HomeMy WebLinkAboutReports - 11/30/2022Montava – Phase E Sanitary Sewer Analysis
Sanitary Sewer Analysis
For
Montava – Phase E
submitted to:
City of Fort Collins ,
Colorado
November, 2022
Montava – Phase E Sanitary Sewer Analysis
Sanitary Sewer Analysis – Montava Phase E, Fort Collins, Colorado
Purpose
The purpose of this analysis is to determine the effluent produced by Montava Phase E based
upon the proposed site plans and to determine whether the existing infrastructure can accept
the adjusted flows from all sources.
Existing Conditions
The analysis performed by Martin/Martin, documented by their report Montava – Phase G –
Sanitary Sewer Modeling dated April 22, 2022 and previously approved by the Boxelder
Sanitation District was used to establish expected flows and expected densities for offsite
effluent contributions. Per information provided in the Montava – Phase G – Sanitary Sewer
Modeling report, the Storybrook Subdivision was expected to contribute 75 gal/day/person, with
an estimate of 3 people to a single-family unit. It was estimated that 142 single family
residences were contained within the Storybrook Subdivision, resulting in an approximate
average daily flow of 22.19 gal/minute (gpm). As noted in the report, a property to the south of
Mountain Vista Drive was determined to contribute flow to the system with a density of 5
dwelling units/acre over an approximate 20 acres, ultimately contributing an approximate daily
average flow of 15.625 gpm.
Design Criteria
The Fort Collins Utilities Water and Wastewater Design Criteria Manual, adopted on May 2,
2017 was used to design the alignment, elevations, and sizing of internal sewer systems for
Phase E, with the exception of the portion of sewer system that was already designed by
Martin/Martin, as documented in Montava – Phase G – Sanitary Sewer Modeling. The plan set
Utility Plans for Montava Subdivision Phase G Roadway and Infrastructure, submitted on
November 17, 2022 and prepared by Martin/Martin was also used to help establish proposed
alignment, elevations, and sizing of sewer infrastructure for the remainder of the Phase E
infrastructure not previously designed by Martin/Martin. Further coordination on final alignment
and elevations for Martin/Martin’s “San Line X” and TST’s “EX. SS-03”, “SS-01” and “SS-03”
sewer lines will need to be coordinated for future submittals to ensure continuity and design
adequacy. The calculations provided in Appendix B are based off of information provided in the
Montava – Phase G – Sanitary Sewer Modeling report, which references City and County of
Denver design criteria. It should be noted that the suggested sizing provided in Appendix B
adheres to City and County of Denver Design Criteria, but that the sizes shown in the Utility
Plans for Montava Subdivision Phase G Roadway and Infrastructure plan set have been
upsized due to the use of a significantly higher peaking factor. Please refer to Martin/Martin and
the Montava – Phase G – Sanitary Sewer Modeling report for the engineering associated with
the upsized piping. The portion of sewer mainline designed by Martin/Martin for Phase E reflects
what is shown in Utility Plans for Montava Subdivision Phase G Roadway and Infrastructure,
submitted on November 27, 2022 to allow for TST to design to the most recently proposed
infrastructure.
Montava – Phase E Sanitary Sewer Analysis
Proposed Conditions
The current sanitary system for the proposed Phase E, proposed Phase G, proposed Phase H,
existing offsite Storybrook Subdivision, and existing offsite property to the south, will feed into
an existing 21” Boxelder gravity main to the east of all three phases and offsite areas. This
analysis will include calculations for the flows in each zone, previously established by flow
calculated in Montava – Phase G – Sanitary Sewer Modeling, to determine the effluent going to
the existing gravity main and to determine if the additional capacity can be accepted. The
location of the existing sanitary main and approximate overall areas that drain to proposed
infrastructure can be seen in Appendix A. It should be noted that the infrastructure shown as
“Potential Future Sewer Alignment” has not yet been designed or calculated and serves only as
a suggestion of potential locations for additional infrastructure. In doing so, it can be noted that
the infrastructure proposed within Phase E should carry only effluent produced by Phase E
users and site pad owners, and that it is unnecessary for this infrastructure to route effluent
produced by any of the areas labeled for “Future Development.” Infrastructure routed through
the areas labeled as “Future Development” should be able to be routed separately, also
minimizing the number of tie-in points to the existing 21” Boxelder Sanitation District mainline.
This would be made possibly by using the suggested tie-in point for this eastern portion of
proposed development, as it is the same manhole that the infrastructure discussed in this
analysis ties in to.
The existing 21” Boxelder sanitary main will receive effluent flows from the Storybrook
Subdivision, approximately 20 acres of residential development to the south of Mountain Vista
Drive, approximately 38 acres of residential development in proposed Phase G, approximately
36 acres of mixed-use development in proposed Phase E, and approximately 16 acres of
mixed-use development in proposed Phase H. These plans also show the expected average
daily flows from the aforementioned areas to be approximately 264 gpm which was used in the
Montava Phase E flow calculations.
The same design strategy utilized in Martin/Martin’s Montava – Phase G – Sanitary Sewer
Modeling report was also used in the calculations shown in Appendix B, wherein the total flow
assumed for each phase, with the exception of Phase G, was applied at the most upstream
manhole in each phase. Though the effluent flow will tie into multiple locations along the pipe,
this conservative approach ensures that the entire sewer pipe contained within each phase will
be sized to carry the expected flow for the entire phase.
The average daily flows for the following types of land occupation were established in the
Montava – Phase G – Sanitary Sewer Modeling report:
• A single-family unit and multi-family unit was assumed to produce an average of 75
gal/capita/day with an assumed occupancy of 3 capita/unit for both single-family and
multi-family units. This resulted in a calculated flow of 225 gal/unit/day for both single-
family and multi-family units (75 gpd/person x 3 people/unit = 225 gpd/unit).
