HomeMy WebLinkAboutRIVER DISTRICT BLOCK 8 MIXED-USE - FDP - FDP160025 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTMay 25, 2016
FINAL DRAINAGE AND
EROSION CONTROL REPORT FOR
River District Block Eight Mixed Use
Fort Collins, Colorado
Prepared for:
Blue Ocean Enterprises
401 West Mountain Ave.
Fort Collins, CO 80521
Prepared by:
301 N. Howes St., Suite 100
Fort Collins, Colorado 80521
Phone: 970.221.4158 Fax: 970.221.4159
www.northernengineering.com
Project Number: 838-013
This Drainage Report is consciously provided as a PDF.
Please consider the environment before printing this document in its entirety.
When a hard copy is absolutely necessary, we recommend double-sided printing.
May 25, 2016
City of Fort Collins
Stormwater Utility
700 Wood Street
Fort Collins, Colorado 80521
RE: Final Drainage and Erosion Control Report for
River District Block 8 Mixed Use
Dear Staff:
Northern Engineering is pleased to submit this Final Drainage and Erosion Control Report for your
review. This report accompanies the Project Development Plan submittal for the proposed Lot 1,
River District Block Eight Mixed Use development.
This report has been prepared in accordance to Fort Collins Stormwater Criteria Manual (FCSCM),
and serves to document the stormwater impacts associated with the proposed project. We
understand that review by the City is to assure general compliance with standardized criteria
contained in the FCSCM.
If you should have any questions as you review this report, please feel free to contact us.
Sincerely,
NORTHERN ENGINEERING SERVICES, INC.
Aaron Cvar, PhD, PE
Senior Project Engineer
River District Block Eight Mixed Use
Final Drainage Report
TABLE OF CONTENTS
I. GENERAL LOCATION AND DESCRIPTION ................................................................... 1
A. Location ............................................................................................................................................. 1
B. Description of Property ..................................................................................................................... 1
C. Floodplain.......................................................................................................................................... 4
II. DRAINAGE BASINS AND SUB-BASINS ....................................................................... 4
A. Major Basin Description .................................................................................................................... 4
B. Sub-Basin Description ....................................................................................................................... 4
III. DRAINAGE DESIGN CRITERIA ................................................................................... 5
A. Regulations........................................................................................................................................ 5
B. Four Step Process .............................................................................................................................. 5
C. Development Criteria Reference and Constraints ............................................................................ 5
D. Hydrological Criteria ......................................................................................................................... 6
E. Hydraulic Criteria .............................................................................................................................. 6
F. Modifications of Criteria ................................................................................................................... 6
IV. DRAINAGE FACILITY DESIGN .................................................................................... 6
A. General Concept ............................................................................................................................... 6
B. Specific Details .................................................................................................................................. 7
V. CONCLUSIONS ........................................................................................................ 8
A. Compliance with Standards .............................................................................................................. 8
B. Drainage Concept .............................................................................................................................. 8
References ......................................................................................................................... 9
APPENDICES:
APPENDIX A – Hydrologic Computations
APPENDIX B.1 – Inlet Calculations
APPENDIX B.2 – Onsite Storm System Calulations
APPENDIX C – LID Design Information
APPENDIX D – Erosion Control Report
APPENDIX E – Reference Material – Selected Portions of the Downtown River District
Improvement Plans (February 2012)
River District Block Eight Mixed Use
Final Drainage Report
LIST OF TABLES AND FIGURES:
Figure 1 – Aerial Photograph ................................................................................................ 2
Figure 2– Proposed Site Plan ................................................................................................ 3
Figure 3 – Existing Floodplains ............................................................................................. 4
MAP POCKET:
Proposed Drainage Exhibit
River District Block Eight Mixed Use
Final Drainage Report 1
I. GENERAL LOCATION AND DESCRIPTION
A. Location
1. Vicinity Map
2. The project site is located in the west quarter of Section 12, Township 7 North,
Range 69 West of the 6th Principal Meridian, City of Fort Collins, County of Larimer,
State of Colorado.
3. The proposed development site is situated along the south side of Willow Street, just
southeast of the intersection of Linden Street and Willow Street.
4. The proposed development site is in the City of Fort Collins Old town Basin. Typical
detention requirements for this basin are to detain the difference between the 100-
year developed inflow rate and the historic 2-year release rate; however, due to recent
storm infrastructure improvements discussed below, the site is not required to detain
onsite flows.
5. The project site is located within existing downtown development, and is surrounded
by existing businesses. The existing Ranchway Feeds site is located on the north side
of Willow Street, directly across from the proposed development site.
6. Minimal offsite flows from the west and south are received by the project site.
Existing drainage systems in Linden Street and Willow Street convey the majority of
offsite drainage approaching the site.
B. Description of Property
1. The development area is roughly 1.24 net acres, as identified on the Drainage Exhibit.
River District Block Eight Mixed Use
Final Drainage Report 2
Figure 1 – Aerial Photograph
2. The subject property is currently undeveloped ground. The ground cover generally
consists of gravel surfacing. Existing ground slopes are mild to moderate (i.e., 1 -
6±%) through the interior of the property. General topography slopes from southwest
to northeast.
3. 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 of Paoli Fine Sandy Loam (Hydrologic Soil Group B).
4. The proposed project site plan is composed of the development of a distillery and
restaurant. Associated roadways, water and sewer lines will be constructed with the
development. Water Quality will be placed near the southeast corner of the site and
will treat the majority of developed runoff prior to discharge into the Willow Street
storm system.
River District Block Eight Mixed Use
Final Drainage Report 3
Figure 2– Proposed Site Plan
5. The Cache La Poudre River is located just north of the proposed development site.
6. The proposed land use is Commerical.
River District Block Eight Mixed Use
Final Drainage Report 4
C. Floodplain
Figure 3 –Area Floodplain Mapping
1. No portion of the subject property is encroached by the adjacent FEMA 100-year
floodplain (Cache La Poudre River located just north of the site).
II. DRAINAGE BASINS AND SUB-BASINS
A. Major Basin Description
2. The proposed development site is in the City of Fort Collins Old Town Basin. Typical
Detention requirements for this basin are to detain the difference between the 100-
year developed inflow rate and the historic 2-year release rate. However, the
Downtown River District Improvement Project Plans (February 2012) have been
constructed up to the manhole in Willow Street shown on the current project plans.
An improved 42-inch storm system in Willow Street is the discharge point for the
current project. The improved storm line in Willow Street conveys flow southeast to
Udall Pond #1 (Regional Water Quality Pond). Water quality treatment will be
provided for the majority of the site prior to discharge into the improved storm system
in Willow Street.
B. Sub-Basin Description
3. The subject property historically drains overland from southwest to northeast. An
existing area inlet in Willow Street captures runoff within the curb and gutter of
Willow. Stormwater is then conveyed via the existing storm pipe in Willow north to
the Cache La Poudre River. A more detailed description of the project drainage
patterns follows in Section IV.A.4., below.
River District Block Eight Mixed Use
Final Drainage Report 5
III. DRAINAGE DESIGN CRITERIA
A. Regulations
There are no optional provisions outside of the FCSCM proposed with the proposed
project.
B. Four Step Process
The overall stormwater management strategy employed with the proposed project utilizes
the “Four Step Process” to minimize adverse impacts of urbanization on receiving waters.
The following is a description of how the proposed development has incorporated each
step.
Step 1 – Employ Runoff Reduction Practices
Several techniques have been utilized with the proposed development to facilitate the
reduction of runoff peaks, volumes, and pollutant loads as the site is developed from the
current use by implementing multiple Low Impact Development (LID) strategies including:
Conserving existing amenities in the site including the existing vegetated areas.
Providing vegetated open areas throughout the site to reduce the overall impervious
area and to minimize directly connected impervious areas (MDCIA).
Routing flows, to the extent feasible, through vegetated swales to increase time of
concentration, promote infiltration and provide initial water quality.
Step 2 – Implement BMPs That Provide a Water Quality Capture Volume (WQCV) with
Slow Release
The efforts taken in Step 1 will facilitate the reduction of runoff; however, urban
development of this intensity will still generate stormwater runoff that will require
additional BMPs and water quality. The majority of stormwater runoff from the site will
ultimately be intercepted and treated using extended detention methods prior to exiting the
site.
