HomeMy WebLinkAboutAppl 11-26P Tuscan Hills r RECEIVED
TOWN OF SOUTH WINDSOR
PLANNING&ZONING Co11i1liEIISSION
APPLICATION FORM AUG 152011
.
Application No: SMH WW WR ILAONG DEPT.
Official Receipt Date:
Receipt No: SCANNE
APPLICANT: Carter Mario
PROJECT NAME: Office Building
ADDRESS: 77n Ehicki.nd Road, Saufh Windsoi^p CT 06024-
OWNER OF RECORD ON LAND RECORDS. Lexmar Realty LLC
ADDRESS: 158 Cherry St., Milford, CT 06460
COMPLETE LOCATION OF PROPERTY: 218 Buckland Road
ASSESSOR'S MAP# PARCEL# ZONE GDZ
NAME,ADDRESS,TEL&FAX#OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED:
Alan F. Lamson, FLB Architecture & Planning, Inc., 19 Silver Lane, East Hartford, CT 06118
(8§0)568-4030 (860)568-5129 Estimated presentation time: 30 min.
THIS APPLICATION IS FOR: (Check all that apply):
❑ Zone Change to (Public Hearing required and Certificate of Mailing)
❑ Subdivision/Resubdivision ❑ Open Space Subdivision(Public Hearing Required)
❑ Subdivision ❑ Minor ❑ Major
❑ Resubdivision(Public Hearing Required) ❑ Minor❑ Major
❑ Conditional Approval
❑ Special Exception to Article (Public Hearing,Certificate of Mailing)
® Site Plan of Development
❑ General Plan of Development-State Hearing per Section 14-55 for
❑ Earth Filling(Sec. 15)and/or Earth Removal(Sec. 14-Public Hearing Required)
❑ Regulation Amendment ❑Zoning ❑ Subdivision-Attach proposed amendment(Public Hearing Required)
❑ Temporary and Conditional Permit for(Public Hearing Required)
❑ In Law apartment/Accessory Apartment(Public Hearing Required)
❑ Major Home Occupation for(Public Hearing Required)
❑ Other(explain in detail)
An Application Pending sign is required to be posted on the property for all applications tea(10)days
prior to being heard by the Commission.
ature of A licant Signature of J / Owner
TOWN OF SOUTH WINDSOR CHECKLIST
REQUIRED INFORMATION SITE PLANS
APPLICANT Carter Mario
PROJECT NAME 218 Buckland Road Office
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:
x a. Name, address and telephone of applicant.
x b. Name, address and telephone number of Land Surveyor or Professional
Engineer.
x c. Name of Development.
x d. Date when drawings were made.
x 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.
x a. Data block which gives needed zoning information such as percentage of
lot coverage, acreage of tract, number of apartment units, parking
requirements, etc.
x b. Outline of buildings.
x c. Layout of streets.
x d. Surrounding property boundaries-within 500 feet.
x e. Names of abutting property owners.(attached)
N/A f. Proposed open spaces and recreation areas.
x g. Driveway cuts on abutting properties and any properties across from
proposed site.
x h. Distance to and name of nearest intersection street.
x 3. Architectural Elevations: See attached checklist for Architecture and Design
Review.
i
X 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:
X a. Distance and bearings of all boundary lines and acreage of site. Iron pins
required at all property angle points and shown on map.
X b. Proposed streets and street lines with center line station, curve data, and
parking spaces.
X c. Building lines in accordance with zoning regulations.
X d. Proposed buildings and other structures, including signs, outside lighting,
and dumpsters (on concrete pad and screened).
X 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
X f. Names of abutting property owners. (see attached)
X 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.
N/A h. All open space or other common or public land uses shall be indicated.
X i. A-2 certification; P.E./L.S. Seal.
X 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:
X a. All existing and proposed buildings.
X b. Curb Lines and pavement width, sidewalks.
X c. Existing and proposed sanitary sewers.
X d. Existing and proposed water and-all existing utilities.
2
X e. Present wooded area indicated by foliage lines. Any trees to be saved
should be shown.
X 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.
X g . Regulated wetlands and 100-year floodplain or note that none are
present.
X 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.
N/A i. Connections of all springs into proposed storm drainage system as
needed.
X j. Location and indications of existing brook channels, and 100-year flood
limits.
X k. A-2 &T-2 Certification; P.E &L.S. Seals.
X 6. Landscaping plan
X 7. Drainage calculations: - Zero Runoff Increase per attached guidelines.
X 8. Traffic Report
X 9. Site Lighting Plan
N/A 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
profile of this brook will be shown to determine conditions.
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.
h. Profiles shall show all sanitary sewer lines and manholes, including
elevations, (inverts, top of frame) sizes, lengths, and slopes of pipes.
Top of foundation elevations for building shall be shown.
N/A 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.
N/A 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.
August 15, 2011
PLAN PREPARER (P.E./L.S.) DATE
February 2002; Rev. 4-04
4
ABUTTING PROPERTY LIST
151 Buckland Road
Evergreen Walk, LLC
c/o Atty. Laurence P. Rubinow
555 Main Street
Manchester, CT 06040
206 Buckland Road
Marrion & Roy Rounseville,Trustees
Rounsville Irrevocable Trust
206 Buckland Road
South Windsor, CT 06074
207 Buckland Road
Vision Salon &Spa, LLC
207 Buckland Road
South Windsor, CT 06074
240 Buckland Road
Arlene C. Croteau
240 Buckland Road
South Windsor,CT 06074
NAME:
LOCATION:
TYPE OF PROJECT:
ARCHITECTURAL AND DESIGN REVIEW COMMITTEE CHECKLIST
The following items must be submitted, in accordance with Section 9.1 of the Zoning
Regulations at the time of a site plan application for an industrial or commercial building, or
high density housing.
1. Site plan of the property (per Section 8 of the Zoning Regulations)
2. Architectural elevations of the proposed buildings
3. Types, styles and colors of building materials, exterior facades and facing, and
fenestrations (samples suggested)
4. Special architectural features (if applicable)
5. Colors, materials, and location of lighting
6. Design of signs
7. Mechanical hardware proposed on or around the building and roof, including trash
compactor, and auxiliary storage areas
8. Landscape plan indicating location, types, sizes, and quantities of proposed plant
materials
9. Lighting Plans (per Section 17.22.1.A.1-4 Submission requirements)
All of he above-required information/materials have been provided.
/,Vax �, August 15, 2011
Signature Date
Please be aware that missing information or incomplete information may
result in a delay in action by the Committee on this application.
Revised December 20, 2000
PERMITS/INSP PAYMENT RECPT#: 20517414
TOWN OF SOUTH WINDSOR
1540 SULLIVAN AVENUE
SOUTH WINDSOR CT 06074
THIS IS NOT A PERMIT
DATE: 08/16/11 TIME: 15:43
CLERK: donnamtho DEPT:
CUSTOMER#: 0
PARCEL:
CHG: DEP DEP FEE 385.00
AMOUNT PAID: 385.00
PAID BY:
PAYMENT METH: MULTIPLE
METH: CH CHECK/REF: 14132
QTY: 1 ADD'L REF: FLB-Lamson
AMT: 125.00
METH: CH CHECK/REF: 14131
QTY: 1 ADDIL REF: FLB-Lamson
AMT: 260.00
REFERENCE:
AMT TENDERED: 385.00
AMT APPLIED: 385.00
CHANGE: .00
THIS IS NOT A PERMIT
THIS DOES NOT AUTHORIZE WORK TO BEGIN
PLANNING DEPARMENT
IN-HOUSE REFERRAL FORM
DATE: 8/16/11
TO: Matt Galligan, Fred Shaw, Michael Gantick, Rich Bond, Walter Summers, Jeff Doolittle
Ray Favreau, Karl Reichle,Mark Owens, Chris Dougan, Sherry Roy, Ron Asselin,
John Caldwell, Dennis Sheridan
FROM: Michele Lipe, AICP, Town Planner
The Planning&Engineering Departments have received plans for the following projects:
Appl 11-26P, Tuscan Hills Site Plan modification
Location: 218 Buckland Road
® Site Plan ❑ Subdivision No. Acres 1.12 Zone GD
❑ Industrial ® Commercial ❑ Residential No. Lots/Units
Water: ® Public ❑ Private Well Sewerage: ® Public ❑ Septic System
Project Description: 4,750 sf office building
Future Town-owned property involved? ❑ Yes ®No
❑ new street(s) ❑ new detention area
❑ new open space/recreation area ❑ active ❑passive
Planning Department notes:
Please comment by 9/1/11 and return to the Planning Department.
MISCELLANEOUS PAYMENT RECPT#: 20518276
TOWN OF SOUTH WINDSOR
1540 SULLIVAN AVENUE
SOUTH WINDSOR CT 06074
THIS IS NOT A PERMIT
DATE: 08/19/11 TIME: 08:30
CLERK: donnamtho DEPT: 1430-PLAN
CUSTOMER#: 0
PARCEL:
CHG: ZCOPY 3 COPIES 15.00
AMOUNT PAID: 15.00
PAID BY: CUSTOMER
PAYMENT METH: CASH
REFERENCE:
AMT TENDERED: 15.00
AMT APPLIED: 15.00
CHANGE: .00
THIS IS NOT A PERMIT
THIS DOES NOT AUTHORIZE WORK TO BEGIN
Isherwood Civil Engineering
58 Ordway Dr.
S.Windsor,CT 06074
(860)640-4064
www.iandscivii.com RECEIVED
SEP 00 Zu11
SOUTH WINDSOR PLANNING DEPT.
September 6, 2011
Michele Lipe, Town Planner
Town of South Windsor
1540 Sullivan Ave.
S. Windsor,CT 06074
Attached are revised sets of plans for the Carter Mario Law Office Site Plan Modification, 218
Buckland Rd. (Tuscan Hills). The following material is included for your use:
(6) paper sets: Revised plans dated 9-6-11,with updated landscape, lighting and
architectural plans, for the PZC application.
(4) paper sets: Revised plans dated 9-6-11, for the IWACC application.
(2) copies of the Amended Storm Water Management Plan
(12) copies of the amended Traffic Statement
Sincerel ,
('�Paren sherwood, ,LEE A.P.,Principal
cc:Alan Lamson,w/enclosure
RECEIVED
Traffic Statement S EP 06 L U 11
SOUTH WINDSOR PLANNING DEPT.
Carter Mario Law Office
Tuscan Hills (Parcel A)
218 Buckland Rd.
South Windsor, Connecticut
Prepared by
Isherwood Civil Engineering,LLC
58 Ordway Dr.
South Windsor,CT 06074
Proj.# 1013
Addendum 1: September 6,2011
Introduction: The following traffic statement has been prepared as part of the Planning
and Zoning Site Plan Modification Application for site plan approval of the Tuscan
Hills site development. A Traffic Study was prepared for the original Site Plan
Application(2007)which analyzed the proposed development of both parcels.Parcel
A,which is the subject of this Site Plan Modification Application,proposed a
building offering approximately 4,574 sf of retail space, and approximately 2,230 sf
of office space. This application proposes a single building consisting of
approximately 4,750 sf of office space.The original traffic report prepared for the
2007 Tuscan Hills Site Plan is provided in Appendix A for reference.
Site Generated Traffic:
In determining the projected site generated traffic volume, the Institute of Transportation
Engineers(ITE) Trip Generation Report was utilized. The proposed facility is to consist
of 4,750 sf of office space.A trip is defined as a one-way vehicular movement. A vehicle
that travels to the site is considered as one vehicle trip. When that vehicle leaves the site,
it is considered as a separate vehicle trip.
ITE code 710 for general office, and the average rate of 1.49 was used to determine the
number of peak vehicle trips generated during the peak weekday afternoon period.As the
retail component has been eliminated, development of 218 Buckland Rd. should have no
impact during the weekend peak time.
Friday P.M.
General Office(ITE code 710): for 4750 sf(218 Buckland Rd.)= 7 trips/hr
[(4,750 sf/l 000)*1.49]
Conclusions: Elimination of 4,145 sf of retail space originally proposed for the site
reduces the peak trip generation by 16 vehicle trips/hr. The proposed increase of office
space from 2,230 sf to 4,750 increases the peak trip generation from 3 vehicle trips/hr to
7 vehicle trips/hr. Therefore, the site should experience a net reduction of 12 vehicle
trips/hr. (approximately 63%reduction).
Appendix A
Introduction:
The following traffic study has been prepared as part of the Planning and Zoning
Application for site plaza approval of the Tuscan Hills site development. The site is
located on the east side of Buckland Road between the Evergreen walks northern and
middle site driveways.The site consists of two parcels of land containing a total of 2.70
ac. The proposed development is to consist of the construction of two buildings served
by a single site driveway from Buckland Road.
Sturdy Area:
The extents of the study area is based on the projected impact of the proposed
development on the surrounding roadway network. Based on the relatively low tragic
generation of the proposed development in comparison to the surrounding roadway
network,the study area was determined to be the site driveway and one intersection to the
north and south of the site driveway(Evergreen walk northern and middle site
driveways).
Existing Roadway Network:
Buckland Road: Buckland road along the site fror t$ge is a 4 lane divided roadway with a
raised island in between the north and southbound lanes.
Buekland Road at Evergreen Walk North Site Drive: This intersection is a tee(3-way)
signalized ikon. Buckland Road nuts in the north/south direction through this
intersection. Evergreen Walk site driveway rums from Bucklmd Road to the west. The
Buddand Road northbound approach is three lanes wide,with one left turn land and two
through lanes. The Buddand Road southbound approach is th=lanes wide with two
through lanes and one right turn lane. The Evergreen Walk northern site drive eastbound
Bch is two lanes wide,with one left-turn lane and one right4urn tune.