• A mixed-density single family residence (specific to Phase G) was assumed to
produce an average of 75 gal/capita/day with an assumed average occupancy of 3.7165
Montava – Phase E Sanitary Sewer Analysis
capita/mixed-density single-family unit. It should be noted that this average daily flow
rate and density assumption was not noted in Martin/Martin’s Montava – Phase G –
Sanitary Sewer Modeling report, but the average daily flow was assumed to be the same
as a single-family and multi-family unit, and other information for Phase G usage
provided in Montava – Phase G – Sanitary Sewer Modeling was used to back-calculate
an approximate density for a mixed-density single family unit. This resulted in an
assumed flow of 278.7375 gal/unit/day for mixed-density single-family units (75
gpd/person x 3.7165 people/unit = 278.7375 gpd/unit).
• A commercial user (specific to Phase E and H) was assumed to produce an average of
500 gal/day/acre, as noted in the Montava – Phase G – Sanitary Sewer Modeling report.
The average daily flow for each area was peaked using a peaking factor (PF) calculated by
specifications established by the City and County of Denver Department of Public Works in their
Sanitary Planning Criteria. The maximum peaking factor was calculated by the following
equation: PF = 2.6 x Q average daily, cfs-0.16. Therefore, the total peaked effluent flows into the
existing 21” pipe are expected to be approximately 747 gpm (PF = 2.6*(0.59)-0.16 = 2.83 ->
263.79 gpm x 2.83 = 747 gpm), which is different from the peaking factor used in Martin/Martin’s
Montava – Phase G – Sanitary Sewer Modeling report, but is referenced by the City and County
of Denver Department of Public Works Sanitary Planning Criteria.
Conclusion
The effluent produced by the offsite areas and proposed phases discussed above is expected to
be adequately captured by the existing 21” Boxelder Sanitation District mainline, due to the
conclusions previously established in the Montava – Phase G – Sanitary Sewer Modeling report
accepted by the Boxelder Sanitation District.
Ultimately, the existing and proposed infrastructure should be able to adequately capture the
effluent flows from these sources.
Montava – Phase E Sanitary Sewer Analysis
References
1. Montava – Phase G – Sanitary Sewer Modeling, April 22, 2022.
2. Fort Collins Utilities Water and Wastewater Design Criteria Manual, May 2, 2017.
3. Utility Plans for Montava Subdivision Phase G Roadway and Infrastructure, submitted
November 17, 2022.
4. City and County of Dener Department of Public Works Sanitary Sewer Design Technical
Criteria Manual, revised March, 2008.
Appendix A
Appendix B
Table 1. Node Summary
Node 0 263.79 0.59 2.83 746.74 1.664 66%15
Node 1 204.37 0.46 2.95 602.64 1.343 80%12
Node 2 94.38 0.21 3.34 314.93 0.702 60%10
Node 3 37.81 0.08 3.86 146.06 0.325 42%8
Node 4 22.19 0.05 4.21 93.34 0.208 27%8
Table 2. Pipe Capacities - 86% Full
Pipe Diam. (in)Pipe Radius, r (ft)A (ft2) (full)
P (ft)
(full) =
2*PI*r
R (ft) (full)S (ft/ft)Qfull (cfs)Q86% (cfs)Q86% (gpm)
8 0.333 0.3491 2.094 0.1667 0.0040 0.7663 0.659 296
10 0.417 0.5454 2.618 0.2083 0.0028 1.1625 1.000 449
12 0.500 0.7854 3.142 0.2500 0.0022 1.6756 1.441 647
15 0.625 1.2272 3.927 0.3125 0.0015 2.5086 2.157 968
Table 3. Node Contributions
Node 1 204.37 0.46 2.95 602.64 1.343
Phase H 59.422 0.13 3.59 213.51 0.476
TOTAL 263.79 0.59 2.83 746.7 1.664
Attenuation Factor:1
Node 2 94.38 0.21 3.34 314.93 0.702
Phase E 109.99 0.25 3.26 358.13 0.798
TOTAL 204.37 0.46 2.95 602.64 1.343
Attenuation Factor:1
Node 3 37.81 0.08 3.86 146.06 0.325
Phase G 64.10 0.14 3.55 227.55 0.507
TOTAL 94.38 0.21 3.34 314.93 0.702
Attenuation Factor:0.9261
Node 4 22.19 0.05 4.21 93.34 0.208
Unknown S Property 15.625 0.03 4.45 69.52 0.155
TOTAL 37.81 0.08 3.86 146.06 0.325
Attenuation Factor:0.99993
Storybrook Subdivision 22.19 0.05 4.21 93.34 0.208
TOTAL 22.19 0.05 4.21 93.34 0.208
Attenuation Factor:1
Base Flow
(cfs)
Base Flow
(cfs)
Base Flow
(cfs)
Base Flow
(cfs)
Base Flow
(cfs)
Base Flow
(gpm)
Peak Flow
(cfs)
Peaking
Factor
Peak Flow
(gpm)
Base Flow
(gpm)
Peak Flow
(cfs)
Peak Flow
(cfs)
Node 0 Peak Flow
(cfs)
Peak Flow
(gpm)
Peaking
Factor
Base Flow
(gpm)
Node 4
Base Flow
(gpm)
Peaking
Factor
Peak Flow
(cfs)
Peak Flow
(gpm)
Node 2
Peaking
Factor
Base Flow
(gpm)
Peaking
Factor
Pipe Capacities (80% depth ~= 86% capacity*City of Denver Design Criteria, minimum slope)
using Manning' Eqn (Q = A*1.49/n*R2/3*S1/2) w/ n = 0.013
Montava Sanitary
Sewer Analysis
Pipe Flow
Capacity
(Max = 86%)
Peak
Flow, Qp
(gpm)
Peak Flow, Qp
(cfs)
Base Flow, Qavg
(gpm)
Required Pipe
Size (in)
Base Flow,
Qavg (cfs)
Node 1
Node 3
Peak Flow
(gpm)
Peaking
Factor
Peak Flow
(gpm)
Model Assumptions:
0.013
Peaking factorSewer System = 2.6 * Qaverage daily, cfs -0.16
1 cfs =448.8 gpm
1 acre =43,560 sf
Existing Condition Assumptions:
Storybrook Subdivision (info from M/M & Boxelder San. District):
142 SFR
75 gal/capita/day
3 capita/SFR
=0.156 gal/SFRE/minute
Average Daily Flow 22.19 gpm
=31,950 gpd
Property Upstream of Phase G (info from M/M 7 Boxelder San. District):
5 DU/Acre
20 Acre
100 DU
75 gal/capita/day
3 capita/DU
Average Daily Flow 15.625 gpm
=22,500 gpd
