Representative Town Meeting (RTM) - 1276 (05/13/2026)

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TOWN OF WATERFORD
CAPITAL PROJECT REQUEST FORM
2027-2031 FISCAL YEAR REQUEST
DEPARTMENT/AGENCY 
CONTACT PERSON
Public Works 
Gary J. Schneider
PROJECT NAME 
DEPARTMENT PRIORITY
Hunts Brook Bridge at Bloomingdale Road/Repairs 
1
DESCRIPTION AND JUSTIFICATION (describe the type, purpose & anticipated accomplishments of the project)
From the rains of storm Ida in 2021, the bridge over the Hunts Brook at Bloomingdale Road (bridge # 06139)
was overtopped causing the closure of the road, erosion of bank near the abutment and the asphalt road
surface was lost. An analysis of the bridge back in 2014 found that the brook will overtop the bridge in a 27
year storm. Any overtopping of the bridge will shut the road down, a major concern for emergency services.
Further hydraulic investigation down strearm must be completed before the final design option is selected,
PROJECT STATUS IF IN PROGRESS
A report was completed by Haley Ward dated November 1, 2023 entitled Preliminary Hydraulic Analysis, Bridge 06139 was staffed through Town
Departments for comment, It was decided that the study area should also include all downstream bridge(s) and the brook channel itself
LIST OTHER PROJECTS WITHIN YOUR DEPARTMENT OR ANOTHER DEPARTMENT THAT WILL BE IMPACTED BY THIS
REQUEST
None
DESCRIBE THE IMPACT ON DEPARTMENT OPERATING BUDGET (include cost estimate if applicable)
No impact to the Department's budget.
GRANT FUNDING/OTHER FUNDING, if applicable (detailed explanation of grant/other funding, including the amount,
source of funding, status, town match, if any. Attach award letter if available)
Funded in FY 23 were funds to complete the study of the bridge. All projects will be reviewed to determine if
they are eligible for State or Federal Bridge grants (up to 33%) or LOTCIP where the design costs are the
town's responsibility and the construction costs by the LOTCIP grant
ATTACH PLAN ESTIMATE, SERVICE AREA MAP AND/OR OTHER SUPPORTING DOCUMENTATION (if none, simply state that
in the area below)
Expanded narrative, excerpt from Kleinfelder report dated Nov 18, 2014, inspection report. Expert of the Haley
Ward Study dated November 2023, proposal for further study dated Aug 22, 2024
7 
COST/FUNDING SOURCE
APPROVED
FUNDING TO
FUNDING SOURCE 
DATE 
FY2027 
FY2028 
FY2029 
FY2030 
FY2031
Current Year Capital
Utility Budget/Sewer Cap Maint Fund
Transfer to CNR 
25,000 
160,000)
Short/Long-term Bonds
LoCiP (detail in section 5 above)
Dlwlsiwirm
CNR Undesignated Fund Balance
Federal/State Grants (detail in section
5) 
1,500,000
Other Funding (detail in section 5
above)
TOTALS 
) 
25,000)
1,660,000 
0 
0

|) 
PUBLIC WORKS “>
WATERFORD 
gif]
To: 
File
From: 
Gary Schneider, Director of Public Works
Date: 
December 16, 2025
Re: 
Huntsbrook Bridge at Bloomingdale Repairs
There are seven bridges on the National Bridge Inventory (spans over 20”) that the State DOT inspects every 2
years. The last inspection results were published in April of 2022, The rating scale used by the State has
found three rated good and four rated fair.
Of these seven bridges, five are on primary local roads that move traffic throughout the town.
The rating system consists of these levels:
Excellent - No noticeable deficiencies or deterioration
Very Good — No problems requiring attention
GOOD Condition - some minor problems
Satisfactory ~ Structural elements show some minor deterioration nonstructural cracking; potential exists for major
maintenance.
e 
FAIR - all primary structural elements are sound, but may have minor section loss, structural cracking, spalling or
scour, potential exists for minor rehabilitation.
POOR - advanced section loss, deterioration, spalling or scour
SERIOUS - loss of section, deterioration, spalling or scour have seriously affected primary structural components.
Local failures are possible, Fatigue cracks in steel or shear cracks in concrete may be present. Rehabilitation or
repair required immediately
e 
CRITICAL - advanced deterioration of primary structural elements. Fatigue cracks in steel or shear cracks in
concrete may be present, or scour may have removed substructure support. Need for immediate repair or
rehabilitation is urgent; unless closely monitored it may be necessary to close the bridge until corrective action is
taken,
e 
IMMINENT FAILURE - major deterioration or section loss present in critical structural components or obvious
vertical or horizontal movement affecting structure stability. Bridge is closed to traffic, but corrective action may
put back in light service,
e 
FAILED - out of service - beyond corrective
Serious bridge problems such as load restrictions and closures can be prevented by programming renovation
work, The goal is to address the issues on the bridges before they are downgraded to poor or worse
conditions.
Not included on this list are two bridges that are on the city line between New London and Waterford on
Highland Avenue (fair) and Glenwood Avenue (Good) over Alewife Cove. In most cases involving bridges that
span a municipal boundary, an inter-local agreement would be entered into to assign a lead community and
assign costs,

Funding would retain the services of a qualified bridge engineering firm to fully inspect the structures and
specify the required repairs with construction funding requested in the following years. The bridge engineering
firm would take the findings from the State inspection reports, and prepare a preliminary design and cost
estimates for future year funding, All projects will be reviewed to determine if they are eligible for State or
Federal Bridge grants.
From the rains that were the result of Ida, the bridge over Hunts Brook at Bloomingdale Road (bridge # 06139)
was overtopped causing the closure of the road, some erosion of bank near the abutment and some minor
asphalt road surface was lost. An analysis of the bridge in 2014 found that the brook would overtop the bridge
in a 27-year storm. Over topping of the bridge will shut the road down, a major concern for emergency
services. Funding was approved in FY24 and a report was completed by Haley Ward dated November 1, 2023
entitled Preliminary Hydraulic Analysis, Bridge 06139, This was staffed through the Town Departments for
comment. It was decided that the study area should also include all downstream bridge(s) and the brook
channel itself.

