SDP 07-885.,
S�
Hydrology Report
(Revised For Grading Permit Approval)
La Quinta Country Club — Club House
Specific Plan 2007 -082
Site Development Permit 2007 -885
MDS 71900
Northeast Corner of Avenue 50 & Eisenhower Drive
City of La Quinta, State of California
I" Submit — April 2007
Revised — June 2007
Revised — Sept 2007
Revised — Oct 2007
Revised — Nov 2007
Revised — Feb 2008
Revised — Mar 2008
Mar. 2008
Prepared For:
La Quinta Country Club
P. O. Box 99
77 -750 Avenue 50
La Quinta California
Prepared By:
MDS Consulting
78 -900 Avenue 47, Suite 208,
La Quinta, CA 92253
(760) 771 -4013
Hydrology Report
(Revised For Grading Permit Approval)
La Quinta Country Club — Club House
Specific Plan 2007 -082
Site Development Permit 2007 -885
MDS 71900
Northeast Corner of Avenue 50 & Eisenhower Drive
City of La Quinta, State of California
Mar. 2008
Prepared For:
La Quinta Country Club
P. O. Box 99
77 -750 Avenue 50
La Quinta California
Prepared By:
MDS Consulting
78 -900 Avenue 47, Suite 208,
La Quinta, CA 92253
(760) 771 -4013
1" Submit — April 2007
Revised — June 2007
Revised — Sept 2007
Revised — Oct 2007
Revised — Nov 2007
Revised — Feb 2008
Revised — Mar 2008
4
11
Hydrology Report
La Quinta Country Club —Club House
Specific Plan 2007 -082
Site Development Permit 2007 -885
City of La Quinta, State of California
M o R s E 78 -900 Avenue 47
D Suite 208
Lo Quinta, CA 92253
D 0 K I C H Voice: 760 - 771 -4013
FAX: 760 — 771— 4073
S C H U L T Z mdsloquinto®mdsconsulting.net
P L A N N E R S E N G I N E E R S S U R V E Y O R S
Stanley C. Morse
R. C. E. 20596
Expires 9/30/09
Submittal: March 2008
9"-u
Q�pF ESS /pv�
C.
L9 No. 20596 m
a Exp. 9 -30 -09
�!JgTF OF ['AL \F�\P
I
MDS 71900 4/8/2008
Hydrology Report
Submitted April 2007
Revised June 2007
Revised Apr 2008
La Quinta Country Club — Club House
Specific Plan 2007 -082
Site Development Permit 2007 -885
Table of Contents
Title Sheets
Table of Contents Tab
Project Maps & Photos Tab 1
Project Narrative Tab 2
Summary of Results Tab 3
1. Design Criteria
2. Storm Point Precipitation Table (C.OLQ & NOAA)
3. Drainage Area List - (See Exhibit 2)
4 Retention Basin Control Elevations (See Exhibits 1 & 2)
5 Retention Basin — Available & Required Storage — Per Contour Areas
6 Comparative Storm Storage Data
7 Preliminary Nuisance Water Disposal System
Appendices:
Appendix A:
Retention Basin Hydrology Tab 4,
Unit & Flood Routing Hydrographs
(100yr —1, 3, 6, & 24hr Design Storms)
A -1 Unit Hydrograph Tab 4
A -2 Flood Routing to Retention Basin. Retention Basin drainage. Tab 5
Appendix B:
Rational Method Hydrology Tab 6
Appendix C: Nuisance Water Disposal System Tab 7
- Summary and Sketches/Design Calculations
1
g:\719\00\hyd\71900-Jtab-Contents.doc
MDS 71900
Contents — La Quinta Country Club — Club House (continued)
3/25/2008
Appendix D: Design Reference Documents
Tab 8
1. Geotech & Percolation test reports
Sladden Engineering
2. Point Precipitation Frequency Estimates — NOAA Atlas 14
(All storms)
3. COLQ Drainage and Storm Volume Map
COLQ
4. SCS Soil Map, & Hydrologic Soil Group Table 12
USDA -SCS
5. Time of Concentration Nomograph- Initial Subarea
(Plate D -3)
6. Rational Rainfall Intensity Duration Table 10yr & 100 yr
(Plate D -4.1)
7. Runoff Coefficient Curves (Soil Groups A & B, AMC II)
(Plate D -5.1 & 5.2)
8. Rational Runoff Index Numbers
(Plates D -5.5 & 5.6)
9. Rainfall Patterns —% of Design Storm Total Volume
(Plate E -5.9)
10. Maxwell Plus NWDS Detail
COLQ EB# 06 -16
11. Misc. Documents
Appendix E: Hydrology Map Exhibits
Tab 9
Exhibit 1:
Rational Method Hydrology Map
Exhibit 2:
Retention Basin Analysis — Hydrology Map
2
}
Project Maps
and
Photographs
I I
La Quinta Country Club — Club House
Specific Plan 2007 -082
Site Development Permit 2007 -885
MDS 71900
I
Tab 1
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= = = = = m = = = = m m m m = = m m =
Tab 2
Project Narrative
La Quinta Country Club — Club House
Specific Plan 2007 -082
Site Development Permit 2007 -885
MDS 71900
MDS 71900 2/19/2008
' Hydrology Report
1 La Quinta Country Club — Club House
Specific Plan 2007 -082
Site Development Permit 2007 -885
Ci ty of La Q uinta
(Northeast Corner of Avenue 50 and Eisenhower Drive)
Purpose
This report identifies the drainage design criteria to be used in the design of the project drainage, Retention, and
Nuisance Water disposal system. The analysis identifies the 100 -year storm' runoff rates and volumes generated
within the areas tributary to the proposed La Quinta Country Club (LQCC) Club House site. This analysis
demonstrates that all City of La Quinta (COLQ) standards can be met with the proposed project design.
Existing Site Description
The site measures approximately 1080 by 830 feet, consisting of approximately 19.2 gross acres. It is bounded on
' the west by Eisenhower Drive; on the south by Avenue 50, on the east by an existing single family residential
development; and on the north by the LQCC golf course. The site occupies some of the highest ground in the
vicinity, and is currently used as the LQCC clubhouse and driving range.
The site contains approximately 16 acres of historic onsite drainage, and approximately 3.2 acres along the north
boundary that historically drains north to the LQCC golf course retention system. The LQCC golf course is under
the same ownership as the Clubhouse site. There is no offsite drainage to other property.
Proposed Proiect Description
SDP 2007 -855, is a site development project proposed by the LQCC to construct a new Club House and storm
drainage retention basin, and reconstruct parking and maintenance facilities, landscaping, and the existing driving
range on the site.
Site development includes full improvement of the 19 -acre site, and connection of the onsite Entry Drive to Ave 50
and the emergency access to Eisenhower Dr.
Existing Drainage Patterns
' South: A small portion of the site adjacent to Ave 50 currently drains into the street. This offsite flow will be
stopped by a berm to be constructed along the property boundary.
West: Drainage from the site into Eisenhower Dr is prevented by an existing wall and onsite swale along the street
right -of -way. The historic surface site drainage flows into a small depression in the southwest corner of the site, and
then surface drains over the street curb into Eisenhower Dr near the existing street curb inlet / catch basin. This
drainage flows a short distance in Eisenhower Dr to an existing curb inlet and then is carried south in an existing
storm drain to an existing lake / retention basin on the east side of the street. This basic, emergency, surface outlet.
drainage pattern will be preserved to the maximum extent possible as outfall for storms larger than the design 100
year storm.
North: An area approximately 200 feet wide along the north side of the site drains north into the golf course and
the golf course drainage and retention system. This drainage pattern will not be changed. The area receiving the
drainage is under the same ownership as the Clubhouse site.
' East: Existing residential, single - family homes bound the east side of the site. A property line wall prevents
drainage from the site into these lots. The direction of the proposed site drainage is to the west, away from the
property line.
Onsite: The site currently drains from near the northeast corner of the site at the driving range Tee area, to the
drainage depression at the southwest corner of the site. This basic direction of flow will not change.
' 1
MDS 71900 2/19/2008
(Refer to Tab3, Summaries 3 & 4, and Tab 7, Exhibit 1 for the existing and historic drainage control
elevations.)
Proposed Drainage Patterns
The proposed project will be designed to preserve the existing, historic drainage patterns. Offsite grading is not
planned. The drainage pattern of the west side of the site will be preserved and improved with additional paving
and drainage features, together with additional parking areas, maintenance areas, and landscaping.
The easterly 2/3 of the site, currently the driving range, will be excavated and regraded to provide a multipurpose
driving range and retention basin for all onsite drainage. This basin will have approximately 4 feet of water depth
when storing the design 100 -year storm. It will have capacity to store more than 465 % of the 100 -year storm in the
unlikely event of failure of the storm drainage system. This larger storage is more than twice the volume of a 1000 -
year storm at the site. (See Tab 3, Summaries 4, 5, and 6.)
The site grading and the site drainage system are designed to direct onsite surface flow and storm drain pipe
drainage to the retention basin. Storms larger than the 100 year storm can backflow through the underground storm
drain system from the retention basin and flow. over the Eisenhower Drive curb at the approximate historic
overflow location and elevation. The overflow elevation is 5 feet higher than the required 100 -year storage water
surface. The retention basin can surface overflow at an even higher elevation in the event of underground storm
drain system failure. Neither event will flood any habitable structure on the site or neighboring property. (See Tab
3, Summary 4 for Control Elevations)
East: There will not be any drainage from the site onto the property to the east. The area along the east site
boundary will not be altered, and the existing and proposed drainage is westerly away from the boundary.
South: There will not be any drainage from the site into the Ave 50 right of way or the street itself. The existing
wall along the south frontage will be replaced with a 6 ft landscaped earth berm and wall to prevent golf balls from
escaping from the driving range into Ave 50. This berm and wall structure will also direct all onsite drainage to the
retention basin and prevent any drainage from the site into Ave 50.
The existing offsite storm runoff in Ave 50 flows west to the existing curb inlet in Eisenhower Drive. (See below)
West: There will not be any drainage from the site into the Eisenhower Drive right of way or the street itself. The
existing Eisenhower Dr frontage wall will be preserved, and new parking and maintenance areas and storm drains
will be constructed adjacent to the wall to channel runoff south and east to the retention basin. An opening will be
created through the base of the wall at the lowest onsite catch basin to allow storm flows from larger than 100 -year
storms to escape to Eisenhower Dr. This approximately duplicates the historic site drainage overflow path location
and elevation.
The existing offsite storm runoff in Eisenhower Dr. flows south to the existing curb inlet near Ave 50. The existing
18 -inch and 48 -inch storm drains from this inlet flow 630 feet south to an existing golf course lake and retention
basin. It appears that the existing street storm drainage system provides adequate drainage for Eisenhower Dr. and
Ave 50. Both frontages are fully improved, and no revisions or additional improvements other than minor drive
opening modification are proposed. The proposed development does not contribute to the existing drainage in the
streets and actually reduces the Ave 50 drainage slightly.
North: The area along the north side of the site, and the driving range tee area will not be altered or re- graded, and
will drain as it does currently.
Onsite: The proposed parking and maintenance area improvements will be constructed at or near existing grade,
and will continue to drain in the same general directions as existing.
As much as 73,000 cubic yards of material may be removed from the retention basin / driving range area and may
be used to construct the Clubhouse pad and the parking areas leading to the Club House portico.
All onsite storm drainage will be conveyed by surface flow in the parking areas and drives to curb inlets connecting
to underground storm drains and conveyed to a grated distribution box near the bottom of the retention basin.
' Large storm flows will "bubble -up" through the top grate of this box, spread over the bottom of the retention basin,
and percolate into the bottom and sides of the basin to the extent determined by the nature of the soils in the
retention basin.
' 2
MDS 71900 2/19/2008
' The percolation rate of the soils in the retention basin has been tested. The presence of clay and silt layers precludes
use of a percolation rate in the design of the retention basin during the storm event. The site soils have been
providing adequate percolation of storm runoff for many years without reported problems, which corresponds to the
1 geotechnical report by Sladden Engineering dated April 2007 which shows infiltration rates approximately 10 in/hr
at the retention basin site.
Per COLQ standards, the design percolation rate used is 2 in/hr.
r. The System is designed to provide storage for the storm producing the largest storage requirement in the retention
basin, (the 100 year, 1 hour storm), with more than 4 ft of freeboard between the water surface in the basin and the
normal gutter flow line at the lowest inlet, and also to provide 1.0 foot minimum of freeboard between the highest
possible overflow water surface in the retention basin or the storm drain system and the lowest habitable building
pad.
' The Retention Basin provides the required storage, (95,050 cubic feet, 2.18 Acre feet), for the design storm with the
largest net volume, while conforming to the above requirements. (See Tab 3, Summaries 4 and 5.)
Proposed Drainage System Design Methods
See Tab 3, Summary 1 and the discussion above for the Design Criteria used.
The Riverside County Synthetic Unit Hydrograph Method is being used to determine the storm runoff
volumes of the four potential design storms (100 yr —1 hr, 3 hr, 6 hr, & 24 hr). The total onsite drainage
areas for the retention basin were evaluated for the runoff from the design storms. The storm yielding the
largest required storage volume is designated the design storm for the Basin. The 1 hour, 100 -year storm
' is the control storm for this project. A Flood Routing program was used to determine retention basin
depth & storage volume data for the control storm. (See Tab 3, Summary 6, and Tabs 4 and 5,
Appendix A).
A CivilCadd / CivilDesign computer program using the Rational Method Hydrology procedure outlined in the
Riverside County Flood Control District Hydrology Manual will be used in calculating the required and actual
capacity of each street, inlet, pipe, and drainage structure. The pipes will be sized to provide 1.0 -foot minimum of
freeboard between the 100 -year, 1 -hour water surface in each inlet and the normal gutter flow line at the inlet
opening. The pipes will also be sized to avoid surcharging of the system when carrying the 10 -year, 1 -hour storm.
(See Tab 3, Summary 4 for the control elevations for the drainage system.)
These calculations will be provided in the Final Hydrology & Hydraulic Design Report, which will be submitted
for review with the Grading Plans and Storm Drain Improvement Plans.
Nuisance Water Disposal
Nuisance Water Disposal System — (NWDS): Small Nuisance water flows will be disposed of in a Nuisance
Water Disposal System in the bottom of the retention basin.
Nuisance water is defined as silt and contaminant - carrying runoff from landscape irrigation, and the debris and
contaminants flushed from pavement surfaces during the first minutes of storm runoff. It does not include runoff
from undeveloped areas or from the driving range.
All storm drainage from the onsite paved areas is collected in the storm drain system, and flows to the distribution
box in the bottom of the retention basin. Large storm flows will exceed the capacity of the Nuisance Water
Disposal System (NWDS) and rise through the top grates of this box, spread over the bottom of the retention basin
and percolate into the bottom and sides of the basin to the extent possible.
Nuisance water flows smaller than the capacity of the NWDS will follow the same flow path but will flow from the
distribution box through small diameter pipes to the NWDS, to be clarified and percolated into the ground.
The NWDS is designed per COLQ requirements to collect nuisance water from hard surface and landscaped areas,
remove debris and floating contaminants using one or more Maxwell Plus System pre - clarifier drywells, and
dispose of the clarified water using one or more Maxwell Plus percolation drywells in the bottom of the basin.
11 3
Tab 3
Summary.of Results
1. Design Criteria
2. Design Storm Precipitation VolumeTable
3. Drainage Area Table
4. Retention Basin Control Elevations
5. Retention Basin Storage - Required & Proposed
6. Comparative Storm Storage Data
7. Nuisance Water Disposal System
La Quinta Country Club — Club House
Specific Plan 2007 -082
Site Development Permit 2007 -885
MDS 71900
IMDS 71900
Last Revised 6/04/07
Summary 1 - Design Criteria - La Quinta Country Club
ClubHouse Construction
Specific Plan 2007 -082
Site Development Permit 2007 -885
Hydrology and Drainage Facilities
Excerpted from City of La Quinta (COLQ) design standards, plan checklists, and Engineering Bulletins.
' RETENTION BASINS
• Storm Point Precipitation Frequency Estimate data are provided by the City of La Quinta for calculation
of the 3, 6, and 24 hour, 100 -year storm runoff volumes (See summary 2). NOAA Atlas 14 data
provided on the NOAA website are not acceptable to the COLQ.
• Retention Basins shall be sized for the storm requiring the largest basin storage volume
• The retention basin shall retain the entire Controlling 100 -year design storm.
• The Controlling 100 year Design Storm for this project is the 1 hr storm.
• The design Percolation rate shall conform to the percolation test report, but shall not exceed 2 in/hr.
See Geotechnical Engineer Percolation Test Report in Appendix D).
• The design percolation rate dictated by the soil composition for this project is zero.
• Storm runoff and percolation Safety Factors are not required.
• Maximum design water surface in a Retention Basin shall be 1.0 foot or more below both the lowest
normal street gutter flow line and the lowest pad elevation in the Drainage area.
• A Designated Overflow route to the Historic Drainage Relief route shall be identified for each basin.
1 Overflow shall occur only in storms larger than the controlling 100 year design storm
• Basin water depth in a gated residential development shall conform to COLQ EB 97 -03 section 6.
• Publicly maintained Basins shall not be fenced or walled. Privately maintained basins may be
fenced/walled,
• Basins shall be visible from the residential streets for security reasons.
• Retention basins are not allowed in Public Street parkway or landscaping areas.
• Basin side slopes shall be 3 to 1 or flatter.
• A 12 ft wide maintenance access ramp shall be provided for each basin unless side slopes are less then
15 %. Maximum ramp slope is 15 %.
NUISANCE WATER / LOW FLOW DISPOSAL SYSTEMS
• A Nuisance Water Disposal System (NWDS) shall be provided to dispose of irrigation and initial storm
runoff from hardscape, pavement, and landscaped areas, excluding areas that drain directly into the
retention basin(s). The NWDS shall prevent standing water in the storm drainage system and Retention
Basin.
• The NWDS shall be designed per COLQ Draft Engineering Bulletin 06 -16 criteria.
• Maxwell Plus Debris Interception and percolation systems shall be provided to dispose of nuisance
water.
• Capacity of the systems shall be 5 gph per 1000 sf of landscaped or impervious area in the drainage
area.
• Sand filters and Percolation chambers shall not be used in the project area
MDS 71900
STREETS
Last Revised 6/04/07
• Streets, drainage inlets and pipes shall be designed for the Riverside County Rational Method 1 hour,
100 -year storm.
• The 10 -year storm street flow water surface shall not exceed the top of street curb.
• The 10 -year storm water surface in Major streets shall no flood more than one lane in each direction.
• The water surface of the 10 =year storm flow in underground storm drains shall not exceed the crown of
the pipe, (No pressure flow).
• The 100 -year storm street flow water surface shall not extend outside the street right of way with both
the street and storm drain system flowing at capacity. (Street ponding may exceed Top of Curb.)
• (NOTE: Despite the above 100 yr storm requirement, all onsite storm drainage is designed to
prevent the 100 year storm street flows from exceeding the Top of Curb.)
• The maximum 100 -year water surface in streets, including the maximum Designated Overflow water
surface, shall be 1.0 foot or more below the lowest pad elevation.
• Street flow velocity shall be 2.5 fps minimum and 6 fps maximum if possible.
• Minimum street gutter longitudinal slope shall be 0.5 %.
• Street surface roughness factor for storm flow computations shall be: n = 0.02 for local streets,
driveways and parking areas and n = 0.015 for major streets.
MAIN LINE STORM DRAIN, CURB INLETS, and LATERAL PIPES
• Minimum storm drain pipe size in Public Right of Way is 18 inches, with 6 -inch minimum diameter
changes.
• Minimum pipe slope is 0.3 %.
• . Maximum storm drain manhole access spacing shall be 300 feet.
• Storm drain Hydraulic Grade Line elevation calculations for the Rational Method 100 year design storm
peak flow may begin at the water surface elevation in the Retention Basin corresponding to the peak
inflow to the Basin. (See Tab 3, Summary 6).
• Storm drain Hydraulic Grade Line elevation calculations for the 100 year / 1 hour storm shall be based
on the Time of concentration, rainfall Intensity, and resultant peak flow in each pipe reach as adjusted
for confluence Tc differences using the Riverside County Rational Method Hydrology Method.
• Drainage inlets (catch basins) and their lateral pipes shall be designed for the Rational Method 100 year
storm flow for the Time of Concentration and rainfall Intensity at the individual inlet, not for the main
line Tc & I.
• NOTE: Storm Drain design flows at junction points shall be adjusted per RCFCD design criteria
to compensate for differences in Time of Concentration, (Tc) and rainfall Intensity of the inflows
at the junction.
• All street inlets shall be curb opening without grates
• Inlets shall be placed at low points (sump) wherever possible. Maximum spacing shall be 1200 feet.
• The 100 yr design storm water surface inside curb inlets shall be a minimum of 1.0 foot below the
normal gutter flow line at the inlet.
• Curb depressions shall be 4 inch at all inlets, unless revised by the COLQ.
• Sump inlets shall be sized for complete interception of the 100 -year design storm street flows.
• Flowby inlets shall be sized to intercept 85 % or more of the street flow.
• A Dedicated overflow outfall route and elevation shall be determined for all sump locations, with at
least 1.0 ft of freeboard between the overflow water surface and any building pad.
• The Historic Drainage Relief route shall be preserved as the Designated drainage relief route from the
Retention Basin.
MDS 71900 5-May-07
n
Summary 2t Sto:rrn PrecFpitation Volumes
La Quinta Country Club - Club House
Sitorrn Volumesa, Rainfall f Total dhuririg storm'
9._.. .i7 p ,;,,7. •. µ '> .;tr ,.fir : .1, ia aF.r _f. ;.,r -.
t' Pe�rfrCO` ; Q , ,7zx
Per NOAA Atlas 14 -2005
Recurrance
2 Year
100 Year
2 Year
10 Year
100 Year
Storm Duration
(inch)
(inch)
(inch)
(inch)
(inch)
Lat: 33.685441 N
Long: - 116.306036 W
1 Hour
0.50
2.10
0.45
0.95
2.09
3 Hour
0.70
2.70
0.7
1.37
2.70
6 Hour
0.90
3.20
0.93
1 1.76
3.26
24 Hour 1
1.20 1
4.25
1.24
2.38
4.32
used in LJn1t.H dro ra h Calculations
v: Y _:.. ,. g p ,.
Com arison Onl Not used
p y-
ID
Area
SD DA
HSG
Impery
RI
Use
(Ac)
(Ac)
N
Al
5.73
B
80
56
Lndscpd Parkg
Storm D:rai,n Trib'
5.73
A2
1.99
B
20
58
Turf & Tennis Ct
A3
8.30
A
5
33
Turf Drivg Rnge
Retention
10.29:
Total Retention Trib
16:.02 .
B
3.20
A &B
40
33
OffsiteTurf &Prkg
Total:Site 11
19.22
MDS 71900 21- Sep -07
....
S1urnmary 4 -- Control E;leva�tions
La Quinta Country Club - Club House
Retenttion Basin - Control
Elevations
Item
Source
Elev /ft
Lowest Building Pad elevation
Maintenance Bldg
42.00
Designated Surface Overflow to Eisenhower Thru Wall at Onsite CB
Exhibit 2
39.10
Designated Retention Basin Surface Overflow To Entry St Nr Tennis Ct
Exhibit 2
41.00
Historic Drainage Relief Elevation Over Curb at Existinci CB
Exhibit 1
38.30
Lowest Onsite Curb Inlet TC -
Exhibit 2
39.40
Max ws100 With Reg Freebd in Curb inlets -
1.0 ft Below Lowest Onsite CB Gutter
38.40
Retenti,on;Basin Desi ;n ws °:1,00. Re,_ ,aired Stora ,e:.
Tab: 3., Su:rnma :.:SA...�,,.., .
34.0.8
Retention Basin - Toe of sloe
30.00
Retention Basin Low Point - Drywell Grate Elevation
28.00
Freeboard Retention Basin to Overflow into EntrV St
6.92
Freeboard Retention Basin to Overflow into Eisenhower Dr
5.02
Freeboard - Lowest Pad to Surface Overflow To Eisenhower
See Above 1.0 ft Minimum
2.90
Freeboard - Lowest Pad to Design WS 100
See Above 1.0 ft Minimum
7.92
r l�. irr Ir Ir Ir i�r rr irr ,�I� r r ir■ r r Ir 11� -- Ir Ir
MDS 71900 21-Sep-07
Summary 5 - Retention Basin - Available & Required Storage
La Quinta Country Club - Club House
Retention Basin Zero Percolation
Elev
h
Area
Vol
Percolation
Cumulative Storage
Depth
Control
Contour
Average
Area
Rate
Available
%OfReq
Required
ft
s
s
cf \ ft
s
cfs
c
Ac Ft
Str
c
(ncFC)
ft
Elev
Descri
Zero in/hr)
41.0
112,758
112,758
0.140
546,658
12.550
13.00
1.0
105,068
105,068
40.0
97,378
97,378
0.130
:441 590
10.138
465
12.00
41.00
BasinOvrflo7oEntrySt
1.0
89,688
89,688
If SD failed
3'44 962
7.919
363
11.10
39.10
Desi Surface Ovflo To Eisenhwr
39.0
81,998
81,998
0.120
351,902
8.079
11.00
1.0
74,308
74,308
264118
6.063
278
10.461-
38:400
'�t;.PiviledStr' = 'ws100= 1.OftFree.bd ..
38.0
66,618
66,618
0.110
277,594
6.373
10.00
1.0
61,244
61,244
37.0
55,870
55,870
0.100
216,350
4.967
9.00
1.0
50,495
50,495
185,343
195
8.48
36.48
Strg For 1000Yr Storm
36.0
45,121
45,121
0.090
165,855
3.808
8.00
1.0
40,943
40,943
35.0
1 36,765
36,765
0.080
124,912
2.868
7.00
1.0
1
32,587
32,587
95,048
2.182
100
95,048
2.182
6.08
34.08
Re rdStr - ws100 -1 hrStorm
34.0
28,409
28,409
0.070
92,325
2.119
6.00
1.0
26,177
26,177
33.0
23,946
23,946
0.060
66,148
1.519
5.0
1.0
21,714
21,714
32.0
19,482
19,482
0.050
44,434
1.020
4.0
1.0
17,706
17,706
31.0
15,929
15,929
0.040
26,729
0.614
3.0
1.0
14,153
14,153
30.0
12,376
12,376
0.030
12 576
0.289
2.0
30.00
Toe of Slopes
1.0
9,332
9,332
29.0
6,288
6,288 1
0.020
0.074
1.0
1.0
3,244
3,244
2E44
28.0
200
200 1
0.010
0
0.000
0.0
28.00
Bottom
r N
Xk
Th
T
I
\, 1
�A
y �A \ II`�
9 N � QQ p
I\
It II it iI It i0
T
V
1 /
T x
1
/
/
r
I
/
I
V
1 /
T x
1
/
/
x I +
x
1�
)I
a
N r'
VNI
f
O
n
IT
1
/
/
x I +
x
1�
)I
a
N r'
VNI
f
O
n
NIDS 71900 1- Nov -07
P*
;-W M: ma, m dra, ivq...i'--S.t
La Quinta Country Club - Club House
S: ""
B St" o;ra D
Retention. In
-A7, -qmpanative y, Storm -Data gpii-
Storm
at
' 0,
yt
.42,:--ime
0: Empty-,
Duratn
Time
Q
Storage at
Peak Q
Depth
I
WS/HGL
Time
Pk Perc
Storage
Depth
WS100
Total
PostStrm
(hr)
(hr)
(cfs)
(AcFt)
(ft)
Elev
(hr)
(cfs)
(AcFt)
(cf)
(ft)
Elev
(hr)
(hr)
See Tab 4,
Max120
hr
1
0.83
81.1
1.16
1.36
29.36
.3
95,048
n
n
3
2.67
29.37
1.68
5.41
33.41
3.17
Zero
1.882
81,980
5.60
33.60
6
5.50
20.53
1.78
5.55
33.55
6.25
Zero
1,996
86,937
5.79
33.79
24
13.5
2.84
1.20
4.77
32.77
24.0
Zero
1.605
69,914
5.14
33.14
k- G.e"'n era
oragg
qs�l
g n- rt
1577
elev(ft)
AcFt
cf
Ac/%
in/hr
Tributary Area
16.00
Tested Percolation Rate
9.7 to 10.0
Design Perc Rate- per COLA
d r o
dSt- �b -!ItI
�F�16.,Awr,!R,O.; orqg 'I 00,�yf,7.'P� ro s
2
0- of
iii P fiftli fdj bib).
WA 95! yf/1' --fa _c,,,,, s a
W9 R T-.qqq!J
f � '
r
MDS 71900
5- Jun -07
till �ky$�ffi` t'�i.a rX . , .t L. 4, s..� �! , ,. F 5� 1 r r: n d� .. .,,..+aA C. r • 'i9'E . � 7.� "' t:.. = i . "" Nhr . T' .. , � _ �. �.,, . A ..i..
... .. .. . .a : �I,. , m ' :. v „.. .. :., ib .. .. i '•'ab, - !.- -sw a;, rc•nr;��erp �.•�Ii. !.xw'•� - - i_
r.nl r. `. ra 'r! ti3 , l 'r. �..':.• �Gr
ul t , �m�a; .:�'• <�;7 �.r�;. Nu.is�a,nce.w�arte:r.�,Di. �: ,
�a i<t; .:a..... — x: ar• a•:�. rr.. ,:. , -:xn *r u'•+ .err. ''A' -
'tf'. ,. :. H. .:. •tr..i �: L. .,�r., —... .•r•.d.�r::'.•;r �J � '��]9i%:• " -if %' rxf ..�tttn,rfr_ ai. ±4.- :i�,*`ifiGa:.i:�•., _>. _�nar_�.�....4 .. N.. -dnr. h I. .!,N >ir� c: tF.. '9'. .,,.4.
,
La Quin'ta Country Club - Club House
..i � :e �,... q ,...i•;..,....,�.,. .�J....: 4._�w._. rt,ym "a^p -Y%
a .. !y�..� . ..:, .•: � . ...._ u a � �, ... •. , •.l.i R . n.°'�: ..:.,. ,s . %h -.. r'. �C.,±"t,•
'Y:y •..�.r: t .. f I �' ,5• u. t'` Off 'r , n
>Ze�e,n.tt:on.E.B:asin .NWDS:.• a uireme t �.. axwell Plus ?D.ry . elrl�. e. C.OT,.
�. ...G s
.,• .'r.r. w......r. ur ...,,. :.c�[ r.. .M... ,. .. 1r _. .,
�.s... V.A.. . �- .. ...a .4 rxraw`t ., .i _, k � w .s.. .. -E.ivi ...,f»"iFn.^•c._•rci..x�S?>_ re.,�.r �*? xrmm C�Yr.<'r:.��?�rirv�s.J�r'eC.:c:
:,:;t:
`:Ur,.i
Required capacity - 5 gpd per 1000 sf of pervious surface
5
g d / 1000 sf
Landscaped & HardscapeTributary Area Excl Ret Basin direct Drainage)
5.73
Ac
Onsite pervious % - Estimate see Tab 3, Summary 3
80
%
Total Onsite Landscaped area - 0.8 x 5.73 Ac
4.58
Ac
Required Percolation capacity - 4.58 x 43560/1000)x5)
998
g/d
Percolation test rate - See Tab 8, Sladden En r Report, dated 4/23/07
1.6
g/sf /d
Required Maxwell Plus sidewall area - 998 gpd / 1.6 sf/d)
624
sf
Sidewall Area per Vertical ft 6 ft Dia. x 3.1416
19
sf
Required Maxwell Plus sidewall depth - 998 gpd / 1.6 /sf /d
33
if
Proposed percolation capacity One 33 ft deep or Two 17 ft deep Maxwell Plus NWDS
998
g/d
NWDS design will be completed with the final storm drain design
Tab 4
Appendix A
Retention Basin Hydrology
Unit Hydrographs
Flood Hydrograph
1 hr / 100 yr design storm
3 hr / 100 yr design storm
6 hr / 100 yr design storm
24 hr / 100 yr design storm_
La Quinta Country Club — Club House
Specific Plan 2007 -082
Site Development Permit 2007 -885
MDS 71900
Appendix A -1
Retention Basin Hydrology
Unit Hydroj!raphs
1 hr / 100 yr design storm
3 hr/ 100 yr design storm
6. hr / 100 yr design storm
24 hr / 100 yr design storm
La Quinta Country Club — Club House
Specific Plan 2007 -082
Site Development Permit 2007 -885
MDS 71900
Tab 4
U n _i , t �. <_H -�y d r,�o �g y �r� a 4�p .� h.. ;�� � A n • a 1 ` y s ;� iy `s.
Copyright (c) ~CIVILCADD /CIVILDESIGN, 1989 -2004, Version 7.0
Study date 06/01/07 File: 71900UHA111100.out
+++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 4082
English (in lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
- English Units used in output format
- ----- ----- --- ------- -------
--------------------------- - - - - --
�`�� � Unit4 Hydrology'= X100 yr / -1�H_R
----- J----J---- � - - - -- f+.:.= ...... - - - - -- K.,. - -L- - t------------------------ - - - - --
Drainage Area = 16.00(Ac.) = 0.025 Sq. Mi.
' Drainage Area for Depth -Area Areal Adjustment = 16.00(Ac.)
Length along longest watercourse = 1480.00(Ft.)
Length along longest watercourse measured to centroid =
' Length along longest watercourse = 0.280 Mi.
Length along longest watercourse measured to centroid =
Difference in elevation = 3.20(Ft.)
Slope along watercourse = 11.4162 Ft. /Mi.
Average Manning's 'N' = 0.015
Lag time = 0.040 Hr.
Lag time = 2.42 Min.
250 of lag time = 0.60 Min.
400 of lag time = 0.97 Min.
Unit;�Cime ;` f 5` 00 Mini
A✓ Y jAt 1 'k i G f: .i�
t + ;Duration „of st ormti; 1 ;Hour (s)
User Entered Base Flow '= 0.00(CFS)
2 YEAR Area rainfall data:
Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2]
16.00 0.50 8.00.
