HomeMy WebLinkAboutSite Certifications - 04/19/2019Page 1
OVERALL SITE and DRAINAGE CERTIFICATION
Commercial, Multi-Family and Subdivision Certification Form and Checklist
Project Name:
Date:
Building Permit Numbers:
(Commercial or multi-family)
Per the requirement in Fort Collins Stormwater Criteria Manual (FCSCM) Volume 1, Section 6.11, please fill in
all applicable items in this Certification Form for Commercial, Multi-Family and Overall Single Family sites.
NOTE: several items must be verified during construction. A copy of the approved grading plan must be
submitted with the as-built grading plan. (As-built elevations must be written in red next to the approved
elevations.)
x Use “Yes” for items completed as described.
x Use “N/A” for items that are not applicable to the site being certified.
x If any blanks are “No,” attach an explanation referencing the item number below.
Attach an explanation or description of the as-built condition for any items listed or for anything not listed but
shown on the approved construction plans.
Provide an as-built redline or Mylar drawing with the following:
I. Water Quality and Quantity Detention Basin Certification - FCSCM Vol.2, Ch.10
For multiple detention basins on a site, provide the following for each basin separately:
A.Volume: As-built topographic verification is attached at 1-foot (or less) contour intervals and
volume verification calculations for the water quality capture volume and the 100-year detention storage
volume.
1. Detention basin topography was prepared by a professional land surveyor registered in the state
of Colorado.
2. Both proposed and as-built contours are shown on the same plan sheet (dashed lines for
proposed and solid lines for as-built).
3. All critical spot elevations as shown on the approved construction plans have been verified and
the as-built elevations are shown on the plan sheet.
4. Stage-storage-discharge tables are provided on a separate document.
5. Verification that designed drain time is in compliance with Colorado Revised Statute § 37-92-
602(8) is attached and has been uploaded to the Statewide Compliance Portal
(tinyurl.com/COCompliancePortal) for approval. Uploaded documents must include:
a. The cover sheet from the approved drainage report
b. The stamped certification page from the approved drainage report
c. As-built topographic survey
d. Stamped certification page from the Overall Site & Drainage Certification
e. PDF output from the Stormwater Detention and Infiltration Design Data Speadsheet
Maverik Subdivision Filing 1, Lot 1
03/22/2019
B1607221
Yes
Yes
Yes
Yes
Yes
Yes
Page 2
B.Water Quality and Quantity Detention Basin Grading: Attached is as-built verification that there is
a minimum 2% positive fall into the concrete trickle pans or flow-line(s) from all areas in the bottom of
the detention pond. If there is a “soft pan” in the flow-line, all areas still must meet the minimum 2%
grade requirement.
1.Low Flow: Choose one of the following detention basin low flow options as applicable:
a. Turf swale for low flow path in detention basin.
There is a minimum 2% grade in the flow-line(s) of the detention basin. The flattest as-built grade
is .
b. Concrete pan for low flow in detention basin.
There is a concrete pan installed that meets the grades as shown on the approved construction
plans. (Show as-built spot elevations.)
c. Soft pan for low flow in detention basin.
x Verify and document the soft pan material gradation, trench width and depth - to be verified
during construction by engineer. Picture documentation is preferred or engineer’s statement of
visual inspection and compliance. (Choose one below.)
o There is a soft pan with an underdrain installed that meets the design on the approved
construction plans. (Show the underdrain grades, bedding material, geotextile, spot elevations,
bends, cleanouts, etc.)
o There is soft pan installed without an underdrain but there is a type A or B soil. The soil
type must be documented by supplying verification from a registered professional geotechnical
engineer.
NOTE: Spot elevations are to be within 0.2 ft. +/-.
2.Side Slopes: The as-built side slopes of the detention basin have been calculated and are shown.
Indicate the side slope with an arrow and a numerical value (e.g., 6.25:1). The maximum slope allowed
is 4:1. Small areas of 3:1 may be acceptable, but slopes steeper than 3:1 must be stabilized or re-
graded. Provide documentation if a variance was granted for steeper slopes during the design process.
3.Spillway Certification: The following items must be field verified:
a. The location of the spillway is indicated on the as-built plan.
b. The width of the spillway is indicated on the as-built plan.
c. The elevation(s) of the spillway is shown on the as-built plan.
d. A concrete ribbon defines the location and grade of the spillway.
e. There is downstream scour protection in the spillway as per the construction plans. Indicate
type: (riprap size “D50” gradation and bedding type, geotextile, buried
riprap with inches of bury, etc.).
f. There are no obstructions in the spillway, such as trees, bushes, sidewalks, landscape
features, rocks, etc.
Yes
Yes
N/A
N/A
N/A
N/A
Yes
Yes
Yes
Yes
Yes
Yes
Yes
0.1%
Riprap D50=6"
6
Page 3
4.Outlet Structure Certification
a. The orifice plate for the approved release rate is installed with the correct size and location of
the orifice.
b. The orifice plate for the water quality outlet is installed with the correct hole size, number of
rows and columns of holes.
c. The bottom hole on both the water quality and quantity outlets are at the bottom of the plate
so no water ponds in front of the plate.
d. The well screen is the correct material and is installed as shown on the construction plans.
e. 100-year overflow grate elevation is . (Elev. A on detail D-46)
f. The top elevation of the water quality capture volume is . (Elev. B on detail
D-46)
g. Overflow grate is made of the correct material, has the correct bar spacing, is hinged at the
top and bolted at the bottom.
h. The bottom of the outlet box has no obstructions or misalignments that will cause it to retain
runoff water and is sloped at 2% towards outlet.
II. Channels/Swales - FCSCM Vol.1, Ch.7, Sect.3&4
A.Capacity: The as-built capacity of all the major channels and swales has been verified. They meet
or exceed capacity requirements shown in the approved drainage study for this project.
1. All swales are located within the drainage easements as shown on the construction plans.
2. Longitudinal slopes and side-slopes (cross-sections) have been verified. Design criteria requires
longitudinal slopes of 2% min. (on vegetated swales) and side-slopes no steeper than 4:1. If these
criteria are not met, the certification engineer will write a justification and propose mitigation for each
instance or have the issues corrected. If variances to these criteria have previously been approved and
are shown on the construction plans, no justification is needed.