Phase E Assumptions (info from M/M & Boxelder San. District):
217 SFR
482 MFR
75 gal/capita/day, SFR or MFR
3 capita/SFR or MFR
97,000 ft2 Commercial
500 gal/day/acre
Average Daily Demand, total 109.99 gpm
=158,388 gpd
Phase G Assumptions (info from M/M & Boxelder San. District):
202 Mixed-density SFR
160 MFR
75.00 gal/capita/day, Mixed-density SFR
3.7165 capita/Mixed-density SFR
75 gal/capita/day, MFR
3 capita/MFR
Average Daily Flow 64.10 gpm
=92,305 gpd
Phase H Assumptions (info from M/M & Boxelder San. District):
31 SFR
270 MFR
75 Mixed Use Units
3 capita/SFR or MFR or Mixed Unit
84,295 ft2 Commercial
500 gal/day/acre
Average Daily Demand, total 59.422 gpm
=85,568 gpd
gpm0.773Average Daily Demand,
commercial
gpm109.22Average Daily Demand,
residential
gpm0.672Average Daily Demand,
commercial
gpm58.75Average Daily Demand,
residential
gal/capita/day, SFR or MFR or Mixed
Use Units75
n =
Potable Water Analysis For
Montava Subdivision Phase E
submitted to:
East Larimer County
Water District
November, 2022
ENGINEER’S STATEMENT
I hereby certify that this report for the Potable Water Analysis for Montava
Subdivision was prepared by me, or under my direct supervision, for the owners
thereof, in accordance with the provisions of the East Larimer County Water
District Water Distribution System Design Criteria Manual.
______________________________
Jonathan F. Sweet
Registered Professional Engineer
State of Colorado No. 40341
Potable Water Analysis – Montava Subdivision, Fort Collins, Colorado
The purpose of this analysis is to determine whether the existing potable water
infrastructure can service the proposed Montava Phase E and whether the construction
of Phase E can operate efficiently with the overall buildout of the Montava Subdivision.
The existing infrastructure around the Montava Subdivision includes a 24” East Larimer
County (ELCO) main line located in Mountain Vista Dr., a 12” line located in N Giddings
Rd and continues through Richards Lake Rd., and a 24” line located in N Timberline Rd
that continues north along the west boundary of Montava Phase E. The proposed tie in
locations for Phase E include 2 connections to the 24” line along the western boundary.
Existing pressures were determined from pressure logger data in the N Giddings Rd 12”
line. The average pressure recorded from the pressure logger was 84 psi. This pressure
was used to calibrate the WaterCAD model and determine the HGL of the system. The
existing pressure information can be found in Appendix A.
The overall Montava potable waterline layout has been analyzed for this report to show
that the improvements for Phase E will work within the overall system. The PUD Master
Plan was used to determine the projected number of dwelling units within each phase of
Montava. Commercial and office space square footage was also estimated based on
the Master Plan. Master Plan assumptions and a Potable Demand Exhibit can be seen
in Appendix B.
The potable water demand per phase was determined utilizing the peak hour demand
assumptions for Montava and information obtained from ELCO criteria (note that
irrigation will be ran off a separate system). Considering the variety of residential units
throughout Montava, a general occupancy of 2.35 people/unit was utilized at 65
gallons/person/day (gpcd) with a peaking factor of 3. A peak hour demand of 0.8
gal/1000sf/min was used for the estimated commercial/office areas. Fire flow
requirements of 2,500 gpm were used for every phase except A & L which have only
single-family usage. These assumptions and calculations can be seen in Appendix C.
Demands were modeled using WaterCAD in two different scenarios. The scenarios
modeled include a general overall layout of the ultimate Montava Subdivision as well as
the Phase E proposed waterline layout. The overall Montava Subdivision was modeled
with one node per phase to represent the demand within that phase. The overall
waterline layout is unknown at this point; however the basic model can be used to
estimate sizing requirements and future tie in locations. The overall Montava
Subdivision was modeled at peak hour rates with fire flows to determine required
looping and sizing of the potable system. The proposed pressures range between 80-
100 psi and velocities within pipes remain below 10 ft/s.
The Phase E waterline layout has been modeled with the current proposed design.
Peak demands for Phase E have been evenly distributed between nodes throughout the
system and fire flows of 2,500 gpm have been run in parallel. Looping integrity is not as
strong without the other phases therefore sizing adjustments of pipes connecting to the
existing mainlines were made to satisfy hydraulic requirements. The Phase E pressures
range from 90-100 psi and velocities within pipes remain below 10 ft/s. The WaterCAD
model results for all scenarios can be seen in Appendix D.
Based on these results, the existing infrastructure can support the proposed site plans
for the Montava Phase E potable water as well as the Overall Montava potable water.
The development of Phase E will also work with the Overall Montava potable water
layout and allow for the future phasing of the overall system.
