28545-3 - LQ Resort and Club Entry Driver
IE
Co y I ? C---'�'\
1 LA QUINTA RESORT AND CLUB
1
HYDROLOGY AND HYDRAULIC REPORT
FOR
' ENTRY DRIVE IMPROVEMENTS
PREPARED BY:
STANTEC CONSULTING, INC.
' 73 -733 FRED WARING DRIVE, SUITE 100
PALM DESERT, CA 92260
PREPARED FOR:
' LA QUINTA RESORT AND CLUB
49 -499 EISENHOWER DRIVE
' LA QUINTA, CA. 92253
September 18, 2008
1
Prepared Under the Supervision of
Brooks D. Franklin
R.C.E,61887
Expiration Date: September 30, 2009
' V:\2017\active\20171 10600 \civil\report\drainage\Hydrology and Hydraulic Report.doc
1
`
'
LA QUINTA RESORT AND CLUB
HYDROLOGY AND HYDRAULIC REPORT
FOR
'
ENTRY DRIVE IMPROVEMENTS
TABLE OF CONTENTS:
'
I
PURPOSE AND SCOPE
II
DESIGN OF PROPOSED IMPROVEMENTS
III
RATIONAL METHOD CALCULATIONS -100 YEAR
IV
CATCH BASIN SIZING CALCULATIONS
'
V
STORM DRAIN PIPE NETWORK ANALYSIS
'
VI
HYDROLOGY MAP r
1
V:\ 2017\ active\ 2017110600
\civil\report\drainage\Hydrology and Hydraulic Report'doc
1 I PURPOSE AND SCOPE
The purpose of this report is to provide a hydraulic and hydrologic study to accompany the
Entry Drive Improvement Plan for the proposed revisions to the La Quinta Resort's main
entry drive. The resort is located on both sides of Eisenhower Drive in the City of La Quinta.
The main entry drive is located off of Eisenhower Drive, on the west side, between Avenida
Fernando (to the north) and Avenue 50 (to the south) and is a full movement, three -way
intersection with no traffic signal.
' This report summarizes the hydraulic and hydrology requirements for the entry drive, and
considers the existing site and future adjacent improvements.
The existing entry drive is asphalt concrete and approximately 40' wide by 600' in length.
The entry drive is not impacted by adjacent or off -site storm flows (see hydrology map).
There are two existing 15 "x15" grated inlets at the westerly end of the entry drive which,
intercept the tributary storm flows. The existing drive is essentially flat with similar
elevations at the westerly and easterly ends. With regard to an emergency overflow, should
the existing grated inlets become plugged, the storm flows would be directed along the entry
drive (from west to east) and into Eisenhower Drive.
An existing 24" storm drain pipe runs parallel to the entry drive, within the existing planning
area to the north. This pipeline accepts the entry drive storm flows (as described above) as
well as storm flows from two existing inlets in the hotel "drop off' area. The flows are
conveyed via gravity eastward to a combination drywell and pump station wet well. No
improvement plans for the 24" onsite gravity storm drain were available from the City or the
hotel operator. However, the hotel operator was able to provide existing plans for the pump
station wet well and associated 8" PVC force main. These plans indicate that storm flows
are piped from the wet well (located behind the northerly curb return/entry walls at the entry
drive) approximately 1,800 feet south along Eisenhower and then easterly to an existing golf
course lake on the east side of Eisenhower.
II DESIGN OF PROPOSED IMPROVEMENTS
The proposed improvements consist of a new entry drive with two, twenty -foot lanes (with
enhanced concrete pavement or pavers) ' divided by an eight -foot planted median. The
existing drain inlets will be replaced with new catch basins and two additional inlets will be
added near the middle of the drive. The proposed improvements will be "private ", but will
meet the current City of La Quinta standards. Note that the proposed drainage improvements
"tie into" a system which is over twenty years old, and is part gravity and part force main.
Further, the existing and proposed storm flows at the entry drive are essentially the same, and
the emergency overflows are also the same. Therefore, no analysis of the pump station or
other onsite existing facilities is included in this report.
