HomeMy WebLinkAboutSite Certifications - 08/07/2018 1.1 Ayres Associates
ANHEUSER BUSCH
CERTIFICATION OF LOT GRADING & OVERALL
SITE AND DRAINAGE CERTIFICATION
For
Minor Amendment 150043 Tractor Trailer Paving
Minor Amendment 150098 South Warehouse Addition
Prepared for
City of Fort Collins
700 Wood St
Fort Collins, Colorado 80521
3665 JFK Parkway, Building 2, Suite 100
Fort Collins, Colorado 80525
(970) 223-5556
Ayres Project No. 32-1859.02
January 2018
1.2 Ayres Associates
TABLE OF CONTENTS
1. INTRODUCTION
1.1 Purpose
1.2 General Location & Description
1.3 Construction Performed
1.4 Background
2. CERTIFICATION OF LOT GRADING - MA150043 TRACTOR TRAILER PAVING
2.1 City of Fort Collins Form
2.2 "No" Explanations
3. CERTIFICATION OF LOT GRADING - MA150098 SOUTH ADDITION
3.1 City of Fort Collins Form
3.1 "No" Explanations
4. OVERALL SITE AND DRAINAGE CERTIFICATION
4.1 City of Fort Collins Form
4.2 "No" Explanations
APPENDIX – --
A. As Built Survey, November 2017
B. Ayres Associates Storm Water Drainage Design, September 2015
C. URS Grading Plans
D. Ayres Associates Drainage Report, September 2015
1.3 Ayres Associates
1. INTRODUCTION
1.1 Purpose
The purpose of this report is to submit to the City of Fort Collins two Certification of Lot Grading
forms and one Overall Site and Drainage Certification form as part of two minor amendments
connected to a plant expansion at the Fort Collins Anheuser Busch Brewery.
1.2 General Location & Description
These forms have been prepared for the Fort Collins Anheuser Busch Brewery. The
construction occurred in Section 33, Township 8 North, Range 68, City of Fort Collins, County
of Larimer, State of Colorado. A vicinity map for the project area is included on the following
page (Figure 1.1). The site is bounded by County Roads 50 & 52 (North/South) and by
Interstate 25 & Burlington Northern Railroad (East/West).
1.3 Construction Performed
The expansion at the Anheuser Busch Campus was driven by a need for additional trailer
parking spaces, and the addition of a canning line within the brewery. One hundred twenty-
seven additional parking spaces and the necessary travel lanes are being added. This added
a total surface area of 238,000 square feet. Figure 1.2 shows the locations of the new
parking spaces.
1.4 Ayres Associates
Figure 1.1-Vicinity Map
1.5 Ayres Associates
Figure 1.2-Additional Parking Spaces on AB Campus
1.6 Ayres Associates
Figure 1.3-SWMM Basin Boundaries from Anheuser Busch Master Plan (May 2009)
2.1 Ayres Associates
2. CERTIFICATION OF LOT GRADING - MA150043 TRACTOR
TRAILER PAVING
2.1 City of Fort Collins Form
See next page.
2.2 Ayres Associates
2.2 “No” Explanations
1. Yes. A grading plan was a component of the minor amendment plan set,
submitted to the City of Fort Collins, titled Anheuser-Busch Stormwater Drainage
Design. The grading plan in this package comes from two different plan sets. The
first was done by Ayres Associates and is specific to drainage features and water
quality, while the second was done by URS and is more specific to impermeable
driving surfaces and general grading. Reference Appendix A.
2. Yes. Reference Appendix A.
3. Yes. The work associated with the tractor trailer lots was done according to the
approved grading plan. Reference Appendix A & C.
4. N/A. No structures were built under this minor amendment. Only tractor trailer
driving surfaces were constructed.
5. N/A. No structures were built under this minor amendment. Only tractor trailer
driving surfaces were constructed.
6. No. The property does not have much elevation relief. There are some areas on
the tractor trailer lots and the drainage ditches that are less than 2%. The BMP
features (pervious pavers & bioswale) have underdrains to ensure proper
drainage.
7. N/A. There are no stormwater drainage swales immediately adjacent to the
structure.
8. N/A. There are no downspouts.
9. N/A. No changes were made to the property boundaries nor where the drainage
exists the property.
10. No adverse impacts will result from the drainage improvements made. All
drainage as per design maintains historic drainage patterns exiting the property
at the Pond 425 discharge.
11. Yes.
12. Yes.
13. Yes.
3.3 Ayres Associates
3. CERTIFICATION OF LOT GRADING - MA150098 SOUTH
ADDITION
3.1 City of Fort Collins Form
See next page.
3.4 Ayres Associates
3.2 “No” Explanations
1. Yes. A grading plan was a component of the minor amendment plan set,
submitted to the City of Fort Collins, titled Anheuser-Busch Stormwater Drainage
Design. The grading plan in this package comes from two different plan sets. The
first was done by Ayres Associates and is specific to drainage features and water
quality, while the second was done by URS and is more specific to impermeable
driving surfaces and general grading. Reference Appendix A & C.
2. Yes. Reference Appendix A.
3. No. The work performed near the South Warehouse Addition was not done as
per the approved grading plan. The area at the south end of the warehouse was
graded according to a different plan and has a higher amount of impermeable
asphalt. The additional impermeable surface is well within the design of the
Water Quality BMPs & LIDs so this is not an environmental concern. The
drainage acts in a similar way the site would have if the approved plan had been
built. The area in question is within Basin 91 (as per the 2009 SWMM Anheuser
Master Plan, see Figure 1.3) and maintains the historic drainage patterns. The
area is also not intended to serve a specific purpose other than an open
permeable surface so there are no adverse water quality impacts. The as-built
survey and approved grading do not match downstream of the Pond 430
Bioswale. Construction was completed some time ago and some sedimentation
has occurred. Anheuser-Busch will rectify this as part of their annual expected
maintenance. Reference Appendix A & C.
4. Yes.
5. N/A. The structure is not a residence. The survey does however show that the
grades are near 5% close to the building edge.
6. No. The property does not have much overall elevation relief. There are some
areas in the drainage ditches that less than 2%. The BMP features (pervious
pavers & bioswale) have underdrains to ensure proper drainage.
7. Yes.
8. No. Downstream culverts that are immediately downstream of the structure are
shown but building downspout locations are not. There are three and they are
located at the SW, SE & NE corners of the warehouse. The adjacent areas direct
flow away from the structure to adjacent surfaces that drain the runoff to nearby
swales. Some of the flow ultimately flows to Pond 430 while all will eventually
flow to Pond 425. Only the areas that were altered are shown on the survey.
9. N/A. No changes were made to the property boundaries nor where the drainage
exists the property.
10. No adverse impacts will result from the drainage improvements made. All
drainage, as per design, maintains historic drainage patterns exiting the property
at the Pond 425 discharge.
11. Yes.
12. Yes.
13. Yes.
4.5 Ayres Associates
4. OVERALL SITE AND DRAINAGE CERTIFICATION
4.1 City of Fort Collins Form
See next page.
8/16 Page 1
OVERALL SITE and DRAINAGE CERTIFICATION
Commercial, Multi-Family and Subdivision Certification Form and Checklist
Project Name:
Date:
Building Permit Numbers:
(Commercial or multi-family)
Per the requirement in Fort Collins Stormwater Criteria Manual (FCSCM) Volume 1, Section 6.11, please fill in
all applicable items in this Certification Form for Commercial, Multi-Family and Overall Single Family sites.
NOTE: several items must be verified during construction. A copy of the approved grading plan must be
submitted with the as-built grading plan. (As-built elevations must be written in red next to the approved
elevations.)
•Use “Yes” for items completed as described.
•Use “N/A” for items that are not applicable to the site being certified.
•If any blanks are “No,” attach an explanation referencing the item number below.
Attach an explanation or description of the as-built condition for any items listed or for anything not listed but
shown on the approved construction plans.
Provide an as-built redline or Mylar drawing with the following:
I.Water Quality and Quantity Detention Basin Certification - FCSCM Vol.2, Ch.10
For multiple detention basins on a site, provide the following for each basin separately:
A. Volume: As-built topographic verification is attached at 1-foot (or less) contour intervals and
volume verification calculations for the water quality capture volume and the 100-year detention storage
volume.
1. Detention basin topography was prepared by a professional land surveyor registered in the state
of Colorado.
2.Both proposed and as-built contours are shown on the same plan sheet (dashed lines for
proposed and solid lines for as-built).
3.All critical spot elevations as shown on the approved construction plans have been verified and
the as-built elevations are shown on the plan sheet.
4.Stage-storage-discharge tables are provided on a separate document.
5.Verification that designed drain time is in compliance with Colorado Revised Statute § 37-92-
602(8) is attached and has been uploaded to the Statewide Compliance Portal
(tinyurl.com/COCompliancePortal) for approval. Uploaded documents must include:
a.The cover sheet from the approved drainage report
b.The stamped certification page from the approved drainage report
c.As-built topographic survey
d.Stamped certification page from the Overall Site & Drainage Certification
e.PDF output from the Stormwater Detention and Infiltration Design Data Speadsheet
8/16 Page 2
B.Water Quality and Quantity Detention Basin Grading: Attached is as-built verification that there is
a minimum 2% positive fall into the concrete trickle pans or flow-line(s) from all areas in the bottom of
the detention pond. If there is a “soft pan” in the flow-line, all areas still must meet the minimum 2%
grade requirement.
1.Low Flow: Choose one of the following detention basin low flow options as applicable:
a. Turf swale for low flow path in detention basin.
There is a minimum 2% grade in the flow-line(s) of the detention basin. The flattest as-built grade
is .
b.Concrete pan for low flow in detention basin.
There is a concrete pan installed that meets the grades as shown on the approved construction
plans. (Show as-built spot elevations.)
c.Soft pan for low flow in detention basin.
•Verify and document the soft pan material gradation, trench width and depth - to be verified
during construction by engineer. Picture documentation is preferred or engineer’s statement of
visual inspection and compliance. (Choose one below.)
o There is a soft pan with an underdrain installed that meets the design on the approved
construction plans. (Show the underdrain grades, bedding material, geotextile, spot elevations,
bends, cleanouts, etc.)
o There is soft pan installed without an underdrain but there is a type A or B soil. The soil
type must be documented by supplying verification from a registered professional geotechnical
engineer.
NOTE: Spot elevations are to be within 0.2 ft. +/-.
2. Side Slopes: The as-built side slopes of the detention basin have been calculated and are shown.
Indicate the side slope with an arrow and a numerical value (e.g., 6.25:1). The maximum slope allowed
is 4:1. Small areas of 3:1 may be acceptable, but slopes steeper than 3:1 must be stabilized or re-
graded. Provide documentation if a variance was granted for steeper slopes during the design process.
3.Spillway Certification: The following items must be field verified:
a.The location of the spillway is indicated on the as-built plan.
b.The width of the spillway is indicated on the as-built plan.
c.The elevation(s) of the spillway is shown on the as-built plan.
d.A concrete ribbon defines the location and grade of the spillway.
e.There is downstream scour protection in the spillway as per the construction plans. Indicate
type: (riprap size “D50” gradation and bedding type, geotextile, buried
riprap with inches of bury, etc.).
f.There are no obstructions in the spillway, such as trees, bushes, sidewalks, landscape
features, rocks, etc.
8/16 Page 3
4.Outlet Structure Certification
a.The orifice plate for the approved release rate is installed with the correct size and location of
the orifice.
b.The orifice plate for the water quality outlet is installed with the correct hole size, number of
rows and columns of holes.
c.The bottom hole on both the water quality and quantity outlets are at the bottom of the plate
so no water ponds in front of the plate.
d.The well screen is the correct material and is installed as shown on the construction plans.
e.100-year overflow grate elevation is . (Elev. A on detail D-46)
f.The top elevation of the water quality capture volume is . (Elev. B on detail
D-46)
g.Overflow grate is made of the correct material, has the correct bar spacing, is hinged at the
top and bolted at the bottom.
h.The bottom of the outlet box has no obstructions or misalignments that will cause it to retain
runoff water and is sloped at 2% towards outlet.
II.Channels/Swales - FCSCM Vol.1, Ch.7, Sect.3&4
A. Capacity: The as-built capacity of all the major channels and swales has been verified. They meet
or exceed capacity requirements shown in the approved drainage study for this project.
1.All swales are located within the drainage easements as shown on the construction plans.
2.Longitudinal slopes and side-slopes (cross-sections) have been verified. Design criteria requires
longitudinal slopes of 2% min. (on vegetated swales) and side-slopes no steeper than 4:1. If these
criteria are not met, the certification engineer will write a justification and propose mitigation for each
instance or have the issues corrected. If variances to these criteria have previously been approved and
are shown on the construction plans, no justification is needed.
3.As-built spot elevations on channels/swales are shown that correspond to spot elevations
shown on the approved construction plans.
4.All permanent erosion control measures are installed as shown on the approved construction
plans (e.g., drop structures, riprap, TRMs, etc.). (Include pictures and verification of the materials used
as part of this verification.)
5.All pans, curbs, storm pipes or other appurtenances appropriately tie into each other in the
system. (Pictures at tie-in points suggested.)
6.The minimum freeboard is provided for all channels and swales as shown on the approved
construction plans or as identified in the approved drainage study. (Show the freeboard provided on
the cross-sections as on the construction plan set or attached as separate documentation.)
7.The low flow portion of all channels or swales is clear of obstructions. (No landscaping, trees,
shrubs, sod, etc. infringe on the low flow portion of channels or swales.)
8/16 Page 4
III.Storm Pipes (aka storm drains) - FCSCM Vol.1, Ch.6, Sec. 4
A. Storm Drain Pipe Capacity: The as-built capacity of all pipes installed on this project has been
verified and meets or exceeds the capacity requirements shown in the approved drainage study for this
project.
1.All storm drain pipe sizes and materials have been verified and are in conformance with the
approved construction plans. (Indicate on the plan and profile sheets that they have been verified.)
Material and size substitutions must be approved prior to installation. If a pipe size or material was
changed during construction, the certification engineer must attach the approval documents or supply
them with this certification. Approval documents must include a calculation documenting the capacity
equivalency (equal or greater) of the substituted size.
2.The longitudinal slope of the pipe is as shown on the approved construction plans. The
acceptable minimum slope is 0.4%. All slopes flatter than the designed slope on the construction plans
must be justified with capacity calculations on an attached sheet.
3.The as-built invert elevations have been verified and are shown on the plan and profile sheets of
the approved construction plans.
B.Storm Drain Pipe Installation Requirements: All pipes are installed in accordance with the
approved construction plans.
1.The minimum cover requirements for all pipes have been met as shown on the approved
construction plans. These will be called out in critical locations.
2.All encasements and clearances as specified on the approved construction plans have been met.
3.Any specific joint types or construction methods specified on the approved construction plans
have been met. (List on a separate sheet and attach to this certification.)
IV.Concrete Pans - FCSCM Vol.1, Ch.7, Sec.4.1.3.4
A. Construction/Installation: All concrete pans have been constructed in accordance with the
approved construction plans.
1.The concrete pans are the correct size/width as shown on the approved construction plans.
2.The longitudinal slopes of the pans are as shown on the approved construction plans. The
certification engineer must justify or mitigate longitudinal slopes less than the minimum of 0.4% unless
a flatter slope was approved and is shown on the approved construction plans. Provide mitigation or
justification by separate document.
3.The cross-section of the pan is as shown on the construction plans. (Specifically, the pan cross-
section is “V” shaped and meets the side slope shown on the detail.)
4.The concrete pans are a minimum of 6 inches thick without reinforcement and a minimum of 4
inches thick with a minimum of 6X6-W14xW14 reinforcement per detail D20B and D20C. (Provide
documentation of the reinforcement used if different than shown on the details or on the approved
construction plans.)
5.The spot elevations shown on the concrete pan(s) have been verified and are shown on the as-
built drawings.
8/16 Page 5
V. Storm Drain Inlets - FCSCM Vol.1, Ch.6, Sec. 3
A. Construction/Installation: All storm drain inlets have been constructed in accordance with the
approved construction plans.
1.The size and type of inlets are consistent with the inlets shown on the approved construction
plan. Indicate by writing “Verified” on each inlet on the plan sheet or list on a separate document the
inlet number(s), type and size (length). If the inlet installed is other than the one on the approved
construction plan detail sheet, provide the name and source of the detail with justification for equal or
better capacity.
2.The size of the inlet opening is consistent with the approved detail. (Check height and width.)
3.The elevation of the grate (if applicable) is at the elevation shown on the street profile or as
indicated by a spot elevation on the construction plans.
4.The as-built invert elevations of all pipes entering and leaving the inlet are shown on the plan
and profile sheets within construction tolerance of 0.2 feet. If substantially different, provide
justification and capacity calculations to show the capacity is not affected or propose mitigation.
5.The as-built size of the inlet box is as shown on the construction plans or an explanation or
justification is attached.
6.All Type C, R, 13 and 16 inlet covers are stenciled or stamped with the following (or an
equivalent) designation: NO DUMPING – DRAINS TO POUDRE RIVER.
VI.Culverts - FCSCM Vol.2, Ch.9
A. Construction/Installation: All culverts have been constructed and/or installed in accordance with
the approved construction plans.
1.All culvert sizes have been verified as indicated on the as-built construction plans as correct.
2.The culvert material type for all culverts installed is as on the approved construction plans and is
indicated on the as-built plans.
3.The as-built invert “in and out” elevations have been verified and are indicated on the as-built
construction plans.
