ITEM 6.1 Otsego/Dayton Emergency Water Interconnection ReportOtsceF o
MINNESOTA 111:—
DEPARTMENT INFORMATION
Request for
City Council Action
ORIGINATING DEPARTMENT:
Public Works
REQUESTOR:
City Engineer Wagner
MEETING DATE:
December 12, 2016
PRESENTER(s):
REVIEWED BY:
ITEM #:
City Engineer Wagner
Interim City Administrator
6.1
Flaherty
AGENDA ITEM DETAILS
RECOMMENDATION:
City staff recommends City Council accept the Otsego/Dayton Emergency Water Interconnection Report
dated December 2016 and authorizes staff to forward the report to City of Dayton for their review.
ARE YOU SEEKING APPROVAL OF A CONTRACT?
IS A PUBLIC HEARING REQUIRED?
No
No
BACKGROUNDIJUSTIFICATION:
The City of Dayton approached the City of Otsego requesting a water connection for emergency
purposes only. Currently, the portion of the City of Dayton known as the "historic village" lacks the
ability to provide standard fire protection typical to urban areas with municipal services. The City
Council of Otsego wanted assurances that an interconnection of the two public water systems in no way
compromises the City of Otsego's ability to provide service to its users. The report was completed in
accordance to the agreement signed by both Cities and costs to complete will be reimbursed to the City
of Otsego by the City of Dayton.
The final scope of the report also included reviewing the interconnections resultant flow and pressure at
a strategic location within the City of Dayton, estimated costs for alternative piping, exhibits depicting
location of the interconnection and corresponding required easements and any other potential issues or
regulations that may need to be resolved or permitted.
SUPPORTING DOCUMENTS: X ATTACHED NONE
• Otsego/ Dayton Emergency Water Interconnection Report
MOTION: (Please word motion as you would like it to appear in the minutes.)
Motion to accept the Otsego/ Dayton Emergency Water Interconnection Report and authorize staff to
forward the report to the City of Dayton for their review.
BUDGET INFORMATION
FUNDING: BUDGETED: X YES
City of Dayton
NO
OTSEGO/DAYTON
WATER SYSTEMS
INTERCONNECTION REPORT
December 2016
OtCITY OF 0
MINNESOTA
I hereby certify that this plan, specification or report was prepared by me or under my direct
supervision and that I am a duly Licensed Professional Engineer under State of Minnesota
Statutes Sections 326.02 to 326.16.
a ner L26052 December 6, 2016
onald J. ic. No. Date
TABLE OF CONTENTS
INTRODUCTION.....................................................................................................................................1
ANALYSIS OF THE CITY OF OTSEGO EAST WATER SYSTEM.....................................................1
ANALYSIS OF THE CITY OF DAYTON WATER SYSTEM............................................................... 2
EASEMENT FOR INTERCONNECTION............................................................................................... 2
POTENTIAL ISSUES REGARDING INTERCONNECTION OF THE WATER SYSTEMS ..............: 3
CONCLUSION.......................................................................................................................................... 3
APPENDIX
APPENDIX A - OTSEGO EAST WATER SYSTEM ANALYSIS (SPREADSHEETS AND
GRAPHICS
APPENDIX B - DAYTON'S "HISTORIC VILLAGE" WATER SYSTEM ANALYSIS
(WATERCAD PRINTOUTS, SUMMARY TABLE AND ENGINEER'S
OPTION OF COST)
APPENDIX C - SCHEMATIC OF INTERCONNECTION AND EASEMENT
APPENDIX D - MDH DRAFT POLICY OF INTERCONNECTION OF PUBLIC WATER
SYSTEMS
Introduction
The City of Dayton (Dayton) has approached the City of Otsego (Otsego) requesting a water
connection for emergency purposes only. Currently, Dayton lacks the ability to provide standard
fire protection to an urban portion of their City known as the "the historic village". Otsego
required a report to provide assurances that they can support Dayton's emergency needs without
compromising their own ability to provide all municipal water services to the citizens of Otsego.
Other items that will be reviewed within the report is the resultant pressure and flows that can be
expected at a selected point in the Dayton system, along with the location, the required size of
watermain, and potential cost of the connection. Lastly, the report discusses Minnesota
Department of Health's (MDH) requirements regarding any interconnection of municipal water
systems.
Analysis of the City of Otsego East Water System
Hakanson Anderson has reviewed the Otsego East Water System to provide standard fire
protection to Dayton's "historic village". Standard fire protection for a water system in this
report is considered providing 2,500 gallons per minute for 3 hours. Analysis of the Otsego East
Water System focuses on the ability to supply Dayton 2,500 gallons per minute of water for 3
hours and not cause any issues with continuing to provide service to the Otsego system users.
Analysis of the interconnection and Dayton system's ability to convey 1,000 gpm at a hydrant at
a minimum of 20 psi is reviewed in the next section of the report. Parameters for the analysis
are:
1) Provide 2,500 gpm for 3 hours for standard fire protection
2) Evaluate with Otsego's pumping capacity with Well #8, its best production well out
of service at the time of need; water supplied from only Well #3 and Well #6.
3) Evaluate during a peak day demand
4) Maintain 20% reserve in water tower volume for continuation of domestic pressure
needs
5) Considered with Water Tower #3 and Water Tower #1.
It should be noted that at the time of the report, Water Tower #1 and Well #6 are not in service
but are expected to be in service by June of 2016. That timeline will likely coincide or be prior
to the potential interconnection.
Our analysis of the effects of an emergency fire need in Dayton determined that the Otsego East
Water System has the capability and the capacity. With continued growth within Otsego's East
Water System estimated at 100 Residential Equivalent Connections (RECs), Otsego would not
need to add flow or storage capacity until the year 2031 to meet all of the parameters as noted
above. If both Otsego and Dayton had simultaneous fires and 5,000 gpm for 3 hours were
required, addition flow or storage capacity would not be needed until 2021. The likelihood that
all of the parameters and simultaneous fires occurred is so remote as to be unrealistic though.
The data for the Otsego East Water System is included in Appendix A
Page 1
Analysis of the City of Dayton Water System
Hakanson Anderson has reviewed Dayton's "historic village" water system with respect to the
interconnection and the ability to convey water and resultant pressure at a hydrant near St. John
the Baptist Catholic Church. The hydrant was chosen due to the higher elevation and furthest
distance from the water pressure source. This location should be very good indicator to
minimum flows and minimum pressures that Dayton would obtain in each scenario. Other
hydrants within the Dayton "historic village" would thus have slightly higher pressures and
volumes. A typical minimum flow any hydrant should be able to provide is 1,000 gpm at 20 psi.
All options considered can supply a single hydrant at 1,000 gpm at 20 psi. An entire system
should be able to provide 2,500 gpm for 3 hours by using several hydrants. Our analysis has
determined the Dayton water system would not be able to provide 2,500 gpm without major
changes due to the length of the connection and the size of the existing Dayton system
watermains.
Four different options were reviewed to allow Dayton to make an informed decision if they
would like to proceed. For each option, we determined flow capability with the corresponding
pressure. An engineer's opinion of cost for each option was calculated. Options to replace the
watermain under 62nd Street between Wright CSAH 36 and Richardson Avenue with a largeR
watermain or provide a loop within the Ranch Acres development were also analyzed to
determine if an increase in watermain sizing or an addition of a watermain loop is warranted.
Dayton should be aware that in order to provide fire protection, pressure and velocities will
increase in trunk, lateral and private lines within Dayton's water system and those increases
could cause unforeseen issues.
See Appendix B for pertinent datA regarding the four options and estimated costs.
Easement for the Interconnection
The nearest current viable connection in Otsego is located at the north end of Randolph Avenue
near what would be 60t" Street. Otsego has a 12" watermain at that location. The
interconnection would follow the same alignment as the forcemain which serves Dayton's
"historic village". The watermain would need to be located near the section line between Section
1 T120N R23W and Section 36 T121N R23W. The existing forcemain is located within an
easement that consists of the northern 30' of Section 1 T120N R23W. The interconnection
watermain must maintain a minimum of 10' horizontal clearance from the sewer forcemain to
meet MDH requirements and 10 State Standards. Due to the fact that Section 1 has been
preliminary platted by Lennar for the housing development Meadows of River Pointe and was
designed without the additional easement, the logical location for additional easement needed
would be to the north of the section line within Section 36. If the watermain was constructed
near or on the section line, a 15' wide utility easement along the southern extents of Section 36
would be sufficient. The interconnection watermain would then bend 90 degrees to the north
following Wright CSAH 36 to 62nd Street where connection to the 6" watermain of Dayton's
water system would occur. A right of way permit from Wright County would need to be
obtained for placement of watermain within the right of way if there is sufficient space. The
existing forcemain is located to the west and adjacent to Wright CSAH 36 and within the righ-of-
way. The watermain would likely need to be located to the east and adjacent to Wright CSAH
Page 2
36 if it were to be within Wright County right of way. If a right of way permit is not allowed by
Wright County, a utility easement a minimum of 20' wide would be needed west of the Wright
CSAH 36 right of way between 60th Street and 62nd Street. For the report purposes, we will
include the utility easement between 601h Street and 62nd Street along the west side of Wright
CSAH 36.
Appendix C includes a schematic of the connection and easement.
Potential Issues regarding Interconnection of the Water Systems
As stated earlier in the report, the Dayton system will inevitably incur greater pressures and
higher velocities if the two systems are connected and the emergency valve is opened. The
Dayton City Engineer should evaluate the potential issues that may arise to portions of the
system including and private lines within older homes and businesses.
The MDH has recently taken a different approach in reviewing interconnection of water systems
due to the recent issues in Flint, Michigan. Changes in water types can cause corrosive issues
with older piping. In this instance, both water types are similar as they are both ground water
and treated similarly. The interconnection would also be deemed short term under their draft
policy for Interconnection of Public Water Systems. The MDH is more concerned with
interconnections deemed interim or long term. The MDH will review the construction plans,
potential major pressure changes, and water composition difference prior to permitting the
interconnection. Our preliminary discussions with MDH did not raise any concerns and our
opinion is the interconnection is viable.
Appendix D includes the MDH Draft Policy on Interconnection of Public Water Systems.
