HomeMy WebLinkAboutDrainage Reports - 07/22/1992PROPERTY oF,., inal Approved Report
FORT COLLINS Date 2/f,2
FINAL DRAINAGE REPORT
for
SPEIGHTS P.U.D.
Fort Collins, Colorado
June, 1992
prepared by
NORTHERN ENGINEERING SERVICES , I NC _
420 South Howes, Suite 106
Fort Collins, Colorado 80521
(303) 221-4158
' Northern Engineering Services, Inc.
'
June 18, 1992
Mr. Glen Schleuter
'
Stormwater Utility
City of Fort Collins
235 Mathews
'
P.O. Box 580
Fort Collins, Colorado 80522-0580
1
re: Speights P.U.D.
Final Drainage Report
Project No. 9201.00
Dear Glen:
Northern Engineering is pleased to submit this Final Drainage
Study for your review. It represents a study of the existing and
proposed runoff characteristics of the proposed Speights P.U.D..
Study of soil erosion and control at the site is also included in
this report.
Your assistance during the design phase of this project has
been greatly appreciated. If you should have any questions or
comments as you review this report, please feel free to contact me
at your earliest convenience.
Sincerely,
NORTHERN FiNGINEERIVGSERVICES, INC.
Michael F. JoE.
420 S. Howes • Suite 106 • Fort Collins, Colorado 80521 • (303) 221-4158 • Fax (303) 2214159
I
IN
A
SCARF 1'=2000'
VICINITY MAP
Final Drainage Report
for
SPEIGHTS P.U.D.
Fort Collins, Colorado
June, 1992
I. GENERAL
This report summarizes the results of a stormwater and erosion
study conducted for the proposed development of Speights P.U.D.,
located in the Northwest quarter of Section 32, Township 7 North,
Range 68 West of the 6th Principal Meridian, in Fort Collins,
Colorado. The site has previously been platted as Timberline
Subdivision.
Methods outlined in the City of Fort Collins' Storm Drainage
Design Criteria and Construction Standards were used in the
calculations for the stormwater runoff portion of this study, while
the City's Erosion Control Criteria was used as a guide in
preparing the erosion control plan. Additional references were
made to the Urban Drainage and Flood Control District's Urban
Storm Drainage Criteria Manual as needed. Summary calculations and
other supporting material is contained in an appendix to this
report.
The Rational Method was used to calculate stormwater runoff
from the site, while calculations based on the Modified Universal
Soil Loss Equation (MUSLE) were used in the erosion study.
II. SITE DESCRIPTION
The proposed Speights P.U.D. is located on approximately 2
acres of ground which is bounded on the west by Timberline Road,
to the north by Fox Meadows P.U.D., to the east by Sunstone P.U.D.
and to the south by an undeveloped tract of ground.
Speights P.U.D.
Final Drainage Report
page 2
II. SITE DESCRIPTION (Continued)
The land currently is occupied by a house and several small
out buildings. The ground is covered by grass and gravel drives
which access the house and other buildings and the site slopes
gently downward from southwest to northeast at approximately two
percent. A tract on the northern portion of the site contains a
large drainage swale and a 24-inch storm drain which flow to the
east.
The site lies in the Fox Meadows Basin (Basin H) of the City
of Fort Collins. The drainage swale on the north side of the site
is included in this master drainage plan as the Sunstone Swale.
On the east, Stony Creek Drive has been included in Sub -Basin I of
the Sunstone Village Fourth Subdivision.
III. HISTORIC DRAINAGE
Slightly more than half of the site currently drains east to
Stony Creek Drive. The remainder drains north into the Sunstone
Swale. Sub -Basin H-1, shown on the attached Grading and Drainage
Plan, flows onto the undeveloped property to the south and
eventually into Stony Creek Drive. Sub -Basin H-3 drains northeast
onto the developed Sunstone lot and on into the Sunstone Swale.
Flows reaching Stony Creek Drive from the site currently flow south
into a curb inlet, then back north in a storm drain which flows
into the 24-inch storm sewer mentioned above. Runoff from
Timberline Road to the west sheet flows across the site to the
east.
