HomeMy WebLinkAboutSite Certifications - 02/01/2017
Mr. Wes Lamarque
City of Fort Collins Stormwater Utility
700 Wood St.
Fort Collins, CO
August 25, 2016
RE: Drainage Certification for Banner Health Medical Campus
Dear Mr. Lamarque,
This drainage certification letter is provided to verify as-constructed conditions for Banner Health
Medical Campus. Northern Engineering completed survey work March 3, 2015 to verify general
compliance with the Final Utility Plans for Banner Health Medical Campus, dated 8/12/16 by Northern
Engineering.
Included in this drainage certification submittal are the following:
Attachment 1 - City of Fort Collins Drainage Certification Form.
Attachment 2 - As-constructed pond volume calculations.
Attachment 3 - As-constructed record drawings for Grading and Storm Drain Plan and Profile Sheets.
Based on the calculations shown in Attachment 2, the as-built water quality pond volumes are in Table
1. Based on the water surface elevations and water quality volumes in Table 1, the ponds were
constructed with slightly more volume.
Table 1: Pond Record Volumes
Pond
Design
Detention
Volume (ac.-
ft.)
Design
Water
Surface
Elev.
As-Built
Water
Surface
Elev.
Design
Water
Quality Vol.
(ac.-ft.)
As-built
Water
Quality Vol.
(ac.-ft.)
Pond 1 3.62 4902.1 4901.7 0.30 0.38
Pond 2 2.24 4903.2 4902.7 0.38 0.46
ODP Pond 7.29 4887.1 4886.7 1.1 1.72
We have concluded, based on the attached information and personal site inspection, that the drainage
features for the project site have been constructed in substantial compliance with the above referenced
Final Utility Plans, with the following exceptions:
Item I.B.1.c: Northern Engineering did not observe construction. Northern Engineering was
unable to verify the soft pan material graduation, trench width, and depth for Pond 1, Pond 2,
and the ODP Pond.
Item I.B.1.c: Northern Engineering did not observe construction. Northern Engineering was
unable to verify the installation of grades, bedding material, geotextile fabric, bends, and
cleanouts, of the underdrains for Pond 1, Pond 2, and the ODP Pond.
Item II.A.2: The swale in the southeast corner of the parking lot was designed and approved
with a longitudinal slope of 1.3%. This swale was constructed with a longitudinal grade of 1.3%
to 1.5%. This swale will be replaced upon full buildout of the southwest corner of the site.
Item III.A.2: Storm Line 1 from FES 1-1 to STMH 1-2, shown on the storm drain profile sheet
(Sheet C404), has been constructed with a slope below the design of 0.40% (a slope of 0.29%
was constructed). Given the short length of this pipe, and that it is the last storm line segment
in this system we do not feel that this should create any hydraulic capacity issues. Additionally
we have re-analyzed this storm line and compared hydraulic grade line. As shown below, there
is minimal change to 100-year HGL.
Item III.A.2: Storm Line 1 from STMH 1-2 to STMH 1-3, shown on the storm drain profile sheet
(Sheet C404), has been constructed with a slope below the design of 0.40% (a slope of 0.34%
was constructed). We have re-analyzed this storm line and compared hydraulic grade line. As
shown below, there is minimal change to 100-year HGL. Based on the revised HGL, we feel this
will convey the design storm hydraulic capacity.
Item III.A.2: Storm Line 1 from STMH 1-3 to STMH 1-4, shown on the storm drain profile sheet
(Sheet C404), has been constructed with a slope below the design of 0.50% (a slope of 0.38%
was constructed). We have re-analyzed this storm line and compared hydraulic grade line. As
shown below, there is minimal change to 100-year HGL. Based on the revised HGL, we feel this
will convey the design storm hydraulic capacity.
Item III.A.2: Storm Line 1-3A from Outlet Structure 1-3A.2 to Inlet 1-3A.1, shown on the storm
drain profile sheet (Sheet C405), has been constructed with a slope below the design of 0.52% (a
slope of 0.21% was constructed). We have re-analyzed this storm line and compared hydraulic
grade line. As shown below, there is minimal change to 100-year HGL. Based on the revised
HGL, we feel this will convey the design storm hydraulic capacity.
Item III.A.2: Storm Line 1-3A.2 from Inlet 1-3A.2 to STMH 1-3A.2A, shown on the storm drain
profile sheet (Sheet C406), has been constructed with a slope below the design of 0.60% (a slope
of 0.36% was constructed). We have re-analyzed this storm line and compared hydraulic grade
line. As shown below, there is minimal change to 100-year HGL. Based on the revised HGL, we
feel this will convey the design storm hydraulic capacity.
Item III.A.2: Storm Line 1-6 from STMH 1-6 to Outlet 1-6A, shown on the storm drain profile
sheet (Sheet C406), has been constructed with a slope below the design of 1.31% (a slope of
0.94% was constructed). We have re-analyzed this storm line and compared hydraulic grade
line. As shown below, there is minimal change to 100-year HGL. Based on the revised HGL, we
feel this will convey the design storm hydraulic capacity.
Item III.A.2: Storm Line 2 from Inlet 2-1 to Inlet 2-2, shown on the storm drain profile sheet
(Sheet C406), has been constructed with a slope below the design of 0.50% (a slope of 0.41%
was constructed). We have re-analyzed this storm line and compared hydraulic grade line. As
shown below, there is minimal change to 100-year HGL. Based on the revised HGL, we feel this
will convey the design storm hydraulic capacity.
Item III.A.2: Storm Line 3 from FES 3-1 to Inlet 3-2, shown on the storm drain profile sheet
(Sheet C408), has been constructed with a slope below the design of 0.50% (a slope of 0.42%
was constructed). We have re-analyzed this storm line and compared hydraulic grade line. As
shown below, there is minimal change to 100-year HGL. Based on the revised HGL, we feel this
will convey the design storm hydraulic capacity.
Item III.A.2: Storm Line 3 from Inlet 3-2 to STMH 3-3, shown on the storm drain profile sheet
(Sheet C408), has been constructed with a slope below the design of 0.50% (a slope of 0.42%
was constructed). We have re-analyzed this storm line and compared hydraulic grade line. As
shown below, there is minimal change to 100-year HGL. Based on the revised HGL, we feel this
will convey the design storm hydraulic capacity.
Item III.A.2: Storm Line 3 from STMH 3-3 to STMH 3-4, shown on the storm drain profile sheet
(Sheet C408), has been constructed with a slope below the design of 0.50% (a slope of 0.46%
was constructed). We have re-analyzed this storm line and compared hydraulic grade line. As
shown below, there is minimal change to 100-year HGL. Based on the revised HGL, we feel this
will convey the design storm hydraulic capacity.
Item III.A.2: Storm Line 5 from FES 5 to FES 5-1, shown on the storm drain profile sheet (Sheet
C410), has been constructed with a slope below the design of 0.84% (a slope of 0.79% was
constructed). We have re-analyzed this storm line and compared hydraulic grade line. As
shown below, there is minimal change to 100-year HGL. Based on the revised HGL, we feel this
will convey the design storm hydraulic capacity.
Item III.A.2: Storm Line 4 from FES 4 to STMH 4-1, shown on the storm drain profile sheet
(Sheet C411), has been constructed with a slope below the design of 0.52% (a slope of 0.39%
was constructed). We have re-analyzed this storm line and compared hydraulic grade line. As
shown below, there is minimal change to 100-year HGL. Based on the revised HGL, we feel this
will convey the design storm hydraulic capacity.
Item III.A.2: Storm Line 4 from STMH 4-1 to STMH 4-2, shown on the storm drain profile sheet
(Sheet C411), has been constructed with a slope below the design of 0.50% (a slope of 0.46%
was constructed). We have re-analyzed this storm line and compared hydraulic grade line. As
shown below, there is minimal change to 100-year HGL. Based on the revised HGL, we feel this
will convey the design storm hydraulic capacity.
Item III.A.2: Storm Line 6 from FES 6 to Inlet 6-1, shown on the storm drain profile sheet (Sheet
C412), has been constructed with a slope below the design of 0.52% (a slope of 0.37% was
constructed). We have re-analyzed this storm line and compared hydraulic grade line. As
shown below, there is minimal change to 100-year HGL. Based on the revised HGL, we feel this
will convey the design storm hydraulic capacity.
Item III.A.2: Storm Line 6 from Inlet 6-1 to STMH 6-2, shown on the storm drain profile sheet
(Sheet C412), has been constructed with a slope below the design of 0.52% (a slope of 0.47%
was constructed). We have re-analyzed this storm line and compared hydraulic grade line. As
shown below, there is minimal change to 100-year HGL. Based on the revised HGL, we feel this
will convey the design storm hydraulic capacity.
Item III.B.2: Northern Engineering did not observe construction. Northern Engineering was
unable to verify encasements and clearances between storm sewer and existing and proposed
utilities.
Item III.B.3: Northern Engineering did not observe construction. Northern Engineering was
unable to verify the specific joint types used in construction of the storm sewer system.
Item X.A: The drainage swale along Harmony Road was disturbed by construction activities for
the development on the west side of Lady Moon Drive prior to verification by Northern
Engineering. Therefore, the drainage swale along Harmony Road will not be certified by
Northern Engineering.
Item X.A: An additional sidewalk was added to the north side of the building at the main
entrance that was not designed by Northern Engineering. Therefore, the drainage adjacent and
including this sidewalk will not be certified by Northern Engineering. The owner intends to
improve the drainage around the sidewalk in the near future.
Item X.A: The interior courtyards are not part of the City of Fort Collins Overall Site Drainage
Certification, and therefore will not be certified by Northern Engineering.
Item XV.A: A During Construction Inspection Checklist for Low Impact Development (LID) and
other items to be verified during construction was not provided to Northern Engineering.
Please feel free to contact me with any questions you may have.
Thank you,
NORTHERN ENGINEERING
Frederick S. Wegert, PE
Project Engineer
Attachment 2
/15 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.)
x Use “Yes” for items completed as described.
x Use “N/A” for items that are not applicable to the site being certified.
x 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
ODP Pond
Banner Health Medical Campus
8/11/2016
Yes
Yes
Yes
Yes
Yes
Yes
/15 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.
x 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
No
No
Yes
Yes
Yes
Yes
N/A
N/A
Yes
/15 Page 3
4.Outlet Structure Certification
a. The orifice plate for the approved release rate is installed with the correct size and location of
the orifice.
b. The orifice plate for the water quality outlet is installed with the correct hole size, number of
rows and columns of holes.
c. The bottom hole on both the water quality and quantity outlets are at the bottom of the plate
so no water ponds in front of the plate.
d. The well screen is the correct material and is installed as shown on the construction plans.
e. 100-year overflow grate elevation is . (Elev. A on detail D-46)
f. The top elevation of the water quality capture volume is . (Elev. B on detail
D-46)
g. Overflow grate is made of the correct material, has the correct bar spacing, is hinged at the
top and bolted at the bottom.
h. The bottom of the outlet box has no obstructions or misalignments that will cause it to retain
runoff water and is sloped at 2% towards outlet.
II. Channels/Swales - FCSCM Vol.1, Ch.7, Sect.3&4
A.Capacity: The as-built capacity of all the major channels and swales has been verified. They meet
or exceed capacity requirements shown in the approved drainage study for this project.
1. All swales are located within the drainage easements as shown on the construction plans.
2. Longitudinal slopes and side-slopes (cross-sections) have been verified. Design criteria requires
longitudinal slopes of 2% min. (on vegetated swales) and side-slopes no steeper than 4:1. If these
criteria are not met, the certification engineer will write a justification and propose mitigation for each
instance or have the issues corrected. If variances to these criteria have previously been approved and
are shown on the construction plans, no justification is needed.
3. As-built spot elevations on channels/swales are shown that correspond to spot elevations
shown on the approved construction plans.
4. All permanent erosion control measures are installed as shown on the approved construction
plans (e.g., drop structures, riprap, TRMs, etc.). (Include pictures and verification of the materials used
as part of this verification.)
5. All pans, curbs, storm pipes or other appurtenances appropriately tie into each other in the
system. (Pictures at tie-in points suggested.)
6. The minimum freeboard is provided for all channels and swales as shown on the approved
construction plans or as identified in the approved drainage study. (Show the freeboard provided on
the cross-sections as on the construction plan set or attached as separate documentation.)
7. The low flow portion of all channels or swales is clear of obstructions. (No landscaping, trees,
shrubs, sod, etc. infringe on the low flow portion of channels or swales.)
Yes
4879.73
4884.14
Yes
Yes
Yes
Yes
Yes
Yes
N/A
N/A
No
Yes
Yes
Yes
N/A
Yes
Yes
/15 Page 4
III. Storm Pipes (aka storm drains) - FCSCM Vol.1, Ch.6, Sec. 4
A.Storm Drain Pipe Capacity: The as-built capacity of all pipes installed on this project has been
verified and meets or exceeds the capacity requirements shown in the approved drainage study for this
project.
1. All storm drain pipe sizes and materials have been verified and are in conformance with the
approved construction plans. (Indicate on the plan and profile sheets that they have been verified.)
Material and size substitutions must be approved prior to installation. If a pipe size or material was
changed during construction, the certification engineer must attach the approval documents or supply
them with this certification. Approval documents must include a calculation documenting the capacity
equivalency (equal or greater) of the substituted size.
2. The longitudinal slope of the pipe is as shown on the approved construction plans. The
acceptable minimum slope is 0.4%. All slopes flatter than the designed slope on the construction plans
must be justified with capacity calculations on an attached sheet.
3. The as-built invert elevations have been verified and are shown on the plan and profile sheets of
the approved construction plans.
B.Storm Drain Pipe Installation Requirements: All pipes are installed in accordance with the
approved construction plans.
1. The minimum cover requirements for all pipes have been met as shown on the approved
construction plans. These will be called out in critical locations.
2. All encasements and clearances as specified on the approved construction plans have been met.
3. Any specific joint types or construction methods specified on the approved construction plans
have been met. (List on a separate sheet and attach to this certification.)
IV. Concrete Pans - FCSCM Vol.1, Ch.7, Sec.4.1.3.4
A.Construction/Installation: All concrete pans have been constructed in accordance with the
approved construction plans.
1. The concrete pans are the correct size/width as shown on the approved construction plans.
2. The longitudinal slopes of the pans are as shown on the approved construction plans. The
certification engineer must justify or mitigate longitudinal slopes less than the minimum of 0.4% unless
a flatter slope was approved and is shown on the approved construction plans. Provide mitigation or
justification by separate document.
3. The cross-section of the pan is as shown on the construction plans. (Specifically, the pan cross-
section is “V” shaped and meets the side slope shown on the detail.)
4. The concrete pans are a minimum of 6 inches thick without reinforcement and a minimum of 4
inches thick with a minimum of 6X6-W14xW14 reinforcement per detail D20B and D20C. (Provide
documentation of the reinforcement used if different than shown on the details or on the approved
construction plans.)
5. The spot elevations shown on the concrete pan(s) have been verified and are shown on the as-
built drawings.
Yes
Yes
No
Yes
Yes
Yes
No
No
N/A
N/A
N/A
N/A
N/A
N/A
/15 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 inlet covers are stenciled or stamped with the following 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
No
Yes
Yes
Yes
Yes
N/A
N/A
N/A
N/A
/15 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.
N/A
N/A
N/A
N/A
N/A
N/A
N/A
Yes
Yes
Yes
Yes
Yes
Yes
No
N/A
/15 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
No
Yes
N/A
Yes
N/A
N/A
Yes
Yes
Yes
Yes
/15 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.)
x Use “Yes” for items completed as described.
x Use “N/A” for items that are not applicable to the site being certified.
x 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
Pond 1
Banner Health Medical Campus
8/11/2016
Yes
Yes
Yes
Yes
Yes
Yes
/15 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.
x 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
No
No
Yes
N/A
N/A
N/A
N/A
N/A
Yes
/15 Page 3
4.Outlet Structure Certification
a. The orifice plate for the approved release rate is installed with the correct size and location of
the orifice.
b. The orifice plate for the water quality outlet is installed with the correct hole size, number of
rows and columns of holes.
c. The bottom hole on both the water quality and quantity outlets are at the bottom of the plate
so no water ponds in front of the plate.
d. The well screen is the correct material and is installed as shown on the construction plans.
e. 100-year overflow grate elevation is . (Elev. A on detail D-46)
f. The top elevation of the water quality capture volume is . (Elev. B on detail
D-46)
g. Overflow grate is made of the correct material, has the correct bar spacing, is hinged at the
top and bolted at the bottom.
h. The bottom of the outlet box has no obstructions or misalignments that will cause it to retain
runoff water and is sloped at 2% towards outlet.
II. Channels/Swales - FCSCM Vol.1, Ch.7, Sect.3&4
A.Capacity: The as-built capacity of all the major channels and swales has been verified. They meet
or exceed capacity requirements shown in the approved drainage study for this project.
1. All swales are located within the drainage easements as shown on the construction plans.
2. Longitudinal slopes and side-slopes (cross-sections) have been verified. Design criteria requires
longitudinal slopes of 2% min. (on vegetated swales) and side-slopes no steeper than 4:1. If these
criteria are not met, the certification engineer will write a justification and propose mitigation for each
instance or have the issues corrected. If variances to these criteria have previously been approved and
are shown on the construction plans, no justification is needed.
3. As-built spot elevations on channels/swales are shown that correspond to spot elevations
shown on the approved construction plans.
4. All permanent erosion control measures are installed as shown on the approved construction
plans (e.g., drop structures, riprap, TRMs, etc.). (Include pictures and verification of the materials used
as part of this verification.)
5. All pans, curbs, storm pipes or other appurtenances appropriately tie into each other in the
system. (Pictures at tie-in points suggested.)
6. The minimum freeboard is provided for all channels and swales as shown on the approved
construction plans or as identified in the approved drainage study. (Show the freeboard provided on
the cross-sections as on the construction plan set or attached as separate documentation.)
7. The low flow portion of all channels or swales is clear of obstructions. (No landscaping, trees,
shrubs, sod, etc. infringe on the low flow portion of channels or swales.)
Yes
4895.70
4897.68
Yes
Yes
Yes
Yes
Yes
Yes
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
/15 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.)
x Use “Yes” for items completed as described.
x Use “N/A” for items that are not applicable to the site being certified.
x 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
Pond 2
Banner Health Medical Campus
8/11/2016
Yes
Yes
Yes
Yes
Yes
Yes
/15 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.
x 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
No
No
Yes
N/A
N/A
N/A
N/A
N/A
Yes
/15 Page 3
4.Outlet Structure Certification
a. The orifice plate for the approved release rate is installed with the correct size and location of
the orifice.
b. The orifice plate for the water quality outlet is installed with the correct hole size, number of
rows and columns of holes.
c. The bottom hole on both the water quality and quantity outlets are at the bottom of the plate
so no water ponds in front of the plate.
d. The well screen is the correct material and is installed as shown on the construction plans.
e. 100-year overflow grate elevation is . (Elev. A on detail D-46)
f. The top elevation of the water quality capture volume is . (Elev. B on detail
D-46)
g. Overflow grate is made of the correct material, has the correct bar spacing, is hinged at the
top and bolted at the bottom.
h. The bottom of the outlet box has no obstructions or misalignments that will cause it to retain
runoff water and is sloped at 2% towards outlet.
II. Channels/Swales - FCSCM Vol.1, Ch.7, Sect.3&4
A.Capacity: The as-built capacity of all the major channels and swales has been verified. They meet
or exceed capacity requirements shown in the approved drainage study for this project.
1. All swales are located within the drainage easements as shown on the construction plans.
2. Longitudinal slopes and side-slopes (cross-sections) have been verified. Design criteria requires
longitudinal slopes of 2% min. (on vegetated swales) and side-slopes no steeper than 4:1. If these
criteria are not met, the certification engineer will write a justification and propose mitigation for each
instance or have the issues corrected. If variances to these criteria have previously been approved and
are shown on the construction plans, no justification is needed.
3. As-built spot elevations on channels/swales are shown that correspond to spot elevations
shown on the approved construction plans.
4. All permanent erosion control measures are installed as shown on the approved construction
plans (e.g., drop structures, riprap, TRMs, etc.). (Include pictures and verification of the materials used
as part of this verification.)
5. All pans, curbs, storm pipes or other appurtenances appropriately tie into each other in the
system. (Pictures at tie-in points suggested.)
6. The minimum freeboard is provided for all channels and swales as shown on the approved
construction plans or as identified in the approved drainage study. (Show the freeboard provided on
the cross-sections as on the construction plan set or attached as separate documentation.)
7. The low flow portion of all channels or swales is clear of obstructions. (No landscaping, trees,
shrubs, sod, etc. infringe on the low flow portion of channels or swales.)
Yes
4897.53
4899.56
Yes
Yes
Yes
Yes
Yes
Yes
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
12/12/2014 Revision – Page 1 of 2
Construction Inspection Checklist for Bioretention Cells
Item/Activity Yes No N/A Documentation/Submittal Requirements
Excavation
Heavy equipment did not travel over bioretention cell
during excavation
N/A Unable to verify. Did not observe construction
activities.
Bottom of cell was “ripped” after excavation N/A Unable to verify. Did not observe construction
activities.
Bottom of cell is flat and level Yes Pond bottoms surveyed on 3/3/15.
Excavated area is protected/surrounded by
sediment/runoff control BMPs during construction
N/A Unable to verify. Did not observe construction
activities.
Inlet
Inlet invert elevation is at least 3 inches above
containment wall/berm
N/A Unable to verify. Did not observe construction
activities.
Upstream catchment drains to inlet Yes
Forebay
Forebay is installed according to design specifications Yes
Forebay has flat, concrete bottom N/A Unable to verify. Did not observe construction
activities.
Outlet Structure/Overflow
Outlet structure/overflow elevation is confirmed Yes 7.77’ from flowline to bottom of spillway in ODP Pond.
1.98’ from flowline to overflow in Pond 1.
2.03’ from flowline to overflow in Pond 2.
Impermeable Liner
Impermeable liner meets design specifications N/A Unable to verify. Did not observe construction
activities.
Impermeable liner attached to concrete perimeter wall N/A Unable to verify. Did not observe construction
activities.
Impermeable liner is not exposed N/A Unable to verify. Did not observe construction
activities.
Underdrain System
Underdrain pipe is per design specifications N/A Unable to verify. Did not observe construction
activities.
At least one cleanout is provided per underdrain lateral N/A Unable to verify. Did not observe construction
12/12/2014 Revision – Page 2 of 2
activities.
Cleanout pipe is not perforated N/A Unable to verify. Did not observe construction
activities.
Cleanouts covers are installed and watertight N/A Unable to verify. Did not observe construction
activities.
Underdrain is NOT wrapped in geotextile fabric N/A Unable to verify. Did not observe construction
activities.
Underdrain orifice plate installed at outlet structure N/A Unable to verify. Did not observe construction
activities.
Underdrain integrity tested after backfilling using TV
and/or water test
N/A Unable to verify. Did not observe construction
activities.
Filter Media
Filter media composition is per design specifications N/A Unable to verify. Did not observe construction
activities.
Filter media was “machine mixed” by supplier prior to
delivery
N/A Unable to verify. Did not observe construction
activities.
Filter media installed flat and level N/A Unable to verify. Did not observe construction
activities.
Other Structural Components
Containment wall/berm is continuous and level N/A Unable to verify. Did not observe construction
activities.
Landscaping
Final landscaping does NOT include sod Yes
Final landscaping (wood/rock mulch) is flat and level N/A Unable to verify. Did not observe construction
activities.
Vegetation is planted according to landscape design
specifications
N/A Unable to verify. Did not observe construction
activities.
