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COMMERCIAL, MULTI -FAMILY AND SUBDIVISION
CERTIFICATION FORM & CHECKLIST
(Overall Site Drainage)
(Project Name)
04/11/16
(Date)
(For Commercial or Multi -family, please list any applicable building permit numbers)
Please fill in all applicable items in this Certification Form for Commercial, Multi -Family and Overall Single Family
sites. A copy of the approved grading plan must be submitted with the as -built grading plan. (It is preferred to
have the as -built elevations written in red next to the approved elevations)
Use "OK" for items checked or actual numbers for items verified/surveyed in the field.
OK does not necessarily indicate conformance with the design, only that the as -built information was obtained.
See the Engineer's report for issues of conformance.
Use "N/A" for items that are not applicable to the site that is being certified.
Note: N/O = Not Observed.
Please provide an As -Built Redlined or Mylar drawing showing the following:
A. Detention, Drainage Facilities, and Common Open Spaces
1. Pond Certification
Provide Topographic Records (grading certification with as —built spot elevations) and Volume Verification
Calculations. Show both the proposed and as -built elevations on the same plan sheet. OK
Provide Pond Cross -Sections and Spot Elevations (especially @ Pond Embankment and Pond Flow Line) OK
Positive Fall to Pan (if applicable) OK
General Pond Grading including all Side -Slopes OK
Invert Elevation OK
Forebay Construction and Elevation N/A
Spillway Weir (Location, Elevation, Height, Opening Width) OK
Placement and size of riprap or alternative permanent erosion control measures OK —N O
Orifice Plate and/or Water Quality Outlet Structure Installation OK
Water Quality Capture Volume (Volume Required, Volume Provided and Water Surface Elevation) OK
Berm and Embankment Compaction Level OK
Subsurface Media for Water Quality Ponds and Swales N O
12/12/2014 Revision — Page 1 of 5
2. Swales
Location (are they within easement?) OK
Dimension and Cross -Section Verification OK
Longitudinal Slopes and Side -Slopes OK
Spot Elevations OK
Permanent Erosion Control Measures (drop structures N/A. riprap OK, lining N O
Tie-in to Storm Lines, Pans, Curbs, or other appurtenances OK
Required Minimum Freeboard, Provided Freeboard OK
Landscaping Infringement on Flow Line? N O
3. Pioes
Size and Type OK
Slopes (As -Built and comparison to 0.4% Minimum) OK
Pipe Capacity Calculations (if slopes are significantly altered from design) N/A
Invert Elevations OK
Installation and Backfill N O
Cover N O
Encasement and Clearance from other nearby utility lines N O
Joints Type and construction N O
4. Concrete Pan Channels
Size OK
Slope OK
Cross Section OK
Thickness N O
Elevations OK
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12/12/2014 Revision — Page 2 of 5
S. Inlets
Size and Type OK
Size of Opening (or name of Standard Detail used) OK
Grate Elevation OK
Invert Elevation OK
Box Size OK
6. Street Cross -Pans
Size OK
Type OK
Grade OK
Elevations OK
Cross -Sectional Depth OK
Tie-in to Curb and Gutter OK
7. Culverts
Size OK
Type OK
Invert Elevations OK
Headwalls or Wing Walls OK
8. Sub -Drains
Size N O
Type (Perforated/Solid) N O
Cover N O
Backfill N 0
Geo-Textile Liners N 0
Clean -Outs N 0
City of
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12/12/2014 Revision — Page 3 of 5
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9. Curb Cuts
Size OK
Tie-in to Swale, Pipe or other appurtenances OK
10. Common Open Spaces
Overall grading contours of open spaces OK
Spot elevations adjacent to private lots (property corners) OK
B. Low Impact Development (LID) Certification Not Applicable
1. LID Technique Specific Checklists (see attached)
Permeable Interlocking Concrete Pavers (complete if technique utilized on site) N/A
Bioretention Cells (complete if technique utilized on site) N/A
C. Grading Certification Not Applicable
1. Certification of Grade Elevations
Minimum Opening Elevations
Top of Foundation Elevations
Comparison to 100-year Water Service Elevations
Comparison to Freeboard Elevations and Base Floodplain Elevations — BFE
2. Verification of Site Grading
Engineer to evaluate site grading compliance with the approved grading plan. OK
As -built elevations are to be redlined onto the approved grading plan sheet showing the as -built
spot elevations next to the design spot elevations so compliance can be verified and documented.
OK
12/12/2014 Revision — Page 4 of 5
F6rt Collins
D. Post -Construction Site Cleanup Not Observed
1. Permanent BMP Measures
Construction Debris Clean -Up (In particular debris affecting the drainage)
Smoothing of Ruts in all Construction Areas
Reseeding of all Areas Affected by Construction Activities (Usually enforced by the City's Erosion Control
Inspector but the engineer certifying the site needs to notify the contractor if areas are not seeded)
E. Statement of Compliance
This certification is signed and stamped and by signing this form the Engineer attests that both he and
personnel acting under his direct charge have inspected the site and that to the best of his knowledge the as -built
conditions of the drainage facilities are as described in the above form, and in the attached report and in the As -
Built plans enclosed.
