HomeMy WebLinkAboutSite Certifications - 01/24/2019 (2)January 17, 2019
Mr. Wes Lamarque
City of Fort Collins
700 Wood Street
Fort Collins, Colorado 80521
RE: Site Certification for South College Storage
Fort Collins, Colorado
Dear Wes:
This drainage certification letter is provided to verify as-constructed conditions for South College
Storage. Northern Engineering completed survey work December 12, 2018, to verify general
compliance with the Final Utility Plans for Stadium Apartments, dated September 28, 2017.
Included in this drainage certification submittal are the following:
Appendix A - City of Fort Collins Overall Site and Drainage Certification Form.
Appendix B - City of Fort Collins During Construction Inspection Checklist and photographs
provided by contractor.
Appendix C - As-constructed Rain Garden M calculations.
Appendix D - As-constructed record drawings for Grading and Storm Drain Plan and Profile Sheets.
Appendix E – State Portal Documents.
Rain Garden M has been over sized by a significant amount (677 ). This additional sizing will
increase the amount of infiltrated runoff and further enhance downstream conditions. We have
concluded, based on the attached information and personal site inspection, that the drainage
features for the project site have been constructed in substantial compliance with the above
referenced Final Utility Plans, with the following exceptions:
·ITEM V.A.3: Inlet A2, within Storm Line A, has a rim elevation of 5037.88 (the design
is 5037.36) therefore this is not within the City of Fort Collins tolerance of 0.20’.
However, this difference in height was not enough of a discrepancy to alter the flow
capacity. Additionally, the flow line slope in this area is at 0.60% which is still above
Pond
Design Water
Quality Vol. (ft3)
As-built Water
Quality Vol. (ft3)
Rain Garden M 2496.3 3174.0
Pond M 38627.0 38637.7
Table 1: Drainage Amenity Volumes
Accepted 1/24/2019 WL
the minimum of 0.50%. therefore, we conclude that this defect will not impact the
design.
· ITEM V.A.3: Inlet A3, within Storm Line A, has a rim elevation of 5037.82 (the design
is 5037.36) therefore this is not within the City of Fort Collins tolerance of 0.20’.
However, this difference in height was not enough of a discrepancy to alter the flow
capacity. Additionally, the flow line slope in this area is at 0.60% which is still above
the minimum of 0.50%. Therefore, we conclude that this defect will not impact the
design.
· Item V.A.4: Inlet C2, within Storm Line C, has an invert of 5003.29 (the design is
5003.01) therefore this is not within the City of Fort Collins tolerance of 0.20’.
However, due to the increased height of the invert a steeper slope within the 15” RCP
has increased which will not hinder the flow. Therefore, we conclude that this defect
will not impact the design.
· Item V.A.4: The invert of Pond M is slightly higher than the approved design drawings.
Headwall E2 Connection has an invert of 5020.08 (the design is 5019.70) and is
greater than the City’s 0.20’ tolerance. However, the flow through the 12” HDPE pipe
will be controlled by the pond’s outlet structure.
· Item XIII.A: At the time of Northern Engineering’s site investigation, construction debris
was not removed throughout the project site.
· Item XIII.A.1: At the time of Northern Engineering’s site investigation, construction
debris was not removed throughout the project site.
Northern Engineering did a site visit on January 11th, 2019 to verify that as-built information was
accurate. After the investigation Northern Engineering concluded that this site met all the required
volumes, slopes, erosion protection, landscaping, and location of infrastructure coincided with the
approved Mylars and Drainage Report.
Please feel free to contact me with any questions you may have.
NORTHERN ENGINEERING SERVICES, INC.
Blaine Mathisen, EI Frederick S. Wegert, PE
Project Engineer Project Engineer
1/17/19
APPENDIX A
OVERALL SITE AND DRAINAGE CERTIFICATION FORM
8/16 Page 1
OVERALL SITE and DRAINAGE CERTIFICATION
Commercial, Multi-Family and Subdivision Certification Form and Checklist
Project Name:
Date:
Building Permit Numbers:
(Commercial or multi-family)
Per the requirement in Fort Collins Stormwater Criteria Manual (FCSCM) Volume 1, Section 6.11, 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 Certification - FCSCM Vol.2, Ch.10
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
South College Storage
1/8/2019
Yes
Yes
Yes
Yes
Yes
Yes
B1704440
8/16 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 Certification: 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.
Yes
Yes
N/A
N/A
Yes
Yes
Yes
Yes
N/A
Yes
Yes
1.76
Scour Stop
N/A
8/16 Page 3
4.Outlet Structure Certification
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 Vol.1, Ch.7, Sect.3&4
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.)
Yes
N/A
Yes
N/A
Yes
N/A
N/A
N/A
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
8/16 Page 4
III.Storm Pipes (aka storm drains) - FCSCM Vol.1, Ch.6, Sec. 4
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.
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 Vol.1, Ch.7, Sec.4.1.3.4
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.
Yes
Yes
Yes
Yes
Yes
Yes
Yes
N/A
N/A
N/A
N/A
N/A
N/A
N/A
8/16 Page 5
V. Storm Drain Inlets - FCSCM Vol.1, Ch.6, Sec. 3
A. Construction/Installation: All storm drain inlets have been constructed in accordance with the
approved construction plans.
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 (or an
equivalent) designation: NO DUMPING – DRAINS TO POUDRE RIVER.
VI.Culverts - FCSCM Vol.2, Ch.9
A. Construction/Installation: All culverts have been constructed and/or installed in accordance with
the approved construction plans.
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. 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.
Yes
Yes
Yes
No
No
Yes
Yes
N/A
N/A
N/A
N/A
N/A
Yes
Yes
Yes
8/16 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.
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
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.
Yes
Yes
Yes
No
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
8/16 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.Riprap - FCSCM Vol.1, Ch.7, Sec.4.4.4.3
A. Construction: All riprap has been installed in the locations and sizes indicated on the approved
construction plans.
XII.Permanent Erosion Control Fabric - FCSCM Vol.1, Ch.7
A. Construction: All fabric has been installed in the locations and sizes indicated on the approved
construction plans.
1.All fabric was installed per the details on the approved construction plans.
XIII.Post-Construction Site Cleanup - FCSCM Vol.3, Ch.7
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.
XIV.Certification of Other Permanent BMPs - FCSCM Vol.2, Ch.8, Sec.2 & FCSCM Vol.2, Ch.12
A.The construction of channel drop structures is in accordance with the approved plan both in
location, horizontal dimensions and cross-section.
XV.Certification of LID and Water Quality Facilities - FCSCM Vol.3, Ch.4
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.
Yes
Yes
N/A
N/A
Yes
Yes
Yes
No
No
Yes
Yes
APPENDIX B
DURING CONSTRUCTION INSPECTION CHECKLIST
12/15 Page 1
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.
I.Compaction
A.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.The pipe trenches have been compacted in accordance with Section 02225-3.07.A.1. of the Fort Collins Development Construction
Standards (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. Riprap - FCSCM Vol.1, Ch.7, Sec.4.4.4.3
A.The riprap bedding is a granular bedding of the gradation and thickness indicated on the approved construction plans.
B.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.
C.The riprap is the gradation shown on the approved construction plans with a D50 of .
D.The riprap thickness is as shown on the approved construction plans and extends to the horizontal limits shown.
E.The riprap is buried to the depth indicated on the approved construction plans. (A minimum of 6 inches of soil is required.)
IV. Permanent Erosion Control Fabric - FCSCM Vol.1, Ch.7
A.All fabric was installed per manufacturer’s specifications.
V. Certification of Other Permanent BMPs - FCSCM Vol.2, Ch.8, Sec.2 & FCSCM Vol.2, Ch.12
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 and at the end of flared end sections.)
See final summary report from
EEC attached below.
See final summary report from
EEC attached below.
Yes
Yes
Yes
N/A
N/A
Yes
Yes
Yes
N/A
12/15 Page 2
Permeable Interlocking Concrete Pavers
Post-excavation infiltration rates are consistent with design
infiltration capacity (for “full or partial infiltration” designs)
Impermeable liner meets design specifications
Impermeable liner attached to concrete perimeter wall
Impermeable liner is not exposed
Any penetrations of the impermeable liner have been sealed
and checked for water-tightness.
