HomeMy WebLinkAboutJEROME STREET STATION - PDP210009 - DOCUMENT MARKUPS - ROUND 3 - DRAINAGE REPORT
PRELIMINARY DRAINAGE REPORT AND EROSION CONTROL REPORT
JEROME STREET STATION
FORT COLLINS, COLORADO
APRIL 13, 2022
NORTHERNENGINEERING.COM
970.221.4158
FORT COLLINS
GREELEY
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NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE REPORT: JEROME STREET STATION
FORT COLLINS | GREELEY COVER LETTER
April 13, 2022
City of Fort Collins
Stormwater Utility
700 Wood Street
Fort Collins, CO 80521
RE: PRELIMINARY DRAINAGE AND EROSION CONTROL REPORT FOR
JEROME STREET STATION
Dear Staff:
Northern Engineering is pleased to submit this Preliminary Drainage and Erosion Control Report for your review.
This report accompanies the combined Project Development Plan (PDP) submittal for the proposed Jerome
Street Station development.
This report has been prepared in accordance with the Fort Collins Stormwater Criteria Manual (FCSCM) and
serves to document the stormwater impacts associated with the proposed Jerome Street Station development.
We understand review by the City of Fort Collins is to assure general compliance with standardized criteria
contained in the FCSCM.
If you have any questions as you review this report, please feel free to contact us.
Sincerely,
NORTHERN ENGINEERING SERVICES, INC.
CARLOS ORTIZ GARCIA AUSTIN SNOW, PE
Project Engineer Project Engineer
NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE REPORT: JEROME STREET STATION
FORT COLLINS | GREELEY TABLE OF CONTENTS
TABLE OF CONTENTS
GENERAL LOCATION AND DESCRIPTION .......................................................... 1
DRAIN BASINS AND SUB-BASINS ..................................................................... 5
DRAINAGE DESIGN CRITERIA .......................................................................... 5
DRAINAGE FACILITY DESIGN ........................................................................... 7
CONCLUSIONS .............................................................................................. 9
REFERENCES ................................................................................................ 9
TABLES AND FIGURES
FIGURE 1 – VICINITY MAP .................................................................................................1
FIGURE 2 – AERIAL PHOTOGRAPH ...................................................................................2
FIGURE 3 – PROPOSED SITE PLAN ...................................................................................3
FIGURE 4 – AREA FLOODPLAIN MAPPING ........................................................................4
APPENDICES
APPENDIX A – HYDROLOGIC COMPUTATIONS
APPENDIX B – DETENTION POND COMPUTATION
APPENDIX C – INLETS & WEIRS (WILL BE SIZED AT FINAL)
APPENDIX D – EROSION CONTROL REPORT
APPENDIX E – PRELIMINARY LID DESIGN INFORMATION
APPENDIX F – PREVIOUS STUDIES AND USDA SOILS REPORT
MAP POCKET
OLD TOWN NORTH (PHASE 1) COVER SHEET; (SHEAR ENGINEERING CORPORATION)
OLD TOWN NORTH DRAINAGE PLAN; (SHEAR ENGINEERING CORPORATION)
JEROME STREET STATION DRAINAGE EXHIBIT; (NORTHERN ENGINEERING)
This basin will generally drain via overland flow to the property adjacent to the west ost
NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE REPORT: JEROME STREET STATION
FORT COLLINS | GREELEY 1 | 10
GENERAL LOCATION AND DESCRIPTION
A. LOCATION
Vicinity Map
The Jerome Street Station site is located in the Southwest ¼ of Section 1, Township 7 North,
Range 68 West of the 6th Principal Meridian, City of Fort Collins, County of Larimer, State of
Colorado.
The project site is bounded on the north by E. Suniga Road, on the east by Jerome Street, on
the south by the Lake Canal, and on the west by commercial property.
B. DESCRIPTION OF PROPERTY
The Jerome Street Station site is comprised of roughly ±7.14 acres.
The site currently exists as an undeveloped parcel with native ground cover. The topography
generally slopes from the north to the south. The existing ground slopes in two different
directions; the north portion of the site slopes with a mild to moderate grade (i.e., 0.5 - 3±%)
through the interior to the south. The south portion of the site slopes with a mild to moderate
Figure 1 – Vicinity Map
This basin will generally drain via overland flow to the property adjacent to the west ost
NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE REPORT: JEROME STREET STATION
FORT COLLINS | GREELEY 2 | 10
grade (i.e., 1.3 - 2±%) through the interior. The north and south portions in general drain to an
exisiting detention pond designed with the Old Town North Phase 2 development, located east
of the southeast corner of the site.
Figure 2 – Aerial Photograph
This basin will generally drain via overland flow to the property adjacent to the west ost
NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE REPORT: JEROME STREET STATION
FORT COLLINS | GREELEY 3 | 10
According to the United States Department of Agriculture (USDA) Natural Resources
Conservation Service (NRCS) Soil Survey website
(http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx), the site consists
predominately of Nunn Clay Loam (Hydrologic Soil Group C)located on the majority of the site
from the north to south of the site, and Table Mountain Loam (Hydrologic Soil Group B) located
in the southwest corner of the site. To be conservative, the hydrologic calculations assume soil
conditions in Hydraulic Soil Group C.
There are two major drainageways close to the site. The Lake Canal is located on the south
side of the site, and the Cache Poudre River is located approximately 550 feet (ft) to the south.
The proposed project site plan is composed of twelve buildings, parking areas, and open
spaces. Please see Figure 3 showing the proposed general site plan.
Figure 3 – Proposed Site Plan
This basin will generally drain via overland flow to the property adjacent to the west ost
NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE REPORT: JEROME STREET STATION
FORT COLLINS | GREELEY 4 | 10
C. FLOODPLAIN
The Jerome Street Station project is located within a FEMA Special Flood Hazard Area for the Cache
la Poudre River (Poudre River). Most of this area is designated as With Base Flood Elevation (BFE) or
Depth in Zone AE on FIRM Panel 08069C0997G, effective June 17, 2008. Therefore, most of the
property falls inside the regulated 100-year floodplain. Chapter 10 of the City of Fort Collins
Municipal Code regulates critical facilities within this Flood Hazard Zone. However, no critical
facilities are proposed.
It should be noted FEMA is currently remapping the Poudre River. Anderson Consulting Engineers
(ACE) will provide the updated floodplain modeling, mapping, and report for the site when
completed. It is assumed the project site will continue to be located within the updated 100-year
floodplain. To ensure the proposed buildings have adequate flood protection, the finished floors
and all ductwork, heating, ventilation, electrical systems, etc., will be elevated 24-inches above the
new Base Flood Elevation (BFE). This elevation is known as the Regulatory Flood Protection
Elevation (RFPE). The RFPE = BFE + 24 inches.
Figure 4 – Area Floodplain Mapping
This basin will generally drain via overland flow to the property adjacent to the west ost
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FORT COLLINS | GREELEY 5 | 10
DRAIN BASINS AND SUB-BASINS
A. MAJOR BASIN DESCRIPTION
Jerome Street Station is located in the Dry Creek Major Basin. Dry Creek, which is tributary to
the Poudre River, extends from near the Wyoming border to where it joins the river near
Mulberry and Timberline. The Dry Creek Basin is approximately 23 miles long and six miles
wide and encompasses approximately 62 square miles. The land use in the upper and middle
portion of the basin are primarily rangeland and irrigated hay meadows and pastures. The
majority of the lower basin is developed and includes commercial, industrial, and residential
uses.
B. SUB-BASIN DESCRIPTION
The subject property historically drains overland through the interior from north to south
across flat grades where runoff is detained in a detention area based on limited conveyance
across Jerome Street through the 14" x23" elliptical pipes with a rate of 21.60 cfs.
the project site was a part of a previous drainage study in this area, "Old Town North Phase 1"
(OTN) by Shear Engineering, dated March 2002. Jerome Street Station was shown as being the
second of two phases for the "Old Town North" project. Within the drainage study "Old Town
North Phase 1" Jerome Street Station is associated with Basins 4 and 12 with a contributing
area of 6.52 acres. "Old Town North Phase 1" assumed a 100-year c-value of 1.00 for Basin 4
and a 100-year c-value of 0.25 for Basin 12. Therefore, "Old Town North Phase 1" effectively
assumed a weighted 100-year c-value of 0.83.
A more detailed description of the project drainage patterns is provided below.