Step 3 – Stabilize Drainageways
There are no major drainageways within the subject property. While this step may not
seem applicable to proposed development, the project indirectly helps achieve stabilized
drainageways nonetheless. By providing water quality where none previously existed,
sediment with erosion potential is removed from the downstream drainageway systems.
Furthermore, this project will pay one-time stormwater development fees, as well as
ongoing monthly stormwater utility fees, both of which help achieve City-wide drainageway
stability.
Step 4 – Implement Site Specific and Other Source Control BMPs.
The proposed project will improve upon site specific source controls compared to historic
conditions:
The proposed development will eliminate sources of potential pollution previously left
exposed to weathering and runoff processes.
C. Development Criteria Reference and Constraints
The subject property is surrounded by currently developed properties. Thus, several
constraints have been identified during the course of this analysis that will impact the
proposed drainage system including:
Existing elevations along the property lines will generally be maintained.
River District Block Eight Mixed Use
Final Drainage Report 6
As previously mentioned, overall drainage patterns of the existing site will be
maintained.
Elevations of existing downstream facilities that the subject property will release to
will be maintained.
D. Hydrological Criteria
1. The City of Fort Collins Rainfall Intensity-Duration-Frequency Curves, as depicted in
Figure RA-16 of the FCSCM, serve as the source for all hydrologic computations
associated with the proposed development. Tabulated data contained in Table RA-7
has been utilized for Rational Method runoff calculations.
2. The Rational Method has been employed to compute stormwater runoff utilizing
coefficients contained in Tables RO-11 and RO-12 of the FCSCM.
3. Three separate design storms have been utilized to address distinct drainage
scenarios. A fourth design storm has also been computed for comparison purposes.
The first design storm considered is the 80th percentile rain event, which has been
employed to design the project’s water quality features. The second event analyzed is
the “Minor,” or “Initial” Storm, which has a 2-year recurrence interval. The third
event considered is the “Major Storm,” which has a 100-year recurrence interval.
The fourth storm computed, for comparison purposes only, is the 10-year event.
4. No other assumptions or calculation methods have been used with this development
that are not referenced by current City of Fort Collins criteria.
E. Hydraulic Criteria
1. As previously noted, the subject property maintains historic drainage patterns.
2. All drainage facilities proposed with the project are designed in accordance with
criteria outlined in the FCSCM and/or the Urban Drainage and Flood Control District
(UDFCD) Urban Storm Drainage Criteria Manual.
3. As stated above, no portion of the subject property is located in a FEMA regulatory
floodplain or floodway.
4. The proposed project does not propose to modify any natural drainageways.
F. Modifications of Criteria
1. The proposed development is not requesting any modifications to criteria at this time.
IV. DRAINAGE FACILITY DESIGN
A. General Concept
1. The main objectives of the project drainage design are to maintain existing drainage
patterns, and to ensure no adverse impacts to any adjacent properties.
2. Onsite water quality treatment will be provided within the proposed underground
water quality cells as noted on the Drainage Exhibit. The underground system will
treat developed runoff prior to discharge into the newly constructed storm system in
Willow Street, which conveys drainage to Udall Pond #1 (Regional Water Quality
Pond).
River District Block Eight Mixed Use
Final Drainage Report 7
3. The drainage patterns anticipated for proposed drainage basins are described below.
Basin 1
Basin 1 consists of rooftop area and parking/drive area. The entirety of this basin is
directed to underground water quality holding cells located under the parking area
near the entry point along Willow Street. Inlets have been designed within the parking
area which fully capture and direct 100-year flows into the underground system.
Basins 2 and 3
Basins 2 and 3 consist of rooftop and courtyard areas which sheet flow into adjacent
rights of way of Lindon St. and Willow St. Ultimately, runoff from these basins is
conveyed in street curb and gutter to the newly constructed inlets in Willow St. and
storm main as discussed above, which directs storm flows to Udall Pond #1 (Regional
Water Quality Pond).
Basin OS1
Basin OS1 consists of a portion of the rooftop of an adjacent building to the southwest
and a small strip of ground between this building and the proposed development site.
Flows will be routed via a series of onsite drain basins and storm system into the
underground water quality holding cells located under the parking area near the entry
point along Willow Street.
A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of
this report.
B. Specific Details
1. Water quality treatment in the form of extended detention is not required for
this site because all site runoff is directed into the storm main as discussed
above, which directs storm flows to Udall Pond #1 (Regional Water Quality
Pond). The majority of site runoff will receive treatment via the underground
water quality underground water quality holding cells located under the
parking area near the entry point along Willow Street which is shown on the
Drainage Exhibit. Underground chamber system design details and
information along with volumes are provided in Appendix C.
2. The underground water quality treatment system has been designed according
the criteria outlined in the “City of Fort Collins Underground Detention
Criteria”.
3. The service yard contains a 10’x20’ spill containment area draining to a
1,000 gal. self-contained cistern. This is to prevent any spilled spirits, etc.
from draining into the public storm drain. Please refer to the operations and
best management practices manual by Old Elk Distilleries for additional
information.
4. Final design details, construction documentation, and Standard Operating
Procedures (SOP) Manual shall be provided by the City of Fort Collins for
within the Development Agreement (DA) for the project.
5. The drainage features associated with the proposed project are all private facilities,
located on private property.
River District Block Eight Mixed Use
Final Drainage Report 8
V. CONCLUSIONS
A. Compliance with Standards
1. The drainage design proposed with the proposed project complies with the City of Fort
Collins’ Stormwater Criteria Manual.
2. The drainage design proposed with this project complies with the Old Town Master
Plan.
3. The drainage plan and stormwater management measures proposed with the
proposed development are compliant with all applicable State and Federal regulations
governing stormwater discharge.
B. Drainage Concept
1. The drainage design proposed with this project will effectively limit any potential
damage associated with its stormwater runoff by providing detention and extended
detention.
2. The drainage concept for the proposed development is consistent with the Old Town
Master Plan.
River District Block Eight Mixed Use
Final Drainage Report 9
References
1. Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, as adopted by Ordinance No.
174, 2011, and referenced in Section 26-500 (c) of the City of Fort Collins Municipal Code.
2. Larimer County Urban Area Street Standards, Adopted January 2, 2001, Repealed and
Reenacted, Effective October 1, 2002, Repealed and Reenacted, Effective April 1, 2007.
3. Soils Resource Report for Larimer County Area, Colorado, Natural Resources Conservation
Service, United States Department of Agriculture.
4. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control
District, Wright-McLaughlin Engineers, Denver, Colorado, Revised April 2008.
APPENDIX A
HYDROLOGIC COMPUTATIONS
CHARACTER OF SURFACE:
Runoff
Coefficient
Percentage
Impervious Project: 838-013
Streets, Parking Lots, Roofs, Alleys, and Drives: Calculations By: ATC
Asphalt ……....……………...……….....…...……………….………………………………… 0.95 100% Date:
Concrete …….......……………….….……….………………..….…………………………… 0.95 90%
Gravel ……….…………………….….…………………………..…………………………… 0.50 40%
Roofs …….…….………………..……………….……………………………………………. 0.95 90%
Pavers…………………………...………………..……………………………………………. 0.40 22%
Lawns and Landscaping
Sandy Soil ……..……………..……………….…………………………………………….. 0.15 0%
Clayey Soil ….….………….…….…………..………………………………………………. 0.25 0% 2-year Cf
= 1.00 100-year Cf = 1.25
Basin ID
Basin Area
(s.f.)
Basin Area
(ac)
Area of
Asphalt
(ac)
Area of
Concrete
(ac)
Area of
Roofs
(ac)
Area of
Gravel
(ac)
Area of
Lawns and
Landscaping
(ac)
2-year
Composite
Runoff
Coefficient
10-year
Composite
Runoff
Coefficient
100-year
Composite
Runoff
Coefficient
Composite
% Imperv.
H1 53806 1.24 0.000 0.000 0.000 1.235 0.000 0.50 0.50 0.63 40%
HISTORIC COMPOSITE % IMPERVIOUSNESS AND RUNOFF COEFFICIENT CALCULATIONS
Runoff Coefficients are taken from the City of Fort Collins Storm Drainage Design Criteria and Construction Standards, Table 3-3. % Impervious taken from UDFCD USDCM, Volume I.