The traffic signal consists of three phases. The fast phi is a northbound advance which
provides an opportunity for northbound traffic on Buckland Road to turn left into the
Evergreen Walk site driveway. The second phase allows all northbound and southbound
movements to ooew on Buc bnd Road. Me third phase allows the Evergreen Walk site
driveway traffic to exit onto Buckland Road in either direction. All approaches are
vehicular actuated and part of a closed-loop interconnected traffic signal system along
Buckland Road.
Buckland Road at Evergreen Walk Middle Site Drive(Hemlock Drive): This infection
is a tee(3-way)signalized intersection. Buckland Road runs in the north/south direction
through this intersection. Evergreen Walk site driveway runs from Buckland Road to the
west. The Buddand Road northbound approach is three lanes wide,with one left turn
Land and two through lanes. The Buckland Road south bound approach is two lanes wide
with one dedicated through lane,and one combination through and right tum lane. The
s
Evergreen Walk middle site drive eastbound approach is two lanes wide,with on left-turn
lane and one right-turn,lane.
The traffic signal consists of three phases. The first phase is a northbound advance which
provides an opportunity for northbound traffic on Buckland Road to turn left into the
Evergreen Walk site driveway. The second phase allows all northbound and scuthbo d
movements to occur on Buckland Road. The third phase allows the Evergreen Walk site
driveway traffic to exit onto Buckland Road in either direction. All approaches are
vehicular actu ded and part of a closed-loop mtercormected franc signal system along
Buckland Road.
Proposed Site Driveway:
The proposed site driveway is to consist of a single entrance lane and a single exit lane.
All traffic from the site must tine right due to the enter median within Buckland.Road.
Background Trams volnmes:
The site is looted in a very dynamic retail area,-with a high level of development
occurring. As a retail facility with a fairly minor office component,the typical retail peak
periods(weekday between 4:00 and 6:00 P.M.,and Saturday between 11:00 A.M.and
1:00 P.NL)were used for analysis. The site is projected to be permitted during the
Sumner of ow,and construction is to be complete by the fall of 2008. As such,a
design year of 2008 is used. The most recent development to be permitted in this area is
the Denning Plaza. We dim with Marcia Banach(South Windsor Town Planner),
regarding other recently proposed projects within the vicinity of the site,and did not
identify any additional proposed developments that are to occur that would need to be
accounted for in the traffic study.
The Background traffic Volumes used for this study are the same as the projected
combined traffic volumes in the Deming Plaza study prepared by Bubaris Traffic
Associates dated 11110/06. The projected traffic volumes contained in the Bubaris
Traffic Associates including the existing background traffic adjusted by Wo per year for
growth,projected traffic from that facility, and the site-generated traffic volumes
associated with the approved portion of Evergreen Walk that has not been developed as
of this time. Appendix B dins the background traffic volumes for the weekday P-M.
and Saturday peak hours.
Sift-Generated Traffic:
In detern using the projected site generated traffic volumes,the Institute of TrwUportatioa
Engineers(TM)Trip,Generation Report was utilized. The proposed fieft is to consist
of a retail component and an office componeuL There will be a total of 14,275 S.F.of
retail between the two buildings,and a total of trip"6,648.S.F.of office._A is de fined as a.
one-way vehicular movement. A vehicle that travels to the site is considered as one
vehicle trip. When that vehicle leaves the site,it is considered as a spparate velucle trip.
x
There are two rM codes that can be applied to components of this project. For the retail
portion of the site,The 1TE code for shopping center(820),was applied. For the office
component,the ITE code 710 general office was utilized.
The intent of the site development is to utilize the southern building by M&R liquors as a
store similar to their existing store on Route 30 in Veman Traffic counts were
performed at the Route 30 store on Saturday April 14,2007 during mid-day,and on
Friday April 27,2007 between.4:00 and 6:00 P.M. The reo is indicated that for the
Friday P.M.peak hour and Saturday mid-day peak hour there was a total of 241 and 162
vehicle trips respectively. The Route 30 store is approximately 10,000 S.F.in size,and is
approximately the same size as the proposed store.
The shopping center generation rates were used for the remaining retail spaces,mad the
general office razes were used for the office component. The calculations are contamed
in appendix C,and summarized below:
Friday P1Vi.
Liquor Store(Per traffic coin):For 10,130 S.F.=241 Vehicle trips
Shopping Center(ITE code 820):For 4,145 S.F.=16 Vehicle trips
General Office(ITE rode 710}.For 6,648 S.F.= 10 Vehicle trips
Total 267 Vehicle trips
Saturday Peak Hour.
Liquor Store(Per traffic counts):For 10,130 S.F.=162 Vehicle trips
Shopping Center OTE code 820):For 4,145 S.F.=207 Vehicle trips
General Office(ITE code 710):For 6,648 S.F.=16 Vehicle trips
TOW 385 Vehicle trips
Far purposes of analysis,we did not reduce the projected traffic from the site to account
for vehicles that world already be on the roadway network,and would simply be
stopping in on the way to another destination. Based on the location of the site,we
would expect that as much as one half or even more of the traffic during the peak hours
would be traffic that is already on the roadway network. Therefore,the analysis is very
conservative.
Traffic Distribution:
In determining the distribution of the proposed traffic on the existing roadway network,
traffic distri'budon patterns from neighboring developm uts were reviewed. The main
concern with attempting to project the site traffic distribution using existing patterns is
tint the site will only consist of a right turn in and out of the site. The retail facilities in
the genieral area of the site all have direct available access via signals to the north and
southbound directions on Buekland Road. In order for vehicles to access the proposed.
site from the southbound direction on Buddand Road,the vehicles would need to turn
into Evergreen walk and turn around within Evergreen walk to access the site. There are
no u turns allowed at the Evergreen Walk middle(Hemlock Drive)ikon. There is
a short left turn lane in the southbound direction for future use,but this lane is in direct
alignment with the center island of the road. There is only 24'to make a u-turn,which
would be restrictive for many vehicles. With only limited access to the sste via Bid
Road northbound direction only,it is expected that the majority of the vehicles to this site
would either coordimte the visit to the site to coincide with other vehicle trips,or would
norrnaRy be traveling in the northbound direction on Buckland Road.
For purposes of analysis,it is assumed that of the traffic arriving to the site,200/9 would
be coming from the sout3hbounl direction and turning into the Hemlock Drive entrance of
Evergreen walk,and turning around. Tire remaining 80`/o arriving to the site would
already be traveling northbound on Buckland Road. Similarly,for traffic leaving the site,
it is assumed that 20%of the traffic would enter the northern driveway of Evergreen
Walk and taw around to bead smuthbcnmd on Buckland Road. Diagrams of the projected
traffic distribution path for the Weekday PAL and Saturday peak hour are included in
Appendix D.
Combhted Traffic Volumes:
The combined traffic volumes consist of the addition of the background traffic volumes
and the site generated traffic volumes. Included in%Vendix E are the combined traffic
volumes for weekday P.M. and Saturday peak hours.
Tnffic Opavtbas Amdya-
The analysis of the traffic operations of the saucy i Umetions was completed using the
Synchro traffic software. The study intersections-were analyzed under background and
developed.conditions. The background analysis for the two.study inte rsechons are
included in qVendix F. The analysis under developed conditions for the two study
intersections and the site drive are included in appendix G. The results are summarized
below:
Bu ddald Road at Evergreen Walk North site Drive(Weekday P- )
2008 Background 2008 Developed
Eastbound C C
Northbound A A
Southbound B B
Overall B B
1 i
Buckland Road at Evergreen Walk North site Drive(Sato-ay)
2008 Background 2008 Developed
Eastbound C C
Northbound A A
Southbound B B
Overall B B
Buckland Road at Hemlock Drive(Weekday P.M)
2008 Background 2008 Developed
Eastbound B B
Northbound A A
Srthbound B C
Overall A B
Buckland Road at Hemlock Drive(Saturday)
2008 Background 2008 Developed.
Eastbound B C
Northbound A A
Srthbound A B
Overall A B
All intersections will continue to operate at a high level of service. The operational
analysis is based on traffic generation fmm the site with no reduction of the projected
traffic.from.the site to account for vehicles that would already be on the roadway
network,and would simply be stopping in on the way to another destination. Therc#ore,
the analysis is extremely consavative,and the expected impacts to the surrounding
roadway network are significantly less than projected.
Accident Analysis: Accident data was odd for Buckland Road between the
Evergreen Walk north and middle site driveways,and includes accidents that occurred
within both intersections. The accident data was supplied by the Town of South Windsor
Polio Services for the period 05/06/04-05/06107.
Them were a total of 26 accidents within the 3 year period,which included
approximately 6 with injuries. Contributing factors to the accidents included following to
close(18 of the accidents),and pambWturning violations(5 of tree accidents). The
complete memorandum from the Town of South Windsor Police Services is included in
' H
Y
Sight Line Analysis:
The sight lines for the proposed site drive are in excess of 1,000 Feet to the soutb,and are
adequate.
4
EL
\'(PRIV#6TE)
3
C R.
Planimetric data provided by SBC under contract and is based
sow« s`'< Appl 11-35P Tuscan Hills Site Plan Modification TOWN LINE on updates
millet davit As-built
spring information
Continuous
� updates completed with As-built information and CRCOG aerial ftouth dsorPARCELS flight performed in spring of 2009.This map is a graphical
CarterMario Law Office representation of property information and is subject to change.
The Town of South Windsor and SBC assume no legal responsibilityI s
218 B u c k I a n d Road _ for information depicted on this map and is to be used for planning
1 inch = 60 feet purposes only. Gcogragh9cInformationSystezn
Stormwater Management Plan
Carter Mario Law Office
Tuscan Hills (Parcel A)
218 Buckland Rd.
South Windsor, Connecticut
a {S4l1:7i3:.iC!{pe.
• 0. ^
oV4 •°
N"licit ta�et
Prepared b
Isherwood Civil Engineering,LLC
58 Ordway Dr.
South Windsor,CT 06074
Proj.#1013
Oc; 042011
Rev.: October 4,2011
Spey W/NDSDR PANNING DEP
T,
Table of Contents: Page#
Introduction 1
Existing Conditions 1
Proposed Development 1
Off-Site Analysis 1
Peak Runoff control 1
Nonstructural Drainage System 1
Erosion/Sedimentation Control 2
Drainage Design(Modification to Parcel A only) 2
Conclusions 2
Appendices:
Approved Basin A design-2007(TR-55) A
Proposed Runoff Conditions-201 i (TR-55) B
Detention basin design C
Hydraflow Hydrographs (detention basin modeling) D
Introduction: The applicant is seeking a site plan modification to allow for the
construction of a single story professional office building,where plans on record.
depict approval for a 2 floor retail and office building. This report is an amendment
to the previous Storm Water Management Report on file for Tuscan Hills(2007)
with respect to modifications proposed on Parcel A only.
Existing Conditions: The 1.12 acre site(Parcel A Tuscan Hills) originally had a single
family residence which has since been demolished. This parcel was previously approved
in 2007 as part of Tuscan Hills.This stormwater management report serves as an
addendum addressing modifications made to Parcel A only. Material associated with the
original design(TR-55), are included in Appendix A.
Proposed Development: The proposed development of the site consists of the
construction of a 4,750 sf professional office building, 21 parking spaces and a 24' wide
driveway access aisle.
The storm drainage system proposed for the development includes the installation of
storm-sewers and the construction of a water quality detention basin. Developed runoff
will be directed routed through the water quality basin and discharge to an existing catch
basin located within Buckland Rd.
Additional parking is provided behind the building. Runoff from this paved surface will
drain to a recessed vegetated area sized to retain the required water quality volume and
provide treatment prior to ruining overland into an existing drainage channel located
within the wetland area.
Off-Site Analysis: The site contains a slight ridge that bisects the parcel dividing surface
runoff that presently drains to the northwest overland to existing catch basins located
within Buckland Rd,and northeasterly into a defined drainage channel that enters an
existing 18"RCP culvert which discharges to an existing catch basin structure located
along Buckland Rd. This culvert also receives discharge from an existing 10"RCP
culvert draining from the adjacent property to the north. The storm sewers within
Buckland Rd. discharge to the west,through the"Evergreen Walk"development, and
ultimately discharges into Plum Gully Brook.
As part of this application, due to the location of the proposed building,portions of the
18"RCP pipe will be abandoned and re-routed through proposed 18"HDPE via 3
proposed manhole structures and will be directed back into the existing 18"RCP within
the front parking area.
Peak Runoff Control: The intent of the design is to provide sufficient detention to
provide post development peak discharge rates for the 2-100 year storm events at or
below existing peak rates of discharge.
Nonstructural Drainage Systems: The water quality basin will provide a permanent
pool to allow for settling and infiltration.
Erosion/Sedimentation Control Systems: An extensive erosion/sedimentation control
plan has been developed as part of the site design. These measures include the following:
1. Installation of silt fence down-slope of disturbed areas.
2. Installation of silt fence around stockpiled materials.
3. Installation of hay bales around catch basins.
4. Use of temporary sediment basins during construction.
5. Seeding and mulching disturbed areas as soon as practical during
construction.
6. Installation of construction entrance pad and sweeping of roadways as
needed.
