HomeMy WebLinkAboutSite Certifications - 04/30/2025
NORTHERNENGINEERING.COM | 970.221.4158 DRAINAGE SITE CERTIFICATION LETTER: COUNTRY CLUB RESERVE
FORT COLLINS | GREELEY 1 | 2
March 25, 2025
City of Fort Collins
Stormwater Utility
700 Wood Street
Fort Collins, Colorado 80521
RE: FINAL OVERALL SITE AND DRAINAGE CERTIFICATION
COUNTRY CLUB RESERVE
Dear Staff,
Northern Engineering (aka, EPS Group, Inc.) is pleased to submit this drainage certification letter to verify as-
constructed conditions for Country Club Reserve. Northern Engineering has performed survey work starting on
(06.27.2022) and completed on (03.26.2024) to verify general compliance with the Final Utility Plans for Country
Club Reserve, dated 02.25.2021.
Included in this drainage certification submittal are the following:
Appendix A – City of Fort Collins Overall Site and Drainage Certification Form
Appendix B – City of Fort Collins During Construction Inspection Checklist and Photographs
Appendix C – As-constructed rain garden and detention pond calculations
Appendix D – As-constructed record drawings for Grading and Storm Drain Plan & Profile sheets.
Appendix E – Documents provided to the Colorado State Drain Time website.
Based on the calculations shown in Appendix C, the as-built detention and water quality volumes are listed in
Table 1. The as-built volumes for each detention facility is consistent with the approved drainage report.
TABLE 1: POND RECORD VOLUMES
Pond Required
Volume (ac-ft)
Design Volume
(ac-ft)
Constructed
Volume (ac-ft)
Constructed
Flat Area (sq-ft)
Detention Pond 1 18.72 44.91 34.38 n/a
Detention Pond 2 1.70 1.70 1.87 n/a
Rain Garden 1 0.124 0.131 0.274 8,560
Rain Garden 2 0.190 0.243 0.257 17,587
Rain Garden 3 0.088 0.089 0.107 10,512
Grading/Stormwater Certification Accepted
(Certificate of Occupancy Released)
Accepted by:
Date:
☐ Escrow was held for CO and is now released
we Dan Mogen
04/30/2025
NORTHERNENGINEERING.COM | 970.221.4158 DRAINAGE SITE CERTIFICATION LETTER: COUNTRY CLUB RESERVE
FORT COLLINS | GREELEY 2 | 2
We have concluded, based on the attached information and personal site inspection, that the drainage features
for the project site have been constructed in substantial compliance with the above referenced Final Utility
Plans, with the following exceptions:
Item I.B.3.b – There is no traditional spillway used for the detention pond. Instead, an emergency
overflow inlet on the pond outlet pipe between the Pond 1 outlet structure and the west ROW of
Turnberry is provided. This will ensure that flows will continue to reach the pond outfall pipe in the
event of a clogged outlet structure.
Item III.B.2 – Northern Engineering did not observe construction. Northern Engineering was unable to
verify if encasements and clearances are per the approved construction drawings. See the ‘during
construction’ checklist for storm drain installation and inspection information for public storm sewer.
Item XIII – LID and Water Quality Features are generally compliant and documentation for all three
rain gardens are contained herein. However, Rain Garden 2 is currently under the purview of Prospect
Energy (PE). PE has Remediation Project Number 33171 through Colorado Energy & Carbon
Management Commission as well as an erosion control and remediation plan with the City of Fort
Collins Environmental Regulatory Affairs. Per a site meeting with City of Fort Collins, Prospect Energy,
their consultants, Northern Engineering/EPS Group Inc., Coyote Ridge, and Jensen LaPlante it was
agreed upon that Prospect Energy would repair the damaged area per the as-builts attached to this
certification. Prospect Energy and their consultants are responsible for providing that documentation
to the City. As of 1/28/2025 Northern Engineering/EPS Group Inc. have not received a response from
Prospect Energy or their consultants on whether or not they have fixed the swale and berm on the
southwest side of Rain Garden 2.
On February 28, 2025 the development team was notified by the City of Fort Collins that Prospect
Energy had abandoned the site, stopped work, and their consultant that was going to complete the
recertifcation (Apex) had communicated they are not stamping/re-certifying any re-work of the area
impacted by Prospect Energy’s remediation efforts. On September 27, 2024 the City of Fort Collins
inspected the reinstallation of Rain Garden 2 and verified it was built per the correct specification. Both
the email correspondence from 2/28/25 and the LID Inspection Form are included at the end of
Appendix B.
On March 19, 2025 the development team remobilized to correct the issues caused by Prospect Energy’s
negligence. EPS Group restaked the impacted area (south of Block 6 Lots 1-3), Coyote Ridge then
regraded the area, and finally EPS Group went back onto site to collect as-builts for the impacted swale.
These changes are shown in blue in Appendix D sheet G5. The regrading corrected the inadequate swale
and it now functions as designed. Photos of this correction are located at the end of Appendix B.
Please feel free to contact us with any questions.
Sincerely,
NORTHERN ENGINEERING | EPS GROUP, INC.
Blaine Mathisen, PE
Project Manager
.ORTHER.ENGINEERING.COM | 970.221.4158 DRAI.AGE SITE CERTIFICATIO. LETTER: COUNTRY CLUB RESERVE
FORT COLLI.S | GREELEY APPE.DIX
Appendix A
OVERALL SITE AND DRAINAGE
CERTIFICATION FORM
Page 1
OVERALL SITE and DRAINAGE CERTIFICATION
Commercial, Multi-Family and Subdivision Certification Form and Checklist
Project Name:
Date:
Building Permit Numbers:
(Commercial or multi-family)
Per the requirement in Fort Collins Stormwater Criteria Manual (FCSCM) Chapter 3, Section 3.0 to certify as-
built construction to the approved drainage and grading plans, please fill in all applicable items in this
Certification Form for Commercial, Multi-Family and Overall Single Family sites. NOTE: several items must be
verified during construction. A copy of the approved grading plan must be submitted with the as-built grading
plan. (As-built elevations must be written in red next to the approved elevations.)
•Use “Yes” for items completed as described.
•Use “N/A” for items that are not applicable to the site being certified.
•If any blanks are “No,” attach an explanation referencing the item number below.
Attach an explanation or description of the as-built condition for any items listed or for anything not listed but
shown on the approved construction plans.
Provide an as-built redline or Mylar drawing with the following:
I.Water Quality and Quantity Detention Basin - FCSCM Ch. 6 and 7
For multiple detention basins on a site, provide the following for each basin separately:
A. Volume: As-built topographic verification is attached at 1-foot (or less) contour intervals and
volume verification calculations for the water quality capture volume and the 100-year detention storage
volume.
1. Detention basin topography was prepared by a professional land surveyor registered in the state
of Colorado.
2.Both proposed and as-built contours are shown on the same plan sheet (dashed lines for
proposed and solid lines for as-built).
3.All critical spot elevations as shown on the approved construction plans have been verified and
the as-built elevations are shown on the plan sheet.
4.Stage-storage-discharge tables are provided on a separate document.
5.Verification that designed drain time is in compliance with Colorado Revised Statute § 37-92-
602(8) is attached and has been uploaded to the Statewide Compliance Portal
(tinyurl.com/COCompliancePortal) for approval. Uploaded documents must include:
a.The cover sheet from the approved drainage report
b.The stamped certification page from the approved drainage report
c.As-built topographic survey
d.Stamped certification page from the Overall Site & Drainage Certification
e.PDF output from the Stormwater Detention and Infiltration Design Data Speadsheet
11/19
Country Club Reserve
05/05/2023
Yes
Yes
Yes
Yes
Yes
Yes
Page 2
B.Water Quality and Quantity Detention Basin Grading: Attached is as-built verification that there is
a minimum 2% positive fall into the concrete trickle pans or flow-line(s) from all areas in the bottom of
the detention pond. If there is a “soft pan” in the flow-line, all areas still must meet the minimum 2%
grade requirement.
1.Low Flow: Choose one of the following detention basin low flow options as applicable:
a. Turf swale for low flow path in detention basin.
There is a minimum 2% grade in the flow-line(s) of the detention basin. The flattest as-built grade
is .
b.Concrete pan for low flow in detention basin.
There is a concrete pan installed that meets the grades as shown on the approved construction
plans. (Show as-built spot elevations.)
c.Soft pan for low flow in detention basin.
•Verify and document the soft pan material gradation, trench width and depth - to be verified
during construction by engineer. Picture documentation is preferred or engineer’s statement of
visual inspection and compliance. (Choose one below.)
o There is a soft pan with an underdrain installed that meets the design on the approved
construction plans. (Show the underdrain grades, bedding material, geotextile, spot elevations,
bends, cleanouts, etc.)
o There is soft pan installed without an underdrain but there is a type A or B soil. The soil
type must be documented by supplying verification from a registered professional geotechnical
engineer.
NOTE: Spot elevations are to be within 0.2 ft. +/-.
2. Side Slopes: The as-built side slopes of the detention basin have been calculated and are shown.
Indicate the side slope with an arrow and a numerical value (e.g., 6.25:1). The maximum slope allowed
is 4:1. Small areas of 3:1 may be acceptable, but slopes steeper than 3:1 must be stabilized or re-
graded. Provide documentation if a variance was granted for steeper slopes during the design process.
3.Spillway: The following items must be field verified:
a.The location of the spillway is indicated on the as-built plan.
b.The width of the spillway is indicated on the as-built plan.
c.The elevation(s) of the spillway is shown on the as-built plan.
d.A concrete ribbon defines the location and grade of the spillway.
e.There is downstream scour protection in the spillway as per the construction plans. Indicate
type: (riprap size “D50” gradation and bedding type, geotextile, buried
riprap with inches of bury, etc.).
f.There are no obstructions in the spillway, such as trees, bushes, sidewalks, landscape
features, rocks, etc.
11/19
Yes
N/A
Yes
N/A
N/A
N/A
Yes
Yes
N/A
N/A
N/A
N/A
N/A
Page 3
4.Outlet Structure:
a.The orifice plate for the approved release rate is installed with the correct size and location of
the orifice.
b.The orifice plate for the water quality outlet is installed with the correct hole size, number of
rows and columns of holes.
c.The bottom hole on both the water quality and quantity outlets are at the bottom of the plate
so no water ponds in front of the plate.
d.The well screen is the correct material and is installed as shown on the construction plans.
e.100-year overflow grate elevation is . (Elev. A on detail D-46)
f.The top elevation of the water quality capture volume is . (Elev. B on detail
D-46)
g.Overflow grate is made of the correct material, has the correct bar spacing, is hinged at the
top and bolted at the bottom.
h.The bottom of the outlet box has no obstructions or misalignments that will cause it to retain
runoff water and is sloped at 2% towards outlet.
II.Channels/Swales - FCSCM Ch. 8, Sec. 2.0 and Ch. 9, Sec. 5.0
A. Capacity: The as-built capacity of all the major channels and swales has been verified. They meet
or exceed capacity requirements shown in the approved drainage study for this project.
1.All swales are located within the drainage easements as shown on the construction plans.
2.Longitudinal slopes and side-slopes (cross-sections) have been verified. Design criteria requires
longitudinal slopes of 2% min. (on vegetated swales) and side-slopes no steeper than 4:1. If these
criteria are not met, the certification engineer will write a justification and propose mitigation for each
instance or have the issues corrected. If variances to these criteria have previously been approved and
are shown on the construction plans, no justification is needed.
3.As-built spot elevations on channels/swales are shown that correspond to spot elevations
shown on the approved construction plans.
4.All permanent erosion control measures are installed as shown on the approved construction
plans (e.g., drop structures, riprap, TRMs, etc.). (Include pictures and verification of the materials used
as part of this verification.)
5.All pans, curbs, storm pipes or other appurtenances appropriately tie into each other in the
system. (Pictures at tie-in points suggested.)
6.The minimum freeboard is provided for all channels and swales as shown on the approved
construction plans or as identified in the approved drainage study. (Show the freeboard provided on
the cross-sections as on the construction plan set or attached as separate documentation.)
7.The low flow portion of all channels or swales is clear of obstructions. (No landscaping, trees,
shrubs, sod, etc. infringe on the low flow portion of channels or swales.)
11/19
Yes
Yes
Yes
Yes
Yes 5054.69
Yes 5057.09
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Page 4
III.Storm Pipes (aka storm drains) - FCSCM Ch. 9, Sec. 4.0
A. Storm Drain Pipe Capacity: The as-built capacity of all pipes installed on this project has been
verified and meets or exceeds the capacity requirements shown in the approved drainage study for this
project.
1.All storm drain pipe sizes and materials have been verified and are in conformance with the
approved construction plans. (Indicate on the plan and profile sheets that they have been verified.)
Material and size substitutions must be approved prior to installation. If a pipe size or material was
changed during construction, the certification engineer must attach the approval documents or supply
them with this certification. Approval documents must include a calculation documenting the capacity
equivalency (equal or greater) of the substituted size.
2.The longitudinal slope of the pipe is as shown on the approved construction plans. The
acceptable minimum slope is 0.4%. All slopes flatter than the designed slope on the construction plans
must be justified with capacity calculations on an attached sheet.
3.The as-built invert elevations have been verified and are shown on the plan and profile sheets of
the approved construction plans.
B.Storm Drain Pipe Installation Requirements: All pipes are installed in accordance with the
approved construction plans and construction specifications.
1.The minimum cover requirements for all pipes have been met as shown on the approved
construction plans. These will be called out in critical locations.
2.All encasements and clearances as specified on the approved construction plans have been met.
3.Any specific joint types or construction methods specified on the approved construction plans
have been met. (List on a separate sheet and attach to this certification.)
IV.Concrete Pans - FCSCM Ch. 8, Sec. 2.0
A. Construction/Installation: All concrete pans have been constructed in accordance with the
approved construction plans.
1.The concrete pans are the correct size/width as shown on the approved construction plans.
2.The longitudinal slopes of the pans are as shown on the approved construction plans. The
certification engineer must justify or mitigate longitudinal slopes less than the minimum of 0.4% unless
a flatter slope was approved and is shown on the approved construction plans. Provide mitigation or
justification by separate document.
3.The cross-section of the pan is as shown on the construction plans. (Specifically, the pan cross-
section is “V” shaped and meets the side slope shown on the detail.)
4.The concrete pans are a minimum of 6 inches thick without reinforcement and a minimum of 4
inches thick with a minimum of 6X6-W14xW14 reinforcement per detail D20B and D20C. (Provide
documentation of the reinforcement used if different than shown on the details or on the approved
construction plans.)
5.The spot elevations shown on the concrete pan(s) have been verified and are shown on the as-
built drawings.
11/19
Yes
Yes
Yes
Yes
Yes
Yes
N/A
N/A
Yes
Yes
Yes
Yes
Yes
Yes
Page 5
V. Storm Drain Inlets - FCSCM Ch. 9, Sec. 3.0
A. Construction/Installation: All storm drain inlets have been constructed in accordance with the
approved construction plans and construction specifications.
1.The size and type of inlets are consistent with the inlets shown on the approved construction
plan. Indicate by writing “Verified” on each inlet on the plan sheet or list on a separate document the
inlet number(s), type and size (length). If the inlet installed is other than the one on the approved
construction plan detail sheet, provide the name and source of the detail with justification for equal or
better capacity.
2.The size of the inlet opening is consistent with the approved detail. (Check height and width.)
3.The elevation of the grate (if applicable) is at the elevation shown on the street profile or as
indicated by a spot elevation on the construction plans.
4.The as-built invert elevations of all pipes entering and leaving the inlet are shown on the plan
and profile sheets within construction tolerance of 0.2 feet. If substantially different, provide
justification and capacity calculations to show the capacity is not affected or propose mitigation.
5.The as-built size of the inlet box is as shown on the construction plans or an explanation or
justification is attached.
6.All Type C, R, 13 and 16 inlet covers are stenciled or stamped with the following designation (or
an equivalent): NO DUMPING – DRAINS TO POUDRE RIVER.
VI.Culverts - FCSCM Ch. 9, Sec. 4.0
A. Construction/Installation: All culverts have been constructed and/or installed in accordance with
the approved construction plans and construction specifications.
1.All culvert sizes have been verified as indicated on the as-built construction plans as correct.
2.The culvert material type for all culverts installed is as on the approved construction plans and is
indicated on the as-built plans.
3.The as-built invert “in and out” elevations have been verified and are indicated on the as-built
construction plans.
4.The culvert headwalls or wing walls have been installed as shown on the approved construction
plans. Headwalls or wing walls may be needed in the as-built conditions onsite if the slopes adjacent to
the culvert are greater than 4:1. Please note areas needing stabilization in the certification narrative.
An alternative to consider is a turf reinforcement mat (TRM).
VII.Sub-Drains
A. Construction/Installation: All sub-drains shown on the construction plans have been installed in
accordance with those plans and the construction specifications. Sub-drains installed with the sanitary
sewer are to be verified on the sanitary sewer plan and profile sheets of the construction plans. (NOTE:
Indicate any sub-drains installed after the plans were approved on the as-built plans.)
1.The size of the sub-drains are as approved on the construction plans and are indicated on the as-
built plans.
2.The type of sub-drain, in particular the perforated and non-perforated sections of the drain, are
as indicated on the approved construction plans.
11/19
Yes
Yes
Yes
N/A
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Page 6
3.The cover requirements per the construction plans are provided.
4.The cleanouts have been installed at the locations shown on the construction plans and are
accessible for cleaning. (Cleanouts can be buried a maximum of 6 inches deep with their locations
marked.)
5.The backfill materials for sub-drains are as shown on the approved construction plans. (This
includes the type, depth and width.)
6.The geo-textile liner completely wraps the sub-drain and the permeable backfill material unless
shown otherwise on the approved construction plans. (Sub-drain pipe wrapped in a sock filter material
is accepted only if approved prior to installation.)
VIII.Curb Cuts
A. Construction: All curb cut openings are constructed in accordance with the approved construction
plans and construction specifications.
1.The size (width) of the curb cut opening is as shown on the approved construction plans.
2.The curb cut openings tie into a downstream swale, pipe, or other appurtenances with a smooth
transition and there no obstructions such as riprap or sod impeding the flow downstream of the curb
cut.
IX.Sidewalk Culverts & Chases
A. Construction/Installation: All sidewalk culverts have been installed at the locations shown on the
approved construction plans.
1.The size (width and length) of the culverts are as shown on the approved construction plans.
2.The cover plate is a minimum 5/8-inch galvanized plate bolted to a galvanized angle iron per the
detail shown on the approved construction plans or per the City’s detail.
3.The sidewalk culvert invert “in and out” elevations have been verified and are indicated on the
as-built plans.
4.The sidewalk culvert opening is as shown on the approved construction plans or per the City’s
detail.
5.There is a smooth transition both on the inlet and outlet ends of the sidewalk culvert with no
obstructions such as riprap or sod impeding the flow into or out of the sidewalk culvert.
X. Site Grading - FCSCM Ch. 8
A. Construction: All common open spaces have been graded in accordance with the approved
construction plans.
1.The grading on all common open spaces bordering private lots has been verified as correct and
the as-built rear lot corner elevations have been shown on the as-built plans.
11/19
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Page 7
2.The as-built contours for “overlot grading” are shown on the as-built construction plans for all
common open spaces, tracts, outlots, etc. If not in compliance, please attach a narrative describing the
situation for noncompliance and when it may be corrected. An escrow for overlot grading may be
required. (NOTE: Residential Lot Grading Certification is a separate process from this Overall Site
Certification. It is understood that residential lots will be brought to final grade once the foundation is
backfilled so they may be lower than the plan shows at this Overall Site Certification stage.)
3.All turf reinforcement mats (TRMs) have been installed as shown on the approved construction
plans and the slopes are stabilized.
XI.Permanent Erosion Control BMPs - FCSCM Ch. 9, Sec. 7.0
A. Construction: All permanent erosion control BMPs have been installed per the approved
construction plans.
1.All riprap has been installed in the locations and sizes indicated on the approved construction
plans.
2.All fabric has been installed in the locations and sizes indicated on the approved construction
plans.
a.All fabric was installed per the details on the approved construction plans.
XII.Post-Construction Site Cleanup - FCSCM Ch. 3, Sec. 2.0
A. Construction: All construction debris and obstructions of any kind have been removed from
drainage paths.
1.All construction debris has been removed except in staging area(s).
2.All ruts have been smoothed out in all construction areas.
3.All areas needing reseeding have been identified and future stabilization goals have been
coordinated with the Erosion Control Inspector and in accordance with FCSCM Vol.2 Chapter 12. Note
the area needing stabilization in the narrative.
XIII.Certification of LID and Water Quality Facilities - FCSCM Ch. 7
A.Attached are the During Construction Inspection Checklist for Low Impact Development (LID) and
other items to be verified during construction, along with pictures and other required documentation.
B.Attached is verification of the rain garden and/or sand filter flat surface area(s) and ponding
volume(s). This verification includes survey of critical elevations.
C.Attached is verification of the underground infiltration required volume(s), weir elevations,
orifices, inspection ports and filtering fabric. This verification includes survey of critical elevations.
D.All visible LID design features were verified as part of the engineer's site visit.
11/19
Yes
N/A
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
N/A
Yes
11/19 Page 8
XIV.Certification of Other Permanent BMPs
A.The construction of other permanent BMPs not specifically addressed in this certification is in
accordance with the approved plan. This may include grade control structures, rundowns, bridges, stream
access/improvements, etc.
Please specify other permanent BMPs included on this site:
XV. Certification and Erosion Control Measures - FCSCM Ch. 3
A. All temporary erosion control measures shall be removed upon stabilization. If at the time of preparing
this certification there are any erosion control measures still remaining on the site, please note them in
the narrative and verify that they need to remain at this time. If in doubt as to the need for any control
measure, please consult with the Erosion Control Inspector at erosion@fcgov.com.
XVI.Statement of Compliance - FCSCM Ch. 3
A. This certification is signed and stamped. By signing this form, the engineer(s) attests that he/she has
visited and observed the site, and to the best of his/her knowledge, the as-built conditions of the drainage
facilities are as described in the above form and in the enclosed as-built plans.
B.Failure to properly disclose all known information could result in the rejection of this certification and
prevent the release of any and all Stormwater Utility permit holds on Building Permits and/or Certificates
of Occupancy within this development.
XVII. Signature and Stamp by a Colorado-Registered Professional Engineer
Engineer’s contact information:
Name:
Email:
Phone:
Company:
Address:
PE Stamp
Storm Line A Concrete Rundown
Yes
Blaine Mathisen
blaine.mathisen@epsgroupinc.com
970-488-3901
EPS Group Inc. (aka Northern Engineering)
301 N. Howes Street, Suite 100
Fort Collins, CO 80521
NORTHERNENGINEERING.COM | 970.221.4158 DRAINAGE SITE CERTIFICATION LETTER: COUNTRY CLUB RESERVE
FORT COLLINS | GREELEY APPENDIX
Appendix B
DURING CONSTRUCTION INSPECTION
1/19 Page 1 of 2
DURING CONSTRUCTION INSPECTION CHECKLIST
To be completed by Construction Superintendent
This checklist is to be completed during construction and included with the Overall Site and Drainage Certification.
· Use “Yes” for items completed as described.
· Use “N/A” for items that are not applicable to the site being certified.
· If any blanks are “No,” attach an explanation referencing the item number below.
Project Name: Country Club Reserve Date: 4.3.23
Building Permit Numbers:
I. Compaction
A. Yes All berms and embankments meet the compaction requirements as specified in the project geotechnical report or comply with the
City’s standard, which is “soils should be compacted within a moisture content range of 2% below to 2% above optimum moisture content
and compacted to 95% of the Maximum Standard Proctor Density (ASTM D698).” Compaction requires verification during construction.
Provide testing log from contractor/engineer.
II. Storm Drain Pipe Installation Requirements
A. Yes The pipe trenches have been compacted in accordance with Section 02225-3.07.A.1. of the Fort Collins Development Construction
Standards for Water, Wastewater, Stormwater (e.g., the trenches in the roadways are to be 95% of maximum density and all other areas
are to be at 90%, both in accordance with ASTM D698).
III. Energy Dissipation and Erosion Protection - FCSCM Chapter 9, Section 7.0
A. Riprap
1. Yes The riprap bedding is a granular bedding of the gradation and thickness indicated on the approved construction plans.
2. Yes A filter fabric was installed instead of granular bedding and is the material shown on the approved construction plans or was an
approved equal. Provide documentation for an approved equal.
3. Yes The riprap is the gradation shown on the approved construction plans with a D50 of 12.
4. Yes The riprap thickness is as shown on the approved construction plans and extends to the horizontal limits shown.
5. Yes The riprap is buried to the depth indicated on the approved construction plans. (A minimum of 6 inches of soil is required.)
B. Permanent Erosion Control Fabric - FCSCM Vol.1, Ch.7
1. Yes All fabric was installed per manufacturer’s specifications.
1/19 Page 2 of 2
IV. Other Permanent BMPs
A. Yes All cut-off walls have been installed in accordance with the approved construction plans. (Cut-off walls are required for irrigation ditch
crossings of storm drain pipes.)
V. Extended Detention Basins
A. Yes Installation of this facility was verified via inspection by a City-Stormwater Inspector at the point of installation of the water quality
control box(es). Provide date of inspection and name of inspector: Adam Camp
Included certification sheet(s):
Please check the appropriate box(es) for the Low Impact Development
(LID) facilities found on this site and complete the corresponding
certification sheets.
☐ Permeable Interlocking Concrete Pavers
☒ Bioretention Cells (Rain Gardens)
☐ Sand Filters
☐ Vegetated Buffers
☐ Underground Infiltration
☐ Other LID – For certification of Dry Wells, Tree Filters,
Constructed Wetland Channels & Ponds, etc., contact City Staff
to determine requirements to exhibit the LID facility has been
constructed and functions as intended per the approved
drainage report.
*Please provide photographic documentation of the installation of all
stages of all LID facilities.
**Please contact the City Stormwater Inspector at
stormwaterinspection@fcgov.com to discuss inspection requirements
for each LID facility and request inspections.
***All facilities being certified must be “clean” – free of sediment &
construction debris – prior to certification or acceptance of the facility.
Completed by:
Name: Marcus Steward
Title: Project Manager
Email: msteward@crc-co.net
Phone: 970-829-2488
Company: Coyote Ridge Construction
Address:
1/19 Page 1 of 3
Bioretention Cells (Rain Gardens)
Item/Activity Yes No N/A Submittal Requirements Submitted?/Response
Stormwater Inspection
Pre-construction meeting was held with City-Stormwater
Inspector to discuss installation, inspection, checklist, and
protection from sedimentation
☒ ☐ ☐
Record date, inspector name, meeting
location (i.e. DCP, initial erosion control
inspection, etc.)
Underdrain and basecourse inspection(s): Installation of this
facility was verified via inspection by a City-Stormwater
Inspector at the point of installation of the outlet, underdrain,
geomembrane layer, and base course (per design in Final Plan
Documents)
☒ ☐ ☐
Record date(s) of inspection and
inspector’s name
Pea gravel and BSM inspection(s): Installation of this facility
was verified via inspection by a City-Stormwater Inspector at
the point of installation of the pea gravel and bioretention
sand media
☒ ☐ ☐
Record date(s) of inspection and
inspector’s name
Excavation
Heavy equipment did not encroach into the excavated area
(prevents over-compaction) ☒ ☐ ☐
Bottom of cell was “ripped” after excavation ☐ ☐ ☐ Provide photographs before and after
“ripping”
Bottom surface of cell is flat and level ☒ ☐ ☐ Provide photograph
Excavated area is protected/surrounded by sediment/runoff
control measures during construction ☒ ☐ ☐ Provide photograph
Intake
Upstream catchment drains to inlet/bioretention cell per plan
and flows are fully captured ☐ ☐ ☐
Forebay
Forebay is installed according to design specifications ☒ ☐ ☐ Provide photograph
There is a minimum 3” drop at the forebay entrance ☒ ☐ ☐ Provide photograph
Forebay will drain fully and not hold standing water ☒ ☐ ☐
Outlet Structure/Overflow
Emergency overflow elevation is confirmed
☒ ☐ ☐
Measure and record distance from
overflow to top of media filter; provide
photograph
Overflow inlet elevation is set above bioretention media per
plan ☒ ☐ ☐ Provide photograph
9/16/2022 with Adam Camp
on site
11/23/2022, 12/1/2022,
12/7/2022 with Adam Camp
11/24/2022,11/25/2022,
12/2/2022,12/8/2022,
12/9/2022 with Adam Camp
Provided in pictures
Provided in pictures
Silt fence was installed
around area.
Installed Per Plan
Provided in pictures
All conveyances to Rain
Gardens are swales
1/19 Page 2 of 3
Overflow inlet invert elevation is at least 3 inches below
containment wall/berm (to direct overflow into inlet) ☒ ☐ ☐
Measure and record distance between
inlet and top of containment wall/berm;
provide photograph
Overflow path and check dams, if used, are armored to protect
from erosion and maintain elevations ☒ ☐ ☐ Provide photograph
Impermeable Liner
Impermeable liner meets design specifications ☒ ☐ ☐ Provide specifications of delivered
material
Impermeable liner is appropriately anchored ☒ ☐ ☐ Provide photograph
Impermeable liner is buried with no exposure ☒ ☐ ☐
Any penetrations of the impermeable liner have been sealed
and checked for water-tightness ☒ ☐ ☐ Provide photograph (if necessary)
Underdrain System
Underdrain pipe meets design specifications ☒ ☐ ☐ Provide photograph
At least one cleanout is provided per underdrain lateral ☒ ☐ ☐ Provide photograph
Cleanout pipe is solid (not perforated/slotted) ☒ ☐ ☐ Provide photograph
Cleanout covers are installed and watertight ☒ ☐ ☐ Provide photograph
Verify the underdrain is NOT wrapped in geotextile fabric ☒ ☐ ☐ Provide photograph
Verify there is no orifice plate on the underdrain outfall ☒ ☐ ☐ Provide photograph
Underdrain integrity tested after backfilling using TV and/or
water test ☒ ☐ ☐ Provide documentation of test results
Filter Media and Aggregate
Reservoir aggregate layer (ASTM #57 or #67):
- meets design specifications
- is installed to the required design depth
☒ ☐ ☐
Provide load ticket, photographs, and
record depth installed
Diaphragm aggregate layer (“Pea Gravel” with gradation ASTM
#8, #89, or #9):
- meets design specifications
- is installed to the required design depth
☒ ☐ ☐
Provide load ticket, photographs, and
record depth installed
Bioretention Sand Media (BSM) composition:
- meets design specifications
- is installed to the required design depth
☒ ☐ ☐
Provide load ticket, photographs, and
record depth installed
BSM was “machine mixed” by supplier prior to delivery ☒ ☐ ☐ Provide load ticket
BSM is installed flat and level ☒ ☐ ☐ Provide photograph
Other Structural Components
Containment wall/berm is continuous and level ☒ ☐ ☐
Landscaping
Provided in pictures
Provided in pictures, truck
tickets have been
submitted. Installed per
the Plans
Provided in pictures, truck
tickets have been
submitted. Installed per
the Plans
Provided in pictures, truck
tickets have been
submitted. Installed per
the Plans
Perform Water Test
Provided in pictures
Load ticket provided
Provided in pictures
Provided in pictures
Provided in pictures
Provided in pictures
Provided in pictures
Provided in pictures. Refer
to As-builts for elevations
Provided in pictures
Provided in pictures
Provided in pictures.
Spec of delivered material
provided
1/19 Page 3 of 3
Verify final landscaping is free of sod ☒ ☐ ☐ If sod is used, it must be shown to be
“sand-grown”
Final landscaping (non-floatable mulch) is flat and level ☒ ☐ ☐ Provide photograph
Vegetation is planted according to landscape design
specifications and final landscaping plan ☒ ☐ ☐ Provide photograph
Verify that weed barrier is NOT installed ☒ ☐ ☐
Temporary irrigation installed
☒ ☐ ☐
If N/A, then verify that permanent
irrigation is installed to establish/maintain
vegetation
Close Out
Upstream catchment stabilized prior to diverting runoff into
bioretention cell ☒ ☐ ☐
Provided in pictures
Provided in pictures
Soilogic, Inc.