V:\2017\active\201 7110600 \civil\report\drainage\Hydrology and Hydraulic Report.doc
III RATIONAL METHOD CALCULATIONS —100 YEAR
In accordance with the Riverside County Flood Control Hydrology Manual and City of La
Quinta Engineering Bulletin #06 -16, Rational Method calculations are typically used to
estimate flow rates to model street flow capacities and size catch basins. However, since the
tributary areas are small (varies from 0.12 acre to 0.18 acre) and the proposed inlets are all in
sump conditions, we have utilized a simplified approach to developing storm flows as
suggested in Engineering Bulletin #06 -16. Conservatively using 5cfs /acre for a 100 -year
storm event, we have:
INLET
INLET TYPE
INLET SIZE
TRIBUTARY
100 -YEAR
AREA
FLOW
CB -1
COMBINATION
2'x3'
5,010 S.F.
0.6 cfs
INLET IN A SAG
CB -2
COMBINATION
2'x3'
5,980 S.F.
0.7 cfs
INLET IN A SAG
CB -3
COMBINATION
2'x3'
7,800 S.F.
0.9 cfs
INLET IN A SAG
CB -4
COMBINATION
2'x3'
7,800 S.F.
0.9 cfs
INLET IN A SAG
IV CATCH BASIN SIZING CALCULATIONS
According to the Federal Highway Administration's (FHWA) guidelines for Drainage of
Highway Pavements (HEC -12), the interception capacity of.the combination inlet in a sag
condition is essentially equal to that of a grate alone in weir flow, unless the grate
opening becomes clogged. In the event that the grate portion of the inlet becomes
clogged, the inlet acts as an orifice and the curb opening portion of the inlet is used to
provide the inlet capacity.
Combination inlets are considered advisable for use in sags because of their ability to
continue to provide inlet capacity even when clogging of the grate occurs.
All combination curb opening — grate inlets proposed at the La Quinta Resort entry drive
are Nyloplast 2' X 3' Diagonal Curb Inlet Grates with 7" hood settings (7" from top of
curb to top of grate). A copy of the inlet capacity chart for inlets in sump conditions
(from FHWA HEC -12, Chart 11) is attached.
The chart shows that the inlet capacity for a grated inlet is 5.7 cfs after a recommended
factor of safety of 2.0 (or 50% clogging) is applied. Therefore, all inlets have the capacity
to intercept the 100 -year storm flow.
V:\ 2017\ active\ 2017110600\ civil\report \drainage\Hydrology and Hydraulic Report.doc
V STORM DRAIN PIPE NETWORK ANALYSIS
The storm drain pipe network analysis (or hydraulic calculations) were prepared using the
' StormCAD software. The catch basins and pipe segments are named so that the report and
plan correspond. Catch basins are identified as CB -1 to CB -4 and pipe segments are
' identified as P -1 to P -4. The "tie -in" pipe is the existing 24" storm drain pipe north of the
entry drive.
t Note the analysis was performed only for the 100 -year event since all of the inlets were in
sump condition. Further, since the existing 24" "tie -in" pipe drains into a drywell, with an
overflow connection to the pump station wet well, we utilized this overflow elevation in our
' calculations as the corresponding depth of ponding in the "tie in" pipe, for both pipe
segments P -2 and P -4. Based on an elevation of 38.17, the hydraulic grade line for P -4 at the
"tie -in" is above the pipe soffit.
' The hydraulic calculations indicate that proposed 12" pipes are satisfactory to convey the
storm flows to the existing 24" storm drain. Note that the existing piping is only 6" diameter
' PVC pipe. Velocites for the proposed pipe vary between 5.4 to 12.5 fps. See attached
StormCAD reports.
' VI HYDROLOGY MAP
' See attached hydrology map.
