HomeMy WebLinkAboutVILLAGE COOPERATIVE FORT COLLINS - PDP - PDP160036 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTPRELIMINARY DRAINAGE AND
EROSION CONTROL REPORT
October 25, 2016
The Village Cooperative of Fort Collins
Fort Collins, Colorado
Prepared for:
Village Cooperative of Fort Collins
Shane Wright
1400 Corporate Center Circle, Suite 100
Eagan, Minnesota 55121
651-760-8306
Prepared by:
301 N. Howes Street, Suite 100
Fort Collins, Colorado 80521
Phone: 970.221.4158
www.northernengineering.com
Project Number: 1284-001
This Drainage Report is consciously provided as a PDF.
Please consider the environment before printing this document in its entirety.
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RE: Preliminary Drainage and Erosion Control Report for
The Village Cooperative of Fort Collins
Dear Staff:
Northern Engineering is pleased to submit this Preliminary Drainage and Erosion Control Report for
your review. This report accompanies Project Development Plan submittal for the proposed The
Village Cooperative of Fort Collins 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.
Stephanie Thomas, PE
Project Engineer
The Village Cooperative of Fort Collins
Preliminary Drainage Report
TABLE OF CONTENTS
I. GENERAL LOCATION AND DESCRIPTION ................................................................... 1
A. Location ....................................................................................................................................... 1
B. Description of Property ................................................................................................................ 2
C. Floodplain .................................................................................................................................... 3
II. DRAINAGE BASINS AND SUB-BASINS ....................................................................... 4
A. Major Basin Description ............................................................................................................... 4
B. Sub-Basin Description .................................................................................................................. 4
III. DRAINAGE DESIGN CRITERIA ................................................................................... 4
A. Regulations .................................................................................................................................. 4
B. Four Step Process ........................................................................................................................ 4
C. Development Criteria Reference and Constraints ......................................................................... 5
D. Hydrological Criteria .................................................................................................................... 5
E. Hydraulic Criteria ......................................................................................................................... 6
F. Floodplain Regulations Compliance .............................................................................................. 6
G. Modifications of Criteria .............................................................................................................. 6
IV. DRAINAGE FACILITY DESIGN .................................................................................... 6
A. General Concept .......................................................................................................................... 6
B. Specific Details ........................................................................................................................... 11
V. CONCLUSIONS ...................................................................................................... 11
A. Compliance with Standards ........................................................................................................ 11
B. Drainage Concept ...................................................................................................................... 11
References ....................................................................................................................... 12
APPENDICES:
APPENDIX A – Hydrologic Computations
APPENDIX B – Hydraulic Computations (NOT INCLUDED WITH PDP)
B.1 – Detention Ponds and Water Quality
B.2 – Storm Sewers (NOT INCLUDED WITH PDP)
B.3 – Inlets (NOT INCLUDED WITH PDP)
APPENDIX C – Erosion Control Report
APPENDIX D – LID Exhibit
APPENDIX E – References
The Village Cooperative of Fort Collins
Preliminary Drainage Report
LIST OF FIGURES:
Figure 1 – Aerial Photograph ................................................................................................ 2
Figure 2– Proposed Site Plan ................................................................................................ 3
Figure 3 – Existing Floodplains ............................................................................................. 3
LIST OF TABLES:
Table 1 - Historic Rational Basin Summary ............................................................................ 7
Table 2 - Proposed Rational Basin Summary .......................................................................... 8
Table 3 - Detention Pond Summary ....................................................................................... 9
Table 4 - Historic Stormwater Release and Allowable Developed Release.................................. 10
Table 5 - Proposed Stormwater Release ............................................................................... 10
MAP POCKET:
HDR1 – Historic Drainage Exhibit
DR1 - Drainage Exhibit
The Village Cooperative of Fort Collins
Preliminary Drainage Report 1
I. GENERAL LOCATION AND DESCRIPTION
A. Location
1. Vicinity Map
2. Located in the southwest quarter of Section 25, Township 7 North, Range 69 West of
the 6th Prime Meridian, City of Fort Collins, County of Larimer, State of Colorado. The
site is Lot 1, Bellavista PDP.
3. Bounded to the northeast by the Aspen Leaf Apartments, to the west by Stanford
Road, and to the south by Horsetooth Road.
4. No significant offsite flows are directed into the site. The majority of off-site flows are
are prevented from entering the site by curb and gutter and a small swale on the
northern boundary.
The Village Cooperative of Fort Collins
Preliminary Drainage Report 2
5. The Village Cooperative of Fort Collins property was studied with the previous
Bellavista PDP proposal.
B. Description of Property
1. The site is approximately 2.81 acres of on-site basins. An additional 1.44 acres of
off-site basins were evaluated with this drainage study.
Figure 1 – Aerial Photograph
2. The existing site is comprised of vacant land with natural grasses and vegetation. Off-
site basins include portions of adjacent Horsetooth Road and Stanford Road.
3. The site slopes to the southwest corner. Two existing inlets, located adjacent to the site
at the intersection of Stanford and Horsetooth Road, collect runoff from the subject
property. Existing grades range between 2-20%.
4. A report by Earth Engineering Consultants dated October 21, 2016 lists the soils for the
area as consisting of lean sandy clay and clayey sand, and sandstone/siltstone/claystone
bedrock ranging from 7.5 to 17 feet below the ground surface. These soils are classified
as Hydrologic Soil Group C and have a low infiltration rate.
5. The proposed project site plan is composed of 1 building, sidewalk, asphalt parking lot
and detention ponds. This site will employ water quality features and runoff reduction
facilities including underground detention and water quality chambers, grass swales
with infiltration section and extended detention basins.
The Village Cooperative of Fort Collins
Preliminary Drainage Report 3
Figure 2– Proposed Site Plan
6. No existing irrigation facilities are known at this time.
7. The project site was studied with the previous Bellavista PDP drainage study. The
proposed project is not requesting a change in the land use.
C. Floodplain
1. The subject property is not located in a FEMA or City regulatory floodplain.
Figure 3 – Existing Floodplains
The Village Cooperative of Fort Collins
Preliminary Drainage Report 4
II. DRAINAGE BASINS AND SUB-BASINS
A. Major Basin Description
1. The Village Cooperative of Fort Collins project is located within the Foothills Drainage
Basin, which is located between Prospect Road and Larimer #2 Canal from north to
south and approximately between Shields Street and Zeigler Road from west to east.
2. This area generally drains to Warren Reservoir.
B. Sub-Basin Description
1. The site slopes from the northeast to the southwest corner of the site. Adjacent to the
site, at the intersection of Stanford Road and Horsetooth Road, are two inlets. Flows
within the site and the eastern half of Stanford Road and the northern half of
Horsetooth Road are collected in these two inlets. From there, flows are conveyed
and released to Warren Reservoir.
2. The existing inlets are a part of a larger storm network designed and constructed with
the Strachan Third Filing. A large storm sewer junction vault is located at the
southwest corner of the Village Cooperative site. Three parallel 26” x 43” Concrete
Arch pipes enter this structure from the west and exit this structure to the south.
These pipes convey the 100-yr flows from the Strachan Third development to Warren
Reservoir.
3. The proposed plan will generally detain developed flows and release to the existing
storm infrastructure in the southwest corner of the site. This is the historic flow route.
III. DRAINAGE DESIGN CRITERIA
A. Regulations
There are no optional provisions outside of the FCSCM proposed with The Village
Cooperative of Fort Collins project.
B. Four Step Process
The overall stormwater management strategy employed with The Village Cooperative of
Fort Collins 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:
Providing underground water quality chambers within the site to reduce the overall
impervious area and to minimize directly connected impervious areas (MDCIA) for the
majority of the site.
Providing grass-lined swales with an infiltration section to infiltrate runoff from roof
downspouts.
The Village Cooperative of Fort Collins
Preliminary Drainage Report 5
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, this
development 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 in proposed underground water quality chambers or grass swales
with infiltration section.
Step 3 – Stabilize Drainageways
A small grass swale is proposed along the western and southern boundary to convey
stormwater from the building downspouts. This property discharges detained stormwater
to existing storm infrastructure constructed with the Strachan Third Filing. The proposed
release from this property is expected to be negligible compared to the total 100-yr design
flows in the existing storm infrastructure.
Step 4 – Implement Site Specific and Other Source Control BMPs.
The proposed project will improve upon site specific source controls compared to historic
conditions:
Localized trash enclosures within the development will allow for the disposal of solid
waste.
Underground Water Quality chambers for water treatment prior to flows entering the
extended detention basins.
Water Quality measures to protect and prolong the design life of the BMPs delineated
in Step 1.
C. Development Criteria Reference and Constraints
1. The proposed site is a part of the Foothills Drainage Basin. This basin requires a 2-
year historic stormwater release from the developed property.
2. This site is subject to the LID requirements per the City of Fort Collins. Please see the
LID Exhibit located in the Appendix for calculations concerning LID treatment. The
site must either have the following:
75% of total new impervious areas must be treated through an LID (Low Impact
Development) treatment BMP, or
50% of total new impervious areas must be treated through an LID (Low Impact
Development) treatment BMP and 25% of new pavement shall be pervious.