3. As-built spot elevations on channels/swales are shown that correspond to spot elevations
shown on the approved construction plans.
4. All permanent erosion control measures are installed as shown on the approved construction
plans (e.g., drop structures, riprap, TRMs, etc.). (Include pictures and verification of the materials used
as part of this verification.)
5. All pans, curbs, storm pipes or other appurtenances appropriately tie into each other in the
system. (Pictures at tie-in points suggested.)
6. The minimum freeboard is provided for all channels and swales as shown on the approved
construction plans or as identified in the approved drainage study. (Show the freeboard provided on
the cross-sections as on the construction plan set or attached as separate documentation.)
7. The low flow portion of all channels or swales is clear of obstructions. (No landscaping, trees,
shrubs, sod, etc. infringe on the low flow portion of channels or swales.)
Yes
4930.10-4930.89
4929.10
Yes
Yes
Yes
Yes
Yes
N/A
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Page 4
III. Storm Pipes (aka storm drains) - FCSCM Vol.1, Ch.6, Sec. 4
A.Storm Drain Pipe Capacity: The as-built capacity of all pipes installed on this project has been
verified and meets or exceeds the capacity requirements shown in the approved drainage study for this
project.
1. All storm drain pipe sizes and materials have been verified and are in conformance with the
approved construction plans. (Indicate on the plan and profile sheets that they have been verified.)
Material and size substitutions must be approved prior to installation. If a pipe size or material was
changed during construction, the certification engineer must attach the approval documents or supply
them with this certification. Approval documents must include a calculation documenting the capacity
equivalency (equal or greater) of the substituted size.
2. The longitudinal slope of the pipe is as shown on the approved construction plans. The
acceptable minimum slope is 0.4%. All slopes flatter than the designed slope on the construction plans
must be justified with capacity calculations on an attached sheet.
3. The as-built invert elevations have been verified and are shown on the plan and profile sheets of
the approved construction plans.
B.Storm Drain Pipe Installation Requirements: All pipes are installed in accordance with the
approved construction plans.
1. The minimum cover requirements for all pipes have been met as shown on the approved
construction plans. These will be called out in critical locations.
2. All encasements and clearances as specified on the approved construction plans have been met.
3. Any specific joint types or construction methods specified on the approved construction plans
have been met. (List on a separate sheet and attach to this certification.)
IV. Concrete Pans - FCSCM Vol.1, Ch.7, Sec.4.1.3.4
A.Construction/Installation: All concrete pans have been constructed in accordance with the
approved construction plans.
1. The concrete pans are the correct size/width as shown on the approved construction plans.
2. The longitudinal slopes of the pans are as shown on the approved construction plans. The
certification engineer must justify or mitigate longitudinal slopes less than the minimum of 0.4% unless
a flatter slope was approved and is shown on the approved construction plans. Provide mitigation or
justification by separate document.
3. The cross-section of the pan is as shown on the construction plans. (Specifically, the pan cross-
section is “V” shaped and meets the side slope shown on the detail.)
4. The concrete pans are a minimum of 6 inches thick without reinforcement and a minimum of 4
inches thick with a minimum of 6X6-W14xW14 reinforcement per detail D20B and D20C. (Provide
documentation of the reinforcement used if different than shown on the details or on the approved
construction plans.)
5. The spot elevations shown on the concrete pan(s) have been verified and are shown on the as-
built drawings.
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
/1Page 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.
ϭ͘The 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.
Ϯ͘The size of the inlet opening is consistent with the approved detail. (Check height and width.)
ϯ͘The 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.
ϰ͘The 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.
ϱ͘The as-built size of the inlet box is as shown on the construction plans or an explanation or
justification is attached.
ϲ͘All dLJƉĞ͕Z͕ϭϯĂŶĚϭϲinlet covers are stenciled or stamped with the following;ŽƌĂŶ
ĞƋƵŝǀĂůĞŶƚͿĚĞƐŝŐŶĂƚŝŽŶ͗ NO DUMPING – DRAINSTO POUDRE RIVER.
VI. Culverts - FCSCM Vol.2, Ch.9
A.Construction/Installation: All culverts have been constructed and/or installed in accordance with
the approved construction plans.
1. All culvert sizes have been verified as indicated on the as-built construction plans as correct.
2. The culvert material type for all culverts installed is as on the approved construction plans and is
indicated on the as-built plans.
3. The as-built invert “in and out” elevations have been verified and are indicated on the as-built
construction plans.
4. The culvert headwalls or wing walls have been installed as shown on the approved construction
plans. Headwalls or wing walls may be needed in the as-built conditions onsite if the slopes adjacent to
the culvert are greater than 4:1. Please note areas needing stabilization in the certification narrative.
An alternative to consider is a turf reinforcement mat (TRM).
VII. Sub-Drains
A.Construction/Installation: All sub-drains shown on the construction plans have been installed in
accordance with those plans. Sub-drains installed with the sanitary sewer are to be verified on the
sanitary sewer plan and profile sheets of the construction plans. (NOTE: Indicate any sub-drains installed
after the plans were approved on the as-built plans.)
1. The size of the sub-drains are as approved on the construction plans and are indicated on the as-
built plans.
2. The type of sub-drain, in particular the perforated and non-perforated sections of the drain, are
as indicated on the approved construction plans.
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Page 6
3. The cover requirements per the construction plans are provided.
4. The cleanouts have been installed at the locations shown on the construction plans and are
accessible for cleaning. (Cleanouts can be buried a maximum of 6 inches deep with their locations
marked.)
5. The backfill materials for sub-drains are as shown on the approved construction plans. (This
includes the type, depth and width.)
6. The geo-textile liner completely wraps the sub-drain and the permeable backfill material unless
shown otherwise on the approved construction plans. (Sub-drain pipe wrapped in a sock filter material
is accepted only if approved prior to installation.)
VIII. Curb Cuts
A.Construction: All curb cut openings are constructed in accordance with the approved construction
plans.
1. The size (width) of the curb cut opening is as shown on the approved construction plans.
2. The curb cut openings tie into a downstream swale, pipe, or other appurtenances with a smooth
transition and there no obstructions such as riprap or sod impeding the flow downstream of the curb
cut.