Failure to properly disclose all known information could result in the rejection of this certification and
prevent the release of any and all Stormwater Utility permit holds on Building Permits and/or Certificates of
Occupancy within this development.
F. Signature and Stamp by a Colorado Registered Professional Engineer
Engineer's contact information
Gary T. Whitt, PE CivilArts, Inc.
gwhittCcDcivilarts.us 1500 Kansas Ave, Suite 2E
303-682-1131 Longmont, CO 80501
12/12/2014 Revision — Page 5 of 5
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Construction Inspection Checklist for Permeable Interlocking Concrete Pavers
Item/Activity Yes I No I N/A Documentation/Submittal Requirements
Excavation
Post -excavation infiltration rates are consistent with
design infiltration capacity (for "full or partial
infiltration' designs)
Impermeable Liner
Impermeable liner meets designspecifications
Impermeable liner attached to concrete perimeter wall
Im rmeablc liner is not exposed
Any Penetrations of the impermeable liner have been
sealed and checked for water -tightness.
Concrete Cut -Off Wall
Meets Specifications for:
- Dimensions
- Reinforcement
- Footings
Underdrain System
Underdrain pipe is per design specifications
At least one cleanout is provided per underdrain lateral
Cleanout pipe is not perforated
Cleanouts covers are installed and watertight
Underdrain is NOT wrapped in gcotextile fabric
Underdrain orifice plate installed at outlet structure
Underdrain integrity tested after backfilling using TV
and/or water test
Aggregate
Base coarse (e.g. #2/4 has 90% fractured faces
Bedding coarse e.. #89 is thoroughly washed
Subbase materials are installed and compacted according
to manufacturer specifications
Protection During Construction
12/122014 Revision —Page 1 of
PICP area is protected from construction site sediment,
including runoff from the upstream catchment and
construction equipment traffic.
Close Out
Upstream catchment is stabilized prior to diverting runoff
into PICP system
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12/122014 Revision — Page 2 of 2
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Construction Inspection Checklist for Bioretention Cells
Item/Activity Yes I No I N/A Documentation/Submittal Requirements
Excavation
Heavy equipment did not travel over bioretention cell
during excavation
Bottom of cell was "ripped" after excavation
Photograph before/after "ripping".
Bottom of cell is flat and level
Photograph
Excavated area is protected/surrounded by
sediment/runoff control BMPs during construction
Photograph
Inlet
Inlet invert elevation is at least 3 inches above
containment wall/berm
Measuretrecord distance between inlet and top of
containment wall/berm
Upstream catchment drains to inlet
Foreba
Forebay is installed according to design specifications
Forebay has flat, concrete bottom
Outlet Structure/Overflow
Outlet structure/overflow elevation is confirmed
Measure/record distance from overflow to top of
media filter
Impermeable Liner
Impermeable liner meets design specifications
Impermeable liner attached to concrete perimeter wall
Impermeable liner is not exposed
Underdrain S stem
Underdrain pipe is per design specifications
At least one cleanout is provided per underdrain lateral
Cleanout pipe is not perforated
Cleanouts covers are installed and watertight
Underdrain is NOT wrapped in geotextile fabric
Underdrain orifice plate installed at outlet structure
Underdrain integrity tested after backfilling using TV
and/or water test
12/122014 Revision — Page I oft
City of
Fortes `� C
Filter Media
Filter media composition is per design specifications
Filter media was "machine mixed" by supplier prior to
delivery
Filter media installed flat and level
Other Structural Com onents
Containment wall/berm is continuous and level
Landscaping
Final landscaping does NOT include sod
Final landscaping wood/rock mulch is flat and level
Vegetation is planted according to landscape design
specifications
Verify that weed barrier is not installed
Temporary irrigation installed
If N/A, then verify that permanent irrigation is
installed to establish/maintain vegetation
Close Out
Upstream catchment stabilized prior to diverting runoff
into bioretention cell
12/122014 Revision —Page 2 of 2
Bella Vira
in
Fort Collins, Colorado
Overall Site Drainage Certification
Engineer's Report of
Issues of Conformance
Prepared for:
Richmond American Homes
4350 S. Monaco St.
Denver, CO 80237
Prepared by.
UV
CIVILARTS
1500 Kansas Ave., Suite 2-E
Longmont, Colorado 80501
303-682-1131
April 24, 2015
First Revision April 26, 2016
Second Revision December 16, 2016
Overall Site Drainage Certification Engineer's Report of Issues of Conformance
Detention Ponds
Detention Pond #1 is generally built in conformance with the design plan with the following
exceptions and comments:
1) The approved Plans did not anticipate wingwal Is for the outlet structures which were
subsequently requested by the City in May, 2015. These walls have been constructed in
substantial conformance with the shop drawings issued by this office as far as we can
ascertain by an as -built survey of the above ground portion of the walls. The dirt backfill
required by these walls has affected the volumes reported previously in that the volume
of dirt backfill required has diminished water volumes at all levels.
