HomeMy WebLinkAboutDrainage Reports - 05/17/2024� I NORTHERN
ENGINEERIN6
FINAL DRAINAGE REPORT
WORTHINGTON STORAGE
MAY 1, 2024
NORTHERNENGINEERING.COM
970.221.4158
FORT COLLINS
GREELEY
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May 1, 2024
City of Fort Collins
Stormwater Utility
700 Wood Street
Fort Collins, CO 80521
RE: FINAL DRAINAGE REPORT FOR
WORTHINGTON STORAGE
Dear Staff:
Northern Engineering is pleased to submit this Final Drainage Report for your review. This report accompanies
the combined Final Development Plan submittal for the proposed Worthington Storage project.
This report has been prepared in accordance with the City of Fort Collins Stormwater Criteria Manual (FCSCM)
and serves to document the stormwater impacts associated with the proposed Worthington Storage project.
We understand that review by the City of Fort Collins is to assure general compliance with standardized criteria
contained in the manual. If you should have any questions as you review this report, please feel free to contact
u s.
Sincerely,
NORTHERN ENGINEERING SERVICES, INC.
MASON RUEBEL, PE
Project Engineer
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FINAL DRAINAGE REPORT: WORTHINGTON STORAGE
COVERLETTER
I. I. GENERAL LOCATION AND DESCRIPTION ..........................................................1
II. II. DRAINAGE BASINS AND SUB-BASINS ...............................................................4
III. III. DRAINAGE DESIGN CRITERIA ..........................................................................4
IV. IV. DRAINAGE FACILITY DESIGN ...........................................................................7
V. V. CONCLUSIONS ..............................................................................................9
VI. VI. REFERENCES ..............................................................................................10
TABLES AND FIGURES
FIGURE 1: AERIAL PHOTOGRAPH ...........................................................................................2
FIGURE 2: REGULATORY FLOODPLAINS ................................................................................3
TABLE 1: DETENTION POND SUMMARY .................................................................................9
APPENDICES
APPENDIXA- HYDROLOGIC COMPUTATIONS
APPENDIX B - HYDRAULIC COMPUTATIONS
APPENDIX C- DETENTION POND & WATER QUALITY COMPUTATIONS
APPENDIX D- EROSION CONTROL REPORT
APPENDIX E- USDA SOILS REPORT
APPENDIX F- EXCERPTS FROM CENTRE FOR ADVANCED TECHNOLOGY 16T" FILING
APPENDIX G- STORMWATER ALTERNATIVE COMPLIANCE/VARIANCE APPLICATION
MAP POCKET
DR1- DRAINAGE EXHIBIT
NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: WORTHINGTON STORAGE
FORT COLLINS � GREELEY TABLE OF CONTENTS
I. GENERAL LOCATION AND DESCRIPTION
A. LOCATION
1. Vicinity Map
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2. Worthington Self Storage project is located in the Southwest 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 is bordered to the east by Worthington Circle. The rest of the site is surrounded
by a private road and commercial development apart of the Centre for Advanced Technology lOtn
& 19th Filing.
4. The nearest existing major streets to the project are Worthington Circle and Centre Avejust to the
north of the project site.
5. A 15" storm sewer conveys stormwater from the existing project site to the north in an existing
piping system along Centre Avenue outletting into Spring Creek.
B. DESCRIPTION OF PROPERTY
1. The existing project site comprises of±3.2 acres. The existing site will be subdivided into two lots
with the proposed development on Lot 1(1.98ac) and the existing building remaining in Lot 2
(1.22ac).
NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: WORTHINGTON STORAGE
FORT COLLINS�GREELEY 1�11
2. The site is currently used as asphalt parking lot with an adjacent 1-story existing building.
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3. A subsurface exploration report was completed by Triax Engineering, Inc. on June 4, 2021 (Triax
Project No. D21G125). According to Triax Engineering, the site generally consists of clayey sand
with groundwater at around 20-ft in depth. Underground detention chambers are proposed with
this project. There will be approximately 15-ft of separation from the bottom of the system to
groundwater level measured in the Soils report. Advanced Drainage Systems or Ferguson do not
have a separation requirement as water is designed to flow freely between the system and
adjacent soils. Groundwater levels would only affect total storage volume. The City of Fort Collins
requires a minimum of 2-ft separation to groundwater.
4. According to the United States Department of Agriculture (USDA) Natural Resources
Conservation Service (NRCS) Soil Survey website:
(http://websoilsurvey.nres.usda.gov/app/WebSoilSurvey.aspx), the site consists primarily of
Nunn Clay loam (Hydrologic Soil Group C) and Kim loam (Hydrologic Soil Group B). The
calculations assume a Hydrologic Soil Group of C. Hydrologic Soil Group C has a slow rate of
water absorption and infiltration.
5. The proposed development will consist of proposed 3-story enclosed mini-storage building and
three other 1-story outdoor garage storage buildings. Other proposed improvements include
asphalt drive aisles, sidewalks, and landscaping. There is no increase in impervious area with the
proposed project. Existing detention facilities and conveyance methods will be modified and
updated to meet the current Fort Collins requirements. This includes modifying the existing
detention pond and the addition of underground chambers.
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6. The site is currently zoned as Employment District (E) in Fort Collins. Developments surrounding
the project site are zoned as Employment as well and Neighborhood Commercial Districts to the
east of Worthington Circle. The proposed uses for the project are consistent with Employment
District (E).
7. Per the Centre for Advanced Technology lOt" & 16t" Filing Final Drainage and Erosion Control
Study, the calculated detention volume is 1.51 ac-ft which includes runoff from C.A.T lOt" and the
adjacent Worthington Circle. The detention storage volume is currently divided between a small
detention pond and ponding in the adjacent parking lot through a series of area inlets. There is
an existing 15" storm sewer in the northeast corner of the project site with a manhole and
restrictor plate down-stream of the existing detention pond. The required release rate per the
previous drainage report is 1.91 cfs (2-yr historic). The current release rate will be maintained, but
the existing detention and conveyance will be updated to meet the current Fort Collins
requirements. Stormwater is conveyed to the north to the storm network in Centre Avenue and is
ultimately discharged into Spring Creek.
8. FLOODPLAIN
The subject property is not located in a FEMA or City of Fort Collins regulatory floodplain.
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NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: WORTHINGTON STORAGE
FORT COLLINS � GREELEY 3 � 11
II. DRAINAGE BASINS AND SUB-BASINS
A. MAJOR BASIN DESCRIPTION
Worthington Self Storage is within the City of Fort Collins Spring Creek major drainage basin which is
centrally located in Fort Collins. The Spring Creek drainage basin extends from Horsetooth Reservoir
to the confluence with the Poudre River. It encompasses 9 square miles in central Fort Collins. The
basin is dominated by residential development, but also includes open space and areas of
commercial development.
B. SUB-BASIN DESCRIPTION
1. The outfall for the project site is Spring Creek via the existing 15" storm sewer at the corner of
Worthington Circle and the private access road. Perthe C.A.T 16th Filing drainage report the
existing 15" storm sewer and restrictor plate were sized to convey the calculated 2-yr historic
flow (1.91 cfs) and ultimately discharges to Spring Creek. The existing crown of Worthington
Circle is the existing spillway for the detention. The existing spillway elevation and location will
be maintained in Worthington Circle. The finished floor elevations ofthe existing and proposed
buildings are set 1.5-ft above the crown of Worthington Circle and about 3-ft above the 100-yr
WSEL in the underground storage.
2. The existing site can be defined with three (3) sub-basins. These include the drainage from the
Centre for Advanced Technology (C.A.T) lOth Filing, Worthington Circle public ROW and the
project site, C.A.T 16th Filing.
3. The site does receive notable surface runoff from adjacent properties and is detained and
released perthe Centre forAdvanced Technology 16th Filing Final Drainage and Erosion Control
Study. Flows from C.A.T lOth Filing and Worthington Circle will be conveyed through the proposed
site and detention volume will be provided onsite. An existing detention volume of 1.51 acft was
calculated perthe C.A.T 16th Filing report which is currently divided between an existing
detention pond and ponding in the adjacent parking lot. Detention storage will be updated to
current Fort Collins requirements, but the release rate will be maintained.
4. There is no increase in impervious area with the proposed project. Historic versus proposed
impervious areas are documented within Appendix C. With the modification in impervious area
LID and water quality treatment will be included with the drainage design. Water quality will also
be designed to include Lot 2 of the project site to allow for future development of the rest of the
property without additional stormwater facilities.
III. DRAINAGE DESIGN CRITERIA
A. OPTIONAL REVISIONS
There are no optional provisions outside of the Fort Collins Stormwater Manual (FCSM)
B. STORMWATER MANAGEMENT STRATEGY
The overall stormwater management strategy employed with Worthington Self Storage 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 i- 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
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FORT COLLINS � GREELEY 4 � 11
developed site with public storm sewer currently in place, the burden is significantly less than
developing a vacant parcel absent of any infrastructure.
Worthington Self Storage 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 orthrough underground chambers. 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 in underground chambers. The existing
movie theater site and surrounding developments do not provide water quality treatment. With this
development, WQCV will be provided for 100% for the current site and all of the surrounding
properties.
Step 3- Stabilize Drainageways. As stated in Section II.A, above, the site discharges into Spring
Creek, however no changes to the channel are proposed with this project. While this step may not
seem applicable to Worthington Self Storage, the proposed project indirectly helps achieve
stabilized drainageways, nonetheless. Once again, site selection has a positive effect on stream
stabilization. By developing with existing stormwater infrastructure, combined with LID and MDCIA
strategies, the likelihood of bed and bank erosion is 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. The proposed project will
provide site specific source controls and improve on historic conditions. Localized trash enclosures
within the development will contain and allow for the disposal of solid waste. Standard Operating
procedures (SOPs) will be implemented for BMP maintenance of detention ponds, underground
chambers, and associated drainage infrastructure to remove sediment accumulation regularly and
prolong the design life of the BMPs.
C. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS
1. The subject property is part of a Master Drainage Plan for The Centre for Advanced Technology
development. An Overall Development Plan (ODP) drainage study is also submitted concurrently
with this project. However, stormwater from Worthington Self Storage will generally follow
historic patterns and discharge into conveyance structures established as part of the Centre for
Advanced Technology 16th Filing.
2. The subject property is an "in-fill" development project as the property is surrounded by
currently developed properties and private access roads.
3. The existing 15-inch storm drain will function as the ultimate outfall for the project site.
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D. HYDROLOGICAL CRITERIA
1. 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 Worthington
Self Storage development. Tabulated data contained in Table 3.4-1 has been utilized for Rational
Method runoffcalculations.
2. The Rational Method has been employed to compute stormwater runoff utilizing coefficients
contained in Tables 3.2-1, 3.2-2, and 3.2-3 of the FCSCM.
3. The Rational Method will be 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.
4. Two separate design storms have been utilized to address distinct drainage scenarios. The first
event analyzed is the "Minor" or "Initial" Storm with a 2-year recurrence interval. The second
event considered is the "Major Storm" with a 100-year recurrence interval.
E. HYDRAULIC CRITERIA
1. The hydraulic analyses of street capacities, inlets, storm drain lines, culverts, and swales are per
the FCSM criteria and provided during Final Plan. The following computer programs and methods
were utilized:
• The storm drain lines were analyzed using Hydraflow Storm Sewer Extension for AutoCAD
Civil3D.
• The inlets were analyzed using the Urban Drainage Inlet and proprietary area inlet
spreadsheets.
• Swales and street capacities were analyzed using the Urban Drainage Channels
spreadsheets.
F. FLOODPLAIN REGULATIONS COMPLIANCE
As previously mentioned, this project is not subject to any floodplain regulations.
G. MODIFICATIONS OF CRITERIA
A variance has been approved to Chapter 7.4 & Chapter 6.4.1 of the Fort Collins Stormwater
Criteria Manual. Those sections state that the LID/WQCV must be added to the 100-yr
detention volume. The approved variance will allow this project to include the LID/WQCV
within the 100-yr detention volume. See Appendix G for additional information.
H. CONFORMANCE WITH WATER QUALITY TREATMENT CRITERIA
City Code requires that 100% of runoff from a project site receive some sort of water quality
treatment. This project proposes to provide the entire water quality treatment with underground
chambers. The chambers, when constructed per Fort Collins regulations, are considered an LID
treatment method. An exhibit is provided in Appendix C detailing treatment areas and methods.
I. CONFORMANCE WITH LOW IMPACT DEVELOPMENT (LID)
The project site will conform with the requirement to treat a minimum of 75% of the project site
using a LID technique. LID treatment will be provided by underground chambers. Please see
Appendix C for LID design information, table, and exhibit(s). Due to the use of underground
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detention, 100% of the onsite and offsite impervious area will be treated using the underground
chamber treatment method.
IV. DRAINAGE FACILITY DESIGN
A. GENERALCONCEPT
1. The main objective of Worthington Storage drainage design is to maintain existing drainage
patterns, while not adversely impacting adjacent properties.
2. There are off-site flows impacting the existing property that are accounted for in the basins
described below.
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. The project site will be divided into two detention areas and analyzed separately. The two
detention areas will tie to the same 15-inch storm drain outfall, and the historic release rate will
be split between the two detention areas. Detention Area 1 will be to the north of the main
building and include Stormtech Basins lA & 1B and Stormtech WQ Basins 1& 2. Detention Area 2
will be to the south of the main building and include Stormtech Basins 2, 3& 4 and Stormtech WQ
Basins 3 & 4.
5. Drainage for the project site has been analyzed using seven (7) drainage sub-basins. The drainage
patterns anticipated for the basins are further described below.
Basin Al
Basin A1 is approximately 0.23 acres and consists of landscaping area and sidewalk in the
northeast corner of the site. An area inlet will collect runoff from this basin. A water quality
weir will be installed, and water quality treatment will be provided for 100% of Basin Al
(StormTech WQ Basin 1). Detention will be provided by StormTech Basin lA & 1B and
StormTech WQ Basin 1& 2 and discharged into the existing 15-inch storm drain outfall.
Basin A2
Basin A2 is approximately 0.31 acres and consists of a portion of the parking lot in the
northeast corner of the site and adjacent landscaping area. Offsite flow from C.A.T lOtn
Filing is conveyed in a concrete pan from the north and collected in a proposed curb inlet.
The inlet will discharge into underground chambers (StormTech WQ Basin 2). A water
quality weir will be installed, and water quality treatment will be provided for 100% of
Basin A2. Detention will be provided by StormTech Basin lA & 1B and StormTech WQ
Basin 1& 2. The detention pond will discharge into the existing 15-inch storm drain
outfall.
Basin B1
Basin A2 is approximately 1.47 acres and consists of a portion of the proposed building
and existing cinema saver building. Runoff from this basin will sheet flow to valley pans in
the center of the proposed private access roads. Flow will be collected by an area inlet and
discharge into underground chambers. Offsite flow from Basin OS2 is conveyed via curb &
gutter and concrete pan from the west and collected in the proposed area inlet. A water
quality weir will be installed, and water quality treatment will be provided for 100% of
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Basin B1 (StormTech WQ Basin 4). Detention will be provided by StormTech Basin 2, 3, & 4,
& StormTech WQ Basin 3& 4.
Basin B2
Basin B2 is approximately 1.14 acres and consists of a portion of the proposed building
and existing cinema saver building. Runoff from this basin will be collected by a proposed
curb inlet along the private access road. A water quality weir will be installed, and water
quality treatment will be provided for 100% of Basin B2 (StormTech Basin WQ 3).
Detention will be provided by StormTech Basin 2, 3, & 4, & StormTech WQ Basin 3& 4.
Basin OSl
Basin OS1 is approximately 1.93 acres. This basin consists ofthe existing Centre for
Advanced Technology lOth Filing development. The basin will maintain historic drainage
patterns from northwest to southeast. Runoff from this basin will sheet flow from the
existing structures and parking lots and collect in an existing concrete pan which will tie
into Basin A2 and discharge into a proposed curb inlet. Water quality treatment will be
provided for 100% of Basin OS1, and detention will be provided by the StormTech
stormwater system.
Basin OS2
Basin OS2 is approximately 1.57 acres and consists of the existing residential buildings
along Shields St and a portion of a private access road along the west side of the site. The
basin will generally maintain historic drainage patterns from the southwest to the
northeast. Runoff from this basin will sheet flow and collect in a proposed area inlet in
Basins B1. Water quality treatment will be provided for 100% of Basin OS2, and detention
will be provided by the StormTech stormwater system.
Basin OS3
Basin OS3 is approximately 0.32 acres and consists of Worthington Circle. The basin will
generally maintain historic drainage patterns. Runoff from this basin will collect in the
existing curb and gutter and discharge into a type R inlet at the north corner of the project
site. Water quality treatment will be provided for 100% of Basin OS3, and detention will be
provided by the StormTech stormwater system.
A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of this
re po rt.
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B. SPECIFIC DETAILS
1. The Worthington Self Storage project will be utilizing Stormtech chambers to fullfill the detention
and treatment requirements. Worthington Self Storage will be providing 100% WQCV using LID
measures. Per the approved variance to the detention and water quailty volume (Appendx G), the
Detention and WQCV are not additive. The detention volumes shown in table 1 include the
required WQCV for each detention area.
Detention Summary
Design
Combined
Required Design Design WQCV &
Detention Detention WQCV Detention Release
Volume Volume Required Volume Design Rate
Description (ft3) (ft3)"* WQCV (ft3) (ft3) Total (ft3)** (cfs)
Detention Area 1 26,501 26,522 2,072 4,038 26,522 0.75
Detention Area 2 39,826 40,515 3,147 5,704 40,515 1.16
Totals 66,327 67,037 5,219 9,742 67,037 1.91
Existing -- -- -- -- -- 1.91
Note: **The WQVC is included within the Detention Volume, not added. The Design Combined WQVC & Detention
volume will equal the Detention volume shown in the table.
Table 1: Detention & WQCV Summary
CONCLUSIONS
C. COMPLIANCE WITH STANDARDS
1. The proposed drainage design for the Worthington Self Storage complies with the City of Fort
Collins Stormwater Criteria Manual.
2. The drainage design proposed complies with the City of Fort Collins' Master Drainage Plan forthe
Spring Creek Basin.
3. The proposed drainage design complies with the Master Drainage Plan for the existing Centre for
Advanced Technology Development (CAT).
4. There are no regulatory floodplains associated with the development
5. The drainage plan and stormwater measurements proposed with Worthington Self Storage are
compliant with all applicable State and Federal regulations.
D. DRAINAGE CONCEPT
1. The drainage design proposed with this project will effectively limit any potential damage or
erosion associated with its stormwater runoff. All existing downstream drainage facilities are
expected to not be impacted negatively by this development.
2. The Worthington Storage project will maintain the release rate per the CAT 16th Filing Drainage
Report. The existing drainage design has been updated to current City of Fort Collins Standards.
3. This project site provides 100% water quailty treatment through underground chambers. The site
meets the requirements set forth by the City of Fort Collins for Low Impact Development (LID) by
providing 100%total impervious area beingtreated through LID treatment.
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4. The drainage design will bring the project site and immediate offsite areas into compliance with
the current Fort Collins water quality and LID standards.
V. REFERENCES
1. City of Fort Collins Landscape Design Guidelines for Stormwater and Detention Facilities, November
5, 2009, BHA Design, Inc. with City of Fort Collins Utility Services.
2. Final Drainage and Erosion Control Study for Cinema Savers Centre for Advanced Technology
Sixteenth Filin�., RBD, Inc., Fort Collins, Colorado, March 22, 1994.
3. Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, as adopted by Ordinance No.
159, 2018, and referenced in Section 26-500 of the City of Fort Collins Municipal Code.
4. Soils Resource Report for Larimer County Area, Colorado, Natural Resources Conservation Service,
United States DepartmentofAgriculture.
5. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control District,
Wright-McLaughlin Engineers, Denver, Colorado, Revised Apri12008.
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NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: WORTHINGTON SELF STORAGE
FORT COLLINS � GREELEY APPENDIX
� NORTHERN
ENGINEERING
1 • ' 1 ' • • � � •
Percent
Charatter of Surfate: Runoff Coefficientl Imperviousl Project: Worthington Storage
Streets, Parking Lots, Roofs, Alleys, and Drives: Location: Fort Collins
Asphalt, Concrete 0.95 100% Calc. By: M. Ruebel
Rooftop 0.95 90% Date: March 7, 2023
Residential: High Density 0.85 90%
Residential: Low Density 0.55 50%
Lawns and Landscaping:
Undeveloped: Greenbelts, Agriculture 0.20 2% • �� • �-
LdWns, Cldyey SOII, Flat Slope < 2% 0.20 2% 2) Composite Runoff Coefficient adjusted perTable 3.2-3 of the Fort Collins
USDA S01 L TYPE: C 1) Runoff coefficients per Tables 3.2-1 & 3.2 of the FCSM. Percent impervious per Tables 4.1-2 & 4.1-3 of the FCSM. Stormwater Manual (FCSM).
� • � . • •
:. � :. � � • . • '�• •• '•• •• '- ► ��
:. 1 • • •�- '� •�- '�
• • • �� • 11 11 11
� �
A1 10,174 0.23 0 844 844 0.02 0 0.00 9,330 0.21 10% 0.26 0.26 0.26 0.33
A2 13,706 0.31 8651 364 9015 0.21 775 0.02 3,916 0.09 71% 0.74 0.74 0.74 0.92
B1 63,888 1.47 26032 3983 30015 0.69 25,663 0.59 8,210 0.19 83% 0.85 0.85 0.85 1.00
B2 49,771 1.14 14736 3227 17963 0.41 26,543 0.61 5,265 0.12 84% 0.87 0.87 0.87 1.00
Offsite Basins
OS1 84,018 1.93 46681 0 46681 1.07 10,987 0.25 26,350 0.60 68% 0.71 0.71 0.71 0.89
OS2 68,407 1.57 12776 0 12776 0.29 7,812 0.18 47,819 1.10 30% 0.43 0.43 0.43 0.53
OS3 14,104 0.32 10004 1405 11409 0.26 0 0.00 2,695 0.06 81% 0.81 0.81 0.81 1.00
Combined Basins
Detention Area 1
(A1,A2,OS1, OS3) 122,002 2.80 65336 2613 67949 1.56 11,762 0.27 42,291 0.97 65% 0.69 0.69 0.69 0.86
(A2, OS1) 97,724 2.24 55332 364 55696 1.28 11,762 0.27 30,266 0.69 68% 0.72 0.72 0.72 0.90
Detention Area 2
(B1,B2,OS2) 182,065 4.18 53544 7210 60754 1.39 60,018 1.38 61,293 1.41 64% 0.70 0.70 0.70 0.87
(B1, OS2) 132,295 3.04 38808 3983 42791 0.98 33,475 0.77 56,029 1.29 56% 0.63 0.63 0.63 0.79
ALL BASINS
(A1,A2,B1,B2,OS1,0
S2,OS3) 304,067 6.98 118880 9823 128703 2.95 71,780 1.65 103,584 2.38 64% 0.69 0.69 0.69 0.87
� NORTHERN
ENGINEERING
1 • ' 1 • • ' � • • • � •
Overland Flow, Time of Concentration: Maximum Tc: Project: Worthington Storage
Location: Fort Collins
1.87(1.1 - C* Cf )� (Equation 3.3-2 per Fort Collins Tc = L+ 10 (Equation 3.3-5 per Fort Collins
T� - Calculations B M. Ruebel
` S1/3 Stormwater Manual) 180 Stormwater Manual) y'
Date: March 7, 2023
Channelized Flow, Velocity: Channelized Flow, Time of Concentration:
1.49 2�3 * E uation 5-4 er Fort Collins L (Equation 5-5 per Fort Collins
V= n*R � ( q p ) Tt=V*60
Where: V= Velocity (ft/sec) WP = Wetted Perimeter (ft) �-
n= Roughness Coefficient 1) Add 5000 to all efevations. flow. Assume a water depth of 1', fixed side slopes, and a triangufar
2) Per Fort Coflins Stormwater Manuaf, minimum Tc =5 min. swafe section for grass channelized flow. Assume a water depth of 1', 4:1
R= Hydraulic Radius (feet) 3) Assume a water depth of 6" and a typical curb and gutter per Larimer side slopes, and a 2' wide valley pan for channelized flow in a valley pan.
County Urban Street Standard Detail 701 for curb and gutter channefized
S = Longitudinal Slope, feet/feet
Overland Flow Channelized Flow Time of Concentration
�- . . . . .
. .
