HomeMy WebLinkAboutSite Certifications - 10/13/2025Page 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
Northfield Commons
10/2/25
(Please see table below)
N/A
N/A
N/A
N/A
N/A
N/A
Note: Northfield Pond D is to be certified with the Northfield Overall Site Certification.
This certification does include the Pond D rain garden.
Grading/Stormwater Certification Accepted
(Certificat e of Occupancy Released)
Accepted by:
Date:
☐ Escrow was held for CO and is now released
we Dan Mogen
10/13/2025
4
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
N/A
N/A
N/A
N/A
N/A
N/A
Yes
N/A
N/A
N/A
N/A
N/A
N/A
There are many elevations not w/in the 0.2 ft tolerance.
There were construction busts that were resolved w/ the
owner & contractor to achieve acceptable slopes and grades
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
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
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
No
No
Yes
Yes
Yes
N/A
N/A
Yes
Yes
Yes
Yes
Yes
Please reference the included memo describing the
discrepancies and asbuilt SWWM model results.
HDS did not observe the installation of the concrete pans
There are concrete drain pans throughout the site that are
contained within areas of Lot Grading Certifications. Reference the
individual Lot Grading Certifications for acceptance of those pans.
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
Yes
No
Yes
Yes
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
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
N/A
N/A
N/A
N/A
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
N/A
There was a small sidewalk culvert proposed in the southeast corner of Tract C that was
not installed. The area intended to drain to this culvert is relatively flat unimproved native
turf area. I don't believe that this culvert is detrimental to the neighboring properties and
majority of the rainfall will infiltrate.
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
N/A
Yes
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
N/A
Jason T. Claeys, P.E.
jclaeys@highland-ds.com
970.674.7570
Highland Development Services
6355 Fairgrounds Ave, Suite 200
Windsor, CO 80550
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: Northfield Commons Apartments – Mercy Housing Date: 8/21/2023
Building Permit Numbers: B2110016, B2110018, B2110019, B2110021, B2110022, B2110023, B2110024
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. No 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 9.
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. N/A 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. N/A 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:
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: Devin Lang
Title: Assistant Project Manager
Email: dlang@dohnconstruction.com
Phone: (970) 566-3071
Company: Dohn Construction
Address: 2642 Midpoint Drive
Fort Collins, CO 80525
X
Geotechnical Engineering and Materials Testing
Cole Garner Geotechnical
1070 W. 124th Ave, Ste. 300
Westminster, CO 80234
303.996.2999
March 17, 2023
Mercy Housing
1600 Broadway, Suite 2000
Denver, CO 80202
Attn: Kuhl Brown
Re: Compliance Letter for Special Inspection and Materials Tests
Northfield Commons Residential Development - Building 1, Permit No.: B2110016
728 Mangold Lane
Fort Collins, CO 80524
CGG Project No: 22.23.109
At your request, Cole Garner Geotechnical (CGG) was retained to provide construction observations and
materials testing for the above-named project. Observation and special inspection services were performed as
scheduled by the contractor during the construction of the following elements:
Earthwork - observation during building overexcavation
Reinforced Concrete - inspection of reinforcing steel and concrete placement for foundations and slabs
Concrete Encased Grounding Rod - inspection of placement of Ufer ground rod in foundation
Wood Framing - visual inspection of holdowns, anchors, hardware and strapping, shearwall framing and
panels, roof sheathing, mechanical fasteners and diaphragm nailing
In addition, materials tests were periodically conducted for the following elements:
Earthwork - classification (gradation and Atterberg limits) proctor, in-situ moisture and density (nuclear
gauge)
Concrete - temperature, slump, air content, unit weight and compressive strength
The results of our materials tests and special inspections are available upon request and were noted to comply
with approved project plans, specifications and relevant sections of the International Building Code.
We trust that the information presented herein satisfies your present needs.
Sincerely,
Cole Garner Geotechnical
Thomas C. Cole, P.E.
Principal
03/17/23
Geotechnical Engineering and Materials Testing
Cole Garner Geotechnical
1070 W. 124th Ave, Ste. 300
Westminster, CO 80234
303.996.2999
March 17, 2023
Mercy Housing
1600 Broadway, Suite 2000
Denver, CO 80202
Attn: Kuhl Brown
Re: Compliance Letter for Special Inspection and Materials Tests
Northfield Commons Residential Development - Building 2, Permit No.: B2110018
722 Mangold Lane
Fort Collins, CO 80524
CGG Project No: 22.23.109
At your request, Cole Garner Geotechnical (CGG) was retained to provide construction observations and
materials testing for the above-named project. Observation and special inspection services were performed as
scheduled by the contractor during the construction of the following elements:
Earthwork - observation during building overexcavation
Reinforced Concrete - inspection of reinforcing steel and concrete placement for foundations and slabs
Concrete Encased Grounding Rod - inspection of placement of Ufer ground rod in foundation
Wood Framing - visual inspection of holdowns, anchors, hardware and strapping, shearwall framing and
panels, roof sheathing, mechanical fasteners and diaphragm nailing
In addition, materials tests were periodically conducted for the following elements:
Earthwork - classification (gradation and Atterberg limits) proctor, in-situ moisture and density (nuclear
gauge)
Concrete - temperature, slump, air content, unit weight and compressive strength
The results of our materials tests and special inspections are available upon request and were noted to comply
with approved project plans, specifications and relevant sections of the International Building Code.
We trust that the information presented herein satisfies your present needs.
Sincerely,
Cole Garner Geotechnical
Thomas C. Cole, P.E.
Principal
03/17/23
Geotechnical Engineering and Materials Testing
Cole Garner Geotechnical
1070 W. 124th Ave, Ste. 300
Westminster, CO 80234
303.996.2999
March 17, 2023
Mercy Housing
1600 Broadway, Suite 2000
Denver, CO 80202
Attn: Kuhl Brown
Re: Compliance Letter for Special Inspection and Materials Tests
Northfield Commons Residential Development - Building 3, Permit No.: B2110019
716 Mangold Lane
Fort Collins, CO 80524
CGG Project No: 22.23.109
At your request, Cole Garner Geotechnical (CGG) was retained to provide construction observations and
materials testing for the above-named project. Observation and special inspection services were performed as
scheduled by the contractor during the construction of the following elements:
Earthwork - observation during building overexcavation
Reinforced Concrete - inspection of reinforcing steel and concrete placement for foundations and slabs
Concrete Encased Grounding Rod - inspection of placement of Ufer ground rod in foundation
Wood Framing - visual inspection of holdowns, anchors, hardware and strapping, shearwall framing and
panels, roof sheathing, mechanical fasteners and diaphragm nailing
In addition, materials tests were periodically conducted for the following elements:
Earthwork - classification (gradation and Atterberg limits) proctor, in-situ moisture and density (nuclear
gauge)
Concrete - temperature, slump, air content, unit weight and compressive strength
The results of our materials tests and special inspections are available upon request and were noted to comply
with approved project plans, specifications and relevant sections of the International Building Code.
We trust that the information presented herein satisfies your present needs.
Sincerely,
Cole Garner Geotechnical
Thomas C. Cole, P.E.
Principal
03/17/23
Geotechnical Engineering and Materials Testing
Cole Garner Geotechnical
1070 W. 124th Ave, Ste. 300
Westminster, CO 80234
303.996.2999
March 27, 2023
Mercy Housing
1600 Broadway, Suite 2000
Denver, CO 80202
Attn: Kuhl Brown
Re: Compliance Letter for Special Inspection and Materials Tests
Northfield Commons Residential Development - Building 4, Permit No.: B2110021
710 Mangold Lane
Fort Collins, CO 80524
CGG Project No: 22.23.109
At your request, Cole Garner Geotechnical (CGG) was retained to provide construction observations and
materials testing for the above-named project. Observation and special inspection services were performed as
scheduled by the contractor during the construction of the following elements:
Earthwork - observation during building overexcavation
Reinforced Concrete - inspection of reinforcing steel and concrete placement for foundations and slabs
Concrete Encased Grounding Rod - inspection of placement of Ufer ground rod in foundation
Wood Framing - visual inspection of holdowns, anchors, hardware and strapping, shearwall framing and
panels, roof sheathing, mechanical fasteners and diaphragm nailing
In addition, materials tests were periodically conducted for the following elements:
Earthwork - classification (gradation and Atterberg limits) proctor, in-situ moisture and density (nuclear
gauge)
Concrete - temperature, slump, air content, unit weight and compressive strength
The results of our materials tests and special inspections are available upon request and were noted to comply
with approved project plans, specifications and relevant sections of the International Building Code.
We trust that the information presented herein satisfies your present needs.
Sincerely,
Cole Garner Geotechnical
Thomas C. Cole, P.E.
Principal
03/27/23
Geotechnical Engineering and Materials Testing
Cole Garner Geotechnical
1070 W. 124th Ave, Ste. 300
Westminster, CO 80234
303.996.2999
March 17, 2023
Mercy Housing
1600 Broadway, Suite 2000
Denver, CO 80202
Attn: Kuhl Brown
Re: Compliance Letter for Special Inspection and Materials Tests
Northfield Commons Residential Development - Building 5, Permit No.: B2110022
703 Mangold Lane
Fort Collins, CO 80524
CGG Project No: 22.23.109
At your request, Cole Garner Geotechnical (CGG) was retained to provide construction observations and
materials testing for the above-named project. Observation and special inspection services were performed as
scheduled by the contractor during the construction of the following elements:
Earthwork - observation during building overexcavation
Reinforced Concrete - inspection of reinforcing steel and concrete placement for foundations and slabs
Concrete Encased Grounding Rod - inspection of placement of Ufer ground rod in foundation
Wood Framing - visual inspection of holdowns, anchors, hardware and strapping, shearwall framing and
panels, roof sheathing, mechanical fasteners and diaphragm nailing
In addition, materials tests were periodically conducted for the following elements:
Earthwork - classification (gradation and Atterberg limits) proctor, in-situ moisture and density (nuclear
gauge)
Concrete - temperature, slump, air content, unit weight and compressive strength
The results of our materials tests and special inspections are available upon request and were noted to comply
with approved project plans, specifications and relevant sections of the International Building Code.
We trust that the information presented herein satisfies your present needs.
Sincerely,
Cole Garner Geotechnical
Thomas C. Cole, P.E.
Principal
03/17/23
Geotechnical Engineering and Materials Testing
Cole Garner Geotechnical
1070 W. 124th Ave, Ste. 300
Westminster, CO 80234
303.996.2999
July 18, 2023
Mercy Housing
1600 Broadway, Suite 2000
Denver, CO 80202
Attn: Kuhl Brown
Re: Compliance Letter for Special Inspection and Materials Tests
Northfield Commons Residential Development - Building 6, Permit No.: B2110023
802 Mangold Lane
Fort Collins, CO 80524
CGG Project No: 22.23.109
At your request, Cole Garner Geotechnical (CGG) was retained to provide construction observations and
materials testing for the above-named project. Observation and special inspection services were performed as
scheduled by the contractor during the construction of the following elements:
Earthwork - observation during building overexcavation
Reinforced Concrete - inspection of reinforcing steel and concrete placement for foundations and slabs
Concrete Encased Grounding Rod - inspection of placement of Ufer ground rod in foundation
Wood Framing - visual inspection of holdowns, anchors, hardware and strapping, shearwall framing and
panels, roof sheathing, mechanical fasteners and diaphragm nailing
In addition, materials tests were periodically conducted for the following elements:
Earthwork - classification (gradation and Atterberg limits) proctor, in-situ moisture and density (nuclear
gauge)
Concrete - temperature, slump, air content, unit weight and compressive strength
The results of our materials tests and special inspections are available upon request and were noted to comply
with approved project plans, specifications and relevant sections of the International Building Code.
We trust that the information presented herein satisfies your present needs.
Sincerely,
Cole Garner Geotechnical
Thomas C. Cole, P.E.
Principal
07/18/23
Geotechnical Engineering and Materials Testing
Cole Garner Geotechnical
1070 W. 124th Ave, Ste. 300
Westminster, CO 80234
303.996.2999
July 18, 2023
Mercy Housing
1600 Broadway, Suite 2000
Denver, CO 80202
Attn: Kuhl Brown
Re: Compliance Letter for Special Inspection and Materials Tests
Northfield Commons Residential Development - Building 7, Permit No.: B2110024
808 Mangold Lane
Fort Collins, CO 80524
CGG Project No: 22.23.109
At your request, Cole Garner Geotechnical (CGG) was retained to provide construction observations and
materials testing for the above-named project. Observation and special inspection services were performed as
scheduled by the contractor during the construction of the following elements:
Earthwork - observation during building overexcavation
Reinforced Concrete - inspection of reinforcing steel and concrete placement for foundations and slabs
Concrete Encased Grounding Rod - inspection of placement of Ufer ground rod in foundation
Wood Framing - visual inspection of holdowns, anchors, hardware and strapping, shearwall framing and
panels, roof sheathing, mechanical fasteners and diaphragm nailing
In addition, materials tests were periodically conducted for the following elements:
Earthwork - classification (gradation and Atterberg limits) proctor, in-situ moisture and density (nuclear
gauge)
Concrete - temperature, slump, air content, unit weight and compressive strength
The results of our materials tests and special inspections are available upon request and were noted to comply
with approved project plans, specifications and relevant sections of the International Building Code.
We trust that the information presented herein satisfies your present needs.
Sincerely,
Cole Garner Geotechnical
Thomas C. Cole, P.E.
Principal
07/18/23
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.)
2/21/2023 – Adam
Camp, Jobsite Trailer
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
9/8/2023 – Amy
Dolinger (30” Below
TOE Cert.)
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) ☒ ☐ ☐
No heavy equipment
encroached into
excavated area.
Bottom of cell was “ripped” after excavation ☒ ☐ ☐ Provide photographs before and after
“ripping”
Photos attached
Bottom surface of cell is flat and level ☒ ☐ ☐ Provide photograph Photos attached
Excavated area is protected/surrounded by sediment/runoff
control measures during construction ☒ ☐ ☐ Provide photograph Photos attached
Intake
Upstream catchment drains to inlet/bioretention cell per plan
and flows are fully captured ☒ ☐ ☐ Photos attached.
Forebay
Forebay is installed according to design specifications ☒ ☐ ☐ Provide photograph 9/14/23 – Photos
attached.
There is a minimum 3” drop at the forebay entrance ☒ ☐ ☐ Provide photograph 9/14/23 – Photos
attached.
Forebay will drain fully and not hold standing water ☒ ☐ ☐ 9/14/23 – Photos
attached.
Outlet Structure/Overflow
1/19 Page 2 of 3
Emergency overflow elevation is confirmed
☒ ☐ ☐
Measure and record distance from
overflow to top of media filter; provide
photograph
Surveyed. Photos
attached.
Overflow inlet elevation is set above bioretention media per
plan ☐ Provide photograph Photos attached.
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
Surveyed. Photos
attached.
Overflow path and check dams, if used, are armored to protect
from erosion and maintain elevations ☒ ☐ ☐ Provide photograph Photos attached.
Impermeable Liner
Impermeable liner meets design specifications ☐ ☐ ☒ Provide specifications of delivered
material
N/A
Impermeable liner is appropriately anchored ☐ ☐ ☒ Provide photograph N/A
Impermeable liner is buried with no exposure ☐ ☐ ☒ N/A
Any penetrations of the impermeable liner have been sealed
and checked for water-tightness ☐ ☐ ☒ Provide photograph (if necessary) N/A
Underdrain System
Underdrain pipe meets design specifications ☒ ☐ ☐ Provide photograph Photos attached.
At least one cleanout is provided per underdrain lateral ☒ ☐ ☐ Provide photograph Photos attached.
Cleanout pipe is solid (not perforated/slotted) ☒ ☐ ☐ Provide photograph Photos attached.
Cleanout covers are installed and watertight ☒ ☐ ☐ Provide photograph Photos attached.
Verify the underdrain is NOT wrapped in geotextile fabric ☒ ☐ ☐ Provide photograph Photos attached.
Verify there is no orifice plate on the underdrain outfall ☒ ☐ ☐ Provide photograph Photos attached.
Underdrain integrity tested after backfilling using TV and/or
water test ☒ ☐ ☐ Provide documentation of test results GC observation.
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
Attached.
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
Attached.
Bioretention Sand Media (BSM) composition:
- meets design specifications
- is installed to the required design depth
☒ ☐ ☐
Provide load ticket, photographs, and
record depth installed
Attached.
BSM was “machine mixed” by supplier prior to delivery ☒ ☐ ☐ Provide load ticket Attached.
☒ ☐
☐ ☒
Overflow weir utilized rather than overflow inlet
Overflow weir utilized rather than overflow inlet
1/19 Page 3 of 3
BSM is installed flat and level ☒ ☐ ☐ Provide photograph Photos attached.
Other Structural Components
Containment wall/berm is continuous and level ☒ ☐ ☐ Photos attached.
Landscaping
Verify final landscaping is free of sod ☐ ☐ ☒ If sod is used, it must be shown to be
“sand-grown”
N/A By others.
Final landscaping (non-floatable mulch) is flat and level ☐ ☐ ☒ Provide photograph N/A By others.
Vegetation is planted according to landscape design
specifications and final landscaping plan ☒ ☐ ☐ Provide photograph Photos attached.
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 ☒ ☐ ☐
NORTHFIELD COMMONS APARTMENTS - (DOHN CONSCTRUCTION) RAIN GARDEN EXCAVATION
9/7/2023
NORTHFIELD COMMONS APARTMENTS - (DOHN CONSCTRUCTION) RAIN GARDEN 30" BELOW TOE
CERTIFICATION & UNDERDRAIN STAKE.
CITY OF FORT COLLINS SENIOR EROSION CONTROL INSPECTOR AMY DOLINGER OBSERVED ON
9/8/2023
NORTHFIELD COMMONS APARTMENTS - (DOHN CONSCTRUCTION) RAIN GARDEN JET AND
CAMERA 500 LF OF STORM RUNNING EAST-WEST 9/13/2023
NORTHFIELD COMMONS APARTMENTS - (DOHN CONSCTRUCTION) RAIN GARDEN (Cole Garner Geo
technical - 3rd party testing) Tested 4,000 PSI concrete, rebar, and compaction. Landscape Concepts
poured forebay, outlet, and set 18"x6" stones. 9/14/2023.
NORTHFIELD COMMONS APARTMENTS - (DOHN CONSCTRUCTION) RAIN GARDEN - Landscape
Concepts is installing geotextile liner on the sides only and a small amount on bottom to help keep in
place per Amy Dolinger email 9/14/2023. Installing reservoir aggregate #57 Gradation 9/18/2023.
1
Devin Lang
From:Amy Dolinger <adolinger@fcgov.com>
Sent:Thursday, September 14, 2023 12:05 PM
To:Devin Lang
Cc:Tony Norby; Brian Bledsoe; John Rehmer; Austyn Jones
Subject:RE: Dohn Rain Garden
Devin, I spoke with Brian and told him that placing the geotextile on the sides only and just a little on the bottom so the
media helps keep it in place will work for this particular rain garden. Thanks and keep in touch when you have started
to install the fabric
Amy Dolinger
Senior Erosion Control Inspector
Environmental Regulatory Affairs
City of Fort Collins Stormwater
970-631-2236
adolinger@fcgov.com
Erosion Control Resources may be accessed through
www.fcgov.com/erosion
Soil Amendment Resources may be accessed through
www.fcgov.com/soil-amendment
Stormwater Inspection Resources may be found at:
www.fcgov.com/stormwaterinspection
From: Devin Lang <dlang@dohnconstruction.com>
Sent: Wednesday, September 13, 2023 4:21 PM
To: Amy Dolinger <adolinger@fcgov.com>
Cc: Tony Norby <tony@landscapeconceptsnoco.net>; Brian Bledsoe <bbledsoe@dohnconstruction.com>; John Rehmer
<jrehmer@dohnconstruction.com>; Austyn Jones <ajones@dohnconstruction.com>
Subject: [EXTERNAL] RE: Dohn Rain Garden
Amy,
Please see the attached rain garden drawings for the project.
Thank you,
Lang
NORTHFIELD COMMONS APARTMENTS - (DOHN CONSCTRUCTION) RAIN GARDEN - Landscape
Concepts is installing diaphragm aggregate #8 Gradation 9/19/2023.