2) The 100-year volume is achieved at water surface elevation 5122.83 (5122.08 Plan). The
Plan anticipates 6" of freeboard between the 100-year water surface and the top of the
- ---- - - — outlet structure. _With the -top of the outlet structure at 5122.54 it is 3-1/2" lower than the
100 year volume. The most, likely reason for the deficiency is the fact that the bottom of
the -pond is_ between 2" and 3" too high, the top of the outlet box is slightly low, and the
- .wingwall backfill has significantly diminished this volume. The volume at 5122.54 is
approximately 62,687 cu. ft. (69,696 cu. ft. Plan).
--:3)'.-Pond Cross Sections and Spot Elevations are shown on Detail Sheets 7 and 4
respectively.
4) There is no pan in Pond # 1.
5)=-The pond grading and side slopes are in general conformance with the plan, the design
side -slopes being 4.25: F and the as constructed side slopes averaging 4.5:1. The invert
elevation of the pond as shown on as -built Sheet 48 of 50 is approximately 3" higher than
plan consistent with the bottom of the pond being slightly high.
6) There is no Forebay.
7) The spillway weir is significantly different than the plan, but the plan itself is
significantly flawed in this regard. The detail on Sheet 48 of 50 of the plan indicates a
one foot drop in 4 feet either side of a 24-foot wide weir planned at elevation 5123.25.
The Drainage Report anticipates a minimum 0.75 foot rise from where the weir begins to
operate at elevation 5123.25 to the computed outflow elevation of 5124.0. This weir has
a pedestrian trail overlaid per the approved design plan. The 4:1 slope for a pedestrian
trail is not in conformance with ADA and Fair Housing requirements and the sidewalk
was built per the Final Grading plan (Sheet 13 of 50) per the instructive notes on the plan.
In the remediation plan of May, 2015, the owner agreed to raise the sidewalk at the
southeasterly corner of the Pond to an elevation of 5124.25 in order to better obtain the
required freeboard and not have the Pond spill in areas other than the spillway. This has
been accomplished the lowest elevation reported herein being 5124.24. The weir was
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Overall Site Drainage Certification Engineer's Report of Issues of Conformance .
reconstructed in June, 2015. It was planned to have a 12:1 weir slope for the 1-foot drop
in compliance with ADA. This did not happen. After the sidewalk was re -constructed
the low point of the weir continues to be built higher than plan (the low point being
5123.84 and much shallower (approximately 5-6" vs. 1.0 foot) and being approximately
22.6 feet wide (24 feet -Plan). As a result, the capacity of the overflow weir is better, but
still less than the computed outflow rate presented in Table A.11.2 of the approved Final
Drainage Report. The riprap installation was staked per the remediation plan of May,
2015 to encompass the entire width of the spillway to the toe of the slope of the Regional
Detention Pond. The rip -rap was buried at the time of survey as -built and its extent and
depth have not been confirmed. Spillway weir elevations are as shown on Detail Sheet 7.
8) As stated above the placement of the riprap was staked to cover the entire spillway but
has not been confirmed.
9) The orifice plate.of the Water Quality Outlet Structure and the Structure itself are built in
—-relatively-good-conformance with the design. See Sheet 48 of 50 for the details.
Y 10) The Water.Quality Volume as constructed is 10,020 cu. ft. at elevation of 5119.36.
Water.Quality:Volume is supposed to be 10,020 cu. ft. per the drainage report.
-- - -_-- _ -.: -.1.1) The -Berm and Embankment Compaction Levels are conforming based on test results
provided by the Developer and performed by CTL Thompson on January 29, 2015.
-.:=.--12)The:installation of.the Subsurface Media for the Ponds and Swales was not observed.
- Detention Pond #2 is generallybuilt in conformance with the design plan with the following
exceptions:
1) The approved Plans'did not anticipate wingwalls for the outlet structures which were
subsequently requested by the City in May, 2015. These walls have been constructed in
substantial conformance with the shop drawings issued by this office as far as we can
ascertain by an as -built survey of the above ground portion of the walls. The dirt backfill
required by these walls has affected the volumes reported previously in that the volume
of dirt backfill required has diminished water volumes at all levels.
2) The 100-year volume is achieved at water surface elevation 5122.56 (5122.22 Plan). The
Plan anticipates 6" of freeboard between the 100-year water surface and the top of the
outlet structure whereas the as constructed freeboard is approximately 3/4". The most
likely reason for the deficiency is the fact that the wingwalls and dirt backfill were not
anticipated and the top of the outlet box is slightly low.
3) Pond Cross Sections and Spot Elevations are shown on Detail Sheets 8 and 3
respectively.
4) There is no pan in Pond #2.
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Overall Site Drainage Certification Engineer's Report of Issues of Conformance
5) The pond grading and side slopes are in general conformance with the plan, the design
side slopes being 4.25:1 and the as constructed side slopes averaging 4:1.
6) The invert elevation of the pond is approximately 3" higher than plan.
7) There is no Forebay.
8) The spillway weir is significantly different than the plan. The detail on Sheet 48 of 50 of
the plan indicates a one foot drop in 4 feet either side of a 24-foot wide weir planned at
elevation 5123.5. The constructed low point of the weir is at elevation 5122.95 and
therefore the outlet structure (elevation 5122.62) will now operate before the emergency
overflow does. The outlet structure should perform as planned. The weir is 29.1 feet
wide between an elevation of 5123.22 and 5123.68 and below. It rises 0.91 feet in 5.8
feet of width on the north side and rises 1.10 feet in 19.4 feet of width on the south side
(or 0.37 feet in the south 11.3 feet). Additional material was recently placed on the
previously deficient embankment areas to an elevation of between 5124.0 and 5124.6.