IX. Sidewalk Culverts & Chases
A.Construction/Installation: All sidewalk culverts have been installed at the locations shown on the
approved construction plans.
1. The size (width and length) of the culverts are as shown on the approved construction plans.
2. The cover plate is a minimum 5/8-inch galvanized plate bolted to a galvanized angle iron per the
detail shown on the approved construction plans or per the City’s detail.
3. The sidewalk culvert invert “in and out” elevations have been verified and are indicated on the
as-built plans.
4. The sidewalk culvert opening is as shown on the approved construction plans or per the City’s
detail.
5. There is a smooth transition both on the inlet and outlet ends of the sidewalk culvert with no
obstructions such as riprap or sod impeding the flow into or out of the sidewalk culvert.
X.Site Grading
A.Construction: All common open spaces have been graded in accordance with the approved
construction plans.
1. The grading on all common open spaces bordering private lots has been verified as correct and
the as-built rear lot corner elevations have been shown on the as-built plans.
Yes
Yes
Yes
Yes
N/A
N/A
N/A
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Page 7
2. The as-built contours for “overlot grading” are shown on the as-built construction plans for all
common open spaces, tracts, outlots, etc. If not in compliance, please attach a narrative describing the
situation for noncompliance and when it may be corrected. An escrow for overlot grading may be
required. (NOTE: Residential Lot Grading Certification is a separate process from this Overall Site
Certification. It is understood that residential lots will be brought to final grade once the foundation is
backfilled so they may be lower than the plan shows at this Overall Site Certification stage.)
3. All turf reinforcement mats (TRMs) have been installed as shown on the approved construction
plans and the slopes are stabilized.
XI. Riprap - FCSCM Vol.1, Ch.7, Sec.4.4.4.3
A.Construction: All riprap has been installed in the locations and sizes indicated on the approved
construction plans.
XII. Permanent Erosion Control Fabric - FCSCM Vol.1, Ch.7
A.Construction: All fabric has been installed in the locations and sizes indicated on the approved
construction plans.
1. All fabric was installed per the details on the approved construction plans.
XIII. Post-Construction Site Cleanup - FCSCM Vol.3, Ch.7
A.Construction: All construction debris and obstructions of any kind have been removed from
drainage paths.
1. All construction debris has been removed except in staging area(s).
2. All ruts have been smoothed out in all construction areas.
3. All areas needing reseeding have been identified and future stabilization goals have been
coordinated with the Erosion Control Inspector and in accordance with FCSCM Vol.2 Chapter 12. Note
the area needing stabilization in the narrative.
XIV. Certification of Other Permanent BMPs - FCSCM Vol.2, Ch.8, Sec.2 & FCSCM Vol.2, Ch.12
A. The construction of channel drop structures is in accordance with the approved plan both in
location, horizontal dimensions and cross-section.
XV. Certification of LID and Water Quality Facilities - FCSCM Vol.3, Ch.4
A. Attached are the During Construction Inspection Checklist for Low Impact Development (LID) and
other items to be verified during construction, along with pictures and other required documentation.
N/A
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Page 8
XVI. Certification and Erosion Control Measures
A.All temporary erosion control measures shall be removed upon stabilization. If at the time of preparing
this certification there are any erosion control measures still remaining on the site, please note them in
the narrative and verify that they need to remain at this time. If in doubt as to the need for any control
measure, please consult with the Erosion Control Inspector at 970-221-6700.
XVII. Statement of Compliance
A.This certification is signed and stamped. By signing this form, the engineer(s) attests that he/she has
visited and observed the site, and to the best of his/her knowledge, the as-built conditions of the drainage
facilities are as described in the above form and in the enclosed as-built plans.
B. 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.
XVIII. Signature and Stamp by a Colorado-Registered Professional Engineer
Engineer’s contact information:
Name:
Email:
Phone:
Company:
Address:
PE Stamp
Sign and date
03/22/19
Jeffrey, M. Killingsworth, PE
jkillingsworth@atwell-group.com
303-462-1100
Atwell, LLC
143 Union Blvd, Suite 700
Lakewood, CO 80228
March 22, 2019
Dan Mogen
Development Review Engineer
City of Fort Collins
281 N College
Fort Collins, CO 80524
Re: Maverik Fort Collins – Overall Site and Pond Certification Letter (As-Built)
Dear Mr. Mogen,
I, Jeffrey M. Killingsworth, a registered Professional Engineer in the State of Colorado, PE No.
41217, in accordance with Sections 5.3 of the Bylaws and Rules of the State Board of
Registration for Professional Engineers and Professional Land Surveyors, do hereby certify that
the proposed drainage facility at the above subdivision has been constructed in accordance with
the design intent of the approved drainage report and construction drawings based upon the as-
built field survey completed on February 6, 2019 by Professional Land Surveyors at Atwell, Inc.
Based on the initial field inspection/observations/survey, it was previously found that re-work
would be required to bring the previously existing and recently modified pond within compliance
of the Fort Collins Stormwater Criteria Manual, in coordination with Fort Collins Utilities (FCU),
due to the as-built top of the outlet structure grate being 0.88 feet higher than the approved
design and the as-built volume within the pond being 0.05 ac·ft short of the approved design.
It was decided in coordination with FCU that the following field modifications were required to
bring this pond closer to compliance with current standards:
1. The previously as-built top of the outlet structure at 4930.88 was to be modified with a
4:1 weir slope, bringing the effective front weir elevation down to 4930.13 while the back
weir elevation remains the same at 4930.88. This allows for stormwater to enter the
outlet structure at lower elevations, effectively lowering the corresponding water surface
elevations (WSELs). While this does increase the pressure head in the pond as the
pond fills up, effectively increasing the release rate, a variance was obtained for the
release rate of this existing pond upon original approval of these construction
documents and corresponding drainage report. A slight increase in the approved 100-
year release rate of 14.2 CFS to the proposed 100-year release rate of 16.3 CFS was
approved for this re-work to occur, still less than the pre-development release rate of 21
CFS. The as-built release rate is 16.55 CFS, as calculated in the current as-built
condition, and a modified variance form is being submitted with this letter.
