HomeMy WebLinkAboutPWC Agenda 2023-08-15 and packet
AGENDA
PUBLIC WORKS COMMITTEE
August 15, 2023, 9:00 a.m.
ZOOM Link:
https://us06web.zoom.us/j/81695207215
1. Approval of Minutes
a. June 20, 2023
2. Member Comments/Concerns
a. Consider Modifications to Agenda
3. Northeast I & I Study presentation - Dan
4. PWF MEP Study presentation – Dan
5. #178 Kendall Ave. -closed drainage request (DPW) – Slater
6. Northeast Dog Park Petition – Slater
7. Green Fleet Policy 2023 – Slater /Swartwood
8. Project Updates
a) Game Farm Road Parking Expansion Update – Slater
b) Streetlight Project / Draft Policy Update/Discussion – DePaolo
c) Paving Project – updates
9. Communication
a) Route 13A Speed Reduction Request – Denial
b) Townline bridge grant
Future Agenda Items:
• Snow Removal Policy
• Long-Term Stormwater Maintenance
• Infrastructure upgrade related to development policy (who pays)
TOWN OF ITHACA
INFILTRATION & INFLOW STUDY
NORTHEAST SANITARY SEWER SYSTEM
EXECUTIVE SUMMARY
Town of Ithaca, Tompkins County, New York
Prepared for:
TOWN OF ITHACA
Department of Public Works
114 Seven Mile Drive
Ithaca, NY 14850
Prepared by:
LARSON DESIGN GROUP
8836 State Route 434
Apalachin, NY 13732
Project No. 9418-004
August 2023
TABLE OF CONTENTS
Tab 1 Introduction
Tab 2 Flow Analysis and Methodology
Tab 3 Conclusions and Recommendations
Tab 4 Exhibits
A: Temporary Flow Meter Locations
Appendices
1: System Statistics Overview Table
2: Precipitation Data
3: Flow Monitoring Graphs
4: Infiltration Graphs
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Executive Summary
SECTION 1. INTRODUCTION
1.1 – Purpose
The Town of Ithaca manages and operates a geographically diverse portfolio of sanitary sewer
infrastructure. A Townwide Sanitary Sewer System Study was completed by Larson Design Group (LDG) in
2018/19, which included the creation of a comprehensive geographic information system (GIS) database
of existing infrastructure, an evaluation of the ability of existing infrastructure to meet current and
projected future demands, and recommendations based on system deficiencies for both existing and
future needs. One recommendation presented in the Townwide Sanitary Sewer System Study report was
a comprehensive infiltration and inflow study across the entire collection system, prioritizing areas that
appeared to be most impacted by infiltration and inflow as well as key areas aligned with the Town’s
future development plans. In response, the Town of Ithaca teamed with LDG to conduct an infiltration
and inflow study across the Northeast sanitary sewer collection system.
The purpose of this study was to:
1. collect, compile, and analyze sanitary sewer flow, rain, and metered water use data within
subareas of the Northeast collection system in order to determine the quantity of I&I within each
subarea, and
2. provide procedures and instructions on how the metered volumes were analyzed in order to
duplicate the process once areas have been remediated/repaired to identify cost, value, and
effectiveness of the rehabilitation.
This Executive Summary provides the background, methodology, results, and recommendations
generated from this study.
1.2 – Background
The Town of Ithaca is a single townwide benefited area that owns and maintains approximately 68 miles
of 6” to 15” gravity sewer main, approximately 9,500 linear feet (LF) of 4” to 8” sewer force main,
approximately 1,720 sewer manholes, and 11 sewer pump stations. Together, these systems convey
approximately 2.3 million gallons per day (MGD) of sewage. A majority of the wastewater generated
within the Town is treated at the Ithaca Area Wastewater Treatment Facility (IAWWTF), with the
exception of wastewater generated in the northeast portion of the Town, which is treated at the Village
of Cayuga Heights Wastewater Treatment Plant (WWTP). A more detailed description of each collection
system can be found in the 2019 Townwide Sanitary Sewer System Study Report completed by LDG.
The Northeast system is comprised of approximately 325 manholes and 76,747 linear feet of gravity
sewer, almost entirely 8” diameter with a few small sections of 6” and 10” diameter. A majority of the
system was installed prior to the 1980’s and is composed of asbestos cement pipe. There are
approximately 715 customers with 708 of the customers being residential users. Some notable large users
are BOCES and the Ithaca City School District. A medical office campus and commercial entities flow into
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Executive Summary
the system from the village of Lansing. All systems discharge to the village of Cayuga Heights and is then
conveyed to their plant where it is treated before discharging to Cayuga Lake. Some private collection
systems are located within the system.
As part of the 2018/19 Townwide Sanitary Sewer System Study, flow monitoring of the Northeast system
was conducted from October 3 – October 30, 2018. This flow metering was conducted by CPE using
Teledyne ISCO 2160 LaserFlow area velocity modules. Summary statistics from the October 2018 flow
monitoring are presented in Table 1.1.
Note: In the 2018/19 Study, different meter nomenclatures were used compared to the current Northeast
Study. As such, the meter numbers in Table 1.1 have been updated to match the current 2023 Northeast
System Study.
Table 1.1. October 2018 Flow Monitoring
Meters 1 & 2 Meter 3 Meter 4 Meter 5
Average Flow
361,240 54,484 2,647 5,289 gpd
251 38 2 4 gpm
Peak Flow 916 102 104 43 gpm
Average Dry Flow
317,589 45,465 2,150 4,453 gpd
221 32 1 3 gpm
Peak Dry Flow 434 79 33 31 gpm
4Q_2018 Avg Daily Water Use
87,632 6,448 6,095 8,018 gpd
60.9 4.5 4.2 5.6 gpm
Dry Weather Accounted for Flow 28% 14% - -
Wet Weather Peaking Factor 4.15 3.23 69.66 13.91
Dry Weather Peaking Factor 1.97 2.50 22.10 10.02
Infiltration 159.7 27.1 0.0 0.0 gpm
229,968 39,024 0 0 gpd
Peak Inflow* 964 52 33 31 gpm
Existing Domestic Peak Flow 274 73 36 32 gpm
*Based on a single 0.8 in precipitation event
gpm = gallons per minute
gpd = gallons per day
Based on this Townwide study, it was determined that the Northeast collection system experiences
significant infiltration and inflow (I&I).
As a first step in investigating I&I, the Northeast collection system was divided into fifteen (15) subareas
in order to measure the quantity of I&I within various sections of the system. Refer to Exhibit A for the
location of each subarea. Summary statistics for each subarea are presented in Appendix 1.
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Executive Summary
Infiltration and inflow (I&I) are referred to as clear water that unintentionally enters a wastewater
collection system. According to the American Public Works Association, inflow occurs when groundwater
and stormwater enter a sanitary sewer system through private and public defects within or unauthorized
connections to the collection system, such as storm sewer cross-connections, leaking manhole covers,
downspouts, sump pumps, driveway/garage drains, and streams. Infiltration happens when groundwater
enters a sewer system through deficiencies in existing infrastructure, such as tree root intrusion and
cracks/voids in sewer laterals, sewer mains, and manhole structures. When I&I are present in a sanitary
sewer collection system, treatment plants become less efficient and systems become strained, thus
introducing additional costs to operate the sanitary sewer system. Figure 1.1 shows common examples
of inflow and infiltration.
Figure 1.1. Common Sources of Inflow and Infiltration
Figure obtained from the American Public Works Association.
Because sanitary sewer collection systems are primarily underground, it can be difficult to identify and
categorize the various types of flows within the system. Numerous techniques and procedures have been
developed over the years to determine the condition of a collection system and estimate the types of flow
that are conveyed. This study utilized simultaneous metering of connected subareas in attempt to
quantify and compare the magnitude of I&I in various portions of the system and therefore target
additional investigation in portions of the system that are generating the greatest extraneous flows.
Several additional methods used to identify sources of infiltration and inflow are discussed in a later
section of this report.
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Executive Summary
SECTION 2. FLOW ANALYSIS AND METHODOLOGY
2.1 – Flow Monitoring
A flow study was conducted across the entire Northeast collection system in order to obtain metered
sanitary sewer flows that could be compared to metered customer water use data and upstream meter
locations. Koester Associates (KAI) was subcontracted to conduct flow metering at 15 locations over the
time period from May 17 through June 23, 2023. For the purpose of this study, flow monitors were
installed at the approximate discharge point for each of the fifteen (15) subarea systems. See Table 2.1
for the meter type and monitoring location for each subarea. Temporary flow metering locations are
presented in Exhibit B.
Table 2.1. Subarea Monitoring Locations and Meter Types
Subarea Monitoring Location Meter Type
1 Hanshaw 10 HACH FLO-DAR
2 Hanshaw BL W 05 HACH FLO-DAR
3 Meter 7 HACH FLO-DAR
4 Simsbury 20 HACH FLO-DAR
5 Winthrop 30 HACH FLO-DAR
6 Burleigh 15 HACH FLO-DAR
7 Uptown 10 HACH FLO-DAR
8 Hanshaw BL W 40 HACH FLO-DAR
9 Kay 05 HACH FLO-DAR
10 Hanshaw 70 HACH FLO-DAR
11 Hanshaw 90 HACH FLO-DAR
12 Muriel BL 05 HACH FLO-DAR
13 Salem Dr 05 HACH FLO-DAR
14 Salem Dr 35 HACH FLO-DAR
15 Sanctuary 05 HACH FLO-DAR
HACH Flo-Dar non-contact area velocity flow meters were used at all fifteen (15) of the flow monitoring
locations. The flow monitor sensors combine advanced Digital Doppler Radar velocity sensing technology
with ultrasonic pulse echo depth sensing to remotely measure open channel flow. By measuring the
velocity of the fluid from above, this technology eliminates accuracy problems inherent with submerged
sensors including sensor disturbances, high solids content and distribution of reflectors. KAI also provided
a portable rain gauge to collect and log local rain gauge data.
Level, velocity and flow rate data were recorded in 5-minute intervals at all metering locations. Flow rates
were then calculated by Flo-Dar metering software based on the geometry of the pipe.
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Executive Summary
A desktop evaluation was conducted on all data generated by the flow study. Summary statistics were
calculated for each set of flow data to determine the following statistics over the course of the monitoring
period:
· The average domestic flow was calculated from metered water use for all users within the
subareas, which coincided with the sewer metering period. See discussion in Section 2.2.
· The average flow was the average metered sanitary sewer flow (gallons per minute, gpm) that
occurred over the duration of the flow monitoring period.
· The peak flow was the maximum metered sanitary sewer flow (gpm) that occurred over the
duration of the flow monitoring period.
· The minimum flow was the minimum metered sanitary sewer flow (gpm) that occurred over the
duration of the flow monitoring period.
· Average dry weather flow was the average sanitary sewer flow (gpm) over the period from May
24 – June 09, 2023. No significant rainfall was recorded within or immediately prior to this period.
As such, sewer flow recorded during this time period is considered to not be influenced by wet
weather events.
Summary statistics are included in Appendix 1. Daily rainfall gauge data was obtained from both a rain
gauge provided by KAI and from the Northeast Regional Climate Center (NRCC) via their ‘Ithaca Cornell
University NY US USC00304174’ station. Any storm event that produced greater than 0.18-inches of
precipitation was plotted on the flow trends to provide an indication of the timing of significant rain events
in relation to flow variations. A copy of precipitation records is included in Appendix 2. Study of rainfall
duration and intensity was outside of the scope of this study. Flow charts were generated for each
metering location and are presented in Appendix 3. Summary statistics and precipitation data are
included on each flow chart.
2.2 - Existing Customer Water Use Data
Using the Northeast collection system mapping, metered water use data, and metered sanitary sewer
flow data, a sanitary sewer system evaluation was conducted to estimate the amount of inflow and
infiltration experienced by each subarea in order quantify and categorize the various types of flow across
the Northeast collection system. The methodology used to evaluate domestic flows based on the existing
user base is discussed in this section.
Metered water use data was utilized to estimate existing sewage generation from each parcel served by
the Northeast sanitary sewer infrastructure. All of the water use data utilized in this study was provided
by the Southern Cayuga Lake Intermunicipal Water Commission, also referred to as Bolton Point. Bolton
Point is a commission made up of five member municipalities that operates the drinking water system
that serves the area surrounding the City of Ithaca and is responsible for all water metering across its
service area. Bolton Point provided water meter data that coincided with the sewer metering timeframe
(5/17/30 through 6/23/23) for all Town sanitary sewer customers. In addition to water consumption data,
each customer record provided by Bolton Point included an account number, name, address, parcel
TOWN OF ITHACA - - 6 - - NORTHEAST I&I INVESTIGATION August 2023 Executive Summary number, and other various attributes. Data was provided in excel format and was analyzed based on GIS parcel data obtained from Tompkins County. To evaluate the water consumption data based on each subarea, the parcel numbers associated with each Bolton Point water account were matched to the corresponding meter sub areas. Summary statistics were generated through a direct comparison between the sewer customer data and flow monitoring results from each subarea. Subarea-specific variables are included in Appendix 1. 2.3 - Infiltration and Inflow Analysis To evaluate the magnitude of infiltration and inflow in each subarea, flow monitoring data was analyzed and compared to metered water use data for each subarea. It was assumed that all unaccounted-for flow (i.e., metered sanitary sewer flow in excess of metered water use) is extraneous flow resulting from infiltration and inflow. Infiltration + Inflow = Avg Flow (Metered Sanitary Flow) – Avg Domestic Flow (Metered Water Use) An illustration of this relationship, using a theoretical flow curves is presented in Figure 2.1. Figure 2.1. Inflow and Infiltration Calculation Figure For subareas that receive flow from an upstream subarea, metered sewer flow for the given subarea was compared to the metered flow at the most upstream subarea plus domestic flow from the given subarea. Graphs comparing metered sanitary sewer flow to the sum of local domestic flow and metered flow from the most upstream meter are included as Appendix 4. 0204060801001201401600:00 12:00 0:00 12:00 0:00 12:00 0:00 12:00 0:00Flow (gpm)Domestic Flow_gpmDomestic + Infiltration_gpmMetered flowDomestic_Avg_gpmDry_Average_gpmAvg Metered flowInfiltrationInflow
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Executive Summary
INFILTRATION
As noted in Section 1, Infiltration is considered extraneous water that enters a sewer system through
deficiencies in existing infrastructure, such as tree root intrusion and cracks/voids in sewer laterals, sewer
mains, and manhole structures. For the purposes of this study, infiltration is considered to originate
primarily from groundwater and therefore does not result from wet weather events. It is assumed that
infiltration is generally consistent over a 24-hour period through both wet and dry weather periods. For
terminal subareas without upstream flow meters locations, infiltration was considered as the difference
between the average dry weather metered flow and the average domestic flow.
Infiltration = Average Dry Flow – Average Domestic Flow
For subareas that receive flow from an upstream subarea, infiltration was considered as the difference
between the average dry weather metered flow of the local subarea and the sum of the dry weather
metered flow from the most upstream manhole and the average domestic flow within the local subarea.