100 YEAR Area rainfall data:
Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2]
16.00 2.10 33.60
STORM EVENT (YEAR) = 100.00
Area Averaged 2 -Year Rainfall = 0.500(In)
Area Averaged 100 -Year Rainfall = 2.100(In)
Point rain (area averaged) = 2.100(In)
Areal adjustment factor = 99.99 %
' Adjusted average point rain = 2.100(In)
�-- .r•— •.,�_:�?� -tom �?:— •,�••;.,c�i
�Suli= Ar,.ea �Da`ta:a
Area(Ac.) Runoff Index Impervious %
5.730 56.00 0.800
1.990 58.00 0.200
8.280 33.00 0.050
' Total Area Entered = 16.00(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area%
AMC2 AMC -2 (In /Hr) (Dec.%) (In /Hr) (Dec.)
56.0 56.0 0.511 0.800 0.143 0.358
58.0 58.0 0.490 0.200 0.402 0.124
33.0 33.0 0.733 0.050 0.700 0.517
Sum (F)
= 0.025 Sq. Mi.
200.00(Ft.)
0.038 Mi.
F
(In /Hr)
0.051
0.050
0.362
0.463
'
Area averaged mean
soil loss (F) (In /Hr) = 0.463
Effective
Minimum soil loss
rate ((In /Hr)) = 0.232
Percent
(for 24 hour storm
duration)
(In /Hr)
1
iSoil low loss rate
(decimal) = 0.630
0.907
Slope of intensity-
duration curve for a 1 hour storm = 0.5800
2
----------------------------------------------------------------------
U� n zit-' H 'y d r o`xJ r a` p �h
1.058`
0.463 - --
0.59
3
0.25
4.40
VALLEY S -Curve
0.463 - --
0.65
--------------------------------------------------------------------
;Lu.� t
Un : drograph;,. ato
4.60
1.159
---------------------------------------------------------------------
0.70
5
Unit time period
Time % of lag Distribution Unit
Hydrograph
0.463 - --
(hrs)
---------------------------------------------------------------------
Graph %
(CFS)
1 0.083
206.803 44.553
7.184
0.95
2 0.167
413.606 42.896
6.917
1.613
3 0.250
620.408 8.523
1.374
4 0.333
827.211 4.029
0.650
0.463 - --
Sum = 100.000 Sum=
16.125
G
11
-----------------------------------------------------------------------
Unit Time
Pattern
Storm Rain Loss rate(In. /Hr)
Effective
(Hr.)
Percent
(In /Hr)
Max Low
(In /Hr)
1
0.08
3.60
0.907
0.463 - --
0.44
2
0.17
4.20
1.058`
0.463 - --
0.59
3
0.25
4.40
1.109
0.463 - --
0.65
4
0.33
4.60
1.159
0.463 - --
0.70
5
0.42
5.00
1.260
0.463 - --
0.80
6
0.50
5.60
1.411
0.463 - --
0.95
7
0.58
6.40
1.613
0.463 - --
1.15
8
0.67
8.10
2.041
0.463 - --
1.58
9
0.75
13.10
3.301
0.463 - --
2.84
10
0.83
34.50
8.693
0.463 - --
8.23
11
0.92
6.70
1.688
0.463 - --
1.22
12
1.00
3.80
0.957
0.463 - --
0.49
Sum =
100.0
Sum =
19.6
Flood
volume = Effective rainfall
1.64(In)
times
area
16.0(Ac.) /[(In) /(Ft.))
= 2.2(Ac.Ft)
Total
soil loss
= 0.46(In)
Total
soil loss
= 0.618(Ac.Ft)
Total
rainfall =
2.10(In)
Flood
volume =
95030.6 Cubic
Feet
Total
soil loss
= 26919.7 Cubic Feet
Peak
flow rate
of this hydrograph
= 81.701(CFS)
+++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
--------------------------------------------------------------------
Hydrograph in
5
Minute intervals ((CFS))
--------------------------------------------------------------------
Time(h+m)
Volume AC.Ft
Q(CFS)0
22.5 45.0 67.5 90.0
-----------------------------------------------------------------------
0+ 5
0.0220
3.19
VQ
0 +10
0.0725
7.34
IV
Q
0 +15
0.1370
9.36
I V Q
0 +20
0.2098
10.57
(
VQ
0. +25
0.2912
11.81
I
Q
0 +30
0.3855
13.70
I
QV
0 +35
0.4982
16.36
I
Q VI
0 +40
0.6436
21.11
I
QIV
0 +45
0.8743
33.51
1 Q V
0 +55 1.9238 70.68 I I I IQ V I
1+ 0 2.0973 25.19 I IQ I I V I
1+ 5 2.1692 10.45 I Q I I I VI
1 +10 2.1794 1.48 O 1 1 1 VI
t . +..e. +^ .r.�. :. .fi "+� �H'•aew p ^".°3 5-'a. ,'Y�„ ..,, j.. .. r -s YP � - r-tra. 7Tr '�+^
.,6:.ix.,.,- ss(<.-- ,:a::.
Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0
Study date 06/01/07 File: 71900UHA113100.out
+++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
' Program License Serial Number 4082
English (in -lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
- - - - -- ---------------------------
ti,,.....- . r.•. .�— :?'t'z- .. "r.+.v „_,.,..d«- ',tr.«"'.er�:��' r ^.� . -tom s
MDS 71`900 �La Quinta� Country
"Club.
x Uni Hydrology 1O'Oi�yr / 3 HR
'-------------------------------- ��.��.,.. �_,---------------------------- - - - - --
Drainage Area = 16.00(Ac.) = 0.025 Sq. Mi.
Drainage Area for Depth -Area Areal Adjustment = 16.00(Ac.) = 0.025 Sq. Mi.
Length along longest watercourse = 1480.00(Ft.)
Length along longest watercourse measured to centroid = 200.00(Ft.)
Length along longest watercourse = 0.280 Mi.
' Length along longest watercourse measured to centroid = 0.038 Mi.
Difference in elevation = 3.20(Ft.)
Slope along watercourse = 11.4162 Ft. /Mi.
Average Manning's 'N' = 0.015
Lag time = 0.040 Hr.
Lag time = 2.42 Min.
250 of lag time = 0.60 Min.
400 of lag time = 0.97 Min.
Unit ;time 10' OOSMinti
r Duration -of storm 3 Hour(s:)
User Entered Base Flow _ 0.00(CFS)
2 YEAR Area rainfall data:
Area (Ac. ) [1] Rainfall (In) [2] Weighting [1 *2)
' 16.00 0.70 11.20
100 YEAR Area rainfall data:
Area (Ac.) [1) Rainfall (In) [2) Weighting [1 *2]
16.00 2.70 43.20
STORM EVENT (YEAR) = 100.00
Area Averaged 2 -Year Rainfall = 0.700(In)
' Area Averaged 100 -Year Rainfall = 2.700(In)
Point rain (area averaged) = 2.700(In)
Areal adjustment factor = 99.99 %
Adjusted average point rain = 2.700(In)
S rub" Area � Data
Area(Ac.) Runoff Index Impervious o
5.730 56.00 0.800
1.990 58.00 0.200
8.280 33.00 0.050
Total Area Entered = 16.00(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC -2 (In /Hr) (Dec.%) (In /Hr) (Dec.) (In /Hr)
56.0 56.0 0.511 0.800 0.143 0.358 0.051
58.0 58.0 0.490 0.200 0.402 0.124 0.050
33.0 33.0 0.733 0.050 0.700 0.517 0.362
Sum (F) = 0.463
Area averaged mean soil loss (F) (In /Hr) = 0.463
'
Minimum soil loss
rate ((In /Hr)) = 0.232
(for 24
hour storm
duration)
Soil low
loss rate
(decimal) = 0.630
'
---------------
- -
- - -? .- -- - -- -- - - - - -- - --
, a �°grtP h
--------- - - - - --
VALLEY S -Curve
-------------------
- - - - -- - -- ------------ -- -----
U-hl� Mydrograph„TData
- - - - -, -- - - - - --
---------------------------------------------------------------------
Unit time
period
Time % of lag Distribution Unit
Hydrograph
(hrs)
Graph %
(CFS)
---------------------------------------------------------------------
1
0.167
413.606 66.001
10.643
2
0.333
827.211 33.999
5.482
Sum = 100.000 Sum=
16.125
- ----- -----
Unit Time
---------- --------
Pattern
----- --------- ------------- --------------
Storm Rain Loss rate(In. /Hr)
-
Effective
(Hr.) Percent
(In /Hr) Max Low
(In /Hr)
1
0.17
2.60
0.421 0.463 0.265
0.16
'
2
0.33
2.60
0.421 0.463 0.265
0.16
3
0.50
3.30
0.535 0.463 - --
0.07
4
0.67
3.30
0.535 0.463 - --
0.07
'
5
0.83
3.30
0.535 0.463 - --
0.07
6
1.00
3.40
0.551 0.463 - --
0.09
7
1.17
4.40
0.713 0.463 - --
0.25
8
1.33
4:20
0.680 0.463
0.22
9
1.50
5.30
- --
0.859 0.463
0.40
10
1.67
5.10
0.826 0.463 - --
0.36
'
11
1.83
6.40
1.037 0.463
0.57
12
2.00
5.90
- --
0.956 0.463
0.49
13
2.17
7.30
1.183 0.463 - --
0.72
14
2.33
8.50
1.377 0.463
0.91
15
2.50
14.10
- --
2.284 0.463
1.82
16
2.67
14.10
2.284 0.463 - --
1.82
17
18
2.83
3.00
3.80
2.40
0.616 0.463 - --
0.389 0.463 0.245
0.15
0.14
Sum =
100.0
Sum =
8.5
Flood
volume = Effective
rainfall 1.41(In)
times
area
16.0(Ac.) /[(In) /(Ft.)] = 1.9(Ac.Ft)
Total
soil loss =
1.29(In)
Total
soil loss =
1.717(Ac.Ft)
Total
rainfall =
2.70(In)
Flood
volume =
81998.0 Cubic Feet
Total
soil loss =
74807.0 Cubic Feet
Peak
flow rate of this hydrograph = 29.371(CFS)
+++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
--------------------------------------------------------------------
Hydrograph in
10 Minute intervals ((CFS))
--------------------------------------------------------------------
Time(h+m)
Volume Ac.Ft
Q(CFS)0 7.5 15.0 22.5 30.0
-----------------------------------------------------------------------
0+10
0.0229
1.66
V Q
0 +20
0.0575
2.51
V Q
0 +30
0.0797
1.61
IVQ
0 +40
0.0955
1.15
IQV I
0 +50
0.1113
1.15
IQV I
1+ 0
0.1294
1.32
IQV I
1 +10
0.1726
3.13
I VQ
1 +20
0.2232
3.68
I Q
1 +30
0.2976
5.40
I VQ
1 +40
0.3806
6.03
I Q
1 +50
0.4921
8.09
I Q
2+ 0
0.6076
8.39
I IQV
2 +10
0.7502
10.36
I I Q V
2 +20
0.9385
13.67
I I QVI
2 +30
1.2745
24.40
1 V O
2 +50 1.8390 11.61 I I Q I I VI
3+ 0 1.8715 2.37 1 Q I VI
8 ?,oxN. r — ._ . S: r� z -:.t� '.`�,'�r Y w �*-y± 4 H,•«g• ..e.� -r ;{ i"`. .� .r f
H :,s
Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0
Study date 06/01/07 File: 71900UHA116100.out
+++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 4082
English (in -lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------- - - - - --
Drainage Area = 16.00(Ac.) = 0.025 Sq. Mi.
Drainage Area for Depth -Area Areal Adjustment = 16.00(Ac
Length along longest watercourse = 1480.00(Ft.)
Length along longest watercourse measured to centroid =
Length along longest watercourse = 0.280 Mi.
Length along longest watercourse measured to centroid =
Difference in elevation = 3.20(Ft.)
Slope along watercourse = 11.4162 Ft. /Mi.
Average Manning's 'N' = 0.015
Lag time = 0.040 Hr.
Lag time = 2.42 Min.
250 of lag time = 0.60 Min.
400 of lag time = .0.97 Min.
Unit timej_ 15 00Min
w Duration of storm
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area (Ac.) [1) Rainfall (In) [2]
16.00 0.90
100 YEAR Area rainfall data:
Area(Ac.) [1] Rainfall (In) [2]
16.00 3.20
STORM EVENT (YEAR) = 100.00
Area Averaged 2 -Year Rainfall =
Area Averaged 100 -Year Rainfall =
Point rain (area averaged) = 3.
Areal adjustment factor = 99.99
Adjusted average point rain = 3
;Sub` ;Area D M
...5�.
weighting [1 *2)
14.40
Weighting[1 *23
51.20
0.900 (In)
3.200(In)
200 (In)
0
.200 (In)
Area(Ac.) Runoff Index Impervious
5.730 56.00 0.800
1.990 58.00 0.200
8.280 33.00 0.050
Total Area Entered = 16.00(Ac.)
0
Rate Area%
(Dec.)
0.358
0.124
0.517
Sum (F]
= 0.025 Sq. Mi.
200.00(Ft.)
0.038 Mi.
F
(In /Hr)
0.051
0.050
0.362
0.463
' RI
RI
Infil. Rate
Impervious
Adj. Infil.
AMC2
AMC -2
(In /Hr)
(Dec.%)
(In /Hr)
56.0
56.0
0.511
0.800
0.143
' 58.0
58.0
0.490
0.200
0.402
33.0
33.0
0.733
0.050
0.700
Rate Area%
(Dec.)
0.358
0.124
0.517
Sum (F]
= 0.025 Sq. Mi.
200.00(Ft.)
0.038 Mi.
F
(In /Hr)
0.051
0.050
0.362
0.463
� I
� I
� I
� I
� I
Area averaged mean soil loss (F) (In /Hr) = 0.463
Minimum soil loss rate ((In /Hr)) = 0.232
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.630
---------------------------------------------------------------------
Un
VALLEY S -Curve
--------------------------
M------------------------------------
n *i t Hydrograph Dat II
- - - - --
-- - - - -
- - - - - - - - - -
- - - - - - -
- - - - - - - - - - -
- - - - - - - - - -
- - - - - - - - - -
- - - - - - - - - - - - - - -
Unit time
period
Time o of lag
Distribution Unit
Hydrograph
(hrs)
Graph %
(CFS)
---------------------------------------------------------------------
1
0.250
620.408
75.991
12.254
2
0.500
1240.817
24.009
3.871
Sum
= 100.000
Sum=
16.125
-----------------------------------------------------------------------
Unit Time
Pattern
Storm Rain Loss rate(In.
/Hr)
Effective
(Hr.)
Percent
(In /Hr)
Max
Low
(In /Hr)
1
0.25
1.70
0.218
0.463
0.137
0.08
2
0.50
1.90
0.243
0.463
0.153
0.09
3
0.75
2.10
0.269
0.463
0.169
0.10
4
1.00
2.20
0.282
0.463
0.177
0.10
5
1.25
2.40
0.307
0.463
0.194
0.11
6
1.50
2.40
0.307
0.463
0.194
0.11
7
1.75
2.40
0.307
0.463
0.194
0.11
8
2.00
2.50
0.320
0.463
0.202
0.12
9
2.25
2.60
0.333
0.463
0.210
0.12
10
2.50
2.70
0.346
0.463
0.218
0.13
11
2.75
2.80
0.358
0.463
0.226
0.13
12
3.00
3.00
0.384
0.463
0.242
0.14
13
3.25
3.20
0.410
0.463
0.258
0.15
14
3.50
3.60
0.461
0.463
0.290
0.17
15
3.75
4.30
0.550
0.463
- --
0.09
16
4.00
4.70
0.602
0.463
- --
0.14
17
4.25
5.40
0.691
0.463
- --
0.23
18
4.50
6.20
0.794
0.463
- --
0.33
19
4.75
6.90
0.883
0.463
- --
0.42
20
5.00
7.50
0.960
0.463
- --
0.50
21
5.25
10.60
1.357
0.463
- --
0.89
22
5.50
14.50
1.856
0.463
- --
1.39
23
5.75
3.40
0.435
0.463
0.274
0.16
24
6.00
1.00
0.128
0.463
0.081
0.05
Sum =
100.0
Sum =
5.9
Flood
volume = Effective
rainfall
1.47(In)
times
area
16.0(Ac.,) /[(In) /(Ft.)]
=
2.0(Ac.Ft)
Total
soil loss
= 1.73(In)
Total
soil loss
2.308(Ac.Ft)
Total
rainfall =
3.20(In)
Flood
volume =
85290.4 Cubic
Feet
Total
soil loss
= 100555.4 Cubic Feet
Peak
flow rate
of this hydrograph
= 20.531(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
-- - - - -
- - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Hydrograph in
15 Minute intervals ((CFS)>
--------------------------------------------------------------------
Time(h+oo)
Volume Ao.Ft
Q(CF8)O 7,5 15'0 22,5 30'0
-----------------------
0+I5
0.0204
-----------------------------------------------
0.99
VQ
0+30
0'0496
1.4I
Q
0+45
0.0820
1.57
IVQ
l+ U
0'1164
1'66
Q
l+lS
0'I535
I'80
QV |
1+30
0.I914
1.83
QV
1+45
0.2393
I'83
{} \7
2+ O
0.2684
I'89
Q \/
2+I5
0.3090
1.97
O \/
2+30
0'35I3
3.04
Q \/
2+45
0.3951
2.I2
Q \7
3+ U
0'44I7
2.26
1 Q \r|
3+I5
0'49I4
2'4I
O \/
3+30
0'5468
2.68
Q \7
3+45
0.5824
1.73
1 O IV
4+ O
0.6243
3.03
D \/
4+15
0.6930
3.33
Q \/
4+30
0.7949
4.93
O \/
4+45
0.9276
6.43
C) \ `J \
5+ O
I'0869
7'71
O \/
5+15
1.3529
12.87
| | O \/ � |
5+45
1.9293
7.37 Q1
I VI
r P
U n i t` ;Ht dr or' a r h;A��na 1� ysi s
Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004, Version 7.0
Study date 06/01/07 File: 71900UHA1124100.out
+++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 4082
English (in -lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------- - - - - --
Drainage Area = 16.00(Ac.) = 0.025 Sq. Mi.
Drainage Area for Depth -Area Areal Adjustment = 16.00(Ac.)
Length along longest watercourse = 1480.00(Ft.)
Length along longest watercourse measured to centroid =
Length along longest watercourse = 0.280 Mi.
Length along longest watercourse measured to centroid =
Difference in elevation = 3.20(Ft.)
Slope along watercourse = 11.4162 Ft. /Mi.
Average Manning's 'N' = 0.015
Lag time = 0.040 Hr.
Lag time = 2.42 Min.
250 of lag time = 0.60 Min.
400 of lag time = 0.97 Min.
Unit,7i�Ftime� 30r 00 Min
x Durationx�4of storm" � {24 6' {s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2]
16.00 1.20 19.20
100 YEAR Area rainfall data:
Area (Ac.) [1] Rainfall (In) [2] Weighting [1 *2]
16.00 4.25 68.00
STORM EVENT (YEAR) = 100.00
Area Averaged 2 -Year Rainfall =
1.200(In)
Area Averaged 100 -Year Rainfall =
4.250(In)
'
Point rain (area averaged) = 4.250(In)
Areal adjustment factor = 100.00
0
Adjusted average point rain =
4.250(In)
'
Area(Ac.) Runoff Index
Impervious o
5.730 56.00
0.800
'
1.990 58.00
0.200
8.280 33.00
0.050
Total Area Entered = 16.00(Ac.)
RI RI Infil. Rate Impervious
Adj. Infil
AMC2 AMC -2 (In /Hr) (Dec.%)
(In /Hr)
56.0 56.0 0.511 0.800
0.143
' 58.0 58.0 0.490 0.200
0.402
33.0 33.0 0.733 0.050
0.700
Rate Area%
(Dec.)
0.358
0.124
0.517
Sum (F)
= 0.025 Sq. Mi.
200.00(Ft.)
0.038 Mi.
F
(In /Hr)
0.051
0.050
0.362
0.463
Area averaged mean
soil loss
(F) (In /Hr) =
0.463
Minimum
soil loss
rate ((In /Hr)) = 0.232
(for 24
hour storm
duration)
Soil low
loss rate
(decimal)
= 0.630
---------------------------------------------------------------------
3cr s
Fah
VALLEY S -Curve
-------------------
- ------------------------------------------------
.s^S.tT if�i'�
:Un it' Hydrograph�Data
- - - - - - - -
- - - - - - - - - -
:.k. t�itrfi4
- - - - - - - - - - -
.�-i5sh 3 _ ._..i. 3Y.
- - - - - - - - - - - - - -
_ ztiS wsy
- - - - - - - - - - -
- - - - - - - - - - - - - - -
Unit time period
Time % of
lag Distribution
Unit
Hydrograph
(hrs)
Graph o
(CFS)
------------------------------------------------------=--------------
1
0.500
1240.817
100.000
16.125
Sum = 100.000
Sum=
16.125
-----------------------------------------------------------------------
Unit
Time
Pattern
Storm Rain
Loss rate(In. /Hr)
Effective
(Hr.)
Percent
(In /Hr)
Max
Low
(In /Hr)
1
0.50
0.50
0.042
0.814
0.027
0.02
2
1.00
0.70
0.059
0.795
0.037
0.02
3
1.50
0.60
0.051
0.776
0.032
0.02
4
2.00
0.70
0.059
0.758
0.037
0.02
5
2.50
0.80
0.068
0.740
0.043
0.03
6
3.00
1.00
0.085
0.722
0.054
0.03
7
3.50
1.00
0.085
0.704
0.054
0.03
8
4.00
1.10
0.093
0.686
0.059
0.03
9
4.50
1.30
0.110
0.669
0.070
0.04
10
5.00
1.50
0.127
0.652
0.080
0.05
11
5.50
1.30
0.110
0.635
0.070
0.04
12
6.00
1.60
0.136
0.619
0.086
0.05
13
6.50
1.80
0.153
0.602
0.096
0.06
14
7.00
2.00
0.170
0.586
0.107
0.06
15
7.50
2.10
0.178
0.570
0.112
0.07
16
8.00
2.50
0.212
0.555
0.134
0.08
17
8.50
3.00
0.255
0.540
0.161
0.09
18
9.00
3.30
0.280
0.525
0.177
0.10
19
9.50
3.90
0.331
0.510
0.209
0.12
20
10.00
4.30
0.365
0.495
0.230
0.14
21
10.50
3.00
0.255
0.481
0.161
0.09
22
11.00
4.00
0.340
0.467
0.214
0.13
23
11.50
3.80
0.323
0.454
0.203
0.12
24
12.00
3.50
0.297
0.440
0.187
0.11
25
12.50
5.10
0.433
0.427
- --
0.01
26
13.00
5.70
0.484
0.415
- --
0.07
27'
13.50
6.80
0.578
0.402
- --
0.18
28
14.00
4.60
0.391
0.390
- --
0.00
29
14.50
5.30
0.450
0.378
- --
0.07
30
15.00
5.10
0.433
0.367
- --
0.07
31
15.50
4.70
0.399
0.356
- --
0.04
32
16.00
3.80
0.323
0.345
0.203
0.12
3.3
16.50
0.80
0.068
0.334
0.043
0.03
34
17.00
0.60
0.051
0.324
0.032
0.02
35
17.50
1.00
0.085
0.315
0.054
0.03
36
18.00
0.90
0.076
0.305
0.048
0.03
37
18.50
0.80
0.068
0.296
0.043
0.03
38 19.00
0.50
0.042 0.288
0.027
0.02
39 19.50
0.70
0.059 0.280
0.037
0.02
40 20.00
0.50
0.042 0.272
0.027
0.02
41 20.50
0.60
0.051 0.265
0.032
0.02
42 21.00
0.50
0.042 0.258
0.027
0.02
43 21.50
0.50
0.042 0.252
0.027
0.02
44 22.00
0.50
0.042 0.247
0.027
0.02
45 22.50
0.50
0.042 0.242
0.027
0.02
46 23.00
0.40
0.034 0.238
0.021
0.01
47 23.50
0.40
0.034 0.234
0.021
0.01
48 24.00
0.40
0.034 0.232
0.021
0.01
Sum =
100.0
Sum =
2.4
Flood
volume = Effective rainfall 1.20(In)
times
area
16.0(Ac.) /[(In) /(Ft.)] =
1.6(Ac.Ft)
Total
soil loss
= 3.05(In)
Total
soil loss
= 4.061(Ac.Ft)
Total
rainfall =
4.25(In)
Flood
volume =
69929.6 Cubic Feet
Total
soil loss
= 176902.7 Cubic Feet
Peak
flow rate
of this hydrograph =
2.838(CFS)
++++++++++++++++++++++.+++++++++++++++
+ + + + +
+ + + + + + + + + + + + + + + + + + + + + + + + ++
T O R M
R,--U,:
._1
n o:f .f Hy d:.r
.. ,. _.
. ._ .. ,. _. . ... .. .,. ... _ ,. .
o 'g. r 'a
. . . ..
p h
._ -.
-- - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Hydrograph in 30 Minute intervals
- - - - - - - - - - - -
((CFS))
- - - - - - - - - - - - - -
--------------------------------------------------------------------
Time(h+m)
Volume Ac.Ft
Q(CFS)0 2.5
5.0
7.5 10.0
-----------------------------------------------------------------------
0+30
0.0105
0.25 VQ
l+ 0
0.0252
0.36 VQ
1+30
0.0377
0.30 VQ
2+ 0
0.0524
0.36 IQ I
I
2 +30
0.0692
0.41 IQ I
3+ 0
0.0902
0.51 I Q
3 +30
0.1111
0.51 I Q
4+ 0
0.1342
0.56 QV
4 +30
0.1614
0.66 I Q V
5+ 0
0.1929
0.76 QV
5 +30
0.2201
0.66 I Q V
6+ 0
0.2537
0.81 I Q V
6 +30
0.2914
0.91 I Q V
7+ 0
0.3334
1.01 Q V
7 +30
0.3774
1.07 I Q VI
I
8+ 0
0.4298
1.27 ( Q V
I
8 +30
0.4927
1.52 I Q V
I
9+ 0
0.5619
1.67 I Q I V I
9 +30
0.6437
1.98 I Q I
V I
10+ 0
0.7338
2.18 I Q I
V I
10 +30
0.7967
1.52 I Q I
VI
I I
11+ 0
0.8806
2.03 I Q I
V
11 +30
0.9602
1.93 I Q I
I V
12+ 0
1.0336
1.78 I Q I
I V
12 +30
1.0378
0.10 Q I
I V
13+ 0
1.0844
1.13 Q
V
:1.2017
Time(h +m) Volume Ac. Ft
Q(CFS)0 2.5
5.0 7.5 10.0
'
14+ 0
1.2024
0.02
Q
VI
i
14 +30
1.2506
1.17
I Q I
I V
15+ 0
1.2951
1.08
Q I
I V
'
15 +30
1.3244
0.71
Q
( V
16+ 0
1.4041
1.93
I Q I
I V
16 +30
1.4209
0.41
IQ
V
17+ 0
1.4334
0.30
IQ I
I I V
17 +30
1.4544,
0.51
I Q I
I I V
18+ 0
1.4733
'0 .46'
IQ I
I I V
18 +30
1.4900
0.41
IQ I
I I V I
19+ 0
1.5005
0.25
IQ I
I I V I
19 +30
1.5152
0.36
IQ I
I I V I
20+ 0
1.5257
0.25,
IQ I
I I V I
'
20 +30
1.5383
0.30
IQ I
I I V I
21+ 0
1.5488
0.25
IQ I'
I I V I
21 +30
1.5592"
0.25
IQ I
I I V I
22+ 0
1.5697
0.25
IQ I
I I VI
22 +30
1.5802.
0.25,'
IQ I
I I VI
23+ 0
1.5886
0.20
Q I
I I VI
'
23 +30
1.5970
0 20
Q
V
"€r$AiY'.t� -'t=ai »ter r
n C3 ; se ck ,s` y r r u.'Y•&. i' _ . r Yr, a. f,.� V
aAt_.
i
Tab 5
Appendix A-,2
Retention Basin Hydrology
Flood Hydro$!raph
I. Basin infiltration/percolation
2.1 hr / 100 yr design storm drawdown, infiltration
into drywell only
3. Basin Infiltration rate
4.1 hr /,100 yr design storm drawdown, infiltration
into basin
La Quinta Country Club — Club House
Specific Plan 2007 -082
Site Development Permit 2007 -885
MDS 71900
LA QUINTA COUNTRY CLUB HOUSE RETENTION BASIN
The Retention Basin in the La Quinta Country Club is located on what is known to be soil which
gets saturated with ground water very easily, mostly by the current irrigation system. As such the City of La
Quinta has asked MDS Consulting for an analysis of the Retention basin draining by percolation with a rate
of 0 cfs (zero) for the soil. The City of La Quinta, per the planchecker Dave Cooper, requested that we only
consider the two drywells to percolate any water retained into the surrounding soil, at an infiltration rate of
0.1 cfs.
We are installing two drywells in the lowest part of the retention basin. The first drywell connected
to the Storm Drain system shall be a two -cell Maxwell system, the 1st cell catching the debris, and the 2nd
cell draining into the soil The 2nd drywell shall be a 2nd cell only, separated from the Storm Drain system, to
be used only when the Retention Basin fills with water, it will not be connected to the Storm Drain system.
The basin itself, because of minimum spacing of the drywells, cannot hold more than 2 drywells to
drain the retention basin. The City is allowing MDS Consulting to space the drywells approximately 130'
apart from each other, whereas the normal spacing of the drywells is 200' apart.
MDS Consulting had percolation tests done in March of 2007, which showed that the soil around
the Retention Basin has an infiltration rate of approximately 10in /hr (or 0.410 cfs). Since the City of La
Quinta only allows a maximum percolation rate of 2 in /hr, we shall use a percolation rate of 2 in /hr.
So clearly there is a disconnect between our actual infiltration test and the current condition. What
isn't known though is if this is a seasonal occurrence, and our infiltration test in March (spring practically)
could not model the groundwater condition in the worse -case season, winter.
So a drawdown calculation is being included for both situations, one where only the drywells are
used drain the retention basin, and one where any water retained percolates into the surrounding soil at the
rate which our field test showed.
As the rate of 0.1cfs per drywell (there are two) is extremely low, the Retention Basin cannot be
drained within a 72 -hour time - frame. It is upwards of 130hrs. Using the 10in /hr rate, the Retention Basin
drains in 9 hours.
While neither calculation shall probably show the true infiltration /drawdown times, since the
infiltration rate fluctuates so wildly per season, the calculations shall give the range of the drawdown time,
between 9 hrs and 130+ hrs.
FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (c) CIVILCADD /CIVILDESIGN, 1989 - 2004
Study date: 03/22/08
La Quinta Country Club
MDS Consulting Corona, Scott Tenhoff
Date: 3- 21 -08, Retention Basin Drawdown time
Program License Serial Number 4027
--------------------------------------------------------------------
********************* HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * * * **
From study /file name: 71900draw.rte
* * * * * * * * * * * * * * * * * * * * ** Hydrograph Information * * * * * * * * * * * * * * * * * * * * * * **
From manual input hydrograph
******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * **
Number of intervals = 1
Time interval = 5.0 (Min.)
Maximum /Peak flow rate = 0.000 (CFS)
Total volume = 0.000 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
**************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
+++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 0.000 to Point /Station 0.000
* * ** RETARDING BASIN ROUTING * * **
User entry of depth - outflow- storage data
-------------------- =-----------------------------------------------
Total number of inflow hydrograph intervals = 1
Hydrograph time unit = 5.000 (Min.)
Initial depth in storage basin = 2.46(Ft.)
-------------------------------------------------------------- - - - - --
--------------------------------------------------------------------
Initial
basin
depth =
2.46 (Ft.)
Initial
basin
storage =
2.36 (Ac.Ft)
Initial
---------------------------------------------------------------
basin
outflow =
0.20 (CFS)
- - - - --
--------------------------------------------------------------------
Depth vs. Storage and Depth vs. Discharge data:
Basin Depth Storage Outflow (S- 0 *dt /2) (S +0 *dt /2)
(Ft.)
(Ac.Ft)
(CFS)
(Ac. Ft) (Ac. Ft)
---------------------------------------------------------------------
0.000
0.000
0.000
0.000 0.000
'
1.000
0.793
0.200
0.792 0.794
2.000
1.798
0.201
1.797 1.799
3.000
3.026
0.202
3_025-
---------------------------------------------------------------------
Hydrograph
Detention
- - -- - - - - -- -3_027
Basin Routing
Graph values: 'I'= unit
inflow; '0'=
outflow at time shown
---------------------------------------------------------------------
Time
Inflow
Outflow
Storage
Depth
(Hours)
(CFS)
(CFS)
(Ac.Ft)
.0
0.1 0.10 0.15
0.20
(Ft.)
0.083
0.00
0.20
2.361
I
I I. I
01
2.46
0.167
0.00.