-- — ------ Spillway weir elevations are as shown on Detail Sheet 8.
9)._ The -rip -rap located at and below the weir is now buried and was not observed.
10):The orifice.plate-of.the Water. Quality Outlet Structure and the Structure itself are built in
—relatively good conformance with the design. See Sheet 48 of 50 for the details.
11) The -Water Quality Volume as constructed is 2,113 cu. ft. to the as -built water quality
elevation-of_5118..21- This exceeds the volume computed from the Plan contours at 1,160
- - =- _ -- cu: ft. and the volume from the Drainage Report at 1,260 cu. ft.
12) The -Berm and Embankment Compaction Levels are conforming based on test results
provided by the Developer and performed by CTL Thompson on February 2, 2015.
-- - _ -- 13) The installation of the Subsurface Media for the Ponds and Swales was not observed.
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Overall Site Drainage Certification Engineer's Report of Issues of Conformance
Detention Pond #3 is generally built in conformance with the design plan with the following
exceptions:
1) The approved Plans did not anticipate wingwalls for the outlet structures which were
subsequently requested by the City in May, 2015. These walls have been constructed in
substantial conformance with the shop drawings issued by this office as far as we can
ascertain by an as -built survey of the above ground portion of the walls. The dirt backfill
required by these walls has affected the volumes reported previously in that the volume
of dirt backfill required has diminished water volumes at all levels.
2) The 100-year volume is achieved at water surface elevation 5136.07 (5136.00 Plan). The
Plan anticipates 6" of freeboard between the 100-year water surface and the top of the
outlet structure —the as constructed freeboard is approximately 6".
3) Pond Cross Sections and Spot Elevations are shown on Detail Sheets 9 and 5,
respectively.
4) There is a concrete pan in Pond #3. See Concrete Pan Channels below.
-: - --5) -=The-pond-grading and side slopes are in general conformance with the plan, the design
„ . side slopes being 4.2:1 and the as constructed side slopes averaging 4.4:1. _
- -6) The invert elevation of the pond is correct as constructed.
7) There is no Forebay.
_8) _.The. spillway -weir is significantly different than the plan, but the plan itself is
significantly flawed in this regard. The detail on Sheet 48 of 50 of the plan indicates a
-one-foot drop -in 4 feef either side of a 20-foot wide weir planned at elevation 5137.5.
_ -This weir has a pedestrian trail overlaid per the approved design plan. The 4:1 slope for a _
pedestrian trail is not in conformance with ADA and Fair Housing requirements and the
sidewalk was staked but not precisely built per the Final Grading plan (Sheet 13 of 50)
per the instructive notes on the plan. In April 2015, the owner agreed to rebuild the weir
with a one -foot drop in 12 feet either side if a 20-foot weir. As constructed, the weir is
somewhat deficient. It drops 0.6-0.7 feet in 12 feet each side of an 18.0-foot weir. The
lowest elevation is 5137.62 feet (planned to be 5137.5 feet). Spillway weir elevations are
as shown on Detail Sheet 9.
9) The riprap installed at the weir is buried and was not observed.
10) The orifice plate of the Water Quality Outlet Structure and the Structure itself are built in
relatively good conformance with the design. See Sheet 48 of 50 for the details.
11) The Water Quality Volume as constructed is 4,320 cu. ft.at elevation of 5134.15. The
Water Quality Volume per the Plan contours is 4,320 cu. ft. and the volume from the
Drainage Report at 4,010 cu. ft. The Water Quality Volume as constructed is 4,320 cu.
ft. which is the more conservative of the two volumes.
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Overall Site Drainage Certification Engineer's Report of Issues of Conformance
12) The Berm and Embankment Compaction Levels are conforming based on test results
provided by the Developer on January 29, 2015.
13) The installation of the Subsurface Media for the Ponds and Swales was not observed.
Swales
In general, there are no standard details for the swale construction in the design plans (except
on Sheet 50 of 50 in Erosion Control, Details and this detail was not used for design
purposes) and therefore our analysis relies upon the contours shown on the Final Grading
Plan Sheets 11-13 of 50.
The location of all the major swales fall in the platted Tracts which are all Drainage
Easements and therefore the locations are good. The remainder of the discussion is particular
to each swale.
-.___Swale.#1--has a.trapezo idal. shape which has an approximate 4.5' to 5' flat bottom per the
- - -- — design and. 8'.to-9_ as -constructed. The average depth is 1.5' to 2' by design and I' to 2' as
built. The side slopes are designed to be 3.5:1, the longitudinal slopes vary widely from
approximately 1 % to 3% and averaging 2%. As -constructed the side slopes vary between 3:1
and 6:1 and are for the most part 4.5:1. The as -constructed longitudinal slopes vary from 1 %
to 3% and average 1.9%. Despite the variances, this swale will function more or less per the
design.