V:\2017\active\20171 10600 \civil\report\drainage \Hydrology and Hydraulic Report.doc
1
l4ests Vvere. ot �and ckaWdown occurs'� I-
t&Dthmeasurements from eip9h'i In '.1aken' theveh,
menta IN
1w Ve here 4heasurernentstiwere,rna�de-ah'd the weir.'. een� -poi�fw
4.N
N,
_openihg.inlet is, at the,(5dge'-of thd"gijttdr, d#4,th6effd6tiv'e.weirc.
eir:16,patiow, -v-depi�s§ed'cuih-
7is 46pc`.Aden1,6fi,t 4=t .a th6"6urb opening: The'w6ir
Me ;6�idth, 6fthe', d6p-t `U-
esse gutter
oc
I aii _-f& a curb -openmginlet thaftis4fi&,de'pi6se&is at the lip of the. curb "o'p'en'i'n"g,,,aild,,,its 16 '49 rth"
'IS.''.1
�ualthat ot-the:ifilk. Liffiited:63�periments andgkiro6lation"of the results bf te'sts'Ofi'aePressedinieis,.,I
.,to
nd i t'e-,4 h a t, t „ -i1.4. - e i r, cc .'b e fti cent -, foF' curb- opening ' - .'I " - inlets ' '-ididly'equd ! I'to,thdt"
withbut.i. epression- isapprox"in
k
v, A r -
G' -A.dep'fessed ciirb.�.oD'e'n'i"ng",in"ie-'t'.*,,.,.;�.
A, :L
le,equation fio-P fhe`-,Intefcdption dapacity•of d'dpprdsse'&cu' rb-'6-v'Ten'jn_g' Inl6f6perating-a§ a,weir.js:_
"I)*;. IiN 4Z
J4
V
• It I
ti
Err a4 Za ILI
�Z
L
lIr'
t 03
wr
14
f .-It— uti:L
3t.(
.40 14'
-4�
f4
".77-
Al 4 M
+ "4:
14 1
v
_V. It. r
v,
k 'A
"41t,
47
1`A, IN
j+EC-_
_IS
jo S -ie Y-i 1%P
fait'�e t capacity in sump C n n,
Cfi�rt, 1 L inie 6 dit
4 A
Qla t •
tw(v+ 1 1% 13
(P I'd
441
`4 3+ -
ns
A It
-
0 a
LN-
?z -
YN
'WI
tn-
t
4
.7 1
opt -*4,
Z 4
L v "1 4
AI, V "I
, _
•
If
T. + '.0
It
wr
14
f .-It— uti:L
3t.(
.40 14'
-4�
f4
".77-
Al 4 M
+ "4:
14 1
v
_V. It. r
v,
k 'A
"41t,
47
1`A, IN
j+EC-_
_IS
jo S -ie Y-i 1%P
fait'�e t capacity in sump C n n,
Cfi�rt, 1 L inie 6 dit
4 A
Qla t •
tw(v+ 1 1% 13
(P I'd
441
`4 3+ -
ns
A It
-
i
CB -2 [Tie In
-2
ci
Vi
Z
r
N '
li
r
N
X '
Ul
' Bentley Systems, Inc. Haestad Methods Solution Bentley StormCAD V8 XM Edition
Pipel.stc Center [08.09.081.00]
27 Siemon Company Drive Suite 200 W Page 1 of 1
' 9/22/2008 Watertown, CT 06795 USA +1- 203 - 755 -1666
.�
rr'
�cBenFAngle°. � ���< � ,;Bend Loss:C oefficient,, Kb'',
,u.
Calculation Detailed Summary
0
15
(CB -1, CB -2, P -1 AND P -2)
30
Element Details
45
0.47
60
ID
13
Notes
90
Label
Base Calculation Options
Hydraulic Summary
Flow Profile Method
Backwater Analysis
Average Velocity Method
Actual Uniform Flow
Velocity
Number of Flow Profile
5
Minimum Structure
0.00 ft
Steps
Headloss
Hydraulic Grade
0.001 ft
5.000 min
Convergence Test
Inlets
Neglect Side Flow?
