.90 0.09 0.09 5.0 5.0 6.7 0.60 1.58 1.11 10 0.52 87.96 87.42 89.18 89.10 90.30 90.10 PYD2 to PCB3
5 3 14.5 0.36 0.36 0.90 0.32 0.32 5.0 5.0 6.7 2.17 4.49 2.76 12 1.59 88.13 87.90 89.35 89.30 90.80 90.50 ROOF1 TO PCB
6 End 79.2 0.47 0.89 0.20 0.09 0.47 32.0 32.0 3.2 1.50 2.50 3.36 12 0.49 85.93 85.54 86.52 86.06 89.00 0.00 PYD3 to Det.
7 6 107.2 0.24 0.42 0.90 0.22 0.38 5.0 6.5 6.3 2.38 2.53 3.66 12 0.50 86.47 85.93 87.24 86.70 89.70 89.00 PC65 to PYD3
8 7 152.4 0.18 0.18 0.90 0.16 0.16 5.0 5.0 6.7 1.09 2.51 1.68 12 0.50 87.23 86.47 87.89 87.73 89.90 89.70 PCB6 to PC65
9 End 14.2 0.08 0.53 0.90 0.07 0.38 5.0 6.2 6.4 2.41 2.99 4.23 12 0.70 86.10 86.00 86.78 86.68 88.77 0.00 PCB7 to N.Wetla
10 9 29.4 0.05 0.23 0.90 0.05 0.11 5.0 5.9 6.4 0.70 0.83 2.00 8 0.48 86.57 86.43 87.39 87.29 88.50 88.77 PYD1 to PCB7
11 10 66.8 0.18 0.18 0.35 0.06 0.06 5.0 5.0 6.7 0.42 0.86 1.23 8 0.51 86.91 86.57 87.54 87.46 91.19 88.50 PAD1 to PYD1
12 9 129.6 0.22 0.22 0.90 0.20 0.20 5.0 5.0 6.7 1.33 2.48 1.89 12 0.49 86.73 86.10 87.48 87.31 88.90 88.77 PCB1 to PC137
13 End 132.3 0.16 0.16 0.90 0.14 0.14 5.0 5.0 6.7 0.96 2.37 3.32 10 1.17 88.55 87.00 88.99 87.44 90.90 0.00 Roof2 to N.Wetla
Project File: drainage.stm _ Number of lines: 13 Run Date: 01-12-2007
NOTES:Intensity=101.98/(Inlet time+15.80)^0.90; Return period= 25 Yrs.
Hydraflow Storm Sewers 2005
S&m Sewer Profile Piole: drainage.stm
Elev. (ft)
99.00 Sta +00.00 Outf8la +59.69 Ln: 1 Sta +07.67- Ln: 2_ . _ _ _. Sta 3SM L34 8 Ln: 5
F
. El. 90: 3- Rim El. 90.5 _ Rim I: 90.10 _ _ Ri I rt�9- 90.80
I. 86.13 In Inv. El.86.43 Out " Inv. L 87.38 ut Inv. 8hVIM �1t3 Out
I Inv. El. 86.64 In _ __- Inv. L 87.38 n Inv. El. 87.9 In
96.00
93.00
90.00
103.21 L f-15"@ 0 50% 14. 6L 12"@D 1.59%
.147.98 -15"@ 0 50% .
87.00 . °
84.00 - — - --- ------
0 25 50 75 100 125 150 175 200 225 250 275 300 325 ' 350
Reach (ft)
Roo T-- I -ro OF I
Hydraflow Storm Sewers 2005
S&m Sewer Profile Piele: drainage.stm
Elev. (ft)
99.00 Sta. +00.00 Ouffafflta +59.69--Ln: 1 _ _ Sta 07.67- n: 2 - Sta 3+11.67- Ln:4
rn . El. 90.6 - Rim EL-90.50 - Rim I: 90.10 - Ri El. 90.30
D.86.13 n Inv. 1. 86.43. Out-. 1nv. 1. 87.38 Out Inv. El. 87.96 Out
Inv. L 86.64 n _ - _. Iriv. A. 87.42 1
96.00
93.00
90.00
oe
104.0 -10"@0. 2%
_ 147.98 f-15"@ 0. 0%. . ._
87.00 .
84.00
0 25 50 75 100 125 150 175 200 225 250 275 300 325
Reach (ft)
Hydraflow Storm Sewers 2005
S40rm Sewer Profile P le: drainage.stm
Elev. (ft)
98.00 Sta +00.00 Outfall Sta 0 79.20 n: 6 Sta 1+86.4 - Ln:7 •- _ .St 3+38.85-Ln: 8
Grnd. El. 89. 4 - RimE I. 89:00 - - Ri El. 89. 0 - Ri El. 89.90
Inv. El. 85.5 In Inv. E.85.93 Out Inv El. 86.4 Out Inv. El. 87.23 Out
Inv. E. 85.93 I Inv El. 86.47 In
95.00
92.00
89.00
I
152.4 Lf-12"@ 0.50%
86.00 °
83.00
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350
Reach (ft)
PCt3 C
Hydraflow Storm Sewers 2005
S-&m Sewer Profile • P le: drainage.stm
Elev. (ft)
100.00 Sta + - Oulfall +32.30 - Ln: 1
Gr d. El. 90.83 Grn . El. 90.90
__. Inv. I. 88.55 Out
In ..El. 87.00 In _ -
97.00
94.00
91.00
88.00
85.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
Reach (ft)
Rood Z —ms N • WE—TL.AN05
Hydraflow Storm Sewers 2005
Sigm Sewer Profile • Pr : drainage.stm
Elev. (ft)
99.00 Sta 0 00.00B:t .20- n: 9. Sta 0 43.60- 1- :10 _ Sta 1+1 .40-Ln: 11
- Grnd. El. OE116i 1. 88.77 Rim I. 88-50 _ _ ._ _ _ . _ Rim El. 1.19
Inv. E. 86 Olen 1. 86.10 Cut. Inv. El 86:57 O t__-- _ _ Inv.-EI. 8 .91 Out
Inv. I. 86.43 Ir Inv. I. 86.57 In
93.00
90.00
87.00 °
84.00
0 10 20 30 40 50 60 70 80 90 100 110 120
Reach (ft)
P�fl 1 TO N- WE-FLAN DS-
Hydraflow Storm Sewers 2005
S&m Sewer Profile P*e: drainage.stm
Elev. (ft)
99.00 Sta 0+0 0£1 - Ln: 9 Sta 1+43.80--Ln: 12
FInrnd. Lf8 ®: 88. 7 _ RiEL 88.90
-EI. 8f h 86.10 Out _____ __ __ _ _ Inv: El. 86.73 Out
Inv. El. 86.10In
96.00
93.00
90.00
87.00
14. .70 0 - _
84.00 - — ---- - - -—
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Reach (ft)
Hydraflow Storm Sewers 2005
Table of Contents drainage.gpw
Hydraflow Hydrographs by Intelisolve Friday,Jan 12 2007, 11:34 AM
Hydrograph Return Period Recap ...................................................................... 1
25 - Year
SummaryReport ................................................................................................................. 2
HydrographReports ........... ............................................................................................... 3
Hydrograph No. 1, SCS Runoff, Pre Development South Wetlands ................................ 3
TR-55 Tc Worksheet .................................................................................................... 4
Hydrograph No. 2, SCS Runoff, Pre Development North Wetlands ................................. 5
TR-55 Tc Worksheet ..................................... .......................... 6
. .....................................
Hydrograph No. 3, SCS Runoff, Pre Development to Eastern Ditch ................................ 7
TR-55 Tc Worksheet .................................................................................................... 8
Hydrograph No. 5, SCS Runoff, Post Dev. to Detention .................................................. 9
Hydrograph No. 7, Reservoir, Post Detention ................................................................ 10
PondReport ............................................................................................................... 11
Hydrograph No. 8, SCS Runoff, Post Development to Eastern Ditch ............................ 12
TR-55 Tc Worksheet .................................................................... ..... 13
.........................