Appendix A
Background Information
50
55
60
65
70
75
80
85
27 Wed
Sep 2017
28 Thu 29 Fri 30 Sat 1 Sun 2 Mon 3 Tue 4 Wed
Downloaded Data - Wednesday, October 4, 2017
Date/Time
Giddings Road-Pressure/psig
Date/Time Giddings Road-Pressure/psig Index
Minimum Value 77.7
Average Value 84.3
Maximum Value 87.3
9/26/2017 11:21 83.9 0
9/26/2017 11:31 84.7 1
9/26/2017 11:41 84.4 2
9/26/2017 11:51 84.6 3
9/26/2017 12:01 85 4
9/26/2017 12:11 85.5 5
9/26/2017 12:21 85.2 6
9/26/2017 12:31 84.6 7
9/26/2017 12:41 84.9 8
9/26/2017 12:51 85.2 9
9/26/2017 13:01 85 10
9/26/2017 13:11 85.1 11
9/26/2017 13:21 85.6 12
9/26/2017 13:31 85.2 13
9/26/2017 13:41 84.9 14
9/26/2017 13:51 84.9 15
9/26/2017 14:01 84.5 16
9/26/2017 14:11 84.9 17
9/26/2017 14:21 86 18
9/26/2017 14:31 85.2 19
9/26/2017 14:41 85.3 20
9/26/2017 14:51 81.5 21
9/26/2017 15:01 80.9 22
9/26/2017 15:11 80.9 23
9/26/2017 15:21 80.9 24
9/26/2017 15:31 80.8 25
9/26/2017 15:41 80.6 26
9/26/2017 15:51 80.6 27
9/26/2017 16:01 80.6 28
9/26/2017 16:11 80.9 29
9/26/2017 16:21 80.7 30
9/26/2017 16:31 80.3 31
9/26/2017 16:41 80.6 32
9/26/2017 16:51 80.5 33
9/26/2017 17:01 80.6 34
9/26/2017 17:11 80.9 35
9/26/2017 17:21 80.6 36
9/26/2017 17:31 80.6 37
Appendix B
Demand Assumptions & Proposed Layout
Appendix C
Demand Calculations
Montava Subdivision Potable Water Design
A B C D E F G H I J K L A B C D E F G H I J K L
SFE Other SFE Other
Development
Type
Occupancy
(People/Unit)2
Gallons/Person/D
ay (gpcd)2
Max. Day/
Avg. Factor2
Residential 2.35 65 2
Development
Type
Floor Area
Ratio (FAR)
School - - - - - - - 1750 - 1750 - - 3500 students 0 0 0 0 0 0 0 53 0 53 0 0
Industrial 0.3
Average
demand
0.011
Total Demand (gallons per minute)Peak
Hour 354.6242.180.2 148.9
16
Gallons per Student per minute
Schools
Avg. gal/1000sf/min Peak Hour Demand gal/1000sf/min
0.14
Assumptions
Residential
0.800
0.600
Peak Hour
Demand
0.0300
Gallons/student/day7
Montava Potable Water Demand Calculations
Total Demands (gpm)
Peak HourAverage DayTotalDevelopment Type
0.0
38.9
Phase
Dwelling Units
Phase
ResidentialDwelling Units
Total Peak Demands (gpm)
Non-Residential
0.0
105.0
405.7 1.3
127.3381.4
430 468 432 252252
261.36 435.6304.92 43.56 163.35
Commercial/Office
(Building 1000 sq ft)0 141.6 272.25 0
350
Commercial/Of
fice 0.5 0.25
0 0 0
4305 dwelling units 80 129 137380 224 406 400 306405 127 97 456.7 1370.0149 137 80 121 71 111
0
163.9 97.4Non-Residentialbuilding
(1000 sq ft)1623 Potable Water Demands 0
115.0 251.6 332.9 477.7
131 209 348 0 0113 218 0 244 35
129
Fire Flows
Minimum Flow at 20 psi
1,500 gpm
2,500 gpm
Single-Family Residential
Multi-Family Residential & Commercial
Peak Hour/
Avg. Factor
3
Appendix C
Appendix D
Model Results
Scenario: Base
P-28P-27 P-26P-22P-19P
-1
8
P-17P-12P-8P -7
P
-6
P -5P-1
EX 24" (3)EX 24" (2)EX 24" (1)EX 10" (2)EX 10" (1)EX 12" (1)EX 12" (2)EX 12" (3)EX 12" (4)EX 12" (5)P-20
0.82 ft/s0.12 ft/s0.20 ft/s0.98 ft/s0.92 ft/s0.79 ft/s0.02 ft/s0.14 ft/s0.97 ft/s0.64 ft/s0.97 ft/s0.34 ft/s0.16 ft/s0.74 ft/s0.35 ft/s
1.0
9 ft/s
1.20 ft/s0.09 ft/s 0.08 ft/s0.38 ft/s
1.0
1 ft/s
1.54 ft/s0.51 ft/s2.64 ft/s8.0 in8.0 in8.0 in8.0 in8.0 in8.0 in
10.0 in8.0 in12.0 in1 2.0 in
1
2.0 in
12.0 in24.0 in
24.0 in24.0 in24.0 in10.0 in10.0 in12.0 in12.0 in12.0 in12.0 in12.0 in8.0 in
Page 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
11/15/2022
WaterCAD
[10.03.02.75]
Bentley Systems, Inc. Haestad Methods Solution
CenterOverall Montava Water Model.wtg
Scenario: Base
Current Time Step: 0.000 h
Fire Flow Node FlexTable: Fire Flow Report
K:\1230\0005\04 Design Calculations\Potable\WaterCAD Modeling\Overall Montava Water Model.wtg
Label Fire Flow
Iterations
Satisfies
Fire Flow
Constraints?