7. Maintenance of the above measures.
Drainage Design:
The drainage design of the site has been completed utilizing a number of computer
programs and generally accepted design methods. The runoff from the site under
developed conditions has been re-calculated using TR-55 to modify what was submitted
in the Storm Water Management on record. The new developed conditions indicate a
reduction in proposed peak runoff for the site due to a reduction in the drainage area
entering the basin,and a reduction of proposed impervious cover. The TR-55 calculations
are included in appendix B. The detention basin was sized using the Hydraflow
Hydrographs Extension for AutoCAD Civil 3D computer program. The original basin
design specified a 3" low flow orifice and a 6" orifice as inlets for the detention basin
outlet. This application modifies the outlet and specifies only a 4" orifice inlet. The
proposed detention design is included in Appendix C. The routing of the storm flows
under developed conditions for the newly revised water quality basin on Parcel A for the
2-100 year storm events are included in appendix D. The results are summarized below:
Storm Orig. Basin Design Current Basin Design
(2007) (Oct. 4, 2011)
2 0.21 cfs/elev: 148.08 0.19 cfs/elev: 148.88
10 0.55 cfs/elev: 148.38 0.30 cfs/elev: 149.16
25 0.72cfs/elev: 148.53 0.34 cfs/elev: 149.33
50 0.85 cfs/elev: 148.67 0.38 cfs/elev: 149.48
100 0.96 cfs/elev: 148.81 0.41 cfs/elev: 149.63
Conclusions: The on-site stormwater system with the associated water quality basin will
mitigate any potential storm-water quality and quantity impacts from the proposed
development.
Appendix A
RUNOFF G MVr N k#0O UTATION �eraiaw 2.00
USar: "I Date: 04-28-07
PrajeatARC RETAIL/OI�'FICE (eked: Date:
CouxnYY : HMTFORD State; CT
Subtitles �,@"'-D RtiL OFF- '_ QUALITY BASIN
Subarea : SURE _____.._-.._ra=a••---sm__�_
r,rsrvr— —r___r,a_�� g lOgic Bail. Group
A S C D
covm DLSCRTpTION Acres (M)
FULLY. DEVELOPED URBAN�Af�'$ (veg Estab,) -
open space (Lawns parks etc.) _ .25t611 -
Good cond'iti0ni grass cover > 75$
Impervi_Ous Areas
paged park:-ncS 3Qts, roofs. $riQevQays
62
Total Area (by droZogic Boil s ) Y
------ _ -----WEIGHTED CYTE�n DER: 83*
SUM'-SUPX TOTAL DRADUM AM'- .62 ACre--
me._..r —r_ar_—mmms_m_--_—
* - Gmerated for use by GRApRIC msthad
� TRA'VEL TIME version 2.00
T-11a Oj' COI+ICEWRATION AND
User: Date: 04-28-07
Pxo sot PARCH A RZTAIL/oFFIcil
Date:
� .0RD State: CT Checked:
County PED RUNOFF- `O WATER QUALITY BASIN
: OEV�O _
Area Vwp elocity Time
2N Year �g tft}Length Slope rrt/sec) (hr)
E`iov� Ty
(ft/ft) node tsg/ft}
rain (ft) memo-__---^.,�s_�a�.��s..�....�
----------------------
-�.• 3.2 60 .010 A Ti me of Conc'mtration - 0.42*
Sheet a
Sheet plow Svriace Codes -- sha.1 ow Concentrated
A Smooth sheet
E Grass, Dense Space Codes ---
S Fa11ow (No Res.) G Grass, $urmtlda p Paved
,ati,.t,_d < 20 % Res, H Woor"s, Light U thspaved
C Cultivated > 20 A+as. I woods, Dense
E Grass-Mange, Shari
3 Razaej�. Natural
* - Generated for 'ase by G'fjpHIC method
GX�`3'HSCF ?E'-ss �IeC AR THOD
version 2.00
User: Date: 04-28-07
?rahact PARS A RETAIL/OFFICE Ci�eCked< Date;
r-O ty z HP�R` rORD Mats:
Subtitle: DEVMPED Rt�1t yr 1D DER QUALITY BASIN
Data: Drainage Arr--a .�a2 Y Acres
Runoff Cmrvs 1�3II 09Z _
Time of Cc1nGe�t+�tiQn'- 1�_i12 � Hc3u�.s
Rainfall l'YPC _ '.%31
Ponri and Swamp Arm MOVE
1 storm Number # a-
1--p---------- 1---( -i 23 1 50 = 100 1 Frequency (yzsl 1 2 1 i3 1 1
� ; 1
} 2 --Kr kaintali � � 1 3.2 1 4.7 1 5.3 i
! 1 1 1
1 6 Ia/P Ratro 0.13 1 t3.0 i t3.II3 1 0.07
F � � s i
�n
�r.Zt'J I Q.�ti 1
Used 1 0.13 1 0.10 1 O e'S-u ; � 1
1 Runoff ( 1 1,61 1 2.90 1 3.63 4a28 1 1
4.93
1
1 e 11.143 11.1 11.13� 11.134 11.134 1
1 Unit Peak Discharge 3d 1 1 1
1 (cfsla �celil
1 1
1 '
1 Pond =a swuprector 1.00 1 1-00 1 1.00 1 3.g4 1 1.40 1
1 0_II,- Ponds Used !
1�p I13 scargeY2^1 -__3 t3�1 3 4
- Value(s; provided Iran T-R 55 O st$m rozaga�z +
Appendix B
ZZ'
!,CB-A2
.... 0.088 AC.
UNFACE
MWA-
TO DAM 0.185 At
/2 ROOF
/2 ROOF 0.06 AC
0.06 AC BY-PASS
BASIN
CB-Al 0.51 AC.)
A
.075 AC.
6i
fj.
-fo
RUNOFF CURVE NUMBER COMPUTATION
Version 2.00
Project : TUSCAN HILL: CARTER MARIO REV1 User: KMI Date:
County : HARTFORD State: CT Checked: Date:
Subtitle: 218 BUCKLAND RD: DEV. RUNOFF TO BASIN
------------------------------------------------------------------------
Hydrologic Soil
Group
COVER DESCRIPTION A B C
D
Acres (CN)
------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab. )
Open space (Lawns,parks etc. )
Good condition; grass cover > 75% - .198 (61) -
Impervious Areas
Paved parking lots, roofs, driveways - .21(98) -
Total Area (by Hydrologic Soil Group) .408
------------------------------------------------------------------------
TOTAL DRAINAGE AREA: .408 Acres WEIGHTED CURVE
NUMBER: 80*
------------------------------------------------------------------------
* - Generated for use by GRAPHIC method
TIME OF CONCENTRATION AND TRAVEL TIME
Version 2.00
Project : TUSCAN HILL: CARTER MARIO REV1 User: KMI Date:
County : HARTFORD State: CT Checked: Date:
Subtitle: 218 BUCKLAND RD: DEV. RUNOFF TO BASIN
------------------------------------------------------------------------
Flow Type 2 year Length Slope Surface n Area Wp
Velocity Time
rain (ft) (ft/ft) code (sq/ft) (ft)
(ft/sec) (hr)
------------------------------------------------------------------------
Sheet 3.2 60 .01 a
0.018
Time of Concentration =
0.02*
--- Sheet Flow Surface Codes ---
A Smooth Surface F Grass, Dense --- Shallow
Concentrated ---
B Fallow (No Res. ) G Grass, Burmuda --- Surface Codes
C Cultivated < 20 % Res. H Woods, Light P Paved
D Cultivated > 20 % Res. I Woods, Dense U Unpaved
E Grass-Range, Short J Range, Natural
* - Generated for use by GRAPHIC method
GRAPHICAL PEAK DISCHARGE METHOD
Version 2.00
Project TUSCAN HILL: CARTER MARIO REV1 User: KMI Date:
County HARTFORD State: CT Checked: Date:
Subtitle: 218 BUCKLAND RD: DEV. RUNOFF TO BASIN
Data: Drainage Area .408 * Acres
Runoff Curve Number 80 *
Time of Concentration: 0.02 * Hours
Rainfall Type III
Pond and Swamp Area NONE
---------------------------
I Storm Number ( 1 1 2 1 3 I 4 I 5 I
I----------------------I------{------i------I------I------►
{ Frequency (yrs) 1 2 I 10 I 25 I 50 ► 100 1
1 I I I I I I
24-Hr Rainfall (in) I 3.2 { 4.7 { 5.5 I 6.2 I 6.9 I
{ I I I I I I
l Ia/P Ratio 10.16 1 0.11 1 0.09 l 0.08 1 0.07 I
I I I I i I I
i Used 10.16 1 0.11 1 0.10 1 0.10 1 0.10 1
{ I I I I I 1
I Runoff (in) { 1.40 1 2.63 { 3.33 1 3.96 1 4.60 I
I I I I I I I
1 Unit Peak Discharge 11.152 11.136 - 11.134 11.134 ►1.134 I
} (cfs/acre/in) I I I I I I
1 I I I I I i
1 Pond and Swamp Factorl 1.00 11.00 1 1.00 11.00 11.00 I
I 0.0% Ponds Used I I I I ! I
----------------------I------1------i------I------I------I
I Peak Discharge (cfs) 1 1 1 1 1 2 I 2 I 2 I
* - Value(s) provided from TR-55 system routines
RUNOFF CURVE NUMBER COMPUTATION
Version 2.00
Project : TUSCAN HILL: CARTER MARIO REV1 User: KMI Date:
County : HARTFORD State: CT Checked: Date:
Subtitle: 218 BUCKLAND RD: DEV. RUNOFF TO WQ/SWALE
------------------------------------------------------------------------
Hydrologic Soil
Group
COVER DESCRIPTION A B C
D
Acres (CN)
------------------------------------------------------------------------
FULLY DEVELOPED URBAN AREAS (Veg Estab. )
Open space (Lawns,parks etc.)
Good condition; grass cover > 75% - .440 (61) -
Impervious Areas
Paved parking lots, roofs, driveways - .07 (98) -
Total Area (by Hydrologic Soil Group) .51
------------------------------------------------------------------------
TOTAL DRAINAGE AREA: .51 Acres WEIGHTED CURVE
NUMBER: 66*
------------------------------------------------------------------------
* - Generated for use by GRAPHIC method
TIME OF CONCENTRATION AND TRAVEL TIME
Version 2.00
Project : TUSCAN HILL: CARTER MARIO REV1 User: KMI Date:
County : HARTFORD State: CT Checked: Date:
Subtitle: 218 BUCKLAND RD: DEV. RUNOFF TO WQ/SWALE
----------------------------------------------------------------------
Flow Type 2 year Length Slope Surface n Area Wp
Velocity Time
rain (ft) (ft/ft) code (sq/ft) (ft)
(ft/sec) (hr)
----------------------------------------------------------
Sheet 3.2 60 .01 a
0.018
Time of Concentration =
0.02*
--- Sheet Flow Surface Codes ---
A Smooth Surface F Grass, Dense --- Shallow
Concentrated ---
B Fallow (No Res. ) G Grass, Burmuda --- Surface Codes
C Cultivated < 20 % Res. H Woods, Light P Paved
D Cultivated > 20 % Res. I Woods, Dense U Unpaved
E Grass-Range, Short J Range, Natural
* - Generated for use by GRAPHIC method
GRAPHICAL PEAK DISCHARGE METHOD
Version 2.00
Project : TUSCAN HILL: CARTER MARIO REV1 User: KMI Date:
County : HARTFORD State: CT Checked: Date:
Subtitle: 218 BUCKLAND RD: DEV. RUNOFF TO WQ/SWALE
Data: Drainage Area .51 * Acres
Runoff Curve Number 66 *
Time of Concentration: 0.02 * Hours
Rainfall Type III
Pond and Swamp Area NONE
-----------------------------------------------------------
-----------------------------------------------------------
I Storm Number 1 1 J 2 J 3 1 4 1 5 1
i----------------------I------►------I------i------I------I
( Frequency (yrs) I 2 1 10 I 25 I 50 1 100 I
I I I I I I I
i 24-Hr Rainfall (in) I 3.2 1 4.7 I 5.5 I 6.2 I 6.9 I
1 I I I I i I
Ia/P Ratio 10.32 1 0.22 1 0.19 1 0.17 1 0.15 1
I I I I I I I
I Runoff (in) 10.64 J 1.53 1 2.08 1 2.59 1 3.13 1
I I I I I I
1 Unit Peak Discharge 11.161 11.171 11.161 11.155 11.150 1
I (cfs/acre/in) I I I I I I
I I I I I I I
J Pond and Swamp Factor) 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1
I 0.0% Ponds Used I I I I I I
----------------------I------I------I------I------I------I
1 Peak Discharge (cfs) I 0 1 1 1 1 1 2 1 2 1
* - Value(s) provided from TR-55 system routines
Appendix C
Pond Report 3
Hydraflow Hydrographs Extension for AutoCADO Civil 31W 2011 by Autodesk,Inc.v8 Monday,Oct 3,2011
Pond No.2- BASIN A 1014111
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=148.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cult) Total storage(cuft)
0.00 148.50 797 0 0
0.25 148.75 1,966 335 335
0.50 149.00 2,259 528 862
1.50 150.00 2,293 2,276 3,138
2.50 151.00 3,762 3,006 6,144
Culvert/Orifice Structures Weir Structures
[A] IBI [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 12.00 4.00 0.00 0.00 Crest Len(ft) = 0.00 0.00 0.00 0.00
Span(in) = 12.00 4.00 0.00 0.00 Crest El.(ft) = 0.00 0.00 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 146.00 148.50 0.00 0.00 Weir Type = - - - -
Length(ft) = 4.00 1.00 0.00 0.00 Multistage = No No No No
Slope(%) = 22.50 1.00 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 = We Yes 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)
3.00 151.50
2 00 150.50
149.60
1.00
148.50
0.00
0.00 0.07 0.14 0.21 0.28 0.35 0.42 0.49 0.56 0.63 0.70
Discharge(cis)
-Total Q
October 4,2011
Water Quality Volume Calculations
Reference:2004 Connecticut Stormwater Quality Manual
WQV=(1")(R)(A)
12
WQV=volume in ac-ff
R=0.05+0.009I
1=%impervious coverage
A=site area in ac
WQV=(1")(0.05+0.009*51.5)(0.408)=0.0175 ac-ft=760 cf
12
10%min.volume.required in forebay:76 cf
Provide: 485 cf
50%min.volume required in basin:380 cf
Provide: 673 cf
Appendix D
I
Hydrograph Summary Report
ydraflow Nydrographs E)ctension for AutoCADG Civil 3D®2011 by Autodesk,Inc.v8
Hyd. Hydrograph Peak Time Time to Hyd. lnflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cult) I M (cult)