IV. PROPOSED IMPROVEMENTS
Development of the site would place five single-family lots
on the eastern portion of the site with access on Stony Creek
Drive. Two commercial lots are planned on the west of the site
with access off of Timberline Road. The northern of these lots
will have a veterinary clinic in the existing house. Development
of the southern commercial lot will occur with the second phase of
this project.
ri
' Speights P.U.D.
Final Drainage Report
page 3
IV. PROPOSED IMPROVEMENTS (Continued)
Although Stony Creek Drive has been included in the Sunstone
drainage plans, the portions of the project site which historically
drain into the Sunstone P.U.D. were not included in the runoff
calculations for that project. Drainage improvements for the
Speights P.U.D. have, therefore, been designed to direct most of
the stormwater runoff from the site into the Sunstone swale or into
the 24 inch storm sewer on the north side of the site.
A variance is requested from the on -site detention
requirements to allow the peak runoff from the site to proceed
downstream ahead of the basin's peak runoff. The lag time to the
Sunstone detention basin (#210) is five hours and 5 minutes. The
time of concentration for the 100-year peak flow from Speights
P.U.D. to the pond is approximately one hour which is certainly
less than the one half lag time for the entire basin. The percent
of impervious area is assumed to be 40% in the 100-year storm
runoff master plan study prepared by Engineering Professionals,
Inc. (August 1989). An updated calculation estimates 34%
impervious area to make the runoff slightly less than that given
' by the SWMM model used for the study. In addition, the area of
Speights P.U.D. is small, and the required rate of release from a
detention pond would be achieved using a small orifice at the
' outlet (radius = 1.8"). This would most likely result in
maintenance problems due to clogging of the orifice.
An area inlet is planned for each commercial lot, with a
proposed 15-inch storm sewer to convey flows to the 24-inch storm
sewer under the sunstone swale. The parking lot of the north
commercial site will convey flows from that area through a vertical
curb and gutter into the inlet at the northeast corner of the
parking. Runoff from the north side of the site will be allowed
to sheet flow into the Sunstone swale. In the event that the area
inlets become clogged, the overflow paths will be as follows: from
the area inlet at Lot 6 flow will be north to the Sunstone Swale;
from the area inlet at Lot 7 the flow will be to the SE corner of
the lot and along the development's south boundary into Stoney
' Creek Drive and into the inlet south of design point 1. Historic
and developed flows are tabulated in Table A, attached.
' As part of the improvements to Timberline Road, a 15-inch
storm sewer has been previously approved by the City to parallel
' the existing 42-inch line. This was necessary due to the 42-inch
line being near capacity.
' Speights P.U.D.
Final Drainage Report
page 4
V. EROSION CONTROL
tIt is anticipated that the proposed improvements for the
' Speights P.U.D. will be completed by the fall of 1992.
Construction of homes on the residential lots would proceed shortly
after that. Development of the veterinary clinic is expected to
be complete by the end of 1992.
Gravel dikes are to be placed in the street gutters as shown
on the attached Grading and Drainage Plan and gravel filters are
' to placed around the inlets. These temporary gravel structures
should be monitored by the developer during construction and
maintained as necessary.
' After over -lot grading has been completed on the project, it
is recommended that any areas of the project which are to stand
longer than thirty days without further work be dry mulched to
prevent wind and rainfall erosion. The mulch shall be of hay
applied at a minimum rate of two tons per acre and adequately
anchored into the soil.
A'PPEPTID I X
1. Runoff Calculations ................................... 1
2. Tables & Nomographs used in calculations .............. 8
3. Erosion control ....................................... 15
4. References ............................................ 18
5. Excerpt from Timberline Road
design by Engineering Professionals ................... 19
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Figure 5-3
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TABLE A
' STORNRATER RUNOFF
Speights P.U.O.