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 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. Modified FAA Method calculations were utilized for detention storage calculations.
4. Three separate design storms have been utilized to address distinct drainage
scenarios. The first event analyzed is the “Minor,” or “Initial” Storm, which has a 2-
year recurrence interval. The second event considered is the “Major Storm,” which
has a 100-year recurrence interval. The third storm computed, for comparison
The Village Cooperative of Fort Collins
Preliminary Drainage Report 6
purposes only, is the 10-year event.
5. 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 historically drains to the southwest. The
stormwater flows are collected in existing inlets at the intersection of Stanford Road
and Horsetooth Road releases to Warren Reservoir.
2. All drainage facilities proposed with The Village Cooperative of Fort Collins project are
designed in accordance with criteria outlined in the FCSCM and/or the Urban
Drainage and Flood Control District’s (UDFCD) Urban Storm Drainage Criteria
Manual.
3. As stated previously, the subject property is not located within a FEMA regulatory
floodplain.
4. The Village Cooperative of Fort Collins project does not propose to modify any natural
drainageways.
F. Floodplain Regulations Compliance
1. As previously mentioned, all structures are located outside of any FEMA 100-year
floodplain, and thus are not subject to any floodplain regulations.
G. 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 Village Cooperative of Fort Collins drainage design are to
maintain the allowable storm runoffs as outlined within Foothills Drainage Basin.
2. A list of tables and figures used within this report can be found in the Table of
Contents at the front of the document. The tables and figures are located within the
sections to which the content best applies.
3. Historic runoff from The Village Cooperative of Fort Collins project site was evaluated.
This evaluation provided the historic 2-yr and 100-yr peak runoff rates for the existing
site.
Basin H1
Basin H1 has an area of 2.81 acres. This basin contains the on-site portion of The
Village Cooperative of Fort Collins site. This existing basin contains vacant land. The
2-yr and 100-yr peak runoff rates from Basin H1 are 1.16 cfs and 5.27 cfs,
respectively.
The Village Cooperative of Fort Collins
Preliminary Drainage Report 7
Basin H2
Basin H2 has an area of 1.44 acres. This basin contains a portion of the existing
Stanford Road and Horsetooth Road. The 2-yr and 100-yr peak runoff rates from
Basin H2 are 2.30 cfs and 10.55 cfs, respectively. Basin H2 has been accounted for
in previous subdivision drainage designs. Therefore, detention of a majority of this
area is not proposed.
Table 1 - Historic Rational Basin Summary
DRAINAGE SUMMARY TABLE
DESIGN
POINT
BASIN
ID
TOTAL
AREA
(acres)
C2
C100
2-yr
Tc
(min)
100-
yr
Tc
(min)
Q2
(cfs)
Q100
(cfs)
1 H1 2.81 0.25 0.31 19.3 18.0 1.16 5.27
2 H2 1.44 0.67 0.83 8.2 7.3 2.30 10.55
4. The Village Cooperative of Fort Collins project divided the site into five (5) major
drainage basins, designated as Basins A, B, C, OS and UD. The project further
subdivided Basin A in to eight (8) sub-basins, Basin B into two (2) sub-basins, Basin
OS into three (3) sub-basins, and Basin UD into four (4) sub-basins. The drainage
patterns anticipated for each basin and sub-basin are further described below.
Basin A
Basin A consists of proposed building, parking lot, sidewalk, landscape areas and
Detention Pond A. Runoff from Basins A1-A7 are collected in proposed inlets and
conveyed by storm sewer to a proposed Stormtech underground detention and water
quality chambers. The underground water quality chambers provide a chance for
water to infiltrate into the ground. Additionally, the underground chamber structures
provide water quality treatment for storm flows prior to being detained in Detention
Pond A. Runoff from Basin A8 overland flows into the Detention Pond A without pre-
treatment.
Basin B
Basin B consists of proposed building, sidewalk, and landscape areas. Runoff from
Basins B1 and B2 are conveyed in grass-lined swale to Detention Pond B. The grass-
lined swale will have an infiltration section to promote infiltration for storm flows prior
to being detained in Detention Pond B.
Basin C
Basin C consists of proposed concrete drive and landscaping areas leading to the
basement parking garage. The storm flows from this small basin will be collected in a
trench drain and conveyed to a sand oil interceptor prior to being released to the
sanitary sewer.
Basin OS
Basin OS encompasses all off-site basins.
Basin OS1 consists of the existing Stanford Road and Horsetooth Road, adjacent to
the proposed Village Cooperative development. This basin consists of existing asphalt,
The Village Cooperative of Fort Collins
Preliminary Drainage Report 8
existing curb and gutter and proposed improvement to Horsetooth Road. Proposed
improvements to Horsetooth Road, adjacent this development, include a right turn
lane and bike lane, and curb and gutter. The right lane is not currently existing but
will be completed by Alberta Development to address their traffic impacts for the
Foothills Mall Redevelopment project. This basin was included to document the
proposed added imperviousness from the Alberta Development project and the street
improvements required for the Village Cooperative project. Basin OS1 will continue
undetained to the existing inlets at Horsetooth and Stanford Road.
Basin OS2 consists of proposed landscaping within the Horsetooth Road Right of
Way. This area will be detained within Detention Pond A.
Basin OS3 consists of a portion of Horsetooth Road. This basin consists of existing
asphalt, proposed asphalt, proposed curb and gutter, and proposed landscaping. This
area could physically be captured by inlets and detained within Detention Pond A.
Basin UD
Basin UD encompasses all on-site basins that are undetained.
Basin UD1 through UD 4 consist of proposed asphalt driveways, curb and gutter,
sidewalk and landscaping. These basins will flow via Horsetooth and Stanford curb
and gutter to the existing inlets at Horsetooth Road and Stanford Road.
Table 2 - Proposed Rational Basin Summary
DRAINAGE SUMMARY TABLE
DESIGN
POINT
BASIN
ID
TOTAL
AREA
(acres)
C2
C100
2-yr
Tc
(min)
100-
yr
Tc
(min)
Q2
(cfs)
Q100
(cfs)
1 A1 0.02 0.95 1.00 5.0 5.0 0.05 0.18
2 A2 0.07 0.33 0.41 5.0 5.0 0.07 0.30
3 A3 0.21 0.71 0.89 5.0 5.0 0.43 1.90
4 A4 0.10 0.76 0.95 5.0 5.0 0.22 0.94
5 A5 0.35 0.95 1.00 5.0 5.0 0.96 3.53
6 A6 0.44 0.75 0.93 5.9 5.0 0.90 4.06
7 A7 0.02 0.60 0.75 5.0 5.0 0.04 0.18
8 A8 0.50 0.26 0.33 7.7 7.1 0.32 1.44
9 C1 0.03 0.62 0.78 5.0 5.0 0.05 0.24
8 OS2 0.07 0.25 0.31 9.7 9.0 0.04 0.18
10 OS3 0.31 0.79 0.99 5.0 5.0 0.71 3.08
11 B1 0.36 0.95 1.00 5.0 5.0 0.99 3.62
11 B2 0.54 0.34 0.42 6.4 6.0 0.49 2.23
12 UD1 0.03 0.86 1.00 5.0 5.0 0.06 0.26
12 UD2 0.04 0.45 0.56 5.0 5.0 0.06 0.24
12 UD3 0.04 0.30 0.38 5.0 5.0 0.03 0.14
12 UD4 0.04 0.54 0.67 6.9 6.0 0.06 0.29
12 OS1 1.05 0.87 1.00 5.0 5.0 2.61 10.48
The Village Cooperative of Fort Collins
Preliminary Drainage Report 9
5. Two (2) detention ponds are proposed with The Village Cooperative of Fort Collins
development. Detention Pond A is located within Basin A and Detention Pond B is
located within Basin B. Both detention ponds release via City of Fort Collins approved
outlet structure to a storm sewer that will connect to the existing storm infrastructure
in the southwest corner of the site.
Detention Pond A
Detention Pond A has a total of 0.83 ac-ft storage available. 0.49 ac-ft of storage is
required with this project. Water quality control volume for Basin A is included in the
pond volume. Water quality provided within Detention Pond A does not include the
water quality volume provided upstream in the underground water quality chambers.
Emergency Overflow from the pond is directed south over the proposed sidewalk to the
Horsetooth Road. 1.33 ft of freeboard is provided in Pond A. Release rate from Pond
A is proposed at 0.20 cfs.
Detention Pond B
Detention Pond B has a total of 0.11 ac-ft storage available. 0.11 ac-ft of storage is
required with this project. Water quality control volume for Basin B is included in the
pond volume. Emergency Overflow from the pond is directed southwest, over the
proposed grass berm, to Horsetooth Road. 0 ft of freeboard is provided. Due to the
relative size of Basin B, emergency overflow is not a concern. Release rate from Pond
B is proposed at 0.70 cfs.