Infiltration = Average Dry Flow – (Average Upstream Dry Flow + Average Domestic Flow)
A 17-day period from May 24 through June 9, 2023 was used to calculate the average dry flow for each
subarea. No significant rainfall was recorded within or immediately prior to this period. As such, sewer
flow recorded during this time period is considered to not be influenced by wet weather events.
INFLOW
As noted in Section 1, inflow occurs when extraneous water enters a sanitary sewer system through
private and public defects within or unauthorized connections to the collection system, such as storm
sewer cross-connections, leaking manhole covers, downspouts, sump pumps, driveway/garage drains,
and streams. For the purposes of this study, inflow is considered extraneous flow that results from wet
weather events. It is assumed that inflow only occurs as a result of a significant precipitation event. The
study of rain intensity/duration versus inflow was outside of the scope of this study and would require a
more detailed and extensive rain data set. This study considered relative inflow across each sub area by
comparing the total metered flow to the average domestic flow and the calculated infiltration.
For terminal subareas without upstream flow meters locations, inflow was considered as the difference
between the overall average metered flow and the sum average domestic flow and the calculated
infiltration.
Inflow = Average Flow – (Average Domestic Flow + Infiltration)
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Executive Summary
For subareas that receive flow from an upstream subarea, inflow was considered as the difference
between the overall metered flow and the sum of the average domestic flow, calculated local infiltration,
and upstream metered flow.
Inflow = Average Flow – (Average Domestic Flow + Infiltration + Average Upstream Flow)
EXAMPLES
The following examples are provided to illustrate the infiltration and inflow calculations used:
Terminal Subarea Example: Subarea 4
Average Flow (over entire monitoring period, including wet weather events): 19,227 gpd (13.4 gpm)
Average Dry Flow (excluding wet weather events): 14,216 gpd (9.9 gpm)
Average Domestic Flow (based on metered water use for Subarea 4): 7,116 gpd (4.9 gpm)
Infiltration = Average Dry Flow – Average Domestic Flow
Infiltration = 14,216 gpd – 7116 gpd = 7,100 gpd [all negative values rounded to 0]
Inflow = Average Flow – (Average Domestic Flow + Infiltration)
Inflow = 19,227 gpd – (7,116 gpd + 7,100 gpd) = 5,011 gpd
Subarea with Upstream Meter Example: Subarea 6
Average Flow (over entire monitoring period, including wet weather events): 85,862 gpd (59.6 gpm)
Average Dry Flow (excluding wet weather events): 77,484 gpd (53.8 gpm)
Average Domestic Flow (based on metered water use for Subarea 6): 27,693 gpd (19.2 gpm)
Average Upstream Flow (Subarea 7): 13,000 gpd (9.0 gpm)
Average Upstream Dry Flow (Subarea 7): 9,909 gpd (6.9 gpm)
Infiltration = Average Dry Flow – (Average Upstream Dry Flow + Average Domestic Flow)
Infiltration = 77,484 gpd – (9,909 gpd + 27,693) gpd = 39,882 gpd
Inflow = Average Flow – (Domestic Flow + Infiltration + Average Upstream Flow)
Inflow = 85,862 gpd – (27,693 gpd + 39,882 gpd+ 13,000 gpd) = 5,285 gpd
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Executive Summary
SECTION 3. CONCLUSIONS AND RECOMMENDATIONS
3.1 – Calculated Infiltration and Inflow
Table 3.1 provides a summary of total calculated infiltration and inflow for each subarea.
Table 3.1. Infiltration and Inflow Summary Table
Subarea: Metering MH: Avg Dry Flow Infiltration Avg Inflow
gpd gpd % gpd/ft gpd % gpd/ft
1 Hanshaw 10 2,655 1,393 52% 0.9 179 7% 0.1
3 Meter 7 7,126 760 11% 0.2 1,206 17% 0.3
4 Simsbury 20 14,216 7,100 50% 1.6 5,011 35% 1.1
5 Winthrop 30 67,324 56,494 84% 16.2 10,681 16% 3.1
7 Uptown 10 9,909 0 0% 0.0 0 0% 0.0
6 Burleigh 15 77,484 39,882 51% 11.9 5,285 7% 1.6
15 Sanctuary 05 14,744 2,310 16% 0.4 3,517 24% 0.6
14 Salem Dr 35 30,079 0 0% 0.0 0 0% 0.0
13 Salem Dr 05 100,861 58,195 58% 9.9 6,198 6% 1.1
12 Muriel BL 05 15,824 5,980 38% 0.8 3,773 24% 0.5
11 Hanshaw 90 180,054 57,655 0% 10.8 5,043 0% 0.9
10 Hanshaw 70 196,646 11,383 0.4% 2.4 2,414 4% 0.5
9 Kay 05 10,778 0 0% 0.0 52 0% 0.0
8
Hanshaw BL W
40 217,261 0 0.4% 0.0 0 4% 0.0
2
Hanshaw BL W
05 210,959 0 0% 0.0 1,955 0% 0.5
Total: 241,153 45,314
Subareas presented in general order from upstream to downstream.
% = % compared to Average Dry Flow
3.2 – Subarea Results and Recommendations
Based on the flow monitoring results and water consumption data, several conclusions regarding the
relative magnitude of infiltration and inflow across each subarea were made. The following section
outlines the general condition of each subarea along with recommendations for additional investigations
to identify sources of extraneous flow.
SUBAREA 1
Subarea 1 consists entirely of residential users along Hanshaw Road, east of the Pleasant Grove Road
Intersection. The collection system consists of asbestos cement main and block manholes installed in the
late 1950’s. Flow monitoring identified significant infiltration (1,393 gpd, or 52% of the dry flow) and an
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Executive Summary
insignificant amount of inflow (179 gpd). It is recommended that the Town investigate sources of
infiltration in this area via CCTV inspection.
SUBAREA 2
Subarea 2 consists of a mix of residential and non-residential users along the southern portion of Siena
Dr. and Blackstone Ave., including St. Catherine of Siena Church. The subarea also includes the west side
of Roat St. along with the area between Hanshaw Rd and Siena Drive. This subarea receives flow from
upstream subarea 8. The collection system in this area consists of asbestos cement main and block
manholes built between 1958 and 1971. Though spikes in flow are observed due to wet weather events
as a result of inflow in upstream subareas, no significant infiltration was measured in subarea 2. Flow
monitoring identified inflow (approx. 1,955 gpd) in this subarea. It is recommended that the Town
investigate sources of inflow in this area via CCTV inspection, smoke testing, property inspections, and/or
additional metering.
SUBAREA 3
Subarea 3 consists entirely of residential users along the northern portion of Blackstone Ave. and Siena
Drive, the east side of Texas Ln, and the entireties of Lisa Lane and Saint Catherine Circle. The collection
system in this area consists of asbestos cement main and precast concrete manholes constructed in
multiple phases between 1960 and 1980. No significant infiltration was measured in this subarea, with
measured average dry weather sanitary flow being very close to average metered water use. Flow
monitoring identified inflow (approx. 1,206 gpd) in this subarea. It is recommended that the Town
investigate sources of inflow in this area via CCTV inspection, smoke testing, property inspections, and/or
additional metering.
SUBAREA 4
Subarea 4 consists of residential users along Simsbury Dr, Brandywine Dr, the western portion of
Christopher Lane and an area between Texas Ln and Simsbury Drive. The collection system in this area
consists of asbestos cement main and precast concrete manholes constructed in the late 1960’s. Flow
monitoring identified significant infiltration (approx. 7,100 gpd) and inflow (approx. 5,011 gpd). It is
recommended that the Town investigate sources of inflow and infiltration in this area via CCTV inspection,
smoke testing, property inspections, and/or additional metering.
SUBAREA 5
Subarea 5 consists of a mix of residential and non-residential users along the east side of Winthrop Dr and
Sandra Pl, including Dewitt Middle School and Northeast Elementary School. The collection system in this
area consists of asbestos cement main and precast concrete manholes constructed in the mid 1960’s.
Flow monitoring identified significant infiltration (approx. 56,005 gpd) and inflow (approx. 10,681 gpd).
Subarea 5 has the 3rd highest measured rate of infiltration and highest measured rate of inflow compared
to the other subareas. It is recommended that the Town investigate sources of inflow and infiltration in
this area via CCTV inspection, smoke testing, property inspections, and/or additional metering.
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SUBAREA 6
Subarea 6 consists primarily of residential and nonresidential users along Burleigh Dr. and south of
Uptown Rd. and includes Warrenwood Apartments, The Church of Jesus Christ of Latter-day Saints and
the Culture House. The collection system in this area consists of asbestos cement main and precast
concrete manholes constructed in the early 1970’s. This subarea receives flow from upstream subarea 7.
Flow monitoring identified significant infiltration (approx. 39,882 gpd) and moderate inflow (approx.
5,285 gpd) in this subarea. It is recommended that the Town investigate sources of inflow and infiltration
in this area via CCTV inspection, smoke testing, property inspections, and/or additional metering.
SUBAREA 7
Subarea 7 consists of residential and nonresidential users along Uptown Rd, Arrowwood Dr. and
Brentwood Dr. Larger users included within the subarea are the Ithaca Swim Club, VA Clinic, Surgicare and
the Convenient Care Center. The Town of Ithaca portion of this collection system in this area consists of
asbestos cement main and precast concrete manholes constructed in the early 1970’s. There is an “off-
site” portion of main in the Village of Lansing that drains to this area. No significant infiltration or inflow
was measured in this subarea. Further I&I investigation is not recommended for this subarea.
SUBAREA 8
Subarea 8 consists of residential users along the south end of Kay St, the entirety of Orchard St, eastern
portion of Roat St and a portion of Hanshaw Rd between Warren Rd and Blackstone Ave. Subarea 8 also
includes the southern portion of Warren Rd and an area south of the Hanshaw and Muriel St intersection.
This subarea receives flow from upstream subarea 9 and 10. The collection system consists of asbestos
cement main, and a mix of block and precast concrete manholes installed in the 1960’s. No significant
infiltration or inflow was measured in this subarea. Further I&I investigation is not recommended for this
subarea.
SUBAREA 9
Subarea 9 consists of a mix of residential and non-residential users along the northern portion of Warren
Rd, the entirety of Christopher Circle and Kay St. A small portion on the eastern side of Christopher Ln is
also included. TST BOCES and the Ithaca Community Childcare are large users of subarea 9. The collection
system consists of asbestos cement main, and of precast concrete manholes installed in the late 1960’s.
No significant infiltration or inflow was measured in this subarea. Further I&I investigation is not
recommended for this subarea.
SUBAREA 10
Subarea 10 consists of residential users along the southern portion of Warren Rd, west of Warren Rd,
Manor St and at the intersection of Warren Rd and Hanshaw Rd. This subarea receives flow from upstream
subarea 11. The collection system consists of asbestos cement main and of precast concrete manholes
installed in the late 1960’s. Flow monitoring identified moderate infiltration (approx. 11,383 gpd) and
inflow (approx. 2,414 gpd) in this subarea. It is recommended that the Town investigate sources of inflow
and infiltration in this area via CCTV inspection, smoke testing, property inspections, and/or additional
metering.
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Subarea 11
Subarea 11 consists of residential users along Hansaw Rd between Warren Rd and Sapsucker Woods Rd,
the south end of Sapsucker Woods Rd, the south end of Salem Dr, Stoney Brook Lane and a portion
between the southern ends of Muriel St and Warren Road. This subarea receives flow from upstream
subarea 12 and 13. The collection system consists of asbestos cement main and precast concrete
manholes installed in the mid 1960’s. Flow monitoring identified significant infiltration (approx. 57,665
gpd) and moderate inflow (approx. 5,043) in this subarea. Subarea 11 has the 2nd highest measured rate
of infiltration compared to the other subareas. It is recommended that the Town investigate sources of
inflow and infiltration in this area via CCTV inspection, smoke testing, property inspections, and/or
additional metering.
Subarea 12
Subarea 12 consists of residential users along Muriel St, Tareyton Dr and west along Muriel St. The
collection system consists of asbestos cement main, and of precast concrete manholes installed in the
mid 1960’s. Flow monitoring identified moderate infiltration (approx. 5,980 gpd) and inflow (approx.
3,773 gpd) in this subarea. It is recommended that the Town investigate sources of inflow and infiltration
in this area via CCTV inspection, smoke testing, property inspections, and/or additional metering.
Subarea 13
Subarea 13 consists of residential users along Sycamore Dr, Maplewood Dr, Birchwood Dr, the east end
of Birchwood Dr N, a portion of Pinewood Pl between Sycamore Dr and Maplewood Dr, and a portion of
Salem Drive between Birchwood Dr and Sycamore Dr. This subarea receives flow from upstream subarea
14. The collection system in this area consists of asbestos cement mains and precast concrete manholes
constructed in multiple phases between 1964 and 1987. Flow monitoring identified significant infiltration
(approx. 58,195 gpd) and moderate inflow (approx. 6,198) in this subarea. Subarea 13 has the highest
measured rate of infiltration and 2nd highest measured rate of inflow compared to the other subareas. It
is recommended that the Town investigate sources of inflow and infiltration in this area via CCTV
inspection, smoke testing, property inspections, and/or additional metering. Focused investigation of
locations where new infrastructure connects to preexisting infrastructure may be useful.
Subarea 14
Subarea 14 consists of residential users along Winston Dr, a portion of Salem Dr between Deerfield Pl and
Birchwood Dr N and the west end of Birchwood Dr N, including the Winston Square Apartments. This
subarea receives flow from upstream subarea 15. The collection system consists of asbestos cement main
and precast concrete manholes installed in the mid 1960’s. No significant infiltration or inflow was
measured in this subarea. Further I&I investigation is not recommended for this subarea.
Subarea 15
Subarea 15 consists of residential users along Sanctuary Dr, Meadowlark Rd, the west end of Cardinal Dr
and Sapsucker Woods Rd between Sanctuary Dr and Cardinal Dr. The collection system in this area consists
of asbestos cement main and precast concrete manholes constructed in the mid 1990’s. Flow monitoring
identified moderate infiltration (2,310 gpd) and inflow (3,517 gpd). It is recommended that the Town
investigate the sources of inflow and identify illicit connections within the system.
TOWN OF ITHACA - - 13 - -
NORTHEAST I&I INVESTIGATION
August 2023
Executive Summary
3.3 – Recommendations for Additional Investigation
It is recommended that the Town utilize the results of this study, along with future development plans in
conjunction with its Capital Improvement Plan, to prioritize further targeted investigation and
infrastructure improvements required to address system deficiencies across the Northeast collection
system. While the results of this study identified the areas impacted most by infiltration and inflow, it is
necessary to identify the sources of I&I experienced by each subarea in order to address the issue. The
following section outlines several methods that can be implemented to identify sources of I&I within the
sanitary sewer collection system.