0.20
2.359
I
I I I
01
2.46
0.250
0.00
0.20
2.358
I
I I I
01
2.46
0.333
0.00
0.20
2.357
I
I I I
01
2.45
0.417
0.00
0.20
2.355
I
I I I
01
2.45
0.500
0.00
0.20
2.354
I
1 I I
01
2.45
0.583
0.00
0.20
2.352
I
I I I
01
2.45
0.667
0.00
0.20
2.351
I
I I I
01
2.45
0.750
0.00
0.20
2.350
I
I I I
01
2.45
0.833
0.917
0.00
0.00
0.20
0.20
2.348
2:347
I
I
I I I
I I I
01
01
2.45
2.45
1.000
0.00
0.20
2.346
I
I I I
01
2.45
1.083
0.00
0.20
2.344
I
I I I
01
2.44
1.167
0.00
0.20
2.343
I
I I I
01
2.44
i
1.250
0.00
0.20
2.341
I
I I I
01
2.44'
1.333
0.00
0.20
2.340
I
I I I
01
2.44
1.417
0.00
0.20
2.339
I
I I I
01
2.44
1.500
0.00
0.20
2.337
I
I I I
01
2.44
1.583
0.00
0.20
2.336
I
I I I
01
2.44
1.667
0.00
0.20
2.334
I
( I I
01
2.44
1.750
0.00
0.20
2.333
I
I I i
01
2.44
1.833
0.00
0.20
2.332
I
I I I
01
2.43
1.917
0.00
0.20
2.330
I
I I I
01
2.43
2.000
0.00
0.20
2.329
I
I I I
01
2.43
2.083
0.00
0.20
2.328
I
I I I
01
2.43
2.167
0.00
0.20
2.326
I
I I I
01
2.43
2.250
0.00
0.20
2.325
I
I I I
01
2.43
2.333
2.417
0.00
0.00
0.20
0.20
2.323
2.322
I
I
I I I
I I I
01
01
2.43
2.43
2.500
0.00
0.20
2.321
I
I I I
01
2.43
2.583
0.00
0.20
2.319
I
I I I
01
2.42
2.667
0.00
0.20
2.318
I
I I I
01
2.42
2.750
0.00
0.20
2.316
I
I I I
01
2.42
2.833
0.00
0.20
2.315
I
I I (
01
2.42
2.917
3.000
0.00
0.00
0.20
0.20
2.314
2.312
I
I
I I I
I I I
01
01
2.42
2.42
3.083
0.00
0.20
2.311
I
I I I
01
2.42
3.167
0.00
0.20
2.309
I
I I I
01
2.42
3.250
0.00
0.20
2.308
I
I I I
01
2.42
3.333
0.00
0.20
2.307
I
I I I
01
2.41
4
3.417
0.00
0.20
2.305
I
I I I
01
2.41
..,_-
3.500
0.00
0.20
2.304
I
I I I
01
2.41
3.583
0.00
0.20
2.303
I
I I I
01
2.41
3.667
0.00
0.20
2.301
I I
I I 01
2.41
3.750
0.00
0.20
2.300
I I
( I 01
2.41
3.833
0.00
0.20
2.298
I I
I I 01
2.41
3.917
0.00
0.20
2.297
I I
I I 01
2.41
4.000
0.00
0.20
2.296
I I
I I 01
2.41
4.083
0.00
0.20
2.294
I I
I I 01
2.40
4.167
0.00
0.20
2.293
I I
I I 01
2.40
4.250
0.00
0.20
2.291
I I
I I 01
2.40
4.333
0.00
0.20
2.290
I I
I I 01
2.40
4.417
0.00
0.20
2.289
I I
I I 01
2.40
4.500
0.00
0.20
2.287
I I
I I 01
2.40
4.583
0.00
0.20
2.286
I I
I I 01
2.40
4.667
0.00
0.20
2.285
I I
I I 01
2.40
4.750
0.00
0.20
2.283
I I
I I 01
2.40
4.833
0.00
0.20
2.282
I I
I I 01
2.39
4.917
0.00
0.20
2.280
I I
I I 01
2.39
5.000
0.00
0.20
2.279
I I
I I 01
2.39
5.083
0.00
0.20
2.278
I I
I I 01
2.39
5.167
0.00
0.20
2.276
I I
I I 01
2.39
5.250
0.00
0.20
2.275
I I
I I 01
2.39
5.333
0.00
0.20
2.273
I I
I I 01
2.39
5.417
0.00
0.20
2.272
I I
I I 01
2.39
5.500
0.00
0.20
2.271
I I
I I 01
2.38
5.583
0.00
0.20
2.269
I I
I I 01
2.38
5.667
0.00
0.20
2.268
I I
I I 01
2.38
5.750
0.00
0.20
2.266
I I
I I 01
2.38
5.833
0.00
0.20
2.265
I I
I I 01
2.38
5.917
0.00
0.20
2.264
I I
I I 01
2.38
6.000
0.00
0.20
2.262
I I
I I 01
2.38
6.083
0.00
0.20
2.261
I I
I I 01
2.38
6.167
0.00
0.20
2.260
I I
I I 01
2.38
6.250
0.00
0.20
2.258
I I
I I 01
2.37
6.333
0.00
0.20
2.257
I I
I I 01
2.37
6.417
0.00
0.20
2.255
I I
I I 01
2.37
6.500
0.00
0.20
2.254
I I
I I 01
2.37
6.583
0.00
0.20
2.253
I I
I I 01
2.37
6.667
0.00
0.20
2.251
I I
I I 01
2.37
6.750
0.00
0.20
.2.250
I I
I I 01
2.37
6.833
0.00
0.20
2.248
I I
I I 01
2.37
6.917
0.00
0.20
2.247
I I
I I 01
2.37
7.000
0.00
0.20
2.246
I I
I I 01
2.36
7.083
0.00
0.20
2.244
I I
I I 01
2.36
7.167
0.00
0.20
2.243
I I
I I 01
2.36
7.250
0., 00
0.20
2.242
I I
I I 01
2.36
7.333
0.00
0.20
2.240
I I
I I 01
2.36
7.417
0.00
0.20
2.239'
I I
I I 01
2.36
7.500
0.00
0.20
2.237
I I
I I 01
2.36
7.583
0.00
0.20
2.236
I I
I I 01
2.36
7.667
0.00
0.20
2.235
I I
I I 01
2.36
7.750
0.00
0.20
2.233
I I
I I 01
2.35
7.833
0.00
0.20
2.232
I I
I I 01
2.3'5
7.917
0.00
0.20
2.230
I I
I I 01
2.35
8.000
0.00
0.20
2.229
I I
I I 01
2.35
8.083
0.00
0.20
2.228
I I
I I 01
2.35
8.167
0.00
0.20
2.226
I I
I I 01
2.35
8.250
0.00
0.20
2.225
I I
I I 01
2.35
8.333
0.00
0.20
2.223
I I
I I 01
2.35
8.417
0.00
0.20
2.222
I I
I I 01
2.35
°.
8.500
0.00
0.20
2.221
I I
I I 01
2.34
8.583
0.00
0.20
2.219
I I
I I 01
2.34
8.667
0.00
0.20
2.218
I I
I I '01
2.34
8.750
0.00
0.20
2.217
I I
I I 01
2.34
8.833
0.00
0.20
2.215
I I
I I 01
2.34
8.917
0.00
0.20
2.214
I I
I I 01
2.34
9.000
0.00
0.20
2.212
I I
I I 01
2.34
9.083
0.00
0.20
2.211
I I
I I 01
2.34
9.167
0.00
0.20
2.210
I I
I I 01
2.34
9.250
0.00
0.20
2.208
3 I
I I 01
2.33
9.333
0.00
0.20
2.207
I I
I I 01
2.33
9.417
0.00
0.20
2.205
I 1
I I 01
2.33
9.500
0.00
0.20
2.204
I I
I I 01
2.33
9.583
0.00
0.20
2.203
I I
I I 01
2.33
9.667
0.00
0.20
2.201
I I
I I 01
2.33
9.750
9.833
0.00
0.00
0.20
0.20
2.200
2.199
I I
I I
I I 01
I I 01
2.33
2.33
9.917
0.00
0.20
2.197
I I
I I 01
2.33
10.000
0.00
0.20
2.196
I I
I I 01
2.32
10.083
0.00
0.20
2.194
I I
I I 01
2.32
10.167
0.00
0.20
2.193
I I
I I 01
2.32
10.250
0.00
0.20
2.192
I I
I I 01
2.32
10.333
10.417
0.00
0.00
0.20
0.20
2.190
2.189
I I
I I
I I 01
I I 01
2.32
2.32
10.500
0.00
0.20
2.187
I I
I I 01
2.32
10.583
0.00
0.20
2.186
I I
I I 01
2.32
10.667
0.00
0.20
2.185
I I
I I 01
2.31
i
10.750
0.00
0.20
2.183
I I
I I 01
2.31
10.833
0.00
0.20
2.182
I I
I I 01
2.31
10.917
0.00
0.20
2.180
I I
I I 01
2.31
11.000
0.00
0.20
2.179
I I
I I 01
2.31
11.083
0.00
0.20
2.178
I I
I I 01
2.31
11.167
0.00
0.20
2.176
I I
I I 01
2.31
11.250
0.00
0.20
2.175
I I
I I 01
2.31
11.333
0.00
0.20
2.174
I I
I I 01
2.31
11.417
0.00
0.20
2.172
I I
I I 01
2.30
11.500
0.00
0.20
2.171
I I
I I .01
2.30
11.583
0.00
0.20
2.169
I I
I I 01,
2.30
11.667
0.00
0.20
2.168
I I
I I 01
2.30
11.750
0.00
0.20
2.167
I I
I I 01
2.30
11.833
11.917
0.00
0.00
0.20
0.20
2.165
2.164
I I
I I
I I 01
I I 01
2.30
2.30
12.000
0.00
0.20
2.162
I I
I ( 01
2.30
12.083
0 "00
0.20
2.161
I I
I I 01
2.30
12.167
0.00
0.20
2.160
I I
I I 01
2.29
12.250
0.00
0.20
2.158
I I
I I 01
2.29
12.333
0.00
0.20
2.157
I I
I ( 01
2.29
12.417
12.500
0.00
0.00
0.20
0.20
2.156
2.154
I I
I I
I I 01
I I 01
2.29
2.29
12.583
0.00
0.20
2.153
I I
I I 01
2.29
12.667
0.00
0.20
2.151
I I
I I 01
2.29
12.750
0.00
0.20
2.150
I I
I I 01
2.29
12.833
0.00
0.20
2.149
I I
I I 01
2.29
'
12.917
0.00
0.20
2.147
I I
I I 01
2.28
..
13.000
0.00
0.20
2.146
I I
I I 01
2.28
13.083
0.00
0.20
2.144
I I
I I 01
2.28
13.167
0.00
0.20
2.143
I I
I I 01
2.28
13.250
0.00
0.20
2.142
I I
I I 01
2.28
13.333
0.00
0.20
2.140
I I
I I 01
2.28
13.417
0.00
0.20
2.139
I I
I I 01
2.28
13.500
0.00
0.20
2.138
I I
I I 01
2.28
13.583
0.00
0.20
2.136
I I
I I 01
2.28
13.667
0.00
0.20
2.135
I I
I I 01
2.27
13.750
0.00
0.20
2.133
I I
I I 01
2.27
13.833
0.00
0.20
2.132
I I
I I 01
2.27
13.917
0.00
0.20
2.131
I I
I I 01
2.27
14.000
0.00
0.20
2.129
I I
I I 01
2.27
14.083
0.00
0.20
2.128
I I
I I 01
2.27
14.167
0.00
0.20
2.126
I I
I I 01
2.27
14.250
0.00
0.20
2.125
I I
I I 01
2.27
14.' 333
0.00
0.20
2.124
I I
I I 01
2.27
14.417
0.00
0.20
2.122
I I
I I 01
2.26
14.500
0.00
0.20
2.121
I I
I I 01
2.26
14.583
0.00
0.20
2.119
I I
I I 01
2.26
14.667
0.00
0.20
2.118
I I
I I 01
2.26
14.750
0.00
0.20
2.117
I I
I I 01
2.26
14.833
0.00
0.20
2.115
I I
I I 01
2.26
14.917
0.00
0.20
2.114
I I
I I 01
2.26
15.000
0.00
0.20
2.113
I I
I I 01
2.26
15.083
0.00
0.20
2.111
I I
I I 01
2.26
15.167
0.00
0.20
2.110
I I
I I 01
2.25
15.250
0.00
0.20
2.108
I I
I I 01
2.25
15.333
0.00
0.20
2.107
I I
I I 01
2.25
15.417
0.00
0:20
2.106
I I
I I 01
2.25
15.500
0.00
0.20
2.104
I I
I I 01
2.25
15.583
0.00
0.20
2.103
I I
I I 01
2.25
15.667
0.00
0.20
2.101
I I
I I 01
2.25
15.750
0.00
0.20
2.100
I I
I I 01
2.25
15.833
0.00
0.20
2.099
I I
I I 01
2.24
15.917
0.00
0.20
2.097
I I
I I 01
2.24
16.000
0.00
0.20
2.096
I I
I I 01
2.24
16.083
0.00
0.20
2.095
I i
I I 01
2.24
16.167
0.00
0.20
2.093
I I
I I 01
2.24
16.250
0.00
0.20
2.092
I I
I I 01
2.24-
16.333
0.00
0.20
2.090
I I
I I 01
2.24
16.417
0.00
0.20
2.089
I I
I I 01
2.24
16.500
0.00
0.20
2.088
I I
I I 01
2.24
16.583
0.00
0.20
2.086
I I
I I 01
.2.23
16.667
0.00
0.20
2.085
I I
I I 01
2.23
16.750
0.00
0.20
2.083
I I
I I 01
2.23
16.833
0.00
0.20
2.082
I I
I I 01
2.23
16.917
0.00
0.20
2.081
I I
I I 01
2.23
17.000
0.00
0.20
2.079
I I
I I 01
2.23
17.083
0.00
0.20
2.078
I I
I I 01
2.23
17.167
0.00
0.20
2.077
I I
I I 01
2.23
17.250
0.00
.0.20
2.075
I' I
I I 01
2.23
17.333
0.00
0.20
2.074
I I
I I 01
2.22
17.417
0.00
0.20
2.072
I I
I I 01
2.22
17.500
0.00
0-.20
2.071
I I
I I 01
2.22
17.583
0.00
0.20
2.070
I I
I I 01
2.22
17.667
0.00
0.20
2.068
I I
I I 01
2.22
17.750
0.00
0.20
2.067
I I
I I 01
2.22
17.833
0.00
0.20
2.065
I I
I I 01
2.22
17.917
0.00
0.20
2.064
I I
I I 01
2.22
18.000
0.00
0.20
2.063
I I
I I 01
2.22
18.083
0.00
0.20
2.061
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0.13
0.500
I i
10 I
I 0.63
116.750
0.00
0.13
0.500
I I
10 I
I 0.63
116.833
0.00
0.13
0.499
I I
10 I
I 0.63
116.917
0.00
0.13
0.498
I I
10 I
I 0.63
117.000
0.00
0.13
0.497
I I
10 I
I 0.63
117.083
0.00
0.13
0.496
I I
10 I
I 0.63
117.167
0.00
0.12
0.495
I I
10 I
I 0.62
117.250
0.00
0.12
0.494
I I
10 I
I 0.62
117.333
0.00
0.12
0.493
I I
10 I
I 0.62
117.417
0.00
0.12
0.493
I I
10 I
I 0.62
117.500
0.00
0.12
0.492
I I
10 I
I 0.62
117.583
-0.00
0.12
0.491
I I
10 I
I 0.62
117.667
0.00
0.12
0.490
I I
10 I
I 0.62
117.750
0.00
0.12
0.489
I I
10 I
I 0.62
117.833
0.00
0.12
0.488
I I
10 I
I 0.62
117.917
0.00
0.12
10.488
I I
10 I
I 0.61
118.000
0.00
0.12
0.487
I I
10 I
I 0.61
118.083
0.00
0.12
0.486
I I
10 I
I 0.61
118.167
0.00
0.12
0.485
I I
10 I
I 0.61
118.250
0.00
0.12
0.484
I I
10 I
I 0.61
118.333
0.00
0.12
0.483
I I
10 I
I 0.61
118.417
0.00
0.12
0.482
I I
10 I
I 0.61
118.500
0.00
0.12
0.482
I I
10 I
I 0.61
118.583
0.00
0.12
0.481
I I
10 I
I 0.61
118.667
0.00
0.12
0.480
I I
10 I
I 0.61
118.750
0.00
0.12
0.479
I I
1 0 1
I 0.60
118.833
0.00
0.12
0.478
I I
10 I
I 0.60
118.917
0.00
0.12
0.477
I I
10 I
I 0.60
119.000
0.00
0.12
0.477
I I
10 I
I 0.60
119.083
0.00
0.12
0.476
I I
1 0 I
I 0.60
119.167
0.00
0.12
0.475
I I
10 I
I 0.60
119.250
0.00
0.12
0.474
I I
10 I
I 0.60
119.333
0.00
0.12
0.473
I I
1 0 I
I 0.60
119.417
0.00
0.12
0.473
I I
10 I
I 0.60
119.500
0.00
0.12
0.472
I I
10 I
I 0.59
119.583
0.00
0.12
0.471
I I
10 I
I 0.59
119.667
0.00
0.12
0.470
I I
10 I
I 0.59
119.750
0.00
0.12
0.469
I I
1 0 I
I 0.59
119.833
0.00
0.12
0.468
I (
10 I
I 0.59
119.917
0.00
0.12
0.468
I I
10 I
I 0.59
120.000
0.00
0.12
0.467
I I
10 I
I 0.59
120.083
0.00
0.12
0.466
I I
10 I
I 0.59
120.167.
0.00
0.12
0.465
I I
10 I
I 0.59
120.250
0.00
0.12
0.464
I I
10 I
I 0.59
120.333.
0.00
0.12
0.464
I I
1 0 I
I 0.58
120.417
0.00
0.12
0.463
I I
10 I
I 0.58
120.500
0.00
0.12
0.462
I I
10 I
I 0.58
120.583
0.00
0.12
0.461
I I
10 I
I 0.58
120.667
0.00
0.12
0.460
I I
10 I
I 0.58
120.750
0.00
0.12
0.460
I I
1 0 I
I 0.58
120.833
0.00
0.12
0.459
I I
1 0 I
I 0.58
120.917
0.00
0.12
0.458
I I
1 0 I
I 0.58
121.000
0.00
0.12
0.457
I I
10 I
I 0.58
121.083
0.00
0.12
0.456
I I
10 I
I 0.58
121.167
0.00
0.11
0.456
I I
10 I
I 0.57
121.250
0.00
0.11
0.455
I I
10 I
I 0.57
121.333
0.00
0.11
0.454
I I
10 I
I 0.57
121.417
0.00
0.11
0.453
I I
10 I
I 0.57
121.500
0.00
0.11
0.452
I I
10 I
I 0.57
121.583
0.00
0.11
0.452
I I
1 0 I
I 0.57
121.667
0.00
0.11
0.451
I I
10 I
I 0.57
121.750
0.00
0.11
0.450
I I
10 I
I 0.57
121.833
0.00
0.11
0.449
I I
10 I
I 0.57
121.917
0.00
0.11
0.449
I I
10 I
I 0.57
122.000
0.00
0.11
0.448
I I
10 I
I 0.56
122.083
0.00
0.11
0.447
I 1
10 I
I 0.56
122.167
0.00
0.11
0.446
I I
10 I
I 0.56
122.250
0.00
0.11
0.445
I I
10 I
I 0.56
122.333
0.00
0.11
0.445
I I
10 I
I 0.56
122.417
0.00
0.11
0.444
I
1 10 I
1 0.56
122.500
0.00
0.11
0.443
I
1 10 I
I 0.56
122.583
0.00
0.11
0.442
I
1 10 I
I 0.56
122.667
0.00
0.11
0.442
I
1 10 I
I 0.56
122.750
0.00
0.11
0.441
I
1 10 I
I 0.56
122.833
0.00
0.11
0.440
I
1 10 I
I 0.55
122.917
0.00
0.11
0.439
I
1 10 I
I 0.55
123.000
0.00
0.11
0.439
I
1 10 I
I 0.55
123.083
0.00
0.11
0.438
I
1 10 1
I 0.55
123.167
0.00
0.11
0.437
I
I 10 I
I 0.55
123.250
0.00
0.11
0.436
I
I 10 I
I 0.55
123.333
0.00
0.11
0.435
I
1 10 I
I 0.55
123.417
0.00
0.11
0.435
I
I 10 I
I 0.55
123.500
0.00
0.11
0.434
I
I 10 I
I 0.55
123.583
0.00
0.11
0.433
I
1 10 I
I 0.55
123.667
0.00
0.11
0.432
I
1 10 I
I 0.55
123.750
0.00
0.11
0.432
I
1 10 1
I 0.54
123.833
0.00
0.11
0.431
I
1 10 I
I 0.54
123.917
0.00
0.11
0.430
I
I 10 I
I 0.54
124.000
0.00
0.11
0.429
I
I 10 I
I 0.54
124.083
0.00
0.11
0.429
I
1 10 I
I 0.54
124.167
0.00
0.11
0.428
I
I 10 I
I 0.54
124.250
0.00
0.11
0.427
I
I 10 I
I 0.54
124.333
0.00
0.11
0.426
I
I 10 I
I 0.54
124.417
0.00
0.11
0.426
I
1 10 I
I 0.54
124.500
0.00
0.11
0.425
I
I 0 I
I 0.54
124.583
0.00
0.11
0.424
I
I 0 I
I 0.54
124.667
0.00
0.11
0.424
I
I 0 I
I 0.53
124.750
0.00
0.11
0.423
I
I 0 I
I 0.53
124.833
0.00
0.11
0.422
I
1 0 I
I 0.53
124.917
0.00
0.11
0.421
I
I 0 I
I 0.53
125.000
0.00
0.11
0.421
I
I 0 I
I 0.53
125.083
0.00
0.11
0.420
I
1 0 I
I 0.53
125.167
0.00
0.11
0.419
I
I 0 I
I 0.53
125.250
0.00
0.11
0.418
I
I 0 I
I 0.53
125.333
0.00
0.11
0.418
I
1 0 I
I 0.53
125.417
0.00
0.11
0.417
I
1 0 I
I 0.53
125.500
0.00
0.10
0.416
I
I 0 I
I 0.52
125.583
0.00
0.10
0.416
I
I 0 I
I 0.52
125.667
0.00
0.10
0.415
I
I 0 I
I 0.52
125.750
0.00
0.10
0.414
I
I 0 I
I 0.52
125.833
0.00
0.10
0.413
I
I 0 I
I 0.52
125.917
0.00
0.10
0.413
I
I 0 I
I 0.52
126.000
0.00
0.10
0.412
I
I 0 I
I 0.52
126.083
0.00
0.10
0.411
I
I 0 I
I 0.52
126.167
0.00
0.10
0.410
I
I 0 I
I 0.52
126.250
0.00
0.10
0.410
I
I 0 I
I 0.52
126.333
0.00
0.10
0.409
I
1 0 I
I 0.52
126.417
0.00
0.10
0.408
I
I 0 I
I 0.51
126.500
0.00
0.10
0.408
I
1 0 I
I 0.51
126.583
0.00
0.10
0.407
I
I 0 I
I 0.51
126.667
0.00
0.10
0.406
1
I 0 I
I 0.51
126.750
0.00
0.10
0.406
I
I 0 I
I 0.51
126.833
0.00
0.10
0.405
I
I 0 I
I 0.51
126.917
0.00
0.10
0.404
I
I 0 I
I 0.51
127.000
0., 00
0.10
0.403
I
I 0 I
I 0.51
127.083
0.00
0.10
0.403
I
I 0 1
I 0.51
127.167
0.00
0.10 0.402 I 1
0 I I
0.51
127.250
0.00
0.10 0.401 I 1
0 I I
0.51
127.333
0.00
0.10 0.401 I I
0 I I
0.51
127.417
0.00
0.10 0.400 I I
01 1 1
0.50
127.500
0.00
0.10 0.399 I I
01 1 1
0.50
127.583
0.00
0.10 0.399 I 1
01 1 1
0.50
127.667
0.00
0.10 0.398 I 1
01 1 1
0.50
127.750
0.00
0.10 0.397 I 1
01 1 1
0.50
127.833
0.00
0.10 0.396 I 1
01 1 1
0.50
*******
* * * * * * * * * * * * * * * * * * * * *HYDROGRAPH
DATA * * * * * * * * * * * * * * * * * * * * * * * * *
* **
Number of intervals = 1534
Time interval = 5.0 (Min.)
Maximum /Peak flow rate =
0.201 (CFS)
Total volume = 1.965
(Ac.Ft)
Status of hydrographs being held
in storage
Stream 1 Stream 2 Stream
3 Stream 4 Stream 5
Peak
(CFS) 0.000 0.000
0.000 0.000 0.000
Vol
(Ac.Ft) 0.000 0.000
0.000 0.000 0.000
****************************************
* * * * * * * * * * * * * * * * * * * * * * * * * * * *
* **
RETENTION BASIN VOLUME ANALYSIS
MDS CONSULTING, CORONA
By Scott Tenhoff
Date:
2/15/2008
=2 in- ft2 /hr = => 2 in- ft2 /hr * (360sec /hr) ' (1 ft/12 in)
Infiltration Rate: 2in /hr per sq.ft. =
0.000463
cfs
The outflow for the basin consists of only the water percolating out of the basin through the soil.
The infiltration rate was obtained by the City of La Quinta's standards, an infiltration rate of 10in /hr
was obtained by the Soils Report. We shall use the conservative
rate set forth by the City stds.
ep
(ft)
eva ion
(ft)
Tea
(sq.ft)
7 rea
(ac) w
u ow
(CFS)
0
29
2531
0
1.171759
1
30
12376
0.793
5.72963
2
32
19482
1.798
9.019444
3
33
23945.5
3.026
11.08588
4
34
28409
4.489
13.15231
5
35
36765
6.198
17.02083
6
36
45121
8.164
20.88935
7
38
66613
10.4
30.83935
8
40
97378
12.916
45.08241
71900 Retention drawdown 1hr 100yr Infil.txt
FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (C) CIVILCADD /CIVILDESIGN, 1989 - 2004
Study date: 02/15/08
-------=------------------------------------------------------- - - - - --
Time
(Hours)
0.083
0.167
0.250
0.333
1. 0.417
' 0.500
0.583
0.667
Graph values: 'I'= unit inflow; 'o'= outflow at time shown
Inflow
outflow
La Qunita country Club Retention Basin - soil Infiltration
'
MDS consulting Corona, Scott Tenhoff
i
Date: 2- 15 -08, Retention Basin w/ soil infiltration
--------------------------------------------------------------------
i
1,
'
Program License serial Number 4027
i
--------------------------------------------------------------------
* * * * * * * * * * * * * * * * * ** HYDROGRAPH INFORMATION * * * * * * * * * * * * * * * * * * **
From study /file name: 71900infilt.rte
0.00
* * * * * * * * * * * * * * * * * * * * ** Hydrograph Information * * * * * * * * * * * * * * * * * * * * * * **
2.260
From manual input hydrograph
I I I O
******* * * * * * * * * * * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * **
0.00
Number,of intervals = 1
2.193
Time interval = 5.0 (Min.)
I I 10
Maximum /Peak flow rate = 0.000 (CFS)
0.00
Total volume = 0.000 (AC.Ft)
2.127
Status of hydrographs being held in storage
'
Stream 1 stream 2 Stream 3 Stream 4 Stream 5
0.00
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
2.062
Vol (AC.Ft) 0.000 0.000 0.000 0.000 0.000
I I 0
2.21
0.00
9.35
1.997
Process from Point /Station 0.000 to Point /Station 0.000
I I 0
* * ** RETARDING BASIN ROUTING * * **
0.00
user entry of depth- outflow- storage data
1.933
I
--------------------------------------------------------------------
Total number of inflow hydrograph intervals = 1
I 2.11
0.00
Hydrograph time unit = 5.000 (Min.)
1.869
Initial depth in storage basin = 2.46(Ft.)
--------------------------------------------------------------------
I I 0
1
--------------------------------------------------------------------
Initial basin depth = 2.46 (Ft.)
'
Initial basin storage = 2.36 (AC.Ft)
1.807
Initial basin outflow = 9.97 (CFS)
---------------------------------------------------------------------
I I l 0
--------------------------------------------------------------------
Depth vs. Storage and Depth vs. Discharge data:
Basin De th Storage outflow (S -o dt /2) (S +0 *dt /2)
(Ft. � (AC.Ft) (CFS) (AC.Ft) (AC.Ft)
---------------------------------------------------------------------
0.000 0.000 0.000 0.000 0.000
1.000 0.793 5.730 0.773 0.813
2.000 1.798 9.020 1.767 1.829
3.000 3.026 11.085 2.988 3.064
4.000 4.489 13.150 4.444 4.534
5.000 6.198 17.020 6.139 6.257
6.000 8.164 20.889 8.092 8.236
7.000 10.400 30.839 10.294 10.506
8.000 12.916 45.080 12.761 13.071
--
--------------------------------- - ------ - ---------------------------
Hydrograph Detention Basin Routing
--------------------------------------------------------------- - - - - --
Time
(Hours)
0.083
0.167
0.250
0.333
1. 0.417
' 0.500
0.583
0.667
Graph values: 'I'= unit inflow; 'o'= outflow at time shown
Inflow
outflow
storage
Depth
(CFS)
(CFS)
(AC.Ft)
.0
2.8 5.54 8.31
11.09 (Ft.)
0.00
9.80
2.260
I
I I I O
I 2.38
0.00
9.68
2.193
I
I I 10
I 2.32
0.00
9.57
2.127
I
I I 10
2.27
0.00
9.46
2.062
I
I I 0
2.21
0.00
9.35
1.997
I
I I 0
I 2.16
0.00
9.25
1.933
I
I I o
I 2.11
0.00
9.14
1.869
I
I I 0
1
2.06
0.00
9.03
1.807
I
I I l 0
2.01
Page 1
/A/F I C.TfLn
INro
'$a (1- PA
fdL&j 1 A -po,J T1
Page 2
71900 Retention drawdown lhr 100yr Infil.txt
0.750
0.00
8.85
1.745
I
I
I 10
1
1.95
0.833
0.00
8.65
1.685
I
I
1 0
1
1.89
0.917
0.00
8.46
1.626
I
I
I 0
I
1.83
1.000
0.00
8.27
1.568
I
I
I 01
I
1.77
1.083
0.00
8.08
1.512
I
I
I 01
I
1.72
1.167
0.00
7.90
1.457
i
1 0
1
1
1.66
1.250
0.00
7.73
1.403
I
1 0
1
1
1.61
1.333
0.00
7.56
1.351
I
I
I 0
1
I
1.55
1.417
0.00
7.39
1.299
I
I
I 0
1
I
1.50
1.500
0.00
7.22
1.249
I
1 O
I
1
1.45
1.583
0.00
7.06
1.200
I
1 0
1.40
1.667
0.00
6.90
1.152
I
O
I
I
1.36
1.750
0.00
6.75
1.105
I
I
, 0
I
I
1.31
1.833
0.00
6.60
1.059
I
I
1 o
I
1
1.26
1.917
0.00
6.45
1.014
I
0
1.22
2.000
0.00
6.31
0.970
I
j O
j
j
1.18
2.083
0.00
6.17
0.927
I
10
I
1
1.13
2.167
0.00
6.03
0.885
I
10
1
1
1.09
2.250
0.00
5.90
0.844
I
I
10
1
I
1.05
2.333
0.00
5.76
0.804
1
1
0
1.01
2.417
0.00
5.53
0.765
I
1
01
I
0.96
2.500
0.00
5.26
0.728
I
01
0.92
2.583
0.00
5.00
0.692
I
0
0.87
2.667
0.00
4.76
0.659
I
1
0
1
0.83
2.750
0.00
4.53
0.627
I
2.833
0.00
4.31
0.596
I
j
0
I
0.75
2.917
0.00
4.10
0.567
1
I o
3.000
0.00
3.90
0.540
I
0
1
1
0.68
3.083
0.00
3.71
0.513
I
, 0
I
1
0.65
3.167
0.00
3.53
0.489
I
10
I
I
0.62
3.250
0.00
3.36
0.465
I
l0
I
I
0.59
3.333
0.00
3.20
0.442
I
10
I
I
I
0.56
3.417
0.00
3.04
0.421
I 0
I
I
I
0.53
3.500
0.00
2.89
0.400
I 0
I
I
I
0.50
3.583
0.00
2.75
0.381
I 01
I
I
I
0.48
3.667
0.00
2.62
0.362
I 01
I
!
I
0.46
3.750
0.00
2.49
0.345
I 01
I
I
I
0.43
3.833
0.00
2.37
0.328
I 0
1
I
I
I
0.41
3.917
0.00
2.26
0.312
I 0
1
I
I
I
0.39
4.000
0.00
2.15
0.297
I 0
I
I
I
0.37
4.083
0.00
2.04
0.283
I 0
1
I
I
I
0.36
4.167
0.00
1.94
0.269
I 0
I
I
I
0.34
4.250
0.00
1.85
0.256
I O
i
I
I
I
0.32
4.333
0.00
1.76
0.243
i 0
I
I
I
0.31
4.417
0.00
1.67
0.232
I 0
I
I
I
I
0.29
4.500
0.00
1.59
0.220
I 0
I
I
I
I
0.28
4.583
0.00
1.51
0.210
I 0
I
I
I
I
0.26
4.667
0.00
1.44
0.199
I 0
I
I
I
0.25
4.750
0.00
1.37
0.190
10
I
I
I
I
0.24
4.833
0.00
1.30
0.181
10
I
I
!
I
0.23
4.917
0.00
1.24
0.172
I 0
I
I
I!
0.22
5.000
0.00
1.18
0.163
I o
I
I
I
0.21
5.083
0.00
1.12
0.155
I o
I
I
I
I
0.20
5.167
0.00
1.07
0.148
10
I
I
I
I
0.19
5.250
0.00
1.02
0.141
10
I
I
1
0.18
5.333
0.00
0.97
0.134
1 0
1
1
'
1
0.17
5.417
0.00
0.92
0.127
10
I
I
I
0.16
5.500
0.00
0.88
0.121
10
I
I
I
I
0.15
5.583
0.00
0.83
0.115
t o
I
I
I
I
0.15
5.667
0.00
0.79
0.110
1 0
I
I
I
0.14
5.750
0.00
0.75
0.104
1 0
I
I
I
0.13
5.833
0.00
0.72
0.099
10
I
I
I
0.13
5.917
0.00
0.68
0.095
io I
I
I
I
0.12
6.000
0.00
0.65
"0.090
IO I
I
I
I
0.11
6.083
0.00
0.62
0.086
io I
I
!
I
0.11
6.167
0.00
0.59
0.081
IO I
I
I
I
0.10
6.250
0.00
0.56
0.077
io I
I
I
I
0.10
6.333
0.00
0.53
0.074
io
I
I
I
0.09
6.417
0.00
0.51
0:070
IO '
1
1
0.09
6.500
0.00
0.48
0.067
io I
I
I
I
0.08
6.583
0.00
0.46
0.063
io I
I
I
1
I
0.08
6.667
0.00
0.44
0.060
i0 I
I
I
0.08
6.750
0.00
0.42
0.057
io
I
I
I
1
0.07
6.833
0.00
0.40
0.055
io
I
I
0.07
6.917
0.00
0.38
0.052
io
I
I
I
0.07
7.000
0.00
0.36
0.049
io
I
I
I
0.06
7.083
0.00
0.34
0.047
o
I
1
0.06
7.167
0.00
0.32
0.045
o I
I
I
I
0.06
7.250
0.00
0.31
0.043
0 I
I
I
I
0.05
"
7.333
0.00
0.29
0.041
o
I
I
I
0.05
!."
