HomeMy WebLinkAboutSite Certifications - 02/26/2019FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
February 12, 2019
Wes Lamarque
Acme Inc.
700 Wood Street
Fort Collins, Colorado 80521
RE: Bucking Horse Filing Four
Fort Collins, Colorado
Dear Wes:
This drainage certification letter is provided to verify as-constructed conditions for Bucking Horse
Filing Four (more commonly known as Bucking Horse Apartments). Washburn Land Surveying
completed survey work January 23, 2019, to verify general compliance with the Final Utility Plans
for Bucking Horse Filing Four dated September 30, 2016, including revised drawings dated
2/22/2017 and 3/29/2017 by Northern Engineering.
Included in this drainage certification submittal are the following:
Attachment 1 - City of Fort Collins Overall Site and Drainage Certification Form.
Attachment 2 - City of Fort Collins During Construction Inspection Checklist and photographs
provided by contractor.
Attachment 3 - As-constructed underground water quality vaults and rain gardens calculations.
Attachment 4 - As-constructed record drawings for Grading and Storm Drain Plan and Profile
Sheets.
Attachment 5 – Documents provided to the Colorado State Drain Time website.
Based on the calculations shown in Attachment 3, the as-built water quality pond volumes are in
Table 1. The as-built underground water quality vaults and rain gardens will provide water quality
treatment within the site.
Wes Lamarque
2/26/2019
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
Table 1: Pond Record Volumes
Pond Required Water
Quality Vol. (ft3)
Design Water
Quality Vol. (ft3)
Constructed Water
Quality Vol. (ft3)
Vault 1 1,610 1,640 2,148
Vault 2 1,967 2,022 2,741
Vault 3 1,176 1,201 1,585
Vault 4 760 762 1,078
Rain Garden 1 2,728 1,118 2,036
Rain Garden 2 174 195 316
Rain Garden 3 298 350 360
Rain Garden 4 1,343 1,120 1,083
Rain Garden 5 270 382 639
We have concluded, based on the attached information and personal site inspection, that the
drainage features for the project site have been constructed in substantial compliance with the
above referenced Final Utility Plans, with the following exceptions:
• Item I.A: Rain Garden 4, at the intersection of Yearling Road and Miles House Drive,
was constructed to provide 1,083 ft3 of water quality volume. The design water quality
volume within the approved drainage report is 1,120 ft3. Rain Garden 4, as
constructed, will provide 97% of the design water quality volume. The asbuilt volume is
short from the design volume by 37 ft3. However, Rain Garden 4 was not designed to
provide the full capacity of the required LID volume according to the approved drainage
report (see Table 1).
Multiple rain gardens throughout the project meet or exceed both the design and
required volumes (see Table 1). Rain Garden 5 located crossways from Rain Garden 4,
at the intersection of Yearling Road and Cutting Horse Drive, was constructed with an
excess volume of 257 ft3. The excess volume in Rain Garden 5 more than
accommodates the missing volume within Rain Garden 4.
While the water quality volume for Rain Garden 4 is less than optimal, it is still capable
of providing 97% of the design volume per the approved drainage report, and the
shortfall within Rain Garden 4 is provided by the excess volume of nearby rain gardens.
We feel the constructed LID features meet or exceed the intention of the approved
drainage report and civil drawings.
• Item III.A.2: Storm Line A from the Storm Manhole A11 to Storm Inlet A12, shown on
the Storm Drain A Plan and Profile Sheet (Sheet ST1) was constructed with a slope
below the design of 2.0% (a slope of 0.96% was constructed). We have re-analyzed
this storm line and compared the hydraulic grade line. As shown below, there is
minimal change to the 100-year HGL. Based on the revised HGL, we feel this will
convey the design storm hydraulic capacity.
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
• Item III.B.3: Northern Engineering did not observe construction. Northern Engineering
was unable to verify if the specific joint types or construction methods for the storm
drain pipes.
• Item IV.A.2: Approximately 20’ of the vertical curb and gutter along Cutting Horse
Drive, immediately south and discharging into Rain Garden A, was constructed at
0.08%. The City of Fort Collins minimum gutter flowline standard is 0.4%. According
to the contractor, they performed a flow test on the flowline of this gutter, and the gutter
drained towards the sidewalk chase and into Rain Garden A. Northern Engineering did
not observe this flow test and was unable to verify if this curb and gutter will drain per
the approved design drawings. During Northern Engineering’s site visit, we observed
less than 0.05’ of standing water within approximately 1’ of the gutter immediately east
of the curb cut. We feel the curb and gutter construction, while not optimal, will
provide adequate conveyance of stormwater flows, and it will not pose a life/safety
hazard.
• Item IV.A.2: Approximately 25’ of the parking lot pan, south of Building 7, was
constructed at 0.18%. The City of Fort Collins minimum gutter flowline standard is
0.4%. According to the contractor, they performed a flow test on the flowline of this
pan, and the pan drained towards Lusitano Lane. Northern Engineering did not observe
this flow test and was unable to verify if this pan will drain per the approved design
drawings. During Northern Engineering’s site visit, we observed no standing water
within the valley pan. We feel the curb and gutter construction, while not optimal, will
provide adequate conveyance of stormwater flows, and it will not pose a life/safety
hazard.
• Item IV.A.2: Approximately 21’ of the vertical curb and gutter along Lusitano Lane,
southeast of Building 12, was constructed at 0.1%. The City of Fort Collins minimum
gutter flowline standard is 0.4%. According to the contractor, they performed a flow
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
test on the flowline of this gutter, and the gutter drained towards the north. Northern
Engineering did not observe this flow test and was unable to verify if this curb and gutter
will drain per the approved design drawings. During Northern Engineering’s site visit,
we observed no standing water within the gutter. We feel the curb and gutter
construction, while not optimal, will provide adequate conveyance of stormwater flows,
and it will not pose a life/safety hazard.
• Item IV.A.2: Approximately 16’ of the vertical curb and gutter along Lusitano Lane,
east of the detached garages, was constructed at 0.2%. The City of Fort Collins
minimum gutter flowline standard is 0.4%. According to the contractor, they performed
a flow test on the flowline of this gutter, and the gutter drained towards the north.
Northern Engineering did not observe this flow test and was unable to verify if this curb
and gutter will drain per the approved design drawings. During Northern Engineering’s
site visit, we observed no standing water within the gutter. We feel the curb and gutter
construction, while not optimal, will provide adequate conveyance of stormwater flows,
and it will not pose a life/safety hazard.
• Item IV.A.2: Approximately 20’ of the vertical curb and gutter along Lusitano Lane,
southeast of Building 7, was constructed at 0.3%. The City of Fort Collins minimum
gutter flowline standard is 0.4%. According to the contractor, they performed a flow
test on the flowline of this gutter, and the gutter drained towards the north. Northern
Engineering did not observe this flow test and was unable to verify if this curb and gutter
will drain per the approved design drawings. During Northern Engineering’s site visit,
we observed no standing water within the gutter. We feel the curb and gutter
construction, while not optimal, will provide adequate conveyance of stormwater flows,
and it will not pose a life/safety hazard.
• Item IV.A.2: Approximately 38’ of the vertical curb and gutter along Cutting Horse
Drive, north of Building 10, was constructed at 0.29%. The City of Fort Coll ins
minimum gutter flowline standard is 0.4%. According to the contractor, they performed
a flow test on the flowline of this gutter, and the gutter drained towards the east.
Northern Engineering did not observe this flow test and was unable to verify if this curb
and gutter will drain per the approved design drawings. During Northern Engineering’s
site visit, we observed no standing water within the gutter. We feel the curb and gutter
construction, while not optimal, will provide adequate conveyance of stormwater flows,
and it will not pose a life/safety hazard.
• Item IV.A.2: The valley pan at the intersection of Cutting Horse Drive and Yearling
Road, northwest of Building 10, was constructed at 0.3%. The City of Fort Collins
minimum gutter flowline standard is 0.4%. According to the contractor, they performed
a flow test on the flowline of this pan, and the pan drained towards the east. Northern
Engineering did not observe this flow test and was unable to verify if this pan will drain
per the approved design drawings. During Northern Engineering’s site visit, we observed
no standing water within the pan. We feel the curb and gutter construction, while not
optimal, will provide adequate conveyance of stormwater flows, and it will not pose a
life/safety hazard.
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 | 970.221.4158
GREELEY: 820 8 th Street, 80631 | 970.395.9880 | WEB: www.northernengineering.com
• Item IV.A.2: The flowline of the eastern concrete fillet at the intersection of Cutting
Horse Drive and east entrance to the clubhouse parking lot was constructed at 0.08%.
The City of Fort Collins minimum gutter flowline standard is 0.4%. According to the
contractor, they performed a flow test on the flowline of this fillet, and the fillet drained
towards the east. Northern Engineering did not observe this flow test and was unable to
verify if this fillet will drain per the approved design drawings. During Northern
Engineering’s site visit, we observed no standing water within the fillet. We feel the
curb and gutter construction, while not optimal, will provide adequate conveyance of
stormwater flows, and it will not pose a life/safety hazard.
• Item VI.A.4: The flared end sections to the outlet for Storm Drains A, B, C, and D are
exposed to the elements. While this is aesthetically unpleasing, Northern Engineering
believes it will not impact the drainage and outflow from Storm Drains A, B, C, and D.
• Item VII.A.5: Northern Engineering did not observe construction. Northern Engineering
was unable to verify the backfill material and construction methods of the subdrains.
• Item VII.A.6: Northern Engineering did not observe construction. Northern Engineering
was unable to verify if the subdrains were wrapped with a geotextile liner.
• Item VIII.A: The curb cut at the northwest corner of the site, near Storm Drain D, was
increased to 8 ft wide during construction to increase flow into the riprap channel and
reduce parking lot flooding that occurred during construction.
• Item XIII: At the time of Northern Engineering’s site visit, there was still vertical
construction activities occurring within Buildings 20 to 23. Construction debris and
obstructions were contained to the immediate vicinity of Buildings 20 to 23 and the
nearby staging areas. We feel these ongoing construction activities will not impact the
site drainage.
Please feel free to contact me with any questions you may have.
NORTHERN ENGINEERING SERVICES, INC.
Frederick S. Wegert, PE
Project Engineer
2/12/19
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
Bucking Horse Filing Four
February 12, 2019
Yes
Yes
Yes
Yes
Yes
Yes
B1606788 to B1606792, B1607068 to B1607070, B1607072 to B1607074, B1607076, B1607077,
B1607763 to B1607772, B1701182 to B1701185, B1701187 to B1701193, B1701195 to B1701200
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
N/A
N/A
Yes
Yes
N/A
Yes
Yes
Yes
Yes
N/A
Yes
Yes
Concrete Chase
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.)
N/A
N/A
N/A
N/A
N/A
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
No
Yes
Yes
Yes
Yes
No
Yes
Yes
No
Yes
Yes
Yes
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
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
No
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
No
No
No
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.
N/A
Yes
Yes
Yes
Yes
Yes
Yes
No
No
Yes
Yes
APPENDIX B
DURING CONSTRUCTION INSPECTION CHECKLIST
Bucking Horse Apartments
Rain Garden Submittal
02.06.2018
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.)
12/15 Page 2
Permeable Interlocking Concrete Pavers
Item/Activity Yes No N/A Documentation/Submittal Requirements
Excavation
Post-excavation infiltration rates are consistent with design
infiltration capacity (for “full or partial infiltration” designs)
Impermeable Liner
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.
Concrete Cut-Off Wall
Meets specifications for:
-Dimensions
-Reinforcement
-Footings
Underdrain System
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
Aggregate
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
Protection During Construction
PICP area is protected from construction site sediment,
including runoff from the upstream catchment and
construction equipment traffic
Close Out
Upstream catchment is stabilized prior to diverting runoff
into PICP system
12/15 Page 3
Bioretention Cells
Item/Activity Yes No N/A Documentation/Submittal Requirements
Excavation
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
Inlet
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
Forebay is installed according to design specifications
Forebay has flat, concrete bottom
Outlet Structure/Overflow
Outlet structure/overflow elevation is confirmed Measure/record distance from overflow to top of media
filter
Impermeable Liner
Impermeable liner meets design specifications
Impermeable liner attached to concrete perimeter wall
Impermeable liner is not exposed
Underdrain System
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
Bucking Horse Apartments
Rain Garden Submittal
Exhibit A – Rain Garden Photos
02.06.2018
Bucking Horse Apartments
Rain Garden Submittal
Exhibit B – Water Quality Vault Photos
02.06.2018
APPENDIX C
WATER QUALITY CAPTURE VOLUME
Project:
Date:
Subgrade
Design
Subgrade
Asbuilt Difference
Finish
Grade Depth
Unused
Depth Depth
Chamber
Volume Volume
Gravel Vol.
(Unadjusted)
Gravel Vol.
(40% Void)
Total
Volume
Vault 1 1,533 4889.64 4888.82 0.82 4893.81 4.99 2.00 2.99 809 4,157.60 3,348.60 1,339.44 2,148
4889.70 4889.21 0.49 4893.81 4.60 2.00 2.60
4889.41 4889.37 0.04 4894.00 4.63 2.00 2.63
4889.47 4889.37 0.10 4894.00 4.63 2.00 2.63
0.36 0.19 0.19
0.30 4.63 2.63
0.36 4.71 2.71
Vault 2 2,289 4886.55 4886.54 0.01 4890.10 3.56 1.17 2.39 1000 5,352.15 4,352.15 1,740.86 2,741
4886.61 4886.59 0.02 4890.10 3.51 1.17 2.34
4887.42 4887.42 0.00 4890.91 3.49 1.17 2.32
4887.48 4887.45 0.03 4890.91 3.46 1.17 2.29
0.01 0.04 0.04
0.01 3.50 2.33
0.01 3.51 2.34
Vault 3 1,332 4885.71 4885.69 0.02 4889.35 3.66 1.50 2.16 603 3,056.94 2,453.94 981.58 1,585
4885.75 4885.73 0.02 4889.35 3.62 1.50 2.12
4886.28 4886.27 0.01 4890.23 3.96 1.50 2.46
4886.32 4886.29 0.03 4890.23 3.94 1.50 2.44
0.01 0.18 0.18
0.02 3.80 2.30
0.02 3.80 2.30
Vault 4 929 4887.69 4887.61 0.08 4891.16 3.55 1.50 2.05 382 2,121.07 1,739.07 695.63 1,078
4887.65 4887.13 0.52 4891.16 4.03 1.50 2.53
4888.06 4887.93 0.13 4891.73 3.80 1.50 2.30
4888.02 4887.98 0.04 4891.73 3.75 1.50 2.25
0.22 0.20 0.20
0.11 3.77 2.27
0.19 3.78 2.28
F. WegertProject Number:Bucking Horse Filing 4
Project Location:2/11/2019
As-Built Vault Calculations
687-004
Fort Collins, Colorado
Calculations By:
Vault
Asbuilt
Subgrade
Area (ft2)
Subgrade Elevations Depth Volume (ft3)
Average
Standard Deviation
Mean
Average
Standard Deviation
Mean
Average
Standard Deviation
Mean
Average
Standard Deviation
Mean
Project:
Date:
Outlet Elevation:4892.94 1,118 ft3
Grate Elevation:4892.94 1,186 ft3
Crest of Pond Elev.:4893.5 4892.9
Maximum
Elevation
Minimum
Elevation cu. ft.acre ft cu. ft.acre ft
4891.6 N/A 0.0 0 0.0 0.00 0.0 0.00
4892.0 4891.6 769.7 0.4 161.6 0.00 161.6 0.00
4892.5 4892.0 1,116.1 0.5 471.4 0.01 633.1 0.01
4893.0 4892.5 1,397.3 0.5 628.3 0.01 1,261.4 0.03
4893.5 4893.0 1,700.2 0.5 774.4 0.02 2,035.8 0.05
Detention Pond Stage Storage Curve
Contour Contour
Surface Area
(ft2)
Depth
Incremental Volume Cummalitive Volume
Pond Stage Storage Curve
687-004
Fort Collins, Colorado
F. Wegert
Rain Garden 1
Elev at Design Volume:
Bucking Horse Filing 4
2/11/2019
Pond Outlet and Volume Data
Design Volume:
Volume at Grate:
Project Number:
Project Location:
Calculations By:
Pond No.:
2/7/2019 2:47 PM \\broncos\engineers\Projects\687-004\Drainage\LID\Asbuilt Volumes\
687-004_Stage-Storage_RG1.xlsx\Pond
Project:
Date:
Outlet Elevation:4894.86 195 ft3
Grate Elevation:4894.86 60 ft3
Crest of Pond Elev.:4895.75 4895.4
Maximum
Elevation
Minimum
Elevation cu. ft.acre ft cu. ft.acre ft
4894.3 N/A 0.0 0 0.0 0.00 0.0 0.00
4894.5 4894.3 67.7 0.2 6.8 0.00 6.8 0.00
4895.0 4894.5 227.1 0.5 73.7 0.00 80.5 0.00
4895.5 4895.0 342.2 0.5 142.3 0.00 222.8 0.01
4895.8 4895.5 406.1 0.3 93.5 0.00 316.4 0.01
Volume at Grate:
Project Number:
Project Location:
Calculations By:
Pond No.:
Detention Pond Stage Storage Curve
Contour Contour
Surface Area
(ft2)
Depth
Incremental Volume Cummalitive Volume
Pond Stage Storage Curve
687-004
Fort Collins, Colorado
F. Wegert
Rain Garden 2
Elev at Design Volume:
Bucking Horse Filing 4
2/11/2019
Pond Outlet and Volume Data
Design Volume:
2/7/2019 2:47 PM \\broncos\engineers\Projects\687-004\Drainage\LID\Asbuilt Volumes\
687-004_Stage-Storage_RG2.xlsx\Pond
Project:
Date:
Outlet Elevation:4892.65 350 ft3
Grate Elevation:4892.65 198 ft3
Crest of Pond Elev.:4895.75 4893.0
Maximum
Elevation
Minimum
Elevation cu. ft.acre ft cu. ft.acre ft
4891.9 N/A 0.0 0 0.0 0.00 0.0 0.00
4892.0 4891.9 107.4 0.1 5.4 0.00 5.4 0.00
4892.5 4892.0 384.7 0.5 123.0 0.00 128.4 0.00
4893.0 4892.5 540.6 0.5 231.3 0.01 359.7 0.01
Detention Pond Stage Storage Curve
Contour Contour
Surface Area
(ft2)
Depth
Incremental Volume Cummalitive Volume
Pond Stage Storage Curve
687-004
Fort Collins, Colorado
F. Wegert
Rain Garden 3
Elev at Design Volume:
Bucking Horse Filing 4
2/11/2019
Pond Outlet and Volume Data
Design Volume:
Volume at Grate:
Project Number:
Project Location:
Calculations By:
Pond No.:
2/7/2019 2:48 PM \\broncos\engineers\Projects\687-004\Drainage\LID\Asbuilt Volumes\
687-004_Stage-Storage_RG3.xlsx\Pond
Project:
Date:
Outlet Elevation:4890.82 1,120 ft3
Grate Elevation:4890.82 143 ft3
Crest of Pond Elev.:4891.83 Overtops Spillway
Maximum
Elevation
Minimum
Elevation cu. ft.acre ft cu. ft.acre ft
4890.4 N/A 0.0 0 0.0 0.00 0.0 0.00
4890.5 4890.4 50.1 0.1 1.7 0.00 1.7 0.00
4891.0 4890.5 824.9 0.5 218.7 0.01 220.4 0.01
4891.5 4891.0 1,099.9 0.5 481.2 0.01 701.6 0.02
4891.8 4891.5 1,207.8 0.3 380.8 0.01 1,082.3 0.02
Detention Pond Stage Storage Curve
Contour Contour
Surface Area
(ft2)
Depth
Incremental Volume Cummalitive Volume
Pond Stage Storage Curve
687-004
Fort Collins, Colorado
F. Wegert
Rain Garden 4
Elev at Design Volume:
Bucking Horse Filing 4
2/11/2019
Pond Outlet and Volume Data
Design Volume:
Volume at Grate:
Project Number:
Project Location:
Calculations By:
Pond No.:
2/7/2019 2:48 PM \\broncos\engineers\Projects\687-004\Drainage\LID\Asbuilt Volumes\
687-004_Stage-Storage_RG4.xlsx\Pond
Project:
Date:
Outlet Elevation:4890.25 382 ft3
Grate Elevation:4890.25 268 ft3
Crest of Pond Elev.:4890.75 4890.4
Maximum
Elevation
Minimum
Elevation cu. ft.acre ft cu. ft.acre ft
4889.6 N/A 0.0 0 0.0 0.00 0.0 0.00
4890.0 4889.6 507.9 0.4 109.2 0.00 109.2 0.00
4890.5 4890.0 769.8 0.5 319.4 0.01 428.6 0.01
4890.8 4890.5 912.5 0.3 210.3 0.00 638.9 0.01
Volume at Grate:
Project Number:
Project Location:
Calculations By:
Pond No.:
Detention Pond Stage Storage Curve
Contour Contour
Surface Area
(ft2)
Depth
Incremental Volume Cummalitive Volume
Pond Stage Storage Curve
687-004
Fort Collins, Colorado
F. Wegert
Rain Garden 5
Elev at Design Volume:
Bucking Horse Filing 4
2/11/2019
Pond Outlet and Volume Data
Design Volume:
2/7/2019 2:49 PM \\broncos\engineers\Projects\687-004\Drainage\LID\Asbuilt Volumes\
687-004_Stage-Storage_RG5.xlsx\Pond
APPENDIX D
RECORD DRAWINGS
UD
UD
UD
TF
XXXXXXXXXXXXXXXXX
9.2%
2.
1
%
GO
O
S
E
B
E
R
R
Y
L
A
N
E
CUTTING HORSE DRIVE
CU
T
T
I
N
G
H
O
R
S
E
D
R
I
V
E
(P
R
I
V
A
T
E
D
R
I
V
E
)
TRACT A
EXISTING 2' CONCRETE PAN
N:17734.95
E:11994.09
N:17811.14
E:12058.85
STORM DRAIN A
SEE SHEET ST1 STORM DRAIN B
SEE SHEET ST2
2.0%
4:1
4:
1
4.1
%
1.5%1.5%1.5%1.5%
2.0%1.5%1.5%
2.
0
%
3.
4
%
2.
0
%
3.
5
%
3.
9
%
1.
8
%
2.
0
%
(95.
4
7
)95
.
5
1
95
.
6
7
95.6
9
95
.
5
7
95
.
1
4
94.
1
0
93.
5
8
93
.
4
5
93.85
93.94
95.11
95.7
2
95
.
6
1
95
.
6
1
(95
.
6
6
)
94
.
7
1
94
.
6
3
94
.
7
2
94.9
8
94.15
94.0
5
94
.
0
4
94
.
1
0
94.4
0
93.72
94.
5
2
93.
9
3
93.
6
6
93
.
6
0
93
.
4
1
92.48
93.42
93.5
2
92.
8
4
92.7
2
92.
7
8
93.84
93.9
4
93.20
93.5
5
(9
2
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5
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(92
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6
5
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92.
6
7
91
.
1
0
91
.
5
5
91
.
9
0
(96.
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)
93.7
0
94.
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(96.01)
(96
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92.9
7
92.6
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(9
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(9
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94
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9
6
93
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3
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94.36
94.
1
1
93.
8
5
93.
7
6
93.
8
3
93.
8
3
93.69
93.1
8
93.4
7
93.3
1
93.1
4
93.
8
3
93.
4
8
93.
5
4
92.74
94.0
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93.
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93.
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92.38
94.45
93.6
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(89
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(90
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93.
4
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94.2294
.
5
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94.02
94
.
4
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94.82
95.47
95.30
95.09
93.49 94.00
95.4
7
93.
9
2
93
.
5
3
93.20
92.00 92.00
92.00
94.83
95
.
5
8
92.96
95.74
93.29
93.82
96.76 95.52
(88
.
7
5
)
(89
.
2
2
)
95.30
95.3
0
95
.
2
7
94
.
9
9
95
.
3
0
95
.
5
0
95.
2
9
95
.
3
0
94
.
9
8
95.01
97.6
2
97
.
6
0
97.4
1
97.8
1
97.8
1
97.6
0
97.8
1
97.8
1
95.3
0
95
.
1
5
94.70
95
.
3
0
95.
1
1
95.30
95.3
0
95
.
1
0
95
.
5
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95.02
93.64
96
.
1
4
95.20
95.
8
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95.0
7
95.9
6
94.40
94.
1
0
94.
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94.31
95.2
5
94
.
8
7
97.40
95.
2
0
94.3
3
95.5
9
RAIN GARDEN A
SEE SHEET RG1
AREA DRAIN
SEE SHEET AD1
93
.
6
9
93
.
1
9
93
.
6
9
93.
1
9
93.1
9
92.8
7
92.70
93
.
3
0
93
.
1
4
93.
8
9
95.
2
9
94.84 94
.
9
8
95.11
93.09
93.
0
0
2' CONCRETE
CHASE
5' SIDEWALK
CULVERT
94.0
8
AREA DRAIN
SEE SHEET AD1
96.
1
1
FFE=98.48
BLDG 1
FFE=95.97 FFE=95.97 FFE=95.97 FFE=95.97
EXTEND FOUNDATION WALL
MIN. 6" ABOVE FG
EXTEND FOUNDATION WALL
MIN. 6" ABOVE FG
EXTEND FOUNDATION WALL
MIN. 6" ABOVE FG
2-6" STEPS
95
.
9
7
95
.
9
7
95
.
9
7
95
.
9
7
93
.
4
4
93
.
5
5
93.
0
2
93.
0
2
92.
7
3
92.
9
3
12
.
1
%
11
.
7
%
11
.
9
%
9.
8
%
16
.
3
%
6.
6
%
4.
0
%
2.1
%
2.1
%
GARAGE
OPENINGS=92.70
GARAGE
OPENINGS=93.19
GARAGE
OPENINGS=93.69
92.13
0.5%0.5%
2.
1
%
2.
1
%
2.
1
%
2.
1
%
2.0%
7.
7
%
5.2%
8.
6
%
8.
1
%
12
.
4
%
23.9%
6.
6
%
7.
1
%
2.
1
%
2.
9
%
2.
1
%
2.
1
%
2.
1
%
2.
1
%
11
.
0
%
92
.
8
3
94
.
1
4
96.
2
1
3.
0
%
3.
5
%
0.5%
0.4%
0.4%
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 = 20 FEET
20 20 40 60
G1
GR
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MATCHLINE - SEE SHEET G4
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9.30.16
KEYMAP
LEGEND:
PROPOSED CONTOUR
EXISTING STORM SEWER
PROPOSED STORM SEWER
PROPOSED SWALE
EXISTING CONTOUR
PROPOSED OUTFLOW CURB AND GUTTER
PROPERTY BOUNDARY
PROPOSED SPOT ELEVATION
PROPOSED SLOPES
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING
NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING
ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL
UNKNOWN UNDERGROUND UTILITIES.
2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS,
UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION.
3.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE
FINISHED GRADE ELEVATIONS.
4.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS
REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM.
5.CROSSPANS ALONG PUBLIC STREETS AT THE INTERSECTION OF PRIVATE DRIVES
SHALL HAVE CONCRETE EXTENDED TO THE RIGHT-OF-WAY LINE.
6.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM; NGVD 29
(UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES.
7.TRACT A IS BEYOND THE LIMITS OF THESE PLANS. NO IMPROVEMENTS ARE
PROPOSED OUTSIDE THE LIMITS SHOWN.
8.SEE SHEETS CS1 AND CS2 FOR PROJECT BENCHMARKS AND VERTICAL DATUM.
ADD 4800-FT TO PROPOSED CONTOURS, SPOT ELEVATIONS, AND FFE LABELS,
WHERE TRUNCATED; EXCEPT IN WESTERN AREA OF SITE, WHERE ACTUAL
ELEVATIONS RANGE FROM 4900-FT TO 4910-FT.
