HomeMy WebLinkAboutDrainage Reports - 05/30/2022� I NORTHERN
ENGINEERING
FINAL DRAINAGE REPORT
THE QUARRY BY WATERMARK
FORT COLLINS, COLORADO
January 25, 2022
NORTHERNENGINEERING.COM
970.221.4158
FORT COLLINS
GREELEY
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January 25, 2022
City of Fort Collins
Stormwater Utility
700 Wood Street
Fort Collins, CO 80521
RE: FINAL DRAINAGE REPORT FOR
THE QUARRY BY WATERMARK
Dear Staff,
Northern Engineering is pleased to submit this Final Drainage Report for your review. This report accompanies
the combined Final Plan submittal for the proposed The Quarry by Watermark
This report has been prepared in accordance with the Fort Collins Stormwater Criteria Manual (FCSCM) and
serves to document the stormwater impacts associated with the proposed The Quarry by Watermark housing
project. We understand that review by the City of Fort Collins is to assure general compliance with standardized
criteria contained in the FCSCM.
If you should have any questions as you review this report, please feel free to contact us.
Sincerely,
NORTHERN ENGINEERING SERVICES, INC.
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CASSANDRA UNGERMAN, EI
Project Engineer
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DANNY WEBER, PE
Project Manager
I hereby attest that this report for the final drainage design for The Quarry by Watermark was prepared by me or
under my direct supervision, in accordance with the provisions of the Fort Collins Stormwater Criteria Manual. I
understand that the City of Fort Collins does not and will not assume liability for drainage facilities designed by
others.
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NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BYWATERMARK
FORT COLLINS � GREELEY TABLE OF CONTENTS
I. GENERAL LOCATION AND DESCRIPTION ................................................................1
II. DRAINAGE BASINSAND SUB-BASINS .....................................................................4
III. DRAINAGE DESIGN CRITERIA ................................................................................4
IV. DRAINAGE FACILITY DESIGN .................................................................................7
V. CONCLUSIONS ..................................................................................................11
VI. REFERENCES ....................................................................................................12
TABLES AND FIGURES
Figure1- Vicinity Map ....................................................................................................... 1
Figure2- Aerial Photograph ............................................................................................. 2
Figure 3- FEMA Firmette (Map Numbers 08069C0978G and 08069C0979H) ................. 3
Table 1- Groundwater Elevations vs. Proposed Elevations .............................................3
Table2- LID Summary ....................................................................................................... 6
Table 3- Detention Summary .......................................................................................... 10
Table 4- Allowable Release Summary ............................................................................10
APPENDICES
APPENDIX A - HYDROLOGIC COMPUTATIONS
APPENDIX B - HYDRAULIC COMPUTATIONS
B.1 - Detention Ponds
B.2 - Water Quality
B.3 - Storm Sewers
B.4 - Inlets
B.5 - OvertoppingAnalysis
B.6 - Channels, Weirs, and Swales
B.7 - Erosion Control Mat Calculations
APPENDIX C - LID EXHIBIT
APPENDIX D - SWMM MODELING
APPENDIX E- USDA SOILS REPORT
APPENDIX F - FEMA FIRMETTE
MAP POCKET
DR1- DRAINAGE EXHIBIT
Final Drainage Report January 11, 2021
Thornberg Hamilton Fifth Subdivision Table of Contents
I. GENERAL LOCATION AND DESCRIPTION
A. LOCATION
1.. Vicinity Map
�. The Quarry by Watermark project site is located in the northwest quarter of Section 23, Township
7 North, Range 69 West of the 6th Principal Meridian, City of Fort Collins, County of Larimer, State
of Colorado.
3. The project site (refer to Figure 1) is bordered to the north by Hobbit Street; to the east by Canal
Importation Ditch; to the south by Spring Creek; and to the west by Shields Street.
4. Spring Creek and Canal Importation Ditch are major drainageways located adjacent to the
project site. The confluence of Spring Creek and Canal Importation Ditch is in the southeast
corner of the site.
B. DESCRIPTION OF PROPERTY
1. The Quarry by Watermark comprises of± 19.38 acres.
2. The site is currently an undeveloped parcel surrounded by multi-family to the north, west, and
south and single-family homes to the east.
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FORT COLLINS � GREELEY 1 � 29
Figure 1 - Vicinity Map
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3. The existing groundcover consists of short grasses. The existing on-site runoff generally drains
from the northwest to the southeast across flat grades (e.g., <1.00%) into the Canal Importation
Ditch. From there, the drainage continues through Canal Importation Ditch to Spring Creek, and
on to the Cache La Poudre River.
5. According to the United States Department ofAgriculture (USDA) Natural Resources
Conservation Service (NRCS) Soil Survey website:
(http://websoilsurvey.nres.usda.gov/app/WebSoilSurvey.aspx),
the site consists primarily of Altvan-Satanta loams (Hydrologic Soil Group B) and Nunn clay loam
(Hydrological Soil Group C).
[. SpringCreek and Canal Importation Ditch are the only major drainageways within or adjacent to
the project site.
7. Groundwater was found to be present approximately 9-11 feet below existing ground elevations.
Proposed site development will maintain a minimum of 2 feet between these existing
groundwater levels and proposed ground levels. The highest amount of cut on the site occurs
where the proposed detention ponds will be located. In these locations we are cutting
approximately 5-7 feet which will allow for greater than 2 feet of separation between the pond
bottom and the existing groundwater levels. Table 1, below, shows elevations of existing ground,
groundwater, and proposed ground to demonstrate that minimum required separation is met.
3. The proposed development will consist of eight (8) apartment buildings and ten (10) duplex units
containing a total of 313 units with detached garages. Other proposed improvements include
parking lots, sidewalks, pool, clubhouse, and landscaping.
9. The proposed land use is multi-family. This is a permitted use in the Medium-Density Mixed-Use
Neighborhood District (MMN).
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FORT COLLINS � GREELEY 2 � 29
Table 1- Groundwater Elevations vs. Proposed Elevations
Pond 1 Pond 2
Existing Ground Elevation 5014.74 5017.29
Groundwater Elevation 5003.74 5006.29
Proposed Elevation 5008.06 5012.38
Note: These values are approximate based on borings provided for the site
C. FLOODPLAIN
1. The eastern and southern edges of the site are in a FEMA regulatory floodplain; however, the
developable project area is outside of the FEMA floodplain. In particular, the FEMA designated
100-year floodplain Basins E1 and E2 on the Drainage Exhibit include the FEMA regulatory
floodplains for Spring Creek and Canal Importation Ditch (Map Numbers 08069C0978G and
08069C0979H and effective date of May 2, 2012). The eastern portion on this site, along the Canal
Importation Ditch, is located within the City of Fort Collins Regulatory floodplain/floodway. No
development is proposed within Basins E1 and E2. A copy of the FEMA Firmette is provided in
Appendix G.
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Figure 3- FEMA Firmette (Map Numbers 08069C0978G and 08069C0979H)
2. We have analyzed the FEMA Floodplain map and cross sections for Spring Creek and Canal
Importation Ditch and determined that the highest base flood elevation adjacent to the project
site is 5016 (NAVD88). Furthermore, the buildings all maintain a minimum of 12" between the
finished floor elevation and the top of bank along the south and east side of the property.
3. This project is in compliance with Chapter 10 ofthe City Municipal Code and a floodplain use
permit will be obtained for utility work in the floodplain/floodway.
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FORT COLLINS � GREELEY 3 � 29
II. DRAINAGE BASINS AND SUB-BASINS
A. Major Basin Description
The north and east halves of The Quarry by Watermark is located within the City of Fort Collins Canal
Importation major drainage basin. The southwest quarter of the site is located within the City of Fort
Collins Spring Creek major drainage basin. Specifically, the project site is situated at the confluence
of the Spring Creek and Canal Importation major drainage basins. Detention requirements for this
basin are to detain the difference between the 100-yr developed inflow rate and the historic 2-year
release rate.
B. Sub-Basin Description
i.. The outfall for the project site is at the confluence of Springs Creek and Canal Importation Basins.
�. The existing subject site can be defined with twelve (12) sub-basins that encompasses the entire
project site and three (3) offsite basins that drain onto the project site.
3. The existing site runoff generally drains from northwest-to-southeast and into the Canal
Importation Ditch.
�. The project site receives runoff from Shields Street and Hobbit Street.
III. DRAINAGE DESIGN CRITERIA
A. OPTIONAL PROVISIONS
There are no optional provisions outside of the FCSCM proposed with the Quarry by Watermark.
B. STORMWATER MANAGEMENT STRATEGY
The overall stormwater management strategy employed with The Quarry by Watermark utilizes the
"Four Step Process" to minimize adverse impacts of urbanization on receiving waters. The following
is a description of how the proposed development has incorporated each step.
Step 1- Employ Runoff Reduction Practices. The first consideration taken in trying to reduce the
stormwater impacts of this development is the site selection itself. By choosing an already developed
site with public storm sewer currently in place, the burden is significantly less than developing a
vacant parcel absent of any infrastructure.
The Quarry by Watermark aims to reduce runoff peaks, volumes and pollutant loads from frequently
occurring storm events (i.e., water quality (i.e., 80th percentile) and 2-year storm events) by
implementing Low Impact Development (LID) strategies. Wherever practical, runoff will be routed
across landscaped areas or through a rain garden or water quality pond. These LID practices reduce
the overall amount of impervious area, while at the same time Minimizing Directly Connected
Impervious Areas (MDCIA). The combined LID/MDCIA techniques will be implemented, where
practical, throughout the development, thereby slowing runoff and increasing opportunities for
infiltration.
Step 2- Implement BMPs that Provide a Water Quality Capture Volume (WQCV) with Slow
Release. The efforts taken in Step 1 will help to minimize excess runoff from frequently occurring
storm events; however, urban development of this intensity will still have stormwater runoff leaving
the site. The primary water quality treatment will occur between underground vaults located at the
south end of the project and a single rain garden along the east side of the property. The remaining
runoff will be treated for water quality in the proposed detention ponds along the Spring Creek.
Step 3- Stabilize Drainageways. As stated in Section 1.B.6, above, the Spring Creek and Canal
Importation drainage is adjacent to the subject site, however no changes to the channel are proposed
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FORT COLLINS � GREELEY 4 � 29
with this project. While this step may not seem applicable to The Quarry by Watermark, the proposed
project indirectly helps achieve stabilized drainageways, nonetheless. Once again, site selection has a
positive effect on stream stabilization. By developing an infill site with stormwater infrastructure,
combined with LID and MDCIA strategies, the likelihood of bed and bank erosion and the frequency of
erosive flows are reduced. Furthermore, this project will pay one-time stormwater development fees,
as well as ongoing monthly stormwater utility fees, both of which help achieve Citywide drainageway
stability.
Step 4- Implement Site Specific and Other Source Control BMPs. This step typically applies to
industrial and commercial developments.
C. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS
1. The subject property is not part of any Overall Development Plan (ODP) drainage study or similar
"development/project" drainage master plan.
�. The site plan is constrained to the north and west by public streets, to the south by Spring Creek,
and to the east by the Canal Importation Ditch.
D. HYDROLOGICAL CRITERIA
The City of Fort Collins Rainfall Intensity-Duration-Frequency Curves, as depicted in Figure 3.4-1
of the FCSCM, serve as the source for all hydrologic computations associated with The Quarry by
Watermark development. Tabulated data contained in Table 3.4-1 has been utilized for Rational
Method runoffcalculations.
2. The Rational Method has been used to estimate peak developed stormwater runoff from
drainage basins within the developed site for the 2-year, 10-year, and 100-year design storms.
Peak runoff discharges determined using this methodology have been used to check the street
capacities, inlets, swales, and storm drain lines.
3. Two separate design storms have been utilized to address distinct drainage scenarios. The
first event analyzed is the "Minor," or "Initial" Storm, which has a 2-year recurrence interval.
The second event considered is the "Major Storm," which has a 100-year recurrence interval.
E. HYDRAULIC CRITERIA
1. The drainage facilities proposed with The Quarry by Watermark project are designed in
accordance with criteria outlined in the FCSCM.
�. As stated in Section I.C.1, above, the subject property is located next to a FEMA designated
floodplain but is not located within the floodplain limits.
F. FLOODPLAIN REGULATIONS COMPLIANCE
�i. As previously mentioned, this project is adjacent to a FEMA regulated floodplain. The
developable area of the project is located outside of the floodplain, and as such, it will not be
subject to any floodplain regulations. However, two storm outfalls and a small portion of the
access trail will be located within the floodway, and that work will be subject to the applicable
floodplain regulations of Chapter 10 of the City Municipal Code.
2. Despite most of the project not being located within the floodplain, consideration has been given
to the floodplain elevations as they relate to the proposed buildings and the finished floors have
been elevated accordingly.
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FORT COLLINS � GREELEY 5 � 29
G. MODIFICATIONS OF CRITERIA
There are no optional provisions outside of the FCSCM proposed with the Quarry by Watermark.
H. CONFORMANCE WITH WATER QUALITY TREATMENT CRITERIA
City Code requires that 100% of runoff from impervious surfaces in a project site shall receive some
sort of water quality treatment. This project proposes to provide water quality treatment using
several methods. A single rain garden will be located along the east edge of the site. Two separate
areas along the south side of the site will use underground chambers for treatment. Both areas will
discharge into two proposed detention ponds that will provide water quality for the remainder of the
site before discharge into the Canal Importation Basin. Due to the physical constraints associated
with an infill project of this nature and the prohibition of providing water quality facilities within the
public right-of-way, there are some small, narrow areas around the perimeter of the project that
cannot be captured. The uncaptured areas tend to be narrow strips of concrete flatwork that link the
building entrances to the public sidewalks as well as small planter beds between the building and
public sidewalks or property lines.
While these small areas will not receive formal water quality treatment, most areas will still see some
treatment as runoff is directed across through the landscaped areas or across the landscaped
parkways before reachingthe roadway curb and gutter.
I. CONFORMANCE WITH LOW IMPACT DEVELOPMENT (LID)
The project site will conform with the requirement to treat a minimum of 75%ofthe project site using
a LID technique. A single rain garden and underground chambers will be used to capture and filter or
infiltrate the water quality capture volume.
J. SIZING OF LID FACILITIES
Rain Gardens[Under�round Chambers
1. The rain garden and chambers were sized by first determining the required water quality
capture volume (WQCV) for Basins B1-B10 for the rain garden and Basins A2 & D5-7 for the
chambers. A 12-hour drain time was used in this calculation.
2. Once the WQCV was identified, each rain garden and chamber area were sized for its respective
WQCV. The rain gardens will be constructed with a biomedia filter and underdrain. An
overflow drain will be provided in each rain garden and weir for chambers to pass storms
greater than the WQCV. The water quality storage elevations for the chambers are 5011.55 and
5013.58 for Stormtech chambers 1 and 2 respectively.
Water Ouality Pond
The water quality pond was sized by first determining the required water quality capture
volume (WQCV) for Basins D1 and Al. Offsite flows from Basins OS1 and OS2 (Shields Street)
will be treated in the water quality ponds. A 40-hour drain time was used in this calculation.
The WQCV that resulted was approximately 9060 ft3, which includes the additional20%
2. Once the WQCV was identified, the water quality pond was sized to provide the WQCV. An
outlet control structure with overflow will be provided to pass storms greater than the WQCV.
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Table 2 — LID Summary
LID ID Area (ftz) Weighted % Volume per Vol. w/ 20% Impervious
Impervious UD-BMP (ft3) increase per area (ftz)
FC Manual
(ft3)
Rain Garden 318,413 71% 7,243 8,692 225,001
A
Stormtech 1 76,238 77% 1,578 1,894 58,703
Stormtech 2 81,341 58% 1,247 1,496 47,552
IV. DRAINAGE FACILITY DESIGN
A. GENERAL CONCEPT
1. The main objective of The Quarry by Watermark drainage design is to maintain existing
drainage patterns, while not adversely impacting adjacent properties.
2. All storm drains on the site have been designed to convey 100-yr flows, except storm line 1
which is designed for the 2-yr storm.
3. A list of tables and figures used within this report can be found in the Table of Contents at the
front of the document. The tables and figures are located within the sections to which the
content best applies.
4. Drainage for the project site has been analyzed using twenty-five (25) onsite drainage sub-
basins, designated as sub-basins Al- A2, B1-B10, C1-C2, D1-D7, E1-E2, and F1-F2. Furthermore,
there are three (3) offsite drainage sub-basins designated as sub-basins OS1, OS2, and OS3.
The drainage patterns anticipated forthe basins are further described below.
Sub-Basins Al
Sub-Basin A1 encompasses approximately 7% of the total site area. Basin A1 contains Detention
Pond 1 which is the collection point of all B sub-basins on site before release into the Canal
Importation Ditch. This pond, in conjunction with Detention Pond 2, will moderate the release
rate into the ditch during the Major Storm. An outlet structure with a restrictor plate will be
installed with Pond 1 and an outfall pipe will be used for the discharge into the Canal Importation
Ditch. Scour protection will be provided at the outfall into the ditch in order to lessen the site's
impact on the ditch. The scour protection was selected based on its ability to handle the shear
stress created by flows in the channel. A 100-yr flow depth in the channel of 6.08 ft and a channel
slope of 0.50% were used to determine the shear stress in the channel at the location of the
outfall. Storm drain 5-2, which serves as the outfall for both detention ponds, has a release rate
of 1 cfs. Emergency Overflow from this pond will be directed over the emergency spillway and
down the Spring Creek access to Spring Creek.
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Sub-BasinsA2
Sub-Basin A2 encompasses approximately 9% of the total site area. Basin A2 is comprised
primarily of roof area, concrete flatwork, parking lot and landscaped areas. This basin will drain
into a valley pan and curb and gutter located in the parking lot and be captured by an inlet and
storm drain. Sub-Basin A2 is the collection point of overflow from basins B1-B10. These overflows
will pass over a series of weirs on their way to Sub-Basin A2 and ultimately drain to the inlet at DP
A2. Minor flows from this area will be treated by Stormtech Chambers 1, located just south of the
collection point. Major flows will bypass the Stormtech Chambers and proceed to Detention
Pond 1. Inlet 2-5 serves as the collection point for all flows and separates major and minor flows
using a weir inside the inlet. The top of weir elevation is set at the top of chamber elevation
(5011.55) to ensure the chambers are fully inundated before major flows are collected. All B
basins will be detained in the pond, but Sub-basin A2 will be passed through the spillway for
Pond 1 and will not be detained as part of the "area trade" as discussed in Section IV.B,below.
Sub-Basin B1- B10
Sub-Basins B1 through B10 encompass approximately 36%the total site area. Basin B1, mainly
comprised of Rain Garden A, will be the main treatment method for the B sub-basins. Minor flows
will be treated in this rain garden, while flows from larger storms will proceed to Detention Pond
1 and to the Canal Importation ditch. An underdrain is proposed underneath Rain Garden A and
will outfall into the Canal Importation ditch. The remaining sub-basins (62-B10) are comprised
primarily of roof area, concrete flatwork, parking lot, and landscaped areas. The sub-basins will
drain into a valley pan and curb & gutter located within each sub-basin and towards a common
storm sewer. This common storm sewer will discharge into Rain Garden A. Storm sewer 1, which
conveys flows for all B basins, is sized for the minor storm event. Excess flows will continue
through the site over a series of weirs and ultimately into basin A2 where minor flows will be
treated by Storm Chamber 1 and then continue to Detention Pond 1. Major flows will proceed to
Detention Pond 1 and then to the Canal Importation Ditch.
Sub-Basin C1
Sub-basin C1 is comprised of an existing ditch along the north property line (Ditch C). This
existing ditch conveys runoff from OS3 (Hobbit Street) and discharges directly into the Canal
Importation Ditch. This is an existing condition and there will be no added flows or change in
drainage patterns.
Sub-Basin C2
This sub-basin is comprised primarily of roof area, concrete flatwork, and landscaped areas.
Flows from the sub-basin will flow east into a proposed landscape drain and will be routed
through Storm sewer 1 to Rain Garden A. From Rain Garden A, flows will proceed to Detention
Pond 1, then to the Canal Importation.
Sub-Basin D1
Sub-Basin D1 encompasses approximately 5% the total site area. This basin contains Detention
Pond 2, which will collect runoff from Sub-Basins D, F, and the offsite flows from Shields (OS1 &
OS2). Detention Pond 2 will serve as the water quality pond for the remaining basins that are not
NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BYWATERMARK
FORT COLLINS � GREELEY 8 � 29
treated with LID. An outlet structure will be constructed with a water quality plate and restrictor
plate. The outfall for Pond 2 will discharge around Pond 1. The pond is designed to handle a total
inflow rate of approximately 49 cfs. Emergency overflow from detention pond 2 will flow through
the overflow channel and spill into detention pond 1 priorto discharging into the Canal
Importation Ditch.
Sub-Basin D2
Sub-Basin D2 encompasses approximately 1%the total site area. This sub-basin is comprised
primarily of landscaped areas. No development is proposed in this area and flows from the sub-
basin will discharge directly into Spring Creek.
Sub-Basin D3
This sub-basin is comprised primarily of roof area, concrete flatwork, parking lot, and landscaped
areas. The sub-basin will drain into a common storm sewer via curb and gutter. The storm sewer
will collect drainage from Sub-Basins OS1 and OS2, and discharge into Detention Pond 2. This
storm drain will capture only the 2-year flows from these basins. The 100-yr flows will continue
into Sub-Basin D4 via overland flow and curb and gutter flow towards the sidewalk chase that
will direct flows to Detention Pond 2. Flows will then proceed to the Canal Importation Ditch.
Sub-Basin D4
Sub-basin D4 encompasses approximately 4% of the total site area and is comprised of roof area,
concrete flatwork, parking lot, and landscaped areas. Runoff from this basin flows via curb and
gutter and overland flow to a proposed sidewalk chase that ultimately conveys the flow to
Detention Pond 2. Flows will then proceed to the Canal Importation Ditch.
Sub-Basin D5-D7
Sub-Basins D5-D7 encompass approximately 9%the total site area. These sub-basins are
comprised primarily of roof area, concrete flatwork, parking lot, and landscaped areas. The sub-
basins will drain into a common storm sewer via valley pans and curb and gutter. The storm
sewer will collect drainage from all the sub-basins and discharge into Stormtech Chambers 2.
The WQCV will be captured in these chambers during minor storm events. Larger flows will
bypass the chamber weir, set at 5013.75, and discharge directly into Detention Pond 2. Flows
will then proceed to the Canal Importation Ditch. Storm sewer will be sized to convey major
storms.
Sub-Basin E1
Sub-basin E1 encompasses approximately 17%the total site area. This sub-basin comprises of
the Spring Creek flood plain. No improvements, except for storm sewer outfalls and a small
portion of the access trail, are proposed within this sub-basin.
Sub-Basin E2
Sub-basin E2 encompasses approximately 7%the total site area. This sub-basin comprises ofthe
Canal Importation flood plain. No improvements, except for storm sewer outfalls, are proposed
within this sub-basin.
Sub-Basins Fl & F2
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Sub-basins F1 and F2 encompass approximately 1% the total site area. These sub-basins are
comprised primarily of concrete flatwork and landscaped areas. Flows from the sub-basin will
drain into curb and gutter along Shield Street. The curb and gutter will then convey the flows to
the intersection of Shields Street and Stuart Street (also the west entrance of the site), into Sub-
Basins D3 and D4, and ultimately Detention Pond 2. Flows will then proceed to the Canal
Importation Ditch.
Sub-Basin OS1 & OS2
Offsite Sub-Basins OS1 and OS2 consist of the west edge of Shields Street that directly impacts
the project site. These sub-basins are comprised primarily of asphalt, concrete flatwork, and a
landscaped parkway. Flows from the sub-basin will drain into curb and gutter along Shields
Street. The curb and gutter will then convey the flows to the intersection of Shields Street and
Stuart Street (also the west entrance of the site), into Sub-Basins D3 and D4, and ultimately into
Water Quality Pond D. 1.7 of the 2.5 acres will be detained and treated in Pond 2. The remaining
0.8 acres will pass through the detention pond.
Sub-Basin OS3
Offsite Sub-Basin OS3 consists of Hobbit Street north of the project site. This sub-basin is
comprised primarily of asphalt and concrete flatwork. Flows from the sub-basin will drain into
curb and gutter along Hobbit Street. The curb and gutter will then convey the flows to Ditch C
and ultimately into the Canal Importation Ditch.
A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of this report.
B. SPECIFIC DETAILS
4. Two detention ponds are proposed with this development and will detain up to the 100-yr storm
event and release at or below the caluclated release rate. A SWMM model was created to
determine the detention volumes. See Appendix C for more detail. See Table 3 for detention
summary and Table 4 for an allowable release summary.
Table 3 - Detention Summary
PONDSUMMARY TABLE
Tributary Ave Percent E�dended 100-Yr. 100-Yr.
Area Imperviousness Detention WQN Detention Vol. Detention Peak Release
Pond ID (Ac) (96) (Ac-Ft) (Ac-Ft) WSEL(Ft) (cfs)
Pond1 8.51 5' PJiA 1.82 5011.37 0.9�
Pond 2 E.33 E� �.�08 0.83 5015.40 5.15
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FORT COLLINS � GREELEY 10 � 29
Table 4- Allowable Release Summary
Allowable Release Rate Tabulation
Project: The Quarry by Watermark
Date: 8/24/2021
By: A.Cvar
A C2 C10 C100 T�2 T�10 T��on i2 i10 uro QZ Q10 Q100
(AC) (Min) (Min) (Min) (In/Hr) Qn/Hr) (In/Hr) (CFS) (CFS) (CFS)
Total Onsite Basin 14.48 0.20 0.20 0.25 15.03 15.03 15.03 1.87 3.19 6.52 5.41 9.24 23.59
Combi�ed OSl, 052 2.28 0.20 0.20 0.25 12.94 12.94 12.94 2.02 3.45 7.04 0.92 1.57 4.02
Allowable Reiease - Onsite Only 5.41 Ci5
Allowable Release - Onsite + Offsite Basins OSl, 052 (Shtelds R.O.W.) 6.33 CFS
�. LID treatment is being provided within Rain Garden A and Stormtech Chambers 1& 2. These treat
approxmiately 85% of the site impervious runoff which is more than the required LID treatement
of 75%. Please see the LID exhibt and calculations in Appendix C. The remainder of water quality
will be provided by extended detention.
e. Detention allowable release rate is based on computed 2-year historic flow for the overall
property. We have added historic flow from Right-of-Way area in addition to the property. Basins
OS1 and OS2 (Please see Historic Drainage Exhibit), with a combined area of 2.28 acres, will be
taken into Pond 2 and will be detained. Thus, we have added 2-year historic flow from these
basins to the site allowable release. We proposed an "area trade" which allows for the free
release of developed basin A2, with an area of 1.75 acres. We will detain 1.75 acres of offsite
basins OS1 and OS2 (combined area of 2.28 acres), and in exchange, we will be allowed to free
release basin A2. Based on historic flow computations provided in the appendix, the summation
of onsite historic 2-year flow and 2-year flows from Basins OS1 and OS2 is 6.3 cfs (as summarized
in Table 3). We propose to release slightly below this rate as shown in Table 4, above.
7. Stormwater facility Standard Operations Procedures (SOP) will be provided by the City of Fort
Collins in the Development Agreement.
4. Final Design details, and construction documentation shall be provided to the City of Fort Collins
for review prior to Final Development Plan approval.
V. CONCLUSIONS
A. COMPLIANCE WITH STANDARDS
1. The drainage design proposed with The Quarry by Watermark complies with the City of Fort
Collins Master Drainage Plan forthe Spring Creek and Canal Importation Basins.
2. The project is adjacent to the Spring Creek and Canal Importation FEMA regulatory floodplains.
However, the development is constructed outside of the floodplains, and buildings are located
18-inches above the base flood elevation. No improvements are proposed within the FEMA
regulated floodplains. All applicable provisions within Chapter 10 of the City Municipal Code
shall be adhered to.
3. The drainage plan and stormwater management measures proposed with The Quarry by
Watermark project are compliant with all applicable State and Federal regulations governing
stormwater discharge.
B. DRAINAGE CONCEPT
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FORT COLLINS � GREELEY 11 � 29
The drainage plan and stormwater management measures proposed with The Quarry by
Watermark project are compliant with all applicable State and Federal regulations governing
stormwater discharge.
�. The Quarry by Watermark will not impact the Master Drainage Plan recommendations for the
Canal Importation and Spring Creek major drainage basin.
VI. REFERENCES
Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, as adopted by Ordinance No. 159,
2018, and referenced in Section 26-500 ofthe City of Fort Collins Municipal Code.
Soils Resource Report for Larimer County Area, Colorado, Natural Resources Conservation Service, United
States Department of Agriculture.
Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control District, Wright-
McLaughlin Engineers, Denver, Colorado, Revised April 2008.
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FORT COLLINS � GREELEY EROSION CONTROL REPORT
� NORTHERN
ENGINEERING
Character of Surface
Streets, Parking Lots, Roofs, Alleys, and Drives:
Asphalt, Concrete
Rooftop
Gravel
Pavers
Lawns and Landscaping:
Undeveloped: Greenbelts, AgricLtlture
Lawns, Clayey Soil, Flat Slope < 2%
USDA SOIL TYPE: C 1) Runoff coefficients per Tables 3.2-1 & 3.2 of the FCSM. Percent impervious per Tables 41-2 & 4.1-3 of the FCSM.
H-A1 44,062
H-A2 6,773
H-B1 110,004
H-B2 170,633
H-B3 19,023
H-C1 32,204
H-C2 238,190
H-D1 7,509
H-E1 147,424
H-E2 60,287
H-F1 1,947
H-F2 7,695
OS1 21,067
OS2 78,428
Comb
OS1,
OS2 99,495
OS3 20,406
Combined Basins
ota -
Onsite 630,531
1.012
0.155
2.525
3.917
0.437
0.739
5.468
0.172
3.384
1.384
0.045
0.177
0.484
1.800
2.284
0.468
14.475
1 111
1 111
1 111
11
11 1
1 111
1 11•
1 111
1 :
1 �
11 :
11•�
1 1
1.
0.000
0.405
0.167
1 111
1 111
1 111
1 111
1 111
1 111
1 111
1 111
11 '
1 11
1 111
1 111
1 111
1 111
1 111
1 111
�
1 111
1 111
1 111
1 111
1 11
1 111
1 111
1 111
1 111
1 111
1 111
1 111
1 111
1 111
1 111
1 111
1 111
�
1 111
1 111
1 111
1 111
111
1 111
1 111
1 111
1 111
1 111
1 111
1 111
1 111
1 11
1 111
1 111
1 111
�
1 111
1.012
0.155
2.525
3.902
0.417
0.739
5.459
0.172
3.082
1.239
0.000
0.000
0.000
0.000
1 111
1 111
�
�
Coefficient 1 Impervious 1
0.95 100%
0.95 90%
0.50 40%
0.50 40%
0.20 2%
0.20 2%
1 111
1 111
1 111
1 111
1 111
1 111
1 111
1 111
1 111
1 111
11
1 1:
11
1 1' �.
2.284
0.063
0.099
2%
2°/a
2%
2%
6%
2°/a
2%
2%
11%
12%
64%
54%
84%
95%
2%
87%
3%
Project: The Quarry by Watermark
Calculations Bv: A.Cvar
Date: October 18, 2021
2) Composite Runoff Coefficient adjusted per Table 3.2-3 of the Fort Collins
Stormwater Manual (FCSM).
� �
1 1
� �
1 �
�
1 �
� �
1 1
�
1 '
� .•
1.�
�'
1•
0.20
0.25
0.20
� �
� 1
� �
� 1
�
� 1
/ �
� 1
�
� '
� .•
� .�
/:
� •
0.20
0.25
0.20
� �
1 1
� �
1 �
�
1 �
� �
1 1
�
1 '
� .•
1.�
�'
1•
0.20
0.25
0.20
0.25
0.25
0.25
0.25
0.29
0.25
0.25
0.25
0.33
0.35
0.84
0.75
1.00
1.00
0.25
0.31
0.25
Page 1 of 11
� NORTHERN
ENGINEERING
• / ' � • • ' � •
Overland Flow, Time of Concentration: Maximum Tc:
1.87(1.1 - C* Cf )� (Equation 3.3-2 per Fort Collins Stormwater Manual) Tc - L-� 10 (Equation 3.3-5 per Fort Collins Stormwater Manual)
TL S1�s 180 Project: The Quarry by Watermark
Channelized Flow, Velocitv: Channelized Flow, Time of Concentration: Calculations Bv: A.Cvar
V_ 1.49 * R2�3 *� (Equation 5-4 per Fort Collins Stormwater Manual) j, Date: October 18, 2021
n Tt = (Equation 5-5 per Fort Collins Stormwater Manual)
Where: V= Velocity (ft/sec) V* 60
n = Roughness Coefficient
R = Hydraulic Radius (feet)
S = Longitudinal Slope, feet/feet
Oeaerland Flow Channelized Flow Time of Concentration
� - , _ i • ,� ;� . . . .
. � _ , ,,.,... , : -
� � � . _. . d � � � a, � �:� �� - � . - . ` �. � ` �v , ��� � i „ � �
. �. . �. ..
.
h-a1 H-A1 200 15.34 10.61 2.37% 17.9 17.9 16.9 159 10.61 7.95 1.67% Swale (4:1) 0.025 4.00 8.25 0.48 476 0.56 ll.99 18.42 11.99 18.42 11.99 17.43 11.99
h-a2 H-A2 45 15.23 14.59 1.42% 10.0 10.0 9.5 N/A Swale (4:1) 4.00 8.25 N/A N/A 0.00 10.25 10.04 10.04 10.04 10.04 9.48 9.48
h-b1 H-B1 200 14.80 13.63 0.59% 28.5 28.5 26.9 278 13.63 11.74 0.68% Swale (8:1) 0.025 8.00 16.12 0.50 3.08 1.50 12.66 29.96 12.66 29.96 12.66 28.38 12.66
h-b2 H-B2 148 17.33 16.31 0.69% 23.1 23.1 21.8 365 16.31 13.44 079% Swale (8:1) 0.025 8.00 16.12 0.50 3.31 1.84 12.85 24.94 12.85 24.94 12.85 23.63 12.85
h-b3 H-B3 52 17.33 16.20 2.17% 9.0 9.0 8.4 180 16.20 15.20 0.56% Swale (4:1) 0.025 4.00 8.25 0.48 2.74 1.09 11.29 10.11 10.11 10.11 10.11 9.50 9.50
h-c1 H-C1 90 17.23 10.63 7.33% 8.2 8.2 7.8 175 10.63 10.10 0.30% Swale (4:1) 0.025 4.00 8.25 0.48 2.02 1.44 11.47 9.66 9.66 9.66 9.66 9.20 9.20
h-c2 H-C2 60 17.48 1629 1.98% 10.4 10.4 9.8 826 16.29 13.33 0.36% Swale (8:1) 0.025 8.00 16.12 0.50 2.24 6.16 14.92 16.52 14.92 16.52 14.92 15.94 14.92
h-d1 H-D1 60 19.31 17.33 3.30% 8.8 8.8 8.3 N/A Swale (4:1) 4.00 8.25 N/A N/A 0.00 10.33 8.75 8.75 875 8.75 8.26 8.26
h-e1 H-E1 65 17.28 11.43 9.00% 6.0 6.0 5.6 1272 11.43 3.16 0.65% Floodplain 0.045 46.50 23.32 1.99 4.23 5.01 17.43 11.05 11.05 11.05 11.05 10.57 10.57
h-e2 H-E2 40 14.10 7.58 16.30% 3.8 3.8 3.5 735 7.58 4.17 0.46% Flood lain 0.035 18.00 13.00 1.38 3.60 3.40 14.31 7.23 7.23 7.23 7.23 6.91 6.91
h-f1 H-Fl 22 18.47 17.99 2.18% 2.9 2.9 1.8 175 17.99 17.00 0.57% Gutter 0.012 3.61 19.18 0.19 3.07 0.95 11.09 3.84 5.00 3.84 5.00 2.70 5.00
h-f2 H-F2 40 20.24 19.49 1.88% 4.8 4.8 3.4 570 19.49 16.79 0.47% Gutter 0.012 3.61 19.18 0.19 2.81 3.38 13.39 8.18 8.18 8.18 8.18 674 6.74
os1 OS1 30 22.53 21.47 3.53% 1.8 1.8 0.7 420 21.47 16.95 1.08% Gutter 0.012 3.61 19.18 0.19 4.23 1.65 12.50 3.47 5.00 3.47 5.00 2.33 5.00
os2 OS2 26 36.00 34.55 5.58% 1.0 1.0 0.5 1738 34.55 16.79 1.02% Gutter 0.012 3.61 19.18 0.19 4.12 7.02 19.80 8.04 8.04 8.04 8.04 7.56 7.56
Comb Comb
OS1, OS1, 26 36.00 34.55 5.58% 5.9 5.9 5.9 1738 34.55 16.79 1.02% Gutter 0.012 3.61 19.18 0.19 4.12 7.02 19.80 12.94 12.94 12.94 12.94 12.94 12.94
osz osz
os3 OS3 32 20.10 20.05 0.16% 16.7 16.7 15.5 615 20.05 12.88 1.17% Gutter 0.012 3.61 19.18 0.19 4.40 2.33 13.59 19.02 13.59 19.02 13.59 17.79 13.59
Combined Basins
Total- Total- 62 20.17 17.96 3.56% 10.6 10.6 10.6 843 17.96 12.80 0.61% Swale (8:1) 0.025 8.00 16.12 0.50 2.92 4.81 15.03 15.41 15.03 15.41 15.03 15.41 15.03
Onsite Onsite
Notes:
1) Add 5000 to all elevations.