NORTHFIELD COMMONS APARTMENTS - (DOHN CONSCTRUCTION) RAIN GARDEN - Landscape
Concepts installed Bioretention media. 9/22/2023
Home Office
3441 E. Harbour Drive, Phoenix, AZ 85034
602.437.9530
Ewingoutdoorsupply.com INVOICE
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ ▌█▌█▌▌▌ █▌▌█▌▌█▌ █▌▌▌▌▌ █▌▌█▌█▌▌ ▌█▌▌▌ ▌█▌█▌▌
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ ▌█▌█▌▌▌ █▌▌█▌▌█▌ █▌▌▌▌▌ █▌▌█▌█▌▌ ▌█▌▌▌ ▌█▌█▌▌
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ ▌█▌█▌▌▌ █▌▌█▌▌█▌ █▌▌▌▌▌ █▌▌█▌█▌▌ ▌█▌▌▌ ▌█▌█▌▌
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▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ ▌█▌█▌▌▌ █▌▌█▌▌█▌ █▌▌▌▌▌ █▌▌█▌█▌▌ ▌█▌▌▌ ▌█▌█▌▌
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ ▌█▌█▌▌▌ █▌▌█▌▌█▌ █▌▌▌▌▌ █▌▌█▌█▌▌ ▌█▌▌▌ ▌█▌█▌▌
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ ▌█▌█▌▌▌ █▌▌█▌▌█▌ █▌▌▌▌▌ █▌▌█▌█▌▌ ▌█▌▌▌ ▌█▌█▌▌
1 of 1
ORDER #16974648
09/21/2023
20639490Ewing Fort Collins South
3501 E. Prospect Rd
Fort Collins, CO 80525
PHN 9702217173 FAX
314
#3234658
CREDIT ACCT
PAGE
SHIP TO:LANDSCAPE CONCEPTS NOCO LLC
808 Schlagel St
Fort Collins, CO 80524-4192
PH 970-227-9030
#3234658
SOLD TO:LANDSCAPE CONCEPTS NOCO LLC
526 BASIL LN
FORT COLLINS, CO 80521
PH 9702279030
DELIVERY INSTRUCTIONS:Delivery 09/21. See Contractor on arrival.
PO#:BUYER:PH:
BY:QUOTE#:EIP#:P21 JOB:
(970) 227-9030
CYNTHIA C
Tony Norby
EWING JOB:JOB REF:Schlagel 80524
QTY
ORDER
QTY
SHIP
QTY
B/O
ITEM DESCRIPTION
NET EXTENDED
LINE#
94094289 1 25.73 0.00 25.73
48.5000
BSM BIORETENTION SAND MEDIA TON
SUB-TOTAL:1,247.91
TOTAL FREIGHT:153.92
Total tax for invoice :
0.28:
1,496.32AMOUNT DUE:
FILLED BY
DATE
DELIVERED BY
DATE
# CARTONS
SIGNATURE
PRINT NAME
No recommendation has been made by, or provided to, the seller concerning the use of the pesticide covered by this invoice.
PROPOSITION 65 WARNING: Some of the products on your order may expose you to chemicals that are known to the State of
California to cause cancer, birth defects and reproductive harm. Learn more at https://www.p65warnings.ca.gov/
Acknowledgement of receipt of goods listed above.
NO CASH REFUNDS. Sale subject to terms and conditions on reverse REMIT TO:
Ewing Irrigation Products Inc.
P.O. Box 208728
Dallas, TX 75320-8728
* * * REPRINT * * *
2019.1 - 2019-07-05
Home Office
3441 E. Harbour Drive, Phoenix, AZ 85034
602.437.9530
Ewingoutdoorsupply.com INVOICE
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌▌█▌ ▌▌█▌▌▌ ▌█▌█▌▌▌ █▌▌█▌▌ ▌█▌█▌▌
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌▌█▌ ▌▌█▌▌▌ ▌█▌█▌▌▌ █▌▌█▌▌ ▌█▌█▌▌
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌▌█▌ ▌▌█▌▌▌ ▌█▌█▌▌▌ █▌▌█▌▌ ▌█▌█▌▌
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▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌▌█▌ ▌▌█▌▌▌ ▌█▌█▌▌▌ █▌▌█▌▌ ▌█▌█▌▌
1 of 1
ORDER #16943274
09/20/2023
20631836Ewing Fort Collins South
3501 E. Prospect Rd
Fort Collins, CO 80525
PHN 9702217173 FAX
314
#3234658
CREDIT ACCT
PAGE
SHIP TO:LANDSCAPE CONCEPTS NOCO LLC
808 Schlagel St
Fort Collins, CO 80524-4192
PH 9702279030
#3234658
SOLD TO:LANDSCAPE CONCEPTS NOCO LLC
526 BASIL LN
FORT COLLINS, CO 80521
PH 9702279030
DELIVERY INSTRUCTIONS:Delivery 9/20 See Contractor on arrival
PO#:BUYER:PH:New Construction
BY:QUOTE#:EIP#:P21 JOB:
(970) 227-9030
ANDREA C
Tony Norby
EWING JOB:JOB REF:Schlagel St 80524
QTY
ORDER
QTY
SHIP
QTY
B/O
ITEM DESCRIPTION
NET EXTENDED
LINE#
94094289 1 24.97 0.00 24.97
48.5000
BSM BIORETENTION SAND MEDIA TON
SUB-TOTAL:1,211.05
TOTAL FREIGHT:153.22
Total tax for invoice :
0.28:
1,455.99AMOUNT DUE:
FILLED BY
DATE
DELIVERED BY
DATE
# CARTONS
SIGNATURE
PRINT NAME
No recommendation has been made by, or provided to, the seller concerning the use of the pesticide covered by this invoice.
PROPOSITION 65 WARNING: Some of the products on your order may expose you to chemicals that are known to the State of
California to cause cancer, birth defects and reproductive harm. Learn more at https://www.p65warnings.ca.gov/
Acknowledgement of receipt of goods listed above.
NO CASH REFUNDS. Sale subject to terms and conditions on reverse REMIT TO:
Ewing Irrigation Products Inc.
P.O. Box 208728
Dallas, TX 75320-8728
* * * REPRINT * * *
2019.1 - 2019-07-05
Home Office
3441 E. Harbour Drive, Phoenix, AZ 85034
602.437.9530
Ewingoutdoorsupply.com INVOICE
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌▌█▌ ▌▌█▌█▌▌ ▌█▌▌▌█▌ ▌█▌▌▌ ▌█▌█▌▌
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌▌█▌ ▌▌█▌█▌▌ ▌█▌▌▌█▌ ▌█▌▌▌ ▌█▌█▌▌
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▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌▌█▌ ▌▌█▌█▌▌ ▌█▌▌▌█▌ ▌█▌▌▌ ▌█▌█▌▌
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌▌█▌ ▌▌█▌█▌▌ ▌█▌▌▌█▌ ▌█▌▌▌ ▌█▌█▌▌
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌▌█▌ ▌▌█▌█▌▌ ▌█▌▌▌█▌ ▌█▌▌▌ ▌█▌█▌▌
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌▌█▌ ▌▌█▌█▌▌ ▌█▌▌▌█▌ ▌█▌▌▌ ▌█▌█▌▌
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌▌█▌ ▌▌█▌█▌▌ ▌█▌▌▌█▌ ▌█▌▌▌ ▌█▌█▌▌
1 of 1
ORDER #16943289
09/20/2023
20631842Ewing Fort Collins South
3501 E. Prospect Rd
Fort Collins, CO 80525
PHN 9702217173 FAX
314
#3234658
CREDIT ACCT
PAGE
SHIP TO:LANDSCAPE CONCEPTS NOCO LLC
526 BASIL LN
FORT COLLINS, CO 80521
PH 9702279030
#3234658
SOLD TO:LANDSCAPE CONCEPTS NOCO LLC
526 BASIL LN
FORT COLLINS, CO 80521
PH 9702279030
DELIVERY INSTRUCTIONS:Delivery 9/20 See Contractor on arrival
PO#:BUYER:PH:New Construction
BY:QUOTE#:EIP#:P21 JOB:
(970) 227-9030
ANDREA C
Tony Norby
EWING JOB:JOB REF:Schlagel St 80524
QTY
ORDER
QTY
SHIP
QTY
B/O
ITEM DESCRIPTION
NET EXTENDED
LINE#
94094289 1 23.86 0.00 23.86
48.5000
BSM BIORETENTION SAND MEDIA TON
SUB-TOTAL:1,157.21
TOTAL FREIGHT:153.22
Total tax for invoice :
0.28:
1,398.08AMOUNT DUE:
FILLED BY
DATE
DELIVERED BY
DATE
# CARTONS
SIGNATURE
PRINT NAME
No recommendation has been made by, or provided to, the seller concerning the use of the pesticide covered by this invoice.
PROPOSITION 65 WARNING: Some of the products on your order may expose you to chemicals that are known to the State of
California to cause cancer, birth defects and reproductive harm. Learn more at https://www.p65warnings.ca.gov/
Acknowledgement of receipt of goods listed above.
NO CASH REFUNDS. Sale subject to terms and conditions on reverse REMIT TO:
Ewing Irrigation Products Inc.
P.O. Box 208728
Dallas, TX 75320-8728
* * * REPRINT * * *
2019.1 - 2019-07-05
Home Office
3441 E. Harbour Drive, Phoenix, AZ 85034
602.437.9530
Ewingoutdoorsupply.com INVOICE
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌█▌█▌ ▌▌▌▌▌ █▌█▌▌█▌▌ ▌▌█▌▌ ▌█▌█▌▌
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▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌█▌█▌ ▌▌▌▌▌ █▌█▌▌█▌▌ ▌▌█▌▌ ▌█▌█▌▌
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌█▌█▌ ▌▌▌▌▌ █▌█▌▌█▌▌ ▌▌█▌▌ ▌█▌█▌▌
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌█▌█▌ ▌▌▌▌▌ █▌█▌▌█▌▌ ▌▌█▌▌ ▌█▌█▌▌
1 of 1
ORDER #16943301
09/20/2023
20631849Ewing Fort Collins South
3501 E. Prospect Rd
Fort Collins, CO 80525
PHN 9702217173 FAX
314
#3234658
CREDIT ACCT
PAGE
SHIP TO:LANDSCAPE CONCEPTS NOCO LLC
808 Schlagel St
Fort Collins, CO 80524-4192
PH 9702279030
#3234658
SOLD TO:LANDSCAPE CONCEPTS NOCO LLC
526 BASIL LN
FORT COLLINS, CO 80521
PH 9702279030
DELIVERY INSTRUCTIONS:Delivery 9/20 See Contractor on arrival
PO#:BUYER:PH:New Construction
BY:QUOTE#:EIP#:P21 JOB:
(970) 227-9030
ANDREA C
Tony Norby
EWING JOB:JOB REF:Schlagel St 80524
QTY
ORDER
QTY
SHIP
QTY
B/O
ITEM DESCRIPTION
NET EXTENDED
LINE#
94094289 1 25.45 0.00 25.45
48.5000
BSM BIORETENTION SAND MEDIA TON
SUB-TOTAL:1,234.33
TOTAL FREIGHT:153.22
Total tax for invoice :
0.28:
1,481.02AMOUNT DUE:
FILLED BY
DATE
DELIVERED BY
DATE
# CARTONS
SIGNATURE
PRINT NAME
No recommendation has been made by, or provided to, the seller concerning the use of the pesticide covered by this invoice.
PROPOSITION 65 WARNING: Some of the products on your order may expose you to chemicals that are known to the State of
California to cause cancer, birth defects and reproductive harm. Learn more at https://www.p65warnings.ca.gov/
Acknowledgement of receipt of goods listed above.
NO CASH REFUNDS. Sale subject to terms and conditions on reverse REMIT TO:
Ewing Irrigation Products Inc.
P.O. Box 208728
Dallas, TX 75320-8728
* * * REPRINT * * *
2019.1 - 2019-07-05
Home Office
3441 E. Harbour Drive, Phoenix, AZ 85034
602.437.9530
Ewingoutdoorsupply.com INVOICE
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌█▌█▌ ▌▌▌▌▌ ▌█▌█▌▌▌ █▌▌█▌▌ ▌█▌█▌▌
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌█▌█▌ ▌▌▌▌▌ ▌█▌█▌▌▌ █▌▌█▌▌ ▌█▌█▌▌
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌█▌█▌ ▌▌▌▌▌ ▌█▌█▌▌▌ █▌▌█▌▌ ▌█▌█▌▌
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌█▌█▌ ▌▌▌▌▌ ▌█▌█▌▌▌ █▌▌█▌▌ ▌█▌█▌▌
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌█▌█▌ ▌▌▌▌▌ ▌█▌█▌▌▌ █▌▌█▌▌ ▌█▌█▌▌
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌█▌█▌ ▌▌▌▌▌ ▌█▌█▌▌▌ █▌▌█▌▌ ▌█▌█▌▌
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌█▌█▌ ▌▌▌▌▌ ▌█▌█▌▌▌ █▌▌█▌▌ ▌█▌█▌▌
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌█▌█▌ ▌▌▌▌▌ ▌█▌█▌▌▌ █▌▌█▌▌ ▌█▌█▌▌
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌█▌█▌ ▌▌▌▌▌ ▌█▌█▌▌▌ █▌▌█▌▌ ▌█▌█▌▌
1 of 1
ORDER #16943374
09/21/2023
20633905Ewing Fort Collins South
3501 E. Prospect Rd
Fort Collins, CO 80525
PHN 9702217173 FAX
314
#3234658
CREDIT ACCT
PAGE
SHIP TO:LANDSCAPE CONCEPTS NOCO LLC
808 Schlagel St
Fort Collins, CO 80524-4192
PH 9702279030
#3234658
SOLD TO:LANDSCAPE CONCEPTS NOCO LLC
526 BASIL LN
FORT COLLINS, CO 80521
PH 9702279030
DELIVERY INSTRUCTIONS:Delivery 9/21 See Contractor on arrival
PO#:BUYER:PH:New Construction
BY:QUOTE#:EIP#:P21 JOB:
(970) 227-9030
ANDREA C
Tony Norby
EWING JOB:JOB REF:Schlagel St 80524
QTY
ORDER
QTY
SHIP
QTY
B/O
ITEM DESCRIPTION
NET EXTENDED
LINE#
94094289 1 25.79 0.00 25.79
48.5000
BSM BIORETENTION SAND MEDIA TON
SUB-TOTAL:1,250.82
TOTAL FREIGHT:153.22
Total tax for invoice :
0.28:
1,498.76AMOUNT DUE:
FILLED BY
DATE
DELIVERED BY
DATE
# CARTONS
SIGNATURE
PRINT NAME
No recommendation has been made by, or provided to, the seller concerning the use of the pesticide covered by this invoice.
PROPOSITION 65 WARNING: Some of the products on your order may expose you to chemicals that are known to the State of
California to cause cancer, birth defects and reproductive harm. Learn more at https://www.p65warnings.ca.gov/
Acknowledgement of receipt of goods listed above.
NO CASH REFUNDS. Sale subject to terms and conditions on reverse REMIT TO:
Ewing Irrigation Products Inc.
P.O. Box 208728
Dallas, TX 75320-8728
* * * REPRINT * * *
2019.1 - 2019-07-05
Home Office
3441 E. Harbour Drive, Phoenix, AZ 85034
602.437.9530
Ewingoutdoorsupply.com INVOICE
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌█▌█▌ ▌▌▌▌█▌ ▌█▌▌▌▌ █▌█▌▌▌ ▌█▌█▌▌
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌█▌█▌ ▌▌▌▌█▌ ▌█▌▌▌▌ █▌█▌▌▌ ▌█▌█▌▌
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌█▌█▌ ▌▌▌▌█▌ ▌█▌▌▌▌ █▌█▌▌▌ ▌█▌█▌▌
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌█▌█▌ ▌▌▌▌█▌ ▌█▌▌▌▌ █▌█▌▌▌ ▌█▌█▌▌
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌█▌█▌ ▌▌▌▌█▌ ▌█▌▌▌▌ █▌█▌▌▌ ▌█▌█▌▌
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌█▌█▌ ▌▌▌▌█▌ ▌█▌▌▌▌ █▌█▌▌▌ ▌█▌█▌▌
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌█▌█▌ ▌▌▌▌█▌ ▌█▌▌▌▌ █▌█▌▌▌ ▌█▌█▌▌
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌█▌█▌ ▌▌▌▌█▌ ▌█▌▌▌▌ █▌█▌▌▌ ▌█▌█▌▌
▌ ▌█▌█▌▌█▌▌ ▌▌█▌▌█▌ █▌▌▌▌█▌ ▌█▌▌▌▌ █▌▌█▌█▌█▌ ▌▌▌█▌█▌ ▌▌▌▌█▌ ▌█▌▌▌▌ █▌█▌▌▌ ▌█▌█▌▌
1 of 1
ORDER #16943390
09/21/2023
20634919Ewing Fort Collins South
3501 E. Prospect Rd
Fort Collins, CO 80525
PHN 9702217173 FAX
314
#3234658
CREDIT ACCT
PAGE
SHIP TO:LANDSCAPE CONCEPTS NOCO LLC
808 Schlagel St
Fort Collins, CO 80524-4192
PH 9702279030
#3234658
SOLD TO:LANDSCAPE CONCEPTS NOCO LLC
526 BASIL LN
FORT COLLINS, CO 80521
PH 9702279030
DELIVERY INSTRUCTIONS:Delivery 9/21 See Contractor on arrival
PO#:BUYER:PH:New Construction
BY:QUOTE#:EIP#:P21 JOB:
(970) 227-9030
ANDREA C
Tony Norby
EWING JOB:JOB REF:Schlagel St 80524
QTY
ORDER
QTY
SHIP
QTY
B/O
ITEM DESCRIPTION
NET EXTENDED
LINE#
94094289 1 25.59 0.00 25.59
48.5000
BSM BIORETENTION SAND MEDIA TON
SUB-TOTAL:1,241.12
TOTAL FREIGHT:153.22
Total tax for invoice :
0.28:
1,488.32AMOUNT DUE:
FILLED BY
DATE
DELIVERED BY
DATE
# CARTONS
SIGNATURE
PRINT NAME
No recommendation has been made by, or provided to, the seller concerning the use of the pesticide covered by this invoice.
PROPOSITION 65 WARNING: Some of the products on your order may expose you to chemicals that are known to the State of
California to cause cancer, birth defects and reproductive harm. Learn more at https://www.p65warnings.ca.gov/
Acknowledgement of receipt of goods listed above.
NO CASH REFUNDS. Sale subject to terms and conditions on reverse REMIT TO:
Ewing Irrigation Products Inc.
P.O. Box 208728
Dallas, TX 75320-8728
* * * REPRINT * * *
2019.1 - 2019-07-05
NORTHFIELD COMMONS APARTMENTS - (DOHN CONSCTRUCTION) RAIN GARDEN - Landscape
Concepts Seeded. 9/25/2023
NORTHFIELD COMMONS APARTMENTS - (DOHN CONSCTRUCTION) RAIN GARDEN - Landscape
Concepts Installed control blanket, and HPTRM Pyramat 75 10/31/2023
DOHN CONSTRUCTION, I NC.
SUBMITTED FOR APPROVAL
By:
Dohn Construction, Inc.
2642 Midpoint Drive
Fort Collins, CO 80525
Attention:
Ian Shuff
alm2s
123 N. College Ave; Ste 204
Fort Collins, CO 80524
RE: Project: Northfield Commons Apartments
Subcontractor/Supplier: Landscape Concepts NoCo., 970-227-9030
Submittal #: 329000.02, Revision: 2
Please review the following submittal(s) and return to Devin Lang by 8/19/2023.
Submittal Item Status Date Submitted Spec. No.
4 : Rain Garden - Revised Product Data For Approval 08/09/2023 329000-002
R2
General Contractor: Architect/Engineer:
DOHN CONSTRUCTION, I NC.
REJECTED NO EXCEPTIONS TAKEN
MAKE CORRECTION NOTED
REVISE AND RESUBMIT
BY Devin Lang
DATE 8/9/2023
Remarks:
Pea Gravel/Diaphragm Aggregate Gradation is ASTM #8, and Reservoir
aggregate Gradation is ASTM #57.
This review was performed only for general conformance with the design concept of
the project and general compliance with the information given in the Contract
Documents. Modifications or comments made on the shop drawings and product
data during this review do not relieve the Contractor from responsibility for
compliance with the requirements of the plans and specifications. Contractor is
responsible for: dimensions and quantities; information that pertains solely to the
fabrication processes or to the means and methods of construction; coordination of
the work of all trades.
HIGHLAND DEVELOPMENT SERVICES
NO EXCEPTIONS TAKEN
BY DATE
EXCEPTIONS NOTED
REJECTED
REVISE & RESUBMIT
FOR INFORMATION ONLY
4
jclaeys 8/9/2023
Gradation tests/sieve analysis were not provided
for review. The standards noted are acceptable.
