HomeMy WebLinkAboutENCLAVE AT REDWOOD - FDP220014 - SUBMITTAL DOCUMENTS - ROUND 1 - UTILITY PLANS
Enclave at Redwood Wastewater Utility Report
Page 1
WASTEWATER UTILITY REPORT
for
ENCLAVE AT REDWOOD
CITY OF FORT COLLINS
LARIMER COUNTY
STATE OF COLORADO
April 23,2021
Revised: October 19, 2022
Prepared for:
9555 S Kingston Court
Suite 200
Englewood, CO 80112
Prepared by:
1120 Lincoln Street, Suite 1000
Denver, CO 80203
Ph: 303-623-6300, Fax: 303-623-6311
Contact: Rachel Patton, PE
Harris Kocher Smith Project No. 201013
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i. Table of Contents
i. Table of Contents .................................................................................................. 2
ii. List of Tables ......................................................................................................... 2
1. INTRODUCTION .................................................................................................. 3
A. Site Location and Description ...................................................................................... 3
B. Design Criteria ............................................................................................................ 3
C. Existing Wastewater Infrastructure .............................................................................. 5
2. PROPOSED SANITARY SEWER SYSTEM ......................................................... 5
A. Layout and Connection Options to City of Fort Collins Sanitary Sewer System .......... 5
i. Redwood Street Option ......................................................................................... 6
ii. Alta Vista Subdivision Option .............................................................................. 78
iii. Northfield Option ............................................................................................... 9
iv. North Lemay Avenue Option ......................................................................... 910
v. Coalmer Drive Option ..................................................................................... 1011
vi. Steeley Drive Option ....................................................................................... 11
vii. Site Lift Station ................................................................................................ 12
3. CONCLUSIONS .................................................................................................. 13
A. Analysis Summary .................................................................................................... 14
4. LIST OF REFERENCES ................................................................................. 1415
ii. List of Tables
Table 1: Total Peak Sanitary Flow Calculation……………………………………..Page 2
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1. INTRODUCTION
A. Site Location and Description
The proposed Enclave at Redwood Site (hereinafter referred to as “Site”) is situated in
the City of Fort Collins (hereinafter referred to as “City”); specifically, the Northeast ½
and South ½ of Section 20, the North ½ of Section 29, and the Southeast ¼ of Section
1, Township 7 North, Range 69 West of the 6th P.M. County of Larimer, State of
Colorado. The Site is bound on the West by Redwood Street, the existing Redwood
Meadows Subdivision and City of Fort Collins Detention Pond, on the East by the Lake
Canal Irrigation Ditch (“Ditch”), on the North by a City of Fort Collins drainage ditch and
on the south by Suniga Drive. The Site is approximately 29.66 acres and is currently
undeveloped. The Site is zoned for low density mixed use with a maximum unit density
of 9 units per acre. The Site is currently covered with grass vegetation and trees.
The Site will be developed as multi-family residential housing, with a mix of 1-, 2- and
3-bedroom units totaling 238 units (with associated garages) among 40 1- and 2-story
buildings. The proposed development will also include a clubhouse with a pool, amenity
courtyard, surface parking, public and private roads, and the associated utilities. The
project will be commercial managed, under a single ownership group, meaning that the
developer of this project, and any future project owner, will not be able to convert this
project and to sell individual units or buildings. A Vicinity map is included in Appendix A.
B. Design Criteria
To estimate sanitary flows for this Site, City and County of Denver Sanitary Planning
Criteria (“CCD Criteria”) was used as it provides a conservative means of estimating
sanitary flow rates. The CCD Criteria was utilized because the City of Fort Collins
Utilities Water and Wastewater Design Criteria (“City Criteria”) does not provide any
means of estimating sanitary flows. To calculate the Average Daily Flow (“ADF”) per
capita, CCD Criteria provides a multi-unit dwellings low density residential flow factor of
120 gallons per capita per day. The CCD Criteria also utilizes a 2.8 person per unit
residential density and infiltration and inflow rate of 500 gallons per tributary acre per
day. CCD Criteria also estimates a peaking factor based on the ADF per capita with a
maximum required peaking factor of 4.0. The ADF multiplied by the peaking factor, plus
the infiltration and inflow rate, results in a conservative estimated peak flow rate for the
Site. As shown in Table 1 below, utilizing the above mentioned site area, unit count and
unit density, CCD Criteria projects a peak flow for the Site of 0.459 cubic feet per
section (“cfs”).
Sanitary sewer pipe sizing for the Site will be based on the City Criteria. Hydraulic
design of sanitary sewer pipes assumes a Manning’s “n” value of 0.013 and a
maximum flow depth to diameter (d/D) of 0.5 for pipes less than 15-inch and a
minimum pipe size of 8-inch. Minimum pipe slopes for sanitary sewers outlined in the
City Criteria were evaluated to determine the sanitary sewer main size needed to serve
the development of the Site. A 8-inch sanitary sewer main, at the City Criteria minimum
slope of 0.40%, has a calculated flow depth of 0.37-feet and a d/D ratio of 0.44, which
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is sufficient to convey the estimated peak flow generated by the Site. Future additional
capacity was not evaluated as there are no adjacent properties that would connect to,
or utilize, the sanitary sewer mains anticipated to be extended within the Site.
Table 1. Site Projected Peak Flow Calculations
ENCLAVE AT REDWOOD SANITARY PEAK FLOW CALCULATIONS (Redwood)
No. of Multi-family Residential Dwelling Units: 85
Zoning & Density: Low Density Mixed Use, 9 units/ac (max)
2.8 persons/du
Average Daily Flow Per Capita 120 gpd
Total Average Daily Flow, All Uses 23,800 gpd= 0.037 cfs
Infiltration/Inflow (500 gallons per gross acre of tributary area per day)
Total Area 14.83 acres
Total Infiltration/Inflow 7415 gpd= 0.011 cfs
Total Average Daily Flow, including I/I: 31,215 gpd= 0.05 cfs
Peaking Factor (PF=2.6(Qa)-.16, MAX PF=4) 4.120
Total Peak Flow: 105,460 gpd= 0.16 cfs
ENCLAVE AT REDWOOD SANITARY PEAK FLOW CALCULATIONS (Lemay)
No. of Multi-family Residential Dwelling Units: 153
Zoning & Density: Low Density Mixed Use, 9 units/ac (max)
2.8 persons/du
Average Daily Flow Per Capita 100 gpd
Total Average Daily Flow, All Uses 23,800 gpd= 0.037 cfs
Infiltration/Inflow (500 gallons per gross acre of tributary area per day)
Total Area 14.83 acres
Total Infiltration/Inflow 7415 gpd= 0.011 cfs
Total Average Daily Flow, including I/I: 50,255 gpd= 0.08 cfs
Peaking Factor (PF=2.6(Qa)-.16, MAX PF=4) 4.008
Total Peak Flow: 179,110 gpd= 0.28 cfs
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C. Existing Wastewater Infrastructure
Maps provided by the City were used to evaluate potential connection points for a
sanitary sewer extension to the Site. The only sanitary sewer main location directly
adjacent to the Site is a 15-inch main within Redwood Street along the western edge of
the Site. This 15-inch sanitary sewer main flows south to Vine Street, then flows east
approximately 1,760 feet to a manhole within Vine Street where the system flows
south. This point will be referenced as the Vine Street Outfall for the remainder of this
report. The maps provided by the City can be seen in Appendix B.