2) Per Fort Collins Stormwater Manual, minimum Tc = 5 min.
3) Assume a water depth of 6" and a typical curb and gutter per Larimer County Urban Street Standard Detai1701 for curb and gutter channelized flow. Assume a water depth of 1', fixed side slopes, and a triangular swale section for grass
channelized flow. Assume a water depth of 1', 4:1 side slopes, and a 2' wide valley pan for channelized flow in a valley pan.
Page 2 of 11
� NORTHERN
ENGINEERING
/ ' ' / / ' � /
Project: T`he Quarry by Watermark
Calculations Bv: A.Cvar
Date: October 18, 2021
Intensity, I from Fig. 3.4.1 Fort Collins Stormwater Manual
Rational Equation: Q= CiA (Equation 6-1 per MHFD)
.
T� Min Runoff C Intensity Flow
. � , � � � �' �' � �' � �
r:�� � ��
h-�1 I-I-A 1 l.012 1L99 ll.99 11.99 0.20 0.20 0.25 2.09 3.57 7.29 0.4 0.7 1.8
h-a2 H-A2 0.155 10.04 10.04 9.48 0.20 020 0.25 2.21 3.78 8.03 0.1 0.1 0.3
h-bl H-B1 2.525 12.66 12.66 12.66 0.20 0.20 0.25 2.02 3.45 7.04 1.0 1.7 4.4
h-b2 H-B2 3.917 12.85 12.85 12.85 0.20 0.20 0.25 2.02 3.45 7.04 1.6 2.7 7.0
h-b3 H-B3 0.437 10.11 10.11 9.50 0.23 0.23 0.29 2.21 3.78 8.03 0.2 0.4 1.0
h-c1 H-C1 0.739 9.66 9.66 9.20 0.20 0.20 0.25 2.26 3.86 8.03 0.3 0.6 1.5
h-c2 H-C2 5.468 14.92 14.92 14.92 0.20 0.20 0.25 1.90 3.24 6.62 2.1 3.6 9.1
h-d1 H-D1 0.172 8.75 8.75 8.26 0.20 0.20 0.25 2.35 4.02 8.38 0.1 0.1 0.4
h-e1 H-E1 3.384 11.05 11.05 10.57 0.27 027 0.33 2.13 3.63 7.57 1.9 3.3 8.6
h-e2 H-E2 1.384 7.23 7.23 6.91 0.28 0.28 0.35 2.52 4.31 9.06 1.0 1.7 4.4
h-f1 H-F1 0.045 5.00 5.00 5.00 0.67 0.67 0.84 2.85 4.87 9.95 0.1 0.1 0.4
h-f2 H-F2 0.177 8.18 8.18 6.74 0.60 0.60 0.75 2.40 4.10 9.06 0.3 0.4 1.2
os1 OS1 0.484 5.00 5.00 5.00 0.83 0.83 1.00 2.85 4.87 9.95 1.1 2.0 4.8
os2 OS2 1.800 8.04 8.04 7.56 0.91 0.91 1.00 2.40 4.10 8.59 3.9 6.7 15.5
Comb OS1, OS2 Comb OS1, OS2 2.284 12.94 12.94 12.94 0.20 020 0.25 2.02 3.45 7.04 0.9 1.6 4.0
os3 OS3 0.468 13.59 13.59 13.59 0.25 0.25 0.31 1.95 3.34 6.82 0.2 0.4 1.0
Combined Basins
Total-Onsite Total-Onsite 14.475 15.03 15.03 15.03 0.20 0.20 0.25 1.87 3.19 6.52 5.4 9.2 23.6
Total-Onsite Basins Include: H-A1 H-A2 H-B1 H-B2 H-B3 H-C1 H-C2 H-F1 H-F2
Page 3 of 11
�' NORTHERN
ENGINEERING
DEVELOPED BA��E1l fo: � ERVIOUSN�SS AN'D' �U�QFF COEFFIC/ENT CALCULATIONS
1 Percentage 2-yr Runoff -yr Runo -yr Runo
CHARACTER OF SURFACE :
Impervious Coefficient Coefficient Coefficient
Developed
Asphalt.................................................................................................................. 100% 0.95 0.95 1.19
Concrete........................................................................................................................................................ 100 % 0.95 0.95 1.19
Rooftop 90 % 0.95 0.95 1.19
Gravel...................................................................................................................................................................... 40 % 0.50 0.50 0.63
Pavers........................................................................................................................................................ 40 % 0.50 0.50 0.63
Landscape or Pervious Surface
Playgrounds................................................................................................................................................................. 25 % 0.35 0.35 0.44
Lawns Clayey Soil 2% 0.25 0.25 0.31
LawnsSandy Soil ................................................................................................................................................................. 2% 0.15 0.15 0.19
Notes:
1) Percentage impervious faken from the Port Collins Stormwafer Crlterla Manual, Chapter 5, Table 4.L2 and Ta61e 4.1-3
2) Runoff Coeflicients are taken from Che Fon� Colllns Stormwatcr Crlterla Manual, Chapfer 3. Table 32-1 znd 32-2
Area of 10-year 100-year
Area of Area of Area of Area of Area of 2-year
Basin Area Asphal�/Con Area of Lawns Composite Composite Composite
Basin ID Concrete Rooftop Gravel Pavers Playgrounds Composite Runoff
(ac) crete �ac) (ac) (ac) (ac) �a�) (ac) %, Imperv. Coefficient Runoff Runoff
(ac) Coefficient Coefficient
A1 1.310 0.036 0.00 0.009 0.00 0.00 0.00 L265 5% 0.27 027 0.34
A2 1.761 L220 0.00 0.133 0.00 0.00 0.00 0.408 77 % OJ9 0.79 0.98
B1 0.617 0.051 0.00 0.152 0.00 0.00 0.00 0.414 32 % 0.48 0.48 0.60
B2 0.536 0.248 0.00 0.191 0.00 0.00 0.00 0.097 79 % 0.82 0.82 1.00
B3 2.415 1.597 0.00 0.633 0.00 0.00 0.00 0.185 90 % 0.90 0.90 1.00
B4 0.288 0.241 0.00 0.022 0.00 0.00 0.00 0.025 91 % 0.89 0.89 1.00
B5 0.480 0.007 0.00 0.269 0.00 0.00 0.00 0.205 53 % 0.65 0.65 0.82
B6 0.868 0.576 0.00 0.292 0.00 0.00 0.00 0.000 97 % 0.95 0.95 1.00
B7 0.796 0.607 0.00 0.131 0.00 0.00 0.00 0.058 91 % 0.90 0.90 1.00
B8 0.491 0.037 0.00 0.241 0.00 0.00 0.00 0.213 53 % 0.65 0.65 0.81
B9 0.460 0.293 0.00 0.167 0.00 0.00 0.00 0.000 96 % 0.95 0.95 1.00
B10 0.206 0.050 0.00 0.020 0.00 0.00 0.00 0.136 34% 0.49 0.49 0.61
C1 0.106 0.000 0.00 0.000 0.00 0.00 0.00 0.106 2% 0.25 0.25 0.31
C2 0.162 0.007 0.00 0.080 0.00 0.00 0.00 0.075 50 % 0.62 0.62 0.78
D1 0.979 0.060 0.00 0.000 0.00 0.00 0.00 0.919 8% 0.29 0.29 0.37
D2 0.219 0.000 0.00 0.000 0.00 0.00 0.00 0.219 2% 0.25 0.25 0.31
D3 0.214 0.104 0.00 0.080 0.00 0.00 0.00 0.030 82 % 0.85 0.85 1.00
D4 0.768 0.600 0.00 0.130 0.00 0.00 0.00 0.038 93 % 0.92 0.92 1.00
D5 1.072 0.670 0.00 0.318 0.00 0.00 0.00 0.084 89 % 0.90 0.90 1.00
D6 0.068 0.009 0.00 0.033 0.00 0.00 0.00 0.026 58 % 0.69 0.69 0.86
D7 0.639 0.067 0.00 0.033 0.00 0.00 0.00 0.539 17 % 0.36 0.36 0.45
El 3.384 0.283 0.00 0.270 0.00 0.00 0.00 0.000 16 % 0.16 0.16 0.19
E2 1.384 0.143 0.00 0.019 0.00 0.00 0.00 0.000 12 % 0.11 0.11 0.14
Fl 0.045 0.028 0.00 0.002 0.00 0.00 0.00 0.015 67 % 0.72 0.72 0.90
F2 0.177 0.094 0.00 0.000 0.00 0.00 0.00 0.083 54 % 0.62 0.62 0.78
OS1 0.484 0.407 0.00 0.000 0.00 0.00 0.00 0.077 84% 0.84 0.84 1.00
OS2 1.800 1.706 0.00 0.000 0.00 0.00 0.00 0.094 95 % 0.91 0.91 1.00
OS3 0.873 0.750 0.00 0.000 0.00 0.00 0.00 0.123 87 % 0.86 0.86 1.00
Combined Basins
Detention Pond 1(A1, B1-B10) 8.466 3.327 0.000 1.690 0.000 0.000 0.000 0.984 57% 0.59 0.59 OJ4
Detention Pontl 2(OS1, OS2, D1, 6.464 4.495 0.004 0.596 0.000 0.000 0.000 2.246 79% 0.84 0.84 1.00
D2, D3, D4, D5, D6, D7, F1, F2)
� I NORTHERN
ENGINEERING
DEVELOPEQ''
Overland Flow, Time of Concentration: Frequencv Adiustment Factor:
T, -� t' '�� "`�"�' �- (E uation 33-2 FCSCM Storm Return Period Fr
q ) equency Adjustment
ts
(years) Factor (G)
2, 5, 10 1.00
Channelized Flow, Time of Concentration: 25 1.10
L 50 1.20
T� vx�o (Equation 5-5 FCSCM) 100 1.25
V= 1�n9 R?�35�%Z }(Equation 5-4 FCSCM) Table 3.2-3 FCSCM
Therefore TQ=Tc10 No�es: urn�n so-rer sn�d���d oe«;i �oi ror �art ao�i g��ne,� �,n�n�,er..ea Flow, ns«��,�• �
1) Add 5000 to all elevations. wate� deptki nl 7', Yixed =_ide slopea, and a lnanKula� swale seciien (or p,ra�s
2) Per Fort Collins Srormw�rer Manual, minimum 7c =5 mia channelized itow. Assume a water ilepYh of I', 4:1 side slopes, nnd a 2' wide v.�llev
Total Tlme of ConCentfation : 3) As�ume a water deprh ot h" and a typical airb ;md ynirter per Lnrimer County pan 1ur channeli�.ed flow in a vnlley pan.
T� = iqo � 1a }(Equation 33-5 FCSCM)
T� is the /esser of the values of Tc calculated using T� = T; + T i
Overland Flow Channelized Flow Time of Concentration
Design gasin
Point Length, Slope, Length, Slope, Assumed Velocity,
Cz Cloo L S T;z T;loo L g Roughness Hydraulic V T` T� (Eq. 3.3-5) T�Z = T; +Tt T�loo = T; +T� T�z T�ioo
Coefficient (miN
(ft) ( % ) (k) ( % ) Radius (fNs)
al A1 0.27 0.34 5 5.00% 2.0 1.9 570 1.61°6 0.015 0.59 8.88 1.1 13.2 3.1 2.9 5.0 5.0
a2 A2 0.79 0.98 50 2.00 % 3.3 1.3 915 0.50 % 0.015 0.59 4.95 3.1 15.4 6.3 4.3 6.3 5.0
bl B1 0.48 0.60 240 2.46% 13.3 lOJ 0 N/A 0.015 N/A N/A N/A 11.3 13.3 lOJ 11.3 lOJ
b2 B2 0.82 1.00 60 5.00 % 2.4 0.8 87 1.03 % 0.015 0.59 7.11 02 10.8 2.6 1.1 5.0 5.0
b3 B3 0.90 1.00 130 2.46 % 3.2 1.6 610 0.79 % 0.015 0.59 6.20 1.6 14.1 4.8 3.2 5.0 5.0
b4 B4 0.89 1.00 40 2.00 % 2.0 0.9 162 0.68 % 0.015 0.59 5.76 0.5 11.1 2.4 1.4 5.0 5.0
b5 B5 0.65 0.82 50 2.80 % 4.2 2.6 51 1.06 % 0.038 0.50 2.54 0.3 10.6 4.6 3.0 5.0 5.0
66 B6 0.95 1.00 96 2.29% 2.1 1.4 227 0.97% 0.015 0.59 6.88 0.5 11.8 2.6 1.9 5.0 5.0
b7 B7 0.90 1.00 62 2.29 % 2.2 1.1 250 0.60 % 0.015 0.59 5.43 0.8 11.7 3.0 1.9 5.0 5.0
b8 BS 0.65 0.81 10 17.10 % 1.0 0.7 291 0.42 % 0.015 0.59 4.54 1.1 11.7 2.1 1.7 5.0 5.0
b9 B9 0.95 1.00 90 2.69 % 1.9 1.3 43 0.49 % 0.015 0.59 4.88 0.1 10.7 2.1 1.4 5.0 5.0
b10 B10 0.49 0.61 70 3.23% 6.5 52 0 N/A 0.015 0.59 N/A N/A 10.4 6.5 52 6.5 5.2
cl C1 0.25 0.31 13 12.85% 2.4 2.3 190 0.87% 0.038 0.50 2.31 1.4 11.1 3.8 3.6 5.0 5.0
c2 C2 0.62 0J8 40 6.33 % 31 2.0 0 N/A 0.015 n/a N/A N/A 10.2 31 2.0 5.0 5.0
dl Dl 0.29 0.37 40 15.03% 3.9 3.5 200 0.51% 0.015 0.59 4.99 0.7 11.3 4.6 4.2 5.0 5.0
d2 D2 0.25 0.31 100 1.42% 14.1 13.1 0 N/A 0.015 n/a N/A N/A 10.6 14.1 13.1 10.6 10.6
d3 D3 0.85 1.00 40 2.57 % 2.2 0.9 60 0.50 % 0.015 0.19 2.32 0.4 10.6 2.6 1.3 5.0 5.0
d4 D4 0.92 1.00 82 1.87% 2.5 1.4 185 0.50% 0.015 0.19 2.33 1.3 11.5 3.8 2.7 5.0 5.0
d5 D5 0.90 1.00 40 1.00 % 2.4 1.2 277 0.96 % 0.015 0.19 3.21 1.4 11.8 3.8 2.6 5.0 5.0
d6 D6 0.69 0.86 40 2.35% 3.6 2.1 25 0.68% 0.015 0.59 5.76 0.1 10.4 3.7 22 5.0 5.0
d7 D7 0.36 0.45 40 3.18 % 6.0 5.2 280 0.64 % 0.015 0.59 5.59 0.8 11.8 6.8 61 6.8 6.1
el El 0.16 0.19 65 9.00% 6.8 6.6 1272 0.65% 0.056 1.99 3.39 6.2 17.4 13.1 12.8 13.1 12.8
e2 E2 0.11 0.14 40 16.30 % 4.6 4.5 735 0.46 % 0.044 1.38 2.86 4.3 14.3 8.9 8.8 8.9 8.8
fl Fl OJ2 0.90 22 2.18% 2.6 1.4 175 0.57% 0.015 0.19 2.47 1.2 11.1 3.8 2.5 5.0 5.0
f2 F2 0.62 0.78 40 1.88 % 4.6 3.1 570 0.47 % 0.015 0.19 2.26 4.2 13.4 8.8 7.3 8.8 7.3
osl OSl 0.84 1.00 30 3.53% 1.7 0.7 420 1.08% 0.015 0.19 3.41 2.1 12.5 3.8 2.7 5.0 5.0
os2 OS2 0.91 1.00 26 5.58 % 1.0 0.5 1738 1.02 % 0.015 0.19 3.32 8.7 19.8 9.8 9.3 9.8 9.3
os3 OS3 0.86 1.00 18 2.06 % 1.5 0.6 615 1.38 % 0.015 0.19 3.85 2.7 13.5 4.2 3.3 5.0 5.0
� � NORTHERN
ENGINEERING
DEVELOPED RUNOFF COMPUTATIONS
Rational Method Equation:
Q = C�.(CXiXA)
Rainfall Intensity:
IDF Table for Rational Method Table 3.4-1 FCSCM
Design Area, A Tcz T�loo Intensity, Intensity, Intensity, Flow, Flow, Flow,
Point Basin(s) (acres) (min) (min) �2 �loo �z �io �ioo Qz Qio Qioo
(in/hr) (in/hr) (in/hr) (cfs) (cfs) (cfs)
al A1 1.31 5.0 5.0 0.27 0.34 2.85 4.87 9.95 1.01 1.72 4.43
a2 A2 1.76 5.0 5.0 0.79 0.98 2.85 2.85 9.95 3.97 3.97 17.17
bl B1 0.62 10.7 10.7 0.48 0.60 2.17 2.17 7.57 0.64 0.64 2.80
b2 B2 0.54 5.0 5.0 0.82 1.00 2.85 2.85 9.95 1.25 1.25 5.33
b3 B3 2.42 5.0 5.0 0.90 1.00 2.85 2.85 9.95 6.20 6.20 24.03
b4 B4 0.29 5.0 5.0 0.89 1.00 2.85 2.85 9.95 0.73 0.73 2.87
b5 B5 0.48 5.0 5.0 0.65 0.82 2.85 2.85 9.95 0.89 0.89 3.92
b6 B6 0.87 5.0 5.0 0.95 1.00 2.85 2.85 9.95 2.35 2.35 8.64
b7 B7 0.80 5.0 5.0 0.90 1.00 2.85 2.85 9.95 2.04 2.04 7.92
b8 B8 0.49 5.0 5.0 0.65 0.81 2.85 2.85 9.95 0.91 0.91 3.96
b9 B9 0.46 5.0 5.0 0.95 1.00 2.85 2.85 9.95 1.24 1.24 4.57
b10 B10 0.21 5.2 5.2 0.49 0.61 2.85 2.85 9.95 0.29 0.29 1.25
cl C1 0.11 5.0 5.0 0.25 0.31 2.85 2.85 9.95 0.08 0.08 0.33
c2 C2 0.16 5.0 5.0 0.62 0.78 2.85 2.85 9.95 0.29 0.29 1.26
dl D1 0.98 5.0 5.0 0.29 0.37 2.85 2.85 9.95 0.81 0.81 3.60
d2 D2 0.22 10.6 10.6 0.25 0.31 2.17 2.17 7.57 0.12 0.12 0.51
d3 D3 0.21 5.0 5.0 0.85 1.00 2.85 2.85 9.95 0.52 0.52 2.13
d4 D4 0.77 5.0 5.0 0.92 1.00 2.85 2.85 9.95 2.01 2.01 7.64
d5 D5 1.07 5.0 5.0 0.90 1.00 2.85 2.85 9.95 2.75 2.75 10.67
d6 D6 0.07 5.0 5.0 0.69 0.86 2.85 2.85 9.95 0.13 0.13 0.58
d7 D7 0.64 6.1 6.1 0.36 0.45 2.67 2.67 9.31 0.61 0.61 2.68
el E1 3.38 12.8 12.8 0.16 0.19 2.02 2.02 7.04 1.09 1.09 4.53
e2 E2 1.38 8.8 8.8 0.11 0.14 2.35 2.35 8.21 0.36 0.36 1.59
fl F1 0.05 5.0 5.0 0.72 0.90 2.85 2.85 9.95 0.09 0.09 0.40
f2 F2 0.18 7.3 7.3 0.62 0.78 2.52 2.52 8.80 0.28 0.28 1.21
osl OS1 0.48 5.0 5.0 0.84 1.00 2.85 2.85 9.95 1.16 1.16 4.82
os2 OS2 1.80 9.3 9.3 0.91 1.00 2.30 2.30 8.03 3.77 3.77 14.45
os3 0.87 5.0 5.0 0.86 1.00 2.85 2.85 9.95 2.14 2.14 8.69
NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK
FORT COLLINS � GREELEY APPENDIX
NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK
FORT COLLINS � GREELEY APPENDIX
Pond Stage-Storage Curve
Pond: 1
Project: 1791-001
By: CLU
Date: 10/18/21
Stage Contour Area Volume Volume
(FT) (SF) (CU.FT.) (AC-FT)
5006.80 2.47 0.00 0.00
5007.00 540.42 38.63 0.00
5007.20 1682.33 250.38 0.01
5007.40 3357.73 744.83 0.02
5007.60 5668.22 1637.40 0.04
5007.80 8663.48 3060.02 0.07
5008.00 12229.92 5139.14 0.12
5008.20 15000.13 7857.43 0.18
5008.40 17067.89 11062.01 0.25
5008.60 18482.35 14616.10 0.34
5008.80 19183.36 18382.45 0.42
5009.00 19807.07 22281.33 0.51
5009.20 20413.20 26303.20 0.60
5009.40 20996.32 30444.02 0.70
5009.60 21565.35 34700.06 0.80
5009.80 22114.54 39067.93 0.90
5010.00 22630.95 43542.38 1.00
5010.20 23367.81 48142.06 1.11
5010.40 24489.98 52927.40 1.22
5010.60 25657.31 57941.67 1.33
5010.80 26634.08 63170.51 1.45
5011.00 27443.71 68578.09 1.57
5011.20 27992.41 74121.61 1.70
5011.40 28545.43 79775.30 1.83
5011.60 29101.90 85539.94 1.96
5011.80 29662.54 91416.30 2.10
100-YR WSEL
Pond Stage-Storage Curve
Pond: 2
Project: 1791-001
By: CLU
Date: 10/18/21
Stage Contour Area Volume Volume
(FT) (SF) (CU.FT.) (AC-FT)
5011.00 13.48 0.00 0.00
5011.20 266.06 22.63 0.00
5011.40 722.70 117.78 0.00
5011.60 1641.13 347.97 0.01
5011.80 2919.21 797.91 0.02
5012.00 4473.39 1531.67 0.04
5012.20 5816.26 2557.70 0.06
5012.40 6984.68 3836.01 0.09
5012.60 8060.75 5339.27 0.12
5012.80 9055.19 7049.90 0.16
5013.00 10006.64 8955.29 0.21
5013.20 10893.75 11044.70 0.25
5013.40 11658.44 13299.48 0.31
5013.60 12380.18 15702.99 0.36
5013.80 13121.41 18252.79 0.42
5014.00 13883.39 20952.91 0.48
5014.20 14668.97 23807.78 0.55
5014.40 15484.34 26822.75 0.62
5014.60 16402.04 30010.94 0.69
5014.80 17338.60 33384.57 0.77
5015.00 18403.47 36958.20 0.85
5015.20 20897.84 40885.74 0.94
5015.40 23715.17 45344.08 1.04
5015.50 26049.97 49848.59 1.14
WQ Elevation
100-YR WSEL
� NORTHERN
ENGINEERING
ORIFICE RATING CURVE
Pond 1
100-yr Orifice
P roj ect
Date:
By:
Quarry by Watermark
10/18/2021
C. Ungerman
Q = CdAo zgH
Q
Ao=
Cd zg H
100-yr WSEL= 5011.37
Orifice Plate
Outflow Q 1 cfs
Orifice Coefficient Cd 0.65
Gravity Constant g 32.2 ft/s^2
100-year head H 4.62 ft
Orifice Area Ao 0.09 ft^2
Orifice Area Ao 12.84 in^2
Radius r 2.0 in
Diameter d 4.0 in
Orifice Curve
Stage (ft) H(ft) Q(cfs) SWMM Stage Note
5006.75 0.00 0.00 0.00 Pond Invert
5006.95 0.20 0.21 0.20
5007.15 0.40 0.29 0.40
5007.35 0.60 0.36 0.60
5007.55 0.80 0.42 0.80
5007.75 1.00 0.47 1.00
5007.95 1.20 0.51 1.20
5008.15 1.40 0.55 1.40
5008.35 1.60 0.59 1.60
5008.55 1.80 0.62 1.80
5008.75 2.00 0.66 2.00
5008.95 2.20 0.69 2.20
5009.15 2.40 0.72 2.40
5009.35 2.60 0.75 2.60
5009.55 2.80 0.78 2.80
5009.75 3.00 0.81 3.00
5009.95 3.20 0.83 3.20
5010.15 3.40 0.86 3.40
5010.35 3.60 0.88 3.60
5010.55 3.80 0.91 3.80
5010.75 4.00 0.93 4.00
5010.95 4.20 0.95 4.20
5011.15 4.40 0.98 4.40
5011.35 4.60 1.00 4.60
5011.37 4.62 1.00 4.62 100-yr WSEL
Quarry by Watermark
10�1g�2021 1:15 PM P:11791-OO11DrainagelDetention11791-001_Pond1100-yrRestrictorl0rificeSize
� NORTHERN
ENGINEERING
ORIFICE RATING CURVE
Pond 2
100-yr Orifice
P roj ect
Date:
By:
Quarry by Watermark
1/25/2022
C. Ungerman
Q = CdAo zgH
Ao= Q
Cd ZgH
100-yr WSEL= 5015.4
Orifice Plate
Outflow Q 5.4 cfs
Orifice Coefficient Cd 0.65
Gravity Constant g 32.2 ft/s^2
100-year head H 4.50 ft
Orifice Area Ao 0.49 ft^2
Orifice Area Ao 70.27 in^2
Radius r 4.7 in
Diameter d 9.5 in
Orifice Curve
Stage (ft) H(ft) Q(cfs) SWMM Stage Note
5010.91 0.00 0.00 0.00 Pond Invert
5011.11 0.20 1.14 0.20
5011.31 0.40 1.61 0.40
5011.51 0.60 1.97 0.60
5011.71 0.80 2.28 0.80
5011.91 1.00 2.55 1.00
5012.11 1.20 2.79 1.20
5012.31 1.40 3.01 1.40
5012.51 1.60 3.22 1.60
5012.71 1.80 3.42 1.80
5012.91 2.00 3.60 2.00
5013.11 2.20 3.78 2.20
5013.31 2.40 3.94 2.40
5013.51 2.60 4.10 2.60
5013.71 2.80 4.26 2.80
5013.91 3.00 4.41 3.00
5014.11 3.20 4.55 3.20
5014.31 3.40 4.69 3.40
5014.51 3.60 4.83 3.60
5014.71 3.80 4.96 3.80
5014.91 4.00 5.09 4.00
5015.11 4.20 5.22 4.20
5015.31 4.40 5.34 4.40
5015.40 4.49 5.39 4.49 100-yr WSEL
Quarry by Watermark
1/25/2022 9:11 AM P:11791-OO11DrainagelDetention11791-001_Pond2100-yrRestrictorl0rificeSize
SDI-Design Data vZ. 00, Re%ased January 20Z0
Stormwater Facility Name: Pond 1
Facility Location & Jurisdiction: The Quarry by Watermark, City of Fort Collins
User Input: Watershed Characteristics
Extended Detention Basin (EDB) � EDB
Watershed Area = 8.47
Watershed Length = 1,200
Watershed Length to Centroid = 600
Watershed Slope = 0.010
Watershed Imperviousness = 57.0%
Percentage Hydrologic Soil Group A= 7.0%
Percentage Hydrologic Soil Group B= 70.0%
Percentage Hydrologic Soil Groups C/D = 23.0%
Target WQCV Drain Time = 40.0
Location for 1-hr Rainfall Depths (use dropdown):
�er Input �
acres
ft
ft
ft/ft
percent
percent
percent
percent
hours
After providing required inputs above including 1-hour
rainfall depths, click 'Run CUHP' to generate runoff
hydrographs using the embedded Colorado Urban
Hydrograph Procedure.
Once CUHP has been run and the Stage-Area-Discharge
information has been provided, click 'Process Data' to
interpolate the Stage-Area-Volume-Discharge data and
generate summary results in the table below. Once this
is complete, click 'Print to PDF'.
After completing and printing this worksheet to a pdf, go to:
https: //maperture.diqitaldataservices.com/gvh/?viewer=cswdif
Create a new stormwater facility, and attach the PDF of this
worksheet to that record.
User Defined User Defined User Defined User Defined
Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs]
0.00 2 0.00 0.00
0.20 540 1.00 0.47
0.40 1,682 2.00 0.66
0.60 3,358 3.00 0.81
0.80 5,668 4.00 0.93
1.00 8,663 5.00 1.00
1.20 12,230
1.40 15,000
1.60 17,068
1.80 18,482
2.00 19,183
2.20 19,807
2.40 20,413
2.60 20,996
2.80 21,565
3.00 22,115
3.20 22,631
3.40 23,368
3.60 24,490
3.80 25,657
4.00 26,634
4.20 27,444
4.40 27,992
4.60 28,545
4.80 29,102
5.00 29,663
Routed Hydrograph Results
Design Storm Return Period =
One-Hour Rainfall Depth =
CUHP Runoff Volume =
Inflow Hydrograph Volume =
Time to Drain 97% of Inflow Volume =
Time to Drain 99% of Inflow Volume =
Maximum Ponding Depth =
Maximum Ponded Area =
Maximum Volume Stored =
WQCV 2 Year 5 Year 10 Year 50 Year 100 Year
N/A 0.88 1.16 1.46 2.49 3.06
0.160 0.323 0.458 0.645 1.408 1.853
N/A 0.323 0.458 0.645 1.408 1.853
4.5 8.2 10.5 13.5 23.8 29.1
4.8 8.6 i l. i 14.2 24.8 30.3
1.34 1.53 1.83 2.22 3.67 4.37
0.32 0.37 0.43 0.46 0.57 0.64
0.161 0.228 0.349 0.521 1.252 1.685
in
acre-ft
acre-ft
hours
hours
Ft
acres
acre-ft
SDI_Design_Data_v2.00_Pond 1, Design Data 1/18/2022, 1:47 PM
25
20
15
�
�
u
�
O
J
LL
1�
`r
5
4.5
4
3.5
�
3=
�
n
u
C
C:
2.5 z
c
z
C
n
2
1.5
1
0.5
0
0.1
DRAIN TIME [hr]
SDI_Design_Data_v2.00_Pond 1, Design Data 1/18/2022, 1:47 PM
� -. - - - - --- -- --
0.1 TIMH [hr] 10
1 10 100
SDI-Design Data v1. 00, Re%ased January 2010
Stormwater Facility Name: Pond 2
Facility Location & Jurisdiction: The Quarry by Watermark, City of Fort Collins
User In ut: Watershed Characteristics
Extended Detention Basin (EDB) � EDB
Watershed Area = 6.45
Watershed Length = 1,850
Watershed Length to Centroid = 925
Watershed Slope = 0.011
Watershed Imperviousness = 79.0%
Percentage Hydrologic Soil Group A= 7.0%
Percentage Hydrologic Soil Group B= 70.0%
Percentage Hydrologic Soil Groups C/D = 23.0%
Target WQCV Drain Time = 40.0
Location for 1-hr Rainfall Depths (use dropdown):
Userinput �
acres
Note: L/ W Ratio > 8
L / W Ratio = 12.18
ft/ft
After providing required inputs above including 1-hour
rainfall depths, click'Run CUHP' to generate runoff
hydrographs using the embedded Colorado Urban
Hydrograph Procedure.
Once CUHP has been run and the Stage-Area-Discharge
information has been provided, click 'Process Data' to
interpolate the Stage-Area-Volume-Discharge data and
generate summary results in the table below. Once this
is complete, click 'Print to PDF'.
After completing and printing this worksheet to a pdf, go to:
https://maperture.d i4italdataservices.com/qvh/?viewer=cswd if
Create a new stormwater faciliry, and attach the PDF of this
worksheet to that record.
Routed Hydrograph Results
Design Storm Return Period =
One-Hour Rainfall Depth =
CUHP Runoff Volume =
Inflow Hydrograph Volume =
Time to Drain 97% of Inflow Volume =
Time to Drain 99% of Inflow Volume =
Maximum Ponding Depth =
Maximum Ponded Area =
Maximum Volume Stored =
User Defined User Defined User Defined User Defined
Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs]
0.00 13 0.00 0.00
0.20 266 2.00 0.09
0.40 723 2.01 3.82
0.60 1,641 3.00 4.68
0.80 2,919 4.00 5.40
1.00 4,473 4.40 5.66
1.20 5,816
1.40 6,985
1.60 8,061
1.80 9,055
2.00 10,007
2.20 10,894
2.40 11,658
2.60 12,380
2.80 13,121
3.00 13,883
3.20 14,669
3.40 15,484
3.60 16,402
3.80 17,339
4.00 18,403
4.20 20,898
4.40 23,715
SDI_Design_Data_v2.00_Pond 2.xlsm, Design Data 1/18/2022, 1:39 PM
18
16
14
12
N 10
u
3
0
LL $
6
4
2
0
� 0.1
f� �
TIMfl [hr]
10
SDI_Design_Data_v2.00_Pond 2.xlsm, Design Data 1/18/2022, 1:39 PM
SDI-Design Data vZ. 00, Re%ased January 20Z0
Stormwater Facility Name: Stormtech 1
Facility Location & Jurisdiction: The Quarry by Watermark, City of Fort Collins
User Input: Watershed Characteristics
I Extended Detention Basin (EDB) � EDB
Watershed Area = 8.47
Watershed Length = 1,200
Watershed Length to Centroid = 600
Watershed Slope = 0.010
Watershed Imperviousness = 57.0%
Percentage Hydrologic Soil Group A= 7.5%
Percentage Hydrologic Soil Group B= 70.0%
Percentage Hydrologic Soil Groups C/D = 22.5%
Target WQCV Drain Time = 12.0
Location for 1-hr Rainfall Depths (use dropdown):
, User Input �
acres
ft
ft
ft/ft
percent
percent
percent
percent
hours
After providing required inputs above including 1-hour
rainfall depths, click 'Run CUHP' to generate runoff
hydrographs using the embedded Colorado Urban
Hydrograph Procedure.
Once CUHP has been run and the Stage-Area-Discharge
information has been provided, click 'Process Data' to
interpolate the Stage-Area-Volume-Discharge data and
generate summary results in the table below. Once this
is complete, click 'Print to PDF'.
After completing and printing this worksheet to a pdf, go to:
https: //maperture.diqitaldataservices.com/gvh/?viewer=cswdif
Create a new stormwater facility, and attach the PDF of this
worksheet to that record.
User Defined User Defined User Defined User Defined
Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs]
0.00 1,234 0.00 0.00
0.20 1,235 1.00 1.25
0.40 1,236 2.00 1.77
0.60 1,237 3.00 2.17
0.80 1,238 3.42 2.32
1.00 1,239
1.20 1,240
1.40 1,241
1.60 1,242
1.80 1,243
2.00 1,244
2.20 1,245
2.40 1,246
2.60 1,247
2.80 1,248
3.00 1,249
3.20 1,250
3.40 1,251
3.42 1,252
Routed Hydrograph Results
Design Storm Return Period =
One-Hour Rainfall Depth =
CUHP Runoff Volume =
Inflow Hydrograph Volume =
Time to Drain 97% of Inflow Volume =
Time to Drain 99% of Inflow Volume =
Maximum Ponding Depth =
Maximum Ponded Area =
Maximum Volume Stored =
WQCV 2 Year 5 Year 10 Year 50 Year 100 Year
N/A 0.88 1.16 1.46 2.49 3.06
0.058 0.323 0.458 0.644 1.407 1.851
N/A 0.323 0.458 0.644 1.407 1.851
1.0 2.7 2.9 3.3 4.3 4.6
1.3 3.1 3.3 3.6 4.6 4.9
2.04 2.98 5.06 8.49 25.01 34.93
0.03 0.03 0.03 0.03 0.03 0.03
0.058 0.085 0.098 0.098 0.098 0.098
in
acre-ft
acre-ft
hours
hours
WARNING!
acres
acre-ft
SDI_Design_Data_v2.00_ST 1, Design Data 1/18/2022, 12:20 PM
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DRAIN TIME [hr]
SDI_Design_Data_v2.00_ST 1, Design Data 1/18/2022, 12:20 PM
� -. - --- '
0.1 TIMH [hr] 10
1 10 100
SDI-Design Data vZ. 00, Re%ased January 20Z0
Stormwater Facility Name: Stormtech 2
Facility Location & Jurisdiction: The Quarry by Watermark, City of Fort Collins
User Input: Watershed Characteristics
Extended Detention Basin (EDB) � EDB
Watershed Area = 6.45
Watershed Length = 1,000
Watershed Length to Centroid = 500
Watershed Slope = 0.011
Watershed Imperviousness = 79.0%
Percentage Hydrologic Soil Group A= 0.0%
Percentage Hydrologic Soil Group B= 75.0%
Percentage Hydrologic Soil Groups C/D = 25.0%
Target WQCV Drain Time = 12.0
Location for 1-hr Rainfall Depths (use dropdown):
�er Input �
acres
ft
ft
ft/ft
percent
percent
percent
percent
hours
After providing required inputs above including 1-hour
rainfall depths, click 'Run CUHP' to generate runoff
hydrographs using the embedded Colorado Urban
Hydrograph Procedure.
Once CUHP has been run and the Stage-Area-Discharge
information has been provided, click 'Process Data' to
interpolate the Stage-Area-Volume-Discharge data and
generate summary results in the table below. Once this
is complete, click 'Print to PDF'.
After completing and printing this worksheet to a pdf, go to:
https: //maperture.diqitaldataservices.com/gvh/?viewer=cswdif
Create a new stormwater facility, and attach the PDF of this
worksheet to that record.