Manhole Inspections
Routine inspection of manhole structures is an economical approach to identifying sources of I&I in a
collection system. Infiltration and inflow can enter a manhole through numerous defects in the structure
such as compressed or poorly seated butyl rope, failed mortar at joints and risers, displaced frames and
risers, cracks in the structure, and damaged inlet/outlet connections. Common signs that I&I is present
in a manhole include large voids in risers and joints, broken mortar or soil piled on the bench, water
stains/mineral deposits, and root intrusion. If I&I is apparent, there are numerous corrective actions that
can be taken to stop the intrusion. Some common procedures include chemical grouting to seal voids,
cementitious lining of the manhole interior, and replacing the manhole cover, frame, or riser. While there
are a number of sources of inflow and infiltration, US EPA studies report 30% of infiltration occurs at the
manhole structure.
Smoke Testing
Smoke testing involves pumping non-toxic smoke into the sewer main in order to identify illicit
connections to the system. The pressurized smoke travels through the collection system and escapes
through voids such as garage and roof drains, vents, manholes, and storm sewer structures. This test is
useful to pinpoint sources of inflow in a collection system at a reasonable cost to the Town. Once illicit
connections are identified, Town staff can take the measures necessary to remove the connection and
reduce the I&I across the collection system.
Dye Testing
Similar to smoke testing, dye testing involves pumping water mixed with non-toxic dye into the system to
locate intrusion of infiltration and inflow. The dye test can be performed at any connection to the sewer
system, and the cost associated with this procedure is relatively low. Typical testing locations include
downspouts, garage and driveway drains, and storm sewer structures. Once the dyed water is introduced,
the downstream sewer manhole is monitored to observe for dyed water. Dye testing is typically used to
confirm illicit connections that have been identified by other methods such as property inspections and
smoke testing. It is often times useful to perform this procedure in combination with a CCTV inspection.
Closed Circuit Television Inspection (CCTV)
CCTV inspection allows for an in-depth review of gravity sewer mains and can provide a detailed
assessment of infrastructure condition and help identify illicit connections. A small camera travels down
TOWN OF ITHACA - - 14 - -
NORTHEAST I&I INVESTIGATION
August 2023
Executive Summary
the length of a gravity main and provides video footage that can be used to identify imperfections in the
pipe as well as lateral connections to the main. Any defects identified in the CCTV inspection can then be
repaired by means of cured-in-place piping (CIPP), chemical grouting, open cut replacement, etc. based
on the severity of the defect. Additionally, all lateral connections can be documented and reviewed to
ensure there are no illicit connections present in the section of gravity main.
Private Property Inspection
Identifying and correcting sources of infiltration and inflow outside town-owned infrastructure can
significantly reduce the amount of clear water entering a collection system. While it can be difficult to
determine if a downspout or drain discharges flow into the system, this method can be useful as an initial
step in identifying potential illicit connections. Other methods such as smoke or dye testing can then be
used to confirm the connection to the sewer system.
Additional Flow Monitoring
Additional flow monitoring can be beneficial to determine the locations where infiltration and inflow are
present in a collection system. Isolating specific areas that appear to be most impacted by I&I and
collecting additional flow data across numerous points of the area can help trace the source of clear water
back to its origin.
TOWN OF
DRYDEN
VILLAGE OF
LANSING
TOWN OF
ITHACAVILLAGE
OF CAYUGA
HEIGHTS
Map Sheet 1
Map Sheet 2 Map Sheet 3
Map Sheet 4
Map Sheet 5
Map Sheet 6
Map Sheet 7 Map Sheet 8
B u rleigh D rSheldon Rd
Hanshaw RdBrentwood DrSie
n
a
D
r
Sanctuary Dr
BluegrassLnTareyton DrT
e
x
a
s
L
n
Pleasant
Grove
Rd
Lisa Pl Winston CtWinston Ct
Birchwood Dr
Birchwood Dr N
Winthrop
Dr
Sapsucker Woods RdRocky Ln
Sheraton Dr
Lisa LnLowellPlUpland Rd ESalem DrPinewood PlDeerfield Pl
BlackstoneAveBrandywine DrTexasLn ExtKayStTareyton DrWinthrop PlSandraPlRoat St Orchard StWarren RdChristopher Ln
Rose Hill Rd
PleasantGroveLn Winston DrCinema DrConcord PlTexas Ln
Sycamore Dr
Maplewood Dr
Cardinal Dr
Lexington Dr
Cambridge PlArrowwood Dr
Simsbury Dr
Briarwood DrMuriel StMeadowlark RdWarwick PlSai
n
t
C
a
t
h
e
r
i
n
e
C
i
rRandolph RdUptown Rd
Christopher Cir
Fr
e
e
s
e
R
d
1 (10")
2 (10")
3 (8")
4 (8")
5 (8")
6 (8")
7 (8")
8 (10")
9 (8")
10 (8")11 (8")
12 (8")13 (8")
14 (8")
15 (8")
New York State, Maxar, Microsoft
Temporary Meter Locations
Map Sheets
Roads
Gravity Mains by Subarea
Not included
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
0 0.50.25 Miles
Map prepared by Town of Ithaca
Engineering, January 30 2023, with
data from Town of Ithaca andTompkins County GIS. All locations
and boundaries are approximate.
Town of Ithaca Northeast Sewer
Appendix 1: System Statistics Overview Table
Subarea 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Metering Manhole Hanshaw 10 Hanshaw BL
W 05 Meter 7 Simsbury 20
Winthrop
30 Burleigh 15 Uptown 10
Hanshaw BL
W 40 Kay 05 Hanshaw 70 Hanshaw 90
Muriel BL
05 Salem Dr 05 Salem Dr 35 Sanctuary 05
Number of Manholes*
8 18 17 16 14 15
Unknown,
outside study
area
24 35 22 21 33 24 24 25 296
Gravity Main (ft)*1,481 3,923 4,214 4,511 3,497 3,358 4,754 6,068 7,158 4,763 5,356 7,395 5,864 5,627 5,975 73,944
Date Constructed Late 1950's 1958-1971 1960-1980 Late 1960's Mid 1960's Early 1970's Unknown 1960's Late 1960's Late 1960's Mid 1960's Mid 1960's 1964-1987 Mid 1960's Mid 1990's
Large customers None None None None
Dewitt
Middle
School,
Northeast
Elementary
School
Warrenwood
Apartments
Ithaca Swim
Club, Cayuga
Medical
Center
None
TST BOCES,
Ithaca
Community
Childcare
None None None None
Winston
Square
Apartments
Cornell Lab of
Ornithology
Customer Stats
# Customers (Accts)10 36 52 57 51 34 9 50 60 41 47 78 86 81 69 761
# Res Customers 10 35 52 57 48 32 1 50 48 41 43 76 86 63 58 700
# Non-Res Customers 0 1 0 0 3 2 8 0 12 0 4 2 0 18***11 43
Avg Daily Water Use_gpd 1,262 6,039 6,366 7,116 10,829 27,693 14,543 6,644 12,631 5,225 5,861 9,844 12,589 15,429 12,434 154,505
Avg Daily Water Use_gpm 0.9 4.2 4.4 4.9 7.5 19.2 10.1 4.6 8.8 3.6 4.1 6.8 8.7 10.7 8.6 107.3
May-June 2023 Flow Monitoring
5/17- 6/23 Avg Flow (gpd)2,835 238,299 8,332 19,227 78,005 85,862 13,001 230,271 12,683 216,288 197,273 19,597 109,183 32,204 18,261
Avg Dry Weather Flow (gpd)**2,655 210,959 7,126 14,216 67,324 77,484 9,909 217,261 10,778 196,646 180,054 15,824 100,861 30,079 14,744
Avg Dry Weather Flow (gpm)1.8 146 4.9 9.9 46.8 53.8 6.9 150.9 7.5 136.6 125.0 11.0 70.0 21 10.2
Peak Flow (gpm)28.4 617.9 70.8 204.6 172.9 211.9 93.1 499.4 118.2 474.1 422.9 103.7 275.2 140.1 135.2
Minimum Flow (gpm)0.1 42.1 0.6 0.0 14.0 26.0 3.6 40.8 0.1 31.6 61.3 1.0 22.9 2.8 2.0
***Consists of 18 town homes designated as commercial by Bolton Point
Total:
**Based on 5/24 through 6/09
Town of Ithaca
Northeast Sewer System I&I Study
Sanitary Sewer System Statistics
*Statistics include both Private and Town-owned infrastructure
Page 1 of 1
Larson DesignGroup«
Your Vision.Made Real.
Appendix 2: Precipitation Data
ITHACA CORNELL UNIV, NY - May 2023
Date Maximum
Temperature
Minimum
Temperature
At Obs
Temperature
Average
Temperature
Avg
Temperature
Departure
Precipitation Snowfall Snow
Depth
1-May 55 42 43 48.5 -2.1 1.73 0 0
2-May 53 37 41 45 -6 0.04 0 0
3-May 49 37 38 43 -8.4 0.23 0 0
4-May 49 38 42 43.5 -8.3 0.06 0 0
5-May 52 37 43 44.5 -7.6 0.03 0 0
6-May 59 33 39 46 -6.5 0 0 0
7-May 64 36 40 50 -2.8 0 0 0
8-May 72 40 47 56 2.8 0.16 0 0
9-May 64 35 43 49.5 -4 0 0 0
10-May 59 33 38 46 -7.9 0 0 0
11-May 66 38 45 52 -2.2 0 0 0
12-May 75 45 54 60 5.5 0 0 0
13-May 80 47 51 63.5 8.7 0 0 0
14-May 70 35 43 52.5 -2.7 0 0 0
15-May 55 32 36 43.5 -12 0 0 0
16-May 70 36 45 53 -2.8 0 0 0
17-May 74 38 39 56 -0.1 0 0 0
18-May 47 25 29 36 -20.4 0 0 0
19-May 65 29 51 47 -9.7 0 0 0
20-May 70 51 56 60.5 3.5 0 0 0
21-May 67 45 49 56 -1.3 0.18 0 0
22-May 69 41 46 55 -2.6 Trace 0 0
23-May 67 40 45 53.5 -4.4 0 0 0
24-May 77 45 56 61 2.8 0 0 0
25-May 70 31 40 50.5 -8 0.01 0 0
26-May 57 30 36 43.5 -15.3 0 0 0
27-May 67 33 44 50 -9 0 0 0
28-May 75 40 49 57.5 -1.8 0 0 0
29-May 81 41 49 61 1.4 0 0 0
30-May 84 49 59 66.5 6.6 0 0 0
31-May 82 55 60 68.5 8.3 0 0 0
Sum 2044 1194 ---2.44 0 -
Average 65.9 38.5 -52.2 -3.4 --0
Normal 67.3 44 -55.6 -3.2 0 -
ITHACA CORNELL UNIV, NY - June 2023
Date Maximum
Temperature
Minimum
Temperature
At Obs
Temperature
Average
Temperature
Avg Temperature
Departure Precipitation Snowfall Snow
Depth
1-Jun 86 51 58 68.5 8 0 0 0
2-Jun 86 50 57 68 7.2 0 0 0
3-Jun 88 55 62 71.5 10.4 0 0 0
4-Jun 73 39 46 56 -5.4 0 0 0
5-Jun 67 40 51 53.5 -8.2 0 0 0
6-Jun 70 45 49 57.5 -4.5 0.05 0 0
7-Jun 63 41 41 52 -10.3 0 0 0
8-Jun 61 41 49 51 -11.6 Trace 0 0
9-Jun 57 44 49 50.5 -12.4 0.04 0 0
10-Jun 63 45 48 54 -9.2 0.2 0 0
11-Jun 75 47 52 61 -2.5 0 0 0
12-Jun 81 52 69 66.5 2.7 0 0 0
13-Jun 73 52 56 62.5 -1.5 0.73 0 0
14-Jun 71 53 54 62 -2.3 0.12 0 0
15-Jun 66 54 56 60 -4.6 0.95 0 0
16-Jun 74 56 57 65 0.1 0.02 0 0
17-Jun 60 56 56 58 -7.1 0.85 0 0
18-Jun 71 50 52 60.5 -4.9 0 0 0
19-Jun 73 47 54 60 -5.6 0 0 0
20-Jun 79 54 62 66.5 0.6 0.05 0 0
21-Jun 79 55 62 67 0.9 Trace 0 0
22-Jun 77 47 55 62 -4.4 0 0 0
23-Jun 77 55 67 66 -0.6 0 0 0
24-Jun 75 65 66 70 3.2 0.26 0 0
25-Jun 79 64 67 71.5 4.5 0.01 0 0
26-Jun 83 65 68 74 6.8 1.07 0 0
27-Jun 80 61 65 70.5 3.1 2.28 0 0
28-Jun 80 61 61 70.5 2.9 0.27 0 0
29-Jun 62 55 58 58.5 -9.3 0.03 0 0
30-Jun 77 54 68 65.5 -2.4 0 0 0
Sum 2206 1554 ---6.93 0 -
Average 73.5 51.8 -62.7 -1.9 --0
Normal 75.7 53.4 -64.6 -3.98 0 -
Storm Events Used (Combined)Storm Events per Koester Rain Gauge
Date Precipitation Date Precipitation
5/18/2023 0.57 5/18/2023 0.57
5/21/2023 0.18 5/20/2023 0.01
5/23/2023 0.20 5/23/2023 0.2
6/13/2023 0.73 6/12/2023 0.02
6/14/2023 0.33 6/14/2023 0.33
6/15/2023 0.95 6/16/2023 0.05
6/17/2023 0.85 6/22/2023 0.12
Date Precipitation
5/21/2023 0.18
5/25/2023 0.01
6/6/2023 0.05
6/9/2023 0.04
6/10/2023 0.2
6/13/2023 0.73
6/14/2023 0.12
6/15/2023 0.95
6/16/2023 0.02
6/17/2023 0.85
6/20/2023 0.05
Storm Events per Cornell Rain Gauge
Precipitation Data
Appendix 3: Flow Monitoring Graphs
28.411.970.061.840.000.250.500.751.0001020305/14 5/19 5/24 5/29 6/3 6/8 6/13 6/18 6/23Precip (in/day)Flow (GPM)Subarea 1 - Hanshaw 10Inst. FlowMaxAverageMinAverage_DryPrecip
70.835.794.950.000.250.500.751.00010203040506070805/14 5/19 5/24 5/29 6/3 6/8 6/13 6/18 6/23Precip (in/day)Flow (GPM)Subarea 3 - Meter 7Inst. FlowMaxAverageMinAverage_DryPrecipm
204.52
13.35
9.87
0.00
0.25
0.50
0.75
1.00
0
25
50
75
100
125
150
175
200
225
5/14 5/19 5/24 5/29 6/3 6/8 6/13 6/18 6/23 Precip (in/day)Flow (GPM)Subarea 4 - Simsbury 20
Inst. Flow
Max
Average
Min
Average_Dry
Precip
Illill II[.Iin iimavriH 'f i i i i i i i .