Conclusion
The current City of Dayton's existing water system does not provide the "historic village" urban
type fire protection. Completing a water connection to Otsego East Water System for emergency
service needs has been determined as feasible from an engineering stand point and will provide
individual hydrants with 1,000 gpm at 20 psi. Economically, the Dayton will need to determine
which option best suits their needs. Many issues will need to be addressed in a Joint Powers
Agreement between the two Cities, but it is our opinion, none of those should be problematic for
either side and the agreement would likely outline ownership, liability, cost participation and
operating procedures.
Page 3
APPENDIX A
General Notes: System Capacity - WT#3 and WT#1 and Wells #3, #6 and #8 w/ Odd/Even
1. The firm capacity of the East Water Tower and Well System is approximately 1700 gpm.
2. Average Daily Water Usage @ 350 gpc
3. Average daily demand of 350 gpd/REC, this equates to approximately 1698 RECs on the
East Water Tower and Well System.
Individual Facility Capacities:
Facility
Capacity
Well No. 1
gpm
Well No. 2
gpm
Well No. 3
700 gpm
Well No. 6
1,000 gpm
Well No. 8
1,450 gpm
Water Tower No. 1
400,000 Gallons
Water Tower No. 3
1,000,000 Gallons
System Capacity Calculations:
Existing Conditions':
Firm Pumping Capacity':
1,700 gpm
Required Fire Flowz:
2,500 gpm
Fire Flow Duration (hrs):
3 hrs
Total Fire Flow Demand:
450,000 gallons
Average Day Demand:
594,000 gpd
Peak Day Demand Volume8:
1,782,000 gallons
Peak Day Demand 3:
1,485 gpm
3 hr Peak Day Demand:
267,300 gallons
20% Reserve4:
356,400 gallons
Total Water Required:
1,073,700 gallons
Total Firm Pumping (3 hrs):
306,000 gallons
Total Storage Required:
767,700 gallons
Existing System Capacity:
Total Firm Pumping (3 hrs): 306,000 gallons
Total Storage Available: 1,400,000 gallons
Total Water Available: 1,706,000 gallons
QTwR = QTFFD + (3hr x 60min/hr x Pp)/(20hr x 60min) + (0.20)Pp
QTwR = Total Water Available (gallons)
QTFFD = Total Fire Flow Demand (gallons)
Pp = Peak Day Demand (gallons)
Solution:
1,126,000 gallons = 450,000 gallons + 3Po/20 + 0.20Po
1, 400, 000 gallons = 0.35P p
P p = 4, 000, 000 gallons
Average Daily Demand": 3,585,000 gpd
REC Capacity (350 gpd/REC): 3200
1 Firm pumping capacity represents the capacity of the system with the largest well out of service
2 Per recommended standards referenced in Otsego Water Study
3 Peak day demand rate based on 20 hour day
4 Reserve is 20% of peak day demand volume
5 Total Water Required (or available) = Total Fire Flow Demand + 3 hr Peak Day Demand + 20% Reserve
6 Total Storage Required (or available) = Total Water Required (or available) - Total Firm Pumping (3 hrs)
7 Based on 2016 Water Usage Records supplied by Kurt Neidermeier
8 Assuming a ratio of maximum demand to average demand of 3.0
REC Projections (see Chart):
Y-Axis
X-Axis
RECsNear
20 40 60 80 100 150 200 300
Existing
Capacity
2016
2020
Year 2025
2030
1,698
1,698
1,698
1,698
1,698
1,698
1,698
1,698
3,200
1,778
1,858
1,938
2,018
2,098
2,298
2,498
2,898
3,200
1,878
2,058
2,238
2,418
2,598
3,048
3,498
4,398
3,200
1,978
2,258
2,538
2,818
3,098
3,798
4,498
5,898
3,200
2035
2,078
2,458
2,838
3,218
3,598
4,548
5,498
7,398
31200
2040
2,178
2,658
3,138
3,618
4,098
5,298
6,498
8,898
3,200
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General Notes: System Capacity - WT#3 and WT#1 and Wells #3, #6 and #8 w/ Odd/Even
1. The firm capacity of the East Water Tower and Well System is approximately 1700 gpm.
2. Average Daily Water Usage @ 350 gpc
3. Average daily demand of 350 gpd/REC, this equates to approximately 1698 RECs on the
East Water Tower and Well System.
Individual Facility Capacities:
Facility
Capacity
Well No. 1
gpm
Well No. 2
gpm
Well No. 3
700 gpm
Well No. 6
1,000 gpm
Well No. 8
1,450 gpm
Water Tower No. 1
400,000 Gallons
Water Tower No. 3
1,000,000 Gallons
System Capacity Calculations:
Existing Conditions 7 :
Firm Pumping Capacity:
1,700 gpm
Required Fire Flowz:
5,000 gpm
Fire Flow Duration (hrs):
3 hrs
Total Fire Flow Demand:
900,000 gallons
Average Day Demand:
594,000 gpd
Peak Day Demand Volume8:
1,782,000 gallons
Peak Day Demand 3:
1,485 gpm
3 hr Peak Day Demand:
267,300 gallons
20% Reserve4:
356,400 gallons
Total Water Required:
1,523,700 gallons
Total Firm Pumping (3 hrs): 306,000 gallons
Total Storage Required$: 1,217,700 gallons
Existing System Capacity:
Total Firm Pumping (3 hrs): 306,000 gallons
Total Storage Available: 1,400,000 gallons
Total Water Available: 1,706,000 gallons
QTwR = QTFFD + (3hr x 60min/hr x Pp)/(20hr x 60min) + (0.20)Po
QTWR = Total Water Available (gallons)
QTFFD = Total Fire Flow Demand (gallons)
Pp = Peak Day Demand (gallons)
Solution:
1,126, 000 gallons = 450,000 gallons + 3PD120 + 0.20P p
1, 400, 000 gallons = 0.35P o
P o = 4, 000, 000 gallons
520.8571
Average Daily Demand": 1,782,000 gpd
REC Capacity (350 gpd/REC): 2220
Firm pumping capacity represents the capacity of the system with the largest well out of service
2 Per recommended standards referenced in Otsego Water Study
3 Peak day demand rate based on 20 hour day
4 Reserve is 20% of peak day demand volume
5 Total Water Required (or available) = Total Fire Flow Demand + 3 hr Peak Day Demand + 20% Reserve
6 Total Storage Required (or available) = Total Water Required (or available) - Total Firm Pumping (3 hrs)
Based on 2016 Water Usage Records supplied by Kurt Neidermeier
8 Assuming a ratio of maximum demand to average demand of 3.0
REC Projections (see Chart):
Y-Axis
X-Axis
RECsNear
20 40 60 80 100 150 200 300
Existing
Capacity
2016
2020
Year 2025
2030
1,698
1,698
1 1,698
1,698
1,698
1,698
1,698
1,698
2,220
1,778
1,858
1,938
2,018
2,098
2,298
2,498
2,898
2,220
1,878
2,058
2,238
2,418
2,598
3,048
3,498
4,398
2,220
1,978
2,258
2,538
2,818
3,098
3,798
4,498
5,898
2,220
2035
2,078
2,458
2,838
3,218
3,598
4,548
5,498
7,398
2,220
2040
2,178
2,658
3,138
3,618
4,098
1 5,298
6,498
8,898
2,220
MINNEAPOLIS FIRE DEPARTMENT
FIRE PREVENTION BUREAU POLICY # 5-2
WATER SUPPLIES
Original issue 1- 02- 01 Last revision 8-16-05 Page 1 of 2
ISSUE:
An adequate water supply for fire-fighter is to be provided for every building or facility.
CODE REQUIREMENTS:
The fire code requires an adequate, on site water supply for new buildings and facilities.
PROBLEM:
The MSFC gives general guidelines and does not list specific requirements for water
supplies. This policy lists specific MFD requirements.
MFD ACCEPTABLE COMPLIANCE:
Fire hydrants that receive water from the Minneapolis Water Works system are the only
acceptable water supply.
1. Location and number of hydrants:
a. All parts of the exterior of a new building or facility are to be within 400 feet of
a hydrant which is located on a fire vehicle access road. (MSFC)
Exception: The distance between hydrants may be up to 600 feet for
buildings protected throughout by a sprinkler system. (MSFC)
b. The spacing and number of hydrants is to be based on a MSFC Appendix.
c. Hydrants are to be located within 15 feet of a fire vehicle access road, but no
closer than 40 feet of a building of combustible construction or of openings in
buildings of noncombustible construction. A 4'/2 inch outlet is to face, and be
perpendicular to the fire vehicle access road.
Hydrants that are located in or near drive lanes or parking spaces are to be
protected by bollards (the bollards are to be located at least three (3) feet from
the hydrant).
There is to be no parking within 10 feet of the front of hydrants.
d. Fire department connections (Siamese connections) that serve sprinkler and
standpipe systems are to be located within 150 feet of a city fire hydrant as
measured along a fire vehicle access road, (a city hydrant is one that is
directly connected to a city water main and maintained by the Minneapolis
Water Dept.).
2. Amount of water and pressure requirements:
Each hydrant is to provide at least 1,000 gpm at 20 psi with as many hydrants
flowing as necessary to meet the fire flow requirements as determined in the
MSFC Appendix for fire flow.
3. Types of hydrants:
a. City hydrants: May only be painted by the city.
b. Private hydrants:
- Piping supplying a hydrant is to be at least six (6) inch
#5-2 page 1 of 2
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WaterCad
Option 1
1000 gpm
Junction Detailed Report: J-9
Scenario Summary
ID
2940
Label
West Side Distribution System
Notes
Active Topology
Base Active Topology
Physical
Base Physical
Demand
Demand Alternative - 1
Initial Settings
Base Initial Settings
Operational
West Side Distribution System
Age
Base Age
Constituent
Base Constituent
Trace
Base Trace
Fire Flow
Base Fire Flow
Energy Cost
Base Energy Cost
Transient
Base HAMMER
Pressure Dependent Demand
Base Pressure Dependent Demand
Failure History
Base Failure History
SCADA
Base SCADA
User Data Extensions
Base User Data Extensions
Steady State/EPS Solver Calculation
24-Hour EPS
Options
Transient Solver Calculation Options
Base
<General>
ID
Label
4302 Notes
J-9 Hyperlinks <Collection:
0 items>
GIS-IDs
GIS-ID
<Geometry>
X
83,879.29 ft Y 46,232.30 ft
Active Topology
Is Active?