rabataomstone
os
KLEINFELDER
Gay 
Bright People, Right Solutions,
MEMORANDUM
TO: 
Daniel Steward, First Selectman, Town of Waterford, CT
FROM: 
Neil Kulikauskas, P.E. 
i\ ey i
Hannah Bloomquist 
DR [ 
}
DATE: 
November 18, 2014
SUBJECT: 
Bloomingdale Road Culvert Investigation & Analysis
1. Background
The Bloomingdale Road culvert over Hunts Brook (Structure No, 06139) was constructed in 1970,
and consists of three 72-inch reinforced concrete pipes ranging from 40-feet to 45-feet in length.
Local flooding and overtopping of Bloomingdale Road at the culvert crossing has been observed in
the past during large and high-intensity rainfall events.
The purpose of our work was to analyze the hydrology and hydraulics of the existing culvert; compare
results with other published data; determine the adequacy of the existing culvert; and evaluate
potential systom altornativos, 
if necessary. This memorandum summarizes our investigative
methodology, results, and recommendations.
2. Existing Conditions
The watershed to the Bloomindale Road culvert crossing is approximately 10.5 square miles in size,
and is comprised largely of wooded land with minimal residential and commercial development. Hunts
Brook is the prominent watercourse in the watershed, It is a natural watercourse originating in the
northern portions of the watershed in Montville as Deep Hollow Brook and its tributaries. The stream
is naturally winding but generally runs in a southeast direction, discharging to Smith Cove in the
Quaker Hill section of Waterford. Hunts Brook flows through two significant impoundments prior to the
Bloomindale Road crossing: Cuheca Lake and Millers Pond.
In the vicinity of the Bloomingdale Road culvert, Hunts Brook continually varies in width from 40-feet
to 100-feet wide (from bank to bank), with a slope of approximately 0.4%. Approximately 70 feet
upstream of the culvert, the stream has a 35° bend east toward the culvert. Just after the bend there
exists a beaver dam that spans across much of the stream width. The stream then constricts to
approximately 20 feet wide at the culvert crossing.
500 Enterprise Drive, Suite 4B, Rocky Hill, CT 06067 
p | 860.563.7775 
[| 860.563.6744

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aan
¢ 
KLEINFELDER
Bright People. Right Solutions,
we
5. Conclusions and Recommendations
Our investigations and analysis has been completed using documented assumptions and available
resources, including topography mapping, aerial photography, and culvert reports and plans, Based
on this, we have developed the following conclusions and recommendations:
1) While there are several approved methodologies (including past studies) for determining
design flows to the culvert, the TR-55 analysis performed 
herein is considered to be most
accurate and should be used for future analysis and reg 
invendations,
Year. storm, with 1.0 foot of freeboard;
2) The existing culvert is designed to safely carry thé’
and the 27-year storm without overtopping the,roal
(unicipally-owned structures can typically vary from
d level of design tog on the level of risk
ith 
the. {gil 
f the 
crdssin 
id change i
ith ne dajure of the Tyssing an 
ange 
in
3) The design frequency requirements for i
10-year to 500-year discharges. The 
ré
(loss of life, loss of property, etc.) associ
floodwaters upstream and dow:
4) The existing culvert would not 
ie 
juirements for state-owned structures.
« 
(There is no state requirement for level 
oi’de) slg). 
hoads.)
5) For the 1 00-year gi 
aM overtop rigthe roadway (approximately 210 feet) is
consistent with the‘approxi 
ain width Both upstream and downstream of the
culvert. 
he
Se
(Conve canacitygof. the crogsi
bridgé-Stractire.
7) The Iével and extent
Se flood elevations upstream or downstream created by
increasing, the capacity "ofthe cul rt is not known. Additional hydraulic analysis would be
required inorder to determine the level and extent of changes in flood elevations along Hunts
Brook as a result of various{pfoposed alternative improvements.
* ( 
) 
11 
11/2014
KLEINFELDER 
500 Enterprise Drive, Suite 4B, Rocky Hill, CT 06067 
p | 860.563.7775 
f | 860.563,6744

RR SSS > 
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tt
HALEY WARD.
FGINEFREG 
ENYRONMENTAL 
| SURVEYING
August 22, 2024
Mr. Gary Schneider
Director of Public Works
Town of Waterford
15 Rope Ferry Road
Waterford, CT 06385
RE: Proposal for Professional Services, Conduct Additional Hydraulic Modeling on
Hunt Brook, Downstream of Bloomingdale Road, Waterford, CT
Dear Mr, Schneider:
As requested, Haley Ward, Inc, (Haley Ward) is pleased to submit this proposal for
the Town's review and acceptance. 
As discussed with Town staff, our original
hydraulic study recommended replacement of the three existing culverts on
Bloomingdale Road w'th a c'ear span bridge opening to reduce flooding and
roadway overlopping, Town staff requested downstream impact analysis if this
bridge were construc'ed,
Note that precise determinations of downstream impacts would involve significant
and costly modeling efforts; hence we are proposing an intermediate step to
estimate flows, If these estimated flow increases are minimal, then no additional
analyses may be required. However, if these flow increase are significant, then
additional analyses using more detailed methods may be required, which is
outside of this scope,
SCOPE OF SERVICES.
1) Update Existing Hydraulic Model, Create New Hydrograph- We will update the
HEC-RAS 
hydraulic 
model 
utilized 
to 
size 
the 
hydraulic 
openings 
at
Bloomingdale Road, and create a downstream "Hydrograph", which takes
into effect the reduction of storage behind the new Bloomingdale Bridge.
We wil utilze this hydrograph to estimate the potential for increased flows
downstream of B.oomingdale Road.
Mr. Gory Schneider | 8-22-24 
| JN | Page |
OPO» 
2210 Main Steet, P.O, Box 1088, Glastonbury, CT 06033
T: 860.659.3100 | HALEYWARD COM

2) 
Obljain 
Available 
Mapping 
for 
Brook, 
O1 Mill Road 
Bri 
nd 
oO
Norwich Road Bridge - Haley Ward will obtain available mapping for Hunts
Brook downstream of Bloomindale Road, as well as available plans for {he Oil
Mill Road and Old Norwich Road bridge structures.
3) Conduct Preliminary Impact Analyses- Haley Ward will evaluate the impacts
on the Oil Mill and Old Norwich Road bridge crossings, based on the
preliminary estimate of flow generated by the new Hydrograph.
4) Review Meetings and Summary Memo- We will attend one meeting with
the Town to review our findings and answer your questions. We will summarize
these meeting results '‘n memo format.
PROPOSED FEES
We propose to complete this work as specified for a lump sum fee of $ 146,000.
We hope the Town finds our proposal acceptable, and we look forward to
continuing to serve Waterford on th’s project. If you or others have any questions
or comments, | am at your service.
Respectfully submitted,
Haley Ward, Inc.
ames E, Ericson, PE
Regional Manager | V'ce President
Mr. Gary Schneider | 8-22-24 
| JN | Page 
2
HALEYWARD,COM