User Defined User Defined User Defined User Defined
Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs]
0.00 1,154 0.00 0.00
0.25 1,154 1.00 1.30
0.50 1,154 2.00 1.84
0.75 1,154 3.00 2.25
1.00 1,154 3.25 2.35
1.25 1,154
1.50 1,154
1.75 1,154
2.00 1,154
2.25 1,154
2.50 1,154
2.75 1,154
3.00 1,154
3.25 1,154
Routed Hydrograph Results
Design Storm Return Period =
One-Hour Rainfall Depth =
CUHP Runoff Volume =
Inflow Hydrograph Volume =
Time to Drain 97% of Inflow Volume =
Time to Drain 99% of Inflow Volume =
Maximum Ponding Depth =
Maximum Ponded Area =
Maximum Volume Stored =
WQCV 2 Year 5 Year 10 Year 50 Year 100 Year
N/A 0.88 1.16 1.46 2.49 3.06
0.053 0.350 0.486 0.644 1.231 1.563
N/A 0.350 0.486 0.644 1.231 1.563
0.9 2.5 2.8 3.0 3.7 3.9
1.2 2.8 3.0 3.3 4.0 4.3
2.00 3.90 6.29 9.23 22.78 30.89
0.03 0.03 0.03 0.03 0.03 0.03
0.053 0.086 0.086 0.086 0.086 0.086
in
acre-ft
acre-ft
hours
hours
WARNING!
acres
acre-ft
SDI_Design_Data_v2.00_ST 2, Design Data 1/18/2022, 12:59 PM
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DRAIN TIME [hr]
SDI_Design_Data_v2.00_ST 2, Design Data 1/18/2022, 12:59 PM
0.1 TIMH [hr] 10
0.1 1 10 100
NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK
FORT COLLINS � GREELEY APPENDIX
MHFD-Detention, �ersion 4.04 (February7021J
8asin ID: Pond 2
- /z �`ons: .
� `
vowulcunv=woc- ��on ..
>oo� M Example Zone Configuration (Retention Pontl)
Watershed Information
Sele tetl BMP Type = EDB
Watershed Area = 6.45 res
Wa[ershetl Leng[h = 1,850 f[
Watershed Length to Centroid = 925 ft
Watershed Slope = OAll R/ft
Watershed Imperviousness = 79.00 % perrent
Perrentage Hydrologic Soil Group A= 7.5 % perrent
Percentage Hytlrologic Soil Group B= fi9.8 % percent
Percentage Hydrologic Soil Groups C/D = 22.7% perrent
Target WQCV D2in Time = 40A hours
Lacation for 1-hr Rainfall Depths = Denver - Capitol Builtling
Ar[er ��mvitling r2qulretl inpu[� above InGu�ing 1-hou� rainfall
tlep:hs, CiiCk'Run CUFIP' CD gEne;a[e'unoff I�ytlrOyrd?i�c u5inn.
t1e'.anbedded C�lotatlo Urban Hytlrt pr�ph I';o_etlure.
warer q�aory capc�re vowme �wqcv� = o.zoe re-f�c
Excess Ur6an Runoff Volume (EURV) = OS58 re-feet
2-yr Runaff Valume (Pl = 0.82 in.) = 0327 re-fee[
5-yr Runoff Valume (Pl = 1.14 in.) = 0.481 cre-feet
10-yr Runoff Volume (Pl = 1.4 in.) = 0.619 cre-feet
25-yr Runaff Valume (Pl = 1.81 in.) = 0.861 cre-feet
SOryr Runoff Volume (Pl = 227 in.) = 1.122 acre-feet
100-yr Runaff Valume (Pl = 2.86 in.) = 1.470 cre-feet
500-yr Runaff Valume (Pl = 439 in.) = 2360 cre-feet
Approximate 2-yr Detention Volume = 0308 re-feet
Approximate Syr Detention Volume = OA52 re-feet
Approximate 10-yr Detention Volume = 0.579 re-feet
Approximare 25ryr �erention Volume = 0.706 re-feet
Approxima[e 50-yr Detention Volume = 0.818 re-feet
Approximate 100-yr Detention Volume = 0.974 re-feet
Defne Zones and Basin Geometry
Zane 1 Valume (WqLV) = 0208 re-feet
Zane 2 Valume (EURV - Zane 1) = 0350 re-feet
Zone 3 Volume (100-year - Zones 1& 2) = 0.41fi re-feet
Total �etention Basin Volume = 0.974 re-feet
Initial Surcharge Volume (ISV) = f['
[nitial Surcharge Depth (ISD) = R
Total Available Detention Depth (H�o�i) = k
Depth of Trickle Channel (Hr,) = ft
Slope of Trickle Channel (5r�) = k/k
Slopes of Main Basin Sides (Smai�) = H:V
Basin Leng[h-[o-Width Ratio (RU�,) _
Initial Surcharge Area (A��) = k'
Surcharge Volume Length (L��) = ft
Surcharge Volume Width (W��) = k
Depth of Basin Floor (Hp�opR) = ft
Length of Basin Floor (LF��a) = k
Width of Basin Floor (WF�Wk) = ft
Area of Basin Floor (Ap�opa) _ (t�
Volume of Basin Floor (VF��a) = h'
Depth of Main Basin (HMqw) = k
Length of Main Basin (LMaN) = ft
Width of Main Basin (WMpw) = k
Area of Main Basin (AM�,) = k�
Volume of Main Basin (VMp�N) = k'
Calculated Total Basin Volume (V�,�i) = user re-feet
Note: L/ W Ratio > 8
L / W Ra[io = 12.19
Optional Use: Overtitles
0.208 a'e-feet
0.558 re-feet
OB2 nches
1.14 inches
1.40 inches
1.81 inches
2.27 inches
2.86 inches
439 inches
De th Increment = 0.20 ft
Ou[i�nal �P��� �a�
Stage - Sto2ge Stage Oven'idc Length Width Area Override Area Volume Volume
Descrl tion k Stane (f[1 ft R k� Aiza (R`) (f[') (arft)
Top of Micropool - 0.00 -- -- -- 13 0.000
-- 0.20 -- -- -- 266 O.00fi 28 0.001
-- 0.40 - -- -- 723 0.017 127 0.003
-- 0.60 -- -- -- 1,641 �.038 363 0.008
-- 0.80 - -- - 2,919 0.067 819 0.019
- 1.00 -- -- -- 4,473 0.103 1�558 0.036
-- 1.20 -- -- -- 5,816 0.134 2,587 0.059
-- 1.40 -- -- -- 6,985 O.1fi0 3,867 0.089
-- 1.60 -- -- -- 8,061 0.185 5,372 0.123
- 1.80 -- -- -- 9,055 0208 7,084 0.163
- 2.00 -- -- -- 10,007 OZ30 8,990 0.206
- 2.20 -- -- -- 10,899 �.250 11,080 0.259
-- 2.40 - -- -- 11,fi58 0.2fi8 13,335 0306
- 2.60 -- -- -- 12,380 0284 15,739 0361
- Z.80 -- -- -- 13,121 0301 16,Z89 0.9Z0
-- 3.00 -- -- -- 13,883 0319 20,990 0.482
- 3.20 -- -- -- 14,669 0337 23,845 0.547
- 3.40 -- -- -- 15,984 0355 26,860 0.617
- 3.60 - -- -- 16,402 0377 30,049 O.fi90
-- 3.80 -- -- -- 17,339 �398 33,423 0.767
-- 4.00 - -- - 18,403 OAll 3fi,997 0.849
- 420 -- -- - 20,898 0.480 40,927 0.940
-- 4.40 -- -- -- 23,715 0.549 45,388 1.042
�uarty_MHFD-0etention_v4 04, Basin 121/2022, 9:42 AM
� • :� • ' ' �
MHFD-Detention, �ersion 4.04 (February 2021)
Project: The Quarry by Watermark
Basin ID: Pond 2
— ��°;�o„E= Estimated Estimated
T 1�_ Stage (ft) Volume (arft) Outlet Type
VOLUM41 EUPV=.�,Q
J_ �T j Zone 1(WQCV) 2.01 0.208 Orifice Plate
^d�E^a Zone 2(EURV) 3.24 0.350 Not Utilized
zoxci,woz oa�FicE
Poo�pcH. oa�rwes Zone 3(100-year) 4.28 0.416 CircularOrifi�e
� Example Zone Configuration (Retention Pond)
Total (all zones) 0.974
User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP1 Calculated Parameters for Underdrain
Underdrain Orifice Invert Depth = N/A ft(distance below the filtration media surface) Underdrain Orifice Area = N/A ftZ
Underdrain Orifice Diameter = N/A inches Underdrain Orifice Centroid = N/A feet
Invert of Lowest Orifice = 0.00
Depth at top of Zone using Orifce Plate = 2.01
Orifice Plate: Orifice Vertical Spacing = 4.00
Orifce Plate: Orifice Area per Row = 0.50
Input: Stage and Total Area of Each Orifce Row (nurt
Row 1 (req
Stage of Orifice Centroid (k) 0.00
Onfice Area (sq. inches) 0.50
Row 9 (opl
Stage of Orifice Centroid (k)
Orifice Area (sq. inches)
Invert of Vertical Orifice =
Depth at top of Zone using Vertical Orifice =
Vertical Orifice Diameter =
Overflow Weir Front Edge Height, Ho =
Overflow Weir Front Edge Length =
Overflow Weir Grate Slope =
Horiz. Length of Weir Sides =
Overflow Grate Type =
Debris Clogging % _
ft(relative to basin bottom at Stage = 0 ft)
ft(relative to basin bottom at Stage = 0 ft)
inches
sq. inches (diameter = 13/16 inch)
Zone 3 Circular � Not Seleded
2.01 N/A
9.50
Not Selected I Not Seleded
R(relative to basin bottom at Stage = 0 ft)
ft(relative to basin bottom at Stage = 0 ft)
inches
�n BMP) Calculated Parameters for Plate
WQ Orifice Area per Row = 3.472E-03 ftZ
Elliptical Half-Width = N/A feet
Elliptical Slot Centroid = N/A feet
Elliptical Slot Area = N/A ftZ
Zone 3 Circular Not Selected
Vertical Orifice Area = 0.49 N/A
Vertical Orifice Centroid = 0.40 N/A
3ngular/Trapezoidal Weir (and No Outlet Pipe1 Calculated Parameters for Overflow Weir
Not Selected Not Selected
(relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, H� = N/A N/A feet
H:V
Overflow Weir Slope Length = N/A N/A feet
Grate Open Area / 100-yr Orifice Area = N/A N/A
Overflow Grate Open Area w/o Debris = N/A N/A ftZ
Overflow Grate Open Area w/ Debris = N/A N/A ftZ
User Input: Outlet Pipe w/ Flow Restriction Plate jCircular Orifice, Restrictor Plate or Rectangular Orifce) Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate
Not Selected Not Selected Not Selected Not Selected
Depth to Invert of Outlet Pipe = N/A N/A ft(distance below basin bottom at Stage = o k) Outlet Orifice Area = N/A N/A ftz
Circular Orifice Diameter = N/A N/A inches Outlet Orifice Centroid = N/A N/A feet
Half-Central Angle of Restrictor Plate on Pipe = N/A N/A radians
User Input: Emergencv Soillway (Rectangular or Trapezoidal)
Spillway Invert Stage= ft(relative to basin bottom at Stage = 0 ft)
Spillway Crest Length = feet
Spillway End Slopes = H:V
Freeboard above Max Water Surface = feet
Design Storm Return Period =
One-Hour Rainfall Depth (in) _
NHP Runoff Volume (acre-R) _
Inflow Hydrograph Volume (acre-k) _
CUHP Predevelopment Peak Q (cFs) _
OPTIONAL Override Predevelopment Peak Q(�fs) _
Predevelopment Unit Peak Flow, q(cfs/acre) _
Peak Inflow Q (cfs) _
Peak Outflow Q (cFs) _
Ratio Peak Outflow to Predevelopment Q=
Structure Controiling Fiow =
Max Velocity through Grate 1(fps) _
Max Velocity through Grate 2(fps) _
Time to Drain 97 i of Inflow Volume (hours) _
Time to Drein 99°/a of Inflow Volume (hours) _
Maximum Ponding Depth (k) _
Area at Maximum Ponding Depth (acres) _
Maximum Volume Stored (aae-ft) _
1I.�
Calculated Parameters for Soillway
Spillway Design Flow Depth= feet
Stage at Top of Freeboard = feet
Basin Area at Top of Freeboard = acres
Basin Volume at Top of Freeboard = acre-ft
�
Quarry_MHFD-Detention_v4 04, Outlet Shucture 1/25/2022, 8:55 AM
1 • :� • ' ' �
MHFD-Detention, �ersion 4. 04 (February 2021)
I 25 I
. � �,soovniN� . . . . . . .
,.�„ soovaouT � . , ,
, i —100VRIN ,
— — 100YROUT I
ZD . �SOYRIN
— SOYROUT
. 25VRIN .. .. � �
I � 25YROUT ; ,. : _ . ',. ',. � , � _
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1$ � • � 10YR0UT .� .� .� ,.. .. —
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I I
1� �, �, EUftV IN —. , — .
. . EURVOUT . �. .. .. .
. � WQCV IN II. . _"=.
_
_ rT� � _ _
-
I I I ...... WQCVOUi . . . . —, � �� �
5
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5
4.5
4
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. .z..�`T'a' - _
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TIME [hr]
. . .. .. _I_ _
i
,. ,.
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� _ _ ..` ` ' ..
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DRAIN TIME [hr]
50,000
45,000
40,000
35,000
30,000
M
�
� 25,000
�
j 20,000
<
'� 15,000
a
�
a io,000
s,000
0
0.00 1.00 2.00 3.00
PONDING DEPTH [ft]
� S-A-V-0 Chart Axis Override X-axis Left Y-Axis Right Y-Axis
minimum bound�
maximum bound
Quarry_MHFD-Detention_v4 04, Ouilet Struciure
4.00 5.00
10
9
8
7
6
s 3
O
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4 0
3
z
i
0
6.00
�
1/25/2022, 8:56 AM
1 10 100
Design Procedure Form: Rain Garden (RG)
UD-BMP (Version 3.07, March 2015) Sheet 1 of 2
Designer: C. Ungerman
Company:
Date: October18,2027
Project: The Quarry
Location: Rain Garden A
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, I� I� = 72.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = la/100) i= 0.720
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 023 watershed inches
(WQCV= 0.8 *(0.91* i3- 1.19' i�+ 0J8' i)
D) Contributing Watershed Area (including rain garden area) Area = 318,413 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQ�� =0cu ft
Vol = (WQCV / 12)' Area
F) For Watersheds Outside of the Denver Region, Depth of ds =0 in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWocvoTHeR =0cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWocv useR = 7,243 cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum) DWo�� = 12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z= 4.00 ft/ ft
(Use "0" if rain garden has vertical walis)
C) Mimimum Flat Surface Area AM,� = 4585 sq ft
D) Actual Flat Surface Area AA�i�ai = 6646 sq ft
E) Area at Design Depth (Top Surface Area) ATov = 7973 sq ft
F) Rain Garden Total Volume VT= 7,310 cu ft
�VT= ��%�roo + Ana�ai) / 2) * Depth)
Choose One
3. Gfowing Media � 18" Rain Garden Growing Media
� Other (Explain):
4. Underdrain System choose one
A) Are underdrains provided? OO YES
O NO
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y=0ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours VoI�Z=Ocu ft
iii) Orifice Diameter, 3/8" Minimum Do =� in
Rain Garden A UD-BMP v3.07, RG 10/18/2021, 1:26 PM
Design Procedure Form: Rain Garden (RG)
Sheet 2 of 2
Designer: C. Ungerman
Company:
Date: October 18, 2021
Project: The Quarry
Location: Rain Garden A
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric choose one
O YES
A) Is an impermeable liner provided due to proximity OO NO
of structures or groundwater contamination?
6. Inlet / Outlet Control Choose One
�OO Sheet Flow- No Energy Dissipation Required
A) Inlet Control O Concentrated Flow- Energy Dissipation Provided
Choose One
7. Vegetation O Seed (Plan for frequent weed control)
O Plantings
� Sand Grown or Other High Infiltration Sod
8. Irrigation Choose One
O YES
A) W ill the rain garden be irrigated? O No
Notes:
Rain Garden A UD-BMP v3.07, RG 10/18/2021, 1:26 PM
� NORTH ERN PMONE:
ADDREBE: 870.227.4158
J01 N. Nowas Str�et, swa �oo WEBSITE:
E N 4 I N E E R I N 0 R"" °o"'"•, co eoe:+ FAx= www.�orthomanginae�g.com
970.221.4159
Project Title The Quarry Date: November 15, 2021
Project Number 1791-001 Calcs By: C. Ungerman
City Fort Collins
Basins Stormtech Chambers 1 (A2)
WQCV = a 0.91i' —1.19iz + 0.78i Drain Time 12 hr �
a = 0.8
WQCV = Watershed inches of Runoff (inches) i= 77%
a = Runoff Volume Reduction (constant)
i= Total imperviousness Ratio (i = IWq/100) WQCV = 0.248 in
Water Quality Capture Volume
0.5
0.45
a�i 0.4
s
c 0.35
�°a+ 0.3
L
� �.25
�
3 0.2
> 0.15
v
3 o.i
0.05 '
0
0
..„�,-��, („„,.3 , ,„., „„�.l
Total Imperviousness Ratio (i = Iwq/100)
Figure EDB-2 - Water quality Capture Volume (WQCV), 80th Percentile Runoff Event
V_� WQCV � A A= 1J5 ac
�
l2
V= 0.0362 ac-ft 1894 cu. ft.
V= Water 4uality Design Volume (ac-ft)
WQCV = Water Quality Capture Volume (inches)
A = Watershed Area (acres)
0 0 0 0 0 0 0 0 o N
I--+ N W A l.n Ol V 00 l0
� NORTHERN PMONE:
ancreesa: a�o.zz�.a�sa
ao� w. No..,e. s�..a, swi. �oo WEBSITE:
E N 0 I N E E R I N Q Fort Codins, �0.06:, FAx� www.north�rnanginao�g.com
9�0.221.4159
Project Title The Quarry Date: November 15, 2021
Project Number 1791-001 Calcs By: C. Ungerman
City Fort Collins
Basins Stormtech Chambers 2(D5, D6, D7)
WQCV = a 0.91i' —1.19iz + 0.78i Drain Time 12 hr � I
a = 0.8
WQCV = Watershed inches of Runoff (inches) i= 58%
a = Runoff Volume Reduction (constant)
i= Total imperviousness Ratio (i = IWq/100) WQCV = 0.184 in
Water Quality Capture Volume
0.5
0.45
a�i 0.4
s
c 0.35
�°a+ 0.3
L
� �.25
�
3 0.2
> 0.15
v
3 o.i
0.05 '
0
0
..„�,-��, („„,.3 , ,„., „„�.l
Total Imperviousness Ratio (i = Iwq/100)
Figure EDB-2 - Water quality Capture Volume (WQCV), 80th Percentile Runoff Event
V_� WQCV � A A= 1.87 ac
�
l2
V= 0.0286 ac-ft 1496 cu. ft.
V= Water 4uality Design Volume (ac-ft)
WQCV = Water Quality Capture Volume (inches)
A = Watershed Area (acres)
0 0 0 0 0 0 0 0 o N
I--+ N W A l.n Ol V 00 l0
� NORTHERN
ENGINEERING
DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF
Project Number : 1791-001
Project Name : The Quarry
Project Location : Fort Collins, Colorado
Pond No Chambers 1
Input Variables Results
Design Point A2
Design Storm WQ Required Detention Volume
C = 0.99
Tc = 5.00 min 1313 ft3
A= 1.75 acres 0.03 aC-ft
Max Release Rate = 0.68 cfs
Ft Collins Inflow Outflow
Time (min) WQ Volume Adjustment QWQ Outflow Volume Storage Volume
Intensity �fts� Factor (cfs) (ft ) (ft )
(in/hr)
5 1.425 741 1.00 0.68 204 537
10 1.105 1149 1.00 0.68 408 741
15 0.935 1458 0.67 0.45 408 1050
20 0.805 1674 0.63 0.43 510 1164
25 0.715 1858 0.60 0.41 612 1246
30 0.650 2027 0.58 0.40 714 1313
35 0.585 2128 0.57 0.39 816 1312
40 0.535 2225 0.56 0.38 918 1307
45 0.495 2315 0.56 0.38 1020 1295
50 0.460 2391 0.55 0.37 1122 1269
55 0.435 2487 0.55 0.37 1224 1263
60 0.410 2557 0.54 0.37 1326 1231
65 0.385 2601 0.54 0.37 1428 1173
70 0.365 2656 0.54 0.36 1530 1126
75 0.345 2690 0.53 0.36 1632 1058
80 0.330 2744 0.53 0.36 1734 1010
85 0.315 2783 0.53 0.36 1836 947
90 0.305 2853 0.53 0.36 1938 915
95 0.290 2864 0.53 0.36 2040 824
100 0.280 2911 0.53 0.36 2142 769
105 0.270 2947 0.52 0.36 2244 703
110 0.260 2973 0.52 0.36 2346 627
115 0.255 3048 0.52 0.35 2448 600
120 0.245 3056 0.52 0.35 2550 506
*Note: Using the method described in FCSCM Chapter 6 Section 2.3
1791-001 Chamber Summary
Page 3 of 7
� NORTHERN
ENGINEERING
DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF
Project Number : 1791-001
Project Name : The Quarry
Project Location : Fort Collins, Colorado
Pond No Chambers 2
Input Variables Results
Design Point Basins D5, D6, D7
Design Storm WQ Required Detention Volume
C = 0.83
Tc = 6.10 min 1155 �3
A= 1.87 acres 0.03 aC-ft
Max Release Rate = 0.61 cfs
Ft Collins Inflow Outflow
Time (min) WQ Volume Adjustment QWQ Outflow Volume Storage Volume
Intensity �fts� Factor (cfs) (ft ) (ft )
(in/hr)
5 1.425 664 1.00 0.61 183 481
10 1.105 1029 1.00 0.61 366 663
15 0.935 1306 0.70 0.43 386 920
20 0.805 1499 0.65 0.40 478 1022
25 0.715 1665 0.62 0.38 569 1095
30 0.650 1816 0.60 0.37 661 1155
35 0.585 1907 0.59 0.36 752 1155
40 0.535 1993 0.58 0.35 844 1149
45 0.495 2074 0.57 0.35 935 1139
50 0.460 2142 0.56 0.34 1027 1115
55 0.435 2228 0.56 0.34 1118 1110
60 0.410 2291 0.55 0.34 1210 1081
65 0.385 2330 0.55 0.33 1301 1029
70 0.365 2379 0.54 0.33 1393 987
75 0.345 2410 0.54 0.33 1484 926
80 0.330 2459 0.54 0.33 1576 883
85 0.315 2493 0.54 0.33 1667 826
90 0.305 2556 0.53 0.33 1759 798
95 0.290 2566 0.53 0.32 1850 715
100 0.280 2608 0.53 0.32 1942 666
105 0.270 2640 0.53 0.32 2033 607
110 0.260 2663 0.53 0.32 2125 539
115 0.255 2731 0.53 0.32 2216 515
120 0.245 2738 0.53 0.32 2308 430
*Note: Using the method described in FCSCM Chapter 6 Section 2.3
1791-001 Chamber Summary
Page 4 of 7
� NORTHERN
ENGINEERING
Chamber Configuration Summary
Required Storege Total
7otal Installed Storage Provided Installed
Required Flow, Chamber Release Chamber Chamber w/ Mimimum Total Release Volume by Mimimum provided Provided within the System
WQ Volume WQ Chamber Rate' Volume° Aggregate` No. of Ratee FAA Method No. of Number of Release Rate Chambersg Volumeh
Vault ID (cf) (cfs) Type �`f�� (cf) (cf) Chambers" (cfs) (cf) Chambersf Chambers (cfs) (cf) (cf)
Pondl 1894 1.97 SC-740 0.024 45.90 74.90 26 0.61 1313 29 29 0.68 1331 2172
Pond2 1496 0.58 SC-740 0.024 45.90 74.90 20 0.47 1155 26 26 0.61 1193 1947
a. Release rate per chamber, limited by flow through geotextile with accumulated sediment.
b. Volume within chamber only, not accounting for void spaces in surrounding aggregate.
c. Volume includes chamber and void spaces (40%) in surrounding aggregate, per chamber unit.
d. Number of chambers required to provide full WQCV within total installed system, including aggregate.
e. Release rate per chamber times number of chambers.
f. Number of chambers required to provide required FAA storage volume stored within the chamber only (no aggregate storage).
g. Volume provided in chambers only (no aggregate storage). This number must meet or exceed the required FAA storage volume.
h. System volume includes total number of chambers, plus surrounding aggregate. This number must meet or exceed the required WQCV.
� NORTHERN
ENGINEERING
StormTech Chamber Data
Chamber Dimensions SG160
Width (in) 34.0
Length (in) 85.4
Height (in) 16.0
Floor Area (sf) 20.2
Chamber Volume (cf) 6.9
Chamber/Aggregate Volume (cf) 29.3
SC-310 SC-740 MC-3500 MC-4500
34.0 51.0 77.0 100.0
85.4 85.4 90.0 52.0
16.0 30.0 45.0 60.0
20.2 30.2 48.1 36.1
14.7 45.9 109.9 106.5
29.3 74.9 175.0 162.6
end caps have a volume of 108.7 cu. ft.
end caps have a rf.€�1�17�e o€-45.1 cu: ft..
Chamber Flow Rate Conversion (gpm/sf to cfs)
Flow Rate* 0.35 gpm/sf
1 cf - 7.48052 gal
1 gallon = 0.133681 cf
1 GPM = 0.002228 cfs
*Flow rate based on 1/2 of Nov 07 Qhqx in Figure 17 of UNH Testing Report
Flow Rate �SC-160 � SC-310 � SC-740 � MC-3500 � MC-4500
Flow Rate/chamber (cfs) 0.015724 0.015724 0.023586 0.037528 0.02815�
Project: REVO - THE QUARRY - POND 1- S256182 °
Chamber Model - SC-740 �ormTech9
Units- � imperiai cr��kHerero.Memo _�i.s�����,.,�,./A1I111P'L�
Number of chambers -
Voids in ihe stone (porosity) -
Base of Stone Elevation -
Amount of Stone Above Chambers
Amouni of Stone Below Chambers
Area of system -
42
41
40
39
38
37
36
35
34
33
32
31
30
29
28
27
26
25
24
23
Zz
21
20
19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0.00
0.00
0.00
o.00
0.00
0.00
0.05
0.16
028
0.60
0.80
0.95
1.07
1.18
127
1.36
1.45
1.52
1.58
1.64
i.�o
175
1.80
1.85
1.89
1.93
1.97
2.01
2.04
2.07
2.10
2.13
2.15
2.18
220
221
0.00
o.00
0.00
0.00
0.00
0.00
o.00
o.00
0.00
o.00
0.00
0.00
1.59
4.72
8.18
17.51
2325
27.57
31.16
3423
36.70
39.30
42.17
4422
45.89
47.63
4929
50.83
5228
53.79
54.90
56.09
5727
5829
59.30
60.17
61.04
61.82
62.46
63.13
63.75
64.01
0.00
o.00
0.00
0.00
o.00
o.00
29
40 %
5008.00 ft 0 Include Perimeter5tone in Calculations
6 in
6 in
1252 sf Min. Area - 980 sf min. area
4173
41.73
4173
41.73
41.73
41.73
41.10
39.64
38.46
34.73
32.43
30.71
2927
28.04
z�.oe
26.02
24.87
24.05
23.38
22.68
22.02
21.40
20.82
2022
19.77
19.30
18.82
i a.az
18.01
17.66
17.32
17.00
16.75
16.48
1623
16.13
41.73
41.73
41.73
41.73
41.73
41.73
41.73
41.73
41.73
41.73
41.73
41.73
42.69
44.57
46.64
52.24
55.68
5828
60.43
6227
63.76
65.31
67.03
68.26
69.27
70.31
71.30
7223
73.10
74.01
74.67
75.39
76.10
�s.�i
77.32
77.84
78.36
78.83
7921
79.61
79.98
80.14
41.73
41.73
41.73
41.73
41.73
41.73
2552.34
2510.61
2468.88
2427.14
2385.41
2343.68
2301.94
225925
2214.69
2168.05
2115.80
2060.12
2001.85
1941.42
1879.14
1815.39
1750.08
1683.04
161478
1545.51
1475.20
1403.90
1331.66
1258.56
1184.55
1109.88
1034.49
958.40
881.69
804.37
726.54
648.18
569.35
490.14
410.53
330.54
250.40
208.67
166.93
12520
83.47
41.73
5011.50
501 1.42
5011.33
5011.25
5011.17
5011.08
5011.00
5010.92
5010.83
5010.75
5010.67
5010.58
5010.50
5010.42
5010.33
501025
5010.17
5010.08
5010.00
soos.sz
5009.83
5009.75
5009.67
5009.58
5009.50
5009.42
5009.33
5009.25
5009.17
5009.08
5009.00
5008.92
5008.83
5008.75
5005.67
5008.58
5008.50
5008.42
5008.33
500825
5008.17
5008.08
Project: REV1 - THE QUARRY - POND 2- S256182 °
Chamber Model - SC-740 �ormTech9
Units- � imperiai cr��kHerero.Memo _�i.s�����,.,�,./A1I111P'L�
Number of chambers -
Voids in ihe stone (porosity) -
Base of Stone Elevation -
Amount of Stone Above Chambers
Amouni of Stone Below Chambers
Area of system -
42
41
40
39
38
37
36
35
34
33
32
31
30
29
28
27
26
25
24
23
22
21
20
19
18
17
16
15
14
13
12
11
10
9
8
7
6
5
4
3
2
1
0.00
0.00
0.00
o.00
0.00
0.00
0.05
0.16
028
0.60
0.80
0.95
1.07
1.18
127
1.36
1.45
1.52
1.58
1.64
1.70
175
1.80
1.85
1.89
1.93
1.97
2.01
2.04
2.07
2.10
2.13
2.15
2.18
220
221
0.00
o.00
0.00
0.00
0.00
0.00
o.00
o.00
0.00
o.00
0.00
0.00
1.43
424
7.33
15.70
20.84
24.72
27.94
30.69
32.91
3523
37.81
39.64
41.14
42.70
44.19
45.58
46.87
4823
4922
5028
51.35
5226
53.17
53.95
54.73
55.43
56.00
56.60
57.16
57.39
0.00
o.00
0.00
0.00
o.00
o.00
26
40 %
5010.32 ft 0 Include Perimeter5tone in Calculations
6 in
6 in
1154 sf Min. Area - 879 sf min. area
38.47
38.47
38.47
38.47
38.47
38.47
37.89
36.77
35.53
32.19
30.13
28.58
2729
26.19
25.30
24.37
23.34
22.61
22.01
21.39
20.79
2024
19.72
19.17
18.78
18.35
17.93
17.56
1720
16.89
16.58
16.30
is.o�
15.63
15.60
15.51
38.47
38.47
38.47
38.47
38.47
38.47
38.47
38.47
38.47
38.47
38.47
38.47
39.32
41.01
42.86
47.89
50.97
53.30
5523
56.88
5821
59.60
61.15
62.25
63.15
64.09
64.98
65.81
66.59
67.40
68.00
68.64
69.28
69.82
70.37
70.84
71.30
71.72
�z.o�
72.43
72.76
72.90
38.47
38.47
38.47
38.47
38.47
38.47
2332.43
2293.97
2255.50
2217.03
2178.57
2140.10
2101.63
2062.31
2021.30
1978.44
1930.55
1879.57
182628
1771.05
1714.16
1655.95
1596.35
153520
1472.95
1409.80
1345.71
1280.73
1214.92
1148.33
1080.92
1012.92
94429
875.01
805.19
734.82
663.98
592.68
520.96
448.89
376.46
303.70
230.80
192.33
153.87
115.40
76.93
38.47
5013.82
5013.74
5013.65
5013.5�
5013.49
5013.40
5013.32
501324
5013.15
5013.07
5012.99
soiz.so
5012.82
5012.74
5012.65
5012.57
5012.49
5012.40
5012.32
5012.24
5012.15
5012.07
5011.99
5011.90
5011.82
5011.74
5011.65
5011.5�
5011.49
5011.40
5011.32
501124
5011.15
5011.07
5010.99
5010.90
5010.82
5010.74
5010.65
5010.57
5010.49
5010.40
PROJECT INFORMATION
ENGINEERED JEROME MAGSINO
PRODUCT 303-349-7555
MANAGER: JEROME.MAGSINO@ADS-PIPE.COM
MARK KAELBERER
ADS SALES REP: 720-256-8225
MARK.KAELBERER@ADS-PIPE.COM
PROJECT NO: S256182
SiteASSIST'" � �
FOR STORMTECH
INSTRUCTIONS, � �
DOWNLOAD THE ■
INSTALLATION APP �
■
THE QUARRY BY WATERMARK
FORT COLLINS, CO
SC-740 STORMTECH CHAMBER SPECIFICATIONS IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF THE SC-740 SYSTEM
1. CHAMBERS SHALL BE STORMTECH SC-740.
2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE
COPOLYMERS.
3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED
WALL STORMWATER COLLECTION CHAMBERS".
4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD
IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION.
5. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE
THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1)
LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION
FOR IMPACT AND MULTIPLE VEHICLE PRESENCES.
6. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787,
"STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".
LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2)
MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK.
7. REQUIREMENTS FOR HANDLING AND INSTALLATION:
• TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING
STACKING LUGS.
• TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS
THAN 2".
• TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE
GREATER THAN OR EQUAL TO 550 LBS/IN/IN. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBER
DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F/ 23° C), CHAMBERS SHALL BE PRODUCED
FROM REFLECTIVE GOLD OR YELLOW COLORS.
8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN
ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE
DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS:
• THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER.
• THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR
DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO
LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE.
• THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN
EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN.
9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY.
1. STORMTECH SC-740 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A
PRE-CONSTRUCTION MEETING W�TH THE �NSTALLERS.
2. STORMTECH SC-740 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".
3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS.
STORMTECH RECOMMENDS 3 BACKFILL METHODS:
• STONESHOOTER LOCATED OFF THE CHAMBER BED.
• BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE.
• BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR.
4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS.
5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE.
6. MAINTAIN MINIMUM - 6" (150 mm) SPACING BETWEEN THE CHAMBER ROWS.
7. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE 3/4-2" (20-50 mm).
8. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN
ENGINEER.
9. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE
STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF.
NOTES FOR CONSTRUCTION EQUIPMENT
STORMTECH SC-740 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".
THE USE OF CONSTRUCTION EQUIPMENT OVER SC-740 CHAMBERS IS L�MITED:
• NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS.
• NO RUBBER TIRED LOADERS, DUMP TRUCKS, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE
WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".
• WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE".
3. FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING.
USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO THE CHAMBERS AND IS NOT AN
ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH
STANDARD WARRANTY.
CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT.
ozozi aos, iNc.
Advanced Drainage Systems, Inc.
PROPOSED LAYOUT - POND 1
29 - - - STORMTECH SC-740 CHAMBERS
6 --- STORMTECH SC-740 END CAPS
6 - - - STONE ABOVE (in)
6 - - - STONE BELOW (in)
40 --- %STONEVOID
2,552 --- INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED)
1,252 - - - SYSTEM AREA (ft�)
183 --- SYSTEM PERIMETER (ft)
PROPOSED ELEVATIONS - POND 1- NORTH ROW
NORTHWEST NORTHEAST
5019.55
5013.55
5013.05
5013.05
5013.05
5012.05
5011.55
5009.05
5008.55
5008.55
5019.09
5013.09
5012.59
5012.59
5012.59
5011.59
5011.09
5008.60
5008.59
5008.09
5008.09
MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED)
MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC)
MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC)
MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT)
MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT)
TOP OF STONE
TOP OF SC-740 CHAMBER
24" ISOLATOR ROW PLUS CONNECT�ON INVERT
BOTTOM OF SC-740 CHAMBER
UNDERDRAIN INVERT
BOTTOM OF STONE
PROPOSED ELEVATIONS - POND 1- SOUTH ROW
SOUTHWEST SOUTHEAST
5019.46 5019.00 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED)
5013.46 5013.00 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC)
5012.96 5012.50 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC)
5012.96 5012.50 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT)
5012.96 5012.50 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT)
5011.96 5011.50 TOP OF STONE
5011.46 5011.00 TOP OF SC-740 CHAMBER
--- 5008.51 24" ISOLATOR ROW PLUS CONNECT�ON INVERT
5008.96 5008.50 BOTTOM OF SC-740 CHAMBER
5008.46 5008.00 UNDERDRAIN INVERT
5008.46 5008.00 BOTTOM OF STONE
"CHAMBERS & BASE STONE TO BE SLOPED 0.5% NORTH TO SOUTH, AND 0.6%
WEST TO EAST, TOWARD THE OUTLET STRUCTURE PER ENGINEER'S PLAN.
BOTTOM OF STONE: 5008.55 'STORMTECH SYSTEM @ 0.6% SLOPE �,;:' BOTTOM OF STONE: 5008.09
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STRUCTURE 2-3 PER PLAN [RELOCATED] � STRUCTURE 2-4 PER PLAN [RELOCATED]
(DESIGN BY ENGINEER! PROVIDED BY OTHERS) (DESIGN BY ENGWEER / PROVIDED BY OTHERS)
�,; �,� , � i�,� i / � j � j i � � 24" PREFABRICATED END CAP, PART# SC740EPE246R
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BOTTOM OF STONE: 5008.46
ISOLATOR ROW PLUS
(SEE DETAIL / TYP 3 PLACES)
INSPECTION PORT (TYP 6 PLACES)
NOTES
• MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE.
• DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD
MANIFOLD COMPONENTS IN THE FIELD.
• THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET.
• THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON 501L CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR
DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE
THIS INFORMATION IS PROVIDED.