1 SCS Runoff 0.710 1 722 1,947 — — 218 Buckland Rd.
2 Reservoir 0.193 1 743 1,927 1 148.88 603 Qout:Basin A
CAIMProjects\1013 218 Buckland Rd-Ca eRMwbg§iAW&G IO13_rev1. plidonday, Oct 3,2011 ti
2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADV Civil 3D0 2011 by Autodesk,Inc.v8 Monday,Oct 3,2011
Hyd. No. 1
218 Buckland Rd.
Hydrograph type = SCS Runoff Peak discharge = 0.710 cfs
Storm frequency = 2 yrs Time to peak = 12.03 hrs
Time interval = 1 min Hyd. volume = 1,947 cuft
Drainage area = 0.408 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = User Time of conc. (Tc) = 2.00 min
Total precip. = 3.20 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
218 Buckland Rd.
Q( )
Q(Cfs)
Hyd. No. 1 —2 Year
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 2 4 6 8 10 12 14 16 18 20 22 24 26
Time(hrs)
— Hyd No. 1
3
Hyd rog ra ph Summary Repo- Aydraflow Hydrographs Extension for AutoCAD®Civil 3138 2011 by Autodesk,Inc.v8
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) (cuff) M (cuft)
1 SCS Runoff 1.346 1 722 3,656 — — 218 Buckland Rd.
2 Reservoir 0.295 1 746 3,636 1 149.16 1,231 Qout:Basin A
C:\ICE\projects\1013 218 Buckland Rd-Ca eRb1;wb1Mt 9litAGFW 3—revi.4 jpMonday,Oct 3,2011. b
4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3138 2011 by Autodesk,Inc.v8 Monday,Oct 3,2011
Hyd. No. 1
218 Buckland Rd.
Hydrograph type = SCS Runoff Peak discharge = 1.346 cfs
Storm frequency = 10 yrs Time to peak = 12.03 hrs
Time interval = 1 min Hyd. volume = 3,656 cuft
Drainage area = 0.408 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of cons. (Tc) = 2.00 min
Total precip. = 4.70 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
218 Buckland Rd.
Q(efs) Hyd. No. 1 —10 Year Q(efs)
2.00 2.00
1.00 1.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 1 Time(hrs)
5
Hydrograph Summary Report
ydraflow Hydrographs Extension for AutoCAD®Civil 3Dg 2011 by Autodesk,Inc.v8
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) (tuft)
1 SCS Runoff 1.700 1 722 4,628 — 218 Buckland Rd.
2 Reservoir 0.341 1 746 4,608 1 149.33 1,607 Qout:Basin A
C:XICE\projects\1013 218 Buckland Rd-Ca eRbtwbTlFjWA 6ff%W3 rev1. phifonday,Oct 3,2011 215
Hydrograph Reports
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk,Inc.v8 Monday,Oct 3,2011
Hyd. No. 1
218 Buckland Rd.
H dro ra h e y g p type = SCS Runoff Peak discharge = 1.700 cfs
Storm frequency = 25 yrs Time to peak = 12.03 hrs
Time interval = 1 min Hyd. volume = 4,628 cuft
Drainage area = 0.408 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 2.00 min
Total precip. = 5.50 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
218 Buckland Rd.
Q (cfs) Hyd. No. 1 --25 Year Q(Cfs)
2.00 2.00
1.00 1.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 1
Time(hrs)
7
Hyd rog ra p h Summary Re po llydraftow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk,Inc.v8
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type now interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuff) (ft) (cuft)
1 SCS Runoff 2.012 1 722 5,501 218 Suckiand Rd.
2 Reservoir 0.378 1 747 5,482 1 149.48 1,951 Qout:Basin A
C_VCElprojects11013 218 Suckiand Rd-CajW%tWb1MbWAQ&WM3—rev1.i IpMonday, Oct 3, 2011 50 Yid.
8
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2011 by Autodesk,Inc.v8 Monday,Oct 3,2011
Hyd. No. 1
218 Buck{and Rd.
Hydrograph type = SCS Runoff Peak discharge = 2.012 cfs
Storm frequency = 50 yrs Time to peak = 12.03 hrs
Time interval = 1 min Hyd. volume = 5,501 cuft
Drainage area = 0.408 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 2.00 min
Total precip. = 6.20 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
218 Buckland Rd.
Q(ofs) Hyd. No. 1 —50 Year Q(Cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 1 Time(hrs)
9
H yd rog ra p h Summary Re po rtydratiow Hydrographs Extension for AutoCAD4D Civil 31302011 by Autodesk,Inc.v8
Hyd. Hydrograph Peak Time Time to Hyd. inflow Maximum Total Hydrograph
No. type now interval Peak volume hyd(s) elevation strge used Description
(origin) (cis) (min) (min) (cuft) (ft) (cunt)
1 SCS Runoff 2.327 1 722 6,390 — 218 Buckland Rd.
2 Reservoir 0.413 1 748 6,370 1 149.63 2,307 Qout.Basin A
CAIMprojects11013 218 Buckland Rd-Ca eRbt3rim AGEVW1i_rev1. pWonday, Oct 3, 2011 Y
10
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2011 by Autodesk,Inc.v8 Monday,Oct 3,2011
Hyd. No. 1
218 Buckland Rd.
Hydrograph type = SCS Runoff Peak discharge = 2.327 cfs
Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 1 min Hyd. volume = 6,390 cuft
Drainage area = 0.408 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 2.00 min
Total precip. = 6.90 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
218 Buckland Rd.
Q(cfs) Hyd. No. 1 — 100 Year Q(Cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Time(hrs)
---- Hyd No. 1
1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADW Civil 3DO 2011 by Autodesk,Inc.V8 Monday,Oct 3,2011
Hyd. No. 1
218 Buckland Rd.
Hydrograph type = SCS Runoff Peak discharge = 0.710 cfs
Storm frequency = 2 yrs Time to peak = 12.03 hrs
Time interval = 1 min Hyd. volume = 1,947 cuft
Drainage area = 0.408 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 2.0 min
Total precip. = 3.20 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Discharge Table
(Printed values>='I.00%of Op.)
Time --Outflow Time Outflow Time --Outflow Time --Outflow
(hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs)
10.27 0.007 10.57 0.011 10.87 0.015 11.17 0.023
10.28 0.007 10.58 0.011 10.88 0.016 11.18 0.024
10.30 0.008 10.60 0.011 10.90 0.016 11.20 0.025
10.32 0.008 10.62 0.012 10.92 0.016 11.22 0.026
10.33 0.008 10.63 0.012 10.93 0.017 11.23 0.026
10.35 0.008 10.65 0.012 10.95 0.017 11.25 0.027
10.37 0.008 10.67 0.012 10.97 0.017 11.27 0.028
10.38 0.009 10.68 0.013 10.98 0.017 11.28 0.029
10.40 0.009 10.70 0.013 11.00 0.018 11.30 0.029
10.42 0.009 10.72 0.013 11.02 0.018 11.32 0.030
10.43 0.009 10.73 0.013 11.03 0.018 11.33 0.031
10.45 0.009 10.75 0.014 11.05 0.019 11.35 0.032
10.47 0.010 10.77 0.014 11.07 0.020 11.37 0.033
10.48 0.010 10.78 0.014 11.08 0.020 11.38 0.033
10.50 0.010 10.80 0.014 11.10 0.021 11.40 0.034
10.52 0.010 10.82 0.015 11.12 0.021 11.42 0.035
10.53 0.010 10.83 0.015 11.13 0.022 11.43 0.036
10.65 0.011 10.85 0.015 11.15 0.023 11.45 0.037
Continues on next page...
2
218 Buckland Rd.
Hydrograph Discharge Table
Time --Outflow Time --Outflow Time --Outflow Time --Outflow
(hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs)
11.47 0.038 11.90 0.231 12.33 0.228 12.77 0.080
11.48 0.039 11.92 0.250 12.35 0.217 12.78 0.079
11.50 0.040 11.93 0.287 12.37 0.207 12.80 0.078
11.52 0.041 11.95 0.347 12.38 0.196 12.82 0.076
11.53 0.044 11.97 0.421 12.40 0.185 12.83 0.075
11.55 0.049 11.98 0.505 12.42 0.174 12.85 0.074
11.57 0.054 12.00 0.596 12.43 0.163 12.87 0.073
11.58 0.060 12.02 0.675 12.45 0.152 12.88 0.072
11.60 0.067 12.03 0.710 C< 12.47 0.140 12.90 0.071
« 11.62 0.073 12.48 0.129 12.92 0.069
12.05 0.690
11.63 0.080 12.50 0.117 12.93 0.068
12.07 0.635
11.65 0.087 12.52 0.107 12.95 0.067
12.08 0.564
11.67 0.094 12.53 0.099 12.97 0.066
12.10 0.489
11.68 0.102 12.55 0.095 12.98 0.064
12.12 0.416
11.70 0.110 12.57 0.094 13.00 0.063
12.13 0.363
11.72 0.118 12.58 0.092 13.02 0.062
12.15 0.334
11.73 0.127 12.60 0.091 13.03 0.061
12.17 0.322
11.75 0.136 12.62 0.090 13.05 0.061
12.18 0.313
11.77 0.145 12.63 0.089 13.07 0.060
12.20 0.305
11.78 0.154 12.65 0.088 13.08 0.060
12.22 0.296
11.80 0.164 12.67 0.087 13.10 0.060
12.23 0.287
11.82 0.175 12.68 0.086 13.12 0.060
12.25 0.278
11.83 0.185 12.70 0.085 13.13 0.059
12.27 0.268
11.85 0.196 12.72 0.083 13.15 0.059
12.28 0.258
11.87 0.207 12.73 0.082 13.17 0.059
12.30 0.248
11.88 0.219 12.75 0.081 13.18 . 0.058
12.32 0.238
Continues on next page...
3
218 Buckland Rd.
Hydrograph Discharge Table
Time --Outflow Time --Outflow Time -Outflow Time -Outflow
(hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs)
13.20 0.058 13.63 0.050 14.07 0.042 14.50 0.038
13.22 0.058 13.65 0.050 14.08 0.042 14.52 0.038
13.23 0.058 13.67 0.050 14.10 0.042 14.53 0.038
13.25 0.057 13.68 0.049 14.12 0.042 14.55 0.038
13.27 0.057 13.70 0.049 14.13 0.042 14.57 0.038
13.28 0.057 13.72 0.049 14.15 0.042 14.58 0.038
13.30 0.056 13.73 0.048 14.17 0.041 14.60 0.037
13.32 0.056 13.75 0.048 14.18 0.041 14.62 0.037
13.33 0.056 13.77 0.048 14.20 0.041 14.63 0.037
13.35 0.055 13.78 0.047 14.22 0.041 14.65 0.037
13.37 0.055 13.80 0.047 14.23 0.041 14.67 0.037
13.38 0.055 13.82 0.047 14.25 0.041 14.68 0.037
13.40 0.055 13.83 0.046 14.27 0.040 14.70 0.037
13.42 0.054 13.85 0.046 14.28 0.040 14.72 0.036
13.43 0.054 13.87 0.046 14.30 0.040 14.73 0.036
13.45 0.054 13.88 0.045 14.32 0.040 14.75 0.036
13.47 0.053 13.90 0.045 14.33 0.040 14.77 0.036
13.48 0.053 13.92 0.045 14.35 0.040 14.78 0.036
13.50 0.053 13.93 0.044 14.37 0.040 14.80 0.036
13.52 0.052 13.95 0.044 14.38 0.039 14.82 0.035
13.53 0.052 13.97 0.044 14.40 0.039 14.83 0.035
13.55 0.052 13.98 0.043 14.42 0.039 14.85 0.035
13.57 0.051 14.00 0.043 14.43 0.039 14.87 0.035
13.58 0.051 14.02 0.043 14.45 0.039 14.88 0.035
13.60 0.051 14.03 0.043 14.47 0.039 14.90 0.035
13.62 0.051 14.05 0.042 14.48 0.039 14.92 0.034
Continues on next page...