� ..- ..- ��
�. - � �� • - � � � ��
�, �,
.
al A1 20 2.00% 5.56 5.56 5.13 90 2.00% Swale (8:1) 0.04 8.00 16.12 0.50 3.30 0.45 10.61 6.02 6.02 6.02 6.02 5.58 5.58
a2 A2 35 2.00% 320 3.20 1.58 108 0.50% Valley Pan 0.02 6.00 10.25 0.59 4.92 0.37 10.79 3.56 5.00 3.56 5.00 1.95 5.00
bl B1 12 2.00% 1.27 1.27 0.51 260 0.50% Valley Pan 0.02 6.00 10.25 0.59 4.92 0.88 11.51 2.15 5.00 2.15 5.00 1.40 5.00
b2 B2 150 2•00% 4.17 4.17 1.82 76 0.50% Gutter 0.02 3.61 19.18 0.19 1.73 0.73 11.26 4.90 5.00 4.90 5.00 2.55 5.00
Offsite Basins
osl OSl 160 2.00% 7.23 7.23 3.88 190 1.00% Valley Pan 0.02 6.00 10.25 0.59 6.95 0.46 11.94 7.69 7.69 7.69 7.69 4.33 5.00
os2 OS2 150 1.33% 14.04 14.04 11.83 190 3.79% Gutter 0.02 3.61 19.18 0.19 6.35 0.50 11.89 14.54 11.89 14.54 11.89 12.32 11.89
os3 OS3 2p 2.00% 1.95 1.95 0.66 340 1.00% Gutter 0.02 3.61 19.18 0.19 3.26 1.74 12.00 3.68 5.00 3.68 5.00 2.40 5.00
Combined Basins
a Detention Area 1(A1,A2,OS1, OS3) 160 2.00% 7.70 7.70 4.46 190 1.00% Gutter 0.02 3.61 19.18 0.19 2.45 1.29 11.94 8.99 8.99 8.99 8.99 5.75 5.75
a2 (A2, OS1) 160 2.00% 7.18 7.18 3.81 190 0.50% Valley Pan 0.02 6.00 10.25 0.59 3.69 0.86 11.94 8.04 8.04 8.04 8.04 4.67 5.00
b Detention Area 2(B1,B2,OS2) 150 1.33% 8.38 8.38 4.75 190 3.79% Gutter 0.02 3.61 19.18 0.19 4.77 0.66 11.89 9.05 9.05 9.05 9.05 5.42 5.42
bl (B1, OS2) 150 1.33% 9.74 9.74 6.45 190 3.79% Gutter 0.02 3.61 19.18 0.19 4.77 0.66 11.89 10.40 10.40 10.40 10.40 7.11 7.11
NORTHERN
ENGINEERING
2ational Equation: Q= CiA (Equation 6-1 per MHFD) Project: Worthington Storage
ntensity, I, from Fig. 3.4.1 Fort Collins Stormwater Manual. Location: Fort Collins
Calc. By: M. Ruebel
Date: March 7, 2023
�- • Tc (Min) Runoff C Intensity (in/hr) Flow (cfs)
'' � �� � �� � �� • • � • ��
31 A1 0.23 6.0 6.0 5.6 0.3 0.3 0.3 2.7 4.6 9.6 0.2 0.3 0.7
�2 A2 0.31 5.0 5.0 5.0 0.7 0.7 0.9 2.9 4.9 10.0 0.7 1.1 2.9
�1 B1 1.47 5.0 5.0 5.0 0.9 0.9 1.0 2.9 4.9 10.0 3.6 6.1 14.6
�2 B2 1.14 5.0 5.0 5.0 0.9 0.9 1.0 2.9 4.9 10.0 2.8 4.8 11.4
)ffsite Basins
>sl OS1 1.93 7.7 7.7 5.0 0.7 0.7 0.9 2.5 4.2 10.0 3.4 5.8 17.1
�s2 OS2 1.57 11.9 11.9 11.9 0.4 0.4 0.5 2.1 3.6 7.3 1.4 2.4 6.1
�s3 OS3 0.32 5.0 5.0 5.0 0.8 0.8 1.0 2.9 4.9 10.0 0.7 1.3 3.2
:ombined Basins
a Detention Area 1 2.80 9.0 9.0 5.8 0.7 0.7 0.9 2.4 4.0 9.6 4.5 7.8 23.3
32 (A2, OS1) 2.24 8.0 8.0 5.0 0.7 0.7 0.9 2.4 4.1 10.0 3.9 6.6 20.0
� Detention Area 2 4.18 9.0 9.0 5.4 0.7 0.7 0.9 2.3 3.9 10.0 6.7 11.5 36.3
�1 (B1, OS2) 3.04 10.4 10.4 7.1 0.6 0.6 0.8 2.2 3.8 8.8 4.2 7.3 21.1
FORT COLLINS STORMWATER CRITERIA MANUAL
Hydrology Standards (Ch. 5)
3.0 Rational Method
Table 3.4-1. IDF Table for Rational Method
Duration
Intensity Intensity Intensity
(min) 2'Year 10-year 100-year
(in/hr) (in/hr) (in/hr)
5 2.85 4.87 9.95
6 2.67 4.56 9.31
7 2.52 4.31 8.80
8 2.40 4.10 8.38
9 2.30 3.93 8.03
10 2.21 3.78 7.72
11 2.13 3.63 7.42
12 2.05 3.50 7.16
13 1.98 3.39 6.92
14 1.92 3.29 6.71
15 1.87 3.19 6.52
16 1.81 3.08 6.30
17 1.75 2.99 6.10
18 1.70 2.90 5.92
19 1.65 2.82 5.75
20 1.61 2.74 5.60
21 1.56 2.67 5.46
22 1.53 2.61 5.32
23 1.49 2.55 5.20
24 1.46 2.49 5.09
25 1.43 2.44 4.98
26 1.4 2.39 4.87
27 1.37 2.34 4.78
28 1.34 2.29 4.69
29 1.32 2.25 4.60
30 1.30 2.21 4.52
31 1.27 2.16 4.42
32 1.24 2.12 4.33
33 1.22 2.08 4.24
34 1.19 2.04 4.16
35 1.17 2.00 4.08
36 1.15 1.96 4.01
37 1.16 1.93 3.93
38 1.11 1.89 3.87
�L t���
Duration
Intensity Intensity Intensity
(min) 2'Year 10-year 100-year
(in/hr) (in/hr) (in/hr)
39 1.09 1.86 3.8
40 1.07 1.83 3.74
41 1.05 1.80 3.68
42 1.04 1.77 3.62
43 1.02 1.74 3.56
44 1.01 1.72 3.51
45 0.99 1.69 3.46
46 0.98 1.67 3.41
47 0.96 1.64 3.36
48 0.95 1.62 3.31
49 0.94 1.6 3.27
50 0.92 1.58 3.23
51 0.91 1.56 3.18
52 0.9 1.54 3.14
53 0.89 1.52 3.10
54 0.88 1.50 3.07
55 0.87 1.48 3.03
56 0.86 1.47 2.99
57 0.85 1.45 2.96
58 0.84 1.43 2.92
59 0.83 1.42 2.89
60 0.82 1.4 2.86
65 0.78 1.32 2.71
70 0.73 1.25 2.59
75 0.70 1.19 2.48
80 0.66 1.14 2.38
85 0.64 1.09 2.29
90 0.61 1.05 2.21
95 0.58 1.01 2.13
100 0.56 0.97 2.06
105 0.54 0.94 2.00
110 0.52 0.91 1.94
115 0.51 0.88 1.88
120 0.49 0.86 1.84
3.4 Intensity-Duration-Frequency Curves for Rational Method
Page 8
FORT COLLINS STORMWATER CRITERIA MANUAL
Hydrology Standards (Ch. 5)
3.0 Rational Method
Figure 3.4-1. Rainfall IDF Curve — Fort Collins
io.00
9.00
8.00
7.00
�
0
� 6.00 —
N
d
L
C
�+ 5.� '
C `
Ol \
C �
R `
w 4.00 �
c �
� \
\�
3.00 : � —
� ��`
� �
♦ �
♦ ���
2.00 . _ ��` ���``
� �
��� �����
_ �� "���
_ _ �� ����
1.00 _ ._ _._ —._. . ` �"���r������� ______�����������������.
0.00 .
0 10 20 30 40 50 60 70 80 90 100 110 120
Storm Duration (minutes)
c�tyof 3.4 Intensity-Duration-Frequency Curves for Rational Method
F�t� Page 9
NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: WORTHINGTON SELF STORAGE
FORT COLLINS � GREELEY APPENDIX
INLET CALCULATIONS
NNORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: WORTHINGTON SELF STORAGE
FORT COLLINS � GREELEY APPENDIX
I • I I •
Project #: 1853-001
Project Name: Worthington Storage
Project Loc.: Fort Collins, Colorado
. � ...
2-Year 30-Year 300-Year
Inlet Basins / Design Notes Type Design Upstream Total Allowable Design Upstream Total Allowable Design Upstream Total Allowable
Overflow Overflow Overflow
Flowrate Flowrate Flowrate Flowrate Flowrate Flowrate Flowrate Flowrate Flowrate Flowrate Flowrate Flowrate
Inlet C3 Designed for Basins A2 & OSl. Triple Combination 3.90 cfs 0.00 cfs 3.90 cfs 10.50 cfs 0.00 cfs 6.60 cfs 0.00 cfs 6.60 cfs 22.20 cfs 0.00 cfs 20.00 cfs 0.00 cfs 20.00 cfs 22.20 cfs 0.00 cfs
Inlet D3 Designed for Basin A1 FC Single Area Inlet 0.20 cfs 0.00 cfs 0.20 cfs 5.11 cfs 0.00 cfs 0.30 cfs 0.00 cfs 0.30 cfs 5.11 cfs 0.00 cfs 0.70 cfs 0.00 cfs 0.70 cfs 5.11 cfs 0.00 cfs
Inlet D4 Designed for Basin OS3. 5' Type-R 0.70 cfs 0.00 cfs 0.70 cfs 5.40 cfs 0.00 cfs 1.30 cfs 0.00 cfs 1.30 cfs 10.70 cfs 0.00 cfs 3.20 cfs 0.00 cfs 3.20 cfs 10.70 cfs 0.00 cfs
Inlet E3 Designed for Basin B2. Double Combination 2.80 cfs 0.00 cfs 2.80 cfs 5.30 cfs 0.00 cfs 4.80 cfs 0.00 cfs 4.80 cfs 15.10 cfs 0.00 cfs 11.40 cfs 0.00 cfs 11.40 cfs 15.10 cfs 0.00 cfs
Inlet F2-1 Designed for Basins Bl & 052. Quad Type 13 Inlet 4.20 cfs 0.00 cfs 4.20 cfs 19.27 cfs 0.00 cfs 7.30 cfs 0.00 cfs 7.30 cfs 21.55 cfs 0.00 cfs 21.10 cfs 0.00 cfs 21.10 cfs 21.55 cfs 0.00 cfs
MHFD-Inlet I/ersion 5. DI A �il 2021
� • �C �'� •' • ` • ' • � . • �
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Project: Worthington Self Storage
Inlet ID: Inlet C3
� .,.. � r,m.�. i
�.
sTnccr
CRpWN
rum Allowable Width for Spread Behind Curb
Slope Behind Curb (leave blank for no conveyance credit behind curb)
iing's Roughness Behind Curb (typically between 0.012 and 0.020)
of Curb at Gutter Flow Line
�,e from Curb Face to Street Crown
Width
Transverse Slope
Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)
Longitudinal Slope - Enter 0 for sump condition
ig's Roughness for Street Section (typically between 0.012 and 0.020)
TBACK - IB.O R
SBACK - O.OSO ft�ft
�ena = 0.012
Hcuae = 6.00 inches
TcaowN = 24.0 ft
W = 2.00 ft
Sx = 0.020 ft/ft
SW = 0.083 ft/ft
So = 0.000 ft/ft
n�� = 0.012
Allowable Spread for Minor & Major Storm
Allowable Depth at Gutter Flowline for Minor & Major Storm
< boxes are not applicable in SUMP conditions
INOR STORM Allowable Capacity is based on Depth Criterion
NOR STORM Allowable Capaciry is based on Depth Criterion
Minor Storm Major Storm
TMax = 15.0 15.0 ft
dMax = 6.0 12.0 inches
' r
Minor Storm Major Storm
Qaiio„, = SUMP SUMP cfs
MHFD-Inlet v5.01.xlsm, Inlet C3 3/7/2023, 6:53 PM
1 � • � 1 • � •
MHFD-Inlet, �ersion 5.01 (Ap�il ZOZi)
�Lo (C)�
H-Curb
H-Vert —
Wo
Wp
W
�
�o (G)
.. _..._...__._.
of Inlet CDOT Twe R Curb Openinq
Depression (additional to continuous gutter depression 'a' from above)
�er of Unit Inlets (Grate or Curb Opening)
� Depth at Flowline (outride of local depression)
:h of a Unit Grate
i of a Unit Grate
Opening Ratio for a Grate (typical values 0.15-0.90)
iing Fador for a Single Grate (typical value 0.50 - OJO)
� Weir Coefficient (typical value 2.15 - 3.60)
� Orifice Coefficient (typical value 0.60 - 0.80)
th of a Unit Curb Opening
it of Vertical Curb Opening in Inches
it of Curb Orifice Throat in Inches
� of Throat (see USDCM Figure ST-5)
Width for Depression Pan (typically the gutter width of 2 feet)
3ing Fador for a Single Curb Opening (typical value 0.10)
Opening Weir Coefficient (typical value 23-3.7)
Opening Orifice Coefficient (typical value 0.60 - OJO)
Type =
aio�ai =
No =
Ponding Depth =
� ��) _
Wo =
A.ano =
�r iG) _
G, (�) _
� ��) _
� ��) _
H�ert =
Hm,oae =
Theta =
Wo =
�r«)=
Cw (C) _
� (�) _
ifor Grate Midwidth
i for Curb Opening Weir Equation
�ination Inlet Performance Reduction Factor for Long Inlets
Opening Performance Reduction Factor for Long Inlets
�d Inlet Performance Reduction Factor for Long Inlets
Inlet Interception Capaciry (assumes clogged condition)
MINOR MAIOR
d�,a�e = N/A N/A ft
dc,,,b = 033 0.58 ft
RFcomb��oae�oo = 0.57 0.85
RF��,b = 0.93 1.00
RF�,a�e = N/A N/A
����
Qa =
O�.erride Depths
MHFD-Inlet v5.01.xlsm, Inlet C3 3/7/2023, 6:53 PM
� NORTHERN
ENGINEERING
nlet Name: Inlet D3
_0-Year Design Flow (cfs) 0.30
_00-Year Design Flow (cfs) 0.70
Project: 1853-001
Location: Worthington Self Stora
Calc. By: M. Ruebel
At low flow dephs, 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:
' where A equa(s the open area of the inlet grate
' where H corresponds to the depth of water above the centroid of the cross-sectional area
(A).
Q = 3.OPH1.s
Q = 0.67A(2gH)o.s
12.00
10.00
N 8.00
w
u
� 6.00
L
lC
L
ni 4.00
0
2.00
0.00
0.00
0.20 0.40 0.60 0.80
Stage (ft)
H > 1.792 (A/Pl. then the
pe of Grate:
ngth of Grate (ft)
dth of Grate (ft):
Depth Above Inlet (ft)
0.00
0.10
0.17
0.27
0.37
0.47
0.57
0.64
0.67
0.77
0.87
0.97
tes like an orifice: otherwise it ooerates like a weir.
Fort Collins Area Inlet
1.98
1.35
Elevation
(ft)
5,051.53
5,051.63
5,051.70
5,051.80
5,051.90
5,052.00
5,052.10
5,052.17
5,052.20
5,052.30
5,052.40
5,052.50
Open Area of Grate (ft2)
Rim Elevation (ft):
Reduction Factor:
Shallow Weir Orifice Flow
Flow (cfs) (cfs)
0.00 0.00
0.32 2.27
0.70 2.96
1.40 3.73
2.25 4.37
3.22 4.92
4.30 5.42
5.11 5.75
5.48 5.88
6.75 6.30
8.11 6.70
9.54 7.07
1.00
_
2.67
5,051.53
0.50
Actual Flow
Notes
(cfs)
0.00
0.32 10-Yea r Storm
0.70 100-Year Storm
1.40
2.25
3.22
4.30
5.11 Overflow into Street
5.48
6.75
6.70
7.07
1.20
NORTHERNENGINEERING.COM � 970.221.4158
FORTCOLLINS � GREELEY
Stage - Discharge Curves
MHFD-Inlet I/ersion 5. DI A �il 2021
� • �C �'� •' • ` • ' • � . • �
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Project: Worthington Self Storage
Inlet ID: Inlet D4
i .,.. i t,m.�. i
�.
sTnccr
CRpWN
rum Allowable Width for Spread Behind Curb
Slope Behind Curb (leave blank for no conveyance credit behind curb)
iing's Roughness Behind Curb (typically between 0.012 and 0.020)
of Curb at Gutter Flow Line
�,e from Curb Face to Street Crown
Width
Transverse Slope
Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)
Longitudinal Slope - Enter 0 for sump condition
ig's Roughness for Street Section (typically between 0.012 and 0.020)
TBACK - SS.7 R
SBACK - fUft
�ena = 0.020
Hcuae = 6.00 inches
TcaowN = 15.7 ft
W = 2.00 ft
Sx = 0.042 ft/ft
SW = 0.083 ft/ft
So = 0.000 ft/ft
n�� = 0.012
Allowable Spread for Minor & Major Storm
Allowable Depth at Gutter Flowline for Minor & Major Storm
< boxes are not applicable in SUMP conditions
INOR STORM Allowable Capacity is based on Depth Criterion
NOR STORM Allowable Capaciry is based on Depth Criterion
Minor Storm Major Storm
TMax = 15.0 15.0 ft
dMax = 6.0 12.0 inches
' r
Minor Storm Major Storm
Qaiio„, = SUMP SUMP cfs
1 � • � 1 • � •
MHFD-Inlet, �ersion 5.01 (Ap�il ZOZi)
�Lo (C)�
H-Curb
H-Vert —
Wo
Wp
W
�
�o (G)
.. _..._...__._. .
of Inlet CDOT Type R Curb Opening
Depression (additional to continuous gutter depression 'a' from above)
�er of Unit Inlets (Grate or Curb Opening)
� Depth at Flowline (outride of local depression)
:h of a Unit Grate
i of a Unit Grate
Opening Ratio for a Grate (typical values 0.15-0.90)
iing Fador for a Single Grate (typical value 0.50 - OJO)
� Weir Coefficient (typical value 2.15 - 3.60)
� Orifice Coefficient (typical value 0.60 - 0.80)
th of a Unit Curb Opening
it of Vertical Curb Opening in Inches
it of Curb Orifice Throat in Inches
� of Throat (see USDCM Figure ST-5)
Width for Depression Pan (typically the gutter width of 2 feet)
3ing Fador for a Single Curb Opening (typical value 0.10)
Opening Weir Coefficient (typical value 23-3.7)
Opening Orifice Coefficient (typical value 0.60 - OJO)
Type =
aio�ai =
No =
Ponding Depth =
� ��) _
Wo =
A.ano =
�r iG) _
G, (�) _
� ��) _
� ��) _
H�ert =
Hm,oae =
Theta =
Wo =
�r«)=
Cw (C) _
� (�) _
ifor Grate Midwidth
i for Curb Opening Weir Equation
�ination Inlet Performance Reduction Factor for Long Inlets
Opening Performance Reduction Factor for Long Inlets
�d Inlet Performance Reduction Factor for Long Inlets
MINOR MAIOR
d�,a�e = N/A N/A ft
dc,,,b = 033 0.58 ft
RFcomb��oae�oo = 0.77 1.00
RF��,b = 1.00 1.00
RF�,a�e = N/A N/A
Override Depths
Inlet Interception Capaciry (assumes clogged condition) Qa =
CaoaeiN IS GOOD for Minor and Maior Storms!>O PEAKI QaeaKaeouiaeo =
MHFD-Inlet �ersion 5.01 A ril ZOZI
� � � C �' � �' � � � ' � : . � •
(Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread)
Project: Worthington Self Storage
Inlet ID: Inlet E3
r rw ,
r. T„ I
__" W µ�J
� �
srR�r
a a cRowN
t _ -- � 5�
e �,
mum Allowable Width for Spread Behind Curb
Slope Behind Curb (leave blank for no conveyance credit behind curb)
iing's Roughness Behind Curb (rypically between 0.012 and 0.020)
of Curb at Gutter Flow Line
:e from Curb Face to Street Crown
Width
Transverse Slope
Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)
Longitudinal Slope - Enter 0 for sump condition
ig's Roughness for Street Sedion (typically between 0.012 and 0.020)
Allowable Spread for Minor & Major Storm
Allowable Depth at Gutter Flowline for Minor & Major Storm
< boxes are not applicable in SUMP conditions
STORM Allowable Capacity Is based on Depth Qiterion
STORM Allowable Capacity is based on Depth G�iterion
Tana = 13.0 ft
SsacK = 0.020 ft/ft
�aecK = 0.012
Hcuae = 6.00 inches
TcaowN = 15.0 ft
W = 2.00 ft
Sx = 0.020 ft/ft
Sw = 0.083 ft/ft
Sa = 0.000 ft/ft
�sraEEr = 0.012
Minor Storm Ma'or Storm
TMax = 15.0 15.0 ft
dnnx = 6.0 12.0 inches
Minor Storm Ma�or Storm
Qanow = SUMP SUMP cfs
MHFD-Inlet v5.01.xism, Inlet E3 4/25/2023, 1023 PM
. . �• . � . �
MHFD-Inlet, �ersion 5.01 (April ZOZI)
Lo (C)
I H-Curb
H-Vert - - - - - - -
-- - . � _.. - -
, ._ � ... Wo --
\n/P ..,..._.. �. . _ -__� _
_
W
� _ _ �o �G)
yof Inlet �� I CDOT/Denver 13 Combination
I Depression (additional to continuous gutter depression 'a' from above)
ber of Unit Inlets (Grate or Curb Opening)
�r Depth at Flowline (outside of local depression)
:h of a Unit Grate
i of a Unit Grate
Opening Ratio for a Grate (typical values 0.15-0.90)
�ing Factor for a Single Grate (typical value 0.50 - 0.70)
� Weir Coefficient (typical value 2.15 - 3.60)
� Orifice Coefficient (typical value 0.60 - 0.80)
th of a Unit Curb Opening
�t of Vertical Curb Opening in Inches
it of Curb Orifice Throat in Inches
__ of Throat (see USDCM Figure ST-5)
Width for Depression Pan (typically the gutter width of 2 feet)
3ing Fador for a Single Curb Opening ([ypical value 0.10)
Opening Weir Coefficient (typical value 23-3.7)
Opening Orifice Coeffcient (typical value 0.60 - OJO)
� for Grate Midwidth
i for Curb Opening Weir Equation
�ination Inlet Performance Reduction Factor for Long Inlets
Opening Performance Reduction Factor for Long Inlets
�d Inlet Performance Reduction Factor for Long Inlets
Inlet Interception Capacity (assumes clogged condition)
Capacity IS GOOD for Minor and Major Storms(>
Type = WOT/Derner 13 Combination
aio�i = Z.00 inches
No = 2
Ponding Depth = 6.0 9.0 inches
MINOR MAJOR I� Override Depths
Lq (G) = 3.00 feet
Wo = 1.73 feet
Ara�m = 0.43
Cf (G) = 0.50 0.50
Cn, (G) = 330
Co (G) = 0.60
MINOR MAJOR
lq (C) = 3.00 feet
H�ert = 6.50 inches
H�„oa� = 5.25 inches
Theta = 0.00 degrees
WP = 2.00 feet
Cf(C) = 0.10 0.10
CN, (C) = 3.70
Co (C) = 0.66
MINOR MA70R
d�,a�e = 0523 0.773 ft
dc��b = 033 0.58 ft
RFcomnmano� = 0.71 1.00
RF�,,,b = 1.00 1.00
RF�,a�e = 0.71 1.00
Qa =
RED -
MINOR MAJOR
MHFD-Inlet v5.01.xism, Inlet E3 4/25/2023, 1023 PM
� NORTHERN
ENGINEERING
Inlet Name: Inlet F2-1 Project: 1853-001
10-Year Design Flow (cfs) 7.30 Location: Worthington Self Stora
100-Year Desi�n Flow (cfsl 21.10 Calc. Bv: M. Ruebel
At lowflow dephs,the inlet will act like a weir governed bythe followingequation:
' whereP=2(L+W)
" where H correspondsto the depth ofwater above the flowline
At higherflow depths,the inletwill act like an orifice governed by the followingequation:
' where A equals the open area of the inlet grate
' where H correspondsto the depth of water above the centroid of the cross-sectional area (A).
