HomeMy WebLinkAboutSite Certifications - 07/07/2017✓4c,c, J 7- 7-17
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June 29, 2017
Mr. Wes Lamarque
City of Fort Collins Storm Water Division
700 Wood Street
Fort Collins, CO 80524
(970)221-6700
Re: Drainage Certification for Harmony Technology Park — Infrastructure Improvements
Dear Mr. Lamarque,
The purpose of this letter is to provide the grading and drainage certification for the Harmony Technology Park -
Infrastructure Improvements, located in Fort Collins, Colorado.
Aspen reviewed the Utility As -Built Survey prepared by King Surveyors, dated December 8, 2016 and updated
December 9, 2016; May 15, 2017; June 28, 2019; and June 29, 2017. Aspen visited the site in Fort Collins on
June 2nd and June 16', 2017. A follow up visit was completed June 27, 2017 to verify the completion of punch
list items. Based on the provided record survey and visual observations, Aspen Engineering asserts that the
proposed grading appears to meet the intent of the approved grading and drainage plan.
Several drawings are provided as attachments to this letter for reference. Please refer to the attached Erosion
Control and Drainage Exhibit and Storm Sewer Plan and Profile sheets, which present the record survey
information for rim and invert elevations for storm structures, as well as the Erosion Control Notes and Details
sheets which provide information on the overflow weirs and pond outlet. A drawing is also provided showing
the proposed contours and as -built contours for Pond 100.
Grading and drainage structures/systems within the project site appear to provide positive conveyance of storm
water to the proposed detention pond.
The inverts and rims for storm inlets and storm pipe systems appear to have been installed in accordance with the
approved grading and drainage plans. The erosion control fabric in Swale A was not installed at the time of
construction, though the swale is significantly vegetated at this point in time and is believed to be established well
enough to protect against scour. The Contractor confirmed that the buried cobble pits at the storm outfall stubs
were installed and covered with topsoil per the design in the plans.
The proposes commercial/retail lots are currently overlot graded and appear to runoff in compliance to the grading
plan. The northeast most lot, at the southwest comer of Harmony Road and Lady Moon Dr. is currently developed
and landscaping has been established. Lot and street drainage is conveyed in asphalt paved streets with curb and
gutter. Runoff is intercepted by Type R inlets, and piped in accordance to the approved plans. Open space and
Pond 100 are graded and some emerging grass was visible in Pond 100.
Pond 100 was observed in the field and analyzed to calculate the available volume for detention and water quality.
Aspen has provided a color exhibit showing the surveyed contours overlaid with the design contours within Pond
100 to clearly compare the as -built grading against the design grading. The pond volume required for the water
quality control volume (WQCF) is 1.59 ac-ft and 1.66 ac-ft has been provided. The I00-year volume required is
12.79 ac-ft and 1353 ac-ft is provided.
Based on the recorded survey elevations by King Surveyors, and visual observations, Aspen Engineering certifies
that the grading for Harmony Technology Park — Infrastructure Improvements, Fort Collins, Colorado, appears
to meet the intent of the approved grading and drainage plan, accepted by the City of Fort Collins.
Please refer to the attached record survey exhibit for grading and elevation information, from King Surveyors,
dated June 29, 2017, and the observed/recorded as -built drawings, by Aspen Engineering, for as -built information.
Sincerely,
CHRISTIAN SCHWARTZ, PE
ASPEN ENGINEERING
Project Name: Harmony Technology Park - Infrastructure Improvements
Date: June 22, 2017
Building Permit Numbers: N/A
(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: Yes 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. Yes Detention basin topography was prepared by a professional land surveyor registered in the state
of Colorado.
2. Yes Both proposed and as -built contours are shown on the same plan sheet (dashed lines for
proposed and solid lines for as -built).
3. N/A 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. Yes Stage -storage -discharge tables are provided on a separate document.