Meets specifications for:
-Dimensions
-Reinforcement
-Footings
Underdrain pipe is per design specifications
At least one cleanout is provided per underdrain lateral
Cleanout pipe is not perforated
Cleanout covers are installed and watertight
Underdrain is NOT wrapped in geotextile fabric
Underdrain orifice plate installed at outlet structure
Underdrain integrity tested after backfilling using TV and/or
water test
Base coarse (e.g., #2/4) has 90% fractured faces
Bedding coarse (e.g., #89) is thoroughly washed
Sub-base materials are installed and compacted according to
manufacturer’s specifications
PICP area is protected from construction site sediment,
including runoff from the upstream catchment and
Close Out
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Bioretention Cells
Heavy equipment did not travel over bioretention cell during
excavation
Bottom of cell was “ripped” after excavation Photograph before/after “ripping”
Bottom of cell is flat and level Photograph
Excavated area is protected/surrounded by sediment/runoff
control BMPs during construction
Photograph
Overflow inlet elevation is set above bioretention media per
plan (typically 12 inches)
Overflow inlet invert elevation is at least 3 inches below
containment wall/berm (to direct overflow into inlet)
Measure/record distance between inlet and top of
containment wall/berm
Upstream catchment drains to inlet
Forebay is installed according to design specifications
Forebay has flat, concrete bottom
Outlet structure/overflow elevation is confirmed Measure/record distance from overflow to top of media
filter
Impermeable liner meets design specifications
Impermeable liner attached to concrete perimeter wall
Impermeable liner is not exposed
Underdrain pipe is per design specifications
At least one cleanout is provided per underdrain lateral
Cleanout pipe is not perforated
Cleanout covers are installed and watertight
Underdrain is NOT wrapped in geotextile fabric
Underdrain orifice plate installed at outlet structure
Underdrain integrity tested after backfilling using TV and/or
water test
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Filter Media
Filter media composition is per design specifications
Filter media was “machine mixed” by supplier prior to delivery
Filter media installed flat and level
Other Structural Components
Containment wall/berm is continuous and level
Landscaping
Final landscaping does NOT include sod
Final landscaping (wood/rock mulch) is flat and level
Vegetation is planted according to landscape design
specifications
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
Signature:
Name:
Title:
Email:
Phone:
Company:
Address:
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David Harvey
Operations Manager
david@growyourstorage.com
719-510-4202
GYS General Contracting
791 Copper Center Pkwy
Colorado Springs, CO 80921
4396 G REENFIELD D RIVE
W INDSOR , C OLORADO 80550
(970) 545-3908 FAX (970) 663-0282
December 10, 2018
GYS Development
791 Copper Center Parkway
Colorado Springs, Colorado 80921
Attn: Mr. Brandon Grebe (brandon@growyourstorage.com)
Mr. David Harvey (david@growyourstorage.com)
Re: Construction Observation and Testing Report – Final Summary Letter
South College Executive Self-Storage - 6020 S. College Avenue
Fort Collins, Colorado
EEC Project No. 1174160
Mr. Grebe and Harvey:
As you are aware, during various construction phases for the South College Avenue Executive
Self-Storage facility located at 6020 South College Avenue in Fort Collins, Colorado, Earth
Engineering Consultants, LLC (EEC) personnel, provided observations and testing services of
requested items on a part-time, as-needed/on-call basis as requested. Reports concerning the
construction observation and testing services provided by EEC personnel were submitted to GYS
Development, and to the project design team members’ attention during the appropriate time
periods as the test results became available.
We have recently been asked by Mr. David Harvey, Operations Manager with GYS General
Contracting, to provide a summary letter addressing the services performed by EEC personnel,
primarily, but not limited to the following items: foundation observations including over-
excavation and replacement of on-site subsoils with approved imported structural fill material,
conventional spread footings reinforcement observations, reinforcement observations of exterior
perimeter and interior foundation walls, interior columns, stair and elevators cores, periodic
observations and testing services associated with the concrete masonry units (CMU) wall
construction, perimeter drainage system observations, non-destructive testing (NDT) and
observations of structural framing/steel erection components, slab-on-metal deck (SOMD) and
light gauge steel framing elements, earthwork related elements associated with the proposed
development including utility trench backfill and site improvements, along with testing of cast-
in-place concrete
Earth Engineering Consultants, LLC
EEC Project No. 1174160
December 10, 2018
Page 2
During the foundation construction phase for the referenced project, EEC personnel provided
part-time site observations and testing services for the preparation of foundation bearing stratum
either on undisturbed sandstone bedrock and/or on an approved zone of imported structural fill
material to support the conventional spread footing foundation system as recommended in the
project-specific subsurface exploration report, (please refer to EEC’s “Subsurface Exploration
Report” dated February 27, 2017, Project No. 1172005), and observation and testing services for
the cast-in-place concrete foundation walls and structural related elements.
EEC personnel provided site observations and field density testing of either on-site and/or
imported fill material placed and compacted as engineered fill material within the interior floor
slab areas for the building and associated site-work, backfill of foundation walls, and within on-
site utility trenches. EEC personnel provided reinforcement observations of the foundation
system, (conventional spread footings), foundation walls, columns, and elevator cores, and floor
slabs (slab on grade and slab on metal deck). During the concrete masonry unit (CMU) wall
construction phases for the elevator shaft and stair cores, EEC personnel provided, on a
periodic/special-inspection basis, reinforcement observations and observation/testing services of
the CMU components, (i.e., mortar, grout and CMU block strength characteristics). EEC
personnel provided testing of cast-in-place concrete for the elevated SOMD and associated
exterior concrete flatwork.
Based on our review of the outlined testing, as directed by the general contractor and completed
by EEC personnel on an as-needed basis, the final field density test results at the locations as
described within each bi-monthly construction materials testing (CMT) / quality control (QC)
report for the project, met the project compaction requirements for fill materials placed and
compacted to redevelop interior floor slab elevations, backfill placed adjacent to foundation
walls and on-site utility installation trenches. Laboratory compressive strength tests completed
on the cast-in-place concrete for the foundation related elements and floor slabs (both interior
and exterior), along with the grout, and CMU prisms for the CMU walls, conformed to the
project specified minimum 28-day compressive strengths requirements.
Observations of reinforcement within the foundation system for the project, (i.e., the
conventional spread footings, concrete cast-in-place foundation walls, columns, etc.) and the
CMU stair and elevator walls, were completed by EEC personnel and bi-monthly CMT/QC
reports were submitted to your attention during the appropriate periods as the results became
Earth Engineering Consultants, LLC
EEC Project No. 1174160
December 10, 2018
Page 3
available. Based on our review of the outlined observations, we believe the reinforcement within
the foundation system(s) for the project, and the structural related elements were placed, and
constructed in general compliance with the project plans and specifications.
EEC personnel also conducted various site visits during the installation phase of the exterior
perimeter drainage system for general conformance purposes. In general, the perimeter drain
system along the north, west and south boundaries consisted of a 6-inch flex perforated PVC
pipe encased with gravel wrapped in filter fabric material which appeared to exhibit a positive
slope towards the daylight drain at the east side of the building. Based on visual observations, the
perimeter drain system appeared to be constructed in general accordance with the details on
sheets C3.00, A0.4, and A4.2 of the Civil and Architectural plans dated September 28, 2017 and
August 25, 2017, respectively.
Observations for the structural steel erection, slab on metal deck, and light gauge framing
elements, were completed by EEC’s in-house ICC certified *inspector and reports were
submitted to your attention during the appropriate periods as the results became available. Based
on the observations performed in the areas referenced in our CMT/QC bi-monthly reports it
appeared the work completed was in general accordance with the project plans and
specifications.
Additional copies of our fifteen (15) periodic/bi-monthly construction materials testing
(CMT)/quality control (QC) test reports dated January 1, 2018 – Submittal No. 1, February 12,
2018 - Submittal No. 2, February 14, 2018– Submittal No. 3, March 21, 2018 - Submittal No. 4,
April 11, 2018 - Submittal No. 5, April 20, 2018 – Submittal No. 6, May 25, 2018 – Submittal
No. 7, June 22, 2018 - Submittal No. 8, July 25, 2018 - Submittal No. 9, August 14, 2018 -
Submittal No. 10, August 17, 2018 – Submittal No. 11, September 24, 2018 – Submittal No. 12,
October 4, 2018 – Submittal No. 13, October 30, 2018 – Submittal No. 14, and November 8,
2018 – Submittal No. 15 are available upon request.