Q = 3.OPH1.s
Q = 0.67A(2gH)o.s
160.00
140.00
120.00
w 100.00
�
� 80.00
�
�
� 60.00
�
� 40.00
20.00 -
0.00
0.00
0.50
��
Stage (ft)
1.50
2.00
2.50
If H> 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir.
�
Type of Grate: Quad CDOT Type 13 Inlet Open Area of Grate (ftZ)
Length of Grate (ft): 13.08 Rim Elevation (ft):
Width of Grate (ft): 1.875 Reduction Factor:
Depth Above Inlet (ft)
0.00
0.20
0.40
0.60
0.80
1.00
1.20
1.40
1.60
1.80
2.00
2.20
Stage - Discharge Curves
Elevation
051.69
051.89
052.09
052.29
052.49
052.69
052.89
053.09
053.29
053.49
053.69
053.89
Shallow Weir Orifice Flow
Flow (cfs) (cfs)
0.00 0.00
4.01 29.48
11.35 41.69
20.86 51.06
32.11 58.96
44.87 65.92
58.99 72.21
74.33 77.99
90.82 83.38
108.37 88.44
126.92 93.22
146.43 97.77
24.53
5,051.69
0.50
Actual Flow
Notes
(cfs)
0.00
4.01 2_Year Storm
11.35
20.86 100-Year Storm
32.11
44.87
58.99
74.33
83.38
88.44
93.22
97.77
NORTHERNENGINEERING.COM � 970.221.4158
FORT COLLINS � GREELEY
STORM SEWER CALCULATIONS (100-YEAR)
NNORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS � GREELEY APPENDIX
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 -(145) 1.91 15 Cir 122.240 5044.17 5044.84 0.548 5044.72 5045.39 0.21 5045.39 End Manhole
2 Pipe -(112) 1.20 15 Cir 78.010 5044.94 5045.08 0.180 5045.49 5045.63 0.03 5045.67 1 Manhole
3 Pipe -(113) 120 15 Cir 57.535 5045.08 5045.19 0.191 5045.67 5045.75 0.08 5045.83 2 Manhole
4 Pipe -(114) 1.20 15 Cir 37.205 5045.19 5045.26 0.188 5045.83 5045.86 0.06 5045.92 3 Manhole
5 Pipe -(114) (1) 120 15 Cir 40.682 5045.26 5045.33 0.173 5045.92 5045.96 0.06 5046.01 4 Manhole
6 Pipe -(115) 1.20 15 Cir 64.362 5045.33 5045.45 0.187 5046.01 5046.07 0.06 5046.13 5 Manhole
7 Pipe -(53) 0.71 15 Cir 20.130 5044.94 5044.98 0.199 5045.39 5045.41 0.06 5045.47 1 Manhole
Project File: St01"I71 A, Storm B Number of lines: 7 Run Date: 2/2/2024
NOTES: Return period = 100 Yrs.
Storm Sewers v2023.00
Storm Sewer Tabulation Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap el Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (fUs) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 122240 0.00 0.00 0.00 0.00 0.00 0.0 4.7 0.0 1.91 5.18 3.67 15 0.55 5044.17 5044.84 5044.72 5045.39 5046.44 5052.45 Pipe -(145)
2 1 78.010 0.00 0.00 0.00 0.00 0.00 0.0 3.4 0.0 1.20 2.97 2.29 15 0.18 5044.94 5045.08 5045.49 5045.63 5052.45 5052.01 Pipe -(112)
3 2 57.535 0.00 0.00 0.00 0.00 0.00 0.0 2.4 0.0 1.20 3.06 2.19 15 0.19 5045.08 5045.19 5045.67 5045.75 5052.01 5053.29 Pipe -(113)
4 3 37.205 0.00 0.00 0.00 0.00 0.00 0.0 1.8 0.0 1.20 3.03 1.98 15 0.19 5045.19 5045.26 5045.83 5045.86 5053.29 5052.78 Pipe -(114)
5 4 40.682 0.00 0.00 0.00 0.00 0.00 0.0 1.1 0.0 1.20 2.91 1.89 15 0.17 5045.26 5045.33 5045.92 5045.96 5052.78 5052.83 Pipe -(114) (1)
6 5 64.362 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 1.20 3.02 1.87 15 0.19 5045.33 5045.45 5046.01 5046.07 5052.83 5052.42 Pipe -(115)
7 1 20.130 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.71 3.12 1.83 15 0.20 5044.94 5044.98 5045.39 5045.41 5052.45 5052.45 Pipe -(53)
Project File: St01'171 A, Storm B Number of lines: 7 Run Date: 2/2/2024
NOTES:Intensity = 127.16 /(Inlet time + 17.80) ^ 0.82; Return period =Yrs. 100 ; c= cir e= ellip b= box
Storm Sewers v2023.00
Storm Sewer Profile
Proj. file: I Storm A
� � �
o = �� o
��� 5 ��
Elev. (ft)
5062.00
5058.00
5054.00
5050.00
5046.00
5042.00
0
10 20 30 40 50 60 70 80
HGL EGL Reach (ft)
�7i7:3►�i7
5058.00
5054.00
5050.00
5046.00
5042.00
90 100
Storm Sewers
Storm Sewer Profile
Proj. file: Storm B
�
.�.+ C
� � —
�.
Elev. (ft)
5061.00
5057.00
5053.00
5049.00
5045.00
5041.00
0
50 100 150 200 250 300 350 400
HGL EGL Reach (ft)
�iZc�i � �
5057.00
5053.00
5049.00
5045.00
5041.00
450
Storm Sewers
m �.n cfl
� 7 N 7 7 � 7 7 7
��„� c �_� c � n,� c �,.,� � �..,� c �,.��
Storm Sewers v2023.00
Hydraflow Storm Sewers Extension for Autodesk0 Civil 3D0 Plan
Storm Sewer Profile
Proj. file: Storm C.stm
@ � N
� 7 7
� � C C NO � � aDO
.�. OD _ _ J CO . _ . _ J � _
Elev. (ft)
5058.00
5055.00
5052.00
5049.00
5046.00
5043.00
0
10 20 30 40 50
HGL EGL Reach (ft)
5058.00
5055.00
5052.00
5049.00
5046.00
5043.00
60 70 80 90 100
Storm Sewers
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 -(110) 20.03 24 Cir 8.515 5046.15 5046.15 0.000 5047.76 5047.97 0.47 5048.44 End None
2 Pipe -(181) 20.03 24 Cir 8.563 5046.15 5046.19 0.468 5048.44" 5048.50" 0.63 5049.13 1 None
Project File: Storm C.stm Number of lines: 2 Run Date: 1/26/2024
NOTES: Return period = 100 Yrs. ;"Surcharged (HGL above crown).
Storm Sewers v2023.00
Storm Sewer Tabulation Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap el Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (fUs) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 8.515 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 20.03 0.00 7.04 24 0.00 5046.15 5046.15 5047.76 5047.97 5052.85 5051.62 Pipe -(110)
2 1 8.563 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 20.03 16.75 6.38 24 0.47 5046.15 5046.19 5048.44 5048.50 5051.62 5051.98 Pipe -(181)
Project File: Storm C.stm Number of lines: 2 Run Date: 1/26/2024
NOTES:Intensity = 127.16 /(Inlet time + 17.80) ^ 0.82; Return period =Yrs. 100 ; c= cir e= ellip b= box
Storm Sewers v2023.00
Storm Sewers v2023.00
Hydraflow Storm Sewers Extension for Autodesk0 Civil 3D0 Plan
Storm Sewer Profile
Proj. file: Storm D.stm
� � �
� � C C �Q C
.�. pp J lf]
Elev. (ft)
5059.00
5056.00
5053.00
5050.00
5047.00
5044.00
0
N
7
J MO
� .
10 20
HGL EGL
30 40 50
Reach (ft)
5059.00
5056.00
5053.00
5050.00
5047.00
5044.00
60 70 80 90 100
Storm Sewers
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) 3.90 24 Cir 10.921 5046.91 5046.91 0.000 5047.60 5047.72 0.02 5047.75 End None
2 Pipe -(105) 3.20 18 Cir 25.820 5046.91 5047.04 0.503 5047.75 5047.72 0.26 5047.72 1 None
Project File: Storm D.stm Number of lines: 2 Run Date: 1/26/2024
NOTES: Return period = 100 Yrs.
Storm Sewers v2023.00
Storm Sewer Tabulation Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap el Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (fUs) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 10.921 0.00 0.00 0.00 0.00 0.00 0.0 02 0.0 3.90 0.00 3.65 24 0.00 5046.91 5046.91 5047.60 5047.72 5051.86 5051.50 Pipe -(107)
2 1 25.820 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 3.20 8.07 3.63 18 0.50 5046.91 5047.04 5047.75 5047.72 5051.50 5051.53 Pipe -(105)
Project File: Storm D.stm Number of lines: 2 Run Date: 1/26/2024
NOTES:Intensity = 127.16 /(Inlet time + 17.80) ^ 0.82; Return period =Yrs. 100 ; c= cir e= ellip b= box
Storm Sewers v2023.00
Storm Sewers v2023.00
Hydraflow Storm Sewers Extension for Autodesk0 Civil 3D0 Plan
Storm Sewer Profile
Proj. file: Storm E.stm
@ � N
� 7 7
� ao C J oO � J�O
Elev. (ft)
5059.00
5056.00
5053.00
5050.00
5047.00
5044.00
0
10 20 30 40 50
HGL EGL Reach (ft)
5059.00
5056.00
5053.00
5050.00
5047.00
5044.00
60 70 80 90 100
Storm Sewers
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 -(159) 11.40 24 Cir 9.118 5046.60 5046.62 0220 5047.81 5047.95 0.41 5048.36 End None
2 Pipe -(160) 11.40 24 Cir 3.926 5046.62 5046.63 0.249 5048.36 5048.37 0.24 5048.61 1 None
Project File: Storm E.stm Number of lines: 2 Run Date: 1/26/2024
NOTES: Return period = 100 Yrs.
Storm Sewers v2023.00
Storm Sewer Tabulation Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap el Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (fUs) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 9.118 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 11.40 11.48 5.44 24 0.22 5046.60 5046.62 5047.81 5047.95 5048.88 5052.70 Pipe -(159)
2 1 3.926 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 11.40 12.22 3.93 24 0.25 5046.62 5046.63 5048.36 5048.37 5052.70 5052.15 Pipe -(160)
Project File: Storm E.stm Number of lines: 2 Run Date: 1/26/2024
NOTES:Intensity = 127.16 /(Inlet time + 17.80) ^ 0.82; Return period =Yrs. 100 ; c= cir e= ellip b= box
Storm Sewers v2023.00
Storm Sewers v2023.00
Hydraflow Storm Sewers Extension for Autodesk0 Civil 3D0 Plan
Storm Sewer Profile
Proj. file: Storm F.stm
@ � N ('')
Y .. 7 .. 7 .. 7 V 7
� m c � rn0 � � v0 � � cp0 � .. v0
.�. OD _ J 00 _ _ J � _ . _ . J f� . . � 6] . _
Elev. (ft)
5059.00
5056.00
5053.00
5050.00
5047.00
5044.00
0
10 20 30 40 50
HGL EGL Reach (ft)
5059.00
5056.00
5053.00
5050.00
5047.00
5044.00
60 70 80 90 100
Storm Sewers
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 -(172) 21.10 24 Cir 3.546 5046.60 5046.60 0.000 5048.24 5048.39 0.12 5048.50 End None
2 Pipe -(173) 21.10 24 Cir 9.640 5046.60 5046.62 0.208 5048.60" 5048.67" 0.58 5049.25 1 None
3 BASIN F2-3 21.10 24 Cir 8.729 5046.62 5046.64 0229 5049.25" 5049.31'` 0.39 5049.70 2 None
4 Pipe -(180) 21.10 24 Cir 7.955 5046.64 5046.65 0.123 5049.70'" 5049.76" 0.70 5050.46 3 None
Project File: Storm F.stm Number of lines: 4 Run Date: 1/29/2024
NOTES: Return period = 100 Yrs. ;"Surcharged (HGL above crown).
Storm Sewers v2023.00
Storm Sewer Tabulation Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap el Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (fUs) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 3.546 0.00 0.00 0.00 0.00 0.00 0.0 0.1 0.0 21.10 0.00 7.38 24 0.00 5046.60 5046.60 5048.24 5048.39 5048.88 5048.89 Pipe -(172)
2 1 9.640 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 21.10 11.17 6.72 24 0.21 5046.60 5046.62 5048.60 5048.67 5048.89 5052.14 Pipe -(173)
3 2 8.729 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 21.10 11.73 6.72 24 0.23 5046.62 5046.64 5049.25 5049.31 5052.14 5051.76 BASIN F2-3
4 3 7.955 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 21.10 8.58 6.72 24 0.12 5046.64 5046.65 5049.70 5049.76 5051.76 5051.94 Pipe -(180)
Project File: Storm F.stm Number of lines: 4 Run Date: 1/29/2024
NOTES:Intensity = 127.16 /(Inlet time + 17.80) ^ 0.82; Return period =Yrs. 100 ; c= cir e= ellip b= box
Storm Sewers v2023.00
STORM SEWER CALCULATIONS (2-YEAR/WQ)
INLET TO STORMTECH ISOLATOR ROW
NNORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: WORTHINGTON SELF STORAGE
FORT COLLINS � GREELEY APPENDIX
Storm Sewers v2023.00
Hydraflow Storm Sewers Extension for Autodesk0 Civil 3D0 Plan
Storm Sewer Profile
Proj. file� Storm C 2-yr.stm
@ � N
� 7 7
� � C C NO � � aDO
.�. OD _ _ J CO . _ . _ J � _
Elev. (ft)
5058.00
5055.00
5052.00
5049.00
5046.00
5043.00
0
10 20 30 40 50
HGL EGL Reach (ft)
5058.00
5055.00
5052.00
5049.00
5046.00
5043.00
60 70 80 90 100
Storm Sewers
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 -(110) 3.90 24 Cir 8.515 5046.15 5046.15 0.000 5047.76 5047.76 0.02 5047.78 End None
2 Pipe -(181) 3.90 24 Cir 8.563 5046.15 5046.19 0.468 5047.78 5046.88 0.25 5046.88 1 None
Project File: Storm C 2-yr.stm Number of lines: 2 Run Date: 1/29/2024
NOTES: Return period = 2 Yrs.
Storm Sewers v2023.00
Storm Sewer Tabulation Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap el Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (fUs) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 8.515 0.00 0.00 0.00 0.00 0.00 0.0 0.1 0.0 3.90 0.00 1.44 24 0.00 5046.15 5046.15 5047.76 5047.76 5052.85 5051.62 Pipe -(110)
2 1 8.563 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 3.90 16.75 2.73 24 0.47 5046.15 5046.19 5047.78 5046.88 5051.62 5051.98 Pipe -(181)
Project File: Storm C 2-yr.stm Number of lines: 2 Run Date: 1/29/2024
NOTES:Intensity = 69.87 /(Inlet time + 13.10) ^ 0.87; Return period =Yrs. 2; c= cir e= ellip b= box
Storm Sewers v2023.00
Storm Sewers v2023.00
Hydraflow Storm Sewers Extension for Autodesk0 Civil 3D0 Plan
Storm Sewer Profile
Proj. file� Storm D 2-yr.stm
� � �
� � C C �Q C
.�. pp J lf]
Elev. (ft)
5059.00
5056.00
5053.00
5050.00
5047.00
5044.00
0
N
7
J MO
� .
10 20
HGL EGL
30 40 50
Reach (ft)
5059.00
5056.00
5053.00
5050.00
5047.00
5044.00
60 70 80 90 100
Storm Sewers
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) 0.90 24 Cir 10.921 5046.91 5046.91 0.000 5047.60 5047.60 0.00 5047.60 End None
2 Pipe -(105) 0.74 18 Cir 25.820 5046.91 5047.04 0.503 5047.60 5047.36 n/a 5047.36 1 None
Project File: Storm D 2-yr.stm Number of lines: 2 Run Date: 1/29/2024
NOTES: Return period = 2 Yrs.
Storm Sewers v2023.00
Storm Sewer Tabulation Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap el Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (fUs) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 10.921 0.00 0.00 0.00 0.00 0.00 0.0 1.0 0.0 0.90 0.00 0.94 24 0.00 5046.91 5046.91 5047.60 5047.60 5051.86 5051.50 Pipe -(107)
2 1 25.820 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 0.74 8.07 1.81 18 0.50 5046.91 5047.04 5047.60 5047.36 5051.50 5051.53 Pipe -(105)
Project File: Storm D 2-yr.stm Number of lines: 2 Run Date: 1/29/2024
NOTES:Intensity = 69.87 /(Inlet time + 13.10) ^ 0.87; Return period =Yrs. 2; c= cir e= ellip b= box
Storm Sewers v2023.00
Storm Sewers v2023.00
Hydraflow Storm Sewers Extension for Autodesk0 Civil 3D0 Plan
Storm Sewer Profile
Proj. file: Storm E 2-yr.stm
@ � N
� 7 7
� ao C J oO � J�O
Elev. (ft)
5059.00
5056.00
5053.00
5050.00
5047.00
5044.00
0
10 20 30 40 50
HGL EGL Reach (ft)
5059.00
5056.00
5053.00
5050.00
5047.00
5044.00
60 70 80 90 100
Storm Sewers
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 -(159) 2.84 24 Cir 9.118 5046.60 5046.62 0220 5047.81 5047.81 0.03 5047.85 End None
2 Pipe -(160) 2.84 24 Cir 3.926 5046.62 5046.63 0.249 5047.85 5047.85 0.03 5047.88 1 None
Project File: Storm E 2-yr.stm Number of lines: 2 Run Date: 1/29/2024
NOTES: Return period = 2 Yrs.
Storm Sewers v2023.00
Storm Sewer Tabulation Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap el Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (fUs) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 9.118 0.00 0.00 0.00 0.00 0.00 0.0 0.1 0.0 2.84 11.48 1.44 24 0.22 5046.60 5046.62 5047.81 5047.81 5048.88 5052.70 Pipe -(159)
2 1 3.926 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 2.84 12.22 1.41 24 0.25 5046.62 5046.63 5047.85 5047.85 5052.70 5052.15 Pipe -(160)
Project File: Storm E 2-yr.stm Number of lines: 2 Run Date: 1/29/2024
NOTES:Intensity = 69.87 /(Inlet time + 13.10) ^ 0.87; Return period =Yrs. 2; c= cir e= ellip b= box
Storm Sewers v2023.00
Hydraflow Storm Sewers Extension for Autodesk0 Civil 3D0 Plan
Storm Sewer Profile
Proj. file: Storm F 2-yr.stm
@ � N ('')
Y .. 7 .. 7 .. 7 V 7
� m c � rn0 � � v0 � � cp0 � .. v0
.�. OD _ J 00 _ _ J � _ . _ . J f� . . � 6] . _
Elev. (ft)
5059.00
5056.00
5053.00
5050.00
5047.00
5044.00
0
10 20 30 40 50
HGL EGL Reach (ft)
5059.00
5056.00
5053.00
5050.00
5047.00
5044.00
60 70 80 90 100
Storm Sewers
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 -(172) 6.70 24 Cir 3.546 5046.60 5046.60 0.000 5048.24 5048.24 0.01 5048.26 End None
2 Pipe -(173) 6.70 24 Cir 9.640 5046.60 5046.62 0.208 5048.26 5048.26 0.08 5048.34 1 None
3 BASIN F2-3 6.70 24 Cir 8.729 5046.62 5046.64 0229 5048.34 5048.34 0.05 5048.39 2 None
4 Pipe -(180) 6.70 24 Cir 7.955 5046.64 5046.65 0.123 5048.39 5048.39 0.08 5048.48 3 None
Project File: Storm F 2-yr.stm Number of lines: 4 Run Date: 1/29/2024
NOTES: Return period = 2 Yrs.
Storm Sewers v2023.00
Storm Sewer Tabulation Page 1
Station Len Drng Area Rnoff Area x C Tc Rain Total Cap el Pipe Invert Elev HGL Elev Grnd / Rim Elev Line ID
coeff (I) flow full
Line To Incr Total Incr Total Inlet Syst Size Slope Dn Up Dn Up Dn Up
Line
(ft) (ac) (ac) (C) (min) (min) (in/hr) (cfs) (cfs) (fUs) (in) (%) (ft) (ft) (ft) (ft) (ft) (ft)
1 End 3.546 0.00 0.00 0.00 0.00 0.00 0.0 02 0.0 6.70 0.00 2.43 24 0.00 5046.60 5046.60 5048.24 5048.24 5048.88 5048.89 Pipe -(172)
2 1 9.640 0.00 0.00 0.00 0.00 0.00 0.0 0.1 0.0 6.70 11.17 2.42 24 0.21 5046.60 5046.62 5048.26 5048.26 5048.89 5052.14 Pipe -(173)
3 2 8.729 0.00 0.00 0.00 0.00 0.00 0.0 0.1 0.0 6.70 11.73 2.34 24 0.23 5046.62 5046.64 5048.34 5048.34 5052.14 5051.76 BASIN F2-3
4 3 7.955 0.00 0.00 0.00 0.00 0.00 0.0 0.0 0.0 6.70 8.58 2.30 24 0.12 5046.64 5046.65 5048.39 5048.39 5051.76 5051.94 Pipe -(180)
Project File: Storm F 2-yr.stm Number of lines: 4 Run Date: 1/29/2024
NOTES:Intensity = 69.87 /(Inlet time + 13.10) ^ 0.87; Return period =Yrs. 2; c= cir e= ellip b= box
Storm Sewers v2023.00
NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: WORTHINGTON SELF STORAGE
FORT COLLINS � GREELEY APPENDIX
� NORTHERN
ENGINEERING
Project Number:
Project Location:
�escription
Historic Site
�escription
Detention Area 1
Detention Area 2
Total release rate
Required release rate
Underground Vault
Stormtech WQ Basin 1
Stormtech WQ Basin 2
Stormtech Basin lA
Stormtech Basin 16
Stormtech WQ Basin 3
Stormtech WQ Basin 4
Stormtech Basin 2
Stormtech Basin 3
Stormtech Basin 4
Total of Detention Area 1
Req. Vol. of Detention Area 1
Total of Detention Area 2
Req. Vol. of Detention Area 2
1853-001 Project: Worthington Sto
Fort Colins Date: May 1, 2024
Q�oo � Notes
1.91 cfs Release rate per Centre forAdvanced Technolo�v lOth & 16th.
Q�oo Notes
0.75 cfs Release rate for Detention Area 1
1.16 cfs Release rate for Detention Area 2
1.91 cfs Total re(ease rate for Detention Areas 1 and 2.
1.91 cfs Release rate per Centre for Advanced Technology lOth & 16th.
Volume Notes
909 cu. ft. Basin is within Detention Area 1.
3,129 cu. ft. Basin is within Detention Area 1.
20,298 cu. ft. Basin is within Detention Area 1.
2,186 cu. ft. Basin is within Detention Area 1.
2,103 cu. ft. Basin is within Detention Area 2.
3,601 cu. ft. Basin is within Detention Area 2.
7,409 cu. ft. Basin is within Detention Area 2.
18,431 cu. ft. Basin is within Detention Area 2.
8,971 cu. ft. Basin is within Detention Area 2.
26,522 cu. ft. Total design volume of Stormtech Chambers in Detention Area 1.
26,501 cu. ft. Required detention volume of Detention Area 1.
40,515 cu. ft. Total design volume of Stormtech Chambers in Detention Area 2.
39,826 cu. ft. Required detention volume of Detention Area 2.
. • . .- �
Chambers
Underground Vault Volume Required Notes
Stormtech WQ Basin 1 909 cu. ft. 3- MC 3500 Design water quality volume for Basins A1 & OS3.
Req. Vol. Stormtech WQ Basin 1 340 cu. ft. Required water quality volume for Basins A1 & OS3.
Stormtech WQ Basin 2 3,129 cu. ft. 14 - MC 3500 Design water quality volume for Basins A2 & OSl.
Req. Vol. Stormtech WQ Basin 2 1,732 cu. ft. Required water quality volume for Basins A2 & OS1.
Stormtech WQ Basin 3 2,103 cu. ft. 9- MC 3500 Design water quality volume for Basins B2.
Req. Vol. Stormtech WQ Basin 3 1,175 cu. ft. Required water quality volume for Basins B2.
rmtech Basin WQ 4 � 3,601 cu. ft. �17 - MC 3500 �Design water quality volume for Basin B1 & OS2.
