HomeMy WebLinkAboutDrainage Reports - 10/25/1995PROPERTY OF
FORT COLLINS UTUXrM
DRAINAGE AND EROSION CONTROL REPORT
FOR
MISCELLANEOUS STREETS
J.F.K. PARKWAY AND MITCHELL DRIVE
FORT COLLINS, COLORADO
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WELSH ENGINEERING SCIENCE & TECHNOLOGY, INC.
DRAINAGE AND EROSION CONTROL REPORT
FOR
MISCELLANEOUS STREETS
J.F.K. PARKWAY AND MITCHELL DRIVE
FORT COLLINS, COLORADO
PREPARED FOR:
THE CITY OF FORT COLLINS
PREPARED BY:
WESTEC
2629 REDWING ROAD, SUITE 200
FORT COLLINS, COLORADO 8052E
AUGUST 4, 1995
2629 Redwing
Road, Suite 200,
Fort Collins,
Colorado 80526-2879,
Ph. 970 226 3535
Fax 970 226 6475
Reno
Tucson
'Elko
Winnemucca
Pleasanton
Englewood
Nevada
Arizona
Nevada
Nevada
California
Colorado
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WELSH ENGINEERING SCIENCE & FECHNOLOGY. INC.
August 4, 1995
Mr. Glen D. Schlueter
City of Fort Collins
Utility Services Stormwater
235 Mathews
Fort Collins, Colorado 80522
WESTEC PRJ# 94417
RE: MISCELLANEOUS STREETS - MITCHELL DRIVE AND JOHN F. KENNEDY PARKWAY
Dear Mr. Schlueter:
Transmitted herewith is a copy of the subject report for your review and approval. All
calculations for this report have been made in accordance with criteria established by the City
of Fort Collins.
If you have any questions or require any modifications please call me.
Thank you.
Sincerely,
WESTEC
J. Thomas Knostman, P.E.
Project Engineer
JTK/sea
2629 Redwing
Road, Suite 200.
Fort Collins.
Colorado 80526-2879,
Ph. 970 226 3535
Fox 970 226 6475
Reno
Tucson
Elko
Winnemucca
Pleasanton
Englewood
Nevada
Arizona
Nevada
Nevada
California
Colorado
DRAINAGE AND EROSION CONTROL REPORT
FOR
MISCELLANEOUS STREETS
MITCHELL DRIVE and J.F.K. PARKWAY
FORT COLLINS, COLORADO
DEVELOPMENT LOCATION AND DESCRIPTION
Location
Mitchell Drive and John F. Kennedy Parkway will be completed along two segments
between Horsetooth Road and Bockman Drive. The completed roadways will allow for
through traffic between these two east -west drives. The street improvements areas
are shown on the vicinity map Figure 1. The land on which the two street segments
will be completed is owned by a number of entities. The Site is located within the
northwest quarter of the northwest quarter of Section 36, T7N R69W, City of Fort
Collins, Larimer County, Colorado.
Prooerty Descriotion
Mitchell Drive will be completed from Larimer Canal Number 2 (the Canal) south to the
existing segment of Mitchell Drive through Toys "R" Us and Western Auto P.U.D. and
includes approximately 550 feet of new pavement. This segment will be on Right -Of -
Way (ROW) previously dedicated or new ROW dedicated by Spiro Palmer owner of Lot
5 of the Observatory Heights Subdivision (Showtime Video). The contiguous
properties to the west of the new pavement have all been developed and will have
new access drives installed with this work. The contiguous properties to the east are
undeveloped except for the very easterly end of the Showtime Video lot which will be
separated from the west portion by the new street. The land drains generally to the
north and east to the Canal.
JFK Parkway will be completed from the existing segment traveling south from
Horsetooth Road west of First National Bank to the existing segment east of the Toys
"R" Us and Western Auto Stores P.U.D. which extends from Bockman Drive to a point
north the Canal. This segment will include 560 feet of new pavement and will be
located on various parcels of land. The only development on either side of this street
segment is the south parking area associated with the Strachan - Continental
Subdivision located along the west side of the north 100 feet of the new road section.
The land drains generally to the north away from the Canal.
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MISCELLANEOUS S-REETS
MITCHELL DRIVE iD JFK PARKWAY
FIGURE No. 1
SITE LOCATION MAP
DRAINAGE BASIN IDENTIFICATION
Description
The two street sections will be located within Foothills Drainage Basin. Mitchell drive
is also located in the Heart Special Improvement District (SID) [11 and Attachment A.
For purposes of analysis, Mitchell drive was divided into Basins A-E as shown on
Figure 2 and The Drainage and Erosion Control Plan (Drawing 5) attached to this
report. JFK Parkway was evaluated as four basins.
DRAINAGE DESIGN CRITERIA
Regulations
The City of Fort Collins Storm Drainage Design Criteria [21 is being used as the basis
for this report.
Develooment Criteria Constraints
The Mitchell Drive improvements falls within the area controlled by the Heart Special
Improvement District (Attachment A). The Heart SID allows all properties east of
College Avenue and west of Larimer Canal Number 2 to drain to the Canal at a rate
equal to or less than 0.87 cubic feet per second (cfs) per acre. Improvements were
made to the Canal under the Heart SID to allow for these storm flows.
JFK Parkway, north of the Canal, has no drainage constraints other than the City of
' Fort Collins street encroachment criteria. The street improvements will be installed to
allow drainage to flow to Horsetooth Drive at this time. Improvements to the land
West and east of this roadway section will be responsible for the contiguous half street
' drainage in accordance with the drainage criteria set forth for the Foothills Drainage
Basin.
' Hydrologic Criteria
The Rational Method was used to predict the peak and cumulative runoff from the
' proposed development. The 100-year storm event was used as the basis of design of
the drainage systems for . Calculations are included in Appendix I.
' Calculations
All calculations for this report have been made in accordance with criteria established
., by the City of Fort Collins.
Variances
' It is requested that the Stormwater Utility grant a variance to allow the depth of
ponding in Detention Pond B, located on the east side of Mitchell Drive, to be 18
inches maximum during the 100-year storm event.
No Text
' DRAINAGE DESIGN
Concept
Mitchell Drive, Pond A: Drainage to the Canal from the eastern portion of Showtime
Video will be collected in Detention Pond A (Pond A). Basin E, as shown on Figure 2
' and Drawing 5, will be ponded and release in compliance with the Heart SID. Pond A
will be formed by a high curb adjacent to the Canal and the Mitchell Drive
Embankment. The outlet to the pond will be through a small orifice in the curb at the
low point.
Mitchell Drive, Pond B: Drainage from centerline of Bockman Drive to the Canal will
be conveyed and collected in two 4-foot curb inlets at the low point of the sag curve
located just south of the Showtime Video lot. A 15 inch Reinforced Concrete Pipe
(RCP) will convey drainage from the street to the Canal. Drainage from the combined
'
Wendy's/Palmer Gardens detention pond, located in the east parking area of Palmer
Gardens will be connected to the east curb inlet and storm sewer system to the Canal.
'
The discharge to the Canal from the storm sewer shall be regulated by a orifice plate
located in the area inlet in Pond B. The orifice plate will back water up in the storm
sewer and up through an area inlet in a parking/detention pond (Pond B) located east
'
of the road until the head in the pond roughly equals that of the curb inlets with a
maximum elevation of 5030.5 feet. At this elevation, the ponding in Pond B will be
equal to or greater than the volume required during the 100-year storm event in
accordance with the Heart SID. Pond B will be formed by earthen berms on the north
'
and south, the Mitchell Drive embankment to the west and an 15 inch wall to the east
with ponding not exceed 18 inches. As the hydrograph to the curb inlets recedes and
water in the storm sewer system drains to the Canal, both the Palmer Gardens Pond
and Pond B will drain to the Canal.