Verify that weed barrier is not installed N/A Unable to verify. Did not observe construction
activities.
Temporary irrigation installed N/A Unable to verify. Did not observe construction
activities.
Close Out
Upstream catchment stabilized prior to diverting runoff
into bioretention cell
N/A Unable to verify. Did not observe construction
activities.
Project:
Date:
Outlet Elevation:4875.17 7.29 acre ft
Grate Elevation:4883.97 1.72 acre ft
Crest of Pond Elev.:4888 4886.7
Maximum
Elevation
Minimum
Elevation sq. ft.acre ft sq. ft.acre ft
4879.5 N/A 49.3 0 0.0 0.00 0.0 0.00
4880.0 4879.5 191.1 0.5 60.1 0.00 60.1 0.00
4880.5 4880.0 262.0 0.5 113.3 0.00 173.4 0.00
4881.0 4880.5 2,957.3 0.5 804.8 0.02 978.2 0.02
4881.5 4881.0 7,075.1 0.5 2,508.1 0.06 3,486.3 0.08
4882.0 4881.5 12,580.0 0.5 4,913.8 0.11 8,400.1 0.19
4882.5 4882.0 19,702.3 0.5 8,070.6 0.19 16,470.7 0.38
4883.0 4882.5 29,629.9 0.5 12,333.0 0.28 28,803.7 0.66
4883.5 4883.0 45,655.6 0.5 18,821.4 0.43 47,625.1 1.09
4884.0 4883.5 64,082.2 0.5 27,434.5 0.63 75,059.6 1.72
4884.5 4884.0 78,210.4 0.5 35,573.2 0.82 110,632.7 2.54
4885.0 4884.5 88,795.3 0.5 41,751.4 0.96 152,384.2 3.50
4885.5 4885.0 93,847.6 0.5 45,660.7 1.05 198,044.9 4.55
4886.0 4885.5 98,471.1 0.5 48,079.7 1.10 246,124.6 5.65
4886.5 4886.0 102,884.6 0.5 50,338.9 1.16 296,463.5 6.81
4887.0 4886.5 107,310.0 0.5 52,548.6 1.21 349,012.2 8.01
4887.5 4887.0 111,747.5 0.5 54,764.4 1.26 403,776.5 9.27
4888.0 4887.5 116,198.3 0.5 56,986.5 1.31 460,763.0 10.58
Pond Outlet and Volume Data
ODP Pond Stage Storage Curve
Project Number:306-003 Banner Health Medical Campus
Project Location:Fort Collins, Colorado
Calculations By:F. Wegert 8/25/2016
Pond No.:ODP Pond
Design Volume:
Volume at Grate:
Elev at Design Volume:
Existing Pond Stage Storage Curve
Contour Contour
Surface Area
(ft2)
Depth
Incremental Volume Cummalitive Volume
8/25/2016 9:55 AM D:\Projects\Presidio\306-003\Construction\Asbuilts\Pond Volumes\2015-02-06\
306-003_AB_Pond_Stage.xlsx\Pond 3
Project:
Date:
Outlet Elevation:4893.76 3.62 acre ft
Grate Elevation:4897.51 0.38 acre ft
Crest of Pond Elev.:4903 4901.7
Maximum
Elevation
Minimum
Elevation sq. ft.acre ft sq. ft.acre ft
4895.5 N/A 2.0 0 0.0 0.00 0.0 0.00
4896.0 4895.5 3,967.3 0.5 992.3 0.02 992.3 0.02
4896.5 4896.0 8,423.3 0.5 3,097.6 0.07 4,090.0 0.09
4897.0 4896.5 12,545.4 0.5 5,242.2 0.12 9,332.1 0.21
4897.5 4897.0 16,712.5 0.5 7,314.5 0.17 16,646.6 0.38
4898.0 4897.5 20,672.3 0.5 9,346.2 0.21 25,992.8 0.60
4898.5 4898.0 25,178.7 0.5 11,462.7 0.26 37,455.6 0.86
4899.0 4898.5 30,141.9 0.5 13,830.2 0.32 51,285.7 1.18
4899.5 4899.0 34,735.6 0.5 16,219.4 0.37 67,505.1 1.55
4900.0 4899.5 37,735.6 0.5 18,117.8 0.42 85,622.9 1.97
4900.5 4900.0 40,414.2 0.5 19,537.4 0.45 105,160.3 2.41
4901.0 4900.5 43,033.9 0.5 20,862.0 0.48 126,022.3 2.89
4901.5 4901.0 45,676.5 0.5 22,177.6 0.51 148,199.9 3.40
4902.0 4901.5 48,295.8 0.5 23,493.1 0.54 171,693.0 3.94
4902.5 4902.0 50,926.2 0.5 24,805.5 0.57 196,498.5 4.51
4903.0 4902.5 53,923.9 0.5 26,212.5 0.60 222,711.0 5.11
Volume at Grate:
Project Number:
Project Location:
Calculations By:
Pond No.:
Detention Pond 1 Stage Storage Curve
Contour Contour
Surface Area
(ft2)
Depth
Incremental Volume Cummalitive Volume
Existing Pond Stage Storage Curve
306-003
Fort Collins, Colorado
F. Wegert
Detention Pond 1
Elev at Design Volume:
Banner Health Medical Campus
8/25/2016
Pond Outlet and Volume Data
Design Volume:
8/25/2016 9:54 AM D:\Projects\Presidio\306-003\Construction\Asbuilts\Pond Volumes\2015-02-06\
306-003_AB_Pond_Stage.xlsx\Pond 1
Project:
Date:
Outlet Elevation:4895.29 2.24 acre ft
Grate Elevation:4899.39 0.46 acre ft
Crest of Pond Elev.:4903.5 4902.7
Maximum
Elevation
Minimum
Elevation sq. ft.acre ft sq. ft.acre ft
4897.5 N/A 1,783.7 0 0.0 0.00 0.0 0.00
4898.0 4897.5 7,699.7 0.5 2,370.9 0.05 2,370.9 0.05
4898.5 4898.0 11,870.6 0.5 4,892.6 0.11 7,263.4 0.17
4899.0 4898.5 14,839.1 0.5 6,677.4 0.15 13,940.9 0.32
4899.5 4899.0 17,429.3 0.5 8,067.1 0.19 22,008.0 0.51
4900.0 4899.5 19,674.5 0.5 9,276.0 0.21 31,283.9 0.72
4900.5 4900.0 21,636.3 0.5 10,327.7 0.24 41,611.6 0.96
4901.0 4900.5 23,546.4 0.5 11,295.7 0.26 52,907.3 1.21
4901.5 4901.0 25,516.3 0.5 12,265.7 0.28 65,173.0 1.50
4902.0 4901.5 27,539.6 0.5 13,264.0 0.30 78,437.0 1.80
4902.5 4902.0 29,609.8 0.5 14,287.4 0.33 92,724.3 2.13
4903.0 4902.5 31,727.0 0.5 15,334.2 0.35 108,058.5 2.48
4903.5 4903.0 33,914.1 0.5 16,410.3 0.38 124,468.8 2.86
Pond Outlet and Volume Data
Detention Pond 2 Stage Storage Curve
Project Number:306-003 Banner Health Medical Campus
Project Location:Fort Collins, Colorado
Calculations By:F. Wegert 8/25/2016
Pond No.:Detention Pond 2
Design Volume:
Volume at Grate:
Elev at Design Volume:
Existing Pond Stage Storage Curve
Contour Contour
Surface Area
(ft2)
Depth
Incremental Volume Cummalitive Volume
8/25/2016 9:54 AM D:\Projects\Presidio\306-003\Construction\Asbuilts\Pond Volumes\2015-02-06\
306-003_AB_Pond_Stage.xlsx\Pond 2
Stormwater Facility Name:
Facility Location & Jurisdiction:
User Input: Watershed Characteristics User Defined User Defined User Defined User DefinedWatershed Slope =0.010 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs]Watershed Length =2130 ft 0.00 2 0.00 0.00Watershed Area = 13.88 acres 1.00 8,423 1.00 0.30Watershed Imperviousness = 65.9%percent 2.00 16,712 2.00 0.50Percentage Hydrologic Soil Group A =percent 3.00 25,179 3.00 0.60Percentage Hydrologic Soil Group B =percent 4.00 34,736 4.00 0.70Percentage Hydrologic Soil Groups C/D = 100.0%percent 5.00 40,414 5.00 0.806.00 45,677 6.00 0.80UDFCD Default 17 7.00 50,926 7.00 0.857.50 53,924 7.50 0.90
WQCV Treatment Method = 40.00 hours
After completing and printing this worksheet to a pdf, go to:https://maperture.digitaldataservices.com/gvh/?viewer=cswdifcreate a new stormwater facility, and attach the pdf of this worksheet to that record.
Routed Hydrograph ResultsDesign Storm Return Period =WQCV 2 Year 5 Year 10 Year 50 Year 100 YearOne-Hour Rainfall Depth =0.53 0.95 1.34 1.64 2.32 2.61 inCalculated Runoff Volume =0.298 0.702 1.118 1.461 2.318 2.719 acre-ftOPTIONAL Override Runoff Volume =acre-ftInflow Hydrograph Volume =0.297 0.701 1.118 1.461 2.318 2.718 acre-ftTime to Drain 97% of Inflow Volume =12.6 20.6 28.0 33.5 46.2 51.7 hoursTime to Drain 99% of Inflow Volume =13.7 22.1 29.9 35.8 49.1 54.7 hoursMaximum Ponding Depth =1.55 2.48 3.19 3.68 4.70 5.12 ftMaximum Ponded Area =0.30 0.48 0.62 0.73 0.89 0.94 acresMaximum Volume Stored =0.231 0.589 0.980 1.308 2.138 2.525 acre-ft
Stormwater Detention and Infiltration Design Data Sheet
Pond 1
Fort Collins, CO
Location for 1-hr Rainfall Depths (use dropdown):
Workbook Protected Worksheet Protected
306-003-SDI_Design_Data_v1.07-P1.xlsm, Design Data 8/16/2016, 2:47 PM
WQCV_Trigger = 1RunOnce= 1CountA=1Draintime Coeff=1.0
0 1 2 3#N/A#N/A0 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
5
10
15
20
25
30
35
40
0.1 1 10
FL
O
W
[
c
f
s
]
TIME [hr]
100YR IN
100YR OUT
50YR IN
50YR OUT
10YR IN
10YR OUT
5YR IN
5YR OUT
2YR IN
2YR OUT
WQCV IN
WQCV OUT
0
1
2
3
4
5
6
0.1 1 10 100
PO
N
D
I
N
G
D
E
P
T
H
[
f
t
]
DRAIN TIME [hr]
100YR
50YR
10YR
5YR
2YR
WQCV
306-003-SDI_Design_Data_v1.07-P1.xlsm, Design Data 8/16/2016, 2:47 PM
Stormwater Facility Name:
Facility Location & Jurisdiction:
User Input: Watershed Characteristics User Defined User Defined User Defined User DefinedWatershed Slope =0.010 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs]Watershed Length =3695 ft 0.00 49 0.00 0.00Watershed Area = 29.69 acres 1.00 262 1.00 6.00Watershed Imperviousness = 88.9%percent 2.00 7,075 2.00 12.94Percentage Hydrologic Soil Group A =percent 3.00 19,702 3.00 18.90Percentage Hydrologic Soil Group B =percent 4.00 45,656 4.00 23.38Percentage Hydrologic Soil Groups C/D = 100.0%percent 5.00 78,210 5.00 27.146.00 93,848 6.00 30.43UDFCD Default 17 7.00 102,885 7.00 33.40
WQCV Treatment Method = 40.00 hours
After completing and printing this worksheet to a pdf, go to:https://maperture.digitaldataservices.com/gvh/?viewer=cswdifcreate a new stormwater facility, and attach the pdf of this worksheet to that record.
Routed Hydrograph ResultsDesign Storm Return Period =WQCV 2 Year 5 Year 10 Year 50 Year 100 YearOne-Hour Rainfall Depth =0.53 0.95 1.34 1.64 2.32 2.61 inCalculated Runoff Volume =0.971 2.083 3.033 3.809 5.656 6.492 acre-ftOPTIONAL Override Runoff Volume =acre-ftInflow Hydrograph Volume =0.970 2.082 3.032 3.808 5.655 6.492 acre-ftTime to Drain 97% of Inflow Volume =1.2 1.8 2.2 2.5 3.3 3.5 hoursTime to Drain 99% of Inflow Volume =1.3 1.9 2.4 2.7 3.4 3.7 hoursMaximum Ponding Depth =1.71 2.84 3.54 3.97 4.81 5.12 ftMaximum Ponded Area =0.12 0.41 0.77 1.03 1.64 1.83 acresMaximum Volume Stored =0.047 0.327 0.721 1.113 2.222 2.766 acre-ft
Location for 1-hr Rainfall Depths (use dropdown):
Workbook Protected Worksheet Protected
Stormwater Detention and Infiltration Design Data Sheet
ODP Pond
Fort Collins, CO
306-003-SDI_Design_Data_v1.07-ODP POND.xlsm, Design Data 8/17/2016, 12:50 PM
WQCV_Trigger = 1RunOnce= 1CountA=1Draintime Coeff=1.0
0 1 2 3#N/A#N/A0 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
10
20
30
40
50
60
70
80
90
0.1 1 10
FL
O
W
[
c
f
s
]
TIME [hr]
100YR IN
100YR OUT
50YR IN
50YR OUT
10YR IN
10YR OUT
5YR IN
5YR OUT
2YR IN
2YR OUT
WQCV IN
WQCV OUT
0
1
2
3
4
5
6
0.1 1 10 100
PO
N
D
I
N
G
D
E
P
T
H
[
f
t
]
DRAIN TIME [hr]
100YR
50YR
10YR
5YR
2YR
WQCV
306-003-SDI_Design_Data_v1.07-ODP POND.xlsm, Design Data 8/17/2016, 12:50 PM
Stormwater Facility Name:
Facility Location & Jurisdiction:
User Input: Watershed Characteristics User Defined User Defined User Defined User DefinedWatershed Slope =0.010 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs]Watershed Length =2221 ft 0.00 1,784 0.00 0.00Watershed Area = 13.00 acres 1.00 11,871 1.00 4.00Watershed Imperviousness = 82.8%percent 2.00 17,429 2.00 8.34Percentage Hydrologic Soil Group A =percent 3.00 21,636 3.00 8.59Percentage Hydrologic Soil Group B =percent 4.00 25,516 4.00 8.83Percentage Hydrologic Soil Groups C/D = 100.0%percent 5.00 29,610 5.00 9.066.00 33,914 6.00 9.29UDFCD Default 17
WQCV Treatment Method = 40.00 hours
After completing and printing this worksheet to a pdf, go to:https://maperture.digitaldataservices.com/gvh/?viewer=cswdifcreate a new stormwater facility, and attach the pdf of this worksheet to that record.
Routed Hydrograph ResultsDesign Storm Return Period =WQCV 2 Year 5 Year 10 Year 50 Year 100 YearOne-Hour Rainfall Depth =0.53 0.95 1.34 1.64 2.32 2.61 inCalculated Runoff Volume =0.375 0.844 1.254 1.589 2.396 2.764 acre-ftOPTIONAL Override Runoff Volume =acre-ftInflow Hydrograph Volume =0.375 0.843 1.253 1.588 2.395 2.764 acre-ftTime to Drain 97% of Inflow Volume =2.4 2.8 3.2 3.5 4.2 4.6 hoursTime to Drain 99% of Inflow Volume =2.8 3.4 3.5 3.8 4.5 4.9 hoursMaximum Ponding Depth =0.77 1.43 1.93 2.38 3.56 4.07 ftMaximum Ponded Area =0.22 0.33 0.39 0.44 0.55 0.59 acresMaximum Volume Stored =0.099 0.285 0.463 0.649 1.232 1.523 acre-ft
Location for 1-hr Rainfall Depths (use dropdown):
Workbook Protected Worksheet Protected
Stormwater Detention and Infiltration Design Data Sheet
Pond 2
Fort Collins, CO
306-003-SDI_Design_Data_v1.07-P2.xlsm, Design Data 8/16/2016, 3:05 PM
WQCV_Trigger = 1RunOnce= 1CountA=1Draintime Coeff=1.0
0 1 2 3#N/A#N/A0 1 2 3#N/A#N/A
Check Data Set 1 Check Data Set 1
Area
Discharge
Stormwater Detention and Infiltration Design Data Sheet
0
5
10
15
20
25
30
35
40
0.1 1 10
FL
O
W
[
c
f
s
]
TIME [hr]
100YR IN
100YR OUT
50YR IN
50YR OUT
10YR IN
10YR OUT
5YR IN
5YR OUT
2YR IN
2YR OUT
WQCV IN
WQCV OUT
0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
0.1 1 10 100
PO
N
D
I
N
G
D
E
P
T
H
[
f
t
]
DRAIN TIME [hr]
100YR
50YR
10YR
5YR
2YR
WQCV
306-003-SDI_Design_Data_v1.07-P2.xlsm, Design Data 8/16/2016, 3:05 PM
H2O
H2O
H2O
WV
WVWV
HYD
S
W
HYD
WV
WV
W
H2O
H2O
WV
G
G
TELE
T S
T S
F ES
TELE
WV
WV
HYD
F ES
F ES
D
D
D
D
LOT ONE
HARMONY
TECHNOLOGY
PARK, SECOND
FILING
TESTSTA
HYD
WV
TELE
TESTSTA
F ES
W
W
H2O
H2O
C.O.
LID
LID
RD
RDRD
PROPOSED
BUILDING
PROPOSED
HELISTOP
HARMONY ROAD
TIMBERWOOD DR.
LA
D
Y
M
O
O
N
D
R
.
FFE=4910.25
POND 1
PROPOSED
STORM DRAIN
PROPOSED
STORM DRAIN
PROPOSED 68'
RIGHT-OF-WAY
EXISTING
RIGHT-OF-WAY
PROPOSED
RIGHT-OF-WAY
CI
N
Q
U
E
F
O
I
L
L
A
N
E
PROPERTY
LINE
PROPOSED
BUILDING
FFE=4910.25
O FARM
PROPOSED 82'
RIGHT-OF-WAY
EXISTING 60'
RIGHT-OF-WAY
STMH 3-3
STMH 3-4
STMH 3-8
FES 3-1
STMH 1-3A
STMH 1-3A.2
STMH 1-3
STMH 1-4
STORM INLET 3-8.3
STORM INLET 3-3.3
STMH 3-3.2
STORM INLET 3-6
STORM INLET 3-7
STORM INLET 3-9
STORM INLET 3-10
STORM INLET 3-8.1
STORM INLET 3-8.2
STORM INLET 3-3.1
STORM INLET 3-3.2A
STORM INLET 1-3A.1A
STORM INLET 1-3A.1
OUTLET STRUCTURE 1-3A.2
STORM INLET 1-3A.2A
FUTURE STORM INLET 1-3A.2B
STORM INLET 1-4B
STORM INLET 1-4A
STORM INLET 3-2
STORM INLET 1-3B
2.1
%
STORM INLET 3-5
FULL
BUILD
9.8
3
6.06
9.0
2
6.64
6.8
9
13.97
4.48
6.4
8
5.71
6.34
6.4
7
6.4
8
6.49
7.15
11.59
11.32
11.07
10.69
10.33
11.47
11.20
10.77
11.16
6.23
5.82
6.95
6.8
0
5.06
5.7
7
5.60
6.00
6.25
5.92
6.48 6.91
6.49
4.73
4.99
5.8
0
3.96
5.
8
2
6.10
4.81
6.0
0
5.3
2
6.65
5.275.34
5.5
6
6.3
8
5.5
5
9.06
9.0
7
6.71
8.07
6.76
9.72 8.91
7.29 6.80
6.0
7
6.3
1
6.767.55
8.26 7.25
7.37
7.52
7.44
8.26 8.66
8.46
11.55
11
.
7
3
10.78
10.82
7.74
9.10
8.94 8.76
8.25
7.93
8.2
5
8.0
4
7.82
8.39 8.09
7.928.15
7.09
7.32
7.0
3
6.90
6.73
6.90
7.12
7.2
8
6.55
6.29
6.5
2
6.6
7
7.37
7.767.68
7.42
6.45
5.996.26
6.7
4
7.0
4
6.73
6.346.46
7.44
7.506.9
9
7.5
5 6.92
7.24
6.696.64
6.337.23
5.46 5.52
7.01
7.24
6.87
6.6
1
7.4
3
7.87
6.9
7
5.98
5.55
4.6
1
4.50
4.79
5.6
3
7.18
5.64
5.74
4.91
5.54
4.94
5.89
5.4
0
6.0
2
6.42
6.906.60
6.79
6.64
7.08
5.70
6.18 5.85
5.57
6.2
1
5.8
4
6.61
4.86 4.38
4.34
4.1
2
3.8
7
7.64
7.92
8.74
7.92
8.23 8.8
4
9.1
1
8.64
7.53 7.12
8.188.53
8.60
7.94
8.28
6.89
6.47
6.70
7.51
7.4
8
7.7
9
8.55
8.59
8.77
9.47 10.00
7.37
7.82
8.16
7.71
8.09
7.75
8.14 8.16 8.63
7.67 7.0
4
7.30
7.20
6.8
1
6.6
4
7.08
7.78
7.61
7.13
8.27
7.6
8 8.13
8.14
7.9
3
8.2
7
8.90
8.9
1
9.1
9
8.9
0
8.78
8.3
9
7.34
8.16
8.14
8.19
8.18
8.357.72
8.38
8.70
8.77
8.57
8.94
9.16 9.219.37
8.63
9.23
8.27
8.44
7.97
8.25 8.72
8.23
8.07
8.92
9.17 8.42
8.52
8.70
7.5
4
7.01
8.25
8.41
8.16
8.21 8.29
7.577.11
7.347.34
7.65
8.49
8.82
8.46
8.779.109.15
8.62
9.04
8.72
8.06 8.01
7.95
7.77
7.63
7.5
2
7.67
7.928.47
8.588.86
8.60
8.87
8.72
8.94
8.62
8.81
9.21
9.23
7.87
8.24
13.92
12
.
7
1
13
.
9
2
9.3112.06
12.11
9.5
5
8.70 8.33
8.24 8.05
7.84
7.24
7.91
7.64
7.2
4
8.809.1
2
8.839.01
9.3
2
8.949.2212.19 8.18
9.45
8.7
9
9.22
8.79
9.48
11.07 11.03
9.44 9.49
8.7
4
9.2
6
8.2
2
6.
8
5
7.3
9
6.2
3
5.3
6
3.62
3.47
2.8
6
2.6
5
2.05 1.97
3.46
3.92
3.33
2.64
1.69
1.30
5.1
0
3.8
4
4.15
6.96
6.5
4
8.3
9
8.39
9.19
9.18
8.93
8.56
8.47
10.92
9.28
10.35
7.5
0
9.98
9.25 8.62
8.10
9.36
8.07
7.9
2
7.50
7.22
8.00
7.627.266.55
7.23
4.09
10.08
9.889.8
9
9.87
9.74
9.66
9.729.71
9.92
9.56
3.77
3.37
3.28
10
.
1
4
10
.
1
1
4.18
10.08
10.22
2.679.6
5
7.78
10.10
10.1310.19
11
.
3
4
6.85
7.60
3.6
2
3.96
97.37 93.93
10.09
9.8
2
10.18
10.18
9.68
9.64
9.6
4
9.59
9.20
9.45
O FARM
PROPOSED
BUILDING
FFE=4910.25
Date
Date
Date
Date
DateDa
t
e
APPROVED:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
City Engineer
Water & Wastewater Utility
Stormwater Utility
Parks & Recreation
Traffic Engineer
Environmental Planner
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
MATCHLINE-SEE SHEET C402
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's below.
before you dig.Call
R
NORTH
( IN FEET )
1 inch = ft.