Hydrograph No. 10, SCS Runoff, Post Development to South Wetlands ...................... 14
TR-55 Tc Worksheet .................................................................................................. 15
Hydrograph No. 11, SCS Runoff, Post Developement to North Wetlands ..................... 16
TR-55 Tc Worksheet .................................................................................................. 17
Hydrograph No. 13, Combine, Pre Development to Southwest Corner .......................... 18
Hydrograph No. 14, SCS Runoff, Pre Development to Eastern Ditch ............................ 19
TR-55 Tc Worksheet .................................................................................................. 20
. Hydrograph No. 16, Combine, Post Development to Southwest Corner ........................ 21
Hydrograph No. 17, Combine, Post Development to Eastern Ditch Final ...................... 22
I
1
Hydrograph Return Period Recap
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No. type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------- -------- 0.02 ----- 0.09 0.18 0.32 0.44 0.60 Pre Development South Wetlands
2 SCS Runoff ------ ------- 0.03 ------ 0.12 0.25 0.44 0.61 0.83 Pre Development North Wetlands
3 SCS Runoff ------- ------- 0.01 ------- 0.04 0.09 0.16 0.23 0.31 Pre Development to Eastern Ditch
5 SCS Runoff ------ ----- 2.61 ------- 4.31 5.75 7.34 8.55 9.88 Post Dev.to Detention
7 Reservoir 5 ------- 0.31 ----- 0.34 0.37 0.46 0.69 1.40 Post Detention
8 SCS Runoff ----- ------ 0.00 ----- 0.02 0.05 0.09 0.13 0.18 Post Development to Eastern Ditch
10 SCS Runoff ------- ------ 0.02 ------- 0.08 0.17 0.30 0.42 0.57 Post Development to South Wetlands
11 SCS Runoff ------ ----- 0.07 ------- 0.20 0.35 0.56 0.74 0.95 Post Developement to North Wetland
13 Combine 1,2, ------- 0.05 ------- 0.21 0.43 0.75 1.05 1.43 Pre Development to Southwest Come
14 SCS Runoff ------ ----- 0.01 ------- 0.04 0.09 0.16 0.23 0.31 Pre Development to Eastern Ditch
16 Combine 10, 11, ------ 0.08 -- -- 0.27 0.52 0.85 1.15 1.52 Post Development to Southwest Corn
17 Combine 7,8, ------- 0.31 ------- 0.36 0.42 0.54 0.82 1.54 Post Development to Eastern Ditch R
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1proj. file: drainage.gpw Friday, Jan 12 2007, 11:33 AM
Hydraflow Hydrographs by Intelisolve
2
Hydrograph Summary Report
Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 0.32 10 870 7,340 --- ----- ------ Pre Development South Wetlands
2 SCS Runoff 0.44 10 870 10,127 ---- ------ ------ Pre Development North Wetlands
3 SCS Runoff 0.16 10 850 3,516 ---- ----- ------ Pre Development to Eastern Ditch
5 SCS Runoff 7.34 3 726 24,389 ---- ------ ----- Post Dev.to Detention
7 Reservoir 0.46 3 867 24,378 5 87.31 13,502 Post Detention
8 SCS Runoff 0.09 3 816 1,705 ---- ------ ------ Post Development to Eastern Ditch
10 SCS Runoff 0.30 10 850 6,417. --- ----- ------ Post Development to South Wetlands
11 SCS Runoff 0.56 10 820 10,494 --- ------ ------ Post Developement to North Wetland
13 Combine 0.75 10 870 17,467 1,2, ------ ----- Pre Development to Southwest Come
14 SCS Runoff 0.16 10 850 3,516 ---- ------ ----- Pre Development to Eastern Ditch
16 Combine 0.85 10 830 16,911 10, 11, ------ ----- Post Development to Southwest Corn
17 Combine 0.54 3 846 26,083 7,8, ----- ------ Post Development to Eastern Ditch Fi
I
drainage.gpw Return Period: 25 Year Friday, Jan 12 2007, 11:33 AM
Hydraflow Hydrographs by Intelisolve
Hydrograph Plot 3
Hydraflow Hydrographs by Intelisolve Friday,Jan 12 2007. 11:33 AM
Hyd. No. 1
OPre Development South Wetlands
Hydrograph type = SCS Runoff Peak discharge = 0.32 cfs
Storm frequency = 25 yrs Time interval = 10 min
Drainage area = 2.66 ac Curve number = 46
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 103.9996 min
Total precip.: = 5.75 in Distribution = Type III
Storm duration = 24 hrs Shape factor . = 300
Hydrograph Volume=7,340 cult
Pre Development South Wetlands
Q (cfs) Hyd. No. 1 --25 Yr Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 3 7 10 13 17 20 23 27 30
Hyd No. 1 Time(hrs)
TR55 Tc Worksheet 4
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
l Pre Development South Wetlands
Description A B C Totals
Sheet Flow
Manning's n-value = 0.800 0.011 0.011
Flow length (ft) = 150.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.25 0.00 0.00
Land slope (%) = 0.50 0.00 0.00
Travel Time (min) = 89.34 + 0.00 + 0.00 = 89.34
Shallow Concentrated Flow
Flow length (ft) = 634.50 0.00 0.00
Watercourse slope (%) = •.0.20 0.00 0.00
Surface description = Unpaved Unpaved Paved
Average velocity (ft/s) = 0.72 0.00 0.00
Travel Time (min) = 14.66 + 0.00 + 0.00 = 14.66
Channel Flow
X sectional flow area (sqft) = 0.00 0:00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
I
Total Travel Time, Tc .............................................................................. 104.00 min
Hydrograph Plot s
Hydraflow Hydrographs by Intelisolve Friday,Jan 12 2007, 11:33 AM
Hyd. No. 2
4)Pre Development North Wetlands
Hydrograph type = SCS Runoff Peak discharge = 0.44 cfs
Storm frequency = 25 yrs Time interval = 10 min
Drainage area = 3.67 ac Curve number = 46
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 112.4 min
Total precip.: = 5.75 in Distribution = Type Ill
Storm duration = 24 hrs Shape factor = 300
Hydrograph Volume=10,127 cuft
Pre Development North Wetlands
Q (cfs) Hyd. No. 2--25 Yr Q (cfs)
0.50 0.50
0.45 0.45
0 0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 3 7 10 13 17 20 23 27 30
Hyd No. 2 Time (hrs)
6
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Pre Development North Wetlands
Description A B C Totals
Sheet Flow
Manning's n-value = 0.800 0.011 0.011
Flow length (ft) = 150.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.25 0.00 0.00
Land slope (%) = 0.50 0.00 0.00
Travel Time (min) = 89.34 + 0.00 + 0.00 = 89.34
Shallow Concentrated Flow
Flow length (ft) = 998.25 0.00 0.00
Watercourse slope (%) = 0.20 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) = 0.72 0.00 0.00
Travel Time (min) = 23.06 + 0.00 + 0.00 = 23.06
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = ,0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
I
TotalTravel Time, Tc .............................................................................. 112.40 min
Hydrograph Plot 7
Hydraflow Hydrographs by Intelisolve Friday,Jan 12 2007, 11:33 AM
Hyd. No. 3
OPre Development to Eastern Ditch
Hydrograph type = SCS Runoff Peak discharge = 0.16 cfs
Storm frequency = 25 yrs Time interval = 10 min
Drainage area = 1.26 ac Curve number = 46
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 89.3 min
Total precip.: = 5.75 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 300
Hydrograph Volume=3,516 cult
Pre Development to Eastern Ditch
Q (cfs) Hyd. No. 3--25 Yr Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 3 7 10 13 17 20 23 27 30
0 — Hyd No. 3 Time(hrs)
TR55 Tc Worksheet 8
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
is Pre Development to Eastern Ditch
Description A B C Totals
Sheet Flow
Manning's n-value = 0.800 0.011 0.011
Flow length (ft) = 150.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.25 0.00 0.00
Land slope (%) = 0.50 0.00 0.00
Travel Time (min) = 89.34 + 0.00 + 0.00 = 89.34
Shallow Concentrated Flow
Flow length (ft) = 0.00 0.00 0.00
Watercourse slope (%) = 0.00 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) = 0.00 0.00 0.00
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Channel Flow
X sectional flow area (sgft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
1
Total Travel Time, Tc................................................................................ 89.30 min
Hydrograph Plot 9
Hydraflow Hydrographs by Intelisolve Friday,Jan 12 2007. 11:33 AM
Hyd. No. 5
Post Dev. to Detention
Hydrograph type = SCS Runoff Peak discharge = 7.34 cfs
Storm frequency = 25 yrs Time interval = 3 min
Drainage area = 2.32 ac Curve number = 75.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of cone. (Tc) = 6 min
Total precip.; = 5.75 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=24,389 cult
Post Dev. to Detention
Q (cfs) Hyd. No. 5--25 Yr Q (cfs)
8.00 8.00
6.00 6.00
4.00 A.00
2.00 2.00
0.00 0.00
0 3 5 8 10 13 15 18 20 23 25
Hyd No. 5 Time(hrs)
`Hydrograph Plot 10
Hydraflow Hydrographs by Intelisolve Friday,Jan 12 2007, 11:33 AM
Hyd. No. 7
Post Detention
Hydrograph type = Reservoir Peak discharge = 0.46 cfs
Storm frequency = 25 yrs Time interval = 3 min
Inflow hyd. No. = 5 Max. Elevation = 87.31 ft
Reservoir name = Detention 2 Max. Storage = 13,502 cuft
Storage Indication method used., Hydrograph Volume=24,378 cult
Post Detention
Q (cfs) Hyd. No. 7--25 Yr Q (cfs)
8.00 8.00
6.00 6.00
4.00 14.00
2.00 2.00
0.00 - 0.00
0 4 8 12 16 20 24 28 32 36 40
Time(hrs)
10 -
Hyd No. 7 Hyd No. 5
Pond Report
Hydraflow Hydrographs by Intelisolve Friday,Jan 12 2007, 11:54 AM
Pond No. 5 - Detention 2
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cult) Total storage(cult)
0.00 85.50 6.434 0 0
0.50 86.00 6,945 3,345 3,345
1.49 86.99 8,010 7,403 10,747
2.50 88.00 9,131 8,656 19,404
Culvert/Orifice Structures Weir Structures
[A] [B] IC] ID] [A] [B] ICI [D]
Rise(in) = 12.00 1.50 0.00 0.00 Crest Len(ft) = 4.00 0.33 0.00 0.00
Span(in) = 12.00 1.50 0.00 0.00 Crest El.(ft) = 87.50 87.17 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00
Invert El.(ft) = 85.50 85.50 0.00 0*00 Weir Type = Riser Rect --- ---
Length(ft) = 80.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 0.50 0.00 0.00 0.00
N-Value = .013 .013 .013 .000
OHL Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a Yes No No Exfiltration= 1.650 in/hr(Contour) Tailwater Elev.= 0.00 ft
Note:Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage/Storage/Discharge Table
Stage Storage Elevation Clv A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 85.50 0.00 0.00 -- 0.00 0.00 _ 0.000 0.00
0.50 3,345 86.00 0.04 0.04 0.00 0.00 0.265 0.30
1.49 10,747 86.99 0.07 0.07 --- --- 0.00 0.00 --- --- 0.306 0.37
2.50 19,404 88.00 4.14 0.03 --- --- 3.59 0.53 --- --- 0.349 4.49
KIV
b F W RTeit. IJQ
�ET�►.S'�'I brJ
I
Pond Report
Hydraflow Hydrographs by Intelisolve Friday,Jan 12 2007, 11:33 AM
Pond No. 5 - Detention 2
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cuft) Total storage(cult)
0.00 85.50 6,434 0 0
0.50 86.00 6,945 3,345 3,345
1.49 86.99 8,010 7,403 10,747
2.50 88.00 9,131 8,656 19,404
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise(in) = 12.00 1.50 0.00 0.00 Crest Len(ft) = 4.00 0.33 0.00 0.00
Span(in) = 12.00 1.50 0.00 0.00 Crest El.(ft) = 87.50 87.17 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00
Invert El.(ft) = 85.50 :85.50 0.00 0.00 Weir Type = Riser Rect --- ---
Length(ft) = 80.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 0.50 0.00 0.00 0.00
N-Value = .013 .013 .013 .000
Orif.Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a Yes No No Exfiltration= 1.650 in/hr(Contour) Tailwater Elev.= 0.00 ft
Note:Culvert/Orifice outflows have been analyzed under inlet and outlet control.