True
Demand (Base)
(gpm)
Demand Collection
Pattern (Demand)
1,000.00 Fixed
Unit Demand Collection
Number of Unit Unit Demand Unit Demand Unit Demand (Base)
Demands (gpm)
Pattern (Demand)
Bentley Systems, Inc. Haestad Methods Solution Bentley WaterCAD V8i (SELECTseries 6)
Dayton Connection - November 2016.wtg Center [08.11.06.1131
12/6/2016 27 Siemon Company Drive Suite 200 W Page 1 of 5
Watertown, CT 06795 USA +1-203-755-1666
WaterCad
Option 1
1000 gpm
Junction Detailed Report: J-9
Customer Meter Demands
Customer Pattern (Demand) Demand (Base)
(gpm)
Customer Meter Unit Demands
Customer
Number of Unit Demands
Unit Demand
Unit Demand (Base) Pattern (Unit Demand)
(gpm)
Fire Flow
Specify Local Fire Flow
False
Constraints?
Physical
Elevation
901.00 ft
Emitter Coefficient
0.000 gpm/psi^n
Zone
<None>
Pressure Dependent Demand
Use Local Pressure Dependent
False
Demand Data?
Transient (Initial)
Vapor Volume (Initial)
0.0 gal
Water Quality
Age (Initial)
0.000 hours
Is Constituent Source?
False
Concentration (Initial)
0.0 mg/L
Trace (Initial)
0.0 %
Results (Fire Flow)
Satisfies Fire Flow
(N/A)
Fire Flow (Total Upper Limit)
(N/A) gpm
Constraints?
Fire Flow (Available)
(N/A) gpm
Pressure (Calculated Residual
(N/A) psi
@ Total Flow Needed)
Pressure (Calculated Residual)
(N/A) psi
Pressure (Calculated Zone
Lower Limit @ Total Flow
(N/A) psi
Needed)
Pressure (Calculated Zone
(N/A) psi
Velocity of Maximum Pipe
(N/A) ft/s
Lower Limit)
Pressure (Calculated System
(N/A) psi
Junction w/ Minimum
(N/A)
Lower Limit)
Pressure (System)
Is Fire Flow Run Balanced?
(N/A)
Junction w/ Minimum
(N/A)
Pressure (Zone)
Fire Flow Iterations
(N/A)
Pipe w/ Maximum Velocity
(N/A)
Flow (Total Needed)
(N/A) gpm
Junction w/ Minimum
Pressure (Zone @ Total Flow
(N/A)
Needed)
Flow (Total Available)
(N/A) gpm
Results (Pressure Dependent Demands)
Bentley Systems, Inc.
Haestad Methods Solution
Bentley WaterCAD V8i (SELECTseries 6)
Dayton Connection - November 2016.wtg
Center
[08.11.06.113]
12/6/2016
27 Siemon Company
Drive Suite 200 W
Page 2 of 5
Watertown, CT 06795 USA +1-203-755-1666
WaterCad
Option 1
1000 gpm
Junction Detailed Report: J-9
Results (Pressure Dependent Demands)
Demand Shortage
0 gpm
Shortfall (Cumulative)
0.00 MG
Demand (Cumulative)
0.00 MG
Supply Rate (Cumulative)
(N/A)
Supply (Cumulative)
0.00 MG
Demand (Target)
1,000 gpm
Results (Statistics)
Demand (Minimum)
1,000 gpm
Age (Minimum)
(N/A) hours
Demand (Maximum)
1,000 gpm
Age (Maximum)
(N/A) hours
Hydraulic Grade (Maximum)
958.73 ft
Trace (Minimum)
(N/A) %
Hydraulic Grade (Minimum)
958.73 ft
Trace (Maximum)
(N/A) %
Pressure (Minimum)
25 psi
Concentration (Minimum)
(N/A) mg/L
Pressure (Maximum)
25 psi
Concentration (Maximum)
(N/A) mg/L
Results (Transient)
Head (Maximum, Transient)
(N/A) ft
Pressure (Minimum,
(N/A) psi
Transient)
Head (Minimum, Transient)
(N/A) ft
Air Volume (Maximum,
(N/A) gal
Transient)
Pressure (Maximum,
(N/A) psi
Vapor Volume (Maximum,
(N/A) gal
Transient)
Transient)
Results (Water Quality)
Age (Calculated)
(N/A) hours
Concentration (Calculated)
(N/A) mg/L
Trace (Calculated)
(N/A)
Results
Hydraulic Grade
958.73 ft
Demand Adjusted Population
(N/A) Capita
Demand
1,000 gpm
Alert Level (Ever)
None
Pressure
25 psi
Alert Level (Now)
None
Pressure Head
57.73 ft
Has Calculation Messages
False
Now?
Calculation Messages
Time
Message
(hours)
Calculated Results Summary
Time Hydraulic Grade Pressure
(hours) (ft) (psi)
Demand
(qpm)
0.000
958.73
25
1,000
1.000
958.73
25
1,000
2.000
958.73
25
1,000
3.000
958.73
25
1,000
4.000
958.73
25
1,000
5.000
958.73
25
1,000
6.000
958.73
25
1,000
7.000
958.73
25
1,000
8.000
958.73
25
1,000
Bentley Systems, Inc. Haestad Methods Solution Bentley WaterCAD V8i (SELECTseries 6)
Dayton Connection - November 2016.wtg Center [08.11.06.113]
12/6/2016 27 Siemon Company Drive Suite 200 W Page 3 of 5
Watertown, CT 06795 USA +1-203-755-1666
WaterCad
Option 1
1000 gpm
Junction Detailed Report: J-9
Calculated Results Summary
Time
Hydraulic Grade
Pressure
Demand
(hours)
(ft)
(psi)
(gpm)
9.000
958.73
25
1,000
10.000
958.73
25
1,000
11.000
958.73
25
1,000
12.000
958.73
25
1,000
12.048
958.73
25
1,000
13.000
958.73
25
1,000
14.000
958.73
25
1,000
15.000
958.73
25
1,000
16.000
958.73
25
1,000
17.000
958.73
25
1,000
18.000
958.73
25
1,000
19.000
958.73
25
1,000
20.000
958.73
25
1,000
21.000
958.73
25
1,000
22.000
958.73
25
1,000
23.000
958.73
25
1,000
24.000
958.73
25
1,000
25.000
958.73
25
1,000
26.000
958.73
25
1,000
27.000
958.73
25
1,000
28.000
958.73
25
1,000
29.000
958.73
25
1,000
30.000
958.73
25
1,000
31.000
958.73
25
1,000
32.000
958.73
25
1,000
33.000
958.73
25
1,000
34.000
958.73
25
1,000
35.000
958.73
25
1,000
36.000
958.73
25
1,000
37.000
958.73
25
1,000
38.000
958.73
25
1,000
39.000
958.73
25
1,000
40.000
958.73
25
1,000
41.000
958.73
25
1,000
42.000
958.73
25
1,000
43.000
958.73
25
1,000
44.000
958.73
25
1,000
45.000
958.73
25
1,000
46.000
958.73
25
1,000
47.000
958.73
25
1,000
48.000
958.73
25
1,000
49.000
958.73
25
1,000
50.000
958.73
25
1,000
51.000
958.73
25
1,000
52.000
958.73
25
1,000
53.000
958.73
25
1,000
54.000
958.73
25
1,000
Bentley Systems, Inc. Haestad Methods Solution Bentley WaterCAD V8i (SELECTseries 6)
Dayton Connection - November 2016.wtg Center [08.11 .061 131
12/6/2016 27 Siemon Company Drive Suite 200 W Page 4 of 5
Watertown, CT 06795 USA +1-203-755-1666
WaterCad
Option 1
1000 gpm
Junction Detailed Report: J-9
Calculated Results Summary
Time
Hydraulic Grade
Pressure
Demand
(hours)
(ft)
(psi)
(gpm)
55.000
958.73
25
1,000
56.000
958.73
25
1,000
57.000
958.73
25
1,000
58.000
958.73
25
1,000
59.000
958.73
25
1,000
60.000
958.73
25
1,000
61.000
958.73
25
1,000
62.000
958.73
25
1,000
63.000
958.73
25
1,000
64.000
958.73
25
1,000
65.000
958.73
25
1,000
66.000
958.73
25
1,000
67.000
958.73
25
1,000
68.000
958.73
25
1,000
69.000
958.73
25
1,000
70.000
958.73
25
1,000
71.000
958.73
25
1,000
72.000
958.73
25
1,000
Bentley Systems, Inc. Haestad Methods Solution Bentley WaterCAD V8i (SELECTseries 6)
Dayton Connection - November 2016.wtg Center [08.11.06A 13]
12/6/2016 27 Siemon Company Drive Suite 200 W Page 5 of 5
Watertown, CT 06795 USA +1-203-755-1666
WaterCad
Option 2
1000 gpm
Junction Detailed Report: J-9
Scenario Summary
ID
2940
Label
West Side Distribution System
Notes
Active Topology
Base Active Topology
Physical
Base Physical
Demand
Demand Alternative - 1
Initial Settings
Base Initial Settings
Operational
West Side Distribution System
Age
Base Age
Constituent
Base Constituent
Trace
Base Trace
Fire Flow
Base Fire Flow
Energy Cost
Base Energy Cost
Transient
Base HAMMER
Pressure Dependent Demand
Base Pressure Dependent Demand
Failure History
Base Failure History
SCADA
Base SCADA
User Data Extensions
Base User Data Extensions
Steady State/EPS Solver Calculation
24-Hour EPS
Options
Transient Solver Calculation Options
Base
<General>
ID
4302 Notes
Label
J-9 Hyperlinks <Collection:
0 items>
GIS-IDs
GIS-ID
<Geometry>
X
83,879.29 ft Y 46,232.30 ft
Active Topology
Is Active?