Feet05050
50
100 150
LEGEND:
NOTES:
1.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST
INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING
UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE
RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY
LOCATIONS.
2.SPOT ELEVATIONS SHOWN ARE FLOWLINE OR EDGE OF WALK UNLESS NOTED OTHERWISE.
3.ALL DISTURBED AREAS SHALL BE REVEGETATED PER THE APPROVED LANDSCAPE PLANS.
4.ALL SOIL (NOT MULCH) IN LANDSCAPE BEDS ADJACENT TO BUILDINGS SHALL BE PLACED SUCH THAT THE TOP OF SOIL IS AT THE SAME
ELEVATION AS ADJACENT SIDEWALK TO ALLOW FOR PROPER DRAINAGE.
5.THE FINISHED FLOOR ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM.
{6.SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE NATURAL HABITAT BUFFER ZONE.
7.LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE DETERMINED IN THE FIELD BY THE CITY ENGINEERING
INSPECTOR. ALL REPAIRS TO BE IN ACCORDANCE WITH CITY STREET REPAIR STANDARDS.
8.THE WORK AND IMPROVEMENTS SHOWN ON THESE PLANS IS CONSIDERED PHASE 1 OF THE PROJECT ("PROPOSED BUILDING"). PRIOR
TO ANY CONSTRUCTION OF ANY OTHER PHASE(S) ("FULL BUILD") A MINOR AMENDMENT SHALL BE SUBMITTED FOR SAID PHASE(S) THAT
INCLUDES UTILITY PLANS (FINAL GRADING PLANS FOR SAID PHASE, EROSION CONTROL PLANS FOR SAID PHASE, AND ANY UTILITY
CONNECTIONS OR INFRASTRUCTURE NEEDED FOR SAID PHASE).
9.REFER TO INLET SCHEDULE ON SHEET 705 FOR STORM SEWER INLET TYPES.}
PROPOSED STORM SEWER
PROPOSED STORM DRAINAGE INLET
77.71
(77.90)
PROPOSED SPOT ELEVATION
EXISTING SPOT ELEVATION
PROPOSED GRADE 1.8%
EXISTING GRADE (1.8%)
PROPOSED CONTOURS 80
HP - HIGH POINT
LP - LOW POINT
TW - TOP OF WALL
BW - BOTTOM OF WALL
GRND - ELEVATION OF GROUND AT EXTERIOR WALL OR DOOR
79
GRATE - GRATE ELEVATION
EXISTING STORM SEWER
EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
5015
5013
APPROXIMATE LIMITS OF CONSTRUCTION
EXISTING TREES
EXISTING STORM SEWER
EXISTING RIGHT-OF-WAY
PROPOSED RIGHT-OF-WAY
PROPOSED PLD SECTION
PROPOSED SAWCUT LINE
PROPOSED PROPERTY LINE
TS - TOP OF STAIR
BS - BOTTOM OF STAIR
INV - PIPE INVERT
KEYMAP
HARMONY ROAD
BR
O
O
K
F
I
E
L
D
D
R
I
V
E
LE FEVER DRIVE
TIMBERWOOD DRIVE
LA
D
Y
M
O
O
N
D
R
.
CI
N
Q
U
E
F
O
I
L
L
A
N
E
C401
C402
MA
T
C
H
L
I
N
E
-
S
E
E
S
H
E
E
T
C
5
0
4
FORT COLLINS, COLORADO
BANNER HEALTH MEDICAL CAMPUS
SEPTEMBER 20, 2013
SHEET
HARMONY RD. & LADY MOON DR.
BOULDER ASSOCIATES ARCHITECTS 1426 PEARL ST., SUITE 300 BOULDER, CO 303.499.7795
OF 60
FINAL PLAN
GRADING PLAN
C401
C403
TRUCK DOCK GRADING DETAIL SCALE 1"=30'NORTH
3.59
6.2
3
6.8
3
7.3
9
7.68
3.84
7.69 4.03
9.72
5.91
9.76
4.20
9.70
5.67
3.9
2
THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING
SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION
PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES
NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION.
RECORD DRAWING
10.01 10.11
10.13
5.87
10.02
10.05
10.08
FF = 4910.18
10.14
3.67
9.74
5.95
5.9
7
5.53
5.67
5.57
4.6
7
4.5
7
4.7
2
4.404.1
7
4.14
4.18
5.87
9.99
5.82
10.02
10.143.67
10.37
3.68
7.75
4.0
7
3.9
0
4.48
5.80
9.82
3.85
9.77
FF = 4910.18
FF = 4910.18
10.14
GRND:9.65
5.5%
0.72% (DOCK)
TC:10.10
TC - TOP OF CONCRETE
6.91 RIM
REV AUGUST 25 2016
WVWV
S
WV
HYD
H2O
H2O
H2O
WV
WVWV
HYD
S
S
WSO
S
F E S
F E S
F ESFES
WVWVWV
D
D
D
LOT TWO
HARMONY
TECHNOLOGY
PARK, SECOND
FILING
RD
RD
RD
RD
RD
RD
RDRD
PROPOSED
BUILDING
LA
D
Y
M
O
O
N
D
R
.
CI
N
Q
U
E
F
O
I
L
L
A
N
E
TIMBERWOOD DR.
LE FEVER DR.
FFE=4910.25
POND 2
EXISTING
WOOD BARN
EXISTING
WOOD SHED
EXISTING 93'
RIGHT-OF-WAY
PR
O
P
O
S
E
D
7
6
'
RI
G
H
T
-
O
F
-
W
A
Y
PROPOSED 82'
RIGHT-OF-WAY
PROPOSED
BUILDING
FFE=4910.25
STMH 1-5
STMH 1-6
FES 1-7
FES 5
FES 2
FES 5-1
STMH 4-1
STORM INLET 4-1.1
STMH 4-2TEMPORARY FES 4-3
STMH 4-2.1
STORM INLET 4-2.2
STORM INLET 3-10
STORM INLET 1-5B
STORM INLET 1-5A
STORM INLET 6-1
FES 6
STMH 6-2
STORM INLET 6-3
GRATE = 4908.92
STORM INLET 6-4
GRATE = 4908.44
FES 4
PROPOSED
STORM DRAIN
PROPOSED
STORM DRAIN
OFFSITE
STORM DRAIN
PROPOSED
STORM DRAIN
PROPOSED
STORM DRAIN
FULL
BUILD
FULL
BUILD
FULL
BUILD
FULL
BUILD
FULL
BUILD
8.70
8.77
9.16 9.219.37
9.23
8.27
8.44
7.24
7.2
4
8.809.1
2
8.839.01
9.3
2
8.949.2212.19
12.6212.13 10.86
8.86
7.98
8.18
9.039.429.70
8.88
8.67
9.597.928.64
8.42 7.70
8.43
9.31
9.14
11.99
7.59
7.23
6.87
8.02
7.61 9.62
8.0
9 8.3
9
8.83 9.32
8.708.27
8.048.0
2
8.719.1
6
8.8
9
9.0
1
9.3
4
9.229.5
1
8.71
8.25
8.03
8.19
8.35
8.36
8.80
8.03
0.3
7
99.99
4.98
8.30
8.868.64
7.82
8.55 9.18
7.44
7.35
7.50
7.45
5.40
5.91
6.06
5.90
5.84
5.5
0
6.12
6.33 5.93
6.24
6.54
6.62
6.82
7.27
6.70
6.93
7.587.74 7.79 8.75
8.25
7.91 8.15
8.35
7.65
7.92
7.667.30
7.27
11.23
9.50
9.19
9.68 9.64
9.14
9.34
9.21
9.1
8
9.8
1
9.55
10.46 9.23
8.36 8.35
8.10
8.26
7.045.96
5.66
10.37
10.13
8.35
8.02
7.20
9.25
9.94
9.35
2.1
2
4.7
1
6.6
2
9.5
2
9.52
10
.
3
6
8.94
8.7
2
9.6
5
10
.
1
9
9.31
8.409.78
10.29
9.3
2
11
.
0
1
11
.
4
1
6.00
3.66
2.03
14.21
14.03 8.65
8.80
10.86
9.98
9.25 8.62
8.10
9.36
9.729.71
9.92
9.76
9.68
9.74
10.17
9.74
9.57
9.7
4
9.64
9.59 9.67
9.68
9.69
9.6
9
9.76
9.8
8
9.7
3
9.9
7
10.11
9.56
10.13 10.09 9.6
7
5.4
7
5.57
3.77
9.58
9.23
10.10
10.1310.19
9.6010
.
1
9
10
.
1
8
10
.
0
8
9.8
2
10
.
2
8
10.16
10
.
1
0
9.99 9.57
11
.
1
7
12.07
99.32
99.26 98.39
95.46
98
.
5
2
9.61
Date
Date
Date
Date
DateDa
t
e
APPROVED:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
City Engineer
Water & Wastewater Utility
Stormwater Utility
Parks & Recreation
Traffic Engineer
Environmental Planner
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
NORTH
( IN FEET )
1 inch = ft.
Feet05050
50
100 150
LEGEND:
NOTES:
1.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST
INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING
UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE
RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY
LOCATIONS.
2.SPOT ELEVATIONS SHOWN ARE FLOWLINE OR EDGE OF WALK UNLESS NOTED OTHERWISE.
3.ALL DISTURBED AREAS SHALL BE REVEGETATED PER THE APPROVED LANDSCAPE PLANS.
4.ALL SOIL (NOT MULCH) IN LANDSCAPE BEDS ADJACENT TO BUILDINGS SHALL BE PLACED SUCH THAT THE TOP OF SOIL IS AT THE SAME
ELEVATION AS ADJACENT SIDEWALK TO ALLOW FOR PROPER DRAINAGE.
5.THE FINISHED FLOOR ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM.
{6.SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE NATURAL HABITAT BUFFER ZONE.
7.LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE DETERMINED IN THE FIELD BY THE CITY ENGINEERING
INSPECTOR. ALL REPAIRS TO BE IN ACCORDANCE WITH CITY STREET REPAIR STANDARDS.
8.THE WORK AND IMPROVEMENTS SHOWN ON THESE PLANS IS CONSIDERED PHASE 1 OF THE PROJECT ("PROPOSED BUILDING"). PRIOR
TO ANY CONSTRUCTION OF ANY OTHER PHASE(S) ("FULL BUILD") A MINOR AMENDMENT SHALL BE SUBMITTED FOR SAID PHASE(S) THAT
INCLUDES UTILITY PLANS (FINAL GRADING PLANS FOR SAID PHASE, EROSION CONTROL PLANS FOR SAID PHASE, AND ANY UTILITY
CONNECTIONS OR INFRASTRUCTURE NEEDED FOR SAID PHASE).
9.REFER TO INLET SCHEDULE ON SHEET 705 FOR STORM SEWER INLET TYPES.}
PROPOSED STORM SEWER
PROPOSED STORM DRAINAGE INLET
77.71
(77.90)
PROPOSED SPOT ELEVATION
EXISTING SPOT ELEVATION
PROPOSED GRADE 1.8%
EXISTING GRADE (1.8%)
PROPOSED CONTOURS 80
HP - HIGH POINT
LP - LOW POINT
TW - TOP OF WALL
BW - BOTTOM OF WALL
GRND - ELEVATION OF GROUND AT EXTERIOR WALL OR DOOR
79
GRATE - GRATE ELEVATION
EXISTING STORM SEWER
EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
5015
5013
APPROXIMATE LIMITS OF CONSTRUCTION
EXISTING TREES
EXISTING STORM SEWER
EXISTING RIGHT-OF-WAY
PROPOSED RIGHT-OF-WAY
PROPOSED PLD SECTION
PROPOSED SAWCUT LINE
PROPOSED PROPERTY LINE
TS - TOP OF STAIR
BS - BOTTOM OF STAIR
INV - PIPE INVERT
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's below.
before you dig.Call
R
MATCHLINE-SEE SHEET C401
KEYMAP
HARMONY ROAD
BR
O
O
K
F
I
E
L
D
D
R
I
V
E
LE FEVER DRIVE
TIMBERWOOD DRIVE
LA
D
Y
M
O
O
N
D
R
.
CI
N
Q
U
E
F
O
I
L
L
A
N
E
C401
C402
FORT COLLINS, COLORADO
BANNER HEALTH MEDICAL CAMPUS
SEPTEMBER 20, 2013
SHEET
HARMONY RD. & LADY MOON DR.
BOULDER ASSOCIATES ARCHITECTS 1426 PEARL ST., SUITE 300 BOULDER, CO 303.499.7795
OF 60
FINAL PLAN
GRADING PLAN
C402
MA
T
C
H
L
I
N
E
-
S
E
E
S
H
E
E
T
C
4
0
2
A
C403
THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING
SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION
PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES
NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION.
RECORD DRAWING
10.01
9.82 9.72
9.81
10.27 9.6
9 9.73
9.7710.29
FF = 4910.18
FF = 4910.18
REV AUGUST 25, 2016
WV
WVWV
OWNER:CHANDLER, J THOMAS
OWNER:
CHANDLER, J THOMAS
LE FEVER DR.
LINE
FES 1-1
STMH 1-2
STORM INLET 1-4B
STORM INLET 1-5B
FO
S
S
I
L
C
R
E
E
K
R
E
S
E
R
V
O
I
R
I
N
L
E
T
D
I
T
C
H
IR
R
I
G
A
T
I
O
N
D
I
T
C
H
A
C
C
E
S
S
R
O
A
D
PROPERTY LINE
PROPOSED
STORM DRAIN
PROPOSED
STORM DRAIN
PROPERTY LINE
REGIONAL - OUTLET
OUTLET - MH1
OUTLET - FES
A
A
ODP POND
84.67
75.34
\A1;VARIES
10'
MAINTENAN
CE \A1;16'
4:1
4:
1
2.5%%%
\A
1
;
3
.
7
5
'
4:1
(EXISTING GRADE)DR
A
I
N
A
G
E
EA
S
E
M
E
N
T
4:1
\A1;16'
2.5%%%
\A
1
;
V
A
R
I
E
S
\A
1
;
3
.
7
5
'
30'
PLD SECTION
2.0%%%2.0%%%
10'
MAINTENANCE
ROAD
5.0%%%5.0%%%
48
8
8
.
2
5
SP
I
L
L
W
A
Y
48
8
8
.
2
5
SP
I
L
L
W
A
Y
48
8
9
.
2
5
TOP OF POND
48
8
9
.
2
5
TOP OF POND
60'
SPILLWAY
20'
TRANSITION 20'
TRANSITION
Date
Date
Date
Date
DateDa
t
e
APPROVED:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
City Engineer
Water & Wastewater Utility
Stormwater Utility
Parks & Recreation
Traffic Engineer
Environmental Planner
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
MA
T
C
H
L
I
N
E
-
S
E
E
S
H
E
E
T
C
4
0
2
NORTH
( IN FEET )
1 inch = ft.
Feet05050
50
100 150
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's below.
before you dig.Call
R
KEYMAP
HARMONY ROAD
BR
O
O
K
F
I
E
L
D
D
R
I
V
E
LE FEVER DRIVE
TIMBERWOOD DRIVE
LA
D
Y
M
O
O
N
D
R
.
CI
N
Q
U
E
F
O
I
L
L
A
N
E
C401
C402
LEGEND:
NOTES:
1.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST
INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING
UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE
RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY
LOCATIONS.
2.SPOT ELEVATIONS SHOWN ARE FLOWLINE OR EDGE OF WALK UNLESS NOTED OTHERWISE.
3.ALL DISTURBED AREAS SHALL BE REVEGETATED PER THE APPROVED LANDSCAPE PLANS.
4.ALL SOIL (NOT MULCH) IN LANDSCAPE BEDS ADJACENT TO BUILDINGS SHALL BE PLACED SUCH THAT THE TOP OF SOIL IS AT THE SAME
ELEVATION AS ADJACENT SIDEWALK TO ALLOW FOR PROPER DRAINAGE.
5.THE FINISHED FLOOR ELEVATIONS SHOWN ARE THE MINIMUM ELEVATIONS REQUIRED FOR PROTECTION FROM THE 100-YEAR STORM.
{6.SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE NATURAL HABITAT BUFFER ZONE.
7.LIMITS OF STREET CUT ARE APPROXIMATE. FINAL LIMITS ARE TO BE DETERMINED IN THE FIELD BY THE CITY ENGINEERING
INSPECTOR. ALL REPAIRS TO BE IN ACCORDANCE WITH CITY STREET REPAIR STANDARDS.
8.THE WORK AND IMPROVEMENTS SHOWN ON THESE PLANS IS CONSIDERED PHASE 1 OF THE PROJECT ("PROPOSED BUILDING"). PRIOR
TO ANY CONSTRUCTION OF ANY OTHER PHASE(S) ("FULL BUILD") A MINOR AMENDMENT SHALL BE SUBMITTED FOR SAID PHASE(S) THAT
INCLUDES UTILITY PLANS (FINAL GRADING PLANS FOR SAID PHASE, EROSION CONTROL PLANS FOR SAID PHASE, AND ANY UTILITY
CONNECTIONS OR INFRASTRUCTURE NEEDED FOR SAID PHASE).
9.REFER TO INLET SCHEDULE ON SHEET 705 FOR STORM SEWER INLET TYPES.}
PROPOSED STORM SEWER
PROPOSED STORM DRAINAGE INLET
77.71
(77.90)
PROPOSED SPOT ELEVATION
EXISTING SPOT ELEVATION
PROPOSED GRADE 1.8%
EXISTING GRADE (1.8%)
PROPOSED CONTOURS 80
HP - HIGH POINT
LP - LOW POINT
TW - TOP OF WALL
BW - BOTTOM OF WALL
GRND - ELEVATION OF GROUND AT EXTERIOR WALL OR DOOR
79
GRATE - GRATE ELEVATION
EXISTING STORM SEWER
EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
5015
5013
APPROXIMATE LIMITS OF CONSTRUCTION
EXISTING TREES
EXISTING STORM SEWER
EXISTING RIGHT-OF-WAY
PROPOSED RIGHT-OF-WAY
PROPOSED PLD SECTION
PROPOSED SAWCUT LINE
PROPOSED PROPERTY LINE
TS - TOP OF STAIR
BS - BOTTOM OF STAIR
INV - PIPE INVERT
FORT COLLINS, COLORADO
BANNER HEALTH MEDICAL CAMPUS
SEPTEMBER 20, 2013
SHEET
HARMONY RD. & LADY MOON DR.
BOULDER ASSOCIATES ARCHITECTS 1426 PEARL ST., SUITE 300 BOULDER, CO 303.499.7795
OF 60
FINAL PLAN
GRADING PLAN
C403
C403
SECTION A-ASPILLWAY CROSS-SECTION
NOT TO SCALE
THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING
SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION
PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES
NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION.
RECORD DRAWING
REV AUGUST 25, 2016
58'48
8
8
.
5
7
48
8
8
.
5
4
48
8
8
.
9
7
48
8
8
.
9
3
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+0018+0019+0020+0021+00
FES 1-1
STA 10+00.00
N: 107283.21
E: 214546.99
53.22 LF
42" RCP
@ 0.40%
STMH 1-2
STA 10+53.22
N: 107317.50
E: 214506.29
378.75 LF 42" RCP @ 0.40%
PROPOSED
DRAINAGE
EASEMENT
12" W12" W12" W12" W12" W12" W12" W12" W12" W12" W12" W12" W 12" SS12" SS12" SS12" SS12" SS12" SS12" SS
S F
RD TF
E/FO/CTVE/FO/CTVE/FO/CTVE/FO/CTVE/FO/CTVE/FO/CTVE/FO/CTV
EEEEEE
GGGGGGGGGGGGGGG
TF
T WTF
IR
IR
G
12" SS12" SS12" SS12" SS
CINQUEFOIL LANE
STMH 1-5
STA 18+33.97
N: 106919.18
E: 214138.39
STMH 1-4
STA 15+21.51
N: 107231.52
E: 214129.98
STORM LINE 1-4B
SEE SHEET C406
STORM LINE 1-4A
SEE SHEET C406
382.84 LF 36" RCP @ 0.50%
312.46 LF 36" RCP @ 0.50%
89.55 LF 36" RCP @ 0.50%
382.84 LF 36" RCP @ 0.50%
STORM LINE 1-5B
SEE SHEET C407
SANITARY LINE A
SEE SHEET C303
WATERMAIN LINE A
SEE SHEET C307
STORM LINE 1-3B
SEE SHEET C407
37
8
.
7
5
L
F
4
2
"
R
C
P
@
0
.
4
0
%
STORM LINE 1-5A
SEE SHEET C407
STMH 1-3
STA 14+31.97
N: 107321.04
E: 214127.56
PROPOSED
DRAINAGE
EASEMENT
KEYMAP
HARMONY ROAD
BR
O
O
K
F
I
E
L
D
D
R
I
V
E
LE FEVER DRIVE
TIMBERWOOD DRIVE
LA
D
Y
M
O
O
N
D
R
.
CI
N
Q
U
E
F
O
I
L
L
A
N
E
( IN FEET )
1 inch = ft.
Feet05050
50
100 150
PROPOSED RIGHT-OF-WAY
EXISTING WATER MAIN
PROPOSED WATER MAIN
PROPOSED STORM SEWER
LEGEND:
NOTES:
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS.
IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA
OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL
UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES.
2.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS, AND
SERVICES.
3.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. SPECIFIED LENGTH OF PIPE
INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS.
4.ALL RCP SHALL BE CLASS III UNLESS OTHERWISE NOTED. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC
RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF
THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS
OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE).
5.ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS.
6.MANHOLE DIAMETERS SHOWN ARE THE MINIMUM SIZE PER CITY STANDARD DETAIL D-3. CONTRACTOR SHALL CONFIRM THAT
MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES,
ETC.).
7.REFER TO INLET SCHEDULE ON SHEET 705 FOR STORM SEWER INLET TYPES.
8.ALL ROOF DRAIN LATERALS SHALL BE HIGH DENSITY POLYETHYLENE PIPE (HDPE) OR APPROVED EQUAL. THE CONTRACTOR
SHALL TERMINATE THE ROOF DRAIN LATERALS 5.0-FEET OUTSIDE OF BUILDING. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF
THE ROOF DRAIN CONNECTIONS TO THE DOWNSPOUTS AT THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE
ARCHITECTURAL DRAWINGS.
9.REFER TO THE ARCHITECTURAL DRAWINGS FOR DETAILS REGARDING THE CONNECTIONS FROM THE DOWNSPOUT TO
UNDERGROUND ROOF DRAIN PIPING.
W
G
T
E/T/C
EXISTING STORM SEWER ST
PROPOSED ELEC/TELE/CABLE
EXISTING TELEPHONE
EXISTING GAS
S
W
PROPOSED SEWER SERVICE
EXISTING SANITARY SEWER SS
PROPOSED STORM INLET
PROPOSED CURB & GUTTER
PROPOSED CURB STOP & METER PIT
PROPOSED SANITARY SEWER
PROPOSED FIRE HYDRANT
EXISTING FIRE HYDRANT H Y D
PROPOSED LOTLINE
EASEMENT LINE
EPROPOSED ELECTRIC
WPROPOSED RESIDETIAL SERVICE
PROPOSED AREA DRAIN INLET
APPROXIMATE LIMITS OF CONSTRUCTION
EXISTING RIGHT OF WAY
PROFILE SCALE:
VERT. 1"=5'
HORIZ. 1"=50'
STORMDRAIN 1
Date
Date
Date
Date
Date
Date
APPROVED:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
City Engineer
Water & Wastewater Utility
Stormwater Utility
Parks & Recreation
Traffic Engineer
Environmental Planner
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
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's below.
before you dig.Call
R
FORT COLLINS, COLORADO
BANNER HEALTH MEDICAL CAMPUS
SEPTEMBER 20, 2013
SHEET
HARMONY RD. & LADY MOON DR.