7.417
0.00
0.28
0.039
0
0.05
7.500
0.00
0.27
0.037
0
I
I
I
0.05
7.583
0.00
0.25
0.035
0 '
1
1
0.04
7.667
0.00
0.24
0.033
0 I
I
I
I
0.04
Page 2
**************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
-------------------------------------------------------------- - - - - --
Page 3
71900 Retention drawdown 1hr 100yr
infil.txt
7.750
0.00
0.23
0.032 0 I
1
I
I
0.04
7.833
0.00
0.22
0.030 o I
I I
I
0.04
7.917
0.00
0.21
0.029 0 I
I I
I
0.04
8.000
0.00
0.20
0.027 o
I
I I
I
0.03
8.083
0.00
0.19
0.026 O
I
I I
I
0.03
8.167
0.00
0.18
0.025 0 I
I
I
0.03
8.250
0.00
0.17
0.023 0
I
I
I
0.03
8.333
0.00
0.16
0.022 O
I
I
I
0.03
8.417
0.00
0.15
0.021 o
I
I I
I
0.03
8.500
0.00
0.15
0.020 0
I
I I
I
0.03
8.583
0.00
0.14
0.019 0
I
I I
I
0.02
8.667
0.00
0.13
0.018 0
I
I I
I
0.02
8.750
0.00
0.13
0.017 0
I
I I
I
0.02
8.833
0.00
0.12
0.017 o
I
I I
I
0.02
8.917
0.00
0.11
0.016 o
I
I I
I
0.02
9.000
0.00
0.11
0.015 o
I
I I
0.02
9.083
0.00
0.10
0.014 o
I
I I
I
0.02
9.167
. 0.00
0.10
0.014 0
I
I I
I
0.02
******* * * * * * * * *
* * * * * * * * * * * * *HYDROGRAPH DATA * * * * * * * * * * * * * * * * * * * * * * * * * * **
Number of intervals = 110
Time interval = 5.0 (Min.)
Maximum /Peak flow rate = 9.798
(CFS)
Total volume = 2.281 (AC.Ft)
status
of hydrographs being held in storage
stream 1 stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS)
0.000 0.000 0.000
0.000
0.000
vol (AC.Ft)
0.000 0.000 0.000
0.000
0.000
**************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
-------------------------------------------------------------- - - - - --
Page 3
Tab 6
Appendix B
Rational Method Hydrology
- Street & Storm Drain flow
- Hydraulic Grade Calculations — Catch Basin
- Hydraulic Grade Calculations — Street Depth
- Hydraulic Grade Calculations — Lines A & B
La Quinta Country Club — Club House
Specific Plan 2007 -082
Site Development Permit 2007 -885
MDS 71900
SECTION 3
10 -YEAR and 100 -YEAR DRAINAGE STUDY,
HYDROLOGY CALCULATIONS
100 -YEAR DRAINAGE STUDY HYDROLOGY
CALCULATIONS
a. 10 -yr On -Site analysis
b. 100 -yr On -Site analysis
1 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC &WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982 -2006 Advanced Engineering Software (aes)
(Rational Tabling Version 6.OD)
Release Date: 06/01/2005 License ID 1269
Analysis prepared by:
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.50 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*****#*##****#*******#*****#****#*#***##****# * * * * * * * # # # # # * * * * * * * * * * * * * * # * # ##
FLOW PROCESS FROM NODE 300.00 TO NODE 302.00 IS CODE= 21
---- ------ ---------------- --------- ---- ------ -------------------- ------- ----
* * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * **
* La Qunita Country Club Hydrology
* MDS Consulting Corona, Nidal Tizani
* Date: 11- 12 -07, Onsite Hydrology 100 years
'
*****#******#*****#*****###****###*****#**# # * # * * * * * * * * * * * # * # # # * * * * * * * * * * #*
a
FILE NAME: G: \719 \00 \HYDRO \LQNTACLB.DAT
TIME /DATE OF STUDY: 14:33 11/13/2007
-
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.370
1
100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 2.100
COMPUTED RAINFALL INTENSITY DATA:
STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 2.100
.
SLOPE OF INTENSITY DURATION CURVE = 0.5800
RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL
AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE/ SIDE/ WAY (FT) (FT) (FT) (FT) (n)____
_ _ — _ _
1 30.0 14.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150
2 20.0 14.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0130
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.50 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*****#*##****#*******#*****#****#*#***##****# * * * * * * * # # # # # * * * * * * * * * * * * * * # * # ##
FLOW PROCESS FROM NODE 300.00 TO NODE 302.00 IS CODE= 21
---- ------ ---------------- --------- ---- ------ -------------------- ------- ----
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
'i ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)]--.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 945.90
UPSTREAM ELEVATION(FEET) = 57.00
DOWNSTREAM ELEVATION(FEET) = 38.60
ELEVATION DIFFERENCE(FEET) = 18.40
TC = 0.303 *[( 945.90 * *3) /( 18.40)] * *.2 = 10.331
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.826
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8936
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 9.37
TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 9.37
FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 1
---------------------------------------------------------------------------
- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< --------------- - --
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 10.33
RAINFALL INTENSITY(INCH /HR) = 5.83
TOTAL STREAM AREA(ACRES) = 1.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.37
FLOW PROCESS FROM NODE 304.00 TO NODE 302.00 IS CODE = 21
- - -----------------------------------------------------------------
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
----------------------------------------------------------------------------
- ----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 347.10
1 UPSTREAM ELEVATION(FEET) = 41.20
DOWNSTREAM ELEVATION(FEET) = 38.60
ELEVATION DIFFERENCE(FEET) = 2.60
TC = 0.303 *[( 347.10 * *3) /( 2.60)] * *.2 = 8.373
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.581
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8943
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 7.06
TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 7.06
FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 1
----------------------------------------------------- - ---------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
' » » >AN-D COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ------- - - - - --
TOTAL NUMBER OF STREAMS = 2
' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 8.37
RAINFALL INTENSITY INCH /HR = 6.58
TOTAL STREAM AREA(ACRES) = 1.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.06
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 9.37 10.33 5.826. 1.80
2 7.06 8.37 6.581 1.20
1 NING*** * * * * * * * * *. * * * * * * * * * * *. * * * * * * * **
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 14.66 8.37 6.581
2 15.62 10.33 5.826
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 15.62 Tc(MIN.) = 10.33 -
TOTAL AREA(ACRES) = 3.00
' LONGEST FLOWPATH FROM NODE 300.00 TO NODE 302.00 = 945.90 FEET
FLOW PROCESS FROM NODE 302.00 TO NODE 308.00 IS CODE = 31
' » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
» » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 34.90 DOWNSTREAM(FEET) = 34.20
FLOW LENGTH(FEET) = 41.10 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.9 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 9.25
' ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 15.62
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 10.40
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 308.00 = 987.00 FEET.
FLOW PROCESS FROM NODE 308.00 TO NODE 308.00 IS CODE = 1
- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< -------- ---- - - - - --
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 10.40
RAINFALL INTENSITY(INCH /HR) = 5.80
TOTAL STREAM AREA(ACRES) = 3.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.62
r
- FLOW PROCESS FROM NODE 312.00 TO NODE 307.00 IS CODE = 21
-------------------- - - -- - -- -------------------------------------
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< .
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
1 INITIAL SUBAREA FLOW- LENGTH(FEET) = 252.60
UPSTREAM ELEVATION(FEET) = 44.20
DOWNSTREAM ELEVATION(FEET) = 40.50
ELEVATION DIFFERENCE(FEET) = 3.70
TC = 0.303 *[( 252.60 * *3) /( 3.70)] * *.2 = 6.448
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 7.658
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8951
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 0.69
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.69
FLOW PROCESS FROM NODE 307.00 TO NODE 308.00 IS CODE= 31
------------------------------- ---------------------------------------------
» » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
» » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 36.90 DOWNSTREAM(FEET) = 34.20
' FLOW LENGTH(FEET) = 35.50 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.9 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 6.71
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 0.69
PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 6.54
' LONGEST FLOWPATH FROM NODE 312.00 TO NODE 308.00= 288.10 FEET.
FLOW PROCESS FROM NODE 308.00 TO NODE 308.00 IS CODE = 1
- --------------------------------------------------------------------------
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< .
-------------------=--------------------------------------------------------
----------------------------------------------------------------------------
' TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.54
RAINFALL INTENSITY(INCH /HR) = 7.60
TOTAL STREAM AREA(ACRES) = 0.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.69
F
LJ
FLOW PROCESS FROM NODE 310.00 TO NODE 306.00 IS CODE = 21
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 415.50
UPSTREAM ELEVATION(FEET) = 53.00
DOWNSTREAM ELEVATION(FEET) = 40.50
ELEVATION DIFFERENCE(FEET) = 12.50
TC = 0.303'[( 415.50 * "3) /( 12.50)] " *.2 = 6.813
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 7.417
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8949
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 6.64
TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 6.64
FLOW PROCESS FROM NODE 306.00 TO NODE 308.00 IS CODE = 31
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
» » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «<
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 36.90 DOWNSTREAM(FEET) = 34.20
FLOW LENGTH(FEET) = 35.50 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 13.05
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 6.64
PIPE TRAVEL .TIME(MIN.) = 0.05 Tc(MIN.) = 6.86
LONGEST FLOWPATH FROM NODE 310.00 TO NODE 308.00= 451.00 FEET.
FLOW PROCESS FROM NODE 308.00 TO NODE 308.00 IS CODE= 1
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««<
» » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
------------------------------------------------------------
------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 6.86
RAINFALL INTENSITY(INCH /HR) = 7.39
TOTAL STREAM AREA(ACRES) = 1.00
'
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.64
CONFLUENCE DATA
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 15.62 10.40 5.802 3.00
2 0.69 6.54 7.598 0.10
3 6.64 6.86 7.388 1.00
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
' NUMBER (CFS) (MIN.) (INCH /HOUR)
1 16.82 6.54 7.598
2 17.60 6.86 7.388
3 21.36 10.40 5.802
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 21.36 Tc(MIN.) = 10.40
TOTAL AREA(ACRES) = 4.10
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 308.00= 987.00 FEET.
FLOW PROCESS FROM NODE 308.00 TO NODE 316.00 IS CODE = 31
------------- - ----------------------------------------------------- --- - ---
» » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
>>>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 34.20 DOWNSTREAM(FEET) = 33.90
FLOW LENGTH(FEET) = 59.40 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 22.0 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 6.15
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
' PIPE- FLOW(CFS) = 21.36
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 10.57
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 316.00 = 1046.40 FEET.
' FLOW PROCESS FROM NODE 316.00 TO NODE 316.00 IS CODE = 1
�1
n
LJ
7
LJ
- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< --------------- - --
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 10.57
RAINFALL INTENSITY(INCH /HR) = 5.75
TOTAL STREAM AREA(ACRES) = 4.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.36
FLOW PROCESS FROM NODE 310.00 TO NODE 314.00 IS CODE = 21
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
-----------------------------------------------------------
-----------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 400.20
UPSTREAM ELEVATION(FEET) = 53.00
DOWNSTREAM ELEVATION(FEET) = 42.30
ELEVATION DIFFERENCE(FEET) = 10.70
TC = 0.303 *[( 400.20 * *3) /( 10.70)] * *.2 = 6.872
100 YEAR RAINFALL INTENSITY(INCH /HOUR)'= 7.380
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8949
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 4.62
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
' CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 18.56 6.89 7.366
2 24.97 10.57 5.750
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 24.97 Tc(MIN.) = 10.57
TOTAL AREA(ACRES) = 4.80
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 316.00 = 1046.40 FEET.
TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 4.62
FLOW PROCESS FROM NODE 314.00 TO NODE 316.00 IS CODE = 31
------------------------- - ------------------------------------------ - -----
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
» » >USING COMPUTER - ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««<____---_--
ELEVATION DATA: UPSTREAM(FEET) = 42.30 DOWNSTREAM(FEET) = 33.90
FLOW LENGTH(FEET) = 26.30 MANNING'S N = 0.013
'
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 19.60
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 4.62
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 6.89
LONGEST FLOWPATH FROM NODE 310.00 TO NODE 316.00 = 426.50 FEET.
FLOW PROCESS FROM NODE 316.00 TO NODE 316.00 IS CODE = 1
- - - ----------------------------------------------------------------
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
» » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «<
'
TOTAL NUMBER OF STREAMS == 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.89
RAINFALL INTENSITY(INCH /HR) = 7.37
TOTAL STREAM AREA(ACRES) = 0.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.62
CONFLUENCE DATA "*
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 21.36 10.57 5.750 4.10
2 4.62 6.89 7.366 0.70
WARNI
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
' CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 18.56 6.89 7.366
2 24.97 10.57 5.750
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 24.97 Tc(MIN.) = 10.57
TOTAL AREA(ACRES) = 4.80
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 316.00 = 1046.40 FEET.
FLOW PROCESS FROM NODE 316.00 TO NODE 318.00 IS CODE = 31
» » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
» » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 33.90 DOWNSTREAM(FEET) = 32.20
FLOW LENGTH(FEET) = 171.30 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.8 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 8.46
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 24.97
PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 10.90
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 318.00 = 1217.70 FEET.
FLOW PROCESS FROM NODE 318.00 TO NODE 318.00 IS CODE = 1
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
----------------------------------------------------------
----------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 10.90
RAINFALL INTENSITY(INCH /HR) = 5.65
TOTAL STREAM AREA(ACRES) = 4.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.97
FLOW PROCESS FROM NODE 332.00 TO NODE 320.00 IS CODE = 21
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
-----------------------------------------------------------------------
-----------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 531.60
UPSTREAM ELEVATION(FEET) = 60.00
DOWNSTREAM ELEVATION(FEET) = 44.20
ELEVATION DIFFERENCE(FEET) = 15.80
TC = 0.303 *[( 531.60 * *3) /( 15.80)] * *.2 = 7.537
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.995
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8946
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 2.50
TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 2.50
FLOW PROCESS FROM NODE 320.00 TO NODE 322.00 IS CODE = 31
» » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
»» >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 36.50 DOWNSTREAM(FEET) = 34.60
FLOW LENGTH(FEET) = 9.80 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.9 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 13.71
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 2.50
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 7.55
LONGEST FLOWPATH FROM NODE 332.00 TO NODE 322.00 = 541.40 FEET.
FLOW PROCESS FROM NODE 322.00 TO NODE 318.00 IS CODE = 31
. » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
» » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 34.60 DOWNSTREAM(FEET) = 32.20
FLOW LENGTH(FEET) = 40.80 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
' DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 9.00
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 2.50
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 7.62
LONGEST FLOWPATH FROM NODE 332.00 TO NODE 318.00 = 582.20 FEET.
FLOW PROCESS FROM NODE 318.00 TO NODE 318.00 IS CODE = 1
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
' TIME OF CONCENTRATION(MIN.) = 7.62
RAINFALL INTENSITY(INCH /HR) = 6.95
TOTAL STREAM AREA(ACRES) = 0.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.50
FLOW PROCESS FROM NODE 332.00 TO NODE 312.00 IS CODE = 21
- -- -------------------------------------------------------------------------
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
- ------------------------------------------------------------------------=---
- ----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
' DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 528.10
' UPSTREAM ELEVATION(FEET) = 60.00
DOWNSTREAM ELEVATION(FEET) = 44.20
ELEVATION DIFFERENCE(FEET) = 15.80
TC = 0.303 *[( 528.10 * *3) /( 15.80)] * *.2 = 7.507
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 7.011
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8946
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 5.02
' TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 5.02
' FLOW PROCESS FROM NODE 312.00 TO NODE 318.00 IS CODE = 31
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
» » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 38.50 DOWNSTREAM(FEET) = 32.20
FLOW LENGTH(FEET) = 61.90 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 13.39
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 5.02
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 7.58
LONGEST FLOWPATH FROM NODE 332.00 TO NODE 318.00 = 590.00 FEET.
FLOW PROCESS FROM NODE 318.00 TO NODE 318.00 IS CODE = 1
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
» » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 7.58
RAINFALL INTENSITY(INCH /HR) = 6.97
TOTAL STREAM AREA(ACRES) = 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.02
'
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 24.97 10.90 5.646 4.80
2 2.50 7.62 6.948 0.40
3 5.02 7.58 6.969 0.80
'
** * * * * * * * * *.. * * * * * * * * * * * *. * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
'
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
'
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 24.87 7.58 6.969
2 24.96 7.62 6.948
3 31.07 10.90 5.646
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 31.07 Tc(MIN.) = 10.90
TOTAL AREA(ACRES) = 6.00
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 318.00 = 1217.70 FEET.
III
FLOW PROCESS FROM NODE 318.00 TO NODE 318.00 IS CODE = 10
------------------- - ---------------------- - ------ - ---------------------
» » >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « «<
'
FLOW PROCESS FROM NODE 318.00 TO NODE 318.00 IS CODE = 13
-- -----------------------------------------------------------------------
» » >CLEAR THE MAIN - STREAM MEMORY « «<
----------------------------------------------------------------------------
FLOW PROCESS FROM NODE 330.00 TO NODE 328.00 IS CODE = 21
'
-- -
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
'
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 274.90
'
UPSTREAM ELEVATION(FEET) = 43.20
DOWNSTREAM ELEVATION(FEET) = 38.70
ELEVATION DIFFERENCE(FEET) = 4.50
TC = 0.303'[( 274.90` *3) /( 4.50)] * *.2 = 6.523
'
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 7.606
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8950
'
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 4.08
}
-
TOTAL AREA(ACRES) - 0.60 TOTAL RUNOFF(CFS) - 4.08
FLOW PROCESS FROM NODE 328.00 TO NODE 324.00 IS CODE = 31
'
--------------------------------------------------------------------------
» » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
» » >USING COMPUTER - ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««<----------
-
ELEVATION DATA: UPSTREAM(FEET) = 35.00 DOWNSTREAM (FEET) = 33.90
FLOW LENGTH(FEET) = 12.10 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 12.12
'
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 4.08
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 6.54
'
LONGEST FLOWPATH FROM NODE 330.00 TO NODE 324.00 = 287.00 FEET.
FLOW PROCESS FROM NODE 324.00 TO NODE 324.00 IS CODE = 1
- - - - - - - - - - - - - - - - - - - - --------------------------
»
» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.54
RAINFALL INTENSITY(INCH /HR) = 7.59
'
TOTAL STREAM AREA(ACRES) = 0.60
IPEAK FLOW RATE(CFS) AT CONFLUENCE = 4.08
FLOW PROCESS FROM NODE 320.00 TO NODE 326.00 IS CODE = 21
» » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «<
=---------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 282.60
UPSTREAM ELEVATION(FEET) = 44.20
DOWNSTREAM ELEVATION(FEET) = 38.70
ELEVATION DIFFERENCE(FEET) = 5.50
TC = 0.303 *j( 282.60 * *3) /( 5.50)] * *.2 = 6.371
100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 7.711
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =.8951
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 1.38
TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 1.38
FLOW PROCESS FROM NODE 326.00 TO NODE 324.00 IS CODE = 31
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
» » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««<
-------=----------------------------------------------------------
------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 35.10 DOWNSTREAM(FEET) = 33.90
FLOW LENGTH(FEET) = 51.20 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.6 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.46
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1.38
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 6.53
LONGEST FLOWPATH FROM NODE 320.00 TO NODE 324.00= 333.80 FEET.
FLOW PROCESS FROM NODE 324.00 TO NODE 324.00 IS CODE = 1
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
» » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.53
RAINFALL INTENSITY(INCH /HR) = 7.60
TOTAL STREAM AREA(ACRES) = 0.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.38
** CONFLUENCE DATA **
' STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 4.08 6.54 7.595 0.60
2 1.38 6.53 7.603 0.20
1
' ** . * ............................. WARNING*** * * * * * * * * * * * * * * * * * * * *. * * * * * * * * **
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
' ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
........................................... ...............................
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
' 1 5.46 6.53 7.603
2 5.46 6.54 7.595
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
' PEAK FLOW RATE(CFS) = 5.46 Tc(MIN.) = 6.54
TOTAL AREA(ACRES) = 0.80
LONGEST FLOWPATH FROM NODE 320.00 TO NODE 324.00 = 333.80 FEET.
.......................................*..... ...............................
FLOW PROCESS FROM NODE 324.00 TO NODE 318.00 IS CODE = 31
» » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
» » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 33.90 DOWNSTREAM(FEET) = 32.20
FLOW LENGTH(FEET) = 240.70 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.15
' ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 5.46
PIPE TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 7.32
LONGEST FLOWPATH FROM NODE 320.00 TO NODE 318.00 = 574.50 FEET.
............................................. ...............................
FLOW PROCESS FROM NODE 318.00 TO NODE 318.00 IS CODE = 11
» »> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY « «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 5.46 7.32 7.115 0.80
LONGEST FLOWPATH FROM NODE 320.00 TO NODE 318.00= 574.50 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 31.07 10.90 5.646 6.00
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 318.00= 1217.70 FEET.
.. * ... ..........................*WARN I N G... ..............:................
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA
1
1
1
1
1
� I
� I
� I
� I
� I :.,
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCHIHOUR)
1 26.32 7.32 7.115
2 35.40 10.90 5.646
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 35.40 Tc(MIN.) = 10.90
TOTAL AREA(ACRES) = 6.80
FLOW PROCESS FROM NODE 318.00 TO NODE 318.00 IS CODE = 12
» » >CLEAR MEMORY BANK # 1 « «<
--------------------------------------=-------------------------------------
----------------------------------------------------------------------------
FLOW PROCESS FROM NODE 318.00 TO NODE 430.00 IS CODE = 31
» » >COMPUTE PIPE-FLOW-TRAVEL TIME THRU SUBAREA« «<
» » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
------------------------------------------------------------------
------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 32.20 DOWNSTREAM(FEET) = 29.20
FLOW LENGTH(FEET) = 240.10 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.2 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 10.10
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 35.40
PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 11.30
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 430.00 = 1457.80 FEET.
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 6.80 TC(MIN.) = 11.30
PEAK FLOW RATE(CFS) = 35.40
-----------------------------=----------------------------------------------
----------------------------------------------------------------------------
----------------------------------------------------------------------------
----------------------------------------------------------------------------
END OF RATIONAL METHOD ANALYSIS
i71900 -9.TxT
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON
RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT
(RCFC &WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982 -2006 Advanced Engineerin Software (aes)
(Rational Tabling version 6.OD3
Release Date: 06/01/2005 License ID 1269
Analysis prepared by:
* * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * **
* La Qunita Country club Hydrology
* MDS Consulting Corona, Scott Tenhoff
* Date: 2- 20 -08, Onsite Hydrology 10yr
******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FILE NAME: LQNTACLB.DAT
-- TIME /DATE -OF- STUDY: 07:57 02/20/2008
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
----------------------------------------------------------------------------
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95
2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.370
100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 2.100
COMPUTED RAINFALL INTENSITY DATA:
' STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.093
SLOPE OF INTENSITY DURATION CURVE = 0.5800
RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD
NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL
_ AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES
*USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
- -- - - - -- --- - - - - -- ----------- - - - - -- - - - - -- - - - -- - - - - -- - - - -- - - - - - --
--- - - - -- --- - - - - -- ----------- - - - - -- - - - - -- - - - -- - - - - -- - - - -- - - - - - --
1 30.0 14.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150
t 2 20.0 14.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0130
GLOBAL STREET FLOW -DEPTH CONSTRAINTS:
1. Relative Flow -Depth = 0.50 FEET
as (Maximum Allowable Street Flow Depth) - (Top -of -Curb)
2. (Depth) *(velocity) Constraint = 6.0 (FT *FT /S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
FLOW PROCESS FROM NODE 300.00 TO NODE 302.00 IS CODE = '21
» »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «<
----------------------------------------------------------------------------
• ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 945.90
UPSTREAM ELEVATION(FEET) = 57.00
' DOWNSTREAM.ELEVATION(FEET) = 38.60
ELEVATION DIFFERENCE(FEET) = 18.40
TC = 0.303 *[( 945.90 * *3) /( 18.40)] * *.2 = 10.331
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.031
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8885
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 4.85
TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 4.85
********************************************* * * * * * * * * * * * * * *** * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 1
----------------------------------------------------------------------------
» »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
------=------------------------=-----------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
Page 1
V
TIME OF CONCENTRATION(MIN.) = 10.33 71900 -9.TXT
RAINFALL INTENSITY(INCH /HR) = 3.03
'TOTAL STREAM AREA(ACRES) = 1.80
` PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.85
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 304.00 TO NODE 302.00 IS CODE = 21
-- »» >RATIONAL- METHOD - INITIAL - SUBAREA - ANALYSIS<<< << --------------- - - - - --
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
' TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 347.10
UPSTREAM ELEVATION(FEET) = 41.20
DOWNSTREAM ELEVATION(FEET) = 38.60
ELEVATION DIFFERENCE(FEET) = 2.60
TC = 0.303 *[( 347.10 * *3) /( 2.60)] * *.2 = 8.373
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.424
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8897
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 3.66
TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 3.66
********************************************* * * * * * * * * * * * * * *** * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 1
----------------------------------------------------------------------------
» » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
» »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 8.37
RAINFALL INTENSITY(INCH /HR) = 3.42
TOTAL STREAM AREA(ACRES) = 1.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.66
** CONFLUENCE DATA **
STREAM RUNOFF TC
INTENSITY AREA
i
NUMBER (CFS) (MIN.)
(INCH /HOUR) (ACRE)
1 4.85 10.33
3.031 1.80
2 3.66 8.37
3.424 1.20
** * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
�.
IN THIS COMPUTER PROGRAM, THE
CONFLUENCE VALUE USED IS BASED
ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN
THE MAXIMUM VALUE OF PEAK FLOW.
*******************************************
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
RAINFALL INTENSITY AND TIME OF
CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2
STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC
INTENSITY
'
NUMBER (CFS) (MIN.)
(INCH /HOUR)
1 7.58 8.37
3.424
2 8.08 10.33
3.031
COMPUTED CONFLUENCE ESTIMATES
ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 8.08
TC(MIN.) = 10.33
TOTAL AREA(ACRES) = 3.00
LONGEST FLOWPATH FROM NODE
300.00 TO NODE 302.00 = 945.90 FEET.
FLOW PROCESS FROM NODE 302.00
TO NODE 308.00 IS CODE = 31
»»> COMPUTE PIPE -FLOW TRAVEL
TIME THRU SUBAREA « «<
1
»»> USING COMPUTER - ESTIMATED-
PIPESIZE- (NON - PRESSURE FLOW) « « <
'
- - -
ELEVATION DATA: UPSTREAM(FEET)
- -- -- - - - - --
= 34.90 DOWNSTREAM(FEET) = 34.20
FLOW LENGTH(FEET) = 41.10
MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH)
INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.1 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.)
= 7.91
ESTIMATED PIPE DIAMETER(INCH)
= 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 8.08
PIPE TRAVEL TIME(MIN.) 0.09 TC(MIN.) 10.42
-
LONGEST FLOWPATH FROM NODE
300.00 TO NODE 308.00 = 987.00 FEET.
Page 2
71900 -9.TXT
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 308.00 TO NODE 308.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 10.42
RAINFALL INTENSITY(INCH /HR) = 3.02
TOTAL STREAM AREA(ACRES) = 3.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.08
********************************************* * * * * * * * ** * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 312.00 TO NODE 307.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 252.60
UPSTREAM ELEVATION(FEET) = 44.20
DOWNSTREAM ELEVATION(FEET) = 40.50
ELEVATION DIFFERENCE(FEET) = 3.70
TC = 0.303 *[( 252.60 * *3) /( 3.70)] * *.2 = 6.448
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.984
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8910
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 0.35
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.35
********************************************* * * * * * * ** * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 307.00 TO NODE 308.00 IS CODE = 31
--------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
>>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 36.90 DOWNSTREAM(FEET) = 34.20
FLOW LENGTH(FEET) = 35.50 MANNING'S N = 0.013
t ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.4 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.50
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 0.35
PIPE TRAVEL TIME(MIN.) = 0.11 TC(MIN.) = 6.56
LONGEST FLOWPATH FROM NODE 312.00 TO NODE 308.00 = 288.10 FEET.
FLOW PROCESS FROM NODE 308.00 TO NODE 308.00 IS CODE = 1
-----------------------------------------------------------------------
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.56
RAINFALL INTENSITY(INCH /HR) = 3.95
TOTAL STREAM AREA(ACRES) = 0.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.35
********************************************* * * * * * ** * * ** ** ** * * * * * * * * * * * ** * **
FLOW PROCESS FROM NODE 310.00 TO NODE 306.00 IS CODE = 21
----------------------------------------------------------------------------
» »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
----------------
------- --------------------------------------------------- - - - - -- - - - - -- - --
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 415.50
UPSTREAM ELEVATION(FEET) = 53.00
DOWNSTREAM ELEVATION(FEET) = 40.50
ELEVATION DIFFERENCE(FEET) = 12.50
TC = 0.303 *[( 415.50 * *3) /( 12.50)] * *.2 = 6.813
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.859
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8907
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 3.44
TOTAL AREA(ACRES).- 1.00 TOTAL RUNOFF(CFS) = 3.44
********************************************* * * * * * * * * * *** * * * * * * * * * * * * * * * ** **
Page 3
71900 -9.TXT
FLOW PROCESS FROM NODE 306.00 TO NODE 308.00 IS CODE = 31
' ----------------------------------------------------------------------------
r
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
---------------------------------------------=------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 36.90 DOWNSTREAM(FEET) = 34.20
FLOW LENGTH(FEET) = 35.50 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 10.81
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 3.44
PIPE TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 6.87
LONGEST FLOWPATH FROM NODE 310.00 TO NODE 308.00 = 451.00 FEET.
FLOW PROCESS FROM NODE 308.00 TO NODE 308.00 IS CODE = 1
----------------------------------------------------------------------------
»» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
» »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «<
-----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 6.87
RAINFALL INTENSITY(INCH /HR) = 3.84
TOTAL STREAM AREA(ACRES) = 1.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.44
** CONFLUENCE DATA **
STREAM
RUNOFF
TC
INTENSITY
AREA
NUMBER
(CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1
8.08
10.42
3.016
3.00
2
0.35
6.56
3.946
0.10
3
3.44
6.87
3.841
1.00
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 8.72 6.56 3.946
2 9.11 6.87 3.841
3 11.05 10.42 3.016
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 11.05 TC(MIN.) = 10.42
TOTAL AREA(ACRES) = 4.10
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 308.00 = 987.00 FEET.
FLOW PROCESS FROM NODE 308.00 TO NODE 316.00 IS CODE = 31
----------------------------------------------------------------------------
» »> COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA « «<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 34.20 DOWNSTREAM(FEET) = 33.90
FLOW LENGTH(FEET) = 59.40 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.9 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 5.41
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 11.05
PIPE TRAVEL TIME(MIN.) = 0.18 TC(MIN.) = 10.60
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 316.00 = 1046.40 FEET.
********************************************* ** *********** **** * ***** * ** * * * **
FLOW PROCESS FROM NODE 316.00 TO NODE 316.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
--------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 10.60
�. Page 4
RAINFALL INTENSITY(INCH /HR) = 2.99 71900 -9.TXT
TOTAL STREAM AREA(ACRES) = 4.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.05
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 310.00 TO NODE 314.00 IS CODE = 21
----------------------------------------------------------------------------
» »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
{ INITIAL SUBAREA FLOW- LENGTH(FEET) = 400.20
' UPSTREAM ELEVATION(FEET) = 53.00
DOWNSTREAM ELEVATION(FEET) = 42.30
ELEVATION DIFFERENCE(FEET) = 10.70
TC = 0.303 *[( 400.20 * *3) /( 10.70)] * *.2 = 6.872
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.839
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8907
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 2.39
TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 2.39
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
- -FLOW PROCESS FROM NODE 314.00 TO NODE 316.00 IS CODE = 31
----------------------------------------------------------------------
» »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 42.30 DOWNSTREAM(FEET) = 33.90
FLOW LENGTH(FEET) = 26.30 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
' DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.5 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 16.12
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 2.39
PIPE TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 6.90
LONGEST FLOWPATH FROM NODE 310.00 TO NODE 316.00 = 426.50 FEET.
FLOW PROCESS FROM NODE 316.00 TO NODE 316.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «<
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «<
-__
__________ -----------
__________________________________
_ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.90
RAINFALL INTENSITY(INCH /HR) = 3.83
TOTAL STREAM AREA(ACRES) = 0.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.39
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 11.05 10.60 2.986 4.10
2 2.39 6.90 3.831 0.70
** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * ** * * * * * * * **
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 9.59 6.90 3.831
2 12.92 10.60 2.986 .
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 12.92 TC(MIN.) = 10.60
TOTAL AREA(ACRES) = 4.80
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 316.00 = 1046.40 FEET.
Page 5
71900 -9.TXT
FLOW PROCESS FROM NODE 316.00 TO NODE 318.00 IS CODE = 31
----------------------------------------------------------------------------
»» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
----------------------------------------------------------------------------
-----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 33.90 DOWNSTREAM(FEET) = 32.20
FLOW LENGTH(FEET) = 171.30 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.7 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 7.17
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 12.92
PIPE TRAVEL TIME(MIN.) = 0.40 TC(MIN.) = 11.00
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 318.00 = 1217.70 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 318.00 TO NODE 318.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 11.00
RAINFALL INTENSITY(INCH /HR) = 2.92
TOTAL STREAM AREA(ACRES) = 4.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.92
********************************************* * * * ** * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 332.00 TO NODE 320.00 IS CODE = 21
----------------------------------------------------------------------------
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT .IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 531.60
UPSTREAM ELEVATION(FEET) = 60.00
DOWNSTREAM ELEVATION(FEET) = 44.20
ELEVATION DIFFERENCE(FEET) = 15.80
TC = 0.303 *[( 531.60 * *3) /( 15.80)] * *.2 = 7.537
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.639
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8902
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 1.30
TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.30
FLOW PROCESS FROM NODE 320.00 TO NODE 322.00 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««<
>>>>>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 36.50 DOWNSTREAM(FEET) = 34.60
FLOW LENGTH(FEET) = 9.80 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.1 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 11.27
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1.30
PIPE TRAVEL TIME(MIN.) = 0.01 TC(MIN.) = 7.55
LONGEST FLOWPATH FROM NODE 332.00 TO NODE 322.00 = 541.40 FEET.
FLOW PROCESS FROM NODE 322.00 TO NODE 318.00 IS CODE = 31
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «<
ELEVATION DATA: UPSTREAM(FEET) = 34.60 DOWNSTREAM(FEET) = 32.20
FLOW LENGTH(FEET) = 40.80 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.8 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 7.43
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 1.30
PIPE TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 7.64
LONGEST FLOWPATH FROM NODE 332.00 TO NODE 318.00 = 582.20 FEET.