APPENDIX C
CAPTURE VOLUME
Project Title Date:
Project Number Calcs By:
Client
Pond Designation
Invert Elevation
Water Quality Volume
100-yr Detention Volume
Total Pond Volume
Min Sc
D = Depth between contours (ft.)
A1 = Surface Area lower contour (ft2)t
A2 = Surface Area upper contour (ft2)Area/Row
No. of Rows
5023.40 2681.16 0.00 0.00 0.00 0.0000
5023.60 2873.88 0.20 555.39 555.39 0.0128
5023.80 3063.06 0.20 593.59 1148.99 0.0264
5024.00 3252.16 0.20 631.43 1780.41 0.0409
5024.20 3444.26 0.20 669.55 2449.96 0.0562 WQCV
5024.40 3799.03 0.20 724.04 3174.00 0.0729 Total Vol
Elevation Depth Volume
WQCV 5024.21 0.81 0.0567
Overall Detention 5024.40 1.00 0.0729
Circular Perforation Sizing
Dia (in.)
1
Rain Garden M
0.05
#REF!
0.0567 ac-ft
5023.40 ft
Rain Garden M Volume
Elevation
(ft)
n
1/4
#REF!
Surface
Area (ft2)Total Outlet
Area #REF!
South College 1/17/2019
1269-002 B. Mathisen
Branon Grebe
0.0567 ac-ft
0.0000 ac-ft
Required Area
Per Row
Total Vol.
(ac-ft)
Total Vol.
(ft3)
Incremental
Vol. (ft3)
Incremental
Depth (ft)
Calc.
Depths
()
3
**2121AAAADV++=
Project Title Date:
Project Number Calcs By:
Client
Pond Designation
Invert Elevation
Water Quality Volume
100-yr Detention Volume
Total Pond Volume
Min Sc
D = Depth between contours (ft.)
A1 = Surface Area lower contour (ft2)t
A2 = Surface Area upper contour (ft2)Area/Row
No. of Rows
5019.60 189.61 0.00 0.00 0.00 0.0000
5019.80 789.93 0.20 91.10 91.10 0.0021
5020.00 1423.91 0.20 218.29 309.40 0.0071
5020.20 1996.76 0.20 340.46 649.85 0.0149
5020.40 2774.65 0.20 475.01 1124.87 0.0258
5020.60 6480.72 0.20 899.72 2024.59 0.0465
5020.80 7458.78 0.20 1392.80 3417.40 0.0785
5021.00 8160.24 0.20 1561.38 4978.77 0.1143
5021.20 8595.80 0.20 1675.42 6654.19 0.1528
5021.40 8960.21 0.20 1755.47 8409.66 0.1931
5021.60 9325.78 0.20 1828.48 10238.14 0.2350
5021.80 9692.45 0.20 1901.71 12139.84 0.2787
5022.00 10059.51 0.20 1975.08 14114.93 0.3240
5022.20 10425.89 0.20 2048.43 16163.36 0.3711
5022.40 10791.81 0.20 2121.66 18285.02 0.4198
5022.60 11154.03 0.20 2194.48 20479.51 0.4701
5022.80 11512.55 0.20 2266.56 22746.07 0.5222
5023.00 11875.82 0.20 2338.74 25084.81 0.5759
5023.20 12243.14 0.20 2411.80 27496.62 0.6312
5023.40 12615.86 0.20 2485.81 29982.42 0.6883
5023.60 12995.53 0.20 2561.05 32543.47 0.7471
5023.80 13385.20 0.20 2637.98 35181.45 0.8077
5024.00 13784.93 0.20 2716.91 37898.36 0.8700
5024.20 14263.13 0.20 2804.67 40703.03 0.9344 Total Vol
5024.40 14777.75 0.20 2903.94 43606.97 1.0011
Elevation Depth Volume
100-yr Detention 5024.05 4.45 0.8870
Overall Detention 5024.05 4.45 0.8870
Required Area
Per Row
Total Vol.
(ac-ft)
Total Vol.
(ft3)
Incremental
Vol. (ft3)
Incremental
Depth (ft)
Surface
Area (ft2)Total Outlet
Area #REF!
South College 1/4/2019
1269-002 B. Mathisen
Branon Grebe
0.8870 ac-ft
0.8870 ac-ft
Pond M
0.05
#REF!
0.0000 ac-ft
5019.60 ft
Pond M Volume
Elevation
(ft)
n
1/4
#REF!
Circular Perforation Sizing
Dia (in.)
1
Calc.
Depths
()
3
**2121AAAADV++=
APPENDIX D
RECORD DRAWINGS
LOD
LOD
LO
D
LO
D
LO
D
LOD
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LOD
LOD
LOD
LO
D
LOD
LOD
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LOD
SS SS SSS
G G G G G G G G G
G
G
G
W
W
W
W W W
W
UD
E
E
E
E
E
EE
A.V.
S
S
VAULT
ELECELEC
T SB M
CABLE
D
VAULT
ELEC
C
V.P.V.P.
V.P.
V.P.
V.P.V.P.
FES
S
S
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS SS SS SS SS
SS
SS
SS
SS
ST
HYD
X X X X X X X X X X X X X X X X X X X X X X X
X
X
E E E E E E
E E
E
E
E
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
CTVCTV
G
OH
U
OH
U
OH
U
OH
U
OH
U
OH
U
OH
U
OH
U
OH
U
OH
U
OH
U
OH
U
OH
U
X
X
X
X
X
X
X
X
X
X
X
X
S
ELECE
E E E E E E E E E E E E E E
24.3%
SKYWAY DRIVE
(80' R.O.W.)
(SEE SHEET C4.03)
9' UTILITY
EASEMENT
5'
SIDEWALK
31' -BLDG
SAWCUT
4:1
4:1
5:1
4:
1
5:1
5:
1
12:1
5:1
4:1
4:1
6:17:1
6:1
16:1
7.9%
5.4%
4.6%
3.4%
1.9%
8.4%
1.2
%
8.1%
2.2%
3.2%
4.2%
4.7%
3.3
%
7.6%
MA
R
S
D
R
I
V
E
(S
E
E
S
H
E
E
T
C4
.
0
1
)
18" VERTICAL
CURB AND GUTTER
30" VERTICAL
CURB AND GUTTER
RAMP
5' SIDEWALK
SO
U
T
H
C
O
L
L
E
G
E
A
V
E
N
U
E
OWNER: TRILBY HOLDINGS
GROUP LLC
OW
N
E
R
:
T
R
I
L
B
Y
H
O
L
D
I
N
G
S
GR
O
U
P
L
L
C
9' UTILITY
EASEMENT
5:1
6:1
6.6%
5.1%
1.7%
5.1%
2.1%
3.5%
4.8%
7:1
6:1
4:1
4:1
3:1
4:1
1.5%
0.0%
7.3%
4.1%
4.0
%
41' -BLDG
R50' TEMPORARY
CUL-DE-SAC
4:1
4:1
4:1
4.5%
3.0%
ABANDONED
IRRIGATION DITCH
(SEE NOTE 12)
ADDITIONAL ROW
(WIDTH VARIES)
ADDITIONAL ROW
(WIDTH VARIES)
HEADWALL
MODIFIED CURB SECTION
(SEE SHEET C2.00)
(1.8
2
)
4.78
4.73
4.5'
12'
35.4
7
33.0
4
27.0
3
29.2
5
24.7
6
26.33
27.03
36.27
35.1
0
36.
5
1
37
.
7
0
38.6
0
36.44
35.6
8
20.68
20.3
1
19.70
20.0
6
20.2
9
25.4
0
20.8
8
25.3
8
24.75
24.7
5
24.15
25.38
25.3
8
38
.
5
0
38.
5
9
38.6
6
30.0
6
35.33
35.
4
4
35.6
2
35.3
9
35.21
24.9
0
24.90
25.1
0
24.90
24.9
0
24.90
23
.
2
5
24.17
23.2
5
23.2
5
23.25
23
.
2
5
38.45
LOWER LEVEL
FFE=27.03
35.58
29.