1
Devin Lang
From:Austyn Jones
Sent:Monday, July 17, 2023 12:05 PM
To:Devin Lang
Subject:FW: RE: NFC - Rain Garden Submittal
Attachments:BSM Formula.pdf
From: Basil Hamdan <BHAMDAN@fcgov.com>
Sent: Monday, July 17, 2023 11:43 AM
To: Jason Claeys <jclaeys@highland-ds.com>
Cc: Karen Horner <khorner@ewingirrigation.com>; Zach Wiele <zwiele@highland-ds.com>; Brian Bledsoe
<bbledsoe@dohnconstruction.com>; John Rehmer <jrehmer@dohnconstruction.com>; Ian Shuff <ishuff@alm2s.com>;
Austyn Jones <ajones@dohnconstruction.com>; Kyle Schwall <kschwall@alm2s.com>; gary truitt
<gary.truitt@outlook.com>; Joey Trinity <Joey.Trinity@mercyhousing.org>
Subject: RE: RE: NFC - Rain Garden Submittal
Jason,
Due to the difficulty of sourcing sand with a lower PH level we will accept the mix with the current level of PH.
Ewing will continue to monitor their PH levels and will provide a mix with the lowest PH possible.
Thanks for watching out for this.
basil
. . . . . . . . . . . . . . . . . . .
Basil Hamdan P.E.
Stormwater Quality Engineer, Utilities
City of Fort Collins
970-222-1801 mobile
bhamdan@fcgov.com
From: Karen Horner <khorner@ewingirrigation.com>
Sent: Monday, July 17, 2023 11:37 AM
To: Basil Hamdan <BHAMDAN@fcgov.com>
Cc: Jason Claeys <jclaeys@highland-ds.com>
Subject: [EXTERNAL] Re: RE: NFC - Rain Garden Submittal
Basil,
As per our conversation this morning because sand has a higher pH and add all the other ingredients causes
the pH to be out of range. We have several sources for sand and will monitor pH levels during production.
2
Jason, I have attached the BSM formula we us when making the BSM for your records.
If you have any questions please let me know.
Karen
Karen Horner
Branch Manager | Ewing Outdoor Supply
3501 E. Prospect Rd Fort Collins, CO 80525
P: 970-221-7173 | M: 970-566-5720 | F:
khorner@ewingirrigation.com | ewingoutdoorsupply.com
This email and any files transmitted with it are confidential and intended solely for the use of the individuals or entities to whom they are addressed too. All content
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from Douglas W. York or Richard York.
From: Basil Hamdan <BHAMDAN@fcgov.com>
Sent: Monday, July 10, 2023 9:39 AM
To: Karen Horner <khorner@ewingirrigation.com>
Cc: Jason Claeys <jclaeys@highland-ds.com>
Subject: Re: RE: NFC - Rain Garden Submittal
Karen
The engineer rejected the mix due to it not meeting the City specs.
Can you respond to the issues and clarify the questions that Jason Claeys raised
Thanks
Basil
On Jul 10, 2023, at 9:19 AM, Jason Claeys <jclaeys@highland-ds.com> wrote:
Good Morning All,
Attached is what was submitted for the bioretention sand media. The pH is outside of the
acceptable range and there was no breakdown of composition (sand/mulch/topsoil/compost).
Diaphragm aggregate
Glacier Pea Gravel
Gradation - ASTM #8
Reservoir aggregate
Wyoming Mountain Granite
Gradation - ASTM #57
DOHN CONSTRUCTION, I NC.
SUBMITTED FOR APPROVAL
By:
Dohn Construction, Inc.
2642 Midpoint Drive
Fort Collins, CO 80525
Attention:
Ian Shuff
alm2s
123 N. College Ave; Ste 204
Fort Collins, CO 80524
RE: Project: Northfield Commons Apartments
Subcontractor/Supplier: Landscape Concepts
Submittal #: 329000.03, Revision: 0
Please review the following submittal(s) and return to Devin Lang by 11/17/2023.
Submittal Item Status Date Submitted Spec. No.
Rain Garden Control Blanket & Pyramat - Product Data For Approval 11/07/2023 329000-003
General Contractor: Architect/Engineer:
DOHN CONSTRUCTION, I NC.
REJECTED NO EXCEPTIONS TAKEN
MAKE CORRECTION NOTED
REVISE AND RESUBMIT
BY Devin Lang
DATE 11/7/2023
Remarks:
This review was performed only for general conformance with the design concept of
the project and general compliance with the information given in the Contract
Documents. Modifications or comments made on the shop drawings and product
data during this review do not relieve the Contractor from responsibility for
compliance with the requirements of the plans and specifications. Contractor is
responsible for: dimensions and quantities; information that pertains solely to the
fabrication processes or to the means and methods of construction; coordination of
the work of all trades.
HIGHLAND DEVELOPMENT SERVICES
NO EXCEPTIONS TAKEN
BY DATE
EXCEPTIONS NOTED
REJECTED
REVISE & RESUBMIT
FOR INFORMATION ONLY
4
jclaeys 11/9/2023
HDS - It appears the proposed EroNet S150 is an acceptable substitution to
the Landlok S2 ECB specified on the approved plans.
F
F
F
W
W
W
F
FF
F
WW
W
SS
SS
SS SS
SS
W
SS
SSSS
h2o
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CS
CSCS
W
W
h2o
h2o
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CS
ELECELEC
ELEC
CSW
CS
W CS
W
SS SS SS SS SS SS SS SS SS SS SS
SS
SS SS SS SS
SS
SS SS SS SS
162.29 LF 8" PVC @ 0.40%
59.32 LF 8
"
PVC @ 0.
5
2
%
123.82 LF 8"
PVC @ 0.39%
50.37 LF
8
"
PVC @ 0
.
3
2
%
SS
S
S
S S
S
S
HYD
W
W
W
W
W
W
W
HYD
HYD
8'
'
W
EL
E
C
EL
E
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ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC
ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC
ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC
ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC
W
S
S
S
D
D
S
S
ST ST ST ST ST ST ST ST ST ST
STORM MH
RIM=4957.61
INV=4951.30 (W)
INV=4951.30 (E)
196.4 LF 30" ADS @ 0.27%
STORM MH
RIM=4957.32
INV=4951.38 (W)
INV=4951.38 (E)
STORM INLET
RIM=4955.77
INV IN=4952.12 (NW)
INV OUT=4952.00 (E)
98.6 LF 18" ADS @ 0.63%
FF=4959.56
FF=4958.52
FF=4958.56FF=4958.59
FF=4959.51
FF=4959.45
63.4
4
L
F
1
8
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A
D
S
@
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6
6
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37.3 LF 30"
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FF=4958.66
ACACACACACAC
AC
AC
AC
AC
AC
ACACAC
AC
AC
AC
AC
AC
AC AC AC AC AC AC
AC
AC
AC
AC
W
AC
AC
AC
AC AC AC
ACACACACACAC
FF=4959.78
STORM INLET
WEST GRATE FLOWLINE=4955.69
EAST GRATE FLOWLINE=4955.62
INV OUT=4952.54 (SE)
ST
ST
SAN MH
RIM=4957.18
INV IN=4953.08 (W)
INV OUT=4952.83 (E)
SAN MH
RIM=4956.37
INV IN=4951.40 (W)
INV OUT=4951.33 (E)SAN MH
RIM=4956.95
INV IN=4951.17 (W)
INV OUT=4950.95 (E)
SAN MH
RIM=4957.99
INV IN=4950.47 (W)
INV OUT=4950.21 (E)
SAN MH
RIM=4957.40
INV IN=4949.90 (W)
INV OUT=4949.78 (E)
357.02 LF 8" PVC @ 0.40%
F
F
W
W
F
W
F
W
F
W
F
W
SS
SS
SS
SS SS
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D
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D
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DRAINSTOWATERWAYS D
N
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UCTILEIRON
DRAINSTOWATERWAYS D
N
D
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ONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
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ONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
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ONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
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ONOT
POLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
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ONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
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ONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
YLOPLAST
ONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
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ONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
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ONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
CS
W
CS
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WW
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CS
W
h2o
h2o
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CS
ELEC
ELEC
ELEC
ELEC
ELEC
SS
SS SS SS SS SS
SS
SS SS SS SS SS SS SS SS SS SS SS
SS
SS
332.09 LF 8" PVC @ 0.42%
162.29 LF 8" PVC @ 0.40%
59.32 LF
8
"
PVC @ 0.
5
2
%
S
S S
S
S
S
S
S
S
SS
HYD
W W
WW
W
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HYD
24
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24
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'
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S
24
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24
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S
24
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24'' SS 24'' SS 24'' SS 24'' SS 24'' SS 24'' SS 24'' SS 24'' SS
ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC
ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC
ELEC ELEC ELEC
8'
'
W
8'
'
W
IRR
4'' UD
4'' UD
4'' UD
4'' UD
4'' UD
EL
E
C
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E
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EL
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S S
F E S
F E S
ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST
ST
ST
ST
ST
ST ST ST ST
ST
ST
FL=4946.92
STORM MH
RIM=4951.55
INV IN=4947.06 (W)
INV OUT=4946.95 (E)
22.8 LF 30" ADS @ 0.13%
STORM MH
RIM=4954.73
INV IN=4949.91 (S)
INV IN=4950.00 (W)
INV OUT=4949.88 (E)
FL=4949.3662.8 LF
1
2
"
A
D
S
@
0
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8
3
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STORM MH
RIM=4953.77
INV S=4947.77(S)
INV OUT=4947.72(E)
STORM MH
RIM=4954.11
INV IN=4948.61 (W)
INV OUT=4948.56 (N)
STORM MH
RIM=4955.06
INV IN=4949.88 (W)
INV OUT=4949.84 (E)
276.0 LF 30" ADS @ 0.45%
STORM INLET
RIM=4954.87
INV=4950.76 (W, E)
182.5 LF 30" ADS @ 0.48%
STORM MH
RIM=4957.61
INV=4951.30 (W)
INV=4951.30 (E)
196.4 LF 30" ADS @ 0.27%
FF=4959.45
126.3 LF 30" ADS @ 0.52%
11
9
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A
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S
@
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FF=4958.66
INV=4951.00
INV=4950.85
23.2 LF 12"
ADS @ 0.64%
23.4 LF 12"
ADS @
0.51%
INV IN=4950.73
INV OUT=4950.68
INV=4950.56
INV=4950.50
INV=4950.16
17.5 LF 12"
ADS @ 0.69%
17.8 LF 12"
ADS @ 0.34%
29.3 LF 12"
ADS @ 1.16%
16.3 LF 12"
ADS @ 0.98%
ST ST ST
INLET
RIM=4955.33
INV=4952.10
INLET
RIM=4954.32
INV=4952.84
INLET
RIM=4955.53
INV=4952.66
INLET
RIM=4955.43
INV=4952.27
26.8 LF 12" ADS @ 0.67%
24.3 LF 12" ADS @ 1.60%18.6 LF 12"
ADS @ 0.91%
96.4 LF 12" ADS @ 1.32%
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FL=4955.48
127.0 LF 12" ADS @ 2.08%
NOT SHOT
SAN MH
RIM=4957.99
INV IN=4950.47 (W)
INV OUT=4950.21 (E)
SAN MH
RIM=4957.40
INV IN=4949.90 (W)
INV OUT=4949.78 (E)
SAN MH
RIM=4958.89
INV IN=4949.13 (W)
INV OUT=4949.03 (NE)
SAN MH
RIM=4958.17
INV IN=4948.71 (SW)
INV OUT=4948.61 (E)
SAN MH
RIM=4956.04
INV IN=4947.21 (W)
INV OUT=4947.03 (S)
SAN MH
RIM=4956.53
INV IN=4946.79 (N)
INV OUT=4946.56 (E)
EX. SAN MH
RIM=4956.56
INV IN=4946.25 (W)
INV IN=4945.37 (E)
INV IN=4945.12 (N)
INV OUT=4945.07 (S)
59.93 LF 8" PVC @ 0.40%
59.08 LF 8" PVC @ 0.54%
52.60 LF 8" PVC @ 0.58%
SAN MH
RIM=4956.17
NORTH
Sheet
Of 2 Sheets
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NORTHFIELD COMMONS, LOCATED IN THE SOUTHEAST QUARTER OF SECTION 1, TOWNSHIP 7 NORTH, RANGE 69 WEST OF
THE 6TH P.M., CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO
AS-BUILT SURVEY
NOTES:
1) This survey does not constitute a title search by Northern Engineering to determine ownership or
easements of record.
2) Site layout shown for reference only.
3) The lineal unit of measure for this survey is U.S. Survey Feet.
1
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HDS Comment: Sidewalk
culvert was not installed
F
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DSTSTSTST
FF=4959.56
FF=4958.52
FF=4958.56FF=4958.59
FF=4959.51
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DRAINSTOWATERWAYS D
N
D
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D
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DRAINSTOWATERWAYS D
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DRAINSTOWATERWAYS D
N
D
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DRAINSTOWATERWAYS D
N
D
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ONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
SS SS SS SS
SS
SS SS SS SS SS
SS
SS SS SS SS SS SS SS SS SS SS SS
SS
SS
4'' UD 4'' UD 4'' UD 4'' UD 4'' UD
4'' UD 4'' UD 4'' UD 4'' UD 4'' UD 4'' UD 4'' UD 4'' UD 4'' UD 4'' UD
24
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24
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24'' SS 24'' SS 24'' SS 24'' SS 24'' SS 24'' SS
EL
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ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC
ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC ELEC
8'
'
W
8'
'
W
IRR
4'' UD
4'' UD
4'' UD
4'' UD
4'' UD
ELEC ELEC
D
D
F E S
F E S
ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST ST
ST
ST
ST
ST
ST ST ST ST
ST
ST
FF=4959.56
FF=4959.45
FF=4958.66
ST ST STSTSTSTST
BUILDING UNDER
CONSTRUCTION
BUILDING UNDER
CONSTRUCTION
BUILDING UNDER
CONSTRUCTION BUILDING UNDER
CONSTRUCTION
NORTH
Sheet
Of 2 Sheets
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NORTHFIELD COMMONS, LOCATED IN THE SOUTHEAST QUARTER OF SECTION 1, TOWNSHIP 7 NORTH, RANGE 69 WEST OF
THE 6TH P.M., CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO
AS-BUILT SURVEY
NOTES:
1) This survey does not constitute a title search by Northern Engineering to determine ownership or
easements of record.
2) Site layout shown for reference only.
3) See individual buildings as-builts for detailed grading.
4) The lineal unit of measure for this survey is U.S. Survey Feet. The Datum used is NAVD 88.
2
NO
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F
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RAIN
GARDEN
Tract W
(D,U,&AE)
Design contours
shown in blue
COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT
COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT
COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT
BLDG 1
COMMUNITY
CENTER
BLDG 2
BLDG 3
BLDG 4
BLDG 5
MANGOLD LANE
SUNIGA ROAD
(115' ROW)
ROCKY MOUNTAIN
RAPTOR PROGRAM
LAK
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ONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
YLOPLAST
ONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
YLOPLAST
ONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
YLOPLAST
ONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
COMPACT
COMPACT
COMPACT
COMPAC
T
COMPAC
T
COMPACT
COMPACT
COMPACT COMPACT COMPACTCOMPACT COMPACT COMPACT COMPACT COMPACT
COMPACT COMPACTCOMPACTCOMPACT
COMPACT
COMPA
C
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COMP
A
C
T
COM
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A
C
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COM
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A
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COMMUNITY BLDG 6 BLDG 7
BLDG 10a
BLDG 11a BLDG 13a
BLDG 12a
MANGOLD LANE
SUNIGA ROAD
(115' ROW)
LA
N
D
M
A
R
K
W
A
Y
MA
R
T
I
N
E
Z
S
T
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SWARTZ, DAVID A,
MILCAN, SUSAN MARIE
LOT 29
MONDRAGON, LUCY
V / CHRISTINA M,
LOT 28
ROCKY MOUNTAIN
RAPTOR PROGRAM
MA
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PREPARED BY OR UNDER THE
DIRECT SUPERVISION OF:
FOR AND ON BEHALF OF HIGHLAND
DEVELOPMENT SERVICES
OFSHEET
DRAWN BY
CHECKED BY
DATE
SCALE (H)
HDS PROJECT #
SCALE (V)
NO
R
T
H
F
I
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L
D
C
O
M
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DE
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3/15/22
1" = 40'
N/A
ACB1
JTC
21-1037-00
C2.01
6 17
1
RF
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-
0
0
3
R
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P
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I
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PH
S
12
/
1
2
/
2
2
N
W E
S0
SCALE: 1" = 40'
80402040
CALL UTILITY NOTIFICATION
CENTER OF COLORADO
CALL 2-BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
before you dig.Call
Know what's below.
R
LEGEND
EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
PROPOSED MAJOR CONTOUR
PROPOSED MINOR CONTOUR
NOTES
1.CONTRACTOR TO PROVIDE AND MAINTAIN ALL NECESSARY EROSION CONTROL
MEASURES PRIOR TO AND THROUGHOUT CONSTRUCTION.
2.SPOT ELEVATIONS SHOWN ARE ON FLOWLINE OR BACK OF WALK UNLESS
OTHERWISE LABELED.
3.WALKWAYS SLOPE 2.0% AWAY FROM BUILDINGS AND/OR TOWARD
PARKING/DRIVE AREAS. WALK LABELS ARE SHOWN ON THE HIGH SIDE OF THE
WALK.
4.ALL SUBGRADE TO BE PLACED/COMPACTED PER GEOTECHNICAL ENGINEER
RECOMMENDATIONS.
5.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS
REQUIRED FOR PROTECTION FROM THE 100 YEAR STORM. THE LOWEST OPENING
ELEVATIONS SHOWN ARE AT LEAST ONE FOOT ABOVE THE 100 YEAR STORM
ELEVATION OF ADJACENT STREETS, CHANNELS, DITCHES, SWALES, OR OTHER
DRAINAGE FACILITIES.
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.
PROPOSED NORTHFIELD
MAJOR CONTOUR
PROPOSED NORTHFIELD MINOR
CONTOUR
NATURAL HABITAT BUFFER ZONE
F
F
W W
F
W
F
W
F
W
F
W
F
F
W
COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT
COMPACT
COMPACT
COMPACT
COMPAC
T
COMPAC
T
COMPACT
COMPACT
COMPACT COMPACT COMPACTCOMPACT COMPACT COMPACT COMPACT COMPACT
COMPACT COMPACTCOMPACTCOMPACT
COMPACT
COMPA
C
T
COMP
A
C
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COM
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COM
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SS
W
SS
SS
SS
SS SS
SS
SS
ST
E
E
L
E
Y
D
R
I
V
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TRACT A
TRACT B
TRACT C
(D&UE)
POND D
BLDG 1
COMMUNITY
CENTER
BLDG 6 BLDG 7
BLDG 10a
BLDG 11a
BLDG 13a
BLDG 12a
MANGOLD LANE
SD01 PROFILE
4945
4950
4955
4960
4965
4945
4950
4955
4960
4965
9+5010+0010+5011+0011+5012+0012+5013+0013+5014+0014+5015+0015+5016+0016+5017+0017+5018+0018+5019+0019+5020+0020+5021+0021+50
F
W
W
D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
YLOPLAST
ONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
YLOPLAST
ONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
YLOPLAST
ONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
YLOPLASTONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
YLOPLAST
ONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
YLOPLAST
ONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
NORTHFIELD
TRACT W
(D,U,&AE)
POND D
BLDG 7
BLDG 10a BLDG 12a
SD02 PROFILE
4945
4950
4955
4960
4965
4945
4950
4955
4960
4965
9+5010+0010+5011+0011+5012+0012+5013+0013+5014+0014+5015+0015+50
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PREPARED BY OR UNDER THE
DIRECT SUPERVISION OF:
FOR AND ON BEHALF OF HIGHLAND
DEVELOPMENT SERVICES
OFSHEET
DRAWN BY
CHECKED BY
DATE
SCALE (H)
HDS PROJECT #
SCALE (V)
NO
R
T
H
F
I
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D
C
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M
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ST
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M
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A
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&
P
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I
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3/15/22
1" = 40'
1" = 4'
ACB1
JTC
21-1037-00
C3.03
10 17
1
RF
I
-
0
0
3
R
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P
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1
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JT
C
6/
2
0
/
2
2
N
W E
S
CALL UTILITY NOTIFICATION
CENTER OF COLORADO
CALL 2-BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
before you dig.Call
Know what's below.
