HomeMy WebLinkAboutDrainage Reports - 07/25/1986h6D
Final Dra—ina a Report
for
Quail Hoflow P.U.D.
First Filing
For d. Jensen Enterprises Inc. July, 1986
i
1
111
FINAL DRAINAGE STUDY
FOR
QUAIL HOLLOW P.U.D.
FILING NO. 1
1 FORT COLLINS, COLORADO
JULY 3, 1986
1 REVISED JULY 25, 1986
1
PREPARED FOR:
d. JENSEN ENTERPRISES INC.
P.O. BOX 1007
FORT COLLINS, COLORADO
PREPARED BY:
RBD, INC.
ENGINEERING CONSULTANTS
2900 S. COLLEGE AVENUE
FORT COLLINS, CO 80525
(303)226-4955
INDEX
Page No.
INTRODUCTION 1
LOCATION 1
EXISTING DESCRIPTION 1
PURPOSE 1
DESIGN APPROACH 2
DESIGN CRITERIA 2
SITE DRAINAGE 2
CONCLUSIONS AND RECOMMENDATIONS 3
REFERENCES 4
APPENDIX
VICINITY MAP
Al
2 YEAR STORM CALCULATIONS
A2-A5
100 YEAR STORM CALCULATION
A6-A9
ESTIMATE OF AVERAGE FLOW VELOCITY
FOR USE WITH THE RATIONAL FORMULA
A10
ORIFICE PIPE DESIGN
All
POND DESIGN AND ALLOWABLE RELEASE
Al2
CONDUIT RIPRAP DESIGN
A13
CRITICAL FLOW AND CRITICAL VELOCITY
IN CIRCULAR CONDUITS
A14
RIPRAP EROSION PROTECTION AT
CIRCULAR CONDUIT OUTLET
A15
EXPANSION FACTOR FOR CIRCULAR
CONDUITS
A16
I
11
' LOCATION
' Quail Hollow P.U.D. is located just South of Drake Road and just
East of Overland Trail. It is more specifically located in the
Northwest 1/4 of Section 28, Township 7 North, Range 69 West of
' the 6th Principal Meridian in Fort Collins, Colorado. The First
Filing is the Northwest corner of the above described P.U. D. and
bordered to the South and West by future filings of Quail Hollow
P.U.D. (see Appendix).
EXISTING DESCRIPTION
' Dixon Creek which is part of this filing is an ephemeral flowing
creek. The creek's origination is Dixon Reservior which is about
a mile upstream. Large trees and range grasses grow in this flat
' sloped meandering drainageway. Above the creek and to the north
and east is the remainder of the First Filing which is also
covered with the same type of range grasses.
The general slope of this filing is also the direction of flow in
Dixon Creek which is to the Southeast at about 1.5%.
' PURPOSE
The purpose of this report is to show, by calculation and methods
approved by the City of Fort Collins, Colorado, that a 2-year and
100-year design storm can pass through this subdivision safely,
not causing harm to either life or property.
CLASSIFICATION AND GRADATION OF
ORIDINARY RIPRAP A17
GRADATION FOR GRANULAR BEDDING A17
NOMOGRAPH FOR CAPACITY OF CURB OPENING
INLETS IN SUMPS, DEPRESSION DEPTH 2" A18
CONCRETE SIDEWALK CULVERT FOR DRIVE
OVER CURB, GUTTER AND WALK A19
' DESIGN APPROACH
DESIGN CRITERIA
iThis site when fully developed will be made up of single family
units. With this type of development and with City of Fort Col-
lins criteria, a 2-year and 100-year rainstorm will be calculated
and designed for. The method of calculation will be the rational
formula, (see Section 3.2 in Fort Collins Drainage Criteria
Manual).
SITE DRAINAGE
The site drainage for this report is based on the report;
Preliminary Storm Drainage Study for Quail Hollow P.U.D. by RBD,
Inc., Engineering Consultants. The Pond "A" volume and discharge
used for this report were taken from the above report (see
Appendix).
All of the basins (see Drainage Plan in pocket), except D-2, D-9
and D-10,flow onsite into Dixon Creek. Basins D-2, D-9 and D-10
flow East as they did historically.
' The calculated flows (see Appendix) flow in a controlled manner
to Dixon Creek via curb and gutter, streets, drainage swales or
sheet flows. The Final Drainage Plan shows flow direction and
average slope of the path the water will take as it travels to
Dixon Creek and Pond "A".