The orifice plate at the end of the storm sewer was designed to discharge during the
t100-year
storm event:
• The allowable discharge of 1.6 cfs from the Palmer Gardens Pond (Attachment
B), plus
• The 100-year peak flow from the Mitchell Drive ROW between the centerline
of Bockman Drive and station 3+50, plus (this drainage flows undetained to
'
the curb inlets but is accounted for by the Toys "R" Us and Western Auto
development, See Attachment C)
'
• Discharge equal to 0.87 cfs/Ac for the remaining undetained area which has
previously been developed or will be paved with this project.
'
Storm drainage from the undeveloped properties to the east of the Mitchell ROW,
when developed, will be detained on -site and flows discharged directly to the Canal.
'
JFK Parkway, Basin A: Storm drainage from JFK Parkway between Boardwalk and
Horsetooth Road splits at the high point just north of Boardwalk and flows north
toward Horsetooth Road. Storm Drainage along JFK Parkway, south of the two 15-
' foot curb inlets, for events up to the 100-year storm will be collected and detained by
the properties adjacent to the street. The hydrologic and hydraulic discussion and
evaluation of this area is detailed in the Final Drainage and Erosion Control Report for
JFK Parkway September 19, 1991 (Revised May 19, 1992) (3). Pertinent pages of
this report area included as Attachment D. Storm drainage north of the two 15-foot
curb inlets will drain in the street gutters to Horsetooth Road and to Warren Lake. This
' drainage will be collected and detained on the contiguous properties when these
properties develop.
Details
' Support for the following discussion will be found in the calculations in Appendix I and
on the drawings furnished with this report. As stated above, the Rational Method was
' used for drainage estimates.
Mitchell Drive, Pond A: Pond A was size based on a mass balance of the inflow and
discharge from the pond. The tributary area to Pond A is included in Basin E as shown
' on Figure 2 and encompasses 0.253 acres. The allowable discharge from Basin E, in
accordance with the Heart SID, is equal to 0.22 cfs. The runoff coefficient for Basin
' E in 0.902. Using the above parameters in a mass balance the required ponding is
1,694 cubic feet. The available volume in Pond A is 2,070 cubic feet.
' Discharge from Pond A will be through a 2.5 inch section of PVC pipe located in the
northeast corner of the curb forming the pond. The maximum head on the pipe will
be 1.5 feet. Using a orifice coefficient of 0.6, the discharge will be 0.20 cfs which
does not exceeds the allowable discharge of 0.22 cfs. Drainage release to the north
' side of the wall will be routed to an existing rip rap drop structure located to the
northwest, on the south bank of the Canal.
' Mitchell Drive, Pond B: Detention for Basins C and D will be provided in Pond B.
Pond B was size based on a theoretical mass balance of the inflow and discharge from
the pond. For the mass balance, Basins C and D, with a combined area of 1.0 acres
' and a runoff coefficient of 0.863, was used with an allowable discharge of 0.87 cfs.
Using the above parameters in a mass balance the required ponding is 6,696 cubic
feet. The available volume in Pond B is 6,726 cubic feet.
The tributary area to the storm sewer system discharging to the Canal includes Basins
A,B,C and D as shown on Figure 2 and encompasses 1.43 acres. The allowable
' discharge to the Canal is 6.47 cfs and is made up of the following flows during the
100-year storm event.
• 4.00 cfs from Basins A and B
• 0.87 cfs from Basins C and D, and
' • 1.60 cfs from the Palmer Gardens detention pond
Discharge from the storm sewer system will be through an 11 inch orifice plate
mounted on the downstream wall of the area inlet to be constructed in Pond B. The
maximum head on the pipe will be 4.0 feet. Using a orifice coefficient of 0.6, the
discharge will be 6.35 cfs which slightly exceeds the allowable discharge of 6.33 cfs.
' Drainage release to the Canal will drop 2.5 feet to the bottom of the Canal down a rip
rap drop structure.
JFK Parkway: Gutter flow on JFK Parkway was evaluated to check that
encroachment will not exceed that allowable. Encroachment was checked at the north
end of the section to be constructed. This is where the flows will be the greatest and
' the street grades the least. The 100-year peak flow was evaluated assuming the peak
flow will come from the paved section between the flowlines downstream of the 15-
foot inlets. The minimum time of concentration equal to 5 minutes was used to
' estimate the rainfall intensity of 9.0 inches per hour. With these parameters, the 100-
year peak flow at the end of the new roadway section is estimated to be 4.52 cfs per
gutter. The computer model UDINLET was used to evaluate the depth of flow in the
' gutter and thus the spread in the street. Gutter flow encroachment is estimated to be
less than 0.33 feet in the gutter and will leave 24.5 feet of street open for travel.
I
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WIND AND RAINFALL EROSION EVALUATION
Site Soils
'
The Larimer County, Soil Conservation Service Soils Report identifies the soils as
belonging to the Heldt Clay Loam and Thedalund Loam described as having slight to
moderate rainfall erodibility characteristic. The rainfall erosion season as detailed in
'
the City of Fort Collins, Erosion Control Reference Manual [21 (the Manual) is between
May 1 and October 31.
'
The Manual details the area as having moderate wind erodibility characteristics and
that the predominant wind direction is from the west-northwest in this area. The wind
erosion season as detailed in the Manual is between November 1 st and May 31 st.
Construction at the site is estimated to begin in August 1995 and continue through
'
October of 1995, with the majority of the grading and paving work completed by
September of 1995. This schedule places the project within the rainfall erosion
season.
'
Performance Standard
The estimated "During Construction" and "After Construction" Performance Standards
for JFK Parkway and Mitchell Drive are 80.9/95.2 and 78.8/92.8 percent, respectively.
For the purpose of estimating the Performance Standards, the disturbed areas for the
two street sections were considered separately based on the developed contours. The
'
disturbed areas, as shown on the Drainage Study and Erosion Control Plan appended
at the end of this report, consist of:
'
• 1.29 acres including Basin A for JFK Parkway, and
• 1.44 acres including Basins C and D for Mitchell Drive.
The Performance Standard for the site was estimated using the methods detailed in the
Manual and the estimated, average slope length and slope for each basin. Flow
'
lengths and slopes developed for calculation of the "During Construction" Performance
Standards are presented on Standard Form A in Appendix II. The Performance
Standards were taken from Table 5.1 of the Manual. The "After Construction"
Performance Standards were calculated by dividing the "During Construction"
'
Performance Standards by 0.85.
' Practice Factor Measures
Sediment control practice measures for the streets will consist of the construction of
' silt fencing, a straw bale dike, and a straw bale inlet filter. The location and details of
these practice measures are shown on the Drawing 5.
' After construction, practice factor measures for the site will be dismantled and thus
a weighted P - Factor of 1.0 was used to calculate the effectiveness. The calculations
for the weighted P - Factor for each street section both during and after construction
' are presented on Standard Form B in Appendix II.
Cover Factor Measures
Cover factor measures for the streets during construction will consist of existing and
' new paved areas. The paved areas were assigned a C - Factor value of 0.01.
Cover factor measures for the streets after construction is completed will consist of
' implementation of the landscaping plan which calls for establishment of grass cover
of at least 60 percent over the disturbed, non -landscaped areas of the site. Grass will
be established with the use of hay or straw mulch applied and secured at a rate of 2
' tons per acre. The mulched and revegetated areas were assigned C - Factor values of
0.06 as selected from Table 5.2 and Figure 5.1. Cover factor values for the paved
areas were not changed from during construction conditions. The calculations for the
' weighted C - Factor for areas for each street for both during and after construction are
presented on Standard Form B in Appendix Il.