True
Demand Collection
Demand (Base)
Pattern (Demand)
(gpm)
1,000.00 Fixed
Unit Demand Collection
Number of Unit Unit Demand Unit Demand Unit Demand (Base)
Demands (gpm)
Pattern (Demand)
Bentley Systems, Inc. Haestad Methods Solution Bentley WaterCAD V8i (SELECTseries 6)
Dayton Connection - November 2016.wtg Center [08.11.06.1131
12/6/2016 27 Siemon Company Drive Suite 200 W Page 1 of 5
Watertown, CT 06795 USA +1-203-755-1666
WaterCad
Option 2
1000 gpm
Junction Detailed Report: J-9
Customer Meter Demands
Customer
Pattern (Demand) Demand (Base)
(gpm)
Customer Meter Unit Demands
Customer
Number of Unit Demands Unit Demand
Unit Demand (Base)
Pattern (Unit Demand)
(gpm)
Fire Flow
Specify Local Fire Flow
False
Constraints?
Physical
Elevation
901.00 ft
Emitter Coefficient
0.000 gpm/psi^n
Zone
<None>
Pressure Dependent Demand
Use Local Pressure Dependent
False
Demand Data?
Transient (Initial)
Vapor Volume (Initial)
0.0 gal
Water Quality
Age (Initial)
0.000 hours
Is Constituent Source?
False
Concentration (Initial)
0.0 mg/L
Trace (Initial)
0.0 %
Results (Fire Flow)
Satisfies Fire Flow
(N/A)
Fire Flow (Total Upper Limit)
(N/A) gpm
Constraints?
Fire Flow (Available)
(N/A) gpm
Pressure (Calculated Residual
(N/A) psi
@ Total Flow Needed)
Pressure (Calculated Residual)
(N/A) psi
Pressure (Calculated Zone
Lower Limit @ Total Flow
(N/A) psi
Needed)
Pressure (Calculated Zone
(N/A) psi
Velocity of Maximum Pipe
(N/A) ft/s
Lower Limit)
Pressure (Calculated System
(N/A) psi
Junction w/ Minimum
(N/A)
Lower Limit)
Pressure (System)
Is Fire Flow Run Balanced?
(N/A)
Junction w/ Minimum
(N/A)
Pressure (Zone)
Fire Flow Iterations
(N/A)
Pipe w/ Maximum Velocity
(N/A)
Flow (Total Needed)
(N/A) gpm
Junction w/ Minimum
Pressure (Zone @ Total Flow
(N/A)
Needed)
Flow (Total Available)
(N/A) gpm
Results (Pressure Dependent Demands)
Bentley Systems,
Inc. Haestad Methods Solution
Bentley WaterCAD V8i (SELECTseries 6)
Dayton Connection - November 2016.wtg
Center
[08.11.06.113]
12/6/2016
27 Siemon Company Drive Suite 200 W
Page 2 of 5
Watertown, CT
06795 USA +1-203-755-1666
WaterCad
Option 2
1000 gpm
Junction Detailed Report: J-9
Results (Pressure Dependent Demands)
Demand Shortage
0 gpm
Shortfall (Cumulative)
0.00 MG
Demand (Cumulative)
0.00 MG
Supply Rate (Cumulative)
(N/A) %
Supply (Cumulative)
0.00 MG
Demand (Target)
1,000 gpm
Results (Statistics)
Demand (Minimum)
1,000 gpm
Age (Minimum)
(N/A) hours
Demand (Maximum)
1,000 gpm
Age (Maximum)
(N/A) hours
Hydraulic Grade (Maximum)
989.76 ft
Trace (Minimum)
(N/A) %
Hydraulic Grade (Minimum)
989.76 ft
Trace (Maximum)
(N/A) %
Pressure (Minimum)
38 psi
Concentration (Minimum)
(N/A) mg/L
Pressure (Maximum)
38 psi
Concentration (Maximum)
(N/A) mg/L
Results (Transient)
Head (Maximum, Transient)
(N/A) ft
Pressure (Minimum,
(N/A) psi
Transient)
Head (Minimum, Transient)
(N/A) ft
Air Volume (Maximum,
(N/A) gal
Transient)
Pressure (Maximum,
(N/A) psi
Vapor Volume (Maximum,
(N/A) gal
Transient)
Transient)
Results (Water Quality)
Age (Calculated)
(N/A) hours
Concentration (Calculated)
(N/A) mg/L
Trace (Calculated)
(N/A) %
Results
Hydraulic Grade
989.76 ft
Demand Adjusted Population
(N/A) Capita
Demand
1,000 gpm
Alert Level (Ever)
None
Pressure
38 psi
Alert Level (Now)
None
Pressure Head
88.76 ft
Has Calculation Messages
False
Now?
Calculation Messages
Time
Message
(hours)
Calculated Results Summary
Time Hydraulic Grade Pressure
(hours) (ft) (psi)
Demand
(gpm)
0.000
989.76
38
1,000
1.000
989.76
38
1,000
2.000
989.76
38
1,000
3.000
989.76
38
1,000
4.000
989.76
38
1,000
5.000
989.76
38
1,000
6.000
989.76
38
1,000
7.000
989.76
38
1,000
8.000
989.76
38
1,000
Bentley Systems, Inc. Haestad Methods Solution Bentley WaterCAD V8i (SELECTseries 6)
Dayton Connection - November 2016.wtg Center [08.11.06.113]
12/6/2016 27 Siemon Company Drive Suite 200 W Page 3 of 5
Watertown, CT 06795 USA +1-203-755-1666
W aterCad
Option 2
1000 gpm
Junction Detailed Report: J-9
Calculated Results Summary
Time
Hydraulic Grade
Pressure
Demand
(hours)
(ft)
(psi)
(gpm)
9.000
989.76
38
1,000
10.000
989.76
38
1,000
11.000
989.76
38
1,000
12.000
989.76
38
1,000
12.048
989.76
38
1,000
13.000
989.76
38
1,000
14.000
989.76
38
1,000
15.000
989.76
38
1,000
16.000
989.76
38
1,000
17.000
989.76
38
1,000
18.000
989.76
38
1,000
19.000
989.76
38
1,000
20.000
989.76
38
1,000
21.000
989.76
38
1,000
22.000
989.76
38
1,000
23.000
989.76
38
1,000
24.000
989.76
38
1,000
25.000
989.76
38
1,000
26.000
989.76
38
1,000
27.000
989.76
38
1,000
28.000
989.76
38
1,000
29.000
989.76
38
1,000
30.000
989.76
38
1,000
31.000
989.76
38
1,000
32.000
989.76
38
1,000
33.000
989.76
38
1,000
34.000
989.76
38
1,000
35.000
989.76
38
1,000
36.000
989.76
38
1,000
37.000
989.76
38
1,000
38.000
989.76
38
1,000
39.000
989.76
38
1,000
40.000
989.76
38
1,000
41.000
989.76
38
1,000
42.000
989.76
38
1,000
43.000
989.76
38
1,000
44.000
989.76
38
1,000
45.000
989.76
38
1,000
46.000
989.76
38
1,000
47.000
989.76
38
1,000
48.000
989.76
38
1,000
49.000
989.76
38
1,000
50.000
989.76
38
1,000
51.000
989.76
38
1,000
52.000
989.76
38
1,000
53.000
989.76
38
1,000
54.000
989.76
38
1,000
Bentley Systems, Inc. Haestad Methods Solution Bentley WaterCAD V81 (SELECTseries 6)
Dayton Connection - November 2016.wtg Center [08.11.06.1131
12/6/2016 27 Siemon Company Drive Suite 200 W Page 4 of 5
Watertown, CT 06795 USA +1-203-755-1666
WaterCad
Option 2
1000 gpm
Junction Detailed Report: J-9
Calculated Results Summary
Time
Hydraulic Grade
Pressure
Demand
(hours)
(ft)
(psi)
(gpm)
55.000
989.76
38
1,000
56.000
989.76
38
1,000
57.000
989.76
38
1,000
58.000
989.76
38
1,000
59.000
989.76
38
1,000
60.000
989.76
38
1,000
61.000
989.76
38
1,000
62.000
989.76
38
1,000
63.000
989.76
38
1,000
64.000
989.76
38
1,000
65.000
989.76
38
1,000
66.000
989.76
38
1,000
67.000
989.76
38
1,000
68.000
989.76
38
1,000
69.000
989.76
38
1,000
70.000
989.76
38
1,000
71.000
989.76
38
1,000
72.000
989.76
38
1,000
Bentley Systems, Inc. Haestad Methods Solution Bentley WaterCAD V8i (SELECTseries 6)
Dayton Connection - November 2016.wtg Center [08.11.06.113]
12/6/2016 27 Siemon Company Drive Suite 200 W Page 5 of 5
Watertown, CT 06795 USA +1-203-755-1666
wareruau
Option 3
1000 gpm
Junction Detailed Report: J-9
Scenario Summary
ID
2940
Label
West Side Distribution System
Notes
Active Topology
Base Active Topology
Physical
Base Physical
Demand
Demand Alternative - 1
Initial Settings
Base Initial Settings
Operational
West Side Distribution System
Age
Base Age
Constituent
Base Constituent
Trace
Base Trace
Fire Flow
Base Fire Flow
Energy Cost
Base Energy Cost
Transient
Base HAMMER
Pressure Dependent Demand
Base Pressure Dependent Demand
Failure History
Base Failure History
SCADA
Base SCADA
User Data Extensions
Base User Data Extensions
Steady State/EPS Solver Calculation
24-Hour EPS
Options
Transient Solver Calculation Options Base
<General>
ID
4302 Notes
Label
J-9 Hyperlinks <Collection:
0 items>
GIS-IDs
GIS-ID
<Geometry>
X
83,879.29 ft Y 46,232.30 ft
Active Topology
Is Active?
True
Demand Collection
Demand (Base)
Pattern (Demand)
(gpm)
1,000.00 Fixed
Unit Demand Collection
Number of Unit Unit Demand Unit Demand Unit Demand (Base)
Demands (gpm)
Pattern (Demand)
Bentley Systems, Inc. Haestad Methods Solution Bentley WaterCAD V8i (SELECTseries 6)
Dayton Connection - November 2016.wtg Center [08.11.06.113]
12/6/2016 27 Siemon Company Drive Suite 200 W Page 1 of 5
Watertown, CT 06795 USA +1-203-755-1666
WaterCad
Option 3
1000 gpm
Junction Detailed Report: J-9
Customer Meter Demands
Customer Pattern (Demand) Demand (Base)
(gpm)
Customer Meter Unit Demands
Customer
Number of Unit Demands
Unit Demand
Unit Demand (Base) Pattern (Unit Demand)
(gpm)
Fire Flow
Specify Local Fire Flow
False
Constraints?