Table 3 - Detention Pond Summary
Detention Pond Summary | Proposed Condition
Pond
100-yr Volume
(ac-ft)
100-yr WSEL
WQCV
(ft3)
WQCV WSEL
Max Release
(cfs)
A 0.49 5005.67 336 4999.88 0.20
B 0.11 5003.76 496 5001.72 0.70
The Village Cooperative of Fort Collins
Preliminary Drainage Report 10
Total Stormwater Release from Site
The total allowable 100-yr release from the site is a summation of the historic 100-yr
runoff from Basin H2 plus the historic 2-yr runoff from Basin H1.
Table 4 - Historic Stormwater Release and Allowable Developed Release
Historic Stormwater Release
Allowable
Developed 100-yr
Release (cfs)
Pond/ Basin
2-yr Flow
(cfs)
100-yr Flow
(cfs)
H1 1.16 5.27 1.16
H2 2.30 10.55 10.55
TOTAL 3.46 15.82 11.71
Total developed 100-yr release from the site is a combination of the undetained 100-
year flows from Basins UD1-UD4 and OS1, plus the detained release from Detention
Pond A and Detention Pond B.
Table 5 - Proposed Stormwater Release
Proposed Stormwater Release
Pond/ Basin
100-yr Flow
(cfs)
Undetained
Basins (UD1-
UD4, OS1) 11.59
Pond A (Basins
A1-A8, C1,
OS2, OS3) 0.20
Pond B (B1, B2) 0.70
TOTAL 12.49
Due to the required off-site roadway improvements on Horsetooth Road by Alberta
Development and this proposal, the total release from the developed site is 0.78 cfs
more than the allowable release. This area could not be captured due to grading
constraints. Efforts were made to balance this difference by detaining off-site existing
impervious area along Horsetooth Road.
This additional 0.78 cfs is not expected to impact downstream infrastructure. Based
on the utility plans for Strachan Third Filing, the downstream infrastructure was
designed to convey the 100-yr developed flow of approximately 165 cfs. An
additional 0.78 cfs is considered within the range of error for the pipe. Lastly, the total
runoff during a 100-yr event is proposed to be decreased by 3.33 cfs from historic
calculations.
A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of
this report.
The Village Cooperative of Fort Collins
Preliminary Drainage Report 11
B. Specific Details
1. Additional details to be provided with the FDP submittal.
V. CONCLUSIONS
A. Compliance with Standards
1. The drainage design proposed with The Village Cooperative of Fort Collins project
complies with the City of Fort Collins’ Stormwater Criteria Manual.
2. The drainage design proposed with The Village Cooperative of Fort Collins project
complies with the City of Fort Collins’ Master Drainage Plan for the Foothills Drainage
Basin.
3. There are no regulatory floodplains associated with the development.
4. The drainage plan and stormwater management measures proposed with the
development are compliant with all applicable State and Federal regulations governing
stormwater discharge.
5. The site achieves the requirements set forth by the City of Fort Collins for Low Impact
Development (LID) by providing 76% total impervious areas as being treated through
an LID treatment. Please see LID Exhibit located in the Appendix.
B. Drainage Concept
1. The drainage design proposed with this project will effectively comply with the Fort
Collins Master Drainage Plan and will limit any potential damage or erosion
associated with its stormwater runoff. All existing downstream drainage facilities are
expected to not be impacted negatively by this development
2. The drainage design is anticipated to be very conservative. We have omitted any
runoff reduction that will manifest due to infiltration from the grass-lined swale and
underground water quality chambers. This is currently unable to be calculated with
available soils data.
The Village Cooperative of Fort Collins
Preliminary Drainage Report 12
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. Geotechnical Subsurface Exploration Report Proposed Village Cooperative of Fort Collins
Horsetooth and Stanford Roads Fort Collins, Colorado, October 21, 2016, Earth Engineering
Consultants, Inc.(EEC Project No. 1162088).
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.
APPENDIX A
HYDROLOGIC COMPUTATIONS
Village Cooperative
CHARACTER OF SURFACE
1
:
Runoff
Coefficient
Percentage
Impervious Project: Village Cooperative
Streets, Parking Lots, Roofs, Alleys, and Drives: Calculations By: S. Thomas
Asphalt ……....……………...……….....…...……………….………………………………………………………….0.95 . 100% Date: October 24, 2016
Concrete …….......……………….….……….………………..….…………………………………………………….0.95 . 90%
Gravel (packed) ……….…………………….….…………………………..………………………………………….0.50 . 40%
Roofs …….…….………………..……………….……………………………………………………………………… 0.95 90%
Pavers…………………………...………………..……………………………………………………………………… 0.40 22%
Lawns and Landscaping
Sandy Soil
Flat <2% ……………………………………………………………………………………………………………… 0.10 0%
Average 2% to 7% ………………………………………………………………………………………………….0.15 . 0%
Steep >7% …………………………………………………………………………………………………………… 0.20 0%
Clayey Soil
Flat <2% ……………………………………………………………………………………………………………… 0.20 0%
Average 2% to 7% ………………………………………………………………………………………………….0.25 . 0%
Steep >7% …………………………………………………………………………………………………………… 0.35 0% 2-year Cf = 1.00 10-year Cf = 1.00 100-year Cf = 1.25
Runoff Coefficients are taken from the Fort Collins Stormwater Criteria Manual, Table RO-11
Sub-Basin ID
Sub-
BasinBasin
Area
(ac)
Area of
Asphalt
(ac)
Area of
Concrete
(ac)
Area of
Pavers
(ac)
Area of
Roofs
(ac)
Soil Type and Average
Slope
Area of
Lawns and
Landscaping
(ac)
2-year
Composite
Runoff
Coefficient
10-year
Composite Runoff
Coefficient
100-year
Composite Runoff
Coefficient
Composite
% Imperv.
H1 2.81 0.00 0.00 0.00 0.00 Clayey | Average 2% to 7% 2.808 0.25 0.25 0.31 0%
Village Cooperative
Overland Flow, Time of Concentration:
Village Cooperative
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)
2-yr
Tc
(min)
10-yr
Tc
(min)
100-yr
Tc
(min)
1 H1 No 0.25 0.25 0.31 290 3.66% 17.6 17.6 16.3 267 1.69% 2.60 1.7 19.3 19.3 18.0
2 H2 No 0.67 0.67 0.83 32 5.66% 2.6 2.6 1.6 751 1.22% 2.21 5.7 8.2 8.2 7.3
* Time of Concentrations are calculated for the entire basin and used for both the Impervious and Pervious portions of the basins.
EXISTING TIME OF CONCENTRATION COMPUTATIONS
S. Thomas
Village Cooperative
Rational Method Equation: Project: Village Cooperative
Calculations By:
Date:
Rainfall Intensity:
1 H1 2.81 19 19 18 0.25 0.25 0.31 1.65 2.82 6.01 1.16 1.98 5.27
2 H2 1.44 8 8 7 0.67 0.67 0.83 2.40 4.10 8.80 2.30 3.93 10.55
Area, A
(acres)
Intensity,
i2
(in/hr)
100-yr
Tc
(min)
EXISTING 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)
Sub-Basin(s)
S. Thomas
Rainfall Intensity taken from the Fort Collins Stormwater Criteria Manual (FCSCM), Tables RA-7 and RA-8
October 24, 2016
Intensity,
i10
(in/hr)
C10
Q = C f ( C )( i )( A )
10/24/2016 4:23 PM D:\Projects\1284-001\Drainage\Hydrology\1284-001_Existing_Rational_Calcs.xlsx\Runoff
Village Cooperative of Fort Collins
CHARACTER OF SURFACE1:
Runoff
Coefficient
Percentage
Impervious Project: Village Cooperative
Streets, Parking Lots, Roofs, Alleys, and Drives: Calculations By: S. Thomas
Asphalt ……....……………...……….....…...……………….………………………………………………………….0.95 . 100% Date: October 24, 2016
Concrete …….......……………….….……….………………..….…………………………………………………….0.95 . 90%
Gravel (packed) ……….…………………….….…………………………..………………………………………….0.50 . 40%
Roofs …….…….………………..……………….……………………………………………………………………… 0.95 90%
Pavers…………………………...………………..……………………………………………………………………… 0.40 22%
Lawns and Landscaping
Sandy Soil
Flat <2% ……………………………………………………………………………………………………………… 0.10 0%
Average 2% to 7% ………………………………………………………………………………………………….0.15 . 0%
Steep >7% …………………………………………………………………………………………………………… 0.20 0%
Clayey Soil
Flat <2% ……………………………………………………………………………………………………………… 0.20 0%
Average 2% to 7% ………………………………………………………………………………………………….0.25 . 0%
Steep >7% …………………………………………………………………………………………………………… 0.35 0% 2-year Cf = 1.00 10-year Cf = 1.00 100-year Cf = 1.25
Runoff Coefficients are taken from the Fort Collins Stormwater Criteria Manual, Table RO-11
Sub-Basin ID
Sub-
BasinBasin
Area
(ac)
Area of
Asphalt
(ac)
Area of
Concrete
(ac)
Area of
Pavers
(ac)
Area of
Roofs
(ac)
Soil Type and Average
Slope
Area of
Lawns and
Landscaping
(ac)
2-year
Composite
Runoff
Coefficient
10-year
Composite Runoff
Coefficient
100-year
Composite Runoff
Coefficient
Composite
% Imperv.