172.8654.1746.750.000.250.500.751.0002550751001251501755/14 5/19 5/24 5/29 6/3 6/8 6/13 6/18 6/23Precip (in/day)Flow (GPM)Subarea 5 - Winthrop 30Inst. FlowMaxAverageMinAverage_DryPrecip
93.059.033.636.880.000.250.500.751.0002550751005/14 5/19 5/24 5/29 6/3 6/8 6/13 6/18 6/23Precip (in/day)Flow (GPM)Subarea 7 - Uptown 10Inst. FlowMaxAverageMinAverage_DryPrecip
211.8859.6325.9653.810.000.250.500.751.0002550751001251501752002255/14 5/19 5/24 5/29 6/3 6/8 6/13 6/18 6/23Precip (in/day)Flow (GPM)Subarea 6 - Burleigh 15Inst. FlowMaxAverageMinAverage_DryPrecip
135.15
12.68
1.95
10.24
0.00
0.25
0.50
0.75
1.00
0
25
50
75
100
125
150
5/14 5/19 5/24 5/29 6/3 6/8 6/13 6/18 6/23 Precip (in/day)Flow (GPM)Subarea 15 - Sanctuary 05
Inst. Flow
Max
Average
Min
Average_Dry
Precip
140.1222.362.7620.890.000.250.500.751.0002550751001251505/14 5/19 5/24 5/29 6/3 6/8 6/13 6/18 6/23Precip (in/day)Flow (GPM)Subarea 14 - Salem Dr 35Inst. FlowMaxAverageMinAverage_DryPrecip
275.1875.8222.8670.040.000.250.500.751.0002550751001251501752002252502753005/14 5/19 5/24 5/29 6/3 6/8 6/13 6/18 6/23Precip (in/day)Flow (GPM)Subarea 13 - Salem Dr 05Inst. FlowMaxAverageMinAverage_DryPrecip
103.6713.610.9810.990.000.250.500.751.0002550751001255/14 5/19 5/24 5/29 6/3 6/8 6/13 6/18 6/23Precip (in/day)Flow (GPM)Subarea 12 - Muriel BL 05Inst. FlowMaxAverageMinAverage_DryPrecip
422.87137.0061.25125.040.000.250.500.751.000501001502002503003504004505/14 5/19 5/24 5/29 6/3 6/8 6/13 6/18 6/23Precip (in/day)Flow (GPM)Subarea 11 - Hanshaw 90Inst. FlowMaxAverageMinAverage_DryPrecip1y
474.10150.2031.58136.560.000.250.500.751.000501001502002503003504004505005/14 5/19 5/24 5/29 6/3 6/8 6/13 6/18 6/23Precip (in/day)Flow (GPM)Subarea 10 - Hanshaw 70Inst. FlowMaxAverageMinAverage_DryPrecip••••••
118.228.810.107.490.000.250.500.751.0002550751001255/14 5/19 5/24 5/29 6/3 6/8 6/13 6/18 6/23Precip (in/day)Flow (GPM)Subarea 9 - Kay 05Inst. FlowMaxAverageMinAverage_DryPrecip
499.38159.9140.84150.880.000.250.500.751.000501001502002503003504004505005/14 5/19 5/24 5/29 6/3 6/8 6/13 6/18 6/23Precip (in/day)Flow (GPM)Subarea 8 - Hanshaw BL W 40Inst. FlowMaxAverageMinAverage_DryPrecip•••••••••
617.86165.4942.10146.500.000.250.500.751.000501001502002503003504004505005506006505/14 5/19 5/24 5/29 6/3 6/8 6/13 6/18 6/23Precip (in/day)Flow (GPM)Subarea 2 - Hanshaw BL W 05Inst. FlowMaxAverageMinAverage_DryPrecip
Appendix 4: Infiltration Graphs
0.000.250.500.751.000510152025305/17 5/22 5/27 6/1 6/6 6/11 6/16 6/21Precip (in/day)Flow (GPM)Subarea 1 - Hanshaw 10Inst. FlowAvg. DomesticFlow
0.000.250.500.751.00010203040506070805/17 5/22 5/27 6/1 6/6 6/11 6/16 6/21Precip (in/day)Flow (GPM)Subarea 3 - Meter 7Inst. FlowAvg. DomesticFlow-I
0.000.250.500.751.0002550751001251501752002255/17 5/22 5/27 6/1 6/6 6/11 6/16 6/21Precip (in/day)Flow (GPM)Subarea 4 - Simsbury 20Inst. FlowAvg. DomesticFlowPrecip-ikiikllk
0.000.250.500.751.0002550751001251501755/17 5/22 5/27 6/1 6/6 6/11 6/16 6/21Precip (in/day)Flow (GPM)Subarea 5 - Winthrop 30Inst. FlowAvg. DomesticFlowPrecipT'HIlIw
0.00
0.25
0.50
0.75
1.00
0
25
50
75
100
5/17 5/22 5/27 6/1 6/6 6/11 6/16 6/21 Precip (in/day)Flow (GPM)Subarea 7 - Uptown 10
Inst. Flow
Avg. Domestic Flow
Precip
ry"
0.000.250.500.751.0002550751001251501752002255/17 5/22 5/27 6/1 6/6 6/11 6/16 6/21Precip (in/day)Flow (GPM)Subarea 6 - Burleigh 15Inst. FlowUpstr. and DomesticFlowAvg. Domestic Flow
0.000.250.500.751.0002550751001251505/17 5/22 5/27 6/1 6/6 6/11 6/16 6/21Precip (in/day)Flow (GPM)Subarea 15 - Sanctuary 05Inst. FlowAvg. DomesticFlowPrecip
0.000.250.500.751.0002550751001251505/17 5/22 5/27 6/1 6/6 6/11 6/16 6/21Precip (in/day)Flow (GPM)Subarea 14 - Salem Dr 35Inst. FlowUpstr. and DomesticFlowAvg. Domestic Flow
0.000.250.500.751.000501001502002503005/17 5/22 5/27 6/1 6/6 6/11 6/16 6/21Precip (in/day)Flow (GPM)Subarea 13 - Salem Dr 05Inst. FlowUpstr. and DomesticFlowAvg. Domestic FlowIf
0.000.250.500.751.0002550751001255/17 5/22 5/27 6/1 6/6 6/11 6/16 6/21Precip (in/day)Flow (GPM)Subarea 12 - Muriel BL 05Inst. FlowAvg. DomesticFlowPrecip
0.000.250.500.751.000501001502002503003504004505/17 5/22 5/27 6/1 6/6 6/11 6/16 6/21Precip (in/day)Flow (GPM)Subarea 11 - Hanshaw 90Inst. FlowUpstr. and DomesticFlowAvg. Domestic FlowM
0.000.250.500.751.000501001502002503003504004505005/17 5/22 5/27 6/1 6/6 6/11 6/16 6/21Precip (in/day)Flow (GPM)Subarea 10 - Hanshaw 70Inst. FlowUpstr. and DomesticFlowAvg. Domestic Flow
0.000.250.500.751.0002550751001251505/17 5/22 5/27 6/1 6/6 6/11 6/16 6/21Precip (in/day)Flow (GPM)Subarea 9 - Kay 05Inst. FlowAvg. Domestic FlowPrecip
0.000.250.500.751.000501001502002503003504004505005506005/17 5/22 5/27 6/1 6/6 6/11 6/16 6/21Precip (in/day)Flow (GPM)Subarea 8 - Hanshaw BL W 40Inst. FlowUpstr. and DomesticFlowAvg. Domestic Flow
0.000.250.500.751.000501001502002503003504004505005506006505/17 5/22 5/27 6/1 6/6 6/11 6/16 6/21Precip (in/day)Flow (GPM)Subarea 2 - Hanshaw BL W 05Inst. FlowUpstr. and DomesticFlowAvg. Domestic Flow
Prepared For:
Town of Ithaca
Public Works Facility
114 Seven Mile Dr.
Ithaca, NY 14850
Submitted by:
LaBella Associates, DPC
100 West Water Street
Elmira, NY 14901
(607) 734-8492
Mechanical, Electrical, and Plumbing (MEP) Analysis
Exp: 12.31.23
TOWN OF ITHACANEWYORK
Gn LaBeLla
Powered by partnership.
AUGUST 2023
LABELLA PROJECT NO.2231995
Mechanical, Electrical, and Plumbing (MEP) Analysis
CONTENTS
Executive Summary .................................................................................................................................. 3
Background ................................................................................................................................................ 3
Existing Infrastructure ............................................................................................................................... 4
Mechanical.............................................................................................................................................. 4
Electrical .................................................................................................................................................. 4
Plumbing ................................................................................................................................................. 5
Conversion from Natural Gas .................................................................................................................. 5
Option 1: All-electric .............................................................................................................................. 6
Option 2: Air source heat pumps......................................................................................................... 6
Option 3: Geothermal wellfield ........................................................................................................... 6
Electrical .................................................................................................................................................. 6
Green New Deal: System Analysis ......................................................................................................... 6
New York State Mechanical Code Review ....................................................................................... 6
Garage Area ............................................................................................................................................ 7
Maintenance Area ............................................................................................................................... 11
Annex ..................................................................................................................................................... 12
Miscellaneous System Analysis............................................................................................................ 13
Electrical ................................................................................................................................................ 13
Plumbing ............................................................................................................................................... 14
Limitation of Liability ............................................................................................................................... 16
APPENDIX A – Opinion of Probable Construction Cost (OPCC) ..................................................... 17
APPENDIX B – Life Cycle Cost Analysis .............................................................................................. 18
APPENDIX C – Lighting Inventory ........................................................................................................ 19
APPENDIX D – Pressure Wash System ............................................................................................... 20
APPENDIX E – DEF System ................................................................................................................... 21
Q-.LaBella
Powered bypartnership.
EXECUTIVE SUMMARY
The scope of the initial phase of this project includes analysis, improvement options and an
associated opinion of probable cost for the existing Town of Ithaca Public Works facility. The
office area for the existing facility was recently renovated and is excluded from the scope of
work for this phase. Also, it should be noted that although the focus of the analysis is to
reduce greenhouse gas emissions to adhere to the spirit of the Green New Deal, there is no
intent to use the scoring system to meet the overall requirements of the program since this is
an existing building on an existing site.
The main task of the analysis is to provide options for replacement of the natural gas
equipment at the facility. We have provided three (3) options for replacing the existing
heating systems:
1. All-electric: Overhead resistive heating and an electric boiler for the existing in-floor
radiant system
2. Air source heat pumps: Air source heat exchanger and water source heat pumps
3. Ground source heat pumps: Wellfield/heat exchanger and water-source heat pumps.
There may be incentives that are available to help with the cost of construction for the heat
pumps, but those are not included in this study. It is normal to pursue those specifics at
design/construction time.
Other items in the scope included upgrading all lighting to LED, evaluation of some lingering
low-pressure issues with the potable water system, evaluation of the domestic water system
for delays in hot water reaching the taps improving the Diesel Exhaust Fluid (DEF) dispensing
process and providing an improved vehicle wash system (including associated water
heaters).
BACKGROUND
With the adoption of the Government Energy Action Plan and the Green New Deal, the Town
of Ithaca is seeking to become carbon neutral by 2030. Additionally, some of the existing
equipment is not performing at a standard acceptable for the employees of the Public Works
Facility. The Town would also like to investigate options for upgrading other mechanical
systems for all areas of the facility except the recently renovated office area. These
improvements will also likely require associated upgrades in the electrical distribution for the
facility. The scope of the project includes evaluation of the existing lighting (excluding the
office area), creating a central hot water system for several pressure washing stations, and
improvements to the existing Diesel Exhaust Fluid (DEF) dispensing system. With these goals
in mind, LaBella has completed an evaluation of multiple aspects of specific systems and
components, including options and probable costs to best achieve these goals. Based on
funding sources, it is likely the town will pursue these projects as smaller individual phased
projects rather than a single large project.
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EXISTING INFRASTRUCTURE
Figure 1 Exiting Site Plan
Mechanical
The Public Works facility consists of four buildings. The original public works building was
constructed in the 1970’s, with a major addition completed in 2002. A final addition was
completed in 2020, with renovations to the 2002 structure. Currently, gas fired CoRayVac
units provide heat for the truck garage, large equipment storage, general storage, and
vehicle maintenance areas. In the truck garage there are 5 Energy Recovery Ventilators (ERV)
that temper the outside air. There are also vehicle exhaust hoses located in this area to
evacuate exhaust fumes from the trucks. In the vehicle maintenance area, there is an in-floor
heating system that is served by a gas boiler that supplements the CoRayVac units. There is
also an exhaust hood which is used for welding. In the annex building there are gas fired unit
heaters. The current mechanical systems rely heavily on fossil fuels, which conflicts with the
town’s desire to become carbon neutral.
The largest spaces are primarily used for washing down trucks, vehicle parking and repairing
vehicles. Due to the nature of this work, it produces a lot of dirt and grime. Failure to routinely
service mechanical equipment for these spaces will result in clogging of filters and/or
condensers. Currently it is believed the ERV’s are not able to run at full capacity due to the
clogging of the filters.
Electrical
The existing lighting varies greatly throughout the facility. The lighting for vehicle storge area
and large equipment storage area consists of high-bay gasketed T5-fluorescent fixtures. The
storage area adjacent to the vehicle storage area has industrial T8-fluorescent fixtures. The
maintenance shop has several fixture types, including industrial T8-fluorescent, gasketed
high-bay T5 fluorescent, fluorescent wraparounds, and LED wraparounds. The exterior of the
rest of the main building has a variety of wall-pack style fixtures, including both HID and LED.
The annex wood shop area has T8-fluorescent wraparounds in the main area and
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incandescent ceramic bases in the attic. The annex storage bays are both lit with T5-
fluorescent gasketed fixtures. The exterior of the annex building has LED wall pack style
fixtures. The cold storage area has two-lamp incandescent floodlights. The salt building has
multiple fixture types include LED wall packs, two-lamp incandescent floodlights, and T8-
fluorescent gasketed fixtures.
The existing main electrical utility feed for the facility is a 102/208v 3-phase 400A service.
This is fed through a 400A ASCO transfer switch. There is also a 120kW natural gas generator
providing standby power for the entire main facility, which is also fed through the same
transfer switch. The electrical loads needed for the conversion from natural gas are expected
to exceed the capacity of the existing electrical system.
Plumbing
The existing potable water system exhibits significant pressure loss during high flow usage in
the truck bay locations which are used to wash down the vehicles. There is also significant
delay in domestic hot water at the fixtures at the beginning of the hot water loop which
serves the office spaces.
There are currently two (2) independent pressure washing stations being used in the truck
bay. These unit rely on diesel fuel to heat the water This results in two sets of connections
and supply containers for various additives for vehicle washing. The town would like to
consolidate to a single central system for the additives and connections, and still provide two
(2) washing locations.
Currently the town is dispensing Diesel Exhaust Fluid (DEF) using a manual effort by
transferring the fluid from the main tank (330 gallons) to a portable 55-gallon drum on wheels
then rolling that to the dispensing location and filling trucks with a small portable pump.