10-year Cf = 1.00
9/15/2014
Overland Flow, Time of Concentration:
Project: 838-013
Calculations By:
Date:
Gutter/Swale Flow, Time of Concentration:
Tt = L / 60V
Tc = Ti + Tt (Equation RO-2)
Velocity (Gutter Flow), V = 20·S½
Velocity (Swale Flow), V = 15·S½
NOTE: C-value for overland flows over grassy surfaces; C = 0.25
Is Length
>500' ?
C*Cf
(2-yr
Cf=1.00)
C*Cf
(10-yr
Cf=1.00)
C*Cf
(100-yr
Cf=1.25)
Length,
L
(ft)
Slope,
S
(%)
Ti
2-yr
(min)
Ti
10-yr
(min)
Ti
100-yr
(min)
Length,
L
(ft)
Slope,
S
(%)
Velocity,
V
(ft/s)
Tt
(min)
Length,
L
(ft)
Slope,
S
(%)
Velocity,
V
(ft/s)
Tt
(min)
2-yr
Tc
Rational Method Equation: Project: 838-013
Calculations By:
Date:
From Section 3.2.1 of the CFCSDDC
Rainfall Intensity:
H1 H1 1.24 17 17 14 0.50 0.50 0.63 1.78 3.04 6.71 1.1 1.9 5.2
Intensity,
i10
(in/hr)
Rainfall Intensity taken from the City of Fort Collins Storm Drainage Design Criteria (CFCSDDC), Figure 3.1
C10
Area, A
(acres)
Intensity,
i2
(in/hr)
100-yr
Tc
(min)
HISTORIC RUNOFF COMPUTATIONS
C100
Design
Point
Flow,
Q100
(cfs)
Flow,
Q2
(cfs)
10-yr
Tc
(min)
2-yr
Tc
(min)
C2
Flow,
Q10
(cfs)
Intensity,
i100
(in/hr)
Basin(s)
ATC
9/15/2014
Q C f C i A
CHARACTER OF SURFACE:
Runoff
Coefficient
Percentage
Impervious Project: 838-013
Streets, Parking Lots, Roofs, Alleys, and Drives: Calculations By: ATC
Asphalt ……....……………...……….....…...……………….………………………………….. 0.95 100% Date:
Concrete …….......……………….….……….………………..….………………………………… 0.95 90%
Gravel ……….…………………….….…………………………..……………………………….. 0.50 40%
Roofs …….…….………………..……………….…………………………………………….. 0.95 90%
Pavers…………………………...………………..…………………………………………….. 0.40 22%
Lawns and Landscaping
Sandy Soil ……..……………..……………….…………………………………………….. 0.15 0%
Clayey Soil ….….………….…….…………..………………………………………………. 0.25 0% 2-year Cf
= 1.00 100-year Cf = 1.25
Basin ID
Basin Area
(s.f.)
Basin Area
(ac)
Area of
Asphalt
(ac)
Area of
Concrete
(ac)
Area of
Roofs
(ac)
Area of
Gravel
(ac)
Area of
Lawns and
Landscaping
(ac)
2-year
Composite
Runoff
Coefficient
10-year
Composite
Runoff
Coefficient
100-year
Composite
Runoff
Coefficient
Composite
% Imperv.
1 44069 1.01 0.29 0.15 0.48 0.00 0.09 0.88 0.88 1.00 84.4%
2 3198 0.07 0.00 0.04 0.03 0.00 0.00 0.92 0.92 1.00 86.2%
3 7215 0.17 0.04 0.00 0.12 0.00 0.01 0.92 0.92 1.00 88.1%
OS1 5564 0.13 0.00 0.02 0.09 0.00 0.03 0.81 0.81 1.00 72.1%
DEVELOPED COMPOSITE % IMPERVIOUSNESS AND RUNOFF COEFFICIENT CALCULATIONS
Runoff Coefficients are taken from the City of Fort Collins Storm Drainage Design Criteria and Construction Standards, Table 3-3. % Impervious taken from UDFCD USDCM, Volume I.
10-year Cf = 1.00
05/15/16
Overland Flow, Time of Concentration:
Project: 838-013
Calculations By:
Date:
Gutter/Swale Flow, Time of Concentration:
Tt = L / 60V
Tc = Ti + Tt (Equation RO-2)
Velocity (Gutter Flow), V = 20·S½
Velocity (Swale Flow), V = 15·S½
NOTE: C-value for overland flows over grassy surfaces; C = 0.25
Is Length
>500' ?
C*Cf
(2-yr
Cf=1.00)
C*Cf
(10-yr
Cf=1.00)
C*Cf
(100-yr
Cf=1.25)
Length,
L
(ft)
Slope,
S
(%)
Ti
2-yr
(min)
Ti
10-yr
(min)
Ti
100-yr
(min)
Length,
L
(ft)
Slope,
S
(%)
Velocity,
V
(ft/s)
Tt
(min)
Length,
L
(ft)
Slope,
S
(%)
Velocity,
V
(ft/s)
Tt
(min)
2-yr
Tc
Rational Method Equation: Project: 838-013
Calculations By:
Date:
From Section 3.2.1 of the CFCSDDC
Rainfall Intensity:
1 1 1.01 5 5 5 0.88 0.88 1.00 2.85 4.87 9.95 2.5 4.4 10.1
2 2 0.07 5 5 5 0.92 0.92 1.00 2.85 4.87 9.95 0.2 0.3 0.7
3 3 0.17 5 5 5 0.92 0.92 1.00 2.85 4.87 9.95 0.4 0.7 1.6
OS1 OS1 0.13 5 5 5 0.81 0.81 1.00 2.85 4.87 9.95 0.3 0.5 1.3
Intensity,
i10
(in/hr)
Rainfall Intensity taken from the City of Fort Collins Storm Drainage Design Criteria (CFCSDDC), Figure 3.1
C10
Area, A
(acres)
Intensity,
i2
(in/hr)
100-yr
Tc
(min)
DEVELOPED RUNOFF COMPUTATIONS
C100
Design
Point
Flow,
Q100
(cfs)
Flow,
Q2
(cfs)
10-yr
Tc
(min)
2-yr
Tc
(min)
C2
Flow,
Q10
(cfs)
Intensity,
i100
(in/hr)
Basin(s)
ATC
05/15/16
Q C f C i A
40
Table RO-10
Rational Method Minor Storm Runoff Coefficients for Zoning Classifications
Description of Area or Zoning Coefficient
R-F 0.3
U-E 0.3
L-M-In 0.55
R-L, N-C-L 0.6
M-M-N, N-C-M 0.65
N-C-B 0.7
Business:
C-C-N, C-C-R, C-N, N-C, C-S 0.95
R-D-R, C-C, C-L 0.95
D, C 0.95
H-C 0.95
C-S 0.95
Industrial:
E 0.85
I 0.95
Undeveloped:
R-C, T 0.2
P-O-L 0.25
For guidance regarding zoning districts and classifications of such districts please refer to
Article Four of the City Land Use Code, as amended.
41
Table RO-11
Rational Method Runoff Coefficients for Composite Analysis
Character of Surface Runoff Coefficient
Streets, Parking Lots,
Drives:
Asphalt 0.95
Concrete 0.95
Gravel 0.5
Roofs 0.95
Recycled Asphalt 0.8
Lawns, Sandy Soil:
Flat <2% 0.1
Average 2 to 7% 0.15
Steep >7% 0.2
Lawns, Heavy Soil:
Flat <2% 0.2
Average 2 to 7% 0.25
Steep >7% 0.35
(4) A new Section 2.9 is added, to read as follows:
2.9 Composite Runoff Coefficient
Drainage sub-basins are frequently composed of land that has multiple surfaces or zoning
classifications. In such cases a composite runoff coefficient must be calculated for any
given drainage sub-basin.