6
2
35.9
8
36.76
36.73
36.71
37.4
6
37.5
3
36.94
37.9
1
39.17
39.23
39.42
40.07
38.58
37.79
37.8
0
25.3
8
25.3
8
25.3
8
25.4
0
25.38
25.3
8
21.2
1
21.5
3
20.9
8
20.
9
2
20.55
20.
1
4
25.3
8
24.9
1
24.7
1
25.20
25.2
0
24.15
23.75
(23.17)
(23.36)
24.15
30.
0
6
35.
1
0
28.87
25.31
19.00
25.37
25.00
25.00
25.00
25.00
25.2
0
25.20
25.20
35.3
035.
3
3
35.83
36.7
0
36.64
35.
9
8
34.
8
3
34.4
8
35.0
5
20.47
20.4
7
19.
7
0
19.70
25.
5
5
25.5
8
25.3
0
25.3
0
21.70
21.7
0
38
.
3
8
38.3
0
38.9
9
39.0
6
36.
8
3
36.96
36.51
36.41
36.37
36.
4
5
37
.
7
0
37
.
7
0
SAWCUT
SAWCUT
5:1
(A
s
-
B
u
i
l
t
)
4:1
(As-Built)
4:1
(A
s
-
B
u
i
l
t
)
3:1
(As-B
u
i
l
t
)
4:1
(As-Built)
4:1
22' SPILLWAY
20' CURB CUT
W
W W W W W W W W
W
W
W
FDC
37.
0
6
36.
7
2
36.6
5
36.5
9
37.7
0
37.04
37.2
2
37
.
2
2
36.7
2
37.6
2
1.9%
RAISED
CROSS WALK
37.
1
0
37
.
0
4
37.51
37.45
37.5
5
37
.
5
5
37.45 37.3
8
37.34
37.69
5:1
37.08
36.8
0 36.68
37.54
37
.
4
9
36.9
4
37.4
6
37.
0
9
37.
1
1
37.
4
5
37.65
37
.
2
3
36.84
36.92
37.
1
9
37.
1
1
37.
2
1
37.
0
0
36.9
3
37.5
8
37.
6
6
37.6
4
38.
1
4
38.
2
4
37.
0
0
2' PANCURB
CHASE
SIDEWALK
CHASE BIKE
RACK RAMP
OUTFALL
CURB AND GUTTER
37.3
0
37.2
3
37.02
37.4
6
RAMP
37
.
7
0
37.
7
0
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of 21
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09.28.17
C4.00
GR
A
D
I
N
G
P
L
A
N
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
before you dig.Call
R
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
before you dig.Call
R
NORTH
( IN FEET )
0
1 INCH = 40 FEET
40 40 80 120
----
LEGEND:
PROPOSED CONTOUR
PROPOSED UNDERDRAIN
PROPOSED STORM SEWER
PROPOSED SWALE
EXISTING CONTOUR
LIMITS OF DISTURBANCE
PROPOSED SPOT ELEVATION
PROPOSED SLOPES
PROPOSED STORM INLET
EXISTING SPOT ELEVATION
PROPOSED LOT LINE
EXISTING RIGHT OF WAY
LOD
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE AND LOCATION
BOTH HORIZONTAL AND VERTICAL OF ALL UNDERGROUND UTILITIES IN THE AREA
OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR
SHALL BE RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES AND SHALL
BE RESPONSIBLE FOR FOR ALL UNKNOWN UNDERGROUND UTILITIES.
2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS,
UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION.
3.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE
FINISHED GRADE ELEVATIONS.
4.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS
REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM.
5.CROSSPANS ALONG PUBLIC STREETS AT THE INTERSECTION OF PRIVATE DRIVES
SHALL HAVE CONCRETE EXTENDED TO THE RIGHT-OF-WAY LINE.
6.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL CONTROL
NETWORK DATUM: NAVD 88. SEE COVER SHEET FOR BENCHMARK REFERENCES.
7.CONTRACTOR SHALL OBTAIN THE MOST CURRENT SOILS AND SUBSURFACE
EXPLORATION REPORT FOR MORE INFORMATION REGARDING PAVEMENT DESIGN,
SUBSURFACE TREATMENT AND COMPACTION.
8.CONTRACTOR SHALL CONFIRM DOORWAY, FOUNDATION WALLS, AND SLOPED
SLABS WITH STAMPED ARCHITECTURAL AND STRUCTURAL DRAWINGS PRIOR TO
STAKING.
9.SEE LANDSCAPE PLANS FOR ADDITIONAL INFORMATION ON PLANTING,
REVEGETATION, HARDSCAPE AND OTHER PERMANENT SITE STABILIZATION
METHODS
10.REFER TO SHEET C2.00 FOR CURB TYPES AND LOCATIONS
11.LARIMER COUNTY URBAN AREA STREET STANDARDS (LCUASS) REQUIRE THAT A
MINIMUM OF 3-FEET SEPARATION EXISTS BETWEEN THE BOTTOM OF A PAVEMENT
SECTION AND UNDISTURBED BEDROCK WITHIN THE ROADWAY THAT WOULD BE
CONSIDERED CITY OF FORT COLLINS ROADWAY.
A. LCUASS REQUIRES AN OVER-EXCAVATION AND REPLACEMENT APPROACH IN
AREAS THAT DO NOT HAVE 3 FEET OF SEPARATION.
B. DURING THE ROADWAY UTILITY INSTALLATION A BETTER UNDERSTANDING OF
THE BEDROCK PROFILE WITHIN THE ROADWAY ALIGNMENT SHOULD BE
DETERMINED BY THE GENERAL CONTRACTOR.
C. ALL BEDROCK FOUND TO BE WITHIN 3 FEET OF THE BOTTOM OF THE PAVEMENT
SHOULD BE REMOVED/OVER EXCAVATED AND STOCKPILED OR WASTED FROM
THE SITE.
D. IF REUSE IS DESIRED THE SANDSTONE NEEDS TO BE PULVERIZED/BROKEN
DOWN TO LESS THAN 2-INCH DIAMETER PARTICLE SIZE.
E. THE OVER-EXCAVATED ZONE SHOULD BE REPLACED WITH APPROVED
NON-EXPANSIVE MATERIAL AND PLACED IN UNIFORM 9 INCH LIFTS, MOISTURE
CONDITIONED TO NEAR OPTIMUM MOISTURE CONTENT AND COMPACTED TO AT
LEAST 95% OF THE MATERIAL'S STANDARD PROCTOR DENSITY (ASTM D698).
F. MONITORING OF THE OVER EXCAVATION AND REPLACEMENT WITH APPROVED
FILL MATERIAL SHOULD BE PERFORMED BY THE GEOTECHNICAL ENGINEER TO
VERIFY SEPARATION TO THE UNDISTURBED HAS BEEN ACHIEVED.
12.MODIFICATION TO THESE PLANS SHALL BE REQUIRED SHOULD THE ABANDONED
IRRIGATION LATERAL BECOME ACTIVE AND PRIOR TO ANY RUNNING IRRIGATION
WATER.
NOTES:
UD
FUTURE CURB AND GUTTER
PROPERTY BOUNDARY
EXISTING STORM SEWER ST
OVER-EXCAVATION AND REPLACEMENT AREA
PROPOSED CURB AND GUTTER
EXISTING SLOPES
RAIN GARDEN SAND MEDIA
( IN FEET )
1 inch = ft.
Feet01010
10
REC
O
R
D
D
R
A
W
I
N
G
LOD
LOD
LO
D
LO
D
LO
D
LOD
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LOD
LOD
LOD
LO
D
LOD
LOD
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LO
D
LOD
SS SS SSS
G G G G G G G G G
G
G
G
W
W
W
W W W
W F
FDC
UD
E
E
E
E
E
EE
A.V.
S
S
S
VAULT
ELECELEC
T SB M
CABLE
D
VAULT
ELEC
V.P.V.P.
V.P.
V.P.
V.P.V.P.