4
218 Buckland Rd.
Hydrograph Discharge Table
Time a Outflow Time --Outflow Time --Outflow Time --Outflow
(hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs)
14.93 0.034 15.37 0.030 15.80 0.026 16.23 0.023
14.95 0.034 15.38 0.030 15.82 0.026 16.25 0.023
14.97 0.034 15.40 0.030 15.83 0.025 16.27 0.023
14.98 0.034 15.42 0.030 15.85 0.025 16.28 0.022
15.00 0.034 15.43 0.029 15.87 0.025 16.30 0.022
15.02 0.034 15.45 0.029 15.88 0.025 16.32 0.022
15.03 0.033 15.47 0.029 15.90 0.025 16.33 0.022
15.05 0.033 15.48 0.029 _ 15.92 0.025 16.35 0.022
15.07 0.033 15.50 0.029 15.93 0.024 16.37 0.022
15.08 - 0.033 15.52 0.029 15.95 0.024 16.38 0.022
15.10 0.033 15.53 0.028 15.97 0.024 16.40 0.022
15.12 0.033 15.55 0.028 15.98 .0.024 16.42 0.022
15.13 0.032 15.57 0.028 16.00 0.024 16.43 0.022
15.15 0.032 15.58 0.028 16.02 0.024 16.45 0.022
15.17 0.032 15.60 0.028 16.03 0.024 16.47 0.022
15,18 0.032 15.62 0.028 16.05 0.023 16.48 0.022
15.20 0.032 15.63 0.027 16.07 0.023 16.50 0.022
15.22 0.032 15.65 0.027 16.08 0.023 16.52 0.021
15.23 0.031 15.67 0.027 16.10 0.023 16.53 0.021
15.25 0.031 15.68 0.027 16.12 0.023 16.55 0.021
15.27 0.031 15.70 0.027 16.13 0.023 16.57 0.021
15.28 0.031 15.72 0.027 16.15 0.023 16.58 0.021
15.30 0.031 15.73 0.026 16.17 0.023 16.60 0,021
15.32 0.031 15.75 0.026 16.18 0.023 16.62 0.021
16.33 0.030 15.77 0.026 16.20 0.023 16.63 0.021
15.35 0.030 15.78 0.026 16.22 0.023 16.65 0.021
Continues on next page...
5
218 Buckiand Rd.
Hydrograph Discharge Table
Time --Outflow Time a Outflow Time--Outflow Time --Outflow
(hrs cfs) (hrs c%) (hrs c%) (hrs cfs)
16.67 0.021 17.10 0.019 17.53 0.017 17.97 0.015
16.68 0.021 17.12 0.019 17.55 0.017 17.98 0.015
16.70 0.021 17.13 .0.019 17.57 0.017 18.00 0.015
16.72 0.021 17.15 0.019 17.58 0.017 18.02 0.015
16.73 0.020 17.17 0.019 17.60 0.017 18.03 0.015
16.75 0.020 17.18 0.019 17.62 0.017 18.05 0.015
16.77 0.020 17.20 0.018 17.63 0.017 18.07 0.015
16.78 0.020 17.22 0.018 17.65 0.016 18.08 0.015
16.80 0.020 17.23 0.018 17.67 0.016 18.10 0.015
16.82 0.020 17.25 0.018 17.68 0.016 18.12 0.015
16.83 0.020 17.27 0.018 17.70 0.016 18.13 0.015
16.85 0.020 17.28 0.018 17.72 0.016 18.15 0.015
16.87 0.020 17.30 0.018 17.73 0.016 18.17 0.015
16.88 0.020 17.32 0.018 17.75 0.016 18.18 0.015
16.90 0.020 17.33 0.018 17.77 0.016 18.20 0.015
16.92 0.020 17.35 0.018 17.78 0.016 18.22 0.015
16.93 0.020 17.37 0.018 17.80 0.016 18.23 0.014
16.95 0.020 17.38 0.018 17.82 0.016 18.25 0.014
16.97 0.019 17.40 0.018 17.83 0.016 18.27 0.014
16.98 0.019 17.42 0.017 17.85 0.016 18.28 0.014
17.00 0.019 17.43 0.017 17.87 0.015 18.30 0.014
17.02 0.019 17.45 0.017 17.88 0.015 18.32 0.014
17.03 0.019 17.47 0.017 17.90 0.015 18.33 0.014
17.05 0.019 17.48 0.017 17.92 0.015 18.35 0.014
17.07 0.019 17.50 0.017 17.93 0.015 18.37 0.014
17.08 0.019 17.52 0.017 17.95 0.015 18.38 0.014
Continues on next page...
6
218 Buckiand Rd.
Hydrograph Discharge Table
Time --Outflow Time --Outflow Time --Outflow Time --Outflow
(hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs)
18.40 0.014 18.83 0.014 19.27 0.013 19.70 0.013
18.42 0.014 18.85 0.014 19.28 0.013 19.72 0.013
18.43 0.014 18.87 0.014 19.30 0.013 19.73 0.013
18.45 0.014 18.88 0.014 19.32 0.013 19.75 0.013
18.47 0.014 18.90 0.014 19.33 0.013 19.77 0.012
18.48 0.014 18.92 0.014 19.35 0.013 19.78 0.012
18.50 0.014 18.93 0.014 19.37 0.013 19.80 0.012
18.52 0.014 18.95 0.014 19.38 0.013 19.82 0.012
18.53 0.014 18.97 0.014 19.40 0.013 19.83 0.012
18.55 0.014 18.98 0.014 19.42 0.013 19.85 0.012
18.57 0.014 19.00 0.013 19.43 0.013 19.87 0.012
18.58 0.014 19.02 0.013 19.45 0.013 19.88 0.012
18.60 0.014 19.03 0.013 19.47 0.013 19.90 0.012
18.62 0.014 19.05 0.013 19.48 0.013 19.92 0.012
18.63 0.014 19.07 0.013 19.50 0.013 19.93 0.012
18.65 0.014 19.08 0.013 19.52 0.013 19.95 0.012
18.67 0.014 19.10 0.013 19.53 0.013 19.97 0.012
18.68 0.014 19.12 0.013 19.55 0.013 19.98 0.012
18.70 0.014 19.13 0.013 19.57 0.013 20.00 0.012
18.72 0.014 19.15 0.013 19.58 0.013 20.02 0.012
18.73 0.014 19.17 0.013 19.60 0.013 20.03 0.012
18.75 0.014 19.18 0.013 19.62 0.013 20.05 0.012
18.77 0.014 19.20 0.013 19.63 0.013 20.07 0.012
18.78 0.014 19.22 0.013 19.65 0.013 20.08 0.012
18.80 0.014 19.23 0.013 19.67 0.013 20.10 0.012
18.82 0.014 19.25 0.013 19.68 0.013 20.12 0.012
Continues on next page...
7
218 Buckiand Rd.
Hydrograph Discharge Table
Time --Outflow Time -- Outflow Time -Outflow Time --Outflow
(hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs)
20.13 0.012 20.57 0.011 21.00 0-011 21.43 0.010
20.15 0.012 20.58 0.011 21.02 0.011 21.45 0.010
20.17 0.012 20.60 0.011 21.03 0.011 21.47 0.010
20.18 0.012 20.62 0.011 21.05 0.011 21.48 0.010
20.20 0.012 20.63 0.011 21.07 0.011 21.50 0.010
20.22 0.012 20.65 0.011 21.08 0.011 21.52 0.010
20.23 0.012 20.67 0.011 21.10 0.011 21.53 0.010
20.25 0.012 20.68 0.011 21.12 0.011 21.55 0.010
20.27 0.012 20.70 0.011 21.13 0.011 21.57 0.010
20.28 0.012 20.72 0.011 21.15 0.011 21.58 0.010
20.30 0.012 20.73 0.011 21.17 0.011 21.60 0.010
20.32 0.012 20.75 0.011 21.18 0.011 21.62 0.010
20.33 0.012 20.77 0.011 21.20 0.011 21.63 0.010
20.35 0.012 20.78 0.011 21.22 0.011 21.65 0.010
20.37 0.012 20.80 0.011 21.23 0.011 21.67 0.010
20.38 0.012 20.82 0.011 21.25 0.010 21.68 0.010
20.40 0.012 20.83 0.011 21.27 0.010 21.70 0.010
20.42 0.012 20.85 0.011 21.28 0.010 21.72 0.010
20.43 0.012 20.87 0.011 21.30 0.010 21.73 0.010
20.45 0.012 20.88 0.011 21.32 0.010 21.75 0.010
20.47 0.012 20.90 0.011 21.33 0.010 21.77 0.010
20.48 0.012 20.92 0.011 21.35 0.010 21.78 0.010
20.50 0.012 20.93 0.011 21.37 0.010 21.80 0.010
20.52 0.011 20.95 0.011 21.38 0.010 21.82 0.010
20.53 0.011 20.97 0.011 21.40 0.010 21.83 0.010
20.55 0.011 20.98 0.011 21.42 0.010 21.85 0.010
Continues on next page...
8
218 Buckland Rd.
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow Time--Outflow Time --Outflow
(hrs eft) (hrs cfs) (hrs cfs) (hrs cfs)
21.87 0.010 22.30 0.010 22.73 0.009 23.17 0.009
21.88 0.010 22.32 0.010 22.75 0.009 23.18 0.009
21.90 0.010 22.33 0.010 22.77 0.009 23.20 0.009
21.92 0.010 22.35 0.010 22.78 0.009 23.22 0.009
21.93 0.010 22.37 0.010 22.80 0.009 23.23 0.009
21.95 0.010 22.38 0.010 22.82 0.009 23.25 0.009
21.97 0.010 22.40 0.010 22.83 0.009 23.27 0.009
21.98 0.009 22.42 0.010 22.85 0.009 23.28 0.009
22.00 0.009 22.43 0.010 22.87 0.009 23.30 0.009
22.02 0.018 22.45 0.010 22.88 0.009 23.32 0.009
22.03 0.027 22.47 0.010 22.90 0.009 23.33 0.009
22.05 0.021 22.48 0.010 22.92 0.009 23.35 0.009
22.07 0.016 22.50 0.010 22.93 0.009 23.37 0.009
22.08 0.010 22.52 0.010 22.95 0.009 23.38 0.009
22.10 0.010 22.53 0.010 22.97 0.009 23.40 0.009
22.12 0.010 22.55 0.010 22.98 0.009 23.42 0.009
22.13 0.010 22.57 0.010 23.00 0.009 23.43 0.009
22.15 0.010 22.58 0.010 23.02 0.009 23.45 0.009
22.17 0.010 22.60 0.010 23.03 0.009 23.47 0.009
22.18 0.010 22.62 0.010 23.05 0.009 23.48 0.009
22.20 0.010 22.63 0.010 23.07 0.009 23.50 0.009
22.22 0.010 22.65 0.009 23.08 0.009 23.52 0.009
22.23 0.010 22.67 0.009 23.10 0.009 23.53 0.009
22.25 0.010 22.68 0.009 23.12 0.009 23.55 0.009
22.27 0.010 22.70 0.009 23.13 0.009 23.57 0.009
22.28 0.010 22.72 0.009 23.15 0.009 23.58 0.009
Continues on next page...
9
218 Buckiand Rd.
Hydrograph Discharge Table
Time --Outflow
(hrs cfs)
23.60 0.009
23.62 0.008
23.63 0.008
23.65 0.008
23.67 0.008
23.68 0.008
23.70 0.008
23.72 0.008
23.73 0.008
23.75 0.008
23.77 0.008
23.78 0.008
23.80 0.008
23.82 0.008
23.83 0.008
23.85 0.008
23.87 0.008
23.88 0.008
23.90 0.008
23.92 0.008
23.93 0.008
23.95 0.008
23.97 0.008
23.98 0.008
24.00 0.008
...End
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADS Civil 3DO 2011 by Autodesk,Inc.v8 Monday,Oct 3,2011
Hyd. No. 1
218 Buckland Rd.
Hydrograph type = SCS Runoff Peak discharge = 1.346 cfs
Storm frequency = 10 yrs Time to peak = 12.03 hrs
Time interval = 1 min Hyd. volume = 3,656 cuft
Drainage area = 0.408 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of cone. (TO) = 2.0 min
Total precip. = 4.70 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Discharge Table
(Printed values>=50.00%o(Qp.)
Time --Outflow
(hrs cfs)
11.95 0.692
11.97 0.832
11.98 0.988
12.00 1.154
12.02 1.293
12.03 1.346
12.05 1.297
12.07 1.183
12.08 1.044
12.10 0.899
12.12 0.760
...End
2
Hydrograph Repoft
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2011 by Autodesk,Inc.A Monday,Oct 3,2011
Hyd. No. 1
218 Buckland Rd.
Hydrograph type = SCS Runoff Peak discharge = 1.700 cfs
Storm frequency = 25 yrs Time to peak = 12.03 hrs
Time interval = 1 min Hyd, volume = 4,628 cuft
Drainage area = 0.408 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 2.0 min
Total precip. = 5.50 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Discharge Table
(Printed values>=MOD%of QPJ
Time --Outflow
(hrs cfs)
11.95 0.887
11.97 1.064
11.98 1.260
12.00 1.466
12.02 1.638
12.03 1.700
12.05 1.633
12.07 1.485
12.08 1.308
12.10 1.124
12.12 0.950
...End
3
Hydrograph Report
Hydraflow Hydrographs Extension forAutoCAD®Civil 3DO 2011 by Autodesk,Inc.A Monday,Oct 3,2011
Hyd. No. 1
218 Buckland Rd.
Hydrograph type = SCS Runoff Peak discharge = 2.012 cfs
Storm frequency = 50 yr5 Time to peak = 12.03 hrs
Time interval = 1 min Hyd. volume = 5,501 cult
Drainage area = 0.408 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 2.0 min
Total precip. = 6.20 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Discharge Table
(Printed values>=50.00%of Op.)