3522 Draft Horse Court • Loveland, CO 80538 • (970) 535-6144
April 4, 2022
Coyote Ridge Construction, LLC
6648 County Road 56
Johnstown, Colorado 80534
Attn: Mr. Ken Baty
Re: Construction Materials Testing and Observation Services Report
Country Club Reserve
Fort Collins, Colorado
Soilogic Project # 22-2002
Mr. Baty:
During the period of February 8, 2022 through March 25, 2022, Soilogic Inc. (Soilogic)
provided construction materials testing and observation services for the referenced project.
Our services were provided on a part-time basis and included the observation and testing
of overlot fill materials. Results of the observation and testing services completed during
the referenced period are included with this report.
During the referenced period, Soilogic personnel obtained one (1) representative sample of
the excavated site soils and import soils for laboratory evaluation of the moisture density
relationship of those materials. The laboratory testing completed on the obtained samples
included a standard Proctor (ASTM D-698) test. Results of the completed standard Proctor
tests were used to evaluate the percent compaction and moisture variability with reworked
soils in the field.
During the referenced period, Soilogic personnel performed field moisture/density tests on
overlot fill materials that had been placed and compacted prior to and during our site visits.
The field moisture/density tests were completed at random locations and elevations within
the backfill areas and were performed in general accordance with ASTM Specification D-
2922. Results of the field moisture/density tests completed during the referenced period
are included with this report. The field moisture/density test results met the project
compaction requirement of at least 95% of the material’s standard Proctor maximum dry
density and within -1% to +3% of the materials optimum moisture content.
Construction Materials Testing and Observation Services Report
Country Club Reserve
Fort Collins, Colorado
Soilogic # 22-2002
2
We appreciate the opportunity to be of service to you on this project. If you have any
questions concerning the enclosed information or if we can be of further assistance to you
in any way, please do not hesitate to contact us.
Very Truly Yours,
Soilogic, Inc.
Kreis A Rutledge Jason Horner, P.E.
Senior Engineering Technician Senior Project Engineer
Description: Lean Clay (CL)
Sample Location: Onsite
Material ID: 22-2002A
90
95
100
105
110
115
120
125
130
135
140
145
0 5 10 15 20 25 30 35
Dr
y
De
n
s
i
t
y
(p
c
f
)
.
Moisture Content (%)
Standard Proctor Test Summary (ASTM D-698)
COUNTRY CLUB RESERVE
FORT COLLINS, CO
Project #22-2002
FEBRUARY 2022
Maximum Dry Density = 110.0 pcf
Optimum Moisture Content =16.0%
Liquid Limit = 32
Plasticity Index = 15
-200 Wash = 55.4%
Saturation Curves @ Specific Gravity
Equal to:
2.80
2.70
2.60
Gradation Analysis Test Summary
Sieve Size Percent Passing (%)
#40 99
#200 55.4
#4 100
#10 100
Material ID: 22-2002A
Description: Lean Clay (CL)
Sample Location: Onsite
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
0.0010.010.1110100
Pe
r
c
e
n
t
P
a
s
s
i
n
g
(
%
)
.
Sieve Size (mm)
COUNTRY CLUB RESERVE
Fort Collins, Colorado
Project # 22-2002
February 2022
Field Moisture/Density Testing Summary
Test Test Proctor Moisture Mo
i
s
t
u
r
e
Va
r
i
a
b
i
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i
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Field Results
DryMaterial Tested and LocationProjectDateDailyDepth
Density Moisture Compaction
1 2/8 1 -3.5'Overlot Fill - 90'N 240'E NE corner Lot 8 Block 3 A 15.8%
Number Number ID
Pe
r
c
e
n
t
Co
m
p
a
c
t
i
o
n
(Pass/Fail)
104.5 -0.2%95%Pass Pass
2 2/8 2 Grade Overlot Fill - 20'N 238'E NE corner Lot 8 Block 3 Pass
3 2/8 3 -1.5'Overlot Fill - 38'S 258'E NE corner Lot 8 Block 3 A 15.4%105.1 -0.6%
A 16.1%105.0 0.1%95%Pass
96%Pass Pass
4 2/9 1 -3.5'Overlot Fill - 91'N 18'W NE corner Lot 8 Block 3 A 19.0%104.6 3.0%95%Pass Pass
5 2/9 2 -3'Overlot Fill - 94'N 60'E NE corner Lot 8 Block 3 Pass
6 2/9 3 -3'Overlot Fill - 89'N 150'E NE corner Lot 8 Block 3 A 16.3%105.3 0.3%
A 19.0%104.8 3.0%95%Pass
96%Pass Pass
96%Pass Pass
8 2/9 5 -1.5'Overlot Fill - 30'S 160'E NE corner Lot 8 Block 3 PassA17.2%105.0 1.2%95%Pass
7 2/9 4 -3'Overlot Fill - 92'N 100'E NE corner Lot 8 Block 3 A 15.9%105.1 -0.1%
97%Pass Pass
10 2/9 7 -3'Overlot Fill - 65'N 64'E NE corner Lot 8 Block 3 A 18.5%106.0 2.5%96%Pass Pass
9 2/9 6 -1.5'Overlot Fill - 68'S 100'E NE corner Lot 8 Block 3 A 18.5%106.4 2.5%
11 2/9 8 -3'Overlot Fill - 87'N 211'E NE corner Lot 8 Block 3 Pass
12 2/10 1 -2.5'Overlot Fill - 150'N NE corner Lot 8 Block 3 A 17.4%105.1 1.4%
A 19.0%104.8 3.0%95%Pass
96%Pass Pass
95%Pass Pass
14 2/10 3 -2'Overlot Fill - 152'N 300'E NE corner Lot 8 Block 3 PassA18.3%106.0 2.3%96%Pass
13 2/10 2 -2.5'Overlot Fill - 150'N 100'E NE corner Lot 8 Block 3 A 17.9%104.9 1.9%
95%Pass Pass
16 2/11 1 -3'Overlot Fill - 60'S 36'E NE corner Lot 8 Block 3 A 17.9%105.7 1.9%96%Pass Pass
15 2/10 4 -3'Overlot Fill - 68'S 100'E NE corner Lot 8 Block 3 A 18.2%104.6 2.2%
17 2/11 2 -2'Overlot Fill - 62'S 240'E NE corner Lot 8 Block 3 Pass
18 2/11 3 -3'Overlot Fill - 69'S 352'E NE corner Lot 8 Block 3 A 19.0%104.9 3.0%
A 17.5%108.7 1.5%99%Pass
95%Pass Pass
98%Pass Pass
20 2/11 5 -2'Overlot Fill - 128'N 106'E NE corner Lot 8 Block 3 PassA18.3%105.0 2.3%95%Pass
19 2/11 4 -2'Overlot Fill - 90'N 3'W NE corner Lot 8 Block 3 A 17.2%108.2 1.2%
96%Pass Pass
22 2/14 1 -1'Overlot Fill - 120'N NE corner Lot 8 Block 3 A 17.5%104.9 1.5%95%Pass Pass
21 2/11 6 -2'Overlot Fill - 146'N 214'E NE corner Lot 8 Block 3 A 18.1%105.2 2.1%
23 2/14 2 -1'Overlot Fill - 137'N 120'E NE corner Lot 8 Block 3 Pass
24 2/14 3 -1'Overlot Fill - 140'N 197'E NE corner Lot 8 Block 3 A 17.9%105.0 1.9%
A 16.8%104.9 0.8%95%Pass
95%Pass Pass
97%Pass Pass
26 2/14 5 -2.5'Overlot Fill - 60'S 311'E NE corner Lot 8 Block 3 PassA18.4%104.9 2.4%95%Pass
25 2/14 4 -1.5'Overlot Fill - 15'S 26'E NE corner Lot 8 Block 3 A 18.2%106.7 2.2%
96%Pass Pass
28 2/14 7 -2'Overlot Fill - 57'S 207'E NE corner Lot 8 Block 3 A 18.5%105.0 2.5%95%Pass Pass
27 2/14 6 -2'Overlot Fill - 100'S 248'E NE corner Lot 8 Block 3 A 18.7%105.2 2.7%
29 2/14 8 -1'Overlot Fill - 68'S 107'E NE corner Lot 8 Block 3 Pass
30 2/14 9 -1'Overlot Fill - 80'S 200'E NE corner Lot 8 Block 3 A 19.0%105.0 3.0%
A 17.9%105.2 1.9%96%Pass
95%Pass Pass
95%Pass Pass
32 2/15 2 Grade Overlot Fill - 75'S 140'E NE corner Lot 8 Block 3 PassA18.2%105.3 2.2%96%Pass
31 2/15 1 Grade Overlot Fill - 30'S NE corner Lot 8 Block 3 A 17.6%104.9 1.6%
95%Pass Pass
34 2/15 4 Grade Overlot Fill - 100'N 3'W NE corner Lot 8 Block 3 A 19.0%105.0 3.0%95%Pass Pass
33 2/15 3 Grade Overlot Fill - 90'N 169'E NE corner Lot 8 Block 3 A 18.5%104.9 2.5%
35 2/18 1 -8.5'Overlot Fill - 60'S NE corner Lot 23 Block 6 Pass
36 2/18 2 -3.5'Overlot Fill - 62'S 180'E NE corner Lot 23 Block 6 A 19.0%104.5 3.0%
A 18.6%105.2 2.6%96%Pass
95%Pass Pass
96%Pass Pass
38 2/18 4 -3.5'Overlot Fill - 80'S 600'E NE corner Lot 23 Block 6 PassA18.0%104.5 2.0%95%Pass
37 2/18 3 -5.5'Overlot Fill - 68'S 315'E NE corner Lot 23 Block 6 A 18.2%105.9 2.2%
95%Pass Pass
40 2/18 6 -3.5'Overlot Fill - 200'S 503'E NE corner Lot 23 Block 6 A 18.4%104.9 2.4%95%Pass Pass
39 2/18 5 -4'Overlot Fill - 240'S 608'E NE corner Lot 23 Block 6 A 18.2%104.6 2.2%
41 2/18 7 -3.5'Overlot Fill - 162'S 405'E NE corner Lot 23 Block 6 Pass
42 2/18 8 -8'Overlot Fill - 62'S 11'W NE corner Lot 23 Block 6 A 19.0%105.2 3.0%
A 18.6%105.4 2.6%96%Pass
96%Pass Pass
95%Pass Pass432/18 9 -3'Overlot Fill - 62'S 173'E NE corner Lot 23 Block 6 A 18.6%105.0 2.6%
Compaction Requirement
Proctor ID:A
Moisture Content Requirement -1 to +3%
Optimum Moisture Content (%)16.0%
Maximum Dry Density (pcf)110.0
Procedure D-698
Compaction Requirement 95% Min
COUNTRY CLUB RESERVE
Fort Collins, Colorado
Project # 22-2002
February/March 2022
Field Moisture/Density Testing Summary
Test Test Proctor Moisture Mo
i
s
t
u
r
e
Va
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a
b
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Field Results
DryMaterial Tested and LocationProjectDateDailyDepth
Density Moisture Compaction
44 2/19 1 -1.5'Overlot Fill - 21'S 100'E NW corner Lot 13 Block 6 A 19.0%
Number Number ID
Pe
r
c
e
n
t
Co
m
p
a
c
t
i
o
n
(Pass/Fail)
105.3 3.0%96%Pass Pass
45 2/19 2 -1.5'Overlot Fill - 45'S 19'E NW corner Lot 13 Block 6 Pass
46 2/19 3 -1.5'Overlot Fill - 69'S 300'E NW corner Lot 13 Block 6 A 19.0%105.0 3.0%
A 16.9%106.7 0.9%97%Pass
95%Pass Pass
47 2/19 4 -3'Overlot Fill - 50'S 250'W NW corner Lot 13 Block 6 A 17.8%105.8 1.8%96%Pass Pass
48 2/21 1 -2'Overlot Fill - 21'S 200'E NW corner Lot 17 Block 6 Pass
49 2/21 2 -1'Overlot Fill - 60'S 300'E NW corner Lot 17 Block 6 A 18.1%105.1 2.1%
A 18.6%104.6 2.6%95%Pass
96%Pass Pass
95%Pass Pass
51 2/21 4 -3'Overlot Fill - 40'S 60'W NW corner Lot 17 Block 6 PassA19.0%104.5 3.0%95%Pass
50 2/21 3 -1'Overlot Fill - 90'S 600'E NW corner Lot 17 Block 6 A 18.9%104.8 2.9%
95%Pass Pass
53 2/21 6 -0.5'Overlot Fill - 38'S 248'E NW corner Lot 17 Block 6 A 18.4%105.2 2.4%96%Pass Pass
52 2/21 5 -2'Overlot Fill - 80'S 115'W NW corner Lot 17 Block 6 A 18.2%105.0 2.2%
54 2/21 7 -0.5'Overlot Fill - 59'S 381'E NW corner Lot 17 Block 6 Pass
55 2/21 8 -0.5'Overlot Fill - 76'S 507'E NW corner Lot 17 Block 6 A 18.9%104.5 2.9%
A 19.0%104.5 3.0%95%Pass
95%Pass Pass
95%Pass Pass
57 2/28 2 -0.5'Overlot Fill - 40'S 19'E SE corner Lot 13 Block 6 PassA17.0%105.0 1.0%95%Pass
56 2/28 1 -0.5'Overlot Fill - 20'S 11'W SE corner Lot 15 Block 6 A 17.8%104.7 1.8%
95%Pass Pass
59 2/28 4 -2.5'Overlot Fill - 46'S 120'W NW corner Lot 15 Block 6 A 16.4%104.7 0.4%95%Pass Pass
58 2/28 3 -0.5'Overlot Fill - 60'S 7'W SW corner Lot 11 Block 6 A 18.5%104.9 2.5%
60 2/28 5 -3'Overlot Fill - 6'S 333'W NE corner Lot 7 Block 6 Pass
61 2/28 6 Grade Overlot Fill - 33'S 350'W NE corner Lot 7 Block 6 A 17.0%106.1 1.0%
A 17.3%105.9 1.3%96%Pass
96%Pass Pass
95%Pass Pass
63 2/28 8 Grade Overlot Fill - 50'S 69'W NE corner Lot 7 Block 6 PassA17.9%106.0 1.9%96%Pass
62 2/28 7 Grade Overlot Fill - 42'S 218'W NE corner Lot 7 Block 6 A 18.2%104.9 2.2%
95%Pass Pass
65 3/1 2 -2'Overlot Fill - 21'N 2100'W NE corner Lot 7 Block 6 A 13.6%100.3 -2.4%91%*FAIL**FAIL*
64 3/1 1 -2'Overlot Fill - 21'N 120'W NE corner Lot 7 Block 6 A 17.1%104.6 1.1%
66 3/1 3 -2.5'Overlot Fill - 24'N 300'W NE corner Lot 7 Block 6 Pass
67 3/1 4 -3'Overlot Fill - 26'N 510'W NE corner Lot 7 Block 6 A 18.2%105.0 2.2%
A 17.3%106.7 1.3%97%Pass
95%Pass Pass
97%Pass Pass
69 3/1 6 -3.5'Overlot Fill - 120'N 45'E NE corner Lot 1 Block 5 PassA18.6%104.5 2.6%95%Pass
68 3/1 5 -2'Retest #65 A 17.9%106.9 1.9%
96%Pass Pass
71 3/1 8 -2.5'Overlot Fill - 240'N 150'W NE corner Lot 1 Block 5 A 16.3%106.7 0.3%97%Pass Pass
70 3/1 7 -3'Overlot Fill - 150'N 69'W NE corner Lot 1 Block 5 A 18.2%105.9 2.2%
72 3/1 9 -2'Overlot Fill - 200'N 240'W NE corner Lot 1 Block 5 Pass
73 3/1 10 -1'Overlot Fill - 25'N 140'W NE corner Lot 7 Block 6 A 17.2%106.3 1.2%
A 17.9%104.9 1.9%95%Pass
97%Pass Pass
95%Pass Pass
75 3/1 12 -1.5'Overlot Fill - 22'N 276'W NE corner Lot 7 Block 6 PassA17.8%105.8 1.8%96%Pass
74 3/1 11 -1'Overlot Fill - 23'N 192'W NE corner Lot 7 Block 6 A 19.0%104.9 3.0%
96%Pass Pass
77 3/1 14 -1.5'Overlot Fill - 200'N 169'W NE corner Lot 1 Block 5 A 17.3%105.1 1.3%96%Pass Pass
76 3/1 13 -1'Overlot Fill - 146'N 237'W NE corner Lot 1 Block 5 A 18.7%106.0 2.7%
78 3/1 15 -2'Overlot Fill - 175'N 75'W NE corner Lot 1 Block 5 Pass
79 3/1 16 -2.5'Overlot Fill - 180'N 48'W NE corner Lot 1 Block 5 A 18.7%108.3 2.7%
A 15.2%108.5 -0.8%99%Pass
98%Pass Pass
Compaction Requirement
Proctor ID:A
Moisture Content Requirement -1 to +3%
Optimum Moisture Content (%)16.0%
Maximum Dry Density (pcf)110.0
Procedure D-698
Compaction Requirement 95% Min
COUNTRY CLUB RESERVE
Fort Collins, Colorado
Project # 22-2002
March 2022
Field Moisture/Density Testing Summary
Test Test Proctor Moisture Mo
i
s
t
u
r
e
Va
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a
b
i
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i
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Field Results
DryMaterial Tested and LocationProjectDateDailyDepth
Density Moisture Compaction
80 3/2 1 -1'Overlot Fill - 238'N 75'W NE corner Lot 1 Block 5 A 17.3%
Number Number ID
Pe
r
c
e
n
t
Co
m
p
a
c
t
i
o
n
(Pass/Fail)
108.7 1.3%99%Pass Pass
81 3/2 2 -0.5'Overlot Fill - 228'N 169'W NE corner Lot 1 Block 5 Pass
82 3/2 3 -2'Overlot Fill - 215'N 229'W NE corner Lot 1 Block 5 A 18.2%105.9 2.2%
A 17.0%105.1 1.0%96%Pass
96%Pass Pass
83 3/2 4 -0.5'Overlot Fill - 148'N 58'W NE corner Lot 1 Block 5 A 17.4%108.9 1.4%99%Pass Pass
84 3/2 5 -2.5'Overlot Fill - 207'N NE corner Lot 1 Block 5 Pass
85 3/2 6 -1'Overlot Fill - 187'N 220'W NE corner Lot 1 Block 5 A 17.0%107.5 1.0%
A 16.5%107.4 0.5%98%Pass
98%Pass Pass
99%Pass Pass
87 3/2 8 -1.5'Overlot Fill - 24'N 200'W NE corner Lot 7 Block 6 PassA17.6%105.9 1.6%96%Pass
86 3/2 7 -2'Overlot Fill - 174'N 37'W NE corner Lot 1 Block 5 A 17.9%109.2 1.9%
99%Pass Pass
89 3/2 10 -2'Overlot Fill - 26'N 500'W NE corner Lot 7 Block 6 A 18.3%105.2 2.3%96%Pass Pass
88 3/2 9 -1.5'Overlot Fill - 25'N 400'W NE corner Lot 7 Block 6 A 15.2%108.7 -0.8%
90 3/3 1 -1'Overlot Fill - 15'N 270'W NE corner Lot 7 Block 6 Pass
91 3/3 2 -1.5'Overlot Fill - 18'N 375'W NE corner Lot 7 Block 6 A 18.8%109.1 2.8%
A 17.0%105.8 1.0%96%Pass
99%Pass Pass
98%Pass Pass
93 3/3 4 -1.5'Overlot Fill - 150'N 69'W NE corner Lot 1 Block 5 PassA17.9%108.9 1.9%99%Pass
92 3/3 3 -1.5'Overlot Fill - 24'N 420'W NE corner Lot 7 Block 6 A 17.3%108.3 1.3%
98%Pass Pass
95 3/3 6 -2'Overlot Fill - 215'N 6'W NE corner Lot 1 Block 5 A 18.4%106.2 2.4%97%Pass Pass
94 3/3 5 -1.5'Overlot Fill - 108'N 227'W NE corner Lot 1 Block 5 A 16.2%108.1 0.2%
96 3/3 7 -1.5'Overlot Fill - 150'N 120'W NE corner Lot 1 Block 5 Pass
97 3/3 8 -3'Overlot Fill - 158'N 300'W NE corner Lot 1 Block 5 A 18.2%104.7 2.2%
A 19.0%104.5 3.0%95%Pass
95%Pass Pass
99%Pass Pass
99 3/3 10 -1'Overlot Fill - 30'S 187'E SW corner Lot 34 Block 9 PassA16.9%108.2 0.9%98%Pass
98 3/3 9 -1'Overlot Fill - 18'S 90'E SW corner Lot 34 Block 9 A 17.7%108.4 1.7%
96%Pass Pass
101 3/3 12 -1'Overlot Fill - 9'S 300'E NW corner Lot 10 Block 1 A 18.5%109.0 2.5%99%Pass Pass
100 3/3 11 -0.5'Overlot Fill - 32'S 12'W SW corner Lot 34 Block 9 A 16.0%106.1 0.0%
102 3/3 13 -1.5'Overlot Fill - 10'S 375'E NW corner Lot 10 Block 1 Pass
103 3/3 14 -1.5'Overlot Fill - 12'S 450'E NW corner Lot 10 Block 1 A 18.2%106.8 2.2%
A 18.0%106.8 2.0%97%Pass
97%Pass Pass
96%Pass Pass
105 3/4 2 -1.5'Overlot Fill - 5'S 210'E NW corner Lot 10 Block 1 PassA19.0%104.7 3.0%95%Pass
104 3/4 1 -1.5'Overlot Fill - 3'N 90'E NW corner Lot 10 Block 1 A 18.2%106.1 2.2%
99%Pass Pass
107 3/4 4 -1'Overlot Fill - 8'S 570'E NW corner Lot 10 Block 1 A 17.0%108.5 1.0%99%Pass Pass
106 3/4 3 -1.5'Overlot Fill - 7'S 300'E NW corner Lot 10 Block 1 A 17.6%109.2 1.6%
108 3/4 5 -1'Overlot Fill - 72'N 6000'E NW corner Lot 10 Block 1 Pass
109 3/4 6 Grade Overlot Fill - 20'S 111'E SW corner Lot 34 Block 9 A 16.3%108.8 0.3%
A 18.8%104.6 2.8%95%Pass
99%Pass Pass
98%Pass Pass
111 3/4 8 Grade Overlot Fill - 31'S 10'W SW corner Lot 34 Block 9 PassA18.5%107.5 2.5%98%Pass
110 3/4 7 Grade Overlot Fill - 25'S 150'E SW corner Lot 34 Block 9 A 18.8%108.3 2.8%
99%Pass Pass
113 3/4 10 -1'Overlot Fill - 4'N 240'E NW corner Lot 10 Block 1 A 15.9%107.9 -0.1%98%Pass Pass
112 3/4 9 -1'Overlot Fill - 4'S 120'E NW corner Lot 10 Block 1 A 15.7%108.9 -0.3%
114 3/4 11 -1'Overlot Fill - 4'S 420'E NW corner Lot 10 Block 1 Pass
115 3/7 1 -2.5'Overlot Fill - 9'N 10'W SW corner Lot 34 Block 9 A 18.2%105.0 2.2%
A 16.0%107.9 0.0%98%Pass
95%Pass Pass
96%Pass Pass
117 3/7 3 -3'Overlot Fill - 60'N 180'E SW corner Lot 34 Block 9 PassA16.3%105.0 0.3%95%Pass
116 3/7 2 -3.5'Overlot Fill - 39'N 90'E SW corner Lot 34 Block 9 A 18.5%105.9 2.5%
95%Pass Pass
119 3/7 5 -3'Overlot Fill - 80'N 58'E SW corner Lot 34 Block 9 A 17.7%108.1 1.7%98%Pass Pass
118 3/7 4 -2.5'Overlot Fill - 72'N 369'E SW corner Lot 34 Block 9 A 19.0%104.8 3.0%
120 3/7 6 -3.5'Overlot Fill - 28'N 120'E SW corner Lot 34 Block 9 Pass
121 3/7 7 -3.5'Overlot Fill - 38'N 225'E SW corner Lot 34 Block 9 A 18.5%108.9 2.5%
A 19.0%104.7 3.0%95%Pass
99%Pass Pass
99%Pass Pass1223/7 8 -3'Overlot Fill - 48'N 318'E SW corner Lot 34 Block 9 A 18.8%108.5 2.8%
Compaction Requirement
Proctor ID:A
Moisture Content Requirement -1 to +3%
Optimum Moisture Content (%)16.0%
Maximum Dry Density (pcf)110.0
Procedure D-698
Compaction Requirement 95% Min
Procedure D-698
Compaction Requirement 95% Min
Moisture Content Requirement -1 to +3%
Optimum Moisture Content (%)16.0%
Maximum Dry Density (pcf)110.0
Compaction Requirement
Proctor ID:A
157 3/14 13 -0.5'Overlot Fill - 58'N 250'E SW corner Lot 34 Block 9 PassA16.2%105.9 0.2%96%Pass
97%Pass Pass
156 3/14 12 -1'Overlot Fill - 27'N 120'E SW corner Lot 34 Block 9 A 17.5%105.8 1.5%96%Pass Pass
155 3/14 11 -1.5'Overlot Fill - 24'N 47'E SW corner Lot 34 Block 9 A 18.1%106.3 2.1%
99%Pass Pass
154 3/14 10 -2'Overlot Fill - 115'S 80'W SE corner Lot 4 Block 7 PassA17.7%105.9 1.7%96%Pass
153 3/14 9 -2'Overlot Fill - 105'S 40'W SE corner Lot 4 Block 7 A 16.3%109.3 0.3%
151 3/14 7 -2.5'Overlot Fill - 100'S 92'W SE corner Lot 4 Block 7 Pass
152 3/14 8 -2'Overlot Fill - 89'S 5'W SE corner Lot 4 Block 7 A 18.2%108.6 2.2%
A 17.6%105.0 1.6%95%Pass
99%Pass Pass
95%Pass Pass
150 3/14 6 -2.5'Overlot Fill - 118'S 20'E SE corner Lot 4 Block 7 A 18.7%106.2 2.7%97%Pass Pass
149 3/14 5 -2.5'Overlot Fill - 75'S 10'W SE corner Lot 4 Block 7 A 18.2%104.9 2.2%
95%Pass Pass
148 3/14 4 -0.5'Overlot Fill - 60'N 207'E SW corner Lot 34 Block 9 PassA17.8%105.2 1.8%96%Pass
147 3/14 3 -1'Overlot Fill - 36'N 290'E SW corner Lot 34 Block 9 A 19.0%104.7 3.0%
145 3/14 1 -2'Overlot Fill - 13'N 10'E SW corner Lot 34 Block 9 Pass
146 3/14 2 -1.5'Overlot Fill - 30'N 111'E SW corner Lot 34 Block 9 A 17.0%108.9 1.0%
A 16.9%108.7 0.9%99%Pass
99%Pass Pass
98%Pass Pass
144 3/12 7 -3'Overlot Fill - 90'S 90'W SE corner Lot 4 Block 7 A 17.6%106.1 1.6%96%Pass Pass
143 3/12 6 -3'Overlot Fill - 120'S 15'E SE corner Lot 4 Block 7 A 17.0%108.2 1.0%
96%Pass Pass
142 3/12 5 -3'Overlot Fill - 69'S SE corner Lot 4 Block 7 PassA17.1%106.9 1.1%97%Pass
141 3/12 4 -0.5'Overlot Fill - 62'N 250'E SW corner Lot 34 Block 9 A 18.0%105.8 2.0%
139 3/12 2 -2'Overlot Fill - 27'N 100'E SW corner Lot 34 Block 9 Pass
140 3/12 3 -1.5'Overlot Fill - 28'N 300'E SW corner Lot 34 Block 9 A 18.2%106.7 2.2%
A 19.0%104.9 3.0%95%Pass
97%Pass Pass
98%Pass Pass
138 3/12 1 -2.5'Overlot Fill - 9'N SW corner Lot 34 Block 9 A 17.3%108.2 1.3%98%Pass Pass
137 3/8 15 -3'Retest #135 A 16.6%107.5 0.6%
95%*FAIL*Pass
136 3/8 14 -4'Overlot Fill - 76'S 189'E SE corner Lot 4 Block 7 PassA16.5%107.9 0.5%98%Pass
135 3/8 13 -3'Overlot Fill - 42'S 12'E SE corner Lot 4 Block 7 A 14.2%104.5 -1.8%
133 3/8 11 -2'Overlot Fill - 69'S 206'E SE corner Lot 4 Block 7 Pass
134 3/8 12 -2'Overlot Fill - 47'S 137'E SE corner Lot 4 Block 7 A 18.1%105.2 2.1%
A 17.2%106.8 1.2%97%Pass
96%Pass Pass
95%Pass Pass
132 3/8 10 -1.5'Overlot Fill - 30'N 298'E SW corner Lot 34 Block 9 A 17.7%106.1 1.7%96%Pass Pass
131 3/8 9 -2'Overlot Fill - 40'N 200'E SW corner Lot 34 Block 9 A 18.3%104.9 2.3%
98%Pass Pass
130 3/8 8 -1.5'Overlot Fill - 35'N 87'E SW corner Lot 34 Block 9 PassA17.9%105.3 1.9%96%Pass
129 3/8 7 -2'Overlot Fill - 50'N 300'E SW corner Lot 34 Block 9 A 16.7%108.2 0.7%
127 3/8 5 -2'Overlot Fill - 22'N 69'E SW corner Lot 34 Block 9 Pass
128 3/8 6 -2.5'Overlot Fill - 43'N 187'E SW corner Lot 34 Block 9 A 18.5%104.6 2.5%
A 18.3%104.7 2.3%95%Pass
95%Pass Pass
Pass
126 3/8 4 -2.5'Overlot Fill - 70'S 210'E SE corner Lot 4 Block 7 A 16.3%106.1 0.3%96%Pass Pass
Pass
124 3/8 2 -3.5'Overlot Fill - 60'S SE corner Lot 4 Block 7 Pass
125 3/8 3 -2.5'Overlot Fill - 90'S 120'E SE corner Lot 4 Block 7 A 15.2%105.9 -0.8%
A 18.8%105.6 2.8%96%Pass
96%Pass
Moisture Compaction
123 3/8 1 -4.5'Overlot Fill - 33'S 36'W SE corner Lot 4 Block 7 A 18.0%
Number Number ID
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(Pass/Fail)
106.4 2.0%97%Pass
Test Test Proctor Moisture Mo
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Field Results
DryMaterial Tested and LocationProjectDateDailyDepth
Density
Fort Collins, Colorado
Project # 22-2002
March 2022
Field Moisture/Density Testing Summary
COUNTRY CLUB RESERVE
Procedure D-698
Compaction Requirement 95% Min
Moisture Content Requirement -1 to +3%
Optimum Moisture Content (%)16.0%
Maximum Dry Density (pcf)110.0
Compaction Requirement
Proctor ID:A
192 3/21 12 -1'Overlot Fill - 100'S 118'W SE corner Lot 6 Block 7 PassA18.5%106.7 2.5%97%Pass
98%Pass Pass
191 3/21 11 -1.5'Overlot Fill - 120'S 94'W SE corner Lot 6 Block 7 A 16.1%109.0 0.1%99%Pass Pass
190 3/21 10 -0.5'Overlot Fill - 69'S 142'W SE corner Lot 6 Block 7 A 16.4%107.3 0.4%
98%Pass Pass
189 3/21 9 Grade Overlot Fill - 40'S 8'W SE corner Lot 6 Block 7 PassA18.8%106.6 2.8%97%Pass
188 3/21 8 -0.5'Overlot Fill - 156'S 299'E center of Lot 34 Block 9 A 16.0%107.5 0.0%
186 3/21 6 -0.5'Overlot Fill - 153'S 120'E center of Lot 34 Block 9 Pass
187 3/21 7 -0.5'Overlot Fill - 153'S 210'E center of Lot 34 Block 9 A 18.3%106.7 2.3%
A 19.0%104.8 3.0%95%Pass
97%Pass Pass
97%Pass Pass
185 3/21 5 -0.5'Overlot Fill - 150'S center of Lot 34 Block 9 A 17.7%108.0 1.7%98%Pass Pass
184 3/21 4 -1.5'Overlot Fill - 96'S 120'W SE corner Lot 6 Block 7 A 18.0%106.2 2.0%
95%Pass Pass
183 3/21 3 -2'Overlot Fill - 116'S 100'W SE corner Lot 6 Block 7 PassA18.8%104.9 2.8%95%Pass
182 3/21 2 -1'Overlot Fill - 66'S 150'W SE corner Lot 6 Block 7 A 19.0%104.6 3.0%
180 3/16 9 -2'Overlot Fill - 158'N 248'W SE corner Lot 19 Block 6 Pass
181 3/21 1 -0.5'Overlot Fill - 36'S SE corner Lot 6 Block 7 A 17.8%106.1 1.8%
A 19.0%104.8 3.0%95%Pass
96%Pass Pass
99%Pass Pass
179 3/16 8 -3.5'Overlot Fill - 157'N 175'W SE corner Lot 19 Block 6 A 18.7%105.0 2.7%95%Pass Pass
178 3/16 7 -1'Overlot Fill - 43'S 300'E center of Lot 34 Block 9 A 17.2%109.1 1.2%
95%Pass Pass
177 3/16 6 -1'Overlot Fill - 69'S 150'E center of Lot 34 Block 9 PassA18.5%104.9 2.5%95%Pass
176 3/16 5 -1'Overlot Fill - 33'S center of Lot 34 Block 9 A 19.0%104.5 3.0%
174 3/16 3 -1.5'Overlot Fill - 158'N 275'E SE corner Lot 19 Block 6 Pass
175 3/16 4 -1.5'Overlot Fill - 155'N 235'E SE corner Lot 19 Block 6 A 16.9%108.9 0.9%
A 18.5%105.6 2.5%96%Pass
99%Pass Pass
98%Pass Pass
173 3/16 2 -4'Overlot Fill - 152'N 169'W SE corner Lot 19 Block 6 A 18.0%105.1 2.0%96%Pass Pass
172 3/16 1 -2.5'Overlot Fill - 169'N 250'W SE corner Lot 19 Block 6 A 16.2%108.0 0.2%
99%Pass Pass
171 3/15 14 -3'Overlot Fill - 152'N 265'W SE corner Lot 19 Block 6 PassA18.2%105.9 2.2%96%Pass
170 3/15 13 -2'Overlot Fill - 151'N 118'W SE corner Lot 19 Block 6 A 16.9%109.4 0.9%
168 3/15 11 -4.5'Overlot Fill - 162'N 175'W SE corner Lot 19 Block 6 Pass
169 3/15 12 -1'Overlot Fill - 155'N 235'W SE corner Lot 19 Block 6 A 17.2%107.3 1.2%
A 16.3%108.5 0.3%99%Pass
98%Pass Pass
98%Pass Pass
167 3/15 10 -1.5'Overlot Fill - 160'N 230'E SE corner Lot 19 Block 6 A 19.0%105.0 3.0%95%Pass Pass
166 3/15 9 -0.5'Overlot Fill - 150'N 240'E SE corner Lot 19 Block 6 A 18.0%107.9 2.0%
98%Pass Pass