FALSE
Active Components for
Grate and Curb
Combination Inlets In Sag
Neglect Gutter Cross
TRUE
Active Components for
Grate and Curb
Slope For Side Flow?
Combination Inlets on
Grade
HEC -22
Elevations Considered
0.5 ft
1
Equal Within
Consider Non -Piped
False
Half Bench Submerged
0.95
Plunging Flow
Flat Submerged
1
0.15
Flat Unsubmerged
1
0.75
Depressed Submerged
1
0.07
AASHTO
Expansion, Ke
0.35
0.5
Contraction, Kc
0.25
1.3
Bend Angle vs. Bend Loss Curve
�cBenFAngle°. � ���< � ,;Bend Loss:C oefficient,, Kb'',
,u.
0
0
15
0.19
30
0.35
45
0.47
60
0.56
75
0.64
90
0.7
Generic Structure Loss
Governing Upstream Pipe Pipe with Maximum QV
Selection Method
Catchment Summary
Labe) Area' Time of;Concentraaon Retignal C. Catchment,CA -:
(acres) (min) (acres)
Catchment Intensity Catchment RAbna['Flow'.
(in /hr.
Conduit Summary
Label Conduit Descripbon , :Conduit Shape Branch ID Subnetwork OutfaI Flow,:
.. ,,. ft3 S=
P -1
Circular Pipe - 12.0
Circular Pipe
1
Tie In
0.7
CB -2
in
Tie In
0.6
1.3
P -2
Circular Pipe 12.0
Circular Pipe
1
Tie In
1.3
in
Veloaty (Average):: Hydraulic Grade Hydraulic Grade Depth (In) .Depth (Out)' ' l
(ft/s) Line (in)
ft
5.44 40.35 39. 54 0.35 0.48
8.51 39.54 38.17 0.48 0.6
Node Summary
:Label Element Type Subnetwork Outfall- _ Flow (Total Surface) Flow (Total Out)
ft3s ft3s
CB -1
Catch Basin
Tie In
0.7
0.7
CB -2
Catch Basin
Tie In
0.6
1.3
Elevation_(Ground) Elevabon;,(Invert), Energy Grade.Une(In) Energy Grade Une`(qut
(f1). _. (�)�
43 40 40.48 40.1
43 39.06 39.73 39.E
Inlet Summary
Label: Inlet Type Inlet TYpe {Inlet),' Inlet 71710 w (Total Intercepted):
a
(ft3 /S)
CB -1 Percent Capture (N /A) (N /A) 0
CB -2 Percent Capture (N /A) (N /A) 0
Flog (Total Bypassed),., Bypass Target Capture Effiuency �,,; Guttei De' p ft
h Gutter,SSpread
(ft3 /s) Q -(Calculated
o
..
,.
0 <None> 100
0 0
0 <None> 100 0 0
Pipel.stc Bentley Systems, Inc. Haestad Methods Solution
Center
9/22/2008 27 Siemon Company Drive Suite 200 W Watertown,
CT 06795 USA +1- 203 - 755 -1666
Bentley StormCAD V8 XM Edition
[08.09.081.001
Page 1 of 1
1
1
1
1
1
1
1'
1
I,
I
I
CB-4
Tie In
e
7
N
UT
Z
1-�
W
Bentley Systems, Inc. Haestad Methods Solution Bentley StormCAD V8 XM Edition
Center [08.09.081.00]
27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA +1- 203 - 755 -1666
Calculation Detailed Summary
(CB -3, CB -4, P -3 AND P-4)
Element Details
ID 13 Notes
Label Base Calculation Options
Hydraulic Summary
Flow Profile Method Backwater Analysis Average Velocity Method Actual Uniform Flow
Velocity
Number of Flow Profile 5 Minimum Structure 0.00 ft
Steps Headloss
Hydraulic Grade 0.001 ft 5.000 min
Convergence Test
Inlets
Neglect Side Flow? FALSE Active Components for Grate and Curb
Combination Inlets In Sag
Bend Angle Behd Loss Coefficient, Kb-
de' ees
Neglect Gutter Cross TRUE
Active Components for
Grate and Curb
0.19
Slope For Side Flow?