NOTES:
PROPOSED STORM INLET
PEDESTRIAN ACCESS RAMPS
EXISTING SPOT ELEVATION
PROPOSED FIRE HYDRANT
PROPOSED ELECTRIC TRANSFORMER
PROPOSED LOT LINE
PROPOSED CONCRETE
CROSS PAN (TYP.)
EXISTING RIGHT OF WAY
PROPOSED INFLOW CURB AND GUTTER
G1
G2G4
G3G5
G6
G7
G8
G9
2
SI
T
E
P
L
A
N
U
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D
A
T
E
S
AG
R
3/
2
9
/
3
0
2
11
REVISION #2 KEY
1 REVISED CURB LOCATION AND ELEVATIONS
2 REVISED GARAGE FOOTPRINT
3 ADDED MAIL KIOSK/RELOCATED BIKE RACKS
4 REVISED CLUBHOUSE FOOTPRINT AND FLATWORK
5 REVISED 'C' BUILDING FOOTPRINT AND FLATWORK
THE
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TF TF
XXXXXXXXXXXXXXXXXX
TRACT
A
1.
5
%
1.
5
%
1.5%1.5%
1.5%1.5%
1.
5
%
2.
0
%
1.5%
2.0%
2.
0
%
2.
0
%
0.
7
%
2.
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4.
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%
5.
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%
3.
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%
2.
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%
3.
8
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4.
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%
4.
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4.
6
%
3.
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%
3.
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92.
4
6
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3
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4
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5
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3
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7
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5
AREA DRAIN
SEE SHEET AD1
AREA DRAIN
SEE SHEET AD1
AREA DRAIN
SEE SHEET AD1
92.2092.7
0
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4
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8
AREA DRAIN
SEE SHEET AD1
AREA DRAIN
SEE SHEET AD1
CUTTING HORSE DRIVE
(PRIVATE DRIVE)
FFE=95.97
BLDG 2
FFE=95.68 FFE=95.68 FFE=95.18 FFE=95.18
BLDG 3
FFE=93.82 FFE=93.82 FFE=93.82
EXTEND FOUNDATION WALL
MIN. 6" ABOVE FG
EXTEND FOUNDATION WALL
MIN. 6" ABOVE FG
EXTEND FOUNDATION WALL
MIN. 6" ABOVE FG
EXTEND FOUNDATION WALL
MIN. 6" ABOVE FG
EXTEND FOUNDATION WALL
MIN. 6" ABOVE FG
1-6" STEP
95
.
6
8
95
.
6
8
95
.
1
8
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.
1
8
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.
8
2
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4
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%
14
.
2
%
12
.
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12
.
1
%
2.
0
%
2.
0
%
GARAGE
OPENINGS=90.72
GARAGE
OPENINGS=91.21
GARAGE
OPENINGS=91.71
GARAGE
OPENINGS=92.20GARAGE
OPENINGS=92.70
92.13 91.49
0.5%0.5%0.5%
2.
1
%
2.
1
%
2.
1
%
2.
1
%
2.
1
%
2.
1
%
2.
2
%
2.
2
%
6.
7
%
5.1
%
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8.
2
%
8.
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%
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11.
4
%
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10
.
5
%
15
.
0
%
5.4
%
5.8
%
7.
0
%
7.8%
15
.
7
%
7.
7
%
5.2%
8.
6
%
2.4
%
2.6
%
2.7
%
2.1
%
2.
1
%
2.
1
%
2.
1
%
2.1
%
91.9
3
91.2
9
91.
5
9
0.4%
0.6%
/
/
/
/
/
//////
/
/
/
/
/
/
/
/
//////
/
/
/
/
/////
/
/
/
/
/
//////
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 = 20 FEET
20 20 40 60
G2
GR
A
D
I
N
G
P
L
A
N
MA
T
C
H
L
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T
G1
MATCHLINE - SEE SHEET G5
Sheet
Of 39 Sheets
DR
A
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[
2
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l
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\
B
H
l
o
g
o
.
g
i
f
9.30.16
KEYMAP
LEGEND:
PROPOSED CONTOUR
EXISTING STORM SEWER
PROPOSED STORM SEWER
PROPOSED SWALE
EXISTING CONTOUR
PROPOSED OUTFLOW CURB AND GUTTER
PROPERTY BOUNDARY
PROPOSED SPOT ELEVATION
PROPOSED SLOPES
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING
NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING
ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL
UNKNOWN UNDERGROUND UTILITIES.
2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS,
UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION.
3.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE
FINISHED GRADE ELEVATIONS.
4.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS
REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM.
5.CROSSPANS ALONG PUBLIC STREETS AT THE INTERSECTION OF PRIVATE DRIVES
SHALL HAVE CONCRETE EXTENDED TO THE RIGHT-OF-WAY LINE.
6.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM; NGVD 29
(UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES.
7.TRACT A IS BEYOND THE LIMITS OF THESE PLANS. NO IMPROVEMENTS ARE
PROPOSED OUTSIDE THE LIMITS SHOWN.
8.SEE SHEETS CS1 AND CS2 FOR PROJECT BENCHMARKS AND VERTICAL DATUM.
ADD 4800-FT TO PROPOSED CONTOURS, SPOT ELEVATIONS, AND FFE LABELS,
WHERE TRUNCATED; EXCEPT IN WESTERN AREA OF SITE, WHERE ACTUAL
ELEVATIONS RANGE FROM 4900-FT TO 4910-FT.
NOTES:
PROPOSED STORM INLET
PEDESTRIAN ACCESS RAMPS
EXISTING SPOT ELEVATION
PROPOSED FIRE HYDRANT
PROPOSED ELECTRIC TRANSFORMER
PROPOSED LOT LINE
PROPOSED CONCRETE
CROSS PAN (TYP.)
EXISTING RIGHT OF WAY
PROPOSED INFLOW CURB AND GUTTER
G1
G2G4
G3G5
G6
G7
G8
G9
MA
T
C
H
L
I
N
E
-
S
E
E
S
H
E
E
T
G3
2
SI
T
E
P
L
A
N
U
P
D
A
T
E
S
AG
R
3/
2
9
/
3
0
2
1
REVISION #2 KEY
1 REVISED CURB LOCATION AND ELEVATIONS
2 REVISED GARAGE FOOTPRINT
3 ADDED MAIL KIOSK/RELOCATED BIKE RACKS
4 REVISED CLUBHOUSE FOOTPRINT AND FLATWORK
5 REVISED 'C' BUILDING FOOTPRINT AND FLATWORK
1 1 1
1
THE
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TF
TFTF
XXXXXXXXXXXXXXXXX
CUTTING HORSE DRIVE
(PRIVATE DRIVE)
TRACT
A
STORM DRAIN C
SEE SHEET ST2 STORM DRAIN D
SEE SHEET ST3
N:17203.96
E:12871.22
EXISTING 2' CONCRETE PAN
EXISTING 15" RCP
FUTURE CURB &
GUTTER
EXISTING 42" RCP
1.
0
%
1.
0
%
6.6%
12.5%
2.0%
1.5%1.5%1.5%1.6%
1.
5
%
1.
5
%
1.6%1.2%1.8%
1.5%1.4%
1.5%
1.
3
%
1.5%
2.
0
%
3.
0
%
3.
6
%
2.
0
%
3.
5
%
3.
2
%
4.
8
%
4.
5
%
2.
0
%
91
.
4
5
91.7
2
91
.
6
2
91.5
2
91.58
91.8
8
91.18
91
.
0
6
91.1
2
91.4
5
90.3
4
90
.
0
1
90.0
6
89.7
9
89
.
5
7
89
.
3
8
89
.
4
1
89
.
8
9
89.9
0
90.6
4
90
.
7
0
90.
6
9
91.0
9
90.99
90.35
90
.
2
9
91.
5
3
91.43
90
.
7
9
90
.
7
3
90
.
7
5
91.0
8
92.02
91.13
91.1
9
90.49
90.3
9
90
.
5
0
90
.
2
2
90
.
0
0
89
.
8
2 89.
5
7
89
.
2
9
89
.
6
2
90
.
5
6
90.23
90
.
4
1
90
.
5
7
90.
6
790.
6
691.26
91
.
1
7
91
.
3
0
91
.
4
9
91
.
5
9
91
.
5
4
91.2
5
90
.
8
7
91.0
3
(91.
5
0
)
FFE=91.45
90.76
90.
7
5
90.29
90
.
0
4
90.
1
2
89
.
4
8
89
.
5
3
89
.
4
0
GARAGE
OPENINGS=89.73
90.00
(9
1
.
6
4
)
(91.
9
5
)
(9
2
.
0
0
)
(9
2
.
2
6
)
(92.31
)
(92
.
5
5
)
(92.
1
7
)
(9
1
.
4
1
)
(9
2
.
1
9
)
90.7
9
90.32
91.
4
5
91.48 90.55
88.9
4
(86
.
8
0
)
(86.18)
90.
2
5
91.01
90.1190.87
90
.
8
4
91.
4
2
91.13
90
.
9
1
91.2992.08
92.21
91.
2
8
91.
3
5
91.69
91.
9
7
91.76
92
.
1
7
91.66
93.
4
4
92.8
8
92
.
6
7
92.80
93.24
91.79
92.
2
0
90
.
3
5
90
.
0
4
90.56
90
.
0
4
(85.28)(86.39)
90.
8
5
90.1
5
92.93
93.1
5
93.1
5
93.6
0
92.94
92
.
7
4
93.82
92.75
91.98
92.5
9
92.6
5
92.3
6
92
.
2
7
92.
1
8
92
.
5
9
92.5
9 92
.
4
7
92
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5
9
92.19
91.37
90.9
5
90.95
91.
3
8
90.8
1
90.
4
0
89
.
6
4
89.9
0
89.8
5
89.59
89.5
3
89.7
9
89.7
9
89.2
7
89.2
8 88
.
7
9
89
.
9
5
90.1
2
90.
3
7
90.02
91.
7
9
92.
3
2
91.
9
8
92.
8
5
92.
3
2
91.
9
9
91.
6
6
AREA DRAIN
SEE SHEET AD1
AREA DRAIN
SEE SHEET AD1
AREA DRAIN
SEE SHEET AD1
90.22
90
.
2
3
90
.
7
2
90
.
2
2
90.2
3
89
.
7
2
90
.
3
3
90.3
5
89
.
1
2
89
.
8
7
89.62
5' SIDEWALK
CHASE
5' CURB
CUT
90.23
92.08
AREA DRAIN
SEE SHEET AD1
NA
N
C
Y
G
R
A
Y
A
V
E
N
U
E
BLDG 3
FFE=93.82 FFE=93.82 FFE=93.82
BLDG 4
FFE=93.26 FFE=93.26 FFE=93.26 FFE=93.26
BLDG 5
FFE=91.45
90.92
90.95
90.95
90.89
90.47
90.
6
4
90.
8
9
90
.
5
4
90
.
2
8
90
.
1
3
90.9
5
90.95
90.1
8 90
.
1
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6
91.1
9
88
.
4
9
89.56
88.4
3
86
.
1
7
(85.54)
90.55
89
.
7
8
89
.
9
1
91.10
EXTEND FOUNDATION WALL
MIN. 6" ABOVE FG
EXTEND FOUNDATION WALL
MIN. 6" ABOVE FG
EXTEND FOUNDATION WALL
MIN. 6" ABOVE FG
EX
T
E
N
D
F
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N
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A
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W
A
L
L
6"
A
B
O
V
E
F
F
E
1-6" STEP 2-6" STEPS
2-6" STEPS 92.8
8
91.4
7
93.8
2
93.82
93
.
2
6
93
.
2
6
93
.
2
6
93
.
2
6
90.
0
5
89.
8
5
89.
9
5
89.
7
2
4.
3
%
7.
5
%
5.
3
%
6.
1
%
8.
4
%
5.
8
%
2.
0
%
2.3
%
4.7%
PROPOSED
INTERIM TRAIL
RIPRAP CHANNEL
(TYPE M RIPRAP
±30' LONG x 8' WIDE)
GARAGE
OPENINGS=90.22
GARAGE
OPENINGS=90.72
GA
R
A
G
E
OP
E
N
I
N
G
S
=
8
9
.
6
2
3.2%3.2%
90
.
0
3
89.49 88.99
0.5%0.5%0.5%
2.
1
%
2.
1
%
2.
1
%
2.
1
%
2.3%2.
1
%
2.
1
%
7.9%
6.0%
14
.
5
%
10
.
3
%
8.9
%
7.
8
%
7.5%
5.2%
13
.
3
%
7.
4
%
9.
6
%
8.
3
%
6.
7
%
8.
0
%
9.
5
%
2.
1
%
2.0
%
2.1%
0.9%
2.0%
2.1%
2.0%
2.2%
2.6%
2.
1
%
2.1
%
2.
1
%
2.
1
%
91
.
3
2
91
.
7
5
91
.
9
3
(92.
6
3
)
89.51
90.17
90.
5
9
91.3
7
91.2
9
91.3
6
91.3
6
91.1
7
91.
2
890.80
91.3
6
91.2891.37
2-6" STEPS
90.3
7
91.36
90.
9
5
5.9%
24.9%
6.3%
23.1%
29.8%
2.8%
90.52
0.4%0.3%
/
//////
/
/
/
/
/
/
//////
CURB CUT = 8'
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 = 20 FEET
20 20 40 60
G3
GR
A
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Of 39 Sheets
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9.30.16
KEYMAP
LEGEND:
PROPOSED CONTOUR
EXISTING STORM SEWER
PROPOSED STORM SEWER
PROPOSED SWALE
EXISTING CONTOUR
PROPOSED OUTFLOW CURB AND GUTTER
PROPERTY BOUNDARY
PROPOSED SPOT ELEVATION
PROPOSED SLOPES
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING
NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING
ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL
UNKNOWN UNDERGROUND UTILITIES.
2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS,
UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION.
3.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE
FINISHED GRADE ELEVATIONS.
4.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS
REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM.
5.CROSSPANS ALONG PUBLIC STREETS AT THE INTERSECTION OF PRIVATE DRIVES
SHALL HAVE CONCRETE EXTENDED TO THE RIGHT-OF-WAY LINE.
6.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM; NGVD 29
(UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES.
7.TRACT A IS BEYOND THE LIMITS OF THESE PLANS. NO IMPROVEMENTS ARE
PROPOSED OUTSIDE THE LIMITS SHOWN.
8.SEE SHEETS CS1 AND CS2 FOR PROJECT BENCHMARKS AND VERTICAL DATUM.
ADD 4800-FT TO PROPOSED CONTOURS, SPOT ELEVATIONS, AND FFE LABELS,
WHERE TRUNCATED; EXCEPT IN WESTERN AREA OF SITE, WHERE ACTUAL
ELEVATIONS RANGE FROM 4900-FT TO 4910-FT.
NOTES:
PROPOSED STORM INLET
PEDESTRIAN ACCESS RAMPS
EXISTING SPOT ELEVATION
PROPOSED FIRE HYDRANT
PROPOSED ELECTRIC TRANSFORMER
PROPOSED LOT LINE
PROPOSED CONCRETE
CROSS PAN (TYP.)
EXISTING RIGHT OF WAY
PROPOSED INFLOW CURB AND GUTTER
MA
T
C
H
L
I
N
E
-
S
E
E
S
H
E
E
T
G
2
MATCHLINE - SEE SHEET G6
G1
G2G4
G3G5
G6
G7
G8
G9
2
SI
T
E
P
L
A
N
U
P
D
A
T
E
S
AG
R
3/
2
9
/
3
0
2
REVISION #2 KEY
1 REVISED CURB LOCATION AND ELEVATIONS
2 REVISED GARAGE FOOTPRINT
3 ADDED MAIL KIOSK/RELOCATED BIKE RACKS
4 REVISED CLUBHOUSE FOOTPRINT AND FLATWORK
5 REVISED 'C' BUILDING FOOTPRINT AND FLATWORK
111
1
2
5
THE
S
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R
E
C
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D
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W
I
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G
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,
P
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N
.
REC
O
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D
D
R
A
W
I
N
G
TF
TF
TF
TF
9.8%
9.2%
LU
S
I
T
A
N
O
L
A
N
E
(P
R
I
V
A
T
E
D
R
I
V
E
)
STORM DRAIN A
SEE SHEET ST1
3.
4
%
1.
5
%
1.
5
%
1.
5
%
1.5%1.5%1.5%1.5%
2.0%
1.5%1.5%1.5%1.5%
0.9%2.0%
1.9%2.0%
2.3%0.3%
0.6%
2.0%
0.5%2.0%2.0%5.4%
4.9%2.0%
2.0%
4-6" STEPS
2.0%
2.
0
%
2.
0
%
2.
0
%
0.
8
%
2.
9
%
2.
0
%
2.
0
%
2.
0
%
3.
4
%
4-6" STEPS 4-6" STEPS
95.
6
3
95.63
95.
9
3
97.38
97.
0
2
97.1
7
96
.
9
2
96.7
8
94.9
8
94.56
94
.
7
1
94
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AREA DRAIN
SEE SHEET AD1
AREA DRAIN
SEE SHEET AD1
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2' CONCRETE
CHASE
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BLDG 11
FFE=2.20
FFE=0.70
FFE=0.70
BLDG 6
FFE=99.48
FFE=99.48
FFE=98.48
FFE=98.48
BLDG 7
FFE=97.63 FFE=97.63 FFE=97.63 FFE=97.63
2-6" STEPS
2-6" STEPS
2-6" STEPS
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96.96
97.0
7
96.
8
7
96.9
3
2' CONCRETE PAN
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 = 20 FEET
20 20 40 60
G4
GR
A
D
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P
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MATCHLINE - SEE SHEET G1
Sheet
Of 39 Sheets
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9.30.16
KEYMAP
G1
G2G4
G3
LEGEND:
PROPOSED CONTOUR
EXISTING STORM SEWER
PROPOSED STORM SEWER
PROPOSED SWALE
EXISTING CONTOUR
PROPOSED OUTFLOW CURB AND GUTTER
PROPERTY BOUNDARY
PROPOSED SPOT ELEVATION
PROPOSED SLOPES
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING
NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING
ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL
UNKNOWN UNDERGROUND UTILITIES.
2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS,
UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION.
3.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE
FINISHED GRADE ELEVATIONS.
4.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS
REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM.
5.CROSSPANS ALONG PUBLIC STREETS AT THE INTERSECTION OF PRIVATE DRIVES
SHALL HAVE CONCRETE EXTENDED TO THE RIGHT-OF-WAY LINE.
6.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM; NGVD 29
(UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES.
7.TRACT A IS BEYOND THE LIMITS OF THESE PLANS. NO IMPROVEMENTS ARE
PROPOSED OUTSIDE THE LIMITS SHOWN.
8.SEE SHEETS CS1 AND CS2 FOR PROJECT BENCHMARKS AND VERTICAL DATUM.
ADD 4800-FT TO PROPOSED CONTOURS, SPOT ELEVATIONS, AND FFE LABELS,
WHERE TRUNCATED; EXCEPT IN WESTERN AREA OF SITE, WHERE ACTUAL
ELEVATIONS RANGE FROM 4900-FT TO 4910-FT.
NOTES:
PROPOSED STORM INLET
PEDESTRIAN ACCESS RAMPS
EXISTING SPOT ELEVATION
PROPOSED FIRE HYDRANT
PROPOSED ELECTRIC TRANSFORMER
PROPOSED LOT LINE
PROPOSED CONCRETE
CROSS PAN (TYP.)
EXISTING RIGHT OF WAY
PROPOSED INFLOW CURB AND GUTTER
MA
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MATCHLINE - SEE SHEET G7
G5
G6
G7
G8
G9
2
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AG
R
3/
2
9
/
3
0
2
REVISION #2 KEY
1 REVISED CURB LOCATION AND ELEVATIONS
2 REVISED GARAGE FOOTPRINT
3 ADDED MAIL KIOSK/RELOCATED BIKE RACKS
4 REVISED CLUBHOUSE FOOTPRINT AND FLATWORK
5 REVISED 'C' BUILDING FOOTPRINT AND FLATWORK
1
2
2
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(P
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1.5%
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1.5%2.9%
6.0%
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%
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%
1.5%1.5%1.5%3.
8
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%
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92.
4
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3
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CLUBHOUSE
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7
94
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5
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95
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0
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9
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9
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96.69
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5
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4
0
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5
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96
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3 94
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4
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8
95.40
95.53 97.01
97.2
6
97.4
8
93.
6
5
AREA DRAIN
SEE SHEET AD1AREA DRAIN
SEE SHEET AD1
AREA DRAIN
SEE SHEET AD2
AREA DRAIN
SEE SHEET AD2
AREA DRAIN
SEE SHEET AD2
AREA DRAIN
SEE SHEET AD1
96.
3
5
93.
6
8
95.87
96.30
96.65
96.8
9
95.
6
2
97.
2
0
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91
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91
.
7
6
92.33
92.65
95.2
1
94.5
6
94.68
91.8
1 91.
8
0 91.2
3
12" LANDSCAPE WALL
(RE: LANDSCAPE PLANS)
91
.
8
4
91.95
92.47
92
.
5
5
92.5
4
92.
5
8
93.
3
9
92.40
95.63
CUTTING HORSE DRIVE
(PRIVATE DRIVE)
BLDG 15
FFE=94.64
FFE=94.64
FFE=96.14
FFE=96.14
BLDG 13
FFE=98.06
FFE=98.06
FFE=97.56
FFE=97.56
BLDG 8
FFE=95.86 FFE=95.86 FFE=94.86 FFE=94.86
POOL
FFE=92.25
92.
0
9
92
.
0
9
92.
1
0
92.
0
8
92.
1
4
2-6" STEPS 2-6" STEPS
93
.
8
0
94.26
95
.
2
3
97.02
97.1
8
2.
0
%
95
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8
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0
%
92.70
10
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5
%
7.0
%
8.
6
%
8.
1
%
11
.
1
%
7.6
%
14.5%
8.5
%
4.3%
4.0%
4.6
%
5.9
%
3.9
%
3.8
%
3.6%
4.4%
11.2%
10
.
5
%
9.
7
%
14.2%
8.2
%5.
8
%
6.6%
9.5
%
1.2%
2.0%
1.
3
%
92
.
0
9
92
.
0
8
92.06
92.0
9
92.
0
9
1.2%
1.5%
1.3%
1.7
%
1.1%
1.5%
1.5%
13.1%
9.7
%
6.
6
%
10
.
3
%
6.
8
%
10
.
9
%
2.1%
1.9
%
2.4
%
2.2
%
2.
1
%
2.1
%
3.
0
%
2.
2
%
1.9
%
3.
0
%
1.9
%
1.9
%
1.9
%
98.2
098.0
4
97.86
98.3
1
97.8
0
98.2
0 97.
7
0
97.
5
6
96.8
8
97.6
8
97.0
7
97.5
4
92.10
92.0
2
91.7
5
92.
1
0
91.6
5
92.07
2' SIDEWALK
CULVERT
MAIL
KIOSK
92.
2
6
92.09
92
.
2
5
91.3
1
91.
8
1
91.0
1
91.5
4
92.4
7
92.
4
7
92
.
4
7
92.3
2
91.7
4
92.
4
8
92.38
91
.
2
5
91.13
91.56
5.
0
%
92.
0
8
92
.
7
7
92.
4
9
92.7192.
8
2
92.
8
2
92.9
1
93.00
8.0
%
14.
3
%
1' SIDEWALK
CHASE
3.1%
2.8%
0.9%
5.0
%
4.8
%
0.
4
%
2.
6
%
4.
8
%
4.
8
%
4.7%4.3%
0.4%
5' SIDEWALK
CURB CUT = 4'
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 = 20 FEET
20 20 40 60
G5
GR
A
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4
MATCHLINE - SEE SHEET G2
Sheet
Of 39 Sheets
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9.30.16
KEYMAP
G1
G2G4
G3
LEGEND:
PROPOSED CONTOUR
EXISTING STORM SEWER
PROPOSED STORM SEWER
PROPOSED SWALE
EXISTING CONTOUR
PROPOSED OUTFLOW CURB AND GUTTER
PROPERTY BOUNDARY
PROPOSED SPOT ELEVATION
PROPOSED SLOPES
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING
NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING
ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL
UNKNOWN UNDERGROUND UTILITIES.
2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS,
UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION.
3.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE
FINISHED GRADE ELEVATIONS.
4.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS
REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM.
5.CROSSPANS ALONG PUBLIC STREETS AT THE INTERSECTION OF PRIVATE DRIVES
SHALL HAVE CONCRETE EXTENDED TO THE RIGHT-OF-WAY LINE.
6.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM; NGVD 29
(UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES.
7.TRACT A IS BEYOND THE LIMITS OF THESE PLANS. NO IMPROVEMENTS ARE
PROPOSED OUTSIDE THE LIMITS SHOWN.
8.SEE SHEETS CS1 AND CS2 FOR PROJECT BENCHMARKS AND VERTICAL DATUM.
ADD 4800-FT TO PROPOSED CONTOURS, SPOT ELEVATIONS, AND FFE LABELS,
WHERE TRUNCATED; EXCEPT IN WESTERN AREA OF SITE, WHERE ACTUAL
ELEVATIONS RANGE FROM 4900-FT TO 4910-FT.
NOTES:
PROPOSED STORM INLET
PEDESTRIAN ACCESS RAMPS
EXISTING SPOT ELEVATION
PROPOSED FIRE HYDRANT
PROPOSED ELECTRIC TRANSFORMER
PROPOSED LOT LINE
PROPOSED CONCRETE
CROSS PAN (TYP.)
EXISTING RIGHT OF WAY
PROPOSED INFLOW CURB AND GUTTER
MA
T
C
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6
MATCHLINE - SEE SHEET G8
G5
G6
G7
G8
G9
2
SI
T
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A
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S
AG
R
3/
2
9
/
3
0
2
REVISION #2 KEY
1 REVISED CURB LOCATION AND ELEVATIONS
2 REVISED GARAGE FOOTPRINT
3 ADDED MAIL KIOSK/RELOCATED BIKE RACKS
4 REVISED CLUBHOUSE FOOTPRINT AND FLATWORK
5 REVISED 'C' BUILDING FOOTPRINT AND FLATWORK
3
4
3
3
THE
S
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REC
O
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TF
TF
TF
TF
6.5%
6.2%
NA
N
C
Y
G
R
A
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A
V
E
N
U
E
CUTTING HORSE DRIVE
(PRIVATE DRIVE)
MILES HOUSE AVENUE
(PRIVATE DRIVE)
YE
A
R
L
I
N
G
R
O
A
D
(P
R
I
V
A
T
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D
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YE
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(P
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)
N:16814.86
E:12564.55
N:16899.16
E:12481.75
3.0%
1.
0
%
2.0%1.6%1.2%1.8%
4.9%
6.0%
1.1
%
1.5
%
1.5%
6.7%0.8
%
3.3
%
1.5%
1.5%1.5%
5-5" STEPS2.
0
%
2.
0
%
2.
0
%
1.
0
%
4.
5
%
3.
5
%
3.2%
89.8
290
.
4
7
90.85
91
.
3
9
91.44
91.53
91.6
2
91.
7
9
91
.
2
5
92.16
93
.
8
3
92.6
9
93.02
90.8
2
90
.
7
8
90
.
8
0
91.0
0
93.02
93.39
91.
9
8
91.5
6
91.4
5
91.03
92
.
0
7
92.75
91.62
91.52
90.23
90
.
4
1
90
.
5
7
90.
6
790.
6
691.26
91
.
1
7
91
.
3
0
91
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4
9
91
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5
9
91
.
5
4
91.6
7
91
.
5
7
91
.
0
7
91.
2
6
91.2
5
(92.5
3
)
(92
.
4
6
)
(92.89)
(92
.
3
7
)
CLUBHOUSE
FFE=92.47
91.2
2
92.
0
0
91.88
91.
7
3
91
.
7
4
91.
8
4
92.