165 3/15 8 -1.5'Overlot Fill - 60'N 350'E SE corner Lot 19 Block 6 PassA17.6%105.2 1.6%96%Pass
164 3/15 7 -0.5'Overlot Fill - 450'E SE corner Lot 19 Block 6 A 18.2%108.0 2.2%
162 3/15 5 -3.5'Overlot Fill - 150'N 270'W SE corner Lot 19 Block 6 Pass
163 3/15 6 -2'Overlot Fill - 105'N 275'W SE corner Lot 19 Block 6 A 18.5%108.8 2.5%
A 19.0%104.6 3.0%95%Pass
99%Pass Pass
Pass
161 3/15 4 -3'Overlot Fill - 152'N 210'W SE corner Lot 19 Block 6 A 17.9%105.7 1.9%96%Pass Pass
Pass
159 3/15 2 -2.5'Overlot Fill - 150'N 120'W SE corner Lot 19 Block 6 Pass
160 3/15 3 -5'Overlot Fill - 150'N 180'W SE corner Lot 19 Block 6 A 18.2%104.9 2.2%
A 16.1%109.2 0.1%99%Pass
95%Pass
Moisture Compaction
158 3/15 1 -0.5'Overlot Fill - 90'N SE corner Lot 19 Block 6 A 17.3%
Number Number ID
Pe
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(Pass/Fail)
107.5 1.3%98%Pass
Test Test Proctor Moisture Mo
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Field Results
DryMaterial Tested and LocationProjectDateDailyDepth
Density
Fort Collins, Colorado
Project # 22-2002
March 2022
Field Moisture/Density Testing Summary
COUNTRY CLUB RESERVE
Procedure D-698
Compaction Requirement 95% Min
Moisture Content Requirement -1 to +3%
Optimum Moisture Content (%)16.0%
Maximum Dry Density (pcf)110.0
Compaction Requirement
Proctor ID:A
PassA17.5%108.6 1.5%99%Pass
105.0 3.0%95%Pass Pass
230 3/24 14 -1'Overlot Fill - 7'N center of Lot 10 Block 10
97%Pass Pass
229 3/24 13 -0.5'Overlot Fill - 8'N center of Lot 6 Block 10 A 19.0%
Pass
228 3/24 12 Grade Overlot Fill - 10'N center of Lot 2 Block 10 A 17.2%106.7 1.2%
A 17.8%108.3 1.8%98%Pass
104.8 3.0%95%Pass Pass
227 3/24 11 -2'Overlot Fill - Lot 12 Block 10
97%Pass Pass
226 3/24 10 -2'Overlot Fill - Lot 11 Block 10 A 19.0%
Pass
225 3/24 9 -2'Overlot Fill - Lot 10 Block 10 A 16.9%106.9 0.9%
A 16.3%106.7 0.3%97%Pass
105.9 2.2%96%Pass Pass
224 3/24 8 -2.5'Overlot Fill - Lot 9 Block 10
95%Pass Pass
223 3/24 7 -2'Overlot Fill - Lot 8 Block 10 A 18.2%
Pass
222 3/24 6 -2'Overlot Fill - Lot 7 Block 10 A 19.0%104.8 3.0%
A 18.7%105.7 2.7%96%Pass
105.2 2.0%96%Pass Pass
221 3/24 5 -1'Overlot Fill - Lot 6 Block 10
95%Pass Pass
220 3/24 4 -1'Overlot Fill - Lot 5 Block 10 A 18.0%
Pass
219 3/24 3 -1'Overlot Fill - Lot 4 Block 10 A 19.0%104.9 3.0%
A 17.2%106.1 1.2%96%Pass
106.9 -0.1%97%Pass Pass
218 3/24 2 -0.5'Overlot Fill - Lot 3 Block 10
96%Pass Pass
217 3/24 1 -0.5'Overlot Fill - Lot 2 Block 10 A 15.9%
Pass
216 3/23 6 -3'Overlot Fill - 7'S 11'W NE corner Lot 12 Block 10 A 18.2%105.5 2.2%
A 15.9%109.2 -0.1%99%Pass
104.9 3.0%95%Pass Pass
215 3/23 5 -3.5'Overlot Fill - 26'S 8'E NW corner Lot 10 Block 10
96%Pass Pass
214 3/23 4 -4'Overlot Fill - 10'S 7'E NW corner Lot 8 Block 10 A 19.0%
Pass
213 3/23 3 -2.5'Overlot Fill - 10'S 10'E NW corner Lot 5 Block 10 A 18.5%105.5 2.5%
A 18.7%107.9 2.7%98%Pass
107.5 1.8%98%Pass Pass
212 3/23 2 -1.5'Overlot Fill - 15'S 11'W NE corner Lot 3 Block 10
95%Pass Pass
211 3/23 1 -1.5'Overlot Fill - 8'S 4'W NE corner Lot 2 Block 10 A 17.8%
Pass
210 3/22 18 -4.5'Retest #208 A 15.9%104.7 -0.1%
A 16.2%108.6 0.2%99%Pass
96.5 -4.8%88%*FAIL**FAIL*
209 3/22 17 -4.5'Overlot Fill - 12'N 8'E SW corner Lot 12 Block 10
95%Pass Pass
208 3/22 16 -4.5'Overlot Fill - 46'N 15'E SW corner Lot 11 Block 10 A 11.2%
Pass
207 3/22 15 -4'Overlot Fill - 40'N 10'E SW corner Lot 10 Block 10 A 17.9%104.9 1.9%
A 16.1%108.6 0.1%99%Pass
109.1 0.3%99%Pass Pass
206 3/22 14 -4'Overlot Fill - 42'N 13'E SW corner Lot 9 Block 10
99%Pass Pass
205 3/22 13 -4.5'Overlot Fill - 48'N 5'E SW corner Lot 8 Block 10 A 16.3%
Pass
204 3/22 12 -5.5'Overlot Fill - 15'N 15'E SW corner Lot 7 Block 10 A 17.0%109.2 1.0%
A 16.9%108.5 0.9%99%Pass
108.3 0.4%98%Pass Pass
203 3/22 11 -5.5'Overlot Fill - 8'N 10'E SW corner Lot 6 Block 10
95%Pass Pass
202 3/22 10 -5.5'Overlot Fill - 13'N 15'E SW corner Lot 5 Block 10 A 16.4%
Pass
201 3/22 9 -5.5'Overlot Fill - 4'N 6'E SW corner Lot 4 Block 10 A 19.0%104.7 3.0%
A 17.8%106.6 1.8%97%Pass
104.9 2.3%95%Pass Pass
200 3/22 8 -3'Overlot Fill - 10'N 20'E SW corner Lot 3 Block 10
97%Pass Pass
199 3/22 7 -3'Overlot Fill - 46'N 18'E SW corner Lot 2 Block 10 A 18.3%
Pass
198 3/22 6 Grade Overlot Fill - 155'S 270'E center of Lot 34 Block 9 A 16.8%106.5 0.8%
A 18.5%108.2 2.5%98%Pass
105.8 2.7%96%Pass Pass
197 3/22 5 Grade Overlot Fill - 154'S 190'E center of Lot 34 Block 9
95%Pass Pass
196 3/22 4 Grade Overlot Fill - 152'S 34'E center of Lot 34 Block 9 A 18.7%
Pass
195 3/22 3 -0.5'Overlot Fill - 4'S 4'E NW corner Lot 26 Block 6 A 19.0%104.9 3.0%
A 16.2%109.1 0.2%99%Pass
108.6 1.4%99%Pass Pass
194 3/22 2 -0.5'Overlot Fill - 27'N 18'W NW corner Lot 25 Block 6
Density Moisture Compaction
193 3/22 1 -0.5'Overlot Fill - 20'S 10'E NW corner Lot 25 Block 6 A 17.4%
Number Number ID
Test Test Proctor Moisture Mo
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Field Results
Dry (Pass/Fail)Material Tested and LocationProjectDateDailyDepth
Fort Collins, Colorado
Project # 22-2002
March 2022
Field Moisture/Density Testing Summary
COUNTRY CLUB RESERVE
Procedure D-698
Compaction Requirement 95% Min
Moisture Content Requirement -1 to +3%
Optimum Moisture Content (%)16.0%
Maximum Dry Density (pcf)110.0
Compaction Requirement
Proctor ID:A
PassA18.6%105.8 2.6%96%Pass
106.7 2.0%97%Pass Pass
238 3/25 8 -3'Overlot Fill - 20'S 4'W NE corner Lot 2 Block 10
96%Pass Pass
237 3/25 7 -3'Overlot Fill - 3'S 11'E NW corner Lot 4 Block 10 A 18.0%
Pass
236 3/25 6 Grade Overlot Fill - 2'S 8'E NW corner Lot 7 Block 10 A 17.8%105.1 1.8%
A 18.8%106.9 2.8%97%Pass
105.1 2.8%96%Pass Pass
235 3/25 5 Grade Overlot Fill - 10'S 5'W NE corner Lot 11 Block 10
97%Pass Pass
234 3/25 4 Grade Overlot Fill - 4'N 4'E SW corner Lot 2 Block 10 A 18.8%
Pass
233 3/25 3 -0.5'Overlot Fill - 6'N 5'W SE corner Lot 6 Block 10 A 17.2%106.7 1.2%
A 19.0%105.9 3.0%96%Pass
108.6 0.4%99%Pass Pass
232 3/25 2 -0.5'Overlot Fill - 5'N 4'E SW corner Lot 8 Block 10
Density Moisture Compaction
231 3/25 1 -0.5'Overlot Fill - 8'N 6'W SE corner Lot 12 Block 10 A 16.4%
Number Number ID
Test Test Proctor Moisture Mo
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Field Results
Dry (Pass/Fail)Material Tested and LocationProjectDateDailyDepth
Fort Collins, Colorado
Project # 22-2002
March 2022
Field Moisture/Density Testing Summary
COUNTRY CLUB RESERVE
Soilogic, Inc.
3522 Draft Horse Court • Loveland, CO 80538 • (970) 535-6144
April 26, 2022
Coyote Ridge Construction, LLC
6648 County Road 56
Johnstown, Colorado 80534
Attn: Mr. Ken Baty
Re: Construction Materials Testing and Observation Services Report
Country Club Reserve
Fort Collins, Colorado
Soilogic Project # 22-2002
Mr. Baty:
During the period of March 28, 2022 through April 22, 2022, Soilogic Inc. (Soilogic)
provided construction materials testing and observation services for the referenced project.
Our services were provided on a part-time basis and included the observation and testing
of overlot fill, utility backfill, reconditioned subgrade and aggregate base course materials,
concrete delivered to the site for placement and asphaltic concrete placed during paving of
the site roadways. Results of the observation and testing services completed during the
referenced period are included with this report.
During the referenced period, Soilogic personnel obtained one (1) representative sample of
the aggregate base course for laboratory evaluation of the moisture density relationship of
that material. The laboratory testing completed on the obtained samples included a standard
Proctor (ASTM D-698) test. Results of the completed standard Proctor tests were used to
evaluate the percent compaction and moisture variability with reworked soils in the field.
During the referenced period, Soilogic personnel performed field moisture/density tests on
overlot fill, utility backfill, reconditioned subgrade and aggregate base course materials
that had been placed and compacted prior to and during our site visits. The field
moisture/density tests were completed at random locations and elevations within the
backfill areas and were performed in general accordance with ASTM Specification D-
2922. Results of the field moisture/density tests completed during the referenced period
are included with this report. The field moisture/density test results met the project
compaction requirement of at least 95% of the material’s standard Proctor maximum dry
Construction Materials Testing and Observation Services Report
Country Club Reserve
Fort Collins, Colorado
Soilogic # 22-2002
2
density and within -1% to +3% for native soils and +/-2% for aggregate base course of the
materials optimum moisture content.
During the referenced period, Soilogic personnel observed and tested cast-in-place
concrete delivered to the site for construction of inlets. The testing completed in the field
included slump, air content, unit weight, concrete temperature, and ambient air temperature
at the time of placement. Test cylinders were molded from representative samples of the
plastic concrete for laboratory curing and compressive strength testing. Results of the field
and laboratory tests performed during the referenced period are included with this report.
Results of laboratory concrete compressive strength tests completed during the referenced
period are also included and will be provided as they become available.
During the site paving operation, Soilogic personnel obtained two (2) representative
samples of the asphaltic concrete being placed for laboratory evaluation. The laboratory
testing performed on the obtained samples included Rice value (ASTM D-2041), asphalt
content by ignition (ASTM D-6307) and washed sieve analysis/gradation (ASTM C-117
and C-136) tests. Results of the completed Rice value and asphalt content and gradation
tests are outlined on the attached summary sheets. The completed laboratory testing
performed on the asphaltic concrete samples indicated those materials met the project
gradation and asphalt content specifications.
During and after compaction of the asphaltic concrete, density tests were completed on the
in-place pavement using a portable nuclear density gauge in general accordance with
ASTM specification D-2950. The nuclear density tests were completed at random
locations across the pavement surface. Results of the completed field density tests are
outlined on the attached summary sheet. The final completed asphaltic concrete field
density tests met the project compaction requirement of 92 to 96% of the materials Rice
value.
Construction Materials Testing and Observation Services Report
Country Club Reserve
Fort Collins, Colorado
Soilogic # 22-2002
3
We appreciate the opportunity to be of service to you on this project. If you have any
questions concerning the enclosed information or if we can be of further assistance to you
in any way, please do not hesitate to contact us.
Very Truly Yours,
Soilogic, Inc.
Kreis A Rutledge Jason Horner, P.E.
Senior Engineering Technician Senior Project Engineer
Description: Class 5 Road Base
Sample Location: Onsite
Material ID: 22-2002B
90
95
100
105
110
115
120
125
130
135
140
145
0 5 10 15 20 25 30 35
Dr
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(p
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)
.
Moisture Content (%)
Standard Proctor Test Summary (ASTM D-698)
COUNTRY CLUB RESERVE
FORT COLLINS, CO
Project #22-2002
APRIL 2022
Maximum Dry Density = 137.0 pcf
Optimum Moisture Content =7.0%
Liquid Limit = NL
Plasticity Index = NP
-200 Wash = 11.7%
Saturation Curves @ Specific Gravity
Equal to:
2.80
2.70
2.60
4"
3"
2"
1 1/2"
1"
3/4"
1/2"
3/8"
1/4"
No. 4
No. 8
No. 10
No. 16
No. 30
No. 40
No. 50
No. 100
No. 200
Sample Description: Class 5 Road Base
63%
53%
51%
44%
33%
28%
23%
16%
11.7%
Sample ID: B
67%
100%
100%
100%
100%
100%
93%
80%
74%
5"100%
COUNTRY CLUB RESERVE
FORT COLLINS, COLORADO
Project # 22-2002
APRIL 2022
SUMMARY OF GRADATION TEST ANALYSIS
GRADATION OF AGGREGATE (AASHTO T-11, T-27)
SIEVE SIZE PERCENT PASSING
6"100%
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Percent Finer by Weight
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Procedure D-698
Compaction Requirement 95% Min
Moisture Content Requirement -1 to +3%
Optimum Moisture Content (%)16.0%
Maximum Dry Density (pcf)110.0
Compaction Requirement
Proctor ID:A
267 3/31 10 -1'Overlot Fill - 15'S 11'E NW corner Lot 19 Block 10 PassA18.5%108.4 2.5%99%Pass
95%Pass Pass
266 3/31 9 -1'Overlot Fill - 24'S 12'W NE corner Lot 17 Block 5 A 18.2%108.7 2.2%99%Pass Pass
265 3/31 8 -1'Overlot Fill - 10'N 10'E SW corner Lot 15 Block 10 A 19.0%105.0 3.0%
98%Pass Pass
264 3/31 7 -1'Overlot Fill - 19'S 27'E NW corner Lot 13 Block 10 PassA17.2%109.2 1.2%99%Pass
263 3/31 6 -6'Storm Line Backfill - Storm Line A STA 11+30 A 17.5%107.3 1.5%
261 3/31 4 Grade Storm Line Backfill - Storm Line A STA 10+85 Pass
262 3/31 5 -4'Storm Line Backfill - Storm Line A STA 11+03 A 16.9%109.1 0.9%
A 19.0%104.8 3.0%95%Pass
99%Pass Pass
98%Pass Pass
260 3/31 3 Grade Overlot Fill - 10'S 6'E NW corner Lot 10 Block 5 A 18.2%104.6 2.2%95%Pass Pass
259 3/31 2 Grade Overlot Fill - 12'N 4'E SW corner Lot 9 Block 5 A 17.0%108.0 1.0%
97%Pass Pass
258 3/31 1 Grade Overlot Fill - 6'S 7'E NW corner Lot 8 Block 5 PassA17.2%108.2 1.2%98%Pass
257 3/29 11 -1.5'Overlot Fill - 9'S 8'E NW corner Lot 9 Block 5 A 17.9%107.1 1.9%
255 3/29 9 -1.5'Overlot Fill - 6'N 10'E SW corner Lot 8 Block 5 Pass
256 3/29 10 -1.5'Overlot Fill - 13'N 6'E SW corner Lot 7 Block 5 A 17.3%108.8 1.3%
A 18.1%106.9 2.1%97%Pass
99%Pass Pass
99%Pass Pass
254 3/29 8 -1.5'Overlot Fill - 5'S 5'E NW corner Lot 9 Block 5 A 18.2%106.7 2.2%97%Pass Pass
253 3/29 7 -1.5'Overlot Fill - 7'N 6'E SW corner Lot 10 Block 5 A 16.0%108.5 0.0%
99%Pass Pass
252 3/29 6 -1'Storm Line Backfill - Storm Line A STA 10+89 PassA16.4%107.5 0.4%98%Pass
251 3/29 5 -2'Storm Line Backfill - Storm Line A STA 10+87 A 15.8%109.2 -0.2%
249 3/29 3 -4'Storm Line Backfill - Storm Line A STA 10+90 Pass
250 3/29 4 -3'Storm Line Backfill - Storm Line A STA 10+98 A 15.2%105.9 -0.8%
A 16.0%105.7 0.0%96%Pass
96%Pass Pass
98%Pass Pass
248 3/29 2 -5'Storm Line Backfill - Storm Line A STA 10+85 A 16.8%105.2 0.8%96%Pass Pass
247 3/29 1 -3'Storm Line Backfill - Storm Line A STA 11+00 A 15.9%108.3 -0.1%
99%Pass Pass
246 3/28 8 Grade Overlot Fill - 7'N 11'E SW corner Lot 11 Block 10 PassA16.2%109.2 0.2%99%Pass
245 3/28 7 Grade Overlot Fill - 12'N 6'W SE corner Lot 9 Block 10 A 16.7%108.8 0.7%
243 3/28 5 Grade Overlot Fill - 6'N 12'W SE corner Lot 3 Block 10 Pass
244 3/28 6 Grade Overlot Fill - 5'N 5'E SW corner Lot 7 Block 10 A 19.0%104.9 3.0%
A 18.2%104.6 2.2%95%Pass
95%Pass Pass
Pass
242 3/28 4 -1'Overlot Fill - 7'N 11'E SW corner Lot 12 Block 10 A 17.2%105.9 1.2%96%Pass Pass
Pass
240 3/28 2 -1'Overlot Fill - 8'N 6'E SW corner Lot 6 Block 10 Pass
241 3/28 3 -1'Overlot Fill - 5'N 5'W SE corner Lot 8 Block 10 A 18.9%106.5 2.9%
A 18.5%104.9 2.5%95%Pass
97%Pass
Moisture Compaction
239 3/28 1 -1'Overlot Fill - 13'N 8'W SE corner Lot 2 Block 10 A 18.1%
Number Number ID
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(Pass/Fail)
106.9 2.1%97%Pass
Test Test Proctor Moisture Mo
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Field Results
DryMaterial Tested and LocationProjectDateDailyDepth
Density
Fort Collins, Colorado
Project # 22-2002
March 2022
Field Moisture/Density Testing Summary
COUNTRY CLUB RESERVE
Procedure D-698
Compaction Requirement 95% Min
Moisture Content Requirement -1 to +3%
Optimum Moisture Content (%)16.0%
Maximum Dry Density (pcf)110.0
Compaction Requirement
Proctor ID:A
302 4/7 10 -1'Sewer Main Backfill - Turnberry Rd STA 15+05 Pass
303 4/7 11 Grade Sewer Main Backfill - Turnberry Rd STA 15+00 A 15.8%109.2 -0.2%
A 15.0%107.8 -1.0%98%Pass
99%Pass Pass
99%Pass Pass
301 4/7 9 -3'Sewer Main Backfill - Turnberry Rd STA 15+10 A 16.4%105.1 0.4%96%Pass Pass
300 4/7 8 -5'Sewer Main Backfill - Turnberry Rd STA 15+15 A 15.2%108.7 -0.8%
98%Pass Pass
299 4/7 7 -7'Sewer Main Backfill - Turnberry Rd STA 15+20 PassA15.9%108.0 -0.1%98%Pass
298 4/7 6 Grade Sewer Main Backfill - Turnberry Rd STA 12+00 A 16.0%108.2 0.0%
296 4/7 4 -2'Sewer Main Backfill - Turnberry Rd STA 14+05 Pass
297 4/7 5 Grade Sewer Main Backfill - Turnberry Rd STA 13+00 A 16.4%106.9 0.4%
A 15.8%108.9 -0.2%99%Pass
97%Pass Pass
99%Pass Pass
295 4/7 3 -4'Sewer Main Backfill - Turnberry Rd STA 14+10 A 15.0%105.9 -1.0%96%Pass Pass
294 4/7 2 -6'Sewer Main Backfill - Turnberry Rd STA 14+15 A 15.7%109.0 -0.3%
98%Pass Pass
293 4/7 1 -8'Sewer Main Backfill - Turnberry Rd STA 14+20 PassA15.2%108.7 -0.8%99%Pass
292 4/6 11 Grade Sewer Main Backfill - Turnberry Rd STA 10+00 A 17.8%108.0 1.8%
290 4/6 9 -2'Sewer Main Backfill - Turnberry Rd STA 11+20 Pass
291 4/6 10 Grade Sewer Main Backfill - Turnberry Rd STA 11+00 A 18.0%105.4 2.0%
A 17.9%108.2 1.9%98%Pass
96%Pass Pass
98%Pass Pass
289 4/6 8 -4'Sewer Main Backfill - Turnberry Rd STA 11+30 A 18.3%105.0 2.3%95%Pass Pass
288 4/6 7 -6'Sewer Main Backfill - Turnberry Rd STA 11+40 A 17.2%107.5 1.2%
95%Pass Pass
287 4/6 6 -8'Sewer Main Backfill - Turnberry Rd STA 11+50 PassA17.5%107.1 1.5%97%Pass
286 4/6 5 -2.5'Retest #277 A 15.2%105.0 -0.8%
284 4/6 3 -3'Overlot Fill - 270'N 190'E NW corner Lot 15 Block 10 Pass
285 4/6 4 -3.5'Overlot Fill - 138'N 176'E NW corner Lot 15 Block 10 A 17.9%108.9 1.9%
A 17.5%108.0 1.5%98%Pass
99%Pass Pass
99%Pass Pass
283 4/6 2 -2.5'Overlot Fill - 150'N 180'E NW corner Lot 15 Block 10 A 13.3%92.2 -2.7%84%*FAIL**FAIL*
282 4/6 1 -2'Overlot Fill - 60'N 150'E NW corner Lot 15 Block 10 A 16.9%108.7 0.9%
99%Pass Pass
281 4/5 6 -6'Sewer Main Backfill - Turnberry Rd STA 10+20 PassA17.0%105.9 1.0%96%Pass
280 4/5 5 -1'Sewer Main Backfill - Turnberry Rd STA 10+02 A 17.2%109.2 1.2%
278 4/5 3 -4'Sewer Main Backfill - Turnberry Rd STA 10+10 Pass
279 4/5 4 -5'Sewer Main Backfill - Turnberry Rd STA 10+15 A 19.0%104.9 3.0%
A 18.8%105.7 2.8%96%Pass
95%Pass Pass
97%Pass Pass
277 4/5 2 -3'Sewer Main Backfill - Turnberry Rd STA 10+05 A 18.5%105.6 2.5%96%Pass Pass
276 4/5 1 -2'Sewer Main Backfill - Turnberry Rd STA 10+00 A 18.2%106.9 2.2%
99%Pass Pass
275 4/1 8 -1'Overlot Fill - 3'S 9'W NE corner Lot 13 Block 10 PassA18.9%105.2 2.9%96%Pass
274 4/1 7 -1'Overlot Fill - 4'S 4'E NW corner Lot 14 Block 10 A 16.4%108.9 0.4%
272 4/1 5 -1'Overlot Fill - 7'S 11'E NW corner Lot 16 Block 10 Pass
273 4/1 6 -1'Overlot Fill - 9'S 6'W NE corner Lot 15 Block 10 A 17.9%108.8 1.9%
A 17.7%106.7 1.7%97%Pass
99%Pass Pass
Pass
271 4/1 4 -0.5'Retest #269 A 18.5%106.7 2.5%97%Pass Pass
Pass
269 4/1 2 -0.5'Overlot Fill - Lot 16 Block 10 *FAIL*
270 4/1 3 -0.5'Overlot Fill - Lot 18 Block 10 A 18.2%104.9 2.2%
A 12.2%96.6 -3.8%88%*FAIL*
95%Pass
Moisture Compaction
268 4/1 1 -0.5'Overlot Fill - Lot 14 Block 10 A 17.3%
Number Number ID
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(Pass/Fail)
106.1 1.3%96%Pass
Test Test Proctor Moisture Mo
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Field Results
DryMaterial Tested and LocationProjectDateDailyDepth
Density
Fort Collins, Colorado
Project # 22-2002
April 2022
Field Moisture/Density Testing Summary
COUNTRY CLUB RESERVE
Procedure D-698
Compaction Requirement 95% Min
Moisture Content Requirement -1 to +3%
Optimum Moisture Content (%)16.0%
Maximum Dry Density (pcf)110.0
Compaction Requirement
Proctor ID:A
99%Pass Pass
347 4/13 8 -1'Sewer Main Backfill - Turnberry Rd STA 25+28 PassA17.0%107.0 1.0%97%Pass
346 4/13 7 -2'Sewer Main Backfill - Turnberry Rd STA 25+20 A 15.9%108.9 -0.1%
344 4/13 5 -6'Sewer Main Backfill - Turnberry Rd STA 25+25 Pass
345 4/13 6 -5'Sewer Main Backfill - Turnberry Rd STA 25+30 A 17.9%107.9 1.9%
A 17.6%107.5 1.6%98%Pass
98%Pass Pass
99%Pass Pass
343 4/13 4 S.G.Reconditioned Subgrade - Turnberry Rd STA 22+50 A 16.1%106.1 0.1%96%Pass Pass
342 4/13 3 S.G.Reconditioned Subgrade - Turnberry Rd STA 24+50 A 15.0%109.2 -1.0%
97%Pass Pass
341 4/13 2 -3'Sewer Main Backfill - Turnberry Rd STA 24+72 PassA15.5%109.0 -0.5%99%Pass
340 4/13 1 -7'Sewer Main Backfill - Turnberry Rd STA 24+82 A 15.9%106.9 -0.1%
338 4/12 5 S.G.Reconditioned Subgrade - Turnberry Rd STA 26+50 Pass
339 4/12 6 Grade Overlot Fill - 9'W SW corner Lot 1 Block 10 A 16.9%109.2 0.9%
A 16.1%106.4 0.1%97%Pass
99%Pass Pass
98%Pass Pass
337 4/12 4 S.G.Reconditioned Subgrade - Turnberry Rd STA 28+50 A 15.2%109.0 -0.8%99%Pass Pass
336 4/12 3 S.G.Reconditioned Subgrade - Turnberry Rd STA 30+50 A 15.0%107.9 -1.0%
98%Pass Pass
335 4/12 2 -3'Sewer Main Backfill - Turnberry Rd STA 22+75 PassA15.5%108.5 -0.5%99%Pass
334 4/12 1 -5'Sewer Main Backfill - Turnberry Rd STA 22+82 A 15.9%108.0 -0.1%
332 4/11 14 -2.5'Overlot Fill - 8'S 4'W SW corner Lot 18 Block 10 Pass
333 4/11 15 -2.5'Overlot Fill - 5'S 9'E SE corner Lot 13 Block 10 A 17.5%107.7 1.5%
A 17.1%108.2 1.1%98%Pass
98%Pass Pass
95%Pass Pass
331 4/11 13 Grade Overlot Fill - 8'N NW corner Lot 15 Block 9 A 19.0%104.6 3.0%95%Pass Pass
330 4/11 12 Grade Overlot Fill - 5'N 2'E NW corner Lot 8 Block 9 A 18.7%104.9 2.7%
97%Pass Pass
329 4/11 11 Grade Sewer Main Backfill - Turnberry Rd STA 20+50 PassA16.0%109.0 0.0%99%Pass
328 4/11 10 -8'Sewer Main Backfill - Turnberry Rd STA 21+00 A 17.5%106.3 1.5%
326 4/11 8 -4'Sewer Main Backfill - Turnberry Rd STA 20+87 Pass
327 4/11 9 -6'Sewer Main Backfill - Turnberry Rd STA 20+95 A 16.3%108.1 0.3%
A 15.9%105.5 -0.1%96%Pass
98%Pass Pass
97%Pass Pass
325 4/11 7 -2'Sewer Main Backfill - Turnberry Rd STA 20+82 A 17.8%105.9 1.8%96%Pass Pass
324 4/11 6 Grade Sewer Main Backfill - Turnberry Rd STA 19+00 A 17.8%106.2 1.8%
99%Pass Pass
323 4/11 5 -1'Sewer Main Backfill - Turnberry Rd STA 20+05 PassA16.9%106.4 0.9%97%Pass
322 4/11 4 -3'Sewer Main Backfill - Turnberry Rd STA 20+10 A 16.4%109.3 0.4%
320 4/11 2 -7'Sewer Main Backfill - Turnberry Rd STA 20+20 Pass
321 4/11 3 -5'Sewer Main Backfill - Turnberry Rd STA 20+15 A 17.3%105.9 1.3%
A 17.1%105.7 1.1%96%Pass
96%Pass Pass
99%Pass Pass
319 4/11 1 -9'Sewer Main Backfill - Turnberry Rd STA 20+25 A 17.3%108.6 1.3%99%Pass Pass
318 4/8 15 -1'Overlot Fill - 26'N 18'E NW corner Lot 15 Block 10 A 16.2%109.3 0.2%
96%Pass Pass
317 4/8 14 -1'Overlot Fill - 20'E NW corner Lot 10 Block 9 PassA17.9%104.9 1.9%95%Pass
316 4/8 13 Grade Overlot Fill - 9'S 10'W NE corner Lot 13 Block 10 A 18.8%105.2 2.8%
314 4/8 11 -0.5'Overlot Fill - 146'N 152'E NW corner Lot 15 Block 10 Pass
315 4/8 12 Grade Overlot Fill - 12'S 8'E NW corner Lot 16 Block 10 A 18.1%104.7 2.1%
A 18.6%108.4 2.6%99%Pass
95%Pass Pass
98%Pass Pass
313 4/8 10 -0.5'Overlot Fill - 187'N 169'E NW corner Lot 15 Block 10 A 19.0%104.6 3.0%95%Pass Pass
312 4/8 9 -7'Sewer Main Backfill - Turnberry Rd STA 18+90 A 16.9%107.3 0.9%
97%Pass Pass
311 4/8 8 -4'Sewer Main Backfill - Turnberry Rd STA 18+82 PassA16.3%106.9 0.3%97%Pass
310 4/8 7 -3'Sewer Main Backfill - Turnberry Rd STA 18+75 A 16.5%106.2 0.5%
308 4/8 5 Grade Sewer Main Backfill - Turnberry Rd STA 16+50 Pass
309 4/8 6 -1'Sewer Main Backfill - Turnberry Rd STA 18+72 A 17.7%105.0 1.7%
A 16.5%104.8 0.5%95%Pass
95%Pass Pass
Pass
307 4/8 4 -8'Sewer Main Backfill - Turnberry Rd STA 17+70 A 18.2%104.6 2.2%95%Pass Pass
Pass
305 4/8 2 -4'Sewer Main Backfill - Turnberry Rd STA 17+50 Pass
306 4/8 3 -6'Sewer Main Backfill - Turnberry Rd STA 17+60 A 17.0%108.9 1.0%
A 18.2%107.0 2.2%97%Pass