Combination Inlets on
45
'
60
Grade
75
0.64
90
0.7
HEC -22
'
Elevations Considered 0.5 ft
1
Equal Within
Consider Non -Piped False
Half Bench Submerged
0.95
Plunging Flow
'
Flat Submerged 1
0.15
Flat Unsubmerged 1
0.75
'
Depressed Submerged 1
0.07
AASHTO
Expansion, Ke 0.35
0.5
Contraction, Kc 0.25
1.3
'
Bend Angle vs. Bend Loss Curve
Bend Angle Behd Loss Coefficient, Kb-
de' ees
0
0
15
0.19
30
0.35
45
0.47
60
0.56
75
0.64
90
0.7
Generic Structure Loss
Governing Upstream Pipe Pipe with Maximum QV
Selection Method
Catchment Summary
Label Tirne,oft6hcentratibn Catchment a-
Q!qes),�',, I
CatchmentIntensity ,,.,", Catchment Rational onal� I ow
Conduit Summary
Description Conduit -Shape 08 Subnetwork — '. q I'll
XonduitDe§c 6rid 1 5 pe,
F'T ft3 S)
P-3
Circular Pipe - 12.0
Circular Pipe
1
Tie In
0.9
CB-4 C
in
e In 0
0.9 1
1.81
P-4
Circular Pipe - 12.0
Circular Pipe
1
Tie In
1.8
in
I
Velocity Hydraulic Grade Depth (In) Depth (Out) .r (Average) rade
(ft/s) Line (In) Line (out) 0 j
5.851 40.41 39.631 0.41 0.57
12.53 39.63 38.17 0.571 2.52
Node Summary
La bel
len e t'T ype Subnetwoi Outfall'
�Fld (Total Surface) Flow ff6fahbdt
MIA)
-B-3
Catch Basin T
Tie In 0
0.91 0
0
CB-4 C
Catch Basin e
e In 0
0.9 1
1.81
�Elevation (Ground) 77--, Elevat on,,(Invet) Energy Grade Line (In)
gY,GFade Line (Out
MY
431 411 40.551 40.!
43 39.06 39.87 391
Inlet Summary
Inlet +,jpw:(Totarjhteh!epted)
Inlet ,, n e Type "(Inlet): '71t p
CB-3 Percent Capture (N/A) (N/A)
0
0
CB-4 Percent Capture I (N/A) (N/A) 1
Flow,(Total. Bypassed Target 1 Capture U Eff c e
n 05ffer Gutter Spread
(ft3 /s)
(Calculated)
{in)
01<None> 100 0 1
0
0 1
100
1
0 <None> 1
Pipe2.stc Bentley Systems, Inc. Haestad Methods Solution Bentley StormCAD V8 XM Edition
Center [08.09.081.00]
9/22/2008 27 Siemon Company Drive Suite 200 W Watertown, Page 1 of 1
CT 06795 USA +1-203-755-1666
IN THE CITY OF LA QUINTA, STATE OF CALIFORNIA
HYDROLOGY, MAP
LA QUINTA RESORT AND CLUB
PARCEL MAP 28545-1
LOCATED IN A PORTION OF THE SE 1/2 OF SECTION 36, T5Sj R6E, SBM
CITY
OF
LA QUINTA
LEGEND
SUBAREA BOUNDARY
Q=5,47 . CFS SUBAREA RUNOFF FOR 100 YEAR.
EMERGENCY OVERFLOW - DIRECTION OF FLOW
DIRECTION OF STORM FLOW
CIB-# CATCH BASIN NUMBER (CORRESPONDS TO REPORT/PLAN)
PA PIPE SEGMENT NUMBER (CORRESPONDS TO REPORT/PLAN)
HYD
DROLOGY MAP
SCALE: 1"=30'