Swale_#2 has a V-shape and discharges into Pond #3. The average depth is 2.5' to 3' by
design and the same as -built. The side slopes are designed to be 4:1, the design of the
longitudinal slopes vary widely from approximately -.04% to +1.5% and averages
approximately 1%. As -constructed the side slopes are approximately 4:1, the longitudinal
slope is 1.47%. A utility trench at the rear of the lots has disturbed the grading where the
swale enters Pond #3 upstream of the trickle pan. This area needs to be remediated to
provide a smooth transition of the swale to the end of the pan.
Swale #3 has a V-shape. The average depth is approximately 2.5 feet by design and more or
less the same as built. The side slopes are designed to be 4:1, the longitudinal slopes vary
widely from approximately 2.5% to 5% and averaging 3%. As -constructed the side slopes
vary from 4:1 to 10:1, the longitudinal slopes vary from approximately 1.5% to 7% and
average 3.5%. The downstream end of the swale as it enters the westerly side of Storm Line
2 falls into the culverts at 3:1 in the last 6'. The swale has some silt accumulation in the
lower approximately 175' prior to the final 6' before the culverts. The swale should be re-
graded to provide a consistent longitudinal slope or the upstream end of the culverts should
be armored with riprap. Otherwise the swale should function more or less per design.
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Overall Site Drainage Certification Engineer's Report of Issues of Conformance
Swale #4 has a V-shape. The average depth is 1.0' by design and as built. The side slopes
vary and are designed to be 3.5:1 to 4:1, the longitudinal slopes vary widely from
approximately 2.5% to 5% and averaging 3.5%. As -constructed the side slopes are 3.5:1 to
4.5:1, the longitudinal slopes vary from approximately 2% to 4.5% and average 3.0%. This
swale conforms more or less to the design from its upper reaches to the area right before
Storm Line 4 where it varies considerably from the design. At this point it opens to the bank
of culverts further south than designed and had riprap installed on the southerly bank to
deflect the drainage flows northeasterly toward the culverts. The swale running along the
northerly edge of the riprap has been regraded and the riprap is no longer visible (buried?).
There is also an unnamed Swale running along the southerly side of Block 2 as discussed
--below-which intersects this area. As recommend, riprap was extended up the northwesterly
slope of Swale 4 and is now in general conformance
Swale #5 has a V-shape. The average depth varies from 1.5' to 3' by design and
- - - approximately the same as built.. The side slopes vary and are designed to be 3.5:1 to 4:1, the
!-longitudinal slopes vary widely from approximately 1% to 4% and averaging 2%. As -
constructed the -side slopes vary widely between 2:1 to 6:1. The longitudinal slopes vary
from approximately=2.0% to 6.6% and average 2.8%. Despite the variances, this swale will
function more or less per the design.
Swale #6 has a V-shape and discharge into Pond #2. The average depth is approximately 5'
'_'by_design and:the.-same:as built. The side slopes are designed to be 4:1, the longitudinal
slopes are designed at an average of a bit less than 3%. As -constructed the side slopes are
also approximately 4:1-the longitudinal slopes vary from approximately 2% to 4.5% (one
short section of 7.5% as shown on the Detail Sheet and average 3%.
There is an unnamed swale parallel to the southerly side of the trail running along the
southerly side of Block 2. It is not part of the design but is not detrimental to the design.
There is an unnamed swale lying northerly of West Elizabeth north of the area into Bella Vita
Drive which is part of the design grading. This swale actually lies on the adjoining property
by design. The average depth is approximately 2' by design and the same as measured from
the northerly side. The side slopes are designed to be 3.5:1, the longitudinal slopes vary
widely from approximately 2.5% to 6% and averaging 4%. As -constructed the side slopes
are also approximately 4:1 on the northerly side but the berm which supposed to be built
between West Elizabeth and the southerly side of the swale is missing leaving very minimal
side slopes on the south side of the swale. The longitudinal slopes vary from approximately
1.5% to 4.5% and average 3%.
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Overall Site Drainage Certification Engineer's Report of Issues of Conformance
Pipes
The Storm Sewer pipes are shown on the Storm Sewer Utility As-Builts submitted to the
Utility Engineering Department. The pipes are all correct for size and type. The slopes vary
slightly from design in all cases generally with greater slopes except Storm Lines 7 & 9
which are lesser slopes. Storm Line 9 is little affected. Storm Line 7 has barely enough
capacity as -built but enough is enough. The invert elevations are in substantial conformance
with the design or relatively so where slightly higher or lower which affects the slopes as
discussed above. Installation, Backfill, Cover, Encasement and Joint Types were not
observed by Civil Arts.
Concrete Pan Channels
There is only one concrete pan in Detention Pond #3. It is the correct width, substantially correct
longitudinal slope and generally correct cross-section. We did not observe its thickness. The
pan is built at substantially the correct elevation.
Inlets
_ = -The inlets are all -the correct size except Inlets 4, 5 & 6. Inlets 4 & 5 are I inlet larger than
design for each location. The size of Inlet 6 is not specified on the approved plan but is drawn as
1 FC inlet in the CAD and is constructed as 2 inlets. The types are all correct. The grates and =
-their openings are built:per-the standard detail shown on Sheet 49 of 50. The grate and invert
elevations are shown on the .Utility As-Builts submitted to the Utility Engineering Department
- - and are all the -grates are at or slightly lower than design which is acceptable. The inverts are all
in substantial conformance with the design (inverts in running slightly higher than design and
inverts out slightly lower except Storm Line 2 which is slightly higher as a rule than design but
the relative elevations are acceptable. The boxes appear to be Fort Collins Standard based on the
information supplied in the plans.