99%Pass
Moisture Compaction
304 4/8 1 -2'Sewer Main Backfill - Turnberry Rd STA 17+40 A 17.8%
Number Number ID
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(Pass/Fail)
108.6 1.8%99%Pass
Test Test Proctor Moisture Mo
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Field Results
DryMaterial Tested and LocationProjectDateDailyDepth
Density
Fort Collins, Colorado
Project # 22-2002
April 2022
Field Moisture/Density Testing Summary
COUNTRY CLUB RESERVE
Procedure D-698 D-698
Compaction Requirement 95% Min 95% Min
Moisture Content Requirement -1 to +3%±2%
Optimum Moisture Content (%)16.0%7.0%
Maximum Dry Density (pcf)110.0 137.0
Compaction Requirement
Proctor ID:A B
99%Pass Pass3844/22 6 -5'Storm Drain Backfill - Subdrain B STA 12+00 A 16.4%108.8 0.4%
382 4/22 4 -1'Overlot Fill - 15'N 15'W SE corner Lot 5 Block 9 Pass
383 4/22 5 -5'Storm Drain Backfill - Subdrain B STA 10+75 A 15.9%109.3 -0.1%
A 19.0%107.2 3.0%97%Pass
99%Pass Pass
97%Pass Pass
381 4/22 3 -1'Overlot Fill - 24'S 18'E NW corner Lot 2 Block 9 A 18.7%109.0 2.7%99%Pass Pass
380 4/22 2 -1'Overlot Fill - 105'S 75'W NE corner Lot 6 Block 7 A 18.5%106.5 2.5%
99%Pass Pass
379 4/22 1 Grade Overlot Fill - 103'S 15'E NE corner Lot 6 Block 7 PassA16.9%106.9 0.9%97%Pass
378 4/21 6 -2'Storm Drain Backfill - Subdrain A STA 13+00 A 16.0%108.7 0.0%
376 4/21 4 -2'Storm Drain Backfill - Subdrain A STA 11+00 Pass
377 4/21 5 -2'Storm Drain Backfill - Subdrain A STA 12+00 A 16.8%106.4 0.8%
A 15.6%105.9 -0.4%96%Pass
97%Pass Pass
99%Pass Pass
375 4/21 3 -2'Overlot Fill - 102'S 90'W NE corner Lot 6 Block 7 A 17.5%106.1 1.5%96%Pass Pass
374 4/21 2 -1'Overlot Fill - 104'S 12'E NE corner Lot 6 Block 7 A 17.2%108.4 1.2%
96%Pass Pass
373 4/21 1 ABC Aggregate Base Course - Intersection of Turnberry Rd & Serramante Dr PassB5.0%133.6 -2.0%98%Pass
372 4/20 8 ABC Aggregate Base Course - Turnberry Rd 600'S Serramante Dr B 5.9%130.9 -1.1%
370 4/20 6 ABC Aggregate Base Course - Turnberry Rd 200'S Serramante Dr Pass
371 4/20 7 ABC Aggregate Base Course - Turnberry Rd 400'S Serramante Dr B 5.5%134.2 -1.5%
B 5.6%131.8 -1.4%96%Pass
98%Pass Pass
97%Pass Pass
369 4/20 5 -1'Sewer Main Backfill - Turnberry Rd STA 31+50 A 17.3%107.5 1.3%98%Pass Pass
368 4/20 4 -1'Sewer Main Backfill - Turnberry Rd STA 31+45 A 16.3%107.1 0.3%
96%Pass Pass
367 4/20 3 -3'Sewer Main Backfill - Turnberry Rd STA 31+50 PassA15.0%107.8 -1.0%98%Pass
366 4/20 2 -5'Sewer Main Backfill - Turnberry Rd STA 31+55 A 15.2%105.9 -0.8%
364 4/19 5 -3'Overlot Fill - 108'S 100'W NE corner Lot 6 Block 7 Pass
365 4/20 1 -8'Sewer Main Backfill - Turnberry Rd STA 31+60 A 17.9%108.8 1.9%
A 18.7%106.9 2.7%97%Pass
99%Pass Pass
99%Pass Pass
363 4/19 4 -2'Overlot Fill - 105'S 60'E NE corner Lot 6 Block 7 A 18.4%106.6 2.4%97%Pass Pass
362 4/19 3 -4'Sewer Main Backfill - Turnberry Rd STA 27+75 A 16.0%109.1 0.0%
97%Pass Pass
361 4/19 2 -6'Sewer Main Backfill - Turnberry Rd STA 27+80 PassA17.8%106.8 1.8%97%Pass
360 4/19 1 -8'Sewer Main Backfill - Turnberry Rd STA 27+85 A 17.5%106.4 1.5%
358 4/18 7 -4'Overlot Fill - 100'S 33'W NE corner Lot 6 Block 7 Pass
359 4/18 8 -2.5'Overlot Fill - 104'S 30'E NE corner Lot 6 Block 7 A 17.2%106.7 1.2%
A 19.0%104.8 3.0%95%Pass
97%Pass Pass
97%Pass Pass
357 4/18 6 -2'Sewer Main Backfill - Turnberry Rd STA 26+52 A 17.9%106.4 1.9%97%Pass Pass
356 4/18 5 -5'Sewer Main Backfill - Turnberry Rd STA 26+60 A 17.7%107.2 1.7%
98%Pass Pass
355 4/18 4 -7'Sewer Main Backfill - Turnberry Rd STA 26+65 PassA16.0%105.9 0.0%96%Pass
354 4/18 3 -3'Sewer Main Backfill - Turnberry Rd STA 26+69 A 16.8%108.2 0.8%
352 4/18 1 -8'Sewer Main Backfill - Turnberry Rd STA 26+82 Pass
353 4/18 2 -6'Sewer Main Backfill - Turnberry Rd STA 26+75 A 17.5%106.0 1.5%
A 17.1%106.9 1.1%97%Pass
96%Pass Pass
Pass
351 4/14 4 ABC Aggregate Base Course - Turnberry Rd STA 25+00 B 5.2%133.8 -1.8%98%Pass Pass
Pass
349 4/14 2 ABC Aggregate Base Course - Turnberry Rd STA 29+00 Pass
350 4/14 3 ABC Aggregate Base Course - Turnberry Rd STA 27+00 B 5.8%131.0 -1.2%
B 5.6%136.0 -1.4%99%Pass
96%Pass
Moisture Compaction
348 4/14 1 ABC Aggregate Base Course - Turnberry Rd STA 31+00 B 5.4%
Number Number ID
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(Pass/Fail)
131.6 -1.6%96%Pass
Test Test Proctor Moisture Mo
i
s
t
u
r
e
Va
r
i
a
b
i
l
i
t
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Field Results
DryMaterial Tested and LocationProjectDateDailyDepth
Density
Fort Collins, Colorado
Project # 22-2002
April 2022
Field Moisture/Density Testing Summary
COUNTRY CLUB RESERVE
2 of 11
Age
Specimen (days)
1.3a 3
1.3b 3
1.7a 7
1.7b 7
1.14a 14
1.14b 14
1.28a 28
1.28b 28
1.56a 56
1.56b 56
22-2002
Summary of Cast-In-Place Concrete Test
COUNTRY CLUB RESERVE
Fort Collins, Colorado
General
Set #1 Application
Location Inlet A3 Mix Code A4785
Inlet Wall
Placement Date 4/1/22 Supplier SRM Concrete
1603
Sample Time 4:18 PM Water Added On Site 7 gallons
Placement Type Chute Ticket #N/A
Batch Time 4:08 PM Truck #
Sampled At (yards)Field Personnel LK
Project Specifications and Test Results
Test Specifications Results
Slump (in) ASTM C-143 4" Max 3"
Air Content (%)ASTM C-231 5.0% - 8.0%5.0%
Unit Weight (pcf)Field -145.0
Air Temperature @ Time of Placement -61 °F
Concrete Temperature ASTM C-1064 90˚ Max 70 °F
Compressive Strength Test Results (ASTM C-39/C-31)
Maximum Applied Compressive Strength Rounded Avg.
28-day Compressive Strength (min)4,500 psi See Below
-
62690 Cone/Shear 4989 494061530Cone/Shear 4896
Load (lbs)Failure Type (psi)(psi)
------
-----
-------
--
-
Specimen Diameter = 4 in Specimen Cross-Sectional Area = 12.57 sq in
------
2 of 5
Age
Specimen (days)
1.3a 3
1.3b 3
1.7a 7
1.7b 7
1.14a 14
1.14b 14
1.28a 28
1.28b 28
1.56a 56
1.56b 56 -
Specimen Diameter = 4 in Specimen Cross-Sectional Area = 12.57 sq in
------
-----
-------
--
-
60750 Cone/Shear 4834 495063750Cone/Shear 5073
Load (lbs)Failure Type (psi)(psi)
------
Compressive Strength Test Results (ASTM C-39/C-31)
Maximum Applied Compressive Strength Rounded Avg.
28-day Compressive Strength (min)4,500 psi See Below
Unit Weight (pcf)Field -140.8
Air Temperature @ Time of Placement -46 °F
Concrete Temperature ASTM C-1064 90˚ Max 71 °F
Slump (in) ASTM C-143 4" Max 4"
Air Content (%)ASTM C-231 5.0% - 8.0%5.5%
Project Specifications and Test Results
Test Specifications Results
Sampled At (yards)Field Personnel LK
1903
Sample Time 10:18 AM Water Added On Site None
Placement Type Chute Ticket #13000345
Batch Time 9:21 AM Truck #
Location Outlet A4 Mix Code A4785
Outlet Walls
Placement Date 4/5/22 Supplier SRM Concrete
General
Set #2 Application
22-2002
Summary of Cast-In-Place Concrete Test
COUNTRY CLUB RESERVE
Fort Collins, Colorado
Maximum
COUNTRY CLUB RESERVE
Approximate Test Location
Density
Date Test #Lift Mix With Theoretical Percent Percent
FORT COLLINS, CO
Project # 22-2002
APRIL 2022
Field Asphaltic Concrete Density Test Summary
Gauge Specific Compaction Compaction (Pass/Fail)
4/19 1 BM 5493 145.3 155.2 94%92-96%PassTurnberry Road STA 31+00
Correction Gravity Required
Pass
4/19 3 BM 5493 148.0 155.2 92-96%Pass95%
4/19 2 BM 5493 145.7 155.2 94%92-96%Turnberry Road STA 29+00
Turnberry Road STA 27+00
4/19 4 BM 5493 146.9
4/19 5 BM 5493
Turnberry Road STA 25+00
Turnberry Road STA 23+00
155.2 95%92-96%Pass
145.9
146.6 155.2 94%92-96%Pass
155.2 94%92-96%Pass
146.5 155.2 94%92-96%Pass
4/19 9 IM 5493
4/19 8 IM 5493
4/19 6 BM 5493
4/19 7 IM 5493
Turnberry Road STA 21+00
Turnberry Road STA 30+50
Turnberry Road STA 28+50
Turnberry Road STA 26+50
155.2 94%92-96%Pass
147.4
148.7 155.2 96%92-96%Pass
146.2
4/19 11 IM 5493
4/19 10 IM 5493Turnberry Road STA 24+50
Turnberry Road STA 22+50
155.2 95%92-96%Pass
147.2
146.9 155.2 95%92-96%Pass
4/21 13 BM 5493
4/19 12 IM 5493Turnberry Road STA 20+50
Intersection of Turnberry Road & Serramonte Drive
155.2 95%92-96%Pass
142.0
142.0 153.3 93%92-96%Pass
4/21 15 BM 5493
4/21 14 BM 5493Turnberry Road 80'S Serramonte Drive
Turnberry Road 180'S Serramonte Drive
153.3 93%92-96%Pass
143.4
142.2 153.3 93%92-96%Pass
4/21 17 BM 5493
4/21 16 BM 5493Turnberry Road 280'S Serramonte Drive
Turnberry Road 380'S Serramonte Drive
153.3 94%92-96%Pass
142.5
142.9 153.3 93%92-96%Pass
4/21 18 BM 5493 153.3 93%92-96%Pass
142.9 153.3 93%92-96%Pass
Turnberry Road 480'S Serramonte Drive
4/22 21 IM 5493
4/22 20 IM 5493
4/21 19 BM 5493Turnberry Road 580'S Serramonte Drive
Turnberry Road 100'S Serramonte Drive
Intersection of Turnberry Road & Serramonte Drive
153.3 93%92-96%Pass
143.7
144.3 153.3 94%92-96%Pass
143.0
4/22 22 IM 5493 153.3 94%92-96%Pass
144.0 153.3 94%92-96%Pass
Turnberry Road 200'S Serramonte Drive
4/22 25 IM 5493
4/22 24 IM 5493
4/22 23 IM 5493Turnberry Road 300'S Serramonte Drive
Turnberry Road 400'S Serramonte Drive
Turnberry Road 525'S Serramonte Drive
153.3 94%92-96%Pass
143.5 153.3 94%92-96%Pass
143.9
BM = Bottom Mat IM = Intermediate Mat
COUNTRY CLUB RESERVE
FORT COLLINS, CO
Project #22-2002
APRIL 2022
ASPHALT EXTRACTION/GRADATION TEST SUMMARY
EXTRACTION (ASTM D-2172)
ASPHALT CONTENT (%)MIX DESIGN SPECIFICATION
5.26%-+/--
SIEVE ANALYSIS (ASTM C-136 & C-117)
SIEVE SIZE SPECIFICATION PERCENT PASSING
1 1/2"100%
1"100%
3/4"-97%
1/2"-86%
3/8"-81%
No. 4 -66%
No. 8 -51%
No. 16 -36%
No. 30 -23%
No. 50 -13%
No. 100 -8%
No. 200 -6.1%
Sample Date/Time 4-19-22
Location Turnberry Road STA 23+00
Asphalt Mix 5493
Lift Bottom
Supplier Martin Marietta
Truck #RMTMM2009
Ticket #53056766
Lift Intermediate
Supplier Martin Marietta
Truck #RMTAKR047
Ticket #54027757
Sample Date/Time 4-21-22
Location Turnberry Road 420' S Serramonte Way
Asphalt Mix 5493
No. 100 -9%
No. 200 -5.9%
No. 30 -24%
No. 50 -14%
48%
No. 16 -35%
No. 4 -72%
No. 8 -
3/8"-84%
1/2"-90%
3/4"-100%
1"100%
SIEVE ANALYSIS (ASTM C-136 & C-117)
SIEVE SIZE SPECIFICATION PERCENT PASSING
1 1/2"100%
5.60%-+/--
EXTRACTION (ASTM D-2172)
ASPHALT CONTENT (%)MIX DESIGN SPECIFICATION
ASPHALT EXTRACTION/GRADATION TEST SUMMARY
COUNTRY CLUB RESERVE
FORT COLLINS, CO
Project #22-2002
APRIL 2022
B M
V.P.
V.P.V.P.V.P.
A.R.V.GAS
GAS
V.P.V.P.
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VAULT
CABLE
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CABLE
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W
W
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14
"
W
1
9
7
6
(
A
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14
"
W
1
9
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(
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14
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W
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/ / / / / / / /
15
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S
S
12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W
IR
IR
16
"
W
16
"
W
16
"
W
16
"
W
16
"
W
RAIN GARDEN 2
RAIN GARDEN 3
RAIN GARDEN 1
TU
R
N
B
E
R
R
Y
R
O
A
D
E. DOUGLAS ROAD
TU
R
N
B
E
R
R
Y
R
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A
D
E. DOUGLAS ROAD
LID EXHIBIT
FORT COLLINS, CO
COUNTRY CLUB RESERVE
E N G I N E E R N GI
EHTRON R N
11.11.2020
D:\PROJECTS\1324-001\DWG\EXHIBITS\1324-001_LID ROUTING.DWG
LEGEND:
RAIN GARDEN 1
RAIN GARDEN 2
RAIN GARDEN 3( IN FEET )
0
1 INCH = 250 FEET
250 250
LID Treatment Summary Table
Raingarden ID Total Drainage Area
(Ac.)
Raingarden Req'd
Min. Volume (Cu.-Ft.)
Raingarden#1 8.02 5423
Raingarden#2 15.54 8294
Raingarden#3 6.32 3836
Total Newly Developed Area Treated 29.88 Ac.
Total Newly Developed Area 33.43 Ac.
Percent of Newly Developed Area Treated 89.38 %
RAIN GARDEN 1
RAIN GARDEN 21
RAIN GARDEN 12
Rip-rap has been buried
RAIN GARDEN 2
RAIN GARDEN 3 Rip-rap has been buried
RAIN GARDEN 3
RAIN GARDEN 3
1
Blaine Mathisen
From:Dan Mogen <dmogen@fcgov.com>
Sent:Friday, February 28, 2025 11:41 AM
To:Chris LaPlante; Blaine Mathisen; Marcus Steward; Amy Dolinger; JD Padilla; Nico Padilla
Cc:Andrew Crecca; Dave Betley; Sophie Buckingham; Jeremy Fulks; Kathryne Marko
Subject:RE: Country Club Reserve - Drainage Cert
Follow Up Flag:Follow up
Flag Status:Completed
Hi Chris, Blaine, and all –
We’re getting close, but we have a few ends to tie up or verify before I can sign off. I went back thru what’s been
communicated thru emails and notes on the certification and I’m seeing three main things (see list below). Additionally,
there is the issue with Prospect Energy and, I’m going to call it, the “re-certification” of the remediated area around rain
garden #2. Prospect Energy has stopped work, and their consultant that was going to complete the re-certification
(Apex) has communicated they are not stamping/re-certifying any re-work of the area impacted by Prospect’s
remediation efforts. Kathryne, Drew, and I need some guidance from the City Attorney’s Office on how to proceed with
that situation in light of these latest updates. In the meantime, I want to keep things moving with the other pieces to
wrap up for acceptance.
Blaine, can you please upload the ponds to the State portal? There are a couple items to include in addition to the docs
referenced at the end of the certification package, but most are already included elsewhere in the package. Let me
know if you have any questions about what should be uploaded (full list from the cert form is below).
Dave, Sophie, or Jeremy – please see #2 below. Can you please let me know if anything further is needed on the
encroachment permit? My apologies if I’ve missed a follow since I sent that note out last July.
Chris/JD, can you please let me know who will be taking over maintenance responsibilities? We’ll need to have that
party present at the close-out meeting, and we can start working on scheduling once we know all appropriate parties.
1. Need to upload ponds to State portal
a. The cover sheet from the approved drainage report
b. The stamped certification page from the approved drainage report
c. As-built topographic survey
d. Stamped certification page from the Overall Site & Drainage Certification
e. PDF output from the Stormwater Detention and Infiltration Design Data Spreadsheet
2. An encroachment permit for the private outfall pipe needed.
a. To include certification letter addressing outfall condition specifically.
b. Dave to follow up on whether or not the encroachment has already been permitted and follow up with
the group.
3. Close-out site walk needed to verify conditions and go over post-construction requirements.
. . . . . . . . . . . . . . . . . .
DAN MOGEN
Pronouns: he/him
Development Review Engineer
970-305-5989 mobile
City of Fort Collins
Stormwater Infrastructure
and LID Inspection Form
Project:Country Club Reserve
Date of Inspection:9/27/2024 Inspector:Drew Crecca
Feature Type:Condition at time of Inspection:
Rain Garden Acceptable
Feature Location on the site:
Southeast Side
Features Inspected on this visit:
Inspection Notes:
*Disclaimer: this inspection serves as a check on the current state of installation and is in no way a final
acceptance or certification of the Stormwater Features. In Field Inspection Check Lists and Final
Certification will be the responsibility of the installation contractor, contractor, and development
engineer to complete and provide for acceptance by City Water Utility Engineers*
Raingarden #2 was impacted by petrolium mining materials thet were released
onto the site from a ruptured transmission line. Contractor removed all
contaminated materials and rebuilt raingarden per original specifications. This
inspection report serves as verification that all layers and unnderdrain were re-
installed to the correct depths per approved utility plans.
CITY INSPECTION REPORT FOR PROSPECT ENERGY CLEAN UP FOR RAIN GARDEN 2
Replaced Under-drain bedded in reservoir aggregate
Layers of Reservoir Aggregate, Diaphragm
Aggregate & Bio-media Verification of Material Depths
CITY INSPECTION REPORT FOR PROSPECT ENERGY CLEAN UP FOR RAIN GARDEN 2
PROSPECT ENGERY CORRECTIONS BY DEVELOPMENT TEAM
PHOTOS FROM 03.25.2025
RAIN GARDEN 2 FOREBAY
REGRADED SWALE - SOUTH OF BLOCK 6 LOTS 1-3
NORTHERNENGINEERING.COM | 970.221.4158 DRAINAGE SITE CERTIFICATION LETTER: COUNTRY CLUB RESERVE
FORT COLLINS | GREELEY APPENDIX
Appendix C
WATER QUALITY & DETENTION
CAPTURE VOLUMES
Country Club Reserve
Final Drainage and Erosion Control Report 10
Pond 1 would overtop enter the Type C inlet and release 4.1 cfs (Please see
the SWMM Blocked Outlet Scenario computations, Appendix C).
In the unlikely scenario where the outlet pipe were to become overwhelmed or
clogged, the full 44.91 ac-ft detention volume could be utilized. Flows in
excess of that volume would spill to the southeast and into the Turnberry right-
of-way.
6. 100-year overflow from Raingardens 1 through 3 will be directed across large
vegetated areas, which will act as a means of spreading 100-year overflow. At
each point of overflow we have added erosion fabric at a minimum which will
act to stabilize overflow areas, and allow for revegetation of disturbed soil to
occur. There is also riprap rundowns as well as concrete weirs that will more
than adequately maintain stabilization. 100-year overflow areas are noted on
the Drainage Exhibit. Please see overflow calculations provided in Appendix
D.
7. A subdrain system is proposed for the development site, which will drain via
the outfall pipe for proposed Pond 1. Per the groundwater study for the
subdrain system an estimated peak discharge from the subdrain system is
0.022 cfs (10 gallons per minute). Ultimately, Country Club Reserve is
releasing at 9.46 cfs from Pond 1 into the No. 8 Ditch and the subdrain is
tying in downstream of our outlet structure therefore the max release rate into
the No.8 Ditch is 9.482 (9.46+.022 = 9.482). The Ditch company has
agreed to accept a flow rate of 10.0 cfs. Therefore, the subdrain flows have no
impact on the SWMM modeling since they are not being detained and are
bypassing detention. Please see the Utility Plans for additional information.
Table 2, below, summarizes results of final SWMM modeling. Please see
SWMM modeling output provided in Appendix C.
TABLE 2 – SWMM SUMMARY TABLE
8. This development site is somewhat unique in that there is a significant portion of the
overall property that will be merely regraded or left as untouched open space. For the
purpose of calculating required LID treatment volume and water quality capture
volume, we have determined a “Total Newly Developed Area” acreage of 33.43 acres
as noted in the LID Exhibit provided in Appendix D. This area is based on residential
lots, streets, and open space areas being developed within the site. Areas within the
property boundary that are merely being regraded but will experience no additional
imperviousness are not included in this area.
9. Rain Gardens (designed as porous landscape detention (PLD) holding cells) are
proposed as the primary LID treatment method for the site. The PLD’s will provide
standard 12-hour porous landscape detention (PLD) treatment. PLD basins will be
incorporated in the upper stages of Ponds1 and 2. The site will provide in excess of
the onsite LID treatment requirement 75% of newly developed areas. Please see LID
computations and an LID Exhibit provided in Appendix D.
Pond ID
100-Yr.
Detention
Vol. (Ac-Ft)
Water Quality
Capture Volume
(Ac-Ft)
Water Quality
Capture Volume
WSEL (Ft)
Total
Req'd Vol.
(Ac-Ft)
100-Yr.
WSEL (Ft)
Peak
Release
(cfs)
Pond 1 18.40 0.32 5057.00 18.72 5064.30 9.46
Pond 2 1.70 N/A N/A 1.70 5079.80 3.10
POND SUMMARY TABLE
Project:
Date:
Pond No.:
5,055.00 13,940.00 cu. ft.
5,057.06 5,057.06
26,278.88 cu. ft.2.06 ft.
5,067.00 801,504 cu. ft.
5,064.26
Max. Elev. Min. Elev. cu. ft. acre ft cu. ft. acre ft
5,055.00 N/A 146 0.00 0.00 0.00 0.00 0.00
5,056.00 5,055.00 3,883 1.00 2,014.59 0.05 2,014.59 0.05
5,057.00 5,056.00 16,858 1.00 10,370.35 0.24 12,384.94 0.28
5,058.00 5,057.00 34,910 1.00 25,883.82 0.59 38,268.75 0.88
5,059.00 5,058.00 57,222 1.00 46,065.98 1.06 84,334.73 1.94
5,060.00 5,059.00 82,342 1.00 69,782.11 1.60 154,116.84 3.54
5,061.00 5,060.00 111,177 1.00 96,759.35 2.22 250,876.19 5.76
5,062.00 5,061.00 148,056 1.00 129,616.10 2.98 380,492.29 8.73
5,063.00 5,062.00 182,306 1.00 165,180.88 3.79 545,673.16 12.53
5,064.00 5,063.00 212,225 1.00 197,265.75 4.53 742,938.91 17.06
5,065.00 5,064.00 238,836 1.00 225,530.73 5.18 968,469.63 22.23
5,066.00 5,065.00 265,088 1.00 251,962.29 5.78 1,220,431.92 28.02
5,067.00 5,066.00 288,850 1.00 276,969.01 6.36 1,497,400.93 34.38
STAGE STORAGE CURVE
Contour Contour
Surface Area
(ft2)
Depth (ft)
Incremental Volume Cummalitive Volume
Pond Stage Storage Curve
1324-001
Fort Collins, CO
B. Mathisen
Elev at WQ Volume:
Country Club Reserve
April 3, 2023
Pond Outlet and Volume Data
Outlet Elevation:Water Quality Volume:
Elev at 100-yr Volume:
Crest of Pond Elev.:
Volume at Grate:
Grate Elevation:
Storage and Water Quality Pond 1
Project Number:
Project Location:
Calculations By:1
Water Quality Depth:
100-yr WQ Volume:
1
Project Number:
Project Name:
Project Location:
Pond No:Calc. By:B. Mathisen
Orifice Dia (in):10 8/16
Orifice Area (sf):0.60
Orifice invert (ft):5,055.00
Orifice Coefficient:0.65
Elevation Stage (ft)Velocity (ft/s)Flow Rate (cfs)Comments
5,055.00 0.00 0.00 0.00
5,056.00 1.00 5.21 3.12
5,057.00 2.00 7.37 4.41
5,058.00 3.00 9.03 5.40
5,059.00 4.00 10.43 6.23
5,060.00 5.00 11.66 6.97
5,061.00 6.00 12.77 7.64
5,062.00 7.00 13.79 8.25
5,063.00 8.00 14.75 8.82
5,064.00 9.00 15.64 9.35
5,064.26 9.26 15.87 9.49 100-YR WSEL
5,065.00 10.00 16.49 9.86
5,066.00 11.00 17.29 10.34
5,067.00 12.00 18.06 10.80
Orifice Rating Curve
ORIFICE RATING CURVE
1324-001
Country Club Reserve
Fort Collins
Pond 1
Orifice Design Data
Detention Pond 1
NORTHERNENGINEERING.COM | 970.221.4158
FORT COLLINS | GREELEY
Project:
Date:
Pond No.:
5,055.00 13,940.00 cu. ft.
N/A N/A
N/A cu. ft.N/A ft.
5,067.00 74,052 cu. ft.
5,079.80
Max. Elev. Min. Elev. cu. ft. acre ft cu. ft. acre ft
5,079.00 N/A 74,143 0.00 0.00 0.00 0.00 0.00
5,079.20 5,079.00 77,076 0.20 15,121.90 0.35 15,121.90 0.35
5,079.40 5,079.20 80,046 0.20 15,712.20 0.36 30,834.10 0.71
5,079.60 5,079.40 83,053 0.20 16,309.90 0.37 47,144.00 1.08
5,079.80 5,079.60 86,099 0.20 16,915.20 0.39 64,059.20 1.47
5,080.00 5,079.80 89,525 0.20 17,562.40 0.40 81,621.60 1.87
Elev at 100-yr Volume:
Crest of Pond Elev.:
Volume at Grate:
Grate Elevation:
Storage and Water Quality Pond 2
Project Number:
Project Location:
Calculations By:2
Water Quality Depth:
100-yr WQ Volume:
STAGE STORAGE CURVE
Contour Contour
Surface Area
(ft2)
Depth (ft)
Incremental Volume Cummalitive Volume
Pond Stage Storage Curve
1324-001
Fort Collins, CO
A. Poincelot
Elev at WQ Volume:
Country Club Reserve
May 5, 2023
Pond Outlet and Volume Data
Outlet Elevation: Water Quality Volume:
1
STAGE STORAGE TABLE
AREA DEPTH AVG END VOL AVG END TOTAL CONIC VOL CONIC TOTAL
(SQ. FT)(FT)(CU. FT)(CU. FT)(CU. FT)(CU. FT)
5,070.00 8,560.08 N/A N/A 0.00 N/A 0.00
5,070.20 9,840.11 0.20 1,840.03 1,840.03 1,838.54 1,838.54
5,070.40 11,137.90 0.20 2,097.80 3,937.83 2,096.46 3,935.00
5,070.60 12,511.79 0.20 2,364.97 6,302.80 2,363.64 6,298.64
5,070.80 13,961.77 0.20 2,647.36 8,950.16 2,646.03 8,944.67
5,071.00 15,813.44 0.20 2,977.52 11,927.68 2,975.60 11,920.28
Rain Garden 1
ELEV
11,920 cu. ft. > 5,723 cu. ft. Therefore Rain Garden 1 meets FCSCM and the Approved Utility Plans.