CONVERSION FROM NATURAL GAS
Three options were evaluated to eliminate natural gas burning equipment to conform to the
intent of the Green New Deal. All scenarios were based on space temperature setpoint of
50-55 degrees Fahrenheit. All options also included additional measures to bring all spaces
up to New York State Code. Specifically, this includes the installation of louvers for fresh air
and exhaust fans with gas detection systems.
Part of the analysis includes determining the Coefficient of Performance (COP) of the various
options. The COP is an expression of the efficiency/effectiveness of the system which
reflects the ratio of useful heating/cooling to the energy input required.
Refer to Appendix for approximate life cycle cost analysis for the various options. Note that
the analysis is combined for the garage and maintenance area since they are in the same
building and there would be no benefit to selecting different options for those two areas.
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Option 1: All-electric
This option proposes installation of electric overhead heating and an electric boiler to serve
the in-floor heating. Air sourced Heat Pumps are proposed to replace the existing ERV’s
located in the truck bays. Electric unit heaters are proposed in the annex storage spaces.
Electric water heaters are proposed to serve proposed pressure washing stations.
Option 2: Air source heat pumps.
This option proposes an air to water source heat pump which will then serve several
hydronic unit heaters throughout the building. This will also include replacing the existing
ERV’s with either air to air source heat pumps or plate type heat exchangers. The existing
domestic water heater which serves the building will be replaced with an air to water heat
pump with an electric back up within the unit. An air-to-air heat pump with electric back up is
proposed for the annex building.
Option 3: Geothermal wellfield
This option proposes to use a wellfield heat exchanger to serve water sourced heat
pumps/unit heaters throughout the spaces. For best performance, the domestic water
heater side is not coupled with the ground source system.
Electrical
Based on the existing meter read-out, the maximum facility demand is approximately 30kW;
the excerpt from the previous report shows that is has been as high as 39kW. For the
purposes of this report, we assumed the 39kW to be conservative. If a more accurate recent
figure for that value is available from recent utility bills, we can incorporate that value but, the
new loads are so much higher in magnitude that this value is not a driving factor in the
requirements for the electrical service. Using the 39kW for a 3-phase service translates to
maximum instantaneous draw of approximately 110A. Although there is an estimated 300A
(105kW) of available capacity, all the options identified above for the garage/maintenance
areas have electrical requirements significantly higher than this value.
For 100% backup of the facility from an electrical perspective after any of these systems has
been installed, the system will require over 900kW of power from a standby generator. At
that size, a better option would be installation of parallel generators. Although 1MW units are
available in both natural gas and diesel, they are essentially intended for primary power
rather than standby. The cost of the backup generators (approximately $300,000) may make
it more practical to re-evaluate the need for total backup of the system based on historical
outages for the facility.
GREEN NEW DEAL: SYSTEM ANALYSIS
New York State Mechanical Code Review
The New York State Mechanical code requires a gas detection system to be installed where
there are vehicles stored in an enclosed parking garage. This will require installation of a
single gas detection system that will serve multiple spaces or multiple gas detection
systems to serve all spaces. It appears that there is no ventilation presently provided for the
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vehicle maintenance area. An intake louver should be installed to provide outside air to this
space.
“SECTION 404.
ENCLOSED PARKING GARAGES
404.1 Enclosed parking garages. Mechanical ventilation systems for enclosed parking
garages shall operate continuously or shall be automatically operated by means of
carbon monoxide detectors applied in conjunction with nitrogen dioxide detectors.
Such detectors shall be listed in accordance with UL 2075 and installed in accordance
with their listing and the manufacturers’ instructions. Automatic operation shall cycle
the ventilation system between the following two modes of operation:
1. Full-on at an airflow rate of not less than 0.75 cfm per square foot [0.0038
m3/(s-m2)] of the floor area served.
2. Standby at an airflow rate of not less than 0.05 cfm per square foot [0.00025
m3/ (s- m2)] of the floor area served.”
Garage Area
Option M-G1 – All Electric
This scenario would replace the entire CoRayVac system for the garage area, which has a
gas input of 920 MBH, with electric radiant heating. Also, the electric radiant heat should be
installed as low as possible to improve the effectiveness for heating the space, which would
also minimize the increase in the electric load. In the areas where there is a chance for
exposure to water or excessive moisture, equipment will be rated for those conditions. The
COP of this option would be 1.
This option results in a significant increase in electrical load of approximately 500kW from
the main heating system. We have also included 12.2kW for the water heater, 24kW for the
boiler, and 150kW for future light duty EV charging stations. This results in a required
electrical service of approximately 900kW. Due to the large size of the heating loads, we are
proposing a service upgrade to 277/480V, 3-phase, 1200A. We have reached out to NYSEG
but only recently received a response and there has not been time to verify this load
increase would be available at this location. The existing distribution equipment is in
adequate condition and can remain, but the incoming service would need to be modified
and include a transformer to step down the voltage to back-feed all the existing distribution
system. To provide heat during a power outage, the standby generator would need to be
replaced with a system large enough (approximately 1MW) to operate the heating.
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Figure 2 Existing CoRayVac System
Figure 3 Example of electric radiant heating rated for water exposure.
Option M-G2 – Air Source Heat Pumps
For this option air source heat pumps would replace the existing system. The entire
CoRayVac system (920 MBH gas input) will be replaced with hydronic unit heaters that will
be served from six (6) air-to-water heat pumps. These pumps will also serve the in floor
radiant heating. Refer to the following schematic.
fli—ia *|]!H|F-P|
I55"
m
IDEAL SPACES Heaterofferscorrosionprotectioninharshenvironments withabilityto
behoseddownfor cleaning
Completelyenclosedballbearingmotor thatisepoxy-coatedfor
moistureand corrosionresistance
NEMA 4X junctionboxprotectsagainst wateranddust
16-gauge 304 StainlessSteelcabinetfor longer lifeandrust-resistance
24Vcontrols improvessafetywithremotethermostat
316StainlessSteel-finnedelementsfor improved heatdistribution
14-gauge Stainless Steel wall/ceilingbracket providesmultipleoptions
for mounting
Automatictemperaturehighresetlimitactivatesif thetemperaturegetstoohigh
Wall thermostat WT11A is NEMA 4XRated
•GreenhousesWastewater
Treatment Plants
Coal Handling
Areas
FoodProcessingPlants
Foundries-Steel Mills
•CementPlants
•CarWashes
•Ship/MarineDocks
COLORS
•Stainless Steel
DIMENSIONS
Varies(seespecifications)
TEMP RANGE
55°-90°F
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Figure 4 Air Source Schematic
This option will have a higher efficiency rating than going to all electric. It is anticipated this
system will have a Coefficient of Performance (COP) of 2. The air sourced heat pump option
also will provide potential cooling as well. We would recommend including a maintenance
contract for heat pumps to maximize the system effectiveness.
This option also results in a significant increase in electrical load of approximately 500kW
from the main heating system. We included the same other loads as noted in Option M-G1.
This increase in load would require approximately the same upgrades to the incoming utility
service and standby generators as Option M-G1.
Option M-G3 – Geothermal Water Source Heat Pumps
In this option, wells will be drilled approximately 400’-499’ deep which will allow the ground
to be used as a heat exchanger. By drilling deep towards the earth’s core, we can utilize the
constant temperature of the ground. Based on similar applications, we have made
assumptions for the ground temperature; from those assumptions we determined that
approximately 30 wells would be required. We would recommend including a maintenance
contract for heat pumps to maximize the system effectiveness.
In this option we propose to provide a backup gas fired boiler for redundancy and to lessen
the heat load on the well-field since this building will be heating only (otherwise known as
heating dominant).
This option also results in a significant increase in electrical load, but not as large as the first
two options (approximately 100kW less). This option would require a service upgrade to
277/480V, 3-phase, 1000A. To provide heat during a power outage, the standby generator
would need to be replaced with a system large enough (approximately 900kW) to operate
the heating.
180 F Building Loop
*Replacement for Rollers
•Low Source
*High Discharge
•Good COP
Interior
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Figure 5 Example of Ground Source System
The geothermal field will serve a water-to-water heat pump which will then serve hydronic
unit heaters, water-to-water heat pumps and/or water-to-air heat pumps. Although this
option may be the most efficient and the least electrically demanding, the initial cost is
significantly higher than the other options. This option is not ideal due to the building being
heating only which would cause the ground to freeze over time, since heat would not be
returned to the ground during the cooling season. If this option is selected, installation of a
gas boiler should be considered to provide back-up heating and provide heat to the system
which would help prevent the ground from freezing. It also has the maintenance concerns
from Option 2 of having to clean the condenser coils.
Energy Recovery Ventilators (ERV)
For all options in the Garage area, the energy recovery units in the truck bay area will be
replaced with air-sourced heat pumps which will temper the outside air and serve to exhaust
fumes from the truck bay area. The existing ERV’s are currently not functioning as expected;
it is likely that maintenance on the units has not been kept up to date which has potentially
resulted in clogged filters that would result in limitations that are not allowing the fan to
operate as intended. The expected useful life for equipment of this type is 15-20 years. Since
the existing ERV’s were installed in 2002 (21 years ago), the unit have essentially passed the
threshold and should be replaced.
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Garage Summary
Option Pro Con
M-G1 Minimize risk of clogging condensers
Lower maintenance
Significant increase in electrical service
& required stand-by generator size.
Only provides heating to the building.
M-G2 Higher energy efficiency compared to
electric.
COP of >3 required to provide
reasonable life cycle cost (difficult to
achieve at lower outside air
temperature).
Significant yearly maintenance cost.
Risk of clogging condensers
Electric back up heating required
M-G3 Higher energy efficiency compared to
electric and air sourced.
COP of >3 required to provide
reasonable life cycle cost.
Significant yearly maintenance cost.
Back up Boiler will be required to
prevent the ground from freezing due
to building being heating only.
Risk of clogging condensers
Maintenance Area
Option M-M1 – All Electric
Overhead electric heating panels will replace the primary Co-Ray-Vac heating source. .An
electric boiler would be installed to serve the existing in-floor radiant heating. Currently a gas
boiler with 75,000 BTU/HR gas input serves the vehicle maintenance area; we propose to
replace this boiler with an electric 25kW boiler; this boiler could be tank type or tankless type.
This system is anticipated to have a COP of 1. Installation of a 2-ton split system would
provide heat and air conditioning for the mechanic office.
Refer to Option M-G1 for the impacts on the electrical systems. Since this is located in the
same building as the garage, it is not practical to separate the impacts on the electrical
systems.
Option M-M2 – Air Source
For this option an air to water heat pump would replace the existing radiant floor boiler. Like
the garage area this will have a much higher efficiency rating, this option will also allow the
HVAC system to provide heating and cooling to the maintenance garage and the mechanics
office. We would recommend including a maintenance contract for heat pumps to maximize
the system effectiveness.
Refer to Option M-G2 for the impacts on the electrical systems. Since this is located in the
same building as the garage, it is not practical to separate the impacts on the electrical
systems.
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Option M-M3 – Ground Source
Approximately six (6) geothermal wells with a depth of 400’-499’ would be drilled deep into
the ground to allow the ground to function as a heat exchanger. The wellfield piping will then
go to a heat exchanger which will serve water to water heat pumps in the space. We would
recommend including a maintenance contract for heat pumps to maximize the system
effectiveness.
In this option we propose to provide a backup gas fired boiler for redundancy and to lessen
the heat load on the well-field since this building will be heating only (otherwise known as
heating dominant).
Refer to Option M-G3 for the impacts on the electrical systems. Since this is located in the
same building as the garage, it is not practical to separate the impacts on the electrical
systems.
Maintenance Summary
Option Pro Con
M-M1 Minimize risk of clogging condensers
Lower maintenance
Significant increase in electrical service
& required stand-by generator size.
Only provides heating to the building.
M-M2 Higher energy efficiency compared to
electric.
COP of >3 required to provide
reasonable life cycle cost (difficult to
achieve at lower outside air
temperature).
Significant yearly maintenance cost.
Risk of clogging condensers
Electric back up heating required
M-M3 Higher energy efficiency compared to
electric and air sourced.
COP of >3 required to provide
reasonable life cycle cost.
Significant yearly maintenance cost.
Back up Boiler will be required to
prevent the ground from freezing due
to building being heating only.
Risk of clogging condensers
Annex
Option M-A1 – All Electric
The three (3) gas fired unit heaters located in the annex buildings would be replaced with
electric unit heaters.
This option also results in an increase in electrical load for the building of approximately
20kW (100A). Although the existing system is only 120/240V single phase, this would not
likely need to be increased since there is only minimal load in the building at this time. This
facility would only require standby power for the heating systems and not need 100% power
during an outage. This would require modifications to the electrical system to be able to use
the existing portable generator connection to serve the heating system only.
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Option M-A2 – Air Source
The three (3) gas fired unit heaters located in the annex buildings would be replaced with air-
to-air source heat pumps with back up electric located within the units. This will be able to
provide heating and cooling into the spaces. We would recommend including a maintenance
contract for heat pumps to maximize the system effectiveness.
Refer to Option M-A1 for the impacts on the electrical systems.
Option M-A3 – Ground Source
The three (3) gas fired unit heaters located in the annex buildings will be replaced water-to-
air source heat pumps with back up electric located within the units. The cost of running
wellfield piping to serve would not likely be a cost=effective approach. It is anticipated that
this system will have a COP of 2.3. We would recommend including a maintenance contract
for heat pumps to maximize the system effectiveness.
In this option we propose to provide a backup gas fired boiler for redundancy and to lessen
the heat load on the well-field since this building will be heating only (otherwise known as
heating dominant).
Refer to Option M-A1 for the impacts on the electrical systems.
Annex Summary
Option Pro Con
M-A1 Minimize risk of clogging condensers
Lower maintenance
Only provides heating to the building.
M-A2 Higher energy efficiency compared to
electric.
COP of >3 required to provide
reasonable life cycle cost (difficult to
achieve at lower outside air
temperature).
Significant yearly maintenance cost.
Risk of clogging condensers
Electric back up heating required
M-A3 Higher energy efficiency compared to
electric and air sourced.
COP of >3 required to provide
reasonable life cycle cost.
Significant yearly maintenance cost.
Risk of clogging condensers
MISCELLANEOUS SYSTEM ANALYSIS
Electrical
Option E-1 – Lighting
Although there are some areas that could use improved lighting, we believe that those will
be addressed to meet IESNA recommended levels through a mostly 1-for-1 replacement of
all existing fluorescent, HID, and incandescent fixtures with LED source fixtures. During the
design, some locations may be adjusted, and a few fixtures may need to be added to
provide even and acceptable lighting levels, but at this time we do not anticipate need to
add a significant number of fixtures. The existing switch locations and sensor location will
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remain. Incorporating individual sensors in the fixtures in the large spaces may provide
additional energy savings but turning lights off in unoccupied areas during the day.