Street Cross -Pans
Street Cross pans are built in general conformance with the design as shown on Detail Sheet 6.
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Overall Site Drainage Certification Engineer's Report of Issues of Conformance
Culverts
There is one small culvert at the far south west end of the site which is the correct size and type.
The invert elevations are exactly built to plan.
Sub -drains
Refer to the Utility As-builts for underdrain information.
Curb Cuts
The curb cuts and sidewalk culverts are built in substantial conformance with the details shown
on Sheets 49 & 50 of 50 except as noted below. The concrete part of the structures are built in
substantial conformance with the design as far as elevations go except that the back of the
sidewalk culvert on West Elizabeth going into Pond #1 has an opening of only 7".
-9-
I>
THE AS -BUILT INFORMATION SHOWN ON THIS RECORD
I HEREBY CERTIFY THAT THE AS -BUILT INFORMATION SHOWN
-
DRAWING ACCURATELY PRESENTS DATA FROM FIELD
HEREON WAS PREPARED BASED ON A FIELD SURVEY DONE
- - - - PROPERTY LINE
SURVEYS PERFORMED BY CIVIL ARTS, INC. ON 4/1*/14,
UNDER MY RESPONSIBLE CHARGE.
1/16/15. 1/23/15, 1/26/15. 2/2//15. AND 7/24/2015.
ST EXIST STORM LINE
QD /i
PROP STORM DRAIN LINE
PROP BUILDING OUTLINE
APRIL 11, 2015
APRIL 11, 2016
- - - - -:9 SUB -BASIN DELINEATION
DIRECTION OF FLOW
4 DRAINAGE BASIN ID V R
R„ SILT FENCE SF
Y01 100-YEAR RUNOFF EX. SILT FENCE
COEFFICIENT VEHICLE TRACKING VTC
BASIN AREA (ACRES) CONTROL PAD
INLET PROTECTION IP
3 DRAINAGE DESIGN POINT CURB SOCK CS
STRAW WATTLE SW
SUMMARY OF
DEVELITPED RUNOFF
DRAINAGE
AREA.
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® e,.N.�,•.�W re..�. Nx.
NOTES: CHUCKED BY:
1. ALL STORM INLETS ARE COMBO INLETS WRH Ox.
3362 NEENAH VANE GRATES.
LarWFvyr AnM1IhOM.
dripilw7HW, A Pfmxd.w
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CALL UTILITY NOTIFICATION
CENTER OF COLORADO
1-800.922.1987
or 5348700 x.x.
ro ' +e war
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12-07-07
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CIVIL ARTS, INC.
AS-BUILTS
01/23/2015
07/24/2015
THE AS -BUILT INFORMATION SHOWN ON THIS RECORD
DRAWING ACCURATELY PRESENTS DATA FROM FIELD
SURVEYS PERFORMED BY CIVIL ARTS. INC. ON 4/14/14.
11/18/14, 1/1SA5. 1/23/1S, 1/26/15, 7/9/15, AND
/EE O Y"'�"v!
Af
APRIL 11, 2016
I HEREBY CERTIFY THAT THE AS -BUILT INFORMATION SHOWN
HEREON WAS PREPARED EASED ON A MELD SURVEY DONE
UNDER MY RESPONSIBLE CHARGE
APRIL 11. 2016
LEGEND CONSTRUCTION BARRIER FENCE
DRAINAGE BASIN ID
— — — — PROPERTY LINE n It A„ SILT FENCE SF
ST EXIST STORM LINE YM YW 1D0-YEAR RUNOFF E%. SILT FENCE
COEFFICIENT
PROP STORM DRAIN LINE VEHICLE TRACKING
BASIN AREA (ACRES) CONTROL PAD VTC
PROP BUILDING OUTLINE D p, �, W.
63Z_11�.eu=-3>1WA SUB -BASIN DELINEATION INLET PROTECTION IP
DRAINAGE DESIGN POINT SCALE _ 1. - 40.
DIRECTION OF FLOW CURB SOCK CS NOTES:
1. ALL STORM INLETS ARE COMBO INLETS WITH
PROP AREA INLET STRAW WATTLE SW 3362 NEENAH VANE GRATES.
CRy of Fort Collins, Colorado
UTILITY PLAN Approval
AnNo.tiv:
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cnecaeo en
ccNRorv:
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Ceececver:
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CENTER OF COLORADO
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Dot. 12-07-07
Revision
Project IF 2427
19 of 50
NOTES:
1. ALL STORM INLETS ARE COMBO INLETS WITH 3362 NEENAH
VANE GRATES.