In addition to the information provided by the City, file coordination with the adjacent
Northfield Development (“Northfield”) located southeast of the Site provided additional
sanitary sewer connection point options for evaluation. Northfield has two proposed
public roadway connections to the Site, being Steeley Drive and Coalmer Avenue. The
Site is required to connect to both of these public roadways as a part of the
development of the Site. The utility plans for Northfield show 8-inch and 10-inch
sanitary sewer mains throughout the development and within each of these adjacent
public roadways leading to the Site, though stubs to the Site were not provided likely
due to the Ditch. The Ditch runs within the Site parallel to the southeastern Site
boundary for approximately 1,880 linear feet and is sloped at 0.1% from the where it
enters the Site from the southwest at a flowline invert of 4953.80 to where it exits the
Site in the northeast at an flowline invert of 4951.90.
The sanitary sewer mains within Northfield generally flow to the east and connect to an
existing 15-inch sanitary main within North Lemay Avenue along the eastern edge of
Northfield. The sanitary sewer main in North Lemay Avenue then flows south to the
north edge of the Alta Vista Subdivision, where it turns west. At the northwest corner of
the Alta Vista Subdivision the sanitary sewer main turns south and flows to the Vine
Street Outfall. Northfield proposes to upsize and reroutes the sanitary sewer main
around the Alta Vista Subdivision along its southern boundary. The rerouted alignment
connects to the existing sanitary manhole at the western edge of the Alta Vista
Subdivision. This portion of the sanitary sewer main then extends to the Vine Street
Outfall and is also upsized as part of the Northfield development. Relevant sheets from
the Northfield utility plans can be seen in Appendix B.
2. PROPOSED SANITARY SEWER SYSTEM
A. Layout and Connection Options to City of Fort Collins Sanitary Sewer System
At the request of City engineering staff, a total of eight potential connection scenarios
have been evaluated to provide sanitary service to the Site. Additionally, an option
related to provide a lift station on the Site to serve the development is also discussed
below as a seventh option. Those scenarios are generally described below.
Redwood Street Option - A southwest connection from the Site to the existing
sanitary sewer main in Redwood Street to serve the Site;
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Alta Vista Subdivision Option - A southwest connection to the Site across Suniga
Drive and the Lake Canal Irrigation Ditch to sanitary sewer mains adjacent to the
Alta Vista Subdivision to serve the Site;
Northfield Option- A northeast connection to the Site across the Lake Canal
Irrigation Ditch to the east, through Northfield, connecting to the existing sanitary
sewer main in North Lemay Avenue to serve the Site;
North Lemay Avenue Option – A northeast connection to the Site across the
northern boundary of Northfield with a direct connection to the existing sanitary
sewer manhole within North Lemay Avenue;
Coalmer Drive Option - A southeast connection to the Site at Coalmer Avenue
via Northfield to serve the Site;
Steeley Drive Option - A southeast connection to the Site at Steeley Drive via
Northfield to serve the Site;
Site Lift Station – A lift station constructed within the limits of the Site that pumps
to a gravity outfall connection to the existing sanitary sewer main within
Redwood Street;
North Lemay Avenue Option 2 - A northeast connection to the Site across the
northern boundary of Northfield with a direct connection to the existing sanitary
sewer manhole within North Lemay Avenue that is constructed in a means that
does not meet City Criteria.
A summary of each connection scenario is below. Plan and profile exhibits for the
options can be seen in Appendix C.
i. Redwood Street Option
City maps and survey data show an existing manhole adjacent to the southwest corner
of the Site. Survey information of the manhole shows an invert out elevation of
4954.21. Utilizing a 10-inch main with a starting invert of 4964.41’, results in an
approximate starting invert of 4960.80 for a sanitary main extension to serve the far
northeast corner of the Site. This option would result in approximately 9-feet of fill at the
northeast corner of the Site and assumes a minimum slope within the sanitary sewer
main and a minimum cover of 4-feet for the sanitary sewer mains. The amount of fill
required to be imported to the Site to achieve this option ranges from 250,000 cubic
yards (“cy”) to 280,000 cy. This option would also require approximately 1,000 linear
feet of retaining wall varying from 2-feet to 15-feet in height along the northern property
line to provide serviceable grades around the proposed residential units.
Additional challenges posed with this option include both vertical and horizontal
separation of the sanitary sewer main from water and storm facilities and grading
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challenges for required connections to Northfield. Given the shallow nature of the
sewer main on the Site to limit the required fill, water and storm sewer mains would
need to be buried at depths lower than the sanitary sewer for this Site and numerous
lowerings would be required along with undesirable depths for water mains. This
project is required to provide a regional trail as well as a pedestrian connection to
Northfield at the northeast corner of the Site. This option would require a significant
amount of room to provide an accessible connection to the trail and adjacent
development. A plan and profile exhibit showing this scenario can be seen in Appendix
C.
Additional investigation was performed to lower the sanitary sewer main within
Redwood Street for this option. The existing sanitary sewer main currently crosses
above the City Northeast College Corridor Outfall (“NECCO”) storm sewer main within
Suniga Drive. Starting at the sanitary manhole adjacent to the Site, if the existing invert
is lowered from 4954.21’ to 4947.23’, it would provide 1.5-feet of separation under the
bottom of the NECCO storm sewer main. Assuming no additional crossing issues, if the
sanitary sewer main were upsized to an 18-inch main from this manhole to the Vine
Street Outfall to achieve minimum allowable slopes, the resulting connection invert
would be 4941.28’. This invert elevation is 2.42-feet lower than the existing invert of
the Vine Street Outfall of 4943.70’. Utility pothole information from the Northfield utility
plans indicate that an existing water transmission main within Suniga Drive is deeper
than the NECCO storm sewer main, only increasing the 2.42-foot delta mentioned
above.
Given the above mentioned constraints, this gravity connection option is not
economical to achieve on the Site given the exorbitant cost of the required import nor is
this option constructable as an off-site improvement without a large scale Capital
Improvement Project (“CIP”) downstream of the Vine Street Outfall.