' BASIN/ i OVERLAND i CUTTER/PIPE SNALE
D.P„ AREA ; C L S tc2 tcIOO� L S V tc ; L S V tc ; TO Tcl00; i2 i100 ; C
(ac) ; (ft)(8) (min)(min)I(ft) (1) (f/s(min)I(ft) (8) (f�s(min);(min)(min);(i�hlii�h)
t-------- ------------------------------ ------------------------------------------------------
H 1 ; 0.26 10.10 160 1.9 17.2 16.2 ; i 117.2 16.2 12.00 5.80 10.29
' H 2 ; 1.22 :0.20 310 1.9 23.8 22.4 ; 65 0.5 1,5 0.7 ; 124.5 23.2 ;1.65 4.75 10.36
H 3 ; 0.18 :0.20 160 1.9 17.2 16.2 ; ;17.2 16.2 12.00 5.80 :0.28
H 4 ; 1.06 :0.20 180 1.7 19.0 19.0 210 1.00 1.5 2.3 :21.4 20.3 :1.80 5.15 :0.31
1 ; 0.38 :0.15 134 1.9 16.7 16.0 ; :16.7 16.0 :1.95 5.80 :0.44
' l.a 0.12 :0.15 4 2.0 2.8 2.7 ; 190 0,5 1.5 2.1 ; 4.9 4.8 :2.50 7.15 10.82
2 0.85 10.15 135 1.5 18.0 17.3 ; :18.0 17.3 11.94 5.50 :0,27
3 ; 0.75 10.15 182 2.7 17.2 16.5 ; ; 230 1.00 1.5 2.6 ;19.8 19.1 ;1.82 5,20 :0,27
' 4 ; 0.39 :0.15 5 2.0 3.2 3,0 200 0,5 1.5 2,2 ; ; 5.4 5.3 :2.50 7.15 :0.72
5 1.27 10.15 135 1.5 18.0 17.3 ; 200 0.5 1.5 2.2 :20.3 19.5 ;1.82 5.30 10.34
5,a ; 0.42 10.15 75 2.0 12.2 11.7 205 0.5 1.5 2.3 114.5 14.0 ;2,15 6.15 :0.49
' NOTES:
1. D.P. l.a represents flaw from the street portion of Developed Sub -Basin D1
2. D.P. 5.a represents surface flows entering inlet for Developed Sub -Basin D5.
Q2 Q100
(cfs) (cfs)
-------------
0.15 0.55
0.72 2.51
0.10 0.37
0.59 2.12
0.32 1,20
0.25 0.88
0.45 1.58
0.37 1.32
0.70 2.51
0.79 2.86
0.44 1.58
I
r
TABLE A CALCULATIONS
Table A is based on City of Fort Collins' criterai for
calculating stormwater runoff using the Rational Method. Notes on
each colimn contained in the bable appear below:
1. DP: Design Point. May be either a total contributing basin
flow (e.g. HI or D2) or point flow at a Design Point
(e.g. DPI).
' 2. Area: Area contributing flow to the Design Point, in acres.
3. Overland Flow:
a. C: This is the runoff coefficient for the overland
portion of the flow only.
rb. L: Length, in feet, of flow path. Lmax = 500 feet.
C. S: Average flow path slope, in percent.
d. t,: Time of Concentration of the overland portion of the
flow, in minutes. t,=[1.878(1.1-CfC)L121/S"'
Where: Cf2=1.00 and Cf,00=1.25.
4. Gutter/Pipe and Swale flows: Channelled flow paths in either
gutters, pipes or swales. May be undefined watercourses which
occur naturally.
a. L,S: As in 3.b and 3.c, above.
b. V: Flow velocity from nomograph, attached.
C. t�: Time of concentration, in minutes. t,=(L/V)(i/60).
5. Tc2, Tc,00: Total time of concentration, in minutes.
6. i2, i,00: Rainfall intensity, in inches per hour.
7. Q2+ Qioo: Peak runoff, in cubic feet per second. Q=CC,iA.
No Text
DRAINAGE CRITERIA MANUAL
RUNOFF
5f
3C
H 20
z
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Ix
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It co
0
0 2
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VELOCITY IN FEET PER SECOND
FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR
USE WITH THE RATIONAL FORMULA.
*MOST FREQUENTLY OCCURRING "UNDEVELOPED"
LANDSURFACES IN THE DENVER REGION.
REFERENCE: "Urban Hydrology For Small Watersheds" Technical
Release No. 55. USDA, SCS Jan. 1975.