R
0
SCALE: 1" = 40'
80402040
HORIZONTAL
VERTICAL
SCALE: 1" =4'
NOTES:
1.ALL PROPOSED STORM SEWER IMPROVEMENTS SHALL BE IN ACCORDANCE WITH THE
CITY OF FORT COLLINS STANDARDS AND SPECIFICATIONS.
2.STORM PIPES SHALL BE ADS HP STORM UNLESS OTHERWISE NOTED.
3.ALL MANHOLE RIM AND INLET GRATE ELEVATIONS SHOWN ARE APPROXIMATE.
CONFIRM FINAL ELEVATIONS PRIOR TO INSTALLATION.
4.PIPE LENGTHS ARE PROVIDED FROM CENTER OF STRUCTURE TO CENTER OF
STRUCTURE. LENGTH OF FLARED END SECTIONS ARE INCLUDED IN PIPE LENGTHS.
5.ALL STORM PIPES AND STRUCTURES ARE PRIVATELY OWNED AND MAINTAINED
EXCEPT WHERE SPECIFICALLY IDENTIFIED AND LABELED ON THESE PLANS AS PUBLIC.
6.INSTALL CUT OFF WALLS 5' UPSTREAM OF ALL STORM MANHOLES AND INLETS
CONSISTING OF COMPACTED CLAY MATERIAL EXTENDING BEYOND THE SPRINGLINE
OF THE PIPE.
CONSTRUCTION NOTES:
WRAP SSWR JOINTS 10' EACH SIDE OF
CROSSING WITH 12" WIDE BUTYL ADHESIVE
TAPE (EZ WRAP OR EQUIVALENT). NO
CASING OR ENCASEMENT REQUIRED UNDER
ADS HP STORM ONLY, SPECIFIC APPROVAL
NEEDED UNDER RCP.
RECORD DRAWING
THIS RECORD DRAWING HAS BEEN PREPARED, IN PART, BASED UPON
INFORMATION FURNISHED BY OTHERS. WHILE THIS INFORMATION IS
BELIEVED TO BE RELIABLE, HIGHLAND DEVELOPMENT SERVICES AND THE
CERTIFYING ENGINEER ASSUMES NO RESPONSIBILITY FOR THE ACCURACY
OF THIS RECORD DRAWING DUE TO ANY ERRORS OR OMISSIONS THAT
MAY HAVE BEEN INCORPORATED INTO IT AS A RESULT OF INCORRECT
INFORMATION PROVIDED TO HIGHLAND DEVELOPMENT SERVICES AND
THE CERTIFYING ENGINEER. THOSE RELYING ON THIS RECORD DOCUMENT
ARE ADVISED TO OBTAIN INDEPENDENT VERIFICATION OF ITS ACCURACY.
DATE:
DENOTES RECORDED DATA PER
4/18/25
NORTHERN ENGINEERING / DOMINANT DIRTWORK
I, JASON T. CLAEYS, CERTIFY ALL PUBLIC WATER,
WASTEWATER AND STORMWATER SYSTEM IMPROVEMENTS
SHOWN HEREIN, INCLUDING ANY NOTED CHANGES OR
REVISIONS, ARE IN GENERAL CONFORMANCE WITH THE
DESIGN/CONSTRUCTION DOCUMENTS, PURSUANT TO THIS
RECORD DRAWING COPY OF THE FINAL UTILITY PLANS.
Highland Development Services, Inc.
6355 Fairgrounds Avenue, Suite 200 | Windsor, CO 80550 | 970.674.7550
Memorandum
TO: Dan Mogen – Fort Collins Utilities
FROM: Jason T. Claeys, P.E., LEED AP
DATE: 8/29/25
PROJECT: Northfield Commons
HDS JOB NO: 21-1037-00
SUBJECT: Overall Site Certification
The memo has been prepared to provide supplemental information for acceptance of the Overall
Site Certification for Tracts A, B, & C of the Northfield Commons, a multi-family residential project
located in Fort Collins, CO, south of Suniga Rd and along the east & west sides of Steely Dr.
The storm infrastructure was installed by the subcontractors of Dohn Construction. Asbuilt
surveyed surface elevations, and the storm drain inverts were provided by Northern Engineers.
The asbuilt storm invert elevations were transposed onto the design profiles and are included for
reference.
The original asbuilt storm survey determined that the pipe between Inlet-D03 and Inlet-D04,
under Steely Drive, was constructed with an adverse slope. Dohn has corrected the inlets and
reset the pipe as necessary. This correction is represented in the storm drain record drawing and
asbuilt survey included.
During construction, there was a lead time issue on receiving and installing the section of
horizontal elliptical reinforced concrete pipe (HERCP) under the rain garden. The storm drain
alignment was adjusted to maintain the pipe out from under the rain garden, a manhole was
added, and the 24”x38” HERCP was substituted with a 30” HP Storm pipe.
To confirm the effects of the pipe adjustment near the rain garden, the SWMM model was
updated. While updating the SWMM model, it came to our attention that the original approved
model had pipe sections modeled larger than presented on the construction plans and ultimately
constructed. The SWMM-ASB model represents the asbuilt conditions accordingly and the
hydraulic performance during a 100-yr storm. The adjusted pipe alignment at the rain garden
also performs hydraulically as originally intended.
The smaller pipe sizes do cause flooding at (2) locations, SWMM ID FESD03 and ID01, and causes
a hydraulic line at Inlet-D07 (not modeled in SWMM) to exceed the rim elevation.
SWMM ID FESD03 correlates with the construction plans FES-D03 and is located adjacent to the
sidewalk and rain garden. The pipe leaving this node was originally modeled as an 18” pipe and
was constructed as a 12” pipe per the construction plans, causing the node to flood. The flooding
NFC – Overall Site Cert
8/29/25
Page 2 of 2
at this location will spill at elevation 4953.67 ft over the sidewalk and into the rain garden,
ultimately to the detention pond. Minor ponding in Mangold Ln occurs at the very east end of
the drive and does not exceed 0.3 ft in depth (4”). The ponding does not inundate any adjacent
buildings and is contained onsite without creating significant hazard during a 100-yr storm event.
SWMM ID ID01 correlates with the construction plans INLET-D01 and is located on the east side
of Tract A within the parking area. The (2) segments of pipe downstream of this inlet were
originally modeled as 24” pipes and were constructed as 18” pipes per the construction plans,
causing flooding at this node. It was iteratively determined that the flooding occurs for a short
time period of 4 minutes between minutes 38 and 42. The flooding volume, determined by
SWMM, is 6,000 gallons, which converts to approximately 802 cu-ft of volume. It is estimated
that this volume ponds to an approximate depth of 0.72 ft (approximately 9”) within the parking
lot. The ponding does not inundate any adjacent buildings, is below the allowed parking lot
ponding depth of 1.0 ft (12”). The ponding is contained onsite without creating significant hazard
during a 100-yr storm event. As coordinated, parking lot ponding signs have been installed,
delineating the limits of potential flooding in the parking lot. Reference the attached exhibit.
The individual yard drains were not modeled due to the small basin area contributing to each
yard drain inlet. The model applies the compiled yard basins into SWMM ID06, which correlates
to INLET-D16 of the construction plans. The (2) segments of pipe downstream of this inlet were
originally modeled as 18” pipes and were constructed as a 12” pipe per the construction plans.
The smaller pipes caused the 100-yr hydraulic grade line (HGL) to be higher than intended per
the original SWMM model. The higher HGL causes some minor ponding at the yard drains with
the greatest depth, between the inlet rim and the 100-yr HGL, at INLET-D07. The 100-yr HGL is
estimated to be at elevation 4955.59 ft. The ponding does not inundate any adjacent buildings
and is contained onsite without creating significant hazard during a 100-yr storm event.
Please reference the attached supporting SWMM models, exhibits, and calculations.
Though there are discrepancies between the construction plans, the original SWMM model, and
asbuilt elevations, we believe that the asbuilt storm system will hydraulically perform in a manner
that will not exceed the City’s allowed parking lot ponding depths and structures are elevated
such that there is no adverse effect during a 100-yr storm event.
The remaining items that needed to be addressed and have been completed include:
- The rain garden low spot has been filled and seeded with erosion protection (TRM) intact.
This area will be irrigated to assist in the seed becoming established.
- The “no dumping” medallions have been added to the Type C inlets.
- The parking lot ponding signs have been installed.
- The wood appears to have been removed from the inlet at Steely Drive.
- The outlet flared end section, FES-01, has been corrected to eliminate the ponding within
the flared end section. Please reference the included Pond Outfall Correction Detail that
includes a photo of completion.
Original Approved SWMM Model
18-1000-00 NF Commons SWMM.inp
[TITLE]
;;Project Title/Notes
Northfield
100-yr Storm Routing
9/27/19
[OPTIONS]
;;Option Value
FLOW_UNITS CFS
INFILTRATION HORTON
FLOW_ROUTING DYNWAVE
LINK_OFFSETS DEPTH
MIN_SLOPE 0
ALLOW_PONDING NO
SKIP_STEADY_STATE NO
START_DATE 03/11/2019
START_TIME 00:00:00
REPORT_START_DATE 03/11/2019
REPORT_START_TIME 00:00:00
END_DATE 03/11/2019
END_TIME 06:00:00
SWEEP_START 01/01
SWEEP_END 12/31
DRY_DAYS 0
REPORT_STEP 00:05:00
WET_STEP 00:05:00
DRY_STEP 00:05:00
ROUTING_STEP 0:01:00
RULE_STEP 00:00:00
INERTIAL_DAMPING PARTIAL
NORMAL_FLOW_LIMITED BOTH
FORCE_MAIN_EQUATION H-W
VARIABLE_STEP 0.75
LENGTHENING_STEP 0
MIN_SURFAREA 12.566
MAX_TRIALS 8
HEAD_TOLERANCE 0.005
SYS_FLOW_TOL 5
LAT_FLOW_TOL 5
MINIMUM_STEP 0.5
THREADS 1
[EVAPORATION]
;;Data Source Parameters
;;-------------- ----------------
CONSTANT 0.0
DRY_ONLY NO
[RAINGAGES]
Page 1
18-1000-00 NF Commons SWMM.inp
;;Name Format Interval SCF Source
;;-------------- --------- ------ ------ ----------
CoFC_100-yr INTENSITY 0:05 1.0 TIMESERIES CoFC_100-yr
[SUBCATCHMENTS]
;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack
;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ----------------
D02 CoFC_100-yr ID03 0.074 100 29 1.62 0
D03 CoFC_100-yr ID04 0.074 100 28 1.62 0
D05 CoFC_100-yr FESD02 0.811 40.7 97 1.00 0
D06 CoFC_100-yr ID06 .16 42.5 40 1.08 0
D07 CoFC_100-yr FESD03 1.908 69.8 109 0.84 0
D14 CoFC_100-yr VD1 2.77 4.3 173 1.03 0
E06 CoFC_100-yr IE02 1.15 81.8 100 0.5 0
E08 CoFC_100-yr IE01 1.35 67.8 118 0.5 0
D01 CoFC_100-yr ID01 3.15 48.5 236 1.34 0
D04 CoFC_100-yr ID05 0.235 17.2 50 1.78 0
[SUBAREAS]
;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted
;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ----------
D02 0.01 0.1 .1 .3 1 OUTLET
D03 0.01 0.1 .1 .3 1 OUTLET
D05 0.01 0.1 .1 .3 1 OUTLET
D06 0.01 0.1 .1 .3 1 OUTLET
D07 0.01 0.1 .1 .3 1 OUTLET
D14 0.01 0.1 .1 .3 1 OUTLET
E06 0.01 0.1 .1 .3 1 OUTLET
E08 0.01 0.1 .1 .3 1 OUTLET
D01 0.01 0.1 0.1 0.3 1 OUTLET
D04 0.01 0.1 0.1 0.3 1 OUTLET
[INFILTRATION]
;;Subcatchment MaxRate MinRate Decay DryTime MaxInfil
;;-------------- ---------- ---------- ---------- ---------- ----------
D02 3.0 0.5 6.48 7 0
D03 3.0 0.5 6.48 7 0
D05 3.0 0.5 4 7 0
D06 3.0 0.5 4 7 0
D07 3.0 0.5 4 7 0
D14 3.0 0.5 6.48 7 0
E06 3.0 0.5 4 7 0
E08 3.0 0.5 4 7 0
D01 3.0 0.5 4 7 0
D04 3.0 0.5 4 7 0
[JUNCTIONS]
;;Name Elevation MaxDepth InitDepth SurDepth Aponded
;;-------------- ---------- ---------- ---------- ---------- ----------
FESD03 4952.21 1 0 0 0
FESD02 4955.43 1 0 0 0
Page 2
18-1000-00 NF Commons SWMM.inp
ID04 4951.21 6.35 0 0 0
ID03 4951.38 6.18 0 0 0
ID02 4951.86 4.27 0 0 0
ID06 4949.97 3.23 0 0 0
IE01 4944.6 6.6 0 0 0
IE02 4944.77 6.2 0 0 0
MHD03 4947.52 6.56 0 0 0
MHD01A 4949.83 3.97 0 0 0
MHD02 4948.10 6.19 0 0 0
MHD01 4949.41 5.81 0 0 0
OD1 4945.11 5.89 0 0 0
ID05 4950.26 4.68 0 0 0
ID01 4952.17 2.71 0 0 0
[OUTFALLS]
;;Name Elevation Type Stage Data Gated Route To
;;-------------- ---------- ---------- ---------------- -------- ----------------
Out3 4943.69 TIMESERIES NECCO_A7 NO
[STORAGE]
;;Name Elev. MaxDepth InitDepth Shape Curve Name/Params N/A Fevap Psi Ksat IMD
;;-------------- -------- ---------- ----------- ---------- ---------------------------- -------- -------- -------- --------
VD1 4945.65 5.38 0 TABULAR Pond_D 0 0
[CONDUITS]
;;Name From Node To Node Length Roughness InOffset OutOffset InitFlow MaxFlow
;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- ----------
PD03 ID03 ID04 36 .012 0 0 0 0
PD06 MHD01 MHD02 278.26 .012 0 0 0 0
PD07 MHD02 MHD03 123.61 .012 0 0 0 0
PD08 MHD03 VD1 154.42 .016 0 0 0 0
PD13 OD1 IE02 48 .012 0 .1 0 0
PD09 FESD02 ID06 130.04 .012 0 0 0 0
PD10 ID06 MHD01A 17 .012 0 0 0 0
PD11 FESD03 MHD01A 14 .012 0 0 0 0
PD12 MHD01A VD1 65.47 .012 0 0 0 0
PE01 IE02 IE01 65 .012 0 0 0 0
PE02 IE01 Out3 22 .016 0 0 0 0
PD04 ID04 ID05 201.22 0.012 0 0 0 0
PD05 ID05 MHD01 181.20 0.012 0 0 0 0
PD02 ID02 ID03 102.27 0.012 0 0 0 0
PD01 ID01 ID02 66.90 0.012 0 0 0 0
[ORIFICES]
;;Name From Node To Node Type Offset Qcoeff Gated CloseTime
;;-------------- ---------------- ---------------- ------------ ---------- ---------- -------- ----------
OutD1 VD1 OD1 SIDE -.51 0.65 NO 0
[XSECTIONS]
;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels Culvert
;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- ----------
Page 3
18-1000-00 NF Commons SWMM.inp
PD03 CIRCULAR 2.5 0 0 0 1
PD06 CIRCULAR 2.5 0 0 0 1
PD07 CIRCULAR 2.5 0 0 0 1
PD08 HORIZ_ELLIPSE 2.000 3.167 4 0 1
PD13 CIRCULAR 1.5 0 0 0 1
PD09 CIRCULAR 1 0 0 0 1
PD10 CIRCULAR 1.5 0 0 0 1
PD11 CIRCULAR 1.5 0 0 0 1
PD12 CIRCULAR 1.5 0 0 0 1
PE01 CIRCULAR 2.5 0 0 0 1
PE02 CIRCULAR 2.5 0 0 0 1
PD04 CIRCULAR 2.5 0 0 0 1
PD05 CIRCULAR 2.5 0 0 0 1
PD02 CIRCULAR 2.0 0 0 0 1
PD01 CIRCULAR 2.0 0 0 0 1
OutD1 CIRCULAR 0.3958 0 0 0
[CURVES]
;;Name Type X-Value Y-Value
;;-------------- ---------- ---------- ----------
;Pond D
Pond_D Storage 0 0
Pond_D .38 953
Pond_D 0.88 4839
Pond_D 1.38 8716
Pond_D 1.88 10860
Pond_D 2.38 19723
Pond_D 2.88 29964
Pond_D 3.38 42821
Pond_D 3.88 52864
Pond_D 4.38 59809
Pond_D 4.88 65735
Pond_D 5.38 74113
[TIMESERIES]
;;Name Date Time Value
;;-------------- ---------- ---------- ----------
;CoFC Rainfall Data
CoFC_100-yr 0:5 1.00
CoFC_100-yr 0:10 1.14
CoFC_100-yr 0:15 1.33
CoFC_100-yr 0:20 2.23
CoFC_100-yr 0:25 2.84
CoFC_100-yr 0:30 5.49
CoFC_100-yr 0:35 9.95
CoFC_100-yr 0:40 4.12
CoFC_100-yr 0:45 2.48
CoFC_100-yr 0:50 1.46
CoFC_100-yr 0:55 1.22
CoFC_100-yr 0:60 1.06
CoFC_100-yr 1:05 1.00
Page 4
Pond D Outlet Structure
100-yr Orifice Diameter
Modeled as 24" pipes,
installed per construction
plans as 18" pipes
Due to product availability, this pipe
was adjusted to a 30". Alignment was
adjusted & manhole added to manage
pipe cover
Modeled as 18" pipes,
installed per construction
plans as 12" pipes
18-1000-00 NF Commons SWMM.inp
CoFC_100-yr 1:10 0.95
CoFC_100-yr 1:15 0.91
CoFC_100-yr 1:20 0.87
CoFC_100-yr 1:25 0.84
CoFC_100-yr 1:30 0.81
CoFC_100-yr 1:35 0.78
CoFC_100-yr 1:40 0.75
CoFC_100-yr 1:45 0.73
CoFC_100-yr 1:50 0.71
CoFC_100-yr 1:55 0.69
CoFC_100-yr 2:00 0.67
;
NECCO_A7 FILE "NECCO A7 HGL.dat"
[REPORT]
;;Reporting Options
SUBCATCHMENTS ALL
NODES ALL
LINKS ALL
[TAGS]
[MAP]
DIMENSIONS -3908.103 305.049 14377.949 10305.049
Units Feet
[COORDINATES]
;;Node X-Coord Y-Coord
;;-------------- ------------------ ------------------
FESD03 6155.843 3257.701
FESD02 4380.843 3320.872
ID04 3377.528 2581.392
ID03 3232.605 2581.392
ID02 2801.551 2578.915
ID06 6085.239 3313.441
IE01 7717.391 3716.421
IE02 7717.391 3460.461
MHD03 6132.308 3090.482
MHD01A 6155.843 3312.202
MHD02 6129.831 2572.722
MHD01 4970.445 2575.199
OD1 7711.599 3239.121
ID05 4216.459 2577.632
ID01 2590.979 2767.191
Out3 7678.866 3850.518
VD1 7380.785 3141.386
[VERTICES]
;;Link X-Coord Y-Coord
;;-------------- ------------------ ------------------
Page 5
18-1000-00 NF Commons SWMM.inp
[Polygons]
;;Subcatchment X-Coord Y-Coord
;;-------------- ------------------ ------------------
D02 3022.186 2334.342
D03 3653.581 2288.346
D05 4047.074 3141.975
D05 4047.074 3141.975
D05 4047.074 3141.975
D05 4041.798 3139.337
D05 4041.798 3139.337
D05 4039.160 3139.337
D05 4025.971 3152.527
D05 4049.712 3147.251
D05 4047.074 3136.700
D05 4041.798 3139.337
D06 5929.168 3189.774
D06 5926.530 3200.325
D06 5929.168 3195.049
D06 5939.720 3189.774
D06 5926.530 3187.136
D06 5923.892 3197.687
D07 5929.438 3037.799
D07 5947.903 3048.350
D07 5947.903 3037.799
D07 5937.351 3037.799
D07 5937.351 3050.988
D14 9344.320 2878.413
E06 8089.409 3467.568
E06 8099.960 3454.379
E06 8084.133 3457.017
E06 8092.047 3470.206
E08 8113.150 3731.355
E08 8121.063 3731.355
E08 8126.339 3731.355
E08 8113.150 3715.528
E08 8097.323 3731.355
E08 8102.598 3731.355
D01 2279.456 2839.653
D01 2568.064 2764.095
D04 4137.238 2587.721
D04 3993.622 2769.634
[SYMBOLS]
;;Gage X-Coord Y-Coord
;;-------------- ------------------ ------------------
CoFC_100-yr 4485.211 4295.822
[PROFILES]
;;Name Links
;;-------------- ----------
Page 6
18-1000-00 NF Commons SWMM.inp
"South Main " PD01 PD02 PD03 PD04 PD05
"South Main " PD06 PD07 PD08 OutD1 PD13
"South Main " PE01 PE02
Page 7
18-1000-00 NF Commons SWMM.rpt
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.013)
--------------------------------------------------------------
NF Commons
100-yr Storm Routing
9/8/21
*********************************************************
NOTE: The summary statistics displayed in this report are
based on results found at every computational time step,
not just on results from each reporting time step.