1
1
91.8
0
91.60
90.76
94.2
7
94.88
91.84
92
.
5
8
93
.
1
4
92.47
93.83
92
.
5
5
92.75
92
.
9
6
(92
.
1
3
)
(92
.
1
3
)
(92
.
5
6
)
(92
.
4
7
)
(92.27)91.76
92.38
91
.
1
2
92.1
0
91.56
91
.
7
5
(92.6
8
)
(93.
1
3
)
(93.9
0
)
(9
3
.
4
6
)
(93
.
4
5
)
(9
3
.
0
8
)
(93
.
0
8
)
91.
1
8
91.2
3
90
.
8
9
90.6
8
90.5
6
90.32
89.72
91
.
1
8
91
.
0
6
90
.
8
8
91
.
5
0
91.
0
9
91.5
6
91.
1
2
90.1190.87
90
.
8
4
91.
4
2
91.13
90
.
9
1
91.2992.08
91.76
92
.
1
7
91.66
93.
4
4
92.68
92.9
7
92
.
8
3
92.84
94.26
90.9
5
90.5
0
90.5
4
91.3
3
90.7
1
92.89
90.88
91.84
94.28
92.0
1
90
.
0
4
90.92
92.93
91.9892.19
92.6
9
92
.
6
9
92.23
91.4
7
92.6
9
92.8
5
92.6
9
92.6592.65
92.11
92.69
92.54
94.19
94.08
93.96
93.96
93.98
92.32
91.8191.8
1
91
.
8
1
91
.
9
7
92
.
2
7
93.
9
4
93.5
1
94.51
94.
5
1
94.58 94
.
9
4
93.51
93.51
93.78
94.0
1
95.
2
6
94.
8
3
94.
8
3
91.37
90.9
5
90.
3
7
90.02
91.
7
9
92.
3
2
91.
9
8
91.62
91.8
7
91.65
91
.
2
9
91.34
91
.
7
4
91.7
5
91.
7
6
91.1
4
(92
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0
0
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(91
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8
6
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91
.
1
4
91.
2
9
91.
3
4
91
.
7
4
91
.
6
8
91
.
7
6
91.11
91.0
8
90.8
2
(92.
6
9
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92.15
92
.
1
7
92
.
1
0
92.04
92.8
7
92.58
92.75
92
.
3
6
92.23
92.32
92.41
91.84
92.1
3
93.
8
4
90.
8
8
90.
8
5
91.87
91.80
91.86
90.8
6
91.8
8
90
.
8
7
91.8
9
93.00
90
.
3
2
90
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8
1
90
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8
0
90
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3
1
90
.
3
0
90.
8
1
90.80
90
.
3
1
93.
6
5
RAIN GARDEN E
SEE SHEET RG1
RAIN GARDEN B
SEE SHEET RG1
AREA DRAIN
SEE SHEET AD1
AREA DRAIN
SEE SHEET AD1
AREA DRAIN
SEE SHEET AD2
93.
4
7
92.
6
5
92.
1
5
AREA DRAIN
SEE SHEET AD1
91
.
6
7
92
.
2
0
92
.
1
0
91
.
6
5
92.79
90.23
91.
8
0 91.2
3 90.9
2
91.28
90
.
8
2
91.50
91
.
3
4
91.4
6
5' SIDEWALK
CULVERT
92
.
2
0
5' SIDEWALK
CHASE
92.8
1
92.5
4
92.
5
8
89
.
9
7
BLDG 16
FFE=95.01
FFE=94.01
BLDG 10
FFE=93.35 FFE=93.35
FFE=91.45
93
.
5
0
93.
9
3
94.01
93.
5
1
93.
4
3
94
.
9
2
94
.
9
2
94
.
9
3
94
.
8
4
92
.
9
3
2-6" STEPS
90.89
90.47
90.56
91.10
93.92
93.
9
2
91.45
5:1
8.9%
2.9%
9.6%
7.9%
5.5%
4-6" STEPS
91.4
7
14
.
5
%
8.
9
%
7.
8
%
8.
0
%
9.
5
%
13.9%
8.
4
%
8.
1
%
11
.
1
%
6.
6
%
2.2%
2.3%
2.5%
7.6
%
4.3%
2.1%
2.2%2.2%
2.3%
2.1
%
2.2%
2.1%
2.1%
2.1%
2.1
%
2.1
%
3.
0
%
2.
2
%
2.1
%
2.0
%
0.9%
93.35
93.35
93.35
93.35
92.8
5
92.8
5
92.
6
9
92.
5
3
92.
7
8
92.
6
8
92.
0
8
91.3
1
92.69
91.51
92
.
6
9
92.5
4
90.45
91.8
7
92.6
9 92.6
9
1.
0
%
5.8%
4.0%
15
.
3
%
5.
2
%
5.
4
%
6.
2
%
6.4%
14
.
8
%
11
.
2
%
14
.
9
%
92.5
6
93.93
94.40
91.3
7
91.2
9
91.3
6
91.3
6
91.1
7
91.
2
8
91.03
90.80
29.8%
28
.
9
%
4.3%
2.8%
91.3
1
91.
8
1
91
.
9
3
90.9
0
91.0
1
91.5
4
92
.
4
7
91.
9
3
92.08
92.0
8
91.99
92.01
92.
4
7
92.
3
6
92.2
0
91.
8
6
91.3
1
91.3
191
.
2
5
91.13
10.6
%
92
.
7
7
92.90
92.98
92.9
1
93.00
93.0514.
3
%
1' SIDEWALK
CHASE
0.4%0.08%
0.4%0.5%
0.3%
0.5%
5' SIDEWALK
CHASE
5' SIDEWALK
CULVERT
CURB CUT = 4'
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 = 20 FEET
20 20 40 60
G6
GR
A
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5
MATCHLINE - SEE SHEET G3
Sheet
Of 39 Sheets
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9.30.16
KEYMAP
G1
G2G4
G3
LEGEND:
PROPOSED CONTOUR
EXISTING STORM SEWER
PROPOSED STORM SEWER
PROPOSED SWALE
EXISTING CONTOUR
PROPOSED OUTFLOW CURB AND GUTTER
PROPERTY BOUNDARY
PROPOSED SPOT ELEVATION
PROPOSED SLOPES
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING
NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING
ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL
UNKNOWN UNDERGROUND UTILITIES.
2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS,
UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION.
3.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE
FINISHED GRADE ELEVATIONS.
4.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS
REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM.
5.CROSSPANS ALONG PUBLIC STREETS AT THE INTERSECTION OF PRIVATE DRIVES
SHALL HAVE CONCRETE EXTENDED TO THE RIGHT-OF-WAY LINE.
6.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM; NGVD 29
(UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES.
7.TRACT A IS BEYOND THE LIMITS OF THESE PLANS. NO IMPROVEMENTS ARE
PROPOSED OUTSIDE THE LIMITS SHOWN.
8.SEE SHEETS CS1 AND CS2 FOR PROJECT BENCHMARKS AND VERTICAL DATUM.
ADD 4800-FT TO PROPOSED CONTOURS, SPOT ELEVATIONS, AND FFE LABELS,
WHERE TRUNCATED; EXCEPT IN WESTERN AREA OF SITE, WHERE ACTUAL
ELEVATIONS RANGE FROM 4900-FT TO 4910-FT.
NOTES:
PROPOSED STORM INLET
PEDESTRIAN ACCESS RAMPS
EXISTING SPOT ELEVATION
PROPOSED FIRE HYDRANT
PROPOSED ELECTRIC TRANSFORMER
PROPOSED LOT LINE
PROPOSED CONCRETE
CROSS PAN (TYP.)
EXISTING RIGHT OF WAY
PROPOSED INFLOW CURB AND GUTTER
MATCHLINE - SEE SHEET G9
G5
G6
G7
G8
G9
2
SI
T
E
P
L
A
N
U
P
D
A
T
E
S
AG
R
3/
2
9
/
3
0
2
REVISION #2 KEY
1 REVISED CURB LOCATION AND ELEVATIONS
2 REVISED GARAGE FOOTPRINT
3 ADDED MAIL KIOSK/RELOCATED BIKE RACKS
4 REVISED CLUBHOUSE FOOTPRINT AND FLATWORK
5 REVISED 'C' BUILDING FOOTPRINT AND FLATWORK
4
3
1
2
5
THE
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REC
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CT
6:1
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1
2.9
%
5:
1
8:1
YEARLING ROAD
YEARLING ROAD
(PRIVATE DRIVE)
GO
O
S
E
B
E
R
R
Y
L
A
N
E
N:17213.72
E:11584.51
LANDSCAPE RETAINING WALLS
(RE: LANDSCAPE PLANS)
3.7%1.5%
1.
4
%
2.5
%
0.9%
1.
5
%
2.
2
%
0.9%2.0%2.0%
2.
0
%
2.
0
%
1.
8
%
1.
1
%
1.
4
%
2.
0
%
4-6" STEPS 4-6" STEPS
98
.
0
0
0.2
6
2.1
4
2.00
2.2
2
98.
7
1
97
.
8
6
97
.
5
4
98.
6
5
99.57
99.01
1.373.38
2.3
5
1.99
2.66
2.7
0
(2
.
8
2
)
0.48
0.3
9
98.
4
2
98
.
3
6
98.39
98.8
1
96.2
7
96.8
3
98.46
2.1
9
96.87
96.9
1
96.90
96.8
8
98.0
0
98.
5
4
98.
6
7
98.
3
2
98
.
1
2
1.9
0
1.79
0.9
0
(3.
1
2
)
2.7
8
2.3
3
2.1
5
0.641.00
98
.
9
6
97
.
1
7
96.72
96
.
6
5
(3.2
3
)
(3.38)
(3.3
1
)
(1.
8
0
)
(1.
2
4
)
0.7
1
0.36
98.3
7
97
.
7
1
96.3
8
97.7
7
98.9
7
96.9
4
96.69
0.36
(2
.
9
2
)
(4.1
6
)
(2
.
9
0
)
(4
.
7
0
)
(5
.
2
5
)
(4
.
9
0
)
(3.74
)
(3
.
8
5
)
(3
.
1
9
)
(3.2
0
)
(3.65)
(2
.
1
5
)
(2
.
4
1
)
(2
.
0
5
)
(3.0
3
)
2.47
2.80
2.02
1.6
9
96.9
0
98.37
99
.
2
6
98.
8
4
96.1397.58
0.5
9
0.72
1.69
96.6
2
96.
7
0
96.48
96.
5
0
96.47
0.96
99.1
6
98
.
8
8
98
.
4
0
98
.
4
0
98.76
99
.
4
0
99
.
4
0
99
.
5
2
99.4
0
99.
4
0
99
.
4
0
99.
4
0
99
.
4
0
99.6
9
99.4
6
98.6
8
99.1
9
98.4
0
98.0
1
97.97
98.4
0
98.4
0
97.97
1.53
1.53
0.77
1.5
31.5
3
1.6
9
1.2
3
1.2
6
99.14
98.
7
1
99.
0
1
99.
4
4
99.
4
3
0.9
4
0.5
1
0.5
0
2.31
1.8
9
3.3
9
3.8
2
3.89
2.8
7
1.8
9
99.9
8
(1.
5
1
)
98
.
5
3
99.5
4
0.54
1.30 0.69
0.2
8
96
.
5
3
96.5
8
97.3
3
97.0
9
96.9
2
99
.
9
6
99
.
7
3
99
.
9
5
1.8
5
1.4
6
1.67
1.93
6.00
3.
0
5
2.41
98.72
97
.
7
0
97.3
9
96.59
98.
0
1
98.
1
7
99.
9
4
0.2
0
2.26
8.9
2
9.04 9.8
0
5.88
8.3
8
1.4
2
3.3
4
0.3
4
5.1
8
2.
1
8
9.8
0
AREA DRAIN
SEE SHEET AD1
97.83
98.
2
0
97.5
9
96.8
1
96.2
3
97.0
7
2.8
6
0.
5
0
99.
0
4
98.
9
7
2.5
3
3.74
2' CONCRETE
CHASE
96.
5
1
2.11
1.05
98.71
98.
7
1
98.31
98.73
97
.
7
6
97
.
5
1
97.48
97.
8
0
98.
2
0 97.81
98.21
97
.
5
0
2.63
6.0
8
6.78
9.2
8
3.0
9
3.00
2.9
1
1.72
4.
4
2
5.1
2
7.62
6.5
4
4.04
99.
1
1
2.11
5.3
1
2.81
98.
4
9
9.
2
%
11
:
1
10
:
1
8:
1
3.
7
%
3.8
0
3.8
0
1.9
5
2.3
9
FFE=3.89
BLDG 23 FFE=2.39 FFE=1.01
FFE=99.51BLDG 22
FFE=99.21
BLDG 12
FFE=99.07FFE=99.07FFE=0.07FFE=0.07
FFE=2.20
2.8
9
2.3
9
1.9
8
1.8
8
2.3
3
0.0
1
99.
5
1
99.
0
1
99.
0
1
99.45
98.
1
7
98.
1
7
3-6" STEPS
6.6
%
5.
6
%
8.2
%
6.
8
%
7.0
%9.6
%
12
.
0
%
6.
1
%8.4
%7.
0
%
5.0
%
4.4
%
7.
4
%
98.
0
4
98.
0
4
99.
1
1
99
.
1
2
99.1
3
98
.
4
1
99
.
3
5
99.
4
2
99
.
4
2
99
.
0
1
99
.
0
1
99.
5
1
0.0
1
0.9
2
0.9
2
0.8
5
0.73
98.44
98.64
0.93
2.22
2.3
0
2.30
3.2
2
0.2
1
2-6" STEPS
2.2
0
2.2
0
0.0
7
0.0
7
99.57
99
.
0
7
98
.
7
3
99.
6
9
7.
4
%
6.9
%
11
.
2
%
9.0%
5.2%
6.1
%
6.2
%
5.
7
%
4.0%
9.6%
13.1%
2.2
%
2.2%
2.7%
2.6%
2.9
%
2.4%
2.8%
2.8%
3.4%
2.1
%
2.
1
%
GARAGE
OPENINGS=98.21
GARAGE
OPENINGS=97.81
GARAGE
OPENINGS=97.48
EXTEND FO
U
N
D
A
T
I
O
N
W
A
L
L
MIN. 6" ABO
V
E
F
G
EXTEND FO
U
N
D
A
T
I
O
N
W
A
L
L
MIN. 6" ABO
V
E
F
G
EXTEND FO
U
N
D
A
T
I
O
N
W
A
L
L
MIN. 6" ABO
V
E
F
G
13
.
6
%
21
.
6
%
2.1%
99.8
8
7.4
%
5.4%
5.
7
%
6.2%
5.0%8.4%
2.32
3.82
1-5" STEP 99.
0
2
0.
1
%
RAMP
98.6
3
2' SIDEWALK CHASE
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 = 20 FEET
20 20 40 60
G7
GR
A
D
I
N
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P
L
A
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MATCHLINE - SEE SHEET G4
Sheet
Of 39 Sheets
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9.30.16
KEYMAP
G1
G2G4
G3
LEGEND:
PROPOSED CONTOUR
EXISTING STORM SEWER
PROPOSED STORM SEWER
PROPOSED SWALE
EXISTING CONTOUR
PROPOSED OUTFLOW CURB AND GUTTER
PROPERTY BOUNDARY
PROPOSED SPOT ELEVATION
PROPOSED SLOPES
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING
NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING
ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL
UNKNOWN UNDERGROUND UTILITIES.
2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS,
UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION.
3.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE
FINISHED GRADE ELEVATIONS.
4.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS
REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM.
5.CROSSPANS ALONG PUBLIC STREETS AT THE INTERSECTION OF PRIVATE DRIVES
SHALL HAVE CONCRETE EXTENDED TO THE RIGHT-OF-WAY LINE.
6.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM; NGVD 29
(UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES.
7.TRACT A IS BEYOND THE LIMITS OF THESE PLANS. NO IMPROVEMENTS ARE
PROPOSED OUTSIDE THE LIMITS SHOWN.
8.SEE SHEETS CS1 AND CS2 FOR PROJECT BENCHMARKS AND VERTICAL DATUM.
ADD 4800-FT TO PROPOSED CONTOURS, SPOT ELEVATIONS, AND FFE LABELS,
WHERE TRUNCATED; EXCEPT IN WESTERN AREA OF SITE, WHERE ACTUAL
ELEVATIONS RANGE FROM 4900-FT TO 4910-FT.
NOTES:
PROPOSED STORM INLET
PEDESTRIAN ACCESS RAMPS
EXISTING SPOT ELEVATION
PROPOSED FIRE HYDRANT
PROPOSED ELECTRIC TRANSFORMER
PROPOSED LOT LINE
PROPOSED CONCRETE
CROSS PAN (TYP.)
EXISTING RIGHT OF WAY
PROPOSED INFLOW CURB AND GUTTER
MA
T
C
H
L
I
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-
S
E
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S
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G
8
G5
G6
G7
G8
G9
2
SI
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P
L
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U
P
D
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T
E
S
AG
R
3/
2
9
/
3
0
2
REVISION #2 KEY
1 REVISED CURB LOCATION AND ELEVATIONS
2 REVISED GARAGE FOOTPRINT
3 ADDED MAIL KIOSK/RELOCATED BIKE RACKS
4 REVISED CLUBHOUSE FOOTPRINT AND FLATWORK
5 REVISED 'C' BUILDING FOOTPRINT AND FLATWORK
5
5
5
THE
S
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TF
TF
TF
7:
1
4:
1
8:
1
4:
1
7:1
9.
4
%
5.
8
%
1.0%
1.0%
1.5%2.9%
1.9%
1.5%
1.
5
%
1.5
%
5.0%
4.3%
2.
0
%
4.
4
%
2.
0
%
5.
0
%
2.
0
%
2.
7
%
2.
0
%
4.
5
%
PROPOSED ± 74 LF
12" HDPE w/ (2) FES
93.40
94.5
5
94
.
4
4
94
.
4
1
94
.
2
5
94
.
0
4
93.99
95
.
8
7
96.
1
5
96
.
4
6
95
.
6
6
95.36 95.22
95
.
2
6
95
.
5
6
95
.
3
8
94
.
9
9
95
.
4
8
96.87
95.94
96
.
3
4
95
.
9
2
97
.
0
9
96
.
7
5
97.1
1
97
.
1
0
97.1
2
97
.
4
6
96.4
2
96.4
8
96.5
9
96
.
4
6
97
.
5
3
98.
7
1
97
.
8
6
97
.
5
4
96.2
7
97.
2
4
97.
3
1
93.20
92.92
93.02
93.39
96.8
3
97.2
0
96.
3
0
96.
3
4
95.
2
5
96.87
96.9
1
96.90
96.8
8
97.6
9
98.65
96
.
2
8
95
.
7
4
95
.
6
9
96.
5
5
96
.
8
5
(2.
7
6
)
96.3
1
96.7
1
98.0
9
96.3
8
98.
3
1
95
.
3
0
94
.
8
5
96.69
95
.
5
8
93.
8
2
93.
2
6
93
.
8
0
95.
8
8
95
.
5
3
96.9
2
97.98
97.16
96.3
9
96
.
1
5
96.1
1
97
.
5
8
95.34
96.
0
3
95.64
96
.
4
4
(2
.
7
1
)
96.9
0
96.13
95.19
97.6
9
94.32
96.6
2
96.47
96.
1
5
97.09
94
.
3
7
97.1
4
96.6
3
95.07
95.5
9
95.5
9
95.48
95.5
9
95
.
4
8
94.80
97
.
8
4
97
.
7
5
98
.
2
0
98.2
0
95.
7
2
95.
8
9
97.
5
4
97.
3
9
97.5
4
98
.
0
4
97
.
8
8
98.
3
2
97.3
9
97.3
9
97.5
0
97.3
9
96
.
7
5
96.
3
3
96.33
96.
4
2
96.85
97.
5
3
97.
9
6
97.
9
4
97.
8
4
97.
4
2
97.
4
2
97.
5
3
98.
4
8
97.
9
8
98.
0
3
98.
2
1
98.
6
5
98.
6
3
95.6
9
96.
0
6
97.
1
5
97.
0
2
97.
7
8
96.
2
3
97.2
6
97.4
8
97
.
7
8
96
.
6
5
95
.
4
6
95
.
8
6
97
.
3
5
96
.
5
3
96.5
8
97.3
3
97.0
9
96.9
2
98
.
0
0
97.
5
7
96
.
2
0
95
.
9
5
96.
4
6
96.
6
8
96.
2
2
97.
5
4
96.
8
7
96.
6
5
96.8
6 95.9
5
98.
1
6
93.49
93.74
94.6
2
94.37
97.57
RAIN GARDEN C
SEE SHEET RG1
RAIN GARDEN D
SEE SHEET RG1
AREA DRAIN
SEE SHEET AD1
AREA DRAIN
SEE SHEET AD1
96.3
4
97
.
8
0
96.2
3
93
.
4
0
92.79
93.10
98.5
4
97
.
7
7
96.8
4
(4.
2
4
)
97.
8
6
2' CONCRETE
CHASE
98.73
98.2
3
97
.
5
1
97
.
1
8
97.
4
8
97.48
97.
8
0
96
.
5
7
96.
3
3
CONTRACTOR TO
ENSURE THAT ALL FES
ARE BURIED PRIOR TO
LANDSCAPE INSTALLATION
94
.
0
3
93.7
5
4' CURB CUT
4' CURB CUT
97
.
4
5
2.81
3.55
2.55
2.0
2
99.02
2.0
0
99
.
5
2
8:
1
1.8
0
0.3
0
99
.
2
3
98
.
1
6
96.
8
4
8:
1
3.
7
%
6:
1
6.2%
5:
1
3:
1
4:
1
97
.
5
9
97
.
3
7
97.9
1
97.2
7
BLDG 21
BLDG 20
BLDG 19
BLDG 18
FFE=99.21
FFE=98.71
FFE=98.53
FFE=98.03
FFE=97.92
FFE=96.92
FFE=96.83
FFE=96.14
BLDG 14
FFE=98.20FFE=98.70
98.
1
7
98.
1
7 98
.
1
7
98
.
1
2
97.
4
5
97
.
5
3 97.5
3
97.4
5
96.
9
2
96.
8
4
97.42
96.
4
2
96.
3
4
95.75
95.83
95.33
95.25
5.0
%
7.5
%
5.6
%
5.8
%
6.4
%
8.7
%
9.3
%
9.
9
%
8.
2
%
7.
5
%
7.
4
%
5.
9
%
8.2
%
7.
0
%
6.6
%
5.
6
%
9:1
4:1
5:1
10
:
1
8:1
5:1
8.1
%
95.
6
4
95.
9
2
96.
7
4
96.
7
4
96.
6
6
96.76
96.46
95.86
96
.
2
6
96.7
6
96.8
3
96.8
3
96.
4
2
96.4
2
96.8
4
96.9
2
97.8
3
97.8
3
97.
7
6
97.
8
5
97.3
5
97.5
3
97
.
5
2
97.5
3
98.4
498.4
498.3
6
96.9
2
97.
9
4
98.4
5
5.
8
%
98.
6
2
98.6
2
98.
0
4
98.
0
4
98.
0
4
99.
1
1
99
.
1
2
97.
5
6
6.8%
99.02
97
.
3
7
0.8
8
98.
7
0
98.
7
0
98.
2
0
98.
2
0
96.
1
4
4.0%
7.9%
5.4
%
4.6
%
5.9
%
2.6%
2.3%
5.5
%
5.
3
%
7.8
%
10
.
4
%
7.
2
%
5.5%
3.9
%
3.
8
%
2.4
%
2.4%
2.3%
2.
4
%
2.
4
%
2.4
%
2.3%
2.1
%
2.1
%
2.
1
%
2.
1
%
2.1
%
GARAGE
OPENINGS=97.81
GARAGE
OPENINGS=97.48
EXTEND FO
U
N
D
A
T
I
O
N
W
A
L
L
MIN. 6" ABO
V
E
F
G
EXTEND FO
U
N
D
A
T
I
O
N
W
A
L
L
MIN. 6" ABO
V
E
F
G
97.7
5
97
.
1
5
97.2
6
97
.
8
6
3.6
%
2.3
%
21
.
6
%
1.0%
2.0%
2.
2
%
2.2%
2.1%
94.5
4
FFE=98.20FFE=98.70
97.1
2
97
.
7
0
97
.
0
0
98.
0
4
4.7%
97.
9
5
98.
0
4
98
.
0
4
97.
9
5
98.2
098.0
4
97.86
98.3
1
97.8
0
98.2
0 97.
7
0
97.
5
6
96.8
8
97.6
8
97.0
7
97
.
3
9
97.5
4
21.4%
97
.
0
7
96.7
7
97.
9
5
0.
1
%
RAMP
98.6
3
2' SIDEWALK CHASE
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 = 20 FEET
20 20 40 60
G8
GR
A
D
I
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P
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MA
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G
7
MATCHLINE - SEE SHEET G5
Sheet
Of 39 Sheets
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9.30.16
KEYMAP
G1
G2G4
G3
LEGEND:
PROPOSED CONTOUR
EXISTING STORM SEWER
PROPOSED STORM SEWER
PROPOSED SWALE
EXISTING CONTOUR
PROPOSED OUTFLOW CURB AND GUTTER
PROPERTY BOUNDARY
PROPOSED SPOT ELEVATION
PROPOSED SLOPES
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING
NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING
ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL
UNKNOWN UNDERGROUND UTILITIES.
2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS,
UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION.
3.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE
FINISHED GRADE ELEVATIONS.
4.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS
REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM.
5.CROSSPANS ALONG PUBLIC STREETS AT THE INTERSECTION OF PRIVATE DRIVES
SHALL HAVE CONCRETE EXTENDED TO THE RIGHT-OF-WAY LINE.
6.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM; NGVD 29
(UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES.
7.TRACT A IS BEYOND THE LIMITS OF THESE PLANS. NO IMPROVEMENTS ARE
PROPOSED OUTSIDE THE LIMITS SHOWN.
8.SEE SHEETS CS1 AND CS2 FOR PROJECT BENCHMARKS AND VERTICAL DATUM.
ADD 4800-FT TO PROPOSED CONTOURS, SPOT ELEVATIONS, AND FFE LABELS,
WHERE TRUNCATED; EXCEPT IN WESTERN AREA OF SITE, WHERE ACTUAL
ELEVATIONS RANGE FROM 4900-FT TO 4910-FT.
NOTES:
PROPOSED STORM INLET
PEDESTRIAN ACCESS RAMPS
EXISTING SPOT ELEVATION
PROPOSED FIRE HYDRANT
PROPOSED ELECTRIC TRANSFORMER
PROPOSED LOT LINE
PROPOSED CONCRETE
CROSS PAN (TYP.)
EXISTING RIGHT OF WAY
PROPOSED INFLOW CURB AND GUTTER
MA
T
C
H
L
I
N
E
-
S
E
E
S
H
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T
G
9
G5
G6
G7
G8
G9
2
SI
T
E
P
L
A
N
U
P
D
A
T
E
S
AG
R
3/
2
9
/
3
0
2
REVISION #2 KEY
1 REVISED CURB LOCATION AND ELEVATIONS
2 REVISED GARAGE FOOTPRINT
3 ADDED MAIL KIOSK/RELOCATED BIKE RACKS
4 REVISED CLUBHOUSE FOOTPRINT AND FLATWORK
5 REVISED 'C' BUILDING FOOTPRINT AND FLATWORK
5
5
5
5
1
1
THE
S
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REC
O
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D
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R
A
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TF
4:1
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%
5:1
BUCKING
HORSE-
FILING THREE
YE
A
R
L
I
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G
R
O
A
D
(P
R
I
V
A
T
E
D
R
I
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)
EXISTING 18" RCP
(2) - EXISTING 18" RCP
EXISTING 24" RCP
NAN
C
Y
G
R
A
Y
A
V
E
N
U
E
0.8
%
1.0%
1.0%
PROPOSED ± 38 LF
12" HDPE w/ (2) FES
PROPOSED 18" RCP FES
93.40
94.