FES
S
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS SS SS SS SS
SS
SS
SS
ST
HYD
E E E E E E
E E
E
E
E
X
X
X
X
X
X
X
X
X
X
CTV
OH
U
OH
U
OH
U
OH
U
OH
U
OH
U
OH
U
OH
U
OH
U
OH
U
OH
U
OH
U
OH
U
X
X
X
X
X
X
X
X
X
X
X
X
S
W W W W W W W W W W W W W W W W W W W W W W W W
E
E E E E E E E E
E E E
EXISTING 20' SOUTH
FORT COLLINS SANITATION
DISTRICT SANITARY SEWER
EASEMENT
REMOVE EXISTING 6" TEE
AND INSTALL 6" x 6" CROSS
w/ 8" TO 6" REDUCTION
8" G.V. (S)
(SEE NOTE 17)
N:100067.77
E:193987.85
CONNECT TO EXISTING
GAS LINE
(APPROXIMATE LOCATION)
N:100044.94
E:193724.62
RELOCATED SWITCHING CABINET
WITHIN UNDERGROUND VAULT
N:100029.42
E:194274.23
9'' UTILITY
EASEMENT
20' DRAINAGE
EASEMENT
9' UTILITY EASEMENT
20' DRAINAGE
EASEMENT
3/4" SERVICE CONNECTION
N:99929.59
E:193985.69
OWNER: TRILBY HOLDINGS
GROUP LLC
OW
N
E
R
:
T
R
I
L
B
Y
H
O
L
D
I
N
G
S
GR
O
U
P
L
L
C
±126 L.F. OF 4" PVC @ 4.00%
S89°06'11"E
8"x6" TEE
6"- G.V.(E) & T.B.
N:99939.59
E:193985.84
±127.95
S89°06'11"E
±144.33 L.F. OF 6" FIRE LINE
S89°06'11"E
8" x 6" SWIVEL TEE
1 - 6" G.V.(E)
1 - 8" G.V. (S) (MECHANICALLY RESTRAINED)
8" PLUG W/ T.B. (S)
N:99917.06
E:193985.49
6" F.H. ASSEMBLY
N:99916.44
E:194024.85
9' UTILITY
EASEMENT
DRAINAGE
EASEMENT
80' PUBLIC
RIGHT-OF-WAY
76' PUBLIC
RIGHT-OF-WAY
15' UTILITY
EASEMENT
ADDITIONAL ROW
(WIDTH VARIES)
CO
L
L
E
G
E
A
V
E
N
U
E
(E
X
I
S
T
I
N
G
R
O
W
V
A
R
I
E
S
)
MA
R
S
D
R
I
V
E
(7
6
'
R
O
W
)
SKYWAY DRIVE
(80' ROW)
70.5' HALF PUBLIC
RIGHT-OF-WAY
20
'
E
M
E
R
G
E
N
C
Y
AC
C
E
S
S
E
A
S
E
M
E
N
T
20' EMERGENCY
ACCESS EASEMENT
30
'
E
M
E
R
G
E
N
C
Y
AC
C
E
S
S
E
A
S
E
M
E
N
T
30' EMERGENCY
ACCESS EASEMENT
±39 L.F. OF 6" FIRE LINE
N89°06'11"W
35
8
.
3
9
L
F
8
"
P
V
C
@
0
.
4
0
%
287
.
9
5
L
F
8
"
P
V
C
@
0
.
4
0
%
19
0
.
0
0
L
F
8
"
P
V
C
@
0
.
4
3
%
20' UTILITY
EASEMENT
EX. SAN MH 3
RIM=5016.40
INV IN=5003.30 (S)
INV OUT=5003.19 (E)
EX. SAN MH 2
RIM=5008.08
INV IN=5002.50 (W)
INV OUT=5002.26 (N)
OVERHEAD
UTILITY
EXISTING
FIRE HYDRANT
EX. SAN MH 4
RIM=5014.90
INV. IN=5005.29 (SE)
INV. OUT=5004.73 (N)
EX. SAN MH 5
RIM=5012.38
INV. IN=5006.54 (S)
INV. OUT=5006.44 (NW)
EX SAN MH 6
RIM=5016.24
INV. IN=5007.45 (SW)
INV. OUT=5007.26 (N)
CONNECT TO EXISTING 8"
SANITARY SEWER
APPROXIMATE INV: 5003.97'
(CONTRACTOR TO FIELD VERIFY)
3/4" METER PIT
EXISTING 30" FES
FL ELEV: 4997.75
15.00 LF 30" RCP @ 7.67%
EX. STORM INLET
RIM=5005.55
INV IN=4997.99 (N)
INV IN=4996.60 (W)
INV OUT=4996.35 (E)
DRAINAGE
EASEMENT
MECHANICAL WATERLINE
LOWERING W/ RESTRAINTS
(SEE DETAIL)
ELECTRIC
TRANSFORMER
ELECTRIC
METER
GAS
METER
RIPRAP
TEMPORARY
ACCESS EASEMENT
EXISTING
ELECTRIC
LINE
GAS SERVICE
LINE
FIRE DEPARTMENT
CONNECTION
6" FIRE SERVICE
3
4" WATER SERVICE
STORM LINE A
(SEE SHEET C3.01)
STORM LINE D
(SEE SHEET C3.02)
STORM LINE E
(SEE SHEET C3.02)
STORM LINE C
(SEE SHEET C3.02)
STORM LINE B
(SEE SHEET C3.01)
EXISTING
ELECTRIC
LINE
45° BEND W/ TB
45° BEND W/ TB
APPROXIMATE LOCATION
OF EXISTING 6" WATER LINE
(SEE NOTE 17)
4" UNDER DRAIN
ELECTRIC VAULT
AIR RELEASE VALVE
(SEE DETAIL)
DAYLIGHT DRAIN
INV. IN=5022.34 (W)
FG=5022.23
53.77 LF
6" HDPE
@ 1.00%
PERIMETER DRAIN CONNECTION
INV. IN=5022.88 (N)
INV. IN=5022.88 (W)
INV. OUT=5022.88 (E)
FG=5026.83
4" SANITARY SERVICE
APPROXIMATE INV. IN=5009.01 (E)
AS-BUILT
AIR RELEASE VALVE
AS-BUILT
8"x6" TEE
AS-BUILT
ELECTRIC
TRANSFORMER
AS-BUILT
ELECTRIC
METER
AS-BUILT
3
4" WATER SERVICE
AS-BUILT
6" FIRE SERVICEAS-BUILT
FIRE HYDRANT
AS-BUILT
8"x6" SWIVEL TEE
AS-BUILT
DAYLIGHT DRAIN
INV = 5022.27
AS-BUILT
METER PIT
ELEC
ELEC
BRKR
ARV
H2O
HYD
D
D
W W
D D
FES
FES
FES
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
ST
SSSSSS
124 L.F.
140 L.F.
129 L.F.
38 L.F.
No
.
Re
v
i
s
i
o
n
s
:
By
:
Da
t
e
:
RE
V
I
E
W
E
D
B
Y
:
C.
S
n
o
w
d
o
n
DE
S
I
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N
E
D
B
Y
:
DR
A
W
N
B
Y
:
SC
A
L
E
:
DA
T
E
:
09
.
2
8
.
2
0
1
7
PR
O
J
E
C
T
:
12
6
9
-
0
0
2
Sheet
of 21
SO
U
T
H
C
O
L
L
E
G
E
S
T
O
R
A
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30
1
N
o
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H
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S
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Fo
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.
c
o
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09.28.17
C3.00
UT
I
L
I
T
Y
P
L
A
N
NORTH
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
before you dig.Call
R
NORTH
( IN FEET )
0
1 INCH = 40 FEET
40 40 80 120
EXISTING WATER MAIN
PROPOSED WATER MAIN
PROPOSED STORM SEWER
LEGEND:
NOTES:
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW
CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL
UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN
UNDERGROUND UTILITIES.
2.ALL WATER CONSTRUCTION SHALL BE PER THE FORT COLLINS-LOVELAND WATER
DISTRICT STANDARD CONSTRUCTION SPECIFICATIONS LATEST EDITION.
3.ALL SANITARY CONSTRUCTION SHALL BE PER THE SOUTH FORT COLLINS SANITATION
DISTRICT STANDARD CONSTRUCTION SPECIFICATIONS LATEST EDITION.
4.ALL WATER FITTINGS AND VALVES ARE ONLY GRAPHICALLY REPRESENTED AND ARE
NOT TO SCALE.