Fire Flow
(Needed)
(gpm)
Fire Flow
(Available)
(gpm)
Flow
(Total
Needed)
(gpm)
Flow
(Total
Available)
(gpm)
Pressure
(Residual
Lower
Limit)
(psi)
Pressure
(Calculated
Residual)
(psi)
Pressure
(Zone
Lower
Limit)
(psi)
J-1 2 True 2,500 3,000 2,500 3,000 20 90 0
J-2 2 True 2,500 3,000 2,500 3,000 20 102 0
J-3 2 True 2,500 3,000 2,500 3,000 20 101 0
J-4 2 True 2,500 3,000 2,500 3,000 20 81 0
EX. PRESSURE LOGGER 2 True 2,500 3,000 2,500 3,000 20 78 0
J-6 2 True 2,500 3,000 2,500 3,000 20 88 0
J-7 2 True 2,500 3,000 2,500 3,000 20 77 0
J-8 2 True 2,500 3,000 2,500 3,000 20 91 0
J-9 2 True 2,500 3,000 2,500 3,000 20 93 0
J-10 2 True 2,500 3,000 2,500 3,000 20 96 0
J-11 2 True 2,500 3,000 2,500 3,000 20 93 0
PHASE G 3 True 2,500 2,690 2,752 2,942 20 83 0
CONNECTION 1 2 True 2,500 3,000 2,500 3,000 20 96 0
J-12 2 True 2,500 3,000 2,500 3,000 20 94 0
J-15 2 True 2,500 3,000 2,500 3,000 20 96 0
PHASE H 2 True 2,500 3,000 2,833 3,333 20 91 0
PHASE I 3 True 2,500 2,698 2,978 3,175 20 95 0
CONNECTION 6 2 True 2,500 3,000 2,500 3,000 20 97 0
PHASE J 2 True 2,500 3,000 2,664 3,164 20 82 0
PHASE K 3 True 2,500 2,696 2,627 2,824 20 88 0
CONNECTION 5 2 True 2,500 3,000 2,500 3,000 20 94 0
J-16 2 True 2,500 3,000 2,615 3,115 20 91 0
PHASE D 2 True 2,500 3,000 2,649 3,149 20 94 0
PHASE E 2 True 2,500 3,000 2,881 3,381 20 93 0
PHASE C1 2 True 2,500 3,000 2,677 3,177 20 81 0
CONNECTION 4 2 True 2,500 3,000 2,500 3,000 20 82 0
PHASE C2 3 True 2,500 2,900 2,677 3,077 20 79 0
PHASE L 2 True 1,500 3,000 1,597 3,097 20 77 0
PHASE B 3 True 2,500 2,514 2,742 2,756 20 59 0
PHASE A 4 True 1,500 2,274 1,580 2,354 20 67 0
CONNECTION 3 2 True 2,500 3,000 2,500 3,000 20 90 0
CONNECTION 2 2 True 2,500 3,000 2,500 3,000 20 96 0
J-13 3 True 2,500 2,954 2,500 2,954 20 93 0
J-14 2 True 2,500 3,000 2,500 3,000 20 94 0
Page 1 of 1
11/15/2022file:///C:/Users/eorourke/AppData/Local/Temp/Bentley/WaterCAD/l2ohivcf.xml
Scenario: Base
Current Time Step: 0.000 h
FlexTable: Junction Table
K:\1230\0005\04 Design Calculations\Potable\WaterCAD Modeling\Overall Montava Water Model.wtg
ID Label Elevation
(ft)
Demand
(gpm)
Hydraulic
Grade (ft)
Pressure
(psi)
63 CONNECTION 1 5,006.00 0 5,227.79 96
122 CONNECTION 2 5,004.00 0 5,227.79 97
118 CONNECTION 3 5,009.00 0 5,227.77 95
103 CONNECTION 4 5,029.00 0 5,226.67 86
85 CONNECTION 5 5,002.00 0 5,226.73 97
77 CONNECTION 6 4,998.00 0 5,227.23 99
42 EX. PRESSURE LOGGER 5,034.00 0 5,227.04 84
30 J-1 5,019.00 0 5,227.98 90
31 J-2 4,992.00 0 5,227.98 102
37 J-3 4,994.00 0 5,227.85 101
40 J-4 5,028.00 0 5,227.25 86
45 J-6 5,025.00 0 5,227.99 88
47 J-7 5,042.00 0 5,227.72 80
50 J-8 5,010.00 0 5,227.79 94
52 J-9 5,011.00 0 5,227.79 94
54 J-10 5,006.00 0 5,227.85 96
58 J-11 5,012.79 0 5,227.92 93
67 J-12 5,006.00 0 5,227.48 96
131 J-13 5,003.00 0 5,227.39 97
147 J-14 5,003.00 0 5,226.89 97
69 J-15 5,005.60 0 5,227.85 96
89 J-16 5,000.00 115 5,226.58 98
115 PHASE A 5,035.00 80 5,226.85 83
113 PHASE B 5,037.00 242 5,226.31 82
101 PHASE C1 5,030.00 177 5,226.61 85
107 PHASE C2 5,025.00 177 5,226.51 87
91 PHASE D 5,000.00 149 5,226.62 98
98 PHASE E 5,005.00 381 5,226.80 96
61 PHASE G 5,015.00 252 5,227.64 92
73 PHASE H 4,995.00 333 5,226.46 100
75 PHASE I 4,992.00 478 5,226.42 101
81 PHASE J 4,995.00 164 5,226.41 100
83 PHASE K 4,998.00 127 5,226.42 99
109 PHASE L 5,010.00 97 5,226.40 94
Page 1 of 1
11/15/2022file:///C:/Users/eorourke/AppData/Local/Temp/Bentley/WaterCAD/w11kn1jj.xml
Scenario: Base
Current Time Step: 0.000 h
FlexTable: Pipe Table
K:\1230\0005\04 Design Calculations\Potable\WaterCAD Modeling\Overall Montava Water Model.wtg
ID Label
Length
(Scaled)
(ft)
Start Node Stop Node Diameter