1
2 94.09
94.1
4
94.44
94
.
5
6
94.9
3
94.5
5
94
.
4
4
94
.
4
1
94
.
2
5
94
.
0
4
93.99
95
.
3
8
94
.
9
9
93.20
92.92
93.02
93.39
(94.48)
94
.
8
5
95
.
4
6
94.2
7
94.88
94
.
2
8
94.05
93.83
93.
8
2
94.06
93.62
94.08
90.43
94.51
94.
5
1
94.58 94
.
9
4
94.0
1
95.
2
6
94.
8
3
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8
3
95.
3
3
95.33
95.
3
3
95.33 95
.
7
6
95.
3
3
96
.
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5
96.33
91.71
93
.
2
2
93.49
93.74
94
.
0
7
94
.
2
6
94.37
95.1
6
93.
9
2
93.58
(94
.
9
6
)
RAIN GARDEN D
SEE SHEET RG1
92.79
93.10
95.
7
5
95.
1
6
CONTRACTOR TO
ENSURE THAT ALL FES
ARE BURIED PRIOR TO
LANDSCAPE INSTALLATION
94
.
0
3
93.7
54' CURB CUT
BLDG 18
BLDG 17
FFE=96.83
FFE=95.83
FFE=95.83
FFE=95.33
FFE=95.01
95.75
95.83
95.33
95.25
95.78
94.75
94.83
94.8
3
94.7
8
94
.
9
2
94
.
9
2
94
.
9
3
94
.
8
4
95.
2
4
95.
2
4
95.25
94.
8
3
94.
8
3
94.
8
3
94.
8
3
95.
7
4
95.
7
4
95.75
95.
6
6
95.02
90.81
91.13
91.45
94.66
94.7
4
94.
3
7
95.76
95.6
7
95.
7
4
95
.
7
4
3:1
6:1
5:1
12.0%
6:1
8.0%
6.6%
4.6
%
5.0
%
7.5
%
1.2%
8:1
9:1
4:1
8.1
%
95.
3
3
95.
3
3
95.
6
4
95.
9
2
96.
7
4
96.
7
4
96.
6
6
2.2%
2.2%
2.2
%
93.9
2
94.5
4
94.40
93.74
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 = 20 FEET
20 20 40 60
G9
GR
A
D
I
N
G
P
L
A
N
MA
T
C
H
L
I
N
E
-
S
E
E
S
H
E
E
T
G
8
MATCHLINE - SEE SHEET G6
Sheet
Of 39 Sheets
DR
A
W
I
N
G
F
I
L
E
N
A
M
E
:
C
:
\
U
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e
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s
\
f
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d
\
a
p
p
d
a
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a
\
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\
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\
A
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P
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h
_
3
5
4
8
\
6
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0
0
4
_
G
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A
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B
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d
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L
A
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b
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,
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B
H
l
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o
.
g
i
f
9.30.16
KEYMAP
G1
G2G4
G3
LEGEND:
PROPOSED CONTOUR
EXISTING STORM SEWER
PROPOSED STORM SEWER
PROPOSED SWALE
EXISTING CONTOUR
PROPOSED OUTFLOW CURB AND GUTTER
PROPERTY BOUNDARY
PROPOSED SPOT ELEVATION
PROPOSED SLOPES
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING
NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING
ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL
UNKNOWN UNDERGROUND UTILITIES.
2.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS,
UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION.
3.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE
FINISHED GRADE ELEVATIONS.
4.THE TOP OF FOUNDATION ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS
REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM.
5.CROSSPANS ALONG PUBLIC STREETS AT THE INTERSECTION OF PRIVATE DRIVES
SHALL HAVE CONCRETE EXTENDED TO THE RIGHT-OF-WAY LINE.
6.ALL PROJECT DATA IS ON THE CITY OF FORT COLLINS VERTICAL DATUM; NGVD 29
(UNADJUSTED). SEE COVER SHEET FOR BENCHMARK REFERENCES.
7.TRACT A IS BEYOND THE LIMITS OF THESE PLANS. NO IMPROVEMENTS ARE
PROPOSED OUTSIDE THE LIMITS SHOWN.
8.SEE SHEETS CS1 AND CS2 FOR PROJECT BENCHMARKS AND VERTICAL DATUM.
ADD 4800-FT TO PROPOSED CONTOURS, SPOT ELEVATIONS, AND FFE LABELS,
WHERE TRUNCATED; EXCEPT IN WESTERN AREA OF SITE, WHERE ACTUAL
ELEVATIONS RANGE FROM 4900-FT TO 4910-FT.
NOTES:
PROPOSED STORM INLET
PEDESTRIAN ACCESS RAMPS
EXISTING SPOT ELEVATION
PROPOSED FIRE HYDRANT
PROPOSED ELECTRIC TRANSFORMER
PROPOSED LOT LINE
PROPOSED CONCRETE
CROSS PAN (TYP.)
EXISTING RIGHT OF WAY
PROPOSED INFLOW CURB AND GUTTER
G5
G6
G7
G8
G9
2
SI
T
E
P
L
A
N
U
P
D
A
T
E
S
AG
R
3/
2
9
/
3
0
2
REVISION #2 KEY
1 REVISED CURB LOCATION AND ELEVATIONS
2 REVISED GARAGE FOOTPRINT
3 ADDED MAIL KIOSK/RELOCATED BIKE RACKS
4 REVISED CLUBHOUSE FOOTPRINT AND FLATWORK
5 REVISED 'C' BUILDING FOOTPRINT AND FLATWORK
5
5
5
THE
S
E
R
E
C
O
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D
D
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A
W
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93.20
94.
9
8
PROPOSED 5'
SIDEWALK CULVERT
RG BASIN B5
INV.=4890.36
FG=4892.56
64.
6
3
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P
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D
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INLET B4
INV.=4890.10
FG=4894.72
STORM DRAIN B
SEE SHEET ST2
92.
0
0
92.0093.00
92.
0
0
93.
5
3
95
.
1
1
95.
5
1
94.32
93
.
0
9
93.0
6
93.1
1
93.14
93
.
0
0
93.00
UD EM
BLD
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4
YEARL
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R
O
A
D
(PRIV
A
T
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D
R
I
V
E
)
AREA DRAIN
SEE SHEET AD1
RG BASIN C4-9.1 (S)
INV.=4892.16
FG=4895.08
AD TEE C4-9 (S)
INV.=4891.93
FG=4896.82
95.6
5
94.68
94.6
8
95.67
94.67
95.68
95.65
94.65
PROPOSED
4' CURB CUT
95.66
28.98 LF
6" PERF. HDPE
@ 0.50%
UD
EM
FDCBLDG 15
YEARLING ROAD
(PRIVATE DRIVE)
94.30
AREA DRAIN
SEE SHEET AD1
93.1
7
92.16
92.1
8
93.
1
6
93.17
92.1792.18
93.16
RG TEE C4-7.1A (S)
INV.=4890.48
FG=4893.11
11.56 LF
6" PERF. HDPE
@ 0.50%
15.79 LF
6" PERF. HDPE
@ 0.50%
12.66 LF
6" PERF. HDPE
@ 0.50%
RG TEE C4-7.2 (S)
INV.=4890.49
FG=4892.81
AD TEE C4-7 (S)
INV.=4890.26
FG=4894.29
RG TEE C4-7.1 (S)
INV.=4890.43
FG=4892.31
93.18
PROPOSED 4'
CURB CUT
UD
UD
EM
GM
BLD
G
16
MILE
S
H
O
U
S
E
AVE
N
U
E
(PR
I
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A
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D
R
I
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)
90.8
5
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R
L
I
N
G
R
O
A
D
(PR
I
V
A
T
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D
R
I
V
E
)
PROPOSED 5'
SIDEWALK CULVERT
STORM DRAIN C
SEE SHEET ST2
INLET C7
INV.=4888.43
FG=4891.65
18.48 LF
6" PERF. HDPE
@ 0.50%
RG TEE C8
INV.=4888.52
FG=4890.85
11.00 LF
6" PERF. HDPE
@ 0.50%42.24 LF
6" PERF. HDPE
@ 0.50%
RG BASIN C9
INV.=4888.73
FG=4891.40
RG BASIN C8-1
INV.=4888.57
FG=4891.33
92.
1
8
92.3
8 90.87
91
.
8
8
91.86
90.8
6
90.85
91.87
91
.
8
6
PROPOSED 5'
SIDEWALK CHASE
91.
2
5
91.37
91
.
5
1
91.
3
5
92.4
4
92
.
3
5
92.29
92.18
UD
TF
EM
GM
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FD
C
TF
YE
A
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(P
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I
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(PR
I
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A
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DRI
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)
BLD
G
1
0
CLU
B
H
O
U
S
E
PROPOSED 5'
SIDEWALK CHASE
AD CROSS C4-1
INV.=4888.09
FG=4890.05
34.71 LF
6" PERF. HDPE
@ 0.50%17.23 LF
6" PERF. HDPE
@ 0.50%
RG BASIN C4-1.1
INV.=4888.64
FG=4890.29
RG BASIN C4-1.1A
INV.=4888.55
FG=4890.28
STORM DRAIN C
SEE SHEET ST2
AREA DRAIN
SEE SHEET AD2
AREA DRAIN
SEE SHEET AD2
91.6
6
90.81
90.
7
8
90.05
90.0
7
90
.
0
7
90.8090.78
90
.
0
5
90.8
1
90.07
90.05
90
.
8
0
PROPOSED 4'
CURB CUT
91.03
90
.
7
3
90.6990.79
90
.
7
5
90.8
4
90
.
8
0
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9.30.16
RG1
RA
I
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G
A
R
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N
D
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T
A
I
L
S
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
LEGEND:
PROPOSED UNDERDRAIN
PROPOSED STORM
UD
PROPOSED FINISHED GRADE SPOT ELEVATION 33.43
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 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.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF BASINS AND FITTINGS.
4.CONTRACTOR SHALL BE RESPONSIBLE FOR ANY NECESSARY FIELD LOCATES AND
POTHOLING OF SUBSURFACE UTILITIES. ENGINEER AND CITY SHALL BE NOTIFIED OF
ANY POTENTIAL CONFLICTS.
5.CONTRACTOR SHALL COORDINATE ANY NECESSARY TELEPHONE, CABLE AND
ELECTRIC LOWERINGS (OR RE-ROUTING) WITH THE RESPECTIVE UTILITY PROVIDERS
TO FACILITATE THE INSTALLATION OF THE PROPOSED UNDERDRAINS AND RAIN
GARDEN SOIL SECTIONS.
6.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE
FINISHED GRADE ELEVATIONS.
7.REFER TO RAIN GARDEN DETAILS FOR ADDITIONAL INFORMATION.
8.REFER TO LANDSCAPE PLANS FOR ADDITIONAL INFORMATION.
KEYMAP
NORTH
( IN FEET )
0
1 INCH = 20 FEET
20 20 40 60
RAIN GARDEN A RAIN GARDEN B
RAIN GARDEN ERAIN GARDEN D
RAIN GARDEN C
RAIN GARDEN A
RAIN GARDEN B
RAIN GARDEN C
RAIN GARDEN D
RAIN GARDEN E
REFER TO THE LANDSCAPE
PLANS FOR PLANTING WITHIN
THE BIO-RETENTION AREA
12" (9" MIN.) BIO-RETENTION
SAND MEDIA
6" PERFORATED
HDPE UNDERDRAIN
NOTES:
1.REFER TO THE BIORETENTION SAND MEDIA SPECIFICATIONS FOR MORE
INFORMATION ON THE SOIL MIX.
2.BIORETENTION SAND MEDIA SHALL BE PROVIDED BY HAGEMAN EARTH
CYCLE OR APPROVED EQUAL.
3.THE SOIL SECTION AS SHOWN ON THIS DETAIL SHALL BE PLACED IN ALL
RAIN GARDEN LOCATIONS.
MIN. 10" GRAVEL LAYER
MEETING CDOT #4
COARSE AGGREGATE
SPECIFICATION.
6" (4" MIN.) PEA GRAVEL
TYPICAL RAIN GARDEN SECTION
REFER TO THE LANDSCAPE
PLANS FOR PLANTING WITHIN
THE BIO-RETENTION AREA BIO-RETENTION
SAND MEDIA
6" PERFORATED
HDPE UNDERDRAIN
GRAVEL LAYER
PEA GRAVEL
BIORETENTION SOIL LAYERING (RAIN GARDEN)
CDOT CLASS B GEOTEXTILE
SEPARATOR FABRIC
(TYPICAL SIDES & 24" MIN. BOTTOM)
CITY OF FORT COLLINS
BIORETENTION SAND MEDIA SPECIFICATION
PART 1 - GENERAL
A.Bioretention Sand Media (BSM) shall be uniformly mixed,
uncompacted, free of stones, stumps, roots, or other similar objects
larger than two inches. No other materials or substances shall be
mixed or dumped within the bioretention area that may be harmful to
plant growth or prove a hindrance to the facility's function and
maintenance.
B.BSM shall be free of plant or seed material of non-native, invasive
species, or weeds.
C.Fully mixed BSM shall be tested prior to installation and meet the
following criteria:
1.P-Index of less than 30
2.pH of 5.5-6.5. Should pH fall outside of the acceptable range, it
may be modified with lime (to raise) or iron sulfate plus sulfur (to
lower). The lime or iron sulfate must be mixed uniformly into the
BSM prior to use in the bioretention facility.
3.Cation Exchange Capacity (CEC) greater than 10
4.Phosphorous (Phosphate, P2O5) not to exceed 69 ppm
5.BSM that fails to meet the minimum requirements shall be replaced
at the Contractor's expense.
D.BSM shall be delivered fully mixed in a drum mixer. Onsite mixing of
piles will not be allowed. Mixing of the BSM to a homogeneous
consistency shall be done to the satisfaction of the Owner.
PART 2 - SOIL MATERIALS
A.Sand
1.BSM shall consist of 60-70% sand by volume meeting ASTM C-33.
B.Shredded Paper
1.BSM shall consist of 5-10% shredded paper by volume.
2.Shredded paper shall be loosely packed, approximate bulk density
of 50-100 lbs/CY.
3.Shredded paper shall consist of loose leaf paper, not shredded
phone books, and shall be thoroughly and mechanically mixed to
prevent clumping.
C.Topsoil
1.BSM shall consist of 5-10% topsoil by volume.
2.Topsoil shall be classified as sandy loam, loamy sand, or loam per
USDA textural triangle with less than 5% clay material.
3.Onsite, native material shall not be used as topsoil.
4.Textural analysis shall be performed on topsoil, preferably at its
source, prior to including topsoil in the mix. Topsoil shall be free of
subsoil, debris, weeds, foreign matter, and any other material
deleterious to plant health.
5.Topsoil shall have a pH range of 5.5 to 7.5 and moisture content
between 25-55%.
6.Contractor shall certify that topsoil meets these specifications.
D.Leaf Compost
1.BSM shall consist of 10-20% leaf compost by volume.
2.Leaf compost shall consist of Class 1 organic leaf compost
consisting of aged leaf mulch resulting from biological degradation
and transformation of plant-derived materials under controlled
conditions designed to promote aerobic decomposition.
3.The material shall be well composted, free of viable weed seeds
and contain material of a generally humus nature capable of
sustaining growth of vegetation, with no materials toxic to plant
growth.
4.Compost shall be provided by a local US Composting Council Seal
of Testing Assurance (STA) member. A copy of the provider's
most recent independent STA test report shall be submitted to and
approved by the Owner prior to delivery of BSM to the project site.
5.Compost material shall also meet the following criteria:
a.100 percent of the material shall pass through a 1/2 inch
screen
b.PH of the material shall be between 6.0 and 8.4
c.Moisture content shall be between 35 and 50 percent
d.Maturity greater than 80 percent (maturity indicator expressed
as percentage of germination/vigor, 80+/80+)
e.Maturity indicator expressed as Carbon to Nitrogen ration < 12
f.Maturity indicator expressed as AmmoniaN/NitrateN Ratio <4
g.Minimum organic matter shall be 40 percent dry weight basis
h.Soluble salt content shall be no greater than 5500 parts per
million or 0-5 mmhos/cm
i.Phosphorus content shall be no greater than 325 parts per
million
j.Heavy metals (trace) shall not exceed 0.5 parts per million
k.Chemical contaminants: meet or exceed US EPA Class A
standard, 40 CFR 503.13, Tables 1 & 3 levels
l.Pathogens: meet or exceed US EPA Class A standard, 40
CFR 503.32(a) levels
PART 3 - EXECUTION
A.General
1.Refer to project specifications for excavation requirements.
B.Placement Method
1.BSM material shall be spread evenly in horizontal layers.
2.Thickness of loose material in each layer shall not exceed
9-inches.
3.Compaction of BSM material is not required.
BIORETENTION SAND MEDIA SPECIFICATIONS
RAIN GARDEN BASIN
12" - 30" DRAIN
BASIN
12" - 30" INLINE
DRAIN
NON TRAFFIC INSTALLATION
BACKFILL MATERIAL BELOW AND TO
SIDES OF STRUCTURE SHALL BE NATIVE SOIL
AND BE PLACED UNIFORMLY IN 12" LIFTS AND
COMPACTED TO A MIN OF 90%
REV B7001-110-111DWG NO.1 OF 1SHEET1:25SCALEDWG SIZE A
3130 VERONA AVE
BUFORD, GA 30518
PHN (770) 932-2443
FAX (770) 932-2490
www.nyloplast-us.com
12 IN - 30 IN DB & ID NON TRAFFIC INSTALLATION
TITLE
PROJECT NO./NAME
MATERIAL
DATE
APPD BY
9-30-99DATE
CJADRAWN BYTHIS PRINT DISCLOSES SUBJECT MATTER IN WHICH
NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT
OR POSSESSION OF THIS PRINT DOES NOT CONFER,
TRANSFER, OR LICENSE THE USE OF THE DESIGN OR
TECHNICAL INFORMATION SHOWN HEREIN
REPRODUCTION OF THIS PRINT OR ANY INFORMATION
CONTAINED HEREIN, OR MANUFACTURE OF ANY
ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS
IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN
PERMISSION FROM NYLOPLAST.
9-30-99
CJA
NOTE:
1.ALL DRAINS SHALL INCLUDE SUMP INSERT
REV B7001-110-206DWG NO.1 OF 1SHEET1:8SCALEDWG SIZE A
3130 VERONA AVE
BUFORD, GA 30518
PHN (770) 932-2443
FAX (770) 932-2490
www.nyloplast-us.com
12 IN DOME GRATE ASSEMBLY
TITLE
PROJECT NO./NAME
MATERIAL
DATE
APPD BY
3-6-06DATE
EBCDRAWN BYTHIS PRINT DISCLOSES SUBJECT MATTER IN WHICH
NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT
OR POSSESSION OF THIS PRINT DOES NOT CONFER,
TRANSFER, OR LICENSE THE USE OF THE DESIGN OR
TECHNICAL INFORMATION SHOWN HEREIN
REPRODUCTION OF THIS PRINT OR ANY INFORMATION
CONTAINED HEREIN, OR MANUFACTURE OF ANY
ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS
IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN
PERMISSION FROM NYLOPLAST.
3-6-06
CJA
8" DOME: PART #7001-110-197
10" DOME: PART #7001-110-201
12" DOME: PART #7001-110-206
15" DOME: PART #7001-110-211
QUALITY: MATERIAL SHALL CONFORM TO ASTM A536 GRADE 70-50-05
PAINT: CASTINGS ARE FURNISHED WITH A BLACK PAINT
LOCKING DEVICE AVAILABLE UPON REQUEST SEE DRAWING NO.
7001-110-229
DUCTILE IRON
D
U
C
T
I
L
E
I
RON-DO NOT P O L L U T DRAINS
TO
WAT
E
R
W
A
Y
S
E
NYLOPLAST
2.47
5.00
.93
TYPICAL DOME GRATE ASSEMBLY
4
1
4
1
PROPOSED OUTFALL CURB & GUTTER
PROPOSED INFLOW CURB & GUTTER
PROPOSED RAIN GARDEN
THE
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0.
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%
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BASIN B3 (FLAT TOP)
INV. IN=4889.97 (SW)
INV. OUT=4889.97 (NE)
INV. OUT=4889.97 (SE)
FG=4894.40
BASIN B2
INV. IN=4889.92 (SW)
INV. IN=4889.92 (SE)
INV. OUT=4889.92 (NE)
FG=4894.14
STORM DRAIN B
SEE SHEET ST2
VAULT 1
(SC-740 VAULTS)
12.63 LF 24" RCP @ 0.40%
89.6
4
SG
89
.
7
0
SG
93.5
6
94.1
5
94.4
6
93
.
8
8
EXISTING 10"
SANITARY SEWER
110.23 LF 6" PERF. HD
P
E
@
0
.
2
0
%
BASIN B2-1
INV. OUT=4890.14 (NW)
FG=4893.59
89.4
7
SG
89
.
4
1
SG
VAULT 2:
(SC-310 VAULTS)
87.4
2
SG
86.6
1
SG
87.4
8
SG
91
.
0
8
90
.
1
8
91
.
0
5
AD INLET C1-4
INV. OUT=4887.97 (SE)
FG=4890.91
AD CONNECTION C1-3
INV. IN=4887.93 (NW)
FG=4890.87
8.10 LF 12" PVC @ 0.50%
8"
P
V
C
W
A
T
E
R
STORM DRAIN C
SEE SHEET ST2
0.5%
0.5%
0.
5
%
0.
5
%
90.2
1
86.5
5
SG
BASIN C1-1
INV. OUT=4887.92 (SE)
FG=4891.07
179.61 LF 6" PERF. HD
P
E
@
0
.
5
0
%
BASIN C1
INV. IN=4887.02 (SW)
INV. IN=4887.02 (NW)
INV. OUT=4887.02 (NE)
FG=4890.17
AD INLET C1-1
INV. IN=4887.09 (NW)
FG=4890.03
AD CONNECTION C1-2
INV. OUT=4887.11 (SE)
FG=4890.04
3.37 LF 12" PVC @ 0.50%
UD
UD
UD
TF
VAULT 4:
(SC-310 VAULTS)
88.06
SG
87.6
9SG
87.65
SG
88.0
2
SG
91.72
91.8
8
91.19
91.3
4
AD BASIN C4-2
INV. IN=4888.14 (NW)
INV. IN=4888.14 (NE)
INV. OUT=4888.14 (SE)
FG=4891.13
AD TEE C4-3
INV. IN=4888.45 (NW)
INV. IN=4888.74 (SW)
INV. OUT=4888.45 (SE)
FG=4891.57
AD CROSS C4-1
INV. IN=4888.09 (NW)
INV. IN=4888.46 (NE)
INV. IN=4888.46 (SW)
INV. OUT=4888.09 (SE)
FG=4890.05
87.94 LF 15" RCP @ 0
.
3
5
%
15.32 LF
15" RCP
@ 0.35%
23.50 LF 15" RCP @ 0
.
3
5
%
AREA DRAIN
SEE SHEET AD2
RAIN GARDEN B
SEE SHEET RG1
0.3%
0.
5
%
0.
5
%
AD BASIN C4-3A
INV. IN=4888.50 (NW)
INV. OUT=4888.50 (SE)
INV. OUT=4888.50 (NE)
FG=4891.65
14.42 LF
15" RCP
@ 0.35%
10.42 LF 6" PERF. HDPE @ 0.50%
AD BASIN C4-2.1
INV. OUT=4888.20 (SW)
FG=4891.32
SS
SS
SS
SS
SS
TF
CUTT
I
N
G
H
O
R
S
E
D
R
I
V
E
(PRIV
A
T
E
D
R
I
V
E
)
VAULT 3:
(SC-310 VAULTS)
86.2
8
SG
86.3
2
SG
85.75
SG
85.7
1
SG
90
.
2
2
89.3
7
89.
3
6
90.2
9
0.
5
%
0.3%
0.3%
0.
5
%
BASIN D1
INV. IN=4886.20 (SW)
INV. IN=4886.20 (SE)
INV. OUT=4886.20 (NE)
FG=4889.44
75.81 LF
18" RCP
@ 0.35%
CONNECTION D2
INV. IN=4886.47 (SW)
INV. IN=4886.89 (NW)
INV. OUT=4886.47 (NE)
FG=4889.90
83.56 LF
18" RCP
@ 0.35%
BASIN D3
INV. IN=4886.76 (SW)
INV. IN=4886.76 (NW)
INV. OUT=4886.76 (NE)
INV. OUT=4886.76 (SE)
FG=4890.28
STORM DRAIN D
SEE SHEET ST3
AREA DRAIN
SEE SHEET AD1
AREA DRAIN
SEE SHEET AD1
AD TEE D2
INV. IN=4886.50 (SE)
FG=4889.91
26.92 LF
12" PVC
@ 0.50%
AD BASIN D2.1
INV. OUT=4886.63 (NW)
FG=4889.78
EXISTING 12"
SANITARY SEWER
8"
P
V
C
W
A
T
E
R
AREA DRAIN
SEE SHEET AD1
9.83 LF 6" PERF. HDPE @ 0.50%
BASIN D1-1
INV. OUT=4886.25 (NW)
FG=4889.35
LEGEND:
PROPOSED SUBGRADE SPOT ELEVATION 33.43
PROPOSED SUBGRADE SLOPES
NOTES:
2.0%
EXISTING SPOT ELEVATION
PROPOSED SUBDRAIN
PROPOSED PVC STORM
UD
PROPOSED FINISHED GRADE SPOT ELEVATION 33.43
(33.43
)
SUB
SG1
SU
B
G
R
A
D
E
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
1.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS,
UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION.
2.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW
CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL
UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL UNKNOWN
UNDERGROUND UTILITIES.
3.ALL SPOTS SHOWN ARE FISHED GRADE ELEVATIONS UNLESS OTHERWISE NOTED.
4.CONTRACTOR SHALL NOTIFY THE DESIGN ENGINEER AND THE CITY OF FORT
COLLINS STORMWATER UTILITY A MINIMUM OF ONE WEEK IN ADVANCE SO AS TO
ALLOW FOR FIELD OBSERVATION AND DOCUMENTATION OF THE FOLLOWING
SYSTEM ITEMS IN THE SUBGRADE AREA:
- SUBGRADE
- INSTALLATION OF GEOTEXTILE FABRIC
- INSTALLATION OF UNDERDRAIN
- PLACEMENT AND COMPACTION OF SUB-BASE MATERIAL
- PLACEMENT AND COMPACTION OF BASE MATERIAL
- PLACEMENT OF SETTING BED
5.SUBGRADE AREAS ARE TO BE FIELD SURVEYED BY A LICENSED PROFESSIONAL.
THE DESIGN ENGINEER MUST CONFIRM THE SUBGRADE ELEVATIONS AND
DIMENSIONS PRIOR TO PLACEMENT OF GEOTEXTILE FABRIC, SUB-BASE, OR ANY
OTHER MATERIAL.
6.THE CONTRACTOR SHOULD PROVIDE SLACK IN GEOTEXTILE FABRIC TO ENSURE
PROPER INSTALLATION AND AGGREGATE PLACEMENT WITHOUT DAMAGE. PROVIDE
SUFFICIENT SLACK SO THE FABRIC IS NOT TORN WHEN ROCK IS PLACED. IF TEARS
ARE SEEN OR DISCOVERED, REPAIR THEM AS RECOMMENDED BY MANUFACTURER
WITH NO LESS THAN 18 INCHES OF OVERLAP ON ALL SIDES OF THE TEAR.
7.THE CONTRACTOR SHALL, AT ALL TIMES DURING AND AFTER SYSTEM INSTALLATION,
PREVENT SEDIMENT, DEBRIS, AND DIRT FROM ANY SOURCE FROM ENTERING THE
VAULT SYSTEM.
8.SEE DETAIL SHEETS AND PLANS BY ADS FOR ADDITIONAL DESIGN INFORMATION.