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =59.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100)i = 0.590
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.19 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 349,351 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 =0.43 in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER =5,423.2 cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)DWQCV =12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin =4122 sq ft
D) Actual Flat Surface Area AActual =5204 sq ft
E) Area at Design Depth (Top Surface Area)ATop =6740 sq ft
F) Rain Garden Total Volume VT=5,723 cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y =ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 =N/A cu ft
iii) Orifice Diameter, 3/8" Minimum DO =N/A in
Design Procedure Form: Rain Garden (RG)
BPM
Northern Engineering
October 16, 2019
Country Club Reserve
Rain Garden #1
UD-BMP (Version 3.06, November 2016)
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
RainGarden1 - UD.xlsm, RG 10/16/2019, 1:45 PM
Rain Garden 1 - From Approved Drainage Report
Minimum flat areas
are greater that was
approved. See
Stage Storage
STAGE STORAGE TABLE
ELEV AREA
DEPTH
AVG END
AVG END
CONIC
CONIC
5,070.00 17,587.45 N/A N/A 0 N/A 0
5,070.20 18,246.30 0.2 3583.37 3583.37 3583.17 3583.17
5,070.40 18,945.25 0.2 3719.15 7302.53 3718.94 7302.11
5,070.60 19,914.15 0.2 3885.94 11188.47 3885.54 11187.64
Rain Garden 2
11,187 cu. ft. > 10,576 cu. ft. Therefore Rain Garden 2 meets FCSCM and the Approved Utility Plans.
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =41.5 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100)i = 0.415
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.15 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 676,922 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 =0.43 in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER =8,294.2 cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)DWQCV =7 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin =5618 sq ft
D) Actual Flat Surface Area AActual =17139 sq ft
E) Area at Design Depth (Top Surface Area)ATop =19121 sq ft
F) Rain Garden Total Volume VT=10,576 cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y =ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 =N/A cu ft
iii) Orifice Diameter, 3/8" Minimum DO =N/A in
Design Procedure Form: Rain Garden (RG)
BPM
Northern Engineering
November 11, 2020
Country Club Reserve
Raingarden #2
UD-BMP (Version 3.06, November 2016)
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
RainGarden2 - UD.xlsm, RG 11/11/2020, 12:52 PM
Rain Garden 2 - From Approved Drainage Report
Minimum flat
areas are greater
than what was
approved. See
Stage Storage
STAGE STORAGE TABLE
ELEV AREA
DEPTH
AVG END
AVG END
CONIC
CONIC
5,081.20 10,512.34 N/A N/A 0 N/A 0
5,081.40 11,612.48 0.2 2212.48 2212.48 2211.57 2211.57
5,081.60 12,746.10 0.2 2435.86 4648.34 2434.98 4646.55
Rain Garden 3
4646.55 cu. ft. > 3835.7 cu. ft. Therefore Rain Garden 3 meets FCSCM and the Approved Utility Plans.
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =51.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100)i = 0.510
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.17 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 275,299 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 =0.43 in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER =3,835.7 cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)DWQCV =4 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin =2808 sq ft
D) Actual Flat Surface Area AActual =11205 sq ft
E) Area at Design Depth (Top Surface Area)ATop =12133 sq ft
F) Rain Garden Total Volume VT=3,890 cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y =ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 =N/A cu ft
iii) Orifice Diameter, 3/8" Minimum DO =N/A in
Design Procedure Form: Rain Garden (RG)
BPM
Northern Engineering
October 16, 2019
Country Club Reserve
Raingarden #3
UD-BMP (Version 3.06, November 2016)
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
RainGarden3 - UD.xlsm, RG 10/16/2019, 1:48 PM
Rain Garden 3 - From Approved Drainage Report
Minimum flat areas
are greater that was
approved. See
Stage Storage
NORTHERNENGINEERING.COM | 970.221.4158 DRAINAGE SITE CERTIFICATION LETTER: COUNTRY CLUB RESERVE
FORT COLLINS | GREELEY APPENDIX
Appendix D
RECORD DRAWINGS
10
.
4
2
89.
7
4
89.39
89.
1
9
88.67
88.
1
6
87.6
9
86
.
3
9
88.1
7
86.0
5
86
.
5
7
87.47
88.3390.72
92.16
88.78
89.2
6
93.66
94.59
90.1
9
91.4
3
95.83
FG=90.08
TF=90.75
B
FG=88.18
TF=88.85
B
FG=91.67
TF=92.34
A
FG=92.71
TF=93.38
A
FG=93.79
TF=94.46
A
FG=94.88
TF=95.55
A
FG=93.34
TF=94.01
G
FG=94.59
TF=95.26
G
FG=95.84
TF=96.51
G
FG=97.11
TF=97.78
G
FG=92.09
TF=92.76
B
90.00
90.52
91.54
91.86
93.75
94.2
3
92.79
87.
6
8
16.38
15.5
5
14.3
2
10.99
9.
7
2
90.88
90.40
89.92
89.50
89.09
85.2
5
86.44
87.24
87.16
90.9
9
92.2
4
93.4
9
94.7
4
96.0
1
86.68
15.
4
5
14.
2
2 9.7
2
10
.
8
9
93.29
90
.
7
5
SIDEWALK CULVERT
(2
.
0
0
)
1.41
91.59
92.84
94.09
95.34
96.61
85.6
7
85.8
6
88.52
86.
5
9
88.00
88.58
88.00
86.99
86.99
85.86
85.86
85.3085.46
85.792.10
89.8
1
88.8
2
89.1
3
V.P.V.P.V.P.
A.R.V.
GAS
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E
E
E. DOUGLAS ROAD
BE
T
H
P
A
G
E
D
R
.
WINGED FOOT DR.
REPLAT
CHERRYWOOD
ACRES
TRACT 1A
REPLAT
CHERRYWOOD
ACRES
TRACT 1B
53'
ROW
30'
-
53'
ROW
30'
-
15'
UTILITY
EASEMENT SIDEWALK CULVERT
(2
.
0
0
)
LOT 3
LOT 4
LOT 1
LOT 2
LOT 1 LOT 2
LOT 4
LOT 3
LOT 2
LOT 6
LOT 5
BLOCK 8
BLOCK 9
BLOCK 1
BLOCK 9
BLOCK 9
20' ACCESS
DRIVE
TRACT C
ACCESS & DRAINAGE
EASEMENT
TRACT C
ACCESS & DRAINAGE
EASEMENT
10' PAN
"STOP"
SIGN
EXISTING PUMP
EXISTING WELL ROAD
EXISTING WELL ROAD
ABANDONED WELL
SWALE
EXISTING
STORM
CULVERT
EXISTING
STORM
CULVERT
EXISTING
STORM
CULVERT
5' WALKING TRAIL
9' U
T
I
L
I
T
Y
E
A
S
E
M
E
N
T
9' U
T
I
L
I
T
Y
E
A
S
E
M
E
N
T
9'
U
T
I
L
I
T
Y
E
A
S
E
M
E
N
T
9'
U
T
I
L
I
T
Y
E
A
S
E
M
E
N
T
9' UTILITY EASEMENT
ST
50
9
4
.
6
5
AB
509
5
.
8
3
AB
508
8
.
3
3
AB
50
8
7
.
3
6
AB
508
7
.
9
6
AB
5088
.
4
8
AB
5088
.
1
5
AB
50
8
8
.
5
0
AB 508
6
.
2
4
AB
508
5
.
9
3
AB
5110.48
AB
51
1
2
.
2
3
AB
5089.4
8
AB
5089
.
8
4
AB
5089
.
2
8
AB
5088.72
AB
5088.5
8
AB
508
8
.
2
1
AB
508
7
.
7
6
AB
509
0
.
7
8
AB
5092
.
2
1
AB
509
3
.
5
9
AB
508
6
.
5
5
AB
50
9
1
.
0
2
AB
5090
.
0
2
AB
508
9
.
2
3
AB
50
8
9
.
1
0
AB
508
8
.
6
5
AB
509
0
.
5
6
AB
5091
.
8
3
AB
5093
.
0
6
AB
5094
.
3
0
AB
509
5
.
5
8
AB
5093
.
0
0
AB
G1
GR
A
D
I
N
G
P
L
A
N
8
NORTH
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
before you dig.Call
R
( IN FEET )
0
1 INCH = 40 FEET
40 40 80 120
Sheet
of 76
CO
U
N
T
R
Y
C
L
U
B
R
E
S
E
R
V
E
02/25/21
KEYMAP
DOUGLAS RD
TU
R
N
B
E
R
R
Y
R
D
LEGEND:
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING
NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING
ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL
UNKNOWN UNDERGROUND UTILITIES.
2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT
DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY
INFORMATION.
3.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE
FINISHED GRADE ELEVATIONS UNLESS OTHERWISE NOTED.
4.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS
REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM.
5.CROSSPANS ALONG PUBLIC STREETS AT THE INTERSECTION OF PRIVATE DRIVES
SHALL HAVE CONCRETE EXTENDED TO THE RIGHT-OF-WAY LINE.
6.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM; NAVD 88
(UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES.
7.THE NATURAL HABITAT BUFFER ZONE IS INTENDED TO BE MAINTAINED IN A NATIVE
LANDSCAPE. PLEASE SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE
USES WITHIN THE NATURAL HABITAT BUFFER ZONE.
8.NO TREES SHALL BE REMOVED DURING THE SONGBIRD NESTING SEASON
(FEBRUARY 1 TO JULY 31) WITHOUT FIRST HAVING A PROFESSIONAL ECOLOGIST
OR WILDLIFE BIOLOGIST COMPLETE A NESTING SURVEY TO IDENTIFY ANY ACTIVE
NESTS EXISTING ON THE PROJECT SITE. THE SURVEY SHALL BE SENT TO THE
CITY ENVIRONMENTAL PLANNER. IF ACTIVE NESTS ARE FOUND, THE CITY CITY
WILL COORDINATE WITH RELEVANT STATE AND FEDERAL REPRESENTATIVES TO
DETERMINE WHETHER ADDITIONAL RESTRICTIONS ON TREE REMOVAL AND
CONSTRUCTION APPLY.
9.PLEASE REFER TO THE EROSION CONTROL PLAN SHEETS AND REPORT FOR
TEMPORARY CONTROL MEASURES AND CONSTRUCTION SEQUENCING THAT
SHALL BE USED TO PREVENT LOADING OF THIS DRAINAGE FACILITY WITH
SEDIMENT DURING CONSTRUCTION.
36.25
(36.25)
2.0%
NOTES:
W LOT (WALK-OUT)
EXISTING SPOT ELEVATION
PROPOSED SPOT ELEVATION
PROPOSED EASEMENT
EXISTING RIGHT OF WAY
PROPOSED LOT LINE
PROPERTY BOUNDARY
PROPOSED CURB AND GUTTER
PROPOSED SWALE
EXISTING CONTOUR
PROPOSED CONTOUR
PROPOSED STORM INLET
PROPOSED STORM SEWER
EXISTING STORM SEWER
PROPOSED RIGHT OF WAY
NATURAL HABITAT BUFFER ZONE (NHBZ)
T
PROPOSED SLOPES
A LOT A
B LOT B
G LOT (GARDEN)G
T LOT (TRANSITIONAL)T
MA
T
C
H
L
I
N
E
-
S
E
E
S
H
E
E
T
G2
MATCHLINE - SEE SHEET G4
G3G1G2
G6G5G4
78' R.O.W 48.6' EOP -
1
RE
C
O
R
D
D
R
A
W
I
N
G
SE
R
11
/
0
5
/
2
2
(7
9
.
8
3
)
(79
.
6
2
)
(78
.
7
3
)
(78.8
4
)
(78.9
1
)
(78.7
0
)
(78.4
7
)
(79.2
6
)
(78.2
0
)
89.39
88.67
86.0
5
86
.
5
7
85.
7
8
84.
9
9
85.0
5
84.
1
7
83.6
0
83.1
0
83.
4
1
84
.
2
0
82
.
6
2
82.
5
9
82.6
0
82.5
7
82
.
5
2
82.9
7
83.2
7
83.5
7
83.8
7
82
.
9
0
83.
2
0
83
.
5
0
83
.
8
0
84
.
1
0
84
.
4
0
84
.
7
0
85
.
0
0
85
.
3
0
85.
8
5
85
.
4
9
85.
6
1
85
.
8
9
86.
3
3
86.8
1
87.
0
0
86.
8
5
86
.
3
1
85.19
86.3
9
86
.
0
9
85.7
9
85.6
7
85
.
8
1
85
.
5
1
85.3
7
85.0
7
85
.
2
0
84.
8
9
84.7
7
84
.
5
9
84.
2
8
84.4
7
84.1
7
83
.
9
7
83.
6
6
83
.
3
5
83.
0
4
82.
7
7
82
.
8
6
82.7
6
83.04
83.3
3
80.79
81.29
79.72
78.51
78.70
75.92
83
.
4
1
82
.
6
5
82.
2
6
82
.
1
4
81
.
7
2
82.
3
9
84
.
1
4
80.
7
7
80
.
3
5
81
.
0
6
78.22
FG=85.30
TF=85.97
A
FG=86.32
TF=86.99
A
FG=85.39
TF=86.06
A
FG=86.23
TF=86.90
A
FG=86.36
TF=87.03
A
FG=86.58
TF=87.25
A
FG=86.46
TF=87.13
A
FG=86.46
TF=87.13
B
FG=86.24
TF=86.91
B
FG=86.55
TF=87.22
B
FG=86.86
TF=87.53
B
FG=86.84
TF=87.51
B
FG=88.18
TF=88.85
B
FG=87.31
TF=87.98
B
FG=86.48
TF=87.15
B
FG=85.78
TF=86.45
B
FG=85.10
TF=85.77
B
FG=84.75
TF=85.42
B
FG=85.05
TF=85.72
B
FG=85.35
TF=86.02
B
FG=85.65
TF=86.32
B
FG=85.95
TF=86.62
B
FG=86.30
TF=86.97
B
FG=86.55
TF=87.22
B
FG=86.85
TF=87.52
B
FG=87.15
TF=87.82
B
FG=87.60
TF=88.27
B
FG=87.45
TF=88.12
B
FG=87.74
TF=88.41
B
FG=88.17
TF=88.84
B FG=88.82
TF=89.49
B
FG=87.18
TF=87.85
A
FG=87.66
TF=88.33
A
FG=87.74
TF=88.41
A
FG=87.28
TF=87.95
A
FG=86.44
TF=87.11
A
FG=82.95
TF=83.62
A
FG=82.33
TF=83.00
A
FG=87.89
TF=88.56
B
FG=84.78
TF=85.45
B
FG=82.64
TF=83.31
B
FG=81.07
TF=81.74
B
FG=80.05
TF=80.72
B
FG=88.37
TF=89.04
80.57
84.28
79.90
87.60
88.
2
0
87
.
6
7
87.2
4
86.9
5
86.7
3
87.09
86
.
6
5
86.
3
5
86.
0
5
85
.
7
5
85
.
4
5
85
.
1
5
84.
8
5
84
.
5
5
84.
2
5
83.
9
0
83.
9
3
84
.
6
0
85
.
2
8
85.
9
8
86
.
8
187.
6
8
81
.
8
5
80
.
9
4
(78
.
3
8
)
(78
.
7
5
)
(79
.
8
4
)
(80
.
9
2
)
(82
.
6
7
)
(82
.
6
4
)
(79
.
4
4
)
(79
.
4
4
)
(78
.
8
2
)
(79.1
5
)
81.46
81.83
82.26
80.47
81.46
84.98
83.7
9
84.1
0
84.3
0
84.7
1
85.0
2
86.5
9
85.9
6
85.6
1
85.5
6
85.4
3
86.3
6
86.0
5
85.7
4
85.6
5
85.9
6
85.9
2
85.8
6
84.8
2
84.5
1
84.2
3
84.3
2
84.8
0
84.8
9
84.92
84.95
84.72
84.94
84.79
85.2
5
86.44
87.24
85.94
86.57
87.16
85.97
86.91
86.87
85
.
1
8
85
.
6
3
81.50
81.03
80.69
85.
3
9
86.78
86.68
81.
9
4
81
.
9
2
80
.
9
4
80
.
9
4
80
.
9
4
81.
9
4
81
.
9
4
80
.
9
4
81.9
4
80
.
9
4
80
.
9
4
81
.
9
4
81
.
9
4
80
.
9
4
81.9
4
78.
0
5
79
.
5
0
82.45
80
.
5
0
78
.
6
8
78
.
2
0
78.45
79.55
82.14
88.34
85.6
7
85.8
6
88.52
86.04
86.
5
9
86.97
87.50
85.86
85.30
84.69
84.5
1
84.
3
4
83.4
8
84.1
6
84.5
3
84
.
6
1
83.76
83
.
7
6
78.18
80.55 80.55
78.18
86.
5
2
86
.
5
2
XXXXXX
/ /
/
/
/
/
/
/
/ / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / /
FES
M
FES TELE
/ / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / /
XXXX
EUD
UD
UD
UD
UD
UD
WINGED FOOT DR.
CAR
N
O
U
S
T
I
E
D
R
.
E. DOUGLAS ROAD
RO
Y
A
L
T
R
O
O
N
A
V
E
.
53'
ROW
30'
-
53'
ROW
30'
-
15'
UTILITY
EASEMENT
(79.0
9
)
TRACT E
ACCESS & DRAINAGE
EASEMENT
TRACT A
DRAINAGE
EASEMENT
LOT 3
LOT 6
LOT 2 LOT 5LOT 4 LOT 6
LOT 16LOT 15LOT 14LOT 13LOT 12LOT 9 LOT 11LOT 10LOT 7 LOT 8
LOT 18
LOT 3
LOT 4
LOT 2
LOT 1
LOT 5
LOT 1 LOT 4 LOT 5 LOT 12LOT 11LOT 10LOT 9LOT 8LOT 7
LOT 19
LOT 18
LOT 3LOT 2
LOT 7
LOT 8
LOT 10
LOT 11
LOT 12
LOT 9
LOT 17 LOT 19
LOT 20
BLOCK 10
BLOCK 9
BLOCK 1
BLOCK 5
152.2'
BLOCK 10
508
1
.
8
5
AB
5082.0
3
AB
508
0
.
8
3
AB
508
1
.
1
0
AB
508
1
.
4
7
AB
5081.8
1
AB
SIDEWALK AND
CONCRETE CULVERT 10' MIDBLOCK
CROSS PAN
2' CONCRETE PAN
SWALE
EDGE OF WETLANDS
EXISTING PUMP HOUSE
LANDSCAPING
WALL
(BY OTHERS)
SWALE
NHBZ
NATURAL
HABITAT
BUFFER
ZONE
NHBZ
NHBZ
WETLANDS 50'
BUFFER ZONE
FOREBAY
(SEE DETAIL ON SHEET D8)
STORM LINE D
SEE SHEET ST3
CONCRETE
WEIR
RIP-RAP (TYP.)
EXISTING
STORM
CULVERT
WINGWALL (TYP.)
UNDERDRAIN
SEE SHEET U2
RAIN GARDEN 3
POND 2 (WETLANDS)
PERMANENT WATER SURFACE
ELEVATION = 5079
9' U
T
I
L
I
T
Y
E
A
S
E
M
E
N
T
9' UTILITY EASEMENT
9' UTILITY EASEMENT
9' UTILITY EASEMENT
9' UTILITY EASEMENT
9' UTILITY EASEMENT
9' U
T
I
L
I
T
Y
E
A
S
E
M
E
N
T
9' U
T
I
L
I
T
Y
E
A
S
E
M
E
N
T
ST ST ST ST ST ST ST ST ST ST ST ST ST
5082
.
3
4
AB
508
2
.
7
3
AB
508
3
.
0
7
AB
50
7
8
.
1
6
AB
5078
.
3
3
AB
507
9
.
1
5
AB
507
9
.
4
5
AB
507
9
.
8
3
AB
50
8
5
.
5
2
AB
5086.86
5086.63
AB
508
6
.
5
5
AB5086.35
AB
508
6
.
0
6
AB
508
4
.
3
0
AB
508
6
.
2
4
AB 508
3
.
3
5
AB
508
5
.
6
8
AB
5085.39
AB
508
5
.
0
7
AB
5084.
6
6
AB
508
4
.
2
5
AB
5083
.
9
8
AB
508
3
.
7
3
AB
508
3
.
4
4
AB508
3
.
2
2
AB
5083
.
0
4
AB
50
8
2
.
7
3
AB
508
2
.
8
3
AB
508
5
.
9
3
AB 508
4
.
9
7
AB
508
4
.
1
4
AB
508
3
.
5
0
AB
508
2
.
9
8
AB
5082
.
8
4
AB
5083
.
1
5
AB
50
8
3
.
4
1
AB
508
3
.
7
4
AB
5084
.
0
0
AB 508
4
.
2
2
AB
508
4
.
5
0
AB
5084
.
8
5
AB
508
5
.
2
6
AB 508
5
.
6
2
AB
508
5
.
7
2
AB
5085.90
AB
5086.3
3
AB 5086
.
4
6
AB
508
6
.
7
4
AB
5087.2
1
AB
5078.96
AB
507
5
.
9
5
AB
507
8
.
5
7
AB
5080
.
8
7
AB
5083.36
AB
508
5
.
3
5
AB
5085
.
6
5
AB
508
5
.
9
2
AB
5086
.
6
7
AB
50
8
5
.
0
9
AB
50
8
4
.
8
0
AB
508
4
.
3
3
AB
508
4
.
2
0
AB
508
3
.
8
1
AB
508
2
.
8
3
AB
5083.49
AB
50
8
2
.
6
4
AB
5082.29
AB
50
8
2
.
2
0
AB
5081
.
7
8
AB
508
7
.
3
7
AB
5088
.
4
3
AB
508
8
.
2
1
AB
5086.90
AB
508
6
.
8
1
AB
5086.3
4
AB
508
5
.
9
3
AB
50
8
5
.
6
6
AB
5085.50
AB
5085
.
8
1
AB5085
.
3
0
AB
508
5
.
0
5
AB508
4
.
7
4
AB5084.44
AB
508
4
.
1
7
AB
5083
.
8
3
AB
508
3
.
5
0
AB
508
3
.
1
7
AB
5082
.
8
9
AB
508
2
.
6
2
AB
5082.64
AB
50
8
3
.
5
1
AB508
4
.
2
0
AB
508
5
.
0
8
AB
508
5
.
8
5
AB
508
6
.
5
5
AB
508
4
.
9
0
AB
508
2
.
6
7
AB
508
0
.
8
1
AB
508
0
.
0
2
AB
50
7
9
.
2
9
AB
507
8
.
2
7
AB
5077.78
AB
AB
5080.37
AB
5081.87
AB
5083.30
AB
508
3
.
6
4
AB
5084.32
AB
5084.5
4
AB
508
4
.
4
0
AB
5084
.
3
6
AB
5084.27
AB
508
3
.
9
2
AB
5084.
1
4
AB
5084.4
3
AB
5080.04
AB
5082.29
AB
508
1
.
1
0
AB
50
8
4
.
8
3
AB
5082
.
4
3
AB 5082
.
4
5
AB
G2
GR
A
D
I
N
G
P
L
A
N
9
NORTH
( IN FEET )
0
1 INCH = 40 FEET
40 40 80 120
Sheet
of 76
CO
U
N
T
R
Y
C
L
U
B
R
E
S
E
R
V
E
02/25/21
KEYMAP
DOUGLAS RD
TU
R
N
B
E
R
R
Y
R
D
LEGEND:
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING
NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING
ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL
UNKNOWN UNDERGROUND UTILITIES.
2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT
DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY
INFORMATION.
3.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE
FINISHED GRADE ELEVATIONS UNLESS OTHERWISE NOTED.
4.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS
REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM.
5.CROSSPANS ALONG PUBLIC STREETS AT THE INTERSECTION OF PRIVATE DRIVES
SHALL HAVE CONCRETE EXTENDED TO THE RIGHT-OF-WAY LINE.
6.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM; NAVD 88
(UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES.
7.THE NATURAL HABITAT BUFFER ZONE IS INTENDED TO BE MAINTAINED IN A NATIVE
LANDSCAPE. PLEASE SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE
USES WITHIN THE NATURAL HABITAT BUFFER ZONE.
8.NO TREES SHALL BE REMOVED DURING THE SONGBIRD NESTING SEASON
(FEBRUARY 1 TO JULY 31) WITHOUT FIRST HAVING A PROFESSIONAL ECOLOGIST
OR WILDLIFE BIOLOGIST COMPLETE A NESTING SURVEY TO IDENTIFY ANY ACTIVE
NESTS EXISTING ON THE PROJECT SITE. THE SURVEY SHALL BE SENT TO THE
CITY ENVIRONMENTAL PLANNER. IF ACTIVE NESTS ARE FOUND, THE CITY CITY
WILL COORDINATE WITH RELEVANT STATE AND FEDERAL REPRESENTATIVES TO
DETERMINE WHETHER ADDITIONAL RESTRICTIONS ON TREE REMOVAL AND
CONSTRUCTION APPLY.
9.PLEASE REFER TO THE EROSION CONTROL PLAN SHEETS AND REPORT FOR
TEMPORARY CONTROL MEASURES AND CONSTRUCTION SEQUENCING THAT
SHALL BE USED TO PREVENT LOADING OF THIS DRAINAGE FACILITY WITH
SEDIMENT DURING CONSTRUCTION.
36.25
(36.25)
2.0%
NOTES:
W LOT (WALK-OUT)
EXISTING SPOT ELEVATION
PROPOSED SPOT ELEVATION
PROPOSED EASEMENT
EXISTING RIGHT OF WAY
PROPOSED LOT LINE
PROPERTY BOUNDARY
PROPOSED CURB AND GUTTER
PROPOSED SWALE
EXISTING CONTOUR
PROPOSED CONTOUR
PROPOSED STORM INLET
PROPOSED STORM SEWER
EXISTING STORM SEWER
PROPOSED RIGHT OF WAY
NATURAL HABITAT BUFFER ZONE (NHBZ)
T
PROPOSED SLOPES
A LOT A
B LOT B
G LOT (GARDEN)G
T LOT (TRANSITIONAL)T
MA
T
C
H
L
I
N
E
-
S
E
E
S
H
E
E
T
G3
MATCHLINE - SEE SHEET G5
MA
T
C
H
L
I
N
E
-
S
E
E
S
H
E
E
T
G1
G3G2
G6G5G4
G1
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
before you dig.Call
R
1
RE
C
O
R
D
D
R
A
W
I
N
G
SE
R
11
/
0
5
/
2
2
87.32
87.
0
0
81.39
83.41
87.36
87
.
2
7
87
.
5
4
87.36
86.96
84.56
81.46
78.92
77.55
76.24
74.99
73.77
73.02
72.
7
3
72.4
7
72.3
0
72
.
6
5
72
.
9
5
73
.
2
1
73
.
5
0
72.
3
0
72.
2
7
72.5
7
73.01
73.61
74.54
74.
2
6
75.
4
9
75.79
77.04
76
.
7
4
78.26
78
.
0
7
79.
4
6
80
.
7
1
79
.
4
7
81.
9
6
80.71
81.96
81.
2
6
81
.
3
6
81.
4
6
80.
2
1
78
.
9
8
77
.
7
6
76
.
5
4
75
.
2
9
74.0
4
73.
1
8
72.
4
5
72.2
7
79.67
79.33
79.31
79.00
73
.
2
7
69.67
70
.
0
4
66.
7
2
74.
1
0
74.
8
2
77
.
5
8
79
.
5
8
65.19
60.53
FG=88.82
TF=89.49
FG=88.86
TF=89.53
B
FG=88.87
TF=89.54
B
FG=87.05
TF=87.72
B
FG=84.91
TF=85.58
B
FG=88.37
TF=89.04
W
FG=88.64
TF=89.31
W
FG=88.64
TF=89.31
W
FG=83.31
TF=83.98
B
FG=86.98
TF=87.65
B
FG=82.06
TF=82.73
B
FG=80.79
TF=81.46
B
FG=79.42
TF=80.09
B
FG=78.09
TF=78.76
B
FG=76.84
TF=77.51
B
FG=75.61
TF=76.28
B
FG=74.86
TF=75.53
B
FG=74.57
TF=75.24
B
FG=74.31
TF=74.98
B
FG=74.37
TF=75.04
B
FG=75.15
TF=75.82
B
FG=75.89
TF=76.56
B
FG=77.14
TF=77.81
B
FG=78.39
TF=79.06
B
FG=79.61
TF=80.28
B
FG=80.82
TF=81.49
B
FG=82.06
TF=82.73
B
FG=83.31
TF=83.98
B
FG=84.27
TF=84.94
B
80.22
82.81
81.56
80.32
79.11
77.89
76.64
75.39
74.49
73.87
73.5
2
79.90
87.60
87.87
80.30
80.31
88.14
87.96
80.77
82.8
1
81.56
80.29
78.92
77.59
76.34
75.11
74.36
74.07
73.81
73.52
84.29
86.42
88.24
88.
2
0
77.3
5
80.56 80.42
66.
2
3
82.34
81.1
0
82.97
84.95
86.91
67
.
5
3
(75.5
7
)
63.
8
2
75.38
62.
3
2
76.43
61.46
71.76
55.20
70
.
2
1
69.21
69.
2
1
69.
2
1
70.21
70.21
69.
2
1
70.21
70.21
69.
2
1
85.54
58.63
67.13
57.
0
0
66.
5
3
66
.
5
1
DEPTH
71
.
2
3
67.3
8
67.
3
4
71.7
3
67.
6
4
72.2
3
71
.
7
0
69
.
3
5
71
.
7
0
69.45
70.96
76.96
54.6
9
54
.
5
0
77.35
79.90
79.90
83.
7
7
85
.
0
6
83.
3
6
83.
1
5
79
.
8
5
79.
8
5
73.
6
7
72.
7
6
73.
6
7
72
.
7
6
71
.
8
0
72
.
1
6
80
.
3
3
80
.
6
3
80
.
7
5
80.
9
0
STORM LINE A
SEE SHEET ST1
54.50
55.4
9
56
.
6
3
78
.
6
1
78.
6
1
58.00
58.00
WINGWALL (TYP.)
56.64
78
.
1
2
78.3
0
54.5
0
55.4
7
77.
0
5
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V.P.
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/
/ / / / / / / // / / / / / / // / / / / / / // / / / / / / /
/ / / / / / / // / / / / / / /
X
/ / / / / / / // / / / / / / // / / / / / / // / / / / / / /
FESM
FES
/ / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / /
XXXXXXXXXXXXXX
/ / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / /
/ /
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X
WSO
X
X X
V.P.
VAULT
CABLE
BOX
CABLE
X
X
GASGASV.P.
GAS
OH
E
OH
E
OH
E
OH
E
OH
E
OH
E
OH
E
OH
E
OHE
OHE OHE OHE OHE OHE
ST
W
W
FO
FO
FO
FO
FO
FO
FO
FO
FO
FO
FO
FO
FO
FO
FO
FO
FO
FO
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
IR
R
IR
R
IR
R
IR
R
IR
R
IR
R
IR
R
IR
R
IR
R
IR
R
IR
R
IR
R
IR
R
IR
R
IR
R
UD
UD
UD
BALLY
N
E
A
L
D
R
.
TU
R
N
B
E
R
R
Y
R
O
A
D
E. DOUGLAS ROAD
WIN
G
E
D
F
O
O
T
D
R
.
53'
ROW
30'
-
53'
ROW
30'
-
72'
ROW
50'
-EOP
83.98
15' UTILITY EASEMENT
TRACT B
ACCESS & DRAINAGE
EASEMENT
LOT 2
LOT 3
LOT 4
LOT 8
LOT 10
LOT 9
LOT 11
LOT 2
LOT 1
LOT 3
LOT 6
LOT 1
LOT 7
LOT 6
LOT 5
LOT 7
LOT 22
LOT 23
LOT 24
LOT 21
LOT 20
LOT 2
LOT 4
LOT 3
LOT 5
LOT 8
LOT 9
LOT 10
LOT 1
BLOCK 2
BLOCK 3
BLOCK 1
BLOCK 4
20'
STORM LINE A
SEE SHEET ST1
WINGWALL (TYP.)
5054.67
AB
505
4
.