(in)
Velocity
(ft/s)
Headloss
Gradient
(ft/1000ft)
53 EX 10"272 J-8 J-9 10.0 0.12 0.005
119 EX 10" (1)967 J-6 CONNECTION 3 10.0 0.79 0.227
120 EX 10" (2)1,751 CONNECTION 3 J-8 10.0 0.12 0.006
146 EX 12" (1)362 J-3 CONNECTION 6 12.0 2.64 1.705
86 EX 12" (2)1,273 CONNECTION 6 CONNECTION 5 12.0 1.20 0.393
104 EX 12" (3)1,519 CONNECTION 5 CONNECTION 4 12.0 0.34 0.038
105 EX 12" (4)1,384 CONNECTION 4 EX. PRESSURE LOGGER 12.0 0.97 0.266
44 EX 12" (5)782 EX. PRESSURE LOGGER J-4 12.0 0.97 0.266
48 EX 12" (6)1,768 J-4 J-7 12.0 0.97 0.266
49 EX 12" (7)1,038 J-7 J-6 12.0 0.97 0.266
123 EX 24" (1)1,300 J-9 CONNECTION 2 24.0 0.02 0.000
124 EX 24" (2)653 CONNECTION 2 CONNECTION 1 24.0 0.20 0.007
65 EX 24" (3)635 CONNECTION 1 J-10 24.0 0.82 0.087
59 EX 24" (4)609 J-1 J-11 24.0 0.94 0.111
60 EX 24" (5)791 J-11 J-10 24.0 0.83 0.088
70 EX 24" (6)316 J-10 J-15 24.0 0.01 0.000
71 EX 24" (7)2,297 J-15 J-3 24.0 0.01 0.000
39 EX 24" (8)2,368 J-3 J-2 24.0 0.65 0.057
152 P-1 311 R-3 J-6 24.0 0.38 0.020
35 P-2 146 R-2 J-1 24.0 0.94 0.111
36 P-3 336 J-2 R-1 24.0 0.65 0.057
68 P-4 265 CONNECTION 1 J-12 12.0 2.18 1.190
149 P-5 940 J-14 J-12 12.0 1.54 0.625
148 P-6 282 PHASE E J-14 12.0 1.09 0.328
99 P-7 1,074 PHASE D PHASE E 12.0 0.74 0.161
102 P-8 1,162 PHASE D PHASE C1 12.0 0.16 0.010
106 P-9 509 PHASE C1 CONNECTION 4 12.0 0.62 0.118
108 P-10 489 CONNECTION 4 PHASE C2 10.0 0.98 0.338
110 P-11 1,270 PHASE C2 PHASE L 8.0 0.40 0.084
141 P-12 2,149 PHASE L PHASE J 8.0 0.08 0.004
143 P-13 1,701 CONNECTION 6 PHASE J 8.0 1.04 0.483
142 P-14 412 PHASE I CONNECTION 6 8.0 2.22 1.976
76 P-15 862 PHASE H PHASE I 8.0 0.33 0.057
134 P-16 1,040 J-13 PHASE H 8.0 1.44 0.890
132 P-17 287 J-12 J-13 10.0 0.92 0.300
150 P-18 919 J-14 PHASE H 8.0 1.01 0.462
136 P-19 1,285 J-16 PHASE I 8.0 0.51 0.128
92 P-20 673 J-16 PHASE D 8.0 0.35 0.063
90 P-21 404 CONNECTION 5 J-16 8.0 0.89 0.367
114 P-22 1,504 PHASE C1 PHASE B 8.0 0.64 0.197
116 P-23 1,422 PHASE B PHASE A 8.0 0.91 0.378
121 P-24 1,067 PHASE A CONNECTION 3 8.0 1.42 0.865
88 P-25 645 PHASE K CONNECTION 5 8.0 1.04 0.487
111 P-26 1,291 PHASE L PHASE K 8.0 0.14 0.012
84 P-27 1,648 PHASE J PHASE K 8.0 0.09 0.005
62 P-28 631 J-11 PHASE G 8.0 0.98 0.436
66 P-29 792 PHASE G CONNECTION 1 8.0 0.63 0.190
156 P-30 898 CONNECTION 2 PHASE E 8.0 1.65 1.148
Page 1 of 1
11/15/2022file:///C:/Users/eorourke/AppData/Local/Temp/Bentley/WaterCAD/1vbcyhhj.xml
Scenario: Base
P-21P-4
4
P -43
P -42P-41
P
-4
0
P-39
P -38P
-3
7P-36P -33P-3
2
P -3 1P-3
0
P -29P-26P-25P-24P-19P-1
8
P-17P-1
6P-15P-14
P-1
3
P -12
P -11
P-1
0
P-9P -8P-7
P -6P -5
EX 24" (3)EX 24" (2)EX 24" (1)0.00 ft/s(N
/A) ft/s
0.6
8 ft/s0.11 ft/s0.18 ft/s
0.0
9 ft/s
0.30 ft/s0.07 ft/s0.3
6 ft/s
0.24 ft/s
0 .00 ft/s0.19 ft/s
0.25 ft/s0.2
5 ft/s
0.24 ft/s 0.44 ft/s0.1
4 ft/s
0.60 ft/s0.63 ft/s0.30 ft/s0 .2 9 ft/s0.00 ft/s0 .4 6 ft/s0.14 ft/s0.02 ft/s0.10 ft/s
0.26 ft/s0.13 ft/s0.46 ft/s0.07 ft/s0.11 ft/s0.15 ft/s
0.0 5 ft/s0.30 ft/s0.1
4 ft/s
0.19 ft/s10.0 in8.0 in
8 .0 in8.0 in8.0 in
8.0 in
8.0 in8.0 in8.0 in8.0 in8.0 in8.0 in8.0 in8.0 in8.0 in8.0 in8.0 in8.0 i
n8.0 in
8.0 in
8.0 in8.0 in8.0 in8.0
in
8.0 in
8 .0 in
8.0 in
8.0 in
10.0 in12.0 in12.0 in
12 .0 in12 .0 in24.0 in24.0 in24.0 inPage 1 of 127 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA +1-203-755-1666
11/15/2022
WaterCAD
[10.03.02.75]
Bentley Systems, Inc. Haestad Methods Solution
CenterMontava Water Model Phase E.wtg
Scenario: Base
Current Time Step: 0.000 h
Fire Flow Node FlexTable: Fire Flow Report
K:\1230\0005\04 Design Calculations\Potable\WaterCAD Modeling\Montava Water Model Phase E.wtg
Label Fire Flow
Iterations
Satisfies
Fire Flow
Constraints?
