HomeMy WebLinkAboutDrainage Reports - 01/01/1986FINAL DRAINAGE REPORT
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THE JETTY P.U.D. AT THE LANDINGS
FORT COLLINS, COLORADO
PREPARED FOR:
OSPREY, INC.
JANUARY, 1986
PREPARED BY:
SHEAR ENGINEERING CORPORATION
4431 HOLLYHOCK
FORT COLLINS, COLORADO 80526
PHONE (303) 226-5334
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TABLE OF CONTENTS
A. Title Page
Table of Contents
Introduction
Summary
References
B. Drainage Calculations
C. Appendix
Rainfall Intensity Duration Curve
Street Capacity Analysis for Interior Streets
Nomograph for Flow in Triangular Gutters
Nomograph for Capacity of Curb Opening Inlets
Capacity of Grated Inlet in Sump Chart
Existing 36" RCP Storm Sewer Profile
Supplemental Drainage Report for The Jetty at
The Landings P.U.D. by Cornell Consulting Company.
INTRODUCTION:
The Jetty P.U.D. at The Landings is a proposed 12.15 acre professional
offices/single family residential development. The property is located
in the West 1/2 of Section 36, T 7 N, R 69 W of the 6th P.M. in the
City of Fort Collins. It is bounded by Boardwalk Drive, Landings Drive,
and the Larimer County No. 2 ditch.
The Jetty is included in the Harmony Reservoir Drainage Basin as defined
by Cornell Consulting Company, 1980. It was originally planned for
Condominiums in 1980 and was a part of the overall Harmony Reservoir
Drainage Basin Report by Cornell Consulting Company.
This report will analyze the effects of a 100 year storm on the property
for the new proposed professional offices/residential use. An overall
drainage plan for the Jetty will be suggested for controlling the antici-
pated storm runoff on the property. This drainage plan will comply with
the Harmony Reservoir Drainage Basin plan, with minor modifications.
SUMMARY:
Because the Harmony Reservoir Drainage Basin plan made use of Harmony
Reservoir as a detention facility for 100 year storm events for all
properties within the basin, no onsite detention will be required on
the Jetty property for the residential portion. The storm sewer de-
signed for the portion of the property planned for future professional
offices, Basin I, was sized for the 10 year storm event. Detention will
therefore be required on that portion of the property when developed, to
store all runoff above the 10 year storm flow.,
Historically, runoff traveled to, and was intercepted by, the Larimer
County No. 2 ditch. The Larimer County No. 2 Ditch Company has indicated
that they prefer to see the drainage plan for The Jetty comply with the
Harmony Reservoir Drainage Basin plan and not allow runoff, especially
from the 100 year storm event, to enter the ditch and be allowed to
travel in the ditch downstream, across Boardwalk Drive to the improved.
portion of the ditch which was designed as a part of the Heart Special
Improvement District.. The ditch company has also indicated that they
prefer that runoff not be diverted by way of the proposed ditch mainten-
ance access way. Because of these two restrictions by the Ditch Company
and because Basin III cannot be graded to direct runoff to Jetty Drive,
without unreasonable, uneconomic filling of the property, Basin III will
direct runoff into the ditch and be diverted from the ditch to the Harmony
Reservoir Drainage Basin system by way of a concrete diversion structure
constructed in the ditch. The concrete diversion structure will be de-
signed to facilitate not only diversion of 100 year storm flows from
Drainage Basins IIIA, IIIB, and IIIC, but will also facilitate diversion
requirements of The Larimer County No. 2 ditch.
Basins II and IV channel 100% of the 100 year storm flows into a storm
sewer system which connects to the existing 36" RCP east of The Jetty and
is part of the Harmony Reservoir Drainage Basin Plan. The storm sewer was
sized to facilitate 100 year storm flows so that these flows cannot enter
the Larimer County No. 2 ditch.