Physical
Elevation
901.00 ft
Emitter Coefficient
0.000 gpm/psi^n
Zone
<None>
Pressure Dependent Demand
Use Local Pressure Dependent
False
Demand Data?
Transient (Initial)
Vapor Volume (Initial)
0.0 gal
Water Quality
Age (Initial)
0.000 hours
Is Constituent Source?
False
Concentration (Initial)
0.0 mg/L
Trace (Initial)
0.0 %
Results (Fire Flow)
Satisfies Fire Flow
(N/A)
Fire Flow (Total Upper Limit)
(N/A) gpm
Constraints?
Fire Flow (Available)
(N/A) gpm
Pressure (Calculated Residual
(N/A) psi
@ Total Flow Needed)
Pressure (Calculated Residual)
(N/A) psi
Pressure (Calculated Zone
Lower Limit @ Total Flow
(N/A) psi
Needed)
Pressure (Calculated Zone
(N/A) psi
Velocity of Maximum Pipe
(N/A) ft/s
Lower Limit)
Pressure (Calculated System
(N/A) psi
Junction w/ Minimum
(N/A)
Lower Limit)
Pressure (System)
Is Fire Flow Run Balanced?
(N/A)
Junction w/ Minimum
(N/A)
Pressure (Zone)
Fire Flow Iterations
(N/A)
Pipe w/ Maximum Velocity
(N/A)
Flow (Total Needed)
(N/A) gpm
Junction w/ Minimum
Pressure (Zone @ Total Flow
(N/A)
Needed)
Flow (Total Available)
(N/A) gpm
Results (Pressure Dependent Demands)
Bentley Systems, Inc. Haestad Methods Solution
Bentley WaterCAD V8i (SELECTseries 6)
Dayton Connection - November 2016.wtg
Center
[08,11.06.113]
12/6/2016
27 Siemon Company Drive Suite 200 W
Page 2 of 5
Watertown, CT 06795 USA +1-203-755-1666
wateruaa
Option 3
1000 gpm
Junction Detailed Report: J-9
Results (Pressure Dependent Demands)
Demand Shortage
0 gpm
Shortfall (Cumulative)
0.00 MG
Demand (Cumulative)
0.00 MG
Supply Rate (Cumulative)
(N/A) %
Supply (Cumulative)
0.00 MG
Demand (Target)
1,000 gpm
Results (Statistics)
Demand (Minimum)
1,000 gpm
Age (Minimum)
(N/A) hours
Demand (Maximum)
1,000 gpm
Age (Maximum)
(N/A) hours
Hydraulic Grade (Maximum)
997.38 ft
Trace (Minimum)
(N/A) %
Hydraulic Grade (Minimum)
997.38 ft
Trace (Maximum)
(N/A) %
Pressure (Minimum)
42 psi
Concentration (Minimum)
(N/A) mg/L
Pressure (Maximum)
42 psi
Concentration (Maximum)
(N/A) mg/L
Results (Transient)
Head (Maximum, Transient)
(N/A) ft
Pressure (Minimum,
(N/A) psi
Transient)
Head (Minimum, Transient)
(N/A) ft
Air Volume (Maximum,
(N/A) gal
Transient)
Pressure (Maximum,
(N/A) psi
Vapor Volume (Maximum,
(N/A) gal
Transient)
Transient)
Results (Water Quality)
Age (Calculated)
(N/A) hours
Concentration (Calculated)
(N/A) mg/L
Trace (Calculated)
(N/A) %
Results
Hydraulic Grade
997.38 ft
Demand Adjusted Population
(N/A) Capita
Demand
1,000 gpm
Alert Level (Ever)
None
Pressure
42 psi
Alert Level (Now)
None
Pressure Head
96.38 ft
Has Calculation Messages
False
Now?
Calculation Messages
Time
Message
(hours)
Calculated Results Summary
Time Hydraulic Grade Pressure
(hours) (ft) (psi)
Demand
(gpm)
0.000
997.38
42
1,000
1.000
997.38
42
1,000
2.000
997.38
42
1,000
3.000
997.38
42
1,000
4.000
997.38
42
1,000
5.000
997.38
42
1,000
6.000
997.38
42
1,000
7.000
997.38
42
1,000
8.000
997.38
42
1,000
Bentley Systems, Inc. Haestad Methods Solution Bentley WaterCAD V8i (SELECTseries 6)
Dayton Connection - November 2016.wtg Center [08.11.06.113]
12/6/2016 27 Siemon Company Drive Suite 200 W Page 3 of 5
Watertown, CT 06795 USA +1-203-755-1666
WaterCad
Option 3
1000 gpm
Junction Detailed Report: J-9
Calculated Results Summary
Time
Hydraulic Grade
Pressure
Demand
(hours)
(ft)
(psi)
(gpm)
9.000
997.38
42
1,000
10.000
997.38
42
1,000
11.000
997.38
42
1,000
12.000
997.38
42
1,000
12.048
997.38
42
1,000
13.000
997.38
42
1,000
14.000
997.38
42
1,000
15.000
997.38
42
1,000
16.000
997.38
42
1,000
17.000
997.38
42
1,000
18.000
997.38
42
1,000
19.000
997.38
42
1,000
20.000
997.38
42
1,000
21.000
997.38
42
1,000
22.000
997.38
42
1,000
23.000
997.38
42
1,000
24.000
997.38
42
1,000
25.000
997.38
42
1,000
26.000
997.38
42
1,000
27.000
997.38
42
1,000
28.000
997.38
42
1,000
29.000
997.38
42
1,000
30.000
997.38
42
1,000
31.000
997.38
42
1,000
32.000
997.38
42
1,000
33.000
997.38
42
1,000
34.000
997.38
42
1,000
35.000
997.38
42
1,000
36.000
997.38
42
1,000
37.000
997.38
42
1,000
38.000
997.38
42
1,000
39.000
997.38
42
1,000
40.000
997.38
42
1,000
41.000
997.38
42
1,000
42.000
997.38
42
1,000
43.000
997.38
42
1,000
44.000
997.38
42
1,000
45.000
997.38
42
1,000
46.000
997.38
42
1,000
47.000
997.38
42
1,000
48.000
997.38
42
1,000
49.000
997.38
42
1,000
50.000
997.38
42
1,000
51.000
997.38
42
1,000
52.000
997.38
42
1,000
53.000
997.38
42
1,000
54.000
997.38
42
1,000
Bentley Systems, Inc. Haestad Methods Solution Bentley WaterCAD V8i (SELECTseries 6)
Dayton Connection - November 2016.wtg Center 108.11.06.113]
12/6/2016 27 Siemon Company Drive Suite 200 W Page 4 of 5
Watertown, CT 06795 USA +1-203-755-1666
WaterCad
Option 3
1000 gpm
Junction Detailed Report: J-9
Calculated Results Summary
Time
Hydraulic Grade
Pressure
Demand
(hours)
(ft)
(psi)
Wpm)
55.000
997.38
42
1,000
56.000
997.38
42
1,000
57.000
997.38
42
1,000
58.000
997.38
42
1,000
59.000
997.38
42
1,000
60.000
997.38
42
1,000
61.000
997.38
42
1,000
62.000
997.38
42
1,000
63.000
997.38
42
1,000
64.000
997.38
42
1,000
65.000
997.38
42
1,000
66.000
997.38
42
1,000
67.000
997.38
42
1,000
68.000
997.38
42
1,000
69.000
997.38
42
1,000
70.000
997.38
42
1,000
71.000
997.38
42
1,000
72.000
997.38
42
1,000
Bentley Systems, Inc. Haestad Methods Solution Bentley WaterCAD V8i (SELECTseries 6)
Dayton Connection - November 2016.wtg Center [08.11.06.113]
12/6/2016 27 Siemon Company Drive Suite 200 W Page 5 of 5
Watertown, CT 06795 USA +1-203-755-1666
WaterCad
Option 4
1000 gpm
Junction Detailed Report: J-9
Scenario Summary
ID
2940
Label
West Side Distribution System
Notes
Active Topology
Base Active Topology
Physical
Base Physical
Demand
Demand Alternative - 1
Initial Settings
Base Initial Settings
Operational
West Side Distribution System
Age
Base Age
Constituent
Base Constituent
Trace
Base Trace
Fire Flow
Base Fire Flow
Energy Cost
Base Energy Cost
Transient
Base HAMMER
Pressure Dependent Demand
Base Pressure Dependent Demand
Failure History
Base Failure History
SCADA
Base SCADA
User Data Extensions
Base User Data Extensions
Steady State/EPS Solver Calculation
24-Hour EPS
Options
Transient Solver Calculation Options
Base
<General>
ID 4302 Notes
Label J-9 Hyperlinks <Collection:
0 items>
GIS-IDs
GIS-ID
<Geometry>
X 83,879.29 ft Y 46,232.30 ft
Active Topology
Is Active? True
Demand Collection
Demand (Base) Pattern (Demand)
(gpm)
1,000.00 Fixed
Unit Demand Collection
Number of Unit Unit Demand Unit Demand Unit Demand (Base)
Demands (gpm)
Pattern (Demand)
Bentley Systems, Inc. Haestad Methods Solution Bentley WaterCAD V8i (SELECTseries 6)
Dayton Connection - November 2016.wtg Center [08.11.06,113]
12/6/2016 27 Siemon Company Drive Suite 200 W Page 1 of 5
Watertown, CT 06795 USA +1-203-755-1666
WaterCad
Option 4
1000 gpm
Junction Detailed Report: J-9
Customer Meter Demands
Customer Pattern (Demand) Demand (Base)
(gpm)
Customer Meter Unit Demands
Customer
Number of Unit Demands Unit Demand
Unit Demand (Base) Pattern (Unit Demand)
(gpm)
Fire Flow
Specify Local Fire Flow
False
Constraints?
Physical
Elevation
901.00 ft
Emitter Coefficient
0.000 gpm/psi^n
Zone
<None>
Pressure Dependent Demand
Use Local Pressure Dependent
False
Demand Data?
Transient (Initial)
Vapor Volume (Initial)
0.0 gal
Water Quality
Age (Initial)
0.000 hours
Is Constituent Source?
False
Concentration (Initial)
0.0 mg/L
Trace (Initial)
0.0 %
Results (Fire Flow)
Satisfies Fire Flow
(N/A)
Fire Flow (Total Upper Limit)
(N/A) gpm
Constraints?