S. Yes Verification that designed drain time is in compliance with Colorado Revised Statute § 37-92-
602(8) is attached and has been upleaded to the Statewide Gemplianee PeFtal
(tinvurl.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
12/15
Page 1
B. Water Quality and Quantity Detention Basin Grading: No 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. 0.6-5.9% in the bottom, this is compatible with the approved plans
1. low Flow: Choose one of the following detention basin low flow options as applicable:
a. N/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 0.6%
b. N/A 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. N/A 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 N/A 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 N/A 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: Yes 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. Yes The location of the spillway is indicated on the as -built plan.
b. Yes The width of the spillway is indicated on the as -built plan.
c. Yes The elevation(s) of the spillway is shown on the as -built plan.
d. N/A A concrete ribbon defines the location and grade of the spillway.
e. N/A 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. Yes There are no obstructions in the spillway, such as trees, bushes, sidewalks, landscape
features, rocks, etc.
12115 Page 2
4.Outlet Structure Certification
a. Yes The orifice plate for the approved release rate is installed with the correct size and location of
the orifice.
b. Yes The orifice plate for the water quality outlet is installed with the correct hole size, number of
rows and columns of holes.
c. Yes 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. Yes The well screen is the correct material and is installed as shown on the construction plans.
e. Yes 100-year overflow grate elevation is 4906.00 (Elev. A on detail D-46)
f. Yes The top elevation of the water quality capture volume is 4904.67 (Elev. B on detail
D-46)
g, No Overflow grate is made of the correct material, has the correct bar spacing, is hinged at the
top and bolted at the bottom. 1/8"x1/2" flat bar used instead of 3/8" round or twisted cross bars
h. Yes 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: Yes 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. Yes All swales are located within the drainage easements as shown on the construction plans.
2. N/A 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. The approved design is flatter.
3. N/A As -built spot elevations on channels/swales are shown that correspond to spot elevations
shown on the approved construction plans.
4. No 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.) Please see accompanying letter for explanation.
S. Yes All pans, curbs, storm pipes or other appurtenances appropriately tie into each other in the
system. (Pictures at tie-in points suggested.)
6. Yes 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. Yes 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.)
12115 Page 3
III. Storm Pipes (aka storm drains) - FCSCM Vol.l, Ch.6, Sec. 4
A. Storm Drain Pipe Capacity: Yes 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. Yes 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. Yes 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. Yes The as -built invert elevations have been verified and are shown on the plan and profile sheets of
the approved construction plans. With exception to the buried, unverified stubs
B. Storm Drain Pipe Installation Requirements: Yes All pipes are installed in accordance with the
approved construction plans.
1. Yes 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. Yes All encasements and clearances as specified on the approved construction plans have been met.
3, Yes 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.l. Ch.7, Sec.4.1.3.4
A. Construction/Installation: N/A All concrete pans have been constructed in accordance with the
approved construction plans.
1. N/A The concrete pans are the correct size/width as shown on the approved construction plans.
2. N/A 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. N/A 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, N/A 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. N/A The spot elevations shown on the concrete pan(s) have been verified and are shown on the as -
built drawings.
12/15 Page 4
V. Storm Drain Inlets - FCSCM Vol.1, Ch.6, Sec. 3
A. Construction/Installation: Yes All storm drain inlets have been constructed in accordance with the
approved construction plans.
1. Yes 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. Yes The size of the inlet opening is consistent with the approved detail. (Check height and width.)
3, N/A 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, Yes 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. Yes The as -built size of the inlet box is as shown on the construction plans or an explanation or
justification is attached.
6. Yes All inlet covers are stenciled or stamped with the following designation: NO DUMPING — DRAINS
TO POUDRE RIVER.
VI. Culverts - FCSCM Vol.2, Ch.9
A. Construction/Installation: Yes All culverts have been constructed and/or installed in accordance with
the approved construction plans.
1. Yes All culvert sizes have been verified as indicated on the as -built construction plans as correct.
2. Yes The culvert material type for all culverts installed is as on the approved construction plans and is
indicated on the as -built plans.
3. Yes The as -built invert "in and out" elevations have been verified and are indicated on the as -built
construction plans. with exception to the buried, unverified stubs
4. Yes 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: Yes 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. Yes The size of the sub -drains are as approved on the construction plans and are indicated on the as -
built plans.
2. Yes The type of sub -drain, in particular the perforated and non -perforated sections of the drain, are
as indicated on the approved construction plans.
12/15 Page 5
3. Yes The cover requirements per the construction plans are provided.
4. Yes 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. Yes The backfill materials for sub -drains areas shown on the approved construction plans. (This
includes the type, depth and width.)