Page 2
Basin V is the only basin from which flows into the ditch will be carried
across Boradwalk Drive. The 100 year storm contribution to the ditch
from Basin V which will not be contained in The Harmony Reservoir Drainage
Basin is approximately 1.85 cfs.
Street capacities, storm drainage structures, storm sewers, etc, are
analyzed in the Calculations section of this report. Please refer to
the grading and drainage plan in the back of, and made a part of this
report.
REFERENCES:
Storm Drainage Design Criteria and Construction Standards, City of Fort
Collins, Colorado, May, 1984.
Supplemental Storm Drainage Report for The Jetty At The Landings P.U.D., .
Cornell Consulting Company, February, 1980.
Final Drainage Report for Heart Special Improvement District, Engineering
Professionals Inc., Revision Date, January, 1984.
Harmony Reservoir Drainage Basin plan, sheet 10 of 11 of The Jetty Condo-
miniums, filing 1, at the Jetty P.U.D. Utility plans, Cornell Consulting
Company, February, 1980.
DRAINAGE CALCULATIONS
BASIN IA TO CONCENTRATION POINT I.
To determine storm sewer size for future professional offices on Tract
A.
Area = 3.32 acres
C = 0.85 (future professional offices).
Longest travel distance = 700'
QElevation = 43-29 = 14�
Average slope = 2.0%
Tc10 = 1.87 [1.10 - 0.85 (1.0) ] (700)1/2 = 9.8 minutes
(2.0)1/3
Ii0 = 4.40 in / hour.
Q10 = 0.85 (4.40) (3.32). (1.0) = 12.4 cfs.
Use 24" diameter RCP @ 0.40%
Check capacity
Q = 1.49 AR 2/3 S 1/2
n
1.49 (3.14) (0.50) 2/3 (.004) 1/2
.013 .
(use 10 minutes)
= 14_3 cfs i 12.4 cfs OK Use 24" 0 RCP @ 0.40%
BASIN IIA TO CONCENTRATION POINT IIA.
To determine street capacity of Jetty Drive (Northwest).
Area = .1.20 acres
C = 0.50 (residential)
Longest travel distance = 755'
Q Elevation = 11'
Average slope = 1.45%
Tc2 = 1.87 [1.10 - 0.50 (1.0)] (755)1/? = 27.2 minutes
(1.45) 1/3
Tc100 = 1.87 [1.10-0.50 (1.25)] (755)1/2 = 21.6 minutes
(1.45) 1/3
12 = 1.55 in / hour
i100 = 5.0 in / hour
Q2 = 0.50 (1.55) (1.20) (1.0) = 0.90 cfs
Q100 = 0.50 (5.0) (1.20) (1.25) = 3.8 cfs
Allowable 1/2 street capacity = 4.2 cfs >3.80 cfs
Street capacity of Jetty Drive OK.
BASIN IIA AND II B TO CONCENTRATION POINT IIB.
To determine inlet size required at intersection of Jetty Drive and
private access drive.
Area = 2.48 acres
C = 0.50 (residential)
Longest travel distance = 755'
DElevation = 11'
Average slope = 1.45%
Tc100 = 21.6 minutes (see basin IIA to C.P. IIA)
i100 5.0 in / hour
Q100 = •50 (5.0)(2.48) (1.25) = 3.8 cfs
Apply reduction factor,3.8/.85 = 4.47 cfs.
Refer to figure 5-2 for curb inlet size determination.
Height of inlet opening - 6"
Depth of water in street channel - 0.27' (see figure 4-1)
Yo/h = 0.27/0.50 = 0.54
Capacity per foot = 0.44 cfs/ft
Inlet length required - 4.47/0.44 = 10.16 feet
Use 10' type R curb inlet.
BASINS I AND II TO CONCENTRATION POINT IIC.
To determine storm sewer required out of type R inlet.
Q from Basin II for 100 year storm = 3.8 cfs
Q from Basin I for 10 year storm = 12.4 cfs
Storm sewer to be designed to carry 19.9 cfs.