DRAINAGE DESIGN CRITERIA
A. REGULATIONS
The Jerome Street Station design proposes to utilize existing infrastructure to its designed capacity
and not detain the difference between the historic two-year and the developed 100-year flows the
OTN design previously contemplated detention for the Jerome Street Station.
B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS
In April 2002, Northern Engineering Services was contracted by Palladian Construction to
provide hydrologic modeling of onsite runoff for the proposed OTN development. The
objective of this modeling was to determine the required storage volume for the onsite
detention facility. The final modeling showed the proposed detention pond provided adequate
volume to detain the 100-year storm and water quality volume for the area, including the
Jerome Street development basin. The lower portion of the detention pond was designed to
detain 7.40 ac-ft. The upper portion of the detention pond was designed based on limited
conveyance across Jerome Street through the 14" x23" elliptical pipes with a rate of 21.60 cfs.
The OTN pond was designed to provide 100% water quality for the area associated with
Jerome Street Station. However, in order to bring Jerome Street Station into compliance with
current land use code and stormwater criteria, 75% of all newly added impervious area will be
treated by LID techniques, specifically rain gardens. The remaining of water quality will
continue to be provided via extended detention in the OTN pond.
Following the same guidelines established in the Old Town North drainage report, the Jerome
Street Station project will provide onsite detention. This detention will include the additional
1.2 acres from Lot 2 of the Will Subdivision to the west and will have a total release rate no
This basin will generally drain via overland flow to the property adjacent to the west ost
NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE REPORT: JEROME STREET STATION
FORT COLLINS | GREELEY 6 | 10
greater than 21.60 cfs. Jerome Street Station is proposing to utilize the three existing elliptical
culverts which have a max release rate of 21.6 cfs. The additional 1.2 acres associated with Lot
2 will be detained, so the release rate remains the same, and thus the onsite pond will be
different in size than what the "Old Town North" drainage study had assumed. Additionally,
Jerome Street Station will also be providing LID for 75% of the newly impervious area while
also still utilizing a portion of the extended detention WQ associated with the OTN pond.
C. HYDROLOGICAL CRITERIA
The City of Fort Collins Rainfall Intensity-Duration-Frequency Curves, as depicted in Figure 3.4-
1 of the FCSCM, serve as the source for all hydrologic computations associated with the
proposed development. Tabulated data contained in Table 3.4-1 was utilized for Rational
Method runoff calculations.
The Rational Method was employed to compute localized stormwater runoff utilizing
coefficients contained in Tables 3.2-1 and 3.2-2 of the FCSCM.
Two separate design storms were utilized to address distinct drainage scenarios. The first
event analyzed is the "Minor" or "Initial" storm, which has a two-year recurrence interval. The
second event considered is the "Major" storm, which has a 100-year recurrence interval.
No other assumptions or calculation methods were used for this development that are not
referenced by the current City of Fort Collins criteria.
D. HYDRAULIC CRITERIA
As previously noted, the subject property maintains historical drainage patterns.
All drainage facilities proposed with the project are designed in accordance with the criteria
outlined in the FCSCM and/or the Urban Drainage and Flood Control District (UDFCD) Urban
Storm Drainage Criteria Manual.
As discussed above, the subject property is located within a 100-year floodplain. The proposed
project does not propose to modify any natural drainageways.
E. MODIFICATIONS OF CRITERIA
The Jerome Street Station design proposes to utilize existing infrastructure to its designed capacity
and not detain the difference between the historic two-year and the developed 100-year.
F. STORM MANAGEMENT STRATEGY
The overall stormwater management strategy employed with the Jerome Street Station
development utilizes the "Four Step Process" to minimize adverse impacts of urbanization on
receiving waters. The following describes how the proposed development has incorporated each
step.
Step 1 – Employ Runoff Reduction Practices. The first consideration taken in trying to reduce the
stormwater impacts of this development is the site selection itself and the selection of developable
areas on the site.
The Jerome Street Station development aims to reduce runoff peaks, volumes, and pollutant loads
from frequently occurring storm events (i.e., water quality (i.e., 80th percentile) and two-year storm
events). Site constraints limit the possible Low Impact Development (LID) techniques; however,
rain gardens have been provided as LID techniques for storm quality management.
This basin will generally drain via overland flow to the property adjacent to the west ost
NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE REPORT: JEROME STREET STATION
FORT COLLINS | GREELEY 7 | 10
Step 2 – Implement Best Management Practices (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, development still generates additional
stormwater runoff beyond historical conditions. The primary water quality treatment and volume
control will occur in a detention pond previously calculated in the Old Town North development by
Northern Engineering, dated April 2002.
Step 3 – Stabilize Drainageways. As stated in Section I.A.3, the Lake Canal is located on the south
side of the site; however, no changes are proposed to Lake Canal with this project. While this step
may not seem applicable to the Jerome Street Station development, the proposed project
indirectly helps stabilize drainageways. Once again, site selection has a positive effect on stream
stabilization.
Step 4 – Implement Site Specific and Other Source Control BMPs. This step typically applies to
industrial and commercial developments.
DRAINAGE FACILITY DESIGN
A. GENERAL CONCEPT
The main objectives of the project drainage design are to maintain existing drainage patterns
and ensure no adverse impacts to any adjacent properties.
A total release rate has been determined for the proposed detention facilities, it has been set at
21.6 cfs. We have subtracted the 100-year undetained discharge computed from Basins H to L
(3.73 cfs total) for an allowable release rate of 21.6-3.73=17.87 cfs
Onsite detention for the Jerome Street Station project will be provided within a detention
pond, water quality will continue to be provided via extended detention in the OTN pond.
The detention pond DP1, in the middle of the site will reduce the peak flow from basin A and E,
and it will release at 14 cfs.
LID treatment requirements will be met using three rain gardens on the north, south and
southeast side of the project, thereby meeting the requirement that at least 75% of the
impervious is treated.
B. SPECIFIC DETAILS
The detention volume required for the site is 0.40 ac-ft. This volume was calculated using the
FAA Method. The LID in the form of rain gardens will capture the majority of the water quality
volume (WQCV) for the entire site. The rain gardens as a LID technique provides a total volume
of 4,021 cu ft.
City Code requires LID treatment for all projects. This project proposes meeting the
requirement using rain gardens as a LID technique. This configuration will treat 75% of the new
impervious area, which exceeds the City's requirement to treat 75% of the newly modified
impervious area of the site.
The Jerome Street Station site has been broken into onsite sub-basins for design purposes.
Anticipated drainage patterns for proposed drainage basins are described below:
This basin will generally drain via overland flow to the property adjacent to the west ost
NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE REPORT: JEROME STREET STATION
FORT COLLINS | GREELEY 8 | 10
Basin A
Basin A consists of asphalt, concrete, landscape and building area. This basin will drain via
overland flow to curb and gutter and into the rain gardens on the north, then to the proposed
detention pond DP1, and then to the proposed detention pond DP2.
Basin B
Basin B consists of Asphalt, concrete, landscape and building area. This basin will drain via
overland flow to a proposed Type R inlet and then to the proposed detention pond DP2.
Basin C
Basin C consists of asphalt, concrete, landscape and building area. This basin will drain via
overland flow to curb and gutter into a sidewalk chase and into the rain garden on the south,
and then to the proposed detention pond DP2.
Basin D
Basin D consists of asphalt, concrete, landscape and building area. This basin will drain via
overland flow to curb and gutter into Jerome Street, then into the rain garden on the
southeast, and then to the proposed detention pond DP2.
Basin E
Basin E consists of concrete, landscape and building area. This basin will drain via overland
flow to area inlets and into the proposed detention pond DP1, and then to the proposed
detention pond DP2.
Basin F
Basin F consists of open space. This basin is the detention pond area DP2.
Basins G and J1
Basins G and J1 consists, of asphalt, concrete, and landscape area. These basins will drain via
overland flow to curb and gutter into the rain garden on the southeast, and then to the
proposed detention pond DP2.
Basin I
Basin I consists of concrete and landscape. This basin will drain via overland flow out of Lake
Canal and will not be detained.
Basin J
Basin J, consists of open space. This basin will drain via overland flow to the north property
line and will not be detained.
Basins K and L
Basins K and L consists of concrete, and landscape. These basins will drain via overland flow to
south property line and to curb and gutter on Suniga rd. respectively following existing
drainage patterns and will not be detained.
Basins H and J2
Basins H and J2 consists of asphalt, concrete, and landscape. These basins will drain via
overland flow to curb and gutter on Jerome Street following existing drainage patterns.