' "During Construction" Effectiveness Evaluation
The Net Effectiveness for the erosion control measures for JFK Parkway and Mitchell
Drive during construction was calculated to be 88.8 and 90.0 percent, respectively,
and exceeds the "During Construction" Performance Standard values of 80.9 and
78.2.
"After Construction" Effectiveness Evaluation
' The Net Effectiveness for the erosion control measures for JFK Parkway and Mitchell
Drive after construction was calculated to be 96.0 and 97.5 percent, respectively, and
exceeds the "During Construction" Performance Standard values of 95.2 and 92.8.
I
' WIND EROSION ANALYSIS
The surface soils in area of the street improvements are rated as moderately wind
' erodible. Construction at the site will occur prior to the windy season and the site
does not fall under any of the exclusions available in the Manual.
' The limited size of the construction area and the necessary access in this area will
restrict the available area for placement of a wind barrier. For this reason the wind
erosion features to be constructed at the site will consist primarily of natural features
' at the sites, water erosion controls and the features to be constructed.
The wind erosion control measures which will be implemented during construction will
' include the items listed below and are detailed on the Grading and Drainage and
Erosion Control Plan.
' • The silt fencing.
• The new street paving.
' • The Larimer Canal Number 2.
• The existing buildings to the west of Mitchell Drive.
' Wind erosion control measures which will be implemented after construction will
consist of mulching and seeding the disturbed areas. Hay or straw mulch will be
applied and crimped into the soil surface at a rate of 2 tons per acre after seeding of
the site.
' INSTALLATION SCHEDULE
' The approximate date of implementation of the erosion control measure during
construction are shown on Standard Form C in Appendix IL As shown on Form C the
silt fencing and the straw bale dike will be constructed prior to grading. Paving of the
' parking and walk areas is scheduled to begin in September and be complete by
October. Permanent vegetation will be seeded and mulched during the fall cool season
planting beginning in August.
' EROSION CONTROL SECURITY
' The erosion control security requirement for the Miscellaneous Streets site was
estimated based on the specification of Section 2.0 of the Manual. The cost of the
erosion control measures at the site as detailed above were estimated to cost $2,231
with a security requirement of $3,346. The estimated cost to revegetate the disturbed
areas with a dryland grass mix according to the city's 1993 mulch and revegetation
bid was $1,775 with a security requirement of $2,660. The larger amount is required
' prior to construction. Both cost estimates are detailed in Appendix II.
1
REFERENCES
1. Engineering Professionals, Inc. Final Drainage Report for Heart Special Improvement
District, Fort Collins, Colorado, Project 311.2, December, 1984, (Revised January,
1985).
2. City of Fort Collins, Colorado, Storm Drainage Design Criteria and Construction
Standards, May 1984, Revised January 1991.
3. Parsons & Associates Consulting Engineer. Final Drainage and Erosion Control Report
for JFK Parkway, Fort Collins, Colorado, Project 91.13, September 19, 1991 (Revised
May 19, 1992).
I
1
APPENDIX I
' HYDROLOGY AND HYDRAULIC CALCULATIONS
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WESTEC
PROJECT:
PRJ. NO.:
POND:
DATE:
Mitchell Drive
94417
Pond A, East Pond
08/03/95
INPUT VALUES
TRAPEZOIDAL
AVERAGE END AREA
INCREMENT
CUMULATIVE
INCREMENT
CUMULATIVE
ELEV
AREA
VOLUME
VOLUME
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VOLUME
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Mir = � I 1= WINNEMUCCA, NEVADA
WELSH ENGINEERING SCIENCE & TECHNOLOGY, INC. ENGLEWOOD, COLORADO
FORT COLLINS, COLORADO 0
r� DATE SUBJECT Tf*�*3-D-M SHEET NO. Of-
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BY -DATE -PROJECT PROJ. NO.
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VV C -i C` WINNEMUCCA, NEVADA
WELSH ENGINEERING SCIENCE & rECHNOLOGY, INC. ENGLEWOOD, COLORADO O
FORT COLLINS, COLORADO
Ems- DATE =�� SUBJECT C SHEET NO. OF -
BY -DATE -PROJECT
Tn Zv PROD. NO.4 � /"'/' /04
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---------------------------j- ---------------------------
UDINLET: INLET HYDARULICS AND SIZING
' DEVELOPED BY
DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
-
-----------------------------------------------------------------------------
�SER:Water Waste and Land -Ft Collins CO.. N DATE 07-26-1995 AT TIME 16:54:48
I
ISER:Wi
�N DATn
C
P,
CT TITLE: MITCHELL DRIVE
CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 10
INLET HYDRAULICS: IN A SUMP.
GIVEN INLET DESIGN INFORMATION:
GIVEN CURB OPENING LENGTH (ft)= 4.00
HEIGHT OF CURB OPENING (in)= 6.00
INCLINED THROAT ANGLE (degree)= 63.40
LATERAL WIDTH OF DEPRESSION (ft)= 2.00
SUMP DEPTH (ft)= 0.17
Note: The sump depth is additional depth to flow depth.
STREET GEOMETRIES:
STREET LONGITUDINAL SLOPE W =
0.83
STREET CROSS SLOPE
2.00
STREET MANNING N
=
0.016
GUTTER DEPRESSION
(inch)=
1.50
GUTTER WIDTH
(ft) =
2.00
STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET
GUTTER FLOW DEPTH
(ft) =
(ft) =
15.63�
0.44
�InuT cf
FLOW VELOCITY ON STREET
(fps)=
3.12
FLOW CROSS SECTION AREA
(sq ft)=
2.57
GRATE CLOGGING FACTOR
(°s)=
50.00
CURB OPENNING CLOGGING
FACTOR(%)=
20.00
INLET INTERCEPTION CAPACITY:
IDEAL INTERCEPTION CAPACITY (cfs)= 8.28
BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 7.94
FLOW INTERCEPTED (cfs)= 7.41
CARRY-OVER FLOW (cfs)= 0.53
BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 7.94
FLOW INTERCEPTED (cfs)= 6.62
CARRY-OVER FLOW (cfs)= 1.32
-----------------------------------------------------------------------
UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
-----------------------------------------------------------------------
Ater Waste and Land -Ft Collins CO ......................................
07-26-1995 AT TIME 16:55:14
1 I
1 Pressure Pipe Analysis & Design
Circular Pipe
l
1 �IWorksheet Name: Misc Streets
I!
: 15" Storm Sewer Under Pressure Flow
1 ,!
Solve For Discharge
1
Given Input Data:
Elevation @ 1.....
30.70
ft
I Pressure @ 1......
14.40
psi
Elevation @ 2.....
29.00
ft
Pressure @ 2....
14.40
psi
1
Diameter.. ..
15.00
in
L th
150 00
ft
1
1
1
1
1
1
1
1
1
1
1
1
eng ............
Hazen -Williams C..
135.00
'Computed Results:
Discharge.........
4191.31
gpm
Velocity..........
7.61
fps
Headloss..........
1.70
ft
Energy Grade @ 1..
64.82
ft
Energy Grade @ 2..
63.12
ft
N Friction Slope....
11.333
ft/1000
ft
�,� . Cam? �c,a�� �F » xc;:�
v�'t--jam, �2.��v `ice �,��'� •
Open Channel Flow Module, Version 3.41 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
1
RENO,NEVADA
1 •V& - AW -� -- -TM ELKO, NEVADA
`W WNW C� I C%Wm WINNEMUCCA,NEVADA
WELSH ENGINEERING SCIENCE & tECHNOLOGY. INC. ENGLEWOOD, COLORADO 1 O FORT COLLINS, COLORADO
BY:-: DATE u' SUBJEC��`— ► /��0(--ov'l � SHEET NO. OF
CHKD. BY DATE PROJECT%'f= -n PROJ. NO.