7
3
AB505
4
.
9
3
AB
5055
.
1
7
50
5
5
.
5
1
AB
5063
.
7
8
AB
5074.14
AB
507
3
.
2
7
AB
5072.75
AB
5066.99
AB
506
4
.
5
1
AB
506
3
.
4
2
AB
505
7
.
1
4
AB
50
7
6
.
5
8
AB
5075.94
AB
5067
.
6
7
AB
508
2
.
4
3
AB
5081.63
AB
5074.35
AB
5072.17
AB
5075.11
AB
506
5
.
8
8
AB
5071
.
1
0
AB
5068.55
AB 50
5
5
.
9
1
AB
5077.66
AB
5070.41
AB
5063.41
AB
5063.60
AB
SWALE
10' PAN
LANDSCAPING WALL
(BY OTHERS)
SWALE
NHBZ
2' CONCRETE
PAN
NATURAL HABITAT
BUFFER ZONE
STORM LINE B
SEE SHEET ST2
STORM LINE D
SEE SHEET ST3
FOREBAY
(SEE DETAIL ON SHEET D8)
EXISTING
STORM
CULVERT
10' PAN
EXISTING
STORM CULVERT
WINGWALL (TYP.)
UNDERDRAIN
SEE SHEET U3
RAIN GARDEN 1
9' UTI
L
I
T
Y
E
A
S
E
M
E
N
T
9' UT
I
L
I
T
Y
E
A
S
E
M
E
N
T
6' UT
I
L
I
T
Y
E
A
S
E
M
E
N
T
9' UT
I
L
I
T
Y
E
A
S
E
M
E
N
T
9' U
T
I
L
I
T
Y
E
A
S
E
M
E
N
T
5079.4
8
AB
5077.55
AB
507
5
.
4
3
AB
50
7
4
.
5
6
AB
5073.6
0
AB
5072
.
7
9
AB
5077.16
AB
5075.79
AB
507
3
.
6
5
AB
5071.30
AB
507
0
.
7
4
AB
5070.25
AB
5070.58
AB
5070.39
AB
5072.59
AB
5075.
0
9
AB
507
2
.
9
1
AB
5070
.
6
4
AB507
1
.
6
1
AB
5072
.
1
9
AB
5066.
8
0
AB
50
6
6
.
3
9
AB
507
0
.
5
2
AB
5070
.
2
9
AB
50
7
0
.
5
4
AB
507
0
.
1
9
AB
507
1
.
4
8
AB
50
7
2
.
2
6
AB
5072.9
7
AB
507
2
.
1
3
AB
50
7
2
.
2
8
AB
5072.37
AB
5081.0
9
AB
508
1
.
2
9
AB
508
3
.
1
0
AB
5082.97
AB
508
1
.
8
9
AB
50
8
0
.
6
7
AB
507
9
.
8
1
AB
5079.45
AB
5078.24
AB
5076.95
AB
507
5
.
7
3
AB
5074.35
AB
507
3
.
4
8
AB
5073.46
AB
507
2
.
7
8
AB
507
2
.
6
8
AB 507
2
.
4
8
AB
507
2
.
4
2
AB
50
7
2
.
5
3
AB
5072.74
AB
5072.97
AB
507
3
.
4
4
AB
5074.10
AB
5075.28
AB
5076.57
AB
50
7
6
.
9
1
AB
5078.04
AB
5079.26
AB
50
7
9
.
7
0
AB
5080
.
5
8
AB
5081.82
AB
5083.48
AB
5084.78
AB
5086.56
AB
5087.08
AB
5087.0
5
AB
5086.86
AB
5086.63
AB
5087.2
1
AB
5087.24
AB
5085.42
AB
5083.38
AB
508
1
.
2
6
AB
5072
.
5
1
AB507
3
.
2
2
AB
5074.10
AB
5075
.
3
1
AB
5076.48
AB
5077.76
AB
507
9
.
0
0
AB
5080.24
AB
5081.48
AB
508
1
.
4
1
AB
5072.40
AB
5072.74
AB
5073.01
AB
5073.72
AB
50
7
5
.
0
0
AB
50
7
6
.
2
4
AB
5077.56
AB
5078.97
AB
5080.21
AB
50
8
1
.
4
8
AB
5084.58
AB
5078.96
AB
5079.3
3
AB
5079.3
8
AB
5079.74
AB
5083.36
5082
.
9
6
AB
5085
.
0
5
AB
5086.90
AB
508
6
.
8
1
AB
5073.34
AB
507
2
.
1
3
AB
G3
GR
A
D
I
N
G
P
L
A
N
10
NORTH
( IN FEET )
0
1 INCH = 40 FEET
40 40 80 120
Sheet
of 76
CO
U
N
T
R
Y
C
L
U
B
R
E
S
E
R
V
E
02/25/21
KEYMAP
DOUGLAS RD
TU
R
N
B
E
R
R
Y
R
D
LEGEND:
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING
NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING
ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL
UNKNOWN UNDERGROUND UTILITIES.
2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT
DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY
INFORMATION.
3.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE
FINISHED GRADE ELEVATIONS UNLESS OTHERWISE NOTED.
4.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS
REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM.
5.CROSSPANS ALONG PUBLIC STREETS AT THE INTERSECTION OF PRIVATE DRIVES
SHALL HAVE CONCRETE EXTENDED TO THE RIGHT-OF-WAY LINE.
6.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM; NAVD 88
(UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES.
7.THE NATURAL HABITAT BUFFER ZONE IS INTENDED TO BE MAINTAINED IN A NATIVE
LANDSCAPE. PLEASE SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE
USES WITHIN THE NATURAL HABITAT BUFFER ZONE.
8.NO TREES SHALL BE REMOVED DURING THE SONGBIRD NESTING SEASON
(FEBRUARY 1 TO JULY 31) WITHOUT FIRST HAVING A PROFESSIONAL ECOLOGIST
OR WILDLIFE BIOLOGIST COMPLETE A NESTING SURVEY TO IDENTIFY ANY ACTIVE
NESTS EXISTING ON THE PROJECT SITE. THE SURVEY SHALL BE SENT TO THE
CITY ENVIRONMENTAL PLANNER. IF ACTIVE NESTS ARE FOUND, THE CITY CITY
WILL COORDINATE WITH RELEVANT STATE AND FEDERAL REPRESENTATIVES TO
DETERMINE WHETHER ADDITIONAL RESTRICTIONS ON TREE REMOVAL AND
CONSTRUCTION APPLY.
9.PLEASE REFER TO THE EROSION CONTROL PLAN SHEETS AND REPORT FOR
TEMPORARY CONTROL MEASURES AND CONSTRUCTION SEQUENCING THAT
SHALL BE USED TO PREVENT LOADING OF THIS DRAINAGE FACILITY WITH
SEDIMENT DURING CONSTRUCTION.
36.25
(36.25)
2.0%
NOTES:
W LOT (WALK-OUT)
EXISTING SPOT ELEVATION
PROPOSED SPOT ELEVATION
PROPOSED EASEMENT
EXISTING RIGHT OF WAY
PROPOSED LOT LINE
PROPERTY BOUNDARY
PROPOSED CURB AND GUTTER
PROPOSED SWALE
EXISTING CONTOUR
PROPOSED CONTOUR
PROPOSED STORM INLET
PROPOSED STORM SEWER
EXISTING STORM SEWER
PROPOSED RIGHT OF WAY
NATURAL HABITAT BUFFER ZONE (NHBZ)
T
PROPOSED SLOPES
A LOT A
B LOT B
G LOT (GARDEN)G
T LOT (TRANSITIONAL)T
MATCHLINE - SEE SHEET G6
MA
T
C
H
L
I
N
E
-
S
E
E
S
H
E
E
T
G2
G3
G6G5G4
G2G1
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
before you dig.Call
R
1
RE
C
O
R
D
D
R
A
W
I
N
G
SE
R
11
/
0
5
/
2
2
(??
?
)
7.12
10
.
4
2
12.15
13
.
6
9
14
.
4
9
15
.
2
5
16.
2
2
16.5
5
16.8
3
18.0
9
13.22
12.91
11.95
11.05 9.86
8.83
13.47
18.98
12.93
13.44
13.1
0
10.4
8
5.24
12
.
6
2
11
.
6
2
10
.
7
2
9.4
2
6.2
1
2.81
0.6
1
99.
1
1
93.8296.1
498.3
6
0.55
2.65
3.77
4.50
92.8
7
92.
1
2
90.88
89.12
87.55
92.40
95.40
97.
6
7
89.
7
4
89.39
87.15
FG=97.11
TF=97.78
G
FG=94.93
TF=95.60
G
FG=96.01
TF=96.68
G
FG=11.49
TF=12.16
A
FG=12.54
TF=13.21
A
FG=14.12
TF=14.79
A
FG=14.76
TF=15.43
A
FG=15.66
TF=16.33
A
FG=16.66
TF=17.33
A
FG=16.83
TF=17.50
A
FG=15.00
TF=15.67
B
FG=14.71
TF=15.38
B
FG=13.72
TF=14.39
G
FG=12.72
TF=13.39
G
FG=11.92
TF=12.59
G
FG=10.94
TF=11.61
G
FG=7.36
TF=8.03
G FG=3.90
TF=4.57
G FG=1.71
TF=2.38
G
FG=98.90
TF=99.57
G
FG=97.61
TF=98.28
B
FG=93.75
TF=94.42
B
9.0
8
10.99
11
.
7
6
13
.
0
0
13
.
6
2
13
.
3
5
14.26
15.0
6
16.1
6
15.
4
7
15
.
9
7
13.97
13.22
5.57
11.42
10.32
6.81 99.66 97.
4
4
95.
0
5
94.14
93
.
6
3
93.25
86.6
7
90.6
6
94.6
4
5.38
23.13
18.24
16.38
15.5
5
14.3
2
9.
7
2
5.9
1
6.15
90.88
94.43
96.0
1
14
.
4
1
14.16
11
.
7
9
14.27
18
.
3
4
16
.
2
8
15.
4
5
14.
2
2 9.7
2
10
.
8
9
12.87
13.53
13.2213.27
13.11
12.
3
6
12.73
12.05
11
.
7
4
11.45
11
.
6
5
12
.
3
8
93.01
23.03
24.21
21.73
26.96
21.79
22.11
24.6
3
96.61
15.16
6.28
12
.
2
2
4.97
3.65
1.75
3.41
1.2
1
99
.
7
1
98.27
97.9
4
99.5
5
97.1
3
97.0
6
12.82
11.36
10.55
9.64
0.8
9
8.75
10
.
5
3
0.8
9
12
.
8
2
11
.
3
2
96
.
9
5
96
.
9
5
GAS
X
X
V.P.V.P.
X
X
X
X
X
X
E
E
E
E
E
E
E
E
E
E
E E E E E E E E E E E E E E E E E E E
E
E
E
E
E
E
E
E
E
E
E E E E E E E E E E E E E E E E E E E
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X X X X X X X X X X X X X X X X X X X X X
AW
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/
/
/
/ / / / / / / /
/ /
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
E
E
E
E
E
E
E
E
E
G
G
EE
PH
PH
PH
E
E
E
E
E
E
BALTU
S
R
O
L
D
R
.
BALT
U
S
R
O
L
C
T
.
CHERRYWOOD
ACRES
TRACT 6
LOT 18 LOT 17
BLOCK 3
SERRAMONTE
HIGHLANDS
(LARIMER COUNTY)
JU
A
N
I
T
A
L
A
N
E
(29
.
0
4
)
53'
ROW
30'
-
5' WALKING TRAIL
LOT 2
LOT 1
LOT 34
LOT 21
LOT 4
LOT 3
LOT 5
LOT 6
LOT 28
LOT 1
LOT 2
LOT 26
LOT 25
LOT 27
LOT 24
LOT 23
LOT 22
LOT 20 LOT 19
LOT 18
LOT 17
LOT 16
BLOCK 6
BLOCK 9
BLOCK 6
30
'
EA
S
E
M
E
N
T
TRACT C
ACCESS & DRAINAGE
EASEMENT
TRACT C
ACCESS & DRAINAGE
EASEMENT
BLOCK 7
FLAT BOTTOM
SWALE
EXISTING
WELL HEADEXISTING WELL ROAD
6' UTILITY EASEMENT
9' UTILIT
Y
E
A
S
E
M
E
N
T
511
8
.
1
7
AB
5118.
8
7
AB
510
4
.
6
2
AB
5103.8
1
AB
5102.80
AB
509
8
.
4
3
AB
50
9
6
.
2
6
AB 50
9
2
.
2
5
AB
5110.48
AB
51
1
2
.
2
3
AB
5113.75
AB
5114.5
6
AB
5115.33
AB
5116.29
AB
5116.60
AB
511
6
.
8
9
AB
5112.
9
7
AB
511
0
.
5
8
AB
5105.3
3
AB
5100.6
5
AB
509
3
.
7
4
AB
509
2
.
8
4
AB
5090.74
AB
5089.14
AB
5089.4
8
AB
5089
.
8
4
AB
5091.78
AB5092
.
0
4
AB
5095.07
AB5096
.
7
4
AB
509
7
.
3
2
AB
509
5
.
5
8
AB
5096.68
AB
509
6
.
5
8
AB
5093
.
9
3
AB
5092.68
AB
509
8
.
7
7
AB510
0
.
2
6
AB
5100
.
5
9
AB
510
2
.
4
7
AB
5105.
8
0
AB
510
9
.
0
5
AB
5110.02
AB511
0
.
3
1
AB
5111
.
0
0
AB
5111.22
AB
5112.33
AB5112
.
5
2
AB
5112
.
8
9
AB
511
3
.
1
6
AB
5113.17
AB
511
2
.
8
6
AB
511
2
.
6
0
AB
511
2
.
4
5
AB
5111.52
AB
51
1
1
.
0
0
AB
51
1
0
.
6
7
AB 51
1
0
.
1
9
AB
51
0
9
.
4
8
AB
51
0
9
.
2
4
AB
5108.38
AB
5106
.
6
5
AB
G4
GR
A
D
I
N
G
P
L
A
N
11
NORTH
( IN FEET )
0
1 INCH = 40 FEET
40 40 80 120
Sheet
of 76
CO
U
N
T
R
Y
C
L
U
B
R
E
S
E
R
V
E
02/25/21
KEYMAP
DOUGLAS RD
TU
R
N
B
E
R
R
Y
R
D
LEGEND:
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING
NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING
ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL
UNKNOWN UNDERGROUND UTILITIES.
2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT
DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY
INFORMATION.
3.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE
FINISHED GRADE ELEVATIONS UNLESS OTHERWISE NOTED.
4.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS
REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM.
5.CROSSPANS ALONG PUBLIC STREETS AT THE INTERSECTION OF PRIVATE DRIVES
SHALL HAVE CONCRETE EXTENDED TO THE RIGHT-OF-WAY LINE.
6.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM; NAVD 88
(UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES.
7.THE NATURAL HABITAT BUFFER ZONE IS INTENDED TO BE MAINTAINED IN A NATIVE
LANDSCAPE. PLEASE SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE
USES WITHIN THE NATURAL HABITAT BUFFER ZONE.
8.NO TREES SHALL BE REMOVED DURING THE SONGBIRD NESTING SEASON
(FEBRUARY 1 TO JULY 31) WITHOUT FIRST HAVING A PROFESSIONAL ECOLOGIST
OR WILDLIFE BIOLOGIST COMPLETE A NESTING SURVEY TO IDENTIFY ANY ACTIVE
NESTS EXISTING ON THE PROJECT SITE. THE SURVEY SHALL BE SENT TO THE
CITY ENVIRONMENTAL PLANNER. IF ACTIVE NESTS ARE FOUND, THE CITY CITY
WILL COORDINATE WITH RELEVANT STATE AND FEDERAL REPRESENTATIVES TO
DETERMINE WHETHER ADDITIONAL RESTRICTIONS ON TREE REMOVAL AND
CONSTRUCTION APPLY.
9.PLEASE REFER TO THE EROSION CONTROL PLAN SHEETS AND REPORT FOR
TEMPORARY CONTROL MEASURES AND CONSTRUCTION SEQUENCING THAT
SHALL BE USED TO PREVENT LOADING OF THIS DRAINAGE FACILITY WITH
SEDIMENT DURING CONSTRUCTION.
36.25
(36.25)
2.0%
NOTES:
W LOT (WALK-OUT)
EXISTING SPOT ELEVATION
PROPOSED SPOT ELEVATION
PROPOSED EASEMENT
EXISTING RIGHT OF WAY
PROPOSED LOT LINE
PROPERTY BOUNDARY
PROPOSED CURB AND GUTTER
PROPOSED SWALE
EXISTING CONTOUR
PROPOSED CONTOUR
PROPOSED STORM INLET
PROPOSED STORM SEWER
EXISTING STORM SEWER
PROPOSED RIGHT OF WAY
NATURAL HABITAT BUFFER ZONE (NHBZ)
T
PROPOSED SLOPES
A LOT A
B LOT B
G LOT (GARDEN)G
T LOT (TRANSITIONAL)T
MA
T
C
H
L
I
N
E
-
S
E
E
S
H
E
E
T
G5
MATCHLINE - SEE SHEET G1
G6G5G4
G3G2G1
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
before you dig.Call
R
1
RE
C
O
R
D
D
R
A
W
I
N
G
SE
R
11
/
0
5
/
2
2
87.55
92.40
89.39
75.92
82.
1
4
81.
7
2
80
.
7
7
80.
3
5
79
.
7
0
79
.
3
9
79
.
1
1
78.
8
3
78.56
78.
2
8
78
.
0
0
77
.
6
8
80
.
7
1
81.
0
6
78.22
75.5977.93
75.33
75.08
77.62
77.22
76.8
1
74.60
74.12
76.51
76.21
73.63
73.15
75.87
73.75
75.49
75.49
72.44
71.34
75.22
75.64
75
.
0
1
75.2
9
75.5
1
75.72
75
.
8
4
76
.
1
2
76.
7
2
76.46
76.94
77.89
77.
4
4
78
.
3
8
79.
3
3
78.84
80.2
1
79.79
80.93
81.42
82.81
82.32
83.75
84.24
85.67
85.18
86.67
87.15
88.67
89.27
90.77
87.17 85.71
70
.
8
1
70.61
69.81
FG=86.44
TF=87.11
A
FG=84.71
TF=85.38
A
FG=94.93
TF=95.60
G
FG=94.30
TF=94.97
G
FG=92.43
TF=93.10
G
FG=90.15
TF=90.82
G
FG=88.37
TF=89.04
B
FG=86.77
TF=87.44
B
FG=85.36
TF=86.03
B
FG=83.72
TF=84.39
B
FG=82.80
TF=83.47
T
FG=81.36
TF=82.03
A
FG=80.65
TF=81.32
A
FG=79.67
TF=80.34
A
FG=81.02
TF=81.69
A
FG=81.29
TF=81.96
A
FG=81.57
TF=82.24
A
FG=81.85
TF=82.52
A
FG=82.13
TF=82.80
A
FG=82.40
TF=83.07
A
FG=83.06
TF=83.73
A
TF=83.62
FG=82.33
TF=83.00
A
FG=81.96
TF=82.63
A
FG=81.59
TF=82.26
A
FG=81.17
TF=81.84
A
FG=80.78
TF=81.45
A
FG=80.02
TF=80.69
A
FG=78.85
TF=79.52
A
FG=93.75
TF=94.42
B
FG=92.12
TF=92.79
B
FG=90.02
TF=90.69
B
FG=88.52
TF=89.19
B
FG=87.03
TF=87.70
B
FG=85.59
TF=86.26
B
FG=84.17
TF=84.84
B
FG=82.77
TF=83.44
B
FG=81.64
TF=82.31
B
FG=80.68
TF=81.35
B
FG=79.74
TF=80.41
B
FG=78.79
TF=79.46
B
FG=78.19
TF=78.86
B
FG=77.52
TF=78.19
B FG=77.16
TF=77.83
B
FG=77.03
TF=77.70
B
FG=77.27
TF=77.94
B
FG=80.05
TF=80.72
B
FG=79.57
TF=80.24
B
FG=79.27
TF=79.94
B
FG=78.97
TF=79.64
B
FG=78.57
TF=79.24
B
FG=78.16
TF=78.83
B
FG=77.86
TF=78.53
B
FG=77.56
TF=78.23
B
89.52
88.02
86.53
85.09
83.67
82.27
81.14
80.18
79.24
78.29
77.69
77.02
76.66
76.53
76.38
76.37
76.50
77.06
77.36
78.07
79.07
78.77
78.47
77.6
6
69.81
71.19
75.43
75.33
69.81
71.8
9
75
.
9
8
80.02
88.48
91.20
89.25
88.65
87.17
84.01
82.18
80.56
79.31
78.09
86.63
85.03
84.90
84.33
84.13
83.22
82.32
80.77
77
.
1
3
76.51
75.90
76.10
80.98
81.29
81.7981.79
81.83
81.85
81.87
81.90
82.04
82.29
82.37
82.69
83.00
83.64
83.82
85.44
86.74
87.29
80.86
79.93
80.15
78.35
80.68
80.79
81.02
82.56
81.54
81.02
80.74
80.46
80.18
79.46
79.06
78.52
77.49
80
.
2
8
81.09
81.46
77.71
77.
7
5
78
.
0
9
78
.
5
2
78.
9
5
79.38
79.71
80.47
79.
8
8
79.52
83.64
83.74
82.02
85.94
81.03
80.69
77.28
80
.
6
7
81
.
3
5
81.
6
3
81
.
9
0
78
.
9
7
79.
1
7
75
.
7
5
70.82
70.81
69.8
1
69.8
1
70.81
70.
9
6
69
.
8
1
70.81
69.
8
1
69
.
8
1
69.81
70.
7
2
93.01
88.34
74.84
FG=80.49
TF=81.16
A
FG=79.64
TF=80.31
A
69.81
70.
8
1
70
.
8
1
70.
7
2
70
.
7
2
84.86
79.99
80.52
93.61
80
.
2
4
89.27
89.85
69.63
70.36
71.01
78.
0
4
79
.
3
6
78
.
0
4
79.
3
6
77.
2
7
77.14
77.
2
2
76.
6
7
76.
8
7
77.56
78.18
78.18
76.11
75.63
75.57
76
.
2
0
77
.
2
1
91.74
86.21
87.76
82.
7
0
75.95
77.
2
1
85.48
92.14
E E E E E E E E
E E E E E E E E E E E E E E E E E E
E
E E E E E E E E
E E E E E E E E E E E E E E E E E E
E
X X X X X
W
UD
UD
UD
UD
CAR
N
O
U
S
T
I
E
D
R
.
BALT
U
S
R
O
L
D
R
.
RO
Y
A
L
T
R
O
O
N
A
V
E
.
BLOCK 3
SERRAMONTE
HIGHLANDS
(LARIMER COUNTY)
LOT 12
LOT 11 LOT 6
53'
ROW 30'
-
53'
ROW
30'
-
53'
ROW 30'
-
LOT 29
LOT 5
LOT 6
LOT 7
LOT 8
LOT 9
LOT 10
LOT 11
LOT 13
LOT 18
LOT 16
LOT 13
LOT 14
LOT 17
LOT 15
LOT 34
TRACT D
ACCESS, DRAINAGE &
UTILITY EASEMENT
LOT 13
LOT 33
LOT 12
LOT 32
LOT 17
LOT 28
LOT 15
LOT 22
LOT 19
LOT 21
LOT 27
LOT 18
LOT 16
LOT 12
LOT 23
LOT 20
LOT 14
LOT 31
LOT 24
LOT 25
LOT 26
LOT 30
LOT 14
LOT 16
LOT 15
LOT 11
LOT 9
LOT 10
LOT 12
LOT 13
LOT 8
LOT 7
LOT 5
LOT 4
LOT 6
LOT 2
LOT 1
LOT 3
BLOCK 6
BLOCK 5
55.2'
TRACT C
ACCESS & DRAINAGE
EASEMENT
BLOCK 9
BLOCK 9
BLOCK 10
5067.38
5076.13
AB
507
8
.
0
0
AB
506
9
.
8
3
AB
5070.53
AB
50
7
4
.
4
5
AB
50
7
4
.
5
6
AB
5074
.
7
0
AB
507
2
.
8
9
AB
5070
.
8
4
AB
SIDEWALK
CULVERT
FLAT BOTTOM SWALE
4' CONCRETE PAN
10' MIDBLOCK
CROSS PAN
RIPRAP
CONCRETE
WEIR
FOREBAY
(SEE DETAIL ON SHEET D8)
FOREBAY
(SEE DETAIL ON SHEET D8)
UNDERDRAIN
SEE SHEET U5
RAIN GARDEN 2
9' U
T
I
L
I
T
Y
E
A
S
E
M
E
N
T
9' U
T
I
L
I
T
Y
E
A
S
E
M
E
N
T
6'
U
T
I
L
I
T
Y
E
A
S
E
M
E
N
T
9' U
T
I
L
I
T
Y
E
A
S
E
M
E
N
T
9' U
T
I
L
I
T
Y
E
A
S
E
M
E
N
T
6' U
T
I
L
I
T
Y
E
A
S
E
M
E
N
T
POND 1
50
8
6
.
8
3
AB
5085.36
AB
5083
.
9
2
AB
5079.90
AB
507
8
.
9
3
AB
5078.06
AB
5077.03
AB
507
6
.
5
0
AB
50
7
5
.
7
0
AB
507
5
.
5
8
AB
50
7
5
.
1
6
AB
5074.91
AB
5080
.
7
5
AB
508
0
.
9
3
AB
508
1
.
7
8
AB
508
1
.
8
5
AB5089.14
AB
5087.5
8
AB
50
8
7
.
2
1
AB
5082.3
0
AB
5081
.
0
3
AB
5075.20
AB
5071.39
AB
5072
.
5
2
AB
5073.79
AB
5073.22
AB
507
3
.
6
7
AB
50
7
4
.
1
4
AB
507
4
.
6
4
AB
507
4
.
8
9
AB
507
5
.
0
3
AB
507
5
.
3
7
AB
5075.59
AB
507
5
.
9
5
AB50
8
2
.
2
0
AB
5081
.
7
8
AB
5080.93
AB
5081.26
AB
508
1
.
7
9
AB508
1
.
8
4
AB
5081.88
AB
508
1
.
9
7
AB
50
8
2
.
1
2
AB50
8
2
.
3
1
AB
5082.44
AB
5082
.
7
5
AB
5082.73
AB
5082.99
AB
5083.74
AB
5083
.
8
8
AB
5085.47
AB
5086
.
7
3
AB
508
7
.
3
7
AB
5088
.
4
3
AB
5077.78
AB
5077.
7
1
AB
5077.45
AB
5077.20
AB
507
7
.
0
8
AB
5076.79
AB
507
6
.
3
9
AB
5076.33
AB
5075.99
AB
5075.78
AB
507
5
.
4
2
AB
507
5
.
3
8
AB
507
5
.
1
8
AB
507
5
.
1
2
AB
5075
.
1
4
AB
5075.21
AB
5075.49
AB5075.72
AB
5075
.
7
7
AB
5076
.
3
1
AB5076.83
AB
507
7
.
0
7
AB
5078
.
0
3
AB
5078.97
AB
507
9
.
9
8
AB
508
3
.
9
0
AB
5085.16
AB5085
.
3
1
AB
50
8
6
.
7
6
AB
5088.
3
0
AB
5088
.
8
6
AB
5090.25
AB
5091.78
AB5092
.
0
4
AB
5093
.
9
3
5092.68
AB
509
1
.
6
0
AB
5090.74
AB
5088.74
AB
5088.13
AB
50
8
6
.
7
8
AB
508
5
.
3
1
AB
50
8
5
.
1
1
AB
5083.64
AB
5081.82
AB
5080.25
AB
5078.
9
3
AB
5077
.
7
0
AB
507
6
.
8
6
AB
5076.84
AB
5076.11
AB
5075.65
AB
5075.23
AB
5075.76
AB
5076.27
AB
5076.74
AB
5077.22
AB
5077.58
AB
507
7
.
6
0
AB
5077.92
AB
5078.12
AB
5078
.
3
3
AB
5078.67
AB
5078.91
AB
50
7
8
.
9
3
AB
5079.33
AB
5080.01
AB
5080.37
AB
5081.87
AB
5080.04
AB
50
7
9
.
2
7
AB
507
8
.
9
5
AB
50
7
8
.
9
2
AB
5078.48
AB
5078.04
AB
5081.10
AB
5081.36
AB
5081.
0
7
AB
5082
.
3
8
AB
5077.
6
4
AB 5077.56
AB
5077.18
AB
5076.77
AB
5076
.
7
1
AB
5077
.
0
7
AB
507
7
.
3
0
AB
71.29
TOB
71.2
9
TOB
71.29
TOB
71.29
TOB
71.29
TOB
71
.
2
9
TO
B
50
7
1
.
1
1
AB
507
0
.
6
9AB
507
0
.
7
1
AB 5070.94
AB
507
0
.
3
8
AB
5070.
7
0
AB
5071.02
AB
507
0
.
6
8
AB
507
0
.
5
0
AB
50
7
1
.
4
8
AB
50
7
1
.
6
5
AB
50
7
1
.
1
3
AB
507
1
.
5
3
AB
5070
.
7
9
AB
5071
.
4
9
AB
5071
.
6
7
AB 50
7
0
.
8
4
AB
5069
.
7
3
AB
71.28
TOB
7
1
.
5
7
1
.
2
7
0
.
8
7
1
.
2
7
0
.
1
7
0
.
5
7
1
.
6
7
0
.
6
7
2
.
1
7
1
.
9
7
1
.
3
7
2
.
2
7
2
.
4
7
1
.
7
7
2
.
4
7
2
.
6
7
2
.
0
7
3
.
3
7
2
.
1
7
3
.
2
7
1
.
7
7
1
.
2
G5
GR
A
D
I
N
G
P
L
A
N
12
NORTH
( IN FEET )
0
1 INCH = 40 FEET
40 40 80 120
Sheet
of 76
CO
U
N
T
R
Y
C
L
U
B
R
E
S
E
R
V
E
30
1
N
o
r
t
h
H
o
w
e
s
S
t
r
e
e
t
,
S
u
i
t
e
1
0
0
Fo
r
t
C
o
l
l
i
n
s
,
C
o
l
o
r
a
d
o
8
0
5
2
1
E
N
G
I
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E
E
R
N
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H
T
R
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9
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r
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e
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r
i
n
g
.
c
o
m
02/25/21
KEYMAP
DOUGLAS RD
TU
R
N
B
E
R
R
Y
R
D
LEGEND:
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING
NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING
ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL
UNKNOWN UNDERGROUND UTILITIES.
2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT
DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY
INFORMATION.
3.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE
FINISHED GRADE ELEVATIONS UNLESS OTHERWISE NOTED.
4.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS
REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM.
5.CROSSPANS ALONG PUBLIC STREETS AT THE INTERSECTION OF PRIVATE DRIVES
SHALL HAVE CONCRETE EXTENDED TO THE RIGHT-OF-WAY LINE.
6.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM; NAVD 88
(UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES.
7.THE NATURAL HABITAT BUFFER ZONE IS INTENDED TO BE MAINTAINED IN A NATIVE
LANDSCAPE. PLEASE SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE
USES WITHIN THE NATURAL HABITAT BUFFER ZONE.
8.NO TREES SHALL BE REMOVED DURING THE SONGBIRD NESTING SEASON
(FEBRUARY 1 TO JULY 31) WITHOUT FIRST HAVING A PROFESSIONAL ECOLOGIST
OR WILDLIFE BIOLOGIST COMPLETE A NESTING SURVEY TO IDENTIFY ANY ACTIVE
NESTS EXISTING ON THE PROJECT SITE. THE SURVEY SHALL BE SENT TO THE
CITY ENVIRONMENTAL PLANNER. IF ACTIVE NESTS ARE FOUND, THE CITY CITY
WILL COORDINATE WITH RELEVANT STATE AND FEDERAL REPRESENTATIVES TO
DETERMINE WHETHER ADDITIONAL RESTRICTIONS ON TREE REMOVAL AND
CONSTRUCTION APPLY.
9.PLEASE REFER TO THE EROSION CONTROL PLAN SHEETS AND REPORT FOR
TEMPORARY CONTROL MEASURES AND CONSTRUCTION SEQUENCING THAT
SHALL BE USED TO PREVENT LOADING OF THIS DRAINAGE FACILITY WITH
SEDIMENT DURING CONSTRUCTION.