TYP OF ALL SC-740 24 ISOLATOR ROW PLUS CONNECTIONS
24" X 24" ADS N-12 BOTTOM MANIFOLD
INVERT 0.1" ABOVE CHAMBER BASE
� STRUCTURE 2-2 PER PLAN W/WEIR [RELOCATED]
(DESIGN BY ENGINEER / PROVIDED BY OTHERS)
BOTTOM OF STONE: 5008.00
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2 OF 8
� 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN
(SIZE TBD BY ENGINEER / SOLID OUTSIDE PERIMETER STONE)
PROPOSEDLAYOUT-POND2
26 - - - STORMTECH SC-740 CHAMBERS
4 --- STORMTECH SC-740 END CAPS
6 - - - STONE ABOVE (in)
6 - - - STONE BELOW (in)
40 --- %STONEVOID
2,332 --- INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED)
1,154 --- SYSTEMAREA(ft�)
216 --- SYSTEM PERIMETER (ft)
PROPOSED ELEVATIONS - POND 2- NORTH ROW
NORTHWEST NORTHEAST
5021.35
5015.38
5014.88
5014.85
5014.85
5013.88
5013.38
5010.85
5010.38
5010.38
5021.58
5015.58
5015.08
5015.08
5015.08
5014.08
5013.58
5011.09
5011.08
5010.58
5010.58
MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED)
MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC)
MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC)
MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT)
MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT)
TOP OF STONE
TOP OF SC-740 CHAMBER
24" ISOLATOR ROW PLUS CONNECT�ON INVERT
BOTTOM OF SC-740 CHAMBER
UNDERDRAIN INVERT
BOTTOM OF STONE
PROPOSED ELEVATIONS - POND 2- SOUTH ROW
SOUTHWEST SOUTHEAST
5021.32 5021.52 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED)
5015.32 5015.52 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC)
5014.82 5015.02 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC)
5014.82 5015.02 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT)
5014.82 5015.02 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT)
5013.82 5014.02 TOP OF STONE
5013.32 5013.52 TOP OF SC-740 CHAMBER
5010.83 5011.03 24" ISOLATOR ROW PLUS CONNECT�ON INVERT
5010.82 5011.02 BOTTOM OF SC-740 CHAMBER
5010.32 5010.52 UNDERDRAIN INVERT
5010.32 5010.52 BOTTOM OF STONE
`CHAMBERS & BASE STONE TO BE SLOPED 0.5% NORTH TO SOUTH, AND 0.2%
EAST TO WEST, TOWARD THE OUTLET STRUCTURE PER ENGINEER'S PLAN.
_,-
BOTTOM OF STONE: 5010.38 ;� *STORMTECH SYSTEM @ 0.2% SLOPE BOTTOM OF STONE: 5010.58
�
� PROPOSED STRUCTURE
� (DESIGN BY ENGINEER / PROVIDED BY OTHERS)
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BOTTOM OF STONE: 5010.32
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- ISOLATOR ROW PLUS
(SEE DETAIL / TYP 2 PLACES)
INSPECTION PORT (TYP 4 PLACES)
6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN
(SIZE TBD BY ENGINEER / SOLID OUTSIDE PERIMETER STONE)
NOTES
• MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECHNICAL NOTE 6.32 FOR MANIFOLD SIZING GUIDANCE.
• DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD
MANIFOLD COMPONENTS IN THE FIELD.
• THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET.
• THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON 501L CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR
DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE
THIS INFORMATION IS PROVIDED.
24" PREFABRICATED END CAP, PART# SC740EPE24BR
TYP OF ALL SC-740 24" ISOLATOR ROW PLUS CONNECTIONS
STRUCTURE F-3.1-4 PER PLAN
(DESIGN BY ENGINEER / PROVIDED BY OTHERS)
24" X 24" ADS N-12 BOTTOM MANIFOLD
INVERT 0.1" ABOVE CHAMBER BASE
BOTTOM OF STONE: 5010.52
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4 oF 8
ACCEPTABLE FILL MATERIALS: STORMTECH SC-740 CHAMBER SYSTEMS
MATERIAL LOCATION
0
C
FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE
TOP OF THE'C' LAYER TO THE BOTTOM OF FLEXIBLE ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS.
PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.
PAVEMENT SUBBASE MAY BE PART OF THE'D' LAYER.
DESCRIPTION
GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR
PROCESSED AGGREGATE.
INITIAL FILL: FILL MATERIAL FOR LAYER'C' STARTS FROM THE
TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 18" (450 mm)
ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT
SUBBASE MAY BE A PART OF THE'C' LAYER.
EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS
B FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER
ABOVE.
A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE
I SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER.
MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS
LAYER.
CLEAN, CRUSHED, ANGULAR STONE
CLEAN, CRUSHED, ANGULAR STONE
1 COMPACTION / DENSITY REQUIREMENT
PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED
INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND
PREPARATION REQUIREMENTS.
BEGIN COMPACTIONS AFTER 12" (300 mm) OF MATERIAL OVER
THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN
6" (150 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR
WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR
PROCESSED AGGREGATE MATERIALS. ROLLER GROSS
VEHICLE WEIGHT NOT TO EXCEED 12,000 Ibs (53 kN). DYNAMIC
FORCE NOT TO EXCEED 20,000 Ibs (89 kN).
NO COMPACTION REQUIRED.
PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3
PLEASE NOTE:
1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4(AASHTO M43) STONE".
2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 6" (150 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR.
3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR
COMPACTION REQUIREMENTS.
4. ONCE LAYER'C' �S PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER'C' OR'D' AT THE SITE DESIGN ENGINEER'S DISCRETION.
ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL
AROUND CLEAN, CRUSHED, ANGULAR STONE IN A& B LAYERS
- - - - — - - - — — - - — — - - ._ _ . Qu,-V6,.�U�,-V��u � �u�, J�.�I�.� �.-Vb,-�.!,V�.-d� aU�, Vu�V�,_�I�, �, �,..��, Vr,.��.-��,-V�,-d4, �H d6,-d6. dl�, Vk .VG,
PERIMETER STONE - D
(SEE NOTE 4) � � ��
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EXCAVATION WALL
(CAN BE SLOPED OR VERTICAL)
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1 AASHTO MATERIAL
CLASSIFICATIONS
N/A
AASHTO M145'
A-1, A-2-4, A-3
OR
AASHTO M43'
3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10
AASHTO M43'
3, 357, 4, 467, 5, 56, 57
AASHTO M43'
3, 357, 4, 467, 5, 56, 57
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1-
6" (150 mm) MIN
30"
, - (762 mm)
"THIS CROSS SECTION DETAIL REPRESENTS
MINIMUM REQUIREMENTS FOR INSTALLATION
PLEASE SEE THE LAYOUT SHEET(S) FOR
PROJECT SPECIFIC REQUIREMENTS.
i
I DEPTH OF STONE TO BE DETERMINED
- ' BY SITE DESIGN ENGINEER 6" (150 mm) MIN
i 12" (300 mm) MIN
-I �, I I I- -I-I I - I -I-i- -I I - -
I- I-i� -II IIiI � i-i- i��� �-1lII I I_i I-I_ III-_
i I -I� �il
� SC-740 END CAP ' � I � 6" _J
12" mm MIN 1" 12 m
300 5 95 m
� ) � )
150 mm MIN i
SUBGRADE SOILS � )
(SEE NOTE 3)
NOTES:
1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".
2. SC-740 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".
3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH
CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS.
4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS.
5. REQUIREMENTS FOR HANDLING AND INSTALLATION:
• TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS.
• TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2".
• TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 550
LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F/ 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW
COLORS.
PAVEMENT LAYER (DESIGNED
BY SITE DESIGN ENGINEER)
__ L _ . _
'TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED
INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR,
INCREASE COVER TO 24" (600 mm).
1
18"
(450 mm) MIN'
1
8�
(2.4 m)
MAX
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6 oF 8
STORMTECH HIGHLY RECOMMENDS
FLEXSTORM INSERTS IN ANY UPSTREAM
STRUCTURES WITH OPEN GRATES
WEIR HEIGHT TBD BY �
SITE DESIGN ENGINEER
1
SUMP DEPTH TBD BY
SITE DESIGN ENGINEER
(24" [600 mm] MIN RECOMMENDED)
— SC-740 CHAMBER
' 24" (600 mm) HDPE ACCESS PIPE REQUIRED
USE FACTORY PRE-FABRICATED END CAP
WITH FLAMP PART #: SC740EPE24BR
SC-740 ISOLATOR ROW PLUS DETAIL
NTS
CONCRETE COLLAR —
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INSPECTION & MAINTENANCE
STEP 1) INSPECT ISOLATOR ROW PLUS FOR SEDIMENT
A. INSPECTION PORTS (IF PRESENT)
A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN
A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED
A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG
A.4. LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL)
A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.
B. ALL ISOLATOR PLUS ROWS
B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUS
B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPE
i) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY
ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE
B.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.
STEP 2) CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESS
A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED
B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN
C. VACUUM STRUCTURE SUMP AS REQUIRED
STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS.
STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM.
NOTES
1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS
OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS.
2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY.
PAVEMENT —
OPTIONAL INSPECTION PORT
�
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SC-740 END CAP
ONE LAYER OF ADSPLUS125 WOVEN GEOTEXTILE BETWEEN
FOUNDATION STONE AND CHAMBERS
5' (1.5 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS
!�
� ♦ ��
CONCRETE SLAB � II
6" (150 mm) MIN THICKNESS I
�
i n n n
STORMTECH CHAMBER —
��I'
- - 12" (300 mm) MIN WIDTH
CONCRETE COLLAR NOT REQUIRED
FOR UNPAVED APPLICATIONS
— 8" NYLOPLAST INSPECTION PORT
� BODY (PART# 2708AG41PKIT) OR
� � � � TRAFFIC RATED BOX W/SOLID
� � , l�kn�,, �,I LOCK�NG COVER
� — 4" (100 mm)
SDR 35 PIPE
— 4" (100 mm) INSERTA TEE
� TO BE CENTERED ON
' �� � � ,y� �� CORRUGATION CREST
Ib�JYlll� �pll�I
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1 I
NOTE:
INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION CREST.
4" PVC INSPECTION PORT DETAIL
(SC SERIES CHAMBER)
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7 oF 8
COVER ENTIRE ISOLATOR ROW PLUS WITH ADS
GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE
8' (2.4 m) MIN WIDE
UNDERDRAIN DETAIL
NTS
STORMTECH -
CHAMBER
1
I � � � ,-
�UTLET MANIFOLD �- �1������, �, y
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FOUNDATION STONE �`, _ � I � �
BENEATH CHAMBERS _ �
� - - �
ADS GEOSYNTHETICS 601T -
NON-WOVEN GEOTEXTILE SECTION A-A DUAL WALL
PERFORATED
HDPE
STORMTECH +. ���� UNDERDRAIN
END CAP - � i �� j� ;'' i�
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FOUNDATION STONE i �
BENEATH CHAMBERS ' �
1 �.J
�H ADS GEOSYNTHETICS 601T
NON-WOVEN GEOTEXTILE -
- NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER
4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS
6" (150 mm) TYP FOR SC-740, DC-780, MC-3500 & MC-4500 SYSTEMS
SECTION B-B
SC-740 TECHNICAL SPECIFICATION
NTS
90J" (2304 mm) ACTUAL LENGTH -
' - � ��;�i„�i � i��� ��c �`
�,�� ii,;
i�i� �� �Ili ii �� �� i''ii i���l� �� '���
_ �r � � � t�o� ��I � �I �, � � �� t�- � �tl�
�
i I �,���li� i� i,� ` il+�i "�' r-�� _,,_r _�t il�,
,��, ,! � �;! I�' ! �I ,ii ii �
I�:
lu
12.2"
(310 mm) -� �
�- 85.4" (2169 mm) INSTALLED LENGTH �
:= BUILD ROW IN THIS DIRECTION
�
<;I p i i^ ,
29.3"
(744 mm) i _ '��
_1 -- - �`"" -
� 45.9" (1166 mm) �
NOMINAL CHAMBER SPECIFICATIONS
SIZE (W X H X INSTALLED LENGTH)
CHAMBER STORAGE
MINIMUM INSTALLED STORAGE'
WEIGHT
START END
�
30.0"
(762 mm)
I
51.0" I
� (1295 mm) i
51.0" X 30.0" X 85.4" (1295 mm X 762 mm X 2169 mm)
45.9 CUBIC FEET (1.30 m')
74.9 CUBIC FEET (2.12 m')
75.0 Ibs. (33.6 kg)
`ASSUMES 6" (152 mm) STONE ABOVE, BELOW, AND BETWEEN CHAMBERS
PRE-FAB STUB AT BOTTOM OF END CAP WITH FLAMP END WITH "BR"
PRE-FAB STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"
PRE-FAB STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"
PRE-CORED END CAPS END WITH "PC"
PART # � STUB � A
SC740EPE06T / SC740EPE06TPC 6" (150 mm) 10.9" (277 mm)
SC740EPE06B/SC740EPE06BPC
SC740EPE08T /SC740EPE08TPC g�� �200 mm) 12.2" (310 mm)
SC740EPE08B/SC740EPE08BPC I
SC740EPE10T / SC740EPE10TPC � 10" (250 mm) 13.4" (340 mm) -
SC740EPE10B/SC740EPE10BPC
SC740EPE12T / SC740EPE12TPC 12" (300 mm) 14.7" (373 mm)
SC740EPE12B/SC740EPE12BPC i
SC740EPE15T / SC740EPE15TPC � 15" (375 mm) 18.4" (467 mm)
SC740EPE15B/SC740EPE15BPC
SC740EPE18T / SC740EPE18TPC I 18" (450 mm) 197" (500 mm)
SC740EPE18B/SC740EPE18BPC
SC740EPE24B' II 24" (600 mm) 18.5" (470 mm�
�-- A --
i
' ie
���I
i II'
_I
C -
C
0.5" (13 mm)
0.6" (15 mm)
07" (18 mm)
1.2" (30 mm)
1.3" (33 mm)
I 1.6" (41 mm)
� 0.1" (3 mm)
SC740EPE24BR* 24" (600 mm) 18.5" (470 mm) I --- � 0.1" (3 mm)
ALL STUBS, EXCEPT FOR THE SC740EPE24B/SC740EPE246R ARE PLACED AT BOTTOM OF END CAP SUCH THAT THE OUTSIDE
DIAMETER OF THE STUB IS FLUSH WITH THE BOTTOM OF THE END CAP. FOR ADDITIONAL INFORMATION CONTACT
STORMTECH AT 1-888-892-2694.
* FOR THE SC740EPE24B/SC740EPE24BR THE 24" (600 mm) STUB LIES BELOW THE BOTTOM OF THE END CAP APPROXIMATELY
1.75" (44 mm). BACKFILL MATERIAL SHOULD BE REMOVED FROM BELOW THE N-12 STUB SO THAT THE FITTING SITS LEVEL.
NOTE: ALL DIMENSIONS ARE NOMINAL
_� A �_
� I
a �„�
1
18.5" (4B70 mm)
16.5" (419 mm)
14.5" (368 mm)
12.5" (318 mm)
9.0" (229 mm)
5.0" (127 mm)
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STORMTECH
CHAMBERS STORMTECH
END CAP
(OVER SMALL CORRUGATION) �
c�
I I END CHAMBER 2-4.2
END CHAMBER 2-3.2 INV. OUT=5008.98 (E)-�
INV. IN=5008.97 (W) FG=5013.05
INV. OUT=5008.97 (E)
FG=5013.19 �`
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BASIN 2-3 I
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STORM DRAIN 2
. _' ���i :� ,,
EXISTING 30"
WATER
F4.05 LF
AMBER
u 0.60%
POND 1
,/ /` j i
/
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SEE SHEET C 623
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BASIN 2-4
INV. IN=5008.13 (NE)
INV. IN=5008.56 (W)
INV. OUT=5008.13 (S)�
FG=5012.63
I ,'
�
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I
�
5.38 LF � . �
BEGIN CHAMBER 2-4.1 12" HDPE
INV. IN=5008.59 (W) @ 0.50% ,
i
INV O11T=5nQ8 59 {El� .�,'�, ,. .
,
, -� �
- - - � J � '
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�' , �" , ' � .75 LF 18" RCP @ 0.20%� � �
�/ � � / ��/1
TEE 2-3
7� I - 0 I INV. IN=5008.12 (N)
,
��, �� �� - INV. IN=5008.51 (W) i
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. INV. OUT=5008.99 (E)�" - INV. OUT-5008.12 (S) �
FG=5013.22 - � ' -
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� END CHAMBER 2-2.2 ��, � � ��� � � 3 � � � FG=5012.73
- INV. OUT=5008.97 (E)- ���; , / '� j���������r������, ✓������������"'���� � �• ,. �:.75 LF 18" RCP @�0.20%.
. , , ,- �
FG=5013.29 � ,
-, � (w WEIR
� � � .�� ,' ��� �� _� � BASIN 2-2 )
L. . - . . . - . . . - � - - - - - - - - - - - - - - - - - - - J INV. IN=5008.11 (N)
UD C�.
INV. OUT=5008.96 (Ej-'
� FG=5013.35
� Ca� 25.39 LF�
4" HDPE=
� @ 1.95%
UD PIPE END 2-1
�INV. IN=5008.07 (N)�\
FG=5008.07 \
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, � UD CO 2-2A �;� ���._
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LEGEND:
PROPOSED WATEk i
EXISTING WATER M�'
RM
ER�
�_
PROPOSED FIRE HYDh�
PROPOSED STORM SEb�" '.
PROPOSED CURB & `'
PROJECT BOUNDAR .
PROPOSED L' � _'
EASEMENTL'
PROPOSED s _ _
�� -
� PROPOSED SUBGRADE SLOPE
STORMTE :
NOTE.�
1. REFER TO THE PLAT FOR LOT i
UTILITY EASEMENTS, OTHER Ei',
2. THE SIZE. TYPE AND LOCATION
APPROXIMATE WHEN SHOWN Oiv i I-
,INV. IN=5008.52 (W)
�-5G74u �HAMB�R , �Sc-74u CHAiV�E�ER -� 5.38 LF ��INV. OUT=5008.11 (S)�
�4' PERF HDPE z.;� : / FG=5012.84
@ 0.60% @ 0.60% @ 0.60°/a 12" HDPE /' %
� 1 @ 0.50% ;' /./ !.'
UD TEE w CO 2-2 �� �_ ,, �
INV. IN=5008.57 (E) � BEGIN CHAMBER 2-2.1.
INV. IN=5008.57 (W) INV. IN=5008.54 (W)
INV. OUT=5008.57 (S) ` � � INV. OUT=5008.54 (E)
FG=5012.99 1 / FG=5012.87 %�
���.� _ �
/
,'
STORM DRAIN 4
SEE SHEET C 624
� 90° BEND 4-3.1-1
INV. IN=5011.06 (E)
- INV. OUT=5011.06 (S)
FG=5016.57
TEE 4-3.1
INV. IN=5011.17 (E)
INV. IN=5011.17 (N)
_� INV. OUT=5011.17 (W)
FG=5016.43
I
�4.75 LF 12" HDPE (c7 -2.28%r
7.70 LF 12" HDPE @ -15.1
BASIN 4-3 (w WEIR)
INV. IN=5012.33 (E)
INV. IN=5011.77 (N)
INV. OUT=5011.77 (W)
FG=5016.34
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✓ � /
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:. IN=5010.81 (E)
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FG=5016.30 ,
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/ FG=5016.49
/
NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK
FORT COLLINS � GREELEY APPENDIX
Storm Sewers v2021.00
Hydraflow Storm Sewers Extension for Autodesk0 Civil 3D0 Plan
Storm Sewer Summary Report Page 1
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 Pipe -(134) 20.05 30 Cir 12.610 5008.50 5008.53 0236 5010.05 5010.18 0.08 5010.26 End None
2 Pipe -(33) 20.05 30 Cir 99.983 5008.53 5008.73 0.200 5010.60 5010.80 0.33 5011.13 1 None
3 Pipe -(34) 16.72 30 Cir 167.594 5008.73 5009.06 0.197 5011.13 5011.33 0.20 5011.53 2 None
4 Pipe -(35) 10.55 24 Cir 141.318 5009.06 5009.34 0.198 5011.53" 5011.79" 0.04 5011.83 3 None
5 Pipe -(135) 7.75 24 Cir 13.576 5009.34 5009.41 0.518 5011.83' 5011.84"` 0.01 5011.85 4 None
6 Pipe -(37) 6.50 24 Cir 105.455 5009.41 5009.94 0.502 5011.85 5011.93 0.01 5011.94 5 None
7 Pipe -(39) 6.50 24 Cir 39.170 5009.94 5010.14 0.511 5011.94 5011.96 0.01 5011.97 6 None
8 Pipe -(40) 5.61 24 Cir 97.720 5010.14 5010.63 0.501 5011.97 5011.47 0.32 5011.47 7 None
9 Pipe -(101) 4.70 18 Cir 31.000 5010.63 5010.79 0.517 5011.47 5011.62 n/a 5011.62 8 None
10 Pipe -(119) 2.50 18 Cir 20.172 5010.79 5010.89 0.496 5011.62 5011.49 n/a 5011.49 9 None
11 Pipe -(102) 2.50 15 Cir 19.311 5010.89 5010.98 0.465 5011.53 5011.62 0.04 5011.66 10 None
12 Pipe -(149) 2.50 15 Cir 27.041 5010.98 5011.12 0.518 5011.66 5011.75 0.04 5011.75 11 None
13 Pipe -(104) 2.50 15 Cir 30.029 5011.12 5011.27 0.499 5011.75 5011.90 0.25 5011.90 12 None
Project File: Storm 1.stm Number of lines: 13 Run Date: 10/14/2021
NOTES: Return period = 2 Yrs. ;'Surcharged (HGL above crown).
Storm Sewers v2021.00
Hydraulic Grade Line Computations Page1
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (fUs) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (fUs) (ft) (ft) (%) (%) (ft) (K) (ft)
1 30 20.05 5008.50 5010.05 1.55 320 6.27 0.61 5010.66 0.409 12.610 5008.53 5010.18 1.65 3.44 5.83 0.53 5010.71 0.340 0.374 0.047 0.15 0.08
2 30 20.05 5008.53 5010.60 2.07" 4.34 4.61 0.33 5010.93 0.200 99.983 5008.73 5010.80 2.07 4.35 4.61 0.33 5011.13 0.200 0.200 0.200 1.00 0.33
3 30 16.72 5008.73 5011.13 2.40 4.84 3.45 0.19 5011.32 0.123 167.59 5009.06 5011.33 2.27 4.68 3.57 0.20 5011.53 0.124 0.124 0.207 1.00 020
4 24 10.55 5009.06 5011.53 2.00 3.14 3.36 0.18 5011.70 0.185 141.31 5009.34 5011.79 2.00 3.14 3.36 0.18 5011.96 0.185 0.185 0.262 0.22 0.04
5 24 7.75 5009.34 5011.83 2.00 3.14 2.47 0.09 5011.92 0.100 13.576 5009.41 5011.84 2.00 3.14 2.47 0.09 5011.94 0.100 0.100 0.014 0.15 0.01
6 24 6.50 5009.41 5011.85 2.00 3.14 2.07 0.07 5011.92 0.070 105.45 5009.94 5011.93 1.99 3.14 2.07 0.07 5011.99 0.066 0.068 0.072 0.22 0.01
7 24 6.50 5009.94 5011.94 2.00 3.14 2.07 0.07 5012.01 0.070 39.170 5010.14 5011.96 1.82 3.00 2.17 0.07 5012.03 0.061 0.066 0.026 0.15 0.01
8 24 5.61 5010.14 5011.97 1.83 1.24 1.86 0.32 5012.29 0.000 97.720 5010.63 5011.47 0.84" 1.24 4.51 0.32 5011.78 0.000 0.000 n/a 1.00 0.32
9 18 4.70 5010.63 5011.47 0.84 1.01 4.65 0.34 5011.80 0.000 31.000 5010.79 5011.62 0.83" 1.01 4.67 0.34 5011.96 0.000 0.000 n/a 0.15 n/a
10 18 2.50 5010.79 5011.62 0.83 0.66 2.48 022 5011.85 0.000 20.172 5010.89 5011.49 0.60" 0.66 3.80 0.22 5011.71 0.000 0.000 n/a 0.15 n/a
11 15 2.50 5010.89 5011.53 0.64* 0.62 3.93 0.24 5011.77 0.465 19.311 5010.98 5011.62 0.64" 0.63 3.94 0.24 5011.86 0.467 0.466 0.090 0.15 0.04
12 15 2.50 5010.98 5011.66 0.68 0.62 3.68 025 5011.91 0.000 27.041 5011.12 5011.75 0.63" 0.62 4.01 0.25 5012.00 0.000 0.000 n/a 0.15 0.04
13 15 2.50 5011.12 5011.75 0.63* 0.62 4.01 0.25 5012.00 0.000 30.029 5011.27 5011.90 0.63" 0.62 4.01 0.25 5012.15 0.000 0.000 n/a 1.00 0.25
Project File: Storm 1.stm Number of lines: 13 Run Date: 10/14/2021
Notes: " depth assumed; "" Critical depth. ; c= cir e= ellip b= box
Storm Sewers v2021.00
Storm Sewers
Storm Sewer Profile Proj. file: Storm 1.stm
Storm Sewers v2021.00
Hydraflow Storm Sewers Extension for Autodesk0 Civil 3D0 Plan
Storm Sewer Summary Report Page 1
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 Pipe -(134) 19.08 30 Cir 12.610 5008.50 5008.53 0236 5009.98 5010.14 0.08 5010.21 End None
2 Pipe -(33) 19.08 30 Cir 99.983 5008.53 5008.73 0.200 5010.49 5010.70 0.33 5011.03 1 None
3 Pipe -(34) 14.61 30 Cir 167.594 5008.73 5009.06 0.197 5011.03 5011.17 0.17 5011.34 2 None
4 Pipe -(35) 8.41 24 Cir 148.318 5009.06 5009.36 0.202 5011.34" 5011.52" 0.11 5011.63 3 None
5 Pipe -(136) 2.80 15 Cir 50.161 5009.36 5009.86 0.997 5011.63' 5011.71"` 0.01 5011.72 4 None
6 Pipe -(136) (1) 2.80 15 Cir 41.933 5009.86 5010.28 1.001 5011.72'" 5011.79" 0.01 5011.80 5 None
7 Pipe -(136) (1) (1) 2.80 15 Cir 21.274 5010.28 5010.49 0.989 5011.80'" 5011.83" 0.01 5011.85 6 None
8 Pipe -(136) (1) (1) (1) 2.80 15 Cir 5.661 5010.49 5010.54 0.880 5011.85'' 5011.86` 0.08 5011.94 7 None
Project File: Storm 1-5.stm Number of lines: 8 Run Date: 10/14/2021
NOTES: Return period = 2 Yrs. ;'Surcharged (HGL above crown).
Storm Sewers v2021.00
Hydraulic Grade Line Computations Page1
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (fUs) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (fUs) (ft) (ft) (%) (%) (ft) (K) (ft)
1 30 19.08 5008.50 5009.98 1.48 3.03 6.31 0.62 5010.60 0.426 12.610 5008.53 5010.14 1.61 3.34 5.72 0.51 5010.65 0.332 0.379 0.048 0.15 0.08
2 30 19.08 5008.53 5010.49 1.96* 4.14 4.61 0.33 5010.83 0.200 99.983 5008.73 5010.70 1.97 4.14 4.61 0.33 5011.03 0.200 0.200 0.200 1.00 0.33
3 30 14.61 5008.73 5011.03 2.30 472 3.10 0.15 5011.18 0.094 167.59 5009.06 5011.17 2.11 4.42 3.30 0.17 5011.34 0.103 0.098 0.165 1.00 0.17
4 24 8.41 5009.06 5011.34 2.00 3.14 2.68 0.11 5011.45 0.118 148.31 5009.36 5011.52 2.00 3.14 2.68 0.11 5011.63 0.118 0.118 0.175 1.00 0.11
5 15 2.80 5009.36 5011.63 1.25 123 2.28 0.08 5011.71 0.160 50.161 5009.86 5011.71 1.25 1.23 2.28 0.08 5011.79 0.160 0.160 0.080 0.15 0.01
6 15 2.80 5009.86 5011.72 1.25 1.23 2.28 0.08 5011.80 0.160 41.933 5010.28 5011.79 1.25 1.23 2.28 0.08 5011.87 0.160 0.160 0.067 0.15 0.01
7 15 2.80 5010.28 5011.80 1.25 123 2.28 0.08 5011.88 0.160 21274 5010.49 5011.83 1.25 1.23 2.28 0.08 5011.92 0.160 0.160 0.034 0.15 0.01
8 15 2.80 5010.49 5011.85 1.25 1.23 2.28 0.08 5011.93 0.160 5.661 5010.54 5011.86 1.25 1.23 2.28 0.08 5011.94 0.160 0.160 0.009 1.00 0.08
Project File: Storm 1-5.stm Number of lines: 8 Run Date: 10/14/2021
Notes: * depth assumed : c= cir e= ellip b= box
Storm Sewers v2021.00
Storm Sewer Profile
M
7
J�� c
���
� NOO
� O��
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+ .�WW
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cn C7 c c
@ N
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� rn � �� MO � � NO �
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� � ��� � NI�I�
p � aD �COoO � �aON
p � O � �00 � �00
Elev. (ft) o w� N w�� � w��
p� W p.0 W W +� W W
@ i > � � > > @ i > >
cnC� � cn C7cc � �cc
5021.00
5018.00
5015.00
5012.00
5009.00
5006.00 �
0
Proj. file: Storm 1-5.stm
V � CO I� 00
� r>O � � �O � � o>O � � ao0 � � c�0
J�(O(O J NCO(O J�COQO J��6� J�V
VMM � VCO00 � MNN � MVV � M�
p ��6> � 0�� � DOO � �00 �.�j �O
� �00 � �00 � �00 � �00 � �O
� w �n � � w �n �n o � �n �n � W �n �n � w �n
� �WW � .owW ij .oww ij �ww ij .ow
@ � > > � � > > � � > > @ i > > @ � >
� C� �� cn C� � � cn C7 �� cn C� � � cn C7 �
� 5021.00
.� : �1
5.00
5012.00
o ' -�-6�8 5009.00 0
� _ _ p�� � 0,20 /o - 5.661 Lf - 15" @ 0.88 /o
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41.933Lf 15" @ 1.00°/a
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�
— 5006.00
50 100 150 200 250 300 350 400 450 500 550
HGL EGL Reach (ft)
Storm Sewers
Storm Sewers v2021.00
Hydraflow Storm Sewers Extension for Autodesk0 Civil 3D0 Plan
Storm Sewer Summary Report Page 1
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 Pipe -(134) 18.68 30 Cir 12.610 5008.50 5008.53 0236 5009.96 5010.12 0.07 5010.20 End None
2 Pipe -(33) 18.68 30 Cir 99.983 5008.53 5008.73 0.200 5010.46 5010.66 0.33 5010.99 1 None
3 Pipe -(34) 14.21 30 Cir 167.594 5008.73 5009.06 0.197 5010.99 5011.13 0.17 5011.29 2 None
4 Pipe -(35) 8.01 24 Cir 148.318 5009.06 5009.36 0.202 5011.29'" 5011.45" 0.08 5011.53 3 None
5 Pipe -(124) 1.54 8 Cir 13.081 5009.36 5009.42 0.459 5011.53' 5011.71"` 0.23 5011.93 4 None
6 Pipe -(125) 1.54 8 Cir 52.614 5009.42 5009.69 0.513 5011.93'" 5012.66" 0.05 5012.71 5 None
7 Pipe -(126) 1.25 8 Cir 32.583 5009.69 5009.85 0.492 5012.71'" 5013.01" 0.20 5013.21 6 None
Project File: Storm 1-6.stm Number of lines: 7 Run Date: 10/14/2021
NOTES: Return period = 100 Yrs. ;"Surcharged (HGL above crown).
Storm Sewers v2021.00
Hydraulic Grade Line Computations Page1
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (fUs) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (fUs) (ft) (ft) (%) (%) (ft) (K) (ft)
1 30 18.68 5008.50 5009.96 1.46 2.99 6.26 0.61 5010.57 0.423 12.610 5008.53 5010.12 1.59 3.30 5.67 0.50 5010.62 0.328 0.375 0.047 0.15 0.07
2 30 18.68 5008.53 5010.46 1.93* 4.06 4.60 0.33 5010.79 0.200 99.983 5008.73 5010.66 1.93 4.06 4.60 0.33 5010.99 0.200 0.200 0.200 1.00 0.33
3 30 14.21 5008.73 5010.99 2.26 4.66 3.05 0.14 5011.13 0.090 167.59 5009.06 5011.13 2.06 4.34 328 0.17 5011.29 0.101 0.095 0.160 1.00 0.17
4 24 8.01 5009.06 5011.29 2.00 3.14 2.55 0.10 5011.39 0.107 148.31 5009.36 5011.45 2.00 3.14 2.55 0.10 5011.55 0.107 0.107 0.159 0.75 0.08
5 8 1.54 5009.36 5011.53 0.67 0.35 4.41 0.30 5011.83 1.386 13.081 5009.42 5011.71 0.67 0.35 4.41 0.30 5012.01 1.385 1.386 0.181 0.75 023
6 8 1.54 5009.42 5011.93 0.67 0.35 4.41 0.30 5012.24 1.386 52.614 5009.69 5012.66 0.67 0.35 4.41 0.30 5012.97 1.385 1.386 0.729 0.15 0.05
7 8 1.25 5009.69 5012.71 0.67 0.35 3.58 020 5012.91 0.913 32.583 5009.85 5013.01 0.67 0.35 3.58 0.20 5013.21 0.913 0.913 0.297 1.00 020
Project File: Storm 1-6.stm Number of lines: 7 Run Date: 10/14/2021
Notes: * depth assumed : c= cir e= ellip b= box
Storm Sewers v2021.00
Storm Sewer Profile
M
7
J ^� C
���
� NOO
� O��
� �00
� W .
+ �wW
N
@ i > >
� � C C
@ N
Y � 7 .. 7
�rn � �� NO� � NO�
p N o ��c�m J'nchm
� � M�� � NI�I�
p � aD � CO o0 � 0 N a0
p � O � �00 � �00
Elev. (ft) o w� N w�� N w��
� -� w � -�w W + .�ww
@ i > � � > > � � > >
(n � C (n � C C � � C C
5021.00
5018.00
5015.00
Proj. file: Storm 1-6.stm
� 7 � 7 (p 7 � 7
c MO � c coO � " nO � � OO
J�(O(O J�NN J MO�6) J M�Ci
V M M � M V V (�") (O (O � N CO
p ��� p�p ��� p ��� � ��
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� � w w � .0 w W � � W w l( -� w
� i > > � � > > � � > > � i >
� � � C � � � C � � � � � � �
— -- 5021.00
5018.00
5015.00
��
5012.00
5009.00
5006.00 �
0
5012.00
0 20% ��������o � � 5009.00
. o � - 9�__.��.
. Lf - 8" @ 0.49%
52.6 4Lf-8" a�0.g1%
,_30�,.�.�. a I f_,_=__R„ o
— 5006.00
50 100 150 200 250 300 350 400 450 500 550
HGL EGL Reach (ft)
Storm Sewers
Storm Sewers v2020.00
Hydraflow Storm Sewers Extension for Autodesk0 Civil 3D0 Plan
Storm Sewer Summary Report Page 1
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 Pipe -(50) 3.97 18 Cir 30.078 5008.05 5008.11 0200 5008.81 5009.03 0.05 5009.08 End None
2 Pipe -(123) 3.97 18 Cir 4.750 5008.11 5008.12 0.216 5009.08 5009.09 0.03 5009.11 1 None
3 Pipe -(92) 3.97 18 Cir 4.750 5008.12 5008.13 0206 5009.11 5009.12 0.11 5009.23 2 None
4 Pipe -(51) 3.97 18 Cir 40.325 5008.13 5008.62 1.216 5009.23 5009.38 n/a 5009.38 j 3 None
Project File: Storm 2.stm Number of lines: 4 Run Date: 7/13/2021
NOTES: Return period = 2 Yrs. ; j- Line contains hyd. jump.
Storm Sewers v2020.00
Hydraulic Grade Line Computations Page1
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (fUs) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (fUs) (ft) (ft) (%) (%) (ft) (K) (ft)
1 18 3.97 5008.05 5008.81 0.76 0.90 4.41 0.30 5009.11 0.462 30.078 5008.11 5009.03 0.92 1.14 3.49 0.19 5009.22 0.251 0.357 0.107 025 0.05
2 18 3.97 5008.11 5009.08 0.97* 1.21 3.28 0.17 5009.25 0.216 4.750 5008.12 5009.09 0.97 1.21 3.29 0.17 5009.26 0.217 0.216 0.010 0.15 0.03
3 18 3.97 5008.12 5009.11 0.99 124 3.19 0.16 5009.27 0201 4.750 5008.13 5009.12 0.99 1.24 320 0.16 5009.28 0.202 0202 0.010 0.69 0.11
4 18 3.97 5008.13 5009.23 1.10 0.90 2.85 0.30 5009.54 0.000 40.325 5008.62 5009.38 j 0.76" 0.90 4.41 0.30 5009.68 0.000 0.000 n/a 1.00 n/a
Project File: Storm 2.stm Number of lines: 4 Run Date: 7/13/2021
Notes: * depth assumed; " Critical depth.; j-Line contains hyd. jump ; c= cir e= ellip b= box
Storm Sewers v2020.00
Storm Sewer Profile
Proj. file: Storm 2.stm
�
.�.+ �
�m-
Elev. (ft)
5021.00
5018.00
5015.00
5012.00
5009.00
5006.00
0
10 20 30 40 50 60 70 80
HGL EGL Reach (ft)
5021.00
5018.00
5015.00
5012.00
5009.00
5006.00
90 100
Storm Sewers
� N M V
7 7 7 7
� vO � � MO � � MO � � MO
J OD J f� "_' J CO _' _' J OD _.