4.The culvert headwalls or wing walls have been installed as shown on the approved construction
plans. Headwalls or wing walls may be needed in the as-built conditions onsite if the slopes adjacent to
the culvert are greater than 4:1. Please note areas needing stabilization in the certification narrative.
An alternative to consider is a turf reinforcement mat (TRM).
VII.Sub-Drains
A. Construction/Installation: All sub-drains shown on the construction plans have been installed in
accordance with those plans. Sub-drains installed with the sanitary sewer are to be verified on the
sanitary sewer plan and profile sheets of the construction plans. (NOTE: Indicate any sub-drains installed
after the plans were approved on the as-built plans.)
1.The size of the sub-drains are as approved on the construction plans and are indicated on the as-
built plans.
2.The type of sub-drain, in particular the perforated and non-perforated sections of the drain, are
as indicated on the approved construction plans.
8/16 Page 6
3.The cover requirements per the construction plans are provided.
4.The cleanouts have been installed at the locations shown on the construction plans and are
accessible for cleaning. (Cleanouts can be buried a maximum of 6 inches deep with their locations
marked.)
5.The backfill materials for sub-drains are as shown on the approved construction plans. (This
includes the type, depth and width.)
6.The geo-textile liner completely wraps the sub-drain and the permeable backfill material unless
shown otherwise on the approved construction plans. (Sub-drain pipe wrapped in a sock filter material
is accepted only if approved prior to installation.)
VIII.Curb Cuts
A. Construction: All curb cut openings are constructed in accordance with the approved construction
plans.
1.The size (width) of the curb cut opening is as shown on the approved construction plans.
2.The curb cut openings tie into a downstream swale, pipe, or other appurtenances with a smooth
transition and there no obstructions such as riprap or sod impeding the flow downstream of the curb
cut.
IX.Sidewalk Culverts & Chases
A. Construction/Installation: All sidewalk culverts have been installed at the locations shown on the
approved construction plans.
1.The size (width and length) of the culverts are as shown on the approved construction plans.
2.The cover plate is a minimum 5/8-inch galvanized plate bolted to a galvanized angle iron per the
detail shown on the approved construction plans or per the City’s detail.
3.The sidewalk culvert invert “in and out” elevations have been verified and are indicated on the
as-built plans.
4.The sidewalk culvert opening is as shown on the approved construction plans or per the City’s
detail.
5.There is a smooth transition both on the inlet and outlet ends of the sidewalk culvert with no
obstructions such as riprap or sod impeding the flow into or out of the sidewalk culvert.
X. Site Grading
A. Construction: All common open spaces have been graded in accordance with the approved
construction plans.
1.The grading on all common open spaces bordering private lots has been verified as correct and
the as-built rear lot corner elevations have been shown on the as-built plans.
8/16 Page 7
2.The as-built contours for “overlot grading” are shown on the as-built construction plans for all
common open spaces, tracts, outlots, etc. If not in compliance, please attach a narrative describing the
situation for noncompliance and when it may be corrected. An escrow for overlot grading may be
required. (NOTE: Residential Lot Grading Certification is a separate process from this Overall Site
Certification. It is understood that residential lots will be brought to final grade once the foundation is
backfilled so they may be lower than the plan shows at this Overall Site Certification stage.)
3.All turf reinforcement mats (TRMs) have been installed as shown on the approved construction
plans and the slopes are stabilized.
XI.Riprap - FCSCM Vol.1, Ch.7, Sec.4.4.4.3
A. Construction: All riprap has been installed in the locations and sizes indicated on the approved
construction plans.
XII.Permanent Erosion Control Fabric - FCSCM Vol.1, Ch.7
A. Construction: All fabric has been installed in the locations and sizes indicated on the approved
construction plans.
1.All fabric was installed per the details on the approved construction plans.
XIII.Post-Construction Site Cleanup - FCSCM Vol.3, Ch.7
A. Construction: All construction debris and obstructions of any kind have been removed from
drainage paths.
1.All construction debris has been removed except in staging area(s).
2.All ruts have been smoothed out in all construction areas.
3.All areas needing reseeding have been identified and future stabilization goals have been
coordinated with the Erosion Control Inspector and in accordance with FCSCM Vol.2 Chapter 12. Note
the area needing stabilization in the narrative.
XIV.Certification of Other Permanent BMPs - FCSCM Vol.2, Ch.8, Sec.2 & FCSCM Vol.2, Ch.12
A.The construction of channel drop structures is in accordance with the approved plan both in
location, horizontal dimensions and cross-section.
XV.Certification of LID and Water Quality Facilities - FCSCM Vol.3, Ch.4
A.Attached are the During Construction Inspection Checklist for Low Impact Development (LID) and
other items to be verified during construction, along with pictures and other required documentation.
4.6 Ayres Associates
4.2 “No” Explanations
I. Water Quality and Quantity Detention Basin Certification - FCSCM Vol.2,
Ch.10
A. Volume. Reference calculations in Exhibit B; “ANHEUSER BUSCH
BOTTLING LINE EXPANSION DRAINAGE REPORT, SEPTEMBER
2015”
a. WQCV was added in Pond 430
b. This project was limited in scope to water quality modifications to
existing structures. Overall site storage was not changed.
1. Yes. David J. Berglund with Farnsworth Group, Inc.
2. No. Only partially proposed & as built surveys are shown on the same
sheets. Ayres has access to its own CAD drawings but not URS
drawings so only the Ayres drainage work satisfies this question. The
Ayres exhibits do however show the entire as built survey. The URS
PDF drawings are included for comparison.
3. Yes. While some areas were not graded as per the approved
construction plan, the areas critical to effective Stormwater drainage
were done correctly and will allow water to drain as intended.
4. Yes. Reference Appendix D.
5. No. This project was done as an incremental addition to existing
infrastructure. Only improvements were done to satisfy the additional
impervious area and water quality requirements for the two Minor
Amendments.
B. No. A survey is included however which shows the site has very little
elevation relief so some areas have less than 2% slope.
1a. No. The flattest as-built grade in Pond 430 is less than 2%. The
bioswale daylights into one of these areas.
1b. N/A.
1c. No. The bioswale has a slope less than 2% but has an underdrain.
Ayres was not involved during the construction; however, it appears from
visual inspection that it was constructed as per design.
2. N/A. The side slopes of the detention basins were not part of this
project and were left as is.
3. N/A.
4. Outlet Structure Certification of Pond 425
a. Yes
b. Yes.
c. No. This was not the intended design, however, there is a
significant gap below the WQ plate which will allow water to drain.
d. N/A
e. N/A. This project was specific to Water Quality Improvements.
f. Yes.
g. The original overflow grate was left in place. It was not part of
this project.
h. No. The outlet structure has a gate to be closed in the event of
an onsite environmental spill so can at any point be closed.
II. Channels/ Swales
A. Capacity: Yes, the bioswale was built as designed.
1. Yes, the bioswale is located within Pond 430
4.7 Ayres Associates
2. No. Slopes have been verified to match the design, however, the
design is based on the Urban Drainage Design Procedure Form for a
Grass Swale and the Longitudinal Slope available onsite is 0.0034
ft/ft. A 2% slope was not feasible.
3. Yes. Reference Appendix A.
4. Yes. Reference Appendix A.
5. Yes.
6. N/A.
7. Yes.
III. Storm Pipes (aka storm drains) - N/A
IV. Concrete Pans – N/A. Only concrete pans were removed in this project.
V. Storm Drain Inlets - N/A
VI. Culverts
A. Construction/Installation – No
1. No. More culverts were installed then shown on the approved grading
plans. The ones that are shown also were installed not exactly
according to the plan but serve the intended purpose. All the culverts
shown in the survey conform to the general idea of draining water
away from the factory and roadways towards either a LID BMP or a
Water Quality feature.
2. Yes. Only Corrugated Metal Pipe was called for.
3. No. Since there are additional culverts this is not possible. The survey
does show that they drain in the intended downstream direction.
4. No. No culvert headwalls were designed.
VII. Sub-drains. – N/A. There are no subdrains outside of the bioswale.
VIII. Curb Cuts – N/A
IX. Sidewalk Culverts & Chases – N/A
X. Site Grading – N/A. The work was all done on Anheuser-Busch property so
there is no common space.
XI. Riprap – Yes.
XII. Permanent Erosion Control Fabric – N/A
XIII. Post-Construction Site Cleanup – Yes.
XIV. Certification of Other Permanent BMPs. – N/A, there is no drop structure.
XV. Certification of LID and Water Quality Facilities. - No. Ayres Associates was
not involved with construction observation. The bioswale, water quality plate
& permeable pavers all appear to have been constructed according to plan as
best can be determined by visual inspection of the finished products.
XVI. Certification and Erosion Control Measures – Yes
Appendix A
As Built Survey, November 2017
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U
I
L
T
E
X
H
I
B
I
T
S
NOT FOR
C
O
N
S
T
R
U
C
T
I
O
N
LEGEND:
PROPOSED/APPROVED
ASBUILT
0 50'100'25'
SCALE IN FEET
NOTES:
1.THE PROJECT WORK THAT WAS DONE IS SHOWN IN BLACK.
ADDITIONAL TOPO SURVEY WAS DONE (SHOWN IN RED) TO
ENSURE DRAINAGE CONTINUITY.
4980
4985
4990
4995
5000
5005
5010
5015
4980
4985
4990
4995
5000
5005
5010
5015
10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 20+50
6
-
E
N
D
ST
A
1
4
+
1
3
.
0
0
RI
M
4
9
9
2
.
8
±
IN
V
.
I
N
4
9
9
2
.
3
0
(
E
)
6
-
C
O
N
N
E
C
T
I
O
N
ST
A
1
6
+
7
5
.
4
6
RI
M
4
9
9
3
.
8
±
IN
V
.
I
N
4
9
9
3
.
2
2
(
E
)
IN
V
.
O
U
T
4
9
9
3
.
2
2
(
W
)
6
-
D
U
A
L
C
O
1
ST
A
1
5
+
1
8
.
1
7
RI
M
4
9
9
5
.
0
±
IN
V
.
I
N
4
9
9
2
.
6
7
(
E
)
IN
V
.
O
U
T
4
9
9
2
.
6
7
(
W
)
6
-
D
U
A
L
C
O
2
ST
A
1
6
+
1
8
.
1
7
RI
M
4
9
9
5
.
2
±
IN
V
.
I
N
4
9
9
3
.
0
2
(
E
)
IN
V
.
O
U
T
4
9
9
3
.
0
2
(
W
)
6
-
C
O
5
ST
A
1
9
+
1
8
.
2
9
RI
M
4
9
9
6
.
1
±
IN
V
.
O
U
T
4
9
9
4
.
0
8
(
W
)
6
-
D
U
A
L
C
O
3
ST
A
1
7
+
1
8
.
2
9
RI
M
4
9
9
5
.
4
±
IN
V
.
I
N
4
9
9
3
.
3
8
(
E
)
IN
V
.
O
U
T
4
9
9
3
.
3
8
(
W
)
6
-
D
U
A
L
C
O
4
ST
A
1
8
+
1
8
.
2
9
RI
M
4
9
9
5
.
7
±
IN
V
.
I
N
4
9
9
3
.
7
3
(
E
)
IN
V
.
O
U
T
4
9
9
3
.
7
3
(
W
)
ORIGINAL EXISTING GROUND
PROPOSED/APPROVED GRADE
ASBUILT GRADE
AS
S
O
C
I
A
T
E
S
Fo
r
t
C
o
l
l
i
n
s
,
C
O
8
0
5
2
5
(9
7
0
)
2
2
3
-
5
5
5
6
36
6
5
J
F
K
P
a
r
k
w
a
y
,
B
u
i
l
d
i
n
g
2
,
S
u
i
t
e
1
0
0
ONE INCH - IF NOT,
SCALE ACCORDINGLY
01/02/18
PR
O
F
I
L
E
O
F
P
O
N
D
4
3
0
AN
D
B
I
O
S
W
A
L
E
EX02
2 8
32-1859.02
AN
H
E
U
S
E
R
-
B
U
S
C
H
AS
B
U
I
L
T
E
X
H
I
B
I
T
S
NOT FOR
C
O
N
S
T
R
U
C
T
I
O
N
NOTES:
1.THE PROJECT WORK THAT WAS DONE IS SHOWN IN BLACK.
ADDITIONAL TOPO SURVEY WAS DONE (SHOWN IN RED) TO
ENSURE DRAINAGE CONTINUITY.
INVERT ELEVATION=5009.58
INVERT ELEVATION=5010.21
1.0
%
0.8%
0.9%
0.1%
0.
3
%
AS
S
O
C
I
A
T
E
S
Fo
r
t
C
o
l
l
i
n
s
,
C
O
8
0
5
2
5
(9
7
0
)
2
2
3
-
5
5
5
6
36
6
5
J
F
K
P
a
r
k
w
a
y
,
B
u
i
l
d
i
n
g
2
,
S
u
i
t
e
1
0
0
ONE INCH - IF NOT,
SCALE ACCORDINGLY
01/02/18
TR
A
C
T
O
R
T
R
A
I
L
E
R
PA
V
I
N
G
A
R
E
A
EX03
3 8
32-1859.02
AN
H
E
U
S
E
R
-
B
U
S
C
H
AS
B
U
I
L
T
E
X
H
I
B
I
T
S
NOT FOR
C
O
N
S
T
R
U
C
T
I
O
N
0 50'100'25'
SCALE IN FEET
LEGEND:
PROPOSED/APPROVED
ASBUILT
NOTES:
1.THE PROJECT WORK THAT WAS DONE IS SHOWN IN BLACK.
ADDITIONAL TOPO SURVEY WAS DONE (SHOWN IN RED) TO
ENSURE DRAINAGE CONTINUITY.
3.
3
:
1
5.
0
:
1
4.9:1 5.5:1
4.3:1
4.8
:
1
3.3:1 4.0:1
7.5
:
1
4.5:1
3.
4
:
1
5.
5
:
1
5.
0
:
1
FLARED END SECTION
FLOWLINE ELEVATION=4999.94
FLARED END SECTION
FLOWLINE ELEVATION=5003.19
FLARED END SECTION
FLOWLINE ELEVATION=5003.33
FLARED END SECTION
FLOWLINE ELEVATION=5004.29
FLARED END SECTION
FLOWLINE ELEVATION=5006.22
FLARED END SECTION
FLOWLINE ELEVATION=5002.40
FLARED END SECTION
FLOWLINE ELEVATION=5001.12
FLARED END SECTION
FLOWLINE ELEVATION=5000.45
FLARED END SECTION
FLOWLINE ELEVATION=5000.50
FLARED END SECTION
FLOWLINE ELEVATION=5002.65
INVERT ELEVATION=5003.12
DOWN SPOUTS 2.
6
%
1.9%
1.
8
%
0.3
%
1.7
%
0.6
%
1.0%
0.7%
0.5%0.4%
0.1%
1.
6
%
2.
0
%
AS
S
O
C
I
A
T
E
S
Fo
r
t
C
o
l
l
i
n
s
,
C
O
8
0
5
2
5
(9
7
0
)
2
2
3
-
5
5
5
6
36
6
5
J
F
K
P
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r
k
w
a
y
,
B
u
i
l
d
i
n
g
2
,
S
u
i
t
e
1
0
0
ONE INCH - IF NOT,
SCALE ACCORDINGLY
01/02/18
SO
U
T
H
W
A
R
E
H
O
U
S
E
A
D
D
I
T
I
O
N
EX04
4 8
32-1859.02
AN
H
E
U
S
E
R
-
B
U
S
C
H
AS
B
U
I
L
T
E
X
H
I
B
I
T
S
NOT FOR
C
O
N
S
T
R
U
C
T
I
O
N
0 50'100'25'
SCALE IN FEET
LEGEND:
PROPOSED/APPROVED
ASBUILT
NOTES:
1.THE PROJECT WORK THAT WAS DONE IS SHOWN IN
BLACK. ADDITIONAL TOPO SURVEY WAS DONE (SHOWN
IN RED) TO ENSURE DRAINAGE CONTINUITY.
2 - DUAL CO 4
STA 12+44.60
N: 1470092.02
E: 3137789.46
2 - DUAL CO 2
STA 11+13.28
N: 1469968.90
E: 3137769.56
2 - DUAL CO 6
STA 13+94.26
N: 1470113.49
E: 3137930.22
2 - END 7
STA 15+10.20
N: 1470113.46
E: 3138046.16
2 - 45° BEND 5
STA 12+75.00
N: 1470113.51
E: 3137810.96
2 - 45° BEND 3
STA 12+16.51
N: 1470072.12
E: 3137769.63
2 - END 1
STA 10+00.00
N: 1469855.61
E: 3137769.49
??
5010
5015
5020
5025
5030
5010
5015
5020
5025
5030
9+50 10+00 11+00 12+00 13+00 14+00 15+00 15+50
2
-
E
N
D
1
ST
A
1
0
+
0
0
.
0
0
RI
M
5
0
1
8
.
3
±
IN
V
.
I
N
5
0
1
7
.
9
0
(
N
)
2
-
D
U
A
L
C
O
4
ST
A
1
2
+
4
4
.
6
0
RI
M
5
0
2
2
.
8
±
IN
V
.
I
N
5
0
1
8
.
3
9
(
N
E
)
IN
V
.
O
U
T
5
0
1
8
.
3
9
(
S
W
)
2
-
D
U
A
L
C
O
6
ST
A
1
3
+
9
4
.
2
6
RI
M
5
0
2
1
.
7
±
IN
V
.
I
N
5
0
1
8
.
6
9
(
E
)
IN
V
.