BOULDER ASSOCIATES ARCHITECTS 1426 PEARL ST., SUITE 300 BOULDER, CO 303.499.7795
OF 60
FINAL PLAN
PLAN AND PROFILE
STORM DRAIN LINE 1
C404
STORM DRAIN LINE 1
SE
E
S
H
E
E
T
MA
T
C
H
L
I
N
E
S
T
A
21
+
0
0
C4
0
5
SEE THIS SHEET
MATCHLINE STA 12+00
SE
E
T
H
I
S
S
H
E
E
T
MA
T
C
H
L
I
N
E
S
T
A
12
+
0
0
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
ST
A
21
+
0
0
C4
0
5
48
8
4
.
8
3
(
W
)
48
8
4
.
8
3
(
S
E
)
48
9
2
.
5
8
48
8
4
.
6
7
(
N
W
)
THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING
SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION
PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES
NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION.
RECORD DRAWING
48
9
5
.
9
9
(
N
W
)
48
8
6
.
1
4
(
S
)
48
8
9
.
2
4
(
N
)
48
5
6
.
1
2
(
E
)
48
9
1
.
7
2
48
9
5
.
3
3
(
W
)
48
9
5
.
4
3
(
E
)
48
8
6
.
7
3
(
S
)
48
8
6
.
4
8
(
N
)
49
0
1
.
3
8
49
0
1
.
9
5
48
9
6
.
0
0
(
W
)
48
9
6
.
0
0
(
E
)
48
9
2
.
3
0
(
S
)
48
8
8
.
2
3
(
N
)
54.6 LF
0.29%
378.9 LF 0.34%
90.3 LF
0.38%
309.2 LF 0.49%
384.0 LF 0.60%
4892.65
384.0 LF 0.60%
378.9 LF
37
8
.
9
L
F
0.34%
0.3
4
%
0.29%
54.6 LF
90.3 LF 0.38%
0.68%309.2 LF
REV AUGUST 25, 2016
4880
4885
4890
4895
4900
4905
4910
4915
4880
4885
4890
4895
4900
4905
4910
4915
21+0022+0023+0024+0024+50
\A
1
;
1
8
"
M
I
N
\A1;18" MIN
S
WV
WV
WV
8"
W
8"
S
S
12" W12" W
12" SS12" SS12" SS
EE
E/FO/CTVE/FO/CTVE/FO/CTV
CT
V
CTV
CT
V
CT
V
GGG
G
E/
C
T
V
E/
C
T
V
STMH 1-6
STA 22+16.82
N: 106536.47
E: 214148.71
CINQUEFOIL LANE
SANITARY LINE A
SEE SHEET C303
WATERMAIN LINE A
SEE SHEET C307FES 1-7
STA 23+98.80
N: 106354.57
E: 214154.07
181.98 LF 24" RCP @ 0.50%
STORM LINE 1-6A
SEE SHEET C406
LE
F
E
V
E
R
D
R
I
V
E
4885
4890
4895
4900
4905
4910
4915
4920
4885
4890
4895
4900
4905
4910
4915
4920
9+5010+0011+0012+0013+0014+00
G
C.
O
.
LI
D
LI
D
E
12" W 12" W 12" W 12" W
12
"
W
12
"
W
E E E E E E E E
G G G G G G G G
G
W
IR
IR
8"
S
S
8"
S
S
12" SS
STORM INLET 1-3A.1
STA 12+80.10
N: 107527.27
E: 214051.48
STMH 1-3A
STA 12+10.66
N: 107531.59
E: 214120.79
69
.
4
4
L
F
1
5
"
R
C
P
@
0
.
7
5
%
210.66 LF 24" RCP @ 1.52%
STORM LINE 1-3A.2
SEE SHEET C406 STMH 1-3
STA 14+31.97
N: 107321.04
E: 214127.56
CINQUEFOIL LANE
53.25 LF 12" RCP @ 0.52%
OUTLET STRUCTURE 1-3A.2
STA 13+33.36
N: 107571.47
E: 214021.79
PROPOSED
G
C.O.
LID
12
"
W
12" W 12" W
E
E
E
E
G
G
G
G
G
W
CI
N
Q
U
E
F
O
I
L
L
A
N
E
STORM INLET 1-3A.1
STA 12+80.10
N: 107527.27
E: 214051.48
30.01 LF 12" RCP @ 1.00%
STORM INLET 1-3A.1A
STA 10+30.01
N: 107497.27
E: 214052.29
STORM LINE 1-3A.2
SEE SHEET C406
4885
4890
4895
4900
4905
4910
4915
4920
4885
4890
4895
4900
4905
4910
4915
4920
9+5010+0011+00
KEYMAP
HARMONY ROAD
BR
O
O
K
F
I
E
L
D
D
R
I
V
E
LE FEVER DRIVE
TIMBERWOOD DRIVE
LA
D
Y
M
O
O
N
D
R
.
CI
N
Q
U
E
F
O
I
L
L
A
N
E
STORM DRAIN LINE 1
( IN FEET )
1 inch = ft.
Feet05050
50
100 150
PROPOSED RIGHT-OF-WAY
EXISTING WATER MAIN
PROPOSED WATER MAIN
PROPOSED STORM SEWER
LEGEND:
NOTES:
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS.
IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA
OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL
UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES.
2.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS, AND
SERVICES.
3.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. SPECIFIED LENGTH OF PIPE
INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS.
4.ALL RCP SHALL BE CLASS III UNLESS OTHERWISE NOTED. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC
RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF
THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS
OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE).
5.ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS.
6.MANHOLE DIAMETERS SHOWN ARE THE MINIMUM SIZE PER CITY STANDARD DETAIL D-3. CONTRACTOR SHALL CONFIRM THAT
MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES,
ETC.).
7.REFER TO INLET SCHEDULE ON SHEET 705 FOR STORM SEWER INLET TYPES.
8.ALL ROOF DRAIN LATERALS SHALL BE HIGH DENSITY POLYETHYLENE PIPE (HDPE) OR APPROVED EQUAL. THE CONTRACTOR
SHALL TERMINATE THE ROOF DRAIN LATERALS 5.0-FEET OUTSIDE OF BUILDING. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF
THE ROOF DRAIN CONNECTIONS TO THE DOWNSPOUTS AT THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE
ARCHITECTURAL DRAWINGS.
9.REFER TO THE ARCHITECTURAL DRAWINGS FOR DETAILS REGARDING THE CONNECTIONS FROM THE DOWNSPOUT TO
UNDERGROUND ROOF DRAIN PIPING.
W
G
T
E/T/C
EXISTING STORM SEWER ST
PROPOSED ELEC/TELE/CABLE
EXISTING TELEPHONE
EXISTING GAS
S
W
PROPOSED SEWER SERVICE
EXISTING SANITARY SEWER SS
PROPOSED STORM INLET
PROPOSED CURB & GUTTER
PROPOSED CURB STOP & METER PIT
PROPOSED SANITARY SEWER
PROPOSED FIRE HYDRANT
EXISTING FIRE HYDRANT H Y D
PROPOSED LOTLINE
EASEMENT LINE
EPROPOSED ELECTRIC
WPROPOSED RESIDETIAL SERVICE
PROPOSED AREA DRAIN INLET
APPROXIMATE LIMITS OF CONSTRUCTION
EXISTING RIGHT OF WAY
PROFILE SCALE:
VERT. 1"=5'
HORIZ. 1"=50'
STORMDRAIN 1
Date
Date
Date
Date
Date
Date
APPROVED:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
City Engineer
Water & Wastewater Utility
Stormwater Utility
Parks & Recreation
Traffic Engineer
Environmental Planner
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
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's below.
before you dig.Call
R
PLAN AND PROFILE
STORM DRAIN 1, 1-3A & 1-3A.1
C405
STORM DRAIN LINE 1-3A
PROFILE SCALE:
VERT. 1"=5'
HORIZ. 1"=50'
STORMDRAIN 1-3A
STORM DRAIN LINE 1-3A.1
PROFILE SCALE:
VERT. 1"=5'
HORIZ. 1"=50'
SE
E
S
H
E
E
T
MA
T
C
H
L
I
N
E
S
T
A
21
+
0
0
C4
0
4
MA
T
C
H
L
I
N
E
SE
E
S
H
E
E
T
ST
A
C4
0
4
21
+
0
0
49
0
5
.
4
9
48
9
4
.
6
4
(
W
)
48
9
4
.
6
9
(
S
)
48
9
4
.
5
9
(
N
)
48
9
5
.
9
4
(
N
W
)
48
8
6
.
1
4
(
S
)
48
8
9
.
2
4
(
N
)
48
5
6
.
1
2
(
E
)
48
9
1
.
7
2
48
9
3
.
0
7
(
W
)
48
9
3
.
1
0
(
N
)
48
9
2
.
5
1
(
S
)
49
0
1
.
7
5
48
9
3
.
8
2
(
N
W
)
48
9
7
.
5
3
(
S
)
48
9
3
.
7
2
(
E
)
49
0
2
.
6
0
48
9
3
.
9
3
(
S
E
)
48
9
2
.
6
0
48
9
7
.
9
0
48
9
3
.
8
2
(
N
W
)
48
9
7
.
5
3
(
S
)
48
9
3
.
7
2
(
E
)
49
0
2
.
5
5
35.5 LF
52.2 LF 0.21%
69.4 LF 0.89%
211.2 LF
1.55%
4893.19
4896.5
4891.08
182.0 LF 0.45%
THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING
SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION
PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES
NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION.
RECORD DRAWING
35.5 LF
52.2 LF 0.21%
69
.
4
L
F
0.8
9
%
211.2 LF 1.55%
182.0 LF 0.54%
48
9
7
.
6
8
FORT COLLINS, COLORADO
BANNER HEALTH MEDICAL CAMPUS
SEPTEMBER 20, 2013
SHEET
HARMONY RD. & LADY MOON DR.
BOULDER ASSOCIATES ARCHITECTS 1426 PEARL ST., SUITE 300 BOULDER, CO 303.499.7795
OF 60
FINAL PLAN
REV AUGUST 25, 2016
8" W
8" W
8" W
8" SS
8" SS
12
"
W
12
"
W
12
"
S
S
12
"
S
S
12
"
S
S
E
E/
F
O
/
C
T
V
E/
F
O
/
C
T
V
E/
F
O
/
C
T
V
CTV
CTV
CTV
G
G
G
G G G
E/CTV E/CTV E/CTV E/CTV
S
WVWVWV
CI
N
Q
U
E
F
O
I
L
L
A
N
E
STORM LINE 1
SEE SHEET C403
STMH 1-6
STA 10+00
N: 106536.47
E: 214148.71
OUTLET STRUCTURE 1-6A
STA 10+80.40
N: 106534.25
E: 214068.34
80.40 LF 24" RCP @ 1.31%
SANITARY LINE A
SEE SHEET C303
WATERMAIN A
SEE SHEET C307
LE FEVER DRIVE
12
"
W
12
"
W
12
"
W
12
"
W
12
"
S
S
12
"
S
S
12
"
S
S
12
"
S
S
F
E
E
E
E
G
G
G
GW
IR
IR
G
CI
N
Q
U
E
F
O
I
L
L
A
N
E
STORM LINE 1
SEE SHEET C404
STMH 1-4
STA 10+00.00
N: 107231.52
E: 214129.98
STORM INLET 1-4A
STA 10+38.50
N: 107230.49
E: 214091.49
STORM INLET 1-4B
STA 10+17.02
N: 107231.98
E: 214146.99
38.50 LF
18" RCP
@ 1.00%
WATERMAIN A
SEE SHEET C307
SANITARY SEWER A
SEE SHEET C303
4885
4890
4895
4900
4905
4910
4915
4920
4885
4890
4895
4900
4905
4910
4915
4920
9+5010+0011+0011+50
4885
4890
4895
4900
4905
4910
4915
4920
4885
4890
4895
4900
4905
4910
4915
4920
9+5010+0011+0012+0013+00
4885
4890
4895
4900
4905
4910
4915
4920
10+00 11+00
4885
4890
4895
4900
4905
4910
4915
4920
10+0011+00
12" W
12
"
W
12
"
W
E
E E E E E
G G G G G G
G
G G
G G
TELE
E
F
E
S
W
E
VA
U
L
T
EL
E
C
VA
U
L
T
EL
E
C
VA
U
L
T
EL
E
C
W H2
OH2O C.
O
.
LI
D
LI
D
E STMH 1-3A
STA 10+00
N: 107531.59
E: 214120.79
STMH 1-3A.2
STA 11+42.36
N: 107673.87
E: 214116.21
142.36 LF 15" RCP @ 0.50%
36.66 LF
15" RCP
@ 0.60%
STORM INLET 1-3A.2A
STA 11+79.01
N: 107672.89
E: 214079.56
STORM DRAIN 1-3A
SEE SHEET C404
STORM DRAIN 1-3A.2B
SEE THIS SHEET
CINQUEFOIL LANE
HA
R
M
O
N
Y
R
O
A
D
4885
4890
4895
4900
4905
4910
4915
4920
4885
4890
4895
4900
4905
4910
4915
4920
9+5010+0011+00
E
E
E
E
G
G
G
G
G
G
G
G
TELE
E
F E
S
WE
VA
U
L
TELEC
VA
U
L
T
EL
E
C
VA
U
L
T
EL
E
C
W
H2O
H2O
LID
LID
E
FUTURE STORM INLET 1-3A.2B
STA 10+29.33
N: 107700.34
E: 214128.85
29.33 LF
15" RCP
@ 0.50%
STMH 1-3A.2
STA 10+00
N: 107673.87
E: 214116.21
STORM DRAIN 1-3A
SEE THIS SHEET
HAR
M
O
N
Y
R
O
A
D
CIN
Q
U
E
F
O
I
L
L
A
N
E
KEYMAP
HARMONY ROAD
BR
O
O
K
F
I
E
L
D
D
R
I
V
E
LE FEVER DRIVE
TIMBERWOOD DRIVE
LA
D
Y
M
O
O
N
D
R
.
CI
N
Q
U
E
F
O
I
L
L
A
N
E
( IN FEET )
1 inch = ft.
Feet05050
50
100 150
PROPOSED RIGHT-OF-WAY
EXISTING WATER MAIN
PROPOSED WATER MAIN
PROPOSED STORM SEWER
LEGEND:
NOTES:
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS.
IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA
OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL
UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES.
2.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS, AND
SERVICES.
3.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. SPECIFIED LENGTH OF PIPE
INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS.
4.ALL RCP SHALL BE CLASS III UNLESS OTHERWISE NOTED. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC
RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF
THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS
OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE).
5.ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS.
6.MANHOLE DIAMETERS SHOWN ARE THE MINIMUM SIZE PER CITY STANDARD DETAIL D-3. CONTRACTOR SHALL CONFIRM THAT
MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES,
ETC.).
7.REFER TO INLET SCHEDULE ON SHEET 705 FOR STORM SEWER INLET TYPES.
8.ALL ROOF DRAIN LATERALS SHALL BE HIGH DENSITY POLYETHYLENE PIPE (HDPE) OR APPROVED EQUAL. THE CONTRACTOR
SHALL TERMINATE THE ROOF DRAIN LATERALS 5.0-FEET OUTSIDE OF BUILDING. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF
THE ROOF DRAIN CONNECTIONS TO THE DOWNSPOUTS AT THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE
ARCHITECTURAL DRAWINGS.
9.REFER TO THE ARCHITECTURAL DRAWINGS FOR DETAILS REGARDING THE CONNECTIONS FROM THE DOWNSPOUT TO
UNDERGROUND ROOF DRAIN PIPING.
W
G
T
E/T/C
EXISTING STORM SEWER ST
PROPOSED ELEC/TELE/CABLE
EXISTING TELEPHONE
EXISTING GAS
S
W
PROPOSED SEWER SERVICE
EXISTING SANITARY SEWER SS
PROPOSED STORM INLET
PROPOSED CURB & GUTTER
PROPOSED CURB STOP & METER PIT
PROPOSED SANITARY SEWER
PROPOSED FIRE HYDRANT
EXISTING FIRE HYDRANT H Y D
PROPOSED LOTLINE
EASEMENT LINE
EPROPOSED ELECTRIC
WPROPOSED RESIDETIAL SERVICE
PROPOSED AREA DRAIN INLET
APPROXIMATE LIMITS OF CONSTRUCTION
EXISTING RIGHT OF WAY
STORM DRAIN LINE 1-6
STORMDRAIN 1-6
STORMDRAIN 1-4A & 1-4B
STORM DRAIN LINE 1-4A & 1-4B
PROFILE SCALE:
VERT. 1"=5'
HORIZ. 1"=50'
PROFILE SCALE:
VERT. 1"=5'
HORIZ. 1"=50'
PROFILE SCALE:
VERT. 1"=5'
HORIZ. 1"=50'
Date
Date
Date
Date
Date
Date
APPROVED:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
City Engineer
Water & Wastewater Utility
Stormwater Utility
Parks & Recreation
Traffic Engineer
Environmental Planner
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
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's below.
before you dig.Call
R
FORT COLLINS, COLORADO
BANNER HEALTH MEDICAL CAMPUS
SEPTEMBER 20, 2013
SHEET
HARMONY RD. & LADY MOON DR.
BOULDER ASSOCIATES ARCHITECTS 1426 PEARL ST., SUITE 300 BOULDER, CO 303.499.7795
OF 60
FINAL PLAN
PLAN AND PROFILE
STORM DRAIN 1-3A.2, 1-4, 1-6
C406
STORM DRAIN LINE 1-3A.2FUTURE STORM DRAIN LINE 1-3A.2B
PROFILE SCALE:
VERT. 1"=5'
HORIZ. 1"=50'
STORMDRAIN 1-3A.2 STORMDRAIN 1-3A.2B
48
9
9
.
8
7
48
9
4
.
0
3
(
W
)
48
9
4
.
0
3
(
N
E
)
48
9
3
.
8
1
(
S
)
48
9
3
.
0
7
(
W
)
48
9
3
.
1
0
(
N
)
48
9
2
.
5
1
(
S
)
49
0
1
.
7
5
48
9
8
.
9
7
48
9
4
.
1
7
142.7 LF 0.52%
38.6 LF
0.36%
0.52%142.7 LF
0.36%
38.6 LF
48
9
5
.
3
8
(
W
)
48
9
5
.
4
3
(
E
)
48
8
6
.
7
3
(
S
)
48
8
6
.
4
8
(
N
)
49
0
1
.
3
8
19.0 LF
2.0%
37.2 LF
1.50%
49
0
0
.
3
9
48
9
5
.
8
1
(
W
)
49
0
0
.
6
2
48
9
5
.
9
4
(
E
)
49
0
5
.
4
9
48
9
4
.
7
4
(
W
)
48
9
4
.
6
9
(
S
)
48
9
4
.
5
9
(
N
)
81.91 LF
0.94%
48
9
5
.
4
6
(
E
)
0.94%81.91 LF
INV.=4890.424892.55
4894.2
THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING
SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION
PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES
NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION.
RECORD DRAWING
48
9
9
.
8
7
48
9
4
.
0
3
(
W
)
48
9
4
.
0
3
(
N
E
)
48
9
3
.
8
1
(
S
)
19.0 LF
2.0%
37.2 LF
1.50%
REV AUGUST 25, 2016
4885
4890
4895
4900
4905
4910
4915
4920
10+00 11+00
4885
4890
4895
4900
4905
4910
4915
4920
4885
4890
4895
4900
4905
4910
4915
4920
9+50 10+00 11+00 12+00
8" W
8" W8" W
G
G
G
G
G
E/C
T
V
E/C
T
V
E/C
T
V
E/C
T
V
E/C
T
V
E/C
T
V
STORM LINE 5
SEE SHEET C410
49.98 LF 15" RCP @ 0.50%
STORM INLET 2-2
STA 11+24.35
N: 106358.02
E: 213771.17
STORM INLET 2-1
STA 10+74.37
N: 106402.29
E: 213747.97
74.37 LF
1
5
"
R
C
P
@
0
.
5
0
%
FES 2
STA 10+00.00
N: 106472.87
E: 213771.41
LE
F
E
V
E
R
D
R
I
V
E
4885
4890
4895
4900
4905
4910
4915
4920
10+0011+00
\A1;12" MIN
12
"
W
12
"
W
12
"
W
12
"
W
12
"
S
S
12
"
S
S
12
"
S
S
12
"
S
S
E/
F
O
/
C
T
V
E/
F
O
/
C
T
V
E/
F
O
/
C
T
V
E/
F
O
/
C
T
V
E/
F
O
/
C
T
V
G
G
G
G
STORM LINE 1
SEE SHEET C404
STORM LINE 6
SEE SHEET C412
WATERMAIN LINE A
SEE SHEET C307
SANITARY LINE A
SEE SHEET C303
STMH 1-5
STA 10+00
N: 106919.18
E: 214138.39
38.50 LF
18" RCP
@ 1.00%
STORM INLET 1-5A
STA 10+38.50
N: 106918.14
E: 214099.91
17.50 LF
18" RCP
@ 1.00%
STORM INLET 1-5B
STA 10+17.50
N: 106919.65
E: 214155.89
CI
N
Q
U
E
F
O
I
L
L
A
N
E
12
"
W
12
"
W
12
"
W
12
"
W
E
E
E
E
G
G
G
G
W
IR
IR8" SS
8" SS
12
"
S
S
12
"
S
S
STORM INLET 1-3B
STA 10+67.32
N: 107341.54
E: 214063.45
67.32 LF
15" RCP
@ 1.00%
STORM LINE 1
SEE SHEET C404
WATERMAIN LINE A
SEE SHEET C307
SANITARY LINE A
SEE SHEET C303
STORM LINE 1-3A
SEE SHEET C405
CI
N
Q
U
E
F
O
I
L
L
A
N
E
STMH 1-3
STA 10+00.00
N: 107321.04
E: 214127.56
CI
N
Q
U
E
F
O
I
L
L
A
N
E
4885
4890
4895
4900
4905
4910
4915
4920
4885
4890
4895
4900
4905
4910
4915
4920
9+5010+0011+0011+50
\A1;18" MIN
KEYMAP
HARMONY ROAD
BR
O
O
K
F
I
E
L
D
D
R
I
V
E
LE FEVER DRIVE
TIMBERWOOD DRIVE
LA
D
Y
M
O
O
N
D
R
.
CI
N
Q
U
E
F
O
I
L
L
A
N
E
( IN FEET )
1 inch = ft.
Feet05050
50
100 150
PROPOSED RIGHT-OF-WAY
EXISTING WATER MAIN
PROPOSED WATER MAIN
PROPOSED STORM SEWER
LEGEND:
NOTES:
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS.
IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA
OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL
UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES.
2.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS, AND
SERVICES.
3.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. SPECIFIED LENGTH OF PIPE
INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS.
4.ALL RCP SHALL BE CLASS III UNLESS OTHERWISE NOTED. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC
RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF
THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS
OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE).
5.ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS.
6.MANHOLE DIAMETERS SHOWN ARE THE MINIMUM SIZE PER CITY STANDARD DETAIL D-3. CONTRACTOR SHALL CONFIRM THAT
MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES,
ETC.).