As stated in the forementioned report Pond "A" will release only
the 2-year historic storm runoff plus any offsite flows going
through the property. The pond is then designed to detain the
excess flows in the 100 year developed storm.
' Riprap at the pond exit was designed using a 19.33 cfs maximum
release rate. The design is in accordance to the Urban Storm
Drainage Criteria Manual of the Denver Regional Council of Goven-
ments (DRCOG).
1 -2-
CONCLUSIONS AND
RECOMMENDATIONS
'
It is recommended that the pond
volume and
maximum allowable
release rate calculated from The Preliminary
Storm Drainage
Report for Quail Hollow P.U.D.
be used for final
construction.
'
For ease of reference the summary
of these calculations
for Pond
"A: are:
'
Undetained Allowable
Total
Required
Offsite Undetained
Undetained
Detension
Pond Flows Onsite Flows
Discharge
Volume
'
A 11.8 cfs 7.53 cfs
19.33 cfs
246,049 ft3
The calculation sheet for this
pond design is
also included for
your reference,in Appendix.
All the flows entering this pond
(calculated in
this report) pass
through this site in a safe and controlled manner via streets,
'
curb and gutter, drainage swales
or sheet flow.
"I hereby certify that this report (plan) for the final drainage
design of Quail Hollow P.U.D., First Filing, was prepared under
my direct supervision in accordance with the provisions of City
' of Fort Collins Storm Drainage Criteria Manual for the owners
thereof."
Stan A. Myers, P.E.
Project Manager
Colorado P.E. #18060
Brian H. Cole
' Project Engineer
1 -3-
1.
2.
3.
4.
5.
6.
REFERENCES
Storm Drainage Design Criteria and Construction Standards,
by the City of Fort Collins, Colorado, May, 1984.
Preliminary Storm Drainage Study for Quail Hollow P.U.D., by
RBD, Inc. Engineering Consultants, June 1986.
Fluid Mechanics, Seventh Edition, by Streeter and Wylie,
1979.
Urban Storm Drainage Criteria Manual, -Volume 1, by Wright -
McLaughlin Engineers, March, 1969.
Urban Storm Drainage Criteria Manual, Volume 2, by Wright -
McLaughlin Engineers, March, 1969.
Modern Sewer Design, by the American Iron and Steel
Institute, 1980.
-4-
OF ar
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1�
VICINITY MAP
MAIN'"
_CAMPUS
ea
S.... D,
-t- L
S-111 D, I
I
CrU HUGHES
STADIUM
J
Ou
VETERINARY
TEACHING HOSPITAL
W. DRAKE RD.
DIE ft.
SITE LL
II 99
W. HORSETOOTH RD.
...... .....
Ott.
wr
SCALE; 1* 3000'
Al
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1
DRAINAGE CRITERIA MANUAL
50
30
1- 20
z
w
U
cc
a 10
z
W
a
0 5
N
w
¢ 3
O
U 2
OC
W
F-
Q
t�
1
5
.1
RUNOFF
r
�
►It
I0011�
•I r
�/AMI/NII■F�
I //����■■■■�
-IF
MWI■If
I
����■■■■�JoIrM
2 .3 .5 1 .& 2 3 5 10 20
VELOCITY IN FEET PER SECOND
ESTIMATE OF AVERAGE FLOW VELOCITY FOR
USE WITH THE RATIONAL FORMULA.
*MOST FREQUENTLY OCCURRING`UNDEVELOPED"
LAND SURFACES IN THE DENVER REGION.
REFERENCE: "Urban Hydrology For Small Watersheds" Technical
Release No. 55, USDA, SCS Jan. 1975..
5-1-84
URBAN DRAINAGE & FLOOD CONTROL DISTRICT
DRCOG
r
A10
1 `
CLIENT �+� �'� �� I`` C\.-A JOB NO.OI4 - Z 3
INC PROJECTUA�� CALCULATIONS FOR
1 Engineering Consultants MADE BV��DATE6/z4/_kHECKED BY DATE -SHEET-OF
ry Po��
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d� � � C— !E=; c_ v P, ; ,
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DATE- 6`17-86
PROJECT: QUAlL HOLLOW
P.U.D.