A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of this report.
This basin will generally drain via overland flow to the property adjacent to the west ost
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FORT COLLINS | GREELEY 9 | 10
CONCLUSIONS
A. COMPLIANCE WITH STANDARDS
The drainage design proposed with the Jerome Street Station project complies with the City of
Fort Collins Stormwater Criteria Manual,
The Drainage design proposed with this project complies with the Old Town North drainage
report with a total release rate no greater than 21.60 cfs. Jerome Street Station is proposing to
utilize the three existing 14" x23" horizontal elliptical reinforced concrete pipe culverts under
Jerome Street.
The drainage design proposed with this project complies with the Lower Dry Creek Basin
requirements.
Additional information and detail will be provided with future submittals, as is customary
during the Final Plan review and approval process.
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. Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, adopted by Ordinance No.
174, 2011, and referenced in Section 26-500 (c) of the City of Fort Collins Municipal Code.
3. Larimer County Urban Area Street Standards, Adopted January 2, 2001, Repealed and Reenacted,
Effective October 1, 2002, Repealed and Reenacted, Effective April 1, 2007.
4. Soils Resource Report for Larimer County Area, Colorado, Natural Resources Conservation Service,
United States Department of Agriculture.
5. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control District,
Wright-McLaughlin Engineers, Denver, Colorado, Revised April 2008.
6. Final Drainage Report Old Town North Phase 1, Dated March 2002, by Shear Engineering
Corporation
NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE REPORT: JEROME STREET STATION
FORT COLLINS | GREELEY APPENDIX
APPENDIX A
HYDROLOGIC COMPUTATIONS
Runoff Coefficient1
Percent
Impervious1 Project:
Location:
0.95 100%Calc. By:
0.95 90%Date:
0.85 90%
0.55 50%
0.20 2%
0.20 2%
Basin ID Basin Area
(sq.ft.)
Basin Area
(acres)
Asphalt, Concrete
(acres)Rooftop (acres)Residential: High
Density (acres)
Residential: Low
Density (acres)
Undeveloped:
Greenbelts,
Agriculture (acres)
Lawns, Clayey Soil,
Flat Slope < 2%
(acres)
Percent
Impervious
C2*Cf
Cf = 1.00
C5*Cf
Cf = 1.00
C10*Cf
Cf = 1.00
C100*Cf
Cf = 1.25
H1 310,867 7.14 0.00 0.00 0.00 0.00 0.00 7.14 2% 0.20 0.20 0.20 0.25
A 80,911 1.86 0.65 1.06 0.00 0.00 0.00 0.15 86% 0.89 0.89 0.89 1.00
B 24,797 0.57 0.16 0.09 0.00 0.00 0.00 0.32 44% 0.53 0.53 0.53 0.66
C 46,660 1.07 0.44 0.32 0.00 0.00 0.00 0.31 68% 0.73 0.73 0.73 0.91
D 14,465 0.33 0.14 0.12 0.00 0.00 0.00 0.08 74% 0.78 0.78 0.78 0.97
E 55,479 1.27 0.24 0.42 0.00 0.00 0.00 0.61 50% 0.59 0.59 0.59 0.74
F 18,126 0.42 0.03 0.00 0.00 0.00 0.00 0.39 8% 0.25 0.25 0.25 0.31
G 14,611 0.34 0.09 0.00 0.00 0.00 0.00 0.24 30% 0.41 0.41 0.41 0.51
H 2,732 0.06 0.02 0.00 0.00 0.00 0.00 0.05 28% 0.40 0.40 0.40 0.49
I 22,852 0.52 0.22 0.00 0.00 0.00 0.00 0.31 43% 0.51 0.51 0.51 0.64
J 1,634 0.04 0.00 0.00 0.00 0.00 0.00 0.04 2% 0.20 0.20 0.20 0.25
K 779 0.02 0.00 0.00 0.00 0.00 0.00 0.02 8% 0.24 0.24 0.24 0.31
L 2,378 0.05 0.01 0.00 0.00 0.00 0.00 0.04 21% 0.34 0.34 0.34 0.43
J1 32,775 0.75 0.65 0.00 0.00 0.00 0.00 0.10 87% 0.85 0.85 0.85 1.00
J2 6,883 0.16 0.12 0.00 0.00 0.00 0.00 0.04 75% 0.76 0.76 0.76 0.95
A to L (Site)285,425 6.55 2.00 2.00 0.00 0.00 0.00 2.56 59%0.66 0.66 0.66 0.82
A (LID-North Rain Garden)80,911 1.86 0.65 1.06 0.00 0.00 0.00 0.15 86%0.89 0.89 0.89 1.00
C (LID-South Rain Garden)46,660 1.07 0.44 0.32 0.00 0.00 0.00 0.31 68%0.73 0.73 0.73 0.91
A, B, C,D, E, F, G and J1 (to
Detention)287,826 6.61 2.40 2.00 0.00 0.00 0.00 2.21 64% 0.70 0.70 0.70 0.87
A, and E (Detention)136,390 3.13 0.89 1.48 0.00 0.00 0.00 0.76 71% 0.77 0.77 0.77 0.96
D, G and J1 (LID-East Rain
Garden)61,851 1.42 0.89 0.12 0.00 0.00 0.00 0.42 70% 0.73 0.73 0.73 0.91
Offsite Basins
Lawns and Landscaping:
Combined Basins A,B & C
2) Composite Runoff Coefficient adjusted per Table 3.2-3 of the Fort Collins
Stormwater Manual (FCSM).
Lawns, Clayey Soil, Flat Slope < 2%
USDA SOIL TYPE: C
Undeveloped: Greenbelts, Agriculture Composite Runoff Coefficient2
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.
Historic Basins:
Developed Basins:
DEVELOPED RUNOFF COEFFICIENT CALCULATIONS
Asphalt, Concrete
Rooftop
Residential: High Density
Residential: Low Density
Streets, Parking Lots, Roofs, Alleys, and Drives:
Character of Surface:Jerome Street
Fort Collins
C. Ortiz
April 13, 2022
Notes:
1) "LID" consist of all basins draining towards Rain gardens (Basins A, B, G, G and J1).
2) 25% of water quality (WQ) will continue to be provided via extended detention in the OTN Pond.
3) Basin D,G and J1 is routed to the existing curb opening. Runoff will be route towards the LID
4) Basin J2 and H will follow existing drainage patterns.
5) Total Site Basins are from A to L
Page 1 of 3
Where:
Length
(ft)
Elev
Up
Elev
Down
Slope
(%)
Ti
2-Yr
(min)
Ti
10-Yr
(min)
Ti
100-Yr
(min)
Length
(ft)
Elev
Up
Elev
Down
Slope
(%)Surface n
Flow
Area3
(sq.ft.)
WP3 (ft)R (ft)V
(ft/s)
Tt
(min)
Max.
Tc
(min)
Comp.
Tc 2-Yr
(min)
Tc
2-Yr
(min)
Comp.
Tc 10-Yr
(min)
Tc
10-Yr
(min)
Comp.