Storm Sewers v2021.00
Hydraflow Storm Sewers Extension for Autodesk0 Civil 3D0 Plan
Storm Sewer Summary Report Page 1
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 Pipe -(160) 16.50 24 Cir 78.121 5007.97 5008.36 0.499 5009.43 5009.96 0.58 5010.54 End None
2 Pipe -(161) 16.50 24 Cir 76.519 5007.97 5008.35 0.496 5009.43 5009.95 0.58 5010.53 End None
3 Pipe -(147) 16.50 24 Cir 80.148 5007.97 5008.37 0.499 5009.43 5009.97 0.58 5010.55 End None
Project File: Storm 2A.stm Number of lines: 3 Run Date: 11/16/2021
NOTES: Return period = 2 Yrs.
Storm Sewers v2021.00
Hydraulic Grade Line Computations Page1
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (fUs) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (fUs) (ft) (ft) (%) (%) (ft) (K) (ft)
1 24 16.50 5007.97 5009.43 1.46 2.46 6.70 0.70 5010.13 0.578 78.121 5008.36 5009.96 1.60 2.69 6.13 0.58 5010.54 0.475 0.527 0.412 1.00 0.58
2 24 16.50 5007.97 5009.43 1.46* 2.46 6.70 0.70 5010.13 0.578 76.519 5008.35 5009.95 1.60 2.70 6.11 0.58 5010.53 0.473 0.526 0.402 1.00 0.58
3 24 16.50 5007.97 5009.43 1.46" 2.46 6.70 0.70 5010.13 0.578 80.148 5008.37 5009.97 1.60 2.69 6.13 0.58 5010.55 0.475 0.527 0.422 1.00 0.58
Project File: Storm 2Astm Number of lines: 3 Run Date: 11/16/2021
Notes: * depth assumed : c= cir e= ellip b= box
Storm Sewers v2021.00
Storm Sewer Profile
Proj. file: Storm 2A.stm
�
Y �
^ M —
�.
Elev. (ft)
5020.00
5017.00
5014.00
5011.00
5008.00
5005.00
0
10 20 30 40 50
HGL EGL Reach (ft)
� �
Jao O
l() "_
5020.00
5017.00
5014.00
5011.00
5008.00
5005.00
60 70 80 90 100
Storm Sewers
Storm Sewers v2021.00
Hydraflow Storm Sewers Extension for Autodesk0 Civil 3D0 Plan
Storm Sewer Summary Report Page 1
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 Pipe -(89) 22.20 24 Cir 39.742 5007.64 5007.84 0.503 5009.32 5009.81 0.76 5010.57 End None
2 Pipe -(90) 22.20 24 Cir 23.825 5007.84 5007.96 0.504 5010.57" 5010.76" 0.12 5010.88 1 None
3 Pipe -(321) 22.20 24 Cir 23.242 5007.96 5008.08 0.517 5010.88" 5011.07'` 0.26 5011.33 2 None
4 Pipe -(91) 22.20 24 Cir 45.706 5008.08 5009.50 3.107 5011.33'" 5011.71" 0.78 5012.49 3 None
Project File: Storm 3.stm Number of lines: 4 Run Date: 1/25/2022
NOTES: Return period = 2 Yrs. ;'Surcharged (HGL above crown).
Storm Sewers v2021.00
Hydraulic Grade Line Computations Page1
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (fUs) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (fUs) (ft) (ft) (%) (%) (ft) (K) (ft)
1 24 2220 5007.64 5009.32 1.68 2.82 7.88 0.97 5010.29 0.787 39.742 5007.84 5009.81 1.97 3.13 7.09 0.78 5010.59 0.742 0.765 0.304 0.97 0.76
2 24 22.20 5007.84 5010.57 2.00 3.14 7.07 0.78 5011.34 0.821 23.825 5007.96 5010.76 2.00 3.14 7.07 0.78 5011.54 0.821 0.821 0.196 0.15 0.12
3 24 2220 5007.96 5010.88 2.00 3.14 7.07 0.78 5011.66 0.821 23242 5008.08 5011.07 2.00 3.14 7.07 0.78 5011.85 0.821 0.821 0.191 0.34 026
4 24 22.20 5008.08 5011.33 2.00 3.14 7.07 0.78 5012.11 0.821 45.706 5009.50 5011.71 2.00 3.14 7.07 0.78 5012.49 0.821 0.821 0.375 1.00 0.78
Project File: Storm 3.stm Number of lines: 4 Run Date: 1/25/2022
; c=cir e=ellip b=box
Storm Sewers v2021.00
Storm Sewer Profile
Proj. file: Storm 3.stm
Elev. (ft)
5025.00
5021.00
5017.00
5013.00
5009.00
5005.00
0
5025.00
5021.00
5017.00
5013.00
5009.00
5005.00
10 20 30 40 50 60 70 80 90 100 110 120 130 140
- HGL EGL Reach (ft)
Storm Sewers
@ � c� m v
Y .. � .. � .. � .. �
^� c c c�0 � � r�0 � � c�0 � � ao0
O . J O. . J lf]'_ ._ J OD __ _' J f� _
Storm Sewers v2021.00
Hydraflow Storm Sewers Extension for Autodesk0 Civil 3D0 Plan
Storm Sewer Summary Report Page 1
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 Pipe -(52) 13.93 24 Cir 99.928 5011.03 5011.53 0.500 5012.37 5012.90 0.54 5013.45 End None
2 Pipe -(63) 13.93 24 Cir 46.157 5011.53 5011.77 0.520 5013.45 5013.11 0.28 5013.11 1 None
3 Pipe -(324) 13.93 36x36 Box 0.100 5013.75 5013.75 0.000 5015.09 5015.10 0.17 5015.27 2 None
4 Pipe -(66) 13.93 24 Cir 12.701 5011.78 5011.84 0.473 5015.27'" 5015.31" 0.05 5015.36 3 None
5 Pipe-(66)(1) 13.93 24 Cir 14.784 5011.84 5011.91 0.476 5015.36' 5015.41"` 0.05 5015.45 4 None
6 Pipe -(66) (1) (1) 13.93 24 Cir 11.168 5011.91 5011.97 0.538 5015.45'" 5015.49" 0.05 5015.53 5 None
7 Pipe -(66) (1) (1) (1) 13.93 24 Cir 16.181 5011.97 5012.05 0.492 5015.53'" 5015.59" 0.05 5015.63 6 None
8 Pipe -(66) (1) (1) (1) (1) 13.93 24 Cir 7.526 5012.05 5012.09 0.532 5015.63' 5015.66` 0.05 5015.70 7 None
9 Pipe -(66) (1) (1) (1) (1) (2) 13.93 24 Cir 7.964 5012.09 5012.13 0.503 5015.70" 5015.73" 0.05 5015.77 8 None
10 Pipe -(66) (1) (1) (1) (1) (1) 13.93 24 Cir 20.635 5012.13 5012.23 0.485 5015.77" 5015.84'` 0.05 5015.89 9 None
11 Pipe -(66) (1) (1) (1) (1) (1) (1) 13.93 24 Cir 53.025 5012.23 5012.50 0.509 5015.89" 5016.06" 0.05 5016.10 10 None
12 Pipe -(73) 7.73 15 Cir 6.663 5012.50 5012.53 0.447 5016.10' 5016.19'` 0.62 5016.80 11 None
Project File: Strom 4.stm Number of lines: 12 Run Date: 10/20/2021
NOTES: Return period = 100 Yrs. ;"Surcharged (HGL above crown).
Storm Sewers v2021.00
Hydraulic Grade Line Computations Page1
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (fUs) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (fUs) (ft) (ft) (%) (%) (ft) (K) (ft)
1 24 13.93 5011.03 5012.37 1.34 2.24 6.21 0.60 5012.97 0.515 99.928 5011.53 5012.90 1.37 2.30 6.07 0.57 5013.47 0.487 0.501 0.501 0.95 0.54
2 24 13.93 5011.53 5013.45 1.92 2.24 4.50 0.60 5014.04 0.000 46.157 5011.77 5013.11 1.34" 2.24 6.21 0.60 5013.71 0.000 0.000 n/a 0.46 0.28
3 36 13.93 5013.75 5015.09 1.34 4.02 3.47 0.19 5015.28 0.124 0.100 5013.75 5015.10 1.35 4.05 3.44 0.18 5015.28 0.122 0.123 0.000 0.93 0.17
36 B
4 24 13.93 5011.78 5015.27 2.00 3.14 4.43 0.31 5015.58 0.323 12.701 5011.84 5015.31 2.00 3.14 4.43 0.31 5015.62 0.323 0.323 0.041 0.15 0.05
5 24 13.93 5011.84 5015.36 2.00 3.14 4.43 0.31 5015.66 0.323 14.784 5011.91 5015.41 2.00 3.14 4.43 0.31 5015.71 0.323 0.323 0.048 0.15 0.05
6 24 13.93 5011.91 5015.45 2.00 3.14 4.43 0.31 5015.76 0.323 11.168 5011.97 5015.49 2.00 3.14 4.43 0.31 5015.79 0.323 0.323 0.036 0.15 0.05
7 24 13.93 5011.97 5015.53 2.00 3.14 4.43 0.31 5015.84 0.323 16.181 5012.05 5015.59 2.00 3.14 4.43 0.31 5015.89 0.323 0.323 0.052 0.15 0.05
8 24 13.93 5012.05 5015.63 2.00 3.14 4.43 0.31 5015.94 0.323 7.526 5012.09 5015.66 2.00 3.14 4.43 0.31 5015.96 0.323 0.323 0.024 0.15 0.05
9 24 13.93 5012.09 5015.70 2.00 3.14 4.43 0.31 5016.01 0.323 7.964 5012.13 5015.73 2.00 3.14 4.43 0.31 5016.03 0.323 0.323 0.026 0.15 0.05
10 24 13.93 5012.13 5015.77 2.00 3.14 4.43 0.31 5016.08 0.323 20.635 5012.23 5015.84 2.00 3.14 4.43 0.31 5016.15 0.323 0.323 0.067 0.15 0.05
11 24 13.93 5012.23 5015.89 2.00 3.14 4.43 0.31 5016.19 0.323 53.025 5012.50 5016.06 2.00 3.14 4.43 0.31 5016.36 0.323 0.323 0.171 0.15 0.05
12 15 7.73 5012.50 5016.10 1.25 123 6.30 0.62 5016.72 1.222 6.663 5012.53 5016.19 1.25 1.23 6.30 0.62 5016.80 1.221 1.221 0.081 1.00 0.62
Project File: Strom 4.stm Number of lines: 12 Run Date: 10/20/2021
Notes: ;"" Critical depth. ; c= cir e= ellip b= box
Storm Sewers v2021.00
Storm Sewers
Storm Sewer Profile Proj. file: Strom 4.stm
Storm Sewers v2021.00
Hydraflow Storm Sewers Extension for Autodesk0 Civil 3D0 Plan
Storm Sewer Summary Report Page 1
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 Pipe -(108) 6.09 18 Cir 80.175 5004.47 5004.87 0.499 5005.42 5005.87 0.34 5006.20 End None
2 Pipe -(84) 5.15 18 Cir 22.269 5005.78 5005.91 0.585 5006.61 5006.78 0.35 5006.78 1 None
3 Pipe -(85) 5.15 18 Cir 255.402 5005.91 5008.61 1.057 5006.78 5009.48 0.10 5009.48 2 None
4 Pipe -(86) 5.15 18 Cir 172.171 5008.61 5009.47 0.500 5009.48 5010.34 0.12 5010.34 3 None
5 Pipe -(87) 5.15 18 Cir 188.977 5009.47 5010.41 0.497 5010.34 5011.29 n/a 5011.36 j 4 None
6 Pipe -(88) 5.15 18 Cir 99.386 5010.41 5010.91 0.503 5011.36 5011.78 n/a 5011.78 j 5 None
Project File: Storm 5.stm Number of lines: 6 Run Date: 10/18/2021
NOTES: Return period = 2 Yrs. ; j- Line contains hyd. jump.
Storm Sewers v2021.00
Hydraulic Grade Line Computations Page1
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (fUs) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (fUs) (ft) (ft) (%) (%) (ft) (K) (ft)
1 18 6.09 5004.47 5005.42 0.95 1.18 5.14 0.41 5005.83 0.536 80.175 5004.87 5005.87 1.00 1.25 4.89 0.37 5006.24 0.472 0.504 0.404 0.91 0.34
2 18 5.15 5005.78 5006.61 0.83* 1.00 5.13 0.36 5006.97 0.000 22.269 5005.91 5006.78 0.87" 1 A7 4.83 0.36 5007.15 0.000 0.000 n/a 0.96 0.35
3 18 5.15 5005.91 5006.78 0.87" 1.07 4.83 0.36 5007.15 0.000 255.40 5008.61 5009.48 0.87" 1.07 4.83 0.36 5009.85 0.000 0.000 n/a 027 0.10
4 18 5.15 5008.61 5009.48 0.87* 1.07 4.83 0.36 5009.85 0.000 172.17 5009.47 5010.34 0.87" 1 A7 4.83 0.36 5010.71 0.000 0.000 n/a 0.32 0.12
5 18 5.15 5009.47 5010.34 0.87" 1.07 4.82 0.36 5010.71 0.497 188.97 5010.41 5011.29 j 0.88" 1.07 4.80 0.36 5011.65 0.492 0.495 0.935 020 0.07
6 18 5.15 5010.41 5011.36 0.95 1.07 4.37 0.36 5011.72 0.000 99.386 5010.91 5011.78 j 0.87" 1 A7 4.83 0.36 5012.15 0.000 0.000 n/a 1.00 0.36
Project File: Storm 5.stm Number of lines: 6 Run Date: 10/18/2021
Notes: * depth assumed; " Critical depth.; j-Line contains hyd. jump ; c= cir e= ellip b= box
Storm Sewers v2021.00
Storm Sewer Profile
Proj. file: Storm 5.stm
@ � N
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HGL EGL Reach (ft)
Storm
Storm Sewers v2021.00
Hydraflow Storm Sewers Extension for Autodesk0 Civil 3D0 Plan
Storm Sewer Summary Report Page 1
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 Pipe -(107) 5.90 18 Cir 107.909 5012.83 5013.04 0.195 5013.78 5014.38 0.20 5014.57 End None
Project File: Storm 6.stm Number of lines: 1 Run Date: 10/18/2021
NOTES: Return period = 2 Yrs.
Storm Sewers v2021.00
Hydraulic Grade Line Computations Page1
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (fUs) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (fUs) (ft) (ft) (%) (%) (ft) (K) (ft)
1 18 5.90 5012.83 5013.78 0.95 1.18 5.00 0.39 5014.17 0.507 107.90 5013.04 5014.38 1.34 1.66 3.55 0.20 5014.57 0.239 0.373 0.403 1.00 020
Project File: Storm 6.stm Number of lines: 1 Run Date: 10/18/2021
; c=cir e=ellip b=box
Storm Sewers v2021.00
Storm Sewer Profile
Proj. file: Storm 6.stm
Elev. (ft)
5025.00
5022.00
5019.00
5016.00
5013.00
5010.00
0
10 20 30 40 50 60 70 80
HGL EGL Reach (ft)
5025.00
5022.00
5019.00
5016.00
5013.00
5010.00
90 100 110
Storm Sewers
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NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK
FORT COLLINS � GREELEY APPENDIX
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BYPASS ROUTED TO: INLET 2-5 I-� SPILLWAY A2 / �__ �
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i I Q100 = 6.2 CFS I I - - SEE SHEET C 623
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STORM DRAIN 4-4A . . �— — _ — _ — — —�— — — _ —� sTORMTECH _ _ f . � y #
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f � 76 \ BYPASS ROUTED TO: N/A SEE SHEET C 624 �3 � I I s�� � \ \
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I �,,.. i � � i �! � DETENTION � N � , , '� ; �
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� / / / . Q(BYPASS) = 0 CFS � ` ` ,�� � =� �.
� I DETENTI N ,� �:�; ' i �, Q(INT) VALUES INCLUDE 100-YR BYPASS FLOWS ' '=- , �
a", � �'
� � I P O N D 2 � � ' � FROM INLET 6-2 AND Q100 VALUES FOR D4 �' �` �'`'; X
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OCTOBER 20, 2021
NORTHERN
ENGINEERING
P:\1791-001\DWG\DRNG\1791-001 DET DRNG.DWG
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TH E QUARRY BY WATERMARK
FORT COLLI NS, CO.
INLET CAPACITY SUMMARY
Project: 1791-001
Calculations By: Cassandra Ungerman
Date: January 21, 2022
Design Design Inlet Q2 q100 Q100 Total Q100 Q100 Inlet Type Inlet Size Notes
Point Label Intercepted Unintercepted
A2 INLET 2-5 3.97 17.17 49.49* 8.60 40.90 Type 13 Combo Single Captures 2-yr for A2 - Q100 overtops into Inlet 2-5A
A2 INLET 2-5A 3.97 17.17 49.49* 49.49 0.00 Type 13 Combo Quadruple Captures 100-yr for A2 and Q100 unintercepted for all B basins
B2 INLET 1-3 1.25 5.33 4.47 0.86 Nyloplast 3'X3' 3' X 3' Overflow continues to DP A2
(36" basin)
B3 INLET 1-4 6.20 24.03 6.20 17.83 Nyloplast 3'X3' 3' X 3' Captures 2-yr flow - Overflow continues to DP A2
(36" basin)
B6 INLET 1-9.5 2.35 8.64 2.50 6.14 Type 13 Combo Single Captures 2-yr flow w/ 5.2" ponding - Overflow continues to DP A2
B7 INLET 1-9.1 2.04 7.92 2.20 5.72 Type 13 Combo Single Can capture 2-yr w/ 5" ponding - Overflow continues to DP A2
B9 INLET 1-5.1 1.24 4.57 2.80 1.77 Type R Single Captures 2-yr flow w/ 4" ponding- Overflow continues to DP A2
B10 INLET 1-6.3 0.29 1.25 1.25 0.00 Type R Single Captures 100-yr flow
D3 INLET 6-2 4.57** 2.13 17.79** 5.90 11.89 Nyloplast 2'X2' 2' X 2' Captures 2-yr flow - Overflow will continue to sidewalk chase
D5 INLET 4-4.2-1 1.52 6.20 6.20 0.00 Nyloplast 3'X3' 3' X 3' Captures 100-yr flow w/ ---6" ponding
(30" basin)
D5 INLET 4-4A 2.75 7.73 7.73 0.00 Nyloplast 3'X3' 3' X 3' Captures 100-yr flow w/ -10" ponding
(30" basin)
Notes: *Q100 for Inlet 2-5 (DP A2) includes the Q100 value for A2 (17.17 cfs) AND the sum of the Q100 Unintercepted values for basins B1-B10
**Q values for Inlet 6-2 (DP D3) include the Q value for D3 (2.13 cfs) AND the sum of the Q values for basins OS2 and F2
***All landscape area drains shall be minimum 8" Nyloplast dome grate or determined by pipe size. Landscape flows accounted for at the main.
P:11791-0011Drainagellnletsllnlet Summary Tablelinlet summary
BASIN SUMMARY
Project: 1791-001
By: CLU
Date: 10/20/2021
Inlet Inlet Inlet LID Inlet Design Design Inlet Capacity Comments
ID Size Type TYPE CondiTion Storm Flow (CFS)
(CFS)
Inlet 1-2.1 8-in 8-in Nyloplast Basin Standard Gfate Sump 2-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inlet
Inlet 1-6.4 8-in 8-in Nyloplast BaSin Standard Grate Sump 2-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inlet
Inlet 1-62-4 8-in 8-in Nyloplast Basin Standard Grate Sump 2-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inlet
Inlet 1-62-5 10-in 10-in Nyloplast Basin Standard Grate Sump 2-Yr <03 See Nyloplast Curve 02-ft ponding depth above inlet
Inlet 1-6.2-7 8-in 8-in Nyloplast BaSin Standard Grate Sump 2-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inlet
Inlet 1-8.1 8-in 8-in Nyloplast Basin Standard Grate Sump 2-Yr <03 See Nyloplast Curve 02-ft ponding depth above inlet
Inlet 1-82 8-in 8-in Nyloplast BaSin Standard Gfate Sump 2-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inlet
,-. Inlet 1-92-1 8-in 8-in Nyloplast Basin Dome Grate Sump 2-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inleT
� Inlet 1-9.3-1 8-in 8-in Nyloplast Basin Dome Grate Sump 2-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inlet
�
O Inlet 1-9.4-1 S-in 8-in Nyloplast BaSin Dome Grate Sump 2-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inlet
'~" Inlet 1-9.6-1 8-in 8-in Nyloplast Basin Dome Grate Sump 2-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inlet
Inlet 1-9.8-1 8-in 8-in Nyloplast Basin Dome Grate Sump 2-Yr <03 See Nyloplast Curve 02-ft ponding depth above inlet
Inlet 1-9.9-1 8-in 8-in Nyloplast Basin Dome Grate Sump 2-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inlet
Inlet 1-9.10-1.1 8-in 8-in Nyloplast Basin Dome Gfate Sump 2-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inlet
Inlet 1-9.10-2.1 8-in 8-in Nyloplast Basin Dome Grate Sump 2-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inlet
Inlet 1-9.10-4 8-in 8-in Nyloplast Basin Standard Grate Sump 2-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inleT
Inlet 1-9.11-1 8-in 8-in Nyloplast Basin Dome Grate Sump 2-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inlet
Inlet 1-9.12 S-in 8-in Nyloplast Basin Dome Grate Sump 2-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inlet
Inlet 1-12.1 8-in 8-in Nyloplast Basin Standard Grate Sump 2-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inlet
Inlet 1-14 8-in 8-in Nyloplast Basin Standard Grate Sump 2-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inlet
� Basin 2-2 (w/ weir) 30-in 30-in Nyloplast Basin Solid
o Basin 2-3 30-in 30-in Nyloplast Basin Solid
N Basin 2-4 30-in 30-in Nyloplast Basir Solid
M Basin 3-3.1 S-in 8-in Nyloplast Basin Standard Grate Sump 100-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inlet
�
o Overflow Basin 3-5 30-in 30-in Nyloplast Basin Dome Grate Sump 2-Yr 13.50 See Nyloplast Curve 1-ft ponding depth above inlet
G Overflow Basin 3-6 30-in 30-in Nyloplast Basin Dome Grate Sump 2-Yr 13.50 See Nyloplast Curve 1-ft ponding depth above inlet
TR Drain Inlet 32 8-in 8-in Nyloplast Basin Standard Grate Sump 100-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inleT
Inlet 4-9 8-in 8-in Nyloplast Basin Dome Grate Sump 100-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inlet
Inlet 4-4.1-1.1 8-in 8-in Nyloplast Basin Dome Grate Sump 100-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inlet
Inlet 4-4.1-2.1 8-in 8-in Nyloplast Basin Dome Grate Sump 100-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inlet
Inlet 4-4.1-4 8-in 8-in Nyloplast Basin Dome Gfate Sump 100-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inlet
Inlet 4-4.2-2S 8-in 8-in Nyloplast Basin Dome G�ate Sump 100-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inlet
� Inlet 4-42.2-2 8-in 8-in Nyloplast Basin Dome Grate Sump 100-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inlet
�
� Inlet 4-4.2-4 S-in 8-in Nyloplast Basin Dome Grate Sump 100-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inlet
O
� RD 4-42 Basin 6 8-in 8-in Nyloplast Basin Solid
Inlet 4-4.2A-1 10-in 10-in Nyloplast Basin Dome Grate Sump 100-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inlet
Inlet 4-42A-2 8-in 8-in Nyloplast Basin Standard Grate Sump 100-Yr <0.3 See Nyloplast Curve 0.2-ft ponding depth above inlet
Basin 4-4.3 15-in 15-in Nyloplast Basin Solid
Inlet 4-4.3-1 8-in 8-in Nyloplast Basin Dome Grate Sump 100-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inlet
Inlet 4-4.6-1 8-in 8-in Nyloplast Basin Standard Grate Sump 100-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inlet
Inlet 4-4.7 12-in 12-in Nyloplast Basin Standard Grate Sump 100-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inlet
�
� Inlet A5 8-in 8-in Nyloplast Basin Standard Grate Sump 100-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inlet
� Inlet C2 10-in 10-in Nyloplast Basin Standard Grate Sump 100-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inlei
oInlet C4-1 8-in 8-in Nyloplast Basin Dome Grate Sump 100-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inlet
� Inlet C5 8-in 8-in Nyloplast Basin Dome Grate Sump 100-Yr <03 See Nyloplast Curve 0.2-ft ponding depth above inlet
� RG UD Basin 2 8-in 8-in Nyloplast Basin Dome Grate Sump 100-Yr <0.6 See Nyloplast Curve 0.4-ft ponding depth above inlet
�
� Basin F-3.1-4 30-in 30-in Nyloplast Basin Solid
Area Inlet Performance Curve:
Quarry Inlet 1-3 (DP B2)
Governing Equations:
Q 3 .0 P H ,.s
At low flow depths, the inlet will act like a weir governed by the following equation: _
"whereP=2(L+W)
" where H corresponds to the depth of water above the flowline
At higher flow depths, the inlet will act like an orifice governed by the following equation: Q = O. E)% A� Z gH �
o.s
' where A equals the open area of the inlet grate
" where H corresponds to the depth of water above the centroid of the cross-sectional area (A)
The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown.
However, what is known, is that the stage-discharge curves of the weir equation and the orifice equation
will cross at a certain flow depth. The two curves can be found below:
�� ��
Stage - Discharge Curves
N
w
C7
m
rn
m
s
�
N
'o
18.00
16.00
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0.00
If H> 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir.
Input Parameters:
Type of Grate: Nyloplast 3'X3' Grate w/ 36" Basin
Length of Grate (ft): 3.00
Width of Grate (ft): 3.00
Open Area of Grate (ft2): 7.65
Flowline Elevation (ft): 5012.52
Clogging Factor: 0.60
Depth vs. Flow:
Shallow Orifice Actual
Elevation Weir Flow Flow Flow
Depth Above Inlet (ft) (ft) (cfs) (cfs) (cfs)
0.05 5012.57 0.24 5.52 0.24
0.10 5012.62 0.68 7.80 0.68
0.15 5012.670 1.25 9.55 1.25 � Q2
0.20 5012.72 1.93 11.03 1.93
0.25 5012.770 2.70 12.33 2.70
0.30 5012.82 3.55 13.51 3.55
0.35 5012.87 4.47 14.59 4.47 � Qintercepted
0.40 5012.920 5.46 15.60 5.46
0.45 5012.97 6.52 16.55 6.52
0.50 5013.02 7.64 17.44 7.64
0.55 5013.070 8.81 18.29 8.81
0.10 0.20 0.30 0.40 0.50 0.60
Stage (ft)
Area Inlet Performance Curve:
Quarry Inlet 1-4 (DP B3)
Governing Equations:
Q 3 .0 P H ,.s
At low flow depths, the inlet will act like a weir governed by the following equation: _
"whereP=2(L+W)
" where H corresponds to the depth of water above the flowline
At higher flow depths, the inlet will act like an orifice governed by the following equation: Q = O. G% A� Z gH �
o.s
' where A equals the open area of the inlet grate
" where H corresponds to the depth of water above the centroid of the cross-sectional area (A)
The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown.
However, what is known, is that the stage-discharge curves of the weir equation and the orifice equation
will cross at a certain flow depth. The two curves can be found below:
w
�
�
m
rn
m
r
�
N
0
20.00
18.00
16.00
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0.00
Stage - Discharge Curves
If H> 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir.
Input Parameters:
Type of Grate: Nyloplast 3'X3' Grate w/ 36" Basin
Length of Grate (ft): 3.00
Width of Grate (ft): 3.00
Open Area of Grate (ft2): 7.65
Flowline Elevation (ft): 5012.87
Clogging Factor: 0.60
Depth vs. Flow:
Shallow Orifice Actual
Elevation Weir Flow Flow Flow
Depth Above Inlet (ft) (ft) (cfs) (cfs) (cfs)
0.05 5012.92 0.24 5.52 0.24
0.10 5012.97 0.68 7.80 0.68
0.15 5013.020 1.25 9.55 1.25
0.20 5013.07 1.93 11.03 1.93
0.25 5013.120 2.70 12.33 2.70
0.30 5013.17 3.55 13.51 3.55
0.35 5013.22 4.47 14.59 4.47
0.40 5013.270 5.46 15.60 5.46 Q2
E
0.45 5013.32 6.52 16.55 6.52 5013.30
0.50 5013.37 7.64 17.44 7.64
0.55 5013.420 8.81 18.29 8.81
0.10 0.20 0.30 0.40 0.50 0.60
Stage (ft)
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor 8 Major Storm)
Project:
InIetID:
il
�«
mum Allowabie Width for Spread 8ehind Cur6
Slope Behind Curb (leave blank for no conveyance credit behind curb)
iing's Roughness Behind Curb (typicalty between 0.012 and 0.020)
of Curb at Gutter Flow Line
;e from Curb Face to Slreet Crown
Transverse Slope
Cross Slope (typically 2 inches over 24 inches or 0.083 fVk)
Longitudina� Slope - Enter 0 for sump condition
ig's Roughness for Street Section (typically between 0.012 and 0.020)
Allowable Spread for Minor & Major Storm
Allowable Depth at Gutter Flowline for Minor & Major Storm
k boxes are not applicable in SUMP conditions
STORM Allowable Capacity is based on Depth Criterion
STORM Allowa6le Capacity is based on Depth Criterion
STREET
CROWN
TBACK- O.O h
Sencu = R/ft
°a^cK= 0.012
Hcuree = 6.00 inches
Tcaowr� = 26.0 ft
W = 1.00 ft
Sx - 0.021 ft/ft
Sw - 0.063 R/ft
So - 0.000 fUk
ns�REE� = 0.015
Minor Storm Major Storm
TMn%- 26.0 Z6.O fI
tlMAx - 4.0 4.0 inches
MinorStorm MajorStorm
Q,now = SUMP SUMP cfs
I INLET IN A SUMP OR SAG LOCATION I
Version 4.05 Released March 2017
�Lo (C) ,�
H-Curb I
H-Vert
Wo
W
WP
�
Lo (G)
of Inlet CDOT Type R Curb Opening
I Depression (addi[ional to continuous gutter depression'a' from above)
ber of Unit Inlets (Grate or Curb Opening)
�r Depth at Flowline (outside of bcal depression)
e Information
th of a Unit Grate
i of a Unit Grate
Opening Ratio for a Grate (fypical values 0.15-0.90)
3ing Factor for a Single Grate (typical value 0.50 - 0.70)
: Weir Coefficient (typical value 2.15 - 3.60)
= Orifice Coeffcient (rypical value 0.60 - 0.80)
i Opening Information
th of a Unit Curb Opening
ht of Vertical Curb Opening in Inches
nt of Curb Orifice Throat in Inches
a of Throat (see USDCM Figure ST-5)
Width for Depression Pan (typically [he gutter width of 2 teet)
3ing Factor for a Single Curb Opening (typical value 0.10)
Opening Weir Coeffcient (typical value 2.3-3.7)
Opening Orifice Coefficient (typical value 0.60 - 070)
i for Grate Midwidth
i for Curb Opening Weir Equation
�ination Inlet Pertormance Reduction Factor for Long Inlets
Opening Performance Reduction Factot for Long Inlets
:d Inlet Pertormance Reduction Factor for Long Inlets
Inlet Interception Capacity (assumes clogged condition)
MINOR MAJOR
Type = CDOT Type R Curb Opening
am�ai = 3.00 inches
No= 1
Ponding Depth = 4.0 4.0 inches
MINOR MAJOR r Override Depths
�o (G) = NIA � _.
Wo= NIA � feet
%��a�m = NIA �
G (G) = NIA N/A
Cw (G)= NIA � .
Ca (G) = NIA �
MINOR MAJOR
�a (�) = 5.00 � � feet
H�en = 6.00 �� � inches
Hm�oa�= 6.00 �� �� inches
Theta = 63.40 � � degrees
WP= 1.00 � feet
q(C)= 0.10 0.10
C,„(C)= 3.60
Ca (C) = 0.67
MINOR MAJOR
dc,a�e = NIA N/A ft
dc,,,e = 025 025 ft
RFcomemano� = 0.51 0.51
RFc,,,e = 1.00 7.00
RF�,r�e = NIA N/A
MINOR MAJOR
Q, = 2.s 2.a cfs
Q aEnK aEauiaEo = 12 4.6 cfs
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor 8 Major Storm)
Project:
InIetID:
il
�«
mum Allowabie Width for Spread 8ehind Cur6
Slope Behind Curb (leave blank for no conveyance credit behind curb)
iing's Roughness Behind Curb (typicalty between 0.012 and 0.020)
of Curb at Gutter Flow Line
;e from Curb Face to Slreet Crown
Transverse Slope
Cross Slope (typically 2 inches over 24 inches or 0.083 fVk)
Longitudina� Slope - Enter 0 for sump condition
ig's Roughness for Street Section (typically between 0.012 and 0.020)
Allowable Spread for Minor & Major Storm
Allowable Depth at Gutter Flowline for Minor & Major Storm
k boxes are not applicable in SUMP conditions
STORM Allowable Capacity is based on Depth Criterion
STORM Allowa6le Capacity is based on Depth Criterion
STREET
CROWN
TBACK- O.O h
Sencu = R/ft
°a^cK= 0.012
Hcuree = 6.00 inches
Tcaowr� = 26.0 ft
W = 1.00 ft
Sx - 0.020 ft/ft
Sw - 0.063 R/ft
So - 0.000 fUk
ns�REE� = 0.015
Minor Storm Major Storm
TMn%- 26.0 Z6.O fI
tlMAx - 4.0 4.0 inches
MinorStorm MajorStorm
Q,now = SUMP SUMP cfs
I INLET IN A SUMP OR SAG LOCATION I
Version 4.05 Released March 2017
�Lo (C) ,�
H-Curb I
H-Vert
Wo
W
WP
�
Lo (G)
of Inlet CDOT Type R Curb Opening
I Depression (addi[ional to continuous gutter depression'a' from above)
ber of Unit Inlets (Grate or Curb Opening)
�r Depth at Flowline (outside of bcal depression)
e Information
th of a Unit Grate
i of a Unit Grate
Opening Ratio for a Grate (fypical values 0.15-0.90)
3ing Factor for a Single Grate (typical value 0.50 - 0.70)
: Weir Coefficient (typical value 2.15 - 3.60)
= Orifice Coeffcient (rypical value 0.60 - 0.80)
i Opening Information
th of a Unit Curb Opening
ht of Vertical Curb Opening in Inches
nt of Curb Orifice Throat in Inches
a of Throat (see USDCM Figure ST-5)
Width for Depression Pan (typically [he gutter width of 2 teet)
3ing Factor for a Single Curb Opening (typical value 0.10)
Opening Weir Coeffcient (typical value 2.3-3.7)
Opening Orifice Coefficient (typical value 0.60 - 070)
i for Grate Midwidth
i for Curb Opening Weir Equation
�ination Inlet Pertormance Reduction Factor for Long Inlets
Opening Performance Reduction Factot for Long Inlets
:d Inlet Pertormance Reduction Factor for Long Inlets
Inlet Interception Capacity (assumes clogged condition)
MINOR MAJOR
Type = CDOT Type R Curb Opening
am�ai = 3.00 inches
No= 1
Ponding Depth = 4.0 4.0 inches
MINOR MAJOR r Override Depths
�o (G) = NIA � _.
Wo= NIA � feet
%��a�m = NIA �
G (G) = NIA N/A
Cw (G)= NIA � .
Ca (G) = NIA �
MINOR MAJOR
�a (�) = 5.00 � � feet
H�en = 6.00 �� � inches
Hm�oa�= 6.00 �� �� inches
Theta = 63.40 � � degrees
WP= 1.00 � feet
q(C)= 0.10 0.10
C,„(C)= 3.60
Ca (C) = 0.67
MINOR MAJOR
dc,a�e = NIA N/A ft
dc,,,e = 025 025 ft
RFcomemano� = 0.51 0.51
RFc,,,e = 1.00 7.00
RF�,r�e = NIA N/A
MINOR MAJOR
Q, = 2.s 2.a cfs
Q aEnK aEauiaEo = 0.3 1.3 cfs
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor 8 Major Storm)
Project:
InIetID:
il
�«
mum Allowabie Width for Spread 8ehind Cur6
Slope Behind Curb (leave blank for no conveyance credit behind curb)
iing's Roughness Behind Curb (typicalty between 0.012 and 0.020)
of Curb at Gutter Flow Line
;e from Curb Face to Slreet Crown
Transverse Slope
Cross Slope (typically 2 inches over 24 inches or 0.083 fVk)
Longitudina� Slope - Enter 0 for sump condition
ig's Roughness for Street Section (typically between 0.012 and 0.020)
Allowable Spread for Minor & Major Storm
Allowable Depth at Gutter Flowline for Minor & Major Storm
k boxes are not applicable in SUMP conditions
STORM Allowable Capacity is based on Depth Criterion
STORM Allowa6le Capacity is based on Depth Criterion
STREET
CROWN
TBACK- O.O h
Sencu = R/ft
°a^cK= 0.012
Hcuree = 6.00 inches
Tcaowr� = 26.0 ft
W = 1.00 ft
Sx - 0.013 ft/ft
Sw - 0.063 R/ft
So - 0.000 fUk
ns�REE� = 0.015
Minor Storm Major Storm
TMn%- 26.0 Z6.O fI
tlMAx - 6.0 6.0 inches
MinorStorm MajorStorm
Q,now = SUMP SUMP cfs
I INLET IN A SUMP OR SAG LOCATION I
Version 4.05 Released March 2017
�Lo (C) ,�
H-Curb I
H-Vert
Wo
W
WP
�
Lo (G)
of Inlet I, CDOT Type R Curb Opening
I Depression (addi[ional to continuous gutter depression'a' from above)
ber of Unit Inlets (Grate or Curb Opening)
�r Depth at Flowline (outside of bcal depression)
e Information
th of a Unit Grate
i of a Unit Grate
Opening Ratio for a Grate (fypical values 0.15-0.90)
3ing Factor for a Single Grate (typical value 0.50 - 0.70)
: Weir Coefficient (typical value 2.15 - 3.60)
= Orifice Coeffcient (rypical value 0.60 - 0.80)
i Opening Information
th of a Unit Curb Opening
ht of Vertical Curb Opening in Inches
nt of Curb Orifice Throat in Inches
a of Throat (see USDCM Figure ST-5)
Width for Depression Pan (typically [he gutter width of 2 teet)
3ing Factor for a Single Curb Opening (typical value 0.10)
Opening Weir Coeffcient (typical value 2.3-3.7)
Opening Orifice Coefficient (typical value 0.60 - 070)
i for Grate Midwidth
i for Curb Opening Weir Equation
�ination Inlet Pertormance Reduction Factor for Long Inlets
Opening Performance Reduction Factot for Long Inlets
:d Inlet Pertormance Reduction Factor for Long Inlets
Inlet Interception Capacity (assumes clogged condition)
MINOR MAJOR
Type = CDOT Type R Curb Opening
am�ai = 3.00 inches
No= 1
Ponding Depth = 4.0 4.0 inches
MINOR MAJOR � Override Depths
�o (G) = NIA � _.