ES 
~ “cetera
Ouw ou
HALEY WARD.
ENGINEERING — ENVIROMMENTAL 
| SURVEYING
November 1, 2023
Gary Schneider, Director of Public Works
Town of Waterford
1000 Hartford Road
Waterford, CT 06385
Re: Hunts Brook Flooding Evaluation Study at Bloomingdale Road, Waterford CT;
Haley Ward Project No, 4010195.22367
Dear Mr. Schneider:
In accordance with our proposal, Haley Ward, Inc. prepared a study to evaluate
options to alleviate flooding on Hunts Brook, in the vic'nily of Bloomingdale Road. Our
work included field survey, stream cross-section surveys, mapping, creating a hydrau.ic
model and evaluating improvement options,
A) Hydraulic Modeling - Attachment A is our Modeling Report for Hunts Brook, This
study has the following major conclusions:
1) 
Hunts Brook has a 10.9 square mile watershed area at Bloomingdale Road,
which sets the methodologies required for cinalysis. Our approach is consistent
with Connecticut DOT and DEEP methodologies for structure design with
watershed areas over 10 square miles.
2) The ConnDOT drainage manual classifies this structure class as large, due to the
watershed area exceeding 10 square miles. Th's mandates a 100 year
frequency design storm and minimum freeboard heights for the new structure.
3) ConnDOT recommends the use of USGS Stream Stats data. For the 100 -year
return frequency storm, the calculated flow rate is 1,340 cfs.
4) Haley Ward utilized GEOHEC-RAS software for this analysis and evaluated various
hydraulic opening improvements for replacement structures ranging between 20
- 35 feet.
EO» 
2210 Man Street, P.O. Box 1088, Glastonbury, CT 06033
T: 860.659.3100 | HALEYWARD.COM

Ow
5) Our resuits show thal a new 30-fool span bridge structure provides the oplimal
solution, A bridge wilh this opening passes Ihe 100-year design storm, while
keeping water surface elevatons within the channe! with no overtopping of the
road or impacts lo neighboring propertes.
B) Schematic Design Plans- Figure 1 is the Exis!’ng Conditions Plan for Bloomingdale
Road, showing the three existing 6 foot diameter re'nforced concrete pipes, and the
stream channel immediately upstrearn and downstream of the roadway.
Figure 2 shows Ihe preliminary design layout for the new 30' span bridge, along with
minor realignment of Bloomingdale Road, and re-grad'ng of the channel.
Figure 3 is the preliminary cross section plan, with the previous 6' diameter culverts
superimposed. Note thal the 100 year storm event water surface elevation is shown,
along with the 1.99 feet of under clearance beneath the low chord of the bridge, and
4.76 leet of freeboard below the low point of the reconstructed roadway,
C)Cost Estimate - Haley Ward recently completed design and construction
administration services for a similar project, the Route 77 DOT Bridge in Killingworth.
Attachment B is our cost estimate for this very similar structure, adjusted for inflation
since the time of construction.
The estimated 2023 construction cost for the proposed 30' span bridge, including
removal of the existing Iriple- 5' diameter culverts, is approximately $ 2.0 million.
Table 1 is an overall project cost estimate, including engineering design, permitting,
construction administration and inspection, as well as 20 % contingences. The overaill
project cost is $ 2.9 million.
D) Permitting - The following permits likely will be required for this project:
Local = Inland Wetlands
Planning and Zoning (8-24 approval)
Representative Town Meeting (RTM)
Slate- DEEP- Inland Water Resources Permits- Water Diversion
- Section 40) Water Quality Certificate
Federal- Army Corp of Engineers Connecticut General Permit GP-19
Section 404 Permit
Mr. Gary Schneider | Novernber 1, 2023| JN 
| Page 2
HALEYWARD.COM

In addition, Ihe following permits may also be required:
- Natural Diversity Data Base (NDDB)Study
- State Historic Preservation Office (SHPO) Study
- DEEP Flood Management Certification (if State funds are used)
- FEMA Letter of Map Revision
We ook forward to discussing this report with you and other Town off cials, and feel free
‘o contact me wilh any questions or comments.
Respectfuly submitted,
HALEY WARD, INC.
Chem UeteDon
aimes E. Ericson, PE
Regional Manager / Vice President
Mr, Gary Schnelder| November |, 2023| JN | Page 3
HALEYWARD.COM

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| Page 4
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HYDRAULIC MODELING REPORT
Mr. Gary Schneider | Novernber 1, 2023) JN | Page 5
HALEYWARD.COM

Daas <Sare
2
HALEY WARD.
EN ime SING 
)
MEMORANDUM
To: 
Gary Schneider, Director of Pubic Works
From: 
David N, Battista, P.E.
Re: 
Preliminary Hydrologic and Hydraulic Analysis
Bridge 06139 - Bloomingdale Road over Hunts Brook - Waterford, CT
Date: 
November |, 2023
This mernorandum summatizes Haley Ward's prelim‘nary findings and recommendations
for the replacement of Bridge 06139, We researched hydraulic design criteria, eslimated
design flows, prepared hydrologe and hydraulic analyses, and explored aternate
proposed bridge openings to arrive at a recommended structure type and size,
Based on our preliminary findings, Haley Ward recommerds that the Town of Waterford
pursue removal of the existing three-barrel culvert system and replacement w'th a 30-
foot span bridge. We also recommend modest improvements to the approach and
departure sections and a small increase in the roadway vertical alignment to optimize
hydraulic performance of the structure.
The recommended 30-foot span bridge will meel Connecticu! Department 
of
Transportation (CT DOT) hydraulic-sizing criteria for Large Siructure-Class bridge and will
keep the proposed 100-year water-surface profile less than one foot above the Natural-
Condilion water surface profile as required by Connecticut Department of Energy and
Environmental Protection (CT DEEP) hydraulic design guidance. The proposed 30-fool
span bridge will pass the 500-year flood withoul overtopping the roadway.
We nole that the 100-year Proposed-Condition water-surface profile ranges from 3.5 to 5
feet lower than the 100-year Existing-Condition water-surface profile upstream of the
bridge. This large change eliminates overtopping, provides low-chord under-clearance
during the 100-year flood and significantly reduces inundation on upstream properties.
However, the change also reduces floodplain storage upstream of the bridge, which
results In an increase in peak-discharge rales downstream, Study of instantaneous
changes to floodplain hydrology (inflow hydrograph developmen! and flood routing
calculations for the Existing and Proposed Conditions) would be required to determine
whether the changes are significant. Such a study is beyond the scope of our
engagement at this stage of the project.
Bloomingdale Road Culvert, Walertord, 
Cl | 11,01,23 | 4010193,22376 | Page |
~~ 
140 Willow Street, Suite 8, Winsted, CT 06098
; 
T: 860.379.6669 | HALEYWARD.COM