Fire Flow (Available)
(N/A) gpm
Pressure (Calculated Residual
(N/A) psi
@ Total Flow Needed)
Pressure (Calculated Residual)
(N/A) psi
Pressure (Calculated Zone
Lower Limit @ Total Flow
(N/A) psi
Needed)
Pressure (Calculated Zone
(N/A) psi
Velocity of Maximum Pipe
(N/A) ft/s
Lower Limit)
Pressure (Calculated System
(N/A) psi
Junction w/ Minimum
(N/A)
Lower Limit)
Pressure (System)
Is Fire Flow Run Balanced?
(N/A)
Junction w/ Minimum
(N/A)
Pressure (Zone)
Fire Flow Iterations
(N/A)
Pipe w/ Maximum Velocity
(N/A)
Flow (Total Needed)
(N/A) gpm
Junction w/ Minimum
Pressure (Zone @ Total Flow
(N/A)
Needed)
Flow (Total Available)
(N/A) gpm
Results (Pressure Dependent Demands)
Bentley Systems, Inc. Haestad Methods Solution Bentley WaterCAD V8i (SELECTseries 6)
Dayton Connection - November 2016.wtg Center [08.11.06.113]
12/6/2016 27 Siemon Company Drive Suite 200 W Page 2 of 5
Watertown, CT 06795 USA +1-203-755-1666
WaterCad
Option 4
1000 gpm
Junction Detailed Report: J-9
Results (Pressure Dependent Demands)
Demand Shortage
0 gpm
Shortfall (Cumulative)
0.00 MG
Demand (Cumulative)
0.00 MG
Supply Rate (Cumulative)
(N/A) %
Supply (Cumulative)
0.00 MG
Demand (Target)
1,000 gpm
Results (Statistics)
Demand (Minimum)
1,000 gpm
Age (Minimum)
(N/A) hours
Demand (Maximum)
1,000 gpm
Age (Maximum)
(N/A) hours
Hydraulic Grade (Maximum)
1,005.78 ft
Trace (Minimum)
(N/A) %
Hydraulic Grade (Minimum)
1,005.78 ft
Trace (Maximum)
(N/A) %
Pressure (Minimum)
45 psi
Concentration (Minimum)
(N/A) mg/L
Pressure (Maximum)
45 psi
Concentration (Maximum)
(N/A) mg/L
Results (Transient)
Head (Maximum, Transient)
(N/A) ft
Pressure (Minimum,
(N/A) psi
Transient)
Head (Minimum, Transient)
(N/A) ft
Air Volume (Maximum,
(N/A) gal
Transient)
Pressure (Maximum,
(N/A) psi
Vapor Volume (Maximum,
(N/A) gal
Transient)
Transient)
Results (Water Quality)
Age (Calculated)
(N/A) hours
Concentration (Calculated)
(N/A) mg/L
Trace (Calculated)
(N/A) %
Results
Hydraulic Grade
1,005.78 ft
Demand Adjusted Population
(N/A) Capita
Demand
1,000 gpm
Alert Level (Ever)
None
Pressure
45 psi
Alert Level (Now)
None
Pressure Head
104.78 ft
Has Calculation Messages
False
Now?
Calculation Messages
Time
Message
(hours)
Calculated Results Summary
Time Hydraulic Grade Pressure
(hours) (ft) (psi)
Demand
(gpm)
0.000
1,005.78
45
1,000
1.000
1,005.78
45
1,000
2.000
1,005.78
45
1,000
3.000
1,005.78
45
1,000
4.000
1,005.78
45
1,000
5.000
1,005.78
45
1,000
6.000
1,005.78
45
1,000
7.000
1,005.78
45
1,000
8.000
1,005.78
45
1,000
Bentley Systems, Inc. Haestad Methods Solution Bentley WaterCAD V8i (SELECTseries 6)
Dayton Connection - November 2016.wtg Center 108.11.06.113]
12/6/2016 27 Siemon Company Drive Suite 200 W Page 3 of 5
Watertown, CT 06795 USA +1-203-755-1666
WaterCad
Option 4
1000 gpm
Junction Detailed Report: J-9
Calculated Results Summary
Time
Hydraulic Grade
Pressure
Demand
(hours)
(ft)
(psi)
(gpm)
9.000
1,005.78
45
1,000
10.000
1,005.78
45
1,000
11.000
1,005.78
45
1,000
12.000
1,005.78
45
1,000
12.048
1,005.78
45
1,000
13.000
1,005.78
45
1,000
14.000
1,005.78
45
1,000
15.000
1,005.78
45
1,000
16.000
1,005.78
45
1,000
17.000
1,005.78
45
1,000
18.000
1,005.78
45
1,000
19.000
1,005.78
45
1,000
20.000
1,005.78
45
1,000
21.000
1,005.78
45
1,000
22.000
1,005.78
45
1,000
23.000
1,005.78
45
1,000
24.000
1,005.78
45
1,000
25.000
1,005.78
45
1,000
26.000
1,005.78
45
1,000
27.000
1,005.78
45
1,000
28.000
1,005.78
45
1,000
29.000
1,005.78
45
1,000
30.000
1,005.78
45
1,000
31.000
1,005.78
45
1,000
32.000
1,005.78
45
1,000
33.000
1,005.78
45
1,000
34.000
1,005.78
45
1,000
35.000
1,005.78
45
1,000
36.000
1,005.78
45
1,000
37.000
1,005.78
45
1,000
38.000
1,005.78
45
1,000
39.000
1,005.78
45
1,000
40.000
1,005.78
45
1,000
41.000
1,005.78
45
1,000
42.000
1,005.78
45
1,000
43.000
1,005.78
45
1,000
44.000
1,005.78
45
1,000
45.000
1,005.78
45
1,000
46.000
1,005.78
45
1,000
47.000
1,005.78
45
1,000
48.000
1,005.78
45
1,000
49.000
1,005.78
45
1,000
50.000
1,005.78
45
1,000
51.000
1,005.78
45
1,000
52.000
1,005.78
45
1,000
53.000
1,005.78
45
1,000
54.000
1,005.78
45
1,000
Bentley Systems, Inc. Haestad Methods Solution Bentley WaterCAD V8i (SELECTseries 6)
Dayton Connection - November 2016.wtg Center [08.11.06.113]
12/6/2016 27 Siemon Company Drive Suite 200 W Page 4 of 5
Watertown, CT 06795 USA +1-203-755-1666
WaterCad
Option 4
1000 gpm
Junction Detailed Report: J-9
Calculated Results Summary
Time
Hydraulic Grade
Pressure
Demand
(hours)
(ft)
(psi)
(gpm)
55.000
1,005.78
45
1,000
56.000
1,005.78
45
1,000
57.000
1,005.78
45
1,000
58.000
1,005.78
45
1,000
59.000
1,005.78
45
1,000
60.000
1,005.78
45
1,000
61.000
1,005.78
45
1,000
62.000
1,005.78
45
1,000
63.000
1,005.78
45
1,000
64.000
1,005.78
45
1,000
65.000
1,005.78
45
1,000
66.000
1,005.78
45
1,000
67.000
1,005.78
45
1,000
68.000
1,005.78
45
1,000
69.000
1,005.78
45
1,000
70.000
1,005.78
45
1,000
71.000
1,005.78
45
1,000
72.000
1,005.78
45
1,000
Bentley Systems, Inc. Haestad Methods Solution Bentley WaterCAD V8i (SELECTseries 6)
Dayton Connection - November 2016.wtg Center [08.11.06.113]
12/6/2016 27 Siemon Company Drive Suite 200 W Page 5 of 5
Watertown, CT 06795 USA +1-203-755-1666
Otsego/Dayton
Watermain Connection
ENGINEER'S COST ESTIMATE
Option #1 -12" Trunk and Connect to (1) Existing 6"
Item
No.
Description
Estimated
Quantity
Unit
Unit Price
Total Estimated
Extension
Mobilization, Bonding & Insurance 5%
1
LS
$13,927.00
$ 13,927.00
Bituminous Pavement Removal
424
SY
$5.00
$ 2,120.00
Sawing Bit Pavement Full Depth)
26
LF
$5.00
$ 130.00
Concrete Curb Removal
226
LF
$5.00
$ 1,130.00
Concrete Curb B618
226
LF
$15.00
$ 3,390.00
6" Watermain Removal
0
LF
$5.00
$ -
CI 5 Aggregate Base
153
Ton
$15.00
$ 2,295.00
Cl 2 Aggregate Shouldering
5
Ton
$50.00
$ 250.00
Mill Bituminous Surface 1.5"
13
SY
$10.00
$ 130.00
Bituminous Material For Tack Coat
20
GAL
$3.00
$ 60.00
Type SP 9.5 Wearing Course Mixture 2,C
36
TON
$75.00
$ 2,700.00
Type SP 12.5 Non Wear Course Mixture 3,C
48
TON
$80.00
$ 3,840.00
Traffic Control
1
LS
$1,000.00
$ 1,000.00
Boulevard Topsoil Borrow
48
CY
$56.00
$ 2,688.00
Erosion Control Blanket - Category 2
263
SY
$3.25
$ 854.75
Turf Establishment
1
LS
$2,000.00
$ 2,000.00
Connect To Existing Watermain
2
EA
$1,000.00
$ 2,000.00
Salvage And Reinstall Hydrant, 6" Pipe And 6" Gate Valve
1
LS
$2,200.00
$ 2,200.00
Hydrant
5
EA
$3,700.00
$ 18,500.00
6" Watermain PCV C900
147
LF
$30.00
$ 4,410.00
8" Watermain PCV C900
32
LF
$30.00
$ 960.00
12" Watermain PCV C900
4225
LF
$40.00
$ 169,000.00
16" Watermain PCV C900
0
LF
$60.00
$ -
6" Gate Valve And Box
5
EA
$1,350.00
$ 6,750.00
8" Gate Valve And Box
0
EA
$1,900.00
$ -
12" Butterfly Valve and Box
6
EA
$2,500.00
$ 15,000.00
16" Butterfly Valve and Box
0
EA
$3,000.00
$ -
6" DIP CL 52, Fastite Jt./ Fast Grip Gasket, Installed by Jacking and
Borin of 14" Steel Casing
0
LF
$150.00
$ -
12" DIP CL 52, Fastite Jt./ Fast Grip Gasket, Installed by Jacking and
Boring of 20" Steel Casing
70
LF
$200.00
$ 14,000.00
16" DIP CL 52, Fastite Jt./ Fast Grip Gasket, Installed by Jacking and
Boring of 24" Steel Casing
0
LF
$233.00
$ -
Watermain Fittings
4809
LBS
1 $4.50
$ 21,640.50
Testing Watermain
1
LS
$1,500.00
$ 1,500.00
rotal - Option #1 -12" Trunk and Connect to (1) Existing 6"
$292,475.25
OPTION #1 TOTAL CONSTRUCTION COST $292,475
35% Administration, Legal, Engineering, & Contingency $43,871
TOTAL ESTIMATED PROJECT COST $336,346
Option #1 RIGHT-OF-WAY / EASEMENT Needed 1.35 Acres
S:\MunicipaMOTSEGO\901\2016\DAYiON UTILITIES\Dayton Utilities EngEst.xlsx Page 1 of 4
Otsego/Dayton
Watermain Connection
ENGINEER'S COST ESTIMATE
Option #2 -12" Trunk and Connect to (2) Existing 6"
Item
No.