Wo= NIA � feet
%��a�m = NIA �
G (G) = NIA N/A
Cw (G)= NIA � .
Ca (G) = NIA �
MINOR MAJOR
�a (�) = 5.00 � � feet
H�en = 6.00 �� � inches
Hm�oa�= 6.00 �� �� inches
Theta = 63.40 � � degrees
WP= 1.00 � feet
q(C)= 0.10 0.10
C,„(C)= 3.60
Ca (C) = 0.67
MINOR MAJOR
dc,a�e = NIA N/A ft
dc,,,e = 025 025 ft
RFcomemano� = 0.51 0.51
RFc,,,e = 1.00 7.00
RF�,r�e = NIA N/A
MINOR MAJOR
Q, = 2.s 2.a cfs
Q aEnK aEauiaEo = 2.0 142 cfs
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor 8 Major Storm)
Project:
InIetID:
il
�«
mum Allowabie Width for Spread 8ehind Cur6
Slope Behind Curb (leave blank for no conveyance credit behind curb)
iing's Roughness Behind Curb (typicalty between 0.012 and 0.020)
of Curb at Gutter Flow Line
;e from Curb Face to Slreet Crown
Transverse Slope
Cross Slope (typically 2 inches over 24 inches or 0.083 fVk)
Longitudina� Slope - Enter 0 for sump condition
ig's Roughness for Street Section (typically between 0.012 and 0.020)
Allowable Spread for Minor & Major Storm
Allowable Depth at Gutter Flowline for Minor & Major Storm
k boxes are not applicable in SUMP conditions
STORM Allowable Capacity is based on Depth Criterion
STORM Allowa6le Capacity is based on Depth Criterion
STREET
CROWN
TBACK- O.O h
Sencu = R/ft
°a^cK= 0.012
Hcuree = 6.00 inches
Tcaowr� = 26.0 ft
W = 1.00 ft
Sx - 0.030 ft/ft
Sw - 0.063 R/ft
So - 0.000 fUk
ns�REE� = 0.015
Minor Storm Major Storm
TMn%- 26.0 Z6.O fI
tlMAx - 4.0 4.0 inches
MinorStorm MajorStorm
Q,now = SUMP SUMP cfs
I INLET IN A SUMP OR SAG LOCATION I
Version 4.05 Released March 2017
�Lo (C) ,�
H-Curb I
H-Vert
Wo
W
WP
�
Lo (G)
of Inlet I, CDOT Type R Curb Opening
I Depression (addi[ional to continuous gutter depression'a' from above)
ber of Unit Inlets (Grate or Curb Opening)
�r Depth at Flowline (outside of bcal depression)
e Information
th of a Unit Grate
i of a Unit Grate
Opening Ratio for a Grate (fypical values 0.15-0.90)
3ing Factor for a Single Grate (typical value 0.50 - 0.70)
: Weir Coefficient (typical value 2.15 - 3.60)
= Orifice Coeffcient (rypical value 0.60 - 0.80)
i Opening Information
th of a Unit Curb Opening
ht of Vertical Curb Opening in Inches
nt of Curb Orifice Throat in Inches
a of Throat (see USDCM Figure ST-5)
Width for Depression Pan (typically [he gutter width of 2 teet)
3ing Factor for a Single Curb Opening (typical value 0.10)
Opening Weir Coeffcient (typical value 2.3-3.7)
Opening Orifice Coefficient (typical value 0.60 - 070)
i for Grate Midwidth
i for Curb Opening Weir Equation
�ination Inlet Pertormance Reduction Factor for Long Inlets
Opening Performance Reduction Factot for Long Inlets
:d Inlet Pertormance Reduction Factor for Long Inlets
Inlet Interception Capacity (assumes clogged condition)
MINOR MAJOR
Type = CDOT Type R Curb Opening
am�ai = 3.00 inches
No= 1
Ponding Depth = 4.0 4.0 inches
MINOR MAJOR r Override Depths
�o (G) = NIA � _.
Wo= NIA � feet
%��a�m = NIA �
G (G) = NIA N/A
Cw (G)= NIA � .
Ca (G) = NIA �
MINOR MAJOR
�a (�) = 5.00 � � feet
H�en = 6.00 �� � inches
Hm�oa�= 6.00 �� �� inches
Theta = 63.40 � � degrees
WP= 1.00 � feet
q(C)= 0.10 0.10
C,„(C)= 3.60
Ca (C) = 0.67
MINOR MAJOR
dc,a�e = NIA N/A ft
dc,,,e = 025 025 ft
RFcomemano� = 0.51 0.51
RFc,,,e = 1.00 7.00
RF�,r�e = NIA N/A
MINOR MAJOR
Q, = 2.s 2.a cfs
Q aEnK aEauiaEo = 2.4 8.6 cfs
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor 8 Major Storm)
Project:
InIetID:
�����
���
mum Allowabie Width for Spread 8ehind Cur6
Slope Behind Curb (leave blank for no conveyance credit behind curb)
iing's Roughness Behind Curb (typicalty between 0.012 and 0.020)
of Curb at Gutter Flow Line
;e from Curb Face to Slreet Crown
Transverse Slope
Cross Slope (typically 2 inches over 24 inches or 0.083 fVk)
Longitudina� Slope - Enter 0 for sump condition
ig's Roughness for Street Section (typically between 0.012 and 0.020)
Allowable Spread for Minor & Major Storm
Allowable Depth at Gutter Flowline for Minor & Major Storm
k boxes are not applicable in SUMP conditions
STORM Allowable Capacity is based on Depth Criterion
STORM Allowa6le Capacity is based on Depth Criterion
SRiEET
CROWN
TBACK- O.O h
Sencu = R/ft
°a^cK= 0.012
Hcuree = 12.00 inches
Tcaowr� = 20.0 ft
W = 4.00 ft
Sx - 0.022 ft/ft
Sw - 0.063 R/ft
So - 0.000 fUk
ns�REE� = 0.015
Minor Storm Major Storm
TMn%- 20.0 ZO.O fI
tlMAx - 12.0 12.0 inches
MinorStorm MajorStorm
Q,now = SUMP SUMP cfs
I INLET IN A SUMP OR SAG LOCATION I
Version 4.05 Released March 2017
Warning 1
,� -Lo (C) ;�
H-Curb H-Vert
Wo
Wp
W
Lo (G)
of Inlet I CDOT/Denver 13 Combination � I
Depression (addi[ional to continuous gutter depression'a' from above)
�er of Unit Inlets (Grate or Curb Opening)
r Depth at Flowline (outside of bcal depression)
: Information
�h of a Unit Grate
i of a Unit Grate
Opening Ratio for a Grate (fypical values 0.15-0.90)
3ing Factor for a Single Grate (typical value 0.50 - 0.70)
: Weir Coefficient (typical value 2.15 - 3.60)
= Orifice Coeffcient (rypical value 0.60 - 0.80)
i Opening Information
th of a Unit Curb Opening
ht of Vertical Curb Opening in Inches
nt of Curb Orifice Throat in Inches
a of Throat (see USDCM Figure ST-5)
Width for Depression Pan (typically [he gutter width of 2 teet)
3ing Factor for a Single Curb Opening (typical value 0.10)
Opening Weir Coeffcient (typical value 2.3-3.7)
Opening Orifice Coefficient (typical value 0.60 - 070)
i for Grate Midwidth
i for Curb Opening Weir Equation
�ination Inlet Pertormance Reduction Factor for Long Inlets
Opening Performance Reduction Factot for Long Inlets
:d Inlet Pertormance Reduction Factor for Long Inlets
Inlet Interception Capacity (assumes clogged condition)
MINOR MAJOR
Type = CDOT/Denver 13 Combination
em�ai = 2.00 inches
No= 4
Ponding Depth = 12.0 72.0 inches
MINOR MAJOR � Override Depths
�o (G) = 3.00 _.
Wo= 1.73 feet
%��a�m = 0.43
G(G)= 0.50 0.50
C„, (G)= 3.30
Ca (G) = 0.80
MINOR MAJOR
�a (�) = 3.00 � feet
H�en = 8.00 � � � inches
Hm�oa� = 525 . . inches
Theta = 0.00 degrees
WP= 4.00 - � fee[
q(C)= 0.10 0.10
Cw (C) = 3.70 �
Ca (C) = 0.66
MINOR MAJOR
dc,a�e = 1.059 1.059 ft
dc,,,e = 0.67 0.67 ft
RFcomemano� = 1.00 7.00
RFc,,,e = 1.00 7.00
RF�,r�e = 1.00 1.00
MINOR MAJOR
Qa - 42.6 42.6 CfS
Q aEnK aEauiaEo = 4.0 40.9 cfs
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor 8 Major Storm)
Project:
InIetID:
��
�.«
mum Allowabie Width for Spread 8ehind Cur6
Slope Behind Curb (leave blank for no conveyance credit behind curb)
iing's Roughness Behind Curb (typicalty between 0.012 and 0.020)
of Curb at Gutter Flow Line
;e from Curb Face to Slreet Crown
Transverse Slope
Cross Slope (typically 2 inches over 24 inches or 0.083 fVk)
Longitudina� Slope - Enter 0 for sump condition
ig's Roughness for Street Section (typically between 0.012 and 0.020)
Allowable Spread for Minor & Major Storm
Allowable Depth at Gutter Flowline for Minor & Major Storm
k boxes are not applicable in SUMP conditions
STORM Allowable Capacity is based on Depth Criterion
STORM Allowa6le Capacity is based on Depth Criterion
STREEf
CROWN
TBACK- O.O h
Sencu = R/ft
°a^cK= 0.012
Hcuree = 12.00 inches
Tcaowr� = 20.0 ft
W = 4.00 ft
Sx - 0.022 ft/ft
Sw - 0.063 R/ft
So - 0.000 fUk
ns�REE� = 0.015
Minor Storm Major Storm
TMn%- 20.0 ZO.O fI
tlMAx - 12.0 12.0 inches
MinorStorm MajorStorm
Q,now = SUMP SUMP cfs
I INLET IN A SUMP OR SAG LOCATION I
Version 4.05 Released March 2017
� Lo (C) X
H-Curb
H-Vert
Wo
Wp
W
�� Lo (G�
of Inlet I CDOT/Denver 13 Combination
I Depression (addi[ional to continuous gut[er depression'a' from above)
ber of Unit Inlets (Grate or Curb Opening)
�r Depth at Flowline (outside of bcal depression)
e Information
th of a Unit Grate
i of a Unit Grate
Opening Ratio for a Grate (fypical values 0.15-0.90)
3ing Factor for a Single Grate (typical value 0.50 - 0.70)
: Weir Coefficient (typical value 2.15 - 3.60)
= Orifice Coeffcient (rypical value 0.60 - 0.80)
i Opening Information
th of a Unit Curb Opening
ht of Vertical Curb Opening in Inches
nt of Curb Orifice Throat in Inches
a of Throat (see USDCM Figure ST-5)
Width for Depression Pan (typically [he gutter width of 2 teet)
3ing Factor for a Single Curb Opening (typical value 0.10)
Opening Weir Coeffcient (typical value 2.3-3.7)
Opening Orifice Coefficient (typical value 0.60 - 070)
i for Grate Midwidth
i for Curb Opening Weir Equation
�ination Inlet Pertormance Reduction Factor for Long Inlets
Opening Performance Reduction Factot for Long Inlets
:d Inlet Pertormance Reduction Factor for Long Inlets
Inlet Interception Capacity (assumes clogged condition)
MINOR MAJOR
Type = CDOT/Denver 13 Combination
em�ai = 2.00 inches
No= 1
Ponding Depth = 12.0 72.0 inches
MINOR MAJOR r Override Depths
�o (G) = 3.00 _.
Wo= 1.73 feet
%��a�m = 0.43
G(G)= 0.50 0.50
C„, (G)= 3.30
Ca (G) = 0.80
MINOR MAJOR
�a (�) = 3.00 � feet
H�en = 8.00 � � � inches
Hm�oa� = 525 . . inches
Theta = 0.00 degrees
WP= 4.00 - � fee[
q(C)= 0.10 0.10
Cw (C) = 3.70 �
Ca (C) = 0.66
MINOR MAJOR
dc,a�e = 1.059 1.059 ft
dc,,,e = 0.67 0.67 ft
RFcomemano� = 1.00 7.00
RFc,,,e = 1.00 7.00
RF�,r�e = 1.00 1.00
MINOR MAJOR
Qa - S.6 8.6 CfS
Q aEnK aEauiaEo = 4.0 492 cfs
Area Inlet Performance Curve:
Quarry Inlet 4-4.2-1
Governing Equations:
Q 3 .0 P H ,.s
At low flow depths, the inlet will act like a weir governed by the following equation: _
"whereP=2(L+W)
" where H corresponds to the depth of water above the flowline
At higher flow depths, the inlet will act like an orifice governed by the following equation: Q = O. G% A� Z gH �
o.s
' where A equals the open area of the inlet grate
" where H corresponds to the depth of water above the centroid of the cross-sectional area (A)
The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown.
However, what is known, is that the stage-discharge curves of the weir equation and the orifice equation
will cross at a certain flow depth. The two curves can be found below:
25.00
20.00
w
�
� 15.00
m
rn
�
r 10.00
�
N
�
5.00
0.00
0.00 0.20
0.40 0.60 0.80 1.00 1.20
Stage (ft)
If H> 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir.
Input Parameters:
Type of Grate: Nyloplast 3' X 3' w/ 30" basin
Length of Grate (ft): 3.00
Width of Grate (ft): 3.00
Open Area of Grate (ft2): 7.65
Flowline Elevation (ft): 5015.83
Clogging Factor: 0.50
Depth vs. Flow:
Shallow Orifice Actual
Elevation Weir Flow Flow Flow
Depth Above Inlet (ft) (ft) (cfs) (cfs) (cfs)
0.10 5015.93 0.57 6.50 0.57
0.20 5016.03 1.61 9.19 1.61
0.30 5016.130 2.96 11.26 2.96
0.40 5016.23 4.55 13.00 4.55 E Q100
0.50 5016.330 6.36 14.54 6.36 5016.32
0.60 5016.43 8.37 15.92 8.37
0.70 5016.53 10.54 17.20 10.54
0.80 5016.630 12.88 18.39 12.88
0.90 5016.73 15.37 19.50 15.37
1.00 5016.83 18.00 20.56 18.00
1.10 5016.930 20.77 21.56 20.77
Stage - Discharge Curves
Area Inlet Performance Curve:
Quarry Inlet 4-4A (DP D5)
Governing Equations:
Q 3 .0 P H ,.s
At low flow depths, the inlet will act like a weir governed by the following equation: _
"whereP=2(L+W)
" where H corresponds to the depth of water above the flowline
At higher flow depths, the inlet will act like an orifice governed by the following equation: Q = O. G% A� Z gH �
o.s
' where A equals the open area of the inlet grate
" where H corresponds to the depth of water above the centroid of the cross-sectional area (A)
The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown.
However, what is known, is that the stage-discharge curves of the weir equation and the orifice equation
will cross at a certain flow depth. The two curves can be found below:
25.00
20.00
w
�
� 15.00
m
rn
�
r 10.00
�
N
�
5.00
0.00
0.00 0.20
0.40 0.60 0.80 1.00 1.20
Stage (ft)
If H> 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir.
Input Parameters:
Type of Grate: Nyloplast 3' X 3' w/ 30" basin
Length of Grate (ft): 3.00
Width of Grate (ft): 3.00
Open Area of Grate (ft2): 7.65
Flowline Elevation (ft): 5015.26
Clogging Factor: 0.50
Depth vs. Flow:
Shallow Orifice Actual
Elevation Weir Flow Flow Flow
Depth Above Inlet (ft) (ft) (cfs) (cfs) (cfs)
0.10 5015.36 0.57 6.50 0.57
0.20 5015.46 1.61 9.19 1.61
0.30 5015.560 2.96 11.26 2.96
0.40 5015.66 4.55 13.00 4.55
0.50 5015.760 6.36 14.54 6.36
0.60 5015.86 8.37 15.92 8.37
0.70 5015.96 10.54 17.20 10.54 Q100
E
0.80 5016.060 12.88 18.39 12.88 5015.97
0.90 5016.16 15.37 19.50 15.37
1.00 5016.26 18.00 20.56 18.00
1.10 5016.360 20.77 21.56 20.77
Stage - Discharge Curves
Version 4.05 Released March 2017
ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor 8 Major Storm)
Project:
InIetID:
il
�«
mum Allowabie Width for Spread 8ehind Cur6
Slope Behind Curb (leave blank for no conveyance credit behind curb)
iing's Roughness Behind Curb (typicalty between 0.012 and 0.020)
of Curb at Gutter Flow Line
;e from Curb Face to Slreet Crown
Transverse Slope
Cross Slope (typically 2 inches over 24 inches or 0.083 fVk)
Longitudina� Slope - Enter 0 for sump condition
ig's Roughness for Street Section (typically between 0.012 and 0.020)
Allowable Spread for Minor & Major Storm
Allowable Depth at Gutter Flowline for Minor & Major Storm
k boxes are not applicable in SUMP conditions
STORM Allowable Capacity is based on Depth Criterion
STORM Allowa6le Capacity is based on Depth Criterion
STREET
CROWN
TBACK- O.O h
Sencu = R/ft
°a^cK= 0.012
Hcuree = 6.00 inches
Tcaowr� = 25.0 ft
W = 1.00 ft
Sx - 0.010 ft/ft
Sw - 0.063 R/ft
So - 0.000 fUk
ns�REE� = 0.015
Minor Storm Major Storm
TMAx- 25.0 25A ft
tlMAx - 6.0 6.0 inches
MinorStorm MajorStorm
Q,now = SUMP SUMP cfs
I INLET IN A SUMP OR SAG LOCATION I
Version 4.05 Released March 2017
�Lo (C) ,�
H-Curb I
H-Vert
Wo
W
WP
�
Lo (G)
oflnlet I CDOTTypeRCurbOpening �I
Depression (addi[ional to continuous gutter depression'a' from above)
�er of Unit Inlets (Grate or Curb Opening)
r Depth at Flowline (outside of bcal depression)
: Information
�h of a Unit Grate
i of a Unit Grate
Opening Ratio for a Grate (fypical values 0.15-0.90)
3ing Factor for a Single Grate (typical value 0.50 - 0.70)
: Weir Coefficient (typical value 2.15 - 3.60)
= Orifice Coeffcient (rypical value 0.60 - 0.80)
i Opening Information
th of a Unit Curb Opening
ht of Vertical Curb Opening in Inches
nt of Curb Orifice Throat in Inches
a of Throat (see USDCM Figure ST-5)
Width for Depression Pan (typically [he gutter width of 2 teet)
3ing Factor for a Single Curb Opening (typical value 0.10)
Opening Weir Coeffcient (typical value 2.3-3.7)
Opening Orifice Coefficient (typical value 0.60 - 070)
i for Grate Midwidth
i for Curb Opening Weir Equation
�ination Inlet Pertormance Reduction Factor for Long Inlets
Opening Performance Reduction Factot for Long Inlets
:d Inlet Pertormance Reduction Factor for Long Inlets
Inlet Interception Capacity (assumes clogged condition)
MINOR MAJOR
Type = CDOT Type R Curb Opening
am�ai = 3.00 inches
No= 1
Ponding Depth = 6.0 6.0 inches
MINOR MAJOR � Override Depths
�o (G) = NIA � _.
Wo= NIA � feet
%��a�m = NIA �
G (G) = NIA N/A
Cw (G)= NIA � .
Ca (G) = NIA �
MINOR MAJOR
�a (�) = 5.00 � � feet
H�en = 6.00 �� � inches
Hm�oa�= 6.00 �� �� inches
Theta = 63.40 � � degrees
WP= 1.00 � feet
q(C)= 0.10 0.10
C,„(C)= 3.60
Ca (C) = 0.67
MINOR MAJOR
dc,a�e = NIA N/A ft
dc,,,e= 0.42 OA2 ft
RFcomemano� = 0.77 0.77
RFc,,,e = 1.00 7.00
RF�,r�e = NIA N/A
MINOR MAJOR
Q, = s.s s.s cfs
Q aEnK aEauiaEo = 4.6 17.8 cfs
NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK
FORT COLLINS � GREELEY APPENDIX
HY-8 Culvert Analysis Report
Crossing Discharge Data
Discharge Selection Method: Specify Minimum, Design, and Maximum Flow
Minimum Flow: 0 cfs
Design Flow: 6.14 cfs
Maximum Flow: 6.14 cfs
Table 1- Summary of Culvert Flows at Crossing: Spillway A1
Headwater Elevation Culvert 1 Discharge Roadway Discharge
(ft) Total Discharge (cfs) (cfs) (cfs) Iterations
5015.31 0.00 0.00 0.00 1
5015.49 0.61 0.00 0.61 14
5015.55 1.23 0.00 1.22 7
5015.59 1.84 0.00 1.83 5
5015.62 2.46 0.00 2.45 4
5015.65 3.07 0.00 3.06 4
5015.67 3.68 0.00 3.67 3
5015.70 4.30 0.00 4.29 3
5015.72 4.91 0.00 4.91 3
5015.74 5.53 0.00 5.50 2
5015.76 6.14 0.00 6.13 2
5015.31 0.00 0.00 0.00 Overtopping
Rating Curve Plot for Crossing: Spillway A1
Total Ratiu� Cuive
Crossin?: Spilhca� �1
5015.75
5015.70
w 5015.65
c
� 5015.60
m
�
°' 5015.55
w
°' 5015-50
m
3
� 5015.45
a,
= 5015.40
5015.35
5015.30
Total Discharge (cfs)
Table 2- Culvert Summary Table: Culvert 1
Total Culvert Headwat Inlet Outlet Normal Critical Outlet Tailwate Outlet Tailwate
er Control Control Flow r
Discharg Discharg Depth Depth Depth r Depth Velocity """ ""
Elevatio Depth Depth Type Velocity ,
e (cfs) e (cfs) n ft ft ft �ft) (ft) (ft) (ft) (ft/s) �S *****•
0.00 0.00 5015.31 0.000 1.309 0-NF 0.000 0.000 0.002 0.000 0.000 0.000
0.61 0.00 5015.49 0.000 1.338 4-FFf -1.000 0.000 0.002 0.029 0.000 0.827
1.23 0.00 5015.55 0.000 1.352 4-FFf -1.000 0.000 0.002 0.043 0.000 � 089 Inlet EI
1.84 0.00 5015.59 0.000 1.364 4-FFf -1.000 0.000 0.002 0.055 0.000 1.281 Outlet
2.46 0.00 5015.62 0.000 1.375 4-FFf -1.000 0.000 0.002 0.066 0.000 1.437
3.07 0.00 5015.65 0.000 1.384 4-FFf -1.000 0.000 0.002 0.075 0.000 1.573
3.68 0.00 5015.67 0.000 1.393 4-FFf -1.000 0.000 0.002 0.084 0.000 �.gg� Culvert
4.30 0.00 5015.70 0.000 1.401 4-FFf -1.000 0.000 0.002 0.092 0.000 1.797
4.91 0.00 5015.72 0.000 1.409 4-FFf -1.000 0.000 0.002 0.100 0.000 1.894 ������
5.53 0.00 5015.74 0.000 1.416 4-FFf -1.000 0.000 0.002 0.107 0.000 1.986 ������
6.14 0.00 5015.76 0.000 1.423 4-FFf -1.000 0.000 0.002 0.114 0.000 2.072
Straight Culvert
;vation (invert): 5014.00 ft,
=levation (invert): 5014.00
ft
Length: 4.00 ft, Culvert
Slope: 0.0000
�<...<....<...........<...<...
rrsz�
Culvert Performance Curve Plot: Culvert 1
PerfoiYuance Cui-� e
c�n �: cun �-c i
� 0
Inlet Control Elev Outtet Control Elev
5015.4
� 50152
0 5015.0
m
a'� 5014.8
w
� 5014.6
m
3
� 5014.4
a�
_
50142
5014_0
Total Discharge (cfs)
Water Surface Profile Plot for Culvert: Culvert 1
CrossiuQ - Spill��vay� A1, Desigu Discharge - 6.1 cfs
� Cuh�ert - Cuk�ert 1: Cuh�ert Discharge - 0.0 cYs
5016.5
5016.0
�---
� 5015.5
c
0
�
� 5015.0
w
5014.5
5014_0
_�
Station (ft)
Site Data - Culvert 1
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 5014.00 ft
Outlet Station: 4.00 ft
Outlet Elevation: 5014.00 ft
Number of Barrels: 1
Culvert Data Summary - Culvert 1
Barrel Shape: Circular
Barrel Diameter: 0.00 ft
Barrel Material: Concrete
Embedment: 0.00 in
Barrel Manning's n: 0.0120
Culvert Type: Straight
Inlet Configuration: Square Edge with Headwall
Inlet Depression: None
---�
Table 3- Downstream Channel Rating Curve (Crossing: Spillway A1)
Flow (cfs) Water Surface Depth (ft) Velocity (ft/s) Shear (psf) Froude Number
Elev (ft)
0.00 5015.31 0.00 0.00 0.00 0.00
0.61 5015.34 0.03 0.83 0.01 0.86
1.23 5015.35 0.04 1.09 0.02 0.92
1.84 5015.36 0.06 1.28 0.03 0.96
2.46 5015.37 0.07 1.44 0.03 0.99
3.07 5015.38 0.08 1.57 0.04 1.01
3.68 5015.39 0.08 1.69 0.04 1.03
4.30 5015.40 0.09 1.80 0.05 1.04
4.91 5015.41 0.10 1.89 0.05 1.06
5.53 5015.42 0.11 1.99 0.05 1.07
6.14 5015.42 0.11 2.07 0.06 1.08
Tailwater Channel Data - Spillway A1
Tailwater Channel Option: Rectangular Channel
Bottom Width: 26.00 ft
Channel Slope: 0.0080
Channel Manning's n: 0.0150
Channel Invert Elevation: 5015.31 ft
Roadway Data for Crossing: Spillway A1
Roadway Profile Shape: Irregular Roadway Shape (coordinates)
Irregular Roadway Cross-Section:
Coord No. Station (ft) Elevation (ft)
0 2.29 5016.45
1 2.78 5015.95
2 28.78 5015.31
3 29.28 5015.81
4 45.81 5016.50
Roadway Surface: Paved
Roadway Top Width: 1.00 ft
Crossing Front View (Roadway Profile): Spillway A1
Crossiug Front View
(roc co scale>
� 0 0
Roadway Design Headwater Culvert 1
5016.5
5016.0
� 5015.5
0
m
a'� 5015.0
w
5014-5
5014.0
Station (ft)
HY-8 Culvert Analysis Report
Crossing Discharge Data
Discharge Selection Method: Specify Minimum, Design, and Maximum Flow
Minimum Flow: 0 cfs
Design Flow: 5.72 cfs
Maximum Flow: 5.72 cfs
Table 1- Summary of Culvert Flows at Crossing: Spillway A2
Headwater Elevation Culvert 1 Discharge Roadway Discharge
(ft) Total Discharge (cfs) (cfs) (cfs) Iterations
5015.46 0.00 0.00 0.00 1
5015.58 0.57 0.00 0.57 14
5015.62 1.14 0.00 1.14 7
5015.65 1.72 0.00 1.70 5
5015.67 2.29 0.00 2.27 4
5015.69 2.86 0.00 2.85 4
5015.71 3.43 0.00 3.40 3
5015.72 4.00 0.00 3.98 3
5015.74 4.58 0.00 4.55 3
5015.75 5.15 0.00 5.11 3
5015.76 5.72 0.00 5.71 2
5015.46 0.00 0.00 0.00 Overtopping
Rating Curve Plot for Crossing: Spillway A2
Total Ratiu� Cuive
Crossins:Spilhca� �_'
5015.75
� 5015.70
c
� 5015.65
�
a�
W 5015.60
a�
�
3
� 5015-55
�
z
5015-50
5015.45
Total Discharge (cfs)
Table 2- Culvert Summary Table: Culvert 1
Total Culvert Headwat Inlet Outlet Normal Critical Outlet Tailwate Outlet Tailwate
er Control Control Flow r
Discharg Discharg Depth Depth Depth r Depth Velocity """ ""
Elevatio Depth Depth Type Velocity ,
e (cfs) e (cfs) n ft ft ft �ft) (ft) (ft) (ft) (ft/s) �S *****•
0.00 0.00 5015.46 0.000 1.457 0-NF 0.000 0.000 0.002 0.000 0.000 0.000
0.57 0.00 5015.58 0.000 1.481 4-FFf -1.000 0.000 0.002 0.024 0.000 0.781
1.14 0.00 5015.62 0.000 1.493 4-FFf -1.000 0.000 0.002 0.036 0.000 � 029 Inlet EI
1.72 0.00 5015.65 0.000 1.503 4-FFf -1.000 0.000 0.002 0.046 0.000 1.211 Outlet
229 0.00 5015.67 0.000 1.512 4-FFf -1.000 0.000 0.002 0.055 0.000 1.361
2.86 0.00 5015.69 0.000 1.520 4-FFf -1.000 0.000 0.002 0.063 0.000 1.484
3.43 0.00 5015.71 0.000 1.527 4-FFf -1.000 0.000 0.002 0.070 0.000 �.5gg Culv2rt
4.00 0.00 5015.72 0.000 1.534 4-FFf -1.000 0.000 0.002 0.077 0.000 1.699
4.58 0.00 5015.74 0.000 1.541 4-FFf -1.000 0.000 0.002 0.084 0.000 1.791 ������
5.15 0.00 5015.75 0.000 1.547 4-FFf -1.000 0.000 0.002 0.090 0.000 1.877 ������
5.72 0.00 5015.76 0.000 1.553 4-FFf -1.000 0.000 0.002 0.096 0.000 1.960
Straight Culvert
;vation (invert): 5014.00 ft,
=levation (invert): 5014.00
ft
Length: 4.00 ft, Culvert
Slope: 0.0000
�<...<.<..<...........<...<...
rrsz�
Culvert Performance Curve Plot: Culvert 1
PerfoiYuance Cui-� e
c�� �: cun �-c i
� 0
Inlet Control Elev Outtet Control Elev
5015.6
5015.4
= 50152
c
0
;� 5015.0
�
a�
W 5014.8
a�
io 5014.6
3
�
� 5014_4
_
50142
5014_0
Total Discharge (cfs)
Water Surface Profile Plot for Culvert: Culvert 1
CrossiuQ - Spill��vay� A?, Desigu Discharge - 5.7 cfs
� Cuh�ert - Cuk�ert i, Cuh�ert Discharge - 0.0 cYs
5016.0
�---
: 5015.5
c
0
�
� 5015.0
w
5014.5
5014_0
_�
Station (ft)
Site Data - Culvert 1
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 5014.00 ft
Outlet Station: 4.00 ft
Outlet Elevation: 5014.00 ft
Number of Barrels: 1
Culvert Data Summary - Culvert 1
Barrel Shape: Circular
Barrel Diameter: 0.00 ft
Barrel Material: Concrete
Embedment: 0.00 in
Barrel Manning's n: 0.0120
Culvert Type: Straight
Inlet Configuration: Square Edge with Headwall
Inlet Depression: None
---�
—�;
Table 3- Downstream Channel Rating Curve (Crossing: Spillway A2)
Flow (cfs) Water Surface Depth (ft) Velocity (ft/s) Shear (psf) Froude Number
Elev (ft)
0.00 5015.46 0.00 0.00 0.00 0.00
0.57 5015.48 0.02 0.78 0.01 0.89
1.14 5015.49 0.04 1.03 0.02 0.95
1.72 5015.50 0.05 1.21 0.03 0.99
2.29 5015.51 0.06 1.36 0.03 1.02
2.86 5015.52 0.06 1.48 0.04 1.04
3.43 5015.53 0.07 1.60 0.04 1.06
4.00 5015.53 0.08 1.70 0.04 1.08
4.58 5015.54 0.08 1.79 0.05 1.09
5.15 5015.55 0.09 1.88 0.05 1.10
5.72 5015.55 0.10 1.96 0.05 1.12
Tailwater Channel Data - Spillway A2
Tailwater Channel Option: Rectangular Channel
Bottom Width: 30.50 ft
Channel Slope: 0.0090
Channel Manning's n: 0.0150
Channel Invert Elevation: 5015.46 ft
Roadway Data for Crossing: Spillway A2
Roadway Profile Shape: Irregular Roadway Shape (coordinates)
Irregular Roadway Cross-Section:
Coord No. Station (ft) Elevation (ft)
0 0.00 5016.33
1 0.50 5015.83
2 17.50 5015.46
3 49.91 5016.00
Roadway Surface: Paved
Roadway Top Width: 1.00 ft
Crossing Front View (Roadway Profile): Spillway A2
Crossiug Front View
(roc co scale>
�� 0 0
Roadway Design Headwater Culvert 1
5016.0
� 5015.5
c
0
� 5015.0
w
5014.5
5014.0
Station (ft)
HY-8 Culvert Analysis Report
Crossing Discharge Data
Discharge Selection Method: Specify Minimum, Design, and Maximum Flow
Minimum Flow: 0 cfs
Design Flow: 1.77 cfs
Maximum Flow: 1.77 cfs
Table 1- Summary of Culvert Flows at Crossing: Spillway A3
Headwater Elevation Culvert 1 Discharge Roadway Discharge
(ft) Total Discharge (cfs) (cfs) (cfs) Iterations
5014.17 0.00 0.00 0.00 1
5014.25 0.18 0.00 0.18 13
5014.28 0.35 0.00 0.35 7
5014.30 0.53 0.00 0.53 5
5014.32 0.71 0.00 0.70 4
5014.33 0.89 0.00 0.88 3
5014.34 1.06 0.00 1.06 3
5014.35 1.24 0.00 1.24 3
5014.36 1.42 0.00 1.40 2
5014.37 1.59 0.00 1.58 2
5014.38 1.77 0.00 1.76 2
5014.17 0.00 0.00 0.00 Overtopping
Rating Curve Plot for Crossing: Spillway A3
Total Ratiu� Cuive
Crossing: Spilhca�� �i
5014.35
c
0
� 5014.30
�
a�
w
a�
� 501425
�
m
a,
S
501420
Total Discharge (cfs)
Table 2- Culvert Summary Table: Culvert 1
Total Culvert Headwat Inlet Outlet Normal Critical Outlet Tailwate Outlet Tailwate
er Control Control Flow r
Discharg Discharg Depth Depth Depth r Depth Velocity """ ""
Elevatio Depth Depth Type Velocity ,
e (cfs) e (cfs) n ft ft ft �ft) (ft) (ft) (ft) (ft/s) �S *****•
0.00 0.00 5014.17 0.000 0.170 0-NF 0.000 0.000 0.002 0.000 0.000 0.000
0.18 0.00 501425 0.000 0.185 4-FFf -1.000 0.000 0.002 0.015 0.000 0.499
0.35 0.00 5014.28 0.000 0.192 4-FFf -1.000 0.000 0.002 0.022 0.000 0.658 Inlet EI
0.53 0.00 5014.30 0.000 0.199 4-FFf -1.000 0.000 0.002 0.029 0.000 0.775 Outlet
0.71 0.00 5014.32 0.000 0204 4-FFf -1.000 0.000 0.002 0.034 0.000 0.868
0.89 0.00 5014.33 0.000 0.209 4-FFf -1.000 0.000 0.002 0.039 0.000 0.949
1.06 0.00 5014.34 0.000 0.213 4-FFf -1.000 0.000 0.002 0.043 0.000 1.020 Culvert
1.24 0.00 5014.35 0.000 0.218 4-FFf -1.000 0.000 0.002 0.045 0.000 1.086
1.42 0.00 5014.36 0.000 0222 4-FFf -1.000 0.000 0.002 0.052 0.000 1.143 ������
1.59 0.00 5014.37 0.000 0.225 4-FFf -1.000 0.000 0.002 0.055 0.000 1.201 ������
1.77 0.00 5014.38 0.000 0.229 4-FFf -1.000 0.000 0.002 0.059 0.000 1.252
Straight Culvert
;vation (invert): 5014.00 ft,
=levation (invert): 5014.00
ft
Length: 4.00 ft, Culvert
Slope: 0.0000
�<...<....<...........<...<...