—
1
Eg
i 1 I! i ! I 1 I •. I I I t
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1
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f l 1 1!
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11
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lp
-1 i-I
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To
I
I ! I� I 1
' r-
LE
.__...
_..._......_..
*** CURB OPENING INLET HYDRAULICS AND SIZING:
INLET ID NUMBER: 10 ✓� �'
INLET HYDRAULICS: ON A GRADE.
INLET DESIGN INFORMATION:
' GIVEN CUR§`-OPE ENGTH (ft)= 5.00
REQUIRED CU�B—OBENI TH (ft)= 22.68
IDEAL _,, -CURB OPENNING EFFIC = 0.36
CURB OPENNING EFFICIENCY = 0.33
STREET GEOMETRIES:
' STREET LONGITUDINAL SLOPE W = 1.69
STREET CROSS SLOPE (%) = 2.00
' STREET MANNING N = 0.016
GUTTER DEPRESSION (inch)= 1.50
GUTTER WIDTH (ft) = 2.00
' STREET FLOW HYDRAULICS:
WATER SPREAD ON STREET (ft) = 10.47
GUTTER FLOW DEPTH (ft) = 0.33
FLOW VELOCITY ON STREET (fps)= 3.66
FLOW CROSS SECTION AREA (sq ft)= 1.22
' GRATE CLOGGING FACTOR (U = 50.00
CURB OPENNING CLOGGING FACTOR(%)= 10.00
INLET INTERCEPTION CAPACITY:
' IDEAL INTERCEPTION CAPACITY (cfs)= 1.63
BY FAA HEC-12 METHOD: DESIGN FLOW (cfs)= 4.50
FLOW INTERCEPTED (cfs)= 1.48
' CARRY-OVER FLOW (cfs)= 3.02
BY DENVER UDFCD METHOD: DESIGN FLOW (cfs)= 4.50
FLOW INTERCEPTED (cfs)= 1.46
-----------CARRY_OVER-FLOW--(cfs)=------3.04
'-----------------------------
UDINLET: INLET HYDARULICS AND SIZING
DEVELOPED BY
' DR. JAMES GUO, CIVIL ENG DEPT. U OF COLORADO AT DENVER
SUPPORTED BY METRO DENVER CITIES/COUNTIES AND UD&FCD
------------------------------------------------------------------------------
�
SER:Water Waste and Land -Ft Collins CO.
N DATE 07-26-1995 AT TIME 17:24:29
*** PROJECT TITLE: JFK PARKWAY
***. CURB OPENING INLET HYDRAULICS AND SIZING:
' INLET ID NUMBER: 10
INLET HYDRAULICS: ON A GRADE.
GIVEN INLET DESIGN INFORMATION:
I
1
APPENDIX II
' RAINFALL AND WIND EROSION CALCULATIONS
I
I
I
I
I
I
I
I
I
1
1
1
1
1
I
I
1
1
1
I
1
i
1
1
Ll
1
-- -- 5 T �� fob
C„
_ � �" — --
`,�i' :� li i Project i lu.. c�:ea �y:
l C�j iC : � �! � r "�-s� ►J �.- � f-I'�_-� i�L�'���C 4� l iD�l�`���'�
I`t=rZ- J F}C �a2� Y Nrc H F
�i--r--7 �)C.S �L- 5LVtvEy Gf
�2��
6LZk-rTo
W� �e2QLZ7,`r'
rot. SOT � t( G-- Cyr i az� G��-cam,
SuJ \ ,Lz--5 Aip .
J' Y 2-" Ar��C�►� �-P,(-�-D A 1 > ,' ✓, JA Y o
�(55�c—---
�
(a7
1
2629 REDWING RD:.0 SUCE 200 PORT ..CLDNS. CCLOR:D -6 (� '_j 226-d=�5 rA:4
RAINFALL PERFORMANCE STANDARD EVALUATION
----------,-q----------------------------------------------------------
IPROJECT: /"l�SC„ sr�•�5 J AFC' if�L�G�-�Rr STANDARD FORM A
(COMPLETED BY: DATE:
-----------------------------.------------------------------ ----- S -I
IDEVELOPEDIERODIBILITYI Asb I Lsb I Ssb I Lb I Sb I, PS
SUBBASIN I ZONE I (ac) I (ft) I W .I(feet) I(*) I (o) I
----------- ----- ------ ------ ------
t
pl--O-z-
ELM
-----------------------------
HDI/Sr--A:1939
EFFECTIVENESS CALCULATIONS
----------------------------------------------------------------------
PROJECT: �/ ��� �"7�J� STANDARD FORM B
,
COMPLETED BY: Nan-�/, r�!. DATE:
Erosion Control C-Factor P-Factor
Method Value Value
----------------------------------------
L--7— �L r l o - 6,1T
-------------
MAJORI PS
BASINI (;)
SUB
BASIN
it
AREA
(Ac)
----Comment
--------- I
10'/IOA,9 ,4 /C ' UALK}
El��r �l^emu l�azC
I I
CALCULATIONS
---------- ---r�. ,---- ----------
yLl,
/
C - l�Arr�2
sr� ______---
D �2 �(
�rF�Tr✓��� ,�
----------------------------------------------------------------------
HDI/SF-B:I989
[1
' -EFFECTIVENESS-CALCULATIONS-----------------
- ----------
1 PROJECT 4r� / ��� j, J�J STANDARD FORM B
' 1COMPLETED BY: [n� hT�� �r1� DATE:
Erosion Control C-Factor P-Factor 1
I Method Value Value Comment
------------ ---------------------------------------------
I
I SE7¢ a v�-O
' I ----------------------------------------------------------------------
IMAJORI PS I SUB I AREA I E
BASINI (;) BASINI (Ac) I CALCULATIONS I
I----- I------ i----- I------ I ---- r----------------------------------- I
I I
D
c� cw,( D1) 75D"/7-� �/u I�:O KD;vci
iSC 'rL
I
I
1�r(.c,b11/17L) 75.z�Lq
Dry
----------------------------------------------------------------------
HDI/SF-a:IoBQ
1
1
1
1
1
1
1
1
i
1
1
1
1
i
1
i
1
1
RAINFALL PERFORMANCE STANDARD EVALUATION
-------------------------------------
PROJECT: ✓ l� l ✓�CK�r�� STANDARD FORM A
COMPLETED BY: b.)E—Ti�C_.-1! DATE:
-------------------------------------------------------------
DEVELOPEDIERODIBILITYI Asb I Lsb I Ssb I Lb I Sb I PS
SUBBASIN-I ZONE I (ac) I (ft) I (.%) [(feet) I (%) I (%)
----------- I------- I------- I------- I------- I
D �l MB A II /, yyi I z Z
N
1T
)T
m
-------------------------------------------
DI/SF-A:I98S
Z, 2—
c5l j
qo1 s 10
�zde �i
(O
WATER 1 Project: r7 �N `'�' CalcUlated By: Tkf
' W A S T E � (x Project No.: to IChecked By:
& LAND Task: ski Date: y
INC.
� TJZC �jj FO vv
z
ArEUK4� 5�f-- L6-&4g ll
' Z��0 uJ 4 �( 5rA c/-�-tC fo <Ff56
(kra = 515a6�7z = Lp I
C4,rzoA - f4c)6 hL &
LN�-7774 _ ((»'
1
1
m
J\L�G�1•'�1 \� (Y`���.{-i = Z�' / LV Ali L - /r
2629 REDWING ROAD SUITE 200 FORT COLLINS. COLORADO 80526 (303) 226-3535 FA.0 (303) Z26--6475
I —
VAX WAT'ER' Project: _,1L1 Calculated By: �T
W A S T E Project No.: I"T , �(`� Checked By:
& LAND Task: Lf'Al I Date:
--INC.