5.UTILITY SERVICES ARE SHOWN IN A SCHEMATIC FASHION ONLY. EXACT LOCATIONS
SHALL BE PER THE REQUIREMENTS OF THE RESPECTIVE UTILITY PROVIDERS, AND
ARE SUBJECT TO CHANGE IN THE FIELD.
6.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL
SANITARY SEWER MAINS, WATER MAINS & SERVICES.
7.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS,
UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION.
8.LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE DETERMINED
IN THE FIELD BY THE CITY ENGINEERING INSPECTOR. ALL REPAIRS TO BE IN
ACCORDANCE WITH CITY STREET REPAIR STANDARDS.
9.CONTRACTOR SHALL BE RESPONSIBLE FOR ANY NECESSARY FIELD LOCATES AND
POTHOLING OF SUBSURFACE UTILITIES. ENGINEER AND CITY SHALL BE NOTIFIED OF
ANY POTENTIAL CONFLICTS.
10.REFER TO PLUMBING PLANS FOR ALL WATER SERVICE AND SANITARY SEWER
SERVICE LOCATIONS. IF CONFLICT OCCURS, BOTH THE PLUMBING ENGINEER AND
CIVIL ENGINEER SHALL BE CONTACTED PRIOR TO INSTALLATION OR ORDERING OF
MATERIALS.
11.ALL STORM SEWER IS TO BE OWNED AND MAINTAINED BY PROPERTY MANAGER.
12.ANY DAMAGED CURB, GUTTER AND SIDEWALK EXISTING PRIOR TO CONSTRUCTION,
AS WELL AS STREETS, SIDEWALKS, CURBS AND GUTTERS, DESTROYED, DAMAGED
OR REMOVED DUE TO CONSTRUCTION OF THIS PROJECT, SHALL BE REPLACED OR
RESTORED TO CITY OF FORT COLLINS STANDARDS AT THE DEVELOPER'S EXPENSE
PRIOR TO THE ACCEPTANCE OF COMPLETED IMPROVEMENTS AND/OR PRIOR TO THE
ISSUANCE OF THE FIRST CERTIFICATE OF OCCUPANCY.
13.CONTRACTOR TO COORDINATE FINAL LOCATION OF ALL GAS AND ELECTRIC METERS
WITH ARCHITECT AND UTILITY PROVIDERS.
14.CONTRACTOR TO COORDINATE FINAL LOCATION OF IRRIGATION SHUT-OFF VALVE
AND BACKFLOW DEVICE WITH LANDSCAPE ARCHITECT AND SPRINKLER
CONTRACTOR.
15.CONTRACTOR TO COORDINATE SITE LIGHTING (LANDSCAPE) TO ENSURE NO
CONFLICTS WITH OTHER UTILITIES.
16.CROSSPANS ALONG PUBLIC STREETS AT THE INTERSECTION OF PRIVATE DRIVES
SHALL HAVE CONCRETE EXTENDED TO THE RIGHT-OF-WAY LINE.
17.THE EXISTING 6" WATER MAIN SHOWN IN THE PLANS WAS NOT PROVIDED FROM
FIELD LOCATES OR VERIFIED IN THE FIELD BY SURVEYORS. THE CONTRACTOR WILL
BE RESPONSIBLE FOR LOCATING THE EXISTING WATER LINE AND THE EXISTING TEE
FOR THE CROSS CONNECTION. LOCATING THIS WATER LINE SHALL OCCUR PRIOR TO
ANY CONSTRUCTION, ORDERING OF MATERIAL OR MOBILIZATION. IF CONFLICT FROM
THE PLANS OCCUR, THE PROJECT ENGINEER SHALL BE NOTIFIED PRIOR TO
PROCEEDING AND REVISIONS MAY BE REQUIRED AND SHALL BE PROCESSED AND
APPROVED BY THE FORT COLLINS - LOVELAND WATER DISTRICT
W
G
T
EXISTING STORM SEWER ST
EXISTING TELEPHONE
EXISTING GAS
EXISTING ELECTRIC METER
EXISTING WATER METER
EXISTING IRRIGATION BOX
EXISTING POWER POLE
EXISTING GAS METER
EXISTING TELEPHONE PEDESTAL
EXISTING SANITARY SEWER SS
PROPOSED STORM INLET
EXISTING LIGHT POLE
PROPOSED SANITARY SEWER
PROPOSED FIRE HYDRANT
EXISTING FIRE HYDRANT
PROPOSED LOTLINE
EASEMENT LINE
CONTROL
IRR
PROPERTY BOUNDARY
SS
SPROPOSED SEWER SERVICE
PROPOSED CURB STOP & METER PIT
PROPOSED AIR RELEASE VALVE
W
----
PROPOSED CURB & GUTTER
UNDERDRAIN UD
PROPOSED ELECTRIC TRANSFORMER
A.V.
REC
O
R
D
D
R
A
W
I
N
G
UD
INLET A3
STA 12+17.50
N: 99606.67
E: 193964.11
INLET A2
STA 11+64.46
N: 99605.84
E: 194017.14
FES A1
STA 10+00.00
N: 99569.22
E: 194177.47
164.46 LF
1
5
"
H
D
P
E
@
5
.
0
0
%
53.04 LF 15" RCP @ 4.80%
MA
R
S
D
R
I
V
E
.
D
D
FES
ST
ST
ST
ST
ST
ST
ST
56.0 LF 15" RCP @ 4.48%
158.1 LF 15" HDPE @ 5.16%65
.
9
L
F
4
"
P
E
R
F
P
I
P
E
@
0
.
2
7
%
W W W W W W W W W W
E E
E E E E
W
W
W
W
W
W W W W
W F
FDC
E
E
E
E
E
E
EE
A.V.
INLET B2
STA 11+93.09
N: 99986.30
E: 193943.21
FES B1
STA 10+00.00
N: 100003.61
E: 194135.52
193.09 LF 18" RCP @
1
.
7
5
%
SKYWAY DRIVE.
MA
R
S
D
R
I
V
E
.
WATER LINE LOWERING
STA.=11+49.49
PROPOSED 8"
WATER LINE
ELEC
ELEC
BRKR
ARV
H2O
HYD
W W
ST
ST
ST
ST
ST
ST
5020
5025
5030
5035
5040
5045
5020
5025
5030
5035
5040
5045
9+5010+0011+0012+0012+50
FE
S
A
1
ST
A
1
0
+
0
0
.
0
0
IN
V
.
5
0
2
3
.
2
5
(
W
)
164.46 LF 15" HDPE @ 5.00%
IN
L
E
T
A
2
ST
A
1
1
+
6
4
.
4
6
FL
.
E
L
5
0
3
7
.
3
6
IN
V
.
I
N
5
0
3
1
.
4
7
(
W
)
IN
V
.
O
U
T
5
0
3
1
.
4
7
(
E
)
53.04 LF 15" RCP @ 4.80%
IN
L
E
T
A
3
ST
A
1
2
+
1
7
.
5
0
FL
.
E
L
5
0
3
7
.
3
6
IN
V
.
O
U
T
5
0
3
4
.
0
2
(
E
)
100-YR HGL
EXISTING
GROUND
PROPOSED
GRADE
50
3
7
.
8
2
50
3
3
.
9
4
(
E
)
50
3
7
.
8
8
50
3
1
.
4
3
(
E
)
50
3
1
.
4
3
(
W
)
50
2
3
.
2
7
(
W
)
56.0 LF 15" RCP @ 4.48%
158.1 LF 15" HDPE @ 5.16%
5020
5025
5030
5035
5040
5045
5050
5020
5025
5030
5035
5040
5045
5050
9+5010+0011+0012+0012+25
IN
L
E
T
B
2
ST
A
1
1
+
9
3
.
0
9
FL
.
E
L
5
0
3
6
.
2
±
IN
V
.
O
U
T
5
0
3
2
.
2
5
(
E
)
193.09 LF 18" RCP
@
1
.
7
5
%
FE
S
B
1
ST
A
1
0
+
0
0
.
0
0
IN
V
.
5
0
2
8
.
8
7
(
W
)
MECHNICAL LOWERING
STA:11+49.49
T.O.P. ELEV: 5029.78
18" MIN.
100-YR HGL
PROPOSED
GRADE
EXISTING
GROUND
50
3
6
.