The following cost estimate outlines the anticipated extraordinary costs related to this
option.
ii. Alta Vista Subdivision Option
As described above, there is an existing sanitary sewer manhole west of the Alta Vista
Subdivision. Northfield is extending a sanitary sewer main around the Alta Vista
Subdivision to this manhole and upsizing the existing sanitary sewer main south to the
Vine Street Outfall. Using the information provided in the Northfield utility plans, a 10-
inch sanitary sewer main was reviewed to be extended to the west, under the Ditch,
then north under Suniga Drive to provide sanitary sewer service to the Site. As
mentioned above, a sanitary main crossing Suniga Drive cannot be lower than the
Item Quantity Unit Unit Cost Cost
Fill 265000 CY 25.00$ 6,625,000.00$
Retaining Walls 8500 FF 20.00$ 170,000.00$
6,795,000.00$
Redwood Street Option
Total
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NECCO storm sewer line and would be extremely deep trying to go under the existing
water transmission main as well. Providing a sanitary sewer main crossing over the
NECCO storm sewer line within Suniga Drive with this option results in an invert
elevation of 4954.60’ at the southwest corner of the Site. This elevation is 0.39-feet
higher than the existing invert at the manhole within Redwood Street of 4954.21’
mentioned above. Therefore, a similar conclusion with respect to required import,
retaining walls and CIP improvements is reached when reviewing this option. A plan
and profile exhibit showing this connection option can be seen in Appendix C.
This option would also result in roughly 9-feet of fill at the northeast corner of the Site
and assumes a minimum slope with the sanitary sewer system and a minimum cover of
4-feet for the sanitary sewer mains. The amount of fill required to achieve this option
ranges between 250,000 cy to 280,000 cy. This option would also require roughly
1,000 linear feet of retaining wall varying from 2-feet to 15-feet in height along the north
property line to provide serviceable grades around the proposed residential units.
Similar to the option discussed above, additional challenges posed with this option
include both vertical and horizontal separation of the sanitary sewer main from water
and storm facilities and grading challenges for required connections to Northfield.
Given the shallow nature of the sewer main on the Site to limit the required fill, water
and storm sewer mains would need to be buried at depths lower than the sanitary
sewer for this Site and numerous lowerings would be required along with undesirable
depths for water mains. This project is required to provide a regional trail as well as a
pedestrian connection to Northfield at the northeast corner of the Site. This option
would require a significant amount of room to provide an accessible connection to the
trail and adjacent development.
Above and beyond the constraints mentioned above, this connection option would also
require off-site easements from private property that the developers of the Site do not
control as running a sanitary sewer main within Suniga Drive is not feasible given the
numerous utilities already located within this public right-of-way.
Similar to option above, this gravity connection option is not economical to achieve on
the Site given the exorbitant cost of the required import nor is this option constructable
as an off-site improvement without a large scale Capital Improvement Project (“CIP”)
downstream of the Vine Street Outfall.
The following cost estimate outlines the anticipated extraordinary construction costs
related to this option showing that it is not economically feasible.
Item Quantity Unit Unit Cost Cost
Fill 265000 CY 25.00$ 6,625,000.00$
Retaining Walls 8500 FF 20.00$ 170,000.00$
Off-Site Easement 1 LS 50,000.00$ 50,000.00$
6,845,000.00$
Alta Vista Subdivision Option
Total
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iii. Northfield Option
Northfield installed a sanitary sewer main within Schlagel Street that ultimately
connects to the existing 15-inch sanitary sewer main within North Lemay Avenue. One
of these manholes that could potentially provide a connection to the Site has an invert
elevation of 4952.00’. If a sanitary sewer main was extended from the northeast corner
of the Site to this manhole with a proposed connection elevation of 4952.20’ and
minimum slope of 0.28%, then the result would be an exposed sanitary sewer main
within the Ditch with an invert in the eastern portion of the Site at 4957.60’. The bottom
of this sanitary sewer main would land approximately 12-inches above the flowline of
the Ditch. It is unlikely that this option will be approved by the Ditch company as this
pipe would obstruct irrigation flows, impact the capacity of the ditch at the crossing, be
susceptible to freezing, create potential water quality issues if the pipe was damaged
and easily collect debris requiring increased maintenance of the Ditch at the location of
the exposed crossing. A plan and profile exhibit of the crossing detailing the Ditch
crossing via Northfield can be seen in Appendix C.
This option would result in roughly 8-feet of fill at the northeast corner of the Site and
assumes a minimum slope with the sanitary sewer system and a minimum cover of 4-
feet for the sanitary sewer mains. The amount of fill required to achieve this option
ranges between 175,000 cy to 200,000 cy. This optional would also require roughly 900
linear feet of retaining wall varying from 2-feet to 14-feet in height along the north
property line to provide serviceable grades around the proposed residential units.
Above and beyond the constraints mentioned above, this connection option would also
require upsizing 600 liner feet of newly constructed 8-inch sanitary sewer main within
Northfield to 10-inch sanitary sewer main with reconnection of approximately fourteen
(14) building service connections. Additionally, the capacity of the existing 15-inch
sanitary main within North Lemay Avenue would need to be reviewed to ensure that an
additional upsize of this main to the Vine Street Outfall is not also required.
The following cost estimate outlines the anticipated extraordinary construction costs
related to this option showing that it is not economically feasible.
iv. North Lemay Avenue Option
A second Ditch crossing option at the northeast corner of the Site out to the existing 15-
inch sanitary main in North Lemay Avenue was also evaluated. Based on the Northfield
utility plans, matching the crown of the existing 15-inch sanitary sewer main will provide
Item Quantity Unit Unit Cost Cost
Fill 187500 CY 25.00$ 4,687,500.00$
Retaining Walls 7200 FF 20.00$ 144,000.00$
Service Connection Replacement 14 EA 2,000.00$ 28,000.00$
Sewer Upsizing (8" to 10") 600 LF 200.00$ 120,000.00$
4,979,500.00$
Northfield Option
Total
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a Site connection invert of 4949.31’ in the eastern portion of the Site. Utilizing a 10-inch
main at minimum slope of 0.28% again results in an exposed sanitary crossing at the
Ditch. The bottom of the sanitary sewer main being approximately 6-inches above the
flowline of the Ditch. Similar to the option described above, it is unlikely that this option
would be approved by the Ditch company as the pipe would obstruct irrigation flows,
impact the capacity of the Ditch at the crossing, be susceptible to freezing, create
potential water quality issues if the pipe was damaged and easily collect debris
requiring increased maintenance of the Ditch at the location of the exposed crossing. A
plan and profile exhibit of the Ditch crossing and routing to the existing sanitary sewer
main within North Lemay Avenue can be seen in Appendix C.
This option would result in roughly 8-feet of fill at the northeast corner of the Site and
assumes a minimum slope with the sanitary sewer system and a minimum cover of 4-
feet for the sanitary sewer mains. The amount of fill required to achieve this option
ranges between 175,000 cy to 200,000 cy. This optional would also require roughly 900
linear feet of retaining wall varying from 2-feet to 14-feet in height along the north
property line to provide serviceable grades around the proposed residential units.