9.CONTRACTOR SHALL COORDINATE ANY NECESSARY TELEPHONE, CABLE AND
ELECTRIC LOWERINGS (OR RE-ROUTING) WITH THE RESPECTIVE UTILITY
PROVIDERS TO FACILITATE THE INSTALLATION OF THE PROPOSED STORM DRAIN
AND UTILITY SERVICES.
10.AREA DRAIN PIPE AND DRAIN BASIN CONNECTIONS TO RCP STORM SHALL USE
INSERTA TEE OR APPROVED EQUAL FOR CONNECTION.
11.ALL STORM VAULTS ARE TO BE CONSTRUCTED AS ISOLATOR ROWS.
12.VAULT LAYOUT SHOWN IN THESE PLANS IS FOR REFERENCE ONLY. FINAL VAULT
LAYOUT AND DESIGN SHALL BE PER MANUFACTURER. CURRENT DESIGN AND
SPECIFICATIONS PROVIDED BY ADS (ADS PROJECT #152446)
Sheet
Of 39 Sheets
DR
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9.30.16
KEYMAP
NORTHVAULT AREA 2
NORTH
NORTH
VAULT AREA 1
VAULT AREA 3
VAULT AREA 4
VAULT AREA 1 VAULT AREA 2
VAULT AREA 3VAULT AREA 4
NORTH
STORMTECH VAULT
INLET/OUTLET SCHEDULE
Structure
ID Type Pipe Invert Weir Hight
(Fom Invert)
BASIN B2 30" BASIN 4889.94 --
BASIN B3 4' DIVERSION MH 4889.97 42"
BASIN C4-2 30" BASIN 4888.15 --
BASIN C4-3 30" BASIN w/ WEIR 4888.5 28"
BASIN D1 30" BASIN 4886.21 --
BASIN D3 30" BASIN w/ WEIR 4886.76 28"
**ALL VAULT BASINS SHALL HAVE SOLID GRATE OR LID
INLET SCHEDULE
INLET SCHEDULE
INLET ID INLET TYPE
A1 Double Combination
A2 Double Combination
A12 Double Combination
B1 Single Area Inlet
B4 Double Area Inlet
C4 Double Combination
C6 Single Combination
C7 Single Combination
D4 Double Combination
AD C1-1 Double Area Inlet
AD C1-4 Double Area Inlet
AD C4-5 Double Area Inlet
Area Drain 12" Nyloplast Drain Basin**
**ALL DRAIN BASINS SHALL USE DOME GRATES UNLESS OTHERWISE NOTED
THE
S
E
R
E
C
O
R
D
D
R
A
W
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N
G
S
,
P
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B
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S
,
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A
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B
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O
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E
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G
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R
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S
E
R
V
I
C
E
S
,
I
N
C
.
A
S
S
U
M
E
S
NO L
I
A
B
I
L
I
T
Y
F
O
R
T
H
E
A
C
C
U
R
A
C
Y
O
R
C
O
M
P
L
E
T
E
N
E
S
S
O
F
T
H
I
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N
F
O
R
M
A
T
I
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N
.
REC
O
R
D
D
R
A
W
I
N
G
W
W
W W W W W W W W W W
W
W
W
W
W
W
X
X
X
CO
COCO
CO
SS
SS
S
EM
GM
GM
EM
GM
EM
EM
GM
EM GM
FDCFDC
FO
VAU
L
T
F.O
.
HYD
GAS
h2o
GAS
HYD
h2o
GAS
S
CT
SS SS SS SS SS SS SS SS SS
SS
SS
SS
SS
140.46 LF 30" RCP @ 0.50%
25.02 LF 24" RCP @ 0.50%
87.90 LF 18" RC
P
@
1
.
2
0
%
71.57 LF 18" RCP @ 1.20%
53.96 LF
18" RCP
@ 2.00%
S S
IR
F F
WW
BLDG 6BLDG 11
EXISTING 2' CONCRETE PAN
STMH A11
STA 16+36.62
N: 17327.00
E: 11688.68
INLET A12
STA 16+90.58
N: 17291.75
E: 11647.82
STMH A3
STA 12+53.38
N: 17619.00
E: 11936.88
INLET A2
STA 11+65.48
N: 17679.19
E: 12000.95
INLET A1
STA 11+40.46
N: 17698.14
E: 12017.28
FES A
STA 10+00.00
N: 17805.58
E: 12107.76
GOOSEBERRY LANE
BL
U
E
Y
O
N
D
E
R
W
A
Y
YE
A
R
L
I
N
G
R
O
A
D
CU
T
T
I
N
G
H
O
R
S
E
DR
I
V
E
CUT
T
I
N
G
H
O
R
S
E
DRIV
E
(PR
I
V
A
T
E
D
R
I
V
E
)
YE
A
R
L
I
N
G
R
O
A
D
(P
R
I
V
A
T
E
D
R
I
V
E
)
INSTALL 4' CONCRETE PAN
EXISTING
WATER LINE
TOP = 4898.22
WATER LINE
LOWERING
SEE DETAILS
2" WATER
SERVICE
SEE NOTE #4
WATER LINE
LOWERING
SEE DETAILS
2" WATER SERVICE
SEE NOTE #4
WATER LINE
LOWERING
SEE DETAILS
EXISTING 10"
SANITARY SEWER
EXISTING 8"
SANITARY SEWER
BASIN A4
STA 13+24.95
N: 17564.47
E: 11890.53
69.83 LF
18" RCP
@ 1.20%
BASIN A5
STA 13+94.77
N: 17511.27
E: 11845.31
38.93 LF
18" RCP
@ 1.20%
64.00 LF
18" RCP
@ 1.20%
BASIN A8
STA 15+16.15
N: 17418.79
E: 11766.70
72.37 LF
18" RCP
@ 1.20%
BASIN A9
STA 15+88.52
N: 17363.59
E: 11719.90
39.50 LF
18" RCP
@ 1.20%
CONNECTION A10
STA 16+28.02
N: 17333.55
E: 11694.25
8.60 LF
18" RCP
@ 1.20%
BASIN A6
STA 14+33.71
N: 17481.61
E: 11820.09
BASIN A7
STA 14+52.14
N: 17467.56
E: 11808.15
18.44 LF
18" RCP
@ 1.20%
12.16 LF 8" HDPE @ 0.50%
AD BASIN A10-1
INV. OUT=4896.96 (NW)
FG=4900.59
4880
4885
4890
4895
4900
4905
4910
4915
4880
4885
4890
4895
4900
4905
4910
4915
9+5010+0011+0012+0013+0014+0015+0016+0017+0017+50
140.46 LF 30" RCP @ 0.50%
25.02 LF 24" RCP @ 0.50%
87.90 LF 18" RC
P
@
1
.
2
0
%
71.57 LF
18" RCP
@ 1.20%
53.96 LF
18" RCP
@ 2.00%
ST
M
H
A
1
1
ST
A
1
6
+
3
6
.
6
2
RI
M
4
9
0
2
.
8
±
IN
V
.
I
N
4
8
9
6
.
5
8
(
S
W
)
IN
V
.
O
U
T
4
8
9
6
.
5
8
(
N
E
)
IN
L
E
T
A
1
2
ST
A
1
6
+
9
0
.
5
8
FL
.
E
L
4
9
0
3
.
1
±
IN
V
.
O
U
T
4
8
9
7
.
6
6
(
N
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)
ST
M
H
A
3
ST
A
1
2
+
5
3
.
3
8
RI
M
4
8
9
7
.
4
±
IN
V
.
I
N
4
8
9
1
.
9
8
(
S
W
)
IN
V
.
O
U
T
4
8
9
1
.
9
8
(
N
E
)
IN
L
E
T
A
2
ST
A
1
1
+
6
5
.
4
8
FL
.
E
L
4
8
9
5
.
6
±
IN
V
.
I
N
4
8
9
0
.
9
3
(
S
W
)
IN
V
.
O
U
T
4
8
9
0
.
9
3
(
N
E
)
IN
L
E
T
A
1
ST
A
1
1
+
4
0
.
4
6
FL
.
E
L
4
8
9
5
.
5
±
IN
V
.
I
N
4
8
9
0
.
8
0
(
S
W
)
IN
V
.
O
U
T
4
8
9
0
.
8
0
(
N
E
)
FE
S
A
ST
A
1
0
+
0
0
.
0
0
IN
V
.
4
8
9
0
.
1
0
(
S
W
)
PROPOSED
GROUND
EXISTING
GROUND
6" PVC WATER
STA.=14+97.17
TOP=4893.19
18" MIN.
6" PVC WATER
STA.=13+09.76
TOP=4890.95
8" PVC WATER
STA.=11+49.65
TOP=4889.10
10" PVC SANITARY
STA.=11+52.64
INV.=4885.82
18" MIN.
18" MIN.
18" MIN.
2" WATER SERVICE
STA.=15+04.05
TOP=4893.28
2" WATER SERVICE
STA.=13+17.00
TOP=4891.04
6" PVC SANITARY SERVICE
STA.=15+55.09
INV.=4891.35
6" PVC SANITARY SERVICE
STA.=13+68.10
INV.=4888.13
8.60 LF
18" RCP
@ 1.20%
CO
N
N
E
C
T
I
O
N
A
1
0
ST
A
1
6
+
2
8
.
0
2
IN
V
.
4
8
9
6
.
4
8
(
S
W
)
IN
V
.
4
8
9
6
.
8
9
(
S
E
)
IN
V
.
4
8
9
6
.
4
8
(
N
E
)
39.50 LF
18" RCP
@ 1.20%
BA
S
I
N
A
9
ST
A
1
5
+
8
8
.
5
2
FL
.
E
L
4
9
0
0
.
7
±
IN
V
.
I
N
4
8
9
6
.
0
0
(
S
W
)
IN
V
.
O
U
T
4
8
9
6
.
0
0
(
N
E
)
72.37 LF
18" RCP
@ 1.20%
BA
S
I
N
A
8
ST
A
1
5
+
1
6
.
1
5
FL
.
E
L
4
8
9
9
.
2
±
IN
V
.
I
N
4
8
9
5
.
1
4
(
S
W
)
IN
V
.
O
U
T
4
8
9
5
.
1
4
(
N
E
)
64.00 LF
18" RCP
@ 1.20%
BA
S
I
N
A
7
ST
A
1
4
+
5
2
.
1
4
FL
.
E
L
4
8
9
8
.
7
±
IN
V
.
I
N
4
8
9
4
.
3
7
(
S
W
)
IN
V
.
O
U
T
4
8
9
4
.
3
7
(
N
E
)
18.44 LF
18" RCP
@ 1.20%
BA
S
I
N
A
6
ST
A
1
4
+
3
3
.
7
1
FL
.
E
L
4
8
9
7
.
9
±
IN
V
.
I
N
4
8
9
4
.
1
5
(
S
W
)
IN
V
.
O
U
T
4
8
9
4
.
1
5
(
N
E
)
38.93 LF
18" RCP
@ 1.20%
BA
S
I
N
A
5
ST
A
1
3
+
9
4
.
7
7
FL
.
E
L
4
8
9
8
.
1
±
IN
V
.
I
N
4
8
9
3
.
6
8
(
S
W
)
IN
V
.
O
U
T
4
8
9
3
.
6
8
(
N
E
)
69.83 LF
18" RCP
@ 1.20%
BA
S
I
N
A
4
ST
A
1
3
+
2
4
.
9
5
FL
.
E
L
4
8
9
7
.
0
±
IN
V
.
I
N
4
8
9
2
.
8
4
(
S
W
)
IN
V
.
O
U
T
4
8
9
2
.
8
4
(
N
E
)
100-YR
HGL
PUBLIC STORM DRAIN
EZ-WRAP OR EQUAL TO
BE USED 5' EITHER SIDE
OF UTILITY CROSSING
EZ-WRAP OR EQUAL TO
BE USED 5' EITHER SIDE
OF UTILITY CROSSING
EZ-WRAP OR EQUAL TO
BE USED 5' EITHER SIDE
OF UTILITY CROSSING
EZ-WRAP OR EQUAL TO
BE USED 5' EITHER SIDE
OF UTILITY CROSSING
SEE NOTE
#7 (TYP.)APPROX. LOCATION
AS-BUILT 8" PVC WATER
18" MIN.
AS-BUILT
18" RCP
8" PVC WATER
STA.=16+64.10
TOP=4895.42
EXISTING WATER MAIN
PROPOSED WATER MAIN
PROPOSED STORM SEWER
LEGEND:
NOTES:
EXISTING SANITARY SEWER
PROPOSED STORM INLET
PROPOSED CURB & GUTTER
PROPOSED SANITARY SEWER
PROPOSED FIRE HYDRANT
EXISTING FIRE HYDRANT
PROPOSED LOT LINE
EXISTING EASEMENT LINE
PROJECT BOUNDARY
EXISTING RIGHT OF WAY
EXISTING STORM SEWER
PROPOSED EASEMENT LINE
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW
CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL
UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN
UNDERGROUND UTILITIES.
2.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL
STORM DRAINS, SANITARY SEWER MAINS, WATER MAINS, AND SERVICES.
3.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX
STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF
FLARED END SECTIONS.
4.WATER SERVICE MUST HAVE MINIMUM OF 4.5' COVER AND MINIMUM OF 18" VERTICAL
CLEARANCE FROM STORM SEWER. ANY STORM SEWER SHALLOWER THAN 5.0' WILL
REQUIRE THE WATER SERVICE TO BE INSTALLED UNDER THE PROPOSED STORM
SEWER.
5.STORM DRAIN PIPE JOINTS SHALL NOT BE LOCATED OVER UTILITY CROSSINGS.
6.PRIVATE STORM SEWER MATERIAL MAY BE RCP, PVC OR HDPE. 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. HDPE MUST BE
SMOOTH WALLED INTERIOR. HDPE FITTINGS MAY BE USED FOR PVC INSTALLATIONS.
ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS
(PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE).
7.AREA DRAIN PIPE AND DRAIN BASIN CONNECTIONS TO RCP STORM SHALL USE
INSERTA TEE OR APPROVED EQUAL FOR CONNECTION.
PROPOSED RIGHT OF WAY
PROPOSED AREA DRAINS
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
INLET SCHEDULE
RIPRAP SCHEDULE
RIPRAP SCHEDULE
Storm Line/Culvert Label Riprap
Type
Length
of
Riprap
(ft)
Width of
Riprap
(ft)
2*d50,
Depth of
Riprap
(ft)
Storm A Type M 12.00 10.00 2.0
Storm B Type M 10.00 8.00 2.0
Storm C Type M 5.00 5.00 2.0
Storm D Type M 5.00 5.00 2.0
Note: ScourStop may be used as an alternative to buried riprap. If the alternate is to be used, it
shall be sized according to manufacturer recommendations for velocities of <10 ft/sec.
INLET SCHEDULE
INLET ID INLET TYPE
A1 Double Combination
A2 Double Combination
A12 Double Combination
B1 Single Area Inlet
B4 Double Area Inlet
C4 Double Combination
C6 Single Combination
C7 Single Combination
D4 Double Combination
AD C1-1 Double Area Inlet
AD C1-4 Double Area Inlet
AD C4-5 Double Area Inlet
Area Drain 12" Nyloplast Drain Basin**
**ALL DRAIN BASINS SHALL USE DOME GRATES UNLESS OTHERWISE NOTED
Sheet
Of 39 Sheets
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ST1
PL
A
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ST
O
R
M
D
R
A
I
N
A
NORTH
( IN FEET )
0
1 INCH = 50 FEET
50 50 100 150
KEYMAP
STORM DRAIN A
STORM DRAIN A
PROFILE SCALE:
1
ST
O
R
M
D
R
A
I
N
A
&
P
A
V
I
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7
THE
S
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A
B
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F
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T
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A
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C
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R
A
C
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C
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P
L
E
T
E
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S
S
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F
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F
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M
A
T
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REC
O
R
D
D
R
A
W
I
N
G
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
SS
SS
SS
X
X
CO
S
GM EM
EM
S
IR
UD
CU
T
T
I
N
G
H
O
R
S
E
D
R
I
V
E
(P
R
I
V
A
T
E
D
R
I
V
E
)
INLET B1
STA 10+70.47
N: 17671.70
E: 12156.49
FES B
STA 10+00.00
N: 17725.39
E: 12202.13
70.47 LF
24" RCP
@ 0.40%BLDG 1
EXISTING 2' CONCRETE PAN
INSTALL 4' CONCRETE PAN
EXISTING 10"
SANITARY SEWER
57.00 LF
24" RCP
@ 0.40%
RAIN GARDEN A
SEE SHEET RG1
BASIN B2
STA 11+27.47
N: 17628.27
E: 12119.57
32.62 LF
24" RCP
@ 0.40%INLET B4
STA 11+72.72
N: 17593.79
E: 12090.27
BASIN B3 (FLAT TOP)
STA 11+40.09
N: 17618.65
E: 12111.40
12.63 LF
24" RCP
@ 0.40%
VAULT AREA 1
SEE SHEET SG1
4875
4880
4885
4890
4895
4900
4905
4910
4875
4880
4885
4890
4895
4900
4905
4910
9+5010+0011+0012+0012+50
PROPOSED
GROUND
EXISTING
GROUND
FE
S
B
ST
A
1
0
+
0
0
.
0
0
IN
V
.
4
8
8
9
.
4
1
(
S
W
)
70.47 LF
24" RCP
@ 0.40%
IN
L
E
T
B
1
ST
A
1
0
+
7
0
.
4
7
FL
.
E
L
4
8
9
3
.
0
±
IN
V
.
I
N
4
8
8
9
.
7
0
(
S
W
)
IN
V
.
O
U
T
4
8
8
9
.
7
0
(
N
E
)
57.00 LF
24" RCP
@ 0.40%
BA
S
I
N
B
2
ST
A
1
1
+
2
7
.
4
7
RI
M
4
8
9
4
.
1
±
IN
V
.
I
N
4
8
8
9
.
9
2
(
S
W
)
IN
V
.
I
N
4
8
8
9
.
9
2
(
S
E
)
IN
V
.
O
U
T
4
8
8
9
.
9
2
(
N
E
)
32.62 LF
24" RCP
@ 0.40%
IN
L
E
T
B
4
ST
A
1
1
+
7
2
.
7
2
FL
.
E
L
4
8
9
4
.
7
±
IN
V
.
I
N
4
8
9
0
.
1
0
(
S
W
)
IN
V
.
O
U
T
4
8
9
0
.
1
0
(
N
E
)
10" SANITARY SEWER
STA.=11+52.38
INV.= 4885.35
BA
S
I
N
B
3
(
F
L
A
T
T
O
P
)
ST
A
1
1
+
4
0
.
0
9
RI
M
4
8
9
4
.
4
±
IN
V
.
I
N
4
8
8
9
.
9
7
(
S
W
)
IN
V
.
O
U
T
4
8
8
9
.
9
7
(
N
E
)
IN
V
.
O
U
T
4
8
8
9
.
9
7
(
S
E
)
12.63 LF
24" RCP
@ 0.40%
100-YR
HGL
PRIVATE STORM DRAIN
SS
SS
SS
SS
SS
X
X
X
CO
TF
TF
EM
EM
GM
GM
EM
EM
EM
GM
GM
GM
EM
GM
FD
C
FDC
FDC
FD
C
FD
C
TF
TF
TF
S
IR
W
S
W
S
W
W
S
F
FF
S
F
F
S
W
W
UD
MI
L
E
S
H
O
U
S
E
A
V
E
N
U
E
(P
R
I
V
A
T
E
D
R
I
V
E
)
YEARLING
R
O
A
D
(PRIVATE
D
R
I
V
E
)
STMH C3 (FLAT TOP)
STA 12+57.20
N: 17143.12
E: 12487.38
INLET C4
STA 13+49.11
N: 17075.17
E: 12425.48
FES C
STA 10+00.00
N: 17339.09
E: 12653.96
62.01 LF
18" RCP
@ 0.35%
91.91 LF 18" RCP @ 0.35%
BLDG 4
BLDG 3
BASIN D1
106.75 LF 18" RCP @ 0.35%
BASIN C1
STA 10+62.01
N: 17291.84
E: 12613.80
EXISTING 2'
CONCRETE PAN
INSTALL 4'
CONCRETE PAN
CU
T
T
I
N
G
H
O
R
S
E
D
R
I
V
E
(P
R
I
V
A
T
E
D
R
I
V
E
)
88.44 LF 18" RCP @ 0.35%
CONNECTION C2
STA 11+68.76
N: 17210.50
E: 12544.66
23.05 LF 12" RCP @ 0.35%
STMH C5 (FLAT TOP)
STA 13+72.17
N: 17060.24
E: 12443.05
60.13 LF
12" RCP
@ 0.35%
INLET C6
STA 14+32.30
N: 17004.00
E: 12421.77
WATER LINE
LOWERING
SEE DETAILS
WATER LINE
LOWERING
SEE DETAILS
EXISTING 10"
SANITARY SEWER
AREA DRAIN
SEE SHEET AD1AREA DRAIN
SEE SHEET AD1
8"
P
V
C
W
A
T
E
R
8"
P
V
C
W
A
T
E
R
31.09 LF
12" RCP
@ 0.35%
INLET C7
STA 14+63.39
N: 16980.28
E: 12401.67
AREA DRAIN
SEE SHEET AD1
AREA DRAIN
SEE SHEET AD1
8" PVC WATER
8"
P
V
C
W
A
T
E
R
RAIN GARDEN E
SEE SHEET RG1
VAULT AREA 2
SEE SHEET SG1
VAULT AREA 4
SEE SHEET SG1
RAIN GARDEN B
SEE SHEET RG1
4875
4880
4885
4890
4895
4900
4905
4910
4875
4880
4885
4890
4895
4900
4905
4910
9+5010+0011+0012+0013+0014+0015+0015+50
62.01 LF
18" RCP
@ 0.35%
91.91 LF
18" RCP
@ 0.35%
ST
M
H
C
3
(
F
L
A
T
T
O
P
)
ST
A
1
2
+
5
7
.
2
0
RI
M
4
8
9
2
.
1
±
IN
V
.
I
N
4
8
8
7
.
7
1
(
S
W
)
IN
V
.
I
N
4
8
8
7
.
7
1
(
N
W
)
IN
V
.
O
U
T
4
8
8
7
.
7
1
(
N
E
)
IN
L
E
T
C
4
ST
A
1
3
+
4
9
.
1
1
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.
E
L
4
8
9
0
.
7
±
IN
V
.
I
N
4
8
8
8
.
0
3
(
N
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)
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V
.
I
N
4
8
8
8
.
0
3
(
S
W
)
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V
.
I
N
4
8
8
8
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(
S
E
)
IN
V
.
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T
4
8
8
8
.
0
3
(
N
E
)
PROPOSED
GROUNDEXISTING
GROUND
106.75 LF
18" RCP
@ 0.35%
BA
S
I
N
C
1
ST
A
1
0
+
6
2
.
0
1
RI
M
4
8
9
0
.
2
±
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V
.
I
N
4
8
8
7
.
0
2
(
S
W
)
IN
V
.
I
N
4
8
8
7
.
0
2
(
N
W
)
IN
V
.
O
U
T
4
8
8
7
.
0
2
(
N
E
)
88.44 LF 18" RCP @ 0.35%
CO
N
N
E
C
T
I
O
N
C
2
ST
A
1
1
+
6
8
.
7
6
IN
V
.
4
8
8
7
.
4
0
(
S
W
)
IN
V
.
4
8
8
7
.
8
1
(
N
W
)
IN
V
.
4
8
8
7
.
4
0
(
N
E
)
FE
S
C
ST
A
1
0
+
0
0
.
0
0
IN
V
.
4
8
8
6
.
8
0
(
S
W
)
IN
L
E
T
C
6
ST
A
1
4
+
3
2
.
3
0
FL
.
E
L
4
8
9
1
.
2
±
IN
V
.
I
N
4
8
8
8
.
3
2
(
S
W
)
IN
V
.
O
U
T
4
8
8
8
.
3
2
(
N
)
60.13 LF
12" RCP
@ 0.35%
ST
M
H
C
5
(
F
L
A
T
T
O
P
)
ST
A
1
3
+
7
2
.
1
7
RI
M
4
8
9
1
.
2
±
IN
V
.
I
N
4
8
8
8
.
1
1
(
S
)
IN
V
.
O
U
T
4
8
8
8
.
1
1
(
N
W
)
23.05 LF
12" RCP
@ 0.35%
8" PVC WATER
STA.=12+86.39
TOP=4886.12
8" PVC WATER
STA.=11+35.76
TOP=4885.59
18" MIN.
18" MIN.
10" PVC SANITARY
STA.=11+50.80
INV.=4883.53
IN
L
E
T
C
7
ST
A
1
4
+
6
3
.
3
9
FL
.
E
L
4
8
9
1
.
2
±
IN
V
.
I
N
4
8
8
8
.
4
3
(
S
W
)
IN
V
.
O
U
T
4
8
8
8
.
4
3
(
N
E
)
8" PVC SANITARY
STA.=14+47.87
INV.=4885.22
8" PVC WATER
STA.=14+37.69
TOP=4886.67
18" MIN.
31.09 LF
12" RCP
@ 0.35%
8" PVC WATER
STA.=13+60.66
TOP=4886.33
18" MIN.
100-YR
HGL
EZ-WRAP OR EQUAL TO
BE USED 5' EITHER SIDE
OF UTILITY CROSSING
EZ-WRAP OR EQUAL TO
BE USED 5' EITHER SIDE
OF UTILITY CROSSING
EZ-WRAP OR EQUAL TO
BE USED 5' EITHER SIDE
OF UTILITY CROSSING
EZ-WRAP OR EQUAL TO
BE USED 5' EITHER SIDE
OF UTILITY CROSSING
SEE NOTE
#7 (TYP.)
Sheet
Of 39 Sheets
DR
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9.30.16
KEYMAP
EXISTING WATER MAIN
PROPOSED WATER MAIN
PROPOSED STORM SEWER
LEGEND:
NOTES:
EXISTING SANITARY SEWER
PROPOSED STORM INLET
PROPOSED CURB & GUTTER
PROPOSED SANITARY SEWER
PROPOSED FIRE HYDRANT
EXISTING FIRE HYDRANT
PROPOSED LOT LINE
EXISTING EASEMENT LINE
PROJECT BOUNDARY
EXISTING RIGHT OF WAY
EXISTING STORM SEWER
PROPOSED EASEMENT LINE
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW
CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL
UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN
UNDERGROUND UTILITIES.
2.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL
STORM DRAINS, SANITARY SEWER MAINS, WATER MAINS, AND SERVICES.
3.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX
STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF
FLARED END SECTIONS.
4.WATER SERVICE MUST HAVE MINIMUM OF 4.5' COVER AND MINIMUM OF 18" VERTICAL
CLEARANCE FROM STORM SEWER. ANY STORM SEWER SHALLOWER THAN 5.0' WILL
REQUIRE THE WATER SERVICE TO BE INSTALLED UNDER THE PROPOSED STORM
SEWER.
5.STORM DRAIN PIPE JOINTS SHALL NOT BE LOCATED OVER UTILITY CROSSINGS.
6.PRIVATE STORM SEWER MATERIAL MAY BE RCP, PVC OR HDPE. 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. HDPE MUST BE
SMOOTH WALLED INTERIOR. HDPE FITTINGS MAY BE USED FOR PVC INSTALLATIONS.
ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS
(PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE).
7.AREA DRAIN PIPE AND DRAIN BASIN CONNECTIONS TO RCP STORM SHALL USE
INSERTA TEE OR APPROVED EQUAL FOR CONNECTION.
PROPOSED RIGHT OF WAY
PROPOSED AREA DRAINS
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
INLET SCHEDULE
RIPRAP SCHEDULE
RIPRAP SCHEDULE
Storm Line/Culvert Label Riprap
Type
Length
of
Riprap
(ft)
Width of
Riprap
(ft)
2*d50,
Depth of
Riprap
(ft)
Storm A Type M 12.00 10.00 2.0
Storm B Type M 10.00 8.00 2.0
Storm C Type M 5.00 5.00 2.0
Storm D Type M 5.00 5.00 2.0
Note: ScourStop may be used as an alternative to buried riprap. If the alternate is to be used, it
shall be sized according to manufacturer recommendations for velocities of <10 ft/sec.