Req. Vol. Stormtech WQ Basin 4 I 1,972 cu. ft. I IRequired water quality volume for Basin Bl & OS2.
Notes:
1) Detention Area 1 includes Basins Al, A2, OSl, and OS3.
2) Detention Area 2 includes Basins Bl, B2, and OS2.
1
�
s"
�
FOR DRAINAGE REVIEW ONLY �
NOT FOR CONSTRUCTION
/
/ �
/ ,
/ ,
/ ,,
/ ,
� �,
/ ,
,
,
�
,
,
�S2
1.57 ac.
��
' � � � � � �
#
r � �
�, ..
DETENTION AREA 1 � ���� ��
�~
DETENTION AREA 2 � f ��
0 �� ��
�14I
i
��� ���
70 0 70 Feet' �
( IN FEET ) '
1 inch =70 ft. �
�
�
�
�
I
�
OS1
1.93 ac.
PROPOSED BASIN
w/ WQ WEIR �
osi
STORMTECH - �
�/ � � WQ BASIN 2 �
�---�-J- _ a2
i�
A2 '-
STORMTECH
t 0.31 ac. � B; siN iA
�
LOT 1
1
1.4B7 ac.
�,... STORMTECH
r. WQ BASIN 4
�
l
1
� g2
t1.14 ac.
' PROPOSED BASIN -
' w/ WQ WEIR
'�� STORMTECH
■ r� WQ BASIN 3
��in.�J L�:�'ri.L't�w� �_-�-_.-°_"�-`_'.a�;ai� �;�' __ - s� ie'rY �
',e i �'�� �--- � • - _ _ ��'_� �
.- -�����
_� .n� �
-�'• � :• "
�. � - .
BASIN 4
LCIII
�
J t
1
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�OT2
1
NORTH ERN
ENGINEERING
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 970.221.4158
GREELEY: 820 8th Street, 80631 northernengineering.com
.-• -
■siii�
I.■
,
�
��
,
,
,
�
,
,
,
�
PROPOSED BASIN j`
w/WQ WEIR
I
�
, ,
,, �
MTECH
IN 18 _` /
A1
0.23 ac.
a1
I ,.� STORMTECH
� WQ BASIN 1 p
� OS3
STORMTECH�
BASIN 1A ,/ �
���I/ �
�
��o`
'�C?>%
� �/
,S�O�/ % �
OS3
0.33 ac.
'
i
1
'
1
r�
1
' .f
! I.,�
� ,�
LEGEND:
PROPOSED STORM SEWER
PROPOSEDINLET
PROPOSED CURB & GUTTER
PROPERTY BOUNDARY
DESIGN POINT
DRAINAGE BASIN LABEL
DRAINAGE BASIN BOUNDARY
STORMTECH CHAMBERS
STORMTECH CHAMBERS
(ISOLATOR ROW)
�
�
BASIN
DESIGNA710N A
0.22 BASIN
AREA (AC)
� � � � �
i�
� Description Q100 Notes
Detention Area 1 0.75 cfs Release rate for Detention Area 1
G�
Detention Area 2 1.16 cfs Release rate for Detention Area 2
Total release rate 1.91 cfs Total release rate for Detention Areas 1 and 2.
� Required release rate 1.91 cfs Release rate per Centre for Advanced Technology 10th & 16th.
Underground Vault Volume Notes
Stormtech WQ Basin 1 909 cu. ft. Basin is within Detention Area 1.
Stormtech WQ Basin 2 3,129 cu. ft. Basin is within Detention Area 1.
Stormtech Basin 1A 20,298 cu. ft. Basin is within Detention Area 1.
Stormtech Basin 1B 2,186 cu. ft. Basin is within Detention Area 1.
Stormtech WQ Basin 3 2,103 cu. ft. Basin is within Detention Area 2.
Stormtech WQ Basin 4 3,601 cu. ft. Basin is within Detention Area 2.
Stormtech Basin 2 7,409 cu. ft. Basin is within Detention Area 2.
Stormtech Basin 3 18,431 cu. ft. Basin is within Detention Area 2.
Stormtech Basin 4 8,971 cu. ft. Basin is within Detention Area 2.
Total of Detention Area 1 26,522 cu. ft. Total design volume of Stormtech Chambers in Detention Area 1.
Req. Vol. of Detention Area 1 26,501 cu. ft. Required detention volume of Detention Area 1.
Total of Detention Area 2 40,515 cu. ft. Total design volume of Stormtech Chambers in Detentlon Area 2.
Req. Vol. of Detention Area 2 39,826 cu. ft. Required detention volume of Detention Area 2.
Underground Vault Volume Chambers Notes
Required
Stormtech WQ Basin 1 909 cu. ft. 3- MC 3500 Design water quality volume for Basins A1 & OS3.
Req. Vol. Stormtech WQ Basin 340 cu. ft. Required water quality volume for Basins A1 &
1 OS3.
Stormtech WQ Basin 2 3,129 cu. ft. 14 - MC 3500 Design water quality volume for Basins A2 & OS1.
Req. Vol. Stormtech WQ Basin 1,732 cu. ft. Required water quality volume for Basins A2 &
2 OS1.
Stormtech WQ Basin 3 2,103 cu. ft. 9- MC 3500 Design water quality volume for Basins B2.
Req. Vol. Stormtech WQ Basin 1,175 cu. ft. Required water quality volume for Basins B2.
3
Stormtech Basin WQ 4 3,601 cu. ft. 17 - MC 3500 Design water quality volume for Basin B1 & 052.
Req. Vol. Stormtech WQ Basin 1,972 cu. ft. Required water quality volume for Basin B1 & OS2.
4
WORTHINGTON ENCLOSED MINI-STORAGE
FORT COLLINS
COLORADO
DETENTION AREA EXHIBIT
DRAWN BY: MCR
SCALE: 1" = 70'
DATE: 05/1 /2024
SHEET NO:
DETENTION AREA 1
NNORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS � GREELEY APPENDIX
� NORTHERN
ENGINEERING
� - • ' • • • ' ' • •
Project: Worthington Storage
Project Location: Fort Collins, Colorado
Calculations By: M. Ruebel Date: 05/01/24
Pond No.: Detention Area 1
. .
Design Point 1 1Zequired Detention Volume
Design Storm 100-yr WQCV 0 ft'
Developed "C" = 0.86 Quantity Detention 26501 ft`�
Area (A)= 2.80 acres Total Volume 26501 ft3
Max Release Rate = 0.75 cfs Total Volume �� 1: ac-ft
. . � e o ..-
�� � �� e� _ •
_, � i -
�
5 300 9.95 24.0 7188 22� 6963
10 600 7.72 18.6 11154 450 10704
15 900 6.52 15.7 14130 675 13455
20 1200 5.60 13.5 16182 900 15282
25 1500 4.98 12.0 17988 1125 16863
30 1800 4.52 10.9 19591 1350 18241
35 2100 4.08 9.8 20632 1575 19057
40 2400 3.74 9.0 21614 1800 19814
45 2700 3.46 8.3 22496 2025 20471
50 3000 323 7.8 23334 2250 21084
55 3300 3.03 7.3 24078 2475 21603
60 3600 2.86 6.9 24793 2700 22093
65 3900 2.72 6.5 25544 2925 22619
70 4200 2.59 6.2 26194 3150 23044
75 4500 2.48 6.0 26873 3375 23498
80 4800 2.38 5.7 27509 3600 23909
85 5100 2.29 5.5 28123 3825 24298
90 5400 2.21 5.3 28737 4050 24687
95 5700 2.13 5.1 29236 4275 24961
100 6000 2.06 5.0 29763 4500 25263
105 6300 2.00 4.8 30341 4725 25616
110 6600 1.94 4.7 30832 4950 25882
115 6900 1.89 4.6 31403 5175 26228
120 7200 1.84 4.4 31901 5400 26501
Detention Basin 1A
Project: REVS Worthington Self Storage: B1A //�
Chamber Model - MC3500
Uni[s- Imperial StormTech
Number of Chambers - 86
Number of End Caps - 46
Voids in Ihe stone (porosity) - 40 %
Base of Stone Eleva[ion - 4045.99 ft
Amount of Stone Above Chambers - 12 in
Amount of Stone Below Chambers - 9
Area of system - 6460 sf Mln. Area - 5011 sf min. area
StormTech MC-3500 Cumulative Storage Volumes
Height of Incremen[al Single Incremental Incremen[al Incremenlal Incremen[al Incremental Ch, Cumulative
System Chamber Single End Cap Chambers End Cap Stone EC and Stone System Elevation
(inches) (cubic feet/ (cubic /eet) (cubic feet/ (cubic feet) (cubic leet) (cubic feet) (cubic feet) (feet)
405,49. Provided
4051.41
4051.32
4051.24
4051.16
4051.07
4050.99
4050.91
4050.82
4050.74
4050.66
4050.57
4050 49
4050.41
4050.32
4050.24
4050.16
4050.07
4049.99
4049.91
4049.82
4049.74
4049.66
4049.57
4049.49
4049.41
4049.32
4049.24
4049.16
4049.07
4048.99
4048.91
4048.82
4048.74
4048.66
4048.57
4048.49
4048.41
4048.32
4048.24
4048.16
4048.07
4047.99
4047.91
4047.82
4047.74
4047.66
4047.57
4047.49
4047.41
4047.32
4047.24
4047.16
4047.07
4046.99
4046.91
4046.82
4046.74
4046.66
4046.57
4046.49
4046.41
4046.32
4046.24
4046.16
4046.07
uo
6$
64
63
62
61
60
59
58
57
56
55
54
53
52
51
50
49
48
47
46
45
44
43
42
41
40
39
38
37
36
35
34
33
32
37
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
u.uu
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.06
0.19
0.29
0.40
0.69
1.03
1.25
1.42
1.57
1.71
1.83
1.94
2.04
2.13
2.22
2.31
2.38
2.46
2.53
2.59
2.66
2.72
2.77
2.82
2.68
2.92
2.97
3.01
3.05
3.09
3.13
3.17
3.20
3.23
3.26
3.29
3.32
3.34
3.37
3.39
3.41
3.44
3.46
3.48
3.51
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
u.uu
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.02
0.04
0.05
0.07
0.09
0.11
0.13
0.14
0.16
0.18
020
0.22
023
025
027
028
029
0.31
0.32
0.33
0.35
0.36
0.37
0.38
0.40
0.41
0.42
0.43
0.44
0.45
0.46
0.47
0.48
0.49
0.50
0.51
0.51
0.52
0.53
0.54
0.54
0.55
0.56
0.59
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
u uu
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5.00
16.69
25.28
34.71
59.10
88.43
107.46
122.31
13529
146.82
157.25
166.65
175.51
183.58
19128
198.38
205.09
211.48
217A2
223.06
228A2
233.50
238.33
242.92
24729
251.48
255.41
259.07
262.58
266.11
26923
27225
275.15
277.88
280.48
282.96
285.34
287.59
289.70
291.76
293.65
295.58
297.36
299.17
301.44
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
u.uu
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1.10
1.73
237
3.11
4.06
4.93
5.81
6.64
7.49
8.36
9.22
10.04
10.81
11.52
1222
12.88
13.52
14.16
14.77
15.38
15.96
16.56
17.13
17.68
1822
18.75
1926
19.76
2026
20.74
2120
21.65
22.08
22.50
22.91
23.30
23.67
24.02
24.36
24.68
24.99
2527
25.54
27.37
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
n o.ss
215.33
2t5.33
215.33
215.33
215.33
215.33
215.33
215.33
215.33
215.33
215.33
213.34
20822
204.53
200.50
190.45
178.34
170.38
164.08
156.56
153.61
149.09
144.98
141.11
137.58
13421
131.09
126.15
125.33
122.70
12020
117.81
115.55
113.38
111.32
109.35
107.46
105.67
104.00
102.40
100.79
99.35
97.95
96.61
95.35
94.14
92.99
91.88
90.83
89.84
88.89
88.00
87.17
86.28
85A5
83.81
215.33
215.33
215.33
215.33
215.33
215.33
215.33
215.33
215.33
L I J.33
215.33
215.33
215.33
215.33
215.33
215.33
215.33
215.33
215.33
215.33
215.33
218.33
226.01
231.54
237.58
252.66
270.83
282.77
292.21
300.49
307.92
314.70
320.66
326.66
331.97
337.02
341.69
346.11
350.34
354.28
358.03
361.62
365.01
368.27
371.36
374.31
377.75
379.83
382.33
384.74
387.15
389.31
391.40
393.41
395.31
397.12
398.85
400.52
402.09
403.57
405.00
406.33
407.67
408.91
410.16
412.62
215.33
215.33
215.33
215.33
215.33
215.33
215.33
215.33
215.33
<ULytl.Ub
20082.73
19867 40
19652.06
19436.73
19221.40
19006.06
18790.73
18575.40
18360.06
18144.73
17929 40
17714.06
17495.73
17269.72
17038.18
16800.60
16547.94
16277.11
15994.35
15702.14
15401.65
15093.73
14779.03
14458.17
14131.51
13799.54
13462.52
13120.83
12774.72
12424.38
12070.10
11712.06
11350.45
10985.44
10617.17
10245.81
9871.49
9494.34
9114.51
8732.18
8347.44
7960.29
7570.98
7179.58
6786.16
6390.85
5993.73
5594.87
5194.36
4792.27
4388.70
3983.70
3577.36
3169.69
2760.77
2350.62
1938.00
1722.67
1507.33
1292.00
1076.67
861.33
646.00
430.67
215.33
Q L�tl�de Penmete, 5ro�� i� Ca��Wazio�s
❑ Cli�k for 52ge Area Data
❑ Oick So Invert Stage Nea �ata
Click Here for Metric
Detention Volume
Detention Basin 1 B
Project: REVS Worthington Self Storage: 616
Chamber Model -
Uni[s -
Number of Chambers -
Voids in Ihe stone (porosity) -
Base of Stone Eleva[ion -
Amount of Stone Above Chambers -
Amount of Stone Below Chambers -
SC-740
Imperial
15
40 %
504626 ft
27 in
6
//�
StormTech
Area of system - 844 sf Mln. Area - 507 sf min. area
Q A��de Penmete, Ra�e i� G��Watlo�s
❑ Cli�k for 52ge Area Data
❑ Oick So Invert Stage Nea �ata
Click Here for Metric
StormTech SC-740 Cumulative Storage Volumes
Height of Incremen[al Single Incremental Incremen[al Incremental Ch Cumulative
System Chamber Total Chamber Stone 8 St Chamber Elevation
(inches) (cubic feet/ (cubic /ee!) (cubic feet/ (cubic feet) (cubic leet) (feeQ
G3 0.00 0.00 28.13 28.13 2185.96 5051.51 �- Provided
62 0.00 0.00 28.13 28.13 2157.82 5051.43
61 0.00 0.00 28.13 28.13 2129.69 5051.34
60 0.00 0.00 28.13 28.13 2101-56 505126
59 0.00 O.W 28.13 28.13 2073.42 5051.18
58 0.00 0.00 28.13 28.13 2045.29 5051.09
57 0.00 0.00 28.13 28.13 2017.16 5051.01
56 0.00 0.00 28.13 28.13 1989.02 5050.93
55 0.00 0.00 28.13 28.13 1960.89 5050.84
54 0.00 0.00 28.13 28.13 1932.76 5050.76
53 0.00 0.00 28.13 28.13 1904.62 5050.68
52 0.00 0.00 28.13 28.13 1876.49 5050.59
51 0.00 0.00 28.13 28.13 1848-36 5050.51
50 0.00 0.00 28.13 28.13 1820.22 5050.43
49 0.00 0.00 28.13 28.13 1792.09 5050.34
48 0.00 0.00 28.13 28.13 1763.96 505026
47 0.00 0.00 28.13 28.13 1735.82 5050.18
46 0.00 0.00 28.13 28.13 1707.69 5050.09
45 0.00 0.00 28.13 28.13 1679.56 5050.01
44 0.00 0.00 28.13 28.13 1651.42 5049.93
43 0.00 0.00 28.13 28.13 1623.29 5049.84
42 0.00 0.00 28.13 28.13 1595.16 5049.76
41 0.00 0.00 28.13 28.13 1567.02 5049.68
40 0.00 0.00 28.13 28.13 1538.89 5049.59
39 0.00 0.00 28.13 28.13 1510.76 5049.51
38 0.00 0.00 28.13 28.13 1482.62 5049.43
37 0.00 0.00 28.13 28.13 1454.49 5049.34
36 0.05 0.82 27.80 28.63 1426.36 504926
35 0.16 2.44 27.16 29.60 1397.73 5049.18
34 0.28 423 26.44 30.67 1368.73 5049.09
33 0.60 9.06 24.51 33.57 1337.46 5049.01
32 0.80 12.03 23.32 35.35 1303.89 5048.93
31 0.95 1426 22.43 36.69 1268.54 5048.84
30 1.07 16.12 21.69 37.80 1231.85 5048.76
29 1.18 17.71 21.05 38.76 1194.05 5048.68
28 1.27 18.98 20.54 39.52 1155.29 5048.59
27 1.36 20.33 20.00 40.33 1115.77 5048.51
26 1.45 21.87 19.47 4122 1075.44 5048.43
25 1.52 22.87 18.98 41.86 1034.22 5048.34
24 1.58 23.73 18.64 42.37 992.36 504826
23 1.64 24.63 18.28 42.91 949.99 5048.18
22 1.70 25.49 17.94 43.43 907.07 5048.09
21 1.75 2629 17.62 43.91 863.64 5048.01
20 1.80 27.04 17.32 44.36 819.73 5047.93
19 1.85 27.82 17.00 44.83 775.38 5047.84
18 1.89 28.40 16.77 45.17 730.55 5047.76
17 1.93 29.01 16.53 45.54 685.38 5047.68
16 1.97 29.62 16.28 45.91 639.84 5047.59
15 2.01 30.15 16.07 4622 593.93 5047.51
14 2.04 30.67 15.86 46.54 547.71 5047.43
13 2.07 31.12 15.68 46.81 501.17 5047.34
12 2.10 31.57 15.50 47.08 454.36 5047.26
11 2.13 31.98 15.34 47.32 40728 5047.18
10 2.75 32.31 15.27 47.52 359.96 5047.09
9 2.18 32.66 15.07 47.73 312.44 5047.01
8 2.20 32.98 14.94 47.92 264.72 5046.93
7 2.21 33.11 14.89 48.00 216.80 5046.84
6 0.00 0.00 28.13 28.13 168.80 5046.76
5 0.00 0.00 28.13 28.13 140.67 5046.68
4 0.00 0.00 28.13 28.13 112.53 5046.59
3 0.00 0.00 28.13 28.13 84.40 5046.51
2 0.00 0.00 28.13 28.13 56.27 5046.43
1 0.00 0.00 28.13 28.13 28.13 5046.34
Detention Volume
Project: REVS Worthington Self Storage: WQ B1 //�
Chamber Model - MC3500
Uni[s- Imperial StormTech
Number of Chambers - 3
Number of End Caps - 2
Voids in Ihe stone (porosity) - 40 %
Base of Stone Eleva[ion - 504523 ft
Amount of Stone Above Chambers - 12 in
Amount of Stone Below Chambers - 9
Area of system - 315 sf Mln. Area - 181 sf min. area
StormTech MC-3500 Cumulative Storage Volumes
Height of Incremen[al Single Incremental Incremen[al Incremenlal Incremen[al Incremental Ch, Cumulative
System Chamber Single End Cap Chambers End Cap Stone EC and Stone System Elevation
(inches) (cubic feet/ (cubic /eet) (cubic feet/ (cubic feet) (cubic leet) (cubic feet) (cubic feet) (feet)
Soso�3 �- Provided Detention Volume
5050.65
5050.56
5050 48
5050.40
5050.31
5050.23
5050.15
5050.06
5049.98
5049.90
5049.81
5049.73
5049.65
5049.56
5049.48
5049.40
5049.31
5049.23
5049.15
5049.06
5048.98
5048.90
5048.81
5048.73
5048.65
5048.56
5048.48
5048.40
5048.31
5048.23
5048.15
5048.06
5047.98
5047.90
5047.81
5047.73
5047.65
5047.56
5047.48
5047.40
5047.31
So4�.23 .� Required Water Quality Volume
5047.15
504�06 Req. WQ Volume = 340 cu.ft.
5046.98
5046.90
5046.81
5046.73
5046.65
5046.56
5046.48
5046.40
5046.31
5046.23
5046.15
5046.06
5045.98
5045.90
5045.81
5045.73
5045.65
5045.56
5045.48
5045.40
5045.31
uo
6$
64
63
62
61
60
59
58
57
56
55
54
53
52
51
50
49
48
47
46
45
44
43
42
41
40
39
38
37
36
35
34
33
32
37
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
u.uu
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.06
0.19
0.29
0.40
0.69
1.03
1.25
1.42
1.57
1.71
1.83
1.94
2.04
2.13
2.22
2.31
2.38
2.46
2.53
2.59
2.66
2.72
2.77
2.82
2.68
2.92
2.97
3.01
3.05
3.09
3.73
3.17
3.20
3.23
3.26
3.29
3.32
3.34
3.37
3.39
3.41
3.44
3.46
3.48
3.51
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
u.uu
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.02
0.04
0.05
0.07
0.09
0.11
0.13
0.14
0.16
0.18
020
0.22
023
025
027
028
029
0.31
0.32
0.33
0.35
0.36
0.37
0.38
0.40
0.41
0.42
0.43
0.44
0.45
0.46
0.47
0.48
0.49
0.50
0.51
0.51
0.52
0.53
0.54
0.54
0.55
0.56
0.59
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
u uu
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.17
0.58
0.88
121
2.06
3.08
3.75
4.27
4.72
5.12
5.49
5.81
6.12
6.40
6.67
6.92
7.15
7.38
7.58
7.78
7.97
8.15
8.31
8A7
8.63
8.77
8.91
9.04
9.16
928
9.39
9.50
9.60
9.69
9.78
9.87
9.95
10.03
10.11
10.18
10.24
10.37
10.37
10.44
10.52
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
u.uu
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.05
0.08
0.10
0.14
O.IB
021
025
029
033
0.36
0.40
0.44
0.47
0.50
0.53
0.56
0.59
0.62
0.64
0.67
0.69
0.72
0.74
0.77
0.79
0.82
0.84
0.86
0.88
0.90
0.92
0.94
0.96
0.98
1.00
1.01
1.03
1.04
1.06
1.07
1.09
1.10
1.11
1.19
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
ivau
10.50
10.50
10.50
10.50
10.50
10.50
10.50
10.50
10.50
10.50
10.50
10.43
10.25
10.12
9.97
9.62
920
6.91
8.69
8.50
8.32
8.16
8.01
7.88
7.75
7.63
7.52
7.41
7.31
722
7.13
7.05
6.96
6.89
6.81
6.74
6.67
6.61
6.55
6.49
6.43
6.38
6.33
628
624
6.19
6.15
6.11
6.08
6.04
6.01
5.97
5.94
5.91
5.88
5.82
10.50
10.50
10.50
10.50
10.50
10.50
10.50
10.50
10.50
i u.ou
10.50
10.50
10.50
10.50
10.50
10.50
10.50
t 0.50
10.50
10.50
10.50
10.60
10.88
11.07
1129
11.82
t2 46
12.88
1321
13.50
7377
14.01
1423
14.44
14.62
14.80
14.97
15.13
1528
15A2
15.55
15.68
15.80
15.92
16.03
16.14
1624
16.33
16A2
16.51
16.60
16.68
16.75
16.82
16.89
16.96
17.02
17.08
17.14
17.19
1724
1729
17.34
17.38
17.43
17.52
10.50
10.50
70.50
10.50
10.50
10.50
10.50
10.50
10.50
yUtl.bJ
89835
887.85
877.35
866.85
856.35
845.85
835.35
824.85
614.35
803.85
793.35
782.85
77225
761.37
750.30
739.01
727.19
714.73
701.85
688.64
675.14
661.37
647.36
633.13
618.70
604.07
58927
574.30
559.17
543.89
528.47
512.91
49723
481.43
465.51
449.48
433.34
417.10
400.77
384.34
367.83
35123
33G.56
317.81
300.98
284.09
267.13
250.11
233.03
215.89
198.70
181.46
164.17
146.83
129.45
112.02
94.50
84.00
73.50
63.00
52.50
42.00
31.50
21.00
10.50
Q A��de Penmete, Ra�e i� G��Watlo�s
❑ Cli�k for 52ge Area Data
❑ Oick So Invert Stage Nea �ata
Click Here for Metric
WQ Basin 1
Per the approved variance (Appendix
G) the water quality volume is
included within the Detention Volume
Project: REV7 Worthington Self Storage: WQ B2 //�
Chamber Model - MC3500
Uni[s- Imperial StormTech
Number of Chambers - 14
Number of End Caps - 4
Voids in Ihe stone (porosity) - 40 %
Base of Stone Eleva[ion - 504523 ft
Amount of Stone Above Chambers - 12 in
Amount of Stone Below Chambers - 9
Area of system - 986 sf Mln. Area - 759 sf min. area
StormTech MC-3500 Cumulative Storage Volumes
Height of Incremen[al Single Incremental Incremen[al Incremenlal Incremen[al Incremental Ch, Cumulative
System Chamber Single End Cap Chambers End Cap Stone EC and Stone System Elevation
(inches) (cubic feet/ (cubic /eet) (cubic feet/ (cubic feet) (cubic leet) (cubic feet) (cubic feet) (feet)
Soso�3 �- Provided Detention Volume
5050.65
5050.56
5050 48
5050.40
5050.31
5050.23
5050.15
5050.06
5049.98
5049.90
5049.81
5049.73
5049.65
5049.56
5049.48
5049.40
5049.31
5049.23
5049.15
5049.06
5048.98
5048.90
5048.81
5048.73
5048.65
5048.56
5048.48
5048.40
5048.31
5048.23
5048.15
5048.06
So4�g8.� Required Water Quality Volume
5047.90
5047.81 (Req. WQ Volume = 1,732 cu.ft.)