JOB NUMBER:
014-023
~-
DESIGN ENGIMEER;
BRIAN COLE
�
N�
BASIN DESIGHATTOM
= A
DETERMINT E EXISING
Q FOR
2
YEAR STORM
N�
HISTORIC RUNOFF COEFFICIENT
.2
BASIN SLOPE:
1 . 15
PERCENT
BASIN LENGTH
2100
FEET
�
AREA: 45.2
ACRES
HlST TC = 1.87*(1.1-(
1
*
.2
N�
�>*SQRROOT
1.15 ^ 1/3
�
~~
=
73.61756
MINUTES
HISTORIC RATNFALL
IHTENSITY:
.8346772
INCHES/HOUR
N�
HISTORIC OUTFALL:
7.545482
CUBIC FEET
PER SECDND
_
~
�
DETERMINATION OF
`
DETENTION POND VOLUME FOR DEVELOPED CONDITIONS
.... =..... .... =�... ..... =========������=�=�====
DEVB-OPED STORM:
100
YEAR STORM
DEVELOPED RUNOFF
COEFFICIENT
.5
.
CCFAC � .5
*
1.25
* 45.2
N�
= 28.25
w�
_ �URATION
GROSS VOL.
OUTFLOW VOL.
DETENTION VOL.
N�
MlN
5
CU. FT.
77292
CU. FT.
2263.644
CU. FT
75028.36
�
10
1i898V
4527.289
114461.7
15
151.533
6790.933
144742.1
30
209502
13581.87
195920.1
251707.5
2()372.8
231334.7
b0
265437
27163,73
238273.3
90
2B6794
40745,6
246(-48.4
N�
` 1?0
292896
54327.47
238568.5
180
314
81491.2i
235812.2
360
162982.4
190933.6
�
�
REQUIREDDETEATIDNVOi}]ME
lS
246048.4
CU. FT. OR
~
5.648494
ACRE FEET
�
~~
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1
CONDUIT RIPRAP DESIGN
KNOWN
INFORMATION;
' D
� {g
Hydraulic Depth ^-Y C>4�� %4= o.3a f*.
' Vo....% (Max. Allowable) _ "T -@py
Vpere = 1 C730.9 Z
Normal Depth In Pipe = LFp ya 4,7
Pipe Slope a/o Hwy?nor..
' Mannings "n" In Pipe = 0.ot'3
DETERMINE;
' Froude Number (1) - VP%Pe
g = gravity = 32.2 R/see
' y = Hydraulic Depth
`C>,Ct 2
3z.z C0.38
' If F >1.0 Then Flow Is Supercritical
And Da = 1/20 + Normal Depth In Pipe)
Da = W (\.S+\.Q-7 )= 1.A9
' If I < 1.0 Then Da = D
From Figure 5-7 In Urban Drainage Manual, Volume 2
kC. ,s 63
Q/Das= = \0.
�A9'
Yt/Da = 0.4 Per Manual When Yt Is Unknown
Yt = Da(0.4) = \.-j`t(0.4) = o.60N-
From Above Info On Fig. 5-7 Type "L" Should Be Used
From Above Riprap Size And Table 5-1 In Urban Drainage
d go = 4" or- O : I S'
From Figure 5-9 in Urban Drainage
Q/Das= Froude Parameter = �a.33. 1.40t = T 13
If The Froude Parameter > 6 Then
Length (L) = 1ODa + 0.25Da(W)
W = Each Whole Number Th Froude Parameter Is > 6
If The Froude Parameter < 6 Then
Determined From Fig. 5-9 The
Expansion Factor (1/(2tan0)) _
From Eq. 5-9 In Urban Drainage L=(1/(2tanO))(A/Yt - Da)
A = Area Of Flow In Pipe At Allowable Velocity (Q/Vc,,,,,.j) _
L =
Check For A Minimum L Of 3Da
Length Of Riprap (L)
Depth From Figure 5-6 In Urban Drainage Is 2d,,O= Z(0775�-
Bedding From Table 5-4 In.Urban Drainage Is 12" Type II A13
1
1
1
1
1
0
Q
50,000
30,000
20,000
10,000
5,000
3,000
2,000
1,000
SZ
500,
— 300 \
— 200 \
D
r— 50
30
20
J
0
a
10
100LL
\
O \
50 �, —5 \�
30 E \
2 O 3 \ \
2
10
5 1
3 Example: Given: Q=809,c`s,
2 D=121t.
Solution: Enter Q scale at
1 0=800 cis Follow broken
line and turn at the Pivot Line.