Tc 100-
Yr
(min)
Tc
100-Yr
(min)
h1 H1 296 70.68 66.55
1.39%25.92 25.92 24.48 1,072 66.55 65.38
0.11% Swale (8:1)0.04 8.00 16.12 0.50 0.88 20.28 17.60 46.19 17.60 46.19 17.60 44.76 17.60
a A 41 71.89 69.69 5.38%1.45 1.45 0.68 580 69.69 66.54 0.54% Gutter 0.015 3.61 19.18 0.19 2.40 4.02 13.45 5.47 5.47 5.47 5.47 4.71 5.00
b B 33 67.24 66.41 2.55%4.46 4.46 3.42 565 66.41 62.39 0.71% Gutter 0.015 3.61 19.18 0.19 2.75 3.42 13.32 7.88 7.88 7.88 7.88 6.84 6.84
c C 40 67.66 66.44 3.08%3.00 3.00 1.52 346 66.44 64.00 0.71% Swale (4:1)0.035 4.00 8.25 0.48 2.21 2.61 12.14 5.61 5.61 5.61 5.61 4.13 5.00
d D 40 67.73 66.45 3.16%2.63 2.63 1.06 111 66.45 65.26 1.07% Gutter 0.015 3.61 19.18 0.19 3.38 0.55 10.84 3.18 5.00 3.18 5.00 1.60 5.00
e E 12 71.50 69.75 14.74%1.34 1.34 0.95 646 69.75 63.80 0.92% Swale (4:1)0.035 4.00 8.25 0.48 2.52 4.27 13.66 5.61 5.61 5.61 5.61 5.22 5.22
f F 11 66.98 66.67 2.82%3.75 3.75 3.48 108 66.67 62.50 3.86% Swale (4:1)0.035 4.00 8.25 0.48 5.16 0.35 10.66 4.10 5.00 4.10 5.00 3.83 5.00
g G 29 70.17 68.88 4.50%4.17 4.17 3.55 58 68.88 67.26 2.80% Gutter 0.015 3.61 19.18 0.19 5.46 0.18 10.48 4.35 5.00 4.35 5.00 3.73 5.00
h H 33 65.19 64.78 1.26%6.97 6.97 5.99 46 64.78 63.59 2.59% Swale (8:1)0.035 8.00 16.12 0.50 4.30 0.18 10.44 7.14 7.14 7.14 7.14 6.17 6.17
i I 14 66.21 66.00 1.52%3.54 3.54 2.77 59 66.00 64.81 2.03% Swale (8:1)0.035 8.00 16.12 0.50 3.80 0.26 10.40 3.80 5.00 3.80 5.00 3.02 5.00
j J 12 67.46 66.01 12.40%2.49 2.49 2.35 10 66.01 65.16 8.33% Swale (8:1)0.035 8.00 16.12 0.50 7.70 0.02 10.12 2.51 5.00 2.51 5.00 2.37 5.00
k K 7 70.07 69.91 2.16%3.37 3.37 3.13 8 69.91 69.03 10.40% Swale (8:1)0.035 8.00 16.12 0.50 8.61 0.02 10.09 3.39 5.00 3.39 5.00 3.15 5.00
l L 8 71.66 71.32
4.19%2.51 2.51 2.22 7 71.32 71.02
4.26% Swale (8:1)0.035 8.00 16.12 0.50 5.51 0.02 10.08 2.53 5.00 2.53 5.00 2.24 5.00
j1 J1 27 70.52 69.91 2.30%1.83 1.83 0.73 796 69.91 64.96 0.62% Gutter 0.015 3.61 19.18 0.19 2.57 5.15 14.57 6.98 6.98 6.98 6.98 5.88 5.88
j2 J2 24 65.32 64.74
2.37%2.35 2.35 1.03 183 64.74 63.51
0.67% Gutter 0.015 3.61 19.18 0.19 2.67 1.14 11.15 3.49 5.00 3.49 5.00 2.17 5.00
A to L (Site)33 67.24 66.41 2.55%3.46 3.46 2.18 565 66.41 62.39 0.71% Gutter 0.015 3.61 19.18 0.19 2.75 3.42 13.32 6.88 6.88 6.88 6.88 5.60 5.60
A (LID-North Rain Garden)41 71.89 69.69 5.38%1.45 1.45 0.68 580 69.69 66.54 0.54% Gutter 0.015 3.61 19.18 0.19 2.40 4.02 13.45 5.47 5.47 5.47 5.47 4.71 5.00
C (LID-South Rain Garden)40 67.66 66.44 3.08%3.00 3.00 1.52 346 66.44 64.00 0.71% Swale (4:1)0.035 4.00 8.25 0.48 2.21 2.61 12.14 5.61 5.61 5.61 5.61 4.13 5.00
A, B, C,D, E, F, G and J1 (to
Detention)33 67.24 66.41 2.55% 3.13 3.13 1.76 565 66.41 62.39 0.71% Gutter 0.015 3.61 19.18 0.19 2.75 3.42 13.32 6.55 6.55 6.55 6.55 5.18 5.18
A, and E (Detention)12 71.50 69.75 14.74% 0.88 0.88 0.37 646 66.44 63.80 0.41% Swale (4:1) 0.035 4.00 8.25 0.48 1.68 6.41 13.66 7.29 7.29 7.29 7.29 6.78 6.78
D, G and J1 (LID-East Rain
Garden)27 70.52 69.91 2.30% 2.71 2.71 1.38 796 69.91 64.96 0.62% Gutter 0.015 3.61 19.18 0.19 2.57 5.15 14.57 7.86 7.86 7.86 7.86 6.53 6.53
DEVELOPED TIME OF CONCENTRATION COMPUTATIONS
Location:
Maximum Tc:Overland Flow, Time of Concentration:
Channelized Flow, Velocity:Channelized Flow, Time of Concentration:
Jerome Street
Fort Collins
C. Ortiz
April 13, 2022
Project:
Calculations By:
Date:
Combined Basins A,B & C
Notes
S = Longitudinal Slope, feet/feet
R = Hydraulic Radius (feet)
n = Roughness Coefficient
V = Velocity (ft/sec)WP = Wetted Perimeter (ft)
Historic Basins:
Developed Basins:
Design
Point Basin ID
Overland Flow Channelized Flow Time of Concentration
Offsite Basins
(Equation 3.3-2 per Fort Collins Stormwater Manual)=1.87 1.1 − ∗
=1.49 ∗
/∗(Equation 5-4 per Fort Collins Stormwater Manual)
=180 + 10
(Equation 3.3-5 per Fort Collins
StormwaterManual)
=∗ 60
(Equation 5-5 per Fort Collins
1)Add 4900 to all elevations.
2) Per Fort Collins Stormwater Manual, minimum Tc = 5 min.
3) Assume a water depth of 6" and a typical curb and gutter per
Larimer County Urban Street Standard Detail 701 for curb and gutter
channelized flow. Assume a water depth of 1', fixed side slopes, and a
triangular swale section for grass channelized flow. Assume a water
depth of 1', 4:1 side slopes, and a 2' wide valley pan for channelized
flow in a valley pan.
Page 2 of 3
Tc2Tc10Tc100C2C10C100I2I10I100Q2Q10Q100Historic Basins:h1 H1 7.1417.6 17.6 17.6 0.2 0.20.31.7 2.9 6.0 2.5 4.2 10.7a A 1.865.5 5.5 5.0 0.9 0.91.02.9 4.9 10.0 4.7 8.0 18.5b B 0.577.9 7.9 6.8 0.5 0.50.72.5 4.2 9.1 0.7 1.3 3.4c C 1.075.6 5.6 5.0 0.7 0.70.92.8 4.7 10.0 2.2 3.7 9.7d D 0.335.0 5.0 5.0 0.8 0.81.02.9 4.9 10.0 0.7 1.3 3.2e E 1.275.6 5.6 5.2 0.6 0.60.72.8 4.7 10.0 2.1 3.5 9.4f F 0.425.0 5.0 5.0 0.2 0.20.32.9 4.9 10.0 0.3 0.5 1.3g G 0.345.0 5.0 5.0 0.4 0.40.52.9 4.9 10.0 0.4 0.7 1.7h H 0.067.1 7.1 6.2 0.4 0.40.52.5 4.3 9.3 0.1 0.1 0.3i I 0.525.0 5.0 5.0 0.5 0.50.62.9 4.9 10.0 0.8 1.3 3.3j J 0.045.0 5.0 5.0 0.2 0.20.32.9 4.9 10.0 0.0 0.0 0.1k K 0.025.0 5.0 5.0 0.2 0.20.32.9 4.9 10.0 0.0 0.0 0.1l L 0.055.0 5.0 5.0 0.3 0.30.42.9 4.9 10.0 0.1 0.1 0.2j1 J1 0.757.0 7.0 5.9 0.8 0.81.02.6 4.4 9.6 1.7 2.8 7.2j2 J2 0.165.0 5.0 5.0 0.8 0.81.02.9 4.9 10.0 0.3 0.6 1.5A to L (Site) 6.556.9 6.9 5.6 0.7 0.70.82.6 4.4 9.6 11.2 19.1 51.9A (LID-North Rain Garden) 1.865.5 5.5 5.0 0.9 0.91.02.9 4.9 10.0 4.7 8.0 18.5C (LID-South Rain Garden) 1.075.6 5.6 5.0 0.7 0.70.92.8 4.7 10.0 2.2 3.7 9.7A, B, C,D, E, F, G and J1 (to Detention)6.61 6.6 6.6 5.2 0.7 0.7 0.9 2.6 4.4 10.0 12.0 20.5 57.5A, and E (Detention)3.13 7.3 7.3 6.8 0.8 0.8 1.0 2.5 4.3 9.1 6.1 10.4 27.2D, G and J1 (LID-East Rain Garden)1.42 7.9 7.9 6.5 0.7 0.7 0.9 2.5 4.2 9.1 2.5 4.4 11.7DEVELOPED DIRECT RUNOFF COMPUTATIONSIntensity (in/hr)Flow (cfs)Jerome StreetC. OrtizApril 13, 2022DesignPointBasinIntensity, I, from Fig. 3.4.1 Fort Collins Stormwater Manual.Rational Equation: Q = CiA (Equation 6-1 per MHFD)Area(acres)Runoff CTc (Min)Date:Fort CollinsProject:Location:Calc. By:Developed Basins:Offsite BasinsCombined Basins A,B & CPage 3 of 3
NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE REPORT: JEROME STREET STATION
FORT COLLINS | GREELEY APPENDIX
APPENDIX B
DETENTION POND COMPUTATION
COG
Pond No :DP-1
100-yr 5518 ft3
0.96 Det. Volume =0.13 ac-ft
Area (A)=3.13 acres
Max Release Rate =14.00 cfs 0.13 ac-ft
Time Time
100-yr
Intensity Q100
Inflow
(Runoff)
Volume
Outflow
(Release)
Volume
Storage
Detention
Volume
(mins) (secs) (in/hr) (cfs)
(ft3) (ft
3) (ft
3)
5 300 9.950 29.90 8969 4200.0 4769.3
10 600 7.720 23.20 13918 8400.0 5518.2
15 900 6.520 19.59 17632 12600.0 5032.2
20 1200 5.600 16.83 20192 16800.0 3392.3
25 1500 4.980 14.96 22446 21000.0 1445.9
30 1800 4.520 13.58 24447 25200.0 -752.9
35 2100 4.080 12.26 25745 29400.0 -3654.9
40 2400 3.740 11.24 26971 33600.0 -6628.9
45 2700 3.460 10.40 28071 37800.0 -9729.2
50 3000 3.230 9.71 29117 42000.0 -12883.5
55 3300 3.030 9.10 30045 46200.0 -16155.0
60 3600 2.860 8.59 30937 50400.0 -19462.6
65 3900 2.720 8.17 31875 54600.0 -22725.1
70 4200 2.590 7.78 32686 58800.0 -26113.8
75 4500 2.480 7.45 33534 63000.0 -29466.4
80 4800 2.380 7.15 34327 67200.0 -32873.2
85 5100 2.290 6.88 35093 71400.0 -36306.9
90 5400 2.210 6.64 35859 75600.0 -39740.7
95 5700 2.130 6.40 36481 79800.0 -43318.7
100 6000 2.060 6.19 37139 84000.0 -46860.7
105 6300 2.000 6.01 37860 88200.0 -50339.5
110 6600 1.940 5.83 38473 92400.0 -53926.5
115 6900 1.890 5.68 39186 96600.0 -57414.4
120 7200 1.840 5.53 39808 100800.0 -60992.4
DETENTION POND CALCULATION; FAA METHOD
Project Number : 1124-005 Jerome Street
Date : April 13, 2022
Project Location : Fort Collins, CO.
Developed "C" =
Calculations By:
Input Variables Results
Design Point Required Detention Volume
Design Storm
1
COG
Pond No :Dp2
Basins to Detantion Pond Dp2 :
Developed Developed Release
Basin Area Rate
Designation In Use Total Area
(Ac.)(cfs)
A 1.86
B 0.57
C 1.07
D 0.33
E 1.27
F 0.42
G 0.34
J1 0.75
Σ 6.61 17.87 17.87 cfs = Max. Release Rate
From Detention Pond Dp2
Basins not Detained :
Release
Developed Developed Rate
Basin Area Total Area
Designation In Use
Q100
(Ac.)(cfs)
H 0.06 0.03
I 0.52 3.30
J 0.04 0.10
K 0.02 0.10
L 0.05 0.20
Σ 0.69 3.73 3.73 cfs = Not Detained
21.60 cfs = Max. Allow
Release Rate from Site
Project Location : Fort Collins, CO.
Calculations By:
RELEASE RATES FROM DEVELOPED BASINS
Project Number : 1124-005
Date : April 13, 2022
1
COG
Pond No :Dp-2
f
100-yr 17635 ft3
0.87 Det. Volume =0.40 ac-ft
Area (A)=6.61 acres
Max Release Rate =17.90 cfs 0.40 ac-ft
Time Time
100-yr
Intensity Q100
Inflow
(Runoff)
Volume
Outflow
(Release)
Volume
Storage
Detention
Volume
(mins) (secs) (in/hr) (cfs)
(ft3) (ft
3) (ft
3)
5 300 9.950 57.22 17166 5370.0 11795.8
10 600 7.720 44.40 26637 10740.0 15897.2
15 900 6.520 37.49 33745 16110.0 17635.1
20 1200 5.600 32.20 38645 21480.0 17164.7
25 1500 4.980 28.64 42958 26850.0 16107.7
30 1800 4.520 25.99 46788 32220.0 14567.7
35 2100 4.080 23.46 49272 37590.0 11682.0
40 2400 3.740 21.51 51618 42960.0 8658.3
45 2700 3.460 19.90 53723 48330.0 5393.0
50 3000 3.230 18.57 55724 53700.0 2024.3
55 3300 3.030 17.42 57501 59070.0 -1568.8
60 3600 2.860 16.45 59209 64440.0 -5230.8
65 3900 2.720 15.64 61003 69810.0 -8806.6
70 4200 2.590 14.89 62556 75180.0 -12623.9
75 4500 2.480 14.26 64178 80550.0 -16372.2
80 4800 2.380 13.69 65696 85920.0 -20224.0
85 5100 2.290 13.17 67162 91290.0 -24127.6
90 5400 2.210 12.71 68629 96660.0 -28031.1
95 5700 2.130 12.25 69819 102030.0 -32210.8
100 6000 2.060 11.85 71079 107400.0 -36321.3
105 6300 2.000 11.50 72459 112770.0 -40311.2
110 6600 1.940 11.16 73632 118140.0 -44508.0
115 6900 1.890 10.87 74995 123510.0 -48515.1
120 7200 1.840 10.58 76185 128880.0 -52694.7
Developed "C" =
Calculations By:
Input Variables Results
Design Point
Design Storm
Required Detention Volume
DETENTION POND CALCULATION; FAA METHOD
Project Number : 1124-005 Jerome Street
Date : April 13, 2022
Project Location : Fort Collins, CO.
1
Project:Jerome Street
Date:4/13/2022
Detention Pond
ACTUAL STORAGE :
(A) (B) (C) (D)
Elevation Depth Area Volume Σ Volume Σ Volume
(Sf.) (Cf.) (Cf.) (Ac.-ft.)
Outlet Elevation:4,963.80 1.00 Total Volume Detention = 5,662.76 0.13 Ac.
0.20 365.84 365.84 0.01 Elev. (A1) = 4,965.00
4,964.00 3,657.39 Σ Volume (D1) = 4,421.59
Detention Req'd 1.00 4,055.75 4,421.59 0.10 Partial volume (C2) = 4,881.35
>>>>>>>>> 4,965.00 4,454.11 Depth, partial volume = 1.00
1.00 4,881.35 9,302.93 0.21
4,966.00 5,308.58 High water level (HWL) = 4965.25
Free board = 0.75
Top pond bank elevation = 4966.00
Water Depth = 1.45 Ft.
Pond No.:Dp-1
Pond Stage Storage Curve
Detention Pond Stage Storage Curve
Project Number:1124-005
Project Location:Fort Collins, Colorado
Calculations By:C. Ortiz
1124-005 - D-pond_Capacity.xlsx, Dp-1, 4/13/2022, 11:43 AM
Project:Jerome Street
Date:4/13/2022
Detention Pond
ACTUAL STORAGE :
(A) (B) (C) (D)
Elevation Depth Area Volume Σ Volume Σ Volume
(Sf.) (Cf.) (Cf.) (Ac.-ft.)
Outlet Elevation:4,961.50 1.00 Total Volume Detention = 17,423.86 0.40 Ac.
0.50 611.68 611.68 0.01 Elev. (A1) = 4,964.00
4,962.00 2,445.72 Σ Volume (D1) = 15,291.81
1.00 5,435.95 6,047.63 0.14 Partial volume (C2) = 10,906.20
4,963.00 8,426.18 Depth, partial volume = 1.00
Detention Req'd 1.00 9,244.18 15,291.81 0.35
>>>>>>>>> 4,964.00 10,062.18 High water level (HWL) = 4964.20
1.00 10,906.20 26,198.01 0.60 Free board = 0.80
4,965.00 11,750.21 Top pond bank elevation = 4965.00
Water Depth = 2.70 Ft.