I
Stage(ft) Stage/Discharge Stage(ft)
3.00 3.00
2.00 2.00
1.00 1.00
y
0.00 0.00
0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00
Total Q
Discharge(cfs)
Hydrograph Plot 12
Hydraflow Hydrographs by Intelisolve Friday,Jan 12 2007, 11:33 AM
Hyd. No. 8
Post Development to Eastern Ditch.
Hydrograph type = SCS Runoff Peak discharge = 0.09 cfs
Storm frequency = 25 yrs Time interval = 3 min
Drainage area = 0.61 ac Curve number = 46
Basin Slope 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 72.7 min
Total precip.1 = 5.75 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 300
Hydrograph Volume=1,705 cuft
Post Development to Eastern Ditch
Q (cfs) Hyd. No. 8--25 Yr Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 ►0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 0.00
0 3 5 8 1.0 13 15 18 20 23 25 28
Hyd No. 8 Time(hrs)
TR55 Tc Worksheet 13
Hydraflow Hydrographs by Intelisolve
Hyd. No. 8
fil Post Development to Eastern Ditch -
Description `A B C Totals
Sheet Flow
Manning's n-value = 0.800 0.011 0.011
Flow length (ft) = 116.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.25 0.00 0.00
Land slope (%) = 0.50 0.00 0.00
Travel Time (min) = 72.74 + 0.00 + 0.00 = 72.74
Shallow Concentrated Flow
Flow length (ft) = 0.00 0.00 0.00
Watercourse slope (%) = 0.00 0.00 0.00
Surface description' = Unpaved Paved Paved
Average velocity (ft/s) = 0.00 0.00 0.00
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
I
Total Travel Time, Tc............................................................................... 72.70 min
Hydrograph Plot 14
Hydraflow Hydrographs by Intelisolve Friday,Jan 12 2007, 11:33 AM
Hyd. No. 10
OPost Development to South Wetlands
Hydrograph type = SCS Runoff Peak discharge = 0.30 cfs
Storm frequency = 25 yrs Time interval = 10 min
Drainage area = 2.30 ac Curve number = 46
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 93.6 min
Total precip.. = 5.75 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 300
Hydrograph Volume=6,417 cuft
Post Development to South Wetlands
Q (cfs) Hyd. No. 10--25 Yr Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 3 7 10 13 17 20 23 27 30
Hyd No. 10 Time(hrs)
0
TR55 Tc Worksheet 15
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
Post Development to South Wetlands
Description A B C Totals
Sheet Flow
Manning's n-value = 0.800 0.011 0.011
Flow length (ft) = :150.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.25 0.00 0.00
Land slope (%) = 0.50 0.00 0.00
Travel Time (min) = 89.34 + 0.00 + 0.00 = 89.34
Shallow Concentrated Flow
Flow length (ft) = 289.40 0.00 0.00
Watercourse slope (%) = 0.50 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) = 1.14 0.00 0.00
Travel Time (min) = 4.23 + 0.00 + 0.00 = 4.23
Channel Flow
X sectional flow area (sgft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
.Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
I
Total Travel Time, Tc .............................................................................. 93.60 min
• ti
Hydrograph Plot 16
Hydraflow Hydrographs by Intelisolve Friday,Jan 12 2007, 11:33 AM
Hyd. No. 11
*Post Developement to North Wetlands
Hydrograph type = SCS Runoff Peak discharge = 0.56 cfs
Storm frequency = 25 yrs Time interval = 10 min
Drainage area = 2.36 ac Curve number = 52.8
Basin Slope . = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 92.7 min
Total precip.: = 5.75 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 300
Hydrograph Volume=10,494 cuft
Post Developement to North Wetlands
Q (cfs) Hyd. No. 11 --25 Yr Q (cfs)
1.00 1.00
0.90 0.90
10 0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 3 7 10 13 17 20 23 27 30
• Hyd No. 11 Time(hrs)
TR55 Tc Worksheet 17
Hydraflow Hydrographs by Intelisolve
Hyd. No. 11
iPost Developement to North Wetlands
Description A B C Totals
Sheet Flow
Manning's n-value = 0.800 0.011 0.011
Flow length (ft) = 150.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.25 0.00 0.00
Land slope (%) = 0.67 0.00 0.00
Travel Time (min) = '79.47 + 0.00 + 0.00 = 79.47
Shallow Concentrated Flow
Flow length (ft) = 572.80 0.00 0.00
Watercourse slope (%) = 0.20 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) = 0.72 0.00 0.00
Travel Time (min) = 13.23 + 0.00 + 0.00 = 13.23
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) , = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
I
Total Travel Time, Tc............................................................................... 92.70 min
Hydrograph Plot 18
Hydraflow Hydrographs by Intelisolve Friday,Jan 12 2007, 11:33 AM
Hyd. No. 13
SoPre Development to Southwest Corner
Hydrograph type = Combine Peak discharge = 0.75 cfs
Storm frequency = 25 yrs Time interval = 10 min
Inflow hyds. = 1,_2
Hydrograph Volume=17,467 cult
t
Pre Development to Southwest Corner
Q (cfs) Hyd. No. 13 --25 Yr Q (cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 3 7 10 13 17 20 23 27 30
Time (hrs)
Hyd No. 13 Hyd No. 1 Hyd No. 2
Hydrograph Plot 19
Hydraflow Hydrographs by Intelisolve Friday,Jan 12 2007, 11:33 AM
Hyd. No. 14
*Pre Development to Eastern Ditch
Hydrograph type = SCS Runoff Peak discharge = 0.16 cfs
Storm frequency = 25 yrs Time interval = 10 min
Drainage area = 1.26 ac Curve number = 46
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 97.3 min
Total precip.; = 5.75 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 300
Hydrograph Volume=3,516 cuft
Pre Development to Eastern Ditch
Q (cfs) Hyd. No. 14--25 Yr Q (cfs)
0.50 0.50
0.45 0.45
i0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 3 7 10 13 17 20 23 27 30
Hyd No. 14 Time(hrs)
•
20
TR55 Tc Worksheet
Hydraflow Hydrographs by Intelisolve
Hyd. No. 14
Pre Development to Eastern Ditch
Description A B C Totals
Sheet Flow
Manning's n-value = 0.800 0.011 0.011
Flow length (ft) = 150.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.25 0.00 0.00
Land slope (%) = 0.50 0.00 0.00
Travel Time (min) = 89.34 + 0.00 + 0.00 = 89.34
Shallow Concentrated Flow
Flow length (ft) = 547.50 0.00 0.00
Watercourse slope (%) = 0.50 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) = 1.14 0.00 0.00
Travel Time (min) = 8.00 + 0.00 + 0.00 = 8.00
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
I
Total Travel Time, Tc .............................................................................. 97.30 min
•
21
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Jan 12 2007, 11:34 AM
Hyd. No. 16
Post Development to Southwest Corner
Hydrograph type = Combine Peak discharge = 0.85 cfs
Storm frequency = 25 yrs Time interval = 10 min
Inflow hyds. = 10, 11
Hydrograph Volume=16,911 cuft
Post Development to Southwest Corner
Q (cfs) Hyd. No. 16--25 Yr Q (cfs)
1.00 1.00
0.90 0.90
• 0.80 0.80
0.70 0.70
0.60 0.60
0.50 10.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 - 0.00
0 3 7 10 13 17 20 23 27 30
Hyd No. 16 Hyd No. 10 Hyd No. 11 Time(hrs)
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22
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Jan 12 2007, 11:34 AM
Hyd. No. 17
Post Development to Eastern Ditch Final
Hydrograph type = Combine Peak discharge = 0.54 cfs
Storm frequency = 25 yrs Time interval = 3 min
Inflow hyds. = 7, 8
Hydrograph Volume=26,083 cuft
Post Development to Eastern Ditch Final