36.25
(36.25)
2.0%
NOTES:
W LOT (WALK-OUT)
EXISTING SPOT ELEVATION
PROPOSED SPOT ELEVATION
PROPOSED EASEMENT
EXISTING RIGHT OF WAY
PROPOSED LOT LINE
PROPERTY BOUNDARY
PROPOSED CURB AND GUTTER
PROPOSED SWALE
EXISTING CONTOUR
PROPOSED CONTOUR
PROPOSED STORM INLET
PROPOSED STORM SEWER
EXISTING STORM SEWER
PROPOSED RIGHT OF WAY
NATURAL HABITAT BUFFER ZONE (NHBZ)
T
PROPOSED SLOPES
A LOT A
B LOT B
G LOT (GARDEN)G
T LOT (TRANSITIONAL)T
MA
T
C
H
L
I
N
E
-
S
E
E
S
H
E
E
T
G6
MATCHLINE - SEE SHEET G2
MA
T
C
H
L
I
N
E
-
S
E
E
S
H
E
E
T
G4
G6G5G4
G3G2G1
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
before you dig.Call
R
1
RE
C
O
R
D
D
R
A
W
I
N
G
SE
R
11
/
0
5
/
2
2
2
RE
C
O
R
D
D
R
A
W
I
N
G
BP
M
03
/
2
5
/
2
5
BLUE INDICATES REVISED
GRADING THAT WAS TRIGGERED
BY PROSPECT ENERGY NOT
COMPLETING THEIR SCOPE,
COYOTE RIDGE FIXED ISSUE ON
03/24/2025
RAIN GARDEN 2 WAS REINSTALLED BY
PROSPECT ENERGY CONTRACTORS. CITY
OF FORT COLLINS WAS RESPONSIBLE
FOR VERIFYING IT WAS INSTALLED
CORRECTLY.
64.1
0
67.54
62.
3
2
65.
0
0
61
.
1
8
63.53
64.12
55.20
71.92
55
.
4
5
61.6161.97
63
.
2
8
70.23
73.04
73
.
1
0
DEPTH
GAUGE
68.
5
0
(63.42)
68.
5
4
68.59
56.94
61.88
61.74
62.
9
4
(7
1
.
5
9
)
71
.
7
8
71.7
8
64.
2
1
54.6
9
54
.
5
0
61.52
54.50
55.4
9
56
.
6
3
58.00
58.00
54
.
9
3
56.64
54.5
0
61
.
4
9
61
.
9
2
61
.
9
2
57.
6
8
56.
3
2
STORM LINE A
SEE SHEET ST1
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XXXXXXXX
E
E
E
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E
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E
E
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X X X X X X X X X X X X X X X X
X
X
V.P.
X
X
X
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ST
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MGAS
X
X
X
X
X
OH
E
OH
E
OH
E
OH
E
OH
E
OH
E
OH
E
OH
E
OH
E
OH
E
OH
E
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ST ST ST ST
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/ / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / /
/ / / / / / / /
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/ / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / /
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E
E
E
E
E
E
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
FO
FO
FO
FO
FO
FO
FO
FO
FO
FO
FO
FO
FO
FO
FO
FO
FO
FO
FO
FO
FO
FO
FO
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
G
IR
R
IR
R
TU
R
N
B
E
R
R
Y
R
O
A
D
LOT 5 LOT 1
BLOCK 3
SERRAMONTE
HIGHLANDS
(LARIMER COUNTY)
72'
ROW
50'
-EOP
30'
SANITARY
EASEMENT
15'
UTILITY
EASEMENT
(73.9
3
)
(73
.
9
3
)
DEPTH
GAUGE
(63.42)
TRACT C
ACCESS & DRAINAGE
EASEMENT
(7
1
.
5
9
)
(73
.
9
7
)
(73.9
2
)
78.7'
10
'
20' ACCESS
DRIVE
STORM LINE A
SEE SHEET ST1
5054.67
AB
505
4
.
7
3
AB505
4
.
9
3
AB
5055
.
1
7
AB
50
5
5
.
5
1
AB
5055.81
AB
5056.13
AB
5056.46
AB
5056
.
8
9
AB
5057.34
AB
5057.87
AB
5058.32
AB
5058.91
AB
5059.51
AB
506
0
.
1
7
AB
5060
.
6
8
AB
506
1
.
3
4
AB
505
6
.
7
7
AB
5058.08
AB
5059.69
AB
5060.56
AB
5061.44
AB
5061.81
AB
5062.37
AB
5063.24
AB
5063
.
7
8
AB
506
4
.
0
9
AB
5064.43
AB
506
5
.
2
2
AB
5065.70
AB
5066.33
AB
50
6
6
.
9
4
AB
5067.38
AB
5061.5
5
AB
506
4
.
5
1
506
3
.
4
2
AB
506
3
.
5
9
AB
50
6
4
.
6
0
AB
506
5
.
5
2
AB
506
7
.
4
5
AB506
7
.
4
7
AB
5068
.
0
7
AB
5068
.
1
1
AB
506
8
.
6
0
AB
50
6
9
.
2
4
AB
506
9
.
8
8AB
507
0
.
3
3
AB
506
9
.
8
0
AB
50
7
0
.
1
2
AB
507
0
.
7
9
AB
50
7
0
.
7
5
AB
50
7
0
.
8
4
AB
5070
.
5
5
AB
5069.97
AB
5069.79
AB
5071.1
5
AB
5072
.
6
9
AB
5074.27
AB
5076.13
AB
5075.94
AB
507
6
.
3
8
AB
507
5
.
3
9
AB
5075.64
AB
507
4
.
6
4
AB
50
7
4
.
3
2
AB
507
3
.
8
4
AB
5074.58
AB
5073
.
8
5
AB
5072.
6
2
AB
5076.
1
7
AB
5079.79
AB
508
2
.
0
5
AB
5086
.
1
9
AB
5086.4
0
AB
508
4
.
0
4
AB
50
8
4
.
2
0
AB
50
8
6
.
1
6
AB
508
6
.
7
8
AB
5087.29
AB
508
5
.
2
4
AB
508
0
.
3
2
AB
507
8
.
0
0
AB
5069.72
AB
507
9
.
4
5
AB
5075
.
6
7
AB
5077.71
AB
5068.55
AB AB
5070.53
5063.41
5064
.
3
4
AB
2' CONCRETE PAN
2' CONCRETE
PAN
EXISTING
PUMP HOUSE
EXISTING PUMP
HOUSE
EXISTING
WELL ROAD
GRAVEL
ACCESS ROAD
FOR BOXELDER
(SEE DETAIL 702)
STORM LINE C
SEE SHEET ST2
STORM LINE E
SEE SHEET ST2
STORM LINE F
SEE SHEET ST1
4:1 TAPPER
EXISTING STORM LINE
POND 1
G6
GR
A
D
I
N
G
P
L
A
N
13
NORTH
( IN FEET )
0
1 INCH = 40 FEET
40 40 80 120
Sheet
of 76
CO
U
N
T
R
Y
C
L
U
B
R
E
S
E
R
V
E
02/25/21
KEYMAP
DOUGLAS RD
TU
R
N
B
E
R
R
Y
R
D
LEGEND:
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING
NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING
ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL
UNKNOWN UNDERGROUND UTILITIES.
2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT
DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY
INFORMATION.
3.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE
FINISHED GRADE ELEVATIONS UNLESS OTHERWISE NOTED.
4.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS
REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM.
5.CROSSPANS ALONG PUBLIC STREETS AT THE INTERSECTION OF PRIVATE DRIVES
SHALL HAVE CONCRETE EXTENDED TO THE RIGHT-OF-WAY LINE.
6.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM; NAVD 88
(UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES.
7.THE NATURAL HABITAT BUFFER ZONE IS INTENDED TO BE MAINTAINED IN A NATIVE
LANDSCAPE. PLEASE SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE
USES WITHIN THE NATURAL HABITAT BUFFER ZONE.
8.NO TREES SHALL BE REMOVED DURING THE SONGBIRD NESTING SEASON
(FEBRUARY 1 TO JULY 31) WITHOUT FIRST HAVING A PROFESSIONAL ECOLOGIST
OR WILDLIFE BIOLOGIST COMPLETE A NESTING SURVEY TO IDENTIFY ANY ACTIVE
NESTS EXISTING ON THE PROJECT SITE. THE SURVEY SHALL BE SENT TO THE
CITY ENVIRONMENTAL PLANNER. IF ACTIVE NESTS ARE FOUND, THE CITY CITY
WILL COORDINATE WITH RELEVANT STATE AND FEDERAL REPRESENTATIVES TO
DETERMINE WHETHER ADDITIONAL RESTRICTIONS ON TREE REMOVAL AND
CONSTRUCTION APPLY.
9.PLEASE REFER TO THE EROSION CONTROL PLAN SHEETS AND REPORT FOR
TEMPORARY CONTROL MEASURES AND CONSTRUCTION SEQUENCING THAT
SHALL BE USED TO PREVENT LOADING OF THIS DRAINAGE FACILITY WITH
SEDIMENT DURING CONSTRUCTION.
36.25
(36.25)
2.0%
NOTES:
W LOT (WALK-OUT)
EXISTING SPOT ELEVATION
PROPOSED SPOT ELEVATION
PROPOSED EASEMENT
EXISTING RIGHT OF WAY
PROPOSED LOT LINE
PROPERTY BOUNDARY
PROPOSED CURB AND GUTTER
PROPOSED SWALE
EXISTING CONTOUR
PROPOSED CONTOUR
PROPOSED STORM INLET
PROPOSED STORM SEWER
EXISTING STORM SEWER
PROPOSED RIGHT OF WAY
NATURAL HABITAT BUFFER ZONE (NHBZ)
T
PROPOSED SLOPES
A LOT A
B LOT B
G LOT (GARDEN)G
T LOT (TRANSITIONAL)T
MATCHLINE - SEE SHEET G3
MA
T
C
H
L
I
N
E
-
S
E
E
S
H
E
E
T
G5
G3
G6G5G4
G2G1
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
before you dig.Call
R
1
RE
C
O
R
D
D
R
A
W
I
N
G
SE
R
11
/
0
5
/
2
2
V.P.
X
W
W
W
W
W
W
W
14
"
W
1
9
7
6
(
A
C
)
FO
FO
FO
FO
FO
FO
FO
G
G
G
G
G
G
G
IR
R
IR
R
IR
R
IR
R
15
"
S
S
15
"
S
S
15
"
S
S
15
"
S
S
15
"
S
S
SD
SD
SD
SD
SD
16
"
W
16
"
W
16
"
W
16
"
W
16
"
W
16
"
W
SD
FES A1
STA 10+00.00
N: 149389.48
E: 205496.52
54.45 LF 24" RCP @ 5.00%
OUTLET A4
STA 11+80.46
N: 149403.60
E: 205317.59
NO
.
8
D
I
T
C
H
NO
.
8
D
I
T
C
H
DEPTH GAUGE
SUBDRAIN B
SEE SHEET SD2
TU
R
N
B
E
R
R
Y
R
O
A
D
72' R.O.W
15
'
U
T
I
L
I
T
Y
E
A
S
E
M
E
N
T
SANITARY OFFSITE SEWER
SEE SHEET OS3
SUBDRAIN A
SEE SHEET SD1
STORM LINE B
SEE SHEET ST2
LOT 1LOT 2LOT 3
BLOCK 3
TRACT C
ACCESS & DRAINAGE
EASEMENT
2' CONCRETE
PAN
POND 1
TURNBERRY RD. WATER LINE
SEE "UTILITY PLANS FOR COUNTRY CLUB
RESERVE - OFFSITE WATER LINES"
RIP-RAP (TYPE M) TO BE INSTALLED FROM CONCRETE
RUNDOWN TO BOTTOM OF THE NO. 8 DITCH (10'x10').
CONTRACTOR TO PLACE GEOFABRIC DOWN PRIOR
TO TYPE M RIP-RAP. ADDITIONALLY, CONTRACTOR
TO INSTALL A 6" LAYER OF 3" MINUS (TYPE II) BEDDING
BETWEEN TYPE M RIP-RAP AND GEOFABRIC.
29.10 LF 24" RCP @ 0.50%
STRM MH A2
STA 11+19.70
N: 149403.02
E: 205378.35
INLET A3
STA 11+48.79
N: 149403.26
E: 205349.26
31.67 LF 24" RCP @ 0.48%
16" ELCO WATERLINE
(SEE PLANS BY OTHERS)
GAS AND OIL BUFFER
6'Ø DROP MH A
STA 10+54.45
N: 149402.26
E: 205443.60
65.25 LF 24" RCP @ 0.50%
20' DRAINAGE
EASEMENT
10'
10'
CONTRACTOR TO PROTECT
DROP SUBMERGED STRUCTURE OUTLET
FROM DAMAGE DURING CONSTRUCTION
20'
20'x10'x6" (LxWxD)
CONCRETE RUNDOWN
(SEE DETAIL ON THIS SHEET)
(45.9%
)
10' FROM EOA
ST
ST
ST
ST
ST
ST
STST
ST
ST
ST
ST
ST
ST
ST
5030
5035
5040
5045
5050
5055
5060
5065
5070
5075
5080
5085
5030
5035
5040
5045
5050
5055
5060
5065
5070
5075
5080
5085
9+5010+0011+0012+0013+00
OU
T
L
E
T
A
4
ST
A
1
1
+
8
0
.
4
6
FL
.
E
L
5
0
5
8
.
0
±
IN
V
.
O
U
T
5
0
5
4
.
5
0
(
E
)
54.45 LF 24" RCP @ 5.00%
FE
S
A
1
ST
A
1
0
+
0
0
.
0
0
IN
V
.
5
0
4
5
.
7
8
(
W
)
PROPOSED
GROUND
EXISTING
GROUND
2.6'
ST
R
M
M
H
A
2
ST
A
1
1
+
1
9
.
7
0
RI
M
5
0
7
0
.
6
±
IN
V
.
I
N
5
0
5
4
.
2
0
(
W
)
IN
V
.
I
N
5
0
5
4
.
2
0
(
N
W
)
IN
V
.
I
N
5
0
5
4
.
2
0
(
S
W
)
IN
V
.
O
U
T
5
0
5
4
.
2
0
(
E
)
29.10 LF 24" RCP @ 0.50%
16" PVC WATERLINE
STA.=10+94.61
INV.=5064.30
EXISTING 14" AC WATERLINE
STA.=11+03.36
INV.=5065.34
15" PVC SANITARY SEWER
STA.=10+84.45
INV.=5058.91
IN
L
E
T
A
3
ST
A
1
1
+
4
8
.
7
9
RI
M
5
0
6
5
.
8
±
IN
V
.
I
N
5
0
5
4
.
3
5
(
W
)
IN
V
.
O
U
T
5
0
5
4
.
3
5
(
E
)
31.67 LF 24" RCP @ 0.48%
65.25 LF 24" RCP @ 0.50%
6'
Ø
D
R
O
P
M
H
A
ST
A
1
0
+
5
4
.
4
5
RI
M
5
0
6
8
.
2
±
IN
V
.
I
N
5
0
5
3
.
8
8
(
W
)
IN
V
.
O
U
T
5
0
4
8
.
5
0
(
E
)
CONCRETE RUNDOWN
TO TOE OF SLOPE
(20'x10'x6")
TYPE M RIPRAP
(10'x10')
EXISTING 18" IRRIGATION
STA.=10+91.18
INV.=5060.72
XXXXXXXXXXXXX
XX
OH
E
OH
E
OH
E
OH
E
OH
E
/
/
/
/
/
/
/
/
ST ST ST ST
/ / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / /
/ / / / / / / /
/ / / / / / / /
/ / / / / / / /
/ / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / /
W
W
W
W
W
W
W
/ / / /
/
/
/
/
W
FO
FO
FO
FO
FO
FO
FO
G
G
G
G
G
G
G
15
"
S
S
15
"
S
S
15
"
S
S
15
"
S
S
15
"
S
S
8" SS 8" SS 8" SS 8" SS 8" SS 8" SS
SD SD SD
SD
SD
SD
SD
SD
16
"
W
16
"
W
16
"
W
16
"
W
16
"
W
16
"
W
TU
R
N
B
E
R
R
Y
R
O
A
D
EXISTING 24"
CMP
2' CONCRETE
PAN
POND 1
SANITARY SEWER A
SEE SHEET SS1
SUBDRAIN A
SEE SHEET SD1
SANITARY OFFSITE SEWER
SEE SHEET OS3
72' R.O.W
EXISTING 14" ELCO AC
WATERLINE
30' SANITARY SEWER
EASEMENT TO BE DEDICATED
BY SEPARATE DOCUMENT
15
'
U
T
I
L
I
T
Y
E
A
S
E
M
E
N
T
STORM LINE E
SEE SHEET ST2
TRACT C
ACCESS & DRAINAGE
EASEMENT
FES F1
STA 10+60.12
N: 148738.90
E: 205350.08
FES F2
STA 10+00.00
N: 148787.89
E: 205315.23
60.12 LF 24" HDPE @ 2.00%
TURNBERRY RD. WATER LINE
SEE "UTILITY PLANS FOR COUNTRY CLUB
RESERVE - OFFSITE WATER LINES"
GAS AND OIL BUFFER
STSTSTST
ST
ST
ST
ST
ST
ST
ARV
H2O
VE NT
5045
5050
5055
5060
5065
5070
5075
5080
5085
5045
5050
5055
5060
5065
5070
5075
5080
5085
9+50 10+00 11+00 11+50
FE
S
F
2
ST
A
1
0
+
0
0
.
0
0
IN
V
.
5
0
6
1
.
7
4
(
S
E
)
60.12 LF 24" HDPE @ 2.00%
FE
S
F
1
ST
A
1
0
+
6
0
.
1
2
IN
V
.
5
0
6
2
.
9
4
(
N
W
)
PROPOSED
GROUND
EXISTING
GROUND
8" PVC SANITARY SEWER
STA.=10+45.30
INV.=5056.60
Sheet
of 76
CO
U
N
T
R
Y
C
L
U
B
R
E
S
E
R
V
E
02/25/21
ST1
PL
A
N
A
N
D
P
R
O
F
I
L
E
ST
O
R
M
L
I
N
E
A
A
N
D
F
40
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
before you dig.Call
R
STORM LINE A
KEYMAP
DOUGLAS RD
TU
R
N
B
E
R
R
Y
R
D
PROFILE SCALE:
NORTH
STRM A
8" W
EXISTING WATER MAIN
PROPOSED WATER MAIN
PROPOSED STORMLINE
LEGEND:
NOTES:
W
OHE OHE
T
E
EXISTING STORM SEWER ST
PROPOSED ELECTRIC
EXISTING TELEPHONE
EXISTING OVERHEAD ELECTRIC
PROPOSED UNDERDRAIN
SUBDRAIN CLEANOUT
SS
PROPOSED CURB & GUTTER
PROPOSED SANITARY SEWER
PROPOSED FIRE HYDRANT
PROPOSED LOTLINE
RIGHT OF WAY
PROPERTY BOUNDARY
SS
PROPOSED SUBDRAIN
UD
SD
EXISTING FIRE HYDRANT
PROPOSED STORMLINE
NATURAL HABITAT BUFFER ZONE (NHBZ)
EASEMENT LINE
EXISTING SANITARY SEWER
GEXISTING GAS
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW
CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL
UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN
UNDERGROUND UTILITIES.
2.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL
STORM DRAINS, SANITARY SEWER MAINS, WATER MAINS, AND SERVICES.
3.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND
STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF
FLARED END SECTIONS.
4.ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND
INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF
FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE
R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE
'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443
FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE).
5.CONTRACTOR SHALL SHALL CONFIRM THAT MANHOLE DIAMETERS ARE SUFFICIENT
FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S
TOLERANCES, ETC.).
6.THE NATURAL HABITAT BUFFER ZONE IS INTENDED TO BE MAINTAINED IN A NATIVE
LANDSCAPE. PLEASE SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE
USES WITHIN THE NATURAL HABITAT BUFFER ZONE.
7.ALL SUBDRAINS ARE TO BE PRIVATELY OWNED AND MAINTAINED BY THE OWNER.
8.SEE STORM LINE PROFILES FOR CLARIFICATION ON OWNERSHIP AND MAINTENANCE
RESPONSIBILITIES.
9.RAIN GARDENS AND PONDS ARE TO BE PRIVATELY OWNED AND MAINTAINED BY THE
OWNER.
10.PLEASE REFER TO THE EROSION CONTROL PLAN SHEETS AND REPORTS FOR
TEMPORARY AND PERMANENT CONTROL MEASURES.
11.SEE DETAIL SHEET EC3 FOR RIPRAP SCHEDULE.
INLET SUMMARY
INLET ID TYPE
A3 TYPE C
C1 CURB INLET-4 FT
D1 DOUBLE CURB
INLET
D2 DOUBLE CURB
INLET
D3 DOUBLE CURB
INLET
D5 CURB INLET-4 FT
D6 CURB INLET-4 FT
E1 CURB INLET-4 FT
( IN FEET )
0
1 INCH = 50 FEET
50 50 100 150
PROFILE SCALE:
STORM LINE F
STRM F
PUBLICLY OWNED AND MAINTAINED
PUBLICLY OWNED
AND MAINTAINED
2
11
.
2
1
.
2
0
2
2
ST
O
R
M
L
I
N
E
A
O
U
T
F
A
L
L
I
N
T
O
N
O
.
8
D
I
T
C
H
BP
M
1
PRIVATELY OWNED
AND MAINTAINED
2
2
GEOTECHNICAL REQUIREMENT NOTES:
1.COMPACTION TESTING, MAXIMUM LIFT, AND SOIL KEY
SPECIFICATIONS FOR BACKFILLING AROUND 6'Ø DROP MH A SHALL
FOLLOW REQUIREMENTS SET FORTH BY THE MODIFIED
EMBANKMENT/EARTHWORK RECOMMENDATION (SEE NOTE 3)
ORIGINALLY SET FORTH BY "PRELIMINARY GEOTECHNICAL EXPLORATION
- BOMA FARM DEVELOPMENT" BY EARTH ENGINEERING CONSULTANTS,
INC. TO ENSURE PROPER REBUILDING OF THE EMBANKMENT.
2.SEE COVER SHEET OF APPROVED DRAWINGS FOR ADDITIONAL
INFORMATION ABOUT "PRELIMINARY GEOTECHNICAL EXPLORATION -
BOMA FARM DEVELOPMENT"
3."THE SITE LEAN CLAY SOILS COULD BE USED FOR BACKFILLING IN
OVEREXCAVATION BACKFILL AREAS AND THE EMBANKMENTS
ASSOCIATED WITH THE No. 8 DITCH. OTHER APPROVED FILL MATERIALS
WHICH ARE FREE FROM ORGANIC MATTER AND DEBRIS AND CONTAINING
SUFFICIENT FINES TO PREVENT PONDING OF WATER IN THE SUBGRADES
COULD ALSO BE USED. PLACEMENT OF BACKFILL MATERIAL WITHIN THE
No. 8 DITCH EMBANKMENT ZONE SHOULD BE PLACED IN LOOSE LIFTS NOT
TO EXCEED 9 INCHES THINK WITH MOISTURE CONTENTS IN THE RANGE
OF -1 TO +3% OF STANDARD PROCTOR OPTIMUM MOISTURE CONTENT
AND COMPACTED TO AT LEAST 95% OF STANDARD PROCTOR MAXIMUM
DRY DENSITY AS DETERMINED BY (ASTM SPECIFICATION D698) TESTING
PROCEDURES.
4.NOTE 3 CONFORMS TO LCUASS AND ASTM REQUIREMENTS.
4
2
10'
6"
1"CONCRETE
1.67%1.67%
6x6 - W14xW14
CONCRETE RUNDOWN
STANDARD CONCRETE NOTES
NOTE:
PROVIDE CONTROL JOINTS AT 10' INTERVALS
Ø24"
INVERT = 5045.78
6"
24"
6" (TYP.)
KEY
TRENCHES
(TYP.)
10'
10'
EXTEND REINFORCEMENT
TO KEY TRENCHES
24" RCP
NATIVE SOIL
TYPE M
RIP-RAP
TYPE II
BEDDING
6" OVERLAP (MIN.)
50
6
7
.
7
5
±
50
5
4
.
5
9
(
W
)
50
5
4
.
5
9
(
E
)
50
7
0
.
2
9
±
50
5
8
.
1
1
±
50
5
4
.
6
4
(
E
)
50
5
4
.
1
1
(
E
)
50
5
4
.
2
7
(
W
)
29.24 LF @ 0.17%
24.01 LF @ 1.79%
24.01 LF @ 1.79%
29.24 LF @ 0.17%
1
RE
C
O
R
D
D
R
A
W
I
N
G
SE
R
11
/
0
5
/
2
2
74.03 LF @ 0.89%
46.37 LF @ 8.19%
74.03 LF @ 0.89%
46.37 LF @ 8.19%
50
6
6
.
8
0
±
50
5
3
.
4
5
(
W
)
50
4
7
.
5
5
(
W
)
50
4
3
.
7
5
(
W
)
55.51 LF @ 2.02%
50
6
1
.
8
8
(
S
E
)
50
6
3
.
0
0
(
N
W
)
50
5
4
.
2
7
(
N
W
)
50
5
4
.
2
7
(
S
W
)
/ / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / /
V.
P
.
X
WWWWWWWW14"W 1976 (AC)
FO FO FO FO FO FO FO FO
G G G G G G G G
IRR IRRIRRIRRIRRIRR
HEADWALL B1
STA 12+08.09
N: 149697.27
E: 205337.34
FES B3
STA 10+00.00
N: 149489.20
E: 205334.99
143.29 LF 24" RCP @ 0.50%
15" SS15" SS15" SS15" SS15" SS
SD SD SD
8"
W
8"
W
8"
W
8"
W
8"
S
S
8"
S
S
8"
S
S
SD
SD
SD
SD
16" W16" W16" W16" W16" W16" W
SD
TURNBERRY ROAD
LOT 10
LOT 1
BLOCK 3
BLOCK 2
SUBDRAIN B
SEE SHEET SD2
SANITARY SEWER OFFSITE
SEE SHEET OS4
SANITARY SEWER B
SEE SHEET SS5
30' -
53' R.O.W
9'
U
T
I
L
I
T
Y
E
A
S
E
M
E
N
T
9'
U
T
I
L
I
T
Y
E
A
S
E
M
E
N
T
15' UTILITY EASEMENT
72' R.O.W 50' -EOP
EXISTING 14" ELCO AC
WATERLINE
(TO BE ABANDONED)
LOT 8
LOT 9
LOT 2
LOT 3
RIPRAP
2' CONCRETE
PAN
TRACT C
ACCESS & DRAINAGE
EASEMENT
NO. 8 DITCH
TURNBERRY RD. WATER LINE
SEE "UTILITY PLANS FOR COUNTRY CLUB
RESERVE - OFFSITE WATER LINES"
STRM MH B2
STA 11+43.29
N: 149632.48
E: 205336.60
64.79 LF
24" RCP
@ 0.50%
PROPOSED
WALL
BA
L
L
Y
N
E
A
L
D
R
.
PROPOSED 8" PVC
WATER LINE
STSTSTSTST
FL
=
5
0
6
4
.
8
2
FL
=
5
0
6
5
.
9
5
FL
=
5
0
6
6
.
6
7
65
.
8
L
F
2
4
"
R
C
P
@
0
.
4
3
%
HYD
STSTSTSTST
138.8 LF 24" RCP @ 0.61%99.5 LF 24" RCP @ 0.72%
FL
=
5
0
6
4
.
8
2
FL
=
5
0
6
6
.
6
7
65
.
8
L
F
2
4
"
R
C
P
@
0
.
4
3
%
W
W
W
W
STSTSTSTST
ST
O
R
M
I
N
L
E
T
FL
=
5
0
6
6
.
6
7
65
.
8
L
F
2
4
"
R
C
P
@
0
.
4
3
%
47
.
2
6
L
F
2
4
"
RC
P
@
8
.
0
0
%
HYD
STSTST
138.8 LF 24" RCP @ 0.61%
FL
=
5
0
6
4
.
8
2
ST
O
R
M
M
H
RI
M
=
5
0
7
1
.
9
8
BT
M
=
5
0
6
5
.
6
7
65
.
8
L
F
2
4
"
R
C
P
@
0
.
4
3
%
74
.
0
3
L
F
2
4
"
RC
P
@
0
.
8
9
%
ST
66
.
7
L
F
6
"
H
D
P
E
C
S
h2
o
C
S
h2
o
C
S
h2
o
S
h2
o
CS
h2
o
CS
h2
o
C
S
h2
o
ST
O
R
M
I
N
L
E
T
BT
M
=
5
0
5
4
.
4
9
ST
O
R
M
M
H
RI
M
=
5
0
7
0
.
2
9
IN
V
=
5
0
5
4
.
2
7
(
N
W
,
S
W
,
W
)
IN
V
O
U
T
=
5
0
5
4
.
1
3
(
E
)
HYD
5055
5060
5065
5070
5075
5080
5085
5090
5055
5060
5065
5070
5075
5080
5085
5090
9+5010+0011+0012+0012+50
143.29 LF 24" RCP @ 0.50%
FE
S
B
3
ST
A
1
0
+
0
0
.
0
0
IN
V
.
5
0
6
5
.
1
9
(
N
)
HE
A
D
W
A
L
L
B
1
ST
A
1
2
+
0
8
.
0
9
IN
V
.
5
0
6
6
.
2
3
(
S
)
EXISTING
GROUND PROPOSED
GROUND
8" PVC
STA.=11+70.50
INV.=5063.61
(WATER LINE LOWERING)
8" PVC SANITARY SEWER
STA.=11+60.50
INV.=5060.64
64.79 LF
24" RCP
@ 0.50%
ST
R
M
M
H
B
2
ST
A
1
1
+
4
3
.
2
9
FL
.
E
L
5
0
7
2
.
2
±
IN
V
.
I
N
5
0
6
5
.
9
1
(
N
)
IN
V
.
O
U
T
5
0
6
5
.
9
1
(
S
)
6" PVC STORM
STA.=11+58.50
INV.=5058.53
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
X
X
X
X
W
W
W
W
W
W
W
14
"
W
1
9
7
6
(
A
C
)
FO
FO
FO
FO
FO
FO
FO
G
G
G
G
G
G
G
IR
R
50'
-EOPPOND 1
15
"
S
S
15
"
S
S
15
"
S
S
15
"
S
S
15
"
S
S
15
"
S
S
SD
SD
SD
SD
SD
SD
SD
16
"
W
16
"
W
16
"
W
16
"
W
16
"
W
16
"
W
INLET C1
STA 10+91.33
N: 149150.60
E: 205380.76
91.33 LF 15" RCP @ 1.45%
FES C2
STA 10+00.00
N: 149151.63
E: 205289.43
SANITARY OFFSITE SEWER
SEE SHEET OS3
TU
R
N
B
E
R
R
Y
R
O
A
D
15
'
U
T
I
L
I
T
Y
E
A
S
E
M
E
N
T
RIPRAP
2' CONCRETE
PAN
SUBDRAIN B
SEE SHEET SD2
TRACT C
ACCESS & DRAINAGE
EASEMENT
TURNBERRY RD. WATER LINE
SEE "UTILITY PLANS FOR COUNTRY CLUB
RESERVE - OFFSITE WATER LINES"
72'
ROW
ST
FL=5062.99
FL=5061.14
84.0 LF 15" RCP @ 2.20%
ST
FL=5062.99
FL=5061.14
84.0 LF 15" RCP @ 2.20%
ST
FL=5062.99
FL=5061.14
84.0 LF 15" RCP @ 2.20%
FL=5054.64
29.2 LF 24"
RCP @ 0.51%
24.0 LF 24"
RCP @ 1.58%
ST
FL=5062.99
FL=5061.14
84.0 LF 15" RCP @ 2.20%
STORM MH
RIM=5070.29
BTM=5054.11
D
ST
ST
ST
ST
ST
ST
ST
46.4 LF 6" HDPE
5055
5060
5065
5070
5075
5080
5085
5090
5055
5060
5065
5070
5075
5080
5085
5090
9+50 10+00 11+00 11+50
EXISTING
GROUND
PROPOSED
GROUND
91.33 LF 15"
R
C
P
@
1
.