6. Yes 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.)
Vill. Curb Cuts
A. Construction: N/A All curb cut openings are constructed in accordance with the approved construction
plans.
1. N/A The size (width) of the curb cut opening is as shown on the approved construction plans.
2. N/A 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: No All sidewalk culverts have been installed at the locations shown on the
approved construction plan�ex. irrigation ditch was piped through the property, thus reducing the number
of and size of sidewalk culverts.
1. No The size (width and length) of the culverts are as shown on the approved construction plans.
2. Yes 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. Yes The sidewalk culvert invert "in and out" elevations have been verified and are indicated on the
as -built plans.
4. No The sidewalk culvert opening is as show on the approved construction plans or per the City's
-The ex. irrigation ditch was piped through the property, thus reducing the number of and size of
detail. sidewalk culverts.
5. Yes 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: Yes All common open spaces have been graded in accordance with the approved
construction plans.
1. N/A 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.
12/15 Page 6
2. Yes 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. No All turf reinforcement mats (TRMs) have been installed as shown on the approved construction
plans and the slopes are stabilized. Erosion control fabric in the swale was not installed, though vegetation
has established.
XI. Riprap - FCSCM Vol.l. Ch.7. Sec.4.4.4.3
A. Construction: Yes All riprap has been installed in the locations and sizes indicated on the approved
construction plans.
XII. Permanent Erosion Control Fabric - FCSCM Vol.l, Ch.7
A. Construction: No All fabric has been installed in the locations and sizes indicated on the approved
construction plans. Erosion control fabric in the swale was not installed, though vegetation has established.
1. No All fabric was installed per the details on the approved construction plans.
XIII. Post -Construction Site Cleanup - FCSCM Vol.3, Ch.7
A. Construction: Yes All construction debris and obstructions of any kind have been removed from
drainage paths.
1, Yes All construction debris has been removed except in staging area(s).
2. Yes All ruts have been smoothed out in all construction areas.
3, Yes 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. NSA 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. NSA 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.
12115 Page 7
XVI. Certification and Erosion Control Measures
A. All temporary erosion control measures shall be removed upon stabilization. If at 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 at 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-Resistered Professional Eneineer
Engineer's contact information:
Name: Christian Schwartz
Email: chdstians@aspen-engineer.com
Phone:970-419-4344
Company: Aspen Engineering
Address. 19 Old Town Square, Suite 238
Fort Collins, CO80524
PE Stamp
.Sign and date
FCjty of
ort Collins
unes
12/15 Page 8
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Hydrologic Soil Group—Larimer County Area, Colorado
Harmony Technology Park -
Infrastructure Improvements
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit — Larimer County Area, Colorado (CO644)
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
74
Nunn day loam, 1 to 3
percent slopes
C
42.2
100.0%
Totals for Area of Interest
42.2
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual Gasses (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method. Dominant Condition
Component Percent Cutoff., None Specified
LISDA Natural Resources Web Soil Survey 6/27/2017
Conservation Service National Cooperative Soil Survey Page 3 of 4
Hydrologic Soil Group—Larimer County Area, Colorado
Harmony Technology Park -
Infrastructure Improvements
Tie -break Rule: Higher
�
Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
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m m m m m m m m m m m m m m m m m m m m m m m m m m m
m ri N M Ct tl1 l0' h m 4• m e•1 N M d' to lD h CO 01 m ti N M Vl t0
N N N. N N N M M M M .M m M m m m
m m m m m m m m m m m m m m m m m m m m m m m m m m m
at T a1 at. at a1 Ot t Ot T a1 a1 at at T at m ,a1 a1 at a1 01 0 O1 01, 01. a1 m
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N m to m m fV -4 Ln Kt rl Ln .N Ln m M (14 0) 01 N N r1 00 m tD N 01 m m Ln m H
.� rl N N 1n rn N Ln N N 0% N N O1 m 00 Ln rn 00 Ln tD 01 N N rl 00. O1 N 00 _N 00
00 00 T rl M Ln 00 rl Ln 00 N tD m Ln a1 d' Of Of in e1 n d' rl p1 tD -* rn ei m 01
rl N M LA' t0 1, 00 m H N 'et. Ln N 00 01 ei N Ci Ln N Ol m N Ln N ON rl M Ln. t0
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N N N H 0 m m H H N NN M M m M. [t [t � d'� nt Ct Ln LA Ln to t0 t0 N N N 00 00 OO 0o 01
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mm0mmONmmmmmmmmmmmmmmmmmmmmmmmmm@IDmmm
01 01 01 01 01 01 01 01 01 01 01 01 01 T 0 Q1 01 01 O1 O1 01 O1 01 01 01 (AVI Os 01 01 O1 01 01 0\ 01 01
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rn
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rn
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rn
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41
u
STAGE -DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL)
Project: Harmony Technology Park - Infrastructure Improvements
Basin ID: East Outlet
Reulwq ON. 0119YutlIN1 Q
am
171
leulq OeMw1a1g1O Srgv1 RFYy Myrw �^�^\\
w
eU vU
Jurrent Routing Order Is 95
Desian Information finoutl:
41 Honz #2 Honz.
41 Vert.
#2 Van.
Circular Opening. Diameter in Inches
Dia. =
11.50
inches
OR
Reclenguler Opening. Width in Feet
W =
4.00
If
Length (Height for Vertical)
L or H =1
4.00
It.
Percentage of Open Area After Trash Rack Reduction
% open =
75
100
'o
Onfice Coefrcient
C.
0.02
Weir Coeffmienl
C. =
3.00
Orifice Elevation (Bottom for Vertical)
Eo =
4904.70
1 1
4,901.90 1
fl.
Calculation of Collection Caoecftv:
Net Opening Area (after Trash Rack Reduction)
A. = 12.00
0.72
sq. fl.
OPTIONAL: llser-Ovende Net Opening Area
P'=1
sq. fl
Perimeter as Weir Length
1. 14.DO ft
OPTIONAL. User-Overioe Weir Length
L„ = 16.00 7f,
Top Elevation ofVar "I Onfice Opening, Top =
4902 66
ft
Center Elevation of Vertical Onfice Opening, Ceti =
4902 Sri
fl
vertical opening. The sum of all four will be applied to culvert eheel
I Horizornai Critics, (Vertical Orllicaa I
Laoels
for wocv, Mirror,
a Major Stamge
W.5. Eleuaeons
Water
Surface
Elevation
It
linked
WOCV
Plate/Riser
Flow
cfs
#1 Hartz. #1 Horiz.
Weir Orifice
Flow Floir
cfs ds
OutOull
#2 Hodz. #2 Hopt
Weir Orgies
Flow Flow
ofa ds
(Output) (output)
#1 Vert.
Collection
Capacity
ds
#2 Vert.
Collection
Capacity
cis
.11
Total
Collection
Capacity
d#
t)
Target volumes
for it Mawr,
aMaisr Swrege
Vwumes
4901.93
0.00
O.DO
0.00
0.00
0.00
0.01
0.00
0.01
4902.43
0.03
0.00
0.00
0.00
0.00
1.02
0.00
1.05
4902.93
0.07
0.00
0.00
0.00
0.00
2.66
0.00
2.73
4903.43
0.12
0.00
0.00
0.00
0.00
3.68
0.00
3.80
4903.93
0.18
0.00
0.00
O.00
0.00
4.47
0.00
4.65
4904.43
0.25
0.00
0.00
0.W
0.00
5.14
0.00
5.39
4904_93
0.30
&29
O.D0
0.00
0.W
5.73
0.00
6.03
4905.43
0.34
29.94
0.00
0.00
0.00
6.27
M00
6.61
4905.93
0.38
65.48
0.W0
1 0.00
0.00
6.76
0.00
7.14
4906.43
0.41
1D9.22
0.00
0.00
O.OD
7.22
0.00
7.63
4906.93
0.44
159.84
0.00
0.00
0.00
7.66
0.00
9.10
4907.43
0.47
21&51
0.00
0.00
0.00
8.07
0.00
8.54
0.50
278.64
0.00
0.00
0.W
&46
0.00
8.98
_4907.93
490825
0.62
Ulm
0.00
0.00
0.00
8.70
0.00
9.=
-12 da
_
4906.40
0.55
341.62
0.00
0.00
0.00
8.81
0.00
9.35
4908.90
0.57
1 413.16
0.00
0.00
0.00
9.16
OAO
9.73
4909.40
0.59
469.09
0.00
0.00
0.110
9.61
0.00
10.10
4909.90
0.62
569.18
0.00
0.00
0.DO
9.54
0.00
10.46
4910.40
0.64
(10.21
0.00
0.00
0.00
10.16
0.00
10.80
4910.90
0.66
741.02
0.00
0.00
0.00
10.48
0.00
11.14
#REF!