y,/D=.54;
y,=6.48 it
V,'/D=14; V,,=12.95 it /sec
y./ D
04
FOS
VC'/D
8
—.1
2
1
3
.2
.3
4
4
5
7
8
90
7 20
8 —30
9
50
00
99 140
CRITICAL FLOW AND CRITICAL VELOCITY IN CIRCULAR CONDUITS
FROM MODERN SEWER DESIGN BY THE
AMERICAN IRON AND STEEL INSTITUTE, 1980
A14
DRAINAGE CRITERIA MANUAL
RIPRAP
2(
NEENEEME
FAA
0
Imple
0
MEN
E
ME
1
Pm
EW-gad
0
Ed
FAA,
Magoo
gal
OEM
0
2 A Y /D .6 .8 .0
t
Use Da instead of D whenever flow is supercritical in the barrel.
**Use Type L for a distance of 3D downstream.
FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR
CONDUIT OUTLET.
11-15- 82 . A15
URBAN DRAINAGES FLOOD CONTROL DISTRICT
DRAINAGE CRITERIA MANUAL
RIPRAP
7
6 = Expansion Angle
MEN
1 .2 .3 A .5 .6 .7 .8
TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D
FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS
I 1-15-82
URBAN DRAINAGE 8 FLOOD CONTROL DISTRICT
A16
11
DRAINAGE CRITERIA MANUAL
MAJOR DRAINAGE
Table 5-1
CLASSIFICATION AND GRADATION OF ORDINARY RIPRAP
Riprap
% Smaller Than
Intermediate Rock
d50*
Designation
Given Size
Dimension
By Weight
(Inches)
(Inches)
Type VL
70-100.
12
50-70
9
35-50
6
6**
2-10
2
Type L
70-100
15
50-70
12
35-50
9
9**
2-10
3
Type M
70-100
21
50-70
18
35-50
12
12
2-10
4
Type H
100
30
50-70
24
35-50
18
18
2-10
6
Type VH
100
42
50-70
33
35-50
24
24
2-10
9
*d50 = Mean particle size
** Bury types VL and L with native top soil and revegetate.to protect
from vandalism_
[able 5-J
GRADATION
FOR GRANULAR BEDDING
U. S. Standard
Percent Weight Square Mesh
Sieves
'
Sieve Size
By Passing
Type I Type
II
'
311
_ 90 -
100
i
1-1/211
- -
3/4"
- 20 =
90
'
3/8"
100
#4
95 - 100 0. -
20
'
#16
45 - 80 -
#50
10 - 30 -
'
#100
2 - 10 -
A17
1
1
1
1
1
1.0 12 5
II 10 4
.9 8
10 3
.8 r` 6 ►-
U.
9 0o q 2
1L a
7 a 3 /�� z
�; 2' h-O.Sd
s 7 \e b,.�U T
z t 1.0 o.so
I.0 z
5 Ex°mple, Part o 9
Z
w
5.5 00
0 8
►- w CD z 6 o t� c�!-E t a
w 5 = o .7
U- .4 z z .4 �'
? 4.5 z o 3 6
w
L IL =
0 0 .5
4 = 2 0
z z F- -
o
w .3 3.5 w W .4
a a
0 0 I w
0 0 U. .OS
� .25 3
_ = 0 .06 .3
c� c� 0 z_
a
_ _ (r .04 .25
2.5 a w
.2 .03 a
a .02 0 .2
a =
2 a �
U
a
.15 .01 0 .15
L 1L
0
0
Y° F-
1.5
°=2 h 10
1.2
Figure 5-2
NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2"
Adapted from Bureau of Public Roads Nomograph
MAY 1984
DESIGN CRITERIA A18
A wpluK
16'4'
L•
&-oo
L j
_30"--.-� _ -�I
G."o, Afeel sshapeof
DIRE'CrION
OF FLOW awe,
PLAN VIEW
FAY 1fVj7H — -----
v\ CJ
GENERAL NOTES:
1. SIDEWALK SHALL BE 8- THICK FOR 3'0* ON
EITHER SIDE OF CULVERT.