O
U
T
5
0
1
8
.
6
9
(
W
)
2
-
D
U
A
L
C
O
2
ST
A
1
1
+
1
3
.
2
8
RI
M
5
0
2
2
.
0
±
IN
V
.
I
N
5
0
1
8
.
1
3
(
N
)
IN
V
.
O
U
T
5
0
1
8
.
1
3
(
S
)
2
-
4
5
°
B
E
N
D
5
ST
A
1
2
+
7
5
.
0
0
RI
M
5
0
1
8
.
8
±
IN
V
.
I
N
5
0
1
8
.
4
5
(
E
)
IN
V
.
O
U
T
5
0
1
8
.
4
5
(
S
W
)
2
-
4
5
°
B
E
N
D
3
ST
A
1
2
+
1
6
.
5
1
RI
M
5
0
1
8
.
7
±
IN
V
.
I
N
5
0
1
8
.
3
3
(
N
E
)
IN
V
.
O
U
T
5
0
1
8
.
3
3
(
S
)
2
-
E
N
D
7
ST
A
1
5
+
1
0
.
2
0
RI
M
5
0
1
9
.
3
±
IN
V
.
O
U
T
5
0
1
8
.
9
2
(
W
)
PROPOSED PERMEABLE PAVERS
(TO MATCH EXISTING GROUND)
ORIGINAL
EXISTING
GROUND
RIPRAP
ASBUILT GRADE
6" DRAIN LINE - PERFORATED PVC
AS
S
O
C
I
A
T
E
S
Fo
r
t
C
o
l
l
i
n
s
,
C
O
8
0
5
2
5
(9
7
0
)
2
2
3
-
5
5
5
6
36
6
5
J
F
K
P
a
r
k
w
a
y
,
B
u
i
l
d
i
n
g
2
,
S
u
i
t
e
1
0
0
ONE INCH - IF NOT,
SCALE ACCORDINGLY
01/02/18
PE
R
M
E
A
B
L
E
P
A
V
E
R
S
A
R
E
A
EX05
5 8
32-1859.02
AN
H
E
U
S
E
R
-
B
U
S
C
H
AS
B
U
I
L
T
E
X
H
I
B
I
T
S
NOT FOR
C
O
N
S
T
R
U
C
T
I
O
N
0
HORIZ
SCALE IN FEET
30'60'
VERT
0 3'6'
LEGEND:
PROPOSED/APPROVED
ASBUILT
NOTES:
1.THE PROJECT WORK THAT WAS DONE IS SHOWN IN BLACK.
ADDITIONAL TOPO SURVEY WAS DONE (SHOWN IN RED) TO
ENSURE DRAINAGE CONTINUITY.
FLOWLINE OF SWALE
FLOWLINE OF CURB
4" PVC PIPE
HEADWALL
HEADWALL
FLOWLINE OF SWALE
FLOWLINE OF CURB
TOP CENTERLINE OF 1
2" PLATE
TOP CENTERLINE OF PLATE AT CENTER OF HOLES
REINFORCED CONCRETE PIPE, UNABLE TO DETERMINE SIZE
INVERT ELEVATION=4974.73
CHANNEL FLOWLINE
ELEV 4977.01
TOP CL PLATE AT CL HOLES
ELEV 4980.48
AS
S
O
C
I
A
T
E
S
Fo
r
t
C
o
l
l
i
n
s
,
C
O
8
0
5
2
5
(9
7
0
)
2
2
3
-
5
5
5
6
36
6
5
J
F
K
P
a
r
k
w
a
y
,
B
u
i
l
d
i
n
g
2
,
S
u
i
t
e
1
0
0
ONE INCH - IF NOT,
SCALE ACCORDINGLY
01/02/18
CH
E
C
K
D
A
M
A
T
M
O
U
N
T
A
I
N
VI
S
T
A
D
R
I
V
E
A
N
D
P
O
N
D
4
2
5
OU
T
L
E
T
S
T
R
U
C
T
U
R
E
EX06
6 8
32-1859.02
AN
H
E
U
S
E
R
-
B
U
S
C
H
AS
B
U
I
L
T
E
X
H
I
B
I
T
S
NOT FOR
C
O
N
S
T
R
U
C
T
I
O
N
0 20'40'10'
SCALE IN FEET
NOTES:
1.THE PROJECT WORK THAT WAS DONE IS SHOWN IN BLACK.
ADDITIONAL TOPO SURVEY WAS DONE TO ENSURE
DRAINAGE CONTINUITY.
AS
S
O
C
I
A
T
E
S
Fo
r
t
C
o
l
l
i
n
s
,
C
O
8
0
5
2
5
(9
7
0
)
2
2
3
-
5
5
5
6
36
6
5
J
F
K
P
a
r
k
w
a
y
,
B
u
i
l
d
i
n
g
2
,
S
u
i
t
e
1
0
0
ONE INCH - IF NOT,
SCALE ACCORDINGLY
01/02/18
SI
T
E
P
H
O
T
O
S
-
1
O
F
2
EX07
7 8
32-1859.02
AN
H
E
U
S
E
R
-
B
U
S
C
H
AS
B
U
I
L
T
E
X
H
I
B
I
T
S
NOT FOR
C
O
N
S
T
R
U
C
T
I
O
N
NW TRACTOR TRAILER SPOTS WEST FACE OF PLANT ASPHALT SOUTH WAREHOUSE ADDITION
POND 425 WATER QUALITY PLATECR50 SEDIMENT TRAP
AS
S
O
C
I
A
T
E
S
Fo
r
t
C
o
l
l
i
n
s
,
C
O
8
0
5
2
5
(9
7
0
)
2
2
3
-
5
5
5
6
36
6
5
J
F
K
P
a
r
k
w
a
y
,
B
u
i
l
d
i
n
g
2
,
S
u
i
t
e
1
0
0
ONE INCH - IF NOT,
SCALE ACCORDINGLY
01/02/18
SI
T
E
P
H
O
T
O
S
-
2
O
F
2
EX08
8 8
32-1859.02
AN
H
E
U
S
E
R
-
B
U
S
C
H
AS
B
U
I
L
T
E
X
H
I
B
I
T
S
NOT FOR
C
O
N
S
T
R
U
C
T
I
O
N
POND 430 BIOSWALE LOOKING WEST
POND 430 FOREBAY
PERMEABLE PAVERS UNDERDRAIN DISCHARGEVISITOR CENTER PERMEABLE PAVERS
Appendix B
Ayres Associates Storm Water Drainage Design,
September 2015
16
C001
1
ANHEUSER-BUSCH
STORM WATER DRAINAGE DESIGN
SEPTEMBER 2015 CONTACT INFORMATION
Anheuser-Busch
Sean Sarmast
2351 Busch Drive
Fort Collins, Colorado 80524
(970) 566-8746
BENCHMARK
Ayres Associates
Andrea H. Faucett, P.E.
3665 JFK Parkway, Building 2, Suite 100
Fort Collins, Colorado 80525
(970) 223-5556
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what's
R
CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO
A-B PROJECT NUMBER PS-035578, BID PACKAGE NO. 202
VICINITY MAP
URS
Kurt Hensic, AIA, LEED-AP
1001 Highlands Plaza Dr. West Suite 300
St. Louis, Missouri 63110
(314) 429-0100
PROJECT
LOCATION
Coordinate Control
King Surveyors, Inc.
650 East Garden Drive
Windsor, Colorado 80550
(970) 686-5011
BHA Design
1603 Oakridge Drive
Fort Collins, Colorado 80525
(970) 223-7577
INDEMNIFICATION NOTES:
1.The engineer who has prepared these plans, by execution and/or seal hereof,
does hereby affirm responsibility to the Local Entity, as beneficiary of said
engineer's work, for any errors and omissions contained in these plans, and
approval of these plans by the Local Entity Engineer shall not relieve the engineer
who prepared these plans of all responsibility. Further, to the extent permitted
by law, the engineer hereby agrees to hold harmless and indemnify the Local
Entity, and its officers and employees, from and against all liabilities, claims, and
demands which may arise from any errors and omissions contained in these
plans.
2.I hereby affirm that these final construction plans were prepared under my direct
supervision, in accordance with all applicable City of Ft. Collins and State of
Colorado standards and statutes, respectively; and that I am fully responsible for
the accuracy of all design, revisions, and record conditions that I have noted on
these plans.
3.Disclaimer Statement: These Plans have been reviewed by the Local Entity for
concept only. The review does not imply responsibility by the reviewing
department, the Local Entity Engineer, or the Local Entity for accuracy and
correctness of the calculations. Furthermore, the review does not imply that the
quantities of items on the plans are the final quantities required. The review shall
not be construed in any reason as acceptance of financial responsibility by the
Local Entity for additional quantities of items shown that may be required during
the construction phase.
SHEET INDEX
INDEX NO.SHEET NO.DESCRIPTION
COVER AND GENERAL NOTES
1 C001 COVER SHEET
2 C002 GENERAL NOTES
OVERALL SHEETS
3 C101 OVERALL SITE LOCATION MAP
DEMOLITION AND EXISTING CONDITION SHEETS
4 C201 POND 430 DEMOLITION AND EXISTING CONDITION
5 C202 PERMEABLE PAVERS DEMOLITION AND EXISTING CONDITION
GRADING SHEETS
6 C301 POND 430 BIO-SWALE GRADING AND EROSION CONTROL
7 C302 PERMEABLE PAVERS SITE PLAN, SECTIONS AND EROSION CONTROL
DRAIN LINE PLAN AND PROFILE SHEETS
8 C401 POND 430 6" DRAIN LINE PLAN AND PROFILE
9 C402 PERMEABLE PAVERS 6" DRAIN LINE PLAN AND PROFILE
DETAIL SHEETS
10 C501 GENERAL DETAILS
11 C502 GENERAL DETAILS
12 C503 GENERAL DETAILS
13 C504 EROSION CONTROL DETAILS
LANDSCAPE SITE SHEETS
14 C601 PERMEABLE PAVERS SITE PLAN AND SECTIONS (BHA)
15 C602 PERMEABLE PAVERS SITE PLAN AND SECTIONS (BHA)
16 C603 TREE INVENTORY MITIGATION PLAN (BHA)
16
C002
2
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what's
R
GENERAL NOTES:
1.All materials, workmanship, and construction of public improvements shall meet or
exceed the standards and specifications set forth in the Larimer County Urban Area
Street Standards and applicable state and federal regulations. Where there is conflict
between these plans and the specifications, or any applicable standards, the most
restrictive standard shall apply. All work shall be inspected and approved by the Local
Entity.
2.All references to any published standards shall refer to the latest revision of said
standard, unless specifically stated otherwise.
3.These public improvement construction plans shall be valid for a period of three years
from the date of approval by the Local Entity Engineer. Use of these plans after the
expiration date will require a new review and approval process by the Local Entity prior
to commencement of any work shown in these plans.
4.The engineer who has prepared these plans, by execution and/or seal hereof, does
hereby affirm responsibility to the Local Entity, as beneficiary of said engineer's work, for
any errors and omissions contained in these plans, and approval of these plans by the
Local Entity Engineer shall not relieve the engineer who has prepared these plans of all
such responsibility. Further, to the extent permitted by law, the engineer hereby agrees
to hold harmless and indemnify the Local Entity, and its officers and employees, from
and against all liabilities, claims, and demands which may arise from any errors and
omissions contained in these plans.
5.All sanitary sewer, storm sewer, and water line construction, as well as power and other
current at the date of approval of the plans by the Local Entity Engineer.
6.The type, size, location and number of all known underground utilities are approximate
when shown on the drawings. It shall be the responsibility of the Developer to verify the
existence and location of all underground utilities along the route of the work before
commencing new construction. The Developer shall be responsible for unknown
underground utilities.
7.The Engineer shall contact the Utility Notification Center of Colorado (UNCC) at
1800-922-1987, at least 2 working days prior to beginning excavation or grading, to have
all registered utility locations marked. Other unregistered utility entities (i.e. ditch /
irrigation company) are to be located by contacting the respective representative. Utility
service laterals are also to be located prior to beginning excavation or grading. It shall be
the responsibility of the Developer to relocate all existing utilities that conflict with the
proposed improvements shown on these plans.
8.The Developer shall be responsible for protecting all utilities during construction and for
coordinating with the appropriate utility company for any utility crossings required.
9.If a conflict exists between existing and proposed utilities and/or a design modification is
required, the Developer shall coordinate with the engineer to modify the design. Design
modification(s) must be approved by the Local Entity prior to beginning construction.
10.The Developer shall coordinate and cooperate with the Local Entity, and all utility
companies involved, to assure that the work is accomplished in a timely fashion and with
a minimum disruption of service. The Developer shall be responsible for contacting, in
advance, all parties affected by any disruption of any utility service as well as the utility
companies.
11.No work may commence within any public storm water, sanitary sewer or potable water
system until the Developer notifies the utility provider. Notification shall be a minimum
of 2 working days prior to commencement of any work. At the discretion of the water
utility provider, a pre-construction meeting may be required prior to commencement of
any work.
12.The Developer shall sequence installation of utilities in such a manner as to minimize
potential utility conflicts. In general, storm sewer and sanitary sewer should be
constructed prior to installation of the water lines and dry utilities.
13.The minimum cover over water lines is 4.5 feet and the maximum cover is 5.5 feet unless
otherwise noted in the plans and approved by the Water Utility.
14.A State Construction Dewatering Wastewater Discharge Permit is required if dewatering
is required in order to install utilities or water is discharged into a storm sewer, channel,
irrigation ditch or any waters of the United States.
15.The Developer shall comply with all terms and conditions of the Colorado Permit for
Storm Water Discharge (Contact Colorado Department of Health, Water Quality Control
Division, (303) 692-3590), the Storm Water Management Plan, and the Erosion Control
Plan.
16.The Local Entity shall not be responsible for the maintenance of storm drainage facilities
located on private property. Maintenance of onsite drainage facilities shall be the
responsibility of the property owner(s).
17.Prior to final inspection and acceptance by the Local Entity, certification of the drainage
facilities, by a registered engineer, must be submitted to and approved by the
Stormwater Utility Department. Certification shall be submitted to the Stormwater
Utility Department at least two weeks prior to the release of a certificate of occupancy
for single family units. For commercial properties, certification shall be submitted to the
Stormwater Utility Department at least two weeks prior to the release of any building
permits in excess of those allowed prior to certification per the Development
Agreement.
18.The Local Entity shall not be responsible for any damages or injuries sustained in this
Development as a result of groundwater seepage, whether resulting from groundwater
flooding, structural damage or other damage unless such damage or injuries are
sustained as a result of the Local Entity failure to properly maintain its water,
wastewater, and/or storm drainage facilities in the development.
19.All recommendations of the final drainage and erosion control study (name of the study
and date) by (Engineering Firm) shall be followed and implemented.
20.Temporary erosion control during construction shall be provided as shown on the
Erosion Control Plan. All erosion control measures shall be maintained in good repair by
the Developer, until such time as the entire disturbed areas is stabilized with hard
surface or landscaping.
21.The Developer shall be responsible for insuring that no mud or debris shall be tracked
onto the existing public street system. Mud and debris must be removed within 24 hours
by an appropriate mechanical method (i.e. machine broom sweep, light duty front-end
loader, etc.) or as approved by the Local Entity street inspector.
22.No work may commence within any improved or unimproved public Right-of-Way until a
Right-of-Way Permit or Development Construction Permit is obtained, if applicable.
23.The Developer shall be responsible for obtaining all necessary permits for all applicable
agencies prior to commencement of construction. The Developer shall notify the Local
Entity Engineering Inspector (Fort Collins - 221-6605) and the Local Entity Erosion Control
Inspector (Fort Collins - 221-6700) at least 2 working days prior to the start of any earth
disturbing activity, or construction on any and all public improvements. If the Local Entity
Engineer is not available after proper notice of construction activity has been provided,
the Developer may commence work in the Engineer absence. However, the Local Entity
reserves the right not to accept the improvement if subsequent testing reveals an
improper installation.
24.The Developer shall be responsible for obtaining soils tests within the Public
Right-of-Way after right of way grading and all utility trench work is complete and prior
to the placement of curb, gutter, sidewalk and pavement. If the final soils/pavement
design report does not correspond with the results of the original geotechnical report,
the Developer shall be responsible for a re-design of the subject pavement section or,
the Developer may use the Local Entity's default pavement thickness section(s).
Regardless of the option used, all final soils/pavement design reports shall be prepared
by a licensed Professional Engineer. The final report shall be submitted to the Inspector a
minimum of 10 working days prior to placement of base and asphalt. Placement of curb,
gutter, sidewalk, base and asphalt shall not occur until the Local Entity Engineer
approves the final report.
25.The contractor shall hire a licensed engineer or land surveyor to survey the constructed
elevations of the street subgrade and the gutter flowline at all intersections, inlets, and
other locations requested by the Local Entity inspector. The engineer or surveyor must
certify in a letter to the Local Entity that these elevations conform to the approved plans
and specifications. Any deviations shall be noted in the letter and then resolved with the
Local Entity before installation of base course or asphalt will be allowed on the streets.
26.All utility installations within or across the roadbed of new residential roads must be
completed prior to the final stages of road construction. For the purposes of these
standards, any work except c/g above the subgrade is considered final stage work. All
service lines must be stubbed to the property lines and marked so as to reduce the
excavation necessary for building connections.
27.Portions of Larimer County are within overlay districts. The Larimer County FloodPlain
Resolution should be referred to for additional criteria for roads within these districts.