7.REFER TO INLET SCHEDULE ON SHEET 705 FOR STORM SEWER INLET TYPES.
8.ALL ROOF DRAIN LATERALS SHALL BE HIGH DENSITY POLYETHYLENE PIPE (HDPE) OR APPROVED EQUAL. THE CONTRACTOR
SHALL TERMINATE THE ROOF DRAIN LATERALS 5.0-FEET OUTSIDE OF BUILDING. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF
THE ROOF DRAIN CONNECTIONS TO THE DOWNSPOUTS AT THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE
ARCHITECTURAL DRAWINGS.
9.REFER TO THE ARCHITECTURAL DRAWINGS FOR DETAILS REGARDING THE CONNECTIONS FROM THE DOWNSPOUT TO
UNDERGROUND ROOF DRAIN PIPING.
W
G
T
E/T/C
EXISTING STORM SEWER ST
PROPOSED ELEC/TELE/CABLE
EXISTING TELEPHONE
EXISTING GAS
S
W
PROPOSED SEWER SERVICE
EXISTING SANITARY SEWER SS
PROPOSED STORM INLET
PROPOSED CURB & GUTTER
PROPOSED CURB STOP & METER PIT
PROPOSED SANITARY SEWER
PROPOSED FIRE HYDRANT
EXISTING FIRE HYDRANT H Y D
PROPOSED LOTLINE
EASEMENT LINE
EPROPOSED ELECTRIC
WPROPOSED RESIDETIAL SERVICE
PROPOSED AREA DRAIN INLET
APPROXIMATE LIMITS OF CONSTRUCTION
EXISTING RIGHT OF WAY
PROFILE SCALE:
VERT. 1"=5'
HORIZ. 1"=50'
STORM DRAIN LINE 2
STORMDRAIN 2
STORM DRAIN LINE 1-5A & 1-5B
PROFILE SCALE:
VERT. 1"=5'
HORIZ. 1"=50'
STORMDRAIN 1-5A & 1-5B
Date
Date
Date
Date
Date
Date
APPROVED:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
City Engineer
Water & Wastewater Utility
Stormwater Utility
Parks & Recreation
Traffic Engineer
Environmental Planner
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
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's below.
before you dig.Call
R
FORT COLLINS, COLORADO
BANNER HEALTH MEDICAL CAMPUS
SEPTEMBER 20, 2013
SHEET
HARMONY RD. & LADY MOON DR.
BOULDER ASSOCIATES ARCHITECTS 1426 PEARL ST., SUITE 300 BOULDER, CO 303.499.7795
OF 60
FINAL PLAN
PLAN AND PROFILE
STORM DRAIN 1-3, 1-5 & 2
C407
STORM DRAIN LINE 1-3B
PROFILE SCALE:
VERT. 1"=5'
HORIZ. 1"=50'
STORMDRAIN 1-3
49
0
1
.
9
5
48
9
6
.
0
0
(
W
)
48
9
6
.
0
0
(
E
)
48
9
2
.
3
0
(
S
)
48
8
8
.
2
3
(
N
)
48
9
5
.
9
9
(
N
W
)
48
8
6
.
1
4
(
S
)
48
8
9
.
2
4
(
N
)
48
8
6
.
1
2
(
E
)
49
0
1
.
7
2
49
0
1
.
1
3
48
9
6
.
4
8
(
W
)
49
0
1
.
3
7
48
9
7
.
0
4
(
E
)
38.7 LF
2.70%
2.74%
17.5 LF
38.7 LF
2.70%
17.5 LF
2.74%
49
0
1
.
3
0
67.0 LF
1.28%
48
9
6
.
8
5
(
E
)
67.0 LF
1.28%
4895.2
4891.61
4895.0
4892.76
THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING
SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION
PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES
NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION.
RECORD DRAWING
49
0
6
.
5
5
49
0
1
.
1
7
(
S
E
)
48
9
8
.
9
6
(
N
)
49
0
1
.
3
0
(
N
)
48
9
8
.
3
9
49
0
6
.
4
7
55.7 LF 0.41%
0.79%70.89 LF
70.89 LF
0.79%
55.7 LF 0.41%
REV AUGUST 25, 2016
4885
4890
4895
4900
4905
4910
4915
4920
4885
4890
4895
4900
4905
4910
4915
4920
9+5010+0011+0012+0013+0014+0015+0016+0017+0018+0019+00
12
"
W
12" W 12" W 12" W 12" W 12" W
STORM LINE 3-3
SEE SHEET C409
STMH 3-4
STA 13+31.56
N: 107517.77
E: 213427.76
STMH 3-3
STA 10+76.08
N: 107517.67
E: 213683.23
STORM INLET 3-5
STA 13+72.06
N: 107477.27
E: 213427.76
9.61 LF 42" RCP @ 0.50%
40.50 LF
30" RCP
@ 0.50%
18
2
.
0
0
L
F
3
0
"
R
C
P
@
0
.
6
1
%
255.47 LF 36" RCP @ 0.50%
WATERMAIN A
SEE SHEET C306
FES 3-1
STA 10+00.00
N: 107589.08
E: 213707.69
66.48 LF 42" RCP @ 0.50%STORM INLET 3-2
STA 10+66.48
N: 107527.27
E: 213683.23
12
"
W
12
"
W
12
"
W
STORM INLET 3-10
STA 17+60.67
N: 107088.66
E: 213427.78
STORM INLET 3-9
STA 17+44.04
N: 107105.29
E: 213427.78
STMH 3-8
STA 16+58.56
N: 107190.77
E: 213427.78
182.00 LF 30" RCP @ 0.61%96.02 LF 30" RCP @ 0.50%
16.62 LF
12" RCP
@ 1.00%
85.49 LF 24" RCP @ 0.80%
STORM LINE 3-8
SEE SHEET C410
STORM INLET 3-7
STA 15+62.53
N: 107286.79
E: 213427.78
FUTURE CONNECTION 3-11
PLUG AND STAKE
FOR FUTURE USE
STA 18+11.63
N: 107037.70
E: 213427.78
50.97 LF 12" RCP @ 1.00%8.48 LF 30" RCP @ 0.52%
STORM INLET 3-6
STA 15+54.06
N: 107295.27
E: 213427.77 KEYMAP
HARMONY ROAD
BR
O
O
K
F
I
E
L
D
D
R
I
V
E
LE FEVER DRIVE
TIMBERWOOD DRIVE
LA
D
Y
M
O
O
N
D
R
.
CI
N
Q
U
E
F
O
I
L
L
A
N
E
( IN FEET )
1 inch = ft.
Feet05050
50
100 150
PROPOSED RIGHT-OF-WAY
EXISTING WATER MAIN
PROPOSED WATER MAIN
PROPOSED STORM SEWER
LEGEND:
NOTES:
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS.
IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA
OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL
UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES.
2.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS, AND
SERVICES.
3.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. SPECIFIED LENGTH OF PIPE
INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS.
4.ALL RCP SHALL BE CLASS III UNLESS OTHERWISE NOTED. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC
RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF
THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS
OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE).
5.ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS.
6.MANHOLE DIAMETERS SHOWN ARE THE MINIMUM SIZE PER CITY STANDARD DETAIL D-3. CONTRACTOR SHALL CONFIRM THAT
MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES,
ETC.).
7.REFER TO INLET SCHEDULE ON SHEET 705 FOR STORM SEWER INLET TYPES.
8.ALL ROOF DRAIN LATERALS SHALL BE HIGH DENSITY POLYETHYLENE PIPE (HDPE) OR APPROVED EQUAL. THE CONTRACTOR
SHALL TERMINATE THE ROOF DRAIN LATERALS 5.0-FEET OUTSIDE OF BUILDING. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF
THE ROOF DRAIN CONNECTIONS TO THE DOWNSPOUTS AT THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE
ARCHITECTURAL DRAWINGS.
9.REFER TO THE ARCHITECTURAL DRAWINGS FOR DETAILS REGARDING THE CONNECTIONS FROM THE DOWNSPOUT TO
UNDERGROUND ROOF DRAIN PIPING.
W
G
T
E/T/C
EXISTING STORM SEWER ST
PROPOSED ELEC/TELE/CABLE
EXISTING TELEPHONE
EXISTING GAS
S
W
PROPOSED SEWER SERVICE
EXISTING SANITARY SEWER SS
PROPOSED STORM INLET
PROPOSED CURB & GUTTER
PROPOSED CURB STOP & METER PIT
PROPOSED SANITARY SEWER
PROPOSED FIRE HYDRANT
EXISTING FIRE HYDRANT H Y D
PROPOSED LOTLINE
EASEMENT LINE
EPROPOSED ELECTRIC
WPROPOSED RESIDETIAL SERVICE
PROPOSED AREA DRAIN INLET
APPROXIMATE LIMITS OF CONSTRUCTION
EXISTING RIGHT OF WAY
PROFILE SCALE:
VERT. 1"=5'
HORIZ. 1"=50'
STORM DRAIN LINE 3
STORMDRAIN 3
LI
N
E
MA
T
C
H
ST
A
15
+
0
0
LINE
MATCH STA
15+00
Date
Date
Date
Date
Date
Date
APPROVED:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
City Engineer
Water & Wastewater Utility
Stormwater Utility
Parks & Recreation
Traffic Engineer
Environmental Planner
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
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's below.
before you dig.Call
R
FORT COLLINS, COLORADO
BANNER HEALTH MEDICAL CAMPUS
SEPTEMBER 20, 2013
SHEET
HARMONY RD. & LADY MOON DR.
BOULDER ASSOCIATES ARCHITECTS 1426 PEARL ST., SUITE 300 BOULDER, CO 303.499.7795
OF 60
FINAL PLAN
PLAN AND PROFILE
STORM DRAIN LINE 3
C408
4902.2
40.0 LF
49
0
7
.
2
4
49
0
3
.
7
9
(
S
)
49
0
3
.
7
7
(
N
)
49
0
7
.
2
4
49
0
8
.
3
0
49
0
5
.
8
2
49
0
6
.
0
7
49
0
5
.
0
6
49
0
5
.
8
7
49
0
4
.
3
0
49
0
3
.
7
4
48
9
7
.
3
7
49
0
3
.
4
7
(
S
)
49
0
2
.
8
9
(
N
)
49
0
1
.
8
3
(
S
)
49
0
1
.
9
5
(
E
)
49
0
1
.
4
7
(
N
)
49
0
0
.
9
0
(
S
)
49
0
0
.
8
4
(
N
)
49
0
0
.
7
9
(
S
)
49
0
0
.
7
7
(
N
)
48
9
9
.
7
1
(
S
)
48
9
9
.
6
6
(
N
)
48
9
9
.
3
2
(
S
)
48
9
9
.
1
7
(
E
)
48
9
8
.
0
0
(
W
)
48
9
9
.
6
7
(
S
)
48
9
7
.
7
0
(
N
)
48
9
7
.
6
6
(
S
)
48
9
7
.
6
6
(
N
)
16.1 LF
1.90%
86.7 LF
96.0 LF
181.9 LF
8.1 LF
1.20%
0.59%
0.62%
0.58%
0.81%
0.46%
0.42%
0.42%
41.8 LF
256.8 LF
9.2 LF
68.4 LF
THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING
SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION
PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES
NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION.
RECORD DRAWING
40.0 LF
1.90%
16.1 LF
86.7 LF 1.20%96.0 LF 0.59%
8.1 LF 0.62%
181.9 LF 0.58%
0.81%
41.8 LF
0.46%256.8 LF
0.42%9.2 LF
68.4 LF 0.42%
49
0
4
.
3
5
REV AUGUST 25, 2016
4890
4895
4900
4905
4910
4915
4920
4925
4890
4895
4900
4905
4910
4915
4920
4925
9+50 10+00 11+00
4890
4895
4900
4905
4910
4915
4920
4925
4890
4895
4900
4905
4910
4915
4920
4925
9+50 10+00 11+00 12+00 13+00 14+00
12" W 12" W 12" W 12" W 12" W
STMH 3-3.2
STA 10+00.00
N: 107471.32
E: 213768.82
10.03 LF
12" RCP
@ 1.00%
STORM INLET 3-3.2A
STA 10+10.03
N: 107470.61
E: 213778.82
STORM LINE 3
SEE SHEET C408
WATERMAIN A
SEE SHEET C306
6"X4" REDUCER 12
"
W
12
"
W
12
"
W
12
"
W
12
"
W
S
RD
8"
S
S
STMH 3-3
STA 10+00.00
N: 107517.67
E: 213683.23
45.16 LF
18" RCP
@ 0.50%
151.87 LF 12" HDPE @ 0.78%
STMH 3-3.2
STA 11+30.77
N: 107471.32
E: 213768.82
WATERMAIN A
SEE SHEET C306
85.60 LF
18" RCP
@ 0.60%
STORM INLET 3-3.3
STA 13+19.14
N: 107282.95
E: 213768.82
STORM INLET 3-3.1
STA 10+45.16
N: 107472.50
E: 213683.23
CONNECTION 3-3.4
8" ROOF DRAIN
SEE MECHANICAL DRAWINGS
FOR CONTINUATION
STA 13+33.82
N: 107268.27
E: 213768.82
14.68 LF
8" HDPE
@ 1.00%
46.80 LF 6" HDPE @ 4.00%
6"X4" REDUCER
TO 4" ROOF DRAIN
(SEE MECHANICAL DRAWINGS
FOR CONTINUATION)
INV. 4904.60
N: 107319.45
E: 213815.62
36.50 LF 12" HDPE @ 0.78%
12''x6'' TEE
KEYMAP
HARMONY ROAD
BR
O
O
K
F
I
E
L
D
D
R
I
V
E
LE FEVER DRIVE
TIMBERWOOD DRIVE
LA
D
Y
M
O
O
N
D
R
.
CI
N
Q
U
E
F
O
I
L
L
A
N
E
( IN FEET )
1 inch = ft.
Feet05050
50
100 150
PROPOSED RIGHT-OF-WAY
EXISTING WATER MAIN
PROPOSED WATER MAIN
PROPOSED STORM SEWER
LEGEND:
NOTES:
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS.
IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA
OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL
UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES.
2.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS, AND
SERVICES.
3.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. SPECIFIED LENGTH OF PIPE
INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS.
4.ALL RCP SHALL BE CLASS III UNLESS OTHERWISE NOTED. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC
RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF
THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS
OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE).
5.ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS.
6.MANHOLE DIAMETERS SHOWN ARE THE MINIMUM SIZE PER CITY STANDARD DETAIL D-3. CONTRACTOR SHALL CONFIRM THAT
MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES,
ETC.).
7.REFER TO INLET SCHEDULE ON SHEET 705 FOR STORM SEWER INLET TYPES.
8.ALL ROOF DRAIN LATERALS SHALL BE HIGH DENSITY POLYETHYLENE PIPE (HDPE) OR APPROVED EQUAL. THE CONTRACTOR
SHALL TERMINATE THE ROOF DRAIN LATERALS 5.0-FEET OUTSIDE OF BUILDING. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF
THE ROOF DRAIN CONNECTIONS TO THE DOWNSPOUTS AT THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE
ARCHITECTURAL DRAWINGS.
9.REFER TO THE ARCHITECTURAL DRAWINGS FOR DETAILS REGARDING THE CONNECTIONS FROM THE DOWNSPOUT TO
UNDERGROUND ROOF DRAIN PIPING.
W
G
T
E/T/C
EXISTING STORM SEWER ST
PROPOSED ELEC/TELE/CABLE
EXISTING TELEPHONE
EXISTING GAS
S
W
PROPOSED SEWER SERVICE
EXISTING SANITARY SEWER SS
PROPOSED STORM INLET
PROPOSED CURB & GUTTER
PROPOSED CURB STOP & METER PIT
PROPOSED SANITARY SEWER
PROPOSED FIRE HYDRANT
EXISTING FIRE HYDRANT H Y D
PROPOSED LOTLINE
EASEMENT LINE
EPROPOSED ELECTRIC
WPROPOSED RESIDETIAL SERVICE
PROPOSED AREA DRAIN INLET
APPROXIMATE LIMITS OF CONSTRUCTION
EXISTING RIGHT OF WAY
STORM DRAIN LINE 3-3STORM DRAIN LINE 3-3.2A
PROFILE SCALE:
VERT. 1"=5'
HORIZ. 1"=50'
PROFILE SCALE:
VERT. 1"=5'
HORIZ. 1"=50'
STORMDRAIN 3-3
STORMDRAIN 3-3.2A
Date
Date
Date
Date
Date
Date
APPROVED:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
City Engineer
Water & Wastewater Utility
Stormwater Utility
Parks & Recreation
Traffic Engineer
Environmental Planner
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
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's below.
before you dig.Call
R
FORT COLLINS, COLORADO
BANNER HEALTH MEDICAL CAMPUS
SEPTEMBER 20, 2013
SHEET
HARMONY RD. & LADY MOON DR.
BOULDER ASSOCIATES ARCHITECTS 1426 PEARL ST., SUITE 300 BOULDER, CO 303.499.7795
OF 60
FINAL PLAN
PLAN AND PROFILE
STORM DRAIN LINE 3-3, 3-3.2A
C409
49
0
4
.
3
0
48
9
8
.
0
0
(
W
)
48
9
9
.
6
7
(
S
)
48
9
7
.
7
0
(
N
)
49
0
4
.
8
1
49
0
0
.
3
3
(
E
)
49
0
0
.
1
9
(
N
)
49
0
6
.
0
1
49
0
1
.
1
9
(
E
)
49
0
1
.
0
1
(
S
)
49
0
0
.
8
5
(
W
)
49
0
8
.
5
2
49
0
3
.
4
6
(
N
)
14.0 LF
190.3 LF
85.9 LF
45.7 LF
1.15%
1.29%
49
0
6
.
0
1
49
0
1
.
1
9
(
E
)
49
0
1
.
0
1
(
S
)
49
0
0
.
8
5
(
W
)
49
0
5
.
5
6
49
0
1
.
5
6
(
W
)
3.75%9.9 LF
4898.5
9.9 LF
3.75%
45.7 LF
1.15%
85.9 LF
190.3 LF 1.29%
14.0 LF
THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING
SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION
PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES
NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION.
RECORD DRAWING
0.61%
REV AUGUST 25, 2016
4885
4890
4895
4900
4905
4910
4915
4920
4885
4890
4895
4900
4905
4910
4915
4920
9+50 10+00 11+00 12+00 13+00
\A1;12" MIN
4885
4890
4895
4900
4905
4910
4915
4920
4885
4890
4895
4900
4905
4910
4915
4920
9+5010+0011+0011+50
\A1;12" MIN
PRIVATE DR.
12
"
W
12
"
W
12"
W
12" W 12" W
RD RD
RDRD
STORM INLET 3-8.1
STA 11+26.29
N: 107190.77
E: 213554.07
STORM INLET 3-8.3
STA 12+36.66
N: 107170.82
E: 213662.25
STORM INLET 3-8.2
STA 11+44.04
N: 107190.77
E: 213571.82
STMH 3-8
STA 10+00.00
N: 107190.77
E: 213427.78
126.29 LF 15" RCP @ 0.70%
17.75 LF
15" RCP
@ 0.50%
92.60 LF 15
"
R
C
P
@
0
.
5
0
%
STORM LINE 3
SEE SHEET C408
14
0
.
6
7
L
F
8
"
H
D
P
E
@
0
.
5
2
%
52.15 LF 6" HDPE @ 1.00%
7.74 LF
8" HDPE
@ 1.00%
6"X3" TEE TO 3"
ROOF DRAIN
8'X6" REDUCER (W)
(SEE MECHANICAL DRAWINGS
FOR CONTINUATION)
INV. 4904.26
N: 107050.16
E: 213561.80
6" 90° BEND W/
6"X3" REDUCER
TO 3" ROOF DRAIN
(SEE MECHANICAL DRAWINGS
FOR CONTINUATION)
INV. 4904.78
N: 107050.10
E: 213613.95
8''-90° BEND
8"
W
8"
W
8"
W
8" W 8" W 8" W 8" W
8" SS 8" SS 8" SS 8" SS
CO
G
G
8"
S
S
E/CTV
E/CTV
FES 5-1
STA 10+89.70
N: 106499.86
E: 213653.64
FES 5
STA 10+00.00
N: 106500.90
E: 213743.33
89.70 LF
24" RCP
@ 0.84%
STORM LINE 4
SEE SHEET C411
STORM LINE 2
SEE SHEET C407
16" STEEL CASING
10' EACH SIDE
OF STORM LINE
KEYMAP
HARMONY ROAD
BR
O
O
K
F
I
E
L
D
D
R
I
V
E
LE FEVER DRIVE
TIMBERWOOD DRIVE
LA
D
Y
M
O
O
N
D
R
.
CI
N
Q
U
E
F
O
I
L
L
A
N
E
( IN FEET )
1 inch = ft.
Feet05050
50
100 150
PROPOSED RIGHT-OF-WAY
EXISTING WATER MAIN
PROPOSED WATER MAIN
PROPOSED STORM SEWER
LEGEND:
NOTES:
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS.
IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA
OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL
UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES.
2.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS, AND
SERVICES.
3.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. SPECIFIED LENGTH OF PIPE
INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS.
4.ALL RCP SHALL BE CLASS III UNLESS OTHERWISE NOTED. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC
RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF
THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS
OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE).
5.ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS.
6.MANHOLE DIAMETERS SHOWN ARE THE MINIMUM SIZE PER CITY STANDARD DETAIL D-3. CONTRACTOR SHALL CONFIRM THAT
MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES,
ETC.).
7.REFER TO INLET SCHEDULE ON SHEET 705 FOR STORM SEWER INLET TYPES.
8.ALL ROOF DRAIN LATERALS SHALL BE HIGH DENSITY POLYETHYLENE PIPE (HDPE) OR APPROVED EQUAL. THE CONTRACTOR
SHALL TERMINATE THE ROOF DRAIN LATERALS 5.0-FEET OUTSIDE OF BUILDING. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF
THE ROOF DRAIN CONNECTIONS TO THE DOWNSPOUTS AT THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE
ARCHITECTURAL DRAWINGS.
9.REFER TO THE ARCHITECTURAL DRAWINGS FOR DETAILS REGARDING THE CONNECTIONS FROM THE DOWNSPOUT TO
UNDERGROUND ROOF DRAIN PIPING.
W
G
T
E/T/C
EXISTING STORM SEWER ST
PROPOSED ELEC/TELE/CABLE
EXISTING TELEPHONE
EXISTING GAS
S
W
PROPOSED SEWER SERVICE
EXISTING SANITARY SEWER SS
PROPOSED STORM INLET
PROPOSED CURB & GUTTER
PROPOSED CURB STOP & METER PIT
PROPOSED SANITARY SEWER
PROPOSED FIRE HYDRANT
EXISTING FIRE HYDRANT H Y D
PROPOSED LOTLINE
EASEMENT LINE
EPROPOSED ELECTRIC
WPROPOSED RESIDETIAL SERVICE
PROPOSED AREA DRAIN INLET
APPROXIMATE LIMITS OF CONSTRUCTION
EXISTING RIGHT OF WAY
STORMDRAIN 3-6
STORM DRAIN LINE 3-8STORM DRAIN LINE 5
PROFILE SCALE:
VERT. 1"=5'
HORIZ. 1"=50'
PROFILE SCALE:
VERT. 1"=5'
HORIZ. 1"=50'
STORMDRAIN 5
Date
Date
Date
Date
Date
Date
APPROVED:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
City Engineer
Water & Wastewater Utility
Stormwater Utility
Parks & Recreation
Traffic Engineer
Environmental Planner
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
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's below.
before you dig.Call
R
FORT COLLINS, COLORADO
BANNER HEALTH MEDICAL CAMPUS
SEPTEMBER 20, 2013
SHEET
HARMONY RD. & LADY MOON DR.