-TM
ae
The CT DEEP Hydraulic Analysis Guidance Document mentions thal significant alterations
in. 
Foodplain hydro'ogy that result in increased downstream discharges may be
considered into erabie. If so, the CT DEEP could require the “own to preserve the Existing
Condition water-surface profile or to throttle the bridge opening downward ta achieve
some form of compromise between reduction in ups'ream water-surface profile
elevations and increase ‘n downstream peak-discharge rates, If the Town decides lo
pursue this project further. we recommend a pre-application meeting with the CT DEEP
to review these prelim'nary findings and set d'rection for further hydrologic and hydraulic
analyses.
The state of practice ‘1 Connectcut and regulatory pressure from State and Federa
agencies generally drive the need for a bridge or open-bottom siructure for Large
Structure-Class bridges like th’s one. These types of structures must be founded on shallow
bedrock, if available, or on deep piles to withstand the possibility of scour damage during
periods of flooding. A geotechnical investigation and scour analysis are beyond the
scope of our engagement at this stage in the project. However, we note that reduction
in bridge span to preserve upstream floodplain hydrology will increase the potential for
scour if shallow bedrock is nol present.
Hydraulic Design 
Criteri
Chapter ? of the Connecticut Depariment of Transportation (CT DOT) Drainage Manual
presents design criteria requ red for various structure classes. Structure classes are based
on drainage basin size, Table 9-2 of the Drainage Manual shows minimum freeboard and
under-clearance cr'teria for various structure c asses;
Table 9-2
SUMMARY OF HYDRAULIC CRITERIA’
CONNDOT 
DRAINAGE 
DESIGN 
CHECK 
MINIMUM 
MINIMUM
STRUCTURE 
AREA 
FREQUENCY | FREQUENCY | FREEBOARD! 
BRIDGE
CLASS! 
sq, am (sq. mite) 
(year) 
(yeor) 
FOR DESIGN 
UNDER-
FREQUENCY 
CLEARANCE
m (ft) 
FOR DESIGN
FREQUENCY
mM)
Minor 
<2,59 (1) 
25 
: 
03 (1) 
.
(no established
watercourse)
Small 
<2,59 (1) 
50 
400 
Os
Intermediate’ | >2.59(1) 
100 
500 
030) 
03 (1)
525.9 (10)
Larpe! 
225.910) 
100 
500 
03(1) 
0,6 (2)
)
Monumental | 22590 (1000) 
100" 
500° 
Dey 
0.6 (2)
The subject crossing has a drainage area of 10.9 square miles; accordingly, Table 9-2
classifies Bridge 06°39 as a “Large" siructure, Figure | shows the drainage area for th’s
bridge. For Large structures, any new replacement structure mus! be designed for the
100-year recurrence-interval flood, with atleast two feet of under-clearance and al least
Bloomingdale Raad Culvert, Waterlard CT 
| 
11,0),23 | 4010193,22376 
Page 
2
HALEYWARD.COM

one foot of freeboard, In addition, he implications of the 500-year recurrence inlerva
flood must be explored,
The Connecticut Department of Energy andl Environmental Protection (CT DEEP) Inland
Water Resources Division published a manual entitled “Hydraulic Analysis Guidance
Document". Section 2 of the Governing Policies portion of this manual specifies thal Ihe
Proposed-Condition water surface profile should be no more than one foot higher than
the Natural Condition water-surface profile.
Haley Ward perceives the foregoing CT DOT and CT DEEP criteria as the slate of practice
for hydraulic sizing of replacement bridges in Connecticut, including those on slate
highways or those on municipal highways that are funded with stale and federal dollars,
In certain cases, Stale flood-management regulations allow relaxation of ConnDOT
design standards on low-volume, non-state roadways that lie close to the floodplain
elevation, If the project is funded entirely with municipal dollars, it may be possible for the
Town to win approval for a reduced-capacily design through analysis and discussion with
State and Federal regulators. If the Town pursues relaxation of CT DOT and CT DEEP design
standards, the Town will have to contend with period’e traffic disruptions and roadway
damage associated with more-frequen! overtopping. For this analysis, Haley Ward
followed the CT DOT and CT DEEP design criteria described above,
Design Flow
For structures on larger streams and rivers, the CT DOT typically requires the use of current
USGS regression equations for Connecticut to establish design flow-rates for the hydraul'c
design of bridges and culverts, with at least one independenl| method to check the
regression-equation resulls, Haley Ward used the USGS StreamStals web tool to generale
the folowing regression-equation results for Bridge 06139;
Recurrence Interval | Flow Rate
2-Year 
393 CFS
10-Year 
710 CFS
25-Yeat 
930 CFS
50-Year 
L130 CFS
100-Year 
1,340 CFS
500-Y ear 
1,970 CFS
The US Geological Survey (USGS) maintained Stream Gage 01] 127760 al Ihe site of Bridge
06139 from 1964 to 1976, a period of relative drough!. Peak discharge rates predicled al
this gage for various recurrence-inlerval floods are substantially lower than 
the
predictions generated by the current Connecticut regression equations for the same
location,
Boomingdale Road Culver. Walerlord CT | 11.01.23 | 4010193,223/6 | Page 
3
HALEYWARD COM