Ir 00
o= z3I9� Z
�� ��-� rat ►JL�C�
' 104c nwuuw KUAU �, , zuu tUHI CULUNS, COLORADo 80526 (303) 226-3535 FAX (302) 226--64
I
I
1
1
1
1
I
1
EFFECTIVENESS CALCULATIONS
---------------------------------------- - �� ✓
PROJECT /�' ��T� J /I%L(jCQcrr2� STANDARD FORM B
�I
COMPLETED BY: DATE:
Erosion Control
C-Factor
P-Factor
Method
Value
Value
Comment
I�--------------------
✓�iJ[
— ;-------------
-----------------
l)
rim, c ����vs co
bb
' 015
z k,
1,
D„
p�Er�oa �y �A
,vr,�,�.T.�,-;
I
I-------------------------
IMAJORI PS SUB I AREA
IBASINI (;) +BASINI (Ac)
F
-----CALCULATIONS
---- ----- ------------------
C5 = 1, 0 0 AL
0. Hy AL
1, L14
C
�
0.5K0.8x�,�.
Er-F�c'rs✓� dl� fj ; I
.3]Zx &3,2F �( I CC�
°To �,� G'�,vl
I
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I----------------------------------------------------
HOI/SF-B:I989
t
EFFECTIVENESS CALCULATIONS
--------------------------------- ✓_---------------- -------- -----
�"�V►
PROJECT: �� cr� F,,F, �,��_ STANDARD FORM 8 j
COMPLETED BY: (���L , CT4 DATE:
I
Erosion Control
Method
-�-y----------------
------------
MAJORI PS
BASINS (;)
SUB
BASIN
I
AREA
(Ac)
1' yq
C-Factor P-Factor
Value Value Comment
---------------------------------------
0.01 /6,b FL 6Ln�
�i
---------------------------------
CALCULATIONS
---------------------------------------
�A✓�7 1. c�c:�c..
aL
o
=D,�2�
SFr, ce-T ew 2ss
g�rF = C/,o (0.az-5�c
fir= q�5��>.� ✓�;�
----------------------------------------------------------------------
HOI/SF-B:Ia89
'
CONSTRUCTION SEQUENCE
r-ra,
STANDARD FORM C
'PROJECT:
IQUENCE FOR 19 75 ONLY COMPLETED
JJ -�
BY: l�t/t ST L !I�
DATE:��
'Indicate
by use of a bar line or symbols when erosion control measures will be installed.
Major modifications to an approved schedule may require submitting a
new schedule for
approval by the City Engineer.
'
YEAR
199 I
19Gib
MONTH
'
OVERIAT GRADING
i
;
WIND EROSION CONTROL
'
Soil Roughening
Perimeter Barrier
I
I
Additional Barriers
I
I
Vegetative Methods
Soil Sealant
I
Other M4-r,.t'a--FCA-r 'LL5
I
I
•,
RAINFALL EROSION CONTROL
i
j
I
STRUCTURAL:
'
Sediment Trap/Basin
!
Inlet Filters
Straw Barriers
Silt Fence Barriers
i
Sand Bags
Bare Soil Preparation
Contour Furrows
t
Terracing
i
Asphalt/Concrete Paving
'
Other
I ,
I I
1
VEGETATIVE:
I I
'
Permanent Seed Planting
I-a--�—•
Mulching/Sealant
I
Temporary Seed Planting
Sod Installation
'
Nettings/Mats/Blankets
I
Other
'STRUCTURES:
INSTALLED BY
MAINTAINED BY
VEGETATION/MULCHING CONTRACTOR
'
DATE SUBHI:':ED APPROVED BY CITY OF FORT COLLINS ON
'
MARCH 1991
8-16
DESIGN CRITERIA
9
J
I
1
1
1
1
1
1
1
1
1
1
1
1
k
0
WATER Project: rk�e- • Calculated By:IM
W A S T E Project No.: yI `'J 1Ly Checked By:
& LL'11\D Task: Date:
arc L yi�T� -�r2p5��Cc
�
CO��2
zo
Z y
LTti1 ra u.FtT�o �l = 7-5
Sys
C�'ST err (!:�;QTa-m� s z1 7, 3
3,
2629 REDWING ROAD SDITF
700 FORT COLLINS COIORADfI A057fi
On-1)
796-111S
=AY
ATTACHMENT A
FINAL DRAINAGE REPORT
FOR
HEART SPECIAL IMPR. DISTRICT
CITY OF FORT COLLINS
COUNTY OF LARIMER
STATE OF COLORADO
DECEMBER, 1984
REVISED: JANUARY 1985
PROJECT NO.: 311.2
Prepared by:
Engineering Professionals, Inc.
2625 Redwing Rd., Suite 110
Fort Collins, CO 80526
(303) 226-3852
INTTRODUCTION
This final drainage report is submitted in conjunction with
construction drawings for Heart Special Improvement District
prepared by Engineering Professionals, Inc. The City of Fort
Collins "Storm Drainage Design Criteria and Construction
Standards" were used as guidelines for runoff calculations and
storm sewer system design.
SITE DESCRIPTION
Heart Special Improvement District is located in the West
half of Section 36, Township 7 North, Range 69 West of the Sixth
P.M. Proposed improvements consist of construction of portions
of JFR Parkway and Troutman Parkway, realignment of the Larimer
#2 Canal, construction of a 5-foot by 20-foot box culvert under
the intersection of JFR and Troutman Parkways, and construction
of water, sanitary sewer, and storm sewer utilities. Future
land use in the District will primarily be commercial and
business -related, although .approximately 10 acres in the
southeast portion of the District is intended to be developed as
high -density residential. The District contains approximately
45.3 acres, is predominantly covered with native vegetation, and
slopes to the south and east at from .5 to 2%. The site is
bordered on the north and east by Boardwalk Drive, on the west
by business and residential properties, and on the south by
agricultural land. The Larimer #2 Canal crosses the site in a
general northeast -to -southwest direction.
HISTORIC DRAINAGE
Before construction of the Landings and Whaler's Cove
residential areas, the portion of the site below the Larimer #2
Canal drained to the major basin thalweg to the south, while the
area above the Larimer #2 Canal discharged into the canal. At
present, the majority of the site drains into the Larimer #2
Canal, a portion drains south toward the basin thalweg, and the
remainder drains into an open channel leading to Harmony
Reservoir (see Figure 1). Estimated historic 2-year and 100-year
peak discharges into the Larimer #2 Canal from the site are 5.9
cfs and 20.5 cfs, respectively. Estimated 2-year and 100-year
historic peak discharges from the site area below the Larimer #2
Canal are 4.2 cfs and 15.5 cfs, respectively.
MASTER DRAINAGE
A report entitled "Master Storm Drainage Report for the
Landings P.U.D.," by Cornell Consulting Company recommended that
areas above the Larimer #2 Canal be allowed to release storm
flows at the historic 2-year level directly to the Larimer #2
Canal. Those portions of the site below the Larimer #2 Canal,
with the exception of Troutman Parkway, were to drain into an
open channel running to Harmony Reservoir, as outlined in the
above report.
DRAINAGE UNDER DEVELOPED CONDITIONS
City of Fort Collins Storm Drainage Utility staff has
recommended that the Larimer #2 canal running through the site be
sized for a total discharge of 240 cfs, 155 cfs of irrigation
flows and 85 cfs of stormwater flows. Assuming only those areas
above the canal and to the east of College Avenue, (with the
exception of the Jetty P.U.D., which discharges to Harmony
Reservoir) contribute to stormwater discharge into the canal, the
allowable release rate per tributary acre is approximately 0.87
cfs per acre (see Figure 1). We request that the City of Fort
Collins require all future developers in this basin east of
College Avenue above the Larimer #2 canal to design and construct
facilities sized to detain the developed 100-year runoff volume
and release at a rate of 0.87 cfs per tributary acre.