BOULDER ASSOCIATES ARCHITECTS 1426 PEARL ST., SUITE 300 BOULDER, CO 303.499.7795
OF 60
FINAL PLAN
PLAN AND PROFILE
STORM DRAIN 3-8 & 5
C410
49
0
7
.
0
1
49
0
3
.
0
6
(
E
)
49
0
3
.
5
6
(
S
)
49
0
2
.
8
9
(
W
)
128.9 LF
0.73%
17.1 LF
1.00%
90.9 LF
0.53%
49
0
8
.
3
0
49
0
1
.
8
3
(
S
)
49
0
1
.
9
5
(
E
)
49
0
1
.
4
7
(
N
)
49
0
6
.
7
1
49
0
3
.
2
7
(
E
)
49
0
3
.
2
3
(
W
)
49
0
7
.
5
0
49
0
3
.
7
5
(
W
)
0.73%128.9 LF
1.00%
17.1 LF
0.53%
90.9 LF
4902.0
THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING
SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION
PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES
NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION.
RECORD DRAWING
48
9
9
.
2
6
(
W
)
48
9
9
.
9
9
(
E
)
92.5 LF
0.79%
0.79%
92.5 LF
REV AUGUST 25, 2016
4885
4890
4895
4900
4905
4910
4915
4920
4885
4890
4895
4900
4905
4910
4915
4920
9+5010+0011+0012+0013+0014+00
4885
4890
4895
4900
4905
4910
4915
4920
4885
4890
4895
4900
4905
4910
4915
4920
9+5010+0011+0012+0013+00
\A1;12" MIN
\A1;12" MIN
4885
4890
4895
4900
4905
4910
4915
4920
4885
4890
4895
4900
4905
4910
4915
4920
9+5010+0011+0011+50
8"
W
8" W 8" W 8" W 8" W 8" W
8" SS 8" SS 8" SS 8" SS 8" SS
8"
W
8"
W
8"
S
S
8"
S
S
STORM LINE 4-2
SEE THIS SHEET
STMH 4-1
STA 10+72.90
N: 106605.91
E: 213708.43
STMH 4-2
STA 11+82.50
N: 106605.91
E: 213598.83
TEMPORARY FES 4-3
STA 12+29.22
N: 106605.91
E: 213552.11
FES 4
STA 10+00.00
N: 106546.09
E: 213750.09
46.72 LF
36" RCP
@ 0.50%
72.90 LF
42" RCP
@ 0.52%
109.60 LF 36" RCP @ 0.50%
SANITARY LINE A1
SEE SHEET C305
STORM LINE 4-1
SEE THIS SHEET
16" STEEL CASING
10' EACH SIDE
OF STORM LINE 16" STEEL CASING
10' EACH SIDE
OF STORM LINE
8"
W
8"
W
8"
W
8"
W
8"
S
S
8"
S
S
8"
S
S
8"
S
S
STORM INLET 4-1.1
STA 11+38.85
N: 106686.33
E: 213821.62
138.85 LF
30" RCP
@ 0.50%
STMH 4-1
STA 10+00.00
N: 106605.91
E: 213708.43
SANITARY LINE A1
SEE SHEET C305
8"
W
8"
W
8"
W
8"
S
S
8"
S
S
8"
W
8" W8" W8" W
12"
W
S
S
W
T
RD
8"
S
S
8" SS8" SS8" SS8" SS
RD
RD
RD
RD
S
RD
RD
STORM INLET 4-2.2
STA 13+48.58
N: 106954.50
E: 213598.83
62.38 LF
8" HDPE
@ 0.61%
178.01 LF 15" RCP @ 0.52%
SANITARY LINE A1
SEE SHEET C305
8"-90° BEND
STMH 4-2.1
STA 10+09.45
N: 106776.49
E: 213598.83
31.59 LF 6" HDPE @ 3.83%
6" ROOF DRAIN
(SEE MECHANICAL DRAWINGS
FOR CONTINUATION)
INV. 4905.25
N: 106959.69
E: 213567.67
41.63 LF 6" HDPE @ 2.52%
6"X4" REDUCER
4" ROOF DRAIN
(SEE MECHANICAL DRAWINGS
FOR CONTINUATION)
INV. 4905.25
N: 106993.19
E: 213614.20
34.29 LF 6" HDPE @ 2.65%
STUB AND STAKE 4-2.1A
INV. 4903.97
N: 106776.49
E: 213633.12
PROPOSED
BUILDING
FULL
BUILD
FULL
BUILD
6"X4" REDUCER
4" ROOF DRAIN
(SEE MECHANICAL DRAWINGS
FOR CONTINUATION)
INV. 4905.25
N: 106995.96
E: 213651.20
8" ROOF DRAIN
(SEE MECHANICAL DRAWINGS
FOR CONTINUATION)
INV. 4904.25
N: 106964.27
E: 213652.00
31.69 LF 6" HDPE @ 2.62%
KEYMAP
HARMONY ROAD
BR
O
O
K
F
I
E
L
D
D
R
I
V
E
LE FEVER DRIVE
TIMBERWOOD DRIVE
LA
D
Y
M
O
O
N
D
R
.
CI
N
Q
U
E
F
O
I
L
L
A
N
E
( IN FEET )
1 inch = ft.
Feet05050
50
100 150
PROPOSED RIGHT-OF-WAY
EXISTING WATER MAIN
PROPOSED WATER MAIN
PROPOSED STORM SEWER
LEGEND:
NOTES:
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS.
IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA
OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL
UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES.
2.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS, AND
SERVICES.
3.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. SPECIFIED LENGTH OF PIPE
INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS.
4.ALL RCP SHALL BE CLASS III UNLESS OTHERWISE NOTED. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC
RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF
THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS
OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE).
5.ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS.
6.MANHOLE DIAMETERS SHOWN ARE THE MINIMUM SIZE PER CITY STANDARD DETAIL D-3. CONTRACTOR SHALL CONFIRM THAT
MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES,
ETC.).
7.REFER TO INLET SCHEDULE ON SHEET 705 FOR STORM SEWER INLET TYPES.
8.ALL ROOF DRAIN LATERALS SHALL BE HIGH DENSITY POLYETHYLENE PIPE (HDPE) OR APPROVED EQUAL. THE CONTRACTOR
SHALL TERMINATE THE ROOF DRAIN LATERALS 5.0-FEET OUTSIDE OF BUILDING. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF
THE ROOF DRAIN CONNECTIONS TO THE DOWNSPOUTS AT THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE
ARCHITECTURAL DRAWINGS.
9.REFER TO THE ARCHITECTURAL DRAWINGS FOR DETAILS REGARDING THE CONNECTIONS FROM THE DOWNSPOUT TO
UNDERGROUND ROOF DRAIN PIPING.
W
G
T
E/T/C
EXISTING STORM SEWER ST
PROPOSED ELEC/TELE/CABLE
EXISTING TELEPHONE
EXISTING GAS
S
W
PROPOSED SEWER SERVICE
EXISTING SANITARY SEWER SS
PROPOSED STORM INLET
PROPOSED CURB & GUTTER
PROPOSED CURB STOP & METER PIT
PROPOSED SANITARY SEWER
PROPOSED FIRE HYDRANT
EXISTING FIRE HYDRANT H Y D
PROPOSED LOTLINE
EASEMENT LINE
EPROPOSED ELECTRIC
WPROPOSED RESIDETIAL SERVICE
PROPOSED AREA DRAIN INLET
APPROXIMATE LIMITS OF CONSTRUCTION
EXISTING RIGHT OF WAY
PROFILE SCALE:
VERT. 1"=5'
HORIZ. 1"=50'
PROFILE SCALE:
VERT. 1"=5'
HORIZ. 1"=50'
STORMDRAIN 4
STORMDRAIN 4-1
STORMDRAIN 4-2
PROFILE SCALE:
VERT. 1"=5'
HORIZ. 1"=50'
Date
Date
Date
Date
Date
Date
APPROVED:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
City Engineer
Water & Wastewater Utility
Stormwater Utility
Parks & Recreation
Traffic Engineer
Environmental Planner
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
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's below.
before you dig.Call
R
FORT COLLINS, COLORADO
BANNER HEALTH MEDICAL CAMPUS
SEPTEMBER 20, 2013
SHEET
HARMONY RD. & LADY MOON DR.
BOULDER ASSOCIATES ARCHITECTS 1426 PEARL ST., SUITE 300 BOULDER, CO 303.499.7795
OF 60
FINAL PLAN
PLAN AND PROFILE
STORM DRAIN 4, 4-1 & 4-2
C411
STORM DRAIN LINE 4STORM DRAIN LINE 4-2 STORM DRAIN LINE 4-1
THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING
SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION
PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES
NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION.
RECORD DRAWING
49
0
5
.
0
2
49
0
0
.
1
4
(
W
)
49
0
1
.
1
7
(
N
)
49
0
0
.
1
2
(
E
)
108.1 LF 0.46%
4895.07
49
0
6
.
4
3
48
9
9
.
3
2
(
N
W
)
48
9
9
.
6
2
(
W
)
48
9
9
.
5
7
(
N
E
)
48
9
9
.
5
9
(
S
E
)
49
0
0
.
3
7
(
E
)
69.2 LF
0.39%
50.4 LF
50.4 LF
69.2 LF
0.39%
0.46%108.1 LF
49
0
6
.
4
3
48
9
9
.
6
2
(
W
)
48
9
9
.
5
7
(
N
E
)
48
9
9
.
5
9
(
S
E
)
49
0
4
.
9
8
49
0
0
.
2
9
(
S
W
)
49
0
5
.
0
2
49
0
0
.
1
4
(
W
)
49
0
1
.
1
7
(
N
)
49
0
0
.
1
2
(
E
)
49
0
8
.
8
3
49
0
2
.
0
8
(
N
)
49
0
2
.
8
6
(
E
)
49
0
2
.
0
6
(
S
)
49
0
8
.
3
0
49
0
3
.
3
8
(
N
E
)
49
0
3
.
7
9
(
W
)
49
0
3
.
3
2
(
S
)
170.9 LF
0.70%177.9 LF
138.3 LF
0.52%
0.52%
138.3 LF
170.9 LF
177.9 LF 0.70%
INV=4893.89
REV AUGUST 25, 2016
4885
4890
4895
4900
4905
4910
4915
4920
4885
4890
4895
4900
4905
4910
4915
4920
9+5010+0011+0012+0013+0014+0015+0016+0017+0017+50
8"
W
8"
W
8"
W
8"
W
8"
W
8"
S
S
8"
S
S
8"
S
S
8"
S
S
8"
S
S
8"
S
S
12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W 12" W
12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS 12" SS
SF RDTF
E
E/FO/CTV E/FO/CTV E/FO/CTV E/FO/CTV E/FO/CTV E/FO/CTV E/FO/CTV E/FO/CTV E/FO/CTV E/FO/CTV
E E E E
CT
V
CTV
G G G G G G G G G G G G G G G
G
G
G
G
GTF
TWTF
G
E/
C
T
V
E/
C
T
V
E/
C
T
V
E/
C
T
V
STORM LINE 1
SEE SHEET C404
STORM LINE 1
SEE SHEET C404
STORM INLET 6-4
STA 16+90.52
N: 106992.96
E: 213788.28
STORM INLET 6-1
STA 10+46.36
N: 106626.33
E: 214072.64
(SEE NOTE 10)
STMH 6-2
STA 14+05.94
N: 106985.91
E: 214072.64
FES 6
STA 10+00.00
N: 106582.73
E: 214056.90
359.58 LF 18" RCP @ 0.52%
46.36 LF
18" RCP
@ 0.52%
CINQUEFOIL LANE
STORM LINE 1-5A
SEE SHEET C405
SANITARY LINE A
SEE SHEET 304
WATERMAIN LINE A
SEE SHEET C307
STORM INLET 6-3
STA 15+75.22
N: 106985.91
E: 213903.37
16
9
.
2
7
L
F
1
2
"
S
C
H
4
0
P
V
C
@
1
.
0
0
%
FULL
BUILD
PROPOSED BUILDING
42.14 LF 8" HDPE @ 2.11%
90° BEND
4.69 LF 8" PVC @ 5.00%
8'' ROOF DRAIN
(SEE MECHANICAL DRAWINGS
FOR CONTINUATION)
INV = 4902.25
N: 107028.05
E: 214067.95
SEE NOTE 11
SEE NOTE 11
KEYMAP
HARMONY ROAD
BR
O
O
K
F
I
E
L
D
D
R
I
V
E
LE FEVER DRIVE
TIMBERWOOD DRIVE
LA
D
Y
M
O
O
N
D
R
.
CI
N
Q
U
E
F
O
I
L
L
A
N
E
( IN FEET )
1 inch = ft.
Feet05050
50
100 150
PROPOSED RIGHT-OF-WAY
EXISTING WATER MAIN
PROPOSED WATER MAIN
PROPOSED STORM SEWER
LEGEND:
NOTES:
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS.
IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA
OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL
UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES.
2.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS, AND
SERVICES.
3.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. SPECIFIED LENGTH OF PIPE
INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS.
4.ALL RCP SHALL BE CLASS III UNLESS OTHERWISE NOTED. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC
RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF
THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS
OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE).
5.ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS.
6.MANHOLE DIAMETERS SHOWN ARE THE MINIMUM SIZE PER CITY STANDARD DETAIL D-3. CONTRACTOR SHALL CONFIRM THAT
MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES,
ETC.).
7.REFER TO INLET SCHEDULE ON SHEET 705 FOR STORM SEWER INLET TYPES.
8.ALL ROOF DRAIN LATERALS SHALL BE HIGH DENSITY POLYETHYLENE PIPE (HDPE) OR APPROVED EQUAL. THE CONTRACTOR
SHALL TERMINATE THE ROOF DRAIN LATERALS 5.0-FEET OUTSIDE OF BUILDING. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF
THE ROOF DRAIN CONNECTIONS TO THE DOWNSPOUTS AT THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE
ARCHITECTURAL DRAWINGS.
9.REFER TO THE ARCHITECTURAL DRAWINGS FOR DETAILS REGARDING THE CONNECTIONS FROM THE DOWNSPOUT TO
UNDERGROUND ROOF DRAIN PIPING.
W
G
T
E/T/C
EXISTING STORM SEWER ST
PROPOSED ELEC/TELE/CABLE
EXISTING TELEPHONE
EXISTING GAS
S
W
PROPOSED SEWER SERVICE
EXISTING SANITARY SEWER SS
PROPOSED STORM INLET
PROPOSED CURB & GUTTER
PROPOSED CURB STOP & METER PIT
PROPOSED SANITARY SEWER
PROPOSED FIRE HYDRANT
EXISTING FIRE HYDRANT H Y D
PROPOSED LOTLINE
EASEMENT LINE
EPROPOSED ELECTRIC
WPROPOSED RESIDETIAL SERVICE
PROPOSED AREA DRAIN INLET
APPROXIMATE LIMITS OF CONSTRUCTION
EXISTING RIGHT OF WAY
PROFILE SCALE:
VERT. 1"=5'
HORIZ. 1"=50'
STORMDRAIN 6
STORM DRAIN LINE 6
Date
Date
Date
Date
Date
Date
APPROVED:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
City Engineer
Water & Wastewater Utility
Stormwater Utility
Parks & Recreation
Traffic Engineer
Environmental Planner
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
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's below.
before you dig.Call
R
FORT COLLINS, COLORADO
BANNER HEALTH MEDICAL CAMPUS
SEPTEMBER 20, 2013
SHEET
HARMONY RD. & LADY MOON DR.
BOULDER ASSOCIATES ARCHITECTS 1426 PEARL ST., SUITE 300 BOULDER, CO 303.499.7795
OF 60
FINAL PLAN
PLAN AND PROFILE
STORM DRAIN LINE 6
C412
10. CONTRACTOR SHALL PLACE STEEL PLATE ON LAST CONCRETE SECTION IN
LIEU OF GRATE FOR INTERIM CONDITION. WHEN FINAL PRIVATE LOOP DRIVE IS
CONSTRUCTED STEEL PLATE SHALL E BE REMOVED AND GRATE CAN BE
INSTALLED.
11. CONTRACTOR SHALL ENSURE THAT PIPE JOINTS ARE NOT LOCATED
UNDER PROPOSED BUILDING IF POSSIBLE.
49
0
0
.
7
0
(
W
)
49
0
0
.
8
0
(
N
)
49
0
0
.
4
0
(
S
)
49
0
3
.
5
5
THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING
SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION
PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES
NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION.
RECORD DRAWING
48
9
8
.
5
2
(
N
)
(N
)
4
8
9
8
.
6
9
(S
)
4
8
9
8
.
6
9
49
0
9
.
0
3
49
0
8
.
4
2
49
0
4
.
1
1
49
0
2
.
4
6
(
W
)
49
0
2
.
3
9
(
E
)
115.1 LF
1.43%
171.1 LF
0.93%
0.47%
358.5 LF
45.9 LF
0.37%INV=4894.83
INV=4891.29
115.1 LF
1.43%
17
1
.
1
L
F
0.9
3
%
0.47%358.5 LF
45.9 LF
0.37%
REV AUGUST 25, 2016
4865
4870
4875
4880
4885
4890
4895
4900
4865
4870
4875
4880
4885
4890
4895
4900
9+5010+0011+0012+0013+00
CTV
CTV
CTV
OUTLET - MH1
STA 10+58.37
N: 106453.08
E: 215356.97
OUTLET - FES
STA 10+00.00
N: 106451.85
E: 215415.33
58.37 LF 24" RCP @ 1.00%
93.85 L
F
2
4
"
R
C
P
@
2
.
0
0
%
FO
S
S
I
L
C
R
E
E
K
R
E
S
E
R
V
O
I
R
IN
L
E
T
D
I
T
C
H
REGIONAL - OUTLET
STA 11+52.22
N: 106488.04
E: 215269.88
KEYMAP
HARMONY ROAD
BR
O
O
K
F
I
E
L
D
D
R
I
V
E
LE FEVER DRIVE
TIMBERWOOD DRIVE
LA
D
Y
M
O
O
N
D
R
.
CI
N
Q
U
E
F
O
I
L
L
A
N
E
( IN FEET )
1 inch = ft.
Feet05050
50
100 150
PROPOSED RIGHT-OF-WAY
EXISTING WATER MAIN
PROPOSED WATER MAIN
PROPOSED STORM SEWER
LEGEND:
NOTES:
1.THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE APPROXIMATE WHEN SHOWN ON THESE DRAWINGS.
IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL UNDERGROUND UTILITIES IN THE AREA
OF THE WORK. BEFORE COMMENCING NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL
UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR ALL UNKNOWN UNDERGROUND UTILITIES.
2.MAINTAIN 10' HORIZONTAL AND 18" VERTICAL MINIMUM SEPARATION BETWEEN ALL SANITARY SEWER MAINS, WATER MAINS, AND
SERVICES.
3.PIPE LENGTHS ARE CALCULATED FROM THE CENTER OF MANHOLES AND INLET BOX STRUCTURES. SPECIFIED LENGTH OF PIPE
INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS.
4.ALL RCP SHALL BE CLASS III UNLESS OTHERWISE NOTED. PIPE MATERIAL, BEDDING, AND INSTALLATION WITHIN PUBLIC
RIGHTS-OF-WAY SHALL BE GOVERNED BY THE CITY OF FORT COLLINS. ALTERNATES (SUCH AS ADS N-12 OR HP SANITITE) OUTSIDE OF
THE R.O.W. SHALL BE APPROVED IN ADVANCE BY THE ENGINEER. ALL JOINTS SHALL BE 'WATERTIGHT' USING APPROPRIATE GASKETS
OR JOINT WRAPS (PER ASTM C443 FOR RCP AND PER ASTM F477 / D3212 FOR PLASTIC PIPE).
5.ALL STORM MANHOLES LOCATED IN SIDEWALKS AND TRAILS SHALL HAVE PEDESTRIAN RATED LIDS.
6.MANHOLE DIAMETERS SHOWN ARE THE MINIMUM SIZE PER CITY STANDARD DETAIL D-3. CONTRACTOR SHALL CONFIRM THAT
MANHOLE DIAMETERS ARE SUFFICIENT FOR THEIR PROPOSED METHODS OF INSTALLATION (i.e., WITHIN PRE-CASTER'S TOLERANCES,
ETC.).
7.REFER TO INLET SCHEDULE ON SHEET 705 FOR STORM SEWER INLET TYPES.
8.ALL ROOF DRAIN LATERALS SHALL BE HIGH DENSITY POLYETHYLENE PIPE (HDPE) OR APPROVED EQUAL. THE CONTRACTOR
SHALL TERMINATE THE ROOF DRAIN LATERALS 5.0-FEET OUTSIDE OF BUILDING. EXACT LOCATIONS (HORIZONTAL AND VERTICAL) OF
THE ROOF DRAIN CONNECTIONS TO THE DOWNSPOUTS AT THE PROPOSED BUILDING SHALL BE COORDINATED WITH THE
ARCHITECTURAL DRAWINGS.
9.REFER TO THE ARCHITECTURAL DRAWINGS FOR DETAILS REGARDING THE CONNECTIONS FROM THE DOWNSPOUT TO
UNDERGROUND ROOF DRAIN PIPING.
W
G
T
E/T/C
EXISTING STORM SEWER ST
PROPOSED ELEC/TELE/CABLE
EXISTING TELEPHONE
EXISTING GAS
S
W
PROPOSED SEWER SERVICE
EXISTING SANITARY SEWER SS
PROPOSED STORM INLET
PROPOSED CURB & GUTTER
PROPOSED CURB STOP & METER PIT
PROPOSED SANITARY SEWER
PROPOSED FIRE HYDRANT
EXISTING FIRE HYDRANT H Y D
PROPOSED LOTLINE
EASEMENT LINE
EPROPOSED ELECTRIC
WPROPOSED RESIDETIAL SERVICE
PROPOSED AREA DRAIN INLET
APPROXIMATE LIMITS OF CONSTRUCTION
EXISTING RIGHT OF WAY
Date
Date
Date
Date
Date
Date
APPROVED:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
City Engineer
Water & Wastewater Utility
Stormwater Utility
Parks & Recreation
Traffic Engineer
Environmental Planner
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
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's below.
before you dig.Call
R
FORT COLLINS, COLORADO
BANNER HEALTH MEDICAL CAMPUS
SEPTEMBER 20, 2013
SHEET
HARMONY RD. & LADY MOON DR.
BOULDER ASSOCIATES ARCHITECTS 1426 PEARL ST., SUITE 300 BOULDER, CO 303.499.7795
OF 60
FINAL PLAN
PLAN AND PROFILE
STORM DRAIN OULET
C413
PROFILE SCALE:
VERT. 1"=5'
HORIZ. 1"=50'
OUTLET
North Poudre Irrigation Company
UTILITY PLAN APPROVAL
APPROVED:
DATE
STORM DRAIN OUTLET
THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING
SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION
PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES
NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION.
RECORD DRAWING
48
7
3
.
5
4
(
W
)
48
6
7
.
2
1
(
E
)
48
7
7
.
6
4
48
6
6
.
8
0
(
W
)
48
7
5
.