5 -1-84
URBAN DRAINAGE 3 FLOOD CONTROL DISTRICT
tz
A.D.S. TECHNICAL NOTE NO. 2.109 (88)
FLOW CAPACITY
June 1, 1988
gtrffwAAD
ULRAJVAdmr�ADVANCED DRAINAGE SYSTEMS, INC.
TABLE 1
Manning's "n" Value For Design
(Sturm & Sanitary Sewer and Culverts),
Pipe Type „n„
A.D.S. Corrugated Polyethylene Pipe
3 - 6" Diameter 0.015
8" Diameter 0.016
10" Diameter 0.017
12 - 15" Diameter 0.018
18 - 36". Diameter 0.020
A.D.S. N-12 — — — — —
0.012 ++�
Concrete Pipe 0.013
Corrugated Metal Pipe (2 2/3" x -1/2" corrugation)
Annular
Plain
0.024
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Fully Paved (smooth lined) 0.013
Helical
Plain 15" Diameter 0.013
18" Diameter 0.015
24" Diameter 0.018
36" Diameter 0.021
18
Spiral -Rib 0.012
Plastic Pipe (SDR, S&D, Etc.) 0.011 . J
Vitrified Clay 0.013
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PROJECT:
QE16HT5 Pu.D
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STANDARD FORM A
COMPLETED
--------- ----
BY: ->, M
--------
DATE: 6 i5 9Z
DEVELOPED
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I------------
HDI/SF-A:1989
EFFECTIVENESS CALCULATIONS
----------------------------------------------------------------------
PROJECT: STANDARD FORM B
COMPLETED BY: TPAl DATE: (, /s Z
i
Erosion Control
C-Factor
Method
Value
A.
-----------------------------
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BASIN
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Value Comment
---------------------
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SUB
AREA
(%)
- ------
BASIN
-----
(Ac)
I CALCULATIONS
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---------------------------------------------------------------------
I/SF-B:1989
CONSTRUCTION SEQUENCE
' PROJECT: Pk. Q. STANDARD FORM C
SEQUENCE FOR 19 11:J:cNLY COMPLETED BY: -rPAA DATE: A1151fw.
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 1992-
1 �993
MONTH I
fI A I s I D 1 N I D I -rl
W OVERLOT GRADING
' WIND EROSION CONTROL
Soil Roughening
Perimeter Barrier
Additional Barriers
Vegetative Methods
Soil Sealant
Other
1
RAINFALL EROSION CONTROL
' STRUCTURAL:
Sediment Trap/Basin
Inlet Filters -
Straw Barriers
Silt Fence Barriers
Sand Bags
Bare Soil Preparation
Contour Furrows
Terracing
Asphalt/Concrete Paving
' Other
VEGETATIVE:
' Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
' Sod Installation
Nettings/Mate/Blankets
Other
i
STRUCTURES: INSTALLED BY _
LGETATION/MULCHING CONTRACTOR
LATE SUBMITTED
MAINTAINED BY
APPROVED BY CITY OF FORT COLLINS ON
' MARCH 1991 8-16 DESIGN CRITERIA
72�- Fe.rej c e.s
M"
T.
It/R.�a 1251.
1 K�K�
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fn G�6� :24
2-1-Z2.,
•
January 31, 1990
Mr. Glen Schleuter i
Storm Water Utility
City of Fort Collins
P.O. Box 580
Fort Collins, CO 80524 r,}�
RE: Sunstone Village - 4TH Subdivision Job No. 248.10
Timberline Road Design
' Dear Mr. Schleuter:
The proposed storm drainage for Timberline Road Improvements from Caribou Drive north to
the South Line of the NW 1/4 Section 32 is designed to adequately handle the 2-year and 100-
year storm events. Consistent with the Sunstone Village - 4TH Subdivision drainage report,
' runoff from the east part of the Timberline Road right-of-way discharges at the Fox Meadows
Drainageway located along the northern boundary of the site. The drainage area shown for
Timberline Road, 1.7 acres, is less than the 2,51 acre Area "N" shown on the Sunstone Village
4TH Subdivision Drainage Exhibit. This is because the 700 feet south of Caribou Drive will
drain into a pond located in the northwest corner of Timberline Farm and through a 42" pipe
to the Drainageway. The "Sunstone swale" located along the north side of Sunstone Village
has a capacity of 128 cfs with one foot of freeboard according to the calculations on page 5
of the Addendum to Storm Drainage Report, Sunstone Swale at Collindale Business Park,
prepared by Stewart and Associates, Inc. June 15, 1989. Therefore, this channel will carry the
100-year flow including Timberline Road runoff.