FLOW PROCESS FROM NODE 318.00 TO NODE 318.00 IS CODE = 1
Page 6
71900 -9.TXT
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
�1 - =TOTAL NUMBER OF STREAMS =-== 3_______________ __________________ ______ _______
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 7.64
RAINFALL INTENSITY(INCH /HR) = 3.61
TOTAL STREAM AREA(ACRES) = 0.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.30
FLOW PROCESS FROM NODE 332.00 TO NODE 312.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««<
' ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 528.10
UPSTREAM ELEVATION(FEET) = 60.00
DOWNSTREAM ELEVATION(FEET) = 44.20
ELEVATION DIFFERENCE(FEET) = 15.80
TC = 0.303 *[( 528.10 * *3) /( 15.80)] * *.2 = 7.507
" 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.647
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8902
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 2.60
TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 2.60
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * ** **
FLOW PROCESS FROM NODE 312.00 TO NODE 318.00 IS CODE = 31
----------------------------------------------------------------------------
»»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
- -» »> USING - COMPUTER-ESTIMATED - PIPESIZE -( NON - PRESSURE - FLOW) < << << -- - - - - --
ELEVATION DATA: UPSTREAM(FEET) = 38.50 DOWNSTREAM(FEET) = 32.20
FLOW LENGTH(FEET) = 61.90 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
' DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 11.05
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 2.60
PIPE TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 7.60
LONGEST FLOWPATH FROM NODE 332.00 TO NODE 318.00 = 590.00 FEET.
■ ********************************************* * * * * * * ** * * * * * * * * * * * * * * ** * * * * * **
FLOW PROCESS FROM NODE 318.00 TO NODE 318.00 IS CODE = 1
_ ----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« <
' - -» »> AND - COMPUTE - VARIOUS - CONFLUENCED- STREAM - VALUES« «<------------- - - - - --
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
.� TIME OF CONCENTRATION(MIN.) = 7.60
RAINFALL INTENSITY(INCH /HR) = 3.62
TOTAL STREAM AREA(ACRES) = 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.60
** CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 12.92 11.00 2.923 4.80
2 1.30 7.64 3.610 .0.40
3 2,60 7.60 3.621 0.80
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
******************************************* * ** * * * * * * * * * * * * * * * * * * *** * * * * * **
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
�s NUMBER (CFS) (MIN.) (INCH /HOUR)
1 12.81 7.60 3.621
2 12.86 7.64 3.610
Page 7
1
� 10
I I
� 1,
1
I I
� I
71900 -9.TxT
3 16.07 11.00 2.923
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 16.07 TC(MIN.) = 11.00
TOTAL AREA(ACRES) = 6.00
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 318.00 = 1217.70 FEET.
********************************************* * * * * * * * * * * * * * * * * ** * * * * * * * * * * * **
FLOW PROCESS FROM NODE 318.00 TO NODE 318.00 IS CODE = 10
----------------------------------------------------------------------------
» » >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « «<
FLOW PROCESS FROM NODE 318.00 TO NODE 318.00 IS CODE = 13
--------------- -------------------------------------------------------------
»»>CLEAR THE MAIN - STREAM MEMORY««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * ** **
FLOW PROCESS FROM NODE 330.00 TO NODE 328.00 IS CODE = 21
----------------------------------------------------------------------------
»» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 274.90
UPSTREAM ELEVATION(FEET) = 43.20
DOWNSTREAM ELEVATION(FEET) = 38.70
ELEVATION DIFFERENCE(FEET) = 4.50
TC = 0.303 *[( 274.90 * *3) /( 4.50)] * *.2 = 6.523
10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.957
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8909
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 2.12
TOTAL AREA(ACRES) = 0.60 TOTAL RUNOFF(CFS) = 2.12
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 328.00 TO NODE 324.00 IS CODE = 31
----------------------------------------------------------------------------
» »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
» »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 35.00 DOWNSTREAM(FEET) = 33.90
FLOW LENGTH(FEET) = 12.10 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.2 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 10.00
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 2.12
PIPE TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 6.54
LONGEST FLOWPATH FROM NODE 330.00 TO NODE 324.00 = 287.00 FEET.
********************************************* * * * * * * * * * * * * * * ** * * * * ** * * * * * * * **
FLOW 'PROCESS FROM NODE 324.00 TO NODE 324.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
TOTAL'NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 6.54
RAINFALL INTENSITY(INCH /HR) = 3.95
TOTAL STREAM AREA(ACRES) = 0.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.12
FLOW PROCESS FROM NODE 320.00 TO NODE 326.00 IS CODE = 21
----------------------------------------------------------------------------
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS COMMERCIAL
TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2
INITIAL SUBAREA FLOW- LENGTH(FEET) = 282.60
UPSTREAM ELEVATION(FEET) = 44.20
DOWNSTREAM ELEVATION(FEET) = 38.70
ELEVATION DIFFERENCE(FEET) = 5.50
TC = 0.303 *[( 282.60 * *3) /( 5.50)] * *.2 = 6.371
Page 8
71900 -9.TxT
'10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.012
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8910
SOIL CLASSIFICATION IS "D"
SUBAREA RUNOFF(CFS) = 0.71
TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.71
********************************************* * * * * * * * * * * * * * * * * * * * * * * * ** * * * * **
FLOW PROCESS FROM NODE 326.00 TO NODE 324.00 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
»» >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 35.10 DOWNSTREAM(FEET) = 33.90
FLOW LENGTH(FEET) = 51.20 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.6 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 4.49
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 0.71
PIPE TRAVEL TIME(MIN.) = 0.19 TC(MIN.) = 6.56
LONGEST FLOWPATH FROM NODE 320.00 TO NODE 324.00 = 333.80 FEET.
********************************************* * * * ** * * * * * ** * * * * * * * * * * * * ** * * * **
FLOW PROCESS FROM NODE 324.00 TO NODE 324.00 IS CODE = 1
----------------------------------------------------------------------------
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «<
» » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.56
RAINFALL INTENSITY(INCH /HR) = 3.94
TOTAL STREAM AREA(ACRES) = 0.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.71
** CONFLUENCE DATA
**
STREAM RUNOFF
TC
INTENSITY
AREA
NUMBER (CFS)
(MIN.)
(INCH /HOUR)
(ACRE)
1 2.12
6.54
3.950
0.60
2 0.71
6.56
3.944
0.20
** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * ** * ** * * * * ** * * * * **
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 2.83 6.54 3.950
2 2.83 6.56 3.944
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 2.83 TC(MIN.) = 6.54
TOTAL AREA(ACRES) = 0.80
LONGEST FLOWPATH FROM NODE 320.00 TO NODE 324.00 = 333.80 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * ** **
FLOW PROCESS FROM NODE 324.00 TO NODE 318.00 IS CODE = 31
----------------------------------------------------------------------------
»»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««<
»» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««<
----------------------------------------------------------------------------
----------------------------------------------------------------------------
ELEVATION DATA: UPSTREAM(FEET) = 33.90 DOWNSTREAM(FEET) = 32.20
FLOW LENGTH(FEET) = 240.70 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.1 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 4.37
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 2.83
PIPE TRAVEL TIME(MIN.) = 0.92 TC(MIN.) = 7.46
LONGEST FLOWPATH FROM NODE 320.00 TO NODE 318.00 = 574.50 FEET.
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
FLOW PROCESS FROM NODE 318.00 TO NODE 318.00 IS CODE = 11
Page 9
71900 -9.TXT
----------------------------------------------------------------------------
f »»> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY « «<
** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 2.83 7.46 3.660 0.80
LONGEST FLOWPATH FROM NODE 320.00 TO NODE 318.00 = 574.50 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF TC INTENSITY AREA
1 NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE)
1 16.07 11.00 2.923 6.00
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 318.00 = 1217.70 FEET.
** * * * *** * * * * * * * * * * ** * * * * * * * * * * * ** WARNING*** * * * * * * ** * * * * * * * * * * * * * * * * * * * * * **
IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED
ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA
WILL NOT.NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.
******************************************* ** * * * * * * * * * * * * * * * * * * * * * * * * * * * **
** PEAK FLOW RATE TABLE **
1 STREAM RUNOFF TC INTENSITY
NUMBER (CFS) (MIN.) (INCH /HOUR)
1 13.73 7.46 3.660
2 18.32 11.00 2.923
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 18.32 TC(MIN.) = 11.00
TOTAL AREA(ACRES) = 6.80
-- FLOW - PROCESS -FROM -NODE 318.00 TO NODE 318.00 IS CODE = 12
--------------------------------------------------------
-- »»>CLEAR MEMORY BANK # 1 « «<
--------------------------------------------------------------------
----------------------------------------------------------------------------
FLOW PROCESS FROM NODE 318.00 TO NODE 430.00 IS CODE = 31
» »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «<
» »>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)« «<
ELEVATION DATA: UPSTREAM(FEET) = 32.20 DOWNSTREAM(FEET) = 29.20
FLOW LENGTH(FEET) = 240.10 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.4 INCHES
PIPE -FLOW VELOCITY(FEET /SEC.) = 8.60
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE- FLOW(CFS) = 18.32
PIPE TRAVEL TIME(MIN.) = 0.47 TC(MIN.) = 11.46
LONGEST FLOWPATH FROM NODE 300.00 TO NODE 430.00 = 1457.80 FEET.
----------------------------------------------------------------------------
----------------------------------------------------------------------------
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 6.80 TC(MIN.) = 11.46
PEAK FLOW RATE(CFS) = 18.32
----------------------------------------------------------------------------
----------------------------------------------------------------------------
----------------------------------------------------------------------------
END OF RATIONAL METHOD ANALYSIS
0
' Page 10
j
HYDRAULIC GRADE CALCULATIONS
CATCH BASIN
catch Basin sizing 302 SUMP-CB 1.txt
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -2006 Advanced Engineering software (aes)
ver. 13.0 Release Date: 06/01/2006 License ID 1269
Analysis prepared by:
—TIME /DATE OF STUDY: 11:09 03/24/2008
--------------------------------------------------------------------------
------------- -- ---
----------------------------------------------------------
Problem Descriptions:
La Qunita Country club
MDS consulting, Scott Tenhoff
Date: 3- 24 -08, sump Basin size, CB #1
» »SUMP TYPE BASIN INPUT INFORMATION««
----------------------------------------------------------------------------
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
BASIN INFLOW(CFS) = 16.43
BASIN OPENING(FEET) = 0.50
DEPTH OF WATER(FEET) = 0.83
» »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 8.84
Page 1
Catch Basin sizing 302 SUMP -CB 1 FOR EMMERGENCY FLOW.txt
' HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -2006 Advanced En ineering software (aes)
Ver. 13.0 Release Date: 06/01/2006 License ID 1269
Analysis prepared by:
- ----- -----------
--------------------------------------
TIME /DATE OF STUDY: 08:11 11/16/2007
----------------------------------------------------------------------------
Problem Descriptions:
La quinta Country Club, CA
NIDAL TIZANI, MDS CONSULTING,355 E Rincon St. Ste 219, Corona,CA 92879
catch Basin sizing , NODE # 302, C.B.# 1, NOV. 12, 2007
»» SUMP TYPE BASIN INPUT INFORMATION««
1 _ -----------------------------------------------------------------------
Curb Inlet capacities are.approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
' 'BASIN INFLOW(CFS) = 32.86
BASIN OPENING(FEET) = 0.50
DEPTH OF WATER(FEET) = 0.70
»»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 20.70
----------------------------------------------------------------------------
----------------------------------------------------------------------------
1
i Page 1
4
catch B MP-
., tc assn sizing 306 Su B 2 txt C
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -2006 Advanced Engineering software (aes)
ver. 13.0 Release Date: 06/01/2006 License ID 1269
Analysis prepared by:
---IME /DATE ------OF ---STUDY: -----------11:08 -------------------------------------------------
T 03/24/2008
-------------
----------------------------------------------------------------------------
---------------------------------------------------------------
Problem Descriptions:
La Qunita Country Club
MDS Consulting, Scott Tenhoff
Date: 3- 24 -08, SUMP Basin size, CB #2
»» SUMP TYPE BASIN INPUT INFORMATION ««
1 ----------------------------------------------------------------------------
curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
' BASIN INFLOW(CFS) = 7.95
BASIN OPENING(FEET) = 0.50
DEPTH OF WATER(FEET) = 0.83
»» CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 4.28
----------------------------------------------------------------------------
----------------------------------------------------------------------------
' Page 1
catch Basin sizing 314 SUMP -CB 3.txt
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -2006 Advanced Engineering Software (aes)
ver. 13.0 Release Date: 06/01/2006 License ID 1269
Analysis prepared by:
----------------------------------------------------------------------------
TIME /DATE OF STUDY: 16:27 11/12/2007
----------------------------------------------------------------------------
----------------------------------------------------------------------------
Problem Descriptions:
La quinta Country Club, CA
NIDAL TIZANI, MDS CONSULTING,355 E Rincon St. Ste 219, Corona,CA 92879
Catch Basin sizing , NODE # 314, C.B.# 3, Nov. 12, 2007
»» SUMP TYPE BASIN INPUT INFORMATION««
---------------------------------------------------------------------- - - - - --
curb Inlet capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
BASIN INFLOW(CFS) = 4.62
BASIN OPENING(FEET) = 0.50
DEPTH OF WATER(FEET) = 0.70
»»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.91
----------------------------------------------------------------------------
----------------------------------------------------------------------------
Page 1
Catch Basin sizing 312 FLBY -cB 4.txt
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -2006 Advanced Engineering Software (aes)
ver. 13.0 Release Date: 06/01/2006 License ID 1269
Analysis prepared by:
----------------------------------------------------------------------------
TIME /DATE OF STUDY: 11:06 03/24/2008
Problem Descriptions:
La Qunita country Club
MDS Consulting, Scott Tenhoff
Date: 3- 24 -08, Flowby Basin Size, CB #4
»» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION ««
--------------------------------------------- ------------------------- - - - - --
Curb Inlet capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
STREETFLOW(CFS) = 5.02
GUTTER FLOWDEPTH(FEET) = 0.31
BASIN LOCAL DEPRESSION(FEET) = 0.33
=---------------------------------------------------------------------------
FLOWBY BASIN ANALYSIS RESULTS:
BASIN WIDTH FLOW INTERCEPTION
1.72 0.70
2.00 0.81
2.50 1.01
3.00 1.20
3.50 1.39
4.00 1.59
4.50 1.78
5.00 1.97
5.50 2.15
6.00 2.34
6.50 2.50
7.00 2.65
7.50 2.80
8.00 2.95
8.50 3.09
9.00 3.24
9.50 3.38
10.00 3.52
10.50 3.65
11.00 3.76
11.50 .3.87
12.00 3.98
12.50 4.09
13.00 4.19
13.50 4.30
14.00 4.40
14.50 4.50
15.00 4.60
15.50 4.70
16.00 4.80
16.50 4.89
17.00 4.99
17.15 5.02
----------------------------------------------------------------------------
----------------------------------------------------------------------------
Page 1
4
catch Basin sizing 320 FLBY -CB 5.txt
' HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -2006 Advanced Engineering software (aes)
ver. 13.0 Release Date: 06/01/2006 License ID 1269
Analysis prepared by:
- ----------------------------------------------------------------
TIME /DATE OF STUDY: 11:04 03/24/2008
----------------------------------------------------------------------------
---------------------------------------------------------------------------
Problem Descriptions:
La Qunita country club
MDS consulting, Scott Tenhoff
Date: 3- 24 -08, Flowby Basin size, CB #5
»» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION««
-------------------- --------------------------------------------------------
curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
STREETFLOW(CFS) = 2.50
GUTTER FLOWDEPTH(FEET) = 0.27
BASIN LOCAL DEPRESSION(FEET) = 0.33
FLOWBY BASIN ANALYSIS RESULTS:
BASIN WIDTH FLOW INTERCEPTION
0.99 0.34
1.00 0.35
1.50 0.51
2.00 0.68
2.50 0.84
3.00 1.00
1 3.50 1.16
4.00 1.29
4.50 1.42
5.00 1.55
5.50 1.67
' 6.00 1.79
6.50 1.89
7.00 1.99
7.50 2.08
8.00 2.17
' 8.50 2.26
9.00 2.35
9.50 2.44
9.88 2.50
f
' Page 1
Basin6 Flowby Size.txt
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -2006 Advanced Engineering software (aes)
ver. 13.0 Release Date: 06/01/2006 License ID 1269
Analysis prepared by:
----------------------------------------------------------------------------
TIME /DATE OF STUDY: 10:56 03/24/2008
----------------------------------------------------------------------------
----------------------------------------------------------------------------
Problem Descriptions:
La Qunita Country Club
MDS consulting, Scott Tenhoff
Date: 3- 24 -08, Flowby Basin size CB #6
»» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION ««
---------------------------------------------------------------------- - -- - --
curb Inlet capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
STREETFLOW(CFS) = 1.31
GUTTER FLOWDEPTH(FEET) = 0.25
'BASIN LOCAL DEPRESSION(FEET) = 0.33
----------------------------------------------------------------------------
FLOWBY BASIN ANALYSIS RESULTS:
BASIN WIDTH FLOW INTERCEPTION
0.56 0.18
�1 1.00 0.31
1.50 0.46
2.00 0.60
2.50 0.73
3.00 0.84
3.50 0.95
4.00 1.04
4.50 1.13
5.00 1.21
5.50 1.29
5.62 1.31
----------------------------------------------------------------------------
----------------------------------------------------------------------------
Page 1
catch Basin sizing CB 6A.txt
' 1 • �t„ r��������a*, n�,+ ����a* ����t��n��������** ���, t����, r�, t, t, t�, t�r ,t,t,t,t,r,t,t,t,t�a�� *���,t,t
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -2006 Advanced Engineering Software (aes)
ver. 13.0 Release Date: 06/01/2006 License ID 1269
Analysis prepared by:
----------------------------------------------------------------------------
TIME /DATE OF STUDY: 10:55 03/24/2008
Problem Descriptions:
La Qunita Country club
MDS consulting, Scott Tenhoff
Date: 3- 24 -08, Flowby catch Basin size CB #6A
»» FLOWSY CATCH BASIN INLET CAPACITY INPUT INFORMATION ««
------------------------------------------------------------ ---------- - - -- --
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
' STREETFLOW(CFS) = 4.08
GUTTER FLOWDEPTH(FEET) = 0.34
BASIN LOCAL DEPRESSION(FEET) = 0.33
------------------------------------ =---------------------------------------
FLOWBY BASIN ANALYSIS RESULTS:
BASIN WIDTH FLOW INTERCEPTION
1.26 0.58
1.50 0.68
2.00 0.90
2.50 1.12
3.00 1.33
3.50 1.54
4.00 1.75
4.50 1.95
5.00 2.12
5.50 2.29
6.00 2.45
6.50 2.61
7.00 2.77
8.00 3.05
8.50 3.17
9.00 3.29
9.50 3.41
10.00 3.52
10.50 3.63
11.00 3.74
11.50 3.84
12.00 3.95
12.50 4.05
12.65 4.08
----------------------------------------------------------------------------
Page 1
Basin7 Flowby size.txt
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -2006 Advanced En ineering software (aes)
ver. 13.0 Release Date: 06/01/2006 License ID 1269
Analysis prepared by:
----------------------------------------------------------------------------
TIME /DATE OF STUDY: 10:59 03/24/2008
Problem Descriptions:_______________________ _______________________________
La Qunita Country Club
MDS Consulting, Scott Tenhoff
Date: 3- 24 -08, Flowby Basin size, CB #7
»» FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION««
----------------------------------------------------------------------------
Curb Inlet Capacities are approximated based on the Bureau of
Public Roads nomograph plots for flowby basins and sump basins.
STREETFLOW(CFS) = 1.38
GUTTER FLOWDEPTH(FEET) = 0.24
BASIN LOCAL DEPRESSION(FEET) = 0.33
----------------------------------------------------------------------------
FLOWBY BASIN ANALYSIS RESULTS:
BASIN WIDTH FLOW INTERCEPTION
0.62 0.19
1.00 0.30
1.50 0.44
2.00 0.58
2.50 0.71
3.00 0.82
3.50 0.93
4.00 1.03
4.50 1.11
5.00 1.19
5.50 1.27
6.00 1.35
6.18 1.38
----------------------------------------------------------------------------
----------------------------------------------------------------------------
Page 1
FLOW PASSED TO C.B. MAP
NODE 430
TOTAL = 24.65 CFS
0
CB #5
' NODE 320 CB #7
TOTAL =2.5 CFS NODE 326
CB WIDTH REQ. = 9.88'
CB WIDTH REQ: = 10' TOTAL =1.38 CFS
CB WIDTH REQ. = 6.18'
USE CB WIDTH - 7'
CB #4
NODE 312
TOTAL =5.02 CFS
CB WIDTH REQ. = 17.15'
UCS CB WIDTH = 14'
0.62 CFS PASSED TO CB #2
i CB #3
NODE 314
TOTAL =4.62 CFS CB #6A CB #6
' CB WIDTH REQ. = 2.91' NODE NODE 328
USE CB WIDTH = 4' TOTAL= 2.77 CFS TOTAL =1.3 CFS
CB WIDTH REQ. = 6.18' CB WIDTH REQ. = 5.62'
' CB #2 USE CB WIDTH = 7' USE CB WIDTH = 7'
NODE 306 = TOTAL 7.33 CFS
FROM NODE #4 PASSED 0.62 CFS
TOTAL = 7.95 CFS
CB WIDTH REQ. = 4.28'
USE CB WIDTH = 7'
CB #1
' NODE 302
TOTAL =16.43 CFS
CB WIDTH REQ. = 8.84'
' UCS CB WIDTH = 10'
71900 /HYDRO /SD FLOW. DWG 3/24/08
HYDRAULIC GRADE CALCULATIONS
B) Street Depth Calculations
' HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -2006 Advanced Engineering Software (aes)
Ver. 13.0 Release Date: 06/01/2006 License ID 1269
Analysis prepared by:
TIME /DATE OF STUDY: 15:23 11/12/2007
Problem Descriptions:
' La quinta Country Club, CA
NIDAL TIZANI, MDS CONSULTING,355 E Rincon St. Ste 219, Corona,CA 92879
STREETFLOW NODE # 302, C.B.# 1, NOV. 12, 2007
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
' >>>>STREETFLOW- MODEL -INPUT INFORMATION ««
CONSTANT STREET GRADE(FEET /FEET) = 0.038000
CONSTANT STREET FLOW(CFS) = 16.43
' AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.013000
CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT - SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50
' CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.12500
} FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
=---------------------------------------------------------------------------
----------------------------------------------------------------------------
---- STREET - FLOW - MODEL - RESULTS_ - ----
1 -----------------------------------------
STREET FLOW DEPTH(FEET) = 0.44
HALFSTREET FLOOD WIDTH(FEET) = 15.66
' AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.39
PRODUCT OF DEPTH &VELOCITY = 2.81
------------------------------------------=---------------------------------
----------------------------------------------------------------------------
1
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -2006 Advanced Engineering Software (aes)
Ver. 13.0 Release Date: 06/01/2006 License ID 1269
i
' Analysis prepared by:
-----------------------------------------------------------------------------
TIME /DATE OF STUDY: 15:16 11/12/2007
----------------------------------------------------------------------------
Problem Descriptions:
La quinta Country Club, CA
NIDAL TIZANI, MDS CONSULTING,355 E Rincon St. Ste 219, Corona, CA 9287
STREETFLOW NODE # 306, C.B.# 2 NOV. 12, 2007
>>>>STREETFLOW MODEL INPUT INFORMATION««
-----------------------------------------------------------------------------
CONSTANT STREET GRADE(FEET /FEET) = 0.038000
CONSTANT STREET FLOW(CFS) = 7.33
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.013000
CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50
CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.12500
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
-----------------------------------------------------------------------------
----------------------------------------------------------------------------
STREET FLOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLOW DEPTH(FEET) = 0.35
HALFSTREET FLOOD WIDTH(FEET) = 11.04 .
- AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.48
PRODUCT OF DEPTH &VELOCITY = 1.90
---------------------------------------------------=------------------------
----------------------------------------------------------------------------
� I
' HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -2006 Advanced Engineering Software (aes)
Ver. 13.0 Release Date: 06/01/2006 License ID 1269
' Analysis prepared by:
---7------------------------------------------------------------------------
- -TIME /DATE OF STUDY: 15:24 11/12/2007
Problem Descriptions:
La quinta Country Club, CA
NIDAL TIZANI, MDS CONSULTING,355 E Rincon St. Ste 219, Corona,CA 92879
STREETFLOW NODE # 314, C.B.# 3, NOV. 12, 2007
>>>>STREETFLOW MODEL INPUT INFORMATION««
1 ----------------------------------------------------------------------------
CONSTANT STREET GRADE(FEET /FEET) = 0.038000
' CONSTANT STREET FLOW(CFS) = 4.62
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.013000
CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50
CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125
1 CONSTANT SYMMETRICAL GUTTER= HIKE(FEET) = 0.12500
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
- - -- STREET - FLOW - MODEL - RESULT S - --
STREET FLOW DEPTH(FEET) = 0.31
HALFSTREET FLOOD WIDTH(FEET) = 9.30
' AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.70
PRODUCT OF DEPTH &VELOCITY = 1.47
----------------------------------------------------------------------------
1
il'
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -2006 Advanced Engineering Software (aes)
Ver. 13.0 Release Date: 06/01/2006 License ID 1269
Analysis prepared by:
----------------------------------------------------------------------------
TIME /DATE OF STUDY: 13:54 11/12/2007
----------------------------------------------------------------------------
-----------------------------------------------------------------------------
Problem Descriptions:
La quinta Country Club, CA
NIDAL TIZANI, MDS CONSULTING,355 E Rincon St. Ste 219, Corona, CA 9287
CATCH BASIN FLOWBY, NODE # 312, C.B.# 4 , NOV. 12, 2007
>>>>STREETFLOW MODEL INPUT INFORMATION<<<<
----------------------------------------------------------------------------
CONSTANT STREET GRADE(FEET /FEET) = 0.038000
CONSTANT STREET FLOW(CFS) = 5.02
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.013000
CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50
CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.12500
FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
----------------------------------------------------------------------------
----------------------------------------------------------------------------
STREET FLOW MODEL RESULTS:
----------------------------------------------------------------------------
STREET FLOW DEPTH(FEET) = 0.31
HALFSTREET FLOOD WIDTH(FEET) = 9.07
AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.34
PRODUCT OF DEPTH &VELOCITY = 1.64
----------------------------------------------------------------------------
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
HYDRAULIC ELEMENTS - I PROGRAM PACKAGE
(C) Copyright 1982 -2006 Advanced Engineering Software (aes)
Ver. 13.0 Release Date: 06/01/2006 License ID 1269
Analysis prepared by:
----------------------------------------------------------------------------
TIME/DATE OF STUDY: 15:28 11/12/2007
----------------------------------------------------------------------------
----------------------------------------------------------------------------
Problem Descriptions:
La quinta Country Club, CA
NIDAL TIZANI, MDS CONSULTING,355 E Rincon St. Ste 219, Corona,CA 92879
STREETFLOW NODE # 320, C.B.# 5, NOV. 12, 2007
********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
>>>>STREETFLOW MODEL INPUT INFORMATION<<<<
----------------------------------------------------------------------------
CONSTANT STREET GRADE(FEET /FEET) = 0.038000
CONSTANT STREET FLOW(CFS) = 2.50
AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.013000
CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 14.00
INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000
OUTSIDE STREET CROSSFALL(DECIMALY = 0.020000
CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50
CONSTANT SYMMETRICAL GUTTER- WIDTH(FEET) = 1.50
CONSTANT SYMMETRICAL GUTTER- LIP(FEET) = 0.03125
CONSTANT SYMMETRICAL GUTTER- HIKE(FEET) = 0.12500
J FLOW ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS
STREET FLOW MODEL RESULTS:
-----------------------------------------7----------------------------------
STREET FLOW DEPTH(FEET) = 0.27
HALFSTREET FLOOD WIDTH(FEET) = 7.29
AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.85
PRODUCT OF DEPTH &VELOCITY 1.05
----------------------------------------------------------------------------
----------------------------------------------------------------------------
I'
HYDRAULIC GRADE CALCULATIONS
C) WSPG Storm Drain HGL Calculations, Lines A thru B,
and all Laterals.
LINEA.tkt
0
DATE: 11/14/2007
TIME: 10:47
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CHN NO OF AVE PIER. HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP
CD 18 4 1.50
CD 24 4 2.00
CD 30 4 2.50
CD 36 4 3.00 0
PAGE NO 3
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
Job 719 -00 La Quinta County Club
HEADING LINE NO 2 IS -
PREPARED BY MDS CONSULTING 11/13/07 NIDAL TIZANI
HEADING LINE NO 3 IS -
LINE A (FN G: \WSPG1 \71900 \LINEA.D)
F 0 5 1 5 P
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 1 IS A SYSTEM OUTLET
U/S DATA STATION INVERT SECT
988.00 29.20 30
ELEMENT NO 2 IS A REACH
U/S DATA STATION INVERT SECT N
1192.53 31.78 30 0.012
ELEMENT NO 3 IS A REACH
U/S DATA STATION INVERT SECT N
1207.48 31.96 30 0.012
ELEMENT NO 4 IS A REACH
U/S DATA STATION INVERT' SECT N
1226.15 32.20 30 0.012
ELEMENT NO 5 IS A JUNCTION
U/S DATA STATION INVERT SECT LAT -1 LAT -2 N
1232.15 32.30 30 18 18 0.012
ELEMENT NO 6 IS A REACH
U/S DATA STATION INVERT SECT N
1295.83 32.91 30 0.012
ELEMENT NO 7 IS A REACH
Page 1
W S ELEV
34.08
0
PAGE NO 2
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 19.00 0.00 0
RADIUS
0.00
* *
Q3 Q4 INVERT -3 INVERT -4
6.6 5.5 32.80 32.80
RADIUS
0.00
ANGLE ANG PT MAN H
0.00 0.00 0
*
PHI 3 PHI 4
71.00 79.00
ANGLE ANG PT MAN H
0.00 0.00 0
LINEA.txt
U/S DATA STATION INVERT SECT N_ RADIUS ANGLE ANG PT MAN H
1310.78 33.05 30 0.012 0.00 19.00 0.00 0
ELEMENT NO 8 IS A REACH
U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
1397.47 33.88 30 0.012 0.00 0.00 0.00 0
ELEMENT NO 9 IS A JUNCTION
U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
1403.47 33.98 30 18 0 0.012 4.6 0.0 34 -48 0.00 59.00 0.00
ELEMENT NO 10 IS A REACH * '
U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
1456.92 34.25 30 0.012 0.00 0.00 0.00 0
ELEMENT NO 11 IS A JUNCTION
U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
1462.92 34.75 30 18 0 0.012 2.9 0.0 34.75 0.00 59.00 0.00
F 0 5 1 5 P PAGE NO 3
WATER SURFACE PROFILE - ELEMENT CARD LISTING
WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS
ELEMENT NO 12 IS A REACH
U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
1500.00 34.90 24 0.012 0.00 0.00 0.00 0
ELEMENT NO 13 IS A WALL ENTRANCE
U/S DATA STATION INVERT SECT FP
1500.00 34.90 24 0.500
ELEMENT NO 14 IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT W S ELEV
1500.00 34.90 24 37.50
NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING*
LICENSEE: MORSE CONSULTING GROUP F0515P PAGE 1
WATER SURFACE PROFILE LISTING
Job 719 -00 La Quinta County club
PREPARED BY MDS CONSULTING 11/13/07 NIDAL TIZANI
LINE A (FN G: \WSPG1 \71900 \LINEA.D)
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L /ELEM SO SF AVE HF NORM DEPTH ZR
988.00 29.20 4.880 34.080 36.0 7.33 0.835 34.915 0.00 2.035 2.50 0.00 0.00 0 0.00
204.53 0.01261 .006564 1.34 1.571 0.00
1192.53 31.78 3.642 35.422 36.0 7.33 0.835 36.257 0.00 2.035 2.50 0.00 0.00 0 0.00
14.95 0.01204 .006564 0.10 1.600 0.00
1207.48 31.96 3.637 35.597 36.0 7.33 0.835 36.432 0.00 2.035 2.50 0.00 0.00 0 0.00
Page 2
LINEA.tXt
18.67
0.01286
.006564
0.12.