*********************************************************
****************
Analysis Options
****************
Flow Units ............... CFS
Process Models:
Rainfall/Runoff ........ YES
RDII ................... NO
Snowmelt ............... NO
Groundwater ............ NO
Flow Routing ........... YES
Ponding Allowed ........ NO
Water Quality .......... NO
Infiltration Method ...... HORTON
Flow Routing Method ...... DYNWAVE
Surcharge Method ......... EXTRAN
Starting Date ............ 03/11/2019 00:00:00
Ending Date .............. 03/11/2019 06:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 00:05:00
Wet Time Step ............ 00:05:00
Dry Time Step ............ 00:05:00
Routing Time Step ........ 60.00 sec
Variable Time Step ....... YES
Maximum Trials ........... 8
Number of Threads ........ 1
Head Tolerance ........... 0.005000 ft
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 3.572 3.669
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 1.046 1.074
Surface Runoff ........... 2.503 2.572
Final Storage ............ 0.046 0.047
Page 1
18-1000-00 NF Commons SWMM.rpt
Continuity Error (%) ..... -0.640
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 2.503 0.816
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 0.000 0.000
External Outflow ......... 1.127 0.367
Flooding Loss ............ 0.000 0.000
Evaporation Loss ......... 0.000 0.000
Exfiltration Loss ........ 0.000 0.000
Initial Stored Volume .... 0.000 0.000
Final Stored Volume ...... 1.377 0.449
Continuity Error (%) ..... -0.018
*************************
Highest Continuity Errors
*************************
Node MHD03 (1.73%)
Node MHD02 (1.32%)
***************************
Time-Step Critical Elements
***************************
Link PE02 (52.22%)
Link PD11 (47.14%)
********************************
Highest Flow Instability Indexes
********************************
Link PE02 (6)
Link PE01 (4)
Link PD13 (3)
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 0.50 sec
Average Time Step : 1.22 sec
Maximum Time Step : 60.00 sec
Percent in Steady State : 0.00
Average Iterations per Step : 2.04
Percent Not Converging : 0.40
Page 2
18-1000-00 NF Commons SWMM.rpt
***************************
Subcatchment Runoff Summary
***************************
------------------------------------------------------------------------------------------------------------------------------
Total Total Total Total Imperv Perv Total Total Peak Runoff
Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff
Subcatchment in in in in in in in 10^6 gal CFS
------------------------------------------------------------------------------------------------------------------------------
D02 3.67 0.00 0.00 0.00 3.59 0.00 3.59 0.01 0.74 0.979
D03 3.67 0.00 0.00 0.00 3.59 0.00 3.59 0.01 0.74 0.979
D05 3.67 0.00 0.00 1.19 1.46 1.00 2.46 0.05 4.89 0.671
D06 3.67 0.00 0.00 1.12 1.53 1.02 2.55 0.01 1.19 0.694
D07 3.67 0.00 0.00 0.61 2.51 0.50 3.01 0.16 13.79 0.821
D14 3.67 0.00 0.00 1.90 0.15 1.62 1.77 0.13 5.85 0.483
E06 3.67 0.00 0.00 0.36 2.94 0.32 3.26 0.10 9.53 0.888
E08 3.67 0.00 0.00 0.65 2.44 0.54 2.98 0.11 9.91 0.812
D01 3.67 0.00 0.00 1.05 1.74 0.86 2.60 0.22 19.68 0.709
D04 3.67 0.00 0.00 1.62 0.62 1.45 2.07 0.01 1.33 0.563
******************
Node Depth Summary
******************
---------------------------------------------------------------------------------
Average Maximum Maximum Time of Max Reported
Depth Depth HGL Occurrence Max Depth
Node Type Feet Feet Feet days hr:min Feet
---------------------------------------------------------------------------------
FESD03 JUNCTION 0.13 0.55 4952.76 0 00:40 0.55
FESD02 JUNCTION 0.12 0.57 4956.00 0 00:40 0.57
ID04 JUNCTION 0.33 1.56 4952.77 0 00:40 1.51
ID03 JUNCTION 0.33 1.54 4952.92 0 00:40 1.51
ID02 JUNCTION 0.35 1.73 4953.59 0 00:40 1.70
ID06 JUNCTION 0.18 0.92 4950.89 0 00:40 0.91
IE01 JUNCTION 2.00 5.49 4950.09 0 00:39 3.71
IE02 JUNCTION 1.85 2.66 4947.43 0 00:44 2.63
MHD03 JUNCTION 1.63 2.01 4949.53 0 02:20 2.00
MHD01A JUNCTION 0.20 0.95 4950.78 0 00:40 0.95
MHD02 JUNCTION 1.19 1.56 4949.66 0 00:41 1.42
MHD01 JUNCTION 0.35 1.59 4951.00 0 00:41 1.46
OD1 JUNCTION 1.52 3.74 4948.85 0 00:38 2.30
ID05 JUNCTION 0.34 1.60 4951.86 0 00:40 1.51
ID01 JUNCTION 0.36 1.83 4954.00 0 00:40 1.82
Out3 OUTFALL 2.88 3.69 4947.38 0 00:44 3.68
VD1 STORAGE 3.34 3.87 4949.52 0 02:21 3.87
Page 3Pond D 100-yr WSE
18-1000-00 NF Commons SWMM.rpt
*******************
Node Inflow Summary
*******************
-------------------------------------------------------------------------------------------------
Maximum Maximum Lateral Total Flow
Lateral Total Time of Max Inflow Inflow Balance
Inflow Inflow Occurrence Volume Volume Error
Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent
-------------------------------------------------------------------------------------------------
FESD03 JUNCTION 13.79 13.79 0 00:40 0.156 0.156 0.001
FESD02 JUNCTION 4.89 4.89 0 00:40 0.0542 0.0542 0.000
ID04 JUNCTION 0.74 21.05 0 00:40 0.00722 0.237 -0.002
ID03 JUNCTION 0.74 20.35 0 00:40 0.00722 0.23 -0.006
ID02 JUNCTION 0.00 19.64 0 00:40 0 0.222 0.003
ID06 JUNCTION 1.19 6.05 0 00:40 0.0111 0.0653 -0.000
IE01 JUNCTION 9.91 24.29 0 00:39 0.109 0.366 -0.233
IE02 JUNCTION 9.53 10.39 0 00:38 0.102 0.258 0.281
MHD03 JUNCTION 0.00 21.76 0 00:41 0 0.248 1.762
MHD01A JUNCTION 0.00 19.73 0 00:40 0 0.221 -0.010
MHD02 JUNCTION 0.00 22.17 0 00:41 0 0.251 1.334
MHD01 JUNCTION 0.00 22.30 0 00:41 0 0.25 -0.108
OD1 JUNCTION 0.00 3.12 0 00:38 0 0.157 0.064
ID05 JUNCTION 1.33 22.38 0 00:40 0.0132 0.25 -0.001
ID01 JUNCTION 19.68 19.68 0 00:40 0.222 0.222 0.004
Out3 OUTFALL 0.00 33.77 0 00:38 0 0.367 0.000
VD1 STORAGE 5.85 44.65 0 00:41 0.133 0.598 0.956
**********************
Node Surcharge Summary
**********************
Surcharging occurs when water rises above the top of the highest conduit.
---------------------------------------------------------------------
Max. Height Min. Depth
Hours Above Crown Below Rim
Node Type Surcharged Feet Feet
---------------------------------------------------------------------
IE01 JUNCTION 0.58 2.989 1.111
IE02 JUNCTION 0.09 0.159 3.541
OD1 JUNCTION 3.32 2.239 2.151
*********************
Node Flooding Summary
*********************
No nodes were flooded.
Page 4
Pond D Peak Inflow
18-1000-00 NF Commons SWMM.rpt
**********************
Storage Volume Summary
**********************
--------------------------------------------------------------------------------------------------
Average Avg Evap Exfil Maximum Max Time of Max Maximum
Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow
Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS
--------------------------------------------------------------------------------------------------
VD1 54.398 33 0 0 71.557 43 0 02:21 1.20
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt CFS CFS 10^6 gal
-----------------------------------------------------------
Out3 99.90 3.22 33.77 0.367
-----------------------------------------------------------
System 99.90 3.22 33.77 0.367
********************
Link Flow Summary
********************
-----------------------------------------------------------------------------
Maximum Time of Max Maximum Max/ Max/
|Flow| Occurrence |Veloc| Full Full
Link Type CFS days hr:min ft/sec Flow Depth
-----------------------------------------------------------------------------
PD03 CONDUIT 20.34 0 00:40 6.39 0.67 0.62
PD06 CONDUIT 22.17 0 00:41 6.84 0.73 0.63
PD07 CONDUIT 21.76 0 00:41 8.26 0.71 0.68
PD08 CONDUIT 21.50 0 00:41 4.99 0.57 1.00
PD13 CONDUIT 2.93 0 00:37 2.04 0.36 1.00
PD09 CONDUIT 4.86 0 00:40 7.83 0.61 0.74
PD10 CONDUIT 6.13 0 00:40 5.37 0.59 0.62
PD11 CONDUIT 13.79 0 00:40 15.70 0.29 0.50
PD12 CONDUIT 19.78 0 00:40 12.82 0.69 0.82
PE01 CONDUIT 15.01 0 00:39 4.27 0.66 1.00
PE02 CONDUIT 33.77 0 00:38 7.52 0.50 1.00
PD04 CONDUIT 21.11 0 00:40 6.52 0.69 0.63
PD05 CONDUIT 22.30 0 00:41 6.79 0.73 0.63
PD02 CONDUIT 19.63 0 00:40 7.21 1.17 0.81
PD01 CONDUIT 19.64 0 00:40 6.69 1.18 0.88
OutD1 ORIFICE 1.19 0 05:51 1.00
Page 5
Pond D 100-yr Detention Volume
18-1000-00 NF Commons SWMM.rpt
***************************
Flow Classification Summary
***************************
-------------------------------------------------------------------------------------
Adjusted ---------- Fraction of Time in Flow Class ----------
/Actual Up Down Sub Sup Up Down Norm Inlet
Conduit Length Dry Dry Dry Crit Crit Crit Crit Ltd Ctrl
-------------------------------------------------------------------------------------
PD03 1.00 0.00 0.00 0.00 0.52 0.48 0.00 0.00 0.64 0.00
PD06 1.00 0.00 0.00 0.00 0.79 0.21 0.00 0.00 0.71 0.00
PD07 1.00 0.00 0.00 0.00 0.84 0.16 0.00 0.00 0.05 0.00
PD08 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.09 0.00
PD13 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.01 0.03 0.00
PD09 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.97 0.00
PD10 1.00 0.00 0.00 0.00 0.52 0.48 0.00 0.00 0.65 0.00
PD11 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.98 0.00
PD12 1.00 0.00 0.00 0.00 0.81 0.19 0.00 0.00 0.93 0.00
PE01 1.00 0.00 0.00 0.00 0.94 0.06 0.00 0.00 0.00 0.00
PE02 1.00 0.00 0.00 0.00 0.97 0.03 0.00 0.00 0.05 0.00
PD04 1.00 0.00 0.00 0.00 0.53 0.47 0.00 0.00 0.89 0.00
PD05 1.00 0.00 0.00 0.00 0.52 0.48 0.00 0.00 0.89 0.00
PD02 1.00 0.00 0.00 0.00 0.50 0.50 0.00 0.00 0.26 0.00
PD01 1.00 0.00 0.00 0.00 0.57 0.43 0.00 0.00 0.88 0.00
*************************
Conduit Surcharge Summary
*************************
----------------------------------------------------------------------------
Hours Hours
--------- Hours Full -------- Above Full Capacity
Conduit Both Ends Upstream Dnstream Normal Flow Limited
----------------------------------------------------------------------------
PD08 0.11 0.11 5.36 0.01 0.01
PD13 3.32 3.32 3.85 0.01 0.01
PD12 0.01 0.01 5.43 0.01 0.01
PE01 0.09 0.09 0.57 0.01 0.01
PE02 0.57 0.57 4.28 0.01 0.01
PD02 0.01 0.01 0.01 0.05 0.01
PD01 0.01 0.01 0.01 0.05 0.01
Analysis begun on: Thu Sep 2 15:13:46 2021
Analysis ended on: Thu Sep 2 15:13:46 2021
Total elapsed time: < 1 sec
Page 6
D02
D03
D05
D06
D07
D14
E06
E08
D01
D04
PD03
PD06
PD07
PD08
PD13
PD09 PD10PD11
PD12
PE01
PE02
PD04
PD05PD02
PD01
4
OutD1
FESD03
FESD02
ID04ID03ID02
ID06
IE01
IE02
MHD03
MHD01A
MHD02MHD01
OD1
ID05
ID01
MHD03a
Out3
VD1
CoFC_100-yr
03/11/2019 00:05:00
NF Commons
SWMM 5.1 Page 1
Revised pipe alignment
at rain garden
Asbuilt SWMM Model
18-1000-00 NF Commons SWMM - ASB (Multi Year).inp
[TITLE]
;;Project Title/Notes
NF Commons
100-yr Storm Routing - Asbuilt
5/13/25
[OPTIONS]
;;Option Value
FLOW_UNITS CFS
INFILTRATION HORTON
FLOW_ROUTING DYNWAVE
LINK_OFFSETS DEPTH
MIN_SLOPE 0
ALLOW_PONDING NO
SKIP_STEADY_STATE NO
START_DATE 03/11/2019
START_TIME 00:00:00
REPORT_START_DATE 03/11/2019
REPORT_START_TIME 00:00:00
END_DATE 03/11/2019
END_TIME 06:00:00
SWEEP_START 01/01
SWEEP_END 12/31
DRY_DAYS 0
REPORT_STEP 00:05:00
WET_STEP 00:05:00
DRY_STEP 00:05:00
ROUTING_STEP 0:01:00
RULE_STEP 00:00:00
INERTIAL_DAMPING PARTIAL
NORMAL_FLOW_LIMITED BOTH
FORCE_MAIN_EQUATION H-W
VARIABLE_STEP 0.75
LENGTHENING_STEP 0
MIN_SURFAREA 12.566
MAX_TRIALS 8
HEAD_TOLERANCE 0.005
SYS_FLOW_TOL 5
LAT_FLOW_TOL 5
MINIMUM_STEP 0.5
THREADS 1
[EVAPORATION]
;;Data Source Parameters
;;-------------- ----------------
CONSTANT 0.0
DRY_ONLY NO
[RAINGAGES]
Page 1
18-1000-00 NF Commons SWMM - ASB (Multi Year).inp
;;Name Format Interval SCF Source
;;-------------- --------- ------ ------ ----------
CoFC_Rainfall INTENSITY 0:05 1.0 TIMESERIES CoFC_100-yr
[SUBCATCHMENTS]
;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack
;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ----------------
D02 CoFC_Rainfall ID03 0.07 100 29 1.62 0
D03 CoFC_Rainfall ID04 0.07 100 28 1.62 0
D05 CoFC_Rainfall FESD02 0.81 40.7 97 1.00 0
D06 CoFC_Rainfall ID06 0.16 42.5 40 1.08 0
D07 CoFC_Rainfall FESD03 1.91 69.8 109 0.84 0
D14 CoFC_Rainfall VD1 2.77 4.3 173 1.03 0
E06 CoFC_Rainfall IE02 1.15 81.8 100 0.5 0
E08 CoFC_Rainfall IE01 1.35 67.8 118 0.5 0
D01 CoFC_Rainfall ID01 3.15 48.5 236 1.34 0
D04 CoFC_Rainfall ID05 0.24 17.2 50 1.78 0
[SUBAREAS]
;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted
;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ----------
D02 0.01 0.1 .1 .3 1 OUTLET
D03 0.01 0.1 .1 .3 1 OUTLET
D05 0.01 0.1 .1 .3 1 OUTLET
D06 0.01 0.1 .1 .3 1 OUTLET
D07 0.01 0.1 .1 .3 1 OUTLET
D14 0.01 0.1 .1 .3 1 OUTLET
E06 0.01 0.1 .1 .3 1 OUTLET
E08 0.01 0.1 .1 .3 1 OUTLET
D01 0.01 0.1 0.1 0.3 1 OUTLET
D04 0.01 0.1 0.1 0.3 1 OUTLET
[INFILTRATION]
;;Subcatchment Param1 Param2 Param3 Param4 Param5
;;-------------- ---------- ---------- ---------- ---------- ----------
D02 3.0 0.5 4 7 0
D03 3.0 0.5 4 7 0
D05 3.0 0.5 4 7 0
D06 3.0 0.5 4 7 0
D07 3.0 0.5 4 7 0
D14 3.0 0.5 4 7 0
E06 3.0 0.5 4 7 0
E08 3.0 0.5 4 7 0
D01 3.0 0.5 4 7 0
D04 3.0 0.5 4 7 0
[JUNCTIONS]
;;Name Elevation MaxDepth InitDepth SurDepth Aponded
;;-------------- ---------- ---------- ---------- ---------- ----------
FESD03 4952.21 1.5 0 0 0
FESD02 4955.43 1 0 0 0
Page 2
Asbuilt inverts & depths
18-1000-00 NF Commons SWMM - ASB (Multi Year).inp
ID04 4951.30 6.31 0 0 0
ID03 4951.38 5.94 0 0 0
ID02 4952.00 3.77 0 0 0
ID06 4950.16 3.34 0 1 0
IE01 4944.6 6.6 0 0 0
IE02 4944.77 6.2 0 0 0
MHD03 4947.72 6.56 0 0 0
MHD01A 4949.88 4.94 0 0 0
MHD02 4948.56 6.19 0 0 0
MHD01 4949.84 5.81 0 0 0
OD1 4945.11 5.89 0 0 0
ID05 4950.76 4.68 0 0 0
ID01 4952.54 3.12 0 0 0
MHD03a 4946.95 4.6 0 0 0
[OUTFALLS]
;;Name Elevation Type Stage Data Gated Route To
;;-------------- ---------- ---------- ---------------- -------- ----------------
Out3 4943.69 NORMAL NO
[STORAGE]
;;Name Elev. MaxDepth InitDepth Shape Curve Type/Params SurDepth Fevap Psi Ksat IMD
;;-------------- -------- ---------- ----------- ---------- ---------------------------- --------- -------- -------- --------
VD1 4945.65 5.38 0 TABULAR Pond_D 0 0
[CONDUITS]
;;Name From Node To Node Length Roughness InOffset OutOffset InitFlow MaxFlow
;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- ----------
PD03 ID03 ID04 36 0.012 0 0 0 0
PD06 MHD01 MHD02 278.26 0.012 0 0 0 0
PD07 MHD02 MHD03 123.61 0.012 0 0 0 0
PD08 MHD03 MHD03a 124 0.012 0 0 0 0
PD13 OD1 IE02 48 0.012 0 0.1 0 0
PD09 FESD02 ID06 130.04 0.012 0 0 0 0
PD10 ID06 MHD01A 17 0.012 0 0 0 0
PD11 FESD03 MHD01A 14 0.012 0 0 0 0
PD12 MHD01A VD1 65.47 0.012 0 0 0 0