rw S
Haley Ward opted against using the gage dala directly or a weighted average of
stream-gage data and statewide regression-equation discharge rates for desigr
because of the short period of record and drought-influenced results al the gage.
Haley Ward also reviewed a document entilled Hydrologic Design Report - Old Mili Road
Bridge over Hunts Brook (Slructure No. 05518) for lhe Town of Waterford dated *ebruary
9, 2007 by SEA Consultanls, Inc. This bridge is localed downstream of the subject bridge
and has a drainage area of 11,5 square miles, The SEA report utilized the simp ified USGS
Regression Equations for Connecticut to predict flood discharges for the Old Mill Road
structure. The results are somewhat higher than the results generated by Haley Ward using
the current USGS multiparameter regression equations at Bloomingdale Road, even after
factoring the difference in drainage areas,
The SEA report contained an excerpt from a 1948 publication entitled "Storm Drainage
Study - Southeastern Connecticut Region” by Cahn Engineers. In this study, Cahn
computed the peak 10-year dscharge for the Bloomindale Road crossing at 1,200 lo
1,250 CFS using the Rational Method (the curren! CT Regression Equations return a value
of 710 CFS for the 10-year recurrence interval).
Figure 2 presents an excerp| from the New London County Flood Insurance Rale Map
Panel No, 09011C0363J, The location of Bridge 06139 is identified on this excerpt. The
excerpt shows that Bridge 06139 is located in Flood Zone A (No Base Flood Elevations
Determined). Accordingly, no peak-discharge rates were delermined for this local’on,
Based on a review of available data, Haley Ward rejected further consideration of
stream-gage data or information from the SEA report. We opted to recommend
discharge rates for design as generated by the Connecticut Multi-Parameter Statewide
Regression Equations. These rates are present in the table above,
Hydraulic Model Development
Haley Ward utilized the Hydrologic Engineering Center River Analysis Software (HEC-RAS)
to generate hydraulic models for this analysis, Figure 3 shows the location of the river
baseline and the positions of hydravic cross sections employed in our hydraulic models.
We comp'ed geometry for the analysis using Lidar surface in the overbank areas
(obtained from Connecticul Environmenta’ Conditions Online) and surveyed cross
sections of Hunts Brook in the channel to generate hydraulic cross sections. By combining
these two data sels, we compiled hydraulic cross sections in specific locations upstream
and downstream of Bloomingdale Road within the model. We defined Manning's
roughness coefficients, obstruction (buildings), and ineffective flow areas for each of the
cross sections.
Haley Ward developed a Natural-Candition model using the aforementioned cross
sections 
without 
the 
presence 
of 
the 
Bloomingdale 
Road 
culverts, 
roadway
embankment, or associated ineffective flow areas, This procedure established the
Naturei!-Condition water-surface profile target previously discussed.
Bloomingdale Road Culvert, Walerlord, CT | 
11.01,23 | 4010193.22376 | Page 4
HALEYWARD,COM

ae
To generate the Existing-Condition model, Haley Ward added the three Bloomingda e
Road culverts, roadway embankment, and associated ineffective flow areas,
We then crealed four Proposed-Condition models, each with its awn unique br dge span
(20, 25, 30, and 35 feet) and associated ineffective flow areas. We created a slighlly
modified roadway profile (Used in each of the four Proposed-Condilion modes) to reflect
probable bridge and parapet dimensions and to correct minor deficiencies in the existing
roadway alignment.
To meet 
the 
CT 
DOT under-clearance 
requirements, 
we 
raised 
the roadway
approximalely six inches, Once the roadway profile was established, we estimated
pavement and deck thicknesses using Plale 5.4.6 of Ihe CT DOT Bridge Design Manual
and guidance from in-house structural engineers. We delermined low-chord elevations
by subtracting the estimated pavemenl and deck thicknesses from the proposed
roadway profile.
Results
The following lables summarize the elevation difference between the 100-Year Proposed
Condition ancl 100-Year Natural Condition water surface profiles al each River Station,
low-chord under-clearance, and freeboard for each of the four Proposed Condition
scenarios. Exhibit 
A contains comparative water surface profiles for each alternative,
Alternative 1 = 20’ Span:
100-Year 
100-Year 
100-Yeor 
4 WSE 
4 WSE 
LC Under- | Free-
River 
NalCon WSE | ExCon WSE | ProCon WSE | ProCon-ExCon | Pratton-NalCon 
Clear. 
Board
Station | (NAVD-88) 
(NAVD-88) 
(NAVD-88) 
(FT) 
(FT) 
___(FT) 
mek
128) 
60.58 
64,08 
60,72 
3.36 
0.4
929 
60,05 
64.04 
60,26 
“3,78 
0.2)
659 
59.15 
63,98 
$9.5 
4.48 
0.35
600 
59N7 
63.98 
59.57 
4.41 
0.4
560 
58.09 
63.92 
59.4 
-4,52 
1.3] 
1,30 
an?
521,21 
Bridge
487 
58.3 
58,3 
58.3 
9 
0 
24
476 
58.37 
58.37 
58,37 
0 
0
440 
58.15 
58,15 
58.14 
-0.01 
“0.01
391 
57,25 
57,25 
57,28 
0,03 
0.03
37) 
56.49 
56,49 
56.49 
ie) 
0
206 
54,59 
54,59 
54.59 
(0) 
0
Bloomingdale Road Culvert, Waterford, CT 
| 11.01.23 | 4010193,22376 | Page 
5
HALEYWARD,COM