A1 0.02 0.02 0.00 0.00 0.00 Clayey | Average 2% to 7% 0.000 0.95 0.95 1.00 99%
A2 0.07 0.00 0.01 0.00 0.00 Clayey | Average 2% to 7% 0.065 0.33 0.33 0.41 10%
A3 0.21 0.10 0.04 0.00 0.00 Clayey | Average 2% to 7% 0.073 0.71 0.71 0.89 64%
Village Cooperative of Fort Collins
Overland Flow, Time of Concentration:
Village Cooperative
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
(min)
Village Cooperative of Fort Collins
Rational Method Equation: Project: Village Cooperative
Calculations By:
Date:
Rainfall Intensity:
1 A1 0.02 5 5 5 0.95 0.95 1.00 2.85 4.87 9.95 0.05 0.08 0.18
2 A2 0.07 5 5 5 0.33 0.33 0.41 2.85 4.87 9.95 0.07 0.12 0.30
3 A3 0.21 5 5 5 0.71 0.71 0.89 2.85 4.87 9.95 0.43 0.74 1.90
4 A4 0.10 5 5 5 0.76 0.76 0.95 2.85 4.87 9.95 0.22 0.37 0.94
5 A5 0.35 5 5 5 0.95 0.95 1.00 2.85 4.87 9.95 0.96 1.64 3.53
6 A6 0.44 6 6 5 0.75 0.75 0.93 2.76 4.72 9.95 0.90 1.54 4.06
7 A7 0.02 5 5 5 0.60 0.60 0.75 2.85 4.87 9.95 0.04 0.07 0.18
8 A8 0.50 8 8 7 0.26 0.26 0.33 2.46 4.21 8.80 0.32 0.55 1.44
9 C1 0.03 5 5 5 0.62 0.62 0.78 2.85 4.87 9.95 0.05 0.09 0.24
8 OS2 0.07 10 10 9 0.25 0.25 0.31 2.26 3.86 8.03 0.04 0.07 0.18
10 OS3 0.31 5 5 5 0.79 0.79 0.99 2.85 4.87 9.95 0.71 1.21 3.08
11 B1 0.36 5 5 5 0.95 0.95 1.00 2.85 4.87 9.95 0.99 1.68 3.62
11 B2 0.54 6 6 6 0.34 0.34 0.42 2.67 4.56 9.63 0.49 0.84 2.23
12 UD1 0.03 5 5 5 0.86 0.86 1.00 2.85 4.87 9.95 0.06 0.11 0.26
12 UD2 0.04 5 5 5 0.45 0.45 0.56 2.85 4.87 9.95 0.06 0.09 0.24
12 UD3 0.04 5 5 5 0.30 0.30 0.38 2.85 4.87 9.95 0.03 0.05 0.14
12 UD4 0.04 7 7 6 0.54 0.54 0.67 2.60 4.44 9.63 0.06 0.11 0.29
12 OS1 1.05 5 5 5 0.87 0.87 1.00 2.85 4.87 9.95 2.61 4.47 10.48
12
TOTAL UNDETAINED
BASINS (UD1-
UD4,OS1) 1.20
7 7 6 0.83 0.83 1.00 2.60 4.44 9.63 2.58 4.41 11.59
8
TOTAL TO POND A
(A1-A8, C1, OS2-
OS3) 2.13
10 10 8 0.64 0.64 0.80 2.21 3.78 8.38 3.01 5.15 14.28
11
TOTAL TO POND B
(B1-B2) 0.91
5 5 5 0.58 0.58 0.73 2.85 4.87 9.95 1.51 2.59 6.60
PROPOSED 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)
APPENDIX B
HYDRAULIC COMPUTATIONS
B.1 DETENTION POND SIZING
B.2 STORM SEWER (NOT INCLUDED)
B.3 INLET (NOT INCLUDED)
APPENDIX B.1
DETENTION PONDS AND WATER QUALITY
Village Cooperative
1284-001
Fort Collins, Colorado
S. Thomas Date: 10/24/2016
Pond No.: Pond A
12
100-yr
0.80 Approx. WQCV 336 ft3
Area (A)= 2.13 acres Quantity Detention 21135 ft3
Max Release Rate = 0.20 cfs Total Volume 21471 ft3
Total Volume 0.49 ac-ft
Time Time
Ft.Collins
100-yr
Intensity
Q100
Inflow
(Runoff)
Volume
Outflow
(Release) Volume
Storage
Detention
Volume
(mins) (secs) (in/hr) (cfs) (ft3) (ft3) (ft3)
5 300 9.95 17.0 5086 60 5026
10 600 7.72 13.2 7893 120 7773
15 900 6.52 11.1 9999 180 9819
20 1200 5.60 9.5 11451 240 11211
25 1500 4.98 8.5 12729 300 12429
30 1800 4.52 7.7 13864 360 13504
35 2100 4.08 7.0 14600 420 14180
40 2400 3.74 6.4 15295 480 14815
45 2700 3.46 5.9 15919 540 15379
50 3000 3.23 5.5 16512 600 15912
55 3300 3.03 5.2 17038 660 16378
60 3600 2.86 4.9 17544 720 16824
65 3900 2.72 4.6 18076 780 17296
70 4200 2.59 4.4 18536 840 17696
75 4500 2.48 4.2 19017 900 18117
80 4800 2.38 4.1 19466 960 18506
85 5100 2.29 3.9 19901 1020 18881
90 5400 2.21 3.8 20336 1080 19256
95 5700 2.13 3.6 20688 1140 19548
100 6000 2.06 3.5 21061 1200 19861
105 6300 2.00 3.4 21470 1260 20210
110 6600 1.94 3.3 21818 1320 20498
115 6900 1.89 3.2 22222 1380 20842
120 7200 1.84 3.1 22575 1440 21135
Detention Pond Calculation | FAA Method
Project Number:
Project Location:
Calculations By:
Input Variables Results
Design Point
Design Storm Required Detention Volume
Developed "C" =
10/24/2016 4:42 PM D:\Projects\1284-001\Drainage\Detention\1284-001_Detention Pond A.xlsx\FAA_CoFC idf_Pond 1
1284-001
Fort Collins Co
S. Thomas Date: 10/24/2016
Pond No.: Pond A
12
100-yr
0.49 acft 5005.67 ft.
Design Storm WQCV
Required Volume= 336 ft
3 4999.88 ft.
Contour
Elevation (Y-
values)
Contour Area Depth
Column Not
Used
Incremental
Volume
Total Volume Total Volume
ft
3
ft. ft
3
ft
3
ft
3
acre-feet
4,999.20 23 0.00 0 0 0 0
4,999.40 290 0.20 26 26 0.00
4,999.60 707 0.20 97 123 0.00
4,999.80 844 0.20 155 278 0.01
5,000.00 968 0.20 181 459 0.01
5,000.20 1085 0.20 205 663 0.02
5,000.40 1199 0.20 228 892 0.02
5,000.60 1314 0.20 251 1142 0.03
5,000.80 1430 0.20 274 1417 0.03
5,001.00 1550 0.20 298 1714 0.04
5,001.20 1673 0.20 322 2036 0.05
5,001.40 1802 0.20 347 2383 0.05
5,001.60 1939 0.20 374 2757 0.06
5,001.80 2194 0.20 413 3169 0.07
5,002.00 2482 0.20 467 3636 0.08
5,002.20 2748 0.20 522 4158 0.10
5,002.40 2984 0.20 572 4731 0.11
5,002.60 3210 0.20 619 5349 0.12
5,002.80 3432 0.20 663 6013 0.14
5,003.00 3652 0.20 708 6720 0.15
5,003.20 3871 0.20 751 7472 0.17
5,003.40 4092 0.20 795 8267 0.19
5,003.60 4317 0.20 840 9107 0.21
5,003.80 4550 0.20 886 9993 0.23
5,004.00 4795 0.20 933 10926 0.25
5,004.20 5062 0.20 985 11911 0.27
5,004.40 5357 0.20 1041 12952 0.30
5,004.60 5695 0.20 1104 14056 0.32
5,004.80 6072 0.20 1175 15231 0.35
5,005.00 6465 0.20 1252 16483 0.38
5,005.20 6882 0.20 1333 17817 0.41
5,005.40 7503 0.20 1437 19253 0.44
POND A
Project: The Village Cooperative of Fort Collins
By: S. Thomas
REQUIRED STORAGE & OUTLET WORKS:
BASIN AREA (acres)= 2.130 <-- INPUT from impervious calcs
BASIN IMPERVIOUSNESS PERCENT = 53.00 <-- INPUT from impervious calcs
BASIN IMPERVIOUSNESS RATIO = 0.5300 <-- CALCULATED
Drain Time (hrs) 12 <-- INPUT
Drain Time Coefficient 0.8 <-- CALCULATED from Figure Table 3-2
WQCV (watershed inches) = 0.172 <-- CALCULATED from Figure 3-2
WQCV (ac-ft) = 0.030 <-- CALCULATED from UDFCD DCM V.3 Section 6.5
Stormtech WQCV (ft
3
) = 991 <-- CALCULATED
Adjusted WQCV (cu-ft) = 336 <-- CALCULATED (minus Stormtech)
WQ Depth (ft) = 0.780 <-- INPUT from stage-storage table
AREA REQUIRED PER ROW, a (in
2
) = 0.036 <-- CALCULATED from Figure EDB-3
CIRCULAR PERFORATION SIZING:
dia (in) = 2/9 <-- INPUT from Figure 5
number of rows = 2
t (in) = 0.500 <-- INPUT from Figure 5
number of columns = 1.000 <-- CALCULATED from WQ Depth and row spacing
WATER QUALITY CONTROL STRUCTURE PLATE
October 25, 2016
1008
Project Title Date:
Project Number Calcs By:
Client
Basins
0.8
WQCV = Watershed inches of Runoff (inches) 71.00%
a = Runoff Volume Reduction (constant)
i = Total imperviousness Ratio (i = Iwq/100) 0.224 in
A = 1.22 ac
V = 0.0227 ac-ft
V = Water Quality Design Volume (ac-ft)
WQCV = Water Quality Capture Volume (inches)
A = Watershed Area (acres)
Village Cooperative October 20, 2016
1284-001 S. Thomas
Basin A1-A7
991 cu. ft.