INLET SCHEDULE
INLET ID INLET TYPE
A1 Double Combination
A2 Double Combination
A12 Double Combination
B1 Single Area Inlet
B4 Double Area Inlet
C4 Double Combination
C6 Single Combination
C7 Single Combination
D4 Double Combination
AD C1-1 Double Area Inlet
AD C1-4 Double Area Inlet
AD C4-5 Double Area Inlet
Area Drain 12" Nyloplast Drain Basin**
**ALL DRAIN BASINS SHALL USE DOME GRATES UNLESS OTHERWISE NOTED
( IN FEET )
0
1 INCH = 50 FEET
50 50 100 150
STORM DRAIN C
PROFILE SCALE:
STORM DRAIN B
NORTH
ST2
PL
A
N
&
P
R
O
F
I
L
E
ST
O
R
M
D
R
A
I
N
B
&
C
STORM DRAIN B
PROFILE SCALE:
STORM DRAIN C
PRIVATE STORM DRAIN
THE
S
E
R
E
C
O
R
D
D
R
A
W
I
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G
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P
R
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D
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D
B
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N
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T
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E
N
G
I
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E
R
I
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SER
V
I
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E
S
,
I
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.
,
A
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B
A
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E
D
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E
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A
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I
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B
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O
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T
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N
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S
,
I
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C
.
A
S
S
U
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E
S
NO L
I
A
B
I
L
I
T
Y
F
O
R
T
H
E
A
C
C
U
R
A
C
Y
O
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C
O
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P
L
E
T
E
N
E
S
S
O
F
T
H
I
S
I
N
F
O
R
M
A
T
I
O
N
.
REC
O
R
D
D
R
A
W
I
N
G
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
HYD
GAS
SS
SS
SS
SS
SSSSSS
W W
W W W W
CO CO
TF
EMGM
EMGM
EM
GM GM
EM
FD
C
W
S
F
W
S
NANCY GRAY AVENUE
BLDG 5
BLDG 4INLET D4
STA 12+94.00
N: 16993.92
E: 12609.34
BASIN D1
STA 10+92.95
N: 17137.01
E: 12748.17
FES D
STA 10+00.00
N: 17207.83
E: 12808.37
92.95 LF
18" RCP
@ 0.35%
75.81 LF
18" RCP
@ 0.35%
EXISTING 2'
CONCRETE PAN
INSTALL 4' CONCRETE PAN
83.56 LF 18" RCP @ 0.35%
CONNECTION D2
STA 11+68.76
N: 17079.25
E: 12699.07
EXISTING 10"
SANITARY SEWER
WATER LINE
LOWERING
SEE DETAILS
AREA DRAIN
SEE SHEET AD1
41.68 LF
18" RCP
@ 0.35%
BASIN D3
STA 12+52.32
N: 17015.58
E: 12644.95
AREA DRAIN
SEE SHEET AD1
8"
P
V
C
W
A
T
E
R
AREA DRAIN
SEE SHEET AD1
VAULT AREA 3
SEE SHEET SG1
4875
4880
4885
4890
4895
4900
4905
4910
4875
4880
4885
4890
4895
4900
4905
4910
9+5010+0011+0012+0013+0013+50
92.95 LF
18" RCP
@ 0.35%
75.81 LF
18" RCP
@ 0.35%
IN
L
E
T
D
4
ST
A
1
2
+
9
4
.
0
0
FL
.
E
L
4
8
8
9
.
7
±
IN
V
.
I
N
4
8
8
7
.
1
0
(
S
E
)
IN
V
.
O
U
T
4
8
8
6
.
9
1
(
N
E
)
BA
S
I
N
D
1
ST
A
1
0
+
9
2
.
9
5
RI
M
4
8
8
9
.
4
±
IN
V
.
I
N
4
8
8
6
.
2
0
(
S
W
)
IN
V
.
I
N
4
8
8
6
.
2
0
(
S
E
)
IN
V
.
O
U
T
4
8
8
6
.
2
0
(
N
E
)
FE
S
D
ST
A
1
0
+
0
0
.
0
0
IN
V
.
4
8
8
5
.
8
8
(
S
W
)
PROPOSED
GROUND
EXISTING
GROUND
CO
N
N
E
C
T
I
O
N
D
2
ST
A
1
1
+
6
8
.
7
6
IN
V
.
4
8
8
6
.
4
7
(
S
W
)
IN
V
.
4
8
8
6
.
8
9
(
N
W
)
IN
V
.
4
8
8
6
.
4
7
(
N
E
)
83.56 LF 18" RCP @ 0.35%
41.68 LF
18" RCP
@ 0.35%
BA
S
I
N
D
3
ST
A
1
2
+
5
2
.
3
2
RI
M
4
8
9
0
.
3
±
IN
V
.
I
N
4
8
8
6
.
7
6
(
S
W
)
IN
V
.
I
N
4
8
8
6
.
7
6
(
N
W
)
IN
V
.
O
U
T
4
8
8
6
.
7
6
(
N
E
)
IN
V
.
O
U
T
4
8
8
6
.
7
6
(
S
E
)
8" PVC WATER
STA.=11+35.76
TOP=4884.65
12" PVC SANITARY
STA.=11+51.46
INV.=4882.86
18" MIN.
100-YR
HGL
EZ-WRAP OR EQUAL TO
BE USED 5' EITHER SIDE
OF UTILITY CROSSING
PRIVATE STORM DRAIN
SEE NOTE
#7 (TYP.)
Sheet
Of 39 Sheets
DR
A
W
I
N
G
F
I
L
E
N
A
M
E
:
\
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9.30.16
KEYMAP
EXISTING WATER MAIN
PROPOSED WATER MAIN
PROPOSED STORM SEWER
LEGEND:
NOTES:
EXISTING SANITARY SEWER
PROPOSED STORM INLET
PROPOSED CURB & GUTTER
PROPOSED SANITARY SEWER
PROPOSED FIRE HYDRANT
EXISTING FIRE HYDRANT
PROPOSED LOT LINE
EXISTING EASEMENT LINE
PROJECT BOUNDARY
EXISTING RIGHT OF WAY
EXISTING STORM SEWER
PROPOSED EASEMENT LINE
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW
CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL
UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN
UNDERGROUND UTILITIES.
2.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL
STORM DRAINS, SANITARY SEWER MAINS, WATER MAINS, AND SERVICES.
3.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX
STRUCTURES. SPECIFIED LENGTH OF PIPE INCLUDES THE LAYING LENGTH OF
FLARED END SECTIONS.
4.WATER SERVICE MUST HAVE MINIMUM OF 4.5' COVER AND MINIMUM OF 18" VERTICAL
CLEARANCE FROM STORM SEWER. ANY STORM SEWER SHALLOWER THAN 5.0' WILL
REQUIRE THE WATER SERVICE TO BE INSTALLED UNDER THE PROPOSED STORM
SEWER.
5.STORM DRAIN PIPE JOINTS SHALL NOT BE LOCATED OVER UTILITY CROSSINGS.
6.PRIVATE STORM SEWER MATERIAL MAY BE RCP, PVC OR HDPE. 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. HDPE MUST BE
SMOOTH WALLED INTERIOR. HDPE FITTINGS MAY BE USED FOR PVC INSTALLATIONS.
ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS OR JOINT WRAPS
(PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE).
7.AREA DRAIN PIPE AND DRAIN BASIN CONNECTIONS TO RCP STORM SHALL USE
INSERTA TEE OR APPROVED EQUAL FOR CONNECTION.
PROPOSED RIGHT OF WAY
PROPOSED AREA DRAINS
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
INLET SCHEDULE
RIPRAP SCHEDULE
RIPRAP SCHEDULE
Storm Line/Culvert Label Riprap
Type
Length
of
Riprap
(ft)
Width of
Riprap
(ft)
2*d50,
Depth of
Riprap
(ft)
Storm A Type M 12.00 10.00 2.0
Storm B Type M 10.00 8.00 2.0
Storm C Type M 5.00 5.00 2.0
Storm D Type M 5.00 5.00 2.0
Note: ScourStop may be used as an alternative to buried riprap. If the alternate is to be used, it
shall be sized according to manufacturer recommendations for velocities of <10 ft/sec.
INLET SCHEDULE
INLET ID INLET TYPE
A1 Double Combination
A2 Double Combination
A12 Double Combination
B1 Single Area Inlet
B4 Double Area Inlet
C4 Double Combination
C6 Single Combination
C7 Single Combination
D4 Double Combination
AD C1-1 Double Area Inlet
AD C1-4 Double Area Inlet
AD C4-5 Double Area Inlet
Area Drain 12" Nyloplast Drain Basin**
**ALL DRAIN BASINS SHALL USE DOME GRATES UNLESS OTHERWISE NOTED
( IN FEET )
0
1 INCH = 50 FEET
50 50 100 150
PROFILE SCALE:
STORM DRAIN D
NORTH
ST3
PL
A
N
&
P
R
O
F
I
L
E
ST
O
R
M
D
R
A
I
N
D
STORM DRAIN D
THE
S
E
R
E
C
O
R
D
D
R
A
W
I
N
G
S
,
P
R
O
D
U
C
E
D
B
Y
N
O
R
T
H
E
R
N
E
N
G
I
N
E
E
R
I
N
G
SER
V
I
C
E
S
,
I
N
C
.
,
A
R
E
B
A
S
E
D
I
N
W
H
O
L
E
,
O
R
I
N
P
A
R
T
,
U
P
O
N
I
N
F
O
R
M
A
T
I
O
N
PRO
V
I
D
E
D
B
Y
O
T
H
E
R
S
.
N
O
R
T
H
E
R
N
E
N
G
I
N
E
E
R
I
N
G
S
E
R
V
I
C
E
S
,
I
N
C
.
A
S
S
U
M
E
S
NO L
I
A
B
I
L
I
T
Y
F
O
R
T
H
E
A
C
C
U
R
A
C
Y
O
R
C
O
M
P
L
E
T
E
N
E
S
S
O
F
T
H
I
S
I
N
F
O
R
M
A
T
I
O
N
.
REC
O
R
D
D
R
A
W
I
N
G
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
TF
TF
TF
TF
TF
TF
TF
TF
TF
TF
TF
EM
EM
EM
EM
GM
EM
GM
GM
GM
GM
GM
EM
GM
GM
GM
GM
GM
GM
GM
GM
EM
EM
EM
EM
EM
EM
EM
EM
EM
EM
EM
EM
EM
EM
EM
EM
EM
EM
GM
GM
GM
GM
GM
EM
GM
GM
GM
EM
EM
GM
GM
GM
GMGM
EMGM
EMGM
EM
GM
EM
GM
EM
GM
EMGM
GM EM
XXXXX
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
FDCFDC
FDC
FD
C
FDC
FDC
FD
C
FD
C
FDC
FDC
FDC
FDC
FD
C
FD
C
FDC
X
X
X
X
X
X
X X X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
XX
X
X
X
TF TF TF
TF
TF
GAS
h2o
GAS
HYD
h2o
GAS
HYD
HYD
GAS
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
SS
SS
SS
SS
SS
SS
SS
SSSS
SS
S
S
S
S
S
S
S
S
S
S
IR
IR
W
W
W
W
W
S
W
S
W W
S
W
F
F
F
F
F
F
F
F
F F
F
F
S
F
F
W
W W
W
W
W
S
SW
W
UD
UD
W
S
W
W
W
W
W
W
W
W
W
W
W
WWWW
W
WWWW
W
W
W
W
W
W
W
W
W
W
W
SS
SS
SS
SS
SS
SS
CO
COCOCOCO
S
S S
WW
S
S
S
S
S
S
S
MILES HOUSE AVENUE
(PRIVATE DRIVE)
YE
A
R
L
I
N
G
R
O
A
D
(P
R
I
V
A
T
E
D
R
I
V
E
)
YEARLING ROAD
(PRIVATE DRIVE)
CUTTING HORSE DRIVE
(PRIVATE DRIVE)
LU
S
I
T
A
N
O
L
A
N
E
(P
R
I
V
A
T
E
D
R
I
V
E
)
BUILDING 12
BUILDING 14
BUILDING 13
BUILDING 11
BUILDING 6
BUILDING 1 BUILDING 2
BUILDING 3
BUILDING 4
BU
I
L
D
I
N
G
5
BUILDING 10
BU
I
L
D
I
N
G
1
6
BU
I
L
D
I
N
G
1
7
BUI
L
D
I
N
G
1
8
BUILDING 7
BUILDING 8
CLUBHOUSE
BU
I
L
D
I
N
G
1
5
YEA
R
L
I
N
G
R
O
A
D
(PR
I
V
A
T
E
D
R
I
V
E
)
NA
N
C
Y
G
R
A
Y
A
V
E
N
U
E
AD BASIN 2-3.1
INV.=4896.79
FG=4898.84
AD BASIN 2-6
INV.=4897.08
FG=4898.37
AD 45° BEND 2-5
INV.=4896.97
FG=4899.33
AD 45° BEND 2-4
INV.=4896.91
FG=4899.70
AD TEE 2-3
INV.=4896.78
FG=4899.51
AD PIPE END 2 w/
CONCRETE COLLAR
INV.=4896.22
FG=4896.17
AD BASIN 1-1
INV.=4894.05
FG=4896.78
AD BASIN 1-6
INV.=4894.56
FG=4895.86
AD BASIN 1-4.1
INV.=4894.49
FG=4895.83
AD 45° BEND 1-5
INV.=4894.55
FG=4896.75
AD TEE 1-4
INV.=4894.47
FG=4896.95
AD 45° BEND 1-3
INV.=4894.35
FG=4897.37
AD 45° BEND 1-2
INV.=4894.33
FG=4896.95
AD PIPE END 1 w/
CONCRETE COLLAR
INV.=4893.93
FG=4893.88
33.42 LF
8" HDPE
@ 0.35%
80.89 LF
8" HDPE
@ 0.35%
7.07 LF
8" HDPE
@ 0.35%
32.70 LF
8" HDPE
@ 0.35%
23.24 LF
8" HDPE
@ 0.35%
3.68 LF
8" HDPE
@ 0.35%
4.32 LF
8" HDPE
@ 0.50%
70.91 LF
8" HDPE
@ 0.40%
6.24 LF
8" HDPE
@ 0.40%
61.87 LF
8" HDPE
@ 0.40%
32.66 LF
8" HDPE
@ 0.40%
14.14 LF
8" HDPE
@ 0.40%
27.97 LF
8" HDPE
@ 0.40%
2.91 LF
8" HDPE
@ 0.50%
STORM DRAIN A
SEE SHEET ST1
STORM DRAIN B
SEE SHEET ST2 STORM DRAIN C
SEE SHEET ST2
STORM DRAIN D
SEE SHEET ST3
LID VAULTS
LID VAULTS
LI
D
V
A
U
L
T
S
RAIN GARDEN A
SEE SHEET RG1
RAIN GARDEN B
SEE SHEET RG1
RAIN GARDEN C
SEE SHEET RG1
RAIN GARDEN D
SEE SHEET RG1
RAIN GARDEN E
SEE SHEET RG1
STORM DRAIN C
SEE SHEET ST2
AREA DRAIN
SEE SHEET AD2
AREA DRAIN
SEE SHEET AD2
AREA DRAIN
SEE SHEET AD2
8" PVC WATER
8"
P
V
C
W
A
T
E
R
8"
P
V
C
W
A
T
E
R
8" PVC
W
A
T
E
R
LID VAULTS
8"
P
V
C
W
A
T
E
R
8" PVC WATER
8"
P
V
C
W
A
T
E
R
8" PVC WA
T
E
R
8"
P
V
C
W
A
T
E
R
AD BASIN C4-12 (S)
INV.=4892.77
FG=4897.09
11.12 LF
8" HDPE
@ 0.90%
AD 22.5° BEND C4-11 (S)
INV.=4892.67
FG=4897.82
71.31 LF
8" HDPE
@ 0.90%
AD TEE C4-9 (S)
INV. IN=4891.93 (NW)
INV. IN=4892.01 (SW)
INV. OUT=4891.93 (SE)
FG=4896.82
11.46 LF
8" HDPE
@ 0.90%
AD TEE C4-10 (S)
INV.=4892.03
FG=4896.73
2.67 LF
8" HDPE
@ 0.50%
AD BASIN C4-10.1 (S)
INV.=4892.05
FG=4896.15
110.89
L
F
8
"
H
D
P
E
@
0
.
9
0
%
3.93 LF
8" HDPE
@ 0.50%AD TEE C4-8 (S)
INV.=4890.93
FG=4895.08
AD BASIN C4-8.1 (S)
INV.=4890.95
FG=4894.32
74.0
3
L
F
8
"
H
D
P
E
@
0
.
9
0
%
AD TEE C4-7 (S)
INV. IN=4890.26 (W)
INV. IN=4890.35 (S)
INV. OUT=4890.26 (E)
FG=4894.29
15
4
.
3
2
L
F
8
"
H
D
P
E
@
0
.
9
0
%
INLET C4
INV.=4888.03
FG=4890.71
AREA DRAIN
SEE SHEET AD2
AD BASIN C2-9
INV.=4891.04
FG=4893.95
7.84 LF
8" HDPE
@ 0.50%
AD 22.5° BEND C2-8
INV.=4891.00
FG=4894.91
36.08 LF
8" HDPE
@ 0.50%
AD TEE C2-7
INV.=4890.82
FG=4894.49
55.49 LF
8" HDPE
@ 0.50%68.86 LF 8" HDPE @ 0.50%100.50 LF 8" HDPE @ 0.50%105.38 LF 8" HDPE @ 0.50%
26.58 LF
8" HDPE
@ 0.50%
38.69 LF
8" HDPE
@ 2.85%
CONNECTION C2
INV. IN=4887.40 (SW)
INV. IN=4887.81 (NW)
INV. OUT=4887.40 (NE)
FG=4892.59
AD TEE C2-1
INV.=4888.92
FG=4892.55
3.33 LF
8" HDPE
@ 0.50%
AD BASIN C2-1.1
INV.=4888.93
FG=4891.79
AD TEE C2-2
INV.=4889.05
FG=4892.67
3.00 LF
8" HDPE
@ 0.50%
AD BASIN C2-2.1
INV.=4889.07
FG=4891.95
AD TEE C2-3
INV.=4889.58
FG=4893.17
3.03 LF
8" HDPE
@ 0.50%
AD BASIN C2-3.1
INV.=4889.60
FG=4892.30
AD TEE C2-4
INV.=4890.09
FG=4893.74
3.33 LF
8" HDPE
@ 0.50%
AD BASIN C2-4.1
INV.=4890.10
FG=4893.02
21.54 LF
8" HDPE
@ 0.50%
AD TEE C2-5
INV.=4890.19
FG=4893.90
3.00 LF
8" HDPE
@ 0.50%
AD BASIN C2-5.1
INV.=4890.21
FG=4893.40
AD TEE C2-6
INV.=4890.54
FG=4894.18
3.33 LF
8" HDPE
@ 0.50%
AD BASIN C2-6.1
INV.=4890.55
FG=4893.40
2.37 LF
8" HDPE
@ 0.50%
AD BASIN C2-7.1
INV.=4890.83
FG=4894.02
AD BASIN C3-7.9
INV.=4893.43
FG=4896.31
36.86 LF 8" HDPE @ 1.00%
AD 45° BEND C3-7.8
INV.=4893.06
FG=4896.88
7.07 LF 8" HDPE @ 1.00%
AD 45° BEND C3-7.7
INV.=4892.99
FG=4896.91
30
.
9
0
L
F
8"
H
D
P
E
@
1
.
0
0
%
AD BASIN C3-7.6
INV.=4892.68
FG=4896.93
3.33 LF 8" HDPE @ 0.50%
AD BASIN C3-7.6-1
INV.=4892.70
FG=4896.43
62
.
7
5
L
F
8
"
H
D
P
E
@
1
.
0
0
%
AD TEE C3-7.5
INV.=4892.06
FG=4896.59
3.33 LF
8" HDPE
@ 0.50%
AD BASIN C3-7.5-1
INV.=4892.07
FG=4896.05
27
.
3
9
L
F
8"
H
D
P
E
@
1
.
0
0
%
AD TEE C3-7.4
INV.=4891.78
FG=4896.38
3.36 LF 8" HDPE @ 0.50%
AD BASIN C3-7.4-1
INV.=4891.80
FG=4895.58
86
.
8
5
L
F
8
"
H
D
P
E
@
1
.
0
0
%
AD TEE C3-7.3
INV.=4890.91
FG=4895.86 4.00 LF 8" HDPE @ 0.50%
AD BASIN C3-7.3-1
INV.=4890.93
FG=4894.56
21.32 LF 8" HDPE @ 1.00%
AD BASIN C3-7.2
INV.=4890.70
FG=4895.48
10.45 LF 8" HDPE @ 1.00%
AD BASIN C3-7.1
INV.=4890.60
FG=4894.09
64
.
8
1
L
F
8
"
H
D
P
E
@
1
.
0
0
%
AD TEE C3-7
INV.=4889.94
FG=4894.95
20.25 LF
8" HDPE
@ 0.50%
AD BASIN C3-8.1
INV.=4890.06
FG=4894.22
1.91 LF
8" HDPE
@ 0.50%
AD TEE C3-8
INV.=4890.05
FG=4894.69
96.05 LF 8" HDPE @ 0.50%
AD 22.5° BEND C3-9
INV.=4890.53
FG=4894.20
7.84 LF 8" HDPE @ 0.50%
AD BASIN C3-10
INV.=4890.57
FG=4893.49
STMH C3 (FLAT TOP)
INV.=4887.71
FG=4892.08
38.77 LF
8" HDPE
@ 0.50%
3.33 LF
8" HDPE
@ 0.50%
AD BASIN C3-1.1
INV.=4887.92
FG=4891.76
AD TEE C3-1
INV.=4887.90
FG=4892.14
21.58 LF
8" HDPE
@ 0.50%
AD TEE C3-2
INV.=4888.01
FG=4892.19
3.00 LF 8" HDPE @ 0.50%
AD BASIN C3-2.1
INV.=4888.02
FG=4891.65
112.56 LF 8" HDPE @ 0.50%
AD TEE C3-3
INV.=4888.57
FG=4892.71
3.85 LF 8" HDPE @ 0.50%
AD BASIN C3-3.1
INV.=4888.59
FG=4891.92
98.31 LF 8" HDPE @ 0.50%
AD TEE C3-4
INV.=4889.06
FG=4893.51
3.33 LF 8" HDPE @ 0.50%
AD BASIN C3-4.1
INV.=4889.08
FG=4892.77
25.88 LF
8" HDPE
@ 0.50%
AD TEE C3-5
INV.=4889.19
FG=4893.88
2.60 LF
8" HDPE
@ 0.50%
AD BASIN C3-5.1
INV.=4889.20
FG=4893.35
64.45 LF 8" HDPE @ 0.90%
AD TEE C3-6
INV.=4889.77
FG=4894.74
3.33 LF
8" HDPE
@ 0.50%
AD BASIN C3-6.1
INV.=4889.79
FG=4893.91
AD TEE D2
CONNECT TO VAULTS
FG=4889.91
AD BASIN D2.1
INV.=4886.63
FG=4889.78
26.92 LF
12" PVC
@ 0.50%
CONNECTION D2
INV. IN=4886.47 (SW)
INV. IN=4886.89 (NW)
INV. OUT=4886.47 (NE)
FG=4889.90
100.23 LF
8" HDPE
@ 0.50%
27.05 LF
8" HDPE
@ 0.50%
AD 11.25° BEND D3-1
INV.=4886.90
FG=4890.99
9.36 LF 8" HDPE @ 0.50%
AD BASIN D3-2.1
FG=4890.11
2.86 LF 8" HDPE @ 0.50%
AD TEE D3-2
INV.=4886.94
INV.=4886.94
FG=4890.84
63.74 LF 8" HDPE @ 0.50%
AD TEE D3-3
INV.=4887.26
FG=4891.34
2.60 LF
8" HDPE
@ 0.50%
AD BASIN D3-3.1
INV.=4887.27
FG=4890.84
60.56 LF 8" HDPE @ 0.50%
AD 45° BEND D3-4
INV.=4887.56
FG=4891.63
4.71 LF
8" HDPE
@ 0.50%
AD BASIN D3-5
INV.=4887.59
FG=4890.91
AD TEE D2-1
INV.=4887.39
FG=4891.88
3.00 LF 8" HDPE @ 0.50%
AD BASIN D2-1.1
INV.=4887.40
FG=4891.35
60.00 LF 8" HDPE @ 0.50%
AD 45° BEND D2-2
INV.=4887.69
FG=4892.11
4.71 LF 8" HDPE @ 0.50%
AD BASIN D2-3
INV.=4887.71
FG=4891.28
INLET D4
INV.=4886.91
FG=4889.72
28.22 LF
8" HDPE
@ 0.50%
AD BASIN D5-1
INV.=4887.48
FG=4889.97
49.23 LF
8" HDPE
@ 0.50%
AD BASIN D5
INV.=4887.34
FG=4890.92
66
.
9
7
L
F
8
"
H
D
P
E
@
0
.
5
0
%
AD 45° BEND D6
INV.=4887.68
FG=4892.30
21.74 LF
8" HDPE
@ 0.50%
AD BASIN D7
INV.=4887.79
FG=4891.51
8.63 LF
8" HDPE
@ 0.50%
AD 45° BEND D8
INV.=4887.83
FG=4893.04
54.72 LF 8" HDPE @ 0.50%
AD 45° BEND D9
INV.=4888.10
FG=4892.62
8.24 LF 8" HDPE @ 0.50%
AD BASIN D10
INV.=4888.14
FG=4891.31
BASIN D3
INV. IN=4886.76 (SW)
INV. IN=4886.76 (NW)
INV. OUT=4886.76 (NE)
INV. OUT=4886.76 (SE)
FG=4890.28
AD INLET C1-4
INV.=4887.97
FG=4890.91
AD CONNECTION C1-3
INV.=4887.93
FG=4890.87
VAULT AREA 1
SEE SHEET SG1
VAULT AREA 2
SEE SHEET SG1
VAULT AREA 3
SEE SHEET SG1
VAULT AREA 4
SEE SHEET SG1
110.23 LF 6" PERF. HDPE @ 0.20%
BASIN B2-1
INV.=4890.14
FG=4893.59
BASIN B2
INV.=4889.92
FG=4894.14
BASIN C1-1
INV.=4887.92
FG=4891.07
179.61 LF 6" PERF. HDPE @ 0.50%
BASIN C1
INV.=4887.02
FG=4890.17
AD INLET C1-1
FG=4890.03
AD CONNECTION C1-2
INV.=4887.11
FG=4890.04
BASIN D1-1
INV.=4886.25
FG=4889.35
9.83 LF
6" PERF. HDPE
@ 0.50%
BASIN D1
INV.=4886.20
FG=4889.44
AS-BUILT DRAIN BASIN/INLET (TYP.)
33.08 LF
8" PERF. HDPE
@ 0.50%
Sheet
Of 39 Sheets
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9.30.16
AD1
AR
E
A
D
R
A
I
N
P
L
A
N
DUC
TILE
IRON-DONOT POLL UT DRAINSTOWATERWAYS
E
NYLOPLAST
DUC
TILE
IRON-DONOTPOL LUT DRAINSTOWATERWAYS
E
NYLOPLAST
DUCT
ILE
IRON
-DONOTPOL LUT DRAINSTOWATERWAYS
E
NYLOPLAST
TYPICAL JUNCTIONS AREA DRAIN GRATE ELEVATION
FINISHED GRADE
GRATE
ELEVATION
NOTE:GRATE ELEVATIONS AND FINISHED GRADE ELEVATIONS DEPICTED HEREIN
REPRESENT THE TOP LEVEL OF FINISHED SURFACES, UNLESS OTHERWISE
NOTED. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO ACCOUNT FOR
DOME HEIGHT, DEPTH OF COBBLE ROCK MULCH OR OTHER LANDSCAPE
SURFACE TREATMENTS TO ENSURE PROPER FINISHED GRADE AND GRATE
ELEVATIONS ARE ACHIEVED.