1.561
0.00
1226.15
32.20
3:520
35.720
36.0
7.33
0.835
36.555
0.00
2.035
2.50
0.00
0.00
0
0.00
JUNCT STR
0.01667
.004729
0.03
0.00
1232.15
32.30
4.311
36.611
23.9
4.87
0.368
36.979
0.00
1.665
2.50
0.00
0.00
0
0.00
63.68
O.b0958
.002893
0.18
1.321
0.00
1295.83
32.91
3.885
36.795
23.9
4.87
0.368
37.163
0.00
1.665
2.50
0.00
0.00
0
0.00
14.95
0.00937
.002893
0.04
1.330
0.00
1310.78
33.05
3.822
36.872
23.9
4.87
0.368
37.240
0.00
1.665
2.50
0.00
0.00
0
0.00
86.69
0.00957
.002893
0.25
1.321
0.00
1397.47
33.88
3.243
37.123
23.9
4.87
0.368
37.491
0.00
1.665
2.50
0.00
0.00
0
0.00
JUNCT STR
0.01667
.002390
0.01
0.00
1403.47
33.98
3.375
37.355
19.3
3.93
1 0.240
37.595
0.00
1.490
2.50
0.00
0.00
0
0.00
53.45
0.00505
.001887
0.10
1.410
0.00
1456.92
34.25
3.205
37.455
19.3
3.93
0.240
37.695
0.00
1.490
2.50
0.00
0.00
0
0.00
JUNCT STR
0.08333
.001625
0.01
0.00
1462.92
34.75
2.833
37.583
16.4
5.22
0.423
38.006
0.00
1.460
2.00
0.00
0.00
0
0.00
37.08
0.00404
.004478
0.17
1.750
0.00
0
LICENSEE:
MORSE CONSULTING
GROUP
F0515P
PAGE
2
WATER
SURFACE
PROFILE LISTING
Job
719 -00 La
Quinta County
Club
PREPARED BY MDS CONSULTING
11/13/07 NIDAL TIZANI
LINE
A (FN G: \WSPG1 \71900 \LINEA.D)
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L /ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
WALL ENTRANCE
0.00
1500.00
34.90
2.849
37.749
16.4
5.22
0.423
38.172
0.00
1.460
2.00
0.00
0.00
0
0.000
Page 3
F 0-5 1 5 P PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
Job 719 -00 La Quinta County Club
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
'PREPARED BY MDS CONSULTING 11/14/07 NIDAL TIZANI
LAT Al (FN G: \WSPG1 \71900 \LATAI.D)
*
W S ELEV
37.12
W S ELEV
41.27
PAGE NO 2
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
F 0 5 1 5
P
WATER SURFACE
PROFILE
- ELEMENT CARD
LISTING
ELEMENT
NO
1 IS
A SYSTEM OUTLET
U/S DATA STATION
INVERT
SECT
1002.33
34.48
18
ELEMENT
NO
2 IS
A REACH
U/S DATA STATION
INVERT
SECT
N
1026.33
38.60
18,
0.012
ELEMENT
NO
3 IS
A WALL ENTRANCE
U/S DATA STATION
INVERT
SECT
FP
1026.33
38.60
18
0.500
ELEMENT
NO
4 IS
A SYSTEM HEADWORKS
U/S DATA STATION
INVERT
SECT
1026.33
38.60
. 18
NO EDIT ERRORS
ENCOUNTERED- COMPUTATION IS
NOW BEGINNING
*
W S ELEV
37.12
W S ELEV
41.27
PAGE NO 2
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
LICENSEE:
MORSE CONSULTING GROUP
F0515P
PAGE
1
WATER
SURFACE
PROFILE LISTING
Job
719 -00 La
Quinta County Club,
PREPARED BY MDS CONSULTING 11/14/07 NIDAL TIZANI
LAT
Al (FN G: \WSPG1 \71900 \LATAI.D)
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L /ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
******** �** � * * * * * * * * * * * * * * * * *+ *ssaaa * * * * ** *ass ass*
ssaasssasaassssssssssssssssaasssassaasssaaassaasaaa��
* * * *�
* * * * *as * + + * * * * + * + * *
+aaa
1002.33
34.48
2.640
37.120
4.6
2.60
0.105
37.225
0.00
0.824
1.50
0.00
0.00
0
0.00
5.63
0.17167
.001634
0.01
0.310
0.00
1007.96
35.45
1.682
37.129
4.6
2.60
0.105
37.234
0.00
0.824
1.50
0.00
0.00
0
0.00
HYDRAULIC
JUMP
0.00
1007.96
35.45
0.364
35.811
4.6
13.90
2.999
38.810
0.00
0.824
1.50
0.00
0.00
0
0.00
2.68
0.17167
.091594
0.25
0.310
0.00
1010.64
35.91
0.376
36.283
4.6
13.22
2.713
38.996
0.00
0.824
1.50
0.00
0.00
0 _
0.00
2.55
0.17167
.079842
0.20
0.310
0.00
1013.19
36.34
0.389
36.733
4.6
12.60
2.466
39.199'
0.00
0.824
1.50
0.00
0.00
0
0.00
2.06
0.17167
.069879
0.14
0.310
0.00
1015.25
36.70
0.403
37.101
4.6
12.01
2.240
39.341
0.00
0.824
1.50
0.00
0.00
0
0.00
1.72
0.17167
.061173
0.11
0.310
0.00
1016.97
36.99
0.417
37.410
4.6
11.47
2.043
39.453
0.00
0.824
1.50
0.00
0.00
0
0.00
1.45
0.17167
.053511
0.08
0.310
0.00
1018.42
37.24
0.431
37.673
4.6
10.93
1.854
39.527
0.00
0.824
1.50
0.00
0.00
0
0.00
1.23
0.17167
.046813
0.06
0.310
0.00
1019.65
37.45
0.446
37.899
4.6
10;41
1.682
39.581
0.00
0.824
1.50
0.00
0.00
0
0.00
1.05
0.17167
.040993
0.04
0.310
0.00
1020.70
37.63
0.462
38.095
4.6
9.94
1.533
39.628
0.00
0.824
1.50
0.00
0.00
0
0.00
0.91
0.17167
.035901
0.03
0.310
0.00
1021.61
37.79
0.478
38.267
4.6
9.47
1.391
39.658
0.00
0.824
1.50
0.00
0.00
0
0.00
0.78
0.17167
.031440
0.02
0.310
0.00
LICENSEE:
MORSE CONSULTING
GROUP
F0515P
PAGE
2
WATER
SURFACE
PROFILE LISTING
Job
719 -00 La
Quinta County Club
PREPARED BY MDS CONSULTING 11/14/07 NIDAL TIZANI
LAT
Al (FN G: \WSPG1 \71900 \LATAI.D)
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L /ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
1022.39
37.92
0.495
38.418
4.6
9.02
1.263
39.681
0.00
0.824
1.50
0.00
0.00
0
0.00
0.67
0.17167
.027556
0.02
0.310
0.00
1023.06
38.04
0.513
38.552
4.6
8.61
1.152
39.704
0.00
0.824
1.50
0.00
0.00
0
0.00
0.59
0.17167
.024153
0.01
0.310
0.00
1023.65
38.14
0.531
38.670
4.6
8.21
1.048
39.718
0.00
0.824
1.50
0.00
0.00
0
0.00
0.50
0.17167
.021168
0.01
0.310
0.00
1024.15
38.23
0.550
38.776
4.6
7.82
0.950
39.726
0.00
0.824
1.50
0.00
0.00
0
0.00
0.44
0.17167
.018564
0.01
0.310
0.00
1024.59
38.30
0.570
38.871
4.6
7.46
0.863
39.734
0.00
0.824
1.50
0.00
0.00
0
0.00
0.37
0.17167
.016281
0.01
0.310
0.00
1024.96
38.37
0.590
38.955
4.6
7.11
0.785
39.740
0.00
0.824
1.50
0.00
0.00
0
0.00
0.32
0.17167
.014285
0.00
0.310
0.00
1025.28
38.42
0.612
39.031
4.6
6.78
0.715
39.746
0.00
0.824
1.50
0.00
0.00
0
0.00
0.27
0.17167
.012542
0.00
0.310
0.00
1025.55
38.47
0.634
39.100
4.6
6.47
0.650
39.750
0.00
0.824
1.50
0.00
0.00
0
0.00
0.22.
0.17167
.011017
0.00
0.310
0.00
1025.77
38.50
0.658
39.161
4.6
6.17
0.590
39.751
0.00
0.824
1.50
0.00
0.00
0
0.00
0.18
0.17167
.009683
0.00
0.310
0.00
1025.95
38.53
0.682
39.217
4.6
5.88
0.537
39.754
0.00
0.824
1.50
0.00
0.00
0
0.00
0.14
0.17167
.008508
0.00
0.310
0.00
1026.09
38.56
0.707
39.267
4.6
5.60
0.487
39.754
0.00
0.824
1.50
0.00
0.00
0
0.00
0.11
0.17167
.007484
0.00
0.310
0.00
LICENSEE: MORSE CONSULTING GROUP F0515P PAGE 3
WATER SURFACE PROFILE LISTING
Job 719 -00 La Quinta County Club
PREPARED BY MDS CONSULTING 11/14/07 NIDAL TIZANI
LAT Al (FN G: \WSPG1 \71900 \LATAI.D)
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L /ELEM SO SF AVE HF NORM DEPTH ZR
1026.20 38.58 0.734 39.312 4.6 5.34 0.443 39.755 0.00 0.824 1.50 0.00 0.00 0 0.00
0.08 0.17167 .006589 0.00 0.310 0.00
1026.28 38.59 0.762 39.353 4.6 5.09 0.403 39.756 0.00 0.824 1.50 0.00 0.00 0 0.00
0.04 0.17167 .005807 0.00 0.310 0.00
1026.32 38.60 0.792 39.389 4.6 4.86 0.366 39.755 0.00 0.824 1.50 0.00 0.00 0 0.00
0.01 0.17167 .005112 0.00 0.310 0.00
1026.33 38.60 0.824 39.424 4.6 4.63 0.333 39.757 0.00 0.824 1.50 0.00 0.00 0 0.00
WALL ENTRANCE 0.00
1026.33 38.60 0.825 39.425 4.6 4.62 0.331 39.756 0.00 0.824 1.50 0.00 0.00 0 0.00
HYDRAULIC JUMP 0.00
1026.33 38.60 0.824 39.424 4.6 4.63 0.333 39.757 0.00 0.824 1.50 0.00 0.00 0 0.00
DATE: 11/14/2007
TIME: 11:43
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2), Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP
CD 18 4 1.50
CD 24 4 2.00
CD 30 4 2.50
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
Job 719 -00 La Quinta County Club
PREPARED BY MDS CONSULTING 11/14/07 NIDAL TIZANI
LAT A2 (FN G: \WSPG1 \71900 \LATA2.D)
PAGE NO 3
*
W S ELEV
37.50
W S ELEV
39.40
PAGE NO 2
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
F 0 5 1 5
P
WATER SURFACE
PROFILE
- ELEMENT CARD
LISTING
ELEMENT
NO
1 IS
A SYSTEM OUTLET.
U/S DATA STATION
INVERT
SECT
1002.33
34.75
18
ELEMENT
NO
2 IS
A REACH *
U/S DATA STATION
INVERT
SECT
N
1035.51
36.92
18
0.012
ELEMENT
NO
3 IS
A WALL ENTRANCE
U/S DATA STATION
INVERT
SECT
FP
1035.51
36.92
18
0.500
ELEMENT
NO
9 IS
A SYSTEM HEADWORKS
U/S DATA STATION
INVERT
SECT
1035.51
36.92
18
NO EDIT ERRORS
ENCOUNTERED- COMPUTATION IS
NOW BEGINNING
*
W S ELEV
37.50
W S ELEV
39.40
PAGE NO 2
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
= m= m m= .I= mm mm ■■ m = == m= =
LICENSEE:
MORSE CONSULTING GROUP
F0515P
PAGE
1
WATER
SURFACE
PROFILE LISTING
Job
719 -00 La
Quinta County Club
PREPARED BY MDS CONSULTING 11/14/07 NIDAL TIZANI
LAT
A2 (FN G: \WSPG1 \71900 \LATA2.D)
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L /ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
1002.33
34.75
2.750
37.500
8.3
4.70
0.343
37 .843
0.00
1.116
1.50
0.00
0.00
0
0.00
17.03
0.06540
.005320
0.09
0.550
0.00
.1019.36
35.86
1.750
37.614
8.3
4.70
0.343
37.957
0.00
1.116
1.50
0.00
0.00
0
0.00
HYDRAULIC
JUMP
0.00
1019.36
35.86
0.690
36.554
8.3
10.45
1.697
38.251
0.00
1.116
1.50
0.00
0.00
0
0.00
0.42
0.06540
.028294
0.01
0.550
0.00
1019.78
35.89
0.690
36.581
8.3
10.44
1.693
38.274
0.00
1.116
1.50
0.00
0.00
0
0.00
3.29
0.06540
.026513
0.09
0.550
0.00
1023.07
36.11
0.716
36.822
8.3
9.95
1.538
38.360
0.00
1.116
1.50
0.00
0.00
0
0.00
2.66
0.06540
.023341
0.06
0.550
0.00
1025.73
36.28
0.744
37.024
8.3
9.49
1.397
38.421
0.00
1.116
1.50
0.00
0.00
0
0.00
2.21
0.06540
.020557
0.05
0.550
0.00
1027.94
36.42
0.772
37.197
8.3
9.05
1.272
38.469
0.00
1.116
1.50
0.00
0.00
0
0.00
1.81
0.06540
.018111
0.03
0.550
0.00
1029.75
36.54
0.802
37.345
8.3
8.63
1.156
38.501
0.00
1.116
1.50
0.00
0.00
0
0.00
1.49
0.06540
.015972
0.02
0.550
0.00
1031.24
36.64
0.833
37.474
8.3
8.23
1.051
38.525
0.00
1.116
1.50
0.00
0.00
0
0.00
1.22
0.06540
.014097
0.02
0.550
0.00
1032.46
36.72
0.866
37.587
8.3
7.84
0.956
38.543
0.00
1.116
1.50
0.00
0.00
0
0.00
0.98
0.06540
.012460
0.01
0.550
0.00
1033.44
36.78
0.901
37.686
8.3
7.48
0.868
38.554
0.00
1.116
1.50
0.00
0.00
0
0.00
0.75
0.06540
.011033
0.01
0.550
0.00
rr r rr rr r� r r rr r rr r r �ii � rr rr r r r
LICENSEE: MORSE CONSULTING GROUP F0515P PAGE 2
WATER SURFACE PROFILE LISTING
Job 719 -00 La Quinta County Club
PREPARED BY MDS CONSULTING 11/14/07 NIDAL TIZANI
LAT A2 (FN G: \WSPG1 \71900 \LATA2.D)
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L /ELEM SO SF AVE HF NORM DEPTH ZR
1034.19 36.83 0.939 37.773 8.3 7.13 0.790 38.563 0.00 1.116 1.50 0.00 0.00 0 0.00
0.59 0.06540 .009785 0.01 0.550 0.00
1034.78 36.87 0.978 37.850 8.3 6.80 0.718 38.568 0.00 1.116 1.50 0.00 0.00 0 0.00
0.91 0.06590 .008689 0.00 0.550 0.00
1035.19 36.90 1.020 37.919 8.3 6.48 0.652 38.571 0.00 1.116 1.50 0.00 0.00 0 0.00
0.25 0.06540 .007737 0.00 0.550 0.00
1035.44 36.92 1.065 37.981 8.3 6.18 0.593 38.574 0.00 1.116 1.50 0.00 0.00 0 0.00
0.07 0.06540 .006906 0.00 0.550 0.00
1035.51 36.92 1.116 38.036 8.3 5.89 0.538 38.574 0.00 1.116 1.50 0.00 0.00 0 0.00
WALL ENTRANCE 0.00
1035.51 36.92 1.117 38.037 8.3 5.88 0.537 38.574 0.00 1.116 1.50 0.00 0.00 0 0.00
HYDRAULIC JUMP 0.00
1035.51 36.92 1.116 38.036 8.3 5.89 0.538 38.574 0.00 1.116 1.50 0.00 0.00 0 0.00
= m m = r m = = = m = = = = = m = m r
DATE: 3/24/2008
TTMF' 11'9R
LINEB.TXT
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10).
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP
CD 18 4 1.50
CD 24 4 2.00
CD 30 4 2.50 0
PAGE NO 3
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
Job 719 -00 La Quinta County Club
HEADING LINE NO 2 IS -
PREPARED BY MDS CONSULTING 11/14/07 NIDAL TIZANI
HEADING LINE NO 3 IS -
LINE B (FN G: \WSPG1 \71900 \LINEB.D)
F 0 5 1 5 P
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 1 IS A SYSTEM OUTLET
U/S DATA STATION INVERT SECT
1000.00 32.80 18
ELEMENT NO 2 IS A REACH
U/S DATA STATION INVERT SECT N
1095.62 33.27 18 0.012
ELEMENT NO 3 IS A JUNCTION
U/S DATA STATION INVERT SECT LAT -1 LAT -2 N
1101.62 33.37 18 18 0 0.012
ELEMENT NO 4 IS A REACH
U/S DATA STATION INVERT SECT N
1105.13 33.39 18 0.012
ELEMENT NO 5 IS A REACH
U/S DATA STATION INVERT SECT N
1205.40 33.82 18 0.012
ELEMENT No 6 IS A REACH
U/S DATA STATION INVERT SECT N
1238.70 33.98 18 0.012
ELEMENT NO 7 IS A JUNCTION
U/S DATA STATION INVERT SECT LAT -1 LAT -2 N
1242.70 34.08 18 18 18 0.012
ELEMENT NO 8 IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT
Page 1
0
PAGE NO 2
W S ELEV
36.17
RADIUS
0.00
* *
Q3 Q4 INVERT -3 INVERT -4
3.3 0.0 33.37 0.00
RADIUS
0.00
RADIUS
0.00
ANGLE ANG PT MAN H
0.00 0.00 0
*
PHI 3 PHI 4
60.00 0.00
ANGLE ANG PT MAN H
0.00 0.00 0
ANGLE ANG PT MAN H
30.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
* * *
Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
1.3 1.2 34.08 34.08 60.00 81.00
*
W S ELEV
r rr rr r� rr rr rr r� rr rr r rr rr rr �r r r rr r
LINEB.TXT
1242.70 34.08 18 37.00
NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING*
LICENSEE: MORSE CONSULTING GROUP F0515P PAGE 1
WATER SURFACE PROFILE LISTING
Job 719 -00 La Quinta County Club
PREPARED BY MDS CONSULTING 11/14/07 NIDAL TIZANI
LINE B (FN G: \WSPG1 \71900 \LINEB.D)
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. 'PIER
L /ELEM SO SF AVE HF NORM DEPTH ZR
1000.00 32.80 3.370 36.170 5.9 3.34 0.173 36.343 0.00 0.938 1.50 0.00 0.00 0 0.00
95.62 0.00492 .002688 0.26 0.960 0.00
1095.62 33.27 3.157 36.427 5.9 3.34 0.173 36.600 0.00 0.938 1.50 0.00 0.00 0 0.00
JUNCT STR 0.01667 .001605 0.01 0.00
1101.62 33.37 3.291 36.661 2.6 1.47 0.034 36.695 0.00 0.611 1.50 0.00 0.00 0 0.00
3.51 0.00570 .000522 0.00 0.570 0.00
1105.13 33.39 3.273 36.663 2.6 1.47 0.034 36.697 0.00 0.611 1.50 0.00 0.00 0 0100
100.27 0.00429 .000522 0.05 0.610 0.00
1205.40 33.82 2.900 36.720 2.6 1.47 0.034 36.754 0.00 0.611 1.50 0.00 0.00 0 0.00
33.30 0.00481 .000522 0.02 0.590 0.00
1238.70 33.98 2.757 36.737 2.6 1.47 0.034 36.771 0.00 0.611 1.50 0.00 0.00 0 0.00
JUNCT STR 0.02500 .000262 0.00 0.00
1242.70 34.08 2.714 36.794 0.1 0.06 0.000 36.794 0.00 0.116 1.50 0.00 0.00 0 0.000
Page 2
rr rr rr �r rr rr rr rr rr r r rr r rr �r r rr r rr
0
LATBI.TXT
DATE: 3/24/2008
TIME: 13:10
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP
CD 18 4 1.50
CD 24 4 2.00
CD 30 4 2.50 0
F 0 5 1 5 P PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
Job 719 -00 La Quinta county Club
HEADING LINE NO 2 IS -
PREPARED BY MDS CONSULTING 3 -24 -08
HEADING LINE NO
3
IS -
LAT B1 (FN G: \WSPG1 \71900 \LATBI.D)
0
F 0 5 1 5
P
PAGE NO 2
WATER SURFACE PROFILE - ELEMENT CARD
LISTING
ELEMENT
NO 1
IS
A SYSTEM OUTLET
U/S DATA STATION. INVERT SECT
W S ELEV
1002.06 33.37 18
36.43
ELEMENT
NO 2
IS
A REACH
U/S DATA STATION INVERT SECT
N
RADIUS ANGLE
ANG PT MAN H
1012.12 34.94 18
0.012
0.00 .0.00
0.00 0
ELEMENT
NO 3
IS
A WALL ENTRANCE
U/S DATA STATION INVERT SECT
FP
1012.12 34.94 18
0.500
ELEMENT
NO 4
IS
A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT
W S ELEV
1012.12 34.94 18
40.94
NO EDIT ERRORS ENCOUNTERED- COMPUTATION IS NOW BEGINNING*
LICENSEE:
MORSE
CONSULTING GROUP F0515P
PAGE 1
WATER SURFACE
PROFILE LISTING
Job 719 -00 La Quinta County Club
PREPARED BY MDS CONSULTING 3 -24 -08
LAT B1 (FN G: \WSPG1 \71900 \LATBI.D)
STATION
INVERT
DEPTH. W.S. Q VEL VEL
ENERGY SUPER
CRITICAL
HGT/ BASE/
ZL NO AVBPR
ELEV
OF FLOW ELEV HEAD
GRD.EL. ELEV
DEPTH
DIA ID NO.
PIER
L /ELEM
SO
SF AVE
HF
= NORM DEPTH
ZR
Page 1
rr rr rr r� rr rr rr rr rr r� rr r rr rr rr rr rr rr �r
Page 2
LATBI.TXT
1002.06
33.37
3.060
36.430
3.3
1.87
0.054
36.484
0.00
0.692
1.50
0.00
0.00
0
0.00
10.05
0.15606
.000832
0.01
0.270
0.00
1012.11
34.94
1.500
36.438
3.3
1.87
0.054
36.492
0.00
0.692
1.50
0.00
0.00
0
0.00.
0.01
0.15606
.000819
0.00
0.270
0.00
1012.12
34.94
1.498
36..438
3.3
1.87
0.054
36.492
0.00
0.692
1.50
0.00
0.00
0
0.00
WALL ENTRANCE
0.00
1012.12
34.94
1.499
36.439
3.3
1.87
0.054
36.493
0.00
0.692
1.50
0.00
0.00
0
0.000
Page 2
LATB2.TXT
0
DATE: 3/24/2008
TIME: 13:20
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1.
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP
CD 18 4 1.50
CD 24 4 2.00
CD 30 4 2.50 a
F 0 5 1 5 P PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
job 719 -00 La Quinta County Club
HEADING LINE NO 2 IS -
PREPARED BY MDS CONSULTING 11/14/07 NIDAL TIZANI
HEADING LINE NO 3 IS -
LAT B2 (FN G: \WSPG1 \71900 \LATB2.D)
0
F 0 5 1 5
P
PAGE NO 2
WATER SURFACE PROFILE - ELEMENT CARD
LISTING
ELEMENT
NO 1
IS
A SYSTEM OUTLET
U/S DATA STATION INVERT SECT
W S ELEV
1002.31 34.08 18
36.79
ELEMENT
NO 2
IS
A REACH
U/S DATA STATION INVERT SECT
N
RADIUS ANGLE
ANG PT MAN H
1012.13 35.05 18
0.012
0.00 0.00
040 0
ELEMENT
NO 3
IS
A WALL ENTRANCE
U/S DATA STATION INVERT SECT
FP
1012.13 35.05 18
0:500
ELEMENT
NO 4
IS
A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT
W S ELEV
1012.13 35.05 18
37.70
NO EDIT ERRORS
ENCOUNTERED - COMPUTATION IS NOW BEGINNING*
LICENSEE:
MORSE
CONSULTING GROUP F0515P
PAGE 1
WATER SURFACE
PROFILE LISTING
job 719 -00 La Quinta County Club
PREPARED BY MDS CONSULTING 11/14/07 NIDAL TIZANI
LAT B2 (FN G: \WSPG1 \71900 \LATB2.D)
STATION
INVERT
DEPTH W.S. Q VEL VEL
ENERGY SUPER
CRITICAL
HGT/ BASE/
ZL NO AVBPR
ELEV
OF FLOW ELEV HEAD
GRD.EL. ELEV
DEPTH
DIA ID NO.
PIER
L /ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
Page 1
m m= m m == m= m = r m
1002.31 34.08 2.710 36.790
9.82 0.09878
WALL ENTRANCE
1012.13 35.05 1.753 36.803
LATB2.TXT
4.1 2.32 0.084 36.874 0.00 0.775 1.50 0.00 0.00 0 0.00
.001298 0.01 0.340 0.00
0.00
4.1 2.32 0.084 36.887 0.00 0.775 1.50 0.00 0.00 0 0.000
Page 2
LATB3.TXT
0
DATE: 3/24/2008
TIME: 13:20
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP
CD 18 4 1.50
CD 24 4 2.00
CD 30 4 2.50 p
F 0 5 1 5 P PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
job 719 -00 La Quinta County club
HEADING LINE NO 2 IS -
PREPARED BY MDS CONSULTING 11/14/07 NIDAL TIZANI
HEADING LINE NO 3 IS -
LAT 63 (FN G: \WSPG1 \71900 \LATB3.D)
0
F 0 5 1 5
P
PAGE NO 2
WATER SURFACE PROFILE - ELEMENT CARD
LISTING
ELEMENT
NO 1 IS
A SYSTEM OUTLET
U/S DATA STATION INVERT SECT
W S ELEV
1002.31 34.08 18
36.79
ELEMENT
NO 2 IS
A REACH
U/S DATA STATION INVERT SECT
N
RADIUS ANGLE
ANG PT MAN H
1012.13 35.05 18
0.012
0.00 0.00
0.00 0
ELEMENT
NO 3 IS
A WALL ENTRANCE
U/S DATA STATION INVERT SECT
FP
1012.13 35.05 18
0.500
ELEMENT
NO 4 IS
A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT
W S ELEV
1012.13 35.05 18
37.70
NO EDIT ERRORS
ENCOUNTERED - COMPUTATION IS NOW BEGINNING*
LICENSEE:
MORSE CONSULTING GROUP F0515P
PAGE 1
WATER SURFACE
PROFILE LISTING
job 719 -00 La Quinta County Club
PREPARED BY MDS CONSULTING 11/14/07 NIDAL TIZANI
LAT B3 (FN G: \WSPG1 \71900 \LATB3.D)
STATION
INVERT
DEPTH W.S. Q VEL VEL
ENERGY SUPER
CRITICAL HGT/ BASE/
ZL NO AVBPR
ELEV
OF FLOW ELEV HEAD
GRD.EL. ELEV
DEPTH DIA ID NO.
PIER
L /ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
1002.31
34.08
2.710 36.790 1.4 0.79 0.010
36.800 0.00
0.443 1.50 0.00
0.00 0 0.00
Page 1
9.82 0.09878
WALL ENTRANCE
1012.13 35.05 1.741 36.791
LATB3.TXT
.000151 0.00
1.4 0.79 0.010 36.801 0.00 0.443
Page 2
0.200 0.00
0.00
1.50 0.00 0.00 0 0.000
® ® ® ® ® ® ® ® ®
DATE: 11/14/2007
TIME: 13:19
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP
CD 18 4 1.50
CD 24 4 2.00
CD 30 4 2.50
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
Job 719 -00 La Quinta County Club
PREPARED BY MDS CONSULTING 11/14/07 NIDAL TIZANI
LAT Cl (FN G: \WSPG1 \71900 \LATCI.D)
PAGE NO 3
F 0 5 1 5 P
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 1 IS A SYSTEM OUTLET
U/S DATA STATION INVERT SECT
1002.06 34.75 18
ELEMENT NO 2 IS A REACH
U/S DATA STATION INVERT SECT N
1021.08 38.54 18 0.012
ELEMENT NO 3 IS A WALL ENTRANCE
U/S DATA STATION INVERT SECT FP
1021.08 38.54 18 0.500
ELEMENT NO 4 IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT
1021.08 38.54 18
NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING
PAGE NO 2
W S ELEV
36.45
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0 -
W S ELEV
43.20
LICENSEE:
MORSE CONSULTING GROUP
F0515P
PAGE
1
WATER
SURFACE
PROFILE LISTING
Job
719 -00 La
Quinta County Club
PREPARED BY MDS CONSULTING 11/14/07 NIDAL TIZANI
LAT
Cl (FN G: \WSPG1 \71900 \LATCI.D)
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L /ELEM SO SF AVE
HF
NORM DEPTH
ZR
1002.06
34.75
1.700
36.450
4.1
2.32
0.084
36.534
0.00
0.775
1.50
0.00
0.00
0
0.00
0.29
0.19926
.001298
0.00
0.280
0.00
1002.35
34.81
1.660
36.468
4.1
2.32
0.084
36.552
0.00
0.775
1.50
0.00
0.00
0
0.00
HYDRAULIC
JUMP
0.00
1002.35
34.81
0.326
35.134
4.1
14.49
3.259
38.393
0.00
0.775
1.50
0.00
0.00
0
0.00
2.05
0.19926
.115452
0.24
0.280
'0.00'
1004.40
35.22
0.333
35.550
4.1
13.99
3.041
38.591
0.00
0.775
1.50
0.00
0.00
0
0.00
2.75
0.19926
.103028
0.28
0.280
0.00
1007.15
35.77
0.345
36.110
4.1
13.36
2.770
38.880
0.00
0.775
1.50
0.00
0.00
0
0.00
2.19
0.19926
.090154
0.20
0.280
0.00
1009.34
36.20
0.357
36.558
4.1
12.73
2.518
39.076
0.00
0.775
1.50
0.00
0.00
0
0.00
1.80
0.19926
.078828
0.14
0.280
0.00
1011.14
36.56
0.369
36.929
4.1
12.13
2.285
39.214
0.00
0.775
1.50
0.00
0.00
0
0.00
1.50
0.19926
.068877
0.10
0.280
0.00
1012.64
36.86
0.381
37.240
4.1
11.55
2.071
39.311
0.00
0.775
1.50
0.00
0.00
0
0.00
1.26
0.19926
.060246
0.08
0.280
0.00
1013.90
37.11
0.395
37.504
4.1
11.02
1.886
39.390
0.00
0.775
1.50
0.00
0.00
0
0.00
1.08
0.19926
.052719
0.06
0.280
0.00
1014.98
37.33
0.408
37.733
4.1
10.51
1.716
39.449
0.00
0.775
1.50
0.00
0.00
0
0.00
0.93
0.19926
.046092
0.04
0.280
0.00
1015.91
37.51
0.422
37.932
4.1
10.02
1.560
39.492
0.00
0.775
1.50
0.00
0.00
0
0.00
0.80
0.19926
.040342
0.03
0.280
0.00
LICENSEE:
MORSE CONSULTING GROUP
F0515P
PAGE
2
WATER
SURFACE
PROFILE LISTING
Job
719 -00 La
Quinta County Club
PREPARED BY MDS CONSULTING 11/14/07 NIDAL TIZANI
LAT
Cl (FN G: \WSPG1 \71900 \LATCI.D)
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L /ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
1016.71
37.67
0.437
38.106
4.1
9.56
1.418
39.524
0.00
0.775
1.50
0.00
0.00
0
0.00
0.69
0.19926
.035314
0.02
0.280
0.00
1017.40
37.81
0.452
38.259
4.1
9.11
1.289
39.548
0.00
0.775
1.50
0.00
0.00
0
0.00
0.60
0.19926
.030914
0.02
0.280
0.00
1018.00
37.93
0.468
38.395
4.1
8.69
1.172
39.567
0.00
0.775
1..50
0.00
0.00
0
.0.00
0.52
0.19926
.027086
0.01
0.280
0.00
1018.52
38.03
0.485
38.516
4.1
8.28
' 1.065
39.581
0.00
0.775
1.50
0.00
0.00
0
0.00
0.46
0.19926
.023734
0.01
0.280
0.00
1018.98
38.12
0.502
38.623
4.1
7.90
0.969
39.592
0.00
0.775
1.50
0.00
0.00
0
0.00
0.39
0.19926
.020796
0.01
0.280
0.00
1019.37
38.20
0.520
38.720
4.1
7.54
0.882
39.602
0.00
0.775
1.50
0.00
0.00
0
0.00
0.34
0.19926
.018222
0.01
0.280
0.00
1019.71
38.27
0.538
38.806
4.1
7.18
0.801
39.607
0.00
0.775
1.50
0.00
0.00
0
0.00
0.29
0.19926
.015976
0.00
0.280
0.00
1020.00
38.33
0.558
38.883
4.1
6.84
0.727
39.610
0.00
0.775
1.50
0.00
0.00
0
0.00
0.25
0.19926
.014017
0.00
0.280
0.00
1020.25
38.37
0.578
38.953
4.1
6..53
0.662
39.615
0.00
0.775
1.50
0.00
0.00
0
0.00
0.21
0.19926
.012297
0.00
0.280
0.00
1020.46
38.42
0.599
39.016
4.1
6.22
0.601
39.617
0.00
0.775
1.50
0.00
0.00
0
0.00
0.18
0.19926
.010788
0.00
0.280
0.00
1020.64
38.45
0.620
39.072
4.1
5.93
0.547
39.619
0.00
0.775
1.50
0.00
0.00
0
0.00
0.14
0.19926
.009468
0.00
0.260
0.00
LICENSEE:
MORSE CONSULTING GROUP
F0515P
PAGE
3
WATER
SURFACE
PROFILE LISTING
Job
719 -00 La
Quinta County Club
PREPARED BY MDS CONSULTING 11/14/07 NIDAL TIZANI
LAT
Cl (FN G: \WSPG1 \71900 \LATCI.D)
STATION
INVERT
DEPTH
W.S.
Q VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L /ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
'1020.78
38.48
0.643
39.123
4.1 5.66
0.497
39.620
0.00
0.775
1.50
0.00
0.00
0
0.00
0.11
0.19926
.008320
0.00
0.280
0.00
1020.89
38.50
0.667
39.169
4.1 5.39
0.452
39.621
0.00
0.775
1.50
0.00
0.00
0
0.00
0.09
0.19926
.007314
0.00
0.280
0.00
1020.98
38.52
0.692
39.211
4.1 5.14
- 0.411
39.622
0.00
0.775
1.50
0.00
0.00
0
0.00
0.05
0.19926
.006433
0.00
0.280
0.00
1021.03
38.53
0.718
39.249
4.1 4.90
0.373
39.622
0.00
0.775
1.50
0.00
0.00
0
0.00
0.04
0.19926
.005659
0.00
0.280
0.00
1021.07
38.54
0.745
39.283
4.1 4.68
0.339
39.622
0.00
0.775
1.50
0.00
0.00
0
0.00
0.01
0.19926
.004974
0.00
0.280
0.00
1021.08
38.54
0.775
39.315
4.1 4.45
0.308
39.623
0.00
0.775
1.50
0.00
0.00
0
0.00.
WALL ENTRANCE
0.00
1021.08
38.54
0.776
39.316
4.1 4.44
0.306
39.622
0.00
0.775
1.50
0.00
0.00
0
0.00
HYDRAULIC
JUMP
0.00
1021.08
38.54
0.775
39.315
4.1 4.45
0.308
39.623
0.00
0.775
1.50
0.00
0.00
0
0.00
DATE: 11/14/2007
TIME: 13:30
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP
CD 18 4 1.50
CD 24 4 2.00
CD 30 4 2.50
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
Job 719 -00 La Quinta County Club
PREPARED BY MDS CONSULTING 11/19/07 NIDAL TIZANI
LAT C2 (FN G: \WSPG1 \71900 \LATC2.D)
PAGE NO 3
F 0 5 1 5
P
PAGE NO 2
WATER SURFACE
PROFILE - ELEMENT CARD
LISTING
ELEMENT NO
1 IS A
SYSTEM OUTLET
U/S DATA STATION
INVERT SECT
W S ELEV
1002.31
34.60 18
36.45
ELEMENT NO
2 IS A
REACH
U/S DATA STATION
INVERT SECT
N
RADIUS. ANGLE ANG PT MAN H
1009.81
36.54 18
0.012
0.00 0.00 0.00 0
ELEMENT NO
3 IS A
WALL ENTRANCE
U/S DATA STATION
INVERT SECT
FP
1009.81
36.54 18
0.500
ELEMENT NO
4 IS A
SYSTEM HEADWORKS
U/S DATA STATION
INVERT SECT
W S ELEV
1009.81
36.54 18
43.20
NO EDIT ERRORS
ENCOUNTERED - COMPUTATION IS
NOW BEGINNING
LICENSEE:
MORSE CONSULTING GROUP
F0515P
PAGE
1
WATER
SURFACE
PROFILE LISTING
Job
719 -00 La
Quinta County Club
PREPARED BY MDS CONSULTING
11/14/07 NIDAL TIZANI
LAT
C2 (FN G: \WSPG1 \71900
\LATC2.D)
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L /ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
1002.31
34.60
1.850
36.450
2.5
1.41
0.031
36.481
0.00
0.599
1.50
0.00
0.00
0
0.00
1.36
0.25867
.000477
0.00
0.200
0.00
1003.67
34.95
1.500.