2. The previous as-built emergency spillway elevation of 4930.93 was to be raised to
4931.40, bringing the spillway above the previous 100-year WSEL of 4931.23 and
allowing the pond to store the 100-year runoff safely. The as-built emergency spillway
elevation is 4931.35, as shown throughout the as-built pond calculations.
3. The previous 15’ as-built emergency spillway width was to be increased to 34’, lowering
the design depth of the emergency 100-year inflow (29.0 CFS) to 0.40’. This allows the
emergency spillway to safely convey/release the 100-year inflow in the event of
catastrophic failure of design outlet structure conveyances. The proposed design had a
design depth of 0.45’ from the proposed spillway elevation of 4931.40 to the proposed
top of berm at 4931.85. The as-built depth is 0.50’ from the as-built spillway elevation of
4931.35 to the as-built top of berm at 4931.85.
A second field inspection/observations/survey was completed on 02/06/2019. After review of the
current, as-built detention facility, it is my professional opinion that all work has been installed
and is in substantial compliance with City of Fort Collins Technical Criteria, the approved
Construction Drawings, and the original design intent of the Grading Plan. The As-Built
drawings and calculations included accurately depict the final installation of the drainage facility.
The as-built extended detention basin meets general design requirements for detention and
water quality facilities as required by the City of Fort Collins, Larimer County and the Urban
Drainage and Flood Control District, and the release rates as required by CRS 37-92-602(8).
However, two (2) variances have been approved as follows:
1. Less than one (1) foot of freeboard above the 100-year emergency water surface
elevation while the emergency spillway is conveying full flow as outlined in the
Freeboard variance request.
2. More than the allowable 100-year release rate prescribed by Fort Collins Stormwater
Criteria Manual of 6.9 CFS as outlined in the Release Rate variance request.
Please find the As-Built Pond Certification (survey) exhibit, as-built calculations, variance
requests, and the CRS 37-92-602(8) Compliance Design Data Workbook attached. If you have
any questions regarding this stormwater pond certification, please do not hesitate to contact me
at 303.825.7110.
Sincerely,
Jeffrey M. Killingsworth, P.E.
Atwell, LLC
03/22/19
Project Name:Maverik Job No.15001770
Title:Updated Pond (AS-BUILT)Date:3/22/2019
By:DIF Drainage Basin:Basin A
Tributary Area (ac.):4.35 V = Volume in cubic feet (cu-ft)
h = Contour Interval in feet (ft.)
Volume Equation:Modified FAA A1,A2 = Area enclosed by successive
Contours in square feet (sq-ft)
Required Volume:
Allowable Release Rate:
Minor Required Volume = 0.07 ac-ft
3,049 cubic feet Q100R = 14.2 cfs
*as-built increases to 16.55 CFS
100 Year Required Volume = 0.38 ac-ft
16,553 cubic feet
Contour Area A1+A2 (A1xA2)^1/2 (A1+A2) + h h/3 Volume Accumul. Accumul.
Elev.(A1+A2)^1/2 Volume Volume
(ft.) (sf) (sf) (sf) (sf) (ft) (ft) (cu-ft) (cu-ft) (ac-ft)
4926.00 1 0 0.00
95 10 105 1.00 0.33 35
4927.00 94 35 0.00
469 188 657 1.00 0.33 219
4928.00 375 254 0.01
5265 1354 6619 1.00 0.33 2206
4929.00 4890 2460 0.06
10903 5423 16326 1.00 0.33 5442
4930.00 6013 7902 0.18
13030 6496 19526 1.00 0.33 6509
4930.88 6685 14411 0.33
14146 7062 21208 0.47 0.16 3323
4931.00 7017 14411 0.33
14478 7236 21714 0.35 0.12 2533
4931.35 7461 16944 0.39 as-built E.S. elevation
15690 7836 23526 0.50 0.17 3921
4931.85 8229 20865 0.48
4929.11 depth = 3.11
4931.30 depth = 5.30
4931.85
0.55 6.6 inchesAs-built Freeboard =
Top of Berm/Storage =
Minor Water Surface Elevation =
100 Year Water Surface Elevation (Incl WQCV) =
03/22/19
Stormwater Facility Name:
Facility Location & Jurisdiction:
User Input: Watershed Characteristics User Defined User Defined User Defined User Defined
Watershed Slope = 0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs]
Watershed Length = 500 ft 0.00 1 0.00 0.00
Watershed Area = 4.35 acres 1.00 94 1.00 0.00
Watershed Imperviousness = 81.1% percent 2.00 375 2.00 0.00
Percentage Hydrologic Soil Group A = percent 3.00 4,890 3.00 0.07
Percentage Hydrologic Soil Group B = 100.0% percent 4.00 6,013 4.00 0.19
Percentage Hydrologic Soil Groups C/D = percent 4.10 6,113 4.10 0.20
4.20 6,212 4.20 0.70
User Input 17 4.30 6,310 4.30 2.06
4.40 6,409 4.40 3.91
4.50 6,507 4.50 6.14
4.60 6,606 4.60 8.71
WQCV Treatment Method = 40.00 hours 4.70 6,705 4.70 11.56
4.80 6,802 4.80 14.66
4.90 6,913 4.90 15.12
5.00 7,017 5.00 15.45
5.35 7,461 5.35 16.55
5.85 8,229 5.85 18.00
After completing and printing this worksheet to a pdf, go to:
https://maperture.digitaldataservices.com/gvh/?viewer=cswdif
create a new stormwater facility, and
attach the pdf of this worksheet to that record.