28.All road construction in areas designated as Wild Fire Hazard Areas shall be done in
accordance with the construction criteria as established in the Wild Fire Hazard Area
Mitigation Regulations in force at the time of final plat approval.
29.Prior to the commencement of any construction, the contractor shall contact the Local
Entity Forester to schedule a site inspection for any tree removal requiring a permit.
30.The Developer shall be responsible for all aspects of safety including, but not limited to,
excavation, trenching, shoring, traffic control, and security. Refer to OSHA Publication
2226, Excavating and Trenching.
31.The Developer shall submit a Construction Traffic Control Plan, in accordance with
MUTCD, to the appropriate Right-of-Way authority. (Local Entity, County or State), for
approval, prior to any construction activities within, or affecting, the Right-of-Way. The
Developer shall be responsible for providing any and all traffic control devices as may be
required by the construction activities.
32.Prior to the commencement of any construction that will affect traffic signs of any type,
the contractor shall contact Local Entity Traffic Operations Department, who will
temporarily remove or relocate the sign at no cost to the contractor; however, if the
contractor moves the traffic sign then the contractor will be charged for the labor,
materials and equipment to reinstall the sign as needed.
33.The Developer is responsible for all costs for the initial installation of traffic signing and
striping for the Development related to the Development's local street operations. In
addition, the Developer is responsible for all costs for traffic signing and striping related
to directing traffic access to and from the Development.
34.There shall be no site construction activities on Saturdays, unless specifically approved
by the Local Entity Engineer, and no site construction activities on Sundays or holidays,
unless there is prior written approval by the Local Entity.
35.The Developer is responsible for providing all labor and materials necessary for the
completion of the intended improvements, shown on these drawings, or designated to
be provided, installed, or constructed, unless specifically noted otherwise.
36.Dimensions for layout and construction are not to be scaled from any drawing. If
pertinent dimensions are not shown, contact the Designer for clarification, and annotate
the dimension on the as-built record drawings.
37.The Developer shall have, onsite at all times, one (1) signed copy of the approved plans,
one (1) copy of the appropriate standards and specifications, and a copy of any permits
and extension agreements needed for the job.
38.If, during the construction process, conditions are encountered which could indicate a
situation that is not identified in the plans or specifications, the Developer shall contact
the Designer and the Local Entity Engineer immediately.
39.The Developer shall be responsible for recording as-built information on a set of record
drawings kept on the construction site, and available to the Local Entity's Inspector at all
times. Upon completion of the work, the contractor(s) shall submit record drawings to
the Local Entity Engineer.
40.The Designer shall provide, in this location on the plan, the location and description of
the nearest survey benchmarks (2) for the project as well as the basis of bearings. The
information shall be as follows:
SEE SHEET C001 FOR PROJECT BENCH MARK
41.All stationing is based on centerline/flowline (insert proper word) of roadways unless
otherwise noted.
42.Damaged curb, gutter and sidewalk existing prior to construction, as well as existing
fences, trees, streets, sidewalks, curbs and gutters, landscaping, structures, and
improvements destroyed, damaged or removed due to construction of this project, shall
be replaced or restored in like kind at the Developer's expense, unless otherwise
indicated on these plans, prior to the acceptance of completed improvements and/or
prior to the issuance of the first Certificate of Occupancy.
43.When an existing asphalt street must be cut, the street must be restored to a condition
equal to or better than its original condition. The existing street condition shall be
documented by the Local Entity Construction Inspector before any cuts are made.
Patching shall be done in accordance with the Local Entity Street Repair Standards. The
finished patch shall blend in smoothly into the existing surface. All large patches shall be
paved with an asphalt lay-down machine. In streets where more than one cut is made,
an overlay of the entire street width, including the patched area, may be required. The
determination of need for a complete overlay shall be made by the Local Entity Engineer
and/or the Local Entity Inspector at the time the cuts are made.
44.Upon completion of construction, the site shall be cleaned and restored to a condition
equal to, or better than, that which existed before construction, or to the grades and
condition as required by these plans.
45.
intersections.
46.After acceptance by the Local Entity, public improvements depicted in these plans shall
be guaranteed to be free from material and workmanship defects for a minimum period
of two years from the date of acceptance.
47.The Local Entity shall not be responsible for the maintenance of roadway and
appurtenant improvements, including storm drainage structures and pipes, for the
following private streets: (list).
48.Approved Variances are listed as follows:
Alternative Compliance Drainage Agreement with the City of Fort Collins July 2015
STANDARD EROSION AND SEDIMENT CONTROL NOTES:
1.The City Stormwater Department erosion control inspector must be notified at least 24
hours prior to any construction on this site.
2.All required BMPs shall be installed prior to any land disturbing activity (stockpiling,
stripping, grading, etc). All of their required erosion control measures shall be installed
at the appropriate time in the construction sequence as indicated in the approved
project schedule, construction plans, and erosion control report.
3.Pre-disturbance vegetation shall be protected and retained wherever possible. Removal
or disturbance of existing vegetation shall be limited to the area required for immediate
construction operations, and for the shortest practical period of time.
4.All soils exposed during land disturbing activity (stripping, grading, utility installations,
stockpiling, filling, etc.) shall be kept in a roughened condition by ripping or disking along
land contours until mulch, vegetation, or other permanent erosion control is installed.
No soils in areas outside project street rights of way shall remain exposed by land
disturbing activity for more than thirty (30) days before required temporary or
permanent erosion control (e.g. seed/mulch, landscaping, etc.) is installed, unless
otherwise approved by the Stormwater Department.
5.The property must be watered and maintained at all times during construction activities
so as to prevent wind-caused erosion. All land disturbing activities shall be immediately
discontinued when fugitive dust impacts adjacent properties, as determined by the City
Engineering Department.
6.All temporary (structural) erosion control measures must be inspected and repaired or
reconstructed as necessary after each runoff event and every 14 days in order to assure
continued performance of their intended function. All retained sediments, particularly
those on paved roadway surfaces, shall be removed and disposed of in a manner and
location so as not to cause their release into any drainage way.
7.No soil stockpile shall exceed ten (10) feet in height. All soil stockpiles shall be protected
from sediment transport by surface roughening, watering, and perimeter silt fencing.
Any soil stockpile remaining after 30 days shall be seeded and mulched.
8.City Ordinance prohibits the tracking, dropping, or depositing of soils or any other
material onto city streets by or from any vehicle. Any inadvertent deposited material
shall be cleaned immediately by the contractor.
9.Additional notes can (should) be added to reflect the erosion/sediment control plan of
the individual development.
STORM DRAINAGE NOTES:
1.The City of Fort Collins shall not be responsible for the maintenance of storm drainage
facilities located on private property. Maintenance of onsite drainage facilities shall be
the responsibility of the property owner(s).
2.All recommendations of the final drainage and erosion control study (name of the study
and date) by (Engineering Firm) shall be followed and implemented.
3.Prior to final inspection and acceptance by The City of Fort Collins, certification of the
drainage facilities, by a registered engineer, must be submitted to and approved by the
Stormwater Utility Department. Certification shall be submitted to the Stormwater
Utility Department at least two weeks prior to the release of a certificate of occupancy
for single family units. For commercial properties, certification shall by submitted to the
Stormwater Utility Department at least two weeks prior to the release of any building
permits in excess of those allowed prior to certification per the Development
Agreement.
PERMEABLE PAVERS
LOCATION
BIOSWALE
LOCATION
CHECK DAM
LOCATION
POND 425
WATER QUALITY
LOCATION
RICHARDS LAKE ROAD
MOUNTAIN VISTA DRIVE SURVEY CONTROL POINTS
POINT #
2
10
11
13
16
17
18
19
20
DESCRIPTION
BM 92-10
CP BUD
CP BUSCH
CP BEER
CP RR
CP BERM
CP POND
CP FIELD
CP OUTLET
NORTHING
1468833.7800
1469971.0900
1470210.0400
1469945.3860
1466642.0250
1466271.7460
1466600.2550
1465298.4610
1463371.3190
EASTING
3138199.8270
3137867.2840
3137825.8890
3137651.3930
3135988.5020
3136143.9440
3136810.7320
3136874.9020
3136733.6890
ELEVATION
5009.600
5021.122
5025.945
5024.947
4999.188
4994.694
4990.693
4987.509
4983.504
16
C101
3
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what's
R
0 400'800'
SCALE: 1" = 400'
200'
LEGEND:
NOTES:
FIELD SURVEY BY:
EXISTING
15" RCP
FL: 4990.7
(BURIED)
TO REMAIN
EXISTING SIGN
"STORMWATER
OUTFALL 003"
TO REMAIN
EXISTING 15" RCP
w/ HEADGATE
FL: 4992.0
TO REMAIN
EXISTING
CONCRETE WALL
w/ 4x2" ORIFICES
TO REMAIN
EXISTING
4' CONCRETE PAN
TO BE REMOVED
APPROXIMATELY 780 LF
EXISTING
CONCRETE & ROCK RIPRAP
TO REMAIN
EXISTING
5' CONCRETE PAN
TO REMAIN
EXISTING
6' CHAIN LINK &
BARBED WIRE FENCE
TO REMAIN
EXISTING
CONCRETE & ROCK RIPRAP
TO REMAIN
EXISTING
CONCRETE & ROCK RIPRAP
TO BE REMOVED
APPROXIMATELY 1270 SF
EXISTING
36" CMP w/ FES
FL: 4997.1
TO REMAIN
SURVEY CONTROL POINTS
POINT #
2
10
11
13
16
17
18
19
20
DESCRIPTION
BM 92-10
CP BUD
CP BUSCH
CP BEER
CP RR
CP BERM
CP POND
CP FIELD
CP OUTLET
NORTHING
1468833.7800
1469971.0900
1470210.0400
1469945.3860
1466642.0250
1466271.7460
1466600.2550
1465298.4610
1463371.3190
EASTING
3138199.8270
3137867.2840
3137825.8890
3137651.3930
3135988.5020
3136143.9440
3136810.7320
3136874.9020
3136733.6890
ELEVATION
5009.600
5021.122
5025.945
5024.947
4999.188
4994.694
4990.693
4987.509
4983.504
16
C201
4
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what's
R
0 50'100'
SCALE: 1" = 50'
25'
LEGEND:
NOTES:
FIELD SURVEY BY:
EXISTING
ADA RAMP
EXISTING
ADA RAMP
EXISTING
CURB TO REMAIN
AND BE PROTECTED
EXISTING
WALK TO REMAIN
AND BE PROTECTED
EXISTING
WALLS TO REMAIN
AND BE PROTECTED
EXISTING
PARKING ISLAND TO BE REMOVED,
CLEARED AND GRUBBED
EXISTING
PARKING ISLAND TO
REMAIN AND BE
PROTECTED
EXISTING
PARKING ISLAND TO
REMAIN AND BE
PROTECTED
EXISTING
PARKING ISLAND TO
REMAIN AND BE
PROTECTED
EXISTING
TREES TO BE
PROTECTED
EXISTING
TREES TO BE
REMOVED
EXISTING
TREES TO BE
PROTECTED
EXISTING
PARKING ISLAND TO
REMAIN AND BE
PROTECTED
EXISTING
TREES TO BE
PROTECTED
EXISTING
ASPHALT TO BE REMOVED,
CLEARED AND GRUBBED
APPROXIMATELY 15193 SF
EXISTING
24" CMP
FL: 5014.5
EXISTING
24" CMP
w/ FES
FL: 5012.8
EXISTING
10" CONCRETE
HEADWALL
EXISTING
12" CLAY PIPE
FL: 5012.8
SURVEY CONTROL POINTS
POINT #
2
10
11
13
16
17
18
19
20
DESCRIPTION
BM 92-10
CP BUD
CP BUSCH
CP BEER
CP RR
CP BERM
CP POND
CP FIELD
CP OUTLET
NORTHING
1468833.7800
1469971.0900
1470210.0400
1469945.3860
1466642.0250
1466271.7460
1466600.2550
1465298.4610
1463371.3190
EASTING
3138199.8270
3137867.2840
3137825.8890
3137651.3930
3135988.5020
3136143.9440
3136810.7320
3136874.9020
3136733.6890
ELEVATION
5009.600
5021.122
5025.945
5024.947
4999.188
4994.694
4990.693
4987.509
4983.504
16
C202
5
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what's
R
0 30'60'
SCALE: 1" = 30'
15'
LEGEND:
NOTES:
FIELD SURVEY BY:
EXISTING
15" RCP
FL: 4990.7
(BURIED)
EXISTING SIGN
"STORMWATER
OUTFALL 003"
EXISTING 15" RCP
w/ HEADGATE
FL: 4992.0
EXISTING
CONCRETE WALL
w/ 4x2" ORIFICES
EXISTING
CONCRETE & ROCK RIPRAP
EXISTING
5' CONCRETE PAN
EXISTING
6' CHAIN LINK &
BARBED WIRE FENCE
EXISTING
CONCRETE & ROCK RIPRAP
EXISTING
36" CMP w/ FES
FL: 4997.1
POND 430
W
W
W
W
W
W
DIP-3
16
C301
6
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what's
R
0 50'100'
SCALE: 1" = 50'
25'
LEGEND:
NOTES:
W
VTC
DIP-3
EXISTING
24" CMP
FL: 5014.5
EXISTING
24" CMP
w/ FES
FL: 5012.8
EXISTING
10" CONCRETE
HEADWALL
EXISTING
12" CLAY PIPE
FL: 5012.8
PROPOSED
2 - 5' TREE GRATE
SEE SHEET C601
8'
8'
8'
9'
9'
9'
9'
9'
224'-8 1/2"
27'-2 1/2"1'
58'-8 1/2"
183'-4"
43'-3 1/2"
26'-7"
1'
29'-10"
18'-8"
5'
5'
1
(TYP)
2
3
(TYP)
PROPOSED
6" ADS N-12
TO DAYLIGHT
A
C302
PROPOSED
PERMEABLE PAVERS
SEE SHEET C601
PROPOSED
PERMEABLE PAVERS
SEE SHEET C601
25'-10"10'
4
(TYP)
5
(TYP)
VTC
SF
WW
WW
W
BORGERT PAVERS - 3 1/8" THICK
PERMEABLE JOINT MATERIAL
(CDOT 89 AGGREGATE)
OPEN GRADED BEDDING COURSE - 2" THICK
(CDOT NO.8 AGGREGATE 3/8")
OPEN GRADED BASE RESERVOIR - 4" THICK
(CDOT NO.57 STONE 3/4")
OPEN GRADED SUBBASE RESERVOIR - 12" THICK MINIMUM
(CDOT NO. 2 STONE 2 1/2")
2 - UNDERDRAIN 6" ADS N-12 PERFORATED PIPE
GEOTEXTILE MIRAFI RS380I
SUBGRADE MINIMUM 95% STANDARD
PROCTOR COMPACTION
10'
12" MIN
GEOTEXTILE
OVERLAP
24" EDGE RESTRAINT
EXISTING CURB
16
C302
7
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what's
R
0 30'60'
SCALE: 1" = 30'
15'
NOTES:
STRIPING AND SIGNAGE LEGEND:
1
2
3
4
5
A
C302
SECTION A-A' PERMEABLE PAVERS
LEGEND:
W
VTC
SF
EXISTING
15" RCP
FL: 4990.7
(BURIED)
EXISTING SIGN
"STORMWATER
OUTFALL 003"
EXISTING 15" RCP
w/ HEADGATE
FL: 4992.0
EXISTING
CONCRETE WALL
w/ 4x2" ORIFICES
EXISTING
36" CMP w/ FES
FL: 4997.1
4980
4985
4990
4995
5000
5005
5010
4980
4985
4990
4995
5000
5005
5010
10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 20+50
EXISTING GROUND
PROPOSED GRADE
PROPOSED
6" THICK REINFORCE
CONCRETE FLOW PAN
16
C401
8
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what's
R
0 50'100'
SCALE: 1" = 50'
25'
PROFILE SCALE:
6" DRAIN LINE - SOLID & PERFORATED PVC
LEGEND:
NOTES:
5010
5015
5020
5025
5010
5015
5020
5025
9+50 10+00 11+00 12+00 13+00 14+00 15+00 15+50
PROPOSED PERMEABLE PAVERS
(TO MATCH EXISTING GROUND)
EXISTING
GROUND
RIPRAP
16
C402
9
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what's
R
0 50'100'
SCALE: 1" = 50'
25'
PROFILE SCALE:
6" DRAIN LINE - PERFORATED PVC
LEGEND:
NOTES:
9'
30'
3'
15'
1' WALLS
(TYP)
2'
2'
A B
A'B'
15'
9"2'
EL: 4996.50
EL: 4993.00
EL: 4997.00
#5 BARS @ 12" O.C.
EACH WAY (TYP)#5 BARS @ 12" O.C.
EACH WAY (TYP)
EL: 4995.00
12"
SUITABLE NATIVE MATERIAL SUBGRADE,
MINIMUM 95% STANDARD PROCTOR
COMPACTION.
SUITABLE NATIVE MATERIAL SUBGRADE,
MINIMUM 95% STANDARD PROCTOR
COMPACTION.
12" THICK MIN LAYER OF CDOT #4
AGGREGATE COMPACTED TO
MIN. 70% RELATIVE DENSITY. 5'
DRAIN.
5'
CDOT NO. 4 AGGREGATE
3'
9"2'
EL: 4993.00
EL: 4997.00EL: 4996.70
EL: 4995.00
PROPOSED CONCRETE FLOW PAN
TO CONNECT TO EXISTING 36" CMP FES
SUITABLE NATIVE MATERIAL SUBGRADE,
MINIMUM 95% STANDARD PROCTOR
COMPACTION.