rrsz�
Culvert Performance Curve Plot: Culvert 1
Perfoi7uance Cui-� e
Cuh�en: Cuh-ert 1
� 0
Inlet Control Elev Outlet Control Elev
501420
c
� 5014.15
�
a�
w
a� 5014.10
�
3
�
m
= 5014.05
5014_00
Total Discharge (cfs)
Water Surface Profile Plot for Culvert: Culvert 1
CrossiuQ - Spill��vay� A3, Desigu Discharge - 1.8 cfs
� Cuh�ert - Cuk�ert i, Cuh�ert Discharge - 0.0 cYs
5016.0
5015.8
5015.6
5015-4
� 50152
c
� 5015.0
m
a'� 5014.8
w
5014_6
5014.4 �---
50142
5014A
Station (ft)
Site Data - Culvert 1
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 5014.00 ft
Outlet Station: 4.00 ft
Outlet Elevation: 5014.00 ft
Number of Barrels: 1
Culvert Data Summary - Culvert 1
Barrel Shape: Circular
Barrel Diameter: 0.00 ft
Barrel Material: Concrete
Embedment: 0.00 in
Barrel Manning's n: 0.0120
Culvert Type: Straight
Inlet Configuration: Square Edge with Headwall
Inlet Depression: None
---�
�
Table 3- Downstream Channel Rating Curve (Crossing: Spillway A3)
Flow (cfs) Water Surface Depth (ft) Velocity (ft/s) Shear (psf) Froude Number
Elev (ft)
0.00 5014.17 0.00 0.00 0.00 0.00
0.18 5014.18 0.01 0.50 0.01 0.72
0.35 5014.19 0.02 0.66 0.01 0.77
0.53 5014.20 0.03 0.77 0.01 0.81
0.71 5014.20 0.03 0.87 0.01 0.83
0.89 5014.21 0.04 0.95 0.02 0.85
1.06 5014.21 0.04 1.02 0.02 0.86
1.24 5014.22 0.05 1.09 0.02 0.88
1.42 5014.22 0.05 1.14 0.02 0.89
1.59 5014.23 0.06 1.20 0.02 0.90
1.77 5014.23 0.06 1.25 0.03 0.91
Tailwater Channel Data - Spillway A3
Tailwater Channel Option: Rectangular Channel
Bottom Width: 24.00 ft
Channel Slope: 0.0070
Channel Manning's n: 0.0150
Channel Invert Elevation: 5014.17 ft
Roadway Data for Crossing: Spillway A3
Roadway Profile Shape: Irregular Roadway Shape (coordinates)
Irregular Roadway Cross-Section:
Coord No. Station (ft) Elevation (ft)
0 0.00 5015.94
1 0.50 5015.44
2 22.50 5014.73
3 48.50 5014.17
4 68.50 5014.69
5 69.00 5015.19
Roadway Surface: Paved
Roadway Top Width: 1.00 ft
Crossing Front View (Roadway Profile): Spillway A3
Crossiug Front View
(roc co scale>
� 0 0
Roadway Design Headwater Culvert 1
5016.0
5015.5
c
� 5015.0
m
�
a�
W
5014_5
5014.0
Station (ft)
HY-8 Culvert Analysis Report
Crossing Discharge Data
Discharge Selection Method: Specify Minimum, Design, and Maximum Flow
Minimum Flow: 0 cfs
Design Flow: 47 cfs
Maximum Flow: 47 cfs
Table 1- Summary of Culvert Flows at Crossing: Spillway B2
Headwater Elevation Spillway 62 Discharge Roadway Discharge
(ft) Total Discharge (cfs) (cfs) (cfs) Iterations
5012.04 0.00 0.00 0.00 1
5013.38 4.70 0.00 4.66 16
5013.48 9.40 0.00 9.34 7
5013.55 14.10 0.00 14.01 5
5013.60 18.80 0.00 18.68 4
5013.65 23.50 0.00 23.47 4
5013.69 28.20 0.00 28.26 3
5013.72 32.90 0.00 32.88 3
5013.76 37.60 0.00 37.59 3
5013.79 42.30 0.00 42.19 2
5013.82 47.00 0.00 46.96 2
5013.04 0.00 0.00 0.00 Overtopping
Rating Curve Plot for Crossing: Spillway B2
Total Ratiu� Cuive
cro�s�,Q sP�«a� $�
5013.8
5013.6
w 5013.4
c
� 50132
m
�
°' 5013-0
w
°' 50128
m
3
� 5012.6
a,
= 5012.4
50122
5012.0
Total Discharge (cfs)
Table 2- Culvert Summary Table: Spillway B2
Total Culvert Headwat Inlet Outlet Normal Critical Outlet Tailwate Outlet Tailwate
er Control Control Flow r
Discharg Discharg Depth Depth Depth r Depth Velocity """ ""
Elevatio Depth Depth Type Velocity ,
e (cfs) e (cfs) n ft ft ft �ft) (ft) (ft) (ft) (ft/s) �S *****•
0.00 0.00 5012.04 0.000 0.040 0-NF 0.000 0.000 0.002 0.000 0.000 0.000
4.70 0.00 5013.38 0.000 0.241 4-FFf -1.000 0.000 0.002 0.201 0.000 2.341
9.40 0.00 5013.48 0.000 0.347 4-FFf -1.000 0.000 0.002 0.307 0.000 3.063 Inlet EI
14.10 0.00 5013.55 0.000 0.434 4-FFf -1.000 0.000 0.002 0.394 0.000 3.579 Outlet
18.80 0.00 5013.60 0.000 0.511 4-FFf -1.000 0.000 0.002 0.471 0.000 3.993
23.50 0.00 5013.65 0.000 0.581 4-FFf -1.000 0.000 0.002 0.541 0.000 4.343
28.20 0.00 5013.69 0.000 0.647 4-FFf -1.000 0.000 0.002 0.607 0.000 4.650 Culvert
32.90 0.00 5013.72 0.000 0.708 4-FFf -1.000 0.000 0.002 0.665 0.000 4.925
37.60 0.00 5013.76 0.000 0.767 4-FFf -1.000 0.000 0.002 0.727 0.000 5.174 ������
42.30 0.00 5013.79 0.000 0.823 4-FFf -1.000 0.000 0.002 0.783 0.000 5.401 ������
47.00 0.00 5013.82 0.000 0.877 4-FFf -1.000 0.000 0.002 0.837 0.000 5.613
Straight Culvert
;vation (invert): 5012.00 ft,
=levation (invert): 5012.00
ft
Length: 4.00 ft, Culvert
Slope: 0.0000
�<...<....<...........<...<...
rrsz�
Culvert Performance Curve Plot: Spillway B2
PerfoiYuance Cui-�-e
Cul��ert: Sp�ll«�a�� B?
� 0
Inlet Control Elev Outlet Control Elev
5012.9
50128
w 5012.7
0 5012.6
m
o'i 5012.5
w
� 5012.4
3 5012.3
�
m
= 50122
5012.1
5012.0
Total Discharge (cfs)
Water Surface Profile Plot for Culvert: Spillway B2
Crossiva - Spill��ay B2. Desigu Discharge - 47.0 cfs
Culrert - Sp�Il«�a}' B?: Culcert Dischargz - OA cf
5014.0
5013.8 �---
5013.6
5013.4
= 50132
c
� 5013.0
�
°' 5012.8
w
5012.6
50124
50122
50120
Station (ft)
Site Data - Spillway B2
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 5012.00 ft
Outlet Station: 4.00 ft
Outlet Elevation: 5012.00 ft
Number of Barrels: 1
Culvert Data Summary - Spillway B2
Barrel Shape: Circular
Barrel Diameter: 0.00 ft
Barrel Material: Concrete
Embedment: 0.00 in
Barrel Manning's n: 0.0120
Culvert Type: Straight
Inlet Configuration: Square Edge with Headwall
Inlet Depression: None
Table 3- Downstream Channel Rating Curve (Crossing: Spillway B2)
Flow (cfs) Water Surface Depth (ft) Velocity (ft/s) Shear (psf) Froude Number
Elev (ft)
0.00 5012.04 0.00 0.00 0.00 0.00
4.70 5012.24 0.20 2.34 0.06 0.92
9.40 5012.35 0.31 3.06 0.10 0.97
14.10 5012.43 0.39 3.58 0.12 1.00
18.80 5012.51 0.47 3.99 0.15 1.03
23.50 5012.58 0.54 4.34 0.17 1.04
28.20 5012.65 0.61 4.65 0.19 1.05
32.90 5012.71 0.67 4.92 0.21 1.06
37.60 5012.77 0.73 5.17 0.23 1.07
42.30 5012.82 0.78 5.40 0.24 1.08
47.00 5012.88 0.84 5.61 0.26 1.08
Tailwater Channel Data - Spillway B2
Tailwater Channel Option: Rectangular Channel
Bottom Width: 10.00 ft
Channel Slope: 0.0050
Channel Manning's n: 0.0150
Channel Invert Elevation: 5012.04 ft
Roadway Data for Crossing: Spillway B2
Roadway Profile Shape: Irregular Roadway Shape (coordinates)
Irregular Roadway Cross-Section:
Coord No. Station (ft) Elevation (ft)
0 9.28 5014.00
1 27.28 5013.99
2 28.77 5013.44
3 52.77 5013.04
4 54.27 5013.44
5 78.38 5013.63
6 82.54 5014.67
Roadway Surface: Paved
Roadway Top Width: 1.00 ft
Crossing Front View (Roadway Profile): Spillway B2
Crossiug Front View
(roc co scale>
� 0 �
Roadway Design Headwater Spillway 82
5014.5
5014.0
0 5013.5
m
�
w 5013.0
5012.5
5012.0
Station (ft)
HY-8 Culvert Analysis Report
Crossing Discharge Data
Discharge Selection Method: Specify Minimum, Design, and Maximum Flow
Minimum Flow: 0 cfs
Design Flow: 42 cfs
Maximum Flow: 42 cfs
Table 1- Summary of Culvert Flows at Crossing: Spillway B3
Headwater Elevation Spillway 63 Discharge Roadway Discharge
(ft) Total Discharge (cfs) (cfs) (cfs) Iterations
5012.10 0.00 0.00 0.00 1
5013.40 4.20 0.00 4.16 14
5013.48 8.40 0.00 8.36 6
5013.54 12.60 0.00 12.57 5
5013.60 16.80 0.00 16.74 4
5013.64 21.00 0.00 20.97 4
5013.69 25.20 0.00 25.12 3
5013.72 29.40 0.00 29.36 3
5013.76 33.60 0.00 33.58 3
5013.80 37.80 0.00 37.67 2
5013.83 42.00 0.00 41.95 2
5013.11 0.00 0.00 0.00 Overtopping
Rating Curve Plot for Crossing: Spillway B3
Total Ratiu� Cuive
cto�sinQ� sP�ll«�a,� $;
5013.8
5013.6
� 5013-4
c
� 50132
�
W 5013 0
� 5012.8
3
�
� 5012.6
I
5012.4
50122
Total Discharge (cfs)
Table 2- Culvert Summary Table: Spillway B3
Total Culvert Headwat Inlet Outlet Normal Critical Outlet Tailwate Outlet Tailwate
er Control Control Flow r
Discharg Discharg Depth Depth Depth r Depth Velocity """ ""
Elevatio Depth Depth Type Velocity ,
e (cfs) e (cfs) n ft ft ft �ft) (ft) (ft) (ft) (ft/s) �S *****•
0.00 0.00 5012.10 0.000 0.090 0-NF 0.000 0.000 0.002 0.000 0.000 0.000
420 0.00 5013.40 0.000 0.278 4-FFf -1.000 0.000 0.002 0.188 0.000 2.240
8.40 0.00 5013.48 0.000 0.376 4-FFf -1.000 0.000 0.002 0.286 0.000 2.933 Inlet EI
12.60 0.00 5013.54 0.000 0.458 4-FFf -1.000 0.000 0.002 0.365 0.000 3.428 Outlet
16.80 0.00 5013.60 0.000 0.529 4-FFf -1.000 0.000 0.002 0.439 0.000 3.826
21.00 0.00 5013.64 0.000 0.594 4-FFf -1.000 0.000 0.002 0.504 0.000 4.163
25.20 0.00 5013.69 0.000 0.655 4-FFf -1.000 0.000 0.002 0.565 0.000 4.458 Culvert
29.40 0.00 5013.72 0.000 0.712 4-FFf -1.000 0.000 0.002 0.622 0.000 4.723
33.60 0.00 5013.76 0.000 0.767 4-FFf -1.000 0.000 0.002 0.677 0.000 4.963 ������
37.80 0.00 5013.80 0.000 0.819 4-FFf -1.000 0.000 0.002 0.729 0.000 5.183 ������
42.00 0.00 5013.83 0.000 0.870 4-FFf -1.000 0.000 0.002 0.780 0.000 5.388
Straight Culvert
;vation (invert): 5012.01 ft,
=levation (invert): 5012.01
ft
Length: 4.00 ft, Culvert
Slope: 0.0000
�<...<....<...........<...<...
rrsz�
Culvert Performance Curve Plot: Spillway B3
PerfoiYuance Cui-�-e
Cul��ert: Spill«�a�� B3
� 0
Inlet Control Elev Outlet Control Elev
5012.9
5012.8
w 5012.7
c
� 5012.6
m
a'� 5012_5
w
� 50124
m
� 5012.3
m
= 50122
5012.1
5012.0
Total Discharge (cfs)
Water Surface Profile Plot for Culvert: Spillway B3
Crossiva - Spill��ay B3, Desigu Discharge - 4'.0 cfs
Culrert - Sp�Il«'a}' B3, Culcert Dischargz - OA cf
5015.0
5014.5
5014.0
+— ---
c
� 5013.5
m
�
a�
w 5013-0
5012-5
5012.0
_�
Station (ft)
Site Data - Spillway B3
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 5012.01 ft
Outlet Station: 4.00 ft
Outlet Elevation: 5012.01 ft
Number of Barrels: 1
Culvert Data Summary - Spillway B3
Barrel Shape: Circular
Barrel Diameter: 0.00 ft
Barrel Material: Concrete
Embedment: 0.00 in
Barrel Manning's n: 0.0120
Culvert Type: Straight
Inlet Configuration: Square Edge with Headwall
Inlet Depression: None
Table 3- Downstream Channel Rating Curve (Crossing: Spillway B3)
Flow (cfs) Water Surface Depth (ft) Velocity (ft/s) Shear (psf) Froude Number
Elev (ft)
0.00 5012.10 0.00 0.00 0.00 0.00
4.20 5012.29 0.19 2.24 0.06 0.91
8.40 5012.39 0.29 2.93 0.09 0.97
12.60 5012.47 0.37 3.43 0.11 1.00
16.80 5012.54 0.44 3.83 0.14 1.02
21.00 5012.60 0.50 4.16 0.16 1.03
25.20 5012.67 0.57 4.46 0.18 1.05
29.40 5012.72 0.62 4.72 0.19 1.06
33.60 5012.78 0.68 4.96 0.21 1.06
37.80 5012.83 0.73 5.18 0.23 1.07
42.00 5012.88 0.78 5.39 0.24 1.08
Tailwater Channel Data - Spillway B3
Tailwater Channel Option: Rectangular Channel
Bottom Width: 10.00 ft
Channel Slope: 0.0050
Channel Manning's n: 0.0150
Channel Invert Elevation: 5012.10 ft
Roadway Data for Crossing: Spillway B3
Roadway Profile Shape: Irregular Roadway Shape (coordinates)
Irregular Roadway Cross-Section:
Coord No. Station (ft) Elevation (ft)
0 14.50 5014.94
1 28.20 5014.59
2 29.70 5014.01
3 72.83 5013.11
4 87.73 5013.45
5 89.23 5014.04
6 98.26 5014.33
Roadway Surface: Paved
Roadway Top Width: 1.00 ft
Crossing Front View (Roadway Profile): Spillway B3
Crossiug Front View
(roc co scale>
� 0 �
Roadway Design Headwater Spillway B3
5015.0
5014_5
� 5014.0
c
� 5013.5
m
�
a�
w 5013.0
5012.5
5012.0
Station (ft)
NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK
FORT COLLINS � GREELEY APPENDIX
Channel Report
Hydraflow Express Extension for Autodesk0 Civil 3D0 by Autodesk, Inc.
North Swale
Triangular
Side Slopes (z:1) = 6.00, 3.00
Total Depth (ft) = 3.20
Invert Elev (ft) = 5010.84
Slope (%) = 0.50
N-Value = 0.035
Calculations
Compute by: Known Q
Known Q (cfs) = 17.20
Thursday, Aug 26 2021
Highlighted
Depth (ft) = 1.32
Q (cfs) = 17.20
Area (sqft) = 7.84
Velocity (ft/s) = 2.19
Wetted Perim (ft) = 12.20
Crit Depth, Yc (ft) = 0.99
Top Width (ft) = 11.88
EGL (ft) = 1.39
Elev (ft) Section Depth (ft)
5015.00 4.16
5014.00 3.16
5013.00 2.16
0
5012.00 - 1.16
5011.00 0.16
5010.00 -0.84
5009.00 -� �^
0
5 10 15 20 25 30 35 40 v
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk0 Civil 3D0 by Autodesk, Inc.
Overflow Swale 1
Trapezoidal
Bottom W idth (ft) = 3.80
Side Slopes (z:1) = 4.00, 10.00
Total Depth (ft) = 1.65
Invert Elev (ft) = 100.00
Slope (%) = 1.50
N-Value = 0.035
Calculations
Compute by: Known Q
Known Q (cfs) = 65.00
Elev (ft) Section
102.00
101.50
101.00
100.50
100.00
99.50
0
Tuesday, Jul 13 2021
Highlighted
Depth (ft) = 1.25
Q (cfs) = 65.00
Area (sqft) = 15.69
Velocity (ft/s) = 4.14
Wetted Perim (ft) = 21.52
Crit Depth, Yc (ft) = 1.16
Top Width (ft) = 21.30
EGL (ft) = 1.52
Depth (ft)
2.00
1.50
1.00
0.50
� ��
_n �n
5 10 15
20
Reach (ft)
25 30 35 40 v Vv
Weir Report
Hydraflow Express Extension for Autodesk0 Civil 3D0 by Autodesk, Inc.
Pond 1 Emergency Overflow
Trapezoidal Weir
Crest = Sharp
Bottom Length (ft) = 35.00
Total Depth (ft) = 1.00
Side Slope (z:1) = 4.00
Calculations
Weir Coeff. Cw = 3.10
Compute by: Known Q
Known Q (cfs) = 40.00
Depth (ft)
2.00
1.50
1.00
0.50
� ��
-0.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Top Width (ft)
Pond 1 Emergency Overflow
Wednesday, Oct 20 2021
= 0.50
= 40.00
= 18.50
= 2.16
= 39.00
�
Depth (ft)
2.00
1.50
1.00
0.50
� ��
-0.50
0 5 10 15 20 25 30 35 40 45 50 55
Weir W.S. Length (ft)
Channel Report
Hydraflow Express Extension for Autodesk0 Civil 3D0 by Autodesk, Inc.
4' SIDEWALK CULVERT
Rectangular
Bottom W idth (ft) = 4.00
Total Depth (ft) = 1.00
Invert Elev (ft) = 100.00
Slope (%) = 1.50
N-Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 21.54
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Monday, Oct 18 2021
= 0.63
= 21.54
= 2.52
= 8.55
= 5.26
= 0.97
= 4.00
= 1.77
Elev (ft) Section
102.00
101.50
101.00
100.50
100.00
99.50
Depth (ft)
2.00
1.50
1.00
0.50
� ��
_n �n
.5 1 1.5 2 2.5 3 3.5 4 4.5 5 vvv
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk0 Civil 3D0 by Autodesk, Inc.
Spring Creek Access
Trapezoidal
Bottom W idth (ft) = 12.00
Side Slopes (z:1) = 9.00, 3.00
Total Depth (ft) = 1.00
Invert Elev (ft) = 5012.44
Slope (%) = 4.00
N-Value = 0.012
Calculations
Compute by: Known Q
Known Q (cfs) = 71.00
Elev (ft)
5014.00
�
5013.50
5013.00
5012.50
5012.00
5011.50
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Monday, Oct 18 2021
= 0.41
= 71.00
= 5.93
= 11.98
= 17.01
= 0.89
= 16.92
= 2.64
) 5 10
15
Reach (ft)
20 25 30
Depth (ft)
1.56
�^
0.56
� �.
-0.44
-0.94
35
NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK
FORT COLLINS � GREELEY APPENDIX
CALCULATIONS FOR SCOURSTOP PROTECTION AT
P/PE 0 UTLETS
Project: 1791-001
Date: November 15, 2021
Calculation by: CLU
SCOU PStC
Storm Pipe
Line Diameter
(in)
2 & 2A 24
3 24
4 24
5 24
6 24
��'t�z,�z:
Schedule
Velocity
(cfs)
5*
9.90
3.21
8.88
2.32
t =��DS�t•
Transition
MatWxL
.
: :
.
. .
: :
.
. .
t= Shear Stress (I� m�. 1
;_ �V"eight Deusit� of ��'ater �\'m'. Ib ft I
D= A�-erage ��•ater depth (m, fr►
S��- _�S"atzr Surface slope I m in. fr ft l
Notes: *Pipes 2& 2A have approx. 5 cfs per pipe
� . ... � . . �� .. ��Y'� �L '. �r��
,,,.xr,Y __.• ' . . . . .
why use the
S C 0 U RSTO P SYSTE M?
ScourStop transition mats protect against erosion and scour at culvert
outlets with a vegetated solution in areas traditionally protected with
rock or other hard armor.
ScourStop is part of a system that includes semi-rigid transition mats
installed over sod or turf reinforcement mats. Each 4' x 4' x 1/z" mat is
made of high-density polyethylene and secured tightly to the ground
with anchors.
..; q +r �Y J Y k1.� i"�'
� t�� �� 6 �,�i q •. t aY '�i 4-
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..K". -�y.. 3t �.�...��nr�,.c ;tS'� x � s.
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�c. _- � ._ .r �Y� _� ",v >. ,�w_ �_ _-.. � r �. •
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� t� .1� au►-.... ^ s�► � ,�► � � . +� ..�.� � -� �s •i � S
w� �t• ��,�► ��,��_�"�_""�.�� �\ � +� i +� �A.
Circular Culvert Outlet Protection
VELOCITY <_ 10 FT/SEC 10 < VELOCITY < 16 FT/SEC
PIPE
DIAMETER TRANSITION QUANTITY TRANSITION QUANTITY
MATWxL OFMATS MATWxL OFMATS
12" 4' x 4' 1 4' x 8' 2
24" 8' x 8' 4 8' x 12' 6
36" 8' x 12' 6 12' x 20' 15
48" 12' x 16' 12 12' x 24' 18
60" 12' x 20' 15 16' x 32' 32
72" 16' x 24' 24 20' x 36' 45
These are minimum recommendations. More ScourStop protection may be needed depending
upon site and soil conditions, per project engineer.
- If velocity is greater than 16 fps, contact manufacturer for design assistance.
- ScourStop mats have been shown to at least double the effectiveness of turf
- ScourStop fully vegetated channel (2:1 slope): velocity = 31 fps,
shear stress = 16 psf.
yy,+ �.r��r
`
, � . r rl�'��C?t lr����\��� ...
. . ���'�� . � "
.. � ' � . � -� � 1 � l �_ I � . i ' ' ;.
i � � , �r
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1 l. J f �'. ,1 a�:' w'
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k: _ - '� � � � ,� n '* � k
I � �.,:
+7 . - � ' .1r..4j ' .� �..
c _ � l � _ �i
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S. � t �.. / ' ��
i�i«�e, . �,.. ,,a��wr ai: �' . . ,.k.,�� ""a�
�
1. ScourStop mats must be installed over a soil cover: sod, seeded turf reinforcement mat (TRM), geotextile, or a coml�ination thereot.
2. For steep slopes (>10%) or higher velocities (>10 ft/sec), sod is the recommended soil cover.
3. Follow manufacturer's ScourStop Installation Guidelines to ensure proper installation.
4. Install ScourStop mats at maximum 1-2" below flowline of culvert ar culvert apron. (No waterfall impacts onto ScourStop mats.)
5. Perforinance of protected area assumes stable downstream conditions.
�
�
LENGTH OF PROTECTION
TRAAICITI(1N �A4T ADR("lAI I C�I(]TFJ WIDTH OF PROTECTION*
MAX. 1 "-2" DROP
FROM CULVERT FLOWLINE
_ CULVERT FLOWLINE ONTO SCOURSTOP MATS
PROFILE VIEW
•
•
DIRECTION �
OF FLOW
•
�
• • •
•
• • •
�
�. • •.
ANCHOR PATTERN
Abut transition mats to end of culvert or culvert apron.
Adjacent mats abut together laterally and longitudinally.
Minimum 8 anchors per mat.
Extra anchors as needed for loose or wet soils.
Extra anchors as needed for uneven soil surface.
�� �
HANESW�EO COMPONENTS
A .�P��f�^ ��: COMPANV
Transition mat apron protects
culvert outlet.
*Width of protection:
Bottom width of channel and up
both side slopes to a depth at
least half the culvert diameter.
Protect bare/disturbed downstream
soils from erosion with appropriate
soil cover.
Use normal-depth calculator to
compute for downstream protection.
OUTLET AND CHANNEL SCOUR PROTECTION
� (TRANSITION MATS)
�
� a i
�-- SOIL COVER
SECTION VIEW AA
RECESSED
�� LOCK
�o� WASHER
��/
`TRANSITION MAT
36" ANCHOR STRAP
—BULLETANCHOR
��
ANCHOR ILLUSTRATION
Install anchors per ScourStop Installation Guidelines.
Minimum depth 24" in compacted, cohesive soil.
Minimum depth 30" in loose, sandy, or wet soil.
Extra anchors as needed to secure mat tightly over soil cover.
the green solution to riprap
A LEADER in the GEOSYNTHETIC and EROSION CONTROL industries sco u rsto p�
Learn more about our products at: HanesGeo.com I 888.239.4539
� � �
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OO 2014 Leggett & Platt, Incorporated I 16959_1114
CULVERT OUTLET PROTECTION - PLAN VIEW
FORT COLLINS � GREELEY APPENDIX
NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK
� � � ' • • �
�
Proj ect: The Quarry Calc. By: C. Ungerman
Location: Fort Collins, Colorado Date: 10/18/21
Project Summary
Total Impervious Area 385,987 sf
Target Treatment Percentage 75%
Minimum Area to be Treated by LID measures 289,490 sf
StormTech Chambers
StormTech Treatment Area 106,255 sf
Rain Garden
Rain Garden Treatment Area 225,001 sf
Total Treatment Area 331,256 sf
Percent Total Project Area Treated 85.8%
... . � . �
Dete�itiori Po�id 1
Required Water Quality Volume n/a ac-ft
Required Detention Volume 1.82 ac-ft
Total Required Volume 1.82 ac-ft
Designed Volume 2.10 ac-ft
Detention Pond 2
Required Water Quality Volume 0.21 ac-ft
Required Detention Volume 0.83 ac-ft
Total Required Volume 1.04 ac-ft
Designed Volume 1.14 ac-ft
LID Summary
Project Number: 1791-001 Project: The Quarry
Project Location: Fort Collins, Colorado
Calculations By: C. Ungerman Date: 10/18/2021
LID Summary per Basin
Percent Required Total
Basin ID Area LID ID Treatment Type 3 Impervious
Sq. Ft. Acres �mpervious Volume (ft ) Area (ft2)
Al 57,578 1.32 5% n/a n/a 0 3,033
A2 76,238 1.75 77% Stormtech 1 Stonntech 1,894 58,703
B1 26,864 0.61 32% Rain Garden A Rain Garden 8,692 8,582
B2 23,356 0.70 79% Rain Garden A Rain Garden 8,692 18,355
B3 104,826 2.30 76% Rain Garden A Rain Garden 8,692 79,527
B4 12,548 0.25 45% Rain Garden A Rain Garden 8,692 5,647
B5 20,910 0.48 53% Rain Garden A Rain Garden 8,692 11,082
B6 37,809 0.87 97% Rain Garden A Rain Garden 8,692 36,675
B7 34,652 0.84 91% Rain Garden A Rain Garden 8,692 31,533
B8 21,378 0.43 53% Rain Garden A Rain Garden 8,692 11,330
B9 20,020 0.46 96% Rain Garden A Rain Garden 8,692 19,219
B10 8,974 0.21 34% Rain Garden A Rain Garden 8,692 3,051
C1 4,634 0.11 2% n/a n/a 0 93
C2 7,076 0.16 50% n/a n/a 0 3,507
D1 42,626 0.98 8% n/a n/a 0 3,414
D2 9,531 0.22 2% n/a n/a 0 191
D3 9,336 0.21 83% n/a n/a 0 7,749
D4 33,439 0.77 93% n/a n/a 0 31,265
D5 50,568 1.05 81% Stormtech 2 Stormtech 1,496 41,113
D6 2,943 0.07 58% Stormtech 2 Stormtech 1,496 1,708
D7 27,830 0.64 17% Stormtech 2 Stormtech 1,496 4,731
F1 1,947 0.04 67% n/a n/a 0 1,305
F2 7,690 0.18 54% n/a n/a 0 4,174
Total 642,773 13.30 385,987
LID Summary
Project Number: 1791-001 Project: The Quarry
Project Location: Fort Collins, Colorado
Calculations By: C. Ungerman Date: 7/13/2021
LID Summary per LID Structure
Vol. w/20%
Area Weighted °/a Volume per Increase per Impervious
LID ID Impervious Subbasin ID Treatment Type UD-BMP (ft3) Fort Collins Area (ft2)
Sq. Ft. Acres Manual (ft3)
Rain Garden A 318,413 7.31 72% B1 Rain Garden 7,243 8,692 228,508
Stormtech 1 76,238 1.75 77% A2 Stormtech 1,578 1,894 58,703
Stormtech 2 81,341 1.87 58% D5,6,7 Stormtech 1,247 1,496 47,552
Total 475,992 10.93 12,082 334,763
LID Site Su�I�aryr ''I�tew It��apeev�sus /�rea
Total Area of Current Development 642,773 ftz
Total Impervious Area 385,987 ft2
Total Impervious Area without LID Treatment 51,223 ftz
A1,C,D1-4,E,F
75% Requried Minium Area to be Treated 289,490 ft3
Total Treated Area 334,763 ft2
Percent Impervious Treated by LID 86.73%
150 0 150 Feet
( IN FEET )
1 inch �ISOft.
LEGEND:
PROPOSED STORM SEWER
PROPOSEDINLET
PROPOSED CURB & GUTTER
PROPERTY BOUNDARY
DESIGN POINT
i.�v�iu�e��:�_�yu��� 3a�
DRAINAGE BASIN BOUNDARY
RAIN GARDEN LIMITS
STORMTECH CHAMBERS
FOR DRAINAGE REVIEW ONLY
NOT FOR CONSTRUCTION
� � � �
1
�
BASIN
DESIGNATION A
os2 BASIN
AREA (AC)
� � � � �
T }r T�r r r�
'�-� � + +��+ +f�+ y+
+ + + + + + + +
+ + + + + + +
LID ummar er LID tructure
LID ite ummar - New Im ervious Area
Total Area of Current Development 642,773 ft2
Total Impervious Area 385,987 ft2
Total Impervious Area without LID Treatment 54,730 ft2
A1,C,D1-4,E,F
75% Requried Minium Area to be Treated 289,490 ft3
Total Treated Area 331,257 ft2
Percent Im ervious Treated b LID �
NORTH ERN
ENGINEERING
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 970.221.4158
GREELEY: 820 8th Street, 80631 northernengineering.com
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LID EXHIBIT
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�y
,,
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'T A� � �
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1.38 ac. \
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:.p ��1�� t.
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'e PROPOSED
, ��w � � � � � STORMTECH
�e I � CHAMBERS 1
THE QUARRY BY
WATERMARK
DRAWN BY: C. Ungerman SHEET NO:
SCALE: 1 in=150ft
ISSUED: 10/18/21
NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK
FORT COLLINS � GREELEY APPENDIX
Project: 1791-001
By: ATC
Date:8/24/21
POND SUMMARY TABLE
Tributary Ave Percent Extended 100-Yr. 100-Yr.
Area Imperviousness Detention WQCV Detention Vol. Detention Peak Release
Pond ID (Ac) (%) (Ac-Ft) (Ac-Ft) WSEL(Ft) (cfs)
Pond 1 8.51 57 N/A 1.82 5011.37 0.94
Pond 2 6.33 68 0.208 0.83 5015.40 5.15
Allowable Release Rate Tabulation
Project: The Quarry by Watermark
Date: 8/24/2021
By: A.Cvar
A C2 C10 C100 T�2 T�10 T�ioo 12 110 isao Q2 Q10 Q100
(AC) (Min) (Min) (Min) (In/Hr) (In/Hr) (In/Hr) (CFS) (CFS) (CFS)
Total Onsite Basin 14.48 0.20 0.20 0.25 15.03 15.03 15.03 1.87 3.19 6.52 5.41 9.24 23.59
Combined 051, 052 2.28 0.20 0.20 0.25 12.94 12.94 12.94 2.02 3.45 7.04 0.92 1.57 4.02
Allowable Release - Onsite Only 5.41 CFS
Allowable Release - Onsite + Offsite Basins OS1, 052 (Shields R.O.W.) 6.33 CFS
.,
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NOTE:DRAINAGE nREA TO POND 1
.� IN SWMM MODEL HAS BEEN CALCULATED BY
� SUBTRACTING DRAINAGE SUB BASIN A2 (1.75 AC) ��
�' FROM OVERALL SWMM BASIN SM1 (10.26 AC).
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I H E Q U A R R Y B Y
WATERM ARK
FORT CO�I II�,I��, CO
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.015)
--------------------------------------------------------------
*********************************************************
NOTE: The summary statistics displayed in this report are
based on results found at every computational time step,
not just on results from each reporting time step.
*********************************************************
****************
Analysis Options
****************
Flow Units ..............
Process Models:
Rainfall/Runoff .......
RDII ..................
Snowmelt ..............
Groundwater ...........
Flow Routing ..........
Ponding Allowed .......
Water Quality .........
Infiltration Method .....
Flow Routing Method .....
Starting Date ...........
Ending Date .............
Antecedent Dry Days .....
Report Time Step ........
Wet Time Step ...........
Dry Time Step ...........
Routing Time Step .......
CFS
YES
NO
NO
NO
YES
NO
NO
HORTON
KINWAVE
11/21/2012 00:00:00
11/22/2012 06:00:00
0.0
00:05:00
00:05:00
01:00:00
30.00 sec
*++******++******++******+ Volume
Runoff Quantity Continuity acre-feet
**********+**********�***+ ---------
Total Precipitation ...... 4.538
Evaporation Loss ......... 0.000
Infiltration Loss ........ 0.857
Surface Runoff ........... 3.625
Depth
inches
3.669
0.000
0.693
2.931
SWMM 5 Page 1
Final Storage ............ 0.077 0.062
Continuity Error (o) ..... -0.474
**********+*******+******+
Flow Routing Continuity
**************************
Dry Weather Inflow .......
Wet Weather Inflow .......
Groundwater Inflow .......
RDII Inflow ..............
External Inflow ..........
External Outflow .........
Flooding Loss ............
Evaporation Loss .........
Exfiltration Loss ........
Initial Stored Volume ....
Final Stored Volume ......
Continuity Error (o) .....
Volume
acre-feet
0.000
3.625
0.000
0.000
0.000
3.531
0.000
0.000
0.000
0.000
0.112
-0.512
Volume
10^6 gal
0.000
1.181
0.000
0.000
0.000
1.151
0.000
0.000
0.000
0.000
0.037
********************************
Highest Flow Instability Indexes
********************************
All links are stable.
*************************
Routing Time Step Summary
*************************
Minimum Time Step .
Average Time Step .
Maximum Time Step .
Percent in Steady State .
Average Iterations per Step :
Percent Not Converging .
***************************
Subcatchment Runoff Summary
**+***********�************
30.00 sec
30.00 sec
30.00 sec
0.00
1.03
0.00
SWMM 5 Page 2
----------------------------------------------------------------------------------------------------------------------
Total Total Total Total Impery Pery Total Total Peak
Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff
Subcatchment in in in in in in in 10�6 gal CFS
----------------------------------------------------------------------------------------------------------------------
SM2 3.67 0.00 0.00 0.58 2.44 0.60 3.04 0.52 35.70
SM1 3.67 0.00 0.00 0.78 2.05 0.80 2.85 0.66 46.62
******************
Node Depth Summary
******************
---------------------------------------------------------------------------------
Average Maximum Maximum Time of Max Reported
Depth Depth HGL Occurrence Max Depth
Node Type Feet Feet Feet days hr:min Feet
---------------------------------------------------------------------------------
Node 1 JUNCTION 0.31 0.82 5001.82 0 01:53 0.82
Node 2 JUNCTION 0.13 0.82 5002.82 0 01:50 0.82
8 JUNCTION 0.02 0.61 5007.61 0 00:40 0.59
9 JUNCTION 0.02 0.51 5012.51 0 00:40 0.49
Outfall OUTFALL 0.28 0.62 5000.62 0 02:03 0.62
POND 2 STORAGE 0.42 3.91 5014.91 0 01:50 3.91
POND 1 STORAGE 2.96 4.59 5010.59 0 02:52 4.59
******�************
Node Inflow Summary
*++******++***�**++
-------------------------------------------------------------------------------------------------
Maximum Maximum Lateral Total Flow
Lateral Total Time of Max Inflow Inflow Balance
Inflow Inflow Occurrence Volume Volume Error
Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent
Node 1 JUNCTION 0.00 6.08 0 02:03 0 1.15 0.000
Node 2 JUNCTION 0.00 5.16 0 01:50 0 0.525 0.000
8 JUNCTION 46.62 46.62 0 00:40 0.658 0.658 0.000
SWMM 5 Page 3
9
Outfall
POND 2
POND 1
JUNCTION
OUTFALL
STORAGE
STORAGE
*********************
Node Flooding Summary
*********************
No nodes were flooded.