Pond No.:Dp-2
Pond Stage Storage Curve
Detention Pond Stage Storage Curve
Project Number:1124-005
Project Location:Fort Collins, Colorado
Calculations By:C. Ortiz
1124-005 - D-pond_Capacity.xlsx, Dp-2, 4/13/2022, 11:43 AM
NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE REPORT: JEROME STREET STATION
FORT COLLINS | GREELEY APPENDIX
APPENDIX C
INLETS & WEIRS
(WILL BE SIZED AT FINAL)
NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE REPORT: JEROME STREET STATION
FORT COLLINS | GREELEY APPENDIX
APPENDIX D
EROSION CONTROL REPORT
NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE REPORT: JEROME STREET STATION
FORT COLLINS | GREELEY EROSION CONTROL REPORT
EROSION CONTROL REPORT
A comprehensive Erosion and Sediment Control Plan (along with associated details) will be 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
having jurisdiction.
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 reflect the current site conditions
appropriately always.
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 inlets. 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.
NNORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE REPORT: JEROME STREET STATION
FORT COLLINS | GREELEY APPENDIX
APPENDIX E
PRELIMINARY LID DESIGN INFORMATION
VAULTELECVAULTCABLE VAULTELEC VAULTELEC VAULTCABLE TRAFFICVAULT VAULTELECHYDVAULTCABLEVAULTELECVAULTELECVAULTCABLEVAULTELECVAULTCABLE
VAULTELEC
VAULTCABLEVAULTELEC
VAULTELEC HYDCONTROLIRRCONTROLIRRCONTROLIRRCONTROLIRRCONTROLIRRCONTROLIRRCONTROLIRRCONTROLIRRCONTROLIRR
FESF
ESF
ESSFESSSDDSSSDDDSSGAS/ / / / / / / // / / / / / / // / / / / / / /XXESTXXXXXOHUSGASSELECELEC MHEOHU/ / / / / / / // / / / / / / // / / / / / / /EAST SUNGIA ROADOSIANDER STREETCAJETAN STREETPASCAL STREETJEROME STREETLAKECANAL(UNDERGROUND DETENTION)VOLUME PROVIDED FOR LID = 0.15 AC-FT.OPEN DETENTION POND-Dp2VOLUME PROVIDED = 0.41 AC-FTEAST SUNGIA ROADJEROME STREETOSIANDER STREETCAJETAN STREETPASCAL STREETRAIN GARDENOPEN DETENTION POND-Dp1VOLUME PROVIDED = 0.19 AC-FTRAIN GARDENRAIN GARDENJEROME STREET STATIONSHEET NO:P:\1124-005\DWG\DRNG\1124-005_LID.DWG301 N. Howes Street, Suite 100Fort Collins, Colorado 80521ENGINEERNGIEHTRONRNPHONE: 970.221.4158www.northernengineering.comDRAWING REFERENCE:LID TREATMENT EXHIBITC. Ortiz 1"=120'APRIL, 2022LID-1DRAWN BY:SCALE:ISSUED:Jerome Street Station On-Site LID TreatmentProject SummaryTotal Impervious Area 175,524sfTarget Treatment Percentage75%Minimum Area to be Treated by LIDmeasures 131,643.00sfIMPERVIOUS AREA GOING TO LID143,109sfTotal Treatment Area143,109sfNOTES1.REFER TO UTILITY PLANS FOR JEROME STREET STATION FORADDITIONAL GRADING AND UTILITY INFORMATION.2.REFER TO LANDSCAPE PLANS FOR ADDITIONAL INFORMATION ONHARDSCAPES.3.REFER TO DRAINAGE EXHIBIT SHEET DR1 OF UTILITY PLANS FORSOIL AMENDMENT NOTES( IN FEET )1 inch = ft.Feet01200120240360LEGENDPROPOSED CONTOURPROPOSED STORM SEWERPROPOSED SWALEEXISTING CONTOURPROPOSED CURB & GUTTERPROPERTY BOUNDARYPROPOSED INLETUNTREATED AREATREATMENT AREA
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =86.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100)i = 0.860
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.30 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 69,840 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =1,720 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 = in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER =cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)DWQCV =12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin =1201 sq ft
D) Actual Flat Surface Area AActual =1250 sq ft
E) Area at Design Depth (Top Surface Area)ATop =2200 sq ft
F) Rain Garden Total Volume VT=1,725 cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y =N/A ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 =N/A cu ft
iii) Orifice Diameter, 3/8" Minimum DO =N/A in
Design Procedure Form: Rain Garden (RG)
Northern Engineering
April 13, 2022
Jerome Street
North Rain Garden
UD-BMP (Version 3.06, November 2016)
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
Middle Pond Rain Garden.xlsm, RG 4/13/2022, 11:46 AM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
Northern Engineering
April 13, 2022
Jerome Street
North Rain Garden
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
Middle Pond Rain Garden.xlsm, RG 4/13/2022, 11:46 AM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =86.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100)i = 0.860
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.30 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 48,500 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =1,195 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 = in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER =cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)DWQCV =12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin =834 sq ft
D) Actual Flat Surface Area AActual =834 sq ft
E) Area at Design Depth (Top Surface Area)ATop =1575 sq ft
F) Rain Garden Total Volume VT=1,205 cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y =N/A ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 =N/A cu ft
iii) Orifice Diameter, 3/8" Minimum DO =N/A in
Design Procedure Form: Rain Garden (RG)
Northern Engineering
April 13, 2022
Jerome Street
South Rain Garden
UD-BMP (Version 3.06, November 2016)
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
South Pond Rain Garden.xlsm, RG 4/13/2022, 11:46 AM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
Northern Engineering
April 13, 2022
Jerome Street
South Rain Garden
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
South Pond Rain Garden.xlsm, RG 4/13/2022, 11:46 AM
Sheet 1 of 2
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia =70.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100)i = 0.700
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.22 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 59,347 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =1,088 cu ft
Vol = (WQCV / 12) * Area
F) For Watersheds Outside of the Denver Region, Depth of d6 = in
Average Runoff Producing Storm
G) For Watersheds Outside of the Denver Region, VWQCV OTHER =cu ft
Water Quality Capture Volume (WQCV) Design Volume
H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft
(Only if a different WQCV Design Volume is desired)
2. Basin Geometry
A) WQCV Depth (12-inch maximum)DWQCV =12 in
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin =831 sq ft
D) Actual Flat Surface Area AActual =831 sq ft
E) Area at Design Depth (Top Surface Area)ATop =1350 sq ft
F) Rain Garden Total Volume VT=1,091 cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
4. Underdrain System
A) Are underdrains provided?
B) Underdrain system orifice diameter for 12 hour drain time
i) Distance From Lowest Elevation of the Storage y =N/A ft
Volume to the Center of the Orifice
ii) Volume to Drain in 12 Hours Vol12 =N/A cu ft
iii) Orifice Diameter, 3/8" Minimum DO =N/A in
Design Procedure Form: Rain Garden (RG)
Northern Engineering
April 13, 2022
Jerome Street
East Rain Garden
UD-BMP (Version 3.06, November 2016)
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
Jerome Rain Garden.xlsm, RG 4/13/2022, 11:47 AM
Sheet 2 of 2
Designer:
Company:
Date:
Project:
Location:
5. Impermeable Geomembrane Liner and Geotextile Separator Fabric
A) Is an impermeable liner provided due to proximity
of structures or groundwater contamination?
6. Inlet / Outlet Control
A) Inlet Control
7. Vegetation
8. Irrigation
A) Will the rain garden be irrigated?