5047.73
5047.65
5047.56
5047.48
5047.40
5047.31
5047.23
5047. I S
5047.06
5046.98
5046.90
5046.81
5046.73
5046.65
5046.56
5046.48
5046.40
5046.31
5046.23
5046.15
5046.06
5045.98
5045.90
5045.81
5045.73
5045.65
5045.56
5045.48
5045.40
5045.31
uo
6$
64
63
62
61
60
59
58
57
56
55
54
53
52
51
50
49
48
47
46
45
44
43
42
41
40
39
38
37
36
35
34
33
32
37
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
u.uu
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.06
0.19
0.29
0.40
0.69
1.03
1.25
1.42
1.57
1.71
1.83
1.94
2.04
2.13
2.22
2.31
2.38
2.46
2.53
2.59
2.66
2.72
2.77
2.82
2.68
2.92
2.97
3.01
3.05
3.09
3.13
3.17
3.20
3.23
3.26
3.29
3.32
3.34
3.37
3.39
3.41
3.44
3.46
3.48
3.51
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
u.uu
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.02
0.04
0.05
0.07
0.09
0.11
0.13
0.14
0.16
0.18
020
0.22
023
025
027
028
029
0.31
0.32
0.33
0.35
0.36
0.37
0.38
0.40
0.41
0.42
0.43
0.44
0.45
0.46
0.47
0.48
0.49
0.50
0.51
0.51
0.52
0.53
0.54
0.54
0.55
0.56
0.59
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
u uu
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.81
2.72
4.12
5.65
9.62
14.40
17.49
19.91
22.02
23.90
25.60
27.13
28.57
29.89
31.14
32.30
33.39
34.43
35.39
36.31
37.18
38.01
38.80
39.55
40.26
40.94
41.58
42.17
42.75
43.32
43.83
44.32
44.79
45.24
45.66
46.06
46.45
46.82
47.16
47.50
47.80
48.12
48.41
48.70
49.07
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
u.uu
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.10
0.15
0.21
027
0.35
0 43
0.51
0.56
0.65
0.73
0.80
0.87
0.94
1.00
1.06
1.12
1.18
1.23
1.26
1.34
1.39
1.44
1.49
1.54
1.58
1.63
1.67
1.72
1.76
1.80
1.84
1.86
1.92
1.96
1.99
2.03
2.06
2.09
2.12
2.15
2.17
2.20
2.22
2.38
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
SL b/
32.87
32.87
32.87
32.87
32.87
32.87
32.87
32.87
32.87
3287
32.87
32.54
31.74
31.16
30.52
28,91
26.97
25.70
24.70
23.83
23.05
22.34
21.69
21.09
20.54
20.01
19.52
19.06
18.63
18.22
17.83
17.46
17.11
16.77
i6A5
16.15
15.86
15.58
15.33
15.08
14.83
14.61
14.40
14.20
14.00
13.82
13.64
13.48
13.32
13.17
13.02
12.89
12.75
12.62
12.50
12.29
32.87
32.87
32.87
32.87
32.87
32.87
32.87
32.87
32.87
SL.bI
32.87
32.87
32.87
32.87
32.87
32.87
32.87
32.87
32.87
32.87
32.87
33.35
34.55
35.43
36.38
38.80
41.72
43.62
45.12
46 43
47.60
48.66
49.63
50.53
51.36
52.15
52.88
53.57
5423
54.84
55A2
55.98
56.51
57.01
57.49
57.94
58.38
58.79
59.18
59.55
59.92
6025
60.56
60.87
61.16
61.44
61.70
61.95
62.19
62A2
62.63
62.84
63.04
6323
63A2
63.74
32.87
32.87
32.87
32.87
32.87
32.87
32.87
32.87
32.87
S ILb.bJ
3095.78
3062.92
3030.05
2997.18
2964.32
2931.45
2898.58
2865.72
2832.85
2799.98
2767.12
273425
2700.90
2666.34
2630.92
2594.53
2555.73
2514.02
2470.40
2425.28
2378.85
2331.26
2282.59
2232.97
2182.43
2131.07
2078.92
2026.04
1972.47
1918.24
1863.40
1807.97
1751.99
1695.49
1638.48
1580.99
1523.05
1464.67
1405.88
1346.70
1287.15
1227.24
1166.99
1106.43
1045.56
984.40
922.96
86126
799.31
737.12
674.70
612.07
54923
486.19
422.96
359.54
295.80
262.93
230.07
19720
164.33
131.47
98.60
65.73
32.87
pp m�wae ae��mece� so�e ��� ca¢wauo�s
❑ COck Por SWqeMea �ata
❑ er a eo moerc sezqe n�ea oaea
Click Here for Metric
WQ Basin 2
Per the approved variance (Appendix
G) the water quality volume is
included within the Detention Volume
� NORTHERN
ENGINEERING
• �
1- � �
Project Number: 1853-001
Project Name: Worthington Storage
Project Location: Fort Collins
Pond No: Detention Area 1 Calc. By: M. Ruebel
• • �- �. .
Orifice Dia (in): 3 2/8
Orifice Area (sf): 0.06
Orifice invert (ft): 5,044.98
Orifice Coefficient: 0.65
•
Elevation Stage (ft) Velocity (ft/s) Flow Rate (cfs) Comments
5,044.98 0.00 0.00 0.00
5,045.48 0.50 3.69 0.21
5,045.98 1.00 5.21 0.29
5,046.48 1.50 6.39 0.36
5,046.98 2.00 7.37 0.42
5,047.48 2.50 8.24 0.47
5,047.98 3.00 9.03 0.51
5,048.48 3.50 9.75 0.55
5,048.98 4.00 10.43 0.59
5,049.48 4.50 11.06 0.63
5,049.98 5.00 11.66 0.66
5,050.48 5.50 12.23 0.69
5,050.98 6.00 12.77 0.72
5,051.51 6.53 13.32 0.75 100-Year Storm
NORTHERNENGINEERING.COM � 970.221.4158
FORT COLLINS � GREELEY
SDI-Design Data v1. 00, Re%ased January 2010
Stormwater Facility Name: Worthington Storage - Detention Area 1
Facility Location & Jurisdiction: Fort Collins, CO
User Inqut: Watershed Characteristics
Extended Detention Basin (EDB) � EDB
Watershed Area = 2.80 acres
Watershed Length = 400 ft
Watershed Length to Centroid = 200 ft
Watershed Slope = 0.020 ft/ft
Watershed Imperviousness = 65.0% perce
Percentage Hydrologic Soil Group A= 0.0% perce
Percentage Hydrologic Soil Group B= 0.0% perce
Percentage Hydrologic Soil Groups C/D = 100.0% perce
Target WQCV Drain Time = 40.0 hours
Location for 1-hr Rainfall Depths (use dropdown):
Userinput
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 4,291 0.00 0.00
1.00 4,291 1.00 0.28
2.00 5,820 2.00 0.40
3.00 5,820 3.00 0.49
4.00 7,641 4.00 0.56
5.00 4,716 5.00 0.63
6.00 3,287 6.00 0.69
6.40 381 6.40 0.71
Detention 1_SDI_Design_Data_v2.00 (State Compliance Time).xlsm, Design Data 1/23/2024, 11:37 AM
14
12
10
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u
3
0
LL
6
4
2
0
0.1
4.5
4
3.5
3
�
x
�
a
0 2.5
l7
2
C
Z
O 2
a
1.5
1
0.5
TIMfl [hr]
DRAIN TIME [hr]
10
Detention 1_SDI_Design_Data_v2.00 (State Compliance Time).xlsm, Design Data 1/23/2024, 11:37 AM
p _ _. _ -
0.1 1 10 100
DETENTION AREA 2
NNORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS � GREELEY APPENDIX
� NORTHERN
ENGINEERING
� - • ' • • • ' ' • •
Project: Worthington Storage
Project Location: Fort Collins, Colorado
Calculations By: M. Ruebel Date: 05/01/24
Pond No.: Detention Area 2
. .
Design Point 2 1Zequired Detention Volume
Design Storm 100-yr WQCV 0 ft'
Developed "C" = 0.87 Quantity Detention 39826 ft`�
Area (A)= 4.18 acres Total Volume 39826 ft3
Max Release Rate = 1.16 cfs Total Volume �' � ac-ft
. . � e o ..-
�� � �� e� _ •
_, � i -
�
5 300 9.95 36.2 10855 3�S 10507
10 600 7.72 28.1 16845 696 16149
15 900 6.52 23.7 21340 1044 20296
20 1200 5.60 20.4 24438 1392 23046
25 1500 4.98 18.1 27165 1740 25425
30 1800 4.52 16.4 29587 2088 27499
35 2100 4.08 14.8 31158 2436 28722
40 2400 3.74 13.6 32642 2784 29858
45 2700 3.46 12.6 33973 3132 30841
50 3000 323 11.7 35239 3480 31759
55 3300 3.03 11.0 36362 3828 32534
60 3600 2.86 10.4 37442 4176 33266
65 3900 2.72 9.9 38577 4524 34053
70 4200 2.59 9.4 39559 4872 34687
75 4500 2.48 9.0 40584 5220 35364
80 4800 2.38 8.7 41545 5568 35977
85 5100 2.29 8.3 42472 5916 36556
90 5400 2.21 8.0 43399 6264 37135
95 5700 2.13 7.7 44152 6612 37540
100 6000 2.06 7.5 44948 6960 37988
105 6300 2.00 7.3 45821 7308 38513
110 6600 1.94 7.1 46563 7656 38907
115 6900 1.89 6.9 47425 8004 39421
120 7200 1.84 6.7 48178 8352 39826
Detention Basin 2
Project: REVS Worthington Self Storage: 62 //�
Chamber Model - MC3500
Uni[s- Imperial StormTech
Number of Chambers - 34
Number of End Caps - 4
Voids in Ihe stone (porosity) - 40 %
Base of Stone Eleva[ion - 5045.68 ft
Amount of Stone Above Chambers - 12 in
Amount of Stone Below Chambers - 9
Area of system - 2332 sf Mln. Area - 1750 sf min. area
StormTech MC-3500 Cumulative Storage Volumes
Height of Incremen[al Single Incremental Incremen[al Incremenlal Incremen[al Incremental Ch, Cumulative
System Chamber Single End Cap Chambers End Cap Stone EC and Stone System Elevation
(inches) (cubic feet/ (cubic /eet) (cubic feet/ (cubic feet) (cubic leet) (cubic feet) (cubic feet) (feet)
uo
65
64
63
62
61
60
59
58
57
56
55
54
53
52
51
50
49
48
47
46
45
44
43
42
41
40
39
38
37
36
35
34
33
32
37
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
u.uu
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.06
0.19
0.29
0.40
0.69
1.03
1.25
1.42
1.57
1.71
1.83
1.94
2.04
2.13
2.22
2.31
2.38
2.46
2.53
2.59
2.66
2.72
2.77
2.82
2.68
2.92
2.97
3.01
3.05
3.09
3.13
3.17
3.20
3.23
3.26
3.29
3.32
3.34
3.37
3.39
3.41
3.44
3.46
3.48
3.51
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
u.uu
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.02
0.04
0.05
0.07
0.09
0.11
0.13
0.14
0.16
0.18
020
0.22
023
025
027
028
029
0.31
0.32
0.33
0.35
0.36
0.37
0.38
0.40
0.41
0.42
0.43
0.44
0.45
0.46
0.47
0.48
0.49
0.50
0.51
0.51
0.52
0.53
0.54
0.54
0.55
0.56
0.59
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
u uu
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
1.97
6.60
9.99
13.72
23.36
34.96
42.48
48.36
53.49
58.04
62.17
65.88
69.39
72.58
75.62
78.43
81.08
83.67
85.96
88.19
90.31
92.31
94.22
96.04
97.77
99.42
100.98
702.42
103.81
10521
106.44
107.63
106.78
109.86
110.89
111.87
112.81
113.70
114.53
115.35
116.09
116.86
117.56
11628
119.17
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
u.uu
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.10
0.15
0.21
027
0.35
0 43
0.51
0.56
0.65
0.73
0.80
0.87
0.94
1.00
1.06
1.12
1.18
1.23
1.26
1.34
1.39
1.44
1.49
1.54
1.58
1.63
1.67
1.72
1.76
1.80
1.84
1.86
1.92
1.96
1.99
2.03
2.06
2.09
2.12
2.15
2.17
2.20
2.22
2.38
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
is
77.73
77.73
77.73
77.73
77.73
77.73
77.73
77.73
77.73
77.73
77.73
76.94
75.06
73.68
72.16
68,28
63.61
60.57
58.19
56.11
54.26
52.58
51.06
49.63
48.33
47.08
45.94
44.65
43.82
42.86
41.94
41.08
40.25
39.47
38.72
38.01
37.33
36.69
36.09
35.52
34.95
34.44
33.94
33.47
33.02
32.60
32.19
31.80
31.43
31.08
30.75
30.44
30.12
29.83
29.53
29.11
77.73
77.73
77.73
77.73
77.73
77.73
77.73
77.73
77.73
ii.�s
77.73
77.73
77.73
77 73
77.73
77.73
77 73
77.73
77.73
77.73
77.73
78.92
81 75
83.82
86.09
91.91
98.92
103.48
107A5
110.17
112.95
115.47
117.75
119.89
121.84
123.71
125.43
127.05
128.60
130.05
131.42
132.72
133.95
135.13
136.25
137.32
138.34
139.30
140.19
141.05
141.91
142.68
143.42
144.13
144.80
145.44
146.05
146.64
147.19
147.71
148.21
148.68
149.75
149.59
150.03
150.67
77.73
77.73
77.73
77.73
77.73
77.73
77.73
77.73
77.73
�wua.«
7331.48
725375
7176.02
7098.28
7020.55
6942.82
6865.08
6787.35
6709.62
6631.88
6554.15
6476.42
6397.50
6315.75
6231.93
6145.84
6053.92
5955.00
5851.52
5744 47
5634.30
5521.35
5405.88
5288.13
5168.24
5046.40
4922.69
4797.26
4670.20
4541.60
4411.55
4280.14
4147.42
4013.46
3878.33
3742.08
3604.77
3466.43
3327.13
3186.94
3045.89
2903.98
2761.30
2617.68
2473.75
2328.95
2183.51
2037.46
1890.82
1743.63
1595.93
1447.72
1299.04
1149.89
1000.30
85027
699.60
621.87
54G.13
466.40
388.67
310.93
23320
155.47
77.73
owi.in
5051.10
5051.01
5050-93
5050.85
5050.76
5050.68
5050.60
5050.51
5050.43
5050.35
5050.26
5050.18
5050.10
5050.01
5049.93
5049.85
5049.76
5049.68
5049.60
5049.51
5049.43
5049.35
5049.26
5049.18
5049.10
5049.01
5048.93
5048.85
5048.76
5048.68
5048.60
5048.51
5048.43
5048.35
5048.26
5048.18
5048.70
5048.01
5047.93
5047.85
5047.76
5047.68
5047.60
5047.51
5047.43
5047.35
5047.26
5047.18
5047.10
5047.01
5046.93
5046.85
5046.76
5046.68
5046.60
5046.51
5046.43
5046.35
5046.26
5046.18
5046.70
5046.01
5045.93
5045.85
5045.76
Q A��de Penmete, Ra�e i� G��Watlo�s
❑ Cli�k for 52ge Area Data
❑ Oick So Invert Stage Nea �ata
Click Here for Metric
�-- Provided Detention Volume
Detention Basin 3
Project: REVS Worthington Self Storage: 63 //�
Chamber Model - MC3500
Uni[s- Imperial StormTech
Number of Chambers - 85
Number of End Caps - 10
Voids in Ihe stone (porosity) - 40 %
Base of Stone Eleva[ion - 5045.60 ft
Amount of Stone Above Chambers - 25 in
Amount of Stone Below Chambers - 9
Area of system - 4836 sf Mln. Area - 4376 sf min. area
StormTech MC-3500 Cumulative Storage Volumes
Height of Incremen[al Single Incremental Incremen[al Incremenlal Incremen[al Incremental Ch, Cumulative
System Chamber Single End Cap Chambers End Cap Stone EC and Stone System Elevation
(inches) (cubic feet/ (cubic /eet) (cubic feet/ (cubic feet) (cubic leet) (cubic feet) (cubic feet) (feet)
/y
%8
77
76
75
74
73
72
7t
70
69
68
67
66
65
64
63
62
61
60
59
58
57
56
55
54
53
52
51
50
49
48
47
46
45
44
43
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
tI.UU
Q.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.06
0.19
0.29
0.40
0.69
1.03
1.25
1.42
1.57
1.71
1.83
1.94
2.04
2.13
2.22
2.31
2.38
2.46
2.53
2.59
2.66
2.72
2.77
2.82
2.88
2.92
2.97
3.01
3.05
3.09
3.13
3.17
3.20
3.23
3.26
3.29
3.32
3.34
3.37
3.39
3.41
3.44
3.46
3.48
3.51
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
U.UU
�.�0
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.02
0.04
0.05
0.07
0.09
0.11
0.13
0.14
0.16
0.18
020
022
023
025
0.27
028
029
0.31
0.32
0.33
0.35
0.36
0.37
0.38
0.40
0.41
0.42
0.43
0.44
0.45
0.46
0.47
0.48
0.49
0.50
0.51
0.51
0.52
0.53
0.54
0.54
0.55
0.56
0.59
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
U UU
�.�Q
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
4.94
16.50
24.99
34.31
58.47
87.41
10621
120.89
133.72
145.11
155.42
164.71
173.47
181.45
789.06
196.08
202.71
209.02
214.89
220A7
225.76
230.78
235.56
240.10
244.41
248.55
252.44
256.06
259.53
263.01
266.10
269.08
271.95
274.64
27722
279.67
282.03
284.25
286.33
288.36
29024
292.15
293.91
295.69
297.93
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
U.UU
�.��
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.24
038
0.52
0.68
0.88
1.07
1.26
1.44
1.63
1.82
2.01
2.18
2.35
251
2.66
2.80
2.94
3.08
3.21
3.34
3.47
3.60
3.72
3.84
3.96
4.08
4.19
4.30
4.40
4.51
4.61
4.71
4.80
4.89
4.96
5.06
5.14
5.22
5.30
5.37
5.43
5.49
5.55
5.95
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
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16120
16t20
16120
16120
16120
16120
16120
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16120
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16120
16120
16120
16120
16120
16120
16120
16120
16120
16120
16120
16120
15923
154.50
151.06
14727
137.57
125.89
11829
112.34
107.14
102.51
98.30
94.51
90.94
87.68
84.57
81.71
79.00
76.42
74.01
71.73
69.56
67.50
65.54
63.67
61.90
60.20
58.59
57.10
55.67
54.23
52.96
51.72
50.54
49.42
48.36
47.34
46.36
45.44
44.58
43.74
42.96
42.17
41.44
40.70
39.65
16120
16120
16120
16120
16120
16120
16120
16720
16120
IbI LU
16L20
161.20
i6L20
161.20
161.20
161.20
161.20
16120
161.20
161.20
161.20
16120
161.20
161.20
161.20
161.20
16120
161.20
161.20
161.20
161.20
161.20
161.20
161.20
164.16
171.24
176.42
182.10
196.65
214.17
225.57
234.49
242.30
249.24
255.54
261.23
266.59
271.48
276.14
280.44
284.50
288.38
291.98
295.41
298.67
301.75
304.70
307.49
310.15
312.71
315.11
317.35
319.49
321.65
323.56
325.41
327.20
328.87
330.47
331.99
333.45
334.84
336.13
337.40
338.56
339.75
340.84
341.94
343.53
161.20
161.20
161.20
161.20
161.20
161.20
161.20
161.20
161.20
I tl4J I.b4
18270.64
18109 44
1794824
17787.04
17625.84
17464.64
17303.44
17t4224
16981.04
16819.84
16658.64
16497 44
16336.24
16175.04
16013.84
15852.64
15691.44
1553024
15369.04
15207.84
15046.64
14885.44
1472424
14563.04
14401.84
14237.68
14066.44
13890.02
13707.92
1351127
13297.10
13071.53
12837.04
12594.74
12345.50
12089.96
11828.73
11562.14
11290.66
11014.52
10734.08
10449.58
1016120
9869.22
9573.81
9275.14
8973.39
8668.69
8361.20
8051.05
7738.34
7423.23
7105.88
6786.39
6464.74
6141.18
5815.76
5488.57
5159.70
4829.23
4497.24
4163.79
3828.95
3492.82
3155.42
2816.86
2477.11
2136.27
1794.33
1450.80
1289.60
1128.40
96720
806.00
644.80
483.60
322.40
16120
SUJL. I b
5052.10
5052.02
5051-93
5051.85
5051.77
5051.68
5051.60
5051.52
5051.43
5051.35
5051.27
5051.18
5051.10
5051.02
5050.93
5050.85
5050.77
5050.68
5050.60
5050.52
5050.43
5050.35
5050.27
5050.18
5050.10
5050.02
5049.93
5049.85
5049.77
5049.68
5049.60
5049.52
5049.43
5049.35
5049.27
5049.18
5049.70
5049.02
5048.93
5048.85
5048.77
5048.68
5048.60
5048.52
5048.43
5048.35
5048.27
5048.18
5048.10
5048.02
5047.93
5047.85
5047.77
5047.68
5047.60
5047.52
5047.43
5047.35
5047.27
5047.18
5047.70
5047.02
5046.93
5046.85
5046.77
5046.68
5046.60
5046.52
5046.43
5046.35
5046.27
5046.18
5046.10
5046.02
5045.93
5045.85
5045.77
5045.68
Q L�tl�de Penmete, 5ro�� i� Ca��Wazio�s
❑ Cli�k for 52ge Area Data
❑ Oick So Invert Stage Nea �ata
Click Here for Metric
�-- Provided Detention Volume
Detention Basin 4
Project: REVS Worthington Self Storage: 64 //�
Chamber Model - MC3500
Uni[s- Imperial StormTech
Number of Chambers - 45
Number of End Caps - 6
Voids in Ihe stone (porosity) - 40 %
Base of Stone Eleva[ion - 504524 ft
Amount of Stone Above Chambers - 12 in
Amount of Stone Below Chambers - 9
Area of system - 2704 sf Mln. Area - 2328 sf min. area
StormTech MC-3500 Cumulative Storage Volumes
Height of Incremen[al Single Incremental Incremen[al Incremenlal Incremen[al Incremental Ch, Cumulative
System Chamber Single End Cap Chambers End Cap Stone EC and Stone System Elevation
(inches) (cubic feet/ (cubic /eet) (cubic feet/ (cubic feet) (cubic leet) (cubic feet) (cubic feet) (feet)
uo
6$
64
63
62
61
60
59
58
57
56
55
54
53
52
51
50
49
48
47
46
45
44
43
42
41
40
39
38
37
36
35
34
33
32
37
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
u.uu
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.06
0.19
0.29
0.40
0.69
1.03
1.25
1.42
1.57
1.71
1.83
1.94
2.04
2.13
2.22
2.31
2.38
2.46
2.53
2.59
2.66
2.72
2.77
2.82
2.68
2.92
2.97
3.01
3.05
3.09
3.13
3.17
3.20
3.23
3.26
3.29
3.32
3.34
3.37
3.39
3.41
3.44
3.46
3.48
3.51
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
u.uu
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.02
0.04
0.05
0.07
0.09
0.11
0.13
0.14
0.16
0.18
020
0.22
023
025
027
028
029
0.31
0.32
0.33
0.35
0.36
0.37
0.38
0.40
0.41
0.42
0.43
0.44
0.45
0.46
0.47
0.48
0.49
0.50
0.51
0.51
0.52
0.53
0.54
0.54
0.55
0.56
0.59
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
u uu
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2.61
8.73
13.23
18.16
30.92
46.27
56.23
64.00
70.79
76.82
82.28
87.20
91.84
96.06
100.09
103.81
107.31
110.66
113.77
116.72
119.52
122.18
124.71
127.11
129.40
131.59
133.64
135.56
137.40
13924
140.88
142.45
143.98
745.40
146.76
146.06
149.31
150.49
151.59
152.66
153.65
154.67
155.60
156.54
157.73
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
u.uu
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.74
0.23
0.31
041
0.53
0.64
0.76
0.87
0.98
1.09
1.20
1.31
1.41
1.50
1.59
1.66
1.76
1.85
1.93
2.01
2.08
2.16
223
2.31
2.38
2.45
251
258
2.64
2.70
2.77
2.82
2.88
2.94
2.99
3.04
3.09
3.13
3.18
3.22
326
3.30
333
3.57
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
au. i s
90.13
90.13
90.13
90,13
90.13
90.13
90,13
90.13
90.13
90.13
90.13
89.09
86.58
84.75
82.74
77.60
71.41
67.38
64.23
61.47
59.01
56.78
54.77
52.87
51.14
49.50
47.97
46.54
45.16
43.89
42.68
41.52
40.43
39.39
38.40
37.45
36.55
35.70
34.90
34.14
33.38
32.70
32.05
31.41
30.82
30.25
29.71
29.19
28.70
28.24
27.60
27.38
26.96
26.58
26.18
25.61
90.13
90.13
90.13
90.13
90.13
90.13
90.13
90.13
90.13
yU.IJ
90.13
90.13
90.13
90.13
90.13
90.13
90.13
90.13
90.13
90.13
90.13
91 70
95.46
98.21
101.22
108.93
118.21
124.26
128.99
133.13
136.81
140.16
143.17
146.02
148.62
151.09
153.37
155.53
157.59
159.50
161.32
163.05
164.69
166.25
167.74
169.15
170.51
171.79
172.98
174.12
175.26
176.28
177.27
178.21
179.70
179.95
180.76
181.54
182.28
182.97
183.64
184.26
184.89
185.47
186.06
186.91
90.13
90.13
90.13
90.13
90.13
90.13
90.13
90.13
90.13
i3yl"I.LL
8881.08
8790.95
670082
8610.68
8520.55
8430.42
8340.28
8250.15
8160.02
8069.88
7979.75
7889.62
7797.91
7702.45
7604.25
7503.03
7394.10
7275.89
7151.63
7022.64
6889.51
6752.70
6612.54
6469.37
6323.35
6174.73
6023.64
5870.27
5714.74
5557.15
5397.65
5236.33
5073.28
4908.59
4742.33
4574.59
4405.44
4234.93
4063.14
3890.17
3716.05
3540.78
3364.50
3187.24
3009.02
2829.92
2649.97
2469.21
2287.66
2105.39
1922.42
1738.78
1554.53
1369.64
1184.17
998.11
81120
721.07
630.93
540.80
450.67
360.53
270.40
18027
90.13
SUJU. /4
5050.66
5050.57
5050 49
5050.41
5050.32
5050.24
5050.16
5050.07
5049.99
5049.91
5049.82
5049.74
5049.66
5049.57
5049.49
5049.41
5049.32
5049.24
5049.16
5049.07
5048.99
5048.91
5048.82
5048.74
5048.66
5048.57
5048.49
5048.41
5048.32
5048.24
5048.16
5048.07
5047.99
5047.91
5047.82
5047.74
5047.66
5047.57
5047.49
5047.41
5047.32
5047.24
5047. I6
5047.07
5046.99
5046.91
5046.82
5046.74
5046.66
5046.57
5046.49
5046.41
5046.32
5046.24
5046.16
5046.07
5045.99
5045.91
5045.82
5045.74
5045.66
5045.57
5045.49
5045.41
5045.32
pp m�wae ae��mece� so�e ��� ca¢wauo�s
❑ COck Por SWqeMea �ata
❑ er a eo moerc sezqe n�ea oaea
Click Here for Metric
�-- Provided Detention Volume
Project: REVS Worthington Self Storage: WQ B3 //�
Chamber Model - MC3500
Uni[s- Imperial StormTech
Number of Chambers - 9
Number of End Caps - 2
Voids in Ihe stone (porosity) - 40 %
Base of Stone Eleva[ion - 5045.68 ft
Amount of Stone Above Chambers - 12 in
Amount of Stone Below Chambers - 9
Area of system - 678 sf Mln. Area - 4�79 sf min. area
StormTech MC-3500 Cumulative Storage Volumes
Height of Incremen[al Single Incremental Incremen[al Incremenlal Incremen[al Incremental Ch, Cumulative
System Chamber Single End Cap Chambers End Cap Stone EC and Stone System Elevation
(inches) (cubic feet/ (cubic /eet) (cubic feet/ (cubic feet) (cubic leet) (cubic feet) (cubic feet) (feet)
Sos,,B �- Provided Detention Volume
5051.10
5051.01
5050-93
5050.85
5050.76
5050.68
5050.60
5050.51
5050.43
5050.35
5050.26
5050.18
5050.10
5050.01
5049.93
5049.85
5049.76
5049.68
5049.60
5049.51
5049.43
5049.35
5049.26
5049.18
5049.10
5049.01
5048.93
5048.85
5048.76
5048.68
5048.60
5048.51
So4843.� Required Water Quality Volume
5048.35
5�8z6 Req. WQ Volume = 1,175 cu.ft.