#N/A
MA
#N/A
#WA
1011
0.00
#REFI
#WA
ill
#WA
#N/A
MWA
#1/A
0.00
#NIA
##WA
OWA
MA
#N/A
MA
# IA
0.00
#WA
--
#WA
#WA
MA
#WA
*N/A
#WA
0.00
1 #WA
#WA
#NIA
#WA
#N/A
ill
#WA
0.00
MA
MA
#WA
#WA
#WA
NNIA
#WA
0.00
MA
_
#N/A
#N/A
WA
#N/A
#WA
#NIA
0.00
#NIA
#NIA
#4fA
#4/A
#NIA
#WA
11
0.00
iWA
- -
#WA
#1/A
##WA
#WA
#NIA
#WA
0.00
#NIA
#WA
#N/A
#WA
#N/A
MA
#4/A
0.00
#WA
#WA
#WA
#WA
#N/A
WA
#WA
0.00
MA
#WA
#WA
#N/A
#N/A
#WA
#N/A
0.00
#WA
#WA
#WA
I #WA
#(VIA
#WA
#N/A
0.00
#WA
#WA
#WA
#WA
#WA
#WA
#WA
0.00
ll
_
#WA
#NIA
#N/A
#VIA
#WA
#WA
0.00
MA
#NIA
#WA
#N/A
#WA
#WA
#WA
0.00
#WA
#N/A
#WA
#WA
Ill
#N/A
#WA
0.00
##A
##WA
#WA
#WA
*WA
#WA
#WA
0.00
#WA
_
#N/A
#NIA
MA
#N/A
#WA
#WA
0.00
MA
#NfA
#NIA
MA
#NIA
#N/A
#WA
0.00
Ill
#WA
#WA
#WA
#WA
#WA
#WA
0.00
MA
MA
#N/A
#WA
#WA
#WA
#WA
0.00
MA
#N/A
#N/A
#WA
#NIA
#NIA
#WA
0.00
#WA
#WA
#NIA
#WA
#N/A
0.00
#WA
Overall UD DetenOon. Pond100 Ultimate 10-15-15 East. Outlet 6129/2017, 11:14 AM
6/27/2017 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 8, Version 2
Location name: Fort Collins, Colorado, USA` `
Latitude: 40.5210, Longitude:-105.01320
Elevation: 4915.66 ft"
source: ESRI Maps . V0
-- source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
Sania Pence, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Cad Trypaluk,
Dale Unruh, Michael Yekta, Geoffery Bonnin
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval (years)
1
2
5
10
25
50
100
200
500
1000
013-0.493
5{rtin
0: 03-0 316)
0: 38 0 373
0.