Drainage Area "I" on the Sunstone Village 4th Subdivision Drainage Exhibit includes a seven
foot wide strip of the Timberline Road right-of-way with a runoff coefficient of 0.85. Foi the
proposed grading, a 24.5 foot wide strip of right-of-way drains into Area "1" resulting in a 0.39.
acre increase in the drainage area. The 2-year runoff increases by 0.22 cfs based upon the
intensity used in the Sunstone 4th drainage report. Inlet calculations in the report indicate that
the 15' CDOH Type R curb inlet, located in Stoney Creek Drive, has the capacity to take in this
small additional flow.
rAs shown on the attached calculations, the required pipe capacity for the 2-year storm for
ultimate conditions is 4.02 cfs and 2.37 cfs for the proposed interim improvements. The
capacity provided in the 15" pipe, 4.94 cfs, is therefore adequate. In addition, the hydraulic
grade line is approximately three feet below the flow line of both inlets for this event. The
required head on Inlet #1 is 0.42 feet which produces a ponded width of seven feet. The head
on Inlet #2 is 0.19 feet and the ponded width is 2.5 feet.
The 100-Year Storm Event is contained within the street right-of-way. Calculation of the
' hydraulic grade line indicates that water ponding in the sump of Inlet #1 will overflow the flow
line high point elevation of 4947.40. Balancing the HGL and flows in the pipe and in the street
indicates that 3.64 cfs spills over the high point at a depth of 0.40 feet (el=4947.80). Therefore,
a berm will be constructed between the curb and sidewalk with a minimum elevation of 4948.00
to keep the flow in the right-of-way.
I
ENGINEERING PROFESSIONALS INC.
' 2000 Vermont Dr., Fort Collins, CO 80525 (303) 226-3852
Plcza of the Rockies, Ill South Tejon, Suite 300, Colorado Sprir.ys, Colcrado 80903 (303) 634-5006
I
11
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Since the ponding depth at Inlet #2 and a future inlet (by others), located at the 1/4 section
line, are higher than the flow line high point elevation 4946.58, then a joint ponding occurs over
the two inlets. The calculations show that the ponding elevation is approximately 4946.96. The
low point in the right-of-way at the future inlet is 4946.81. A very small amount of water will
overflow the curb at this point and go into Sunstone swale. A slight berm will be constructed
by Inlet #2. This will ensure that for some unusual condition (i.e., clogging of inlets or pipes),
water will overflow from the street at the sag of the future inlet and into Sunstone swale.
The 100-year ponded width at Inlet #1 is 23 feet leaving a 17 foot open lane. The ponded
width at Inlet #2 is 15 feet leaving a 21 foot open lane.
If you have any questions, please call.
Sincerely,
ENGINEERING PROFESSIONALS, INC.
Michael J. Erion, E.
Steven L. Kraushaai
U
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I. MANTENANWE OF ALL ON-STE MANAGE IMPROVEMENTS SHALL RE THE R vwi BMTY L J A11 ;1.1f ,S
OF THE IUM& LOT OWIEis.
111n11 1.I. I.I Iqu1IIa free tot noet Nfol Of Mrtlgel $0 Hit 0 l 1.
1. LP. 5.1 uRneul spite f6n ntenu Itlrt to Develop" Sib -kill
NORTHERN ENGINEERING SERVICES Project: ❑r lnt Date
9201.00 u ziant SPEIGHTS P.U.D. FY7
420 SOUTH HOMES SUITE 106. F7. COLLINS. COLORADD BoScale:5z1 RADING AND DRAINAGE PLAN
1303) EZI-415W Desl ner, MWK Checked b :MFJ
Dr Dfl ennn MWK I D.... ..a.LBAD 1°°, EROSION CONTROL PLAN