Above and beyond the constraints mentioned above, this connection option would also
require off-site easements from private property that the developers of the Site do not
control. Additionally, the capacity of the existing 15-inch sanitary main within North
Lemay Avenue would need to be reviewed to ensure that an additional upsize of this
main to the Vine Street Outfall is not also required.
The following cost estimate outlines the anticipated extraordinary construction costs
related to this option showing that it is not economically feasible.
v. Coalmer Drive Option
An existing sanitary sewer manhole within Northfield is located at the intersection of
Schlagel Street and Coalmer Drive. This existing manhole has an invert out elevation
4953.84’. Assuming a proposed invert of 4954.04’ from this manhole, then routing a 10-
inch sanitary sewer main at the minimum slope of 0.28% results in an exposed
crossing of the Ditch with an invert in the southeastern portion of the Site at 4958.50’.
The bottom of the proposed sanitary sewer main would be approximately 22-inches
above the flowline of the Ditch. Similar to the options described above, it is unlikely that
this option would be approved by the Ditch company as the pipe would obstruct
irrigation flows, impact the capacity of the Ditch at the crossing, be susceptible to
freezing, create potential water quality issues if the pipe was damaged and easily
collect debris requiring increased maintenance of the Ditch at the location of the
Item Quantity Unit Unit Cost Cost
Fill 187500 CY 25.00$ 4,687,500.00$
Retaining Walls 7200 FF 20.00$ 144,000.00$
Off-Site Easement 1 LS 50,000.00$ 50,000.00$
4,881,500.00$
North Lemay Avenue Option
Total
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exposed crossing. A plan and profile exhibit of this Ditch crossing and routing to the
existing sanitary sewer manhole in Coalmer Drive can be seen in Appendix C.
This option would result in roughly 8-feet of fill at the northeast corner of the Site and
assumes a minimum slope with the sanitary sewer system and a minimum cover of 4-
feet for the sanitary sewer mains. The amount of fill required to achieve this option
ranges between 175,000 cy to 200,000 cy. This optional would also require roughly 900
linear feet of retaining wall varying from 2-feet to 14-feet in height along the north
property line to provide serviceable grades around the proposed residential units.
Above and beyond the constraints mentioned above, this connection option would also
require upsizing 1,280 liner feet of newly constructed 8-inch sanitary sewer main within
Northfield to 10-inch sanitary sewer main with reconnection of approximately ten (10)
building service connections. Additionally, the capacity of the existing 15-inch sanitary
main within North Lemay Avenue would need to be reviewed to ensure that an
additional upsize of this main to the Vine Street Outfall is not also required.
The following cost estimate outlines the anticipated extraordinary construction costs
related to this option showing that it is not economically feasible.
vi. Steeley Drive Option
An existing sanitary sewer manhole within Northfield is located at the intersection of
Schlagel Street and Steeley Drive. This existing manhole has an invert out elevation
4955.03’. Assuming a proposed invert of 4955.23’ from this manhole, then routing a 10-
inch sanitary sewer main at the minimum slope of 0.28% results in an exposed
crossing of the Ditch with an invert in the southeastern portion of the Site at 4959.36’.
The bottom of the sanitary sewer main would be approximately 32-inches above the
flowline of the Ditch. Similar to the options described above, it is unlikely that this option
would be approved by the Ditch company as the pipe would obstruct irrigation flows,
impact the capacity of the Ditch at the crossing, be susceptible to freezing, create
potential water quality issues if the pipe was damaged and easily collect debris
requiring increased maintenance of the Ditch at the location of the exposed crossing. A
plan and profile exhibits of this Ditch crossing and routing to the existing sanitary sewer
manhole in Steeley Drive can be seen in Appendix C.
This option would result in roughly 8-feet of fill at the northeast corner of the Site and
assumes a minimum slope with the sanitary sewer system and a minimum cover of 4-
feet for the sanitary sewer mains. The amount of fill required to achieve this option
Item Quantity Unit Unit Cost Cost
Fill 187500 CY 25.00$ 4,687,500.00$
Retaining Walls 7200 FF 20.00$ 144,000.00$
Service Connection Replacement 10 EA 2,000.00$ 20,000.00$
Sewer Upsizing (8" to 10") 1280 LF 200.00$ 256,000.00$
5,107,500.00$
Coalmer Drive Option
Total
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ranges between 175,000 cy to 200,000 cy. This optional would also require roughly 900
linear feet of retaining wall varying from 2-feet to 14-feet in height along the north
property line to provide serviceable grades around the proposed residential units.
Above and beyond the constraints mentioned above, this connection option would also
require upsizing 310 liner feet of newly constructed 8-inch sanitary sewer main within
Northfield to 10-inch sanitary sewer main and 1,530 linear feet of 10-inch sanitary
sewer main to 12-inch sanitary sewer main with reconnection of forty-eight (48) building
service connections. Additionally, the capacity of the existing 15-inch sanitary main
within North Lemay Avenue would need to be reviewed to ensure that an additional
upsize of this main to the Vine Street Outfall is not also required.
The following cost estimate outlines the anticipated extraordinary construction costs
related to this option showing that it is not economically feasible.
vii. Site Lift Station
The developer of the Site is currently proposing a sanitary sewer lift station constructed
on the Site. Per City municipal code Section 26-260 lift stations are an allowable
alternative within the City. The lift station for the Site would be generally located in the
western portion of the Site adjacent to Redwood Street. The sanitary sewer mains
within the Site would be privately owned and maintained and would gravity flow to the
lift station. Wastewater would then be pumped from the lift station to a manhole
adjacent to the lift station where it would gravity flow to the existing sanitary sewer
within Redwood Street.
This option provides numerous benefits that the above mentioned options do not,
including the following:
The Site can be value engineered to limit unnecessary import related to the
other options. This also allows the Site to be graded to reduce retaining walls
and ensure that the Site is not artificially elevated with respect to the
surrounding neighborhoods.
This option does not require any off-site upgrades to City sanitary sewer
infrastructure, save an 8-inch sanitary connection to the existing sanitary sewer
main within Redwood Street.
Item Quantity Unit Unit Cost Cost
Fill 187500 CY 25.00$ 4,687,500.00$
Retaining Walls 7200 FF 20.00$ 144,000.00$
Service Connection Replacement 48 EA 2,000.00$ 96,000.00$
Sewer Upsizing (8" to 10") 310 LF 200.00$ 62,000.00$
Sewer Upsizing (10" to 15") 1530 LF 225.00$ 344,250.00$
5,333,750.00$
Steeley Drive Option
Total
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The sanitary sewer mains within the Site can be lowered in elevation below the
other utilities within the Site, where they are more typically located, to provide
the required separation. This will help reduce unnecessary lowerings and
artificial depth of the water mains, a proposed public utility to be maintained by
the City.