(0.389-0 619
0.515-0.897
0.610-.11
0.��-81 37
(0.81318.69)11(0.970-2.17)
(1.09-2.52
43
0.969.62
10{rtin
0.297-0.463
0.349 0.546
0.458-0.9721
0.569-0.907
: 5 04-1831
0.894-10.724
1. 01
1: 9-2.48
1.42-3.17
1: 9 69
T 1-7
15anin
0.362-0.565
04 25-0.666
0.558-0.880
0.694-1..11
0.920-11.60
1.09-41596
127 2g45
14 5-3.02
1.73-3.87
1.94-4.50
0.593
0.689
0 922
1.15
1 54
1 89
229
2.75
3A2
3 99
30 1n
0.471-0.736
(0.5550.869
(0.729-1.15)
](0.907-1.44)
1 (1.20-2.09)
(1.2-2.58)
j(1.65-3.20)
l(1.89.3.93)
(2.25-5.02)
(2.53.5.85
0.732
BD�rtin
0.582-0.909
0.679-1.06
0.890-11.40
1.11-1.77
1.49-2.60
1. 3.22
2.08.403
23 9-4.98
2.88-6.42
324-7..51
0.871
1.01
1.33
1.67
227 7F
2.83
3.47
420
5.317
625
2 r
0.697-1.0
0.808-1.24
1.06-1.64
1.32-2.07
1.79-3.07
2.15-3.83
2.53.4.81
2.93-5.98
3.53-7.74
3.99-9.07
0.984
1.11
145
1.83
2A8
3.11
3.83
4.68
591
6.98
3fir
0.774-1.18)
(0.889-1.35)11
(1.16.1.77)
1.45-2.25)
1.98.3.36
2.37-420
2.81-5.29
3.26-6.60
3.96-8.58
4.49-10.1
6-hr
(0.92&1.38
1.06-1.59
1.372006)
1. 0-P.59
23 0.3.83
(2.74-4.76)
1(32 3.5.97
3: 57.43
(4.53-9.62)
5. 28111.3
1.35
1.58
2.05
2.52
3.30
4.01
4.80
5.69
7.02
8.12
12-hr
1.10-1.61
128-1.89
1.662.45
2.033.03
2.63-4.28
3.M523
3.56-6.43
4.04-7.84
4.78-9.93
5.34-11.5
2Zr
2084
�72
3- 0.4
1.33 91
1.54-222
1:
2.36-3.46
2.98-4.75
3.4
3.92-6.93
44 0.8.35
5:
5.6& 2.0
1.85
2.19
2.62
3 39
426
5.00
5 80
6.87
7.91
8.92
2dey
(1.52-2.16)
(1.80.2.56)
(2.31-3.0)
2.76.3.99
(3.40.5.31)
1(3.89-6.31)
(4.35-7.52)
1(4.80-8.91)
(5.48-10.9)
1(5.99-12.4
3da7y
1.66-2.32
1.95-2.74
2.48-3.50
2: 5-4.21
3.60.5.55
4.09-6.56
4.56-7.79
5.0299.20
5. 0-1111.2
6.21- 2.
4day
6
1: 6-2.45
2.07 2088
2.61 3.66
3: 9.4.38
3: 6-5.74
42 77
4.764-8.02
520-9.44
5.88-11.5
640.113.0
7day
8072
(2.02 2?77)
2.38-327
3: 0-4.14
3.53.4.93
42 6536
4: 6-7.43
524
(5: 0. 02)1(6.37--122
6.88-13.7
10 day
(225-3.05
2: 5-3.60
3,32.4.55
3: 9.5.38
4.6176.65
: 55 96
5.64-9.27
6.08 0.7
6.74512.8
724-14.3
20-da7y
2.92-3.89
3.38-4.52
4. 4-5.57
4.7776.47
5.51 8001
6.07 9g17
6.54-0.5
6.9 1 .0
7.57- 4.0
8.04- 5.5
34 5.4.55
3.977524
4.81 6.39
5.48.7.36)
(6.25-8.98)
6: 3 0.2)
7.31-11.6
(7.71- 3.1)
(8.0 5.2)
1(8.74-6.7
45dey
4.08-5.32
4: 0.6.13
5.87 7.45
6.44-8.55
7.27- 0.3
7.89-11.6
83 9. 3.1
8: 8-1:8
9.34- 6.8
9.77- 8.4
li��
4.5&5.92
§.3 6.87
643-838
(7. 089.62
8.20- 1.5
8.89- 3.0
9.40.14.E
9: 9-16.3
10.3 8.5
10.8-20.1
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency
estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at
upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://Msc.nws.noaa.gov/hdscipfds/pfds_xi ntpage.htm I?I at=40.5210&Ion=-105.0132&data=depth&uni is=engl ish&ser ies=pds 1/4
Stormwater Detention and Infiltration Design Data Sheet
Stormwater Facility Name: Harmony Technology Park - Infrastructure Improvements
Facility Location & Jurisdiction: (40.5204,-105.0131), Fort Collins, Larimer County, Colorado
User input: Watershed Characteristics
Watershed Slope =
0.011
Watershed Length =
1623
Watershed Area =
25.50
Watershed Imperviousness=
81.0%
Percentage Hydrologic Soil Group A =
0.0%
Percentage Hydrologic Soil Group 8 =
0.0%
Percentage Hydrologic Soil Groups C/D =1
100.0%
Location for 1-hr Rainfall Depths (use dropdown):
User Input
W
WQCV Treatment Method = Extended Detention V
After completing and printing this worksheet to a pdf, go to:
https:limaperture.digitaidataservices.com/irvh/?viewer=cswdif
create a new stormwater facility, and
attach the pdf of this worksheet to that record.