The composite runoff coefficient is obtained using the following formula:
( )
t
n
i
i i
A
C A
C
∑
= = 1
*
(RO-8)
Where: C = Composite Runoff Coefficient
Ci = Runoff Coefficient for Specific Area (Ai)
Ai = Area of Surface with Runoff Coefficient of Ci, acres or feet2
n = Number of different surfaces to be considered
At = Total Area over which C is applicable, acres or feet2
(5) A new Section 2.10 is added, to read as follows:
42
2.10 Runoff Coefficient Adjustment for Infrequent Storms
The runoff coefficients provided in tables RO-10 and RO-11 are appropriate for use with
the 2-year storm event. For storms with higher intensities, an adjustment of the runoff
coefficient is required due to the lessening amount of infiltration, depression retention,
evapo-transpiration and other losses that have a proportionally smaller effect on storm
runoff. This adjustment is applied to the composite runoff coefficient.
These frequency adjustment factors are found in Table RO-12.
Table RO-12
Rational Method Runoff Coefficients for Composite Analysis
Storm Return Period
(years)
Frequency Factor
Cf
2 to 10
11 to 25
26 to 50
51 to 100
1.00
1.10
1.20
1.25
Note: The product of C times Cf cannot exceed the value of 1, in the cases where it does a value of
1 must be used
(6) Section 3.1 is deleted in its entirety.
(7) Section 3.2 is deleted in its entirety.
(8) Section 3.3 is deleted in its entirety.
(9) A new Section 4.3 is added, to read as follows:
4.3 Computer Modeling Practices
(a) For circumstances requiring computer modeling, the design storm hydrographs must
be determined using the Stormwater Management Model (SWMM). Basin and
conveyance element parameters must be computed based on the physical characteristics
of the site.
(b) Refer to the SWMM Users’ Manual for appropriate modeling methodology, practices
and development. The Users’ Manual can be found on the Environmental Protection
Agency (EPA) website (http://www.epa.gov/ednnrmrl/models/swmm/index.htm).
(c) It is the responsibility of the design engineer to verify that all of the models used in
the design meet all current City criteria and regulations.
4.3.1 Surface Storage, Resistance Factors, and Infiltration
Table RO-13 provides values for surface storage for pervious and impervious surfaces
and the infiltration rates to be used with SWMM. Table RO-13 also lists the appropriate
infiltration decay rate, zero detention depth and resistance factors, or Manning’s “n”
values, for pervious and impervious surfaces to be used for SWMM modeling in the city
of Fort Collins.
33
(11) Section 4.0 is amended to read as follows:
4.0 Intensity-Duration-Frequency Curves for Rational Method:
The one-hour rainfall Intensity-Duration-Frequency tables for use the Rational Method
of runoff analysis are provided in Table RA-7 and in Table RA-8.
Table RA-7 -- City of Fort Collins
Rainfall Intensity-Duration-Frequency Table
for Use with the Rational Method
(5 minutes to 30 minutes)
2-Year 10-Year 100-Year
Duration
(min)
Intensity
(in/hr)
Intensity
(in/hr)
Intensity
(in/hr)
5 2.85 4.87 9.95
6 2.67 4.56 9.31
7 2.52 4.31 8.8
8 2.4 4.1 8.38
9 2.3 3.93 8.03
10 2.21 3.78 7.72
11 2.13 3.63 7.42
12 2.05 3.5 7.16
13 1.98 3.39 6.92
14 1.92 3.29 6.71
15 1.87 3.19 6.52
16 1.81 3.08 6.3
17 1.75 2.99 6.1
18 1.7 2.9 5.92
19 1.65 2.82 5.75
20 1.61 2.74 5.6
21 1.56 2.67 5.46
22 1.53 2.61 5.32
23 1.49 2.55 5.2
24 1.46 2.49 5.09
25 1.43 2.44 4.98
26 1.4 2.39 4.87
27 1.37 2.34 4.78
28 1.34 2.29 4.69
29 1.32 2.25 4.6
30 1.3 2.21 4.52
34
Table RA-8 -- City of Fort Collins
Rainfall Intensity-Duration-Frequency Table
for Use with the Rational Method
(31 minutes to 60 minutes)
2-Year 10-Year 100-Year
Duration
(min)
Intensity
(in/hr)
Intensity
(in/hr)
Intensity
(in/hr)
31 1.27 2.16 4.42
32 1.24 2.12 4.33
33 1.22 2.08 4.24
34 1.19 2.04 4.16
35 1.17 2.0 4.08
36 1.15 1.96 4.01
37 1.16 1.93 3.93
38 1.11 1.89 3.87
39 1.09 1.86 3.8
40 1.07 1.83 3.74
41 1.05 1.8 3.68
42 1.04 1.77 3.62
43 1.02 1.74 3.56
44 1.01 1.72 3.51
45 0.99 1.69 3.46
46 0.98 1.67 3.41
47 0.96 1.64 3.36
48 0.95 1.62 3.31
49 0.94 1.6 3.27
50 0.92 1.58 3.23
51 0.91 1.56 3.18
52 0.9 1.54 3.14
53 0.89 1.52 3.1
54 0.88 1.5 3.07
55 0.87 1.48 3.03
56 0.86 1.47 2.99
57 0.85 1.45 2.96
58 0.84 1.43 2.92
59 0.83 1.42 2.89
60 0.82 1.4 2.86
35
(12) A new Section 4.1 is added, to read as follows:
4.1 Intensity-Duration-Frequency Curves for SWMM:
The hyetograph input option must be selected when creating SWMM input files.
Hyetographs for the 2-, 5-, 10-, 25-, 50-, and 100-year City of Fort Collins rainfall events
are provided in Table RA-9.
Table RA-9 – City of Fort Collins
Rainfall Intensity-Duration-Frequency Table
for Use with SWMM
2-Year 5-Year 10-Year 25-Year 50-Year 100-Year
Duration
(min)
Intensity
(in/hr)
Intensity
(in/hr)
Intensity
(in/hr)
Intensity
(in/hr)
Intensity
(in/hr)
Intensity
(in/hr)
5 0.29 0.40 0.49 0.63 0.79 1.00
10 0.33 0.45 0.56 0.72 0.90 1.14
15 0.38 0.53 0.65 0.84 1.05 1.33
20 0.64 0.89 1.09 1.41 1.77 2.23
25 0.81 1.13 1.39 1.80 2.25 2.84
30 1.57 2.19 2.69 3.48 4.36 5.49
35 2.85 3.97 4.87 6.30 7.90 9.95
40 1.18 1.64 2.02 2.61 3.27 4.12
45 0.71 0.99 1.21 1.57 1.97 2.48
50 0.42 0.58 0.71 0.92 1.16 1.46
55 0.35 0.49 0.60 0.77 0.97 1.22
60 0.30 0.42 0.52 0.67 0.84 1.06
65 0.20 0.28 0.39 0.62 0.79 1.00
70 0.19 0.27 0.37 0.59 0.75 0.95
75 0.18 0.25 0.35 0.56 0.72 0.91
80 0.17 0.24 0.34 0.54 0.69 0.87
85 0.17 0.23 0.32 0.52 0.66 0.84
90 0.16 0.22 0.31 0.50 0.64 0.81
95 0.15 0.21 0.30 0.48 0.62 0.78
100 0.15 0.20 0.29 0.47 0.60 0.75
105 0.14 0.19 0.28 0.45 0.58 0.73
110 0.14 0.19 0.27 0.44 0.56 0.71
115 0.13 0.18 0.26 0.42 0.54 0.69
120 0.13 0.18 0.25 0.41 0.53 0.67
36
RAINFALL INTENSITY-DURATION-FREQUENCY CURVE
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
10.00
0.00 10.00 20.00 30.00 40.00 50.00 60.00
STORM DURATION (minutes)
RAINFALL INTENSITY (inches/hour)
2-Year Storm 10-Year Storm 100-Year Storm
Figure RA-16 City of Fort Collins Rainfall Intensity-Duration-Frequency Curves
(13) Section 5.0 is deleted in its entirety.
(14) Section 6.0 is deleted in its entirety.
(15) Section 7.0 is deleted in its entirety.
(16) Section 7.1 is deleted in its entirety.
(17) Section 7.2 is deleted in its entirety.
(18) Section 7.3 is deleted in its entirety.
(19) Section 8.0 is deleted in its entirety.
(20) Table RA-1 is deleted in its entirety.
DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF
Table RO-3—Recommended Percentage Imperviousness Values
Land Use or
Surface Characteristics
Percentage
Imperviousness
Business:
Commercial areas 95
Neighborhood areas 85
Residential:
Single-family *
Multi-unit (detached) 60
Multi-unit (attached) 75
Half-acre lot or larger *
Apartments 80
Industrial:
Light areas 80
Heavy areas 90
Parks, cemeteries 5
Playgrounds 10
Schools 50
Railroad yard areas 15
Undeveloped Areas:
Historic flow analysis 2
Greenbelts, agricultural 2
Off-site flow analysis
(when land use not defined)
45
Streets:
Paved 100
Gravel (packed) 40
Drive and walks 90
Roofs 90
Lawns, sandy soil 0
Lawns, clayey soil 0
* See Figures RO-3 through RO-5 for percentage imperviousness.
C A = K A + ( 1 . 31 i 3 − 1 . 44 i 2 + 1 . 135 i − 0 . 12 ) for CA ≥ 0, otherwise CA = 0 (RO-6)
C CD = K CD + ( 0 . 858 i 3 − 0 . 786 i 2 + 0 . 774 i + 0 . 04 ) (RO-7)
C B = (CA + C CD ) 2
2007-01 RO-9
Urban Drainage and Flood Control District
DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF
Table RO-5— Runoff Coefficients, C
Percentage
Imperviousness Type C and D NRCS Hydrologic Soil Groups
2-yr 5-yr 10-yr 25-yr 50-yr 100-yr
0% 0.04 0.15 0.25 0.37 0.44 0.50
5% 0.08 0.18 0.28 0.39 0.46 0.52
10% 0.11 0.21 0.30 0.41 0.47 0.53
15% 0.14 0.24 0.32 0.43 0.49 0.54
20% 0.17 0.26 0.34 0.44 0.50 0.55
25% 0.20 0.28 0.36 0.46 0.51 0.56
30% 0.22 0.30 0.38 0.47 0.52 0.57
35% 0.25 0.33 0.40 0.48 0.53 0.57
40% 0.28 0.35 0.42 0.50 0.54 0.58
45% 0.31 0.37 0.44 0.51 0.55 0.59
50% 0.34 0.40 0.46 0.53 0.57 0.60
55% 0.37 0.43 0.48 0.55 0.58 0.62
60% 0.41 0.46 0.51 0.57 0.60 0.63
65% 0.45 0.49 0.54 0.59 0.62 0.65
70% 0.49 0.53 0.57 0.62 0.65 0.68
75% 0.54 0.58 0.62 0.66 0.68 0.71
80% 0.60 0.63 0.66 0.70 0.72 0.74
85% 0.66 0.68 0.71 0.75 0.77 0.79
90% 0.73 0.75 0.77 0.80 0.82 0.83
95% 0.80 0.82 0.84 0.87 0.88 0.89
100% 0.89 0.90 0.92 0.94 0.95 0.96
TYPE B NRCS HYDROLOGIC SOILS GROUP
0% 0.02 0.08 0.15 0.25 0.30 0.35
5% 0.04 0.10 0.19 0.28 0.33 0.38
10% 0.06 0.14 0.22 0.31 0.36 0.40
15% 0.08 0.17 0.25 0.33 0.38 0.42
20% 0.12 0.20 0.27 0.35 0.40 0.44
25% 0.15 0.22 0.30 0.37 0.41 0.46
30% 0.18 0.25 0.32 0.39 0.43 0.47
35% 0.20 0.27 0.34 0.41 0.44 0.48
40% 0.23 0.30 0.36 0.42 0.46 0.50
45% 0.26 0.32 0.38 0.44 0.48 0.51
50% 0.29 0.35 0.40 0.46 0.49 0.52
55% 0.33 0.38 0.43 0.48 0.51 0.54
60% 0.37 0.41 0.46 0.51 0.54 0.56
65% 0.41 0.45 0.49 0.54 0.57 0.59
70% 0.45 0.49 0.53 0.58 0.60 0.62
75% 0.51 0.54 0.58 0.62 0.64 0.66
80% 0.57 0.59 0.63 0.66 0.68 0.70
85% 0.63 0.66 0.69 0.72 0.73 0.75
90% 0.71 0.73 0.75 0.78 0.80 0.81
95% 0.79 0.81 0.83 0.85 0.87 0.88
100% 0.89 0.90 0.92 0.94 0.95 0.96
2007-01 RO-11
Urban Drainage and Flood Control District
RUNOFF DRAINAGE CRITERIA MANUAL (V. 1)
TABLE RO-5 (Continued)—Runoff Coefficients, C
Percentage
Imperviousness Type A NRCS Hydrologic Soils Group
2-yr 5-yr 10-yr 25-yr 50-yr 100-yr
0% 0.00 0.00 0.05 0.12 0.16 0.20
5% 0.00 0.02 0.10 0.16 0.20 0.24
10% 0.00 0.06 0.14 0.20 0.24 0.28
15% 0.02 0.10 0.17 0.23 0.27 0.30
20% 0.06 0.13 0.20 0.26 0.30 0.33
25% 0.09 0.16 0.23 0.29 0.32 0.35
30% 0.13 0.19 0.25 0.31 0.34 0.37
35% 0.16 0.22 0.28 0.33 0.36 0.39
40% 0.19 0.25 0.30 0.35 0.38 0.41
45% 0.22 0.27 0.33 0.37 0.40 0.43
50% 0.25 0.30 0.35 0.40 0.42 0.45
55% 0.29 0.33 0.38 0.42 0.45 0.47
60% 0.33 0.37 0.41 0.45 0.47 0.50
65% 0.37 0.41 0.45 0.49 0.51 0.53
70% 0.42 0.45 0.49 0.53 0.54 0.56
75% 0.47 0.50 0.54 0.57 0.59 0.61
80% 0.54 0.56 0.60 0.63 0.64 0.66
85% 0.61 0.63 0.66 0.69 0.70 0.72
90% 0.69 0.71 0.73 0.76 0.77 0.79
95% 0.78 0.80 0.82 0.84 0.85 0.86
100% 0.89 0.90 0.92 0.94 0.95 0.96
RO-12 2007-01
Urban Drainage and Flood Control District
APPENDIX B.1
WATER INLET CALCULATIONS
Area Inlet Performance Curve:
838-013
Area Inlets - Underground LID
Governing Equations:
At low flow depths, the inlet will act like a weir governed by the following equation:
* where P = 2(L + W)
* where H corresponds to the depth of water above the flowline
At higher flow depths, the inlet will act like an orifice governed by the following equation:
* where A equals the open area of the inlet grate
* where H corresponds to the depth of water above the centroid of the cross-sectional area (A)
The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown.
However, what is known, is that the stage-discharge curves of the weir equation and the orifice equation
will cross at a certain flow depth. The two curves can be found below:
If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir.