Time --Outflow
(hrs cfs)
11.95 1.061
11.97 1.271
11.98 1.501
12.00 1.744
12.02 1.944
12.03 2.012
12.05 1.930
12.07 1.753
12.08 1.541
12.10 1.323
12.12 1.116
...End
4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3DO 2011 by Autodesk,Inc.v8 Monday,Oct 3,2011
Hyd. No. 1
218 Buckland Rd.
Hydrograph type = SCS Runoff Peak discharge = 2.327 cfs
Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 1 min Hyd. volume = 6,390 cult
Drainage area = 0.408 ac Curve number = 80
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 2.0 min
Total precip. = 6.90 in Distribution = Type III
Storm duration = 24 hrs Shape factor = 484
Hydrograph Discharge Table
Printed values>=50.06%Of QP-)
Time --Outflow
(hrs cfs)
11.95 1.237
11.97 1.479
11.98 1.745
12.00 2.023
12.02 2.251
12.03 2.327
12.05 2.229
12.07 2.021
12.08 1.775
12.10 1.522
12.12 1.283
...End
1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADV Civil 31M 2011 by Autodesk,Inc.v8 Monday,Oct 3,2011
Hyd. No. 2
Qout: Basin A
Hydrograph type = Reservoir Peak discharge = 0.193 cfs
Storm frequency = 2 yrs Time to peak = 12.38 hrs
Time interval = 1 min Hyd. volume = 1,927 cuft
Inflow hyd. No. = 1 -218 Buckland Rd.Reservoir name = BASIN A 10/4/11
Max. Elevation = 148.88 ft Max. Storage = 603 cuft
Storage Indication method used.
Hydrograph Discharge Table `Printed values'-9000%OfOp)
Time Inflow Elevation CIv A Civ B Clv C PfRsr Wr A Wr B Wr C Wr D EXH1 Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs eft dfs cfs afs
12.13 0.363 148.84 5.347 0.176 ----- -
_� ----- - ----- - 0.176
12.15 0.334 148.85 5.347 0,178 ---- - ---- ----- --- -- - 0.178
12.17 0.322 148.85 5.347 0.180 ----- ----- ----- - --- ---- ---- 0.180
12.18 0.313 148.85 5,347 0.182 ---- ---- - ---- _--- - ----- 0.182
12.20 0.305 148.86 5.347 0.183 --- - ----- - -- ---- - 0.183
12.22 0.296 148.86 5.347 0.185 - - - ----- - -_ - 0.185
12.23 0.287 148.86 5.347 0.186 ---- ____ _____ _____ - - ---- 0.186
12.25 0.278 148.87 5.347 0.18$ ----- ----- - ----- ----- - -- 0.188
12.27 0.268 148.87 5.347 0.189 0.189
12.28 0.258 148.87 5.347 0.190 ---- - ----- -- - ---__ - 0.190
12.30 0.248 148.87 5.347 0.191 --- - - ----- - --- - 0.191
12.32 0.238 148.87 5.347 0.191 ---- ---- - ---- -- - - 0.191
12.33 0.228 148.88 5.347 0.192 --- - ---- - ---__ - -- 0.192
12.35 0.217 148.88 5.347 0.192 ----- - -- -- - -- - 0.192
12.37 0.207 148.88 5.347 0.193 ---- - ---- -- - - 0.193
12.38 0.196 148.88<< 5.347 0.193 -- -- -- 0.193
12.40 0.185 148.88 5.347 0.193 --- - - -_--- - -- - 0.193
12.42 0.174 148.88 5.347 0.192 --- - ---- - - - - 0.192
12.43 0.163 148.88 5.347 0.192 ----- ----- - ----- ---- ----- ----- 0.192
Continues on next page...
2
Qout:Basin A
Hydrograph Discharge Table
Time Inflow Elevation Civ A Civ B Clv C PfRsr Wr A Wr B Wr C Wr D Exfll Outflow
(firs) Cfs ft CfS CfS Cfs Cfs Cfs Cfs CfS CfS CfS CfS
12.45 0.152 148.87 5.347 0.192 --- ----- ----- ----- - ----- --- 0.192
12.47 0.140 148.87 5.347 0.191 ---- --- - - -- - - 0.191
12.48 0.129 148.87 5.347 0.190 ----- ---- --- --_ ----- ---- - 0.190
12.50 0.117 148.87 5.347 0.189 --- - - ---_ - - - 0.189
12.52 0.107 148.87 5.347 0.188 -- - - - --- - - 0.188
12.53 0.099 148.87 5.347 0.187 -- - - -- - - - 0.187
12.55 0.095 148.86 5.347 0.186 ---- ---- - - - - - 0.186
12.57 0.094 148.86 5.347 0.185 --- - - - - ---- - 0.185
12.58 0.092 148.86 5.347 0.184 -- - - -- - - ----- 0.184
12.60 0.091 148.86 5.347 0.182 ----- ---- ---- - - - - 0.182
12.62 0.090 148.85 5.347 0.181 ---- ---- ----- - -_ ---- - 0.181
12.63 0.089 148.85 5.347 0.180 -- - --- ----- - ---- - 0.180
12.65 0.088 148.85 5.347 0.179 ---- - - --- - - - 0.179
12.67 0.087 148.84 5.347 0.178 - ----- - - -- - ----- 0.178
12.68 0.086 148.84 5.347 0.176 --- --- ---- ---- ---- ---- ---- 0.176
12.70 0.085 148.84 5.347 0.175 - - --- - -- ----- - 0.175
12.72 0.083 148.84 5.347 0.174 --- - - - - ---- - 0.174
...End
1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk,Inc.v8 Monday,Oct 3,2011
Hyd. No, 2
QoUt: Basin A
Hydrograph type = Reservoir Peak discharge = 0.295 cfs
Storm frequency = 10 yrs Time to peak = 12.43 hrs
Time interval = 1 min Hyd. volume = 3,636 cuft
Inflow hyd. No. = 1 - 218 Buckland Rd.Reservoir name = BASIN A 10/4/11
Max. Elevation = 149.16 ft Max. Storage = 1,231 cuft
Storage Indication method used.
Hydrograph Discharge Table (Primed values=ssoo9sorQp.)
Time Inflow Elevation Clv A Civ B Clv C PfRsr Wr A Wr B Wr C Wr D EAU Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.20 0.549 149.11 5.347 0.281 ----- - --- - - - - 0.281
12.22 0.531 149.12 6.347 0.283 ----- - ---- ----- - - - 0.283
12.23 0.514 149.13 5.347 0.285 ----- - ---- - - ----- - 0.285
12.25 0.496 149.13 5.347 0.287 --- --- ----- -- ---- -_- _--- 0.287
12.27 0.478 149.14 5.347 0,288 ----- -- - ----- - -_ -- 0.288
12.28 0.460 149.14 5.347 0.290 ----- ----- ----- -- ___ - -- 0.290
12.30 0.441 149.15 5.347 0.291 --- ---- -- --- ----- - - 0.291
12.32 0.422 149.15 5.347 0.292 ----- ----- ---- ----- - --- ---- 0.292
12.33 0.403 149.15 5.347 0.293 --- ----- 0.293
12.35 0.384 149.16 5.347 0.294 ---- ----- ----- -- ----- - ---- 0.294
12.37 0.365 149.16 5.347 0.294 ---- ---- ---- ---- -- _-- ____ 0_294
12.38 0.346 149.16 5.347 0.295 ----- - - -- ---- - ---- 0.295
12.40 0.326 149.16 5.347 0.295 --- - ----- ---- --- - - 0.296
12.42 0.306 149.16 5.347 0.295 --- - -- ----- ---- - - 0.295
12.43 0.286 149.16 << 5.347 0.295 --- 0.295
12.45 0.266 149.16 5.347 0.295 ----- ---- -- ---- ----- ----- ----- 0.295.
12.47 0.246 149.16 5.347 0.295 -- - ---- - -- - - 0.295
12.48 0.225 149.16 5.347 0.294 --- - ---- ----- - ---- ----- 0.294
12.50 0.205 149.16 5.347 0.294 0.294
Continues on next page...
2
Qout:Basin A
Hydrograph Discharge Table
Time Inflow Elevation Civ A Civ B Civ C PfRsr Wr A Wr B Wr C Wr D ExH1 Outflow
(firs) c% ft cfs cfs cfs cfs cfs cfs cfs cis cfs cfs
12.52 0.187 149.15 5.347 0.293 - - ----- ---- - - - 0.293
12.53 0.173 149.15 5.347 0.292 ---- - -- -_- - --- - 0.292
12.55 0.167 149.15 5.347 0.291 - - - ----- -- - ----- 0.291
12.57 0.163 149.14 5.347 0.290 ----- ---- - - ---- - ---- 0.290
12.58 0.161 149.14 5.347 0.289 - --- ----- - - ----- - 0.289
12.60 0.159 149.14 5.347 0.288 --- - - ----- - --- - 0.288
12.62 0.157 149.13 5.347 0.287 ---_ -_ -- ----- ----- - -- 0.287
12.63 0.155 149.13 5.347 0.286 ----- - ----- ----- - ----- 0.286
12.65 0.153 149.13 5.347 0.285 - ----- ---__ �_ �_ ____ - 0.285
12.67 0.151 149.12 5.347 0.284 ----- - - ----- - ----- ----- 0.284
12.68 0.149 149.12 5.347 0.283 ----- -- - ---- - -- ----- 0.283
12.70 0.147 149.12 5.347 0.282 ---- --- ---- --- ---__ --- ---- 0.282
12.72 0.145 149.11 5.347 0.281 - - ---- ----- - - - 0.281
...End
3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk,Inc.v8 Monday,Oct 3,2011
Hyd. No. 2
Qout: Basin A
Hydrograph type = Reservoir Peak discharge = 0.341 cfs
Storm frequency = 25 yrs Time to peak = 12.43 hrs
Time interval = 1 min Hyd. volume = 4,608 cult
Inflow hyd. No. = 1 - 218 Buckland Rd.Reservoir name = BASIN A 10/4/11
Max. Elevation = 149.33 ft Max. Storage = 1,607 cuft
Storage Indication method used.
Hydrograph Discharge Table (Printed values>=95.00%ofQp.)
Time Inflow Elevation Civ A Clv B CIv C PfRsr Wr A Wr B Wr C Wr D ExHl Outflow
(hm) cfs It cfs cfs ds cfs cfs cis cfs cfs cfs cfs
12.22 0.660 149.27 5.347 0.326 ----- ----- --- -- ---- --- ----- 0.326
12.23 0.637 149.28 5,347 0.328 ----- ---- ---- - - -- - 0.328
12.25 0.615 149.28 5.347 0.330 --- ---- ---- -- ----- - 0.330
12.27 0.592 149.29 5.347 0.332 ----- ----- ---- ----- -- --- --- 0.332
12.28 0.569 149.30 5.347 0.334 ----- --- - - --- - ----- 0.334
12.30 0.546 149.30 5.347 0.335 0.335
12.32 0.522 149.31 5.347 0.337 - - ---- ----- - - - 0.337
12.33 0.499 149.31 5.347 0.338 ----- - ----- ----- - ---- -- 0.338
12.35 0.475 149.32 5.347 0.339 -- ---- - - ---- - ---- 0.339
12.37 0,450 149.32 5.347 0.340 ---- - -- -- -- - ---- 0.340
12.38 0.426 149.32 5.347 0.340 --- - ----- - - --- - 0.340
12.40 0.402 149.33 5.347 0.341 -- -- - ---- - -- ---- 0.341
12.42 0.377 149.33 5.347 0.341 ---- - - - - ----- --- 0.341
12.43 0.353 149.33 << 5.347 0.341 ---- -- ---- ----- ----- - ___- 0.341
12.45 0.328 149.33 5.347 0.341 --- ---- --- -- ---- -- ----- 0.341
12.47 0.303 149.33 5.347 0.341 ---- ---- ---- -- __� - �_ 0.341
12.48 0.278 149.33 5.347 0.341 ---- - ---- ----- - ----- ---- 0.341
12.50 0.252 149.32 5.347 0.340 ---- - ---- ---- - ---- 0.340
12.52 0.230 149.32 5,347 0.340 --- ---- ----- ---- ----- -- ----- 0.340
Continues on next page...
4
Qout:Basin A
Hydrograph Discharge Table
Time Inflow Elevation Clv A Civ B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs efs
12.53 0.214 149.32 5.347 0.339 - - - -- -- -- 0.339
12.55 0.205 149.31 5.347 0.338 - - - --_ -- --- - - 0.338
12.57 0.201 149.31 5.347 0.337 ----- ---- --- ----- - --- 0.337
12.58 0.199 149.31 5.347 0.336 ----- ---- - - ---- - ----- 0.336
12.60 0.196 149.30 5.347 0.335 ---- -- ---- - --- - --- 0.335
12.62 0.194 149.30 5.347 0.334 - -- --- ----- - - ---- 0.334
12.63 0.191 149.30 5.347 0.333 - - ----- - - -- - 0.333
12.65 0.188 149.29 5.347 0.332 - - - ----- --- --- ----- 0.332
12.67 0.186 149.29 5.347 0.331 ---- ----- - --- ---- - ---- 0.331
12.68 0.183 149.28 5.347 0.330 - ---- - ---- - 0.330
12.70 0.181 149.28 5.347 0.329 0.329
12.72 0.178 149.28 5.347 0.328 - ---- -- ----- -- ---- - 0.328
12.73 0.176 149.27 5.347 0.327 - - ---- - - -- --- 0.327
12.75 0.173 149.27 5.347 0.326 --- --- --- - -_ - -- 0.326
12.77 0.171 149.26 5.347 0.325 ----- -- -- ---- ---- ---- ----- 0.325
...End
5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2011 by Autodesk,Inc.v8 Monday,Oct 3,2011
Hyd. No. 2
Qout: Basin A
Hydrograph type = Reservoir Peak discharge = 0.378 cfs
Storm frequency = 50 yrs Time to peak = 12.45 hrs
Time interval = 1 min Hyd. volume = 5,482 cuft
Inflow hyd. No. = 1 -218 Buckland Rd.Reservoir name = BASIN A 10/4/11
Max. Elevation = 149.48 ft Max. Storage = 1,951 cult
Storage Indication method used.
Hydrograph Discharge Table (printed values =95.00%ofQp.)