PE01 IE02 IE01 65 0.012 0 0 0 0
PE02 IE01 Out3 22 0.016 0 0 0 0
PD04 ID04 ID05 201.22 0.012 0 0 0 0
PD05 ID05 MHD01 181.20 0.012 0 0 0 0
PD02 ID02 ID03 102.27 0.012 0 0 0 0
PD01 ID01 ID02 66.90 0.012 0 0 0 0
4 MHD03a VD1 21 0.012 0 1.27 0 0
[ORIFICES]
;;Name From Node To Node Type Offset Qcoeff Gated CloseTime
;;-------------- ---------------- ---------------- ------------ ---------- ---------- -------- ----------
OutD1 VD1 OD1 SIDE -.51 0.65 NO 0
[XSECTIONS]
Page 3
Asbuilt inverts & depths
18-1000-00 NF Commons SWMM - ASB (Multi Year).inp
;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels Culvert
;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- ----------
PD03 CIRCULAR 2.5 0 0 0 1
PD06 CIRCULAR 2.5 0 0 0 1
PD07 CIRCULAR 2.5 0 0 0 1
PD08 CIRCULAR 2.5 0 0 0 1
PD13 CIRCULAR 1.5 0 0 0 1
PD09 CIRCULAR 1 0 0 0 1
PD10 CIRCULAR 1 0 0 0 1
PD11 CIRCULAR 1 0 0 0 1
PD12 CIRCULAR 1 0 0 0 1
PE01 CIRCULAR 2.5 0 0 0 1
PE02 CIRCULAR 2.5 0 0 0 1
PD04 CIRCULAR 2.5 0 0 0 1
PD05 CIRCULAR 2.5 0 0 0 1
PD02 CIRCULAR 1.5 0 0 0 1
PD01 CIRCULAR 1.5 0 0 0 1
4 CIRCULAR 2.5 0 0 0 1
OutD1 CIRCULAR 0.3958 0 0 0
[CURVES]
;;Name Type X-Value Y-Value
;;-------------- ---------- ---------- ----------
;Pond D
Pond_D Storage 0 0
Pond_D .38 953
Pond_D 0.88 4839
Pond_D 1.38 8716
Pond_D 1.88 10860
Pond_D 2.38 19723
Pond_D 2.88 29964
Pond_D 3.38 42821
Pond_D 3.88 52864
Pond_D 4.38 59809
Pond_D 4.88 65735
Pond_D 5.38 74113
[TIMESERIES]
;;Name Date Time Value
;;-------------- ---------- ---------- ----------
;CoFC Rainfall Data
CoFC_2-yr 0:05 0.29
CoFC_2-yr 0:10 0.33
CoFC_2-yr 0:15 0.38
CoFC_2-yr 0:20 0.64
CoFC_2-yr 0:25 0.81
CoFC_2-yr 0:30 1.57
CoFC_2-yr 0:35 2.85
CoFC_2-yr 0:40 1.18
CoFC_2-yr 0:45 0.71
CoFC_2-yr 0:50 0.42
Page 4
Asbuilt pipe sizes
Pipe size for revised rain garden pipe alignment
Add'l pipe for revised
rain garden alignment
18-1000-00 NF Commons SWMM - ASB (Multi Year).inp
CoFC_2-yr 0:55 0.35
CoFC_2-yr 1:00 0.30
CoFC_2-yr 1:05 0.20
CoFC_2-yr 1:10 0.19
CoFC_2-yr 1:15 0.18
CoFC_2-yr 1:20 0.17
CoFC_2-yr 1:25 0.17
CoFC_2-yr 1:30 0.16
CoFC_2-yr 1:35 0.15
CoFC_2-yr 1:40 0.15
CoFC_2-yr 1:45 0.14
CoFC_2-yr 1:50 0.14
CoFC_2-yr 1:55 0.13
CoFC_2-yr 2:00 0.13
;
;CoFC Rainfall Data
CoFC_5-yr 0:05 0.40
CoFC_5-yr 0:10 0.45
CoFC_5-yr 0:15 0.53
CoFC_5-yr 0:20 0.89
CoFC_5-yr 0:25 1.13
CoFC_5-yr 0:30 2.19
CoFC_5-yr 0:35 3.97
CoFC_5-yr 0:40 1.64
CoFC_5-yr 0:45 0.99
CoFC_5-yr 0:50 0.58
CoFC_5-yr 0:55 0.49
CoFC_5-yr 1:00 0.42
CoFC_5-yr 1:05 0.28
CoFC_5-yr 1:10 0.27
CoFC_5-yr 1:15 0.25
CoFC_5-yr 1:20 0.24
CoFC_5-yr 1:25 0.23
CoFC_5-yr 1:30 0.22
CoFC_5-yr 1:35 0.21
CoFC_5-yr 1:40 0.20
CoFC_5-yr 1:45 0.19
CoFC_5-yr 1:50 0.19
CoFC_5-yr 1:55 0.18
CoFC_5-yr 2:00 0.18
;
;CoFC Rainfall Data
CoFC_10-yr 0:05 0.49
CoFC_10-yr 0:10 0.56
CoFC_10-yr 0:15 0.65
CoFC_10-yr 0:20 1.09
CoFC_10-yr 0:25 1.39
CoFC_10-yr 0:30 2.69
CoFC_10-yr 0:35 4.87
CoFC_10-yr 0:40 2.02
CoFC_10-yr 0:45 1.21
Page 5
18-1000-00 NF Commons SWMM - ASB (Multi Year).inp
CoFC_10-yr 0:50 0.71
CoFC_10-yr 0:55 0.60
CoFC_10-yr 1:00 0.52
CoFC_10-yr 1:05 0.39
CoFC_10-yr 1:10 0.37
CoFC_10-yr 1:15 0.35
CoFC_10-yr 1:20 0.34
CoFC_10-yr 1:25 0.32
CoFC_10-yr 1:30 0.31
CoFC_10-yr 1:35 0.30
CoFC_10-yr 1:40 0.29
CoFC_10-yr 1:45 0.28
CoFC_10-yr 1:50 0.27
CoFC_10-yr 1:55 0.26
CoFC_10-yr 2:00 0.25
;
;CoFC Rainfall Data
CoFC_25-yr 0:05 0.63
CoFC_25-yr 0:10 0.72
CoFC_25-yr 0:15 0.84
CoFC_25-yr 0:20 1.41
CoFC_25-yr 0:25 1.80
CoFC_25-yr 0:30 3.48
CoFC_25-yr 0:35 6.30
CoFC_25-yr 0:40 2.61
CoFC_25-yr 0:45 1.57
CoFC_25-yr 0:50 0.92
CoFC_25-yr 0:55 0.77
CoFC_25-yr 1:00 0.67
CoFC_25-yr 1:05 0.62
CoFC_25-yr 1:10 0.59
CoFC_25-yr 1:15 0.56
CoFC_25-yr 1:20 0.54
CoFC_25-yr 1:25 0.52
CoFC_25-yr 1:30 0.50
CoFC_25-yr 1:35 0.48
CoFC_25-yr 1:40 0.47
CoFC_25-yr 1:45 0.45
CoFC_25-yr 1:50 0.44
CoFC_25-yr 1:55 0.42
CoFC_25-yr 2:00 0.41
;
;CoFC Rainfall Data
CoFC_50-yr 0:05 0.79
CoFC_50-yr 0:10 0.90
CoFC_50-yr 0:15 1.05
CoFC_50-yr 0:20 1.77
CoFC_50-yr 0:25 2.25
CoFC_50-yr 0:30 4.36
CoFC_50-yr 0:35 7.90
CoFC_50-yr 0:40 3.27
Page 6
18-1000-00 NF Commons SWMM - ASB (Multi Year).inp
CoFC_50-yr 0:45 1.97
CoFC_50-yr 0:50 1.16
CoFC_50-yr 0:55 0.97
CoFC_50-yr 1:00 0.84
CoFC_50-yr 1:05 0.79
CoFC_50-yr 1:10 0.75
CoFC_50-yr 1:15 0.72
CoFC_50-yr 1:20 0.69
CoFC_50-yr 1:25 0.66
CoFC_50-yr 1:30 0.64
CoFC_50-yr 1:35 0.62
CoFC_50-yr 1:40 0.60
CoFC_50-yr 1:45 0.58
CoFC_50-yr 1:50 0.56
CoFC_50-yr 1:55 0.54
CoFC_50-yr 2:00 0.53
;
;CoFC Rainfall Data
CoFC_100-yr 0:5 1.00
CoFC_100-yr 0:10 1.14
CoFC_100-yr 0:15 1.33
CoFC_100-yr 0:20 2.23
CoFC_100-yr 0:25 2.84
CoFC_100-yr 0:30 5.49
CoFC_100-yr 0:35 9.95
CoFC_100-yr 0:40 4.12
CoFC_100-yr 0:45 2.48
CoFC_100-yr 0:50 1.46
CoFC_100-yr 0:55 1.22
CoFC_100-yr 0:60 1.06
CoFC_100-yr 1:05 1.00
CoFC_100-yr 1:10 0.95
CoFC_100-yr 1:15 0.91
CoFC_100-yr 1:20 0.87
CoFC_100-yr 1:25 0.84
CoFC_100-yr 1:30 0.81
CoFC_100-yr 1:35 0.78
CoFC_100-yr 1:40 0.75
CoFC_100-yr 1:45 0.73
CoFC_100-yr 1:50 0.71
CoFC_100-yr 1:55 0.69
CoFC_100-yr 2:00 0.67
;
NECCO_A7 FILE "NECCO A7 HGL.dat"
[REPORT]
;;Reporting Options
SUBCATCHMENTS ALL
NODES ALL
LINKS ALL
Page 7
18-1000-00 NF Commons SWMM - ASB (Multi Year).inp
[TAGS]
[MAP]
DIMENSIONS -3908.103 305.049 14377.949 10305.049
Units Feet
[COORDINATES]
;;Node X-Coord Y-Coord
;;-------------- ------------------ ------------------
FESD03 6155.843 3257.701
FESD02 4380.843 3320.872
ID04 3377.528 2581.392
ID03 3232.605 2581.392
ID02 2801.551 2578.915
ID06 6085.239 3313.441
IE01 7717.391 3716.421
IE02 7717.391 3460.461
MHD03 6132.308 3090.482
MHD01A 6155.843 3312.202
MHD02 6129.831 2572.722
MHD01 4970.445 2575.199
OD1 7711.599 3239.121
ID05 4216.459 2577.632
ID01 2590.979 2767.191
MHD03a 7113.692 3067.281
Out3 7678.866 3850.518
VD1 7380.785 3141.386
[VERTICES]
;;Link X-Coord Y-Coord
;;-------------- ------------------ ------------------
[Polygons]
;;Subcatchment X-Coord Y-Coord
;;-------------- ------------------ ------------------
D02 3022.186 2334.342
D03 3653.581 2288.346
D05 4047.074 3141.975
D05 4047.074 3141.975
D05 4047.074 3141.975
D05 4041.798 3139.337
D05 4041.798 3139.337
D05 4039.160 3139.337
D05 4025.971 3152.527
D05 4049.712 3147.251
D05 4047.074 3136.700
D05 4041.798 3139.337
D06 5929.168 3189.774
D06 5926.530 3200.325
D06 5929.168 3195.049
D06 5939.720 3189.774
Page 8
18-1000-00 NF Commons SWMM - ASB (Multi Year).inp
D06 5926.530 3187.136
D06 5923.892 3197.687
D07 5929.438 3037.799
D07 5947.903 3048.350
D07 5947.903 3037.799
D07 5937.351 3037.799
D07 5937.351 3050.988
D14 7596.900 2892.773
E06 8089.409 3467.568
E06 8099.960 3454.379
E06 8084.133 3457.017
E06 8092.047 3470.206
E08 8113.150 3731.355
E08 8121.063 3731.355
E08 8126.339 3731.355
E08 8113.150 3715.528
E08 8097.323 3731.355
E08 8102.598 3731.355
D01 2279.456 2839.653
D01 2568.064 2764.095
D04 4137.238 2587.721
D04 3993.622 2769.634
;;Storage Node X-Coord Y-Coord
;;-------------- ------------------ ------------------
[SYMBOLS]
;;Gage X-Coord Y-Coord
;;-------------- ------------------ ------------------
CoFC_Rainfall 4802.313 4542.227
[PROFILES]
;;Name Links
;;-------------- ----------
"South Main " PD01 PD02 PD03 PD04 PD05
"South Main " PD06 PD07 PD08 OutD1 PD13
"South Main " PE01 PE02
"Main " PD01 PD02 PD03 PD04 PD05
"Main " PD06 PD07 PD08 4 OutD1
"Main " PD13 PE01 PE02
Page 9
18-1000-00 NF Commons SWMM - ASB (Multi Year).rpt
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.3)
------------------------------------------------------------
NF Commons
100-yr Storm Routing - Asbuilt (100-yr)
5/13/25
****************
Analysis Options
****************
Flow Units ............... CFS
Process Models:
Rainfall/Runoff ........ YES
RDII ................... NO
Snowmelt ............... NO
Groundwater ............ NO
Flow Routing ........... YES
Ponding Allowed ........ NO
Water Quality .......... NO
Infiltration Method ...... HORTON
Flow Routing Method ...... DYNWAVE
Surcharge Method ......... EXTRAN
Starting Date ............ 03/11/2019 00:00:00
Ending Date .............. 03/11/2019 06:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 00:05:00
Wet Time Step ............ 00:05:00
Dry Time Step ............ 00:05:00
Routing Time Step ........ 60.00 sec
Variable Time Step ....... YES
Maximum Trials ........... 8
Number of Threads ........ 1
Head Tolerance ........... 0.005000 ft
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 3.571 3.669
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 1.095 1.125
Surface Runoff ........... 2.453 2.520
Final Storage ............ 0.045 0.047
Continuity Error (%) ..... -0.634
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Page 1
100-yr Asbuilt Results
18-1000-00 NF Commons SWMM - ASB (Multi Year).rpt
Wet Weather Inflow ....... 2.453 0.799
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 0.000 0.000
External Outflow ......... 1.184 0.386
Flooding Loss ............ 0.079 0.026
Evaporation Loss ......... 0.000 0.000
Exfiltration Loss ........ 0.000 0.000
Initial Stored Volume .... 0.000 0.000
Final Stored Volume ...... 1.190 0.388
Continuity Error (%) ..... 0.016
***************************
Time-Step Critical Elements
***************************
Link PD11 (44.58%)
Link PE02 (34.92%)
Link 4 (20.30%)
********************************
Highest Flow Instability Indexes
********************************
Link PE01 (5)
Link PE02 (5)
Link 4 (3)
Link PD08 (3)
Link PD07 (3)
*********************************
Most Frequent Nonconverging Nodes
*********************************
Node Out3 (0.15%)
Node MHD01A (0.07%)
Node ID01 (0.06%)
Node ID06 (0.04%)
Node ID02 (0.04%)
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 0.50 sec
Average Time Step : 1.37 sec
Maximum Time Step : 60.00 sec
% of Time in Steady State : 0.00
Average Iterations per Step : 2.03
% of Steps Not Converging : 0.15
Time Step Frequencies :
Page 2
18-1000-00 NF Commons SWMM - ASB (Multi Year).rpt
60.000 - 23.031 sec : 0.05 %
23.031 - 8.841 sec : 0.01 %
8.841 - 3.393 sec : 0.17 %
3.393 - 1.303 sec : 33.62 %
1.303 - 0.500 sec : 66.15 %
***************************
Subcatchment Runoff Summary
***************************
------------------------------------------------------------------------------------------------------------------------------
Total Total Total Total Imperv Perv Total Total Peak Runoff
Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff
Subcatchment in in in in in in in 10^6 gal CFS
------------------------------------------------------------------------------------------------------------------------------
D02 3.67 0.00 0.00 0.00 3.59 0.00 3.59 0.01 0.70 0.979
D03 3.67 0.00 0.00 0.00 3.59 0.00 3.59 0.01 0.70 0.979
D05 3.67 0.00 0.00 1.19 1.46 1.00 2.46 0.05 4.88 0.671
D06 3.67 0.00 0.00 1.12 1.53 1.02 2.55 0.01 1.19 0.694
D07 3.67 0.00 0.00 0.61 2.51 0.50 3.01 0.16 13.80 0.821
D14 3.67 0.00 0.00 2.12 0.15 1.41 1.56 0.12 4.98 0.426
E06 3.67 0.00 0.00 0.36 2.94 0.32 3.26 0.10 9.53 0.888
E08 3.67 0.00 0.00 0.65 2.44 0.54 2.98 0.11 9.91 0.812
D01 3.67 0.00 0.00 1.05 1.74 0.86 2.60 0.22 19.68 0.709
D04 3.67 0.00 0.00 1.62 0.62 1.45 2.06 0.01 1.35 0.563
******************
Node Depth Summary
******************
---------------------------------------------------------------------------------
Average Maximum Maximum Time of Max Reported
Depth Depth HGL Occurrence Max Depth
Node Type Feet Feet Feet days hr:min Feet
---------------------------------------------------------------------------------
FESD03 JUNCTION 0.19 1.50 4953.71 0 00:36 1.50
FESD02 JUNCTION 0.12 0.73 4956.16 0 00:40 0.72
ID04 JUNCTION 0.37 1.47 4952.77 0 00:38 1.47
ID03 JUNCTION 0.37 1.49 4952.87 0 00:38 1.49
ID02 JUNCTION 0.40 2.56 4954.56 0 00:36 2.55
ID06 JUNCTION 0.32 4.19 4954.35 0 00:35 3.71
IE01 JUNCTION 0.33 0.95 4945.55 0 00:40 0.95
IE02 JUNCTION 0.46 1.13 4945.90 0 00:40 1.10
MHD03 JUNCTION 1.37 2.26 4949.98 0 02:09 2.23
MHD01A JUNCTION 0.38 3.69 4953.57 0 00:35 3.57
MHD02 JUNCTION 0.69 1.23 4949.79 0 00:39 1.23
MHD01 JUNCTION 0.34 1.36 4951.20 0 00:41 1.35
OD1 JUNCTION 0.39 0.80 4945.91 0 00:40 0.75
ID05 JUNCTION 0.33 1.33 4952.09 0 00:40 1.33
Page 3
18-1000-00 NF Commons SWMM - ASB (Multi Year).rpt
ID01 JUNCTION 0.39 3.12 4955.66 0 00:37 3.12
MHD03a JUNCTION 2.04 2.57 4949.52 0 02:04 2.48
Out3 OUTFALL 0.33 0.94 4944.63 0 00:40 0.93
VD1 STORAGE 3.22 3.75 4949.40 0 02:17 3.75
*******************
Node Inflow Summary
*******************
-------------------------------------------------------------------------------------------------
Maximum Maximum Lateral Total Flow
Lateral Total Time of Max Inflow Inflow Balance
Inflow Inflow Occurrence Volume Volume Error
Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent
-------------------------------------------------------------------------------------------------
FESD03 JUNCTION 13.80 13.80 0 00:40 0.156 0.156 -0.004
FESD02 JUNCTION 4.88 4.88 0 00:40 0.0542 0.0542 0.001
ID04 JUNCTION 0.70 16.06 0 00:40 0.00683 0.23 -0.008
ID03 JUNCTION 0.70 15.37 0 00:39 0.00683 0.223 -0.002
ID02 JUNCTION 0.00 14.82 0 00:43 0 0.216 -0.007
ID06 JUNCTION 1.19 6.04 0 00:40 0.0111 0.0653 -0.020
IE01 JUNCTION 9.91 20.69 0 00:40 0.109 0.386 0.006
IE02 JUNCTION 9.53 10.50 0 00:40 0.102 0.277 0.085
MHD03 JUNCTION 0.00 17.33 0 00:41 0 0.305 0.929
MHD01A JUNCTION 0.00 11.42 0 00:36 0 0.202 -0.011
MHD02 JUNCTION 0.00 17.34 0 00:41 0 0.27 0.400
MHD01 JUNCTION 0.00 17.38 0 00:40 0 0.243 -0.070
OD1 JUNCTION 0.00 1.21 0 02:17 0 0.175 0.048
ID05 JUNCTION 1.35 17.39 0 00:40 0.0135 0.243 0.004
ID01 JUNCTION 19.68 19.68 0 00:40 0.222 0.222 -0.004
MHD03a JUNCTION 0.00 17.33 0 00:41 0 0.315 0.820
Out3 OUTFALL 0.00 20.46 0 00:40 0 0.386 0.000
VD1 STORAGE 4.98 33.30 0 00:40 0.117 0.596 0.104
**********************
Node Surcharge Summary
**********************
Surcharging occurs when water rises above the top of the highest conduit.
---------------------------------------------------------------------
Max. Height Min. Depth
Hours Above Crown Below Rim
Node Type Surcharged Feet Feet
---------------------------------------------------------------------
FESD03 JUNCTION 0.20 0.500 0.000
ID02 JUNCTION 0.18 1.064 1.206
ID06 JUNCTION 0.26 3.191 0.000
MHD01A JUNCTION 0.29 2.687 1.253
ID01 JUNCTION 0.18 1.620 0.000
Page 4
18-1000-00 NF Commons SWMM - ASB (Multi Year).rpt
MHD03a JUNCTION 0.05 0.072 2.028
*********************
Node Flooding Summary
*********************
Flooding refers to all water that overflows a node, whether it ponds or not.