5048.18
5048.70
5048.01
5047.93
5047.85
5047.76
5047.68
5047.60
5047.51
5047.43
5047.35
5047.26
5047.18
5047.10
5047.01
5046.93
5046.85
5046.76
5046.68
5046.60
5046.51
5046.43
5046.35
5046.26
5046.18
5046.70
5046.01
5045.93
5045.85
5045.76
uo
6$
64
63
62
61
60
59
58
57
56
55
54
53
52
51
50
49
48
47
46
45
44
43
42
41
40
39
38
37
36
35
34
33
32
37
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
u.uu
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.06
0.19
0.29
0.40
0.69
1.03
1.25
1.42
1.57
1.71
1.83
1.94
2.04
2.13
2.22
2.31
2.38
2.46
2.53
2.59
2.66
2.72
2.77
2.82
2.68
2.92
2.97
3.01
3.05
3.09
3.13
3.17
3.20
3.23
3.26
3.29
3.32
3.34
3.37
3.39
3.41
3.44
3.46
3.48
3.51
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
u.uu
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.02
0.04
0.05
0.07
0.09
0.11
0.13
0.14
0.16
0.18
020
0.22
023
025
027
028
029
0.31
0.32
0.33
0.35
0.36
0.37
0.38
0.40
0.41
0.42
0.43
0.44
0.45
0.46
0.47
0.48
0.49
0.50
0.51
0.51
0.52
0.53
0.54
0.54
0.55
0.56
0.59
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
u uu
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.52
1.75
2.65
3.63
6.18
925
11.25
1280
14.16
15.36
16.46
17.44
18.37
19.21
20.02
20.76
21.46
22.13
22.75
23.34
23.90
24.44
24.94
25.42
25.88
26.32
26.73
27.11
27.48
27.85
28.18
28.49
28.80
29.08
29.35
29.61
29.86
30.10
30.32
30.53
30.73
30.93
31.12
31.31
31.55
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
u.uu
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.05
0.08
0.10
0.14
O.IB
021
025
029
033
0.36
0.40
0.44
0.47
0.50
0.53
0.56
0.59
0.62
0.64
0.67
0.69
0.72
0.74
0.77
0.79
0.82
0.84
0.86
0.88
0.90
0.92
0.94
0.96
0.98
1.00
1.01
1.03
1.04
1.06
1.07
1.09
1.10
1.11
1.19
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
LL.bU
2260
22.60
22.60
22.60
22.60
22.60
22.60
22.60
22.60
22,60
22.60
22.39
21.88
21.51
21.11
20.07
18.83
18.02
17.38
16.82
16.32
15.87
15.46
15.08
14.73
14.39
14.08
13.79
13.57
13.25
13.01
12.77
12.55
12.34
12.13
11.94
11.76
11.58
11.42
11.26
11.11
10.97
10.83
10.71
10.58
10.47
10.36
10.25
10.15
10.06
9.96
9.88
9.79
9.71
9.63
9.51
22.60
22.60
22.60
22.60
22.60
22.60
22.60
22.60
22.60
CL.bU
22.60
22.60
22.60
22.60
22.60
22.60
22.60
22.60
22.60
22.60
22.60
22.91
23.68
24.23
24.84
26.39
28.26
29.48
30.43
3127
32.01
32.69
33.30
33.88
34.41
34.91
35.38
35.81
3623
36.62
36.99
37.34
37.68
38.00
38.30
38.59
38.87
39.13
39.37
39.60
39.84
40.05
4025
40.44
40.62
40.80
40.96
41.12
4128
41A2
41.55
41.68
41.81
41.93
42.05
4224
22.60
22.60
22.60
22.60
22.60
22.60
22.60
22.60
22.60
L IUS.Lb
2080.66
2058.06
2035 46
2012.86
1990.26
1967.66
1945.06
1922.46
1899.86
187Z26
1854.66
1832.06
1809.15
1785.47
1761.24
1736.40
1710.01
1681.75
1652.27
1621.64
1590.57
1558.56
1525.87
1492.56
1458.68
1424.27
1389.36
1353.98
1318.17
1281.94
1245.31
1208.32
1170.98
1133.30
1095.30
1057.00
1018.42
979.55
940A2
901.05
861.45
621.61
781.57
741.32
700.88
66025
619.46
578.49
537.37
496.09
454.67
413.12
371.44
329.62
287.69
245.64
203.40
180.80
15820
135.60
113.00
90.40
67.80
45.20
22.60
o �����de Pe��me�e, 5�o�e �� �a����a��o�s
❑ COck Por SWqeMea �ata
❑ er a eo moerc sezqe n�ea oaea
Click Here for Metric
WQ Basin 3
Per the approved variance (Appendix
G) the water quality volume is
included within the Detention Volume
Project: REVS Worthington Self Storage: WQ B4 //�
Chamber Model - MC3500
Uni[s- Imperial StormTech
Number of Chambers - 17
Number of End Caps - 4
Voids in Ihe stone (porosity) - 40 %
Base of Stone Eleva[ion - 5045.68 ft
Amount of Stone Above Chambers - 12 in
Amount of Stone Below Chambers - 9
Area of system - 1111 sf Mln. Area - 908 sf min. area
StormTech MC-3500 Cumulative Storage Volumes
Height of Incremen[al Single Incremental Incremen[al Incremenlal Incremen[al Incremental Ch, Cumulative
System Chamber Single End Cap Chambers End Cap Stone EC and Stone System Elevation
(inches) (cubic feet/ (cubic /eet) (cubic feet/ (cubic feet) (cubic leet) (cubic feet) (cubic feet) (feet)
uo
6$
64
63
62
61
60
59
58
57
56
55
54
53
52
51
50
49
48
47
46
45
44
43
42
41
40
39
38
37
36
35
34
33
32
37
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
u.uu
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.06
0.19
0.29
0.40
0.69
1.03
1.25
1.42
1.57
1.71
1.83
1.94
2.04
2.13
2.22
2.31
2.38
2.46
2.53
2.59
2.66
2.72
2.77
2.82
2.68
2.92
2.97
3.01
3.05
3.09
3.13
3.17
3.20
3.23
3.26
3.29
3.32
3.34
3.37
3.39
3.41
3.44
3.46
3.48
3.51
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
u.uu
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.02
0.04
0.05
0.07
0.09
0.11
0.13
0.14
0.16
0.18
020
0.22
023
025
027
028
029
0.31
0.32
0.33
0.35
0.36
0.37
0.38
0.40
0.41
0.42
0.43
0.44
0.45
0.46
0.47
0.48
0.49
0.50
0.51
0.51
0.52
0.53
0.54
0.54
0.55
0.56
0.59
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
u uu
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.99
3.30
5.00
6.86
11.68
17.48
21.24
24.18
2674
29.02
31.08
32.94
34.69
36.29
37.81
39.22
40.54
41.80
42.98
44.09
45.15
46.16
47.11
48.02
48.88
49.77
50.49
51.21
51.91
52.60
53.22
53.82
54.39
54.93
55.44
55.93
56.41
56.85
57.27
57.67
58.05
58.43
58.78
59.14
59.59
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
u.uu
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.10
0.15
0.21
027
0.35
0 43
0.51
0.56
0.65
0.73
0.80
0.87
0.94
1.00
1.06
1.12
1.18
1.23
1.26
1.34
1.39
1.44
1.49
1.54
1.58
1.63
1.67
1.72
1.76
1.80
1.84
1.86
1.92
1.96
1.99
2.03
2.06
2.09
2.12
2.15
2.17
2.20
2.22
2.38
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
sr us
37.03
37.03
37.03
37.03
37.03
37.03
37.03
37.03
37.03
37.03
37.03
36.64
35.68
34.97
34.21
32.25
29.90
28.37
27.16
26.10
25.16
24.31
23.54
22.81
22.14
21.51
20.92
20.37
19.84
19.35
18.88
18.44
18.02
17.61
17.23
16.67
16.52
16.19
15.88
15.58
15.29
15.02
14.77
14.52
14.29
14.07
13.86
13.66
13.47
13.29
13.12
12.96
12.79
12.64
12.49
12.25
37.03
37.03
37.03
37.03
37.03
37.03
37.03
37.03
37.03
si.us
37.03
37.03
37.03
37.03
37.03
37.03
37.03
37.03
37.03
37.03
37.03
37.63
39.07
40.12
4127
44.20
47.73
50.04
51.84
53.43
54.84
56.12
5728
58.37
59.37
60.32
6120
62.03
62.82
63.56
6426
64.93
65.56
66.16
66.74
6729
67.81
68.30
68.77
6921
69.65
70.05
70.43
70.80
71.14
71.47
71.79
72.09
72.38
72.65
72.91
73.15
73.39
73.62
73.85
7421
37.03
37.03
37.03
37.03
37.03
37.03
37.03
37.03
37.03
SbU I.Jb
356452
3527 49
3490 46
3453.42
3416.39
3379.36
3342.32
3305.29
3268.26
3231.22
3194.19
3157.16
3119.53
3080.46
3040.34
2999.06
2954.86
2907.12
2857.09
2805.25
2751.82
2696.98
2640.66
2583.58
2525.21
2465.84
2405.52
2344.32
2282.29
2219.47
2155.91
2091.65
2026.72
1961.16
1894.99
1828.25
1760.97
1693.16
1624.65
1556.09
1486.88
1417.23
1347.18
1276.75
1205.96
1134.81
1063.34
991.55
919.46
847.08
774.43
701.53
628.38
554.98
481.36
407.51
333.30
29627
25923
22220
185.17
148.13
111.10
74.07
37.03
Q Atl�de Penme�e, 5�a�e i� Ca��Wa�io�s
❑ Cllck Por SWqeMea Data
❑ Oick So Invert Stage Area �ata
Click Here for Metric
WQ Basin 4
Per the approved variance (Appendix
G) the water quality volume is
included within the Detention Volume
5�,,,� �- Provided Detention Volume
5051.10
5051.01
5050-93
5050.85
5050.76
5050.68
5050.60
5050.51
5050.43
5050.35
5050.26
5050.18
5050.10
5050.01
5049.93
5049.85
5049.76
5049.68
5049.60
5049.51
5049.43
5049.35
5049.26
5049.18
5049.10
5049.01
5048.93
5048.85
5048.76
5048.68
5048.60
5048.51
So4843.; Required Water Quality Volume
5048.35
5�8z6 Req. WQ Volume = 1,972 cu.ft.
5048.18
5048.70
5048.01
5047.93
5047.85
5047.76
5047.68
5047.60
5047.51
5047.43
5047.35
5047.26
5047.18
5047.10
5047.01
5046.93
5046.85
5046.76
5046.68
5046.60
5046.51
5046.43
5046.35
5046.26
5046.18
5046.70
5046.01
5045.93
5045.85
5045.76
� NORTHERN
ENGINEERING
� . . , .
1- • �
Project Number: 1853-001
Project Name: Worthington Storage
Project Location: Fort Collins
Pond No: Detention Area 2 Calc. By: M. Ruebel
• - �- �. .
Orifice Dia (in): 3 15/16
Orifice Area (s�: 0.09
Orifice invert (ft): 5,045.45
Orifice Coefficient: 0.65
•
Elevation Stage (ft) V�locity (ft/s) Flow Rate (cfs) Comments
5,045.45 0.00 0.00 0.00
5,045.95 0.50 3.69 0.32
5,046.45 1.00 5.21 0.45
5,046.95 1.50 6.39 0.55
5,047.45 2.00 7.37 0.63
5,047.95 2.50 8.24 0.71
5,048.45 3.00 9.03 0.77
5,048.95 3.50 9.75 0.83
5,049.45 4.00 10.43 0.89
5,049.95 4.50 11.06 0.95
5,050.45 5.00 11.66 1.00
5,050.95 5.50 12.23 1.05
5,051.26 5.81 12.57 1.07
5,051.57 6.12 12.90 1.10
5,051.88 6.43 13.22 1.13
5,052.18 6.73 13.53 1.16 100-Year Storm
NORTHERNENGINEERING.COM � 970.221.4158
FORT COLLINS � GREELEY
SDI-Design Data v1. 00, Re%ased January 2010
Stormwater Facility Name: Worthington Storage - Detention Area 2
Facility Location & Jurisdiction: Fort Collins, CO
User Inqut: Watershed Characteristics
Extended Detention Basin (EDB) � EDB
Watershed Area = 4.18 acres
Watershed Length = 550 ft
Watershed Length to Centroid = 200 ft
Watershed Slope = 0.020 ft/ft
Watershed Imperviousness = 63.0% perce
Percentage Hydrologic Soil Group A= 0.0% perce
Percentage Hydrologic Soil Group B= 0.0% perce
Percentage Hydrologic Soil Groups C/D = 100.0% perce
Target WQCV Drain Time = 40.0 hours
Location for 1-hr Rainfall Depths (use dropdown):
Userinput
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 5,161 0.00 0.00
1.00 5,161 1.00 0.50
2.00 8,521 2.00 0.71
3.00 9,024 3.00 0.87
4.00 9,024 4.00 1.00
5.00 10,541 5.00 1.12
5.80 11,180 5.80 1.20
Detention 2_SDI_Design_Data_v2.00 (State Compliance Time).xlsm, Design Data 1/26/2024, 2:11 PM
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DRAIN TIME [hr]
Detention 2_SDI_Design_Data_v2.00 (State Compliance Time).xlsm, Design Data 1/26/2024, 2:11 PM
TIMfl [hr] 10
0 — _ _,.
0.1 1 10 100
LID CALCULATIONS
NNORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS � GREELEY APPENDIX
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SURFACE � IMPERV. IMPERV.
AREA (SF) AREA (SF)
ROOFTOP 19,220 100 % 19,220
CONCRETE 7,179 100% 7,179
ASPHALT 86,223 100 % 86,223
GRAVEL 0 40% 0
LANDSCAPING 27,023 0% 0
PROPOSED
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NORTHERN
ENGINEERING
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 970221.4158
GREELEY: 820 8th Street, 80631 northernengineering.com
TOTAL= 112,622 I
2525 WORTHINGTON MINI-STORAGE
FORT COLLINS
COLORADO
� P.r-
� �
60 0 60
( IN FEET )
1 INCH = 60 FEET
TOTAL= 111,306
EXISTING VS PROPOSED
IMPERVIOUS AREA
DRAWN BY: MCR SHEET NO:
SCALE: 1" = 60� I M P 1
DATE: 5/18/2022
FOR DRAINAGE REVIEW ONLY /
NOT FOR CONSTRUCTION
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PROPOSED BASIN j
w/ WQ WEIR ,
,
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ATECH� ,,�
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LEGEND:
70 0 70 Feet
( IN FEET )
1 inch =70 ft.
PROPOSED STORM SEWER
PROPOSEDINLET
PROPOSED CURB & GUTTER
PROPERTY BOUNDARY
DESIGN POINT
DRAINAGE BASIN LABEL
DRAINAGE BASIN BOUNDARY
MC-3500 STORMTECH CHAMBERS
(ISOLATOR ROW)
STORMTECH CHAMBERS
�
�
BASIN
DESIGNAl10N A
0.22 BASIN
AREA (AC)
� � � � �
LID Site Summary - Onsite Total Site
Total On-Site Area 137,606 ft2
Total On-Site Impervious Area 105,773 ft2
Total Onsite Impervious Area without LID Treatment 0 ft2
Total Onsite Treated Area 105,773 ft2
Percent On-site Impervious Treated by LID 100.00%
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NORTHERN
ENGINEERING
FORT COLLINS: 301 North Howes Street, Suite 100, 80521 970221.4158
GREELEY: 820 8th Street, 80631 northernengineering.com
Detention Summary
Basin Volume (cu-ft)
StormTech WQ Basin 1 909
StormTech WQ Basin 2 3,129
StormTech Basin lA 20,298
StormTech Basin 1B 2,186
StormTech WQ Basin 3 2,103
StormTech WQ Basin 4 3,601
StormTech Basin 2 7,409
StormTech Basin 3 18,431
StormTech Basin 4 g�9�1
Total 67,037
Water Quality Treatment Summary
Basin WQCV(ft3) Summary
A1 & OS3 340 3- MC-3500 (Stormtech WQ Basin 1)
A2 & OS1 1,732 14 - MC-3500 (Stormtech EW Basin 2)
B2 1,175 9- MC-3500 (Stormtech WQ Basin 3)
B1 & OS2 1,972 17 - MC-3500 (Stormtech WQ Basin 4)
NOTE: WQCV VOLUMES ARE NOT ADDITIVE TO THE DETENTION VOLUMES. THE ABOVE REQUIRED
VOLUMES ARE ALREADY INCLUDED WITHIN THE VOLUMES SHOWN IN THE DETENTION SUMMARY
TABLE ABOVE.
WORTHINGTON ENCLOSED MINI-STORAGE
FORT COLLINS
COLORADO
WQ EXHIBIT
DRAWN BY: MCR
SCALE: 1" = 70'
DATE: 5/1 /2024
SHEET NO:
LID 1
WQ BASIN 1
� NORTHERN
ENGINEERING
Chamber Configuration Summary
Required Storage Total
Total Installed Storege Provided Installed
Required Flow, Chamber Release Chamber Chamber w/ Total Release Volume by Mimimum provided Provided within the System
WQ Volume WQ Chamber Ratea Volumeb Aggregate` Minimum No. Rate` FAA Method No, of Number of Release Rate Chambersg Volumeh
Vault ID (cf) (cfs) Type �`�� (cf) (cf) of Chambers° (cfs) (cf) Chambersf Chambers (cfs) (cf) (cf)
Isolator Row A1 & 053 340 0.45 MC-3500 0.038 109.90 175.00 2 0.08 269 3 3 0.11 330 525
a. Release rate per chamber, limited by flow through geotextile with accumulated sediment. Q=0.0022(cfs/sf)*(Floor Area of Chamber)
*Flow rate based on 1/2 of Nov 07 QMqx in Figure 17 of UNH Testing Report
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.
P:\1853-001\Drainage\UD\Final\1853-001 Chamber Summary_A1_053.x1sx
WQ BASIN 1
� N 0 RT H E R N ADORESE: PHOHE:
J01 N. Mowss Etr��t, awa +o0 9�o.u�.4�se yyEBSITE:
EN 0 I N E E R I N 0 `"" `""`"', `° •°°:, FAX. �w•^QRhwnonginao�is�g.com
970.221.4159
Project Title Worthington Storage Date: January 23, 2024
Project Number 1853-001 Calcs By: A. Boese
City Fort Collins
Basins A1 & OS3
WQCV = a 0.91i3 —1.19i� +0.78i Drain Time 12 hr �_�
a = 0.8
WQCV = Watershed inches of Runoff (inches) i= 51%
a = Runoff Volume Reduction (constant)
i= Total imperviousness Ratio (i = Iwq/100) WQCV = 0.167 in
Water Quality Capture Volume
0.5
0.45
v 0.4
s
� 0.35
a 0.3
L
y �.25
Y
3 0.2
> 0.15
v
3 0.1
0.05
0
0
0 0 0 0 0 0 0 0 o N
i-� iv w A in o� v oo i�
Total Imperviousness Ratio (i = Iwq/100)
Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event
hr
� n,
,n�
�_� wQCV � A A= 0.56 ac
*
12
V= 0.0078 ac-ft 340 cu. ft.