Design Storm Return Period
One -Hour Rainfall Depth
Calculated Runoff Volume,
OPTIONAL Override Runoff Volume
Inflow Hydrograph Volume:
Time to Drain 97% of Inflow Volume
Time to Drain 99% of Inflow Volume
Maximum Ponding Depth
Maximum Forded Area
Maximum Volume Stored
R nutnri Nvrlrn or�nh Racnitc
User Defined
Stage (ftj
User Defined
Area [W2]
User Defined
Stage (ftj
User Defined
Discharge [cfs]
0.00
0
0.00
0.01
0.50
734
0.50
1.05
1.00
9,437
1.00
2.73
1.50
22,801
1.50
3.80
2.00
39,609
2.00
4.65
2.50
62,987
2.50
5.39
3.00
89,343
3.00
6.03
3.50
113,007
3.50
6.61
4.00
133,862
4.00
7.14
4.50
142,687
4.50
7.63
5.00
152,319
5.00
8.10
5.50
168,938
5.50
8.54
6.00
184,647
6.00
8.96
6.40
195,120
6.40
9.22
WQCV
2 Year
5 Year
10 Year
50 Year
100 Year
0.73
0.86
1.13
1.41
2.36
2.88
0.711
1.408
2.000
2.557
4, 627
5.831
0.710
1.408
1.999
2.557
4.626
5.822
2.8
4.2
S.4
&S
9.9
11.8
4.4
S.6
6.7
10.3
12.2
2.21
2.57
2.85
3.64
4.02
L
1.13
1.53
1.87
2.72
3.08
0.819
1.298
1.771
3.588
4.682
n
acre-ft
acre-ft
acre-ft
lours
lours
t
acres
acre-ft
SDI_Design_Data_v1.08, Design Data 6/29/2017, 8:53 AM
a
A
31
21
11
i
4.5
4
3.5
3
C
025
0
c
2
15
1
0.5
0
0.1
Stormwater Detention and Infiltration Design Data Sheet
1 10 100
DRAIN TIME [hr[
SDI_Design_Data_v1.08, Design Data 6/29/2017, 8:53 AM
STAGE -DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL)
Project:
Basin ID:
Rwtiv{ONmpI lSuv,bN1
rp
Ro®y ONer /I IS,egl� Supl
Current Routing Order In 05
#1 Horiz. #2 Hertz.
41 Vert.
#2 Vert.
Circular Opening: Diameter in Inches
Die. 21 1
9.50
Inches
OR
Rectangular Opening: Width in Feet
W •
2.82
ft.
Length (Height for Vertical)
L or H =1
2.92
1tt.
Percentage of Open Anew After Trash Rack Reduction
% open -1
75
1
100
%
Orifice Coefficient
C„=
I
1
0.62
Weir Coefficient
"=I
3.00
1_
Orifice Elevation (BaOom for Vertical)
E,,=I
49M.00
1 1
4,905.18 1
tt.
Calculation of Collectlon Capacity:
Net Opening Ares (after Trash Rack Reduction)
A. = 6.39
049
sq. ft.
OPTIONAL: User-Ovende Net Opening Area
A. =
sq. ft.
Perimeter m Weir Length
L.= 1e22 ft.
OPTIONAL: User-0veride Weir Length
L„ =1 16.00 1 ft.
Top Elevation of Vertical Onfica Opening. Top =
4905A7
ft.
Center Elevahon of Vertical Onfice Opening, Gen =
4905,58
ft
I Routing 5: Water flows separately through WQCV plate, #1 horizontal opening, #2 horizontal opening, #1 vertical opening, and #2
pvertical opening. The sum of all four will be applied to culvert sheet.
I Horizontal Orifices Ivertical Drift" I
Labels
for WOCV. Minor.
a Major Slags
W 5 Ebmrnm
Water
Surface
Elevation
ft
WOCV
Plate/Riser
Flow
cis
#1 Manz. #1 Harm
Weir Orifice
Flow Flow
cis cle
'.Wull topiput)ul
02 Hartz- #2 MorIL
Weir Orifice
Flow Flow
cte of$
nut ul
#1 Vert.