Q (cfs) Hyd. No. 17--25 Yr Q (cfs)
1.00 1.00
0.90 0.90
• 0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 4 8 12 16 20 24 28 32 36 40
Time(hrs)
• Hyd No. 17 Hyd No. 7 Hyd No. 8
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Hydraflow Hydrographs by Intelisolve Friday,Jan 12 2007, 12:8 PM
yd. No. 7
*PH
ost Detention
Hydrograph type = Reservoir Peak discharge = 0.34 cfs
Storm frequency = 5 yrs Time interval = 3 min
Inflow hyd. No. = 5 Max. Elevation = 86.50 ft
Reservoir name = Detention 2 Max. Storage = 7,093 cuft
Storage Indication method used. Hydrograph Volume=14,461 cuft
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Post Detention
0
Q (cfs) Hyd. No. 7--5 Yr Vol (/o)
5.00 100
• 4.00 80
3.00 60
ZI
2.00 40
1.00 20
0.00 0
0 4 7 11 14 184-Sy,, 21 25 28 32 35 39
• Hyd No. 7 Hyd No. 5 �S'1 Req. Sfor=7,093 cult Time(hrs)
Hyd Volume
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Friday,Jan 12 2007, 12:8 PM
Hyd. No. 5
Wost Dev. to Detention
Hydrograph type = SCS Runoff Peak discharge = 4.31 cfs
Storm frequency = 5 yrs Time interval = 3 min
Drainage area = 2.32 ac Curve number = 75.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 6 min
Total precip. = 4.20 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume=14,472 cult
I
Post Dev. to Detention
Q (cfs) Hyd. No. 5--5 Yr Vol (%)
5.00 100
104.00 80
3.00 60
2.00 40
1.00 20
0.00 0
0 3 5 8 10 1:PyW 15 18 20 23 25
Hyd No. 5 Time (hrs)
Hyd Volume
RooF Z io Nofzrtl w m-ANK
North American Green-EECMDS Version 4.3 1/12 00007 0129 PM COM_PUTED BY: FIGS
PROJECT NAME: South Windsor Fire and Ambulance �+PROJECT NO.: 5033A•L
ROM STATION/REACH: ITO STATION/REACH: DRAINAGE AREA: DESIGN FREQUENCY: 100 yr
HYDRAULIC RESULTS
Discharge Peak Flow Velocity(fps Area(sq.ft) Hydraulic Normal DS_5(n=o.055
cfs Period hrs Radus ft De th fl Ir
1.1 0.5 1.63 0.61 0.06 0.06
S=0.2000
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Matting Type Vegetation Characteristics
Reach Stabi5tyAnalysis Permissible Calculated Safety Factor Remarks
Staple Pattern Phase Class TyperDensOy Shear Stress Shear Stress
(psn (psf)
Straight DS75 Unvegetated 1.55 0.75 2.07 STABLE
Staple D
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North American Green•ECMDS Version 4.3 1/12/2007 12:28 PM COMPUTED BY: FIGS
PROJECT NAME: South Windsor Fire and Ambulance PROJECT NO.: 5033A•L
IFROM STATION/REACH: ITO STATION/REACH: IDRAINAGE AREA: IDESIGN FREQUENCY: 100 yr
HYDRAULIC RESULTS
Discharge Peak Flow Velocity(fps Area(so(t) Hydraulic Normal DS75(n=0.055)
cfs Period his RY, ft Depth ft
3.0 0.5 1 2.68 1.12 0.10 0.11
S=0:2000
'L Bottom J 1
3.0 Width=10.00 It 3.0
1
LINER RESULTS Not to Scale
Matting Type Vegetation Characteristics
Reach StabiltyAnalysis Permissible Calculated Safety Factor Remarks
Staple Pattern Phase Class Type Density Shear Stress Shear Stress
(psf) (psf)
Straight DS75 Unvegetated 1.55 1.35 1.15 STABLE
Staple D
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October 2000 ConnDOT Drainage Manual
Culverts 8.7-9
OUTLET PROTECTION-OUTLET VELOCITY< 14 feetlsec
OUTLET PIPE DIAMETER OR SPAN in
DISCHARGE 12 15 18 1 24 30 36 42 48 54 60
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5.5 12 11
6 12 12 MINIMUM
7 14 13 12
8 15 13
8.5 16 14 LENGTH
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11 16 15
12 17 15 14 OUTLINED
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14 17 15 14
16 18 16 15 14
18 48 16 15
20 19 17 16
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26 20 18 17 16
28 21 19 17 16
30 21 19 18 17
32 22 20 18 17
35 21 19 18
40 23 21 19
45 25 23 21
48 26 24 22
50 24 22
55 26 23
60 27 25
63 28 26
65 26
75 29
80 30
Table 8-7.1-Length- L,(feet)
Type B or C Riprap Apron
Notes: 1.Bold face outlined boxes indicate minimum 1.,to be used for a given pipe diameter or span.
2. Rounding and interpolating are acceptable.
October 2000 ConnDOT Drainage Manual
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TABLE 14-10
Approximate coefficients of permeability and the corresponding vertical percolation
and assimilation rates for various soils based on soil texture
Approximate Vertical percolation rate Vertical assimilation rate
coefficient of corresponding to the corresponding to the
permeability, K coefficient of permeability' coefficient of permeability'
Soli texture ftld m/d min/in minh02mm gaUft2 d Um2 d
Gravel,coarse sand 330-3,300 102-103 0.364-0.0364 1.5-0.15 2,470-24,700 105-106
Coarse to medium sand 33-330 10'-102 3.64-0.364 15-1.5 247-2.470 104-105
Fine sand,loamy sand 3.3-33 100-10, 36.4-3.6e 150-15 24.7—W 103-104
�—Sandy loam,loam 0.33-3.3 10`1-100 364-36.4 1,500-150 2.4 —24.7 102-103
Loam, porous sift loam 0.033-3.3 10-2-100 3,640-36.4 15,000-150 0.247-24.7 10'—103
Silty clay loam,clay loam 0.0033-0.33 10-3-10—' 36,460-364 15 x 104-15 x 102 0.0247-2.47 100-102
Clays.colloidal clays s0.0033 s10-3 >36,400 >15 x 104 :50.0247 :5100
*Computed values based on approximate coefficients of permeability assuming a unit hydraulic gradient(see Eq. 14-3).
Note: it x 0.3048 - m
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13 40 60 WADPOLE SANDY LOAM(13).THIS SERIES CONSISTS OF
.9 0 DEEP,POORLY DRAINED SOILS FORMED IN SANDY
21A WATER DEPOSITED GLACIAL OUTWASH MATERIALS.
� + �,► THEY ARE NEARLY LEVEL TO GENTLYfSLOPING SOILS ON
GLACIOFLUVIAL LANDFORMS,TYPICALLY IN SHALLOW
�, ,►�' �- DRAINAGE WAYS AND LOW-LYING POSITIONS ON
�` '''� STREAM TERRACES AND OUTWASH PLAINS. THE SOILS
d1 a FORMED IN LOAMY OVER STRATIFIED SAND AND
o, c GRAVELLY OUTWASH DERIVED FROM A VARIETY OF
�'" �► ACID ROCKS. TYPICALLY THESE SOILS HAVE A VERY
DARK BROWN SANDY LOAM SURFACE LAYER 6 INCHES
� THICK. THE SUBSOIL FROM 6 TO 23 INCHES IS MOTTLED,
13a a GREYISH BROWN SANDY LOAM. THE SUBSTRATUM
(D �0 27A v �'" FROM 23 TO 60 INCHES IS MOTTLED,LIGHT BROWNISH
GREY,GRAVELLY LOAMY SAND AND GRAVELLY SAND. " arm=
p, NUF RAW PtiOPER'1�S,LLc 0 ' aa�1
ID N.W P.181)
GENERAL C'"LZONE '" ,N TISBURY SILT LOAM(21A) THIS SERIES CONSISTS OF
�_ 417v DEEP, MODERATELY WELL DRAINED SOILS FORMED IN A
� - NYF D91NGE1.0 BRGS.,LLC COARSE-SILTY MANTLE UNDERLAIN BY SANDY WATER
OR (V.10ftPM5) DEPOSITED GLACIAL OUTWASH MATERIALS. THEY ARE
00 LEVEL TO GENTLY SLOPING SOILS IN BROAD DRAINAGE
Fd 40 SWALES AND LOW LYING POSITIONS ON OUTWASH
I PLAINS AND TERRACES. THE SOILS FORMED IN LOAMY
OVER STRATIFIED SANDY AND GRAVELLY GLACIAL
{ OUTWASH DERIVED MAINLY FROM AN ACID
CRYSTALLINE ROCKS(GRANITE,GNEISS AND SCHIST). New Facitil for
. 13 TYPICALLY THESE SOILS HAVE A VERY DARK GREYISH Y
a. BROWN SILT LOAM SURFACE LAYER 81NCHES THICK. the South
too. �. 13 THE SUBSOIL FROM 8 TO 26 INCHES IS YELLOWISH Windsor Fire and
(0 BROWN AND BROWNISH YELLOW SILT LOAM,WITH
E +� )" �'" Ambulance
MOTTLES COMMON BELOW 16 INCHES. THE
'1901 SUBSTRATUM FROM 26 TO 60 INCHES IS GREYISH
BROWN,MOTTLED STRATIFIED SAND AND GRAVEL. SOUTH WINDSOR,CT
q� 11 pot fnd S 471E41W V
o13 J W fron corner
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o GEN+rRw. ouLZONE 13=WADPOLE SANDY LOAM Soil Map
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o 01 (V taaa P.147) Data: July 14.2006
GENERA.COM ERCUL BONE - Drawn Ito Scale
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119x99 3� r
DR. CLARENCE WELTI, P.E., P.C.