Routed Hydrograph Results
Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 50 Year 100 Year
One-Hour Rainfall Depth =0.53 0.98 1.36 1.71 2.31 3.67 in
Calculated Runoff Volume =0.122 0.280 0.411 0.535 0.781 1.275 acre-ft
OPTIONAL Override Runoff Volume =acre-ft
Inflow Hydrograph Volume =0.121 0.279 0.410 0.535 0.781 1.275 acre-ft
Time to Drain 97% of Inflow Volume =>107 34.1 30.7 28.6 25.7 21.5 hours
Time to Drain 99% of Inflow Volume =>107 0.0 0.0 0.0 35.2 30.6 hours
Maximum Ponding Depth =3.36 4.25 4.43 4.57 4.79 5.75 ft
Maximum Ponded Area =0.12 0.14 0.15 0.15 0.16 0.19 acres
Maximum Volume Stored =0.109 0.226 0.253 0.273 0.308 0.471 acre-ft
Location for 1-hr Rainfall Depths (use dropdown):
Workbook Protected Worksheet Protected
Stormwater Detention and Infiltration Design Data Sheet
Maverik Detention Pond (AS-BUILT)
Fort Collins, CO
15001770 SDI_Design_Data_v1.07_AS_BUILT - 2019.03.22, Design Data 3/22/2019, 7:16 AM
WQCV_Trigger = 1
RunOnce= 1
CountA=1
Draintime Coeff=1.0
0 1 2 3
#N/A
#N/A
0 1 2 3
#N/A
#N/A
Check Data Set 1 Check Data Set 1
Area
Discharge
Stormwater Detention and Infiltration Design Data Sheet
0
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0
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2
3
4
5
6
7
0.1 1 10 100
PO
N
D
I
N
G
D
E
P
T
H
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DRAIN TIME [hr]
100YR
50YR
10YR
5YR
2YR
WQCV
15001770 SDI_Design_Data_v1.07_AS_BUILT - 2019.03.22, Design Data 3/22/2019, 7:16 AM
Project:
Basin ID:
Design Information (Input):
Width of Basin Bottom, W = ft Right Triangle OR
Length of Basin Bottom, L = ft Isosceles Triangle OR
Dam Side-slope (H:V), Zd =ft/ft Rectangle OR
Circle / Ellipse OR
Irregular (Use Overide values in cells G32:G52)
MINOR MAJOR
Storage Requirement from Sheet 'Modified FAA': 0.35 0.48 acre-ft.
Stage-Storage Relationship:Storage Requirement from Sheet 'Hydrograph': acre-ft.
Storage Requirement from Sheet 'Full-Spectrum': 0.40 0.75 acre-ft.
Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes
for WQCV, Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor,
& Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage
Stages ft ft/ft ft ft ft2 ft2 User ft3 acres acre-ft Volumes
(input) (input)Below El.(output) (output) (output)Overide (output) (output) (output) (for goal seek)
4926.00 (input)1 0.000 0.000
4927.00 0.00 0.00 94 48 0.002 0.001
4928.00 0.00 0.00 375 282 0.009 0.006
4929.00 0.00 0.00 4,890 2,915 0.112 0.067
4930.00 0.00 0.00 6,013 8,366 0.138 0.192
4930.10 0.00 0.00 6,113 8,972 0.140 0.206
4930.20 0.00 0.00 6,212 9,589 0.143 0.220
4930.30 0.00 0.00 6,310 10,215 0.145 0.234
4930.40 0.00 0.00 6,409 10,851 0.147 0.249
4930.50 0.00 0.00 6,507 11,496 0.149 0.264
4930.60 0.00 0.00 6,606 12,152 0.152 0.279
4930.70 0.00 0.00 6,705 12,818 0.154 0.294
4930.80 0.00 0.00 6,802 13,493 0.156 0.310
4930.90 0.00 0.00 6,913 14,179 0.159 0.325
4931.00 0.00 0.00 7,017 14,875 0.161 0.341
4931.35 0.00 0.00 7,461 17,409 0.171 0.400
4931.85 0.00 0.00 8,229 21,331 0.189 0.490
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STAGE-STORAGE SIZING FOR DETENTION BASINS
Maverik Fort Collins
Check Basin Shape
AS-BUILT
15001770 UDFCD Outlet Structure_AS-BUILT - 2019.03.22, Basin 3/22/2019, 7:06 AM
Project:
Basin ID:
STAGE-STORAGE SIZING FOR DETENTION BASINS
0.00
1000.00
2000.00
3000.00
4000.00
5000.00
6000.00
0.00 0.10 0.20 0.30 0.40 0.50 0.60
St
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Storage (acre-feet)
STAGE-STORAGE CURVE FOR THE POND
15001770 UDFCD Outlet Structure_AS-BUILT - 2019.03.22, Basin 3/22/2019, 7:06 AM
Project:
Basin ID:
WQCV Design Volume (Input):
Catchment Imperviousness, Ia = 81.1 percent
Catchment Area, A = 4.35 acres Diameter of holes, D = 1.125 inches
Depth at WQCV outlet above lowest perforation, H = 1.00 feet Number of holes per row, N = 1
Vertical distance between rows, h = 4.00 inches OR
Number of rows, NL =5.00
Orifice discharge coefficient, Co =0.65 Height of slot, H = inches
Slope of Basin Trickle Channel, S = 0.005 ft / ft Width of slot, W = inches
Time to Drain the Pond = 40 hours
Watershed Design Information (Input):1
Percent Soil Type A = %
Percent Soil Type B = 100 %
Percent Soil Type C/D = %
Outlet Design Information (Output):
Excess Urban Runoff Volume (From 'Full-Spectrum Sheet') 1.095 watershed inches X
N/A 0.00
Excess Urban Runoff Volume (From 'Full-Spectrum Sheet') 0.397 acre-feet
Outlet area per row, Ao = 1.47 square inches
Total opening area at each row based on user-input above, Ao =0.99 square inches
Total opening area at each row based on user-input above, Ao =0.007 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
4928.15 4928.48 4928.82 4929.15 4929.48 Flow
4928.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.00
4928.10 0.0000 0.0000 0.0000 0.0000 0.0000 0.00