Curb inlet lengths were sized for the 10-year event
according to City of Fort Collins Drainage Design Criteria.
Storm sewers discharging from future building sites into curb
inlets were sized based on a detained release rate of .87 cfs per
acre summed with any offsite discharge. The remainder of the
storm sewer system from- curb inlets to the Larimer #2 Canal were
sized to handle the larger of the peak discharge from the 10-year
street runoff intercepted by the curb inlets, or 10-year peak
discharge .from the total tributary area assuming a time of
concentration of 20 minutes.
According to recommendations made in the Cornell Report,
those portions of the District below the Larimer 12 Canal (basins
H, I, and M; see map) were to drain undetained to Harmony
Reservoir via a grass lined, trapezoidal channel. Due to
circumstances unforeseen during preparation of the Cornell
Report, we propose that detention facilities sufficient to detain
the 100-year event and releasing onto "Somerset" at the 2-year
historic rate be constructed by future developers of basins H. I,
and M.
An undeveloped area of 3.6 acres at the Northwest corner of
Landings Drive and Boardwalk discharges under Boardwalk via curb
inlet and culvert onto Basin E. The inlet and culvert were sized
by others based on undeveloped conditions; future developers of
that parcel will need to detain on -site to limit future
discharges to .87 cfs per acre, as this area historically
discharged into the Larimer #2 Canal. We assumed that these
undeveloped flows passed through Heart S.I.D. undetained to the
Larimer #2 Canal.
ENGINEERING PROFESSIONALS, INC.
Jonathan B. Howard
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Michael N. Schmid, P.E.
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ATTACHMENT B
I
"O'CIMPUTATIONS STEWART&ASS&JATES
Consulting Engineers and Surveyors
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214 N. Howes St. Ft Collins, CO 80521 *.(303) 482-933.1 -
Y: Date
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ATTACHMENT C
Fina pproved Report
Date
FINAL DRAINAGE REPORT
FOR
TOYS "R" US AND WESTERN AUTO STORES
SOUTH COLLEGE AVENUE AND BOCKMAN DRIVE
FORT COLLINS, COLORADO
JUNE 4, 1991
(REVISED JANUARY 14, 1992)
PREPARED FOR:
ROSENBAUM/DEAN
101 North Cascade Suite 400
Colorado Springs, Colorado 80903
719-630-0066
PREPARED BY:
PARSONS & ASSOCIATES CONSULTING ENGINEERS
432 Link Lane Plaza
Fort Collins, Colorado 80524
303-221-2400
PROJECT NO. 91.03 TOY
' FINAL DRAINAGE REPORT
FOR
TOYS "R" US AND WESTERN AUTO STORES
' SOUTH COLLEGE AVENUE AND BOCSMAN DRIVE
INTRODUCTION
This drainage investigation has been prepared along with final
plans for the Toys "R" Us and Western Auto Store to be located
' northeast of the intersection of South College Avenue and Bockman
Drive. This study was prepared in accordance with the City of Fort
Collins "Storm Drainage Design Criteria and Construction Standards"
' and based on the site plan prepared by Masterplans Design Concepts,
Inc., a topographic survey completed by Rick Lewis, P.L.S. and
preliminary review comments completed by the City of Fort Collins
staff.
SITE DESCRIPTION
' The study area is situated in the Northwest Quarter of Section
36, Township 7 North, Range 69 West of the 6th Principal Meridian,
City of Fort Collins, Larimer County, Colorado. The site is
' bounded by: South College Avenue on the West, Western Wardrobe and
Larimer County #2 Canal on the North, JFR Parkway on the East and
Bockman Drive on the South.
The site comprises approximately the northern one third of
Superblock 5 plan prepared for South College Properties. The
Western Auto Store site is located approximately in the area of the
previous South Grove S.I.D. The site is presently undeveloped
except for an abandoned house and an existing lumber yard which
will be relocated. The site slopes generally to the North and
Northeast at 0.5% to 6%. Vegetation consists of native grasses and
brush along with a few scattered trees.
HISTORIC DRAINAGE
The project area falls within the limits of the Heart Special
Improvement District (S.I.D.) Final Drainage Report completed in
January, 1985. This area (shown in Figure 1) includes the 2.4 acre
Western Auto site, the 5.4 acre Toys "R" Us site and approximately
5.1 acres of undeveloped area to the south.
-1-
I,
-2-
u
I
' Three different.subbasins contribute to the historical runoff.`
Existing Area #1 is a sliver of land which drains into South
College Avenue. This area is approximately .4 acres and is the
area between the East curb of south college Avenue and the front of
buildings in this area. Existing Area #2 is approximately 2.0
acres in area and covers a level area just East of South College
Avenue along Area #1. Flows here continue to the North where they
' are intercepted by the Western Wardrobe, Wendy's, and Palmer House
drainage system and held in a retention pond behind the Palmer
House. The remainder of the flows in Area #3 are surface flows
which continue Northeasterly before they are intercepted by the
Larimer #2 Canal. Once intercepted by the canal they are
transported in the canal Southeasterly to either Warren Lake or the
Larimer #2 extension ditch. A small 0.38 acre portion of this area
' north of the Larimer #2 Canal continues to drain to the north away
from this project.
' These existing basin patterns are modified by the development
of this project. Existing area #1 will be reduced by approximately
one-half as the Western Auto Store grading and landscaping are
' completed. The runoff from Area #2 will be totally contained on
the Western Auto Store site and will eliminate any runoff to the
.existing commercial properties to the north. Area #3 will continue
to discharge into the Larimer #2 Canal; however, through controlled
' outlets at reduced flow rates.
' MASTER DRAINAGE
' Following the guidelines developed under "Master Storm
Drainage Report For the Landings P.U.D." by Cornell Consulting
Company and reaffirmed by "Final Drainage Report for Heart Special
' Improvement District" by Engineering Professionals, Inc., only a
two year historic discharge should be allowed into the Larimer #2
Canal. This discharge was further defined by the Heart S.I.D.
final report at a limit of 0.87 cfs/acre of development. This
release rate was used to compute the required detention volumes for
each basin identified in this report.
' DRAINAGE UNDER DEVELOPED CONDITIONS
The final site layout and grading are attached as Figure 2.
In general, the grading plan will follow the contour of the
existing slopes, tipping to the northeast. A summary of the
proposed drainage basins follows:
1 -3-
'J
' BASIN AS (Western Auto South Parking Area)
Basin AL includes the South parking lot of the Western
' Auto store site, the north one-half of Bockman Drive from
South College Avenue to Mitchell Drive,and the west one-
half of Mitchell Drive from Bockman Drive to the first
driveway entrance. This basin is 1.20 acres large and
' will require 10,260 ft.3 of detention volume discharging
at 1.17 cfs (See Table 1).
' BASIN A, (Western Auto Building and North Parking Area
' Basin AZ includes approximately the north parking area,
the west one-half of the Mitchell Drive right-of-way from
the southerly entrance to the northerly entrance, and the
roof drainage from the proposed building. This basin is
1.05 acres large and will require 6,840 ft.3 of detention
volume discharging at 0.78 cfs (See Table 2).
BASIN A, (South College Avenue)
The proposed site plan shows three graded and landscaped
berms along the South College Avenue curb line along the
west edge of the Western Auto site. The area which will
flow from the side of these berms towards South College
Avenue is reduced from .4 acres to .2 acres. In
addition, the runoff from these grassed areas will be
substantially less than the exposed dirt and packed
gravel areas which now exist. We feel that this will
allow us to improve the drainage conditions along South
College Avenue.