V= Water Quality Design Volume (ac-ft)
WQCV = Water Quality Capture Volume (inches)
A = Watershed Area (acres)
�a�nr�r—.,(n oi;' _i io;' �n �Q;l
� NORTHERN
ENGINEERING
WQ BASIN 1
DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF
Project Number : 1853-001
Project Name : Worthington Storage
Project Location : Fort Collins, Colorado
Pond No Isolator Row A1 & OS3
Input Variables Results
Design Point A1 &OS3
Design Storm WQ Required Detention Volume
C = 0.58
Tc = 5.00 min 269 ft3
A= 0.56 acres 0.01 aC-ft
Max Release Rate = 0.11 cfs
Ft Collins Inflow Outflow
W(� QWQ Outflow Volume Storage Volume
Time (min) Volume Adjustment 3 3
Intensity �fts� Factor (cfs) (ft ) (ft )
(in/hr)
5 1.425 139 1.00 0.11 33 106
10 1.105 215 1.00 0.11 66 149
15 0.935 273 0.67 0.07 66 207
20 0.805 314 0.63 0.07 83 231
25 0.715 348 0.60 0.07 99 249
30 0.650 380 0.58 0.06 116 265
35 0.585 399 0.57 0.06 132 267
40 0.535 417 0.56 0.06 149 269
45 0.495 434 0.56 0.06 165 269
50 0.460 448 0.55 0.06 182 267
55 0.435 466 0.55 0.06 198 268
60 0.410 479 0.54 0.06 215 265
65 0.385 488 0.54 0.06 231 257
70 0.365 498 0.54 0.06 248 250
75 0.345 504 0.53 0.06 264 240
80 0.330 514 0.53 0.06 281 234
85 0.315 522 0.53 0.06 297 225
90 0.305 535 0.53 0.06 314 221
95 0.290 537 0.53 0.06 330 207
100 0.280 546 0.53 0.06 347 199
105 0.270 552 0.52 0.06 363 189
110 0.260 557 0.52 0.06 380 178
115 0.255 571 0.52 0.06 396 175
120 0.245 573 0.52 0.06 413 160
*Note: Using the method described in FCSCM Chapter 6 Section 2.3
1853-001 Chamber Summary_A1_OS3.xlsx
Page 2 of 3
� NORTHERN
ENGINEERING
ect Number: 1853-001
ect Name: Worthington Storage
ect Location: Fort Collins, Colorado
Pond No: �Stormtech WQ Basin 1
Calc. By: A. Boese
his equation can be used to derive the stage-discharge relationship for a sharp crested weir where the depth of flow is
�nall compared to the length of weir. Reference 1) Hydrologic Analysis and Design, Richard H McCuen, Prentice Hall,
a89. Pg.549.
=3.3 L H l.s
* where Q is flow rate in CFS
'` where L is the crest length of the weir (FT)
'` where H is the height of flow over the crest (FT)
gth (L)= 4.00
r Elev. = 5,048.23
th Above Crest -
H (ft)
0.00
0.15
0.30
0.45
0.60
0.72
0.75
0.90
1.00
1.10
1.20
1.30
3.65
Year Storm = 4.0 cfs
Elevation
(ft)
5,048.23
5,048.38
5,048.53
5,048.98
5,049.13
5,049.23
5,049.33
5,049.43
5,049.53
5,051.88
ft
ft
Freeboard
(ft)
3.65
3.50
3.35
3.20
3.05
2.93
2.90
2.75
2.65
2.55
2.45
2.35
0.00
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/
SHARF-CRESTED W/EIP,
Basin Rim Elev. _
Basin Invert Elev. _
Flow
(cfs)
0.00
0.77
2.17
3.98
6.13
8.06
8.57
11.27
13.20
15.23
17.35
19.57
92.05
5,051.88 ft
5,046.89 ft
100-Year Storm
Rim of Basin
Notes
NORTHERNENGINEERING.COM � 970.221.4158
FORT COLLINS � GREELEY
WQ BASIN 2
� NORTHERN
ENGINEERING
Chamber Configuration Summary
Required Storage Total
Total Installed Storege Provided Installed
Required Flow, Chamber Release Chamber Chamber w/ Total Release Volume by Mimimum provided Provided within the System
WQ Volume WQ Chamber Ratea Volumeb Aggregate` Minimum No. Rate` FAA Method No, of Number of Release Rate Chambersg Volumeh
Vault ID (cf) (cfs) Type �`�� (cf) (cf) of Chambers° (cfs) (cf) Chambersf Chambers (cfs) (cf) (cf)
Isolator Row A2 & OSl 1732 0.35 MC-3500 0.038 109.90 175.00 10 0.38 1361 13 14 0.53 1539 2450
a. Release rate per chamber, limited by flow through geotextile with accumulated sediment. Q=0.0022(cfs/sf)*(Floor Area of Chamber)
*Flow rate based on 1/2 of Nov 07 QMqx in Figure 17 of UNH Testing Report
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.
P:\1853-001\Drainage\UD\Final\1853-001 Chamber Summary_A2_OSl.xlsx
WQ BASIN 2
� N 0 RT H E R N ADORESE: PHOHE:
J01 N. Mowss Etr��t, awa +o0 9�o.u�.4�se yyEBSITE:
EN 0 I N E E R I N 0 `"" `""`"', `° •°°:, FAX. �w.^QRhwnonginao�is�g.com
970.221.4159
Project Title Worthington Storage Date: March 7, 2023
Project Number 1853-001 Calcs By: M. Ruebel
City Fort Collins
Basins A2&OS1
WQCV = a 0.91i3 —1.19i� +0.78i
WQCV = Watershed inches of Runoff (inches)
a = Runoff Volume Reduction (constant)
i= Total imperviousness Ratio (i = Iwq/100)
Drain Time 12 hr F_�
a = 0.8
i = 68%
WQCV = 0.213 in
Water Quality Capture Volume
0.5
0.45
v 0.4
s
� 0.35
a 0.3
L
y �.25
Y
3 0.2
> 0.15
v
3 0.1
0.05
0
0
0 0 0 0 0 0 0 0 o N
i-� iv w A in oi v oo i�
Total Imperviousness Ratio (i = Iwq/100)
Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event
WQCV A = 2.24 ac
*
hr
� n,
,n�
V = � �� � A
V= 0.0398 ac-ft 1732 cu. ft.
V= Water Quality Design Volume (ac-ft)
WQCV = Water Quality Capture Volume (inches)
A = Watershed Area (acres)
�a�nr�r—.,(n oi;' _i io;' �n �Q;l
� NORTHERN
ENGINEERING
WQ BASIN 2
DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF
Project Number : 1853-001
Project Name : Worthington Storage
Project Location : Fort Collins, Colorado
Pond No Isolator Row A280S1
Input Variables Results
Design Point A2&OS1
Design Storm WQ Required Detention Volume
C = 0.72
Tc = 5.00 min 1361 ft3
A= 2.24 acres 0.03 aC-ft
Max Release Rate = 0.53 cfs
Ft Collins Inflow Outflow
W(� QWQ Outflow Volume Storage Volume
Time (min) Volume Adjustment 3 3
Intensity �fts� Factor (cfs) (ft ) (ft )
(in/hr)
5 1.425 689 1.00 0.53 159 530
10 1.105 1069 1.00 0.53 318 751
15 0.935 1357 0.67 0.35 318 1039
20 0.805 1558 0.63 0.33 398 1160
25 0.715 1730 0.60 0.32 477 1253
30 0.650 1887 0.58 0.31 557 1330
35 0.585 1981 0.57 0.30 636 1345
40 0.535 2071 0.56 0.30 716 1355
45 0.495 2156 0.56 0.29 795 1361
50 0.460 2226 0.55 0.29 875 1351
55 0.435 2315 0.55 0.29 954 1361
60 0.410 2380 0.54 0.29 1034 1347
65 0.385 2422 0.54 0.29 1113 1309
70 0.365 2472 0.54 0.28 1193 1280
75 0.345 2504 0.53 0.28 1272 1232
80 0.330 2555 0.53 0.28 1352 1203
85 0.315 2591 0.53 0.28 1431 1160
90 0.305 2656 0.53 0.28 1511 1146
95 0.290 2666 0.53 0.28 1590 1076
100 0.280 2710 0.53 0.28 1670 1040
105 0.270 2743 0.52 0.28 1749 994
110 0.260 2768 0.52 0.28 1829 939
115 0.255 2838 0.52 0.28 1908 930
120 0.245 2845 0.52 0.28 1988 857
*Note: Using the method described in FCSCM Chapter 6 Section 2.3
1853-001 Chamber Summary_A2_OS1.xlsx
Page 2 of 3
� NORTHERN
ENGINEERING
ect Number: 1853-001
ect Name: Worthington Storage
ect Location: Fort Collins, Colorado
Pond No: �Stormtech WQ Basin 2
Calc. By: A. Boese
his equation can be used to derive the stage-discharge relationship for a sharp crested weir where the depth of flow is
�nall compared to the length of weir. Reference 1) Hydrologic Analysis and Design, Richard H McCuen, Prentice Hall,
a89. Pg.549.
=3.3 L H l.s
* where Q is flow rate in CFS
'` where L is the crest length of the weir (FT)
'` where H is the height of flow over the crest (FT)
gth (L)= 4.00
r Elev. = 5,048.85
th Above Crest - Elevation
H (ft) (ft)
0.00 5,048.85
0.25 5,049.10
0.50 5,049.35
0.75 5,049.60
1.00 5,049.85
1.25 5,050.10
1.50 5,050.35
1.75 5,050.60
2.00 5,050.85
2.10 5,050.95
2.20 5,051.05
2.30 5,051.15
3.48 5,052.33
Year Storm = 20.0 cfs
ft
ft
Freeboard
(ft)
3.48
3.23
2.98
2.73
2.48
2.23
1.98
1.73
1.48
1.38
1.28
1.18
0.00
-� �
� ��
,
�
L
��
/
SHARF-CRESTED W/EIP,
Basin Rim Elev. _
Basin Invert Elev. _
Flow
(cfs)
0.00
1.65
4.67
8.57
13.20
18.45
24.25
30.56
37.34
40.17
43.07
46.04
85.69
5,052.33 ft
5,046.65 ft
100-Year Storm
Rim of Basin
Notes
NORTHERNENGINEERING.COM � 970.221.4158
FORT COLLINS � GREELEY
WQ BASIN 3
� NORTHERN
ENGINEERING
Chamber Configuration Summary
Required Storage Total
Total Installed Storege Provided Installed
Required Flow, Chamber Release Chamber Chamber w/ Total Release Volume by Mimimum provided Provided within the System
WQ Volume WQ Chamber Ratea Volumeb Aggregate` Minimum No. Rate` FAA Method No, of Number of Release Rate Chambersg Volumeh
Vault ID (cf) (cfs) Type �`�� (cf) (cf) of Chambers° (cfs) (cf) Chambersf Chambers (cfs) (cf) (cf)
Isolator Row B2 1175 0.45 MC-3500 0.038 109.90 175.00 7 0.26 816 8 9 0.34 989 1575
a. Release rate per chamber, limited by flow through geotextile with accumulated sediment. Q=0.0022(cfs/sf)*(Floor Area of Chamber)
*Flow rate based on 1/2 of Nov 07 QMqx in Figure 17 of UNH Testing Report
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.
P:\1553-001\Drainage\LID\Final\1853-001 Chamber Summary_82.xlsx
WQ BASIN 3
� NORTHERN PH�NE:
ADDRESS: 970.221.4158
701 N. Mowss Str�H, sw�. +oo WEBSITE:
E N 0 I N E E R I N a `°" `°"`"`. `° tO6:, F�, www.�°Khort�anginaering.com
970.227.4159
Project Title Worthington Storage Date: March 7, 2023
Project Number 1853-001 Calcs By: M. Ruebel
City Fort Collins
Basins 82
WQCV = a 0.91i3 —1.19i� +0.78i Drain Time 12 hr �_�
a = 0.8
WQCV = Watershed inches of Runoff (inches) i= 84%
a = Runoff Volume Reduction (constant)
i= Total imperviousness Ratio (i = Iwq/100) WQCV = 0.284 in
Water Quality Capture Volume
0.5
0.45
v 0.4
s
� 0.35
a 0.3
L
y �.25
Y
3 0.2
> 0.15
v
3 0.1
0.05
0
0
0 0 0 0 0 0 0 0 o N
i-� iv w A in o� v oo i�
Total Imperviousness Ratio (i = Iwq/100)
Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event
hr
� n,
,n�
�_� wQCV � A A= 1.14 ac
*
12
V= 0.0270 ac-ft 1175 cu. ft.
V= Water Quality Design Volume (ac-ft)
WQCV = Water Quality Capture Volume (inches)
A = Watershed Area (acres)
�a�nr�r—.,(n oi;' _i io;' �n �Q;l
� NORTHERN
ENGINEERING
WQ BASIN 3
DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF
Project Number : 1853-001
Project Name : Worthington Storage
Project Location : Fort Collins, Colorado
Pond No Isolator Row B2
Input Variables Results
Design Point B2
Design Storm WQ Required Detention Volume
C = 0.87
Tc = 5.00 min 816 ft3
A= 1.14 acres 0.02 aC-ft
Max Release Rate = 0.34 cfs
Ft Collins Inflow Outflow
W(� QWQ Outflow Volume Storage Volume
Time (min) Volume Adjustment 3 3
Intensity �fts� Factor (cfs) (ft ) (ft )
(in/hr)
5 1.425 424 1.00 0.34 102 322
10 1.105 658 1.00 0.34 204 454
15 0.935 835 0.67 0.23 204 631
20 0.805 958 0.63 0.21 255 703
25 0.715 1064 0.60 0.20 306 758
30 0.650 1160 0.58 0.20 357 803
35 0.585 1218 0.57 0.19 408 810
40 0.535 1273 0.56 0.19 459 814
45 0.495 1326 0.56 0.19 510 816
50 0.460 1369 0.55 0.19 561 808
55 0.435 1424 0.55 0.19 612 812
60 0.410 1464 0.54 0.18 663 801
65 0.385 1489 0.54 0.18 714 775
70 0.365 1520 0.54 0.18 765 755
75 0.345 1540 0.53 0.18 816 724
80 0.330 1571 0.53 0.18 867 704
85 0.315 1593 0.53 0.18 918 675
90 0.305 1633 0.53 0.18 969 664
95 0.290 1639 0.53 0.18 1020 619
100 0.280 1666 0.53 0.18 1071 595
105 0.270 1687 0.52 0.18 1122 565
110 0.260 1702 0.52 0.18 1173 529
115 0.255 1745 0.52 0.18 1224 521
120 0.245 1750 0.52 0.18 1275 475
*Note: Using the method described in FCSCM Chapter 6 Section 2.3
1853-001 Chamber Summary_B2.xlsx
Page 2 of 3
� NORTHERN
ENGINEERING
ect Number: 1853-001
ect Name: Worthington Storage
ect Location: Fort Collins, Colorado
Pond No: �Stormtech WQ Basin 3
Calc. By: A. Boese
his equation can be used to derive the stage-discharge relationship for a sharp crested weir where the depth of flow is
�nall compared to the length of weir. Reference 1) Hydrologic Analysis and Design, Richard H McCuen, Prentice Hall,
a89. Pg.549.
=3.3 L H l.s
* where Q is flow rate in CFS
'` where L is the crest length of the weir (FT)
'` where H is the height of flow over the crest (FT)
gth (L)= 4.00
r Elev. = 5,048.97
th Above Crest - Elevation
H (ft) (ft)
0.00 5,048.97
0.25 5,049.22
0.50 5,049.47
0.75 5,049.72
1.00 5,049.97
1.25 5,050.22
1.44 5,050.41
1.50 5,050.47
1.75 5,050.72
2.00 5,050.97
2.15 5,051.12
2.30 5,051.27
3.36 5,052.33
Year Storm =11.4 cfs
ft
ft
Freeboard
(ft)
3.36
3.11
2.86
2.61
2.36
2.11
1.92
1.86
1.61
1.36
1.21
1.06
0.00
-� �
� ��
,
�
L
��
/
SHARF-CRESTED W/EIP,
Basin Rim Elev. _
Basin Invert Elev. _
Flow
(cfs)
0.00
1.65
4.67
8.57
13.20
18.45
22.81
24.25
30.56
37.34
41.61
46.04
81.30
5,052.33 ft
5,046.65 ft
100-Year Storm
Rim of Basin
Notes
NORTHERNENGINEERING.COM � 970.221.4158
FORT COLLINS � GREELEY
WQ BASIN 4
� NORTHERN
ENGINEERING
Chamber Configuration Summary
Required Storage Total
Total Installed Storege Provided Installed
Required Flow, Chamber Release Chamber Chamber w/ Total Release Volume by Mimimum provided Provided within the System
WQ Volume WQ Chamber Ratea Volumeb Aggregate` Minimum No. Rate` FAA Method No, of Number of Release Rate Chambersg Volumeh
Vault ID (cf) (cfs) Type �`�� (cf) (cf) of Chambers° (cfs) (cf) Chambersf Chambers (cfs) (cf) (cf)
IsolatorRow B1&052 1972 2.50 M C-3500 0.038 109.90 175.00 12 0.45 1600 15 17 0.64 1868 2975
a. Release rate per chamber, limited by flow through geotextile with accumulated sediment. Q=0.0022(cfs/sf)*(Floor Area of Chamber)
*Flow rate based on 1/2 of Nov 07 QMqx in Figure 17 of UNH Testing Report
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.
P:\1853-001\Drainage\LID\Final\1853-001 Chamber Summary_B1_OS2.xlsx
WQ BASIN 4
� N 0 RT H E R N ADORESE: PHOHE:
J01 N. Mowss Etr��t, awa +o0 9�o.u�.4�se yyEBSITE:
EN 0 I N E E R I N 0 `"" `""`"', `° •°°:, FAX. �w.^QRhwnonginao�is�g.com
970.221.4159
Project Title Worthington Storage Date: March 7, 2023
Project Number 1853-001 Calcs By: M. Ruebel
City Fort Collins
Basins 81 & OS2
WQCV = a 0.91i3 —1.19i� +0.78i Drain Time 12 hr �_�
a = 0.8
WQCV = Watershed inches of Runoff (inches) i= 56%
a = Runoff Volume Reduction (constant)
i= Total imperviousness Ratio (i = Iwq/100) WQCV = 0.179 in
Water Quality Capture Volume
0.5
0.45
v 0.4
s
� 0.35
a 0.3
L
y �.25
Y
3 0.2
> 0.15
v
3 0.1
0.05
0
0
0 0 0 0 0 0 0 0 o N
i-� iv w A in o� v oo i�
Total Imperviousness Ratio (i = Iwq/100)
Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event
hr
� n,
,n�
�_� wQCV � A A= 3.04 ac
*
12
V= 0.0453 ac-ft 1972 cu. ft.
V= Water Quality Design Volume (ac-ft)
WQCV = Water Quality Capture Volume (inches)
A = Watershed Area (acres)
�a�nr�r—.,(n oi;' _i io;' �n �Q;l
� NORTHERN
ENGINEERING
WQ BASIN 4
DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF
Project Number : 1853-001
Project Name : Worthington Storage
Project Location : Fort Collins, Colorado
Pond No Isolator Row B180S2
Input Variables Results
Design Point B1&OS2
Design Storm WQ Required Detention Volume
C = 0.63
Tc = 5.00 min 1600 ft3
A= 3.04 acres 0.04 aC-ft
Max Release Rate = 0.64 cfs
Ft Collins Inflow Outflow
W(� QWQ Outflow Volume Storage Volume
Time (min) Volume Adjustment 3 3
Intensity �fts� Factor (cfs) (ft ) (ft )
(in/hr)
5 1.425 819 1.00 0.64 192 627
10 1.105 1270 1.00 0.64 384 886
15 0.935 1612 0.67 0.43 384 1228
20 0.805 1850 0.63 0.40 480 1370
25 0.715 2054 0.60 0.38 576 1478
30 0.650 2241 0.58 0.37 672 1569
35 0.585 2353 0.57 0.37 768 1585
40 0.535 2459 0.56 0.36 864 1595
45 0.495 2560 0.56 0.36 960 1600
50 0.460 2643 0.55 0.35 1056 1587
55 0.435 2749 0.55 0.35 1152 1597
60 0.410 2827 0.54 0.35 1248 1579
65 0.385 2876 0.54 0.34 1344 1532
70 0.365 2936 0.54 0.34 1440 1496
75 0.345 2973 0.53 0.34 1536 1437
80 0.330 3034 0.53 0.34 1632 1402
85 0.315 3077 0.53 0.34 1728 1349
90 0.305 3154 0.53 0.34 1824 1330
95 0.290 3166 0.53 0.34 1920 1246
100 0.280 3218 0.53 0.34 2016 1202
105 0.270 3258 0.52 0.34 2112 1146
110 0.260 3286 0.52 0.33 2208 1078
115 0.255 3370 0.52 0.33 2304 1066
120 0.245 3378 0.52 0.33 2400 978
*Note: Using the method described in FCSCM Chapter 6 Section 2.3
1853-001 Chamber Summary_B1_OS2.xlsx
Page 2 of 3
� NORTHERN
ENGINEERING
ect Number: 1853-001
ect Name: Worthington Storage
ect Location: Fort Collins, Colorado
Pond No: �Stormtech WQ Basin 4
Calc. By: A. Boese
his equation can be used to derive the stage-discharge relationship for a sharp crested weir where the depth of flow is
�nall compared to the length of weir. Reference 1) Hydrologic Analysis and Design, Richard H McCuen, Prentice Hall,
a89. Pg.549.
=3.3 L H l.s
* where Q is flow rate in CFS
'` where L is the crest length of the weir (FT)
'` where H is the height of flow over the crest (FT)
gth (L)= 5.00
r Elev. = 5,049.05
th Above Crest - Elevation
H (ft) (ft)
0.00 5,049.05
0.10 5,049.15
0.20 5,049.25
0.30 5,049.35
0.40 5,049.45
0.50 5,049.55
0.60 5,049.65
0.70 5,049.75
0.80 5,049.85
0.90 5,049.95
1.00 5,050.05
1.25 5,050.30
1.50 5,050.55
2.89 5,051.94
Year Storm = 20.7 cfs
ft
ft
Freeboard
(ft)
2.89
2.79
2.69
2.59
2.49
2.39
2.29
2.19
2.09
1.99
1.89
1.64
1.39
0.00
-� �
� ��
,
�
L
��
/
SHARF-CRESTED W/EIP,
Basin Rim Elev. _
Basin Invert Elev. _
Flow
(cfs)
0.00
0.52
1.48
2.71
4.17
5.83
7.67
9.66
11.81
14.09
16.50
23.06
30.31
81.06
5,051.94 ft
5,046.65 ft
100-Year Storm
Rim of Basin
Notes
NORTHERNENGINEERING.COM � 970.221.4158
FORT COLLINS � GREELEY
NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: WORTHINGTON SELF STORAGE
FORT COLLINS � GREELEY APPENDIX
EROSION CONTROL REPORT
A comprehensive Erosion and Sediment Control Plan (along with associated details) has been included with the
final construction drawings. It should be noted; however, any such Erosion and Sediment Control Plan serves
only as a general guide to the Contractor. Staging and/or phasing of the BMPs depicted, and additional or
different BMPs from those included may be necessary during construction, or as required by the authorities
havingjurisdiction.
It shall be the responsibility of the Contractor to ensure erosion control measures are properly maintained and
followed. The Erosion and Sediment Control Plan is intended to be a living document, constantly adapting to
site conditions and needs. The Contractor shall update the location of BMPs as they are installed, removed, or
modified in conjunction with construction activities. It is imperative to appropriately reflectthe current site
conditions at all times.