PLAN VIEW
INLINE JUNCTION - PROFILE
KEYMAP
AD1
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
before you dig.Call
R
( IN FEET )
0
1 INCH = 40 FEET
40 40 80 120
NORTH
TSALPOLYN
PROPOSED AREA DRAIN TSALPOLYN
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.AREA DRAINS SHALL BE PROCURED BY A DESIGN-BUILD CONTRACT. THESE PLANS
SERVE AS A GUIDELINE ONLY WITH RESPECT TO THE NUMBER/TYPE OF FITTINGS,
BENDS, CONNECTIONS, ADAPTERS, JUNCTIONS, CLEANOUTS, ETC. INSTALLER
SHALL BE RESPONSIBLE FOR ENSURING AREA DRAIN SYSTEM IS DESIGNED AND
BUILT CORRECTLY. THERE SHALL BE NO VERTICAL DEVIATIONS FROM PLAN
INVERTS, GRATE ELEVATIONS, SLOPES, ETC. WITHOUT THE APPROVAL OF THE
ENGINEER.
3.ALL BENDS AND FITTINGS SHOWN ARE SCHEMATIC ONLY, AND ARE NOT TO SCALE.
INSTALLATION MAY REQUIRE DIFFERENT AND/OR ADDITIONAL BENDS,
CLEAN-OUTS OR SIMILAR FITTINGS IN ORDER TO FUNCTION CORRECTLY.
4.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF STRUCTURES AND MAJOR
JUNCTIONS.
5.AREA DRAIN GRATES SHALL BE DOMED, LIGHT-DUTY, 8" MINIMUM DIAMETER,
DUCTILE IRON PER ASTM A536 GRADE 70-50-05.
6.AREA DRAIN RISERS, DROP INLETS, DRAIN BASINS, CLEAN-OUTS AND OTHER
JUNCTION STRUCTURES NECESSARY FOR COMPLETION OF THIS SYSTEM CAN BE
CUSTOM MANUFACTURED PVC, IF DESIRED.
7.DRAIN PIPE SHALL BE SMOOTH WALL HDPE PIPE OR EQUAL.
8.ALL PRODUCTS AND MATERIALS TO BE USED FOR AREA DRAIN SYSTEM SHALL BE
SUBMITTED TO ENGINEER FOR APPROVAL PRIOR TO BIDDING.
9.ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE ELASTOMERIC SEALS
(GASKETS) OR MECHANICAL JOINT WRAPS (PER ASTM F477 OR ASTM D3212).
10.ALL TRENCHING, BEDDING, BACKFILLING, AND COMPACTION REQUIREMENTS
SHALL BE PER THE MANUFACTURERS RECOMMENDATIONS, OR CITY STANDARDS,
WHICHEVER IS STRICTEST.
11.GRATE ELEVATIONS DEPICTED REPRESENT TOP OF FINISHED GRADE ABOVE AREA
DRAINS. CONTRACTOR IS RESPONSIBLE FOR SETTING DRAIN ELEVATIONS
CORRECTLY, AND FOR COMPENSATING FOR ANY DIFFERENCES IN DOME HEIGHTS,
COBBLE DEPTHS, ETC.
12.CONNECTIONS TO CONCRETE STORM STRUCTURES AND SIDES OF STORM MAINS
SHALL BE MADE BY CORE-DRILLING AND USING WATERTIGHT 'INSERTA TEE'®, OR
APPROVED EQUAL, SERVICE CONNECTION ASSEMBLY.
13.ALL AREA DRAIN CONNECTIONS TO STORM MAINS, DOWNSPOUT LATERALS, AND
OTHER PIPING RUNNING UNDER FUTURE PAVEMENT SHALL BE INSTALLED WITH
MAIN LINE STORM SEWER AND STUBBED PAST THE FUTURE CURB LINE TO THE
NEAREST DRAIN BASIN OR CLEAN-OUT.
14.ALL AREA DRAIN GRATES, DRAIN BASIN LIDS, CLEAN-OUT COVERS, AND SIMILAR
SURFACE APPURTENANCES SHALL BE CAREFULLY COORDINATED WITH THE FINE
GRADING AND LANDSCAPE INSTALLATION.
15.CONTRACTOR TO COORDINATE DEPTH AND TIMING OF DRY UTILITY AND
IRRIGATION INSTALLATION TO AVOID CONFLICTS WITH AREA DRAIN SYSTEM.
16.AREA DRAIN SYSTEM SHALL BE INSPECTED AFTER FINAL LANDSCAPING TO
ENSURE SYSTEM IS FREE OF DEBRIS AND DAMAGE.
17.AREA DRAIN PIPE AND DRAIN BASIN CONNECTIONS TO RCP STORM SHALL USE
INSERTA TEE OR APPROVED EQUAL FOR CONNECTION.
EXISTING WATER MAIN
PROPOSED WATER MAIN
PROPOSED STORM SEWER
LEGEND:
NOTES:
EXISTING STORM SEWER
EXISTING SANITARY SEWER
PROPOSED STORM INLET
PROPOSED SANITARY SEWER
PROPERTY BOUNDARY
SS
W
PROPOSED AREA DRAIN PIPE w/ BASIN
RAIN GARDEN
PROPOSED UNDERDRAIN UD
INLET SCHEDULE
INLET ID INLET TYPE
A1 Double Combination
A2 Double Combination
A12 Double Combination
B1 Single Area Inlet
B4 Double Area Inlet
C4 Double Combination
C6 Single Combination
C7 Single Combination
D4 Double Combination
AD C1-1 Double Area Inlet
AD C1-4 Double Area Inlet
AD C4-5 Double Area Inlet
Area Drain 12" Nyloplast Drain Basin**
**ALL DRAIN BASINS SHALL USE DOME GRATES UNLESS OTHERWISE NOTED
THE
S
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REC
O
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TF
TF
TF
EM
EM
GM
GM
GM
GM
GM
GM
EM
EM
GM
GM
GM
GM
GM
EMGM
EMGM
XXXXXXXXXX
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
FDC
FDC
FD
C
FD
C
FDC
FDC
FDC
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X X
X X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
XX
X
X
X
X
X
X
X
X
TF
S
S
S
IR
W
W
S
W
F
F
F
F
F
W
SW
W
UD UD
UD
MILES HOUSE AVENUE
(PRIVATE DRIVE)
YE
A
R
L
I
N
G
R
O
A
D
(P
R
I
V
A
T
E
D
R
I
V
E
)
CUTTING HORSE DRIVE
(PRIVATE DRIVE)
BUILDING 13
4
BU
I
L
D
I
N
G
1
6
BUILDING 8
CLUBHOUSE
BU
I
L
D
I
N
G
1
5
RAIN GARDEN B
SEE SHEET RG1
RAIN GARDEN E
SEE SHEET RG1
INLET C4
INV.=4888.03
FG=4890.71
18.11 LF
15" RCP
@ 0.35%
AD CROSS C4-1
INV. IN=4888.09 (NW)
INV. IN=4888.46 (NE)
INV. IN=4888.46 (SW)
INV. OUT=4888.09 (SE)
FG=4890.05
15.32 LF
15" RCP
@ 0.35%
AD BASIN C4-2
INV.=4888.14
FG=4891.13
87.94 LF 15" RCP @ 0.35%
30
.
6
4
L
F
8
"
H
D
P
E
@
0
.
5
0
%
AD TEE C4-3
INV.=4888.45
FG=4891.57
23.50 LF
15" RCP
@ 0.35%
AD BASIN C4-3.1
INV.=4888.90
FG=4891.81
AD TEE C4-4
INV.=4888.58
FG=4891.76
24.35 LF
15" RCP
@ 0.35%
41
.
6
4
L
F
8
"
H
D
P
E
@
0
.
5
1
%
AD BASIN C4-4.1
INV.=4889.11
FG=4891.57
46
.
5
4
L
F
8
"
H
D
P
E
@
0
.
5
0
%
AD BASIN C4-4.2
INV.=4889.35
FG=4891.40
AD AREA INLET C4-5
INV.=4888.67
FG=4890.97
11.32 LF
12" HDPE
@ 0.35%
AD 45° BEND C4-6
INV.=4888.71
FG=4891.56
9.43 LF
12" HDPE
@ 0.35%
AD 45° BEND C4-7
INV.=4888.74
FG=4891.88
40.63 LF
12" HDPE
@ 0.35%
AD TEE C4-8
INV.=4888.88
FG=4892.42
9.50 LF
8" HDPE
@ 0.50%
15.93 LF
12" HDPE
@ 0.35%
AD BASIN C4-9 (24" Ø)
INV.=4888.94
FG=4892.23
62.67 LF 8
"
H
D
P
E
@
0
.
5
0
%
AD BASIN C4-9.1
INV.=4889.25
FG=4893.33
57.65 LF 8" HDPE @ 3.00%
AD 45° BEND C4-9.2
INV.=4890.98
FG=4895.02
4.24 LF
8" HDPE
@ 3.00%
AD BASIN C4-9.3
INV.=4891.11
FG=4894.18
15.94 LF 8" HDPE @ 0.35%
AD 45° BEND C4-10
INV.=4889.00
FG=4892.64
10.23 LF 8" HDPE @ 0.35%
AD 45° BEND C4-11
INV.=4889.03
FG=4892.22
11.53 LF 8" HDPE @ 0.35%
36.08 LF
8" HDPE
@ 0.35%
AD TEE C4-12
INV.=4889.07
FG=4891.68 8.99 LF
8" HDPE
@ 0.50%
AD BASIN C4-12.1
INV.=4889.12
FG=4891.55
AD TEE C4-13
INV.=4889.20
FG=4892.59
8.72 LF
8" HDPE
@ 0.50%
AD BASIN C4-13.1
INV.=4889.24
FG=4891.55
16.20 LF
8" HDPE
@ 0.35%
AD 45° BEND C4-14
INV.=4889.26
FG=4893.04
14.96 LF
8" HDPE
@ 0.35%
AD 45° BEND C4-15
INV.=4889.31
FG=4893.25
21.22 LF
8" HDPE
@ 0.35%
AD BASIN C4-16
INV.=4889.38
FG=4892.87
3.00 LF
8" HDPE
@ 0.50%
AD BASIN C4-16.1
INV.=4889.40
FG=4891.55
42.01 LF
8" HDPE
@ 0.35%
AD 90° BEND C4-17
INV.=4889.53
FG=4892.70
3.00 LF
8" HDPE
@ 0.35%
AD BASIN C4-18
INV.=4889.54
FG=4891.55
STORM DRAIN C
SEE SHEET ST2
LID VAULTS
AD BASIN C4-8.1
INV.=4889.10
FG=4891.54
AREA DRAIN
SEE SHEET AD1
AREA DRAIN
SEE SHEET AD1
AREA DRAIN
SEE SHEET AD1
8" PVC WATER
8"
P
V
C
W
A
T
E
R
8"
P
V
C
W
A
T
E
R
8" PVC
W
A
T
E
R
15
4
.
3
2
L
F
8
"
H
D
P
E
@
0
.
9
0
%
AD TEE C4-6 (S)
INV.=4888.88
FG=4892.29
26.04 LF
8" HDPE
@ 0.50%
5.65 LF
8" HDPE
@ 0.90%
AD 45° BEND C4-5 (S)
INV.=4888.83
FG=4891.68
AD BASIN C4-6.1 (S)
INV.=4889.01
FG=4890.95
8.26 LF 8" HDPE @ 0.90%
16.05 LF
8" HDPE
@ 0.90%
12.52 LF 8" HDPE @ 0.90%
AD TEE C4-2 (S)
INV.=4888.49
FG=4891.70
27.44 LF 8" HDPE @ 0.90%
AD BASIN C4-1 (S)
INV.=4888.25
FG=4890.54
43
.
9
3
L
F
8
"
H
D
P
E
@
0
.
5
0
%
INLET C4
INV.=4888.03
FG=4890.71
AD BASIN C4-2 .1 (S)
INV.=4888.59
FG=4890.50
9.33 LF 8" HDPE @ 0.50%
AD 11.25° BEND C4-4 (S)
INV.=4888.68
FG=4892.12
AD 45 ° BEND C4-3 (S)
INV.=4888.61
FG=4892.04
14.42 LF
15" RCP
@ 0.35%
AD BASIN C4-3A
INV.=4888.50
INV.=4888.50
FG=4891.65
VAULT AREA 4
SEE SHEET SG1
10.42 LF
6" PERF. HDPE
@ 0.50%
AD BASIN C4-2.1
INV.=4888.20
FG=4891.32
33.08 LF
8" PERF. HDPE
@ 0.50%
Sheet
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9.30.16
AD2
AR
E
A
D
R
A
I
N
P
L
A
N
DUC
TILE
IRON-DONOT POLL UT DRAINSTOWATERWAYS
E
NYLOPLAST
DUC
TILE
IRON-DONOTPOL LUT DRAINSTOWATERWAYS
E
NYLOPLAST
DUCT
ILE
IRON
-DONOTPOL LUT DRAINSTOWATERWAYS
E
NYLOPLAST
TYPICAL JUNCTIONS AREA DRAIN GRATE ELEVATION
FINISHED GRADE
GRATE
ELEVATION
NOTE:GRATE ELEVATIONS AND FINISHED GRADE ELEVATIONS DEPICTED HEREIN
REPRESENT THE TOP LEVEL OF FINISHED SURFACES, UNLESS OTHERWISE
NOTED. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO ACCOUNT FOR
DOME HEIGHT, DEPTH OF COBBLE ROCK MULCH OR OTHER LANDSCAPE
SURFACE TREATMENTS TO ENSURE PROPER FINISHED GRADE AND GRATE
ELEVATIONS ARE ACHIEVED.
PLAN VIEW
INLINE JUNCTION - PROFILE
KEYMAP
AD2
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 = 20 FEET
20 20 40 60
NORTH
TSALPOLYN
PROPOSED AREA DRAIN TSALPOLYN
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.AREA DRAINS SHALL BE PROCURED BY A DESIGN-BUILD CONTRACT. THESE PLANS
SERVE AS A GUIDELINE ONLY WITH RESPECT TO THE NUMBER/TYPE OF FITTINGS,
BENDS, CONNECTIONS, ADAPTERS, JUNCTIONS, CLEANOUTS, ETC. INSTALLER
SHALL BE RESPONSIBLE FOR ENSURING AREA DRAIN SYSTEM IS DESIGNED AND
BUILT CORRECTLY. THERE SHALL BE NO VERTICAL DEVIATIONS FROM PLAN
INVERTS, GRATE ELEVATIONS, SLOPES, ETC. WITHOUT THE APPROVAL OF THE
ENGINEER.
3.ALL BENDS AND FITTINGS SHOWN ARE SCHEMATIC ONLY, AND ARE NOT TO SCALE.
INSTALLATION MAY REQUIRE DIFFERENT AND/OR ADDITIONAL BENDS,
CLEAN-OUTS OR SIMILAR FITTINGS IN ORDER TO FUNCTION CORRECTLY.
4.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF STRUCTURES AND MAJOR
JUNCTIONS.
5.AREA DRAIN GRATES SHALL BE DOMED, LIGHT-DUTY, 8" MINIMUM DIAMETER,
DUCTILE IRON PER ASTM A536 GRADE 70-50-05.
6.AREA DRAIN RISERS, DROP INLETS, DRAIN BASINS, CLEAN-OUTS AND OTHER
JUNCTION STRUCTURES NECESSARY FOR COMPLETION OF THIS SYSTEM CAN BE
CUSTOM MANUFACTURED PVC, IF DESIRED.
7.DRAIN PIPE SHALL BE SMOOTH WALL HDPE PIPE OR EQUAL.
8.ALL PRODUCTS AND MATERIALS TO BE USED FOR AREA DRAIN SYSTEM SHALL BE
SUBMITTED TO ENGINEER FOR APPROVAL PRIOR TO BIDDING.
9.ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE ELASTOMERIC SEALS
(GASKETS) OR MECHANICAL JOINT WRAPS (PER ASTM F477 OR ASTM D3212).
10.ALL TRENCHING, BEDDING, BACKFILLING, AND COMPACTION REQUIREMENTS
SHALL BE PER THE MANUFACTURERS RECOMMENDATIONS, OR CITY STANDARDS,
WHICHEVER IS STRICTEST.
11.GRATE ELEVATIONS DEPICTED REPRESENT TOP OF FINISHED GRADE ABOVE AREA
DRAINS. CONTRACTOR IS RESPONSIBLE FOR SETTING DRAIN ELEVATIONS
CORRECTLY, AND FOR COMPENSATING FOR ANY DIFFERENCES IN DOME HEIGHTS,
COBBLE DEPTHS, ETC.
12.CONNECTIONS TO CONCRETE STORM STRUCTURES AND SIDES OF STORM MAINS
SHALL BE MADE BY CORE-DRILLING AND USING WATERTIGHT 'INSERTA TEE'®, OR
APPROVED EQUAL, SERVICE CONNECTION ASSEMBLY.
13.ALL AREA DRAIN CONNECTIONS TO STORM MAINS, DOWNSPOUT LATERALS, AND
OTHER PIPING RUNNING UNDER FUTURE PAVEMENT SHALL BE INSTALLED WITH
MAIN LINE STORM SEWER AND STUBBED PAST THE FUTURE CURB LINE TO THE
NEAREST DRAIN BASIN OR CLEAN-OUT.
14.ALL AREA DRAIN GRATES, DRAIN BASIN LIDS, CLEAN-OUT COVERS, AND SIMILAR
SURFACE APPURTENANCES SHALL BE CAREFULLY COORDINATED WITH THE FINE
GRADING AND LANDSCAPE INSTALLATION.
15.CONTRACTOR TO COORDINATE DEPTH AND TIMING OF DRY UTILITY AND
IRRIGATION INSTALLATION TO AVOID CONFLICTS WITH AREA DRAIN SYSTEM.
16.AREA DRAIN SYSTEM SHALL BE INSPECTED AFTER FINAL LANDSCAPING TO
ENSURE SYSTEM IS FREE OF DEBRIS AND DAMAGE.
17.AREA DRAIN PIPE AND DRAIN BASIN CONNECTIONS TO RCP STORM SHALL USE
INSERTA TEE OR APPROVED EQUAL FOR CONNECTION.
EXISTING WATER MAIN
PROPOSED WATER MAIN
PROPOSED STORM SEWER
LEGEND:
NOTES:
EXISTING STORM SEWER
EXISTING SANITARY SEWER
PROPOSED STORM INLET
PROPOSED SANITARY SEWER
PROPERTY BOUNDARY
SS
W
PROPOSED AREA DRAIN PIPE w/ BASIN
RAIN GARDEN
PROPOSED UNDERDRAIN UD
INLET SCHEDULE
INLET ID INLET TYPE
A1 Double Combination
A2 Double Combination
A12 Double Combination
B1 Single Area Inlet
B4 Double Area Inlet
C4 Double Combination
C6 Single Combination
C7 Single Combination
D4 Double Combination
AD C1-1 Double Area Inlet
AD C1-4 Double Area Inlet
AD C4-5 Double Area Inlet
Area Drain 12" Nyloplast Drain Basin**
**ALL DRAIN BASINS SHALL USE DOME GRATES UNLESS OTHERWISE NOTED
THE
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REC
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APPENDIX E
STATE PORTAL DOCUMENTS
This unofficial copy was downloaded on Feb-07-2019 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 Feb-07-2019 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
UD
UD
UD
GM
EM
BLD
G
1
CU
T
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S
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D
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I
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(P
R
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A
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D
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I
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)
93.20
94.
9
8
PROPOSED 5'
SIDEWALK CULVERT
RG BASIN B5
INV.=4890.36
FG=4892.56
64.
6
3
L
F
6
"
P
E
R
F
.
H
D
P
E
@
0
.
4
0
%
INLET B4
INV.=4890.10
FG=4894.72
STORM DRAIN B
SEE SHEET ST2
92.
0
0
92.0093.00
92.
0
0
93.
5
3
95
.
1
1
95.
5
1
94.32
93
.
0
9
93.0
6
93.1
1
93.14
93
.
0
0
93.00
UD EM
BLD
G
1
4
YEARL
I
N
G
R
O
A
D
(PRIV
A
T
E
D
R
I
V
E
)
AREA DRAIN
SEE SHEET AD1
RG BASIN C4-9.1 (S)
INV.=4892.16
FG=4895.08
AD TEE C4-9 (S)
INV.=4891.93
FG=4896.82
95.6
5
94.68
94.6
8
95.67
94.67
95.68
95.65
94.65
PROPOSED
4' CURB CUT
95.66
28.98 LF
6" PERF. HDPE
@ 0.50%
UD
EM
FDCBLDG 15
YEARLING ROAD
(PRIVATE DRIVE)
94.30
AREA DRAIN
SEE SHEET AD1
93.1
7
92.16
92.1
8
93.
1
6
93.17
92.1792.18
93.16
RG TEE C4-7.1A (S)
INV.=4890.48
FG=4893.11
11.56 LF
6" PERF. HDPE
@ 0.50%
15.79 LF
6" PERF. HDPE
@ 0.50%
12.66 LF
6" PERF. HDPE
@ 0.50%
RG TEE C4-7.2 (S)
INV.=4890.49
FG=4892.81
AD TEE C4-7 (S)
INV.=4890.26
FG=4894.29
RG TEE C4-7.1 (S)
INV.=4890.43
FG=4892.31
93.18
PROPOSED 4'
CURB CUT
UD
UD
EM
GM
BLD
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16
MILE
S
H
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N
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(PR
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)
90.8
5
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R
L
I
N
G
R
O
A
D
(PR
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A
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E
D
R
I
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E
)
PROPOSED 5'
SIDEWALK CULVERT
STORM DRAIN C
SEE SHEET ST2
INLET C7
INV.=4888.43
FG=4891.65
18.48 LF
6" PERF. HDPE
@ 0.50%
RG TEE C8
INV.=4888.52
FG=4890.85
11.00 LF
6" PERF. HDPE
@ 0.50%42.24 LF
6" PERF. HDPE
@ 0.50%
RG BASIN C9
INV.=4888.73
FG=4891.40
RG BASIN C8-1
INV.=4888.57
FG=4891.33
92.
1
8
92.3
8 90.87
91
.
8
8
91.86
90.8
6
90.85
91.87
91
.
8
6
PROPOSED 5'
SIDEWALK CHASE
91.
2
5
91.37
91
.
5
1
91.
3
5
92.4
4
92
.
3
5
92.29
92.18
UD
TF
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(P
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)
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(PR
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A
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E
DRI
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E
)
BLD
G
1
0
CLU
B
H
O
U
S
E
PROPOSED 5'
SIDEWALK CHASE
AD CROSS C4-1
INV.=4888.09
FG=4890.05
34.71 LF
6" PERF. HDPE
@ 0.50%17.23 LF
6" PERF. HDPE
@ 0.50%
RG BASIN C4-1.1
INV.=4888.64
FG=4890.29
RG BASIN C4-1.1A
INV.=4888.55
FG=4890.28
STORM DRAIN C
SEE SHEET ST2
AREA DRAIN
SEE SHEET AD2
AREA DRAIN
SEE SHEET AD2
91.6
6
90.81
90.
7
8
90.05
90.0
7
90
.
0
7
90.8090.78
90
.
0
5
90.8
1
90.07
90.05
90
.
8
0
PROPOSED 4'
CURB CUT
91.03
90
.
7
3
90.6990.79
90
.
7
5
90.8
4
90
.
8
0
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9.30.16
RG1
RA
I
N
G
A
R
D
E
N
D
E
T
A
I
L
S
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
LEGEND:
PROPOSED UNDERDRAIN
PROPOSED STORM
UD
PROPOSED FINISHED GRADE SPOT ELEVATION 33.43
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 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.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF BASINS AND FITTINGS.
4.CONTRACTOR SHALL BE RESPONSIBLE FOR ANY NECESSARY FIELD LOCATES AND
POTHOLING OF SUBSURFACE UTILITIES. ENGINEER AND CITY SHALL BE NOTIFIED OF
ANY POTENTIAL CONFLICTS.
5.CONTRACTOR SHALL COORDINATE ANY NECESSARY TELEPHONE, CABLE AND
ELECTRIC LOWERINGS (OR RE-ROUTING) WITH THE RESPECTIVE UTILITY PROVIDERS
TO FACILITATE THE INSTALLATION OF THE PROPOSED UNDERDRAINS AND RAIN
GARDEN SOIL SECTIONS.
6.ALL CURB SPOTS SHOWN ARE FLOWLINE ELEVATIONS. ALL OTHER SPOTS ARE
FINISHED GRADE ELEVATIONS.
7.REFER TO RAIN GARDEN DETAILS FOR ADDITIONAL INFORMATION.
8.REFER TO LANDSCAPE PLANS FOR ADDITIONAL INFORMATION.
KEYMAP
NORTH
( IN FEET )
0
1 INCH = 20 FEET
20 20 40 60
RAIN GARDEN A RAIN GARDEN B
RAIN GARDEN ERAIN GARDEN D
RAIN GARDEN C
RAIN GARDEN A
RAIN GARDEN B
RAIN GARDEN C
RAIN GARDEN D
RAIN GARDEN E
REFER TO THE LANDSCAPE
PLANS FOR PLANTING WITHIN
THE BIO-RETENTION AREA
12" (9" MIN.) BIO-RETENTION
SAND MEDIA
6" PERFORATED
HDPE UNDERDRAIN
NOTES:
1.REFER TO THE BIORETENTION SAND MEDIA SPECIFICATIONS FOR MORE
INFORMATION ON THE SOIL MIX.
2.BIORETENTION SAND MEDIA SHALL BE PROVIDED BY HAGEMAN EARTH
CYCLE OR APPROVED EQUAL.
3.THE SOIL SECTION AS SHOWN ON THIS DETAIL SHALL BE PLACED IN ALL
RAIN GARDEN LOCATIONS.
MIN. 10" GRAVEL LAYER
MEETING CDOT #4
COARSE AGGREGATE
SPECIFICATION.
6" (4" MIN.) PEA GRAVEL
TYPICAL RAIN GARDEN SECTION
REFER TO THE LANDSCAPE
PLANS FOR PLANTING WITHIN
THE BIO-RETENTION AREA BIO-RETENTION
SAND MEDIA
6" PERFORATED
HDPE UNDERDRAIN
GRAVEL LAYER
PEA GRAVEL
BIORETENTION SOIL LAYERING (RAIN GARDEN)
CDOT CLASS B GEOTEXTILE
SEPARATOR FABRIC
(TYPICAL SIDES & 24" MIN. BOTTOM)
CITY OF FORT COLLINS
BIORETENTION SAND MEDIA SPECIFICATION
PART 1 - GENERAL
A.Bioretention Sand Media (BSM) shall be uniformly mixed,
uncompacted, free of stones, stumps, roots, or other similar objects
larger than two inches. No other materials or substances shall be
mixed or dumped within the bioretention area that may be harmful to
plant growth or prove a hindrance to the facility's function and
maintenance.
B.BSM shall be free of plant or seed material of non-native, invasive
species, or weeds.
C.Fully mixed BSM shall be tested prior to installation and meet the
following criteria:
1.P-Index of less than 30
2.pH of 5.5-6.5. Should pH fall outside of the acceptable range, it
may be modified with lime (to raise) or iron sulfate plus sulfur (to
lower). The lime or iron sulfate must be mixed uniformly into the
BSM prior to use in the bioretention facility.
3.Cation Exchange Capacity (CEC) greater than 10
4.Phosphorous (Phosphate, P2O5) not to exceed 69 ppm
5.BSM that fails to meet the minimum requirements shall be replaced
at the Contractor's expense.