3
4
(
E
)
1.9%
94.8 LF
1.05%66.6 LF
66.6 LF 1.05%
1.9%
94.8 LF
REV AUGUST 25, 2016
FORT COLLINS, COLORADO
BANNER HEALTH MEDICAL CAMPUS
SEPTEMBER 20, 2013
SHEET
HARMONY RD. & LADY MOON DR.
BOULDER ASSOCIATES ARCHITECTS 1426 PEARL ST., SUITE 300 BOULDER, CO 303.499.7795
OF 60
FINAL PLAN
CONSTRUCTION DETAILS
C704
FLARED END SECTION TRASH RACK4
"L"
75"
84"
"L"
65"
67"
108"
82.75"
{LOCKING PIN}
10
8
"
%%UEND VIEW %%USIDE VIEW
39.5"
62.75"
"L"
30"
28"
47.5"
31"
71.25"59
.
7
5
"
52"9"512.5"15"30"15.5"36"18"
\A
1
;
B
8.5"58"
"B"
7.5"
5.5"
9.5"
6.5"
CIRCULAR DIMENSIONS
ELLIPTICAL DIMENSIONS
30"
36"
12"
PIPE DIA.
15"
18"
24"
45"
38"
11"
"A"
9"
12"
10"
29"
24"
PIPE EQUIV.
18"
24"
23"
SPAN
30"19"
14"
RISE
6.5"
8"
8"
"D"
6"
6
5
26.75"
21.75"
30"
25"
"C"
3
3
3
5
9.5"
9"
64"
52"
"W"
21"
27"
40"
28"
"C"
412"
"B"
417"
15"
"A"
20"
9.5"
"D"
8.5"
38"
"W"
40"
6"132"2221"24"72"
{"
C
"
(
#
B
A
R
S
)
}
{"
D
"
(
S
P
A
C
I
N
G
)
}
OTHER
%%UPLAN VIEW
\A1;HINGE PIN
18.5"
21.5"
CIRCULAR DIMENSIONS
ELLIPTICAL DIMENSIONS
60"
54"
42"
48"
60"
54"
PIPE DIA.
55"
48"
43"
"B"
21"
21"
76"
68"
21"
"A"
24'
24"
24"
PIPE EQUIV.
42"
48"
30"
"L
"
34"
RISE
38"
53
"
SPAN
60
"
"D"
8"
6"
6"
10
10
9"
42"
47"
45"
50"
"C"
9
14
22
90"
80"
10"
10"
"W"
64"
84"
132"
70"
6
"C"
7
"B"
31.5"
36.38
"A"
35"
39"
64"
"W"
70"
9.5"
"D"
9"69"
71"
{GENERAL NOTES:
1.ALL TRASH RACKS SHALL BE CARDER
CONCRETE OR APPROVED EQUIVALENTS.
2.DIMENSIONS ABOVE LISTED IN INCHES.
3.PADLOCKS FOR LOCKING BAR WILL BE
FURNISHED AND INSTALLED
4.TRASH GUARDS ARE NOT DESIGNED TO CARRY
WHEEL LOADINGS AND AS SUCH ARE NOT TO BE
USED AS SAFETY GRATES.}
Date
Date
Date
Date
DateDa
t
e
APPROVED:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
City Engineer
Water & Wastewater Utility
Stormwater Utility
Parks & Recreation
Traffic Engineer
Environmental Planner
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
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's below.
before you dig.Call
R
CAD FILE NAME:
DETAILS
DRAWN BY:T. COX
D46.dwg
OUTLET STRUCTURE
8/15/05DATE DRAWN:
CC
A
A
B
B
CONTROL
PLATE
\A1;3'-6"\A1;Ls
(MIN.)\A1;6"
\A
1
;
W
s
\A1;6"
\A1;6"
\A
1
;
V
A
R
I
E
S
\A
1
;
V
A
R
I
E
S
\A1;6"
\A
1
;
W
s
/
2
\A
1
;
W
s
/
2
CENTERLINE OFOUTLET PIPE
SECTION C-C
SECTION A-A SECTION B-B
WELL SCREEN FLOW CONTROL PLATE
#4@12"#4@12"
#4@18"
#4@12"
\A1;6"
Wo
\A1;Wo \A1;Wo
\A1;Wp
(Wo+6")
\A
1
;
4
"
(T
Y
P
.
)
TA
B
L
E
1/4" (MIN.) THICK
STEEL FLOW CONTROLPL
A
T
E
STAINLESS STEEL
AN
C
H
O
R
B
O
L
T
(
T
Y
P
.
)
(M
A
X
.
)
INTO CONCRETE SIDES
STEEL CHANNEL FORMED
3/8"x1" FLAT
BAR HOLDING
FR
A
M
E
INTERMITTANT WELDS ON TOP AND SIDES
STAINLESS STEEL ANCHOR BOLTS OR
PLATEFLOW CONTROL
51"x51" GRATING
(3/8" ROUND OR
TWISTED CROSS
BARS AT 3" O.C.,
WELDED TO 1"x3/8"
BEARING BARS AT
2 1/2" O.C.)
3/8" ROUND OR
TWISTED CROSS
BA
R
BAR
BEARING1"x3/8"
PLAN
3" CLR.
TO FASTEN GRATE DOWN
3/8"x6" THREADED BOLT
4.ALL TRASH RACKS SHALL BE MOUNTED USING STAINLESS STEEL HARDWARE AND
PROVIDED WITH HINGED AND LOCKABLE OR BOLTABLE ACCESS PANELS.
5.TRASH RACKS SHALL BE STAINLESS STEEL, ALUMINUM, OR STEEL. STEEL TRASH
RACKS SHALL BE HOT DIP GALVANIZED AND MAY BE HOT POWDER PAINTED
AFTER GALVANIZING.
3 1/2"
x1 1/2"
KEY
OUTLET PIPE
4%4%
CLR.
3"
BAR
#4 HOOP
PIPE
CONCRETE
METAL OR
F
LAP
12"
#4@12" O.C.
O.C.
#4@12"
CONCRETE SHALL BE CLASS B. MAY BE CAST-IN-PLACE OR PRECAST.
GENERAL NOTES
1.
2.
3.STEPS SHALL BE PROVIDED WHEN VERTICAL DIMENSION EXCEEDS 3'-6"
AND SHALL BE IN ACCORDANCE WITH AASHTO M 199.
HAVE A MINIMUM 2" CLEARANCE.
REINFORCING BARS SHALL BE EPOXY COATED AND DEFORMED, AND SHALL
#4 DIAGONAL
(TYP.)
SECTION D-D
HOLE (TYP.), SEE
ELEV. B
ELEV. A
ELEV. C
WQ
SPILL ELEV.
WATER QUALITY
100-YEAR OUTLET
D
D
CONCRETE PAD WITH USEOF WING WALLS
SECTION LINE A-A (ARROWS
POINT IN DIRECTION SECTION
A A
OPP.OPPOSITE
CLR.CLEARANCE
ABBREVIATIONS
MINIMUM
MAXIMUM
ON CENTER
DIAMETER
TYPICAL
WIDTH OF CONCRETE OPENING
WIDTH OF PLATE
NUMBER
AT@
#
Wp
Wo
TYP.
DIA.
O.C.
MAX.
LEGEND
WATER QUALITY (WQ)
WATER QUALITYWQINVERTINV.
ELEVATIONELEV.
\A
1
;
6
"
\A
1
;
6
"
DOWEL WITH USE OFCONCRETE PAD
LENGTH OF STRUCTURELs
WIDTH OF STRUCTUREWs
STEEL OR EQUAL)
(NOTE 5)
TRASH RACK
(U.S. FILTER STAINLESS
WELL SCREEN NO. 93
TRASH RACK
STEEL OR EQUAL)
(U.S. FILTER STAINLESS
WELL SCREEN NO. 93
EQUAL)
FILTER STAINLESS
NO. 93 (U.S.
WELL SCREEN
STEEL OR
DETAIL
D-46
INVERT OF PLATE
HOLES TO BE AT
BOTTOM ROW OF
LAST DATE REVISED:4/7/11
3/8"x6" THREADED BOLT
TO FASTEN GRATE DOWN
GRATE (TYP. OPP. SIDE)
2 1/4" FROM EDGE OF
TO HOLD HINGE IN PLACE,
3/8"x6" BOLTS 12" O.C.
FLOW
TO COVER OPENING
(FASTEN WITH 3/8"x6"
1/4" METAL PLATETREADED BOLTS)
TO GRATE, WITH
TO GRATE, WITH
(TYP. OPP. SIDE)
GRATE (TYP. OPP. SIDE)
2 1/4" FROM EDGE OF
TO HOLD HINGE IN PLACE,
3/8"x6" BOLTS 12" O.C.
1/4" PLATE, WELDED
1/4" PLATE, WELDED
STORMWATER CONSTRUCTION DETAILS
(970) 221-6700
P.O. BOX 580, FORT COLLINS, CO. 80522
CITY OF FORT COLLINS UTILITIES
* MODIFIED BY NORTHERN ENGINEERING
NOT TO SCALE
OUTLET STRUCTURE DETAIL5
POND 1 POND 2
ODP
PONDELEV A (POND INV)4895.70 4897.53 4879.73ELEV B (WQCU ELEV)4897.68 4899.56 4884.14
ELEV C 4897.68 4899.56 4884.14
SPILL ELEVD wq (FT)1.60 2.00 2.90Ls (FT)4.00 4.00 4.00Ws (FT)4.00 4.00 4.00Wo (FT)1.00 1.00 1.00HOLE DIA (INCH)1 1 1/8 1 5/8
# ROWS 5 6 9
# COLUMNS 1 1 1
OUTLET SCHEDULE
CONCRETE WING WALL (TYP.)END OF WING WALL)AND PAD (END OF PAD TO MATCH
3/8"x6" THREADED BOLT
TO FASTEN GRATE DOWN
TO GRATE, WITH
(TYP. OPP. SIDE)
1/4" PLATE, WELDED
WATER QUALITY OUTLET BOXEXPANSION JOINTMATERIAL
TOP OF
WINGWALL
OPTIONAL MATERIAL
FRONT VIEW (TYP. BOTH SIDES)
RE-BARS FROM
WINGWALL FOOTING
CONTINUE INTO
WALL
6" THICK WINGWALL AND FOOTER REINFORCED WITH
NO. 4 REBAR @ 12" O.C. VERT. AND HORIZ.
6"
\A
1
;
V
A
R
I
E
S
6"
18"
18"
CENTERED WITHIN WALL
TOP VIEW
\A
1
;
1
5
"
WATER QUALITY OUTLET WINGWALL DETAIL
NOT TO SCALE
6
DETAILSTORMWATERCONSTRUCTION DETAILSFORT COLLINS
FORT COLLINS, CO.
UTILITIES
CITY OF
(970) 221-6700
APPROVED:DATE:
DRAWN BY:
CONCRETE END SECTIONS
D-1501/31/01
NBJ
E
C B
E
E
E
E
FF
PLAN
C B
D
A RISESPAN
END VIEW
EPLAN
F
SEE FIGURE 1 OF AASHTOM 206 FOR ACTUAL SIZES
DSECTION F-FA RISESPAN
END VIEW
F
3 IN.
5
I
N
.
5 IN.
3 IN.
F
2 FT. 5 IN.
3/4 IN. GALVANIZED ANCHOR BOLTS, NUTS AND WASHERS,
MILD STEEL, ASTM A 307. ROD LUG SHALL BE COATED
WITH COAL-TAR EPOXY PAINT OR APPROVED EQUAL.
3/4 IN. "CANOPY" TYPE ROD LUG, ORAPPROVED, EQUAL
2
F
T
.
7
I
N
.
PIPE
DIAMETER F
18 IN. - 30 IN.
36 IN. - 42 IN.
48 IN. - 60 IN.
72 IN. - 84 IN.
5 IN.
6 IN.
9
I
N
.
CONCRETE JOINT
FASTENER.
LOCATION OF 1 IN.
DIA. HOLES
END SECTION FOR REINFORCED CONCRETE
CIRCULAR PIPE
END SECTION FOR REINFORCED
CONCRETE ELLIPTICAL PIPE
END SECTION FOR REINFORCED
CONCRETE ARCH PIPE
DIMENSIONS
A B C D E
PIPE
I.D.
IN.
12
15
18
24
30
36
42
48
54
60
72
5 1/2
11 1/2
12
17
18
24
28
27
36
34 1/2
23
26
26
43
53
60
61
70
65
58
75
49
47
48
54
43
37
36
28
35
40
21
72
73
74
97
96
97
97
98
100
98
96
24
29
36
48
60
71
78
84
90
96
108
IN.IN.IN.IN.IN.
SECTION F-F
24
30
36
42
48
54
60
30
38
45
53
60
68
76
19
24
29
34
38
43
48
8 1/2
9 1/2
11 1/815 3/4
21
25 1/2
30
39
54
60
60
60
60
60
33
18
24
36
36
36
36
72
72
84
96
96
96
96
48
60
72
78
84
90
96
(INCHES)EQUIVALENT
CIRCULAR
DIAM. (IN.)
NOMINAL (IN.)DIMENSIONS
SPAN RISE A B C D E
24
30
36
48
54
DIAM. (IN.)
CIRCULAR
EQUIVALENT
42
60
72
96
96
96
96
96
(INCHES)
96
8 1/2
9 1/2
11 1/8
25 1/2
A
DIMENSIONS
15 3/4
RISESPAN
30
21
NOMINAL (IN.)
CB
60
60
60
60
50
60
39
36
36
36
36
46
35
33
78
90
96
84
D
60
72
48
E
29
36
43
50
58
65
72
86
18
22
27
31
36
40
44
54 31 12099396072
PLAN
SECTION X-X
GENERAL NOTES:
1. REVISED CDOH M-603-10
2. CONCRETE END SECTIONS ARE TO BE
FURNISHED WITH TOUGE OR GROOVE AS
REQUIRED.
3. INSIDE CONFIGURATION AND JOINT OF CONCRETE
END SECTION AND PIPE SHALL MATCH.
4. CONCRETE PIPE JOINT FASTENERS, WHERE SHOWN
ON PLANS, SHALL BE INSTALLED SO THAT A MINIMUM
OF 15 LINEAR FEET OF THE OUTLET END OF THE
ARE MECHANICALLY LOCKED TOGETHER. END SECTION
LENGHTS, WHEN USED, WILL BE INCLUDED IN THE
15 L.F. REQUIRED.
END VIEW
+
STANDARD CONCRETE NOTES
1.ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE LATEST VERSION OF ACI 318, ACI 304,
AND ACI 315.
ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI AT 28 DAYS WITH
4%-6% ENTRAINED AIR AND TYPE II CEMENT UNLESS NOTED OTHERWISE.
REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, DEFORMED UNLESS NOTED
OTHERWISE. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 WELDED STEEL WIRE FABRIC
UNLESS NOTED OTHERWISE. SPLICES SHALL BE CLASS "B". ALL HOOKS SHALL BE STANDARD
UNLESS NOTED OTHERWISE.
THE FOLLOWING MINIMUM CONCRETE COVER SHALL BE PROVIDED FOR REINFORCING STEEL UNLESS
SHOWN OTHERWISE ON DRAWINGS:
CONCRETE CAST AGAINST EARTH = 3"
CONCRETE EXPOSED TO EARTH OR WEATHER:
#6 AND LARGER = 2"
#5 AND SMALLER AND WWF = 1 1/2"
CONCRETE NOT EXPOSED TO WEATHER NOR CAST AGAINST EARTH:
SLAB AND WALL = 3/4"
BEAMS AND COLUMNS = 1 1/2"
A 3/4" CHAMFER SHALL BE PROVIDED AT ALL EXPOSED EDGES OF CONCRETE UNLESS NOTED
OTHERWISE IN ACCORDANCE WITH ACI 301 SECTION 4.2.4.
HOLES TO RECEIVE EXPANSION/WEDGE ANCHORS SHALL BE 1/8" LARGER IN DIAMETER THAT THE
ANCHOR BOLT, DOWEL OR ROD AND SHALL CONFORM TO MANUFACTURER'S RECOMMENDATION FOR
EMBEDDMENT DEPTH OR AS SHOWN ON THE DRAWINGS. LOCATE AND AVOID CUTTING EXISTING
REBAR WHEN DRILLING HOLES IN ELEVATED CONCRETE SLABS.
USE AND INSTALLATION OF CONCRETE EXPANSION/WEDGE ANCHORS SHALL BE PER ICBO AND
MANUFACTURER'S WRITTEN RECOMMENDED PROCEDURES.
2.
3.
5.
6.
7.
4.
DETAILSTORMWATERCONSTRUCTION DETAILSFORT COLLINS
FORT COLLINS, CO.
UTILITIES
CITY OF
(970) 221-6700
APPROVED:DATE:
DRAWN BY:
STANDARD CONCRETE NOTES
D-412/22/05
TDC
CONCRETE END SECTIONS2
NOT TO SCALE
STANDARD CONCRETE NOTES3
NOT TO SCALE
GENERAL NOTES:
1. AREA INLETS MAY BE USED FOR
DRAINAGEWAY OTHER THAN STREETS.
(EXAMPLE, PARKING LOTS, MEDIANDS,
SUMP BASINS)
NO. 12 GRATE AND FRAME BY
MaCLEAR OR APPROVED EQUAL.
PLAN VIEW
A
A
BB
35 3/4 IN.
23 3/4 IN.6 IN.
3 IN. CIR. O.F.
2 IN. CIR L.F.
#4 @ 12 IN.
CTRS. (TYP.)
#4 @ 12 IN. CTRS.
F
#4 BAR CONCRETE
PIPE O.D.
3 IN.
CIR.
CONCRETE PIPE
I.D.D
SECTION A-A SECTION B-B
12 IN.
LAP
DRAINAGE
SLOPE FOR
INLET AND
FLOW LINE OF
CONDUITPIPE
AROUND
#4
12 IN. MIN.INLET GRATES
CTRS. (TYP.)
#4 @ 12 IN.
2 IN. CIR L.F.
3 IN. CIR. O.F.
28 1/4 IN.
6 IN.16 1/4 IN.
H
AND FLOOR
6 IN. TYPICAL WALLS
12 IN. MAX.
STEPSPACING
DETAILSTORMWATERCONSTRUCTION DETAILSFORT COLLINS
FORT COLLINS, CO.
UTILITIES
CITY OF
(970) 221-6700
APPROVED:DATE:
DRAWN BY:NBJ
12/8/00 D-9A
AREA INLET
AREA INLET1
NOT TO SCALE
4" POND UNDERDRAIN
PIPE INV.
1/2" %%C HOLES
FOR 3/8" %%CEXPANSION BOLTS
EMBEDDED 2" INTO
WALL @12" O.C. MIN.
3/
8
"
T
H
I
C
K
GA
L
V
A
N
I
Z
E
D
ST
E
E
L
P
L
A
T
E
ORIFICE
POND 1 DIA.= 3.5"
POND 2 DIA.= 8.5"
ODP POND DIA.= 22.0"
PLATE CENTERED OVER OPENING IN WALL
ORIFICE PLATE DETAIL
N.T.S.
1" FROM INV. OF ORIFICE TO BOTTOM OF PLATE
18" FOR POND 1
30" FOR POND 2
30" FOR ODP POND
24" FOR POND 1
30" FOR POND 230" FOR ODP POND
(SEE PLAN
AND PROFILE)
\A
1
;
6
"
THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING
SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION
PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES
NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION.
RECORD DRAWING
REV AUGUST 25, 2016
FORT COLLINS, COLORADO
BANNER HEALTH MEDICAL CAMPUS
SEPTEMBER 20, 2013
SHEET
HARMONY RD. & LADY MOON DR.
BOULDER ASSOCIATES ARCHITECTS 1426 PEARL ST., SUITE 300 BOULDER, CO 303.499.7795
OF 60
FINAL PLAN
CONSTRUCTION DETAILS
C705
Date
Date
Date
Date
DateDa
t
e
APPROVED:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
City Engineer
Water & Wastewater Utility
Stormwater Utility
Parks & Recreation
Traffic Engineer
Environmental Planner
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
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's below.
before you dig.Call
R
NOT TO SCALE
SINGLE COMBINATION INLET1
IF RISER IS REQUIRED THE
BASE IS POURED WITH A
"SHIP-LAP" JOINT.
3'-0"2'-0"
GRATING (SEE DETAIL,
THIS DRAWING)
%%UGRATING DETAIL
3.
2.
WEIGHT: 560 LBS
1.
%%UNOTES:%%U
%%uISOMETRIC VIEW
N.T.S.
\A1;4'\A1;6"
\A
1
;
6
"
\A1;2'\A
1
;
6
"
N.T.S.
\A
1
;
6
"
5'
-
8
"
M
A
X
3'
-
0
"
M
I
N
M.A. STEPS @12" O.C.4 TON P52 SL (NUMBER REQ'D VARIES
WITH HEIGHT)
5'
-
8
"
M
A
X
3'
-
0
"
M
I
N
\A1;6"
N.T.S.
%%USECTION B-B
\A1;3'\A1;6"
3) STEEL REINFORCEMENT:
4) CEMENT: ASTM C-150 SPECIFICATIONS
1) 4 TON P-52 SL ANCHORS (8 REQ'D)
A. AASHTO HS-20-44, W/ IMPACT
C. EQUIVALENT FLUID PRESSURE = 45 PCF
D. 80 PSF LATERAL LIVE LOAD SURCHARGE
B. SOIL WEIGHT = 120 PSF
2) CONCRETE 28 DAY COMPRESSIVE STRENGTH SHALL BE
%%UDESIGN NOTES:
4500 PSI (MIN.)
1) DESIGN LOADINGS:
%%ULIFTING NOTES:
FRAME & GRATING NOT SHOWN
4 TON P-52 SLANCHORS FOR SETTING
A. REBAR, ASTM A-615 GRADE 60, MIN. OF 2" CLR.
B. MESH, ASTM A-497 GRADE 80
N.T.S.
N.T.S.
DESIGNED ACCORDING TO ASTM C857-87 AND ASTM C858-83
DESIGNED FOR AASHTO HS-20 LOADING
EAST JORDON IRON WORKS CURB INLET 7030 (OR EQUAL) TYPE M2
GRATE AND T1 BACK COMBINATION.
\A1;3'
GRATING (SEE DETAIL,
THIS DRAWING)
PIPE(S) SIZE, SHAPE AND
LOCATION VARIES
AA
%%USECTION A-A
B
B
A A
DIRECTION SECTION IS VIEWED)
SECTION LINE A-A (ARROWS POINT IN
LEGEND
PIPE(S) SIZE, SHAPE AND
LOCATION VARIES
OPEN AREA: 260 SQ. IN.
3'
-
7
"
2'-7"4"CURB ADJUSTS
6"
3 1/4" TO 9"
ANCHORS
DATE DRAWN:3/3/05
D43.dwg
T. COXDRAWN BY:
SINGLE CURB INLET
CAD FILE NAME:
DETAIL
D-43
STORMWATER CONSTRUCTION DETAILS
P.O. BOX 580, FORT COLLINS, CO. 80522
CITY OF FORT COLLINS UTILITIES
NOT TO SCALE
DOUBLE COMBINATION INLET2
3"
5"4-1/2"
%%USUPPORT BEAM POCKET DETAIL
AND ASTM C858-83.
2. DESIGNED ACCORDING TO ASTM C857-87
1. DESIGNED FOR AASHTO HS-20 LOADING.
NOTES:
IF RISER IS REQUIRED THE
BASE IS POURED WITH A
"SHIP-LAP" JOINT.
6'-1"2'-0"
GRATING (SEE DETAIL,
THIS DRAWING)
%%UGRATING DETAIL
3.
2.
WEIGHT: 1100 LBS
1.