The Erosion and Sediment Control Plan shall address both temporary measures to be implemented during
construction, as well as permanent erosion control protection. Best Management Practices from the Volume 3,
Chapter 7- Construction BMPs will be utilized. Measures may include, but are not limited to, silt fencing and/or
wattles along the disturbed perimeter, gutter protection in the adjacent roadways, and inlet protection at
existing and proposed storm in�ets. Vehicle tracking control pads, spill containment and clean-up procedures,
designated concrete washout areas, dumpsters, and job site restrooms shall also be provided by the Contractor.
Grading and Erosion Control Notes can be found on Sheet CS2 of the Utility Plans. The Final Utility Plans will also
contain a full-size Erosion Control Plan as well as a separate sheet dedicated to Erosion Control Details. In
addition to this report and the referenced plan sheets, the Contractor shall be aware of, and adhere to, the
applicable requirements outlined in any existing Development Agreement(s) of record, as well as the
Development Agreement, to be recorded prior to issuance of the Development Construction Permit. Also, the
Site Contractor for this project may be required to secure a Stormwater Construction General Permit from the
Colorado Department of Public Health and Environment (CDPHE), Water Quality Control Division - Stormwater
Program, before commencing any earth disturbing activities. Prior to securing said permit, the Site Contractor
shall develop a comprehensive Storm Water Management Plan (SWMP) pursuant to CDPHE requirements and
guidelines. The SWMP will further describe and document the ongoing activities, inspections, and maintenance
of construction BMPs.
NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: WORTHINGTON SELF STORAGE
FORT COLLINS � GREELEY EROSION CONTROL REPORT
NNORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS � GREELEY APPENDIX
�JSp,� United States A productofthe National Custom Soil Resource
� Department of Cooperative Soil Survey,
Agriculture a joint effort of the United Report for
n I��� States Department of
I V Agriculture and other La ri m e r C o u n ty
Federal agencies, State
Natural agencies including the
Resources Agricultural Experiment A re a, C o I o ra d o
Conservation Stations, and local
Service participants
Worthington Storage
i . ,� �� � +, � �`:� � '� �
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February 17, 2022
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
73—Nunn clay loam, 0 to 1 percent slopes .................................................13
74—Nunn clay loam, 1 to 3 percent slopes .................................................14
References............................................................................................................16
:�
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
� Soil Map M
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° N Meters °
� 0 15 30 60 90 �
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0 50 100 200 300
Map projectlon: Web Mercator Comer coordinates: WGS84 Edge dcs: UTM Zone 13N WGS84
9
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 16, Sep 2, 2021
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
73 Nunn clay loam, 0 to 1 percent 0.0 1.1 %
slopes
74 Nunn clay loam, 1 to 3 percent 3.1 98.9%
slopes
Totals for Area of Interest
Map Unit Descriptions
3.1 100.0%
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.
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,
11
Custom Soil Resource Report
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
73—Nunn clay loam, 0 to 1 percent slopes
Map Unit Setting
National map unit symbol: 2ting
Elevation: 4,100 to 5,700 feet
Mean annual precipitation: 14 to 15 inches
Mean annual air temperature: 48 to 52 degrees F
Frost-free period: 135 to 152 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Nunn and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Nunn
Setting
Landform: Terraces
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Pleistocene aged alluvium and/or eolian deposits
Typical profile
Ap - 0 to 6 inches: clay loam
Bt1 - 6 to 10 inches: clay loam
Bt2 - 10 to 26 inches: clay loam
Btk - 26 to 31 inches: clay loam
Bk1 - 31 to 47 inches: loam
Bk2 - 47 to 80 inches: loam
Properties and qualities
Slope: 0 to 1 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 low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content.• 7 percent
Maximum salinity: Nonsaline (0.1 to 1.0 mmhos/cm)
Sodium adsorption ratio, maximum: 0.5
Available water supply, 0 to 60 inches: High (about 9.1 inches)
Interpretive groups
Land capability classification (irrigated): 3e
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: C
Ecological site: R0676Y042C0 - Clayey Plains
Hydric soil rating: No
13
Custom Soil Resource Report
Minor Components
Heldt
Percent of map unit.• 10 percent
Landform: Terraces
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across-slope shape: Linear
Ecological site: R067BY042C0 - Clayey Plains
Hydric soil rating: No
Wages
Percent of map unit.• 5 percent
Landform: Terraces
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across-s/ope shape: Linear
Ecological site: R067BY002C0 - Loamy Plains
Hydric soil rating: No
74—Nunn clay loam, 1 to 3 percent slopes
Map Unit Setting
National map unit symbol: 2tlpl
Elevation: 3,900 to 5,840 feet
Mean annual precipitation: 13 to 17 inches
Mean annual air temperature: 50 to 54 degrees F
Frost-free period: 135 to 160 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Nunn and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Nunn
Setting
Landform: Terraces
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Pleistocene aged alluvium and/or eolian deposits
Typical profile
Ap - 0 to 9 inches: clay loam
Bt - 9 to 13 inches: clay loam
Btk - 13 to 25 inches: clay loam
Bk1 - 25 to 38 inches: clay loam
Bk2 - 38 to 80 inches: clay loam
14
Custom Soil Resource Report
Properties and qualities
Slope: 1 to 3 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 low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content.• 7 percent
Maximum salinity: Nonsaline to very slightly saline (0.1 to 2.0 mmhos/cm)
Sodium adsorption ratio, maximum: 0.5
Available water supply, 0 to 60 inches: High (about 9.9 inches)
Interpretive groups
Land capability classification (irrigated): 2e
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Ecological site: R0676Y042C0 - Clayey Plains
Hydric soil rating: No
Minor Components
Heldt
Percent of map unit: 10 percent
Landform: Terraces
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across-slope shape: Linear
Ecological site: R067BY042C0 - Clayey Plains
Hydric soil rating: No
Satanta
Percent of map unit: 5 percent
Landform: Terraces
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across-slope shape: Linear
Ecological site: R067BY002C0 - Loamy Plains
Hydric soil rating: No
15
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
i[^.'
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
17
NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS � GREELEY APPENDIX
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NPDES PERMIT NOTES
1. SITE DESCRIP110N
o. Building constructian including atreets, woter, sewe�, ond atorm
aewer uttlity construction i� plonned on the site.
b. 7he mojor octivities ore planned in tha fdlowing aequence: Overlot groding,
utflity installation, street instollotion, and bullding construction.
c. The site contolns 3.71 acres of whfch oll the area Is to undergo clearing,
excovotion or groding.
d. Rotionol "C" = 0.20 before construction, Rationd "C" = 0.89 ofter
construction. The site wlthin the Moderote Ralnfall Erodiblltty Zone and
Moderote Wind Erodibility Zone per the City of Fort Collfns zone mop9. �th
the exiating site slopea of opproximotely 1.OX, the new improvements will
be subJecled to both wlnd and roinfoll eroston.
e. No other potential pollution sources are located near the site.
f. The downstream rece(ving water fa Sprtng Craek. Runoff from the s(te will
ultimotely enter Spring Creek after first entering either o storm aewer system,
gross swole, or delention pond. All devices eventually discharge into Spring
Creek, which drolna into the Coche La Poudre River.
2. SITE MAP
o. See Oroinoge and Eroslon Control Plon (this sheel)
3. BMP'S FOR STORMWATER POLLUTION PREVENTION
a. Erasion ond Sediment Controls
See Erosion Control Notes ond Sequence Toble this sheet.
b. IAateriols Handling and Spfll Prev�ntion
Meosures should be undertaken to control bullding materiois ond waste, ond
dispose of excess aspholt ond concrete to ensure these materiols do not
leove the site ond enter the detention pond which eventuolly outlets to
Mail Creek. Aspholt, concrete, building moteriols, waste, ond cleonup
by products should not be dfschorged tnto the on-site drainage swales
and ditches nor should they enter the detention pond. In the event ot
a spill from the site into an on-site drainage swole or ditch, oppropriate
measures should be undertaken Immediotely to remove the spitled
materials and prevent future spills from occurring.
4. FINAL STABILIZATION AND LONG-TERM STORMWATER AAANAGEMENT
o. See Erosion Control notes on thie aheet for final stobilizotion meosur�s to
control pollutants in stormwoter discharges. Finol sto6ilization of the soils on
individuol lots will be reoched upon the closing sole of eoch individuol lot.
Until the cloeing of each individuol lot, interim measurea should be
undertoken to control pollutonts per this sheet.
5. OTHER CONTROLS
o. Meosures should be undertoken to remove excess waste products from the
slte ond dispose of these waste moteriols off-sfte In on oppropriate monner.
In oddition, meosures ahould be undertaken to limit off-site soil trocking of
mud ond debris spilloge trom vehicles leoving the site. Mud ond debris
should not be trocked olong roodways ond ollowed to enter non-protected
droinagewoys which dischorge eventually into the Cache La Poudre River.
6. INSPECTION AND MAINTENANCE
o. Inspection ond maintenance should be undertaken on o regulor basis os
outlined In Sectlon 6 of the Terms ond Conditfons of the COPS General
Permit.
Table 11.2.
ecfes
Annual Ryegrasa
oats
Cereal Rye
Wheat - Winter
Wheat - Spring
ea��y
AA ill et
Hybrid Sudon
Sorg h u m
Recommended Species ond Application Rotee of Seeds
for Temporory Vegetation and�or Caver Crops.
Season 1 Drilled Pounds/Acre
Cool 20
Cool 70
co� 40
Cool 40
Cool 60
co� so
wa�m 30
Warm 15
wo�m �o
Cool season grasses moke their major growth in the spring. Warm aeason grassea make
their mojor growth in late apring ond summer. Toble 11 4 identifies planling doles for
perennial and temporary/cover crop grosses.
Toble 11.4. Plonting Datea for Perennial ond Temporory/Cover
Crop Graseee.
pA� PERENNIAL TEMPORARY/COVER
GRASSES CROP GRASSES
Warm Cool Warm Cod
Jon Ot - Feb 2B Ye� Yee No No
Mor Ol - Moy 15 Yea Yea No Yea
Mpy 16 - MQy 31 Ye� No Yes No
Jun 01 - Jul 31 No No Yes No
Aug 01 - Aug 31 No Yes No Yes
Sep O1 - Sep 30 No No No Yes
Oct O1 - Dec 31 Yes Yes No No
Mulching sholl be u�ed to asaist In estoblishment of vagetotion. One or more of the
following mulches sholl be used with a perenniol dryland grass seed mi�ture, or o
temporory vegetation or cover crop.
Adulch Acceptable Applicotion Rate
Daies of uee
Straw or Hoy Jan 01 - Dec 31 2 tons/ocre
Hydroulic (wood or paper) �lar 15 -- May 15 2 tona/ocra
Erosion control (mats or blonkets) Jon 01 - Dec J1 Not applicoble
Hay or etrow mulch ehall be free of noxlous weede and at leaet 50X of the flber sholl
be 10 inches or more in length. 1Mhen seeding with notive grosses hay from o notive
�ra�ss is a suggested mulching materiol, if avoiloble.
7
If irrigation is used, hydraulic mulches may be applied from March 15 through September 30.
Hay or Straw Mulch
i. Hay or strow mulch will be onchored to the soll by one of
ihe ro��owing methods: TEMP.
(o) A crimper which will crimp the fiber four inches or DRAINAGE
more into the soil. At least 50�: of the fiber EASEMENT
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TEMF�ORARY RETENTION BASIN ;
VOLIJME PROVIDED = 0.26 ac- ft `�
WSEI. = 48.15
ARE�i=0.15 AC. O EL. 48.15
FREE�OARD = 1.0'
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shall be 10 Inches or more In length. �
(b) Monufoctured mulch netting inatolled over the hoy �
or straw according to manufociurers' instructions. � '
(�� TpGklfierg gprayed on thg miilch to thQ 'rJ� p�PR�SS�p I
monufacturer's recommendot�on. CURB OPENING t
2. All strow or hay must be free of noxioua weeds. �
CONSTRUCTION SEQUENCE
PROJECT: C�NEMA SAVERS STANDARD FORM C
SEQUENCE FOR 199{_ ONLY COMPLETED BY: T� DATE: 9-»-93
Indicote by uee of a bar line or symbols when eroaion control meaaures will be instolled.
MoJor modifcottona to on opproved echedule moy require submitting o new ochedule (or
opproval by the Clty Engineer.
YEAR
MONni S ID �11 DIJ I F;MI A I I
OVERLOi GRADING
NAND EROSION CONTROL
Soll Rouqfiening
Perimeter Borrier
Addillonal Barrfers
Vegetative 1Aethoda
Soil Seolont
Other
RAINFALI EROSION CONiROL
STRUCTURAL:
Sedlment 7rop/Boaln
Inlet Filten
Straw Borriers
Sllt Fenca Barrlere
Sond Bage
Bare Soll Preparatlon
Contour furrowa
Terrocin
Aspholl�Concrote Poving
Other: Gravet Mulch
vECErnnvE:
Permonenl Seed Planting
Mulching/Sealont
Temporary Seed Planting
Sod Installation
Nettinga/Mata/Blonketa
Other
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STRUCTURES: INSTALLED BY MAINTAINEO BY
VEGETA710N/AIULCIIING CONTRACTOR
DATE SUBMITTED APPROVED BY CITY OF FORT C(xLINS ON
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EROSION CONTROL NOTES
AFTER COMPLETION OF OVERLOT GRADING, ALL PAVED AREAS SHALL HAVE THE BASE
COURSE APPLIED PER THE SPECIFICATIONS IN THIS SET, AND ALL OPEN SPACES
SHALL HAVE A PERENNIAL GRASS SEED APPLIED. AFTER SEEDING, A HAY OR
STRAW MULCH SHALL BE APPLIED OVER THE SEED AT A RATE OF 2 TONS/ACRE
MINIMUM, AND THE MULCH SHOULD BE ADEQUATELY ANCHORED, TACKED OR
CRIMPED INTO THE SOIL. AFTER THE UTII_ITIES HAVE BEEN �NSTALLED, SURFACES SHOULD
RECEIVE THE ASPHALT PAVEMENT. TNE INLET FILTERS AND STRAW BALE BARRIERS SHOULD
BE iNSTALI.ED IN CONJUNCTION WITH THE OVERLOT GRADING PROCESS. AFTER INSTALLATION
OF THE CURB INLETS, THE INLETS SHALL BE FILTERED WITH A COMBINATION OF CONCRETE
Bl_OCKS, 1/2 INCH WIRE SCREEN, AND A 3/4 INCH COURSE GRAVEL.
EXISTING SITE HYDROLOGY
Totol Disturbed Area - 3.71 acres
Rational "C'� - 0.2�
�EXISTING BASIN LINE ��� - - - --�
FOR BASINS B-1 �C B-6 ,
OF AMENDED MASTER ~��
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Gross Platted Area - 3.64 acres
Gross Area "C" - 0.89
Net Platted Area - 3,64 acres
Net Area ��C" - 0.89
DRAINAGE BASIN STATISTICS
DEVELOPED SITE HYDROIOGY
DESIGN BASIN AREA "C" Q,o Q,�
POINT (ac) (cfs) (cfs)
1 1 4.$3 0.82 19.8 43.5
2 2 0.39 0.95 2.1 3.5
--3-- -3 0.34 0.95 1.8 3.1
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SCALE 1'=40'
0 10 BO I20 160
LEGEND
O EXISTING MANHOLE
�Q EXISTING FIRE HYDRANi
-- -- �'`'� �--�- EXISTING CONTOUR
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1� OESiGN POINT
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PROPOSED STORM SEWER
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INLET GRAVEL FILTER
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CITY SHALL NOT BE RESPONSIBLE FOR MAINTENANCE OF ONSITE , -- I �\ , ��.' // ��� . ; , ' . ',
STORM DRAINAGE FACIUTIES, OR THE OFFSITE RETENTION ROND ( � �-��� i '
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CENTRE FOR ADVANCED TECHNOLOGY
" �"" SIXTEENTH FILING
DETENTI4N AREA
VOLUME REQ'D = 1.51 ac-ft
100 YEAR WSEL = 49.13
100 YEAR RELEASE
RATE = 1.91 cfs
AREA AT ELEV. 49.13 = 1.6Q acres
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City of F'ort Collins, Colorado
UTILITY PLAN PR VAL
APPROVED: _
irector o! Engineering D t
CHECKED BY: ��.
llater dc llastewater Utility Date
CHECKED BY: � �/���C�
Stormwater ili y ate
CHECKED BY: /i/!�
Parks dc Recreation Date
CHECKED BY:
Dete
CHECKED BY:
Date
SI IE E-T � SI If E T
DRAINAGE AND ER4SICJN CONTROL PLAN
i �
NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS � GREELEY APPENDIX
Stormwater
Alternative ComplianceNariance Application
City of Fort Collins Water Utilities Engineering
Engineer Name Mason Ruebel Phone �970) 488-3902
Street Address 301 N. Howes St., Suite 100
City Fort Collins
Owner Name Alan Westfall
Street Address 18435 W. Colfax Ave
City Golden
State CO
State CO
Zip $0401
Project Name Worthington Storage
Project/Application Number from Development Review (i.e. FDP123456) FDP220016
Legal description and/or address of property Being a replat of Lot 1, Centre for advanced Technology P.U.D.
16th Filing
Description of Project Plan to establish and develop an enclosed mini-storage use
Existing Use (check one): � residential ��� non-residential �' mixed-use �' vacant ground
Proposed Use (check one): �'' residential � non-residential � mixed-use �' other
If non-residential or mixed use, describe in detail Enclosed mini-storage with both interior
conditioned and drive-up storage units.
State the requirement from which alternative compliance/variance is sought. (Please include
applicable Drainage Criteria Manual volume, chapter and section.)
FCSCM Chapter 7 Section 4.0 Water Quality Detention - 100-yr volume must be added to WQCV
What hardship prevents this site from meeting the requirement?
See the attached pdf.
What alternative is proposed for the site?
See the attached pdf.
Attach separate sheet if necessary
Z i p $0521
Phone �303) 725-1466
Attach separate sheet if necessary
What hardshi�prevents this site from meeting the requirement?
The proposed site is a 3.16-acre infill development with an existing regional detention facility in place.
Historically the on-site pond acts as the regional detention pond for itself as well as 3.82 acres of offsite
property with no water treatment volume. This includes 5 adjacent commercial and residential parcels as
well as public and shared private roads, which is more than double the area of the proposed site.
Underground chambers will replace the existing detention facility and because the regional pond was
designed from previous regulations, the new redevelopment requires an increase in detention and water
quality treatment (LID/WQ) volume. The sizing of the new detention area will have to take into account the
increased detention and 100% LID/WQ volume required from notjust the proposed site, but all adjacent
parcels and roads that impact the site as well.
What alternative is proposed for the site?
This project proposes to treat 100% of the contributing drainage basin including offsite parcels and public
and private roads via underground StormTech Isolator Rows. Detention will be provided by the StormTech
chambers and aggregate void space within the system. The alternative requested is to Chapter 7.4 &
Chapter 6.4.1 for the LID/WQCV to also be included within the 100-yr detention volume. This requested
alternative addresses the hardship of providing regional detention and water treatment for offsite lots and
public infrastructure on this privately owned urban infill site.
NORTHERNENGINEERING.COM � 970.221.4158 VARIANCE LETTER: WORTHINGTON STORAGE
FORT COLLINS � GREELEY 1 � 1
page 2
The owner agrees to comply with the provisions of the zoning ordinance, building code and all other
applicable sections of the City Code, Land Use Code, City Plan and all other laws and ordinances
affecting the construction and occupancy of the proposed building that are not directly approved by
this variance. The owner understands that if this variance is approved, the structure and its occupants
may be more susceptible to flood or runoff damage as well as other adverse drainage issues.
Signature of owner: �� w Date:04/02/2024
The engineer hereby certifies that the above information, along with the reference plans and project
descriptions is correct.
Signature of engineer:
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PE STAMP
Date complete application submitted: 4/21/2024
Date of approval/denial: 4/23/2024 Variance
Staffjustification/notes/conditions:
�ate: 04/1 /2024
� approved � denied
This variance allows the WQCV to be included in the detention volume due to the treatment of
a large amount of offsite area.
Aj��JCOVeCj �Jy: NeidiHansen "�" `
Entered in UtilityFile Database? Qyes ❑no
NORTHERNENGINEERING.COM � 970.221.4158 FINAL DRAINAGE REPORT: TIMBER LARK RESIDENTIAL
FORT COLLINS � GREELEY APPENDIX
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Qescription Q100 Notes
Historic Site 1.91 cfs Release rate per Centre for Advanced Technology 10th & 16ih.
Description Q100 Notes
Detention Area 1 0.75 cfs Release rate for Detentlon Area 1
Detention Area 2 1.16 cfs Release rate for Detentlon Area 2
Total release rate 1.91 cfs Total release rate for Detention Areas 1 and 2.
Required release rate 1.91 cfs Release rate per Centre for Advanced Technology 10th & 16th.
Underground Vault Volume Notes
Stormtech WQ Basin 1 909 cu. ft. Basin is within Detention Area 1.
Stormtech WQ Basin 2 3,129 cu. ft. Basin is within Detention Area 1.
Stormtech Basin 1A 20,298 cu. ft. Basin is within Detention Area 1.
Stormtech Basin 1B 2,186 cu. ft. Basin is within Detention Area 1.
Stormtech WQ Basin 3 2,103 cu. ft. Basin is within Detention Area 2.
Stormtech WQ Basin 4 3,601 cu. ft. Basin is within Detention Area 2.
Stormtech Basin 2 7,409 cu. ft. Basin is within Detention Area 2.
Stormtech Basin 3 18,431 cu. ft. Basin is within detention Area 2.
Stormtech Basin 4 8,971 cu. ft. Basin is withln Detention Area 2.
Total of Detention Area 1 26,522 cu. ft. Total design volume of Stormtech Chambers in Detention Area 1.
Req. Vol. of Detention 26,501 cu. ft. Required detention volume of Detention Area 1.
Area 1
Total of Detention Area 40,515 cu. ft. Total design volume of Stormtech Chambers in Detention Area 2.
2
Req. Vol. of Detention 39,826 cu. ft. Required detention volume of Detention Area 2.
Area 2
Underground Vault Volume Chambers Notes
Required
Stormtech WQ Basin 1 909 cu. ft. 3500MC Design water quality volume For Basins A1 & OS3.
Req. Vol. Stormtech WQ 340 cu. ft. Requlred water quality volume for Basins A1 & 053.
Stormlech WQ Basin 2 3,129 cu. ft. 3500 Design water quality volume for Basins A2 & OS1.
Req. Vol, Stormtech WQ �,�32 cu. ft. Requlred water quallty volume for Basins A2 & OS1.
Stormtech WQ Basin 3 2,103 cu. ft. 3500 Design water quality volume for Basins B2.
Req. Vol. Stormtech WQ 1,175 cu. ft. Requlred water quallty volume for Basins B2.
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Stormtech Basin WQ 4 3,601 cu. ft. 3500 Design water quality volume for Basin B1 & OS2.
Req. Vol. Stormtech WQ 1,972 cu. ft. Requlred water quallty volume for Basin B1 & OS2.
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DEVELOPED DRAINAGE SUMMARY
Total
Design Area 2-Yr Tc 100-Yr Q2 Q100
Point Basin ID �acres C2 C100 �min� Tc (min� (cfs) (cfs)
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a1 A1 0.234 0.26 0.33 6.02 6.02 0.16 0.74
a2 A2 0.315 0.74 0.92 5.00 5.00 0.66 2.88
b1 B1 1.467 0.85 1.00 5.00 5.00 3.57 14.59
b2 B2 1.143 0.87 1.00 5.00 5.00 284 11.37
OFFSITE BASINS
os1 OS1 1.929 0.71 0.89 7.69 7.69 3.39 17.15
os2 OS2 1.570 0.43 0.53 11.89 11.89 1.40 6.09
os3 OS3 0.324 0.81 1.00 5.00 5.00 0.74 3.22
NORTH
40 0 40 80 120
( IN FEET )
1 INCH = 40 FEET
LEGEND:
PROPOSED STORM SEWER
PROPOSEDINLET
PROPOSED CONTOUR
EXISTING CONTOUR
PROPOSED SWALE
PROPOSED CURB & GUTTER
PROPERTY BOUNDARY
DESIGN POINT
FLOW ARROW
DRAINAGE BASIN LABEL
DRAINAGE BASIN BOUNDARY
PROPOSED SWALE SECTION
PROPOSED 100-YR WSEL
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DESIGNA7I�N A
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AREA (AC)
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NOTES:
1. REFER TO THE FINAL DRAINAGE REPORT, DATED MAY 1, 2024 FOR ADDITIONAL
INFORMATION.
FOR DRAINAGE REVIEW ONLY
NOT FOR CONSTRUCTION
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
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Know whaYs �1��QW.
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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