Use 24" diameter RCP @ 1.23%
Check capacity.
Q = 1.49 A R 2/3 S 1/2
n
1.49 (3.14) (.50) 2/3 (.0123) 1/2
.013
= 25.1 cfs > 19.9 cfs . OK Use 24" 0 RCP @ 1.23%
BASIN IIIC TO CONCENTRATION POINT IIIC.
To determine actual contribution to ditch from the Jetty development.
Area = 2.69 acres.
C = 0.50 (residential).
Longest travel distance = 1,380
DElevation = 43-30 = 13'
Average slope = 0.94%
Tc100 = 1.87 [1.10-.50 (1.25)] (1380)1/2 = 33.70 minutes
(.94) 1/3
i100 = 3.90 in / hour
Q100 = 0.50 (3.90) (2.69) (1.25) = 6.5 cfs
BASINS IIIA, IIIB, IIIC TO CONCENTRATION POINT IIIC.
To determine 100 year storm runoff to be diverted from ditch to the
Harmony drainage basin 36" RCP storm sewer.
Area = 3.67 acres.
C = 0.50 (residential)
Longest travel distance = 1,920'
AElevation = 48-30 = 18�
Average slope = 0.94%
Tc100 = 1.87 [1.10 - .50 (1.25)] (1920) 1/2 = 39.7 minutes
(0.94) 1/3
i100 = 3.5 in / hour
4100 = .50 (3.5) (3.67) (1.25) = 8.0 cfs
A structure will be designed to divert 8 cfs from the ditch to the
36" 0 RCP storm sewer. This structure will be designed to meet
Larimer County No. 2 Ditch Company specifications and requirements.
BASIN IV TO CONCENTRATION POINT IV.
To determine area inlet opening required.
Area = 1.32 acres
C = 0.50 (residential)
Longest travel distance = 273'
46Elevation = 3'
Average slope = 1.10%
Tc100 = 1.87 [1.10 - 0.50 (1.25)] (273) 1/2 = 14.2 minutes
(1.10) 1/3
i100 = 6.0 in / hour
Q100 = 0.50 (6.0) (1.32) (1.25) = 5 cfs
Refer to figure 5-3 for area inlet opening determination.
Ponding depth over inlet - 0.35' (see figure 4-1).
Flow into inlet / square foot of open area = 3.0 cfs / square foot.
Open area required = 5/3 = 1.67 square feet.
Use Neenah R-3570 square inlet frame and grate - opening = 1.63 t S.F.
BASIN V TO CONCENTRATION POINT V.'
To determine actual contribution to ditch.
Area = 0.80 acres
C = 0.50 (residential)
Longest travel distance = 500'
AElevation = 23.23 - 22.37 = 0.86
Average slope = 0.17%
Tc100 = 1.87 [1.10 - 0.50 (1.25)] (500)1/2 = 36 minutes
(.17) 1/3
i100 = 3.7 in / hour
Q100 = 0.50 (3.7) (0.80) (1.25) = 1.85 cfs.
BASIN VI TO CONCENTRATION POINT VI.
To determine contribution to Boardwalk Drive adjacent to The Jetty.
Area = 0.87 acre
C = 0.85 (ROW only)
Longest travel distance = 1,050'
AElevation = 13'
Average slope = 1.24%
Tc2 = 1.87 [1.10 - 0.85 (1.0)] (1050)1/2 = 14.1 minutes
(1.24) 1/3
Tc100 = 1.87 [1.10 - 0.85 (1.25)] (1050)1/2 = 2.1 (use 10 minutes)
(1.24) 1/3
12 = 2.15 in / hour
i100 = 7.0 in / hour
Q2 = 0.85 (2.15) (0.87) (1.0) - 1.6 cfs
Q100 = 0.85 (7.0) (0.87) (1.25) = 6.5 cfs
APPENDIX
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Kam : R )3 a82-66w
CORNE11 CONSU�TINCI COMPANY po Ix)a 616 I()Rr cdlws, u�loando t10'iL2 f� ( ) =
MWtVf WENT/ENgiKER1Nq .