This option is also advantageous in that it is economically feasible to construct the lift
station with the development of the Site. As the lift station will be permitted in accordance
with state requirements, the facility will have funding mechanism in place for on-going
maintenance in perpetuity.
The Wright Water Engineers, Inc., the lift station design/permitting engineer is working to
design the site-specific lift station estimates that the construction cost of this facility will be
approximately $1.5 million dollars. Additionally, they believe the operation and
maintenance costs of the lift station are estimated to be approximately $50,000 per year.
This estimate excludes capital replacement and expenditures. A copy of the cost estimate
by Write Water Engineers, Inc., is included in Appendix C.
viii. North Lemay Avenue Option Two
As requested by the City, a second investigation on the feasibility to connect to the
main in North Lemay Avenue was evaluated. A 10-inch pipe was placed with the crown
of the pipe at the invert of the Ditch. The line was then adjusted vertically to match the
pipe invert of the North Lemay sanitary main of 4948.90. Vertical drops within
manholes and minimum pipe slope requirements per City Criteria were ignored at the
request of the City. From the North Lemay Avenue connection, the 10-inch pipe would
have a slope of approximately 0.25% and an invert of 4951.20 at the northeast corner
of the Site. A plan and profile exhibit of the Ditch crossing and routing to the existing
sanitary sewer main within North Lemay Avenue can be seen in Appendix C.
This option would result in a maximum of 8.9-feet of fill along the western edge of the
Site in order to provide sanitary sewer mains with 4-feet to 6-feet of cover. The amount
of fill required to achieve this option is estimated at 108,440 cy. This optional would
also require roughly 19,500 face-feet of retaining wall along the northern and western
property lines to provide serviceable grades around the proposed residential units. A
cut-fill exhibit showing rough grading and retaining wall heights can be seen in
Appendix C.
The following cost estimate outlines the anticipated extraordinary construction costs
related to this option showing that it is not economically feasible.
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3. CONCLUSIONS
A. Analysis Summary
After analyzing each scenario, and communicating with the City of Fort Collins, we
have concluded that the wastewater for this site will be split and go into two different
sanitary mains. Some sanitary flows will go into existing infrastructure in Redwood
Street(85 units), with the rest of the flows being routed offsite to existing infrastructure
in N Lemay Avenue (153 units). See Appendix C for each proposed sanitary Plan &
Profile.
4. LIST OF REFERENCES
1. City and County of Denver Department of Public Works, Sanitary Sewer Design
Technical Criteria Manual, March 2008
2. Fort Collins Utilities, Water and Wastewater Design Criteria Manual, May 2017
Item Quantity Unit Unit Cost Cost
Fill 108440 CY 25.00$ 2,711,000.00$
Retaining Walls 19500 FF 20.00$ 390,000.00$
Off-Site Easement 1 LS 50,000.00$ 50,000.00$
3,151,000.00$
North Lemay Avenue Option
Total
Enclave at Redwood Wastewater Utility Report
Page 15
APPENDIX A – Vicinity Map
SHEET NUMBER
PROJECT #:
1120 Lincoln Street, Suite 1000
Denver, Colorado 80203
P: 303.623.6300 F: 303.623.6311
HarrisKocherSmith.comPlotted: THU 10/13/22 1:21:39P By: Miles Sustad Filepath: k:\201013\engineering\xref\vic map.dwg Layout: layout1201013
ENCLAVE AT REDWOOD - VICINTY MAP
1
1 OF 1
DHI COMMUNITIES
NO CHANGES ARE TO BE MADE TO THIS DRAWING WITHOUT WRITTEN PERMISSION OF HARRIS KOCHER SMITH.
0
SCALE: 1" =
800 800 1600
800'
Enclave at Redwood Wastewater Utility Report
Page 16
APPENDIX B – Wastewater Maps & Northfield Plans
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Redwood and SunigaWet Utilities Map
These map products and all underlying data are developed for use by the City of Fort Collinsfor its internal purposes only, and were not designed or intended for general use bymembers of the public. The City makes no representation or warranty as to the accuracy,timeliness, or completeness, and in particular, accuracy in labeling or displaying dimensions,contours, property boundaries, or placement of location of any map features thereon. THECITY OF FORT COLLINS MAKES NO WARRANTY OF MERCHANTABILITY ORWARRANTY FOR FITNESS OF USE FOR PARTICULAR PURPOSE, EXPRESSED ORIMPLIED, WITH RESPECT TO THESE MAP PRODUCTS OR THE UNDERLYING DATA.Any user of these map products, map applications, or data, accepts them AS IS, WITH ALLFAULTS, and assumes all responsibility of the use thereof, and further covenants andagrees to hold the City harmless from and against all damage, loss, or liability arising fromany use of this map product, in consideration of the City's having made this informationavailable. Independent verification of all data contained herein should be obtained by anyusers of these products, or underlying data. The City disclaims, and shall not be held liablefor any and all damage, loss, or liability, whether direct, indirect, or consequential, whicharises or may arise from these map products or the use thereof by any person or entity.
Vine Street Outfall
Alta Vista Manhole
Enclave at Redwood Wastewater Utility Report
Page 17
APPENDIX C – Proposed Sanitary Profiles
SANITARY LINE A PROFILE
HORIZONTAL SCALE: 1" = 40'
VERTICAL SCALE: 1" = 4'
4940
4945
4950
4955
4960
4940
4945
4950
4955
4960
SHEET NUMBER
ISSUE DATE:
DATE REVISION COMMENTS
DESIGNED BY:
CHECKED BY:
DRAWN BY:
PROJECT #:
1120 Lincoln Street, Suite 1000
Denver, Colorado 80203
P: 303.623.6300 F: 303.623.6311
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Know what's below.Call before you dig.
®FILEPATH: K:\201013\ENGINEERING\UTILITIES\SANITARY\CD - SAN LINE A - P&P.DWG LAYOUT: LAYOUT110 XREFs: cd-dhic logo, cd-stamp, e-base, e-legal, e-offsite, e-util, keymap - offsite, p-base, p-legal, p-utilPLOTTED: TUE 10/18/22 4:28:31P BY: MILES SUSTAD201013
ENCLAVE AT REDWOOD
SANITARY SEWER PLAN & PROFILE - LINE A
OFFSITE EXTENSION 71
71 OF 140
10-19-2022
AHW
RCP
AHW
NO CHANGES ARE TO BE MADE TO THIS DRAWING WITHOUT WRITTEN PERMISSION OF HARRIS KOCHER SMITH.0
SCALE: 1" =
40 40 80
40'MATCHLINE STA: 10+00 - SEE SHEET 72MATCHLINE STA: 10+00 - SEE SHEET 72KEY MAP
PRELIMINARYNOT FORCONSTRUCTION
SANITARY LINE A PROFILE
HORIZONTAL SCALE: 1" = 40'
VERTICAL SCALE: 1" = 4'
4940
4945
4950
4955
4960
4940
4945
4950
4955
4960
SHEET NUMBER
ISSUE DATE:
DATE REVISION COMMENTS
DESIGNED BY:
CHECKED BY:
DRAWN BY:
PROJECT #:
1120 Lincoln Street, Suite 1000
Denver, Colorado 80203
P: 303.623.6300 F: 303.623.6311
HarrisKocherSmith.com
Know what's below.Call before you dig.