4928.20 0.0081 0.0000 0.0000 0.0000 0.0000 0.01
4928.30 0.0139 0.0000 0.0000 0.0000 0.0000 0.01
4928.40 0.0180 0.0000 0.0000 0.0000 0.0000 0.02
4928.50 0.0213 0.0051 0.0000 0.0000 0.0000 0.03
4928.60 0.0242 0.0125 0.0000 0.0000 0.0000 0.04
4928.70 0.0267 0.0169 0.0000 0.0000 0.0000 0.04
4928.80 0.0290 0.0204 0.0000 0.0000 0.0000 0.05
4928.90 0.0312 0.0233 0.0102 0.0000 0.0000 0.06
4929.00 0.0332 0.0260 0.0153 0.0000 0.0000 0.07
4929.10 0.0351 0.0284 0.0191 0.0000 0.0000 0.08
4929.20 0.0369 0.0306 0.0222 0.0081 0.0000 0.10
4929.30 0.0386 0.0326 0.0249 0.0139 0.0000 0.11
4929.40 0.0403 0.0345 0.0274 0.0180 0.0000 0.12
4929.50 0.0418 0.0364 0.0297 0.0213 0.0051 0.13
4929.60 0.0434 0.0381 0.0318 0.0242 0.0125 0.15
4929.70 0.0448 0.0398 0.0338 0.0267 0.0169 0.16
4929.80 0.0463 0.0414 0.0356 0.0290 0.0204 0.17
4929.90 0.0476 0.0429 0.0374 0.0312 0.0233 0.18
4930.00 0.0490 0.0444 0.0391 0.0332 0.0260 0.19
4930.10 0.0503 0.0458 0.0407 0.0351 0.0284 0.20
4930.20 0.0516 0.0472 0.0423 0.0369 0.0306 0.21
4930.30 0.0528 0.0486 0.0438 0.0386 0.0326 0.22
4930.40 0.0540 0.0499 0.0453 0.0403 0.0345 0.22
4930.50 0.0552 0.0512 0.0467 0.0418 0.0364 0.23
4930.60 0.0564 0.0524 0.0480 0.0434 0.0381 0.24
4930.70 0.0575 0.0536 0.0494 0.0448 0.0398 0.25
4930.80 0.0586 0.0548 0.0507 0.0463 0.0414 0.25
4930.90 0.0597 0.0560 0.0519 0.0476 0.0429 0.26
4931.00 0.0608 0.0572 0.0532 0.0490 0.0444 0.26
4931.10 0.0618 0.0583 0.0544 0.0503 0.0458 0.27
4931.20 0.0629 0.0594 0.0555 0.0516 0.0472 0.28
4931.30 0.0639 0.0605 0.0567 0.0528 0.0486 0.28
4931.40 0.0649 0.0615 0.0578 0.0540 0.0499 0.29
4931.50 0.0659 0.0626 0.0589 0.0552 0.0512 0.29
4931.60 0.0669 0.0636 0.0600 0.0564 0.0524 0.30
4931.70 0.0678 0.0646 0.0611 0.0575 0.0536 0.30
4931.80 0.0688 0.0656 0.0622 0.0586 0.0548 0.31
4931.90 0.0697 0.0666 0.0632 0.0597 0.0560 0.32
4932.00 0.0707 0.0676 0.0642 0.0608 0.0572 0.32
4932.10 0.0716 0.0685 0.0652 0.0618 0.0583 0.33
4932.20 0.0725 0.0694 0.0662 0.0629 0.0594 0.33
4932.30 0.0734 0.0704 0.0672 0.0639 0.0605 0.34
Override
Area
Row 1
Override
Area
Row 2
Override
Area
Row 3
Override
Area
Row 4
Override
Area
Row 5
Override
Area
Row 6
Override
Area
Row 7
Override
Area
Row 8
Override
Area
Row 9
Override
Area
Row 10
Override
Area
Row 11
Override
Area
Row 12
Override
Area
Row 13
Override
Area
Row 14
Override
Area
Row 15
Override
Area
Row 16
Override
Area
Row 17
Override
Area
Row 18
Override
Area
Row 19
Override
Area
Row 20
Override
Area
Row 21
Override
Area
Row 22
Override
Area
Row 23
Override
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
Maverik
Detention Pond AS-BUILT
15001770 UDFCD Outlet Structure_AS-BUILT - 2019.03.22, WQCV 3/22/2019, 7:06 AM
Worksheet Protected
Project:
Basin ID:
STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET
Maverik
Detention Pond AS-BUILT
0.00
1000.00
2000.00
3000.00
4000.00
5000.00
6000.00
0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40
St
a
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(
f
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Discharge (cfs)
STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE
15001770 UDFCD Outlet Structure_AS-BUILT - 2019.03.22, WQCV 3/22/2019, 7:06 AM
Project:
Basin ID:
X
1
#1 Vertical #2 Vertical
Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input)Orifice Orifice
Water Surface Elevation at Design Depth Elev: WS = 4,931.30 feet
Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert = 4,928.03 feet
Required Peak Flow through Orifice at Design Depth Q = 16.40 cfs
Pipe/Vertical Orifice Diameter (inches)Dia = 24.0 inches
Orifice Coefficient Co =0.65
Full-flow Capacity (Calculated)
Full-flow area Af = 3.14 sq ft
Half Central Angle in Radians Theta = 3.14 rad
Full-flow capacity Qf = 24.7 cfs
Percent of Design Flow = 151%
Calculation of Orifice Flow Condition
Half Central Angle (0<Theta<3.1416)Theta = 1.75 rad
Flow area Ao =1.92 sq ft
Top width of Orifice (inches)To =23.62 inches
Height from Invert of Orifice to Bottom of Plate (feet)Yo =1.18 feet
Elevation of Bottom of Plate Elev Plate Bottom Edge = 4,929.21 feet
Resultant Peak Flow Through Orifice at Design Depth Qo =16.4 cfs
Width of Equivalent Rectangular Vertical Orifice Equivalent Width = 1.63 feet
Centroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centroid El. = 4,928.62 feet
RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES
Maverik
Detention Pond AS-BUILT
15001770 UDFCD Outlet Structure_AS-BUILT - 2019.03.22, Restrictor Plate 3/22/2019, 7:11 AM
15001770 UDFCD Outlet Structure_AS-BUILT - 2019.03.22, Restrictor Plate 3/22/2019, 7:11 AM
15001770 UDFCD Outlet Structure_AS-BUILT - 2019.03.22, Restrictor Plate 3/22/2019, 7:11 AM
Project:
Basin ID:
Design Information (Input):#1 Horiz. #2 Horiz. #1 Vert. #2 Vert.
Circular Opening: Diameter in Inches Dia. =inches
OR
Rectangular Opening: Width in Feet W =2.92 1.63 ft.