Drain Time
a =
i =
WQCV =
Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event
0.231
0
0.05
0.1
0.15
0.2
0.25
0.3
0.35
0.4
0.45
0.5
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
WQCV (watershed inches)
Total Imperviousness Ratio (i = Iwq/100)
Water Quality Capture Volume
6 hr
12 hr
24 hr
40 hr
WQCV = a ( 0.91 i 3 - 1 . 19 i 2 + 0 . 78 i )
WQCV = a ( 0.91 i 3 - 1 . 19 i 2 + 0 . 78 i )
V * A
12
WQCV
÷
ø
Vault ID
Total
Required
WQ Volume
(cf)
Flow,
WQ
(cfs)
Chamber
Type
Chamber Release
Ratea
(cfs)
Chamber
Volumeb
(cf)
Installed Camber
w/ Aggregatec
(cf)
Mimimum
No. of
Chambersd
Total Release
Ratee
(cfs)
Required
Storage
Volume by
FAA Method
(cf)
Mimimum
No. of
Chambersf
Storage
Provided
within the
Chambersg
(cf)
Total
Installed
System
Volumeh
(cf)
Basin A 991 1.35 MC-3500 0.010 46.00 178.90 6 0.06 0 0 0 1165
SC-740
a. Release rate per chamber, limited by flow through geotextile with accumulated sediment.
b. Volume within chamber only, not accounting for void spaces in surrounding aggregate.
c. Volume includes chamber and void spaces (40%) in surrounding aggregate, per chamber unit.
d. Number of chambers required to provide full WQCV within total installed system, including aggregate.
e. Release rate per chamber times number of chambers.
f. Number of chambers required to provide required FAA storage volume stored within the chamber only (no aggregate storage).
g. Volume provided in chambers only (no aggregate storage). This number must meet or exceed the required FAA storage volume.
h. System volume includes total number of chambers, plus surrounding aggregate. This number must meet or exceed the required WQCV.
Chamber Configuration Summary
D:\Projects\1284-001\Drainage\WatQual\Basin A WQ Chambers.xlsx
Village Cooperative
1284-001
Fort Collins, Colorado
S. Thomas Date: 10/24/2016
Pond No.: Pond B
11
100-yr
0.73 Approx. WQCV 496 ft3
Area (A)= 0.91 acres Quantity Detention 4337 ft3
Max Release Rate = 0.70 cfs Total Volume 4833 ft3
Total Volume 0.11 ac-ft
Time Time
Ft.Collins
100-yr
Intensity
Q100
Inflow
(Runoff)
Volume
Outflow
(Release) Volume
Storage
Detention
Volume
(mins) (secs) (in/hr) (cfs) (ft3) (ft3) (ft3)
5 300 9.95 6.6 1983 210 1773
10 600 7.72 5.1 3077 420 2657
15 900 6.52 4.3 3898 630 3268
20 1200 5.60 3.7 4464 840 3624
25 1500 4.98 3.3 4962 1050 3912
30 1800 4.52 3.0 5405 1260 4145
35 2100 4.08 2.7 5692 1470 4222
40 2400 3.74 2.5 5963 1680 4283
45 2700 3.46 2.3 6206 1890 4316
50 3000 3.23 2.1 6437 2100 4337
55 3300 3.03 2.0 6642 2310 4332
60 3600 2.86 1.9 6840 2520 4320
65 3900 2.72 1.8 7047 2730 4317
70 4200 2.59 1.7 7226 2940 4286
75 4500 2.48 1.6 7414 3150 4264
80 4800 2.38 1.6 7589 3360 4229
85 5100 2.29 1.5 7758 3570 4188
90 5400 2.21 1.5 7928 3780 4148
95 5700 2.13 1.4 8065 3990 4075
100 6000 2.06 1.4 8211 4200 4011
105 6300 2.00 1.3 8370 4410 3960
110 6600 1.94 1.3 8506 4620 3886
115 6900 1.89 1.3 8663 4830 3833
120 7200 1.84 1.2 8801 5040 3761
Detention Pond Calculation | FAA Method
Project Number:
Project Location:
Calculations By:
Input Variables Results
Design Point
Design Storm Required Detention Volume
Developed "C" =
10/24/2016 4:18 PM D:\Projects\1284-001\Drainage\Detention\1284-001_Detention Pond B.xlsx\FAA_CoFC idf_Pond 1
1284-001
Fort Collins Co
S. Thomas Date: 10/24/2016
Pond No.: Pond B
11
100-yr
0.11 acft 5003.76 ft.
Design Storm WQCV
Required Volume= 496 ft
3 5001.72 ft.
Contour
Elevation (Y-
values)
Contour Area Depth
Column Not
Used
Incremental
Volume
Total Volume Total Volume
ft
3
ft. ft
3
ft
3
ft
3
acre-feet
5,000.80 34 0.00 0 0 0 0
5,001.00 290 0.20 28 28 0.00
5,001.20 536 0.20 81 109 0.00
5,001.40 722 0.20 125 235 0.01
5,001.60 865 0.20 158 393 0.01
5,001.80 1017 0.20 188 581 0.01
5,002.00 1184 0.20 220 800 0.02
5,002.20 1372 0.20 255 1056 0.02
5,002.40 1582 0.20 295 1350 0.03
5,002.60 1817 0.20 339 1690 0.04
5,002.80 2078 0.20 389 2079 0.05
5,003.00 2367 0.20 444 2522 0.06
5,003.20 2686 0.20 504 3027 0.07
5,003.40 3043 0.20 572 3599 0.08
5,003.60 3435 0.20 647 4245 0.10
5,003.80 3862 0.20 729 4974 0.11
Design Point
Design Storm
Require Volume=
Stage - Storage Calculation
Project Number:
Project Location:
Calculations By:
Required Volume Water Surface Elevation (WSE)
POND B
Project: Village Cooperative of Fort Collins
By: S. Thomas
REQUIRED STORAGE & OUTLET WORKS:
BASIN AREA (acres)= 0.910 <-- INPUT from impervious calcs
BASIN IMPERVIOUSNESS PERCENT = 43.00 <-- INPUT from impervious calcs
BASIN IMPERVIOUSNESS RATIO = 0.4300 <-- CALCULATED
Drain Time (hrs) 12 <-- INPUT
Drain Time Coefficient 0.8 <-- CALCULATED from Figure Table 3-2
WQCV (watershed inches) = 0.150 <-- CALCULATED from Figure 3-2
WQCV (ac-ft) = 0.011 <-- CALCULATED from UDFCD DCM V.3 Section 6.5
Adjusted WQCV (cu-ft) = 496 <-- CALCULATED
WQ Depth (ft) = 1.010 <-- INPUT from stage-storage table
AREA REQUIRED PER ROW, a (in
2
) = 0.050 <-- CALCULATED from Figure EDB-3
CIRCULAR PERFORATION SIZING:
dia (in) = 1/4 <-- INPUT from Figure 5
number of rows = 3
t (in) = 0.500 <-- INPUT from Figure 5
number of columns = 1.000 <-- CALCULATED from WQ Depth and row spacing
WATER QUALITY CONTROL STRUCTURE PLATE
October 25, 2016
APPENDIX B.2
STORM SEWERS
APPENDIX B.3
INLETS
APPENDIX C
EROSION CONTROL REPORT
The Village Cooperative of Fort Collins
Preliminary 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, 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 Sheet CS2 of the Utility Plans. The Utility
Plans at final design 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 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,
before commencing any earth disturbing 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 D
LID EXHIBIT
Project: Village Cooperative
Calculations By:
Date:
L1 A1 785 99% 775
A2 3,181 10% 329
A3 9,336 64% 6,001
A4 4,318 73% 3,141
A5 15,440 90% 13,896
A6 19,046 70% 13,300
A7 1,074 49% 527
Total L1 53,180 71% 37,968 991 1,165
L2 B1 15,864 90% 14,278
B2 23,705 12% 2,739
Total L2 39,569 43% 17,016
Total Treated 92,749 59% 54,984 991 1,165
A8 21,677 3% 689
C1 1,346 48% 643
OS2 3,099 0% 0
OS3 13,694 75% 10,299
UD1 1,117 86% 957
UD2 1,867 26% 484
UD3 1,615 7% 107
UD4 1,937 40% 779
OS1 45,898 88% 40,304
Total Proposed
Untreated
92,250 59% 54,262
H2 62,693 59% 36,989
Total Existing
Untreated
62,693 59% 36,989
184,999
36,989
109,246
72,257
54,193
991
1,165
37,968
54,984
76%
PROPOSED LID COMPUTATIONS
S. Thomas
October 24, 2016
LID BASIN NODE Sub-Basin(s)
Area, A
(sf)
Percent
Impervious
Impervious Area,
A
(sf)
Stormtech
WQCV Required
(Cf)
LID TREATMENT SUMMARY
PROPOSED LID UNTREATED AREA
Total Site Area (sf)
PROPOSED LID TREATED AREA
LID BASIN NODE Sub-Basin(s)
UD
X
X
X
X
CABLE
VAULT
F.O.