36.451
2.5
1.41
0.031
36.482
0.00
0.599
1.50
0.00
0.00
0
0.00
0.52
0.25867
.000447
0.00
0.200
0.00
1004.19
35.09
1.360
36.447
2.5
1.48
0.034
36.481
0.00
0.599
1.50
0.00
0.00
0
0.00
0.30
0.25867
.000437
0.00
0.200
0.00
1004.49
35.16
1.280
36.443
2.5
1.56
0.038
36.481
0.00
0.599
1.50
0.00
0.00
0
0.00
0.24
0.25867
.000473
0.00
0.200
0.00
1004.73
35.23
.1.213
36.440
2.5
1.63
0.041
36.481
0.00
0.599
1.50
0.00
0.00
0
0.00
0.21
0.25867
.000520
0.00
0.200
0.00
1004.94
35.28
1.155
36.436
2.5
1.71
0.046
36.482
0.00
0.599
1.50
0.00
0.00
0
0.00
0.19
0.25867
.000577
0.00
0.200
0.00
1005.13
35.33
1.102
36.431
2.5
1.80
0.050
36.481
0.00
0.599
1.50
0.00
0.00
0
0.00
0.04
0.25867
.000645
0.00
0.200
0.00
1005.17
35.34
1.054
36.393
2.5
1.88
0.055
36.448
0.00
0.599
1.50
0.00
0.00
0
0.00
HYDRAULIC
JUMP
0.00
1005.17
35.34
0.291
35.630
2.5
10.37
1.671
37.301
0.00
0.599
1.50
0.00
0.00
0
0.00
0.23
0.25867
.066434
0.02
0.200
0.00
1005.40
35.40
0.301
35.699
2.5
9.88
1.516
37.215
0.00
0.599
1.50
0.00
0.00
0
0.00
0.63
0.25867
.057756
0.04
0.200
0.00
1006.03
35.56
0.311
35.873
2.5
9.40
1.372
37.245
0.00
0.599
1.50
0.00
0.00
0
0.00
0.55
0.25867
.050483
0.03
0.200
0.00
LICENSEE:
MORSE CONSULTING GROUP
F0515P
PAGE
2
WATER
SURFACE
PROFILE LISTING
Job
719 -00 La
Quinta County
Club
PREPARED BY MDS CONSULTING
11/14/07 NIDAL TIZANI
LAT
C2 (FN G: \WSPG1 \71900
\LATC2.D)
STATION
INVERT
DEPTH
W.S.
Q
VEL
VEL
ENERGY
SUPER
CRITICAL
HGT/
BASE/
ZL
NO
AVBPR
ELEV
OF FLOW
ELEV
HEAD
GRD.EL.
ELEV
DEPTH
DIA
ID NO.
PIER
L /ELEM
SO
SF AVE
HF
NORM DEPTH
ZR
1006.58
35.70
0.322
36.026
2.5
8.96
1.247
37.273
0.00
0.599
1.50
0.00
0.00
0
0.00
0.48
0.25867
.044147
0.02
0.200
0.00
1007.06
35.83
0.333
36.161
2.5
8.56
1.138
37.299
0.00
0.599
1.50
0.00
0.00
0
0.00
0.42
0.25867
.038578
0.02
0.200
0.00
1007.48
35.94
0.344
36.280
2.5
8.14
1.030
37.310
0.00
0.599
1.50
0.00
0.00
0
0.00
0.36
0.25867
.033720
0.01
0.200
0.00
1007.84
36.03
0.356
36.386
2.5
7.76
0.936
37.322
0.00
0.599
1.50
0.00
0.00
0
0.00
0.32
0.25867
.029486
0.01
0.200
0.00
1008.16
36.11
0.368
36.481
2.5
7.42
0.855
37.336
0.00
0.599
1.50
0.00
0.00
0
0.00
0.28
0.25867
.025788
0.01
0.200
0.00
1008.44
36.19
0.381
36.566
2.5
7.06
0.774
37.340
0.00
0.599
1.50
0.00
0.00
0
0.00
0.24
0.25867
.022560
0.01
0.200
0.00
1008.68
36.25
0.394
36.642
2.5
6.74
0.705
37.347
0.00
0.599
1.50
0.00
0.00
0
0.00
0.21
0.25867
.019740
0.00
0.200
0.00
1008.89
36.30
0.408
36.710
2.5
6.43
0.641
37.351
0.00
0.599
1.50
0.00
0.00
0
0.00
0.18
0.25867
.017275
0.00
0.200
0.00
1009.07
36.35
0.422
36.772
2.5
6.13
0.583
37.355
0.00
0.599
1.50
0.00
0.00
0
0.00
0.16
0.25867
.015108
0.00
0.200
0.00
1009.23
36.39
0.436
36.827
2.5
5.84
0.530
37.357
0.00
0.599
1.50
0.00
0.00
0
0.00
0.13
0.25867
.013224
0.00
0.200
0.00
1009.36
36.42
0.452
36.877
2.5
5.57
0.481
37.358
0.00
0.599
1.50
0.00
0.00
0
0.00
0.12
0.25867
.011578
0.00
0.200
0.00
LICENSEE: MORSE CONSULTING GROUP F0515P PAGE 3
WATER SURFACE PROFILE LISTING
Job 719 -00 La Quinta County Club
PREPARED BY MDS CONSULTING 11/14/07 NIDAL TIZANI
LAT C2 (FN G: \WSPG1 \71900 \LATC2.D)
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L /ELEM SO SF AVE HF NORM DEPTH ZR
1009.48 36.45 0.467 36.922 2.5 5.31 0.437 37.359 0.00 0.599 1.50 0.00 0.00 0 0.00
0.09 0.25867 .010136 0.00 0.200 0.00 -
1009.57 36.48 0.484 36.963 2.5 5.06 0.398 37.361 0.00 0.599 1.50 0.00 0.00 0 0.00
0.08 0.25867 .008882 0.00 0.200 0.00
1009.65 36.50 0.501 37.000 2.5 4.83 0.362 37.362 0.00 -0.599 1.50 0.00 0100 0 0.00
0.06 0.25867 .007782 0.00 0.200 0.00
1009.71 36.51 0.519 37.033 2.5 4.60 0.329 37.362 0.00 0.599 1.50 0.00 0.00 0 0.00
0.05 0.25867 .006820 0.00 0.200 0.00
1009.76 36.53 0.537 37.063 2.5 4.39 0.299 37.362 0.00 0.599 1.50 0.00 0.00 0 0.00
0.03 0.25867 .005980 0.00 0.200 0.00
1009.79 36.53 0.557 37.091 2.5 4'.19 0.272 37.363 0.00 0.599 1.50 0.00 0.00 0 0.00
0.01 0.25867 .005247 0.00 0.200 0.00
1009.80 36.54 0.577 37.115 2.5 3.99 0.247 37.362 0.00 0.599 1.50 0.00 0.00 0 0.00
0.01 0.25867 .004589 0.00 0.200 0.00
1009.81 36.54 0.599 37.139 2.5 3.79 0.223 37.362 0.00 0.599 1.50 0.00 0.00 0 0.00
WALL ENTRANCE 0.00
1009.81 36.54 0.600 37.140 2.5 31.79 0.223 37.363 0.00 0.599 1.50 0.00 0.00 0 0.00
HYDRAULIC JUMP 0.00
1009.81 36.54 0.599 37.139 2.5 3.79 0.223 37.362 0.00 0.599 1.50 0.00 0.00 0 0.00
r� rr r r� r r r r r. ■r rr r� rr r� rr rr r rr .�r
DATE: 11/14/2007
TIME: 16:39
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING
PAGE 1
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE
(9) Y(10)
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH
CD 18 4 1.50
CD 24 4 2.00
CD 30 4 2.50
ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y
DROP
r �r r r ar rr r rr ■r it rr r� r� rr r�r rr �r r� . �r
F 0 5 1 5 P
PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS -
HEADING LINE NO 3 IS -
Job 719 -00 La Quinta County Club
PREPARED BY MDS CONSULTING 11/14/07 NIDAL TIZANI
LINE B (FN G: \WSPG1 \71900 \LINEB.D)
F 0 5 1 5 P
PAGE NO 2
W S ELEV
36.17
RADIUS ANGLE
0.00 0.00
RADIUS ANGLE
0.00 30.00
RADIUS ANGLE
0.00 0.00
* * *
Q3 Q4 INVERT -3 INVERT -4 PHI 3
3.6 1.4 34.08 34.08 60.00
*
W S ELEV
37.00
WATER SURFACE
PROFILE
- ELEMENT CARD LISTING
ELEMENT
NO
1
IS
A
SYSTEM OUTLET
U/S DATA STATION
INVERT
SECT
1000.00
32.80
18
ELEMENT
NO
2
IS
A
REACH
U/S DATA STATION
INVERT
SECT
N
ANG PT
MAN
H
1105.13
33.31
18
0.012
0.00
0
ELEMENT
NO
3
IS
A
REACH
U/S DATA STATION
INVERT
SECT
N
ANG PT MAN
H
1205.40
33.82
18
0.012
0.00
0
ELEMENT
NO
4
IS
A
REACH
U/S DATA STATION
INVERT
SECT
N
ANG PT MAN
H
1238.70
33.98
18
0.012
0.00
0
ELEMENT
NO
5
IS
A
JUNCTION
U/S DATA STATION
INVERT
SECT LAT -1 LAT -2
N
PHI 4
1242.70
34.08
18 18 18
0.012
81.00
ELEMENT
NO
6
IS
A
SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT
1242.70 34.08
18
NO EDIT ERRORS
ENCOUNTERED - COMPUTATION IS NOW BEGINNING
W S ELEV
36.17
RADIUS ANGLE
0.00 0.00
RADIUS ANGLE
0.00 30.00
RADIUS ANGLE
0.00 0.00
* * *
Q3 Q4 INVERT -3 INVERT -4 PHI 3
3.6 1.4 34.08 34.08 60.00
*
W S ELEV
37.00
LICENSEE: MORSE CONSULTING GROUP F0515P PAGE 1
WATER SURFACE PROFILE LISTING
Job 719 -00 La Quinta County Club
PREPARED BY MDS CONSULTING 11/14/07 NIDAL TIZANI
LINE B (FN G: \WSPG1 \71900 \LINEB.D)
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L /ELEM SO SF AVE HF NORM DEPTH ZR
1000.00 32.80 3.370 36.170 5.5 3.11 0.150 36.320 0.00 0.904 1.50 0.00 0.00 0 0.00
105.13 0.00485 .002336 0.25 0.920 0.00
1105.13 33.31 3.106 36.416 5.5 3.11 0.150 36.566 0.00 0.904 1.50 0.00 0.00 0 0.00
100.27 0.00509 .002336 0.23 0.901 0.00
1205.40 33.82 2.847 36.667 5.5 3.11 0.150 36.817 0.00 0.904 1.50 0.00 0.00 0 0.00
33.30 0.00481 .002336 0.08 0.920 0.00
1238.70 33.98 2.765 36.745 5.5 3.11 0.150 36.895 0.00 0.904 1.50 0.00 0.00 0 0.00
JUNCT STR 0.02500 .001177 0.00 0.00
1242.70 34.08 2.901 36.981 0.5 0.28 0.001 36.982 0.00 0.262 1.50 0.00 0.00 0 0.00
1
1
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F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
Job 719 -00 La Quinta County Club
HEADING LINE NO 2 IS -
PREPARED BY MDS CONSULTING 11/14/07 NIDAL TIZANI
HEADING LINE NO 3 IS -
LINE C (FN G: \WSPG1 \71900 \LINEC.D)
PAGE NO 3
F 0 5 1 5 P
WATER SURFACE PROFILE ELEMENT CARD LISTING
ELEMENT NO 1 IS A SYSTEM OUTLET
U/S DATA STATION INVERT SECT
1000.00 32.80 18
ELEMENT NO 2 IS A REACH
U/S DATA STATION INVERT SECT N
1038.83 34.50 18 0.012
ELEMENT NO 3 IS A JUNCTION
U/S DATA STATION INVERT SECT LAT -1 LAT -2 N
1044.83 34.60 18 0 0 0.012
ELEMENT NO 4 IS A SYSTEM HEADWORKS
U/S DATA STATION INVERT SECT
1044.83 34.60 18
NO EDIT ERRORS ENCOUNTERED - COMPUTATION IS NOW BEGINNING
PAGE NO 2
W S ELEV
36.00
RADIUS ANGLE ANG PT MAN H
.0.00 0.00 0.00 0
* * *
Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4
5.0 2.0 34.60 . 34.60 77.00 60.00
*
W S ELEV
43.00
LICENSEE: MORSE CONSULTING GROUP F0515P PAGE 1
WATER SURFACE PROFILE LISTING
Job 719 -00 La Quinta County Club
PREPARED BY MDS CONSULTING 11/14/07 NIDAL TIZANI
LINE C (FN G: \WSPG1 \71900 \LINEC.D)
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L /ELEM SO SF AVE HF NORM DEPTH ZR
1000.00 32.80 3.200 36.000 7.5 4.24 0.280 36.280 0.00 1.061 1.50 0.00 0.00 0 0.00
38.83 0.04378 .004344 0.17 0.580 0.00
1038.83 34.50 1.669 36.169 7.5 4.24 0.280 36.449 0.00 1.061 1.50 0.00 0.00 0 0.00
JUNCT STR 0.01667 .002181 0.01 0.00
1044.83 34.60 2.139 36.739 0.5 0.28 0.001 36.740 0.00 0.262 1.50 0.00 0.00 0 0.00
' Tam 7
i
1
1
1
� Appendix C
� Nuisance Water Disposal
1 System
' Summary and Sketches
� Design Calculations
La Quinta Country Club —Club House
Specific Plan 2007 -082
Site Development Permit 2007 -885
MDS 71900
= m m mm = m mm M>m mm �= mm ==
MDS 71900 1 1
1- Nov -07
Summary 7 -= Nuisance water Disposal System
La Quinta Country Club - Club House
Re t e-- nition-IBAsil-11f: N W--; S &i - r - M, axwe -D
Plus well; 7 et 'I
a_1
Required capacity - 3.43 gpd per 2000 sf of pervious surface
3.43
gpd 2000 sf
Landscaped & HardscapeTributary Area Excl Ret Basin direct Drainage)
5.73
Ac
Onsite pervious % - Estimate (see Tab 3, Summary 3)
80
%
Total Onsite Landscaped area - (0.8 x 5.73 Ac)
4.58
Ac
Required Percolation capacity - (4.58 x 43560/2000)x3.43)
342
g/d
Percolation test rate - (See Tab 8, Sladden Engr Report, dated 4/23/07)
1.6
g/sf/d
Required Maxwell Plus sidewall area - (998 gpd / 1.6 g/sf/d)
214
sf
Sidewall Area per Vertical ft (6 ft Dia. x 3.1416 )
19
sf
Required Maxwell Plus sidewall depth - (998 gpd / 1.6 g/sf/d)
1
if
Proposed Percolation capacity Two 17 ft deep Maxwell Plus NWDS, O.lcfs each
0.12
in/hr
The MaxWell' Plus Drainage System Detail And Specifications
Of
m
maw-
=
zn.� x
U
C7
2 -
X
22
y � S .
QJU X
?x
12
a
O ITEM NUMBERS
1. MANHOLE CONE - MODIFIED FLAT BOTTOM.
;t
CHAM
Maz
Menufactu
TORREN
An evolution
wwW.toff
ARIZO
NEV
A1
2. STABILIZED BACKFILL -COMPACTED NATIVE IN LANDSCAPED AREAS,
1 SACK SLURRY IN PAVEMENT.
3. BOLTED RING & GRATE /COVER - DIAMETER AS SHOWN. CLEAN CAST
IRON WITH WORDING "STORM WATER ONLY' IN RAISED LETTERS.
I BOLTED IN 2 LOCATIONS AND SECURED TO CONE WITH MORTAR. RIM
ELEVATION ±0.02' OF PLANS.
4. GRADED BASIN OR PAVING (BY OTHERS).
5. .COMPACTED BASE MATERIAL (BY OTHERS).
6. PUREFLOP DEBRIS SHIELD - ROLLED 16 GA. STEEL X 24" LENGTH WITH
VENTED ANTI - SIPHON AND INTERNAL .265" MAX. SWO FLATTENED
EXPANDED STEEL SCREEN X 12" LENGTH. FUSION BONDED EPDXY
COATED.
7. PRE -CAST LINER - 4000 PSI CONCRETE 48" ID. X 54" OD. CENTER IN
HOLE AND ALIGN SECTIONS TO MAXIMIZE BEARING SURFACE.
8. MIN. V0 DRILLED SHAFT.
9. SUPPORT BRACKET - FORMED 12 GA. STEEL. FUSION BONDED EPDXY
COATED.
10. OVERFLOW PIPE - SCH. 40 PVC MATED TO DRAINAGE PIPE AT BASE
SEAL.
11. DRAINAGE PIPE -ADS HIGHWAY GRADE WITH TRI -A COUPLER.
SUSPEND PIPE DURING BACKFILL OPERATIONS TO PREVENT BUCKLING
OR BREAKAGE. DIAMETER AS NOTED.
12. BASE SEAL - GEOTEXTILE, POLY LINER OR CONCRETE SLURRY.
13. ROCK - CLEAN AND WASHED, SIZED BETWEEN 3/8" AND 1 -1/2" TO BEST
COMPLEMENT SOIL CONDITIONS.
14. FLOFASTT' DRAINAGE SCREEN - SCH. 40 PVC 0.120" SLOTTED WELL
SCREEN WITH 32 SLOTS PER ROW/FT. DIAMETER VARIES 96" OVERALL
LENGTH WITH TRI -B COUPLER.
15. MIN. 4'0 SHAFT - DRILLED TO MAINTAIN PERMEABILITY OF DRAINAGE
SOILS.
i6. FABRIC SEAL - U.V. RESISTANT GEOTEXTILE - TO BE REMOVED BY
CUSTOMER AT PROJECT COMPLETION.
Q
N
t
0
BER SEPARATION ¢ g
N
>3
2 18 4 X '0 3 21 17 1 6
EL
r.
v.
23
('ir :'• \
Well °Plus -�" 8 o °'
i '' Lu m 3
l w U
red and Installed by
T RESOURCES
of McGuckin Drilling' ' gmg a
d ;
entresources.com _ 10 1 k
NA 602MM765 I
ox
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ADA 70213 66 &1234
RNIA 6611947.9836 1 j .. 7 J ?
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13 w g O
X "0 11 ° ° f n
0 0 72 W ry
r W
1 O
t_ N
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w O
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15
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r U
14
a Z•
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E
Lu
CL
E
Al. Un R=1 A..7.7 a4, AmvR 363
CA lic. 528060. 042. HA2.
W Lin 0035750 A . NM lie 8050! GF04 �
U.S. Paton Nn 4023.= - " Tr" " 1674. 199% 200{
N
p
V
O
J
17. ABSORBENT - HYDROPHOBIC PETROCHEMICAL SPONGE. MIN. 128 On
CAPACITY. D
N
18. CONNECTOR PIPE - 4"0 SCH. 40 PVC. 7
19. VENTED ANTI-SIPHON INTAKE WITH FLOW REGULATOR.
C
20. INTAKE SCREEN - SCH. 40 PVC 0.120' MODIFIED SLOTTED WELL SCRON
WITH 32 SLOTS PER ROW /FT. 48" OVERALL LENGTH WITH TRI -C END-0
CAP. C
O
21. FREEBOARD DEPTH VARIES WITH INLET PIPE ELEVATION. INCREAS%
PRIMARY /SECONDARY SETTLING CHAMBER DEPTHS AS NEEDED TO E
MAINTAIN ALL INLET PIPE ELEVATIONS ABOVE CONNECTOR PIPE u
OVERFLOW. QO
i
22. OPTIONAL INLET PIPE (BY OTHERS). U
23, MOISTURE MEMBRANE - 6 MIL. PLASTIC. PLACE SECURELY AGAINST
ECCENTRIC CONE AND HOLE SIDEWALL. USED IN LIEU OF SLURRY IN
LANDSCAPED AREAS.
N
Appendix D
Design Reference Documents
Geotechnical and Percolation Test Reports
Point Precipitation Storm Volumes
SCS Soil Classification Map/Hydrologic Soil Group
Time of Concentration Nomograph
Rational Rainfall Intensity Table -- 10 yr & 100 yr
Runoff Coefficient Curve - (Soil Groups A & B, AMC II)
Runoff Index Numbers
Rainfall Patterns - % of Design Storm- Total Volume
Miscellaneous Documents
La Quinta Country Club — Club House
Specific Plan 2007 -082
Site Development Permit 2007 -885
MDS 71900
Tab 8
Sladden Engineering
t 77 -725 Enfield Lane, Suite 100, Palm Desert, CA 92211 (760) 772 -3893 Fax (760) 772 -3895
6782 Stanton Ave., Suite A, Buena Park, CA 90624 (714) 523 -0952 Fax (714) 523 -1369
450 Egan Avenue, Beaumont, CA 92223 (951) 845 -7743 Fax (951) 845 -8863
15438 Cholame Road, Suite A, Victorville, CA 92392 (760)962 -1868 Fax (760) 962 -1878
April 23, 2007
La Quinta Country Club
P. O. Box 99
77 -750 Avenue 50
La Quinta, California 92253
Attention: Mr. Heinz Hoffman
Project: La Quinta Country Club Clubhouse Restoration
77 -750 Avenue 50
La Quinta, California
Subject: Infiltration /Percolation Testing
Project No. 544 -07103
07 -04 -315
As requested, we have performed percolation /infiltration tests on the subject site to determine the
infiltration potential of the surface soil within the vicinity of the existing driving range. The
percolation rates determined should be useful for assessing onsite stormwater retention needs. It
is our understanding that on -site stormwater retention will be required. Infiltration tests were
performed within deep bores and shallow test holes that were excavated in existing driving
range.
Per tests were performed on March 29, 2007. The tests for the proposed dry - wells,
' involved filling the deeper test holes with water and recording the drop in -the water surface with
respect to time. Tests were performed in general conformance with Riverside County guidelines
for seepage pits and that should be applicable for drywell design. Infiltration tests were
' performed to evaluate the surface soil using a double -ring infiltrometer in the areas indicated on
the attached site plan. Testing was in general accordance with ASTM D 3385 test procedures.
Tests results are summarized below:
' Dry Well Rate
Test Hole (gal /s ft/da )
A 1.6
i B 2.6
April 23, 2007
-2-
Project No. 544 -07103
06 -04 -315
Double Ring Rate
Test On/hr)
C 10.0
D 9.7
The results of testing within the deeper bores was determined using Riverside County DEHS
procedures for seepage pits that includes a factor of safety of approximately 8. The rates reported
for the shallow surface infiltration tests are ultimate rates that do not include a factor safety. An
appropriate safety factor should be applied to account for subsoil - inconsistencies and potential
silting of th e percolating soil. The safety factor should be determined with consideration to other
factors in the stormwater retention system design (specifically stormwater volume estimates)' and
the safety factors associated with those design components.
We appreciate the opportunity to provide service to you on this project. If you have questions
regarding this letter or the data included, please contact the undersigned.
`;
Respectfully P ,� M .- a?
P y submitted, jai,
SLADDEN ENGINEERING , ` �c � 45385
pp
\ F .
9- 30-20CIS
• r h. r .
Nicholas S. Devlin E. I. T. Brett e on 0=,_p_ \r
Project Engineer Principal Engineer
Perc /nd .
Copies: 4/La Quinta County Club
Sladden Engineering
,SITE PLAN WITH APPROXIMATE BORE & TEST HOLE LOCATIONS.
.A
UK
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13-1/13
c
13-21A
3
hy
47'
R
4
SCALE: As Shown MAP SOURCE: MIDS Consulting
LEGEND JOB NAME: La Quinta Country Club
Approximate Bore/Test Hole JOB NO. 544-07103
Approximate Double Ring Test REPORT NO. 07-04-315
Stormwaster Retention
La Quinta Country Club, 77 -750 Avenue 50
Date: 3/29/2007 Bore No. 1/Test Hole B Job Number: 544 -07103
0
0
3_
Q
E
''
cn
0
°
3
F
ev Description
_
°
rn
Remarks
ili;yi r ^iiii
j 1!PI
!
14 t' . 5,
_E
Turf
lii`!e
.:a
jiyij!!2ij'jj
_
5
i'' l;" "` "''
4/5
Silty Sand: Fine Grained
SM
10
24
Greyish Brown/Moist
3 � r,�� }� yfa eta FfG� �o a• fit,
-
'i
10
515
Sandy Silt
ML
21
69
Light Brown/Moist
15
4/5
Silt
ML
30
77
Olive Brown in color/Moist
20
j jiji ?'
4/5
Silty Sand: Fine Grained with Sandy Silt Interbedded
SM
9
42
Grey in color/Moist
25
"'' "' " "'
a�;i �...
3/4
Silty Sand: Fine Grained with Silt Interbedded
b,
SM
19
53
Greyish Brown in color/Moist
y
30
4/4
Silt with Clay Layer —2 Inches
CL
37
92
Olive Brown in color/Moist
35
3/3
Clay
CL
36
94
Olive Brown in color/Moist
40
- I jji!z
4/9
Silty Sand: Fine Grained with Clay Layers. --0.5 Inch
SM
13
25
Grey in color/Moist
('jl
jla�rlj
Note: The stratification lines
-
represent the approximate
boundaries between the soil
45
4/4
Clayey Silt
ML
28
74
-
(Olive Brown in color/Moist)
types; the transition may be
gradual.
Total Depth = 51 Feet
Groundwater not encountered
50
j:l "''
5/7
Silty Sand: Fine Grained
SM
8
14
(Grey in color /Moist)
Bedrock not encountered
Stormwaster Retention
La Quinta Country Club, 77 -750 Avenue 50
Date: 3/29/2007 Bore No. 2 /Test Hole A Job Number: 544 -07103
U0
e
0
N
y
Q
E
cn
U
o
pa
Ej v- Description
-
rn
U
o
o
Remarks
Turf
5
iiii p'mi!{
3/3
Silty Sand: Fine Grained
SM
14
29
Greyish Brown in color
10
JL
4/4
Sandy Silt
ML
15
65
Greyish Brown in color~
OF
15
3/4
Silty Clay
CL
31
86
Olive Grey in color
20
3/3
Silty Sand: Fine Grained
SM
8
19
Grey in color
25
3/3
Silt
ML
29
73
Olive Grey in color
.30
3/4
Silty Clay
CL
32
80
Olive Grey in color
35
3/3
Clay
CL
35
91
Olive in color
40
3/4
Silt
ML
30
73
Grey & Olive in color
-
Note: The stratification lines
represent the approximate
boundaries between the soil
45
4/5
Silty Clay
CL
36
84
-
(Olive Brown in color)
types; the transition may be
gradual.
Total Depth = 51 Feet
Groundwater not encountered
SO i':.'
i`
4/6
Silty Sand: Fine Grained with Silt Interbedded
SM
16
47
it!'
"`("
(Grey & Olive in color)
Bedrock not encountered
April 5, 2007
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Gradation Sladden Engineering Revised 11/20/02
Gradation
ASTM C117 & G136
Project Number:
544 -07103
Project Name:
77 -750 Ave SO, La Quinta
Sample ID:
B -1 #1 @ 5'
Sieve
Sieve
Percent
Size, in
Size, mm
Passing
111
25.4
100.0
3/4"
19.1
100.0
1/2"
12.7
100.0
3/8"
9.53
100.0
#4
4.75
100.0
#8
2.36
100.0
#16
1.18
99.8
#30
0.60
99.5
#50
0.30
97.1
#100
0.15
69.3
#200
0.074
24.3
April 5, 2007
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Gradation Sladden Engineering Revised 11/20/02
,
Gradation
ASTM C117 &C136
Project Number:
544 -07103
April 5, 2007
Project Name:
77 -750 Ave 50 , La Quinta
Sample ID:
B -1 #4 @ 20'
Sieve Sieve
Percent
Size, in Size, mm
Passing
1 " 25.4
100.0
3/4" 19.1
100.0
1/2" 12.7
100.0
3/8" 9.53
100.0
#4 4.75
100.0
#8 2.36
100.0
#16 1.18
99.7
#30 0.60
99.5
#50 . 0.30
99.2
#100 0.15
95.7
#200 0.074
41.7
Gradation
MINE
ME
�� ■ ainii� � Vii°
RUNS 11, SEMI HOUSE IN
n mNINE
Sladden Engineering
Revised 11/20/02
Gradation
ASTM C117 & C136
Project Number: 544- 07103.
Project Name: 77 -750 Ave 50, La Quinta
Sample ID: B -2 #2 @ 10'
Sieve
Sieve
Percent
Size, in
Size, mm
Passing
1"
25.4
100.0
3/4"
19.1
100.0
1/2"
12.7
100.0
3/8"
9.53
100.0
#4
4.75
100.0
#8
2.36
100.0
#16
1.18
99.9
#30
0.60
99.4
#50
0.30
98.9
#100
0.15
95.1
#200
0.074
65.4
April 5, 2007
100
90
80
70
60
s~
50
a
40
30
20
11-1 f
0
100.000 10.000 1.000 0.100 0.010 0.001
Sieve Size, mm
ciaaation Sladden Engineering. Revised 11/20/02
M D B
* It '""' to "
Precipitation Frequency Data Server
POINT PRECIPITATION``
FREQUENCY ESTIMATES_ a
FROM NOAA ATLAS 14 �.,,, ��=
California 33.685441 N 116.306036 W 134 feet
from "Precipitation- Frequency Atlas of the United States" NOAA Atlas 14, Volume 1, Version 4
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2006
Extracted: Tue Apr 24 2007
Page 1 of 4
T f
eX .. >= *These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
verstir` of_tabfe:
-.. �,zot .;,: n r • Please refer to the documentation for more information. NOTE: Formatting forces estimates near zero to appear as zero.
Partial duration based Point Precipitation Frequency Estimates Version: 4
33.685441 N 116.306036 W 134 ft
12
11
10
^ 9
•• 8
a
7
a
0
6
�o
4, 5 i
¢ 4 f
a 3
2
0
1 2 3 4 5 6 7 8 910 20 30 40 50 80100 140 200 300 500 700 1000
Average Recurrence Interval (years)
Tue Apr 24 19:59:26 2007
Duration
5 —min
C'.
48 —hr — x
30 —day —-
10 —min e—
3 —hr _A
4 —day
45 -dau �-
1 5 —rr, i n — r—
E. —hr n—
7 —day —
60 —day —W-
30— ruin —B
12 —hr +
10 —day —r-
60 —min — —
24 —hr —e—
20 —da,4 —�—
http: // dipper. nws. noaa. gov/ cgi- binihdsclbuildout.perl ?type=pf &series =pd &units =us &staten... 4/24/2007
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77
RIVERSIDE COUNTY, CALIFORNIA
TABLE 11-7.-S-0il and water features
of an entry indicates the feature is not a concern. See text for descriptions of symbols and su ch terms as "rare,"
"brief," and "perched." The symbol < means less than; > means greater than)
Hydro- Flooding High water table Bedrock
Soil name and logic
map symbol group Frequency Duration Months _--Depth Sind Months Depth Hardness
Ft lit.
Badland:
BA.
BoB P. rrow pits:
Bull Trail:
BtE ----------------
C 'On.
a&D ----------------
Cajon Variant:
CbD -----------------
Carrico j
.
ccc ----------------
Carsitas:
CdC, Cd E, C hC, C k I
CfB------------------
Carsitas Variant:
CmB, CmE ---------
Chuckawalla:
Co B, Co D, CnC, C
Coachella:
C CpB, CsA--'--
__E27 -----------------
Fluvaquents:
Fa------------------
F.Iuvents:
Fe-----------------
Gilman:
GaB,GbA, GbB, Ge,
GcA, GdA, GfA----
Gravel pits and dumps:
6 P.
Imperial:
IeA ----------------
IFA ----------------
1MC 1:
Im I part_ _ -_ _
GUTVland part.
i
M rocr al:
I:
im enal part- - - - -
GX-ed land part.
Indio:
12Lj S ------------
t------------
Lithic Torripsamments:
L R 1:
-Lithic
Torripanunents pa
Rock outcrop part.
B
A
A
A
A
A
C
B
B
D
A/D
B
B
D
D
D
D'
D
None - - - - -•
--------------
------------
>6.0
--------------
------------
None------
--------------
------------
>6.0
--------------
------------
None - - - - --
--------------
------------
>6.0
--------------
--------
Rare - - - - --
--------------
------------
>6.0
----- -- '- - - - - --
------ -
None - - - - --
None------------
--------------
- --------------
------ - - - - --
- - - - --
>6.0
2.0-4.0
-- ---- - - - - - --
--- 6-
None_ - - - - --
--------
>6.0
--------------------------
None--- - - -
- -------------
------------
>6.0
--------------------------
None - - - - --
None------
--------------
----------- r
------------
------------
->6.0
3.0-5. 0
-----------
Apparent -----
-------------
Jan- Dec - - --
Frequent---
Very long_ -__-
Apr-Sep--_-
0.5-2.0
Apparent___ -_
Jan - Dec____
Occasional__
Very brief-r--
Jan-Dee----
>6.0
--------------
-------------
Rare -------
--------------
-- - - - - --------
------------
- -- - --
> *6.0
3.0-5.0
------- ----
None ------ -----------------------------
-----------
>6.0
- -- ---
----------- ------------
None ------ - ------------ .0-3.0 ----- j a n Dc
None------ -------------- ------------ >6.0 --------------- -------------
1'.Non6 ------
None___ -__
None___ -_-
None--.----
------------- 1..5-5.0 Apparent-_--
------------ >6.0 --- ----------
------ - 3.0-5.0 Apparent -----
--=----------------- - - - - --
----------- - ------
>6.0
>60 ----------
>60 -----------
P.