Alternative 2 = 25’ Span:
Yo
oa
100-Year 
100. Yeor 
100-Year 
WSE 
AWSE 
(.C Under- | Free-
River 
NalCon WSE | ExCon WSE | ProCon WSE | ProCon-ExCon | ProCon-NatCon 
Clear, 
Boarel
Station | (NAVD-88) | (NAVO-88) | {NAVD-88) 
(EN) 
(FT) 
(FU) 
(FI)
128) 
60.58 
64.08 
60,54 
“3.54 
5.04
929 
60,05 
64.04 
59,99 
-4,05 
06
659 
59.15 
63,98 
59.05 
4,93 
a)
600 
59.17 
63,98 
59,12 
-4.86 
-0,05
560 
58,09 
63,92 
58,93 
AIP 
0.84 
1,77 
4.54
521,21 
Bridge
487 
58.3 
58,3 
58.3 
0 
0 
2.40
476 
58.37 
58,37 
58,37 
0 
0
440 
58,15 
58,15 
58.14 
0,0 
-0.0°
39) 
57,25 
57.25 
57.28 
0,03 
0,03
371 
56,49 
56.49 
56.49 
0 
0
206 
54.59 
54,59 
54,59 
ie} 
0
Alternative 3 - 30' Span:
100-Year 
100-Year 
100-Year 
4 WSE 
\ WSE 
LC Under- | Free
River 
NatCon WSE } ExCon WSE | ProCon WSE | ProCon-ExCon | ProCon-NatCon 
Clear, 
Boord
Station 
(NAVD-88) 
(NAVD-88) 
(NAVD-88) 
(FT) 
(FI) 
LFF }Y 
(FT)
128) 
60,58 
64,08 
60,47 
3.61 
ON
929 
60,05 
64.04 
59.87 
“4.17 
0.18
659 
59NS 
63,98 
58,83 
“5.15 
-0.32
600 
597 
63,98 
58.92 
-5.06 
-0,25
560 
58,09 
63,92 
58,71 
“5,21 
0.62 
1.99 
4,76
521,21 
Bridge
487 
58,3 
58.3 
58.31 
0.01 
0,0) 
2.39
476 
58,37 
58,37 
58.38 
0.01 
0.01
440 
58.15 
58,15 
58.16 
0,0) 
0.01
391 
57.25 
57,25 
57,24 
0,0) 
0.01
37) 
56,49 
56,49 
5649 
ie} 
0
206 
54,59 
54.59 
54,59 
0 
0
Bloomingdale Road C,,Iverl. Water‘ord CI
11.01.23 | 4010193,22376 | Page 6
HALEYWARD.COM

Cr
Alternative 4 - 35' Span:
100-Year 
100-Year 
100-Year 
A WSE 
\ WSE 
io 
Under | Fie
River 
NatCon WSE | ExCon WSE | ProCon WSE | ProCon-ExCon | Prolon-Nallon 
Clear, 
Boord
Slalion_|_(NAVO-88) | (NAVD-88)_|__(NAVD-88) 
(FT) 
ta) 
(FI) 
(FT)
128) 
60.58 
64,08 
60.44 
3,64 
O14
929 
60,05 
64.04 
59.8) 
“4,23 
0,24
659 
59.15 
63,98 
58.7 
-5,28 
045
600 
59.17 
63,98 
58.8 
“5.18 
-0,37
560 
58.09 
63.92 
58,58 
5,34 
0.49 
2 
1 Ag
521,21 
Bridge
487 
58.3 
58.3 
58,3 
0 
0 
2.40
476 
58.37 
58.37 
58,37 
(0) 
0
440 
58,15 
58.15 
58.14 
-0,01 
-0,0)
371 
57,25 
57,25 
57.28 
-0,03 
-0.03
37) 
56.49 
56.49 
56.49 
0 
0
206 
54.59 
54.59 
54,59 
0 
0 
=>"
The resulls show the optimal structure size lo be a 30-fool span bridge. \he difference
between the proposed condition and the natural condilion water surface elevations is
é€- 
0.6 feel which is less than one fool as required by the CT DEEP. The distance to the low
chord is calculated to be 2,0 ft. This matches the CT DO! design criteria. Freeboard is four
times or grealer than the CT DOT requ'rements. All targets are met wilh this structure size.
Haley Ward recommends that the Town pursue fina’ des’gn using a 30-foot span bridge,
As noted in Table 9-2 of the CT DOT Dra'nage Manual, the implications of the 500-Year
check flood must be investigated for “Large" structures. Exhibit B contains comparative
water-surface profile plots for each of the four allernalives explored.
The fo owing tables present the elevation differences between the 500-year Existing
Condition and Propased Condition water surface profiles, the 500-year low-chord under-
clearance, and lhe 500-year overtopping depth for each of the alternatives under
consideration;
( 
Bloomingdale Road Culvert, Waterlord, Cf | 11.01.23 | 4010199.22376 | Page 7
HALEYWARD.COM

_
rw F&»
Alternative 1 ~ 20' Span:
500-Year 
500-Y ear 
4 WSE 
Low Chord 
Overlopping
River 
ExGon WSE | ProComWSE | ProCon-ExCon | Under-Clearance | freeboard 
DepIh
Station | (NAVD-88) | (NAVD-88) 
(Fl) 
(FT) 
(Ft) 
(FI)
1281 
64,63 
63,58 
i 
1.05
929 
64,57 
63.47 
atl
659 
64.47 
63.25 
~).22
600 
64,48 
63,22 
-1,26
560 
64,40 
63,05 
“1,35 
N/A 
0.42 
N/A
521,21 
Culvert 
Bridge
487 
59,47 
59.48 
0,01 
1,22
476 
59,58 
59,57 
-0.01
440 
59,26 
59.24 
-0.02
391 
58,00 
58,02 
0.02
37) 
57,35 
57,35 
0
206 
55.73 
55,73 
0 
5]
Alternative 2 - 25' Span:
500-Year 
500-Year 
4 WSE 
Low Chord 
Overlopping
River 
ExCon WSE | ProCon WSE | ProCon-ExCon | Under-Clearance | freeboard 
Depth
Station 
_|_(NAVD-88) 
(NAVD-88) 
(FT) 
(FT) 
(FT) 
(FI)
128) 
64.63 
61,96 
-2,67
929 
64.57 
61.59 
-2.98
659 
64.47 
60,64 
-3,83
600 
64.48 
60,73 
-3,75
560 
64.40 
60,47 
3.93 
0,23 
3,00 
SA
521.21 
Culvert 
Bridge
487 
59.47 
59.48 
0.01 
1.22
476 
59,58 
59,57 
-0.01
440 
59.26 
59,24 
-0,02
391 
58.00 
58,02 
0.02
37) 
57,35 
$7.35 
(@)
206 
55,73 
55.73 
0 
gi
Bloomingdale Road Culvert, Waterford, CT 
| 11.01.23 
| 4010193.22376 | Page 
8
HALEYWARD.COM