%%UNOTES:%%U
%%uISOMETRIC VIEW
N.T.S.
\A1;7'-1"\A1;6"
\A
1
;
6
"
\A1;2'\A
1
;
6
"
N.T.S.
\A
1
;
6
"
5'
-
8
"
M
A
X
3'
-
0
"
M
I
N
M.A. STEPS @12" O.C.
4 TON P52 SL ANCHORS
(NUMBER REQ'D VARIES
WITH HEIGHT)
5'
-
8
"
M
A
X
3'
-
0
"
M
I
N
\A1;6"
N.T.S.
%%USECTION B-B
\A1;6'-1"\A1;6"
POCKET FOR SUPPORT BEAM
(SEE DETAIL, THIS DRAWING)
3) STEEL REINFORCEMENT:
4) CEMENT: ASTM C-150 SPECIFICATIONS
1) 4 TON P-52 SL ANCHORS (8 REQ'D)
A. AASHTO HS-20-44, W/ IMPACT
C. EQUIVALENT FLUID PRESSURE = 45 PCF
D. 80 PSF LATERAL LIVE LOAD SURCHARGE
B. SOIL WEIGHT = 120 PSF
2) CONCRETE 28 DAY COMPRESSIVE STRENGTH SHALL BE
%%UDESIGN NOTES:
4500 PSI (MIN.)
1) DESIGN LOADINGS:
%%ULIFTING NOTES:
FRAME & GRATING NOT SHOWN
4 TON P-52 SLANCHORS FOR SETTING
A. REBAR, ASTM A-615 GRADE 60, MIN. OF 2" CLR.
B. MESH, ASTM A-497 GRADE 80
DATE DRAWN:3/3/05
D44.dwg
T. COXDRAWN BY:
CAD FILE NAME:
N.T.S.
N.T.S.
N.T.S.
6'-8"2'-7"4"
CURB ADJUSTS
6"
3 1/4" TO 9"
DESIGNED ACCORDING TO ASTM C857-87 AND ASTM C858-83
DESIGNED FOR AASHTO HS-20 LOADING
EAST JORDON IRON WORKS CURB INLET 7031 (OR EQUAL) TYPE M2
GRATE AND T1 BACK COMBINATION.
\A1;3'
GRATING (SEE DETAIL,
THIS DRAWING)
POCKET FOR SUPPORT BEAM
(SEE DETAIL, THIS DRAWING)
PIPE(S) SIZE, SHAPE ANDLOCATION VARIES
AA
%%USECTION A-A
B
B
A A
DIRECTION SECTION IS VIEWED)
SECTION LINE A-A (ARROWS POINT IN
LEGEND
PIPE(S) SIZE, SHAPE ANDLOCATION VARIES
6" THICK
CONCRETE
WALL
OPEN AREA: 520 SQ. IN.
DETAIL
DOUBLE CURB INLET
D-44
STORMWATER CONSTRUCTION DETAILS
(970) 221-6700
P.O. BOX 580, FORT COLLINS, CO. 80522
CITY OF FORT COLLINS UTILITIES
STAKING NOTES:
1)CONTRACTOR SHALL HAVE ALL FOUR (4) CORNERS OF
INLET BOX STAKED IN FIELD BY A QUALIFIED SURVEYOR
PRIOR TO SETTING BOX.
2)CONTRACTOR SHALL ALSO HAVE A MINIMUM OF 20-FEET
OF INCOMING CURB AND GUTTER IN EACH DIRECTION
STAKED WITH THE INLET BOX. RUN STRING IF NECESSARY
TO ENSURE PROPER CURB TRANSITION CAN BE MADE,
AND THAT NO CONFLICTS ARISE.
FACE CURB
2'-0"
TRANSITION
BACK OF CURB
LIP OF GUTTER/EDGE OF ASPHALT
TO BE FLUSH WITH CAST IRON FRAME
LIP OF GUTTER
CURB TRANSITION AT INLET
N.T.S.
FACE CURB
2'-0"
TRANSITION
BACK OF CURB
LIP OF GUTTER/EDGE OF ASPHALT
TO BE FLUSH WITH CAST IRON FRAME
LIP OF GUTTER
CURB TRANSITION AT INLET
N.T.S.STAKING NOTES:
1)CONTRACTOR SHALL HAVE ALL FOUR (4) CORNERS OF
INLET BOX STAKED IN FIELD BY A QUALIFIED SURVEYOR
PRIOR TO SETTING BOX.
2)CONTRACTOR SHALL ALSO HAVE A MINIMUM OF 20-FEET
OF INCOMING CURB AND GUTTER IN EACH DIRECTION
STAKED WITH THE INLET BOX. RUN STRING IF NECESSARY
TO ENSURE PROPER CURB TRANSITION CAN BE MADE,
AND THAT NO CONFLICTS ARISE.
SEE CHANNEL LAYOUT ON SHEET 2.
409
8"
41
3
411412
403
502504502409L=
1
5
'
H > 5'
D
D
L=10'
413
40
3
412411
410
406
403
401
405
40
7
9"o.c.403
502503601
2" CLR.
MIN. 0.5% Slope3" CLR.
VARIABLE
CONSTANT
5'-0"
CONSTANT
32
"
8"
12"
8"
18"TO
STA.PT.
L=10'
TYPICAL
AROUND
2" All
6"o.c x 6"o.c.
16'-8"
L=15
H<5'
401
403409
407
403
406405
6"o.c x 6"o.c.
11'-8"
L=5'
L=10'or15'~H<5'
L=5'~All H
4038"
12"
6'-8"
11"o.c.
9"o.c.TYP.
6"o.c. x 6"o.c.
9"o.c.
3"clr.
3"clr.2"clr.
MANHOLE
CUT OFF OR BEND BARS TO CLEAR MANHOLE.
3" CLR.
601
401407
401
403
405 406
403
401
409503601409
STA.PT.
18" TO
REQUIRED WHEN L=10' OR MORE.
ADDITIONAL MANHOLE RING AND COVER
L=10'-0"
11'-4"
INLET
IN 10'
3 RODS
409
503
8"
INLET
IN 15'
5
R
O
D
S
L=15'-0"
16'-4"
*
CURB AND GUTTER HERE.MEET SHAPE OF NORMAL BARRIER
409
CURB
ENDS OF 8 [ BEAM
FACE OF3" CLR.
3", EACH END
OF FLOW
DIRECTION
30"30"30"30"
GUTTER
TRANSITION
3'INLET PAY LENGTH3'
IN 5' INLET
ONE 1 " DIA. ROD
TO
30"18"
601
GUTTER
TRANSITION
Face of
Cu
r
b
o.c.8"
36"
8"
o.c. 5 "
L=5'-0"
6'-4"
B
B
AA
PLACE ENTIRE ASSEMBLY BEFORE POURING
8"
3"
8"
6"
4"
8"
4" 1 "
1"LEG 3THD.
(TYPE 2-SEC. IIB)CURB FACEFLUSH WITH
( )
2:
1
3"x3"x " PLATE
2'-6"o.c.
GALV. STEEL ROD
1 " DIA.. x 24"
AND 1 " LOCK NUT
1 " PIPE SPACER2:1
4:1
18" LONGNO.4 BAR8
8
.
5
CURB FACEBARRIER INLET
CURB AND GUTTER
MOUNTABLEFOR AS CURB AND GUTTER.
TRANSITION SHALL BE PAID
SHALL BE CONSTRUCTED.
GUTTER, 5 FT. TRANSITION
MOUNTABLE CURB AND
INLET IS USED WITH
WHEN A TYPE R
CURB FACE
MOUNTABLE
5' TRANSITION
AT THE SAME END OF THE INLET.
AND OUTFLOW PIPE SHALL BE LOCATED
MANHOLE RING & COVER, STATION POINTNOTE:
INLET.
ACCEPTANCE OF THE
CONCRETE BEFORE
SHALL BE PLUGGED WITH
ROAD BASE. THE HOLE
THREE INCHES BELOW
ELEVATION OR A MINIMUM
BE PLACED AT SUBGRADE
HOLE FOR DRAINAGE SHALL
A 2" DIAMETER TEMPORARY
8" WING FL.
12" o.c.
408
403
401
9" o.c.
11" o.c.11" o.c.9" o.c.
11"o.c.
9" o.c.
8" TYPICAL WALL
402
407
5 "o.c.
1 " R
2" RSLOPE=1"/FT.
7"%%P
- FOR A 1'-0" PAN SLOPE 2" PER FT.
4"
6"
2'-0"4'-4"
1 "SLOPE 2% TO GUTTER,8"o.c.
501
409
5 "o.c.
2"clr.503
601
H > 3'-6"
REQ'D.FOR ALLINLET STEPS
16" MAX.
401 407
2" ALL AROUND
6" o.c.6" o.c.
3" CLR.4054063'-4"
11"o.c.
(DOTTED BARS ARE IN SECTION D-D)
412
403
501
408
413
3-411
413
502
409
1
2
3" CLR.
10" EMBEDMENT
C
C
403
CONCRETE.
STATIONPOINT
21
41
12
41
( )1
4 41
14
21
41
83
14
C
C D
D
3" CLR.
12
FOR LENGTH GREATER THEN 5 FT.
PROVIDE ACCESS AT BOTH ENDS.
12
41
601 601
40
9
CUT REINFORCEMENT BAR ACCORDINGLY.
601 60
1
601
403
60
1
407
405 406
409
403
40
1
H<5'
*
*
NOT TO SCALE
CURB INLET TYPE R3
Banner Health Inlet Schedule
Inlet ID Inlet Type
1-3A.1A 5-foot Type R
1-3A.1 5-foot Type R
1-3A.2A Double Combination
1-3A.2B Double Combination
1-3B Double Combination
1-4A Single Combination
1-4B Single Combination
1-5A Double Combination
1-5B Double Combination
2-1 5-foot Type R
2-2 5-foot Type R
3-2 Double Combination
3-3.1 Single Combination
3-3.2A Single Combination
3-3.3 Slotted Manhole Cover*
3-5 Double Combination
3-6 Double Combination
3-7 Double Combination
3-9 Double Combination
3-10 Single Combination
3-8.1 Single Combination
3-8.2 Single Combination
3-8.3 Slotted Manhole Cover*
4-1.1 Area Inlet
4-2.2 Slotted Manhole Cover*
6-1 Single Combination**
6-3 Slotted Manhole Cover*
6-4 Slotted Manhole Cover*
Outlet MH1 Slotted Manhole Cover*
* All slotted manhole covers shall have min. 1.1 sq.ft. open area.
** Inlet 6-1 to be partially constructed. See note on Plan and Profile sheet.
THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING
SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION
PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES
NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION.
RECORD DRAWING
VERIFIED
VERIFIED
VERIFIED
NOT CONSTRUCTED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
NOT CONSTRUCTED
NOT CONSTRUCTED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
VERIFIED
PARTIALLY CONSTRUCTED
VERIFIED
VERIFIED
VERIFIED
REV AUGUST 25 2016
DRY WELL DETAIL @ AMBULANCE ENTRANCE
4" MIN ON 8" - 24"
6" MIN ON 30"
4"
M
I
N
O
N
8
"
-
24
"
6"
M
I
N
O
N
3
0
"
A
\A1;A
TO PREVENT BLOCKAGE OF PERFORATIONS, BASIN SHOULD
BE WRAPPED IN AN ENGINEER APPROVED GEO-TEXTILE FABRIC
REV B7001-110-181DWG NO.1 OF 1SHEETSCALEDWG SIZE A
3130 VERONA AVE
BUFORD, GA 30518
PHN (770) 932-2443
FAX (770) 932-2490
www.nyloplast-us.com
8 IN - 30 IN PERFORATED DRAIN BASIN WITH STANDARD
GRATE QUICK SPEC INSTALLATION DETAIL
TITLE
PROJECT NO./NAME
MATERIAL
DATE
APPD BY
2-14-06DATE
EBCDRAWN BY
2-14-06
CJA
1:40
THIS 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.
6'
USE CAP REDUCER
AND STANDARD GRATE
1 - DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS
RISERS ARE NEEDED FOR BASINS OVER 84" DUE TO SHIPPING RESTRICTIONS
SEE DRAWING NO. 7001-110-065
2 - PERFORATIONS SHOULD NOT BE ON OR WITHIN 1" OF ANY EDGE OR FITTING.
3 - HOLES SHOULD BE STAGGERED EVERY OTHER ROW, AS SHOWN.
4 - GRATES SHALL MEET H-10 LOAD RATING FOR 12" - 24" PED
5 - GRATES SHALL MEET H-20 LOAD RATING FOR 30" PED & 12" - 30" STD & SOLID
6 - ALL BRONZE GRATES, DROP IN GRATES, & 8" & 10" PED/STD GRATES & SOLID
COVERS ARE RATED FOR LIGHT DUTY APPLICATIONS ONLY
NYLOPLAST DRAIN BASIN: 28 _ _ AG _ _X
B°
C
2" MIN
Ø .375" MAX
TOP & FRONT VIEW
HOLE SIZE & LOCATION NTS
ENLARGED TO SHOW DETAIL
A
2
THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER
GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS II
MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR
SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED
UNIFORMLY IN ACCORDANCE WITH ASTM D2321.
SURROUND DRAIN BASIN WITH 3 4 " WASHED ROCK,
MINIMUM 8" WIDED
REVDWG NO.1 OF 1SHEET1:16SCALEDWG SIZE A
3130 VERONA AVE
BUFORD, GA 30518
PHN (770) 932-2443
FAX (770) 932-2490
www.nyloplast-us.com
24 IN PERFORATED DRAIN BASIN WITH 24 IN X 12 IN
CAP REDUCER & DOME GRATE
TITLE
PROJECT NO./NAME
MATERIAL
DATE
APPD BY
6-2-06DATE
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.
6-2-06
CJA
2.00" MIN
Ø .375" MAX
BASIN SHOULD BE PERFORATED WITH
8 HOLES PER ROW (1 EVERY 45°)
HOLES SHOULD BE STAGGERED
EVERY OTHER ROW, AS SHOWN
FRONT VIEW
HOLE SIZE & LOCATION NTS
ENLARGED TO SHOW DETAIL
24" X 12" CAP REDUCER
TOP VIEW
STANDARD GRATE
24" DRAIN BASIN BODY
WITHOUT BOTTOM CAP
NOTE: ALL DRY WELL GRATES SHALL
BE SURROUNDED WITH COBBLE MULCH
(SEE DETAIL THIS SHEET).
A B°C PART #GRATE OPTIONS
8"90°4 2808AG PEDESTRIAN/STANDARD SOLID BRONZE DOME DROP IN
10"90°4 2810AG PEDESTRIAN/STANDARD SOLID BRONZE DOME DROP IN
12"60°6 2812AG PEDESTRIAN STANDARD SOLID BRONZE DOME DROP IN
15"60°6 2815AG PEDESTRIAN STANDARD SOLID BRONZE DOME DROP IN
18"45°8 2818AG PEDESTRIAN STANDARD SOLID N/A DOME DROP IN
24"45°8 2824AG PEDESTRIAN STANDARD SOLID N/A DOME DROP IN
30"36°10 2830AG PEDESTRIAN STANDARD SOLID N/A DOME N/A
A - BASIN SIZE B° - ANGLE BETWEEN MANHOLES, C - NUMBER OF HOLES
D - DEPTH VARIES. 6'-0" MAX. MINIMUM DEPTH SHALL BE 2'-0" BELOW ANY ENCOUNTERED GROUNDWATER.
TSALPOLYN
D
D
D
O
NOT
POLL
TE
UCT I L E IRON
RAINS
TO
WATERWAYS
U
XXXXXXXXXXXX
FORT COLLINS, COLORADO
BANNER HEALTH MEDICAL CAMPUS
SEPTEMBER 20, 2013
SHEET
HARMONY RD. & LADY MOON DR.
BOULDER ASSOCIATES ARCHITECTS 1426 PEARL ST., SUITE 300 BOULDER, CO 303.499.7795
OF 60
FINAL PLAN
CONSTRUCTION DETAILS
C706
Date
Date
Date
Date
DateDa
t
e
APPROVED:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
City Engineer
Water & Wastewater Utility
Stormwater Utility
Parks & Recreation
Traffic Engineer
Environmental Planner
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
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's below.
before you dig.Call
R
FOREBAY DETAIL
NOT TO SCALE
SURFACE INFLOW
IN
F
L
O
W
\A
1
;
1
2
"
#4@18"
#4@12"
PROFILEPLAN
5
3 DIMENSIONS FOR SLOTTED PVC PIPE
{NOTE}:
"SLOTTED PVC" AND "PERFORATED PVC" SHALL MEAN THE SAME THING WHEN REFERRING TO UNDERDRAINS
IN THIS PLAN SET.
120%%D
90%%D
60%%D
\A
1
;
C
\A
1
;
D
\A
1
;
B
SCREEN SLOT TABLE
A B C D E F
PIPE SIZE ROWS OF
SLOTS
MAXIMUM
SLOT
LENGTH
MAXIMUM
SLOT WIDTH
APPROX.
SLOT/ROW
PER FOOT
APPROX.
SLOT
SPACING
MINIMUM
OPEN AREA
PER FOOT
6"3 (MIN.) - 6 (MAX.)2.35"0.032"14 3/4"3.15 SQ. IN.
NOT TO SCALE
4" MIN ON 8" - 24"
6" MIN ON 30"
4"
M
I
N
O
N
8
"
-
24
"
6"
M
I
N
O
N
3
0
"
A
\A1;A
TO PREVENT BLOCKAGE OF PERFORATIONS, BASIN SHOULD
BE WRAPPED IN AN ENGINEER APPROVED GEO-TEXTILE FABRIC
REV B7001-110-181DWG NO.1 OF 1SHEETSCALEDWG SIZE A
3130 VERONA AVE
BUFORD, GA 30518
PHN (770) 932-2443
FAX (770) 932-2490
www.nyloplast-us.com
8 IN - 30 IN PERFORATED DRAIN BASIN WITH STANDARD
GRATE QUICK SPEC INSTALLATION DETAIL
TITLE
PROJECT NO./NAME
MATERIAL
DATE
APPD BY
2-14-06DATE
EBCDRAWN BY
2-14-06
CJA
1:40
THIS 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.
5'-1/2"
USE CAP REDUCER
AND DOME GRATE
1 - DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS
RISERS ARE NEEDED FOR BASINS OVER 84" DUE TO SHIPPING RESTRICTIONS
SEE DRAWING NO. 7001-110-065
2 - PERFORATIONS SHOULD NOT BE ON OR WITHIN 1" OF ANY EDGE OR FITTING.
3 - HOLES SHOULD BE STAGGERED EVERY OTHER ROW, AS SHOWN.
4 - GRATES SHALL MEET H-10 LOAD RATING FOR 12" - 24" PED
5 - GRATES SHALL MEET H-20 LOAD RATING FOR 30" PED & 12" - 30" STD & SOLID
6 - ALL BRONZE GRATES, DROP IN GRATES, & 8" & 10" PED/STD GRATES & SOLID
COVERS ARE RATED FOR LIGHT DUTY APPLICATIONS ONLY
NYLOPLAST DRAIN BASIN: 28 _ _ AG _ _X
B°
C
2" MIN
Ø .375" MAX
TOP & FRONT VIEW
HOLE SIZE & LOCATION NTS
ENLARGED TO SHOW DETAIL
A
2
THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER
GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS II
MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR
SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED
UNIFORMLY IN ACCORDANCE WITH ASTM D2321.
FILL DRAIN BASIN WITH 3 4 " WASHED ROCK
COBBLE MULCH
(3"-6" CLEAN
RIVER ROCK)
18" MIN.
WIDTH18" MIN.WIDTH
GEO-TEXTILE
FABRIC UNGER
COBBLES
D
D - DEPTH 3'-0"
REVDWG NO.1 OF 1SHEET1:16SCALEDWG SIZE A
3130 VERONA AVE
BUFORD, GA 30518
PHN (770) 932-2443
FAX (770) 932-2490
www.nyloplast-us.com
24 IN PERFORATED DRAIN BASIN WITH 24 IN X 12 IN
CAP REDUCER & DOME GRATE
TITLE
PROJECT NO./NAME
MATERIAL
DATE
APPD BY
6-2-06DATE
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.
6-2-06
CJA
2.00" MIN
Ø .375" MAX
BASIN SHOULD BE PERFORATED WITH
8 HOLES PER ROW (1 EVERY 45°)
HOLES SHOULD BE STAGGERED
EVERY OTHER ROW, AS SHOWN
FRONT VIEW
HOLE SIZE & LOCATION NTS
ENLARGED TO SHOW DETAIL
24" X 12" CAP REDUCER
24" DRAIN BASIN BODY
WITHOUT BOTTOM CAP
NOT TO SCALE
1 DRY WELL DETAIL AT ODP POND
A - DEPTH 2'-0"
PROFILE
PLAN
EARTHERN DIKE (ODP DETENTION POND)
NOT TO SCALE
2
\A
1
;
8
'
\A1;6'\A
1
;
9
'
\A
1
;
5
'
4:1
4:
1
4:
1
2.0%%%
\A1;2.25'
PROPOSED DRY WELL
TENSAR ZMAX W-3000
OR APPROVED EQUAL
\A
1
;
8
'\A1;6'\A
1
;
9
'
\A
1
;
5
'
DUCT
I
LE
IRON-DONOT POL LUT DRAINSTO
WATERWAYS
E
NYLOPLAST
TENSAR ZMAX W-3000
OR APPROVED EQUAL
TO 0.5' ABOVE TOP OF
EARTHEN DIKE.
TENSAR ZMAX W-3000
OR APPROVED EQUAL
TO 0.5' ABOVE TOP OF
EARTHEN DIKE.
DIRECTION OF FLOW
DIRECTION OF FLOW
(PLD) BIORETENTION / BIOSWALE CROSS SECTION
NOT TO SCALE
4
\A
1
;
V
A
R
I
E
S
\A
1
;
3
0
'
4" UNDERDRAIN
TOP VIEW
12" DOME GRATE
(1299CGD)
NOTE: ALL DRY WELL GRATES SHALL
BE SURROUNDED WITH COBBLE MULCH
(SEE DETAIL THIS SHEET).
DUC
T
I
L
E
IRON-DONOT PO L L U T DRAINS
TO
WAT
E
RWAYS
E
NYLOPLAST
THESE RECORD DRAWINGS, PRODUCED BY NORTHERN ENGINEERING
SERVICES, INC., ARE BASED IN WHOLE, OR IN PART, UPON INFORMATION
PROVIDED BY OTHERS. NORTHERN ENGINEERING SERVICES, INC. ASSUMES
NO LIABILITY FOR THE ACCURACY OR COMPLETENESS OF THIS INFORMATION.
RECORD DRAWING
\A
1
;
5
'
\A1;5'
9.4%
EXISTING CONCRETE PAD
DRIVEWAY
18
.
4
%
10%
5%
2%
M
I
N
.
2% MIN.
2%
M
I
N
.
5%
7.7%
{LEGEND
}
EXISTING ELEVATION (XX.XX)
PROPOSED ELEVATION XX.XX
EXISTING AMBULANCE
STORAGE
EX. FFE = 4909.26
6%
9.
2
6%
9.
4
9.
6
9.3
0
9.4
8
9.0
8
9.29
9.1
2
9.4
8
9.4
8
9.4
8
9.26
8.50
9.6%
13%
7%
9.8
%
5.4%4:1
3%
9.
4
9.
2
9.
0
8.
8
8.
6
6 FT
DRYWELL PLAN & DETAIL AT AMBULANCE ENTRANCE
NOT TO SCALE
REV AUGUST 25 2016