Existing flows in South College Avenue will continue to
flow from South to North. A valley gutter at the
intersection of Bockman Drive and South College Avenue
will allow flows to continue Northerly without being
diverted into this site. Bockman Drive grades increase
from South College Avenue at a grade of 1.67% for a
distance of over 150 feet. This is reflected in the
street design for Bockman Drive as part of the site
construction plans. A curb inlet has been provided in the
curb line .along South College Avenue. This inlet has
been sized to intercept and divert a portion of basin A3
flows into basin A1. The detention pond for subbasin A1.
will be sized to detain these flows. Only a small
portion of subbasin A3north of this curb inlet will flow
offsite.
-5-
BASIN A4 (North End_ of Mitchell Drive)
Due to the grades established by the design of Mitchell
Drive through the Feeney Subdivision immediately North of
this site it will be impossible to contain all of the
Mitchell Drive runoff on site. Approximately .03 acres
will be undetained at the North end of Mitchell Drive.
In the short term, this runoff will be diverted to the
East by a drainage swale and discharged into the Larimer
#2 Canal. Ultimately, as Mitchell Drive is built, this_*
area will drain into the Northerly Mitchell Drive
'
improvements.
'
BASIN B1 (Toys "R" Us Parking Area)
Basin B1 includes all of the Toys "R" Us site to the west
'
of the building, the east one-half of Mitchell Drive and
the north one-half of Bockman Drive from Mitchell Drive
to the approach at the west edge of the Toys "R" Us
building. This basin is 2.42 acres large and will
'
require 16,590 ft.2 of detention volume discharging at
2.00 cfs (See Table 3).
'
BASIN B2
Basin B2 includes the remainder of the Toys "R" Us site
which includes the roof drainage, the north one-half of
Bockman Drive from the approach at the west end of the
building to JFR Parkway, the areas directly north and
'
east of the proposed building and the east one-half of
the JFR right-of-way from Bockman Drive to the Larimer #2
canal. This basin is 2.24 acres large and will require
15,180 ft3 of detention volume discharging at 1.90 cfs
(See Table 4).
BASIN BZ
Basin B, includes a 0.38 acre parcel at the northeast
corner of the site which is north of the Larimer # 2
canal. This piece will be maintained in its natural
state, (0.10 acres drain into the canal and 0.28 acres
drain to the northeast). It is anticipated that
'
detention needed for this area will be included in
development to the north of this site.
-6-
' BASIN #B4 (North End of Mitchell Drive)
' Due to the grades established by the design of Mitchell
Drive through the Feeney Subdivision immediately North of
i this site it will be impossible to contain all of the
Mitchell Drive runoff on site. Approximately .03 acres
will be undetained at the North end of Mitchell Drive.
In the short term, this runoff will be diverted to the
East by a drainage swale and discharged into the Larimer
#2 Canal. Ultimately, as Mitchell Drive is built, this
area will drain into the Northerly Mitchell Drive
improvements.
BASIN C
'
Basin C includes all of the area south.of Bockman Drive
between South College Avenue and the proposed JFK
Parkway. The southerly limits of the basin extend
approximately 450' south of the centerline of Bockman
'
Drive to an existing ridge line. Approximately 5.1 acres
contributes runoff to the southwest corner of Bockman
Drive and the proposed JFK Parkway. A channel has been
provided here to convey historical flows around the Toys
'
"R" Us site and into the Larimer #2 Canal. The
preliminary design of the JFK Parkway and Bockman Drive
'
intersection includes inlets and storm drains which will
carry JFK runoff and detention pond releases from this
area to the Larimer #2 Canal. Drainage from the South.
one-half of the Bockman Drive right-of-way is intercepted
'
by this channel as well. The channel for this basin will
convey the 100-year historic flow which is calculated as
7.2 cfs. Any detention or storm drainage improvements
for this sub -basin will be constructed as the site
develops or as the JFK Parkway is constructed.
�I
-7-
1
11
1
1
1 SUMMARY
The total developed Toys "R" Us - Western Auto site includes
' approximately 7.72 acres. As per the allowed release rate of 0.87
acre/feet per acre, this site would be allowed 6.72 cfs of runoff
in the 100 year event. To meet this requirement, several detention
' ponds with controlled outlets have been provided. The total runoff
from the developed site (as summarized in the following table) is
6.97 cfs.
' Actual runoff from this site exceeds the allowable by .25 cfs.
We feel that this is within the accuracy of the calculations. In
addition, this is a temporary situation. Flows from Basins A41 B3,
and B4 will be collected by detention ponds in future developments
to the north. This means that approximately 1.12 cfs from these
three basins will ultimately be detained. We feel that this is an
' effective and conservative solution to the Toys "R" Us drainage
conditions. We request a variance to allow this .25 cfs to be
discharged from the Toys "R" Us and Western Auto site in a 100 year
' storm.
1
1
1
1
1
i
1
1
-8-
1
SUBBASIN SUMMARY
u
1
1
I
..1
Drainage
Area
Allowed
Actual
Req.
Avail
Ori-
Remarks
Subbasin
(Ac)
Runoff
Runoff
Deten
Deten
fice
(On-
(0.87
From
(Ft3)
(Ft3)
Area
Site)
CFS/
Site
(S.
ACRE)
(CFS)
F.)
Al
1.20
1.04
1.17
10260
11056
.111
Detention in
parking lot
u A2
1.05
0.91
0.78
6,840
6,9253
Detention in
0.07y
parking lot
A3
0.37
0.32
---
None
---
---
Diverted into
Basin Al
A4*
0.03
0.03
0.22�
None
---
---
Undetained
area of
Mitchell Drive
B1
2.42
2.11
2.00
16590
16305
.118
50 Year Storm
Detention
Underground
B2
2.24
1.95
1.90
15180
16125
.118
50 Year Storm
Detention
Underground
B3*
0.38
0.33
0.68
---
---
---
Natural area
North of Canal
lUndetained
B4*
0.03
0.03
0.22
None
---
---
area of
Mitchell Drivel
(On-
7.72
6.72
6.97
---
---
---
---
Site)
Total
Drainage
Subbasin
(off -
site)
C
5.10
4.44
---
---
---
---
Flow is Q-100
detention is
part of future
developement
*'Note: Runoff from B4 and A4 will eventually continue down Mitchell Drive and
be detained in detention ponds constructed as part of Palmer House Improvements.
Runoff from the north end of Subbasin B3 will be detained by future development
along the JFR Parkway.
Table le✓ise) 3.72 f e re f �ecf " qs Ou;l f " Cmd l firt
' aJ rrjuejW d, slo(M wa l+r ui�l�l� / 11, f
. �J
r�
I
1
ATTACHMENT D
1
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1
1
1
1
1
1
i
1
1
1
1
1
i
1
1
1
1
r=inal Approved Report
dateL;
FINAL DRAINAGE & EROSION CONTROL REPORT
FOR
JFK PARKWAY
(BOCKMAN DRIVE TO LARIMER #2 CANAL)
FORT COLLINS, COLORADO
SEPTEMBER 19, 1991
(REVISED MAY 19, 1992)
PREPARED FOR:
WAYNE K. SCHRADER
PREPARED BY:
PARSONS & ASSOCIATES CONSULTING ENGINEERS
432 LINK LANE PLAZA
FORT COLLINS, COLORADO 80524
(303) 221-2400
PROJECT NUMBER: 91.13 JFK
I
I
C
1
Larimer #2 Canal. This basin was included in the drainage analysis for the Toys "R"
Us/Western Auto P.U.D.; however, due to the grade of the JFK Parkway it is not possible to
direct these flows into the Toys "R" Us detention system. An inlet at the Larimer #2 Canal
will be built to intercept these flows where they will be conveyed via storm sewer to a
temporary detention facility along the east side of the JFK Parkway. These flows, along with
the flows from Basin E, will need to be included in permanent storm drainage detention
facilities to be constructed when property east of JFK Parkway develops.