Alternative 3 - 30’ Span:
Bloomingdale Road Culvert, Waterford, CT 
| 
11.01.23 | 4010193,22376 | Page 
9
HALEYWARD.COM
500-Year 
500-Yeor 
AWSE 
Low Chord 
Overlopp 
ng
River 
ExCon WSE | ProCon WSE | ProCon-ExCon | Under-Clearance | freeboard 
Depth
Slation_|_ 
(NAVD-88) 
(NAVD-883) 
(FI) 
(FT) 
(FI) 
(FI)
1281 
64.43 
61.8) 
-2.82
929 
64,57 
61.39 
3.18
659 
64,47 
60.28 
“4,19
600 
64,48 
60,39 
-4,09
560 
64,40 
60,10 
“4,3 
0,60 
3.37 
N/A
521.21 
Culvert 
Bridge
487 
59,47 
59,51 
0,04 
119
476 
59.58 
59,59 
0.01
A40 
59.26 
59.27 
0,0)
39) 
58,00 
57.94 
-0.06
37) 
57,35 
57,35 
0
206 
55.73 
55.73 
is)
Alternative 4 - 35' Span:
500-Year 
500-Year 
4 WSE 
Low Chord 
Overlopping
River 
ExCon WSE | ProCon WSE | ProCon-ExCon | Under-Clearance | freeboard 
DeptIh
Station | (NAVD-88) | (NAVO-88) 
(FI) 
(FI) 
(FT) 
(FT)
1281 
64,63 
61.73 
-2.9
929 
64.57 
61,28 
3.29
659 
64,47 
60,07 
-4,4
600 
64,48 
60,20 
-4.28
560 
64.40 
59.88 
4,52 
0.82 
3.59 
NA 
|
521,21 
Culvert
487 
59,47 
59.48 
0,01 
1,22
476 
59,58 
59.57 
0.01 
|
440 
59.26 
59,24 
-0,02 
|
391 
58,00 
58,02 
0.02
37\ 
57,35 
57.35 
0
206 
55,73 
55.73 
0

Ow 
PROJECT No, * 4010193 22376 
DRAWING No.: WATERSHED
Ow Pw» 
PROJECT: BI 
\ 
VERT.
H A L E Y 
W A R Dp) 
TITLE: WATERSHED 
MAP 
Figure 1
ENGINEERING | ENVIRONMENTAL | SURVEYING 
DWN. BY CG 
CHK BY: DNB 
DATE: 2023.10.09
WW 
HALE 
VAP COM
Folmertonn i
Oxobons tier
BLOOMINGDALE ROAD CU 
{
WATERFORD, CONNECTICUT 
|a 
*
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-, WATERSHED AREQ=,10,9 MI2J,°
| 
4000 
| 
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TOWN OF WATERFORD
CAPITAL PROJECT REQUEST FORM
2027-2031 FISCAL YEAR REQUEST
—
DEPARTMENT/AGENCY 
CONTACT PERSON
Public Works 
Gary J. Schneider
PROJECT NAME 
DEPARTMENT PRIORITY
Traffic Signals 
2
=I
——=y
DESCRIPTION AND JUSTIFICATION (describe the type, purpose & anticipated accomplishments of the project)
The Town is responsible for traffic signals installed at certain intersections of Town roads, Currently the Town has four locations where traffic signals are
Town owned. Those are Parkway South with Cross Road, Parkway North with Cross Road, the flashing beacon at the Municipal Complex and Route 85
and Millstone Road/Seaview Terrace with Route 1, The signals at Cross Road were installed in 2009. These intersections will experience additional traffic
with completion of over 340 housing units at Cross Road and Route 85 and the planned redevelopment of the Crystal Mall site. A traffic engineer would
review these intersections and prepare a report of the condition of existing equipment, recommended replacement, and cost estimates for these critical
signals,
PROJECT STATUS IF IN PROGRESS
None
LIST OTHER PROJECTS WITHIN YOUR DEPARTMENT OR ANOTHER DEPARTMENT THAT WILL BE IMPACTED BY THIS
REQUEST
None
DESCRIBE THE IMPACT ON DEPARTMENT OPERATING BUDGET (include cost estimate If applicable)
The Department is experiencing additional maintainece costs that included frayed span and signal wires, rodent
damage to the control boxes and timing that has lead to increased wait times.
GRANT FUNDING/OTHER FUNDING, if applicable (detailed explanation of grant/other funding, including the amount,
source of funding, status, town match, if any. Attach award letter if available)
None
ATTACH PLAN ESTIMATE, SERVICE AREA MAP AND/OR OTHER SUPPORTING DOCUMENTATION (if none, simply state that
6 jin the area below)
None
7 
COST/FUNDING SOURCE
APPROVED
FUNDING TO
FUNDING SOURCE 
DATE 
FY2027 
FY2028 
FY2029 
FY2030 
FY2031
1 |Current Year Capital
Utility Budget/Sewer Cap Maint Fund
Transfer to CNR 
35,000 
300,000 
300,000}
Short/Long-term Bonds
LoCiP (detail in section 5 above)
QlwujSiwin
CNR Undesignated Fund Balance
Federal/State Grants (detail in section
5)
Other Funding (detail in section 5
above)
TOTALS 
0 
35,000 
300,000 
300,000 
0 
0
—=———_== 
= 
==

i PUBLIC WORKS “>
WATERFORD 
@ {i}
To: 
File
From: 
Gary Schneider, Director of Public Works
Date: 
December 16, 2025
Re: 
Traffic Signals
The Town is responsible for traffic signals installed at the intersections of Town roads; in locations
that control traffic from a town facility (Fire Houses) onto a road, a town driveway onto a State road
(usually a warning beacon) or installed at other locations at the Town's request. Alll other locations
are the responsibility of the State DOT or private property owner to maintain.
Currently, the Town has four locations where traffic signals are Town owned. Those are Parkway
South with Cross Road, Parkway North with Cross Road, the flashing beacon at the Municipal
Complex on Route 85 and Millstone/Seaview Terrace with Route 1.
Jordan and Oswegatchie Fire Houses both have a traffic signal that are maintained by Fire Services.
The traffic signals at the intersections of Cross Road and Parkway North and South were installed in
2009. The Town must plan for their replacement.