LEGEND
4
DRAINAGE BASIN ID
-- — PROPERTY LINE
ST EXIST STORM LINE
100-YEAR RUNOFF
COEFFICIENT
PROP STORM DRAIN LINE
AREA (ACRES)
PROP BUILDING OUTLINE
BASIN
SUB -BASIN DELINEATION
DRAINAGE DESIGN POINT
DIRECTION OF FLOW
PROP AREA INLET
CONSTRUCTION BARRIER FENCE
SILT FENCE $F
EK. SILT FENCE (IN
VEHICLE TRACKING
VTG
CONTROL PAD
INLET PROTECTION
IP
CURB SOCK
CS
SCALE - 1' 40'
STRAW WATTLE
SW
CIVIL ARTS, INC.
AS-BUILTS
0 /26/2015
07/24/2015
ME AS -BUILT INFORMATION SHORN ON THIS RECORD
DRAWING ACCURATELY PRESENTS DATA FROM FIELD
SURVEYS PERFORMED BY COAL ARTS, INC ON 1/20/15 AND
7/24/15.
aA�L�1 kt
LPRIL 11. 2016 1
I HEREBY CERTIFY THAT ME AS -BUILT INFORMATION SHOWN
HEREON WAS PREPARED BASED ON A FIELD SURVEY DONE
UNDER MY RESPONSIBLE f -A
APRIL 11. 2016
FORT COLLINS -LOVELAND
WATER DISTRICT
SOLTFI FORT COLLINS
SANITATION DISTRICT
AU NTic1LAH D. DTWLo 1HIv2W Da:
bL. Te F.14 PE., PSmcl P+pinm DR:e
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PLEASANT VALLEY AND
LAKE CANAL COMPANY
AIHHoval Mcm*
0EYEVIED BY THE PLEAS ANT VALLEY AND LANE CANAL COMPANY ON
THLS_DAY OF NI THIS PLAT HAS BEEN SIGNED BY
THE PLEASANT VALLEY AND LANE CANAL CC DPANY BUT THL9lHALL
NOT MEAN R APPROVES TIE ENGINEERING, SURVEYING, DESIGN.
CONSTRUCTION, OR OTHER PROFESSIONAL WORK THE MNATURES
NEAN ONLY THAT THE COMPANY HAS SEEN THE SHEETS. MENED. AND
COOPERATEO WITH ME OWNER M PROVMNO INFORMAT*DK THE
OWNER AND THE PROFESSIONALS IT HAS EMPLOYED ME SOLELY
RESPONSIBLE FOR THE END RESULT,
City of Fad CioNM, Colorado
UTILITY PLAN Approval
AW'UWPD:
cxccNEo er:
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CALL UnITY NOTIFICATION
CENTER DE MORAN
1-8
00-922.1987
or SM4700 .Pe
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N
2
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UNDER MY RESPONSIBLE NIAP(Y
- IAPRIL 11, 2016,�:-'
THE AS -BUILT INFORMATION SHOWN ON THIS RECORD
DRAWING ACCURATELY PRESENTS DATA FROM FIELD
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UNDER MY RESPONSIBLE �AR/rs//
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THE AS -BUILT INFORMATION SHOWN ON THIS RECORD
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SURVEYS PERFORMED BY CIVIL ARTS, INC. ON 10/24/14.
11/18/14. 1/23/15. 777/�9/15, AND77//J244�/iS
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CIVIL ARTS, INC.
AS—BUILTS
02/02/2015
07/24/2015
1 HEREBY CERTIFY THAT THE AS -BUILT INFORMATION SHOWN
HEREON WAS PREPARED BASED ON A FIELD SURVEY DONE
UNDER MY RESPONSSLE r &Rt
APRIL 11, 2016'
THE AS -BUILT INFORMATION SHOWN ON THIS RECORD
ORA'MNO ACCURATELY PRESENTS DATA FROM FIELD
SURVEYS PERFORMED BY CIAL ARTS. INC. ON 1/IB/15.
1/23/15. 2/2/15. 7/9/15, AND 7/24/15.
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BELLA VIRA AS -BOIL TS
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S 07 REVATONS - AS-8U 1 RCv�T0N5
CIVIL ARTS, INC.
RECORD DRAWING
01/26/2015
07/24/2015
SCALE- 1'-20'
I HEREBY CERTIFY THAT THE AS -BUILT INFORMATION SHOWN
HEREON WAS PREPARED BASED ON A FIELD SURN£Y DONE
UNDER MY RESPONSIBLE ^"
APRIL 11, 2018
THE AS -BUILT INFORMATION SHOWN ON THIS RECORD
DRAWING ACCURATELY PRESENTS DATA FROM FIELD
SURFEYS PENFCRMED BY CIAL ARTS. INC. ON 8/6/14.
1/15/15, 1/10/15. 1/20/15. 7/9/15, AND 7/24/15.
APRIL 11, 2016
BELLA VIRA AS -BOIL TS
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SEE ALSO SHEET
19 OF 50 AS -BUILT
KEY MAP
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RECORD DRAWING
01/26/2015
07/24/2015
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HEREON WAS PREPARED BASED ON A FIELD SURVEY DONE
'
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UNDER MY RESPONSIBLE CHARGE
II
APRIL 11. 2016
THE AS -BUILT INFORMATION SHOWN ON THIS RECORD
DRAMING ACCURATELY PRESENTS DATA FROM FIELD
SURVEYS PERFORMED BY CIVIL ARTS, INC. ON 4/14/14,
11/18/14. 1/16/15. 1/23/15, 2tt//21/15, AND 7/24/15.