®FILEPATH: K:\201013\ENGINEERING\UTILITIES\SANITARY\CD - SAN LINE A - P&P.DWG LAYOUT: LAYOUT210 XREFs: cd-dhic logo, cd-stamp, e-base, e-legal, e-offsite, e-util, keymap - offsite, p-base, p-legal, p-utilPLOTTED: TUE 10/18/22 4:28:43P BY: MILES SUSTAD201013
ENCLAVE AT REDWOOD
SANITARY SEWER PLAN & PROFILE - LINE A
OFFSITE EXTENSION 72
72 OF 140
10-19-2022
AHW
RCP
AHW
NO CHANGES ARE TO BE MADE TO THIS DRAWING WITHOUT WRITTEN PERMISSION OF HARRIS KOCHER SMITH.0
SCALE: 1" =
40 40 80
40'MATCHLINE STA: 14+50 - SEE SHEET 73MATCHLINE STA: 10+00 - SEE SHEET 71MATCHLINE STA: 14+50 - SEE SHEET 73
MATCHLINE STA: 10+00 - SEE SHEET71KEY MAP
PRELIMINARYNOT FORCONSTRUCTION
SANITARY LINE A PROFILE
HORIZONTAL SCALE: 1" = 40'
VERTICAL SCALE: 1" = 4'
4945
4950
4955
4960
4965
4970
4945
4950
4955
4960
4965
4970 DSDSDSDSDSDSDSDSSHEET NUMBER
ISSUE DATE:
DATE REVISION COMMENTS
DESIGNED BY:
CHECKED BY:
DRAWN BY:
PROJECT #:
1120 Lincoln Street, Suite 1000
Denver, Colorado 80203
P: 303.623.6300 F: 303.623.6311
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®FILEPATH: K:\201013\ENGINEERING\UTILITIES\SANITARY\CD - SAN LINE A - P&P.DWG LAYOUT: LAYOUT310 XREFs: cd-dhic logo, cd-stamp, e-base, e-legal, e-offsite, e-util, keymap - offsite, p-base, p-legal, p-utilPLOTTED: TUE 10/18/22 4:28:55P BY: MILES SUSTAD201013
ENCLAVE AT REDWOOD
SANITARY SEWER PLAN & PROFILE - LINE A 73
73 OF 140
10-19-2022
AHW
RCP
AHW
NO CHANGES ARE TO BE MADE TO THIS DRAWING WITHOUT WRITTEN PERMISSION OF HARRIS KOCHER SMITH.0
SCALE: 1" =
40 40 80
40'MATCHLINE STA: 14+50 - SEE SHEET 72MATCHLINE STA: 20+50 - SEE SHEET 74MATCHLINE STA: 20+50 - SEE SHEET 74MATCHLINE STA: 14+50 - SEE SHEET 72KEY MAP
PRELIMINARYNOT FORCONSTRUCTION
SANITARY LINE A PROFILE
HORIZONTAL SCALE: 1" = 40'
VERTICAL SCALE: 1" = 4'
4945
4950
4955
4960
4965
4970
4945
4950
4955
4960
4965
4970DSDSDSDSDSDSDS
DS
DS
DS
DSDS
DS
DS
DS DS DS DS
DS
DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDS DS DS
DS DS
DS
DSDSDSDSDSDS
DS
DS DS
DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSRAMP
SHEET NUMBER
ISSUE DATE:
DATE REVISION COMMENTS
DESIGNED BY:
CHECKED BY:
DRAWN BY:
PROJECT #:
1120 Lincoln Street, Suite 1000
Denver, Colorado 80203
P: 303.623.6300 F: 303.623.6311
HarrisKocherSmith.com
Know what's below.Call before you dig.
®FILEPATH: K:\201013\ENGINEERING\UTILITIES\SANITARY\CD - SAN LINE A - P&P.DWG LAYOUT: LAYOUT410 XREFs: cd-dhic logo, cd-stamp, e-base, e-legal, e-offsite, e-util, keymap - offsite, p-base, p-legal, p-utilPLOTTED: TUE 10/18/22 4:29:05P BY: MILES SUSTAD201013
ENCLAVE AT REDWOOD
SANITARY SEWER PLAN & PROFILE - LINE A 74
74 OF 140
10-19-2022
AHW
RCP
AHW
NO CHANGES ARE TO BE MADE TO THIS DRAWING WITHOUT WRITTEN PERMISSION OF HARRIS KOCHER SMITH.0
SCALE: 1" =
40 40 80
40'MATCHLINE STA: 20+50 - SEE SHEET 73MATCHLINE STA: 27+50 - SEE SHEET 75MATCHLINE STA: 20+50 - SE
E
S
H
E
E
T
73
MATCHLINE STA: 27+50 - SEE SHEET 75KEY MAP
PRELIMINARYNOT FORCONSTRUCTIONBLDG 7 22+11.87 4954.36 4954.58 4963.61 11.00 2.00%4"6
BLDG 13 23+68.41 4954.99 4955.42 4963.04 21.67 2.00%4"6
BLDG 8 24+03.00 4955.13 4955.36 4963.43 11.50 2.00%4"8
BLDG 9 25+85.23 4955.95 4956.15 4963.58 9.75 2.00%4"6
BLDG 12 26+01.29 4956.02 4956.22 4963.33 10.00 2.00%4"6
BLDG 10 27+19.56 4956.49 4956.80 4962.87 15.38 2.00%4"4
BLDG 11 27+27.13 4956.52 4956.78 4962.35 13.13 2.00%4"4
SANITARY LINE A PROFILE
HORIZONTAL SCALE: 1" = 40'
VERTICAL SCALE: 1" = 4'
4945
4950
4955
4960
4965
4970
4945
4950
4955
4960
4965
4970DSD
SD
S DS DSDSDSDSDSDSDSDSDSDSDSDS
DS
DS
DS
DS
DS
DS
DSDS
DSDSDS DS
DS
DS DS DS
DS
DS
DSDSDSDSDSDS
DS
DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDS DSDSDSDSDSDSDSDSDSDSDSRAMP
SHEET NUMBER
ISSUE DATE:
DATE REVISION COMMENTS
DESIGNED BY:
CHECKED BY:
DRAWN BY:
PROJECT #:
1120 Lincoln Street, Suite 1000
Denver, Colorado 80203
P: 303.623.6300 F: 303.623.6311
HarrisKocherSmith.com
Know what's below.Call before you dig.