TOWN OF WATERFORD
CAPITAL PROJECT REQUEST FORM
2027-2031 FISCAL YEAR REQUEST
i= 
= 
= 
———
DEPARTMENT/AGENCY 
CONTACT PERSON
Public Works 
Gary J. Schneider
PROJECT NAME 
DEPARTMENT PRIORITY
Sidewalk Replacement/Infill 
- Mago Point 
3
=e 
oe
re 
a 
|
1 
_|DESCRIPTION AND JUSTIFICATION (describe the type, purpose & anticipated accomplishments of the project)
This project will connect the newly constructed Niantic River Road concrete sidewalks which now end at the intersection of
Mago Point Way westward to the parklet on the Niantic River. This infill will provide a concrete sidewalk that will connect
the neighborhoods with the river and area restaurants and businesses, Portions of the sidewalk have already been
constructed as part of the parking lot project and abutting property owners as part of their site plan requirements.
2 [PROJECT STATUS IF IN PROGRESS
None
LIST OTHER PROJECTS WITHIN YOUR DEPARTMENT OR ANOTHER DEPARTMENT THAT WILL BE IMPACTED BY THIS
3 [REQUEST
None
4 |DESCRIBE THE IMPACT ON DEPARTMENT OPERATING BUDGET (include cost estimate if applicable)
Minor impact. Current practice is just to make the condition safe.
GRANT FUNDING/OTHER FUNDING, if applicable (detailed explanation of grant/other funding, including the amount,
5 |source of funding, status, town match, If any, Attach award letter if available)
None
ATTACH PLAN ESTIMATE, SERVICE AREA MAP AND/OR OTHER SUPPORTING DOCUMENTATION ((f none, simply state that
6 Jin the area below)
See attached expanded narrative. Map.
7 
COST/FUNDING SOURCE
APPROVED
FUNDING TO
FUNDING SOURCE 
DATE 
FY2027 
FY2028 
FY2029 
FY2030 
FY2032
1 |Current Year Capital
Utility Budget/Sewer Cap Maint Fund
Transfer to CNR 
350,000
Short/Long-term Bonds
LoCIP (detail in section 5 above)
CNR Undesignated Fund Balance
Federal/State Grants (detail in section
7 {5)
Other Funding (detail in section 5
8 |above)
TOTALS 
350,000) 
0 
0} 
0) 
0
ajulefwlrn

PUBLIC WORKS *2 4
WATERFORD 
@ {i
To: 
File
From: 
Gary Schneider, Director of Public Works
Date: 
December 16, 2025
Re: 
Sidewalk Replacement / Mago Point
This Capital project supports surface transportation projects that encompass roads, street accessories,
sidewalks, and bridges. The objective is to provide safe, attractive, and efficient public transportation ways and
infrastructure systems that support them.
With many sidewalks around the Town in need of repair and replacement, this project will request funding for
multiple years to repair sidewalks, infill sections between existing walks and increase pedestrian safety
throughout our community. The Town has an extensive network of sidewalks in not only neighborhoods, but
also connecting neighborhoods with each other and other town parks, local businesses and community
services. Sidewalks also provide a visual character of community, equal to what a good road provides. By
providing a safe walkway, we will be encouraging people to use this healthy and environmentally sustainable
mode of travel and become a more attractive place to live and work.
This project will replace sections of concrete and asphalt sidewalks that are not salvageable, infill sections
between existing sidewalks and provide new sidewalks where none exists. Also included in this project will be
the replacement or installation of ADA ramps, address constrictions with the sidewalk and properly locate
crosswalks where required.
It is recommended that this multi-year project be a mix of local neighborhood sidewalks and connecting
sidewalks. This project comply will the ADA Transition Plan, Title Il.
Update: Niantic River Road Sidewalk: The replacement of the asphalt sidewalk on the east side of the road
from the intersection of Old Niantic River Road to Mago Point Way has been submitted to the State DOT for
construction funding consideration under LOTCIP.
Concrete sidewalks have been replaced on Summer, David, Norman and William Streets in 2024.

10/8/2025 10:04:52 AM
Scale: 1"=150'
Scate is approximate
The information depicted on th 3 map is for p'anning purposes only.
IIs not adequate for legal boundary definition regulatory
interpretation, or parcoltevel analyses

TOWN OF WATERFORD
CAPITAL PROJECT REQUEST FORM
2027-2031 FISCAL YEAR REQUEST
——————— 
——
DEPARTMENT/AGENCY 
CONTACT PERSON
Public Works 
Gary J, Schneider
PROJECT NAME 
DEPARTMENT PRIORITY
Concrete Curb Replacement - Millstone East 
4
DESCRIPTION AND JUSTIFICATION (describe the type, purpose & anticipated accomplishments of the project)
Deteriorated sections of concrete curbing in the Millstone East Neighborhood must be replaced before the road can be
resurfaced. The curbing has spalled to a point where steel rebar is being exposed and is becoming a hazard to tires or the
walking public, Patching the spalled concrete is not cost effective as the water and salt has already reached the untreated
steel and the spalling will continue until all affected sections have been removed, Modern concrete mixes are formulated
to stand up to salt (chlorides) intrusion. It is proposed that this project be funded multi-year allowing the pavement to be
addressed in FY 2030, Gunshot, Lanyard Lane, Race Rock, Windward Way and Millstone Road East.
PROJECT STATUS IF IN PROGRESS
None
LIST OTHER PROJECTS WITHIN YOUR DEPARTMENT OR ANOTHER DEPARTMENT THAT WILL BE IMPACTED BY THIS
REQUEST
Paving of the roads will be held off until the curbing condition is addressed.
DESCRIBE THE IMPACT ON DEPARTMENT OPERATING BUDGET (include cost estimate If applicable)
Minor impact, Current practice is just to make the condition safe.
GRANT FUNDING/OTHER FUNDING, If applicable (detailed explanation of grant/other funding, including the amount,
source of funding, status, town match, if any, Attach award letter If available)
None
ATTACH PLAN ESTIMATE, SERVICE AREA MAP AND/OR OTHER SUPPORTING DOCUMENTATION (if none, simply state that
in the area below)
See attached expanded narrative, map
COST/FUNDING SOURCE
APPROVED
FUNDING TO
FUNDING SOURCE 
DATE 
FY2027 
FY2028 
FY2029 
FY2030 
FY2031
Current Year Capital
Utility Budget/Sewer Cap Maint Fund
Transfer to CNR 
400,000 
400,000
Short/Long-term Bonds
alulelwir
LoCiP (detail in section 5 above)
CNR Undesignated Fund Balance
Federal/State Grants (detail in section
5)
Other Funding (detail in section 5
above)
TOTALS
400,000 
0} 
400,000 
0 
0 |

Ay PUBLIC WORK
WATERFOR
To: 
File
From: 
Gary Schneider, Director of Public Works
Date: 
December 16, 2025
Re: 
Concrete Curb Replacement — Millstone East
This project supports surface transportation projects, which encompass roads, street accessories,
sidewalks, and bridges. The objective is to provide safe, attractive, and efficient public transportation
ways and infrastructure systems that support them.
Curbing is used to define the paved section of the right of way and is a component of the formal
drainage system.
Our existing roadside cur