Time Inflow Elevation CIv A Clv B CIv C PfRsr Wr A Wr B Wr C Wr D ExH1 Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.22 0.772 149.40 5.347 0.360 - --- --- -- -- ----- - 0.360
12.23 0.746 149.41 5.347 0.363 --- --- ----- ----_ ___ _- ---- 0.363
12.25 0.719 149.42 5.347 0.365 --- -- ----- - ---- - - 0.365
12.27 0.692 149.43 5.347 0.367 ----- - --- - --- ----- - 0.367
12.28 0.665 149.44 5.347 0.369 ---- ---- - - --- - ----- 0.369
12.30 0.638 149.45 5.347 0.371 ----- --- ---- ----- - ----- 0.371
12.32 0.610 149.45 5.347 0.372 --- - ----- ---- - ----- - 0.372
12.33 0.582 149.46 5.347 0.374 - - ---- --- - --- - 0.374
12.35 0.554 149.46 5.347 0.375 -- --- ----- - - - ---- 0.375
12.37 0.526 149.47 5.347 0.376 -- - -- -- - ----- - 0.376
12.38 0.497 149.47 5.347 0.377 ---- - - - ----- - - 0.377
12.40 0.469 149.47 5.347 0,378 ----- -- - - -- ~ - -- 0.378
12.42 0.440 149.48 5.347 0.378 - - ----- - - ---- - 0.378
12.43 0.411 149.48 5.347 0.378 -- --- - ---- - - ---- 0.378
12.45 0.382 149.48<< 5.347 0.378 -- ---- - -- - ----- - 0.378
12.47 0.353 149.48 5.347 0.37$ ----- --- - - --- - - 0.378
12.48 0.323 149.48 5.347 0.378 - - - - - - - 0.378
12.50 0.294 149.48 5.347 0.378 ---- -- - - -- - - 0.378
12.52 0.268 149.47 5.347 0.377 0.377
Continues on next page...
6
Qout:Basin A
Hydrograph Discharge Table
Time Inflow Elevation Civ A Civ B Civ C PfRsr Wr A Wr B Wr C Wr D ExHl Outflow
(hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cis cfs
12.53 0.249 149.47 5.347 0.376 - - - - - - ----- 0.376
12.55 0.239 149.47 5.347 0.375 - - - -- - - - 0.375
12.57 0.234 149.46 5.347 0,375 -- ----- - -- ---- - - 0.375
12.58 0.231 149.46 6.347 0.374 - ---- -- --- ----- - 0.374
12.60 0.228 149.45 5.347. 0.373 - - -- ---- - - - 0.373
12.62 0.225 149.45 5.347 0.372 - --- - - ---- - - 0.372
12.63 0.222 149.45 5.347 0.371 - ---- -- --- - - - 0.371
12.65 0.219 149.44 5.347 0.370 -- - ----- ----- ---- --- -- 0.370
12.67 0.216 149.44 5.347 0.369 ---- - - ----- - ---- ---- 0.369
12.68 0.213 149.44 5.347 0.368 - - ---- - - - - 0.368
12.70 0.210 149.43 5.347 0.367 ---- - - ----- - -- - . 0.367
12.72 0.207 149.43 5.347 0.366 -- ___ - ---- - ----- 0.366
12.73 0.204 149.42 5.347 0.365 ----- - - - ---- - - 0.365
12.75 0.201 149.42 6.347 0.364 -- - - - ----- - 0.364
12.77 0.198 149.41 5.347 0.363 ----- ---- ---- ----- _---- - --- 0.363
12.78 0.195 149.41 5.347 0.362 -- -- _-- - -- - - 0.362
12.80 0.192 149.41 5.347 0.361
12.82 0.189 149.40 5.347 0.360 -- -- - - ---- -- 0.360
_..End
7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2011 by Autodesk,Inc.v8 Monday,Oct 3,2011
Hyd. No. 2
Qout: Basin A
Hydrograph type = Reservoir Peak discharge = 0.413 cis
Storm frequency = 100 yrs Time to peak = 12.47 hrs
Time interval = 1 min Hyd, volume = 6,370 cult
Inflow hyd. No. = 1 - 218 Buckland Rd.Reservoir name = BASIN A 10/4/11
Max. Elevation = 149.63 ft Max. Storage = 2,307 cuft
Storage Indication method used.
Hydrograph Discharge Table (Printed values>=95.00%of Qp.)
Time Inflow Elevation Civ A Civ B Civ C PfRsr Wr A Wr B Wr C Wr D EAU Outflow
(hrs) cis ft cfs cis cfs cfs cfs cfs cis cfs cfs cfs
12.23 0.855 149.55 5.347 0.395 ----- ----- - ----- --- - --- 0.395
12.25 0.824 149.56 5.347 0.398 ----- ----- - --- -- - ----- 0.398
12.27 0.792 149.57 5.347 0.400 ----- - - ---- - --- - 0.400
12.28 0.761 149.58 5.347 0.402 - - ---- --- - --- -- 0.402
12.30 0.730 149.59 5.347 0,404 ---- ----- - ---- - - --- 0.404
12.32 0.698 149.60 5.347 0.406 ----- -- -- - ---_ - -_ 0.406
12.33 0.666 149.61 5.347 0.408 - - --- ---- - ---- ---- 0.408
12.35 0.633 149.62 5.347 0.409 - - - ---- - --- - 0.409
12.37 0.601 149.62 5.347 0.410 - ----- -- ----- - - ----- 0.410
12.38 0.568 149.63 5.347 0.411 ---- ----- - ----- ---_ - --- 0.411
12.40 0.535 149.63 5.347 0.412 ----- - --- -- ---- - - 0.412
12.42 0.502 149.63 5.347 0.413 ----- - - ---- ---- - ---- 0,413
12.43 0.470 149.63 5.347 0.413 -- - - ----- --- ----- 0.413
12.45 0.436 149.63 5.347 0.413 - ---- --- ----- --- -- 0.413
12.47 0.403 149.63<< 5.347 0.413 --- ----- --- ---- ---- - ---- 0.413
12.48 0.369 149.63 5.347 0.413 - --- ---- --- ---- ----- - 0.413
12.50 0.336 149.63 5.347 0.413 ----- ---- -- ____ ____ ____ _---- 0.413
12.52 0.305 149.63 5.347 0.412 ----- - --- ---- - ----- -_ 0.412
12.53 0.284 149.63 5.347 0.412 ---- --- - ---- ---- -- 0.412
Continues on next page...
8 -
Qout:Basin A
Hydrograph Discharge Table
Time Inflow Elevation Clv A Civ B Civ C PfRsr Wr A Wr B Wr C Wr D Eli Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs Cfs Cis Cfs cfs cis
12.55 0.272 149.62 5.347 0.411 -- - - - - - -- 0.411
12.57 0.267 149.62 5.347 0,410 ----- - - - ---- - - 0.410
12.58 0.264 149.62 5.347 0.409 -- - -- -- - ----- - 0.409
12.60 0.260 149.61 5.347 0.408 -- - - ----- - -- - 0.408
12.62 0.257 149.61 5.347 0.408 ---- - - ----- - - - 0.408
12.63 0.254 149.60 5.347 0.407 - -- - ---- - -- - 0.407
12.65 0.250 149.60 5.347 0.406 --- - - ----- - - - 0.406
12.67 0.247 19,60 5�347 0.405 - ---- - - ---- ---- - 0.405
12.68 0.243 149.59 5r347.. 0.404 ---- - - - - - - 0.404
12.70 0.240 149.59 5.347 0.403 --- - - -- ----- -- - 0.403
12.72 0.236 149.58 5.347 0.402 - 0.402
12.73 0.233 149.68 5.347 0.401 - - - -- - - - 0.401
12.75 0.230 149.57 5.347 0.400 ---- -- - - -- --- -- 0.400
12.77 0.226 149.57 5.347 0.399 -- - -_ - - -- 0.399
12.78 0.223 149.57 5.347 0.398 ---- - - _--- --- - ----- 0,398
12.80 0.219 149.56 5.347 0.397 - --- - ----- ----- ---- - 0.397
12.82 0.216 149.56 5.347 0.396 - - - -- - ---- ---- 0.396
12.83 0.212 149.55 5.347 0.395 -- - ---_ - ---- ---- - 0.395
12.85 0.209 149,55 5.347 0.394 - -- ---- ---- --- - - 0.394
12.87 0.205 149.54 5.347 0.393 - - ----_ - ----- - - 0.393
...End
t0•NN Sf4
G U
1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074
f°sox.co�'� TELEPHONE (860) 644 2511
CERTIFIED MAIL 7008 1300 0001 4578 4112
October 12, 2011
FLB Architecture & Planning
c/o Alan F. Lamson
19 Silver Lane
East Hartford CT 06118
Dear Mr. Lamson:
Re: Appl # 11-26P, Tuscan Hills Site Plan
Please be advised that the Regular Meeting of the Planning & Zoning Commission in
the above referenced matter has been scheduled for Tuesday, October 25, 2011 at
7:30 PM in the Madden Room of the South Windsor Town Hall, 1540 Sullivan
Avenue. Someone must be present at the hearing to represent the application.
One sign advertising the hearing must be posted on the property for ten (10)
consecutive days prior to the hearing and must be clearly visible from a town street.
A sign must be posted on 218 Buckland Road by Friday, October 14, 2011.
Signs can be obtained in the Planning Department.
Sincerely,
Maria D. Acevedo
Administrative Secretary
MEMORANDUM
To: Michele Lipe,Town Planner
From: Jeffrey Doolittle,Town Engineer
Date: 10/18/11
RE: Application 11-26P—Carter Mario Law Office, 218 Buckland Road
I have reviewed the site plan modification for the above application and have the
following comments:
1. The Curb location and material types should be labeled on the site plan.
2. The sidewalk along the road should run straight south to a proposed curb ramp
and crosswalk across the driveway. The sidewalk along the driveway from the
building should curve or bend to meet the sidewalk along the road.
3. The plan shows 3 foot wide concrete walks around the building. All sidewalks
should be at least 4 feet wide and it appears this sidewalk can be widened
toward the building.
4. Label the surface/material between the sidewalk and building.
5. The sidewalk in front of the two spaces on the north side of the building (1
handicap and 1 regular)should be at least 5 feet wide to account for overhang of
car bumpers.
6. Check that the curb ramps and detectable warning strips meet the ADA
guidelines for size and slopes.
7. Will the 30 foot water main easement be adjusted so the building does not
encroach in it?
8. The plan needs to show where existing pavement and curb along the main
driveway will be cut, removed and replaced for this proposed building and
parking lot.
9. Show a defined level outlet that is slightly below the top of berm, from the small
water quality basin by the rear parking area.
10. The sanitary lateral should be raised slightly at the building to provide more
clearance between this pipe and the 18" storm drain pipe.
11. The details and notes need to be made larger so they are easier to read.
12. Add a note that all sidewalks are to be constructed of Class F Concrete per
Town Standards.
13. WPCA review and approval is needed for this revised site plan.
Please contact me if you have any questions.
Certified#70081300000145787397
October 20, 2011
Carter Mario
158 Cherry Street
Milford, CT 06460
RE: Appl. #11-26P—Carter Mario—218 Buckland Road
Dear Mr. Mario:
At the October 19, 2011 regular meeting, the Inland Wetlands Agency/Conservation Commission
approved Appl.#11-26P—Tuscan Hills(Carter Mario)site plan—218 Buckland Road—IWA/CC
application for the construction of an office building, grading, parking, stormwater utilities and associated
improvements on property located east of Buckland Road. Buckland Gateway Development Zone(GD),
with the following conditions:
1. The final approved copy of the entire set of plans and this letter reproduced thereon must be
submitted to the Planning Department. This must be completed within 65 days of approval prior
to any construction activity on the site. Plans submitted to Planning &Zoning Commission shall
be considered having met this requirement.
2. The application shall indemnify and hold harmless the Town of South Windsor against any
liability, which might result from the proposed operation or use.
3. The permit is valid for five years and shall expire on October 19, 2016. It is the
landowner(s)/applicant(s) responsibility to track expiration dates and notify the Commission of a
renewal request at least 65 days prior to expiration.
4. Bonds shall be collected in the amounts of$5,000 to ensure proper placement and maintenance
of erosion and sediment controls, and $5,000 for construction of stormwater system.
5. All approvals required must be obtained and submitted prior to any activity on the site.
6. A contact person shall be identified on the plans.
Very truly yours,
INLAND WETLANDS AGENCY/
CONSERVATION COMMISSION
Elizabeth Warren, Chairperson
EW/dt
cc: Town Planner
Chief Building Official
Alan Lamson
Karen Isherwood
Appl #11-26P, Tuscan Hills Site Plan Modification
October 25, 2011
Planning Department Report
1. Request for a modification to a site plan approval to construct a 4--@9 sf office
building at 218 Buckland Road, Buckland Road Gateway Development zone.
2. The minimum lot size for the Gateway Zone is 3 acres; however, pre-existing
nonconforming lots are recognized as legal nonconforming lots in the Gateway
zone. This site was previously approved as a consolidated lot with Lot A is 1.12
acres; Lot B is 1.58 acres, for a consolidated lot size of 2.7 acres. Maximum
impervious coverage allowed is 65%, including a 5% bonus for creating a
consolidated parcel from two nonconforming lots. Frontages ii�u Lot
A, 160 feet for Lot B; minimum required is 200 feet. Front yard setback is 121
feet, 65 feet required.
3. Access management provisions are handled in several ways. There is a shared
driveway straddling the property line. Currently the site is right-in, right-out
only because of the median in Buckland Road. The parking lot has been
configured such that it can be extended to both the north and south when those
sites are developed. The-chark..af-easements-en-page-3-4icWdes-fi xpe
construction and-cross-�travrl--emements-for-dreTrorth—md--south-properties.