®FILEPATH: K:\201013\ENGINEERING\UTILITIES\SANITARY\CD - SAN LINE A - P&P.DWG LAYOUT: LAYOUT510 XREFs: cd-dhic logo, cd-stamp, e-base, e-legal, e-offsite, e-util, keymap - offsite, p-base, p-legal, p-utilPLOTTED: TUE 10/18/22 4:29:15P BY: MILES SUSTAD201013
ENCLAVE AT REDWOOD
SANITARY SEWER PLAN & PROFILE - LINE A 75
75 OF 140
10-19-2022
AHW
RCP
AHW
NO CHANGES ARE TO BE MADE TO THIS DRAWING WITHOUT WRITTEN PERMISSION OF HARRIS KOCHER SMITH.0
SCALE: 1" =
40 40 80
40'MATCHLINE STA: 27+50 - SEE SHEET 74MATCHLINE STA: 27+50 - SEE SHEET 74KEY MAP
PRELIMINARYNOT FORCONSTRUCTIONBLDG 29 29+59.95 4957.55 4957.82 4964.17 13.32 2.00%4"8
BLDG 30 29+64.95 4957.57 4957.80 4962.96 11.50 2.00%4"8
BLDG 31 31+41.04 4958.27 4958.58 4963.88 15.13 2.00%4"4
BLDG 32 31+50.25 4958.31 4958.62 4963.63 15.38 2.00%4"3
BLDG 33 31+95.08 4957.41 4958.43 4963.81 51.25 2.00%4"4
SANITARY LINE B PROFILE
HORIZONTAL SCALE: 1" = 40'
VERTICAL SCALE: 1" = 4'
4945
4950
4955
4960
4965
4970
4945
4950
4955
4960
4965
4970DSDSDSDSDSDS DSD
S
DSDSDSDSDSDSDSDS
DSDSDSDSDS
DS DS
DS
DS DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDS
DSDSDS
DS
DSDSDS
DS DS
DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSRAMPRAMPRAMPRAMPSHEET NUMBER
ISSUE DATE:
DATE REVISION COMMENTS
DESIGNED BY:
CHECKED BY:
DRAWN BY:
PROJECT #:
1120 Lincoln Street, Suite 1000
Denver, Colorado 80203
P: 303.623.6300 F: 303.623.6311
HarrisKocherSmith.com
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®FILEPATH: K:\201013\ENGINEERING\UTILITIES\SANITARY\CD - SAN LINE B - P&P.DWG LAYOUT: LAYOUT1NO XREFsPLOTTED: TUE 10/18/22 4:29:54P BY: MILES SUSTAD201013
ENCLAVE AT REDWOOD
SANITARY SEWER PLAN & PROFILE - LINE B 76
76 OF 140
10-19-2022
TEH
RJP
TEH
NO CHANGES ARE TO BE MADE TO THIS DRAWING WITHOUT WRITTEN PERMISSION OF HARRIS KOCHER SMITH.0
SCALE: 1" =
40 40 80
40'
KEY MAP
SCALE 1" = 500'REDWOOD STSUNIGA DR NORTHFIELDDEVELOPMENTPRELIMINARYNOT FORCONSTRUCTIONBLDG 6 3+52.53 4955.02 4955.24 4963.68 11.01 2.00%4"8
BLDG 5 5+48.44 4955.91 4956.09 4962.57 8.81 2.00%4"6
BLDG 4 7+55.09 4956.84 4957.06 4962.75 11.21 2.00%4"8
BLDG 3 9+22.64 4957.51 4957.90 4963.34 17.14 2.00%4"4
BLDG 2 11+28.96 4961.00 4961.29 4963.73 14.79 2.00%4"8
SANITARY LINE C PROFILE
HORIZONTAL SCALE: 1" = 40'
VERTICAL SCALE: 1" = 4'
4950
4955
4960
4965
4970
4950
4955
4960
4965
4970DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSD
S
D
S
D
S
D
S
D
SDS
DSDSDSD
S
D
S DS DSDSDSDSDSDSDSDSDSD
SDS
DSDSDSDSDSDS DS DS DS DS
DS
DS
DS
DS
DSDS
DS
DS
DS DS DS DS
DS
DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDS
DSDSDSDSDSDSDSDSDS DS DS
DS DS DS
DS
DS
DS
DS
DS
DS
DS
DS DS DS
DS
DS
DS DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSD
S
DSDSDSDSDSDSDSDSDSDSDS
DSDSDSDSDSDSDSDSDS
DS
DSDS
RAMPRAMPSHEET NUMBER
ISSUE DATE:
DATE REVISION COMMENTS
DESIGNED BY:
CHECKED BY:
DRAWN BY:
PROJECT #:
1120 Lincoln Street, Suite 1000
Denver, Colorado 80203
P: 303.623.6300 F: 303.623.6311
HarrisKocherSmith.com
Know what's below.Call before you dig.
®FILEPATH: K:\201013\ENGINEERING\UTILITIES\SANITARY\CD - SAN LINE C - P&P.DWG LAYOUT: LAYOUT1NO XREFsPLOTTED: TUE 10/18/22 4:30:12P BY: MILES SUSTAD201013
ENCLAVE AT REDWOOD
SANITARY SEWER PLAN & PROFILE - LINE C 77
77 OF 140
10-19-2022
TEH
RJP
TEH
NO CHANGES ARE TO BE MADE TO THIS DRAWING WITHOUT WRITTEN PERMISSION OF HARRIS KOCHER SMITH.0
SCALE: 1" =
40 40 80
40'
KEY MAP
SCALE 1" = 500'REDWOOD STSUNIGA DR NORTHFIELDDEVELOPMENTPRELIMINARYNOT FORCONSTRUCTIONBLDG 14 2+89.85 4956.67 4956.94 4962.45 13.53 2.00%4"4
BLDG 18 4+01.52 4957.12 4957.31 4963.48 9.77 2.00%4"8
BLDG 15 4+38.91 4957.37 4957.57 4963.34 10.00 2.00%4"6
BLDG 19 5+80.43 4957.94 4958.14 4964.27 10.00 2.00%4"6
BLDG 16 5+89.39 4957.97 4958.23 4963.71 13.13 2.00%4"4
BLDG 20 7+53.97 4958.63 4958.83 4964.35 10.74 2.00%4"8
BLDG 17 7+57.85 4958.65 4958.84 4964.14 9.46 2.00%4"8
BLDG 1 8+50.56 4957.94 4959.74 4963.16 90.05 2.00%4"8
DSDSDSDSDSDSDSDS
DS
DS
DS
DS
DS
DSDSDS DSDSDSDSDSDSDSDSDSDSDS
DS
DSDS
DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDS DS
DS
DS
DS DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DS
DSDS
DS
SANITARY LINE D PROFILE
HORIZONTAL SCALE: 1" = 40'
VERTICAL SCALE: 1" = 4'
4945
4950
4955
4960
4965
4970
4945
4950
4955
4960
4965
4970
SHEET NUMBER
ISSUE DATE:
DATE REVISION COMMENTS
DESIGNED BY:
CHECKED BY:
DRAWN BY:
PROJECT #:
1120 Lincoln Street, Suite 1000
Denver, Colorado 80203
P: 303.623.6300 F: 303.623.6311
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Know what's below.Call before you dig.