4
5
%
FE
S
C
2
ST
A
1
0
+
0
0
.
0
0
IN
V
.
5
0
6
1
.
7
0
(
E
)
IN
L
E
T
C
1
ST
A
1
0
+
9
1
.
3
3
FL
.
E
L
5
0
6
9
.
0
±
IN
V
.
O
U
T
5
0
6
3
.
0
3
(
W
)
6" PVC SUBDRAIN
STA.=10+55.33
INV.=5055.46
5050
5055
5060
5065
5070
5075
5080
5085
5050
5055
5060
5065
5070
5075
5080
5085
9+50 10+00 11+00 11+50
61.52 LF 15" RCP @ 3.00%
IN
L
E
T
E
1
ST
A
1
0
+
6
1
.
5
2
FL
.
E
L
5
0
6
7
.
6
±
IN
V
.
O
U
T
5
0
6
3
.
6
7
(
W
)
FE
S
E
2
ST
A
1
0
+
0
0
.
0
0
IN
V
.
5
0
6
1
.
8
3
(
E
)
EXISTING
GROUND
PROPOSED
GROUND
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
/
XXXXXXXX
XX
OH
E
OH
E
OH
E
OH
E
OH
E
/
/
/
/
/
/
/
/
/ / / / / / / // / / / / / / // / / / / / / /
/ / / / / / / /
/ / / / / / / /
/ / / / / / / /
/ / / / / / / // / / / / / / // / / / / / / /
W
W
W
W
W
W
W
/ / / / /
/
/
/
W
FO
FO
FO
FO
FO
FO
FO
G
G
G
G
G
G
G
15
"
S
S
15
"
S
S
15
"
S
S
15
"
S
S
15
"
S
S
8" SS 8" SS 8" SS 8" SS
SD
SD
SD
SD
SD
SD
16
"
W
16
"
W
16
"
W
16
"
W
16
"
W
16
"
W
STORM LINE F
SEE SHEET ST1
TRACT C
ACCESS & DRAINAGE
EASEMENT
2' CONCRETE
PAN
POND 1
SANITARY SEWER A
SEE SHEET SS1
SUBDRAIN A
SEE SHEET SD1
SANITARY OFFSITE SEWER
SEE SHEET OS3
72' R.O.W
EXISTING 14" ELCO AC
WATERLINE
(TO BE ABANDONED)
TU
R
N
B
E
R
R
Y
R
O
A
D
30' SANITARY SEWER
EASEMENT TO BE DEDICATED
BY SEPARATE DOCUMENT
FES E2
STA 10+00.00
N: 148808.58
E: 205315.38
61.52 LF 15" RCP @ 3.00%
INLET E1
STA 10+61.52
N: 148807.88
E: 205376.89
15
'
U
T
I
L
I
T
Y
E
A
S
E
M
E
N
T
TURNBERRY RD. WATER LINE
SEE "UTILITY PLANS FOR COUNTRY CLUB
RESERVE - OFFSITE WATER LINES"
ST
FL=5063.17
FL=5061.71
559. LF 15" RCP @ 2.61%
ST
FL=5063.17
FL=5061.71
559. LF 15" RCP @ 2.61%
ST
FL=5063.17
FL=5061.71
559. LF 15" RCP @ 2.61%
ST
FL=5063.17
FL=5061.71
559. LF 15" RCP @ 2.61%
ST
ST
ST
ST
FL=5063.00
FL=5061.88
55.5 LF 24" HDPE @ 2.02%
50
9
.
7
L
F
6
"
H
D
P
E
ST
ST
FL=5063.00
FL=5061.88
55.5 LF 24" HDPE @ 2.02%
AR V
H2O
VE NT
KEYMAP
DOUGLAS RD
TU
R
N
B
E
R
R
Y
R
D
Sheet
of 76
CO
U
N
T
R
Y
C
L
U
B
R
E
S
E
R
V
E
02/25/21
ST2
PL
A
N
A
N
D
P
R
O
F
I
L
E
ST
O
R
M
L
I
N
E
B
,
C
,
A
N
D
E
41
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
before you dig.Call
R
PROFILE SCALE:
NORTH
STORM LINE B
STRM B
( IN FEET )
0
1 INCH = 50 FEET
50 50 100 150
PROFILE SCALE:
NORTH
PROFILE SCALE:
8" W
EXISTING WATER MAIN
PROPOSED WATER MAIN
PROPOSED STORMLINE
LEGEND:
NOTES:
W
OHE OHE
T
E
EXISTING STORM SEWER ST
PROPOSED ELECTRIC
EXISTING TELEPHONE
EXISTING OVERHEAD ELECTRIC
PROPOSED UNDERDRAIN
SUBDRAIN CLEANOUT
SS
PROPOSED CURB & GUTTER
PROPOSED SANITARY SEWER
PROPOSED FIRE HYDRANT
PROPOSED LOTLINE
RIGHT OF WAY
PROPERTY BOUNDARY
SS
PROPOSED SUBDRAIN
UD
SD
EXISTING FIRE HYDRANT
PROPOSED STORMLINE
NATURAL HABITAT BUFFER ZONE (NHBZ)
EASEMENT LINE
EXISTING SANITARY SEWER
GEXISTING GAS
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW
CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL
UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN
UNDERGROUND UTILITIES.
2.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL
STORM DRAINS, SANITARY SEWER MAINS, WATER MAINS, AND SERVICES.
3.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND
STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF
FLARED END SECTIONS.
4.ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND
INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF
FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE
R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE
'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443
FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE).
5.CONTRACTOR SHALL SHALL CONFIRM THAT MANHOLE DIAMETERS ARE SUFFICIENT
FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S
TOLERANCES, ETC.).
6.THE NATURAL HABITAT BUFFER ZONE IS INTENDED TO BE MAINTAINED IN A NATIVE
LANDSCAPE. PLEASE SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE
USES WITHIN THE NATURAL HABITAT BUFFER ZONE.
7.ALL SUBDRAINS ARE TO BE PRIVATELY OWNED AND MAINTAINED BY THE OWNER.
8.SEE STORM LINE PROFILES FOR CLARIFICATION ON OWNERSHIP AND MAINTENANCE
RESPONSIBILITIES.
9.RAIN GARDENS AND PONDS ARE TO BE PRIVATELY OWNED AND MAINTAINED BY THE
OWNER.
10.PLEASE REFER TO THE EROSION CONTROL PLAN SHEETS AND REPORTS FOR
TEMPORARY AND PERMANENT CONTROL MEASURES.
11.SEE DETAIL SHEET EC3 FOR RIPRAP SCHEDULE.
INLET SUMMARY
INLET ID TYPE
A3 TYPE C
C1 CURB INLET-4 FT
D1 DOUBLE CURB
INLET
D2 DOUBLE CURB
INLET
D3 DOUBLE CURB
INLET
D5 CURB INLET-4 FT
D6 CURB INLET-4 FT
E1 CURB INLET-4 FT
NORTH
STORM LINE C STORM LINE E
STRM C
STRM E
PUBLICLY OWNED
AND MAINTAINED
PUBLICLY OWNED AND MAINTAINED
PUBLICLY OWNED
AND MAINTAINED
50
7
1
.
9
8
±
50
6
5
.
6
7
(
N
)
50
6
5
.
6
7
(
S
)
50
6
4
.
8
2
(
N
)
50
6
5
.
9
5
(
S
)
65.09 LF
@ 0.43%139.51 LF @ 0.61%
84.03 LF @ 2.20%
55.86 LF @ 3.62%
139.51 LF @ 0.61%
65.09 LF
@ 0.43%
84.03 LF
@ 2.20%
55.86 LF @ 3.62%
50
6
2
.
9
9
(
W
)
50
6
1
.
1
4
(
E
)
50
6
3
.
7
3
(
W
)
50
6
1
.
7
1
(
E
)
1
RE
C
O
R
D
D
R
A
W
I
N
G
SE
R
11
/
0
5
/
2
2
THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING
SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION
PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES
NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION.
RECORD DRAWING
UD
UD
UD
12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W
8"
W
8"
W
8"
W
8"
S
S
SD
W
W
W
W
W
E
E
E
E
E
/ /
/
/
/
/
/
/
/ / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / /
FES
M
FES TELE
/ / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / /
XXX
/ / / / / / / // / / / / / / // / / / / / / /
FESM
FES
/ / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / /
XXXXX
E
INLET D1
STA 21+56.93
N: 150037.66
E: 203897.99
INLET D2
STA 17+31.93
N: 150032.86
E: 204322.96
INLET D6
STA 12+04.26
N: 149986.37
E: 204809.19
INLET D5
STA 12+34.93
N: 149986.71
E: 204778.52
INLET D3
STA 14+04.52
N: 150029.16
E: 204650.35
STRM MH D4
STA 13+63.52
N: 149988.17
E: 204649.94
FES D7
STA 10+00.00
N: 149971.92
E: 205012.93
425.00 LF 15" RCP @ 0.30%327.41 LF 15" RCP @ 0.50%
41.00 LF
15" RCP
@ 0.48%
128.59 LF 15" HDPE @ 0.48%
30.67 LF
15" RCP
@ 0.50%
204.26 LF 15" HDPE @ 0
.
5
0
%
E. DOUGLAS ROAD
E. DOUGLAS ROAD
WI
N
G
E
D
F
O
O
T
D
R
.
POND 2 (WETLANDS)
SWALE
PRIVATE WATER LINE
(CONTRACTOR TO FIELD
LOCATE PRIOR TO
MOBILIZATION)
48' -EOP 78' R.O.W
15' UTILITY EASEMENT
78' R.O.W
RIPRAP
30' -
53' R.O.W
TRACT A
DRAINAGE
EASEMENT
TRACT B
ACCESS & DRAINAGE
EASEMENT
LOT 1
LOT 23
LOT 24
LOT 2
LOT 3BLOCK 1
BLOCK 2
NATURAL HABITAT
BUFFER ZONE (NHBZ)
SWALE
NATURAL HABITAT
BOUNDARY ZONE
SANITARY SEWER B4
SEE SHEET SS8RAIN GARDEN 3
DOUGLAS RD. WATER LINE
SEE "UTILITY PLANS FOR COUNTRY CLUB
RESERVE - OFFSITE WATER LINES"
10.61 LF 15" RCP @ 5.00%
(PRIVATELY OWNED AND
MAINTAINED)
OUTLET D4
(PRIVATELY OWNED
AND MAINTAINED)
INV. OUT=5077.35 (E)
FG=5079.46 WINGWALL
PRIVATE ELECTRIC LINE
(CONTRACTOR TO FIELD
LOCATE PRIOR TO
MOBILIZATION)
UNDERDRAIN FOR
RAIN GARDEN 3
PROPOSED 8" PVC
WATER LINE
ST ST ST ST ST ST
ST ST ST ST ST ST
ST ST ST ST ST ST
ST ST ST ST ST ST
DD
DD
ST
ST
ST ST ST ST ST ST ST ST ST ST ST ST ST ST
CS
h2o
CS
h2o
5065
5070
5075
5080
5085
5090
5095
5100
5065
5070
5075
5080
5085
5090
5095
5100
9+5010+0011+0012+0013+0014+0015+0016+0017+0018+0019+0020+0021+0022+00
204.26 LF 15" HDPE @ 0.50%
FE
S
D
7
ST
A
1
0
+
0
0
.
0
0
RI
M
5
0
7
4
.
7
±
IN
V
.
I
N
5
0
7
3
.
2
7
(
W
)
30.67 LF 15" RCP @ 0.50%
128.59 LF 15" HDPE @ 0.48%
IN
L
E
T
D
5
ST
A
1
2
+
3
4
.
9
3
FL
.
E
L
5
0
8
0
.
6
±
IN
V
.
I
N
5
0
7
4
.
4
5
(
W
)
IN
V
.
O
U
T
5
0
7
4
.
4
5
(
E
)
IN
L
E
T
D
6
ST
A
1
2
+
0
4
.
2
6
FL
.
E
L
5
0
8
0
.
5
±
IN
V
.
I
N
5
0
7
4
.
3
0
(
W
)
IN
V
.
O
U
T
5
0
7
4
.
3
0
(
E
)
41.00 LF 15" RCP @ 0.48%
327.41 LF 15" RCP @ 0.50%
ST
R
M
M
H
D
4
ST
A
1
3
+
6
3
.
5
2
RI
M
5
0
8
0
.
5
±
IN
V
.
I
N
5
0
7
5
.
0
6
(
N
)
IN
V
.
I
N
5
0
7
6
.
8
2
(
W
)
IN
V
.
O
U
T
5
0
7
5
.
0
6
(
E
)
IN
L
E
T
D
3
ST
A
1
4
+
0
4
.
5
2
FL
.
E
L
5
0
8
0
.
5
±
IN
V
.
I
N
5
0
7
5
.
2
6
(
W
)
IN
V
.
O
U
T
5
0
7
5
.
2
6
(
S
)
425.00 LF 15" RCP @ 0.30%
IN
L
E
T
D
2
ST
A
1
7
+
3
1
.
9
3
FL
.
E
L
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IN
V
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(
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IN
L
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1
ST
A
2
1
+
5
6
.
9
3
FL
.
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L
5
0
8
1
.
9
±
IN
V
.
O
U
T
5
0
7
8
.
1
7
(
E
)
8" PVC
STA.=12+25.61
INV.=5072.00
(WATER LINE LOWERING)
1.5'
Sheet
of 76
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KEYMAP
DOUGLAS RD
TU
R
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B
E
R
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ST3
PL
A
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A
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D
42
NORTH
( IN FEET )
1 inch = ft.
Feet05050
50
100 150
PROFILE SCALE:
STORM LINE D
PROPOSED
GROUND
EXISTING
GROUND
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
before you dig.Call
R
8" W
EXISTING WATER MAIN
PROPOSED WATER MAIN
PROPOSED STORMLINE
LEGEND:
NOTES:
W
OHE OHE
T
E
EXISTING STORM SEWER ST
PROPOSED ELECTRIC
EXISTING TELEPHONE
EXISTING OVERHEAD ELECTRIC
PROPOSED UNDERDRAIN
SUBDRAIN CLEANOUT
SS
PROPOSED CURB & GUTTER
PROPOSED SANITARY SEWER
PROPOSED FIRE HYDRANT
PROPOSED LOTLINE
RIGHT OF WAY
PROPERTY BOUNDARY
SS
PROPOSED SUBDRAIN
UD
SD
EXISTING FIRE HYDRANT
PROPOSED STORMLINE
NATURAL HABITAT BUFFER ZONE (NHBZ)
EASEMENT LINE
EXISTING SANITARY SEWER
GEXISTING GAS
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW
CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL
UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN
UNDERGROUND UTILITIES.
2.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL
STORM DRAINS, SANITARY SEWER MAINS, WATER MAINS, AND SERVICES.
3.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND
STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF
FLARED END SECTIONS.
4.ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND
INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF
FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE
R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE
'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443
FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE).
5.CONTRACTOR SHALL SHALL CONFIRM THAT MANHOLE DIAMETERS ARE SUFFICIENT
FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S
TOLERANCES, ETC.).
6.THE NATURAL HABITAT BUFFER ZONE IS INTENDED TO BE MAINTAINED IN A NATIVE
LANDSCAPE. PLEASE SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE
USES WITHIN THE NATURAL HABITAT BUFFER ZONE.
7.ALL SUBDRAINS ARE TO BE PRIVATELY OWNED AND MAINTAINED BY THE OWNER.
8.SEE STORM LINE PROFILES FOR CLARIFICATION ON OWNERSHIP AND MAINTENANCE
RESPONSIBILITIES.
9.RAIN GARDENS AND PONDS ARE TO BE PRIVATELY OWNED AND MAINTAINED BY THE
OWNER.
10.PLEASE REFER TO THE EROSION CONTROL PLAN SHEETS AND REPORTS FOR
TEMPORARY AND PERMANENT CONTROL MEASURES.
11.SEE DETAIL SHEET EC3 FOR RIPRAP SCHEDULE.
INLET SUMMARY
INLET ID TYPE
A3 TYPE C
C1 CURB INLET-4 FT
D1 DOUBLE CURB
INLET
D2 DOUBLE CURB
INLET
D3 DOUBLE CURB
INLET
D5 CURB INLET-4 FT
D6 CURB INLET-4 FT
E1 CURB INLET-4 FT
EXISTING
PUMP
HOUSE
STRM D
PUBLICLY OWNED AND MAINTAINED
PHASE 2 PHASE 1
128.55 LF @ 0.36%
202.07 LF
@ 0.50%
30.33 LF
@ 0.49%
318.29 LF @ 0.46%
416.34 LF @ 0.34%
416.34 LF @ 0.34%
318.29 LF @ 0.46%
38.03 LF @ 0.50%
128.55 LF @ 0.36%
30.33 LF @ 0.49%
202.07 LF @ 0.50%
50
7
7
.
9
4
(
E
)
50
7
6
.
5
3
(
W
)
50
7
6
.
4
3
(
E
)
50
7
4
.
9
8
(
W
)
50
7
4
.
9
3
(
S
)
50
8
0
.
6
7
±
50
7
4
.
3
7
(
W
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50
7
4
.
3
7
(
E
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50
8
0
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6
2
±
50
7
4
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2
2
(
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50
7
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0
1
(
E
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50
7
9
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9
1
±
50
7
6
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7
(
N
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50
7
6
.
7
7
(
W
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50
7
4
.
8
3
(
E
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50
7
2
.
9
9
(
W
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38.03 LF
@ 0.50%1
RE
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11
/
0
5
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2
2
THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING
SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION
PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES
NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION.
RECORD DRAWING
50
8
0
.
8
2
±
1/2" THK GALV.
STEEL PLATE
ORIFICE
1'-5"
1/2" Ø HOLES
FOR 3/8" Ø
EXPANSION BOLTS
EMBEDDED 2" INTO
CONCRETE WALL @
12" O.C. MIN.
INVERT ELEV.
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of 76
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100-YEAR ORIFICE PLATE602
INLET SUMMARY601
CC
A
A
B
B
SECTION C-C
SECTION A-A SECTION B-B
WELL SCREEN FLOW CONTROL PLATE
PLAN
GENERAL NOTES
SECTION D-D
D
D
A A
ABBREVIATIONS
LEGEND
A
A
B B
SECTION A-A
DETAIL "A"
SECTION B-B
CURB FACE ASSEMBLY DETAIL
GENERAL NOTES
PLAN VIEW
6 IN. STEEL DECK RING WITH
24 IN. HEAVY DENVER COVER BY
MACLEAR OR APPROVED EQUAL.
6 IN. THICK
SIDEWALL (TYP.
BOTH SIDES)
3 FT.5 FT.3 FT.
6 IN.6 IN.
BACK OF
CURB
FLOW LINE
SEE DETAIL "A"
4 FT. OPENINGWARPED CURB &
GUTTER (TYP.
BOTH SIDES)
6 IN.
3
F
T
.
-
3
I
N
.
17
I
N
.
14 IN.
11 FT.
6 IN.
2 FT.4 FT.- 6 IN.
6 IN.
SEE CURB FACE
ASSEMBLY DETAIL
MANHOLE
RUNGS-12 IN. O.C.
1% SLOPE FOR
DRAINAGE
6 IN.
3 FT.-6 IN.4 FT.
WARPED
GUTTER
DEPRESSED GUTTER
NORMAL FLOW LINE
TOP OF GUTTER
ALTERED
FLOW LINE
6 IN.6 IN.
1% SLOPE FOR
DRAINAGE
6 IN.
WALL
3 IN.
RAD.6 IN.
EXTEND CHANNEL
TO OUTSIDE
EDGE OF WALL
10 IN.
EMBEDMENT
8 8.5 FLUSH
WITH CURB FACE
NTS
1 1/2 IN. R
#4 BAR
18 IN. LONG
2 IN.
2 IN.4:16 IN.
MAX/MIN.
8 IN.
2:1 #5 BAR
6 IN.
1 1/2 IN. PIPE SPACER
AND 1 1/4 IN. LOCK NUT
4 IN.
1/4 IN.
1 1/4 IN. DIA. X 24 IN. GALV.
3 1/2 IN. AT TOP.
3 IN. X 3 IN. X 3/8 IN.
PLATE
6 IN.
1/4 IN.-1 IN. LEG
WARPED
GUTTER
VA
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H
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6
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(U
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S
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A
S
H
P
I
P
E
IS
U
S
E
D
)
STEEL ROD - THREADED
3 FT.-6 IN.
6 IN.
1. SEE D-8B FOR REINFORCEMENT.
2. FLOOR OF INLET SHALL BE SHAPED WITH
ADDITION CONCRETE TO FORM INVERT
TO PIPE CONNECTIONS.
3. MANHOLE RUNGS SHALL BE REQUIRED FOR
INLET HEIGHT 4 FT. AND GREATER.
4. SIDEWALK SHALL BE 6 IN. THICK FOR 3 FT.
ON EITHER SIDE OF INLET.
5. TOP SLAB OF INLET SHALL BE SLOPE TO
MATCH SIDEWALK. SEE D-6.
6. EXPOSED STEEL SHALL BE GALVANIZED IN
ACCORDANCE WITH AASHTO M-111.
4
F
T
.
AA
B
B
A A
INLET SUMMARY
INLET ID TYPE
A3 TYPE C
C1 CURB INLET-4 FT
D1 DOUBLE CURB INLET
D2 DOUBLE CURB INLET
D3 DOUBLE CURB INLET
D5 CURB INLET-4 FT
D6 CURB INLET-4 FT
E1 CURB INLET-4 FT
D7
DE
T
A
I
L
S
----
POND INV. ELEV.CIRCULAR ORIFICE DIAMETER (IN)
1 5054.60 10 2/4
2 5077.35 9
Pond 1 Pond 2
ELEV A.5054.50 5077.35
ELEV B.5057.20 5078.90
ELEV C.5058.20 5079.90
Dwq (FT.)2.70 N/A
Ls (FT.)4 4
Ws (FT.)5 5
Wo (IN.)6 6
HOLE DIA. (IN.)1 N/A
# OF ROWS 6 N/A
# OF COLUMNS 1 N/A
600 OUTLET A4 AND D4 (POND 1 AND POND 2)
WQ
PLATE 6
1
1.2
2.5
5054.69
5057.09
5058.12
5076.79
5078.63
5079.72
4.4
5
4.3
5.3
66
SEE NEXT PAGE FOR AS-BUILT PICTURES
POND 1: 100-YR ORIFICE
POND 2: 100-YR ORIFICE
1/2" THK GALV.
STEEL PLATE
ORIFICE
1'-5"
1/2" Ø HOLES
FOR 3/8" Ø
EXPANSION BOLTS
EMBEDDED 2" INTO
CONCRETE WALL @
12" O.C. MIN.
INVERT ELEV.
Sheet
of 76
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100-YEAR ORIFICE PLATE602
INLET SUMMARY601
CC
A
A
B
B
SECTION C-C
SECTION A-A
WELL SCREEN
PLAN
GENERAL NOTES
SECTION B-B
D
D
A A
ABBREVIATIONS
LEGEND
INLET SUMMARY
INLET ID TYPE
A3 TYPE C
C1 CURB INLET-4 FT
D1 DOUBLE CURB INLET
D2 DOUBLE CURB INLET
D3 DOUBLE CURB INLET
D5 CURB INLET-4 FT
D6 CURB INLET-4 FT
E1 CURB INLET-4 FT
POND 2 OUTLET UPDATE
DE
T
A
I
L
S
----
POND INV. ELEV.CIRCULAR ORIFICE DIAMETER (IN)
1 5054.60 10 2/4
2 5077.35 9
600 OUTLET A4 AND D4 (POND 1 AND POND 2)
Pond 1 Pond 2
ELEV A.5054.50 5077.35
ELEV B.5057.20 5078.90
ELEV C.5058.20 5079.90
Dwq (FT.)2.70 N/A
Ls (FT.)4 4
Ws (FT.)5 5
Wo (IN.)6 10
HOLE DIA. (IN.)1 N/A
# OF ROWS 6 N/A
# OF COLUMNS 1 N/A
WQ
PLATE
NORTHERNENGINEERING.COM | 970.221.4158 DRAINAGE SITE CERTIFICATION LETTER: COUNTRY CLUB RESERVE
FORT COLLINS | GREELEY APPENDIX
Appendix E
STATE PORTAL DOCUMENTS
February 25, 2021
FINAL DRAINAGE AND
EROSION CONTROL REPORT FOR
COUNTRY CLUB RESERVE
Fort Collins, Colorado
Prepared for:
Crystal Cove Development
8020 S. County Road 5, Unit 200
Fort Collins, CO 80528
Prepared by:
301 N. Howes, Suite 100
Fort Collins, Colorado 80521
Phone: 970.221.4158 Fax: 970.221.4159
www.northernengineering.com
Project Number: 1324-001
This Drainage Report is consciously provided as a PDF.
Please consider the environment before printing this document in its entirety.
When a hard copy is absolutely necessary, we recommend double-sided printing.
Stormwater Facility Name:
Facility Location & Jurisdiction:
User Input: Watershed Characteristics User Defined User Defined User Defined User Defined
Selected BMP Type = EDB Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs]
Watershed Area = 35.38 acres 0.00 146 0.00 0.00
Watershed Length =3,468 ft 1.00 3,883 1.00 3.12
Watershed Length to Centroid = 445 ft 2.00 16,858 2.00 4.41
Watershed Slope =0.010 ft/ft 3.00 34,910 3.00 5.40
Watershed Imperviousness = 33.6%percent 4.00 57,222 4.00 6.23
Percentage Hydrologic Soil Group A = 0.0%percent 5.00 82,342 5.00 6.97
Percentage Hydrologic Soil Group B = 63.0%percent 6.00 111,177 6.00 7.64
Percentage Hydrologic Soil Groups C/D = 37.0%percent 7.00 148,056 7.00 8.25
Target WQCV Drain Time = 40.0 hours 8.00 182,306 8.00 8.82
9.00 212,225 9.00 9.35
User Input 10.00 238,836 10.00 9.86
11.00 265,088 11.00 10.34
12.00 288,850 12.00 10.80
After completing and printing this worksheet to a pdf, go to:
https://maperture.digitaldataservices.com/gvh/?viewer=cswdif
Create a new stormwater facility, and attach the PDF of this
worksheet to that record.
Routed Hydrograph Results
Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 50 Year 100 Year
One-Hour Rainfall Depth =N/A 0.86 1.14 1.43 2.39 2.91 in
CUHP Runoff Volume =0.478 0.703 1.129 1.795 4.774 6.513 acre-ft
Inflow Hydrograph Volume =N/A 0.703 1.129 1.795 4.774 6.513 acre-ft
Time to Drain 97% of Inflow Volume =1.4 2.6 3.4 4.7 9.7 12.3 hours
Time to Drain 99% of Inflow Volume =1.5 2.7 3.5 4.8 9.9 12.7 hours
Maximum Ponding Depth =2.42 1.71 2.37 3.11 5.06 5.82 ft
Maximum Ponded Area =0.56 0.30 0.54 0.85 1.92 2.43 acres
Maximum Volume Stored =0.479 0.180 0.451 0.960 3.642 5.291 acre-ft
Once CUHP has been run and the Stage-Area-Discharge
information has been provided, click 'Process Data' to
interpolate the Stage-Area-Volume-Discharge data and
generate summary results in the table below. Once this
is complete, click 'Print to PDF'.
Stormwater Detention and Infiltration Design Data Sheet
Country Club Reserve Pond 1
Fort Collins
SDI-Design Data v2.00, Released January 2020
Location for 1-hr Rainfall Depths (use dropdown):
After providing required inputs above including 1-hour
rainfall depths, click 'Run CUHP' to generate runoff
hydrographs using the embedded Colorado Urban
Hydrograph Procedure.
Pond 1-STATE STATUE.xlsm, Design Data 4/3/2023, 3:28 PM
Booleans for Message Booleans for CUHP
Watershed L:W 1 CUHP Inputs Complete
Watershed Lc:L 1 CUHP Results Calculated
Watershed Slope FALSE Time Interval
RunOnce 1
CountA 1
Draintime Coeff 1.0
User Precip 1
Equal SA Inputs 1
Equal SD Inputs 1
Stormwater Detention and Infiltration Design Data Sheet
0
10
20
30
40
50
60
70
80
90
0.1 1 10
FL
O
W
[
c
f
s
]
TIME [hr]
100YR IN
100YR OUT
50YR IN
50YR OUT
10YR IN
10YR OUT
5YR IN
5YR OUT
2YR IN
2YR OUT
WQCV IN
WQCV OUT
0
1
2
3
4
5
6
7
0.1 1 10 100
PO
N
D
I
N
G
D
E
P
T
H
[
f
t
]
DRAIN TIME [hr]
100YR
50YR
10YR
5YR
2YR
WQCV
Pond 1-STATE STATUE.xlsm, Design Data 4/3/2023, 3:28 PM
Stormwater Facility Name:
Facility Location & Jurisdiction:
User Input: Watershed Characteristics User Defined User Defined User Defined User Defined
Selected BMP Type = EDB Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs]
Watershed Area = 12.20 acres 0.00 0 0.00 0.00
Watershed Length =1,168 ft 1.00 23,374 1.00 1.82
Watershed Length to Centroid = 500 ft 2.00 70,812 2.00 2.94
Watershed Slope =0.010 ft/ft 2.40 82,174 2.40 3.10
Watershed Imperviousness = 23.4%percent
Percentage Hydrologic Soil Group A = 0.0%percent
Percentage Hydrologic Soil Group B = 40.0%percent
Percentage Hydrologic Soil Groups C/D = 60.0%percent
Target WQCV Drain Time = 40.0 hours
User Input
After completing and printing this worksheet to a pdf, go to:
https://maperture.digitaldataservices.com/gvh/?viewer=cswdif
Create a new stormwater facility, and attach the PDF of this
worksheet to that record.
Routed Hydrograph Results
Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 50 Year 100 Year
One-Hour Rainfall Depth =N/A 0.86 1.14 1.43 2.39 2.91 in
CUHP Runoff Volume =0.131 0.157 0.292 0.513 1.541 2.145 acre-ft
Inflow Hydrograph Volume =N/A 0.157 0.292 0.513 1.541 2.145 acre-ft
Time to Drain 97% of Inflow Volume =2.1 3.3 4.1 5.1 9.0 11.1 hours
Time to Drain 99% of Inflow Volume =2.3 3.6 4.4 5.4 9.7 11.8 hours
Maximum Ponding Depth =0.70 0.43 0.67 0.97 1.82 2.16 ft
Maximum Ponded Area =0.38 0.23 0.36 0.52 1.43 1.73 acres
Maximum Volume Stored =0.131 0.050 0.120 0.251 1.077 1.610 acre-ft
Once CUHP has been run and the Stage-Area-Discharge
information has been provided, click 'Process Data' to
interpolate the Stage-Area-Volume-Discharge data and
generate summary results in the table below. Once this
is complete, click 'Print to PDF'.
Stormwater Detention and Infiltration Design Data Sheet
Country Club Reserve Pond 2
Fort Collins
SDI-Design Data v2.00, Released January 2020
Location for 1-hr Rainfall Depths (use dropdown):
After providing required inputs above including 1-hour
rainfall depths, click 'Run CUHP' to generate runoff
hydrographs using the embedded Colorado Urban
Hydrograph Procedure.
Pond 2-STATE STATUE, Design Data 5/5/2023, 7:18 AM
Booleans for Message Booleans for CUHP
Watershed L:W 1 CUHP Inputs Complete
Watershed Lc:L 1 CUHP Results Calculated
Watershed Slope FALSE Time Interval
RunOnce 1
CountA 1
Draintime Coeff 1.0
User Precip 1
Equal SA Inputs 1
Equal SD Inputs 1
Stormwater Detention and Infiltration Design Data Sheet
0
5
10
15
20
25
0.1 1 10
FL
O
W
[
c
f
s
]
TIME [hr]
100YR IN
100YR OUT
50YR IN
50YR OUT
10YR IN
10YR OUT
5YR IN
5YR OUT
2YR IN
2YR OUT
WQCV IN
WQCV OUT
0
0.5
1
1.5
2
2.5
0.1 1 10 100
PO
N
D
I
N
G
D
E
P
T
H
[
f
t
]
DRAIN TIME [hr]
100YR
50YR
10YR
5YR
2YR
WQCV
Pond 2-STATE STATUE, Design Data 5/5/2023, 7:18 AM