SUITABLE NATIVE MATERIAL SUBGRADE,
MINIMUM 95% STANDARD PROCTOR
COMPACTION.
12" THICK MIN LAYER OF CDOT #4
AGGREGATE COMPACTED TO
MIN. 70% RELATIVE DENSITY. 5'
DRAIN.
10'
16
C501
10
CALL UTILITY NOTIFICATION CENTER OF
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Know what's
R
POND 430 BIOSWALE FOREBAY200
WATER SURFACE
5" CHANNEL
12" THICK LAYER OF
BIORETENTION SAND MEDIA
(SEE BIORETENTION SAND
MEDIA SPECIFICATION FROM
CITY OF FORT COLLINS)
6" THICK LAYER OF PEA
GRAVEL DIAPHRAGM
10" THICK LAYER OF CDOT
NO. 4 AGGREGATE
6- 6" PERFORATED PVC PIPE
TO BE SCHEDULE 40.
UNDISTURBED SOIL
2"
2"
CDOT NO. 4 AGGREGATE
ABOVE AND BELOW PVC PIPE
NOTE: VEGETATION
FOR BIOSWALE TO BE
DESIGNED BY BHA
PLAN VIEW
SECTION A-A'
SECTION B-B'
BIOSWALE CROSS SECTION201
40'
43.5'
1
5
2'
(TYP)
24" EDGE RESTRAINT202
FORBAY DRAIN DETAIL203
SONOVOID ROUND VOID FORM OR PVC
PIPE. FORM TO PENETRATE FULL
DEPTH OF CONCRETE. CDOT #4
AGGREGATE TO BE PROTECTED FROM
CONCRETE DURING POUR BY
POLYETHYLENE SHEETING 2" BEYOND
EDGE OF AGGREGATE.
#5 BAR, 2" CLEAR FROM EDGE OF FORM
24"
16"
CDOT CLASS D (4500 PSI) CONCRETE
MIN. 2" CLEAR TO FORMED SURFACES
CHAMFER ALL EXPOSED EDGES 3/4"
SAWCUT AT 12' SPACING, 4" DEPTH.
#4 AT 5" OC
4- #4 LONG. AT 5" OC
NOTE:
MAY BE PRECAST AT CONTRACTORS
OPTION, BUT MUST HAVE CLEARED
FINISHED TOP SURFACE. (LIFTING EYES
MUST BE ON SIDES HIDDEN FROM VIEW)
APPROX. 8'
CONTRACTOR TO FIELD VERIFY
1'
6" TO
(TYP)
*CONTRACTOR TO CENTER
4 - 4" PVC IN BOTTOM OF
CONCRETE CHANNEL
4 - 4" PVC PIPES TO BE
CAST IN PLACE
#4 REBAR DOWELS (1 EACH SIDE)
TO BE DRILLED INTO PAN TO
PREVENT STRUCTURE FROM
MOVING
(TYP)
6" TO
(TYP)
#4 REBAR DOWELS (1 EACH SIDE) TO BE DRILLED
INTO PAN TO PREVENT STRUCTURE FROM MOVING
(TYP)
8 - 4" PVC PIPES TO BE
CAST IN PLACE
INVERTS OF PIPES TO MATCH
BOTTOM OF FLOW CHANNEL
(TYP)
5"
TYP
5"
TYP
16
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CALL UTILITY NOTIFICATION CENTER OF
COLORADO
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R
HANDICAP PARKING REQUIREMENTS202
MIN.MIN.ONE IN EVERY
EIGHT ACCESSIBLE
SPACES, BUT NOT
LESS THAN ONE,
SHALL BE VAN
ACCESSIBLE.
ONE SIGN
PER SPACE
REQUIRED
REQUIRED
PER SPACE
ONE SIGN
REQUIRED
PER SPACE
ONE SIGN
CAR ACCESSIBLE VAN ACCESSIBLE
"UNIVERSAL DESIGN"
CAR & VAN ACCESSIBLE
OR
A "UNIVERSAL" PARKING SPACE DESIGN MAY BE USED.
THIS DESIGN IS USED TO ACCOMMODATE CAR & VAN
ACCESSIBLE PARKING SPACES, WHICH ELIMINATES THE
NEED FOR TWO SIGN TYPES.
8'
5'
8'8'
8'
8'
11'
5'
11'11'
5'
R7-8
R7-8
R7-8
PRECAST CONCRETE WHEEL STOP203
VALVE BOX
w/ DRAIN ON LID
(TYP)
EXISTING GROUND
6" MIN
WATER TIGHT
SCREW CAP
SEE PLANS
SEE PLANS
SEE PLANS
UNDERDRAIN DUAL CLEANOUT204
VALVE BOX
w/ DRAIN STAMPED ON LID
(TYP)
EXISTING GROUND
6" PVC
6" PVC
UNDERDRAIN CLEANOUT205
6" PVC FOR BIOSWALE LOCATION
6" PVC FOR PERMEABLE PAVERS LOCATION
6" FOR BIOSWALE LOCATION
CHECK DAM - MOUNTAIN VISTA DRIVE (COUNTY ROAD 50) 206
PLAN VIEW
SECTION VIEW
NOTE: CONTRACTOR TO FIELD
VERIFY ALL DIMENSIONS OF
FLOW PAN.
#5 BARS @ 6" O.C. EACH WAY
BARS TO BE DOWELED INTO
EXISTING STRUCTURE AND
EPOXY IN PLACE.
6" PENETRATION MINIMUM.
WATER QUALITY PLATE
1/2" BOLTS
ELEV: 4980.4
ELEV: 4978.4
ELEV: 4977.4
ELEV: 4977.0
PROPOSED CONCRETE
TO HAVE 3000 PSI COMPESSIVE
STRENGTH MINIMUM.
EXISTING STRUCTURE
(SEE PHOTO)
WATER QUALITY PLATE
(SEE DETAIL THIS SHEET)
#5 REBARS
3.4'
2"
2"4.5"
5"
4"
5"
6"
(12) 1/2" HOLE
CENTER HOLES IN
CENTER OF PLATE
*
*CONTRACTOR TO VERIFY STRUCTURE WIDTH.
BOTTOM OF PLATE TO SIT FLUSH WITH
FLOWLINE OF EXISTING PAN AT ELEVATION
4997.0, MODIFICATION OF BOTTOM LEFT AND
BOTTOM RIGHT CORNERS OF PLATE TO FIT
OVER EXISTING CURB.
16
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R
POND 425 OUTLET STRUCTURE MODIFICATIONS207
WATER QUALITY PLATE208
PLAN VIEW
SECTION VIEW
NOTE: CONTRACTOR TO FIELD
VERIFY ALL DIMENSIONS OF
EXISTING STRUCTURE BEFORE
FABRICATION OF WATER
QUALITY PLATE.
NOTES:
1.WATER QUALITY PLATE TO BE HOT DIPPED
GALVANIZED STEEL OR STAINLESS STEEL.
2.WATER QUALITY PLATE TO BE 1/2" THICK
MINIMUM.
3.WATER QUALITY PLATE TO BE BOLTED TO
FACE OF STRUCTURE WITH 1/2" BOLTS. 6"
PENETRATION MINIMUM. MATERIAL TO
MATCH WATER QUALITY PLATE.
CONSTRUCTION SUBMITTALS TO BE SUBMITTED TO ANHEUSER - BUSCH
PROJECT MANAGER FOR APPROVAL PRIOR TO INSTALLATION:
1.BORGET FILTRA PAVE, HERRINGS BONE PATTERN, 10,0000 PSI OR GRATER
2.CDOT NO. 8 OR 89 AGGREGATE % PASSING GRADATION FROM QUARRY.
3.CDOT NO. 57 STONE % PASSING GRADATION FROM QUARRY.
4.CDOT NO. 2 STONE % PASSING GRADATION FROM QUARRY.
5.4" ADS N-12 PERFORATED PIPE.
6.GEOTEXTILE - MIRAFI R5380I
7.6" SCHEDULE 40 PVC UNDERDRAIN
8.BIORETENTION SAND MEDIA
9.CDOT NO. 4 AGGREGATE % PASSING GRADATION FROM QUARRY.
10.VALVE BOX w/ "DRAIN" STAMPED ON LID.
11.WATER QUALITY PLATE.
12.BIOSWALE SEED MIXTURE.
13.3000 PSI COMPRESSIVE STRENGTH RECIPE
14.IRON AGE DESIGNS TREE GRATE AND EMBEDMENT FRAME.
PHOTO OF EXISTING OUTLET STRUCTURE
GENERAL DESCRIPTION OF PROPOSED MODIFICATIONS OF EXISTING OUTLET STRUCUTRE :
THE EXISTING OUTLET STRUCTURE NEEDS TO BE 2-FEET TALLER THAN IT IS NOW SO THE
PROPOSED WATER QUALITY PLATE CAN BE BOLTED TO THE OPEN FACE.
VTC
W
SF
101
C504
DROP INLET WATTLE FILTER
16
C504
13
DIP-3
100
C504
SILT FENCE
102
C504
WATTLES
103
C504
VEHICLE TRACKING PAD
104
C504
CONCRETE WASHOUT AREA
CWA
EXISTING PARKING ISLAND TO REMAIN AND BE PROTECTED, TYP.
EXISTING PARKING ISLAND AND CURB TO BE REMOVED, CLEARED AND GRUBBED.
ADJUST EXISTING IRRIGATION SYSTEM TO IRRIGATE TREE WELLSEXISTING ADA RAMP TO
REMAIN AND BE PROTECTED
EXISTING CURB TO REMAIN
AND BE PROTECTED
EXISTING WALK TO REMAIN
AND BE PROTECTED
EXISTING WALLS TO REMAIN
AND BE PROTECTED
LIMIT OF DEMOLITION, SAW CUT EXISTING ASPHALT,
CONCRETE CURBS TO REMAIN EXCEPT AS NOTED.
EXISTING WALLS TO REMAIN AND BE PROTECTEDEXISTING ADA RAMP TO REMAIN AND BE PROTECTED
EXISTING PARKING ISLAND TO
REMAIN AND BE PROTECTED, TYP.
NOTE: SEE CIVIL PLAN FOR SUB SURFACE DEMOLITION / EXCAVATION
EXISTING LIGHT POLE TO REMAIN AND BE PROTECTED
EXISTING GROUND
MOUNTED FLOOD LIGHT
TO BE RELOCATED PER
OWNERS DIRECTION.
(2) 6' TREE GRATE WITH 6" WIDE FLUSH CONCRETE COLLAR, TYP.
(10) BOLLARD, TYP.
SEE TREE MITIGATION PLAN FOR
LANDSCAPE INFORMATION
NEW PARKING STRIPING, TYP.
MATCH EXISTING STRIPING IN COLOR AND STYLE
EXISTING BACK OF CURB
EXISTING FLOW LINE
2' WIDE CONCRETE BAND, PROVIDE CONTROL
JOINT 12' MAX. EQ. ON CENTER, RE: CIVIL DWGS.
PERMEABLE PAVERS, HERRINGBONE PATTERN, TYP.
RE: CIVIL DWGS.EXISTING ADA RAMP
27'-21
2"223'-81
2"2'SOLDIER COURSE PAVER BANDS,
10" WIDE TYP. , COLOR TBD
ACCESSIBLE PARKING SIGN, TYP.
CONTRACTOR SHALL PROVIDE
SHOP DRAWINGS FOR CODE
COMPLIANT SIGNS PRIOR TO
FABRICATION AND INSTALLATION
RESURFACE LIGHT POLE BASE AS NEEDED
4
C501
1
C502
10"
12'-2"
10"
13'-2"
10"
4'-3"
10"
7'
10"
12'
10"
12'-5"
10"
EXISTING BACK OF CURB, TYP.
EXISTING FLOW LINE, TYP.
2' CONCRETE BAND, TYP.
PERIMETER SOLDIER COURSE , TYP.
SOLDIER COURSE BANDING, NORTH SOUTH BANDS
DOMINATE AT INTERSECTIONS AS SHOWN, TYP.
PERIMETER SOLDER COURSE , TYP.
MITERED JOINT AT THIS LOCATION. ALIGN
PAVERS TO BE SYMMETRICAL AT JOINT
MITERED JOINT AT THIS
LOCATION. ALIGN PAVERS TO
BE SYMMETRICAL AT JOINT
MITERED JOINT AT THIS LOCATION. ALIGN
PAVERS TO BE SYMMETRICAL AT JOINT 12'-41
2"10"12'10"
MITERED JOINT AT THIS LOCATION. ALIGN
PAVERS TO BE SYMMETRICAL AT JOINT
CENTER BOLLARD ON PAVER BANDS,
BOTH DIRECTIONS, TYP.
10"
ADJUST PAVER PATTERN TO
ACCOMMODATE EXISTING
LIGHT POLE BASE
MITERED JOINT AT THIS LOCATION. ALIGN
PAVERS TO BE SYMMETRICAL AT JOINT
0'15'30'60'
SCALE:
PERMEABLE PAVERS - DEMOLITION PLAN11"=30'SCALE:
PERMEABLE PAVERS - SITE PLAN21"=30'
SCALE:
PERMEABLE PAVERS - PLAZA DETAILED LAYOUT PLAN31"=10'SCALE:
TREE GRATE - SPECIFICATION / MANUFACTURERS DETAILS4NTS
0'15'30'60'
0'5'10'20'
16
C601
14
83
4"
DECORATIVE CAST
ALUMINUM BOLLARD.
COLOR: BRONZE BROWN
12" [+/-]
4" SCHED. 40 PIPE
WELD ATTACHED TO
DECORATIVE CASTING AND
DRILLED TO ACCEPT #3
REBAR (REBAR BY OTHERS).
1'-6" DIA. MIN.
PAVER SUFACE
10" SQ.
1/2" EXPANSION MATERIAL
OPEN-GRADED BEDDING
CONCRETE FOOTING
WETLAND SEED MIX: APPROXIMATELY .7 AC.
TRANSITION SEED MIX: APPROXIMATELY 1 AC.
TREE GRATE, RE: SPECS
FILL AREA BETWEEN TOP OF ROOTBALL / TOP OF SOIL
AND BOTTOM OF TREE GRATE WITH 3/8" PEA GRAVEL
PLACED OVER WEED BARRIER FABRIC. HOLD PEA
GRAVEL DOWN A MAXIMUM OF 12" FROM BOTTOM OF
TREE GRATE
TRUNK FLARE (LOCATED AT TOP OF ROOTBALL)
SHALL BE HELD 3" DOWN FROM TOP SURFACE
OF TREE GRATE, TYP.INSTALL TREE GRATE PER MANUFACTURER'S
RECOMMENDATIONS, TYP.
ORDER TYPE 'E' EMBDED FRAME WITH GRATE. WELD #3
REBAR AT 18" O.C. ALL SIDES. BEND REBAR TO APPROX.
ANGLE SHOWN AND CAST TREE GRATE FRAME INTO
ADJACENT CONCERTE SIDEWALK PER MANUFACTURER'S
RECOMMENDATIONS.
FLUSH
4'-11 7/8" TREE GRATE WIDTH
5' TREE GRATE FRAME OPENING
12"
OPENING
FLUSH
COMPACTED SUBGRADE PER GEOTECH
TREE PLANTING/BACKFILL, RE: LANDSCAPE
GENERAL NOTES:
1.STAKE DECIDUOUS TREES UP
TO AND INCLUDING 2-1/2"
CAL. DO NOT STAKE CONIFERS.
2.REMOVE STAKING AT THE END
OF THE FIRST GROWING
SEASON AFTER PLANTING.
3.TREE STAKES TO BE DRIVEN
OUTSIDE OF ROOT BALL.
4.TREE WRAP SHALL BE INSTALLED
AT TIME OF PLANTING AND BE
REMOVED NO LATER THAN 12
MONTHS AFTER PLANTING.
5.TREES WHOSE NORTH
ORIENTATION IS NOT
CHANGED FROM THE NURSERY
DO NOT NEED TO BE
WRAPPED, EXCEPT TREES WITH
VERY THIN BARK.
6.OVER EXCAVATE PLANTING PIT
TO 2 TIMES THE DIAMETER OF
THE ROOT BALL.
7.SINGLE ADVENTITIOUS ROOTS
LOCATED ABOVE THE ROOT
CROWN MUST BE PROPERLY
EXCISED FROM THE TRUNK.
CROWN
TREE WRAP. APPLIED FROM TRUNK FLARE
TO FIRST BRANCH. WRAP FROM BOTTOM
UP WITH SUFFICIENT OVERLAP TO COVER
ALL BARK. USE BIO-DEGRADABLE PLASTIC
TAPE TO SECURE.
NYLON STRAPS W/GROMMETS
GUY WIRE - LEAVE SLACK TO
ALLOW 1"-2" SWAY
TREE STAKE, ADJUST SO THAT TOP IS
LEVEL WITH FIRST SET OF BRANCHES
SET BALL IN PIT SO THAT CROWN IS 4"
ABOVE SURROUNDING EXISTING GRADE.
REMOVE TOP 23 OF WIRE BASKET AND ALL
TWINE - TURN BACK TOP 12 OF BURLAP
3" DEEP MULCH - TAPER TO 0" DEPTH AT
CROWN
FINISH GRADE
SAUCER RIM -3" ABOVE FINISH GRADE
FRACTURED NATIVE SOIL ZONE
BACKFILL MIX PER SPECIFICATIONS
SCARIFY SURFACE OF PIT
UNDISTURBED SOIL
ROOT BALL RESTS ON UNDISTURBED SOIL
TREE STAKE PATTERN
TREE STAKE
SAUCER RIM
TREE TRUNK
SMALL TREE < 3" CAL.LARGE TREE > 3" CAL.