Length (Height for Vertical)L or H =2.92 1.18 ft.
Percentage of Open Area After Trash Rack Reduction % open =50 100 %
Orifice Coefficient Co =0.65 0.65
Weir Coefficient Cw =3.00
Orifice Elevation (Bottom for Vertical)Eo =4930.13 4,928.03 ft.
Calculation of Collection Capacity:
Net Opening Area (after Trash Rack Reduction)Ao =4.26 1.92 sq. ft.
OPTIONAL: User-Overide Net Opening Area Ao =sq. ft.
Perimeter as Weir Length Lw =8.76 ft.
OPTIONAL: User-Overide Weir Length Lw =ft.
Top Elevation of Vertical Orifice Opening, Top =4929.21 ft.
Center Elevation of Vertical Orifice Opening, Cen =4928.62 ft.
Horizontal Orifices Vertical Orifices
Labels Water WQCV #1 Horiz. #1 Horiz. #2 Horiz. #2 Horiz. #1 Vert. #2 Vert.Total Target Volumes
for WQCV, Minor,Surface Plate/Riser Weir Orifice Weir Orifice Collection Collection Collection for WQCV, Minor,
& Major Storage Elevation Flow Flow Flow Flow Flow Capacity Capacity Capacity & Major Storage
W.S. Elevations ft cfs cfs cfs cfs cfs cfs cfs cfs Volumes
(input)(linked) (User-linked) (output) (output) (output) (output) (output) (output)(output)(link for goal seek)
4926.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
4927.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
4928.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
4929.00 0.07 0.00 0.00 0.00 0.00 5.73 0.00 0.07
4930.00 0.19 0.00 0.00 0.00 0.00 11.77 0.00 0.19
4930.10 0.20 0.00 0.00 0.00 0.00 12.18 0.00 0.20
4930.20 0.21 0.49 5.88 0.00 0.00 12.59 0.00 0.70
4930.30 0.22 1.84 9.17 0.00 0.00 12.98 0.00 2.06
4930.40 0.22 3.69 11.56 0.00 0.00 13.36 0.00 3.91
4930.50 0.23 5.91 13.53 0.00 0.00 13.73 0.00 6.14
4930.60 0.24 8.47 15.25 0.00 0.00 14.09 0.00 8.71
4930.70 0.25 11.31 16.79 0.00 0.00 14.44 0.00 11.56
4930.80 0.25 14.41 18.20 0.00 0.00 14.79 0.00 14.66
4930.90 0.26 17.76 19.51 0.00 0.00 15.12 0.00 15.12
4931.00 0.26 21.33 20.74 0.00 0.00 15.45 0.00 15.45
4931.35 0.30 35.41 24.56 0.00 0.00 16.55 0.00 16.55
4931.85 0.32 59.28 29.16 0.00 0.00 18.00 0.00 18.00
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#N/A #N/A #N/A #N/A #N/A 0.00 #N/A
Routing 3: Single Stage - Water flows through WQCV plate and #1 horizontal opening into #1 vertical opening. This flow will be applied to
culvert sheet (#2 vertical & horizontal openings is not used).
STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL)
Current Routing Order is #3
Maverik
Detention Pond AS-BUILT
W.S. EL. WQ
W.S. EL. Minor
W.S. EL. Major
WQ
H1
H2
V1 V2
Routing Order #1 (Standard)
V1
W.S. EL. WQ
W.S. EL. Design Storm
WQ
H1
Routing Order #3 (Single Stage)Routing Order #4
V2
V1
H1
WQ
W.S. EL. Major
W.S. EL. Minor
W.S. EL. WQ
W.S. EL. Emergency Spillway
Emergency Overflow into Pipe- H2
V2
H1
WQ
W.S. EL. Major
W.S. EL. Minor
W.S. EL. WQ V1
Routing Order #2
15001770 UDFCD Outlet Structure_AS-BUILT - 2019.03.22, Outlet 3/22/2019, 7:11 AM
STAGE-DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL)
4926
4927
4928
4929
4930
4931
4932
4933
0 2 4 6 8 10 12 14 16 18 20
St
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Discharge (cfs)
STAGE-DISCHARGE CURVE FOR THE OUTLET STRUCTURE
15001770 UDFCD Outlet Structure_AS-BUILT - 2019.03.22, Outlet 3/22/2019, 7:11 AM
Project:
Basin ID:
75.96
4.00000
Design Information (input):
Bottom Length of Weir L = 34.00 feet
Angle of Side Slope Weir Angle = 75.96 degrees
Elev. for Weir Crest EL. Crest = 4,931.35 feet
Coef. for Rectangular Weir Cw = 2.68
Coef. for Trapezoidal Weir Ct = 2.68
Calculation of Spillway Capacity (output):
Water Rect. Triangle Total Total
Surface Weir Weir Spillway Pond
Elevation Flowrate Flowrate Release Release
ft. cfs cfs cfs cfs
(linked) (output) (output) (output) (output)
4926.00 0.00 0.00 0.00 0.00
4927.00 0.00 0.00 0.00 0.00
4928.00 0.00 0.00 0.00 0.00
4929.00 0.00 0.00 0.00 0.00
4930.00 0.00 0.00 0.00 0.00
4930.10 0.00 0.00 0.00 0.00
4930.20 0.00 0.00 0.00 0.00
4930.30 0.00 0.00 0.00 0.00
4930.40 0.00 0.00 0.00 0.00
4930.50 0.00 0.00 0.00 0.00
4930.60 0.00 0.00 0.00 0.00
4930.70 0.00 0.00 0.00 0.00
4930.80 0.00 0.00 0.00 0.00
4930.90 0.00 0.00 0.00 0.00
4931.00 0.00 0.00 0.00 0.00
4931.35 0.00 0.00 0.00 0.00
4931.85 32.22 1.89 34.11 34.11
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STAGE-DISCHARGE SIZING OF THE SPILLWAY
Maverik
Detention Pond AS-BUILT
15001770 UDFCD Outlet Structure_AS-BUILT - 2019.03.22, Spillway 3/22/2019, 7:08 AM
Project:
Basin ID:
STAGE-DISCHARGE SIZING OF THE SPILLWAY
Maverik
Detention Pond AS-BUILT
0 0.1 0.2 0.3 0.4 0.5 0.6
4926
4927
4928
4929
4930
4931
4932
4933
0 5 10 15 20 25 30 35 40
Storage (Acre-Feet)
St
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Pond Discharge (cfs)
STAGE-STORAGE-DISCHARGE CURVES FOR THE POND
TOTAL DISCHARGE SPILLWAY DISCHARGE POND STORAGE
15001770 UDFCD Outlet Structure_AS-BUILT - 2019.03.22, Spillway 3/22/2019, 7:08 AM
RE: Maverik Ft Collins Pond
Good a ernoon Dan,
I hope this finds you well. I believe we now have all these outstanding items nailed down for your files. Please find our final cer fica on documents for the Maverik Fort Collins
site and deten on facility at the following link:
h ps://atwell-group.sharefile.com/d-sf1080a274a94f92a
We would like to respond to comment #6 and comment #8 as follows to ensure your understanding of these two (2) specific items.