Option E-2 - Future EV Charging
As part of this analysis, we have assumed a maximum of 150kW for future light duty Level 2
EV charging stations (10 stations at 15kW each). The additional load for these chargers could
require an increase of approximately 400A at 208V-3 phase, which would essentially require
doubling the size of the existing electrical service to the facility. This could be mitigated to
some extent depending on the system selected. Some systems can manage the
connections so that all plugs are not simultaneously operating at full capacity.
For reference Level 1 chargers apply more to hybrid vehicles; they typically plug into a
standard 120V outlet and are more applicable to household applications. Level 2 chargers
are typical low-cost chargers available for households and in public areas that allow charging
a fully EV in a few hours. Level 3 chargers use DC current and charge much faster for longer
ranges. Level 3 systems are very expensive.
Although, we had initially discussed including options for increasing the service size to
accommodate the full electrification of the fleets, our preliminary investigation indicated it is
probably worth a separate introductory discussion as this is a significantly larger endeavor
than was anticipated for this project. There are many more complications, especially for
equipment such as plows that could possibly need to be hybrid to be able to be called out
on shorter notice and longer operation times during the winter. Fleet operations such as this
potentially require anywhere between 15kW and 360kw per vehicle and typically require
Level 3 (DC fast chargers), which in turn results in a new substation application rather than a
basic addition to a building or facility load. The many unknown variables currently dictate a
separate analysis would be appropriate relating strictly to the options for EV chargers for
fleets including sizing, logistics, and funding (NYSERDA, NYSEG, DOE, etc.).
Plumbing
Option P-G1: Water Pressure
There is currently an existing pressure drop issue in the truck bay area for the domestic water
system; there is significantly low pressure at the hose bibbs when multiple locations are in-
use. One factor affecting this could be that the system was not sized for the water demand
that is being used in the truck bay. As an example, the system could have been design with a
diversity that only half the fixtures would be used simultaneously. Another factor could be
the water piping is not sized correctly. The best option for addressing this issue would be to
increase the size of the existing domestic water piping in the areas of concern and verifying
the incoming pressure. A pipe size of approximately 2” should accommodate the capacity
needed for the 13 existing hose bibbs, assuming adequate coming pressure.
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Option P-G2: Domestic Hot Water
Currently the electric domestic hot water heater serving the plumbing fixtures in the men’s
and women rooms is providing exceptionally low temperature water. However, there is no
delay on the hot water from the plumbing fixtures at the end of the domestic water heater
loop or in the mop sink which is ahead of both restrooms on the domestic hot water system.
The mixing valves located under all three sinks should be replaced and the domestic hot
water heater should be separated from the mechanical system. This could be done with
either an air sourced heat pump water heater or an electric domestic tank-type water heater.
An electric instantaneous (tankless) heater is not a viable option for this application based on
expected surges and high flow rates; the recovery times for these systems would not be
adequate for the application. Although instantaneous gas source systems would likely meet
the requirements, we did not include in this analysis since the scope was to attempt to
reduce the fossil fuel footprint for the facility.
Option Pro Con
Air Source
Heat Pump
If located in a conditioned space, this
will greatly increase the energy
efficiency.
Maintenance cost is greater than electric
option.
If a storage tank is not used there may
be capacity issues depending on water
usage at fixtures.
Electric back up is recommended.
Electric
Water
Heater
Install cost and maintenance cost is
lower vs air source heat pump.
Increase in electric demand for the
building.
Option P-G3: Fleet Washing System
The town would like to install a centralized vehicle wash system to serve two (2) pressure
washing stations for the truck bay. One location identified for the central system would be in
the upper storage area next to the truck bay. There may be some design considerations that
require the system to be located more centrally between the two wash locations to minimize
the necessary piping systems from the central station. Each station will have its own
dedicated controls and the central station should allow for three (3) additives to the water.
The central station should be provided with its own dedicated hot water system; this system
should be able to be turned off seasonally. We reached out to several vendors of vehicle
wash systems, and several had options that meet the general design criteria. Some of the
systems have integral hot water capabilities and others require a separate system to provide
hot water. Some systems also require compressed air. Like the previous option, an electric
tankless system is not a viable option for this application. The new system would not likely
require any increase in the electrical service. Refer to the Appendix for information on some
typical systems.
Option P-G4: Diesel Exhaust Fluid
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We evaluated several different options to address the present DEF dispensing challenges.
The present system of transferring from the larger tote to the portable drum and then
pumping into the vehicle is not efficient. Two additional concerns were included in the
analysis of options: (1) the fluid freezes and (2) preventing unauthorized access to the
dispenser. Although the fluid freezes, there are options for installing the distribution outside
of the building to provide some additional floorspace within the building. The likely lowest
cost option would be a basic mini-packaged pumping system. This system could be installed
entirely outside the building with an “electric blanket” system that would keep the fluid from
freezing, however this would not address the security issue. The tank could also be installed
inside the building with the dispensing means located outside, but this again, does not
address the security issue. This limits the viable option to install the packaged style system
inside the building at a location convenient to the drivers. We also investigated “island style”
dispensers that are equipped with heating and secure access to the dispenser that would
address both issues and allow the system to be located closer to the fuel island if that is a
convenient for the drivers. After discussions with the users, an improved indoor solution is the
preferred option. We have included cost information for two (2) variations on this option: 1)
adding equipment to the existing skid and 2) providing entirely new skid system with all
components included. Refer to the Appendix for information on some of the options.
LIMITATION OF LIABILITY
LaBella Associates, DPC shall not be liable for any consequential damages. It does not
assume responsibility or liability for loss, injury or damage to equipment that may result from
the failure of the equipment or the system to operate in accordance with the predictions or
recommendations of the study. This study is based on preliminary calculations and is not
intended to be used to purchase or install any of the systems included. Additional
engineering is required to determine the specific sizing, options, and layouts of the various
systems.
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APPENDIX A – OPINION OF PROBABLE
CONSTRUCTION COST (OPCC)
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Summary Opinion of Probable Cost
Project Information Building Information Building Information
Name:Town of Ithaca MEP Analysis Type:Municpal Status:Final Report Rev 2
Number:2231995 General Conditions 20.00%Engineer Rate 15%
OH&P 12.00%Date:8.8.23
Contingency 20.00%By:RDH/JT
Small Contract Premium 10.00%
Description Subtotal
General
Conditions
Subtotal w/
GC OH&P
Subtotal w/
OH&P Contingency
Subtotal
With
Contingency
Small
Contract
Premium
Subtotal
w/Premium Total
Low End
(-15%)
High End
(+10%)
Garage - New Green Deal
Option M-G1: All Electric
Mechanical
Ventilation/Monitoring $54,000 $10,800 $64,800 $7,776 $72,576 $14,515 $87,091 $8,709 $95,800 $95,800
Mechanical Equipment $1,001,408 $200,282 $1,201,690 $144,203 $1,345,892 $269,178 $1,615,071 $161,507 $1,776,578 $1,776,578
Plumbing $17,000 $3,400 $20,400 $2,448 $22,848 $4,570 $27,418 $2,742 $30,159 $30,159
Electrical
Service Upgrade $42,312 $8,462 $50,774 $6,093 $56,867 $11,373 $68,240 $6,824 $75,065 $75,065
Generator $459,012 $91,802 $550,814 $66,098 $616,912 $123,382 $740,294 $74,029 $814,324 $814,324
Other $24,710 $4,942 $29,651 $3,558 $33,210 $6,642 $39,851 $3,985 $43,837 $43,837
Subtotal $2,835,762 $2,410,398 $3,119,339
Option M-G2: Air Source Heat Pump
Mechanical
Ventilation/Monitoring $54,000 $10,800 $64,800 $7,776 $72,576 $14,515 $87,091 $8,709 $95,800 $95,800
Mechanical Equipment $964,498 $192,900 $1,157,398 $138,888 $1,296,285 $259,257 $1,555,542 $155,554 $1,711,097 $1,711,097
Plumbing $134,000 $26,800 $160,800 $19,296 $180,096 $36,019 $216,115 $21,612 $237,727 $237,727
Electrical
Service Upgrade $42,312 $8,462 $50,774 $6,093 $56,867 $11,373 $68,240 $6,824 $75,065 $75,065
Generator $459,012 $91,802 $550,814 $66,098 $616,912 $123,382 $740,294 $74,029 $814,324 $814,324
Other $65,316 $13,063 $78,379 $9,406 $87,785 $17,557 $105,342 $10,534 $115,876 $115,876
Subtotal $3,049,888 $2,592,404 $3,354,876
Option M-G3: Ground Source Heat Pump
Mechanical
Ventilation/Monitoring $54,000 $10,800 $64,800 $7,776 $72,576 $14,515 $87,091 $8,709 $95,800 $95,800
Mechanical Equipment $2,306,098 $461,220 $2,767,318 $332,078 $3,099,396 $619,879 $3,719,275 $371,927 $4,091,202 $4,091,202
Plumbing $134,000 $26,800 $160,800 $19,296 $180,096 $36,019 $216,115 $21,612 $237,727 $237,727
Electrical
Service Upgrade $42,312 $8,462 $50,774 $6,093 $56,867 $11,373 $68,240 $6,824 $75,065 $75,065
Generator $459,012 $91,802 $550,814 $66,098 $616,912 $123,382 $740,294 $74,029 $814,324 $814,324
Other $6,713 $1,343 $8,055 $967 $9,022 $1,804 $10,826 $1,083 $11,909 $11,909
Subtotal $5,326,026 $4,527,122 $5,858,629
B:\GLOBAL\Projects\Ithaca, Town of\2231995 - MEP PWF\05_Design\_Cost Estimates\OPCC-Rev3.xls 8/9/2023
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Summary Opinion of Probable Cost
Project Information Building Information Building Information
Name:Town of Ithaca MEP Analysis Type:Municpal Status:Final Report Rev 2
Number:2231995 General Conditions 20.00%Engineer Rate 15%
OH&P 12.00%Date:8.8.23
Contingency 20.00%By:RDH/JT
Small Contract Premium 10.00%
Description Subtotal
General
Conditions
Subtotal w/
GC OH&P
Subtotal w/
OH&P Contingency
Subtotal
With
Contingency
Small
Contract
Premium
Subtotal
w/Premium Total
Low End
(-15%)
High End
(+10%)
Mechanics Area - New Green Deal
Option M-M1: All Electric
Mechanical
Ventilation/Monitoring $54,000 $10,800 $64,800 $7,776 $72,576 $14,515 $87,091 $8,709 $95,800 $95,800
Mechanical Equipment $222,198 $44,440 $266,638 $31,997 $298,634 $59,727 $358,361 $35,836 $394,197 $394,197
Plumbing $17,000 $3,400 $20,400 $2,448 $22,848 $4,570 $27,418 $2,742 $30,159 $30,159
Electrical
Service Upgrade $42,312 $8,462 $50,774 $6,093 $56,867 $11,373 $68,240 $6,824 $75,065 $75,065
Generator $459,012 $91,802 $550,814 $66,098 $616,912 $123,382 $740,294 $74,029 $814,324 $814,324
Other $3,295 $659 $3,954 $474 $4,428 $886 $5,314 $531 $5,845 $5,845
Subtotal $1,415,390 $1,203,081 $1,556,929
Option M-M2: Air Source Heat Pump
Mechanical
Ventilation/Monitoring $54,000 $10,800 $64,800 $7,776 $72,576 $14,515 $87,091 $8,709 $95,800 $95,800
Mechanical Equipment $428,998 $85,800 $514,798 $61,776 $576,573 $115,315 $691,888 $69,189 $761,077 $761,077
Plumbing $17,000 $3,400 $20,400 $2,448 $22,848 $4,570 $27,418 $2,742 $30,159 $30,159
Electrical
Service Upgrade $42,312 $8,462 $50,774 $6,093 $56,867 $11,373 $68,240 $6,824 $75,065 $75,065
Generator $459,012 $91,802 $550,814 $66,098 $616,912 $123,382 $740,294 $74,029 $814,324 $814,324
Other $21,772 $4,354 $26,126 $3,135 $29,262 $5,852 $35,114 $3,511 $38,625 $38,625
Subtotal $1,815,050 $1,542,792 $1,996,555
Option M-M3: Ground Source Heat Pump
Mechanical
Ventilation/Monitoring $54,000 $10,800 $64,800 $7,776 $72,576 $14,515 $87,091 $8,709 $95,800 $95,800
Mechanical Equipment $623,598 $124,720 $748,318 $89,798 $838,116 $167,623 $1,005,739 $100,574 $1,106,313 $1,106,313
Plumbing $17,000 $3,400 $20,400 $2,448 $22,848 $4,570 $27,418 $2,742 $30,159 $30,159
Electrical
Service Upgrade $42,312 $8,462 $50,774 $6,093 $56,867 $11,373 $68,240 $6,824 $75,065 $75,065
Generator $459,012 $91,802 $550,814 $66,098 $616,912 $123,382 $740,294 $74,029 $814,324 $814,324
Other $6,713 $1,343 $8,055 $967 $9,022 $1,804 $10,826 $1,083 $11,909 $11,909
Subtotal $2,133,569 $1,813,534 $2,346,926
B:\GLOBAL\Projects\Ithaca, Town of\2231995 - MEP PWF\05_Design\_Cost Estimates\OPCC-Rev3.xls 8/9/2023
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Summary Opinion of Probable Cost
Project Information Building Information Building Information
Name:Town of Ithaca MEP Analysis Type:Municpal Status:Final Report Rev 2
Number:2231995 General Conditions 20.00%Engineer Rate 15%
OH&P 12.00%Date:8.8.23
Contingency 20.00%By:RDH/JT
Small Contract Premium 10.00%
Description Subtotal
General
Conditions
Subtotal w/
GC OH&P
Subtotal w/
OH&P Contingency
Subtotal
With
Contingency
Small
Contract
Premium
Subtotal
w/Premium Total
Low End
(-15%)
High End
(+10%)
Annex - New Green Deal
Option M-A1: All Electric
Mechanical
Ventilation/Monitoring $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Mechanical Equipment $295,200 $59,040 $354,240 $42,509 $396,749 $79,350 $476,099 $47,610 $523,708 $523,708
Plumbing $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Electrical
Service Upgrade $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Generator $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Other $2,196 $439 $2,636 $316 $2,952 $590 $3,542 $354 $3,897 $3,897
Subtotal $527,605 $448,464 $580,366
Option M-A2: Air Source Heat Pump
Mechanical
Ventilation/Monitoring $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Mechanical Equipment $507,200 $101,440 $608,640 $73,037 $681,677 $136,335 $818,012 $81,801 $899,813 $899,813
Plumbing $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Electrical
Service Upgrade $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Generator $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Other $43,544 $8,709 $52,253 $6,270 $58,523 $11,705 $70,228 $7,023 $77,251 $77,251
Subtotal $903,710 $768,153 $994,081
Option M-A3: Ground Source Heat Pump
Mechanical
Ventilation/Monitoring $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Mechanical Equipment $933,200 $186,640 $1,119,840 $134,381 $1,254,221 $250,844 $1,505,065 $150,506 $1,655,571 $1,655,571
Plumbing $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Electrical
Service Upgrade $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Generator $0 $0 $0 $0 $0 $0 $0 $0 $0 $0
Other $6,713 $1,343 $8,055 $967 $9,022 $1,804 $10,826 $1,083 $11,909 $11,909
Subtotal $1,667,480 $1,417,358 $1,834,228
B:\GLOBAL\Projects\Ithaca, Town of\2231995 - MEP PWF\05_Design\_Cost Estimates\OPCC-Rev3.xls 8/9/2023
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Summary Opinion of Probable Cost
Project Information Building Information Building Information
Name:Town of Ithaca MEP Analysis Type:Municpal Status:Final Report Rev 2
Number:2231995 General Conditions 20.00%Engineer Rate 15%
OH&P 12.00%Date:8.8.23
Contingency 20.00%By:RDH/JT
Small Contract Premium 10.00%
Description Subtotal
General
Conditions
Subtotal w/
GC OH&P
Subtotal w/
OH&P Contingency
Subtotal
With
Contingency
Small
Contract
Premium
Subtotal
w/Premium Total
Low End
(-15%)
High End
(+10%)
Miscellaneous MEP Systems
Option P-G1: Potable Water Pressure $10,500 $2,100 $12,600 $1,512 $14,112 $2,822 $16,934 $1,693 $18,628 $18,628
Option P-G2: Domestic Hot Water $34,500 $6,900 $41,400 $4,968 $46,368 $9,274 $55,642 $5,564 $61,206 $61,206
Option P-G3: Vehicle Wash System $84,000 $16,800 $100,800 $12,096 $112,896 $22,579 $135,475 $13,548 $149,023 $149,023
Option P-G4: DEF
Complete System $17,000 $3,400 $20,400 $2,448 $22,848 $4,570 $27,418 $2,742 $30,159 $30,159
TransferPump Cart $7,000 $1,400 $8,400 $1,008 $9,408 $1,882 $11,290 $1,129 $12,419 $12,419
Transfer Pump for Existing Tote $2,000 $400 $2,400 $288 $2,688 $538 $3,226 $323 $3,548 $3,548
Option E-1: Interior Lighting $41,659 $8,332 $49,991 $5,999 $55,989 $11,198 $67,187 $6,719 $73,906 $73,906
Option E-1: Exterior Lighting $11,129 $2,226 $13,354 $1,603 $14,957 $2,991 $17,948 $1,795 $19,743 $19,743
Option E-2: EV Chargers $187,477 $37,495 $224,972 $26,997 $251,969 $50,394 $302,362 $30,236 $332,599 $332,599
Engineer’s/Architect’s opinion of probable Construction Cost are made on the basis of Engineer’s/Architect’s experience and qualifications and represent the Engineer’s/Architect’s judgment as an experienced and qualified professional generally familiar with the
construction industry. However, since the Engineer/Architect has no control over the cost of labor, materials, equipment, or services furnished by others, or over contractors’ methods of determining prices, or over competitive bidding or market conditions,
Engineer/Architect cannot and does not guarantee that proposals, bids, or actual Construction Costs will not vary from opinions of probable Construction Cost prepared by the Engineer/Architect.