2. TOP SLAB OF CULVERT SHALL BE SLOPED
TO MATCH SIDEWALK. SEE D-6.
3. EXPOSED STEEL SHALL BE GALVANIZED IN
ACCORDANCE WITH AASHTO M-111.
4. KEY JOINTS WHERE WALLS CONNECT TO
TOP SLAB AND BASE.
5. REINFORCEMENT IN WALLS AND BASE SHALL
BE 3* FROM THE SIDE EXPOSED TO EARTH.
REINFORCEMENT IN TOP SLAB SHALL BE
1 1/2* CLEAR.
SLOPE
7
r) C& 6: *4 BARS -12'O.C.
BOTHWAYS
SECTION A -A
r-% N • -.> -
SC 8,5 FLUSH
WITH CURB
FACE
A.
1. LE
3 1 6'1
6
IWI
WARPED GUTTER DEPRESSED GUTTER WARPED GUTTER
......
TOP OF CURB-4
2:1
1 112" PIPE SPACER
NORMAL -3 174":fJ
ALTERED
AND 1 1/4" LOCK NUT
FLOWLINE
FLOWLINE
.-4-.
1 1/4" DIA. x 16 1/2" GALV. STEEL
•
OD
R —THREADED 3 Ile'
AT TO P.
SECTION
B-B
(REINFORCEMENT NOT SHOWN)
1/4'
S'0%318" PLATE
iv ADD '44BAR Lifliq
-&—ADD I AW48AR
DETAIL 613"
N"V,tz,
*4 BARS - 12" O.C.
BOTHWAYS
SECTION C-C
r1A _T. S I
--CONCRETE SIDEWALK CULVERT --
FOR DRIVE -OVER CURB,
GUTTER AND WALK
No Text
�( WALKOUTS OR FIN15HED FLOOR ELEVATIOUS
SMALL BE AMWIMUM OF W ABOVE
DRAINAGE WAY INVERT.
NOTE
LM5 IN BASW O-b BORDERING POWD SMALL
MAVE A MINIMUM ELEVATIOW FOR WALKOUT
BASEMENT, BgSEMENT WWDOW5, ETG. OF 5115.0.
EEFERENCE SHEET 4 of IZ R>9 M14IM l
FOUWOATION ELEVATIONS
it �mmltl
awls mE
RAIK
TESIUeIYYxYL YfIIM1 r. WE
•
a. BB tfs t
V • 5.6 ft/Stc t
DEPTH • 1.42t
SIM SLOPE • At
5LOPE • 3K
A • 0.055
RN -s.t
4 6 �
SECTION A —A
LEGEND
•-• D-3 BA91N DESIGNATIOU
—BASIN AREA
\l �r QLING EOUL W 5ECOWD
BA51W BOUNDARY
111 — DE51GW PoINT
— VALLEY RAW W/FLOW DIRECTION
AVERAGE STREET SLOPE
GRAPHIC i, :A_
BASIN SUMMARY TABLE
us[N
("31SEC)
z
( 3/SM)
100
(I.o x cl
cz
(1.25 x c)
Cloo
UCRUI
ARPA
U.o x c)
Clo
("31SECT
l0
0-1
NA
NA
NA
NA
1.36
0.95
6J6
DQ
11.1
db
0.5
O.fiS
10.lz
M
,W
D-]
I 9.36
1 39
0.5
0.65
R.bz1
NA
I NA
D-6
1 0.6
1 0.7
0.5
0.A5
O.IE
NA
.W.
0-5
IU
NA -
W.
m
1.5R
NA
XA
0-6
NA
NA
NA
NA
1 0.97
1 NA
I NA
DA BL
DRAWN DESIGNED CHECKED
D14-oEl.
AEPfl0VE0 pAiE PROTECT NO.
/���
A.,. n e320I YAIe1MENsE]b
mon :.an oai.n..�•.'•+Y•�. nma a. A....me ei.... a.�l.n+v9 +n ss..•.I..R< N:.�i..
j0],n6�ai955 ae6e e0515 m,5)a SGsOi,' mo.ae Ol +.•. oi... a. eusi"
303 ul6-6110
QUAIL HOLLOW P.U.D.
SECOND FILING
FINAL DRAINAGE PLAN
SXEEiS
SHEET
12
5
NO.
SV
DATE
REVISION DESCRIPTION