--------------------------------------------------------------------------
Total Maximum
Maximum Time of Max Flood Ponded
Hours Rate Occurrence Volume Depth
Node Flooded CFS days hr:min 10^6 gal Feet
--------------------------------------------------------------------------
FESD03 0.19 8.46 0 00:40 0.020 0.000
ID01 0.09 5.02 0 00:40 0.006 0.000
**********************
Storage Volume Summary
**********************
------------------------------------------------------------------------------------------------
Average Avg Evap Exfil Maximum Max Time of Max Maximum
Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow
Storage Unit 1000 ft³ Full Loss Loss 1000 ft³ Full days hr:min CFS
------------------------------------------------------------------------------------------------
VD1 49.350 29.6 0.0 0.0 65.561 39.3 0 02:17 6.58
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt CFS CFS 10^6 gal
-----------------------------------------------------------
Out3 99.90 3.10 20.46 0.386
-----------------------------------------------------------
System 99.90 3.10 20.46 0.386
********************
Link Flow Summary
********************
-----------------------------------------------------------------------------
Maximum Time of Max Maximum Max/ Max/
|Flow| Occurrence |Veloc| Full Full
Page 5
Flooding overtops to
rain garden at elevation
4953.67 ft
802.1 cuft parking lot ponding (1 gallon => 0.13368 cuft)
(About 9" of ponding depth, see exhibit & ponding calcs)
18-1000-00 NF Commons SWMM - ASB (Multi Year).rpt
Link Type CFS days hr:min ft/sec Flow Depth
-----------------------------------------------------------------------------
PD03 CONDUIT 15.36 0 00:40 5.13 0.73 0.59
PD06 CONDUIT 17.34 0 00:41 6.76 0.58 0.52
PD07 CONDUIT 17.33 0 00:41 6.95 0.47 0.58
PD08 CONDUIT 17.33 0 00:41 6.23 0.50 0.95
PD13 CONDUIT 1.21 0 02:17 3.28 0.15 0.60
PD09 CONDUIT 4.87 0 00:40 6.76 0.63 0.86
PD10 CONDUIT 6.04 0 00:40 7.69 1.22 1.00
PD11 CONDUIT 8.13 0 00:36 13.18 0.51 1.00
PD12 CONDUIT 11.41 0 00:36 14.53 1.16 1.00
PE01 CONDUIT 10.79 0 00:40 5.71 0.47 0.41
PE02 CONDUIT 20.46 0 00:40 12.09 0.30 0.38
PD04 CONDUIT 16.04 0 00:40 5.72 0.70 0.56
PD05 CONDUIT 17.38 0 00:40 6.46 0.55 0.54
PD02 CONDUIT 14.82 0 00:43 8.40 1.67 1.00
PD01 CONDUIT 14.82 0 00:43 8.39 1.45 1.00
4 CONDUIT 17.34 0 00:40 5.95 1.03 1.00
OutD1 ORIFICE 1.21 0 02:17 1.00
***************************
Flow Classification Summary
***************************
-------------------------------------------------------------------------------------
Adjusted ---------- Fraction of Time in Flow Class ----------
/Actual Up Down Sub Sup Up Down Norm Inlet
Conduit Length Dry Dry Dry Crit Crit Crit Crit Ltd Ctrl
-------------------------------------------------------------------------------------
PD03 1.00 0.02 0.00 0.00 0.98 0.00 0.00 0.00 0.65 0.00
PD06 1.00 0.02 0.00 0.00 0.78 0.20 0.00 0.00 0.84 0.00
PD07 1.00 0.02 0.00 0.00 0.86 0.11 0.00 0.00 0.08 0.00
PD08 1.00 0.03 0.00 0.00 0.89 0.08 0.00 0.00 0.00 0.00
PD13 1.00 0.02 0.00 0.00 0.15 0.04 0.00 0.79 0.03 0.00
PD09 1.00 0.02 0.00 0.00 0.30 0.69 0.00 0.00 0.94 0.00
PD10 1.00 0.02 0.00 0.00 0.71 0.27 0.00 0.00 0.66 0.00
PD11 1.00 0.02 0.00 0.00 0.04 0.94 0.00 0.00 0.94 0.00
PD12 1.00 0.02 0.00 0.00 0.85 0.13 0.00 0.00 0.82 0.00
PE01 1.00 0.02 0.00 0.00 0.03 0.95 0.00 0.00 0.02 0.00
PE02 1.00 0.02 0.00 0.00 0.01 0.97 0.00 0.00 0.08 0.00
PD04 1.00 0.02 0.00 0.00 0.93 0.05 0.00 0.00 0.00 0.00
PD05 1.00 0.02 0.00 0.00 0.65 0.33 0.00 0.00 0.88 0.00
PD02 1.00 0.02 0.00 0.00 0.67 0.31 0.00 0.00 0.47 0.00
PD01 1.00 0.02 0.00 0.00 0.58 0.41 0.00 0.00 0.66 0.00
4 1.00 0.03 0.00 0.00 0.87 0.00 0.00 0.09 0.00 0.00
*************************
Conduit Surcharge Summary
*************************
Page 6
18-1000-00 NF Commons SWMM - ASB (Multi Year).rpt
----------------------------------------------------------------------------
Hours Hours
--------- Hours Full -------- Above Full Capacity
Conduit Both Ends Upstream Dnstream Normal Flow Limited
----------------------------------------------------------------------------
PD08 0.01 0.01 0.05 0.01 0.01
PD09 0.01 0.01 0.26 0.01 0.01
PD10 0.26 0.26 0.29 0.06 0.06
PD11 0.20 0.20 0.29 0.01 0.01
PD12 0.29 0.29 5.54 0.21 0.21
PD02 0.01 0.18 0.01 0.23 0.01
PD01 0.18 0.18 0.18 0.20 0.18
4 0.01 0.05 0.01 0.08 0.01
Analysis begun on: Tue May 13 10:36:50 2025
Analysis ended on: Tue May 13 10:36:50 2025
Total elapsed time: < 1 sec
Page 7
18-1000-00 NF Commons SWMM - ASB (Multi Year).rpt
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.3)
------------------------------------------------------------
NF Commons
100-yr Storm Routing - Asbuilt (50-yr)
5/13/25
****************
Analysis Options
****************
Flow Units ............... CFS
Process Models:
Rainfall/Runoff ........ YES
RDII ................... NO
Snowmelt ............... NO
Groundwater ............ NO
Flow Routing ........... YES
Ponding Allowed ........ NO
Water Quality .......... NO
Infiltration Method ...... HORTON
Flow Routing Method ...... DYNWAVE
Surcharge Method ......... EXTRAN
Starting Date ............ 03/11/2019 00:00:00
Ending Date .............. 03/11/2019 06:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 00:05:00
Wet Time Step ............ 00:05:00
Dry Time Step ............ 00:05:00
Routing Time Step ........ 60.00 sec
Variable Time Step ....... YES
Maximum Trials ........... 8
Number of Threads ........ 1
Head Tolerance ........... 0.005000 ft
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 2.832 2.909
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 1.054 1.083
Surface Runoff ........... 1.749 1.796
Final Storage ............ 0.045 0.047
Continuity Error (%) ..... -0.589
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Page 1
50-yr Asbuilt Results
18-1000-00 NF Commons SWMM - ASB (Multi Year).rpt
Wet Weather Inflow ....... 1.749 0.570
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 0.000 0.000
External Outflow ......... 0.990 0.323
Flooding Loss ............ 0.011 0.003
Evaporation Loss ......... 0.000 0.000
Exfiltration Loss ........ 0.000 0.000
Initial Stored Volume .... 0.000 0.000
Final Stored Volume ...... 0.748 0.244
Continuity Error (%) ..... 0.015
***************************
Time-Step Critical Elements
***************************
Link PD11 (57.25%)
Link PE02 (32.51%)
Link 4 (10.06%)
********************************
Highest Flow Instability Indexes
********************************
Link PE01 (3)
Link 4 (2)
Link PE02 (2)
Link PD08 (2)
Link PD07 (1)
*********************************
Most Frequent Nonconverging Nodes
*********************************
Node Out3 (0.19%)
Node ID01 (0.09%)
Node MHD01A (0.09%)
Node ID06 (0.06%)
Node ID02 (0.06%)
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 0.08 sec
Average Time Step : 1.52 sec
Maximum Time Step : 60.00 sec
% of Time in Steady State : 0.00
Average Iterations per Step : 2.03
% of Steps Not Converging : 0.19
Time Step Frequencies :
Page 2
18-1000-00 NF Commons SWMM - ASB (Multi Year).rpt
60.000 - 23.031 sec : 0.06 %
23.031 - 8.841 sec : 0.00 %
8.841 - 3.393 sec : 0.22 %
3.393 - 1.303 sec : 47.51 %
1.303 - 0.500 sec : 52.21 %
***************************
Subcatchment Runoff Summary
***************************
------------------------------------------------------------------------------------------------------------------------------
Total Total Total Total Imperv Perv Total Total Peak Runoff
Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff
Subcatchment in in in in in in in 10^6 gal CFS
------------------------------------------------------------------------------------------------------------------------------
D02 2.91 0.00 0.00 0.00 2.83 0.00 2.83 0.01 0.56 0.973
D03 2.91 0.00 0.00 0.00 2.83 0.00 2.83 0.01 0.56 0.973
D05 2.91 0.00 0.00 1.15 1.15 0.58 1.73 0.04 3.38 0.596
D06 2.91 0.00 0.00 1.09 1.20 0.60 1.81 0.01 0.82 0.621
D07 2.91 0.00 0.00 0.59 1.97 0.29 2.27 0.12 10.19 0.779
D14 2.91 0.00 0.00 2.02 0.12 0.77 0.89 0.07 2.65 0.307
E06 2.91 0.00 0.00 0.35 2.31 0.19 2.50 0.08 7.13 0.860
E08 2.91 0.00 0.00 0.63 1.92 0.31 2.23 0.08 7.30 0.768
D01 2.91 0.00 0.00 1.01 1.37 0.49 1.87 0.16 14.05 0.642
D04 2.91 0.00 0.00 1.58 0.49 0.85 1.34 0.01 0.81 0.461
******************
Node Depth Summary
******************
---------------------------------------------------------------------------------
Average Maximum Maximum Time of Max Reported
Depth Depth HGL Occurrence Max Depth
Node Type Feet Feet Feet days hr:min Feet
---------------------------------------------------------------------------------
FESD03 JUNCTION 0.16 1.50 4953.71 0 00:38 1.50
FESD02 JUNCTION 0.11 0.50 4955.93 0 00:40 0.50
ID04 JUNCTION 0.34 1.42 4952.72 0 00:40 1.40
ID03 JUNCTION 0.35 1.44 4952.82 0 00:40 1.44
ID02 JUNCTION 0.35 2.38 4954.38 0 00:40 2.38
ID06 JUNCTION 0.24 4.34 4954.50 0 00:37 3.28
IE01 JUNCTION 0.32 0.81 4945.41 0 00:40 0.81
IE02 JUNCTION 0.44 0.98 4945.75 0 00:40 0.95
MHD03 JUNCTION 0.99 1.43 4949.15 0 02:16 1.39
MHD01A JUNCTION 0.30 3.35 4953.23 0 00:37 3.35
MHD02 JUNCTION 0.38 1.16 4949.72 0 00:41 1.06
MHD01 JUNCTION 0.31 1.28 4951.12 0 00:41 1.21
OD1 JUNCTION 0.37 0.64 4945.75 0 00:40 0.61
ID05 JUNCTION 0.30 1.26 4952.02 0 00:40 1.22
Page 3
18-1000-00 NF Commons SWMM - ASB (Multi Year).rpt
ID01 JUNCTION 0.33 2.92 4955.46 0 00:40 2.92
MHD03a JUNCTION 1.64 2.05 4949.00 0 02:16 2.04
Out3 OUTFALL 0.32 0.81 4944.50 0 00:40 0.80
VD1 STORAGE 2.81 3.32 4948.97 0 02:14 3.32
*******************
Node Inflow Summary
*******************
-------------------------------------------------------------------------------------------------
Maximum Maximum Lateral Total Flow
Lateral Total Time of Max Inflow Inflow Balance
Inflow Inflow Occurrence Volume Volume Error
Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent
-------------------------------------------------------------------------------------------------
FESD03 JUNCTION 10.19 10.19 0 00:40 0.117 0.117 -0.002
FESD02 JUNCTION 3.38 3.38 0 00:40 0.0381 0.0381 0.002
ID04 JUNCTION 0.56 15.15 0 00:40 0.00538 0.171 -0.008
ID03 JUNCTION 0.56 14.62 0 00:40 0.00538 0.165 -0.003
ID02 JUNCTION 0.00 14.06 0 00:40 0 0.16 -0.008
ID06 JUNCTION 0.82 4.18 0 00:40 0.00785 0.046 -0.027
IE01 JUNCTION 7.30 15.42 0 00:40 0.0819 0.323 0.015
IE02 JUNCTION 7.13 7.96 0 00:40 0.0781 0.241 0.074
MHD03 JUNCTION 0.00 15.72 0 00:41 0 0.199 0.744
MHD01A JUNCTION 0.00 11.46 0 00:38 0 0.16 -0.012
MHD02 JUNCTION 0.00 15.77 0 00:41 0 0.186 -0.000
MHD01 JUNCTION 0.00 15.86 0 00:40 0 0.179 -0.042
OD1 JUNCTION 0.00 1.13 0 02:14 0 0.163 0.051
ID05 JUNCTION 0.81 15.89 0 00:40 0.00874 0.179 0.005
ID01 JUNCTION 14.05 14.05 0 00:40 0.16 0.16 -0.005
MHD03a JUNCTION 0.00 15.79 0 00:41 0 0.205 0.988
Out3 OUTFALL 0.00 15.26 0 00:40 0 0.323 0.000
VD1 STORAGE 2.65 29.43 0 00:42 0.0671 0.417 0.128
**********************
Node Surcharge Summary
**********************
Surcharging occurs when water rises above the top of the highest conduit.
---------------------------------------------------------------------
Max. Height Min. Depth
Hours Above Crown Below Rim
Node Type Surcharged Feet Feet
---------------------------------------------------------------------
FESD03 JUNCTION 0.10 0.500 0.000
ID02 JUNCTION 0.08 0.876 1.394
ID06 JUNCTION 0.15 3.340 0.000
MHD01A JUNCTION 0.17 2.353 1.587
ID01 JUNCTION 0.09 1.416 0.204
Page 4
18-1000-00 NF Commons SWMM - ASB (Multi Year).rpt
*********************
Node Flooding Summary
*********************
Flooding refers to all water that overflows a node, whether it ponds or not.