February 25, 1980
Mr. Bob Smith
Storm Drainage Engineer
City of Fort Collins
P.O. Box 580
Fort Collins, Colorado 80522
Dear Bob:
We are pleased to .submit this supplemental storm drainage report for
The Jetty at The Landings PUD. Five copies of the utility plans are
submitted contemporaneously.
The hydrologic calculations represented here were compiled by
Ed Goodman, EIT, and myself, Bill Blackwell, EIT. Our work has been
reviewed by Harry A. Cornell, P.E. engineer in charge.
"The design for storm drainage at The Jetty and for the Harmony
Reservoir basin is, to the best of our knowledge, in compliance
with the Preliminary Draft Storm Drainage Design Criteria for the
City of Fort Collins dated April, 1979•
We hope this report facilitates your review of storm drainage at
The Jetty.
Sincerely,
CORNELL CONSULTING COMPANY
.=
':Bill B l a ckwe l l
.;Senior Design Engineer
n�. Harry A. Cornell, P.E. '
°r President
BB:HAC/fsr
Enclosures
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.
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SCOPE
The purpose of this report is to present the analysis and
-;'.assumptions leading to the storm drainage design presented in
FThe Jetty utility plans. Located in the west half of Section 36,
'.Township 7 north, Range 69 west of the Sixth Principal Meridian,
The Jetty Condominiums at The Landings PUD is a proposed multi-
family development of approximately 18 acres.
This report addresses both upstream and downstream basin
.conditions at the site. It also presents the methods, assumptions
and final results of our hydrologic analysis, culvert and storm
.:.
_sewer design, and street flow calculations.
Construction drawings relating to storm drainage are presented
on the sheets indicated below:
The Jetty Condominiums at The Landings PUD Utility Plans
Sheet 4/9 - Overall Grading and Drainage Plan
Sheet 7/9 - Parking Plan and Details
Sheet 8/9 - Storm Sewer Plan.'and Profile'
Storm Drainage, Irri ation Culverts and Bridges at
The Landings approved 10/5/79
Sheet 2/3 - Culvert Crossing C, D
BASIN ANALYSIS
The Jetty is located in the unnamed basin between Mail Creek
basin and Fox Meadows basin (Basin H). Storm water from The Jetty
is detained in Harmony Reservoir prior to entering the basin
thalweg. The main flow through the natural low point is analyzed
".
in "Master Storm Drainage Report for The Landings PUD" January, 1979
and "The Pier Condominiums Drainage Report" September 1979, both
of which were prepared by this office. Therefore this report will
'
;be limited to the Harmony Reservoir sub -basin.
Historically only 30 acres of irrigated farm land contributed
X",
runoff to Harmony Reservoir. Present plans call for nearly 80 acres
of RP -zoned land discharging into the reservoir. This land
consists of single-family and multi -family units, 5 acres of
park land and the reservoir surface itself. The reservoir's large
surface area allows it to accept this runoff.
Refer to Sheet 1/1 "Harmony Reservoir Basin 1980" in the
*>
appendix of this report for, sub -basin layout. The basin divisions
shown are based on proposed grading and drainage improvements for
the individual projects.
:•+,'•,••
T
In their present undeveloped state upstream lands such as
I ¢ .
+�, :.
'°"'•
South College Properties do not contribute storm runoff to the
system. These discharge into Larimer County Canal No. 2. Anticipating
potential future contributions of unknown size, the storm sewer under
this irrigation ditch has been oversized by 47 cfs. The effects of
lands between Harmony Reservoir and The Jetty are detailed in the
==
drawing referenced above.