Input Parameters:
Type of Grate: (2) Neenah R-3409
Length of Grate (ft): 2
Width of Grate (ft): 2
Open Area of Grate (ft
2
): 2.80
Flowline Elevation (ft): 0.000
Allowable Capacity: 50%
Depth vs. Flow:
Depth Above Inlet (ft)
Elevation
(ft)
Shallow
Weir Flow
(cfs)
Orifice
Flow
(cfs)
Actual
Flow
(cfs)
0.00 0.00 0.00 0.00 0.00
0.05 0.05 0.13 1.68 0.13
0.13 0.13 0.56 2.71 0.56 2-year depth
0.20 0.20 1.07 3.36 1.07
0.25 0.25 1.50 3.76 1.50
0.33 0.330 2.27 4.32 2.27 100-year depth
0.35 0.35 2.48 4.45 2.48
0.40 0.40 3.04 4.76 3.04
0.45 0.45 3.62 5.05 3.62
0.50 0.50 4.24 5.32 4.24
Q 3 . 0 P H 1 . 5
Q 0 . 67 A ( 2 gH ) 0 . 5
0.00
1.00
2.00
3.00
4.00
5.00
6.00
0.00 0.10 0.20 0.30 0.40 0.50 0.60
Discharge (cfs)
Stage (ft)
Stage - Discharge Curves
Weir Flow
APPENDIX B.2
WATER ONSITE STORM SYSTEM CALCULATIONS
Hydraflow Plan View
Project File: Storm_Onsite.stm No. Lines: 11 05-24-2016
Hydraflow Storm Sewers 2005
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
Hydraulic Grade Line Computations Page 1
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 18 10.00 4962.81 4964.02 1.21 1.52 6.56 0.67 4964.69 0.800 22.1 4962.89 4964.34 1.45 1.75 5.71 0.51 4964.85 0.679 0.739 0.163 1.00 0.51
2 18 10.00 4962.89 4964.86 1.50 1.77 5.66 0.50 4965.36 0.773 59.4 4963.13 4965.32 1.50 1.77 5.66 0.50 4965.82 0.773 0.773 0.459 1.00 0.50
3 18 10.00 4963.13 4965.82 1.50 1.77 5.66 0.50 4966.32 0.773 114 4963.70 4966.70 1.50 1.77 5.66 0.50 4967.20 0.773 0.773 0.883 1.00 0.50
4 18 8.60 4967.71 4968.83 1.12* 1.41 6.08 0.58 4969.40 0.696 4.7 4967.74 4968.91 1.17 1.48 5.83 0.53 4969.44 0.633 0.664 0.031 0.15 0.08
5 18 8.60 4965.64 4969.15 1.50 1.77 4.87 0.37 4969.52 0.572 87.2 4966.86 4969.65 1.50 1.77 4.87 0.37 4970.01 0.572 0.572 0.498 0.43 0.16
6 15 3.90 4966.86 4970.01 1.25 1.23 3.18 0.16 4970.17 0.311 18.8 4966.96 4970.07 1.25 1.23 3.18 0.16 4970.23 0.311 0.311 0.059 0.43 0.07
7 15 3.90 4966.96 4970.14 1.25 1.23 3.18 0.16 4970.30 0.311 42.6 4967.17 4970.27 1.25 1.23 3.18 0.16 4970.43 0.311 0.311 0.133 0.15 0.02
8 12 3.90 4967.17 4970.30 1.00 0.79 4.97 0.38 4970.68 1.022 55.0 4967.44 4970.86 1.00 0.79 4.97 0.38 4971.24 1.022 1.022 0.562 0.15 0.06
9 12 3.90 4967.44 4970.92 1.00 0.79 4.97 0.38 4971.30 1.022 14.8 4967.52 4971.07 1.00 0.79 4.97 0.38 4971.45 1.022 1.022 0.151 0.15 0.06
10 12 3.90 4967.52 4971.13 1.00 0.79 4.97 0.38 4971.51 1.022 40.2 4967.72 4971.54 1.00 0.79 4.97 0.38 4971.92 1.022 1.022 0.411 0.15 0.06
11 12 3.90 4967.72 4971.59 1.00 0.79 4.97 0.38 4971.98 1.022 32.5 4967.88 4971.93 1.00 0.79 4.97 0.38 4972.31 1.022 1.022 0.333 1.00 0.38
Project File: Storm_Onsite.stm Number of lines: 11 Run Date: 05-24-2016
Notes: * Critical depth assumed.
Hydraflow Storm Sewers 2005
You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
APPENDIX C
LID DESIGN INFORMATION
X
X
X
X
X
X X X
X
X
X
D
/ / / / / / / /
/ / / / / / / /
/ / / / / / / /
/ / / / / / / /
/ / / / / / / /
/ / / / / / / /
/ / / / / / / / / / / / / / / /
/ / / / / / / / / / / / / / / /
/ / / / / / / /
/ / / / / / / /
DN
OWNER
MAWSON LUMBER AND
HARDWARE CO
115 LINCOLN AVE
FORT COLLINS
CO, 80524
LINDEN STREET
(100' PUBLIC ROW)
WILLOW STREET
(PUBLIC ROW VARIES)
OWNER
MAWSON LUMBER
AND HARDWARE CO
350 LINDEN ST
FORT COLLINS,
CO 80524
OWNER
RANCH-WAY INC
416 LINDEN ST
FORT COLLINS,
CO 80524
OWNER
RANCH-WAY INC
546 WILLOW ST
FORT COLLINS,
CO 80524
INFILTRATION GALLERY
TREATMENT AREA: 44,171 SF
UG AREA: 885 SF
REQUIRED VOLUME = 1,472 CF
PROVIDED VOLUME = 1,570 CF
DEVELOPED
IMPERVIOUS AREA
WITHOUT LID
TREATMENT =
3,392 SQ.FT.
LOT 3
DEVELOPED
IMPERVIOUS AREA
Designer:
Company:
Date:
Project:
Location:
1. Basin Storage Volume
A) Effective Imperviousness of Tributary Area, Ia Ia = 100.0 %
(100% if all paved and roofed areas upstream of rain garden)
B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 1.000
C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.40 watershed inches
(WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i)
D) Contributing Watershed Area (including rain garden area) Area = 44,171 sq ft
E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 1,472 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 = 0.0 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 = 45 in 12-INCH MAXIMUM (NOT APPLICABLE)
B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 0.00 ft / ft
(Use "0" if rain garden has vertical walls)
C) Mimimum Flat Surface Area AMin = 982 sq ft
D) Actual Flat Surface Area AActual = 885 sq ft ACTUAL FLAT AREA < MINIMUM FLAT AREA (N/A)
E) Area at Design Depth (Top Surface Area) ATop = 885 sq ft
F) Rain Garden Total Volume VT= 3,319 cu ft
(VT= ((ATop + AActual) / 2) * Depth)
3. Growing Media
Not applicable.
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 = 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) - used for StormTech 12-hr WQCV
N. Haws
Northern Engineering
May 23, 2016
River District Block Eight Mixed Use | Old Elk Distillery
Service Yard | underground StormTech LID | sized utilizing 12-hr WQCV
Choose One
Choose One
18" Rain Garden Growing Media
Other (Explain):
YES
NO
UD-BMP_v3.02_ServiceYard-underground, RG 5/23/2016, 2:18 PM
Project Information:
Project Name: River District Block Eight Mixed Use (Old Elk Distillery)
Location: Fort Collins, CO
Date: 5/23/2016
Engineer: N. Haws
StormTech RPM: P. Graham
MC-3500 Site Calculator
System Requirements System Sizing
Units Imperial Number of Chambers Required 14 each
Required Storage Volume 1472 CF Number of End Caps Required 2 each
Stone Porosity (Industry Standard = 40%) 0 % Bed Size (including perimeter stone) 885 square feet
Stone Above Chambers (12 inch min.) 12 inches Stone Required (including perimeter stone) 171 tons
Stone Foundation Depth (9 inch min.) 9 inches Volume of Excavation 213 cubic yards
Average Cover over Chambers (24 inch min.) 24 inches Non-woven Filter Fabric Required (20% Safety Factor) 402 square yards
Bed size controlled by WIDTH or LENGTH? WIDTH Length of Isolator Row 105.1 feet
Limiting WIDTH or LENGTH dimension 10 feet Non-woven Isolator Row Fabric (20% Safety Factor) 182 square yards
Woven Isolator Row Fabric (20% Safety Factor) 231 square yards
Storage Volume per Chamber 109.9 CF
Storage Volume per End Cap 15.6 CF Installed Storage Volume 1,570 cubic feet
24
Maximum Width = 10 feet inches
1 row of 14 chambers 12
inches
Maximum Length = 105.1 feet
Maximum Width = 8.4 feet
9
inches
*This represents the estimated material and site work costs (US dollars) for the project. Materials excluded from this estimate are conveyance pipe, pavement
design, etc. It is always advisable to seek detailed construction costs from local installers. Please contact STORMTECH at 888-892-2694 for additional cost
information.
Controlled by Width (Rows)
APPENDIX D
WATER EROSION CONTROL REPORT
River District Block 8 Mixed Use
Final Erosion Control Report
EROSION CONTROL REPORT
A comprehensive Erosion and Sediment Control Plan (along with associated details) HAS BEEN
PROVIDED BY SEPARATE DOCUMENT. It should be noted, however, that 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 appropriately reflect the current site conditions at all times.