Description
Estimated
Quantity
Unit
Unit Price
Total Estimated
Extension
Mobilization, Bonding & Insurance 5%
1
LS
$15,341.00
$ 15,341.00
Bituminous Pavement Removal
424
SY
$5.00
$ 2,120.00
Sawing Bit Pavement Full Depth)
26
LF
$5.00
$ 130.00
Concrete Curb Removal
226
LF
$5.00
$ 1,130.00
Concrete Curb B618
226
LF
$15.00
$ 3,390.00
6" Watermain Removal
0
LF
$5.00
$ -
CI 5 Aggregate Base
153
Ton
$15.00
$ 2,295.00
Cl 2 Aggregate Shouldering
5
Ton
$50.00
$ 250.00
Mill Bituminous Surface 1.5"
13
SY
$10.00
$ 130.00
Bituminous Material For Tack Coat
20
GAL
$3.00
$ 60.00
Type SP 9.5 Wearing Course Mixture 2,C
36
TON
$75.00
$ 2,700.00
Type SP 12.5 Non Wear Course Mixture 3,C
48
TON
$80.00
$ 3,840.00
Traffic Control
1
LS
$1,000.00
$ 1,000.00
Boulevard To soil Borrow
48
CY
$56.00
$ 2,688.00
Erosion Control Blanket - Category 2
263
SY
$3.25
$ 854.75
Turf Establishment
1
LS
$2,000.00
$ 2,000.00
Connect To Existing Watermain
2
EA
$1,000.00
$ 2,000.00
Salvage And Reinstall Hydrant, 6" Pipe And 6" Gate Valve
1
LS
$2,200.00
$ 2,200.00
Hydrant
5
EA
$3,700.00
$ 18,500.00
6" Watermain PCV C900
445
LF
$30.00
$ 13,350.00
8" Watermain PCV C900
32
LF
$30.00
$ 960.00
12" Watermain PCV C900
4225
LF
$40.00
$ 169,000.00
16" Watermain PCV C900
0
LF
$60.00
$ -
6" Gate Valve And Box
6
EA
$1,350.00
$ 8,100.00
8" Gate Valve And Box
0
EA
$1,900.00
$ -
12" Butterfly Valve and Box
8
EA
$2,500.00
$ 20,000.00
16" Butterfly Valve and Box
0
EA
$3,000.00
$ -
6" DIP CL 52, Fastite Jt./ Fast Grip Gasket, Installed by Jacking and Borin
70
LF
$150.00
$ 10,500.00
12" DIP CL 52, Fastite Jt./ Fast Grip Gasket, Installed by Jacking and Bor
70
LF
$200.00
$ 14,000.00
16" DIP CL 52, Fastite Jt./ Fast Grip Gasket, Installed by Jacking and Borii
0
LF
$233.00
$ -
Watermain Fittings
5360
LBS
$4.50
$ 24,120.00
Testing Watermain
1
LS
$1,500.00
$ 1,500.00
total - Option #2 - 12" Trunk and Connect to (2) Existing 6"
$322,158.75
OPTION #1 TOTAL CONSTRUCTION COST $322,159
35% Administration, Legal, Engineering, & Contingency $48,324
TOTAL ESTIMATED PROJECT COST $370,483
Option #2 RIGHT-OF-WAY / EASEMENT Needed 1.44 Acres
S:\MunicipaMOTSEGO\901\2016\DAYTON UTILITIES\Dayton Utilities EngEst.xlsx Page 2 of 4
Otsego/Dayton
Watermain Connection
ENGINEER'S COST ESTIMATE
Option #3 -12" Trunk and Connect to Existing 10"
Item
No.
Description
Estimated
Quantity
Unit
Unit Price
Total Estimated
Extension
Mobilization, Bonding & Insurance 5%
1
LS
$18,889.00
$ 18,889.00
Bituminous Pavement Removal
1652
SY
$5.00
$ 8,260.00
Sawing Bit Pavement Full Depth)
26
LF
$5.00
$ 130.00
Concrete Curb Removal
1206
LF
$5.00
$ 6,030.00
Concrete Curb B618
1206
LF
$15.00
$ 18,090.00
6" Watermain Removal
705
LF
$5.00
$ 3,525.00
CI 5 Aggregate Base
621
Ton
$15.00
$ 9,315.00
CI 2 Aggregate Shouldering
5
Ton
$50.00
$ 250.00
Mill Bituminous Surface 1.5"
13
SY
$10.00
$ 130.00
Bituminous Material For Tack Coat
79
GAL
$3.00
$ 237.00
Type SP 9.5 Wearing Course Mixture 2,C
139
TON
$65.00
$ 9,035.00
Type SP 12.5 Non Wear Course Mixture 3,C
186
TON
$70.00
$ 13,020.00
Traffic Control
1
LS
$1,000.00
$ 1,000.00
Boulevard Topsoil Borrow
255
CY
$56.00
$ 14,280.00
Erosion Control Blanket - Category 2
1404
SY
$3.25
$ 4,563.00
Turf Establishment
1
LS
$2,000.00
$ 2,000.00
Connect To Existing Watermain
2
EA
$1,000.00
$ 2,000.00
Salva e And Reinstall Hydrant, 6" Pipe And 6" Gate Valve
1
LS
$2,200.00
$ 2,200.00
Hydrant
5
EA
$3,700.00
$ 18,500.00
6" Watermain PCV C900
63
LF
$30.00
$ 1,890.00
8" Watermain PCV C900
32
LF
$30.00
$ 960.00
12" Watermain PCV C900
4824
LF
$40.00
$ 192,960.00
16" Watermain PCV C900
0
LF
$60.00
$ -
6" Gate Valve And Box
6
EA
$1,350.00
$ 8,100.00
8" Gate Valve And Box
0
EA
$1,900.00
$ -
12" Butterfly Valve and Box
7
EA
$2,500.00
$ 17,500.00
16" Butterfly Valve and Box
0
EA
$3,000.00
$ -
6" DIP CL 52, Fastite Jt./ Fast Grip Gasket, Installed by Jacking and Borin
0
LF
$150.00
$ -
12" DIP CL 52, Fastite Jt./ Fast Grip Gasket, Installed by Jacking and Borit
70
LF
$200.00
$ 14,000.00
16" DIP CL 52, Fastite Jt./ Fast Grip Gasket, Installed by Jacking and Bori
0
LF
$233.00
$ -
Watermain Fittings
6290
LBS
$4.50
$ 28,305.00
Testing Watermain
1
LS
$1,500.00
1 $ 1,500.00
Total - Option #3 - 12" Trunk and Connect to Existing 10"
$396,669.00
OPTION #1 TOTAL CONSTRUCTION COST $396,669
35% Administration, Legal, Engineering, & Contingency $59,500
TOTAL ESTIMATED PROJECT COST $456,169
Option #3 RIGHT-OF-WAY / EASEMENT Needed 1.35 Acres
S:\MunicipaMOTSEGO\901\2016\DAYTON UTILITIES\Dayton Utilities EngEst.xlsx Page 3 of
Otsego/Dayton
Watermain Connection
ENGINEER'S COST ESTIMATE
Ontion #4 -16" Trunk and Connect to Existina 10"
Item
No.