**********************
Storage Volume Summary
**********************
35.70
0.00
0.00
0.00
35.70
6.08
30.89
39.58
1
1
�
1
00:40
02:03
00:45
00:45
0.523
0
0
0
0.523
1.15
0.526
0.662
0.000
0.000
0.020
0.005
--------------------------------------------------------------------------------------------------
Average Avg Evap Exfil Maximum Max Time of Max Maximum
Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow
Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS
--------------------------------------------------------------------------------------------------
POND 2 3.170 1 0 0 36.009 9 0 01:49 5.16
POND 1 40.560 15 0 0 79.498 29 0 02:51 0.94
***********************
Outfall Loading Summary
*********************�*
-----------------------------------------------------------
Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt CFS CFS 10"6 gal
-----------------------------------------------------------
Outfall 98.78 1.44 6.08 1.151
-----------------------------------------------------------
System 98.78 1.44 6.08 1.151
********************
SWMM 5 Page 4
Link Flow Summary
********************
-----------------------------------------------------------------------------
Maximum Time of Max Maximum Max/ Max/
�Flow� Occurrence �Velocl Full Full
Link Type CFS days hr:min ft/sec Flow Depth
-----------------------------------------------------------------------------
CE 1 CONDUIT 6.08 0 02:03 4.86 0.05 0.16
CE 2 CONDUIT 5.16 0 01:53 2.81 0.09 0.20
9 CONDUIT 39.58 0 00:45 2.13 0.10 0.27
10 CONDUIT 30.89 0 00:45 1.99 0.07 0.23
P 2 0 DUMMY 5.16 0 01:50
P 1 0 DUMMY 0.94 0 02:52
*************************
Conduit Surcharge Summary
*************************
No conduits were surcharged.
Analysis begun on:
Analysis ended on:
Total elapsed time
Tue Aug 24 13:51:58 2021
Tue Aug 24 13:51:58 2021
< 1 sec
SWMM 5 Page 5
Lin k P_1_O Flow (CFS)
15
Elapsed Time (hours)
SWMM 5 Page 1
Node POND_1 Volume (ft3)
15
Elapsed Time (hours)
SWMM 5 Page 1
Li n k P_2_O Flow (CFS)
15
Elapsed Time (hours)
SWMM 5 Page 1
Node POND_2 Volume (ft3)
15
Elapsed Time (hours)
SWMM 5 Page 1
Link CE_1 Flow (CFS)
15
Elapsed Time (hours)
SWMM 5 Page 1
NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK
FORT COLLINS � GREELEY APPENDIX
USDA United States
= Department of
Agriculture
�I RCS
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Larimer County
Area, Colorado
The Quarry by Watermark
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November 9, 2020
Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/
portal/nres/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil
Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/?
cid=nres142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity
provider and employer.
3
Contents
Preface.................................................................................................................... 2
How Soil Surveys Are Made ..................................................................................5
SoilMap .................................................................................................................. 8
SoilMap ................................................................................................................9
Legend................................................................................................................10
MapUnit Legend ................................................................................................ 11
MapUnit Descriptions .........................................................................................11
Larimer County Area, Colorado ...................................................................... 13
3—Altvan-Satanta loams, 0 to 3 percent slopes ......................................... 13
4—Altvan-Satanta loams, 3 to 9 percent slopes ......................................... 15
76—Nunn clay loam, wet, 1 to 3 percent slopes .........................................17
81—Paoli fine sandy loam, 0 to 1 percent slopes ....................................... 18
Soil Information for All Uses ...............................................................................20
Soil Properties and Qualities .............................................................................. 20
Soil Erosion Factors ........................................................................................20
KFactor, Whole Soi1 ....................................................................................20
Soil Qualities and Features .............................................................................23
HydrologicSoil Group ................................................................................. 23
References............................................................................................................ 28
:�
How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surFace down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil-vegetation-landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
5
Custom Soil Resource Report
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil-landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil-landscape model is refined, a significantly smaller
number of ineasurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field-observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
C�
Custom Soil Resource Report
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
7
Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
E:3
Custom Soil Resource Report
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0
Custom Soil Resource Report
MAPLEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
s:,� Soil Map Unit Lines
� Soil Map Unit Points
Special Point Features
U Blowout
Borrow Pit
p� Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
_ Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
= Severely Eroded Spot
Sinkhole
Slide or Slip
oa Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
. Special Line Features
Water Features
Streams and Canals
Transportation
�..�. Rails
ti Interstate Highways
US Routes
Major Roads
Local Roads
Background
� Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) Iisted below.
Soil Survey Area: Larimer County Area, Colorado
Survey Area Data: Version 15, Jun 9, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Aug 11, 2018—Aug
12, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
10
Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
Altvan-Satanta loams, 0 to 3 18.4 64.3%
percent slopes
Altvan-Satanta loams, 3 to 9 1.6 5.5%
percent slopes
76 Nunn clay loam, wet, 1 to 3 6.5 22.7%
percent slopes
81 Paoli fine sandy loam, 0 to 1 2.2 7.5%
percent slopes
Totals for Area of Interest
Map Unit Descriptions
28.6 100.0%
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
11
Custom Soil Resource Report
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
12
Custom Soil Resource Report
Larimer County Area, Colorado
3—Altvan-Satanta loams, 0 to 3 percent slopes
Map Unit Setting
National map unit symbol: jpw2
Elevation: 5,200 to 6,200 feet
Mean annual precipitation: 13 to 15 inches
Mean annual air temperature: 48 to 50 degrees F
Frost-free period: 135 to 150 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Altvan and similar soils: 45 percent
Satanta and similar soils: 30 percent
Minor components: 25 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Altvan
Setting
Landform: Benches, terraces
Landform position (three-dimensional): Side slope, tread
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Mixed alluvium
Typical profile
H1 - 0 to 10 inches: loam
H2 - 10 to 18 inches: clay loam, loam, sandy clay loam
H2 - 10 to 18 inches: loam, fine sandy loam, silt loam
H2 - 10 to 18 inches: gravelly sand, gravelly coarse sand, coarse sand
H3 - 18 to 30 inches:
H3 - 18 to 30 inches:
H3 - 18 to 30 inches:
H4 - 30 to 60 inches:
H4 - 30 to 60 inches:
H4 - 30 to 60 inches:
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature
More than 80 inches
Drainage c/ass: Well drained
Runoff c/ass: Low
Capacity of the most limiting layer to transmit water (Ksat)
(0.60 to 2.00 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content.• 10 percent
Available water capacity: Very high (about 13.2 inches)
Interpretive groups
Land capability classification (irrigated): 3e
Land capability classification (nonirrigated): 3e
Moderately high to high
13
Custom Soil Resource Report
Hydrologic Soil Group: B
Hydric soil rating: No
Description of Satanta
Setting
Landform: Terraces, structural benches
Landform position (three-dimensional): Side slope, tread
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Mixed alluvium and/or eolian deposits
Typical profile
H1 - 0 to 9 inches: loam
H2 - 9 to 1 S inches: loam, clay loam, sandy clay loam
H2 - 9 to 1 S inches: loam, clay loam, fine sandy loam
H2 - 9 to 18 inches:
H3 - 18 to 60 inches:
H3 - 18 to 60 inches:
H3 - 18 to 60 inches:
Properties and qualities
Slope: 0 to 1 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.60 to 2.00 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content.• 10 percent
Available water capacity.• Very high (about 27.4 inches)
Interpretive groups
Land capability classification (irrigated): 1
Land capability classification (nonirrigated): 3c
Hydrologic Soil Group: B
Hydric soil rating: No
Minor Components
Nunn
Percent of map unit: 10 percent
Hydric soil rating: No
Larim
Percent of map unit.• 10 percent
Hydric soil rating: No
Stoneham
Percent of map unit.• 5 percent
Hydric soil rating: No
14
Custom Soil Resource Report
4—Altvan-Satanta loams, 3 to 9 percent slopes
Map Unit Setting
National map unit symbol: jpwf
Elevation: 5,200 to 6,200 feet
Mean annual precipitation: 13 to 15 inches
Mean annual air temperature: 48 to 50 degrees F
Frost-free period: 135 to 150 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Altvan and similar soils: 55 percent
Satanta and similar soils: 35 percent
Minor components: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Altvan
Setting
Landform: Fans, benches, terraces
Landform position (three-dimensional): Base slope, side slope, tread
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Mixed alluvium
Typical profile
H1 - 0 to 9 inches: loam
H2 - 9 to 16 inches: clay loam, loam, sandy clay loam
H2 - 9 to 16 inches: loam, fine sandy loam, silt loam
H2 - 9 to 16 inches: gravelly sand, gravelly coarse sand, coarse sand
H3 - 16 to 31 inches:
H3 - 16 to 31 inches:
H3 - 16 to 31 inches:
H4 - 31 to 60 inches:
H4 - 31 to 60 inches:
H4 - 31 to 60 inches:
Properties and qualities
Slope: 6 to 9 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff c/ass: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.60 to 2.00 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content.• 10 percent
15
Custom Soil Resource Report
Available water capacity: Very high (about 13.7 inches)
Interpretive groups
Land capability classification (irrigated): 4e
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: B
Hydric soil rating: No
Description of Satanta
Setting
Landform: Structural benches, terraces
Landform position (three-dimensional): Side slope, tread
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Mixed alluvium and/or eolian deposits
Typical profile
H1 - 0 to 9 inches: loam
H2 - 9 to 14 inches: loam, clay loam, sandy clay loam
H2 - 9 to 14 inches: loam, clay loam, fine sandy loam
H2 - 9 to 14 inches:
H3 - 14 to 60 inches:
H3 - 14 to 60 inches:
H3 - 14 to 60 inches:
Properties and qualities
Slope: 3 to 6 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.60 to 2.00 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content.• 10 percent
Available water capacity: Very high (about 27.4 inches)
Interpretive groups
Land capability classification (irrigated): 2e
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Hydric soil rating: No
Minor Components
Nunn
Percent of map unit: 6 percent
Hydric soil rating: No
Larimer
Percent of map unit: 4 percent
Hydric soil rating: No
i[^.'
Custom Soil Resource Report
76—Nunn clay loam, wet, 1 to 3 percent slopes
Map Unit Setting
National map unit symbol: jpxq
Elevation: 4,800 to 5,600 feet
Mean annual precipitation: 13 to 15 inches
Mean annual air temperature: 48 to 50 degrees F
Frost-free period: 135 to 150 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Nunn, wet, and similar soi/s: 90 percent
Minor components: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Nunn, Wet
Setting
Landform: Alluvial fans, stream terraces
Landform position (three-dimensional): Base slope, tread
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Alluvium
Typical profile
H1 - 0 to 10 inches: clay loam
H2 - 10 to 47 inches: clay loam, clay
H2 - 10 to 47 inches: clay loam, loam, gravelly sandy loam
H3 - 47 to 60 inches:
H3 - 47 to 60 inches:
H3 - 47 to 60 inches:
Properties and qualities
Slope: 1 to 3 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Somewhat poorly drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to
moderately high (0.06 to 0.60 in/hr)
Depth to water table: About 24 to 36 inches
Frequency of flooding: RareNone
Frequency of ponding: None
Calcium carbonate, maximum content.• 10 percent
Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Available water capacity.• Very high (about 19.8 inches)
Interpretive groups
Land capability classification (irrigated): 2w
Land capability classification (nonirrigated): 3s
17
Custom Soil Resource Report
Hydrologic Soil Group: C
Hydric soil rating: No
Minor Components
Heldt
Percent of map unit.• 6 percent
Hydric soil rating: No
Dacono
Percent of map unit: 3 percent
Hydric soil rating: No
Mollic halaquepts
Percent of map unit: 1 percent
Landform: Swales
Hydric soil rating: Yes
81—Paoli fine sandy loam, 0 to 1 percent slopes
Map Unit Setting
National map unit symbol: jpxx
E/evation: 4,800 to 5,600 feet
Mean annual precipitation: 13 to 15 inches
Mean annual air temperature: 48 to 50 degrees F
Frost-free period: 135 to 150 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Paoli and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Paoli
Setting
Landform: Stream terraces
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across-s/ope shape: Linear
Parent material: Alluvium
Typical profile
H1 - 0 to 30 inches: fine sandy loam
H2 - 30 to 60 inches: fine sandy loam, sandy loam, loamy sand
H2 - 30 to 60 inches:
H2 - 30 to 60 inches:
Properties and qualities
Slope: 0 to 1 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
18
Custom Soil Resource Report
Runoff class: Very low
Capacity of the most limiting layer to transmit water (Ksat): High (2.00 to 6.00
in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content.• 15 percent
Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Available water capacity: Very high (about 16.5 inches)
Interpretive groups
Land capability classification (irrigated): 1
Land capability classification (nonirrigated): 3c
Hydrologic Soil Group: A
Ecological site: R067BY036C0 - Overflow
Hydric soil rating: No
Minor Components
Caruso
Percent of map unit: 6 percent
Hydric soil rating: No
Table mountain
Percent of map unit.• 6 percent
Hydric soil rating: No
Fluvaquentic haplustolls
Percent of map unit.• 3 percent
Landform: Terraces
Hydric soil rating: Yes
19
Soil Information for All Uses
Soil Properties and Qualities
The Soil Properties and Qualities section includes various soil properties and
qualities displayed as thematic maps with a summary table for the soil map units in
the selected area of interest. A single value or rating for each map unit is generated
by aggregating the interpretive ratings of individual map unit components. This
aggregation process is defined for each property or quality.
Soil Erosion Factors
Soil Erosion Factors are soil properties and interpretations used in evaluating the
soil for potential erosion. Example soil erosion factors can include K factor for the
whole soil or on a rock free basis, T factor, wind erodibility group and wind erodibility
index.
K Factor, Whole Soil
Erosion factor K indicates the susceptibility of a soil to sheet and rill erosion by
water. Factor K is one of six factors used in the Universal Soil Loss Equation
(USLE) and the Revised Universal Soil Loss Equation (RUSLE) to predict the
average annual rate of soil loss by sheet and rill erosion in tons per acre per year.
The estimates are based primarily on percentage of silt, sand, and organic matter
and on soil structure and saturated hydraulic conductivity (Ksat). Values of K range
from 0.02 to 0.69. Other factors being equal, the higher the value, the more
susceptible the soil is to sheet and rill erosion by water.
"Erosion factor Kw (whole soil)" indicates the erodibility of the whole soil. The
estimates are modified by the presence of rock fragments.
20
Custom Soil Resource Report
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Custom Soil Resource Report
MAPLEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
� .02
� .05
� .10
� 15
� 17
� .20
� .24
0 .28
� 32
� 37
0 43
� 49
Q 55
0 64
� Not rated or not available
Soil Rating Lines
„y� .02
,,� 05
. � 10
. • 15
. • .17
. . .20
Streams and Canals
Transportation
..�, Rails
,,y Interstate Highways
US Routes
Major Roads
Local Roads
Background
� Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data
as of the version date(s) listed below.
Soil Survey Area: Larimer County Area, Colorado
Survey Area Data: Version 15, Jun 9, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Aug 11, 2018—Aug
12, 2018
. . 24
. . 28
. • .32
� r .37
,��� .43
ry .49
�/ 55
� 64
.. Not rated or not available
Soil Rating Points
� 02
� 05
� .10
� 15
� 17
� .20
� .24
� 28
� 32
� 37
0 .43
� 49
� .55
� 64
� Not rated or not available
Water Features
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
22
Custom Soil Resource Report
Table—K Factor, Whole Soil
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
3 Altvan-Satanta loams, 0 .28
to 3 percent slopes
4 Altvan-Satanta loams, 3 .28
to 9 percent slopes
76 Nunn clay loam, wet, 1 to .24
3 percent slopes
81 Paoli fine sandy loam, 0 .15
to 1 percent slopes
Totals for Area of Interest
Rating Options—K Factor, Whole Soil
18.4 64.3%
1.6 5.5%
6.5 22.7%
22 7.5%
28.6 100.0%
Aggregation Method: Dominant Condition
Component Percent Cutoff.� None Specified
Tie-break Rule: Higher
Layer Options (Horizon Aggregation Method): Surface Layer (Not applicable)
Soil Qualities and Features
Soil qualities are behavior and performance attributes that are not directly
measured, but are inferred from observations of dynamic conditions and from soil
properties. Example soil qualities include natural drainage, and frost action. Soil
features are attributes that are not directly part of the soil. Example soil features
include slope and depth to restrictive layer. These features can greatly impact the
use and management of the soil.
Hydrologic Soil Group
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 classes (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.
23
Custom Soil Resource Report
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.
24
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25
Custom Soil Resource Report
MAPLEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
� A
0 A/D
0 B
0 B/D
0 C
0 cio
� D
� Not rated or not available
Soil Rating Lines
F;-� A
� A/D
+�/ B
„y B/D
. . C
,.y C/D
,,� D
.. Not rated or not available
Soil Rating Points
a A
� A/D
■ B
� a/�
a �
� C/D
� D
� Not rated or not available
Water Features
Streams and Canals
Transportation
�� . Rails
� Interstate Highways
US Routes
Major Roads
Local Roads
Background
� Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) Iisted below.
Soil Survey Area: Larimer County Area, Colorado
Survey Area Data: Version 15, Jun 9, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Aug 11, 2018—Aug
12, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
26
Custom Soil Resource Report
Table—Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
3 Altvan-Satanta loams, 0 B
to 3 percent slopes
4 Altvan-Satanta loams, 3 B
to 9 percent slopes
76 Nunn clay loam, wet, 1 to C
3 percent slopes
81 Paoli fine sandy loam, 0 A
to 1 percent slopes
Totals for Area of Interest
18.4
1.6
6.5
22
28.6
64.3%
5.5%
22.7%
7.5%
100.0%
Rating Options—Hydrologic Soil Group
Aggregation Method: Dominant Condition
Component Percent Cutoff.� None Specified
Tie-break Rule: Higher
27
References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/
nres/detail/nationaUsoils/?cid=nres142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/
home/?cid=nres 142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
28
Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/
nres/detail/soils/scientists/?cid=nres142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/?
cid=nres142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nres.usda.gov/I nternet/FSE_DOCUMENTS/nres142p2_052290. pdf
29
NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK
FORT COLLINS � GREELEY APPENDIX
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The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 11/9/2020 at 6:04 PM and does not
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unmapped and unmodernized areas cannot be used for
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NORTH
50 0 50 100 150
( IN FEET )
1 INCH = 50 FEET
LEGEND:
PROPOSED STORM SEWER
PROPOSEDINLET
PROPOSED CONTOUR
EXISTING CONTOUR
PROPOSED SWALE
PROPOSED CURB & GUTTER
PROPERTY BOUNDARY
DESIGN POINT
FLOW ARROW
DRAINAGE BASIN LABEL
�
93
- - - -4953 = _- - -
0
�.�►
BASIN
DESIGNATION A
0.22 BASIN
AREA (AC)
DRAINAGE BASIN BOUNDARY
PROPOSED SWALE SECTION
: :
CROSS-SECTION (CSL) XS#: 2446
ELEVATION NAVD 88 5003 (NAVD88)
CORRECTED EFFECTIVE BASE FLOOD
ELEVATION (BFE)
FIELD SURVEY BY:
INTERMILL LAND SURVEYING, INC. NORTHERN ENGINEERING SERVICES, INC.
COMPANY PROJECT NO. P-11-6963 COMPANY PROJECT NO. 838-016
DATE: APRIL 2011 DATE: JULY 2015
KING SURVEYORS
COMPANY PROJECT NO. 20190806
DATE: JANUARY 2020
BENCHMARK
PROJECT DATUM: NAVD88
BENCHMARK 29-92 APPROXIMATE 300 FEET SOUTH OF WEST PROSPECT ROAD AND
SHIELDS STREET, ON THE NORTH END OF THE WEST BRIDGE PARAPET WALL.
ELEVATI ON: 5025.67
BENCHMARK 28-92 SOUTHWEST CORNER OF WEST PROSPECT ROAD AND CENTER
AVENUE, ON A WATER VALVE PIT.
ELEVATION: 5010.65
PLEASE NOTE: THIS PLAN SET IS USING NAVD88 FOR A VERTICAL DATUM.
SURROUNDING DEVELOPMENTS HAVE USED NGVD29 UNADJUSTED DATUM (PRIOR
CITY OF FORT COLLINS DATUM) FOR THEIR VERTICAL DATUMS.
IF NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) IS REQUIRED
FOR ANY PURPOSE, THE FOLLOWING EQUATION SHOULD BE USED: NGVD29
UNADJUSTED DATUM (PRIOR GTY OF FORT COLLINS DATUM) = NAVD88 - 3.17'.
BASIS OF BEARINGS
WEST LINE OF THE NORTHWEST QUARTER OF SECTION 23 AS BEARING NORTH 00° 01'
50" EAST (ASSUMED BEARING), AND MONUMENTED AS SHOWN ON DRAWING.
NOTES:
1. REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS,
UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION
2. ALL ELEVATIONS DEPICTED IN PLAN VIEW AND BENCHMARKS LISTED HEREON ARE
PER THE CITY OF FORT COLLINS VERTICAL CONTROL DATUM (NAVD 88).
3. NO STORAGE OF MATERIALS OR EQUIPMENT SHALL BE ALLOWED IN THE FLOODWAY,
WHETHER TEMPORARY (DURING CONSTRUCTION) OR PERMANENT. LANDSCAPING
SHALL ALSO MEET THE REQUIREMENTS FOR NO RISE IN THE FLOODWAY.
4. REFER TO THE FINAL DRAINAGE AND EROSION CONTROL REPORT FOR THE QUARRY
BY WATERMARK, DATED NOVEMBER 19, 2021 BY NORTHERN ENGINEERING FOR
ADDITIONAL INFORMATION.
5. PORTIONS OF THIS PROPERTY ARE LOCATED IN THE CITYREGULATED, 100YEAR
CANAL IMPORTATION FLOODPLAIN/FLOODWAY AS WELL AS THE FEMA REGULATED
SPRING CREEK 100YEAR FLOODPLAIN/FLOODWAY. ANY DEVELOPMENT WITHIN THE
FLOODPLAIN MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY
MUNICIPAL CODE. THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM
THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES
PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES,
GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES,
LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE CITY OF FORT
COLLINS FLOODPLAIN LIMITS AS DELINEATED ON THE FINAL SUBDIVISION PLAT
6. ANY CONSTRUCTION ACTIVITIES, NONSTRUCTURAL DEVELOPMENT (BRIDGES,
SIDEWALKS, CULVERTS, VEGETATION, CURBCUTS, GRADING, ETC.) IN THE
REGULATORY FLOODWAY MUST BE PRECEDED BY A NORISE CERTIFICATION, WHICH
MUST BE PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF
COLORADO.
7. NO STORAGE OF MATERIALS OR EQUIPMENT SHALL BE ALLOWED IN THE FLOODWAY,
WHETHER TEMPORARY (DURING CONSTRUCTION) OR PERMANENT.
8. ANY PEDESTRIAN BRIDGES IN THE FLOODWAY THAT ARE NOT ABLE TO PASS THE 100
YEAR FLOW ARE REQUIRED TO BE "BREAKAWAY" AND TETHERED.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
/
,
Know what's iJ��OW.
Call before you dig.
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
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ite ummar - ew m ervious rea
Total Area of Current Development 642,773 ft2
Total Impervious Area 385,987 ft2
Total Impervious Area without LID Treatment 51,223 ft2
A1,C,D1-4,E,F
75% Requried Minium Area to be Treated 289,490 ft3
Total Treated Area 334,763 ft2
Percent Im ervious Treated b LID �
INLET CAPACITY SUMMARY
� � � � � � � � � � � � � � � _ �
WEST PROSPECT ROAD
� � � � � � � � � � � � � � � �
i
Date: � November 17, 2021 � � �
Design Inlet Label Q2 Q100 Q100 Total Q100 Intercepted Q100 Unintercepted Inlet Type Inlet Size
INLET 2-5A 3.97 17.17 49.49* 8.60 40.90 Combinatiron (4)
INLET 2-5 3.97 17.17 49.49* 49.49 0.00 Combination (1) 2' X 15'
INLET 1-3 1.25 5.33 4.47 0.86 Nyloplast 3'X3' (36" basin) 3' X 3'
INLET 1-4 6.20 24.03 6.20 17.83 Nyloplast 3'X3' (36" basin) 3' X 3'
INLET 1-9.5 2.35 8.64 2.50 6.14 Type 13 Combo 5'
INLET 1-9.1 2.04 7.92 2.20 5.72 Type 13 Combo 5�
INLET 1-5.1 1.24 4.57 2.80 1.77 Type R 5'
INLET 1-6.3 0.29 1.25 1.25 0.00 Type R 5'
INLET 6-2 4.57** 2.13 17.79** 5.90 11.89 Nylopiast 2'X2' 2' X 2'
WLET 4-4.2-1 1.52 6.20 6.20 0.00 Nyloplast 3'X3' (30" basin) 3' X 3'
WLET 4-4A 2J5 7J3 7J3 0.00 Nyloplast 3'X3' (30" basin) 3' X 3'
*Q100 for Inlet 2-5 (DP A2) includes the Q100 value for A2 (17.17 cfs) AND the sum of the Q100 Unintercepted values for
**Q values for Inlet 6-2 (DP D3) include the Q value for D3 (2.13 cfs) AND the sum of the Q values for basins OS2 and F2
***All landscape area drains shall be minimum 8" Nyloplast dome grate or determined by pipe size. Landscape flows accounted for at the main.
Captures 100-yr for A2 and Q100 uninterceF
Overflow continues to DP A2
Captures 2-yr flow - Overflow continues to DP A2
Captures 2-yr flow w/ 5.2" ponding - Overflow continues to DF
Can capture 2-yr w/ 5" ponding - Overflow continues to DP A2
Captures 2-yr flow w/ 4" ponding- Overflow continues to DP A;
Captures 100-yr flow
Captures 2-yr flow - Overflow will continue to sidewalk chase
Captures 100-yr flow w/ -6" ponding
Captures 100-yr flow w/ -10" ponding
s B1-B10
. / - `.� � J - .. ` _ - � �
__---,_ � - -� - � � �-� �__---
ummar er tructure � 11 i � I � `'� i \� j�` 1
Vol. w/20% ��� ( I � \ � � ( � - - -, c�
Area Weighted % Volume per Increase per Fort Impervious � � �. I �\ ��-" �� � /
LID ID Subbasin ID Treatment Type 1 � �\ so18� �. \_ f l a ( ��^
Impervious UD-BMP (ft3) Collins Manual Area (ft2) � ,� � _ �` � � -J � � l _-�
�1 5017-- � _ � `/ i i J l �
Sq. Ft. Acres � J eo�s�--+���- �� - - - - - = - �
(ft3) 1 � r bo�.�- � ` = - - � �-�� � = =��.�.��.�.-�=_y.�� �_.._.--� � �)
7.31 72% B1 Rain Garden 7,243 8,692 228,508 � � ` l ���� � - - - - - - - -' - - - - - - - - � \ %�
Rain Garden A 318,413 � ( � � � - _ � _ - � _ � i � l
Stormtech 1 76,238 1.75 77% A2 Stormtech 1,578 1,894 58,703 � J � > -` � __ -= = _ = -_ _ _ - - - � �-- _ - � ` ^ _ _ ` I� � �����
Stormtech 2 81,341 1.87 58% D5,6,7 Stormtech 1,247 1,496 47,552 � �,�- =- - - - - _ _ _ ^' - - ` _ ` ��' �(°�
/ i `� c J � .� _. _ - _ - �� � � � � _ � _=� �,�
/ _ / ����"..a-:.�i �.�.� � _ _T .� �. � M �-. «�� �:-..:a. � � � L�� � � �+-=1% `
475 992 12 082 334 763 / / � � i..� = - - - - - _ \ j�
\: / �-�Sis--� ----_------ ------- „
` �n l ���- �� �l 11� �� q
-- �11 � � ° ( � � � - �I � \ •--- „� � �
Rational Flow Summary � Developed Basin Flow Rates �'j � � -- ��_ � � ��^ � � � � �_��
TOTAL Q2 Q100 56_� /. __ _^ __�� `J ._� � �-�i J / �
AREA Tc2 Tc100 C2 C100 � �� � - -- � / �
BASIN (acres) (min) (min) (cfs) (cfs) ' ) i , U ( \ � \ � � � � � � J I` `� � ) � � I
A1 1.31 5.0 5.0 0.27 0.34 1.01 4.43 � � f �� �� �, � A � � � � � �, _ / - � � �"�� �
A2 176 50 50 079 098 397 1717 �� � -� - % �
B 1 0. 6 2 1 0. 7 1 0. 7 0. 4 8 0. 6 0 0. 6 4 2. 8 0
B2 0.54 5.0 5.0 0.82 1.00 1.25 5.33
B3 2.42 5.0 5.0 0.90 1.00 6.20 24.03
B4 0.29 5.0 5.0 0.89 1.00 0.73 2.87
B5 0.48 5.0 5.0 0.65 0.82 0.89 3.92 �I
B6 0.87 5.0 5.0 0.95 1.00 2.35 8.64 �}
B7 0.80 5.0 5.0 0.90 1.00 2.04 7.92
B8 0.49 5.0 5.0 0.65 0.81 0.91 3.96
B9 0.46 5.0 5.0 0.95 1.00 1.24 4.57 �
B10 0.21 5.2 5.2 0.49 0.61 0.29 1.25 �
C1 0.11 5.0 5.0 0.25 0.31 0.08 0.33
C2 0.16 5.0 5.0 0.62 OJ8 0.29 1.26 �
D1 0.98 5.0 5.0 0.29 0.37 0.81 3.60
D2 0.22 10.6 10.6 0.25 0.31 0.12 0.51
D3 0.21 5.0 5.0 0.85 1.00 0.52 2.13 �
D4 0.77 5.0 5.0 0.92 1.00 2.01 7.64 I
D5 1.07 5.0 5.0 0.90 1.00 2.75 10.67
D6 0.07 5.0 5.0 0.69 0.86 0.13 0.58
D7 0.64 6.1 6.1 0.36 0.45 0.61 2.68
E1 3.38 12.8 12.8 0.16 0.19 1.09 4.53
E2 1.38 8.8 8.8 0.11 0.14 0.36 1.59
F1 0.05 5.0 5.0 0.72 0.90 0.09 0.40
F2 0.18 7.3 7.3 0.62 0.78 0.28 1.21
OS 1 0.48 5.0 5.0 0.84 1.00 1.16 4.82
OS2 1.80 9.3 9.3 0.91 1.00 3.77 14.45
OS3 0.87 5.0 5.0 0.86 1.00 2.14 8.69
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� _ INLET 1-4 � ` CITY OF FORT COLLWS , �� � ? � � �
i I 100-YR FLOODWAY �5013- � �
„�w�; i b3 BLQG 14 ` � �� �\ �
, ` CITY OF FORT COLLINS - � �"� �
� � - n �- ` 100-YR FLOODPLAW Sg �
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STORM � �'�, STORM DRAIN � � - -� �
CHAMBERS 1 I a2 y';, ', ` /` '�� \ o\ � \ � � `� / �
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` � INLET 2-5 ��� � � V � / � e
'- � � -..���. ��� _ � � � � � �' � � CITY OF FORT `�
�� _ "„ COLLINS 100-YR � � �
� FLOODWAY \
r � i \ � �.G
orvo�o� � � EME�R�ENCY �� �;I �� WINNE GRANT R/JOHNELLE S
A1 OVERFLOW WEIR �i
�R wsE� _ �, I 1821 WAI�LENBF�RG DR
�01 37 _ 1.32 ac. POND " �i ., �� �
,� � OVERFLOW PATH ; ��!, � I /�� � � � -� ,\
��' - PROPOSED OUTLET �� a1 �� �, x� a � ho '
_ STRUCTURE V ;„. �' '. I ��/�� �O'`1 � � � �� --
N � � �� ' PROPOSED � ��
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`�__ STORM DRAIN D` `� �: �
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� ERIKSEN CHRISTOPHER M
RT ST T � -- - FEMA 100-YR
�_ , , :,_ !� - ,_ H��H RisK � � \ ` � � ,� - 1825 WALLENBERG DR
� TRACT B � � � �
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RUCTURE ' i NG G(ZE�� S `, � �' - '"� � � ' ., \ , Z ` J l�
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NORTH
80 0 80 160 240
( IN FEET )
1 INCH = 80 FEET
LEGEND:
PROPOSED STORM SEWER
PROPOSEDINLET
PROPOSED CONTOUR
EXISTING CONTOUR
PROPOSED SWALE
PROPOSED CURB & GUTTER
PROPERTY BOUNDARY
DESIGN POINT
FLOW ARROW
DRAINAGE BASIN LABEL
�
93
- - - -4953 = _- - -
�
...,-►
BASIN
DESIGNATION A
0.22 BASIN
AREA (AC)
DRAINAGE BASIN BOUNDARY
PROPOSED SWALE SECTION
� �
CROSS-SECTION (CSL) XS#: 2446
ELEVATION NAVD 88 5003 (NAVD88)
CORRECTED EFFECTIVE BASE FLOOD
ELEVATION (BFE)
FIELD SURVEY BY:
INTERMILL LAND SURVEYING, INC. NORTHERN ENGINEERING SERVICES, INC.
COMPANY PROJECT NO. P-11-6963 COMPANY PROJECT NO. 838-016
DATE: APRIL 2011 DATE: JULY 2015
KING SURVEYORS
COMPANY PROJECT NO. 20190806
DATE: JANUARY 2020
BENCHMARK
PROJECT DATUM: NAVD88
BENCHMARK 29-92 APPROXIMATE 300 FEET SOUTH OF WEST PROSPECT ROAD AND
SHIELDS STREET, ON THE NORTH END OF THE WEST BRIDGE PARAPET WALL.
ELEVATI ON: 5025.67
BENCHMARK 28-92 SOUTHWEST CORNER OF WEST PROSPECT ROAD AND CENTER
AVENUE, ON A WATER VALVE PIT.
ELEVATION: 5010.65
PLEASE NOTE: THIS PLAN SET IS USING NAVD88 FOR A VERTICAL DATUM.
SURROUNDING DEVELOPMENTS HAVE USED NGVD29 UNADJUSTED DATUM (PRIOR
CITY OF FORT COLLINS DATUM) FOR THEIR VERTICAL DATUMS.
IF NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) IS REQUIRED
FOR ANY PURPOSE, THE FOLLOWING EQUATION SHOULD BE USED: NGVD29
UNADJUSTED DATUM (PRIOR GTY OF FORT COLLINS DATUM) = NAVD88 - 3.17'.
BASIS OF BEARINGS
WEST LINE OF THE NORTHWEST QUARTER OF SECTION 23 AS BEARING NORTH 00° 01'
50" EAST (ASSUMED BEARING), AND MONUMENTED AS SHOWN ON DRAWING.
NOTES:
1. REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS,
UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION
2. ALL ELEVATIONS DEPICTED IN PLAN VIEW AND BENCHMARKS LISTED HEREON ARE
PER THE CITY OF FORT COLLINS VERTICAL CONTROL DATUM (NAVD 88).
3. NO STORAGE OF MATERIALS OR EQUIPMENT SHALL BE ALLOWED IN THE FLOODWAY,
WHETHER TEMPORARY (DURING CONSTRUCTION) OR PERMANENT. LANDSCAPING
SHALL ALSO MEET THE REQUIREMENTS FOR NO RISE IN THE FLOODWAY.
4. REFER TO THE FINAL DRAINAGE AND EROSION CONTROL REPORT FOR THE QUARRY
BY WATERMARK, DATED NOVEMBER 19, 2021 BY NORTHERN ENGINEERING FOR
ADDITIONAL INFORMATION.
5. PORTIONS OF THIS PROPERTY ARE LOCATED IN THE CITYREGULATED, 100YEAR
CANAL IMPORTATION FLOODPLAIN/FLOODWAY AS WELL AS THE FEMA REGULATED
SPRING CREEK 100YEAR FLOODPLAIN/FLOODWAY. ANY DEVELOPMENT WITHIN THE
FLOODPLAIN MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY
MUNICIPAL CODE. THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM
THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES
PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES,
GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES,
LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE CITY OF FORT
COLLINS FLOODPLAIN LIMITS AS DELINEATED ON THE FINAL SUBDIVISION PLAT
6. ANY CONSTRUCTION ACTIVITIES, NONSTRUCTURAL DEVELOPMENT (BRIDGES,
SIDEWALKS, CULVERTS, VEGETATION, CURBCUTS, GRADING, ETC.) IN THE
REGULATORY FLOODWAY MUST BE PRECEDED BY A NORISE CERTIFICATION, WHICH
MUST BE PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF
COLORADO.
7. NO STORAGE OF MATERIALS OR EQUIPMENT SHALL BE ALLOWED IN THE FLOODWAY,
WHETHER TEMPORARY (DURING CONSTRUCTION) OR PERMANENT.
8. ANY PEDESTRIAN BRIDGES IN THE FLOODWAY THAT ARE NOT ABLE TO PASS THE 100
YEAR FLOW ARE REQUIRED TO BE "BREAKAWAY" AND TETHERED.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
•
,
Know what's iJ��OW.
Call before you dig.
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
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