The Erosion and Sediment Control Plan shall address both temporary measures to be implemented
during construction, as well as permanent erosion control protection. Best Management Practices
from the Volume 3, Chapter 7 – Construction BMPs will be utilized. Measures may include, but are
not limited to, silt fencing 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 the Utility Plans. The Final Plans will contain a
full-size Erosion Control sheet 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 the Development Agreement for the development. Also,
the Site Contractor for this project will 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, prior to any earth disturbance activities. Prior to securing
said permit, the Site Contractor shall develop a comprehensive StormWater 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.
APPENDIX E
REFERENCE MATERIAL – SELECTED PORTIONS OF THE DOWNTOWN RIVER DISTRICT
IMPROVEMENT PLANS (JANUARY 2016)
PROJECT LOCATION
LINCOLN AVE
LINCOLN AVE
LINDEN ST
JEFFERSON AVE
E. MOUNTAIN AVE
WILLOW ST
RIVERSIDE AVE
E OAK ST
E OLIVE ST
WHEDBEE ST
PETERSON ST
MATHEWS ST
CHESTNUT ST
LINDEN ST
UDALL
C
A
C
H
E
L
A
P
O
U
D
R
E
R
I
V
E
R
STAGING AREA
LINCOLN AVE AND WILLOW ST
STORM SEWER AND WATERLINE
Project No.
FORT COLLINS, COLORADO
000000000264382
January 14, 2016
I N D E X O F D R A W I N G S
IMPROVEMENTS
GENERAL
00G-00 COVER SHEET, INDEX OF DRAWINGS
00G-01 GENERAL NOTES AND LEGEND
00G-02 EXISTING CONDITIONS AND SURVEY CONTROL
WATERLINE AND STORM SEWER
00C-01 OVERALL UTILITIES PLAN
00C-02 WILLOW ST WATERLINE - PLAN AND PROFILE
00C-03 WILLOW ST WATERLINE - PLAN AND PROFILE
00C-04 LINCOLN WATERLINE REPLACEMENTS - PLAN AND PROFILE
00C-05 HYDRANT PROFILE AND 6" SERVICE CONNECTION PLAN
00C-06 STORM SEWER LINE 1 - PLAN AND PROFILE
00C-07 STORM SEWER LINE 2 - PLAN AND PROFILE
00C-08 STORM SEWER LINE 3 - PLAN AND PROFILE
00C-09 STORM SEWER LINE 3 - PLAN AND PROFILE
00C-10 STORM SEWER LINES INLET LEADERS - PLAN AND PROFILE
00C-11 CURB, GUTTER, & SIDEWALK REPLACEMENT
00D-01 CIVIL DETAILS - BORE LOGS (1 OF 3)
1
A
B
C
2 3 4 5 6 7 8
D
ISSUE DESCRIPTION
PROJECT MANAGER
PROJECT NUMBER
0 1" 2" FILENAME
SCALE
SHEET
DATE
LINCOLN AVE AND WILLOW ST
STORM SEWER AND WATERLINE
IMPROVEMENTS
R. THORNTON, P.E.
000000000264382
PROJECT ENGINEER
PROJECT ENGINEER
DRAWN BY
STRUCTURAL
STRUCTURAL
B. LUSTER, P.E.
J. KNIGHT, P.E.
M. AUSTIN
R. MANSKE, P.E.
B. ARTHUR
0 01/14/16 ISSUED FOR CONSTRUCTION
STORM SEWER LINE 2
PLAN AND PROFILE
AS SHOWN 00C-07
MATCHLINE - STA 199+75 ( LINE 1 - STA 103+35)
KEY MAP
c:\pwworking\oma\d1985518\00C-06_10.dwg, 00C-07, 1/14/2016 5:39:50 PM, MAUSTIN
01/15/2016
MAP POCKET
DRAINAGE EXHIBITS
LOT 1 LOT 3
DN
LOT 2
X
X X
X
X
X X
X
X
X X
X
X
X X X
X
X
X
X
X
X
D
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LINDEN STREET
(100' PUBLIC ROW)
WILLOW STREET
(PUBLIC ROW VARIES)
EXISTING 1 STORY CONCRETE
BUILDING
EXISTING 1 STORY
METAL BUILDING
70
69
71
70
68
69
71
72
72
72
72
70
69
71
72
72
70
72
73
72
PROPOSED
STORM DRAIN
18" HDPE
STORM DRAIN
PROPOSED STORM
DRAIN INLET
OS1
OWNER
MAWSON LUMBER
AND HARDWARE CO
350 LINDEN ST
FORT COLLINS,
CO 80524
OWNER
MAWSON LUMBER AND
HARDWARE CO
115 LINCOLN AVE
FORT COLLINS
CO, 80524
OWNER
GODINEZ
JESSE/DOROTHY
400 LINDEN ST
FORT COLLINS,
CO 80524
OWNER
FEEDERS SUPPLY LLC
359 LINDEN ST
FORT COLLINS,
CO 80524
OWNER
RANCH-WAY INC
416 LINDEN ST
FORT COLLINS,
CO 80524
OWNER
RANCH-WAY INC
546 WILLOW ST
FORT COLLINS,
CO 80524
30" RCP
STORM DRAIN
2
2
OS1
3
BUILDING 2
BUILDING 1
1
PROPOSED SPILL
CONTAINMENT AREA
PROPOSED
DRAIN BASIN
PROPOSED
TRENCH DRAIN
PROPOSED
DRAIN BASIN
PROPOSED
DRAIN BASIN
PROPOSED
DRAIN BASIN
PROPOSED
DRAIN BASIN
PROPOSED
DRAIN BASIN
PROPOSED
DRAIN BASIN
1
3
PROPOSED
DRAIN BASIN
EXISTING 24"
RCP STORM DRAIN
EXISTING STORM
DRAIN INLETS
EXISTING 24" RCB
STORM DRAIN
DOWNSPOUTS
PIPED TO TREE
GRATES (TYP.)
EXISTING 42" RCP
STORM DRAIN
CONNECT TO
EXISTING MANHOLE
ROOF DRAIN
SYSTEM (TYP.)
ROOF DRAIN
SYSTEM (TYP.)
PROPOSED OUTLET
CONTROL STRUCTURE
PROPOSED
STORMTECH CHAMBERS
ROOF DRAIN
SYSTEM (TYP.)
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.
Call before you dig.
R
C800
DRAINAGE EXHIBIT
BENCHMARK
PROJECT DATUM: NAVD88
BENCHMARK #1:
CITY OF FORT COLLINS BENCHMARK 03-00
ON A PARAPET WALL AT THE NORTHWEST END OF THE LINCOLN AVE. BRIDGE NEAR
THE NORTHEAST CORNER OF LINCOLN AVE. AND WILLOW ST.
ELEVATION=4967.33
BENCHMARK #2:
CITY OF FORT COLLINS BENCHMARK 05-00
ON THE TOP OF CURB AT THE SIGNAL POLE BASE AT THE NORTHWEST CORNER OF
LINDEN ST. AND JEFFERSON ST.
ELEVATION=4978.05
PLEASE NOTE: THIS PLAN SET IS USING NAVD 88 FOR A VERTICAL DATUM.
SURROUNDING DEVELOPMENTS HAVE USED NGVD 29 UNADJUSTED FOR THEIR
VERTICAL DATUMS.
IF NGVD 29 UNADJUSTED DATUM IS REQUIRED FOR ANY PURPOSE, THE FOLLOWING
EQUATION SHOULD BE USED:
NGVD 29 UNADJUSTED = NAVD 88 - 3.18'
BASIS OF BEARING
THE BASIS OF BEARINGS IS THE SOUTHEASTERLY LINE OF BLOCK 9, TOWN OF FORT
COLLINS AS BEARING S41°40'49"W (ASSUMED BEARING).
NOTES:
1. REFER TO THE FINAL DRAINAGE AND EROSION CONTROL REPORT FOR RIVER
DISTRICT BLOCK EIGHT MIXED-USE DATED MAY 25, 2016 BY NORTHERN
ENGINEERING FOR ADDITIONAL INFORMATION.