Collection
Capacity
CN
�0.00
42 Vert.
Collection
CapecM
cis
Total
Collection
Capacity
cfs
Target V.L'p,
farWOCV,M..
&".stage
Volumes
4905.18
#N/A
0.00
0.00
0.00
0.00
1 0.00
#NIA
4905.68
#WA
0.00
0.00
0.00
0.00
0.77
0,00
11
4906.18
#WA
3.67
0.00
0.00
0.00
1.90
0,00
#NIA
_
4906.68
#NIA
26.92
0.00
0.00
0.00
2.67
0.00
#NIA
4907.18
#WA
81.53
0.00
0.00
0.00
3.10
0.00
#WA
4907.68
#WA
104.52
0.00
0.00
0.00
3.55
0.00
#J/A
4908.18
#N/A
154.50
0.00
0.00
0.00
1115
0.00
11
4906.25
#N/A
162.00
0.00
0.00
0.00
4.01
0.00
#W/A
<5.00 cis
_
4908.68
#WA
210.59
0.00
1 0.00
W)o
41A2
0.00
#MIA
4909.18
#WA
272.20
0.00
0.00
0.00
4.85
0.00
#NIA
4909.66
#WA
336.10
0.00
0.00
O.W
495
0.00
OVA
_
#N/A
#N/A
#WA
#N/A
#NIA
#N/A
0.00
#WA
#N/A
MIA
MLA
#N/A
MLA
MA
0.00
MA
NNIA
#N/A
MLA
#N/A
#WA
#N/A
0.00
#WA
#WA
MIA
#WA
#NIA
#NIA
MLA
0.00
MWA
#WA
MIA
MA
#N/A
MIA
MA
0.00
MA
MA
#N/A
#NIA
MLA
#NIA
#WA
0.00
#WA
#WA
MIA
MA
#N/A
#NIA
MLA
0.00
MIA
#WA
#N/A
#WA
#WA
MLA
#NIA
0.00
MA
-
#WA
#WA
#WA
MIA
#WA
#NIA
0.00
#WA
_
#REFI
MA
MA
MLA
MA
MWA
0.00
#REFI
MLA
MLA
MA
IlNIA
MA
MLA
OAO
MA
#N/A
MLA
#WA
M4/A
#WA
MA
0.00
MA
#N/A
MIA
#WA
MA
#WA
#NIA
0.00
MA
#N/A
#WA
#WA
#WA
MLA
#N/A
0.00
MA
MA
#NIA
#WA
#NIA
#WA
#WA
0.00
MA
#WA
it
MLA
#WA
#WA
Ill
0.00
Ill
_
MLA
MA
#WA
MLA
#WA
#WA
0.00
MA
#N/A
MIA
MA
MIA
#WA
#WA
0.00
#WA
#N/A
#N/A
MA
MIA
MLA
#IA
0.00
MLA
- -
MLA
#WA
MA
MIA
MA
MWA
0.00
MLA
---
#WA
#WA
MLA
#WA
Ni
MA
0.00
#WA
#WA
MIA
#NIA
III
MA
MLA
0.00
MLA
MA
MA
MLA
#WA
#NIA
#WA
0.00
MLA
#WA
MIA
MLA
MLA
#NIA
MA
0.00
#IA
#WA
MA
MA
#WA
11i
MIA
0.00
MA
MA
#WA
OVA
#NIA
MLA
MIA
0.00
MLA
MA
MLA
#WA
MA
#N/A
#N/A
0.00
MLA
#WA
#N/A
#WA
#WA
#NIA
#WA
0.00
MA
#WA
#N/A
#WA
MLA
MIA
#NIA
0.00
#WA
#WA
#WA
MLA
MIA
#N/A
#N/A
0.00
ilNIA
MA
MA
MLA
#WA
MIA
MIA
0.00
#N/A
#WA
III
#WA
#WA
#WA
#WA
0.00
#WA
_
#N/A
#N/A
#WA
#N/A
MIA
MLA
1 0.00
#WA
Overall UD Datertbon- Pond100 Ultimate 10.15.15 West, Outlet 612912017, 11:07 AM