'&A,
_ APRIL 11. 2018
BELLA VIRA AS -BOIL TS
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CIVIL ARTS, INC.
AS-BUILTS
01/26/2015
THE AS -BUILT INFORMATION SHOWN ON THIS RECORD
DRATANC ACCURATELY PRESENTS DATA FROM FIELD
SURVEYS PERFORMED BY CIVIL ARTS, INC. ON 1/26/15
*ijqmet
APRIL 11, 2016
I HEREBY CERTIFY THAT THE AS -BUILT INFORMATION SHOWN
HEREON WAS PREPARED BASED ON A FIELD SURVEY DONE
UNDER MY RESPONSIBLE CHARGE.
APRIL 11. 2016
KEY MAP
➢CALF: 1'.A00'
RIPRAP
S.'a
CONi n - PLAN C IOUR5
SPoT UX.MONS - AS -BUILT n(VA1gNS
SCALE, 1".2U'
BELLA VIRA AS -BOIL TS
SHEET — DETAIL 7
.k. 5124.51
POND WEIR N°R¢°NTAALL �WAE: I -.IV
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VERTICAL SCALE: 1"=O'
5130
5125
5120
5115
0+75 1+00 1+25 1+50 1+75 2400 2+25 2+50 2+75 3+00 3+25 3+50
POND ii CROSq S TION ST- A T
I+W 1+ZD 1+W
HORIZONTAL SCALE'.1--l'
VERTICAL SCALF1'=O'
SIM
5125
5120
1+75 2+00 2+25 2450 5n5
2+75 3+00 3+25 3+50 }+]5
POND III CROSS SECTION NORTHWEST -SOUTHEAST
CIVIL ARTS, INC.
AS-BUILTS
01/26/2015
07/24/2015
THE AS -BUILT INFORMATION SHOWN ON THIS RECORD
DRAMNO ACCURATELY PRESENTS DATA FROM FIELD
SURVEYS PERFORMED BY CIVIL ARTS, INC. ON 8/6/14,
1/26/15, AND 7/24/1&
' aa#
APRIL It. 2D16
I HEREBY CERTIFY THAT THE AS -BUILT INFORMATION SHOPM
HEREON WAS PREPARED BASED ON A FIELD SURVEY DONE
UNDER MY RESPCNSiBLE CHHJARRRAGE.�/�/,
APRIL 11, 2016
LEGEND
0.VRA0
SwLLE
CONTOURS . 0.AN CON1gIR5
SPOT ELEVAMg . A5-BUIL7 EMVATGNS
POND #1
CROSS -SECTIONS
BELLA VIRA AS-BUILTS
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5130
5125
5120
5115
0+75
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5125
5120
HORIZONTAL SCALE: 1'-1'
VERTICAL SCALE: Y=U
5130
5125
5120
1+DO 1+25 1+50 1+75 2+0D
POND 02 CROSS SECTION WEST -EAST
5115 6-
0+75
2+25
HORIZONTAL SCALE:1'=1'
VERTICAL SCALE :1'-D'
5130
5125
WE
5120
1+00 1+25 1+50 1+75
POND 47 CR055 SECTION NORTH -SOUTH
5115
2+00
J 5115
2a50
SHFF.T DF.TA11,3
CIVIL ARTS, INC.
AS-BUILTS
01 /26/2015
07/24/2015
THE AS -BUILT INFORMATION SHOVIN ON THIS RECORD
DRAMNO ACCURATELY PRESENTS DATA FROM HELD
SURVEYS PERFORMED BY C1NL ARTS INC ON 6/6/14,
1/26/15, AND 7/24/44S
J,/L
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APRIL 11. 2015
I HEREBY CERTIFY THAT THE AS -BUILT INFORMATION SHOWN
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POND 42 MAP
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:. APRIL 11, 2016
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LEGEND
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BELLA VIRA AS -BOIL TS
4
5145
5140
5135
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HORIZONTAL SCALE: 1'=1'
VERTICAL SCALE:1'.O'
5145
5140
5135
5130
5125
5145
5140
5135
5130
5125
0475 1+00 1425 1.50 1475 2.00 2+25 2+50 2+75
PV - 11 POND /3 CROSS SECTIONWEST-EAST
HORIZONTAL SCALE:1'=1'
VERTICAL SCALE: 1'=V
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SHEET - DETAIL 9
CIVIL ARTS, INC.
AS-BUILTS
01/26/2015
07/24/2015
THE AS -BUILT INFORMATION SHOWN ON THIS RECORD
DRAWNG ACCURATELY PRESENTS DATA FROM FIELD
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I HEREBY CERTIFY THAT THE AS -BUILT INFORMATION SHOWN
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UNDER MY RESPONSIRI r�AQOF
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City of Fort Collins, Colorado
UTILITY PLAN Approval
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CALL UTILITY NOTIFICATION
CENTER OF COLORADO
1.900.922.1967
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2427 END DETAILS
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Odle 12-07-07
P.evisi..
Project' 2427
48 OF 50