Notes:
Design Procedure Form: Rain Garden (RG)
Northern Engineering
April 13, 2022
Jerome Street
East Rain Garden
Choose One
Choose One
Choose One
Sheet Flow- No Energy Dissipation Required
Concentrated Flow- Energy Dissipation Provided
Plantings
Seed (Plan for frequent weed control)
Sand Grown or Other High Infiltration Sod
Choose One
YES
NO
YES
NO
Jerome Rain Garden.xlsm, RG 4/13/2022, 11:47 AM
NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE REPORT: JEROME STREET STATION
FORT COLLINS | GREELEY APPENDIX
APPENDIX F
PREVIOUS STUDIES AND USDA SOILS REPORT
This unofficial copy was downloaded on Aug-20-2020 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com
For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA
This unofficial copy was downloaded on Sep-17-2020 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com
For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA
This unofficial copy was downloaded on Sep-17-2020 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com
For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA
This unofficial copy was downloaded on Sep-17-2020 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com
For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA
This unofficial copy was downloaded on Sep-17-2020 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com
For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA
This unofficial copy was downloaded on Aug-20-2020 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com
For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA
This unofficial copy was downloaded on Aug-20-2020 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com
For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA
This unofficial copy was downloaded on Aug-20-2020 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com
For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA
This unofficial copy was downloaded on Aug-20-2020 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com
For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Larimer County
Area, Colorado
JEROME STREET STATION
Natural
Resources
Conservation
Service
May 4, 2021
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.nrcs.usda.gov/wps/
portal/nrcs/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=nrcs) or your NRCS State Soil
Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?
cid=nrcs142p2_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
2
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
Soil Map..................................................................................................................8
Soil Map................................................................................................................9
Legend................................................................................................................10
Map Unit Legend................................................................................................11
Map Unit Descriptions.........................................................................................11
Larimer County Area, Colorado......................................................................13
73—Nunn clay loam, 0 to 1 percent slopes.................................................13
105—Table Mountain loam, 0 to 1 percent slopes......................................14
Soil Information for All Uses...............................................................................16
Soil Properties and Qualities..............................................................................16
Soil Qualities and Features.............................................................................16
Hydrologic Soil Group (JEROME STREET STATION)................................16
References............................................................................................................21
4
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
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 measurements 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
Custom Soil Resource Report
6
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
Custom Soil Resource Report
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.
8
9
Custom Soil Resource Report
Soil Map
44939904494030449407044941104494150449419044942304494270449431044943504493990449403044940704494110449415044941904494230449427044943104494350493550 493590 493630 493670 493710 493750 493790 493830
493550 493590 493630 493670 493710 493750 493790 493830
40° 36' 0'' N 105° 4' 34'' W40° 36' 0'' N105° 4' 22'' W40° 35' 47'' N
105° 4' 34'' W40° 35' 47'' N
105° 4' 22'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 50 100 200 300
Feet
0 25 50 100 150
Meters
Map Scale: 1:1,920 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
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
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Larimer County Area, Colorado
Survey Area Data: Version 15, Jun 9, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Aug 11, 2018—Aug
12, 2018
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.
Custom Soil Resource Report
10
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
73 Nunn clay loam, 0 to 1 percent
slopes
7.1 93.6%
105 Table Mountain loam, 0 to 1
percent slopes
0.5 6.4%
Totals for Area of Interest 7.5 100.0%
Map Unit Descriptions
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,
Custom Soil Resource Report
11
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.
Custom Soil Resource Report
12
Larimer County Area, Colorado
73—Nunn clay loam, 0 to 1 percent slopes
Map Unit Setting
National map unit symbol: 2tlng
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 class: 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 capacity:High (about 9.1 inches)
Interpretive groups
Land capability classification (irrigated): 3e
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: C
Ecological site: R067BY042CO - Clayey Plains
Hydric soil rating: No
Custom Soil Resource Report
13
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:R067BY042CO - 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-slope shape:Linear
Ecological site:R067BY002CO - Loamy Plains
Hydric soil rating: No
105—Table Mountain loam, 0 to 1 percent slopes
Map Unit Setting
National map unit symbol: jpty
Elevation: 4,800 to 5,600 feet
Mean annual precipitation: 13 to 15 inches
Mean annual air temperature: 48 to 50 degrees F
Frost-free period: 135 to 150 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Table mountain and similar soils:85 percent
Minor components:15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Table Mountain
Setting
Landform:Flood plains, stream terraces
Landform position (three-dimensional):Tread
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Alluvium
Typical profile
H1 - 0 to 36 inches: loam
H2 - 36 to 60 inches: loam, clay loam, silt loam
H2 - 36 to 60 inches:
H2 - 36 to 60 inches:
Custom Soil Resource Report
14
Properties and qualities
Slope:0 to 1 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high
(0.60 to 2.00 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:15 percent
Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Sodium adsorption ratio, maximum:5.0
Available water capacity:Very high (about 18.0 inches)
Interpretive groups
Land capability classification (irrigated): 1
Land capability classification (nonirrigated): 3c
Hydrologic Soil Group: B
Ecological site: R049XY036CO - Overflow
Hydric soil rating: No
Minor Components
Caruso
Percent of map unit:7 percent
Hydric soil rating: No
Fluvaquentic haplustolls
Percent of map unit:4 percent
Landform:Terraces
Hydric soil rating: Yes
Paoli
Percent of map unit:4 percent
Hydric soil rating: No
Custom Soil Resource Report
15
Soil Information for All Uses
Soil Properties and Qualities
The Soil Properties and Qualities section includes various soil properties and
qualities displayed as thematic maps with a summary table for the soil map units in
the selected area of interest. A single value or rating for each map unit is generated
by aggregating the interpretive ratings of individual map unit components. This
aggregation process is defined for each property or quality.
Soil Qualities and Features
Soil qualities are behavior and performance attributes that are not directly
measured, but are inferred from observations of dynamic conditions and from soil
properties. Example soil qualities include natural drainage, and frost action. Soil
features are attributes that are not directly part of the soil. Example soil features
include slope and depth to restrictive layer. These features can greatly impact the
use and management of the soil.
Hydrologic Soil Group (JEROME STREET STATION)
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
16
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer at
or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Custom Soil Resource Report
17
18
Custom Soil Resource Report
Map—Hydrologic Soil Group (JEROME STREET STATION)44939904494030449407044941104494150449419044942304494270449431044943504493990449403044940704494110449415044941904494230449427044943104494350493550 493590 493630 493670 493710 493750 493790 493830
493550 493590 493630 493670 493710 493750 493790 493830
40° 36' 0'' N 105° 4' 34'' W40° 36' 0'' N105° 4' 22'' W40° 35' 47'' N
105° 4' 34'' W40° 35' 47'' N
105° 4' 22'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 50 100 200 300
Feet
0 25 50 100 150
Meters
Map Scale: 1:1,920 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Larimer County Area, Colorado
Survey Area Data: Version 15, Jun 9, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Aug 11, 2018—Aug
12, 2018
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.
Custom Soil Resource Report
19
Table—Hydrologic Soil Group (JEROME STREET STATION)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
73 Nunn clay loam, 0 to 1
percent slopes
C 7.1 93.6%
105 Table Mountain loam, 0
to 1 percent slopes
B 0.5 6.4%
Totals for Area of Interest 7.5 100.0%
Rating Options—Hydrologic Soil Group (JEROME STREET
STATION)
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Custom Soil Resource Report
20
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.nrcs.usda.gov/wps/portal/
nrcs/detail/national/soils/?cid=nrcs142p2_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.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_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.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nrcs142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
21
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/soils/scientists/?cid=nrcs142p2_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.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?
cid=nrcs142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
Custom Soil Resource Report
22
NORTHERNENGINEERING.COM | 970.221.4158 PRELIMINARY DRAINAGE REPORT: JEROME STREET STATION
FORT COLLINS | GREELEY APPENDIX
MAP POCKET
EXHIBITS AS LISTED ON TABLE OF CONTENTS
This unofficial copy was downloaded on Aug-20-2020 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com
For additional information or an official copy, please contact Engineering Office 281 North College Fort Collins, CO 80521 USA
This unofficial copy was downloaded on Aug-20-2020 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com
For additional information or an official copy, please contact Engineering Office 281 North College Fort Collins, CO 80521 USA
VAULT
ELEC
VAULT
CABLE
VAULT
ELEC
VAULT
ELEC
VAULT
CABLE
TRAFFIC
VAULT
VAULT
ELEC
VAULT
CABLE
VAULT
ELEC
VAULT
ELEC
VAULT
CABLE
VAULT
ELEC
VAULT
CABLE
VAULT
ELEC
VAULT
CABLE
VAULT
ELEC
VAULT
ELEC
CONTROL
IRR
CONTROL
IRR
CONTROL
IRR
CONTROL
IRR
CONTROL
IRR
CONTROL
IRR
CONTROL
IRR
CONTROL
IRR
CONTROL
IRR
F E
SF E
SFE
SFE
SD
D
D
D
D
GAS
/ / / / / / / // / / / / / / // / / / / / / // / / / / / / /X/ / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / /XXXXXXEEEEEEEEST ST ST ST
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/ / /
// / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / /EAST SUNGIA ROAD
OSIANDER STREET
CAJETAN STREET
PASCA
L
S
T
R
E
E
TJEROME STREET
LAKE C
A
N
A
LNORTH COLLEGE AVENUE(PUBLIC R.O.W. VARIES)UDUD
UD
UD
26'
-
85'
ROW
50'
-
EXISTING 30' UTILITY
& DRAINAGE EASEMENT
EXISTING 20' SEWER
LINE EASEMENT
EXISTING 10'
DRAINAGE EASEMENT
LAKE CANAL EASEMENT PER
PLAT OF OLD TOWN NORTH
EXISTING 30' GAS
LINE EASEMENT
LAKE CANAL COMPANY EASEMENT
PER PLAT OF OLD TOWN NORTH
PROJECT BOUNDARY
PROPOSED STORM
INLET (TYP.)