PREV. WIND
SCALE:
BOLLARD1NTS
BOLLARD: SAN JOSE - CAST IN
- Cast components will be of 100% recycled
aluminum; ASTM B261.
- Castings will be squared and flat, free of
burrs, slag, air pockets, blow holes, flashing,
and grinding or welding on exposed surfaces.
Excessive warping or shrinkage is not
acceptable.
- Fabricated components will be of structural
aluminum, 6061 - T6.
- All visible welds to be ground smooth on
outside edges.
- Fabrication will be true to square, or
diameter and sized within 1/8".
- Finish to be powder coat, standard UA
color and applied per UA specifications. If
alternate color or finish is required, please
provide all finish information for UA approval.
- Dimensions shown are nominal.
- For cases of "or equal" consideration, our
finished, full size product should be
compared with the alternative product for
general quality, surface finisih, precise
pattern work, metal characteristics, and
overall design aesthetics.
465 E. FIFTEENTH ST.
TACOMA, WA 98421
(877) 487-0488
sales@urbanaccessories.com
www.urbanaccessories.com
Founded 1972
16
C602
15
SCALE:
BIOSWALE21"=50'
0'25'50'100'
WETLAND SEED MIX
(12%) Alkali Bulrush
(12%) Switchgrass
(12%) Canada Wildrye
(12%) Prairie Cordgrass
(2%) Softstem Bulrush
(6%) Nebraska Sedge
(6%) Hardstem Bulrush
(6%) 3-Square Bulrush
(6%) Creeping Spikerush
(10%) Yellow Indiangrass
(2%) Baltic Rush
(10%) Big Bluestem
(2%) Small-winged Rush
(2%) Wolly Rush
RATE: 10 lbs/Acre
TRANSITION MIX (5 LB WETLAND + 10 LB DRYLAND / AC)
(12%) Alkali Bulrush
(12%) Switchgrass
(12%) Canada Wildrye
(12%) Prairie Cordgrass
(2%) Softstem Bulrush
(6%) Nebraska Sedge
(6%) Hardstem Bulrush
(6%) 3-Square Bulrush
(6%) Creeping Spikerush
(10%) Yellow Indiangrass
(2%) Baltic Rush
(10%) Big Bluestem
(2%) Small-winged Rush
(2%) Wolly Rush
RATE: 5 lbs/Acre
(20%) Blue Grama
(10%) Buffalograss
(24%) Green Needlegrass
(20%) Sideoats Grama
(24%) Western Wheatgrass
(2%) Sand Dropseed
RATE: 10 lbs/Acre
SCALE:
SEED MIXES5NTS
SCALE:
TREE GRATE3NTS
SCALE:
TREE PLANTING4NTS
12" DIA. ASH TREE TO REMAIN AND BE
PROTECTED, #1
12" DIA. ASH TREE TO REMAIN AND BE
PROTECTED, #2
12" DIA. ASH TREE TO REMAIN AND BE
PROTECTED
13" DIA. ASH TREE TO BE REMOVED
AND MITIGATED, #3
13" DIA. ASH TO BE REMOVED
AND MITIGATED, #4
12 1
2" DIA. ASH TREE TO REMAIN
AND BE PROTECTED, #5
14" DIA. ASH TREE TO REMAIN
AND BE PROTECTED, #6
13" DIA. ASH TREE TO REMAIN
AND BE PROTECTED, #7
10 1
2" DIA. ASH TREE TO REMAIN
AND BE PROTECTED, #8
11" DIA. ASH TREE TO REMAIN
AND BE PROTECTED, #9
13" DIA. ASH TREE TO REMAIN
AND BE PROTECTED, #10
4" DIA. ASH TREE TO
REMAIN AND BE
PROTECTED, #11
LIMIT OF DISTURBANCE, TYP.
(2) GLEDITSIA TRIACANTHOS INERMIS 'SHADEMASTER' SHADEMASTER HONEYLOCUST - 3" CAL.
1 GLEDITSIA TRIACANTHOS INERMIS 'SHADEMASTER' SHADEMASTER HONEYLOCUST - 3" CAL.
SCALE:
TREE INVENTORY11"=30'
0'15'30'60'
16
C603
16
SCALE:
MITIGATION PLAN11"=30'
0'15'30'60'
1.WITHIN THE DRIP LINE OF ANY PROTECTED EXISTING TREE THERE SHALL BE NO CUT OR FILL OVER A FOUR-INCH
DEPTH UNLESS A QUALIFIED ARBORIST OR FORESTER HAS EVALUATED AND APPROVED THE DISTURBANCE.
2.ALL PROTECTED EXISTING TREES SHALL BE PRUNED TO THE CITY OF FORT COLLINS TREE MANAGEMENT STANDARDS
FOR THINNING AND CLEANING.
3.PRIOR AND DURING CONSTRUCTION, BARRIERS SHALL BE ERECTED AROUND ALL PROTECTED EXISTING TREES WITH
SUCH BARRIERS TO BE OF ORANGE FENCING A MINIMUM OF FOUR (4) FEET IN HEIGHT, SECURED WITH METAL
T-POSTS, NO CLOSER THAN SIX (6) FEET FROM THE TRUNK OR AT THE DRIP LINE, WHICH EVER IS GREATER, THERE
SHALL BE NO STORAGE OR MOVEMENT OF EQUIPMENT, MATERIAL, DEBRIS OR FILL WITHIN THE FENCED TREE
PROTECTION ZONE. MODIFICATION OF PROTECTIVE FENCE LOCATIONS TO ACCOMMODATE CONSTRUCTION
SHALL BE APPROVED BY THE CITY FORESTER PRIOR TO MOVING OR ERECTING A PROTECTIVE FENCE. WHERE THE DRIP
LINE OF TREES TOUCH OR OVERLAP, PLACE FENCE AROUND GROUPS OF TREES.
4.DURING CONSTRUCTION THERE SHALL BE NO CLEANING OF EQUIPMENT OR MATERIALS OR THE STORAGE AND
DISPOSAL OF WASTE MATERIAL SUCH AS PAINTS, OILS, SOLVENTS, ASPHALT, CONCRETE, MOTOR OIL OR ANY OTHER
MATERIAL HARMFUL TO THE LIFE OF A TREE WITHIN THE DRIP LINE OF ANY PROTECTED TREE OR GROUP OF TREES.
5.NO DAMAGING ATTACHMENTS, WIRES, SIGNS OR PERMITS MAY BE FASTENED TO ANY PROTECTED TREE.
TREE PROTECTION NOTES
7.CONSTRUCTION SHALL BE PERFORMED IN A MANNER TO NOT DAMAGE ANY EXISTING TREE. CLEARANCE PRUNING
OF ANY TREE ON SITE SHALL ONLY BE BY A FORT COLLINS LICENSED ARBORIST FOLLOWING CITY OF FORT COLLINS
TREE MANAGEMENT STANDARDS UNDER THE DIRECTION OF AN INTERNATIONAL SOCIETY OF ARBORICULTURE
CERTIFIED ARBORIST.
8.EQUIPMENT ACCESS/DRIVES SHALL BE POSITIONED TO MINIMIZE TRAVEL OVER THE ROOT SYSTEM OF ANY EXISTING
TREE. EQUIPMENT DRIVE LOCATIONS OVER THE ROOT SYSTEM OF ANY SIGNIFICANT TREE SHALL BE APPROVED BY THE
CITY FORESTER WITH REQUIREMENTS TO PROTECT THE SOIL FROM BEING COMPACTED.
9.LARGE PROPERTY AREAS CONTAINING PROTECTED TREES AND SEPARATED FROM CONSTRUCTION OR LAND
CLEARING AREAS, ROAD RIGHTS-OF-WAY AND UTILITY EASEMENTS MAY BE "RIBBONED OFF," RATHER THAN
ERECTING PROTECTIVE FENCING AROUND EACH TREE AS REQUIRED IN SUBSECTION (G)(#) ABOVE. THIS
MAY BE ACCOMPLISHED BY PLACING METAL T-POST STAKES A MAXIMUM OF FIFTY (50) FEET APART AND
TYING RIBBON OR ROPE FROM STAKE-TO-STAKE ALONG THE OUTSIDE PERIMETERS OF SUCH AREAS BEING
CLEARED.
6.THE INSTALLATION OF UTILITIES, IRRIGATION LINES OR ANY
UNDERGROUND FIXTURE REQUIRING EXCAVATION DEEPER
THAN SIX (6) INCHES SHALL BE ACCOMPLISHED BY BORING
UNDER THE ROOT SYSTEM OF PROTECTED EXISTING TREES AT A
MINIMUM DEPTH OF TWENTY-FOUR (24) INCHES. THE AUGER
DISTANCE IS ESTABLISHED FROM THE FACE OF THE TREE (OUTER
BARK) AND IS SCALED FROM THE TREE DIAMETER AT BREAST
HEIGHT AS DESCRIBED IN THE TREE PROTECTION CHART OF THE
FORT COLLINS LAND USE CODE SECTION 3.2.1.
NUMBER TYPE CALIPER CONDITION MITIGATION
1 ASH 12"POOR ++1
2 ASH 12"FAIR -+1
3 ASH 13"POOR ++1
4 ASH 13"FAIR -+2
5 ASH 12 1
2"POOR ++1
6 ASH 14"POOR +1
7 ASH 13"FAIR -+1
8 ASH 10 1
2"POOR +1
9 ASH 11"POOR ++1
10 ASH 13"POOR +1
11 ASH 4"UNDERSIZE N/A
TREE MITIGATION TABLE
TREES 3 AND 4 ARE BEING MITIGATED
AS PART OF THIS PROJECT, OTHER
TREES WILL BE MITIGATED AS NEEDED
Appendix C
URS Grading Plans
Appendix D
Ayres Associates Drainage Report, September 2015
ANHEUSER BUSCH
BOTTLING LINE EXPANSION
DRAINAGE REPORT
Prepared for
City of Fort Collins
700 Wood St
Fort Collins, Colorado 80521
3665 JFK Parkway, Building 2, Suite 100
Fort Collins, Colorado 80525
(970) 223-5556
Ayres Project No. 32-1859.00
September 2015
ANHEUSER BUSCH
BOTTLING LINE EXPANSION
DRAINAGE REPORT
Prepared for
City of Fort Collins
700 Wood St
Fort Collins, Colorado 80521
3665 JFK Parkway, Building 2, Suite 100
Fort Collins, Colorado 80525
(970) 223-5556
Ayres Project No. 32-1859.00
September 2015
1.1 Ayres Associates
TABLE OF CONTENTS
1. INTRODUCTION
1.1 Purpose
1.2 General Location & Description
1.3 Proposed Expansion
1.4 Background
2. DESIGN CRITERIA
2.1 General
2.2 Design Storm Frequencies
2.3 Drainage Basins
2.4 Hydrologic Criteria
2.5 Hydraulic Design
3. PROPOSED DRAINAGE DESIGN ELEMENTS
3.1 Low Impact Development BMP
3.1.1 Bioswale
3.1.2 Permeable Pavement
3.2 Water Quality BMP
3.2.1 Pond 425
3.2.2 Pond 430
4. MAINTENANCE STANDARD OPERATING PROCEDURES
4.1 Maintenance Routine
4.1.1 Pond 430 Bioswale
4.2 Permeable Pavement
4.3 Pond 425 Water Quality Plate & Forebay
5. CONSTRUCTION EROSION CONTROL AND ESCROW SECURITY
5.1 General Description
5.2 Stormwater Management Controls
5.3 BMP Selection
5.3.1 All Disturbed Soils
5.3.2 Vehicle Tracking of Sediment
5.3.3 Management of Contaminated Soils
5.3.4 Loading and Unloading Operations
5.3.5 Outdoor Storage Activities
5.3.6 Equipment Maintenance and Fueling
5.3.7 Significant Particulate Generating
5.3.8 Routine Maintenance Activities
5.3.9 On-site Waste Management
5.3.10 Concrete Washing
5.3.11 Dedicated Asphalt or Concrete Batch Plants
5.3.12 Non-industrial Waste Sources (worker trash and portable toilets)
5.3.13 Other Potential Spills
5.4 Vegetation & Soils
5.5 Escrow
6. CONCLUSION
1.2 Ayres Associates
APPENDIX – ........................................................................................................................ --
1. Calculation of a Peak Runoff Using Rational Method ‘UD-Rational v1.02a’ for
Bioswale
2. ‘UD-BMP_v3.03’ Design Procedure Form for Bioswale Sizing
3. Anheuser Busch Site Area Values Table
4. ‘UD-Detention_v2.34’ TAB ‘WQ’ - Pond 425 WQ Plate Size Calculation
5. ‘UD-Detention_v2.34’ TAB ‘WQ’ - Pond 430 Existing Conditions WQCV
6. ‘UD-Detention_v2.34’ TAB ‘WQ’ - Pond 430 Proposed Conditions WQCV
7. Pond 425 – WQCV Stage-Storage Table
8. Construction Erosion Escrow Calculation
9. Construction Plan Set
1.3 Ayres Associates
1. INTRODUCTION
1.1 Purpose
The purpose of this report is to present the drainage characteristics for the proposed expansion
of the Fort Collins Anheuser Busch Brewery. It will be shown that both Low Impact
Development (LIDs) Best Management Practices (BMPs) and Water Quality BMPs will be
implemented.
1.2 General Location & Description
This Drainage and Erosion Control report has been prepared for the Fort Collins Anheuser
Busch Brewery. The proposed construction occurs in Section 33, Township 8 North, Range
68, City Of Fort Collins, County Of Larimer, State of Colorado. A vicinity map for the project
area is included on the following page (Figure 1.1). The site is bounded by County Roads 50
& 52 (North/South) and by Interstate 25 & Burlington Northern Railroad (East/West).
1.3 Proposed Expansion
The proposed expansion at the Anheuser Busch Campus is being driven by a need for
additional trailer parking spaces, and a recent addition of a new canning line within the
brewery. One hundred twenty seven additional parking spaces and the necessary travel
lanes are being added. This is a total surface area of 223,000 square feet. Figure 1.2 shows
the locations of the new parking spaces.
1.4 Background
Much of the design and development of the Anheuser Busch (A-B) site was done prior to the
City’s current standards for low impact development (LID) best management practices (BMPs)
and water quality treatment (WQ). Other than water quality capture that was designed with
Pond 430 there is no other water quality treatment on the site.
During formal discussions with the City of Fort Collins staff it was decided that A-B can continue
to release at 100-year historic release rates from their detention ponds if they add LID BMPs
and water quality capture volume (WQCV). The agreed upon approach during discussions
included:
Removing a concrete flow pan in Pond 430 and replacing it with a Bio Swale
and pretreatment forebay.
Adding additional water quality volume in Pond 430 to account for the additional
impervious area that will be draining there.
Adding enough water quality volume in Pond 425 to treat all of the impervious
area that drains there plus an additional 100,000 ft2 of impervious area for future
expansion. This volume is accomplished by increasing the height of the current
outlet structure and adding a water quality plate.
Creating a forebay in Pond 425 by adding a concrete sill in the existing concrete
swale just south of CR 50.
Adding 15,230 ft2 of porous pavement at the welcome center.
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Figure 1.1-Vicinity Map
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Figure 1.2-Additional Parking Spaces on AB Campus
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Figure 1.3-SWMM Basin Boundaries from Anheuser Busch Master Plan (May 2009)
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2. DESIGN CRITERIA
2.1 General
The procedures, criteria and standards for stormwater management in this design comply
with the reference manual "City of Fort Collins Storm Drainage Design Criteria and
Construction Standards" and also “Urban Storm Drainage Criteria Manual” volumes 2 and
3.
2.2 Design Storm Frequencies
The proposed drainage BMPs were designed based on a design storm return period of 2-
years. This provides the needed means to maintain an orderly drainage system and treat
the runoff to UDFCD’s Water Quality Standards.
2.3 Drainage Basins
The site is approximately 420 acres. The site has been modeled with MODSWMM, for all
previous Master Plan updates. A portion of the MODSWMM basin map is shown on Figure
1.2. Basins 90 and 30, which encompass approximately 111 acres, drain to Pond 430.
Pond 430 has an existing WQ outlet structure designed to include water quality capture
volume (WQCV) for the area draining to it. Basins 91, 92, 93, 94, and 25, which
encompass approximately 309 acres, drain to Pond 425. Pond 425 as it exists today does
not have a WQCV structure.
2.4 Hydrologic Criteria
Ayres used the Anheuser Busch Company Master Drainage Plan (May 2009), survey
information, flown aerial topography, LIDAR and existing drainage structures to design the
necessary upgrades to the existing drainage features for the project site. Only existing
and established drainage ways were utilized in the design as found in the Master Plan,
which were verified by multiple field visits and survey.
Individual basin parameters were referenced from the Master Plan and supplemented with
LIDAR and survey. Basin areas were found using the existing SWMM model boundaries
from the Master Plan. Basin slopes were found using LIDAR supplemented with survey.
The existing percent impervious values were found using Civil3D line work drawn on
current georeferenced aerial imagery. Since a requirement for the project was to treat fifty
percent of the runoff caused by the proposed expansion with a LID BMP referencing
standard land use tables for percent impervious values was deemed not precise enough.