rr GEOTECHNICAL ENGINEERING
F'. 227 Williams Street • P.O. Box 397
Glastonbury,CT 06033
(860)633-4623/FAX(860)657-2514
April 5, 2006
Mr. Hap Fitts
South Windsor Public Building Commission
1540 Sullivan Avenue
South Windsor, CT 06074
Re: Geotechnical Study for Proposed Fire and Ambulance Building
625 Sullivan Avenue,South Windsor, CT
Dear Mr. Fitts:
1.0 Herewith are boring data pertaining to the above. Nine borings were taken at the site. Six
borings were taken at the proposed Fire Station structure to maximum depth of 51.5 feet,one boring
was drilled at the future Training Tower to 21.5 feet, and two in proposed pavement areas to 11.5
feet. The borings were located in the field by Design Professionals.The locations are shown on the
attached plan. The borings were drilled by Clarence Welti Associates, Inc. and sampling was
conducted by this firm solely to obtain indications of subsurface;conditions as part of a geotechnical
exploration program.No services were performed to evaluate subsurface environmental conditions.
2.0 The Subject Project will include the construction of a one to two story slab on grade Fire and
Ambulance building with a footprint of 22,800 sf. There will be new pavements for parking and
access to station by fire apparatus.The finished site grading or floor elevation were not available at
the time of this report.The existing site grades in the area of the proposed development are generally
at about Elev.88,with a few localized low spots down to about Elev.86.Sullivan Avenue is at about
Elev.89.5.
3.0 The Geologic origin of the natural soils at the site and environs is from glacial lake depositsrhe
deposits consist generally of fine to medium Sand with trace to little Silt ta:12�1 ' et
grade, overlying a varved Clay stratum which extends to at least 100 feet
3.1 .The Soils Cross Section from the borings is generally as follows:,
Topsoil to 2" to 6"
Locally Subsoils; SILT and fine SAND to about 2 feet, loose frost disturbed soils
Fine to Fine to medium SAND, trace to little Silt to 12 to 16 feet below grade, loose to medium
compact
Varved CLAY and SILT to 100+ feet, soft to medium stiff
3.2 The Water Table was at 3 to 6 feet below the below the existing grades at the completion of the
borings.
4.0 The Criteria for Foundation Type and Loading are normally as follows:
1. The maximum total settlement shall not exceed V and the maximum differential settlement
shall not exceed '/z the maximum settlement.
.2.The foundation and structure design must address seismic requirements of the building code.
3. The Slab on Grade must not settle differentially more than 1/z" in excess of the structure
subsidence.
These criteria are those normally applied to structure of similar character.If the,structural engineer
or owner has other criteria, the writer should be notified for possible suppleental input.
4.1 Regarding item 2 (above) the IBC site soils classification is "B". The mapped MCE spectral
accelerations for the site are Ss=0.273 for a short period, and S 1=0.085 for a 1 second period. For
transfer of ground shear into the soils the friction factor between the concrete and the soil can be
0.55.
5.0 Regarding Foundation Type the logical type will be spread footings.The footings can be placed
on the natural soils at least 3.5 feet below final grades (required frost depth), and at least 2.5 feet
below existing grades, or on a controlled fill placed after the removal of any existing fills, topsoil,
and frost disturbed subsoils(assumed at least 2.5 feet below existing grades).Controlled fills should
conform to section 6.0 below and should extend outside of foundations for a distance equal to at least
the depth of fill beneath foundations. There should be a minimum 6" layer of 3/8" crushed stone
beneath footings and beneath controlled fills where on a wet sub grade. The stone will provide a
stable base and a medium for temporary dewatering of the footing sub grade. The stone sho e
placed immediately after the excavation to sub grade is made with flat bladed bucket. AdaioTlal
stone thickness may be required where foundations extend below the watet iAle:,.: k
5.1.The allowable net bearing pressure for spread footings placed either on the crushed stone over
the natural soils or on the controlled fill can be 1.5 Tons/sf. The minimum footing width for walls
footings shall be 2.0 feet and the minimum column footing shall be 3 feet x 3 feet.
2
5.2 The Frost Protection Depth (by code) is 3.5 feet below%finish grades in areas, which are
exposed to weather.
5.3 The lateral loading on retaining walls (if any) which are a part of the structure shall be with at
rest pressure using the pressure coefficient cited in section 5.4 below.
5.4 The following is the design parameter summary:
it
Soil Weight (Backfill) * 125 pcf
At Rest Coefficient 0.45
Active Coefficient 0.28
Allowable Bearing Pressure 3,000 psf
Frost Protection Depth 3.5 feet
Sliding Coefficient 0.55
MC Site Soil Classification "E"
Mapped MCE Spectral Acceleration SS 0.273
` (for a short period)
Mapped MCE Spectral Acceleration S
p ' 0.085
(for a 1 second period)
* Based on gradation cited below
6.0 Regarding Controlled Compacted Structural Fill,Slab Underlayment(to within 4"of slab),
and Backfill of Excavations the material shall conform to the following gradation or be 3/8"
crushed stone.
100 3.5"
50 - 100 3/4"
25 -75 No.4
The fraction, passing the No.4 sieve shall have less than 10%,passing the No. 200 sieve.
6.1 All backfill and fill must be compacted to at least 95% of modified optimum density.
3
6.2 There should be a minimum 16" layer controlled fill conforming to section 6.0 above beneath
the floor slab. The 4" layer directly beneath the slab on grade in the office and living space shall be
with 3/8" crushed stone. In the truck bay areas there should be a minimum 8" layer of processed
aggregate base directly beneath the floor.
7.0 Regarding Earthwork the soils are in OSHA Class C and all excavations deeper than 5 feet,
which are unshored, must be cut back to slopes less than 34°.
e ,� r�... 31� '' � - •.+.- , •. t.� r
8.0 Regarding Pavement Construction there fit' �east;lb gt`ai+eltibbdsb ath
(3avement seeticl�ns.The gravel subbase should be material which conforms to section 6.0 above.�he
initial preparation for pavement construction will include stripping of topsoil and subsoils and
,compacting the sub grade with at least 6 passes of a vibratory roller with a minimum,static.,weight
Q„of-15 Tiros. It is presumed the pavement grades will be at or above the existing grades and the•high
water table would be at least 3 feet below the finished pavement grades.
i
8.1 The recommended pavement sections atop the gravel subbase are as follows:
For.passenger car parking: 2.5" Bituminous Concrete on 6" Processed Stone Base
For Fire Truck Access areas: 5.0" Bituminous Concrete on 8" of Processed Stone Base i
8.2 For the design of concrete pavements the sub grade modulus atop the 8"of processed base would
i be at least 250 pci. The required concrete thickness in areas used by Fire Apparatus would typically
be about T'.
9.0 Regarding the effects of areal loading on the deep clay stratum, the clay has been pre-
consolidated in past geologic history. This pre-consolidation reduces (but does not eliminate) the
propensity to consolidation. With an areal loading from 3 feet of filling (about 400 psf or 0.20
Ton/sf) the estimated maximum settlement due to clay consolidation would be about 1". This
settlement would occur at the center of the filled area (center of building). The settlements at the
edge of the filled area would be about t/x of the above amount.The additional stresses within the clay
stratum from structural footings loadings would be minimal. The above settlements would be in
addition to the normal elastic settlements which will occur in the sand.The settlements in the sand
would be less than 3/4" and would occur as the loading is placed. About 90% of the clay
consolidation would be over a period 18 months. While the total settlements (sand + clay
consolidation), with the 3 feet of fill on the site, may exceed the above criteria the differential
settlement between columns would probably not exceed '/z" (i.e.<VY' in 50 feet). The estimated
settlements are not untypical of many nearby structures,which have been elevated above the existing
grades. The performance of such buildings has generally not been affected, either functionally or
aesthetically. With the actual floor slab elevation and site grading within 2 feet of the existing
grades the foundation and floor slab settlements would be within the performance criteria cited
in section 4.0 above.