Fire Flow
(Needed)
(gpm)
Fire Flow
(Available)
(gpm)
Flow
(Total
Needed)
(gpm)
Flow
(Total
Available)
(gpm)
Pressure
(Residual
Lower
Limit)
(psi)
Pressure
(Calculated
Residual)
(psi)
Pressure
(Zone
Lower
Limit)
(psi)
J-1 2 True 2,500 3,000 2,500 3,000 20 90 0
J-2 2 True 2,500 3,000 2,500 3,000 20 102 0
J-3 2 True 2,500 3,000 2,500 3,000 20 97 0
J-4 2 True 2,500 3,000 2,500 3,000 20 80 0
EX DATA LOGGER 2 True 2,500 3,000 2,500 3,000 20 77 0
J-6 2 True 2,500 3,000 2,500 3,000 20 88 0
J-7 2 True 2,500 3,000 2,500 3,000 20 77 0
J-8 2 True 2,500 3,000 2,500 3,000 20 91 0
J-9 2 True 2,500 3,000 2,500 3,000 20 93 0
J-10 2 True 2,500 3,000 2,500 3,000 20 96 0
J-11 2 True 2,500 3,000 2,500 3,000 20 93 0
CONNECTION 1 2 True 2,500 3,000 2,500 3,000 20 96 0
J-12 2 True 2,500 3,000 2,500 3,000 20 95 0
J-40 2 True 2,500 3,000 2,500 3,000 20 88 0
J-20 2 True 2,500 3,000 2,500 3,000 20 90 0
J-41 2 True 2,500 3,000 2,500 3,000 20 81 0
J-42 2 True 2,500 3,000 2,500 3,000 20 84 0
CONNECTION 2 2 True 2,500 3,000 2,500 3,000 20 96 0
J-17 3 True 2,500 2,570 2,500 2,570 20 93 0
J-14 2 True 2,500 3,000 2,500 3,000 20 91 0
J-33 2 True 2,500 3,000 2,525 3,025 20 94 0
J-34 2 True 2,500 3,000 2,500 3,000 20 96 0
J-35 2 True 2,500 3,000 2,525 3,025 20 95 0
J-37 2 True 2,500 3,000 2,500 3,000 20 91 0
J-24 2 True 2,500 3,000 2,525 3,025 20 89 0
J-28 3 True 2,500 2,603 2,525 2,628 20 94 0
J-18 2 True 2,500 3,000 2,525 3,025 20 92 0
J-19 2 True 2,500 3,000 2,500 3,000 20 90 0
J-21 3 True 2,500 2,554 2,525 2,579 20 89 0
J-22 3 True 2,500 2,699 2,525 2,724 20 89 0
J-23 3 True 1,500 1,567 1,500 1,567 20 92 0
J-31 3 True 2,500 2,747 2,525 2,773 20 94 0
J-15 2 True 2,500 3,000 2,500 3,000 20 93 0
J-29 3 True 2,500 2,774 2,525 2,799 20 92 0
J-16 2 True 2,500 3,000 2,500 3,000 20 90 0
J-26 2 True 2,500 3,000 2,500 3,000 20 90 0
J-27 2 True 2,500 3,000 2,525 3,025 20 89 0
J-25 3 True 2,500 2,956 2,525 2,981 20 90 0
J-36 2 True 2,500 3,000 2,525 3,025 20 90 0
J-39 2 True 2,500 3,000 2,525 3,025 20 90 0
J-38 2 True 2,500 3,000 2,525 3,025 20 91 0
J-30 3 True 2,500 2,820 2,525 2,845 20 92 0
J-32 2 True 2,500 3,000 2,500 3,000 20 95 0
J-13 2 True 2,500 3,000 2,500 3,000 20 93 0
Page 1 of 1
11/15/2022file:///C:/Users/eorourke/AppData/Local/Temp/Bentley/WaterCAD/bw4el3sc.xml
Scenario: Base
Current Time Step: 0.000 h
FlexTable: Junction Table
K:\1230\0005\04 Design Calculations\Potable\WaterCAD Modeling\Montava Water Model Phase E.wtg
ID Label Elevation
(ft)
Demand
(gpm)
Hydraulic
Grade (ft)
Pressure
(psi)
63 CONNECTION 1 5,006.00 0 5,227.99 96
122 CONNECTION 2 5,004.00 0 5,227.98 97
42 EX DATA LOGGER 5,034.00 0 5,228.00 84
30 J-1 5,019.00 0 5,228.00 90
31 J-2 4,992.00 0 5,228.00 102
37 J-3 5,002.66 0 5,228.00 97
40 J-4 5,028.00 0 5,228.00 87
45 J-6 5,025.00 0 5,228.00 88
47 J-7 5,042.00 0 5,228.00 80
50 J-8 5,010.00 0 5,227.99 94
52 J-9 5,011.00 0 5,227.98 94
54 J-10 5,006.00 0 5,227.99 96
58 J-11 5,012.79 0 5,228.00 93
67 J-12 5,006.00 0 5,227.97 96
219 J-13 5,007.16 0 5,227.94 96
132 J-14 5,008.83 0 5,227.92 95
166 J-15 5,005.00 0 5,227.92 96
175 J-16 5,003.40 0 5,227.92 97
127 J-17 5,003.00 0 5,227.97 97
148 J-18 5,006.00 25 5,227.89 96
152 J-19 5,008.34 0 5,227.89 95
98 J-20 5,008.00 0 5,227.88 95
156 J-21 5,005.00 25 5,227.87 96
159 J-22 5,002.00 25 5,227.87 98
161 J-23 5,001.00 0 5,227.87 98
144 J-24 5,004.00 25 5,227.87 97
191 J-25 5,005.97 25 5,227.87 96
180 J-26 5,006.31 0 5,227.87 96
184 J-27 5,006.65 25 5,227.87 96