4. Pedestrian access is provided with the inclusion of a sidewalk along the
Buckland Road frontage connecting up to the building with a crosswalk across
the shared driveway.
5. The applicants' most recent parking calculations indicate that the consolidated
parking requirement is 9•ispaces higher than the applicant is providing. The
Planning Department has no issues with the waiver request, as the mix of uses
plus the shared parking should result in adequate-parking.
6. There will be rooftop mechanical equipment on the new office building. The
Architectural and Design Review Committee reviewed this application on
October 6 and provided a favorable recommendation on the site.
7. All lighting has full cutoff fixtures. The light poles are 14' poles with house
shields on fixtures at the back of the site; and the same design as previously
approved.
8. Parking lot landscaping requirements have been addressed.
9. The original plan was approved with a detention basin directly adjacent to
Buckland Road. The applicant has kept the original design and landscape plan
for that basin.
IO.There has been no free standing sign proposed at this time. The applicant will
return to ADRC with signage.
I I.There are regulated wetlands on the site. IWA/CC approved this application on
October 19 with no unusual approval conditions and bonds in the amount of
$5,000 to ensure compliance with the erosion and sediment control measures
and $5,000 to ensure establishment of stormwater structures.
12.Public water and sewer are available. Water Pollution Control Authority
approval has already been granted.
B.Proposed dumpster are located behind the building, on concrete pad and
screened.
14.If this application is approved, Planning Dept requests no additional approval
modifications except as already noted.
gONN Sf4
cp
1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074
SOR-CO TELEPHONE (860) 644-2511
CERTIFIED MAIL 7008 1300 0001 4578 4211
November 3,2011
FLB Architecture&Planning Inc.
Alan Lamson
19 Silver Lane
East Hartford CT 06118
Dear Mr. Lamson:
Re: Appl. 11-26P,Tuscan Hills Site Plan Modification
We are pleased to advise you that the Planning & Zoning Commission voted on October 25, 2011 to approve
with modifications the above referenced application for a Site Plan Modification.
This approval is for the construction of an office building on property located at 218 Buckland, Gateway Zone
as shown on plans prepared by Isherwood Civil Engineering dated August 15, 2011 as revised. This approval is
subject to the following modifications:
1. Prior to commencement of any site work, a meeting must be held with Town Staff.
2. No building permit will be issued until the final mylars have been filed in the Town Clerk's office.
3. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation
Commission,including bonds in the amount of$5000 to ensure compliance with the erosion and sediment
control measures and $5,000 to ensure establishment of stormwater structures.
4. A landscape bond in the amount of$5000 is required and must be submitted prior to filing of mylars.
5. All bonds must be in one of the forms described in the enclosed Bond Policy.
6. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 8.1.11 of the Zoning
Regulations.
7. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of
South Windsor.
8. This approval does not constitute approval of the sanitary sewer,which can only be granted by the Water
Pollution Control Authority.
9. The building street number must be included on the final plan.
10. Pavement markings must be maintained in good condition throughout the site drives and parking areas.
11. All freestanding signs and/or building signs require the issuance of a sign permit before they are erected.
12. Rooftop mechanical units shall not be visible from Buckland Road.
13. Engineering comments dates 10/18/11 must be incorporated into the plans.
Black and white transparent mylars of Sheet 3 with the above modifications, together with three blueprint
copies of the entire set of plans (including architectural elevations and landscaping plans) must be submitted to
this Commission within 30 days to be stamped and signed. The letters of approval of this Commission as well
as the Inland Wetlands Agency/Conservation Commission must be reproduced on the mylars.
After the mylars have been signed by the Commission,they will be returned to you for filing in the Office of the
Town Clerk. After filing these plans, a copy of the receipt must be submitted to the Planning Department.
Sincerely,
4)
Patrick Kennedy, Chairman
Planning and Zoning Commission
PK/ma
cc: Town Engineer
Chief Building Official
Assessor
Superintendent of Pollution Control
Fire Marshal
r -
SOWM.N Sf4
To� O-P S-0� ?d&U&Ot
5 r..
w 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074
R•co TELEPHONE (860) 644 2511
December 19, 2011
Karen Isherwood
Isherwood Civil Engineering.
58 Ordway Drive
South Windsor, CT 06074
RE: Carter Mario Law Office
218 Buckland Road, South Windsor, CT
Dear Ms. Ishrwood:
The South Windsor Water Pollution Control Authority, at its regular meeting of December 6,
2011, approved the connection to the Town's sewerage system for a proposed law office
building located at 218 Buckland Road, South Windsor, CT as more specifically shown on plans
entitled "Carter Mario Law Office, Site Plan Modification, Tuscan Hills, 218 Buckland Road,
South Windsor, CT" Prepared by Isherwood Civil Engineer, South Windsor, CT; Project No.:
1003, Dated 8/15/2011 "Grading/lAilities Plan" Sheet No.: C-2, Revised on 9/6/2011 and
10/4/2011. This approval is subject to the following conditions:
1. A draft of an easement allowing the Town access to the manhole on the building sewer
for monitoring purposes; the easement must be reviewed and approved by the Town
Attorney.
2. The elevation of sanitary invert must be revised as requested by Town Engineer.
3. Final technical approval of the Town of South Windsor Engineering Department.
4. Final Authority approval and acceptance of the sanitary sewerage connection will be
conditional upon the installed sewer line having been inspected by the Town staff, and
upon the written verification of the Town staff that said sanitary sewer line was installed
in substantial conformance with the design plans approved by the Authority, and meeting
all regulations and appropriate technical specifications relating to sanitary sewer
construction.
This approval letter must be superimposed on the final approval plans.
Very truly yours,
--.- chard Aries, Chairman
Water Pollution Control Authority
cc: Michael J. Gantick, Director of Public Works
Jeff Doolittle, Town Engineer
,/Michelle Lipe, Town Planner
Chris Dougan, Chief Building Inspector
cartermado
INJURY LAWYERS
RECEIVED
June 24, 2016 JUN 2 72016
Planning&Zoning Commission
Town of South Windsor SQUTH WINDSOR PLANNING OEPT,
1540 Sullivan Avenue
South Windsor, CT 06074
Dear Sirs,
This letter is in reference to property we own located at 218 Buckland Road, in South Windsor.
Back in 2012, your office issued us a permit to build an office at this location. We ended up
putting the project on hold. We would like to request a five year extension on this property as our
intent is to build within the next two years. Presently our permit expires on October 19, 2016.
Please let us know of any related costs to extend the permit. Thank you for your consideration in
this matter.
Best Regards,
r
Carter Mario
158 Cherry Street 532 Wolcott Street 370 West Main Street 176 Wethersfield Ave. 3543 Main Street 12 Montowese Avenue
Milford, CT 06460 Waterbury, CT 06705 New Britain, CT 06052 Hartford, CT 06114 Bridgeport, CT 06606 North Haven,CT 06473
Tel: 203.876.2711 Tel: 203.574.5338 Tel: 860.223.2100 Tel: 860.525.2222 Tel: 203.372.3456 Tel: 203.281.0202
Fax: 203.877.9509 Fax: 203.757.6673 Fax: 860.223.2111 Fax: 860.525.2202 Fax: 203.372.4321 Fax: 203.281.5353
800.900.6700 GetCarter.com
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1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074
�f�OsoR•CO TELEPHONE (860) 644-2511
July 14, 2016
Carter Mario
158 Cherry Street
Milford, CT 06460
Dear Attorney Mario:
Re: Appl. 11-26P, Tuscan Hills/Carter Mario Law Office Site Plan Modification, 218
Buckland Road
We are pleased to advise you that the Planning & Zoning Commission voted on July 12, 2016 to
grant a five year extension to the site plan modification approval originally granted on October
25,2011.
This approval is subject to all previous approval modifications in the letter dated November 3,
2011 (enclosed) and will now expire on October 25, <021.
Sincerely,
c
Bart Pacekonis, Acting Chairman
Planning&Zoning Commission
BP/llz
Enclosure
cc: Town Engineer
Chief Building Official
Assessor
Superintendent of Pollution Control
Fire Marshal
Alan Lamson, FLB Architecture&Planning, Inc.
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1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074
SOR-CO TELEPHONE (860) 644-2511
CERTIFIED MAIL 7008 1300 0001 4578 4211
November 3,2011
FLB Architecture&Planning Inc.
Alan Lamson
19 Silver Lane
East Hartford CT 06118
Dear Mr. Lamson:
Re: Appl. 11-26P,Tuscan Hills Site Plan Modification
We are pleased to advise you that the Planning & Zoning Commission voted on October 25, 2011 to approve
with modifications the above referenced application for a Site Plan Modification.
This approval is for the construction of an office building on property located at 218 Buckland, Gateway Zone
as shown on plans prepared by Isherwood Civil Engineering dated August 15,2011 as revised. This approval is
subject to the following modifications:
1. Prior to commencement of any site work, a meeting must be held with Town Staff.
2. No building permit will be issued until the final mylars have been filed in the Town Clerk's office.
3. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation
Commission, including bonds in the amount of$5000 to ensure compliance with the erosion and sediment
control measures and$5,000 to ensure establishment of stormwater structures.
4. A landscape bond in the amount of$5000 is required and must be submitted prior to filing of mylars.
5. All bonds must be in one of the forms described in the enclosed Bond Policy.
6. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 8.1.11 of the Zoning
Regulations.
7. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of
South Windsor.
8. This.approval does not constitute approval of the sanitary sewer,which can only be granted by the Water
Pollution Control Authority.
9. The building street number must be included on the final plan.
10. Pavement markings must be maintained in good condition throughout the site drives and parking areas.
11. All freestanding signs and/or building signs require the issuance of a sign permit before they are erected.
12. Rooftop mechanical units shall not be visible from Buckland Road.
13. Engineering comments dates 10/18/11 must be incorporated into the plans.
Black and white transparent mylars of Sheet 3 with the above modifications, together with three blueprint
copies of the entire set of plans (including architectural elevations and landscaping plans) must be submitted to
this Commission within 30 days to be stamped and signed. The letters of approval of this Commission as well
as the Inland Wetlands Agency/Conservation Commission must be reproduced on the mylars.
After the mylars have been signed by the Commission,they will be returned to you for filing in the Office of the
Town Clerk. After filing these plans, a copy of the receipt must be submitted to the Planning Department.
Sincerely,
Patrick Kennedy, Chairman
Planning and Zoning Commission
PK/ma
cc: Town Engineer
Chief Building Official
Assessor
Superintendent of Pollution Control
Fire Marshal
RECEIVff-
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INJURY LAWYERS
SOUTH WINDSOR PI_ANNIING DEP
• June 24, 2016
Inland Wetlands Agency
Town of South Windsor
1540 Sullivan Avenue
South Windsor, CT 06074
Dear Sirs,
This letter is in reference to property we own located at 218 Buckland Road, in South Windsor.
Back in 2012, your office issued us a permit to build an office at this location. We ended up
putting the project on hold. We would like to request a five year extension on this property as our
intent is to build within the next two years. Presently our permit expires on October 19, 2016.
Please let us know of any related costs to extend the permit. Thank you for your consideration in
this matter.
B7t=
Z
Carter Mario
158 Cherry Street 532 Wolcott Street 370 West Main Street 176 Wethersfield Ave. 3543 Main Street 12 Montowese Avenue
Milford, CT 06460 Waterbury, CT 06705 New Britain, CT 06052 Hartford, CT 06114 Bridgeport, CT 06606 North Haven,CT 06473
Tel: 203.876.2711 Tel: 203.574.5338 Tel: 860.223.2100 Tel: 860.525.2222 Tel: 203.372.3456 Tel: 203.281.0202
Fax: 203.877.9509 Fax: 203.757.6673 Fax: 860.223.2111 Fax: 860.525.2202 Fax: 203.372.4321 Fax: 203.281.5353
800.900.6700 GetCarter.com
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1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074
Sox-co�'� TELEPHONE(860) 644-2511
Certified #70142120000332143092
July 22, 2016
Carter Mario
158 Cherry Street
Milford, CT 06460
RE: Appl. #11-26P—Carter Mario—218 Buckland Road
Dear Mr. Mario:
At the July 20, 2016 regular meeting, the Inland Wetlands Agency/Conservation Commission approved a
five year permit extension to July 20, 2021 for Appl. #11-26P—Tuscan Hills(Carter Mario)site plan—218
Buckland Road—IWA/CC application for the construction of an office building, grading, parking,
stormwater utilities and associated improvements on property located east of Buckland Road. Buckland
Gateway Development Zone (GD), with the following conditions:
1. The final approved copy of the entire set of plans and this letter reproduced thereon must be
submitted to the Planning Department. This must be completed within 65 days of approval prior
to any construction activity on the site. Plans submitted to Planning & Zoning Commission shall
be considered having met this requirement.
2. The application shall indemnify and hold harmless the Town of South Windsor against any
liability, which might result from the proposed operation or use.
3. The permit is valid for five years and shall expire on July 20, 2021. It is the
landowners)/applicant(s) responsibility to track expiration dates and notify the Commission of a
renewal request at least 65 days prior to expiration.
4. Bonds shall be collected in the amounts of$5,000 to ensure proper placement and maintenance
of erosion and sediment controls, and $5,000 for construction of stormwater system.
5. All approvals required must be obtained and submitted prior to any activity on the site.
6. A contact person shall be identified on the plans.
Very truly yours,
INLAND WETLANDS AGENCY/
CONSERVATION COMMISSION
Elizabeth Warren, Chairperson
EW/dt
cc: Director of Planning
Chief Building Official