4
10.0 This report has been prepared for specific application to the subject project in accordance with
generally accepted soil and foundation engineering practices. No other warranty,express or implied,
is made. In the event that any changes in the nature, design and location of structures are planned,
the conclusions and recommendations contained in this report should not be considered valid unless
the changes are reviewed and conclusions of this report modified or verified in writing.
The analyses and recommendations submitted in this report are based in part upon data obtained
from referenced explorations.The extent of variations between explorations may not become evident
until construction. If variations then appear evident, it will be necessary to re-evaluate the
recommendations of this report.
Dr.Clarence Welti,P.E.,P.C.,should perform a general review of the final design and specifications
in order that geotechnical design recommendations may be properly interpreted and implemented
as they were intended.
i
If you have any questions please call me.
Very truly your
Clarence Weld Ph.D., P. E.
President, Dr. Clarence Weld P.E.; P.C.
5
CLIENT PROJECT NAME
CLARENCE WELTI ASSOC., INC.
P.O. BOX 397 NEW FIRE&AMBULANCE FACILITY
GLASTONBURY,CONN 06033 LOCATION625 SULLIVAN AVENUE
TOWN OF SOUTH WINDSOR SOUTH WINDSOR CT
AUGER CASING SAMPLER CORE BAR. OFFSET SURFACE ELEV. HOLE NO. B-1
TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START
SIZE I.D. 3.75" 1.375" N.COORDINATE AT 4.0 FT.AFTER 0 HOURS
DATE. 3/20/06
HAMMER WT. 1401bs
E.COORDINATE AT FT.AFtER HOURS DALE 3/20/06
HAMMER FALL 30"
SAMPLE STRATUM DESCRIPTION
DEPTH NO. BLOWS/6" DEPTH A +REMARKS ELEV,
1 1-0-2-2 0.00'-2.00' TOPSOIL .25
BR.FINE-MED.SAND,LITTLE SILT
2 34-4-4 2.00'4.00'
r3 4-4-6-6 4.00'-6.00'
i
10
4 3-3-6 10.00'-11.50'
GRAY VARVED CLAY AND''S1LT 13.5
15 •
5 1-2-2 15.00'-16.50'
20
6 1-2-2 20.00'-21.50'
BOTTOM OF BORING @ 21.5' 21.5
25
30
,i
LEGEND:COL.A: DRILLER: GRAVES
7SANlPLETVPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR:
PROPORTIONS USED: TRACE=0-10% LITTLE_=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 H
OLE NO. B-'1
CLIENT PROJECT NAME
CLARENCE WELTI ASSOC., INC.P.O. BOX 397 NEW FIRE&AMBULANCE FACILITY
GLASTONBURY, CONN 06033 LOCATION625 SULLIVAN AVENUE
TOWN OF SOUTH WINDSOR SOUTH WINDSOR.CT
AUGER CASING SAMPLER CURE BAR. OFFSET SURFACE ELEV.
HOLE NO. B_2
TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START
SIZE I.D. 3.75" 1.375" DATE 3/21/06
N.COORDINATE AT 6.0 FT.AFTER O HOURS
HAMMER WT.. 140lbs
E.COORDINATE AT FT.AFTER HOURS FINISH 3/21/06
HAMMER FALL 30" DATE
SAMPLE STRATUM DESCRIPTION
DEPTH NO. BLOWS/6" DEPTH A +REMARKS ELEV.
0 1 1-0-1-0 0.00'-2.00' TOPSOIL .17
BR.FINE-MED.SAND,LITTLE SILT
2 1-0-1-3 2.00'-4.00'
3 3-5-6-6 4.00'-6.00'
5 .
10
4 2-3-4 10.00'-11.50' '
i ..
15
5 3-3-3 15.00'-16.50' :
GRAY VARVED CLAY AND SILT 16.0
20
6 2-1-2 20.00'-21.50'
BOTTOM OF BORING @ 21.5' 21.5
25
30
LEGEND:COL.A: DRILLER: GRAVES
SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR:
PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 HOLE NO. 6-2
5
CLIENT PROJECT NAME
CLARENCE WELTI ASSOC., INC. NEW FIRE&AMBULANCE FACILITY
(
P.O. BOX 397 LOCATION
GLASTONBURY, CONN 06033 625 SULLIVAN AVENUE
TOWN OF SOUTH WINDSOR SOUTH WINDSOR CT
AUGER CASING SAMPLER CORE BAR. OFFSET SURFACEELEv.
HOLE NO. B-3
TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START
SIZE I.D. 3.75" 1.375" DATE 3/20/06
N.COORDINATE AT 4.0 FT.AFTER 0 HOURS
HAMMER WT. 1401bs AT FT.AFTER HOURS FINISH
HAMMER FALL 30" E.COORDINATE DATE 3/20/06
DEPTH
SAMPLE A STRATUM DESCRIPTION ELEV.
NO. BLOWS/6" DEPTH +REMARKS
1 2-2-3-3 0.00'-2.00' ... TOPSOIL .33
BR.FINE-MED.SAND,LITTLE SILT
2 5-6-6-8 2.00'-4.00'
3 5-6-6-7 4.00'-6.00'
5
11
i0
4 4-3-3 10.001-11.50' •
4
GRAY VARVED CLAY AND SILT 14.0
15
5 2-3-3 15.00'-16.50' •
20 :.:
6 1-1-1 20.00'-21.50'
BOTTOM OF BORING @ 21.5'
21.5
25
30
i
LEGEND:COL.A: DRILLER: GRAVES
SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR:
PROPOIRTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 HOLE NO. 8-3
CLIENT PROJECT NAME
CLARENCE WELTI ASSOC., INC. NEW FIRE&AMBULANCE FACILITY
P.O. BOX 397
LOCATION
GLASTONBURY,CONN 06033 625 SULLIVAN AVENUE
TOWN OF SOUTH WINDSOR SOUTH WINDSOR CT
AUGER CASING SAMPLER CORE BAR. OFI'SET a SURFACE ELEV.
IIOLF.NO. B-4
TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START
SIZE I.D. 3.75" 1.375" DATE 3/20106
N.COORDINATE AT 4.0 FT.AFTER 0 HOURS
HAMMER WT. 1401bs AT FT.AFTER HOURS FINISH
HAMMER FALL SAMPLE STRATUM DESCRIPTION 30" E COORDINATE AT3/20/06
DEPTH NO. BLOWS/G" DEPTI I A +REMARKS ELEV.
0 1 1-1-3-3 0.00'-2.00' TOPSOIL 50
BR.SILT AND FINE SAND
BR.FINE-MED.SAND,LITTLE SILT 2.0
2 4-4-7-7 2.00'-4.00' ,
3 8-8-9-8 4.00'-6.00'
5 ...
I
10
4 4-5-6 10.001-11.50,
GRAY VARVED CLAY AND SILT 12.0
15 .
5 1-2-2 15.00'-16.50'
20 :.
6 2-1-1 20.00'-21.50'
25
7 2-2-1 25.00'-26.50'
30
8 1-1-2 30.00'-31.50'
e
LEGEND:COL.A: DRILLER: GRAVES
SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR:
PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 2 HOLE NO. B-4
i
CLIENT PROJECT NAME
CLARENCE WELTI ASSOC., INC.P.O. BOX 397 NEW FIRE&AMBULANCE FACILITY
LOCATION
GLASTONBURY, CONN 06033 625 SULLIVAN AVENUE
TOWN OF SOUTH WINDSOR SOUTH WINDSOR CT
SAMPLE STRATUM DESCRIPTION
DEPTH NO. BLOWS/6" DEPTH A +REMARKS ELEV.
9 2-1-2 35.00'-36.50'
40
10 1-2-2 40.00'-41.50'
45
I 11 2-1-2 45.00'-46.50'
,
50
12 1-2-2 50.00'-51.50'
BOTTOM OF BORING @ 51.5' 51.5
i
55
60
65
70
LEGEND:COL.A: DRILLER: GRAVES
SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR:
PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 2 OF 2 HOLE NO. B-4
6
CLIENT PROJECT NAME
CLARENCE WELTI ASSOC., INC.
P.O. BOX 397 NEW FIRE&AMBULANCE FACILITY
LOCATION
GLASTONBURY,CONN 06033 625 SULLIVAN AVENUE
TOWN 0F SOUTH WINDSOR SOUTH WINDS OR,CT
SURFACE ELEV.
AUGER CASING SAMPLER CORE BAR. OFFSET HOLE NO. B-5
TYPE HSA SS LINE&STA.
GROUND WATER OBSERVATIONS START 3/21/06
SIZE I.D. 3.75" 1.375" N.COORDINATE AT 5.0 FT.AFTER 0 IjouRs DATE
HAMMER WT. 1401bs
E.COORDINATE AT FT.AFTER FiOURS FINISH 3/21/06
.