3
3
50
2
8
.
9
7
No
.
Re
v
i
s
i
o
n
s
:
By
:
Da
t
e
:
RE
V
I
E
W
E
D
B
Y
:
C.
S
n
o
w
d
o
n
DE
S
I
G
N
E
D
B
Y
:
DR
A
W
N
B
Y
:
SC
A
L
E
:
DA
T
E
:
09
.
2
8
.
2
0
1
7
PR
O
J
E
C
T
:
12
6
9
-
0
0
2
Sheet
of 21
SO
U
T
H
C
O
L
L
E
G
E
S
T
O
R
A
G
E
30
1
N
o
r
t
h
H
o
w
e
s
S
t
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t
,
S
u
i
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1
0
0
Fo
r
t
C
o
l
l
i
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s
,
C
o
l
o
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a
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8
0
5
2
1
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N
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I
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H
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:
9
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2
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r
n
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i
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e
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r
i
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g
.
c
o
m
09.28.17
NORTH
PROFILE SCALE:
C3.01
PL
A
N
A
N
D
P
R
O
F
I
L
E
ST
O
R
M
L
I
N
E
A
A
N
D
B
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
before you dig.Call
R
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
before you dig.Call
R
----
PROFILE SCALE:
NORTH
( IN FEET )
0
1 INCH = 30 FEET
30 30 60 90
STORM LINE A STORM LINE B
PROPOSED RIGHT-OF-WAY
W
EXISTING WATER MAIN
PROPOSED WATER MAIN
PROPOSED STORM SEWER
LEGEND:
NOTES:
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW
CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL
UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN
UNDERGROUND UTILITIES.
2.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL
SANITARY SEWER MAINS, WATER MAINS, AND SERVICES.
3.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX
STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF
FLARED END SECTIONS.
4.ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND
INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF
FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE
R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE
'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR
RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE).
5.ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE
PEDESTRIAN RATED LIDS.
6.MANHOLE DIAMETERS SHOWN ARE THE MINIMUM SIZE PER CITY STANDARD DETAIL
D-3. CONTRACTOR SHALL CONFIRM THAT MANHOLE DIAMETERS ARE SUFFICIENT
FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S
TOLERANCES, ETC.).
7.REFER TO INLET SCHEDULE FOR INLET TYPE AND SIZE.
8.CONTRACTOR TO ENSURE THAT ALL FLARED-END SECTIONS ARE BURIED AND FLUSH
WITH SURROUNDING GRADE PRIOR TO LANDSCAPING.
9.CONTRACTOR SHALL BE RESPONSIBLE FOR ANY NECESSARY FIELD LOCATES AND
POTHOLING OF SUBSURFACE UTILITIES. ENGINEER AND CITY SHALL BE NOTIFIED OF
ANY POTENTIAL CONFLICTS.
10.INLETS WITHIN PUBLIC RIGHT-OF-WAY ARE PUBLICLY OWNED AND MAINTAINED.
11.REFER TO THE EROSION CONTROL PLAN SHEETS AND REPORT FOR TEMPORARY
CONTROL MEASURES AND CONSTRUCTION SEQUENCING THAT SHALL BE USED TO
PREVENT LOADING OF THE STORMTECH CHAMBER DRAINAGE FACILITIES WITH
SEDIMENT DURING CONSTRUCTION
W
G
TEXISTING TELEPHONE
EXISTING GAS
EXISTING SANITARY SEWER SS
PROPOSED CURB & GUTTER
PROPOSED SANITARY SEWER
PROPOSED LOTLINE
EASEMENT LINE
PROPERTY BOUNDARY
EEXISTING ELECTRIC
PROPOSED STORM INLET
INLET SCHEDULE:
INLET SCHEDULE
INLET ID INLET TYPE
A2 5' TYPE R
A3 5' TYPE R
B2 TYPE C (DEPRESSED)
C2 10' TYPE R
MONITORING
WELL D2
NYLOPLAST 30" BASIN
(DOME GRATE)
CLEAN OUT D3 NYLOPLAST 12" BASIN
(CLOSED LID)
REC
O
R
D
D
R
A
W
I
N
G
VA
U
L
T
EL
E
C
EL
E
C
T
S
B
M
CA
B
L
E
VA
U
L
T
EL
E
C
V.
P
.
V.
P
.
S
SS
SS
SS
SS
E
E
E
E
E
E
E
E
E
E
E
OHUOHU OHUOHUXX
INLET C2
STA 11+18.60
N: 100024.89
E: 194531.35
FES C1
STA 10+00.00
N: 99906.30
E: 194531.25
118.60 LF 15" RCP @ 1.00%
SK
Y
W
A
Y
D
R
I
V
E
.
6.73
6.47D
D
FES ST ST ST
113.4 LF 15" RCP @ 1.38%
SS
SS
UD
UD
FES E1
STA 10+00.00
N: 99541.51
E: 194351.57
142.9
3
L
F
1
2
"
H
D
P
E
@
0
.
2
0
%
STORM LINE D
(SEE THIS SHEET)
HEADWALL E2 CONNECTION
STA 11+42.93
N: 99475.34
E: 194224.88
LO
T
L
I
N
E
FES
ST
ST
ST
ST
ST
ST
ST
140.5
L
F
1
2
"
H
D
P
E
@
0
.
4
6
%
4990
4995
5000
5005
5010
5015
5020
4990
4995
5000
5005
5010
5015
5020
9+50 10+00 11+00 11+50
118.60 LF 15" RCP @ 1.00%
FE
S
C
1
ST
A
1
0
+
0
0
.
0
0
IN
V
.
5
0
0
1
.
8
3
(
N
)
IN
L
E
T
C
2
ST
A
1
1
+
1
8
.
6
0
FL
.
E
L
5
0
0
6
.
6
±
IN
V
.
O
U
T
5
0
0
3
.
0
1
(
S
)
100-YR HGL
EXISTING
GROUND
PROPOSED
GRADE
50
0
7
.
4
6
50
0
3
.
2
9
(
S
)
113.4 LF 15" RCP @ 1.38%
50
0
1
.
7
2
(
N
)
5010
5015
5020
5025
5030
5035
5040
5010
5015
5020
5025
5030
5035
5040
9+5010+0011+0011+61
142.93 LF 12" HDPE @ 0.20%
FE
S
E
1
ST
A
1
0
+
0
0
.
0
0
IN
V
.
5
0
1
9
.
4
1
(
S
W
)
HE
A
D
W
A
L
L
E
2
C
O
N
N
E
C
T
I
O
N
ST
A
1
1
+
4
2
.
9
3
IN
V
.
5
0
1
9
.
7
0
(
N
E
)
100-YR HGL
EXISTING
GROUND
PROPOSED
GRADE
HEADWALL w/
ORIFICE PLATE
(SEE DETAIL)
140.5 LF 12" HDPE @ 0.46%
50
2
0
.
0
8
(
N
E
)
50
1
9
.
4
4
(
N
E
)
UD
UD
MONITORING WELL D2
STA 10+37.07
N: 99517.15
E: 194217.14
37.07 LF
15" HDPE
@ 2.50%
65.54
L
F
4" PE
R
F
O
R
A
T
E
D
H
D
P
E
@ 0.2
0
%
STORM LINE A
(SEE SHEET C3.01)
STORM LINE E
(SEE THIS SHEET)
CONCRETE COLLAR D1
STA 10+00.00
N: 99480.15
E: 194214.82
LOT LINE
FES
ST
ST
ST
ST
ST
ST
ST
ST
65.9 L
F
4
"
P
E
R
F
P
I
P
E
@
0
.
2
7
%
39.2 LF 15" HDPE
@ 2.19%
5010
5015
5020
5025
5030
5035
5040
5010
5015
5020
5025
5030
5035
5040
9+5010+0011+0011+25
65.54 LF
4" PEFORATED HDPE
@ 0.20%
MO
N
I
T
O
R
I
N
G
W
E
L
L
D
2
ST
A
1
0
+
3
7
.
0
7
FL
.
E
L
5
0
2
4
.
2
±
IN
V
.
I
N
5
0
2
0
.
7
7
(
N
W
)
IN
V
.
O
U
T
5
0
2
0
.