PROPOSED STORM LINE
PROPOSED STORM LINE
PROPOSED STORM LINE
PROPOSED STORM LINE
PROPOSED
DETENTION POND-Dp2
0.41 ACRE-FT
WQ1 - OUTLET
STRUCTURE
RIPRAP
(TYP.)
PROPOSED
SIDEWALK CHASE
(TYP.)
PROPOSED
SIDEWALK CHASE
(TYP.)
PROPOSED STORM
INLET (TYP.)
PROPOSED
DETENTION POND-Dp1
0.19 ACRE-FT
PROPOSED CURB CUT
(TYP.)
j1
g
h
l
k
d
c
b
j
h
f
a
BUILDING 1
(6 PLEX)
BUILDING 3
(4 PLEX)
BUILDING 2
(4 PLEX)
BUILDING 7
(6 PLEX)
BUILDING 6
(7 PLEX)
BUILDING 8
(7 PLEX)
BUILDING 9
(6 PLEX)
BUILDING 10
(7 PLEX)
BUILDING 11
(7 PLEX)
BUILDING 12
(4 PLEX)
BUILDING 6
(4 PLEX)
BUILDING 4
(5 PLEX)
A
1.86 ac
J1
0.75 ac
F
0.42 ac
C
1.07 ac
E
1.27 ac
B
0.57 ac
D
0.33 ac
J2
0.05 ac
G
0.34 ac
H
0.06 ac
I
0.52 ac
J
0.04 ac
K
0.02 ac
L
0.05 ac
PROPOSED NORTH
RAIN GARDEN
PROPOSED SOUTH
RAIN GARDEN
EXISTING CURB CUT
e
j2
FFE=71.50
FFE=71.50
FFE=72.17
FFE=71.00 FFE=70.25
FFE=69.00
FFE=69.00
FFE=69.50
FFE=68.00
FFE=68.00
FFE=67.25 FFE=68.00
CONCRETE
WEIR
SLOPE PROTECTION
(SCOUR-STOP)
CONCRETE
WEIR
SLOPE PROTECTION
(SCOUR-STOP)
SLOPE PROTECTION
(SCOUR-STOP)
DR1DRAINAGE EXHIBIT13
NORTH
( IN FEET )
0
1 INCH = 50 FEET
50 50 100 150
PROPOSED CONTOUR
PROPOSED STORM SEWER
PROPOSED SWALE
EXISTING CONTOUR
PROPOSED CURB & GUTTER
PROPERTY BOUNDARY
PROPOSED INLET
A
DESIGN POINT
FLOW ARROW
DRAINAGE BASIN LABEL
DRAINAGE BASIN BOUNDARY
PROPOSED SWALE SECTION
11
NOTES:
1.REFER TO THE PRELIMINARY DRAINAGE REPORT, DATED APRIL 13TH, 2022 FOR
ADDITIONAL INFORMATION.
2.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA REGULATED, 100 YEAR
AND 500 YEAR POUDRE RIVER FLOODPLAIN. ANY DEVELOPMENT WITHIN THE
FLOODPLAIN MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF
CITY MUNICIPAL CODE.
3.ANY CONSTRUCTION ACTIVITIES IN THE FLOOD FRINGE (E.G. STRUCTURES,
SIDEWALK OR CURB & GUTTER INSTALLATION/REPLACEMENT, UTILITY WORK,
LANDSCAPING, ETC.) MUST BE PRECEDED BY AN APPROVED FLOODPLAIN USE
PERMIT, THE APPROPRIATE PERMIT APPLICATION FEES, AND APPROVED PLANS.
4.CONSTRUCTION OF RESIDENTIAL AND/OR MIXED_USE STRUCTURES IS
PROHIBITED IN THE POUDRE RIVER 100_YEAR FLOODPLAIN.
5.OUTSIDE STORAGE OF EQUIPMENT OR FLOATABLE MATERIALS WHETHER
PERMANENT OR TEMPORARY IS PROHIBITED IN THE 100_YEAR FLOODPLAIN .
6.AT_RISK POPULATIONS, ESSENTIAL SERVICES, HAZARDOUS MATERIALS, AND
GOVERNMENT SERVICES CRITICAL FACILITIES ARE PROHIBITED IN THE 100_YEAR
FLOODPLAIN.
7.THE APPLICANT ACKNOWLEDGES THAT THIS SITE DEVELOPMENT PLAN DOES NOT
COMPLY WITH THE CURRENT REGULATORY FLOODPLAIN. PERMITS CANNOT BE
ISSUED FOR RESIDENTIAL STRUCTURES IN THE REGULATORY FLOODPLAIN UNTIL
A LOMR IS APPROVED THROUGH FEMA. IT IS AT OUR OWN RISK THAT WE
CONTINUE THROUGH THE PLANNING PROCESS.
8.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA REGULATED, 100 YEAR
AND 500 YEAR POUDRE RIVER FLOODPLAIN. ANY DEVELOPMENT WITHIN THE
FLOODPLAIN MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF
CITY MUNICIPAL CODE.
9.ANY CONSTRUCTION ACTIVITIES IN THE FLOOD FRINGE (E.G. STRUCTURES,
SIDEWALK OR CURB & GUTTER INSTALLATION/REPLACEMENT, UTILITY WORK,
LANDSCAPING, ETC.) MUST BE PRECEDED BY AN APPROVED FLOODPLAIN USE
PERMIT, THE APPROPRIATE PERMIT APPLICATION FEES, AND APPROVED PLANS.
10.CONSTRUCTION OF RESIDENTIAL AND/OR MIXED USE STRUCTURES IS PROHIBITED
IN THE POUDRE RIVER 100YEAR FLOODPLAIN.
11.OUTSIDE STORAGE OF EQUIPMENT OR FLOATABLE MATERIALS WHETHER
PERMANENT OR TEMPORARY IS PROHIBITED IN THE 100YEAR FLOODPLAIN.
12.AT RISK POPULATIONS, ESSENTIAL SERVICES, HAZARDOUS MATERIALS, AND
GOVERNMENT SERVICES CRITICAL FACILITIES ARE PROHIBITED IN THE 100YEAR
FLOODPLAIN.
13.THE APPLICANT ACKNOWLEDGES THAT THIS SITE DEVELOPMENT PLAN DOES NOT
COMPLY WITH THE CURRENT REGULATORY FLOODPLAIN. PERMITS CANNOT BE
ISSUED FOR RESIDENTIAL STRUCTURES IN THE REGULATORY FLOODPLAIN UNTIL
A LOMR IS APPROVED THROUGH FEMA. IT IS AT OUR OWN RISK THAT WE
CONTINUE THROUGH THE PLANNING PROCESS.
A
LEGEND:
FOR DRAINAGE REVIEW ONLY
NOT FOR CONSTRUCTION
SheetJEROME STREET STATIONThese drawings areinstruments of serviceprovided by NorthernEngineering Services, Inc.and are not to be used forany type of constructionunless signed and sealed bya Professional Engineer inthe employ of NorthernEngineering Services, Inc.NOT FOR CONSTRUCTIONREVIEW SETENGINEERNGIEHTRONRNFORT COLLINS: 301 North Howes Street, Suite 100, 80521GREELEY: 820 8th Street, 80631970.221.4158northernengineering.comof 14
CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU
DIG, GRADE, OR EXCAVATE FOR THE MARKING OF
UNDERGROUND MEMBER UTILITIES.
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
before you dig.Call
R
UDPROPOSED UNDERDRAIN
C2 C100 Q2
(cfs)
Q100
(cfs)