®FILEPATH: K:\201013\ENGINEERING\UTILITIES\SANITARY\CD - SAN LINE D - P&P.DWG LAYOUT: LAYOUT1NO XREFsPLOTTED: TUE 10/18/22 4:30:36P BY: MILES SUSTAD201013
ENCLAVE AT REDWOOD
SANITARY SEWER PLAN & PROFILE - LINE D 78
78 OF 140
10-19-2022
AHW
RCP
AHW
NO CHANGES ARE TO BE MADE TO THIS DRAWING WITHOUT WRITTEN PERMISSION OF HARRIS KOCHER SMITH.0
SCALE: 1" =
40 40 80
40'
KEY MAP
SCALE 1" = 500'REDWOOD STSUNIGA DR NORTHFIELDDEVELOPMENTMATCHLINE STA: 8+00 - SEE SHEET 79M
A
T
C
H
L
I
N
E
S
T
A
:
8
+
0
0
-
S
E
E
S
H
E
E
T
7
9
PRELIMINARYNOT FORCONSTRUCTIONBLDG 40 2+33.08 4955.80 4956.04 4961.68 11.88 2.00%4"6
BLDG 38 4+27.00 4957.28 4957.55 4962.63 13.38 2.00%4"4
BLDG 39 4+29.37 4957.29 4957.61 4962.45 15.79 2.00%4"4
BLDG 36 5+68.72 4957.85 4958.05 4963.41 10.00 2.00%4"6
BLDG 37 5+71.91 4957.86 4958.09 4963.22 11.50 2.00%4"6
DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDS
DSDSDSDSDSDSDSDSDS
DS
DS
DSDSDSDSDS
DSDSDSDSDSDSDS DS DS DS DS
DS
DS
DS
DS
DSDS
DS
DS
DS DS
DS DS
DS
DS
DS DS DS
DS DS
DS
DSDSDSDSDSDS
DS
DS DS
DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSSANITARY LINE D PROFILE
HORIZONTAL SCALE: 1" = 40'
VERTICAL SCALE: 1" = 4'
4950
4955
4960
4965
4970
4975
4950
4955
4960
4965
4970
4975
SHEET NUMBER
ISSUE DATE:
DATE REVISION COMMENTS
DESIGNED BY:
CHECKED BY:
DRAWN BY:
PROJECT #:
1120 Lincoln Street, Suite 1000
Denver, Colorado 80203
P: 303.623.6300 F: 303.623.6311
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®FILEPATH: K:\201013\ENGINEERING\UTILITIES\SANITARY\CD - SAN LINE D - P&P.DWG LAYOUT: LAYOUT2NO XREFsPLOTTED: TUE 10/18/22 4:30:49P BY: MILES SUSTAD201013
ENCLAVE AT REDWOOD
SANITARY SEWER PLAN & PROFILE - LINE D 79
79 OF 140
10-19-2022
AHW
RCP
AHW
NO CHANGES ARE TO BE MADE TO THIS DRAWING WITHOUT WRITTEN PERMISSION OF HARRIS KOCHER SMITH.0
SCALE: 1" =
40 40 80
40'
KEY MAP
SCALE 1" = 500'REDWOOD STSUNIGA DR NORTHFIELDDEVELOPMENTMATCHLINE STA: 8+00 - SEE SHEET 78MATCHLINE STA: 8+00 - SEE SHEET 78PRELIMINARYNOT FORCONSTRUCTIONBLDG 35 8+61.63 4959.23 4959.49 4964.94 13.32 2.00%4"8
BLDG 34 8+66.63 4959.25 4959.45 4966.14 9.96 2.00%4"8
CLUB
HOUSE 10+44.15 4960.16 4961.20 4964.57 52.19 2.00%4"1
MAINT.11+29.63 4960.69 4961.40 35.27 2.00%4"1
BLDG 27 12+30.07 4961.19 4961.81 4965.98 30.92 2.00%4"6
BLDG 24 13+59.41 4963.76 4964.39 4964.96 31.42 2.00%4"4
BLDG 21 15+09.33 4962.41 4963.08 4963.90 33.33 2.00%4"6
DSDSD
S
DS
DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDS
DSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSSANITARY LINE E PROFILE
HORIZONTAL SCALE: 1" = 40'
VERTICAL SCALE: 1" = 4'
4950
4955
4960
4965
4970
4975
4950
4955
4960
4965
4970
4975
SHEET NUMBER
ISSUE DATE:
DATE REVISION COMMENTS
DESIGNED BY:
CHECKED BY:
DRAWN BY:
PROJECT #:
1120 Lincoln Street, Suite 1000
Denver, Colorado 80203
P: 303.623.6300 F: 303.623.6311
HarrisKocherSmith.com
Know what's below.Call before you dig.
®FILEPATH: K:\201013\ENGINEERING\UTILITIES\SANITARY\CD - SAN LINE E - P&P.DWG LAYOUT: LAYOUT1NO XREFsPLOTTED: TUE 10/18/22 4:31:10P BY: MILES SUSTAD201013
ENCLAVE AT REDWOOD
SANITARY SEWER PLAN & PROFILE - LINE E 80
80 OF 140
10-19-2022
TEH
RJP
TEH
NO CHANGES ARE TO BE MADE TO THIS DRAWING WITHOUT WRITTEN PERMISSION OF HARRIS KOCHER SMITH.0
SCALE: 1" =
40 40 80
40'
KEY MAP
SCALE 1" = 500'REDWOOD STSUNIGA DR NORTHFIELDDEVELOPMENTPRELIMINARYNOT FORCONSTRUCTIONBLDG 28 2+00.24 4962.09 4962.56 4966.45 23.50 2.00%4"3
BLDG 25 3+26.41 4962.79 4963.00 4967.92 10.46 2.00%4"8
BLDG 26 3+28.58 4962.80 4963.03 4967.93 11.59 2.00%4"8
BLDG 22 4+83.57 4963.42 4963.70 4967.76 13.66 2.00%4"4
BLDG 23 4+86.33 4963.43 4963.74 4967.74 15.37 2.00%4"4