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APPENDIX B – LIFE CYCLE COST ANALYSIS
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Life Cycle Analysis
Project Information
Name:Town of Ithaca MEP Analysis Status:Final Report Rev 2
Number:2231995 Date:8.8.23
By:RDH/JT
Assumptions
Gas Unit Cost Electric Unit Cost Emissions
$9.91121 [$/mmBtu]Demand Charge $10.85000 $/kW Emission Rate 233 lb/MWh
Energy Charge $0.05451 $/kWh Emissions Cost [$/Ton]
Transmission
Charge $0.00129 $/kWh
Scenario Information
Existing Garage &
Maintenance
Option M-G1 & M-
M1
Option M-G2 & M-
M2
Option M-G3 & M-
M3 Existing Annex Option M-A1 Option M-A2 Option M-A3
Annual Gas Consumption (for heating)[mmBtu]433 0 0 0 40.3 0 0 0
Annual Electric Consumption (for heating)[kWh]0 101,328 50,664 40,531 - 9,638 4,819 3,855
Annual Electric Demand [kW]39 723 708 585 5 25 25 25
Incremental O&M Costs (Annual)[$/yr]$0 $0 $36,000 $36,000 $0 $0 $5,000 $10,000
Useful Life of Equipment [years]10 20 20 20 10 20 20 20
Equivalent Emissions from natural gas for heating [Tons]- 11.8 5.9 4.7 - 1.1 0.6 0.4
Annual Costs
Annual Gas Consumption Cost [$]$4,292 $0 $0 $0 $399 $0 $0 $0
Annual Electric Consumption Cost [$]$0 $5,654 $2,827 $2,262 $0 $538 $269 $215
Annual Electric Demand Cost [$]$423 $7,845 $7,682 $6,347 $54 $271 $271 $271
Total Annual Energy Cost [$]$4,715 $13,499 $10,509 $8,609 $454 $809 $540 $486
Annual O&M Costs [$]$0 $0 $36,000 $36,000 $0 $0 $5,000 $10,000
Total Annual Cost [$]$4,715 $13,499 $46,509 $44,609 $454 $809 $5,540 $10,486
Total Annual Savings [$]$0 -$8,784 -$41,794 -$39,894 $4,261 $3,906 -$825 -$5,772
Total Costs
Total Energy Cost [$]$47,147 $269,973 $210,177 $172,178 $4,537 $16,182 $10,803 $9,728
Initial Investment Costs [$]$0 $4,778,757 $5,768,647 $9,127,076 $7,758,014 $10,039,783 $0 $0
Overall O&M Cost [$]$0 $0 $720,000 $720,000 $0 $0 $100,000 $200,000
Total Life Cycle Cost [$]$51,862 $5,053,445 $6,703,539 $10,023,968 $7,767,266 $10,060,679 $115,518 $214,442
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APPENDIX C – LIGHTING INVENTORY
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Lighting Inventory
Project Information
Name:Town of Ithaca MEP Analysis Status:Final Report
Number:2231995 Date:6.23.23
By:RDH
Area Room #Lamp Size Lamp Type # Lamps Fixture Style Count
Main Building
Storage 130 T8 Fluorescent 2 Industrial 10
Vehicle Storage 129 T5 Fluorescent 4 Gasketed 21
Mech on Mezz T8 Fluorescent 2 Wraparound 2
LED -Wraparound 1
Mezzanine T12 Fluorescent 2 Industrial 2
T12 Fluorescent 2 Wraparound 6
Large Equipment Storage T5 Fluorescent 4 Gasketed 4
Womens Restroom Fluorescent Parabolic 2
Compact Fluorescent Can 1
1
Above Oil storage Fluorescent Industrial 1
Oil Storage
Vehicle Maintenance T8 Fluorescent 4 Industrial 9
T5 Fluorescent 4 Gasketed 7
T8 Fluorescent 2 Industrial 2
Fluorescent ?Gasketed 1
Fluorescent 2 Wraparound 2
T8 Fluorescent 3 Industrial 2
T5 Fluorescent 2 Gasketed 1
-LED -Wraparound 1
Exterior HID Wallpack 12
LED Canopy 2
LED Wallpack 6
Annex
West T5 Fluorescent 4 Gasketed 8
Center T5 Fluorescent 2 Gasketed 10
East T8 Fluorescent 3 Wraparound 7
Toilet 60 Incandescent 1 Porcelain Base 1
Attic 60 Incandescent 1 Porcelain Base 6
Cold Storage
Interior -Inc 2 Double Spot 14
Salt Storage
-Inc 2 Double Spot 1
LED Flood 3
T8 Fluorescent 4 Gasketed 8
LED Flood
Fuel Station
LED 1
Offices (Not in Scope)
Office/Caf/Break Room LED 2x2 Rec Indirect (2 styles)-
Lobby LED Cans -
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APPENDIX D – PRESSURE WASH SYSTEM
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www.markvii.net
JetWash® Self-Serve System
“ How do I give my do-it-
yourself customers all
the options they want?”
With the industry’s most
self-serve system.
compact and configurable
(0 Mark VII
CLEAN CARS®
JetWash
2
• Compact footprint minimizes space needed in the equipment room.
•
customers want.
• Advanced technology gives you precise control over each function and reduces
maintenance required.
JetWash
Advantages for you and your customers.
ADVANTAGES
Flexible design allows you to configure the unit with the exact options your
JetWash
3
4DIMENSIONS
Most self-serve equipment is low-tech and cobbled
together from off-the-shelf parts. But with Mark VII’s
focus on innovation, we combined the best modern
self-serve system for your business.
Like no other system, JetWash meets your customers’
demanding requirements for wash quality, speed, ease
of use and design—what we call the 4DIMENSIONS of
a modern carwash.
JetWash delivers an incredible customer experience
combined with the business results you require. With
its wide range of options and small footprint, no other
customers’ individual preferences for how they want to
clean their cars.
With 4DIMENSIONS, discover how JetWash ensures
4DIMENSIONS for a successful carwash business.
“
from my carwash business?”
technologies to create the most flexible and efficient self-serve system provides the flexibility to address
maximum customer satisfaction and profits for you.
JetWash
4
QUALITY
Direct Drive Motors
Direct drive runs smoother and
quieter than belts and pulleys
while eliminating the maintenance
headache of having to regularly
adjust them.
Bay Meters
Accept your choice of coins,
tokens, bills and credit cards
via multiple integrated card
processing solutions.
In-Bay Equipment
Choose from stainless steel
“economy” in-bay gear or up-
grade to sleek, polished stainless
steel z-booms, brush buckets
and wand holders.
Pre-Plumbed and Pre-Wired
Intelligent routing of plumbing
and wiring gives JetWash a
clean look and makes it fast
and easy to install, as well as
easier to service.
Variable Frequency Drives
VFDs allow you to change the
pump speed used for each wash
function, giving you complete
control over water and chemical
consumption.
Compact Footprint
JetWash accommodates up to
four bays in a self-contained unit
only 56” wide and 24” deep,
making it easy to get through a
a small equipment room.
Compact, state-of-the-art self-serve.
standard-sized door and fit into
JetWash
5
QUALITY
High-quality components.
Choice of Pump Hour Meters
Choose from non-resettable mechanical hour
meters or resettable LED hour meters with
programmable service alerts.
Choice of Pumps
Choose between 3hp or 5hp motors for your CAT
pumps to match your needs.
Chemical Injectors
Injectors provide more precise control over chemical
delivery than mixing tanks and air pumps, ensuring
your ability to get cars clean while controlling
operating costs for consumables.
Lighted Solenoid Plugs
Solenoid plugs light up when activated for easier
testing and troubleshooting.
*
1 B5n>H U!°
JetWash
6
CONVENIENCE
STANDARD FEATURES:
• High-Pressure Soap
• High-Pressure Wax
• Low-Pressure Presoak
• Low-Pressure Tire Cleaner
• High-Pressure Rinse
• Manual Override
• Rotary Coin Boxes
• Slugbuster Coin Acceptors
• Dixmor Timers
• Vaults
• 180° and 360° Booms
DIMENSIONS:
• Height: 70" / 178cm
• Width: 56" / 142cm
• Depth: 28" / 71cm
(allow 12" of workspace on all sides)
REVENUE ENHANCING OPTIONS:
• Credit Card Acceptor
• Bill Acceptor
• Spot Free Rinse
• HP Rinse Temperature Selection
• Wheel Cleaner
• Bug Cleaner
• Glass Cleaner
• Bubble Brush
• Tri-Foam Bubble Brush
• Foaming Conditioner (e.g. Rain-X®)
• Tri-Foam Conditioner
• Plus Full Selection of In-Bay Options
COLD WEATHER OPTIONS:
• Weep (manual or automatic)
• Antifreeze Injection
ELECTRICAL REQUIREMENTS:
• 208–230 VAC, 60/50 Hz
3HP Motors 1ø: 20 amps/bay
3HP Motors 3ø: 11 amps/bay
5HP Motors 3ø: 17 amps/bay
• 380–415 VAC 50 Hz
3HP Motors 1ø: 20 amps/bay
3HP Motors 3ø: 6 amps/bay
5HP Motors 3ø: 9 amps/bay
UTILITIES:
•
•
• Water Demand Per Bay (3hp pump): 3.5 GPM / 13.2 LPM
(plus ancillary demand)
• Water Demand Per Bay (5hp pump): 4.5 GPM / 17.0 LPM
(plus ancillary demand)
• Minimum Air Supply: ½" line with 80 PSI / 5.5 bar
• Maximum Air Supply: ½" line with 150 PSI / 10.3 bar
• Air Consumption Demand: 1.5 CFM / 42.5 LPM per bay at 40 PSI
Specifications
Minimum Water Pressure:40 PSI /2.8 bar (flowing)
Maximum Water Pressure:100 PSI /6.9 bar (flowing)
JetWash
7
CONVENIENCE
DRIVING CARWASH GROWTHTotal Carwash Care®
Marketing
The right merchandising can help drive traffic—
and profits. Mark VII offers customized site
marketing options, video marketing, and digital
marketing assistance.
Programs and Options
Mark VII aims to provide customers with a Total
Carwash Care service when they buy Mark VII
equipment. We have two service options to meet
your needs. Please see the options below and ask a
representative for more information about each option.
Advanced Service Plan
• Multi Year Plan
• Urgent Service
• Routine Service
• Preventative Maintenance
• Reporting
• Monthly Flat Fee
On-demand Service Plan
• Repairs
• Preventative Maintenance
• Reporting
Visit www.markvii.net/service for full details.
Service
Even if you don’t have a service contract with Mark VII,
you can still benefit from our national service network.
No matter where your site is located, our highly
qualified vehicle wash service technicians are ready.
General Service Technician rates will vary
based on your service contract. Please see
our programs and options below.
•Ji
IJL i
State of th<
Mark VII Equipment Inc. | 5981 Tennyson Street | Arvada, Colorado 80003 USA
Phone: 800.525.8248 | Fax: 303.430.0139 | markvii@markvii.net
Carwash means WashTec/Mark VII.
Worldwide.
More than 35,000 installed machines.
WashTec/Mark VII equipment washes over 2.75 million vehicles a day around the globe.
Represented in over 70 countries.
More than help us shape the future of the carwash business, including over
.
Over 50 years of leadership in innovation.
We set the standards in the carwash business – and actively push the market forward.