BASINS G & H
A small portion of the JFK Parkway right-of-way lies north of the Larimer #2 Canal.
Basin G is the west one-half of the JFK Parkway and Basin H is the east one-half of the JFK
Parkway north of the canal. Basin G is approximately .10 acres and Basin H is approximately
.07 acres. This area flows to the northeast away from the Larimer #2 Canal. The flows from
these two JFK Parkway basins will not be detained and will continue to flow to the northeast.
As this section of the JFK Parkway is extended to the north and development occurs on the
adjacent property, these flows can be diverted to future detention ponds. Slope paving and
riprap have been utilized to reduce erosion from this runoff.
BASIN J
The area between JFK Parkway and Landings Drive and between the ridge line just
north of Boardwalk Drive and the Larimer No. 2 Canal contains 7.19 acres. Currently, runoff
sheet flows from south to north where it is intercepted by the Larimer No. 2 Canal. Basins
A, E & F also will discharge through Basin J as JFK Parkway is completed and as Basin J is
developed. A temporary detention pond will be constructed to collect flows from these Basins
and release them into the Larimer No. 2 Canal at a controlled rate of 0.87 cfs/acre. In
addition, flows from the temporary detention pond on the west side of the JFK Parkway will
be routed through this temporary detention pond. A 12 3/4" X 12 3/4" orifice plate mounted
on an outlet structure will restrict flows. This will allow all drainage runoff from the
construction of the JFK Parkway, and from the two proposed development areas along the
JFK Parkway to be discharged into the Larimer No. 2 Canal in one location at the allowed rate
as requested by the ditch company.
SUMMARY
PROPOSED STORM SEWER IMPROVEMENTS
A proposed 15" storm sewer system will be installed in this phase of JFK Parkway (see
figure 2) . This system will provide a drainage outlet for future development in Basin D as
well as adjacent street improvements in Basin B. Basin B flows will be directed to the future
0
development via driveways and a future inlet at the southwest corner of Bockman Drive and
the JFK Parkway. Temporary detention pond "A" and an orifice plate controlled outlet will
insure that this system will function properly with an allowed release of 5.02 cfs.
Flows from Basin "C" will be directed into an inlet at the southwest corner of Bockman
Drive and the JFK Parkway. This runoff will be directed into the Toys "R" Us underground
detention via a pipe under Bockman Drive.
Inlets at the north end of Basins E & F will direct runoff onto property east of the JFK
Parkway where it will flow into temporary detention facility "B". Detention Pond "B" will also
collect runoff from Basins A and J. Eventually this runoff will be included in a permanent
detention system as the site is developed. An outlet from this pond will be built to allow
flows from both temporary detention ponds to be released into the Larimer No. 2 Canal.
Riprap has been placed at the outlet to prevent erosion around the outlet pipe and inside the
irrigation ditch (see attached calculations for sizing riprap). Also this site must detain for
Basin F which is the west side of JFK. This is not a normal requirement since adjacent
properties are normally only required to detain to the crown of adjacent streets. However,
due to the site topography restrictions, this detention requirement will be imposed upon this
site. In exchange for this, the usual site to be responsible, Toys "R" Us, will provide detention
for Basin "C" (see Basin "C" discussion)
-10-
PROPOSED STORM
cr
II Ilan
II II��
I I 1014,
•I � II .
0.10 aceee
rJeiMae wcn.Z ctuA.- --
>:Xl4TrNG eCTAW1uG
Wd1L
''TOTAL u1J0ETAMJF-0 FLOW4x
�Q,pO OGvGLOPED)
' sns1U o 1.6 cfe
i sAorrJ N o•-7 Gf�
#TO Bt DCTd1UED BY fuTu2E DeVBLOPYIL'uT
,,' DETA11.]£O FLdw3
(61,00 OevEe.c�PEO) '
'BA�SILI B !e•7c�'S OFYd1uED lu Po"o *A
9A�JIU O 45.9 cf�
- 9d'SIU G 4.0 -rOYb•C' u4 OETEuT1Ou
'BAh11.7 A 6.5 cFe OQ•rAIUEO UJ POUO'B'
Baw q w
sw E 3.6�5
:5A41U F 4.4 cps w IIII
5A,61 J J " • ' w III I
uuos2Geoui.la
}F oETELJ"r101j
Ez»T. T `ALJ 34-eGP �� I
IIII
BA71u
16 ece T,E o 1
TOYS 2• uh DETElJTlolt I
' BOG Off. •N
'oe/FtGE P1_ATE
T�F-[Poe:AeY
OETFj.Si10rJ /�
ijED11'ILL7TAYIGL.1 POLIO A
IMPROVEMENTS
P
dceE4
UeW 5'a2o'
GOLGY.ETE
9'f a uGTues
�1.
�Y
m
n 1
V
o �.
m�mo \ ,
Fo�,a
�- 5'Oz 'ape,
�[11 r
,Wu-ru2E Oe1vE L
6.5 c4's
r�To rErtP: DeTeurlou
i
1 C
64.7 ciy V
li
F ;URE 2
BASIN SUMMARY
BASIN
AREA
nto
a+oo
PERMITTED
COMMENTS
(ACRES)
(CFS)
(CFS)
RELEASE
(0.87 CFSlACRE)
A
0.65
�3.5
6.5
0.57
DETENTION PROVIDED
FOR IN POND 8
B
0.67
3.6
6.7
0.58
DETENTION IS
PROVIDED FOR IN
POND A
C
0.42
2.0
4.0
0.37
DETENTION IS PART OF
TOYS "R" US SITE IN
EXCHANGE FOR BASIN
F
D
5.10
-
45.9
4.44
PERMITTED RELEASE
FOR BASIN B & D IS
5.02 CFS. DETENTION
IS PROVIDED FOR IN
POND A
E
0.36
1.8
3.6
0.31
DETENTION IS
PROVIDED FOR IN POND
B
F
0.44
2.3
4.4
0.38
DETENTION IS
PROVIDED FOR IN
POND B
G
0.10
-
1.0
-
DETENTION IS PART OF
FUTURE DEVELOPMENT
TO THE NORTH
H
0.07
-
0.7
-
DETENTION IS PART OF
FUTURE DEVELOPMENT
TO THE NORTH
7.19
-
64.7
6.26
PERMITTED RELEASE
FOR BASINS A. E, F
& J IS 7.52 CFS.
DETENTION IS
PROVIDED FOR IN
POND 8
TOTAL 15.00
BASIN A Orr
Q:__ = 2.00 CFS III
Wor
7 I
AWN B � •-..
-.....—...—ate
��••
BASIN B
0100 Or 2.00 CFS •'`-..,:
SALT IN
PEl1
BASIN C
I
MITCHELL DRIVE
•;CAI' - 30'
I
�I
fa
l
SHMME ADEQ
_ uaExR
o N! MG xIR,
J I —.9.C— I UNK CIXIIWRS (I n )
W N12�3 PALMER FLOWERS ♦ ♦^ud .. )ml
N . xEw warocWrz cgRWR f IN Lv.n- R,Y l0 NUMBER
Or
I x REFERENCE INEPT NUMBExi)-----. gdFWLP 9LSIN
vv rzxcP (SEE DnuL D xe WEEI s)
LMHs OF DISTURBED AREA
4 'NEEYES 1ASEE BnLIn LA H ♦ BASIN E a DPRAPPA,N
-mce..• /., i.. ..1 INNUCCE: WAS& - 100 YEAR STURM
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