D
ST
ST
X
X
X
X
CABLE
VAULT
F.O.
D
ST
ST
PROPOSED
CURB INLET
AND WATER
QUALITY WEIR
PROPOSED STORMTECH
UNDERGROUND DETENTION
AND WATER QUALITY SYSTEM
DETENTION
POND B
DETENTION
POND A
UD3
OS1
A3
A5
B1
A6
A4
A8
A1
C1
A7
A2
OS2
UD2
UD1
UD4
B2
OS3
LID BASIN L2
TOTAL AREA: 0.55 AC (39,569 SF)
PERCENT IMPERVIOUS: 43%
LID BASIN L1
TOTAL AREA: 1.22 AC (53,180 SF)
PERCENT IMPERVIOUS: 71%
REQUIRED STORMTECH VOLUME: 991 CF
PROVIDED STORMTECH VOLUME: 1,165 CF
GRASS BUFFER
GRASS BUFFER
APPENDIX E
REFERENCES
Hydrologic Soil Group—Larimer County Area, Colorado
(Village Cooperative of Fort Collins)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
10/21/2016
Page 1 of 4
4487450 4487480 4487510 4487540 4487570 4487600 4487630
4487450 4487480 4487510 4487540 4487570 4487600 4487630
494020 494050 494080 494110 494140 494170 494200 494230 494260 494290
494020 494050 494080 494110 494140 494170 494200 494230 494260 494290
40° 32' 22'' N
105° 4' 14'' W
40° 32' 22'' N
105° 4' 1'' W
40° 32' 15'' N
105° 4' 14'' W
40° 32' 15'' N
105° 4' 1'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84
0 50 100 200 300
Feet
0 20 40 80 120
Meters
Map Scale: 1:1,370 if printed on A landscape (11" x 8.5") sheet.
Warning: 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: http://websoilsurvey.nrcs.usda.gov
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
Hydrologic Soil Group
Hydrologic Soil Group— Summary by Map Unit — Larimer County Area, Colorado (CO644)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
36 Fort Collins loam, 3 to 5
percent slopes
B 0.9 25.2%
49 Heldt clay loam, 3 to 6
percent slopes
C 0.3 8.1%
73 Nunn clay loam, 0 to 1
percent slopes
C 0.7 18.2%
74 Nunn clay loam, 1 to 3
percent slopes
C 1.8 48.6%
Totals for Area of Interest 3.6 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual 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.
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.
Hydrologic Soil Group—Larimer County Area, Colorado Village Cooperative of Fort Collins
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
10/21/2016
Page 3 of 4
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
Tie-break Rule: Higher
Hydrologic Soil Group—Larimer County Area, Colorado Village Cooperative of Fort Collins
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
10/21/2016
Page 4 of 4
MAP POCKET
DR1 – OVERALL DRAINAGE EXHIBIT
X
X
X
X
FO
FO
FO
FO
FO
FO
FO FO FO
FO
FO
FO
FO FO FO FO
FO
FO
FO
G G
G
G
G
G
G
G G
G
G
G
G
G
G
G
G
G
G
SS SS SS SS
SS SS SS
SS SS SS
SS SS SS SS SS SS SS SS SS
SS
SS SS
SS SS
SS
C
ABLE
VAULT
ELEC
VAULT
ELEC ELEC
T S
VAULT
F.O.
S S
D
ST
ST
S
W
W
W
UD
X
X
X
X
CABLE
VAULT
F.O.
D
ST
ST
X
X
X
X
CABLE
VAULT
F.O.
D
ST
ST
UD3
OS1
A3
A5
B1
A6
A4
A8
A1
C1
A7
A2
OS2
UD2
UD1
UD4
B2
PROPOSED
CURB INLET
PROPOSED
DRAIN BASIN
PROPOSED
CURB INLET
PROPOSED
CURB INLET
PROPOSED
CURB INLET
PROPOSED
OUTLET
STRUCTURE
EXISTING STORM
JUNCTION STRUCTURE
TO BE RECONFIGURED
PROPOSED
CURB INLET
AND WATER
QUALITY WEIR
PROPOSED STORMTECH
UNDERGROUND DETENTION
AND WATER QUALITY SYSTEM
PROPOSED
OUTLET
STRUCTURE
OS3
1
2
3
4
5
6
BASIN A5 ROOF
DRAIN RELEASE
TO MANHOLE
7
8
9
10
11
12
DETENTION
POND B
DETENTION
POND A
STRACHAN 3RD
OWNER: ARENA I LLC AND ARENA II LLC
HORSETOOTH ROAD
RIGHT OF WAY VARIES
107.5' TO 108.5'
STRACHAN 3RD
OWNER: PETERSON-MOORE LLP
GREENLEE INVESTMENTS LLLP
STRACHAN 1ST
OWNER: ASPEN LEAF SPE LLC
STANFORD ROAD
98' RIGHT OF WAY
DR1
DRAINAGE PLAN
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
Call before you dig.
R
City Engineer Date
Date
Date
Date
Date
Stormwater Utility
Parks & Recreation
Traffic Engineer
Date
Water & Wastewater Utility
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
Environmental Planner 15
( IN FEET )
0
1 INCH = 40 FEET
40 40 80 120
LEGEND:
5013
PROPOSED CONTOUR 93
EXISTING CONTOUR
PROPERTY BOUNDARY
EXISTING STORM SEWER
1. THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING
NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING
ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL
UNKNOWN UNDERGROUND UTILITIES.
2. REFER TO THE "PRELIMINARY DRAINAGE AND EROSION CONTROL REPORT FOR
THE VILLAGE COOPERATIVE OF FORT COLLINS" BY NORTHERN ENGINEERING,
DATED October 25th, 2016 FOR ADDITIONAL INFORMATION.
NOTES:
FLOW PATH
DRAINAGE BASIN BUBBLE
A
DESIGN POINT A
BASIN BOUNDARY
PROPOSED STORM SEWER
FOR DRAINAGE REVIEW ONLY
NOT FOR CONSTRUCTION
Sheet
Of 15
VILLAGE COOPERATIVE OF FORT COLLINS 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.