The peak basin runoff flows from the additional proposed conditions were calculated using
the UDFCD ‘UD-Rational v1.02a’ design spreadsheet. A NRCS Soil Type of D for the
entire site was used. The required Water Quality BMP treatment volume for the entire site
was calculated with these same parameters. The calculations were done with the UDFCD
‘UD-Detention_v2.34’ design spreadsheet.
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2.5 Hydraulic Design
Each component of drainage was looked at individually. LID BMPs (a bioswale &
permeable pavement), WQ BMPs, and the required additional storage volume for the
increased runoff.
3. PROPOSED DRAINAGE DESIGN ELEMENTS
3.1 Low Impact Development BMP
3.1.1 Bioswale
The City requires that 50 percent of the runoff due to new impervious area be mitigated
by a LID BMP. A bioswale was chosen to serve this need. The total new impervious area
being constructed with this expansion on the entire A-B site is 5.1 acres. The proposed
bioswale will be located in the upstream part of existing Pond 430 (located in basin 30).
Basins 90 & 30 are the two basins with the highest percentage of impervious area. By
placing the bioswale here it will have the greatest positive impact as it will accept the
highest levels of runoff from paved areas. This location also directly accepts runoff from
the tractor trailer parking area (which is the most highly trafficked parking area on the
entire site.) Since the total new impervious area being added is 5.1 acres, the total area
that requires treatment due to the proposed expansion is 2.55 acres. The area due to the
future 100,000 sq ft is 2.3 acres. Thus the bioswale is sized to handle the required 50%
of these proposed and future conditions. The bioswale is sized to handle 3.7 acres of 100
percent impervious area for a 2 year event. The peak flow rate for these parameters is
10.44 cfs. The residence time is 5.8 minutes. The calculations were done using the
UDFCD ‘UD-Rational_v1.02a’ Design Spreadsheet.
3.1.2 Permeable Pavement
The City’s requirements that a certain percentage of all new impervious area be
constructed in the form of a LID BMP will be implemented in the public and highly visible
area of the existing Anheuser Busch Welcome Center parking lot. This will be achieved
with the replacement of 0.5 acre of existing asphalt with permeable paver materials.
Permeable pavers allow water to infiltrate instead of collecting in the form of surface flow.
This allows for a higher level of local groundwater infiltration and lessons the peak flow
rates of the drainage basins they are located in. As this replaces existing 100 percent
impervious area with a highly pervious surface no additional drainage features or
upgrades to the current drainage system are needed in Basin 91.
3.2 Water Quality BMP
3.2.1 Pond 425
Pond 425 is located on the very south edge of the site and accepts runoff from the entire
site. From a UDFCD Water Quality standpoint it collects all untreated runoff. As the City’s
Water Quality standards now require that all runoff for proposed conditions be treated with
a WQ BMP Pond 425 is the ideal location to do so. The proposed improvements (including
the future 100,000 sq ft) result in an overall increase of percent impervious area from 21%
to 23%. Using the UDFCD ‘UD-Detention_v2.34’ design spreadsheet with inputs of 419
acres with 23% catchment imperviousness the resulting required WQ capture volume is
6.74 acre-ft. This volume of water is captured in Pond 425 at an elevation of 4,980.44 feet.
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This is 3.44 feet above the flow line of the existing outfall structure. The existing concrete
outfall structure will be increased in height to accommodate this elevation and a water
quality plate will be added. Using the same UD design spreadsheet the WQ Plate was
designed. Depth of the Water Quality Capture Volume (WQCV) above the lowest opening
is 3 feet. There are four openings separated 4 inches vertically. Each opening has an open
area of 9 square inches (2” H x 4.5” W). The peak release rate is 2.08 cfs. The time to
drain the pond of its maximum WQCV is 40 hours.
An additional WQ BMP that will be implemented is creating a forebay in the existing
concrete flow pan south of the CR50 box culverts. This will aid in the dropping of sediment
during low flow events as a form of pretreatment to Pond 425. Using the easily accessible
existing concrete pan will allow for an easy maintenance routine.
3.2.2 Pond 430
The additional runoff due to the proposed expansion (including the future 100,000 sq ft)
will be treated in Pond 430. Basins 90 & 30 drain to Pond 430. The additional required
capture volume will be graded into the pond downstream of the proposed bioswale. The
increased capture volume was found by comparing current conditions (45% Impervious)
volume requirements to proposed conditions (50% Impervious) volume requirements. The
volume required to capture the additional runoff is 0.2 acre-feet. No changes are being
made to the existing outlet structure.
4. MAINTENANCE STANDARD OPERATING PROCEDURES
4.1 SOP Maintenance Routine
Each drainage feature and BMP requires scheduled maintenance. To insure proper
maintenance of the system inspections will follow a monthly routine or after each rain
event. This inspection will be performed by an A-B representative and will allow for an
assessment of the health of the system. SOPs will follow the BMP specific guidelines
outlined in the Urban Drainage and Flood Control District (UDFCD) Urban Storm
Drainage, Criteria Manual – Volume 3 – Best Management Practices. BMP maintenance
guidelines are outlined in Chapter 6. Each proposed BMP has its own unique maintenance
items. Important items to be checked as part of the SOP are addressed below.
4.1.1 Pond 430 Bioswale
For the bioswale to maintain its function, maintenance items listed below will implemented:
Floatable debris present?
o Remove and dispose in an appropriate manner
Healthy vegetation during Spring, Summer & Fall seasons?
o Dead vegetation to be removed and area re-seeded
Underdrain system draining freely?
o If not, cleanouts will be utilized to unclog drains
Pond outlet draining freely?
o If not, obstructions will be removed
Pre-treatment forebay full of sediment?
o If sediment is higher than 1 foot below lowest opening sediment will
be removed and disposed of
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4.2 Permeable Pavement
Maintenance schedules will be followed based on the manufactures recommendations.
To remove the heaviest debris it is recommended that a street sweeper equipped with a
vacuum sweep the entire surface of the permeable pavers 1-2 times annually as required.
After each rain event it will be verified that the underdrains are functioning properly. If an
underdrain is clogged or suspected to be clogged appropriate action will be taken to
unclog them. Underdrain cleanouts are part of the proposed design.
4.3 Pond 425 Water Quality Plate & Forebay
The Water Quality Plate will be kept free of debris. This includes the 4 orifice openings. In
the event of any separation of the WQ Plate from the face of the structure it is bolted to
repairs will take place immediately. In the event that the WQ plate is overtopped and debris
in front of the existing outlet gate valve will be removed.
When enough sediment as accumulated to reach half the depth of the pre-treatment
forebay south of CR 50 the sediment will be removed and disposed of. This depth is
approximately 3 inches.
5. CONSTRUCTION EROSION CONTROL AND ESCROW
5.1 General Description
Pond 430 receives water from the west side of the Anheuser-Busch property. The pond
is covered in dry land vegetation with a concrete low flow channel running down the
thalweg of the pond. This pan is to be removed. The bottom of the pond is vegetated at
90% vegetation density. The sloped sides of the pond are less vegetated at 85%
vegetation density. Vegetation (as a surface area value) covers 95% of the pond. The
last 5% are covered by the low flow channel, grouted riprap and the outlet structure.
Total surface area of the pond is 2 acres. With the re-grading of the bottom of the pond,
and the installation of a BMP bio-swale it is appropriate to anticipate that the entire 2
acres of the pond will be disturbed by clearing, excavating and grading. The water
quality outlet for the pond has a gate valve. The intakes are four 2-inch PVC pipes
penetrating the box. All 4 pipes are on the same face. These PVC inlets will be protected
by a silt fence for the duration of construction activities. The pond drains to an existing
vegetated channel which drains into the regional Pond 425. The outlet structure gate
valve is in place to be closed in the event of a site contamination.
The impacts at the Visitor Center parking lot are limited to the removal of existing asphalt
which will be replaced with permeable pavement. The area being disturbed is under 0.5
acre. The existing visitor center percent impervious is 100%, as it is an asphalt parking
lot. The asphalt is being replaced 1:1 with permeable pavement, the proposed condition
percent impervious will be 50%. The subgrade soils will be excavated and hauled off.
Due to the constraints of the immediate site all haul vehicles will remain on the existing
asphalt that is not being removed. As a precaution there will be a truck wash out at the
exit from the parking lot to prevent tracking out soils. The entire parking lot drains to the
south so any runoff due to a rain event will be checked by a staked silt fence on the
south edge of the asphalt. This will prevent any sediment from washing into the existing
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drainage channel on the southern edge. Straw wattles will also be staked into the
thalweg of the drainage channel as a secondary line of protection.
The drainage pathways, as documented by the 2009 Anheuser Busch Master Drainage
Plan, will not change due to this project. All flow pathways will remain the same. All
potential water born pollutants due to a spill would flow into either the existing Pond 430
or existing Pond 425. The pollutants would arrive via existing drainage channels. Once
in either Pond 430 or Pond 425 the pollutants would be contained as standard practice is
to close the outfall gate valves in order to limit downstream contamination and to
cleanup. Both locations are easily accessed by tire or tracked equipment so cleanup
methods would not be limited by accessibility. Ultimately the entire site drains into Pond
425 which drains into the Larimer Weld Canal.
Water entering the site due to rainfall will have minimal impacts. The material being
removed from the visitor center parking lot will be hauled off as it is excavated. Once
enough material is removed the sub-grade gravel of the permeable pavement will be
placed and compacted. This gravel material is not highly susceptible to erosion with low
expected surface flow velocities due to rainfall. The material being removed from Pond
430 will be hauled off as it is removed. Surface velocities within Pond 430 are very slow
due to a gently sloped thalweg. Any material that erodes will be trapped by the ponds
outlet structure gate valve.
5.2 Stormwater Management Controls
Potential pollutant sources due to the construction activities are limited to spills during
re-fueling equipment and items listed in section 5.3 (5.3.1 to 5.3.13). To limit the damage
of a refueling accident, refueling will take place only on existing paved roads on the
Anheuser Busch facility. In the event of a spill, sorbent material designed for petroleum
spills will be dispersed to absorb the pollutant. The sorbent material will be collected and
disposed of in accordance to Larimer County regulations.
A Storm Water Management Plan Administrator will be named by the Contractor when
the construction contract is awarded.
5.3 BMP Selection
5.3.1. All Disturbed Soils
All disturbed soils in Pond 430 & and the Visitor Center parking lot will we hauled off as
they are removed. The gravel for the subgrade of the bioswale is a small enough
volume that it can be installed as it is delivered. No stock pile will be required. The same
is true for the subgrade of the bioswale. The bioswale media is a specialty material that
acts as a filter and will be installed directly from the delivery containers. No stockpile will
be required.
5.3.2 Vehicle Tracking of Sediment
The vehicles accessing the Visitor Center parking lot will remain on the existing asphalt
at all times. There is ample room for large equipment to enter, exit and to turn around on
the existing asphalt that is not being removed. As a precautionary measure a vehicle
track pad will be installed in the existing exit. This means that any vehicle exiting this
location will travel over the track pad. In the event of a rain event during construction
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water will run off to the south edge of the parking lot where a staked silt fence will be
installed for the entire duration of the project. For the Pond 430 location all delivery
trucks will stop at the edge of the pavement on the East side of the pond. Materials will
be transferred to or from the trucks at that location. A vehicle washout will be installed as
a precautionary measure and for when the equipment working inside the pond is ready
to come out.
5.3.3 Management of Contaminated Soils
There is no history of contaminated soils on the property nor are any materials being
used that would contaminate soils. If contaminated soils are encountered during
construction activities they will be disposed of in accordance with all applicable City of
Fort Collins and Larimer County regulations.
5.3.4 Loading and Unloading Operations
Contractors and site visitors will park at one of the existing parking lots to avoid causing
further disturbance to vegetated areas.
5.3.5 Outdoor Storage Activities
For the visitor center parking lot the building material deliveries will be scheduled so that
they can be installed as they are delivered to minimize the need for onsite storage. The
major materials are pre-cast concrete edging delivered by flatbed truck, gravel which can
be dumped into place from the delivery trucks and the permeable pavement bricks which
will be delivered by palette and installed as delivered. For the bioswale the materials are
the PVC underdrains which can be installed in one day and the bioswale media which
follows the installation of the underdrains.
5.3.6. Equipment Maintenance and Fueling
All equipment maintenance and fueling will take place on the existing asphalt parking
lots.
5.3.7 Significant Particulate Generating
The only potential source of significant particulate during the construction project is dust
from dry material being excavated. If the material is found to be excessively dry it can be
moistened to prevent wind born travel. No other significant particulate material is
expected.
5.3.8 Routine Maintenance Activities
Routine maintenance activities for the visitor center parking lot is limited to a vaccum
truck cleaning the surface of the permeable pavement and snow removal during winter.
This will not increase erosion in anyway. Maintenance activates in Pond 430 are limited
to floatable material removal. This has been traditionally limited to personal on foot
removing the limited amounts of material. Materials found have been plastic bottles, and
tumble weeds.
5.3.9 On-site Waste Management
Potential onsite waste generation due to construction activities is expected to be limited
to materials that can be disposed of in regular waste bins. There will be a waste bin
placed at both the visitor center parking lot and Pond 430.
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5.3.10 Concrete Washing
Minimal amounts of concrete are being used in this project so a portable or disposable
concrete washout station will be used. A product like Outpak Washout is recommended
or better practice. This will be located on the existing visitor center parking lot upstream
of the silt fence to capture material in the event of a spill. The use of this product will
prevent extra excavation and thus limit disturbing more vegetation.
5.3.11 Dedicated Asphalt or Concrete Batch Plants
No asphalt or concrete will be generated or mixed onsite.
5.3.12 Non-industrial Waste Sources (worker trash and portable
toilets)
Portable toilets will be placed on an existing parking lot in an area that will not be
disturbed. This area will be an area where the downstream flow path, in the unlikely
event of a spill, will be protected by the installed sediment BMPs to contain solid
materials.
5.3.13 Other Potential Spills
There are no other situations or procedures expected with the potential for a spill. The
only predicted materials that might need to be mitigated for are the soils that are being
excavated from the pond. The rubble from the concrete pan and the asphalt rubble being
removed will be hauled offsite. All the disturbance associated with Pond 430 will happen
within the pond bottom and the pond outlet will be protected by a staked silt fence.
5.4 Vegetation & Soils
The dominant soil type for the areas that are currently vegetated is Type D. The areas
that will be disturbed have a strong history of healthy vegetation so existing soils will be
used. No soil amendments outside of the proposed bioswale will be required to re-
establish vegetation. Half of the disturbed area will be replaced with the installation of a
vegetated bioswale. The bioswale soil layers will follow the City of Fort Collins
Bioretention Sand Media Specification and will be seeded with a wetland seed mixture.
The rest of the disturbed areas will be seeded with a transition seed mixture made up of
wetland seed and dryland seed allowing for the natural establishment of vegetation.
Seeds will be applied by hydromulching or a better practice.
As is required by the Colorado Department of Public Health and Environment (CDPHE)
State Stormwater Discharge Permit the vegetation disturbed by this project will need to
reach 70% of its pre-construction vegetation density as listed in section 5.1 of this report.
The Discharge Permit will remain in effect until the 70% density has been reached.
5.5 Escrow
The total area being disturbed by the drainage and water quality enhancements is under
3 acres and the protection methods employed are staked silt fences, straw wattles, and
a vehicle tracking control pad. The quantities for the construction erosion control design
and estimated costs based on RSMeans 2015 cost data are included in the spread
sheet. The spreadsheet is included in the Appendix.
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6. CONCLUSION
The Low Impact Development BMPs coupled with the Water Quality BMPs outlined in this
report will exceed the current City of Fort Collins requirements for the current expansion.
The BMPs make use of existing drainage features and enhance the Drainage Master Plan
used by the Anheuser Busch Fort Collins Brewing Plant. The placement of the Bioswale
gives the proposed vegetation the best chance of survival as it will see flows from all rain
event and puts it in a flow path to treat the runoff from the most heavily trafficked area of
the plant. The location of the permeable pavement not only reduces the amount of new
impermeable surface area but replaces existing asphalt. The decision to install the
permeable pavement in front of the Welcome Center also gives both Anheuser Busch as
well as the City of Fort Collins a highly public show case of both parties’ commitment to
pursue a higher level of green engineering and a commitment to the environment.
It is worth noting that AB’s decision to construct the LID BMPs and WQ BMPs for an
additional 100,000 square feet of 100% impervious area at this time will mean a much
higher level of treatment for the entire site until future additions are constructed. With the
current expansion adding only approximately 223,000 square feet the proposed drainage
BMPs will be treating almost 50% over the City of Fort Collins requirement.
Project Title:
Catchment ID:
I.Catchment Hydrologic Data
Catchment ID =30
Area =3.72 Acres
Percent Imperviousness =100.00 %
NRCS Soil Type =D A, B, C, or D
II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3
Design Storm Return Period, Tr =2 years (input return period for design storm)
C1 =28.50 (input the value of C1)
C2=10.00 (input the value of C2)
C3=0.786 (input the value of C3)
P1=0.93 inches (input one-hr precipitation--see Sheet "Design Info")
III.Analysis of Flow Time (Time of Concentration) for a Catchment
Runoff Coefficient, C =0.89
Overide Runoff Coefficient, C =0.89 (enter an overide C value if desired, or leave blank to accept calculated C.)
5-yr. Runoff Coefficient, C-5 =0.90
Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.)