FOR DRAINAGE REVIEW ONLY
NOT FOR CONSTRUCTION
NORTH
Sheet
Of 22 Sheets
RIVER DISTRICT BLOCK EIGHT MIXED USE
DRAWING FILENAME: D:\Projects\838-013\Dwg\Drng\838-013_DRNG.dwg LAYOUT NAME: C801 DATE: May 25, 2016 - 7:06am CAD OPERATOR: ben
LIST OF XREFS: [NES-xborder] [838-013_xEXST] [838-013_xSITE] [838-013_xTOPO] [838-013_xUTIL] [838-013_xGRAD] [838-013_xADJ] [838-013_xEUTIL-FTC]
These drawings are
instruments of service
provided by Northern
Engineering Services, Inc.
and are not to be used for
any type of construction
unless signed and sealed by
a Professional Engineer in
the employ of Northern
Engineering Services, Inc.
301 North Howes Street, Suite 010
Fort Collins, Colorado 80521
ENGINEER ING
N O R T H E RN
www.northernengineering.com
Phone: 970.221.4158
5/25/16
NOT FOR CONSTRUCTION
REVIEW SET
C
LEGEND:
PROPOSED CONTOUR
PROPOSED STORM SEWER
EXISTING CONTOUR
PROPOSED CURB & GUTTER
PROPERTY BOUNDARY
PROPOSED INLET
DESIGN POINT A
FLOW ARROW
DRAINAGE BASIN LABEL
DRAINAGE BASIN BOUNDARY
DRAINAGE SUMMARY TABLE
DESIGN
POINT
BASIN
ID
TOTAL
AREA
(acres)
C10 C100
10-yr
Tc
(min)
100-yr
Tc
(min)
Q10
(cfs)
Q100
(cfs)
1 1 1.01 0.88 1.00 5.2 5.0 4.4 10.1
2 2 0.07 0.92 1.00 5.0 5.0 0.3 0.7
3 3 0.17 0.92 1.00 5.0 5.0 0.7 1.6
OS1 OS1 0.13 0.81 1.00 5.0 5.0 0.5 1.3
00D-02 CIVIL DETAILS - BORE LOGS (2 OF 3)
00D-03 CIVIL DETAILS - BORE LOGS (3 OF 3)
00D-04 CIVIL DETAILS (1 OF 4)
00D-05 CIVIL DETAILS (2 OF 4)
00D-06 CIVIL DETAILS (3 OF 4)
00D-07 CIVIL DETAILS (4 OF 4)
STRUCTURES
00S-01 OUTFALL STRUCTURE - PLAN
00S-02 OUTFALL STRUCTURE - DETAILS
00S-03 OUTFALL STRUCTURE
00S-04 OUTFALL STRUCTURE - SECTIONS
00S-05 OUTFALL STRUCTURE - SECTIONS
EROSION CONTROL
0EC-01 EROSION CONTROL NOTES
0EC-02 EROSION CONTROL PLAN - NORTH
0EC-03 EROSION CONTROL PLAN - CENTRAL
0EC-04 EROSION CONTROL PLAN - SOUTH
0EC-05 EROSION CONTROL DETAILS
0EC-06 EROSION CONTROL DETAILS
VICINITY MAP
SCALE: 1"=300 (22X34)
1"=600 (11X17)
KEY PROJECT PERSONNEL
CITY OF FORT COLLINS
PROJECT MANAGER-LINSEY CHALFANT, P.E.
(970)416-2558 (OFFICE)
(970)222-6089 (MOBILE)
lchalfant@fcgov.com
CHIEF ENGINEER-OWEN RANDALL, P.E.
(970)221-6809 (OFFICE)
(970)217-8403 (MOBILE)
orandall@fcgov.com
HDR ENGINEERING
PROJECT MANAGER-RICH THORNTON, P.E.
(970)419-4388 (OFFICE)
(303)524-5991 (MOBILE)
richard.thornton@hdrinc.com
PROJECT ENGINEER-BRANDON LUSTER, P.E.
(970)416-4403 (OFFICE)
brandon.luster@hdrinc.com
LITHOS
PROJECT MANAGER-ROBIN DORNFEST, CPG, PG
(970)373-3195 (OFFICE)
(970)567-9877 (MOBILE)
robin@lithoseng.com
PROJECT ENGINEER-LANCE HEYER
(970)373-3195 (OFFICE)
(970)232-8025 (MOBILE)
lance@lithoseng.com
CONNELL RESOURCES
PROJECT MANAGER - DAN GIESLER
(970)-818-6866 (MOBILE)
SITE MANAGER - TODD FILKOWSKI
(970)-999-4442 (MOBILE)
SWRR ROADMASTER - SALVADOR ORTEGA
(970)667-6883 (OFFICE)
(970)556-7555 (MOBILE)
sortega@omnitrax.com
XCEL GAS - PAT KREAGER
(970)225-7865 (OFFICE)
(970)566-4416 (MOBILE)
ADDITIONAL CONTACTS
CENTURY LINK - DAN SCHLIE
(970)391-8442 (MOBILE)
COMCAST - DON CAPPERMAN
(970)567-0245 (MOBILE)
PRPA - MARK CURTIS
(970)229-5250 (MOBILE)
curtism@prpa.org
C:\pwworking\oma\d1985518\00G-00.dwg, 00G001, 1/14/2016 5:33:20 PM, MAUSTIN
01/15/2016
WITHOUT LID
TREATMENT =
7,072 SQ.FT.
LOT 1 LOT 2
LID EXHIBIT
FORT COLLINS, CO
RIVER DISTRICT BLOCK EIGHT MIXED USE
E NGINEER ING
N O R T H E RN
MAY 25, 2016
D:\PROJECTS\838-013\DWG\DRNG\838-013_LID.DWG
( IN FEET )
0
1 INCH = 50 FEET
50 50
LEGEND
PAVER AREA
PAVER TREATMENT AREA
On-Site Treatment by LID
Project Area
Total Site Area (Lot 1 & Lot 2) 54,510 SF
Impervious Area (assumed 100% for LID) 54,510 SF
Paver Area - SF
Landscape Area (ignored for LID) - SF
Required Minimum Area to be Treated by
LID measures 40,883
SF
Paver Area Treatment
Paver Area - SF
Paver Run-on Area - SF
Area Treated by Pavers - SF
Infiltration Gallery Treatment
Infiltration Gallery Area 885 SF
Treatment area for Infiltration gallery 44,171 SF
Area Treated by Infiltration Gallery 44,171 SF
Total Area Treated 44,171 SF
Percent of Impervious Area Treated by LID
measures 81 %
INFILTRATION GALLERY
INFILTRATION GALLERY
TREATMENT AREA
UN-TREATED AREA
75% MINIMUM LID TREATMENT AREA
Orifice Flow
(min)
10-yr
Tc
(min)
100-yr
Tc
(min)
11No0.88 0.88 1.00 45 1.00% 2.7 2.7 1.3 230 0.60% 1.55 2.5 0 0.00% N/A N/A 5 5 5
22No0.92 0.92 1.00 60 1.00% 2.6 2.6 1.4 110 0.75% 1.73 1.1 0 0.00% N/A N/A 5 5 5
33No0.92 0.92 1.00 30 1.00% 1.9 1.9 1.0 138 0.75% 1.73 1.3 0 0.00% N/A N/A 5 5 5
OS1 OS1 No 0.81 0.81 1.00 30 1.00% 3.0 3.0 1.0 105 0.75% 1.73 1.0 0 0.00% N/A N/A 5 5 5
DEVELOPED TIME OF CONCENTRATION COMPUTATIONS
Gutter Flow Swale Flow
Design
Point
Basin
Overland Flow
ATC
05/15/16
Time of Concentration
(Equation RO-4)
3
1
1 . 87 1 . 1 *
S
Ti C Cf L
(min)
10-yr
Tc
(min)
100-yr
Tc
(min)
H1 H1 No 0.50 0.50 0.63 146 1.60% 11.6 11.6 9.2 383 0.40% 1.26 5.0 0 0.00% N/A N/A 17 17 14
HISTORIC TIME OF CONCENTRATION COMPUTATIONS
Gutter Flow Swale Flow
Design
Point
Basin
Overland Flow
ATC
9/15/2014
Time of Concentration
(Equation RO-4)
3
1
1 . 87 1 . 1 *
S
Ti C Cf L