--------------------------------------------------------------------------
Total Maximum
Maximum Time of Max Flood Ponded
Hours Rate Occurrence Volume Depth
Node Flooded CFS days hr:min 10^6 gal Feet
--------------------------------------------------------------------------
FESD03 0.09 2.97 0 00:40 0.003 0.000
ID06 0.01 0.70 0 00:37 0.000 1.000
**********************
Storage Volume Summary
**********************
------------------------------------------------------------------------------------------------
Average Avg Evap Exfil Maximum Max Time of Max Maximum
Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow
Storage Unit 1000 ft³ Full Loss Loss 1000 ft³ Full days hr:min CFS
------------------------------------------------------------------------------------------------
VD1 33.158 19.9 0.0 0.0 45.838 27.5 0 02:14 3.14
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt CFS CFS 10^6 gal
-----------------------------------------------------------
Out3 99.85 2.77 15.26 0.323
-----------------------------------------------------------
System 99.85 2.77 15.26 0.323
********************
Link Flow Summary
********************
-----------------------------------------------------------------------------
Maximum Time of Max Maximum Max/ Max/
|Flow| Occurrence |Veloc| Full Full
Link Type CFS days hr:min ft/sec Flow Depth
Page 5
Flooding during 50-yr overtops to
rain garden at elevation 4953.67 ft
Short duration of flooding during 50-yr,
no volume accumulation
18-1000-00 NF Commons SWMM - ASB (Multi Year).rpt
-----------------------------------------------------------------------------
PD03 CONDUIT 14.60 0 00:40 5.05 0.70 0.57
PD06 CONDUIT 15.77 0 00:41 6.62 0.52 0.49
PD07 CONDUIT 15.72 0 00:41 6.77 0.43 0.48
PD08 CONDUIT 15.79 0 00:41 6.07 0.45 0.70
PD13 CONDUIT 1.13 0 02:14 3.22 0.14 0.50
PD09 CONDUIT 3.37 0 00:40 5.58 0.43 0.75
PD10 CONDUIT 4.18 0 00:40 5.32 0.84 1.00
PD11 CONDUIT 8.17 0 00:38 13.27 0.52 1.00
PD12 CONDUIT 11.45 0 00:38 14.58 1.17 1.00
PE01 CONDUIT 8.28 0 00:40 5.31 0.36 0.36
PE02 CONDUIT 15.26 0 00:40 11.14 0.23 0.32
PD04 CONDUIT 15.10 0 00:40 5.69 0.66 0.53
PD05 CONDUIT 15.86 0 00:40 6.34 0.50 0.51
PD02 CONDUIT 14.06 0 00:40 8.00 1.59 0.98
PD01 CONDUIT 14.06 0 00:40 7.96 1.37 1.00
4 CONDUIT 15.79 0 00:42 5.76 0.94 0.82
OutD1 ORIFICE 1.13 0 02:14 1.00
***************************
Flow Classification Summary
***************************
-------------------------------------------------------------------------------------
Adjusted ---------- Fraction of Time in Flow Class ----------
/Actual Up Down Sub Sup Up Down Norm Inlet
Conduit Length Dry Dry Dry Crit Crit Crit Crit Ltd Ctrl
-------------------------------------------------------------------------------------
PD03 1.00 0.02 0.00 0.00 0.98 0.00 0.00 0.00 0.65 0.00
PD06 1.00 0.02 0.00 0.00 0.67 0.30 0.00 0.00 0.73 0.00
PD07 1.00 0.03 0.00 0.00 0.85 0.12 0.00 0.00 0.20 0.00
PD08 1.00 0.03 0.00 0.00 0.89 0.08 0.00 0.00 0.02 0.00
PD13 1.00 0.02 0.00 0.00 0.12 0.02 0.00 0.83 0.03 0.00
PD09 1.00 0.02 0.00 0.00 0.30 0.69 0.00 0.00 0.96 0.00
PD10 1.00 0.02 0.00 0.00 0.69 0.29 0.00 0.00 0.66 0.00
PD11 1.00 0.02 0.00 0.00 0.02 0.96 0.00 0.00 0.95 0.00
PD12 1.00 0.02 0.00 0.00 0.85 0.13 0.00 0.00 0.89 0.00
PE01 1.00 0.02 0.00 0.00 0.03 0.95 0.00 0.00 0.01 0.00
PE02 1.00 0.02 0.00 0.00 0.01 0.97 0.00 0.00 0.05 0.00
PD04 1.00 0.02 0.00 0.00 0.94 0.05 0.00 0.00 0.00 0.00
PD05 1.00 0.02 0.00 0.00 0.65 0.33 0.00 0.00 0.89 0.00
PD02 1.00 0.02 0.00 0.00 0.66 0.32 0.00 0.00 0.56 0.00
PD01 1.00 0.02 0.00 0.00 0.56 0.42 0.00 0.00 0.73 0.00
4 1.00 0.04 0.00 0.00 0.87 0.00 0.00 0.09 0.00 0.00
*************************
Conduit Surcharge Summary
*************************
Page 6
18-1000-00 NF Commons SWMM - ASB (Multi Year).rpt
----------------------------------------------------------------------------
Hours Hours
--------- Hours Full -------- Above Full Capacity
Conduit Both Ends Upstream Dnstream Normal Flow Limited
----------------------------------------------------------------------------
PD09 0.01 0.01 0.15 0.01 0.01
PD10 0.15 0.15 0.17 0.01 0.01
PD11 0.10 0.10 0.17 0.01 0.01
PD12 0.17 0.17 5.50 0.11 0.11
PD02 0.01 0.08 0.01 0.13 0.01
PD01 0.08 0.09 0.08 0.10 0.08
Analysis begun on: Tue May 13 10:47:47 2025
Analysis ended on: Tue May 13 10:47:48 2025
Total elapsed time: 00:00:01
Page 7
18-1000-00 NF Commons SWMM - ASB (Multi Year).rpt
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.3)
------------------------------------------------------------
NF Commons
100-yr Storm Routing - Asbuilt (25-yr)
5/13/25
****************
Analysis Options
****************
Flow Units ............... CFS
Process Models:
Rainfall/Runoff ........ YES
RDII ................... NO
Snowmelt ............... NO
Groundwater ............ NO
Flow Routing ........... YES
Ponding Allowed ........ NO
Water Quality .......... NO
Infiltration Method ...... HORTON
Flow Routing Method ...... DYNWAVE
Surcharge Method ......... EXTRAN
Starting Date ............ 03/11/2019 00:00:00
Ending Date .............. 03/11/2019 06:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 00:05:00
Wet Time Step ............ 00:05:00
Dry Time Step ............ 00:05:00
Routing Time Step ........ 60.00 sec
Variable Time Step ....... YES
Maximum Trials ........... 8
Number of Threads ........ 1
Head Tolerance ........... 0.005000 ft
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 2.248 2.310
Evaporation Loss ......... 0.000 0.000
Infiltration Loss ........ 1.000 1.028
Surface Runoff ........... 1.215 1.248
Final Storage ............ 0.045 0.047
Continuity Error (%) ..... -0.551
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Page 1
25-yr Asbuilt Results
18-1000-00 NF Commons SWMM - ASB (Multi Year).rpt
Wet Weather Inflow ....... 1.215 0.396
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 0.000 0.000
External Outflow ......... 0.824 0.268
Flooding Loss ............ 0.000 0.000
Evaporation Loss ......... 0.000 0.000
Exfiltration Loss ........ 0.000 0.000
Initial Stored Volume .... 0.000 0.000
Final Stored Volume ...... 0.391 0.127
Continuity Error (%) ..... 0.018
***************************
Time-Step Critical Elements
***************************
Link PD11 (62.23%)
Link PE02 (37.64%)
********************************
Highest Flow Instability Indexes
********************************
Link PE01 (2)
Link PE02 (1)
*********************************
Most Frequent Nonconverging Nodes
*********************************
Node Out3 (0.07%)
Node MHD01A (0.06%)
Node ID06 (0.04%)
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 0.06 sec
Average Time Step : 1.59 sec
Maximum Time Step : 60.00 sec
% of Time in Steady State : 0.00
Average Iterations per Step : 2.01
% of Steps Not Converging : 0.07
Time Step Frequencies :
60.000 - 23.031 sec : 0.06 %
23.031 - 8.841 sec : 0.00 %
8.841 - 3.393 sec : 0.75 %
3.393 - 1.303 sec : 47.78 %
1.303 - 0.500 sec : 51.41 %
Page 2
18-1000-00 NF Commons SWMM - ASB (Multi Year).rpt
***************************
Subcatchment Runoff Summary
***************************
------------------------------------------------------------------------------------------------------------------------------
Total Total Total Total Imperv Perv Total Total Peak Runoff
Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff
Subcatchment in in in in in in in 10^6 gal CFS
------------------------------------------------------------------------------------------------------------------------------
D02 2.31 0.00 0.00 0.00 2.22 0.00 2.22 0.00 0.44 0.962
D03 2.31 0.00 0.00 0.00 2.22 0.00 2.22 0.00 0.44 0.962
D05 2.31 0.00 0.00 1.11 0.91 0.27 1.18 0.03 2.35 0.510
D06 2.31 0.00 0.00 1.05 0.94 0.30 1.24 0.01 0.54 0.537
D07 2.31 0.00 0.00 0.57 1.55 0.13 1.69 0.09 7.56 0.730
D14 2.31 0.00 0.00 1.89 0.10 0.32 0.42 0.03 1.29 0.180
E06 2.31 0.00 0.00 0.33 1.82 0.09 1.91 0.06 5.33 0.827
E08 2.31 0.00 0.00 0.60 1.51 0.15 1.66 0.06 5.41 0.717
D01 2.31 0.00 0.00 0.97 1.08 0.23 1.31 0.11 10.12 0.566
D04 2.31 0.00 0.00 1.52 0.38 0.41 0.79 0.01 0.45 0.344
******************
Node Depth Summary
******************
---------------------------------------------------------------------------------
Average Maximum Maximum Time of Max Reported
Depth Depth HGL Occurrence Max Depth
Node Type Feet Feet Feet days hr:min Feet
---------------------------------------------------------------------------------
FESD03 JUNCTION 0.13 0.66 4952.87 0 00:40 0.49
FESD02 JUNCTION 0.10 0.38 4955.81 0 00:40 0.37
ID04 JUNCTION 0.31 1.17 4952.47 0 00:40 1.14
ID03 JUNCTION 0.31 1.19 4952.57 0 00:40 1.17
ID02 JUNCTION 0.30 1.35 4953.35 0 00:40 1.32
ID06 JUNCTION 0.16 3.87 4954.03 0 00:40 0.86
IE01 JUNCTION 0.30 0.70 4945.30 0 00:39 0.70
IE02 JUNCTION 0.41 0.84 4945.61 0 00:39 0.83
MHD03 JUNCTION 0.60 1.01 4948.73 0 00:42 0.89
MHD01A JUNCTION 0.21 3.08 4952.96 0 00:40 1.16
MHD02 JUNCTION 0.25 0.96 4949.52 0 00:41 0.87
MHD01 JUNCTION 0.28 1.06 4950.90 0 00:41 0.99
OD1 JUNCTION 0.35 0.51 4945.62 0 00:40 0.50
ID05 JUNCTION 0.27 1.04 4951.80 0 00:41 1.00
ID01 JUNCTION 0.28 1.27 4953.81 0 00:40 1.27
MHD03a JUNCTION 1.23 1.57 4948.52 0 02:11 1.55
Out3 OUTFALL 0.30 0.70 4944.39 0 00:39 0.70
VD1 STORAGE 2.39 2.86 4948.51 0 02:12 2.86
Page 3
18-1000-00 NF Commons SWMM - ASB (Multi Year).rpt
*******************
Node Inflow Summary
*******************
-------------------------------------------------------------------------------------------------
Maximum Maximum Lateral Total Flow
Lateral Total Time of Max Inflow Inflow Balance
Inflow Inflow Occurrence Volume Volume Error
Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent
-------------------------------------------------------------------------------------------------
FESD03 JUNCTION 7.56 7.56 0 00:40 0.0875 0.0875 0.000
FESD02 JUNCTION 2.35 2.35 0 00:40 0.0259 0.0259 0.001
ID04 JUNCTION 0.44 10.91 0 00:40 0.00422 0.12 -0.011
ID03 JUNCTION 0.44 10.49 0 00:40 0.00422 0.116 -0.006
ID02 JUNCTION 0.00 10.10 0 00:40 0 0.112 0.005
ID06 JUNCTION 0.54 2.87 0 00:40 0.00539 0.0313 -0.021
IE01 JUNCTION 5.41 11.61 0 00:39 0.0607 0.268 0.019
IE02 JUNCTION 5.33 6.07 0 00:40 0.0597 0.208 0.073
MHD03 JUNCTION 0.00 11.23 0 00:42 0 0.131 0.209
MHD01A JUNCTION 0.00 10.39 0 00:40 0 0.119 -0.014
MHD02 JUNCTION 0.00 11.28 0 00:41 0 0.126 -0.030
MHD01 JUNCTION 0.00 11.34 0 00:41 0 0.125 -0.009
OD1 JUNCTION 0.00 1.05 0 02:12 0 0.148 0.049
ID05 JUNCTION 0.45 11.36 0 00:40 0.00517 0.125 0.004
ID01 JUNCTION 10.12 10.12 0 00:40 0.112 0.112 0.001
MHD03a JUNCTION 0.00 11.26 0 00:42 0 0.137 0.850
Out3 OUTFALL 0.00 11.53 0 00:39 0 0.268 0.000
VD1 STORAGE 1.29 21.41 0 00:42 0.0313 0.28 0.141
**********************
Node Surcharge Summary
**********************
Surcharging occurs when water rises above the top of the highest conduit.
---------------------------------------------------------------------
Max. Height Min. Depth
Hours Above Crown Below Rim
Node Type Surcharged Feet Feet
---------------------------------------------------------------------
ID06 JUNCTION 0.03 2.867 0.000
MHD01A JUNCTION 0.05 2.082 1.858
*********************
Node Flooding Summary
*********************
No nodes were flooded.
Page 4
No flooding nodes during 25-yr
18-1000-00 NF Commons SWMM - ASB (Multi Year).rpt
**********************
Storage Volume Summary
**********************
------------------------------------------------------------------------------------------------
Average Avg Evap Exfil Maximum Max Time of Max Maximum
Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow
Storage Unit 1000 ft³ Full Loss Loss 1000 ft³ Full days hr:min CFS
------------------------------------------------------------------------------------------------
VD1 20.727 12.4 0.0 0.0 29.457 17.7 0 02:12 1.64
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt CFS CFS 10^6 gal
-----------------------------------------------------------
Out3 99.82 2.43 11.53 0.268
-----------------------------------------------------------
System 99.82 2.43 11.53 0.268
********************
Link Flow Summary
********************
-----------------------------------------------------------------------------
Maximum Time of Max Maximum Max/ Max/
|Flow| Occurrence |Veloc| Full Full
Link Type CFS days hr:min ft/sec Flow Depth
-----------------------------------------------------------------------------
PD03 CONDUIT 10.49 0 00:40 4.60 0.50 0.47
PD06 CONDUIT 11.28 0 00:41 6.08 0.37 0.40
PD07 CONDUIT 11.23 0 00:42 6.25 0.31 0.39
PD08 CONDUIT 11.26 0 00:42 5.50 0.32 0.49
PD13 CONDUIT 1.05 0 02:12 3.15 0.13 0.41
PD09 CONDUIT 2.33 0 00:40 5.53 0.30 0.69
PD10 CONDUIT 2.92 0 00:40 4.44 0.59 1.00
PD11 CONDUIT 7.56 0 00:40 13.23 0.48 0.83
PD12 CONDUIT 10.39 0 00:40 13.23 1.06 1.00
PE01 CONDUIT 6.26 0 00:39 4.93 0.28 0.31
PE02 CONDUIT 11.53 0 00:39 10.30 0.17 0.28
PD04 CONDUIT 10.93 0 00:40 5.25 0.47 0.44
PD05 CONDUIT 11.34 0 00:41 5.81 0.36 0.42
PD02 CONDUIT 10.06 0 00:40 6.36 1.14 0.84
PD01 CONDUIT 10.10 0 00:40 6.19 0.99 0.87
4 CONDUIT 11.26 0 00:42 5.14 0.67 0.63
Page 5
18-1000-00 NF Commons SWMM - ASB (Multi Year).rpt
OutD1 ORIFICE 1.05 0 02:12 1.00
***************************
Flow Classification Summary
***************************
-------------------------------------------------------------------------------------
Adjusted ---------- Fraction of Time in Flow Class ----------
/Actual Up Down Sub Sup Up Down Norm Inlet
Conduit Length Dry Dry Dry Crit Crit Crit Crit Ltd Ctrl
-------------------------------------------------------------------------------------
PD03 1.00 0.02 0.00 0.00 0.98 0.00 0.00 0.00 0.65 0.00
PD06 1.00 0.02 0.00 0.00 0.64 0.34 0.00 0.00 0.06 0.00
PD07 1.00 0.03 0.00 0.00 0.84 0.13 0.00 0.00 0.88 0.00
PD08 1.00 0.03 0.00 0.00 0.89 0.07 0.00 0.00 0.04 0.00
PD13 1.00 0.02 0.00 0.00 0.11 0.01 0.00 0.86 0.03 0.00
PD09 1.00 0.02 0.00 0.00 0.29 0.69 0.00 0.00 0.97 0.00
PD10 1.00 0.02 0.00 0.00 0.67 0.31 0.00 0.00 0.76 0.00
PD11 1.00 0.02 0.00 0.00 0.00 0.98 0.00 0.00 0.97 0.00
PD12 1.00 0.02 0.01 0.00 0.85 0.13 0.00 0.00 0.94 0.00
PE01 1.00 0.02 0.00 0.00 0.04 0.94 0.00 0.00 0.01 0.00
PE02 1.00 0.02 0.00 0.00 0.01 0.97 0.00 0.00 0.05 0.00
PD04 1.00 0.02 0.00 0.00 0.92 0.06 0.00 0.00 0.00 0.00
PD05 1.00 0.02 0.00 0.00 0.66 0.32 0.00 0.00 0.89 0.00
PD02 1.00 0.02 0.00 0.00 0.67 0.31 0.00 0.00 0.64 0.00
PD01 1.00 0.02 0.00 0.00 0.55 0.43 0.00 0.00 0.82 0.00
4 1.00 0.04 0.00 0.00 0.87 0.00 0.00 0.09 0.00 0.00
*************************
Conduit Surcharge Summary
*************************
----------------------------------------------------------------------------
Hours Hours
--------- Hours Full -------- Above Full Capacity
Conduit Both Ends Upstream Dnstream Normal Flow Limited
----------------------------------------------------------------------------
PD09 0.01 0.01 0.03 0.01 0.01
PD10 0.03 0.03 0.05 0.01 0.01
PD11 0.01 0.01 0.05 0.01 0.01
PD12 0.05 0.05 5.45 0.01 0.01
PD02 0.01 0.01 0.01 0.04 0.01
Analysis begun on: Tue May 13 10:49:30 2025
Analysis ended on: Tue May 13 10:49:30 2025
Total elapsed time: < 1 sec
Page 6
COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT
COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT
MANGOLD LANE
BLDG 2
BLDG 1
HI
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DE
V
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E
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63
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5
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,
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-
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.
c
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DRAWN BY
DATE
SCALE (H)
HDS PROJ #
OFSHEET
NO
R
T
H
F
I
E
L
D
C
O
M
M
O
N
S
PA
R
K
I
N
G
L
O
T
P
O
N
D
I
N
G
E
X
H
I
B
I
T
5/13/25
1" = 30'
JTC
21-1037-00
EXHIBIT
1 2
N
W E
S
0
SCALE: 1" = 30'
3015
PARKING LOT
SUBJECT TO
FLOODING
DURING
HEAVY RAIN
PARKING LOT
SUBJECT TO
FLOODING
DURING
HEAVY RAIN
LEFT RIGHT
HI
G
H
L
A
N
D
DE
V
E
L
O
P
M
E
N
T
S
E
R
V
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C
E
S
63
5
5
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DRAWN BY
DATE
SCALE (H)
HDS PROJ #
OFSHEET
NO
R
T
H
F
I
E
L
D
C
O
M
M
O
N
S
PA
R
K
I
N
G
L
O
T
P
O
N
D
I
N
G
E
X
H
I
B
I
T
5/13/25
N/A
JTC
21-1037-00
EXHIBIT
2 2
SIGN DETAIL
NF Commons
Critical Pond Elevations - Parking Lot Ponding
Design Engineer:
Design Firm:
Project Number:
Date:
DESIGN CRITERIA
Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District, June 2001 (Revised January 2016)
Stage Storage
Volume (pond volume calculated using the prismoidal formula):
CONTOUR (FT)AREA (FT2)AREA (ACRE)VOLUME
(CU-FT)DEPTH (FT)CUMULATIVE VOLUME
(CU-FT)
4955.50 0 0.000 0 0.00 0
4955.60 7 0.000 0 0.10 0
4955.80 389 0.009 30 0.30 30
4956.00 1649 0.038 189 0.50 219
4956.20 3249 0.075 481 0.70 700
4956.40 5651 0.130 879 0.90 1,579
4956.50 7545 0.173 658 1.00 2,237
802 4956.22 ft
Highland Development Services
J.Claeys
21-1037-00
May 13, 2025
Parking Lot Ponding =
Cu-Ft Interpolates to an Elev. of
()
3
2121 DepthAAAAV++=
21-1037-00 PondCalcs.xls - Parking Lot Ponding (Basin D1) Page 1 of 1 Highland Development Services
D
N
D
YLOPLAST
ONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
YLOPLAST
ONOT
POLLUTE
UCTILEIRON
DRAINS TOWATERWAYS D
N
D
YLOPLAST
ONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
YLOPLAST
ONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
D
N
D
YLOPLAST
ONOT
POLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
COMPACT COMPACTCOMPACTCOMPACT
COMPACT
COMPA
C
T
COMP
A
C
T
COM
P
A
C
T
COM
P
A
C
T
BLDG 10A
MANGOLD LANE
SUNIGA ROAD
HIG
H
L
A
N
D
DEV
E
L
O
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N
T
S
E
R
V
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C
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S
63
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5
F
A
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N
U
E
,
S
U
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0
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|
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5
5
0
PH
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:
9
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6
7
4
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7
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|
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DRAWN BY
DATE
SCALE (H)
HDS PROJ #
OFSHEET
NO
R
T
H
F
I
E
L
D
C
O
M
M
O
N
S
BL
D
G
1
0
A
L
O
C
A
L
I
Z
E
D
P
O
N
D
I
N
G
10/9/24
1" = 30'
JTC
21-1037-00
EXHIBIT
1 1
N
W E
S
0
SCALE: 1" = 30'
3015
D
N
D
YLOPLAST
ONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
YLOPLAST
O
NOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
YLOPLAST
ONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
YLOPLAST
O
NOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
YLOPLAST
ONOTPOLLUTE
UCTILEIRON
DRAINSTOWATERWAYS D
N
D
YLOPLAST
ONOT
POLLUTE
UCTILEIRON
DRAINSTOWATERWAYS
BLDG 12A
BLDG 13A
MANGOLD LANE
HIG
H
L
A
N
D
DEV
E
L
O
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N
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S
E
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V
I
C
E
S
63
5
5
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A
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6
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4
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c
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DRAWN BY
DATE
SCALE (H)
HDS PROJ #
OFSHEET
NO
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H
F
I
E
L
D
C
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M
M
O
N
S
FE
S
P
O
N
D
I
N
G
&
S
P
I
L
L
10/9/24
1" = 30'
JTC
21-1037-00
EXHIBIT
1 1
N
W E
S
0
SCALE: 1" = 30'
3015
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =55.5 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100)i = 0.555
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.18 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 137,259 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 =2,031 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 =1524 sq ft
D) Actual Flat Surface Area AActual =1979 sq ft
E) Area at Design Depth (Top Surface Area)ATop =2633 sq ft
F) Rain Garden Total Volume VT=2,306 cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?1
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 =cu ft
iii) Orifice Diameter, 3/8" Minimum DO = in
Design Procedure Form: Rain Garden (RG)
J.Claeys
HDS
November 1, 2024
NF Commons (Mercy)
LID Facility D1 - Rain Garden (ASB)
UD-BMP (Version 3.07, March 2018)
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
21-1037-00 UD-BMP_v3.07_Pond D (ASB).xlsm, RG 11/1/2024, 12:38 PM
Req'd WQCV
WQCV Provided > Req'd
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:Rain garden is proposed to be irrigated. No sprinkler heads on flat surface.
Design Procedure Form: Rain Garden (RG)
J.Claeys
HDS
November 1, 2024
NF Commons (Mercy)
LID Facility D1 - Rain Garden (ASB)
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
21-1037-00 UD-BMP_v3.07_Pond D (ASB).xlsm, RG 11/1/2024, 12:38 PM
NORTHFIELD
TRACT W
(D,U,&AE)POND D
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OFSHEET
DRAWN BY
CHECKED BY
DATE
SCALE (H)
HDS PROJ #
SCALE (V)
NO
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T
H
F
I
E
L
D
C
O
M
M
O
N
S
PO
N
D
D
O
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F
A
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L
C
O
R
R
E
C
T
I
O
N
5/30/25
NTS
N/A
ZMW
JTC
21-1037-00
PLAN
1 2
N
W E
S
ABBREVIATIONS
CONC CONCRETE
EX EXISTING
FES FLARED END SECTION
FL FLOWLINE
INV INVERT
RCP REINFORCED CONCRETE PIPE
SS SANITARY SEWER
UD UNDER DRAIN
NOTE:
SPOT ELEVATIONS SHOWN WHERE PROVIDED BY SURVEYOR
AND TRANSPOSED TO DESIGN LAYOUT. DISTANCES SHOWN
ARE ESTIMATED BY INTERPOLATING BETWEEN SURVEY
ELEVATIONS AND SHALL BE VERIFIED IN FIELD.
Photo of completion as of 8/15/29
HI
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63
5
5
F
A
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N
D
S
A
V
E
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E
,
S
U
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E
2
0
0
|
W
I
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D
S
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O
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.
c
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OFSHEET
DRAWN BY
CHECKED BY
DATE
SCALE (H)
HDS PROJ #
SCALE (V)
NO
R
T
H
F
I
E
L
D
C
O
M
M
O
N
S
PO
N
D
D
O
U
T
F
A
L
L
C
O
R
R
E
C
T
I
O
N
5/30/25
N/A
N/A
ZMW
JTC
21-1037-00
DETAILS
2 2
HP STORM TO RCP FES EXAMPLES