D.BSM shall be delivered fully mixed in a drum mixer. Onsite mixing of
piles will not be allowed. Mixing of the BSM to a homogeneous
consistency shall be done to the satisfaction of the Owner.
PART 2 - SOIL MATERIALS
A.Sand
1.BSM shall consist of 60-70% sand by volume meeting ASTM C-33.
B.Shredded Paper
1.BSM shall consist of 5-10% shredded paper by volume.
2.Shredded paper shall be loosely packed, approximate bulk density
of 50-100 lbs/CY.
3.Shredded paper shall consist of loose leaf paper, not shredded
phone books, and shall be thoroughly and mechanically mixed to
prevent clumping.
C.Topsoil
1.BSM shall consist of 5-10% topsoil by volume.
2.Topsoil shall be classified as sandy loam, loamy sand, or loam per
USDA textural triangle with less than 5% clay material.
3.Onsite, native material shall not be used as topsoil.
4.Textural analysis shall be performed on topsoil, preferably at its
source, prior to including topsoil in the mix. Topsoil shall be free of
subsoil, debris, weeds, foreign matter, and any other material
deleterious to plant health.
5.Topsoil shall have a pH range of 5.5 to 7.5 and moisture content
between 25-55%.
6.Contractor shall certify that topsoil meets these specifications.
D.Leaf Compost
1.BSM shall consist of 10-20% leaf compost by volume.
2.Leaf compost shall consist of Class 1 organic leaf compost
consisting of aged leaf mulch resulting from biological degradation
and transformation of plant-derived materials under controlled
conditions designed to promote aerobic decomposition.
3.The material shall be well composted, free of viable weed seeds
and contain material of a generally humus nature capable of
sustaining growth of vegetation, with no materials toxic to plant
growth.
4.Compost shall be provided by a local US Composting Council Seal
of Testing Assurance (STA) member. A copy of the provider's
most recent independent STA test report shall be submitted to and
approved by the Owner prior to delivery of BSM to the project site.
5.Compost material shall also meet the following criteria:
a.100 percent of the material shall pass through a 1/2 inch
screen
b.PH of the material shall be between 6.0 and 8.4
c.Moisture content shall be between 35 and 50 percent
d.Maturity greater than 80 percent (maturity indicator expressed
as percentage of germination/vigor, 80+/80+)
e.Maturity indicator expressed as Carbon to Nitrogen ration < 12
f.Maturity indicator expressed as AmmoniaN/NitrateN Ratio <4
g.Minimum organic matter shall be 40 percent dry weight basis
h.Soluble salt content shall be no greater than 5500 parts per
million or 0-5 mmhos/cm
i.Phosphorus content shall be no greater than 325 parts per
million
j.Heavy metals (trace) shall not exceed 0.5 parts per million
k.Chemical contaminants: meet or exceed US EPA Class A
standard, 40 CFR 503.13, Tables 1 & 3 levels
l.Pathogens: meet or exceed US EPA Class A standard, 40
CFR 503.32(a) levels
PART 3 - EXECUTION
A.General
1.Refer to project specifications for excavation requirements.
B.Placement Method
1.BSM material shall be spread evenly in horizontal layers.
2.Thickness of loose material in each layer shall not exceed
9-inches.
3.Compaction of BSM material is not required.
BIORETENTION SAND MEDIA SPECIFICATIONS
RAIN GARDEN BASIN
12" - 30" DRAIN
BASIN
12" - 30" INLINE
DRAIN
NON TRAFFIC INSTALLATION
BACKFILL MATERIAL BELOW AND TO
SIDES OF STRUCTURE SHALL BE NATIVE SOIL
AND BE PLACED UNIFORMLY IN 12" LIFTS AND
COMPACTED TO A MIN OF 90%
REV B7001-110-111DWG NO.1 OF 1SHEET1:25SCALEDWG SIZE A
3130 VERONA AVE
BUFORD, GA 30518
PHN (770) 932-2443
FAX (770) 932-2490
www.nyloplast-us.com
12 IN - 30 IN DB & ID NON TRAFFIC INSTALLATION
TITLE
PROJECT NO./NAME
MATERIAL
DATE
APPD BY
9-30-99DATE
CJADRAWN BYTHIS PRINT DISCLOSES SUBJECT MATTER IN WHICH
NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT
OR POSSESSION OF THIS PRINT DOES NOT CONFER,
TRANSFER, OR LICENSE THE USE OF THE DESIGN OR
TECHNICAL INFORMATION SHOWN HEREIN
REPRODUCTION OF THIS PRINT OR ANY INFORMATION
CONTAINED HEREIN, OR MANUFACTURE OF ANY
ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS
IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN
PERMISSION FROM NYLOPLAST.
9-30-99
CJA
NOTE:
1.ALL DRAINS SHALL INCLUDE SUMP INSERT
REV B7001-110-206DWG NO.1 OF 1SHEET1:8SCALEDWG SIZE A
3130 VERONA AVE
BUFORD, GA 30518
PHN (770) 932-2443
FAX (770) 932-2490
www.nyloplast-us.com
12 IN DOME GRATE ASSEMBLY
TITLE
PROJECT NO./NAME
MATERIAL
DATE
APPD BY
3-6-06DATE
EBCDRAWN BYTHIS PRINT DISCLOSES SUBJECT MATTER IN WHICH
NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT
OR POSSESSION OF THIS PRINT DOES NOT CONFER,
TRANSFER, OR LICENSE THE USE OF THE DESIGN OR
TECHNICAL INFORMATION SHOWN HEREIN
REPRODUCTION OF THIS PRINT OR ANY INFORMATION
CONTAINED HEREIN, OR MANUFACTURE OF ANY
ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS
IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN
PERMISSION FROM NYLOPLAST.
3-6-06
CJA
8" DOME: PART #7001-110-197
10" DOME: PART #7001-110-201
12" DOME: PART #7001-110-206
15" DOME: PART #7001-110-211
QUALITY: MATERIAL SHALL CONFORM TO ASTM A536 GRADE 70-50-05
PAINT: CASTINGS ARE FURNISHED WITH A BLACK PAINT
LOCKING DEVICE AVAILABLE UPON REQUEST SEE DRAWING NO.
7001-110-229
DUCTILE IRON
D
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TO
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NYLOPLAST
2.47
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.93
TYPICAL DOME GRATE ASSEMBLY
4
1
4
1
PROPOSED OUTFALL CURB & GUTTER
PROPOSED INFLOW CURB & GUTTER
PROPOSED RAIN GARDEN
THE
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0.
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%
0.2%
BASIN B3 (FLAT TOP)
INV. IN=4889.97 (SW)
INV. OUT=4889.97 (NE)
INV. OUT=4889.97 (SE)
FG=4894.40
BASIN B2
INV. IN=4889.92 (SW)
INV. IN=4889.92 (SE)
INV. OUT=4889.92 (NE)
FG=4894.14
STORM DRAIN B
SEE SHEET ST2
VAULT 1
(SC-740 VAULTS)
12.63 LF 24" RCP @ 0.40%
89.6
4
SG
89
.
7
0
SG
93.5
6
94.1
5
94.4
6
93
.
8
8
EXISTING 10"
SANITARY SEWER
110.23 LF 6" PERF. HD
P
E
@
0
.
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0
%
BASIN B2-1
INV. OUT=4890.14 (NW)
FG=4893.59
89.4
7
SG
89
.
4
1
SG
VAULT 2:
(SC-310 VAULTS)
87.4
2
SG
86.6
1
SG
87.4
8
SG
91
.
0
8
90
.
1
8
91
.
0
5
AD INLET C1-4
INV. OUT=4887.97 (SE)
FG=4890.91
AD CONNECTION C1-3
INV. IN=4887.93 (NW)
FG=4890.87
8.10 LF 12" PVC @ 0.50%
8"
P
V
C
W
A
T
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R
STORM DRAIN C
SEE SHEET ST2
0.5%
0.5%
0.
5
%
0.
5
%
90.2
1
86.5
5
SG
BASIN C1-1
INV. OUT=4887.92 (SE)
FG=4891.07
179.61 LF 6" PERF. HD
P
E
@
0
.
5
0
%
BASIN C1
INV. IN=4887.02 (SW)
INV. IN=4887.02 (NW)
INV. OUT=4887.02 (NE)
FG=4890.17
AD INLET C1-1
INV. IN=4887.09 (NW)
FG=4890.03
AD CONNECTION C1-2
INV. OUT=4887.11 (SE)
FG=4890.04
3.37 LF 12" PVC @ 0.50%
UD
UD
UD
TF
VAULT 4:
(SC-310 VAULTS)
88.06
SG
87.6
9SG
87.65
SG
88.0
2
SG
91.72
91.8
8
91.19
91.3
4
AD BASIN C4-2
INV. IN=4888.14 (NW)
INV. IN=4888.14 (NE)
INV. OUT=4888.14 (SE)
FG=4891.13
AD TEE C4-3
INV. IN=4888.45 (NW)
INV. IN=4888.74 (SW)
INV. OUT=4888.45 (SE)
FG=4891.57
AD CROSS C4-1
INV. IN=4888.09 (NW)
INV. IN=4888.46 (NE)
INV. IN=4888.46 (SW)
INV. OUT=4888.09 (SE)
FG=4890.05
87.94 LF 15" RCP @ 0
.
3
5
%
15.32 LF
15" RCP
@ 0.35%
23.50 LF 15" RCP @ 0
.
3
5
%
AREA DRAIN
SEE SHEET AD2
RAIN GARDEN B
SEE SHEET RG1
0.3%
0.
5
%
0.
5
%
AD BASIN C4-3A
INV. IN=4888.50 (NW)
INV. OUT=4888.50 (SE)
INV. OUT=4888.50 (NE)
FG=4891.65
14.42 LF
15" RCP
@ 0.35%
10.42 LF 6" PERF. HDPE @ 0.50%
AD BASIN C4-2.1
INV. OUT=4888.20 (SW)
FG=4891.32
SS
SS
SS
SS
SS
TF
CUTT
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O
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S
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D
R
I
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(PRIV
A
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D
R
I
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E
)
VAULT 3:
(SC-310 VAULTS)
86.2
8
SG
86.3
2
SG
85.75
SG
85.7
1
SG
90
.
2
2
89.3
7
89.
3
6
90.2
9
0.
5
%
0.3%
0.3%
0.
5
%
BASIN D1
INV. IN=4886.20 (SW)
INV. IN=4886.20 (SE)
INV. OUT=4886.20 (NE)
FG=4889.44
75.81 LF
18" RCP
@ 0.35%
CONNECTION D2
INV. IN=4886.47 (SW)
INV. IN=4886.89 (NW)
INV. OUT=4886.47 (NE)
FG=4889.90
83.56 LF
18" RCP
@ 0.35%
BASIN D3
INV. IN=4886.76 (SW)
INV. IN=4886.76 (NW)
INV. OUT=4886.76 (NE)
INV. OUT=4886.76 (SE)
FG=4890.28
STORM DRAIN D
SEE SHEET ST3
AREA DRAIN
SEE SHEET AD1
AREA DRAIN
SEE SHEET AD1
AD TEE D2
INV. IN=4886.50 (SE)
FG=4889.91
26.92 LF
12" PVC
@ 0.50%
AD BASIN D2.1
INV. OUT=4886.63 (NW)
FG=4889.78
EXISTING 12"
SANITARY SEWER
8"
P
V
C
W
A
T
E
R
AREA DRAIN
SEE SHEET AD1
9.83 LF 6" PERF. HDPE @ 0.50%
BASIN D1-1
INV. OUT=4886.25 (NW)
FG=4889.35
LEGEND:
PROPOSED SUBGRADE SPOT ELEVATION 33.43
PROPOSED SUBGRADE SLOPES
NOTES:
2.0%
EXISTING SPOT ELEVATION
PROPOSED SUBDRAIN
PROPOSED PVC STORM
UD
PROPOSED FINISHED GRADE SPOT ELEVATION 33.43
(33.43
)
SUB
SG1
SU
B
G
R
A
D
E
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
1.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS,
UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION.
2.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING NEW
CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL
UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL UNKNOWN
UNDERGROUND UTILITIES.
3.ALL SPOTS SHOWN ARE FISHED GRADE ELEVATIONS UNLESS OTHERWISE NOTED.
4.CONTRACTOR SHALL NOTIFY THE DESIGN ENGINEER AND THE CITY OF FORT
COLLINS STORMWATER UTILITY A MINIMUM OF ONE WEEK IN ADVANCE SO AS TO
ALLOW FOR FIELD OBSERVATION AND DOCUMENTATION OF THE FOLLOWING
SYSTEM ITEMS IN THE SUBGRADE AREA:
- SUBGRADE
- INSTALLATION OF GEOTEXTILE FABRIC
- INSTALLATION OF UNDERDRAIN
- PLACEMENT AND COMPACTION OF SUB-BASE MATERIAL
- PLACEMENT AND COMPACTION OF BASE MATERIAL
- PLACEMENT OF SETTING BED
5.SUBGRADE AREAS ARE TO BE FIELD SURVEYED BY A LICENSED PROFESSIONAL.
THE DESIGN ENGINEER MUST CONFIRM THE SUBGRADE ELEVATIONS AND
DIMENSIONS PRIOR TO PLACEMENT OF GEOTEXTILE FABRIC, SUB-BASE, OR ANY
OTHER MATERIAL.
6.THE CONTRACTOR SHOULD PROVIDE SLACK IN GEOTEXTILE FABRIC TO ENSURE
PROPER INSTALLATION AND AGGREGATE PLACEMENT WITHOUT DAMAGE. PROVIDE
SUFFICIENT SLACK SO THE FABRIC IS NOT TORN WHEN ROCK IS PLACED. IF TEARS
ARE SEEN OR DISCOVERED, REPAIR THEM AS RECOMMENDED BY MANUFACTURER
WITH NO LESS THAN 18 INCHES OF OVERLAP ON ALL SIDES OF THE TEAR.
7.THE CONTRACTOR SHALL, AT ALL TIMES DURING AND AFTER SYSTEM INSTALLATION,
PREVENT SEDIMENT, DEBRIS, AND DIRT FROM ANY SOURCE FROM ENTERING THE
VAULT SYSTEM.
8.SEE DETAIL SHEETS AND PLANS BY ADS FOR ADDITIONAL DESIGN INFORMATION.
9.CONTRACTOR SHALL COORDINATE ANY NECESSARY TELEPHONE, CABLE AND
ELECTRIC LOWERINGS (OR RE-ROUTING) WITH THE RESPECTIVE UTILITY
PROVIDERS TO FACILITATE THE INSTALLATION OF THE PROPOSED STORM DRAIN
AND UTILITY SERVICES.
10.AREA DRAIN PIPE AND DRAIN BASIN CONNECTIONS TO RCP STORM SHALL USE
INSERTA TEE OR APPROVED EQUAL FOR CONNECTION.
11.ALL STORM VAULTS ARE TO BE CONSTRUCTED AS ISOLATOR ROWS.
12.VAULT LAYOUT SHOWN IN THESE PLANS IS FOR REFERENCE ONLY. FINAL VAULT
LAYOUT AND DESIGN SHALL BE PER MANUFACTURER. CURRENT DESIGN AND
SPECIFICATIONS PROVIDED BY ADS (ADS PROJECT #152446)
Sheet
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9.30.16
KEYMAP
NORTHVAULT AREA 2
NORTH
NORTH
VAULT AREA 1
VAULT AREA 3
VAULT AREA 4
VAULT AREA 1 VAULT AREA 2
VAULT AREA 3VAULT AREA 4
NORTH
STORMTECH VAULT
INLET/OUTLET SCHEDULE
Structure
ID Type Pipe Invert Weir Hight
(Fom Invert)
BASIN B2 30" BASIN 4889.94 --
BASIN B3 4' DIVERSION MH 4889.97 42"
BASIN C4-2 30" BASIN 4888.15 --
BASIN C4-3 30" BASIN w/ WEIR 4888.5 28"
BASIN D1 30" BASIN 4886.21 --
BASIN D3 30" BASIN w/ WEIR 4886.76 28"
**ALL VAULT BASINS SHALL HAVE SOLID GRATE OR LID
INLET SCHEDULE
INLET SCHEDULE
INLET ID INLET TYPE
A1 Double Combination
A2 Double Combination
A12 Double Combination
B1 Single Area Inlet
B4 Double Area Inlet
C4 Double Combination
C6 Single Combination
C7 Single Combination
D4 Double Combination
AD C1-1 Double Area Inlet
AD C1-4 Double Area Inlet
AD C4-5 Double Area Inlet
Area Drain 12" Nyloplast Drain Basin**
**ALL DRAIN BASINS SHALL USE DOME GRATES UNLESS OTHERWISE NOTED
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Stormwater Facility Name:
Facility Location & Jurisdiction:
User (Input) Watershed Characteristics User Defined User Defined User Defined User Defined
Watershed Slope =0.028 ft/ft Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs]
Watershed Length-to-Width Ratio =1.88 L:W 0.00 0 0.00 0.03
Watershed Area =3.58 acres 0.40 770 2.93 26.00
Watershed Imperviousness =67.0%percent 0.90 1,116 3.13 26.00
Percentage Hydrologic Soil Group A =0.0%percent 1.40 1,397
Percentage Hydrologic Soil Group B =0.0%percent 1.90 1,700
Percentage Hydrologic Soil Groups C/D =100.0%percent 2.93 1,700
3.13 1,700
User Input: Detention Basin Characteristics
WQCV Design Drain Time =12.00 hours
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 =0.062 0.190 0.297 0.397 0.580 0.755 0.991 acre-ft
OPTIONAL Override Runoff Volume =acre-ft
Inflow Hydrograph Volume =0.061 0.190 0.296 0.397 0.580 0.755 0.991 acre-ft
Time to Drain 97% of Inflow Volume =1 1 1 1 1 1 1 hours
Time to Drain 99% of Inflow Volume =1 1 1 1 1 1 1 hours
Maximum Ponding Depth =0.17 0.52 0.79 1.04 1.48 1.87 2.44 ft
Maximum Ponded Area =0.007 0.019 0.024 0.027 0.033 0.039 0.039 acres
Maximum Volume Stored =0.001 0.006 0.012 0.018 0.031 0.045 0.068 acre-ft
Stormwater Detention and Infiltration Design Data Sheet
Bucking Horse Filing 4 - Rain Garden 1
Fort Collins, Colorado
Workbook Protected Worksheet Protected
SDI_Design_Data_FC_Rainfall - Rain Garden 1.xlsm, Design Data 2/12/2019, 9:24 AM
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
Stormwater Detention and Infiltration Design Data Sheet
Area
Discharge
0
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0.1 1 10
FL
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[
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100YR OUT
50YR IN
50YR OUT
25YR IN
25YR OUT
10YR IN
10YR OUT
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5YR OUT
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2YR OUT
WQCV IN
WQCV OUT
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WQCV
SDI_Design_Data_FC_Rainfall - Rain Garden 1.xlsm, Design Data 2/12/2019, 9:24 AM
Stormwater Facility Name:
Facility Location & Jurisdiction:
User (Input) Watershed Characteristics User Defined User Defined User Defined User Defined
Watershed Slope =0.012 ft/ft Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs]
Watershed Length-to-Width Ratio =1.76 L:W 0.00 0 0.00 0.01
Watershed Area =0.21 acres 0.20 68 0.76 0.25
Watershed Imperviousness =72.0%percent 0.70 227 0.96 0.36
Percentage Hydrologic Soil Group A =0.0%percent 1.20 342 1.16 0.44
Percentage Hydrologic Soil Group B =0.0%percent 1.50 406 1.36 0.50
Percentage Hydrologic Soil Groups C/D =100.0%percent 2.10 406 1.56 0.56
2.56 406 2.16 0.71
2.56 0.80
User Input: Detention Basin Characteristics
WQCV Design Drain Time =12.00 hours
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 =0.004 0.012 0.018 0.024 0.035 0.046 0.060 acre-ft
OPTIONAL Override Runoff Volume =acre-ft
Inflow Hydrograph Volume =0.004 0.012 0.018 0.024 0.035 0.046 0.059 acre-ft
Time to Drain 97% of Inflow Volume =1 1 1 1 1 1 1 hours
Time to Drain 99% of Inflow Volume =1 1 1 1 1 2 2 hours
Maximum Ponding Depth =0.22 0.62 0.89 1.07 1.45 1.85 2.39 ft
Maximum Ponded Area =0.002 0.005 0.006 0.007 0.009 0.009 0.009 acres
Maximum Volume Stored =0.000 0.001 0.003 0.004 0.007 0.011 0.016 acre-ft
Workbook Protected Worksheet Protected
Stormwater Detention and Infiltration Design Data Sheet
Bucking Horse Filing 4 - Rain Garden 2
Fort Collins, Colorado
SDI_Design_Data_FC_Rainfall - Rain Garden 2.xlsm, Design Data 2/12/2019, 9:24 AM
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
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TIME [hr]
100YR IN
100YR OUT
50YR IN
50YR OUT
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25YR OUT
10YR IN
10YR OUT
5YR IN
5YR OUT
2YR IN
2YR OUT
WQCV IN
WQCV OUT
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10YR
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WQCV
SDI_Design_Data_FC_Rainfall - Rain Garden 2.xlsm, Design Data 2/12/2019, 9:24 AM
Stormwater Facility Name:
Facility Location & Jurisdiction:
User (Input) Watershed Characteristics User Defined User Defined User Defined User Defined
Watershed Slope =0.012 ft/ft Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs]
Watershed Length-to-Width Ratio =3.25 L:W 0.00 0 0.00 0.01
Watershed Area =0.34 acres 0.10 107 0.75 0.50
Watershed Imperviousness =75.0%percent 0.60 385 0.95 0.72
Percentage Hydrologic Soil Group A =0.0%percent 1.15 541 1.15 0.88
Percentage Hydrologic Soil Group B =0.0%percent 1.75 541 1.75 1.12
Percentage Hydrologic Soil Groups C/D =100.0%percent 2.35 541 2.35 1.42
User Input: Detention Basin Characteristics
WQCV Design Drain Time =12.00 hours
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 =0.007 0.020 0.031 0.041 0.058 0.075 0.098 acre-ft
OPTIONAL Override Runoff Volume =acre-ft
Inflow Hydrograph Volume =0.007 0.020 0.030 0.040 0.057 0.075 0.097 acre-ft
Time to Drain 97% of Inflow Volume =1 1 1 1 1 1 1 hours
Time to Drain 99% of Inflow Volume =1 1 1 1 1 2 2 hours
Maximum Ponding Depth =0.17 0.49 0.69 0.86 1.14 1.48 2.00 ft
Maximum Ponded Area =0.003 0.007 0.009 0.011 0.012 0.012 0.012 acres
Maximum Volume Stored =0.000 0.002 0.004 0.005 0.009 0.013 0.019 acre-ft
Workbook Protected Worksheet Protected
Stormwater Detention and Infiltration Design Data Sheet
Bucking Horse Filing 4 - Rain Garden 3
Fort Collins, Colorado
SDI_Design_Data_FC_Rainfall - Rain Garden 3.xlsm, Design Data 2/12/2019, 9:25 AM
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
0.2
0.4
0.6
0.8
1
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100YR OUT
50YR IN
50YR OUT
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5YR IN
5YR OUT
2YR IN
2YR OUT
WQCV IN
WQCV OUT
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100YR
50YR
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WQCV
SDI_Design_Data_FC_Rainfall - Rain Garden 3.xlsm, Design Data 2/12/2019, 9:25 AM
Stormwater Facility Name:
Facility Location & Jurisdiction:
User (Input) Watershed Characteristics User Defined User Defined User Defined User Defined
Watershed Slope =0.015 ft/ft Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs]
Watershed Length-to-Width Ratio =8.00 L:W 0.00 0 0.00 0.01
Watershed Area =1.41 acres 0.10 50 0.62 0.50
Watershed Imperviousness =80.0%percent 0.60 825 0.82 0.72
Percentage Hydrologic Soil Group A =0.0%percent 1.10 1,100 1.02 0.88
Percentage Hydrologic Soil Group B =0.0%percent 1.42 1,208 1.22 1.00
Percentage Hydrologic Soil Groups C/D =100.0%percent 2.02 1,208 1.42 1.12
1.62 2.71
2.02 9.09
User Input: Detention Basin Characteristics
WQCV Design Drain Time =12.00 hours
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 =0.031 0.091 0.134 0.176 0.249 0.321 0.416 acre-ft
OPTIONAL Override Runoff Volume =acre-ft
Inflow Hydrograph Volume =0.030 0.090 0.133 0.175 0.248 0.321 0.415 acre-ft
Time to Drain 97% of Inflow Volume =1 2 2 2 2 2 2 hours
Time to Drain 99% of Inflow Volume =1 2 2 2 2 2 2 hours
Maximum Ponding Depth =0.47 1.12 1.48 1.59 1.71 1.80 1.88 ft
Maximum Ponded Area =0.014 0.025 0.028 0.028 0.028 0.028 0.028 acres
Maximum Volume Stored =0.003 0.017 0.026 0.029 0.033 0.035 0.037 acre-ft
Workbook Protected Worksheet Protected
Stormwater Detention and Infiltration Design Data Sheet
Bucking Horse Filing 4 - Rain Garden 4
Fort Collins, Colorado
SDI_Design_Data_FC_Rainfall - Rain Garden 4.xlsm, Design Data 2/12/2019, 9:25 AM
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
1
2
3
4
5
6
7
8
0.1 1 10
FL
O
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[
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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
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0.1 1 10 100
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100YR
50YR
25YR
10YR
5YR
2YR
WQCV
SDI_Design_Data_FC_Rainfall - Rain Garden 4.xlsm, Design Data 2/12/2019, 9:25 AM
Stormwater Facility Name:
Facility Location & Jurisdiction:
User (Input) Watershed Characteristics User Defined User Defined User Defined User Defined
Watershed Slope =0.005 ft/ft Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs]
Watershed Length-to-Width Ratio =1.57 L:W 0.00 0 0.00 0.01
Watershed Area =0.30 acres 0.40 508 0.85 0.50
Watershed Imperviousness =77.0%percent 0.90 770 1.05 0.72
Percentage Hydrologic Soil Group A =0.0%percent 1.25 913 1.25 0.88
Percentage Hydrologic Soil Group B =0.0%percent 1.65 913 1.45 1.00
Percentage Hydrologic Soil Groups C/D =100.0%percent 1.65 1.12
User Input: Detention Basin Characteristics
WQCV Design Drain Time =12.00 hours
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 =0.006 0.019 0.028 0.036 0.052 0.067 0.087 acre-ft
OPTIONAL Override Runoff Volume =acre-ft
Inflow Hydrograph Volume =0.006 0.018 0.027 0.036 0.051 0.066 0.087 acre-ft
Time to Drain 97% of Inflow Volume =1 1 1 1 2 2 2 hours
Time to Drain 99% of Inflow Volume =1 1 1 2 2 2 2 hours
Maximum Ponding Depth =0.16 0.46 0.64 0.82 1.05 1.26 1.59 ft
Maximum Ponded Area =0.005 0.012 0.015 0.017 0.019 0.021 0.021 acres
Maximum Volume Stored =0.000 0.003 0.006 0.008 0.012 0.017 0.024 acre-ft
Stormwater Detention and Infiltration Design Data Sheet
Bucking Horse Filing 4 - Rain Garden 5
Fort Collins, Colorado
Workbook Protected Worksheet Protected
SDI_Design_Data_FC_Rainfall - Rain Garden 5.xlsm, Design Data 2/12/2019, 9:26 AM
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
Stormwater Detention and Infiltration Design Data Sheet
Area
Discharge
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
1.8
2
0.1 1 10
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O
W
[
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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
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0.1 1 10 100
PO
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100YR
50YR
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10YR
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WQCV
SDI_Design_Data_FC_Rainfall - Rain Garden 5.xlsm, Design Data 2/12/2019, 9:26 AM