Description
Estimated
Quantity
Unit
Unit Price
Total Estimated
Extension
Mobilization, Bonding & Insurance 5%
1
LS
$24,927.00
$ 24,927.00
Bituminous Pavement Removal
1652
SY
$5.00
$ 8,260.00
Sawing Bit Pavement Full Depth)
26
LF
$5.00
$ 130.00
Concrete Curb Removal
1206
LF
$5.00
$ 6,030.00
Concrete Curb B618
1206
LF
$15.00
$ 18,090.00
6" Watermain Removal
705
LF
$5.00
$ 3,525.00
CI 5 Aggregate Base
621
Ton
$15.00
$ 9,315.00
CI 2 Aggregate Shouldering
5
Ton
$50.00
$ 250.00
Mill Bituminous Surface 1.5"
13
SY
$10.00
$ 130.00
Bituminous Material For Tack Coat
79
GAL
$3.00
$ 237.00
Type SP 9.5 Wearing Course Mixture 2,C
139
TON
$65.00
$ 9,035.00
Type SP 12.5 Non Wear Course Mixture 3,C
186
TON
$70.00
$ 13,020.00
Traffic Control
1
LS
$1,000.00
$ 1,000.00
Boulevard Topsoil Borrow
255
CY
$56.00
$ 14,280.00
Erosion Control Blanket - Category 2
1404
SY
$3.25
$ 4,563.00
Turf Establishment
1
LS
$2,000.00
$ 2,000.00
Connect To Existing Watermain
2
EA
$1,000.00
$ 2,000.00
Salvage And Reinstall H drant, 6" Pipe And 6" Gate Valve
1
LS
$2,200.00
$ 2,200.00
H drant
5
EA
$3,700.00
$ 18,500.00
6" Watermain PCV C900
63
LF
$30.00
$ 1,890.00
8" Watermain PCV C900
32
LF
$30.00
$ 960.00
12" Watermain PCV C900
0
LF
$40.00
$ -
16" Watermain PCV C900
4824
LF
$60.00
$ 289,440.00
6" Gate Valve And Box
6
EA
$1,350.00
$ 8,100.00
8" Gate Valve And Box
0
EA
$1,900.00
$ -
12" Butterfly Valve and Box
0
EA
$2,500.00
$ -
16" Butterfly Valve and Box
7
EA
$3,000.00
$ 21,000.00
6" DIP CL 52, Fastite Jt./ Fast Grip Gasket, Installed by Jacking and Borin
0
LF
$150.00
$ -
12" DIP CL 52, Fastite Jt./ Fast Grip Gasket, Installed by Jacking and Borii
0
LF
$200.00
$ -
16" DIP CL 52, Fastite Jt./ Fast Grip Gasket, Installed by Jacking and Bori
70
LF
$233.00
$ 16,310.00
Watermain Fittings
10395
LBS
$4.50
$ 46,777.50
Testing Watermain
1
1 LS
1 $1,500.00
1 $ 1,500.00
Total - Option #4 -16" Trunk and Connect to Existing 10"
$523,469.50
OPTION #1 TOTAL CONSTRUCTION COST $523,470
35% Administration, Legal, Engineering, & Contingency $78,521
TOTAL ESTIMATED PROJECT COST $601,991
Option #4 RIGHT-OF-WAY / EASEMENT Needed 1.35 Acres
S:\Municipal\AOTSEGO\901\2016\DAYTON UTILITIES\Dayton Utilities EngEst.xlsx Page 4 of 4
(RIVER ROAD)
SEC 36 0n
T 1 21 N R23W
�n G
ALL OPTIONS - 70 LF SLEEVED BODING/JACKING
20' EASEMENT ;ADJACENT TO —
CSAH 36 TO! BE OBTAINED
OR COUNTY ROW PERMIT
OPTION #2 + 70 LF SLEEVED
BORING/JACKING
I U- WATERMAIN ASEMENT TO BE OBTAINED
WATERMAIN TO FOLLOW PROPERTY LINE
�15' FROM FORCEMAIN
1 30' EXISTING EASEMENT FOR D YTON FORCEMAIN
OPTIONS #1, 2,13 - 12" WATERMAIN
OPTION #4 - 1 0" WATERMAIN
9TH STREET N.E,
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6" WATERMAIN LOOP
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REVISION
DEMO gy:
BMLHakanson
Anderson
Civil Engineers and Land Surveyors
3601 Thurston Ave., Anoka, Minnesota 55303
763-427-5860 FAX 763-427-0520
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...............................................................................................................
OTSEGO/DAYTON SHEEP
WATERMAIN CONNECTION I
OF
1 2,/7/1 6 FILE NO. OT532 SHEETS
" 1 1
Minnesota
Department of Health
Interconnection Policy
Neighboring community public water systems (PWSs) often use interconnection as a water
management strategy. While these strategies improve reliability and security, liability, costs, and
unintended consequences are also important considerations. Physical, chemical, or hydraulic
compatibilities are often forgotten elements when developing a water -sharing agreement.
Minnesota Rules 4720.0040 requires the Minnesota Department of Health (MDH) approve
interconnection agreements between municipalities. This policy describes requirements for MDH
approval of interconnections between distinct community PWSs. It includes a summary section
which describes applicable durations, extensions, documentation, and required actions. Lastly,
guidance section found at the end of this document may serve as a planning resource.
Regulatory Compliance
The activation of a physical interconnection causes changes to distributed water quality, including
water compatibility and stability, some of which are directly related to the Safe Drinking Water Act
(SDWA). The most relevant example of applicable regulation is the Lead and Copper Rule Short -
Term Revisions and Clarifications, Section 141.90(a)(3), which requires any PWS deemed to have
optimized corrosion control to notify the MDH in writing, of any new source(s) or long-term
change(s) in water treatment. It charges the primacy agencies and public water utilities to anticipate
change and minimize impact when a "long-term" treatment or source change is made. MDH is
expected to review and approve any "long-term" interconnection plans. However, further definition
of "long-term" has not been provided in regulations, leaving that task to policy.
Policy
The MDH Drinking Water Protection Section (DWP) has defined interconnections based on active
connection duration. Long-term interconnections have durations of at least six months and trigger
regulatory requirements such as the CFR (Code of Federal Register) 141.90(a)(3) Lead and Copper
Page 1 of 6
Rule Short -Term Revisions and Clarifications. Interim interconnections have durations between one
and six months. Short-term interconnections must terminate within one month of activation. The
MDH DWP may approve the extension of a short-term or interim interconnection, upon written
request, for up to one or three months, respectively. Community PWSs participating in an approved
interconnection must notify the MDH DWP within three days of activating the interconnection.
Any two community PWSs with a physical interconnection between their distribution systems are
expected to enter into a water -sharing agreement. Community PWSs should follow the included
interconnection plan guidance in order to obtain MDH interim or long-term interconnection
approval.
Standan
Short -Term Ini
A short-term int(
one month. It is
in order to, meet
food processing,
PWSs must notif
interconnection.
Applicable emeri
• Failure of
• Catastrop
• Contamir
• CompletE
• Reduced
• Reduced
Interim Intern
luration of as long as
emergency situation
mtial or commercial
use. Community
2d short-term
An Interim Interconnection may last for up to six months. Its use is intended for:
• Construction
• Capacity management
• Substantial modifications to a community PWS
• Longer -term emergency situations (up to six months)
Because water quality changes are expected following activation of an interim interconnection, the
interconnection plan should include a discussion of water quality compatibility as well as
Page 2 of 6
evaluations of lead and copper release, disinfection byproduct formation, taste and odor effects,
and any other potential Safe Drinking Water Act regulatory compliance or aesthetic issues. The
agreement must also describe any strategies to minimize adverse consequences to regulated
contaminants.
Community PWSs must notify the MDH DWP within three days of activation of any approved interim
interconnection. The MDH DWP may include requirements for additional monitoring or adjustments
of compliance schedules with approval of an interconnection plan. Such requirements will be
intended to improve observation and evaluation of processes including but not limited to corrosion
control treatment, disinfectant residual maintenance, and disinfection byproduct formation.
Long -Term Interconnection
A Loi
Com
Inter
cons
regu
Bypr
Beca
the I
evalt
and;
Inter
is intended for:
Long -Term
sale or
iltiple SDWA
id Disinfection
erconnection,
is well as
odor effects,
issues. The
aences to
regulated contaminants.
DWP may include requirements for additional monitoring or adjustments of SDWA compliance
schedules with approval of an interconnection Plan. Such requirements are intended to improve
observation and evaluation of processes, including but not limited to corrosion control treatment,
disinfectant residual maintenance, and disinfection byproduct formation. The Categories document
provides details for duration, extensions, documentation, and actions.
Page 3 of 6
Procedure
The MDH DWP expects water quality concerns to be addressed in all interconnection plans
submitted for review. At a minimum, all water -sharing agreements should lay out a basic
communication requirement between the buyer and seller that states when and how problems
should be communicated. Given the variation in types of problem, the agreement may include
different policies to address different types of problems.
PWSs shall monitor for water quality problems that may develop within the distribution systems.
Most agreements specify water will meet minimum criteria at the interconnection, yet the levels of
many regulated contaminants may change as water travels to a consumer's tap.
Furthermore, water purchasers or sellers may need to perform unanticipated actions over time in
order to comply with changing regulations. Examples of possible necessary steps may be water main
flushing, treatment facility construction, or booster station installation. The effectiveness of a
water -sharing agreement ultimately depends on involved parties understanding, all possible
implications. The interconnection plan guidance section provides specific examples for discussion.
Summary
Short -Term
Interim
Long -Term
Interconnection
Interconnection
Interconnection
Duration
Up to 1 month
1 to 6 months
At least 6 months
Extension
One month
Three months
Possibility
(per MDH approval)
(per MDH approval)
• Water -sharing
• Water -sharing
• Water -sharing
agreement
agreement
agreement
Documentation
. Hydraulic analysis
• Hydraulic analysis
• Hydraulic analysis
• Interconnection plan
• Interconnection plan
• Notify the MDH
• Submit an
• Submit an
DWP about need
interconnection plan
interconnection plan
-or-
to the MDH DWP at
to the MDH DWP at
• Notify MDH DWP
least 3 months prior
least 3 months prior
at least 3 days prior
to activation
to activation
Requirements*
to activation
• Notify the MDH DWP
• Notify the MDH DWP
within 3 days of
within 3 days of
activation
activation
Page 4 of 6
*Minnesota Rules 4720.0040 Municipality Approval of Water Supply Contracts
Interconnection Plan Guidance
A community PWS requesting interim or long-term (not short-term) interconnection approval
should follow the guidance provided below. Questions or requests for technical assistance may be
directed to the community PWS's MDH district engineer the MDH DWP central office, which may be
reached by phone at 651-201-4700.
Interim or Long -Term Interconnection Information
Anticipated Start Date Expected End Date Expected Duration
(months)
Community Public Water System (PWS) Information
Supplying CPWS Name Supplying CPWS ID Supplying Pressure
Zones)
Receiving CPWS Name Receiving CPWS ID Receiving Pressure
Zone(s)
Water -Sharing Agreement - Requirements
Issue
Consideration Example(s)
Addressed (YIN)
Finished water compatibility
surface I ground I hardness
Water age issues
disinfectionbyproducts
Water quality issues
corrosion I iron I taste
Disinfection compatibility
chlorine. I chloramines
Corrosion control compatibility
lead I copper I phosphate
Service area delineation
current I future I growth
Hydraulic analysis
mixing I isolation valves I flushing
Communication
prior notice I complaints
Water -Sharing Agreement - Recommendations
Issue
Consideration Example(s)
Addressed (YIN)
Agreement review process
frequency I changes
Agreement non-conformance
SDWA compliance I penalties
Water pressure
limits max I min I mean
Water flow
daily mean max I min
Service areas
current future
Production capacity
seasonal I regional per interconnect
Wholesale meter ownership
responsible party
Wholesale meter maintenance
responsible party
Costs, depreciation, and billing
in agreement I separate document
Service interruption management
communication
Conservation measures
transfer I sharing I compatibility
Non -revenue water
accounting I cost I long-term issues
Page 5 of 6
Page 6 of 6