HAMMER FALL 30" DATE
DEPTH SAMPLE A STRATUM DESCRIPTION ELEV.
NO. BLOWS/6" DEPTH +REMARKS
0 1 1-0-1-1 0.00'-2.00' TOPSOIL .33
BR.FINE-MED.SAND,LITTLE SILT
2 2-2-2-4 2.00'-4.00'
3 4-3-4-4 4.00'-6.00'
5 .
II
10
4 6-4-4 10.00'-11.50'
i GRAY VARVED CLAY AND SILT 13.0
1
15
5 2-4-5 15.00'-16.50'
20
6 1-2-1 20.00'-21.50'
BOTTOM OF BORING @ 21.5' 21.5
25
30
as
IN PF LEGEND:COL.A: DRILLER: GRAVES
INSPECTOR:
SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON
PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 17 HOLE NO. B-5
CLIENT PROJECT NAME
CLARENCE WELTI ASSOC., INC. NEW FIRE&AMBULANCE FACILITY
P.O. BOX 397 LOCATION
GLASTONBURY, CONN 06033 625 SULLIVAN AVENUE
TOWN OF SOUTH WINDSOR SOUTH WINDSOR OFFSET SURFACE ELEV. CT
AUGER CASING SAMPLER CORE BAR. HOLE NO. B-6
TYPE HSA SS LINE&STA. GROUND WATER OBSERVATIONS START 3/2O/06
SIZE I.D. 3.75" 1.375" N.COORDINATE AT 4.0 FT.AFTER 0 HOURS DATE
HAMMER WT. 1401bs
E.COORDINATE AT FT.AFTER HOURS FINISH 3/20106
HAMMER FALL 30" DATE
SAMPLE STRATUM DESCRIPTION
DEPTH NO. BLOWS/6" DEPTH A +REMARKS ELEV.
1 1-1-3-4 0.00'-2.00' TOPSOIL ,42
BR.FINE-MED.SAND,LITTLE SILT
2 6-4-54 2.00'-4.00'
3 5-5-5-5 4.00'-6.00'
10
4 4-5-5 10.001-11.50,
1 13.5
GRAY VARVED CLAY AND SILT
15
5 1-2-2 15.00'-16.50'
20
6 1-1-1 20.00'-21.50'
BOTTOM OF BORING @ 21.5' 21.5
25
30
i
LEGEND:COL.A: DRILLER: GRAVES
SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR:
PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-501/0 SHEET 1 OF 1 HOLENO. B-S
i '
CLIENT PROJECT NAME
CLARENCE WELTI ASSOC., INC.
P.O. BOX 397 NEW FIRE&AMBULANCE FACILITY
t LOCATION
GLASTONBURY,CONN 06033 625 SULLIVAN AVENUE
y
TOWN OF SOUTH WINDSOR OFFSET SURFACE ELEV. SOUTH WINDSOR CT
AUGER CASING SAMPLER CORE BAR. HOLE NO. B-7
TYPE HSA SS LINE&STA.
GROUND WATER OBSERVATIONS START 3/21/O6
SIZE I.D. 3.75" 1.375" N.COORDINATE AT 3.0 FT.AFTER 0 HOURS
HAMMER WT. 1401bs
E.COORDINATE AT FT.AFTER HouRs FiN►sH 3121/06
HAMMER FALL 30" DATE
DEPTH SAMPLE A STRATUM DESCRIPTION ELEV.
NO. BLOWS/6" DEPTH +REMARKS
0 1 1-1-1-1 0.00'-2.00' TOPSOIL .06
BR.FINE-MED.SAND,LITTLE SILT
2 3-3-4-4 2.00'-4.00'
3 6-5-6-7 4.00'-6.00'
5 .
tl
10
4 6-5-6-7 10.00'-11.50'
15
5 1-1-2 15.00'-16.50'
GRAY VARVED CLAY AND SILT 16.0
20
6 1-1-1 20.00'-21.50'
BOTTOM OF BORING @ 21.5' 21.5
25
30
35
LEGEND:COL.A: DRILLER: GRAVES
SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR:
PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 HOLE NO. B-7
f
I
CLIENT PROJECT NAME
CLARENCE WELTI ASSOC., INC.
P.O. BOX 397 NEW FIRE&AMBULANCE FACILITY
LOCATION.
GLASTONBURY,CONN 06033 625 SULLIVAN AVENUE
TOWN OF SOUTH WINDSOR SOUTH WINDSOR CT
AUGER CASING SAMPLER CORE BAR. HOLE NO. B-$
TYPE OFFSET SURFACE ELEV.
HSA SS LINE&STA.
GROUND WATER OBSERVATIONS START 3/21IO6
SIZE I.D. 3.75" 1.375" N.COORDINATE AT 4.0 FT.AFTER 0 HOURS DATE
HAMMER WT. 1401bs
E COORDINATE D AT FT.AFTER HOURS 3/21I06
.
HAMMER FALL 30" DATETE
DEPTH SAMPLE A STRATUM DESCRIPTION ELEV.
NO. BLOWS/6" DEPTH +REMARKS
1 1-1-2-4 0.00'-2.00' TOPSOIL .50
BR.FINE-MED.SAND,LITTLE SILT
2 4-5-6-7 2.00'-4.00'
3 8-8-7-8 4.00'-6.00'
5 � ,
it
10
4 5-5-6 10.00'-11.50'
BOTTOM OF BORING @ 11.5'
11.5
15
20
25
30
LEGEND:COL.A: DRILLER: GRAVES
SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR:
PROPORTIONS USED: TRACE=0-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 HOLE NO. B-8
CLIENT PROJECT NAME
CLARENCE WELT[ASSOC., INC.
P.O. BOX 397 NEW FIRE&AMBULANCE FACILITY
GLASTONBURY,CONN 06033 LOCATION625 SULLIVAN AVENUE
TOWN OF SOUTH WINDSOR SOUTH WINDSOR C
AUGER CASING SAMPLER CORE BAR.
OFFSET SURFACE ELEV. (.TOLE NO. B-9
TYPE HSA SS LINE&STA.
GROUND WATER OBSERVATIONS START
�T 3/2O/06
SIZE I.D. 3.75" 1.375" N.COORDINATE AT 4.0 FT.AFTER 0 HOURS
HAMMER WT. 1401bs AT FT.AFTER HOURS FINISH
HAMMER FALL 30" E.COORDINATE DATE 3/20/06
DEPTH SAMPLE A STRATUM DESCRIPTION ; ELEV.
NO. BLOWS/6" DEPTH +REMARKS
1 1-1-3-4 0.00'-2.00' . TOPSOIL 42
BR.SILT AND FINE SAND
2 4-5-5-8 2.00'-4.00' SR.FINE-MED.SAND,LITTLE SILT 2.0
3 5-5-5-7 4.00'-6.00'
5
it
GRAY VARVED CLAY AND SILT 9.0
10 .
4 3-3-3 10.001-11.50,
BOTTOM OF BORING @ 11.5' 11.5
15
20
25
30
Amk Is
LEGEND:COL.A: DRILLER: GRAVES
SAMPLE TYPE: D=DRY A=AUGER C=CORE U=UNDISTURBED PISTON S=SPLIT SPOON INSPECTOR:'
PROPORTIONS USED: TRACE=6-10% LITTLE=10-20% SOME=20-35% AND=35-50% SHEET 1 OF 1 HOLE NO. B-9
•
•
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. y
. r�
r
v �
•
•
e`
SULLIVANAw
TAM
PROPOSED TEST BORING LOCATIONS
NEW FACILITY FOR FIRE & AMBULANCE
AVENUE, SOUTH 1 , r
SCALE I. e • r 2006
DR. . r 1 P.C.
RECEIVED
PQ -1 3 2000
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SOUTH WINDSOR PLANNING DEPT.
G `(
Geotechnical
Environmental and
Water Resources
Engineering
Wetland Impact Assessment for Project Area&Best
Management Practices for Stormwater Treatment
' Proposed South Windsor Fire
Department Property
735 Sullivan Avenue
South Windsor, CT 06074
Submitted to:
Town of South Windsor
' Mr.Jeffery Folger
1540 Sullivan Ave.
South Windsor,CT 06074
1
Submitted by:
' GEI Consultants,Inc
455 Winding Brook Drive,Suite 201
Glastonbury,CT 06033
' 860-368-5300
April 2009
' Pro ect 082560
W ohnsn LFdeik o ,
Sr.Vice President,Regi al Mgr.