>60. ------ I-
> W
l .>60 - •-- - - - - --
> 60 ---- - - - - --
6-20 Rippable.
>60 ------
>60 ---- - - - - --
>60 ----------
> 60 ----------
>60: -----------
>;60 ---- - - - - --
> 60
>60 ----------
>60 - ----------
>60 ----
Jan- Dec____ >60
>60
>60
1-10
Hard.
cy
78 SOIL SURVEY
TABLE 12.—Soil and water features— Continued
Soil name and l
Hydro= F
Flooding ": H
High water table B
Bedrock
. Frequency; D
Duration • M
Months D
Depth K
Kind M
Months, D
Depth H
Hardness
Ft q
q�
Myoma:
MaB, MaD__--- - - - --- A
A N
None - - - - -- -
-------- - - - - -- -
---- -- - - - - -- >
>6.0 -
------ - - - - -- - -
------ - - - - -- >
>60 -
-----------
MCB--- -------------- '
'�� N
None - - - - -- -
-------------- -
--- --- - - - - -- 1
1.5_5.0 A
Apparent '
'Jan- Dec -___ >
>60 _
_
Niland:
NaB--- -------- -- - - -- C
C N
None - - - - -- -
-------- - - - - -- -
----- - - - - - -- >
>6.0 =
=------- - - - - -- -
------ - - - - -- >
>66 -
------------
NbB----------------- C
C N
None - - - - -- -
-------- - - - - -- -
------ - - - - -- 1
1.5 -5.0 A
Apparent - - - -- J
Jan - Dec - - -- >
>60 _
_
Omstott:
Om D- ---=---- - - - - -- C
C N
None - - - - -- -
-------- - - - - -- -
------ - - - - -- >
>6.0 -
------- - - --- - -- -
-- ---- - - - - -- 4
4-20 R
Rippable.
Or':
Ometott part ------- C
C N
None---- -- -
--- --- --- -
------ ____ -- >
>6.0 -
- -- - -- -
-------- --- 4
4-20" R
Rippable.
Roek outcrop part.
Riverwash:
RA.
Rock outcrop:
RO.
RT1:
Rock outcrop part.
Lithic
T:orripsammentspart. D
D N
None ------ -
-------- - - - - -- -
-- >
>6.0 -
--------- ,---- -
------ - -- - -- 1
1 -lo ''Hard.
Rubble land:
RU:
,ton:
'aa,. Sb ------------- -- ,
,. `D' N
None - - - - -- -
--==---- -" - - --- -
------ - - - --- 2
2.0 -5.0 A
Apparent -- -- J
Jan - Dec- - -- >
>60
Soboba:
So D, SpE- =---- - - - - -- A
A N
None - - - - -= -
-----=-- - - - - -- -
------- - - - - -- >
>6.0. =
=------- - - - - -- -
------ - - - - -- >
>60 ---- -
- - - - --
Torriorthents:
TO I.
Torriorthents part.
Rock outcrop part.
;>
Tujunga ;
TpE, A
A -
-------------- - -
- - - --- - - - -- >
>6.0
- - - - -- ------ -
- - - - -- >
>60TrC,. T
- =::;w
3 This mapping unit is made up of two or more dominant kinds of soil. See mapping unit description for the compositionf'an
behavior of the whole mapping unit.
parent; and the months of the year that the water
table commonly is high. Only saturated zones above a
depth of 5 or 6'feet are indicated.
Information about the seasonal high water table
helps in assessing the need for specially designed
foundations, ..the need for specific kinds of drainage
systems, and the need for footing drains to insuree dry
basements.. Such information .is also needed to decide
whether or not construction of basements is feasible
and to determine how septic tank absorption fields and
other underground installations will' function. Also, a
seasonal high water table affects ease of excavation.
Depth , to bedrock is shown for all soils that are
underlain by bedrock. at a depth of 5 to 6. feet or less.
u'or many soils, the limited depth to bedrock is a part
:the definition of the soil series. The depths shown
e based on measurements made in many soil borings
and on other observations during the mapping of
soils. The kind of bedrock and its hardness as reh
to ease of excavation 'is also shown. Rippable bedi
can be excavated with a single -tooth ripping .att,
meat 'on a 200 - horsepower tractor, but hard be4i
generally requires blasting.
Formation, Morphology, and
Classification -of the Soils
This section contains descriptions of the major,
tors of soil formation as they occur in the Coac.
Valley Area, a summary of significant morpliol.o;
characteristics of the soils .of the Area, an expl'ari<
of the current system of classifying soils by categ(
broader than the series, and a table showing the
SDP 2007 -BB5
w
(1)
1-- 4
RCF'C 81 WCD
rJYDROLO. ' Y J\/JANUAL
LIMITATIONS:
I. Maximum
TC'
L
100
1000
90
900
80
800
70
700
60
Undeveloped
c
600
L
0. 50
I
0
(1)
1-- 4
RCF'C 81 WCD
rJYDROLO. ' Y J\/JANUAL
LIMITATIONS:
I. Maximum
500'
2. Maximum
area = 10 Acres
0
Q
Good Cover
m
35
m
m
n
Undeveloped
400 0
30
Fair Cover
.0
c
m'
350
25
o
�
c
200
c300
o
E
100
0
20
so
y
19
o
250
18
17
°'
o
y
v
16
v
c
15
L
om
14
0-200
o
13
J.
12
0
II
150 0
9
_E
~
8
7
6
•
100
5
(1)
1-- 4
RCF'C 81 WCD
rJYDROLO. ' Y J\/JANUAL
LIMITATIONS:
I. Maximum
length =1000
2. Maximum
area = 10 Acres
0
Q
Good Cover
2
4
H
Undeveloped
U
1.
Fair Cover
Y
c
c
400
300
:4
.3
`>
_
200
0
o
E
100
0
so
y
0
w
0
50
40
E
°'
o
y
v
30
CL.
0
a�
c
°'
20
om
W
10
K
AI.
Undeveloped
0
Good Cover
2
w
Undeveloped
0 -`
1.
Fair Cover
._
.6
Undeveloped
_
0
:4
.3
Poor .Cover
0
2
Single Family
50
m
(1/4 Acre)
Commercial
0-,
c
(D
a�
TC
5 --1
� % =Ila
U
Q
r1
c
a>
8 0
9-0
10 E
II U-
a�
12 �
o
14
N
15
16 C
17 E
18 5
19
20 ~
c
0
D'
c
25
c
KEY
L- H Tc -K -Tc
0
30
m
EXAMPLE: E
(I)L=550', H =5.0, K = Single Family(1 /4 Ac.) 35
Development , Tc = 12.6 min.
(2) L =550', H =5.0', K = Commercial 40
Development , Tc = 9.7 min.
Reference: Bibliography item No. 35.
PLATE D -3
i
0
m D 7
0
2
N
CATHEDRAL CITY CHERRY VALLEY CORONA DESERT HOT SPRINGS EISINORE - MI1004AR
DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY
MINUTES NINUTES MINUTES MINUTES MINUTES
10 100 10 100 10 100 10 100 10 100
YEAR YEAR � YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR
5 4,14 6.76 � 5 3.65 5.09 5 3,10 4.78 5 4.39 6.76 5 3.23 4.94.
6 3.73 6.08 6 3.30 4,97 6 2.84 4.38 6 3.95 6.08 6 2.96 4.53
T 3.e1 5.56 7 3.03 4.56 7 2.64 4.07 7 3.62 5.56 7 2.75 0.21
B 3.15 5.15 B 2.82 e,24 8 2.07 3,81 8 3.35 5.15 8 2.58 3.95
9 2.95 0.81 9 2.60 3.97 9 2.34 3.60 9 3.13 0.81 9 2.44 3.73
10 2.77 4.52 ;10 2.09 3.75 10 2.22 3.43 10 2.94 0,52 10 2.32 3.54
11 2.62 0.28 '11 2.36 3.56 11 2.12 3:27 11 2.78 4.28 11 2.21 3.39
12 2.49 e.07. 12 2.25 3.39 12 2.04 .3,14 1'2 2.65 0.07 12 2.12 3.25
13 2.38 3.88 113 2.16 3.25 13 1.96 3.02 13 2.53 3.88 13 2.04 _ 3.13
le 2.28 3.72 le 2.07 3.12 14 1.89 2.92 14 2.42 3.72 10 1.97 3.02
15 2.19 3.58 :15 1..99 3.00' 15 1.83 2.82 15 2.32 3.58 15 1.91 2.92
16 2.11 3.44 16 1.92 2.90 16 1.77 2,73 16 2.24 3.44 16 1.85 2.83
17 2.O4 3.32 it 1.86 2.80 17 1,72 2.66 17 2.16 3.32 17 1.80 2.75
18 1.97 3.22 SIB 1.80 2.71 18 1.68 2.58 18 2.09 3.22 18 1.75' 2.67
19 1.91 3.12 19 1.75 2.64 19 1.63 2.52 19 2.03 3.12 19 1.70 .2.60
20 1.85 3.03 20 1.70 2.56 20 1.59 2.46 20 1.97 3.03 20 1.66 2.54
22 1.75 2.86 22 1.61 2.43 22 1.52 2.35 22 1.86 2.86 22 1.59 2.43
24 1.67 2.72 24 1.54 2.32 20 1.06 2.25 24 1.77 2.72 24 1.52 2.33
26 1.59 2.60 26 1.07 2.22 26 1.00 2.117 26 1.69 2,60 26 1.06 2.24
28 1.52 2.09 28 1.01 2.13 28 1.36 2.09 28 1.62 2.49 28 1.41 2.16
30 1.06 2.39 30 1.36 2.05 30 .1.31 2.02 30 1.55 2.34 30 1.37 .2.09
32 1.01 2.30 32 1.31 1.98 32 1.27 1,96 32 1.50 x.30 32 1.33 2.03
34 1.36 2.22 .30 1.27 1.91 30 1,23 1.90 34 1.05 2.22 30 1.29 1.97
36 1.32 2.15 36 1.23 1.85 36 1.20 1.85 36 1.40 2.15 36 1.25 1.92
38 1.28 2.09 38 1.20 1.80 38 1.17 1.81 38 1.36 2.09 38 1.22 1.8
40 1.24 2.02 40 1.16 1.75 40 1.1.4 1.76 e0 1.32 2.02 00 1.19 1.82
45 1'..16 1.89 45 1.09 1.64 05 1.08 1.66 05 1.23 1.89 45: 1.13 1.72
50 1.09 1.78 SO 1.03 1.55 50 1.03 1.58 50 1.16 1.78 50 1.07 1.6
55 1.03 1.68' S5 .99 1.47 55 .98 1.51 55 1.09 1.68 5S 1.02 1.5
60 .98 1.60 60 .93 1.40 60 ,4e 1.45 60*
1.00' 1.60 60 ,98 1.5
65 .94 1.53 65 .89 1..30 65 ,90 1.00 65 .99 1.53 65 .94 1.4
70 .90 1.46 70 .85 1.29 TO .87 1.35 70 .95 1.46 70 ,91 1.3
75 .86 1.41 75 .82 1.24 75 •80 1,30 75 .91 1.41 75 ,88 1.3
BO .83 1.35 80 .79 1.20 80 •B2 l.26 80 .88 1.35 BO .85 .1 .3
85 .80 1.31 BS .77 1.16 BS .BO 1.23 85 .85 1.31 BS .83 1.2
SLOPE _ .580 SLOPE _ .550 SLOPE _ .080 SLOPE _ .SBO SLOPE _ ,e80
RAINFALL I
INTENSITY- INCHES P
PER HOUR
T. m
cw)
D
�v
r
z
"� 7
7
� r
rn
c .z
x
D 6
rn D
6.
0
p D 9
9
C .� 5
5
x D 1
1
1.00' 1.60 60 ,98 1.5
65 .94 1.53 65 .89 1..30 65 ,90 1.00 65 .99 1.53 65 .94 1.4
70 .90 1.46 70 .85 1.29 TO .87 1.35 70 .95 1.46 70 ,91 1.3
75 .86 1.41 75 .82 1.24 75 •80 1,30 75 .91 1.41 75 ,88 1.3
BO .83 1.35 80 .79 1.20 80 •B2 l.26 80 .88 1.35 BO .85 .1 .3
85 .80 1.31 BS .77 1.16 BS .BO 1.23 85 .85 1.31 BS .83 1.2
SLOPE _ .580 SLOPE _ .550 SLOPE _ .080 SLOPE _ .SBO SLOPE _ ,e80
t
RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II
Cover Type (3)
Quality of
Cover (2)
Soil Group .
A
B
C
D
NATURAL COVERS -
Barren
78.
86
91
93 .
(Rockland, eroded and graded land)
Chaparrel, Broadleaf
Poor
53
70'
80
85
(Manzonita, ceanothus and scrub oakj
Fair
40
63
75
81
Good
31
57
71
78
Chaparrel, Narrowleaf
Poor
71
82
88
91
(Chamise and redshank)
Fair
55
72
81
86
Grass, Annual or Perennial
Poor
67
78
86
89
Fair
50
69
79
84
Good
38
61
74
80
Meadows or Cienegas
Poor
63
77
85
88
(Areas with seasonally high water table,
Fair
51
70
80
84
principal vegetation.is sod forming grass)
Good
30
58
72
78
Open Brush
Poor
62
76
84
88
(Soft wood shrubs - buckwheat, sage, etc.)
Fair
46
66
77
83
Good
41
63
75
81
Woodland
Poor
45
66
77
83
(Coniferous or broadleaf trees predominate.
Fair
36
60
73
79
Canopy density is at least 50 percent)
Good
28
55
70
77
Woodland, Grass
Poor
57
73
82
86
(Coniferous or broadleaf trees with canopy
Fair
44
65
77
82
density from 20 to 50 percent)
Good
33
58
72
79
URBAN COVERS -
f
Residential or Commercial Landscaping
Good
32 '56
69
75
(Lawn, shrubs, etc.)
Turf
Poor
58
74
83
87
(Irrigated and mowed grass)
Fair
44
82
Good
33
58
72
79'
AGRICULTURAL COVERS -
165,177
Fallow l76 185 190 I 192
(Land plowed but not tilled or seeded) I
R C F C .8k W C C RUNOFF INDEX NUMBERS
HYDROLOGY IMANUAL FOR
PERVIOUS AREA
PLATE D -5.5 0 of 2)
ACTUAL IMPERVIOUS COVER
Recommended Value
Land Use (1) Range- Percent For Average
Conditions- Percent(2
Natural or Agriculture 0 - 10' 0
Single Family Residential: (3)
40,000 S. F. (1 Acre) Lots 10 - 25. 20
20,000 S. F.. (1t Acre) Lots 30 - 45. 40
7,200 - 10,000-S. F. Lots 45 55 50
Multiple Family Residential:-
Condominiums 45 - 70 65
Apartments 65 - 90 80
Mobile Home Park 60 - 85 75
Commercial, Downtown 80 -100 I 90
Business or Industrial
Notes:
1. Land use should be based on-ultimate development of the watershed.
Long range.master plans for the County and incorporated. cities
should be reviewed to insure reasonable land use assumptions.
2. Recommended values are based on average conditions which may not f
apply to a particular study area. The percentage impervious may,
vary greatly even on comparable sized lots due to differences in
dwelling size, improvements, etc. Landscape practices should also
be considered as it is common in some areas to use ornamental grav-
els underlain by impervious plastic materials in place of lawns and
shrubs. A field investigation of a study area should always be made,
and a review of aerial photos,, where available may assist in estimat-
ing the.percentage of impervious cover in developed areas.
3. For typical horse ranch subdivisions increase impervious area 5 per -
cent over the values recommended in the table above.
RCFC Ck wco
HYDROLOGY NIA NUAL
IMPERVIOUS COVER
FOR
DEVELOPED AREAS
PLATE D -5.6
M
r
m
M
Ci7
iD
u
�
3- HOUR
RAINFALL
STORM
PATTERNS
6 -HOUR STORM
IN
PERCENT
24 -HOUR STORM
TIME
PERIOD
5 -NIN
PERIOp
10 -MIN
PERIOD
15 -MIN 30 -MIN 7IME 5 -NIN 10 -MIN 15 -MIN
PERIOD PERIOD PERIOD PERIOD PERIOD PERIOD
30 -MTN TIME
PERIOD PERIOD
5 -MIN
PERIOD
TIME
PERIOD
15 -MIN
PERIOD
30 -MIN
PERIOD
60 -MIN TINE
.PERIOD PERIOD
15 -MIN
PERIOD'
1.3
2.6
3.7 B.5
l
.5 1.1 1,7
3.6 49
1.7
1
.2
.5
1.2
49
2.5
j
2
1.3
1.1
2.6
3.3
♦.8 10.0
S.. 13.9
2
3
.6 1.2 1.9
1.3 2.1
4.3 50
4.B 5l
I.B
1.9
2
3
.3
.7
1.3
I.B
50
SI
2.6
2.8
3
.6
.3
.6
®
4
1.5
3.3
4.9 f7.♦
4
,6 i.♦ 2.2
4.9 52
2.0
4
.4
.7
2.1
52
2.9
5
1.5
7.3
6,6 29.9
5
.6 1.♦ 2.4
5.3 5]
2.1
5
.3
.8
2.B
53
3.4
D
6
1.B
3.♦
1.3 20.1
6
.7 1.5 2.4
5.B 54
2.1
6
.3
1.0
2.9
54
3.4
1
1.5
4.4
B.4
7
.7 1.6 2.4
b.B 55
2.2
7
.3
1.0
3.B
55
2.3
B
1.8
4.2
9.0
B
.7 1.6 2.5
9.0 56
2.3
B
.4
1.1
4.6
56
2.3
9
1.8
5.3
12.3
9 -
.7 1.6 2.6
11.6 57
2.4
9
.4
1.3
6.3
51
2.7
10
1.5
5.1
17.6
10
.7 1.6 •2.7
14.4 58
2.4
10
.4
1.5
B.2
58
2.6
11
1.6
6.4
16.1
11
.T l.b 2.8
25.1 59
2.5
11
.5
1.3
1.0
59
2.6
12
I.8
5.9
4.2
12
.B I.T 3.0
4.4 60
2.6
12
.5
1.6
7.7
60
2:5
13
2.2
7.3
13
.8 1.1 3.2
61
3.1
13
.5
1.8
10.8
61
2.4
14
2.2
B.5
l4
.8 l.e 3.6
62
3.6
14
.5
2.0
11.4
62
2.]
15
2.2
14.1
15
.8 1.B 4.3
63
3.9
15
.5
2.1
10.4
63
1.9
16
2.0
14.1
16
.B l.8 4.7
6♦
4.2
l6
.6
2.5
8.5
64
1.4
17
2.6
3.B
17
.B 2.0 5.4
17
.6
3.0
1.4
1B
2.7
2.4
l6
.B 2.0 6.2
66
5.6
IB
.7
3.3
l.9
66
.4
19
2.4
19
.6 2.l 6.9
67
1.9
19
.7
3.9
1.3 ,.
67
.3
20
21
2.7
3.3
20
21
.B 2.2 7.5
.B 2.5 10.6
68
,9
20
21
.B
.6"
4.3
3.0
1.2
1.1
68
.3
22
3.1
22
.B 2.B 14.5
69
TO
,6
.5
22
.7
4.0
1.0
69
70
.5
.5
23
2.9
23
.B 3.0 3.4
71
.3
23
.B
3.8
.9
71
.5
2♦
3.0
2♦
.9 3.2 1.0
72
.2
24
.8
3.5
:B
72
.4
25
3.1
25
.8 3.5
25
.9
5.1
73
.,4
26
4.2
26
.9 3.9
26
.J
517
74
.4
27
5.0
27
.9 4.2
27
1.0
6.8
75
.3
2B
3.5
2B
.9 4 .5
28
1.0
4,6
76
.2
29'
30
6.B
7.3
29
30
.9 4,B
5.1
29
30
1.0
1.1
5.3
5.l
IT
.]
D31
8.2
11
.9
.9 6.7
31
1.2
4.7
78
79
,4
.3
_
.32
5.9
32
.9 B.l
32
1.3
3.8
BO
.2
33
2.0
33
1 . 0 10.3.
'33-
1.5
.B
BI
.3
Z
34
1.8
34
1.0 2.8
34
I.5
.6
82
.1
Z
T
35
I.B
35
1.0 1.1
35
1.6
1.0.
B3
.3
D
36
.6
36
l.0 .5
36
1.T
.9
84
,2
37
38
1.0
37
38
1.9
2.0
.B
BS
.3
V
39
1.1
1.1
39
2.1
.5
.7
86
8T
.2
.1 '
IITTS�
M
40
41
1.1
40
41
2.2
1.5
.5
B B
. 2
42
43
1.2
1.3
1.4
42
43
1.5
2.0
.6
.5
.5
B9
90
91
.3
.2
.2
C-)
44
1.♦
44
2.0
.5
92
.2
T
M
J
'-1
45
46
1.5
1.5
45
46
'1 .9
1.9
.S
93
.2
Z
-'
47
1.6
47
1.7
.4
.4
94
95,
,2
.2
Q
48
1.6
48
1.B
.�
96
.2
N
Z
NOTES;
I. 3
and 6 -hour patterns based
on the Indio area thunderstorm of September 24,1939.
2. 24 -hour patterns based on the general storm of March 2 a 3,1938.
Ll
1
The MaxWell"° Plus Drainage System Detail And Specifications
CHAMBER SEPARATION
i5 2. 18 4 X "0 3
1
O ITEM NUMBERS
1. MANHOLE CONE - MODIFIED FLAT BOTTOM.
2. STABILIZED BACKFILL - COMPACTED NATIVE IN LANDSCAPED AREAS,
1 SACK SLURRY IN PAVEMENT.
3. BOLTED. RING & GRATEICOVER - DIAMETER AS SHOWN. CLEAN CAST
IRON WITH WORDING "STORM WATER ONLY' IN RAISED LETTERS.
BOLTED 1N.2 LOCATIONS AND SECURED TO CONE WITH MORTAR. RIM
ELEVATION t0.02"OF PLANS.
4. GRADED BASIN OR PAVING (BY OTHERS).
5. COMPACTED BASE MATERIAL (BY OTHERS).
6. PUREFLOT"'" DEBRIS SHIELD -ROLLED 16 GA. STEEL X 24" LENGTH WITH
VENTED ANTI- SIPHON AND INTERNAL.265' MAX. SWO FLATTENED
EXPANDED STEEL SCREEN X 12" LENGTH. FUSION BONDED EPDXY
COATED.
7. PRE -CAST LINER - 4000 PSI CONCRETE 48"10. X 54" OD. CENTER IN
HOLE AND'AL'IGN- SECTIONS TO MAXIMflE BEARING SURFACE.
8. MIN. 6' 0 DRILLED SHAFT.
9. SUPPORT BRACKET - FORMED 12 GA. STEEL FUSION BONDED EPDXY'
COATED.
10. OVERFLOW PIPE - SCH. 40 PVC MATED TO DRAINAGE PIPE AT BASE
SEAL.
11. DRAINAGE PIPE -ADS HIGHWAY GRADE WITH TRI-A COUPLER.
SUSPEND PIPE DURING BACKFILL OPERATIONS TO PREVENT BUCKLING
OR BREAKAGE. DIAMETER AS NOTED.
12. BASE SEAL - GEOTEXTILE. POLY LINER OR CONCRETE SLURRY.
13. ROCK - CLEAN AND WASHED, SIZED BETWEEN 318" AND 1 -1/2" TO BEST
COMPLEMENT SOIL CONDITIONS.
14, FLOFASTT°" DRAINAGE SCREEN - SCH. 40 PVC 0.120" SLOTTED WELL
SCREEN WITH 32 SLOTS PER ROW/FT. DIAMETER VARIES 96" OVERALL
LENGTH, WITH TRI -B COUPLER.
15. MIN, 4'0 SHAFT - DRILLED TO MAINTAIN PERMEABILITY OF DRAINAGE
SOILS.
16. FABRIC SEAL - U.V. RESISTANT GEOTEXTILE - TO BE REMOVED BY
CUSTOMER AT PROJECT COMPLETION.
X "0[1
H H
W 0
O
O N
w
M mmQ
W
W
a
z O
z
v o
w
z
w
a.
0
I=_-
3
x
I-
a
w
Q _
15 H Z ...
O O
F U
14 ° 1D
w
¢ Z'
O
13 w O.
I
E
a)
AZ U° RON7 . A RCIWI70D7 B4. ADWR7m
G UL 520080, C42 K-z N
NV Ua 0075170 A - I/M UG 90SD1 GR0/ 0
U.& PalaM /1° 4=t = - ° TI&M -4 1974. 1804 2001 ={
N
N
O
U
O
m
17. ABSORBENT - HYDROPHOBIC PETROCHEMICAL SPONGE. MIN. 128 Ord
CAPACITY. p
N
18. CONNECTOR PIPE - 4"0 SCH. 40 PVC.
19. VENTED ANTIPHON INTAKE WITH FLOW REGULATOR.
20. INTAKE SCREEN - SCH. 40 PVC 0.120' MODIFIED SLOTTED WELL SCRSN
WITH 32 SLOTS PER ROW /FT. 48" OVERALL LENGTH WITH TRI -C END -a
CAP.
D
21. FREEBOARD DEPTH VARIES WITH INLET PIPE ELEVATION. INCREAS�
PRIMARY /SECONDARY SETTLING CHAMBER DEPTHS AS NEEDED TO E
MAINTAIN ALL INLET PIPE ELEVATIONS ABOVE CONNECTOR PIPE U
OVERFLOW. Q
22. OPTIONAL INLET PIPE (BY OTHERS). ( j
23. MOISTURE MEMBRANE - 6 MIL PLASTIC. PLACE SECURELY AGAINST
ECCENTRIC CONE AND HOLE SIDEWALL USED IN LIEU OF SLURRY IN
LANDSCAPED AREAS.
The
I
•
,e
,::� I
•
TORRENT RESOURCES
r�
NEVADA 7=M1234
CAUFORNIA, W1947-96M
1
O ITEM NUMBERS
1. MANHOLE CONE - MODIFIED FLAT BOTTOM.
2. STABILIZED BACKFILL - COMPACTED NATIVE IN LANDSCAPED AREAS,
1 SACK SLURRY IN PAVEMENT.
3. BOLTED. RING & GRATEICOVER - DIAMETER AS SHOWN. CLEAN CAST
IRON WITH WORDING "STORM WATER ONLY' IN RAISED LETTERS.
BOLTED 1N.2 LOCATIONS AND SECURED TO CONE WITH MORTAR. RIM
ELEVATION t0.02"OF PLANS.
4. GRADED BASIN OR PAVING (BY OTHERS).
5. COMPACTED BASE MATERIAL (BY OTHERS).
6. PUREFLOT"'" DEBRIS SHIELD -ROLLED 16 GA. STEEL X 24" LENGTH WITH
VENTED ANTI- SIPHON AND INTERNAL.265' MAX. SWO FLATTENED
EXPANDED STEEL SCREEN X 12" LENGTH. FUSION BONDED EPDXY
COATED.
7. PRE -CAST LINER - 4000 PSI CONCRETE 48"10. X 54" OD. CENTER IN
HOLE AND'AL'IGN- SECTIONS TO MAXIMflE BEARING SURFACE.
8. MIN. 6' 0 DRILLED SHAFT.
9. SUPPORT BRACKET - FORMED 12 GA. STEEL FUSION BONDED EPDXY'
COATED.
10. OVERFLOW PIPE - SCH. 40 PVC MATED TO DRAINAGE PIPE AT BASE
SEAL.
11. DRAINAGE PIPE -ADS HIGHWAY GRADE WITH TRI-A COUPLER.
SUSPEND PIPE DURING BACKFILL OPERATIONS TO PREVENT BUCKLING
OR BREAKAGE. DIAMETER AS NOTED.
12. BASE SEAL - GEOTEXTILE. POLY LINER OR CONCRETE SLURRY.
13. ROCK - CLEAN AND WASHED, SIZED BETWEEN 318" AND 1 -1/2" TO BEST
COMPLEMENT SOIL CONDITIONS.
14, FLOFASTT°" DRAINAGE SCREEN - SCH. 40 PVC 0.120" SLOTTED WELL
SCREEN WITH 32 SLOTS PER ROW/FT. DIAMETER VARIES 96" OVERALL
LENGTH, WITH TRI -B COUPLER.
15. MIN, 4'0 SHAFT - DRILLED TO MAINTAIN PERMEABILITY OF DRAINAGE
SOILS.
16. FABRIC SEAL - U.V. RESISTANT GEOTEXTILE - TO BE REMOVED BY
CUSTOMER AT PROJECT COMPLETION.
X "0[1
H H
W 0
O
O N
w
M mmQ
W
W
a
z O
z
v o
w
z
w
a.
0
I=_-
3
x
I-
a
w
Q _
15 H Z ...
O O
F U
14 ° 1D
w
¢ Z'
O
13 w O.
I
E
a)
AZ U° RON7 . A RCIWI70D7 B4. ADWR7m
G UL 520080, C42 K-z N
NV Ua 0075170 A - I/M UG 90SD1 GR0/ 0
U.& PalaM /1° 4=t = - ° TI&M -4 1974. 1804 2001 ={
N
N
O
U
O
m
17. ABSORBENT - HYDROPHOBIC PETROCHEMICAL SPONGE. MIN. 128 Ord
CAPACITY. p
N
18. CONNECTOR PIPE - 4"0 SCH. 40 PVC.
19. VENTED ANTIPHON INTAKE WITH FLOW REGULATOR.
20. INTAKE SCREEN - SCH. 40 PVC 0.120' MODIFIED SLOTTED WELL SCRSN
WITH 32 SLOTS PER ROW /FT. 48" OVERALL LENGTH WITH TRI -C END -a
CAP.
D
21. FREEBOARD DEPTH VARIES WITH INLET PIPE ELEVATION. INCREAS�
PRIMARY /SECONDARY SETTLING CHAMBER DEPTHS AS NEEDED TO E
MAINTAIN ALL INLET PIPE ELEVATIONS ABOVE CONNECTOR PIPE U
OVERFLOW. Q
22. OPTIONAL INLET PIPE (BY OTHERS). ( j
23. MOISTURE MEMBRANE - 6 MIL PLASTIC. PLACE SECURELY AGAINST
ECCENTRIC CONE AND HOLE SIDEWALL USED IN LIEU OF SLURRY IN
LANDSCAPED AREAS.
Tab 9
Appendi*x
1
Map Exhibits
1
1
Exhibit 1:
■ Existing Topography & Drainage Map
■
Exhibit 2:
'
Hydrology & Drainage Map
Proposed Drainage System
1
La Q Country Count uinta Club — Club House
Specific Plan 2007 -082
' Site Development Permit 2007 -885
' MDS 71900
r ��
LEGEND:
TRACT BOUNDARY
STORM DRAIN LINE
NODE NUMBER
WA
qkW _�Z DRAINAGE ACREAGE
%mg 'wom-
it
1.8
gt�
4v
ii!,,,,,RS2-
Ar
X"T
IT
a
4
'KI
�a 'i.
CATCH BASIN
"a
q
4
+rN
Q,
a
4 LP=528.1' FLOW
—LENGTH PIPE
4
,0'
34.0 FS
itV""P"M
"M O'N'R
S-,
A"
Ls=528
X FLOW—LENGTH SURFACE
N
41
Z'ppk'
t5, A�
P) "5
g
4
N
X.
880.40 FS DESIGNED FINISHED SURFACE
V
L%
0,4
I"R,
�k DESIGNED FLOW INVERT
5
874.10 INV
"N i,
4 "1
A
4f ON—SITE DRAINAGE AREA
"o
Ift,
'I. r,4
%
R
oF "M
A, VVI
R
�_s
rl -
DRAINAGE BOUNDARY
gift
Nkl
_�R
H
oft N 420
39.0 FS
—M
6',
_010'., X- yp,
Ls=531.6'
4_5
ot
21� NF,
Ls=528.1'
.........
4%�
X,
"K
44.2- F7 lk N
In 10 -48 7 Fl
_41TIN zz
10,40
'NV
aw ins
4"! Nn`�_'-,�111;41'4_44
oK,
olf", 38.5 INV #/Ar
D)I Lp=
211. 1'
M7
11W43.2
'211 Q1, ", -
Af*,4
13301
M.-M ON-` "U -,"M
Pc
*C
X"t
lm a,
33.9 IW
qw
R
Lp=240 7'
'Sli
'N'
Fm�
`�il� R
1.38
38, 7
Mr-w §
R,
35�0 !N�l
57.0 FS L.,)=12,.V
SCALE 1"=50'
no',
300
IMF
p
)J� ;1v 50 25 0 50 100 150
Lp= 171 �j �m
LP=41.1'
A -0
4.0.
n
CD
cz)
0-)
.1
I
,
,
� ' -f- . �
�
EXISTING
LAKE
WS=40.5
1�kt. l
.,
,
I
, - - i�i
.i�l
�
I
I
i . I
,
C) I
�
I . � , _ . �t �� -!- __ __ 1, / I � � !I - .,
1: I - I , �
— I "'. , " I i , : ,, I I `� -7y---7-,,1 -1, � I __ -_ : I I -1 "I ,,, �� , .
I I ,� - . " ; I
` , ,
� � V;0. I
I ,� , � I I
, I
, I , I �
I � , , I -el - / I , I I 1. I . I.
.1 11 i- 0- Q � ; i ;_ . . , I / .. "' � \ : � � ,
'I �
� '4�� , �.
�z , : — —1 !�, "! —1 , , , —7 _"_,� ------, -,, _�� 1�,, )" VICINITY MAP
— _——no I M ,. _ I i ! / 1, . ,,, , � _� --:4 t ; __J� .
— 1 � I � � i'l I 0
. - " , _1111
1 ; I � I I � -1, , ii I � , :
I I , 4
; �_�,__._ C) � i .1
;;$ f � � .; � , S� I __ � �� � I
, . __�, . 1, , : I � I- - . � :
'.
, , - , '�_ �1� ,=�,,_�,�3
'
. L . 1, - , � � ' � I . I
I I 1, I " -�� � I I I � I
I � :.f , " . _� "' ,- - -_ ", I , \\ � � \ \ III I .
11 I / .11 I _�_�,_ / � '� ,< N - � , .
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