Total Carwash Care
Comprehensive program for service, chemicals and marketing to drive carwash growth.
www.markvii.net
JetWash
1,700 employees
600 service technicians
Q3|VonEES
(0 Mark VII
CLEAN CARS®
PRODUCT FEATURES DESIGNED
WITH YOUR NEEDS IN MIND
A WIDE RANGE OF WASH OPTIONS
TO OFFER TO YOUR CUSTOMERS
0 Intelligent design with full access to all components for
ease of maintenance
Q Unique,modular design allows you to build any size
vehicle wash system quickly and easily
O Heavy-duty 12 gauge,powder-coated modular frame
O Pre-wired motor control center (CSA approved)
0 Premium high-efficiency 3-phase motors (5HP)
0 iJcn-rpuMFs Cat Pumps®Model Pumps (310/530),
with additional options available for specific applications
0 4 to 8 GPM @ 1100 to 2500 PSI.More options are
available for specific applications
0 Built-in oil drain and belt tensioning systems
0 Colour-coded fluid line for maintenance efficiencies
0 Simple servicing with quick-disconnect fittings on fluid lines
0 Self-contained stainless steel chemical distribution module
One of the best ways to impress your customers is to give them
more options.NoviClean's self-serve wash systems give you the
power to offer a variety of wash cycles to increase both your
customer satisfaction and profits.NoviClean's self-serve
wash options include:
O Foam brush
O Low-pressure presoak
0 High-pressure soap,
rinse and wax
O In-bay vacuum
O Dryer
O Upholstery Shampoo
0 Foam Gun
O Spot-free rinse
O Tri-foam
O In-bay blow-dryer
hose systems
0 Automated chassis wash
systems at the entry
O Bug remover
PURPOSE-BUILT FOR A RANGE OF VEHICLES
0
CARS TRUCKS RVS HEAVY-DUTY
INDUSTRIAL EQUIPMENT
0 www.noviclean.ca
/ricDviClean
-Leader in Vehicle Wash Solutions
COMBINED WITH STATE-OF-THE-ART Present Card /Mobile
or select Brand
PAYMENT TERMINALS
Make your self-serve wash payments hassle-free with the
addition of NoviClean's payment systems featuring credit and
debit card tap payment,coin,or time-charge options.With
these terminals,you can maximize your profitability and
customer loyalty.
WHY CHOOSE NOVICLEAN FOR
YOUR SELF SERVE WASH SYSTEM?
CUSTOM SOLUTIONS
NoviClean can work with you to
design a custom-built solution
based on your unique needs.
TURNKEY ABILITIES
You can also choose one of our
turnkey solutions for greater
affordability and faster installation.
ONGOING SUPPORT
We will support you with full
technical support,on-site service,
preventative maintenance and
detergent supply services.
TAKE YOUR VEHICLE WASH
BUSINESS TO THE NEXT LEVEL
Let NoviClean help you keep up with manual and
automatic wash systems.Contact us for more details
on our self-serve wash system and upgrade your
wash facility today.
0 Call Now:587-997-6040
APPENDIX E – DEF SYSTEM
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SYSTEM IDENTIFIERBDDEF Mini Transfer Cart System for bottom draw
PUMP SELECTIONP130 GPM Non Self Priming
SUCTION HOSE SELECTIONXXXNo Suction HoseS101¼” x 10’ Suction HoseS151¼” x 15’ Suction HoseS201¼” x 20’ Suction Hose
SUCTION HOSE FITTING SELECTIONBF2” NPTM fitting (order Cam Lock or IBC adapter fitting separately)SV MicroMatic RSV Suction/Fill Valve
TANK VENTXXNo VentV1Filtered Vent with 2” Buttress FittingV2Filtered Vent with RSV Coupler
FILTER SELECTIONXXNo FilterF11 Micron SS Filter AssemblyF21 Micron Poly Filter
METER SELECTIONXXNo MeterM1Reference MeterM2Weights and Measures Approved Meter w/o printerM3Weights and Measures approved Meter w/printer
DISCHARGE HOSE SELECTIONXXXNo Discharge HoseH101” x 10’ Discharge HoseH151” x 15’ Discharge HoseH201” x 20’ Discharge HoseH251” x 25’ Discharge Hose
DISCHARGE HOSE FITTING SELECTIONXXNo FittingFMMicroMatic RSV Fill Coupler
The BD mini transfer cart isintended for use where theprimary purpose of the cart will be to draw DEF fluid from the
bottom/flooded suction of an IBCtote, typically through a shutoff
valve and Cam & Groove adapter,and then transfer to another tankor drum.
NOTE: This system is designedto maximize flow rate whenused with Weights andMeasures Meters.
def mInI BuLK TranSfer CarTS
BOTTOm draW SeLeCTIOn GuIde
Example of cart with Weightsand Measures approved meterwith bottom draw capability:
This system is a two wheel DEF
Mini Bulk Cart Bottom Drawsystem (BD) that uses a (P1) 30GPM non self-priming pump, a 15’suction hose (S15) with a 2” NPTM
fitting (BF), Filtered Tank Vent withRSV Coupler (V2), One micron polyfilter assembly (F2), a Weights &Measures approved meter w/oprinter (M2), 20’ discharge hose(H20) with RSV fill coupler (FM).
NOTE:adequwhen using a bottom draw/ flooded suction you mustorder separately one of three vent kits: P/N 950391,
P/N 950392 or P/N 950392P. See page 11.
P/N 33296-S3 (Bottom Draw)
This is a very capable and compact two wheel DEF mini transfer cart
with features that are normally only found in large skid configurations.The cart includes stainless steel plumbing and components in
conformance with ISO 22241 specifications and features a 1 micronhigh capacity poly filter, weights and measures approved meter, with
ticket printer, and 30 GPM flow capability.
The cart is configured to allow suction via an included 1¼” x 15’ suctionhose with 2”NPTM fitting that can then easily connect to the bottom ofa 275 or 330 gallon IBC tote tank for transfer to 55 gallon drums, bulk
tanks or another tote. A MicroMatic fill valve is supplied on the 1” x 20’
discharge hose to allow system” transfer of DEF t
mating container such asgallon drums, IBC totes o
bulk containers.
The heavy duty two wheecart with “no flat” tires isnicely balanced and is
easily maneuvered.
def heaVy duTy 4 WheeL CarT
P/N 33381DEF
DEF Heavy Duty 4 Wheel Cart w/4 HP Gas Engine, Resale Meter
w/Ticket Printer, One Micron Filter and 1” x 50’ Hose Reel. Order suctionhose separately from choices shown on page 8. Suction hose setsinclude Dry-Mates for easy connection to cart on one end of hose and1½” NPTF on the other end.
P/N 33383DEF
DEF Heavy Duty 4 Wheel Cart w/2 HP 115 VAC Electric Motor , ResaleMeter w/Ticket Printer, One Micron Filter and 1” x 50’ Hose Reel. Order
suction hose separately from choices shown on page 8. Suction hosesets include Dry-Mates for easy connection to cart on one end of hoseand 1½” NPTF on the other end.13
Example:BD P1 S15 BF V2 F2 M2 H20 FM
y y y y y
2
P/N 970020-12A
This simple system is designed to draw from the bottom of the Tote tank, therefore eliminating air pockets which cause DEFcrystallization. A separate air vent is required to allow the IBC Toteto breath, see page for choice of vents, P/N , and P/N P. System includes:
• 8 GPM, 115 VAC Self Priming Pump, w/ 6 min. timeout feature
• Electronic Digital Turbine Meter
• Stainless Steel Automatic Discharge Nozzle
• 3/4” x 12’ DEF Discharge Hose
• Pump Connection Hose w /2” NPTF Tote Connection Fitting
• Convenient Pump Hanger Plate w/Nozzle Holder and Drip Cup
P/N 970020-12M
Same as 970020-12A above, except the stainless steel automatic
nozzle is replaced by a manual nozzle.
Note: IBC Tote Tank not included
P/N 970020-12A shown
P/N 970027-02A or Gallon DEF IBC Tote system for use with closed systcouplers and valves of your choice. This system is designed to compatible with MicroMatic RSV and EPV series couplers as weas Colder Products “DrumQuick Pro” couplers. Order an appropcoupler separately to match your system requirements.System includes:
• 8 GPM, 115 VAC Self Priming Pump, w/ 6 min. timeout feature
• Electronic Digital Turbine Meter
• Stainless Steel Automatic Discharge Nozzle
• 3/4” x 25’ Hose reel
• Tote Mounting Plate and Hardware
• Nozzle Holder and Drip Cup
P/N 970027-02MSame as 970027-02A above, except with manual nozzle.
*P/N 970027-02A shown
Note: IBC Tote Tank and coupler not included
See page 5
“CLOSed” IBC TranSfer SySTemS fOr dIeSeL exhauST fLuId (def)
P/N 970027-06A or Gallon DEF IBC Tote system for use with closed systemcouplers and valves of your choice. This system is designed to becompatible with MicroMatic RSV and EPV series couplers as well as Colder Products “DrumQuick Pro” couplers. Order an appropriatecoupler separately to match your system requirements.System includes:
• 8 GPM, 115 VAC Self Priming Pump, w/ 6 min. timeout feature
• Electronic Digital Turbine Meter
• Stainless Steel Automatic Discharge Nozzle
• 3/4” x 12’ Discharge & Pump Connection Hose
• Convenient Pump Hanger Plate w/Nozzle Holder and Drip Cup
P/N 970027-06M
Same as 970027-06A above, except with manual nozzle.
*P/N 970027-06A shown
Note: IBC Tote Tank and coupler not included
See page 5
120DC PUMPSAC PUMPS NEXTECHAND PUMPSMETERSCABINET DISPENSERSFMSACCESSORIESDEFKITS DF120N DF120CAN520 DF120CMN520 DF120CAN520-RP
DESCRIPTION 115V - Pump Only 115V IBC Mount -
Automatic Nozzle
115V IBC Mount -
Manual Nozzle
115V IBC Mount -
Automatic Nozzle
& RPV
FLOW RATE 8 GPM / 30 LPM 8 GPM / 30 LPM 8 GPM / 30 LPM 8 GPM / 30 LPM
VOLTAGE / AMP RATING (FLA) 115V AC / 2.4 A 115V AC / 2.4 A 115V AC / 2.4 A 115V AC / 2.4 A
DUTY CYCLE 30 min on /
30 min off
30 min on /
30 min off
30 min on /
30 min off
30 min on /
30 min off
DISCHARGE HEAD /
DISCHARGE PRESSURE 87’ / 38 PSI 87' / 38 PSI 87' / 38 PSI 87' / 38 PSI
SUCTION LIFT 6’6' 6' 6'
INLET THREAD / OUTLET THREAD ¾" Hose Barb /
¾" Hose Barb
¾" Hose Barb /
¾" Hose Barb
¾" Hose Barb /
¾" Hose Barb
¾" Hose Barb /
¾" Hose Barb
MOUNTING SIZE , THREAD , & TYPE N/A IBC Tote Bracket IBC Tote Bracket IBC Tote Bracket
KEY INCLUDED COMPONENTS Hose Barbs
¾" x 20' EPDM
Hose, ¾" x 5' EPDM
Suction Hose, Hose
Barbs , 1" Automatic
DEF Nozzle
(Stainless
Steel Spout)
¾" x 20' EPDM
Hose, ¾" x 5' EPDM
Suction Hose, Hose
Barbs , 1" PVC
Manual Nozzle
¾" x 20' EPDM
Hose, ¾" x 5' EPDM
Suction Hose, Hose
Barbs , 1" Automatic
DEF Nozzle
(Stainless Steel
Spout) , RPV Valve
COMPATIBLE FLUIDS
PACKAGE DIMENSIONS
(WxHxD) / WEIGHT
14.75" x 10.25" x
19.81" / 15.4 LBS
21.81" x 10" x
19.81" / 35.2 LBS
21.81" x 10" x
19.81" / 34.2 LBS
21.81" x 10" x
19.81" / 34 LBS
CERTIFICATIONS Intertek Intertek Intertek
WARRANTY 2 Year 2 Year 2 Year 2 Year
UPC 089404245798 089404245811 089404245828 089404246252
DEF AC PUMPS
159 KENDALL AVE
54.-4-26
N/F
Iacovelli,Mark &
Torchia,Matthew
KENDALL AVE
54.-4-27
N/F
Iacovelli,Mark &
Torchia,Matthew
KENDALL AVE
54.-5-17
N/F
Iacovelli,Larry
164 KENDALL AVE
54.-5-19
N/F
Iacovelli,Lawrence
117MARYLAND AVE
54.-5-34
N/F
Iacovelli,Ralph &
Iacovelli,Roxanne
103 PENNSYLVANIA
AVE EXT
54.-6-7
N/F
Iacovelli Testamentary
Trust,Helen &
Iacovelli,Orlando
165 KENDALL AVE
54.-4-25.1
N/F
Iacovelli,Lawrence &
Iacovelli,Trinna
171 KENDALL AVE
54.-4-22.1
N/F
Iacovelli,Lawrence E &
Iacovelli,Trinna
167 KENDALL AVE
54.-4-25.2
N/F
Iacovelli,Lawrence &
Iacovelli,Trinna
166 KENDALL AVE
54.-5-20.1
N/F
Iacovelli,Jeffrey S
168 KENDALL AVE
54.-5-20.2
N/F
Zheng,Jinmei
KENDALL AVE
54.-5-21
N/F
Iacovelli,Lawrence
174-176 KENDALL AVE
54.-5-22
N/F
Trechter,Sam
111 PENNSYLVANIA
AVE EXT
54.-5-30.2
N/F
Iacovelli Testamentary
Trust,Helen &
Iacovelli,Orlando
PENNSYLVANIA AVE
54.-5-27
N/F
Kendall Avenue Corp
107 PENNSYLVANIA
AVE EXT
54.-5-31
N/F
Iacovelli Testamentary
Trust,Helen &
Iacovelli,Orlando
193 KENDALL AVE
54.-4-16.2
N/F
Karij,Rosaire M
KENDALL AVE
54.-4-17
N/F
Heritage Park
Townhouses,Inc
185 KENDALL AVE
54.-4-19
N/F
Watros,Dylan M
181 KENDALL AVE
54.-4-21
N/F
Chen,Kui &Zheng,Jin
Mei
175 KENDALL AVE
54.-4-22.3
N/F
Iacovelli,Mark
178 KENDALL AVE
54.-5-23
N/F
Iacovelli,Lawrence E
PENNSYLVANIA AVE
54.-5-25
N/F
Kendall Avenue CorpPENNSYLVANIA AVE
54.-5-24
N/F
Kendall Avenue Corp
180 KENDALL AVE
54.-5-26.2
N/F
Kendall Avenue Corp
KENDALL AVE
54.-4-15.1
N/F
Heritage Park
Townhouses,Inc KENDALL AVE
54.-4-15.2
N/F
Heritage Park
Townhouses,Inc
KEND
A
L
L
A
V
E
TOWN OF ITHACA STORM NETWORK
New York State, Maxar, Microsoft
2021 county tax parcels
TOWNWIDE_STORM_NETWORK_8128
Roads_6368
8/9/2023, 2:55:40 PM 0 0.01 0.030.01 mi
0 0.03 0.060.01 km
1:1,128
TOWN OF ITHACA ENGINEERING
New York State, Maxar, Microsoft |