Illustration
NRCS Land Heavy Tillage/Short Nearly Grassed
Type Meadow Field Pasture/Bare Swales/
Lawns Ground Waterways
Conveyance 2.5 5 7 10 15
Calculations:Reach Slope Length 5-yr NRCS Flow Flow
ID S L Runoff Convey-Velocity Time
Coeff ance V Tf
ft/ft ft C-5 fps minutes
input input output input output output
Overland 0.90 N/A 0.00 0.00
1 0.0130 1,000 20.00 2.28 7.31
2
3
4
5
1,000 Computed Tc =7.31
Regional Tc =15.56
User-Entered Tc =5.00
IV.Peak Runoff Prediction
Rainfall Intensity at Computed Tc, I =2.82 inch/hr Peak Flowrate, Qp =9.33 cfs
Rainfall Intensity at Regional Tc, I =2.07 inch/hr Peak Flowrate, Qp =6.87 cfs
Rainfall Intensity at User-Defined Tc, I =3.15 inch/hr Peak Flowrate, Qp =10.44 cfs
Calculated values for Tc & Qp are based on overide values entered for C & C-5.
(Sheet Flow)
20
Shallow Paved Swales
Sum
CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD
AB Bioswale Sizing
Pond 430 Bioswale
Paved Areas &
UD-Rational v1.02a - AB Bioswale.xls, Tc and PeakQ 4/30/2015, 12:32 PM
Sheet 1 of 1
Designer:
Company:
Date:
Project:
Location:
1.Design Discharge for 2-Year Return Period Q2 =10.50 cfs
2.Hydraulic Residence Time
A) : Length of Grass Swale LS =250.0 ft
B) Calculated Residence Time (based on design velocity below)THR= 5.8 minutes
3.Longitudinal Slope (vertical distance per unit horizontal)
A) Available Slope (based on site constraints)Savail =0.0034 ft / ft
B) Design Slope SD =0.0034 ft / ft
4.Swale Geometry
A) Channel Side Slopes (Z = 4 min., horiz. distance per unit vertical)Z =5.00 ft / ft
B) Bottom Width of Swale (enter 0 for triangular section)WB =40.00 ft
5.Vegetation
A) Type of Planting (seed vs. sod, affects vegetal retardance factor)
6.Design Velocity (0.833 ft / s maximum for desirable 5-minute residence time)V2 =0.72 ft / s
7.Design Flow Depth (1 foot maximum)D2 =0.35 ft
A) Flow Area A2 =14.6 sq ft
B) Top Width of Swale W T =43.5 ft
C) Froude Number (0.50 maximum)F = 0.22
D) Hydraulic Radius RH = 0.34
E) Velocity-Hydraulic Radius Product for Vegetal Retardance VR = 0.24
F) Manning's n (based on SCS vegetal retardance curve E for seeded grass)n = 0.059
G) Cumulative Height of Grade Control Structures Required HD =0.00 ft
AN UNDERDRAIN IS
8.Underdrain REQUIRED IF THE
(Is an underdrain necessary?)DESIGN SLOPE < 2.0%
9.Soil Preparation
(Describe soil amendment)
10.Irrigation
Notes:
Design Procedure Form: Grass Swale (GS)
Florian Fiebig
Ayres Associates
April 30, 2015
Anheuser Busch Canning Line Expansion - Pond 430 Bioswale
Anheuser Busch Fort Collins Plant Drainage Pond 430
Choose One
Temporary Permanent
Choose One
Grass From Seed Grass From Sod
Choose One
YES NO
UD-BMP_v3.03 - AB BioSwale.xlsm, GS 4/30/2015, 12:41 PM
ELEV
AREA
(sq. ft.)
DEPTH
(ft)
AVG END
INC. VOL.
(cu. ft.)
AVG END
TOTAL VOL.
(cu. ft.)
AVG END
TOTAL VOL.
(Acre. ft.)
CONIC
INC. VOL.
(cu. ft.)
CONIC
TOTAL VOL.
(cu. ft.)
CONIC
TOTAL VOL.
(Acre. ft.)
4,977.00 0 0 0 0 0 0 0 0 Outlet Structure Invert
4,977.50 0 0 0 0 0 0 0 0
4,978.00 0 0 0 0 0 0 0 0
4,978.50 0 0 0 0 0 0 0 0
4,979.00 4,913.91 0 0 0 0 0 0 0
4,979.50 49,212.58 0.5 13531.62 13531.62 0.31064325 11612.88 11612.88 0.26659504
4,980.00 118,942.19 0.5 42038.69 55570.31 1.27571878 40777.1 52389.98 1.20270845
4,980.44 6.74 Top of WQ Plate
4,980.50 323,241.96 0.5 110546.04 166116.35 7.42061433 106377.25 158767.23 3.64479408
4,981.00 577,793.32 0.5 225258.82 391375.17 8.9847376 222200.14 380967.36 8.74580716
4,981.50 667,261.41 0.5 311263.68 702638.86 16.1303687 310995.46 691962.82 15.8852805
4,982.00 712,436.52 0.5 344924.48 1047563.34 24.0487452 344862.83 1036825.66 23.802242
Pond 425 - STAGE STORAGE TABLE (WQCV)
Project:
Basin ID:
WQCV Design Volume (Input):
Catchment Imperviousness, Ia =23.0 percent
Catchment Area, A =419.00 acres Diameter of holes, D =inches
Depth at WQCV outlet above lowest perforation, H =3 feet Number of holes per row, N =
Vertical distance between rows, h =4.00 inches
Number of rows, NL =4.00
Orifice discharge coefficient, Co =0.61 Height of slot, H =2.00 inches
Slope of Basin Trickle Channel, S =0.004 ft / ft Width of slot, W =4.50 inches
Time to Drain the Pond =40 hours
Watershed Design Information (Input):3
Percent Soil Type A =0 %
Percent Soil Type B =0 %
Percent Soil Type C/D =100 %
Outlet Design Information (Output):
Water Quality Capture Volume, WQCV =0.161 watershed inches
Water Quality Capture Volume (WQCV) =5.617 acre-feet 2.00
Design Volume (WQCV / 12 * Area * 1.2) Vol =6.740 acre-feet
Outlet area per row, Ao =9.33 square inches
Total opening area at each row based on user-input above, Ao =9.00 square inches
Total opening area at each row based on user-input above, Ao =0.063 square feet
3
Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 S
4977.00 4977.33 4977.67 4978.00 Flow
4977.00 0.0000 0.0000 0.0000 0.0000 0.00
4977.20 0.1368 0.0000 0.0000 0.0000 0.14
4977.40 0.1935 0.0809 0.0000 0.0000 0.27
4977.60 0.2370 0.1590 0.0000 0.0000 0.40
4977.80 0.2737 0.2097 0.1103 0.0000 0.59
4978.00 0.3060 0.2504 0.1758 0.0000 0.73
4978.20 0.3352 0.2854 0.2227 0.1368 0.98
4978.40 0.3620 0.3165 0.2614 0.1935 1.13
4978.60 0.3870 0.3448 0.2950 0.2370 1.26
4978.80 0.4105 0.3709 0.3252 0.2737 1.38
4979.00 0.4327 0.3954 0.3528 0.3060 1.49
4979.20 0.4538 0.4184 0.3784 0.3352 1.59
4979.40 0.4740 0.4402 0.4024 0.3620 1.68
4979.60 0.4933 0.4610 0.4250 0.3870 1.77
4979.80 0.5120 0.4808 0.4465 0.4105 1.85
4980.00 0.5299 0.4999 0.4670 0.4327 1.93
4980.20 0.5473 0.5183 0.4866 0.4538 2.01
4980.40 0.5641 0.5361 0.5055 0.4740 2.08
4980.60 0.5805 0.5533 0.5237 0.4933 2.15
4980.80 0.5964 0.5699 0.5413 0.5120 2.22
4981.00 0.6119 0.5861 0.5583 0.5299 2.29
4981.20 0.6270 0.6019 0.5748 0.5473 2.35
4981.40 0.6418 0.6172 0.5909 0.5641 2.41
4981.60 0.6562 0.6322 0.6065 0.5805 2.48
4981.80 0.6703 0.6469 0.6218 0.5964 2.54
4982.00 0.6841 0.6612 0.6366 0.6119 2.59
4982.20 0.6977 0.6752 0.6512 0.6270 2.65
4982.40 0.7110 0.6889 0.6654 0.6418 2.71
4982.60 0.7240 0.7024 0.6793 0.6562 2.76
4982.80 0.7368 0.7156 0.6930 0.6703 2.82
4983.00 0.7494 0.7285 0.7063 0.6841 2.87
4983.20 0.7618 0.7413 0.7195 0.6977 2.92
4983.40 0.7740 0.7538 0.7324 0.7110 2.97
4983.60 0.7860 0.7661 0.7450 0.7240 3.02
4983.80 0.7978 0.7782 0.7575 0.7368 3.07
4984.00 0.8095 0.7902 0.7698 0.7494 3.12
4984.20 0.8210 0.8019 0.7818 0.7618 3.17
4984.40 0.8323 0.8135 0.7937 0.7740 3.21
4984.60 0.8435 0.8249 0.8054 0.7860 3.26
4984.80 0.8545 0.8362 0.8170 0.7978 3.31
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Row 24
Central Elevations of Rows of Holes in feet
Collection Capacity for Each Row of Holes in cfs
STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Anheuser Busch Bottling Line Expansion
Anheuser Busch - Entire Site WQCV
UD-Detention_v2.34_A-B_Pond425 for ALL_SWMM_Basins.xls, WQCV 4/30/2015, 12:33 PM
Worksheet Protected
Project:
Basin ID:
STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Anheuser Busch Bottling Line Expansion
Anheuser Busch - Entire Site WQCV
4976.00
4977.00
4978.00
4979.00
4980.00
4981.00
4982.00
4983.00
4984.00
4985.00
4986.00
0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50
St
a
g
e
(
f
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Discharge (cfs)
STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE
UD-Detention_v2.34_A-B_Pond425 for ALL_SWMM_Basins.xls, WQCV 4/30/2015, 12:33 PM
Project:
Basin ID:
WQCV Design Volume (Input):
Catchment Imperviousness, Ia =45.0 percent
Catchment Area, A =111.00 acres Diameter of holes, D =inches
Depth at WQCV outlet above lowest perforation, H =1 feet Number of holes per row, N =
Vertical distance between rows, h =4.00 inches OR
Number of rows, NL =1.00
Orifice discharge coefficient, Co =0.61 Height of slot, H =inches
Slope of Basin Trickle Channel, S =0.006 ft / ft Width of slot, W =inches
Time to Drain the Pond =40 hours
Watershed Design Information (Input):1
Percent Soil Type A =0 %
Percent Soil Type B =0 %
Percent Soil Type C/D =100 %
Outlet Design Information (Output):
Water Quality Capture Volume, WQCV =0.252 watershed inches
Water Quality Capture Volume (WQCV) =2.333 acre-feet 0.00
Design Volume (WQCV / 12 * Area * 1.2) Vol =2.799 acre-feet
Outlet area per row, Ao =7.80 square inches
Total opening area at each row based on user-input above, Ao =0.00 square inches
Total opening area at each row based on user-input above, Ao =0.000 square feet
3
Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 S
0.00 Flow
4992.00 0.0000 0.00
4992.10 0.0000 0.00
4992.20 0.0000 0.00
4992.30 0.0000 0.00
4992.40 0.0000 0.00
4992.50 0.0000 0.00
4992.60 0.0000 0.00
4992.70 0.0000 0.00
4992.80 0.0000 0.00
4992.90 0.0000 0.00
4993.00 0.0000 0.00
4993.10 0.0000 0.00
4993.20 0.0000 0.00
4993.30 0.0000 0.00
4993.40 0.0000 0.00
4993.50 0.0000 0.00
4993.60 0.0000 0.00
4993.70 0.0000 0.00
4993.80 0.0000 0.00
4993.90 0.0000 0.00
4994.00 0.0000 0.00
4994.10 0.0000 0.00
4994.20 0.0000 0.00
4994.30 0.0000 0.00
4994.40 0.0000 0.00
4994.50 0.0000 0.00
4994.60 0.0000 0.00
4994.70 0.0000 0.00
4994.80 0.0000 0.00
4994.90 0.0000 0.00
4995.00 0.0000 0.00
4995.10 0.0000 0.00
4995.20 0.0000 0.00
4995.30 0.0000 0.00
4995.40 0.0000 0.00
4995.50 0.0000 0.00
4995.60 0.0000 0.00
4995.70 0.0000 0.00
4995.80 0.0000 0.00
4995.90 0.0000 0.00
4996.00 0.0000 0.00
4996.10 0.0000 0.00
4996.20 0.0000 0.00
4996.30 0.0000 0.00
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Row 6
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Row 7
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Row 8
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Row 9
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Row 12
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Row 15
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Row 20
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Row 21
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Row 22
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Row 23
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Area
Row 24
Central Elevations of Rows of Holes in feet
Collection Capacity for Each Row of Holes in cfs
STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Anheuser Busch Bottling Line Expansion
SWMM Basins 90 & 30 Existing Conditions
UD-Detention_v2.34_A-B_Pond430_Existing.xls, WQCV 4/30/2015, 12:35 PM
Project:
Basin ID:
WQCV Design Volume (Input):
Catchment Imperviousness, Ia =50.0 percent
Catchment Area, A =111.00 acres Diameter of holes, D =inches
Depth at WQCV outlet above lowest perforation, H =1 feet Number of holes per row, N =
Vertical distance between rows, h =4.00 inches OR
Number of rows, NL =1.00
Orifice discharge coefficient, Co =0.61 Height of slot, H =inches
Slope of Basin Trickle Channel, S =0.006 ft / ft Width of slot, W =inches
Time to Drain the Pond =40 hours
Watershed Design Information (Input):1
Percent Soil Type A =0 %
Percent Soil Type B =0 %
Percent Soil Type C/D =100 %
Outlet Design Information (Output):
Water Quality Capture Volume, WQCV =0.271 watershed inches
Water Quality Capture Volume (WQCV) =2.503 acre-feet 0.00
Design Volume (WQCV / 12 * Area * 1.2) Vol =3.004 acre-feet
Outlet area per row, Ao =8.34 square inches
Total opening area at each row based on user-input above, Ao =0.00 square inches
Total opening area at each row based on user-input above, Ao =0.000 square feet
3
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Central Elevations of Rows of Holes in feet
Collection Capacity for Each Row of Holes in cfs
STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Anheuser Busch Bottling Line Expansion
SWMM Basins 90 & 30 Proposed Conditions
UD-Detention_v2.34_A-B_Pond430_Proposed.xls, WQCV 4/30/2015, 12:36 PM
ELEV
AREA
(sq. ft.)
DEPTH
(ft)
AVG END
INC. VOL.
(cu. ft.)
AVG END
TOTAL VOL.
(cu. ft.)
AVG END
TOTAL VOL.
(Acre. ft.)
CONIC
INC. VOL.
(cu. ft.)
CONIC
TOTAL VOL.
(cu. ft.)
CONIC
TOTAL VOL.
(Acre. ft.)
4,977.00 0 0 0 0 0 0 0 0 Outlet Structure Invert
4,977.50 0 0 0 0 0 0 0 0
4,978.00 0 0 0 0 0 0 0 0
4,978.50 0 0 0 0 0 0 0 0
4,979.00 4,913.91 0 0 0 0 0 0 0
4,979.50 49,212.58 0.5 13531.62 13531.62 0.31064325 11612.88 11612.88 0.26659504
4,980.00 118,942.19 0.5 42038.69 55570.31 1.27571878 40777.1 52389.98 1.20270845
4,980.44 6.74 Top of WQ Plate
4,980.50 323,241.96 0.5 110546.04 166116.35 7.42061433 106377.25 158767.23 3.64479408
4,981.00 577,793.32 0.5 225258.82 391375.17 8.9847376 222200.14 380967.36 8.74580716
4,981.50 667,261.41 0.5 311263.68 702638.86 16.1303687 310995.46 691962.82 15.8852805
4,982.00 712,436.52 0.5 344924.48 1047563.34 24.0487452 344862.83 1036825.66 23.802242
Pond 425 - STAGE STORAGE TABLE (WQCV)
Project:Disturbed Acres:3.00
EROSION CONTROL BMPs Units
Estimated
Quantity
Unit
Price
Total
Price
L.F.470 $2.11 $991.70
10 $4.50 $45.00
1 $1,000.00 $1,000.00
Sub-Total:$2,036.70
1.5 x Sub-Total:$3,055.05
Amount of security:$3,055.05
Total Acres x Price/acre:$3,000.00
$1,000.00 Sub-Total:$3,000.00
1.5 x Sub-Total:$4,500.00
Amount to Re-seed:$4,500.00
Minimum escrow amount:$3,000.00
Erosion Control Escrow:$4,500.00
Miniumum Escrow Amount
Ayres Scoped Areas for AB Expansion
Unit Price of Seeding per acre:
“The amount of the security must be based on one and one-half times the estimate of the cost to install the approved measures, or one and one-half times
the cost to re-vegetate the disturbed land to dry land grasses based upon unit cost determined by the City's Annual Revegetation and Stabilization Bid,
whichever is greater. In no instance, will the amount of security be less than one thousand five hundred dollars ($1,500) for residential development or three
thousand dollars ($3,000) for commercial development”
(add all other BMPs for the site in this list)
Final Escrow Amount
Wattle
Erosion and Sediment Control Escrow/Security Calculation
for The City of Fort Collins
BMP Amount
Silt Fence (SF)
Vehicle Tracking Control (VTC)
Reseeding Amount
9/9/2015 3:21 PM F:\32-1859.00 A-B Expansion\Report To City\Escrow & Accomp Drainage\Ayres Areas for AB Expansion Escrow.xls