XP
a t a
WETLANDS FUNCTION & VALUE ASSESSMENT OF PROJECT AREA & BEST MANAGEMENT
PRACTICES FOR STORMWATER SYSTEM
SOUTH WINDSOR, CONNECTICUT
APRIL 2009
Table of Contents
' 1. Introduction 1
2. Existing Conditions 2
' 2.1 Wetlands 2
2.2 Uplands 3
3. Proposed Conditions 4
' 4. Conclusions 6
KUPROC1ProjechTown of South Windsor\FireDeptProperty082560\Wetlands Assessment\Wetland Impact Assessment for Project Area.docx
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WETLANDS FUNCTION & VALUE ASSESSMENT OF PROJECT AREA & BEST MANAGEMENT
PRACTICES FOR STORMWATER SYSTEM
SOUTH WINDSOR, CONNECTICUT
APRIL 2009
1 . Introduction
At the request of Jeffrey Folger, Conservation Officer/Environmental Planner for the Town
of South Windsor, and TO Design, LLC; GEI Consultants, Inc. (GEI) conducted a focused
' wetland assessment addressing potential direct and indirect impacts to town regulated
wetlands in the vicinity of the proposed fire and ambulance complex located at 765 Sullivan
Avenue, South Windsor, CT. This report is to be submitted as part of an application before
the Town of South Windsor's Inland Wetlands Commission pursuant to the provisions of the
Inland Wetland and Watercourses Act(the "IWWA"), Connecticut General Statutes Section
22a-36 Et. Seq., and Inland Wetlands and Watercourse Regulations(the"Regulations")
promulgated by the IWWA of the Town of South Windsor.
1 The Town of South Windsor is proposing to construct a fire and ambulance complex with a
22,800 square foot building and 1.82 acres of impervious surface on a 26.4 acre parcel
located at 765 Sullivan Avenue. The proposed complex is located on the southwestern corner
of the property, with West Road to the west,the property boundary and wetland swale to the
south, an agricultural ditch wetland to the east, and open farmland to the north. The proposal
' for this public safety facility is depicted on the grading and planting plans prepared by TO
Design, LLC of New Britain, Connecticut, dated April 14, 2009. GEI Consultants submitted
a Phase I Environmental Site Assessment and Surface Soil Screening, Threatened&
' Endangered Species Assessment, and Wetlands Function&Values Assessment Report dated
December 2008 which included an ecological inventory and wetlands assessment of the
entire parcel.1This document evaluates the portion of the parcel directly impacted by the
' proposed public safety complex with reference to the December 2008 report.
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WETLANDS FUNCTION & VALUE ASSESSMENT OF PROJECT AREA & BEST MANAGEMENT
PRACTICES FOR STORMWATER SYSTEM
SOUTH WINDSOR, CONNECTICUT
' APRIL 2009
2. Existing Conditions
1
' The western portion of the subject property, where the development of the public safety
complex is planned, maintains an agricultural field habitat. To the east is a historic
' agricultural drainage ditch wetland, which provides limited wetland conditions and
successional vegetative growth with an early successional forested wetland edge habitat
toward the southern property boundary.
' 2.1 Wetlands
' A narrow wetland region(a result of successional growth over a historical drainage ditch) is
adjacent to the eastern edge of the agricultural field. This region of the subject property is
' dominated by shrubby vegetation including silky dogwood,American pokeweed(Phytolacca
Americana),Japanese knotweed(Fallopia japonica)with intermittent white pine,red oak,
and maple trees. There was no surface water observed during field surveys.
This wetland has low functional value due to disturbance from prior agricultural uses. It
' provides limited wildlife habitat Many invasive flora were observed in and near the wetland
drainage ditch.
' The wetland located on the southern border of the property includes a wooded edge habitat
dominated by grasses and herbaceous species leading into a region dominated by goldenrod,
blue vervain(Verbena hastata), joe-pye weed(Eupatorium maculatum/purpureum), and
' jewelweed(Impatiens capensis) followed by a shrub/understory edge dominated by silky
dogwood(Cornus amomum) and canopy dominated by maples (Acer spp) and oaks
' (Quercus spp.).
This wetland has no principal function other then providing limited wildlife habitat as an
' edge community and the potential for pollution attenuation. The mucky soils at the bottom of
the ditch can attenuate any pollutants that may enter stormwater, enhance sedimentation, and
aid in denitrification and nutrient uptake by plants present. This area has been disturbed due
' to previous agricultural uses.
' It is important to note that high function wetlands are located near the Podunk River in the
central to eastern portion of the parcel. The portion of the parcel chosen for this development
in distant from these areas preventing impacts to these valuable wetlands and avoids direct
' impacts to any wetlands.
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1 WETLANDS FUNCTION & VALUE ASSESSMENT OF PROJECT AREA & BEST MANAGEMENT
PRACTICES FOR STORMWATER SYSTEM
1 SOUTH WINDSOR, CONNECTICUT
APRIL 2009
2.2 Uplands
1
The western section of the subject property is primarily a recently cultivated agricultural
1 field. Grasses and herbaceous plants dominate this region, including rabbit's foot clover
(Trifolium arvense), switchgrass (Panicum virgatum),purple lovegrass (Eragrostis
spectabilis), Goldenrod(Solidago spp) field bindweed(Convolvulus arvensis), and yellow
1 foxtail (Setaria glauca). The southwestern corner of the subject property contains an area of
poorly drained soil indicated by the presence of straw-colored flatsedge (Cyperus strigosus),
and common rush(Juncus effusus).
The proposed location of the public safety complex will minimize impacts to ecology,
because any disturbance proposed at the site is in previously disturbed agricultural areas.
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' WETLANDS FUNCTION & VALUE ASSESSMENT OF PROJECT AREA & BEST MANAGEMENT
PRACTICES FOR STORMWATER SYSTEM
SOUTH WINDSOR, CONNECTICUT
' APRIL 2009
3. Proposed Conditions
' Proposed activities will include the construction of the public safety complex including
indoor parking bays and two entry/egress roadways; one for fire vehicles and one for
ambulances.
No direct impacts to wetlands are proposed. The construction activities in the southern and
' western portions of the complex plan, including a portion of the paved parking lot and the
stormwater management system, fall within the 80-foot wide town delineated upland review
' area. The wetlands on this portion of the parcel have a lower degree of function compared to
the wetlands located adjacent to the Podunk River on the eastern portion of the parcel.
' The proposed stormwater management system will convey stormwater runoff from the site to
a detention and infiltration basin on the southeast of the site. A vegetated drainage swale on
eastern side of the site and two on-site stormwater systems, consisting of piping connecting
' roof drains, catch basins, and yard drains,will carry the runoff to the basin. The stormwater
system on the southern portion of the site will collect flow from the western and southern
' paved and vegetated areas and part of the building roof. This system drains directly into the
basin. The stormwater system on the eastern portion of the site conveys flow from a portion
of the roof and a building courtyard. This system flows into the drainage Swale. Paved and
' vegetated areas on the northern and eastern portions of the site enter the drainage swale via
overland flow.
' This system is designed to minimize structural components (catch basins,piping etc.) and to
treat stormwater runoff in an above ground primary treatment system. In addition, outlet
' protection is proposed at the site stormwater system outlets to minimize erosion and
vegetation damage during intense storm events. It is suggested that an apron of modified
riprap be placed at each outlet according to CT DOT recommendations for the sizing of
' aprons.
The basin should be designed with a wet-bottom forebay sized per the CT DEP 2004
' Stormwater Quality Manual to treat storm water quality volume. The basin should include a
normal pool up to 1.5 feet in depth below the primary outlet structure to hold and treat
' runoff. Since this stormwater system is discharging within 60 feet of the wetland boundary,
biofiltration should be considered at the point of an overflow wier.
' The soils underlying the basin, according to the USDA Web Soil Survey,primarily consist of
Ninigret fine sandy loams over gravelly course sand to Tisbury loamy fine sand(moderately
well drained) and a portion of Walpole fine sandy loam(poorly drained). Future borings in
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WETLANDS FUNCTION & VALUE ASSESSMENT OF PROJECT AREA & BEST MANAGEMENT
PRACTICES FOR STORMWATER SYSTEM
SOUTH WINDSOR, CONNECTICUT
1 APRIL 2009
the location of the planned basin will provide further detail concerning the hydrology of the
' soil and groundwater elevations. Previous borings completed on the site indicate the grading
plan will provide year-round wet conditions in the basin.
' Wetland vegetation in the stormwater basin is important for improved take-up of nutrients
and other soluble stormwater pollutants,to provide additional substrate(plant surfaces) for
microbial degradation of stormwater pollutants, and as sedimentation controls. GEI suggests
planting emergent species at the bottom of the basin to supplement species found in the
surrounding area that will establish themselves in this disturbed area(i.e. cattail,umbrella
sedge, and soft rush). Wool grass (Scirpus cyperinus),three square (Dulichium
arundinceum), and knotted rush(Juncus nodosus) could be used. Other disturbed areas
including the swale leading to the basin,basin walls,the basin floor, and the overflow region
should be seeded with wetland seed mix, or properly managed/maintained to ensure native
vegetative re-colonization(proliferation of dense wet meadow community).
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WETLANDS FUNCTION & VALUE ASSESSMENT OF PROJECT AREA & BEST MANAGEMENT
PRACTICES FOR STORMWATER SYSTEM
SOUTH WINDSOR, CONNECTICUT
' APRIL 2009
4. Conclusions
No direct impacts to wetlands in the vicinity of the proposed construction are planned, and
the proper development of a stormwater management system will minimize the potential for
' indirect adverse impacts to wetlands. Mitigation for construction activity in the 80-ft. review
area can occur through an invasive flora management plan worked into the landscaping
design of the public safety complex. TO Design, LLC has provided an acceptable stormwater
' basin planting design plans. GEI can provide an invasive flora management plans to the
Town of South Windsor by request.
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