-2-
v
METHODS AND ASSUMPTIONS
All storm flows for the Harmony basin were calculated using
the Rational method. The overland flow time of concentration
formula given in the Storm Drainage Design Criteria was used in
every case with the slope and basin length based on proposed
grading contours. The runoff to rainfall coefficient was applied
by zoning only and not adjusted to dwelling density. The coefficient
used was 0.5 for the RP zone. Frequency coefficuents are 1.0 for the
2-year storm and 1.25 for the 100-year event. Due to the slow
release from Harmony Reservoir, the detention volume was set as
the total runoff from a 3-hour, 100-year storm.
Storm sewer capacity is calculated using Manning's equation
under full flowing conditions with n = 0.011. The culverts under
Westshore and Boardwalk Drives were sized using the charts in
HEC-5 for circular pipe with bevelled ring inlet to approximate
the standard transition inlet.
Special note is given here to the storm sewer under Landings
Drive. See Sheet 8/9 of the utility plans. A 12-inch pipe is
specified due .to elevation restrictions of crossing under the
street flow line and daylighting into a 0.4% open channel.
Street flow calculations were checked only at the point of the
largest street flow concentration. Subbasins D-1, D-2, and D-3 all
contribute to the cross -flow in Westshore Way. Allowable flow was
calculated according to the methodology in Section 4.2b of the
Design Criteria. Allowable flow was twice actual flow. Further
checks were not deemed necessary as the case of D-1, D-2, and D-3
constitutes the worst condition.
- 3-
-4-
t
—CONCLUSIONS
it is our opinion that the drainage construction plans presented
in "The Jetty Condominiums at The Landings PUD Utility Plans" provide
adequate protection against major damage and loss of life during
a major storm and dispose of minor storm flows quickly and safely.
We have also allowed some flexibility in the acceptance of
upstream storm runoff due to future development.
-5^
PRELIMINARY OVERLOT GRADING III DRAINAGE PLAN
` THE LANDINGS (FIFTH FILING \ \ \
3 2
\\ `�_ TRACT
Tahle of Point Flows
CITY OF FORT COLLINS, COUNTY OF LARIMER,
STATE OF COLORADO-
Legend:
Basin Boundary
Proposed Direction of Flow
�9 Concentration Point
----___--- Existing Contour \
Proposed Contour \
Existing Storm Sewer
Proposed Storm Sewer
—�� Existing Bank \ 63
� N
5�r D \
seam. =so' \
59
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THE LANDINGS SECOND FILING
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g A� 1 - �� Please refer to the Overall Utility Plan
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I I for proposed residential building layout.
--__ PRELIMINARY OVERLOT GRADING & DRAINAGE PLAN
!, SMEAR ENGINEERINLa eue+ru.+.+ r •`e-
OSPREY, INC. 4431 Hollyhock (303)226-5334
Fort Collins, Colorado 80526
THE JETTY P.U.D. AT THE LANDINGS
FORT COLLINS, GOLORADO.
9192
SSOMERSET P.U.D.
1
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The Jetty P.U.D. at the Landh
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REVI5101
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Ban, Dec. 4,.1965 Drawn ""^
Field Book No.6 __ Checked _6W5--
scale I" = 50 Approved - BW5 -
The Jetty PAID. at the LarMYISe
THE JETTY P.U.D. AT THE LANDINGS
CITY OF FORT COLLINS, COUNTY OF LARIMER,
STATE OF COLORADO.
�\ THE LANDINGSIFIFTH FILINIII
\ 1
-L -- 1
TRACT '1'
TRACT A
66
I;aI i
65
Legend: \
Basin Boundary ' BA N
Proposed Direction of Flow 03
$B Concentration Point Q ' I.
- Existing Contour \
Proposed Contour j
---T Existing Storm Sewer ' !'
Proposed Storm Sewer IIC
-Q—� Existing Bank
\ 63
THE LANDINGS SECOND FILING 3y6
r
62 �/ B SIN J,E A
e
A0s*�✓i // 1.20 AC/
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Scale. , _ 50 -
59 \
\ 58
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Daniel Hershey
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