NOT FOR CONSTRUCTION
REVIEW SET
301 North Howes Street, Suite 100
Fort Collins, Colorado 80521
E NGINEER ING
N O R T H E RN
PHONE: 970.221.4158
www.northernengineering.com
KEYMAP
DRAINAGE SUMMARY TABLE
DESIGN
POINT
BASIN
ID
TOTAL
AREA
(acres)
C2 C100 2-yr
Tc
(min)
100-yr
Tc
(min)
Q2
(cfs)
Q100
(cfs)
1 A1 0.02 0.95 1.00 5.0 5.0 0.05 0.18
2 A2 0.07 0.33 0.41 5.0 5.0 0.07 0.30
3 A3 0.21 0.71 0.89 5.0 5.0 0.43 1.90
4 A4 0.10 0.76 0.95 5.0 5.0 0.22 0.94
5 A5 0.35 0.95 1.00 5.0 5.0 0.96 3.53
6 A6 0.44 0.75 0.93 5.9 5.0 0.90 4.06
7 A7 0.02 0.60 0.75 5.0 5.0 0.04 0.18
8 A8 0.50 0.26 0.33 7.7 7.1 0.32 1.44
9 C1 0.03 0.62 0.78 5.0 5.0 0.05 0.24
8 OS2 0.07 0.25 0.31 9.7 9.0 0.04 0.18
10 OS3 0.31 0.79 0.99 5.0 5.0 0.71 3.08
11 B1 0.36 0.95 1.00 5.0 5.0 0.99 3.62
11 B2 0.54 0.34 0.42 6.4 6.0 0.49 2.23
12 UD1 0.03 0.86 1.00 5.0 5.0 0.06 0.26
12 UD2 0.04 0.45 0.56 5.0 5.0 0.06 0.24
12 UD3 0.04 0.30 0.38 5.0 5.0 0.03 0.14
12 UD4 0.04 0.54 0.67 6.9 6.0 0.06 0.29
12 OS1 1.05 0.87 1.00 5.0 5.0 2.61 10.48
Detention Pond Summary | Proposed Condition
Pond 100-yr Volume
(ac-ft)
100-yr WSEL WQCV
(ft3)
WQCV WSEL Max Release
(cfs)
A 0.49 5005.67 336 4999.88 0.20
B 0.11 5003.76 496 5001.72 0.70
W W W
W
W W W
W W
W W
W W
W W
W
W
W W W
W W
W
W W W
W
W
W
W
W
W
W
W
W
W
W W W W W W
G
G
G
G
G
G
G
G
FO
FO
FO
FO
FO
FO
FO
FO
W
1
H2
H1
STRACHAN 3RD
OWNER: ARENA I LLC AND ARENA II LLC
HORSETOOTH ROAD
RIGHT OF WAY VARIES
107.5' TO 108.5'
STRACHAN 3RD
OWNER: PETERSON-MOORE LLP
GREENLEE INVESTMENTS LLLP
STRACHAN 1ST
OWNER: ASPEN LEAF SPE LLC
STANFORD ROAD
98' RIGHT OF WAY
2
HDR1
HISTORIC DRAINAGE PLAN
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
Call before you dig.
R
16
( IN FEET )
0
1 INCH = 40 FEET
40 40 80 120
LEGEND:
5013
PROPOSED CONTOUR 93
EXISTING CONTOUR
PROPERTY BOUNDARY
EXISTING STORM SEWER
1. THE SIZE, TYPE AND LOCATION OF ALL KNOWN UNDERGROUND UTILITIES ARE
APPROXIMATE WHEN SHOWN ON THESE DRAWINGS. IT SHALL BE THE
RESPONSIBILITY OF THE CONTRACTOR TO VERIFY THE EXISTENCE OF ALL
UNDERGROUND UTILITIES IN THE AREA OF THE WORK. BEFORE COMMENCING
NEW CONSTRUCTION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING
ALL UNDERGROUND UTILITIES AND SHALL BE RESPONSIBLE FOR FOR ALL
UNKNOWN UNDERGROUND UTILITIES.
2. REFER TO THE "PRELIMINARY DRAINAGE AND EROSION CONTROL REPORT FOR
THE VILLAGE COOPERATIVE OF FORT COLLINS BY NORTHERN ENGINEERING,
DATED October 25th, 2016 FOR ADDITIONAL INFORMATION.
NOTES:
FLOW PATH
DRAINAGE BASIN BUBBLE
A
DESIGN POINT A
BASIN BOUNDARY
PROPOSED STORM SEWER
FOR DRAINAGE REVIEW ONLY
NOT FOR CONSTRUCTION
Sheet
Of 15
VILLAGE COOPERATIVE OF FORT COLLINS 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.
NOT FOR CONSTRUCTION
REVIEW SET
301 North Howes Street, Suite 100
Fort Collins, Colorado 80521
E NGINEER ING
N O R T H E RN
PHONE: 970.221.4158
www.northernengineering.com
DRAINAGE SUMMARY TABLE
DESIGN
POINT
BASIN
ID
TOTAL
AREA
(acres)
C2 C100 2-yr
Tc
(min)
100-yr
Tc
(min)
Q2
(cfs)
Q100
(cfs)
1 H1 2.81 0.25 0.31 19.3 18.0 1.16 5.27
2 H2 1.44 0.67 0.83 8.2 7.3 2.30 10.55
Survey Area Data: Version 10, Sep 22, 2015
Soil map units are labeled (as space allows) for map scales 1:50,000
or larger.
Date(s) aerial images were photographed: Apr 22, 2011—Apr 28,
2011
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.
Hydrologic Soil Group—Larimer County Area, Colorado
(Village Cooperative of Fort Collins)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
10/21/2016
Page 2 of 4
GRASS BUFFER
GRASS SWALE WITH
INFILTRATION SECTION
GRASS SWALE WITH
INFILTRATION SECTION
STRACHAN 3RD
OWNER: ARENA I LLC AND ARENA II LLC
HORSETOOTH ROAD
RIGHT OF WAY VARIES
107.5' TO 108.5'
STRACHAN 3RD
OWNER: PETERSON-MOORE LLP
GREENLEE INVESTMENTS LLLP
STRACHAN 1ST
OWNER: ASPEN LEAF SPE LLC
STANFORD ROAD
98' RIGHT OF WAY
LID
(LID) EXHIBIT
LOW IMPACT DEVELOPMENT
CALL UTILITY NOTIFICATION CENTER OF
COLORADO
Know what'sbelow.
Call before you dig.
R
15
( IN FEET )
0
1 INCH = 40 FEET
40 40 80 120
LEGEND:
5013
PROPOSED CONTOUR 93
EXISTING CONTOUR
PROPERTY BOUNDARY
EXISTING STORM SEWER
FLOW PATH
DRAINAGE BASIN BUBBLE
A
LID BASIN BOUNDARY
PROPOSED STORM SEWER
Sheet
Of 15
VILLAGE COOPERATIVE OF FORT COLLINS 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.
NOT FOR CONSTRUCTION
REVIEW SET
301 North Howes Street, Suite 100
Fort Collins, Colorado 80521
E NGINEER ING
N O R T H E RN
PHONE: 970.221.4158
www.northernengineering.com
KEYMAP
LID TREATMENT
LID TREATMENT SUMMARY
Total Site Area (sf) 184,999
Total Existing Impervious Area (sf) 36,989
Total Proposed Impervious Area (sf) 109,246
Total Net Proposed Impervious Area (sf) 72,257
75% Required Minimum Area to be Treated
by LID measures (sf)
54,193
Stormtech Treatment
Total Volume Required (cf) 991
Total Volume Provided (cf) 1,165
Area treated by Stormtech (sf) 37,968
Total Treated Impervious Area (sf) 54,984
Percent Impervious Treated by LID measures 76%
Area, A
(sf)
Percent
Impervious
Impervious Area,
A
(sf)
Stormtech
WQCV Provided
(cf)
treated by a combination of grass
buffer and grass swale with
infiltration section
Total Existing Impervious Area (sf)
Total Proposed Impervious Area (sf)
Total Net Proposed Impervious Area (sf)
Total Treated Impervious Area (sf)
Percent Impervious Treated by LID
measures
75% Required Minimum Area to be
Treated by LID measures (sf)
Stormtech Treatment
Total Volume Required (cf)
Total Volume Provided (cf)
Area treated by Stormtech (sf)
ö
ç
è
= æ
12 hr
5,005.60 8463 0.20 1594 20847 0.48
5,005.80 9456 0.20 1789 22636 0.52
5,006.00 10089 0.20 1952 24589 0.56
5,006.20 10658 0.20 2072 26661 0.61
5,006.40 11233 0.20 2187 28848 0.66
5,006.60 11825 0.20 2303 31151 0.72
5,006.80 12436 0.20 2423 33574 0.77
5,007.00 13068 0.20 2548 36122 0.83