Atwell Response to #6:
While the dry well depth is slightly less than the design depth in its as-built condi on, the volume within the dry well does not affect how this redundant/secondary ou all
operates.
The dry well diameter of 4’ and corresponding 12.57 SF of infiltra on area are what control the averaged infiltra on rate of 2.1 minutes per inch of infiltra on and are the
guiding factors in this redundant ou all design.
The dry well volume itself does not affect the infiltra on area provided of 12.57 SF, and of course, the dry well is not intended to store 1,888 CF provided within the
underground system itself.
It is provided in the event of failure of the underground storage’s primary ou all, allowing the 1,888 CF of runoff to infiltrate through the dry well’s bo om over a period of 4.4
hours, with the underground chambers s ll storing this volume of water during those approximate 4.4 hours. Completely redundant and only meant for an extreme failure of
the underground system’s primary ou all. We do not believe a variance is necessary for this as this as-built condi on does not affect the secondary ou all or average
infiltra on rate of the dry well in any way.
Atwell Response to #8:
The ‘low tailwater basin’ with buried Type M rip rap under 6” of soil for revegeta on purposes was installed per plan. The as-built length, width, and depth of this buried rip
rap are now shown on record drawing sheet #14 for clarity.
Thank you for your help ge ng this wrapped up. Once confirma on of acceptance of these documents is received, we will upload ALL of the required documents to the state
portal per page 1 of the site cer fica on checklist.
Again, thank you for sending the signed, approved ‘REV1’ drainage report. That gave us the remaining required pieces for the state upload upon your
confirma on/acceptance/approval.
Let me know if you have any ques ons sir. I’m sure we are both ready to put this one to ‘bed’!
Cheers,
David I. Fralick, E.I., LEED Green Associate
Engineer II
ATWELL, LLC
303.462.1100 Tel
303.928.6776 Direct
303.825.7110 Fax
143 Union Boulevard | Suite 700 | Lakewood, CO 80228
www.atwell-group.com
From: Dan Mogen [mailto:dmogen@fcgov.com]
Sent: Tuesday, March 05, 2019 4:12 PM
To: David Fralick
Cc: Jeff Killingsworth
Subject: RE: Maverik Ft Collins Pond
David,
Please see a ached the scanned approved copy of the revised drainage report.
I typically receive the PLS-stamp on what is essen ally the raw survey, and then the record drawings show eleva ons on the plan sheets and those are PE-stamped (no PLS
needed on those). So, the record drawing sheets should include statement and PE-stamp.
On Friday, I was having trouble tracking down my notes from the cer fica on submi al last fall, but I’ve tracked those down now. You may have already referenced this list
and addressed, but I’d like to reiterate to be sure and as a reminder to myself. A ached are the redlines I emailed over on 9/28/2018 and this is the list that was included in
that email:
1. Address outlet structure/spillway per email below.
2. Please see a ached redlines on the site cer fica on form. I have ques ons on several items and am looking for some pieces of informa on including some cri cal
informa on like deten on volume.
3. Please ini al the yes/no responses on the lot grading cer fica on form.
4. Please show the eleva on of the outlet orifice on the record drawings (sheet 14).
David Fralick <dfralick@atwell-group.com>
Tue 4/2/2019 3:24 PM
To:Dan Mogen <dmogen@fcgov.com>;
Cc:Jeff Killingsworth <jmkillingsworth@atwell-group.com>;
Know what's below.
before you dig.Call
RUTILITY PLANS FOR LOT 1, MAVERIK SUBDIVISION FILING NO. 1
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RECORD DRAWINGS
Know what's below.
before you dig.Call
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RECORD DRAWINGS
Know what's below.
before you dig.Call
R
RECORD DRAWINGS
Know what's below.
before you dig.Call
RRECORD DRAWINGS
Know what's below.
before you dig.Call
R
RECORD DRAWINGS
Know what's below.
before you dig.Call
R
RECORD DRAWINGS
Know what's below.
before you dig.Call
R
RECORD DRAWINGS
Know what's below.
before you dig.Call
R
RECORD DRAWINGS
Know what's below.
before you dig.Call
R
RECORD DRAWINGS
Know what's below.
before you dig.Call
R
RECORD DRAWINGS
Know what's below.
before you dig.Call
R
RECORD DRAWINGS
Know what's below.
before you dig.Call
R
RECORD DRAWINGS
Know what's below.
before you dig.Call
R
RECORD DRAWINGS
Know what's below.
before you dig.Call
R
RECORD DRAWINGS
Scale: 1:5
ACCESS RAMP1
Scale: 1:5
ACCESS RAMP2 Scale: 1:5
ACCESS RAMP3 Scale: 1:5
ACCESS RAMP4
Scale: 1:5
ACCESS RAMP5
Scale: 1:5
ACCESS RAMP6 Scale: 1:5
ACCESS RAMP7
Scale: 1:5
ACCESS RAMP9Scale: 1:5
ACCESS RAMP8
Know what's below.
before you dig.Call
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RECORD DRAWINGS
Know what's below.
before you dig.Call
R
RECORD DRAWINGS
Know what's below.
before you dig.Call
R
RECORD DRAWINGS