7
7
(
S
)
37.07 LF 15" HDPE @ 2.50%
CO
N
C
R
E
T
E
C
O
L
L
A
R
D
1
ST
A
1
0
+
0
0
.
0
0
IN
V
.
5
0
1
9
.
8
5
(
N
)
CL
E
A
N
O
U
T
D
3
ST
A
1
1
+
0
2
.
6
1
RI
M
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0
2
4
.
0
±
IN
V
.
O
U
T
5
0
2
0
.
9
0
(
S
E
)
EXISTING
GROUND
PROPOSED
GRADE
RAIN
GARDEN
10-YR HGL
50
2
0
.
9
8
(
S
E
)
50
2
4
.
4
6
50
2
0
.
8
0
50
2
0
.
8
0
50
1
9
.
9
4
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.
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:
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Sheet
of 21
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c
o
m
09.28.17
NORTH
PROFILE SCALE:
NORTH
C3.02
PL
A
N
A
N
D
P
R
O
F
I
L
E
ST
O
R
M
L
I
N
E
C
,
D
,
A
N
D
E
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
before you dig.Call
R
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
before you dig.Call
R
( IN FEET )
0
1 INCH = 30 FEET
30 30 60 90
----
PROFILE SCALE:
NORTH
PROFILE SCALE:
STORM LINE C STORM LINE D STORM LINE E
PROPOSED RIGHT-OF-WAY
W
EXISTING WATER MAIN
PROPOSED WATER MAIN
PROPOSED STORM SEWER
LEGEND:
NOTES:
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW
CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL
UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN
UNDERGROUND UTILITIES.
2.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL
SANITARY SEWER MAINS, WATER MAINS, AND SERVICES.
3.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX
STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF
FLARED END SECTIONS.
4.ALL RCP SHALL BE CLASS III OR GREATER. PIPE MATERIAL, BEDDING, AND
INSTALLATION WITHIN PUBLIC RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF
FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF THE
R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE
'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS (PER ASTM C443 FOR
RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE).
5.ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE
PEDESTRIAN RATED LIDS.
6.MANHOLE DIAMETERS SHOWN ARE THE MINIMUM SIZE PER CITY STANDARD DETAIL
D-3. CONTRACTOR SHALL CONFIRM THAT MANHOLE DIAMETERS ARE SUFFICIENT
FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S
TOLERANCES, ETC.).
7.REFER TO INLET SCHEDULE FOR INLET TYPE AND SIZE.
8.CONTRACTOR TO ENSURE THAT ALL FLARED-END SECTIONS ARE BURIED AND FLUSH
WITH SURROUNDING GRADE PRIOR TO LANDSCAPING.
9.CONTRACTOR SHALL BE RESPONSIBLE FOR ANY NECESSARY FIELD LOCATES AND
POTHOLING OF SUBSURFACE UTILITIES. ENGINEER AND CITY SHALL BE NOTIFIED OF
ANY POTENTIAL CONFLICTS.
10.INLETS WITHIN PUBLIC RIGHT-OF-WAY ARE PUBLICLY OWNED AND MAINTAINED.
11.REFER TO THE EROSION CONTROL PLAN SHEETS AND REPORT FOR TEMPORARY
CONTROL MEASURES AND CONSTRUCTION SEQUENCING THAT SHALL BE USED TO
PREVENT LOADING OF THE STORMTECH CHAMBER DRAINAGE FACILITIES WITH
SEDIMENT DURING CONSTRUCTION
W
G
TEXISTING TELEPHONE
EXISTING GAS
EXISTING SANITARY SEWER SS
PROPOSED CURB & GUTTER
PROPOSED SANITARY SEWER
PROPOSED LOTLINE
EASEMENT LINE
PROPERTY BOUNDARY
EEXISTING ELECTRIC
PROPOSED STORM INLET
INLET SCHEDULE:
INLET SCHEDULE
INLET ID INLET TYPE
A2 5' TYPE R
A3 5' TYPE R
B2 TYPE C (DEPRESSED)
C2 10' TYPE R
MONITORING
WELL D2
NYLOPLAST 30" BASIN
(DOME GRATE)
CLEAN OUT D3 NYLOPLAST 12" BASIN
(CLOSED LID)
REC
O
R
D
D
R
A
W
I
N
G
APPENDIX E
STATE PORTAL DOCUMENTS
This unofficial copy was downloaded on Jan-17-2019 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com
For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA
This unofficial copy was downloaded on Jan-17-2019 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com
For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA
Stormwater Facility Name:
Facility Location & Jurisdiction:
User (Input) Watershed Characteristics User Defined User Defined User Defined User Defined
Watershed Slope =0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs]
Watershed Length-to-Width Ratio =1.00 L:W 0.00 190 0.00 0.00
Watershed Area = 3.64 acres 0.20 790 0.20 0.13
Watershed Imperviousness = 60.0%percent 0.40 1,424 0.40 0.19
Percentage Hydrologic Soil Group A = 0.0%percent 0.60 1,997 0.60 0.23
Percentage Hydrologic Soil Group B = 88.1%percent 0.80 2,775 0.80 0.27
Percentage Hydrologic Soil Groups C/D = 11.9%percent 1.00 6,481 1.00 0.30
1.20 7,459 1.20 0.33
1.40 8,160 1.40 0.35
1.60 8,596 1.60 0.38
1.80 8,960 1.80 0.40
User Input: Detention Basin Characteristics 2.00 9,326 2.00 0.42
WQCV Design Drain Time = 40.00 hours 2.20 9,692 2.20 0.44
2.40 10,060 2.40 0.46
2.60 10,426 2.60 0.48
2.80 10,792 2.80 0.50
3.00 11,154 3.00 0.52
3.20 11,513 3.20 0.54
3.40 11,876 3.40 0.55
3.60 12,243 3.60 0.57
3.80 12,616 3.80 0.58
4.00 12,996 4.00 0.60
4.20 13,385 4.20 0.61
4.40 13,785 4.40 0.63
4.60 14,263 4.60 0.63
After completing and printing this worksheet to a pdf, go to:
https://maperture.digitaldataservices.com/gvh/?viewer=cswdif,
create a new stormwater facility, and
attach the pdf of this worksheet to that record.
Routed Hydrograph Results
Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year
Two-Hour Rainfall Depth =0.53 0.98 1.36 1.71 2.31 2.91 3.67 in
Calculated Runoff Volume =0.071 0.165 0.265 0.360 0.541 0.716 0.949 acre-ft
OPTIONAL Override Runoff Volume =acre-ft
Inflow Hydrograph Volume =0.070 0.165 0.265 0.359 0.540 0.716 0.948 acre-ft
Time to Drain 97% of Inflow Volume =3 6 9 12 16 19 23 hours
Time to Drain 99% of Inflow Volume =4 7 10 12 16 20 24 hours
Maximum Ponding Depth =1.00 1.48 1.93 2.33 3.03 3.66 4.41 ft
Maximum Ponded Area =0.147 0.191 0.211 0.228 0.257 0.283 0.317 acres
Maximum Volume Stored =0.047 0.130 0.220 0.308 0.479 0.648 0.873 acre-ft
Workbook Protected Worksheet Protected
Stormwater Detention and Infiltration Design Data Sheet
South College Storage
Fort Collins, Colorado
SDI_Design_Data_FC_Rainfall - Pond M.xlsm, Design Data 1/17/2019, 12:36 PM
Doing_Clear_Formatting =Yes
CountA=1
0 1 2 3
#N/A
#N/A
0 1 2 3
#N/A
#N/A
Check Data Set 1 Check Data Set 1
Area
Discharge
Stormwater Detention and Infiltration Design Data Sheet
0
5
10
15
20
25
30
0.1 1 10
FL
O
W
[
c
f
s
]
TIME [hr]
100YR IN
100YR OUT
50YR IN
50YR OUT
25YR IN
25YR OUT
10YR IN
10YR OUT
5YR IN
5YR OUT
2YR IN
2YR OUT
WQCV IN
WQCV OUT
0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
5
0.1 1 10 100
PO
N
D
I
N
G
D
E
P
T
H
[
f
t
]
DRAIN TIME [hr]
100YR
50YR
25YR
10YR
5YR
2YR
WQCV
SDI_Design_Data_FC_Rainfall - Pond M.xlsm, Design Data 1/17/2019, 12:36 PM