146 J-28 5,000.00 25 5,227.88 99
171 J-29 5,004.00 25 5,227.89 97
209 J-30 5,001.00 25 5,227.89 98
164 J-31 5,000.00 25 5,227.90 99
216 J-32 5,000.73 0 5,227.93 98
135 J-33 5,002.00 25 5,227.94 98
137 J-34 5,003.00 0 5,227.95 97
139 J-35 5,002.00 25 5,227.93 98
195 J-36 5,006.92 25 5,227.89 96
141 J-37 5,007.00 0 5,227.88 96
202 J-38 5,006.58 25 5,227.88 96
199 J-39 5,007.20 25 5,227.88 95
85 J-40 5,012.80 0 5,228.00 93
103 J-41 5,024.41 0 5,228.00 88
118 J-42 5,019.66 0 5,228.00 90
Page 1 of 1
11/15/2022file:///C:/Users/eorourke/AppData/Local/Temp/Bentley/WaterCAD/qezzzilr.xml
Scenario: Base
Current Time Step: 0.000 h
FlexTable: Pipe Table
ID Label
Length
(Scaled)
(ft)
Start Node Stop Node Diameter
(in)
Velocity
(ft/s)
Headloss
Gradient
(ft/1000ft)
119 EX 10"967 J-6 J-42 10.0 0.10 0.005
120 EX 10" (1)1,751 J-42 J-8 10.0 0.10 0.005
53 EX 10" (2)272 J-8 J-9 10.0 0.10 0.005
131 EX 12" (1)1,464 J-3 J-40 12.0 0.03 0.000
104 EX 12" (2)1,675 J-40 J-41 12.0 0.03 0.000
105 EX 12" (3)1,384 J-41 EX DATA LOGGER 12.0 0.03 0.000
44 EX 12" (4)782 EX DATA LOGGER J-4 12.0 0.03 0.001
48 EX 12" (5)1,768 J-4 J-7 12.0 0.03 0.000
49 EX 12" (6)1,038 J-7 J-6 12.0 0.03 0.000
123 EX 24" (1)1,301 J-9 CONNECTION 2 24.0 0.02 0.000
124 EX 24" (2)648 CONNECTION 2 CONNECTION 1 24.0 0.14 0.003
65 EX 24" (3)640 CONNECTION 1 J-10 24.0 0.25 0.010
59 EX 24" (4)668 J-1 J-11 24.0 0.17 0.004
60 EX 24" (5)731 J-11 J-10 24.0 0.17 0.005
130 EX 24" (6)2,613 J-10 J-3 24.0 0.09 0.001
39 EX 24" (7)2,617 J-3 J-2 24.0 0.08 0.001
214 P-1 199 R-3 J-6 24.0 0.02 0.000
35 P-2 85 R-2 J-1 24.0 0.17 0.006
36 P-3 103 J-2 R-1 24.0 0.08 0.000
68 P-4 267 CONNECTION 1 J-12 12.0 0.46 0.068
221 P-5 434 J-13 J-12 12.0 0.46 0.068
220 P-6 628 J-14 J-13 12.0 0.30 0.031
168 P-7 134 J-15 J-14 12.0 0.30 0.029
177 P-8 581 J-16 J-15 12.0 0.00 0.000
128 P-9 277 J-12 J-17 10.0 0.00 0.000
222 P-10 149 J-32 J-13 8.0 0.36 0.069
218 P-11 164 J-32 J-31 8.0 0.60 0.176
210 P-12 165 J-31 J-30 8.0 0.26 0.038
172 P-13 407 J-31 J-29 8.0 0.18 0.019
211 P-14 246 J-30 J-29 8.0 0.10 0.006
173 P-15 148 J-29 J-18 8.0 0.11 0.007
167 P-16 110 J-18 J-15 8.0 0.68 0.223
151 P-17 154 J-28 J-18 8.0 0.44 0.098
154 P-18 208 J-19 J-18 8.0 0.19 0.021
197 P-19 129 J-36 J-19 8.0 0.05 0.000
196 P-20 450 J-35 J-36 8.0 0.37 0.093
140 P-21 119 J-34 J-35 10.0 0.63 0.151
179 P-22 135 J-34 CONNECTION 2 10.0 0.89 0.278
138 P-23 361 J-33 J-34 8.0 0.21 0.026
178 P-24 465 J-34 J-33 8.0 0.19 0.020
217 P-25 284 J-33 J-32 8.0 0.24 0.031
203 P-26 420 J-35 J-38 8.0 0.46 0.108
204 P-27 40 J-38 J-37 8.0 0.17 0.025
200 P-28 26 J-37 J-39 8.0 0.33 0.055
205 P-29 219 J-38 J-39 8.0 0.13 0.011
198 P-30 311 J-36 J-37 8.0 0.15 0.014
201 P-31 104 J-39 J-20 8.0 0.29 0.047
153 P-32 307 J-20 J-19 8.0 0.25 0.035
185 P-33 123 J-20 J-27 8.0 0.30 0.048
186 P-34 31 J-27 J-26 8.0 0.07 0.000
192 P-35 25 J-26 J-25 8.0 0.21 0.019
194 P-36 254 J-27 J-25 8.0 0.07 0.002
183 P-37 526 J-28 J-26 8.0 0.14 0.011
193 P-38 188 J-25 J-24 8.0 0.11 0.010
147 P-39 733 J-24 J-28 8.0 0.14 0.011
163 P-40 217 J-24 J-22 8.0 0.09 0.005
157 P-41 267 J-20 J-21 8.0 0.24 0.031
Page 1 of 2
11/15/2022file:///C:/Users/eorourke/AppData/Local/Temp/Bentley/WaterCAD/rfn1q1qj.xml
K:\1230\0005\04 Design Calculations\Potable\WaterCAD Modeling\Montava Water Model Phase E.wtg
160 P-42 290 J-21 J-22 8.0 0.07 0.003
162 P-43 199 J-22 J-23 8.0 0.00 0.000
176 P-44 851 J-23 J-16 8.0 (N/A)(N/A)
Page 2 of 2
11/15/2022file:///C:/Users/eorourke/AppData/Local/Temp/Bentley/WaterCAD/rfn1q1qj.xml