Design Point
Design Storm
Require Volume=
Stage - Storage Calculation
Project Number:
Project Location:
Calculations By:
Required Volume Water Surface Elevation (WSE)
Sub-Basin(s)
S. Thomas
Rainfall Intensity taken from the Fort Collins Stormwater Criteria Manual (FCSCM), Tables RA-7 and RA-8
October 24, 2016
Intensity,
i10
(in/hr)
C10
Area, A
(acres)
Intensity,
i2
(in/hr)
100-yr
Tc
(min)
Q = C f ( C )( i )( A )
10/24/2016 4:25 PM D:\Projects\1284-001\Drainage\Hydrology\1284-001_Proposed_Rational_Calcs.xlsx\Runoff
10-yr
Tc
(min)
100-yr
Tc
(min)
1 A1 No 0.95 0.95 1.00 57 4.91% 1.2 1.2 0.8 N/A N/A N/A N/A N/A N/A 5.0 5.0 5.0
2 A2 No 0.33 0.33 0.41 29 17.24% 3.0 3.0 2.7 73 0.50% 1.42 0.9 N/A N/A N/A 5.0 5.0 5.0
3 A3 No 0.71 0.71 0.89 98 3.10% 4.9 4.9 2.7 N/A N/A N/A N/A N/A N/A 5.0 5.0 5.0
4 A4 No 0.76 0.76 0.95 67 2.67% 3.7 3.7 1.6 15 0.60% 1.55 0.2 N/A N/A N/A 5.0 5.0 5.0
5 A5 No 0.95 0.95 1.00 58 2.00% 1.7 1.7 1.1 N/A N/A N/A N/A N/A N/A 5.0 5.0 5.0
6 A6 No 0.75 0.75 0.93 89 2.73% 4.5 4.5 2.1 251 2.06% 2.87 1.5 N/A N/A N/A 5.9 5.9 5.0
7 A7 No 0.60 0.60 0.75 17 16.88% 1.5 1.5 1.1 30 5.67% 4.76 0.1 N/A N/A N/A 5.0 5.0 5.0
8 A8 No 0.26 0.26 0.33 120 10.99% 7.7 7.7 7.1 N/A N/A N/A N/A N/A N/A 7.7 7.7 7.1
9 C1 No 0.62 0.62 0.78 32 6.25% 2.7 2.7 1.9 N/A N/A N/A N/A N/A N/A 5.0 5.0 5.0
8 OS2 No 0.25 0.25 0.31 67 3.43% 8.6 8.6 8.0 N/A N/A N/A 200 4.45% 3.16 1.1 9.7 9.7 9.0
10 OS3 No 0.79 0.79 0.99 36 2.08% 2.7 2.7 1.0 270 1.09% 2.08 2.2 N/A N/A N/A 5.0 5.0 5.0
11 B1 No 0.95 0.95 1.00 58 2.00% 1.7 1.7 1.1 N/A N/A N/A N/A N/A N/A 5.0 5.0 5.0
11 B2 No 0.34 0.34 0.42 42 15.69% 3.7 3.7 3.3 N/A N/A N/A 297 1.47% 1.82 2.7 6.4 6.4 6.0
12 UD1 No 0.86 0.86 1.00 41 6.63% 1.5 1.5 0.6 352 3.38% 3.67 1.6 N/A N/A N/A 5.0 5.0 5.0
12 UD2 No 0.45 0.45 0.56 39 22.03% 2.7 2.7 2.2 251 3.14% 3.55 1.2 N/A N/A N/A 5.0 5.0 5.0
12 UD3 No 0.30 0.30 0.38 10 28.70% 1.5 1.5 1.4 290 1.12% 2.12 2.3 N/A N/A N/A 5.0 5.0 5.0
12 UD4 No 0.54 0.54 0.67 43 5.28% 4.0 4.0 3.0 441 1.51% 2.46 3.0 N/A N/A N/A 6.9 6.9 6.0
12 OS1 No 0.87 0.87 1.00 24 4.67% 1.3 1.3 0.5 484 1.34% 2.32 3.5 N/A N/A N/A 5.0 5.0 5.0
12
TOTAL
UNDETAINED
BASINS (UD1-
UD4,OS1) No
0.83 0.83 1.00 43 5.28% 1.9 1.9 0.7 484 1.34% 2.32 3.5 N/A N/A N/A 6.9 6.9 6.0
8
TOTAL TO POND
A (A1-A8, C1,
OS2-OS3) No
0.64 0.64 0.80 98 3.10% 5.9 5.9 3.8 389 0.54% 1.47 4.4 N/A N/A N/A 10.3 10.3 8.2
11
TOTAL TO POND
B (B1-B2) No
0.58 0.58 0.73 42 15.69% 2.5 2.5 1.8 N/A N/A N/A 297 1.47% 1.82 2.7 5.2 5.2 5.0
* Time of Concentrations are calculated for the entire basin and used for both the Impervious and Pervious portions of the basins.
PROPOSED TIME OF CONCENTRATION COMPUTATIONS
S. Thomas
October 24, 2016
Design
Point
Sub-Basin
Overland Flow Gutter/Pipe Flow Swale Flow Time of Concentration
(Equation RO-4)
( )
3
1
1 . 87 1 . 1 *
S
Ti C Cf L
-
=
10/24/2016 4:24 PM D:\Projects\1284-001\Drainage\Hydrology\1284-001_Proposed_Rational_Calcs.xlsx\Tc
A4 0.10 0.07 0.01 0.00 0.00 Clayey | Average 2% to 7% 0.027 0.76 0.76 0.95 73%
A5 0.35 0.00 0.00 0.00 0.35 Clayey | Average 2% to 7% 0.000 0.95 0.95 1.00 90%
A6 0.44 0.26 0.05 0.00 0.00 Clayey | Average 2% to 7% 0.127 0.75 0.75 0.93 70%
A7 0.02 0.01 0.00 0.00 0.00 Clayey | Average 2% to 7% 0.012 0.60 0.60 0.75 49%
A8 0.50 0.00 0.00 0.04 0.00 Clayey | Average 2% to 7% 0.459 0.26 0.26 0.33 3%
C1 0.03 0.00 0.02 0.00 0.00 Clayey | Average 2% to 7% 0.015 0.62 0.62 0.78 48%
OS2 0.07 0.00 0.00 0.00 0.00 Clayey | Average 2% to 7% 0.071 0.25 0.25 0.31 0%
OS3 0.31 0.19 0.05 0.00 0.00 Clayey | Average 2% to 7% 0.072 0.79 0.79 0.99 75%
B1 0.36 0.00 0.00 0.00 0.36 Clayey | Average 2% to 7% 0.000 0.95 0.95 1.00 90%
B2 0.54 0.00 0.07 0.00 0.00 Clayey | Average 2% to 7% 0.474 0.34 0.34 0.42 12%
UD1 0.03 0.02 0.01 0.00 0.00 Clayey | Average 2% to 7% 0.003 0.86 0.86 1.00 86%
UD2 0.04 0.00 0.01 0.00 0.00 Clayey | Average 2% to 7% 0.031 0.45 0.45 0.56 26%
UD3 0.04 0.00 0.00 0.00 0.00 Clayey | Average 2% to 7% 0.034 0.30 0.30 0.38 7%
UD4 0.04 0.01 0.00 0.00 0.00 Clayey | Average 2% to 7% 0.026 0.54 0.54 0.67 40%
OS1 1.05 0.84 0.09 0.00 0.00 Clayey | Average 2% to 7% 0.119 0.87 0.87 1.00 88%
TOTAL UNDETAINED BASINS
(UD1-UD4,OS1) 1.20 0.87 0.12 0.00 0.00 Clayey | Average 2% to 7% 0.213 0.83 0.83 1.00 81%
TOTAL TO POND A (A1-A8, C1,
OS2-OS3) 2.13 0.64 0.18 0.04 0.35 Clayey | Average 2% to 7% 0.920 0.64 0.64 0.80 53%
TOTAL TO POND B (B1-B2) 0.91 0.00 0.07 0.00 0.36 Clayey | Average 2% to 7% 0.474 0.58 0.58 0.73 43%
TOTAL ON-SITE BASINS (A1-
A7,B1,B2,C1,UD1-UD4) 2.81 0.49 0.22 0.04 0.72 Clayey | Average 2% to 7% 1.345 0.61 0.61 0.76 48%
TOTAL TO STORMTECH (A1-
A7) 1.22 0.46 0.11 0.00 0.35 Clayey | Average 2% to 7% 0.303 0.78 0.78 0.97 71%
TOTAL SITE 4.25 1.52 0.36 0.04 0.72 Clayey | Average 2% to 7% 1.608 0.68 0.68 0.85 59%
Composite Runoff Coefficient with Adjustment
PROPOSED COMPOSITE % IMPERVIOUSNESS AND RUNOFF COEFFICIENT CALCULATIONS
10/24/2016 4:24 PM D:\Projects\1284-001\Drainage\Hydrology\1284-001_Proposed_Rational_Calcs.xlsx\Composite C
October 24, 2016
Design
Point
Sub-Basin
Overland Flow Gutter/Pipe Flow Time of Concentration
(Equation RO-4)
( )
3
1
1 . 87 1 . 1 *
S
Ti C Cf L
-
=
10/24/2016 4:23 PM D:\Projects\1284-001\Drainage\Hydrology\1284-001_Existing_Rational_Calcs.xlsx\Tc
H2 1.44 0.84 0.02 0.00 0.00 Clayey | Average 2% to 7% 0.583 0.67 0.67 0.83 59%
TOTAL SITE 4.25 0.84 0.02 0.00 0.00 Clayey | Average 2% to 7% 3.391 0.39 0.39 0.49 20%
1. Table RO-11 | Rational Method Runoff Coefficients for Composite Analysis
Composite Runoff Coefficient with Adjustment
EXISTING COMPOSITE % IMPERVIOUSNESS AND RUNOFF COEFFICIENT CALCULATIONS
10/24/2016 4:22 PM D:\Projects\1284-001\Drainage\Hydrology\1284-001_Existing_Rational_Calcs.xlsx\Composite C